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HomeMy WebLinkAbout1502 Bldg E E Lauridsen Blvd - Maier Hall Technical - Building TECHNICAL Permit # ` Address 1502 � L�.usean ���d gld� � Project description Ooer Rc- Date the permit was finaled Number of technical pages � X213 sivu c-�u �-� eu laiio V) S NJ otUme) l I�aA04 (0(1(. ( o9 volvuvte� _2 D6�" � � lb109 S��,l a.,v� Perm`�� �alc�la!-ions bad �0-[ 4-09 a- o` STRUCTURAL CALCULATIONS Supplementary Permit Calculations Maier Hall Peninsula Community College Port Angeles, Washington , i LEN L � ti o w10� 23534 FS� RAL ANAL E� October 19,2009 MAGNUSSON KLEMENCIC ASSOCIATES 1301 Fifth Av Suite 3200 Seattle Washington 98101 2699 T.206 292 1200 F-206 292 1201 - - - . 3� d Project:PCC Maier Hall Date:10/8/2009 Engineer:AGM Stemwall Design 'At-Rest'Lateral Earth Pressure= 55 pcf Concrete Pc= 5000 psi Factored Factored Wall Shear Factored Moment Shear Capacity to Resist Gravi Size Lateral Moment Due Shear Due Capacity to Due to Gravity Factored Loads Earth to Lateral to Lateral Resist Lateral ux+ Mux- Shear Due Minimum Maximum Maximum Pressure Earth Earth Earth (tension (tension to Gravity o.c.EF Width Wall Wall Wall Resultant Pressure Muy Pressure Pressure bottom) top) Loads Vuy Vertical Vs Wall ID (in) Height(in) Height(in) Length ft) (klo (k-ft Vux k hi'Vc k (k-ft) (k-ft) k Vc(k) (k) phi•Vn k Comments W1 12 54 74 30.00 275.9 370.4 70 73 134 155 W2 12 74 78 30.00 0.179 32.2 2.7 27.6 396.4 342.6 57:6 1 100 184 213 W3 12 78 78 21.75 0.179 16.9 1.9 20.0 299.9 29 106 193 225 W4 12 44 54 30.00 228.4 1 427 70 60 109 127 W5 12 24 24 14.67 -- — — Stemwall sits directly on pile cap for full length 44 W6 12 93 93 11.00 0.213 5.2 1.2 10.1 .7 17.9 126 115181 W7 7.5 93 93 10.25 — 211 8 79 115 146 Notes: 1 The maximum wall height is used to calculate the lateral earth pressures acting on the wall. 2.The minimum wall height is considered when designing the wall to resist both moment due to lateral earth pressures and moment due to gravity loads. 3.Shear calculations based on minimum wall height. 4.For vertical shear capacity d=0.8`minimum wall height. Mux �1X�h1kW1 �i�l� I May LhTqAA-►— y \1w,u 55 �� MaulMvuA-� Wall 2 M,b �.Ie'al 'w-41 '?VmVM = IIS 55 for M--I-VIYIIV IA Vv�jl k� "w(,ww�\14,;1A1 �u u We,,4 'Pvr-5"` = � 55 Pc P'""Aw V'311CJ � MI aYimwm Wall VV'44 /2 SII �6ckhecs Johe assw btA 4-6 ws(s} Sear c +0 IzIJt al ear�1 rVessvv-c C �. �� �g �►o V, G��n�A-r£b Ar J ala 05 UAT�S (►� 3� , (ii�►�) , xr ib (iI 2-) t'r�Tva-! (Pmax) P (kip) (Pmax) 2000- ---- O O O O ° y ° i fs=0 fs=0 +x O O O O fs=0.5 fs=0 5fy O O O O 12x54 in Code:ACI 318-05 Units. English. Run axis.About X-axis Run option: Investigation Slenderness. Not considered Column type: Structural Bars.ASTM A615 -1600 1600 Date: 10/08/09 Mx(k-ft) Time. 13:59:53 (Pmin) (Pmin) -400 pcaColumn v4 10 Licensed to Magnusson Klemencic Associates. License ID- 54156-1013735-4-21 E91-2AAF1 File: 1•\PCCHumanities\Engineers\AGM\Foundations\W 1.col Project: PCC Maier Hall Column: W1 Engineer-AGM fc=5 ksi fy =60 ksi Ag =648 in^2 18#5 bars Ec= 4031 ksi Es =29000 ksi As = 5 58 in^2 rho =0.86% fc=4.25 ksi Xo =000 in Ix= 157464 in^4 e_u =0 003 in/in Yo =000 in ly= 7776 in^4 Beta1 =0.8 Min clear spacing =5.37 in Clear cover=2.69 in Confinement: Tied phi(a) =0 8, phi(b) =0.9 phi(c)=0 65 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Lacensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 10/08/09 T \PCCHumanities\Engineers\AGM\Foundations\W1 col 01 59 PM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\W1 col Project PCC Maier Hall Column W1 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis X-axis Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betas = 0_8 Section Rectangular Width = 12 in Depth = 54 in Gross section area, Ag = 648 in^2 Ix = 157464 in^4 Iy = 7776 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars, #4 with larger bars phi (a) = 0 8, phi (b) = 0 9, phi (c) = 0 65 Pattern Irregular Total steel area, As = 5 58 in^2 at 0 86% (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 -3 0 -24 0 0 31 3 0 -24 0 0 31 -3 0 -18 0 0 31 3 0 -18 0 0 31 -3 0 -12 0 0 31 3 0 -12 0 0 31 -3 0 -6 0 0 31 3 0 -6 0 0 31 -3 0 6 0 0 31 3 0 6 0 0 31 -3 0 0 0 0 31 3 0 0 0 0 31 -3 0 12 0 0 31 3 0 12 0 0 31 -3 0 18 0 0 31 3 0 18 0 0 31 -3 0 24 0 0 31 3 0 24 0 Factored Loads and Moments with Corresponding Capacities Pu Mux fMnx fMn/Mu N A depth eps_t Phi No kip k-ft k-ft in --- ------------ ------------ ------------ -------- ----------- -------- ------ 1 0 00 275 90 605 37 2 194 6 31 0 02123 0 900 2 0 00 -370 40 -605 37 1 634 6 31 0 02123 0 900 *** End of output *** A3 • 3000 My(k-ft) Y Mx(k-ft) 12x74 in -3000 3000 Code:ACI 318-05 Units. English Run axis. Biaxial Run option: Investigation Slenderness. Not considered Column type: Structural Bars ASTM A615 Date: 10/08/09 Time: 11:52:07 -3000 -- P 0 kip 3000P = 0kip pcaColumn v4 10 Licensed to: Magnusson Klemencic Associates. License ID- 54156-1013735-4-21 E91-2AAF1 File. 1-\PCCHumanities\Engineers\AGM\Foundations\W2.col Project: PCC Maier Hall Column: W2 Engineer•AGM fc=5 ksi fy =60 ksi Ag=888 in^2 26#5 bars Ec= 4031 ksi Es =29000 ksi As =8.06 in^2 rho =091% fc=4.25 ksi Xo =000 in Ix=405224 in^4 e_u =0 003 in/in Yo =000 in ly= 10656 in^4 Beta1 =0.8 Min clear spacing = 1 37 in Clear cover=2.69 in Confinement: Tied phi(a)=0.8, phi(b)=0.9 phi(c)=0 65 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 10/08/09 'I \PCCHumanities\Engineers\AGM\Foundations\W2 col 11 51 AM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\W2 col Project PCC Maier Hall Column W2 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0.8 Section Rectangular Width = 12 in Depth = 74 in Gross section area, Ag = 888 in^2 Ix = 405224 in^4 Iy = 10656 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars, #4 with larger bars phi (a) = 0 8, phi (b) = 0 9, phi (c) = 0 65 Pattern Irregular Total steel area, As = 8 06 in^2 at 0 91% (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 -3 0 -26 0 0 31 3 0 -32 0 0 31 -3 0 -32 0 0 31 3 0 -26 0 0 31 -3 0 -20 0 0 31 3 0 -20 0 0 31 -3 0 -14 0 0 31 3 0 -14 0 0 31 -3 0 -8 0 0 31 3 0 -8 0 0 31 -3 0 -2 0 0 31 3 0 -2 0 0 31 -3 0 0 0 0 31 3 0 0 0 0 31 3 0 4 0 0 31 -3 0 4 0 0 31 -3 0 10 0 0 31 3 0 10 0 0 31 -3 0 16 0 0 31 3 0 16 0 0 31 -3 0 22 0 0 31 3 0 22 0 0 31 3 0 34 0 0 31 -3 0 34 0 0 31 -3 0 28 0 0 31 3 0 28 0 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- ----------- ----------- ----------- ----------- -------- ------ 1 0 00 396 40 32 20 1105 52 89 80 2 789 0 900 2 0 00 -342 60 32 20 -1033 10 97 10 3 015 0 900 *** End of output *** A5 • 3000 My(k-ft) . y . I Mx (k-ft) 12x78in -3000 3000 Code.ACI 318-05 Units. English Run axis: Biaxial Run option Investigation Slenderness. Not considered Column type: Structural Bars ASTM A615 Date: 10/08/09 Time: 11.33.33 -3000 -- P 0 kip 3000P = 0kip pcaColumn v4 10 Licensed to• Magnusson Klemencic Associates. License ID• 54156-1013735-4-21 E91-2AAF1 File. 1•\PCCHumanities\Engineers\AGM\Foundations\091008 W3.col Project: PCC Maier Hall Column W3 Engineer• AGM fc=5 ksi fy =60 ksi Ag =936 in^2 26#5 bars Ec= 4031 ksi Es =29000 ksi As =806 in^2 rho =0.86% fc=4.25 ksi Xo =000 in Ix=474552 in^4 e_u =0 003 in/in Yo =000 in ly= 11232 in"4 Beta1 =0 8 Min clear spacing =5.37 in Clear cover=2 69 in Confinement: Tied phi(a) =0.8, phi(b) =0.9 phi(c)=0 65 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 10/08/09 I \PCCHumanities\Engineers\AGM\Foundations\091008 W3 col 11 32 AM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\091008 W3 col Project PCC Maier Hall Column W3 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0.8 Section Rectangular Width = 12 in Depth = 78 in Gross section area, Ag = 936 in^2 Ix = 474552 in^4 Iy = 11232 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars, #4 with larger bars phi (a) = 0 8, phi (b) = 0 9, phi (c) = 0 65 Pattern Irregular Total steel area, As = 8 06 in^2 at 0 86% (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 -3 0 -36 0 0 31 3 0 -36 0 0 31 -3 0 -30 0 0 31 3 0 -30 0 0 31 -3 0 -24 0 0 31 3 0 -24 0 0 31 -3 0 -18 0 0 31 3 0 -18 0 0 31 -3 0 -12 0 0 31 3 0 -12 0 0 31 -3 0 -6 0 0 31 3 0 -6 0 0 31 -3 0 0 0 0 31 3 0 0 0 0 31 3 0 6 0 0 31 -3 0 6 0 0 31 -3 0 12 0 0 31 3 0 12 0 0 31 -3 0 18 0 0 31 3 0 18 0 0 31 -3 0 24 0 0 31 3 0 24 0 0 31 3 0 30 0 0 31 -3 0 30 0 0 31 -3 0 36 0 0 31 3 0 36 0 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- ----------- ----------- ----------- ----------- -------- ------ 1 0 00 300 00 10 60 1236 02 43 67 4 120 0 900 *** End of output *** /i� P (kip) 0 0 1800 (Pmax) ...... (Pmax) 0 0 0 0 y 0+X I � fs=0 0 0 fs=0 0 0 051 fs=0.5fy 0 0 - . 12x44 in Code:ACI 318-05 Units. English Run axis.About X-axis Run option. Investigation Slenderness. Not considered Column type: Structural -1000 1000 Bars.ASTM A615 Mx(k-ft) Date: 10/08/09 Time: 14.00.56 (Pmin) _400 (Pmin) pcaColumn v4 10 Licensed to- Magnusson Klemencic Associates License ID- 54156-1013735-4-21 E91-2AAF1 File. I•\PCCHuman ities\Engineers\AGM\Foundations\W4.col Project: PCC Maier Hall Column W4 Engineer- AGM fc=5 ksi fy =60 ksi Ag= 528 in A2 14#6 bars Ec= 4031 ksi Es=29000 ksi As =6.16 in^2 rho = 1 17% fc=4.25 ksi Xo =000 in Ix=85184 in^4 e_u =0 003 in/in Yo =000 in ly=6336 in^4 Beta1 =0.8 Min clear spacing =5.25 in Clear cover=2 63 in Confinement: Tied phi(a) =0.8, phi(b)=0.9 phi(c)=0 65 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 10/08/09 'I \PCCHumanities\Engineers\AGM\Foundations\W4 col 02 00 PM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\W4 col Project PCC Maier Hall Column W4 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis X-axis Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi EC = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0.8 Section Rectangular Width = 12 in Depth = 44 in Gross section area, Ag = 528 in^2 Ix = 85184 in^4 Iy = 6336 in^4 Xo 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8, phi(b) = 0 9, phi (c) = 0 65 Pattern Irregular Total steel area, As = 6 16 in^2 at 1 17% Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 44 -3 0 -17 0 0 44 3 0 -17 0 0 44 -3 0 -11 0 0 44 3 0 -11 0 0 44 -3 0 -5 0 0 44 3 0 -5 0 0 44 -3 0 1 0 0 44 3 0 1 0 0 44 -3 0 7 0 0 44 3 0 7 0 0 44 -3 0 13 0 0 44 3 0 13 0 0 44 3 0 19 0 0 44 -3 0 19 0 Factored Loads and Moments with Corresponding Capacities Pu Mux fMnx fMn/Mu N A depth eps_t Phi No kip k-ft k-ft in --- ------------ ------------ ------------ -------- ----------- -------- ------ 1 0 00 228 40 541 42 2 371 7 06 0 01442 0 900 2 0 00 -427 00 -498 47 1 167 6 35 0 01542 0 900 *** End of output *** 4000 My(k-ft) y --I--- x Mx (k-ft) 12x93 in -4000 4000 Code: ACI 318-05 Units English Run axis. Biaxial Run option* Investigation Slenderness. Not considered Column type: Structural Bars.ASTM A615 Date: 10/08/09 Time: 14.02:46 -4000 -- P 0 kip 4000P = 0kip pcaColumn v4 10 Licensed to- Magnusson Klemencic Associates. License ID- 54156-1013735-4-21 E91-2AAF1 File: 1-\PCCHumanities\Engineers\AGM\Foundations\W6.col Project: PCC Maier Hall Column. W6 Engineer-AGM fc=5 ksi fy =60 ksi Ag= 1116 in^2 26#5 bars Ec= 4031 ksi Es =29000 ksi As =8.06 in^2 rho =0 72% fc=4.25 ksi Xo =000 in Ix=804357 in^4 e_u =0 003 in/in Yo =000 in ly= 13392 in^4 Beta1 =0.8 Min clear spacing =5 37 in Clear cover=2.69 in Confinement: Tied phi(a) =0.8, phi(b)=0 9 phi(c)=0 65 A STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 10/08/09 I \PCCHumanities\Engineers\AGM\Foundations\W6 col 02 02 PM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\W6 col Project PCC Maier Hall Column W6 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0.8 Section Rectangular Width = 12 in Depth = 93 in Gross section area, Ag = 1116 in^2 Ix = 804357 in^4 Iy = 13392 in^4 Xo = 0 in Yo = 0 in Reinforcement Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 4 18 2 26 4 00 Confinement Tied #3 ties with #10 bars, #4 with larger bars phi (a) = 0 8, phi(b) = 0 9, phi(c) = 0 65 Pattern Irregular Total steel area, As = 8 06 in^2 at 0 72% (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 -3 0 -36 0 0 31 3 0 -36 0 0 31 -3 0 -30 0 0 31 3 0 -30 0 0 31 -3 0 -24 0 0 31 3 0 -24 0 0 31 -3 0 -18 0 0 31 3 0 -18 0 0 31 -3 0 -12 0 0 31 3 0 -12 0 0 31 -3 0 -6 0 0 31 3 0 -6 0 0 31 -3 0 0 0 0 31 3 0 0 0 0 31 3 0 6 0 0 31 -3 0 6 0 0 31 -3 0 12 0 0 31 3 0 12 0 0 31 -3 0 18 0 0 31 3 0 18 0 0 31 -3 0 24 0 0 31 3 0 24 0 0 31 3 0 30 0 0 31 -3 0 30 0 0 31 -3 0 36 0 0 31 3 0 36 0 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- --------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ---------=- ----------- ----------- ----------- ----------- -------- ------ 1 0 00 44 70 10 10 718 04 162 24 16 064 0 900 *** End of output *** ,44 3000 My(k-ft) Y x Mx(k-ft) 75x93 in -3000 3000 Code:ACI 318-05 Units. English Run axis Biaxial Run option: Investigation Slenderness. Not considered Column type: Structural Bars.ASTM A615 Date: 10/08/09 Time: 14.3907 -3000 -- P 0 kip 3000P = 0kip pcaColumn v4 10 Licensed to. Magnusson Klemencic Associates. License ID- 54156-1013735-4-21 E91-2AAF1 File. I•\PCCHum anities\Engineers\AGM\Foundations\W7.col Project: PCC Maier Hall Column W7 Engineer-AGM fc=5 ksi fy =60 ksi Ag =697.5 in^2 15#5 bars Ec= 4031 ksi Es =29000 ksi As =4.65 in^2 rho =0 67% fc=4.25 ksi Xo =000 in Ix= 502723 in^4 e_u =0 003 in/in Yo =0.00 in ly= 3269 53 in^4 Beta1 =0.8 Min clear spacing =5 37 in Clear cover= 3.44 in Confinement: Tied phi(a) =0.8, phi(b) =0 9, phi(c)=0 65 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 10/08/09 'I \PCCHumanities\Engineers\AGM\Foundations\W7 col 02 39 PM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\W7 col Project PCC Maier Hall Column W7 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0.8 Section Rectangular Width = 7 5 in Depth = 93 in Gross section area, Ag = 697 5 in^2 Ix = 502723 in^4 Iy = 3269 53 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars, #4 with larger bars phi (a) = 0 8, phi (b) = 0 9, phi (c) = 0 65 Pattern Irregular Total steel area, As = 4 65 in^2 at 0 67% (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 0 0 -42 0 0 31 0 0 -30 0 0 31 0 0 -18 0 0 31 0 0 -6 0 0 31 0 0 -36 0 0 31 0 0 -24 0 0 31 0 0 -12 0 0 31 0 0 42 0 0 31 0 0 30 0 0 31 0 0 18 0 0 31 0 0 6 0 0 31 0 0 36 0 0 31 0 0 24 0 0 31 0 0 12 0 0 31 0 0 0 0 Factored Loads and Moments with Corresponding Capacities ---------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- ----------- ----------- ----------- ----------- -------- ------ 1 0 00 21 10 0 00 886 96 0 00 42 036 0 900 *** End of output *** �-r3 Schacht I astool architects s sus niw. 4n r1Q� y REFER WEI Ra. 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II` J II II II I .o : lussoJ vt v+ — Y �+ A �IB SEPT t0O9— YOPE OH 7 _ I I I YE NoIE 0-1 I �jl jl jl towcsin st.a I,F o' MBI1 OWWW45 I ail II II I I MILy et^T 21 OCT,2009 I 21g4 _ IL__ IL_�__4 L�ILL I 3s I 1 MAIN LEVEL FOUNDATION PLAN- mP �r< 99 sEE G �„ *s s J — � KEY PIAN NORTH S212 PARTIAL PLAN AT PERFORMANCE HALL FLOOR 12_12.dgn 10/8/2009 4.02:27 PM KL i.w 1 I vwt G SPPn.I Q Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(5)#9 TENSION Length IRVISM ft 2 LAYERS OF(5)#9 COMPRESSION Width 1j§Nj=in #4 STIRRUPS @ 4 in Height in Fixity Type Member Typ T-Beam Slabin B,flange III auto r in b,eff 79.0 in Concrete: F'c psi P1 0.800 0 0 0 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearanc in Bottom Cove in Side Cover in Consider p' As'Location 'Compression"REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer 1.00 5.00 4.06 1.128 1.34 (OK) 2nd Layer 1.00 5.00 6.19 1.128 1.34 (OK) 3rd Layer 0.00 0.00 0.00 0.000. n/a Tension REINF 4th Layer I NEENIMM 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 2.00 17.81 1.128 8.74 (OK) Extreme-most Layer 1.00 5.00 19.94 1.128 1.34 (OK) in or auto int int in in in Global: d 19.33 in d' 5.13 in As 7.00 int As' 10.00 int As min 1.23 int N/A p(rho) 0.73 % Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth(in) strain stress(ksi) Area(in) Force(kips) Moment(k-in) Comp Web 1.26 0.00300 4.25 45.36 193 Comp Flange 1.26 0.00300 4.25 153.73 653 0 s,max 6.18 in (OK) As'l 4.06 -0.00087 25.23 5 126 354 As'2 6.19 -0.00290 -60.00 5 300 1480 c 3.15 in As'3 Extreme Fiber Es 0.0160 As'4 0 0.90 Tensi Dn Controlled As4 Mn 785 kip-fl As3 As2 17.81 -0.01396 -60.00 2 120 1986 ¢Mn 707 kip Asl 1 19.94 -0.01598 -60.001 51 300 5603 Mu 466 kip- (OK) ZI 0.00 9422 Transverse Shear REINF Shear• Fy 11211MIcsi Vn,max 246 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark VC 49 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 116 kips = 4 71*sgrt(fc)*bw*d I #Legs T Provi le Tie Legs To Restrain Compression Steel Per 7 11 1 AvT/layer 0.40 int OVn 124 kips Vu 121 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or ' bove' c7o Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 14 b,eff 79 in Check Anyway Ig 38211 in4 L/A Limit NAME= Mcr 104.9 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 957.904 int Loading Type Icrack 13502 in4 P' 0.01044 Ec 4031 ksi 1.32 Ie DL 18534 in4 Ie DL+LL 14256 in4 Auto-Calculated Slab Depth 10 in Deflections: Compression Zone Entirely Win Slab A DLin 10.298 in A DL+LL - ,in 10.729 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.32 in (OK) Ybar/c 0.50 0.50 1.00 1.00 in Total Long Term Deflection 1.13 in Ybar 0.00 0.00 5.13 19.33 in Area/c 18.00 61.00 0.00 0.00 in Uncracked Ixx Calculation Area 0.00 0.00 61.95 50.37 int Beam Slab A*Ybar/c 9.00 30.50 0.00 0.00 in Ybar 12.00 5.00 in A*Ybar/c 0.00 0.00 61.95 50.37 in Area 432 610 inZ A*Ybar 0.00 0.00 317.69 -973.47 in' A*Ybar 5184 3050 in c 4.47 in Ybar,G 7.90 in Ybar 2.23 2.23 -0.66 14.86 in Iself 207361 5083 in4 Area 1 80.451 272.65 71.95 50.37 in' AY+Iself 1 279901 10221 in4 Iself 1 1341 454 in4 I,gross 38211 in4 AY 4021 1362 31 11119 in4 Icrack 13502 in4 Icrac Ogross 35% N; R ��12 'fbP Pr Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project. Vu kips Date: Pu �. kips Engineer Reinforcement Summary Geometry- 2 LAYERS OF(5)#9 TENSION Lengthft 2 LAYERS OF(5)#9 COMPRESSION Width in #4 STIRRUPS @ 4 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto c r in b,eff 18.0 in Concrete: Fc psi Pi 0.800 Ec 4031 ksi Steel: O O O Fy ksi Es ksi Inter-Layer Clearanc in Bottom Cove in Side Cover in Consider p' As'Location 'Compression REINF Count Bar N tuber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 5.00 2.56 1 128 1.34 (OK) 2nd Layer 1.00 2.00 4.69 1.128 8.74 (OK) 3rd Layer0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer , . 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 5.00 19.31 1 128 1.34 (OK) Extreme-most Layer 1.00 5.00 21.44 1.128 1.34 (OK) in or auto in int in in in Global: d 20.37 in d' 3.17 in As 10.00 in All 7.00 int As min 1.30 in (OK) p(rho) 2.73 % Internal Axial Forces: Strain Compatibility Axial Force Equi ibriurn Moment Capacity Layer depth(in) strain stress(ksi) Area(in) Force(kips) Moment(k-in) Comp Web 2.29 0.00300 4.25 82.36 350 Comp Flange s,max 9.93 in (OK) As'1 2.56 0.00166 43.75 5 219 -60 As'2 4.69 0.00054 15.63 2 31 75 c 5.72 in As'3 Extreme Fiber Es 0.0082 As'4 0.90 Tensi n Controlled As4 Mn 893 kip-ft As3 As2 19.31 -0.00713 -60.00 5 300 5106 OMn 804 kip-ft jAsI 1 21441 -0.00824 -60.00 5 300 5744 Mu 634 kip-ft (OK) E 0.00 10715 Transverse Shear REINF Shear• Fy ksi Vn,max 259 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar VC 52 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 122 kips = 471*sgrt(fc)*bw*d I #Legs,T ii Provi le Tie Legs To Restrain Compression Steel Per 7 11.1 AvT/layer 0.40 in OVn 131 kips Vu 121 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs 4 or bove' (T Spacing, N/A in Deflections: Lib max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 15 b,eff 18 in Check Anyway Ig 20736 in° L/0 Limit ROOMmi Mcr 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 366.696 in' Loading Type Icrack 15054 in p' 0.01909 Ec 4031 ksi x 1.03 Ie DL 15231 in4 Ie DL+LL 15081 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab A DLin 0.641 m 0 DL+LL in 11.218 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 1.88 in (N G.) Ybar 0.00 5.00 3.17 20.37 in Area/c 18.00 0.00 0.00 0.00 in Uncracked Ixx Calculation Area 0.00 0.00 43.37 71.95 int Beam Slab A*Ybar/c 9.00 0.00 0.00 0.00 in Ybar 12.00 0.00 in A*Ybar/c 0.00 0.00 43.37 71.95 in' Area 432 0 in A*Ybar 0.00 0.00 137.56 1465.79 in A*Ybar 5184 0 in c 8.40 in Ybar,G 12.00 in Ybar 4.20 5.00 5.23 11.97 in Iself 207361 0 in Area 1 151 181 0.00 43.37 71.95 in AY+Iself 207361 0 in Iself 8891 0 in I,gross 20736 in AY 26661 0 1185 10315 in4 Icrack 15054 in4 Icrac Igross 73% 4�e r>t*M Z 601 mm j> SPA-l'i Ver 1.2 Reinforc d Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID• Mu kip- Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry- 1 LAYER OF(4)#9 TENSION Lengthft 2 LAYERS OF(5)#9 COMPRESSION Width in #4 STIRRUPS @ 4 in Height in Fixity Type Member Type T-Beam Slab in B;flange auto r in b,eff 90.0 in Concrete: Fc psi p, 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearanct in Bottom Cover, in Side Cover in Consider p' As'Location 'Compression REINF Count Bar 14umber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 5.00 4.06 1.128 1.34 (OK) 2nd Layer 1.00 2.00 6.19 1.128 8.74 (OK) 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 0.00 0.00 0.00 0 n/a Extreme-most Layer 1.00 4.00 19.94 1 128 2.16 (OK) in or auto int inZ in in in Global: d 19.94 in d' 4.67 in As 4.00 inZ As, 7.00 int As min 1.27 inZ N/A p(rho) 0.37 % Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi) Area(in) Force(kips) Moment(k-in) Comp Web 0.86 0.00300 4.25 31.06 132 Comp Flange 0.86 0.00300 4.25 124.24 528 0 s,max 6.18 in (OK) As'1 4.06 -0.00265 -60.00 5 300 960 As'2 6.19 -0.00561 -60.00 2 120 640 c 2.16 in As'3 Extreme Fiber Es 0.0247 As'4 0.90 Tensi n Controlled As4 Mn 515 kip As3 As2 OMn 463 kip-11 jAsl 1 19.94 -0.02473 -60.001 41 2404578 Mu 274 kip- (OK) E 0.00 6177 Transverse Shear REINF Shear• Fyksi Vn,max 254 kips = 10.00*sgrt(fc)*bw*d Transverse Bar MarVc 51 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 120 kips = 4.71*sgrt(fc)*bw*d I #Legs T Provi 16 Tie Legs To Restrain Compression Steel Per 7 11 1 A„T/layer 0.40 inZ OVn 128 kips Vu 106 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs #or ' bove' Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 15 b,eff 90 in Check Anyway Ig 39966 in4 UA Limit VIAMMI Mcr 107.9 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 1078.848 int Loading Type Icrack 9130 in4 P' 0.00649 Ec 4031 ksi 1.52 Ie DL 39966 in4 Ie DL+LL 14160 in4 Auto-Calculated Slab Depth 10 in Deflections: Compression Zone Entirely Win Slab A DLin 0.105 m A DL+LL in 10.560 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in (OK) Ybar/c 0.50 0.50 1.00 1.00 in Total Long Term Deflection 0.73 in Ybar 0.00 0.00 -4.67 19.94 in Area/c 18.00 72.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 43.37 28.78 int Beam Slab A*Ybar/c 9.00 36.00 0.00 0.00 in Ybar 12.00 5.00 in A*Ybar/c 0.00 0.00 43.37 28.78 in Area 432 720 int A*Mbar 0.00 0.00 202.61 573.77 in3 A*Ybar 5184 3600 in c 3.43 in Ybar,G 7.63 in Ybar 171 1.71 1.24 16.51 in Iself 20736 6000 in4 Area 61 72 246.86 50.37 28.78 int AY+Iself 29005 10961 in4 Iself 60 242 in [,gross 39966 in4 AY 181 726 78 7842 in4 Icrack 9130 in4 Icrac d1gross 23% -rc ,$ Ver 1.2 Reinforced d Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(S)#9 TENSION Lengthft 1 LAYER OF(4)#9 COMPRESSION Width in #4 STIRRUPS @ 4 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto r in b,eff 18.0 in Concrete: F'c psi P1 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearancc in Bottom Cover in Side Cover in Consider p' As'Location 'Compression' REINF Count Bar umber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 4.00 2.56 1.128 2.16 (OK) 2nd Layer , 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 2.00 19.31 1.128 8.74 (OK) Extreme-most Layer 1.00 5.00 2144 1.128 1.34 (OK) in or auto int in in in in Global: d 20.83 in IT 2.56 in As 7.00 in' As' 4.00 int As min 1.33 in (OK) p(rho) 1.87 % Internal Axial Forces: t ' Strain Com atibility Axial Force Equilibrium Moment Capacity Layer depth(in) strain stress(ksi) Area(in) Force(Id s) Moment(k-in) Comp Web 1.85 0.00300 4.25 66.44 282 Comp Flange s,max 9.93 in (OK) As'1 2.56 0.00133 34.40 4 138 -99 As'2 C 4.61.in As'3 Extreme Fiber Es 0.0109 As'4 0.90 Tensi n Controlled As4 Mn 656 kip-11 As3 As2 19.31 -0.00955 -60.00 2 120 2095 OMn 591 kip-11 jAsl 21.44 -0.01094 -60.00 5 300 5877 Mu 529 kip-11 (OK) F1, 0 01 7874 Transverse Shear REINF Shear- FY ksi Vn,max 265 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark VC 53 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 125 kips = 4.71*sgrt(fc)*bw*d I #Legs T Provic a Tie Legs To Restrain Compression Steel Per 7 11 1 Av0ayer 0.40 in OVn 133 kips Vu 121 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs. #or bove' Spacing,L N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 15 b,eff 18 in Check Anyway Ig 20736 in4 UA Limit Mcr 76.4 ft-kip Ma,DL R-kir n 7.20 Ma,DL+LL fl-kir Ac,d 374.904 int Loading Type Icrack 12073 in" P' 0.01067 Ec 40ksi X 1.31 le DL E1251IJ43 in° Ie DL+LLEE in4 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab A DL �in 0.649 m 0 DL+LL in 11.261 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 2.12 in Ybar 0.00 5.00 2.56 20.83 in Area/c 18.00 0.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 2478 50.37 iW Beam Slab A*Mbar/c 9.00 0.00 0.00 0.00 in Ybar 12.00 0.00 in A*Mbar/c 0.00 0.00 2478 50.37 in Area 432 0 int A*Mbar 0.00 0.00 -63.54 1049.02 in A*Ybar 5184 0 in c 7 70 in Ybar,G 12.00 in Ybar 3.85 5.00 5.14 13.13 in Iself 20736 0 in4 Area 138.63 0.00 24.78 50.37 int AY+Iself 207361 0 in4 Iself 685 0 in4 I,gross 20736 in4 AY 2056 0 654 8678 in4 Icrack 12073 in4 Icrac gross 58% RE boTTOM Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ftProject: Vu kips D. Pu kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(8)#9 TENSION Lengthft 1 LAYER OF(8)#9 COMPRESSION Width in #4 STIRRUPS @ 6 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto r in b,eff 90.0 in Concrete: F'c psi P1 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearanc in Bottom Cove in Side Cover in Consider p' As'Location "Compression' REINF Count Bar ber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most LayerENJEN 1.00 8.00 4.06 1.128 1.13 (OK) 2nd Layer 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 2.00 23.81 1 128 14.74 (OK) Extreme-most Layer 1.00 8.00 25.94 1.128. 1.13 (OK) in or auto int in in in in Global: d 25.51 in d' 4.06 in As 10.00 in As' 8.00 int As min 2.16 inZ (OK) p(rho) 0.79 % Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress(ksi) Area(iri) Force(kips) Moment(k-in) Comp Web 1.16 0.00300 4.25 55.44 236 Comp Flange 1.16 0.00300 4.25 152.46 648 0 s,max 6.18 in (OK) As'1 4.06 -0.00122 35.45 8 -284 825 As'2 c 2.89 in As'3 Extreme Fiber Es 0.0239 As'4 0.90 Tensi n Controlled As4 Mn 1287 kip-ft As3 As2 23.81 -0.02174 -60.00 2 120 2718 OMn 1158 kip-ft Asl 25.94 -0.02395 -60.00 8 -480 11895 Mu 938 kip-ft (OK) E 0.00 15438 Transverse Shear REINF Shear• Fy ksi Vn,max 433 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar VC 87 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 102 kips = 2.36*sgrt(fc)*bw*d I #Legs T Provi a Tie Legs To Restrain Compression Steel Per 7 11 1 AvTAayer 0.40 inZ �Vu 141 kips Vu 116 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or bove' rJ Spacing, N/A in b Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 12 b,eff 90 in Check Anywa Ig 93935 in4 L/0 Limit Mcr 209.8 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 1272.24 in' Loading Type Icrack 33903 in4 P' 0.00629 Ec 4031 ksi R 1.53 Ie DL 39792 in4 ' Ie DL+LL 35479 in4 Auto-Calculated Slab Depth 10 in Deflections: Compression Zone Entirely Win Slab A DLin 10.368 in A DL+LL =in 10.640 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in (OK) Ybar/c 0.50 0.50 1.00 1.00 in Total Long Term Deflection 1.21 in Ybar 0.00 0.00 -4.06 25.51 in Area/c 24.00 66.00 0.00 0.00 in' Uncracked Ixx Calculation Area 0.00 0.00 49.56 71.95 in Beam Slab A*Ybar/c 12.00 33.00 0.00 0.00 in3 Ybar 15.00 5.00 in A*Ybar/c 0.00 0.00 49.56 71.95 in Area 720 660 inZ A*Ybar 0.00 0.00 20142 1835.48 in A*Ybar 10800 3300 in c 5.51 in Ybar,G I 10.22 in Ybar 2.76 2.76 1.45 -20.00 in Iself 54000 5500 in4 Area 132.28 36378 49.56 71.95inZ AY+Iself 704691 23466 in4 11self 1 335 921 in4 I,gross 93935 in4jAr 1005 2763 104 28775 in4 Icrack 33903 in4 Icrac Igross 36% >31 3 Tf Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry- 1 LAYER OF(8)#9 TENSION Length ft 2 LAYERS OF(8)#9 COMPRESSION Width in #4 STIRRUPS @ 6 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 24.0 in Concrete: Fc psi 01 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearanc in Bottom Cove in Side Cover in Consider p' As'Location 'Compression"REINF Count Bar ber Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer 1.00 8.00 2.56 1.128 113 (OK) 2nd Layer 1.00 2.00 4.69 1 128 14.74 (OK) 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 F n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 0.00 0.00 0.00 0 n/a Extreme-most Layer 1.00 8.00 2744 1 128 1.13 (OK) in or auto int in in in in Global: d 27 44 in d' 2.99 is As 8.00 in' All 10.00 int As min 2.33 in N/A p(rho) 1.21 % Internal Axial Forces: Strain Compatibility Axial Force E uilibrium Moment Capacity Layer depth in strain stress(ksi) Area(in) Force(kips) Moment(k-in) Comp Web 1.55 0.00300 4.25 74.33 316 Comp Flange s,max 9.93 in (OK) As'l 2.56 0.00101 25.13 8 201 204 As'2 4.69 -0.00064 18.45 2 37 116 C 3.87 in As'3 Extreme FiberEs 0.0183 As'4 0.90 Tensi n Controlled As4 Mn 1028 kip-ft As3 As2 �Mn 925 kip-ft jAsl 1 2744 -0.01826 -60.00 8 -480 12426 Mu 686 kip-ft (OK) 11 0.00 12338 Transverse Shear REINF Shear• Fyksi Vn,max 466 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar VC 93 kips = 2.00*sgrt(fc)*bw*d Spacing,TMProvide in Vs 110 kips = 2.36*sgrt(fc)*bw*d I #Legs,r Tie Legs To Restrain Compression Steel Per 7 11.1 AvT/layer 0.40 inZ �Vn 152 kips Vu 116 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or Bove' A) Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 12 b,eff 24 in Check Anywa Ig 54000 in4 L/0 Limit Mer 1591 ft-kip Ma,DLft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 658.464 in' Loading Type Icrack 27391 in4 P' 0.01519 Ec 4031 ksi 71 114 Ie DL 29402 in4 Ie DL+LL 28183 in4 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab 0 DLin 0.412 ]in 0 DL+LL in 0.586 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 1.06 in Ybar 0.00 4.00 2.99 27 44 in Area/c 24.00 0.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 61.95 57.56 int Beam Slab A*Ybar/c 12.00 0.00 0.00 0.00 in Ybar 15.00 0.00 in A*Ybar/c 0.00 0.00 61.95 57.56 in3 Area 720 0 int A*Ybar 0.00 0.00 185.17 1579.24 in A*Ybar 10800 0 in3 c 8.13 in Ybar,G 15.00 in Ybar 4.06 4.00 5.14 19.31 in Iself 54000 0 in4 Area 195.091 0.00 61.95 57.56 int AY+Iself 54000 0 in4 Iself 1 10741 0 in4 I,gross 54000 in4 AY 32231 0 1637 21457 in4 Icrack 27391 in4 Icrac gross 51% Ver 1.2 Reinforc d Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 1 LAYER.OF(5)#9 TENSION Length ft 2 LAYERS OF(5)#9 COMPRESSION Width in #4 STIRRUPS @ 6 in Height Eamon..in Fixity Type Member Type T-Beam Slab in B,flange auto o r in b,eff 74.0 in Concrete: F'c psi P1 0.800 Ec 4031 ksi Steel: Fy °ksi Es ksi Inter-Layer Clearancc in Bottom Cove in Side Cover in Consider p' As'Location , 'Compression' REINF Count Bar N ber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 5.00, 4.06 1.128 1.34 (OK) 2nd Layer 1.00 2.00 6.19 1.128 8.74 (OK) 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer _ 0.00 1 0.00 1 0.00 0.000 1 /a Tension REINF 4th Layer IMMM 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 0.00 0.00 0.00 0 n/a Extreme-most Layer No 1.00 5.00 19.94 1.128 1.34 (OK) in or auto int int in in in Global: d 19.94 in d' 4.67 in As 5.00 int As. 7.00 in As min 1.27 in N/A p(rho) 0.62 % Internal Axial Forces: Strain Com atibili Axial Force Eq uilibrium Moment Capacity Layer d th(in) strain stress(ksi Area(inZ) Force(kips) Moment(k-in) Comp Web 1.05 0.00300 4.25 3774 160 Comp Flange 1.05 0.00300 4.25 11742 499 0 s,max 6.18 in (OK) As'1 4.06 -0.00165 -47.89 5 239 722 As'2 6.19 -0.00409 -60.00 2 120 617 c 2.62 in As'3 Extreme Fiber Es 0.0198 As'4 0.90 Tensio 1 Controlled As4 Mn 584 kip-ft As3 As2 �Mn 525 kip-ft jAsI 1 19.94 -0.01982 -60.001 51 300 5666 Mu 348 kip-ft (OK) El 0.00 7006 Transverse Shear REINF Shear• Fyksi Vn,max 254 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar 4 VC 51 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 80 kips = 3.14*sgrt(fc)*bw*d #Legs T Provid Tie Legs To Restrain Compression Steel Per 7 11 ] AvT/layer 0.40 inZ +Vn 98 kips Vu 81 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs=-#or A ove' I'D l'n Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi / L/h actual 13 b,eff 74 in Check Anywa Ig 37201 in° L/A Limit Mcr 102.3 ft-kip Ma,DLft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 806.848 int Loading Type Icrack 10737 in4 P' 0.00868 Ec 4031 ksi 1.40 Ie DL 18963 in4 Ie DL+LL 12439 in4 Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely W/in Slab A DL in 10.216 m A DL+LL in 10.558 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.23 in (OK) Ybar/c 0.50 0.50 1.00 1.00 in Total Long Term Deflection 0.87 in Ybar 0.00 0.00 -4.67 19.94 in Area/c 18.00 56.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 43.37 35.98 int Beam Slab A*Ybar/c 9.00 28.00 0.00 0.00 in Ybar 12.00 4.00 in A*Ybar/c 0.00 0.00 43.37 35.98 in Area 432 448 int A*Ybar 0.00 0.00 202.61 717.21 in A*Ybar 5184 1792 in c 4.03 in Ybar,G 7.93 in Ybar 2.01 2.01 -0.64 15.91 in Iself 20736 2389 in4 Area 72.50 225.55 50.37 35.98 int AY+Iself 4- 279021 9299 in4 Iself 98 305 in4 I,gross 37201 in4 AY 294 915 21 9104 in4 Icrack 10737 in4 Icrack/gross 29% 125 BEirn/1 4 t�-- Ver 1.2 Reinforc d Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu ;kip-ft Project: Vu kips Date: Pu g kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(5)#9 TENSION Length ft 1 LAYER OF(5)#9 COMPRESSION Widthin #4 STIRRUPS @ 6 in Height in Fixity Type Member Type T-Beam Slab in B,flange a auto or in b,eff 18.0 in Concrete: Fc :k iii psi 01 0.800 Ec 4031 ksi Steel: Fy r ksi Es ksi Inter-Layer Clearanc in Bottom Cove ;in Side Cover in Consider p' As'Location 'Compression REINF Count Bar Nu ber Depthtbar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer1.00 5.00 1 2.56 1128 1.34 (OK) 2nd Layer . 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer N Tension REINF 0.00 0.00 0.00 0.000 n/a 4th Layer . 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 2.00 19.31 1 128 8.74 (OK) Extreme-most Layer. ,,, 1.00 5.00 2144 1.128 1.34 (OK) in or auto in in in in in Global: d 20.83 in d' 2.56 in As 7.00 int As' 5.00 int As min 1.33 int (OK) p(rho) 1.87% Internal Axial Forces: { + Strain Compatibility Axial Force Equilibrium Moment Capacity t Layer depth in strain stress ksi Area(it) Force(kips) Moment(k-in) a" Comp Web 1.73 0.00300 4.25 62.21 264 Comp Flange s,max 9.93 in (OK) As'1 2.56 0.00122 31.12 5 156 130 As'2 c 4.32 in As'3 Extreme Fiber Es 0.0119 As'4 0 0.90 Tensioi Controlled As4 Mn 658 kip-ft As3 As2 19.31 -0.01041 -60.00 2 120 2110 OMn 592 kip-ft jAsl 1 21441 -0.01188 -60.001 51 300 5912 Mu 483 kip-ft (OK) Yl 0.00 7892 Transverse Shear REINF Shear• Fy 9 z ksi Vn,max 265 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark VC 53 kips = 2.00*sgrt(fc)*bw*d Spacing,T x in Vs 83 kips = 3.14*sgrt(fc)*bw*d I #Legs,T Provide Tie Legs To Restrain Compression Steel Per 7 11 1 Av-r/layer 0.40 int OVn 102 kips Vu 91 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or A ve' m Spacing,L N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 15 b,eff 18 in Check Anyway Ig 20736 in L/0 Limit Mcr 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL g ft-kip Ac,d 374.904 in Loading Type a:. Icrack 12232 in P' 0.01334 Ec 4031 ksi X 1.20 le DL 12644 in Ie DL+LL 12317 in4 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab ,I DL .- 0$ I in 0.533 m DL+LL in 10.924 lin Cracked Moment of Inertia Calculation Beam Slab ' Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 1.57 in Ybar 0.00 4.00 2.56 20.83 in Area/c 18.00 0.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 30.98 50.37 int Beam Slab A*Ybar/c 9.00 0.00 0.00 0.00 in Ybar 12.00 0.00 in A*Ybar/c 0.00 0.00 30.98 50.37 in Area 432 0 in A*Ybar 0.00 0.00 79421 1049.02 in3 A*Ybar 5184 0 in3 c 7.56 in Ybar,G 12.00 in Ybar 3.78 4.00 4.99 13.27 in Iself 1 207361 0 in Area 136.01 0.00 30.98 50.37 in AY+Iself 1 207361 0 in Iself 647 0 in' I,gross 20736 in AY 1941 0 772 8872 in Icrack 12232 in' Icrac gross 59% Ver 1.2 Reinforcc d Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 1 LAYER OF(3)#9 TENSION Length ft 2 LAYERS OF(5)#9 COMPRESSION Width in #4 STIRRUPS @ 6 in Height in Fixity Type Member Typ T-Beam Slab in B,flange auto or in b,eff 74.0 in Concrete: Fc psi 01 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearanc in Bottom Cove in Side Cover in Consider p' As'Location 'Compression' REINF Count Bar Nuinber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 5.00- 4.06 1 128 1.34 (OK) 2nd Layer 1.00 2.00 6.19 1.128 8.74 (OK) 3rd Layer , 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 0.00 0.00 0.00 0 n/a Extreme-most Layer iiii1.00 3.00 19.94 1.128 3.80 (OK) in or auto int int in in in Global: d 19.94 in d' 4.67 in As 3.00 int As' 7.00 int As min 1.27 int N/A p(rho) 0.37% Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress(ksi) Area(in) Force(kips) Moment(k-in) Comp Web 0.95 0.00300 4.25 34.34 146 Comp Flange 0.95 0.00300 4.25 106.84 454 0 s,max 6.18 in (OK) As'l 4.06 -0.00211 -60.00 5 300 933 As'2 6.19 -0.00479 -60.00 2 120 629 c 2.38 in As'3 Extreme FiberEs 0.0221 As'4 0.90 Tensio i Controlled As4 Mn 415 kip-ft Asa As2 OMn 373 kip-ft jAsl 19.94 -0.02208 -60.00 3 180 3417 Mu 164 kip-ft (OK) E 0.00 4978 Transverse Shear REINF Shear• Fyksi Vn,max 254 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Ma6 Vc 51 kips = 2.00*sgrt(fc)*bw*d Spacing,TNProvidc in Vs 80 kips = 3.14*sgrt(fc)*bw*d I #Legs TTie Legs To Restrain Compression Steel Per 7 11 1 AvT/layer 0.40 in' OVn 98 kips Vu 81 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or A ve' Spacing, N/A in Deflections: Uh max 16 No Deflection Calculations Req'd fr 530 psi Uh actual 13 b,eff 74 in Check Anyway ' Ig 37201 in° UA Limit Mcr 102.3 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL #ft-kip Ac,d 806.848 in Loading Type Icrack 6953 in P' 0.00868 Ec 4031 ksi X 140 Ie DL 16356 in Ie DL+LL 8899 in Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely Win Slab A DLin 0.251 m A DL+LLy in 10.780 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.23 in (OK) Ybar/c 0.50 0.50 1.00 1.00 in Total Long Tenn Deflection 1.14 in Ybar 0.00 0.00 -4.67 19.94 in Area/c 18.00 56.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 43.37 21.59 int Beam Slab A*Ybar/c 9.00 28.00 0.00 0.00 in3 Ybar 12.00 4.00 in A*Ybar/c 0.00 0.00 43.37 21.59 in Area 432 448 inZ A*Ybar 0.00 0.00 202.61 -430.33 in A*Ybar 5184 1792 in c 3.35 in Ybar,G 1 7.93 in Ybar 1.68 1.68 1.32 16.59 in Iself 20736 2389 in4 Area 60.31 187.62 50.37 21.59 in AY+Iself 27902 9299 in Iself 561 176 in4 I,gross 37201 in4 AY 1691 527 88 5938 in Icrack 6953 in Icrac gross 19% Ver 1.2 Reinforcc d Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mukip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(5)#9 TENSION Lengthft 1 LAYER OF(3)#9 COMPRESSION Width in #4 STIRRUPS @ 6 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 18.0 in Concrete: Fc psi 01 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearanc in Bottom Cove in Side Cover in Consider p' As'Location 'Compression' REINF Count Bar Nu ber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer1.00 3.00 2.56 1.128 3.80 (OK) 2nd Layer 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer ' 1.00 2.00 19.31 1.128 8.74 (OK) Extreme-most Layer 1.00 5.00 2144 1.128 1.34 (OK) in or auto int int in in in Global: d 20.83 in d' 2.56 in As 7.00 int All 3.00 in As min 1.33 int (OK) p(rho) 1.87% Internal Axial Forces: Strain Co patibility Axial Force Equilibrium Moment Capacity Layer depth(in) strain stress(ksi) Area(in) Force(kips) IMoment(k-in) Comp Web 2.00 0.00300 4.25 71.93 306 Comp Flange s,max 9.93 in (OK) As'l 2.56 0.00146 38.09 3 114 -65 As'2 c 5.00 in As'3 Extreme Fiber Es 0.0099 As'4 0.90 Tensioj Controlled As4 Mn 654 kip-ft As3 As2 19.31 -0.00860 -60.00 2 120 2077 OMn 588 kip-ft jAs1 1 21.44 -0.00987 -60.001 51 300 5831 Mu 483 kip-ft (OK) E 0.00 7844 Transverse Shear REINF Shear• Fy ksi Vn,max 265 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar VC 53 kips = 2.00*sgrt(fc)*bw*d im.Spacing,T in Vs 83 kips = 3.14*sgrt(fc)*bw*d I #Legs Provide Tie Legs To Restrain Compression Steel Per 7 11.1 Av-0ayer 0.40 inZ �Vn 102 kips Vu 91 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs=##or A ve' Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 15 b,eff 18 in Check Anyway Ig 20736 in" L/A Limit 11MM Mcr 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 374.904 inZ Loading Type Icrack 11905 in4 P' 0.00800 Ec 4031 ksi X 143 Ie DL 12333 in4 Ie DL+LL 11993 in4 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win SlablEEM A DL in 10.546 in A DL+LL in 10.949 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar lc 0.50 0.00 1.00 1.00 in Total Long Tenn Deflection 1.74 in Ybar 0.00 4.00 2.56 20.83 in Area/c 18.00 0.00 0.00 0.00 inZ Uncracked Ixx Calculation Area 0.00 0.00 18.59 50.37 int Beam Slab A*Mbar/c 9.00 0.00 0.00 0.00 in3 Ybar 12.00 0.00 in A*Mbar/c 0.00 0.00 18.59 50.37 in Area 432 0 inZ A*Mbar 0.00 0.00 -47.65 1049.02 in A*Ybar 5184 0 in c 7.85 in Ybar,G 12.00 in Ybar 3.93 4.00 5.29 12.97 in Iself 207361 0 in4 Area 141.37 0.00 18.59 50.37 in AY+Iself 207361 0 in4 Iself 727 0 in4 I,gross 20736 in4 AY 2180 0 520 8478 in4 Icrack 11905 in4 Icrac gross 57% Ver 1.2 Reinforc d 'Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-11 Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 3 LAYERS OF(5)#9 TENSION Length ft 2 LAYERS OF('n#9 COMPRESSION Width in #5 STIRRUPS @ 4 in w/4 VERT LEGS Height 'in Fixity Type Member Type T-Beam Slab in B,flange auto oi in b,eff 84.0 in Concrete: F'c psi 01 0.800 Ec 4031 ksi Steel: D p Fy ksi dJ Es ksi Inter-Layer Clearanc in Bottom Cove in Side Cover in Consider p' As'Location 'Compression REINF Count Bar N mber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 11000ij 7.00 4.19 1.128 147 (OK) 2nd Layer 2.00 6.32 1.128 14 49 (OK) 3rd Layer 0.00 0.00 0.000 n/a 4th Layer ELSE= 0.00 1 0.00 1 0.00 1 0.000 1 n/a Tension REINF 4th Layer MEN= 0.00 0.00 0.00 0 n/a 3rd Layer 1.00 2.00 19.06 1.128 14.49 (OK) 2nd Layer 1.00 5.00 21.18 1.128 2.77 (OK) Extreme-most Layer mom 1.00 5.00 23.31 1.128 2.77 (OK) in or auto int in in in in Global. d 2172 in d' 4.66 in As 12.00 int As' 9.00 int As min 1.84 in N/A p(rho) 1.20% Internal Axial Forces: st Strain Com atibility Axial Force E uilibrium Moment Capacity Layer depth(in) strain stress(ksi) Area(in) Force(kips) Moment(k-in) Comp Web 1.37 0.00300 4.25 65.67 279 Comp Flange 1.37 0.00300 4.25 164.18 698 0 s,max 5.86 in (OK) As'1 4.19 -0.00067 19.55 7 137 386 As'2 6.32 -0.00254 -60.00 2 120 594 C 3.42 in As'3 Extreme FiberEs 0.0174 As'4 0.90 Tensio i Controlled As4 Mn 1302 kip-ft As3 19.06 -0.01371 -60.00 2 120 2122 As2 21.18 -0.01558 -60.00 5 300 5944 OMn 1172 kip-ft jAsl 1 23.31 -0.01745 -60.001 51 300 6583 Mu 801 kip-ft (OK) ZI 0.00 15630 Transverse Shear REINF Shear• Fy ksi Vn,max 369 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar Vc 74 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 295 kips = 8.00*sgrt(fc)*bw*d I #Legs r Providt Tie Legs To Restrain Compression Steel Per 7 11 1 AvT/layer 1.24 inZ OVn 276 kips Vu 182 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or A ove' a, Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 13 b,eff 84 in Check Anyway Ig 70571 in4 UA Limit Mcr 174 7 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 1001.16 int Loading Type Icrack 27388 in4 P' 0.00899 Ec 4031 ksi 1.38 Ie DL 29545 in4 Ie DL+LL 28355 in4 Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely Win Slab A DLin 0.450 m A DL+LL in 0.612 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0.50 0.50 1.00 1.00 in Total Long Term Deflection 1.24 in Ybar 0.00 0.00 -4.66 2172 in Area/c 24.00 60.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 55.76 86.34 int Beam Slab A*Mbar/c 12.00 30.00 0.00 0.00 in, Ybar 13.75 4.00 in A*Ybar/c 0.00 0.00 55.76 86.34 in Area 660 480 int A*Ybar 0.00 0.00 259.88 1874.90 in A*Ybar 9075 1920 in c 5.64 in Ybar,G 9.641 in Ybar 2.82 2.82 0.97 16.08 in Isel£ 415941 2560 in4 Area 135.26 338.14 55.76 86.34 int AY+Iself 1 527171 17854 in4 Iself 358 895 in4 I,gross 70571 in4 AY 1074 2685 53 22323 in4 Icrack 27388 in4 Icrac gross 39% I t IZZ Ver 1.2 Reinforc d Concrete Beams (ACI 318-2005) Ultimate Forces: Beam 1D: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 2 LAYERS OF('n#9 TENSION Lengthft 3 LAYERS OF(5)#9 COMPRESSION Width in #5 STIRRUPS @ 4 in w/4 VERT LEGS Height in Fixity Type Member Typ T-Beam Slab in B,flange auto oi in b,eff 24.0 in Concrete: Pc psi P1 0.800 Ec 4031 ksi Steel: Fy 4 ksi Es ksi Inter-Layer Clearanc in Bottom Cover in Side Cover in Consider p' As'Location 'Compression' REINF Count Bar N tuber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 1 5.00 1 2.69 1 1 128 1 2.77 1 (OK) 2nd Layer 1.00 5.00 4.82 1.128 2.77 (OK) 3rd Layer 1.00 2.00 6.95 1 128 1449 (OK) 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 2.00 22.68 1.128 14.49 (OK) Extreme-most Layerilim 1.00 7.00 24.81 1.128 1.47 (OK) in Or auto int in' in in in Global: d 24.34 in d' 4.29 in As 9.00 int As' 12.00 in As min 2.07 in (OK) p(rho) 1.54% Internal Axial Forces: Strain Compatibility Axial Force Eq uilibrium Moment Capacity Layer depth in strain stress(ksi) Area(in) Force(kips) IMoment(k-in) Comp Web 2.01 0.00300 4.25 96.29 409 Comp Flange s,max 9.61 in (OK) As'1 2.69 0.00139 36.10 5 181 123 As'2 4.82 0.00012 344 5 17 -48 C 5.02 in As'3 6.95 -0.00115 33.48 2 -67 331 Extreme FiberEs 0.0118 As'4 0.90 Tensio i Controlled As4 Mn 1018 kip-ft As3 As2 22.68 -0.01057 -60.00 2 120 2481 OMn 916 kip-ft Asl 24.81 -0.01184 -60.00 7 -420 9578 Mu 832 kip-ft (OK) E 0.00 12218 Transverse Shear REINF Shear• Fy ksi Vn,max 413 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar VC 83 kips = 2.00*sgrt(fc)*bw*d Spacing,Tin Vs 330 kips = 8.00*sgrt(fc)*bw*d I #Legs,T in Provid Tie Legs To Restrain Compression Steel Per 7 11.1 AvT/layer 1.24 inZ �Vn 310 kips Vu 182 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or A ve' Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 13 b,eff 24 in Check Anyway Ig 41594 in4 L/A Limit Mcr 133 7 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 584.112 in' Loading Type Icrack 22407 in4 P' 0.02054 Ec 4031 ksi X 0.99 Ie DL 23671 in4 Ie DL+LL 22532 in4 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab 4 DLin 0.392 m 0 DL+LL in 10.890 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 1.28 in Ybar 0.00 4.00 -4.29 24.34 in Area/c 24.00 0.00 0.00 0.00 inZ Uncracked Ixx Calculation Area 0.00 0.00 74.34 64.76 inZ Beam Slab A*Mbar/c 12.00 0.00 0.00 0.00 in Ybar 13.75 0.00 in A*Mbar/c 0.00 0.00 74.34 64.76 in Area 660 0 in' A*Ybar 0.00 0.00 318.55 1576.03 in A*Ybar 9075 0 in c 8.04 in Ybar,G 13.75 in Ybar 4.02 4.00 376 16.30 in Iself 41594 0 in4 Area 193.00 0.00 74.34 6476 in AY+Iself 1 415941 0 in4 Iself 1040 0 in4 I,gross 41594 in4 AY 3120 0 1049 17197 in4 Icrack 22407 in4 Icrack Igross 54% t; STRUCTURAL CALCULATIONS Supplementary Permit Calculations Maier Hall Peninsula Community College Port Angeles, Washington o 23534 ass ANAL October 19 2009 MAGNUSSON KLEMENCIC ASSOCIATES 1301 Fifth Avenue,Suite 3200 Seattle Washington 98101 2699 T 206 292 1200 F 206 292 1201 Project:PCC Maier Hall , Date:10/8/2009 Engineer AGM Stemwall Design 'At-Rest'Lateral Earth Pressure= 55 pcf Concrete fc= 5000 psi Factored Factored Wall Shear Factored Moment Shear Capacity to Resist Gravi Size Lateral Moment Due Shear Due Capacity to Due to Gravity Factored Loads Earth to Lateral to Lateral Resist Lateral ux+ Mux- Shear Due Minimum Maximum Maximum Pressure Earth Earth Earth (tension (tension to Gravity o.c.EF Width Wall Wall Wall Resultant Pressure Muy Pressure Pressure bottom) top) Loads Vuy Vertical Vs Wall ID (in) I Height(in) Height(in) Length ft) (klQ (k-ft Vux k hi'Vc k (k-ft (k-ft) k Vc(k) (k hi`Vn k Comments W1 12 54 74 30.00 275.9 370.4 70 73 134 155 W2 12 74 78 30.00 0.179 32.2 2.7 27.6 396.4 342.6 57:6 100 184 213 W3 12 78 78 21.75 0.179 16.9 1.9 20.0 299.9 29 106 193 225 W4 12 44 54 30.00 228.4 427 7060 109 7 W5 12 24 24 14.67 Stemwall sits directly on pile ca for full length W6 12 93 93 11.00 0.213 5.2 1.2 10.1 44.7 — 17.9 126 115 W7 7.5 93 93 10.25 -- — 211 — 8 79 115til6 Notes: 1 The maximum wall height is used to calculate the lateral earth pressures acting on the wall. 2.The minimum wall height is considered when designing the wall to resist both moment due to lateral earth pressures and moment due to gravity loads. 3.Shear calculations based on minimum wall height. 4 For vertical shear capacity,d=0.8'minimum wall height. Kul1`�aXrnltiw► �IrJ i �1�11 �Wi x I - Mj 1_004/ - yarx 55 '?C Lale�al Ear4k I'ymuve PesAHarvl = l� �� I'� Maul►�w�t Mall I +�I�- *(MaItIMANMV4.10 6W Pov M infall e1�Ct>�) 0QYIMWM Wall YJap J-6C4ecS jor\e asIWYbeA -k WSIS-1- Sear �o Jaje,Yal ea4 r�ssttiv-e s �v, �O,t\-►Ct> Ft*- AI :31S 05 'E5a VA-n 0145 ()1 kl\,b (11 Z) qWK-r\uE-J o (Pmax) P (kip)2000 __ (Pmax) O O 0 0 y ° i fs=0 fs=0 x O O O O fs=0 5 fs=0.5fy e e o e 12x54 in Code:ACI 318-05 Units. English Run axis.About X-axis Run option: Investigation Slenderness. Not considered Column type: Structural Bars. ASTM A615 -1600 1600 Date: 10/08/09 Mx(k-ft) Time: 1359:53 (Pmin) (Pmin) -400 pcaColumn v4 10 Licensed to: Magnusson Klemencic Associates. License ID 54156-1013735-4-21 E91-2AAF1 File. 1•\PCCHumanities\Engineers\AGM\Foundations\W1 col Project: PCC Maier Hall Column.W1 Engineer-AGM fc= 5 ksi fy =60 ksi Ag =648 in^2 18#5 bars Ec= 4031 ksi Es =29000 ksi As =5.58 in^2 rho =0.86% fc=4.25 ksi Xo =000 in Ix= 157464 in^4 e_u =0 003 in/in Yo =000 in ly=7776 in^4 Beta1 =0.8 Min clear spacing = 5.37 in Clear cover=2.69 in Confinement: Tied phi(a) =0.8, phi(b)=0.9 phi(c)=0 65 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 10/08/09 I \PCCHumanities\Engineers\AGM\Foundations\W1 col 01 59 PM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\W1 col Project PCC Maier Hall Column W1 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis X-axis Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Rptai = 0 R Section Rectangular Width = 12 in Depth = 54 in Gross section area, Ag = 648 in^2 Ix = 157464 in^4 Iy = 7776 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars, #4 with larger bars phi (a) = 0 8, phi (b) = 0 9, phi (c) = 0 65 Pattern Irregular Total steel area As = 5 58 in^2 at 0 86% (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 -3 0 -24 0 0 31 3 0 -24 0 0 31 -3 0 -18 0 0 31 3 0 -18 0 0 31 -3 0 -12 0 0 31 3 0 -12 0 0 31 -3 0 -6 0 0 31 3 0 -6 0 0 31 -3 0 6 0 0 31 3 0 6 0 0 31 -3 0 0 0 0 31 3 0 0 0 0 31 -3 0 12 0 0 31 3 0 12 0 0 31 -3 0 18 0 0 31 3 0 18 0 0 31 -3 0 24 0 0 31 3 0 24 0 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- --------------------------------------------------------- Pu Mux fMnx fMn/Mu N A depth eps_t Phi No kip k-ft k-ft in --- ------------ ------------ ------------ -------- ----------- -------- ------ 1 0 00 275 90 605 37 2 194 6 31 0 02123 0 900 2 0 00 -370 40 -605 37 1 634 6 31 0 02123 0 900 *** End of output *** A3 • 3000 My(k-ft) Y Mx(k-ft) 12x74 in -3000 3000 Code:ACI 318-05 Units. English Run axis. Biaxial Run option: Investigation Slenderness. Not considered Column type: Structural Bars ASTM A615 Date. 10/08/09 Time: 11.52:07 -3000 -- P 0 kip 3000P = 0kip pcaColumn v4 10 Licensed to: Magnusson Klemencic Associates. License ID- 54156-1013735-4-21 E91 2AAF1 File: 1-\PCCHumanities\Engineers\AGM\Foundations\W2.col Project: PCC Maier Hall Column W2 Engineer- AGM fc=5 ksi fy =60 ksi Ag =888 in^2 26#5 bars Ec= 4031 ksi Es =29000 ksi As =806 in^2 rho =0.91% fc=4.25 ksi Xo =0 00 in Ix=405224 in^4 e_u =0 003 in/in Yo =000 in ly= 10656 in^4 Beta1 =0.8 Min clear spacing = 1.37 in Clear cover=2.69 in Confinement: Tied phi(a)=0.8, phi(b) =0.9, phi(c)=0 65 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 10/08/09 'I \PCCHumanities\Engineers\AGM\Foundations\W2 col 11 51 AM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\W2 col Project PCC Maier Hall Column W2 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi EC = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0.8 Section Rectangular Width = 12 in Depth = 74 in Gross section area, Ag = 888 in^2 Ix = 405224 in^4 Iy = 10656 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars, #4 with larger bars phi (a) = 0 8, phi (b) = 0 9, phi (c) = 0 65 Pattern Irregular Total steel area, As = 8 06 in^2 at 0 91% (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 -3 0 -26 0 0 31 3 0 -32 0 0 31 -3 0 -32 0 0 31 3 0 -26 0 0 31 -3 0 -20 0 0 31 3 0 -20 0 0 31 -3 0 -14 0 0 31 3 0 -14 0 0 31 -3 0 -8 0 0 31 3 0 -8 0 0 31 -3 0 -2 0 0 31 3 0 -2 0 0 31 -3 0 0 0 0 31 3 0 0 0 0 31 3 0 4 0 0 31 -3 0 4 0 0 31 -3 0 10 0 0 31 3 0 10 0 0 31 -3 0 16 0 0 31 3 0 16 0 0 31 -3 0 22 0 0 31 3 0 22 0 0 31 3 0 34 0 0 31 -3 0 34 0 0 31 -3 0 28 0 0 31 3 0 28 0 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- ----------- ----------- ----------- ----------- -------- ------ 1 0 00 396 40 32 20 1105 52 89 80 2 789 0 900 2 0 00 -342 60 32 20 -1033 10 97 10 3 015 0 900 *** End of output *** • 3000 My(k-ft) . y . + K Mx(k-ft) 12x78 in -3000 3000 Code:ACI 318-05 Units. English Run axis. Biaxial Run option. Investigation Slenderness. Not considered Column type: Structural Bars. ASTM A615 Date: 10/08/09 Time: 11.33.33 -3000 -- P 0 kip 3000P = 0kip pcaColumn.v4 10 Licensed to Magnusson Klemencic Associates. License ID- 54156-1013735-4-21 E91 2AAF1 File: 1•\PCCHumanities\Engineers\AGM\Foundations\091008 W3.col Project: PCC Maier Hall Column: W3 Engineer- AGM fc=5 ksi fy =60 ksi Ag =936 in^2 26#5 bars Ec= 4031 ksi Es =29000 ksi As =806 in^2 rho =0.86% fc=4.25 ksi Xo =000 in Ix=474552 in^4 e_u =0 003 in/in Yo =000 in ly= 11232 in A4 Beta1 =0 8 Min clear spacing =5.37 in Clear cover=2 69 in Confinement: Tied phi(a) =0.8, phi(b) =0.9 phi(c)=0 65 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 10/08/09 I \PCCHumanities\Engineers\AGM\Foundations\091008 W3 col 11 32 AM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\091008 W3 col Project PCC Maier Hall Column W3 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0.8 Section Rectangular Width = 12 in Depth = 78 in Gross section area, Ag = 936 in^2 Ix = 474552 in^4 Iy = 11232 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars, #4 with larger bars phi (a) = 0 8, phi (b) = 0 9, phi (c) = 0 65 Pattern Irregular Total steel area, As = 8 06 in^2 at 0 860 (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 -3 0 -36 0 0 31 3 0 -36 0 0 31 -3 0 -30 0 0 31 3 0 -30 0 0 31 -3 0 -24 0 0 31 3 0 -24 0 0 31 -3 0 -18 0 0 31 3 0 -18 0 0 31 -3 0 -12 0 0 31 3 0 -12 0 0 31 -3 0 -6 0 0 31 3 0 -6 0 0 31 -3 0 0 0 0 31 3 0 0 0 0 31 3 0 6 0 0 31 -3 0 6 0 0 31 -3 0 12 0 0 31 3 0 12 0 0 31 -3 0 18 0 0 31 3 0 18 0 0 31 -3 0 24 0 0 31 3 0 24 0 0 31 3 0 30 0 0 31 -3 0 30 0 0 31 -3 0 36 0 0 31 3 0 36 0 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- --------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- ----------- ----------- ----------- ----------- -------- ------ 1 0 00 300 00 10 60 1236 02 43 67 4 120 0 900 *** End of output *** /I� P (kip) 0 0 1800 (Pmax) _ ..... _(Pmax) 0 0 0 0 y 0 I x / fs=0 T fs=0 0 0 0 0 fs=0.5fy 0 0 fs�o 501 12x44 in Code:ACI 318-05 Units. English Run axis.About X-axis Run option Investigation Slenderness. Not considered Column type: Structural -1000 1000 Bars. ASTM A615 Mx(k-ft) Date. 10/08/09 Time: 14.00.56 (Pmin) -400 (Pmin) pcaColumn v4 10 Licensed to Magnusson Klemencic Associates License ID- 54156-1013735-4-21 E91-2AAF1 File: 1-\PCCHumanities\Engineers\AGM\Foundations\W4.col Project: PCC Maier Hall Column W4 Engineer- AGM fc= 5 ksi fy =60 ksi Ag =528 in^2 14#6 bars Ec= 4031 ksi Es=29000 ksi As =616 in^2 rho = 1 17% fc=4.25 ksi Xo =0 00 in Ix=85184 in^4 e_u =0 003 in/in Yo =0 00 in ly=6336 in^4 Beta1 =0.8 Min clear spacing =5.25 in Clear cover=2.63 in Confinement: Tied phi(a)=0.8, phi(b)=0 9 phi(c)=0 65 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 10/08/09 I \PCCHumanities\Engineers\AGM\Foundations\W4 col 02 00 PM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\W4 col Project PCC Maier Hall Column W4 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis X-axis Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0.8 Section Rectangular Width = 12 in Depth = 44 in Gross section area, Ag = 528 in^2 Ix = 85184 in^4 Iy = 6336 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars, #4 with larger bars phi (a) = 0 8, phi (b) = 0 9, phi (c) = 0 65 Pattern Irregular Total steel area, As = 6 16 in^2 at 1 170 Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 44 -3 0 -17 0 0 44 3 0 -17 0 0 44 -3 0 -11 0 0 44 3 0 -11 0 0 44 -3 0 -5 0 0 44 3 0 -5 0 0 44 -3 0 1 0 0 44 3 0 1 0 0 44 -3 0 7 0 0 44 3 0 7 0 0 44 -3 0 13 0 0 44 3 0 13 0 0 44 3 0 19 0 0 44 -3 0 19 0 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- --------------------------------------------------------- Pu Mux fMnx fMn/Mu N A depth eps_t Phi No kip k-ft k-ft in --- ------------ ------------ ------------ -------- ----------- -------- ------ 1 0 00 228 40 541 42 2 371 7 06 0 01442 0 900 2 0 00 -427 00 -498 47 1 167 6 35 0 01542 0 900 *** End of output *** 4000 My(k-ft) y I I x Mx(k-ft) 12x93 in -4000 4000 Code:ACI 318-05 Units English Run axis. Biaxial Run option Investigation Slenderness. Not considered Column type: Structural Bars.ASTM A615 Date: 10/08/09 Time: 14.02:46 -4000 -- P 0 kip 4000P = 0kip pcaColumn v4 10 Licensed to: Magnusson Klemencic Associates. License ID- 54156-1013735-4-21 E91-2AAF1 File: 1•\PCCHumanities\Engineers\AGM\Foundations\W6.col Project: PCC Maier Hall Column W6 Engineer- AGM fc=5 ksi fy =60 ksi Ag = 1116 in^2 26#5 bars Ec= 4031 ksi Es =29000 ksi As =806 in^2 rho =0 72% fc=4.25 ksi Xo =000 in Ix=804357 in^4 e_u =0 003 in/in Yo =000 in ly= 13392 in^4 Beta1 =0 8 Min clear spacing =5 37 in Clear cover=2.69 in Confinement: Tied phi(a)=0.8, phi(b) =0.9 phi(c)=0 65 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 10/08/09 'I \PCCHumanities\Engineers\AGM\Foundations\W6 col 02 02 PM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\W6 col Project PCC Maier Hall Column W6 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0.8 Section Rectangular Width = 12 in Depth = 93 in Gross section area Ag = 1116 in^2 Ix = 804357 in^4 Iy = 13392 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 li # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars, #4 with larger bars phi (a) = 0 8, phi (b) = 0 9, phi (c) = 0 65 Pattern Irregular Total steel area, As = 8 06 in^2 at 0 72% (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 -3 0 -36 0 0 31 3 0 -36 0 0 31 -3 0 -30 0 0 31 3 0 -30 0 0 31 -3 0 -24 0 0 31 3 0 -24 0 0 31 -3 0 -18 0 0 31 3 0 -18 0 0 31 -3 0 -12 0 0 31 3 0 -12 0 0 31 -3 0 -6 0 0 31 3 0 -6 0 0 31 -3 0 0 0 0 31 3 0 0 0 0 31 3 0 6 0 0 31 -3 0 6 0 0 31 -3 0 12 0 0 31 3 0 12 0 0 31 -3 0 18 0 0 31 3 0 18 0 0 31 -3 0 24 0 0 31 3 0 24 0 0 31 3 0 30 0 0 31 -3 0 30 0 0 31 -3 0 36 0 0 31 3 0 36 0 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- ----------- ----------- ----------- ----------- -------- ------ 1 0 00 44 70 10 10 718 04 162 24 16 064 0 900 *** End of output *** 3000 My(k-ft) y X Mx (k-ft) 75x93 in -3000 3000 Code:ACI 318-05 Units. English Run axis. Biaxial Run option: Investigation Slenderness. Not considered Column type: Structural Bars:ASTM A615 Date: 10/08/09 Time: 14 3907 -3000 -- P 0 kip 3000P = 0kip pcaColumn v4 10 Licensed to- Magnusson Klemencic Associates. License ID- 54156-1013735-4-21 E91-2AAF1 File. I•\PCCHuman ities\Engineers\AGM\Foundations\W 7.col Project: PCC Maier Hall Column W7 Engineer- AGM fc=5 ksi fy =60 ksi Ag=697.5 in^2 15#5 bars Ec= 4031 ksi Es =29000 ksi As =4.65 in"2 rho =0 67% fc=4.25 ksi Xo =000 in Ix=502723 in^4 e_u =0 003 in/in Yo =000 in ly=3269 53 in^4 Beta1 =0 8 Min clear spacing =5.37 in Clear cover= 3 44 in Confinement: Tied phi(a)=0.8, phi(b) =0.9 phi(c)=0 65 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 10/08/09 'I \PCCHumanities\Engineers\AGM\Foundations\W7 col 02 39 PM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\W7 col Project PCC Maier Hall Column W7 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0.8 Section Rectangular Width = 7 5 in Depth = 93 in Gross section area, Ag = 697 5 in^2 Ix = 502723 in^4 Iy = 3269 53 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars, #4 with larger bars phi (a) = 0 8, phi(b) = 0 9, phi (c) = 0 65 Pattern Irregular Total steel area, As = 4 65 in^2 at 0 67% (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 0 0 -42 0 0 31 0 0 -30 0 0 31 0 0 -18 0 0 31 0 0 -6 0 0 31 0 0 -36 0 0 31 0 0 -24 0 0 31 0 0 -12 0 0 31 0 0 42 0 0 31 0 0 30 0 0 31 0 0 18 0 0 31 0 0 6 0 0 31 0 0 36 0 0 31 0 0 24 0 0 31 0 0 12 0 0 31 0 0 0 0 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- ----------- ----------- ----------- ----------- -------- ------ 1 0 00 21 10 0 00 886 96 0 00 42 036 0 900 *** End of output *** "baeht I alanl arahitaeta swl.goo �M la NOTES FEF WE U. 1.FEE X05 v\ TnT . ..r /Z � T �y - - — —I- - ———— — ��— ----- I --- �/— PC3 al v.e. II � i 1 y1III ,� > > R 11—4@9 I _ _I I — — ———— S — ®Iz— 4<. nei O 111 1-- �-- .-A--- _ _ __ _ W L L r a/ssol 7 17 1— 7� Ir9r4 ncem aeeD— — ./ (D Q d m 5 OTTE. OEFV i I W C Q M506a�"malp z I J V7 d — HIBe I' 2 --- �t I C4 �2 e 1 —. E�3 awls%;b W2 Isi o E I > I a �I V t 4 I I <m �> I <m' I a g o) z /y W^ 06 ^ N N IL E N MAIN LEVEL FOUNDATION PLAN WEST =N A 0 L N m �a CP�L('�a1.�1'f t�15 �cN1D� �'vtR. NOT FOR t/J•1• CONSTRUCTION 6rolZ T i.—a9xr M20061Ye6 1 21 OCT,2009 SIO SET MAIN LEVEL 9NL L FOUNDWEST PLAN KEY PLAN S211 n� s2_11.dgn 10/8/2009 4.02:43 PM i chachtI slael shiteat. O ��nw NOTES u roa Ew.. I I II I I f I I 1 I I II < Ips Ips vi"' ciir �� 4821 682, 19 95J---- W- �a. .o - -7I °' IP1 66,9 s5soz "I 11/9601 -- -- _——It11 !1R EEAII 0I I'� 401J --- -- -------- € —� 1 ) ----- —111------�1 —h a� aniQ I'I -:3—1 I In D > > Ig14 xExl ^1118558311 - ZII Ilj� "� — — "I o VIII ° VIII �� °� ii :W3G I W O O i-1569[ 1 1 1 U] 1 98 9 1 RE 9J 61 '1• Q Q —1o56d f89—— GB) 682 40 _ �(�' 4 i - - - - -I-- - _ I` Ke DGirr�1 L t�ci i v vr�r Ci Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(5)#9 TENSION Lengthft 2 LAYERS OF(5)#9 COMPRESSION Width in #4 STIRRUPS @ 4 in Height in Fixity Type Member Typ T-Beam Slab in B,flange auto r in b,eff 79.0 in Concrete: F'c psi P1 0.800 0 0 0 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearanc in Bottom Cove in Side Cover in Consider p' As'Location 'Compression' REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 5.00 4.06 1.128 1.34 (OK) 2nd Layer 1.00 5.00 6.19 1.128 1.34 (OK) 3rd Layer 0.00 0.00 0.00 0.000 n/a r� 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 g17.81 0 n/a 3rd Layer 0.00 0.00 0 n/a 2nd Layer 1.00 2.00 1128 8.74 (OK) Extreme-most Layer 1.00 5.00 1.128 1.34 (OK) in or auto orauto in' in in in Global: d 19.33 in d' 5 13 in As 7.00 it? As' 10.00 in' As min 1.23 in' N/A p(rho) 0.73 % Internal Axial Forces: Strain Compatibility Axial Force Eq uilibrium Moment Capacity Layer depth(in) strain stress(ksi) Area(in) Force(kips) Moment(k-in) Comp Web 1.26 0.00300 4.25 45.36 193 Comp Flange 1.26 0.00300 4.25 153.73 653 0 s,max 6.18 in (OK) As'1 4.06 -0.00087 25.23 5 126 354 As'2 6.19 -0.00290 -60.00 5 300 1480 c 3.15 in As'3 Extreme FiberEs 0.0160 As'4 0.90 Tensi n Controlled As4 Mn 785 kip-ft As3 As2 17.81 -0.01396 -60.00 2 120 1986 OMn 707 kip-ft jAsI 1 19.94 -0.01598 -60.001 5 300 5603 Mu 466 kip- (OK) El 0.00 9422 Transverse Shear REINF Shear• Fyksi Vn,max 246 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark Vc 49 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 116 kips = 4.71*sgrt(fc)*bw*d I #Legs Provi le Tie Legs To Restrain Compression Steel Per 7 11.1 AvT/layer 0.40 in OVn 124 kips Vu 121 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or ' bove' cx Z Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 14 b,efl' 79 in Check Anyway Ig 38211 in4 L/0 Limit Mcr 104.9 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 957.904 in' Loading Type Icrack 13502 in4 P' 0.01044 Ec 4031 ksi 1.32 Ie DL 18534 in4 Ie DL+LL 14256 in4 Auto-Calculated Slab Depth 10 in Deflections: Compression Zone Entirely W/in Slab A DLin 10.298 to A DL+LLM.,in 10.729 ]in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.32 in (OK) Ybar/c 0.50 0.50 1.00 1.00 in Total Long Term Deflection 1.13 in Ybar 0.00 0.00 5.13 19.33 in Area/c 18.00 61.00 0.00 0.00 inZ Uncracked Ixx Calculation Area 0.00 0.00 61.95 50.37 in Beam Slab A*Ybar/c 9.00 30.50 0.00 0.00 in3 Ybar 12.00 5.00 in A*Ybar/c 0.00 0.00 61.95 50.37 in Area 432 610 in A*Ybar 0.00 0.00 317.69 -973.47 in' A*Ybar 5184 3050 in c 4.47 in Ybar,G 7.90 in Ybar 2.23 2.23 -0.66 14.86 in Iself 1 207361 5083 in4 Area 80.45 272.65 71.95 50.37 in' AY+Iself 1 279901 10221 jin4 Iself 134 454 in4 I,gross 38211 in4 AY 402 1362 31 11119 in4 Icrack 13502 in4 Icrac Ogross 35% R✓�A I�1 2 —fop A- Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(5)#9 TENSION Lengthft 2 LAYERS OF(5)#9 COMPRESSION Width in #4 STIRRUPS @ 4 in Height in Fixity Type Member Typ T-Beam Slab in B,flange auto c r in b,eff 18.0 in Concrete: Fc psi P 1 0.800 EC 4031 ksi Steel: L02 O Fy ksi �cu Es ksi Inter-Layer Clearanc in Bottom Cove in Side Cover in Consider p' As'Location 'Compression' RE1NF Count Bar N4mber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 5.00 2.56 1.128 1.34 (OK) 2nd Layer 1.00 2.00 4.69 1.128 8.74 (OK) 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 5.00 19.31 1 128 1.34 (OK) Extreme-most Layer 1.00 5.00 21.44 1.128 1.34 (OK) 11pin or auto inZ int in in in Global: d 20.37 in d' 3.17 in As 10.00 in All 7.00 int As min 1.30 in (OK) p(rho) 2.73 % Internal Axial Forces: Strain Compatibility Axial Force Eq uilibrium Moment Capacity Layer depth(in) strain stress(ksi) Area(it) Force(kips) Moment(k-in) Comp Web 2.29 0.00300 4.25 82.36 350 Comp Flange s,max 9.93 in (OK) As'1 2.56 0.00166 43.75 5 219 -60 As'2 4.69 0.00054 15.63 2 31 75 c 5.72 in As'3 Extreme FiberEs 0.0082 As'4 0.90 Tensi n Controlled As4 Mn 893 kip-ft As3 As2 19.31 -0.00713 -60.00 5 300 5106 �Mn 804 kip-ft jAsI 1 2144 -0.00824 -60.001 51 300 5744 Mu 634 kip-ft (OK) E 0.00 10715 Transverse Shear REINF Shear• Fy INMOMIksi Vn,max 259 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark Vc 52 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 122 kips = 471*sgrt(fc)*bw*d I #Legs T Provi le Tie Legs To Restrain Compression Steel Per 7 11 1 AvT/layer 0.40 in �Vn 131 kips Vu 121 kips (OK) Longitudinal Skin REINF Required? No Maximwn Spacing in Side Bars mark Number of Side Bar Pairs #or bove' t� Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fir 530 psi L/h actual 15 b,eff 18 in Check Anyway Ig 20736 in L/0 Limit Mer 76.4 ft-kip Ma,DLft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 366.696 in Loading Type Icrack 15054 in4 p' 0.01909 Ec 4031 ksi X 1.03 Ie DL 15231 in4 Ie DL+LL 15081 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab D DLin 0.641 in A DL+LL in 11.218 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 1.88 in (N.G) Ybar 0.00 5.00 3.17 20.37 in Area/c 18.00 0.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 43.37 71.95 int Beam Slab A*Ybar/c 9.00 0.00 0.00 0.00 in Ybar 12.00 0.00 in A*Ybar/c 0.00 0.00 43.37 71.95 in3 Area 432 0 in A*Ybar 0.00 0.00 137.56 1465.79 in A*Mbar 5184 0 in c 8.40 in Ybar,G 12.00 in Ybar 4.20 5.00 5.23 11.97 in Iself 1 20736 0 in 4 Area 151 18 0.00 43.37 71.95 in AY+Iself 20736 0 in4 Iself 8891 0 in I,gross 20736 in4 AY' 26661 0 1185 10315 in4 Icrack 15054 in4 Icrac Igross 73% GrMi Ver 1.2 Reinforc d Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip- Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 1 LAYER OF(4)#9 TENSION Length ft 2 LAYERS OF(5)#9 COMPRESSION Width in #4 STIRRUPS @ 4 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto r in b,eff 90.0 in Concrete: F'c psi P1 0.800 Ec 4031 ksi Steel: L=j Fy ksi Es ksi Inter-Layer Clearancin Bottom Covell ove in Side Cover in Consider p' As'Location 'Compression' REINF Count Bar 14umber Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer 1.00 5.00 4.06 1.128 1.34 (OK) 2nd Layer0 1.00 2.00 6.19 1.128 8.74 (OK) 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 0.00 0.00 0.00 0 n/a Extreme-most Layermons 1.00 4.00 19.94 1 128 2.16 (OK) in or auto in int in in in Global: d 19.94 in d' 4.67 in As 4.00 inZ As' 7.00 in As min 1.27 in N/A p(rho) 0.37% Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth(instrain stress(ksi) Area(iri) Force(kips) Moment(k-in) Comp Web 0.86 0.00300 4.25 31.06 132 Comp Flange 0.86 0.00300 4.25 124.24 528 0 s,max 6.18 in (OK) As'l 4.06 -0.00265 -60.00 5 300 960 As'2 6.19 -0.00561 -60.00 2 120 640 C 2.16 in As'3 Extreme Fiber Es 0.0247 As'4 + 0.90 Tensi n Controlled As4 Mn 515 kip-fl As3 As2 +Mn 463 kip-fi jAsl 1 19.94 -0.02473 -60.001 41 2401 4578 Mu 274 kip (OK) El 0.001 6177 Transverse Shear REINF Shear• Fyksi Vn,max 254 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark VC 51 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 120 kips = 471*sgrt(fc)*bw*d I #Legs r Provi 16 Tie Legs To Restrain Compression Steel Per 7 11.1 Avoayer 0.40 in +Vn 128 kips Vu 106 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs =#or ' bove' Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 15 b,eff 90 in Check Anyway Ig 39966 in4 UA Limit Mcr 107.9 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL r ft-kip Ac,d 1078.848 int Loading Type Icrack 9130 in4 P' 0.00649 Ec 4031 ksi 1.52 Ie DL 39966 in4 Ie DL+LL 14160 in4 Auto-Calculated Slab Depth 10 in Deflections: Compression Zone Entirely Win Slab A DL in 10.105 m A DL+LL in 10.560 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in (OK) Ybar/c 0.50 0.50 1.00 1.00 in Total Long Term Deflection 0.73 in Ybar 0.00 0.00 -4.67 19.94 in Area/c 18.00 72.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 43.37 28.78 in' Beam Slab A*Ybar/c 9.00 36.00 0.00 0.00 in Ybar 12.00 5.00 in A*Ybar/c 0.00 0.00 43.37 28.78 in Area 432 720 int A*Ybar 0.00 0.00 202.61 573.77 in A*Ybar 5184 3600 in c 3.43 in Ybar,G 7.63 in Ybar 171 1.71 1.24 16.51 in Iself 20736 6000 in4 Area 61.72 246.86 50.37 28.78 int AY+Iself 29005 10961 in4 Iself 60 242 in4 I,gross 39966 in4 AY 181 726 78 7842 in4 Icrack 9130 in4 Icrac Igross 23% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(5)#9 TENSION Lengthft 1 LAYER OF(4)#9 COMPRESSION Width in #4 STIRRUPS @ 4 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto r in b,eff 18.0 in Concrete: F'c psi P1 0.800 Ec 4031 ksi Steel: - Lj Fy ksi Es ksi Inter-Layer Clearanct in Bottom Cover in Side Cover in Consider p' As'Location 'Compression' REINF Count Bar tuber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 4.00 2.56 1 128 2.16 (OK) 2nd Layer 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 2.00 19.31 1.128 8.74 (OK) Extreme-most Layer, 1.00 5.00 2144 1.128 1.34 (OK) in or auto in int in in in Global: d 20.83 in d' 2.56 in As 7.00 in As' 4.00 in As min 1.33 in (OK) p(rho) 1.87 % Internal Axial Forces: 1 Strain Compatibility Axial Force E uilibrium Moment Capacity Layer depth in strain stress ksi) Area(in) Force(kips) Moment(k-in) Comp Web 1.85 0.00300 4.25 66.44 282 Comp Flange s,max 9.93 in (OK) As'l 2.56 0.00133 34.40 4 138 -99 As'2 C 4.61 in As'3 Extreme FiberEs 0.0109 As'4 0 0.90 Tensi n Controlled As4 Mn 656 kip-ft As3 As2 19.31 -0.00955 -60.00 2 120 2095 OMn 591 kip-ft jAsl 1 21441 -0.01094 -60.001 51 300 5877 Mu 529 kip-ft (OK) El 0.00 7874 Transverse Shear REINF Shear• Fy ksi Vn,max 265 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar VC 53 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 125 kips = 4.71*sgrt(fc)*bw*d I # LegsT Provi a Tie Legs To Restrain Compression Steel Per 7 11 1 Avoayer 0.40 in OVn 133 kips Vu 121 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs,. #or bove' Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 15 b,eff 18 in Check Anywa Ig 20736 in4 L/A Limit Mcr 76.4 ft-kip Ma,DLft-kir n 7.20 Ma,DL+LL ft-kirAc,d 374.904 in Loading Type Icrack 12073 in° P' 0.01067 Ec 4031 ksi X 1.31 le DL 12538 in Ie DL+LL 12143 in4 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab A DL ,in 0.649 m A DL+LL in 11.261 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 2.12 in Ybar 0.00 5.00 2.56 20.83 in Area/c 18.00 0.00 0.00 0.00 in Uncracked Ixx Calculation Area 0.00 0.00 24.78 50.37 inZ Beam Slab A*Mbar/c 9.00 0.00 0.00 0.00 in Ybar 12.00 0.00 in A*Ybar/c 0.00 0.00 24.78 50.37 in Area 432 0 inZ A*Ybar 0.00 0.00 -63.54 1049.02 in A*Ybar 5184 0 in c 7 70 in Ybar,G 12.00 in Ybar 3.85 5.00 514 13.13 in Iself 20736 0 in4 Area 138.63 0.00 2478 50.37 in AY+Iself 20736 0 in Iself 685 0 in4 I,gross 20736 in AY 2056 0 654 8678 in Icrack 12073 in Icrac k/Igross 58% RE 60TTO M Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry- 2 LAYERS OF(8)#9 TENSION Lengthft 1 LAYER OF(8)#9 COMPRESSION Width in #4 STIRRUPS @ 6 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto r in b,eff 90.0 in Concrete: Fc psi 01 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearanc in Bottom Cove in Side Cover in Consider p' As'Location 'Compression"REINF Count Bar ber D th to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 8.00 4.06 1.128 1.13 (OK) 2nd Layer 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 2.00 23.81 1.128 14.74 (OK) Extreme-most Layer 1.00 8.00 25.94 1.128 1 13 (OK) in or auto int inZ in in in Global: d 25.51 in IT 4.06 in As 10.00 in' As' 8.00 in As min 2.16 inZ (OK) p(rho) 0.79 % Internal Axial Forces: Strain CompatibilityAxial Force Eq uilibrium Moment Capacity Layer depth in strain stress ksi) Area in) Force(kips) Moment(k-in) Comp Web 1.16 0.00300 4.25 5544 236 Comp Flange 1.16 0.00300 4.25 152.46 648 0 s,max 6.18 in (OK) As'l 4.06 -0.00122 35.45 8 284 825 As'2 C 2.89 in As'3 Extreme Fiber es 0.0239 As'4 0.90 Tension Controlled As4 Mn 1287 kip-ft As3 As2 23.81 -0.02174 -60.00 2 120 2718 OMn 1158 kip-ft jAsI 1 25.94 -0.02395 -60.00 8 -480 11895 Mu 938 kip-ft (OK) El 0.00 15438 Transverse Shear REINF Shear• Fy ksi Vn,max 433 kips = 10.00*sgrt(fc)*bw*d Bar Transverse Bar Mar Vc 87 kips = 2.00*sgrt(fc)*bw*d Spse T in Vs 102 kips = 2.36*sgrt(fc)*bw*d I #Legs Provi a Tie Legs To Restrain Compression Steel Per 7 11.1 A,T/layer 0.40 inZ OVn 141 kips Vu 116 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or Bove' rJ Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 12 b,eff 90 in Check Anywa Ig 93935 in4 UA Limit Mcr 209.8 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 1272.24 int Loading Type Icrack 33903 in4 P' 0.00629 Ec 4031 ksi X 1.53 Ie DL 39792 in4 Ie DL+LL 35479 in° Auto-Calculated Slab Depth 10 in Deflections: Compression Zone Entirely Win Slab A DLin 10.368 in A DL+LL Min 10.640 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in (OK) Ybar/c 0.50 0.50 1.00 1.00 in Total Long Term Deflection 1.21 in Ybar 0.00 0.00 -4.06 25.51 in Area/c 24.00 66.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 49.56 71.95 int Beam Slab A*Ybar/c 12.00 33.00 0.00 0.00 in HEYbar 15.00 5.00 in A*Ybar/c 0.00 0.00 49.56 71.95 in3 Area 720 660 int A*Ybar 0.00 0.00 201.42 1835.48 in3 A*Ybar 10800 3300 in c 5.51 in Ybar,G 10.22 in Ybar 2.76 2.76 145 20.00 in Iself 54000 5500 in° Area 132.28 36378 49.56 71.95 int AY+Iself 70469 23466 in4 jIself 335 921 in4 1,gross 93935 in4 A 1005 2763 104 28775 in4 Icrack 33903 in4 Icrac gross 36% 'Re- Tf Ver 1.2 Reinforced d Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry- 1 LAYER OF(8)#9 TENSION Length ft 2 LAYERS OF(8)#9 COMPRESSION Width in #4 STIRRUPS @ 6 in Height in Fixity Type Member Typ T-Beam Slabin B,flange 11 auto c r in b,eff 24.0 in Concrete: F'c psi 01 0.800 EC 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearanc in Bottom Cove in Side Cover in Consider p' As'Location 'Compression"REINF Count Bar ber D th to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 8.00 2.56 1 128 1 13 (OK) 2nd Layer 1.00 2.00 4.69 1.128 14.74 (OK) 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 0.00 0.00 0.00 0 n/a Extreme-most Layer 1.00 8.00 2744 1 128 1.13 (OK) in or auto in' int in in in Global: d 27 44 in d' 2.99 in As 8.00 inZ As, 10.00 in As min 2.33 in N/A p(rho) 1.21 % Internal Axial Forces: Strain CompatiliffityAxial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area(in) Force(kips) Moment(k-in) Comp Web 1.55 0.00300 4.25 74.33 316 Comp Flange s,max 9.93 in (OK) As'1 2.56 0.00101 25.13 8 201 204 As'2 4.69 -0.00064 18.45 2 37 116 c 3.87 in As'3 Extreme Fiber es 0.0183 As'4 0 0.90 Tensi n Controlled As4 Mn 1028 kip-ft As3 As2 �Mn 925 kip-11 jAsl 1 2744 -0.01826 -60.00 8 -480 12426 Mu 686 kip-ft (OK) E 0.001 12338 Transverse Shear REINF Shear• Fy ksi Vn,max 466 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar Vc 93 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 110 kips = 2.36*sgrt(fc)*bw*d I #Legs,r Provi a Tie Legs To Restrain Compression Steel Per 7 11.1 AvT/layer 0.40 inZ OVn 152 kips Vu 116 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or bove' A) Spacing,L N/A in Deflections: Uh max 16 No Deflection Calculations Req'd fr 530 psi Uh actual 12 b,eff 24 in Check Anywa Ig 54000 in4 UO Limit Mcr 1591 ft-kip Ma,DLft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 658.464 int Loading Type Icrack 27391 in4 P' 0.01519 Ec 4031 ksi 1.14 Ie DL 29402 in4 Ie DL+LL 28183 in4 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab O DLin 0.412 m 0 DL+LL in 0.586 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 1.06 in Ybar 0.00 4.00 2.99 27 44 in Area/c 24.00 0.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 61.95 57.56 int Beam Slab A*Mbar/c 12.00 0.00 0.00 0.00 in' Ybar 15.00 0.00 in A*Ybar/c 0.00 0.00 61.95 57.56 in' Area 720 0 int A*Ybar 0.00 0.00 185.17 1579.24 in A*Ybar.. 10800 0 in' c 8.13 in Ybar,G 15.00 in Ybar 4.06 4.00 5.14 19.31 in Iself 540001 0in4 Area 195.091 0.00 61.95 57.56 in' AY+Iself 1 540001 0 in4 Iself 10741 0 in4 I,gross 54000 in4 AY 32231 0 1637 21457 in4 Icrack 27391 in4 Icrac gross 51% ,v-e .4 Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID* Mu kip-ft Project. Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 1 LAYER OF(5)#9 TENSION Length ft 2 LAYERS OF(5)#9 COMPRESSION Width QIMNMlin #4 STIRRUPS @ 6 in Height 11MUM,I in Fixity Type Member Type T-Beam Slab in B,flange auto o r in b,eff 74.0 in Concrete: F'c psi P1 0.800 Ec 4031 ksi Steel: LLLJ Fy ksi Es ksi Inter-Layer Clearanc in Bottom Cove in Side Cover in Consider p' As'Location , 'Compression' REINF Count Bar N ber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer, 1.00 5.00 4.06 1 128 1.34 (OK) 2nd Layer 1.00 2.00 6.19 1.128 8.74 (OK) 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 0.00 0.00 0.00 0 n/a Extreme-most Layer, 1.00 5.00 19.94 1.128 1.34 (OK) in or auto inZ inZ in in in Global: d 19.94 in d' 4.67 in As 5.00 int As' 7.00 int As min 1.27 in N/A p(rho) 0.62 % Internal Axial Forces: Strain CompatibilityAxial Force Eq uilibrium Moment Capacity Layer depth(in) strain stress(ksi) Area(in) Force(kips) IMom.nt(k-in) Comp Web 1.05 0.00300 4.25 3774 160 Comp Flange 1.05 0.00300 4.25 11742 499 0 s,max 6.18 in (OK) As'1 4.06 -0.00165 -47.89 5 239 722 As'2 6.19 -0.00409 -60.00 2 120 617 C 2.62 in As'3 Extreme FiberEs 0.0198 As'4 0.90 Tensio i Controlled As4 Mn 584 kip-ft As3 As2 OMn 525 kip-ft jAsl 19.94 -0.01982 -60.00 5 300 5666 Mu 348 kip-ft (OK) El 0.001 7006 Transverse Shear REINF Shear- FY Jj1FM=jksi Vn max 254 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark VC 51 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 80 kips = 3.14*sgrt(fc)*bw*d I #Legs T Providc Tie Legs To Restrain Compression Steel Per 7 111 AvT/layer 0.40 inZ OVn 98 kips Vu 81 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or A ove' Spacing,L N/A in Deflections: Uh max 16 No Deflection Calculations Req'd fr 530 psi Uh actual 13 b,eff 74 in Check Anywa Ig 37201 in4 L/0 Limit Mcr 102.3 ft-kip Ma,IIL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 806.848 inZ Loading Type Icrack 10737 m4 P' 0.00868 Ec 4031 ksi 140 Ie DL 18963 in Ie DL+LL 12439 in Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely Win Slab A DLin 10.216 in A DL+LL Win 10.558 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.23 in (OK) Ybar/c 0.50 0.50 1.00 1.00 in Total Long Term Deflection 0.87 in Ybar 0.00 0.00 -4.67 19.94 in Area/c 18.00 56.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 43.37 35.98 in Beam Slab A*Ybar/c 9.00 28.00 0.00 0.00 in Ybar 12.00 4.00 in A*Ybar/c 0.00 0.00 43.37 35.98 in Area 432 448 in A*Ybar 0.00 0.00 202.61 717.21 in A*Ybar 5184 1792 in c 4.03 in Ybar,G 7.93 in Ybar 2.01 2.01 -0.64 15.91 in Iself 1 207361 2389 in Area 72.50 225.55 50.37 35.98 in AY+Iself 1 279021 9299 in Iself 98 305 in I,gross 37201 in4 AY 294 915 21 9104 in Icrack 10737 in Icrac gross 29% i3t M 4 :n Ver 1.2 Reinforc d Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu ;kip-ft Project: Vu kips Date: Pu Q kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(5)#9 TENSION Length R 1 LAYER OF(5)#9 COMPRESSION Width ' in #4 STIRRUPS @ 6 in Height 11MMEMlin Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 18.0 in Concrete: IMFc ?n a,.' : .psi P1 0.800 Ec 4031 ksi Steel: Fy 3ffiSVWJksi Es ksi Inter-Layer Clearanc in Bottom Cove ;in Side Cover in Consider p' As'Location 'Compression' REINF Count Bar Nu ber Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer 1.00 5.00 2.56 1 128 1.34 (OK) 2nd Layer 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer ' 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 2.00 19.31 1.128 8.74 (OK) Extreme-most'Layer.� I.00 5.00 21 44 1.128 1.34 (OK) in or auto in in in in in Global: d 20.83 in d' 2.56 in As 7.00 inZ As' 5.00 in As min 1.33 in (OK) p(rho) 1.87% Internal Axial Forces: W Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth(in) strain stress ksi) Area(in) Force(kips) Moment(k-in) Comp Web 1.73 0.00300 4.25 62.21 264 Comp Flange s,max 9.93 in (OK) As'l 2.56 0.00122 31 12 5 156 130 As'2 c 4.32 in As'3 Extreme Fiber Es 0.0119 As'4 0.90 Tensioi Controlled As4 Mn 658 kip-ft As3 As2 19.31 -0.01041 -60.00 2 120 2110 OMn 592 kip-ft jAsl 1 2144 -0.01188 -60.00 5 300 5912 Mu 483 kip-ft (OK) E 0.00 7892 Transverse Shear REINF Shear• Fy k s i Vn,max 265 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Marh VC 53 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 83 kips = 3.14*sgrt(fc)*bw*d I #Legs r Providc Tie Legs To Restrain Compression Steel Per 7 11 1 AvT/layer 0.40 in OVn 102 kips Vu 91 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars 6 mark Number of Side Bar Pairs ,;. $ #or Above' m Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 15 b,eff 18 in Check Anyway Ig 20736 in4 L/A Limit Mcr 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL I ft-kip Ac,d 374.904 int Loading TypeIcrack 12232 in 4 P' 0.01334 Ec 4031 ksi X 1.20 Ie DL 12644 in Ie DL+LL 12317 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab A DL in 10.533 m 0 DL+LL c. in 10.924 lin Cracked Moment of Inertia Calculation Beam Slab. Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Tenn Deflection 1.57 in Ybar 0.00 4.00 2.56 20.83 in Area Ic 18.00 0.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 30.98 50.37 int Beam Slab A*Mbar/c 9.00 0.00 0.00 0.00 in Ybar 12.00 0.00 in A*Ybar/c 0.00 0.00 30.98 50.37 in Area 432 0 int A*Ybar 0.00 0.00 7942 1049.02 in A*Ybar 5184 0 in c 7.56 in Ybar,G 12.00 in Ybar 3.78 4.00 4.99 13.27 in Iself 1 20736 0 in Area 136.01 0.00 30.98 50.37 int AY+Iself 20736 0 in Iself 647 0 in I,gross 20736 in AY 1941 0 772 8872 in Icrack 12232 in Icrac gross 59% F�t�t Ni �PAiX I7 Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 1 LAYER OF(3)#9 TENSION Lengthft 2 LAYERS OF(5)#9 COMPRESSION Width in #4 STIRRUPS @ 6 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 74.0 in Concrete: F'c psi 01 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearanc in Bottom Cove in Side Cover in Consider p' As'Location 'Compression' REINF Count Bar Nuinber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 5IE#4.06 1.128 1.34 (OK) 2nd Layer 1.00 2 .19 1.128 8.74 (OK) 3rd Layer 0.00 0.00 .00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 0.00 0.00 0.00 0 n/a Extreme-most Layer 1.00 3.00 19.94 1.128 3.80 (OK) in or auto int int in in in Global: d 19.94 in d' 4.67 in As 3.00 int As' 7 00 int As min 1.27 int N/A p(rho) 0.37% Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth(instrain stress(ksi) Area(in) Force(kips) Moment(k-in) Comp Web 0.95 0.00300 4.25 34.34 146 Comp Flange 0.95 0.00300 4.25 106.84 454 0 s,max 6.18 in (OK) As'l 4.06 -0.00211 -60.00 5 300 933 As'2 6.19 -0.00479 -60.00 2 120 629 c 2.38 in As'3 Extreme FiberEs 0.0221 As'4 0 0.90 Tensio Controlled As4 Mn 415 kip-ft As3 As2 OMn 373 kip-ft jAsl 1 19.94 -0.02208 -60.001 31 180 3417 Mu 164 kip-ft (OK) ZI 0.001 4978 Transverse Shear REINF Shear• Fyksi Vn,max 254 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar VC 51 kips = 2.00*sgrt(fc)*bw*d Spacing, in Vs 80 kips = 3.14*sgrt(fc)*bw*d I #Legs r a Providc Tie Legs To Restrain Compression Steel Per 7 11 1 AvT/layer 0.40 int OVn 98 kips Vu 81 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or A ove' Spacing,L N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 13 b,eff 74 in Check Anywa Ig 37201 in' L/A Limit Mcr 102.3 ft-kip Ma,DLft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 806.848 int Loading Type ' 1. Icrack 6953 in4 P' 0.00868 Ec 4031 ksi 140 le DL 16356 in4 Ie DL+LL 8899 in4 Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely W/in Slab -A DL x in 10.251 in A DL+LL r in 0.780 in Cracked Moment of Inertia Calculation . Beam Slab Top Steel Bottom Steel Allowed Deflection 1.23 in (OK) Ybar/c 0.50 0.50 1.00 1.00 in Total Long Tenn Deflection 1.14 in Ybar 0.00 0.00 -4.67 19.94 in Area/c 18.00 56.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 43.37 21.59 int Beam Slab A*Ybar/c 9.00 28.00 0.00 0.00 in Ybar 12.00 4.00 in A*Ybar/c 0.00 0.00 43.37 21.59 in Area 432 448 int A*Ybar 0.00 0.00 202.61 -430.33 in A*Ybar 5184 1792 in c 3.35 in Ybar,G 7.93 in Ybar 1.68 1.68 1.32 16.59 in Iself 20736 2389 in4 Area 60.31 187.62 50.37 21.59 inZ AY+Iself 27902 9299 in4 Iself 56 176 in4 I,gross 37201 in4 AY 169 527 88 5938 in4 Icrack 6953 in4 Icrack) gross 19% �� 6lirNl `�' ToP A Ver 1.2 Reinforcc d Concrete Beams (ACI 318-2005) Ultimate Forces: BeamID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(5)#9 TENSION Lengthft 1 LAYER OF(3)#9 COMPRESSION WidthMin in #4 STIRRUPS @ 6 in Height Fixity Type .�„ Member Type T-Beam Slabin B,flange 011autoorin b,eff 18.0 in Concrete: F'c psi P1 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearanc in Bottom Cove in Side Cover in Consider p' As'Location 'Compression REINF Count Bar Nuinber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 3.00 2.56 1.128 3.80 (OK) 2nd Layer 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 2.00 19.31 1.128 8.74 (OK) Extreme-most Layer 1.00 5.00 21.44 1.128 1.34 (OK) in or auto in' int in in in Global: d 20.83 in d' 2.56 in As 7.00 int As' 3.00 int As min 1.33 in (OK) p(rho) 1.87% Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress(ksi) Area(in) Force(kips) Moment(k-in) Comp Web 2.00 0.00300 4.25 71.93 306 Comp Flange s,max 9.93 in (OK) As'1 2.56 0.00146 38.09 3 114 -65 As'2 c 5.00 in As'3 Extreme FiberEs 0.0099 As'4 0.90 Tensioi Controlled As4 Mn 654 kip-ft As3 As2 19.31 -0.00860 -60.00 2 120 2077 OMn 588 kip-11 jAsl 1 21.44 -0.00987 -60.001 51 300 5831 Mu 483 kip-ft (OK) E 0.00 7844 Transverse Shear REINF Shear• Fyksi Vn,max 265 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Marh VC 53 kips = 2.00*sgrt(fc)*bw*d Spacing,TNProvide in Vs 83 kips = 3.14*sgrt(fc)*bw*d I #Legs,TTie Legs To Restrain Compression Steel Per 7 11 1 AvT/layer 0.40 in' OVn 102 kips Vu 91 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or Awe' Spacing, N/A in Deflections: Uh max 16 No Deflection Calculations Req'd fr 530 psi Uh actual 15 b,eff 18 in Check Anyway Ig 20736 in UA Limit Mcr 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 374.904 int Loading Type Icrack 11905 in P' 0.00800 Ec 4031 ksi ?L 143 Ie DL 12333 in Ie DL+LL 11993 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab A DLin 0.546 m 0 DL+LL in 0.949 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Tenn Deflection 1.74 in Ybar 0.00 4.00 2.56 20.83 in Area/c 18.00 0.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 18.59 50.37 int Beam Slab A*Mbar/c 9.00 0.00 0.00 0.00 in Ybar 12.00 0.00 in A*Ybar/c 0.00 0.00 18.59 50.37 in Area 432 0 int A*Ybar 0.00 0.00 -47.65 1049.02 in A*Ybar 5184 0 in c 7.85 in Ybar,G 12.00 in Ybar 3.93 4.00 5.29 12.97 in Iself 20736 0 in Area 141.37 0.00 18.59 50.37 int AY+Iself 20736 0 in Iself 727 0 in I,gross 20736 in' AT- 2180 0 520 8478 in Icrack 11905 in4 Icrack) gross 57% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 3 LAYERS OF(5)#9 TENSION Lengthft 2 LAYERS OF(7)#9 COMPRESSION Width in #5 STIRRUPS @ 4 in w/4 VERT LEGS Height in Fixity Type Member Type T-Beam Slab in B,flange auto o in b,efl' 84.0 in Concrete: Fc psi 01 0.800 Ec 4031 ksi Steel: p Fy _ ksi () j Es ksi Inter-Layer Clearanc in Bottom Cove in Side Cover in Consider p' As'Location 'Compression REINF Count Bar N ber Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer 1.00 7.00 4.19 1.128 1.47 (OK) 2nd Layer 1.00 2.00 6.32 1.128 1449 (OK) 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 1.00 2.00 19.06 1.128 14.49 (OK) 2nd Layer 1.00 5.00 21 18 1.128 2.77 (OK) Extreme-most Layer 1.00 5.00 23.31 1.128 2.77 (OK) in or auto int int in in in Global: d 2172 in d' 4.66 in As 12.00 in? As' 9.00 in' As min 1.84 in N/A p(rho) 1.20 % Internal Axial Forces: Strain Compatibitity Axial Force Equi brium Moment Capacity Layer Idepth(in) strain stress(ksi) Area(in) Force(kips) Moment(k-in) Comp Web 1.37 0.00300 4.25 65.67 279 Comp Flange 1.37 0.00300 4.25 164.18 698 0 s,max 5.86 in (OK) As'l 4.19 -0.00067 19.55 7 137 386 As'2 6.32 -0.00254 -60.00 2 120 594 i c 3.42 in As'3 Extreme FiberEs 0.0174 As'4 0 0.90 Tensio Controlled As4 Mn 1302 kip-ft As3 19.06 -0.01371 -60.00 2 120 2122 As2 21.18 -0.01558 -60.00 5 300 5944 OMn 1172 kip-ft Asl 1 23.31 -0.01745 -60.00 5 300 6583 Mu 801 kip-ft (OK) E 0.00 15630 Transverse Shear REINF Shear• Fyksi Vn,max 369 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar VC 74 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 295 kips = 8.00*sgrt(fc)*bw*d I #Legs T Pr6vidc Tie Legs To Restrain Compression Steel Per 7 11 1 AvT/layer 1.24 in' OVn 276 kips Vu 182 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or A ve' Z Spacing, N/A in Deflections: Uh max 16 No Deflection Calculations Req'd fr 530 psi Uh actual 13 b,eff 84 in Check Anyway Ig 70571 in4 UO Limit Mcr 174 7 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 1001.16 in Loading Type Icrack 27388 in4 P' 0.00899 Ec 4031 ksi 1.38 Ie DL 29545 in4 Ie DL+LL 28355 in4 Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely Who Slab A DLin 10.450 in 0 DL+LL =in 110.612 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0.50 0.50 1.00 1.00 in Total Long Term Deflection 1.24 in Ybar 0.00 0.00 -4.66 2172 in Area/c 24.00 60.00 0.00 0.00 in Uncracked Ixx Calculation Area 0.00 0.00 55.76 86.34 in' Beam Slab A*Ybar/c 12.00 30.00 0.00 0.00 in' Ybar 13.75 4.00 in A*Ybar/c 0.00 0.00 55.76 86.34 in3 Area 660 480 inZ A*Ybar 0.00 0.00 259.881 1874.90 in A*Ybar 9075 1920 in c 5.64 in Ybar,G 9.64 in Ybar 2:82 2.82 0.97 16.08 in Iself 1 415941 2560 in4 Area 135.26 338.14 5576 86.34 in AY+Iself 1 527171 17854 in4 Iself 358 895 in4 1,gross 70571 in4 A 1074 2685 53 2232311in4 Icrack 27388 in4 Icrac gross 39% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(7)#9 TENSION Length ft 3 LAYERS OF(5)#9 COMPRESSION Width in #5 STIRRUPS @ 4 in w/4 VERT LEGS Height in Fixity Type Member Typ T-Beam Slab in B,flange auto oi in b,eff 24.0 in Concrete: F'c psi P1 0.800 Ec 4031 ksi Steel: Fy 011MIksi Es ksi Inter-Layer Clearanc in Bottom Cover in Side Cover in Consider p' As'Location 'Compression' REINF Count Bar N mber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 5.00 2.69 1 128 2.77 (OK) 2nd Layer 1.00 5.00 4.82 1 1 128 2.77 (OK) 3rd Layer 1.00 2.00 6.95 1 1 128 14.49 (OK) 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 2.00 22.68 1.128 1449 (OK) Extreme-most Layer, lim 1.00 7.00 24.81 1.128 147 (OK) in or auto in in in in in Global: d 24.34 in d' 4.29 in As 9.00 in As' 12.00 in As min 2.07 in (OK) p(rho) 1.54% Internal Axial Forces: ' Strain Com atibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress(ksi) Area(in) Force(kis) Moment(k-in) Comp Web 2.01 0.00300 4.25 96.29 409 Comp Flange s,max 9.61 in (OK) As'l 2.69 0.00139 36.10 5 181 123 As'2 4.82 0.00012 344 5 17 -48 C 5.02 in As'3 6.95 -0.00115 33.48 2 -67 331 Extreme FiberEs 0.0118 As'4 0.90 Tensio i Controlled As4 Mn 1018 kip-ft As3 As2 22.68 -0.01057 -60.00 2 120 2481 OMn 916 kip-ft jAsl 24.81 -0.01184 -60.00 7 -420 9578 Mu 832 kip-ft (OK) 2:11 0.00 12218 Transverse Shear REINF Shear- FY IMOMMIksi Vn,max 413 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark VC 83 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 330 kips = 8.00*sgrt(fc)*bw*d I #Legs,T Provid Tie Legs To Restrain Compression Steel Per 7 11 1 AvT/layer 1.24 in �Vn 310 kips Vu 182 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or Above' Spacing, N/A in Deflections: Uh max 16 No Deflection Calculations Req'd fr 530 psi Uh actual 13 b,eff 24 in Check Anywa Ig 41594 in4 UD Limit Mcr 133.7 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 584.112 inZ Loading Type Icrack 22407 in4 P' 0.02054 Ec 4031 ksi 7< 0.99 Ie DL 23671 in4 Ie DL+LL 22532 in4 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab A DL 'in 0.392 m A DL+LL in 0.890 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 1.28 in Ybar 0.00 4.00 -4.29 24.34 in Area/c 24.00 0.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 74.34 64.76 int Beam Slab A*Ybar/c 12.00 0.00 0.00 0.00 in Ybar 1375 0.00 in A*Ybar/c 0.00 0.00 74.34 64.76 in Area 660 0 in A*Mbar 0.00 0.00 318.55 1576.03 in A*Ybar 9075 0 in c 8.04 in Ybar,G 13.75 in Ybar 4.02 4.00 3.76 16.30 in Iself 1 415941 0 in4 Area 193.001 0.00 74.34 64.76 in AY+Iself 1 415941 0 in4 Iself 1040 0 in4 I,gross 41594 in4 AY 3120 0 1049 17197 in4 Icrack 22407 in4 Icrack gross 54% .y STRUCTURAL CALCULATIONS Supplementary Permit Calculations Maier Hall Peninsula Community College Port Angeles, Washington tiZ,EN Tg o 23534 �4 t� �S� RAL ANAL E� October 19 2009 MAGNUSSON KLEMENCIC ASSOCIATES 1301 Fifth Av Suite 3200 Seattle,Washington 98101 2699 T-206 292 1200 F•206 292 1201 Project:PCC Maier Hall Date:10/8/2009 r Engineer:AGM Stemwall Design 'At-Rest'Lateral Earth Pressure= 55 pcf Concrete fc= 5000 psi Factored Factored Wall Shear Factored Moment Shear Capacity to Resist Gravi Size Lateral Moment Due Shear Due Capacity to Due to ravity Factored Loads Earth to Lateral to Lateral Resist Lateral ux+ Mux- Shear Due Minimum Maximum Maximum Pressure Earth Earth Earth (tension (tension to Gravity o.c.EF Width Wall Wall Wall Resultant Pressure Muy Pressure Pressure bottom) top) Loads Vuy Vertical Vs Wall ID (in) Height(in) Height(in) Length ft kl (k-ft) Vuz k hi'Vc k (k-ft (k-ft) k Vc(k) k hl•Vn k Comments W1 12 54 74 30.00 275.9 370.4 70 73 134 155 W2 12 74 78 30.00 0.179 32.2 2.7 27.6 396.4 342.6 57:6 100 184 213 W3 12 78 78 21.75 0.179 16.9 1.9 20.0 299.9 29 106 193 225 W4 12 44 54 30.00 228.4 427 70 60 109 127 W5 12 24 24 14.67 Stemwall sits direct) on pile ca for full length W6 12 93 93 11.00 0.213 5.2 1.2 10.1 44.7 17.9 126 115 181 W7 7.5 93 93 10.25 -- -- — 21 1 8 79 115 146 Notes: 1 The maximum wall height is used to calculate the lateral earth pressures acting on the wall. 2.The minimum wall height is considered when designing the wall to resist both moment due to lateral earth pressures and moment due to gravity loads. 3.Shear calculations based on minimum wall height. 4.For vertical shear capacity d=0.8'minimum wall height. Mwx 1�x�n1kVIA GeIrJ i ' M,43 L-A-qLA - \1Nrx 55 �� Lade+al warn Nesswv* P(,f X. M&VMWwr, Wall [G j� M�� U1�eral �ar}�I� �'reSSfatrG _ (��2 � 5� P� � f`��1n'IW►'M ���i �1�t1 � ��,IWI�rR/yt�,�f"V�.Fi � J �2 �u u I.AaI �r�s�ty� = For Y, Mav► a s Ya! -I j s� / Z Y�1I +6cLws ado-vve s wrn Yes Sear �o +adexal eat rvess� s Az.� 31s os Ery w�-r aSs �, 3� > (i i �) �1e (i I z) t'_(Tva-y (Pmax) P (kip) (Pmax) ° 2000- ------ ° ° ° ° ° y ° fs=0 fs=0 x ° ° ° ° fs=0 5 fs=0.5fy ° ° 12x54 in Code.ACI 318-05 Units English Run axis.About X-axis Run option: Investigation Slenderness. Not considered Column type: Structural 2z III Bars.ASTM A615 -1600 1600 Date: 10/08/09 Mx(k-ft) Time: 13:59:53 (Pmin) (Pmin) -400 pcaColumn v4 10 Licensed to, Magnusson Klemencic Associates. License ID- 54156-1013735-4-21 E91-2AAF1 File: 1-\PCCHumanities\Engineers\AGM\Foundations\W 1.col Project: PCC Maier Hall Column. W1 Engineer-AGM fc=5 ksi fy = 60 ksi Ag =648 in^2 18#5 bars Ec= 4031 ksi Es =29000 ksi As =5.58 in^2 rho =0.86% fc=4.25 ksi Xo =000 in Ix= 157464 in^4 e_u =0 003 in/in Yo =000 in ly=7776 in^4 Beta1 =0.8 Min clear spacing = 5.37 in Clear cover=2.69 in Confinement: Tied phi(a)=0.8, phi(b)=0 9 phi(c)=0 65 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 10/08/09 T \PCCHumanities\Engineers\AGM\Foundations\W1 col 01 59 PM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\W1 col Project PCC Maier Hall Column Wl Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis X-axis Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in &Pta1 = 0 8 Section Rectangular Width = 12 in Depth = 54 in Gross section area, Ag = 648 in^2 Ix = 157464 in^4 Iy = 7776 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars, #4 with larger bars phi (a) = 0 8, phi(b) = 0 9, phi (c) = 0 65 Pattern Irregular Total steel area, As = 5 58 in^2 at 0 860 (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 -3 0 -24 0 0 31 3 0 -24 0 0 31 -3 0 -18 0 0 31 3 0 -18 0 0 31 -3 0 -12 0 0 31 3 0 -12 0 0 31 -3 0 -6 0 0 31 3 0 -6 0 0 31 -3 0 6 0 0 31 3 0 6 0 0 31 -3 0 0 0 0 31 3 0 0 0 0 31 -3 0 12 0 0 31 3 0 12 0 0 31 -3 0 18 0 0 31 3 0 18 0 0 31 -3 0 24 0 0 31 3 0 24 0 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- --------------------------------------------------------- Pu Mux fMnx fMn/Mu N A depth eps_t Phi No kip k-ft k-ft in --- ------------ ------------ ------------ -------- ----------- -------- ------ 1 0 00 275 90 605 37 2 194 6 31 0 02123 0 900 2 0 00 -370 40 -605 37 1 634 6 31 0 02123 0 900 *** End of output *** A3 • 3000 My(k-ft) y Mx(k-ft) 12x74 in -3000 3000 Code:ACI 318-05 Units. English Run axis. Biaxial Run option Investigation Slenderness. Not considered Column type: Structural Bars.ASTM A615 Date: 10/08/09 Time: 11:52:07 -3000 -- P 0 kip 3000P = 0kip pcaColumn v410 Licensed to: Magnusson Klemencic Associates. License ID- 54156-1013735-4-21 E91 2AAF1 File. 1•\PCCHumanities\Engineers\AGM\Foundations\W2.col Project: PCC Maier Hall Column. W2 Engineer-AGM fc=5 ksi fy =60 ksi Ag =888 in"2 26#5 bars Ec= 4031 ksi Es =29000 ksi As =8.06 in^2 rho =0.91% fc=4.25 ksi Xo =000 in Ix=405224 in^4 e_u =0 003 in/in Yo =000 in ly= 10656 in^4 Beta1 =0 8 Min clear spacing = 1.37 in Clear cover=2.69 in Confinement: Tied phi(a)=0.8, phi(b)=0.9, phi(c)=0 65 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 10/08/09 'I \PCCHumanities\Engineers\AGM\Foundations\W2 col 11 51 AM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\W2 col Project PCC Maier Hall Column W2 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0.8 Section Rectangular Width = 12 in Depth = 74 in Gross section area, Ag = 888 in^2 Ix = 405224 in^4 Iy = 10656 in^4 Xo = 0 in Yo = 0 in Reinforcement Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied, #3 ties with #10 bars, #4 with larger bars phi (a) = 0 8, phi (b) = 0 9, phi (c) = 0 65 Pattern Irregular Total steel area, As = 8 06 in^2 at 0 91% (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 -3 0 -26 0 0 31 3 0 -32 0 0 31 -3 0 -32 0 0 31 3 0 -26 0 0 31 -3 0 -20 0 0 31 3 0 -20 0 0 31 -3 0 -14 0 0 31 3 0 -14 0 0 31 -3 0 -8 0 0 31 3 0 -8 0 0 31 -3 0 -2 0 0 31 3 0 -2 0 0 31 -3 0 0 0 0 31 3 0 0 0 0 31 3 0 4 0 0 31 -3 0 4 0 0 31 -3 0 10 0 0 31 3 0 10 0 0 31 -3 0 16 0 0 31 3 0 16 0 0 31 -3 0 22 0 0 31 3 0 22 0 0 31 3 0 34 0 0 31 -3 0 34 0 0 31 -3 0 28 0 0 31 3 0 28 0 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- --------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- ----------- ----------- ----------- ----------- -------- ------ 1 0 00 396 40 32 20 1105 52 89 80 2 789 0 900 2 0 00 -342 60 32 20 -1033 10 97 10 3 015 0 900 *** End of output *** /T J • 3000 My(k-ft) . y . + K Mx(k-ft) 12x78 in -3000 3000 Code:ACI 318-05 Units: English Run axis. Biaxial Run option. Investigation Slenderness. Not considered Column type: Structural Bars. ASTM A615 Date: 10/08/09 Time: 11-33.33 -3000 -- P 0 kip 3000P = 0kip pcaColumn v4 10 Licensed'to: Magnusson Klemencic Associates. License ID- 54156-1013735-4-21 E91-2AAF1 File- 1•\PCCHumanities\Engineers\AGM\Foundations\091008 W3.col Project: PCC Maier Hall Column W3 Engineer- AGM fc=5 ksi fy =60 ksi Ag =936 in"2 26#5 bars Ec='4031 ksi Es =29000 ksi As =806 in^2 rho =0.86% fc=4.25 ksi Xo =000 in Ix =474552 in^4 e_u =0 003 in/in Yo =000 in ly= 11232 in^4 Beta1 =0 8 Min clear spacing = 5.37 in Clear cover=2.69 in Confinement: Tied phi(a) =0.8, phi(b)=0.9 phi(c)=0 65 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 10/08/09 'I \PCCHumanities\Engineers\AGM\Foundations\091008 W3 col 11 32 AM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\091008 W3 col Project PCC Maier Hall Column W3 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0.8 Section Rectangular Width = 12 in Depth = 78 in Gross section area, Ag = 936 in^2 Ix = 474552 in^4 Iy = 11232 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars, #4 with larger bars phi (a) = 0 8, phi (b) = 0 9, phi (c) = 0 65 Pattern Irregular Total steel area, As = 8 06 in^2 at 0 86% (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 -3 0 -36 0 0 31 3 0 -36 0 0 31 -3 0 -30 0 0 31 3 0 -30 0 0 31 -3 0 -24 0 0 31 3 0 -24 0 0 31 -3 0 -18 0 0 31 3 0 -18 0 0 31 -3 0 -12 0 0 31 3 0 -12 0 0 31 -3 0 -6 0 0 31 3 0 -6 0 0 31 -3 0 0 0 0 31 3 0 0 0 0 31 3 0 6 0 0 31 -3 0 6 0 0 31 -3 0 12 0 0 31 3 0 12 0 0 31 -3 0 18 0 0 31 3 0 18 0 0 31 -3 0 24 0 0 31 3 0 24 0 0 31 3 0 30 0 0 31 -3 0 30 0 0 31 -3 0 36 0 0 31 3 0 36 0 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- --------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- ----------- ----------- ----------- ----------- -------- ------ 1 0 00 300 00 10 60 1236 02 43 67 4 120 0 900 *** End of output *** /I� P (kip) 0 0 1800 (Pmax) ... _ (Pmax) 0 0 0 0 y 0 x fs=0 0 0 fs=0 0 0 -Lfs-0.U51 fs=0.5fv 0 0 12x44 in Code:ACI 318-05 Units: English Run axis.About X-axis Run option. Investigation Slenderness. Not considered Column type: Structural -1000 1000 Bars.ASTM A615 Mx(k-ft) Date. 10/08/09 Time: 14.00:56 (Pmin) -400 (Pmin) pcaColumn v4 10 Licensed to- Magnusson Klemencic Associates. License ID- 54156-1013735-4-21 E91-2AAF1 File: I•\PCCHumanities\Engineers\AGM\Foundations\W4.col Project: PCC Maier Hall Column.W4 Engineer- AGM fc=5 ksi fy =60 ksi Ag = 528 in^2 14#6 bars Ec= 4031 ksi Es=29000 ksi As =616 in^2 rho = 1 17% fc=4.25 ksi Xo =0.00 in Ix=85184 in A4 e_u =0 003 in/in Yo =000 in ly=6336 in^4 Beta1 =0 8 Min clear spacing =5.25 in Clear cover=2 63 in Confinement: Tied phi(a) =0.8, phi(b) =0.9 phi(c)=0.65 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 10/08/09 I \PCCHumanities\Engineers\AGM\Foundations\W4 col 02 00 PM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\W4 col Project PCC Maier Hall Column W4 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis X-axis Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0.8 Section Rectangular Width = 12 in Depth = 44 in Gross section area, Ag = 528 in^2 Ix = 85184 in^4 Iy = 6336 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in-2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars, #4 with larger bars phi (a) = 0 8, phi (b) = 0 9, phi (c) = 0 65 Pattern Irregular Total steel area, As = 6 16 in^2 at 1 17% Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 44 -3 0 -17 0 0 44 3 0 -17 0 0 44 -3 0 -11 0 0 44 3 0 -11 0 0 44 -3 0 -5 0 0 44 3 0 -5 0 0 44 -3 0 1 0 0 44 3 0 1 0 0 44 -3 0 7 0 0 44 3 0 7 0 0 44 -3 0 13 0 0 44 3 0 13 0 0 44 3 0 19 0 0 44 -3 0 19 0 Factored Loads and Moments with Corresponding Capacities Pu Mux fMnx fMn/Mu N A depth eps_t Phi No kip k-ft k-ft in --- ------------ ------------ ------------ -------- ----------- -------- ------ 1 0 00 228 40 541 42 2 371 7 06 0 01442 0 900 2 0 00 -42700 -498 47 1 167 6 35 0 01542 0 900 *** End of output *** 4000 My(k-ft) y x Mx(k-ft) 12x93 in -4000 4000 Code:ACI 318-05 Units. English Run axis. Biaxial Run option. Investigation Slenderness. Not considered Column type: Structural Bars.ASTM A615 Date: 10/08/09 Time: 14.02:46 -4000 -- P 0 kip 4000P = 0kip pcaColumn v4 10 Licensed to Magnusson Klemencic Associates. License ID• 54156-1013735-4-21 E91-2AAF1 File: 1-\PCCHumanities\Engineers\AGM\Foundations\W6.col Project: PCC Maier Hall Column W6 Engineer- AGM fc=5 ksi fy =60 ksi Ag= 1116 in^2 26#5 bars Ec= 4031 ksi Es =29000 ksi As =8.06 in^2 rho =0 72% fc=4.25 ksi Xo =000 in Ix=804357 in^4 e_u =0 003 in/in Yo =000 in ly= 13392 in^4 Beta1 =0.8 Min clear spacing =5 37 in Clear cover=2.69 in Confinement: Tied phi(a) =0.8, phi(b)=0.9 phi(c)=0 65 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 10/08/09 'I \PCCHumanities\Engineers\AGM\Foundations\W6 col 02 02 PM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\W6 col Project PCC Maier Hall Column W6 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0.8 Section Rectangular Width = 12 in Depth = 93 in Gross section area, Ag = 1116 in^2 Ix = 804357 in^4 Iy = 13392 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars, #4 with larger bars phi (a) = 0 8, phi (b) = 0 9, phi (c) = 0 65 Pattern Irregular Total steel area, As = 8 06 in^2 at 0 72% (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 -3 0 -36 0 0 31 3 0 -36 0 0 31 -3 0 -30 0 0 31 3 0 -30 0 0 31 -3 0 -24 0 0 31 3 0 -24 0 0 31 -3 0 -18 0 0 31 3 0 -18 0 0 31 -3 0 -12 0 0 31 3 0 -12 0 0 31 -3 0 -6 0 0 31 3 0 -6 0 0 31 -3 0 0 0 0 31 3 0 0 0 0 31 3 0 6 0 0 31 -3 0 6 0 0 31 -3 0 12 0 0 31 3 0 12 0 0 31 -3 0 18 0 0 31 3 0 18 0 0 31 -3 0 24 0 0 31 3 0 24 0 0 31 3 0 30 0 0 31 -3 0 30 0 0 31 -3 0 36 0 0 31 3 0 36 0 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- ----------- ----------- ----------- ----------- -------- ------ 1 0 00 44 70 10 10 718 04 162 24 16 064 0 900 *** End of output *** 3000 My(k-ft) y X Mx(k-ft) 7.5 x 93 in -3000 3000 Code:ACI 318-05 Units. English Run axis. Biaxial Run option: Investigation Slenderness. Not considered Column type: Structural Bars.ASTM A615 Date: 10/08/09 Time: 14:39.07 -3000 -- P 0 kip 3000P = 0kip pcaColumn v4 10 Licensed to Magnusson Klemencic Associates. License ID- 54156-1013735-4-21 E91-2AAF1 File: 1•\PCCHumanities\Engineers\AGM\Foundations\W 7.col Project: PCC Maier Hall Column. W7 Engineer-AGM fc=5 ksi fy =60 ksi Ag=697.5 in^2 15#5 bars Ec= 4031 ksi Es =29000 ksi As =4.65 in^2 rho =0.67% fc=4.25 ksi Xo =000 in Ix= 502723 in^4 e_u =0 003 in/in Yo =0.00 in ly=3269 53 in^4 Beta1 =0 8 Min clear spacing =5.37 in Clear cover=3.44 in Confinement: Tied phi(a)=0.8, phi(b)=0.9 phi(c)=0.65 AN STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 10/08/09 'I \PCCHumanities\Engineers\AGM\Foundations\W7 col 02 39 PM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\W7 col Project PCC Maier Hall Column W7 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0.8 Section Rectangular Width = 7 5 in Depth = 93 in Gross section area, Ag = 697 5 in^2 Ix = 502723 in^4 Iy = 3269 53 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars, #4 with larger bars phi (a) = 0 8, phi (b) = 0 9, phi (c) = 0 65 Pattern Irregular Total steel area, As = 4 65 in^2 at 0 67% (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 0 0 -42 0 0 31 0 0 -30 0 0 31 0 0 -18 0 0 31 0 0 -6 0 0 31 0 0 -36 0 0 31 0 0 -24 0 0 31 0 0 -12 0 0 31 0 0 42 0 0 31 0 0 30 0 0 31 0 0 18 0 0 31 0 0 6 0 0 31 0 0 36 0 0 31 0 0 24 0 0 31 0 0 12 0 0 31 0 0 0 0 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- ----------- ----------- ----------- ----------- -------- ------ 1 0 00 21 10 0 00 886 96 0 00 42 036 0 900 *** End of output *** sehsehtI Miami architects FM NOTES KF b V V. 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P�gsa�o°s,sal 3AF 1 o I �I IIOP90311E Axa °9v'o° ,9 oiI ` 2T OCT,2009�_,L= i II II BID SET== L__j—� L LCL_I6,$sg3 — — ' —Y— — — O FOUNDATION PLAN- - —1—— 6 s x .. -5 rn[ T s s 3 — NORTH <a " AE 6 C KEY PLAN W S212 PARTIAL PLAN AT PERFORMANCE HALL FLOOR �y r s2_12.dgn 10/8/2009 4.02:27 PM KE Pt_-Mf \ "L 6-41'1 1 vrvt Co, SPAcnI �C Ver 1.2 Reinforc d Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(5)#9 TENSION LengthR 2 LAYERS OF(5)#9 COMPRESSION Width in #4 STIRRUPS @ 4 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto r in b,eff 79.0 in Concrete: Fc psi 01 0.800 O O O Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearanc in Bottom Cover in Side Cover in Consider p' As'Location 'Compression"REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 5.00 4.06 1.128 1.34 (OK) 2nd Layer 1.00 5.00 6.19 1.128 1.34 (OK) 3rd Layer 0.00 0.00 0.00 0.000 n/a r� 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 2.00 17.81 1 128 8.74 (OK) Extreme-most Layer 1.00 5.00 19.94 1 128 1.34 (OK) in or auto in in in in in Global. d 19.33 in d' 5.13 in As 7.00 int As' 10.00 int As min 1.23 in' N/A p(rho) 0.73 % Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity EM Layer d th((in) strain stress(ksi) Area(it) Force(kips) Moment(k-in) Comp Web 1.26 0.00300 4.25 45.36 193 Comp Flange 1.26 0.00300 4.25 153.73 653 0 s,max 6.18 in (OK) As'l 4.06 -0.00087 25.23 5 126 354 As'2 6.19 -0.00290 -60.00 5 300 1480 C 3.15 in As'3 Extreme FiberEs 0.0160 As'4 0 0.90 Tensi Dn Controlled As4 Mn 785 kip-fl As3 As2 17.81 -0.01396 -60.00 2 120 1986 OMn 707 kip-ft jAsl 1 19.94 -0.01598 -60.001 51 300 5603 Mu 466 kip-ft (OK) El 0.00 9422 Transverse Shear REINF Shear• Fy ksi Vn,max 246 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark VC 49 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 116 kips = 4.71*sgrt(fc)*bw*d I #Legs T ii Provi le Tie Legs To Restrain Compression Steel Per 7 11.1 AvT/layer 0.40 inZ OVn 124 kips Vu 121 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or ' bove' Cho Spacing,L N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 14 b,eff 79 in Check Anyway Ig 38211 in4 L/A Limit Mcr 104.9 ft-kip Ma,DLft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 957.904 inZ Loading Type Icrack 13502 in4 P' 0.01044 Ec 4031 ksi 1.32 Ie DL 18534 in4 Ie DL+LL 14256 in4 Auto-Calculated Slab Depth 10 in Deflections: Compression Zone Entirely Win SlabjEEM A DL in 10.298 in A DL+LL in 10.729 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.32 in (OK) Ybar/c 0.50 0.50 1.00 1.00 in Total Long Term Deflection 1.13 in Ybar 0.00 0.00 5.13 19.33 in Area/c 18.00 61.00 0.00 0.00 in' Uncracked Ixx Calculation Area 0.00 0.00 61.95 50.37 in Beam Slab A*Ybar/c 9.00 30.50 0.00 0.00 in Ybar 12.00 5.00 in A*Ybar/c 0.00 0.00 61.95 50.37 in Area 432 •610 in' A*Ybar 0.00 0.00 317.69 -973.47 in3 A*Ybar 5184 3050 in c 4.47 in Ybar,G 7.90 in Ybar 2.23 2.23 -0.66 14.86 in Iself 207361 5083 in4 Area 80.45 272.65 71.95 50.37 in' AY+Iself 27990 10221 in4 Iself 134 454 in I,gross 38211 in4 AI' 402 1362 31 11119 in Icrack 13502 in4 Icrac Igross 35% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(5)#9 TENSION Length R118=1 ft 2 LAYERS OF(5)#9 COMPRESSION Width JFJj@=jin #4 STIRRUPS @ 4 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto r in b,eff 18.0 in Concrete: F'c psi P1 0.800 Ec 4031 ksi Steel: o o OJ j Fy ksi Es ksi Inter-Layer Clearancc in Bottom Cover in Side Cover in Consider p' As'Location 'Compression"REINF Count Bar Niunber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 5.00 2.56 1.128 1.34 (OK) 2nd Layer Em 1.00 2.00 4.69 1.128 8.74 (OK) 3rd Layer IN= 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 5.00 19.31 1.128 1.34 (OK) Extreme-most Layer, 1.00 5.00 21.44 1.128 1.34 (OK) in or auto in int in in in Global: d 20.37 in IT 3.17 in As 10.00 in' As. 7.00 int As min 1.30 in (OK) p(rho) 2.73 % Internal Axial Forces: Strain Compatibility Axial Force Eq uilibrium Moment Capacity Layer depth(in) strain stress(ksi) Area(it) Force(kips) Moment(k-in) Comp Web 2.29 0.00300 4.25 82.36 350 Comp Flange s,max 9.93 in (OK) As'1 2.56 0.00166 43.75 5 219 -60 As'2 4.69 0.00054 15.63 .2 31 75 C 5.72 in As'3 Extreme Fiber Ss 0.0082 As'4 0.90 Tensi n Controlled As4 Mn 893 kip-ft As3 As2 19.31 -0.00713 -60.00 5 300 5106 OMn 804 kip-ft jAsI 1 21441 -0.00824 -60.00 5 300 5744 Mu 634 kip-ft (OK) El 0.00 10715 Transverse Shear REINF Shear• Fy ksi Vn,max 259 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Marli VC 52 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 122 kips = 4.71*sgrt(fc)*bw*d I #Legs,T Provi a Tie Legs To Restrain Compression Steel Per 7 11.1 AvT/layer 0.40 in OVn 131 kips Vu 121 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or bove' Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 15 b,eff 18 in Check Anywa Ig 20736 in4 UA Limit Mcr 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-ldp Ac,d 366.696 in' Loading Type Icrack 15054 in4 P' 0.01909 Ec 4031 ksi 1.03 Ie DL EE 231 in4 Ie DL+LL 081 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab A DL in 10.641 in 0 DL+LL in 11.218 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 1.88 in (N.G) Ybar 0.00 5.00 3.17 20.37 in Area/c 18.00 0.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 43.37 71.95 int Beam Slab A*Ybar/c 9.00 0.00 0.00 0.00 in Ybar 12.00 0.00 in A*Ybar/c 0.00 0.00 43.37 71.95 in3 Area 432 0 int A*Ybar 0.00 0.00 137.56 1465.79 in A*Ybar 5184 0 in c 8.40 in Ybar,G 12.00 in Ybar 4.20 5.00 5.23 11.97 in Iself 1 207361 0 in4 Area 151 18 0.00 43.37 71.95 int AY+Iself 20736 0{n4 IseIf 889 0 in4 I,gross 20736 in4 A 2666 0 1185 10315 in4 Icrack 15054 in4 Icrac dIgross 73% f-t b&&M 'L 80-MM Ij SPft-IJ Ver 1.2 Reinforc d Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-fl Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry- 1 LAYER OF(4)#9 TENSION Length ft 2 LAYERS OF(5)#9 COMPRESSION Width in #4 STIRRUPS @ 4 in Height in Fixity Type Member Typ T-Beam Slab in B,flange auto r in b,eff 90.0 in Concrete: Fc psi 01 0.800 Ec 4031 ksi Steel: L=j Fyksi Es ksi Inter-Layer Clearanc in Bottom Cov in Side Cover in Consider p' As'Location 'Compression' REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer 1.00 5.00 4.06 1.128 1.34 (OK) 2nd Layer 1.00 2.00 6.19 1.128 8.74 (OK) 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer. - 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 0.00 0.00 0.00 0 n/a Extreme-most Layer 1.00 4.00 19.94 1 128 2.16 (OK) in or auto in int in in in Global: d 19.94 in d' 4.67 in As 4.00 in As' 7.00 int As min 1.27 in' N/A p(rho) 0.37% Internal Axial Forces: Strain Compatibility Axial Force Equi rium Moment Capacity Om Layer depth in strain stress(ksi) Area(iri) Force(kips) Moment(k-in) Comp Web 0.86 0.00300 4.25 31.06 132 Comp Flange 0.86 0.00300 4.25 124.24 528 0 s,max 6.18 in (OK) As'1 4.06 -0.00265 -60.00 5 300 960 As'2 6.19 -0.00561 -60.00 2 120 640 c 2.16 in As'3 Extreme Fiber Es 0.0247 As'4 0 0.90 Tensi an Controlled As4 Mn 515 kip-tt As3 As2 OMn 463 kip-ft jAsl 1 19.94 -0.02473 -60.001 41 2404578 Mu 274 kip-ft (OK) E 0.00 6177 Transverse Shear REINF Shear• Fy ksi Vn,max 254 kips = 10.00*sgrt(Fc)*bw*d Transverse Bar Mark Vc 51 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 120 kips = 471*sgrt(fc)*bw*d I #Legs T 11 Provi le Tie Legs To Restrain Compression Steel Per 7 11.1 Av-T layer 0.40 in OVn 128 kips Vu 106 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs #or ' bove' Spacing,L N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 15 b,eff 90 in Check Anyway Ig 39966 in' L/A Limit Mcr 107.9 ft-kip Ma,DL ft-kipn 7.20 Ma,DL+LL ft-kip Ac,d 1078.848 int Loading Type Icrack 9130 in4 P' 0.00649 Ec 4031 ksi 7v 1.52 Ie DL 39966 in4 Ie DL+LL 14160 in4 Auto-Calculated Slab Depth 10 in Deflections: Compression Zone Entirely Win Slab 0 DL in0.105 m 0 DL+LL in 0.560 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in (OK) Ybar/c 0.50 0.50 1.00 1.00 in Total Long Term Deflection 0.73 in Ybar 0.00 0.00 -4.67 19.94 in Area/c 18.00 72.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 43.37 28.78 in Beam Slab A*Ybar/c 9.00 36.00 0.00 0.00 in Ybar 12.00 5.00 in A*Ybar/c 0.00 0.00 43.37 28.78 in Area 432 720 inZ A*Ybar 0.00 0.00 202.61 573.77 in A*Ybar 5184 3600 in c 3.43 in Ybar,G 7.63 in Ybar 171 171 1.24 16.51 in Iself 20736 6000 in4 Area 61721 246.86 50.37 28.78 inZ AY+Iself 290051 10961 in4 Iself 601 242 in4 I,gross 39966 in4 AY 1811 726 78 7842 in4 Icrack 9130 in4 Icrac k/Igross 23% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate.Forces: Beam ID Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(5)#9 TENSION Lengthft 1 LAYER OF(4)#9 COMPRESSION Widthlauto in #4 STIRRUPS @ 4 in Heightin Fixity Type Member Type T-Beam Slabin B,flange r in b,eff 18.0 in Concrete: F'c psi P1 0.800 Ec 4031 ksi Steel: Fy ksi -LO-0-cc Es MOST=ksi Inter-LayerClearanccoffimmim Bottom Cover in Side Cover in Consider p' As'Location 'Compression' REINF Count Bar tuber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 4.00 2.56 1 128 2.16 (OK) 2nd Layer 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer suffiffmVilaw 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer NARim 0.00 0.00 0.00 0 n/a 3rd Layer ' 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 2.00 19.31 1.128 8.74 (OK) Extreme-most Layer 1.00 5.00 2144 1.128 1.34 (OK) in or auto in int in in in Global. d 20.83 in d' 2.56 in As 7.00 in As' 4.00 int As min 1.33 in (OK) p(rho) 1.87 % Internal Axial Forces: Strain Com atibility Axial Force Equi ibrium Moment Capacity Layer Idepth in strain stress ksi) Area(in) Force(kips) Moment(k-in) Comp Web 1.85 0.00300 4.25 66.44 282 Comp Flange s,max 9.93 in (OK) As'l 2.56 0.00133 34.40 4 138 99 As'2 C 4.61 in As'3 Extreme FiberEs 0.0109 As'4 0 0.90 Tensi n Controlled As4 Mn 656 kip-ft As3 As2 19.31 -0.00955 -60.00 2 120 2095 OMn 591 kip-ft jAsl 1 21.44 -0.01094 -60.00 5 300 5877 Mu 529 kip-ft (OK) 1:1 0.00 7874 Transverse Shear REINF Shear• Fy ksi Vn,max 265 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar VC 53 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 125 kips = 4.71*sgrt(fc)*bw*d I #Legsi Provic a Tie Legs To Restrain Compression Steel Per 7 11 1 A"T/layer 0.40 int OVn 133 kips Vu 121 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs , #or Bove' Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi Uh actual 15 b,eff 18 in Check Anywa Ig 20736 in° L/A Limit Mcr 76.4 ft-kip Ma,DL ft-kipn 7.20 Ma,DL+LL ft-kipAc,d 374.904 int Loading Type Icrack 12073 in° P' 0.01067 Ec 4031 ksi 1.31 Ie DL 12538 in° Ie DL+LL 12143 in° Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab • DLin 10.649 in • DL+LL =in 11.261 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 2.12 in Ybar 0.00 5.00 2.56 20.83 in Area/c 18.00 0.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 2478 50.37 int Beam Slab A*Ybar/c 9.00 0.00 0.00 0.00 in Ybar 12.00 0.00 in A*Ybar/c 0.00 0.00 24.78 50.37 in Area 432 0 int A*Ybar 0.00 0.00 -63.54 1049.02 in A*Mbar 5184 0 in c 770 in Ybar,G 12.00 in Ybar 3.85 5.00 514 13.13 in Iself 207361 0 in Area 138.63 0.00 24.78 50.37 int AY+Iself 1 20736 0 in° Ilself 685 0 in° 1,gross 20736 in AY 2056 0 654 8678 in° Icrack 12073 in° Icrac gross 58% RE ?4� bGTTO M Ver 1.2 Reinforc d Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(8)#9 TENSION Lengthft 1 LAYER OF(8)#9 COMPRESSION Width in #4 STIRRUPS @ 6 in Height in Fixity Type Member T T-Beam Slab in B,flange auto r in b,eff 90.0 in Concrete: Fc psi 01 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearanc in Bottom Cov in Side Cover in Consider p' As'Location "Compression"REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 8.00 4.06 1.128 1.13 (OK) 2nd Layer 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 Lila Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 2.00 23.81 1 128 14.74 (OK) Extreme-most Layer 1.00 8.00 25.94 1.128 1.13 (OK) in or auto int int in in in Global: d 25.51 in d' 4.06 in As 10.00 int As' 8.00 int As min 2.16 int (OK) p(rho) 0.79% Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area in) Force(kips) Moment(k-in) Comp Web 1.16 0.00300 4.25 55.44 236 Comp Flange 1.16 0.00300 4.25 152.46 648 0 s,max 6.18 in (OK) As'1 4.06 -0.00122 3545 8 284 825 As'2 c 2.89 in As'3 Extreme Fiber Es 0.0239 As'4 0 0.90 Tensi n Controlled As4 Mn 1287 kip-ft As3 As2 23.81 -0.02174 -60.00 2 120 2718 OMn 1158 kip-ft jAsl 1 25.94 -0.02395 -60.00 8 -480 11895 Mu 938 kip-ft (OK) E 0.00 15438 Transverse Shear REINF Shear• Fy ksi Vn,max 433 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar VC 87 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 102 kips = 2.36*sgrt(fc)*bw*d I #Legs,r il Provi a Tie Legs To Restrain Compression Steel Per 7 11 1 AvTAayer 0.40 int OVn 141 kips Vu 116 kips- (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or bove' 43 Spacing, N/A in Deflections: Uh max 16 No Deflection Calculations Req'd fr 530 psi Uh actual 12 b,eff 90 in Check Anywa Ig 93935 in° UA Limit Mcr 209.8 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 1272.24 int Loading Type Icrack 33903 in° P' 0.00629 Ec 4031 ksi X 1.53 Ie DL 39792 in4 Ie DL+LL 35479 in4 Auto-Calculated Slab Depth 10 in Deflections: Compression Zone Entirely Who Slab A DL 10.368 lin 0 DL+LL ffMaJEW in 10.640 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in (OK) Ybar/c 0.50 0.50 1.00 1.00 in Total Long Term Deflection 1.21 in Ybar 0.00 0.00 -4.06 25.51 in Area/c 24.00 66.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 49.56 71.95 in' Beam Slab A*Ybar/c 12.00 33.00 0.00 0.00 in Ybar 15.00 5.00 in A*Ybar/c 0.00 0.00 49.56 71.95 in Area 720 660 int A*Ybar 0.00 0.00 20142 1835.48 in A*Ybar 10800 3300 in c 5.51 in Ybar,G I 10.22 in Ybar 2.76 2.76 145 20.00 in Iself 540001 5500 in4 Area 132.28 36378 49.56 71.95 int AY+Iself 704691 23466 in4 Iself 335 921 in4 I,gross 93935 in4 AT- 1005 2763 104 28775 in4 Icrack 33903 in4 Icrac gross 36% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: W�_M Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 1 LAYER OF(8)#9 TENSION Length ft 2 LAYERS OF(8)#9 COMPRESSION Width in #4 STIRRUPS @ 6 in Height in Fixity Type Member Typ T-Beam Slab in B,flange auto r in b,eff 24.0 in Concrete: Fc psi P1 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearanc in Bottom Cove in Side Covet in Consider p' As'Location 'Compression' REINF Count Bar tuber Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer 1.00 8.00 2.56 1.128 1.13 (OK) 2nd Layer 1.00 2.00 4.69 1.128 1474 (OK) 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 0.00 0.00 0.00 0 n/a Extreme-most Layermim 1.00 8.00 2744 1.128 1.13 (OK) in or auto int int in in in Global: d 27 44 in d' 2.99 in As 8.00 inZ As' 10.00 in As min 2.33 in N/A p(rho) 1.21 % Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth(in) strain stress ksi Area(it) Force(kips) Moment(k-in) Comp Web 1.55 0.00300 4.25 74.33 316 Comp Flange s,max 9.93 in (OK) As'1 2.56 0.00101 25.13 8 201 204 As'2 4.69 -0.00064 18.45 2 37 116 c 3.87 in As'3 Extreme Fibergs 0.0183 As'4 0 0.90 Tensi n Controlled As4 Mn 1028 kip-ft As3 As2 OMn 925 kip-ft jAsl 2744 -0.01826 -60.00 8 -4801 12426 Mu 686 kip-ft (OK) El .001 12338 Transverse Shear REINF Shear• Fy ksi Vn,max 466 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar Vc 93 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 110 kips = 2.36*sgrt(fc)*bw*d I #Legs T Provi a Tie Legs To Restrain Compression Steel Per 7 11.1 AvT/layer 0.40 in OVn 152 kips Vu 116 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bats mark Number of Side Bar Pairs #or bove' A) Spacing,L N/A in Deflections: Uh max 16 No Deflection Calculations Raq d fr 530 psi Uh actual 12 b,eff 24 in Check Anywa Ig 54000 in" UA Limit Mcr 159 1 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LLft-kip Ac,d 658.464 int Loading Type Icrack 27391 in4 P' 0.01519 Ec 4031 ksi x 1 14 Ie DL 29402 in4 Ie DL+LL 28183 in4 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab A DLin 0.412 m A DL+LL in 0.586 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 1.06 in Ybar 0.00 4.00 -2.99 -27 44 in Area/c 24.00 0.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 61.95 57.56 int Beam Slab A*Ybar/c 12.00 0.00 0.00 0.00 in3 Ybar 15.00 0.00 in A*Ybar/c 0.00 0.00 61.95 57.56 in' Area 720 0 int A*Ybar 0.00 0.00 185.17 1579.24 in3 A*Ybar 10800 0 in c 8.13 in Ybar,G 15.00 in Ybar 4.06 4.00 5.14 19.31 in Iself 54000 0 in4 Area 195.09 0.00 61.95 57.56 int AY+Iself 54000 0 in4 Iself 1074 0 in4 I,gross 54000 in4 /�y 32232 0 1637 21457 in4 Icrack 27391 in4 Icrael JIgross 51% A►✓1 .4 1!077Z> G Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry- 1 LAYER OF(5)#9 TENSION Lengthft 2 LAYERS OF(5)#9 COMPRESSION Width in #4 STIRRUPS @ 6 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto o in b,eff 74.0 in Concrete: , F'c .psi Pi 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearancc in Bottom Cover in Side Cover in Consider p' As'Location 'Compression' REINF Count Bar N mber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 5.00 4.06 1.128 1.34 (OK) 2nd Layer 1.00 2.00 6.19 1.128 8.74 (OK) 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 0.00 0.00 0.00 0 n/a Extreme-most Layer 1.00 5.00 19.94 1.128 1.34 (OK) in or auto in int in in in Global: d 19.94 in d' 4.67 in As 5.00 int As' 7.00 int As min 1.27 in N/A p(rho) 0.62 % Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth(in) strain stress(ksi) Area(it) Force(kips) Moment(k-in) Comp Web 1.05 0.00300 4.25 3774 160 Comp Flange 1.05 0.00300 4.25 11742 499 0 s,max 6.18 in (OK) As'1 4.06 -0.00165 -47.89 5 239 722 As'2 6.19 -0.00409 -60.00 2 120 617 c 2.62 in As'3 Extreme FiberEs 0.0198 As'4 0 0.90 Tensio i Controlled As4 Mn 584 kip-ft As3 As2 OMn 525 kip-ft As 1 19.94 -0.01982 -60.001 5 3001 5666 Mu 348 kip-ft (OK) 11 0.00 7006 Transverse Shear REINF Shear• Fy ksi Vn,max 254 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar Vc 51 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 80 kips = 3.14*sgrt(fc)*bw*d I #Legsir il Providc Tie Legs To Restrain Compression Steel Per 7 111 AvT/layer 0.40 inZ OVn 98 kips Vu 81 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or A ove' Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 13 b,eff 74 in Check Anywa Ig 37201 in4 L/A Limit Mcr 102.3 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 806.848 in Loading Type Icrack 10737 in4 P' 0.00868 Ec 4031 ksi 2 140 Ie DL 18963 in4 Ie DL+LL 12439 in4 Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely W/in Slab A DLin 10.216 m A DL+LL in 10.558 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.23 in (OK) Ybar/c 0.50 0.50 1.00 1.00 in Total Long Tenn Deflection 0.87 in Ybar 0.00 0.00 -4.67 19.94 in Area/c 18.00 56.00 0.00 0.00 in Uncracked Ixx Calculation Area 0.00 0.00 43.37 35.98 in Beam Slab A*_Yb ar/c 9.00 28.00 0.00 0.00 in Ybar 12.00 4.00 in A*Ybar/c 0.00 0.00 43.37 35.98 in Area 432 448 in A*Ybar 0.00 0.00 202.61 717.21 in A*Mbar 5184 1792 in c 4.03 in Ybar,G 7.93 in Ybar 2.01 2.01 -0.64 15.91 in Iself 20736 2389 in4 Area 72.50 225.55 50.37 35.98 in AY+Iself 279021 9299 in4 Iself 98 305 in4 I,gross 37201 in AY 294 915 21 9104 in4 Icrack 10737 in4 Icrack/gross 29% Ver 1.2 Reinforec d Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: Vu kips Date: Pu a R-, -,kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(5)#9 TENSION Length I ft 1 LAYER OF(5)#9 COMPRESSION Width in #4 STIRRUPS @ 6 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 18.0 in Concrete: Fc psi 01 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearanc " in Bottom Cove in Side Cover in Consider p' As'Location 'Compression REINF Count Bar Nu ber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 5.00 1 2.56 1 128 1.34 (OK) 2nd LayerKim= 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 2.00 19.31 1.128 8.74 (OK) Extreme-most Layer' ;,, O, N 1.00 5.00 2144 1.128 1.34 (OK) in or auto int int in in in Global: d 20.83 in d' 2.56 in As 7.00 int As' 5.00 int As min 1.33 int (OK) p(rho) 1.87% Internal Axial Forces: Strain Com atibili Axial Force Equi librium Moment Capacity Layer depth(in) strain stress(ksi) Area(it) Force(kips) Moment(k-in) Comp Web 173 0.00300 4.25 62.21 264 Comp Flange s,max 9.93 in (OK) As'1 2.56 0.00122 31.12 5 156 130 As'2 c 4.32 in As'3 Extreme FiberEs 0.0119 As'4 0.90 Tensioj Controlled As4 Mn 658 kip-ft As3 As2 19.31 -0.01041 -60.00 2 120 2110 �Mn 592 kip-ft jAsI 1 21441 -0.01188 -60.001 51 300 5912 Mu 483 kip-ft (OK) E 0.00 7892 Transverse Shear REINF Shear• Fy ksi Vn,max 265 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark VC 53 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 83 kips = 3.14*sgrt(fc)*bw*d I #Legs,T Providc Tie Legs To Restrain Compression Steel Per 7 11 1 Avoayer 0.40 int �Vn 102 kips Vu 91 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs�_ .#or Above' m Spacing,L N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 15 b,eff 18 in Check Anywa � Ig 20736 in4 L/A Limit IMMIN Mcr 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 374.904 int Loading Type . , Icrack 12232 in4 P' 0.01334 Ec 4031 ksi X 1.20 Ie DL 12644 in4 Ie DL+LL 12317 in4 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab A DL ;in 0.533 lin ADL+LL in 0.924 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 1.57 in Ybar 0.00 4.00 2.56 20.83 in Area/c 18.00 0.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 30.98 50.37 int Beam Slab A*Ybar/c 9.00 0.00 0.00 0.00 in3 Ybar 12.00 0.00 in A*Ybar/c 0.00 0.00 30.98 50.37 in Area 432 0 int A*Mbar 0.00 0.00 7942 1049.02 in A*Ybar 5184 0 in c 7.56 in Ybar,G 12.00 in Ybar 3.78 4.00 4.99 13.27 in Iself 1 20736 0 in4 Area 136.01 0.00 30.98 50.37 int Ay+Iself 20736 0 in4 Iself 647 0 in4 I,gross 20736 in4 AY 1941 0 772 8872 in4 Icrack 12232 in4 Icrac gross 59% Ver 1.2 Reinforcc d Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 1 LAYER OF(3)#9 TENSION Lengthft 2 LAYERS OF(5)#9 COMPRESSION Width in #4 STIRRUPS @ 6 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 74.0 in Concrete: F'c psi 01 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearanc in Bottom Cove in Side Cover in Consider p' As'Location 'Compression' REINF Count Bar Nufnber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 5.00 4.06 1.128 1.34 (OK) 2nd Layer 1.00 2.00 6.19 1.128 8.74 (OK) 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 0.00 0.00 0.00 0 n/a Extreme-most Layer 1.00 3.00 19.94 1.128 3.80 (OK) in or auto in in in in in Global. d 19.94 in d' 4.67 in As 3.00 int As' 7.00 int As min 1.27 int N/A p(rho) 0.37% Internal Axial Forces: �' ' ` Strain Compatibility Axial Force Equilibrium Moment Capacity �) Layer depth in strain stress ksi) Area(in) Force(kips) Moment(k-in) Comp Web 0.95 0.00300 4.25 34.34 146 Comp Flange 0.95 0.00300 4.25 106.84 454 0 s,max 6.18 in (OK) As'l 4.06 -0.00211 -60.00 5 300 933 As'2 6.19 -0.00479 -60.00 2 120 629 C 2.38 in As'3 Extreme Fibergs 0.0221 As'4 0.90 Tensio i Controlled As4 Mn 415 kip-ft As3 As2 OMn 373 kip-ft jAsl 1 19.94 -0.02208 -60.001 31 180 3417 Mu 164 kip-ft (OK) E 0.00 4978 Transverse Shear REINF Shear• Fy ksi Vn,max 254 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar Vc 51 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 80 kips = 3.14*sgrt(fc)*bw*d #Legs,T 1i Providt Tie Legs To Restrain Compression Steel Per 7 11 1 AvT/layer 0.40 in' OVn 98 kips Vu 81 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or A ove' Spacing,L N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 13 b,eff 74 in Check Anyway Ig 37201 in4 L/A Limit Mcr 102.3 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 806.848 inZ Loading Type Icrack 6953 in4 P' 0.00868 Ec 4031 ksi X 140 Ie DL 16356 in4 Ie DL+LL 8899 in4 Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely Win Slab A DL in 10.251 in A DL+LL in 0.780 lin Cracked Moment of Inertia Calculation Beam I Slab Top Steel Bottom Steel Allowed Deflection 1.23 in (OK) Ybar/c 0.50 0.50 1.00 1.00 in Total Long Tenn Deflection 1.14 in Ybar 0.00 0.00 -4.67 19.94 in Area/c 18.00 56.00 0.00 0.00 in Uncracked Ixx Calculation Area 0.00 0.00 43.37 21.59 in Beam Slab A*Mbar Ic 9.00 28.00 0.00 0.00 in Ybar 12.00 4.00 in A*Ybar/c 0.00 0.00 43.37 21.59 in Area 432 448 inZ A*Ybar 0.00 0.00 202.61 -430.33 in A*Ybar 5184 1792 in c 3.35 in Ybar,G 7.93 in Ybar 1.68 1.68 1.32 16.59 in Iself 1 207361 2389 in4 Area 60.31 187.62 50.37 21.59 in AY+Iself 1 279021 9299 in4 Iself 561 176 in4 I,gross 37201 in4 AY 1691 527 88 5938 in4 Icrack 6953 in4 Icrac gross 19% 'zi-I Ver 1.2 Reinforce d Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip,ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(5)#9 TENSION Length ft 1 LAYER OF(3)#9 COMPRESSION Width in #4 STIRRUPS @ 6 in Height in Fixity Type Member Type ll Slab in B,flange auto or in b,eff 18.0 in Concrete: F'c psi P1 0.800 Ec 4031 ksi Steel. Fy ksi Es ksi Inter-Layer Clearanc in Bottom Cove in Side Cover in Consider p' As'Location 'Compression REINF Count Bar Nuinber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer MENIEtff- 3.00 2.56 1 128 3.80 (OK) 2nd Layer 0.00 0.00 0.000 An /a Layer 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 '0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 2.00 19.31 1 128 8.74 (OK) Extreme-most Layer 1.00 5.00 2144 1.128 1.34 (OK) in or auto int int in in in Global: d 20.83 in d' 2.56 in As 7.00 int As, 3.00 int As min 1.33 int (OK) p(rho) 1.87% Internal Axial Forces: Strain Co patibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress(ksi) Area(in) Force(kips) Moment(k-in) Comp Web 2.00 0.00300 4.25 71.93 306 Comp Flange s,max 9.93 in (OK) As'1 2.56 0.00146 38.09 3 114 -65 As'2 C 5.00 in As'3 Extreme Fiber Es 0.0099 As'4 0.90 Tensioj Controlled As4 Mn 654 kip-ft As3 As2 19.31 -0.00860 -60.00 2 120 2077 OMn 588 kip-11 jAsl 1 21.44 -0.00987 -60.001 51 300 5831 Mu 483 kip-ft (OK) 11 0.00 7844 Transverse Shear REINF Shear• Fy ksi Vn,max 265 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar VC 53 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 83 kips = 3.14*sgrt(fc)*bw*d I #Legs,T Providc Tie Legs To Restrain Compression Steel Per 7 11 1 AvT/layer 0.40 int OVn 102 kips Vu 91 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or A ve' Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 15 b,eff 18 in Check Anywa Ig 20736 in° L/A Limit Mcr 76.4 ft-kip Ma,DLft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 374.904 in' Loading Type Icrack 11905 in P' 0.00800 Ec 4031 ksi X 143 Ie DL EEE 3 in° Ie DL+LL 3 in° Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win SlabjEM A DLin 10.546 in A DL+LL Win 0.949 in Cracked Moment of Inertia Calculation Beam Slab Top Steel' Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Tenn Deflection 1.74 in Ybar 0.00 4.00 2.56 20.83 in Area/c 18.00 0.00 0.00 0.00 inZ Uncracked Ixx Calculation Area 0.00 0.00 18.59 50.37 in Beam Slab A*Ybaz/c 9.00 0.00 0.00 0.00 in Ybar 12.00 0.00 in A*Ybar/c 0.00 0.00 18.59 50.37 in' Area 432 0 in A*Mbar 0.00 0.00 -47.65 1049.02 in3 A*Ybar 5184 0 in c 7.85 in Ybar,G 12.00 in Ybar 3.93 4.00 5.29 12.97 in Iself 207361 0 in Area 141.37 0.00 18.59 50.37 inZ AY+Iself 1 207361 0 in Iself 727 0 in I,gross 20736 in° AY 2180 0 520 8478 in' Icrack 11905 in° Icrac gross 57% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 3 LAYERS OF(5)#9 TENSION Lengthft 2 LAYERS OF(7)#9 COMPRESSION Width in #5 STIRRUPS @ 4 in w/4 VERT LEGS Height in Fixity Type Member Type T-Beam Slab in B,flange auto oi in b,eff 84.0 in Concrete: F'c psi 01 0.800 Ec 4031 ksi Steel: p Fy ksi Es ksi Inter-Layer Clearanct in Bottom Cover in Side Cover in Consider p' As'Location 'Compression REINF Count Bar N mber Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer MRS= 1.00 7.00 4.19 1.128 1.47 (OK) 2nd Layer 1.00 2.00 6.32 1.128 14.49 (OK) 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer WEB= 0.00 1 0.00 1 0.00 1 0.000 1 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 1.00 2.00 19.06 1.128 14.49 (OK) 2nd Layer 1.00 5.00 2118 1 128 2.77 (OK) Extreme-most Layerilom 1.00 5.00 23.31 1.128 2.77 (OK) in or auto int int in in in Global: d 2172 in d' 4.66 in As 12.00 int As. 9.00 int As min 1.84 int N/A p(rho) 1.20 % Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer Idepth(in) strain stress(ksi) Area(in) Force(kips) Moment(k-in) Comp Web 1.37 0.00300 4.25 65.67 279 Comp Flange 1.37 0.00300 4.25 164.18 698 0 s,maz 5.86 in (OK) As'1 4.19 -0.00067 19.55 7 137 386 As'2 6.32 -0.00254 -60.00 2 120 594 c 3.42 in As'3 Extreme FiberEs 0.0174 As'4 0 0.90 Tensio i Controlled As4 Mn 1302 kip-11 As3 19.06 -0.01371 -60.00 2 120 2122 As2 2118 -0.01558 -60.00 5 300 5944 OMn 1172 kip-11 jAsl 1 23.31 -0.01745 -60.001 51 300 6583 Mu 801 kip-ft (OK) ZI 0.00 15630 Transverse Shear REINF Shear• Fy JONJ=ksi Vn,max 369 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark VC 74 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 295 kips = 8.00*sgrt(fc)*bw*d I #Legs,T Providc Tie Legs To Restrain Compression Steel Per 7 11 1 AvT/layer 1.24 int �Vn 276 kips Vu 182 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or A ve' Spacing, N/A in Deflections: Uh max 16 No Deflection Calculations Req'd fr 530 psi Uh actual 13 b,eff 84 in Check Anyway Ig 70571 in4 UO Limit Mcr 174.7 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 1001.16 int Loading Type Icrack 27388 in4 p' 0.00899 Ec 4031 ksi 7 138 Ie DL 29545 in4 Ie DL+LL 28355 in4 Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely Win Slab A DLin 10.450 m A DL+LL =in 10.612 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0.50 0.50 1.00 1.00 in Total Long Tenn Deflection 1.24 in Ybar 0.00 0.00 -4.66 2172 in Area/c 24.00 60.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 55.76 86.34 int Beam Slab A*Ybar/c 12.00 30.00 0.00 0.00 in Ybar 13.75 4.00 in A*Ybar/c 0.00 0.00 55.76 86.34 in Area 660 480 int A*Ybar 0.00 0.00 259.88 1874.90 in A*Mbar 9075 1920 in c 5.64 in Ybar,G 9.64 in Ybar 2.82 2.82 0.97 16.08 in Iself 415941 2560 in4 Area 135.26 338.14 5576 86.34 int AY+Iself 527171 17854 in4 Iself 358 895 in4 I,gross 70571 in4 AY 1074 2685 53 22323 in4 Icrack 27388 in4 Icrac gross 39% i Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer or Reinforcement Summary Geometry- 2 LAYERS OF(7)#9 TENSION Lengthft 3 LAYERS OF(5)#9 COMPRESSION Width in #5 STIRRUPS @ 4 in w/4 VERT LEGS Height in Fixity Type Member Type T-Beam Slab in B,flange - auto o in b,eff 24.0 in O Concrete: Fe psi 01 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearanc ' in Bottom Cove in Side Cover in Consider p' As'Location 'Compression' REINF Count Bar N tuber Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 5.00 2.69 1 128 2.77 (OK) 2nd Layer 1.00 5.00 4.82 1.128 2.77 (OK) 3rd Layer 1.00 2.00 6.95 1 128 14 49 (OK) �Sl 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 1.00 2.00 22.68 1.128 1449 (OK) Extreme-most Layer, lim 1.00 7.00 24.81 1.128 1.47 (OK) in or auto int int in in in Global: d 24.34 in d' 4.29 in As 9.00 int As' 12.00 int As min 2.07 int (OK) p(rho) 1.54% Internal Axial Forces: Strain Com atibility Axial Force Eq uilibrium Moment Capacity Layer depth(in) strain stress(ksi) Area(it) Force(kips) IMoment(k-in) Comp Web 2.01 0.00300 4.25 96.29 409 Comp Flange s,max 9.61 in (OK) As'1 2.69 0.00139 36.10 5 181 123 As'2 4.82 0.00012 3.44 5 17 -48 C 5.02 in As'3 6.95 -0.00115 33.48 2 -67 331 Extreme Fiber Es 0.0118 As'4 0 0.90 Tensio i Controlled As4 Mn 1018 kip-ft As3 As2 22.68 -0.01057 -60.00 2 120 2481 OMn 916 kip-ft jAsl 1 24.81 -0.01184 -60.00 7 -420 9578 Mu 832 kip-ft (OK) 11 0.00 12218 Transverse Shear REINF Shear• Fyksi Vn,max 413 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark VC 83 kips = 2.00*sgrt(fc)*bw*d Spacing,TEProvid( in Vs 330 kips = 8.00*sgrt(fc)*bw*d I #LegsTie Legs To Restrain Compression Steel Per 7 11.1 A„T/layer 1,24 int �Vn 310 kips Vu 182 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or A ve' Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 13 b,eff 24 in Check Anywa Ig 41594 in4 L/A Limit Mcr 133.7 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 584.112 inZ Loading Type Icrack 22407 in4 P' 0.02054 Ec 4031 ksi X 0.99 Ie DL 23671 in4 Ie DL+LL 22532 in4 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab A DLin 10.392 m A DL+LL =in 10.890 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 1.28 in Ybar 0.00 4.00 -4.29 24.34 in Area/c 24.00 0.00 0.00 0.00 in Uncracked Ixx Calculation Area 0.00 0.00 74.34 64.76 inZ Beam Slab A*Ybar/c 12.00 0.00 0.00 0.00 in Ybar 1375 0.00 in A*Mbar/c 0.00 0.00 74.34 64.76 in3 Area 660 0 inZ A*Ybar 0.00 0.00 318.55 1576.03 in3 A*Mbar 9075 0 in c 8.04 in Ybar,G 13.75 in Ybar 4.02 4.00 3.76 16.30 in Iself 1 415941 0 in4 Area 193.00 0.00 74.34 64.76 in AY+Iself 1 415941 0 in4 Iself 1040 0 in4 I,gross 41594 in4 AY 3120 0 1049 17197 in4 Icrack 22407 in4 Icraclo Igross 54% 1 STRUCTURAL CALCULATIONS Permit Resubmittal Volume 1 Maier Hall Peninsula Community College Port Angeles, Washington September 18, 2009 MAGNUSSON KLEMENCIC ASSOCIATES 1301 Fifth Av Suite 3200 Seattle Washington 98101 2699 T 206 292 1200 F 206 292 1201 � � -� Maier Hall Phase 2 Permit Comments Response schacht I aslani architects i8 September 2009 t 1. Provide geotechnical report for review Additional plan review comments may be required based on the review of the geotechnical report. Response Geotechnical Notes are included in Division 2 of the Project Specifications that were included with the Permit submittal. 2 Special inspection of pile installation required per IBC 1704.8 Please add this requirement to the plans. Response Special Inspection of pile installation has been added to the plan notes on S0.03 3 Detail 20/S102 references that no moment at slab edge is to be created by cladding yet brick ledger angle appears to create moment on edge of slab, please clarify Also clarify reinforcing in slab at these locations and verify that there are not conflicts between the generic details on Sheet 54.08 and the specific details which appear to require% thick plate at the cantilevered ends of concrete deck. Response Note on 20/S1 02 has been clarified to read that no connection designed by contractor should add a moment on the edge of slab. The edge plate shown on detail 20/S6.01 and the slab perimeter reinforcing has been designed to support the moment from the concrete slab cantilever and from the brick cladding. Detail 20/S6.01 has been modified to avoid inconsistencies with the typical details. 4 Please clarify location for details for connection of steel beam to concrete wall where beams don't occur on each side of the wall Also, is there a specific detail for connection of beam to concrete wall where connection is skewed Response Typical detail 15/S4 07 has been provided for steel beam connection to a concrete wall where beams don't occur on each side of the wall. The typical detail also requires a bent plate where the connection is skewed relative to the supporting wall 5 Sheet S2 12 calls out sections on page S5.02 which does not exist, please clarify These occur above Grid Line H near Grids 14 and 15 Response Details on sheet S5 02 have been added to the drawing set 6 Calculations for roof and third level framing on pages 43 &45 have hand written beam callouts which do not match the plans, please clarify and revise plans and/or calculations as necessary Response Two models were performed for the roof design One model was for typical live and dead load Page 3 of 8 Maier Hall Phase 2 Permit Comments Response schacht I aslani architects 18 September 2009 conditions. The second model was for roof suction caused by wind loads. The beams modified on the calculations were beams sizes that needed to be upsized for uplift. Full height stiffeners have been provided on plans to match the requirements of the calculations for uplift conditions. Current minimum beam sizes for the gravity, wind uplift, and collector/chord design conditions are shown on the attached roof framing design summary on calculations sheets Al-A2 Uplift and gravity loads applied to the beams are shown on calculations sheets A3-A10 7 Page 89 of calculations appears to require more studs than shown on Detail 17/S6.01, please verify Response Detail 17/S6.01 has been revised to show the number of studs provided by calculations. 8. Framing plans call out what appears to be a connection labeled C2 Please clarify location of details for this connection Response Detail 12/SO.01 describes beam connections noted on plan As described on 12/SO 01, 'C2' is a typical beam connection type shown on 10/S4 07 9 Verify grade beam reinforcing in schedule on plans with calculations. There appear to be discrepancies between the calculations and plans. Examples are Beam 19, Grid 9 and also Beam 15, Grid 10 There appears to be discrepancies in both longitudinal reinforcing and in stirrup requirements at some of the grade beams. Response Beam marks have been updated on the plans and grade beam schedule has been revised to match calculations. Calculations for grade beams 7 13, and 15 have been updated to match revisions at the vestibule area. Revised Calculations are attached on sheets All thru A27 10 Wall reinforcing callouts and some of the wall heights in the calculations starting on page 226 do not appear to match schedule on plans, Sheet 54.01 Please clarify and revise plans and/or calculations as necessary Response Calculations have been revised to match wall heights shown on plans. The reinforcing shown in the calculations and plans reflect the wall heights and thicknesses see calculations sheets A28 thru A80 11 There appears to be the requirement for additional steel reinforcing in Pile Caps 6 and 7 per the calculations but this reinforcement is not shown on Sheet S2.50, Please clarify and revise plans and/or calculations as necessary Response Reinforcement for pile caps 6 and 7 have been revised to match updated calculations. Updated calculations are attached on sheets A81 thru A86 Page 4 of 8 Maier Hall Phase 2 Permit Comments Response schacht I aslani architects 18 September 2009 12 In the calculations on page 626 there is a top track connection requirement for the steel studs that does not appear to be noted in the plans. Please indicate location of this detail or add detail to the plans. Response The top track calculation is for the upper track shown on detail 3/S4 11 The 12 gage track is noted on the plans. 13 Please clarify where the plans indicate the required diaphragm capacity of the second floor diaphragm Response Note S on S2.20 describes the required diaphragm capacity for the Second Level diaphragm 14 Please clarify how diaphragm forces are being transferred into the concrete shear walls. It is noted that there are connections of beams to the concrete shear walls but are there additional requirements for attachment of the diaphragm to the shear walls. Response Shear forces are transferred into the shear walls through dowels as noted on plan and described on detail 12/S4.08. Where dowels are not adequate to transfer shear load, collector beams have been provided to transfer the shear demand into the walls. Collector beams and connections have been designed for Omega forces. Calculations for collector beams are attached on calculation sheets A87 thru A94 15 All structural related deferred submittals shall be reviewed and approved by the structural engineer and then shall be submitted to the City of Port Angeles for review and approval. Response Confirmed 16 Structural Observation required on this project due to its complexity The structural engineer or his designee shall perform these inspections. Proposed timing of these inspections shall be submitted to the City of Port Angeles for their review and approval Response A special inspector shall be on site to perform periodic or daily inspections noted on special inspection table noted on 50.03.Also, as noted on SO 03, the structural engineer shall review special inspector reports, and visit the site periodically at significant stages of construction and at the completion of the structural system 17 There appears to be discrepancy between Architectural and Structural with regards to skylight openings in roof Page 5 of 8 Maier Hall Phase 2 Permit Comments Response schacht I aslani architects 18 September 2009 Response Discrepancies have been worked through. The skylights on the architectural and structural plans are now consistent. *18 Special inspections and structural observation required on this project per IBC Chapter 1700 and as noted on the Structural Plans. Inspection and observation program shall be submitted to the building official for review and approval Names and qualifications of special inspection firms shall be submitted for review and approval Response Confirmed. PLUMBING 1 Discharge form shall be required to be filled out and submitted to the Waste Water Treatment Superintendent. Questionnaire is attached This item can be directly emailed to iyoung@cityofpa.us Response 2 Any DWV building drain at%' per foot slope min See exceptions for grade issues that may arise per 2006 UPC. Response 3- Drinking fountains shall be in pairs. ADA standards shall apply Response Page 6 of 8 Flo ✓Ian RAM Steel v13 0 Magnusson Klemencic Associates Ram DataBase 09_0805 PCC 85 CD with elev hoistway 09/16/09 12 35 57 INFERr r��' Building Code IBC Alt Steel Code AISC360-OS LRFD Floor Type roof uplift ti •/ ZL- w � y / J .zz w! it F1 Mau RAM Steel v13 0 Magnusson Klemencic Associates RAM DataBase- 09.0805 PCC 85 CD with elev hoistway 09/16/09 12 35 57 NTERNATry'A Building Code IBC Alt Steel Code AISC360-05 LRFD Floor Type third uplift / r k,/ w,a 61 2 A/ /wg / w/ w 4— ___W_ ]0 L5)c _W I A / ✓ U�-,B F _WlBr xe $5�jx_rt —WI w5 L'il--�__WIB SS]BJ WI _51}8].. 1_ _ _—_ _ - ` FI( Wan RAM Steel v 13 0 age 2/2 Magnusson Klemencic Associates RAM DataBase 09_0805 PCC 85 CD with elev hoistway 09/16/09 15 0001 �Fo�,,,�� Building Code IBC Alt Steel Code AISC360-05 LRFD Surface Loads Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf Roof 250 00 250 Unreducible 00 00 Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P5 Elevator hoist 0 000 0 000 7 500 Unreducible 0 000 0 000 A5 Flo IaR RAM Steel v13 0 Magnusson Klemencic Associates RAM DataBase. 09.0805 PCC 85 CD with elev hoistway 09/16/09 15 00 01 RJiERNarlf)I : Building Code IBC Alt Steel Code AISC360-05 LRFD Floor Type roof gravity, 16.3 14.6 14 41 7 a � • 13 12 11.5 10 B.AA �. I' _rl= -y-i-y,. ..J •yr '(� ., 1,/;.f, yj' y�-'f.^„ �. ',- '• 5 6H57 7 `� 4'.g6 ,.7 3 5-53 �8 'G 13;Fj 7! 5.4 5 ,E6:3:1 �. o•� :CiN Flc 42D RAM Steel v13 0 age 2/2 Magnusson Klemencic Associates RAM DataBase 09.0805 PCC 85 CD with elev hoistway 09/16/09 15.00.01 Building Code IBC Alt Steel Code AISC360-05 LRFD Surface Loads Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf Classroom Cl F1 150 00 1000 Unreducible 00 00 Roof 250 00 250 Unreducible 00 00 mech/electncal E1 150 00 1250 Unreducible 00 00 C5 650 00 1000 Unreducible 00 00 00000000 0000000 Snow Drift 250 50 476 Reducible 00 00 ❑ ❑000000❑ Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft L1 stairl6ft 1 440 0 000 1 600 Unreducible 0 000 0 000 L4 Curtain Wall 14 5' 0 290 0 000 0 000 Unreducible 0 000 0 000 L7 Bnck 14 5' 0 600 0 000 0 000 Unreducible 0 000 0 000 L11 stair plus 15 brick 2.040 0 000 1 600 Unreducible 0 000 0 000 Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P2 lighting batten 0 000 0 000 0.300 Unreducible 0 000 0 000 P3 self climbing batte 0 000 0 000 2.500 Unreducible 0 000 0 000 P4 Var acoucst hanging 0 000 0 000 0 275 Unreducible 0 000 0 000 A5 Ah Flk Ma RAM Steel v 13 0 Magnusson Klemencic Associates RAMI DataBase• 09.0805 PCC 85 CD with elev hoistway 09/16/09 15 00 01 1FRNAT�� Building Code IBC Alt _ _` _ _ _ Steel Code AISC360-05 LRFD Floor Type third gravity ou i�� I ✓ . ; car,ari , 00 16.3, aa.� u, .I".- 152 14.8 14J ti �por, a o rai f ,/ 13 Az J 12 oa f �• ' /, � i J r'� %J // r � 1 11.5 j O.b- �',1 C ° Amar .i " { r w< _(9.3 8.7 1 b8b Jl'1 1 12' 3 b 5 6,R- , 7 s 35-, 3•G,13F1 770 5.4.5 E6 3:1� RAM Steel v13 0 Flc 4ap age 2/2 Magnusson Klemencic Associates RAM DataBase 090805 PCC 85 CD with elev hoistway 09/16/09 13 07 12 TER�.aiKy` L Building Cod— e IBC Alt Steel Code AISC360-05 LRFD Surface Loads Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf Uplift roof 00 00 -23 0 Unreducible 00 00 Uplift eve 00 00 310 Unreducible 00 00 Roof 250 00 250 Unreducible 00 00 °°°°° Uplift corners 00 00 -31 0 Unreducible 00 00 Fly Man RAM Steel v13 0 Magnusson Klemencic Associates trBuildingDataBase• 090805 PCC 85 CD with elev hoistway 09/16/09 13 07 12 Cod.e• IBC Alt Steel Code AISC360-05 LRFD Floor Type roof uplift n POD� d de ° Flo Zai RAM Steel v13 0 age 2/2 Magnusson Klemencic Associates RAM DataBase- 09.0805 PCC 85 CD with elev hoistway 09/16/09 13 07 12 NTFRf�,AT�I�P .� Building Code- IBC Alt Steel Code AISC360-05 LRFD Surface Loads Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf Classroom Cl Fl 150 00 1000 Unreducible 00 00 EM Uplift roof 00 00 230 Unreducible 00 00 Uplift eve 00 00 -310 Unreducible 00 00 Roof 250 00 250 Unreducible 00 00 mech/electncal E1 150 00 1250 Unreducible 00 00 C5 650 00 1000 Unreducible 00 00 Uplift corners 00 00 31 0 Unreducible 00 00 Flt Ulan RAM Steel v13 0 Magnusson Klemencic Associates RAM DataBase• 09.0805 PCC 85 CD with elev hoistway 09/16/09 13 07 12 INTERNATrx-i. Building Code IBC Alt Steel Code AISC360-05 LRFD Floor Type third uplift yf r 16.31 3 iv. i. 15.5- < f �l. 14 l ; f' 13 i 12 1f r ; '11.5 Oat- /dub ce, f �. 9.3 �k;,,,_:=•� � ���_ --- ---- w�� ;>; ��, i "`� �.� ;� ;18.7-,� _-- . A. y AAILL- 1.1 i2 3 4 5+ 6'HSj 7 �\`\ -,•� 53 7 7 r'G13:F.t 7.D. 5.4.5 E6. "hoebt I Tel 01toots uo-'—Is —ML.- <r --j Im -n- loi 14, SA- As IF ------- SII > m W CL WL /g'iJt— S ------ ------- -7 F T 7— uj E -j PIZ F -A 10)--- FF Rill m "I M In 4-- —————-JiL IV———— 0 T-1--————— —1 F1 0 p ll 1'� I - — I ILI I z L z j sly T—, w 2L- -2 9i <k I I I I ' > N > I E i P1 Is -C EQ Fo T v.- LI-j Ko MAIN LEVEL FOUNDATION PLAN NORTH MCI— LL al C) IL TlPl ,A L jI l�— I Il I 1(I"11 II 1 77 L LCL_ A9ILITY REVIEW 1 "L-i J MAIN LEVEL — — — — — — — — — -0 FOUNDATION PLAN- Z— 5L. 7� NORTH PARTIAL PLAN AT PERFORMANCE HALL FLOOR S212 L r,2_12.dgn 9/15/2009 9:31.07 AM r obawt I dad �rawlNots v tr-If r� III ---I—�li > \h W L Q a Lu J J— co 19B cn I D D, f O s Q C (0 v w7 N�� � ( >oo ! Boa I 10 CC� m z Lu mw N N MAIN LEVEL FOUNDATION PIAN WEST (3) « o' N co L CL N R CONSTRUCTION .$EPS 2009 5"/e CONSTRU T A81UTV REVIEW MAIN LEVEL FOUNDATION PLAN- WEST S211 s2_11,dgn 9/15/2009 9:30:13 AM Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) V Ultimate Forces. Beam ID- Mu kip-n Project: Vu kips Date- * tie Pu kips Engineer W Reinforcement Summary Geonictry I LAVER OF(3)#9 TENSION Length ft Width in #4 STIRRUPS eq,6 in Height in 4 Fixity Type t7 Member Type,'uTaBeam`sE a: T Beam Slab in B,flange ,-',,kqi auto or in b,eff 74.0 in Concrete: F'c psi D U co U P1 0.800 Ec 4031 ksi Steel: FY ksi Es ksi Inter Layer Clearancc in Bottom Cover AM in Side Cover rg,,Vg4,-p in Consider P' ?�"-Al, As'Location Compression REINF Count Bar Number Depth to bar As bar As Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer 1 34 (OK) 1 00 2.00 6.19 1 128 8,74 (OK) 2nd Layer �,NUMI I o 17,P- 4 FYN,"0". MEN 0.00 000 000 0.000 n/a 3rd Layer 4th i Layer 000 0.00 0,00 0000 n/a Tension REINF 4th Layer 0.00 0.00 000 0 n/a 0,00 0,00 000 0 n/a 3rd Layer ,e 000 2nd Layer 0,00 0.00 0 n/a 7-77- -most Layer Extreme .., 1 00 3 00 1994 1 128 3.80 (OK) in or auto int ill 2 in in in Global d 1994 in d' 4 67 in As 3 00 in As' 7 00 in As min 1.27 in' N/A p(rho) 0.37 % Internal Axial Forces. q -W, Strain Co patibility Axial Force Equi ibrKim Moment Capacity Layer depth(in) strain stress(ksi) Area(ill2 Force(kips) Moment(k-in) Comp Web oi 0.29 0.00300 4.25 10.30 44 Comp Flange 0.29 0,00300 4.25 32.05 136 0 s,max 6.18 in (OK) As'] As'2 c 0 72 in As'3 Extreme Fiberr-s 0,0806 As'4 4) 0.90 Tension Controlled As4 Mn 295 kip-ft As3 As2 �Mn 265 kip-ft jAs 1 19941 -0080601 -60:001 31 180O.00 .......3537 j 35 MU 164 kip-ft (OK) ZI 37 Transverse Shear REINF Shear- Fy ,�Po, & x �,05;f,`ksi Vn,max 254 kips = 10 00*sqrt(fc)*bw*d Transverse Bar Mark, VC 51 kips = 2.00*sqrt(fc)*bw*d y'. SpaC)'ng,T 4,-� — 6 — in Vs 80 kips = 3 14*sqrt(fc)*bw*d n 4 LegsT AvT/layer 0.40 in �Vli 98 kips VU 81 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark #orAbove Number of Side Bar Pairs'­.',­- �,C,',, 2 Spacing,,_ N/A in Deflections. L/h max 16 No Deflection Calculations Req d fr 530 psi L/h actual 13 b,eff 74 in Check Anyway,,!,�AlitY .,, Ig 37201 i,14 L/A Limit Mcr 102.3 ft-kip Ma.DLPn 7.20 A ft-kip Ma.DL+LL ft-kip Ac,d 806,848 in Loading Type vlbisI lcrack 6953 in4 p 000869 Ecksi 1 40 Ie DL 81899 ill 4 Ie DL+Ll_ i n' Auto-Calculated Slab Depth 9 in Deflections: Compression Zone Entirely W/in Slab A DL in 10,251 lin A DL+LL in 10.780 Im Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.23 in (OK) Ybar/c 0.50 0.50 1 00 1 00 in Total Long Tenn Deflection 1 14 in Ybar 000 0.00 -467 1994 in Area/c 19.00 56.00 000 000 in Untracked Ixx Calculation Area 000 000 4337 21.59 in Beam Slab A*Ybar/cl 9.00 28.00 0.00 000 in'3 Ybar 12.00 4 00 in A*Ybar/c 0,00 0.00 43.37 21.59 in' Area 432 448 in A*Ybar 0.00 0.00 202.61 -430.33 in' A*Ybar 5184 1792 in} c 3.35 in Ybar,G 7 93.in Ybar 1.68 1.68 1.32 16.59 in Iself 207361 2389 in' Area 60.31 187.62 50.37 21 59 int AY'+lself 279021 92991in 4 Iself 56 176 in 4 I,gross 37201 in 4 K�y 169 527 88 5938 in 4 Icrack 6953 ill4 Icrack/Igross 19% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID• Mukip-ft Project: Vu kips Date: Pu ` aips Engineer MMMM Reinforcement Summary Geometry, 3 LAYERS OF(2)#5 TENSION Lengthft Width in #5 STIRRUPS @ 12 in Height in Fixity Type Mein ber Type T-Beam Slab in B,flange ,auto or in b,eff 12.0 in Concrete F'c psi pt 0.800 Ec 4031 ksi 0 Steel. Fy ksi D 0 Es ksi Inter-Layer Clearanc in Bottom Cove in Side Cover in Consider p' As'Location 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 0.31 0.62 3.94 0.625 3.50 (OK) 2nd Layer 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0.31 0.62 26.81 0.625 3.50 (OK) 2nd Layer 0.31 0.62 3344 0.625 3.50 (OK) Extreme-most Layer 0.31 0.62 40.06 0.625 3.50 (OK) in or auto in in in in in Global• d 33 44 in d' 3.94 in As 1.86 inz As' 0.62 in As min 142 in' (OK) p(rho) 0.46 % Internal Axial Forces . Strain Com atibili Axial Force Equilibrium Moment Capacity Layer depth(in) strain stress(ksi) Area(in?) Force(kips) Moment(k-in) Comp Web 1.09 0.00300 4.25 26.26 112 Comp Flange s,max 5.86 in (OK) As'l As'2 C 2.74 in As'3 Extreme Fiber Es 0.0409 As'4 0 0.90 Tension Controlled As4 Mn 301 kip-ft As3 26.81 -0.02641 -6000 0.62 37957 As2 33.44 -003367 -60.00 0.62 37 1203 OMn 271 kip-ft jAsl 1 40.06 -0.04094 -60.001 0.62 37 1450 Mu 228 kip-ft (OK) ZI 0.00 3610 Transverse Shear REINF Shear• Fy LyAf#M ksi Vn,max 284 kips = 1000*sgrt(fc)*bw*d Transverse Bar Mark VC 57 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 52 kips = 1.83*sgrt(fc)*bw*d #Legs,T AvT/layer 0.31 in �Vn 81 kips Vu 70 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs=##or Above' Spacing, N/A in Deflections. L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 8 b,eff 12 in Check Anywa Ig 85184 in L/0 Limit Mcr 171 1 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LLft-kip Ac,d 401.244 int Loading Type Im Icrack 10739 in P' 000155 Ec 4031 ksi X 1.86 Ie DL 85]84 in° le DL+LL 85184 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab A DL in 0.026 in Q DL+LL in 10.035 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.35 in (OK) Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 0.09 in Ybar 0.00 4.00 3.94 3344 in Area/c 12.00 0.00 0.00 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 3.84 13.38 in' Beam Slab A*Ybar/c 6.00 0.00 0.00 0.00 ins Ybar 22.00 0.00 in A*Ybar/c 0.00 0.00 3.84 13.38 in' Area 528 0 in A*Ybar 0.00 0,00 15 12 -44748 in} A*Ybar 11616 0 in.1 c 746 in Ybar,G 22.00 in Ybar 3 73 4.00 3.52 2598 in Iself 85184 0in4 Area 89.54 000 3.84 13.38 in AY+Iself 1 851841 Olin 4 Iself 415 0 in I,gross 85184 in' AY 1246 0 48 9030 in Icrack 10739 in Icrack/Igross 13% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID, Mu kip-ft Project: Vu kips Date: Pu MIkips Engineer Reinforcement Summary Geometry- 1 LAVER OF(5)#9 TENSION Lengthft Width in #4 STIRRUPS @ 9 in Height in Fixity Type Member Type, T Beam Slab in B,flange auto or in b,eff 18.0 in Concrete: _ F'c psi P f 0.800 Ec 4031 ksi Steel. Fy ksi Es ksi Inter Layer Ciearanc in Bottom Cove in Side Cover in Consider p As'Location Compression REINF Count Bar Number Depth-to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer . 100 4.00 2.56 1 128 2.16 (OK) 2nd Layer 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0,00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer 0.00 0.00 0.00 0 n/a Extreme-most Layer 1 00 500 2144 1 128 1.34 (OK) in or auto in ins in in in Global. d 2144 in d' 2.56 in As 5.00 in As' 400 in As min 1.36 int (OK) p(rho) 1.30 % Internal Axial Forces: Strain Compatibility Axial Force Equi brium Moment Capacity Layer depth(in) strain stress(ksi) Area(in) Force(kips) Moment(k-in) Comp Web 196 0.00300 4.25 70.59 300 Comp Flange s,max 9.93 in (OK) As'1 As'2 c 4.90 in As'3 Extreme Fiber Es 0.0101 As'4 0.90 Tension Controlled As4 Mn 487 kip-ft As3 As2 �Mn 438 kip-ft jAsl 1 21441 -0.01012 -60.001 51 3001 5843 Mu 393 kip-ft (OK) E 0.00 5843 Transverse Shear REINF Shear, Fy ksi Vn,max 273 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar Ve 55 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 57 kips = 2.10*sgrt(fc)*bw*d I #Legs,T 11 AVT/layer 0 40 in �Vn 84 kips Vu 66 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairsm, or Above' Spacing, N/A in Deflections L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 14 b,eff 18 in Check Anywa Ig 20736 in L/0 Limit Mcr 76.4 ft-kip Ma,DL fl-kip n 7.20 Ma,DL+LL fl-kip Ac,d 385.848 in' Loading Type Icrack 10038 in P 001037 Ec 4031 ksi 1.32 le DL 13522 in le DL+LL 10882 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely.W/in Slabomm 0 DL in 10.230 in 0 DL+LL in 10,458 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0,50 0,00 1.00 1.00 in Total Long Tenn Deflection 0.77 in Ybar 0.00 4.00 2.56 2144 in Area/c 18.00 0.00 0.00 0.00 in _Untracked Ixx Calculation Area 0.00 0.00 2478 35.98 in Beam Slab A*Ybar/c 9.00 0.00 0.00 0.00 in3 Ybar 12.00 0.00 in A*Ybar/c 0.00 0.00 2478 35.98 in3 Area 432 0 in A*Ybar 0.00 0.00 -63.54 771 17 in3 A*Ybar 5184 0 in' c 6.83 in Ybar,G 12.00 in Ybar 3.41 4.00 4.27 14.61 in Iself 20736din' m4 Area 122.93 0.00 2478 3598 m2AY+Iself 20736 Iself 478 0 in I,gross 20736 in AT 1433 0 451 7675 in ]crack 10038 in" Icrack/lgross 48% Ver 1,2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID- N4 u D°Mu Mkips kip-ft Project: 110d V11 fs1. Vu kips Date: Pu Engineer MEM�,, Reinforcement Summary Geometry I LAVER OF(4)#9 TENSION Length `,,"t28 '.?a<ft Width r . ' i7 tpi in #4 STIRRUPS @ 9 in Heightswg , : �} in Fixity Type 4�1.'i Member Type 611 , T Beam Slab „; ,4011-. .s1 in B,flan e ,: "4 c` i auto or in b,eff 18,0 in Concrete: Pc psi p f 0.800 Ec 4031 ksi Steel: FY 4*t ` i0' a =t° ksi Xt Es r�h,�$,: �dIJO.�z,,..�ksi Inter-Layer CIearanc c in in Bottom Cove }' E Yr't r . .. _i. Side Cover gt )� ",4 in Considerpj�Tfff.;_ As Location16: Compression REINF Count Bar Number Depth to bar As 1 bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer..,',. W.' `, ,1, _ 1.00 3.00 406 1 128 3.80 (OK) h ' 2nd Layer "" ,,�., �. rs g 0.00 0.00 0.00 0.000 n/a 3rd Layer 0'.' `; MR14°T'., AMERICA' 0.00 0.00 0.00 0.000 n/a X22 4th Layer 000 0,00 0.00 0.000 n/a Tension REINF 4 i�1,91A 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer S RIP519P 0.00 0.00 0.00 0 n/a 2nd Layer 0.00 0.00 0.00 0 n/a 51,05"'l, Extreme-most Layer 1.00 400 19.94 1 128 2.16 (OK) in or auto int in' in in in Global. d 19.94 in d' 4.06 in As 4.00 int As' 3 00 jn2 As min 1.27 in 2 N/4, p(rho) 1 11 % Internal Axial Forces. Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth(in) strain stress(ksi) Area(ji�) Force(kips) Moment(k in) Comp Web 1,57 0.00300 4.25 56.47 240 Comp Flange s.inax 6.18 in (OK) As'l As'2 c 392 in As'3 Extreme Fiber6s 0.0123 As'4 0.90 Tension Controlled As4 Mn 367 kip-ft As3 As2 �lvin 331 kip-ft jAs 1 19941 -0.012251 -60001 41 2402f -4+,4+-------- 0 89, Mu 221 kip-ft (OK) E 0,00 440 Transverse Shear REINF Shear- Fy ksi Vn,inax 254 kips = 1000*sqrt(rc)*bw*d Transverse Bar Mark,VC R Z, N� VC 51 kips = 2.00*sqrt(fc)*bw*d spacing 4w Vs 53 kips 2.10*sqrt(fc)*bw*d ,T , "01MR, P"", in 19 LegsT A,T/layer 0.40 in �Vn 78 kips VU 66 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars ✓ mark Number of Side Bar Pairs or Above' Spacing,L N/A in Deflections: Ull max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 14 b,eff 18 in Check Anyway Ig 20736 in' L/A Limit Mcr 764 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 358.848 in 2 Loading Type lcrack 6944 in4 P 0.00836 Ec 4031 ksi x 142 le DL 10403 m4 Ie DL+LL 8226 in 4 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab A DL IS2MU in 0.408 in A DL+LL in 10.718 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0,50 000 1 00 1.00 in Total Long Tenn Deflection 1.30 in Ybar 0.00 400 -406 19.94 in Area/c 19.00 0.00 000 0.00 in Uncracked lxx Calculation Area 0.00 0.00 18.59 28.78 in Beam Slab A*Ybar/c' 900 0.001 0001 0.00 in, Ybar 12.00 0.00 in A*Ybar/c 000 0001 18.591 28 78 in 3 Area 432 0 in A*Ybar 0.00 0001 75.531 573 77 ill 3 A*Ybar 5184 0 il,3 C 6.26 in Ybar,G 12.00 in Ybar 3 13 400 2.20 13.68 in Iself 207361 0 in' Area 112.69 000 19.59 28.78 in AT--+—1;eI f 207361 Olin' Iself 368 0 in' 1,gross 20736 in 4 AY' 1104 0 90 5382 in 4 lerack 6944 in' 1crack/lgross 33% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces Beam ID- t ft MU kip-ft Project: Vu kips Date: kips Engineer . Pu Reinforcement Summary Geometry- I LAYER OF(4)#9 TENSION Length Width in #4 STIRRUPS@ 9 in Height in Fixity Type Member Type T-Beam Slabin —.1 Q. Mal, B,flange 77,WAw,,!,7. auto or in b,eff 18.0 in Concrete: Pc psi 131 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter Layer Clearancc in Bottom Cover" in , 4 14, 1,5,�,-R , 41, Side Cover ,k V .k ejPim in Consider p As'Location 'Compression REINF Count Bar Number Depth to bar As bar As Layer d Diameter Horiz--Clr Spacing Check w- Extreme-most Layer , -,Z; 406 1 128 8.74 (OK) 0.00 0.000 n/a 2nd Layer 0,00 0.00 3rd Layer 0.00 000 0.00 0000 n/a 4th Layer 0.00 000 0.00 0000 n/a Tension REINF Ooo 0.00 0.00 0 n/a 4th Layer 0.00 0 n/a 3rd Layer 000 0.00 --- 0 n/a 2nd Layer U5 000 000 000 28.94 1 128 2.16 (OK) Extreme-most Layer,, 1.00 400 in or auto inz in 2 in in in Global d 28.94 in d' 4 06 in As 400 in As' 2.00 in As min 1.84 ill 2 N/A p(rho) 077 % Internal Axial Forces. Strain Compatibility Axial Force Equilibrium Moment Capacity r Layer depth(in) strain stress(ksi) Area(in`) Force(kips) Moment(k-in) Comp Web 1.57 0,00300 4.25 56.47 240 Comp Flange s,max 6.18 in (OK) As'l As'2 c 3 92 in As'3 Extreme Fiber Es 0.0191 As'4 0 0.90 Tension Controlled As4 Mn 547 kip-ft As3 As2 �Mli 493 kip-ft jAsl 1 28.941 -0.019141 -60,001 41 t ' 68 --7 240 65 Mu 221 kip-ft (OK) ZL— Omt 6'5"68 Transverse Shear REINF Shear, Fy ks i Vn,max 368 kips = 10.00*sqrt( 0 w V, = 2.00*sqrt(fc)*bw*d Transverse Bar Mark GIN.1iffl,15,04,10- VC 74 kips = 2.10*sqrt(Pc)*bw*d in Spacing,-r ,A,Q,, Vs 77 kips LegsT AvT/layer 0.40 in �Vn 113 kips Vu 66 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or Above Spacingq- N/A in Deflections Uh max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 11 b,eff 19 in il14 Check Anywayi._MXI, Ig 53906 L/A Limit 40' -kip 727 W Mcr 1444 ft Ma,DL ft-kip n 7.20 V Ma,DL+LL ft-kip Ac,d 520.849 in Loading Type iuiekl! (crack 15876 in" P 000384 Ec 4031 ksi 1.68 le DL 53906 i,14 le DL+LL 39590 in 4 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab A DL in 10,079 lin A DL+LL in i n 10 149 Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1,40 in (0k) Ybar/c 0.50 0.00 1 00 1 00 in Total Long Tenn Deflection 0.29 in Ybar 000 400 -406 28 94 in Area/c 18.00 0.00 0.00 000 in Untracked lxx Calculation Area 0.00 000. 12.39 28 78 in 2 Beam Slab A*Ybar le 900 0.00 0.00 0.0 in` Ybar 16.50 0 00 in A*Ybar/c 000 0.00 12.39 28 78 in Ybar 594 0 int A*Ybar 0,00 000 50.35 932.79 in' A*Ybar 9801 0 ill c 7.88 in Ybar,G 16.50 in Ybar 3.94 400 3.82 2106 in ,(self 53906 0 in 4 Area 141.83 0.00 12.39 28 78 in' JAY'+lself 1 53906 0 in 4 Ilself 7341 0 in 4 1 1 [,gross 53906 in' JAY22011 0 180 12761 in4 Icrack 15876 in' Icrack/lgross 29% IL-4- Design Sheet ' MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY S-"wvgp(w t7Vol- Tll i 6" 4, ( -LAS A rtrtt Et S 1 & ?� fir Io SIS Ir7o PU= = lZ5 Pyl% leo pyF 1a, W I�T►4 '1 °rna �u = I001 �, �"T V (I� vo IUP Fx;imof,4 (I� IOTF�,U* Y, e o Alp 10 N1 d. Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID• Mu0, ,,i kip-ft Project: Vukips Date: Pu kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(1)#8 TENSION Length ft Width in #5 STIRRUPS @ 12 in Height , in Fixity Type PrAMM Member Type T Beam Slab in B,flange auto or in b,eff 12.0 in C oncrete- F'c psi 01 0.800 Ec 4031 ksi Steel Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover;f in Side Cover „in Consider p' As'Location Compression REI\F Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 079 079 4 13 1 000 n/a (OK) 2nd Layer 000 000 0.00 0 000 n/a 3rd Layer , 000 000 000 0.000 n/a 4th Layer 000 000 000 0 000 n/a Tension REIN 4th Layer 000 0.00 000 0 n/a 3rd Layer 000 0.00 0 00 0 n/a 2nd Laver 0 79 0.79 8,88 1 n/a ((?h) Extreme-most Layer 079 0.79 1988 1 n/a (OK) in or auto int int in in in Global. d 14.38 in d' 4 13 in As 1.58 in As' 0 79 inZ As min 0.61 in N/A p(rho) 092 % Internal,axial Forces. Strain Com atibiii Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area inZ Force kis Moment(k-in)MI Comp Web 0.93 000300 4.25 22.31 95 Comp Flange s,max 5 86 in As'1 As'2 c 2.32 in As'3 Extreme Fiber Es 00227 As'4 0 90'1 ension Controlled As4 Mn 106 kip-ft Asa As2 8.88 -000846 -6000 079 -47 377 �Mn 96 kip-ft jAsl 1 19881 -0022661 -60001 0791 -47 1898 Mu 38 kip-ft (Ohl ZI 0 01 1275 Transverse Shear REI\F Shear Fy ksi Vn,max 122 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark; Vc 24 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Owl Shaccd for~hear Vs 22 kips = 1 83*sgrt(fc)*bw d 9 Legs,T A„T/layer 0.31 inz �Vn 35 kips Vu 19 kips (Oh) Longitudinal Sidn R16IXP Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs=9 or Above Spacing,t. N/A in Deflections: L/h max 16 No Deflection Calculations Red d fr 530 psi L/h actual 7 b,eff 12 in Check AnywayMNOM Anyway. Ig 13824 in' L/A Limit Mcr 50.9 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 172.5 int Loading Type Icrack 1472 in P' 0.00458 Ec 4031 ksi 163 Ie DL 2803 in Ie DL+LL 1945 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab? A DLin 10,256 in A DL+LL =in 10.520 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.61 in Ybar/c 0.50 000 1 00 1 00 in Total Long Term Deflection 0.94 in Ybar 000 400 4 13 14.38 in Area/c 12.00 0.00 000 060 in Uncracked Ixx Calculation Area 000 000 489 11.37 int Beam Slab A*Ybar/c 600 0.00 000 000 in' Ybar 12.00 000 in A*Ybar/c 000 000 489 11.37 in Area 288 0 in, A*Ybar 000 000 20 19 16342 in A*Ybar 3456 0 in' c 4.34 in Ybar,G 12.00 in Ybar 2.17 400 0.22 10.03 in Iself 13824 0in4 Area 1 52.081 000 489 11 37 int AY+lself 1 13824 0 in° Iself 82 0 in l,gross 13824 in' AY 2451 0 0 1145 in Icrack 1472 in' lerack/Igross 11% /1 choolit I Otani .bit.010 < <r < F Y7 ——jF,I ol' � ,41, IL L p _II 11I I tie n.esol e III c Vfl— -1 IL il"— > 4. L.Li 0 q CL Z� uj E f F- -T-—I F--7 < F-1 F I'DF - Id0 A-1 lrl U) IV I;r T- LLJ 00 T I < < > E o L 'All , I L,41 A > r MAIN LEVEL FOUNDATION PLAN NORTH 7j .1j, I MAIN LEVEL FOUNDATION PLAN NORTH PARTIAL PLAN ATPERFERFORMANCE HALL FLOOR S212 s2_1 2.dgn 8/28/2009 10:33:49 AM Design Sheet ' MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT�GG S� Crs SHEET LOCATION CLIENT DATE Ih �0� BY �C ,�-9 ( [7 D 10-ro i'>6r v IO o t�:r,4 D AKN 70 int Vo5m4 IBiop� _ (ooY-r y + 15 P5F sv pey-�mPos� x ��V = l00 �5F hIGT1� V\�frLi� f� k 50-, l � 'lkT 1 -VA,(E To WbTF, �U4(T DIGC�TNVITI ?-�ETW &i> VqkL-- ►15PC,1= 4 I ICYJr ) I�' a �ia o` �4I k ft Waw puEE aE; �� rrr 4= 1 i��, (35 W fY1,W w-- Ck?ktf-r,I (1 oi" c" G(REL-To" 9" watit, V =4 D 75 2cco�s, Vla" la"- — o Ua wig W+Yt,� f�1L�li-©�L1t�ICr 0 '15 * a y 4-5;0, '�i 4 ov � _ �I� Y �'A 1-1 `! NIDE �` r��i o `�5 5OXJ1 st !�" I�"�(GG {, = 0 IBJ �� A5 e T2"o.c EFT S P �oL P PAY NA W-rEtft&T1i©1\4 Aorty- yl T:b-B31kx1A-1, 4000 - My(k-ft) y + K �. Mx (k-ft) 12 x-80r'rn -4000 4000 Code.ACI 318-05 Units English Run axis Biaxial Run option. Investigation a rl it enderness Not considered Column type Structural Bars ASTM A615 Date:08/28/09 Time: 13 4931 -4000 -- P 0 kip 4000P = 0kip pcaColumn v4 10 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21 E91 2AAF1 File. I-\PCCHumanities\Engineers\AGM\Foundations\W6 col Project: PCC Maier Hall Column. W6 Engineer-AGM fc=5 ksi fy =60 ksi Ag=960 in^2 26#5 bars Ec= 4031 ksi Es =29000 ksi As =806 in^2 rho =0 84% fc =4.25 ksi Xo =000 in Ix =512000 in^4 e_u =0 003 in/in Yo =000 in ly= 11520 in"4 Beta1 =0 8 Min clear spacing = 5 37 in Clear cover=2 69 in Confinement: Tied phi(a) =0.8 phi(b) =0 9 phi(c) =0.65 Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES ■ �� Structural+Civil Engineers PROJECT GZ/ SHEET LOCATION CLIENT OAT BY CCKA 6 aE rns e No sr .IEs-n�--,t�I6 -PL 115 (11b% o4v/144 1 I150 FC-F a 450 �LF GOtJG s Wo tp 4 P5� �� I2 I5 psi Cr�lD GrmPv� SNC'I'oR-rtiib t%.>:;}Yr�t T f�z�T r►� vJ���rt� I-I-�t�t�l� DI��.t�Nk�-rrs 1I5 Fir.- 1 V loo r'li) U7 I a>F40 tt=)] (II-0 SFS)/e) Irr2 Per iron (oo � } (t► L) + I2 �5o > � �►I-n �rnrJ)/� - I�� IY7x2� C-r��►� l� mv I��2A - II ° it To l U P -- ° VESTI BU LE J-,- i ECO8 1 E EXTENT OF STERE VV,ALL FOR FCC PANEL 15 16 � I I Pl 1 ; ; g gl7 P_ - � - I PC2 co II co C931 _ 6 71 I _ - r*` 1 - I CIS ----- '- --------- ---------- ----——————— -------------------- --------- —�--- — C - Iw j l l i I I I - -- L I I I I I � Ail -----i i ,----�-LTi I I r4 I I y 4 1 11 , I ' -------------------- - _ CCB-- 1 --- -- --- - ---_ - - - I. - -- ' P C 2 I � I ( 931 - 211 ) I j:\pcchumanitiesVmsV-L1fdn.dgn 9/91200910:39:50AM /f y 1 P'�1 _ ---- --Pa- - GB7 --� i - - -I- - -- - : 1 -- - - - - -i - /T - - - - - 1 - - - - - - - - - 1111 PC2 � AT �' __ '� 9 3 _ C ) FILEPIP - S --: TJ�I R �, - - E110�� DN GUP9 ------------- -- - I I I I 4v I - t I j I I I I �U ESTI - � I. 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I ^',. �Ali .11(i .�.1�✓� ✓��� i���i�'✓✓ �� `'� '�i .__..�I���/ r :f Design Sheet MKL MENC�IC ASSOC 1NTE, ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE 01 BY rib" L `✓ ys'y MK 1"ch COL- ���=�rt� r�o1lT4T� V'I1 3 C!� u IV ot, WRu —41f WT 0 0 (Pmax) P (kip)2000 . (Pmax) 0 0 0 O 0 y fs 10 fs=0 X \\ 0 0 0 0 fs=0 5fyj \ �fs=0 5fy 0 0 12x54 in i Code ACI 318-05 / I Units English Run axis About X-axis � \ I Run option Investigation \ i enderness Not considered Column type. Structural 2 -1600 ;l-K, f' 1600 Bars ASTM A615 Mx (k-ft) Date. 08/25/09 Time: 17.02.48 (Pmin) (Pmin) -400 L pcaColumn v4 10 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21 E91 2AAF1 File I \PCCHumanities\Engineers\AGM\Foundations\W1 col Project: PCC Maier Hall Column W1 Engineer AGM fc = 5 ksi fy =60 ksi Ag =648 in^2 18#5 bars Ec = 4031 ksi Es =29000 ksi As = 558 in^2 rho =0.86% fc=4.25 ksi Xo =000 in Ix = 157464 in^4 e_u =0 003 in/in Yo =000 in ly= 7776 in^4 Betal =0 8 Min clear spacing= 5 37 in Clear cover=2 69 in Confinement:Tied phi(a) =0 8 phi(b) =0 9 phi(c)=0 65 Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam 113- _10 Mukip-ft Project- Vu kips Date- _00-01 Pu MWW M kips Engineer Reinforcement Summary Geometry 3 LAYERS OF(2)#5 TENSION Length ft Width in #5 STIRRUPS 12 in Heightin Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 12.0 in Concrete: F'c, psi 01 0.800 Ec 4031 ksi Steel: FY ksi Es ksi Inter-Layer Clearancc in Bottom Cover WXI,3P* in Side Cover in Considerp As'Location Compression REINF Count Bar Number Depth to bar As bar As Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer. n/a (OK) 2nd Layer 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0,00 0.00 0.000 n/a 4th Layer 0.00 000 0.00 0000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer01:41 '1'."1,k0.31 0.62 36.81 0.625 3.50 (OK) 2nd Layer �001 0.31 0.62 434.4 0625 3.50 (OK) Extreme-most Layer 0.31 0.62 50.06 0.625 3.50 (OK) in or auto in 2 in in in in Global d 4344 in d' 4 13 in As 1.86 in' As' 0 79 in 2 As min 1.84 in 2 (OK) p(rho) 0.36 % Internal Axial Forces: yy' § A Strain Compatibility Axial Force Equi ibrium Moment Capacity 2 6 (i Layer depth(in) strain stress(ksi) Area n) Force(kips) Moment(k in) Comp Web 1 09 0.00300 4.25 26.26 112 Comp Flange s,rnax 5.86 in (OK) As'l As'2 C 2.74 in As'3 Extreme FiberEs 0.0519 As'4 (f) 0.90 Tension Controlled As4 Mn 394 kip-ft As3 36.81 -003738 -60.00 0.62 37 1329 As2 4344 -0.04464 -60.00 0.62 37 1575 OMn 354 kip-ft jAsl 1 50.061 -0.051911 -60,001 0.621 3 1 71 1822 1 Mu 276 kip-ft (OK) El 0.0 1 47261 Transverse Shear REINF Shear- Fy • rt(fc)*bw*d ksi Vn,max 369 kips = 10.00*sq Transverse Bar Mark VC 74 kips = 2.00*sqrt(rc)*bw*d Spacing,T in Vs 67 kips = 1.83*sqrt(fc)*bw*d 9 LegsT AvT/layer 0.31 in �Vn 106 kips Vu 70 kips (OK) Longitudinal Skin REINF Required? Yes Maximum Spacing 5.9 in Side Bars mark Number of Side Bar Pairs", I#or Above Spacing,L N/A in Skin Reinf is Over Spaced Deflections. L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 7 b,eff 12 in Check Anyway�15015,§Iii Ig 157464 in 4 L/A Limit $!�%,�4 • Mcr 2577 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 521.244 in Loading Type Icrack 18884 in' P 000152 Ec 4031 ksi l 1.86 le DL 157464 in 4 Ie DL+LL 157464 in' Auto-Calculated Slab Depth 0 in Deflections. Compression Zone Entirely Win Slab A DL in 10.040 in A DL+LL ge ] in [0.052 in Cracked Moment of Inertia Calculation e Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0.50 0.00 1 00 1 00 in Total Long Tenn Deflection 0.13 in Ybar 0.00 400 -4 13 -4344 in Area/c 1 12.00 0.00 0.00 0.00 in Uncracked Ixx Calculation Area 0.00 0.00 4.99 13.38 in Beam Slab A*Ybar1c6.00 0.00 0.00 000 in' Ybar 2700 0.00 in A*Ybar/c 000 0.00 4.89 13.38 in' Area 648 0 in A*Ybar 0.00 0.00 20.19 581.31 in' A*Ybar 17496 0 illi c 8.60 in Ybar,G 27.00 in Ybar 4,30 4.00 448 3483 in Iself 157464 0 in 4 Area 103.26 000 4.89 13.39 in AY'+Iself 1574641 0 in 4 [self 637 0 in' I,gross 157464 in 4AY 1911 0 98 16237 m° Icrack 18884 in 4 ]crack/lgross 12% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces, Beam ID- MU Mkips kip-ft Project: Vu kips Date: _�° 411 Pu Engineer Reinforcement Summary Geometry- 3 LAYERS OF(1)#8 TENSION Length0,.,��.,rft Width;; :„ ' in #5 STIRRUPS @ 12 in Height "k.«��;�. ��,� in Fixity Type Member Type ;? T Beam Slab in r. B flange F A auto or in b,eff 12.0 in Concrete• F'ct"S4Q,0,'" .z psi 01 0.800 Ec 4031 ksi Steel FYI:.S1t;, ksi Es :1 QQ ..":ksi Inter-Layer Clearanc '0,0 ,x' kz in Bottom Cover 1m ,+00 ;; i in a3t; Side Cover r:'��^� ��'_w' in Consider p' ,'3"'" As'Location Compression REINF Count Bar Number Depth to bar As i bar As/Layer d Diameter. Horiz Cir Spacing Check Extreme-most Layer " _ ` ' ,8 .g ; ( 0.79 0.79 4 13 1 000 n/a (OK) 2nd Layer « ; ( ''Y;_ .' : 0.00 0.00 0.00 0 000 n/a 3rd Layer `• ' '};;U° ` ,`'; a€,s k ',;. 0.00 0,00 0.00 0.000 n/a 4th Layer �ii &JO 0.00 0,00 000 0.000 n/a Tension REINF 4th Laver u. 0.00 0,00 0.00 0 n/a Pj 3rd Layer 0.79 079 27.88 1 n/a (OK) 2nd Layer P RN I -P 0.79 0.79 38.88 1 n/a (OK) . 44. Extreme-most Layer 0.79 079 49.88 1 n/a (OK) in or auto in in in in in Global d 38.88 in d' 4 13 in As 2.37 in' As. 0.79 in As min 1.65 in 2 (OK) p(rho) 0.51 % Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity 71 �, Layer depth(in) strain stress(ksi) Area(in?) Force(kips) Moment(k-in) IV�111,1111 M, Comp Web 1.39 0.00300 4.25 3346 142 Comp Flange s,max 5.86 in As'l As'2 c 349 in As'3 Extreme FiberCs 0.0399 As'4 0.90 Tension Controlled As4 Mn 444 kip-ft As3 27.88 -0.02099 -6000 079 -47 1255 As2 38.88 -0.03046 -60.00 0.79 -47 1777 �Mn 400 kip-ft jAs 1 49.881 -0039931 -60.001 0 791 -47 2298 Mu 370 kip-ft (OK) El 000 5330 Transverse Shear REINF Shear- Fy ksi Vn,max 330 kips = 10 00*sqrt(rc)*bw*d Transverse Bar Mar Vc 66 kips = 2.00*sqrt(fc)*bw*d M SpaC'ng,T E In Vs 60 kips 1.93*sqrt(rc)*bw*d 9 LegsT AVT/layer 0.31 int r Vn 95 kips Vu 76 kips (0K) Longitudinal Skin REINF Required? Yes Maximum Spacing 5.9 in Side Bars mark Number of Side Bar PairsIffi #or Above' Spacing,L N/A in Skin Rcinf is Over Spaced Deflections L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 7 b,eff 12 in Check Anyway Ig 157464 in4 L/A Limit Mcr 2577 ft-kip I" U Ma,DL 11 ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 466.5 int Loading Type Icrack 18252 in' P 000169 Ec 4031 ksi 7 1.85 le DL 157464 in 4 le DL+LL 157464 il,4 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab A DL in 0,024 in A DL+LL Maio 'Kim I ]m Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0.50 000 1 00 1 00 in Total Long Tenn Deflection 0.08 in Ybar 0.00 4.00 -4 13 38.88 in Area/c 12.00 0.00 0.00 000 in Uncracked lxx Calculation Area 0.00 000 4.89 1705 in Beam Slab T-Ybar/C 6.00 000 000 0.00 in' Ybar 2700 0.00 in A*Ybar/c 0.00 0001 4.89 17.05 in 3 Area 648 0 ins A*Ybar 000 0.001 20.19 -662.91 in 3 A*Ybar 17496 0 in 3 C 900 in — Ybar,G 2700 in Ybar 4.50 4.00 4.87 29.88 in Ilself 1574641 0 in 4 Area 10796 000 489 1705 int JAY'+lself 1 1574641 0 in 4 Iself 729 0 in 4 1,gross 157464 in 4 jAY' 2185 0 116 15223 in 4 [crack 18252 in 4 lerack/Igross 12% AGNUSS Design Sheet MK EMENC�IC _ ASSOCIATES' Structural+Civil Engineers PROJECT ?P Ct MVS SHEET LOCATION f CLIENT DATE m poi i V ✓ 4- M4, ( -tow; W -TeNsl J'7). �O ( cv" rJr � GJ �c �V .►eau s tciE� , 1.S CO-- No bars far S�z� S�a��^q `b • P �- r~ 3 E 1� �� # �+.J �� �� ,lir _.: I V Eye, Sys( } Gr- (, t. - A-5 2-- P (kip) 3000 -1 i (Pmax) (Pmax) Y + fs=Ofs=0 i • fs=0 5f I ifs=0.5fy I I I 12x74 in Code ACI 318-05 Units English I , Run axis About X-axis Run option Investigation \ enderness Not considered j Column type Structural i Bars ASTM A615 -3000 3000 Date 08/27/09 Mx (k-ft) Time 15 41 30 (Pmin) -500 -- (Pmin) pcaColumn v4 10 Licensed to Magnusson Klemencic Associates License ID- 54156-1013735-4-21 E91 2AAF1 File I\PCC H u man ities\E ngineers\AG M\Foundations\W 2 col Project: PCC Maier Hall Column W2 Engineer AGM fc =5 ksi fy = 60 ksi Ag =888 in^2 26#5 bars Ec = 4031 ksi Es = 29000 ksi As =8 06 in^2 rho =091% fc =4.25 ksi Xo = 000 in Ix =405224 in^4 e u =0 003 in/in Yo =000 in ly= 10656 in^4 a Beta1 =0 8 Min clear spacing = 1 37 in Clear cover=2.69 in Confinement: Tied phi(a) =0 8 phi(b) =0 9 phi(c)=0 65 A-23 Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID- Mu Mkips kip-ft Project: .'r Vu kips Date: .Q �`Pu Engineer MWIN, Reinforcement Summary Geometry 4 LAYERS OF(2)#5 TENSION Length "<:,vx P,ZZ"1., ft Width }I2:n't;in #5 STIRRUPS @ 12 in Height ,n,*{. in Fixity Type Member Type ;. ,"I3; ttt T Beam Slab '°ua ,:', `1;�:in B,flange auto or in b,eff 12.0 in Concrete. F,e ,:50Q0@x..,}i psi P1 0.800 Ec 4031 ksi Steel: FY .k,;;ti,e60; ksi Es ksi Inter-Layer Clearane in Bottom Cove in ;..u.. Lil Side Cover Considerp r .. As'Location 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer "a� r;._ .: 0.31 0.62 3 94 0.625 3.50 (OK) 2nd Layer x.'r�dl"" Y . x. ,. 0.00 0.00 0.00 0.000 n/a 3rd Layer ' e,;;',, � i, . , ..h, t' 0.00 1 0.00 1 000 0.000 n/a X11 4th Layer IN' I 0.00 0.00 1 000 0.000 n/a Tension REINF 4th Layer 0.31 0.62 50.19 0.625 3.50 (OK) 3rd Layer Ell .31 062 56.81 0.625 3.50 (OK) 2nd Layer 0.31 0.62 6344 0.625 3.50 (OK) Extreme-most L 0.31 0.62 70.06 Layer 0625 3.50 (OK) in or auto ill 2 in 2 in in in Global d 60 13 in elf 3.94 in As 2.48 in' As' 0 62 in As min 2.55 in 2 NiA p(rho) 0.34.% Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Mom nt Capacity Layer depth(in) strain stress(ksi) Area(in) Force(kips) Moment(k-in) Comp Web 1 46 0.00300 4.25 3501 149 Comp Flange S,ITMX 5.86 in (OK) As'] As'2 C 3.65 in As'3 Extreme FiberEs 00546 As'4 090 Tension Controlled As4 50.19 -003928 -6000 0.62 37 1813 Mn 727 kip-ft As3 56.81 -004373 -6000 0.62 37 2059 As2 6344 -0.04918 -60.00 0.62 37 2306 �Mn 655 kip-ft jAsl 1 70061 -0.054631 -60.001 0.621 37 2552 Mu 396 kip-fl (OK) El 000 8710 Transverse Shear REINF Shear- Fy 'I ksi Vn,max 510 kips = 10.00*sqrt(f'c)*bw*d IA., r = 2.00*sqrt(Pc)*bw*d Transverse Bar Mark VC 102 kips Spacings in Vs 93 kips = 1.83*sqrt(fc)*bw*d 9 LegsT Av,-/layer 031 in �Vn 146 kips Vu 58 kips (OK) Longitudinal Skin REINF Required? Yes Maximum Spacing 5 9 in Side Bars M�mark Number of Side Bar Pairs[.!'_'j, Above' Spacing,L N/A in Skill Reinfis Over-Spaced Deflections: L/h max 16 No Deflection Calculations Reqd fr 530 psi L/h actual 5 b,eff 12 in Check Anyway Ig 405224 in4 UA Limit Mcr 4840 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 721.5 in' Loading Type igfrbAteCl a Icrack 48480 in4 P 000086 Ec 4031 ksi % 1 92 le DL 405224 in' le DL+LL 405224 i,14 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab ,ni DL 1%jMjin 0.016 in A DL+LL jin 0 024 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0.50 000 1 00 1 00 in Total Long Term Deflection 0.06 in Ybar 000 4.00 394 -60.13 in Area/c 12.00 0.00 0.00 0.00 in 2 Uncracked lxx Calculation Area 000 0.00 3.84 17.84 in Beam Slab A*Ybar/0 6.00 0.00 000 000 in 3 Ybar 37.00 000 in A*Ybar/c 0.00 0.00 3.84 17.84 in 3 Area 888 0 in 2 A*Ybar 0,00 000 15 12 1072.86 in' A*Ybar 32856 0 ill' C 11 78 in Ybar,G 3700 in Ybar 5.89 4,00 7.84 -48.35 in ]self 405224 0 in4 Area 141.35 000 3 84 1784 in AY+lself 405224 0 in4 Iself 1635 0 in4 I,gross 405224 i114 AY' 4904 0 236 41706 in4 [crack 48480 in4 lcrack/Igross 12% Ver 1,2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID- Mu 4 � Mu woov, kip-ft Project: ; Vu kips Date: " Pu kips Engineer Reinforcement Summary Geometry- 3 LAYERS OF(2)#5 TENSION Length [.,,�u.�, 8' r;n �;ft Width 2,„;;_,,:in #5 STIRRUPS @ it in Height ?'„';74;t? ;.,;in (1)#8 BARS EACH SIDE Fixity Type st `F�?ffCrPlti^a' Member Type; T Beam Slab , ,8.�ef,.,;:in B,flan a '` :Aut auto or in b,eff 12.0 in Concrete: Pc000": 1 'psi PI 0,800 ° Ec 4031 ksi Steel. Fy ,, `'60`', u< ksi Es ksi Inter Layer Clearanc t v;, s, ', i in Bottom Cove „: ) 5i� " in Side Cover �, ''-wj in Consider p As'Location 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check J, .y:'k t °sv ,, ao, 1 00 1 00 2.69 1 128 n/a (OK) Extreme-most Layer' Ml`�, ? ,._. ;,. '” 0.00 0 000 n/a ;'p`xrf{j: o a ,,,h':, e' tt r` ut. i 0 00 0.00 2nd Layer -,,.>�... _�.,��.,..�,r �; . `sk.^." ,��;;�' �.`s�,�: 3rd Layer :`:t+:0 -:.,. riQ: k"�k"a�tit8t,'< 0.00 000 000 0.000 n/a Vf ,�J 401 Layer 0,00 0.00 0.00 0.000 Tension REINF 4th Layer ilk"N I,IM N, ,11, 0-00 000 0.00 0 n/a (OK) ENO jr. 5 0.31 0,62 58.31 0.625 3.50 3rd Layer �M00,20111-1,42� A01-119,1 , W 0.62 6494 0.625 3.50 2nd Layer `Nx-, (OK) 0.31 Extreme-most Layer 0.31 062 71.56 0.625 3:50 (OK) in or auto in' in 2 in in in Global d 64 94 in d' 2.69 in As 1.86 in 2 As' 1 00 in 2 As min 2,76 int N/A p(rho) 0.24 % Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity eclir Layer depth(in) strain stress(ksi) Area(in) Force(kips) Moment(k-in) Comp Web 1.09 0,00300 4.25 26.26 112 v �4 Comp Flange slMax 961 in (OK) As'l As'2 C 2.74 in As'3 Extreme Fiber Es 0.0755 As'4 0 090 Tension Controlled As4 Mn 594 kip-ft As3 58.31 -0.06096 -60.00 0.62 37 2129 As2 64,94 -0.06822 -6000 0.62 37 2175 �M 11 534 kip-ft jAsl 1 71.561 -0.075491 -60.001 0.621 37 2621 Mu 343 kip-ft (OK) ZI 000 7125 Transverse Shcar REINF Shear- Fy 4a ksi Vn,max 551 kips = 10.00*sqrt(rc)*bw*d Transverse Bar Mark 7777,11, - VC 110 kips = 2.00*sqrt(fc)*bw*d spacing"r Vs 101 kips = 1.83*sqrt(fc)*bw*d 4 LegsT AVT/layer 0.31 in �Vn 158 kips Vu 58 kips (OK) Longitudinal Skin REINF Required? Yes Maximum Spacing 9 6 in Side Bars mark Number of Side Bar or Above Spacing,L 27.87 in Skin Rcinf is Over Spaced Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 5 b,cff 12 in Check Anyway, Ig 405224 in L/A Limit Mer 4840 ft-kip Ma,DL ft-kip n 7,20 Ma DL+LL ft-kip Ac,d 779.244 in 2 Loading Type Icrack 44665 in 4 P 000128 Ec 4031 ksi k 1.88 le DL 405224 in 4 Ie DL+LL 405224 in4 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab to. "MRIVIA, I �'Q --' ADL in 10,010 in A DL+LLn 0.015 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 140 in (OK) Ybar/c 0,50 0.00 1.00 1 7o in Total Long Term Deflection 0.04 in Ybar 0.00 4.00 2.69 -64.94 in Area/c 12.00 0.00 0.00 0.00 in, Uncracked Ixx Calculation Area 0.00 0.00 6.20 13.38 in Beam Slab A*YbarTc7 6.00 0.00 0.00 0.00 in' Ybar 3700 0.00 in A*Ybar/c 0.00 0.00 6.20 13.38 in' Area 888 0 in A*Ybar 000 0.00 16.661 -869.05 in' A*Ybar 32856 0 in c 10.63 in Ybar,G 37.00 in Ybar 5.31 4.00 794 54.31 in Iself 4052241 0 in 4 Area 127.53 000 6.20 13.38 in' IAY+Iselr f 4052241 0 in4 lself 12001 0 in 4 1,gross 405224 in4 AY 71- 36011 0 390 39473 in 4 [crack 44665 in' Icrack/Igross 11% Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE &413101 BY kW q W 2 F 7A1nt!NGr tltil !�r'{Tr rh i I GiPAr1 -,�D Du I`A = Ion PIsF ��o'�'/� - ►2 l� (r mt^Ilarcvai l to I?i l`t (< = Iq `r � 0 L 44P 104TAv �Mn� �axNa( 1)C2 i V f1 (Cot5tf-VRTnA, ONI,I GaNmo,Ls (A) rAm L 2 i ��� 2 l✓ ��I� k c?al � ► =.�-- JF, t i Y 3000 - My(k-ft) _I I y _ — Mx (k-ft) 12 x 74 in -3000 -- —' 3000 Code.ACI 318-05 Units English Run axis Biaxial Run option Investigation i enderness Not considered I Column type. Structural Bars ASTM A615 Date-08/27/09 Time 17 15 10 -3000 P = 0kip pcaColumn v4 10 Licensed to Magnusson Klemencic Associates License ID- 54156-1013735-4-21 E91-2AAF1 File I\PCCHumanities\Engineers\AGM\Foundations\W2.col Project: PCC Maier Hall Column. W2 Engineer AGM Pc=5 ksi fy =60 ksi Ag= 888 in^2 26#5 bars Ec= 4031 ksi Es = 29000 ksi As = 806 in^2 rho =091% fc =4.25 ksi Xo =000 in Ix =405224 in^4 e_u =0 003 in/in Yo =000 in ly= 10656 in^4 Beta1 =0 8 Min clear spacing = 1 37 in Clear cover= 2 69 in Confinement: Tied phi(a) =0 8 phi(b)= 0.9 phi(c)=0.65 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 08/27/09 I \PCCHumanities\Engineers\AGM\Foundations\W2 col 05 14 PM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\W2 col Project PCC Maier Hall Column W2 Engineer AGM Code RCI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties ------------------ f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Rectangular Width = 12 in Depth = 74 in Gross section area, Ag = 888 in^2 Ix = 405224 in^4 Iy = 10656 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8, phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area, As = 8 06 in^2 at 0 91% (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 -3 0 -26 0 0 31 3 0 -32 0 0 31 -3 0 -32 0 0 31 3 0 -26 0 0 31 -3 0 -20 0 0 31 3 0 -20 0 0 31 -3 0 -14 0 0 31 3 0 -14 0 0 31 -3 0 -8 0 0 31 3 0 -8 0 0 31 -3 0 -2 0 0 31 3 0 -2 0 0 31 -3 0 0 0 0 31 3 0 0 0 0 31 3 0 4 0 0 31 -3 0 4 0 0 31 -3 0 10 0 0 31 3 0 10 0 0 31 -3 0 16 0 0 31 3 0 16 0 0 31 -3 0 22 0 0 31 3 0 22 0 0 31 3 0 34 0 0 31 -3 0 34 0 0 31 -3 0 28 0 0 31 3 0 28 0 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- ----------- ----------- ----------- ----------- -------- ------ 1 0 00 396 40 19 40 1166 64 57 10 2 943 0 900 2 0 00 -342 60 19 40 -1105 78 62 62 3 228 0 900 *** End of output *** AGNUSS Design Sheet MK EMENC�IC asSncILTES 1 Structural+Civil Engineers PROM] SHEET ENATION WENT DATE BY , 3µ N }t�r'�'iutVC ' 1_ • J 7 �l� g' fi.VP" � �,fy'� r� t jloj1-411--13 I C1 c rc r c�M rfr — t P (kip) 3000 -r (Pmax) (Pmax) . y . fs=0 — - fs=0 • fs=0 5fy' /� \fs=0 5fy 1, I 12x78 in Code ACI 318-05 Units English \ Run axis About X-axis Run option Investigation / enderness Not considered \ / Column type. Structural \ Bars ASTM A615 -3000 3000 Date.08/27/09 Mx (k-ft) Time 15 58 10 (Pmin) -500 (Pmin) pcaColumn v4 10 Licensed to Magnusson Klemencic Associates License ID- 54156-1013735-4-21E91-2AAF1 File I-\PCCHumanities\Engineers\AGM\Foundations\W3 col Project: PCC Maier Hall Column.W3 Engineer AGM fc= 5 ksi fy =60 ksi Ag =936 in^2 26#5 bars Ec= 4031 ksi Es =29000 ksi As =806 in^2 rho =0.86% fc=4.25 ksi Xo =000 in Ix =474552 in^4 e u = 0 003 in/in Yo =000 in ly= 11232 in^4 Beta1 = 0 8 Min clear spacing= 5 37 in Clear cover=2.69 in Confinement: Tied phi(a)=0.8 phi(b)=0 9 phi(c)=0.65 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 08/27/09 I \PCCHumanities\Engineers\AGM\Foundations\W3 col 03 51 PM General Information -------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\W3 col Project PCC Maier Hall Column W3 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis X-axis Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Rectangular Width = 12 in Depth = 78 in Gross section area Ag = 936 in^2 Ix = 474552 in^4 Iy = 11232 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8, phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 8 06 in^2 at 0 86% (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 -3 0 -36 0 0 31 3 0 -36 0 0 31 -3 0 -30 0 0 31 3 0 -30 0 0 31 -3 0 -24 0 0 31 3 0 -24 0 0 31 -3 0 -18 0 0 31 3 0 -18 0 0 31 -3 0 -12 0 0 31 3 0 -12 0 0 31 -3 0 -6 0 0 31 3 0 -6 0 0 31 -3 0 0 0 0 31 3 0 0 0 0 31 3 0 6 0 0 31 -3 0 6 0 0 31 -3 0 12 0 0 31 3 0 12 0 0 31 -3 0 18 0 0 31 3 0 18 0 0 31 -3 0 24 0 0 31 3 0 24 0 0 31 3 0 30 0 0 31 -3 0 30 0 0 31 -3 0 36 0 0 31 3 0 36 0 Factored Loads and Moments with Corresponding Capacities Pu Mux fMnx fMn/Mu N A depth eps_t Phi No kip k-ft k-ft in --- ------------ ------------ ------------ -------- ----------- -------- ------ 1 0 00 300 00 1268 25 4 227 9 13 0 02165 0 900 *** End of output *** Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID MuMkips kip-ft Project: Vu kips Date: Now"WMAPuEngineer Reinforcement Summary Geometry 4 LAYERS OF(1)#S TENSION Length ..,.. � ��`:.? ft s•; Width �x. �:�•- : �;, in #g STIRRUPS Il in Height r "in Fixitv Type '..>kt�{I' Member Type;• '$Ba"tlta, T Beam Slab ';; ,; in B flange n„ ,iAttf(>s x {,,auto or in h•efT 12.0 in Concrete: F'c ? ,+SQ00%' psi P, 0,800 Ec 4031 ksi Steel. FY 'Ti >ksi Es .W'2 �, �;,ksi Inter Layer Clearanc in Bottom Cove :, +,, , %h in Side Cover F in Considerp i7N As'Location ; ,w 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer Nii'' 0.79 079 4 13 1.000 n/a (OK) 2nd Layer 0.00 0.00 0,00 0.000 n/a 3rd Layer , '.,.E,.,• '". . . , ;` 0.00 0.00 0.00 0.000 n/a 4th Layer r n :()? ' ,:�?'0',0.5'0;; e` 00 0.00 0.00 0.000 n/a Tension REINF 4th Layer ' r. sx 0.79 0.79 40.88 1 n/a (OK) 3rd Layer = ^ O? R ` 4 ` 0.79 0.79 51.88 ( n/a (OK) 2nd Layer f+, 1` ' e,=<<a;= 079 0.79 62.88 1 n/a (OK) Extreme-most Layer „ ,` 1'. =u ; :8, w '.,, ` " 0.79 079 73.88 1 n/a (OK) in or auto int in in in in Global. d 57.38 in d' 4 13 in As 3 16 in' As' 0,79 int As min 2.43 in N/A p(rho) 0.46 % Internal Axial Forces. �' '�, N �`' »' f.�...`,. t1A$�t'aEc�,�� .r� Strain Compatibility Axial Force Equilibrium Moment Capacity A . '.$et %" Layer depth(in) strain stress(ksi) Area(inZ) Force(kips) Moment(k-in) ry d, °". rs P" ` Comp Web 1.86 0,00300 4.25 4461 190 Comp Flange s.max 5.86 in As'l As'2 c 465 in As'3 Extreme Fiber Es 0.0447 As'4 0.90 Tension Controlled As4 40.88 -0.02339 -6000 079 -47 1849 Mn 877 kip-ft As3 51.88 -003049 -60.00 079 -47 2371 As2 62.88 -0.03759 -60.00 079 -47 2892 OMn 789 kip-ft jAsl 1 73.88 -0044691 -60,00 0791 -47 3414 Mu 300 kip-ft (0K) E 000 10526 Transverse Shear REINF Shear• Fy -;'ia ksi Vn,max 487 kips = 10 00*sgrt(Pc)*bw*d Transverse Bar Mark' , Vc 97 kips = 2.00*sgrt(fc)*bw*d Spacing,T ;'.°' 'in Vs 89 kips = I 93*sgrt(fc)*hw*d ' #Les -�w';�Z ��M�: AV7/layer 0,31 in �Vn 140 kips Vu 39 kips (OK) Longitudinal Skin REINF Required? Yes Maximum Spacing 5.9 in Side Bars 110-01: mark Number of Side Bar Pairs -„ , , '' ,�,;,,,#or Above Spacing,L N/A in Skin Reinf is Over Spaced Deflections: Uh max 16 No Deflection Calculations Req'd fr 530 psi Uh actual 5 b,eff 12 in Check Anyway Ig 474552 in4 UA Limit 0- 'g° Mcr 537.8 ft-kip it Ma.DL 1 51 1.NOM,W ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 688.5 in Loading TypeUisttibtite Icrack 53932 in 4 p 000115 Ec 4031 ksi 1 90 Ie DL 474552 in 4 Ie DL+LL 474552 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab A DL [i� lin 0,011 ]m A DL+LL in 10.015 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0.50 0.00 1 00 1 00 in Total Long Term Deflection 0.04 in Ybar 0.00 400 -4 13 57.38 in Area/c 12,00 0.00 0.00 0.00 in Untracked Ixx Calculation Area 000 000 4.89 22.74 ill Beam Slab A*Ybar/cl 6.00 0.00 000 000 in' Ybar 3900 0,00 in A*Ybar/c 0.00 000 4.89 22.74 in' Area 936 0 int A*Ybar 000 0.00 20 19 1304.51 in' A*Ybar 36504 0 in' c 12.73 in Ybar,G 3900'in Ybar 6.37 400 8.61 -4464 in Iself 4745521 Olin' Area 152.80 000 489 22.74 in AY2+lself 4745521 Olin 4 Iself 2065 0 in' 1,gross 474552 in' AY' 6194 0 363 45311 in' Icrack 53932 in 4 1crack/lgross NQ Design Sheet MAGNUSSON KLEMENCIC nSSOCIATES ■ Structural+Civil Engineers PROJECT LOCATION CLIENT DATE BY L W3 #00�(� o (frot�ivv►�7►C1� j4 rpt i 5 PDQ PAF G/17� �nlAliti T!k1GX�t�i% �=cle- S��T`L k- _ '12 10 It" o G V -� �v 0 n6 4 ti '4 u✓ - 0 (o VvlI A U10 [A�,, #5 e VVr ri L C AGNUSS Design Sheet I MK EMFNC�IC ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY }�oNl�prsrkv .�►��� M�, W L;"47 M - 2-11.vk � o S {vovowfhi, lz- U;6?K1f—" Voe-&WITJ D J , �As �I 'Irl Zl L f J / j41 _ —r, C, ASf ©�3 ';2 - 0.LF2,5"- 1 /z - 5 $'15 0.91 �� &o 2�0 IV, lay V-, < 11 5 �5 f c- rl°I ih 17,/q ri bq5' 0 0'1 in' > 2 (8� bhi ����N— ►aI� �2� 4zl ' C-00 w,AITI.6 OHI J Cab1nE" (4) m9s L o C, 14n�u�r��nv J ft-T °l o Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES ■ Structural+Civil Engineers PROJECT al&r [1911 SHEET LOCATION CLIENT DATE 5� oi BY Aw W� 12 w K V1, IT 0 'b,5 �0 lb,, b - D 1°i to 0 It""' 1� k-S 12- + 3'11 2 #/ = 103 > I ° rJ Gr 0'I°t IZ/lo Cn�k``'' o �G 1 itd7°► �n �Iv�lo (� I�s� (� ��5" I12 /V,� = `�� -� �h Mvi IVQIVI�— 0119 CONSU.VF?sem� OOLI A�ccwl*S fGK- (4) �A�s VASE �`� @ ►n" }�n12.IZot�TR�. low Iti 't 1�SE q @ lo" I-IVtj-j-bNTA-1, W1 12` WA-vf,- • 3000 My(k-ft) . y + K -r Mx (k-ft) 12 x 78 in f 1 F --= rr -3000 3000 Code ACI 318-05 Units English Run axis Biaxial i Run option. Investigation lenderness Not considered Column type_ Structural Bars ASTM A615 Date. 08/27/09 Time 16 52 52 -3000 -- P 0 kip 3000 - P = 0kip pcaColumn v4 10 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21 E91 2AAF1 File. I\PCCHumanities\Engineers\AGM\Foundations\W3 col Project: PCC Maier Hall Column W3 Engineer AGM- fc =5 ksi fy =60 ksi Ag =936 in^2 26#5 bars Ec= 4031 ksi Es =29000 ksi As =806 in^2 rho =0.86% fc =4.25 ksi Xo =000 in Ix =474552 in A4 e—u =0 003 in/in Yo =000 in iy= 11232 in A4 1 Beta1 = 0 8 Min clear spacing = 5 37 in Clear cover=2.69 in Confinement. Tied phi(a)=0.8, phi(b) =0 9 phi(c) =0 65 �t�2 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 08/27/09 I \PCCHumanities\Engineers\AGM\Foundations\W3 col 04 44 PM General Information ------------------ File Name I \PCCHumanities\Engineers\AGM\Foundations\W3 col Project PCC Maier Hall Column W3 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Rectangular Width = 12 in Depth = 78 in Gross section area Ag = 936 in^2 Ix = 474552 in^4 Iy = 11232 in^4 Xo = 0 in Yo = 0 in Reinforcement ------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in-2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 8 06 in^2 at 0 86% (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) -------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 -3 0 -36 0 0 31 3 0 -36 0 0 31 -3 0 -30 0 0 31 3 0 -30 0 0 31 -3 0 -24 0 0 31 3 0 -24 0 0 31 -3 0 -18 0 0 31 3 0 -18 0 0 31 -3 0 -12 0 0 31 3 0 -12 0 0 31 -3 0 -6 0 0 31 3 0 -6 0 0 31 -3 0 0 0 0 31 3 0 0 0 0 31 3 0 6 0 0 31 -3 0 6 0 0 31 -3 0 12 0 0 31 3 0 12 0 0 31 -3 0 18 0 0 31 3 0 18 0 0 31 -3 0 24 0 0 31 3 0 24 0 0 31 3 0 30 0 0 31 -3 0 30 0 0 31 -3 0 36 0 0 31 3 0 36 0 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- ----------- ----------- ----------- ----------- -------- ------ 1 0 00 300 00 20 50 1179 34 80 59 3 931 0 900 *** End of output *** A �3 Design Sheet MAGNUSSON KtEMENCIC ASSOCIATES Structural+Civil Engineers PROJECT SHEET LOCATION TT CLIENT DATE 5[� BY Cel q 44Y IhSE ��"`@ (�` o.�, �aN7Ar,fT/�,, C� Bis n'I�r) co V,o P (kip) 0 0 1800 -� (Pmax) (Pmax) l 0 0 y I_ 0+0 fs=0 fs=0 � 0 0 0 0 I 0 0 fs=0 5fy/� \\fs= 0 5fy 12x44 in Code ACI 318-05 Units English I Run axis About X-axis j I Run option Investigation ,enderness Not considered ' i i \ice � i `T i i —i Column type Structural 1 -1000 1000 Bars ASTM A615 ! Mx (k-ft) Date 08/28/09 Time 16.0610 (Pmin) (Pmin) -400 — pcaColumn v4 10 Licensed to Magnusson Klemencic Associates License ID- 54156-1013735-4-21E91 2AAF1 File 1-\PCCHumanities\Engineers\AGM\Foundations\W4 col Project: PCC Maier Hall Column W4 Engineer-AGM fc = 5 ksi fy =60 ksi Ag= 528 in^2 14#6 bars Ec= 4031 ksi Es =29000 ksi As =616 in^2 rho = 1 17% fc =4.25 ksi Xo =000 in Ix =85184 in^4 e_u =0 003 in/in Yo =000 in ly=6336 in^4 Beta1 =0 8 Min clear spacing=5.25 in Clear cover=2.63 in Confinement: Tied phi(a)=0 8 phi(b)=0.9 phi(c)=0.65 P (kip) 1800 j- 0 0 (Pmax) (Pmax) 0 o T I 0 y o I+OX fs-0 fs=0 0 0 0 0 fs=0 5fy I `\fs=0 5fy 7 ; 0 0 I � � I 12x44 in Code ACI 318-05 Units English i Run axis About X-axis Run option Investigation - :nderness Not considered Column type Structural -900 900 Bars ASTM A615 Mx (k-ft) i T Date 08/27/09 (Pmin) i (Pmin) Time 18.00.59 -400 pcaColumn v4 10 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 File 1•\PCCHumanities\Engineers\AGM\Foundations\W4 col Project: PCC Maier Hall Column W4 Engineer AGM fc= 5 ksi fy =60 ksi Ag =528 in^2 14#5 bars Ec= 4031 ksi Es =29000 ksi As =434 in^2 rho =0 82% fc=4.25 ksi Xo =000 in Ix =85184 in^4 e u =0 003 in/in Yo =000 in ly=6336 in^4 ata1 =0 8 Min clear spacing=5 37 in Clear cover =2 69 in Confinement: Tied phi(a)=0 8, phi(b) =0 9 phi(c)= 0 65 IA 6 STRUCTUREPOINT - pcaColumn 4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 08/27/09 I \PCCHumanities\Engineers\AGM\Foundations\W4 col 04 31 PM General Information ------------------- File Name I \PCCHumanities\Engineers\AGM\Foundations\W4 col Project PCC Maier Hall Column W4 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis X-axis Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Rectangular Width = 12 in Depth = 44 in Gross section area Ag = 528 in^2 Ix = 85184 in^4 Iy = 6336 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 4 34 in^2 at 0 820 (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 -3 0 -19 0 0 31 3 0 -19 0 0 31 -3 0 -13 0 0 31 3 0 -13 0 0 31 -3 0 -7 0 0 31 3 0 -7 0 0 31 -3 0 -1 0 0 31 3 0 -1 0 0 31 -3 0 5 0 0 31 3 0 5 0 0 31 -3 0 11 0 0 31 3 0 11 0 0 31 3 0 17 0 0 31 -3 0 17 0 Factored Loads and Moments with Corresponding Capacities Pu Mur, fMnx fMn/Mu N A depth eps_t Phi No kip k-ft k-ft in --= ------------ ------------ ------------ -------- ----------- -------- ------ 1 0 00 119 10 366 8.4 3 080 5 01 0 02037 0 900 2 0 00 -370 40 -398 42 1 076 5 38 0 01987 0 900 *** End of output *** c fl -r Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID• MuMkips kip-fl Project: 00 11Vu kips Date•Pu Engineer . Reinforcement Summary Geometry 2 LAVERS OF(2)#5 TENSION Lengtl, ft Width ,..:.�.,• .=: „ � �in #5 STIRRUPS @,ll in x&: u. c� Height y,. �„„�z.,.. �' �..in p Gw; Fixity Type +IIt1= ►..~„; Member Type ,'' ^a T-Beam Slab in B,flan e tN auto or in b,eff 12.0 in Concrete• F'c00 '.' psi 01 0.800 Ec 4031 ksi Steel o Fy '" ksi Es ksi Inter-Layer Clearanc „ yin Bottom Cove in Side Cover xt in Consider p t4% As'Location 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layermt ,� 0.31 0.62 394 0.625 3.50 (OK) 2nd Layer 0.00 0.00 0.00 0 000 n/a 3rd Layer MME, 0.00 0.00 0.00 0 000 n/a 4th Layer 0.00 000 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer ID 0.00 000 0.00 0 n/a 71-17717, W39 0.31 2nd Layer 0.62 2944 0.625 3.50 (OK) 0; Extreme-most Layer 777�7 � 0.31 0.62 4006 0.625 3.50 (OK) in or auto in in2 in in in Global. d 34 75 in d' 3 94 in As 1.24 in As' 0 62 m2 As min 1 47 in2 N,A p(rho) 0.30 % Internal Axial Forces. Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth(in) strain stress(ksi) Area(m) Force(kips) Moment(k in) Comp Web 0.73 0.00300 4.25 17.51 74 Comp Flange s,niax 5,86 in (OK) As'] As'2 C 1.82 in As'3 Extreme FibcrCs 0.0629 As'4 090 Tension Controlled As4 Mn 211 kip-ft As3 As2 2944 -0,04543 -60.00 062 37 1068 �!Vln 190 kip-ft jAsl 1 40.061 -0.062911 -60.001 0.621 371 14631 Mu 119 kip-ft (OK) ZI 0 001 25311 Transverse Shear REINF Shear- Fy ksi Vn,max 295 kips = 10.00*sqrt(fc)*bw*d Transverse Bar Mark Vc 59 kips = 2.00*sqrt(fc)*bw*d Spacing,T in Vs 54 kips = 1.83*sqrt(fc)*bw*d 4 LegsT AvT/layer 0.31 in 2 �Vn 85 kips Vu 61 kips (OK) Longitudinal Shin REINF Required? No Maximum Spacing in Side Bars I W- 11ARIA mark Number of Side Bar Pairs 14 or Above' Spacing,L N/A in Deflections: L/11 max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 7 b,eff 12 in Check Anyway XKIg 85184 in4 uM L/A Limit Mer 171 1 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 417 in' Loading Type All.,Ekl ,l l 4 Icrack 8243 in , guRui P 0.00149 Ec 403i ksi ?1 1,87 Ie DL 85184 in' le DL+LL 85184 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab A DL in 10021 Tn A DL+LL 3 in 10.029 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.23 in (OK) Ybar/c 0.50 0.00 1 00 1 00 in Total Long Tenn Deflection 0.07 in Ybar 0,00 4.00 3,94 34 75 in Area/c 12.00 000 0.00 0.00 in Uncracked lxx Calculation Area 000 000 3.84 8.92 in Beam - -S-lab— A*Ybar/c' 6.00 0.00 0.00 000 in' Ybar 22.00 0.00 in A*Ybar/c 0.00 000 3.84 8 92 in' Area 528 () in 2 A*Ybar 0.00 0.00 15 12 31004 in' A*Ybar 11616 0 in' C 6.37 in Ybar,G 22.00 in Ybar 3.19 400 2.44 28.38 in [self 85184 0 in' Area 76,49 0.00 3 84 892 in A'Y'+Iself 85184 0 in' Iself 259 0 m4 I,gross 85194 in4AY 777 0 23 7184 in' Icrack 8243 in' Icrack/Igross 10% 4AA.5 Works 9/14/2009 2 52 PM i �'n�`,;SJrw'+`'1,; RG5 Pte, 'p ''•F --f---_—___ :_—_—_—__ -j- .—_ .__ t 'j � � __ _— `_ __._. - S���u�d ta,�:wa;•'`'I'� �y�s�4�k�atf✓,a� h j�y��fT�� —. ._� __i__ ._— _ —_ .—_ ._ c bo --. --- '-- _' .__— —_'-- �_ � ,F���:��;'r'-4�w.i.,'w .gin: ,"���j�}���••c:� ��K. .'�a�t W/�p.��•!(�I�4�r��'.-...'"'Iyyt �j` �1 �` � ..lvJ.�'t^y'lA 4T.�.%'�kl��'9„ !:yjJ�.,y' raAf �� .Y'F��.ry,�N'Y:� ��•pp�'��M1 1 + \I ' _--__ ' ____ �t4��qq•}��A��Y^��'.;Sa�nWy�r'�j"-�,9 "�� �'�E'�1, i^� if" 1 - __ ._. ! / ___ ___ .T_ _ �.s�;�'���� �"F�.v• ��`+�'fi;'iytty, .+..• � +�„� 'rV•'0. {r�V' &i w Dort � I -mr SAFE 12 1 1 Plan View Kip in F 4/VA.5Works DQO814Revisions 9/14%2009317PK8 4AA.5 Works 090914 Revisions 9/14/2009 3 18 PM I 1 � I LO , - ---- - -- - — - -- -- — - - - � I�a@4 F=W I ! 1�0-r-rbM i ai �I oI p,05 I ldw„n i #8X I5 0 C° Cs 0 G (AsiP�ovl�ec�' 513M�� AUr�l�or�� % � 3385 �h`/fir SAFE 12 1 Slab Strip Design Layers A, B Bottom Reinforcement Intensity (Enveloping Flexural) [int/ft] Additional to#8 @ 6 in (Bot) Kip in F �3 2AB Works 9/14/2009 4 37 PM i -POI OT "KD r,F-Dii,A COL P� I ) ( 2 'Ot�►T wkb F1�oM - I D°I 0()0 - tCWT L. 1,5-,o IoM el*ib A t�To p?i �f �02k a4 $ I'DiOT I�oAv Ly I;�) 7k Coy R I SAFE 12.1 1 Plan View Kip in F copti bam tE C-of js �ore�s R 2AB Works 9/14/2009 4 39 PM � 1 2 l i I I m AY (,DL, (G- .IV 2) err kn�'L- STwp w+� 5` d� iAS�Pro��d�d = 0:�l W�k —' - - - '� CP c� _..Tot, J� $O T i ' �j'14 T�vk �I t-+✓ U�Y < 1 - No ad���al fop n�de� FSS€Eg 2 11_1yers A, B Bottom Reinforcement Intensity(Enveloping Flexural) [in2/ft] Additional lop'#'7n@FE �Top I I 43—4 I a, 5 4 6 3' 4 5, " 7'-D' 48 THI P PILE CaP�\ ! ! I I 1 6 48 THICK PILE CAP PILE i HI p TOC f ' EL 9 Ill 7 7m a6x @ 1 BuT ADDL �'M n 6 BOT ADDL C, ;t6 a 0 @ b ?OP ADDL �6 a 6 EW BO? STEP Ui1DEP`IDE ug @ 6 EV, TOP TYP OF PILE C °�i �� qa't" ! ) #_ D' a 6' TOP ADDL 45YlO 0 @ 12 BOT ADDL f 7 @ 12 EW TOP T 'P -- , ! o I ti ;0 (41CK PILE CAP I i I y .7 1 -0 a I'll TOP ,DDL F 4 ! 5 =i 7 ^'I 'a.el -0 .a 6 BOT ..DDL g 1 0 p C 7 ---- y S2 50.DGN 9/15/2009 8:30:33 AM A�6:2 Project:PCC Humanities Date:9/16/2009 Revision Time: 10:44 AM Engineer-AGM Diaphragm Section Cut Bearing length of DragForce k Left Sei dual Capacity Beam ice k Adequate? Required PT Bearing= 4GRID2 92.07 4W2L 8.49 Right 796 k (ft) 4GRIDF 3777 4WFL 10.02 -- 4GRID12 78.99 4W12L 24.20 -- - 4GRIDB 104.06 4WBL 26.29 4GRIDH 11179 4WHL 28.96 - - 0'9 4GRIDEI 86.96 -- 22.7 4GRIDE2 17.68 -- -- 4GRID75 110.10 4GRID85 89.74 4W85L 12.36 19.2 -- 16.1 4GRID11 0.00 4W11L 23.41 7.9 -- 1.3 4GRID15 80.07 4W15L 44.24 - - -- 4GRIDD 48.47 -- 4GRIDE5 108.52 4WE5L 20.26 69.1 38:6 \ - 4GRIDA 98.35 -- -- 4GRID4 92.07 4W4L 16.89 69:5 23:3' 3GRID2 179.63 3W2L 18.30 I 16.8 - 6.2 3GRIDF 17.89 3WFL 15.72 51.9 n/a 7.6 3GRID15 230.27 3W15L 79.58 -- 3GRID12 26.22 3W12L 86.29 - n/a 24.9 3GRID11 233.62 3W11L 134.07 - n/a 3.8 3GRID85 297.31 3W85L 29.38 3GRIDB 169.00 3WBL 75.17 69.4 n/a 10.2 3GRIDH 61.33 3WHL 86.01 - Yes -- 3GRIDE5 205.34 3WE5L W80 - Yes - 3GRIDEI 129.97 - -- - - 3GRIDE2 15.46 -- i 241 Yes 3GRID75 20771 - -- 3GRIDD 151.23 -- __ 103.5 n/a 30.3 3GR1DA 46.34 - -- - -- 3GRID4 84.86 3W4L 29.44 13.3 Yes -- 2GRID2 65.32 2W2L 10.43 I 16.7 n/a 2.5 2GRIDB 56.68 2WBL 28.12 -- - 2GRiDH 98.92 2WHL 29.25 -- '- 2GRID75 56.55 - -_ -- Yes - 2GRID85 48.58 2W85L 20.97 - 2GRIDD 6.19 - - -- 2GRIDE5 118.53 -- - - -- 2GRID11 304.28 2W11L 10.74 - 2GRIDEI 52.38 -- - 44.2 n/a 6.5 2GRID12 61.29 2W12L 29.15 -- 2GRIDF 53.49 2WFL 4.93 j -- -- 2GRIDE2 44.96 _- 3.5 Yes -- 2GRID15 83.97 2W15L 58.24 11.9 Yes 2GRIDA 28.31 - -_ - -- 2GRID4 52.63 J 2W4L 15.32 - - 1 4r- Vx.y. .1 Jt- It I i i Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT kz& 1 1 SHIFT ► LOCATION CLIENT DATE BY Atir M-ANtS AT 6,- %fkw "A StZ-1101'J WFS {YMOk►ST 6 ppG '�TKt�SI D SROM �►fCPft�AZr'r�1 LST o2- �-!CrH-C OF 1-fAt — V61wIfol � 1?-7%i `fIVFi " ;C�Jb WCnIT bl✓ �kv►- �Z, Ij4 Fr salri oat cur` y L,� StZTlaN CIA7 -rgAaJj Fes` kot-& Wkvt-- rna� �v,l,�(t / {SkME E,� Cam�LNRTtDa Got�1S(t��D� rnax ��t t rz ,Y X3 Co►t vArtv� mq,y f i ,�Irrhe Lo" CivP►9�1i lR�ta►� L' � a1 J r YVbZj( `it Irrq�uF 'L" LJ Atli �T /r►J D 'W GrtT kr L1V>Ita.S 2 Br 3 f AT P oo F J,� = 2 I a k I{ AtiL�ov�AT✓vrr I sF t, ►GTr1� cF W�.v w,rabLtA-L, rvv,(Ii �Fi T SlDfi' M�( D�'L� * Mal /tnax�y i�ziw,kv '�P-Qy(- Fof rnax t y, ri4-//r(la,c Fi,r�9(~a+ 2����— b1 .t F1 rsfx �GoIJ Gt�T� �r t��-r,L, Wi�� �I�t�fCt, �pR-t,E �tU� $r�tR-Ir►G G��"t�( , �It:� ��Zr B�►`�l 1 egg Design Sheet MAGNUSSON KEEMENCIC _ /-S OCIATES v rt■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY A T IzODF l�`►�� -���CJ�/ '[)r-hZ'r tW `r`I k*40 W 1, 1 CTl� b�- AA-k-&- DEAM IZMAI > = aTAq- R"at M, dol°-a ��To`i� D(R 11.9*rM 9fW CA" kv.— PCC Shear Collector Beam Reference Roof Grid E 5 Left Date 9/16/2009 Engineer AGM Design Forces Summary of Results Mu,x 27 3 kip-ft Mu'y 0 kip-ft Flexure(major axis) is okay Pu' 47.8 kips Flexure(minor axis) is okay Lb,x 256 inches Compression is is okay Lb y(for axial only) 256 inches Combined Forces are okay (negative for compression.+for tension) Trial Beam/Column Size phi-Mn,x 85 kip-ft phi-Mn,y 43 phi-Pn compression 84 kips W 12x35 phi-Pn tension 463.5 kips Interaction 0.372 Mu,y/phi-Mn,y 0.00 Input Parameters Mu,x/phi-Mn,x 0.32 Pu/phi-Pn 0.103 E 29000 ksi Fyw 50 ksi Fr 10 ksi G 11200 ksi Cb 1 Deflection Check (assumes simple supports) phi-flexure 0 9 major axis D+L phi-compression 09 w= klf phi-tension 0 9 Deflection= 0.00 inches k-comp 1 Udeflection= #DIV/0! k-flex 1 Calculated Parameters A 10.3 in^2 Meg � Py �� 4�` � r 423 � bf 656 i d 12.5 ' J 0 741 Sx 45.6 in^3 ly 24.5 in^4 ry 1 54 rx 5.25 Ix 285 in^4 rx 5.25 Cw 879 Zx 51.2 Zy 11.5 Lp 65 inches Lr 182 X1 2425.525 X2 0004333 klx/rx 49 kly/ry 166 lambda 2.20 Mp 2560 kip in Mr 1824 kip in Mcr 1137 kip in Fcr 9 ksi Mn 95 kip-ft Pn I 94 kips Beam/Column Design PCC Shear Collector Beam Reference Roof Grid E 5 Right Date 9/16/2009 Engineer AGM Design Forces Summary of Results Mu,x 68 3 kip-ft Mu'y 0 kip-ft Flexure(major axis) is okay Pu" 67 1 kips Flexure(minor axis) is okay Lb,x 360 inches Compression is is okay Lb y(for axial only) 360 inches Combined Forces are okay (negative for compression,+for tension) Trial Beam/Column Size phi-Mn,x 95 kip-ft phi-Mn,y 65 phi-Pn compression 78 kips W 14x43 phi-Pn tension 567 kips Interaction 0.780 Mu,y/phi-Mn,y 000 Input Parameters Mu,x/phi-Mn,x 072 1Pu/phi-Pn 0.118 E 29000 ksi Fyw 50 ksi Fr 10 ksi G 11200 ksi Cb 1 Deflection Check (assumes simple supports) phi-flexure 09 major axis D+L phi-compression 09 w= kif phi-tension 0.9 Deflection= 0.00 inches k-comp 1 Udeflection= #DIV/01 k-flex 1 Calculated Parameters �� c'•f { 5 ( ! .y -C s f v I <f � A 126 in^2 l bf 8 _ tit- d 137 J 1 05 SX 62.6 in13 ly 45.2 in14 ry 189 rx 582 Ix 428 in^4 rx 5.82 Cw 1950 Zx 696 Zy 173 Lp 80 inches Lr 219 X1 2326.208 X2 000489 klx/rx 62 kly/ry 190 lambda 2.52 Mp 3480 kip in Mr 2504 kip in Mcr 1263 kip in Fcr 7 ksi Mn 105 kip-ft FP-n 87 kips Beam/Column Design 7, Project:PCC Humanities Date:9/1612009 Revision Time:9.42 AM Engineer AGM Required Weld Size for Eccentrically Loaded Weld Group Shear Collector Locations and Beams Fu per P total Plate Amin (SRSS) (SRSS) Roof Beam H(k) V(k) (k) (k) Theta L(in) kL k aL a C (sixteenths) Comments 4GRIDB W 14x43 13 1 13.0 6.5 85.6 11 4 04 4 04 3.69 1 4GRIDA W 14x43 173.75 6 173.9 86.9 88.0 11 4 04 4 04 3.69 3 4GRID4 W 18x40 91 75 18 93.5 467 78.9 15 4 0.3 4 03 343 2 4GRIDH W 16x40 169 7 1691 84.6 876 13 4 0.3 4 0.3 343 3 4GRIDH W16x50 169 13 169.5 847 85.6 13 4 0.3 4 0.3 3.43 3 4GRID75 W 16x40 48 9 488 244 79.4 13 4 0.3 4 0.3 3.43 1 4GRID85 W 12x35 19.75 1 19.8 99 871 9 4 04 4 04 3.69 1 4GRID85 W 16x40 1975 66 208 104 71.5 13 4 0.3 4 0.3 3.43 1 4GRIDE5 W 12x35 47.8 5 16 48.0 240 83.8 9 4 04 4 04 3.69 1 4GRIDE5 W 14x43 671 903 678 33.9 82.3 11 4 04 4 04 3.69 2 3rd Level 3GRID2 W 14x43 129.75 1 129.8 64.9 89.6 11 4 04 4 0.4 3.69 3 3GRID4 W 18x130 45.5 101 1108 554 24.3 15 4 03 4 03 2.88 2 3GRID75 W21x73 258.75 49 263.3 131 7 79.3 18 4 0.2 4 0.2 3.18 4 Weld Size Controls Typical Detail 3GRID85 W14x43 173.5 4 173.5 86.8 887 11 4 0.4 4 04 3.69 3 3GRID11 W 16x40 645 38.8 753 376 590 13 4 0.3 5 04 2.94 2 3GRID15 W 16x40 213 1 2130 1065 897 13 4 0.3 4 03 3.43 4 Weld Size Controls Typical Detail 2nd Level 2GRID11 W 16x57 1105 34 1156 111.5 72.9 11 4 0.4 4 0.4 3.69 4 Dmin,max= 4 Overstrength factor 2.5 Included Project:PCC Humanities Date 9/16/2009 Revision Time:9:42 AM Engineer•AGM Block Shear Capacity of Beam and Weld Groups Weld Lengths Vertical orizon Roof Beam H(k) V(k) D(sixteenths) (in) w(in) tw(in) Agv Ant Rn phi'Rn phi"Rn/H Comments 4GRIDB W 14x43 13 1 4 0.305 2.44 3.36 291 218 16.80 4GRIDA W 14x43 17375 6 4 0 305 2.44 3.36 291 218 1.26 4GRID4 W 18x40 91 75 18 4 0 315 2.52 473 383 287 3.13 4GRIDH W 16x40 169 7 4 0 305 244 3.97 331 248 1 47 4GRIDH W16x50 169 13 4 0.380 3.04 494 412 309 183 4GRID75 W 16x40 48 9 4 0 305 2.44 3.97 331 248 5.17 4GRID85 W 12x35 1975 1 4 0 300 240 2.70 248 186 9.40 4GRID85 W 16x40 1975 7 4 0 305 2.44 3.97 331 248 12.57 4GRIDE5 W 12x35 478 5 16 4 0 300 240 270 248 186 3.89 4GRIDE5 W 1443 67 1 903 4 0 305 2.44 3.36 291 218 3.25 3rd Level 3GRID2 W 14x43 12975 1 4 0 305 2.44 3.36 291 218 1 68 3GRID4 W18x130 45.5 101 4 0.670 5.36 1005 814 611 13.42 3GRID75 W21x73 258.75 49 4 0455 3.64 8.19 642 481 186 3GRID85 W14x43 1735 4 4 0.305 2.44 3.36 291 218 1.26 3GRID11 W16x40 64.5 38.8 4 0.305 2.44 3.97 331 248 385 3GRID15 W16x40 213 1 4 03 5 2.44 3.97 331 248 1 17 2nd Level 2GRID11 W16x57 110.5 34 4 0.430 3.44 5.59 467 350 3.17 Overstrength factor 2.5 Included Project:PCC Humanities Date:9/16/2009 Revision Time:9:45 AM Engineer-AGM Beam Web Capacity Web Area Roof Beam H(k) V(k) tw(in) h,plate Capacity Comments 4GRIDB W14x43 13 1 0 305 11 151.0 4GRIDA W14x43 173.75 6 0 370 11 2281 Full Beam Depth Used,Axial load will spread through depth of beam along the length of longitudinal welds. 4GRID4 W 18x40 91 75 18 0 315 15 212.6 4GRIDH W16x50 169 7 0.380 13 222.3 4GRIDH W 16x40 169 13 0 305 13 1784 4GRID75 W 16x40 48 9 0 305 13 178.4 4GRID85 W12x35 1975 1 0.300 9 121.5 4GRID85 W16x40 1975 7 0.305 13 178.4 4GRIDE5 W12x35 47.8 5.16 0 300 9 121.5 4GRIDE5 W14x43 671 903 0.305 11 151.0 3rd Level 3GRID2 W14x43 129.75 1 0 305 11 151.0 3GRID4 W18x130 45.5 101 0.670 15 452.3 3GRID75 W21x73 25875 49 0.455 18 368.6 3GRID85 W14x43 173.5 4 0.415 11 255.8 Full Beam Depth Used;Axial load will spread through depth of beam along the length of longitudinal welds. 3GRID11 W16x40 64.5 38.8 0305 13 178.4 3GRID15 W 16x40 213 1 0.305 13 2237 Full Beam Depth Used;Axial load will spread through depth of beam along the length of longitudinal welds. 2nd Level 2GRID11 I W16x57 110.5 34 0_430 13 251.6 STRUCTURAL CALCULATIONS Permit Submittal Volume 2 Maier Hall Peninsula Community College Port Angeles, Washington t LN ?� 23534AL ass oNAL E�G� June 16 2009 MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineer 1301 Fifth Avenue,Suite 3200 Seattle Washington 98101 2699 T 206 292 1200 F 206 292 1201 MAGNUSSON KLEMENCIC ASSOCIATES VOLUME 1 DESIGN CRITERIA 1 GRAVITY DESIGN Steel Framing 33 Stage Area Framing 99 Main Level Slab Design 1 07 FOUNDATION DFSIGN Grade Beam Design 1 76 Pile Cap Design 458 Pile Design 537 Miscellaneous Design 596 VOLUME 2 LATERAL DESIGN Lateral Design Criteria 1 Shear Wall Design 29 Boundary Zone Design 1 97 Diaphragm Design 21 1 Drag Beam Design 277 Structural Calculations Table of Contents Maier Hall, Peninsula Community College, Port Angeles,Washington LATERAL DESIGN MAGNUSSON KLEMENCIC ASSOCIATES Lateral Design Criteria ,kqjqpt PCC.Hurnari ities Wed June 10,2009 8:21AM WIND PRESSURE CALCULATION INPUTS ASCE 7-05 v4A MAGNUSSON KLEMENCIC oSSOCIAIS SITE AND STRUCTURE TYPE BUILDING STORIES', BUILDING GEOMETRY,' FLOOR Story Ht Plan Dimensions Basic wind speed,V 160' mph More Lines X(ft) Y(ft) Fewer Lines - ft Exposure: Parapets 1.25 316, 222• Damping ratio: =.Stqel'(1.0%. Roof 14-5. 316,.t; 222, Occupancy Category -III3 -14.5 316, -222 Hurricane prone region? NO '2 14:6 316, 222 ANALYSIS COMPLETE 0 316 222 Building Type: Buildings Enclosure Condition. gnc'i Gcpi: 018 X-direction bldg period: 0.22 sec Y-direction bldg period: .'0:23 Roof Type: Olaf ,GLIST FACTORS,Gx-&Gir., Calc Value Gx 0.842 Screenwall/Parapet Height: '11.25, it Gy 0.829 Parapets at Roof Corners? 'Yes. r- User Gx,Gy Values BUILDING ELEVATION &Q§Ils-.ari`lnptitsll� Rh Top of Building Elev BUILDING PLAN Roof Level 4A X-C cc JL .2 + Story i E +X-axis 11211 wind Ground Level L X dimension DEFINITIONS MWFRS=Main Wind Force Resisting System C&C=Components and Cladding INSTRUCTIONS I Save a copy of this spreadsheet in the appropriate directory 2. Input the project information. Yellow cells require user input. 3. Enter the'SITE AND STRUCTURE TYPE' input information. 4 Select the number of stories and enter the 'BUILDING GEOMETRY' input information. 5. Select any Advanced Input Options as necessary 6- Press the'Run Analysis' button. Analysis Complete' should appear 7 The following sheets will display MWFRS and C&C design pressures for the structure. NOTES 1 The wind pressure calculations are based upon methods listed in ASCE7-05 Section 6.0 2. All pressures are unfactored. Factor as appropriate. 3. All pressures are for the design level wind. For serviceability wind pressures, see the Wind Specialist Group, 4 All code references are to ASCE7-05 unless noted otherwise. I:IPCCHumanitiesICalculations\08 1106 ASCE05-Wind_v4 4 posted version.xis ,P�geet l?CC H4manities :�'c. wea rune AM TOPOGRAPHIC INPUT OPTIONS-ASCE 7 05 e AGN t M110 ARE ADLEG ..T ERe<fs ANALYSIS COMPLETE f hCIWe TOpograplic Eoecls was Duedwn'":,D-tfe i::`.".23 ': ...'4541e 66 _.90 de f,.eit2 ;'a35' :.; °t68"Qe Iqs Tfpe s 2-0 >';-..:•D '-•,2-0 5:.:'y;RO -%2-0 :, ':•2•D ..'2-0Rid, '..2A - nt>vAe,.a�oA. nln)=';•:2611.;.':':::'.,,e:534Bst ..:,�,'t^'."_'.::::...:::.:: :3.'::"_..., ...,.,-..._.. ... .. .._,,.,.... r Dn�msm. 1 n)�-.:4250--%' :'.-420.',:' .. .. _:..::•,. ...-.. .:: .... ......._�,-,... .. r Use"Vah— Sae LCcawn: - ttn 0094 0079 - - Cm,A,,. }'+ NO NO NO NO NO NO NO YES -Ao e,. ..:.'AUTo=: ;:.AUTo- NOTES Determirn M1om ASCF/L Secti—S Topograpnk Worst au q'12 ENMS nee0lo Oe 4lcnrdM a naL Wws1 l .-' e ant"—wan negM.see pe MwFRS Waa W ors1 Cau Roof qn Pressves-to--h q;I C Tne PoYw^Mmves Ce worst we pit e1tM tuned upon tlw marvvn iwa d 1(21.1(1 w 1(2t'K2- M enw a msPtryeO J Mo d11e+M rvtl Cne<Lons rewR n wwal rax cwdama � Tne ww9<au kzl wu a<opeE Iv Pre npd oboe ��\ Tne si99eded 1(21 cdn ik dSatseE aM MRs Iw N �—� /' \ .--! �\ mb�rtanualy apJ aoue. [\ t� TOFWO TO RAPW DAT opoU w Googa Earth<m M used �" - e fns Nfntl T O for NMe hMruOon _O Rhe 30 O E— opoUSAl4 nslassC on PuaA:FC u1 axatad m Door 21 SW carver TppagrapWc.Ta P,iCn AfdAo02 Pf0ltrc tt-4 I SRd-P . 2i-)v +tom 1(powawbq Fry _mPfi!fi -) Nv"".r4 I/ 4_-4 ESCARPMENT 2-D RIDGE OR 3-D AXISYMMETRICAL HILL 2 P .jeci PCC j ;fanities Wed June 10,2009 8:21AM BU!LDING ENCLOSURE MAGNUSSON KLEMENCIC lsoc FS Definition of an 'Opening' An aperture or hole in the building envelope,designed as open during a wind event,and that may allow air to flow through during the wind event Examples of possible openings include: Doors,operable windows,air intake/exhausts,air conditioningunits,garage doors,deliberate gaps in the cladding,parking entrances,etc. 9 9 9 P 9.P 9 aim eoemny. 1--- INPUT VALUES X d'un Openings Y dim Openings y4lm o`adn ( FLUOti Story'rft �Plan Dimensions Windward Leeward Windward Leeward ENCLOSURE —� IIt— ft X(ft) Y(ft) (f") (ft42) (ft^2) (RA2) , BUILDING Leeward . PLAN— y.dim open nq. Parapets 125 316 222- end I Roof 1450 tt 316 222 Enclosed pa 14.;0 ` 916 222 Enclosed windward 2 f 14.50 !( 316 ?1'Z Enclosed xeim ooenFmr. Ground 315 222 — — .Yy dxls n 4 BUILDING ELEVATION Ar- _Story i _ _ = Opening @ _ _ N g Story i-1 i NOTES 1 Input partial enclosure on the'Input'Tab if any level qualifies as partially enclosed 2 Openings are not subtracted from the effective wind area in the MWFRS or C&C calculations. 3 Wind In the+/-X axis and+/-Y axis directions is checked. 4 Opening sizes should be input over the same extent that the Story Height is input 5 Enclosure may be varied on a floor by floor basis. Consult the Wind Expert Team 6 Enclosure condition effects MWFRS Roof Pressures and CSC Pressures. Enclosure does not effect MWFRS wall pressures 3 ,Project'P,CC�Hutnanitlas _- ..,- Wed June 10,2009 8:21AM MAIN WIND FORCE RESISTING SYSTEM(MWFRS)PRESSURES "','AOtherASCE Wind Design a nts" """ i Notes Veto ityPressu qh 26.6 PSI MAGNUSSON 1.Wind based forces are unfactored lose ASCE section 2.3 and 2.4 for load combination$) Windward Cp 0.80 W G2. Internal pressure(GCpi) applied Io all walls per floor nd thereby cancel out on each floor Side Wall Cp •0.70 3. The windward,leeward, nd side wall pr es listed here do of Include ntemal(GCpi)pressures. Gust Effect Facto Gx 084 4, Positi pres act toward the building cute surface(pressure),negati press res act away from the surface(sucti n). Gust Effect Facto Gy 0.83 E5. Per ASCE 8.1 4 1 the minimum MWFRS total story design pressu Is 10 PSL Di ctio slily Facto Kd 0.86 6. Forces resulting from the roof MWFRS pr not Included In the Be Shea Overturning force Importance Facto,by 1,15 r kips ki sns,P.feasurel. P .•,.,r.y.#.. �... ....«..rA.....v., ..x.,, :vr,.y,�,t•.gY,..,yy.y�.,.♦ f'tt`^ A'•>',„�.^en•.�,.«A".,fi't,.a•_, i.uW nV'n,n,t• ro 3 ..Y '3E SMiit 1'.k rb''�. :.' .•' ;- '`'"+ .rett ;nfuta mum:'Mlnimum :k �.-;14�IJNyer4 r.���•a '. ��.. a,.. ;f:,...,:, r,�s 4y+a �, .��Y. �*2" � rime �3r�.,,...:... „ . ,.�.'a F` 'Mteirlel, mdl:, vOK ;F400R Y^ ICt' ;Itii, q2 ��yrZI;CP'ttvdCp:4 tsg9!g6:.r:PJO ,e t¢ 111fjv .F 'x E-"F ly,"^ r:Pl� .rte,.' te@B,t!Ge''An0e31$ �: �+ ,,7, rw*; X, ,.P 3aut8 Pressure, Ppef, ,x3v > A fFu^' 'psfp;st>e�� ;kms iw��P£ :+tS .ost' ;var Wind Overturning X Dir Wind: 6,224 kip It Paiapel 44.75 1.07 1.00 26.7 40.1 -268 4t,18,x; v'1® 6817 40.1 .26.6 ';28:3, y«+`s28a '�I;'J82.?, Y Dir Wind: 9,300 kip ft Roof 43.50 1.06 7.00 26.6 -0.42 -0.50 17.9 •9.3 15.7 -1,41i:7 °{`82r';tx 903`. 17.6 11,0 154 ,85.6 O6y' '-d 7"8$ 48 .4.8 } 1 18.2 11.0 15.4 ;124,8 ;t1j.)"''S�',@1S`x 4.8 .4.6 3 29.00 0.98 1.00 24.4 •0.42 •0.50 18.d -9.3 75.7 112.8,' :'1451�,y2�'� 2 14.50 0.85 1.00 21.3 •0.42 -0.50 14.4 •9.3 15.7 278.1: ,,77221.'�1cfb�ta 14.1 11.0 15.4 `;11$.3 x ,332,;" ' 3.,,671•.., 4.6 •4.8 Ground 0.00 0.85 1.00 21.2 -O.d2 •0,50 14.3 •9.3 15.7 '�,36;0;•gaS?@BF 'S01'r'r 1d.t 11.0 i5.d '"67;8` ;': ;i' 4.8 •4.8 �';� �o",`?,����,, Kr,'';, •a�+„s<� x�,,5S'6� '�'r•'"., Wind Pressure Height 45 Q. i„ dp35 l.. JIM Ar*k R i* `q�k,_ P,• a_a ter° +d.a ; „�,pp�;,..` M.��•��- ••`"�`.x:�,Y tis'$ t`�f l'�'t''ti'S 1 Vii;.'iS:i'2•p-Y-., �rt,y� t t,4�,^�n�`+� u�� id 30 25 20 q 0 10 20 3o a0 '", Wind Pr (Pso ,' •�T )sevel_I�]- ECI r^tfi5k�J'M1., >tf�t'r5% "y•? , .z: r k•'"t>'s- '«i' L.svgj� >,.%" ,'1«'S ell _EO Tr Tributory J Height .:Wass ,ys„•.:.2a•,.. .Project PCC Humanities Wed June 10,2009 8:21AM MAIN WIND FORCE RESISTING SYSTEM(MWFRS)LOAD COMBINATIONS • NOTES MAGNUSSON IF. "Fx take paalletoMeX- KLEMENCIC 2.Fo "Fy take pa apelto the Y-axis <_oc L --- — 3.T rsio at Mome 'Mt'take about nt-d of Boor 4.-Mt maybepoStG a egabv ANALYSIS COMPLETE CASE i CASE 3 5.Load Ca 1 nd 2 be appbed n X nd Y on-corkun ntty 6.Addibonal bad in negatb e X w Y ans&etbons should be checked 7 Wird force nfactored. 8.In flenble structure the mass bftness nbicity R must be input to ach flow Se ASCE7-05 Secbon 6 5.8.2 y -1 Load Case 2 MIX 0.75'(Pwx Ptx)'Bx 0.75"(Pwy PN)"By'ey Load Case 4 Mt 0.563'(Pwx Pb,)'Bx 0563'(Pwy Ply)'By'ey ,ASE 2 CASE 4 LOAD CASE 1 2 3 4 Code Rigid Ma I Stith. Dc ign @:�`'"" --q....... Ec ntricty Eccentricity Eccentricty u KIIi6Gt1-' < Y,:elireCSlotj '`' .XJrtpctti0n Y..Y"dion ,-?>< 9ibtlei. 9oltra LEVEL Y en. YY =FYEy. _AM;,'..Fi .fY. Mi; L.Fzs ",fir gMu;,,.Fx 'Fy: Uk R R R R R R It SUM 259 0 0 0 389 0 194 0 6472 0 292 13819 194 292 0 146 219 15247 Root 33.3 47 4 -33.3, 17.4:. ,. U.i K,: 47' ;W '4',�,5p". %i '69' 3268, -r'ra69p's�,.wW 3S' 52, "7821: ] 377 474 13.3 =4TA,>sC83 wti'�3.; 0-:.-8>`v','' 't Os`-'62f '0, 20bB :0: 93- 4424..`"82; :'934 =ff;.,,' 47 ldi �48T! K r s 2 ;'-7:3 '474`..'7{'i,%' Dom; 'ei'h �..* - a-){-5:' sfi4;r'� 57 bt :�9M��.0- :8fi. 0896 '�F -..43 -65' 4503 J]7 47 3 Ground 733 474 33.347-4: Y •U%i3y9s` .28 0' 9±i9z,: ,p 'H, k •"� .�' ", .:CMZ /- •.'#u?�T, '�Y1( .3:- �� Fes`- : *. .. ar' 3 1W p"I KI ': a a%'y'i :.,',+,r6YL,ri 3,�'j�r i`' 'G z ice. 1 5 Ab(nahj6lk, Wed June 10,2009 8:21AM C if #Otlf q 1,— I-�----, I — ROOF MWFRS PRESSURES Design'1hfdrii.qatid1hz1MAG NUSSON KLEMENCIC ASSOCIATES Roof Type. Flat Roof Angle. 0 degrees ANALYSIS COMPLETE Case I+Gcpi Case 2-Gepi ROOF PRESSURES Windward Leeward Windward Leeward Horizontal from(ft) to(11) psf psf psf psf psf psf Extent Windward Eve All All -8 -42 0 34 0 to h/2 0.0 218 -8 24 0 16 h/2 to h 21.8 43.5 -8 -24 0 16 h to 2h 43.5 87.0 -8 15 0 7 >2h 87.0 316.0 -8 11 0 3 Case 1+Gcpi Case 2-Gcpi ROOF PRESSURES Windward Leeward Windward Leeward Horizontal from(ft) to(ft) psf psf psf psf psf psf Extent(ft) Windward Eve All All -8 -41 0 33 0 to h/2 0.0 21.8 -8 24 0 16 — h/2 to h 21 8 43.5 -8 -24 0 16 — h to 2h 43.5 87.0 -8 15 0 7 >2h 870 222.0 -8 11 0 3 — Inward Pressure Inward Pressure Outward Pressure Outward Pressure L.—d Rd W-f—d R—f Outward Pressure lmwd-Rrvf WIND a WIND GABLE ROOF MONOSLOPE ROOF 0 W2 E" WIND ROOF PRESSURE EXTENT NOTES I Positive values act toward the surface 2. Negative values act outward from surface 3. Blank values do not apply to the load case wind direction selected 4. — indicates pressure does not apply to direction considered. 5.Wind design pressures are unfactored. 6. Where two windward pressures are listed,the roof should be designed for the worst combination of windward plus leeward pressure 6 Project PCG Humanities Wed June 10 2009 8:21AM WALL AND PARAPET C&C PRESSURES MAGNUSSON .Watl,Cladd iig Pressures, ' KLEMENCC o IAIES CLADDING Ae(ft^2) 10' ANALYSIS COMPLETE ( )=outward suction(psf) (+)=inward pressure(psf) Wall Pressures from: Fig 6-11A Reduced GCp per Fig 6-11A,Note 5 H \Yard Level Negative Positive � " Wl n EA Edge Field All Mean Roof 38 31 29 f Y Roof -38 -31 29 �- 3 -38 31 29 2 38 -31 29 Ground 38 31 29 td'e Edge P ure Field R'ess — Negative Pressures Pi rtivefresgwe, — NOTES — 1 Positive values act inward to building 2. Negative values act outward away from the building 3. Blank values do not apply to the load case/wind direction selected 4. — indicates pressure does not apply to direction considered. 5.Wind design pressures are unfactored. 6. Per ASCE7-02 6.1 4.2,the minimum C&C design pressure is+1-10 psf 7 MWFRS pressures may be used for Ae greater than 700 ft^2- ":Parape-'I ScreeriWail C&C-Pressures:"',:. PARAPET Ae(ft^2) Case A Case B Roof Zone 2: 62 51 psf Roof Zone 3 74 56 psf See the C&C Roof Pressure tab for Roof Zones. PARAPET NOTES 1 Cumulative pressures are reported on the front surface of the parapet. 2. Positive and negative pressures act in the directions indicated below -- 3. Internal pressure is ignored. i.e-parapet has no internal volume. 4. Wind design pressures are unfactored. prat E_ VftuE �OvAl,u y,/r p PRR-APET PizESsuRE i 7 ffircije4pCc Hurisanities Wed June 10,2009 8:21AM ROOF AND.CANOPY C&C PRESSURES NOTES MAGNUSSON 1.Positive values act inward to building KLEMENCIC 2.Negative values act outward away from building >Ssccl It, 3, indicates pressure does not apply to direction considered. 4.Wind design pressu es are unfactored. ANALYSIS COMPLETE S. MWFRS pressures may be used for Ae greater than 700 ft^2. Effective Wind Area Ae(ft-2): Z 0 "a"dimension 174 it Root Angle: 0 degrees LL7 C&C Pressures from: Fig 6-118 Overhang Pressures from: Fig 6-118 4 Roof Design Pressures Max Value Min Value Zone I Comer(Zone 3) 13 -79 psf Edge(Zone 2) 13 -53 psf Field(Zone 1) 13 31 psf Overhang Comer(Zone 3) 13 -79 psf Overhang Edge(Zone 2) 13 -50 psf Zone Zo 2 zone 3 Special Design Pressures ROOF PLAN Sawtooth Comer(Zone 3 B,C.D) — psf Monoslope Zone 2' — psf Monoslope Zone 3' — psf PLAN VIEW Pre rrre Normal Examples:Chimneys,tanks,rooftop equipment,and similar objects to Diagonal P qz G Cf Notes: 1 Maximum of(Gx or Gy)used for G 3 2. Object must be behind a screenwall or parapet or within Roof Zone 1. Use C&C Wall,screenwall,or ;tF parapet pressures otherwise. Object Height above Roof. it Minimum horizontal dimension 10,01 •it Object Shape: 10o -uro Pressor e Normal Pressure Normal to Face: 20 psf to F. Pressure Normal to Diagonal 20 psf 'C Roof Level Height: 415 it Canopy Design Pressures: Canopy Height: it Downward Pressure: 16 psf Canopy Angle- 0.0, degrees Upward Pressure, 27 psf Projection from building: 10.4, ft Along Wind Drag. 0.81 psf P-ji-tiou • Up—rd Pre—e cmopv Angle i; Downward Pi es,riurr CANOPY ELEVATION NIIENA' CANOPY PLAN IVIEN't 8 4 rY� ,Jt .' ,. -'L'r „-";t�•.�.��"• ,+ •• :, .�':' '_-7;`..,i. Y4 �a r • '� C �” •;{ten . _.—__. �_rai{' A °pts. r-M1X N' P- 1Y�'Gxe sr ftT, X_ i _ •�•pyy�•� ��gg//yyyy��v Vi ;T✓¢L.,..._.:._ €w� �,,�.y�.� ;�+��. ar*,t�R'ra4ePl';'1a'y4t`a" :%.,. i ��� ''a.'• :. 3�' • �- `„ °tom I "' rr :ty :t"a' ';�l'. ._.-Y,:�o ``�•- a ti - '.xr' ,t�� .��I ; 'i -•� '} "7�,;i: :r;.,�r. 1��>4.n8"'����� e.. .rs ��,•.,'��?rJt�.���t�'��s�: • -.. '.,ya4� `J d�M `" row j, c .'•� Nblti �a'r^i i...1SE,F#biwa..•�ri •-,;;, ' 4`�`': lfl��.. IV;l. 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Y"''l4F l�'�,yn�W•.`S +ttv}j'�;,�i�'.' :`7!�• .�wl`v'w�3'4t`�,•k' '_ `„`4t'�y>e '��"'� Ay�,v�:'LJI,*ek'NW�.+..y i,•�?�itj� •�„» '.sp Wi-yrn��./.i•..”..�j'�;zy.¢x)m,�'y;V_�.,'�V�.w.{}ff.m�Ii�i,"�.�p�., , .®v"�;''i�"�w-tI'.rr�f;3y�,^JrIA y� , ,A. ° &.4 al ----------- ag _14 a �0_ A ­—va ou 4 i,5 6* i"lo- FW tg Ql% 4Y bi -9 sip 4 A L4 =,�F _t, I 4, ;°: 10 Maier Hall (Using ASCE 7-05s2) (MKA Project# 00000.00) Base Shear Basic Sheet By-AGM Date: 6.9.2009 Time: 2.36p 1:KCH.— s(En91 a \AGMNL — s(1890323 sm,c B, IBC 2806. sJB Ground Motion/Site mapped Ss 1 123 = mapped SI 0.470 F _ 1 Site Class D SDS = 0 787 = 0 C r S D] = 0 479 TL = 16 Building Information X-direction Y-direction Occ. Category III Type All others Type All others SDC = D C = 020 C = 0 C20 I = 1.25 z = 0 --) = C, 75 C = 1 -11) Approximate period, Ta = 0.28 sec Ta = 0.28 sec Upper limit period, CuTa = 0.39 sec C„Ta = 0.39 sec R x-di 6 R y-dir 6 T analysis,x 0.20 sec T analysis,y 0.18 sec T deslgn,x = 0.20 sec T deslgn,y = 018 sec k x = 1 00 k y = 1 00 (Eq.12.8-2) C5,,1 = 0.164 -controls C", = 0 164 -controls (Eq.12.8-3) 0 499 0.552 (Eq.12.8-4) a rl.8 (Eq.12.8-5) 0 043 0 043 (Eq.12.8-6) 1 a ri_'a r For ELF V ELF,x = 1383 kips V E1F,y = 1383 kips (V omp t d.th R and, n Vt,x 2615 kips Vt,y 2519 kips Scale to V DYN,x = 1175 kips V DyN y = 1175 kips No stories = 4 [controlled by 0.85Velf] [controlled by 0.85Velf] j Vertical Distribution of Lateral Loads Level, weight, story elevation, X-direction Y-direction i w (kips) height(ft) h (ft) L w h k F (kips) V (kips) w h k F (kips) Vi (kips) Roof 1395 5.00 34 00 -42 3369 336 9 -74 - 336.9 3369 3 3477 14.50 2900 uua4 716.3 1053 2 i -847 716.3 1053 2 2 3198 14.50 14.50 463,6 3294 13826 4,_37' 3294 1382.6 Base 365 0.00 000 u_ 00 1382.6 00 1382.6 E = 8436 "14650 19465 11 1/2 Maier Hall (MKA Project# 00000.00) Base Shear Basic Sheet By, AGM Date:6.9.2009 Time- 2.36p \ECCH.— s\En9in s\AGM\L s\i0 Ground Motion/Site mapped Ss 1 123 mapped S, 0 470 Site Class D SDS = 0 787 Sol = 0 479 TL = 16 Building Information Occ. Category III SDC = D I = 1 25 C - 1 0 No stories = 4 Static Accidental Story Torsions Level, weight, X-direction _ j --L Y-direction -- —� i w (kips) I Ly (ft) Ax --AXMta,x (ft-kip) x (ft) Ax A,Mtay (ft-kip) Roof 1395 233 1.00 3924 3924 282 1.00 4750 4750 3 3477 233 1.20 10014 13938 282 120 12120 16870 2 3198 233 1.30 4989 18927 � I 282 1.30 6038 22908 Base 365 _ 0 1.00 0 _ 1_8927_] 0 1.00 0 22908 £ = 8436 (at level) (cumulative) (at level) (cumulative) } IZ 2/2 0 20 Maier Hall X direction 0 18 (R = 6 I = 1 25) V/W = 0 164 CAlk X-dir design spectrum(R = 6) 0 16 I t 0 14 3 ++ 0 12 c v u w 0 0 10 V R d7 s 0 08 a� M CO 006 (Eq 12.8-5) 0.04 0 02 0 00 Analysis,Tx = 0 2 00 05 10 15 20 25 30 35 40 45 Period, T (sec) w 0 20 Maier Hail Y direction 018 (R = 6 I = 125) V/W = 0164 i Y-dir design spectrum (R=6) 0 16 0 14 3 > r a+ 0 12 } c I d w 0 0 10 U t0 d t 0.08 - +v rn A Ca 006 (Eq 12.8-5) 004 rr 0 02000 I Analysis,Ty = 0 181 00 05 10 15 20 25 30 3.5 40 45 Period, T (sec) Design Sheet ) MAGNUSSON KLEMENCIC ASSOCIATES Structural+Civil Engineers PROJECT f0,aI lm, SHEET LOCATION CLIENT DATE BY 7V7u J�-L- g6A-1oTy V .IT-�,'Te;, (4 CQv) Ir7o Pei- FISF Pot-- W06CK �3 ti5 psF 4o PAF virr I, APF tV-T. To A-W W V, Lily 3 Noel P Q ?int tt It" � 10 t r 15 Design Sheet MAGNUSSON KLEMENCIC ASSOC I ATE 1S Structural+Civil Engineers PROJECT r66 SHEET LOCATION CLIENT DATE 11 Wr V HOLT 6,f�r 145 - 2,--'1& Q-j LarL rf�� n4 mki,H U-IPI-vv .4, 1p, 1000 «14 'y I f 06 4C TSF -1 V 31 1b 101 lo-6 7fA5 -1,1At --0 -T �4 10 0 r 7-'r 1000 W-V� L4,1V VK12 (14 I-VV 16 Design Sheet - MAGNUSSON KLEMENCIC ASSOCIATES Structural+Civil Engineers i PROJECTy Q� © � SHEET LOCATION CLIENT DATEmlov BY i 3/k3-01 h ! r j 4/011A* VV G A \ 4/k3 ov i 17 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ —� Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY Feta- W� �- bo o -r $ o") it b + 5>F so'-0" -0 03 3 -.v,- d . Nov-TS -A-5r \N 1 Nbr ( -ft-kf : 4-1�-0a, Is -o") 4 (5L4 t (A5 � 53') + (a �v + + q-o'� >F(�"3C'� m5, Lo 1 3a d` + �a` + -41 4' + 27 e" (A' rl 14, df f8 o"t 4,a' o" -4- b' ov -t 20 Ov f 25` 0" + 13 P' + 14 Q" + 40'-10' U54'- 9 ° /V V V ..� -,2r- + 5- } + YS�x s C3g5 �i">+ vPSF 14 6`-X (&5+'-,l X031 b{� 18 STABS MKA I� l I; I I, I� I �I f�I I I II l li I' I� � I i it I it ��� •rm -o my �- ► ��r� OWN S, -441 I� I I, I l �I i II II iI' i 19 ETABS v9.5 0 File.09_0527 Maier Hall Wall Piers for Piles June 9,2009 1503 3-D View Kip-in Units ETAB S MKA R. f�� f � 4 s p` '. ! alp =ii as�b- ate7-72 . ETABS v9.5 0 File 090527 Maier Hail Wall Piers for Piles June 9,2009 1504 Plan View ROOF Elev_ation 522 Kip-in Units E TABS MKA - -------------------- ------------------- ----------- �I it i ! ;i II 'i i i �r i I i I 1 I ETABS v9.5 0 File 09_0527 Maier Hall Wall Piers for Piles June 9,2009 15:04 Plan View LEVEL3 Elevation 348 Kip-in Units E TABS MKA I ' lam km 33 I I i ii it f. LSL52YM1 D ! I I I I I 212 ETABS v9.5.0 File:09_0527 Maier Hall Wall Piers for Piles June 9,2009 15:05 Plan View LEVEL-2 Elevation 174 Kip-in Units STABS MKA I I Sm � ETABS v9.2.0 File:08_1231 Maier Hall Revised Shear Wall Locations January 6,2009 9:09 23 Plan View ROOF Elevation 528 Kip-in Units Amplification Factors Maier Hall AGM 3/23/09 &vertical *center horiz* Point Ux Ax Ay .Story" Point Load UX UY location, davgx davgy max Uy max Ax Ay max max ROOFAMPXPvertical ROOF 458 AMPXP 0.0412 0.0142 vertical. 0.033 0041 1 1 1 1 ROOFAMPXNvertical,ROOF 468 AMPM, 0.0412 0.0,142- vertical 0.033 0041 1 1 1 1 ROOFAMPYPvertical-ROOF 458?�MPY'0 0.'0442 0.0#42.vertical ROOFAMPYNvertical'ROOF' 458,AMPYN- 6--0411'2- .0.0142° "Vertical. ROOFAMPXPhoriz ROOF" 0.1369- -0.6042, 'horiz ROOFAMPXNhoriz :ROOF' 546 AMPX",- -0.1399- A.0042 honz -AMPYP 'hdrii: 0002 0004 2.2 ROOFAMPYPhoriz �Rbb� -�,46 013§9 --0.004 ROOFAMPYNhoriz :ROOF 546:AMPYN, 01399z -0.0042 horii 0.002 0.004 2.2 2.2 ROOFAMPXPcenter ;RQQP 1'030 AMPXPI 0.025.7- :0.0006 center ROOFAMPXNcenter ROOF 1030-AMPj(N, 0:02577 --6, center ROOFAMPYPcenter :ROOF -166-iMpPyo x:0257 CL-0666 center ROOFAMPYNcenter lbaAwyk 0--.02,57 z 0,:,,M, defliI4- 0614 LEVEL3AMPXPvertic;.I',EVEL3, 458 iJMXJO- vertical 0021 0.025 1 1 LEVELaAMPXNvertic;:LEV,EU. 468, 64 6:069, Veiiicai: 0.021 0025 1 1 1 1 LEVEL3AMPYPvertiasLeVEL3. 4$6AMPYP' 0.6164• b-.609;-veiti:Wz LEVEL3AMPYNvertic;c B 458 AMPYk 0b254 '0.009. vertical` LEVEL3AMPXPhoriz LEVEb6.46:AMPX0, Qr.067 -0.0017 hbrfz LEVEL3AMPXNhoriz tEVEL3- 546 A:MPX14- '6-.067 40,017 boriz LEVEL3AMPYPhoriz 546AM0,Y0 0,067 -:0,0017 hbrct 0001 0002 1.2 LEVEL3AMPYNhoriz :L6E l- 6.0'67 -0.001.7 hod.z. 0001 0002 1.2 1.2 LEVEL3AMPXPcenterLEVEL3 !W0oAMP)(P 0D1,68, -0.0009 center LEVEL3AMPXNcentei LEVEL3. .1030-AM PX N 0.'0158 -0,000 "center LEVEL3AlVlPYPcentei.LEVE0 10:30,,`,,AMPY-'P, 0,0158 mO:QW?a. -.center LEVEL3AMPYNcenteiitVEL3� A—- )bb9: cehter LEVEL2AMPXPvertic;:LE.VEL2' 456 AIUtPXP 0-0162 0b032 :vertical 0.009 0010 0.9 LEVEL2AMPXNvertiaitVIEU 4&&AMOX4 .0.0102.- "0:0032 Vertical 0.009 0.010 0.9 0.9 LEVEL2AMPYNertics'L t�L-2 4�,-580 0:00- "0;0632`:vertical. � -A vertical -EVEL2 45�8 ,MPY O.'0102z ,O�0032 LEVEL2AMPXPhoriz :LEVEL2 546,AMPXP :6.6234 -0:0009; hofi2 LEVEL2AMPXNhoriz LEVEL2 546AfAPXN, 6.0234, horrz LEVEL2AMPYPhoriz LE1t1W12 646 AMOYf- 0.00234- -0.0009: hbrii- 0.001 0.002 1.3 LEVEL2AMPYNhoriz 'LtVEL2, 546 A,A4 0-'0234, -0.0009 hbrili 0.001 0002 13 1.3 LEVEL2AMPXPcente(,,LEV.EL-2-. 1630 A,MPXP,' 0:0079 0:0018" LEVEL2AMPXNcentei'LEVEL2 16%A0PX 0.0079z, 0.'001& center 'E 1 0 LEVEL2AMPYPcentef-.LEV L2, 00*.m :Y-,P 6.0079 0.044 center LEVEL2AMPYNcenteIEVEL2,--' 4030',�RPYN G.6679 o.bW,-ti- center 24 Design Sheet MAGNUSSON 11 KLEMLNCIC _ ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY JV0ry o-Vld �lSptr-c<-Men+-5 Tcom - J er}-►cc._� pi U Y1 C-0 0 0 m be rS J C'� ta��con I Coad Ito 1�0� 112 e r �,C w` H 1�2 \10 2 2 r I l 1 2 sc,,,5 2 I 25 LA Design Sheet MAGNUSSON KLEMLNCIC ASSOCIATES _ . Structural+Civil Engineers 1 PROJECT LOCATION CLIENT DATE y� p BY �MFL Fja'N,20 Nv-V46 Az�G(ppJTAv ToRSLor,1 r-r-1 fi,'yPT"6i- No "D04TA1 ilo"IDM PvwD To r-xi,, �XF V- rwmpc �� PVTOi t e"m I�V�iV �t.!IN G- �-to��ln►�t E'f5 �t`�1�,a x ���y wo To iv,2 Y,ro-A qaZ y loloo k - �v6vt4D vAVS-T V Aio¢5 V ' o I-V Ay = I v I.,� q j �7��� polntty ►�4q� �5S, 5�-� , !030 1 26 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES _ ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE �n o BY R" f w r114 R,A E iTa°S TT-opoV-Tiot—1 k,&i Tl FkL, -r st Ngt�< w�r L NdU [�! N11LJGt r o b het l l A VMT + IJorzn- Nal�fiw ' IJOtTd� AMS >�(�(itDFi1�1TPCli ToV-SIVN To } r n1�s P�oNCT G tc: CC�� OFT- rot- Oxy " I , RX� — I wiobr kDo!' W Z-T Iv vv2 515'v 2ZZ 1ny4 . Ncopz - ,2�3� nn� X10 L04 TL 1 f� WV�7T 1 I titi2 Y G! °O 2Z2 x 111(o Nto 'o I IM, Wr�T ?44f tivz �l°I5 ns s 5�le jb3o q7 27 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers I PROJECT SHEET LOCATION CLIENT DATE 01 BY G/(� �K-1krnI�JGr li P� Gialt�tl1'tC�o� '�� I� ptiF '/TODD # �l Y 7 ��� 4 �,n�s 28 Shear Wall Design chm.ht I pla"i ahitaeta 0 0 I I'Ll J- C I/S3.12 C04DL5 2/S3.12 3/S3.12 4/S3.12 5/S3.12 11/S3.12 SMR WALL ELEVATIONS SEE 53.12 FOR KEY PLAN LLJ 0 0 0 0 0-F,3 0 Z ILLJ a_ Ir- 1-3/S3.11 044b 16/S3.11 18/S3.11 SAll ALL ELEVATIONS SEE S3.11 FOR KEY PLAN 0 0 0 0 0 0 O-Z Ma cA 2009 ZR_ Constrictionn� Documents 4— Shear Wall I/S3.1 2/53.11 3WI 4/S3.)] 5/S3.11 I1/S3.11 rm Interior Elevations Q SHEAR WALL ELEVATIONS SEE S3.11 FOR KEY PLAN V'S A5 lx "r 0 0 0 0 0: 1/S3.12 V1 SIV rp 2/S3.12 3/S3.12 4/S3.12 5/S3.12 II/S3.12 SHEAR WALL ELEVATIONS SEE 53.12 FOR KEY PLAN 9 wirO C-) 15 Z LLJ Q. 13/S3.11 p S,GJ 16/S3.11 18/S3.11 SHEAR WALL ELEVATIONS SEE 53.11 FOR KEY PLAN 0 0 910 0L__ — Mr ch 2009 .r7 L ! 1-__112! Shear Wall I/S3.11 2/S3.11 3/S3.11 4/S3.11 5/S3.11 II/S3.11 c, Interior Elevations SHEAR WALL ELEVATIONS SEE S3.11 FOR KEY PLAN A5,1x S nGIEOIh I n@ir•]aO ,E)rchit$stz 'oY O 0 la IS II II7 O O 17 O O Towe 506 Se Tr 31'-0' 30. SO 700 17'7' ' 37b _TOPOF CTRUCTURE Seattle.WA9810. 2ZeY�V 13 STn1F.nF\V tSNE!�fTON Zip T4 L V- S4 ---- - -- — -- -- ----- --- ---- --- ---- ---- -- -- -- --' - -- --- —' 2x0LFVElFnv+EDnaofl El 114 - - --- - — -— -- -- - — — w�rval n&FDRolR Um 1/S3.12 ,c 1ev 2/S3.12 3/S3.12 4/S3.I� 5/S3.12 11/S3.12 n SHEAR WALL ELEVATIONS SEE S3.12 FOR KEY PLAN ` N W F'� M V � J W 3 O O E.5 O 10 l i 0 O / J m GE^7 Lri Egr _ d✓ .'P_i0P GI SLRUE1VFrt � 'C O CI IN'fi Q /L� d J ZZ YICIO m C c C ar z _ 3RDL—MFW6NED 1100, — O I 2Eb r EL 79-0' 7795 L11J F o -- --- i� n V D LEKI!VASNED RODE V 10 �- I. I1� '�— -- --- —-- ----- �.'� -- ----- -- FL 7. —®-- '--- w-�_ EE 10a,7 —� 13/S3.11 E/(Ylt> r2 16.11 (gyp D s r 18/S3.11 b _ s n SHEAR WALL ELEVATIONS SEE S3 11 FOR KEY PLAN 0 0 0 0 0 D o E5 a7.r 2M' 11'< 92 34gP 67d' l TOP OF STRII[IURE p l l f l' I Rd CI 144 P' P, ip:r, Prele tl J. er ce E.tr7a Ab LEM FINISHED FLOUR D- E, E112°D _ I 2ND 71 -- 1FRll5NE0 FLOOR $ta Prgect 120063250.117 F1114' Co =March Docum1 March 2009 Lj Construction b ` _IWRLYEL MbHEDFLDOR [Documents EL I0.0 /- 15=1 _ 5�I y_ Shear Wall &M 1/S3.11 , 2 2/S3.11 kM)3 3/S3.11 4/S3.11 5/S3.11 11/S3.11 ��toy Interior Elevations n SHEAR WALL ELEVATIONS—SEE S3.11 FOR KEY PLAN 6*1D¢ A5 1x 31 U - Oacht I Mani ehlteete 0 � F ZA 'T° 2/S3,12 3/S3.12 4/S3.12 5/S3.12 11/S3.12 SHEAR WALL ELEVATIONS SEE 53.12 FOR KEY PLAN uj U-1 __j O 0 Q 0 Q Q p 0 0 ::D Z: Uj CL t2 cl- 13/S3,11 16/S3.11 18/53.11 SHEAR WALL ELEVATIONS SEE 53.11 FOR KEY PLAN 0 O Q O QX --okm co L-�72.n 1 Shear Wall 1/S3,11 2/S3.11 3/S3.11 4/S3,11 5/S3.11 11Interior Elevations SHEAR WALL ELEVATIONS SEE S3.11 FOR KEY PLAN - A5 Ix uj ETAB'.,,-, MKA V.MM[FrTIOA ............. 3t 1 Z5 Fv F14 ETABS v9 F File 09_0226 Maier Hall Diaphragm Analysis Epicore Independentv Beams 13,2009 12:48 Plan View Elevation 528 Kip-in Units ETAI MKA I ,I �5 U pl3 p3 ReP�va{�on (,n-iol Iv I Utz t•� 3Po I � �I P� Eleva�o� I PGv27 rteJa},an Op la CTYJ S 5 i l ABS v9 5 0 File 09_0226 Maier Hall Diaphragm Analysis Epicore Independent w Beams March 13,2009 1248 an View LEVEL3 Elevation 348 Kip-in Units E TABS._ ,MKA Dpi3 i Cr-yid I;L(, fie, Qeva�Q� i 2PG i le va ,•o5✓ cry, �°I EIeJ3 V'1 .............................. cam, Pc?i if �7i 40 I ETABS V9" File 090226 Maier Hall Diaphragm Analysis Epicore Independent w Beams 13,2009 12:49 Plan View 12 Elevation 174 Kip-in Units MKA ETAT - � X00 I� I� vI I ETABS v9 5 0 File. 09_0226 Maier Hall piaphragm Analysis Epicore Independent w Beams March 13,2009 12:54 Elevation View 5 5 Kip-in Units STAB; MKA l sE�aG�G'N�o I'''}, ITIY dLEV P r) i Y i I i i I I i t I�l"l'y Y 1 7 i i I i ETABS v9 ile 09 0226 Maier Hall Diaphragm Analysis Epicore Independent w Beams 1 13,2009 12:55 Elevation Vie 1 7 Kip-in Units ETAI MKA i I�r i � l i i I i I i I ABS v9 5 0 File 09 0226 Maier Hall Diaphragm Analysis Epicore Independent w Beams March 13,2009 12;56 Elevation View 6.5 Kip-in Units ETAB a MKA � 5 J , I I i I I I i � I I I � �L�IP�-tiorl SID �1 ETABS v9.5 l ;e.09_0226 Maier Hall Diaphragm Analysis Epicore Independent w Beams W 3,2009 12;57 Elevation View Nl Kip-in Units ETAI MKA I, I. i� � 1 FBTABS v9 5 0 File 09_0226 Maier Hall Diaphragm Analysis Epicore Revised Openings Salvage March 17,2009 14 40 Elevation View 5.5 Wall Pier IDs Kip-in Units ETAB S MKA N Ile ly' M Pig 9, I I i ETABS v9 5 0 09_0226 Maier Hall Diaphragm Analysis Epicore Revised Openings Salvage :h 17,2009 14 40 Elevation View j / Kip-in Units ETAF VIKA i i , I I' �t,�lk(iorl I iib 17 WTABS v9 5 0 File.09 0226 Maier Hall Diaphragm Analysis Epicore Revised Openings Salvage March 17,2009 14 41 Elevation View 6.5 Kip-in Units STAB. MKA ,II+14�III If l,�l'llgl �IIII,LI��I I i1��i I ,4111 i f� I d, I i %WVn tivl� ETABS v9 5 ile 090226 Maier Hall Diaphragm Analysis Epicore Revised Openings Salvage rch 17,2009 14 41 Elevation View ,A Kip-in Units ETAB" MKA i I I I i I ! II i V I If II jlii I 9 I Ill�olll Ihj; � I ETABS v9 5 0 File: 09_0226 Maier Hall Diaphragm Analysis Epicore Revised Openings Salvage March 17,2009 14 42 Elevation View N Kip-in Units ETAB a MKA �I I li, I M J it j1, II I,I ,I �I Jli iilll' i i i ii ETABS v9 5 le:09_0226 Maier Hall Diaphragm Analysis Epicore Revised Openings Salvage 'ch 17,2009 14.50 Elevation View="Q Wall Pier IDs Kip-in Units ETAT' MKA y'�41 jo I � t ��I�CoN CIMV �z 'E_fABS v9 5 0 File 09_0226 Maier Hall Diaphragm Analysis Epicore Revised Openings Salvage March 202009 10.32 Elevation View N Kip-in Units ETAF MKA i i' �I i I; i I ETABS v9 File: 09_0226 Maier Hall Diaphragm Analysis Epicore Revised Openings Salva6 JIarch 20,2009 10:31 Elevation Vie. 6.1 Kip-in Units _�: ijl I it I I I � fi � it + I fli a 0 f;go aae.sa. _ saaasr rsa raeaao�solo^rolsa.. ^I:�oo�o o�oo :..rases d a aio o�o o^ �'� 'rn8r§xR�srmsa ss Rs.rw as„.��mrsR�aaaxs.@far_ ao Sd” `_R:.2�m �Rm A8�9{r .r�a.$:C-S'$I^olo3�:Sir`^ .jRR BR�R9So^I�S�SrSNm$m%m^Br. «lo oho o+o ^io I a .. a I RRRRWX�RXRRR$RR9��9.m.RR,m,RR�RYCRR$ RRRRRXRRooRRRiaaY,R.9lR'«°'°CPRoRR9RRPRRRRRRR9ln s R ^I to ^^^^^ a 8888 assessssasassaasseassssasasssassasssaa"aasssssl"$"s "s"$sssaas 00 00 00 a.� o miry olo 00 0 0 a - opo oho o�� �la ^Rm 000 0 -1 �s��r m$3". i$^"a a. .« :.. $ nffi'n 1pL si 8 8 8 x x 8 R =7� i^o N - m no v 71 g .. .R:.3r 'u X'81 -- - -- > nGu - - -W-WWWWWWW > 3 a a. .,. ;, �GaaaS -« a^88a"� ^^CR^n' d 888188;. a6 �CCaysB 3 � `88�8888�888888888888888888www�w >WW>WjWw> >w> >WwWW>wwW>>w> >wW>ww>W ��� a od 49 Lq Wall She Dnlj-n—Earthquake C) PCC Humanities Walt Shear Design E"9imer.AGM ght LeMI s O Well W.0 c G—. EQ V. eW. Are eV ,l V-'d � M,c R W Re m M* M. v v N—w Len Y Th-- L..d C— I p"' P—W &I- — I C — (fl ryper7 R W k- k, k, Wiv,. CppE LEVEL2 P37 ViL�2 3 0 120 5.0 aDEXIWEYPT 29'5 155 2525 41 ON _"_L2 El 1 204 ma--a u — 04 UE _ PM 50 -ME 1 97 6 430 G W25 0 M LEVEL2rPM �3_ __ I I_0 a— XIMEYMT 1326 _M 19S— -mo 24 051 tEVEU �4_0 12 EF #A q 1. EF LEVEL2 P39 LEVEL2 P39 !ZO so X LIOOLIW e5 111 <080 231 0 0W25 016 _4_0_lr El .1 tt 1) C 10 —u 0311 4 7 !240 IMEX30EYMT 704 1 21 LEVEL2 RIO LEVEL? 1 0 22 4 0 0 W25 0436 -_f-L2'EF 4 2 L 42 033 AE __yn M4 ——!-O-L— LEVEL2P41 LEVEL? P41 --22,5 12.0 50 IMEXXEY T "15 221 ...32160 1819 iiss a W25 mt-- 036 #4 12-EF M4 rQ k 09_0327 ET H She V2. 411312009 Page 2 f 2 f � 441 y o 30 6 _ TRP O 5 UMN E� f, IN'd �I g l l it g ili l I � I I I I II I III I JR LE`hl HISH 10c�1 v EL 12BC — ®— ®— f�� I I I I T II ]HOLEVEIiMISHEO RogQ — 4— CiK CEO aur �® f I I I I J it I ili I I l �— -- —� —— -- —I— EEL HSH a -- -- — — ex --v EL IT 1/S3.12 p 15 2/53.12 3/S3,12 (fly 9: 4/S3.12 JY 55//33.112 11/S3.12 09-0330 Maier Hall–base interior elevations SHEAR WALLS.dwg 3/30/2009 5.16.32 PM FC* W-I ON.S �D00 FG �s; Gc�IG 1.Z i NIP pzof n i A) nA C, T 20-0' I1 2' 14-10' TOP OF STRUC URE EL 144'4' III ML R IIIIIIED IL _ 'I�VELN&__ EL 2N0 LEVEL FINISHED FL 12" EL 114'.6' MAIN LEVEL FINISHED F1 O'� 0. �z 1144 1/S3111 3.k 11%4> 11/S3,11 14 4�b 09-0330 Maier Hall base interior elevations SHEAR WALLS.dwg 3/30/2009 5.17 15 PM w, _ 46''19• _ 69'A_ _ 4fi'f0' \ TOP OF STRUCTURE EL 144'.9— -� I I III I I I i i I I i II I I I I I I I I I II A LEVEL FINISHEDR EL 1750' _ TND LEVEL FINISHED FLOPp&y� I tA'a• I i! 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A,�. a,�. .p ��', 13/S311 ��j.5 16/S311 18/S3.11 G�►D )t 09-0330 Maier Hall base interior elevations SHEAR WALLS.dwg 3/30/2009 5 16:55 PM 1 Ln w Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural+Civil Engineers PROJECT SHEET Tu/ qmfflmra� LOCATION CLIENT DATE O BY ,�f Vq IW IF VIA PU4 tM-�_A SOI p CkW--�' ALX IMT vlrGZj r,TAT �►�i1�rvtt<i l,oP'ciS At&X A GGl �O V CAMF;2tt��TLs I "') + D.�� xsfiT ► �aysTA� PiGe b 5 11r 14- �,2 1 'h I ti + O ti sPy>D Q� + 0,5 V (D Q rysny)ti + Q� 1 * ac5L, Y L 100 r*t= �C,F�G�� C��� ►NPVLT w efuep UU , _ 5 3 ® Cfl ® (�1 as 10 61 t�GflS 96 Q — {/aos 'I gly\ + Lin 9� � W �1N�o�iw►�IT � ��R rJa�S = � ►a, �'� �� ����,.�`�,�� .�. = Y a-t,J�krmrt Gr roy�v� L4ay L c A or► r19 SJdfi (W-CoVt�r) OX19 B- UVIKLV50 - (A I) �Z"Spyw >fCO��� �Cvver��ilh�0 +Gbyf,.riot + i 54 Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES ■ Structural+Civil Engineers PROJECTSHEET LOCATION CLIENT DATE 92[21 1 BY M,10� 3 N.0 W-2 (� (o) o) + V2' 01v-S Reba-r Locabool yld�O. ti (�cov�YGoS + COW UG 4- ((--o y� Co-r Cove,-) cos qo e t 60vts 0 + � -I �I� s �rncos 6Covey-go { C� -I J -� f� S ��s(r, 69 USS #5 �Tl,�Voc pO�Tt rte tJF � y�!(�vV JNG�-rj*� TORT ONh OF V`!AIA-1 NOT bE?r2j rpt L; GWC4 INE �LTI�i P� �a 5 Wl��r 1�In� -Fo OtVNIN&" mw. i�-, VSTlaq/� KVT Gaoovovs 61-1v r2 s ltJ ,�LTty� 55 1� Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES ■" Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY gcoy*r c� Mar kcatffn 10VIh ac s6Wn) ut� X- PT&,-x Ca (q a 8) {- co vee-WA 6 + JA-I)�t 12 Span nJ 4- Cas = (- Govf/r *Sln (q0/- 9)+ 6ova so 9 + coS(�0�) t- awr, -cos 0 + �� -L) (Zrspic�►v� Cos e (VVff) 4 ylV�(10 1�) + C'V W gIn + J coyP v . Govtr CA VTCr 2° v� t ��O�IrO�L,bca-�toyt �[N!9Lrn a5 ShoI�IV�) x [ 0+co ar *- mg 00- 6) k Cover *GJ s(B) L, ►) IZ°,Tact Cos 9 6meI r' as(qe 8')t on/tr Gas 6 + (A,- I L'y at iv� -Y 6 co w Gin g0- — cowy 6 11, 56 Design Sheet MAGNUSSON KLEMENCIC _ ASSOC IrJES ■ Structural+Civil Engineers 1 PROJECT SHEET LOCATION CLIENT DATE dmio, BY Isorm CaYt� to • VARt • GO>� (orillvi ac, C,6wn) e W Covtx) GAS(°IO-6� — Cw Cas Coves Divi (90 9) —Gov lr 1j0 57 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE p BY Te �� In h= io Q� 00000 ri 10 10 I.0 5 000�s� (� 5 ho00 r-�' J 58 RAM Modeler `r13 0 - Floor Plan second Magnusson nencic Associates DataBase 09_0326 pcc AGM 03/26/09 16 21 40 r P. P O a 27'1 B C D 7 3., �1 7 RAM Modeler '713 0 - Floor Plan third Magnusson I, nencic Associates m __ 0 DataBase 09_0326 pcc AGM 03/26/09 16 21 40 n� P. P N f i Hy , 2�z - � c o 7 3. 1. 7 RAM Modele '713 0 - Floor Plan roof Magnusson nencic Associates DataBase 090326 pcc AGM 03/26/09 16 21 40 P. P O N � 1 N L 22 --- B C D 7 3. I 7 rn Project: PCC Humanities Date 3/31/2009 Revision Time 11 43 AM Engineer AGM Wall Pier Gravity Loads apw,5- uw- # tb Level Pier RAMSTEEL DL(k) LL(k) ROOF P1 926 614 49 ROOF P9 927 677 5.22 ROOF PC2 928 929 3869 20.23 ROOF P10 918 7.21 454 ROOF P14 945 632 405 ROOF P15 947 42.53 3408 titi ti� ROOF Grid E.5 940 5337 4572 Pu,°?"A f t ;P�Y ROOF Grid 11 938 453 941 12.73 641 KFC I , f-Pc 5 Svc ROOF Grid E 952 12.77 98 ROOF Grid 12 934 1608 1007 ROOF Grid F 932, 933 016 0.2 ROOF P29 943 357 942, 941 5574 3675 fl ROOF P13 931 4 08 3.23 ROOF Grid. 15 930 12.3 752 fju, Pzy P2`► 3 P1 691 3478 41 56 3 P9 692 73 974 3 PC2 693 710 44 86 3963 3 P10 695 1395 1568 3 P14 696 1641 204 3 Grid 8 5 697 5668 57.28 3 Grid E.5 699 211 35 17398 3 Grid 11 702, 453 700 3372 51 39 3 Grid D 698 357 701 14486 11379 3 Grid E 703 1487 1951 3 Grid 12 704 5838 6933 3 Grid F 705 706 448 6 3 P13 707 4 94 666 3 P5 708 5592 6038 2 Pi 511 2653 32.69 2 P9 513 73 974 2 PC2 512, 514 6088 357 2 P10 529 1585 1568 2 P14 516 1849 2302 2 Grid 8 5 517 6888 64 9 2 Grid E_5 521 6695 5045 2 Grid 11 522,453 520 32.4 22.66 2 Grid D 518 357 519 21 84 12.58 2 Grid E 523 1569 1908 2 Grid 12 524 62.55 69.29 2 Grid F 526 525 448 6 2 P13 527 434 584 2 P5 528 577 6007 62 AGNUSS Design Sheet MK EMENC�IC If ASSOCIATES ■ Structural+Civil Engineers 1 PROJECT Hum I Sff� 6W' lifl� SHEET LOCATION CLIENT DATE I BY A"Utyv-% fL�GI 6rf-1D F lTelb IY + AMD t1 Ila ob V- 12 '11 IZ rm w 'r� > 0 I✓o w 0 v x IV O�7 w - � 3� �- �� - 0v11- 4 011 )( 100'1w — 'k � 0-412 IV + bl-!n 6 +- C-;I-"D I I 0 00 * 1(a 0P7t` y lti 1'1 + 12 q72 I✓ �¢� j7Pts + P2°� � } P1JOP � F fi "II>fv +- CTR-►D E + 6f�ID 11 4C +ra t + C44p 1b 5 + C441)E5 �� - �► `I4 k- + 5,5 14 le- -1- 47, k- �rl w + 0,V + �5 8> k- 414 t)'1 k- t '1PI'1 Z Y ! Flo I + + \ = g111 ti �� - ;fp 4 7 + 4-0 + 4572k + V+ (PI 3'��` + 1� 5► � \ P = Pp�a2 + Cft-IP r 4- 0 2 x ft¢--P {Z p • � ��w -f A V- + 0 5 11 524 PL, - 7/.1V- (off 1;7/ 05 92 Y6, Fn - I Irl 'l _ Ib 7 ' 63 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE I BY kerM 26 {10 5)/ (' Y �L GWb 8 5 � to P� - "!►'ltd -- �li �5k - o ��� tato& w 4ta� w + 41 L;,F t G•r€-lb IZ -►' 6444 E + C*u I! + 61-1J D + 6rPD $•� \ 4 6-T--ICS P 5 'A q9b + LPV 1 110 4q k + (f coq 2R + I DV k f 71-.IV l~ 4- It 5q,14— I4 LIGS + 50 + l r�(vI F �G ►� ►v3 + (14+(;, + (Ob EWp t COAD -- 64-Cr F (4-IP Iv + 052`1 GrMn I% + 1�eqw) + 44a�- (ati 15 lal t` - I V7 °I1 10- FL titi (lbw 27 r 052'1 (a-b51 �) + to o 07 1 Iq 000 k- �- 2pG �b = 110 - Ila°o In 1b00& 64 J Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROTKT SHEET IOEATION CLIENT DATE BY G1(V1 ID F + 0 2 Gtr ID I?� P� I� 54 k- + 4 4�b 1- + .o 2 4a, 92 k-- F2-hel - Pype,4 ET014 + 04D E3 -4-M-1 D E) + + O'fII7 13 + 6r'-+P 1I Fp . 11A lel + 413y-(1291 t14-51 t 4tbly (to 41 + 51 -►- til te fp F) ,- 2�G'1 I 0 41p) + G-rpD 113 -k- 6-9�D 11) +JAYA1 5 (G�117Dro,4 + ( IbD3IDD� 914 * CIti102 �- t + 0Im, f (195 1` t 44 b& w + 21 13� p� Std * ( � + 2L 1l1r 1`) 01b tf IIS 'II �- + 12 5o 91 '1 �- 'PI)1b o c C1l?r/�ll ) fb CX�ID 3 c D (4 (�i a")�� + (1 5hJ/��/((oq ,� (C IeD�f +WD 93 k 6iwD D 0-'15te (55 n 144 b(, V- + 91 &4 03 k- FL - 0-7 (7) 1 + II r7�b k� - I 1,2) 92 t�- 65 Design Sheet MAGNUSSON KLEMLNCIC ASSOCIATES ■ Structurol t Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY -A.Z X72 ►� + r2U tOt '� F (00 �b� Ili ©`i (4-72 n'+ rl )�y + (v-If`)iy)� >E� ��p"5V�1 6,f 1!2lb s3 + ► g z✓ ��� p bl (4iv + ►� °I b �- + 5o 4,r) 1 (.,72 �- �ZI 22� Q3ti �� 66 ETAB S MKA I� i i I i ETABS v9 5 0 File-09_0326 Maier Hall Shear Wall Design Flexural Piers March 31,2009 13.35 Elevation View 0 Kip-in Units ETABS M KA Rpm t�w4 Arm nt SII SII I. JI 618 ETABS v9.5.0 File.09_0326 Maier Hall Shear Wall Design Dummy Walls Over Openings March 27,2009 16 46 Plan View ROOF Elevation 522 Kip-in Units ETAB 5 MKA 2pey pis r� I ( t � 9 ETABS v9 5.0 File 09_0326 Maier Hall Shear Wall Design Dummy Walls Over Openings March 27,2009 16.47 Plan View LEVEL2 Elevation 174 Kip-in Units ETAB S MKA � r �z 3r�3 i 3pL-¢ �G5 i ETABS v9 5.0 File.09_0326 Maier Hall Shear Wall Design Dummy Walls Over Openings March 27,2009 16 47 Plan View LEVEL3 Elevation 348 Kip-in Units Project:PCZHumanties Date 4/3/2009 Revision Time:2:30 PM EngineerAGM Wall Pier Design Summary Level Grid Pier Re'nfor ement fMn/Mu rho Le el Grid Pier Reinforcement fMn/Mu rho Level Grid Pier Reinforcement fMn/Mu rho ROOF Gnd 2 Pi #5 @ 12"o c 6.341 0.43 LEVEL3 Grid 2 P1 #5 @ 12"ox. 2.838 043 LEVEL2 Grid 2 P1 #5 @ 12"o Cr 1 495 0.41T. ROOF Grid B P9 #5 @ 12'o. 3.705 043 LEVEL3 Gnd B P9 #5 @ 12'o.c. 1.144 0.43 LEVEL2 Grid B P9 #5 @ 6'o C. 1 196 0.86 ROOF Grid A/Grid 4 PC2 #5 @ 12'o.c. 1 826 0.48 LEVEL3 Grid A/Grid 4 PC2 #5 @ 12'o.c 1.036 0.48 LEVEL2 Grid A!Grid 4 PC2 #5 @ 6'o,c. 1 111 093 ROOF Grid H P10 #5 @ 12'o.c. 2.553 0.435 LEVEL3 Grid H P10 #5 @ 12'o.c, 1.233 0 435 LEVEL2 Grid H P10 #5 @ 6'o.c. 1 159 0.871 ROOF Grid 7.5 P14 #5 @ 12'o.c 13.472 0.438 LEVEL3 Grid 7.5 P14 #5 @ 12'o.c 3,232 0438 LEVEL2 Grid 7.5 P14 #5 @ 12'o,c. 1.658 0.44 ROOF Grid 8.5 P15 #5 @ 12'o.c. 4.425 0.45 LEVEL3 Grid 6.5 3PC1 #5 @ 12'o.c. 60 575 044 LEVEL2 Grid 8.5 2PC1 #5 @ 12'ox, 21.813 0.44 ROOF Grid E.5 Pt i #5 @ 12'o.c. 5.41 0 424 3PC3 #5 @ 12'ox 61 461 044 2PC3 #5 @ 12'o.c. 19.326 0,44 P33 #5 @ 12'o.c. 6.51 0.429 3PC4 #5 @ 12'o c 20.305 0.44 2PC5 #5 @ 12'o c. 15 331 0.44 P34 #5 @ 12'o.c. 6.385 0.429 3PC5 #5 @ 12"ox 3 335 0.44 P8 #5 @ 12'o c. 5.216 0.43 ROOF Grid 11 RPC1 #5 @ 12'o c 73.768 044 LEVEL3 Grid E.5 3PC1 #5 @ 12'o.c. 60.575 0.44 LEVEL2 Grid E.5 2PC1 #5 @ 12'o.c. 21.813 0.44 RPC3 #5 @ 12'o.c. 10 253 0.44 3PC3 #5 @ 12'o.c, 61 461 0.44 2PC3 #5 @ 12'o c. 19.326 0.44 RPC4 #5 @ 12'o.c. 6.147 0.44 3PC5 #5 @ 12'o.c. 3.335 0.44 2PC5 #5 @ 12'o.c 15.331 0.44 ROOF Grid E RPC1 #5 @ 12'o.c. 73.768 0.44 LEVEL3 Grid 11 3PC1 #5 @ 12' .c 60.575 0.44 P32 #5 @ 12'o.c. 3.'22 0.43 RPC3 #5 @ 12'o.c. 10,253 044 3PC3 #5 @ 12'oz. 61 461 0.44 LEVEL2 Grid 11 2PC1 05 @ 12'o,c 21 813 044 RPC4 #5 @ 12'o.c. 6.147 044 3PC4 #5 @ 12'o,c. 20.305 0.44 2PC3 #5@ 12'ox 19.326 044 ROOF Grid 12 RPC1 #5@ 12'o.c. 73 768 0.44 LEVEL3 Grid E 3PC1 #5 @ 12'o.c. 60 575 0.44 2PC5 #5 @ 12'o.c. 15.331 0.44 RPC2 #5 @ 12'o.c. 7.875 0.45 3PC3 #5 @ 12' .c, 61 461 0,44 2PC6 #5 @ 12'o c. 2.837 044 RPC3 95 @ 12'o c. 10.253 044 3PC4 #5 @ 12'o c 20.305 0.44 2PC7 #5 @ 12' .c 5.036 0.45 RPC4 #5 @ 12'o,c. 6 147 0.44 LEVEL3 Grid 12 3PC1 #5 @ 12'o.c. 60 575 0.44 LEVEL2 Grid E 2PC1 #5 @ 12'o.c. 21 813 044 ROOF Grid F RPCt #5 @ 12'o.c. 73.768 044 3PC2 #5 @ 12' 4.608 0.45 2PC2 #5 @ 12'o.c. 4.045 044 RPC2 #5 @ 12'o,c. 7 875 045 3PC3 #5 @ 12' .c 61.461 044 P38 #5 @ 12'o.c. 11,033 0.43 RPC4 #5 @ 12'o c 6.147 0,44 3PC4 #5 @ 12'o.c. 20.305 0.44 2PC5 #5 @ 12'o,c 15 331 044 ROOF Grid D P29 #5 @ 12'o c 1.903 043 LEVEL3 Grid F 3PC1 #5 @ 12'o.c. 60 575 0.44 2PC6 #5 @ 12' c. 2.837 0.44 ROOF Grid E P13 #5 @ 12'o.c. 405 045 3PC2 #5 @ 12'o,c. 4 608 0.45 LEVEL2 Grid 12 2PC1 #5 @ 12'o c. 21 813 044 ROOF Grid 15 P16 #5 @ 12' .c. 29.035 0.42 3PC4 #5 @ 12'ox 20.305 044 2PC2 #5 @ 12'o.c. 4,045 044 P41 #5 @ 12'o.c, 14.008 0.44 LEVEL3 Grid D 3PC1 #5 @ 12'o.c. 60.575 0.44 2PC4 05 @ 12'o.c. 3.718 0.45 P22 #5 12'o 6.499 0.43 3PC3 #5 @ 12'o.c. 61 461 044 2PC5 #5 @ 12'o.c. 15.331 044 3PC4 #5 @ 12'o.c, 20.305 0,44 2PC6 #5 @ 12'o,c 2 837 0.44 LEVEL3 Grid E P13 #5 @ 12' c. 4.215 0.44 LEVEL2 Grid F 2PC1 #5 @ 12'o c. 21.813 0.44 LEVEL3 Grid 15 P5 #5 @ 12'o.c. 5 254 0.419 2PC2 #5 @ 12'o c 4,045 0.44 P43 #5 @ 12"ox 7 716 0.434 2PC4 #5 @ 12'o c. 3.718 045 P21 #5 @ 12'o.c 3 552 0.44 2PC6 #5@ 12' 2 837 0.44 LEVEL2 Grid D 2PC1 #5 @ 12'o c. 21.813 0,44 2PC3 #5 @ 12'o c. 19.326 0.44 2PC5 #5 @ 12'o c 15,331 044 2PC7 #5 @ 12'o. 5 036 045 P4 #5 @ 12'o,c. 1 699 0,44 LEVEL2 Grid E P13 05 @ 12'o c. 1 492 045 LEVEL2 Grid 15 P5 #5 @ 12'o.c 2 978 0.43 P43 #5 @ 12'o.c, 2 376 043 P21 #5 @ 12'oc, 1,822 0.44 0'0025 0 Fol- De > 4001 0 00(�1a J P{?-oVltr, -�Qp,.I ky-q F 't�AkT� 1�7- NGT J fJ �-M\A ge-b P✓� 2� 7 (p ?J or V ������; �.�,�,� ,amu►neo Art'Tt-f�� WAuS F3 11n V 2 �21 7 (0 3 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC1 col 09 09 AM General Information File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC1 col Project PCC Humanities Column 3PC'I 1^4 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60- ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ----- --- ---------- --- - ---------- ---------- ----- ---------- ---------- 1 0 0 0 0 2 61 7 132 3 3 72 6 127 2 4 44 3 66 5 5 361 5 -81 4 6 209 3 -407 7 7 535 6 -559 8 8 182 3 -1317 5 9 -327 1 -1080 0 10 26 3 -322 3 11 198 5 -402 6 12 205 2 -388 1 13 215 6 -392 9 14 227 5 -367 6 15 217 0 362 7 16 267 8 -254 0 17 278 2 -258 8 18 290 0 -233 4 19 279 6 -228 6 20 345 5 -87 2 21 39 2 55 7 22 10 9 5 1 Interior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ---- ---------- ---------- ----- ---------- ---------- ----- ---------- ---------- 1 32 1 -338 2 2 519 7 -565 6 3 176 5 -1301 5 4 -311 1 -1074 2 Gross section area Ag 42460 1 in'2 Ix = 7 27937e+009 in-4 Iy = 2 28438e+009 in^4 X0 = 125 824 in Yo = -655 019 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) ---- -- ------ ----------- ---- --------- ------- --- ---- --------- ------- --- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi(a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 187 24 in^2 at 0 440 (Note rho < 0 50%) Area in'2 X (in) Y (in) Area in'2 X (in) Y (in) Area in^2 X (in) Y (in) -- ------ ------- -------- --------- -------- -------- --------- -------- ---- --- 0 31 2 1 0 8 0 31 7 1 11 6 0 31 12 2 22 5 0 31 17 3 33 4 0 31 22 4 44 3 0 31 27 4 55 1 0 31 32 5 66 0 0 31 37 6 76 9 0 31 42 6 87 8 0 31 47 7 98 6 0 31 52 8 109 5 0 31 57 9 120 4 0 31 62 9 131 3 0 31 10 1 -3 0 0 31 15 2 7 9 0 31 20 3 18 8 0 31 25 3 29 6 0 31 30 4 40 5 0 31 35 5 51 4 0 31 40 5 62 3 0 31 45 6 73 1 72 0 31 50 7 84 0 0 31 55 8 94 9 0 31 60 8 1.05 8 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC1 col 09 09 AM 0 31 65 9 116 6 0 31 71 0 127 5 0 31 41 3 56 4 0 31 52 1 51 3 0 31 63 0 46 3 0 31 73 9 41 2 0 31 84 8 36 1 0 31 95 6 31 0 0 31 106 5 26 0 0 31 117 4 20 9 0 31 128 3 15 8 0 31 139 1 10 8 0 31 150 0 5 7 0 31 160 9 0 6 0 31 171 8 -4 5 0 31 182 7 -9 5 0 31 193 5 -14 6 0 31 204 4 -19 7 0 31 215 3 -24 7 0 31 226 2 -29 8 0 31 237 0 -34 9 0 31 247 9 -39 9 0 31 258 8 -45 0 0 31 269 7 -50 1 0 31 280 5 -55 2 0 31 291 4 -60 2 0 31 302 3 -65 3 0 31 313 2 -70 4 0 31 324 0 -75 4 0 31 334 9 80 5 0 31 345 8 -85 6 0 31 4S 0 64 5 0 31 55 9 59 4 0 31 66 8 54 3 0 31 77 6 49 2 0 31 88 5 44 2 0 31 99 4 39 1 0 31 110 3 34 0 0 31 121 1 29 0 0 31 132 0 23 9 0 31 142 9 18 8 0 31 153 8 13 7 0 31 164 7 8 7 0 31 175 5 3 6 0 31 186 4 -1 5 0 31 197 3 -6 5 0 31 208 2 -11 6 0 31 219 0 -16 7 0 31 229 9 -21 8 0 31 240 8 -26 8 0 31 251 7 -31 9 0 31 262 5 -37 0 0 31 273 4 -42 0 0 31 284 3 -47 1 0 31 295 2 -52 2 0 31 306 0 -57 3 0 31 316 9 -62 '3 0 31 327 8 -67 4 0 31 338 7 -72 5 0 31 349 5 -77 5 0 31 351 4 -78 4 0 31 346 3 -89 3 0 31 341 2 -100 1 0 31 336 1 -111 0 0 31 331 1 -121 9 0 31 326 0 -132 8 0 31 320 9 -143 6 0 31 315 9 -154 5 0 31 310 8 -165 4 0 31 305 7 -176 3 0 31 300 6 -187 2 0 31 295 6 -198 0 0 31 290 5 -208 9 0 31 285 4 -219 8 0 31 265 1 -263 3 0 31 260 1 -274 2 0 31 255 0 -285 0 0 31 249 9 -295 9 0 31 244 9 -306 8 0 31 239 8 317 7 0 31 234 7 -328 5 0 31 229 6 -339 4 0 31 224 6 -350 3 0 31 219 5 -361 2 0 31 204 3 -393 8 0 31 199 2 -404 7 0 31 359 4 -82 1 0 31 354 3 -93 0 0 31 349 3 -103 9 0 31 344 2 -114 8 0 31 339 1 -125 6 0 31 334 0 -136 5 0 31 329 0 -147 4 0 31 323 9 -158 3 0 31 318 8 -169 2 0 31 313 8 -180 0 0 31 308 7 -190 9 0 31 303 6 -201 8 0 31 298 5 -212 7 0 31 293 5 -223 5 0 31 273 2 -267 0 0 31 268 1 -277 9 0 31 263 0 -288 8 0 31 258 0 -299 7 0 31 252 9 -310 5 0 31 247 8 -321 4 0 31 242 8 -332 3 0 .31 237 7 -343 2 0 31 232 6 -354 0 0 31 227 5 -364 9 0 31 212 3 -397 5 0 31 207 3 -408 4 0 31 23 3 -332 4 0 31 34 1 -337 5 0 31 45 0 -342 6 0 31 55 9 -347 6 0 31 66 8 -352 7 0 31 77 6 -357 8 0 31 88 5 -362 8 0 31 99 4 -367 9 0 31 110 3 -373 0 0 31 121 1 -378 1 0 31 132 0 -383 1 0 31 142 9 -388 2 0 31 153 8 -393 3 0 31 164 6 -398 3 0 31 175 5 -403 4 0 31 186 4 -408 5 0 31 197 3 -413 6 0 31 208 1 -418 6 0 31 219 0 -423 7 0 31 229 9 -428 8 0 31 240 8 -433 8 0 31 251 6 -438 9 0 31 262 5 -444 0 0 31 273 4 -449 1 0 31 284 3 -454 1 0 31 295 2 -459 2 0 31 306 0 -464 3 0 31 316 9 -469 3 0 31 327 8 -474 4 0 31 338 7 -479 5 0 31 349 5 -484 6 0 31 360 4 -489 6 0 31 371 3 -494 7 0 31 382 2 -499 8 0 31 393 0 -504 8 0 31 403 9 -509 9 0 31 414 8 -515 0 0 31 425 7 -520 1 0 31 436 5 -525 1 0 31 447 4 -530 2 0 31 458 3 -535 3 0 31 469 2 -540 3 0 31 480 0 -545 4 0 31 490 .9 -550 5 0 31 501 8 -555 6 0 31 512 7 -560 6 0 31 523 5 -565 7 0 31 27 0 -324 4 0 31 37 9 -329 4 0 31 48 8 -334 5 0 31 59 6 -339 6 0 31 70 5 -344 7 0 31 81 4 -349 7 0 31 92 3 -354 8 0 31 103 1 -359 9 0 31 114 0 -364 9 0 31 124 9 -370 0 0 31 135 8 -375 1 0 31 146 6 -380 2 0 31 157 5 -385 2 0 31 168 4 -390 3 0 31 179 3 -395 4 0 31 190 1 -400 4 0 31 201 0 -405 5 0 31 211 9 -410 6 0 31 222 8 -415 7 0 31 233 6 -420 7 0 31 244 5 -425 8 0 31 255 4 -430 9 0 31 266 3 -435 9 0 31 277 2 -441 0 0 31 288 0 446 1 0 31 298 9 -451 2 0 31 309 8 -456 2 0 31 320 7 -461 3 0 31 331 5 -466 4 0 31 342 4 -471 4 0 31 353 3 -476 5 0 31 364 2 -481 6 0 31 375 0 -486 7 0 31 385 9 -491 7 0 31 396 8 -496 8 0 31 407 7 -501 9 0 31 418 5 -506 9 0 31 429 4 -512 0 0 31 440 3 -517 1 73 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 4 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AOM\Lateral Analysis\Shear Wall\2PC1 col 09 09 AM 0 31 451 2 -522 2 0 31 462 0 -527 2 0 31 472 9 -532 3 0 31 483 8 -537 4 0 31 494 7 -542 4 0 31 505 5 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33 0 -1236 4 0 31 22 1 -1231 3 0 31 11 3 1226 2 0 31 0 4 -1221 1 0 31 10 5 -1216 1 0 31 -21 4 -1211 0 0 31 -32 2 -1205 9 0 31 -43 1 -1200 9 0 31 -54 0 -1195 8 0 31 -64 9 1190 7 0 31 -75 7 -1185 6 0 31 -86 6 1180 6 0 31 -97 S -1175 5 0 31 -108 4 -1170 4 0 31 119 2 -1165 4 0 31 -130 1 1160 3 0 31 -141 0 -1155 2 0 31 -151 9 -1150 1 0 31 -162 7 -1145 1 0 31 -173 6 -1140 0 0 31 -184 5 -1134 9 0 31 -195 4 1129 9 0 31 206 2 -1124 8 0 31 -217 1 -1119 7 0 31 -228 0 1114 6 0 31 -238 9 -1109 6 0 31 -249 7 -1104 5 0 31 -260 6 1099 4 0 31 -271 5 -1094 4 0 31 -282 4 -1089 3 0 31 293 2 -1084 2 0 31 -304 1 -1079 1 0 31 -315 0 -1074 1 0 31 -325 0 -1079 2 0 31 319 9 -1068 3 0 31 -314 8 -1057 5 0 31 -309 8 -1046 6 0 31 -304 7 -1035 7 0 31 -299 6 -1024 8 0 31 -294 6 -1014 0 0 31 -289 5 -1003 1 0 31 -284 4 -992 2 0 31 -279 3 -981 3 0 31 -274 3 -970 5 0 31 -269 2 -959 6 0 31 -264 1 -948 7 0 31 -259 1 -937 8 0 31 -254 0 -926 9 0 31 -248 9 -916 1 0 31 -243 8 -905 2 0 31 -238 8 -894 3 0 31 -233 7 -883 4 0 31 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9 0 31 -27 9 -463 0 0 31 -22 8 -452 2 0 31 -17 7 -441 3 0 31 -12 7 -430 4 0 31 -7 6 -419 5 0 31 -2 5 -408 7 0 31 2 6 -397 8 0 31 7 6 -386 9 0 31 12 7 376 0 0 31 17 8 -365 2 0 31 22 8 -354 3 0 31 27 9 -343 4 0 31 33 0 -332 5 75 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 6 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC1 col 09 09 AM 'a ctored Loads and Moments with Corresponding Capacities --------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- --- ---- - ----------- ----------- ---------- ---- -- --- - ------ ------ 1 1386 70 0 00 0 00 595825 06 0 00 999 999 0 900 2 2595 40 0 00 0 00 655074 31 0 00 999 999 0 900 3 1758 10 -15372 00 -7725 40 -365010 91 -183441 11 23 745 0 900 4 1755 90 -14888 60 -7686 00 -358886 22 -185269 31 24 105 0 900 5 1743 80 -17719 80 -2809 30 626417 50 -99312 25 35 351 0 900 6 1741 10 -17134 80 -2761 60 623166 69 -100435 31 36 368 0 900 7 709 50 -15372 00 -7725 40 -335314 47 -168516 77 21 813 0 900 8 707 30 -14888 60 -7686 00 -329678 53 -170191 31 22 143 0 900 9 695 20 -17719 80 -2809 30 -580663 06 -92058 34 32 769 0 900 10 692 50 -17134 80 -2761 60 -577553 69 -93083 91 33 706 0 900 11 1386 70 0 00 0 00 595825 06 0 00 999 999 0 900 12 2595 40 0 00 0 00 655074 31 0 00 999 999 0 900 13 1688 40 -296 60 -601 70 -125813 86 -255233 55 424 187 0 900 14 1693 30 -307 20 -620 70 -126304 65 -255199 53 411 148 0 900 15 1664 00 -233 20 -449 10 -131348 91 -252953 70 563 246 0 900 16 1670 00 -246 00 -472 10 -131808 80 -252955 14 535 808 0 900 17 639 80 -296 60 -601 70 -115433 20 -234174 73 389 188 0 900 18 644 70 -307 20 -620 70 -115886 02 -234148 59 377 233 0 900 19 615 40 -233 20 -449 10 -120502 80 -232066 09 516 736 0 900 20 621 40 -246 00 -472 10 -120927 90 -232073 53 491 577 0 900 *** End of output *** 76 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4 21E91-2AAF1 06/10/09 i \pcchumanities\engineers\agm\lateral analysis\shear wall\2pc2 col 09 11 AM General Information ------------------ File Name i \pcchumanities\engineers\agm\lateral analysis\shear wall\2pc2 col Project PCC Humanities Column 3-PC t-fW- Engineer AGM Code ACI 318 05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Architectural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---- ----- ---------- ----- ---------- ---------- ----- ---------- --- ------ 1 0 0 0 0 2 61 7 132 3 3 72 6 127 2 4 44 3 66 5 5 361 5 -81 4 6 290 5 -233 6 7 279 6 -228 6 8 345 5 -87 2 9 39 2 55 7 10 10 9 -5 1 Gross section area Ag = 7824 in'2 Ix = 6 18052e+007 in'4 Iy = 1 08984e+008 in'4 Xo = 191 751 in Yo = -31 0441 in -einforcement Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) ---- --- --- ----------- ---- --------- ----------- ---- --------- -- -------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 34 72 in^2 at 0 440 (Note rho < 0 50%) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) Area in-2 X (in) Y (in) --------- -------- -------- --------- --- ---- -------- --------- ------- ----- 0 31 2 1 0 8 0 31 7 1 11 6 0 31 12 2 22 5 0 31 17 3 33 4 0 31 22 4 44 3 0 31 27 4 55 1 0 31 32 5 66 0 0 31 37 6 76 9 0 31 42 6 87 8 0 31 47 7 98 6 0 31 52 8 109 5 0 31 57 9 120 4 0 31 62 9 131 3 0 31 10 1 -3 0 0 31 15 2 7 9 0 31 20 3 18 8 0 31 25 3 29 6 0 31 30 4 40 5 0 31 35 5 51 4 0 31 40 5 62 3 0 31 45 6 73 1 0 31 50 7 84 0 0 31 55 8 94 9 0 31 60 8 105 8 0 31 65 9 116 6 0 31 71 0 127 5 0 31 41 3 56 4 0 31 52 1 51 3 0 31 63 0 46 3 0 31 73 9 41 2 0 31 84 8 36 1 0 31 95 6 31 0 0 31 106 5 26 0 0 31 117 4 20 9 0 31 128 3 15 8 0 31 139 1 10 8 0 31 150 0 5 7 0 31 160 9 0 6 0 31 171 8 -4 5 0 31 182 7 -9 5 0 31 193 5 -14 6 0 31 204 4 -19 7 77 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735 4-21E91-2AAF1 06/10/09 i \pcchumanities\engineers\agm\lateral analysis\shear wall\2pc2 col 09 11 AM 0 31 215 3 -24 7 0 31 226 2 -29 8 0 31 237 0 -34 9 0 31 247 9 -39 9 0 31 258 8 45 0 0 31 269 7 -50 1 0 31 280 5 -55 '2 0 31 291 4 -60 2 0 31 302 3 -65 3 0 31 313 2 -70 4 0 31 324 0 -75 4 0 31 334 9 -80 5 0 31 345 8 -E5 6 0 31 45 0 64 5 0 31 55 9 59 4 0 31 66 8 54 3 0 31 77 6 49 2 0 31 88 5 44 2 0 31 99 4 39 1 0 31 110 3 34 0 0 31 121 1 29 0 0 31 132 0 23 9 0 31 142 9 18 8 0 31 153 8 13 7 0 31 164 7 8 7 0 31 175 5 3 6 0 31 186 4 1 5 0 31 197 3 -6 5 0 31 208 2 -11 6 0 31 219 0 -16 7 0 31 229 9 -21 8 0 31 240 8 -26 8 0 31 251 7 -31 9 0 31 262 5 -37 0 0 31 273 4 -42 0 0 31 284 3 -47 1 0 31 295 2 -52 2 0 31 306 0 -57 3 0 31 316 9 -62 3 0 31 327 8 -67 4 0 31 338 7 -72 5 0 31 349 5 -77 5 0 31 351 4 -78 4 0 31 346 3 -89 3 0 31 341 2 -100 1 0 31 336 1 -111 0 0 31 331 1 -121 9 0 31 326 0 -132 8 0 31 320 9 -143 6 0 31 315 9 -154 5 0 31 310 8 -165 4 0 31 305 7 -176 3 0 31 300 6 -187 2 0 31 295 6 -198 0 0 31 290 5 -208 9 0 31 285 4 -219 8 0 31 359 4 -82 1 0 31 354 3 -93 0 0 31 349 3 -103 9 0 31 344 2 -114 8 0 31 339 1 -12.5 6 0 31 334 0 -136 5 0 31 329 0 -147 4 0 31 323 9 -158 3 0 31 318 8 -169 2 0 31 313 8 -180 0 0 31 308 7 190 9 0 31 303 6 -201 8 0 31 298 5 -212 7 0 31 293 5 -22.3 5 Factored Loads and Moments with Corresponding Capacities --------------------------—----------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip Ir-ft k-ft k-ft k-ft --- ----- ----- - ----- --- -- ------- ----------- ----------- -------- ------ 1 236 60 0 00 0 00 15595 24 0 00 999 999 0 900 2 501 00 0 00 0 00 16332 68 0 00 999 999 0 898 3 222 30 875 90 2881 80 6949 43 22864 32 7 934 0 900 4 212 50 974 80 3029 70 7596 86 23611 21 7 793 0 900 5 188 50 461 50 2433 00 3189 25 16813 55 6 911 0 900 6 176 60 581 20 2611 90 4015 08 18043 70 6 908 0 900 7 25 30 875 90 2881 80 6359 68 20923 99 7 261 0 900 8 15 40 974 80 3029 70 6982 93 21703 10 7 163 0 900 9 8 60 461 50 2433 00 2917 33 15379 97 6 321 0 900 10 -20 50 581 20 2611 90 3669 66 16491 37 6 314 0 900 11 236 60 0 00 0 00 15595 24 0 00 999 999 0 900 12 501 00 0 00 0 00 16332 68 0 00 999 999 0 898 13 191 90 1842 70 5671 40 7650 86 23547 56 4 152 0 900 14 190 SO 2093 10 6005 80 8563 86 24572 56 4 091 0 900 15 128 50 1179 30 4484 80 5143 75 19561 36 4 362 0 900 16 126 80 1482. 40 4889 70 6633 38 21880 23 4 475 0 900 17 -5 10 1842 70 5671 40 7025 91 21624 12 3 813 0 900 18 -6 60 2093 10 6005 80 7865 63 22569 09 3 758 0 900 19 68 60 1179 30 4484 80 4687 89 17827 76 3 975 0 900 20 -70 30 1482 40 4889 70 6039 70 19921 97 4 074 0 900 *** End of output *** 78 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735 4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC3 col 09 12 AM General Information ------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC3 col Project PCC Humanities Column 2PC3 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- ----- -- ------- ---------- ----- ---------- ---------- 1 209 3 -407 7 2 535 6 -559 8 3 182 3 -1317 5 4 -327 1 -1080 '0 5 26 3 -322 3 6 198 5 -402 6 7 205 2 -388 1 8 216 1 -393 2 Interior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- ----- - -- - - - - -------- ----- -------- - ---------- 1 32 1 -338 2 2 519 7 -565 6 3 176 5 -1301 5 4 -311 1 -1074 2 Gross section area Ag = 33168 in"2 Ix = 3 1209e+009 in�4 Iy = 2 10458e+009 in^4 Xo = 104 868 in Yo = -817 441 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in"2) Size Diam (in) Area (in A2) Size Diam (in) Area (inA2) ---- --------- ----------- ---- ----- --- ----------- ---- --------- ---------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 4 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi(a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 146 32 inA2 at 0 44% (Note rho < 0 50%) Area inA2 X (in) Y (in) Area in^2 X (in) Y (in) Area inA2 X (in) Y (in) --------- -------- -------- ------- - ----- -- -------- --------- -------- -------- 0 31 204 3 -393 8 0 31 199 2 -404 7 0 31 212 3 -397 5 0 31 207 3 -408 4 0 31 23 3 -332 4 0 31 34 1 -337 5 0 31 45 0 -342 6 0 31 55 9 -347 6 0 31 66 8 -352 7 0 31 77 6 -357 8 0 31 88 5 -362 8 0 31 99 4 -367 9 0 31 110 3 -373 0 0 31 121 1 -378 1 0 31 132 0 -383 1 0 31 142 9 -388 2 0 31 153 8 -393 3 0 31 164 6 -398 3 0 31 175 5 -403 4 0 31 186 4 -408 5 0 31 197 3 -413 6 0 31 208 1 -418 6 0 31 219 0 -423 7 0 31 229 9 -428 8 0 31 240 8 -433 8 0 31 251 6 -438 9 0 31 262 5 -444 0 0 31 273 4 -449 1 0 31 284 3 -454 1 0 31 295 2 -459 2 0 31 306 0 464 3 0 31 316 9 -469 3 0 31 327 8 -474 4 0 31 338 7 -479 5 0 31 349 5 -484 6 0 31 360 4 -489 6 0 31 371 3 -494 7 0 31 382 2 -499 8 0 31 393 0 -504 8 79 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\ACM\Lateral Analysis\Shear Wall\2PC3 col 09 12 AM 0 31 403 9 509 9 0 31 414 8 -515 0 0 31 425 7 -520 1 0 31 436 5 52.5 1 0 31 447 4 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0 31 515 3 -578 6 0 31 510 3 -589 4 0 31 505 2 -600 3 0 31 500 1 -611 2 0 31 495 1 -622 1 0 31 490 0 -632 9 0 31 484 9 -643 8 0 31 479 8 -654 7 0 31 474 8 -665 6 0 31 469 7 -676 4 0 31 464 6 -687 3 0 31 459 6 -698 2 0 31 454 5 -709 1 0 31 449 4 -719 9 0 31 444 3 -730 8 0 31 439 3 -741 7 0 31 434 2 -752 6 0 31 429 1 -763 4 0 31 424 1 -774 3 0 31 419 0 -785 2 0 31 413 9 -796 1 0 31 408 8 -806 9 0 31 403 8 -817 8 0 31 398 7 -828 7 0 31 393 6 -839 6 0 31 388 6 -850 5 0 31 383 5 -861 3 0 31 378 4 -872 2 0 31 373 3 -883 1 0 31 368 3 -894 0 0 31 363 2 -904 8 0 31 358 1 -915 7 0 31 353 1 -926 6 0 31 348 0 -937 5 0 31 342 9 -948 3 0 31 337 8 -959 2 0 31 332 8 -970 1 0 31 327 7 -981 0 0 31 322 6 -991 8 0 31 317 6 -1002 7 0 31 312 5 -1013 6 0 31 307 4 1024 5 0 31 302 3 -1035 3 0 31 297 3 -1046 2 0 31 292 2 -1057 1 0 31 287 1 1068 0 0 31 282 1 -1078 8 0 31 277 0 -1089 7 0 31 271 9 -1100 6 0 31 266 8 -1111 5 0 31 261 8 -11?2 3 0 31 256 7 -1133 2 0 31 251 6 -1144 1 0 31 246 6 -1155 0 0 31 241 5 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325 6 -1006 5 0 31 320 5 -1017 3 0 31 315 5 -1028 2 0 31 310 4 -1039 1 0 31 305 3 -1050 0 0 31 300 2 -1060 8 0 31 295 2 -1071 7 0 31 290 1 -1082 6 0 31 285 0 -1093 5 0 31 280 0 -1104 3 0 31 274 9 -1115 2 0 31 269 8 -1126 1 0 31 264 7 -1137 0 0 31 259 7 -1147 8 0 31 254 6 -1158 7 0 31 249 5 -1169 6 0 31 244 5 -1180 5 0 31 239 4 -1191 3 0 31 234 3 -1202 2 0 31 229 2 -1213 1 0 31 224 2 -1224 0 0 31 219 1 -1234 9 0 31 214 0 -1245 7 0 31 209 0 -1256 6 0 31 203 9 -1267 5 0 31 198 8 -1278 4 0 31 193 7 -1289 2 0 31 188 7 -1300 1 80 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 4 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC3 col 09 12 AM 0 31 183 6 -1311 0 0 31 181 5 -1315 4 0 31 170 7 -1310 3 0 31 159 8 -1305 3 0 31 148 9 -1300 2 0 31 138 0 1295 1 0 31 127 2 -1290 0 0 31 116 3 -1285 0 0 31 105 4 -1279 9 0 31 94 5 -1274 8 0 31 83 7 -1269 8 0 31 72 8 -1264 7 0 31 61 9 -1259 6 0 31 51 0 -1254 5 0 31 40 1 1249 5 0 31 29 3 -1244 4 0 31 18 4 -1239 3 0 31 7 5 -1234 3 0 31 3 4 -1229 2 0 31 -14 2 -1224 1 0 31 -25 1 -1219 0 0 31 -36 0 -1214 0 0 31 -46 9 -1208 9 0 31 -57 7 -1203 8 0 31 68 6 -1198 8 0 31 -79 5 -1193 7 0 31 -90 4 -1188 6 0 31 101 2 -1183 5 0 31 -112 1 -1178 5 0 31 -123 0 -1173 4 0 31 -133 9 -1168 3 0 31 -144 7 -1163 3 0 31 -155 6 -1158 2 0 31 166 5 -1153 1 0 31 -177 4 -1148 0 0 31 -188 2 1143 0 0 31 -199 1 -1137 9 0 31 -210 0 -1132 8 0 31 -220 9 -1127 8 0 31 -231 7 -1122 7 0 31 -242 6 -111.7 6 0 31 -253 5 -1112 5 0 31 264 4 -1107 5 0 31 -275 2 -1102 4 0 31 -286 1 -1097 3 0 31 -297 0 -1092 3 0 31 -307 9 -1087 2 0 31 -318 7 -1082 1 0 31 185 3 -1307 4 0 31 174 4 -1302 3 0 31 163 5 -1297 2 0 31 152 7 -1292 1 0 31 141 8 -.1287 1 0 31 130 9 -1282 0 0 31 120 0 -1276 9 0 31 109 2 -1271 9 0 31 98 3 -1266 8 0 31 87 4 -1261 7 0 31 76 5 -1256 6 0 31 65 7 -1251 6 0 31 54 8 -1246 5 0 31 43 9 -1241 4 0 31 33 0 -1236 4 0 31 22 1 -1231 3 0 31 11 3 -1226 2 0 31 0 4 -1221 1 0 31 -10 5 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9 0 31 -208 3 -829 1 0 31 -203 3 -818 2 0 31 -198 2 -807 3 0 31 -193 1 -796 4 0 31 -188 1 -785 6 0 31 -183 0 -774 7 0 31 -177 9 -763 8 0 31 -172 8 -752 9 0 31 -167 8 -742 1 0 31 -162 7 -731 2 0 31 -157 6 -720 3 0 31 -152 6 -709 4 0 31 -147 5 -698 6 0 31 -142 4 -687 7 0 31 -137 3 -676 8 0 31 -132 3 -665 9 0 31 -127 2 -655 1 0 31 122 1 -644 2 0 31 -117 1 -633 3 0 31 -112 0 -622 4 0 31 -106 9 -611 6 0 31 -101 8 -600 7 0 31 -96 8 -589 8 0 31 -91 7 -578 9 0 31 -86 6 -568 1 0 31 -81 6 -557 2 0 31 -76 5 -546 3 0 31 -71 4 -535 4 0 31 -66 3 -524 5 0 31 -61 3 -513 7 0 31 -56 2 -502 8 0 31 -51 1 -491 9 0 31 46 1 -481 0 0 31 -41 0 -470 2 0 31 -35 9 -459 3 0 31 -30 8 -448 4 0 31 -25 8 -437 5 0 31 -20 7 -426 7 0 31 -15 6 -415 8 0 31 -10 6 -404 9 0 31 -5 5 -394 0 0 31 -0 4 -383 2 0 31 4 7 -372 3 0 31 9 7 -361 4 0 31 14 8 -350 5 0 31 19 9 -339 7 0 31 24 9 -328 8 0 31 -316 9 -1083 0 0 31 -311 9 -1072 1 0 31 -306 8 -1061 2 0 31 -301 7 -1050 3 0 31 -296 6 -1039 5 0 31 -291 6 -1028 6 0 31 286 5 -1017 7 0 31 -281 4 -1006 8 0 31 -276 4 -996 0 0 31 -271 3 -985 1 0 31 -266 2 -974 2 0 31 -261 1 -963 3 0 31 -256 1 -952 5 0 31 -251 0 -941 6 0 31 -245 9 -930 7 0 31 -240 9 -919 8 0 31 -235 8 -908 9 0 31 -230 7 -898 1 0 31 -225 6 -887 2 0 31 -220 6 -876 3 0 31 -215 5 -865 4 0 31 210 4 -854 6 0 31 -205 4 -843 7 0 31 -200 3 -832 8 0 31 195 2 -821 9 0 31 -190 1 -811 1 0 31 -185 1 -800 2 0 31 -180 0 -789 3 0 31 -174 9 -778 4 0 31 -169 9 -767 6 0 31 164 8 -756 7 0 31 -159 7 -745 8 0 31 -154 7 -734 9 81 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 5 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC3 col 09 12 AM 0 31 -149 6 -724 1 0 31 -144 5 713 2 0 31 -139 4 -702 3 0 31 -134 4 -691 4 0 31 -129 3 -680 6 0 31 -124 2 -669 7 0 31 119 2 -658 8 0 31 -114 1 -647 9 0 31 -109 0 -637 1 0 31 -103 9 -626 2 0 31 -98 9 615 3 0 31 -93 8 -604 4 0 31 -88 7 -593 6 0 31 -83 7 582 7 0 31 -78 6 -571 8 0 31 -73 5 -560 9 0 31 -68 4 -550 1 0 31 63 4 -539 2 0 31 -58 3 -528 3 0 31 53 2 -517 4 0 31 48 2 -506 5 0 31 -43 1 495 7 0 31 38 0 -484 8 0 31 -32 9 -473 9 0 31 -27 9 -463 0 0 31 -22 8 -452 2 0 31 -17 7 -441 3 0 31 -12 7 -430 4 0 31 7 6 -419 5 0 31 -2 5 -408 7 0 31 2 6 -397 8 0 31 7 6 -386 9 0 31 12 7 -376 0 0 31 17 8 -365 2 0 31 22 8 -354 3 0 31 27 9 -343 4 0 31 33 0 -332 5 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- --------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- ---- ------ ---------- ------- -- ----------- -------- ------ 1 1150 10 0 00 0 00 345922 94 0 00 999 999 0 900 2 2094 40 0 00 0 00 380790 47 0 00 999 999 0 900 3 1382 00 -5664 10 -8297 60 -121373 35 -177805 50 21 429 0 900 4 1375 30 -5542 40 -8428 10 -117885 44 -179263 58 21 270 0 900 5 1364 40 -4669 20 -5561 30 -141164 52 -168135 48 30 233 0 900 6 1356 30 -4521 90 -5719 30 -135033 58 -170790 47 29 862 0 900 7 530 50 -5664 10 -8297 60 -110291 64 -161571 38 19 472 0 900 8 523 80 -5542 40 -8428 10 -107114 46 -162884 59 19 326 0 900 9 512 90 -4669 20 -5561 30 -128251 55 -152755 38 27 468 0 900 10 504 80 -4521 90 -5719 30 -122670 70 -155153 91 27 128 0 900 11 1150 10 0 00 0 00 345922 94 0 00 999 999 0 900 12 2094 40 0 00 0 00 380790 47 0 00 999 999 0 900 13 1359 30 357 40 -723 40 -93894 11 -190047 61 262 714 0 900 14 1363 80 -375 40 -759 50 -93972 98 -190123 92 250 328 0 900 15 1333 70 -248 90 -466 20 -99680 73 -186706 23 400 485 0 900 16 1339 10 -270 60 -510 00 -99244 05 -187045 52 366 756 0 900 17 507 80 -357 40 -723 40 -85300 24 -172653 08 238 669 0 900 18 512 30 -375 40 -759 50 -85376 10 -172730 91 227 427 0 900 19 482 20 -248 90 -466 20 90531 98 -169570 22 363 728 0 900 20 487 60 -270 60 -510 00 -90140 72 -169888 45 333 115 0 900 *** End of output *** I 82 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC4 col 09 13 AM General Information t File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC4 col Project PCC Humanities Column 28e3 onq Engineer AGM Code ACI 318 05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ------- -- ---------- ----- ---------- ---------- ----- ---------- ---------- 1 0 0 0 0 2 61 7 132 3 3 72 6 127 2 4 44 3 66 5 5 76 9 51 3 6 71 8 40 4 7 39 2 55 7 8 10 9 -5 1 Gross section area Ag = 2184 in^2 Ix = 2 60829e+006 in'4 Iy = 776325 in'4 Xo = 40 5915 in Yo = 61 6185 in Reinforcement Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) - ------- - --- --- - ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 9 92 in"2 at 0 45% (Note rho < 0 50%) Area in'2 X (in) Y (in) Area in'2 X (in) Y (in) Area in-2 X (in) Y (in) ---- --- -------- ----- - --------- -------- -------- --------- -------- -------- 0 31 2 1 0 8 0 31 7 1 11 6 0 31 12 2 22 5 0 31 17 3 33 4 0 31 22 4 44 3 0 31 27 4 55 1 0 31 32 5 66 0 0 31 37 6 76 9 0 31 42 6 87 8 0 31 47 7 98 6 0 31 52 8 109 5 0 31 57 9 120 4 0 31 62 9 131 3 0 31 10 1 3 0 0 31 15 2 7 9 0 31 20 3 18 8 0 31 25 3 29 6 0 31 30 4 40 5 0 31 35 5 51 4 0 31 40 5 62 3 0 31 45 6 73 1 0 31 50 7 84 0 0 31 55 8 94 9 0 31 60 8 105 8 0 31 65 9 116 6 0 31 71 0 127 5 0 31 41 3 56 4 0 31 52 1 51 3 0 31 63 0 46 3 0 31 45 0 64 5 0 31 55 9 59 4 0 31 66 8 54 3 83 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\ACM\Lateral Analysis\Shear Wall\2PC4 col 09 13 AM —,ictored Loads and Moments with Corresponding Capacities ------------------------------------------------------ ------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k ft k-ft -- ------ ---- -------- -- - ------ - ---------- --- ---- -- ----- - --- -- 1 51 10 0 00 0 00 1866 91 0 00 999 999 0 900 2 110 90 0 00 0 00 2036 19 0 00 999 999 0 900 3 -105 80 -437 70 159 40 -2243 82 817 15 5 126 0 900 4 -119 70 -418 90 144 90 -2121 27 733 76 5 064 0 900 5 -66 80 -579 60 233 70 -2482 72 1001 06 4 284 0 900 6 -83 60 -556 90 216 20 -2396 34 930 31 4 303 0 900 7 -149 20 -437 70 159 40 -2026 60 738 04 4 630 0 900 8 -163 10 -418 90 144 90 -1908 32 660 10 4 556 0 900 9 -110 20 -579 60 233 70 -2264 63 913 12 3 907 0 900 10 -127 00 -556 90 216 20 -2175 27 844 48 3 906 0 900 11 51 10 0 00 0 00 1866 91 0 00 999 999 0 900 12 110 90 0 00 0 00 2036 19 0 00 999 999 0 900 13 -105 80 -472 40 168 60 -2226 79 794 75 4 714 0 900 14 -119 70 -451 10 165 90 -2182 68 802 72 4 839 0 900 15 -66 80 -609 20 242 40 -2484 58 988 61 4 078 0 900 16 -83 60 -583 40 239 10 -2391 94 980 31 4 100 0 900 17 -149 20 -472 40 168 60 -2011 87 718 04 4 259 0 900 18 -163 10 -451 10 165 90 -1963 75 722 20 4 353 0 900 19 -110 20 -609 20 242 40 -2265 18 901 31 3 718 0 900 20 -127 00 -583 40 239 10 -2175 57 891 63 3 729 0 900 *** End of output *** 84 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC5 col 09 13 AM General Information ------------------- ------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC5 col Project PCC Humanities Column 2PC5 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---- ---- ---------- ----- ---------- ---------- ----- ---------- ---------- 1 120 4 31 0 2 361 5 -81 4 3 209 3 -407 7 4 227 5 -416 1 5 222 6 -426 5 6 315 0 -469 6 7 319 9 -459 2 8 535 6 -559 8 9 525 5 -581 6 10 515 0 -576 7 11 488 8 -632 9 12 499 3 -637 7 13 269 3 -1130 8 14 258 9 -1125 9 15 221 3 -1206 6 16 231 7 1211 4 17 182 3 -1317 5 18 -327 1 -1080 0 19 -314 4 -1052 8 20 -304 0 -1057 6 21 -271 4 -987 8 22 -261 8 -983 0 23 -60 8 -509 0 24 -50 4 -513 9 25 31 6 -338 0 26 21 2 -333 2 27 26 3 -322 3 28 198 5 -402 6 29 205 2 -388 1 30 215 6 -392 9 31 227 5 -367 6 32 217 0 -362 7 33 267 8 -254 0 34 278 2 -258 8 35 290 0 -233 4 36 279 6 -228 6 37 345 5 -87 2 38 115 3 20 2 Interior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- --- -- - ----- ---- -- -- - - - - -- ----- --- - - - ---------- ----- ---- 1 32 1 338 2 2 519 7 -565 6 3 176 5 -1301 5 4 311 1 -1074 2 Gross section area Ag = 33674 2 in^2 Ix = 5 20236e+009 in'4 Iy = 1 91933e+009 in'4 Xo = 135 403 in Yo = -711 833 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) ---- ----- --- ----------- ---- --------- ----------- - -- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 4 8 1 00 0 79 # 9 1 13 1 00 4 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied 43 ties with 410 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 148 18 in'2 at 0 440 (Note rho < 0 50%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) -- - -- - -- - -- ----- --- - - - ----- -------- -------- ------- -------- 0 31 117 4 20 9 0 31 128 3 15 8 0 31 139 1 10 8 0 31 150 0 5 7 0 31 160 9 0 6 0 31 171 8 -4 5 0 31 182 7 -9 5 0 31 193 5 -14 6 0 31 204 4 -19 7 85 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156 1013735 4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC5 col 09 13 AM 0 31 215 3 -24 7 0 31 226 2 -29 8 0 31 237 0 -34 9 0 31 247 9 -39 9 0 31 258 8 -45 0 0 31 269 7 -50 1 0 31 280 5 -55 2 0 31 291 4 -60 2 0 31 302 3 65 3 0 31 313 2 70 4 0 31 324 0 75 4 0 31 334 9 -80 5 0 31 345 8 -85 6 0 31 121 1 29 0 0 31 132 0 23 9 0 31 142 9 18 8 0 31 153 8 13 7 0 31 164 7 8 7 0 31 175 5 3 6 0 31 186 4 -1 5 0 31 197 3 -6 5 0 31 208 2 -11 6 0 31 219 0 -16 7 0 31 229 9 -21 8 0 31 240 8 -26 8 0 31 251 7 -31 9 0 31 262 5 -37 0 0 31 273 4 -42 0 0 31 284 3 -47 1 0 31 295 2 -52 2 0 31 306 0 -57 3 0 31 316 9 -62 3 0 31 327 8 -67 4 0 31 338 7 -72 5 0 31 349 5 -77 5 0 31 351 4 -78 4 0 31 346 3 -89 3 0 31 341 2 -100 1 0 31 336 1 -111 0 0 31 331 1 -121 9 0 31 326 0 -132 8 0 31 320 9 -143 6 0 31 315 9 -154 5 0 31 310 8 -165 4 0 31 305 7 -176 3 0 31 300 6 -187 2 0 31 295 6 -198 0 0 31 290 5 -208 9 0 31 285 4 -219 8 0 31 265 1 -263 3 0 31 260 1 -274 2 0 31 255 0 -285 0 0 31 249 9 -295 9 0 31 244 9 -306 8 0 31 239 8 -317 7 0 31 234 7 -328 5 0 31 229 6 -339 4 0 31 224 6 -350 3 0 31 219 5 -361 2 0 31 204 3 -393 8 0 31 199 2 -404 7 0 31 359 4 -82 1 0 31 354 3 -93 0 0 31 349 3 -103 9 0 31 344 2 -114 8 0 31 339 1 -125 6 0 31 334 0 -136 5 0 31 329 0 -147 4 0 31 323 9 -158 3 0 31 318 8 -169 2 0 31 313 8 -180 0 0 31 308 7 -190 9 0 31 303 6 -201 8 0 31 298 5 -212 7 0 31 293 5 -223 5 0 31 273 2 -267 0 0 31 268 1 -277 9 0 31 263 0 -288 8 0 31 258 0 -299 7 0 31 252 9 -310 5 0 31 247 8 -321 4 0 31 242 8 -332 3 0 31 237 7 -343 2 0 31 232 6 -354 0 0 31 227 5 -364 9 0 31 212 3 -397 5 0 31 207 3 -408 4 0 31 23 3 -332 4 0 31 34 1 -337 5 0 31 45 0 -342 6 0 31 55 9 -347 6 0 31 66 8 -352 7 0 31 77 6 -357 8 0 31 88 5 -362 8 0 31 99 4 -367 9 0 31 110 3 -373 0 0 31 121 1 -378 1 0 31 132 0 -383 1 0 31 142 9 -388 2 0 31 153 8 -393 3 0 31 164 6 -398 3 0 31 175 5 -403 4 0 31 186 4 -408 5 0 31 197 3 -413 6 0 31 208 1 -418 6 0 31 219 0 -42.3 7 0 31 316 9 -469 3 0 31 327 8 -474 4 0 31 338 7 -479 5 0 31 349 5 -484 6 0 31 360 4 -489 6 0 31 371 3 -494 7 0 31 382 2 -499 8 0 31 393 0 -504 8 0 31 403 9 -509 9 0 31 414 8 -515 0 0 31 425 7 -520 1 0 31 436 5 -525 1 0 31 447 4 -530 2 0 31 458 3 -535 3 0 31 469 2 -540 3 0 31 480 0 -545 4 0 31 490 9 -550 5 0 31 501 8 -555 6 0 31 512 7 -560 6 0 31 523 5 -565 7 0 31 27 0 -324 4 0 31 37 9 -329 4 0 31 48 8 -334 5 0 31 59 6 -339 6 0 31 70 5 -344 7 0 31 81 4 -349 7 0 31 92 3 -354 8 0 31 103 1 -359 9 0 31 114 0 -364 9 0 31 124 9 -370 0 0 31 135 8 -375 1 0 31 146 6 -380 2 0 31 157 5 -385 2 0 31 168 4 -390 3 0 31 179 3 -395 4 0 31 190 1 -400 4 0 31 201 0 -405 5 0 31 211 9 -410 6 0 31 222 8 -415 7 0 31 320 7 -461 3 0 31 331 5 -466 4 0 31 342 4 -471 4 0 31 353 3 -476 5 0 31 364 2 -481 6 0 31 375. 0 -486 7 0 31 385 9 -491 7 0 31 396 8 -496 8 0 31 407 7 -501 9 0 31 418 5 -506 9 0 31 429 4 -512 0 0 31 440 3 -517 1 0 31 451 2 -522 2 0 31 462 0 -527 2 0 31 472 9 -532 3 0 31 483 8 -537 4 0 31 494 7 -542 4 0 31 505 5 -547 5 0 31 516 4 -552 6 0 31 527 3 -557 7 0 31 525 5 -556 8 0 31 520 4 -567 7 0 31 484 9 -643 8 0 31 479 8 -654 7 0 31 474 8 -665 6 0 31 469 7 -676 4 0 31 464 6 -687 3 0 31 459 6 -698 2 0 31 454 5 -709 1 0 31 449 4 -719 9 0 31 444 3 -730 8 0 31 439 3 -741 7 0 31 434 2 -752 6 0 31 429 1 -763 4 0 31 424 1 -774 3 0 31 419 0 -785 2 0 31 413 9 796 1 0 31 408 8 806 9 0 31 403 8 -81.7 8 0 31 398 7 -828 7 0 31 393 6 -839 6 0 31 388 6 -850 5 0 31 383 5 -861 3 0 31 378 4 -872 2 0 31 373 3 -883 1 0 31 368 3 -894 0 0 31 363 2 -904 8 0 31 358 1 -915 7 0 31 353 1 926 6 0 31 348 0 -937 5 0 31 342 9 -948 3 0 31 337 8 -959 2 0 31 332 8 -970 1 86 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 4 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC5 col 09 13 AM 0 31 327 7 -981 0 0 31 322 6 991 8 0 31 317 6 -1002 7 0 31 312 5 -1013 6 0 31 307 4 -1024 5 0 31 302 3 1035 3 0 31 297 3 -1046 2 0 31 292 2 1057 1 0 31 287 1 1068 0 0 31 282 1 1078 8 0 31 277 0 1089 7 0 31 271 9 -1100 6 0 31 266 8 -1111 5 0 31 261 8 -1122 3 0 31 221 2 -1209 3 0 31 216 1 -1220 2 0 31 211 1 -1231 1 0 31 206 0 1242 0 0 31 200 9 -1252 9 0 31 195 8 -1263 7 0 31 190 8 -1274 6 0 31 185 7 -1285 5 0 31 180 6 1296 4 0 31 175 6 -1307 2 0 31 533 5 560 6 0 31 528 5 -571 4 0 31 493 0 -647 6 0 31 487 9 -658 4 0 31 482 8 -669 3 0 31 477 7 -680 2 0 31 472 7 -691 1 0 31 467 6 -701 9 0 31 462 5 -712 8 0 31 457 5 -723 7 0 31 452 4 -734 6 0 31 447 3 -745 4 0 31 442 2 -756 3 0 31 437 2 -767 2 0 31 432 1 -778 1 0 31 427 0 -788 9 0 31 422 0 -799 8 0 31 416 9 -810 7 0 31 411 8 -821 6 0 31 406 7 -832 5 0 31 401 7 -843 3 0 31 396 6 -854 2 0 31 391 5 -865 1 0 31 386 5 -876 0 0 31 381 4 -886 8 0 31 376 3 897 7 0 31 371 2 -908 6 0 31 366 2 -919 5 0 31 361 1 930 3 0 31 356 0 -941 2 0 31 351 0 -952 1 0 31 345 9 -963 0 0 31 340 8 -973 8 0 31 335 7 -984 7 0 31 330 7 -995 6 0 31 325 6 -1006 5 0 31 320 5 -1017 3 0 31 315 5 -1028 2 0 31 310 4 -1039 1 0 31 305 3 -1050 0 0 31 300 2 -1060 8 0 31 295 2 -1071 7 0 31 290 1 -1082 6 0 31 285 0 -1093 5 0 31 280 0 -1104 3 0 31 274 9 -1115 2 0 31 269 8 -1126 1 0 31 229 2 -1213 1 0 31 224 2 -1224 0 0 31 219 1 1234 9 0 31 214 0 1245 7 0 31 209 0 -1256 6 0 31 203 9 -1267 5 0 31 198 8 1278 4 0 31 193 7 -1289 2 0 31 188 7 -1300 1 0 31 183 6 1311 0 0 31 181 5 -1315 4 0 31 170 7 1310 3 0 31 159 8 -1305 3 0 31 148 9 -1300 2 0 31 138 0 1295 1 0 31 127 2 -1290 0 0 31 116 3 -1285 0 0 31 105 4 1279 9 0 31 94 5 -1274 8 0 31 83 7 -1269 8 0 31 72 8 -1264 7 0 31 61 9 -1259 6 0 31 51 0 -1254 5 0 31 40 1 -1249 5 0 31 29 3 -1244 4 0 31 18 4 -1239 3 0 31 7 5 1234 3 0 31 3 4 -1229 2 0 31 -14 2 -1224 1 0 31 -25 1 -1219 0 0 31 -36 0 -1214 0 0 31 -46 9 -1208 9 0 31 -57 7 1203 8 0 31 -68 6 -1198 8 0 31 -79 5 -1193 7 0 31 -90 4 -1188 6 0 31 -101 2 -1183 5 0 31 -112 1 -1178 5 0 31 -123 0 1173 4 0 31 -133 9 -1168 3 0 31 -144 7 -1163 3 0 31 -155 6 -1158 2 0 31 -166 5 -1153 1 0 31 -177 4 -1148 0 0 31 -188 2 -1143 0 0 31 -199 1 -1137 9 0 31 -210 0 -1132 8 0 31 -220 9 -1127 8 0 31 231 7 -1122 7 0 31 -242 6 -1117 6 0 31 -253 5 1112 5 0 31 -264 4 -1107 5 0 31 -275 2 -1102 4 0 31 -286 1 1097 3 0 31 -297 0 -1092 3 0 31 -307 9 -1087 2 0 31 -318 7 -1082 1 0 31 185 3 -1307 4 0 31 174 4 -1302 3 0 31 163 5 1297 2 0 31 152 7 -1292 1 0 31 141 8 -1287 1 0 31 130 9 -1282 0 0 31 120 0 -1276 9 0 31 109 2 -1271 9 0 31 98 3 -1266 8 0 31 87 4 -1261 7 0 31 76 5 -1256 6 0 31 65 7 -1251 6 0 31 54 8 -1246 5 0 31 43 9 1241 4 0 31 33 0 -1236 4 0 31 22 1 -1231 3 0 31 11 3 -1226 2 0 31 0 4 -1221 1 0 31 -10 5 -1216 1 0 31 -21 4 -1211 0 0 31 -32 2 1205 9 0 31 -43 1 1200 9 0 31 -54 0 -1195 8 0 31 -64 9 -1190 7 0 31 -75 7 -1185 6 0 31 -86 6 -1180 6 0 31 -97 5 -1175 5 0 31 108 4 -1170 4 0 31 -119 2 -1165 4 0 31 -130 1 -1160 3 0 31 -141 0 -1155 2 0 31 -151 9 -1150 1 0 31 -162 7 -1145 1 0 31 -173 6 -1140 0 0 31 -184 5 -1134 9 0 31 -195 4 -1129 9 0 31 -206 2 -1124 8 0 31 -217 1 -1119 7 0 31 -228 0 -1114 6 0 31 238 9 -1109 6 0 31 -249 7 1104 5 0 31 -260 6 -1099 4 0 31 -271 5 -1094 4 0 31 -282 4 1089 3 0 31 -293 2 -1084 2 0 31 -304 1 -1079 1 0 31 -315 0 1074 1 0 31 -325 0 -1079 2 0 31 -319 9 -1068 3 0 31 -314 8 -1057 5 0 31 -279 3 -981 3 0 31 274 3 -970 5 0 31 -269 2 -959 6 0 31 264 1 -948 7 0 31 259 1 -937 8 0 31 -254 0 -926 9 0 31 -248 9 -916 1 0 31 243 8 -905 2 0 31 -238 8 894 3 0 31 -233 7 -883 4 0 31 228 6 872 6 0 31 -223 6 861 7 0 31 -218 5 850 8 0 31 -213 4 -839 9 0 31 -208 3 -829 1 0 31 -203 3 -818 2 0 31 198 2 -807 3 0 31 193 1 -796 4 0 31 -188 1 -785 6 0 31 183 0 -774 7 87 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 5 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC5 col 09 13 AM 0 31 -177 9 763 8 0 31 -172 8 -752 9 0 31 -167 8 -742 1 0 31 -162 7 731 2 0 31 -157 6 -720 3 0 31 -152 6 709 4 0 31 147 5 698 6 0 31 -142 4 -687 7 0 31 -137 3 676 8 0 31 -132 3 665 9 0 31 -127 2 -655 1 0 31 -122 1 -644 2 0 31 -117 1 633 3 0 31 -112 0 -622 4 0 31 -106 9 611 6 0 31 -101 8 600 7 0 31 -96 8 -589 8 0 31 -91 7 -578 9 0 31 -86 6 -568 1 0 31 -81 6 =557 2 0 31 -76 5 546 3 0 31 -71 4 -535 4 0 31 =66 3 -524 5 0 31 -61 3 -513 7 0 31 24 9 328 8 0 31 -316 9 -1083 0 0 31 -311 9 -1072 1 0 31 -306 8 -1061 2 0 31 -271 3 -985 1 0 31 -266 2 -974 2 0 31 -261 1 -963 3 0 31 -256 1 -952 5 0 31 -251 0 -941 6 0 31 -245 9 -930 7 0 31 240 9 -919 8 0 31 -235 8 908 9 0 31 230 7 -898 1 0 31 -225 6 -887 2 0 31 -220 6 -876 3 0 31 -215 5 -865 4 0 31 -210 4 -854 6 0 31 -205 4 843 7 0 31 -200 3 -832 8 0 31 -195 2 -821 9 0 31 -190 1 -811 1 0 31 -185 1 800 2 0 31 -180 0 -789 3 0 31 -174 9 -778 4 0 31 -169 9 767 6 0 31 164 8 -756 7 0 31 -159 7 -745 8 0 31 -154 7 -734 9 0 31 -149 6 -724 1 0 31 -144 5 -713 2 0 31 -139 4 -702 3 0 31 -134 4 -691 4 0 31 -129 3 -680 6 0 31 -124 2 -669 7 0 31 -119 2 -658 8 0 31 -114 1 -647 9 0 31 -109 0 637 1 0 31 -103 9 -626 2 0 31 -98 9 -615 3 0 31 -93 8 -604 4 0 31 -88 7 -593 6 0 31 -83 7 -582 7 0 31 -78 6 -571 8 0 31 -73 5 -560 9 0 31 -68 4 -550 1 0 31 -63 4 -539 2 0 31 -58 3 -528 3 0 31 -53 2 -517 4 0 31 33 0 -332 5 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- --------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- -------- -- ----- ----- ----------- ----------- -------- ------ i 1 1335 50 0 00 0 00 443188 66 0 00 999 999 0 900 2 2484 50 0 00 0 00 495280 56 0 00 999 999 0 900 3 1473 00 -16528 20 -3382 90 -337346 63 -69046 27 20 410 0 900 4 1480 50 -16914 70 -3325 10 -341758 38 -67183 13 20 205 0 900 5 1522 10 -15177 80 -2337 30 -366958 03 -56509 68 24 177 0 900 6 1531 20 -15645 60 -2267 30 -372797 03 -54024 32 23 828 0 900 7 467 80 -16528 20 -3382 90 -304213 81 -62264 83 18 406 0 900 8 475 40 -16914 70 -3325 10 -308231 88 -60592 47 18 223 0 900 9 516 90 -15177 80 -2337 30 -331172 41 -50998 88 21 820 0 900 10 526 10 -15645 60 -2267 30 -336493 38 -48763 33 21 507 0 900 11 1335 50 0 00 0 00 443188 66 0 00 999 999 0 900 12 2484 50 0 00 0 00 495280 56 0 00 999 999 0 900 13 1603 80 -15295 00 6112 10 -264337 31 -105632 95 17 283 0 900 14 1610 80 -15311 10 -6327 90 -260383 78 -107613 62 17 006 0 900 15 1505 50 -12974 70 -2812 00 -332418 75 -72045 01 25 621 0 900 16 1513 90 -12994 10 -3073 10 -323262 38 -76451 52 24 878 0 900 17 598 70 -15295 00 -6112 10 -238307 56 -95231 09 15 581 0 900 18 605 60 -15311 10 -6327 90 -234738 16 -97014 58 15 331 0 900 19 500 30 -12974 70 -2812 00 -299808 69 -64977 44 23 107 0 900 20 508 80 -12994 10 -3073 10 -291526 41 -68945 97 22 435 0 900 *** End of output *** 88 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC6 col 09 14 AM General Information FileNameI \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC6 col Project PCC Humanities Column 2PC6 Engineer AGM Code ACI 318 05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) --- -------- - ---------- ----- ---------- --- ------ ----- ---- --- ---------- 1 0 0 0 0 2 61 7 132 3 3 72 6 127 2 4 44 3 66 5 5 361 5 -81 4 6 209 3 -407 7 7 227 5 -416 1 8 222 4 -427 0 9 21 2 -333 2 10 26 3 -322 3 11 198 5 -402 6 12 345 5 87 2 13 115 3 20 2 14 120 2 30 6 15 76 7 50 9 16 71 8 40 4 17 39 2 55 7 18 10 9 5 1 Gross section area Ag = 12240 in^2 Ix = 3 58826e+008 in^4 Iy = 1 32627e+008 in'4 Xo = 191 314 in Yo = -162 866 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) ---- - ------- --- ------- ---- --------- ----------- - - - -- --- --------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 54 56 in'2 at 0 450 (Note rho < 0 50%) Area in'2 X (in) Y (in) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) - -- ---- - ------ -------- -------- -------- -------- --------- -------- -------- 0 31 2 1 0 8 0 31 7 1 11 6 0 31 12 2 22 5 0 31 17 3 33 4 0 31 22 4 44 3 0 31 27 4 55 1 0 31 32 5 66 0 0 31 37 6 76 9 0 31 42 6 87 8 0 31 47 7 98 6 0 31 52 8 109 5 0 31 57 9 120 4 0 31 62 9 131 3 0 31 10 1 -3 0 0 31 15 2 7 9 0 31 20 3 18 8 0 31 25 3 29 6 0 31 30 4 40 5 0 31 35 5 51 4 0 31 40 5 62 3 0 31 45 6 73 1 0 31 50 7 84 0 0 31 55 8 94 9 0 31 60 8 105 8 0 31 65 9 116 6 0 31 71 0 127 5 0 31 41 3 56 4 0 31 52 1 51 3 0 31 63 0 46 3 0 31 117 4 20 9 0 31 128 3 15 8 0 31 139 1 10 8 0 31 150 0 5 7 0 31 160 9 0 6 0 31 171 8 4 5 0 31 182 7 9 5 89 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC6 col 09 14 AM 0 31 193 5 -14 6 0 31 204 4 -19 7 0 31 215 3 -24 7 0 31 226 2 29 8 0 31 237 0 -34 9 0 31 247 9 -39 9 0 31 258 8 -45 0 0 31 269 7 -50 1 0 31 280 5 -55 2 0 31 291 4 60 2 0 31 302 3 -65 3 0 31 313 2 -70 4 0 31 324 0 -75 4 0 31 334 9 -80 5 0 31 345 8 -85 6 0 31 45 0 64 5 0 31 55 9 59 4 0 31 66 8 54 3 0 31 121 1 29 0 0 31 132 0 23 9 0 31 142 9 18 8 0 31 153 8 13 7 0 31 164 7 8 7 0 31 175 5 3 6 0 31 186 4 -1 5 0 31 197 3 -6 5 0 31 208 2 -11 6 0 31 219 0 -16 7 0 31 229 9 21 8 0 31 240 8 -26 8 0 31 251 7 -31 9 0 31 262 5 -37 0 0 31 273 4 -42 0 0 31 284 3 -47 1 0 31 295 2 -52 2 0 31 306 0 -57 3 0 31 316 9 -62 3 0 31 327 8 -67 4 0 31 338 7 -72 5 0 31 349 5 -77 5 0 31 351 4 -78 4 0 31 346 3 -89 3 0 31 341 2 -100 1 0 31 336 1 -111 0 0 31 331 1 -121 9 0 31 326 0 -132 8 0 31 320 9 -143 6 0 31 315 9 -154 5 0 31 310 8 -165 4 0 31 305 7 -176 3 0 31 300 6 -187 2 0 31 295 6 -198 0 0 31 290 5 -208 9 0 31 285 4 -219 8 0 31 280 4 -230 7 0 31 275 3 -241 5 0 31 270 2 -.252 4 0 31 265 1 -263 3 0 31 260 1 -274 2 0 31 255 0 -285 0 0 31 249 9 -295 9 0 31 244 9 -306 8 0 31 239 8 -317 7 0 31 234 7 -328 5 0 31 229 6 -339 4 0 31 224 6 -350 3 0 31 219 5 -361 2 0 31 214 4 -372 0 0 31 209 4 -382 9 0 31 204 3 -393 8 0 31 199 2 -404 7 0 31 359 4 -82 1 0 31 354 3 -93 0 0 31 349 3 -103 9 0 31 344 2 -114 8 0 31 339 1 -125 6 0 31 334 0 -136 5 0 31 329 0 -147 4 0 31 323 9 -158 3 0 31 318 8 -169 2 0 31 313 8 -180 0 0 31 308 7 -190 9 0 31 303 6 -201 8 0 31 298 5 -212 7 0 31 293 5 -223 5 0 31 288 4 -234 4 0 31 283 3 -245 3 0 31 278 3 -256 2 0 31 273 2 -267 0 0 31 268 1 -277 9 0 31 263 0 -288 8 0 31 258 0 -299 7 0 31 252 9 -310 5 0 31 247 8 -321 4 0 31 242 8 -332 3 0 31 237 7 -343 2 0 31 232 6 -354 0 0 31 227 5 -364 9 0 31 222 5 -375 8 0 31 217 4 -386 7 0 31 212 3 -397 5 0 31 207 3 -408 4 0 31 23 3 -332 4 0 31 34 1 -337 5 0 31 45 0 -342 6 0 31 55 9 -347 6 0 31 66 8 -352 7 0 31 77 6 -357 8 0 31 88 5 -362 8 0 31 99 4 -367 9 0 31 110 3 -373 0 0 31 121 1 -378 1 0 31 132 0 -383 1 0 31 142 9 -388 2 0 31 153 8 -393 3 0 31 164 6 -398 3 0 31 175 5 -403 4 0 31 186 4 -408 5 0 31 197 3 -413 6 0 31 208 1 -418 6 0 31 219 0 -423 7 0 31 27 0 -324 4 0 31 37 9 -329 4 0 31 48 8 -334 5 0 31 59 6 -339 6 0 31 70 5 -344 7 0 31 81 4 -349 7 0 31 92 3 -354 8 0 31 103 1 -359 9 0 31 114 0 -364 9 0 31 124 9 -370 0 0 31 135 8 -375 1 0 31 146 6 -380 2 0 31 157 5 -385 2 0 31 168 4 -390 3 0 31 179 3 -395 4 0 31 190 1 -400 4 0 31 201 0 -405 5 0 31 211 9 -410 6 0 31 222 8 -415 7 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- ----------- ---- ------ ----------- ----------- -------- ------ 1 '318 90 0 00 0' 00 66456 66 0 00 999 999 0 900 2 670 80 0 00 0 00 73438 23 0 00 999 999 0 900 3 341 70 1554 30 4458 00 10718 90 30743 66 6 896 0 900 4 332 90 1707 80 4734 20 11010 10 30521 17 6 447 0 900 5 264 90 1012 60 3686 00 8498 06 30934 07 8 392 0 900 6 254 20 1198 30 4020 30 9105 77 30549 88 7 599 0 900 7 77 50 1554 30 4458 00 9884 21 28349 62 6 359 0 900 8 68 60 1707 80 4734 20 10150 20 28137 43 5 943 0 900 9 0 70 1012 60 3686 00 7820 02 28465 94 7 723 0 900 10 -10 00 1198 30 4020 30 8376 97 28104 75 6 991 0 900 11 318 90 0 00 0 00 66456 66 0 00 999 999 0 900 12 670 80 0 00 0 00 73438 23 0 00 999 999 0 900 90 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 4 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC6 col 09 14 AM 13 241 20 -3362 90 12399 40 -10629 30 39191 45 3 161 0 900 14 222 60 -3115 90 13480 40 -8841 07 38249 36 2 837 0 900 r 15 275 90 -5069 10 10617 50 -19615 92 41086 59 3 870 0 900 16 253 30 -4770 20 11925 80 -16399 04 40998 64 3 438 0 900 17 -23 10 -3362 90 12399 40 -9784 09 36075 07 2 909 0 900 18 -41 70 -3115 90 13480 40 -8121 60 35136 69 2 607 0 900 19 11 60 -5069 10 10617 50 -18118 75 37950 70 3 574 0 900 20 -10 90 -4770 20 11925 80 15124 17 37811 38 3 171 0 900 *** End of output *** 1 91 STRUCTUREPOINT - pcaColumn v4. 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC7 col 09 14 AM General Information ------------------- ------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC7 col Project PCC Humanities Column 2PC7 Engineer AGM Code RCI 318 05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi EC = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) --- - -- ------- ---------- ----- ---------- ---------- ----- - -------- ---------- 1 319 9 -459 2 2 535 6 -559 8 )3 486 2 -665 8 4 475 3 -660 8 5 519 7 -565 6 6 314 8 -470 1 Gross section area Ag = 4116 01 in^2 Ix = 1 22685e+007 in'4 Iy = 1 65763e+007 in'4 Xo = 448 994 in Yo = -545 799 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) Size Diam (in) Area (in-2) ---- --------- ----------- ---- --------- ----------- ---- ------- - ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 4 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 18 60 in-2 at 0 45% (Note rho < 0 50%) Area in'2 X (in) Y (in) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) --------- -------- -------- --------- -------- -------- --------- -------- -------- 0 31 316 9 -469 3 0 31 327 8 -474 4 0 31 338 7 -479 5 0 31 349 5 -484 6 0 31 360 4 -489 6 0 31 371 3 -494 7 0 31 382 2 -499 8 0 31 393 0 -504 8 0 31 403 9 -509 9 0 31 414 8 -515 0 0 31 425 7 -520 1 0 31 436 5 -525 1 0 31 447 4 -530 2 0 31 458 3 -535 3 0 31 469 2 -540 3 0 31 480 0 -545 4 0 31 490 9 -550 5 0 31 501 8 -555 6 0 31 512 7 -560 6 0 31 523 5 -565 7 0 31 320 7 -461 3 0 31 331 5 -466 4 0 31 342 4 -471 4 0 31 353 3 -476 5 0 31 364 2 -481 6 0 31 375 0 -486 7 0 31 385 9 -491 7 0 31 396 8 -496 8 0 31 407 7 -501 9 0 31 418 5 -506 9 0 31 429 4 -512 0 0 31 440 3 -517 1 0 31 451 2 -522 2 0 31 462 0 -527 2 0 31 472 9 -532 3 0 31 483 8 -537 4 0 31 494 7 -542 4 0 31 505 5 -547 5 0 31 516 4 -552 6 0 31 527 3 -557 7 0 31 525 5 -556 8 0 31 520 4 -567 7 0 31 515 3 -578 6 0 31 510 3 -589 4 0 31 505 2 -600 3 0 31 500 1 -611 2 0 31 495 1 -622 1 0 31 490 0 -632 9 92 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\2PC7 col 09 14 AM 0 31 484 9 -643 8 0 31 479 8 654 7 0 31 533 5 -560 6 ' 0 31 528 5 571 4 0 31 523 4 582 3 0 31 518 3 593 2 0 31 513 2 -604 1 0 31 508 2 -614 9 0 31 503 1 -625 8 0 31 498 0 -636 7 0 31 493 0 -647 6 0 31 487 9 -658 4 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------- ---- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k ft k-ft k-ft k-ft -- ------ - -- ------- -- - -- - -- -- ------- ---- ---- -------- ------ 1 114 70 0 00 0 00 6448 11 0 00 999 999 0 900 2 213 00 0 00 0 00 6891 00 0 00 999 999 0 900 3 -60 80 38 30 470 40 377 79 4640 04 9 864 0 900 4 -51 10 -9 60 420 00 -84 30 3688 06 8 781 0 900 5 12 40 46 40 660 60 341 66 4864 31 7 363 0 900 6 24 20 -11 60 599 50 -77 63 4012 22 6 693 0 900 7 -147 10 38 30 470 40 342 38 4205 07 8 939 0 900 8 -137 30 -9 60 420 00 -76 49 3346 55 7 968 0 900 9 -73 80 46 40 660 60 312 23 4445 27 6 729 0 900 10 -62 00 -11 60 599 50 -71 04 3671 36 6 124 0 900 11 114 70 0 00 0 00 6448 11 0 00 999 999 0 900 12 213 00 0 00 0 00 6891 00 0 00 999 999 0 900 13 -60 80 309 00 1003 90 1848 24 6004 70 5 981 0 900 14 -51 10 382 70 1090 50 2114 46 6025 13 5 525 0 900 15 12 40 87 70 673 00 722 22 5542 20 8 235 0 900 16 24 20 177 00 777 80 1464 44 6435 28 8 274 0 900 17 -147 10 309 00 1003 90 1684 31 5472 10 5 451 0 900 18 -137 30 382 70 1090 50 1927 13 5491 33 5 036 0 900 19 -73 80 87 70 673 00 664 06 5095 91 7 572 0 900 20 -62 00 177 00 777 80 1348 70 5926 65 7 620 0 900 *** End of output *** 93 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\3PC1 col 09 15 AM General Information File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\3PC1 col Project PCC Humanities Column 3PC1 Engineer AGM Code ACI 318 05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi EC = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- -- ------- ----- ---------- ---------- ----- ---------- ---------- 1 0 0 0 0 2 61 7 132 3 3 72 6 127 2 4 44 3 66 5 5 361 5 -81 4 6 209 3 -407 7 7 535 6 -559 8 8 182 3 -1317 5 9 -327 1 -1080 0 10 -322 0 -1069 1 11 -311 6 -1073 9 12 -281 1 -1008 7 13 -291 6 -1003 8 14 -179 6 -763 7 15 -169 1 -768 5 16 -110 8 -643 5 17 -121 2 -638 6 18 -9 2 -398 4 19 1 2 403 3 20 31 6 -338 0 21 21 2 -333 2 22 26 3 -322 3 23 198 5 -402 6 24 345 5 -87 2 25 104 4 25 2 26 109 3 35 6 27 65 8 55 9 28 60 9 45 5 29 39 2 55 7 30 10 9 -5 1 Interior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- -- ------ -- --- --- ----- ---------- ---------- ----- ---------- ---------- 1 32 1 -338 2 2 519 7 -565 6 3 176 5 -1301 5 4 -311 1 -1074 2 Gross section area Ag = 39309 1 in^2 Ix = 6 89502e+009 in'4 Iy = 1 98986e+009 in'4 Xo = 150 749 in Yo = -655 143 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in-2) Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) --- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 4 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 171 74 in'2 at 0 44% (Note rho < 0 500) Area in^2 X (in) Y (in) Area in"2 X (in) Y (in) Area in'2 X (in) Y (in) --------- ------- ---- -- --------- -------- - ------ --- ----- -------- -------- 0 31 2 1 0 8 0 31 7 1 11 6 0 31 12 2 22 5 0 31 17 3 33 4 0 31 22 4 44 3 0 31 27 4 55 1 0 31 32 5 66 0 0 31 37 6 76 9 0 31 42 6 87 8 0 31 47 7 98 6 0 31 52 8 109 5 0 31 57 9 120 4 0 31 62 9 131 3 0 31 10 1 -3 0 0 31 15 2 7 9 94 0 31 20 3 18 8 0 31 25 3 29 6 0 31 30 4 40 5 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\3PC1 col 09 15 AM 0 31 35 5 51 4 0 31 40 5 62 3 0 31 45 6 73 1 0 31 50 7 84 0 0 31 55 8 94 9 0 31 60 8 105 8 0 31 65 9 116 6 0 31 71 0 127 5 0 31 41 3 56 4 0 31 52 1 51 3 0 31 106 5 26 0 0 31 117 4 20 9 0 31 128 3 15 8 0 31 139 1 10 8 0 31 150 0 5 7 0 31 160 9 0 6 0 31 171 8 -4 5 0 31 .182 7 -9 5 0 31 193 5 -14 6 0 31 204 4 -19 7 0 31 215 3 -24 7 0 31 226 2 -29 8 0 31 237 0 34 9 0 31 247 9 -39 9 0 31 258 8 -45 0 0 31 269 7 -50 1 0 31 280 5 -55 2 0 31 291 4 -60 2 0 31 302 3 -65 3 0 31 313 2 -70 4 0 31 324 0 -75 4 0 31 334 9 -80 5 0 31 345 8 -85 6 0 31 45 0 64 5 0 31 55 9 59 4 0 31 110 3 34 0 0 31 121 1 29 0 0 31 132 0 23 9 0 31 142 9 18 8 0 31 153 8 13 7 0 31 164 7 8 7 0 31 175 5 3 6 0 31 186 4 -1 5 0 31 197 3 -6 5 0 31 208 2 -11 6 0 31 219 0 -16 7 0 31 229 9 -21 8 0 31 240 8 -26 8 0 31 251 7 -31 9 0 31 262 5 -37 0 0 31 273 4 -42 0 0 31 284 3 -47 1 0 31 295 2 -52 2 0 31 306 0 -57 3 0 31 316 9 -62 3 0 31 327 8 -67 4 0 31 338 7 -72 5 0 31 349 5 -77 5 0 31 351 4 -78 4 0 31 346 3 -89 3 0 31 341 2 -100 1 0 31 336 1 -111 0 0 31 331 1 -121 9 0 31 326 0 -132 8 0 31 320 9 -143 6 0 31 315 9 -154 5 0 31 310 8 -165 4 0 31 305 7 -176 3 0 31 300 6 -187 2 0 31 295 6 -198 0 0 31 290 5 -208 9 0 31 285 4 -219 8 0 31 280 4 -230 7 0 31 275 3 -241 5 0 31 270 2 -252' 4 0 31 265 1 -263 3 0 31 260 1 -274 2 0 31 255 0 -285 0 0 31 249 9 -295 9 0 31 244 9 -306 8 0 31 239 8 -317 7 0 31 234 7 -328 5 0 31 229 6 -339 4 0 31 224 6 -350 3 0 31 219 5 -361 2 0 31 214 4 -372 0 0 31 209 4 -382 9 0 31 204 3 -393 8 0 31 199 2 -404 7 0 31 359 4 -82 1 0 31 354 3 -93 0 0 31 349 3 -103 9 0 31 344 2 -114 8 0 31 339 1 -125 6 0 31 334 0 -136 5 0 31 329 0 -147 4 0 31 323 9 -158 3 0 31 318 8 -169 2 0 31 313 8 -180 0 0 31 308 7 -190 9 0 31 303 6 -201 8 0 31 298 5 -212 7 0 31 293 5 -223 5 0 31 288 4 -234 4 0 31 283 3 -245 3 0 31 278 3 -256 2 0 31 273 2 -267 0 0 31 268 1 -277 9 0 31 263 0 -288 8 0 31 258 0 -299 7 0 31 252 9 -310 5 0 31 247 8 -321 4 0 31 242 8 -332 3 0 31 237 7 -343 2 0 31 232 6 -354 0 0 31 227 5 -364 9 0 31 222 5 -375 8 0 31 217 4 -386 7 0 31 212 3 -397 5 0 31 207 3 -408 4 0 31 23 3 -332 4 0 31 34 1 -337 5 0 31 45 0 -342 6 0 31 55 9 -347 6 0 31 66 8 -352 7 0 31 77 6 -357 8 0 31 88 5 -362 8 0 31 99 4 -367 9 0 31 110 3 -373 0 0 31 121 1 -378 1 0 31 132 0 -383 1 0 31 142 9 -388 2 0 31 153 8 -393 3 0 31 164 6 -398 3 0 31 175 5 -403 4 0 31 186 4 -408 5 0 31 197 3 413 6 0 31 208 1 -418 6 0 31 219 0 -423 7 0 31 229 9 -428 8 0 31 240 8 -433 8 0 31 251 6 -438 9 0 31 262 5 -444 0 0 31 273 4 -449 1 0 31 284 3 -454 1 0 31 295 2 -459 2 0 31 306 0 -464 3 0 31 316 9 -469 3 0 31 327 8 -474 4 0 31 338 7 -479 5 0 31 349 5 -484 6 0 31 360 4 -489 6 0 31 371 3 -494 7 0 31 382 2 -499 8 0 31 393 0 -504 8 0 31 403 9 -509 9 0 31 414 8 -515 0 0 31 425 7 -520 1 0 31 436 5 -525 1 0 31 447 4 -530 2 0 31 458 3 -535 3 0 31 469 2 -540 3 0 31 480 0 -545 4 0 31 490 9 -550 5 0 31 501 8 -555 6 0 31 512 7 -560 6 0 31 523 5 -565 7 0 31 27 0 -324 4 0 31 37 9 329 4 0 31 48 8 -334 5 0 31 59 6 -339 6 0 31 70 5 -344 7 0 31 81 4 -349 7 0 31 92 3 -354 8 0 31 103 1 -359 9 0 31 114 0 -364 9 0 31 124 9 -370 0 0 31 135 8 -375 1 0 31 146 6 -380 2 0 31 157 5 -385 2 0 31 168 4 -390 3 0 31 179 3 -395 4 0 31 190 1 -400 4 0 31 201 0 -405 5 0 31 211 9 -410 6 0 31 222 8 -415 7 0 31 233 6 -420 7 0 31 244 5 -425 8 0 31 255 4 -430 9 0 31 266 3 -435 9 0 31 277 2 -441 0 0 31 288 0 -446 1 0 31 298 9 -451 2 0 31 309 8 -456 2 0 31 320 7 -461 3 0 31 331 5 466 4 0 31 342 4 -471 4 0 31 353 3 -476 5 95 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 4 Licensed to Magnusson Klemencic Associates License ID 54156 1013735 4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\3PC1 col 09 15 AM 0 31 364 2 481 6 0 31 375 0 486 7 0 31 385 9 -491 7 0 31 396 8 -496 8 0 31 407 7 501 9 0 31 418 5 -506 9 0 31 429 4 -512 0 0 31 440 3 -517 1 0 31 451 2 -522 2 0 31 462 0 -527 2 0 31 472 9 532 3 0 31 483 8 -537 4 0 31 494 7 -542 4 0 31 505 5 547 5 0 31 516 4 -552 6 0 31 527 3 -557 7 0 31 525 5 556 8 0 31 520 4 -567 7 0 31 515 3 -578 6 0 31 510 3 589 4 0 31 505 2 -600 3 0 31 500 1 -611 2 0 31 495 1 622 1 0 31 490 0 -632 9 0 31 484 9 -643 8 0 31 479 8 654 7 0 31 474 8 -665 6 0 31 469 7 -676 4 0 31 464 6 687 3 0 31 459 6 -698 2 0 31 454 5 709 1 0 31 449 4 719 9 0 31 444 3 -730 8 0 31 439 3 -741 7 0 31 434 2 752 6 0 31 429 1 -763 4 0 31 424 1 -774 3 0 31 419 0 785 2 0 31 413 9 -796 1 0 31 408 8 -806 9 0 31 403 8 -817 8 0 31 398 7 -828 7 0 31 393 6 -839 6 0 31 388 6 850 5 0 31 383 5 -861 3 0 31 378 4 -872 2 0 31 373 3 -883 1 0 31 368 3 -894 0 0 31 363 2 -904 8 0 31 358 1 -915 7 0 31 353 1 -926 6 0 31 348 0 -937 5 0 31 342 9 948 3 0 31 337 8 -959 2 0 31 332 8 -970 1 0 31 327 7 -981 0 0 31 322 6 -991 8 0 31 317 6 -1002 7 0 31 312 5 -1013 6 0 31 307 4 -1024 5 0 31 302 3 -1035 3 0 31 297 3 -1046 2 0 31 292 2 -1057 1 0 31 287 1 -1068 0 0 31 282 1 -1078 8 0 31 277 0 -1089 7 0 31 271 9 -1100 6 0 31 266 8 -1111 5 0 31 261 8 -1122 3 0 31 256 7 -1133 2 0 31 251 6 -1144 1 0 31 246 6 -1155 0 0 31 241 5 -1165 8 0 31 236 4 -1176 7 0 31 231 3 -1187 6 0 31 226 3 -1198 5 0 31 221 2 -1209 3 0 31 216 1 -1220 2 0 31 211 1 -1231 1 0 31 206 0 -1242 0 0 31 200 9 -1252 9 0 31 195 8 -1263 7 0 31 190 8 -1274 6 0 31 185 7 -1285 5 0 31 180 6 -1296 4 0 31 175 6 -1307 2 0 31 533 5 -560 6 0 31 528 5 -571 4 0 31 523 4 582 3 0 31 518 3 -593 2 0 31 513 2 -604 1 0 31 508 2 614 9 0 31 503 1 -625 8 0 31 498 0 -636 7 0 31 493 0 647 6 0 31 487 9 -658 4 0 31 482 8 -669 3 0 31 477 7 -680 2 0 31 472 7 -691 1 0 31 467 6 -701 9 0 31 462 5 712 8 0 31 457 5 -723 7 0 31 452 4 -734 6 0 31 447 3 -745 4 0 31 442 2 -756 3 0 31 437 2 -767 2 0 31 432 1 778 1 0 31 427 0 -788 9 0 31 422 0 799 8 0 31 416 9 -810 7 0 31 411 8 -821 6 0 31 406 7 -832 5 0 31 401 7 -843 3 0 31 396 6 -854 2 0 31 391 5 -865 1 0 31 386 5 876 0 0 31 381 4 -886 8 0 31 376 3 -897 7 0 31 371 2 -908 6 0 31 366 2 -919 5 0 31 361 1 -930 3 0 31 356 0 -941 2 0 31 351 0 -952 1 0 31 345 9 -963 0 0 31 340 8 973 8 0 31 335 7 -984 7 0 31 330 7 -995 6 0 31 325 6 -1006 5 0 31 320 5 -1017 3 0 31 315 5 -1028 2 0 31 310 4 -1039 1 0 31 305 3 -1050 0 0 31 300 2 -1060 8 0 31 295 2 -1071 7 0 31 290 1 -1082 6 0 31 285 0 -1093 5 0 31 280 0 -1104 3 0 31 274 9 -1115 2 0 31 269 8 -1126 1 0 31 264 7 -1137 0 0 31 259 7 -1147 8 0 31 254 6 -1158 7 0 31 249 5 -1169 6 0 31 244 5 -1180 5 0 31 239 4 -1191 3 0 31 234 3 -1202 2 0 31 229 2 -1213 1 0 31 224 2 -1224 0 0 31 219 1 -1234 9 0 31 214 0 -1245 7 0 31 209 0 -1256 6 0 31 203 9 -1267 5 0 31 198 8 -1278 4 0 31 193 7 -1289 2 0 31 188 7 -1300 1 0 31 183 6 -1311 0 0 31 181 5 -1315 4 0 31 170 7 -1310 3 0 31 159 8 -1305 3 0 31 148 9 -1300 2 0 31 138 0 -1295 1 0 31 127 2 -1290 0 0 31 116 3 -1285 0 0 31 105 4 -1279 9 0 31 94 5 -1274 8 0 31 83 7 1269 8 0 31 72 8 -1264 7 0 31 61 9 -1259 6 0 31 51 0 -1254 5 0 31 40 1 -1249 5 0 31 29 3 -1244 4 0 31 18 4 -1239 3 0 31 7 5 -1234 3 0 31 -3 4 -1229 2 0 31 14 2 -1224 1 0 31 -25 1 -1219 0 0 31 -36 0 1214 0 0 31 -46 9 1208 9 0 31 -57 7 -1203 8 0 31 -68 6 -1198 8 0 31 -79 5 -1193 7 0 31 -90 4 -1188 6 0 31 -101 2 -1183 5 0 31 -112 1 -1178 5 0 31 123 0 -1173 4 0 31 -133 9 -1168 3 1 0 31 -144 7 -1163 3 0 31 -155 6 -1158 2 0 31 -166 5 -1153 1 0 31 177 4 -1148 0 0 31 -188 2 -1143 0 0 31 -199 1 -1137 9 0 31 -210 0 -1132 8 0 31 220 9 -1127 8 0 31 -231 7 -1122 7 0 31 -242 6 -1117 6 0 31 253 5 -1112 5 0 31 -264 4 -1107 5 96 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 5 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\3PC1 col 09 15 AM 0 31 -275 2 -1102 4 0 31 -286 1 -1097 3 0 31 -297 0 1092 3 0 31 307 9 -1087 2 0 31 -318 7 -1082 1 0 31 185 3 -1307 4 0 31 174 4 -1302 3 0 31 163 5 -1297 2 0 31 152 7 -1292 1 0 31 141 8 -1287 1 0 31 130 9 -1282 0 0 31 120 0 -1276 9 0 31 109 2 -1271 9 0 31 98 3 -1266 8 0 31 87 4 -1261 7 0 31 76 5 -1256 6 0 31 65 7 -1251 6 0 31 54 8 -1246 5 0 31 43 9 1241 4 0 31 33 0 -1236 4 0 31 22 1 -1231 3 0 31 11 3 -1226 2 0 31 0 4 -1221 1 0 31 10 5 -1216 1 0 31 -21 4 -1211 0 0 31 -32 2 -1205 9 0 31 43 1 -1200 9 0 31 54 0 -1195 8 0 31 -64 9 -1190 7 0 31 -75 7 -1185 6 0 31 86 6 -1180 6 0 31 -97 5 -1175 5 0 31 -108 4 -1170 4 0 31 -119 2 -1165 4 0 31 -130 1 -1160 3 0 31 -141 0 -1155 2 0 31 -151 9 -1150 1 0 31 -162 7 -1145 1 0 31 -173 6 -1140 0 0 31 -184 5 -1134 9 0 31 -195 4 -1129 9 0 31 -206 2 -1124 8 0 31 -217 1 -1119 7 0 31 -228 0 -1114 6 0 31 -238 9 -1109 6 0 31 -249 7 -1104 5 0 31 -260 6 -1099 4 0 31 -271 5 -1094 4 0 31 -282 4 -1089 3 0 31 -293 2 -1084 2 0 31 -304 1 -1079 1 0 31 315 0 -1074 1 0 31 -289 5 -1003 1 0 31 -284 4 992 2 0 31 -279 3 -981 3 0 31 -274 3 -970 5 0 31 -269 2 -959 6 0 31 -264 1 -948 7 0 31 -259 1 -937 8 0 31 -254 0 -926 9 0 31 248 9 -916 1 0 31 -243 8 -905 2 0 31 -238 8 -894 3 0 31 -233 7 -883 4 0 31 -228 6 -872 6 0 31 -223 6 -861 7 0 31 218 5 -850 8 0 31 -213 4 -839 9 0 31 -208 3 -829 1 0 31 -203 3 -818 2 0 31 -198 2 -807 3 0 31 -193 1 -796 4 0 31 188 1 -785 6 0 31 -183 0 -774 7 0 31 -117 1 -633 3 0 31 112 0 -622 4 0 31 -1.06 9 -611 6 0 31 -101 8 600 7 0 31 -96 8 -589 8 0 31 -91 7 -578 9 0 31 -86 6 568 1 0 31 81 6 -557 2 0 31 -76 5 -546 3 0 31 -71 4 -535 4 0 31 -66 3 -524 5 0 31 -61 3 513 7 0 31 -56 2 -502 8 0 31 -51 1 -491 9 0 31 -46 1 -481 0 0 31 -41 0 -470 2 0 31 -35 9 -459 3 0 31 -30 8 -448 4 0 31 -25 8 -437 5 0 31 -20 7 -426 7 0 31 -15 6 -415 8 0 31 10 6 -404 9 0 31 -281 4 1006 8 0 31 -276 4 -996 0 0 31 -271 3 -985 1 0 31 -266 2 -974 2 0 31 -261 1 -963 3 0 31 -256 1 -952 5 0 31 -251 0 -941 6 0 31 -245 9 -930 7 0 31 -240 9 -919 8 0 31 235 8 -908 9 0 31 -230 7 -898 1 0 31 -225 6 -887 2 0 31 220 6 -876 3 0 31 -215 5 -865 4 0 31 -210 4 -854 6 0 31 205 4 -843 7 0 31 -200 3 -832 8 0 31 -195 2 821 9 0 31 -190 1 -811 1 0 31 -185 1 -800 2 0 31 -180 0 -789 3 0 31 -174 9 -778 4 0 31 -109 0 -637 1 0 31 -103 9 -626 2 0 31 -98 9 -615 3 0 31 -93 8 -604 4 0 31 -88 7 -593 6 0 31 83 7 -582 7 0 31 -78 6 -571 8 0 31 -73 5 560 9 0 31 -68 4 550 1 0 31 -63 4 -539 2 0 31 -58 3 -528 3 0 31 -53 2 -517 4 0 31 -48 2 -506 5 0 31 -43 1 -495 7 0 31 38 0 -484 8 0 31 -32 9 -473 9 0 31 -27 9 463 0 0 31 -22 8 -452 2 0 31 -17 7 -441 3 0 31 -12 7 -430 4 0 31 -7 6 -419 5 0 31 -2 5 -408 7 Factored Loads and Moments with Corresponding Capacities -------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft - ----------- ----- ---- ----------- ----------- ----- ----- -------- ------ 1 1004 80 0 00 0 00 536595 50 0 00 999 999 0 900 2 1876 10 0 00 0 00 579129 06 0 00 999 999 0 900 3 1262 00 3265 50 -2479 70 -268946 44 -204228 09 82 360 0 900 4 1259 80 -3285 70 -2454 10 -272107 66 -203238 22 82 816 0 900 5 1245 90 -4167 80 901 90 -545080 19 -117953 83 130 784 0 900 6 1243 20 -4192 20 -870 90 -552825 81 -114845 82 131 870 0 900 7 503 70 -3265 50 -2479 70 -250494 52 -190216 38 76 709 0 900 8 501 40 -3285 70 -2454 10 -253433 06 -189290 09 77 132 0 900 9 487 50 -4167 80 -901 90 -515009 72 -111446 66 123 569 0 900 10 484 80 -4192 20 -870 90 -522447 69 -108534 98 124 624 0 900 11 1004 80 0 00 0 00 536595 50 0 00 999 999 0 900 12 1876 10 0 00 0 00 579129 06 0 00 999 999 0 900 97 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 6 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analy°>is\Shear Wall\3PC1 col 09 15 AM 13 1262 00 -4981 30 -3260 60 -298629 97 195473 78 59 950 0 900 14 1259 80 -4925 60 -3232 30 -298049 44 -195587 39 60 510 0 900 15 1245 90 -6167 90 -1163 00 -571174 81 107698 97 92 604 0 900 16 1243 20 -6100 50 -1128 80 574546 19 -106310 73 94 180 0 900 17 503 70 -4981 30 -3260 60 278137 25 -182059 89 55 836 0 900 18 501 40 -4925 60 -3232 30 -277590 78 -182161 91 56 357 0 900 19 487 50 -61617 90 -1163 00 -540108 63 -101841 23 87 568 0 900 20 484 80 -6100 50 -1128 80 -543346 31 100537 68 89 066 0 900 *** End of output *** 1 98 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\3PC2 col 09 15 AM General Information File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\3PC2 col Project PCC Humanities ColumnG-=--n—R� !�rG7i Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- --- ------ ---- -- -- --- - --- ----- ---------- ----- ---------- ---------- 1 0 0 0 0 2 61 7 132 3 3 72 6 127 2 4 44 3 66 5 5 76 9 51 3 6 71 8 40 4 7 39 2 55 7 8 10 9 -5 1 Gross section area Ag = 2184 in'2 Ix = 2 60829e+006 in^4 Iy = 776325 in'4 Xo = 40 5915 in Yo = 61 6185 in Reinforcement i Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) --- --- ----- - --- - -- ---- --- ----- ----- ----- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 4 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 9 92 in^2 at 0 45% (Note rho < 0 50%) Area in^2 X (in) Y (in) Area in-2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -- - --- -------- --- -- -------- -------- --------- -------- -------- 0 31 2 1 0 8 0 31 7 1 11 6 0 31 12 2 22 5 0 31 17 3 33 4 0 31 22 4 44 3 0 31 27 4 55 1 0 31 32 5 66 0 0 31 37 6 76 9 0 31 42 6 87 8 0 31 47 7 98 6 0 31 52 8 109 5 0 31 57 9 120 4 0 31 62 9 131 3 0 31 10 1 -3 0 0 31 15 2 7 9 0 31 20 3 18 8 0 31 25 3 29 6 0 31 30 4 40 5 0 31 35 5 51 4 0 31 40 5 62 3 0 31 45 6 73 1 0 31 50 7 84 0 0 31 55 8 94 9 0 31 60 8 105 8 0 31 65 9 116 6 0 31 71 0 127 5 0 31 41 3 56 4 0 31 X52 1 51 3 0 31 63 0 46 3 0 31 45 0 64 5 0 31 55 9 59 4 0 31 66 8 54 3 i 99 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysfis\Shear Wall\3PC2 col 09 15 AM ctored Loads and Moments with Corresponding Capacities -______------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- --- ---- -- - --------- ----------- -- -- -- -- --------- - -------- ------ 1 27 20 0 00 0 00 1798 53 0 00 999 999 0 900 2 58 50 0 00 0 00 1888 04 0 00 999 999 0 900 3 -26 90 -317 50 125 00 -2684 29 1056 81 8 454 0 900 4 -30 10 -339 70 135 00 -2668 20 1060 37 7 855 0 900 5 -15 50 -521 40 224 10 2652 04 1139 86 5 086 0 900 6 -19 40 -548 40 236 20 -2630 40 1132 93 4 796 0 900 7 -49 90 -317 50 125 00 -2569 21 1011 50 8 092 0 900 8 -53 00 -339 70 135 00 -2553 93 1014 96 7 518 0 900 9 -38 50 -521 40 224 10 -2548 06 1095 17 4 887 0 900 10 -42 30 -548 40 236 20 -2526 88 1088 35 4 608 0 900 11 27 20 0 00 0 00 1798 53 0 00 999 999 0 900 12 58 50 0 00 0 00 1888 04 0 00 999 999 0 900 13 -26 90 -332 30 98 40 -2243 78 664 42 6 752 0 900 14 -30 10 -347 50 106 80 -2301 38 707 30 6 623 0 900 15 -15 50 -529 30 204 20 -2732 77 1054 28 5 163 0 900 16 -19 4.0 -547 70 214 30 -2719 62 1064 11 4 966 0 900 17 -49 90 -332 30 98 40 -2138 67 633 30 6 436 0 900 18 -53 00 -347 50 106 80 -2202 20 676 82 6 337 0 900 19 -38 50 -529 30 204 20 -2618 58 1010 23 4 947 0 900 20 -42 30 -547 70 214 30 -2605 35 1019 40 4 757 0 900 *** End of output *** 100 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\3PC3 col 09 16 AM General Information `File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\3PC3 col Project PCC Humanities Column r—1� f -.3rG'jj Engineer AGM Code ACI 318 05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- -------- - ----- ---------- --- ----- --- - ---------- ---------- 1 120 4 31 0 2 361 5 -81 4 3 209 3 -407 7 4 535 6 -559 8 5 182 3 -1317 5 6 -16 2 -1224 9 7 -11 3 -1214 5 8 -125 5 1161 3 9 -130 4 -1171 7 10 -327 1 -1080 0 11 26 3 -322 3 12 198 5 -402 6 13 345 5 -87 2 14 115 3 20 2 Interior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) -- -- ----------- -- -- ---- ----- - ------- - --- - - --- - -- --- - - -- ------- 1 32 1 -338 2 2 519 7 565 6 3 176 5 -1301 5 4 -311 1 -1074 2 1 Gross section area Ag = 38895 in�2 Ix = 5 51582e+009 in'4 Iy = 2 21144e+009 in'4 Xo = 140 394 in Yo = -679 746 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) ---- -------- ---- -- --- ---- --------- ----------- -- - - - -- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars 44 with larger bars phi (a) = 0 8 phi(b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 171 74 in'2 at 0 44% (Note rho < 0 500) Area in'2 X (in) Y (in) Area in"2 X (in) Y (in) Area inA2 X (in) Y (in) -- ------ ----- -- --- --------- --- --- ------ --------- ---- --- -------- 0 31 117 4 20 9 0 31 128 3 15 8 0 31 139 1 10 8 0 31 150 0 5 7 0 31 160 9 0 6 0 31 171 8 -4 5 0 31 182 7 -9 5 0 31 193 5 -14 6 0 31 204 4 -19 7 0 31 215 3 24 7 0 31 226 2 29 8 0 31 237 0 -34 9 0 31 247 9 -39 9 0 31 258 8 -45 0 0 31 269 7 -50 1 0 31 280 5 55 2 0 31 291 4 -60 2 0 31 302 3 -65 3 0 31 313 2 70 4 0 31 324 0 -75 4 0 31 334 9 -80 5 0 31 345 8 85 6 0 31 121 1 29 0 0 31 132 0 23 9 0 31 142 9 18 8 0 31 153 8 13 7 0 31 164 7 8 7 0 31 175 5 3 6 0 31 186 4 -1 5 0 31 197 3 -6 5 0 31 208 2 11 6 0 31 219 0 -16 7 0 31 229 9 -21 8 101 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wa11\3PC3 col 09 16 AM 0 31 240 8 26 8 0 31 251 7 -31 9 0 31 262 5 -37 0 } 0 31 273 4 42 0 0 31 284 3 -47 1 0 31 295 2 -52 2 1 0 31 306 0 57 3 0 31 316 9 -62 3 0 31 327 8 -67 4 0 31 338 7 72 5 0 31 349 5 -77 5 0 31 351 4 -78 4 0 31 346 3 89 3 0 31 341 2 100 1 0 31 336 1 -111 0 0 31 331 1 -121 9 0 31 326 0 -132 8 0 31 320 9 -143 6 0 31 315 9 -154 5 0 31 310 8 -165 4 0 31 305 7 -176 3 0 31 300 6 -187 2 0 31 295 6 198 0 0 31 290 5 -208 9 0 31 285 4 219 8 0 31 280 4 -230 7 0 31 275 3 -241 5 0 31 270 2 -252 4 0 31 265 1 263 3 0 31 260 1 -274 2 0 31 255 0 285 0 0 31 249 9 295 9 0 31 244 9 -306 8 0 31 239 8 -31.7 7 0 31 234 7 -328 5 0 31 229 6 -339 4 0 31 224 6 -350 3 0 31 219 5 -361 2 0 31 214 4 -372 0 0 31 209 4 -382 9 0 31 204 3 -393 8 0 31 199 2 -404 7 0 31 359 4 -82 1 0 31 354 3 -93 0 0 31 349 3 -103 9 0 31 344 2 -114 8 0 31 339 1 -125 6 0 31 334 0 -136 5 0 31 329 0 -147 4 0 31 323 9 -158 3 0 31 318 8 -169 2 0 31 313 8 -180 0 0 31 308 7 -190 9 0 31 303 6 -201 8 0 31 298 5 -212 7 0 31 293 5 -223 5 0 31 288 4 -234 4 0 31 283 3 -245 3 0 31 278 3 -256 2 0 31 273 2 -267 0 0 31 268 1 -277 9 0 31 263 0 -288 8 0 31 258 0 -299 7 0 31 252 9 -31.0 5 0 31 247 8 -321 4 0 31 242 8 -332 3 0 31 237 7 -343 2 0 31 232 6 -354 0 0 31 227 5 -364 9 0 31 222 5 -375 8 0 31 217 4 -386 7 0 31 212 3 -397 5 0 31 207 3 -408 4 0 31 23 3 -332 4 0 31 34 1 -337 5 0 31 45 0 342 6 0 31 55 9 347 6 0 31 66 8 -352 7 0 31 77 6 -3S7 8 10 31 88 5 -362 8 0 31 99 4 -367 9 0 31 110 3 -373 0 0 31 121 1 -378 1 0 31 132 0 -383 1 0 31 142 9 -388 2 0 31 153 8 -393 3 0 31 164 6 -398 3 0 31 175 5 -403 4 0 31 186 4 -408 5 0 31 197 3 -413 6 0 31 208 1 -418 6 0 31 219 0 -423 7 0 31 229 9 -428 8 0 31 240 8 -433 8 0 31 251 6 438 9 0 31 262 5 -444 0 0 31 273 4 -449 1 0 31 284 3 -454 1 0 31 295 2 -459 2 0 31 306 0 -464 3 0 31 316 9 -469 3 0 31 327 8 -474 4 0 31 338 7 -479 5 0 31 349 5 484 6 0 31 360 4 -489 6 0 31 371 3 494 7 0 31 382 2 -499 8 0 31 393 0 -504 8 0 31 403 9 -509 9 0 31 414 8 -515 0 0 31 425 7 -520 1 0 31 436 5 -525 1 0 31 447 4 -530 2 0 31 458 3 -535 3 0 31 469 2 -540 3 0 31 480 0 -545 4 0 31 490 9 -550 5 0 31 501 8 -555 6 0 31 512 7 560 6 0 31 523 5 -S65 7 0 31 27 0 -324 4 0 31 37 9 -329 4 0 31 48 8 -334 5 0 31 59 6 -339 6 0 31 70 5 -344 7 0 31 81 4 -349 7 0 31 92 3 -354 8 0 31 103 1 -359 9 0 31 114 0 -364 9 0 31 124 9 -370 0 0 31 135 8 -375 1 0 31 146 6 -380 2 0 31 157 5 -385 2 0 31 168 4 -390 3 0 31 179 3 -395 4 0 31 190 1 -400 4 0 31 201 0 -405 5 0 31 211 9 -410 6 0 31 222 8 -415 7 0 31 233 6 -420 7 0 31 244 5 -425 8 0 31 255 4 -430 9 0 31 266 3 -435 9 0 31 277 2 -441 0 0 31 288 0 -446 1 0 31 298 9 -451 2 0 31 309 8 -456 2 0 31 320 7 -461 3 0 31 331 5 -466 4 0 31 342 4 -471 4 0 31 353 3 -476 5 0 31 364 2 -481 6 0 31 375 0 -486 7 0 31 385 9 -491 7 0 31 396 8 -496 8 0 31 407 7 -501 9 0 31 418 5 -506 9 0 31 429 4 -512 0 0 31 440 3 -517 1 0 31 451 2 -5.22 2 0 31 462 0 -527 2 0 31 472 9 -532 3 0 31 483 8 -537 4 0 31 494 7 -542 4 0 31 505 5 -547 5 0 31 516 4 -552 6 0 31 527 3 -557 7 0 31 525 5 -556 8 0 31 520 4 -567 7 0 31 515 3 -578 6 0 31 510 3 -589 4 0 31 505 2 -600 3 0 31 500 1 -611 2 0 31 495 1 622 1 0 31 490 0 -632 9 0 31 484 9 -643 8 0 31 479 8 -654 7 0 31 474 8 -665 6 0 31 469 7 -676 4 0 31 464 6 -687 3 0 31 459 6 -698 2 0 31 454 5 -709 1 0 31 449 4 -719 9 0 31 444 3 -730 8 0 31 439 3 -741 7 0 31 434 2 752 6 0 31 429 1 -763 4 0 31 424 1 -774 3 0 31 419 0 -785 2 0 31 413 9 -796 1 0 31 408 8 806 9 0 31 403 8 -817 8 0 31 398 7 828 7 0 31 393 6 -839 6 0 31 388 6 -850 5 0 31 383 5 -861 3 0 31 378 4 -872 2 0 31 373 3 -883 1 102 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 4 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\3PC3 col 09 16 AM 0 31 368 3 -894 0 0 31 363 2 -904 8 0 31 358 1 915 7 0 31 353 1 -926 6 0 31 348 0 -937 5 0 31 342 9 -948 3 0 31 337 8 -959 2 0 31 332 8 -970 1 0 31 327 7 -981 0 0 31 322 6 -991 8 0 31 317 6 -1002 7 0 31 312 5 1013 6 0 31 307 4 -1024 5 0 31 302 3 -1035 3 0 31 297 3 1046 2 0 31 292 2 -1057 1 0 31 287 1 -1068 0 0 31 282 1 1078 8 0 31 277 0 -1089 7 0 31 271 9 -1100 6 0 31 266 8 -1111 5 0 31 261 8 -1122 3 0 31 256 7 -1133 2 0 31 251 6 1144 1 0 31 246 6 -1155 0 0 31 241 5 1165 8 0 31 236 4 1176 7 0 31 231 3 -1187 6 0 31 226 3 -1198 5 0 31 221 2 -1209 3 0 31 216 1 -1220 2 0 31 211 1 -1231 1 0 31 206 0 1242 0 0 31 200 9 -1252 9 0 31 195 8 -1263 7 0 31 190 8 -1274 6 0 31 185 7 1285 5 0 31 180 6 -1296 4 0 31 175 6 -1307 2 0 31 533 5 -560 6 0 31 528 5 -571 4 0 31 523 4 -582 3 0 31 518 3 -593 2 0 31 513 2 -604 1 0 31 508 2 -614 9 0 31 503 1 -625 8 0 31 498 0 -636 7 0 31 493 0 -647 6 0 31 487 9 -658 4 0 31 482 8 -669 3 0 31 477 7 -680 2 0 31 472 7 -691 1 0 31 467 6 -701 9 0 31 462 5 -712 8 0 31 457 5 -723 7 0 31 452 4 -734 6 0 31 447 3 -745 4 0 31 442 2 -756 3 0 31 437 2 -767 2 0 31 432 1 -778 1 0 31 427 0 -788 9 0 31 422 0 -799 8 0 31 416 9 810 7 0 31 411 8 -821 6 0 31 406 7 -832 5 0 31 401 7 -843 3 0 31 396 6 -854 2 0 31 391 5 -865 1 0 31 386 5 -876 0 0 31 381 4 -886 8 0 31 376 3 -897 7 0 31 371 2 -908 6 0 31 366 2 -919 5 0 31 361 1 -930 3 0 31 356 0 -941 2 0 31 351 0 -952 1 0 31 345 9 -963 0 0 31 340 8 973 8 0 31 335 7 -984 7 0 31 330 7 -995 6 0 31 32S 6 -1006 5 0 31 320 5 -1017 3 0 31 315 5 -1028 2 0 31 310 4 -1039 1 0 31 305 3 -1050 0 0 31 300 2 -1060 8 0 31 295 2 -1071 7 0 31 290 1 -1082 6 0 31 285 0 -1093 5 0 31 280 0 -1104 3 0 31 274 9 -1115 2 0 31 269 8 -1126 1 0 31 264 7 -1137 0 0 31 259 7 -1147 8 0 31 254 6 1158 7 0 31 249 5 -1169 6 0 31 244 5 -1180 5 0 31 239 4 1191 3 0 31 234 3 -1202 2 0 31 229 2 -1213 1 0 31 224 2 -1224 0 0 31 219 1 -1234 9 0 31 214 0 -1245 7 0 31 209 0 -1256 6 0 31 203 9 -1267 5 0 31 198 8 -1278 4 0 31 193 7 -1289 2 0 31 188 7 -1300 1 0 31 183 6 -1311 0 0 31 181 5 -1315 4 0 31 170 7 -1310 3 0 31 159 8 -1305 3 0 31 148 9 -1300 2 0 31 138 0 1295 1 0 31 127 2 -1290 0 0 31 116 3 -1285 0 0 31 105 4 1279 9 0 31 94 5 -1274 8 0 31 83 7 -1269 8 0 31 72 8 -1264 7 0 31 61 9 -1259 6 0 31 51 0 -1254 S 0 31 40 1 1249 5 0 31 29 3 -1244 4 0 31 18 4 -1239 3 0 31 7 5 -1234 3 0 31 -3 4 -1229 2 0 31 -14 2 -1224 1 0 31 -133 9 -1168 3 0 31 -144 7 -1163 3 0 31 -155 6 -1158 2 0 31 -166 5 -1153 1 0 31 -177 4 -1148 0 0 31 -188 2 -1143 0 0 31 -199 1 -1137 9 0 31 -210 0 -1132 8 0 31 -220 9 1127 8 0 31 -231 7 -1122 7 0 31 -242 6 -1117 6 0 31 -253 5 -1112 5 0 31 264 4 -1107 5 0 31 -275 2 -1102 4 0 31 -286 1 -1097 3 0 31 -297 0 1092 3 0 31 -307 9 -1087 2 0 31 -318 7 -1082 1 0 31 185 3 -1307 4 0 31 174 4 -1302 3 0 31 163 5 -1297 2 0 31 152 7 -1292 1 0 31 141 8 -1287 1 0 31 130 9 -1282 0 0 31 120 0 -1276 9 0 31 109 2 -1271 9 0 31 98 3 -1266 8 0 31 87 4 -1261 7 0 31 76 5 -1256 6 0 31 65 7 -1251 6 0 31 54 8 -1246 5 0 31 43 9 1241 4 0 31 33 0 -1236 4 0 31 22 1 -1231 3 0 31 11 3 -1226 2 0 31 0 4 -1221 1 0 31 -10 5 -1216 1 0 31 -130 1 -1160 3 0 31 -141 0 -1155 2 0 31 -151 9 -1150 1 0 31 -162 7 -1145 1 0 31 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188 1 -785 6 0 31 183 0 -774 7 0 31 -177 9 -763 8 0 31 -172 8 -752 9 0 31 167 8 -742 1 0 31 -162 7 -731 2 0 31 -157 6 -720 3 0 31 -152 6 -709 4 0 31 -147 5 -698 6 0 31 -142 4 -687 7 0 31 137 3 676 8 0 31 -132 3 -665 9 0 31 -127 2 -655 1 0 31 122 1 -644 2 0 31 -117 1 -633 3 0 31 -112 0 -622 4 0 31 -106 9 -611 6 0 31 -101 8 -600 7 0 31 -96 8 -589 8 0 31 91 7 -578 9 0 31 -86 6 -568 1 0 31 -81 6 -557 2 0 31 -76 5 -546 3 0 31 -71 4 -535 4 0 31 -66 3 -524 5 0 31 -61 3 -513 7 0 31 -56 2 -502 8 0 31 -51 1 -491 9 0 31 46 1 -481 0 0 31 -41 0 -470 2 0 31 -35 9 -459 3 0 31 -30 8 -448 4 0 31 -25 8 -437 5 0 31 -20 7 -426 7 0 31 -15 6 -415 8 0 31 -10 6 -404 9 0 31 -5 5 -394 0 0 31 -0 4 -383 2 0 31 4 7 -372 3 0 31 9 7 -361 4 0 31 14 8 -350 5 0 31 19 9 -339 7 0 31 24 9 -328 8 0 31 -316 9 -1083 0 0 31 -311 9 -1072 1 0 31 -306 8 -1061 2 0 31 -301 7 -1050 3 0 31 -296 6 -1039 5 0 31 -291 6 -1028 6 0 31 -286 5 -1017 7 0 31 -281 4 -1006 8 0 31 -276 4 -996 0 0 31 -271 3 -985 1 0 31 -266 2 -974 2 0 31 -261 1 -963 3 0 31 -256 1 -952 5 0 31 -251 0 -941 6 0 31 -245 9 -930 7 0 31 -240 9 -919 8 0 31 -235 8 -908 9 0 31 -230 7 -898 1 0 31 -225 6 -887 2 0 31 -220 6 -876 3 0 31 -215 5 -865 4 0 31 210 4 -854 6 0 31 -205 4 -843 7 0 31 -200 3 -832 8 0 31 -195 2 -821 9 0 31 -190 1 -811 1 0 31 -185 1 -800 2 0 31 -180 0 -789 3 0 31 -174 9 -778 4 0 31 -169 9 -767 6 0 31 -164 & -756 7 0 31 -159 7 -745 8 0 31 -154 7 -734 9 0 31 -149 6 -724 1 0 31 -144 5 -713 2 0 31 -139 4 -702 3 0 31 -134 4 -691 4 0 31 -129 3 -680 6 0 31 -124 2 -669 7 0 31 -119 2 -658 8 0 31 -114 1 -647 9 0 31 -109 0 -637 1 0 31 -103 9 -626 2 0 31 -98 9 -615 3 0 31 -93 8 -604 4 0 31 -88 7 -593 6 0 31 -83 7 -582 7 0 31 -78 6 -571 8 0 31 -73 5 -560 9 0 31 -68 4 -550 1 0 31 -63 4 -539 2 0 31 -58 3 -528 3 0 31 -53 2 -517 4 0 31 -48 2 -506 5 0 31 -43 1 -495 7 0 31 -38 0 -484 8 0 31 -32 9 -473 9 0 31 -27 9 -463 0 0 31 -22 8 -452 2 0 31 -17 7 -441 3 0 31 -12 7 -430 4 0 31 -7 6 -419 5 0 31 -2 5 -408 7 0 31 2 6 -397 8 0 31 7 6 -386 9 0 31 12 7 -376 0 0 31 17 8 -365 2 0 31 22 8 -354 3 0 31 27 9 -343 4 0 31 33 0 -332 5 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- ----------- ----------- ----------- ----------- -------- ------ 1 977 60 0 00 0 00 513703 47 0 00 999 999 0 900 2 1817 60 0 00 0 00 553517 94 0 00 999 999 0 900 3 1186 30 -6598 10 -801 40 -411435 81 -49972 64 62 357 0 900 4 1187 30 -6709 70 -803 20 -412384 76 -49365 41 61 461 0 900 5 1187 70 -6460 10 183 80 -508012 19 14453 66 78 638 0 900 6 1188 90 -6595 10 181 60 507332 56 13969 60 76 926 0 900 7 450 90 -6598 10 -801 40 -386049 63 -46889 25 58 509 0 900 8 451 80 -6709 70 -803 20 -386968 59 -46322 91 57 673 0 900 9 452 30 -6460 10 183 80 -480412 41 13668 41 74 366 0 900 10 453 40 -6595 10 181 60 -479736 59 13209 74 72 741 0 900 11 977 60 0 00 0 00 513703 47 0 00 999 999 0 900 12 1817 60 0 00 0 00 553517 94 0 00 999 999 0 900 13 1171 50 -5419 60 -580 80 418508 91 -44850 29 77 221 0 900 14 1167 10 -5438 80 -686 60 -408296 06 -51543 75 75 071 0 900 15 1195 00 -4650 20 -253 20 -449944 25 -24499 23 96 758 0 900 16 1189 70 -4673 40 -381 10 -433480 41 -35348 88 92 755 0 900 17 436 10 -5419 60 -580 80 -392895 97 -42105 43 72 495 0 900 104 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 6 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\3PC3 col 09 16 AM 18 431 70 5438 80 -686 60 -382981 47 -48348 00 70 417 0 900 19 459 60 -4650 20 -253 20 -423501 16 -23059 42 91 072 0 900 20 454 20 -4673 40 -381 10 -407459 50 -33226 96 87 187 0 900 *** End of output *** 105 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\3PC4 col 09 18 AM General Information ------------------- ------------------- } File Name I \PCCHumanit.ies\Engineers\AGM\Lateral Analysis\Shear Wall\3PC4 col Project PCC Humanities Column rr ?5 RQ64 31rG4 Engineer AGM Code ACI 318 05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ---- --- ------ --------- ----- ---------- ---------- ----- ---------- ---------- 1 0 0 0 0 2 61 7 132 3 3 72 6 127 2 4 44 3 66 5 5 361 5 -81 4 6 209 3 -407 7 7 535 6 -559 8 8 182 3 -1317 5 9 -16 2 -1224 9 10 -11 1 -1214 0 11 176 5 -1301 5 12 519 7 -565 6 13 21 2 -333 2 14 26 3 -322 3 15 198 5 -402 6 16 345 5 -87 2 17 104 4 25 2 18 109 3 35 6 19 65 8 55 9 20 60 9 45 5 21 39 2 55 7 22 10 9 -5 1 Gross section area Ag = 28692 in'2 Ix = 5 43476e+009 in^4 Iy = 5 47515e+008 in^4 Xo = 263 609 in Yo = -573 581 in Reinforcement -------------- ------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in-2) Size Diam (in) Area (in^2) --- ---- ---- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 4 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 4 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 126 48 in^2 at 0 44% (Note rho < 0 50%) Area in^2 X (in) Y (in) Area inA2 X (in) Y (in) Area in'2 X (in) Y (in) --------- -------- ------- --------- -------- -------- --------- -------- -------- 0 31 2 1 0 8 0 31 7 1 11 6 0 31 12 2 22 5 0 31 17 3 33 4 0 31 22 4 44 3 0 31 27 4 55 1 0 31 32 5 66 0 0 31 37 6 76 9 0 31 42 6 87 8 0 31 47 7 98 6 0 31 52 8 109 5 0 31 57 9 120 4 0 31 62 9 131 3 0 31 10 1 -3 0 0 31 15 2 7 9 0 31 20 3 18 8 0 31 25 3 29 6 0 31 30 4 40 5 0 31 35 5 51 4 0 31 40 5 62 3 0 31 45 6 73 1 0 31 50 7 84 0 0 31 55 8 94 9 0 31 60 8 105 8 0 31 65 9 116 6 0 31 71 0 127 5 0 31 41 3 56 4 0 31 52 1 51 3 0 31 106 5 26 0 0 31 117 4 20 9 106 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735 4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wal1\3PC4 col 09 18 AM 0 31 128 3 15 8 0 31 139 1 10 8 0 31 150 0 5 7 0 31 160 9 0 6 0 31 171 8 -4 5 0 31 182 7 -9 5 0 31 193 5 -14 6 0 31 204 4 -19 7 0 31 215 3 -24 7 0 31 226 2 -29 8 0 31 237 0 -34 9 0 31 247 9 -39 9 0 31 258 8 -45 0 0 31 269 7 -50 1 0 31 280 5 -55 2 0 31 291 4 -60 2 0 31 302 3 -65 3 0 31 313 2 -70 4 0 31 324 0 -75 4 0 31 334 9 -80 5 0 31 345 8 -85 6 0 31 45 0 64 5 0 31 55 9 59 4 0 31 110 3 34 0 0 31 121 1 29 0 0 31 132 0 23 9 0 31 142 9 18 8 0 31 153 8 13 7 0 31 164 7 8 7 0 31 175 5 3 6 0 31 186 4 -1 5 0 31 197 3 -6 5 0 31 208 2 -11 6 0 31 219 0 -16 7 0 31 229 9 -21 8 0 31 240 8 -26 8 0 31 251 7 -31 9 0 31 262 5 -37 0 0 31 273 4 -42 0 0 31 284 3 -47 1 0 31 295 2 -52 2 0 31 306 0 -57 3 0 31 316 9 -62 3 0 31 327 8 -67 4 0 31 338 7 -72 5 0 31 349 5 -77 5 0 31 351 4 -78 4 0 31 346 3 -89 3 0 31 341 2 -100 1 0 31 336 1 -111 0 0 31 331 1 -121 9 0 31 326 0 -132 8 0 31 320 9 -143 6 0 31 315 9 -154 5 0 31 310 8 165 4 0 31 305 7 -176 3 0 31 300 6 -187 2 0 31 295 6 198 0 0 31 290 5 -208 9 0 31 285 4 -219 8 0 31 280 4 -230 7 0 31 275 3 -241 5 0 31 270 2 -252 4 0 31 265 1 -263 3 0 31 260 1 -274 2 0 31 255 0 -285 0 0 31 249 9 -295 9 0 31 244 9 -306 8 0 31 239 8 -317 7 0 31 234 7 -328 5 0 31 229 6 -339 4 0 31 224 6 -350 3 0 31 219 5 -361 2 0 31 214 4 -372 0 0 31 209 4 -382 9 0 31 204 3 -393 8 0 31 199 2 -404 7 0 31 359 4 -82 1 0 31 354 3 -93 0 0 31 349 3 -103 9 0 31 344 2 -114 8 0 31 339 1 -125 6 0 31 334 0 -136 5 0 31 329 0 -147 4 0 31 323 9 -158 3 0 31 318 8 -169 2 0 31 313 8 -180 0 0 31 308 7 -190 9 0 31 303 6 -201 8 0 31 298 5 -212 7 0 31 293 5 -223 5 0 31 288 4 -234 4 0 31 283 3 -245 3 0 31 278 3 -256 2 0 31 273 2 -267 0 0 31 268 1 -277 9 0 31 263 0 -288 8 0 31 258 0 -299 7 0 31 252 9 -310 5 0 31 247 8 -321 4 0 31 242 8 -332 3 0 31 237 7 -343 2 0 31 232 6 -354 0 0 31 227 5 -364 9 0 31 222 5 -375 8 0 31 217 4 -386 7 0 31 212 3 -397 5 0 31 207 3 -408 4 0 31 23 3 -332 4 0 31 34 1 -337 5 0 31 45 0 -342 6 0 31 55 9 -347 6 0 31 66 8 -352 7 0 31 77 6 -357 8 0 31 88 5 -362 8 0 31 99 4 -367 9 0 31 110 3 -373 0 0 31 121 1 378 1 0 31 132 0 -383 1 0 31 142 9 -388 2 0 31 153 8 -393 3 0 31 164 6 -398 3 0 31 175 5 -403 4 0 31 186 4 -408 5 0 31 197 3 -413 6 0 31 208 1 -418 6 0 31 219 0 -423 7 0 31 229 9 -428 8 0 31 240 8 -433 8 0 31 251 6 -438 9 0 31 262 5 444 0 0 31 273 4 -449 1 0 31 284 3 -454 1 0 31 295 2 -459 2 0 31 306 0 -464 3 0 31 316 9 -469 3 0 31 327 8 -474 4 0 31 338 7 -479 5 0 31 349 5 -484 6 0 31 360 4 -489 6 0 31 371 3 -494 7 0 31 382 2 -499 8 0 31 393 0 -504 8 0 31 403 9 -509 9 0 31 414 8 -515 0 0 31 425 7 -520 1 0 31 436 5 -525 1 0 31 447 4 -530 2 0 31 458 3 -535 3 0 31 469 2 -540 3 0 31 480 0 -545 4 0 31 490 9 -550 5 0 31 501 8 -555 6 0 31 512 7 -560 6 0 31 523 5 -565 7 0 31 27 0 -324 4 0 31 37 9 -329 4 0 31 48 8 -334 5 0 31 59 6 -339 6 0 31 70 5 -344 7 0 31 81 4 -349 7 0 31 92 3 -354 8 0 31 103 1 -359 9 0 31 114 0 -364 9 0 31 124 9 -370 0 0 31 135 8 -375 1 0 31 146 6 -380 2 0 31 157 5 -385 2 0 31 168 4 390 3 0 31 179 3 -395 4 0 31 190 1 -400 4 0 31 201 0 -405 5 0 31 211 9 -410 6 0 31 222 8 -415 7 0 31 233 6 420 7 0 31 244 5 -425 8 0 31 255 4 -430 9 0 31 266 3 -435 9 0 31 277 2 -441 0 0 31 288 0 -446 1 0 31 298 9 -451 2 0 31 309 8 -456 2 0 31 320 7 -461 3 0 31 331 5 -466 4 0 31 342 4 -471 4 0 31 353 3 -476 5 0 31 364 2 481 6 0 31 375 0 -486 7 0 31 385 9 -491 7 0 31 396 8 -496 8 0 31 407 7 -501 9 0 31 418 5 -506 9 0 31 429 4 -512 0 0 31 440 3 -517 1 0 31 451 2 -522 2 0 31 462 0 -527 2 0 31 472 9 -532 3 0 31 483 8 -537 4 107 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 4 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\3PC4 col 09 18 AM 0 31 494 7 542 4 0 31 505 5 -547 5 0 31 516 4 -552 6 0 31 527 3 -557 7 0 31 525 5 -556 8 0 31 520 4 -567 7 0 31 515 3 -578 6 0 31 510 3 -589 4 0 31 505 2 -600 3 0 31 500 1 -611 2 0 31 495 1 -622 1 0 31 490 0 -632 9 0 31 484 9 -643 8 0 31 479 8 -654 7 0 31 474 8 -665 6 0 31 469 7 -676 4 0 31 464 6 687 3 0 31 459 6 -698 2 0 31 454 5 -709 1 0 31 449 4 -719 9 0 31 444 3 730 8 0 31 439 3 -741 7 0 31 434 2 -752 6 0 31 429 1 -763 4 0 31 424 1 -774 3 0 31 419 0 -785 2 0 31 413 9 -796 1 0 31 408 8 -806 9 0 31 403 8 -817 8 0 31 398 7 -828 7 0 31 393 6 -839 6 0 31 388 6 -850 5 0 31 383 5 -861 3 0 31 378 4 -872 2 0 31 373 3 -883 1 0 31 368 3 -894 0 0 31 363 2 -904 8 0 31 358 1 -915 7 0 31 353 1 -926 6 0 31 348 0 -937 5 0 31 342 9 948 3 0 31 337 8 -959 2 0 31 332 8 -970 1 0 31 327 7 -981 0 0 31 322 6 -991 8 0 31 317 6 -1002 7 0 31 312 5 -1013 6 0 31 307 4 -1024 5 0 31 302 3 -1035 3 0 31 297 3 -1046 2 0 31 292 2 -1057 1 0 31 287 1 -1068 0 0 31 282 1 -1078 8 0 31 277 0 -1089 7 0 31 271 9 -1100 6 0 31 266 8 -1111 5 0 31 261 8 -1122 3 0 31 256 7 -1133 2 0 31 251 6 -1144 1 0 31 246 6 -1155 0 0 31 241 5 -1165 8 0 31 236 4 -1176 7 0 31 231 3 -1187 6 0 31 226 3 -1198 5 0 31 221 2 -1209 3 0 31 216 1 -1220 2 0 31 211 1 -1231 1 0 31 206 0 -1242 0 0 31 200 9 -1252 9 0 31 195 8 -1263 7 0 31 190 8 -1274 6 0 31 185 7 -1285 5 0 31 180 6 -1296 4 0 31 533 5 -560 6 0 31 528 5 -571 4 0 31 523 4 -582 3 0 31 518 3 -593 2 0 31 513 2 -604 1 0 31 508 2 -614 9 0 31 503 1 -625 8 0 31 498 0 -636 7 0 31 493 0 647 6 0 31 487 9 -658 4 0 31 482 8 -669 3 0 31 477 7 -680 2 0 31 472 7 -691 1 0 31 467 6 -701 9 0 31 462 5 -712 8 0 31 457 5 -723 7 0 31 452 4 -734 6 0 31 447 3 -745 4 0 31 442 2 -756 3 0 31 437 2 -767 2 0 31 432 1 -778 1 0 31 427 0 -788 9 0 31 422 0 -799 8 0 31 416 9 -810 7 0 31 411 8 -821 6 0 31 406 7 -832 5 0 31 401 7 -843 3 0 31 396 6 -854 2 0 31 391 5 -865 1 0 31 386 5 -876 0 0 31 381 4 -886 8 0 31 376 3 -897 7 0 31 371 2 -908 6 0 31 366 2 -919 5 0 31 361 1 -930 3 0 31 356 0 -941 2 0 31 351 0 -952 1 0 31 345 9 -963 0 0 31 340 8 -973 8 0 31 335 7 -984 7 0 31 330 7 -995 6 0 31 325 6 1006 5 0 31 320 5 -1017 3 0 31 315 5 -1028 2 0 31 310 4 -1039 1 0 31 305 3 -1050 0 0 31 3 G 2 -1060 8 0 31 295 2 -1071 7 0 31 290 1 -1082 6 0 31 285 0 -1093 5 0 31 280 0 -1104 3 0 31 274 9 -1115 2 0 31 269 8 -1126 1 0 31 264 7 -1137 0 0 31 259 7 -1147 8 0 31 254 6 -1158 7 0 31 249 5 -1169 6 0 31 244 5 -1180 5 0 31 239 4 -1191 3 0 31 234 3 -1202 2 0 31 229 2 -1213 1 0 31 224 2 -1224 0 0 31 219 1 -1234 9 0 31 214 0 -1245 7 0 31 209 0 -1256 6 0 31 203 9 1267 5 0 31 198 8 -1278 4 0 31 193 7 -1289 2 0 31 188 7 -1300 1 0 31 181 5 -1315 4 0 31 170 7 -1310 3 0 31 159 8 -1305 3 0 31 148 9 -1300 2 0 31 138 0 -1295 1 0 31 127 2 -1290 0 0 31 116 3 -1285 0 0 31 105 4 -1279 9 0 31 94 5 -1274 8 0 31 83 7 -1269 8 0 31 72 8 -1264 7 0 31 61 9 -1259 6 0 31 51 0 -1254 5 0 31 40 1 -1249 5 0 31 29 3 -1244 4 0 31 18 4 -1239 3 0 31 7 5 -1234 3 0 31 -3 4 -1229 2 0 31 -14 2 -1224 1 0 31 185 3 -1307 4 0 31 174 4 -1302 3 0 31 163 5 -1297 2 0 31 152 7 -1292 1 0 31 141 8 -1287 1 0 31 130 9 -1282 0 0 31 120 0 -1276 9 0 31 109 2 -1271 9 0 31 98 3 -1266 8 0 31 87 4 -1261 7 0 31 76 5 -1256 6 0 31 65 7 -1251 6 0 31 54 8 -1246 5 0 31 43 9 -1241 4 0 31 33 0 -1236 4 0 31 22 1 -1231 3 0 31 11 3 -1226 2 0 31 0 4 -1221 1 0 31 -10 5 -1216 1 108 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 5 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\3PC4 col 09 18 AM ,�ctored Loads and Moments with Corresponding Capacities ----------- --------------------- - - Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft -- - -- ------- - --- --- - - --------- -- --- - - -------- ------ 1 678 30 0 00 0 00 351194 03 0 00 999 999 0 900 2 1275 00 0 00 0 00 378687 63 0 00 999 999 0 900 3 785 10 -3765 40 -811 40 -385925 84 -83162 63 102 493 0 900 4 787 30 -3543 70 -816 90 -389119 16 -89700 49 109 806 0 900 5 813 40 -4201 20 258 30 -356456 34 21915 77 84 846 0 900 6 816 00 3932 90 -264 90 -358054 53 -24116 77 91 041 0 900 7 270 50 -3765 40 -811 40 -360585 19 -77702 02 95 763 0 900 8 272 60 -3543 70 -816 90 -363581 78 83813 57 102 599 0 900 9 298 80 -4201 20 -258 30 -332605 06 -20449 33 79 169 0 900 10 301 40 -3932 90 -264 90 -334102 28 -22503 46 84 951 0 900 11 678 30 0 00 0 00 351194 03 0 00 999 999 0 900 12 1275 00 0 00 0 00 378687 63 0 00 999 999 0 900 13 789 70 -9989 20 -7308 20 -205380 72 -150258 64 20 560 0 900 14 782 10 -9683 20 -6920 70 -209856 44 -149986 97 21 672 0 900 15 810 70 -12918 60 -3100 10 -392250 41 -94129 03 30 363 0 900 16 801 40 -12548 30 2631 00 -385545 38 -80837 30 30 725 0 900 17 275 10 -9989 20 7308 20 -192447 56 -140796 61 19 266 0 900 18 267 50 -9683 20 -6920 70 -196633 86 -140536 63 20 307 0 900 19 296 00 -12918 60 3100 10 -366589 66 -87971 17 28 377 0 900 20 286 80 -12548 30 -2631 00 -360278 06 -75539 49 28 711 0 900 *** End of output *** 109 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\3PC5 col 09 18 AM General Information ------------------- j File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\3PC5 col Project PCC Humanities Column 3PC5 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- ----- --------- -- ------- - --- ---------- ---------- 1 -130 4 -1171 7 2 -327 1 -1080 0 3 -15 2 -411 1 4 -4 3 -416 2 5 -311 1 -1074 2 6 -125 3 -1160 8 Gross section area Ag = 11316 in^2 Ix = 6 02218e+008 in'4 Iy = 8 4799e+007 in"4 Xo = -177 644 in Yo = 829 564 in Reinforcement -------------- Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- -------- - ------ -- ---- -- ------ ---- ------ ---- --- ----- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 4 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with 410 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 49 60 in^2 at 0 44% (Note rho < 0 50%) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) Area in'2 X (in) Y (in) --------- ----- - -------- -------- -- --- -------- ------- - -------- -------- 0 31 -133 9 -1168 3 0 31 -144 7 -1163 3 0 31 -155 6 -1158 2 0 31 -166 5 -1153 1 0 31 -177 4 -1148 0 0 31 -188 2 -1143 0 0 31 -199 1 -1137 9 0 31 -210 0 -1132 8 0 31 -220 9 -1127 8 0 31 -231 7 -1122 7 0 31 -242 6 -1117 6 0 31 -253 5 -1112 5 0 31 -264 4 -1107 5 0 31 -275 2 -1102 4 0 31 -286 1 -1097 3 0 31 -297 0 -1092 3 0 31 -307 9 -1087 2 0 31 -318 7 -1082 1 0 31 -130 1 -1160 3 0 31 -141 0 -1155 2 0 31 -151 9 -1150 1 0 31 -162 7 -1145 1 0 31 -173 6 -1140 0 0 31 -184 5 -1134 9 0 31 -195 4 -1129 9 0 31 -206 2 -1124 8 0 31 -217 1 -1119 7 0 31 -228 0 -1114 6 0 31 -238 9 -1109 6 0 31 -249 7 -1104 5 0 31 -260 6 -1099 4 0 31 -271 5 -1094 4 0 31 -282 4 -1089 3 0 31 -293 2 -1084 2 0 31 -304 1 -1079 1 0 31 -315 0 -1074 1 0 31 325 0 -1079 2 0 31 -319 9 -1068 3 0 31 -314 8 -1057 5 0 31 -309 8 -1046 6 0 31 -304 7 -1035 7 0 31 299 6 -1024 8 0 31 -294 6 -1014 0 0 31 -289 5 -1003 1 0 31 -284 4 -992 2 0 31 -279 3 -981 3 0 31 274 3 -970 5 0 31 -269 2 -959 6 110 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wa11\3PC5 col 09 18 AM 0 31 264 1 948 7 0 31 -259 1 -937 8 0 31 -254 0 -926 9 0 31 -248 9 916 1 0 31 -243 8 905 2 0 31 -238 8 -894 3 0 31 233 7 -883 4 0 31 -228 6 -872 6 0 31 223 6 -861 7 0 31 218 5 850 8 0 31 213 4 -839 9 0 31 -208 3 -829 1 0 31 -203 3 818 2 0 31 -198 2 -807 3 0 31 -193 1 -796 4 0 31 188 1 -785 6 0 31 -183 0 774 7 0 31 -177 9 -763 8 0 31 -172 8 -752 9 0 31 167 8 -742 1 0 31 -162 7 -731 2 0 31 -157 6 720 3 0 31 -152 6 709 4 0 31 -147 5 -698 6 0 31 -142 4 687 7 0 31 -137 3 676 8 0 31 -132 3 -665 9 0 31 127 2 -655 1 0 31 -122 1 -644 2 0 31 -117 1 -633 3 0 31 112 0 -622 4 0 31 -106 9 -611 6 0 31 101 8 -600 7 0 31 -96 8 589 8 0 31 -91 7 -578 9 0 31 -86 6 -568 1 0 31 81 6 557 2 0 31 -76 5 -546 3 0 31 -71 4 -535 4 0 31 -66 3 -524 5 0 31 -61 3 -513 7 0 31 -56 2 -502 8 0 31 -51 1 -491 9 0 31 -46 1 -481 0 0 31 -41 0 -470 2 0 31 -35 9 -459 3 0 31 -30 8 -448 4 0 31 -25 8 -437 5 0 31 -20 7 -426 7 0 31 -15 6 -415 8 0 31 -316 9 -1083 0 0 31 -311 9 -1072 1 0 31 -306 8 -1061 2 0 31 -301 7 -1050 3 0 31 296 6 -1039 5 0 31 -291 6 -1028 6 0 31 -286 5 -1017 7 0 31 -281 4 -1006 8 0 31 -276 4 -996 0 0 31 -271 3 -985 1 0 31 -266 2 -974 2 0 31 -261 1 -963 3 0 31 -256 1 -952 5 0 31 251 0 -941 6 0 31 -245 9 -930 7 0 31 -240 9 -919 8 0 31 235 8 -908 9 0 31 -230 7 -898 1 0 31 -225 6 -887 2 0 31 -220 6 876 3 0 31 -215 5 -865 4 0 31 -210 4 -854 6 0 31 -205 4 843 7 0 31 -200 3 -832 8 0 31 -195 2 -821 9 0 31 -190 1 -811 1 0 31 -185 1 -800 2 0 31 -180 0 -789 3 0 31 -174 9 -778 4 0 31 -169 9 -767 6 0 31 -164 8 -756 7 0 31 -159 7 745 8 0 31 -154 7 -734 9 0 31 -149 6 -724 1 0 31 -144 5 -713 2 0 31 -139 4 -702 3 0 31 -134 4 -691 4 0 31 129 3 -680 6 0 31 -124 2 -669 7 0 31 -119 2 -658 8 0 31 -114 1 -647 9 0 31 -109 0 -637 1 0 31 -103 9 -626 2 0 31 -98 9 615 3 0 31 -93 8 -604 4 0 31 -88 7 593 6 0 31 -83 7 -582 7 0 31 -78 6 -571 8 0 31 -73 5 -560 9 0 31 -68 4 -550 1 0 31 -63 4 -539 2 0 31 -58 3 -528 3 0 31 -53 2 -517 4 0 31 -48 2 -506 5 0 31 -43 1 -495 7 0 31 -38 0 -484 8 0 31 -32 9 -473 9 0 31 -27 9 -463 0 0 31 -22 8 452 2 0 31 -17 7 -441 3 0 31 -12 7 -430 4 0 31 7 6 419 5 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- --------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- -- -- ----- - -------- - - ------- ----------- ----------- -------- ------ 1 326 50 0 00 0 00 78195 42 0 00 999 999 0 900 2 601 10 0 00 0 00 85382 66 0 00 999 999 0 900 3 342 40 -2254 10 393 50 -24607 74 4295 79 10 917 0 900 4 347 80 -2136 00 423 80 -26842 97 5325 87 12 567 0 900 5 377 60 -1721 00 182 00 -20125 35 2128 31 11 694 0 900 6 384 10 -1578 00 218 70 -22186 85 3074 94 14 060 0 900 7 98 70 -2254 10 393 50 -22747 97 3971 13 10 092 0 900 8 104 10 -2136 00 423 80 -24818 10 4924 12 11 619 0 900 9 133 90 -1721 00 182 00 -18622 48 1969 37 10 821 0 900 10 140 40 -1578 00 218 70 -20532 97 2845 73 13 012 0 900 11 326 50 0 00 0 00 78195 42 0 00 999 999 0 900 12 601 10 0 00 0 00 85382 66 0 00 999 999 0 900 13 342 40 -5171 90 587 50 -20352 00 2311 88 3 935 0 900 14 347 80 -5161 70 453 90 -19002 91 1671 04 3 682 0 900 15 377 60 -5662 40 778 80 22071 94 3035 75 3 898 0 900 16 384 10 -5650 10 617 20 -20362 09 2224 29 3 604 0 900 17 98 70 -5171 90 587 50 -18814 01 2137 17 3 638 0 900 18 104 10 -5161 70 453 90 -17569 69 1545 01 3 404 0 900 19 133 90 -5662 40 778 80 -20423 63 2809 04 3 607 0 900 20 140 40 -5650 10 617 20 -18844 31 2058 50 3 335 0 900 111 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 4 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\3PC5 col 09 18 AM *** End of output *** 7 112 STRUCTUREPOINT - pcaColumn V4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156 1013735 4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P1 LEVEL2 col 09 19 AM General Information -------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P1 LEVEL2 col Project PCC Humanities Column Pi Engineer AGM Code ACI 318 05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 6o ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Rectangular Width = 12 in Depth = 360 in Gross section area Ag = 4320 in^2 Ix = 4 6656e+007 in�4 Iy = 51840 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in A2) Size Diam (in) Area (in'2) ---- --------- ----------- - -- --- ---- - - - --- ---- -- ------ ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 4 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 2S # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars 44 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Layout Rectangular Pattern Sides Different (Cover to transverse reinforcement) Total steel area As = 18 60 in-2 at rho = 0 43% (Note rho < 0 50%) Top Bottom Left Right -------- -- - --- --- - -- -------- Bars 2 # 5 2 # 5 28 # 5 28 # 5 Cover(in) 1 5625 1 5625 1 5625 1 5625 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- --------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft -- ----------- ------- - - --- - ----- --- --- - ----------- -------- ------ 1 94 40 0 00 0 00 15503 91 0 00 999 999 0 900 2 207 60 0 00 0 00 16987 88 0 00 999 999 0 900 3 119 60 -2055 20 -18 40 -15589 79 -139 58 7 586 0 900 4 120 60 -2692 70 -15 00 -15741 57 -87 70 5 846 0 900 5 123 80 -4344 00 -11 70 -15860 37 42 72 3 651 0 900 6 124 90 -5115 60 -7 50 -15893 50 23 31 3 107 0 900 7 38 60 -2055 20 18 40 14546 43 -130 24 7 078 0 900 6 39 50 -2692 70 15 00 -14681 87 -81 79 5 452 0 900 9 42 70 -4344 00 11 70 -14792 95 -39 84 3 405 0 900 10 43 80 5115 60 -7 50 -14823 66 -21 74 2 898 0 900 113 STRUCTUREPOINT - pcaColumn V4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P1-LEVEL2 col 09 19 AM 11 94 40 0 00 0 00 15503 91 0 00 999 999 0 900 12 207 60 0 00 0 00 16987 88 0 00 999 999 0 900 13 119 60 -3615 80 0 00 -15835 58 -0 00 4 380 0 900 14 120 60 -5318 50 0 00 -15848 73 -0 00 2 980 0 900 15 123 80 -7864 40 0 00 -15890 79 -0 00 2 021 0 900 16 124 90 -9925 10 0 00 -15905 25 -0 00 1 603 0 900 17 38 60 -3615 80 0 00 -14766 98 -0 00 4 084 0 900 18 39 50 -5318 50 0 00 -14778 89 -0 00 2 779 0 900 19 42 70 -7864 40 0 00 -14821 25 0 00 1 885 0 900 20 43 80 992 10 0 00 -14835 80 -0 00 1 495 0 900 *** End of output *** 114 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P1-LEVEL3 col 09 20 AM General Information ------------------- ------------------- } File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P1-LEVEL3 col Project PCC Humanities Column P1 Engineer AGM Code ACI 318 05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Rectangular Width = 12 in Depth = 360 in Gross section area Ag = 4320 in^2 Ix = 4 6656e+007 in�4 Iy = 51840 in-4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) ---- -------- ----------- - - --------- -- ----- - --- --- ---- - ------ - # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Layout Rectangular Pattern Sides Different (Cover to transverse reinforcement) Total steel area As = 18 60 in^2 at rho = 0 430 (Note rho < 0 50%) Top Bottom Left Right -------- ---- --- -------- ---- --- Bars 2 # 5 2 # 5 28 # 5 28 # 5 Cover(in) 1 5625 1 5625 1 5625 1 5625 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- --------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft -- -- -------- ----------- - - --- - ----------- - -- ---- -------- ------ 1 57 30 0 00 0 00 15014 32 0 00 999 999 0 900 2 123 40 0 00 0 00 15885 54 0 00 999 999 0 900 3 71 40 -686 90 -25 30 -9260 91 -341 10 13 482 0 900 4 71 70 -667 40 -13 70 -13237 62 -271 73 19 835 0 900 5 73 90 -1277 80 -26 50 -13183 74 -273 42 10 318 0 900 6 74 30 -1254 20 -12 50 -14955 65 -149 06 11 924 0 900 7 23 00 -686 90 -25 30 -8930 03 -328 91 13 000 0 900 8 23 30 -667 40 -13 70 -12800 76 262 77 19 180 0 900 9 25 50 -1277 80 26 50 -12749 34 -264 41 9 978 0 900 10 25 90 -1254 20 12 50 -14342 65 -142 95 11 436 0 900 115 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\Pl-LEVEL3 col 09 20 AM 11 57 30 0 00 0 00 15014 32 0 00 999 999 0 900 12 123 40 0 00 0 00 15885 54 0 00 999 999 0 900 13 71 40 -2061 10 -41 10 -13442 50 -268 05 6 522 0 900 14 71 70 -2702 30 -40 90 -14595 83 220 91 5 401 0 900 15 73 90 -4348 60 21 10 -15152 46 -73 53 3 484 0 900 16 74 30 -5124 70 -21 00 15179 09 -62 20 2 962 0 900 17 23 00 -2061 10 -41 10 -13000 62 -259 24 6 308 0 900 18 23 30 -27.02 30 -40 90 -13998 78 -211 88 5 180 0 900 19 25 50 -4348 60 -21 10 -14517 73 -70 45 3 338 0 900 20 25 90 -5124 70 -21 00 -14542 79 -59 59 2 838 0 900 *** End of output *** } 116 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735 4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\Pl-ROOF col 09 20 AM General Information ------------------- ------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P1 ROOF col Project PCC Humanities Column Pi Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Rectangular width = 12 in Depth = 360 in Gross section area Ag = 4320 in'2 Ix = 4 6656e+007 in�4 Iy = 51840 in'4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) ---- --------- -- -------- ---- ------ -- ----------- ---- -- - ---- --- --- -- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 4 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with 410 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Layout Rectangular Pattern Sides Different (Cover to transverse reinforcement) Total steel area As = 18 60 in^2 at rho = 0 43% (Note rho < 0 500) Top Bottom Left Right -------- -------- -------- -- ----- Bars 2 # 5 2 # 5 28 # 5 28 # 5 Cover(in) 1 0625 1 0625 1 0625 1 0625 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- ----------- ----------- ---- ------ --- ------- -- --- - ------ 1 8 60 0 00 0 00 14374 03 0 00 999 999 0 900 2 15 20 0 00 0 00 14461 78 0 00 999 999 0 900 3 10 80 0 00 0 00 14403 28 0 00 999 999 0 900 4 10 80 0 00 0 00 14403 28 0 00 999 999 0 900 5 10 80 0 00 0 00 14403 28 0 00 999 999 0 900 6 10 80 0 00 0 00 14403 28 0 00 999 999 0 900 7 4 60 0 00 0 00 14320 87 0 00 999 999 0 900 8 4 60 0 00 0 00 14320 87 0 00 999 999 0 900 9 4 60 0 00 0 00 14320 87 0 00 999 999 0 900 10 4 60 0 00 0 00 14320 87 0 00 999 999 0 900 117 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\Pl-ROOF col 09 20 AM 11 8 60 0 00 0 00 14374 03 0 00 999 999 0 900 12 15 20 0 00 0 00 14461 78 0 00 999 999 0 900 13 10 80 -681 50 -63 50 4344 17 404 78 6 374 0 900 14 10 80 -664 10 -53 50 -4908 92 -395 46 7 392 0 900 15 10 80 -1288 20 -48 70 -8774 47 -331 72 6 811 0 900 16 10 80 -1267 20 -36 60 -10499 84 -303 26 8 286 0 900 17 4 60 -681 50 -63 50 -4321 25 -402 64 6 341 0 900 18 4 60 -664 10 -53 50 4883 30 -393 40 7 353 0 900 19 4 60 -1288 20 -48 70 8732 05 -330 11 6 778 0 900 20 4 60 -1267 20 -36 60 -10450 89 -301 85 8 247 0 900 *** End of output *** 118 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P4 col 09 20 AM General Information f File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P4 col Project PCC Humanities Column P4 Engineer AGM Code ACI 318 05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ------- - - -------- ----- - ------- ---------- ----- ---------- ----- ---- 1 0 0 0 0 2 -10 9 5 1 3 219 0 498 1 4 229 9 493 0 Gross section area Ag = 6528 in'2 Ix = 1 3225e+008 in�4 Iy = 2 8818e+007 in�4 Xo = 109 514 in Yo = 249 051 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) ---- - ----- - ------- ---- ----- --- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 4 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 4 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 28 52 in^2 at 0 44% (Note rho < 0 50%) Area in'2 X (in) Y (in) Area in'2 X (in) Y (in) Area in^2 X (in) Y (in) --------- - ---- - -------- --------- -------- -------- -- ----- ---- --- -------- 0 31 0 8 2 1 0 31 4 3 13 0 0 31 9 4 23 8 0 31 14 5 34 7 0 31 19 5 45 6 0 31 24 6 56 5 0 31 29 7 67 3 0 31 34 7 78 2 0 31 39 8 89 1 0 31 44 9 100 0 0. 31 50 0 110 8 0 31 55 0 121 7 0 31 60 1 132 6 0 31 65 2 143 5 0 31 70 2 154 3 0 31 75 3 165 2 0 31 80 4 176 1 0 31 85 5 187 0 0 31 90 5 197 8 0 31 95 6 208 7 0 31 100 7 219 6 0 31 105 7 230 5 0 31 110 8 241 3 0 31 115 9 252 2 0 31 121 0 263 1 0 31 126 0 274 0 0 31 131 1 284 8 0 31 136 2 295 7 0 31 141 2 306 6 0 31 146 3 317 5 0 31 151 4 328 3 0 31 156 5 339 2 0 31 161 5 350 1 0 31 166 6 361 0 0 31 171 7 371 9 0 31 176 7 382 7 0 31 181 8 393 6 0 31 186 9 404 5 0 31 192 0 415 4 0 31 197 0 426 2 0 31 202 1 437 1 0 31 207 2 448 0 0 31 212 2 458 9 0 31 217 3 469 7 0 31 222 4 480 6 0 31 227 5 491 5 0 31 8 8 5 8 0 31 3 7 16 7 119 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735 4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P.4 col 09 20 AM 0 31 1 3 27 6 0 31 6 4 38 5 0 31 11 5 49 3 0 31 16 6 60 2 0 31 21 6 71 1 0 31 26 7 82 0 0 31 31 8 92 8 0 31 36 8 103 7 0 31 41 9 114 6 0 31 47 0 125 5 0 31 52 1 136 3 0 31 57 1 147 2 0 31 62 2 158 1 0 31 67 3 169 0 0 31 72 3 179 8 0 31 77 4 190 7 0 31 82 5 201 6 0 31 87 6 212 5 0 31 92 6 223 3 0 31 97 7 234 2 0 31 102 8 245 1 0 31 107 8 256 0 0 31 112 9 266 8 0 31 118 0 277 7 0 31 123 1 288 6 0 31 128 1 299 5 0 31 133 2 310 3 0 31 138 3 321 2 0 31 143 3 332 1 0 31 148 4 343 0 0 31 153 5 353 8 0 31 158 6 364 7 0 31 163 6 375 6 0 31 168 7 386 5 0 31 173 8 397 4 0 31 178 8 408 2 0 31 183 9 419 1 0 31 189 0 430 0 0 31 194 1 440 9 0 31 199 1 451 7 0 31 204 2 462 6 0 31 209 3 473 5 0 31 214 3 484 4 0 31 219 4 495 2 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- --------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----- -- -- ----------- ----------- ----------- ----------- -------- ------ 1 235 20 0 00 0 00 1128 65 0 00 999 999 0 900 2 398 90 0 00 0 00 1183 13 0 00 999 999 0 900 3 188 60 -890 30 126 90 -1602 66 228 44 1 800 0 900 4 183 30 -1045 70 199 80 -1882 52 359 69 1 800 0 900 5 198 80 -924 30 217 40 -2252 64 529 83 2 437 0 900 6 192 30 -1112 40 305 70 -2712 97 745 56 2 439 0 900 7 23 70 -890 30 126 90 -1513 33 215 70 1 700 0 900 8 18 30 -1045 70 199 80 -1776 62 339 46 1 699 0 900 9 33 90 -924 30 217 40 -2128 18 500 56 2 302 0 900 10 27 30 -1112 40 305 70 -2562 10 704 09 2 303 0 900 11 235 20 0 00 0 00 1128 65 0 00 999 999 0 900 12 398 90 0 00 0 00 1183 13 0 00 999 999 0 900 13 188 60 -1497 70 698 40 -33340 16 15547 01 22 261 0 900 14 183 30 -1446 60 674 60 -33244 68 15503 15 22 981 0 900 15 198 80 -2245 50 1047 10 -33523 39 15632 29 14 929 0 900 16 192 30 -2183 60 1018 20 -33406 85 15577 42 15 299 0 900 17 23 70 -1497 70 698 40 -30363 42 14158 92 20 273 0 900 18 18 30 -1446 60 674 60 -30264 95 14113 60 20 921 0 900 19 33 90 -2245 50 1047 10 -30548 81 14245 22 13 604 0 900 20 27 30 -2183 60 1018 20 -30429 16 14188 94 13 935 0 900 *** End of output *** 120 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P8 col 09 21 AM General Information ------------------- ------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P8 col Project PCC Humanities Column P8 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---- ----- ---------- ----- ---------- --- ----- ----- - ------- ---------- 1 0 0 0 0 2 5 1 10 9 3 -504 3 248 4 4 -509 3 237 5 Gross section area Ag = 6744 in'2 Ix = 3 17699e+007 in^4 Iy = 1 45816e+008 inA4 Xo = -252 137 in Yo = 124 194 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in A2) Size Diam (in) Area (in A2) ---- --------- ----- ----- - -- --------- --- ------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 4 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 29 14 in'2 at 0 43% (Note rho < 0 50%) Area in'2 X (in) Y (in) Area in'2 X (in) Y (in) Area in-2 X (in) Y (in) --------- ------- -------- --------- -------- -------- --------- -------- -------- 0 31 -0 8 2 1 0 31 -11 6 7 1 0 31 -22 5 12 2 0 31 -33 4 17 3 0 31 -44 3 22 4 0 31 -55 1 27 4 0 31 -66 0 32 5 0 31 -76 9 37 6 0 31 -87 8 42 6 0 31 -98 6 47 7 0 31 -109 5 52 8 0 31 -120 4 57 9 0 31 -131 3 62 9 0 31 -142 1 68 0 0 31 153 0 73 1 0 31 -163 9 78 1 0 31 -174 8 83 2 0 31 -185 6 88 3 0 31 -196 5 93 4 0 31 -207 4 98 4 0 31 -218 3 103 5 0 31 -229 1 108 6 0 31 -240 0 113 6 0 31 -250 9 118 7 0 31 -261 8 123 8 0 31 -272 6 128 9 0 31 283 5 133 9 0 31 -294 4 139 0 0 31 -305 3 144 1 0 31 -316 2 149 1 0 31 -327 0 154 2 0 31 -337 9 159 3 0 31 -348 8 164 4 0 31 -359 7 169 4 0 31 -370 5 174 5 0 31 -381 4 179 6 0 31 -392 3 184 6 0 31 -403 2 189 7 0 31 -414 0 194 8 0 31 -424 9 199 9 0 31 -435 8 204 9 0 31 446 7 210 0 0 31 -457 5 215 1 0 31 -468 4 220 1 0 31 -479 3 225 2 0 31 490 2 230 3 0 31 -501 0 235 4 0 31 3 0 10 1 121 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wa1l\P8 col 09 21 AM 0 31 -7 9 15 2 0 31 -18 8 20 3 0 31 -29 6 25 3 0 31 -40 5 30 4 0 31 -51 4 35 5 0 31 -62 3 40 5 0 31 -73 1 45 6 0 31 -84 0 50 7 0 31 -94 9 55 8 0 31 -105 8 60 8 0 31 116 6 65 9 0 31 -127 5 71 0 0 31 -138 4 76 0 0 31 149 3 81 1 0 31 -160 1 86 2 0 31 -171 0 91 3 0 31 181 9 96 3 0 31 -192 8 101 4 0 31 -203 6 106 5 0 31 214 5 111 5 0 31 -225 4 116 6 0 31 -236 3 121 7 0 31 247 1 126 8 0 31 -258 0 131 8 0 31 -268 9 136 9 0 31 279 8 142 0 0 31 -290 6 147 0 0 31 -301 5 152 1 0 31 -312 4 157 2 0 31 -323 3 162 3 0 31 -334 2 167 3 0 31 345 0 172 4 0 31 -355 9 177 5 0 31 -366 8 182 5 0 31 -377 7 187 6 0 31 -388 5 192 7 0 31 -399 4 197 8 0 31 410 3 202 8 0 31 -421 2 207 9 0 31 -432 0 213 0 0 31 442 9 218 0 0 31 -453 8 223 1 0 31 -464 7 228 2 0 31 -475 5 233 3 0 31 -486 4 238 3 0 31 -497 3 243 4 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- --------- - ----------- ---------- ----------- ----------- -------- ------ 1 235 30 0 00 0 00 532 12 0 00 999 999 0 900 2 451 60 0 00 0 00 564 11 0 00 999 999 0 900 3 149 30 1178 80 2591 90 14875 66 32708 03 12 619 0 900 4 155 10 1094 40 2412 80 14782 52 32590 71 13 507 0 900 5 109 70 630 40 1449 50 7082 17 16284 27 11 234 0 900 6 116 60 528 20 1232 70 5807 26 13552 85 10 994 0 900 7 -32 10 1178 80 2591 90 13434 33 29538 89 11 397 0 900 8 -26 40 1094 40 2412 80 13356 54 29446 88 12 204 0 900 9 -71 80 630 40 1449 50 6627 51 15238 86 10 513 0 900 10 -64 80 528 20 1232 70 5437 19 12689 17 10 294 0 900 11 235 30 0 00 0 00 532 12 0 00 999 999 0 900 12 451 60 0 00 0 00 564 11 0 00 999 999 0 900 13 149 30 2731 60 5858 50 15835 40 33962 39 5 797 0 900 14 155 10 2416 90 5183 80 15885 25 34070 91 6 573 0 900 15 109 70 1848 10 3963 70 15490 19 33222 48 8 382 0 900 16 116 60 1467 30 3147 10 15549 89 33351 77 10 598 0 900 17 32 10 2731 60 5858 50 14248 24 30558 39 5 216 0 900 18 -26 40 2416 90 5183 80 14297 93 30666 39 5 916 0 900 19 -71 80 1848 10 3963 70 13896 64 29804 72 7 519 0 900 20 -64 80 1467 30 3147 10 13958 26 29938 01 9 513 0 900 *** End of output *** } 122 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156 1013735 4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P9-LEVEL2 col 09 22 AM General Information -------------------- 1 File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P9-LEVEL2 col Project PCC Humanities Column P9 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Rectangular Width = 240 in Depth = 12 in Gross section area Ag = 2880 in"2 Ix = 34560 in^4 Iy = 1 3824e+007 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in-2) Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) --- - ------- -- -------- ---- ---- ---- ----------- -- - - - - - - -- ---- --- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 if 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Layout Rectangular Pattern Sides Different (Cover to transverse reinforcement) Total steel area As = 24 80 in'2 at rho = 0 86% (Note rho < 1 0%) Top Bottom Left Right --- - -- -------- - ------ -------- Bars 40 # 5 40 # 5 0 # 5 0 # 5 Cover(in) 1 5625 1 5625 1 5625 1 5625 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft -- ------- -- ----------- ----------- ----------- ----------- -------- ------ 1 29 90 0 00 0 00 582 45 0 00 999 999 0 900 2 65 20 0 00 0 00 594 81 0 00 999 999 0 900 3 41 40 -9 90 5624 00 -21 70 12326 77 2 192 0 900 4 41 40 -8 60 5556 20 -19 08 12329 47 2 219 0 900 5 41 40 -17 40 3235 20 -65 94 12260 35 3 790 0 900 6 41 40 -15 80 3153 20 -61 48 12268 86 3 891 0 900 7 15 90 -9 90 5624 00 -21 35 12126 20 2 156 0 900 8 15 90 -8 60 5556 20 -18 77 12128 63 2 183 0 900 9 15 90 -17 40 3235 20 -64 87 12062 21 3 728 0 900 10 15 90 -15 80 3153 20 -60 48 12070 39 3 828 0 900 123 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\A(3M\Lateral Analysis\Shear Wall\P9-LEVEL2 col 09 22 AM 11 29 90 0 00 0 00 582 45 0 00 999 999 0 900 12 6S 20 0 00 0 00 594 81 0 00 999 999 0 900 13 41 40 0 00 10090 20 -0 00 12344 91 1 223 0 900 14 41 40 0 00 10150 10 -0 00 12344 91 1 216 0 900 15 41 40 0 00 5842 50 0 00 12344 91 2 113 0 900 16 41 40 0 00 5915 10 0 00 12344 91 2 087 0 900 17 15 90 0 00 10090 20 0 00 12143 47 1 203 0 900 18 15 90 0 00 10150 10 0 00 12143 47 1 196 0 900 19 15 90 0 00 5842 50 0 00 12143 47 2 078 0 900 20 15 90 0 00 5915 10 -0 00 12143 47 2 053 0 900 *** End of output *** 1 i 124 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P9-LEVEL3 col 09 22 AM General Information --------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P9-LEVEL3 col Project PCC Humanities Column P9 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Rectangular Width = 240 in Depth = 12 in Gross section area Ag = 2880 in^2 Ix = 34560 in^4 Iy = 1 3824e+007 in'4 Xo = 0 in Yo = 0 in Reinforcement Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) -- -------- --- ------ ---- --------- ------ ---- ---- --------- ----- ----- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Layout Rectangular Pattern Sides Different (Cover to transverse reinforcement) Total steel area As = 12 40 in^2 at rho = 0 43% (Note rho < 0 50%) Top Bottom Left Right -- ---- ------ - -------- -------- Bars 20 # 5 20 # 5 0 # 5 0 # 5 Cover(in) 1 5625 1 5625 1 5625 1 5625 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft -- ------- -- -- - ---- ------- -- ----------- ----------- -------- ------ 1 19 70 0 00 0 00 323 08 0 00 999 999 0 900 2 40 80 0 00 0 00 332 29 0 00 999 999 0 900 3 26 60 19 30 1705 50 -73 62 6505 58 3 814 0 900 4 26 60 -18 20 1616 60 -73 25 6506 26 4 025 0 900 5 26 60 -27 30 941 10 -179 09 6173 77 6 560 0 900 6 26 60 -25 90 833 60 -190 32 6125 65 7 348 0 900 7 10 40 -19 30 1705 50 -72 03 6365 10 3 732 0 900 8 10 40 -18 20 1616 60 -71 67 6365 76 3 938 0 900 9 10 40 -27 30 941 10 -175 38 6045 74 6 424 0 900 10 10 40 25 90 833 60 -186 38 5998 67 7 196 0 900 i 125 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735 4 21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P9-LEVEL3 col 09 22 AM 11 19 70 0 00 0 00 323 08 0 00 999 999 0 900 12 40 80 0 00 0 00 332 29 0 00 999 999 0 900 i 13 26 60 -9 90 5624 00 -11 58 6577 37 1 170 0 900 14 26 60 -8 60 5556 20 -10 18 6578 16 1 184 0 900 15 26 60 17 40 3235 20 35 27 6558 42 2 027 0 900 16 26 60 15 80 3153 20 -32 87 6560 76 2 081 0 900 17 10 40 -9 90 5624 00 -11 33 6434 73 1 144 0 900 18 10 40 -8 60 5556 20 -9 96 6435 54 1 158 0 900 19 10 40 -17 40 3235 20 -34 51 6416 01 1 983 0 900 20 10 40 15 80 3153 20 -32 16 6418 45 2 036 0 900 *** End of output *** 126 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P9 LEVEL3 col 09 22 AM General Information File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P9-LEVEL3 col Project PCC Humanities Column P9 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Rectangular Width = 240 in Depth = 12 in Gross section area Ag = 2880 in'2 Ix = 34560 in'4 Iy = 1 3824e+007 in"4 Xo = 0 in Yo = 0 in Reinforcement -------------- Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) ---- ---- ---- ---------- -- - - ---- ---- --- - ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 4 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 4 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Layout Rectangular Pattern Sides Different (Cover to transverse reinforcement) Total steel area As = 12 40 in'2 at rho = 0 43% (Note rho < 0 50%) Top Bottom Left Right -------- ---- -------- - -- --- Bars 20 # 5 20 # 5 0 # 5 0 # 5 Cover(in) 1 5625 1 5625 1 5625 1 5625 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- --------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- - - ----- ----------- ----- ---- --- ------- --- ------- -------- ------ 1 19 70 0 00 0 00 323 08 0 00 999 999 0 900 2 40 80 0 00 0 00 332 29 0 00 999 999 0 900 3 26 60 -19 30 1705 50 -73 62 6505 58 3 814 0 900 4 26 60 -18 20 1616 60 -73 25 6506 26 4 025 0 900 5 26 60 -27 30 941 10 -179 09 6173 77 6 560 0 900 6 26 60 -25 90 833 60 -190 32 6125 65 7 348 0 900 7 10 40 -19 30 1705 50 -72 03 6365 10 3 732 0 900 8 10 40 -18 20 1616 60 -71 67 6365 76 3 938 0 900 9 10 40 -27 30 941 10 -175 38 6045 74 6 424 0 900 10 10 40 -25 90 833 60 -186 38 5998 67 7 196 0 900 i 127 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\ACM\Lateral Analysis\Shear Wall\P9-LEVEL3 col 09 22 AM 11 19 70 0 00 0 00 323 08 0 00 999 999 0 900 12 40 80 () 00 0 00 332 29 0 00 999 999 0 900 13 26 60 -9 90 5624 00 -11 58 6577 37 1 170 0 900 14 26 60 -8 60 5556 20 -10 18 6578 16 1 184 0 900 15 26 60 -17 40 3235 20 -35 27 6558 42 2 027 0 900 16 26 60 15 80 3153 20 -32 87 6560 76 2 081 0 900 17 10 40 9 90 5624 00 -11 33 6434 73 1 144 0 900 18 10 40 -8 60 5556 20 -9 96 6435 54 1 158 0 900 19 10 40 -17 40 3235 20 -34 51 6416 01 1 983 0 900 20 10 40 -15 80 3153 20 -32 16 6418 45 2 036 0 900 *** End of output *** 128 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P9-ROOF col 09 23 AM General Information -------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P9-ROOF col Project PCC Humanities Column P9 Engineer AGM Code ACI 318 05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Rectangular Width = 240 in Depth = 12 in Gross section area Ag = 2880 in'2 Ix = 34560 in-4 Iy = 1 3824e+007 in^4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) --- --------- -------- -- --- - - - - ---- ----- --- ----- - - -- -------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 4 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 } # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Layout Rectangular Pattern Sides Different (Cover to transverse reinforcement) Total steel area As = 12 40 in'2 at rho = 0 43% (Note rho < 0 500) Top Bottom Left Right -------- ------- - ------ --- ---- Bars 20 # 5 20 # 5 0 # 5 0 # 5 Cover(in) 1 5625 1 5625 1 5625 1 5625 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- -- -------- ---- ----- ---- ---- - ------ ---- ---------- -- ----- ------ 1 9 50 0 00 0 00 318 62 0 00 999 999 0 900 2 16 50 0 00 0 00 321 68 0 00 999 999 0 900 3 11 80 0 00 0 00 319 63 0 00 999 999 0 900 4 11 80 0 00 0 00 319 63 0 00 999 999 0 900 5 11 80 0 00 0 00 319 63 0 00 999 999 0 900 6 11 80 0 00 0 00 319 63 0 00 999 999 0 900 7 5 00 0 00 0 00 316 64 0 00 999 999 0 900 8 5 00 0 00 0 00 316 64 0 00 999 999 0 900 9 5 00 0 00 0 00 316 64 0 00 999 999 0 900 10 5 00 0 00 0 00 316 64 0 00 999 999 0 900 129 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735 4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P9-ROOF col 09 23 AM 11 9 50 0 00 0 00 318 62 0 00 999 999 0 900 12 16 50 0 00 0 00 321 68 0 00 999 999 0 900 } 13 11. 80 -19 30 1705 50 -72 17 6377 26 3 739 0 900 14 11 80 18 20 1616 60 -71 80 6377 93 3 945 0 900 15 11 80 -27 30 941 10 -175 70 6056 82 6 436 0 900 16 11 80 -25 90 833 60 -186 72 6009 65 7 209 0 900 17 5 00 -1C) 30 1705 50 -71 50 6318 17 3 705 0 900 18 5 00 18 20 1616 60 71 14 6318 83 3 909 0 900 19 5 00 27 30 941 10 -174 13 6002 80 6 378 0 900 20 5 00 25 90 833 60 -185 06 5956 04 7 145 0 900 *** End of output *** 130 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P10-LEVEL2 col 09 23 AM General Information File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P10-LEVEL2 col Project PCC Humanities Column P10 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi EC = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- -- - ---- - --- ---------- ----- ---------- ---------- 1 0 0 0 0 2 -10 9 5 1 3 64 4 166 4 4 75 2 161 3 Gross section area Ag = 2136 inA2 Ix = 4 63704e+006 in'4 Iy = 1 02835e+006 in'4 Xo = 32 1752 in Yo = 83 1971 in Reinforcement -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) ---- --------- ----------- --- -- --- -- ----------- --- -------- ---------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars 44 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 18 60 in'2 at 0 870 (Note rho < 1 0%) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) Area in^2 X (in) Y (in) -------- ------ - -- ----- - - ---- ------ - -- - - -- ------ -------- ----_--- 0 31 0 8 2 1 0 31 1 8 7 5 0 31 4 3 13 0 0 31 6 9 18 4 0 31 9 4 23 8 0 31 11 9 29 3 0 31 14 5 34 7 0 31 17 0 40 1 0 31 19 5 45 6 0 31 22 1 51 0 0 31 24 6 56 5 0 31 27 1 61 9 0 31 29 7 67 3 0 31 32 2 72 8 0 31 34 7 78 2 0 31 37 3 83 6 0 31 39 8 89 1 0 31 42 4 94 5 0 31 44 9 100 0 0 31 47 4 105 4 0 31 50 0 110 8 0 31 52 5 116 3 0 31 55 0 121 7 0 31 57 6 127 1 0 31 60 1 132 6 0 31 62 6 138 0 0 31 65 2 143 5 0 31 67 7 148 9 0 31 70 2 154 3 0 31 72 8 159 8 0 31 -8 8 5 8 0 31 6 3 11 3 0 31 -3 7 16 7 0 31 -1 2 22 1 0 31 1 3 27 6 0 31 3 9 33 0 0 31 6 4 38 5 0 31 9 0 43 9 0 31 11 5 49 3 0 31 14 0 54 8 0 31 16 6 60 2 0 31 19 1 65 6 0 31 21 6 71 1 0 31 24 2 76 5 0 31 26 7 82 0 0 31 29 2 87 4 0 31 31 8 92 8 0 31 34 3 98 3 131 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735 4-21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P10 LEVEL2 col 09 23 AM 0 31 36 8 103 7 0 31 39 4 109 1 0 31 41 9 114 6 0 31 44 5 120 0 0 31 47 0 125 5 0 31 49 5 130 9 J 0 31 52 1 136 3 0 31 54 6 141 8 0 31 57 1 147 2 0 31 59 7 152 6 0 31 62 2 158 1 0 31 64 7 163 5 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- --------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k ft --- -- - - - ------ - --- ----- - --- ------- ------- - - - ---- ----- 1 51 80 0 00 0 00 864 80 0 00 999 999 0 900 2 101 90 0 00 0 00 894 10 0 00 999 999 0 900 3 139 90 1237 00 568 80 -5320 36 2446 42 4 301 0 900 4 -141 60 -1240 10 569 70 -5310 07 2439 44 4 282 0 900 5 -182 20 -1446 50 663 10 -5082 94 2330 10 3 514 0 900 6 184 30 1450 40 664 30 -5070 44 2322 32 3 496 0 900 7 -180 60 -1237 00 568 80 -5095 20 2342 89 4 119 0 900 8 -182 30 1240 10 569 70 -5084 75 2335 92 4 100 0 900 9 -222 90 -1446 50 663 10 -4856 84 2226 46 3 358 0 900 10 -225 00 -1450 40 664 30 -4844 00 2218 61 3 340 0 900 11 51 80 0 00 0 00 864 80 0 00 999 999 0 900 12 101 90 0 00 0 00 894 10 0 00 999 999 0 900 13 139 90 -368.6 80 1719 20 -5323 37 2482 35 1 444 0 900 14 141 60 -3642 70 1698 60 -5313 96 2477 92 1 459 0 900 15 -182 20 -4195 30 1956 30 -5088 43 2372 77 1 213 0 900 16 -184 30 -4142 00 1931 40 -5076 76 2367 27 1 226 0 900 17 -180 60 -3686 80 1719 20 -5097 33 2376 95 1 383 0 900 18 182 30 -3642 70 1698 60 -5087 88 2372 49 1 397 0 900 19 222 90 -4195 30 1956 30 -4860 55 2266 51 1 159 0 900 20 225 00 -4142 00 1931 40 -4848 80 2260 98 1 171 0 900 *** End of output *** 132 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4 21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P10-LEVEL3 col 09 23 AM General Information File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P10-LEVEL3 col Project PCC Humanities Column P10 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- ---- ---------- -- ------- -- -- -- - - -- ---------- 1 0 0 0 0 2 -10 9 5 1 3 64 4 166 4 4 75 2 161 3 Gross section area Ag = 2136 in'2 Ix = 4 63704e+006 in^4 Iy = 1 02835e+006 in"4 Xo = 32 1752 in Yo = 83 1971 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) --- --------- ----------- ---- --------- ----------- ---- --- -- -- --- ------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with 410 bars #4 with larger bars phi (a) = 0 8 phi(b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 9 30 in^2 at 0 440 (Note rho < 0 50%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- --- ---- - ------ ---- ---- -------- -------- ---- -- - - -- - - ------ - 0 31 -0 8 2 1 0 31 4 3 13 0 0 31 9 4 23 8 0 31 14 5 34 7 0 31 19 5 45 6 0 31 24 6 56 5 0 31 29 7 67 3 0 31 34 7 78 2 0 31 39 8 89 1 0 31 44 9 100 0 0 31 50 0 110 8 0 31 55 0 121 7 0 31 60 1 132 6 0 31 65 2 143 5 0 31 70 2 154 3 0 31 -8 8 5 8 0 31 -3 7 16 7 0 31 1 3 27 6 0 31 6 4 38 5 0 31 11 5 49 3 0 31 16 6 60 2 0 31 21 6 71 1 0 31 26 7 82 0 0 31 31 8 92 8 0 31 36 8 103 7 0 31 41 9 114 6 0 31 47 0 125 5 0 31 52 1 136 3 0 31 57 1 147 2 0 31 62 2 158 1 133 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P10-LEVEL3 col 09 23 AM factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k ft k ft k ft k ft --- ---------- - - - -- -- -- -- ----------- ----------- ------- ------ 1 29 60 0 00 0 00 475 14 0 00 999 999 0 900 2 57 70 0 00 0 00 496 80 0 00 999 999 0 900 3 -170 90 899 20 394 40 -2254 90 989 03 2 508 0 900 4 -172 70 -895 50 391 20 -2241 25 979 09 2 503 0 900 5 213 90 -905 00 399 20 1994 40 879 74 2 204 0 900 6 -216 00 900 60 395 30 -1979 45 868 84 2 198 0 900 7 -194 10 899 20 394 40 -2113 87 927 17 2 351 0 900 8 -195 80 -895 50 391 20 -2100 79 917 73 2 346 0 900 9 -237 00 -905 00 399 20 -1851 30 816 62 2 046 0 900 10 239 10 900 60 395 30 -1836 60 806 14 2 039 0 900 11 29 60 0 00 0 00 475 14 0 00 999 999 0 900 12 57 70 0 00 0 00 496 80 0 00 999 999 0 900 13 -170 90 -1278 40 586 40 -2267 70 1040 19 1 774 0 900 14 -172 70 -1281 20 587 00 -2256 63 1033 91 1 761 0 900 15 -213 90 -1490 00 682 00 -1999 52 915 22 1 342 0 900 16 -216 00 -1493 50 682 80 -1986 46 908 17 1 330 0 900 17 -194 10 -1278 40 586 40 -2123 16 973 89 1 661 0 900 18 -195 80 -1281 20 587 00 -2112 65 967 94 1 649 0 900 19 -237 00 -1490 00 682 00 -1854 29 848 74 1 244 0 900 20 -239 10 -1493 50 682 80 -1841 19 841 76 1 233 0 900 *** End of output *** 134 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P10-ROOF col 09 24 AM General Information File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P10 ROOF col Project PCC Humanities Column P10 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- ----- ---------- ---------- ----- ---------- ------- -- 1 0 0 0 0 2 -10 9 5 1 3 64 4 166 4 4 75 2 161 3 Gross section area Ag = 2136 in^2 Ix = 4 63704e+006 in^4 Iy = 1 02835e+006 in'4 Xo = 32 1752 in Yo = 83 1971 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) ---- --------- ----------- ---- --------- ----------- ---- --------- ------ ---- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 4 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 4 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied 43 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 9 30 in'2 at 0 440 (Note rho < 0 50%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) --------- --- --- -------- ----- --- -------- -------- - ------ -------- --- --- 0 31 -0 8 2 1 0 31 4 3 13 0 0 31 9 4 23 8 0 31 14 5 34 7 0 31 19 5 45 6 0 31 24 6 56 5 0 31 29 7 67 3 0 31 34 7 78 2 0 31 39 8 89 1 0 31 44 9 100 0 0 31 50 0 110 8 0 31 55 0 121 7 0 31 60 1 132 6 0 31 65 2 143 5 0 31 70 2 154 3 0 31 -8 8 5 8 0 31 -3 7 16 7 0 31 1 3 27 6 0 31 6 4 38 5 0 31 11 5 49 3 0 31 16 6 60 2 0 31 21 6 71 1 0 31 26 7 82 0 0 31 31 8 92 8 0 31 36 8 103 7 0 31 41 9 114 6 0 31 47 0 125 5 0 31 52 1 136 3 0 31 57 1 147 2 0 31 62 2 158 1 135 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156 1013735 4 21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P10 ROOF col 09 24 AM ---actored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k ft k ft k ft --- ---------- ------- --- ---- ------ ----- - - - - - - ---- -- ---- 1 10 10 0 00 0 00 459 91 0 00 999 999 0 900 2 15 90 0 00 0 00 464 47 0 00 999 999 0 900 3 -72 30 -854 70 388 90 -2870 74 1306 22 3 359 0 900 4 -73 20 -863 00 393 00 2865 56 1304 94 3 320 0 900 5 -92 50 -1048 60 477 50 2748 92 1251 77 2 622 0 900 6 -93 50 -1058 60 482 50 -2743 17 1250 31 2 591 0 900 7 -79 00 -854 70 388 90 -2830 24 1287 80 3 311 0 900 8 79 90 -863 00 393 00 -2825 09 1286 51 3 274 0 900 9 -99 20 -1048 60 477 50 -2708 35 1233 30 2 583 0 900 10 -100 20 -1058 60 482 50 -2702 58 1231 81 2 553 0 900 11 10 10 0 00 0 00 459 91 0 00 999 999 0 9.00 12 15 90 0 00 0 00 464 47 0 00 999 999 0 900 13 -72 30 -318 90 117 10 -1851 27 679 79 5 805 0 900 14 -73 20 -307 60 110 10 -1689 96 604 89 5 494 0 900 15 -92 50 -547 90 224 90 -2595 20 1065 27 4 737 0 900 16 -93 50 -534 20 216 50 -2531 98 1026 16 4 740 0 900 17 -79 00 -318 90 117 10 -1825 62 670 37 5 725 0 900 18 -79 90 -307 60 110 10 -1666 50 596 49 5 418 0 900 19 -99 20 -547 90 224 90 -2559 69 1050 69 4 672 0 900 20 -100 20 -534 20 216 50 -2497 11 1012 03 4 674 0 900 *** End of output *** 136 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\Pll col 09 24 AM General Information -------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\Pil col Project PCC Humanities Column PI1 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ----- --- ---- -- -- ---- ---------- - -------- ----- ---------- ---------- 1 0 0 0 0 2 -10 9 5 1 3 101 1 245 2 4 ill 5 240 4 5 169 9 365 5 6 159 4 370 3 7 271 4 610 5 8 282 3 605 4 Gross section area Ag = 6429 in'2 Ix = 2 42784e+008 in^4 Iy = 5 28532e+007 in'4 Xo = 135 773 in Yo = 305 216 in Reinforcement Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) ---- - - --- ------ ---- - -- -------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 27 28 in^2 at 0 42e (Note rho < 0 50%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) -- - -- - - - -- ------ - -- - --- -------- -------- --------- -------- -------- 0 31 -0 8 2 1 0 31 4 3 13 0 0 31 9 4 23 8 0 31 14 5 34 7 0 31 19 5 45 6 0 31 24 6 56 5 0 31 29 7 67 3 0 31 34 7 78 2 0 31 39 8 89 1 0 31 44 9 100 0 0 31 50 0 110 8 0 31 55 0 121 7 0 31 60 1 132 6 0 31 65 2 143 5 0 31 70 2 154 3 •0 31 75 3 165 2 0 31 80 4 176 1 0 31 85 5 187 0 0 31 90 5 197 8 0 31 95 6 208 7 0 31 100 7 219 6 0 31 105 7 230 5 0 31 171 7 371 9 0 31 176 7 382 7 0 31 181 8 393 6 0 31 186 9 404 5 0 31 192 0 415 4 0 31 197 0 426 2 0 31 202 1 437 1 0 31 207 2 448 0 0 31 212 2 458 9 0 31 217 3 469 7 0 31 222 4 480 6 0 31 227 5 491 5 0 31 232 5 502 4 0 31 237 6 513 2 0 31 242 7 524 1 0 31 247 7 535 0 0 31 252 8 545 9 0 31 257 9 556 7 0 31 263 0 567 6 0 31 268 0 578 5 0 31 273 1 589 4 0 31 278 2 600 2 0 31 -8 8 5 8 137 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156 1013735 4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\Pll col 09 24 AM 0 31 -3 7 16 7 0 31 1 3 27 6 0 31 6 4 38 5 0 31 11 5 49 3 0 31 16 6 60 2 0 31 21 6 71 1 0 31 26 7 82 0 0 31 31 8 92 8 .0 31 36 8 103 7 0 31 41 9 114 6 0 31 47 0 125 5 0 31 52 1 136 3 0 31 57 1 147 2 0 31 62 2 158 1 0 31 67 3 169 0 0 31 72 3 179 8 0 31 77 4 190 7 0 31 82 5 201 6 0 31 87 6 212 5 0 31 92 6 223 3 0 31 97 7 234 2 0 31 163 6 375 6 0 31 168 7 386 5 0 31 173 8 397 4 0 31 178 8 408 2 0 31 183 9 419 1 0 31 189 0 430 0 0 31 194 1 440 9 0 31 199 1 451 7 0 31 204 2 462 6 0 31 209 3 473 5 0 31 214 3 484 4 0 31 219 4 495 2 0 31 224 5 506 1 0 31 229 6 517 0 0 31 234 6 527 9 0 31 239 7 538 7 0 31 244 8 549 6 0 31 249 8 560 5 0 31 254 9 571 4 0 31 260 0 582 2 0 31 265 1 593 1 0 31 270 1 604 0 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- ------- --- ----------- ----------- ----------- -------- ----- 1 74 70 0 00 0 00 1043 96 0 00 999 999 0 900 2 137 20 0 00 0 00 1067 57 0 00 999 999 0 900 3 71 20 -1202 70 497 50 -9249 68 3826 15 7 691 0 900 4 69 20 -1232 00 510 90 -9428 51 3909 93 7 653 0 900 5 56 50 -1234 80 525 40 -11863 86 5048 00 9 608 0 900 6 54 10 -1270 20 541 .60 -12118 43 5167 17 9 541 0 900 7 15 60 -1202 70 497 50 -9041 67 3740 11 7 518 0 900 8 13 60 -1232 00 510 90 -9215 79 3821 71 7 480 0 900 9 0 80 -1234 80 525 40 -11592 89 4932 71 9 388 0 900 10 -1 50 -1270 20 541 60 -11841 33 5049 02 9 322 0 900 11 74 70 0 00 0 00 1043 96 0 00 999 999 0 900 12 137 20 0 00 0 00 1067 57 0 00 999 999 0 900 13 71 20 -1005 80 381 60 -5603 82 2126 09 5 572 0 900 14 69 20 -1044 00 398 90 -5778 19 2207 78 5 535 0 900 15 56 50 -955 80 379 80 -7022 80 2790 61 7 348 0 900 16 54 10 -1002 00 400 80 -7295 11 2918 04 7 281 0 900 17 15 60 -1005 80 381 60 -5477 85 2078 29 5 446 0 900 18 13 60 -1044 00 398 90 -5647 87 2157 98 5 410 0 900 19 0 80 -955 80 379 80 -6862 32 2726 83 7 180 0 900 20 -1 50 -1002 00 400 80 -1128 20 2851 28 7 114 0 900 *** End of output *** 138 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735 4-21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P13 LEVEL2 col 09 25 AM General Information -------------------- J File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P13-LEVEL2 col Project PCC Humanities Column P13 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- --- -- --- ---------- ----- - ------ ---------- ----- -------- ---------- 1 0 0 0 0 2 10 9 5 1 3 38 1 110 2 4 49 0 105 1 Gross section area Ag = 1392 in^2 Ix = 1 28509e+006 in'4 Iy = 292506 in'4 Xo = 19 074 in Yo = 55 1016 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in A2) ---- - ------- - --- ----- ---- - ------- ----------- ---- ------- - ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 6 20 inA2 at 0 45% (Note rho < 0 50%) Area inA2 X (in) Y (in) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) -- ----- -- ----- -------- --------- -------- ------- --------- -------- -------- 0 31 -0 8 2 1 0 31 4 3 13 0 0 31 9 4 23 8 0 31 14 5 34 7 0 31 19 5 45 6 0 31 24 6 56 5 0 31 29 7 67 3 0 31 34 7 78 2 0 31 39 8 89 1 0 31 44 9 100 0 0 31 8 8 5 8 0 31 -3 7 16 7 0 31 1 3 27 6 0 31 6 4 38 5 0 31 11 5 49 3 0 31 16 6 60 2 0 31 21 6 71 1 0 31 26 7 82 0 0 31 31 8 92 8 0 31 36 8 103 7 139 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\ACM\Lateral Analysis\Shear Wall\P13-LEVEL2 col 09 25 AM Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip A--ft k-ft k-ft k-ft - - --- --- - ----- ---- ----------- ------- -- ------- --- ----- -- --- -- 1 18 70 0 00 0 00 330 43 0 00 999 999 0 900 2 41 20 0 00 0 00 349 43 0 00 999 999 0 900 3 23 80 -269 40 117 50 -1528 50 666 66 5 674 0 900 4 23 90 271. 40 117 80 -1527 57 663 04 5 628 0 900 5 23 40 327 00 142 90 -1527 51 667 53 4 671 0 900 6 23 60 329 40 143 20 -1526 86 663 77 4 635 0 900 7 7 70 -269 40 117 50 -1467 22 639 93 5 446 0 900 8 7 80 -271. 40 117 80 -1466 31 636 45 5 403 0 900 9 7 40 -327 00 142 90 -1466 59 640 90 4 485 0 900 10 7 50 -329 40 143 20 -1465 59 637 13 4 449 0 900 11 18 70 0 00 0 00 330 43 0 00 999 999 0 900 12 41 20 0 00 0 00 349 43 0 00 999 999 0 900 13 23 80 -703 80 328 20 -1529 46 713 23 2 173 0 900 14 23 90 -665 20 310 20 -1529 85 713 41 2 300 0 900 15 23 40 -982 30 458 10 -1527 90 712 54 1 555 0 900 16 23 60 -935 60 436 30 -1528 68 712 87 1 634 0 900 17 7 70 -703 80 328 20 -1467 10 684 15 2 085 0 900 18 7 80 -665 20 310 20 -1467 49 684 33 2 206 0 900 19 7 40 -982 30 458 10 -1465 91 683 64 1 492 0 900 20 7 50 935 60 436 30 -1466 32 683 79 1 567 0 900 *** End of output *** ) 140 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156 1013735 4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P13-LEVEL3 col 09 25 AM General Information -------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P13 LEVEL3 col Project PCC Humanities Column P13 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- ----- ---------- -------- - ----- - ------ - ----- 1 0 0 0 0 2 -10 9 5 1 3 38 1 110 2 4 49 0 105 1 Gross section area Ag = 1392 in^2 Ix = 1 28509e+006 in'4 Iy = 292506 in^4 Xo = 19 074 in Yo = 55 1016 in Reinforcement -------------- -------------- Bar Set ASTM A615 l Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in A2) ---- --------- ------ ---- ---- --------- ---------- ---- - ------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 4 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 6 20 inA2 at 0 45% (Note rho < 0 50%) Area in'2 X (in) Y (in) Area in-2 X (in) Y (in) Area inA2 X (in) Y (in) --------- -------- --- --- -------- -- ----- -------- -------- ----- - --- --- 0 31 0 8 2 1 0 31 4 3 13 0 0 31 9 4 23 8 0 31 14 5 34 7 0 31 19 5 45 6 0 31 24 6 56 5 0 31 29 7 67 3 0 31 34 7 78 2 0 31 39 8 89 1 0 31 44 9 100 0 0 31 -8 8 5 8 0 31 3 7 16 7 0 31 1 3 27 6 0 31 6 4 38 5 0 31 11 5 49 3 0 31 16 6 60 2 0 31 21 6 71 1 0 31 26 7 82 0 0 31 31 8 92 8 0 31 36 8 103 7 141 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P13-LEVEL3 col 09 25 AM actored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft -- ----- --- - -- --- --- -- - -- -- ------- -- ------- -- ----- -- --- 1 12 60 0 00 0 00 325 24 0 00 999 999 0 900 2 26 60 0 00 0 00 337 13 0 00 999 999 0 900 3 15 20 204 00 62 20 -945 48 288 28 4 635 0 900 4 15 20 -224 60 73 00 -1080 05 351 04 4 809 0 900 5 15 20 -210 00 62 70 -909 81 271 64 4 332 0 900 6 15 10 -234 90 75 80 1062 25 342 78 4 522 0 900 7 4 70 -204 00 62 20 -919 77 280 44 4 509 0 900 8 4 70 -224 60 73 00 -1050 69 341 50 4 678 0 900 9 4 70 210 00 62 70 885 06 264 25 4 215 0 900 10 4 60 -234 90 75 80 -1033 37 333 46 4 399 0 900 11 12 60 0 00 0 00 325 24 0 00 999 999 0 900 12 26 60 0 00 0 00 337 13 0 00 999 999 0 900 13 15 20 -277 70 121 00 -1495 52 651 63 5 385 0 900 14 15 20 -277 90 120 50 -1494 22 647 91 5 377 0 900 15 15 20 -336 10 146 70 -1495 98 652 96 4 451 0 900 16 15 10 -336 20 146 00 -1494 24 648 90 4 444 0 900 17 4 70 -277 70 121 00 -1455 52 634 20 5 241 0 900 18 4 70 -277 90 120 50 -1454 24 630 57 5 233 0 900 19 4 70 -336 10 146 70 -1455 98 635 50 4 332 0 900 20 4 60 -336 20 146 00 -1454 26 631 53 4 326 0 900 *** End of output *** 1 142 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4 21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P13-ROOF col 09 26 AM General Information ------------------- ------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P13 ROOF col Project PCC Humanities Column P13 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- ----- ---------- ---------- ----- ---------- - ---- --- 1 0 0 0 0 2 -10 9 5 1 3 38 1 110 2 4 49 0 105 1 Gross section area Ag = 1392 in"2 Ix = 1 28509e+006 inA4 Iy = 292506 in'4 Xo = 19 074 in Yo = 55 1016 in Reinforcement -------------- Bar Set ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (in A2) Size Diam (in) Area (in^2) -- - -------- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars 44 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 6 20 in"2 at 0 45% (Note rho < 0 50%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area inA2 X (in) Y (in) --------- ------- -------- --------- ---- --- ----- - --------- ---- --- ----- -- 0 31 -0 8 2 1 0 31 4 3 13 0 0 31 9 4 23 8 0 31 14 5 34 7 0 31 19 5 45 6 0 31 24 6 56 5 0 31 29 7 67 3 0 31 34 7 78 2 0 31 39 8 89 1 0 31 44 9 100 0 0 31 8 8 5 8 0 31 3 7 16 7 0 31 1 3 27 6 0 31 6 4 38 5 0 31 11 5 49 3 0 31 16 6 60 2 0 31 21 6 71 1 0 31 26 7 82 0 0 31 31 8 92 8 0 31 36 8 103 7 I 143 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P13-ROOF col 09 26 AM -actored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k ft k-ft - - --- ------- ----------- - - -- -- - ----- - --- --- ------- ------ 1 5 70 0 00 0 00 319 35 0 00 999 999 0 900 2 10 10 0 00 0 00 323 11 0 00 999 999 0 900 3 5 70 -44 20 17 70 -1422 66 569 71 32 187 0 900 4 5 60 -43 10 17 10 1416 24 561 89 32 859 0 900 5 5 90 -43 80 17 40 -1418 14 563 37 32 378 0 900 6 5 70 -42 40 16 60 -1404 88 550 02 33 134 0 900 7 1 60 -44 20 17 70 -1407 93 563 81 31 854 0 900 8 1 40 -43 10 17 10 -1401 26 555 95 32 512 0 900 9 1 80 -43 80 17 40 -1403 52 557 56 32 044 0 900 10 1 60 -42 40 16 60 -1390 67 544 46 32 799 0 900 11 5 70 0 00 0 00 319 35 0 00 999 999 0 900 12 10 10 0 00 0 00 323 11 0 00 999 999 0 900 13 5 70 -206 40 62 20 -902 40 271 94 4 372 0 900 14 5 60 -225 40 72 20 -1019 30 326 50 4 522 0 900 15 5 90 -199 80 56 80 -818 22 232 61 4 095 0 900 16 5 70 -222 80 69 00 -950 43 294 34 4 266 0 900 17 1 60 -206 40 62 20 -892 52 268 97 4 324 0 900 18 1 40 -225 40 72 20 -1007 86 322 84 4 471 0 900 19 1 80 -199 80 56 80 -809 27 230 06 4 050 0 900 20 1 60 -222 80 69 00 -940 02 291 12 4 219 0 900 *** End of output *** 144 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735 4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P14-LEVEL2 col 09 26 AM General Information File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P14-LEVEL2 col Project PCC Humanities Column P14 Engineer AGM Code ACI 318 05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- ----- ---------- ---------- ----- ---------- ---------- 1 0 0 0 0 2 5 1 10 9 3 326 6 165 6 4 -331 7 154 7 Gross section area Ag = 4392 in'2 Ix = 8 79999e+006 in'4 Iy = 4 02806e+007 in^4 Xo = 163 319 in Yo = 82 777 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) ---- --------- --- ------- ---- - ------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars 44 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 19 22 in'2 at 0 44% (Note rho < 0 SO%) Area in'2 X (in) Y (in) Area in'2 X (in) Y (in) Area in^2 X (in) Y (in) --------- ------ - ------- -------- -- ----- -------- -------- -------- --- ---- 0 31 -0 8 2 2 0 31 -11 7 7 3 0 31 -22 6 12 4 0 31 -33 4 17 5 0 31 -44 3 22 5 0 31 -55 2 27 6 0 31 -66 1 32 7 0 31 -76 9 37 7 0 31 -87 8 42 8 0 31 -98 7 47 9 0 31 -109 6 53 0 0 31 -120 4 58 0 0 31 -131 3 63 1 0 31 -142 2 68 2 0 31 -153 1 73 2 0 31 -164 0 78 3 0 31 -174 8 83 4 0 31 -185 7 88 5 0 31 196 6 93 5 0 31 -207 5 98 6 0 31 -218 3 103 7 0 31 -229 2 108 7 0 31 -240 1 113 8 0 31 251 0 118 9 0 31 -261 8 124 0 0 31 -272 7 129 0 0 31 -283 6 134 1 0 31 -294 5 139 2 0 31 -305 3 144 2 0 31 -316 2 149 3 0 31 327 1 154 4 0 31 2 8 10 1 0 31 -8 0 15 1 0 31 -18 9 20 2 0 31 -29 8 25 3 0 31 -40 7 30 3 0 31 51 5 35. 4 0 31 -62 4 40 5 0 31 -73 3 45 6 0 31 -84 2 50 6 0 31 -95 1 55 7 0 31 -105 9 60 8 0 31 116 8 65 8 0 31 -127 7 70 9 0 31 -138 6 76 0 0 31 -149 4 81 1 0 31 -160 3 86 1 0 31 -171 2 91 2 145 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P14-LEVEL2 col 09 26 AM 0 31 182 1 96 3 0 31 -192 9 101 3 0 31 -203 8 106 4 0 31 -214 7 111 5 0 31 -225 6 116 6 0 31 -236 4 121 6 ' 0 31 247 3 126 7 0 31 -258 2 131 8 0 31 -269 1 136 8 0 31 -279 9 141 9 0 31 -290 8 147 0 0 31 -301 7 152 1 0 31 -312 6 157 1 0 31 -323 4 162 2 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- - -- --- ---------- ---------- ----------- ---- --- --- -- 1 57 70 0 00 0 00 387 21 0 00 999 999 0 900 2 121 20 0 00 0 00 402 40 0 00 999 999 0 900 3 72 90 1750 90 3786 90 6627 50 14334 16 3 785 0 900 4 71 80 1470 20 3184 50 6607 64 14312 35 4 494 0 900 5 72 30 1912 40 4150 10 6592 63 14306 67 3 447 0 900 6 70 90 1572 70 3421 10 6560 23 14270 50 4 171 0 900 7 25 20 1750 90 3786 90 6359 56 13754 64 3 632 0 900 8 24 00 1470 20 3184 50 6339 81 13732 24 4 312 0 900 9 24 60 1912 40 4150 10 6325 93 13727 90 3 308 0 900 10 23 10 1572 70 3421 10 6294 64 13692 75 4 002 0 900 11 57 70 0 00 0 00 387 21 0 00 999 999 0 900 12 121 20 0 00 0 00 402 40 0 00 999 999 0 900 13 72 90 3480 20 7463 40 6690 76 14348 55 1 923 0 900 14 71 80 2712 40 5816 90 6684 45 14335 19 2 464 0 900 15 72 30 3869 90 8299 00 6687 44 14341 21 1 728 0 900 16 70 90 2940 60 6306 20 6679 41 14324 19 2 271 0 900 17 25 20 3480 20 7463 40 6419 49 13766 80 1 845 0 900 18 24 00 2712 40 5816 90 6412 56 13752 12 2 364 0 900 19 24 60 3869 90 8299 00 6416 14 13759 41 1 658 0 900 20 23 10 2940 60 6306 20 6407 49 13741 05 2 179 0 900 *** End of output *** 146 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P14-LEVEL3 col 09 30 AM General Information File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P14-LEVEL3 col Project PCC Humanities Column P14 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- - --- ---------- ------- -- ----- -- ------- ------- -- 1 0 0 0 0 2 5 1 10 9 3 -326 6 165 6 4 -331 7 154 7 Gross section area Ag = 4392 in'2 Ix = 8 79999e+006 in^4 Iy = 4 02806e+007 in^4 Xo = -163 319 in Yo = 82 777 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) ---- - - ----- ----------- -- - ----- ------- - - ---- --- ----- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 19 22 in^2 at 0 44% (Note rho < 0 50%) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) Area in'2 X (in) Y (in) --------- -------- -------- ------ -- -------- ----- -- --------- -------- -------- 0 31 -0 8 2 2 0 31 -11 7 7 3 0 31 -22 6 12 4 0 31 -33 4 17 5 0 31 -44 3 22 5 0 31 -55 2 27 6 0 31 -66 1 32 7 0 31 -76 9 37 7 0 31 -87 8 42 8 0 31 -98 7 47 9 0 31 -109 6 53 0 0 31 -120 4 58 0 0 31 -131 3 63 1 0 31 -142 2 68 2 0 31 -153 1 73 2 0 31 -164 0 78 3 0 31 -174 8 83 4 0 31 -185 7 88 5 0 31 -196 6 93 5 0 31 -207 5 98 6 0 31 -218 3 103 7 0 31 -229 2 108 7 0 31 240 1 113 8 0 31 -251 0 118 9 0 31 -261 8 124 0 0 31 -272 7 129 0 0 31 -283 6 134 1 0 31 -294 5 139 2 0 31 -305 3 144 2 0 31 -316 2 149 3 0 31 -327 1 154 4 0 31 2 8 10 1 0 31 -8 0 15 1 0 31 -18 9 20 2 0 31 -29 8 25 3 0 31 -40 7 30 3 0 31 -51 5 35 4 0 31 -62 4 40 5 0 31 -73 3 45 6 0 31 -84 2 50 6 0 31 -95 1 55 7 0 31 -105 9 60 8 i 0 31 -116 8 65 8 0 31 -127 7 70 9 0 31 -138 6 76 0 0 31 -149 4 81 1 0 31 -160 3 86 1 0 31 -171 2 91 2 147 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156 1013735 4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P14 LEVELS col 09 30 AM 0 31 -182 1 96 3 0 31 192 9 101 3 0 31 -203 8 106 4 0 31 -214 7 111 5 0 31 -225 6 116 6 0 31 -236 4 121 6 0 31 247 3 126 7 0 31 -258 2 131 8 0 31 -269 1 136 8 0 31 -279 9 141 9 0 31 -290 8 147 0 0 31 -301 7 152 1 0 31 -312 6 157 1 0 31 -323 4 162 2 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- -- -- - --- - ------ - - -- - --- ---- ----- ----- -------- ------ 1 31 80 0 00 0 00 380 90 0 00 999 999 0 900 2 66 40 0 00 0 00 389 32 0 00 999 999 0 900 3 38 80 366 40 824 70 5873 72 13220 68 16 031 0 900 4 37 90 398 70 890 10 6024 14 13448 93 15 109 0 900 5 38 30 348 90 802 40 5280 21 12143 43 15 134 0 900 6 37 30 388 00 881 60 5695 82 12941 84 14 680 0 900 7 12 60 366 40 824 70 5745 89 12932 95 15 682 0 900 8 11 70 398 70 890 10 5892 62 13155 31 14 780 0 900 9 12 10 348 90 802 40 5191 39 11939 17 14 879 0 900 10 11 10 388 00 881 60 5571 85 12660 17 14 360 0 900 11 31 80 0 00 0 00 380 90 0 00 999 999 0 900 12 66 40 0 00 0 00 389 32 0 00 999 999 0 900 13 38 80 1773 20 3832 90 6441 06 13922 82 3 632 0 900 14 37 90 1488 60 3220 80 6427 70 13907 25 4 318 0 900 15 38 30 1936 50 4200 80 6406 03 13896 44 3 308 0 900 16 37 30 1592 10 3460 00 6383 45 13872 71 4 009 0 900 17 12 60 1773 20 3832 90 6293 22 13603 25 3 549 0 900 18 11 70 1488 60 3220 80 6280 16 13588 04 4 219 0 900 19 12 10 1936 50 4200 80 6259 25 13578 02 3 232 0 900 20 11 10 1592 10 3460 00 6237 11 13554 69 3 918 0 900 *** End of output *** 148 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P14-ROOF col 09 30 AM General Information File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P14 ROOF col Project PCC Humanities Column P14 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) -- -- ---- ----- ---------- ----- ---------- ---------- --- - -------- - --------- 1 0 0 0 0 2 5 1 10 9 3 -326 6 165 6 4 -331 7 154 7 Gross section area Ag = 4392 in^2 Ix = 8 79999e+006 in'4 Iy = 4 02806e+007 in^4 Xo = -163 319 in Yo = 82 777 in Reinforcement Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) - - -------- ----------- ---- --------- ----------- --- ------ - ---------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 4 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied 43 ties with 410 bars 44 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 19 22 in-2 at 0 44% (Note rho < 0 50%) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) Area in^2 X (in) Y (in) -- - - - ------ -------- --------- -------- - ------ --------- -------- -------- 0 31 -0 8 2 2 0 31 -11 7 7 3 0 31 -22 6 12 4 0 31 -33 4 17 5 0 31 -44 3 22 5 0 31 -55 2 27 6 0 31 -66 1 32 7 0 31 -76 9 37 7 0 31 -87 8 42 8 0 31 -98 7 47 9 0 31 -109 6 53 0 0 31 -120 4 58 0 0 31 131 3 63 1 0 31 -142 2 68 2 0 31 -153 1 73 2 0 31 -164 0 78 3 0 31 -174 8 83 4 0 31 -185 7 88 5 0 31 -196 6 93 5 0 31 -207 5 98 6 0 31 -218 3 103 7 0 31 -229 2 108 7 0 31 -240 1 113 8 0 31 -251 0 118 9 0 31 -261 8 124 0 0 31 -272 7 129 0 0 31 283 6 134 1 0 31 -294 5 139 2 0 31 -305 3 144 2 0 31 -316 2 149 3 0 31 -327 1 154 4 0 31 2 8 10 1 0 31 8 0 15 1 0 31 -18 9 20 2 0 31 -29 8 25 3 0 31 -40 7 30 3 0 31 -51 5 35 4 0 31 -62 4 40 5 0 31 -73 3 45 6 0 31 -84 2 50 6 0 31 -95 1 55 7 0 31 -105 9 60 8 0 31 -116 8 65 8 0 31 -127 7 70 9 0 31 -138 6 76 0 0 31 -149 4 81 1 0 31 -160 3 66 1 0 31 -171 2 91 2 149 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4 21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P14-ROOF col 09 30 AM 0 31 -182 1 96 3 0 31 192 9 101 3 0 31 203 8 106 4 0 31 -214 7 111 5 0 31 225 6 116 6 0 31 236 4 121 6 0 31 -247 3 126 7 0 31 258 2 131 8 0 31 269 1 136 8 0 31 -279 9 141 9 0 31 -290 8 147 0 0 31 301 7 152 1 0 31 -312 6 157 1 0 31 323 4 162 2 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k ft k-ft k ft k-ft --- ----------- ----------- - ---- -- - - -- -- ------ ---- - - -- --- 1 8 80 0 00 0 00 375 34 0 00 999 999 0 900 2 14 10 0 00 0 00 376 65 0 00 999 999 0 900 3 8 00 25 90 61 40 3555 82 8429 62 137 290 0 900 4 7 50 30 70 72 70 3595 62 8514 71 117 121 0 900 5 7 70 27 50 64 30 4150 95 9705 67 150 943 0 900 6 7 10 33 20 78 00 3922 27 9214 98 118 141 0 900 7 2 00 25 90 61 40 3541 79 8396 36 136 749 0 900 8 1 60 30 70 72 70 3581 59 8481 49 116 664 0 900 9 1 80 27 50 64 30 4134 73 9667 75 150 354 0 900 10 1 20 33 20 78 00 3906 99 9179 07 117 680 0 900 11 8 80 0 00 0 00 375 34 0 00 999 999 0 900 12 14 10 0 00 0 00 376 65 0 00 999 999 0 900 13 8 00 393 80 889 70 5656 42 12779 37 14 364 0 900 14 7 50 421 40 943 20 5823 39 13034 21 13 819 0 900 15 7 70 380 20 872 50 5346 78 12270 04 14 063 0 900 16 7 10 413 60 937 20 5600 23 12689 89 13 540 0 900 17 2 00 393 80 889 70 5627 50 12714 04 14 290 0 900 18 1 60 421 40 943 20 5793 94 12968 32 13 749 0 900 19 1 80 380 20 872 50 5325 88 12222 08 14 008 0 900 20 1 20 413 60 937 20 5572 01 12625 94 13 472 0 900 *** End of output *** 1 150 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735 4-21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P15-ROOF col 09 31 AM General Information J File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P15 ROOF col Project PCC Humanities Column P15 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Architectural Material Properties f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- - -------- -- ------- ----- - -------- ---------- -- -- ---------- ---------- 1 0 0 0 0 2 5 1 10 9 3 -183 4 98 8 4 188 5 87 9 Gross section area Ag = 2496 in-2 Ix = 1 63186e+006 in'4 Iy = 7 397e+006 in'4 XO = 91 7203 in Yo = 49 3902 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) ---- ---- -- - - ------- ---- --------- ----------- ---- --------- --- ------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 4 8 1 00 0 79 # 9 1 13 1 00 4 10 1 27 1 27 4 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied 43 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 11 16 in'2 at 0 45% (Note rho < 0 50%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) --- ----- -------- -- ----- ----- --- ------- - ------ --------- -------- -------- 0 31 -0 8 2 1 0 31 -11 6 7 1 0 31 -22 5 12 2 0 31 -33 4 17 3 0 31 -44 3 22 4 0 31 -55 1 27 4 0 31 66 0 32 5 0 31 -76 9 37 6 0 31 -87 8 42 6 0 31 -98 6 47 7 0 31 -109 5 52 8 0 31 -120 4 57 9 0 31 131 3 62 9 0 31 -142 1 68 0 0 31 -153 0 73 1 0 31 -163 9 78 1 0 31 -174 8 83 2 0 31 -185 6 88 3 0 31 3 0 10 1 0 31 -7 9 15 2 0 31 -18 8 20 3 0 31 -29 6 25 3 0 31 -40 5 30 4 0 31 -51 4 35 5 0 31 -62 3 40 5 0 31 -73 1 45 6 0 31 -84 0 50 7 0 31 -94 9 55 8 0 31 -105 8 60 8 0 31 -116 6 65 9 0 31 127 5 71 0 0 31 -138 4 76 0 0 31 -149 3 81 1 0 31 160 1 86 2 0 31 -171 0 91 3 0 31 -181 9 96 3 151 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P15-ROOF col 09 31 AM Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip } -ft k-ft k-ft k ft --- -- ----- -- ----------- ----------- ----------- ------ - -- - ----- - --- 1 59 50 0 00 0 00 229 61 0 00 999 999 0 900 2 105 50 0 00 0 00 239 05 0 00 999 999 0 900 3 72 40 7 30 39 50 152 48 825 09 20 888 0 900 4 72 50 7 40 38 30 164 34 850 S5 22 207 0 900 5 73 00 4 40 34 90 "86 11 683 02 19 571 0 900 6 73 20 4 50 33 30 94 84 701 83 21 076 0 900 7 29 20 7 30 39 50 146 31 791 69 20 043 0 900 8 29 30 7 40 38 30 157 69 816 13 21 309 0 900 9 29 90 4 40 34 90 82 64 655 50 18 782 0 900 10 30 00 4 50 33 30 91 01 673 50 20 225 0 900 11 59 50 0 00 0 00 229 61 0 00 999 999 0 900 12 105 50 0 00 0 00 239 05 0 00 999 999 0 900 13 41 50 448 40 982 20 2017 81 4419 92 4 500 0 900 14 40 90 459 00 1004 00 2020 72 4420 05 4 402 0 900 15 41 30 339 80 760 60 1935 18 4331 65 5 695 0 900 16 40 60 352 70 787 00 1946 59 4343 53 5 519 0 900 17 -1 70 448 40 982 20 1900 40 4162 75 4 238 0 900 18 -2 30 459 00 1004 00 1902 88 4162 30 4 146 0 900 19 -1 80 339 80 760 60 1826 32 4087 99 5 375 0 900 20 -2 60 352 70 787 00 1836 48 4097 85 5 207 0 900 *** End of output *** 152 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156 1013735 4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P21-LEVEL2 col 09 31 AM General Information File Name -I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P21-LEVEL2 col Project PCC Humanities Column 9,- IS Reec - ) Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Architectural Material Properties f c = 5 ksi fy = 60 ksi EC = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- ----- -- - - - ----- - -- ---- -- - ---- ---------- 1 0 0 0 0 2 5 1 10 9 3 -323 0 163 9 4 -328 1 153 0 Gross section area Ag = 4344 in^2 Ix = 8 51554e+006 in-4 Iy = 3 89746e+007 in'4 Xo = -161 506 in Yo = 81 9317 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) ---- --------- ----- ----- ---- - - - - - --- ---- ---- - ------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 4 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied 43 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 19 22 in'2 at 0 44% (Note rho < 0 50%) Area in'2 X (in) Y (in) Area in^2 X (in) Y (in) Area inA2 X (in) Y (in) --------- -------- - ---- - --------- - -- - ------ --------- -------- -------- 0 31 -0 8 2 1 0 31 -11 6 7 1 0 31 -22 5 12 2 0 31 -33 4 17 3 0 31 -44 3 22 4 0 31 -55 1 27 4 0 31 -66 0 32 5 0 31 -76 9 37 6 0 31 -87 8 42 6 0 31 -98 6 47 7 0 31 109 5 52 8 0 31 -120 4 57 9 0 31 -131 3 62 9 0 31 142 1 68 0 0 31 -153 0 73 1 0 31 -163 9 78 1 0 31 -174 8 83 2 0 31 -185 6 88 3 0 31 -196 5 93 4 0 31 207 4 98 4 0 31 -218 3 103 5 0 31 -229 1 108 6 0 31 240 0 113 6 0 31 -250 9 118 7 0 31 -261 8 123 8 0 31 272 6 128 9 0 31 -283 5 133 9 0 31 -294 4 139 0 0 31 305 3 144 1 0 31 -316 2 149 1 0 31 -327 0 154 2 0 31 3 0 10 1 0 31 -7 9 15 2 0 31 -18 8 20 3 0 31 -29 6 25 3 0 31 -40 5 30 4 0 31 -51 4 35 5 0 31 -62 3 40 5 0 31 -73 1 45 6 0 31 84 0 50 7 0 31 -94 9 55 8 0 31 -105 8 60 8 0 31 -116 6 65 9 0 31 127 5 71 0 0 31 138 4 76 0 0 31 -149 3 81 1 0 31 160 1 86 2 0 31 -171 0 91 3 153 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P21 LEVEL2 col 09 31 AM 0 31 181 9 96 3 0 31 -192 8 101 4 0 31 -203 6 106 5 0 31 -214 5 111 5 0 31 -225 4 116 6 0 31 -236 3 121 7 0 31 247 1 126 8 0 31 -258 0 131 8 0 31 -268 9 136 9 0 31 -279 8 142 0 0 31 -290 6 147 0 0 31 -301 5 152 1 0 31 312 4 157 2 0 31 -323 3 162 3 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k ft --- - -- - -- --- ----- - ----------- ----------- ---- ------ -------- ------ 1 176 30 0 00 0 00 315 38 0 00 999 999 0 900 2 35S 90 0 00 0 00 333 03 0 00 999 999 0 900 3 227 40 1808 90 3897 90 6924 53 14921 29 3 828 0 900 4 225 70 2279 60 4908 50 6925 80 14912 83 3 038 0 900 5 227 40 1679 40 3628 50 6889 63 14885 69 4 102 0 900 6 225 50 2249 00 4851 60 6902 11 14889 40 3 069 0 900 7 86 00 1808 90 3897 90 6269 23 13509 22 3 466 0 900 8 84 30 2279 60 4908 50 6268 65 13497 85 2 750 0 900 9 86 00 1679 40 3628 50 6239 90 13481 87 3 716 0 900 10 84 10 2249 00 4851 60 6248 41 13479 23 2 778 0 900 11 176 30 0 00 0 00 315 38 0 00 999 999 0 900 12 355 90 0 00 0 00 333 03 0 00 999 999 0 900 13 227 40 2838 70 6087 50 6974 69 14956 99 2 457 0 900 14 225 70 3702 40 7939 90 6966 44 14939 73 1 882 0 900 15 227 40 2532 60 5431 10 6974 66 14957 00 2 754 0 900 16 225 50 3578 00 7673 10 6965 53 14937 74 1 947 0 900 17 86 00 2838 70 6087 50 6312 85 13537 69 2 224 0 900 18 84 30 3702 40 7939 90 6304 55 13520 27 1 703 0 900 19 86 00 2532 60 5431 10 6312 83 13537 70 2 493 0 900 20 84 10 3578 00 7673 10 6303 60 13518 22 1 762 0 900 *** End of output *** I 1 154 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156 1013735 4 21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P21-LEVEL3 col 09 32 AM General Information -------------------- ------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P21 LEVEL3 col Project PCC Humanities Coiumn w� -n-�f M1 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- ------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- --------- ---------- ----- ---------- ---------- ----- - ------ ---------- 1 0 0 0 0 2 5 1 10 9 3 -323 0 163 9 4 -328 1 153 0 Gross section area Ag = 4344 in'2 Ix = 8 51554e+006 in'4 Iy = 3 89746e+007 in'4 Xo = -161 506 in Yo = 81 9317 in Reinforcement Bar Set ASTM A615 SizeDiam (in) Area (in'2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- --------- --------- - ---- --------- --- ------- ---- - -- -- -- -------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 4 18 2 26 4 00 Confinement Tied #3 ties with 410 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 19 22 in'2 at 0 44% (Note rho < 0 50%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) -- ------ -------- -------- --------- ----- -- ---- --- --------- -- ----- ------ - 0 31 -0 8 2 1 0 31 -11 6 7 1 0 31 22 5 12 2 0 31 -33 4 17 3 0 31 -44 3 22 4 0 31 -55 1 27 4 0 31 -66 0 32 5 0 31 -76 9 37 6 0 31 -87 8 42 6 0 31 -98 6 47 7 0 31 109 5 52 8 0 31 -120 4 57 9 0 31 131 3 62 9 0 31 142 1 68 0 0 31 -153 0 73 1 0 31 -163 9 78 1 0 31 -174 8 83 2 0 31 185 6 88 3 0 31 -196 5 93 4 0 31 -207 4 98 4 0 31 -218 3 103 5 0 31 -229 1 108 6 0 31 -240 0 113 6 0 31 -250 9 118 7 0 31 -261 8 123 8 0 31 -272 6 128 9 0 31 -283 5 133 9 0 31 -294 4 139 0 0 31 -305 3 144 1 0 31 -316 2 149 1 0 31 -327 0 154 2 0 31 3 0 10 1 0 31 -7 9 15 2 0 31 -18 8 20 3 0 31 29 6 25 3 0 31 40 5 30 4 0 31 -51 4 35 5 0 31 -62 3 40 5 0 31 73 1 45 6 0 3.1 -84 0 50 7 0 31 94 9 55 8 0 31 105 8 60 8 0 31 -116 6 65 9 0 31 127 5 71 0 0 31 -138 4 76 0 0 31 -149 3 81 1 0 31 -160 1 86 2 0 31 171 0 91 3 155 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P21-LEVEL3 col 09 32 AM 0 31 -181 9 96 3 0 31 192 8 101 4 0 31 -203 6 106 5 0 31 -214 5 211 5 0 31 225 4 116 6 0 31 -236 3 121 7 0 31 -247 1 126 8 0 31 258 0 131 8 0 31 -268 9 136 9 0 31 -279 8 142 0 0 31 290 6 147 0 0 31 -301 5 152 1 0 31 -312 4 157 2 0 31 323 3 162 3 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- - -- - -- - ---- -- - - ----- - -------- ---- --- ------ 1 95 50 0 00 0 00 399 87 0 00 999 999 0 900 2 190 50 0 00 0 00 421 63 0 00 999 999 0 900 3 119 00 68b 70 1495 70 6800 13 14811 36 9 903 0 900 4 117 40 762 00 1662 20 6774 49 14777 63 8 890 0 900 5 119 30 676 40 1482 10 6727 23 14740 43 9 946 0 900 6 117 40 767 60 1683 60 6703 33 14702 63 8 733 0 900 7 43 10 686 70 1495 70 6385 83 13908 97 9 299 0 900 8 41 50 762 00 1662 20 6361 36 13876 45 8 348 0 900 9 43 40 676 40 1482 10 6321 45 13851 31 9 346 0 900 10 41 50 767 60 1683 60 6298 41 13814 50 8 205 0 900 11 95 50 0 00 0 00 399 87 0 00 999 999 0 900 12 190 50 0 00 0 00 421 63 0 00 999 999 0 900 13 119 00 1456 50 3163 30 6832 84 14839 91 4 691 0 900 14 117 40 1791 90 3881 60 6849 62 14837 60 3 823 0 900 15 119 30 1391 50 3038 10 6774 61 14791 20 4 869 0 900 16 117 40 1797 50 3907 40 6813 90 14812 04 3 791 0 900 17 43 10 1456 50 3163 30 6415 30 13933 08 4 405 0 900 18 41 50 1791 90 3881 60 6430 65 13930 03 3 589 0 900 19 43 40 1391 50 3038 10 6362 33 13891 06 4 572 0 ,900 20 41 50 1797 50 3907 40 6397 85 13907 63 3 559 0 900 *** End of output *** 156 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4 21E91 2AAF1 66/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P22-ROOF col 09 32 AM General Information File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P22-ROOF col Project PCC Humanities Column Ot as Roo=f- F22--- Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) -- -- --- ----- - -------- ----- ---------- ---------- ----- ---------- ---------- 1 0 0 0 0 2 5 1 10 9 3 -246 0 127 9 4 251 0 117 1 Gross section area Ag = 3324 in^2 Ix = 3 82884e+006 in"4 Iy = 1 74649e+007 in'4 Xo = -122 988 in Yo = 63 9705 in Reinforcement Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) ---- ---- ---- ----------- ---- --------- --- ---- -- --- ---- --- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 ## 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi(b) = 0 9 phi(c) = 0 65 Pattern Irregular Total steel area As = 14 26 in'2 at 0 430 (Note rho < 0 500) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) Area in'2 X (in) Y (in) ---- ---- -------- -------- ------- - ------- -------- --------- ----- -- --- ---- 0 31 -0 8 2 1 0 31 -11 6 7 1 0 31 -22 5 12 2 0 31 -33 4 17 3 0 31 -44 3 22 4 0 31 -55 1 27 4 0 31 -66 0 32 5 0 31 -76 9 37 6 0 31 -87 8 42 6 0 31 -98 6 47 7 0 31 -109 5 52 8 0 31 -120 4 57 9 0 31 -131 3 62 9 0 31 -142 1 68 0 0 31 -153 0 73 1 0 31 -163 9 78 1 0 31 -174 8 83 2 0 31 185 6 88 3 0 31 -196 5 93 4 0 31 -207 4 98 4 0 31 -218 3 103 5 0 31 -229 1 108 6 0 31 -240 0 113 6 0 31 3 0 10 1 0 31 -7 9 15 2 0 31 -18 8 20 3 0 31 -29 6 25 3 0 31 -40 5 30 4 0 31 -51 4 35 5 0 31 -62 3 40 5 0 31 -73 1 45 6 0 31 -84 0 50 7 0 31 -94 9 55 8 0 31 -105 8 60 8 0 31 -116 6 65 9 0 31 127 5 71 0 0 31 -138 4 76 0 0 31 -149 3 81 1 0 31 -160 1 86 2 0 31 -171 0 91 3 0 31 -181 9 96 3 0 31 -192 8 101 4 0 31 -203 6 106 5 0 31 -214 5 111 5 0 31 -225 4 116 6 0 31 -236 3 121 7 157 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P22 ROOF col 09 32 AM Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k ft k-ft - -------- -- -- ------ - --------- - --------- - ----------- -------- ------ 1 17 20 0 00 0 00 307 31 0 00 999 999 0 900 2 26 80 0 00 0 00 310 22 0 00 999 999 0 900 3 13 30 109 80 250 90 3141 88 7179 40 28 615 0 900 4 11 80 101 40 235 00 3008 43 6972 21 29 669 0 900 5 13 90 114 60 268 60 2919 45 6842 63 25 475 0 900 6 12 10 104 40 249 30 2696 03 6437 93 25 824 0 900 7 2 00 109 80 250 90 3100 57 7085 01 28 238 0 900 8 0 50 101 40 235 00 2968 87 6880 52 29 279 0 900 9 2 60 114 60 268 60 2881 30 6753 20 25 142 0 900 10 0 80 104 40 249 30 2665 71 6365 54 25 534 0 900 11 17 20 0 00 0 00 307 31 0 00 999 999 0 900 12 26 80 0 00 0 00 310 22 0 00 999 999 0 900 13 13 30 443 20 1008 10 3178 78 7230 44 7 172 0 900 14 11 80 433 40 990 10 3138 75 7170 45 7 242 0 900 15 13 90 454 20 1055 60 2991 19 6951 78 6 586 0 90.0 16 12 10 442 30 1033 80 2936 55 6863 68 6 639 0 900 17 2 00 443 20 1008 10 3135 30 7131 54 7 074 0 900 18 0 50 433 40 990 10 3097 38 7075 96 7 147 0 900 19 2 60 454 20 1055 60 2952 03 6860 77 6 499 0 900 20 0 80 442 30 1033 80 2897 97 6773 51 6 552 0 900 *** End of output *** 158 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P29-ROOF col 09 33 AM General Information File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P29 ROOF col Project PCC Humanities Column P29 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) - ---------- ----- ---------- ---------- ----- ---------- - ------ 1 0 0 0 0 2 -10 9 5 1 3 342 4 762 7 4 353 3 757 7 Gross section area Ag = 10032 in^2 Ix = 4 79942e+008 in'4 Iy = 1 04455e+008 inA4 Xo = 171 217 in Yo = 381 372 in Reinforcement Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) ----------- - -- --------- --- --- --- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied 43 ties with #10 bars 44 with larger bars phi(a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 43 40 in^2 at 0 43% (Note rho < 0 500) Area in^2 X (in) Y (in) Area inA2 X (in) Y (in) Area in'2 X (in) Y (in) -- --- -------- -- ------ -------- -------- --------- ------- ------- 0 31 -0 8 2 1 0 31 4 3 13 0 0 31 9 4 23 8 0 31 14 5 34 7 0 31 19 5 45 6 0 31 24 6 56 5 0 31 29 7 67 3 0 31 34 7 78 2 0 31 39 8 89 1 0 31 44 9 100 0 0 31 50 0 110 8 0 31 55 0 121 7 0 31 60 1 132 6 0 31 65 2 143 5 0 31 70 2 154 3 0 31 75 3 165 2 0 31 80 4 176 1 0 31 85 5 187 0 0 31 90 5 197 8 0 31 95 6 208 7 0 31 100 7 219 6 0 31 105 7 230 5 0 31 110 8 241 3 0 31 115 9 252 2 0 31 121 0 263 1 0 31 126 0 274 0 0 31 131 1 284 8 0 31 136 2 295 7 0 31 141 2 306 6 0 31 146 3 317 5 0 31 151 4 328 3 0 31 156 5 339 2 0 31 161 5 350 1 0 31 166 6 361 0 0 31 171 7 371 9 0 31 176 7 382 7 0 31 181 8 393 6 0 31 186 9 404 5 0 31 192 0 415 4 0 31 197 0 426 2 0 31 202 1 437 1 0 31 207 2 448 0 0 31 212 2 458 9 0 31 217 3 469 7 0 31 222 4 480 6 0 31 227 5 491 5 0 31 232 5 502 4 0 31 237 6 513 2 159 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735 4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\A(3M\Lateral Analysis\Shear Wall\P29-ROOF col 09 33 AM 0 31 242 7 524 1 0 31 247 7 535 0 0 31 252 8 545 9 0 31 257 9 556 7 0 31 263 0 567 6 0 31 268 0 578 5 0 31 273 1 589 4 0 31 278 2 600 2 0 31 283 2 611 1 0 31 288 3 622 0 0 31 293 4 632 9 0 31 298 5 643 7 0 31 303 5 654 6 0 31 308 6 665 5 0 31 313 7 676 4 0 31 318 7 687 2 0 31 323 8 698 1 0 31 328 9 709 0 0 31 334 0 719 9 0 31 339 0 730 7 0 31 344 1 741 6 0 31 349 2 752 5 0 31 -8 8 5 8 0 31 3 7 16 7 0 31 1 3 27 6 0 31 6 4 38 5 0 31 11 5 49 3 0 31 16 6 60 2 0 31 21 6 71 1 0 31 26 7 82 0 0 31 31 8 92 8 0 31 36 8 103 7 0 31 41 9 114 6 0 31 47 0 125 5 0 31 52 1 136 3 0 31 57 1 147 2 0 31 62 2 158 1 0 31 67 3 169 0 0 31 72 3 179 8 0 31 77 4 190 7 0 31 82 5 201 6 0 31 87 6 212 5 0 31 92 6 223 3 0 31 97 7 234 2 0 31 102 8 245 1 0 31 107 8 256 0 0 31 112 9 266 8 0 31 118 0 277 7 0 31 123 1 288 6 0 31 128 1 299 5 0 31 133 2 310 3 0 31 138 3 321 2 0 31 143 3 332 1 0 31 148 4 343 0 0 31 153 5 353 8 0 31 158 6 364 7 0 31 163 6 375 6 0 31 168 7 386 5 0 31 173 8 397 4 0 31 178 8 408 2 0 31 183 9 419 1 0 31 189 0 430 0 0 31 194 1 440 9 0 31 199 1 451 7 0 31 204 2 462 6 0 31 209 3 473 5 0 31 214 3 484 4 0 31 219 4 495 2 0 31 224 5 506 1 0 31 229 6 517 0 0 31 234 6 527 9 0 31 239 7 538 7 0 31 244 8 549 6 0 31 249 8 560 5 0 31 254 9 571 4 0 31 260 0 582 2 0 31 265 1 593 1 0 31 270 1 604 0 0 31 275 2 614 9 0 31 280 3 625 7 0 31 285 3 636 6 0 31 290 4 647 5 0 31 295 5 658 4 0 31 300 6 669 2 0 31 305 6 680 1 0 31 310 7 691 0 0 31 315 8 701 9 0 31 320 8 712 7 0 31 325 9 723 6 0 31 331 0 734 5 0 31 336 1 745 4 0 31 341 1 756 3 ictored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ------- - - -- --- ----------- ----------- ----------- ------- ------ 1 78 00 0 00 0 00 1311 66 0 00 999 999 0 900 2 125 70 0 00 0 00 1322 09 0 00 999 999 0 900 3 87 10 48 20 -58 70 -363 73 -442 97 7 546 0 900 4 87 20 -49 50 -58 20 -373 06 -438 63 7 537 0 900 5 89 90 -38 00 -30 50 -482 97 -387 65 12 710 0 900 6 90 00 -39 60 -29 90 -501 79 -378 88 12 671 0 900 7 34 50 48 20 -58 70 -360 42 -438 93 7 478 0 900 8 34 50 -49 50 -58 20 -369 66 -434 63 7 468 0 900 9 37 30 -38 00 -30 50 -478 60 -384 14 12 595 0 900 10 37 30 39 60 -29 90 -497 24 -375 44 12 557 0 900 11 78 00 0 00 0 00 1311 66 0 00 999 999 0 900 12 125 70 0 00 0 00 1322 09 0 00 999 999 0 900 13 87 10 701 00 7 90 -1346 20 15 17 1 920 0 900 14 87 20 -639 30 -20 40 -1229 56 -39 24 1 923 0 900 15 89 90 749 30 135 10 -2142 84 386 36 2 860 0 900 16 90 00 -674 70 100 80 -1933 89 288 92 2 866 0 900 17 34 50 -701 00 7 90 -1333 95 15 03 1 903 0 900 18 34 50 -639 30 -20 40 -1218 34 -38 88 1 906 0 900 19 37 30 -749 30 135 10 -2123 41 382 86 2 834 0 900 20 37 30 -674 70 100 80 -1916 36 286 30 2 840 0 900 *** End of output *** 160 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735 4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P32 col 09 33 AM General Information -------------------- ------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P32 col Project PCC Humanities Column P32 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- ----- ---------- ---------- ----- ---- ----- ---------- 1 0 0 0 0 2 -10 9 5 1 3 210 2 479 1 4 221 0 474 0 Gross section area Ag = 6276 in^2 Ix = 1 17518e+008 in'4 Iy = 2 56125e+007 in'4 Xo = 105 077 in Yo = 239 535 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) ---- --------- ----------- --- - ------- ---- ----- ---- --------- - --------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 4 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 27 28 in'2 at 0 43% (Note rho < 0 50%) Area in'2 X (in) Y (in) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) --------- -------- -------- --------- - ------ ------- --------- -------- --- ---- 0 31 -0 8 2 1 0 31 4 3 13 0 0 31 9 4 23 8 0 31 14 5 34 7 0 31 19 5 45 6 0 31 24 6 56 5 0 31 29 7 67 3 0 31 34 7 78 2 0 31 39 8 89 1 0 31 44 9 100 0 0 31 50 0 110 8 0 31 55 0 121 7 0 31 60 1 132 6 0 31 65 2 143 5 0 31 70 2 154 3 0 31 75 3 165 2 0 31 80 4 176 1 0 31 85 5 187 0 0 31 90 5 197 8 0 31 95 6 208 7 0 31 100 7 219 6 0 31 105 7 230 5 0 31 110 8 241 3 0 31 115 9 252 2 0 31 121 0 263 1 0 31 126 0 274 0 0 31 131 1 284 8 0 31 136 2 295 7 0 31 141 2 306 6 0 31 146 3 317 5 0 31 151 4 328 3 0 31 156 5 339 2 0 31 161 5 350 1 0 31 166 6 361 0 0 31 171 7 371 9 0 31 176 7 382 7 0 31 181 8 393 6 0 31 186 9 404 5 0 31 192 0 415 4 0 31 197 0 426 2 0 31 202 1 437 1 0 31 207 2 448 0 0 31 212 2 458 9 0 31 217 3 469 7 0 31 -8 8 5 8 0 31 -3 7 16 7 0 31 1 3 27 6 0 31 6 4 38 5 161 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P32 col 09 33 AM 0 31 11 5 49 3 0 31 16 6 60 2 0 31 21 6 71 1 0 31 26 7 82 0 0 31 31 8 92 8 0 31 36 8 103 7 0 31 41 9 114 6 0 31 47 0 125 5 0 31 52 1 136 3 0 31 57 1 147 2 0 31 62 2 158 1 0 31 67 3 169 0 0 31 72 3 179 8 0 31 77 4 190 7 0 31 82 5 201 6 0 31 87 6 212 5 0 31 92 6 223 3 0 31 97 7 234 2 0 31 102 8 245 1 0 31 107 8 256 0 0 31 112 9 266 8 0 31 118 0 277 7 0 31 123 1 288 6 0 31 128 1 299 5 0 31 133 2 310 3 0 31 138 3 321 2 0 31 143 3 332 1 0 31 148 4 343 0 0 31 153 5 353 8 0 31 158 6 364 7 0 31 163 6 375 6 0 31 168 7 386 5 0 31 173 8 397 4 0 31 178 8 408 2 0 31 183 9 419 1 0 31 189 0 430 0 0 31 194 1 440 9 0 31 199 1 451 7 0 31 204 2 462 6 0 31 209 3 473 5 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft -- ------- --- ----------- -- --- --- ---- ----- ----------- -------- ------ 1 377 50 0 00 0 00 1154 80 0 00 999 999 0 900 2 675 00 0 00 0 00 1244 65 0 00 999 999 0 900 3 361 60 -3767 00 1718 30 -32874 39 14995 51 8 727 0 900 4 370 10 -3527 90 1610 70 -33085 98 15105 76 9 378 0 900 5 312 70 -2922 50 1325 30 -31627 12 14342 31 10 822 0 900 6 322 90 -2633 00 1195 10 31858 48 14460 34 12 100 0 900 7 86 00 3767 00 1718 30 -28433 65 12969 89 7 548 0 900 8 94 50 3527 90 1610 70 -28636 53 13074 32 8 117 0 900 9 37 10 -2922 50 1325 30 -27243 70 12354 51 9 322 0 900 10 47 30 -2633 00 1195 10 -27467 80 12467 44 10 432 0 900 11 377 50 0 00 0 00 1154 80 0 00 999 999 0 900 12 675 00 0 00 0 00 1244 65 0 00 999 999 0 900 13 361 60 -7098 60 3310 10 -33897 01 15806 28 4 775 0 900 14 370 10 -6755 60 3150 20 -34041 30 15873 78 5 039 0 900 15 312 70 -7607 50 3547 50 -33064 39 15418 45 4 346 0 900 16 322 90 -7192 40 3353 90 -33238 34 15499 42 4 621 0 900 17 86 00 -7098 60 3310 10 29164 30 13599 40 4 108 0 900 18 94 50 -6755 60 3150 20 29312 29 13668 60 4 339 0 900 19 37 10 7607 50 3547 50 -28311 79 13202 24 3 722 0 900 20 47 30 -7192. 40 3353 90 -28489 38 13284 93 3 961 0 900 *** End of output *** 162 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1023735 4-21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P33 col 09 33 AM General Information --------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P33 col Project PCC Humanities Column RJ,4 Q?j�j Engineer AGM Code ACI 318 05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) - -- --—------ --- --- -- ----- ---------- ---------- ---- -- ------- -- ----- 1 0 0 0 0 2 -10 9 5 1 3 101 1 245 2 4 112 0 240 2 Gross section area Ag = 3180 in'2 Ix = 1 52926e+007 in^4 Iy = 3 35514e+006 in^4 Xo = 50 5591 in Yo = 122 621 in Reinforcement -------------- ------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) - -- -- ------ --------- - ---- --------- ----- ----- ---- ---- ---- ------ - - # 3 0 38 0 11 4 4 0 50 0 20 4 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 13 64 in^2 at 0 43% (Note rho < 0 50%) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) Area in-2 X (in) Y (in) - -- -- -------- -------- --------- -------- ----- -- --------- -------- ---- --- 0 31 -0 8 2 1 0 31 4 3 23 0 0 31 9 4 23 8 0 31 14 5 34 7 0 31 19 5 45 6 0 31 24 6 56 5 0 31 29 7 67 3 0 31 34 7 78 2 0 31 39 8 89 1 0 31 44 9 100 0 0 31 50 0 110 8 0 31 55 0 121 7 0 31 60 1 132 6 0 31 65 2 143 5 0 31 70 2 154 3 0 31 75 3 165 2 0 31 80 4 176 1 0 31 85 5 187 0 0 31 90 5 197 8 0 31 95 6 208 7 0 31 100 7 219 6 0 31 105 7 230 5 0 31 -8 8 5 8 0 31 -3 7 16 7 0 31 1 3 27 6 0 31 6 4 38 5 0 31 11 5 49 3 0 31 16 6 60 2 0 31 21 6 71 1 0 31 26 7 82 0 0 31 31 8 92 8 0 31 36 8 103 7 0 31 41 9 114 6 0 31 47 0 125 5 0 31 52 1 136 3 0 31 57 1 147 2 0 31 62 2 158 1 0 31 67 3 169 0 0 31 72 3 179 8 1 0 31 77 4 190 7 0 31 82 5 201 6 0 31 87 6 212 5 0 31 92 6 223 3 0 31 97 7 234 2 163 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\ACM\Lateral Analysis\Shear Wall\P33 col 09 33 AM '=actored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k ft --- ----------- - ----- --- --- ------ ---------- -- - ---- --- -- 1 37 40 0 00 0 00 650 23 0 00 999 999 0 900 2 68 60 0 00 0 00 670 66 0 00 999 999 0 900 3 30 80 -205 90 54 60 -1496 62 396 87 7 269 0 900 4 28 50 -211 20 55 60 -1478 91 389 34 7 002 0 900 5 38 50 -183 50 53 20 -1720 16 498 71 9 374 0 900 6 35 80 -189 90 54 50 1687 39 484 27 8 886 0 900 7 3 00 -205 90 54 60 -1452 83 385 26 7 056 0 900 8 0 70 -211 20 55 60 -1435 50 377 91 6 797 0 900 9 10 70 -183 50 53 20 -1670 40 484 28 9 103 0 900 10 7 90 -189 90 54 50 -1638 22 470 16 8 627 0 900 11 37 40 0 00 0 00 650 23 0 00 999 999 0 900 12 68 60 0 00 0 00 670 66 0 00 999 999 0 900 13 30 80 -654 90 268 90 -5398 18 2216 48 8 243 0 900 14 28 50 -716 20 299 40 -6213 98 2597 69 8 676 0 900 15 38 50 -999 40 434 20 -7133 28 3099 13 7 138 0 900 16 35 80 -1073 60 471 00 -7255 92 3183 25 6 758 0 900 17 3 00 -654 90 268 90 -5237 29 2150 42 7 997 0 900 18 0 70 -716 20 299 40 -6027 41 2519 70 8 416 0 900 19 10 70 -999 40 434 20 -6918 03 3005 61 6 922 0 900 20 7 90 -1073 60 471 00 -7033 13 3085 51 6 551 0 900 *** End of output *** '1 164 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAFl 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P34 col 09 34 AM General Information ------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P34 col Project PCC Humanities Column Engineer AGM Code ACI 318 05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi EC = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) - --- ---------- ----- -- - ----- ---------- ---------- ----- ---------- ---------- 1 0 0 0 0 2 -10 9 5 1 3 101 1 245 2 4 112 0 240 2 Gross section area Ag = 3180 in^2 Ix = 1 52926e+007 in'4 Iy = 3 35514e+006 in^4 Xo = 50 5591 in Yo = 122 621 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) Size Diam (in) Area (in A2) - -- ---- ---- ---- ------ --- --- ----- ----------- ---- -- ----- ---- ------ # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 4 10 1 27 1 27 4 11 1 41 1 56 4 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied 43 ties with #10 bars 44 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 13 64 in^2 at 0 430 (Note rho < 0 500) Area in'2 X (in) Y (in) Area in A2 X (in) Y (in) Area in-2 X (in) Y (in) -------- ------ - --=-- -------- ------ - -------- --------- -------- -------- 0 31 -0 8 2 1 0 31 4 3 13 0 0 31 9 4 23 8 0 31 14 5 34 7 0 31 19 5 45 6 0 31 24 6 56 5 0 31 29 7 67 3 0 31 34 7 78 2 0 31 39 8 89 1 0 31 44 9 100 0 0 31 50 0 110 8 0 31 55 0 121 7 0 31 60 1 132 6 0 31 65 2 143 5 0 31 70 2 154 3 0 31 75 3 165 2 0 31 80 4 176 1 0 31 85 5 187 0 0 31 90 5 197 8 0 31 95 6 208 7 0 31 100 7 219 6 0 31 105 7 230 5 0 31 8 8 5 8 0 31 -3 7 16 7 0 31 1 3 27 6 0 31 6 4 38 5 0 31 11 5 49 3 0 31 16 6 60 2 0 31 21 6 71 1 0 31 26 7 82 0 0 31 31 8 92 8 0 31 36 8 103 7 0 31 41 9 114 6 0 31 47 0 125 5 0 31 52 1 136 3 0 31 57 1 147 2 0 31 62 2 158 1 0 31 67 3 169 0 0 31 72 3 179 8 0 31 77 4 190 7 0 31 82 5 201 6 0 31 87 6 212 5 0 31 92 6 223 3 0 31 97 7 234 2 165 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AC7M\Lateral Analysis\Shear Wall\P34 col 09 34 AM lqactored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k--ft k-ft k-ft k-ft -- ---- ---- --- -- --- ---------- ----- -- - - --------- -------- ----- 1 37 40 0 00 0 00 650 23 0 00 999 999 0 900 2 68 60 0 00 0 00 670 66 0 00 999 999 0 900 3 14 20 -9` 50 -1 80 -609 81 -11 49 6 385 0 900 4 14 50 -89 00 -3 90 -580 i5 -25 42 6 519 0 900 5 6 00 -99 00 12 10 -852 23 104 16 8 608 0 900 6 6 40 -91_ 10 9 50 -810 35 84 50 8 895 0 900 7 -13 60 -95 50 -1 80 -591 63 -11 15 6 195 0 900 8 -13 30 -89 00 -3 90 -562 86 -24 66 6 324 0 900 9 -21 80 -99 00 12 10 -826 48 101 01 8 348 0 900 10 -21 50 -91 10 9 50 -785 80 81 94 8 626 0 900 11 37 40 0 00 0 00 650 23 0 00 999 999 0 900 12 68 60 0 00 0 00 670 66 0 00 999 999 0 900 13 14 20 -319 00 115 30 -2819 20 1018 98 8 838 0 900 14 14 50 -300 20 103 00 -2400 70 823 69 7 997 0 900 15 6 00 -320 60 123 30 -3584 82 1378 69 11 182 0 900 16 6 40 -29EI 00 108 30 -2849 26 1035 49 9 561 0 900 17 -13 60 -31s) 00 115 30 -2734 23 988 27 8 571 0 900 18 -13 30 -300 20 103 00 -2328 51 798 92 7 757 0 900 19 -21 80 -320 60 123 30 -3475 03 1336 47 10 839 0 900 20 -21 50 -298 00 108 30 -2762 06 1003 80 9 269 0 900 *** End of output *** 166 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735 4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P38 col 09 34 AM General Information -------------------- -------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P38 col Project PCC Humanities Column P38 Engineer AGM Code ACI 318 05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- - -------- ----- --- -- --- ---- ---- -- - - - ------ ---------- 1 0 0 0 0 2 -10 9 5 1 3 39 8 113 8 4 50 7 108 8 Gross section area Ag = 1440 in-2 Ix = 1 42245e+006 in'4 Iy = 322825 in^4 Xo = 19 9192 in Yo = 56 9142 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in A2) ---- ------- - -------- ---- ---- -- - -- -------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi(a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 6 20 inA2 at 0 43% (Note rho < 0 50%) Area inA2 X (in) Y (in) Area in^2 X (in) Y (in) Area inA2 X (in) Y (in) -------- - - - -------- --- ----- -------- -------- ----- --- ------- -------- 0 31 -0 8 2 1 0 31 4 3 13 0 0 31 9 4 23 8 0 31 14 5 34 7 0 31 19 5 45 6 0 31 24 6 56 5 0 31 29 7 67 3 0 31 34 7 78 2 0 31 39 8 89 1 0 31 44 9 100 0 0 31 8 8 5 8 0 31 -3 7 16 7 0 31 1 3 27 6 0 31 6 4 38 5 0 31 11 5 49 3 0 31 16 6 60 2 0 31 21 6 71 1 0 31 26 7 82 0 0 31 31 8 92 8 0 31 36 8 103 7 167 STRUCTUREPOINT - pcaColumn v9. 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AC;M\Lateral Analysis\Shear Wall\P38 col 09 34 AM ^actored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k ft k-ft k-ft k-ft --- ----------- - - - - - ----- - --- ----- ----------- ----- - ----- 1 19 60 0 00 0 00 331 09 0 00 999 999 0 900 2 41 70 0 00 0 00 349 70 0 00 999 999 0 900 3 1 50 -54 50 24 20 -1541 05 684 28 28 276 0 900 4 2 70 -5 30 25 80 -1546 37 696 27 26 987 0 900 5 -9 80 6`' 70 30 10 -1496 07 665 17 22 099 0 900 6 -8 40 71. 00 32 00 -1501 98 676 95 21 155 0 900 7 -14 90 -54 50 24 20 -1475 65 655 24 27 076 0 900 8 -13 70 -5 30 25 80 -1480 83 666 76 25 843 0 900 9 -26 20 -67 70 30 10 -1430 33 635 94 21 128 0 900 10 -24 80 -71. 00 32 00 -1436 15 647 28 20 227 0 900 11 19 60 0 00 0 00 331 09 0 00 999 999 0 900 12 41 70 0 00 0 00 349 70 0 00 999 999 0 900 13 1 50 -12- 40 57 40 -1540 47 705 13 12 284 0 900 14 2 70 -129 20 59 30 -1544 87 709 06 11 957 0 900 15 -9 80 -125 50 57 20 -1495 91 681 80 11 920 0 900 16 -8 40 -130 10 59 50 -1501 05 686 49 11 538 0 900 17 -14 90 -125 40 57 40 -1474 98 675 15 11 762 0 900 18 -13 70 -129 20 59 30 -1479 42 679 02 11 451 0 900 19 -26 20 -12-) 50 57 20 -1430 06 651 79 11 395 0 900 20 -24 80 130 10 59 50 -1435 35 656 44 11 033 0 900 *** End of output *** 1 168 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P41-ROOF col 09 35 AM General Information -------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P41-ROOF col Project PCC Humanities Column e't) Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f'c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) --- - ---------- ---------- ----- ---------- ---------- ----- ------ -- -- ----- - 1 0 0 0 0 2 5 1 10 9 3 -177 1 95 8 4 -182 2 84 9 Gross section area Ag = 2412 in'2 Ix = 1 47416e+006 in^4 Iy = 6 67538e+006 in'4 Xo = -88 5482 in Yo = 47 911 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (inA2) Size Diam (.in) Area (inA2) Size Diam (in) Area (inA2) ---- --------- ----------- ---- ------ -- - --------- ---- ---- ---- ---- ------ # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 4 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 4 18 2 26 4 00 Confinement Tied #3 ties with #10 bars 44 with larger bars phi (a) = 0 8 phi(b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 10 54 in'2 at 0 44% (Note rho < 0 50%) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) Area in'2 X (in) Y (in) ------- - --- -- - -------- --------- ---- --- ------ - -------- - ------ ------- 0 31 -0 8 2 1 0 31 -11 6 7 1 0 31 -22 5 12 2 0 31 -33 4 17 3 0 31 -44 3 22 4 0 31 -55 1 27 4 0 31 -66 0 32 5 0 31 -76 9 37 6 0 31 -87 8 42 6 0 31 -98 6 47 7 0 31 -109 5 52 8 0 31 -120 4 57 9 0 31 -131 3 62 9 0 31 -142 1 68 0 0 31 -153 0 73 1 0 31 -163 9 78 1 0 31 -174 8 83 2 0 31 3 0 10 1 0 31 -7 9 15 2 0 31 -18 8 20 3 0 31 -29 6 25 3 0 31 -40 5 30 4 0 31 -51 4 35 5 0 31 -62 3 40 5 0 31 73 1 45 6 0 31 -84 0 50 7 0 31 -94 9 55 8 0 31 -105 8 60 8 0 31 116 6 65 9 0 31 -127 5 71 0 0 31 -138 4 76 0 0 31 -149 3 81 1 0 31 -160 1 86 2 0 31 -171 0 91 3 1 169 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P41-ROOF col 09 35 AM -actored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k:-ft k ft k-ft k ft --- -------- - - ---- - - -- - ---- - - - -- - - ---- -- -- -------- ------ 1 14 60 0 00 0 00 240 16 0 00 999 999 0 900 2 22 70 0 00 0 00 243 02 0 00 999 999 0 900 3 11 30 6'� 50 143 70 1767 54 3999 94 27 835 0 900 4 11 80 65 30 148 60 1753 57 3990 52 26 854 0 900 5 11 30 70 40 162 00 1721 69 3961 84 24 456 0 900 6 11 90 7 60 167 90 1707 21 3948 22 23 515 0 900 7 1 70 63 50 143 70 1739 91 3937 40 27 400 0 900 8 2 30 65 30 148 60 1726 53 3928 98 26 440 0 900 9 1 70 70 40 162 00 1695 21 3900 91 24 080 0 900 10 2 40 72 60 167 90 1681 46 3888 67 23 161 0 900 11 14 60 0 00 0 00 240 16 0 00 999 999 0 900 12 22 70 0 00 0 00 243 02 0 00 999 999 0 900 13 11 30 106 70 244 40 1734 40 3972 69 16 255 0 900 14 11 80 108 20 249 20 1720 23 3961 93 15 899 0 900 15 11 30 113 80 267 00 1660 42 3895 72 14 591 0 900 16 11 90 115 60 272 80 1644 31 3880 34 14 224 0 900 17 1 70 106 70 244 40 1707 40 3910 87 16 002 0 900 18 2 30 108 20 249 20 1694 31 3902 24 15 659 0 900 19 1 70 113 80 267 00 1634 91 3835 85 14 366 0 900 20 2 40 115 60 272 80 1619 37 3821 49 14 008 0 900 *** End of output *** 170 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P43-LEVEL2 col 09 35 AM General Information File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P43-LEVEL2 col Project PCC Humanities Column Gr4 �f Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- ----- ---------- ---------- --- - ---------- ---------- 1 0 0 0 0 2 5 1 10 9 3 -254 1 131 7 4 -259 2 120 9 Gross section area Ag = 3432 in'2 Ix = 4 21208e+006 in^4 Iy = 1 92228e+007 in^4 Xo = -127 066 in Yo = 65 8723 in Reinforcement -------------- Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) ---- -------- --------- - -- - --------- ----------- ---- --------- ---- --- - # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars 44 with larger bars phi(a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 14 88 in^2 at 0 43% (Note rho < 0 50%) Area in'2 X (in) Y (in) Area in^2 X (in) Y (in) Area in"2 X (in) Y (in) -- ---- - -------- -------- --------- -------- --- ---- --------- -------- -------- 0 31 -0 8 2 1 0 31 -11 6 7 1 0 31 -22 5 12 2 0 31 -33 4 17 3 0 31 -44 3 22 4 0 31 -55 1 27 4 0 31 -66 0 32 5 0 31 -76 9 37 6 0 31 -87 8 42 6 0 31 -98 6 47 7 0 31 -109 5 52 8 0 31 120 4 57 9 0 31 -131 3 62 9 0 31 -142 1 68 0 0 31 -153 0 73 1 0 31 -163 9 78 1 0 31 -174 8 83 2 0 31 -185 6 88 3 0 31 -196 5 93 4 0 31 -207 4 98 4 0 31 -218 3 103 5 0 31 -229 1 108 6 0 31 -240 0 113 6 0 31 -250 9 118 7 0 31 3 0 10 1 0 31 -7 9 15 2 0 31 -18 8 20 3 0 31 -29 6 25 3 0 31 -40 5 30 4 0 31 -51 4 35 5 0 31 -62 3 40 5 0 31 -73 1 45 6 0 31 -84 0 50 7 0 31 -94 9 55 8 0 31 -105 8 60 8 0 31 -116 6 65 9 0 31 -127 5 71 0 0 31 -138 4 76 0 0 31 -149 3 81 1 0 31 -160 1 86 2 0 31 -171 0 91 3 0 31 -181 9 96 3 0 31 -192 8 101 4 0 31 -203 6 106 5 0 31 -214 5 111 5 0 31 -225 4 116 6 0 31 -236 3 121 7 0 31 -247 1 126 8 171 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P43 LEVEL2 col 09 35 AM ",actored Loads and Moments with Corresponding Capacities -------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k ft k ft -- - - -- ----- -- - ----- --------- - - - - ----- ----- -- ---- - 1 151 00 0 00 0 00 355 03 0 00 999 999 0 900 2 304 70 0 00 0 00 394 04 0 00 999 999 0 900 3 107 30 1045 40 2261 70 4173 41 9029 09 3 992 0 900 4 84 90 1311 60 2833 80 4081 94 8819 31 3 112 0 900 5 112 40 976 20 2122 50 4169 93 9066 46 4 272 0 900 6 85 20 1298 30 2814 90 4066 22 8816 15 3 132 0 900 7 -13 80 1045 40 2261 70 3640 10 7875 27 3 482 0 900 8 -36 20 1311 60 2833 80 3545 70 7660 72 2 703 0 900 9 -8 70 976 20 2122 50 3640 48 7915 30 3 729 0 900 10 -35 90 1298 30 2814 90 3533 03 7660 11 2 721 0 900 11 151 00 0 00 0 00 355 03 0 00 999 999 0 900 12 304 70 0 00 0 00 394 04 0 00 999 999 0 900 13 107 30 1177 00 2541 20 4183 40 9032 17 3 554 0 900 14 84 90 1494 70 3223 70 4090 07 8821 26 2 736 0 900 15 112 40 1084E 20 2350 30 4185 70 9073 65 3 861 0 900 16 85 20 1468 80 3176 40 4078 79 8820 71 2 777 0 900 17 -13 80 1177 00 2541 20 3648 34 7876 94 3 100 0 900 18 -36 20 1494 70 3223 70 3552 08 7660 97 2 376 0 900 19 -8 70 1084 20 2350 30 3654 35 7921 81 3 371 0 900 20 -35 90 1468 80 3176 40 3543 34 7662 77 2 412 0 900 *** End of output *** 172 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P43 LEVEL3 col 09 36 AM General Information File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P43-LEVEL3 col Project PCC Humanities Column E3r -_ ___f � Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- -- -- ---------- ---------- -- -- ---------- --------- 1 0 0 0 0 2 5 1 10 9 3 -254 1 131 7 4 -259 2 120 9 Gross section area Ag = 3432 in'2 Ix = 4 21208e+006 in^4 Iy = 1 92228e+007 in'4 Xo = -127 066 in Yo = 65 8723 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) ---- -------- ----- ----- ---- --------- ----------- -- - -- ------ -------- -- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 4 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 4 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 14 88 in'2 at 0 43% (Note rho < 0 SO%) Area in'2 X (in) Y (in) Area in'2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- ------ - --------- -------- --- ---- 0 31 -0 8 2 1 0 31 -11 6 7 1 0 31 -22 5 12 2 0 31 -33 4 17 3 0 31 -44 3 22 4 0 31 -55 1 27 4 0 31 -66 0 32 5 0 31 -76 9 37 6 0 31 -87 8 42 6 0 31 -98 6 47 7 0 31 -109 5 52 8 0 31 -120 4 57 9 0 31 -131 3 62 9 0 31 -142 1 68 0 0 31 -153 0 73 1 0 31 -163 9 78 1 0 31 -174 8 83 2 0 31 -185 6 88 3 0 31 -196 5 93 4 0 31 -207 4 98 4 0 31 -218 3 103 5 0 31 -229 1 108 6 0 31 -240 0 113 6 0 31 -250 9 118 7 0 31 3 0 10 1 0 31 -7 9 15 2 0 31 -18 8 20 3 0 31 -29 6 25 3 0 31 -40 5 30 4 0 31 -51 4 35 5 0 31 -62 3 40 5 0 31 -73 1 45 6 0 31 -84 0 50 7 0 31 -94 9 55 8 0 31 -105 8 60 8 0 31 -116 6 65 9 0 31 -127 5 71 0 0 31 -138 4 76 0 0 31 -149 3 81 1 0 31 -160 1 86 2 0 31 -171 0 91 3 0 31 -181 9 96 3 0 31 -192 8 101 4 0 31 -203 6 106 5 0 31 -214 5 111 5 0 31 -225 4 116 6 0 31 -236 3 121 7 0 31 -247 1 126 8 173 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\P43-LEVEL3 col 09 36 AM Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k ft k ft k-ft k ft --- - - --- -- - -- ----- --------- - - ---- ---- -------- - - - 1 81 80 0 00 0 00 336 09 0 00 999 999 0 900 2 163 10 0 00 0 00 358 18 0 00 999 999 0 900 3 61 50 293 80 656 00 3779 90 8439 82 12 866 0 900 4 58 60 321 90 721 40 3740 70 8383 17 11 621 0 900 5 61 60 290 00 656 50 3679 06 8328 64 12 686 0 900 6 58 10 323 90 735 70 3630 66 8246 61 11 209 0 900 7 -3 50 293 80 656 00 3513 04 7843 97 11 957 0 900 8 6 40 321 90 721 40 3475 76 7789 42 10 798 0 900 9 3 40 290 00 656 50 3420 03 7742 23 11 793 0 900 10 6 90 323 90 73S 70 3383 87 7686 06 10 447 0 900 11 81 80 0 00 0 00 336 09 0 00 999 999 0 900 12 163 10 0 00 0 00 358 18 0 00 999 999 0 900 13 61 50 393 50 864 30 3892 20 8548 99 9 891 0 900 14 58 60 4S6 90 1004 90 3871 38 8514 66 8 473 0 900 15 61 60 382. 40 848 10 3831 28 8497 15 10 019 0 900 16 58 10 459 20 1018 30 3817 88 8466 35 8 314 0 900 17 3 50 393 50 864 30 3612 77 7935 25 9 181 0 900 18 -6 40 456 90 1004 90 3592 51 7901 32 7 863 0 900 19 -3 40 382 40 848 10 3557 50 7889 94 9 303 0 900 20 6 90 459 20 1018 30 3543 37 7857 62 7 716 0 900 *** End of output *** j 174 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\PC2-LEVEL2 col 09 36 AM General Information File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\PC2-LEVEL2 col Project PCC Humanities Column PC2 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties f c = 5 ksi fy = 60 ksi EC = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- ----- ---------- ------- -- --- - ---------- ---------- 1 0 0 0 0 2 116 0 0 0 3 116 0 12 0 4 64 0 12 0 5 64 0 134 0 6 52 0 134 0 7 52 0 12 0 8 0 0 12 0 Gross section area Ag = 2856 in'2 Ix = 5 03566e+006 in^4 Iy = 1 57846e+006 in'4 Xo = 58 in Yo = 40 3445 in Reinforcement Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) ---- --------- ----------- ---- ---- ---- ------- --- ---- - ------ ------ ---- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 26 66 in'2 at 0 93% (Note rho < 1 0%) Area in'2 X (in) Y (in) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) - ------- -------- -------- --------- -------- - ------ --- ----- -------- -------- 0 31 1 6 1 6 0 31 7 6 1 6 0 31 13 6 1 6 0 31 19 6 1 6 0 31 25 6 1 6 0 31 31 6 1 6 0 31 37 6 1 6 0 31 43 6 1 6 0 31 49 6 1 6 0 31 55 6 1 6 0 31 61 6 1 6 0 31 67 6 1 6 0 31 73 6 1 6 0 31 79 6 1 6 0 31 85 6 1 6 0 31 91 6 1 6 0 31 97 6 1 6 0 31 103 6 1 6 0 31 109 6 1 6 0 31 115 6 1 6 0 31 1 6 10 4 0 31 7 6 10 4 0 31 13 6 10 4 0 31 19 6 10 4 0 31 25 6 10 4 0 31 31 6 10 4 0 31 37 6 10 4 0 31 43 6 10 4 0 31 49 6 10 4 0 31 55 6 10 4 0 31 61 6 10 4 0 31 67 6 10 4 0 31 73 6 10 4 0 31 79 6 10 4 0 31 85 6 10 4 0 31 91 6 10 4 0 31 97 6 10 4 0 31 103 6 10 4 0 31 109 6 10 4 0 31, 115 6 10 4 0 31 53 6 1 6 0 31 53 6 7 6 0 31 53 6 13 6 0 31 53 6 19 6 0 31 53 6 25 6 175 STRUCTUREPOINT - pcaColumn vzi 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735 4-21E9.1-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wal1\PC2-LEVEL2 col 09 36 AM 0 31 53 6 31 6 0 31 53 6 37 6 0 31 53 6 43 6 0 31 53 6 49 6 0 31 53 6 55 6 0 31 53 6 61 6 j 0 31 53 6 67 6 0 31 53 6 73 6 0 31 53 6 79 6 0 31 53 6 85 6 0 31 53 6 91 6 0 31 53 6 97 6 0 31 53 6 103 6 0 31 53 6 109 6 0 31 53 6 115 6 0 31 53 6 1?l 6 0 31 53 6 127 6 0 31 53 6 133 6 0 31 62 4 1 6 0 31 62 4 7 6 0 31 62 4 13 6 0 31 62 4 19 6 0 31 62 4 25 6 0 31 62 4 31 6 0 31 62 4 37 6 0 31 62 4 43 6 0 31 62 4 49 6 0 31 62 4 55 6 0 31 62 4 61 6 0 31 62 4 67 6 0 31 62 4 73 6 0 31 62 4 79 6 0 31 62 4 85 6 0 31 62 4 91 6 0 31 62 4 97 6 0 31 62 4 103 6 0 31 62 4 109 6 0 31 62 4 115 6 0 31 62 4 121 6 0 31 62 4 1"?7 6 0 31 62 4 133 6 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip K-ft k-ft k-ft k-ft --- ------ --- -- ---- - - ---------- --------- ------- --- -------- ------ 1 202 20 E) 00 0 00 5169 30 0 00 999 999 0 900 2 326 20 0 00 0 00 5562 47 0 00 999 999 0 900 3 206 60 -1771. 90 -775 90 -5727 65 -2508 09 3 232 0 900 4 203 20 -1721. 30 -761 40 -5689 17 2516 55 3 305 0 900 5 173 50 -4069 40 -418 40 9029 77 -928 41 2 219 0 900 6 169 30 -4008 10 -400 90 -9055 67 -905 77 2 259 0 900 7 70 10 -1771. 90 -775 90 -5319 13 -2329 20 3 002 0 900 8 66 70 -1721 30 -761 40 5282 44 2336 64 3 069 0 900 9 36 90 -4069 40 -418 40 -8386 52 -862 27 2 061 0 900 10 32 80 -4008 10 -400 90 -8409 78 -841 17 2 098 0 900 11 202 20 0 00 0 00 5169 30 0 00 999 999 0 900 12 326 20 0 00 0 00 5562 47 0 00 999 999 0 900 13 206 60 -3358 30 -1564 40 -5553 35 -2586 92 1 654 0 900 14 203 20 -3032 20 -1758 40 -4930 91 -2859 48 1 626 0 900 15 173 50 -7450 80 -753 90 -9056 42 -916 36 1 215 0 900 16 169 30 -7056 10 988 60 -8442 49 -1182 84 1 196 0 900 17 70 10 -3358 30 -1564 40 -5156 87 -2402 23 1 536 0 900 18 66 70 -3032 20 1758 40 -4576 84 2654 15 1 509 0 900 19 36 90 -7450 80 753 90 -8411 39 851 10 1 129 0 900 20 32 80 -7056 10 -988 60 -7837 86 -1098 13 1 111 0 900 *** End of output *.** 176 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\PC2-LEVEL3 col 09 37 AM General Information -------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\PC2 LEVEL3 col Project PCC Humanities Column PC2 Engineer AGM Code ACI 318 05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- - - --- -- ---------- ----- ---------- ---------- ----- ---------- ---------- 1 0 0 0 0 2 116 0 0 0 3 116 0 12 0 4 64 0 12 0 5 64 0 134 0 6 52 0 134 0 7 52 0 12 0 8 0 0 12 0 Gross section area Ag = 2856 in-2 Ix = 5 03566e+006 in-4 Iy = 1 57846e+006 in'4 Xo = 58 in Yo = 40 3445 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) - -- -- ---- ---- ------ ---- --------- ----------- --- ----- --- -------- -- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 4 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars 44 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 13 64 in'2 at 0 48% (Note rho < 0 50%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) -------- -- ----- -------- --------- -------- -------- --------- -------- ------- 0 31 1 6 1 6 0 31 13 6 1 6 0 31 25 6 1 6 0 31 37 6 1 6 0 31 49 6 1 6 0 31 61 6 1 6 0 31 73 6 1 6 0 31 85 6 1 6 0 31 97 6 1 6 0 31 109 6 1 6 0 31 1 6 10 4 0 31 13 6 10 4 0 31 25 6 10 4 0 31 37 6 10 4 0 31 49 6 10 4 0 31 61 6 10 4 0 31 73 6 10 4 0 31 85 6 10 4 0 31 97 6 10 4 0 31 109 6 10 4 0 31 53 6 1 6 0 31 53 6 13 6 0 31 53 6 25 6 0 31 53 6 37 6 0 31 53 6 49 6 0 31 53 6 61 6 0 31 53 6 73 6 0 31 53 6 85 6 0 31 53 6 97 6 0 31 53 6 109 6 0 31 53 6 121 6 0 31 53 6 133 6 0 31 62 4 1 6 0 31 62 4 13 6 0 31 62 4 25 6 0 31 62 4 37 6 0 31 62 4 49 6 0 31 62 4 61 6 0 31 62 4 73 6 0 31 62 4 85 6 0 31 62 4 97 6 0 31 62 4 109 6 0 31 62 4 121 6 0 31 62 4 133 6 177 STRUCTUREPOINT - pcaColumn v4 10 '(TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156 1013735 4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\PC2-LEVEL3 col 09 37 AM �,actored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k ft k-ft k-ft -- - -- ------ ------ --- ----------- - - ----- - - --- --- --- 1 117 00 0 00 0 00 2755 13 0 00 999 999 0 900 2 196 00 0 00 0 00 3010 90 0 00 999 999 0 900 3 118 00 -652 80 -597 20 1992 10 -1822 43 3 052 0 900 4 116 30 -713 00 -512 50 -2334 79 -1666 55 3 252 0 900 5 83 40 -1436 40 -566 40 -3113 42 1227 68 2 168 0 900 6 81 40 -1515 40 -463 90 3473 80 -1063 41 2 292 0 900 7 36 70 -652 80 -597 20 -1814 44 -1659 90 2 779 0 900 8 35 00 -718 00 -512 50 -2126 57 -1517 92 2 962 0 900 9 2 10 -1436 40 -566 40 -2824 05 -1113 58 1 966 0 900 10 0 10 -1515 40 -463 90 -3150 89 964 56 2 079 0 900 11 117 00 0 00 0 00 2755 13 0 00 999 999 0 900 12 196 00 0 00 0 00 3010 90 0 00 999 999 0 900 13 118 00 -1814 40 -938 00 -2820 02 -1457 88 1 S54 0 900 14 116 30 -1758 10 -939 30 -2764 87 -1477 19 1 573 0 900 15 83 40 -4110 10 -468 70 -4689 51 -534 77 1 141 -0 900 16 81 40 -4042 00 -470 20 -4659 77 -542 06 1 153 0 900 17 36 70 -1814 40 -938 00 -2569 86 -1328 55 1 416 0 900 18 35 00 -1758 10 -939 30 -2518 97 -1345 81 1 433 0 900 19 2 10 -4110 10 -468 70 -4258 56 485. 63 1 036 0 900 20 0 10 -4042 00 -470 20 -4230 37 492 11 1 047 0 900 *** End of output *** 178 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735 4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\PC2-ROOF col 09 37 AM General Information -------------------- --------------------- File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\PC2 ROOF col Project PCC Humanities Column PC2 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- ---- - ---- --- ---------- ----- ---------- --- ------ 1 0 0 0 0 2 116 0 0 0 3 116 0 12 0 4 64 0 12 0 5 64 0 134 0 6 52 0 134 0 7 52 0 12 0 8 0 0 12 0 Gross section area Ag = 2856 in'2 Ix = 5 03566e+006 in^4 Iy = 1 57846e+006 in^4 Xo = 58 in Yo = 40 3445 in Reinforcement -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) ---- ------ -- - --------- - ------- - -------- -- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied 43 ties with #10 bars #4 with larger bars phi(a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 13 64 in'2 at 0 48% (Note rho < 0 50%) Area in'2 X (in) Y (in) Area in'2 X (in) Y (in) Area in'2 X (in) Y (in) --- ----- -------- -------- --- ----- ------- -------- --------- -------- -------- 0 31 1 6 1 6 0 31 13 6 1 6 0 31 25 6 1 6 0 31 37 6 1 6 0 31 49 6 1 6 0 31 61 6 1 6 0 31 73 6 1 6 0 31 85 6 1 6 0 31 97 6 1 6 0 31 109 6 1 6 0 31 1 6 10 4 0 31 13 6 10 4 0 31 25 6 10 4 0 31 37 6 10 4 0 31 49 6 10 4 0 31 61 6 10 4 0 31 73 6 10 4 0 31 85 6 10 4 0 31 97 6 10 4 0 31 109 6 10 4 0 31 53 6 1 6 0 31 53 6 12 3 0 31 53 6 24 0 0 31 53 6 36 0 0 31 53 6 48 0 0 31 53 6 60 0 0 31 53 6 72 0 0 31 53 6 84 0 0 31 53 6 96 0 0 31 53 6 108 0 0 31 53 6 120 0 0 31 53 6 132 0 0 31 62 4 1 6 0 31 62 4 12 3 0 31 62 4 24 0 0 31 62 4 36 0 0 31 62 4 48 0 0 31 62 4 60 0 0 31 62 4 72 0 0 31 62 4 84 0 0 31 62 4 96 0 0 31 62 4 108 0 0 31 62 4 120 0 0 31 62 4 132 0 179 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\A(3M\Lateral Analysis\Shear Wall\PC2-ROOF col 09 37 AM Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- ----------- --- ------- ----------- - - ----- ------- --- --- - - -- --- 1 54 20 0 00 0 00 2504 15 0 00 999 999 0 900 2 78 80 0 00 0 00 2584 03 0 00 999 999 0 900 3 15 90 -152 80 -790 70 -429 14 -2220 68 2 809 0 900 4 15 30 -154 90 -788 90 -435 13 -2216 11 2 809 0 900 5 4 10 -192 50 -481 00 -807 89 2018 67 4 197 0 900 6 3 40 -195 00 -478 80 -819 25 2011 57 4 201 0 900 7 -18 00 -152 80 -790 70 -410 69 -2125 22 2 688 0 900 8 -18 60 -154 90 -788 90 -416 43 -2120 87 2 688 0 900 9 -29 80 -192 50 -481 00 -772 73 -1930 83 4 014 0 900 10 -30 50 195 00 -478 80 -783 57 -1923 96 4 018 0 900 11 54 20 0 00 0 00 2504 15 0 00 999 999 0 900 12 78 80 0 00 0 00 2584 03 0 00 999 999 0 900 13 15 90 -682 00 -816 50 -1472 69 -1763 13 2 159 0 900 14 15 30 -743 70 -741 50 -1676 73 -1671 77 2 255 0 900 15 4 10 -1476 20 -597 30 -2815 29 -1139 12 1 907 0 900 16 3 40 -1550 90 -506 50 -3099 86 -1012 37 1 999 0 900 17 -18 00 -682 00 -816 50 -1409 96 -1688 03 2 067 0 900 18 -18 60 -743 70 -741 50 -1605 44 -1600 69 2 159 0 900 19 -29 80 -1476 20 -597 30 -2694 94 -1090 43 1 826 0 900 20 -30 50 -1550 90 -506 50 -2967 54 -969 15 1 913 0 900 *** End of output *** i 180 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\PGrid15-LEVEL2 col 09 38 AM General Information 1 ! File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear \PGrid15 LEVEL2 col Project PCC Humanities Column Gr 15 Roof Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- ----- ---------- --------- 1 0 0 0 0 2 5 1 10 9 3 -323 0 163 9 4 -328 1 153 0 5 -68 9 32 1 6 -64 0 42 5 7 -20 5 22 3 8 25 4 11 8 Gross section area Ag = 3792 in^2 Ix = 6 59649e+006 in"4 Iy = 3 02585e+007 in'4 Xo = -178 51 in Yo = 89 9008 in Reinforcement -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) ---- ---- - -- ---- -- - ------ ---- ----- --- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 4 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 4 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars 44 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 16 12 in'2 at 0 43% (Note rho < 0 50%) Area in'2 X (in) Y (in) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) - - -- --------- -- --- - -------- ------ - -------- -------- 0 31 -0 8 2 2 0 31 11 7 7 3 0 31 -22 6 12 4 0 31 -76 9 37 7 0 31 -87 8 42 8 0 31 -98 7 47 9 0 31 -109 6 53 0 0 31 -120 4 58 0 0 31 131 3 63 1 0 31 142 2 68 2 0 31 -153 1 73 2 0 31 -164 0 78 3 0 31 -174 8 83 4 0 31 -185 7 88 5 0 31 -196 6 93 5 0 31 -207 5 98 6 0 31 -218 3 103 7 0 31 -229 2 108 7 0 31 240 1 113 8 0 31 -251 0 118 9 0 31 -261 8 124 0 0 31 272 7 129 0 0 31 283 6 134 1 0 31 294 5 139 2 0 31 -305 3 144 2 0 31 -316 2 149 3 0 31 2 8 10 1 0 31 -8 0 15 1 0 31 -18 9 20 2 0 31 -73 3 45 6 0 31 -84 2 50 6 0 31 -95 1 55 7 0 31 -105 9 60 8 0 31 116 8 65 8 0 31 127 7 70 9 0 31 -138 6 76 0 0 31 149 4 81 1 0 31 160 3 86 1 0 31 171 2 91 2 0 31 182 1 96 3 0 31 -192 9 101 3 0 31 -203 8 106 4 0 31 214 7 111 5 0 31 225 6 116 6 0 31 -236 4 121 6 181 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\PGridl5-LEVEL2 col 09 38 AM 0 31 -247 3 126 7 0 31 -258 2 131 8 0 31 -269 1 136 8 0 31 -279 9 141 9 0 31 -290 8 147 0 0 31 -301 7 152 1 1 0 31 312 6 157 1 Factored Loads and Moments with Corresponding Capacities -------------------------- ------------------------------ -------------------------- ------------------------------ Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- -- --- ---- ------ -- - --- --- ----------- ----------- -------- ------ 1 176 30 0 00 0 00 321 57 0 00 999 999 0 900 2 355 90 0 00 0 00 356 81 0 00 999 999 0 900 3 227 40 1463 20 3162 90 7089 78 15325 50 4 845 0 900 4 225 70 1796 70 3879 90 7087 79 15305 80 3 945 0 900 5 227 40 1396 70 3031 70 7050 10 15303 06 5 048 0 900 6 225 50 1800 30 3899 40 7059 38 15290 43 3 921 0 900 7 86 00 1463 20 3162 90 6199 86 13401 82 4 237 0 900 8 84 30 1796 70 3879 90 6196 44 13380 95 3 449 0 900 9 86 00 1396 70 3031 70 6167 04 13386 29 4 415 0 900 10 84 10 1800 30 3899 40 6172 33 13369 10 3 429 0 900 11 176 30 0 00 0 00 321 57 0 00 999 999 0 900 12 355 90 0 00 0 00 356 81 0 00 999 999 0 900 13 227 40 1669 20 3600 80 7107 29 15331 85 4 258 0 900 14 225 70 2085 00 4494 00 7103 38 15310 59 3 407 0 900 15 227 40 1564 80 3386 50 7078 90 15319 97 4 524 0 900 16 225 50 2068 00 4467 40 7083 44 15302 02 3 425 0 900 17 86 00 1669 20 3600 80 6214 75 13406 47 3 723 0 900 18 84 30 2085 00 4494 00 6209 29 13383 48 2 978 0 900 19 86 00 1564 80 3386 50 6191 06 13398 53 3 956 0 900 20 84 10 2068 00 4467 40 6192 44 13377 23 2 994 0 900 *** End of output *** 182 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4 21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\PGrid15 LEVELS col 09 38 AM General Information } File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear \PGridlS-LEVEL3 col Project PCC Humanities Column Gr 15 Roof Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- ----- ---------- ---------- - - - - - --- - --- - -- 1 0 0 0 0 2 5 1 10 9 3 -323 0 163 9 4 -323 2 163 4 5 -246 2 127 5 6 -251 0 117 1 7 -68 9 32 1 8 -64 0 42 5 9 -20 5 22 3 10 -25 4 11 8 Gross section area Ag = 2814 5 in^2 Ix = 3 1455e+006 in�4 Iy = 1 42333e+007 in^4 Xo = -140 783 in Yo = 72 4184 in -einforcement Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) ---- --------- - --------- ---- ----- - - -------- - -- - - - ---- ---- --- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 4 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 11 78 in^2 at 0 420 (Note rho < 0 50o) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) Area in^2 X (in) Y (in) -------- -------- - ----- -------- - - ---- -------- ---- -- - -- -- -- - ----- 0 31 -0 8 2 2 0 31 -11 7 7 3 0 31 -22 6 12 4 0 31 -76 9 37 7 0 31 -87 8 42 8 0 31 -98 7 47 9 0 31 -109 6 53 0 0 31 -120 4 58 0 0 31 -131 3 63 1 0 31 -142 2 68 2 0 31 -153 1 73 2 0 31 -164 0 78 3 0 31 -174 8 83 4 0 31 -185 7 88 5 0 31 -196 6 93 5 0 31 -207 5 98 6 0 31 -218 3 103 7 0 31 -229 2 108 7 0 31 -240 1 113 8 0 31 2 8 10 1 0 31 -8 0 15 1 0 31 -18 9 20 2 0 31 -73 3 45 6 0 31 -84 2 50 6 0 31 -95 1 55 7 0 31 -105 9 60 8 0 31 -116 8 65 8 0 31 -127 7 70 9 0 31 138 6 76 0 0 31 149 4 81 1 0 31 160 3 86 1 0 31 -171 2 9.1 2 0 31 -182 1 96 3 0 31 -192 9 101 3 0 31 203 8 106 4 0 31 -214 7 111 5 0 31 -225 6 116 6 0 31 -236 4 121 6 183 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\PGridl5-LEVEL3 col 09 38 AM ='actored Loads and Moments with Corresponding Capacities -------------------------------------------------------- Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k ft k-ft k ft k-ft --- ---------- ------- - - -- ------- - ------ - - - --- --- - ----- ------ 1 95 50 0 00 0 00 248 13 0 00 999 999 0 900 2 190 50 0 00 0 00 266 66 0 00 999 999 0 900 3 119 00 440 10 982 80 3628 11 8102 03 8 244 0 900 4 117 40 424 70 956 80 3559 56 8019 28 8 381 0 900 5 119 30 450 90 1018 20 3539 50 7992 73 7 850 0 900 6 117 40 432 30 986 80 3406 73 7776 46 7 880 0 900 7 43 10 440 10 982 80 3270 68 7303 84 7 432 0 900 8 41 50 424 70 956 80 3212 28 7236 90 7 564 0 900 9 43 40 450 90 1018 20 3207 81 7243 73 7 114 0 900 10 41 50 432 30 986 80 3100 56 7077 56 7 172 0 900 11 95 50 0 00 0 00 248 13 0 00 999 999 0 900 12 190 50 0 00 0 00 266 66 0 00 999 999 0 900 13 119 00 583 30 1280 00 3733 45 8192 73 6 401 0 900 14 117 40 62? 40 1369 50 3710 57 8164 56 5 962 0 900 15 119 30 581 10 1284 90 3692 67 8165 04 6 355 0 900 16 117 40 628 30 1393 30 3666 41 8130 54 5 835 0 900 17 43 10 583 30 1280 00 3360 48 7374 27 5 761 0 900 18 41 50 622 40 1369 50 3339 93 7349 03 5 366 0 900 19 43 40 581 10 1284 90 3324 68 7351 38 5 721 0 900 20 41 50 628 30 1393 30 3301 04 7320 30 5 254 0 900 *** End of output *** 184 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4 21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\PGrid15-ROOF col 09 39 AM General Information File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear W \PGrid15 ROOF col Project PCC Humanities Column Gr 15 Roof Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties f C = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) --- ------ ---------- ---- ---------- ---------- ----- ---------- -- - --- 1 0 0 0 0 2 5 1 10 9 3 -246 0 127 9 4 -251 0 117 1 5 -68 9 32 1 6 -64 0 42 5 7 -20 5 22 3 8 -25 4 11 8 Gross section area Ag = 2772 in^2 Ix = 2 90934e+006 in'4 Iy = 1 33197e+007 in'4 Xo = -138 578 in Yo = 71 2952 in Reinforcement Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) - ------ -------- -- ---- --------- ----------- ---- --------- ----- --- - # 3 0 38 0 11 4 4 0 50 0 20 4 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 4 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 11 78 in'2 at 0 42% (Note rho < 0 500) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) Area in'2 X (in) Y (in) ----- -- -------- -------- --------- -------- ------ -- -- -- -------- - ------ 0 31 -0 8 2 2 0 31 -11 7 7 3 0 31 -22 6 12 4 0 31 -76 9 37 7 0 31 -87 8 42 8 0 31 -98 7 47 9 0 31 -109 6 53 0 0 31 -120 4 58 0 0 31 -131 3 63 1 0 31 -142 2 68 2 0 31 -153 1 73 2 0 31 -164 0 78 3 0 31 -174 8 83 4 0 31 -185 7 88 5 0 31 -196 6 93 5 0 31 -207 5 98 6 0 31 -218 3 103 7 0 31 -229 2 108 7 0 31 -240 1 113 8 0 31 2 8 10 1 0 31 -8 0 15 1 0 31 -18 9 20 2 0 31 -73 3 45 6 0 31 -84 2 50 6 0 31 -95 1 55 7 0 31 -205 9 60 8 0 31 -116 8 65 8 0 31 -127 7 70 9 0 31 -138 6 76 0 0 31 -149 4 81 1 0 31 160 3 86 1 0 31 -171 2 91 2 0 31 -182 1 96 3 0 31 -192 9 101 3 0 31 -203 8 106 4 0 31 -214 7 111 5 0 31 -225 6 116 6 0 31 -236 4 121 6 185 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\PGrid15 ROOF col 09 39 AM Tactored Loads and Moments with Corresponding Capacities ______________ Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k ft --- - ------ - ---- --- ------- --- - ---- ---- ----- ---- - ----- ---- 1 17 20 0 00 0 00 238 51 0 00 999 999 0 900 2 26 80 0 00 0 00 240 76 0 00 999 999 0 900 3 13 30 38 20 89 30 2627 84 6143 09 68 792 0 900 4 11 80 30 40 74 20 1739 59 4245 96 57 223 0 900 5 13 90 36 60 87 90 1998 74 4800 27 54 611 0 900 6 12 10 27 20 69 70 1244 62 3189 34 45 758 0 900 7 2 00 38 20 89 30 2603 01 6085 05 68 142 0 900 8 0 50 30 40 74 20 1721 60 4202 05 56 631 0 900 9 2 60 36 60 87 90 1978 71 4752 16 54 063 0 900 10 0 80 27 20 69 70 1231 17 3154 89 45 264 0 900 11 17 20 0 00 0 00 238 51 0 00 999 999 0 900 12 26 80 0 00 0 00 240 76 0 00 999 999 0 900 13 13 30 61 40 141 90 2874 45 6643 06 46 815 0 900 14 11 80 53 20 126 30 2225 26 5282 89 41 828 0 900 15 13 90 65 20 155 10 2185 65 5199 29 33 522 0 900 16 12 10 5.5 30 136 20 1622 57 3996 27 29 341 0 900 17 2 00 61 40 141 90 2829 97 6540 28 46 091 0 900 18 0 50 53 20 126 30 2203 30 5230 78 41 416 0 900 19 2 60 65 20 155 10 2164 14 5148 13 33 192 0 900 20 0 80 55 30 136 20 1605 64 3954 58 29 035 0 900 *** End of output *** 186 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\RPC1 col 09 39 AM General Information File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\RPC1 col Project PCC Humanities Column WG' Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ------- -- --------- ----- ---------- ---------- ----- ---------- ---------- 1 0 0 0 0 2 61 7 132 3 3 72 6 127 2 4 44 3 66 5 5 361 5 -81 4 6 204 3 -418 5 7 21 2 -333 2 8 26 3 -322 3 9 198 5 -402 6 10 345 5 -87 2 11 104 4 25 2 12 109 3 35 6 13 65 8 55 9 14 60 9 45 5 15 39 2 55 7 16 10 9 -5 1 Gross section area Ag = 12000 in^2 Ix = 3 41875e+008 in'4 Iy = 1 31265e+008 inA4 Xo = 191 324 in Yo = -158 01 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) ---- -------- ----------- ---- --------- ----------- ---- --------- --------- - # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 4 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 4 11 1 41 1 56 # 14 1 69 2 25 9 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 53 32 in^2 at 0 44% (Note rho c 0 500) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) Area in^2 X (in) Y (in) ------- - -------- -------- -- ----- -------- -------- --------- -------- -- --- 0 31 2 1 0 8 0 31 7 1 11 6 0 31 12 2 22 5 0 31 17 3 33 4 0 31 22 4 44 3 0 31 27 4 55 1 0 31 32 5 66 0 0 31 37 6 76 9 0 31 42 6 87 8 0 31 47 7 98 6 0 31 52 8 109 5 0 31 57 9 120 4 0 31 62 9 131 3 0 31 10 1 -3 0 0 31 15 2 7 9 0 31 20 3 18 8 0 31 25 3 29 6 0 31 30 4 40 5 0 31 35 5 51 4 0 31 40 5 62 3 0 31 45 6 73 1 0 31 50 7 84 0 0 31 55 8 94 9 0 31 60 8 105 8 0 31 65 9 116 6 0 31 71 0 127 5 0 31 41 3 56 4 0 31 52 1 51 3 0 31 106 5 26 0 0 31 117 4 20 9 0 31 128 3 15 8 0 31 139 1 10 8 0 31 150 0 5 7 0 31 160 9 0 6 0 31 171 8 -4 5 0 31 182 7 -9 5 187 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\RPC1 col 09 39 AM 0 31 193 5 14 6 0 31 204 4 -19 7 0 31 215 3 -24 7 0 31 226 2 -29 8 0 31 237 0 -34 9 0 31 247 9 -39 9 0 31 258 8 -45 0 0 31 269 7 -50 1 0 31 280 5 55 2 0 31 291 4 -60 2 0 31 302 3 -65 3 0 31 313 2 -70 4 0 31 324 0 -75 4 0 31 334 9 -80 5 0 31 345 8 85 6 0 31 45 0 64 5 0 31 55 9 59 4 0 31 110 3 34 0 0 31 121 1 29 0 0 31 132 0 23 9 0 31 142 9 18 8 0 31 153 8 13 7 0 31 164 7 8 7 0 31 175 5 3 6 0 31 186 4 1 5 0 31 197 3 -6 5 0 31 208 2 -11 6 0 31 219 0 -16 7 0 31 229 9 -21 8 0 31 240 8 -26 8 0 31 251 7 -31 9 0 31 262 5 -37 0 0 31 273 4 -42 0 0 31 284 3 -47 1 0 31 295 2 -52 2 0 31 306 0 -57 3 0 31 316 9 -62 3 0 31 327 8 -67 4 0 31 338 7 -72 5 0 31 349 5 -77 5 0 31 351 4 -78 4 0 31 346 3 -89 3 0 31 341 2 -100 1 0 31 336 1 -111 0 0 31 331 1 121 9 0 31 326 0 -132 8 0 31 320 9 -143 6 0 31 315 9 -154 5 0 31 310 8 -165 4 0 31 305 7 -176 3 0 31 300 6 -187 2 0 31 295 6 -198 0 0 31 290 5 -208 9 0 31 285 4 -219 8 0 31 280 4 -230 7 0 31 275 3 -241 5 0 31 270 2 -252 4 0 31 265 1 -263 3 0 31 260 1 -274 2 0 31 255 0 -285 0 0 31 249 9 -295 9 0 31 244 9 -306 8 0 31 239 8 -317 7 0 31 234 7 -328 5 0 31 229 6 -339 4 0 31 224 6 -350 3 0 31 219 5 -361 2 0 31 214 4 -372 0 0 31 209 4 -382 9 0 31 204 3 -393 8 0 31 199 2 -404 7 0 31 359 4 -82 1 0 31 354 3 -93 0 0 31 349 3 -103 9 0 31 344 2 -114 8 0 31 339 1 125 6 0 31 334 0 -136 5 0 31 329 0 -147 4 0 31 323 9 -158 3 0 31 318 8 -169 2 0 31 313 8 -180 0 0 31 308 7 -190 9 0 31 303 6 -201 8 0 31 298 5 -212 7 0 31 293 5 -22.3 5 0 31 288 4 -234 4 0 31 283 3 -245 3 0 31 278 3 256 2 0 31 273 2 -267 0 0 31 268 1 -277 9 0 31 263 0 -288 8 0 31 258 0 -299 7 0 31 252 9 -310 5 0 31 247 8 -321 4 0 31 242 8 -332 3 0 31 237 7 -343 2 0 31 232 6 -354 0 0 31 227 5 -364 9 0 31 222 5 -375 8 0 31 217 4 -386 7 0 31 212 3 -397 5 0 31 207 3 -408 4 0 31 203 5 -416 5 0 31 192 6 -411 4 0 31 181 7 -406 3 0 31 170 9 -401 2 0 31 160 0 -396 2 0 31 149 1 -391 1 0 31 138 2 -386 0 0 31 127 4 -381 0 0 31 116 5 -375 9 0 31 105 6 370 8 0 31 94 7 -365 7 0 31 83 9 -360 7 0 31 73 0 -355 6 0 31 62 1 -350 5 0 31 51 2 -345 5 0 31 40 4 -340 4 0 31 29 5 -335 3 0 31 207 3 408 4 0 31 196 4 403 3 0 31 185 5 -398 3 0 31 174 6 -393 2 0 31 163 7 -388 1 0 31 152 9 -383 1 0 31 142 0 -378 0 0 31 131 1 -372 9 0 31 120 2 -367 8 0 31 109 4 -362 8 0 31 98 5 -357 7 0 31 87 6 -352 6 0 31 76 7 -347 6 0 31 65 9 -342 5 0 31 55 0 -337 4 0 31 44 1 -332 3 0 31 33 2 -327 3 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k.-ft k ft k-ft k-ft --- ----------- ----------- ---- --- - ----------- ----------- -------- ------ 1 58 40 0 00 0 00 60099 61 0 00 999 999 0 900 2 92 50 0 00 0 00 60766 22 0 00 999 999 0 900 3 67 10 -99 50 93 30 -26719 89 25054 94 268 542 0 900 4 67 20 -95 70 90 70 -26611 73 25221 36 278 074 0 900 5 66 60 -67 90 70 70 -25634 77 26691 88 377 537 0 900 6 66 80 -63 20 67 50 -25370 84 27097 02 401 437 0 900 7 28 20 -99 50 93 30 -26376 19 24732 66 265 087 0 900 8 28 30 -95 70 90 70 -26269 41 24896 93 274 498 0 900 9 27 70 -67 90 70 70 -25304 90 26348 40 372 679 0 900 10 27 90 -63 20 67 50 -25044 36 26748 33 396 272 0 900 11 58 40 0 00 0 00 60099 61 0 00 999 999 0 900 12 92 50 0 00 0 00 60766 22 0 00 999 999 0 900 13 58 00 -184 40 428 30 -16177 30 37574 48 87 729 0 900 188 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 4 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\RPC1 col 09 39 AM 14 57 40 -193 20 427 30 16899 57 37376 72 87 472 0 900 15 60 40 -278 90 437 70 -21206 66 33281 31 76 037 0 900 16 59 60 -289 50 436 40 -21635 09 32613 31 74 733 0 900 17 19 10 -184 40 428 30 15976 00 37106 93 86 638 0 900 18 18 50 193 20 427 30 -16689 16 36911 37 86 383 0 900 19 21 50 -278 90 437 70 -20933 10 32851 98 75 056 0 900 20 20 70 -289 50 436 40 -21355 96 32192 54 73 768 0 900 *** End of output *** 189 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735 4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\RPC2 col 09 40 AM General Information -------------------- -------------------- ! File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\RPC2 col Project PCC Humanities Column Engineer AGM Code ACI 318 05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- -- -- - ---- --- --- ----- ----- ---------- ---------- 1 0 0 0 0 2 61 7 132 3 3 72 6 127 2 4 44 3 66 5 5 76 9 51 3 6 71 8 40 4 7 39 2 55 7 8 10 9 -5 1 Gross section area Ag - 2184 in^2 Ix = 2 60829e+006 in'4 Iy = 776325 in^4 Xo = 40 5915 in Yo = 61 6185 in Reinforcement -------------- Bar Set ASTM A615 Size Diam (in) Area (in 2) Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) ---- --------- -------- -- ---- -- ----- ------- --- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 9 92 in'2 at 0 45% (Note rho < 0 50%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in'2 X (in) Y (in) --------- -------- - ------ ---- ---- - ------ -------- --- ----- -------- -------- 0 31 2 1 0 8 0 31 7 1 11 6 0 31 12 2 22 5 0 31 17 3 33 4 0 31 22 4 44 3 0 31 27 4 55 1 0 31 32 5 66 0 0 31 37 6 76 9 0 31 42 6 87 8 0 31 47 7 98 6 0 31 52 8 109 5 0 31 57 9 120 4 0 31 62 9 131 3 0 31 10 1 -3 0 0 31 15 2 7 9 0 31 20 3 18 8 0 31 25 3 29 6 0 31 30 4 40 5 0 31 35 5 51 4 0 31 40 5 62 3 0 31 45 6 73 1 0 31 50 7 84 0 0 31 55 8 94 9 0 31 60 8 105 8 0 31 65 9 116 6 0 31 71 0 127 5 0 31 41 3 56 4 0 31 52 1 51 3 0 31 63 0 46 3 0 31 45 0 64 5 0 31 55 9 59 4 0 31 66 8 54 3 i 190 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\RPC2 col 09 40 AM Tactored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k ft k-ft k-ft 1 4 70 0 00 0 00 1733 80 0 00 999 999 0 900 2 7 60 0 00 0 00 1742 16 0 00 999 999 0 900 3 4 30 -58 00 11 70 -1514 28 305 47 26 108 0 900 4 4 40 -63 80 13 40 -1563 06 328 29 24 499 0 900 5 -2 60 -95 40 24 30 -1900 04 483 97 19 917 0 900 6 2 70 102 50 26 30 -1916 59 491 77 18 698 0 900 7 7 40 -58 00 11 70 -1504 79 303 55 25 945 0 900 8 -7 60 -63 80 13 40 -1553 06 326 19 24 343 0 900 9 -5 80 95 40 24 30 -1887 90 480 88 19 789 0 900 10 5 90 -102 50 26 30 -1904 34 488 62 18 579 0 900 11 4 70 0 00 0 00 1733 80 0 00 999 999 0 900 12 7 60 0 00 0 00 1742 16 0 00 999 999 0 900 13 -4 30 -99 70 -1 30 -835 79 -10 90 8 383 0 900 14 4 40 -109 10 1 20 -879 74 9 68 8 064 0 900 15 -2 60 156 00 24 30 -1294 56 201 65 8 298 0 900 16 -2 70 -167 30 27 30 -1325 95 216 37 7 926 0 900 17 -7 40 -99 70 -1 30 -830 56 -10 83 8 331 0 900 18 -7 60 -109 10 1 20 -874 11 9 61 8 012 0 900 19 5 80 -156 00 24 30 -1286 29 200 36 8 245 0 900 20 5 90 -167 30 27 30 -1317 48 214 99 7 875 0 900 *** End of output *** s 191 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156 1013735 4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\RPC3 col 09 40 AM General Information -------------------- -------------------- 1 File Name I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\RPC3 col Project PCC Humanities Column pjoG'-j Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- --- -- --- ----- ----- ---- --------- ----- ----- ---- ---------- 1 120 4 31 0 2 361 5 -81 4 3 204 3 -418 5 4 21 2 -333 2 5 26 3 -322 3 6 198 5 -402 6 7 345 5 -87 2 8 115 3 20 2 Gross section area Ag = 9792 01 inA2 Ix = 2 10374e+008 in'4 Iy = 7 10534e+007 in^4 Xo = 224 557 in Yo = -207 197 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in 2) Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) ---- --------- ----------- ---- --------- ------ ---- -- - ------ - ----- ----- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 .27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars 44 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 43 40 in'2 at 0 44% (Note rho c 0 50%) Area in'2 X (in) Y (in) Area in-2 X (in) Y (in) Area in'2 X (in) Y (in) --------- -------- ---- -- -- ---- -------- -------- --------- -- --- -------- 0 31 117 4 2.0 9 0 31 128 3 15 8 0 31 139 1 10 8 0 31 150 0 5 7 0 31 160 9 0 6 0 31 171 8 -4 5 0 31 182 7 9 5 0 31 193 5 -14 6 0 31 204 4 -19 7 0 31 215 3 -24 7 0 31 226 2 -29 8 0 31 237 0 -34 9 0 31 247 9 -39 9 0 31 258 8 45 0 0 31 269 7 -50 1 0 31 280 5 -55 2 0 31 291 4 -60 2 0 31 302 3 -65 3 0 31 313 2 -70 4 0 31 324 0 -75 4 0 31 334 9 -80 5 0 31 345 8 -85 6 0 31 121 1 29 0 0 31 132 0 23 9 0 31 142 9 18 8 0 31 153 8 13 7 0 31 164 7 8 7 0 31 175 5 3 6 0 31 186 4 -1 5 0 31 197 3 6 5 0 31 208 2 11 6 0 31 219 0 -16 7 0 31 229 9 -21 8 0 31 240 8 -26 8 0 31 251 7 31 9 0 31 262 5 -37 0 0 31 273 4 -42 0 0 31 284 3 -47 1 0 31 295 2 -52 2 0 31 306 0 -57 3 0 31 316 9 -62 3 0 31 327 8 -67 4 0 31 338 7 72 5 0 31 349 5 -77 5 0 31 351 4 -78 4 192 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\RPC3 col 09 40 AM 0 31 346 3 -89 3 0 31 341 2 100 1 0 31 336 1 111 0 0 31 331 1 121 9 0 31 326 0 132 8 0 31 320 9 -143 6 1 0 31 315 9 154 5 0 31 310 8 -165 4 0 31 305 7 -176 3 0 31 300 6 187 2 0 31 295 6 198 0 0 31 290 5 -208 9 0 31 285 4 219 8 0 31 280 4 230 7 0 31 275 3 -241 5 0 31 270 2 -252 4 0 31 265 1 263 3 0 31 260 1 -274 2 0 31 255 0 285 0 0 31 249 9 -295 9 0 31 244 9 -306 8 0 31 239 8 317 7 0 31 234 7 -328 5 0 31 229 6 339 4 0 31 224 6 -350 3 0 31 219 5 -361 2 0 31 214 4 -372 0 0 31 209 4 -382 9 0 31 204 3 -393 8 0 31 199 2 -404 7 0 31 359 4 82 1 0 31 354 3 93 0 0 31 349 3 -103 9 0 31 344 2 -114 8 0 31 339 1 -125 6 0 31 334 0 -136 5 0 31 329 0 -147 4 0 31 323 9 -158 3 0 31 318 8 -169 2 0 31 313 8 -180 0 0 31 308 7 -190 9 0 31 303 6 -201 8 0 31 298 5 -212 7 0 31 293 5 223 5 0 31 288 4 -234 4 0 31 283 3 245 3 0 31 278 3 256 2 0 31 273 2 -267 0 0 31 268 1 -277 9 0 31 263 0 288 8 0 31 258 0 -299 7 0 31 252 9 -310 5 0 31 247 8 -321 4 0 31 242 8 -332 3 0 31 237 7 343 2 0 31 232 6 354 0 0 31 227 5 -364 9 0 31 222 5 -375 8 0 31 217 4 -386 7 0 31 212 3 -397 5 0 31 207 3 -408 4 0 31 203 5 -416 5 0 31 192 6 -411 4 0 31 181 7 406 3 0 31 170 9 -401 2 0 31 160 0 -396 2 0 31 149 1 -391 1 0 31 138 2 386 0 0 31 127 4 -381 0 0 31 116 5 -375 9 0 31 105 6 -370 8 0 31 94 7 -365 7 0 31 83 9 360 7 0 31 73 0 -355 6 0 31 62 1 -350 5 0 31 51 2 -345 5 0 31 40 4 -340 4 0 31 29 5 -335 3 0 31 207 3 -408 4 0 31 196 4 -403 3 0 31 185 5 -398 3 0 31 174 6 -393 2 0 31 163 7 -388 1 0 31 152 9 -383 1 0 31 142 0 -378 0 0 31 131 1 -372 9 0 31 120 2 -367 8 0 31 109 4 -362 8 0 31 98 5 -357 7 0 31 87 6 -352 6 0 31 76 7 -347 6 0 31 65 9 -342 5 0 31 55 0 -337 4 0 31 44 1 -332 3 0 31 33 2 -327 3 ractored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k ft k-ft k ft k-ft --- - ------- - ----- ---- -- ------ ---------- ----- - --- -------- - ---- 1 53 70 0 00 0 00 31503 18 0 00 999 999 0 900 2 84 90 0 00 0 00 31908 12 0 00 999 999 0 900 3 53 90 -3701 60 -827 30 -41332 55 -9237 75 11 166 0 900 4 54 60 -3834 50 -591 50 39906 20 -6155 83 10 407 0 900 5 56 50 -2678 30 -662 90 -41900 73 -10370 76 15 645 0 900 6 57 40 2839 10 -377 60 39530 37 -5257 54 13 924 0 900 7 18 20 -3701 60 -827 30 -40720 86 -9101 04 11 001 0 900 8 18 90 3834 50 -591 50 -39315 82 -6064 76 10 253 0 900 9 20 80 -2678 30 662 90 41281 36 -10217 46 15 413 0 900 10 21 60 2839 10 -377 60 38944 56 -5179 62 13 717 0 900 11 53 70 0 00 0 00 31503 18 0 00 999 999 0 900 12 84 90 0 00 0 00 31908 12 0 00 999 999 0 900 13 40 40 433 00 42 10 35221 13 3424 50 81 342 0 900 14 39 60 -435 10 39 20 -35321 79 3182 29 81 181 0 900 15 46 10 557 60 70 40 34853 50 4400 45 62 506 0 900 16 45 20 -560 10 66 90 34945 31 4173 97 62 391 0 900 17 4 70 -433 00 42 10 34696 66 3373 51 80 131 0 900 18 3 90 -435 10 39 20 34795 66 3134 89 79 972 0 900 19 10 40 557 60 70 40 -34335 72 4335 07 61 578 0 900 20 9 50 560 10 66 90 -34425 67 4111 90 61 463 0 900 *** End of output *** 193 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156 1013735-4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\RPC4 col 09 41 AM General Information File Name I \PCCHumanit:ies\Engineers\AGM\Lateral Analysis\Shear Wall\RPC4 col Project PCC Humanities Column `v _5 -Toe= � Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis Biaxial Column Type Structural Material Properties -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) - - ---------- ---------- ----- ---------- ---------- ----- ---------- -------- 1 0 0 0 0 2 61 7 132 3 3 72 6 127 2 4 44 3 66 5 5 361 5 -81 4 6 204 3 -418 5 7 21 2 -333 2 8 26 3 -322 3 9 198 5 -402 6 10 345 5 -87 2 11 39 2 55 7 12 10 9 -5 1 Gross section area Ag 12552 in^2 Ix = 3 62711e+008 in'4 Iy = 1 37305e+008 inA4 Xo = 186 654 in Yo = -149 277 in Reinforcement Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in A2) Size Diam (in) Area (in"2) --- --------- ----------- ---- --------- ------ -- - ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 4 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 55 80 in'2 at 0 44% (Note rho < 0 50%) Area inA2 X (in) Y (in) Area inA2 X (in) Y (in) Area in'2 X (in) Y (in) --- ----- -------- ---- --- --- ----- -------- ------ - --------- -------- -------- 0 31 2 1 0 8 0 31 7 1 11 6 0 31 12 2 22 5 0 31 17 3 33 4 0 31 22 4 44 3 0 31 27 4 55 1 0 31 32 5 66 0 0 31 37 6 76 9 0 31 42 6 87 8 0 31 47 7 98 6 0 31 52 8 109 5 0 31 57 9 120 4 0 31 62 9 131 3 0 31 10 1 -3 0 0 31 15 2 7 9 0 31 20 3 18 8 0 31 25 3 29 6 0 31 30 4 40 5 0 31 35 5 51 4 0 31 40 5 62 3 0 31 45 6 73 1 0 31 50 7 84 0 0 31 55 8 94 9 0 31 60 8 105 8 0 31 65 9 116 6 0 31 71 0 127 5 0 31 41 3 56 4 0 31 52 1 51 3 0 31 63 0 46 3 0 31 73 9 41 2 0 31 84 8 36 1 0 31 95 6 31 0 0 31 106 5 26 0 0 31 117 4 20 9 0 31 128 3 15 8 0 31 139 1 10 8 i 0 31 150 0 5 7 0 31 160 9 0 6 0 31 171 8 -4 5 0 31 182 7 9 5 0 31 193 5 -14 6 0 31 204 4 -19 7 194 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156 1013735 4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Analysis\Shear Wall\RPC4 col 09 41 AM 0 31 215 3 -24 7 0 31 226 2 29 8 0 31 237 0 -34 9 0 31 247 9 -39 9 0 31 258 8 -45 0 0 31 269 7 50 1 0 31 280 5 -55 2 0 31 291 4 -60 2 0 31 302 3 -65 3 0 31 313 2 -70 4 0 31 324 0 75 4 0 31 334 9 -80 5 0 31 345 8 -85 6 0 31 45 0 64 5 0 31 55 9 59 4 0 31 66 8 54 3 0 31 77 6 49 2 0 31 88 5 44 2 0 31 99 4 39 1 0 31 110 3 34 0 0 31 121 1 29 0 0 31 132 0 23 9 0 31 142 9 18 8 0 31 153 8 13 7 0 31 164 7 8 7 0 31 175 5 3 6 0 31 186 4 1 5 0 31 197 3 -6 5 0 31 208 2 -11 6 0 31 219 0 -16 7 0 31 229 9 -21 8 0 31 240 8 -26 8 0 31 251 7 -31 9 0 31 262 5 -37 0 0 31 273 4 -42 0 0 31 284 3 -47 1 0 31 295 2 -52 2 0 31 306 0 -57 3 0 31 316 9 -62 3 0 31 327 8 -67 4 0 31 338 7 -72 5 0 31 349 5 -77 5 0 31 351 4 -78 4 0 31 346 3 -89 3 0 31 341 2 -100 1 0 31 336 1 -111 0 0 31 331 1 -121 9 0 31 326 0 -132 8 0 31 320 9 -143 6 0 31 315 9 -154 5 0 31 310 8 -165 4 0 31 305 7 176 3 0 31 300 6 -187 2 0 31 295 6 -198 0 0 31 290 5 -208 9 0 31 285 4 -219 8 0 31 280 4 -230 7 0 31 275 3 -241 5 0 31 270 2 -252 4 0 31 265 1 -263 3 0 31 260 1 -274 2 0 31 255 0 -285 0 0 31 249 9 -295 9 0 31 244 9 -306 8 0 31 239 8 -317 7 0 31 234 7 -328 5 0 31 229 6 -339 4 0 31 224 6 -350 3 0 31 219 5 -361 2 0 31 214 4 -372 0 0 31 209 4 -382 9 0 31 204 3 -393 8 0 31 199 2 -404 7 0 31 359 4 -82 1 0 31 354 3 -93 0 0 31 349 3 -103 9 0 31 344 2 -114 8 0 31 339 1 -125 6 0 31 334 0 136 5 0 31 329 0 -147 4 0 31 323 9 -158 3 0 31 318 8 -169 2 0 31 313 8 -180 0 0 31 308 7 -190 9 0 31 303 6 -201 8 0 31 298 5 -212 7 0 31 293 5 -223 5 0 31 288 4 -234 4 0 31 283 3 -245 3 0 31 278 3 -256 2 0 31 273 2 -267 0 0 31 268 1 -277 9 0 31 263 0 -288 8 0 31 258 0 -299 7 0 31 252 9 -310 5 0 31 247 8 -321 4 0 31 242 8 -332 3 0 31 237 7 -343 2 0 31 232 6 -354 0 0 31 227 5 -364 9 0 31 222 5 -375 8 0 31 217 4 -386 7 0 31 212 3 -397 5 0 31 207 3 -408 4 0 31 203 5 -416 5 0 31 192 6 -411 4 0 31 181 7 -406 3 0 31 170 9 -401 2 0 31 160 0 396 2 0 31 149 1 -391 1 0 31 138 2 -386 0 0 31 127 4 -381 0 0 31 116 5 -375 9 0 31 105 6 -370 8 0 31 94 7 -365 7 0 31 83 9 360 7 0 31 73 0 -355 6 0 31 62 1 -350 5 0 31 51 2 -345 5 0 31 40 4 -340 4 0 31 29 5 -335 3 0 31 207 3 408 4 0 31 196 4 -403 3 0 31 185 5 -398 3 0 31 174 6 -393 2 0 31 163 7 -388 1 0 31 152 9 -383 1 0 31 142 0 -378 0 0 31 131 1 -372 9 0 31 120 2 -367 8 0 31 109 4 -362 8 0 31 98 5 -357 7 0 31 87 6 352 6 0 31 76 7 -347 6 0 31 65 9 -342 5 0 31 55 0 -337 4 0 31 44 1 -332 3 0 31 33 2 -327 3 Factored Loads and Moments with Corresponding Capacities Pu Mux Muy fMnx fMny fMn/Mu Phi No kip k-ft k-ft k-ft k-ft --- - ------- - -- ------- ----------- ----------- -- -------- - ----- ------ 1 58 40 0 00 0 00 64966 49 0 00 999 999 0 900 2 92 50 0 00 0 00 65661 52 0 00 999 999 0 900 3 52 80 -3038 30 5387 20 -20051 88 35553 93 6 600 0 900 4 53 80 -3222 20 5714 90 -20055 16 35569 87 6 224 0 900 5 57 10 -2197 60 3899 50 -20071 08 35614 82 9 133 0 900 6 58 20 2420 10 4296 10 20073 59 35634 13 8 295 0 900 7 13 90 3038 30 5387 20 -19804 54 35115 37 6 518 0 900 8 14 90 -3222 20 5714 90 19807 88 35131 29 6 147 0 900 9 18 20 -2197 60 3899 50 19823 91 35176 23 9 021 0 900 10 19 30 2420 10 4296 10 -19826 46 35195 42 8 192 0 900 11 58 40 0 00 0 00 64966 49 0 00 999 999 0 900 12 92 50 0 00 0 00 65661 52 0 00 999 999 0 900 13 67 10 -16 10 2439 00 -236 89 35887 62 14 714 0 900 195 STRUCTUREPOINT - pcaColumn v9 10 (TM) Page 4 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AC;M\Lateral Analysis\Shear Wall\RPC4 col 09 41 AM 14 67 20 9 40 2387 40 141 13 35843 73 15 014 0 900 15 66 60 833 70 2457 20 13780 46 40615 75 16 529 0 900 16 66 80 -825 60 2394 80 13997 42 40602 02 16 954 0 900 17 28 20 16 10 2439 00 -233 95 35441 41 14 531 0 900 18 28 30 9 40 2387 40 -139 38 35398 59 14 827 0 900 19 27 70 -833 70 2457 20 -13617 16 40134 43 16 333 0 900 20 27 90 -825 60 2394 80 13831 69 40121 28 16 753 0 900 *** End of output *** 1 196 Boundary Zone Criteria rn 3e $„ I I IIIIIIIIIIIIIII illllli x ” " J �$,�, I��I� IIIIIIIIIIIilll�lllllll e s;, l�o loaf llllllllllllll�IIIIIiI $Iffi�IoIIIIIIIIIIIIIIIelillill a T nl I IIIIIilllllllll 1111111 3� �51 � I� IIIIIIIIIIIIIIIolilllll � 1 I IIIIIIIIIIIIIII 1111111 6 �$„ I� I IIIIIIIIIIIIIII Illilll rc " $$^ I I IIIIIIIIIIIIIII 1111111 J �« IxoIFIIIIIIIIIIIIIIIpillllll I �lolllllllllllllllffiII11111 r a of 1111111111111111 1111111 � I �I 111111111111111 1111111 �d �51o� i� Illllilllllllll 1111111 q lool��l illlllllllllllglllllll " I I IIIIIIIIIIIIIII 1111111 ¢gt C'C,ggggggg gggggggx mill >P6 ffi�g800.�000...Z8.ffio..000ffi ggeo4o4oeq .... o9400 b b _ to�o.q `.;.9.gggggq g9999--99 0094o4o49a49444494g4940049 u � x...999..7 6999 odd99g._.E 000e4ogo oeoaggq oaog400 0 _ 9e 94040994949oe 9444oe94444 p000�ae..6.99...9.......o.d.. 4000egg000gooeoee00000qso' n`, _ q$ga$ RR _�.tl;. Iq Srd�••w'iii?��Fx4�,yoa��,lyVM7i'y�i 60 `, '•tq:Tf',!fdi:id;$i „4 O ,..,,...t, ...,,.,.,. r..,.,, 001 .ar"e�vn,•.,«..•y�.. ....�,.:m+�v....,,+.,i�a'3�v•�h'r+�'A•xy�t,l„..+t, AI rtF:,a ..., .r,._.6YM..nw•Suu.Y�Y G?,w+H'...,u1 OHIO 11 �� � �T�,�,��rNrtY,•I��'�14`Y:''F!l�;ls�'' TW%Yff�%�7;,i:'��'?�a1� r4 6 • >.....r..ter aNt•........n.fa..-....:,.•«r.«.✓.°�...'$�«...Nd:...n�n rl't'.Y.'i,Si"i,:Pl:v,�.eo a,•?"��*.' yyi } K+ y, fin'<.nv.a. �Na !}N":t'4e+,_,.�`�yg 1;t�w it�t-t4•i."i,j'"`I� £'trt:�:5t:. �'.�'�.'�,�`;» JJFFi Z S 1y�:,ffiQ�gq_ ... ,'`$�}'t"�i�,�" F Design Sheet ME1v�ENC� KIC _ ASSOCIATES . Structural+Civil Engineers PROJECT t!� 1 } SHEET 2 LOCATION CLIENT DATE (P a BY e ilii 3l� 05 21 9 u �) '? pVzovi m Yom`rJT V ewnAt . G kr t OUNDA*4E�7-- -E-m ,t oFa!r-orc W Wt E mn%I VVVAM b-x1 stress t; fcc TJl¢ l r�Prps �E �X s o.2 �'� Iki�u Lp?IsEks it5�/� RGc-o�tr►TirlGr gip►? Cot�T!r IVjOJA5 ^ kII�I Ih k�u�D of t►Rt�aS ✓X7w� 't� GI Vier �iO T�Y"�V�i s� CSG mix = ,Y y .} P/n ` Vv}Y�E NlH !x �q �1iT�b L.flFrD C.nvv�g�tsPT x.15 Ir1}}il�1 JL�LI�tt>'~ X fi�,a, = Mux�SX Muy,s P1� D 21 = 0 L * �j000 ps! 1000 Psi POu�J J �E`arvS iRE'a 94mL/ 15X-!e�k-� f1op--I7,o0Tx-vj f4M P�oul.IpKf f dr x--poFE5 ��C�+TIa�►vF aX cG- D I V*WAt%A�4 ERTl FAt 1-;�eT4 0 -1,6— Cts or w\JtitVOTIod t G 66I&;-I re,�raE &XIS jAt,� c4cv"6W �r 4p lad6ye) axle Vce, CoVveS�on�nrq-���e n�,ay Q� = wall Lunn - �r 4ec��,J",06-04 -Ip W vv✓�-,4j e6yki., " E I� ale ails c8�s�d era o vt 21-�-� ► TP-�Ts�r� 'z�+�tz�ern�.lT I�;m-�rs o 09 c, 6, `A 2 T>r-"XNim'656 P�►ra v�G InEr1� X�tvttJGr Qlntp nq�t�s ,Tkzo wax '.l¢ ,rv-mwm me m6or d cf�;ov, > 11 �P }}iarn6l,V of 6-h j vt -V%.j iv,— s-ct i = Co 0 50 m = 3 2: 4 J l 3 Zl 4 4-;� w,7 pzT,. -IJ,A i!obr w -rzr4 CY- LEIx{.- W DVd-1AWI1,IG OVOK Wb4t-;-F NOT f-7XU5E�1- !tet-QUI 21 I to °I WIRD trOVO--� FLCyA q T �,bT t�Mutlzebl OF- �Yn Foe-e- P > Aco/J� � it"V 1w :tN�j ows A-r, ?EomIPep-hww @ s= $gy p G 199 MOV IM- srf1r4t� tboVo�- LA, ¢-r snMsrrr-- k +rte* tis 4-r- Nhn- Cgvt�,1T STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral Ana \P9-LEVEL2 boundary conditions col 09 41 AM General Information ------------------- ------------ File Name I \PCCHumanities\Engineers\AGM\Lateral \P9-LEVEL2 boundary conditions col Project PCC Humanities Column P9 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis X-axis Column Type Structural Material Properties ... -------------------- -------------------- f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Rectangular Width = 240 in Depth = 12 in Gross section area Ag = 2880 in'2 Ix = 34560 in'4 Iy = 1 3824e+007 in�4 Xo = 0 in Yo = 0 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- ---- - -- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars 44 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Layout Rectangular Pattern Sides Different (Cover to transverse reinforcement) Total steel area As = 24 80 in^2 at rho = 0 860 (Note rho < 1 0%) Top Bottom Left Right -------- -------- -------- ------ - Bars 40 # 5 40 # 5 0 # 5 0 # 5 Cover(in) 1 5625 1 5625 1 5625 1 5625 Factored Loads and Moments with Corresponding Capacities ----------- ---------- Pu Mux fMnx fMn/Mu N A depth eps_t Phi No kip k-ft k-ft in -- ------------ ------- ---- ------------ -------- ----- ----- -------- ------ 1 41 10 0 00 586 38 999 999 1 56 0 01579 0 900 *** End of output *** 200 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral An \P10 LEVEL2 boundary conditions col 09 42 AM General Information ------------------- ------------------- File Name I \PCCHumanities\Engineers\AGM\Latera \P10-LEVEL2 boundary conditions col Project PCC Humanities Column P10 Engineer AGM Code RCI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis X-axis Column Type Structural Material Properties f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- ----- ------- -- ---------- ---- ------- -- ---------- 1 0 0 0 0 2 -12 0 -0 0 3 -12 0 178 0 4 -0 0 178 0 Gross section area Ag = 2136 in^2 Ix = 5 63976e+006 in^4 Iy = 25632 in^4 Xo = -6 00002 in Yo = 89 in Reinforcement -------------- -------------- Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in'2) Size Diam (in) Area (in^2) ---- --------- ----------- ---- --------- ---- ------ ---- -- - ---- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars 44 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 18 60 in'2 at 0 87% (Note rho < 1 0%) Area in'2 X (in) Y (in) Area in'2 X (in) Y (in) Area in^2 X (in) Y (in) --------- -------- -------- --------- -------- -------- ------ -- -------- -------- 0 31 1 6 1 6 0 31 -1 6 7 6 0 31 -1 6 13 6 0 31 -1 6 19 6 0 31 -1 6 25 6 0 31 -1 6 31 6 0 31 1 6 37 6 0 31 -1 6 43 6 0 31 -1 6 49 6 0 31 -1 6 55 6 0 31 -1 6 61 6 0 31 -1 6 67 6 0 31 1 6 73 6 0 31 -1 6 79 6 0 31 -1 6 85 6 0 31 -1 6 91 6 0 31 -1 6 97 6 0 31 -1 6 103 6 0 31 -1 6 109 6 0 31 -1 6 115 6 0 31 -1 6 121 6 0 31 -1 6 127 6 0 31 -1 6 133 6 0 31 -1 6 139 6 0 31 -1 6 145 6 0 31 -1 6 151 6 0 31 -1 6 157 6 0 31 -1 6 163 6 0 31 -1 6 169 6 0 31 -1 6 175 6 0 31 -10 4 1 6 0 31 -10 4 7 6 0 31 -10 4 13 6 0 31 -10 4 19 6 0 31 -10 4 25 6 0 31 -10 4 31 6 0 31 -10 4 37 6 0 31 -10 4 43 6 0 31 -10 4 49 6 0 31 -10 4 55 6 0 31 -10 4 61 6 0 31 -10 4 67 6 0 31 -10 4 73 6 0 31 10 4 79 6 0 31 -10 4 85 6 0 31 -10 4 91 6 0 31 -10 4 97 6 0 31 -10 4 103 6 201 STRUCTUREPOINT pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral An \P10-LEVEL2 boundary conditions col 09 42 AM 0 31 -10 4 109 6 0 31 -10 4 115 6 0 31 -10 4 121 6 0 31 -10 4 127 6 0 31 -10 4 133 6 0 31 -10 4 139 6 0 31 10 4 145 6 0 31 -10 4 151 6 0 31 -10 4 157 6 0 31 10 4 163 6 0 31 -10 4 169 6 0 31 -10 4 175 6 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- --------------------------------------------------------- Pu Mux fMnx fMn/Mu N A depth eps_t Phi No kip k-ft k-ft in --- ---- ------- ---------- - ------------ - ------ ----------- -------- ------ 1 -222 90 0 00 5303 48 999 999 16 09 --U 02973 0 900 *** End of output *** 202 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates Lic6nse ID 54156-1013735-4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral An \P13-LEVEL2 boundary conditions col 09 42 AM General Information ! File Name I \PCCHumanities\Engineers\AGM\Latera \P13-LEVEL2 boundary conditions col Project PCC Humanities Column P13 Engineer AGM Code ACI 318-05 Units English Run Option Investigation Slenderness Not considered Run Axis X-axis Column Type Structural Material Properties _ f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) -------- ----- ---------- ---------- ----- ---------- ---- ---- 1 0 0 0 0 2 -12 0 -0 0 3 -12 0 116 0 4 0 0 116 0 Gross section area Ag = 1392 in'2 Ix = 1 5609e+006 in'4 Iy = 16704 in^4 Xo = -6 00001 in Yo = 58 in Reinforcement Bar Set ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- ---- --------- --- ------- --------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 4 7 0 88 0 60 4 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 6 20 in'2 at 0 45% (Note rho < 0 50%) Area in'2 X (in) Y (in) Area in'2 X (in) Y (in) Area in'2 X (in) Y (in) --------- -------- -------- -------- -------- 0 31 -i 6 1 6 0 31 -1 6 13 6 0 31 -1 6 25 6 0 31 -1 6 37 6 0 31 -1 6 49 6 0 31 -1 6 61 6 0 31 -1 6 73 6 0 31 -1 6 85 6 0 31 -1 6 97 6 0 31 -1 6 109 6 0 31 -10 4 1 6 0 31 -10 4 13 6 0 31 -10 4 25 6 0 31 -10 4 37 6 0 31 -10 4 49 6 0 31 -10 4 61 6 0 31 -10 4 73 6 0 31 -10 4 85 6 0 31 -10 4 97 6 0 31 -10 4 109 6 203 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed to Magnusson Klemencic Associates License ID 54156-1013735 4-21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral An \P13 LEVEL2 boundary conditions col 09 42 AM Tactored Loads and Moments with Corresponding Capacities ------------------------- ------------ Pu Mux fMnx fMn/Mu N A depth eps_t Phi No kip k ft k ft in --- ----------- ------- ---- -- ---- - ------ ----------- -------- ------ 1 23 40 0 00 1576 54 999 999 8 00 0 03811 0 900 *** End of output *** y 204 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 2 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4 21E91-2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral An \PC2-LEVEL2 boundary conditions col 09 42 AM General Information File Name I \PCCHumanities\Engineers\AGM\Latera \PC2-LEVEL2 boundary conditions col Project PCC Humanities Column PC2 Engineer AGM Code ACI 318-OS Units English Run Option Investigation Slenderness Not considered Run Axis Y axis Column Type Structural Material Properties f c = 5 ksi fy = 60 ksi Ec = 4030 51 ksi Es = 29000 ksi Ultimate strain = 0 003 in/in Betal = 0 8 Section Exterior Points No X (in) Y (in) No X (in) Y (in) No X (in) Y (in) ----- ---------- ---------- ----- ---------- ---------- ----- ---------- ---------- 1 0 0 0 0 2 116 0 0 0 3 116 0 12 0 4 64 0 12 0 5 64 0 134 0 6 52 0 134 0 7 52 0 12 0 8 0 0 12 0 Gross section area Ag = 2856 in^2 Ix = 5 03566e+006 in'4 Iy = 1 57846e+006 in^4 Xo = 58 in Yo = 40 3445 in Reinforcement Bar Set ASTM A615 Size Diam (in) Area (in-2) Size Diam (in) Area (in-2) Size Diam (in) Area (in"2) --- - ---- -- ----------- ---- --------- ----------- ---- --------- ----------- # 3 0 38 0 11 # 4 0 50 0 20 # 5 0 63 0 31 # 6 0 75 0 44 # 7 0 88 0 60 # 8 1 00 0 79 # 9 1 13 1 00 # 10 1 27 1 27 # 11 1 41 1 56 # 14 1 69 2 25 # 18 2 26 4 00 Confinement Tied #3 ties with #10 bars #4 with larger bars phi (a) = 0 8 phi (b) = 0 9 phi (c) = 0 65 Pattern Irregular Total steel area As = 26 66 in^2 at 0 93% (Note rho < 1 0%) Area in'2 X (in) Y (in) Area in-2 X (in) Y (in) Area in"2 X (in) Y (in) - ------- -------- -------- --------- -------- -- ----- --------- -------- ---- --- 0 31 1 6 1 6 0 31 7 6 1 6 0 31 13 6 1 6 0 31 19 6 1 6 0 31 25 6 1 6 0 31 31 6 1 6 0 31 37 6 1 6 0 31 43 6 1 6 0 31 49 6 1 6 0 31 55 6 1 6 0 31 61 6 1 6 0 31 67 6 1 6 0 31 73 6 1 6 0 31 79 6 1 6 0 31 85 6 1 6 0 31 91 6 1 6 0 31 97 6 1 6 0 31 103 6 1 6 0 31 109 6 1 6 0 31 115 6 1 6 0 31 1 6 10 4 0 31 7 6 10 4 0 31 13 6 10 4 0 31 19 6 10 4 0 31 25 6 10 4 0 31 31 6 10 4 0 31 37 6 10 4 0 31 43 6 10 4 0 31 49 6 10 4 0 31 55 6 10 4 0 31 61 6 10 4 0 31 67 6 10 4 0 31 73 6 10 4 0 31 79 6 10 4 0 31 85 6 10 4 0 31 91 6 10 4 0 31 97 6 10 4 0 31 103 6 10 4 0 31 109 6 10 4 0 31 115 6 10 4 0 31 53 6 1 6 0 31 53 6 7 6 0 31 53 6 13 6 0 31 53 6 19 6 0 31 53 6 25 6 205 STRUCTUREPOINT - pcaColumn v4 10 (TM) Page 3 Licensed, to Magnusson Klemencic Associates License ID 54156-1013735-4-21E91 2AAF1 06/10/09 I \PCCHumanities\Engineers\AGM\Lateral An \PC2-LEVEL2 boundary conditions col 09 42 AM 0 31 53 6 31 6 0 31 53 6 37 6 0 31 53 6 43 6 0 31 53 6 49 6 0 31 53 6 55 6 0 31 53 6 61 6 0 31 53 6 67 6 0 31 53 6 73 6 0 31 53 6 79 6 0 31 53 6 85 6 0 31 53 6 91 6 0 31 53 6 97 6 0 31 53 6 103 6 0 31 53 6 109 6 0 31 53 6 115 6 0 31 53 6 121 6 0 31 53 6 127 6 0 31 53 6 133 6 0 31 62 4 1 6 0 31 62 4 7 6 0 31 62 4 13 6 0 31 62 4 19 6 0 31 62 4 25 6 0 31 62 4 31 6 0 31 62 4 37 6 0 31 62 4 43 6 0 31 62 4 49 6 0 31 62 4 55 6 0 31 62 4 61 6 0 31 62 4 67 6 0 31 62 4 73 6 0 31 62 4 79 6 Q-31 62 4 85 6 0 31 62 4 91 6 0 31 62 4 97 6 0 31 62 4 103 6 0 31 62 4 109 6 0 31 62 4 115 6 0 31 62 4 121 6 0 31 62 4 127 6 0 31 62 4 133 6 Factored Loads and Moments with Corresponding Capacities --------------------------------------------------------- --------------------------------------------------------- Pu Muy fMny fMn/Mu N A depth eps_t Phi No kip k-ft k-ft in --- -- --------- ------------ ------------ -------- --------- - -------- ------ 1 173 50 0 00 5759 34 999 999 32 73 0 00749 0 900 *** End of output *** 206 Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES ^� ■ Structural+Civil Engineers PROJECT 17 ( I SHEET EOCATION CLIENT DATE ool BY k&.A G 5 e (,p o G I G D I I I � I -440 �3owTTtI� yEs G= I Ito V �h�{ar� e(�vv,a w►d I w, < 0 Tb" X ��S �,� _ r94 my f eqs porallel Xis y AXIS Ash, 0 ti`1 my Lis pa�a(le� arts USttn9 � kgs j I l nV2 AyeI - o5 m 1v X I I7'h 5 k , ��_ ►I k s i > y �a I D°I Iii �Vt'u= 20(i (v k- �`l-►`� o � �3a. �3 G= `�'Y 7'I° vec VAi I�otrtE�dav� elfvnes�i �I = 21 �� `" 207 AGNUSSON Design Sheet MKLEMENCIC ASSOCIATES Structural+Civil Engineers i PROJE(Tzzz �awLT SHEET LOCATION CLIENT DATE 1 0 BY aw Pig 14 Mall wa{-rcl 4p ►?, _ 1d aX l s �- X_ �►y elwvE�ii� a�a(�s►s � ��',,.� D x X rs Pct►S use 17 D ti'i to v I N Fk = ',7-L 7, �- f�.lsonl) y tee_ Gorn�.,PJf} IcNS tau TJ�IStGN IhC(RL c� �k�a�T T� X AXIS G - IV o°1 " regk:+riee+l �aov�c4ua� el�rne�� �IcI�G, _ �D5 13 I J Wall vol ZW 1 o4v ona( al)as IZ f#��Iti o G �v, Wwidavo elIe,,,e4 IBX 15 a✓1a lnq c,I s `� I �� �,L� v JJ f IN l I V ``el l,e�s parallel � �-�xls A,,tn= D ql ,vl Les parallel -� X ay-+s rx- n = 2� Iz u r y pCyLl 5 C/� 00011 vec���rcd 64yjav j -elev Apowf T*, 415 = dlv* helwI4 ova^.J.akj elem,&ir - WA = 040W 20 Design Sheet ' MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT f — G f;Vv t SHEET LOCATION CLIENT DATE BY A�iW ILi t s • tv) 1�4 x -r►E a°� No 1oT4m6b1h* -no,, � �EQu1kt--15 h-r sift e `� tNki�V I �,w�ror► �ole- �N'U�l ZvNTA1. � �TlGA�. � R�lN�2Gq�t�rr i 1 �e • 12'u AT Sol WRu� � prn 1�51 209 Design Sheet MAGNUSSON -�Zd KEEMENCIC _ ASSOCIATES ■ 1 Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY �D 1-b�-17ip f�-J 71tT� Pmt N Fa(LG LF�1� PND 6)(-T !r Ta T%un of wk - k� ^ ) N (3) # x .NADP Ar 3,O G I r' o G '{ �1 i 1 !j S • NT J 21 Diaphragm Design Design Sheet MAGNUSSON KLEMENCIC 11 ASSOCIATES ■ Structural+Civil Engineers PROJECT pGG �V�. SHEET PIF LOCATION CLIENT DATE r� a� oq BY krw lVk'"k6rm, iIGEtJ P-G� �x �L SPX > � �� lv 10 - JJ W, - -ro-r-kv I�wi/w06r W-i�;l"T X - Al1) {T -IYt�Tft j To �APFf'�" PcT I,Dz�v x 1%TPc�iSnfvrj I tJ� W?6t4T t,my �o fPX, VA31 = D �p4 S u)?x rX! 'vin✓► 0V7 4 1r�Qx rAkOW WV F K k W L-15,-, E'WOt� A ma'r rN)wuh k7w -AW-V O-At187 �WNC� � IZI� l� (ooh ►�- , 211 AGNUSS Design Sheet MK EMENC�IC ASSOCIATES ■ Structural+Civil Engineers PROJECT P/i� SHEET y LOCATION ll//��ii,% CLIENT DATE BY toy, L/00 h- t3 p n "r X (Zook 0)�A-9 ado '(Vrw-q 'tI?J��J Iv (I tU�J�l e,4r1 V) til �- �a�° Novy �-W1✓ 5(pi % '�Q� '� 4+� :OOr;�)( .120 "1-+ToS IV 100 1�-y w C--K y Toe-r-'(00 �tiLOND � 2 I ti 5 I D n q 100 6 y 720 -row(A twin x P x = .5n 11L 'r►I Its I'�u y Ill l� K V14 x Gor►T�vE�� 212 ETAB S MKA i his 42 ft s s � ti,}: i .i y:� i'epn'A`Y .�< �.�"'.,.S..Mt� �1 '��:�• 'W'F.err' n 6n `w:t:«`�%i •"IRS=S'S'i ..�'»�w.af�'.�, E;as J �y��tA'.''�,,,y�'r Pf I I I .I ii it I ETABS v9-5.0 File'09_0226 Maier Hall Diaphragm Analysis Epicore March 2,2009 938 3 Plan View LEVEL2 Elevation 174 Kip-in Units ETAB S MKA I:kr I i -x F I , it Ii 11 I I I �I S v9.5.0 File:09_0226 Maier Hall Diaphragm Analysis Epicore March 2,2009 10:33 Plan View LEVEL2 Elevation 174 Kip-in Units ETAB S MKA I NoNcrord\poSCC� G 3�5 SOX A<. AIC A/c_ . �I �I II ETABS v9.5.0 File:09_0226 Maier Hall Diaphragm Analysis Epicore March 2,2009 13.06 �15 Plan View LEVEL3 Elevation 348 Kip-in Units ETAB S MKA i A ^� z I � i 1, I i I I I! � I� ! I; i I! I A S v9.5 0 File.09_0226 Maier Hall Diaphragm Analysis Epicore March 2,2009 1306 Plan View LEVEL3 Elevation 348 Kip-in Units ETAB S MKA I I i p ` V,y II 4F � I I I ETABS v9.5 0 File 09_0226 Maier Hall Diaphragm Analysis Epicore March 2,2009 15:55 17 Plan View ROOF Elevation 44 Groups Kip-ft Units ETAB S MKA i t f �'} 4r L x. 85K A S v9.5 0 File.09_0226 Maier Hall Diaphragm Analysis Epicore March 2,2009 15 55 Plan View ROOF Elevation 44 Groups Kip-ft Units Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES w ■ �4 Structural+Civil Engineers PROJECT tff I IMAM Y�yt mall 1)1a � �etrrn v� SHEET LOCATION CLIENT v DATE 01 BY GE✓� �fVti�( �J 1`FlG� �px = ll�� k T°rAL b ISS lBL�7E 43� 1.I�TtJ� (kVrpyrn �-�- I �Ijq I 14.b w �- i I F MOMWT ,4 4 t, ---------------- [ G f . � ' �IApT-rn r oc r i 219 Design Sheet MAGNUSSON KEEMENCIC 11 ASSOCIATES ■ r Structural+Civil Engineers ° c +SIV t PROJECT SHEET LOCATION CLIENT DATE BY Ind ft,00 iN�57 �►�Gr Iti2 ToTfty J hvlrs, _ Q 2zv �o o _ n2 � w 6 MOM NT w�- o 220 Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY Aw�b o 44 Hf -t�,(AT Htk,,rm 5 )4 - a 4 �-I� tJ s) -L,11Pp4 AZn,6 (,/gvpb A = 0 4A �I f W�r-ro 0 ,UP, � /(�, �DIR�+�-caw► 5k�-�- �� = 1 � Irk f (rJ s) Cir os i Lao v" 221 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers 1 PROJECT SHEET LOCATION CLIENT DATE BY '�nd f'1�o01E WET W►r.�C�-� max#� G►+ I' �r`� 1.1 5 M9 - 100 I v,Af qtr-6-m -bl a in (ATM fo"If�s �`� = D wf 171Rrwwm (V)- tJ-s wtb-V _ 0- 11' s Via`-g" Oil .bat W IDT \11 4 jb0 U = 1�1� �!� : Iq3 I`/(�51' 10 ►U11 - 510 �� - MA ,d - 510 2 << _ 2 (lin to.) = � k/(I�'- �`i 0 255 �F `til l'kP40" 0 r- w W►� 'W 0' �EI'TI - (15'1 10 (17,- (12 b + ,' 0 I4o 4-" dY - 9b ,lz = 1b.4 Hf N�2 - i5I o v 510 ° ) 7.�, L Gtr (30 22 AGNUSS Design Sheet MK EMENC�IC ASSOCIATES ■ Structural+Civil Engineers I PROJECT SHEET LOCATION CLIENT DATE BY 2p° r'1 op Nc�--(i� v�1�i�lGr �px � f1rZ� I� -ro�r�, T✓I;r�►�,U-r� t��� �r�-r��� h�+�- (n�rt`�� = a�7a HCI_Sy 11) 2 15 I`7 4 n fry pX / !� y 9�0 o` 10 b 12- (n`JI o3 I�(� ��71Mkrr-� t I 0 v4Y 2B-Z �f►�'i�"�G� g' lo° f I 1b' S i f 223 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers 1 PROJECT SHEET LOCATION CLIENT DATE 0� BY k&w 2 d r oY- NovTI V*-Icr V �00V--r4 � � 7"117 �A I; a r w� _ou I �O�IOy ?6 L rnT - — - - - - - - - - to 22 Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY I'wn f tt� wENGr, �I�kPft�yvl ® f�-S '�17T4� - SID o �J� , ��� � �- �- Baa � w ��I � � �k = �5► 5 �/(�+ , i � S �� �►� X74 T ) - Giav�� �A '1I °I /WIr -DIATKA-A-M 00 71 WF tApToacro C w S rr� ' ofJ 3 DIhPFI Of1Yty G Iry t o>?CES f g = o ki� �`�G 0 �l 5 Xz.1 PoP� 5 @ 17 0 �D(�rk�i-rrn � tJ S v-v4 la c,� nn--TA 55, \IG v oto + V I 1 "/�J{ {/ l/�i �CJ{ vk-//G�c� Q•� _ �r �/ l�l� `b I I'1Y lk6�J�-G-crn S►�'�h2. �U((`'� _ (a �J l��I. Tf � Y rcc Design Sheet MAGNUSSON KLEM.ENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT OATS 8Y V4 C04 j -PIAT I + I-k)q v, - I ill 5 �/ ►��-�, , °I 01 M, /"f . /(Id-r)-4, 9 0'1 V1 1 vont �.on W{ - I'm Hf I (175 x ko ki D-U) L. Qa�a►' N M,_= X41 7 o /01- � -W(? -PIAToktTy ► 64110-p For' f z ; 4-4 -SIR -M C5) F,-V4 WIVT-A - 1)3 - 46 v /� I�2 5 - 9 Hf G{}pK D YJi2G,E,3 = 4 �� CIS T'�J°� - �T ►'� 22 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY Rva- Noy-TA )�qtt & , CoVY �r� - ►a-o - a" �V o`� by W1 227 00 /y 37.2 177 76 1 24 N5 10.2 -31 4 257 0 Results for LC 1 fpx Member y Shear Forces(k) Mar 5 2009 at 2:00 PM Diaphragm Rost"Vest Wing NS Fpx 090304 Diaphragm Roof West NQ r3d IL Ix 54 1 N1 N 3 .43.1 •32.7 Results for LC 1 fpx Member y Shear Forces(k) Mar 5 2009 at 2:02 PM N _J— Diaphragm-Roof West Wing EW Fpx 1090304 Diaphragm Roof West EW.r3d ETAB S IP MMKA I' i it �oo�fi' 1,01 . SOP/��J SOS S9��d ?O S$ � J f w o y Y J �4 � rJ W Ij l CO.-Ff '1230 ETABS v9 5 0 File 09_0226 Maier Rall Diaphragm Analysis Epicore Independent w Beams March 13,2009 1033 Plan View ROOF Elevation 528 Groups Kip-in Units ETABS M KA II I II ii fI s I ij 4e Y d4pj 7;f V0 kWF,9 2�31 ETABS v9 5 0 File 09_0226 Maier Hall Diaphragm Analysis Epicore Independent March 12,2009 9.-58 Plan View ROOF Elevation 528 Groups Kip-in Units Design Sheet M � KLEMENCIC _ ASSOCIATES ■ w Structural+Civil Engineers 1 PROJECT .7(Z, SHEET LOCATION " �i/ CLIENT DATE o BY [<o 4- CTo►� M&T PT vo ONS ar' YV"WKW i`Y oNe1 t lT �3 ' �r�v►�n M� l _d�YJVI rd ,nf1 VJ�'y.-'� Nld�a�.��► ' �'`�►��� ©� Cl��,��Y�v"i1 �dv�+� ��P d5 ��1�.. d� ���r�� �� �1� YV!?�t�t� �;•Ivgvawi, ������ vr c'eUc- "eY11�4�5�ton ��Sla►1 -�c�ce 2 2 ETAB S MKA i ' 3o g Cyd !•lr y .tYa ' C4 wf -4,P ." �-�_� N O it i Ij �I 33 ETABS v9 5 0 File 09_0226 Maier Hall Diaphragm Analysis Epicure Independent March 10,2009 15.23 Plan View ROOF Elevation 528 Kin-.n ►nifc ETABS MKA 41 41 34 ETABS v9 5 0 File-09_0226 Maier Hall Diaphragm Analysis Epicore Independent March 11,2009 13 10 Plan View LEVEL2 Elevation 174 Groups Kip-in Units ETAB S MKA I I I� •�f I 7 I � "�' $ 4 . e',� :ar �```'.•�•° ter"%„ $ f t- I -i 2 5 ETABS v9.5 0 Fite 09_0226 Maier Hall Diaphragm Analysis Epicore Independent March 11,2009 1310 Plan View LEVEL2 Elevation 174 Groups Kip-in Units ETAB S MKA I! i Ij I I s I ' I� i I i, E I I � rr I) l j I ETABS v9.5.0 File:09_0226 Maier Hall Diaphragm Analysis Epicore March 2,2009 15-56 Plan View ROOF Elevation 44 Groups Kip-ft Units ETAB S MKA Six 37 i i 3 �. Y,"^y�;.,{ � •alk. _ N��'' I ETABS v9.5.0 File.09_0226 Maier Hall Diaphragm Analysis Epicore Independent March 11,2009 13"10 Plan View LEVEL3 Elevation 348 Groups Kip-in Units ETABS MKA i II Marn�T v�A��S � ��liTtr�l U-lT� � �T�IrA� IMOV�-s i, r ``€'22a, �% ;, �m.. x I � Y N�� I I� it l _ MY I 38 ETABS v9.5 0 File 09_0226 Maier Hall Diaphragm Analysis Epicore Independent March 11,2009 9'03 Plan View ROOF Elevation 528 Kio-in Units i ETAB S MKA I� I� I i• i' ii �I -en MDMfiIrt p fP YDS haw 4BIy��b� C1 !)Y WNG—rT4* 1 f i AA-1 241;3 l I, qoy r II 1031/qMir II .� ;� h 'J(rf1°o IOP�3 I� I� i I n I I 2 9 ETABS v9 5 0 File.09_0226 Maier Hall Diaphragm Analysis Epicore Independent March 10,2009 15.23 ol--If;— onnC Cl......a.....G70 V:.. — - ETAB 5 MKA r .' I I �I 40 ETABS v9 5 0 File 09_0226 Maier Hall Diaphragm Analysis Epicore Independent March 11,2009 13 10 plan\/i., 1 F\/FI 4 Flcvafinn 4dR rlrnnnc Ki—n I Initc ETAB S M" i 'i Ghh-.,) elrOTa-1 CUTS, K �§+ II i 211 I ETABS v9 5 0 File.09 0226 Maier Hall Diaphragm Analysis Epicore Independent March 12,2009 9-58 Dl—Nh— 1 CVFt 4 r_1--+—ZAR (inane vi--1 mite �E�TAAB S MKA i I I II i n9 1 e II b 'I 4 I I I I I42 - ETABS v9 5 0 File 09_0226 Maier Hall Diaphragm Analysis Epicore Independent March 12,2009 9:58 Plan 1/iaw I F\/Fl 9 FIAvntmn 17A rSrnimc Kin-m I Initc Tvwe ® ® ® ® ® 7 Weld Pattern at Supports w Button Punch or 11/2" Top Seam Weld Primer Painted or Galvanized u Allowable Diaphragm Shear Values, q (plf, kN/m)and Flexibility Factors, F((in./lb)x106, (mm/N)x106) : SIDELAP SPAN(ft-in. mm) ATTACH- 4-0' 5'-0' 6'-0' 7'-0' 8'-0' 9'-0' 10'-0' 11 -01 12'-0' GAGE MENT 1.226 1,520 1,830 2.130 2,440 2,740 3,050 3,350 3,660 1405 1140 943 818 712 640 574 527 482 q 20.50 1664 13.76 11.94 10.39 9.34 8.38 769 7.03 BP @ 24 F 3 1+17R 4.0+14R 5.2+11 R 6 7+1 OR 8 7+9R 10 9+8R 13.7+7R 16.8+6R 20.6+6R 17 7+97R 22.8+80R 29 7+63R 38.3+57R 49.7+51R 62.2+46R 78.2+40R 95.9+34R 1176+34R q 1475 1188 996 860 757 678 614 562 518 21.53 17.34 14.54 12.55 11.05 9.89 8.96 8.20 7.56 BP@12' F 3.0+17R 3.9+14R 5 0+11 R 6.5+1 OR 8.3+9R 10 4+8R 12.9+7R 15.9+6R 19.2+6R 17 1+97R 22.3+80R 28.6+63R 37 1+57P 474+51R 59.4+46R 73.7+40R 90.8+34R 109.6+34R 1571 1495 1229 1206 1044 1039 926 928 844 �� TSW @ 24 q 22.93 21.82 17.94 17.60 15.24 15.16 13.51 13.54 12.32 ` F 6.8+2R 6 7+2R 9 1+1R 9 0+1 R 11 4+1 R 11.2+1 R 13.7+1 R 13.4+1 R 15.9+1 R 38.8+11R 38.3+11R 52.0+6R 51 4+6R 65.1+6R 64 0+6R 78.2+6R 76.5+6R 90.8+6R 1 1895 1730 1424 1363 1312 1155 1131 1110 1010 q 27.66 25.25 20.78 19.89 1915 16.86 1651 16.20 1474 TSW @ 18' 4 F 48+2R 5.2+2R 6.9+1R 71+1R 74+1R 91+1R' 94+1R 9.6+1R 11.3+1R 274+11R 29.7+11R 39 4+6R 40.5+6R 42.3+6R 52.0+6R 53.7+6R 54.8+6R 64.5+6R 2191 1952 1767 1612 1495 1405 1332 1257 1057 TSW @12' q 31.98 28.49 25.79 23.53 21.82 20.50 19.44 18.34 15.43 Ry F 3.9+2R 4 3+2R 4 8+1 R 5.2+1 R 5 6+1 R 6 0+1 R 6.4+1 R 6.7+1 R 7 1+1R 22.3+11R 24 6+11R 274+6R 29 7+6R 32.0+6R 34.3+6R 36.5+6R 38.3+6R 40.5+6R 2878 2535 2304 2139 2014 1878 1521 1257 1057 q 42.00 37.00 33.62 31.22 29.39 2741 22.20 18.34 15.43 �' TSW @ 6' � 2.6+2R 2.8+2R 2.9+1 R 3.0+1 R 3.2+1 R 3.3+1 R 3.4+1 R 3.5+1 R 3.6+1 R F �. 14.8+11R 16.0+11R 16.6+6R 171+6R 18.3+6R 18.8+6R 194+6R 20.0+6R 20.6+6R r» 1825 1475 1223 1058 922 826 741 679 621 q 26.63 21.53 17.85 15.44 13.46 12.05 10.81 9.91 906 BP@24 =- F 2.8+9R 3.7+7R 4.9+6R 6.5+5R 8.5+4R 10 8+4R 13.6+4R 16.8+3R 20 6+3R 16,0+51R 211+40R 28.0+34R 371+29R 48.5+23R 61 7+23R 77 7+23R 95.9+17R 117.6+17R 1891 1521 1273 1097 964 862 779 712 656 q 2760 22.20 18.58 16.01 1407 12.58 11.37 10.39 9.57 BP @ 12' - F 2.7+9R 3.6+7R 4.8+6R 6.3+5R 8 1+411 10 4+4R 13 0+4R 16 1+319 19 6+319 15 4+51R 20.6+40R 27 4+34R 36.0+29R 46.3+23R 59 4+23R 74.2+23R 91.9+17R 111.9+17R 2171 2043 1675 1630 1406 1390 1236 1233 1119 q 3168 29.82 2444 23.79 20.52 20.29 1804 17.99 16.33 TSW @ 24 5.0+1 R 5 1+1R 6.9+1 R 6.8+1 R 8 7+1 R 8.6+1 R 10 6+1 R 104 12.4 F ♦ 28.6+6R 29.1+6R 394+6R 38.8+6R 49 7+6R 491+6R 60.5+6R 594 70.8 1 2599 2350 1929 1833 1734 1540 1487 1431 1324 q 37.93 3430 2815 2675 25.31 22.47 2170 20.88 19.32 TSW @ 18' F 3.6+1 R 4 0+1 R 5.2+1 R 5.5+1 R 5 7+1 R 7 1+1R 7 3+1 R 7.5 8.9 20.6+6R 22.8+6R 29.7+6R 314+6R 32.5+6R 40.5+6R 417+6R 42.8 50.8 2985 2556 2270 2065 1912 1793 1699 1622 1478 q 43.56 3730 33.13 3014 27.90 26.17 24.80 23.67 21.57 TSW @ 12' 30+1R 3.3+1R 37+1R 40+1R 4.3+1R 47+1R 50+1R 5.3 56 F 171+6R 18.8+6R 211+6R 22.8+6R 24.6+6R 26.8+6R 28.6+6R 30.3 32.0 3664 3215 2914 2698 2538 2413 1759 1478 q 53.47 4692 42.53 39.37 3704 35.22 3107 25.67 21.57 TSW @6' - a F 2.0+1 R 2.2+1 R 2.3+1 R 2.4+1 R 2.5+1 R 2.6+1 R 2.7+1 R 2.8 2.9 114+6R 12.6+6R 13.1+6R 13 7+6R 14.3+6R 14.8+6R 15.4+6R 160 16.6 BP=Button Punch, TSW=Top Seam Weld t 3 Catalog VR2 VERCO DECKINGL INC °04 ®� � 53 I l!� 11 � S 5 v � 0 1 A <e s n.. ...888888.....o888888.o t" ^ � ffi m " g s8Eoo8''SSae6� S= � o 0000e oo..00000000000o n �N� � >$n . °� " rm�nm�g,�? rv. • '�,�;�@ q a K> C P s =88888888888888888888888888 $ ya FiRFMBs 'a�R�m nn;; t:8F a ry Q0000000.... 0000000 0. . . . . . 0 O OOO...000...000...... .. ... 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'tl' ;� .�,�,�5, ;c�, ��.�, �.�, '�iX •m c�>m:qq a mim.m-m:mm.c�m,m>m.��:z�a-m:u,�mm:m> .c�.'m m;m.o�.mrm'c�§' Pm)ect PCC Hu-Me, Da 6/9/2009 Re-.-Time .51 PM Engin AGM Diaphragm Chords VERCO HS836 Deck Capacdy 212 k11 EPIC Deck Capacity 1 015 k8 Width,w Diaphragm M3albw/d Root (ft) Depth,d(ft) M3a11ow(k-ft) (k) (M3allow1d)tw(kit) t00EX30EYPT 30EX100EYPT 30EX100EYMT t00EX30EYMT CHR2OL 2100 41.33 228.10 344.66 344.66 228.10 8 0.40 CHR2OR 56.00 41.33 428.32 417 44 41744 428.32 10 0.19 RGR4L 72.50 41.33 31575 294 d3 29443 31575 8 0 1 f RGR4R 7250 4133 15409 229.62 22962 154.09 6 008 CHR4OL 7808 41.33 275.58 49685 496.85 275.58 12 015 CHR4OR 34.33 41.33 258.44 452.53 452.53 258.44 it 0.32 RGR85L 32.00 5150 327.59 476.15 47615 327.59 9 0.29 .� RGR85R 6867 77.50 524.50 66727 667.27 524.50 9 013 CHR85OL 68.67 77.50 60232 78909 789.09 602.32 10 015 CHR65OR 6867 77 50 23691 287.31 28731 236.91 4 005 ) CHR10OL 6867 77.50 21732 268.62 268.62 217-32 3 0-05 t CHR10OR 68.67 7750 26t.73 309.44 309.44 261.73 4 0.06 Ii! RGRt1L 6867 77.50 243.06 277.30 27730 243.06 4 0.05 RGR11R 1500 40 98.33 9958 99.58 98.33 2 0.17 CHR11M 1500 40 114.72 164.45 164.45 114.72 4 0.27 _ RGR12L 30.00 40 9014 107.62 107.62 90.14 3 009 RGR1211 30.00 40 10864 13757 137.57 108.64 3 0.11 CHRl2OL 4483 40 323.65 55203 552.03 323.65 14 0.31 t:HR12OR 22 75 40 212 42 131 21 131.24 212 42 5 0.23 RGR15L 22.75 40 15768 18108 16108 157.68 5 020 ,yF2 RGRI5R 12.50 40 103.17 126.44 126.44 103.17 3 025 CHREKOL 1333 13250 318 81363.66 363.66 318.81 3 0.21 M 3 CHRESLOR 2983 112.50 754-11 671.74 671.74 754.11 6 0,19 CHRORRT 24.67 64.92 16434 262.17 262 tl 164.34 4 0.16 CHRORRB 15.33 6492 63.16 69.65 69.65 6316 1 007 RGRFL 13.17 13250 112264 1248.43 1248 43 1122.64 9 0.72 RGRFR 13.17 132.50 35285 39565 395.65 352.85 3 023 CHRESBOL 30.00 10067 297.23 172.19 17219 29723 3 0.10 CHRESBOR 3000 100.67 57694 505.02 505.02 57694 6 0.19 CHRESBORR 45.83 100,67 148.76 14907 149.07 146.76 1 003 RGRE5 30.00 10067 693.43 529.96 529.96 693.43 7 0.23 CHRESLONG 40.00 233 17 252758 1714.60 171460 2527.58 11 027 CHROESRTT 31.67 23.00 92 41 8808 88.08 92.41 4 0.13 CHROESRTB 2.83 2300 12.91 1206 12.06 12.91 1 0.20 CHROESRBT 2 83 23.00 81 78 58 04 58.04 81.78 4 1.25 CH ROESRBB 3983 2300 81.78 5804 5804 81.78 4 009 CHROESLTT 3167 23.00 88-59 110.28 110.28 68.59 5 0.15 CHROESLTB 283 2300 37.25 4050 40 50 37.25 2 0.62 CHROESLBT 2.83 23.00 27.81 39.74 39.74 2781 2 0.61 CHROESLBB 3983 23.00 6873 5792 57.92 68.73 3 005 CHRESAOR 30 00 100 67 1260 4 12 41 1265.44 1265.460.41 13 0.42 CH RF 3000 100.67 1092.87 1219.64 7219.64 1092.87 12 0.40 CHRFLONG 40 00 233.17 353293 4088 84 4088.84 3532 93 18 0.44 CHRE 30.17 6867 11783 152.31 152.31 117.83 2 007 RGRD 30.17 6887 t42.80 15715 157.15 142.80 2 008 CHR10OB 10067 45.83 6592 5091 50.91 65.92 1 0.01 CHR10OA 100.67 31.67 25 30 26 18 26.18 25.30 1 0.01 CHR05OA 10067 3167 5297 6465 64.65 $2.97 2 0.02 CHR85OM 100.67 2.83 3.73 3.38 3.38 3.73 1 0.01 CHR85O8 100.67 4583 35.52 27 76 27 76 35.52 1 0.01 CHR85TOB 100,67 3167 626 525 5.25 6.26 0 0.00 CHR85BOB 6867 45 83 28.17 28.50 28 50 28.17 1 0.01 CHR70OM 10067 2.83 1.59 1.76 1.76 1.59 1 0.01 RGRBR 1100 158.58 700.89 944.38 944.38 700-89 6 0.54 RGRBL 15.8] 158.58 443.80 487 91 487.91 443.80 3 0.19 CHRBOR 15 83 158 58 375 78 371.77 371'77 375.18 2 0.15 CHRBOL 2550 158-58 50153 508.13 508.13 501.53 3 0-13 247 a o8n< mCna s v E a USF'W n Ti d x �9_ n � 'M1b v y0H no m. mtl bmM .0 m�mH ^b .-^� mmv�b N as ma Ic is i I� igN' V 'bp1 ' n' 1 1 1 °i'mrO D' 000. 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SEPE;440W WV WNJ of WklV gel f e ►co �s�aVi ' 2 1�9` (Ola No w+WS mow) �s�ala 3 CoNG�TIi n C� �I� lcf o9, L mo A ' Gid BMW 600"I &TINS To WA'w CI IF.� ��- NIA 257 83Z 4116 a2 , '-?P 5N11�M�b� �yti�IS � = }°IQ 4 M QIGI��c -A4 ` c-aa I Azzai -LON dA ity i Ag-649ilfl,114, 31V0 1N31ll N011tl)01 7F 133HS n1loNd siaau!6u3 gni)+Iojna:)nj4S ■ S31VIDOSSV DIDNAWA IN 4aa uO NOSSCINDVW �Slsa 4 Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES A.a Structural+Civil Engineers 1 PROJECT SHEET LOCATION CLIENT DATE Cpl BY htrW mr- 6:4) Vo o ho o° _ a— � I I anti k�- W►trt� _ Bio a° -tUrT4 = I t '�20 = d5 -5" SID k N� �i0 } �C�S` 5N` III Hf VL.h iI� (071 W AVLoVJ" Of Ac "Dlk?"AW SNS vp = e Iq Ghm Pim 0 -J 'P / (45 -�y} - yj 'h°v0 U j VLTIv'\Xte �2<� `zl f /fit l ov*r 11 259 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ - Structural+Civil Engineers PROJECT - SNEE1 LOCATION CLIENT DATE t/101 BY km Rvtw A7�G�✓ k-oor eF 3 Gr�lDs 'I 5- 11 n y(,gyp � gF —ro-r�v - 20 2101 q s� ICboo r9 C7R ►�y 11- 1(0sr- 1 �00r- fPX = �, WV4�1 114l�Gr 34'1 FV x /�I - - I Z5 34~1 �Irx ��5 5�1 3b Hf Nom wif, 6r- NS f PX = a�15 �Px/ � r►oT�r�4 � C�5 5�� I � � ��� aqr?cpx f IiIN = 25 I � � I- ) No�--��-4 Tpx (mrq 5� C4,5, ;5" Ze hI S A Cal cS l US# 'i Lo► l' 5/k DW* v4M4 ` �'� '�MPPOF-=f C 4NFi ivt� PATrMH Iz` SMS 1 Ap CWN�iot� SPAzt�► --L- z o it r� vt� %p = 1015 1,10 e otic Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY lb 11m krm Z-1 NKA VhOS C7-e, ��Iulo9 Cal&) WAST wJIt�Gr k - 1074 ,l sr- NolLrt1 yglok R �7IIq �YwIUkE `5 X11 eV W W Cr T lor1 QTS Q X Mia x WAY VJr3�C wlrt�r k = c��Uti � � 23 a'� �ro'fkv � 27►�l �1 sF } Tp��iloN FPS, kc.r y. n�J 261 AGNUSSONDesign Sheet MKLEMENCIC ASSOCIATES ■ _- Structural+Civil Engineers PROJECT pCil/ (T,,� IITi� SHEET LOCATION f CLIENT DATE 9 BY 'roTAv �i41�A1� It`I D RT 64-iD 1'� 40. Se�h�•� F i \ 2- 0r- VVqall Wau WINS 5 ND'�1l� WINO? Pc%E� tzATio (�5 192 AV-EA (Orf-ADS I '2 - l�i 1 6 1 24Z fry1101 1 w � 0 01 15f �No�-� r►IN�t � E�� ►'�ti �p 6�" 11i* y VrA - (12 (D`) +- (10 00)/a, 5r] 5 r-T irmAT�v s4VA— - IKS - INT 6*17 I'�' 0 15 Imo{ * 57 17" �- 40 VI"fi- -W -Pw-rJ - lbo 9 9, 1 �� C�O�X 1005Y : -r) 26 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES �_■ Structural+Civil Engineers PROJECT �C(/ I 1� 1J SHEET I LOCATION CLIENT DATE 14gfi01 BY �Vfoc'Iff// Day- VVATIV Owv;fqw�, vvf, G IilY2iSiZ T�O�oI�TO►�lke. To P \N}I�� + DlR-Pffi�A�rrnT1 C*D - I rl h �� -j h3 = n0(rI(a 3 0 G IbS r] noviVI I0 0. q41 + 1 0 00 Z = 1t,g0g, Ooh 1Ug0t7 � oaR� 3 �5 b s 04 63 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ h -� Structural+Civil Engineers PROJECT LOCATION CLIENT DATE b� BY ��I>� '� Noy-T�► V�IIN[� � `N 7o7Rv �.} C-'�t=IUS�I 5 t5 I�lOh 3 s� q 04. iJ St" 15 {nGcc ; st C41D; ' NO<z '(A 4°U Td7n!, __}__� L PZOVOfLTOM FQx ( ZeLA-Tt46 -to C,0lMr05rTC--j t�WH corvFocrw "acs N5w4ns CHIP 7 5 -i1 n�,q1 r? yF 0419 Il -I� 5�fy2 1� hr / '(oTRti f,7)01'j oS NoN�n��ooytT� �I���r;-r�i 1p'lflf� y� NONCoI'r1Fo�1�� (�'!G '�YfUQf';i •�-3•��� �j0- (n �y� 'S �.' (prv11'G�it� C97` 610N61 oN 3 D�li�) �� �5 Ftif� 120VVO t�IL �Px NoNc orn�'Gcrr� (It4)�i, � r A(9mp t ` 'NoNGOr�If� nrnF. 3 Wit; lin,tDr4D to PSf 'F APx n4nJGomp 2�v�PXEJONGorn.P iFx Nom cornu V Px / qq r1 A n tb Ir � (/'• ItiK�MP + '`AIotJCOMP� 7a � I'x NonJr,�rn P (o 141 (oq1 I9im 1`) ���110ryI � ti� OGV k� J p>< , CVmp Ji \J 0O'W/ 14j -* ( 17)0 / 411 .i`) -W ti 19" - I � �f x 264 ck-c - 001uro, W10t, (0 TH x )-115 (010(0 tif) + ' Stix OwOV '2�4(1 3P Y N �' N .Z-L-.X 19.5k/ft 19.5k/ft 4868 19 5k/ft 4.393k/ft I ! r N1` N 4 3 1556 114 5 -375 Loads:BLC 1 fpx Results for LC 1 fpx Member y Shear Forces(k) Mar 25 2009 at 2:10 PM Level 3 North Wina F-W Diaphragm Shear 090304 Diaphragm 3 North EW.r3d ETA,L. J MKA ,p?'J �N ZG�R�Kt-OtJCr �l N sIn� �J ZG��i.t-ONer Isco W� 2Cr�-FL, 2GTF-FVL-. 2CaQ85 L, Emu Ke, 2Cfi�5 2lxi?�51� �e �A�2GrR3L, ?Gr�t,YL ZNE�15 {C' �GRFLI.anl� 2C 5LON� ETABS File:09_0324 Maier Hall Brick Cladding Revised Openings Skylights w Neck ch 25,2009 16:43 Plan Vie, ._:VEL2 Elevation 174 Groups Kip-in Units ETA' J MKA SPOr�I DI NGr --- � - -- -- -- � [ZE 'JCrIZ�LLoNI� �jG(12F1�t,ohlGr 3Gr'�GrI.ONGr,cf+3�n., 3CrfE �r~L 3tr�E`w- i a r f �e 3Cn2'75 3G'R..�S I.Gc+�iP 3t�285✓�GoMP Re, 3C�R-II I�DMG, 3E�IzL f 3Cr�-iI�GoMP 3Gs�e-1lI�CoMP, 3Gr�-lZY-�`4P 3Gtk-15�Go P 3cr�12 LC-ortr, 3C-��zRGp�.i(P, � 36105 L 6.oNtP 36Yf,15K4Comf 3 -15 r s! s e75 z �7�fi-�-� 3Cri2llrbw t� CO Ve 3C4.2i. 36* -,3CrR4i 36rg.49 �r.AO ,.. , l 5 -,�... �•,�x �� 3Gr�85r coMP, 36�I I�GomP ��'V f �,.vef 3GX2>z, �iGK L 3a-•�a;12- 3�r�-n5 �'e �-FLL6Nl�,3F-`Rf�LoNGr I 3tTfz6x L-cNtr N m - -,j ETABS v9 5.0 File-09 0324 Maier Hall Brick Cladding Revised Openings Skylights w Neck March 25,2009 16 44 Plan View LEVEL3 Elevation 348 Groups Kip-in Units ` `. x' aa �' 'v 'fir ' z an s wqq Tt '� •n ski�> a x �,`r`} n. .`��^ � `� .r*`r} ,/... x �a ;. a4s- a + ,W, • r �e r� 1p a s �t Aw qt NNr F t 1. 1 .•• • -• ••- • • - 11• 1 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE b BV A-6---v �J _V, I J f � s �S i 4 I � I Z S \ \ I SLY 3 269 Design Sheet ' MAGNUSSON KLEMENCIC _ ASSOCIATES ■ Structural+Civil Engineers 1 PROJECT 17� �ytyVlANt �� fir/ �� SHEET LOCATION I CLIENT DATE O BY I 3 � k � I o ` V I I i k t f k I i X05 y & s z I 27 ETI J' MKA / � o Rdw l A,. v IP� 11 .i d f. ,.m,:astm..�. :^��� � e„��W_..:1w:s�.v,�,,� �s3.�cdu•A,.,.�, t N _ h ETABS v9.5 0 File 09_0324 Maier Hall Brick Cladding Revised Openings Skylights w Neck March 25,2009 1047 Plan View LEVEL3 Elevation 348 Kip-in Units I ETA:._.; MKA N Kk-fw 1L I C-11) Fm J MEMO ' ETABS vs File. 09_0324 Maier Hall Brick Cladding Revised Openings Skylights w Neck .h 25,2009 10:46 Plan Viev IEL2 Elevation 174 Kip-in Units ET" J MKA FrjA"?4A-kro G�o�-�'�� 2 rF"' ASI'`�'1— Max 0.13 b.35, 5v,n,0•`IP 019° ,4�m ro 1 � > � ;�, xi r1CY�i,d= YndK�037) i o 46 z` A5,1,'4 , (o 13 0-05 0.14� �7,n ,..:�a• .r .r��' F ,`.�i,'�a�a' � ._'- r �;;` �a •w.�.,,,,. "� � 9,y � (/ ��'. .nun �, xa/ ✓'rv" A/� K 7, � '� �� �a• .. .r. pY A✓.4Y ."b. 5;;1' i d,w,»�i'-;in„`am' �w � + R •.:��.•.;/y :•s £nr'Y f `. �� ,. & .f� ���s..a^•'w.' '"aF ;'�"'•• ' fi' z• se: %f""fin nww ¢ro'� m �O/�yl o Y v.r n ,...,.z,,.„<e..:......r,�r. ... �Mv^✓....✓-..-4..J. ,, o ,3G u� � V Y��' D 4bii') U•,ETABS v9 5.0 File,09_0324 Maier Hall Brick Cladding Revised Openings Skylights w Neck March 25,2009 10'48 Plan View LEVEL2 Elevation 174 Kip-in Units ETAB S MKA 4 fid^ as fiat :j,. sR� r O O � may;"r J P T II I ETABS v9.5 0 File:09_0324 Maier Hall Brick Cladding Revised Openings Skylights w Neck March 26,2009 8:51 Plan View LEVEL2 Elevation 174 Groups Kip-in Units ETA' I MKA �AA0'13 0. 0 M 0 N _r rC` � 1�. Asreyd `Max (o 54+0581r a &:)X�0.bow, 0.13 r IS, g� > l+ 0'1°I m, 1 23 ih o a X it �cre�d Max(0 2Om ,0.`I5 m°) ( � p ,^Sii � � �5T .. � 6� F�sK.gd M.lY�l 1 0 Illy) rn a X l a 9�l i N � �Z 75 n �I O M' ` 5 a' re A 'fart`/ o 4-1 0 4(,,, I Al As,<Aa r av(I +2 m2 �r �31 �ETABS v9 5 0 File 09_0324 Maier tial)Brick Cladding Revised Openings Skylights w Neck March 25,2009 1047 Plan View LEVEL3 Elevation 348 Kip-in Units -1/�p�„i � t;r�, u �r.= Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural+Civil Engineers i PRO)EET {� SHEET T f WATION CLIENT DATE tol-o Mo BY � �- �-t�7loN STEEL rtT �� Ka or tiT?eL �mkI w A4,,we = 1+41w 5a , D*)1 env IM -j�iitr t1e$5 /10 W%je, �S1; sb wit X Ib" �UATI�- (5o ws 4 o I 0 pt- 3/�° x ° C50 bst� Iia= �°►`� � e ; x � �� M�%MEb �i� Iz 27 4 Drag Beam Design Project: PCC Humanities Date.5/15/2009 Revision Time. 12:30 PM Collector Element,if Required gineer AGM i Diaphragm Diaphragm Diaphragm Bearing Length of Section Cut Section Cut %Shear into Wall Length Shear Capacity Residual Capacity Area of Steel Beam Drag Force k Left Section Cut Force F2 k)Left Right Section Cut Force F2(k)Right Walt ft (k) Force k) Adequate? Required Required PT PT MT MT T T T T Left Right Bearing= 9 Left Right 796 k (int) (ft) 4GRID2 92.07 4W2L 849 11.59 11 59 8.49 4W2R 3563 5454 5454 35.63 019 082 "30147"' 8991 -- - - 4GRIDF 3777 4WFL 1002 9.53 9.53 1002 4WFR 635 905 905 6.35 061 0.49 t2=1:7 36.26 -- - - - 4GRID12 78.99 4W12L 24.20 20.21 20.21 24.20 4W12R 48.83 4619 4619 48.83 033 070 30=;1T 8991 -- 4GRIDB 10406 4WBL 26.29 1819 18.19 26.29 4WBR 15.92 1715 1715 1592 062 049 2U:Ot) 5961 52 - -- 0.9 4GRIDH 111 79 4WHL 2896 2597 2597 2896 - - 1 00 0.00 14:83 44.21 67.E - - 22.7 4GRIDEI 8696 -- - 4WE1R 2500 28.07 28.07 2500 000 100 :31.00: 92.40 -- - -- -- -- 4GRIDE2 1768 -- -- 4WE2R 2047 1492 1492 2047 000 100 'MT 28.81 -- - - -- 4GRID75 11010 -- -- -- 4W75R 18.55 21 85 21 85 18.55 000 100 = 3U:8tt 9091 19.2 - -- 16.1 ✓ 4GRID85 8974 4W85L 12.36 11 37 11 37 12.36 4W85R 22.70 18.29 18.29 22.70 0.38 0.65 ".1;6;83: 50.17 - 7.9 - -- 1 3 4GRID11 000 4W11L 2341 1735 1735 2341 4W1IR 849 11 14 11 14 849 073 0.39 16:$3; 50.17 - - - 4GRID15 8007 4W15L 44.24 36.66 3666 44.24 4W1 5R 13.98 16.49 1649 1398 076 0.31 ?30:17 8991 - - - -- 4GRIDD 4847 - - - -- -- 4WDR 3070 41 96 4196 3070 000 100 "68:67= 204.67 -- -- -- -- 4GRIDE5 108.52 4WE5L 20.26 2059 2059 20.26 4WE5R 2775 3615 3615 2775 0.42 064 68:67 20467 -- -- -- -- 4GRIDA 9835 - -- - - 4WAR 14.96 742 742 14.96 000 1.00 F `9=6 28.81 -- 69.5 - -- -- 23.3 ✓ 4GRID4 92.07 4W4L 16.89 19.22 19.22 16.89 4W4R 12.36 22.93 22.93 12.36 058 054 z 1:1°'17 1 33.28 199 16.8 -- 6.2 3GRID2 17963 3W2L 1830 2376 2376 18.30 3W2R 11467 142.11 142.11 114.67 014 086 1 :36.1;7' 10303 51 9 n/a 2.40 (4)#5&DBAs 87 V 3GRIDF 1789 3WFL 1572 1702 1702 15.72 3WFR 25.63 32.58 32.58 25.63 038 066 "1ZAT 41 55 - -- 3GRID15 230.27 3W15L 7958 87.39 87.39 7958 3W15R 1778 2067 2067 1778 082 019 30 1:7 103.03 85.2 -- n/a 394 (4)#5&DBAs 286 3GRID12 26.22 3W12L 86.29 10652 106.52 86.29 3W12R 8442 13718 13718 8442 051 0.56 = 30:97 103.03 -- 3GRID11 23362 3W 11 L 13407 96.08 9608 13407 3W11 R 3767 56.34 5634 3767 0.78 0.37 45;83: 156.53 25.8 -- n/a 1.20 (4)#5 43 3GRID85 29731 3W85L 2938 27.39 27.39 2938 3W85R 92.99 7339 7339 92.99 0.27 076 45-A"'3',,, 15653 -- 694 n/a 3.21 (4)#5&DBAs 116 3GRIDB 16900 3WBL 7517 61.26 61.26 75.17 3WBR 24.29 1911 1911 24.29 076 0.24 2&66 68.31 605 -- Yes - 3GRIDH 61 33 3WHL 8601 88.10 88.10 86.01 - -- -- 100 000 ==14183 50.66 10.7 Yes r .M ; 3GRIDE5 20534 3WE5L 90.80 7938 79.38 9080 3WE5R 19661 23479 23479 19661 0.32 0.75 ` =6$:67' 23451 -- 3GRIDEI 12997 - - -- - 3WE1R 68.95 92.56 92.56 6895 000 1 00 31 00. 10587 241 Yes -- „}.�,mar 3GRIDE2 1546 - -- 3WE2R 11 74 1456 1456 11 74 000 100 9:67 3301 -- -- 3GRID75 20771 -- - -- 3W75R 24.93 23.86 2386 2493 000 100 :ry 30.50? 10417 103.5 n/a 479 (4)#5&DBAs 347 3GRIDD 151.23 - -- 3WDR 13919 14593 145.93 13919 000 100 68:67 23451 - -- -- 3GRIDA 46.34 - 3WAR 2374 2153 21 53 23.74 000 100 =9:67"u 33.01 -- 133 Yes 0N " 3GRID4 84.86 3W4L 2944 2472 2472 2944 3W4R 3362 45.26 45.26 33.62 047 0.651y1~37" 38.14 1.5 16.7 n/a 078 (2)#5 31 2GRID2 6532 2W2L 1043 14.31 14.31 10.43 2W2R 3975 5466 5466 3975 0.21 079 34:_17` 103.03 -- 2GRIDB 56.68 2WBL 28.12 22.96 22.96 28.12 2WBR 17.94 16.21 16.21 1794 0.61 041 201;pp68.31 - 2GRIDH 9892 2WHL 29.25 3812 38.12 29.25 -- - -- -- 1 00 0.00 14:83, 50 66 48. - Yes I=�23SkSa [B%s's 2GRID75 56.55 2W75R 32.39 4147 4147 32.39 0 00 1 00 50:80 10417 -- -- 2GRID85 48.58 2W85L 20.97 39.24 39.24 20.97 -- -- 1.00 000 = 15:00= 5123 -- -- 2GRIDD 619 -- - - -- - 000 1 00 - 68,67' 23451 -- 2GRIDES 118 53 -- - - -- 2WE5R 79.91 101 95 101 95 79.91 0.00 1.00 68:67 23451 - 2GRID11 304.28 2W11 L 10.74 906 906 10.74 2W11 R 10.52 1756 1756 10.52 0.51 066 -45-83° 156.53 - 44.2 n/a 2.05 (2)#5 74 2GRIDE1 52.38 -- -- - - - 2WE1R 2777 41 94 41 94 2777 000 100 3;#:00' 105.87 - - 2GRID12 61.29 2W12L 2915 3313 3313 29.15 2W1 2R 4404 68.90 68.90 4404 040 0.68 = -30-AZ�.� 10303 -- -- 2GRIDF 5349 2WFL 493 5.73 573 493 2WFR 1558 30.80 3080 1558 0.24 084 = 12`1+? 4155 -- 3.5 Yes MWE 77 �� ":ate -- 2GRIDE2 4496 - - - -- 2WE2R 12.81 1633 16.33 12.81 000 100 f .K:g 7 33 01 11.9 Yes i 2GRID15 8397 2W15L 58.24 6650 66.50 58.24 2W15R 1515 18.46 18.46 15.15 079 0.22 <3017 10303 -- 2GRIDA 28.31 - -- -- -- 2WAR 8.59 571 571 8.59 000 100 9:67' `" 3301 2GRID4 52.63 2W4L 1 15.32 23.35 2335 1532 2W4R 21.90 32.60 32.60 2190 1 042 059 _ 9,17 _ 38.14 boV*4 COAwl kMau ATr- 3 277 I Design Sheet ' MAGNUSSON KLEMENCIC _ ASSOCIATES ■ Structural+Civil Engineers 1 PROJECT er '2I — X115 SHEET I LOCATION CLIENT DATE 5 (/ 101 BV �liTl�n rb►�c1Yvt�;Yrrt -b� ��r< p-�'R���j �2 r. �DII�'(�'�(�rlt �i1-1�- CAT�GtT� C ONS �(r� �� WfrLt� C,t�1SIC�� lN1TfPct.t.�} 9,, Nall J 1�1I Vrj tjY Ce T�aPhra�� eta wt WYJt�� A�tN� �-�� ►. t ��i�ptt� boAttt cr Oft wkw) A" Qta5 01115 * 400 rl WI-E A > x CZ waw Wiwi = 3� Thy AoV LE = A ry 1I!\f I f �elw-.A--Ove 6 �USP� �oa� C�ht�lr,�hOv1 4W ItIA nlaYIMIOA VA, J Y 12 41l1& IJ��► �� = -A �•1, tl�l1 i �F V�plc�y��l�y�(,y1.`1' I � � gbf,JD J Jv,ovr �Vc1+dPnlr?.Jv�,�.�} mWmKm 1vr,rd.� A, Y f I� � 9 .cw6 ��- /jti� �►�w + ��� a w� = ��n �-- � ,�{ x � � �w�(f 279 SNE;i'- f' ' ,&7t*-- PF-QutfVb old j6(t4-r me PCC Shear Collector Bearn Reference Grid 7 5 (Lr-vIE7L '3 Date 5/12/2009 Engineer AGM Design Forces Summary of Results Mu.x 212 1 kp-,t Mu. 0 kip-ft Flexure(major axis) is okay Pu" 172 kips Flexure(minor axis) is okay Lb.x 180 inches Compression is is okay Lb,y(for axial only) 180 inches Combined Forces are okay (negative for compression,+for tension) Trial Beam/Column Size phi-Mn,x 322 kip-ft phi-Mn,y 59 phi-Pn compression 242 kips W24x62 phi-Pn tension 819 kips Interaction 0.796 Mu,y/phi-Mn,y 000 Input Parameters Mu,x/phi-Mn,x 0.66 iPu/phi-Pn 0.210 E 29000 ksi Fyw 50 ksi Fr 10 ksi G 11200 ksi Cb 1 Deflection Check (assumes simple supports) phi-flexure 09 major axis D+L phi-compression 1 091 w= klf phi-tension 0 9 Deflection= 0 00 inches k-comp1 Udeflection= #DIV/0! k-flex i Calculated Parameters rx:_. ix: _..._. .. 155(}!h.^9. laaibitaIS '1.,72 �524Gi kior;E Mi✓r';' .. - :4292 kip.iCl,._. Mri' —358,.ki. ... P 3`- 2fi9 kips; 4 Beam/Column Design 280 PCC Shear Collector Beam MIA '� Reference Grid 7 5 Date 5/7/2009 M" 11 D t I b L o 4&0 (G Engineer AGM Mp - Sti � 4 ' M , tizy k Design Forces 1 Z 0 5 f' Summary of Results M U,1.20+ o.41, Mu.x 5 8 kip-ft Mu; 0 k: -ft Flexure(maior axis) is okpy Pu' -68.8 kips Flexure(minor axis, is okay Lb,x -� Compress.on is is okay Lb,y(for axial only) s—'--` Combined Forces are okay Lw4a( ' 40-lo (negative for compression,+for tension) Trial Beam/Column Size phi-Mn,x 496 kip-ft phi-Mn,y 59 phi-Pn compression 549 kips W24x62 phi-Pn tension 819 kips Interaction 0.840 Mu,y/phi-Mn,y 000 Input Parameters Mu,x/phi-Mn,x 078 iPu/phi-Pn 0 125 E 29000 ksi Fyw 50 ksi Fr 10 ksi G 11200 ksi Cb 1 Deflection Check (assumes simple supports) hi-flexure 09 major axis D+L phi-compression 0 9 Vr- klf phi-tension 09 Deflection= 0 00 inches k-comp 1 Udeflection= #DIV/0! k-flex 1 Calculated Parameters - bf:. .. .. . R...7:04.. .:.;::. _. d' 7 - - ......--.._ ... ........... < > .-•23:7=. .......>.. . •1:...,.-... .. _. . Y 1:71: Sx=.. 1311 in"3'q., t._.M.... 34'5 inA4 ,, ..._ tic„ 4620, .. 15.3: . . Z° 15=7 L : X58inches',. 60 X1: 1.704:925 'OQ250611` >.Vis.:.::.. IarriEda ;=; kipiri::._<.. Mi%.:.', 552 ki=ft;,...: Beam/Column Design 281 PCC Shear Collector Bearn Reference Grid 8 5 Date 5/7/2009 Engineer AGM Design Forces Summary of Results Mu.x 8= Mu, f,`t Flexure(major axis) s okay Pu' 27 S Flexure(minor axis) is okay Lb,x tle, Compression is is okay Lb y(for axial only) 80 inches Combined Forces are okay I (negative for compression +for tension) Trial Beam/Column Size phi-Mn,x 256 kip-ft phi-Mn,y 65 phi-Pn compression 480 kips W14x43 phi-Pn tension 567 kips Interaction 0.880 Mu,y/phi-Mn,y 000 Input Parameters Mu,x/phi-Mn,x 034 i Pu/ hi-Pn 0.579 E 29000 ksi Fyw 50 ksi Fr 10 ksi G 11200 ksi Cb 1 Deflection Check (assumes simple supports) phi-flexure 0.9 major axis D+L phi-compression 0.9 w= klf phi-tension 09 Deflection= 0 00 inches k-comp 1 Udeflection= #DIV/0! k-flex 1 Calculated Parameters A — 12:(3 i;,12,,. of d . .. .. ..?3.-r 8x" 62E3 (�^3... !. .. .. .45.'? W4 . .. .. ._ " ... ,, 189 :.... ' 82 x;.... .. 428 ;WN4........ Cyr 1951) ..e .,.. Zz: £96r..... Lo; 80 inches L. ., 219 .. . X?. '2326.208 X2 IE kt /. 48 tariabcia .. O C'� , 3480 kip,-iris- 1306 ki in'- �; 42 ksi: -284 kip-ft. . .......- ._...-...... -�a4 kips.. ...: Beam/Column Design 282 PCC Shear Collector Beam Reference Roof Grid 2 Date 5/12/2009 Engineer AGM Design Forces Summary of Results Mu.x 167 kip--1 .+ Mu,y 0 kip-ft Flexure(major axis) is okay Pu' 29.25 kis Flexure(minor axis) is okay Lb.x 108 inches Compression is is okay Lb y(for axial only) 108 inches Combined Forces are okay (negative for compression-+for tension) Trial Beam/Column Size phi-Mn,x 172 kip-ft phi-Mn,y 43 phi-Pn compression 324 kips W 12x35 phi-Pn tension 4635 kips Interaction 0.142 Mu,y/phi-Mn,y 000 Input Parameters Mu,x/phi-Mn,x 010 Pu/ hi-Pn 0 090 E 29000 ksi Fyw 50 ksi Fr 10 ksi G 11200 ksi Cb 1 Deflection Check (assumes simple supports) phi-flexure _09- major axis D+L hi-compression 0.9 w= kit phi-tension 09 Deflection= 0.00 inches k-comp 1 Udeflection= #DIV/0! k-flex 1 Calculated Parameters A�, .. 0,3 iri"2 bf. 6.56 d;". r 45:6 inn 24;5 iii 4',. 5. 5 Iz:.. .285 iWIA' . .. r, ;5.25 Cw. _ 879 Z* = 51.2 2 1;1 5 65 inches U' ... 182 X1_ . '2425:525 - X2, fl300433,3 ., kiictrz 21 Y�0 . — .. lambdaC?.93; MO_ :. ." 2560 k il,in.:.. .. P9i 1.824 ki`-iii..,.. Mor.... 4227 kiOin...::" Far - Phh' 359 kips;_ Beam/Column Design 283 PCC Shear Collector Bearn Reference Roof Grid A Date 5/12/2009 Engineer AGM Design Forces Summary of Results Mu.x 41 1 kip Mu; 0 kip-ft Flexure(major axis} is okay Pu' 194 5 kips Flexure(minor axis) is okay Lb,x 180 inches Compression is is okay Lb,y(for axial only) 180 inches Combined Forces are okay (negative for compression.+ for tension) Trial Beam/Column Size phi-Mn,x 208 kip-ft phi-Mn,y 65 phi-Pn compression 292 kips W14x43 phi-Pn tension 567 kips Interaction 0.841 Mu,y/phi-Mn,y 0.00 Input Parameters Mu,x/phi-Mn,x 0.20 Pu/ hi-Pn 0.666 E 29000 ksi Fyw 50 ksi Fr 10 ksi G 11200 ksi Cb 1 Deflection Check (assumes simple supports) phi-flexure 09 major axis D+L phi-compression 09 W= klf phi-tension 09 Deflection= 0 00 inches k-compi Udeflection= #DIV/0! k-flex 1 Calculated Parameters tl' Sz`: 62":6.16X35 -4.5:2 !n;'`4 .... riff_ 5.82 i428 in^4"' tk 5:82 Cw" `.1950 69:6 Zf C :89 iriChes-_'.v Lr. " 2,,19'.`.:". ..'2326 208 t.- X2 0 00489 farrrbda;. _ 1:26 Mi;!:' .._7.7 .-3480 ._ _ Mri1 k_..'ft IP Beam/Column Design 284 PCC Shear Collector Beam Reference Roof Grid 4 Date 5/12/2009 Engineer AGM Design Forces Summary of Results Mu.x 129.2 kip-ft Mu;v 0 kip. -ft Flexure(major axis) is okay Pu' 139.25 kips Flexure(minor axis) is okay Lb,x 124 inches Compression is is okay Lb y(for axial only) 124 inches Combined Forces are okay (negative for compression,+for tension) Trial Beam/Column Size phi-Mn,x 265 kip-ft phi-Mn,y 44 phi-Pn compression 309 kips W18x46 phi-Pn tension 607.5 kips Interaction 4.883 Mu,y/phi-Mn,y 000 Input Parameters Mu,x/phi-Mn,x 049 1Pu/phi-Pn 0 450 E 29000 ksi Fyw 50 ksi Fr 10 ksi G 11200 ksi Cb 1 Deflection Check (assumes simple supports) phi-flexure 09 major axis D+L phi-compression 09 w= klf phi-tension 09 Deflection= 0.00 inches k-comp1 L/deflection= #DIV/0! k-flex 1 Calculated Parameters J. ..... _.. -J.22 :. ... 22:5 fi A4,--- 1 4,--1 29 . .._ '•.7.,x12 {n"4 ,_....: rk .... 7.25 Cri ' 172(} zz Z ..,.r. ..,,. ...__, .. ...,.-..-..11:7_..... L" 55 iticties:.: x1, klz/iX. 7. kt L 96 fVlr:: :3:152 Ri""'iii" Mcr= A368 kip,ih..". Pr=. Beam/Column Design 285 PCC Shear Collector Beam Reference Grid B (kOOOP) Date 5/12/2009 Engineer AGM Design Forces Summary of Results Mu.x ry 5 kip Mu'y k p-ft Flexure(major axis) is ckay Pu' 75.25 kips Flexure(minor axis is ;kay Lb.x u0 inches Compressions is okay Lb y(for axial only) 180 inches Combined Forces are okay (negative for compression.+for tension) Trial Beam/Column Size phi-Mn,x 208 kip-ft phi-Mn,y 65 phi-Pn compression 292 kips lN14x43 phi-Pn tension 567 kips Interaction 0.691 Mu,y/phi-Mn,y 0.00 Input Parameters Mu,x/phi-Mn,x 049 Pu/phi-Pn 0.258 E 29000 ksi Fyw 50 ksi Fr 10 ksi G 11200 ksi Cb 1 Deflection Check (assumes simple supports) hi-flexure 09, major axis D+L hi-compression 09 w= klf hi-tension 0 9 Deflection= 0.00 inches k-comp1 Udeflection= #DIV/0! k-flex 1 Calculated Parameters A2:6 in^2" of s -_.. -..�.. A .I: :G.) SX. 62,6 in^3`... . lyr 452in,�4: 89, .... . rx........ .... . . 5u 82 Cau Z,. - 17'I Lp, 8G inches,, Lf _ 2 c, .. .... X1i 2326.208 X2 .,,,... 0:GG4gcF:.. klzlrz.....- 31; lahibda:.. 34K kip_ih....... Mr 2504.kipjn Fcr' 2E, ksi' Mri. 232 kib ft..`.. Beam/Column Design 286 PCC Shear Collector Beam Reference Grid B L coog Date 5/12/2009 Engineer AGM Design Forces Summary of Results Mu.x 0 33 kip �.. Mu y ^ kip ft Flexure(major axis) is okay Pu' 75.25 kips Flexure(minor axis) is okay Lb,x 120 inches Compression is is okay Lb,y(for axial only) 120 inches Combined Forces are okay (negative for compression,+for tension) Trial Beam/Column Size phi-Mn,x 240 kip-ft 1phi-Mn,y 65 phi-Pn compression 422 kips W14x43 phi-Pn tension 567 kips Interaction 0.090 Mu,y/phi-Mn,y 000 Input Parameters Mu,x/phi-Mn,x 000 E 29000 ksi Pu/ hi-Pn 0178 Fyw 50 ksi Fr 10 ksi G 11200 ksi Cb 1 Deflection Check (assumes simple supports) phi-flexure 09 major axis D+L phi-compression 0.9 w= klf phi-tension 09 Deflection= 0 00 inches k-comp 1 Udeflection= #DIV/0! k-flex 1 Calculated Parameters 1.2:6 ir)^2.-_.... ;13:7 _'.>.... rx: Ix, ..........' 428 Y&4, rk.. ... " =5;82 w......._..... £w• w.... IL' z... 69$ 17:3 ° i.$0 in_ches :..... ir'. . `219 X.i_....;. •:2326:208 . O:i10489 klzlrz kt.l E3 lambda'. ...':0184: M .. 34$0 k0in:—: Mr ,.:.2544 ki'-ii%;..':. Ec% .37 Mii' P ... ..... ....... Y...46��ki'o - Beam/Column Design 287 PCC Shear Collector Beam Reference Roof Grid I-i Right Date 5/12/2009 Engineer AGM Design Forces Summary of Results Mu,x 126 6 kip " Mu.Y a kip-ft Flexure(ma or axis) is okay Pu' 200 5 kips Flexure(minor axis) is okay Lb,x 1zJ inches Compression is is okay Lb y(for axial only) 124 inches Combined Forces are okay (negative for compression.+for tension) Trial Beam/Column Size phi-Mn,x 301 kip-ft phi-Mn,y 61 phi-Pn compression 436 kips 1N16x50 phi-Pn tension 661 5 kips Interaction 0.834 Mu,y/phi-Mn,y 0.00 Input Parameters Mu,x/phi-Mn,x 0.42 Pu/phi-Pn 0 460 E 29000 ksi F w 50 ksi Fr 10 ksi G 11200 ksi Cb 1 Deflection Check (assumes simple supports) hi-flexure 09 major axis D+L phi-compression 091 w= klf hi-tension 0 9 Deflection= 0 00 inches k-comp1 Udeflection= #DIV/0! k-flex t Calculated Parameters -, - A' '1.4.7 in"2 _. --- 6- ... 16:3 5X• "8;i ir; 3 37 ? jnT4 4... . Ix _... 559 ini 4- Cvz 227;G i9Z 16: LO :67 inches- Ur nches..Ur ,1$9 ,. xa.... 2336:352 X2' 4.005526 kbdrx 7r . AJIp 4504 ki':in_ Mr :':3244 For ...;.... ,.;33-ksi:. P.�. .. _... .. .. _... 4$5 kips-.,. . . ° Beam/Column Design 288 PCC Shear Collector Beam Reference Roof Grid 7 5 Date 5/12/2009 Engineer AGM Design Forces Summary of Results Mu,x 39.5 k p-ft MU:y 0 k p-ft Rexure(maior axis) is okay Pu' 113 kips Flexure(minor axis) is okay Lb,x 480 inches Compression is is okay Lb,y(for axial only) 480 inches Combined Forces are okay (negative for compression,+for tension) Trial Beam/Column Size phi-Mn,x 222 kip-ft phi-Mn,y 158 phi-Pn compression 149 kips W18x76 phi-Pn tension 1003.5 kips Interaction 0.917 Mu,y/phi-Mn,y 0.00 Input Parameters Mu,x/phi-Mn,x 018 Pu/phi-Pn 0 759 E 29000 ksi Fyw 50 ksi Fr 10 ksi G 11200 ksi Cb 1 Deflection Check (assumes simple supports) phi-flexure 09 major axis D+L phi-compression 09 w= kif phi-tension 09 Deflection= 0 00 inches k-cornp Udeflection= #DIV/0! k-flex 1 Calculated Parameters _.._ . .. . . .. ... ... .< _.. ..22:3 in^2-.•'. bf, 1A. 1< .. . 1. 152 in" I—V 42.2 > _ZT<,8:39 X2; WM6533, kiz/rX 50 M.,iii Mrn,:,. ..,... ._ ..__.... 584 kip W- 7 ksi:;,',' Mii kips- Beam/Column Design 289 PCC Shear Collector Bearn Reference Roof Grid 8 5 Date 5/12/2009 Engineer AGM Design Forces Summary of Results Mu,x 0 1 kip Mu, 0 k,.-ft Flexure(major axis) is okay Pu' 55,5 kips Flexure(minor axis; is okay Lb,x 52 inches Compression is is okay Lb,y(for axial only) 52 inches Combined Forces are okay (negative for compression.+ For tension) Trial Beam/Column Size phi-Mn,x 192 kip-ft phi-Mn,y 43 phi-Pn compression 426 kips W12x35 phi-Pn tension 463.5 kips Interaction 0.066 Mu,y/phi-Mn,y 0.00 Input Parameters Mu,x/phi-Mn,x 0.00 Pu/ hi-Pn 0131 E 29000 ksi Fyw 50 ksi Fr 10 ksi G 11200 ksi Cb 1 Deflection Check (assumes simple supports) phi-flexure 0 9 major axis D+L hi-compression 09 vr= klf phi-tension 0 9 Deflection= 0.00 inches k-comp i 1 Udeflection= #DIV/0! k-flex 1 Calculated Parameters A. , .. .. 10-9 ih"2.. bf 6 5(i d 12:5'. :.....,. J''... 'Y74T Sx. ...,...- ..._ :45:6 iii^3:. g24 inA4:"... .... •1:54 ry - ..... . Ix, ...24t DL, lti .. . _ , trl_tt=... rx r 5 2F Zx z . 1t,5i 55 inches: X" K2_.... -0.0,04333 klx/iz 10 1a61bda:. . 0,45 Mn' 7.-- 60 ki `in:: :1.824'ki irt:..... . . 1.6''65 kip im.. ksi: Mn'a_... .. •. :233 ki ft...'. Beam/Column Design 290 PCC Shear Collector Beam Reference Roof Grid 8 5 Left Date 5/12/2009 Engineer AGM Design Forces Summary of Results Mu.x 497 kip ft �. Muy 0 kip-ft Flexure(ma/or axis) is okay Pu' 5575 kips Flexure(minor axis) is okay Lb,x 360 inches Compression is is okay Lb,y(for axial only) 180 inches Combined Forces are okav (negative for compression,+for tension) Trial Beam/Column Size phi-Mn,x 68 kip-ft phi-Mn,y 48 phi-Pn compression 203 kips W16x40 phi-Pn tension 531 kips Interaction 0.926 Mu,y/phi-Mn,y 0.00 Input Parameters Mu,x/phi-Mn,x 0.73 Pu/ hi-Pn 0.275 E 29000 ksi Fyvv 50 ksi Fr 10 ksi G 11200 ksi Cb 1 Deflection Check (assumes simple supports) hi-flexure 09 major axis D+L phi-compression 0 9 w= klf hi-tension 0.9 Deflection= 0.00 inches k-cornp Udeflection= #DIV/01 k-flex 1 Calculated Parameters A: J„ 0:79-4 Sz" „ _'6A7 in"3"> 1 2$.9 iri"4_ _.. L ....._,.....,. _.,;.. tz_ _---------.... - rX:.. .... 1730 ........'1.76 ... . .:..: 1894:043 kP%" 1;15 }ainb& ........ .. ._.. 52 M.. . ... . :...; 3650 kil kIp in... 90 ko-inMrr 75 hi ft: P;�i: • .. ... ... < � "225"kips. Beam/Column Design 291 PCC Shear Collector Beam Reference Roof Grid E1 Left Date 5/12/2009 Engineer AGM Desiqn Forces Summary of Results Mu.x G'"1'15 kip Mu, 0 kip-ft Flexure(major axis) is okay Pu' 52 5 kips Flexure(minor axis) is okay Lb,x 90 inches Compression is is okay Lb y(for axial only) '0 inches Combined Forces are okay (negative for compression.+for tension; Trial Beam/Column Size phi-Mn,x 180 kip-ft phi-Mn,y 43 phi-Pn compression 361 kips W12x35 phi-Pn tension 463.5 kips Interaction 0.073 E/phi-Pri ,y/phi-Mn,y 000 Input Parameters ,x/phi-Mn,x 000 0 145 E 29000 ksi Fyw 50 ksi Fr 10 ksi G 11200 ksi Cb 1 Deflection Check (assumes simple supports) phi-flexure 0.9 major axis D+L hi-compression 091 W= klf phi-tension 0.9 Deflection= 0 00 inches k-comp1 Udeflection= #DIV/0! k-flex 1 Calculated Parameters 10.3 in^2 '^. bf:. 6':56 d: J;. . ... 10:74"1: .... ...... . Sx 45.6 ;nA 24 5 285 , 879; 51.2' 2. Lp` :65 inches";: Lc i.8.? xv: 2425:525 X2;... . . 0:004333 Wiry k../ r. .,. -.58 ldri3bda; 07,7 .. Mp 2 6CI ki'iri Mr, .. , 1824-kip in �1cr - .5822 ki'iri•:" Fa.._ 3c•ksi, MO:.';.... . , . 200 ki `.ft , Pn,... ::. ;.. ..40.1:kips .. , Beam/Column Design 292 PCC Shear Collector Beam Reference Roof Grid E1 Right Date 5/12/2009 Engineer AGM Design Forces Summary of Results Mu.x 36 kip-if Mu,Y 0 k -ft Flexure major axis) is okay Pu' 54.5 kips Flexure(minor axis) is okay Lb,x 360 inches Compression is is okay Lb y(for axial only) '80 inches Combined Forces are okav (negative for compression.+for tension) Trial Beam/Column Size phi-Mn,x 95 kip-ft phi-Mn,y 65 phi-Pn compression 292 kips W14x43 phi-Pn tension 567 kips Interaction 0.470 E ,y/phi-Mn,y 0.00 Input Parameters ,x/phi-Mn,x 0.38 / hi-Pn 0.180 E 29000 ksi FVw 50 ksi Fr 10 ksi G 11200 ksi Cb 1 Deflection Check (assumes simple supports) phi-flexure 0.9 major axis D+L hi-compression 0.9 W= klf hi-tension 09 Deflection= 0 00 inches k-comp 1 Udeflection= #DIV/0! k-flex 1 Calculated Parameters A, ;12:6 i^^2 _ ". bf ... .. .. . . 8 . .._ , d '. 13-.7SX .. ......_ .. 1 '. . -.:.:45:2 in^.4 .•..,, rx..." :.5.82 -- ._..... zX X69:6 Z 17.3 Lp 80 inches... Lr'. 219 .. ... X1 '2326208 . ..." x2", 0.00489 :b klxtni;, .. .62 _.. kl it . 95 : 9:26 Mp..:.. :`UkI `in Mr :2504 ki `tn Ivtcr. 1263 kf,in For'. " .......26 ksi:... .. Mn .. 1"05 325'KIPS .... Beam/Column Design 293 Design Sheet MAGNUSSON KLEMENCIC ASSOCIHTES ■ Structural+Civil Engineers PROJECT ? e ��i y , }� Ol I.�iTO� t .rLli X 4�• SHEET C.L MSI ,� LOCATION WENT DATE I4 BV Ar�T✓V� CT �w t ma.y "' 40`1i r) � � SL. k'-r Cts= '7 � �f�/Ev 3� �• wKL-" W Wk>,t , 21 &V-ID �r 6r�-lb 1 15 1 CT)w''J PJ �, 6ND I1) &�o (?- " 1ST o"F-I MOVIAP-!. dol¢-t-e 't 2 T' Yet Pl 'r Y>"*,'s ��/t" Dt% ��%1/ f 7'i(J(�T i K-V I✓ t �1�5 m" I'QOVIGE �10) ' (0 W?DE= �No GoNpG�-E-r`� GpEGf�-� � EA Gr GE o rv,%1> Ao,JG ,, P-Fnrt!R-vD "P-61 ,,E �8� -0-(o Df2-As t,T r�wP Col4Jr�zmo-) (i'GhTE 5�04 OF- WILL- FWILL- Vuj vJrV4 P,Eftw tv,,T4 In, = - 2(� `�2v +�� I%oL1, of 4' --mP & e�6�, 0Z ��stxeey�+lls �l v sb�5 CIIrt,y- Ft/ATeS W2�x 612 �I t,3 G� !D r1 5� ,= 103 5 )t + {�) .= � K ��n � (I �iP2• x d v �r 2 -� I �1�2 -� � '� {� 1 �` 2 - �L�1�i � b 7 2E� � ck- 29 Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY -SZ �LEVtL;t;�) 5 6 A1 C4RfC (NODI% b - --� — -o�;e Ha /"Lq I�-r WA--L L,6 'PWRI o�i ° fir Y 1. 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I,t�✓E� Qj 4- A, )c, y/1 297 � '" ` A '✓�V J'A`N L' Design Sheet MAGNUSSON KLEMENCIC .rn. ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET 7� LOCATION CLIENT DATE 5 rl 01 BY 3 A, •G— _ --- — �fror► 3�5�- L\ �+►.� Id kph - I -,gzr, L ?I 7v �?59r �v �P ?UotJ rh I. Wti�A L+-,N& I► t JU191 15 17" At 114 29 1Vfc, (0 `i �a ti" ��� = D ��1 ° �5 0), i Design Sheet MAGNUSSON KLFMFNCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT 4a SHEET LOCATION 1 CLIENT DATE i yC),j BY AIW I y 10 Pr D o�1 A,4 = 0 °I 50 l i ( o 415 Tzovim -Cor Sr tutTON4 i LA-v,.- USIW--r WI4x�3 f F, r, A Wei D 9 f-�o 4, �i (o X C5 1 I v �orJn � 11 �—CTlo� oJlt Pi,ATF- f _ _ h e(a�e = o°t � A ►�?� —3 I o� ►��(0 5o kis j 6 AP►,� 2 I�� W4Y44 , 64 0c, o" TE: W ~p`�� — 2-V I"tL*- = (a" w1D4 oN ToP -)?I /(a - 0 �go ° -'Q(} w 1/z" pts: 6 Tof f"MTO" TOP bOTToM A& 1009r414c�naf V)eI d S MVIDE� x'12" Y (04 x IV T P DA%;� W1 A W" ANI VE 10" X 1ti" ?aPTFQM rjTr- Wf '14 Waw LtSG. 3/4 $WE. F T^G I~hl ror- �`(,P�JT PoNMIk1 Y�li%I D 2 9 9 Vbv- 1/z" FFFEji�J5 T "kf Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers I PROJECT SHEET LOCATION CLIENT DATE ! BY fib VAI �70C Y Y I I — �7 '1211 In—! %i1 Z 1"TOh/1 tA1`tt(1�i 0 CI 1�7 X S° � � 24 to~ 21 4 , V- o 9)0�v L�VF V,I i71 OC,x C 2I Y-hfE�F �'l�A(v el, J�/1 PL+-ri,�, ft*-- -1"164-:v (C4NI hi s 1�'i�> ��•? >rF�U-f •l T``�'�bk'T �(;`.E./_.L't-1��i f' P� vV 0 �2,0 s 24 my bpK ✓of°I V �o !V�, d 2� m jq n 72 I>ny > may C i O3 W.- = Pu 30 AGNUSS Design Sheet MK FMENC�IC ASSOCIATES .a Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY AW oft ID 00 V FD - Grp�-Pk M = tun - 7o 101`1 + 4 ---- + + I t +- � 7 I I(J1 Wi i i 4- + I i . i 301 Design Sheet MAGNUSSON KLEMENOC _ ASSOC It,iES ■ 4 Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY >Qy,,� = �'1 5" — Z �i � "Ifs � � �'fL �, + �lLft.> 5? 125 ir,Y �0�2- r�� b�krLE ��a 2 PL,f1�►�tz Tb ) 0 (y 1✓�A _ (� �, try i� �►? ir,Y - 2�'i 2 Q l A * + �/j 0 b t/� 6wct� ------------- + + Aft = (l /2 + 3 -Y J t O = 10 5 �j�5`- 3 (a \n1 4 + + + A, 1 0 V5r// aF t� — � � 1✓1 y \\\ .. l "��ISfotJ P�� Ahs d (10 n ' o u r,ky!d r,Ah+ = D tl # V/�4t e. W(,� 4w ct o f s s V"O/,VCA' �V, (o rl Cry (rte! �' �,�) p '15 t ass� 0o - 0 4.6 30 AGNUSS Design Sheet MK EMENC�IC ASSOCIATES ■ �~ Structural+Civil Engineers PROJECT SHEET EOCATION CLIENT DATE BY I t2 I -� IS 15 3 3 3 1St Ilk IV V k i + t + + t t 4- t t t f Corm 5oTroM �NGrE 303 Design Sheet MAGNUSSON KLLMLNCIC _ ASSOCIATES _ ■ r Structural+Civil Engineers v PROIEQp aI ew 4��It ' OR- SHEET LOCATION CLIENT DATI,51blo BY ctx cTo G,I RECTI c w a rz�i� ov�e�ir�� o�ces �5ass� 4 ►f ` r t C41p 4 W!(by I`1 �T- IriJb (o) (sRSs� N--4 \1 = (3I r 5)y + 45" = 3 03 3.zo 3.03 --� ►Jr r Pow r� i�o - 4,5 (�o , C 320 so 4 �0`1 `prykAvi fol _ 61` 30 Design Sheet MAGNUSSON KLFMENCiC Structural+Civil Engineers PROJECT Fe,-& Mft6,VC D T T ENATION WENT DATE 5 1 Z BY rely. r�/2 -t D/I ti I D ��w U��L-CS T✓��?('-* SI�c cif �f.�?'Y',1�1`��' JI9xt� � •�Iz �1Z I�w (� I * D ryltb For— 14 Wry E;� c inti i1P�Y55 YMj I°! `1 U5 � n (�'1 5- ',11v qww i�c1r-kvp�,�;!,fines;, C1t�YA�1� PE�IGrc�l ��c�- �l,c��- s►�-�- Iz�t�-Tu�� I ve I � A-1 z - 1-,�— Ch - 0 Ay b= 0.16 hT CrPIr 6 5 l�'Et' �i -OGk Sites Go"TV-ot.b t�-,ierrti ust *414 x (o 1b tea= o 415 305 W Project: PCC Humanities p Date-5115/2009 Revision Time 12:32 PM Engineer•AGM Required Weld Size for Eccentrically Loaded Weld Group Shear Collector Locations and Beams P,Per P"total Plate (SRSS) (SRSS) Amin Roof Beam H(k) V(k) (k) (k) Theta L(in) kL k aL a C (sixteenths) Comments 4GRIDB W14x43 13 1 13.0 6.5 85.6 11 4 04 4 04 3.69 1 4GRIDA W14x43 17375 6 173.9 869 88.0 11 4 04 4 04 3.69 3 4GRID4 W18x40 91 75 18 93.5 46.7 78.9 15 4 0.3 4 03 343 2 4GRIDH W16x40 169 7 1691 846 87.6 13 4 0.3 4 0.3 343 3 4GRIDH W16x50 169 13 169.5 847 856 13 4 03 4 0.3 3.43 3 4GRID75 W16x40 48 9 48.8 244 794 13 4 03 4 03 343 1 4GRID85 W12x35 1975 1 19.8 99 87 1 9 4 04 4 04 369 1 4GRID85 W16x40 1975 6.6 20.8 104 71.5 13 4 03 4 03 343 1 3rd Level 3GRID2 W14x43 12975 1 129.8 64.9 89.6 11 4 04 4 04 369 3 3GRID4 W18x130 455 101 110.8 554 243 15 4 03 4 0.3 288 2 3GRID75 W21 x73 258.75 49 2633 131 7 79.3 18 4 0.2 4 0.2 3.18 4 Weld Size Controls Typical Detail 3GRID85 W14x43 173.5 4 1735 86.8 887 11 4 04 4 04 3.69 3 3GRID11 W16x40 645 388 753 376 590 13 4 03 5 04 294 2 3GRID15 W16x40 213 1 2130 106.5 897 13 4 03 4 03 343 4 Weld Size Controls Typical Detail 2nd Level Witev511 2GRID11 VVY.14 e 110.5 26 1135 111 5 768 11 4 04 4 04 369 4 Dmin,max= 4 Overstrenglh factor 2.5 Included Project:P� 'nanities Date 5/15/2009 Revision Time 12.30 PM Engineer AGM Block Shear Capacity of Beam and Weld Groups Weld Len the T-e-rFic—aTU Horizontal Roof Beam H(k) V(k) D(sixteenths) (in) w(in) tw(in) Agv Ant Rn phi"Rn phi`Rn/H Comments 4GRIDB W14x43 13 1 4 § : 0 105 2.44 3.36 291 218 1680 y£$'�°.j Y'` y 4GRIDA W14x43 17375 6 4 7 _., #, 1„1,- v X24 -; 0 305 2.44 3.36 291 218 1.26 4GRID4 W18x40 91 75 18 4 ,t r 4GRIDH W16x40 169 7 4 a 1 ` V. ,� 0'31 2.52 4 73 383 287 3 13 V,r ,.; 0 305 2.44 397 331 248 1 47 4GRIDH W16x50 169 13 4 "; q 0 380 304 494 412 309 1 83 4GRID75 W16x40 48 9 4 4” s'. 0 305 244 3.97 331 248 5 17 4GRID85 W12x35 1975 1 43 :., ;° , , ,x. ,s. rt <7•; 0 300 240 270 248 186 940 4GRID85 W16x40 1975 7 4 ( ? 0:i05 2.44 397 331 248 12.57 3rd Level 3GRID2 W 14x43 12975 1 4 �'" " 4,' 0 305 2.44 336 291 218 1 68 3GRID4 W18x130 455 101 4 a• ., qY. 0 670 5.36 1005 814 611 1342 ni., 3GRID75 W2103 25875 49 41 r4 .,* 0 455 364 8 19 642 481 1 86 3GRID85 W14x43 173.5 4 4 4 � 0 30'' 2.44 336 291 218 1.26 3GRID11 W16x40 645 388 4 � . r �31 m 0.30. 2.44 397 331 248 385 3GRID15 W16x40 213 1 4 0 ,05 2.44 397 331 248 1 17 2nd Level W 1"*'a'� 0 2GRID1143 110.5 26 4at, ate,. "A. 2.44 458 371 278 2.52 Overstrength factor 2.5 Included 1 W O J W Project: PCC-Humanities p Date 5/15/2009 00 Revision Time 12 32 PM Engineer AGM Web Area Roof Beam H(k) V(k) tw(in) h,plate Capacity Comments 4GRIDB W14x43 13 1 0"15 11 151 0 4GRIDA W14x43 17375 6 (--3 ') 11 2281 Full Beam Depth Used-Axial load will spread through depth of beam along the length of longitudinal welds. 4GRID4 W1 8x40 91 75 18 0'I 1.i 15 2126 4GRIDH W16x50 169 7 0 380 13 222.3 4GRIDH W16x40 169 13 0 ,115 13 1784 4GRID75 W16x40 48 9 0 '5 13 1784 4GRID85 W12x35 1975 1 0 '0 9 121 5 4GRID85 W16x40 1975 7 0 1V 13 1784 3rd Level 3GRID2 W14x43 12975 1 0305 11 151 0 3GRID4 W18x130 45.5 101 0.670 15 452.3 3GRID75 W21 x73 25875 49 0 455 18 368.6 3GRID85 W14x43 1735 4 0 415 11 2558 Full Beam Depth Used;Axial load will spread through depth of beam along the length of longitudinal welds. 3GRID11 W16x40 645 388 i,3 13 1784 3GRID15 W16x40 213 1 0 13 2237 Full Beam Depth Used-Axial load will spread through depth of beam along the length of longitudinal welds 2nd Level 4'3i6v5 C,»f 2GRID11 1105 26 "',•. 11 151 0 Design Sheet MAGNUSSON KLEMENCIC ASSOC IPTES ■ ' Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE O BY r M��I� Fri� t i_i tee'° 2 �nrJ 1 I1- i c� �" i ' 4A ,y 0,71 its TSI'71OII t 3?P����. �n �sL�t � '�� '('7h(tn�(�v�ik�n}`:�� f!�- � �`��•�'?�`' ('J;Q o �-�- lt:ai4t� Vk,P-1Pk,5;,;t*4- F+V1�li�R) v frs� tf r, r b:,,. 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SHEET LOCATION �f, CLIENT DATE �'t�o��{►7� Tir. �1-tM, P; P-r G- Yo ��,1�,T f.kT Fty �cl )XlViP1 � <L�G -. 5T JET�rh. tofr� _ w 0 5�t toy y I r(In to 1 o) ��C�Yt- yT��j� l�F �t►�+bR- ifJ T�aSLc�I 0 15 �D�- TG�.�tor•I F�'t;t.lc��Tui. �� S�f� �`�t _ `�j'1 (r� � �"eco = ��r� 6 ,h + IJ t ! 1 11 0 n� w 4 o.q54A ► ayic�w �ujd '9 X 0 15 J � I I V1, 'k 0 44 q- [e c:5 �� �o (p "'� w = � an�S mi nISI USS -fiili�ll" Dr f`'��G I rJ �WV— -To rfe�4•rJ Yf > .`5 (00 'ot x '5 T AT = Ir �5 `Jn - 0'15 A� �,�, v�, a1► w = p.�5 A,, (pp ;c.,r x�5 AV, _ 0111 31 Design Sheet MKLE[vIFNC�IC _ ASSOCIATES _ ■�� Structural+Civil Engineers PROJECT SHEET v LOCATION CLIENT DATE BY P/� i'VtE�WkT �iiR-� 'GTt}4 ��- kr�ct=�R- I►�l T�oN MI5 >'X T<!�j y � '���� x(0 47 �x� y � i �7 `t- oil- -If k- �Ifip v T*"14 . 5000 Kt j = 45 9 D T co,-ih��t'i t���IGIAT �jl iN� �J n'iltJ I /i + 411 [ r�z N � b-- -- -- - OF ---- of VWW 315 Design Sheet MAGNUSSON KEEMENCIC ASSOCIATES Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE n� BY &w� V�'Tl��t/ ��R-G�iolJ �T [�'n'v�► CV�-T Co���0►��rl� a= ►��N� l,�K� Irl ��ii-r�J �('A= ))t1 Ao-tr " '- *' ( bf - tw) 14 y� �E� rvl , �O f - � o` , �,j 0-05 pn. i' 31 Design Sheet MAGNUSSON KLE MENCIC ASSOCIATES ■� Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY 3 \N 14 4,t,� 4- i arr 317 Design Sheet MAGNUSSON KLEMFNCIC _ ASSOCIATES " _ ■ � Structural+Civil Engineers PROJECT �j A SHEET I GL M.;X er[UI 6 Cad I� Ar I LOCATION CLIENT DATE 5 '2 f) BY 3 14 12q ZoWIA WI�x�3 i (! C �VIJr Gtt�'h7iE L�, �� L/oA-P A{la�.ae = 0 ');) Q 11 F, 7k , (Ing �►�)� _ o �00 10lI VvitIe- 1 n72 SIY-leemft 5 /4 wt-�.;~ ou- � t D q PW A FI;)te, 313 (I► i g� w) I 0 Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES ■ r Structural+Civil Engineers l PROJECT SHEET LOCATION CLIENT DATE BY yJ �{' Nl P SIDS ! ID Wh V ' GiT�Nr�r fI-� b1= STu� l t�1 ,Sl�le-/ Ase jvj, -To-rA I, 044 Cos X0`15, ' ' Ifl mV-4t" PE�P- tl h-rte — -- d-`�.-- -- -- {z d d a Tec (( ft VL 1.0 CSI = ISI 5 V- (GUSP/y Te" -,k-m(, 't-s 0 l p;W T' ,- p,1-rAbth� 7o wk", s _ 4 rl � S � Ca y� = li ;1 �wc�Crrsc 5(C, y = 5�� inro v /r9115 M" v 1 81 �$�ry��so5�G�7 lal X73 �h = I�10(ov2 cats CaI - �� '�cOv 319 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers J PROJECT SHEET LOCATION (TIENT DATE BY 7j pV1D� At lc ZDWWV1T fz0 C.oP CC-�7� amour 9TO�N&r4 S1 V Caz � i✓aZ ¢ I5 Cor9Deizeo MNFOQ[.eft-T-,1T I'vIVST 3L g1`%a r4M UMTf, "lGkV— LV'r' qq" F- - C oO T`-0V- y k�IO'15,r 095#fo k In A La BPIZi oU!G� �� Y, ` (P P N` OVM ! RVOk0., Dt►- -r;i% AT -1 y Qo-r D\Iov&o+ 5l� 3 0 V�RI�L ��fJ� f�GC�y teTTF r-vIt- �e° _ o Y w � v f5xi3 32 Design Sheet MAGNUSSON KLEMENCC _ ASSOC I,vTES Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT EIATE 5 Qq BY A 3 pX uo� = 0 dSDS I Px o. 4o Psl= _ 15 14 �sF fix v Try 4 420 0~ {=UOt PF ✓1 I O1 } 'r, I ���,�� = 0 5�- k-1� mon!C-� Cx�t� Q_._._� Cx�►� � - CX,Y PrrWrV � "T fit- 13M I,-ocA1ivfJS 321 C N ®, iv w jy N 'Al 9t i Q V4 0 I l it ! /! 0-- 322 322 2 30.d n 5/12/2009 5.12:22 PM Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES -� ■ ^` Structural+Civil Engineers PROJECT SHEET 3 LOCATION CLIENT DATE BY S f�l�M i�Pi�� � �oar- ;Nrta �I r�fte fk�Grv✓► r1 1> h-0TA J 1(Xj I �E J Y U`t `�y J - (a goo 11-,*?ft--V,G�x s r A-tktom j ,JL= L11°o '� > V,, I LI' � � A, Erg- Gr __Uff0 ITS RE-W To CWJ �JALA, 5 KoM NDN c"osrrr-- _��_ do . �� terns tick �atJG� G�ir� Er 323 Design Sheet MAGNUSSON KLEMENCIC ASSnCIATES ■ Structural+Civil Engineers .I PROJECT M er 1 p� SHEET LOCATION CLIENT DATE .� of BY I -Tb Gfi��� bar laKc> i {; 10 Sid GuL �L'C� C (rC �T P<DDED C��FiY��n1 Pk - 0 ti k P,r 'PIAS ttAy j v I o * 3 41-2 v t� - 1;5 1 I [P V AT DIkHP kkM GSA-M-I`{ 3 415 k l�+ * 2 si r &T kvPet, $e"Amn, -W-Cr bCkD h — 7-4) 4- 1� 41� ti 1� W>b Pow pl,= I q 5 J1- S►�grR- GvLL��7o� �T ���% 15 M120 *0yy — wl,bx 4o oy- L s - o b;-t 5F!�R Vz C.oW.�Td� &otlD 5 olL 32 Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES ■ Structural+Civil Engineers r PROJECT p SHEET i LOCATION CLIENT DATE BY Eq, 5 Cjf-I T.> 15 c,tr - u u,,tvrol- ca--Nj r--7-Ti aj cotm l F1, = 51 1 w- = 51 1 4- x 2 5 = Iib k P2D�1C i s`T1 � - �a�Tf,-T Cowmo , fCl VGirl VVI TOF FtkTV4-a� Wlbx4a = 0-r7 � 11/�!IJ7t J- 41 - 0 2�" - 2(9 �� r fPY FLftT ti ► �f v4)7,-14o _ v�►�r►I L x¢o ,,= v 1-1,r�i M` thy/ w a ` V22 STl Ff ply�S DIS e1� U= I � v - 2'1 ►� w� I- + � k � I J C/ --= FST W I l7Y d-O sig" i C� oo - G��t�FfV-IGAtit WkT�� >30e,T 6f,�FS =C rr, ADV- I4OP-P047A-1-- Vbf-W -Pt,- QV k- } A0-1) , c 01.1 SPA2iI�Gr Fk= (e5 10Z Vim Ikf-IING; Cft,?kGMj ON WEb cp1�-n 0z205 *1021 tvt - 3t I Ori 1/2✓ PLPTECGiz- � 325 Design Sheet MAGNUSSON KLEMENCIC _ ASSOC I4TES _ ■ Structural+Civil Engineers PROJECT SHEET 2 LOCATION CLIENT DATE BY 5 �Dle- �tiT Grf-�Gt I° + � �I> L FDS tzzzwTT✓cG+t LA La mD f--C�eburs = 5 17 + + f t -blOc�- I 4V o. I + + + t + t IA 3 3 Cnl.II�E(.C t7N t-t-kTe-7 �L _ rg 1 A�q = y -�2 'la V yy % 62 in' II � = (,,2 4 Ia 2 5 4� �' 0 ` Ifo In' Ant = 1� � IZ— �*� lSi i �fl�� �3 = 4 m� Q ht - 3 (a04�tnL— 2.5 � C7/g+ lty I � 'SOS�= 2 35 In'� A,V = �% `�v— (9/$°+'�S Y ��J~ in'i Aho l (v my - 15 (7�8 � //X �1p5 = o b5 Ijo- F l' I V-n{ D Lr, AnV +abs D (aF.knd AoA- G U 4 Vo K * 1-tn" 4- ( AF' ,, * fav 0 f * U6 k D. �nz 4- lP5 r 1- Z 35 ,n✓ = lj t � -,— t = 165ak �— I c i v Ay„ +W �v A„-k- o ASV + Lv�s = 0 h 4- Vel 4 ;v f = D (� .56 I�r ,� l to ��' + Vs. Uo rl �- F-ovlPe \Wb X4t) vwl� c,1qt�,v' a�, cDL ul.Al, Wi C5> 32 Project PCC Maier Hall Reference j Level 3 Grid 15 5/20/2009 Beam ID _ _ W.18x4O �~ Beam Properties _ _ Ag ----- 118 Connection Plate I— Aw 5 479 depth 11' i _ tf I thickness Q;5Q(3 _ bf 0 5256 02 conn vert. eccentricity 3 tw 0 315 0 315 ubraced length 4:75 d 179 I T 179 _ Connection Forces Ru, hor 128 Bolt Strength Check Ru, vert 4QA no of bolts 5t Ru(SRSS) 134 Governing Bolt Strength 27 1 resultant angle from hor16.8 Req'd no of bolts for strength 5 0 okay � Y Vert shear Bolt Strength consider Bolt Geometry__) Ecc 14173 okay Bolt Diameter tJ"8?5 Direct Bolt Strength �i 135 5 okay Bolt Shear Capacity 271 kips Bolt Bearing Capacity 102:kip/inch thickness Edge Dist__ t:5 Beam Block Shear Row Spacing 3: Agt 4.11 column Spacing _ 3 — Agv 0 711 No of Bolt columns1 _ Ant No of bolt rows 5; Anv 3.29 55 'C' for ecc bolt Group 5:23 FuAnt —�- 2103 96 'C' for SRSS or vert Rnly 0 6FuAnv _ 2150 Beam Block Shear 177 okay General Parameters ksi Connection Plate Block Shear bending phi factor f3:9"ksi compression phi factor -0:85"ksi Agt —550 shear phi factor QsTS Agv — 0 E 29 Ant _ 300 FY 5fl" Anv 55 Fu 65 Connection Plate Block Shear 30713 okay fCheck Connection Plate _ Stren th 'assumes 2' edge distance Mu 121.50 kip-in Pu _ 128.00 kips Sx 1008 in^3 phi-Mn 45375 kip/in I lambda 007 r 0 14 Fcr 49 90 I PhiPn --F233.29 1 327 Design Sheet MAGNUSSON KLEMENCIC _ ,aS.,OCIATE S ■ Structurol+Civil Engineers 1 PROJECT SHEET EOCATION CLIENT DATE BY iz �C C f�oy- \N" -rn ftkfe Art CDL-R mtA -FIA = I3� w 15� +k = 112gzD r FDF vov?,Lv ,F4at, Lit �-/ 3 I s1XIM4 ,E VsE Ela- W5,!> ck—th-- G01,m l A A m at ,q � A�caAv C ASI T� Yk= 1 Zt ir p 1 ��, A � x 4,5 Gv�gr�ls ok U � C ��T� � P�CIIkV L%At'Pti1T�( 6W IP 0,-�) kpt�'I-ra-4w 'DR-kr F-eA-w+ Co�NI' ,aJ 2 v x- 4vo - IL 4j '7 ILF�, AI'lale 0 q 50 1,,,, �PI q` ,n, Q I2- c ►�✓�Lt la/fTJ M Wpi> VtA-TEy;. uj vt-(�:,VG 1a vim SE 3 ; c Ia (k�i& 6T—cif —kw e u,e✓!hr E G`1 = r 5 r�° = ►� 5 b !w kL�Y �7 V/ l 15/!ll) /iy�/ y _ 21,�y 328 �m - o °� F , bd'/� o °� 4 Bio /im` * �► j C'c + 8�� M^/rq `� �/IZt� E�[G 7 5 k rh/� �� # �/� = o 4 j Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural+Civil Engineers r PROJECT SHEET LOCATION CLIENT DATE BY 5 A�� Ahs Ary - ! 22 In" � � x ��f�`� .•'l�`f x %x�5� — ( b'1 In'� ��h = 0 q5 0 (p O q5 (010��Ajv + 1%-An�� �I.AfiPi A I �15 I,4 i bq r7 m" — i, *- (7/$v + As -� ,t`�r / iE �l�Et� (�/FI Ih✓ q = a 10)15 in" r7\ D15 0 (o +50k1 4-01375wh 41 x X25 �3 ti, o r Lj i r , �E,nrte �thE,�t� 329 STRUCTURAL CALCULATIONS Permit Submittal Volume 1 Maier Hall Peninsula Community College Port Angeles, Washington Ps pG J X534 oNAL f June 16, 2009 MAGNUSSON KLEMENCIC ASSOCIATES Structural t Civil Enrgareer- 1301 Fifth M Suite 3200 Seattle Washington 98101 2699 F�?+ T 206 292 1200 F 206 292 1201 7' - - �``� MAGNUSSON KLEMENCIC ASSOCIATES ■ VOLUME 1 DESIGN CRITERIA 1 GRAVITY DESIGN Steel Framing 33 Stage Area Framing 99 Main Level Slab Design 1 07 FOUNDATION DESIGN Grade Beam Design 1 76 Pile Cap Design 458 Pile Design 537 Miscellaneous Design 596 VOLUME 2 LATERAL DESIGN Lateral Design Criteria 1 Shear Wall Design 29 Boundary Zone Design 1 97 Diaphragm Design 21 1 Drag Beam Design 277 .l Structural Calculations Table of Contents Maier Hall Peninsula Community College, Port Angeles,Washington { DESIGN CRITERIA ■ MAGNUSSON KLEMENCIC ASSOCIATES STRUCTURAL DESIGN DATA LOAD COMBINATIONS LOAD COMBINATIONS ARE IN ACCORDANCE WITH SECTION 1605 OF THE BUILDING CODE LIVE LOADS LIVE LOADS SHALL BE IN ACCORDANCE WITH THE LOAD DIAGRAMS SNOW LOADS SNOW LOADING AND SNOW DRIFT LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE (SECTION 1608) GROUND SNOW LOAD Pg 36 PSF IMPORTANCE FACTOR Is 1 1 SNOW EXPOSURE FACTOR Ce 0 9 THERMAL FACTOR Ct 1 0 FLAT ROOF SNOW LOAD Pf 25 PSF WIND LOADS WIND PRESSURE SHALL BE IN ACCORDANCE WITH THE BUILDING CODE (SECTION 1609) BASIC WIND SPEED (3-SECOND GUST) V 100 MPH EXPOSURE C IMPORTANCE FACTOR Iw 1 15 ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT GCpi 0 18 SEISMIC LOADS SEISMIC LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE BUILDING LOCATION LATITUDE 48 100180N LONGITUDE 123 4159°W SEISMIC USE GROUP III IMPORTANCE FACTOR le 1 25 MAPPED SPECTRAL ACCELERATION PARAMETERS Ss 1 2, S1 0 50 SITE CLASS D SITE COEFFICIENTS Fo 1 05 Fv 1 53 SPECTRAL RESPONSE COEFFICIENTS Sds 0 787 Shc 0 479 SEISMIC DESIGN CATEGORY D LATERAL SYSTEM SPECIAL REINFORCED SHEAR WALLS RESPONSE MODIFICATION COEFFICIENT R 6 SEISMIC RESPONSE COEFFICIENT NORTH-SOUTH Cs 0 164 EAST WEST Cs 0 164 DESIGN BASE SHEAR NORTH-SOUTH V 1175 KIPS EAST WEST V 1175 KIPS ANALYSIS PROCEDURE USED MODAL RESPONSE SPECTRUM ANALYSIS LOAD PATH FOR LATERAL FORCES LATERAL FORCES ARE CARRIED BY THE ROOF AND FLOOR DIAPHRAGMS TO THE SHEAR WALLS MOMENTS, SHEARS, AND ROTATIONAL FORCES ARE DELIVERED TO THE FOUNDATION BY THE SHEAR WALLS 1 IN PROPORTION TO THEIR ABILITY TO RESIST LATERAL DEFORMATION LOAD MAP KEY El NUMBER INDICATES SUPERIMPOSED DEAD LOAD MARK LETTER INDICATES LIVE LOAD MARK INDICATES CLADDIN13 LOAD IN POUNDS PER SQUARE FOOT OF SURFACE AREA SEE CLADDING LOAD NOTES, 20/S1 02 LIVE LOAD (LL) DESIGNATIONS LL LIVE LOAD MARK USE (PSF) A THEATRE 100 B OFFICE 50 + 15 PSF PARTITION LOAD (R) C CLASSROOM 100 D STORAGE (LIGHT) 125 E MECH/ELEC ROOM 125 UNO ON PLAN F LOBBY/ASSEMBLY 100 G STAGE 150 H ROOF 25 1 ART STUDIO 150 SUPERIMPOSED DEAD LOAD (SDL) DESIGNATIONS FLOOR TOTAL CEILING/ FINISH PARTITION SPECIAL SDL SDL MEP LOAD LOAD LOAD SPECIAL LOAD MARK TYPE (PSF) (PSF) (PSF) (PSF) LOAD DESCRIPTION 1 TYP INTERIOR 15 10 5 - 2 TYP EXTERIOR 50 10 40 - 3 ROOF 25 10 15 PSF ROOFING 4 SEATING 85 10 75 - - - 5 BUILT-UP 65 5 60 AREA 6 STAGE 85 10 75 - - 7 TOPPING SLAB 40 5 35 - - - NOTES 1 LIVE LOADS MARKED (R) ARE REDUCIBLE IN ACCORDANCE WITH THE BUILDING CODE 2 SUPERIMPOSED DEAD LOADS ARE IN ADDITION TO THE SELF-WEIGHT OF THE STRUCTURE 2 c Fl /\ \� E i cl H// / \/ —t— t- - - - ao - - - - I F5 El 40 75 NTS LEVEL 1 - FOUNDATION PLAN 7 3 F Fl E H3 cl cl H3 Fl BI El Fl NTS LEVEL 2 FRAtvwo4G PLAN 9 0 / Fl O F1 O ,5 O 1 / 40 / / / r ,z 40 F1 C5 f e � � C1 D1 H1 El \ � s LEVEL 3 FRAMING PLAN Ti-7 H \ ( E ) / I1 �I 75 NTS ROOF FRAN 1-37 PLAN 19 * , DeLorme Topo USA®7.0 5t �F!.o , zz�z' 20tl-"'-"" \0/ ,ti �� BURIDS N� Pon An ine x, Arts n YS N.AVE �. BR O o 717 ST � •� VCL ,. J L_1. -�I� _E PARK AVE-- - W. -HIGHLAND ST O ` CC :. SMB AVE 2 ° - - --GRANT S.T-. Ln L'.� eery �4 • h�u i'� :v _CAMPBELL.AVEI _--- --- - _COMPS LL:AV, 'P, ECKARD-.. E yi ECKARIJ.AV,E EAN.BF: BENJAMIN_S:7� Data use subject to license. TH'_ Scale 1 8,000000 BUD ' ©DeL, )eLorme Topo USA(g)7.0 17.5"E) BU 2 www.d% ;om 1 =666.7 ft Date 14-6 DeLorme Topq::5A®7.0 363.0 ft f. 350 ft t= Y*t 300 ft , f # 250 ft r: S' 200 ft ; J a s; YY�D .. '/ F : ; .y'�:. ,�,4,•�Y�')'f�. `S y if, , N'lail +5+, L vT 4 u'N l S 4, i �4 ,,M •+Y'Y '# ��S •. ,. •t 't' Vit' t,` •:dS'Fa�� :� W <i: � � ?, a;;a ,, l '1' t ..xtt ,�, t+ia. _ .. •94 L s.-• • 150 ft 0 mi 1,584 ft 3 168 ft 4 752 ft 1.20 mi 1.50 mi 1.80 mi 2.10 mi 2.40 mi 2.66 mi Lin Dist: 2.6 mi Terr Dist: 2.7 mi Elev Gain: -56.8 ft Avg Grade. 6 Climb Elev 386.7 ft Desc Elev- 443.5 ft Max.Elev, 363,0 ft Min.Elev 160.2 ft Climb Dist: 1.2 mi Desc Dist: 1.5 mi Data use subject to license. ©DeLorme.DeLorme Topo USA®7.0 www.delorme.com 00 I t yam'` �► � �������� � ��,,,�.� � _� ` � � - �, � ,} � -'� ��, �.. •+++ a + + D L : Y _ ,�� � ,� �"►�'4,,.'�r����°'''4_ .ir •,,,.ra� —���-r /• ''W'}�^r s�k1i+W�'�'1�� �,h,.'� ';� ,` f WAI .� WAS'� � � SUM IWO MR r �.. • DeLorme Top% SAO 7.0 546.97�� - 500 ft 4 zt T 400 ft 300 ft Ilk, v Pf H'k -4, 200 ft 41 100 ft r rr 3 �Y4, 0 ft 0 m 1,584 ft 3 168 ft 4 752 ft 1.20 mi 1 50 mi 1.80 mi 2.10 mi 2.40 mi 2.55 mi Lin Dist: 2.5 mi Terr Dist: 2.5 mi Elev Gain: 423.2 ft Avg Grade. 7 Climb Elev* 734 3 ft Desc Elev- 311 1 ft Max. Elev- 546.9 ft Min.Elev- 99.0 ft Climb Dist: 2.0 mi Dese Dist: 2,873.3 ft Data use subject to license. @ DeLorme.DeLorme Topo USA@ 7.0 www.delorme.com L �Aft 1111 1011.421M DeLorme Topo USA®7.0 1 484.3 ft — 1 400 ft — 1 050 ft k A % !K, Z 144 7 0 Oft F Pi 350 ft qJ od -, V T �p, g MAI P� %75 `�k %-f n i'ytF1g, g z, ,sg 0 ft + 0 m 3,168 ft 1.20 mi 1 80 mi 2.40 mi 3 m 3 60 mi 4.22 mi Lin Dist: 4.2 mi Terr Dist: 4.2 mi Elev Gain: 1 326 1 ft Avg Grade: 8 Climb Elev- 272.3 ft Desc Elev- 1,598.4 ft Max.Elev- 1 484.3 ft Min. Elev- 77.8 ft Climb Dist: 4 497 6 ft Desc Dist: 3.4 mi Data use subject to license. (D DeLorme.DeLorme Topo USA®7.0 www.delorme.com Wed June 10,2009 8:21AM WIND PRESSURE CALCULATION INPUTS ASCE 7-05 v4A MAGNUSSON 1"LEMENCIC ssoc IFS `SITE AND.STRUCTURE TYPE,' BUILDING"STORIES BUILDING GEOMETRY FLOOR Story Ht Plan Dimensions Basic wind speed,V 1100mph More Lines ft X(ft) Y(ft) Fewer Lines Exposure: C Parapets 1.25 316, 222 Damping ratio: Stee][411-.0%). Roof 316 -222- Occupancy Category III 3 14:5 31S 222' Hurricane prone region? NO, 2: j4.5, m ANALYSIS COMPLETE 'round Building Type: t3uDdipos. Enclosure Condition: tactosed Gcpi: 018 X-direction bldg period: 6J2-- sec Y-direction bldg period: 0.21 Roof Type: FlAt: GUST FACTORS,Gx,&.Gy Calc Value Gx 0.842 Screenwall/Parapet Height: -11,25 ft Gy 0.829 Parapets at Roof Comers' yes F User Gx,Gy Values BUILDING ELEVATION S"CO_ Rh 'fop of Biffliling EleN BUILDING PLAN Root Level �-7 XV .2 stoly + E6 +X-axis wind Ground Levell X-dimension DEFINITIONS MWFRS=Main Wind Force Resisting System C&C=Components and Cladding INSTRUCTIONS 1 Save a copy of this spreadsheet in the appropriate directory 2. Input the project information. Yellow cells require user input. 3. Enter the 'SITE AND STRUCTURE TYPE' input information. 4. Select the number of stories and enter the 'BUILDING GEOMETRY"input information- 5 Select any Advanced Input Options as necessary 6. Press the'Run Analysis' button. 'Analysis Complete'should appear 7 The following sheets will display MWFRS and C&C design pressures for the structure, NOTES I The wind pressure calculations are based upon methods listed in ASCE?-05 Section 6.0. 2. All pressures are unfactored. Factor as appropriate- 3. All pressures are for the design level wind. For serviceability wind pressures, see the Wind Specialist Group- 4 All code references are to ASCE?-05 unless noted otherwise. l:\PCCHumanities\Calculabons\08-1106 ASCE05_Wind_v4 4 posted version.As 12 Project PCC Humanities wea wlsv Tons Ara TOPOGRAPHIC INPUT OPTIONS ASCE 7-05 M GN USSON KLEMENCIC __ ... ED to o la nk EMects 4hALYS15 CON:PLCTE hcluoe Topographc Effects Hill Piopeltms' W-DaKaan 9 de 23 45 deq 68.de •" -.90 deg I 112deq I la5ft 1 168 de Type 24DE— 2-0 •TAR 2-OR 2-0 YAR 2-0R 2-0R Hia Dnnenswn,IA 1 1 2573 .5346 . ID—H i n 1' 150. .420" -- v 1 fl) 396' �tS6' - t'•Use K.E V.bes Locaam - :UPIWd Ln 0.D9a 0079 COingee KT NO NO 1 NO I NO NO NO NO YES Comgne Anywayl AUTO '.•AIRO- AVFO AUTO - AUTO" AUTO AUTO .YES NOT Determinem�A CE7-0 SlC 65.7 Topo9 hk Worst Case KYKx ERects neee to a lriclueM a nd. Nast Cane p'K7Y 1 Note Itwt KN varrts unto negnl,see Ole MWFRS W. Varat Cast Root M es bE t Kit versus nng1Y Tne program eetermnes 0se ssarst case Nit tter]Eased upon Cte mammon sum f KN"Kx of KZI'Ki' a daplaye0 e ro ane.w wore maevs reswl m wssl oae finertions The varsf case KTt case cop�ee m Die rpul aEose Ttc au99estee NT1 can tr drsabted arM values lar r ane,mar•oW mW aoo�e `. _ FMD TOPOGNAP MTA: \ op WS Gop9h Earth can Ee usad - SeealerMdT TFAOAVNrIEnnMm— _O R{ppe 3-01101 2-D s—nnent o u 41ala7edon PuEk PCU7bcameonl 32SW— TapagrryEleFsetW:lC,s—Metbal2 -_ - .. .... - I35na66 i Prj rra t i ,a=.a6w� FxI° ,tom cv�•m+1 E CARPMW 2-D RD OR 3-Q AXISYIIMETRtM HILL- 13 Project PCC Humariities: wed June 10,2009 8:21AM BUILDING ENCLOSURE MAGNUSSON� KLEMENCIC S5pCl Tr Definition of an 'Opening An aperture or hole in the building envelope,designed as open during a wind event,and that may allow air to flow through during the wind event. Examples of possible openings include: Doors,operable windows,air intake I exhausts,air conditioning units,garage doors,deliberate gaps in the cladding,parkin entrances,etc. 9 -dim oven+oe- INPUTVALUES... X dim.Openings"" Y dim Openings W1n0v rr ,'FLOOR'"Story.Htt `-Plan-Diriiension4:; ;Windward Leeward, ;Windward' Leeward ENCLOSURE.' ydimo ft: X'(ft) Y'.(ft) (n"2) (ft12) - (ft^2).. -.- (ft"2) a ILDINo I V, L.—,d __x Parapets 1.25 F31fi° 222.` ,, ^am Roof -14.50<1; `316" 222' Enclosed 3: - 14:5U °31fi: 222 Enclosed an.dw.ro Enclosed •<Iim oP.nbr9. •Y x!s `vied BUILDING ELEVATION, Story,i _ I:i = Opening @ ' — M� m y Story 1-1 4V 03 4 —.. F yAa — N NOTES 1 Input partial enclosure on the'Input'Tab if any level qualifies as partially enclosed. 2. Openings are not subtracted from the effective wind area in the MWFRS or C8C calculations 3. Wind in the+/-X axis and*/-Y axis directions is checked. 4. Opening sizes should be input over the same extent that the Story Height is input. 5. Enclosure may be varied on a floor by floor basis. Consult the Wind Expert Team 6. Enclosure condition effects MWFRS Roof Pressures and C8C Pressures. Enclosure does not effect MWFRS wall pressures. 14 fs Project F?QC Humans. wed June to,zoos a:ztAM ""AIN Y'IND FORGE ftESISTINO QYSTEM(MWFRS?PREa¢URES .Other ASCE Wind D@nasf n COnts.r;, Notes Velocity Pr qh 26.6 psf MAGNUSSON 1.Wind based forces are unfactored(see ASCE section 2.3 and 2.4 for load compinatlons) Windward Cp 080 KLEM E NC I C 2. Internal press re(GCpi) applied to all wells per flo and the eby cancel out each floor Side Wall Cp •0.70 sor 3. The windward,leeward, nd side wall pr listed here do not Include ole net(GCpi)pressu Gust Effect Facto Gx 0.84 4. Posih pr ct toward the building uter surfac (press re), egativ pres act away from the surface(s cti n) Gust Effect Facto Gy 0.83 ANALYSIS COMPLETEe 5. Per ASCE 6.1 4.1 the mi imum MWFRS total story design pressu 10 psf. 01 ctionality Factor Kd 0.85 6. Force ulting from the roof MWFRS press as not Included in the Base Shear Overtumlng to ces Imports ce Facto,Iw 1A5 Wind Base Shear X Dir Wind: 259 kips • ' ' , YDir m Ps ASCE7.O'WIND ANALYSIS,RESULTS Ib 9,1*0IECTIOInternal Pressures ,. ., X-dir y-dic-cWindw$tr}r,.Los W-04:sidi Welfy .. WlndiyeN„41.eeweM::.81d_9�W01E+. .. ... ,... „j ""'um"u Minimum .. .. Lvrrd Cp'.Lwrtl CP Pie6sure; <f?ieasiire; Prgsaure� :;;E1:P' Z:.F" ess�,re: r' ;E�e,.. ;ZjE' T Y Pt` {Pressu ,F. ..,+- 'Intemal lore nal; gF' hxa, . .._.µe Pressuiltr 'z Kz K$ 4z• ._ r, ,,.._,1 ,,f _ �',•, v'^ r- &Y,, ',Presdure• Pressure. r .",.. x, an:: .ry pal ' . ? :Gatti 'psl� °psi: `kips,. ;kips. .kip Jt;y psf: psf. ,psti ',klps, '.Kips 'kiip`.._h'; ;'psf: psf ' DWiWd Overtus 2121, FLOOR•, X r n • kip ft Pa spat 44 75 1 07 1.00 26.7 40.1 •26.6 18,6 ,",,,i9•. ',81T'` dot -2e,e i26i3• 4,26,' ^r,§7W1Yj02i�. Y Dir Wind: 9,300 ki ft Roof 4350 1.06 1.00 26.6 •0.42 -0.50 17,9 •9.3 15.7 '43:7 '827' tir903.` 17.8 11,0 15.4 4.8 -48 3 29.00 0.98 1.00 24.4 •0.42 •050 16.4 •93 157 „82:8' '(148; =2x401:' 18.2 71.0 15A 'A 24:8 ,2s1,�, +,33613;, 4.8 .4.8 2 14.50 0.85 1,00 21.3 •042 •050 144 •9.3 15.7 x7611'1 42#° :?5;104;^ 14.1 11.0 15.4 '-118.3 .'332£.§,'. '61,87t?'= d.8 •d.8 Gr nd 0.00 0.85 1.00 21.2 -0.42 -0.50 14.3 -93 15.7 '.58.0, X239" ;0��. 14.1 11.0 15.4 '67:6:' "$9' 0' 4.6 -4.8 Wind Press vs Height Ffi .:,YS:av s w 'Y ' 1.tii 4 l 10 35 30 21 15 10 '?w `t 'A 5 I O,p ,t 0 10 20 30 40 Wind Pres (psf) �„f,, l+�p t �,,•.:=�r ".;i ---X-direction A •+ .. -Y•direction ':�• .rq. tw.,m ?� ,�»{ .d.1, q '7 Levslltl EQ Lev91J-- hh Level.l rEQ Tributory Height PioJect'PCC Huiirlanities. Wed June 10,2009 6.21AM MAIN WIND FORCE RESISTING SYSTEM(MWFRSI LOAD COMBINATIONS NOTES MAGNUSSON J F.—"F. ake Paallelmthe X-axe. KLEMENCIC 2.Fo 'Fy ake pa allet to the Y axis yccI 3.To al Moment'MY take about centimd of flo 4.'Mt'may be posftiv egaWe ANALYSIS COMPLETE CASE 1 CASE 9 5.Load Cases 1 nd 2 to be applied in X nd Y axe on-concur ndy 6.Addrtio at bad ases in negative X or Y am dx am should be checked 7 Wind force are nfactored. 7 _ 8 In flexible stmctur the mass I tiffness centdcay eR must be nput to ch flo Se ASCE7-05 Sectio 6 5.82 Load Case 2 T(• n _ Me Mt. 0.75'(Pl- Ptx)'B. s T wi ualu, Mty 0.75'(Pwy Ph)*BY eY u_ u.- -P• w- a,r u. :aI/h;'P.Ja. -50M—)w- Load Case d: Mt 0563'(Pwx Ph)•B. 0563'(Pvry Pty)'By ey CASE 3 CASE♦ LOAD CASE 1 2 3 4 Code Rigid Ma I StWms Design Eccerdricty Eccentricity Eccerdricty IWieeelioir' `Alit- boli; ireciion_ -Ydirectiwr, .B_o`01 Bush LEVEL ea, ea•Y en.Y Y :i >rx, ;FY'. " :F,x FyMt F. Fy. 'Mb >,Fi; Fy; :Mt; 'Fx 'Fy, 'Mt' , R fl R It ft fl SUM 259 0 0 0 389 0 194 0 6472 0 292 13839 194 Z92 0 146 219 15247 Rool 33.3 474 ''33.3, `474--;:82i '0 X' '0:-=Y!O' -02„—,'0=. 47 t0 ..1555 . -0 -69. '3266-y=47' -e„69- :0';? 35 52 3b21-, 3 33.3 474 ''33.3 0.4' E83. :fi' 0 i 0: .t25'i O;; '62. '0- 2088 . 0'' 93 4429'x..52. ;93J Oi= 47 70 +4877- 2 3J.3 674 `:33,3 47.8 '-76° .0. .0:.':D` A{¢! -D ;; 57 ;0: 1902 ,0 86 4098 "57 :86- Q;i ;43 6i, '4503 Groaod 33.3 474 33.3: •47A-.,;'38b0: "r='Q:'„--A If $7< '4' ?s' `0 948 0- .43 ,2044 >528,`. 43e -O�s;',21 32' 2246 R3 ” - t h L p tee' a Z' \ 4 16 PrqjbctPCC-HilftiAnit'i6s, Wed June 10,2009 8:21AM ROOF MWFRS PRESSURES ",D#§ign'lfifotr6ati6n.- MAGNUSSON KtEMENCIC ASSOCIATES Roof Type: Flat Roof Angle: 0 degrees ANALYSIS COMPLETE WIND:BlOWING;IN`THE<X=AXIS',f]IRECTION =x' Case I+Gcpi Case 2-Gcpi ROOF PRESSURES Windward Leeward Windward Leeward Horizontal from(ft) to(ft) psf psf psf psf psf psf Extent Windward Eve All All -8 -42 0 34 0 to h/2 0.0 21.8 -8 24 — 0 16 h/2 to h 218 43.5 -8 24 — 0 16 h to 2h 43.5 87.0 -8 15 0 7 >2h 87.0 316.0 -8 11 — 0 3 Case 1+Gcpi Case 2-Gcpi ROOF PRESSURES Windward Leeward Windward Leeward Horizontal from(ft) to(ft) psf psf psf psf psf psf Extent(ft) Windward Eve All All -8 -41 0 33 0 to h/2 0.0 21.8 -8 24 — 0 16 h/2 to h 21.8 43.5 -8 -24 0 16 h to 2h 43.5 870 -8 15 — 0 7 >2h 87.0 222.0 -8 11 — 0 3 1nww&Pres=m Inward Pressure Outward Presswe Outward Pressure WVAd R&f Outward Pressure VJR4D typ M2!D WIND GABLE ROOF MONOSLOPE ROOF AQ A Jon .ROOF PRESSURE EXTENT NOTES 1. Positive values act toward the surface 2. Negative values act outward from surface 3. Blank values do not apply to the load case wind direction selected 4. indicates pressure does not apply to direction considered. 5.Wind design pressures are unfactored. 6. Where two windward pressures are listed,the roof should be designed for the worst combination of windward plus leeward pressure. 17 -Ptdject,PCC-Humanities, Wed June 10,2009 8.21AM WALL AND PARAPET CSC PRESSURES _ , MAGNUSSON KLEMENCIC Wall_Cladding.Presspres," " ASSOCIATES CLADDING Ae(ft^2) 10 ANALYSIS COMPLETE ( )=outward suction(psf) (+)=inward pressure(psf) Wall Pressures from: Fig 6-11A !<1d Reduced GCp per Fig 6-11A,Note 5 H Level Negative Positive H:'l0 EA Edge Field All Mean Roof 38 -31 29 Roof 38 31 29 3 -38 -31 29 2 38 -31 29 Ground -38 -31 29 Field iPlremre Edge Pressure Negntive,Pressures Positive Pressures NOTES 1 Positive values act inward to building 2. Negative values act outward away from the building 3. Blank values do not apply to the load case/wind direction selected 4. indicates pressure does not apply to direction considered. — 5.Wind design pressures are unfactored. 6- Per ASCE7-02 6 1 4.2,the minimum C&C design pressure is+/-10 psf 7 MWFRS pressures may be used for Ae greater than 700 ft^2. Parapet/Screenwali C&C Pressures', PARAPET Ae(ft^2) 35 — Case A Case B Roof Zone 2: 62 51 psf Roof Zone 3: 74 56 psf See the C&C Roof Pressure tab for Roof Zones. — PARAPET NOTES 1 Cumulative pressures are reported on the front surface of the parapet. 2. Positive and negative pressures act in the directions indicated below 3. Internal pressure is ignored. i.e.parapet has no internal volume. 4. Wind design pressures are unfactored- :t VA-I;IA E- ;p'v�rviE. #_ pvrtut {af D '•PAi�tP�'r "- l?RESsu2E i. 18 :Ptoject-PCC Htirrianities- Wed June 10,2009 8:21AM ROOF AND CANOPY C&C PRESSURES "i NOTES MAGNUSSON 1.Positive values act inward tobuilding KLEMENCIC 2.Negative values act outward away from building a55cC Ates 3. – indicates pressure does not apply to direction considered. 4.Wind design pressures are unfactored. ANALYSIS COMPLETE S.MW FRS pressures may be used for Ae greater than 700 f1t"2. ;'Roof C&C=Pressures Effective Wind Area Ae(it-)): 10' I I I "a"dimension 174 fl Roof Angle: 0 degrees Zone Z., Z� C8C Pressures from: Fig 6-11B Overhang Pressures from: Fig 6-11B Roof Design Pressures Max Value Min Value Zor I c Comer(Zone 3) 13 -79 psf Edge(Zone 2) 13 53 psf Field(Zone 1) 13 -31 psf Overhang Comer(Zone 3) 13 -79 psf Overhang Edge(Zone 2) 13 50 psf Zone 3 i Zo Zo 3 Special Design Pressures ROOF PLAN Sawtooth Comer(Zone 3 B,C,D) – psf Monoslope Zone 2' – psf Monoslope Zone 3' – psf ;MlsceitaneiSus Rooftop-Objects" PLAN VIEW Pressure Normal Examples:Chimneys,tanks,rooftop equipment,and similar objects to Dngonal P qz G Cf 4 Notes: 1 Maximum of(Gx or Gy)used for G 2. Object must be behind a screenwall or parapet or z .w within Root Zone 1. Use CB.0 Wall,screenwall,or 5 0 parapet pressures otherwise. U. Object Height above Roof: 10.0, ft ' Minimum horizontal dimension: .10.0: it Object Shape Round We srne Norma] Pressure Normal to Face 20 psi to Fa Pressure Normal to Diagonal' 20 psf . . ...... ...:........ .... .............;. .Canopy:Pressures ...:. ..-... _._,...-, .., .._....... --- Roof Level Height: 43.5 ft Canopy Design Pressures: Canopy Height: 10= ft Downward Pressure: 16 psf Canopy Angle: '0.0 degrees Upward Pressure: 27 psf Projection from building: 10.0, ft Along Wind Drag: 0.81 psf Projection Upw dPr sure -PY'ertion. z� Canopy ;CaricPY 3 Doxmrard Pn ssm'e S " a sir-mr. Strnrtura If Nmd-Drag Ground - CANOPELEVATION VIEW CANOPY PLAN VIEW 19 Fla /Zan Fill RAM Steel v 13 0 Magnusson Klemencic Associates RAM DataBase: 09.0608 PCC 85 CD with mech weights 06/09/09 11.23.00 INTERNAM-Jk Building Code: IBC Alt Steel Code AISC360-05 LRFD Floor Type second 16,3? 1521 14.8 14 j 13 12 1A yu.b.y C. - .. B '> Oi --:r. r. w =8. 7'C C' 'A' R. -- -• 7�� 7 - tom-: lri 13; `h '#'7 7. "+• 5.4.5 , N Fla Mau RAM Steel v13 0 Page 2/2 Magnusson Klemencic Associates RAM DataBase 09_0608 PCC 85 CD with mech weights 06/09/09 l 1.23.00 NTERN^�IAL Building Code- IBC Alt Steel Code AISC360-OS LRFD Surface Loads Label DL CDL LL Reduction CLL Mass DL psf psf psf Type psf psf Classroom C 1 F 1 150 00 1000 Unreducible 00 00 Roof 250 00 250 Unreducible 00 00 mech/electncal E1 150 00 1250 Unreducible 00 00 Practice Room 1150 00 1000 Unreducible 00 00 E239 mech room 150 00 1250 Unreducible 00 00 geother n mech room 150 00 2000 Unreducible 00 00 Fla JaR FiM RAM Steel v 13 0 Magnusson Klemencic Associates DataBase• 09_0608 PCC 85 CD with mech weights 06/09/09 11.25 59 INTERNATK�,AI Building Code- IBC Alt Steel Code AISC360-05 LRFD L Floor Type third gravity ❑ ❑ fl' ❑ 16.3 j ❑ 14.f ❑❑ .i N.a i °❑ `I4 13❑ 0 0 °❑ '/ 13 I ❑ O❑ 1'r O° 11.5 41 U.d C, C.,. :1 0 s ..... .........:.:.. 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W lT( D. 2D-6N W Flc Mao RAM Steel v13 0 Magnusson Klemencic Associates RAM DataBase• 09.0608 PCC 85 CD with mech weights 0 11 23 00 WTERNAToNx Building Code: IBC Alt Steel Code- AISC3 09 C360-OS LRFD Floor Type: third uplift 16.3 i Via' 14 S1 i .h U up CI/q 13 10,1 \/ 1,4 / m 19 .�� Z aD' C B OA2 VVIeQ7 15 G3l4' WIeOB 1 G3�<' _VJ1W6(16)G3(4' W19Q8(181G3I4" 4VI90B(1�G3N"y �;,� m w1 m; }Iq� -�Wjq} "''" 3 i ' VJIO[12 l�m�' -� WI0Q81 G3(Co WIBQB(15)GY4' WIBQB(19)G7/H'G W16Q8(18)G7i8'm W19Q8(13) 9.3 I m_ VJI9Q8(2D1G7N'_ wiaee(a�)G7m'm WI6Q8(181 G7R'm WImP2(11q ,O#/�.35�6 o I.'A• �- -4YImQ2(131 3' .3 w,®css1±5)_ vv�eos(�4-V . W&M2s ivecsczei -moi ^ \\ �_ a#� w \ �. �i of + J'1.t1.i2'i 3... .. ; .. _ .._ 5:. 6'MSj';' 3.5- 7.�. .I 5-4.5 D. s '� Wn Q C) w t N � O O O 00 M o U o Q b 0 U coonv Y'n)z4 41. ` � 1 M g\ r t Ir° (s[%g o e/ice, o+- �t'or sig r [/g st °\ set'H h/ o4glS �tD.:o .� g2+91 (gt% pk 2'\s`\ (fir/g ! 4°[M Q�"Isy m sr� g stM 2„(9[% 3/M p+o? 014 L/2 1 sty s�s[MAy41 2+ ~f T tU rf h +�+ �s/21.x[[�l2[O/. 7- 41, —Lf3 s` �..U-); Od LBxBLM � i o U o00 v, rn 04 L8x8LM UIle 112 o U ¢ m 000 U ZV M O O ~f Of Lx8 LM I I 0 8 0 zq LM En 0 tirn . Cd C: O 4f BL lx81M M H 0 B �� 8 ZZxb L_ I )Ztx L I N 'im aa. 37 Base Plate Design Summary RAM Steel v13 0 Magnusson Klemencic Associates RAM DataBase. 09.0506 PCC 50 CD Final 05/07/09 13.06 49 INTERNATK7NAl Building Code- IBC Alt Steel Code AISC 360-05 D Column Line Column Size Fy N B tp (ksi) (in) (in) (in) 1-A W12X40 36 1300 9.50 0.500 1-B W12X40 36 1300 9.50 0 750 2-B W12X40 36 1300 9.50 0 500 3-A W 12X45 36 13.50 9.50 0 750 3-B W 12X58,0 36 13.50 1100 1.500 4-B W 12X53 36 13.50 1100 1.250 5-A W 12X45 36 13.50 9.50 1 000 5-B W 12X58✓ 36 13.50 1100 1.250 6-A W12X40 36 1300 9.50 0 750 6-B W12X534G 36 13.50 1100 1.250 136 01 ft-0 OOft W12X40 36 1300 950 0 500 150 00ft-30 ON W 12X53 36 13.50 1100 1.250 169.20ft-39 OOft HSS8X8X3/16 36 900 900 0.250 174 91 ft-51 48ft W12X40 36 1300 950 0 500 8-F W 12X53 36 1350 1100 1 000 187.59ft-78 67ft W12X40 36 1300 9.50 0.250 11-H W 12X40 36 1300 9.50 0.500 9-F W 12X,53 36 13.50 1100 1.250 12-H W12X40 36 1300 9.50 )0 10-F W 12X53 36 13.50 1100 i.L50 13-H W12X40 36 1300 9.50 0 500 213 74ft-0.28ft W 12X45 36 13.50 950 0.500 11-G W12X40 36 1300 9.50 0 500 11-F W12X40 36 1300 9.50 0 750 14-H W12X40 36 1300 9.50 0 500 12-G W 12X40 36 1300 950 0 750 229.99ft-I 07ft HSS8X8X1/8 36 900 900 0.250 12-F W l 2X40 36 1300 9.50 0.500 15-H W12X40 36 1300 9.50 0 500 13-G W12X40 36 1300 9.50 0 750 13-F W 12X50 36 13.50 9.50 1 000 14-G W12X40 36 1300 9.50 0 750 14-F W 12X50 36 13.50 950 1 000 15-G W12X40 36 1300 9.50 0.500 268.54ft-90.58ft HSS8X8Xl/8 36 900 900 0.250 16-G HSS8X8X1/8 36 900 900 0.250 15-F W12X40 36 1300 9.50 0 500 13-E W 12X50 36 13.50 9.50 1 000 16-F W12X40 36 1300 950 0.500 14-E W 12X50 36 13.50 9.50 50 16-E W 12X40 36 13.00 9.50 I.j00 38 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers } PROJECT P-11 - � F-R'rit#1 & V` llf'f Gtt<�tc SHEET ?/ EOCATION WENT DATE BY 1VI 0i0- V�v n-o V"l 1�1 PGS "-T rj-V -rI%i Pa = - 12'1 t ✓ HeT 3 11' -x- tip- L -�V7r 4- 01V V t I I r NJ� WNL �►,�l�>r � I IZ �' 39 Gravity Beam Design RAM SBeam v4 0 Licensed to RAM International 05/05/09 15 49 57 STEEL CODE AISC360-05 LRFD SPAN INFORMATION (ft) I-End (0.00,0.00) J-End (39.00,0.00) Beam Size (Optimum) = W21X48 Fy = 50 0 ksi Total Beam Length (ft) = 39 00 Cantilever on right (ft) = 9 00 Mp (kip-ft) = 44583 POINT LOADS (kips)- Flange Bracing Dist (ft) DL LL Top Bottom 6.556 069 -2.70 No No 6.556 069 -270 No No 13 111 069 -2.26 No No 13 111 069 -2.26 No No 19 667 0.52 -1.36 No No 19 667 0.52 -1.37 No No 25 000 044 -077 No No 25 000 049 -1 10 No No 34.500 059 -219 No No 34.500 0.59 -219 No No 39 000 0.55 -2.51 No No 39 000 1.36 -392 No No LINE LOADS (k/ft) Load Dist (ft) DL LL 1 0 000 0 048 0 000 30 000 0 048 0 000 2 30 000 0 048 0 000 39 000 0 048 0 000 SHEAR (Ultimate) Max Vu (1.2DL+1.6LL) = 13.07 kips 1.00Vn =216.30 kips MOMENTS (Ultimate) Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1 6LL 968 250 300 1.22 090 11298 Max - 1.2DL+1 6LL -916 131 300 1 14 0.90 105.31 Right Max + 1.2DL+1 6LL 94.8 300 90 1 00 090 35502 Max - 1 4DL -34.2 300 90 100 0.90 35502 Controlling 1.2DL+1 6LL -916 131 300 1 14 090 105.31 REACTIONS (kips)- Left Right DL reaction 2.27 742 Max +LL reaction 259 000 ! Max -LL reaction -802 -1990 Max +total reaction (factored) 687 10.38 Max -total reaction -1010 -2294 40 Gravity Beam Design RAM SBeam v4 0 Page 2/2 Licensed to RAM International 05/05/09 15 49 57 DEFLECTIONS Center span Dead load (in) at 15 15 ft = -0070 L/D = 5165 Live load(in) at 15 15 ft = 0 384 L/D = 936 Net Total load (in) at 16.20 ft = -0.344 L/D = 1048 Right cantilever- Dead load (in) _ -0026 L/D = 8351 Pos Live load (in) _ -0.354 L/D = 61-0 Neg Live load (in) = 0.552 L/D = 392 Pos Total load (in) _ -0.380 L/D = 569 Neg Total load (in) = 0.526 L/D = 411 41 Design Warnings 0 RAM Steel v 13 0 RAMMagnusson Klemencic Associates ` DataBase 090430 50CD pcc Uplift 05/05/0915 '9 Beam 1155 on roof• Fads bending moment capacity cnteria. Beam 1100 on roof Fails bending moment capacity cnteria. Beam 924 on roof- Fails bending moment capacity critena. 42 embites" /n e0e Ycwtl M 4(Ir—r'�T� N•� � r W�tb Kp�i�T M @ WtBx�o c• {. uv,ex�� _ w� t� /b w�ex J/ . RfMFCIC�, 05 Cl ymn —— V nkK a•!n N a G y —— /— Hatt In nnN nu hnm. 10,422 11"nG nwzz n.n C vN.a � N• Wt^ t naK zn r no 1-1 —---— — — — ui a s s YI —_— miz 171 WWP W'.5. nno"Ir 1M. , .•Nr mn nw,-ve % ■ n "ve I,GK .•L. —ann — — O O G220 cc= n«n U 2 d Harz l e �® N n rwn 1...e,r 5 Von r•N I a � Hatt m 6^` rN.ee Im rzn rNae Im+In' rIGK QW.•nr 4 rwK V.'Q<•r/r g W b Trott n r a' c > ra ® El —t co Hatt nn (m.."r nr.K R■I f•In' Z LU I .orzle II k I wrz � II I I I I I G I I I I I I I I ,oe I zr. ..r I no I oro i n•a no nc no n r THIRD LEVEL FRAMING PLAN NORTH �— r—rM LC_ tsN. re. _ L PreMtl ICVeL+}D N+ a.ql w.�cpr«+ �rwr zaoe 50%CD THIRD LEVEL FRAMING"- NORTH S232 W s2_32.dgn 5!6/2009 10:41 41 AM Design Sheet MAGNUSSON KLEMENCIC ASSOC IATE-S ■ Structural+Civil Engineers I PROJECT SHEET J LOCATION CLIENT DATE 5/u I oq BY (Y>n R_�9r Pf 5 0" 5' 0 14-it'#' � a 'wl �f�7krlG� FP-or� 4tDW lAKv twUwkJ ,w-T- �tv�l LovJ f C� �� \�FPvv�:ixr�i 'C�►P� ' )R-IFT W� LLt� t�krs i 4" !�° �'� "���Z ►too lv Pyr- = p5 p- =, rd f v� �' 2 { % 2 PoF L At ctwtT,V-Tio►--1 j) 1 V12 + I Er C/+ 0 r7(Lr or S) 1 oi�- D = ZS P5P I to S ��� C,�NTi�v►-� Ly E"Cr S = 25 PsV- Fd�r PCCir- si,40A 4A--C> 44 + tiz 0? FrpF kr -Vf-IFr �- ".oaM I sisal �roUbet� erc<ww.xwe m ll I I I I I I I i I I I I II I II II I w. ,t � l LJ ,t wtr,e I C� wwl0,li. w,ert> w,htt- N ,er1i N .,,.,IS �..P r - wie,til:,. vit,ie Q .a — — —i -t- — e„t, ,e,zt wu.tz �e,n u.zz w,e,n ,e,zt Lz CC a IY- l /1•r Q r ,.,n o a Co 2 III a..z t,wwl• -1 --- ' _ w,+,tt,vt nll ie,:z wu,zz u.zz III w,oa1.. c I ,� w V� I I o z I D, u W w.rm .. .. , -- �I I I I I I I I I I , 1 II ion _� w o KD ROOF FRAMING PLAN NORTH fIL Ove f:�xw WT v IvE NU,�T o” e4j e e,o9V �� ( ( C;T,) VN "�MAY. ROOF FRAMING PLAN- NORTH S242 Ln s2-42.dgn 5/5/2009 10:41:59 AM Srwmo'> ENTRY VESTIBUL E E100 LAS P li - II LOBBY - �a SII E105 o F - I L-- I DRESSING ROOM E128 T � Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES ■ Structural+Civil Engineers PROJECT �t } SHEET LOCATION CLIENT DATE BY Fe � W f in 13,=&W I p"U'�P LA PIP 0uLV0uTr,- PaAl -r Zb o)` 2.5 ?-f 2.5 -� ,rrmf�e�p�e. �. s sns�o ls� �_► o 2--Wco7 412 C7 47 l v•►�l'�h)�D i•n Design Sheet MAGNUSSON KLEMENCIC N, ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY T WL =13.2 I►1 �-� rel-n��� C -,r5C COW L Et-tr� \\ ���'`�•,fie' ( �'1�''S 2 Wt,- 0 -2.4,4 (,ou-t M a5 t�-►c-� W L tj�-to x J--�Z 12A) 48 Design Sheet MAGNUSSON KLEMENCIC _a ASSOCIATES ■„ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE DY -c�J WAY- L"Pw 49 Design Sheet ' MAGNUSSON KLEMENCIC _ ASSOCIATES ■ Y Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY u'X CtItLtA4- �L M� fi 0 f ti 50 Design Sheet ' ? MAGNUSSON KLEMENCIC aw_ ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY IL"E, 7� D tPPI A ` (N �i�C2��'' ��opi-F� — 2co�,s ITI14LT� Yo0)�'LGj-1170} Mme' � ��C �'��� ►b °� tis�v ��f, ow "T`a L�qisoltoc':. 4'N y ,�y c .4C Vi f1,(, OF CO Lu(A� PA- �1 3 M= 1 1 r 22 "2 Z ° gyp= C ul-") Oo73„r, (9;��s�4 izL� ,053 a4lq 2>� 51 Design Sheet ' 1vMAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY I � 'I a I I�7# I I tl 2 � l ,Lf c�j JV_ rl�`' 1,t Lo (lB�� Ca-iKF,0VA�-A o ►1 0i0to---4, L�CL I" €p 52 is design Project PCC Maier hall Reference Columns at vestibule Date 5/192009 Engineer LHS For deflection check only L 0 w Oft wp 0 psf Design Forces Summary of Results M 0 Mu 0 Mu,x 26 kip-ft Mu,y 4 kip-ft Flexure(major axis) is okay Tu 0 Flexure(minor axis) is okay Pu -2 Torsion is okay Lb 1449d. Tension is N/A (+for tension/ for compression) Compression is is okay Trial Beam/Column Size Combined Forces are okay phi-Mn,x 118 kip-ft phi-Mn,y 61 HSS10X4Xt2 compact shape phi-Tn 72 kip-ft phi-Pn 261 kips Input Parameters Interaction 0.29 Mu/phi-Mn 0.22 E 29000 ksi PWphi-Pn 0.01 Fyw 46 ksi Fr 10 ksi G 11200 ksi Cb 1 hi-flexure 0.9 hi-torsion 0.6 hi-tension 1 0.9 hicom resion 0.85 k-com 1 Deflection Check (assumes simple supports) k-Flex 2 major axis? y Wind Load 0 klf A 11.6 in^2 Deflection= 0.00 inches b 4 in Udeflection= #DIV/0! h 10 in t 0.465 in J 82.6 Sx 25.8 in^3 ly 29.5 in^4 ry 1.59 S 1 d7 Zy 17.6 zx 34.1 Ix 129 in^4 b/t 5.6 Calculated Parameters Lp 118 inches Am 34 in^2 kl/r 91 lambda 1.1481 M ,x yielding 1568.6 kip in Mp,y yielding809.6 ki in M x-fig lacking 2791.801 kip in Mp.y fig bcklr4 1237.0 kip in Fcr 26.49 ksi Pn compressi 307 ki Pn tension 1550 kips Mn,x 131 kip-fl: Mn,y 67 kip It 53 Page 1 is design Project PCC Maier hall Reference Columns at vestibule Date 5/19/2009 Engineer LHS For deflection check only L 0 w 0 it wp 0 psf Design Forces Summary of Results M 0 Mu 0 Mu,x 26 kip-ft Mu,y 4 k ip-ft Flexure(major axis) is okay Tu 0 ft Flexure(minor axis) is okay Pu -2 s Torsion is okay Lb 144 ches Tension is N/A (+for tension/ for compression) Compression is is okay Trial Beam/Column Size Combined Forces are okay phi-Mn,x 95 kip-ft phi-Mn,y 57 HSS8X4X5/8 compact shape phi-Tn 68 kip-ft phi-Pn 248 kips Input Parameters Interaction 0.34 Mu/phi-Mn 0.28 E 29000 ksi FVphi-Pn 0.01 Fyw 46 ksi Fr 10 ksi G 11200 ksi Cb 1 hi-flexure 0.9 phi-torsion 0.6 hi-tension 1 0.91 1 hi-com resion 0.85 k-com 1 Deflection Check (assumes simple supports) k-flex 1 21 major axis? y Wind Load 0 klf A 11.7 in^2 Deflection= 0.00 inches b 4 in Udeflection= #DIV/0! h 8 in t 0.581 in 70.3 Sx 20.5 in^3 ly 26.6 in^4 1.51 Sy 13.3 ZY 16.6 Zx 274 Ix 82 m^4 b/t 3.88 Calculated Parameters LD 130 inches Am 25 in^2 kl/r 95 lambda 12090 M ,x yielding 1260.4 kip in Mp,y yielding763.6 kip in M x-fig tacking 2354.9 kip in M , ,fig bc1dril 1287.1 kip in Fcr 24.95 ksi f n compress' 292 kips n tension 1167 ki s n,x 105 ki ft n,y 64 kip it Page 1 54 is design Project PCC Maier hall J Reference Columns at vestibule Date 5/19/2009 Engineer LHS* For deflection check only L 0 w Oft wp 0 psf Design Forces Summary of Results M 0 Mu 0 Mu,x 8 kip-ft Mu,y 12 ki -ft Flexure(major axis) is okay Tu 0 ki -fl Flexure(minor axis) is okay Pu -2 ki s Torsion is okay Lb 144 inches Tension is N/A (+for tension/ for compression) Compression is is okay Trial Beam/Column Size Combined Forces are okay phi-Mn,x 95 kip-ft phi-Mn,y 57 HSS8X4X5/8 compact shape phi-Tn 68 kip-ft phi-Pn 248 kips Input Parameters Interaction 0.30 Mu/phi-Mn 0.08 E 29000 ksi Pu/phi-Pn 0.01 Fyw 46 ksi Fr 10 ksi G 11200 ksi Cb 1 hi-flexure 0.9 hi-torsion .0.6 hi-tension 0.9 hi-com resion 0.85 k-comp1 Deflection Check (assumes simple supports) k-flex 2 major axis? y Wind Load 0 klf A 11 7 in^2 Deflection= 0.00 inches b 4 in L/deflecbon= #DIV/0! h 8 in t 0.581 in J 703 Sx 20.5 in^3 ly 26.6 in^4 ry 1.51 Sy 13.3 Zy 16.6 Zx 274 Ix 82 in^4 b/t 388 Calculated Parameters Lp 130 inches Am 25 m^2' kl/r 95 lambda 1.2090 M ,x yielding 1260.4 kip in IvIp,y yielding763.6 kip in M x-fIg bcklng 2354.9 kip in Mp.y flg bckInI 12871 kip in Fcr 24.95 ksi Pn(compressic 292 kips Pn tension 1167 ki Mnx 105 ki -ft Mn,y 64 kip ft 55 Page 1 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY To Pak- 13 1 E t i rl �E r N, =e NSA R\�, RZ I t., I RLi74 ( F3 — ---- 'A evc 56 Design Sheet MAGNUSSON KEEMENCIC _ ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE 3 p0� BY CAN h 0 i � f ----- i ! i i 4 57 4 U I3 4 e U�J11 � 1 '= (11 ) L W14,,22 , W10x12 ( 6 W10112 (1 11 I i co N I - - - - - - - - - - - -- - -- - - � r 6 DESIGN i BUI'tD I / qoX STAIR B ,f OTHERS W10x12 w , { CD L L i UON 1 RUE RC Olvi I I f i I 22 I I I I I I -f--- ------------------------- 10 ^ W14; 30 I ' 15i S6 01 , ! I I I ! I I ! -- - 7 - - -- - - - - - - - -- - -- - - - - - - -- - - -- - - - - - - - - I __ I s2_22.dgn 5/29/2009 146.11 PM 58 Wd LZ'IS 16002/6Z/S u P'Z£ Z i I I i 6S I I I I I I I I E - --- - - - - - - --- - - - - - - - - - - - -- -- -- - -I - - - - - - - - - ; - ilk � I 10 9S '9 [ I! i OPLM � I I I co I x i zIx01,M _ .! ,-{ SdAH10 1 WVIS I � 1, XOtnn i it j I L j 89XbZ _ n ZP 0J M — ( ! i C � OlM OD x i v� 0 - 9 1 ? L ( ) I 1 A8.15 02 E 22 ! THIRD LEVEL FINISHEI -: . .. EL 129-0 3 I, 12" 0-1M 4 z 02 SECOND LEVEL FINISH EL 114'-6" 31 SIM 02 WALL SECTION CONTROL BOOTH ................................ .iii: III I!I III _ III L.I_ _. •� = i-� - iii ili: =11i__ Iii. =�':i. 60 : Ii . Iii. ize X i q, I c+ I I I I I i I Solution:Envelope June 1 2009 at 9.44 AM PCC Maier Hall ling Control Room 09_0529 hanging control room Design Sheet MAGNUSSON KEEMENCIC ASSOCIATES T■ Structural+Civil Engineers PROJECT T2(,& L SHEET LOCATION CLIENT DATE 51621 BV Aw 14 0 XF i7L 1"r2 I.L, - q15 Cyt= h,crv- e�p� . Sr-) P*5F moi. C � wr) = I570 Frk j l2"+ �oo� \NiNI% Ut�t,Er-"� WINP = '�� P5F 'I' pc5t,�O� WIND SC'�sk1�T �7,ch►� 3 Ca�-�� P r 3 SHOW �I`T � t6LA1�/�T *tem f om= �Trt& ova ��� Du W ID� 1%QANM,,"T SKIGW t>PF-r I-okt> — /L2 0`2 P5F Cie 51U�G�! Ch.L6� 21� w = (o J,;, rtT V-DDe 051-r I 'Lb � ► toy 05S 06 + t_ + Otis t. C2 k L V IND Cor NOATIGP45 WOU11 1" PVK- 1 vD + I U ( V -► o v�J 1 tiD 4 I to 5 + 0 g W 12 V -r I (a W k I. �- n '� l•r ► �� + raW + � � a �S V q T7 r I l vel ►No ww- A'wall .J^ -7l b Pit= t,46 on lJ< wmM a04 4v �oo f k Rm 62 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■m Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE ol! o I BY k&m G �/Y111i �ooF 'DI, - 85 PSF C/'2 5 Mlr- kr2 8j cel d 51/1 �,►f -A- (" & + ►� ��) - ►q fey o S -s 0�x \NWp WTITAI y Ypxl�pT� �F,601(1 Go"TROL-S ��X�►IG U�1"��L I�pKDS COt�T�vL (.�A"� ��lG`ft� 63 Design Sheet MAGNUSSON KLEMENCIC .�. ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET 1J LOCATION CLIENT DATE BY 'TF-LPA p- = r? P9 Fgrl 5 ►'SF l��acl�(nn� ' 0 5&1 Ll� '✓V lop pe F POIOr WtT, 1pL� = ► V PL ?V2 �6r- V = '11 ¢5F VP wme(-,,s e:,5 F5 F Rti � �� p) Dti6 P *p 1517, 1 11 k -y ot54- 1e/L- 111 T2 '11 ?a F Vf VAI P'I-t� Oil 2) ?6F + 22 55 PSS r = 2�J PyF S 25 I5F �1 0 KO V' 1f Rpt -(go �13) 1 n15 k"f I:� P15 /7 - II = 5 3 6 3 k-4 151;r ; 0 b I �- Design Sheet I MAGNUSSON KLEMENCIC ASSOCIATES ■� Structural+Civil Engineers I PROJECT SHEET LOCATION CLIENT DATE Qq BY .k1 V Call 1' �L I OC1 PS� USI = 13 psF L�NuI�s v6j, cvlI i `b �Ti or►�; Io b* I U�y -1�1 1e, Apt = 71" LA50 Q ao to /360 o.0 z40-Wkly A, 13,� I /,24o - o (Pv"-ilkakle, obtL�,Z, 1it5 0y--, d y 13 10&0 - D-i5 �,-d"(- tSL = 16 13 °1`1940 - 0 (o`b" ' Iovab6 N-rl- 60o +3 13 I /�i - o +3 a �,A tr— Q L � 15 11(/` 0,(0Fi >(roA Lf-- -8 L = 04 V,titi 04- a 045` pvt� Iq oq- � y��; r4 .9 i- ali�►ably I, ITZo� 65 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT �7 L SHEET LOCATION CLIENT DATE BY r� gooF td y DIfaTUtJ T - Co 4�,5 T L,3,x (►D 1 (2z X2/51 13 1 0 V)I`t k- J -bPR-Fajoo ��1= (PIl -7 0-9Irl k of P-00P ►F fit f"Zx�vt ��10 N y�� Gt= � J I�� �.f �t vt2G�5 RIO r- � 1 = 14-r2 � DIMi�Gtt T- CD��pSZ * �Px//� * `� �I� }Cw 1� i1/q, � l3-9 12 Achard " �(oI I} X �iY�ctJ A s �1,,yd f � ti� k0 03 07- IL Tia Y �/I Tia !,>IC�oVd //D lY� IG5!� ()(v !►?v 66 Design Sheet I MAGNUSSON KLEMENCIC ASSOCIATES ■�� l Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE I Oal BY 1=v"Ior, %vf�Yl1� GGTJ"�b�S X �t'�LYOrJ 'ImmT Q w CI3 X- 04 ,-0gb1 * ►-1,q 441v- blk- mo� roE-I � X v �►I�P�hP-�m Ct�>`�6Y� ;3 q" �I►��T rxrvt o1074 PT QLEhrE ° C INtr APi-i. Wpr M1 `� pI Tors I 21?� Vf{ -), -;, I � �- �,o t� Vlfr?" wI,T� M>MVAIIt - 4i-V- Cf ' CIAO ,rnaL- p0k- 3*" AIF�a letz) 3 12v Ca fL ori 3 - V = r15 2 x f * b,,I 4, 12-" 4-15 kit U E-T m kTIF57 NO4:3; ui� -tt .f-&T1ors 2V-(o` — '10 �- No f->r-,ITTONl DP-A� T�,Im i �71RYrE,�-fl"L�v1 �I�Z►,�l'T;✓ � GfiN°�It�Gt' No km)I-I1OO-v 1�I IF 2-�e3,3T FVW(t - K WP) No 1pW F-Wvr= PMD 67 Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES ■ Structural+Civil Engineers PROJECTNlaimf .a _ SHEET LOCATION CLIENT DATE BY (3) 1/5* AylL� 1 LTS ,{ llz � v,j AZ 3 /X I � + ` I F 1 f t t t 'a s J RK Ijl I A� lCnNC� C�rJT4zo1� f I , I I A,4,2 Fra STs lk 2.n w4Tr q,5/1V A3t�J I I 68 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■T Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE (PZ USI BY ?IF" (,,%, 0 iT1oN AT G"PoWigh wm� Gawt�fhJ�hiorJ I tiD I L o s s ►���ydx 'Iz ilf� ��y�x�K��� r — t / Wi X43 2' ?Om To l ro"r I CoopuzT[otA � w (?- -I T y = to tli �- 'I'� I�iA "Gt ' ATL �;orJ►� ��,�.I �j W[4 �y14 V- > V v 10 a 1 k E'ILITT "C rvt- l'iZ�E1,T�1 " _ 1 I� tx.T (TIPS Loi► 7 r1 Pn ►Nta�Jtn�t t. � �I� �'VA'CE i�Iflti � St�G.- C,>7ntN�2Tio�► - Con1T�-o�, R-oo►�1 9% A--�,Tr2 TOM, 69 Z Project PCC Maier Hall Reference Control Room Brace Connection at Floor 6/2/2009 Beam ID Vti114z93 Beam Properties Ag 12.6 Connection Plate Aw 412 depth 16 tf 053 thickness E3:313 bf 8 conn vert. eccentricity 3: tw 0 305 0 305 unbraced length 07. d 13.7 T 137 Connection Forces Ru,hor 37:9 Bolt Strength Check Ru,vert 'EO:Of no of bolts 3 Ru(SRSS) 39 Governing Bolt Strength 271 resultant angle from Req'd no of bolts for strength hor 153 2.0 okay Vert shear Bolt Strength consider Bolt Geometry Ecc 47 43 okay Bolt Diameter _606 Direct Bolt Strength 81 3 okay Bolt Shear Capacity 27 .kips Bolt Bearing Capacity 1#?2 kip/inch thickness Edge Dist 1'5 Beam Block Shear Row Spacing 3': Agt 1;83' column Spacing 3. Agv 137 No of Bolt columns t Ant 107 No of bolt rows 3: Anv 1.22 'C' for ecc bolt Group 175 FuAnt 6939 'C' for SRSS or vert only 0.6FuAnv 4758 Beam Block Shear 88 okay General Parameters Connection Plate Block Shear bending phi factor fl9.ksi compression phi factor 0.85 ksi Agt 313 shear phi factor 0: 5. Agv 0 E90C3 Ant 2.19 Fy 66 Anv 3 125 Fu Ei.5 Connection Plate Block Shear 198.05 okay Check Connection Plate Strength "assumes 2' edge distance Mu 32.43 kip-in Pu 3790 kips Sx 5.21 in^3 phi-Mn 234 38 kip/in lambda Oil r 009 Fcr 4975 phiPn 132.14 70 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural+Civil Engineers PROJECT j SHEET LOCATION CLIENT DATE 11101 BY K" TO X1,.1 Te- �r� .� /� �xlee+ 2 �i" c � To I4� 2" ADV T D z T -ro 41 (o 555/( 1 2 Wes) C-tUl C2C7f—Ir vIq, 000 kI/__l�sl �Jh I�IrtlVtn �G m�smcr,�iv`.�3,s (�t1it� T ftA-CT%i Ta C b T�AT�G iNP�1,V �h I �°(ti CI, Z 5�olcs = �� = �9 to s�» 4e) 85 )° Te'I FUVIDE IL tmPJEu, 3 0{ �L= T$ 44 k � Sok VaT f,")E 1X-1wTj To firo�nl�r 49 It eos�s�ss �Nrf� h1E5PN�tlf (i�5m+5 6559 l 71 °✓ Design Sheet MAGNUSSON KLEMENCIC _ w ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE I �� BY At V 0 ` 41 00Y iglTe" U-6 C-7 +41 sth 45 b5 S) * (p" la F to r I U 49 (o k WE 45.QV 5 � = �I D.�I � ,hate g l �►� ;�----------� I lim�7 pEslc�rl �� S S�E l�I OT?t� dF 1 Gf�a�K IN TITtsI ole► I T �i,.6Otr? �+4,1 - a nr, V 0 del - U,514", :�o tp CONCWEi T,�. OtAT Gfii r Or- ktJakY-- Id -r;WV�Iori CO,IM �o�T SfT�t�lf�-rt� 0� �rT IC o ►r ` �' R - S 01� A, f -- -- - t-f,,' �2 0q 1� AT � (470 "7! —> Q T V, - q,5 A,-i� I- q00�5 �� po V", -PUiI I,kT }Gr bF PT! ,"f- lr`! 7q�161�1 U t�Pn lb w 3(� �°1 > 5to b k- Ca! = f0 r? rwwty� T Ca 0 4 h e f - o 4 x Lf ewlt4ib4 = z Nyb Jl o �aE �br� = 1(,D q 10 V'TV'rr,) 01000�t lel , 4 $WWOVT SDA APG OcP�Iib 72 Design Sheet - MAGNUSSON KLEMENCIC ._ ASSOCIATES ■ Structural+Civil Engineers i PROJECT SHEET LOCATION CLIENT DATE BY W 1*VAT P I)CD r er c�m�►1 r, G wove whir-owr �-,T �{` Ph;Gt� (� "(E l��►Gh1 N� - Al�GIA06,�,), Q 2 1 620'00r6 L4k- f + 1 4- 1 3F + I 1 + t rJ� (I 5 ��� + ?.x8+ 151nef 1 I�i(^�� + fi °� 15 def ►n An1�fl Ao, = q g,4,„Z V jE ��"1 Ih a � 11 52 In + + -- 10 Gee.JCT + + + I + + i I•/(k � 2�! fo k �h + 0' + 2iSy� quoM� rh = -221 to k rJt 60 _I 1(ao Ih� )� to {E•I n 2- k' R0 W Z- f h = ;21 (s F *� 10�� cA ly 3 Ivo it r� = 415 b 4 �- �3 A�iS u Vvl>i f1�U- Ah IJJG�� mf Tq,IS la.► -�~ 73 I�OG�Yv�J O1✓ LES U��-t..�T �� `��� 12 -� 5 7�` � � � I q�" � ��/�a� �-�5�I k-t E•Q k-\ �1 S5 �rts>1a c e fro L d Igo j"k f Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET b EO(ATION CLIENT DATE BY �410 - I/( I �, � 1 9 r?"/ N 4 0�, Te' ,^I - I r - 1 0 �hl1`a1C�F�rv1 E�T UrAcf-'Ofi5- t;pFn XT [o `lGIO — ��L/PcvLo�cd, 1 Tc,v Ub �e J E2r" AI�dG 5GSI + �A�isr�G��lha = (a { 5 !2 + D �N" AIVaO `t CCa►%v (17 Tr 10 NO-r wkv ➢ �&oAjT c.I,,J I"N !*-- Ga Z i 5 6;1 - I`3 �lG 1 ti �"r-oa-&Yv1atT or p AA Ff�f ar- rre A-r� -Tw�J RNtfte �s z �� I L ( Car \t 5 �a ���, _ "J5 470 lws�(�Q7 ►nz 0 '< I ti ro a$ 9 4 74 Design Sheet + -4 MAGNUSSON KLEMENCIC 1 t ` ASSOCIATES ■ 2 Structural+Civil Engineers 8�d PROJECT SHEET LOCATION CLIENT DATE BY WIYr�ou�T pcD�D 1��� -flU-C ��t"�1� aF fhkAko� !tJ T�Icr�! d4 It 5000� (4)l y I:j z s I t4 I44 irY Agv PNL = CI C7 �el + Z� QJU+ I r'J�cf (� GI �of +2�j J /2 I g —�- + 4 + I I v h F 4 I 5 Tecij �� ,� = I `� #'vim Gi�T Ita ,�.►ca-�?� l IVIV 1 Inz ► -0 4 Itis ug 4k- 75 Design Sheet MAGNUSSON KLEMNCIC _ ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY N �� 12y Gal 14'/4 y Vla VZy 4 2 v 12,svkc�N�� = �52 `) E Z� — (v30 ol, 4 r7 #(� rq 40to 1 shy 0 Gay I Gal 14 /4 (WfCv1, WATIOVOVS) W of— F 7kJ59- AT�tib� �r ([e g7 4 ,VS ° D7h" (J00 �gr (� 5le- �'��b ' 0 "72lY'! o(, 1 In o V 2 I 0 20 n IG 200 - = 51 fb 3t- C, t D — V 00 CiflNf�iWg` aVIT OF coN-r"L— 10-11k voww"b 1 76 Design Sheet ' MAGNUSSON KLEMENCIC _ ASSOCIATFS ■ H Structural+Civil Engineers PROJECT i (E .p C)� 'oaF SHEET LOCATION CLIENT DATE (� BYE CONT"L, "OKA GoNt-LEZ 'Ot 1 PCOV -PRir 5-4 i I t -- -- — + s + 1 STI 1c .� C,rn v R-t►sfit S!i�if i I,N!c R 5F7 ro1 cry r=te 1 12" t\A 12 w D<DC i� t�N Rti eAfA� PT 607 JWal oN 105 IV 1 11- i J L 77 00 1, 7 se. t /* /U MN 14 L r/, ,� r e k� l �l —J .............. 30 C L2 21,don 5/l--,j09 2,02714 PM !I, �6 i a�• � // /lam � '� A # /. j d "/ EKY'`',;r , �\ \\ ��<�cn w►- X11 �' ��`l�t�') � / g ,3=.=, /�/ / U 'li 31.dQn 5/151",,,g 2-03.00 PM 00 IIATO 7 rD 1, yi — �� .,.... 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A 2M.42 PM F� f,, - Map +a F k ttiA RAM Steel v13 0 VI Magnusson Klemencic Associates RADataBase 09_0506 PCC 50 CD Final 05/15/09 13 28 37 HJATKA�AL Building Code IBC Alt , - , , t✓ Steel Code AISC360-05 LRFD Floor Type second C1 I / \f --wr6�fCi1------2 25k�_ �N16"iC{t�2 scis`--yP16R'f1 —z vv 16Z7-- 27k r t^c W1Lxrfo5 +�t" ,�tZx53 WIvx5,b ���' MIX z °t B -- '.Bk W1Ok12 8 25k __W16)Q6 25k 25k F W161Q6 25k 25k W1646 25c 25k'� WIB�Q6 25k 25k W161Q6 23k .^ _Ik/.OXI2 A 24k W16)Q6 24k 24k W1646 25� 27k� W16)Q6 -/27k 27k� MO)26 27k 22k WI6)26� m ^ 4ki W14W 4k 24k VVI W6 211 1/2 yy16iQ6_ _2 27k W16Y26 2A 27k W16iQ6 27k 18k WI2xl9 17k/ 14k W1646 _ -''14k Cy 1 31: �7.�21Kii2�8a22c,;-�5 WI8�C35_ 2 -2& _M6%i1___b 26k.-�26h— W16�Ci1 _ 2 �_2&_ WI6�31 2 14k�' W'�4)Q2' 3k 7'r 3 4 ! 5 ( 6,H 5-- -N, 7 WIC YVliv w�ti Wl� v.Gi� Z8 F11 RAM Steel v13 0 Floor Maa Magnusson Klemencic Associates RAMDataBase 09_0506 PCC 50 CD Final 05/15/09 13.28 37 Building Code: IBC Alt Steel Code- AISC360-05 LRFr) Floor Type- second / 4 �, 3 14 z/ �� W t•rte `%l ~,/ �/� Y,C° i�. 13 // 12/ �4}` 11 5 N , J / 10 87 / 4 r '3 v5 78 0 3;G 13 Floor Maw RAM Steel v 13 0 Magnusson Klemencic Associates RAM DataBase 09.0506 PCC 50 CD Final 05/15/09 13 28 37 1 TERNATKY'Al Building Code IBC Alt Steel Code AISC360-05 LRFD Floor Type- third gravity a I C � 3a Y >' / k vV1a aB 7 � : v ti 1 -/ B -fes W10ui2 9a! W16>� 251�t'_'---W16�Q6__---�4k t 3 �7k NnOxl2 7k I o• ax VJ16,0 — �Mn W16,0 ---. _ I t ----WI6 ----+' _ --—WI6AQ6 '--- _).Cr \yr3� \• - --------' `-- _?Ic' 7k� VVIOXX-'--- WI4�Q2 A Y W1a0.2 t�x ,,A 2!1 I AW18)05 ww5- - .�7„2M6 --NCI8 ---- - -�k_---- W1845 _-^ — 14k• W141Q2 c ,l 5, ,534. :. M 00 Floor Mau 1,g RAM Steel v 13 0 Magnusson Klemencic Associates RAM DataBase 09.0506 PCC 50 CD Final 05/15/09 13 28 37 WTERNniY7- Building Code IBC Alt Steel Code AISC360-05 LRFn Floor Type: third gravity fl V3 14 13 3' f/ 3 /J! Ir 31" `f 10 !16 r \ �!1 U /'M s 3 t s✓j a/ �, 1 \ / 10 .9 3 3 fs , 5 F - Man RAM Steel v 13 0 RAMMagnusson Klemencic Associates DataBase 09 0506 PCC 50 CD Final 05/15/09 13 28 37 NrE��,ATKr,� Building Code IBC Alt Steel Code AISC360-05 LRFD Floor Type roof gravity i =rAk�------- 1MaiQ2--"— K V 7�./pI 12k W10r12 -v �k _N�11QZ _ .4� .. V 2. 4k �._ V �Q2 --� 4k _v, �Q2. _�K' SM __— 4 �T B 2 VV14k2 —sem --sk _ ¢z 5k --'k v hoz v 42 {!f `W14,22 4kA KW102JlV ,22 a � VOL` 6, Wt422 51I412Q _ _—M4 9( ' ik I• 13kW104 1•$I} $ m w r ----=�ij22 _ 3 of Vt.2 ,6k -- vT ¢z A.V W10x12]lt ___.. Z __. I 6k �Q2 6k `6k—__ .__V �iQ2 .___—_- K 6k Y��Q2___ C VV12X19 M / \\ 1 -7_ _ —�.—_—.__ i cA.2. ; ax'..,�� VL � ... --- v� ¢z ------ ... c;7;7=wn2�na_ 1 �'1 .2 i 3 4 i ( 5 ) iH 57 j 7 i Ln 00 Tum Floor Map 98 RAM Steel 03 0 Magnusson Klemencic Associates RAM DataBase 09_0506 PCC 50 CD Final 05/15/09 13 28 37 Building Code IBC Alt Steel Code AISC360-05 LRFD Floor Type: roof gravity 3 /7 /~ ! -4 / 41 13 L 12 4V / 115 v/ jy /1Ub 10 73- \. /A 7 7 _.� 3 35- 53, 7 9. 131 1 7�f co ` J -- TABLE A WIDE FLANGE MIN NUMBER OF BEAM DEPTH BOLTS REOD W8, W10 2 W12, W14 32f6 - W1 6� -W1-8 - - -- 4- --- ZH W21 5 (v k. W27 7 W30 - W44 8 NOTES 1 SEE PLANS FOR BEAM SIZE PROVIDE THE NUMBER OF 78 DIAMETER A325 BOLTS SHOWN Ill TABLE A BASED 01\I THE BEAM DEPTH 2 SHEAR TAB PLATES SHALL BE A36 MATERIAL AND SHALL BE 5/6'' THICK WITH 1/4'' WELD EACH SIDE FOR ( 5) BOLTS OR LESS, 3/8 THICK PLATES WITH 516' WELD EACH SIDE FOR (6) BOLTS OR MORE '' 3 BEAMS SHALL HAVE STANDARD ROUND HOLES ( STD) AND SHEAR TABS SHALL HAVE HORIZONTAL SHORT SLOTTED HOLES ( SSL ) 4 WHEN CONDITIONS VAR't FROM THOSE SHOWII IN THE TYPICAL DETAIL, DESIGN CONNECTIONS ACCORDING TO THE AISC MANUAL OF STEEL CONSTRUCTION 5 BOLTS IN BEAM TO COLUMN CONNECTION SHALL BE SLIP CR 1 CAL GENERAL NOTES FOR ,- -EEL CONN ECTION & 20-, �_06,pGN•.�1-9_!?QQQQ'11,39 AM._._.-�. --• --------.-- - ._ - ---- -- - - -' _..__ COM LEI TABLE A ' Iro 1}- I P IN ILA G BE AYA II IMA NUMBER OF - CORE LEI x}�1.Ti- ITS eE 14 UCP DF NMI BOTS REWIRED COM LENGIN NmEs we WTO wLz B 10 IS i — Is a _ - Tq% DIES TD ONKC UNLESS NOTED DIRER M. 25 B BO ONE W VLS JI BR WEp W21 {---{ SE[ It SEE KM B E C IMS vKQ MY It NOTED SE APPR It ICAT.OCT TYPICAL COPED BEAM DETAIL If sxD"Iw MND'*p Oc Aa vfe couEC Ia,sx NOTTS IS' s I� 'w^ <SIDE$ IEAR5 N VC T-IR)ANITA) ASA)WA 10 6O 10 THESE IES APP ALL PCD SCANT LITEAIIED INER ISE 1 L IES Su L V[IN'M L 5NDP1 LED HOLES I$SIT a WEB i B—s Y", LII NDILED f 1 COPED SCANS MALL BE CHECKED FOA E LANN KB uE5 kl BDL CDNNECIIMS BE M 0 BEA DEAR III 4AyIWN CDPF LENGTH EP dPPL CABLE BLC 6 IS -� �: ELEVATION USC FOLL IN4 fORNAe DL rER CWF It ut[SS 5P(tic lC Y CALLED Wi p IN III THE CMEC IM DO 5 u S OW WEA ATF 1E55 fu Tlwo YEB IX C LESS PER COYM(C MAA IN C.VI NDP Tx YK BAw S W "I L(B-M M.11 cM IDR R(L not,SEE CODE TIER S' ECA VI T DEED w(I CI COVE DEP x ITS 5 CDEEAx CIE 1 NCS t Oft W OV OEVT App IEI(P PER CAL CORE YEB FFNCP � w IV NaNtl OSE N;Iw TIE y TEEL DET Nx[N NE A LA AES ICNNES LES xeM 5`0. uE DET IDTES IMA (E ✓NESS IN Bf /IRuu IDT C45 0�UCI IUM NO D INTOR S I ..A 51 DET L1. SC [AB[C WCONNR AEA TABLE. 'If 10 aWAc AL.YPS fB � fx COPE'CNxB 5, IEMR MIA OROREWC AvvE CAXINLAN BE M A(-- 5,11 lE SAIF RACE EEL BE. CALCU. FD ENGINEER PRD 1L. MM WE T r A Illi R IID OF MINIM COPE LEN ID U4 CME LENCr IS x BE TIE GREAIEA 6 TMEE IWS TIE P TE Iu M TV IBES THE COPE DEP A 2E "ALL BE II[S TOOP AIN�D CCODTP INE IOu ixE[ ISs[E f EARL ES rOR COP[ E.AS' Wpl EIEI 15 TNCSE IAt"CS oA[ DYED INC evv fN 0E6Na ARE cOPCO INE ABLES 40AUSI BW LOCA AfWI M4L BE 1N( PEA OF 1. INS lxF[OPE M E' GENERAL NOTES FOR STEEL CONNECTIONS 2 GENERAL NOTES FOR COPED BEAMS 3 TYPICAL COPE WEB STIFFENER 4 TYPICAL WEB DOUBLER 5 A TOPE AN R,n SEC B i LENc CONN TDR /�Iz) A 6) La Bar PEA 121 '- LA 12 BREI ME NOTE LEN CmE T - Q SEE (((1 g✓d4 / W Aw I, Bu SFE R - uD, 'i hNd a HOPI Sk of ld EF OF 5 4rn� COM BO, G SECTION `d sEE / pEv✓AEI ROODBDLtlsca Ls� l m 1 �j— IDR ERIC IM sEl AaIE C�v Ba sf[ rr I .- �u' ( _ Y FOP LASBOLTED 8 WELDED BOLTED ONLY ql/y' STS BOL \-PtA NOTES _ SEf NO,E ___ '•FOP L515 — —S I f� "�' BEAM T D COLUMN FLANGE BEAM TO BEAM SECTION FFD AENE 10IpNe CCMEC / 3 1 FnG[ Tz- NDgs TABLE C2 ,I PED V"I RW 5 MYFS FI T BEAM 0`Pr DA WNI,(M EE IM ION. qw" It COMIC ON LINE U M pPv 511( IDES 4 NIM14 SIAFMI ICYYESS R 110L 0 i5 NMF x6N LIE WYIMN V 5 PMI IFDEA AND WLDE ARE USED, TME LAJ4 YHEI 4ElpfD i SLPPEFI AIL 9 Ou Sr [(I CEL'I,ort BEAM TO COLUMN FLANGE BEAM TO BEAM ONE AND BE 1FLD ED IM' W11M SUPPOUI -ESS Si B EO"A AN ONE P[ ___ - TWE II,wN VEl Molt ED L A SIN 0<I Cz CCNNE[TPR I CNNC55 OIAAEIEP 50 SVEWCO BEM5 WE THE IIA 26 I01E5 9NDI I NSE r ON E S F'ND SINGLE PLATE SHEAR CONNECTIONS DOUBLE ANGLE SHEAR CONNECTION$ IOf oFi FOR NA o D A45"ICEL C ufC IN PE IM KEP A. i TYPICAL STEEL CONNECTION,TYPE Cl �7 - TYPICAL STEEL CONNECTION,TYPE C2 9 TYPICAL SHALLOW BEAM CONNECTION_1 O TABLE B � - -- - TABLE C .1 PCA IW DM 10, IM COPE IN CME ML IN CORE IA BEA.,-5D 151 Fy IBEAu1 50 r51 ANGLE '00%51 F,18 CWI 50 PIT Iy1BEAAAI 50 151 __- uwER wv VELD IMA meIMA u IWN w}IAUN w.11ec 4 nIIEx VETO 4 IALN Iw a Iwu u NAR s -� M E IT li[ KB Ir [PC IENr x vCB Itx CWC CEN4 x DI PCA 1. 6 IEC WE I We IC COPE ENO,. kB COVE t IN[x II 1 IINCx L_ INGx�_ LIptg L- ZI 0 2t E 7 6 k 5 Zd ZD m § e%kNp k 6 6 -rr-"---I- 2a- ---�"; ` --I---�----- -- '�I---- --- "J' k -----I---'-.'-'--J`--�----- -- OrEt _ -_' fP AL.ID TEELP P'w PE Ab Z6 5 kI .0 - NDI 4 k4 5 m _-_-� 2 Irks NEW EVE,S A, e L 0 6R x5 LFO THE 6 se p} IIUI 0. rABL(5 B a m,f5 5 5 NOTES J09 ` O 1 xEPE1111: BSEE +5R s, n Imo_._ gI k o 2 Cpl i E C r£G BEAM TO BEAM SEf G[NN L B IA 0 B ff GENERAL IES IM >1 D - 'P BE nut. (, D. 1 CDP( eEAus- Asp k Ie q 'Et AND MOMENT CONNECTION_ TABLE B 12 TABLE C 14 TYPICAL STEEL CONNECTION,TYPE C3 15 1-• \ _ --. p I - SECT --�"- MCI TDD - (` - m SEE It SLAB OR PON DCC✓ SEC TE >-17 'i ,,LP PEI \_Plk I.-- �L�1 sC[ IE -� �/ 1_Ar.l ^ E0p �-Swu PDO W ox z' z E CONNECTION CONNECTION IN �;� -' ��- a. , v[A RAovlo� den I— 1 TO STEEL TO CONCRE?E 1I IseuE L Tm AMC L,1ADE wM M vEp i5 - CD°f Di elan 80 ZC B AOE es Bu Bo L4 ID PGES 84 FIGSI _ 11 YP 10 EDGE__'Bro_.� - 5 REOD TrR va a CMC __L:.-__-/ hamOPI E/IEIN �1�-, 11E L4 AIu V ` L4, - O. �' - �L, . WELD W DOI V I cI p D" uDrEs SECTION IpTEs IP SECTION - M a zs NOTES, B0.S sMIO LGN /L Dlp DIC M, PIC4 STEEL DINCCTION, P! NO OLE 8' PE CT' SCE TEEL CONACTIDN. 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LL - too ��� = loc l b tr- r `.l I r� D _ „ V t�.b 2��i 1DrrI � s. rn c�P� t = laro + 32 !C-2 l'yF I C� Ibl'� {0•h '� ? t fFq�tL� Gore" 1W I 109 r Design Sheet MAGNUSSON KLEMENCIC ASSOCIATE ■ Structural t Civil Engineers t PROTKT SHEET [NATION WENT DATE BY �GG ! i (�=rCD�SsS V C— , 1, /1 a. ---f —_---- FsD�2 Ti5(` r:r! ire tr' rl' !Y tt' eiC j i (] L= �6��� IryPs� <,pLs �lose'F t vJ 110 Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY y c t LA q` C I r v1o`,,( )ic hJ i Y t IU 5 e -1 C` Vt�►L�S ri.�,1 � 6 44 5 LLz ID L S 4-4 �- c,. i C�OJe4 E`��O �C-q ti A L ✓ e i j S } t p 111 l FIT.X CRECTB%t> I CRECTB%12 I CRECTBXI2 I CRECTB%12 I IN a IN01 j5 CRECTBXI2 CRECTB%12 I 2.�i 5 N 6 j5 CRECT8%11 I CRECTB%12 I CRECT8Xt1I CRECTB%12 I CRECTBXI2 I CRECTB%12 CRECTBXI2 I CRECTBXI2 I �d IN 5 IN15 IS CRECTBX12 I CRECT.X12 I CRECTBXI2 I �- INtt IN 1 ISJ GRECTB%12 I CRECTBXI2 I CRECTBXI2I CRECTBXI2 I CRECT8X12 < IN5 Imo_ -.1N1 IN0 IS CRELTB%11 I CRECTB%12 Sl S June 10 2009 at 8 34 AM F—' 09_0106 PCC MH slab design.r3d N �Lx 8.8 4.B _�1TT1'T7lTlTl jN�9 INJO t[L}TTT6 INJ�r 1� 5LL�� .3.8 s3 5.8 • -1 T'- INA •4.8 7.7 I 1.5 -8,4 71 2.3 �� ..'918 c1 '33 a 1TRNrZ01 '-'-t1-tSttr""� 's .B.B 4.3 8.8 -5.3 .7 74 4.1 1 •/.3 .2.7 .5.1 7.5 7.5 3.4 IN 5 -3.1 .3.1 .5 11.5 aim I 8.5 •8.5 Re ults fo LC 2,ultimate Mambo Bending Moments(k-8) June 10 2009 at 8 35 AM 090106 PCC MH slab design 3.1 1.7 1.5 2.2 -au�A ' 1.2 , ,2 -2.4 -2.9 17 2 �I I .2.5 34 1.1 -2.7 •2.3 3 1.4 12 1.9 .2.1 '�'t•2.1 3.1 1.8 11 -2.4 .1.8 .2.2 2 2.7 0.9 -1.8 .2.5 1.7 1.7 2.5 1.3 2 2.7�'}� � -44j 1 2 -1.3 -2.5 .1.7 s7 3.8 -3.8 Re ults to LC 2,Ultima Membe y Sh ro (w) June 10 2009 at 8 35 AM 090106 PCC MH slab design.r3d 7 Company June 10, 2009 Designer 8 36 AM Job Number Checked By- Basic Load Cases BLC Description Catego X Gravity Y Gravi Z Gravi Joint Point Distributed Area Me...Surface ... 1 self-dead 1 1 24 2 1 live None 1 24 3 superimposed dead None I24 Joint Boundary Conditions Joint Label X Win Y fktinl Z Win X Rot.k-ft/rad Y Rot.k-ft/rad Z Rot.[k-ft/radl Footin 1 N4 Reaction I Reaction Reaction —2-j- N1 Reaction Reaction Reaction 3 N5 Reaction 4 N6 Reaction Reaction 5 N7 Reaction 6 N8 Reaction 7 S2 Reaction 8 N2 Reaction Reaction Reaction 9 S 1 Reaction 10 N10 Reaction Reaction Reaction 11 N11 Reaction 12 N12 Reaction Reaction 13 S3 Reaction 14 N28 Reaction Reaction Reaction 15 1 N25 Reaction Reaction Reaction 16 N22 Reaction Reaction Reaction 17 N18 Reaction Reaction Reaction 18 N14 Reaction Reaction Reaction 19 N15 Reaction Reaction Reaction 20 N16 Reaction 21 S4 Reaction 22 S5 Reaction 23 N20 Reaction 24 N19 Reaction Reaction 25 N23 Reaction Reaction Reaction 26 S6 Reaction 27 N26 Reaction Reaction Reaction 28 S7 Reaction 29 N29 Reaction Reaction 30 N30 Reaction 31 N31 Reaction 32 S8 Reaction Concrete Beam Design Parameters Label ShaDe Len th ft B-eff Left in B eff Riahtfinl Slab Thic...Slab Thic... Icr Factor Flexural L...Shear Lay.. 1 M1 8Dx12W 15 Default Default 2 M2 8Dx12W 15 Default Default 3 M3 8Dx12W 15 Default Default 4 M4 8Dx12W 15 Default Default 5 M5 8Dx12W 9 Default Default 6 M6 8Dx12W 15 Default Default 7 1 M7 8Dx12W 15 Default Default 8 1 M8 8Dx12W 9 Default Default 9 M9 8Dx12W 15 Default Defau" 10 M10 8Dx12W 15 Default DefaL 11 M11 8Dx12W 14 Default Default 12 M12 8Dx12W 9 Default Default 13 M13 I 8Dx12W 1 15 1 1 1 1 Default Default 1 RISA-3D Version 7 1 1 [I\PCCHumanities\Calculations\09 0106 PCC MH slab design.r3d] Page 1 Company June 10, 2009 Designer 8 36 AM Job Number Checked By- Concrete yConcrete Beam Design Parameters (Continued) Label Sha a Len th ft B-eff Left in B eff Ri ht in Slab Thic...Slab Thic... Icr Factor Flexural L..Shear La .. 14 M14 8Dx12W 10 Default Default 15 M15 8Dx12W 10 Default Default 16 M16 8Dx12W 15.5 Default Default 17 M17 8Dx12W 9.5 Default Default 18 M18 8Dx12W 14 Default Default 19 M19 8Dx12W 14 Default Default 20 M20 8Dx12W 9 Default Default 21 M21 8Dx12W 14 Default Default 22 M22 8Dx12W 9 Default Default 23 M23 8Dx12W 15 Default Default 24 M24 8Dx12W 15 Default Default Joint Reactions (By Combination) LC Joint Label X Y k Z k MX k-ft MY k-ft MZ k-ft 1 2 N4 0 1.733 0 0 0 0 2 2 N1 0 2.295 1 0 0 0 0 3 2 N5 0 5.249 0 0 0 0 4 2 N6 0 3.299 0 0 0 0 5 2 N7 0 3.299 0 0 0 0 6 2 N8 0 5.249 0 0 0 0 7 2 S2 0 1.733 0 0 0 0 8 2 N2 0 7.649 0 0 0 0 9 2 S1 0 2.295 0 0 0 0 10 2 N10 0 .889 0 0 0 0 11 2 N11 0 3.808 0 0 0 0 12 2 N12 0 5.18 0 0 0 0 13 2 S3 0 1.744 0 0 0 0 14 2 N28 0 1.733 0 0 0 0 15 2 N25 0 1.685 0 0 0 0 16 2 N22 0 1.1 0 0 0 0 17 2 N18 0 1.408 0 0 0 0 18 2 N14 0 1.777 0 0 0 0 19 2 N15 0 3.483 0 0 0 0 20 2 N16 0 4.72 0 0 0 0 21 2 S4 0 2.244 0 0 0 0 22 2 S5 0 2.082 0 0 0 0 23 2 N20 0 5.124 0 0 0 0 24 2 N19 0 3.03 0 0 0 0 25 2 N23 0 6.083 0 0 0 0 26 2 S6 0 2.264 0 0 0 0 27 2 N26 0 4.453 0 0 0 0 28 2 S7 0 .717 0 0 0 0 29 2 N29 0 3.947 0 0 0 0 30 2 N30 0 3.363 0 0 0 0 31 2 N31 0 5.992 0 0 0 0 32 2 S8 0 1.959 0 0 0 0 33 2 Totals. 0 101.587 0 34 2 COG (ft). X. 21.881 Y. 32.915 Z. 0 Joint Deflections LC Joint Label X in Y[inl Z in X Rotation fradl Y Rotation fradl Z Rotation Iradl 1 2 N1 0 _ 0 0 0 0 -6.335e-3 2 2 N2 0 0 0 0 0 0 3 2 S1 0 0 0 0 0 6.335e-3 4 2 N4 0 0 0 0 0 -5.092e-3 RISA-3D Version 7 1 1 [I,\PCCHumanities\Calculations\09_0106 PCC MH slab design.r3d] Page P16 Company June 10, 2009 Designer 8 36 AM Job Number Checked By- Joint Deflections (Continued) LC Joint Label X in Yin Z finl X Rotation fradl Y Rotation fradl Z Rotation Fradl 5 2 N5 0 0 0 0 0 9.316e-4 6 2 N6 0 0 Or 0 0 1.361 a-3 7 2 N7 0 0 0 0 0 -1.361e-3 8 2 N8 0 0 0 0 0 -9.316e4 9 2 S2 0 0 0 0 0 5.092e-3 10 2 N10 0 0 0 0 0 -6.539e-4 11 2 N11 0 0 0 0 0 -6.988e-4 12 2 N12 0 0 0 0 0 1.12e-3 13 2 S3 0 0 0 0 0 5.186e-3 14 2 N14 0 0 0 0 0 5.287e-3 15 2 N15 0 0 0 0 0 3.054e-3 16 2 N16 0 0 0 0 0 3.811e-3 17 2 S4 0 0 0 0 0 7.462e-3 18 2 N18 0 0 0 0 0 -2.164e-3 19. 2 N19 0 0 0 0 0 1.309e-3 20 2 N20 0 0 0 0 0 -3.088e-3 21 2 S5 0 0 0 0 0 7.161e-3 22 2 N22 0 0 0 0 0 -4.866e-4 23 2 N23 1 0 0 0 0 0 -2.213e-3 24 2 S6 0 0 0 0 0 6.181 a-3 25 2 N25 0 0 0 0 0 -4.625e-3 26 2 N26 0 0 0 0 0 1.727e-3 27 2 S7 0 0 0 0 0 1.42e-4 28 2 N28 0 0 0 0 0 -4.97e-3 29 2 N29 0 0 0 0 0 2.419e-3 30 2 N30 0 0 0 . 0 0 1.92e-3 31 2 N31 0 0 0 0 0 -9.493e 32 2 S8 0 0 0 0 0 5.722e-3 Joint Coordinates and Temperatures Label X ft Y Iffl Z ft TeMD FFI Detach From Diap... 1 N1 0 0 0 0 2 N2 15 0 0 0 3 S1 30 0 0 0 4 N4 0 10 0 0 5 N5 15 10 0 0 6 N6 30 10 0 0 7 N7 39 10 0 0 8 N8 54 10 0 0 9 S2 69 10 0 0 10 N10 0 20 0 0 11 N11 9 20 0 0 12 N12 24 20 0 0 13 S3 39 20 0 0 14 N14 0 30 0 0 15 N15 14 30 0 0 16 N16 23 30 0 0 17 S4 38 30 0 0 18 N18 0 40 0 0 19 N19 10 40 0 0 20 N20 20 40 0 0 21 S5 35.5 40 0 0 _ 22 N22 0 50 0 0 [23 N23 9.5 50 0 0 24 S6 23.5 50 0 0 25 N25 0 60 0 0 1 RISA-3D Version 7 1 1 [I-\PCCHumanities\Calculations\09_0106 PCC-MH slab design.r3d] Page 3 Company June 10, 2009 Designer 8 36 AM Job Number Checked By- Joint Coordinates and Temperatures(Continued) Label X ft Y[fti Z ft Tem Detach From Dia ... 26N26 14 60 0 0 27 S7 2360 0 0 28 N28 0 70 0 0 29 N29 14 70 0 0 30 N30 23 70 0 0 31 N31 38 70--j- 0 0 32 S8 53 70 0 0 Member Distributed Loads (BLC 1 . self-dead) Member Label Direction Start Ma nitude k/ft d...End Ma nitude k/ftd... Start Location[ft,0/61 End Location ft 1 Mi Y .125 .125 0 0 2 M2 Y .125 -.125 0 0 3 M3 Y .1 -.1 0 0 4 M4 Y .1 .1 0 0 5 M5 Y 1 1 0 0 6 M6 Y 1 1 0 0 7 M7 Y 1 1 0 0 8 M8 Y 1 1 0 0 9 M9 Y 1 -.1 0 0 10 M10 Y 1 1 0 0 11 M11 Y 1 1 0 0 12 M12 Y 1 1 0 0 13 M13 Y -.1 .1 0 0 14 M16 Y 1 -.1 0 0 15 M15 Y 1 1 0 0 16 M14 Y -.1 .1 0 0 17 M17 Y 1 1 0 0 18 M18 Y 1 1 0 0 19 M20 Y -.1 .1 0 0 20 M19 Y 1 1 0 0 21 M21 Y 1 1 0 0 22 M22 Y 1 1 0 0 23 M23 Y 1 -.1 0 0 24 M24 Y -.1 .1 0 0 Member Distributed Loads (BLC 2 . live) Member Label Direction Start Magnitude k/ftd..End Ma nitude k/ft d... Start Location ft% End Location ft 1 Mi Y .15 -.15 0 0 2 M2 Y .15 .15 0 0 3 M3 Y .1 .1 0 0 4 M4 Y .1 -.1 0 0 5 M5 Y .1 .1 0 0 6 M6 Y .1 .1 0 0 7 M7 Y -.1 .1 0 0 8 M8 Y -.1 .1 0 0 9 M9 Y -.1 -.1 0 0 10 M10 Y -.1 .1 0 0 11 M11 Y 1 1 0 0 12 M12 Y 1 1 0 0 13 M13 Y 1 -.1 0 0 14 M14 Y 1 -.1 0 0 15 M15 Y -.1 .1 0 0 16 M16 Y 1 1 0 0 17 M19 Y .1 -.1 0 0 18 M20 Y .1 .1 0 0 19 M21 Y .1 -.1 0 0 RISA-313 Version 7 1 1 [[-\PCCHumanities\Calculations\09_0106 PCC-MH slab design.r3d] Page 18 Company June 10, 2009 Designer 8 36 AM Job Number Checked By- Member Distributed Loads (BLC 2 . live) (Continued) Member Label Direction Start Ma nitude k/ft d...End Ma nitude k/ft d... Start Location ft% End Location ft 20 M22 Y .1 .1 0 0 21 M17 Y .15 .15 0 0 22 M18 Y 15 .15 0 0 23 M23 Y .125 .125 0 0 24 M24 Y .125 .125 0 0 Member Distributed Loads (BLC 3 . superimposed dead) Member Label Direction Start Ma nitude k/ft d...End Ma nitude k/ft d... Start Location ft% End location ft 1 M1 Y 015 .015 0 0 2 M2 Y .015 .015 0 0 3 M3 Y .015 .015 0 0 4 M4 Y -.015 .015 0 0 5 M5 Y .015 .015 0 0 6 M6 Y .015. .015 0 0 7 M7 Y .015 -.015 0 0 8 M8 Y .015 -.015 0 0 9 M9 Y .015 .015 0 0 10 M10 Y -.015 .015 0 0' 11 M11 Y .015 .015 0 0 12 M12 Y .015 .015 0 0 13 M19 Y .015 .015 0 0 14 M20 Y .015 .015 0 0 15 M21 Y -.015 .015 0 0 16 M22 Y -.015 .015 0 0 17 M23 Y .015 .015 0 0 18 M24 Y .015 .015 0 0 19 M14 Y -.04 .04 0 0 20 M15 Y -.04 .04 0 0 21 M16 Y .04 .04 0 0 22 M13 Y .065 .065 0 0 23 M17 Y 035 .035 0 0 24 M18 Y 035 .035 0 0 Concrete Properties Label E Mil G MR Nu Therm \1 E5 F Densitvlk/ftA31 fc ksi 1 Conc3000NW 3156 1372 .15 .6 .145 3 2 Conc3500NW 3409 1482 .15 .6 .145 3.5 3 Conc4000NW 3644 1584 .15 .6 .145 4 4 Conc3000LW 2085 907 .15 .6 .11 3 5 Conc3500LW 2252 979 .15 .6 .11 3.5 6 Conc4000LW 2408 1047 .15 .6 .11 4 Member Section Forces LC Member Label Sec Axial[kl v Shearlkl z ShearIkI Tor ue k-ft - Moment k-..z-z Moment k-... 1 2 M1 1 0 2.295 0 0 0 0 2 2 0 .765 0 0 0 -5.739 3 3 0 -.765 0 0 0 -5.74 4 4 0 2.295 0 0 0 -.004 5 5 0 3.825 0 0 0 11.47 6 2 M2 1 0 3.825 0 0 0 11.47 7 2 0 2.295 0 0 0 -.004 8 3 0 .765 0 0 0 -5.74 9 4 0 .765 0 0 0 -5.739 10 5 0 2.295 0 0 0 1 .0 119 RISA-3D Version 7 1 1 [I\PCCHumanities\Calculations\09_0106 PCC MH slab design.r3d] Page 5 Company June 10, 2009 Designer 8 36 AM Job Number Checked By- Member Section Forces (Continued) LC Member Label Sec Axial[k] Shear[kl z Shearfkl Tor ue k-ft - Moment k-..z-z Momentrk 11 2 M3 1 0 1.733 0 0 0 0 12 2 0 .615 0 0 0 -4.403 13 3 0 .502 0 0 0 -4.615 14 4 0 1.62 0 0 0 .636 15 5 0 2.737 0 0 0 7.533 16 2 M4 1 0 2.512 0 0 0 7.533 17 2 0 1.394 0 0 0 .209 18 3 0 .277 0 0 0 2.923 19 4 0 .841 0 0 0 1.866 20 5 0 1.958 0 0 0 3.383 21 2 M5 1 0 1.341 0 0 0 3.383 22 2 0 .671 0 0 0 1.12 23 3 0 0 0 0 0 .365 24 4 0 -.671 0 0 0 1.12 25 5 0 -1.341 0 0 0 3.383 26 2 M6 1 0 1.958 0 0 0 3.383 27 2 0 .841 0 0 0 1.866 28 3 0 .277 0 0 0 2.923 29 4 0 1.394 0 0 0 .209 30 5 0 2.512 0 0 0 7.533 31 2 M7 1 0 2.737 0 0 0 7.533 32 2 0 1.62 0 0 0 .636 33 3 0 .502 0 0 0 -4.615 34 4 0 .615 0 0 0 -4.403 35 5 0 1.733 0 0 0 0 36 2 M8 1 0 .889 0 0 0 0 37 2 0 .218 0 0 0 1.246 38 3 0 .452 0 0 0 .983 39 4 0 1.123 0 0 0 .788 40 5 0 1.793 0 0 0 4.068 41 1 2 1 M9 1 0 2.015 0 0 0 4.068 42 2 0 .898 0 0 0 -1.394 43 3 0 .22 0 0 0 2.666 44 4 0 1.337 0 0 0 .252 45 5 0 2.455 0 0 0 7.362 46 2 M10 1 0 2.726 0 0 0 7.362 47T 2 1 0 1.608 0 0 0 .765 48 3 0 .491 0 0 0 -4.7 F49 4 0 .627 0 0 0 -4.446 50 5 0 1.744 0 0 0 0 51 2 M11 1 0 1.777 0 0 0 0 52 2 0 .734 0 0 0 -4.393 53 3 0 .309 0 0 0 5.135 54 4 0 1.352 0 0 0 2.227 55 5 0 2.395 0 0 0 4.331 56 2 M12 1 0 1.088 0 0 0 4.331 57 1 2 0 .417 0 0 0 2.638 58 3 0 -.253 0 0 0 2.453 59 4 0 -.924 0 0 0 3.777 60 5 0 1.594 0 0 0 6.609 61 2 M13 1 0 3.126 0 0 0 6.609 62 2 0 1.783 0 0 0 2.595 63 3 0 .441 0 0 0 -6.764 64 4 0 .902 0 0 0 -5.899 65 5 0 -2.244 0 0 0 0 66 2 M14 1 0 1.408 0 0 0 0 67 1 1 2 0 .588 0 0 0 -2.496 RISA-3D Version 7 1 1 [I-\PCCHumanities\Calculations\09_0106 PCC MH slab design.r3d] Page$20 Company June 10, 2009 Designer 8 36 AM Job Number Checked By- Member Section Forces(Continued) LC Member Label Sec Axial[kl v Shearlkl z Shear k Tor ue k-ft Moment k ..z-z Moment k-... 68 3 0 -.232 0 0 0 2.941 69 4 0 1.052 0 0 0 1.337 . 70 5 0 1.872 0 0 0 2.317 71 2 M15 1 0 1.158 0 0 0 2.317 72 2 0 .338 0 0 0 .447 73 3 0 .482 0 0 0 .627 74 4 0 1.302 0 0 0 I 2.857 75 5 0 -2.122 0 0 0 7.137 76 2 1 016 1 1 0 3.002 0 0 0 7.137 77 2 0 1.731 0 0 0 2.035 78 3 0 .46 0 0 0 -6.282 79 4 0 -.811 0 0 0 5.603 80 5 0 2.082 0 0 0 0 81 2 EM17 1 0 1.1 0 0 0 0 82 2 0 .145 0 0 0 1.478 83 3 0 .81 0 0 0 .688 84 1 4 0 1.765 0 0 0 2.37 85 5 0 2.719 0 0 0 7.695 86 2 M18 1 0 3.364 0 0 0 7.695 87 2 0 1.957 0 0 0 1.616 88 3 0 .55 0 0 0 -6.002 89 4 0 -.857 0 0 0 -5.463 90 5 0 2.264 0 0 0 0 91 2 M19 1 0 1.685 0 0 0 0 92 2 . 0 .642 0 0 0 -4.071 93 3 0 -.401 0 0 0 -4.491 94 4 0 -1.444 0 0 0 1.261 95 5 0 -2.487 0 0 0 5.62 96 2 M20 1 0 1.965 0 0 0 5.62 97 2 0 1.295 0 0 0 1.952 98 3 0 .624 0 0 0 .207 99 4 0 -.046 0 0 0 .858 100 5 0 .717 0 0 0 0 101 2 M21 1 0 1.733 0 0 0 0 102 2 0 .69 0 0 0 -4.239 103 3 0 .353 0 0 0 -4.827 104 4 0 1.396 0 0 0 1.765 105 5 0 2.439 0 0 0 4.948 106 2 M22 1 0 1.508 1 0 0 0 4.948 107 2 0 .837 0 0 0 2.31 108 3 0 .167 0 0 0 1.18 109 4 0 -.5040 0 0 1.559 110 5 0 1.174 0 0 0 3.447 111 2 M23 1 0 2.189 0 0 0 3.447 112 2 0 .921 0 0 0 -2.384 113 3 0 -.346 0 0 0 3.462 114 4 0 -1.614 0 0 0 .213 115 5 0 -2.881 0 0 0 8.641 116 2 M24 1 0 3.111 0 0 0 8.641 117 2 0 1.844 0 0 0 .649 118 3 0 .576 0 0 0 -5.186 119 4 0 .691 0 0 0 -4.969 120 5 0 1.959 0 1 0 0 0 a 12 1 RISA-3D Version 7 1 1 [1:\PCCHumanities\Calculations\09_0106 PCC MH slab design.r3d] Page 7 Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID„ Mu '�� kip-ft Prosect: Vu ` kips Date: Pu „„ kips Engineer Reinforcement Summary Geometry I LAVER OF(1.2)##5 TENSION Length ft Width . . gw in Height -' in Fixity Type Member T e '°�`” YP T-Beam Slab in B,Flange ia.,,e- „~} u auto or in b,eff 12.0 in Concrete: F'c ', .,'.., v psi (11 0.800 Ec 4031 ksi Steel- O Fy �� ,- ` ksi Es ,�,.,- +I ksi Inter Layer Clearanc ' Y m �.. J' Bottom Cove '- in Side Cover ,,..in Consider p' As'Location 'Compression REINF Count Bar Number De th to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 100 0.00 28 1.94 1 1n/a 2nd Layer 0.00 0.00 0.00 0.000 n/a 3rd Layer : 0.00 0.00 0.00 �J 0.000 1 n/a F, N N N W 4th Layerh°. 0.00 1 0.00 1 0.00 1 0.000 1 n/a Tension REINF 4th Layer ,p, z. 0 0.00 0,00 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer r 0.00 0.00 0,00 0 n/a Extreme-most Layer!;' 0.31 0.37 6,31 0,625 n/a (OK) in or auto in' in' in in in Global. d 6.31 in d' 0.00 in As 0.37 in As' 0 00 in As min 0.17 int (OK) p(rho) 0.49 % Internal Axial Forces. `$' Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth(in) strain stress(ksi) Area(inZ) Force(kips) Moment(k-in) Comp Web 0.22 000300 4.25 5.25 22 Comp Flange s,max 18.00 in #VALUE! As'l #VALUE!As'2 c 0.55 in As'3 Extreme Fiber Es 0.0316 As'4 0,90 Tension Controlled Aso Mn 11 kip-ft As3 As2 OMn 10 kip-ft jAsl 1 6.31 -0.03162 -60.001 0.3721 22 136 Mu 9 kip-ft (OK) El 0.00 136 Transverse Shear REINF Shear Reinf is not required Shear• Fy ''; a ksi Vn,max 54 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark W '. Vc 11 kips = 2.00*sgrt(fc)*bw*d I Spacing,T in Vs 0 kips = 0.00*sgrt(fc)*bw*d #Legs,T AvT/layer 0.00 in Increase Av per 1 1.5,6.3 OVn 8 kips Vu 4 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars gt` . : ':F4'mark Number of Side Bar Pairs k„' #or Above' Spacing,L N/A in Deflections: L/h max 24 No Deflection Calculations Req'd fr 530 psi Ull actual 23 b,eff 12 in Check Anyway° ''r. ' Ig 512 in° UD Limit ; Mcr 57 ft-kip Ma,DL *, ft-kip n 7.20 Ma,DL+LL %: „'fl-kip Ac,d 75 744 in Loading Type ..S' ' Icrack 75 in P 000000 Ec 4031 ksi 2.00 le DL 76 in' Ie DL+LL 75 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab D DL It in 15.859 lin 4 DL+LL D: b..i in 13.326 in Cracked Moment of Inertia Calculation Beam ISlab Top Steel Bottom Steel Allowed Deflection 0.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 25.05 in (N G) Ybar 0.00 4.00 0.00 -6.31 in Area/c 12.00 0.00 0.00 0.00 inZ Uncracked Ixx Calculation Area 0.00 0.00 0.00 2.68 in Beam Slab A*Ybar/c 6.00 0.00 0.00 0.00 in Ybar 4.00 0.00 in A*Ybar le 0.00 000 0.00 2.68 in3 Area 96 0 in A*Ybar 0,00 0.00 0.00 16.89 ins A*Ybar 384 0 in c 1 47 in Ybar,G 4.00 in I Ybar 073 4.00 147 -4.84 in Iself 5121 0 in Area 17 641 000 000 2.68 inZ AY+[self 1 5121 0 in Iself 3 0 in I,gross 512 in AY 101 0 0 63 in Icrack 75 in' lcrack/Igross 15% N ti tV tJ� Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam 1D: Mu kip-ft Project: Vu ,. kips Date: Pu .kips Engineer Reinforcement Summary Geometry- 1 LAYER OF(1)#4 TENSION Length ft Width in Heighta_a in Fixity Type 403MwX Member Type T-Beam Slab " in B,flange auto or in b,eff 12.0 in Concrete: F'c s, psi P1 0.800 Ec 4031 ksi Steel Fy ksi Es ANAVOOK ksi Inter-Layer Clearanc ' . r ,=in Bottom Cover in Side Cover p 's in Considerp' As'Location 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 1 0;00 1.94 1 128 1 n/a 2nd Layer } 0.00 0.00 0.00 0.000 n/a 3rd Layer a a sw� 0.00 0,00 0.00 1 0.000 n/a 4th Layer .:,.. '°, 0.00 0.00 000 0.000 n/a Tension REINF 4th Layer -, _ ._ 0.00 0.00 0.00 0 n/a 3rd Layer M'o- , p 0.00 0.00 0°00 0 n/a 2nd Layer „' 0.00 0.00 0.00 0 n/a Extreme-most Layer; 0.20 0.20 6.38 0.5 n/a (OK) in or auto in int in in in Global. d 6.38 in d' 0.00 in As 0.20 in' As' 0.00 int As min 0.17 in N/A p(rho) 0.26 % Internal Axial Forces: zj Strain Compatibility Axial Force Equilibrium Moment Capacity wQ t ( p Layer depth(in) strain stress(ksi) Area(in_ ) Force(kips) Moment(k-in) Comp Web 0.12 0.00300 4.25 2°82 12 Comp Flange s,max 18.00 in As'I As'2 c 0.29 in As'3 Extreme FiberEs 00620 As'4 0.90 Tension Controlled As4 Mn 6 kip-ft As3 As2 OMn 6 kip-ft Asl 6,38 -0.06203 -60.00 0.2 12 75 Mu 4 kip-ft (OK) E 0.001 75 Transverse Shear REINF Shear Reinf is not required Shear• Fy ksi Vn,max 54 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar Vc 11 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 0 kips = 0.00*sgrt(rc)*bw*d I 4 Legs,T AvT/layer 0.00 inz Increase Av per 11.5 6.3 �Vn 8 kips Vu 4 kips (OK) Longitudinal Skin REINF Required') No Maximum Spacing in Side Bars 1,e .mark Number of Side Bar Pairs :"; Q�,G '4 or Above' N N J Spacing,L N/A in Deflections: Uh max 24 No Deflection Calculations Req'd fr 530 psi Uh actual 23 b,eff 12 in Check Anyway Ig 512 in UA LimitMcr 5 7 ft-kip Ma,DL r F ft-kip n 7.20 Ma,DL+LL fl-kip Ac,d 76.5 in Z Loading Type 8 Icrack 45 in° P' 0.00000 Ec 4031 ksi X 2.00 to DL 45 in le DL+LL 45 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in SlabjMMM A DLi v in 19742 lin A DL+LL r' in 22.168 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Tenn Deflection 41.66 in (N G) Ybar 0.00 4.00 0.00 -6.38 in Area/c 12.00 0.00 0.00 0.00 in Uncracked Ixx Calculation Area. 0.00 0.00 0.001 144 in Beam Slab A*Ybar/c 6.00 0.00 0.00 0.00 in [Area bar 4.00 0,00 in A*Ybar/c 0.00 0.00 0.00 144 in 96 0 inZ A*Ybar 0.00 0.00 0.00 917 in3*Ybar 384 0 in3 c 1 12 m Ybar,G 4.00 in Ybar 0.56 4.00 112 5.25 in Iself 512 0 i n 4 Area 13 47 000 0.00 1 44 in AY+Iself 512 0 in Iself 1 0 in ° I,gross 512 i n 4 AY 4 0 0 40 in Icrack 45 in Icrack/Igross 9% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces- Beam ID- Mu w kip-ft Project: Vu " *y"''kips Date: Pu 22- 11MIRMIkips Engineer Reinforcement Summary Geometry I LAYER OF(1)#5 TENSION Length 0,00,04, ft Width -R�in Height ' in Fixity Type N1 Member Type T Beam Slab _ in B,flange auto or in — b,eff 12.0 in Concrete: F'c 01M, u ,psi p, 0.800 Ec 4031 ksi Steel• O Fy "' ' ' ksi Es ksi Inter Layer Clearanc ' , �in Bottom Cove A M in Side CoverM in $M Consider p' As'Location " 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer . S 1,00 0.00 2.69 1 128 n/a 2nd Layer ° ,a 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a N 00 N 4th Layer " .1.. 0.00 0.00 0.00 0,000 n/a Tension REINF 4th Layer k.Y 0.00 0.00 0.00 0 n/a 3rd Layer +, _ 000 0.00 0.00 0 n/a 2nd Layer t, 0.00 0.00 0.00 0 n/a Extreme-most Layer n @Sls°�a �. .� ; .x :w $� . su 0.31 0.31 5.56 0.625 n/a (OK) in or auto in int in in in Global, d 5,56 in d' 0.00 in As 0.31 in' As' 0.00 in As min 0 17 in (OK) p(rho) 0.46 % Internal Axial Forces. Strain Compatibility Axial Force E uilibrium Moment Capacity Layer depth(in) strain stress(ksi) Area(in2) Force(kips) Moment(k-in) Comp Web 0,18 0.00300 4,25 4.38 19 Comp Flange s,max 18.00 in As'1 As'2 C 0.46 in As'3 Extreme Fiber Es 0.0336 As'4 0.90 Tension Controlled As4 Mn 8 kip-ft As3 As2 �Mn 8 kip-ft jAsl 1 5.56 -0.03360 -60.001 0,311 19 100 Mu 6 kip-ft (OK) ZI 0.00 100 Transverse Shear REINF Shear Reinf is not required Shear• Fy jW,,dWjW ksi Vn,max 47 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar '" VC 9 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 0 kips = 0.00*sgrt(fc)*bw*d I #Legs,T AvT/layer 0.00 in Increase Av per 11.5 6.3 �Vn 7 kips Vu 3 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars �'° `. mark Number of Side Bar Pairs ,. aNm #or Above' Spacing, N/A in Deflections: L/h max 24 No Deflection Calculations Req'd fir 530 psi L/h actual 23 b,eff 12 in Check Anywaya ` ,' Ig 512 in° L/A Limit e Mcr 5 7 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 66.744 inZ Loading Type ' ^ (crack 49 in p 0.00000 Ec 4031 ksi 2.00 Ie DL 49 in to DL+LL 49 in° Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab 0 DL X k in 8.967 in ADL+LL „_ Q.'` `:,in 20.404 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.50 in Ybar/c 0.50 0.00 1.00 1 00 in Total Long Term Deflection 38.34 in (N G) Ybar 0.00 4,00 0.00 5.56 in Area/c 12.00 000 000 0.00 in Z Uncracked Ixx Calculation Area 0.00 0.00 0.00 2.23 in Beam Slab A*Ybar/c 6.00 000 000 0.00 in' [Area ar 400 0.00 in A*Ybar/c 0.00 000 0,00 2.23 in 96 0 in A*Ybar 0.00 0.00 0.00 12.41 in' Ybar 384 0 in' c 1.26 in ar,G 4.00 in Ybar 0.63 400 1.26 -4.30 in Iself 5121 0 in Area 15 17 000 000 2.23 in AY+Iself 5121 0 in Iself 2 0 in l,gross 512 in AY 6 0 0 41 in lcrack 49 in° Icrack/Igross 10% U.) 0 w Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID r MuMkips kip-ft Project: Vukips Date: En ineerPu B Reinforcement Summary Geometry 1 LAYER OF(1)95 TENSION Length „ T AeM ft Width r in Height in Fixity Type' Member Type t lizua.:°? T-Beam Slab '`:in B,flange 'wr auto or in b,eff 12.0 in Concrete: F'cs : ;b(1Q psi 01 0.800 Ec 4031 ksi Steel. O Fy ksi Es MWOM 'fi^ksi Inter-Layer Clearanc , in Bottom Cover in Side Cover in Consider p' As'Location 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer " 1.00 0.00 1 94 1 128 1 n/a 2nd Layer 0.00 0.00 0.00 0.000 n/a 3rd Layer 1 ^, 0.00 0.00 0,00 0.000 n/a 4th Layer O,Oo 0.00 0.00 0.000 Tension REINF 4th Layer AM NONEda 0.00 000 0.00 0 n/a 3rd Layer 000 0.00 0.00 0 n/a 2nd Layer 0.00 0.00 0.00 0 n/a Extreme-most Layer % 0,31 0.31 6.31 0.625 n/a (OK) in or auto in2 in in in in Global. d 6.31 in d' 0.00 in As 0.31 in 2 As' 0.00 in 2 As min 0,17 in' (OK) p(rho) 0,41 % Internal Axial Forces: Strain Compatibility Axial Force Equill brium Moment Capacity Layer depth in strain stress(ksi) Area(in) Force(kips) Moment(k-in) Comp Web 0.18 0.00300 4.25 4.38 19 Comp,Flange s,max 18.00 in As'l As'2 c 0.46 in As'3 Extreme Fiber Es 0.0385 As'4 0 0.90 Tension Controlled As4 Mn 10 kip-ft As3 As2 �Mn 9 kip-ft jAsl 1 6.311 -0.038541 -60.001 0.31 19 1141 Mu 7 kip-ft (OK) ZI 0.00 1141 Transverse Shear REINF Shear Reinf is not required Shear- Fy ksi Vn,max 54 kips = 10.00*sqrt(fc)*bw*d Transverse Bar Mar s Ve I I kips = 2,00*sqrt(fc)*bw*d Spacing,T ^in Vs 0 kips = 0 00*sqrt(fc)*bw*d 4 LegsT AvT/layer 0.00 in' Increase Av per 11.5,63 �Vn 8 kips Vu 3 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars N&V Am-"I mark Number of Side Bar Pairs' �,, e jj#or Above' Uj t1j w U-) Spacing, N/A in Deflections: L/h max 24 No Deflection Calculations Req'd fr 530 psi L/h actual 23 b,eff 12 in Check Anyway >e ,'"nA Ig 512 in UA Limit Mcr 5 7 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ;, 1 ft-kip Ac,d 75 744 in' Loading Type „a'.;' itecl_`. Icrack 65 in4 P' 0.00000 Ec 4031 ksi 2.00 le DL 65 in Ie DL+LL 65 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab A DL '.. in 6.826 in A DL+LL Erma " in 115328 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Tenn Deflection 29.19 in (N G) Ybar 0.00 400 000 -6.31 in Area/c 12.00 000 0.00 0.00 in' Uncracked Ixx Calculation Area 0.00 0.00 0.00 2.23 in Beam Slab A*Ybar/c 6.00 0.00 0.00 0.00 in' Ybar 4.00 0.00 in A*Ybar/c 0.00 000 000 2.23 in' Area 96 0 in' A*Ybar 0.00 0.00 000 14.08 in} A*Ybar 384 0 in c 1.36 in Ybar,G 400 in Ybar 0.68 4.00 1.36 -495 in Iself 512 0 in' Area 16.29 0.00 000 2.23 in AY+Iself 512 0 in' lself 2 0 in4 l,gross 512 ins AY 7 0 0 55 in4 Icrack 65 in' Icrack/lgross 13% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) ...; Ultimate Forces. Beam ID- .5 MuS kip-ft Project: g Vu 2 n 1 kips Date: + Pu ' ., j'kips Engineer M,AW I Reinforcement Summary Geometry- I LAYER OF(1)44 TENSION Length 14x" fia.ft Width f�t,"* in g , . � .,, Hei ht in Y ".,0 IIN Member Type M Fixity Type ` t :. ba T Beam Slab ;.$;' in B,Flange ,`.: ttlK 'auto or in b,eff 12.0 in Concrete: F'c 1 ' 'S,_Q,:Y ipsi 01 0.800 Ec 4031 ksi Steel. Fy -ksi O Es i ksi Inter-Layer C I e a r a n c in Bottom Cove z, fi in Side Cover , in Consider p' 1 As'Location Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer 9I . + ��" 1.00 0.00 1.94 1 128 n/a 2nd Layer .; r 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a W U-) Ln 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 000 0,00 0.00 0 n/a 3rd Layer ::_. M. 000 0.00 0.00 0 n/a 2nd Layer 11e, , 0.00 0.00 0.00 0 n/a Extreme=most Layer •,,. '' T' 0,20 0.20 6.38 0.5 n/a (OK) in or auto in in' in in in Global. d 6.38 in d' 0.00 in As 0.20 int As' 000 in' As min 0.17 in N/A p(rho) 0.26 % [eternal Axial Forces: X '3` " ' ;;'* Strain Com atibili Axial Force Equi librium Moment Capacity �� �•'I�q�313, La er depth(in) strain stress(ksi) Area(in) Force(kips) Moment(k in) Comp Web 0.12 0.00300 4.25 2.82 12 Comp Flange s,max 18.00 in As'] As'2 C 0.29 in As'3 Extreme Fiberes 0.0620 As'4 0 0.90 Tension Controlled As4 Mn 6 kip-ft As3 As2 OMn 6 kip-ft jAsl 6,381 -0.06203 -60.001 0.21 12 75 Mu 4 kip-ft (OK) Y1 0.00 75 Transverse Shear REINF Shear Reinf is not required Shear• Fy ,' "' ', ';' ksi Vn,max 54 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar t; ` Vc I I kips = 2.00*sgrt(fc)*bw*d Spacing,T '" ,f in Vs 0 kips = 0.00*sgrt(fc)*bw*d I #Legs,T AvT/layer 0,00 in Increase Av per 11.5 63 �Vn 8 kips Vu 3 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars ", mark Number of Side Bar Pairs+ ,,,.. ^ y 4 or Above' Spacing, N/A in Deflections L/h max 24 No Deflection Calculations Req'd fr 530 psi L/h actual 23 b,eff 12 in Check Anyway `''-, �'` Ig 512 in° 57 fl-kip L/A Limit Mcr� „���; p Ma,DL 1 aa.,r ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 76.5 in' Loading Type ;tx '' " ed Icrack 45 in" P 000000 Ec 4031 ksi 2.00 le DL 45 in le DL+LL 45 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab A DL ° ; fin 9742 lin A DL+LL in 22.168 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Tenn Deflection 41.66 in (NG Ybar 000 400 000 -6.38 in Area/c 12.00 0.00 0.00 0.00 in Uncracked Ixx Calculation Area 0.00 0.00 0.00 1 44 int Beam Slab A*Ybar/c 600 0.00 0.00 0.00 in; Ybar 4.00 000 in A*Ybar/c 0.00 0.00 0.00 1 44 int Area 96 0 in A*Ybar 0.00 0.00 000 9 17 in' A*Ybar 384 0 in c 1 12 in Ybar,G 400 in Ybar 0,56 4.00 1 12 5.25 in Iself 512 0 in° Area 13 47 000 000 1 44 in AY+Iself 512 0 in a [self 1 0 in ° I,gross 512 in' AY 4 0 0 40 in' Icrack 45 in' Icrack/lgross 9% W rn J w Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID- Mu ` -kip-ft Project: Vu ., �r kips Date: d Pu t' kips Engineer Reinforcement Summary Geometry- 1 LAYER OF(1)#5 TENSION Length ft Width in Height " in Fixity Type `•. IN WON Member Type' T-Beam Slab r,. in B,flange f auto or in b,eff 12.0 in Concrete: F'c m i'psi P1 0.800 Ec 4031 ksi Steel: O Fy ksi Es ' .ksi Inter Layer Clearanc VA�in Bottom Cove in Side Cover x. , in k✓pk Considerp rt As'Location 'Compression REINF Count Bar Number Depth to bar As/bar As J Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer • z. "' a" a 1 00 0.00 2.69 1 128 n/a 2nd Layer ` " 0.00 0,00 0.00 0.000 n/a 3rd Layer �' 0.00 0.00 1 0.00 0.000 n/a 4th Layerr" r 0.00 0.00 0,00 0.000 n/a Tension REINF 4th Layer 11WO101M 0.00 0.00 0.00 0 n/a y 3rd Layer ¢ "a4," 0.00 0.00 0.00 0 n/a �,u 2nd Layer 't'; «�, 0.00 0,00 0,00 0 n/a Extreme-most Layer=`}('.F',,,, ? ;,a6 . :r; ti 0,31 0.31 5.56 0,625 n/a (OK) in or auto in in in in in Global. d 5.56 in d' 0.00 in As 0.31 in As' 0 00 in As min 0 17 in (OK) p(rho) 046 % Internal Axial Forces: " If `' Strain Com atibility Axial Force E uilibrium Moment Capacity +'- a� La er depth(in) strain stress(ksi) Area(in) Force(kips) Moment(k-in) Comp Web 0.18 0.00300 4.25 4.38 19 Comp Flange s,max 18.00 in As'l As'2 c 0,46 in As'3 Extreme FiberBs 0.0336 As'4 0.90 Tension Controlled As4 Mn 8 kip-ft As3 As2 �Mn 8 kip-ft lAst 1 5.56 -0.03360 -60.001 0.31 19 100 Mu 6 kip-ft (OK) E 0.00 100 Transverse Shear REINF Shear Reinf is not required Shear• Fy " ' ksi Vn,max 47 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar ' " Vc 9 kips = 2.00*sgrt(fc)*bw*d Spacing,T ^t''' in Vs 0 kips = 0.00*sgrt(fc)*bw*d bk AVT/layer 0.00 in increase Av per 11.5 6.3 �Vn 7 kips Vu 3 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars UN mark U. Number of Side Bar Pairs .'; ;'Di w to Spacing,L N/A in Deflections: L/h max 24 No Deflection Calculations Req'd fr 530 psi L/h actual 23 b,eff 12 in Check Anyway MEN", 'a' ' i Ig 512 in4 L/A Limit Met 5 7 ft-kip Ma,DL .ft-kip n 7.20 Ma,DL+LL z ft-kip Ac,d 66.744 in' Loading Type ,.,u=rs Icrack 49 in4 P' 000000 Ec 4031 ksi X 2.00 Ie DL 49 in' Ie DL+LL 49 in4 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab A DL `in 18.067 in A DL+LL in .120404 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0,50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 38.34 in (N G) Ybar 0,00 4.00 0.00 5.56 in Area/c 12.00 0,00 0.00 000 inz Untracked Ixx Calculation Area 0.00 0.00 0,00 2.23 in' Beam Slab A*Ybar/c 6.00 0.00 0.00 000 in Ybar 400 0.00 in A*Ybar/c 0.00 0,00 0.00 2.23 in' Area 96 0 in' A*Ybar 0.00 0.00 0.00 12.41 in A*Ybar 384 0 in c 1.26 in Ybar,G 4.00 in Ybar 0.63 400 1.26 -4.30 in Iself 512 0 in4 Area 15 17 0.00 0.00 2.23 in z AY+lself 512 0 in4 Iself 2 0 in4 I,gross 512 in4 AY 6 0 0 41 in4 Icrack 49 in4 Icrack/Igross 10% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID- MU � ti kip-ft Project: Vu r kips Date: v" Pu kips Engineer Reinforcement Summary Geometry' 1 LAYER OF(1)#5 TENSION Length '� _, 'f��`w„�;ft Width -I,,;r'in Height `" in Fixity Type wwomm Member Type;, T-Beam Slab ;.`' a,in B,ftangeff1,�"� auto or in b,eff 12.0 in Concrete: F'c %«;.I10..e. ,t Psi 0.800 Ec 4031 ksi Steel O py � :�'r ;?:° :�<ksi Es is° aa..a ksi Inter Layer Clearanc , Nflif '" in Bottom Cove ' - r ',-*in Side Cover in Considerp As'Location 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer MON9 QW, WHEREIN', f 1.00 0.00 1 1.94 1 1 128 1 n/a 2nd Layer %., r, s*.;<a *00"..1.,,-' 0.00 000 0.00 0 000 n/a 3rd Layer 0.00 0.00 0,00 0.000 n/a O 4th Layer 5� 'rF w" w ,0 3 aut `a^ 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer WHOM NO 0.00 0.00 0.00 0 n/a 3rd Layer , t *' ';F w 4 0.00 0.00 0.00 0 n/a 2nd Layer ,(y: v° 0.00 0.00 0.00 0 n/a Extreme-most Layer ," <. a " s, t 0.31 0,31 6,31 0.625 n/a (OK) in or auto in in' in in in Global: d 6.31 in d' 0.00 in As 0.31 in As' 0.00 in As min 0.17 in (OK) p(rho) 0.41 % Internal Axial Forces: ' Strain Compatibility Axial Force Equilibrium Moment Capacity rAs'2 depth(in) strain stress(ksi) Area(inZ) Force(kips) Moment(k-in) " 0.18 0.00300 4.25 4.38 19 s,max 18.00 in C 0°46 in As'3 Extreme FiberEs 0.0385 As'4 0.90 Tension Controlled As4 Mn 10 kip-ft As3 As2 �Mn 9 kip-ft jAsl 6.31 -0.03854 -60.001 0,311 19 114 Mu 8 kip-ft (OK) E 0.00 114 Transverse Shear REINF Shear Reinf is not required Shear, Fyksi Vn,max 54 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar ', Vc 11 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 0 kips = 0.00*sgrt(fc)*bw*d I #Legs T AvT/layer 0.00 in' increase Av per 11.5.6.3 �Vn 8 kips Vu 3 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or Above' Spacing, N/A in Deflections: L/h max 24 No Deflection Calculations Req'd fr 530 psi L/h actual 24 b,eff 12 in Check Anyway Ig 512 in L/A Limit Mcr 5 7 ft-kip Ma,DL .'ft-kip n 7.20 Ma,DL+LL R-kip Ac,d 75 744 inz Loading Type Icrack 65 in° P' 0.00000 Ec 4031 ksi 2.00 Ie DL 65 in le DL+LL 65 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab A DL in 17767 lin A DL+LL in 17.667 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.53 in Ybar/c 0.50 0.00 1 00 100 in Total Long Term Deflection 33.21 in (N G) Ybar 0.00 400 000 -6.31 in Area/c 12.00 0.00 0.00 0,00 in z Uncracked Ixx Calculation Area 0.00 0.00 0.00 2.23 in Beam Slab A*Mbar/c 6.00 0.00 0.00 0.00 in Ybar 4.00 0.00 in A*Mbar/c 0.00 0.00 000 2.23 in Area 96 0 in A*Ybar 0.00 0.00 0.00 14.08 in A*Ybar 384 0 in3 c 1.36 in Ybar,G 400 in 1 Ybar 0,681 4.00 1.36 -4.95 in Iself 512 0 in° Area 16.29 0.00 0.00 2.23inZ AY+Iself 512 0 in' Iself 2 0 in I,gross 512 in' AY 7 0 0 55 iri Icrack 65 in' Icrack/Igross 13% X4 N w Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID- Mu D ;_ al MuRtelwinl, pvc, kip•ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry- i LAVER OF(1.2)#5 TENSION Length ft Width X. Y in Height in Fixity Type Member Type"" , i U E T Beam Slab , . „ in B,flange ',, auto or in b,eff 12.0 in Concrete: F'c ai y psi P1 0.800 Ec 4031 ksi Steel: O Fy JWVR=ksi Es ksi Inter-Layer Clearancc in Bottom Cove in Side Cover in Considerp' ' As'Location 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer . 1.00 0.00 2,69 1 1 128 1 n/a 2nd Layer 0.00 0.00 0.00 1 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer ,1 «ter ~'. UT;f}.:W . " � tit0:, 0.00 1 0.00 1 0.00 1 0.000 1 n/a Tension REINF 4th Layer "a ?,` 0.00 0.00 0,00 0 n/a 3rd Layer ' , t£ .. 0.00 0.00 0.00 0 n/a 2nd Layer -o "`w ° 0,00 0.00 0.00 0 n/a Extreme-most Layer° :d` " 0.31 0,37 5.56 0.625 n/a (OK) in or auto in in in in in Global, d 5.56 in d' 0.00 in As 0.37 int As' 0.00 in As min 0.17 in (OK) p(rho) 0.56 % Internal Axial Forces: u, Strain Compatibility Axial Force Equilibrium Moment Capacity i ( C Layer depth(in) strain stress(ksi) Area(inz) Force(kips) Moment(k-in) Comp Web 0.22 0.00300 4,25 5.25 22 Comp Flange s,max 18.00 in #VALUE! As'] #VALUE! As'2 c 0.55 in As'3 Extreme FiberEs 0.0275 As'4 0.90 Tension Controlled As4 Mn 10 kip-ft Asa As2 �Mn 9 kip-ft Asl 5.56 -0.02750 -60.00 0.372 22 119 Mu 7 kip-ft (OK) F1 0.0ol 119 Transverse Shear REINF Shear Reinf is not required Shear• Fy >' ksi Vn,max 47 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar : Vc 9 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 0 kips = 0.00*sgrt(fc)*bw*d I #Legs T dam, Av0ayer 0.00 in Increase Av per 11.5.6.3 �Vn 7 kips Vu 3 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars ! mark Number of Side Bar PairsPNOWM #or Above' l- U1 Spacing, N/A in Deflections: L/h max 24 No Deflection Calculations Req'd fr 530 psi L/h actual 23 b,eff 12 in Check Anywa ,•' 'y '�.`'RE Ig 512 in L/A LimitMRS.ft'--lE, Mcr 5 7 ft-kip Ma,DL a �`ft-kip n 7.20 Ma,DL+LL . 'ft-kip Ac,d 66,744 inZ Loading Type lcrack 57 in' P' 000000 Ec 4031 ksi 2.00 Ie DL 57 in le DL+LL 57 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirety Win Slab A DL ;. in 17711 in A DL+LL in 17.543 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.50 in Ybar/c 0.50 0.00 1.00 1 00 in Total Long Tenn Deflection 32.97 in (N G) Ybar 0.00 400 0.00 5.56 in Area/c 12.00 0.00 0.00 0.00 in Uncracked Ixx Calculation Area 0.00 0.00 0.00 2.68 in' Beam Slab A*Ybar/c` 6.00 0.00 000 0.00 in' Ybar 400 0.00 in A*Ybar/c 0.00 0.00 0.00 2.68 in` Area 96 0 in A*Mbar 0.00 000 0.00 14.89 in' A*Ybar 384 0 in c 1,37 in Ybar,G 400 in Ybar 0.68 4,00 1.37 -4 19 in iself 512 0 in Area 16.41 0.00 000 2.68 inZ AY+lself 512 0 in' Iself 3 0 in4 I,gross 512 in AY 8 0 0 47 in4 Icrack 57 in 4 Icrack/Igross 11% 0 Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID- A41`1_­ `' a.I w Mu r' ' `/ f1 kip-ft Project: mss. i � ,'f, Vu kips Date: 0 ,: If $I R Pukips Engineer `s Reinforcement Summary Geometry- 1 LAYER OF(1)#5 TENSION Length ft Width + i in Height x,� r° in Fixity Type Member Type T-Beam Slab in ark'. B,tlange ,��� :,auto or in — b,eff 12.0 in Concrete• F'c .m COs, . w`psi P1 0.800 Ec 4031 ksi Steel O Fy � a _ ksi Es ksi Inter-Layer Clearanc "$; ,A . st 'cs in Bottom Cove '''` v 4,14 .: ,in Side Cover ,., in Consider p As'Location 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 0.00 1 94 1 128 n/a 2nd Layer ' 0.00 0.00 0.00 0.000 n/a 3rd Layer ,, 1 1n 0.00 0.00 0.00 0.000 n/a rn [7777 4th Layer 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 'W0.00 0.00 0.00 0 n/a. Y 3rd Layer ``''per a 0.00 0.00 0.00 0 n/a 2nd Layer = ' t 0.00 0.00 0.00 0 n/a Extreme-most Layer" r 51 ±i 'x�`' ,... s 0.31 0.31 6.31 0.625 n/a (OK) in or auto in in in in in Global d 6.31 in d' 0.00 in As 0.31 in As' 0,00 in As min 0.17 in (OK) p(rho) 0.41 % Internal Axial Forces. ° ' ° " Strain Com atibili Axial Force Equilibrium Moment Capacity � q: Sk�t�`Wl� " �� �? 'Ij "` •" La er depth(in) strain stress(ksi) Area(in) Force(kips) Moment(k-in) " �F .div •y Comp Web 0 18 0.00300 4.25 4.38 19 Comp Flange s,tnax 18.00 in As'l As'2 c 0.46 in As'3 Extreme Fiber Ss 0.0385 As'4 0.90 Tension Controlled As4 Mn 10 kip-ft As3 As2 r Mn 9 kip-ft jAsl 1 6.31 -003854 -60.001 0.311 19 114 Mu7 kip-ft (OK) E 0.00 114 Transverse Shear REINF Shear Reinf is not required Shear- t' ksi Vn,max 54 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mara '. �`., y..>.' Vc l l kips = 2.00*sgrt(fc)*bw*d ,r S acin r; = 'r`,in Vs 0 kips = 0.00*sgrt(fc)*bw*d I P g k.p,� #Legs,r .,• ;7, Avr/layer 0,00 in Increase Av per 11.5.6.3 �Vn 8 kips Vu 3 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars 102mimark Number of Side Bar Pairs t °,°$V, I#or Above Spacing, N/A in Deflections: L/h max 24 No Deflection Calculations Req'd fr 530 psi L/h actual 17 b,eff 12 in A°># Check Anyway 4 Ig 512 in UA Limit " Mcr 5 7 ft-kip Ma,DL ` ' ; '.y ft kip n 7.20 Ma,DL+LL d ,`. `, ' ft-kip Ac,d 75 744 int Loading Type t; ]crack 65 in' � ,'� 5tt(t.,,. e�';. P' 0.00000 Ec 4031 ksi 2.00 le DL 65 in' le DL+LL 65 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab " A DL , to 3.671 lin A DL+LL tu.w� ;,'.1"in 18.351 lin Cracked Moment of Inertia Calculation Beam ISlab Top Steel Bottom Steel Allowed Deflection 0.37 in Ybar/c 0.50 000 1 00 1.00 in Total Long Term Deflection 15.70 in (N G) Ybar 0.00 400 000 -6.31 in Area/c 12.00 0.00 0.00 0.00 in Uneracked Ixx Calculation Area 0.00 000 000 2.23 in Beam Slab A*Ybar/c 6,00 0.00 0.00 0.00 in' Ybar 400 0.00 in A*Ybar/c 0.00 0.00 0.00 2.23 in Area 96 0 inZ A*Ybar 0.00 0.00 0.00 14.08 in3 A*Ybar 384 0 i n 3 c 1.36 in Ybar,G 4.00 in Ybar 0.68 4.00 1.36 -495 in Iself 5121 0 in Area 16.29 0.00 000 2.23 in AY+Iself 1 5121 0 in^ Iself 2 0 in' [,gross 512 in' AY 7 0 0 55 in' Icrack 65 in' Icrack/Igross 13% 00 Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID, Mu r kip-ft Project: ; Vu kips Date: " Pu 'r^kips Engineer Reinforcement Summary Geometry- 1 LAYER OF(1)#4 TENSION Length 1964W ft Width , 'pll in Height in Fixity Type MAW Member Type T-Beam Slab u in B,flange ;rp auto or in b,eff 12.0 in Concrete: F'cpsi Pi 0,800 Ec 4031 ksi Steel O Fy AOMKZ. ksi Es ° ' ksi Inter-Layer Clearancc in Bottom Cove '* ''''''in Side Cover ',Q r j, a,in Consider p' ;' As'Location 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer;, ... r 1.00 0.00 2.69 l 128 n/a 2nd Layer 0.00 0.00 0.00 0.000 n/a .k 3rd Layer 0.00 0.000 n/a 4th Layer y fl, y Q4 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer E `'"" € "+ 0.00 0.00 0.00 0 n/a 2nd Layer ''v ,.`R.,,< - 4}it q 0.00 0.00 0.00 0 n/a Extreme-most Layer 4 t; .«,;,- a.„ 0.20 0,20 5.63 0.5 n/a (OK) in or auto in' in in in in Global. d 5,63 in d' 0.00 in As 0,20 in' As' 0.00 int As min 0 17 in (OK) p(rho) 0.30 % Internal Axial Forces: r (�ttili " '¢ _ ` j,; Strain Com atibility Axial Force Equilibrium Moment Capacity Layer depth(in) strain stress(ksi) Area(inZ) Force(kips) Moment(k-in) Comp Web 0 12 000300 4.25 2.82 12 Comp Flange s,max 18.00 in As'l As'2 C 0.29 in As'3 Extreme FiberEs 0.0544 As 4 0.90 Tension Controlled As4 Mn 6 kip-ft As3 As2 �Mn S kip-ft jAsl 5.63 -0054381 -60.001 0.2 1266 Mu 5 kip-ft (OK) E 0.00 66 Transverse Shear REINF Shear Reinf is not required Shear- 'V jar "`" ksi Vn,max 48 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar ', Ve 10 kips = 2.00*sgrt(fc)*bw*d Spacing,T ,$, ', in Vs 0 kips = 0.00*sgrt(fc)*bw*d >r: #Legs T ^a^ s AvT/layer 0.00 inZ Increase Av per 11.5 6.3 �Vn 7 kips Vu 4 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars ,.;e`°,mark Number of Side Bar Pairs. :,; Y , e#or Above Un O �-j Ln Spacing,L N/A in Deflections: L/h max 24 No Deflection Calculations Req'd fr 530 psi L/h actual 17 b,eff 12 in Check Anyway WNWIM,AR Ig 512 in4 L/A Limit AM NO Mer 5 7 ft-kip Ma,DL ft-kip n 7,20 Ma,DL+LL ft-kip Ac,d 67.5 in2 Loading Type Icrack 35 in 4 P 000000 Ec ksi X 2.00 le DL in 4 le DL+LL in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab in A DL in F6.835 A L D +LL in Fi 5 566 Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.37 in Ybar/c 0.50 0.00 1.00 100 in Total Long Term Deflection 29.24 in (N G Ybar 000 4.00 0.00 5.63 in Area/c 12.00 0.00 0.00 0.00 in 2 Uncracked Ixx Calculation Area 0.00 0,00. 0.00. 144 in 2 Beam Slab A*Ybar/c' 6.00 0.00 0.00 0.00 in' Ybar 4.00 0.00 in A*Ybar/c 0.00 0.00 0.00 144 in.1 Area 96 0 in 2 A*Ybar 0.00 0.00 0.00 -8.09 in 3 A*Ybar 384 O.in 3 c 1.05 in Ybar,G 4.00,in I Ybar 0,52 400 1.05 -4.58 in Iself 5121 0 in' Area 12.57 000 000 144 in 2 AY'+Iself 5121 0 in 4 Iself 1 0 in4 1,gross 5 12 in 4 K�y 3 0 0 30 in 4 Icrack 35 in 4 Icrack/Igross 7% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID Mu r` Q kip-ft Project: Vukips Date: Pu ., JQ ,s kips Engineer Reinforcement Summary Geometry- I LAYER OF(1)#5 TENSION Length ft Width :in Height "„5 in Fixity Type Member Type 4 T Beam Slab „` `in B,ilange a,A V ” ` auto or in b,eff 12.0 in Concrete: F'c ;. `" '$NI. a ,psi Pi 0.800 Ec 4031 ksi Steel, Fy ksi O Es ai ksi Inter Layer Clearane _ in Bottom Cove , t$° in Side Cover bw.w '', in Consider p' ;. As'Location 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer a "' `"'� t W .fie, 1 00 0.00 1.94 1 128 n/a r . , 2nd Layer i r� ;?- ,w L 0.00 0.00 0.00 0.000 n/a 3rd Layers"..`, '° ' �,, a '`` 0.00 0.00 0.00 0.000 n/a F— Cn N w 4th Layer ._ ;; ' 0.00 0.00 0.00 0.000 n/a Tension REINF ` 0.00 0.00 0.00 0 n/a 4th Layer r, , 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layerb.,. 0.00 0.00 0.00 0 n/a Extreme-most Layer 0.31 0.31 6.31 0.625 n/a (OK) in or auto in' int in in in Global. d 6.31 in d' 0,00 in As 0.31 in' As' 0.00 in As min 0.17 in N/A p(rho) 041 % Internal Axial Forces: I Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth(in) strain stress(ksi) Area(inZ) Force(kips) Moment(k-in) Comp Web 0,18 0.00300 4,25 4,38 19 Comp Flange s,max 18.00 in As'l As'2 c 0.46 in As'3 Extreme FiberEs 0.0385 As'4 0 0.90 Tension Controlled As4 Mn 10 kip-ft As3 As2 OMn 9 kip-ft jAsl 1 6.3 f -0.03854 -60.001 0.31 19 1 l4 Mu 0 kip-ft (OK) E 0.00 114 Transverse Shear REINF Shear Reinf is not required Shear• Fy By ksi Vn,max 54 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar Vc 11 kips = 2.00*sgrt(fc)*bw*d Spacing,T ;in Vs 0 kips = 0.00*sgrt(fc)*bw*d I #Legs,T AvT/layer 0.00 in Increase Av per 11.5 6.3 OVn 8 kips Vu 3 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark #or Above' Number of Side Bar Pairs Spacing, N/A in Deflections: L/h max 24 No Deflection Calculations Req'd fr 530 psi L/h actual 21 b,eff 12 in Check Anyway NOW= Ig 512 in4 L/A Limit Mcr 5 7 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 75 744 in Loading Type i Icrack 65 in4 P' 000000 Ec 4031 ksi 2.00 le DL 65 in4 Ie DL+LL 65 in4 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in SlabEEMM A DLin 5,947 in A DL+LLt"z, !'A in 113.526 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.47 in Ybar/c 0.50 0.00 1.00 1 00 in Total Long Tenn Deflection 25.42 in (N G) Ybar 0.00 400 0.00 -6.31 in Area/c 12.00 0.00 0.00 0.00 inZ Uncracked Ixx Calculation Area 0.00 0.00 0.00 2.23 in' Beam Slab A*Ybar/c 6.00 0.00 0.00 0.00 in Ybar 400 0.00 in A*Ybar/c 0.00 0,00 0.00 2.23 in Area 96 0 in A*Ybar 0.00 0.00 0.00 1408 in A*Ybar 384 0 in' c 1.36 in Ybar,G 4.00 in Ybar 0.68 400 1.36 -4.95 in Iself 5121 0 in4 Area 16.29 0.00 0.00 2.23 inZ AY+Iself 512 0 in4 Iself 2 0 in4 I,gross 512 in4 AY 7 0 0 55 in4 Icrack 65 in4 Icrack/lgross 13% Cn .P to to Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID- MU wvmonm�,w kip-ft Project: ; Vukips Date: ,�.. Pu kips Engineer IN. Reinforcement Summary Geometry- 1 LAYER OF(2)#4 TENSION Length M OMAN=ft Width1 in Height ' in 3 Fixity Type 001-1050 Member Typ ', . T-Beam Slab :{ in B;flange auto or in b,eff 12.0 in Concrete: F'c psi P1 0.800 EC 4031 ksi Steel: O Fy ksi Es ksi Inter Layer Clearanc in Bottom Cove S in Side Cover in Consider p' As'Location :. 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer�'� .,�;" " �`' ` 1,00 1 0.00 2.69 1128 n/a 2nd Layer r.` 0.00 0.00 0.00 0.000 n/a a " 3rd Layer 0.00 0.00 0.00 0.000 n/a � � r- 4th Layer DM 11, ( 0.00 0"00 0.00 0.000 n/a Tension REINF 4th Layer . ti 0.00 0.00 0.00 0 n/a 3rd Layer �, 0.00 0.00 0.00 0 n/a 2nd Layer 0.00 0.00 0.00 0 n/a Extreme-most Layer 0.5 6.75 (OK) in or auto in' in in in in Global: d 5.63 in d' 0,00 in As 040 in As' 0.00 in' As min 0 17 in (OK) p(rho) 0.59 % Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity „✓ ,„ Layer de th(in) strain stress(ksi) Area(in2) Force(kips) Moment(k-in) Com Web 0.24 000300 4.25 5.65 24 �► •Yx P Comp Flange s,max 18,00 in (OK) As'l As'2 c 0.59 in As'3 Extreme FiberEs 0.0257 As'4 0.90 Tension Controlled As4 Mn 11 kip-ft As3 As2 �Mn 10 kip-ft jAsl 1 5.63 -0,02569 -60.001 0 41 24 129 Mu 10 kip-ft (OK) El 0.00 129 Transverse Shear REINF Shear Reinf is not required Shear, Fy fksi Vn,max 48 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Marh Ve 10 kips = 2.00*sgrt(fc)*bw*d Spacing,T 4 in Vs 0 kips = 0.00*sgrt(fc)*bw*d I 4 Legs T AvT/layer 0.00 in Increase A per 11.5.6.3 �Vn 7 kips Vu 3 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars ; mark Number of Side Bar Pairs., b #or Above Ln 0) Spacing, N/A in Deflections: L/h.max 24 fr 530 psi L/h actual 72 Deflection Calculations Req'd b,eff 12 in Check Anyway�,r�;�`: , K' K Ig 512 in' L/0 Limit ir ,„ Mcr 5 7 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL h �2,,"`'. ft-kip Ac,d 67.5 int Loading Type 11.",0 t Icrack 62 in4 P 000000 Ec F 4031 ksi 2.00 le DL 62 in' le DL+LL 62 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab A DL 1;:, °e; .4 in 172.608 in A DL+LL I�OR . s I i 1165 165 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.60 in Ybar/c 0.50 0.00 1 00 1 00 in Total Long Tenn Deflection 310.39 in (N G 1 Ybar 000 4.00 0,00 563 in Area/c 12.00 0.00 0.00 0.00 inZ Uncracked Ixx Calculation Area 0.00 0.00 0.00 2.88 in Beam Slab A*Ybar/c 6.00 0.00 0,00 0.00 in' Ybar 4.00 0.00 in A*Ybar/c 0.00 0.00 0.00 2.88 in' Area 96 0 in A*Ybar 0.00 0.00 0.00 16.19 in' A*Ybar 384 0 in' c 142 in Ybar,G 4.00 in Ybar 0.71 4,00 142 -4,20 in Iself 512 0 in Area 1704 000 0.00 2.88 inZ AY+Iself 5121 0 in' Ilself 3 0 in I,gross 512 in AY 9 0 0 51 in Icrack 62 in Icrack/Igross 12% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID- kip-ft Mu k Project: Vu a kips Date: Pu § ; kips Engineer Reinforcement Summary Geometry 1 LAYER OF(1)#4 TENSION Length ,. 4: ft Width : .; in Height ;r'r= ` in Fixity Type 1' 0`' �;.�;,4 jm, Member Typeti` n ".. T Beam Slab in B,flange 't'':'" .j ,.x auto or in — b,eff 12.0 in Concrete: F'c "' 2 ,4i. psi P1 0.800 Ec 4031 ksi Steel Fy - ksi Es x ;,ksi Inter-Layer Clearancc in Bottom CoverNONNO, ' �"!in Side Cover ? in Consider p' As'Location , t' 'Compression' REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer 1.00 0.00 1.94 1 128 n/a 2nd Layer ' . 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a r-n 00 4th Layer ';5 pec' 1°` ' 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer ,a, ,; '' " 1►. 0.00 0.00 0.00 0 n/a 3rd Layer t 0.00 0.00 0.00 0 n/a 2nd Layer ,' 'tY - .s 0.00 0.00 0.00 0 n/a Extreme-most Layer ..,. « •` g.z `;%F++` ::.�'". 't 0.20 0.20 6.38 0.5 n/a (OK) in or auto in in in in in Global d 6.38 in d' 0.00 in As 0.20 in As' 0 00 in As min 0.17 in (OK) p(rho) 0.26 % e Internal Axial Forces: b a .'F' ' � » " Strain Com atibili Axial Force Equilibrium Moment Capacity ., '- � it!�la t, 2 ,;�7��"Ri �� t♦,�: r � Layer depth(in) strain stress(ksi) Area(in) Force(kips) Moment(k-in) S 4.,W�rr,AY0;;, •?: Comp Web 0.12 0.00300 4.25 2.82 12 Comp Flange s,max 18.00 in As'] As'2 c 0.29 in As'3 Extreme FiberEs 0.0620 As'4 0.90 Tension Controlled As4 Mn 6 kip-ft As3 As2 OMn 6 kip-ft jAsl 1 6.38 -0.06203 -60001 0.21 12 75 Mu 6 kip-ft (OK) E 0.00 75 Transverse Shear REINF Shear Reinf is not required Shear• Fy s' ;, Q )ksi Vn,max 54 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Marr ' .'VA.« . VC 11 kips = 2.00*sgrt(fc)*bw*d I Spacings "sry >,;,11, in Vs 0 kips = 0.00*sgrt(fc)*bw*d #Legs,T ':S"7t7 AvT/layer 0.00 in' Increase Av per 11 5.6.3. OVn S kips Vu 3 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs ' #or Above' Spacing,L N/A in Deflections: L/h max 24 No Deflection Calculations Req d fr 530 psi L/h actual 21 b,eff 12 in Check Anyway ARMIg 512 in L/A Limit M Mcr 5 7 ft-kip Ma,DLF:., .:.Ir >„ ft-kip n 7.20 Ma,DL+LL ,', 'y' fl-kip Ac,d 76.5 in' Loading Type °'t." „k '. Icrack 45 in' P 0.00000 Ec 403( ksi 2.00 Ie DL 45 in le DL+LL 45 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab,H A DL "W,��. +t in 8.486 in ADL+LLr }# in 119.311 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.47 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 36.29 in (N G) Ybar 0.00 4.00 0.00 -6.38 in _ Area/c 12.00 0.00 0.00 0.00 in Uncracked Ixx Calculation Area 0.00 0.00 0.00 144 in' Beam Slab A*Mbar/c 6.00 0.00 0.00 0.00 in Ybar 4.00 0.00 in A*Mbar/c 0.00 0.00 0.00 144 in3 Area 96 0 in' A*Ybar 0.00 0.00 0.00 -9 17 in} A*Ybar 384 0 in c 1 12 in Ybar,G 4.00 in Ybar 0.56 4.00 1 12 5.25 in Iself 1 5121 0 in Area 1 13471 0.00 0.00 144 in AY+Iself 15121 0 in Iself 1 0 in4 I,gross 512 in AY 41 0 0 40 in4 Icrack 45 in Icrack/Igross 9% t-- O rn Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID• Mu kip-ft Project: Vu i kips Date: Pua„”F kips Engineer Reinforcement Summary Geometry- 1 LAYER OF(1)#4 TENSION Length 1 ,;;r r,;. ft Width ,;in Height kt'." ,in Fixity Type za- AN 130r Member Type fs T Beam Slab $ _ori in B,tlangeauto or in — b,eff 12.0 in Concrete• F c psi 01 0.800 Ee 4031 ksi Steel: 0 Fy ksi Es ` ksi Inter Layer Clearanc ;.. '„�. ?in Bottom Cover Mffiffls+ in Side Cover $ <<+"in Consider p As Location 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer" h' 1,00 1 0.00 1 2.69 1 128 n/a 2nd Layer -, 0.00 0.00 0.00 0,000 n/a 3rd Layer 0.00 0.00 0.00 0000 n/a 0- 6 4th Layer "I'M , ° 0.00 0.00 0.00 0.000 n/a Tension REINF 4[h Layer ' M, AM 0.00 0.00 0.00 0 n/a 3rd Layer` Q `„_- 0.00 0.00 0.00 0 n/a 2nd Layer 4 ""; ' .'-•' ii �' -' 0.00 0.00 0.00 0 n/a Extreme-most Layer .5 ?_ '' _ ? 0.20 0.20 5.63 0.5 n/a (OK) in or auto in' int in in in Global: d 5.63 in d' 0.00 in As 0.20 in As' 0 00 in' As min 0.17 in (OK) p(rho) 0.30 % Internal Axial Forces: ` ,� t►i�'�'t� � � Strain Compatibility Axial Force Equilibrium Moment Capacity ' Layer depth(in) strain stress(ksi) Area(inz ) Force(kips) Moment(k-in) t ," Comp Web 0.12 000300 4.25 2.82 12 Comp Flange s,max 18.00 in As'l As'2 c 0.29 in As'3 Extreme FiberEs 00544 As'4 0 090 Tension Controlled As4 Mn 6 kip-ft As3 As2 OMn 5 kip-ft jAsl 1 5.63 0.054381 -60.001 0.21 12 66 Mu 5 kip-ft (OK) 11 0 66 Transverse Shear REINF Shear Reinf is not required Shear• Fy i. " ,." , ' ',ksi Vn,max 48 kips = 10.00*sgrt(fc)*bw*d Transverse Bar MarVC 10 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 0 kips = 0.00*sgrt(fc)*bw*d I #Legs,T AvT/layer 0.00 in Increase Av per 1 1.5.6.3 OVn 7 kips Vu 3 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side BarsK"mark Number of Side Bar Pairs, ' #or Above' rn N rn w Spacing, N/A in Deflections: L/h max 24 No Deflection Calculations Req'd fr 530 psi L/h actual 21 b.eff 12 in r 4 Check Anywayc y Ig 512 in L/A Limit Mcr 5 7 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 67.5 in Loading Type icrack 35 in P' 0.00000 Ec 4031 ksi 2.00 Ie DL 35 in Ie DL+LL 35 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab A DL in 111,071 in A DL+LL "' in 25.205 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.47 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 47.35 in (N G) Ybar 0.00 4.00 0.00 5.63 in Area/c 12.00 0.00 0.00 0.00 in Uncracked Ixx Calculation Area 0.00 0.00 000 144 in Beam Slab A*Ybar/c 6.00 0.00 0.00 0.00 in Ybar 4.00 0.00 in A*Ybar/c 0,00 0.00 0.00 144 in Area 96 0 in A*Ybar 0.00 0.00 0.00 -8.09 in A*Ybar 384 0 in c 1.05 in Ybar,G 4.00 in Ybar 0.52 4,00 105 -4.58 in Iself 5121 0 in Area 12.57 0.00 0.00 144 in AY+Iself 5121 0 in Iself 1 0 in 1,gross 512 in AY 3 0 0 30 in4 Icrack 35 in IcracWlgross 7% "itw-9!1 Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID- kip-ft Project: Vukips Date: Pu Engineer Reinforcement Summary Geometry 1 LAYER OF(1)#4 TENSION Length ?.� � .a';ft Width V§&Al> in Height : in Fixity Type Member Type _ '? > T-Beam Slab ..� x x" in B,Flange :,.,,ti:.`,`u�o4w, , auto or in b,efT 12.0 in Concrete: ' F'c qtz? ' c '.psi 01 0,800 Ec 4031 ksi Steel F ��; ,.a.,ksi O Es T_ksi Inter Layer Clearanc `.�,':; , . ''` �* in Bottom Cove ' in Side Cover ;, in Consider p5' A°.lr:t As'Location 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer ad. 1.00 0.00 1 1.94 1 128 n/a 2nd Layer r'` 0.00 0.00 0.00 0.000 n/a 3rd Layer ,,., .; 0.00 0.00 0.00 0.000 n/a rn rn Ln 4th Layer .. 0.00 0.00 0.00 0.000 n/a Tension REINF 4th Layer °' f, 0.00 0.00 0.00 0 n/a 3rd Layer 0.00 0,00 0.00 0 n/a 2nd Layer �,, 0.00 0.00 0.00 0 n/a Extreme-most Layer ;; ;y "r 0.20 0.20 6.38 0.5 n/a (OK) in or auto inZ in in in in Global: d 6.38 in d' 0.00 in As 0.20 in' As' 0 00 in' As min 0.17 in (OK) p(rho) 0.26 % Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity • "�' - Layer depth in strain stress(ksi) Area(inZ) Force(kips) Moment(k•in) z _ Comp Web 0.12 0.00300 4.25 2.82 12 Comp Flange s,max 18.00 in As'l As'2 c 0,29 in As'3 Extreme FiberEs 0.0620 As'4 0 0.90 Tension Controlled As4 Mn 6 kip-ft As3 As2 �Mn 6 kip-ft jAsl 1 6.38 -0.06203 -60.001 0.21 1275 Mu 5 kip-ft (OK) E 0.00 75 Transverse Shear REINF Shear Reinf is not required Shear• Fy r ksi Vn,max 54 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mar ; VC 11 kips = 2.00*sgrt(fc)*bw*d Spacing,T F, ' in Vs 0 kips = 0.00*sgrt(Pc)*bw*d I #Legs,T rz p AvT/layer 0.00 inZ Increase Av per 1 1.5,6.3 OVn 8 kips Vu 3 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars r-� " = mark Number of Side Bar Pairs ',, ``#or Above' Spacing, N/A in Deflections: Uh max 24 No Deflection Calculations Req'd fr 530 psi L/h actual 23 b,eff 12 in Check Anyway `,=4 Ig 512 in UA Limit `,"' Mcr 5 7 ft-kip Ma,DL „"` ft kip n 7.20 Ma,DL+LLa ft-kip Ac,d 76.5 int Loading Type "ef Icrack 45 in° p' 0.00000 Ec 4031 ksi 2.00 to DL 45 in" Ie DL+LL 45 in" Auto-Calculated Slab Depth 0 in xn✓ Deflections: Compression Zone Entirely W/in Slab A DL �" , �. .in 19742 lin A DL+LL ?i 0,11 in 122.168 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.50 in Ybar/c 0.50 0.00 1 00 1.00 in Total Long Tenn Deflection 41.66 in (N G) Ybar 0.00 400 000 -6.38 in Area/c 12.00 0.00 0.00 0.00 in Uncracked Ixx Calculation Area 0.00 0.00 0.00 144 in Beam Slab A*Ybar/c 6.00 0.00 0.00 0.00 in Ybar 4.00 0.00 in A*Ybar/c 0.00 0.00 0.00 1 44 in Area 96 0 in A*Ybar 0.00 0.00 0.00 9 17 in A*Ybar 384 0 in c 1 12 in Ybar,G 400 in Ybar 0.56 4.00 1 12 5.25 in Is 5121 0 in Area 1347 000 0.00 1 44 inZ AY+(self 512 0 in4 (self 1 0 in4 (,gross 512 in' AY 4 0 0 40 in [crack 45 in Icrack/Igross 9% rn rn Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID- Mu kip-ft Project: Vu 'rey ,, kips Date: Pu a<. kips Engineer Reinforcement Summary Geometry- 1 LAYER OF(1.2)#5 TENSION Length `'ft Widths _ - in Height y r =in Fixity Type Member Typeb..k T-Beam Slab " in B,flange auto or in b,eff 12.0 in Concrete; F'c ,psi P1 0.800 Ec 4031 ksi Steel O Fy .. : 'ksi Es e"ksi Inter-Layer Clearanc ;. ;,` $ in Bottom Coven in Side Cover in Consider p' As'Location 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layers `.a I.00 1 0.00 194 1 128 n/a 2nd Layer " 0.00 0.00 0.00 0.000 n/a 3rd Layer & WIN:p 0.00 0.00 0.00 0.000 n/a 4th Layer : -0 r-`1121.:u - '° � it 0.00 0.00 0.00 0,000 n/a Tension REINF 4th Layer 0.00 0.00 0,00 0 n/a 3rd Layer a. b�fi " 0.00 0.00 0.00 0 n/a 2nd Layer 0.00 0.00 0.00 0 n/a Extreme-most Layer ;„ 0,31 0.37 6.31 0.625 n/a (OK) in or auto in int in in in Global• d 6.31 in d' 0.00 in As 0.37 in As' 0.00 in As min 0.17 in (OK) p(rho) 0.49 % Internal Axial Forces: �i 1' B M„ t Strain Compatibility Axial Force Equilibrium Moment Capacity °, `72 '¢.qua • `� l►1� ` ; !s Layer depth(in) strain stress ksi) Area(in2) Force(kips) Moment(k-in) Comp Web 0.22 0.00300 4,25 5.25 22 Comp Flange s,max 18.00 in #VALUE! As'l #VALUE!As'2 c 0.55 in As'3 Extreme Fiber Es 0.0316 As'4 0 0.90 Tension Controlled As4 Mn 11 kip-ft As3 As2 OMn 10 kip-ft lAsl 6.311 -0.03162 -60.001 0.372 -22 1 136 Mu 9 kip-ft (OK) 11 0. 01 6 Transverse Shear REINF Shear Reinf is not required Shear, FY (r ksi Vn,max 54 kips = 10.00*sgrt(fc)*bw*d 'c. Transverse Bar Mar " { Vc I1 kips = 2.00*sgrt(fc)*bw*d Spacing,T "t w Ew.I,'in Vs 0 kips = 0.00*sgrt(fc)*bw*d I #Le s, AvT/layer 0.00 inZ Increase Av per 11.5.6.3 �Vn 8 kips Vu 3 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars '' O,'w' mark Number of Side Bar Pairs . . tH#or Above' rn 00 rn Spacing, N/A in Deflections. L/h max 24 No Deflection Calculations Req'd fr 530 psi L/h actual 23 b,eff 12 in Check Anyway M. 1 Ig 512 in° L/A Limit Mcr 5 7 ft-kip Ma,DL N. °'�i ft-kip n 7.20 Ma,DL+LL 4 ft-kip Ac,d 75 744 in' Loading Type t. G,; x. ]crack 75 in' P 000000 Ec 4031 ksi 7 2.00 le DL 76 in le DL+LL 75 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab A DL :in 15.859 in A DL+LLh> in 13.326 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Tenn Deflection 25.05 in (N G) Ybar 0.00 4.00 0.00 -6.31 in Area/c 12.00 0.00 0.00 0.00 in Uncracked Ixx Calculation Area 0.00 0.00 0.00 2.68 inz Beam Slab A*Ybar/c 6.00 0.00 0.00 0.00 in Ybar 4.00 0.00 in A*Ybar/c 0.00 0.00 0.00 2.68 in3 Area 96 0 int A*Ybar 0.00 0.00 0.00 16.89 in A*Ybar 384 0 in c 147 in Ybar,G 400 in Ybar 0.73 400 147 -4.84 in Iself 5121 0 in° Area 1764 0,00 0.00 2.68 inz AY+iself 5121 0 in° Iself 3 0 in° I,gross 512 in° AY 10 0 0 63 in Icrack 75 in Icrack/Igross 15% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) J Ultimate Forces: Beam ID- Mu r kip ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry, 1 LAYER OF(1.2)#4 TENSION Length .ft Width in Height # in Fixity Type MAX&M Member Type; # T Beam Slab ;in B,flange auto or in b,eff 12.0 in Concrete: F'c psi PI 0.800 Ec 4031 ksi Steel. 0 FY ksi Es ksi Inter-Layer Clearanct in Bottom Cover in Side Cover , in Consider p' As'Location Compression' REINF Count Bar Number Depth to bar As/bar As/Layer ' d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 0.00 2.69 1 128 1 n/a 2nd Layer 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a v O 4th Layer �r�',.,,, O .K, `,a ;wN a• 0.00 0.00 1 0.00 1 0.000 n/a Tension REINF 4th La er t,m. 0.00 0.00 0.00 0 n/a Y ;r` _ f., 3rd Layer a.' g" a 0,00 0.00 0.00 0 n/a 2nd Layer ,: <•,,; 0.00 0.00 0.00 0 n/a Extreme-most Layer � Y, .. s`a"z Y W Y 0.20 0.24 5.63 0.5 n/a (OK) in or auto in' inZ in in in Global. d 5.63 in d' 0.00 in As 0.24 in As' 0.00 in As min 0.17 in' (OK) p(rho) 0.36 % Internal Axial Forces: 4�E � i z Strain Com atibility Axial Force Equi ibrium Moment Capacity Layer depth(in) strain stress(ksi) Area(in?) Force(kips) Moment(k-in) ' Comp Web 0.14 0.00300 4.25 3.39 14 Comp Flange s,max 18.00 in #VALUE' As'1 #VALUE!As'2 C 0.35 in As'3 Extreme FiberEs 0,0448 As'4 0 90 Tension Controlled As4 Mn 7 kip-ft As3 As2 �Mn 6 kip-ft IASI 1 5.63 -0.04481 -60.001 0.241 14 79 Mu 5 kip-ft (OK) ZI 0.00 79 Transverse Shear REINF Shear Reinf is not required Shear• Fy tMA ksi Vn,max 48 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark Vc 10 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 0 kips = 0.00*sgrt(fc)*bw*d #Legs,T a ; Av-r/layer 0.00 in Increase Av per 11.5.6.3. �Vn 7 kips Vu 3 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs : #or Above' Spacing; N/A in Deflections: L/h max 24 No Deflection Calculations Req'd fr 530 psi L/h actual 23 b,eff 12 in Check Anyway r+ ; a" Ig 512 in' L/A Limita Mcr 5 7 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 67.5 inZ Loading Type Icrack 41 in4 P' 0.00000 Ec 4031 ksi X 2.00 le DL 41 in' Ie DL+LL 41 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab A DL _ . in 10.865 in ADL+LL `` in 124729 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.50 in Ybar/c 0.50 0.00 1.00 1.00 in Total Long Term Deflection 46.46 in (N G) Ybar 0.00 400 0.00 5.63 in Area/c 12.00 0.00 0.00 0.00 in' Uncracked Ixx Calculation Area 0.00 0.00 0.00 1 73 int Beam Slab A*Ybar/c 6.00 0.00 0.00 0.00 in, Ybar 4.00 0.00 in A*Ybar/c 0.00 0.00 0.00 1 73 in3 Area 96 0 in A*Ybar 0.00 0.00 0.00 971 in A*Ybar 384 0 in c 1 14 in Ybar,G 400 in Ybar 0.57 4.00 1 14 -449 in Iself 512 0 in4 Area 13 64 0.00 000 1 73 in AY+Iself 512 0 in Iself 1 1 0 in' I,gross 512 in AY 41 0 0 35 in Icrack 41 in Icrack/lgross 8% N v N J W Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: Beam ID- Mu kip-ft Project: Vu kips Date: Pu Nut, kips Engineer Reinforcement Summary Geometry- I LAYER OF(1)#5 TENSION Length w0aw, ft Width 'in Height , in Fixity Type oY Member Type„w T Beam Slab ^` in B,flange , ' „auto or in b,eff 12.0 in Concrete: F'c y � (,u' $<<psi P1 0.800 Ec 4031 ksi Steel: O Fy a.'r i °7 ksi Es ksi Inter-Layer Clearanc ;6„ Eft in Bottom Cove ; ; a;,in Side Cover " .: in Consider p " As'Location 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer " + ( 1 0= 0.00 2.69 1 1 128 n/a 2nd Layer k 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th LayerOWN 4''..- K12111' 11014 ;• , 0.00 1 0.00 1 0.00 0.000 n/a Tension REINF 4th Layer 1 1 -,MROOMP 0.00 0.00 0.00 0 n/a 3rd Layer fi :. Cttir,r '000 0.00 0.00 0 n/a 2nd Layer wit ,�;y�, 0.00 0,00 0.00 0 n/a Extreme-most Layer l ;`5'^ 0.31 0.31 5,56 0.625 n/a (OK) in or auto int inZ in in in Global. d 5.56 in d' 0 00 in As 0.31 in As' 0 00 in As min 0.17 int (OK) p(rho) 046 % Internal Axial Forces: �y� i ' 'r' Strain Compatibility Axial Force Equilibrium Moment Capacity z 1 0(M1 Layer depth(in) strain stress(ksi) Area(in) Force(kips) Moment(k-in), Comp Web 0.18 0.00300 4,25 4.38 19 Comp Flange s,max 18.00 in As'] As'2 c 0.46 in As'3 Extreme FiberEs 0.0336 As'4 0.90 Tension Controlled As4 Mn 8 kip-fl As3 As2 �Mn 8 kip-ft As 1 5.56 -0.03360 -60.00 0.31 19 100 Mu 7 kip-ft (OK) ZI 0.00 100 Transverse Shear REINF Shear Reinf is not required Shear• Fy ksi Vn,max 47 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark VC 9 kips = 2.00*sgrt(fc)*bw*d Spacing,? in Vs 0 kips = 0.00*sgrt(fc)*bw*d #Legs,T AvT/layer 0.00 in Increase Av per 11.5.6.3 �Vn 7 kips Vu 3 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars MO mark Number of Side Bar Pairs #or Above' F, v Spacing, N/A in Deflections: L/h max 24 No Deflection Calculations Req'd fr 530 psi L/h actual 23 b,eff 12 in Check Anyway "` r Ig 512 in L/A Limit10 �f Mcr 5 7 ft-kip Ma,DL N ' ft-kip n 7.20 Ma,DL+LL " fir;ft-kip Ac,d 66.744 in Loading Type _,, . w Icrack 49 in' P' 0.00000 Ec 4031 ksi >, 2.00 Ie DL 49 in' Ie DL+LL 49 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab ' A DL 109min 18,967 in A DL+LL IMpr',C4",.,,F in 120.404 in Cracked Moment of Inertia Calculation Beam ISlab Top Steel Bottom Steel Allowed Deflection 0.50 in Ybar/c 0.50 0.00 1.00 1,00 in Total Long Tenn Deflection 38.34 in (N G) Ybar 0,00 4.00 0.00 5.56 in Area/c 12.00 0.00 000 0.00 in Uncracked Ixx Calculation Area 0.00 0.00 0.00 2.23 in' Beam Slab A*Ybar/c 6.00 0.00 0.00 0.00 in Ybar 400 0.00 in A*Ybar/c 0.00 0.00 0.00 2.23 in3 Area 96 0 in A*Ybar 0.00 0,00 0.00 12.41 in3 A*Ybar 384 0 in3 c 1.26 in Ybar,G 4.00 in 1 Ybar 0.63 4.00 1.26 -4.30 in Iself 512 0 in Area 15 17 0.00 000 2.23 in Z AY+Iself 512 0 in Iself 2 0 in I,gross 512 in' AY 6 0 0 41 in' !crack 49 in' Icrack/Igross 10% s" i FOUNDATION DESIGN i ■ MAGNUSSON KLEMENCIC ASSOCIATES Grade Beam Design Company June 10, 2009 Designer 9.07 AM Job Number PCC-Maier Hall, Foundation Level Grade Beam Design Checked By' Basic Load Cases BLC Descri tion Category _ X Gravi Y Gravi Z_Gravity Joint Point Distributed Area(Me...Surface 1 self-dead None 1 25 10 6� 2 live" Nrie 25 j8: ... 68. 3 superimposed dead None 3 1 5 1 82 4 Factored Applied"f o Nave, Load Combinations Descri tion Sol...PD...SR...BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 service Yes 1 1 2 1 3 1 4 67 Y.. 1.2 : 2'':.9.6:. ..3 1.11'44 3 dead load Yes 1 1 3 1 ! Joint Coordinates and Temperatures Label X ft Y ft Z ftTemppjFt Detach From Diap_.. 1 N1 I 0 0 ! 0 0 T 3 B1 30 0 . 0., 0 4 . : . .... N4..:..... 0 :.. "20. 5 N5 30 20 0 0 7 N7 90 20 _ 0 0 8 ..: . .... N& .. 120 20. 0 fl' 9 62 . ... ... 14020 0 ...,. 0 >... . . , 40: ..- 4 0 . 11 N11 30 40 0� ! 0 40 13 B3 69 40 0_ 0 7 0 ', f? i 15 N15 30 60 0 0 .14.:: .... ....,. N16. 66" 17 N17 90 60 0 0 0 _ 1.8. : _ .. . . ..B4° 19 .' . . `120,. .. .. ----� N19 0 80 L ... 0 0 :! -� .20 36.66667...: 4i1}: 01 21 N210 __.100 0 0 -. .. . ...:. ........� 23 N38 210 1 120. 0... .... a. . 1.2{3 O.v.. .. 0.. ." 25 N25 0 120 0 0 30 120. . . 27N27 60 1 120 0 0 90 29 N29 120 120 0 0 ._ 3: .. 5 1 ,.. ..._-_. _. ...; 1 31 N31 180 1.._......120 0. .—. 0 .. % 32 N32 _ 0• .... . . : 1"40.. 0=. 33 N33 30 140 0 . 0 34:..:; N34.":...: 60 1.40, 0 0 35 N35 90 140 0 0 ! 140: :.: 77, 37 B8 134 140 0 0 ! 38" B7.. 220.. :.... 120.. 0 {f 39 N45 0 –. _ 180 0 0 7T­% , -� .. . . – 40.. _,... ."N46..... :. . .. 30:: ... ":""1:813- 0... a' . RISA-3D Version 7 1 1 [h. \Engineers\AGM\Foundations\09_0430 PCC MH grade beam design rad] Page 17 6 Company June 10, 2009 Designer 9.07 AM Job Number PCC-Maier Hall Foundation Level Grade Beam Design Checked By 1 Joint Coordinates and Temperatures (Continued) Label X ftI Temp ia[F] Detach From D ... 41 N47 60 180 0 0 42. : N48.. . 180.... .. . 43 N49 120 180 I 0 0 150° 180: 0':.. .. 45 N46A0 160 0 0 "10: 160 1, 0 47 N47A 0 200 0 0 '.48. ;....._ �._.. ....N48A":_ .. .. : ._ ......10.667 . .. . : .,_.:.,: 2E}0...: :. :": .:.... .._0... ..._. '... :.0".:. . .:.,..`' ....�.: - =`......, .: 49 B11 32 200 0 0 . �-.13;667... . .° .. ..220-..... .. �..... . 0'.. .. ." .;.. 0.. _. . .. : . ,_. 51 N51 0 220 ! 0 0 52 N52 . 30 220 53 N53 60 220 0 0 ` N54 9E3: 220, <.." 55 N55 120 220. 0 0 _.. ..-_.. E50:: 0:. __.__..:> 57 N57 180 220 0 0 .'58: .N _. N58.-._. . . 2:111 220:,.. 0. 59 B12 220 220 0 0 240., 0 61N61 0 240 0 0 S - . N62 63 N63 30 240 1 0 0 240,.. t1'. 0._ - 65 ( B13 90 240 0 67 N68 30 ! 260 0 0 39. A-, 69 N70 1 54 260 0 0 0" 71 N73 17 ( 280 ! 0 ( 0 72.. N74 30.. 280 0 _ . , 13,...: _ti_... .. w 73 N75 39 1 280 0 0 75 N77 0 1 300 0 0 76 :.`.._ . ' ' ' B1:6-, 77 N79 0 1 320 0 0 0 0} 79 B17 22 320 0 0 _ 81 N86 30 340 0 0 82 .,14121A __ .., ..:.39 _ . .. . . . 340. - 83 N85 17 340 0 0 `..N87A.: .. 17 360 0 85 N88 30 360 0 0 $fi... : N89. 87 B19 54 360 0 0 . .:0:.:... 89 B20 20.917 380 0 0 N93" 0. -400. :0:. ... •: ..... .0`..-:_ . . _; :,r_:. ..-. _ 91 N94 30 400 0 ! 0 92 N95 60. 93 N96 90 400 0 0 94 $21.. 120.: 400 0 95 N98 0 4200 0 97 B22 _ 60 420 0 _ I 0 17 7 RISA-3D Version 7 1 1 [I \. \Engineers\AGM\Foundations\09_0430 PCC MH grade beam design.r3d] Page 2 Company June 10, 2009 Designer 9-07 AM Job Number PCC-Maier Hall, Foundation Level Grade Beam Design Checked By- I Joint Coordinates and Temperatures (Continued) Label X ft Y ft Z ft TeMD F1 Detach From Diap... 98 N 10.1. 0 ,. ..:. 440 99 N102 30 440 0 0 : .: .823: 101 N104 15 440 0 0 02 ---- ------- .....,N-105 0:. .. 464.- . _ 0 0.... . ...: 103 B24 30 460 0 0 1"f14: ' 105 N108 30 480 0 0 107 N110 0 500 0 0 .. .......: ... . .Q -;>.. . - 109 N112 60 500 0 0 111 N114 120 500 0 0 _ 113 N116 0 30 0 „0 -n. 115 N118 39 30 0 0 117 N120 13 230 0 0 1866 30..._`.;..,.°'.'.. 0.7 7 . .. 119 B18 54 340 0 0 121 N121B 30 130 00 01 011 123N123 I 68 130 0 0 . .. 125 N125 120 130. 0. ... . _ 0.. 'F26°' .. ......�..... . 14426 ..-. .. ,. 4 . 0 ..>., .... ... .130 .. .. '.:._...-.. 0'-.< '--- .. ' ...... ... . .. .:..: 127N127 0 10 0 0 129N129 20.6666 10 0 0 0 . . 131N131 16.5 520 0 0 1,3 2, :. . N132:. .,`19.333 , .. ..'.. ...� -62 1331 N133 64 240 0 0 1:3434.:. 75 5.,` :,..` 24Q.:,...::. '< . - ,. 0... 0. ... ... , . .. . ... ._............: 1351 N135 64 220 0 0 36:, :.. . . ... . : 136 :.. ... � ...:..::...:.... .22 ° ,., ,_.. _(#.......:.. , Concrete Properties Label E lksil G[ksil Nu Therm \1E5 F Densityjk/ft^31 fc(kSsi'� 1 Conc3000NW 7 3156 1372 .15 .6 .145 3 2ic354tJNW`... 34f? 1482.. ...::' 3 „Conc4000NW 3644 1584 .15 .6 .145 4 4... £onc3000LW 208 907- 16. 6. 11 . . . 5 Conc3500LW2252 979 .15 .6 .11 3.5 ,Ce:ric4W(?OLW'.: 2408: 1047.... . 7 Conc5000NW 1 4287 1864 _ 15 .6 .15 5 Member Distributed Loads (BLC 1 . self-dead) .) Member Label _ Direction Start Macinitude k/ft d.-End Ma nitude k/ft d... Start Location ft%]_ End Location[ft,%1_ 1.... .. _ M8 Y.,.....:., 1.875 I 1.875 0 0 875 1".876 0" ' 3 M10 Y 1.875 1 1.875 1 0 0 RISA-3D Version 7 1 1 [I•\. \Engineers\AGM\Foundations\09_0430 PCC MH grade beam design.r3d] Page$78 Company June 10, 2009 Designer 9.07 AM Job Number PCC-Maier Hall" Foundation Level Grade Beam Design Checked By' Member Distributed Loads (BLC I . self-dead) (Continued) Member Label Direction Start Ma nitude k/ft d..End Ma nitude k/ft d... Start Location ft% End Location ft 4 M11' Y -1:$7 :." 875 0 0 5 M12 Y 1.875 1.875 0 10 7 M14 Y 1.5 I 1.5 I 0 0 9 M16 Y 1.5 1.5 0 0 ,MT,;:..... , . Y 0". Q:..._ . . 11 M6 Y .9 .9 0 0 13 M18 Y 1.2 1 -1.2 0 0 15 M20 Y 1.2 1.2 0 0 17 M22 Y -1.2 1.2 0 0 19 M26Y 938 .938 0 0 .... . . _.. 21 M28 Y .938 .938 0 0 s;g .... < -938= a,-- . t} 23 M23 Y -1.2 1.2 0 i 0 25 M30 Y -1.2 1.2.. 0 0 MW­,, L_. . .: .. .:... Y s 27 M38 Y .938 .938 0 i 0 29 M40 Y .938 _938 0 1 0 't.875- 31 1'.875 31 M36BY 1.5 1.5 0 0 - 33 M38A Y 1.1 1.1 0 0 34 M39 X1,:1' =1.1 . -0 =0. 35 M40A Y -1.1 1.1 0 0 zb 3 M41 37 M42 Y 1.21.2 0 0 39 M44 Y -1.2 1.2 0 0 a 41 M46 Y 1.2 1.2 0 0 5.;. 43 M48 Y -.65 -.65 0 0 M49.. . Y. ...: fi5`..... :65- 0 0` 45 M50 Y .65 .65 0 0 47 M72 Y -.75 .75 ' 0 0 49 M74 Y -.75 .75 0 0 51 M76 Y .75 -.75 0 0 53 M84 Y 1.5 1.5 0 0 54 M85:...,. Y 55 M86. Y 1.5 1.5 0 0 57 1 M88 Y 1.5 1.5 0 0 58 M91A Y-. 59 M92A I Y .938 .938 0 0 _.938 0 0=.. 179 RISA-3D Version 7 1 1 [I-\. \Engineers\AGM\Foundations\09_0430 PCC MH grade beam design.r3d] Page 4 Company June 10 2009 Designer 9.07 AM Job Number PCC-Maier Hall, Foundation Level Grade Beam Design Checked By- Member Distributed Loads (BLC 1 self-dead) (Continued) Member Label__ _ Direction_- Start Magnitudejk/ft,d.End Magnitudetk t d... Start Location[ft% End Locationjft,%1 - _61 T _ M94 Y 938 I _938 0 0 62 M95 Y -.938 -.938 D 0 63 M98 ! Y 1.3 1 1.3 0 0 64 IM Y 0 0 65 M51 Y 65 .65 0 _ 4 66 M51 Y -.65 -.65 . 15.5 0 671 M51 _ Y 933 1 .933 _ 4_ _ 15 5 _i Member Distributed Loads (BLC 2 live) Member Label Direction Start --Magnitudejk/ft d..End MagnitudeLk/ft d... Start Locationfft% End Location jft%]- 1 -- M8 Y - 2.25 2.25 0 0 2 M9 Y 3 M10 Y 225 2.25 0 0 4 M11 -Y -2,25-- -,Z,25- 0 5 M12 Y 2.25 2.25 0 0 7 M14 Y 1.5 1.5 0 0 5 .'Y -1.5 -1-5 0 9 M16 Y 1.5 -1.5 0 0 10 M7 Y 1276 0, 0 11 M6 Y 225 2.25 0 0 1 19 Y -1.2 -1.2 0 0 13 M20 Y 1.2 1.2 0 0 14 M21 Y 1.2 0 0 15 M22 Y 1.2 1.2 0 0 1 M2233-1 Y. 1.2 -,1.2 . 0 0 17 M24 Y 1.2 1.2 0 0 18 M17 Y 1.4 -1.4 0 0 19 M18 Y 1.4 1.4 0 2.75 1 20 M18 _ Y -1.2 - . 2.75 30 21 M25 Y 1.125 1.125 0 0 22 M2 Y -1,125 1-1:250 0 23 M29 Y 1.125 1.125 0 0 4 M30 Y -1.2 -1.2 0 . 0 25 M36 Y 1.125 ! 1.125 0 ' 0 26 M38 Y -1.125 -1.125 0 0 27 M39 Y -1.125 1.125 0 0 -- 40 Y -1.125 1 1 5 0 0, 29 M36A Y 2.25 2.25 0 0 30 M3 B Y 5 -1.875 II 0 31 M37 Y 1.875 1.875 0 0 �2 M26 Y. -1 125 -1.125 0 0 33 M28 Y_ 1.125 1.125 0 0 34 M38A Y -1..1. -1. 0 0 35 M39A Y 1.1 1.1 0 0 36 M40A Y -1 1 -1.1 0 0 37 M41 Y 1.1 1.1 0 0 8 1 M42 Y 12 -1.2 0 0 39 _M43 _ Y 1.2 -1.2 0 0 0 M44 Y -1.2 -12. 0 Q 41M45 Y 1.2 _ -1.2 0 0 M46 Y -1.2 -1.2 0 0 X43 M47-- i Y T .65 .65 0 _ _ 0 44 M48 Y -.65 -.65 0 Q 45 M49 Y`_ .65_ .65 0 0 46 50 Y -.65 -.65 £l 0 47 -- - M61- - ---Y--- 4 - 4- -- ---0- - --- 0 - RISA-313 Version 7 1 1 [I-\. \Engineers\AGM\Foundations\09 0430 PCC MH grade beam design.r3d] Page580 Company June 10, 2009 Designer 9.07 AM Job Number PCC-Maier Hall Foundation Level Grade Beam Design Checked By 1 Member Distributed Loads (BLC 2 . live) (Continued) Member Label Direction Start Ma nitude k/ft d..End Ma nitude k/ft d... Start Locationift.%l End Location ft% 8: . M72: 49 M73 Y .75 1 .75 0 0 50-.. M74, Y::...._.. _`.._ -:75. ..:. 51 M75 I Y .75 .75 0 0 I 2J, W6:.. 53 M77 Y -.75 .75 0 0 777 0 55 M85 Y 1.5 1.5 0 0 +.,. -• -:.. as <. ..: ., . .- - .e-., .. 57 M87 Y -1.5 1.5 0 0 59 M91A Y 1.125 :.. . ._....,1.125 0 0 61 M93 Y 1.125 -1.125 0 0 63M95 Y -1.125 -1.125 0 0 7,a-._ r M98` 7. ,.:. 65 M99 Y -1.3 1.3 0 0 66: ,...... ..... .' �..,_. ,., ..:. _.. 67 M51 Y .933 .933 4 Member Distributed Loads (BLC 3 . superimposed dead) Member Label Direction Start Ma nitude ktft d..End Magnitude[k/ft,d... Start Location ft% End Location ft 1 M17 Y .18 -.18 1 0 0 3.. .. ...... M23 Y .. -.18 .18 0 0 _, 5 M21 Y .18 .18 0 0 7 M19 Y -.67 .67 0 0 9 M9 Y .225 .225 0 0 11 M11 Y .225 .225 0 0 13 M13 Y .225 .225 0 0 15 M15 Y -.225 „p.225 0 0 u. -M 1 Y ": -: -225 11 tj-... 17 M7 Y .765 .765 0 0 19 M18 Y .67 ... .67 2.75 30 21 M25 Y -6 .6 0 0 23 M26 Y .6 .6 0 0 ... ,,... ...:�-;. . .. .., aye, ,.. T777: ... ..... ,. , , _ .. .. �j - 25 M27 Y .6 -.6 0 0 27 M28 Y .6 .60 0 4-13 29 M29 Y .6 -.6 0 0 8:. 0f 31 1 M36 Y -.113 .113 0 0 33 M38 Y _ .113 ! 113 1 0 0 18 1 RISA-3D Version 7 1 1 [I•\. \Engineers\AGM\Foundations\09_0430 PCC MH grade beam design.r3d] Page 6 Company June 10 2009 Designer 9-07 AM Job Number PCC-Maier Hall Foundation Level Grade Beam Design Checked By, T� ,l ' Member Distributed Loads (BLC 3 . superimposed dead) (Continued) Member Label Direction Start Ma nitude k/ft d..End Ma nitude k/ft d... Start Location ft% End Location ft 35 M39 Y .113 1 .113 0 0 k3b37 M40 Y 6 4. 6 0 :. 0 39 M36A Y .225 .225 0 0 41 M37 Y .225 .225 0 0 LL, 43 M39A I Y .44 1 .44 0 0 - ... 45 M41 Y .44 .44 0 0 47 M43 Y .18 .18 00 - W, _. 49 M45 Y .18 .18 0 0 BK 51S. M47 Y .26 .26 0 0 _....z w...: w. -. _... 53 M48 Y .26 .26 0 0 p. < 55 M49 Y .6 .6 0 0 57 M50 Y 1 .26 .26 I 0 0 59 M61 Y .06 .06 0 0 ti a 61 M76 Y -6 .6 0 1 0 K -R- 63 M72 Y .6 .6 0 0 65 M74 Y 6 6 I 0 0 , _ E di 67 M72 Y .113 .113 0 0 LIE 0: 69 M74 Y .113 .113 0 0 71 M76 Y .113 .113 0 0 72 t18= -: 1`3} 73 M84 Y .225 .225 0 d •.-. M$5,. � Y" :225 -0..:..,- � ': _ 75 M86 I Y ! .225 .225 0 0 Y. -. -:225:,- 225 t3 77 M88 Y -.225 .225 0 0 a w `78=, 79 M99 Y .52 .52 0 0 ;R 86�a:i, s� �:: .$6'�•, 81 M51 Y .86 -86 15.5 0 ;.,82: M51- - -9 . `7 -.. :3�: Joint Loads and Enforced Displacements (BLC 1 , self-dead) Joint Label _L D M Direction Magnitude k k-ft in rad k'S^2/ft.. 1 N2 L Y -64.2 e ; 3,,.. N70 L -47.8 _t -r - RISA-313 Version 7 1 1 [I•\. \Engineers\AGM\Foundations\09_0430 PCC- MH grade beam design.r3d) PageY82 June �\ 2OO& DaaCompany9-07 AM Job Number PCC-Maier Hall, Foundation Level Grade Beam Design Checked — Joint Loads and Enforced Disniacements (BLC 1 self-dead) (Continued) Joint Label L.D M Direction Magnitudef(k.k-ft),(in.rad),(k*SA 2/ft.. IT zz 23 N132 L Mz 79.2 25 N134 L Y 21 Joint Loads and Enforced Displacements (BLC 2 . live) Joint Label L.D.M Direction Magnitudel(k,k-ft),(in,rad),(k*SA 2/ft.. AWE `2 17 N89 L Y 38 19 N104 L Y 17.7 25 N134 L Y 14.7 Joint Loads and Enforced Displacements (BLC 3 . superimposed dead) Joint Label L,D.M Direction Maanitudel(k.k-ffi.(in.rad) (k*SA 2/ft.. l83R|SA-3DVersion 71 1 [|t \En0inemrs\AGKA\Foundadona\09O43UPCC yWHgrade beam daoign.r3d] Page Company June 10, 2009 Designer 9-07 AM Job Number PCC-Maier Hall, Foundation Level Grade Beam Design Checked By- Joint Loads and Enforced Displacements (BLC 4.. Factored Applied Loads) Joint Label L D M Direction Ma nitude k[{ •k-ft�(in rad),(k's^2/ft_ 1 N133 L Mz 23.4 Mz` . 23.4 . 3 N133 LY 2.64 .., N34 .. Y 5 N135 LY 2.64 j 5 . N136 . ... ..._ . ... .. ......L... ... .. :. 'Y' 2.64 Member Point Loads (BLC 1 . self-dead) Member Label Direction Ma nitude k k-ft_ Location ft°/aJ 1 M3 -65.3 15 15= 3 M65 13.65 10 5 M65 30.1 17 7 M81 7.5 15 9 M82 -74.553 15 LAC— _ �. .:: : Member Point Loads (BLC 2 . live) Member Label Direction Magnitude[k k-ft Location ft% 1 M3 45 15 3 M65 -6 10 5 M71 -65 15 7 M82 1 -45 15 .M Member Point Loads (BLC 3 . superimposed dead) Member Label Direction Ma nig tude[k k-ftl- Location[ft.%] 1 M3 -6.75 15 ..'M5 .. . .. .._...... , 75 15,. 2 ..-. 3 M81 1.125 15 . M : ° - 5 M89 -6.75 15 Joint Reactions LC Joint Label X k Y k Z LkJ MX k-ft MY[k-ft] MZ k-ft 1 2 N1 0 110.22 0 0 0 0 C} 0,. 6. 3 2 N4 0 78.762 0 00 0 -.7 5 2 N 14 0 59.061 0 0 0 0 .. 2 N,19 ... 7 2 N21 0 115.605 0 0 0 0 $<, 2.,>, ._., N24. 0 t�457 0: Q 9 2 N5 0 226.786 0 0 0 0 ------------ N6 6°, 1.9.1:626 T 0' 0: . 11 2 N7 0 205.615 0 0 0 0 1.2..:° :2. N8. 0" 1`84:204 © 0` 0 0 13 2 B2 0 1 45.407 0 0 0 0 RISA-313 Version 7 1 1 [I•\. \Engineers\AGM\Foundations\09_0430 PCC MH grade beam design.r3d] Page 9 8 4 Company June 10, 2009 Designer 9.07 AM Job Number PCC-Maier Hall, Foundation Level Grade Beam Design Checked By' 1 Joint Reactions (Continued) LC Joint Label X k Y k Z k MX k-ft MY k-ft MZ k-ft .14 2'.. 3.... . . . 0'.. 0 0" 0- 15 2 N12 0 119.635 0 0 0 0 17 2 N15 0 171.729 0 0 0 0 FI'8' :. 2' t16 0. 39:619 0" _0 tL:,,.... 02 N17 0 171.729 0 0 0 0 12 B5 0 99.296 0 0 0 0 23 2 N26 0 145.308 0 0 .. 0.. .. 0 141° 0: 25 2 N28 0 132.517 0 0 0 0 27 2 N30 0 122.346 0 0 0 0 29 ! 2 N38 0 98.568 0 0 0 0 31 1 2 N33 0 147.21 0 0 0 0 n.,-_- 32. :'.._.. .:.. 0 23:$ 0 . :-. 0:: :.:_ 0; f :,. ..._. 33 2 N35 0 134.965 0 0 0 0 35 2 B8 0 12.729 0 0 0 0 N° 37 2 N45 0 64.8 0 0 00 ._ k 39L. 2. N47....._;_., 0....... 51.846 �..., 0.. 0, . Q 0.. 40:.- -.2,. 554 q'- . 0` 0.. 41 2 N49 0 142.554 0 0 0 0 43 2 N46A0 33.3 0 0 0 0 44, 45 2 I N47A 0 7.5.76 0 0 0 0 47 2 N61 0 56.935 0 0 0 0 49 2 N62 0 239.911 0 0 0 0 NOT 51 2 N48A 0 123.278 0 0 0 0 0. 53 2 N52 0 128.934 0 0 0 0 55 2 N54 0 122.187 0 0 0 0 SEi..:..�2`..�` .. .. ��. .:..: ...... ? . :. . ,..- - :12.. 04.= ; ;......,. ...0: ._....:.,.. . .0 .. ,..-,:_......:..:{) ._.....'., . ..�::0: ., 57 2 N56 0 122.373 0 0 0 0 59 2 N58 0 102.938 0 0 0 0 61 2 N63 0 51.768 0 0 0 0 :.. ...., .CO -,. -...r 63 2 B13 0 68.111 0 0 0 0 64: 2' ;" . Itit69:. ": . . 0.. ..:. z04$ UF= 65 2 B14 0 55.147 0 0 0 0 66 2 O5:. _ 67 2 B15 0 14.804 00 0 0 69 2 N73 0 1 194.262 0 0 0 0 i 185 RISA-3D Version 7 1 1 [I-\. \. \AGM\Foundations\09_0430 PCC- MH grade beam design.r3d] Page 10 Company June 10 2009 Designer 9,07 AM Job Number PCC-Maier Hall, Foundation Level Grade Beam Design Checked By' Joint Reactions (Continued) LC Joint Label X LI — Y k Z[kI MX fk-ft] MY k-ft MZ fk- , 71 2 T B16 0 25.98 0 0 0 . , ...0, .72. 2 73 2 N82 0 62.35 .0. .. .. : 0....... 0 0 :74: 2 .' _.BiZ 0. 8:51"2 ` ...( '. O'.. 0: . ._ 0: 75 2 i N86 0 323.834 0 0 0 0 76;. ....2.. _.... . N124A 77 2 N87A .0 118..532 0 .. .. 0..._.... 0 0 79 2 B19 0;. 16.648 0. 00" 0 .0 v..,.< fl 81 2 i B20 0 147.673 0 0 0 0 83 2 N94 0 119.799 0 0 0 0 85. ; .2... .... N96 0 119.799 0 0 0 0.... _ 87 2 N98 0 39.333 0 0 0 0 83 .2. N99. 0:>. . . :131a�3. '. _#`'... . 0:` tl._`; ::0-:. °. 89 2 ,0 B22 0 39.333982 0 0 0 0 :".. 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U- 0_ 13:428 1155 1 0 I 28-593 0 0 0 93.412 I ;16. 6 J 0 . 1.3-.793'... ; 0 _ 0 . :__. - 0, - 1171, 7 0 1.007 0 0 0 154.714 1 'I':18: 119 9 0 30.607 0 0 0 -84.46 45:407 0. 121 2 M13 1 059.061 1 0 0 0 0 - _ " n . 123 3 1 0 25.661 0 0 0 282.407 4- 125 _125 5 0 7.739 0 0 0 342.147 2 1 127 7 0 -41.139 0 0 0 -179.221 57`8 9 : A n,. 129 9 0 74.539 0 0 0 206.372 It 131 2 ( M14 1 080.49 0 0 0 482.669 133 3 0 47-09 0 0 0 57.4 Q 86A6 .: F34 135 5 0 13.69 0 0 0 145.202 6:. : 0.. =30'I . . .. 0 -01", 137 7 0 1 19.71 0 0 0 125.137 1391 9 1 0 53.11 0 0 0 117.595 1 0 10- 0. =69.8'I'.:.. 0. 141 2 M15 1 0 1 69.81 1 0 0 0 322.461 I 1431 1 3 ' 0 36.41 0 0 0 31.604 '144` 4:; 0...` . 1971. 1451 1 5 1 0 1 3.01 0 0 0 163.002 -146- 147 7 0 1 30.39 0 0 0 -71.734 (} 148: 8- 57c4 149 9 0 1 -63.79 0 0 0 242.201 I - , - . fi50 . 151 2 M16 1 0 91.2390 0 0 482.669 152.: .. 2:. : 0;: :1-4-639, 153 I 1 30 57.839 0 0 0 -14.258 1 4:. :.. . . 0.: 49,139 0 0:.:. w.':p" ::. • 1 = 1 155 5 0 24.439 0 0 0 288.517 0- 157 ! 7 0 -8.961 00 0 -340.11 x168. .-. $:. 0 25:661".. 0`. 0:.- -.. 159 9 0 -42.361 0 0 0 169.037 :59--b69_.- 161 2 M17 1 1 0 1.457 0 „. 0 0 0 0:;:. ...: : . =6"71.4..-. : 0'.. . . .,...: 6 . .. :`. .. ..0 _ .. :._... 842'-. 163 3 0 11.972 0 0 0 15.916 0,11",. , _... :-9<723 ..i:":.: -0.. . :..."".'0.... ::.: ::. .._.0 ."-.33.22I"...: 165 5 0 22.487 0 0 056.758 1671 7 0 1 33.003 0 1 0 1 0 122.525 0 0 _......; :.: 164.756. 1 99 9 1 0 -43.518 0 0 0 213.219 - 1U 0" 48.775= 0 . , €ii: t} ::. .?.. :679f3 18 9 RISA-3D Version 7 1 1 [I\. 1. \AGM\Foundations\09_0430 PCC MH grade beam design.r3d] Page 14 Company June 10, 2009 Designer 9.07 AM Job Number PCC-Maier Half, Foundation Level Grade Beam Design Checked By- �i Member Section Forces (Continued) __ LC Member Label Sec Axial�J y Shear[k] z ShearLk Torque k-ft y-y Moment[k ..z-z Moment[k-.. 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(l 0 . :-47 2.9.1 335 5 0 20.154 0 0 0 264.092 335;. 6 337 7 0 -8.646 0 0 0 302.455 338:. $ 0; -23:046 0:<.. . . . 0 0` : .v . =249.637 1339 19 0 37.446 1 0 0 0 1 148.818 340 : 10 0 =5[.$46 0 341 2 M36A ! 1 0 1 33.3 0 0 0 RISA-3D Version 7 1 1 [h \. \AGM\Foundations\09_0430 PCC MH grade beam design.r3d] Page 1192 Company June 10,2009 Designer 9.07 AM Job Number PCC-Maier Hall, Foundation Level Grade Beam Design Checked By Member Section Forces (Continued) l LC Member Label Sec Axial[k] Shear[k] z Shear[k] Tor ue k-ftl v-v Moment(k-2 z Moment[k ... 34 2 0 25 9°.:. 0. 0 0' -32:889. 343 3 0 18.5 0 0 0 57.55. 0. 6 x.344: , -74 345 5 0 3.7 0 0 0 -82.222 =3.7`.. 0'. 0 . 0.= 347 7 0 11.1 0 0 0 ! 74 0 0 =57.556 349 9 0 25.9 0 0 0 32.889 0 351 2 M36B 1 0 7.576 0 0 0 1 0 0, .. 353. 3 0 5.722 00 0 ! 2.198 :.354 ,.. 0'. 1 " ::4: .... 0 0 8:525-,. 355 5 0 19.02 0 0 0 27.128 .0; 357 7 0 -32.318 0 0 0 87.975 I 359 9 0 -45.6170 0 0 180.346 238;',8 361 2 M37 1 0 71.012 0 0 0 1 238.352 i 362":...:. .. ....... . p.. .;A-'.`67:7=1. 4 „ . t?... ..' .. 0 .:: .. .85.79... 363 1 3 0 44.417 0 0 0 35.253 4 } 365 1 5 0 1 17.822 0 1 0 0182.779 4.524, 4 . 0. C1.`•771"., 367 7 0 -8.773 0 1 0 0 204.226 36 8:_ '...._. . ::fl, 22:07 :'. 0 .... ... - 0 :0:. . .: >167.67,'t 369 9 0 35.369 0 0 0 -99.595 `370:r .. ...... ..... .. „ _..,�.. . .. 10=`°:. . _.... 7 3712 M38A 1 0 025 0 0 0 0 '041L 0.. 0 . 4" .. 0'. 2:943;. 373 3 0 9.858 0 I 0 ( 0 11.714 4 0': 14:774 0 0 375 5 0 19.69 0 0 0 46.735 3'<.6; - :...... ... . . . 6: -24:807. 0.. 0 377 7 0 29.523 0 0 0 105.064 37$:; ,.�. ._..... ..._.. . _..... _:8:': '....>.: .:. :. ........ .- 0 ... .. . °0: '.. .. 4°42.968 379 9 0 39.356 0 0 0 186.7 "AOL . 0:: 36,259 381 2 M39A 1 0 58.978 0 0 0 236.259 45.151: - -"p`.:" ".7677 383 3 0 31.325 0 0 0 -64.749 385 5 0 3.671 0 0 0 181.402 I 3877 0 23.982 0 0 0 113.699 1 <,_. $ -0 -10714' 389 1 9 0 51.635 1 0 0 0 138.36 0 '0 333.522. 391 2 M40A 1 0 63.472 0 0 0 I 333.522 ,..... :. . 645. ` . . . .. 144:99449: . 393 1 3 1 0 I 35.819 0 0 0 2.554 0 395 5 1 0 8.165 0 0 0 144.058 396: 6... 0 ': :66.1:., p.:.. 0 ." _ 0" :148'-231 397 1 7 1 0 19-488 0 0 0 106.315 398 -. 0: . 193RISA-3D Version 7 1 1 [I-\ \. \AGM\Foundations\09_0430 PCC-MH grade beam design.r3d] Page 18 Company June 10 2009 Designer 9.07 AM Job Number PCC-Maier Hall, Foundation Level Grade Beam Design Checked By- Member Section Forces (Continued) LC Member Label Sec Axial[k] y Shear[k] _z Shear[k] ToArr uAek-ftj._ y_y Moment[k ..2-z Moment[k .. 399 9 0 -47.141 1 0 i 0 0 115.784 30 60:968'. .. . .: . _ 0 401 2 M41 10 58,425 0 0 0 295.966 44:599 0': $. >0: , ., 226> 403 3 0 33.412 0 0 0 -8.397 404;:., . : '._:. „>4 . a3" 19:585 0.. 0.,:.,... _:.3$:721,...; 405 5 0 5.759 0 0 0 138.961 _ 406 ;,_,._..y -5.428 : Oz-- 407 ... .407 7 1 0 19.255 0 0 0 -97.052 0 �33081 409 9 0 -46.908 0 0 0123.49 10 0 . 60:735, ;0 . .. 0 411 2 1 M42 1 0 1 61.4520 0 0 302.886 2 0 ,.- . . , •47.732 . 413 3 0 34.012 0 00 -15.328 415 5 0 6,572 0 0 0 -150.608 6" i4$ 0;. _ (3 417 7 0 20.868 0 0 0 102.955 `4i8 ' . ., : $:.. 0.:._ . -34:588 0" 419 9 1 0 -48.308 ! 00 1 0 127.632 `0 ,.. 421 2 M43 1 0 62.018 0 0 0 311.525 422`,.:., 2 . 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'0 - .. 0,-,- 0- --- 431 2 M44 1 0 60.912 0 0 0 303.178 1 432, 2: 0 47.1:92. 0 0:'. # :',. . 23;1307 433 3 0 33.472 0 0 0 11.432 19:752. . .;..,-1:00:137,,. -434. 4.: 0 0 _.(? �., ., :.0, - 435 5 0 6.032 0 0 0 143.109 .'t):.. 437 7 1 0 1 21.408 0 0 0 -91.852 43$: 8 0 „ '28",- 0: 439 9 0 48.848 0 0 0 142.337 440->... . 10 . 0 , 62:568 0 } 441 2 M45 1 0 64.786 0 0 0 328.032 r .442 2 0 :51.066: , 0. 0 .: "0 443 3 0 37.346 1 0 0 0 12.409 _ ....:. .4 0 23.626 445 5 0 9.906 0 0 0169.917 446' 6. 0. - -3.$14:.. 0«. 0 y"71 J," :=180:072;., 447 7 0 17.534 0 00 144.492 _ . 4491 1 9 0 -44.974 0 0 0 63.866 450 . ,., .. . . .10 .. ." . .0 . . 58.694 .-0 , 0 . 0.: . 235:645-- 451 2 M46 1 0 44.245 0 0 0 236.645 2, 0- 39 A. �0 52: 453 3 0 35.098 ( 0 0 0 148.487 454: ..,:.: . . .., 4 455 5 0 25.951 0 0 0 80.655 RISA-3D Version 7 1 1 [h. 1_ \AGM\Foundations\09_0430 PCC MH grade beam design.r3d] Page 19 9 4 Company June 10, 2009 Designer 9.07 AM Job Number PCC-Maier Hall Foundation Level Grade Beam Design Checked By, Member Section Forces (Continued) LC Member Label Sec Axial k Shear k z Shear[k] Tor ue k-ft - Moment[k ..z z Moment[k .. 45.6:_ ,6. ;0. 21;37$: _ 054.3 1. 4571 7 0 16.805.;" 0 0 0 33.148 !, 4591 9 0 7.658 0 0 0 5.968 :4.611:" _. 10.. (1 _ 3':085 0 461 2 M47 1 Q 10.417 0 0 0 0 2 (1..,.. 0. >9.9 463 3 0 2.377 0 0 0 -15.164 I 465 5 0 5.664 0 0 0 11.268 6 ..... 0.. .0 U`_ :2:172 467 7 1 0 13.704 0 0 0 11.688 ` -267.-,.,. .."<..., .., , 469 9 0 y21.745 0 0 0 53.703 _ =. " 1 1 :,. a , . 471 2 M48 1 0 31.169 0 0 0 81.858 473 3 0 17.601 0 0 015.683 6 :. 475 5 0 4.033 0 0 0 58.953 :476:' _ 477 7 0 -9.535 0 0 0 . --47.95 479 9 0 23.103 00 0 17.325 '314, 481 2 M49 1 1 0 21.224 0 0 0 70.314 . 483 3 0 12.179 0 0 0 25.776 _..0 1. :x53.. - 485 5 0 3.134 0 0 0 5.359 1:389:`: ., :, ::. . 0..:... .. . vU.- ;. . . .1.96;. .; 487 1 7 1 0 5.912 0 0 0 1 9.064 0:: 489 9 0,. 14.957 0 0 0 36.8 88 491 2 .. M50 1 0 32.289 0 0 0 59.846 4 ' 2', 0 . ... Oi .. (3;_,.- 2 :938:... 493 3 09.675 0 0 0 -80.033 39 4955 0 12.938 0 0 0 -69.157 _...,-, _ =4 66- 0 . .. X24`248 `.. .T:185 Y. 497 7 0 -35.55.1 0 0 0 92.475 ! 29:824 499 9 1 0 58.165 0 0 0 404.862 ....., .. . ... . . ....... . .. 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U,. . 505 1 5 1 0 41.794 0 0 0 527.199 ;0 507 7 Q 34.191 0 0 0 511.498 509 9 0 56.804 0 00 208.184 510.:::.:_ _ ._r.... . .. ,..,:. ..,.. 10. : 13; 0.. . „. 0... . . 511 2 M53 1 0 23.267 0 0 0 0 51..: ... . .`. 2" 0 „ 21;.707 ' 0., .:0 32:482 19 5 RISA-31D Version 7 1. 1 [I'\ \. \AGM\Foundations\09_0430 PCC MH grade beam design.r3d] Page 20 Company June 10 2000 Designer 9-07 AM Job Number PCC-Maibr Hall, d koLevel Grade Design Checked � Member Section Forces (Continued) LC Member Label Sec Axial[k v Shear[k] z Shearfkl Torquefk-ftl Moment k-.. -z Moment[k 161.091 22-1 w, 163 91 ------------ ;95-'9� —ID 153 RISA-31D Version 7 1 1 [1-\ \AGM\Foundations\09-0430 PCC MH grade beam design.r3d] Page 219 6 / Company June 10, 2009 Designer 9-07 AM Job Number PCC-Maier Hall Foundation Level Grade Beam Design Checked By- \- ) ' Company June 10, 2009 Designer 9.07 AM Job Number PCC-Maier Hall Foundation Level Grade Beam Design Checked By- Member Section Forces (Continued) LC Member Label Sec a v Shear[k] z Sheark Tor ue k-ft yy Moment kkz_z MomentLk.. 627 7 0 26.17 0 0 0 -614.195 ::..." 24.47 . .. 0-...... `:..:: . :4�. ....M .. : Q -662.022.." 629 9 0 36.75 0 0 0 700.024 0 629.002 631 2 M67 1 1 0 47.452 0 0 0 0 632 P . . ... 2. 45.$92:' . :..:. ...a},..._. _. .0: .... .: .._ 0':. ...... ... =87.4.15.. . 633 3 0 44.332 0 0 0 1 132.577 -0,:V,, 1:95 485 . 635 5 . ._ 0 41.212 0 0 . ._. 0 256.141 636 637 7 0 38.092 0 0 0 I 370.691 j 639 9 0 34.972 0 0 0 -476.228 641 2 M68A 1 1 094.788 0 0 0 525.616 643 3 0 -96.948 0 0 1 -333.88 236:392: 6455 0 99.108 0 0 I 0 137.824 46 ` . 6"' Q. ... - ttl£1 $& 0:. s0 0 38: 76: 647 7 0 101.268 0 00 62.551 8: : ' ::.:'::.0 =11 : --. {�',. 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Ja . 0-.. . . 681 2 M72 1 0 41.201 0 0 0 0 _ 682= "...... :. .:.. `.. .. 0 : 56f, 0 683 3 0 17.901 0 0 0 197.008__ 11 RISA-3D Version 7 1 1 [I'\. \. \AGM\Foundations\09_0430 PCC-MH grade beam design.r3d] Page 2198 Company June 10 2009 Designer 9.07 AM Job Number PCC-Maier Hall, Foundation Level Grade Beam Design Checked By- Member Section Forces (Continued) LC Member Label Sec Axial k Shear[k] z Shearlkl Tor ue k-ft - Moment k-..z-z Moment k-.-- 684 4 0} 6,251;. : 0. _, 0 237.263: 685 5 0 5.399 0 0 0 238.684 . ....- - . 686 :- 6 y... _0:" >-x:7:049:. :_.::" ..{3.. ::.. . - 0: ." :.." al'._ . ; 201.271 687 7 0 28.699 0 0 0 125.025 U. 689 9 0 51.999 00 0 143.966 : $. 0 -63- 9` 691 2 M73 1 0 56.15 0 0 0 69 336_.712 - BUB- 693 ' :95 693 3 0 32.85 0 0 0 40.043 :634 ::....... .... 695 5 0 9.55 0 0 0 -101.293 96 < _ 697 7 0 13.75 v 0 0 0 -87.296 0. 7. 699 9 0 37.05 0 0 0. ry 82.035 € a> 8 :`224 9" 701 2 M74 1 0 48.7 0 0 0 224.95 702': .: . . : °..:"',. ...__{k_ w = x:015'::_ a}-.:z b-; 2. :..-, 703 3 0 25.4 0 0 0 22.047 - - °...-:..::(1>-: :.- 705 5 0 2.1 0 0 0 113.711 706: _. 707 7 0 21.2 0 1 0 0 50.042 709 9 0 -44.5 0 0 0 168.961 711 2 M75 1 0 63.649 0 0 0336.712 71 -01D 9s 713 3 0 40.349 0 0 0 9.946 714"- 715 5 0 17.049 0 0 0 201.271 7161 01 :238:684.. 717 7 0 -6.2510 0 0 237.263 7 `$- ::.,8;- _:.<_0".: ...::..' 7:901 0 ....;: 0.. ::.`c37OQ8": 719 9 0 29,551. 0 0 0 -117.921 721 2 M76 1 0 39.333 0 0 0 0 723 3 0 16.0330 0 0 184.551 724: t3 = 1 576 725 5 0 7.267 0 0 0 213.769 :-<..:.. .,,.=;1$:3' 727 7 0 30.567 0 0 0 87.653 7 8` r "8' , 0=- .. : ::" 7,42-4641", `,7.,._ - 01"" ..,7, Q 3"6 729 9 0 53.867 0 0 0 193.796 730 :... .. 1(}.-.:. 6.., - 65:5'[: 0; ,. :_.. -6-,...".`°:.::767,... ...:-;.:'.`392 77$ ." 731 2 M77 1 0 65.517 0 0 0 392.771 : .:0-":,.:. 733 3 042.217 0 0 0 33.655 4 ` {} ...<.: .. . X7.653. 7355 0 18.917 0 0 0 -170.127 °=-. .6-., ".,... . 7:267 . .,-.--,0::. ...:.":. 737 7 0 -4.383 0 0 0 218.576 :738: W 739 9 0 1 27.6830 0 0 -111.692 ...: ".. .J , 199RISA-3D Version 7 1 1 [I'1. 1. \AGM\Foundations\09_0430 PCC MH grade beam design.r3d] Page 24 Company June 10, 2009 Designer 9.07 AM Job Number PCC-Maier Hall Foundation Level Grade Beam Design Checked By- 1 Member Section Forces (Continued) LC Member Label _ _ Sec _ f�cialjkj__ y ShearjKi _ z Shearjk Torque k-ft y_-�omentjk _z z_Moment k ... 741 _2 M78 1 0 r 37.003 ? 0 0 0 307.21 7421 1 77T72 0 36.366 0 0 0 270.526 743 _ 1 3 0 35.728 0 0 0 234.479 744 4 1 0 35.091 0 0 0 199.069 745 _ 5 0 34.453 0 0 0 164.297 746 6 0 33.816 0 0 0 130.163 747 7 0 33.178 0 0 0 1 96.666 748 8 0 32,541 0 0 0 63.806 749 9 0 31.903 0 0 0 31.584 750 10 0 31,266 0 0 0 0 751 2 M79 1 0 28.842 0 0 0 0 15/" 2" 0 27.78 0 0 0 753 3 ' 0 26.717 0 0 0 1 -92.599 1 754 4 1 0. 25.655 0 0 0 -136242 755 5 0 24.592 0 0 0 -178.114 756 6 0 23.53 0 0 0 -21 .216 75.7 7 I 0 22.467 0 0 0 256.547 75 f 8 0 21.405 0 0 0 -293.106 759 9 0 20.342 0 0 0 327.895 760 10 0 19. 8 0 0 0 -360.914 761 2 M80 1 1 0 1 39.76 0 0 0 360.914 762 2 0 -40.823 0 0 0 -293.761 763 3 0 -41.885 0 0 0 224.837 764 4 0 -42.948 0 0 0 -154.143 765 5 0 -44.01 0 0 0 -81.678 7661 6 0 -45.073 0 0 0 -7.442 767 7 1 0 -46.135 0 0 0 68.565 768 8 0 -47.198 0 0 0 146.342 769 _ 9 0 1 -48.26 0 0 0 225.891 77310 0 -49.323 0 0 0 307.21 771 2 M81 1 0 24.831 0 0 0 0 772 2 0 21.831 0 0 0 -77.77 773 3 0 18.8310 0 0 145.54 774 4 0 15.831 0 0 0 203.31 77_5 5 0 12.831 0 0 0 251.08 776 f 6 0 1 -12.831 1 0 0 0 -251.08 777 7 0 15.831 0 0 0 203.31 778 8 0 -18.831 0 0 0 -145.54 779 9 0 21.831 0 0 0 77.77 780 10. 0 24.831 0 0 0 0 781 2 M82 1 1 0 71.308 0 0 0 0 7821 2' 0 68.308 0 0 0 -232.695 783 3 0 65.308 0 0 0 455.389 784 4 , 62 308 0 0 0 -668.084 785 5 0 59.308 0 0 0 -870.779 786 6 0 -113.255 0. 0 0 -780.867 787 7 0 116.255 0 0 0 398.35 788 8 0 -119.255 0 0 0 -5.833 789 1 9 0 122.255 0 0 0 396.685 790 10 0 -125.255 0 0 0 809.202 791 2 M83 1 1 0 93.961 0 0 0 809.202 792 2 0 93.061 0 0 0 715.691 793 3 0 i 92.161 0 0 0 623.079 794 4- 0 91.261 0 0 0 531.368 795 5 0 90.361 0 0 0 440.557 796 0 89.461 £# 0 0 350.645 797 _ 7 0 _88.561 _ 0- 0 _�_ 0_ 261 634 RISA-3D Version 7 1 1 [I\. \. \AGM\Foundations\09_0430 PCC MH grade beam design.r3d] Page 2150 0 Company June 10,2009 Designer 9.07 AM Job Number PCC-Maier Hall Foundation Level Grade Beam Design Checked By- Member Section Forces (Continued) LC Member Label Sec Axiaf k Shear[k] z Shear[k] Tor ue k-ftl v-v Moment k..z z Moment k... 798 8..:." - 0 87;661:. 0 t3: 0: :;:...173:523= 7991 9 0 86.761 0 0 0 86.311 1"fl 0.. {#: 801 2 i M84 1 0 59.229 0 0 0 0 0 42:525. . -..0°.... 18031 1 3 1 0 25.829 0 0 0 283.528 4.. :804:.. . . ..- ,�7g1 805 5 0 -7.5710 0 0 -344.388 13.'t9 : 807 7 0 -40.9710 0 0 182.583 08:: 8 ; 809 , 9 0 74.371 0 0 0 201.89 0 811 2 M85 1 0 79.648 0 0 0 477.626 813 13 0 46.248} 0 0 0 57.975" 815 i 5 0 12.848 0 0 0 139.01 8i6 5 .0 .. 2 . 817 7 0 -20.552 0 0 0 113.328 481 819 ! 9 1 0 53.952 0 0 0 135.021 820 10 13:? 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":7, 2:417..: ,4 915 15 0 18.471 ! 0 ! 0 0 33.09 _. .1&r 6 1.7a: . 1,10. : 917 1 ' 7 1 . 0 1.528 0 0 0 -81.978 0: 919 9 0 15.415 1 0 0 0 -48.034 921 2 M93 1 ! 0 26.577 0 0 0 0 jl 923 3 1 0 9.634 0 0 0 -88.516 _. ., 925 5 0 7.309 0 0 0 -94.2 927 7 0 24.252 0 0 0 -17.053 :� 8:' g : •32:7. 3" 0' _ 929 9 0 -41.195 0 0 0 142.927 10-. 0'.. =49 666' 931, 2 M94 1 0 53.584 0 0 0 253.98 932' 2 '-Q 933 3 0 30.48 00 0 26.235 4 934<.. . . :. 0-.. 18.928. . . 9355 0 7.376 0 0 0 -152.423 938;.: :. ._. : .....: 6 0... . -4,116: 937 7 015.728 0 0 0 -124.584 8:. 0:', 939 9 0 -38.832 0 0 0 57.282 94010' 5- ;.;. 941 1 2 M95 1 0 38.972 0 0 0 205.975 94' '; 2 9431 I 3 028.19 0 0 0 101.501 0,2:: < ; __.._ -22 9451 15 0 17.408 0 0 0 30.571 Company June 10, 2009 Designer 9-47 AM Job Number PCC-Maier Hall Foundation Level Grade Beam Design Checked By- Member Section Forces (Continued) LCMember Label Sec Axial k Shear[k] z ShearlkL Tor ue k ft - Moment k ..z z Moment k... 969 9... 0 149.134 0 0 _-94.076 974': 3 0. "0. 0........ 9711 2 M98 1 0 44.225 0 0 1 0 ! 0 972 4 973 3 0 26.61 0 1 0 0 1 -129.863 974: 4 . 0°.. 17:83" fl: .:_ 0, . 0 =170:575=. 975 5 0 8.995 0 0 0 1 -195.14 :4 977 7 1 0 -8.619 0 0 0 -195.829 97$. 8..... {} 979 9 0 26.234 0 0 0 -131.931 . _:.. .. , .��j.. ... 0.:. . .. ... 981 2 M99 1 0 1 13.61 0 0 0 75.762 ti F in 983 3 0 10.5850 0 0 -83.378 .3. 985 5 0 7.561 00 0 -89.09 987 7 0 4.537 0 0 0 92.898 989 9 1 0 1.512 0 0 0 -94.802 990 10 9 .C4, RISA-3D Version 7 1 1 [I-\. \. \AGM\Foundations\09 0430 PCC-MH grade beam design.r3d] Page 2204 Design Sheet ' MAGNUSSON KEEMENCIC ASSOCIATES ■ - Structural+Civil Engineers I PROJECTI t I �� ;� �_ ,J ii SHEET LOCATION CLIENT DATE t E!"? E 9 BY / u V/k p L= Iv"S Iib = �25ps� -:; �;L- �S�s�; �L �5oi�•� M K -N U 5 , 43-1 ti.sq 5Z� I i2� 2i K t F J -I v" 43q A K fi-i- , L15 w r4,1 G. LASEK , 205 Design Sheet ' MAGNUSSON KLEMENCIC ASSOCIATES Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY 5Yk� ,� eao� IZ aa5 x �'lo�L�vl�In.r� erre; �v1Odl� 2 / vGL - tSPsF x t�' 225 tri t F N L� ESC ��r• x t .�f - N1u t4 K 206 _i , °1 '' Design Sheet ? MAGNUSSON KLEMENC1C ASSOCIATES ■ Structural+Civil Engineers PROJECT V SHEET LOCATION CLIENT DATE p BY tk1kD11-oie1KfV C C3 �. YVt$ �7 �� lo'la orl 3 bow @ s7A�c o N 571 51,x; Ct ly ON '� Sl�il 1 P�r `1C�5 �' �lan 5 4 IAli G Igo P,iF '� tilµ = ► �/ ilii mw) + I- 150 PW,1, �i�a P5F �1w 5'Iz Tula f-I t ?,�f J1 � r G�5 (,moi 5 K 1 _ �1N 1 2 e6oN L St h»1150&F 12D ?-,F d - 1i i� G-5 ft,5 tt� 0 11 A D" �j'D° M a t t — A-3h h � � t wCM- 0 (f Je�wl 1 to` -� I,/�3� wveG- of,- i);SE� (�� � °i Fob- px�rrdP� K�1r�zu�tNC-r 207 Design Sheet ' MAGNUSSON KLEMENCIC � _• ASSOCIATES B Structural+Civil Engineers 1 PROJECT SHEET LOCATION CLIENT DATE BY too��� Z, 2 C�o�e�rtl�lr� �-o�cc v 1', �\A K $� �l - 1opps F �1.`1S = l �f►� v. L� �� ��l�l/l s t, �� �"�:,}: �..i'G•�.. f T �!�� �.T�:L;E,`1' "'"'�:q't'r (,�, I`-k 4 121 lv 1.� ��y3���c 1�•'l� — q �J t-'<Tt 3" l T�.� c.-t� �Sv Tr�� �2v�� a1�? �-t1�'-�-_._-4�`rl�' �y _r, 'TIS ,. r�=• �-t'.�� � F r., to I{ 208 // Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY i d —�r�1�J �ev�ih�{� �5 } � i 2• Vk ' Z 2 K_A 2 � UVy- )I G i wta � 4 2 e(� nIV - - 0 01 9�b -71 15-- (o= t 7 7 t x C--A C t t Ste, E l cej_fj T � v U`. � `7 tiSY, t{E 209 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION WENT DATE BY , > I Cie • ria �7- 6 L 7— 410 Fe-F 4 15 0 tf 0 0 �L Fr. - L + VSE CA -A--L 210 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ � Structural+Civil Engineers 1 PROIEQ SHEET MATION CLIENT DATE BY Lx 7 v = 33 use Sit 5b � }tee F' xa r s�trr:rs Li I-oil, SA'rt6 � € �� Z °t s i - j ^I �u. Ta' -C V C! 4 t. . `j'k _ C fu USS Cj 211 Design Sheet } MAGNUSSON KEEMENCIC ASSOCIATES \ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY D t c�3c7 r Tr\0 E 2 y o .) f t 8 l � ? v - 40 5 f Ec Cts 0 J f-f 5th fe-v 4 f I -------_.-,T._..._._..�..,_...,-.n-......_-__ _ .- —A- 7:7 A_ J 50 212 \jcr, - 7 S Im Design Sheet ` MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET [NATION CLIENT DATE BY 15 n r ;! R ____ - ___ __ Div C-01 cc—,A s�, LF E h � A ��a Er -� y�'a>-t u ���� .� .-��8 �I �= ` -� ':�� i taa,� C��--l�°�- �c.►'�:�i t x ar L.. p. F6 L41 'SI) r11 1 i 213 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural+Civil Engineers 1 PROJECT SHEET LOCATION CLIENT DATE BY 2 3 3� 3v �- E i fy f i" ---- r �(A g lE 4 � r;• •, c., i J I-L 571 s t3`e(0 G'0 b 1 o t use ✓ t' v% 214 Design Sheet 3 MAGNUSSON KLEMENCIC � ASSOCIATES ■ Structural+Civil Engineers �1 PROJECT SHEET LOCATION ([ENT DATE BY IZ o l C-" ri 1 L.} 4 215 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ T Structural+Civil Engineers U PR01EfT SHEET LOCATION CLIENT DATE BY 3 - n J V-- / Sie,flv ( r t 1 t S J 1�4 V L ITT — N Ake y 216 5 r Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY Gi L -7 Li J 50V 217 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY 1Z SOL — J SpG -7 c 5 C LA -7 -2- 4-- t 4 L+ 40 ti 18R-1 lie. 4t 4 0 0 if C, Go-it -7 218 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY V �'J IK" � - A \j o"z LN- v 219 Design Sheet ' MAGNUSSON KLEMENCIC ASSOCIATES �� Structural+Civil Engineers i PROJECT SHEET LOCATION CLIENT DATE BY ckw 10 t r �r r 7 L4 iv V� A- \j r 220 Design Sheet MAGNUSSON I KLEMENCIC19 ASSOC:(ATE S Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY z '71 r-, too h 2) 221 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural+Civil Engineers PROJECT SHEET I.00ATION CLIENT DATE BY c. oo A 15k a� \4 222 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY W A LL D C st G-i hJ vim + 5 L 2 71-1 223 a Design Sheet ? MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROIE(T SHEET LOCATION CLIENT DATE BY Clibi C1 ud- J5 r2, 10 147 10 lo Li �f Y r ii �t� i�� f t_ti '-�� .. F rt F'LL ^'�.... 1•,J�"�.'�r. (�-G. I / 6 224 "� AGNUSSON Design Sheet MKLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY z C-7 tqq 114j 225 Design Sheet MAGNUSSON KLEMENCIC Y ASSOCIATES ■ Structural+Civil Engineers PROJECT irC& lvt SHEET LOCATION CLIENT DATE BY 4�«✓y� w i Id v �2� W Pw CI3y► !� SPRt-�� I NI 14+ °o �= C U o C, M14nu� �1e-�-�rtE rvLar��r�►-r� X ACTS 15"ouc 2e -?6*- "L- VA) uSs; t�b o o �ri"toN-fAL- i�'Ir✓ G'FI'�G� ((op &�' "n•g �2� D Z/V J 226 P (kip) (Pmax) 1400 (Pmax) 0 0 Y X fs=0 fs=0 0 0 fs=0 5 fs=0 5fy 0 10x42 in / Code ACI 318-05 Units- English Run axis About X-axis Run option Investigation ,tenderness Not considered -800 800 Column type Structural Mx(k-ft) Bars ASTM A615 Date 04/29/09 (Pmin) (Pmin) Time 1035 40 -400 pcaColumn v4 10 Licensed to Magnusson Klemencic Associates License ID 54156-1013735-4-21 E91 2AAF1 File I•\PCC Human ities\Engineers\AG M\Foundations\W 1.col Project: PCC Maier Hall Column W1 Engineer•AGM fc =5 ksi fy = 60 ksi Ag =420 in"2 7#8 bars Ec= 4031 ksi Es =29000 ksi As =553 in^2 rho = 1.32% fc =4.25 ksi Xo =000 in Ix=61740 in^4 e_u =0 003 in/in Yo =000 in ly= 3500 in^4 Beta1 =0 8 Min clear spacing =5 00 in Clear cover=2.50 in Confinement: Tied phi(a)=0.8 phi(b)=0.9 phi(c)=0 65 227 Design Sheet MAGNUSSON KLEMENCIC _ •� ASSOCIATES ■� l Structural+Civil Engineers PROJECT 'F6,6, SHEET LOCATION CLIENT DATE Zq (7� DV �N 5 1, co ,I,3> B21 pj,�. Qyti I MKt (tVT-fowt ItJ -rTLs(c Q) Z' V 151 re�c� Cyj� °o ( (v" tJt - Gir hGA�.i� °I� may SP"Wo-> �y I✓p = C79 (f,^' ir`!1 1.A� C I w a+ico u 4 Ho tars 5Dr S#�Y� �G> 2.1 f'` hW oM - Z�a��► �- fin,` � (o �� 5`i'`� = 57 � � 5 �(&o Design Sheet ? MAGNUSSON KLEMENCIC r. . ASSOCIATES ■ Structural+Civil Engineers PROJECT (� SHEET LOCATION CLIENT DATE 1,1m loci BY W9 In x 11 b' waw C13v�) sr I U box 5 T"VIW 0��Ce ►?5 0 229 Design Sheet MAGNUSSON KLEMENCC ASSOCIATES ■ Structural+Civil Engineers 1 PROJECT Tc SHEET LOCATION CLIENT CLIENT BATE 51J 1 Q BY W�~ C-�621 �i''D PATI 4 I V i rl k - ti s�d, t4) T M [ 1 1 ►�tSE t$$ @ (n 4 o c, m 11 -! 230 Design Sheet " MAGNUSSON KLEMENCIC _ e ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE D� BY Y v� ,y, ' � p CTPmW (vv 0vot- T 1 6" 4Y of lhl 6p(ps I v — l pw I'o V-9F --f�4e, W Iv 1 tT io i4v (1) *q� 1pf> & P 'Ta►✓i ov IoTr' GI.�P,vJr�� O # TELi 4? o 6, ( Alp 10 ,5A -r;i'°�"'� l ��'�'�ri,j °t ���-►1 ._.. �-, �,-=�,�Ig:t; � C�i�,i= a.'t ,i, �;� .F' r�;� c�. .6,r =,� 231 Design Sheet ' \� MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROIE{T I p 5 ET LKATION CLIENT DATE BY 4 fji-INra- GWe/ P,00 5 At, VTk W4(r WKs W3 OF - � I I i W fitl. 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" �CDNSiD�'- �M CaUr✓"�, ��- VF�-TP-EIrJ� C�b� ��2"� Vjfh.l• oK As YWh - 0 001e, 1, 0 001 * i2 10 = 0.21 m'J # C� GIV, oC- V1� f 232 �v j OrJOI J �j = 0 '1'l-I 2 4000x( Io' �t (0gj Design Sheet MAGNUSSON KLEMENCIC , ASSOC,IAT[S ■ Structural+Civil Engineers PROJECT SHEET Z LOCATION CLIENT DATE BYbe 1-721 kAw L} M� 0 Cyj� � I c/ = I (I * I'/4'1 1� � % ►� �� � � Lf�T� M A - 2-1 I.v k � S brpAii � EWA,, -5F-KN c- / 1 M„I��wsl " ,tK��J�i �ly`n — 41' D 3° 9r�►� -f' C, AS{� _ oov7 f ,ab -- a = Asi-a/0 0.91w IaDIKi�� 05 51�Si t<� Io" �_ ►f7= � - O.tpzS"- 1 /y - � S'�y.. - Dq3 M LTJ ► 0 `l 2 0 270 k In 1q �- -- 11 °�5 � � (12) #b Lia6al r7 'b75, 0 q * 091 4-11 V `rw ` I� °►5 /3y t f fi 2nE Z 1��� � � � n 01 vISE U o C, a4>7p�tior�'(pcv Iq qui/�'I 3 t �I 2 1; �+� � 03 ►� (� 233 Design Sheet > > MAGNUSSON KLEMENCIC ASSOCIATES _ ■ Structural+Civil Engineers r PROJECT SHEET jZ4 LOCATIONCLIENT DATE p BY mkl�.w W ti — - r7 ' fi i SID ON reV4*,Ao 1/1 Y, P6f x h4"/ 101 I L" �J3iIl�'i' sTw t� 4 k M K ��q 2 For- V& e o t, if0WboNTA-V �- M , 9ravi = 4Iv� �- (rwstW-vtm& , ONLI tanQWI-5 (4) �� � L" +Irk-►�ntTn�. 01' 234 Design Sheet ' MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers J PROTECT wr 0&11 SHEET LOCATION CLIENT DATE 3 ol BY Iikw W� 12 W Avg 7215 ���h.►tea► �0 'b,5 b - 0 hal ,�," � (�0 VS1/(o �5 y5 k-sr I2 = ��0'12 lyln,aly rlt1 = qW k �- 0'11 y ►LltO (00 kgi /Jo." �5 p.� a/2) : D°I � �n ItiJlp If w 4, (n v�►�"— � i2/2� = ��¢ 5 ►� � 0119 10 CaNSWfTIS OOLI At-L 4. -I`s Foy- (q) SA*S UISE �� @ ip" }-�p12t1�0t\ItRt� 1 Ci ; vnSM y 12. 235 Design Sheet ' ' MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT �C� SHEET EOCATION CLIENT DATE 01 BY rh 'L v min e 5 5 Pj4 W) '(4 6 �� Z� �Of1plN�r FI & G1 Sol. - 15 T'SF (�E�IvnPoy�tj� L� = 100 rsF -rR 1� w►b T� = Irl- o ayp� p• �JO' G� IN O 6 0 75o r k rti5 5 Ind 81q �I V.' 1►.1 w vk,'1q ti w �N hl l W U T-n-o M a-polJ - C3) I 6kY1A A �� Bin 2U Amo ve ob" 5 � 106r f1 CA alq 3 k TA, ' V It 00 PCn% = 100 P51` 16 ryF (su uv►nPc�;v� U- - 100 r't7l' 4 yon ?,L Apwt4 , aAV Lot w(T �r Ge ti, - loo vt'l, 15 F*r 00 r5f 236 olvrI - Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers 1 PROJECT SHEET LOCATION CLIENT DATE '20101 BY A-6T-M jE Yv1 9 ,V"TV-j �TtwLie'r 04�lpr7 (o.?, IQ-t,) r )eV rGf * � 4 17 : �DD P%!P dmff* O i ? � tJ {'SF �oPt'It�(Gr 1,05E Ino rc f �Ila �4'vv� (xl.((,�'fF� - �5 b" vh a X (�1-f RJ V gTi r��l�� 1N 191 = F2- ►0", �SQI� �lcad = 1�U ��[[F � (5 � �/y ��5 0"��?, 8 1� ►.� % �5►t�eNw>ntose� = 4ti P54: - (5 0��,�, �15 D )�y p t✓ F�, t R ped = 514 3 R>�t� �jl� dre►v lr� Cr�33 GAB 33 i i Io 6" t W -v Iv ,V_ p" 3-.la' 10 W0 `V Cof IA oo rye �,14ppiq mpo6? 1 oft AD {'tip 1J Do pI,*,; Gl�balr�6r WI t' ioo p9r- —mr3 wlbt4 () o"ly 1-o wlt> 237 Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES ■ Structural+Civil Engineers PROJECT a S �I SHEET WATION CLIENT DATE &)Wvelw S P r �E�T stn l� Po��r I4 04,,;o Pax W &-P- b P,O" MrM { " M-Y oo Ila f � v Mi Off.,Dr,- � wt ?c la n' . CAT"i Z �(rlY.�t!or,c Col lor€ _ Afr-F) = D 15 I50o cc ((Ivx2�")�(2,Ise + 2*24�) dot,14 = `161 2 !� f L 11�I v I� Tb►e�itrmi WVLf-5, SFI'R►.r, F�r 0o&Larot> (Ail It r Gri5 a M x = 19 ti k T �aa- tr 2 lo" 5 ��L = wo Fyr- l3 0" ��l� a l t✓1� 238 V-,,: a3 Design Sheet ' MAGNUSSON KLEMENCIC ASSOCIATES m ■ y Structural+Civil Engineers PROJECT ui w LU, CTY ace (3 erou_ n SHEET v LOCATION CLIENT DATE ��2i 01 BY aw to k,10 41- k �- �z � C-{Pj13 rc. SMT Gatcs 30 M�=23 M� ¢k X613 bv1E DrH a l � Mw � SPPrn�S � s �I tnl z -tel Fo 0--7 0" 9-,bo)/2/ Ckif pk*r, 16>2 PsF !SttYff4MPP-�Cb Dap ft+ P*- cE. UV✓ I do p6 o L X13 1�3� ►ati� gtk- 239 �z 51— v ttk o� mstr_L1fdn.d7n 5/' -19 5:39:01 PM Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID• s, Mukip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry. 2 LAVERS OF(8)49 TENSION Length MOM ft Width in #4 STIRRUPS @ 12 in Height in Fixity Type Member Type T Beam Slab in Mange auto or in b,eff 73.5 in Concrete- Fc t psi p1 0 800 Ec 4031 ksi Steel. 1000000C Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer l 00 500 4.06 1 128 2.84 (OK) 2nd Layer 0.00 0.00 0.00 0 000 n/a 3rd Layer 0.00 000 0.00 0 000 n/a 4th Layer -. , f 000 000 000 0.000 rt/a Tension REINF 4th Layer 0.00 0.00 000 0 n/a 3rd Layer 000 000 000 0 n/a 2nd Layer 1 00 8.00 23 81 1 128 1 13 (01.) Extreme-most Layer 1 00 8.00 2594 1 128 1.13 (OK) in or auto in in in in in Global d 24 8' in d' 4 06 in As 16 00 inZ As' 5 00 in As min 2.11 in' (OK) p(rho) 147 % Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area inZ Force kis Moment(k-in) Comp Web 1.54 000300 4.25 7376 313 Comp Flange 1.54 000300 4.25 152.12 647 0 s,max 6.18 in (OK) As'l As'2 c 384 in As'3 Extreme Fiber Es 00173 As'4 0 090'tension Controlled As4 Mn 1867 kip-ft As3 As2 2381 -001559 -60.00 8 -480 10690 OMn 1680 kip-ft jAsI 1 25.94 -0017251 -60001 8 -480 11712 Mu 1552 kip-ft (OVA) 11 000 22402 Transverse Shear REINF Shear- Fyksi Vn,max 422 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark Vc 84 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 50 kips = 118*sgrt(fc)*bw*d I #Legs,T AvT layer 0.40 inZ OVn 101 kips Vu 110 kips (N(r) Longitudinal Skin RLINF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs #or Above' N .P N N .P W Spacing,[, N/A in Deflections: L/h max 16 No Deflection Calculations Req d fr 530 psi L/h actual 10 b,eff 74 in Check Anyway Ig 87458 in L/A Limit Mcr 202.6 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 1091.928 inz Loading Type ' Icrack 45400 in ° P, 000458 Ec 4031 ksi X 163 le DL 46883 in le DL+LL 45647 in' Auto-Calculated Slab Depth 10 in Deflections: Compression Zone Entirely Win Slab? 0 DLin 0.283 m A DL+LL in 0.528 din Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.23 in (OK) Ybar/c 0.50 0.50 100 100 in Total Long Tenn Deflection 0.99 in Ybar 0,00 0.00 -406 2487 in Area/c 2400 49.50 0.00 000 Inz Untracked Ixx Calculation Area 000 000. 3098 115 12 inz Beam Slab A*Ybar/c 12.00 24751 00o00ol 000 in' Ybar 1500 500 in A*Ybar/c 000 0001 30981 115 12 in' Area 720 495 in A*Ybar 000 0,001 125 881 2863.31 in' A*Ybar 10800 2475 in' c 7.25 in Ybar,G 10.93 in Ybar 362 3 62 3 18 1762 in Iself 54000 4125 in' Area 173 94 358,75 3098 115 12 in z AY+Iself 65951 21508 in Iself 1 761 1570 in' I,gross 87458 in' AY 2284 4711 314 35759 in' Icrack 45400 i114 Icrack/Igross 52% Ver 1Z Reinforced Concrete Beams (ACI 318-2005) - "% Ultimate Forces. Beam ID- A0i Mu i kip-ft Project: Vu e. S was kips Date: Engineer Pu kips Reinforcement Summary (,conictry 2 LAYERS OF(8)09 TENSION Length ft Width 4in #4 STIRRUPS 0q.12 in Height in Fixity Type "=jw -7777,77 Member Type.,, ,% ,z, , T-Beam Stab in B,flange auto or in b,eff 240 in Concrete. F'c psi P 1 0,800 Ec 4031 ksi Stccl- Fy ksi Es ksi r) n r) Inter Layer Clearancein M4, Bottom Cover in Side Cover in Consider p' As'Location 'Compression REINF Count Bar Number Depth to bar As bar As Layer d Diameter Horiz CIr Spacing Check M Extreme-most Layer 1; 1.00 300 1 406 1 128 6.80 (0K) 2nd Layerw 0.00 000 0.00 0000 n/a lot clallvl%imlll," 3rd Layer , ' 0.00 00o 00o 0.000 n1n N 4th Layer % z„ w, > =' ir"+'; 000 0.00 000 0,000 n/a 'Pension Rl,.1`F 4th Layer 0.00 000 000 0 a/a 3rd Layer ou., 000 000 0.00 0 n/a 2nd Layer ' fid, �' h 100 2.00 2381 1 128 1474 (OK) Extreme-most Layer - ., ` '',p 100 8.00 25.94 1 128 1 13 (OK) in or auto in' inZ in in in Global. d 25.51 in d' 4 06 in As 1000 in As' 3 00 in As min 2.16 in' (t)K) p(rho) 163 % Internal Axial l•orces: � °W' {�� st Strain Com atibili Axial Force Equilibrium Moment Capacity �„a� }�� ' Layer depth in strain stress ksi Area inZ Force kis Moment(k-in) Comp Web 2.94 000300 4.25 141 18 600 Comp Flange s,max 6 18 in (OK) As'1 As'2 c 7,35 in As'3 Extreme Fiber Es 00076 As'4 0.90 Tension(ontrolled As4 Mn 1128 kip-ft As3 As2 23 81 -000671 -60.00 2 120 2504 �Mn 1016 kip-ft jAsl 25.94 -0007581 -60.00 8 -480 11038 Mu 853 kip-ft (OK) ZI 000 13542 Trans-crse Shear RIANP Shear' Y Fy 1 ; �; ksi Vn,ntax 433 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark `r4„ ,,., + Vc 87 kips = 2.00*sgrt(fc)*bw*d Spacings :in Vs 51 kips = 1 18*sgrt(fc)*bw*d I #Legs,T :fv; AvT/layer 040 in �Vn 103 kips Vu 1.50 kips d� Longitudinal Skin RL INI, Required? No Maximum Spacing in Side Barsap ”. "s _.mark Number of Side Bar Pairs ,Pairs? 4 or Above' Spacing,L N/A in Deflections. L/h max 16 No DOlectiun Calculations Req d fr 530 psi L/h actual 9 b,eff 24 in Check Anyway,„`yY Ig 54000 in' UA Limit 44 ? Mcr 159 1 ft-kip Ma,DL a„,;;w, ft-kip n 7.20 Ma,DL+LL6LZ .f :ft-kip Ac,d 612.24 int Loading Type tQad;a Icrack 25848 in° P' 0.00490 Ec 4031 ksi k 161 Ie DL 29159 in Ie DL+LL 26366 in' Auto-Calculated Slab Depth 0 in �- Deflections: Compression Zone Entirely W/in Slab. Change to"No �,-,� „. ADL in 0 170 to A DL+LL in 10.349 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.03 in t(tK) Ybar/c 050 000 1 00 1 00 in Total Long Term Deflection 0.63 to Ybar 000 000 -406 25 51 in Area/c 2400 000 000 000 int Uncracked Ixx Calculation Area 000 000 18.59 71 95 in Beam Slab A*Ybar/c 12.00 0.00 000 000 in' Ybar 1500 000 in A*Ybar/c 000 000 18.59 71 95 in3 Area 720 0 in' A*Ybar 000 00 0 75.53 1835 48 ill A*Ybar 10800 0-in 3 c 940 in Ybar,G 1500 in Ybar 470 0.00 5.33 16.11 in Iself 540001 0 in Area 225.57 000 18.59 71 95 in AY+Iself 540001 0 in Iself 1661 0 in l,gross 54000 in' AY 4982 0 529 18676 in' Icrack 25848 in° Icrack/Igross 48% N N J Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID- Mu kip-ft Project: Vu „.,kips Date: Pu kips Engineer Reinforcement Summary Gcometrv. 2 LAYERS OF(5)#9 TENSION Length ft Width in 94 STIRRUPS @ 6 in Height in Fixity Type Member Type T-Beam Slabin B,flange 11 auto or in b,cff 79 0 in C oncrete F'c psi Pi 0.800 Ec 4031 ksi Steel. Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p § As Location 'Compression REI`F Count Bar Number Depth to bar As/bar As/Laver d Diameter Horiz CIr Spacing Check Extreme-most Layer WM 1 00 1 2.00 1 4.06 1 128 8.74 (OK) 2nd Layer 000 0.00 000 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a 4th Layer 0 00 0 00 0.00 0 000 n/a Tension REI\F 4th Layer 0.00 000 0.00 0 n/a 3rd Layer 000 000 000 0 n/a 2nd Layer 1 00 2.00 1781 1 128 8.74 (Ol.) Extreme-most Layer 1 00 5 00 1994 1 128 1.34 (OK) in or auto inZ in in in in Global. d 19.33 in d' 4 06 in As 7 00 inZ As' 2.00 in' As min 1.23 in' (OK) p(rho) 073 % Internal Axial borces. Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area(in z Force kis Moment(k-oi) Comp Web 063 000300 4.25 22.52 96 Comp Flange 063 0.00300 4.25 76.31 324 0 s,max 6.18 in (c*') As I As'2 c 1.56 in As'3 Extreme Fiber£s 00352 As'4 090'tension Controlled As4 Mn 655 kip-ft As3 As2 1781 -003117 -60.00 2 120 2062 OMn 589 kip-ft jAsl 19.94 -0.03525 -60001 51 300 5793 Mu 466 kip-ft (OIC) E 0 00 7855 Transverse Shear RF I\F Shear Fy „ ksi Vn,max 246 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark Ve 49 kips = 2.00*sgrt(fc)*bw*d Spacing,T a,in Vs 77 kips = 3 14*sgrt(fc)*bw*d 9 Legs,T A„T/layer 0.40 in �Vn 95 kips Vu 121 kips (N i Longitudinal Skin RLINP Required9 No Maximum Spacing in Side Bars mark Number of Side Bar Pairs a #or Above N 00 N \ .P lO -- Spacing,L N/A in Deflections: L/h max 16 No Deflection Calculations Req d fr 530 psi L/h actual 14 b,eff 79 in Check Anyway Ig 38211 in L/A Limit Mcr 104.9 ft-kip Ma,DL ft-kip n 7,20 Ma,DL+LL ft-kip Ac,d 957 904 in' Loading Type Icrack 13468 in P' 000209 Ec 4031 ksi X 1.82 Ie DL 18507 in' Ie DL+LL 14223 in' Auto-Calculated Slab Depth 10 in Deflections: Compression Zone Entirely Win Slab? A DL in JU98 lin A DL+LL WEin 10.731 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.32 in (Oh) Ybar/c 0.50 0.50 1 00 1 00 in Total Long Term Deflection 1.28 in Ybar 000 000 -406 19.33 in Area/c 18.00 6100 000 000 In Uncracked Ixx Calculation Area 000 0.00 12.39 50.37 int Beam Slab 7'--Ybar/c 900 30.501 0001 0 00 in3 Ybar 12.00 5.00 in A*Ybar/c 000 0.00 12,391 50.37 in Area 432 610 int A*Ybar 000 000 M.351 97347 in' A*Ybar 5184 3050 in' c 436 in Ybar,G 790 in Ybar 2.18 2.18 0.29 1497 in Iself 20736 5083 in' Area 78.45 265.86 12.39 50.37 in' AY +Iseif 27990 10221 in° Iself 124 421 ° m I,gross 38211 in' AY 373 1263 1 11287 in' Icrack 13468 in' Icrack/Igross 35% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Vitimate 1•orccs. Beam ID- S Mukip-ft Project: Vu kips Date- Pu Mkips Engineer 11cinforcement Summary Geometry I LAYER OF(4)#9 TENSION Length ft Width in #4 STIRRUPS@ 9 in Height in 4� , Fixity Type w , Member Type T-Beam Slab in B,flange 7Mg;=47' MUNUM auto or in b,eff 90 0 in Concrete. F'c psi J D, 0800 Ec 4031 ksi Steel: Fyksi g Mg Es 'jIMMS ksi Inter-Layer Clearance I WN,in Bottom Cover in Side Cover in Consider p' 0"I As'Location 'Compression REINF Count Bar Number Depth to bar As bar As Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer MAM I oo —7 2.00 406 1 1 128 8.74 IM1,10M.M.M.M 2nd Layer TIM t p 000 000 000 0000 n/a 3rd Layer EM,Rv 0.00 000 0.00 0000 n/a tQ Ln C) Ili Un 4th Layer . pff,=, -' 0.00 000 000 0.000 n/a Tension IIVINIF 4th Layer I", FT, K �4_AA IS 0.00 000 000 0 n/a j 3rd Layer i 4 52KN 000 000 0.00 0 n/a 2nd Layer Z 000 000 0.00 0 n/a 'S . 100 A On I (OK)Extreme-most Layer .. in or auto in' i112 in in in Global d 1994 in d' 4 06 in As 400 in 2 As' 2.00 in' As min 1.27 in 2 (oK) p,(rho) 0.37 % Internal Axial I-orces.. Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress(ksi) Area in 2 Force kis Moment(k-in) Comp Web 0.31 0.00300 4.25 11.29 48 Comp Flange 0,31 0.00300 4.25 45 18 192 0 s,max 6.18 in (OK) As'l As'2 c 0 78 in As'3 Extreme Fiber Es 0,0733 As'4 0.90 Tension Controlled As4 Mn 392 kip-ft As3 As2 �Mn 353 kip-ft jAsl 19.941 -0.073261 -60.001 41 240 0 Oj 7 47,19 0 ..... 47 Mu 274 kip-ft (OK) ZL_ 09 'l-ransverse Shear RLIN P Shear- Fy 9f ksi Vn,max 254 kips = 10.00*sqrt(fc)*bw d Transverse Bar Mark k - ;,,,"_ Vc 51 kips = 2.00*sqri(fc)*bw*d SpacingT in Vs 53 kips = 2,10*sqrt(fc)*bxv*d 4 Legs,T Av-rAayer 0.40 in' �Vn 78 kips VU 106 kips Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs OUR ON .4,W,24 or Above Spacing,L N/A in Deflections, L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 15 b,eff 90 in Check Anyway w. Ig 39966 in' L/A Limit Mcr 1079 ft-kip ft Ma,DL ft-kip n 7.20 Ma,DL+LLfl-kip Ac,d 1078,848 in Loading Type Icrack 9052 in' P, 000185 Ec 4031 ksi h 1 84 Ie DL 39966 in' Ie DL+LL 14095 in' Auto-Calculated Slab Depth 10 in Deflections: Compression Zone Entirely W/in Slab? A DL in FOTI0�5 in A DL+LL in 10.563 in Cracked Moment of Inertia Calculation Beam Slab To Steel Bottom Steel Allowed Deflection 1.50 in (OK) Ybar/c 0.50 0.50 1 00 1 00 in Total Long Term Deflection 0.76 in Ybar 000 000 -4,06 19.94 in Area/c 1800 72.00 000 000 in Uncracked Ixx Calculation Area 000 000 1239 28.78 in' Beam Slab A*Ybar/c900 36.00 000 000 in' Ybar 12.00 500 in A*Ybar/c 000 000 12,39 28.78 in' Area 432 720 in 2 A*Ybar 0.00 000 50,35 573 77 in' A*Ybar 5184 3600 in' c 3.29 in Ybar,G 763 in Ybar 165 165 -0,77 16.64 in I Isel f 1 207361 6000 in' Area 59.30 237.22 14.39 28.78 i in 2 JAY'+lself 1 290051 10961 in' Iself 54 2151114 I,gross 39966 in4 Ty� 161 644 9 7970 in' Icrack 9052 in 4 lcrack/Igross 23% N � Ln W Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces, Beam ID• 3 Mukip-ft Project- VuMkips kips Date: Pu Engineer Reinforcement Summar,, Geometry 2 LAVERS OF(5)49 TENSION Length ft Width in #4 STIRRUPS g 4 in Height in Fixity Type I Member Type , T-Beam Slab c' ;,,�,,i�„t„.�. :in B flange auto or to b,eff 18 0 in Concrete F'c psi P1 0.800 Ec 4031 ksi Steel Luuji Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location Compression' REI`F Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer too 300 2.56 1 128 1 3.80 (OIC) 2nd Layer . 0.00 000 0 00 0.000 n/a 3rd Layer 0.000 00 0 00 0.000 n/a 4th Layer 0.00 000 0 00 0 000 n/a "tension REINF 4th Layer , 0.00 000 000 0 n/a 3rd Layer 0 00 000 000 0 n/a 2nd Layer 1 00 500 19.31 1 128 1.34 (Oh) Extreme-most Layer 1 00 500 2144 1 128 1.34 (OK) in or auto in' inZ in in in Global: d 20.37 in d' 2.56 in As 10 00 in As' 3 00 in As min 1.30 in (OIC) p(rho) 2.73 % Internal axial Forces. Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area(in) Force kis Moment(k-in) .2 Comp Web 392 000300 4.25 141 18 600 Comp Flange s,max 9.93 in (OK) As'] As'2 c 9.80 in As'3 Extreme Fiber Es 00036 (N 6) As'4 0 0.78 'Transition Region As4 Mn 823 kip-ft As3 As2 19.31 -000291 -60 00 5 300 4616 �Mn 642 kip-11 jAsl 21441 -0003561 -60001 51 300 5254 Mu 634 kip-ft (OK) E 000 9870 Transverse Shcar REINF Shear Fyksi Vn,max 259 kips = 10 00*sgrt(Pc)*bw*d Transverse Bar Mark VC 52 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 122 kips = 4 71*sgrt(fc)*bw*d I #Legs,T AvT/layer 040 in �Vn 131 kips Vu 121 kips (Oh) Longitudinal Sldn REINF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairsw#or Above' N Ui N U1 Spacing,i, N/A in Deflections: L/h max 16 No Deflection Calculations Req d fr 530 psi L/h actual 15 b,eff 18 in Check Anyway' Ig 20736 in' L/A Limit Mcr 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 366.696 in Loading Type Icrack 14445 in' p 000818 Ec 4031 ksi X 1 42 le DL 14641 in' le DL+LL 14474 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab? A DLin 10667 1 in A DL+LL Min 1.269 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 000 1 00 1 00 in Total Long Term Deflection 2.22 in Ybar 000 500 2.56 20.37 in Area/c 18.00 000 000 0 00 ill Uneracked Ixx Calculation Area 0.00 000 18.59 71 95 in' Beam Slab A*Ybar/c 900 000 000 000 )n' F 12.00 0.00 in A*Ybar/c 000 000 18.59 71 95 in 432 0 int A*Ybar 000 0.00 -4765 1465 79 in' 5184 0 in 3 c 8 88 in Ybar,G 12.00 in Ybar 444 5 00 6.32 11 49 in lself 20736 0 in' Area 15982 000 18.59 71 95 in AY+Ise1f 20736 0 in' Iself 1050 0 in' I,gross 20736 in' AY 3150 0 741 9504 in' Icrack 14445 in' IcracWlgross 70% 4. Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces, Beam ID- Mu "�, ,tq �$;✓? � Gtiilz �'S`,q„'; ;�=ter ”>n',� ;a w, p- iqkips kip-f t Project:Vukips Date: flPu Engineer Y. dDs Reinforcement Summary (,comctr}' 2 LAYERS OF(5)49 TENSION Length ',*..r ' ft Width ,, ;~; in 44 STIRRUPS L 4 in Height a" `- r> in Fixity Type Member Type T-Beam Slab A, Q «„`in B.flange °„ 1 . „-auto or in b,eff 18.0 in Concrete. Fc ;psi P 1 0.800 Ec 4031 ksi Steel: Fy r, 3 ksi Es ""10 ksi Inter-Layer Clearance RPTI. in Bottom Cover?„;*'"���;Y^�;��; in Side Cover a,,.,`',' ; in Consider P' As'Location F 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer Ott 100 1 400 1 2.56 1 128 2.16 (OK) 2nd Layer Now a„ rM4100.00 000 1 000 0 000 n/a 3rd Layer 000 000 000 0.000 n/a N Lrl 0) N) Un 4th Layer 000 000 0,00 0.000 n/a Tension I, 4th Laver "'On-.q,"imm, F, 0.00 000 000 0 n/a 3rd Layer ® Ow—0 2�0 000 000 000 0 n/a R 2nd Layer 1 00 2.00 19.31 1 128 8,74 (OK) Extreme-most Layer 1 00 500 21 44 1 128 1.34 (OK) in or auto in 2 in 2 in in in Global. d 20.83 in d' 2.56 in As 700 int As' 4 00 in 2 As min 1.33 in 2 (OK) p(rho) 187 % Internal Axial Forces. Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress(ksi) Area in 2) Force(kips) Moment(k-in) Comp Web 2.75 0.00300 4.25 98.82 420 Comp Flange S,max 9 93 in (OK) As'l As'2 c 6.86 in As'3 Extreme Fiber Es 0,0064 As'4 0,90 Tension(ontrolled As4 Mn 633 kip-ft As3 As2 19.31 400544 -6000 2 120 1988 �Mn 570 kip-ft JAM 1 21 441 -0,006371 -60.001 51 300 56017, Mu 529 kip-ft (0K) ZI 000 7595 Transverse Shear RVINI, Shear- Fy Vp 0ksi Vn,max 265 kips = 10.00*sqrt(fc)*bw*d Transverse Bar Mark Vc 53 kips = 2.00*sqrt(fc)*bw*d Spacing,T in Vs 125 kips = 4 71*sqrt(rc)*b%v*d 9 Legs.T AST/layer 040 m2 �Vn 133 kips Vu 121 kips (OK) Longitudinal Skin MANI, Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs 10 ON,;, ""'I#or Above Spacing,L N/A in Deflections. L/h max 16 No fVlection(alculations Req d fT 530 psi L/h actual 15 b,eff 18 in Check Anyway Ig 20736 in' L/A Limit 0!", Mcr 76,4 ft-kip Ma,DL ft-kip n 7.20 Ma,Dl_+Ll. Ac,d 374904 int Loading Type Icrack 12073 in' P 001067 Ec 4031 ksi ?L 1.31 le DL 12538 in' le DL+LL 12143 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab? A DL in 10649 in A DL+LL in 11.261 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 150 in Ybar/c 0.50 000 1 00 1 00 in Total Long Term Deflection 2.12 in Ybar 000 500 2,56 2083 in Area/c 18.00 000 000 000 in Uncracked Ixx Calculation Area 000 000 24 78 50 37 int Beam Slab A*Ybar/c900 000 000 000 in' Ybar 12.00 000 in A*Ybar/c 000 000 2478 5037 in' Area 432 0 int A*Ybar 000 000 -63,54 104902 mi A*Ybar 5184 0 in' c 770 in Ybar,G 12.00 in Ybar 3 85 500 5 14 13 13 in Iself 207361 0 in' Area 138.63 000 2478 50.37 int AY2+lself 1 207361 0 in' Iself 685 0 —- in 4 I,gross 20736 in' TY-7— 2056 0 654 8678 in' Icrack 12073 in' IcracklIgross 58% 00 K) un Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate I-orecs, Beam ID- at Mu kip-ft Project: Vu fkips Date: pu kips Engineer Reinforcement.Suminary 6eometry 2 LAYERS OF(8)49 TENSION Length ft Width in 44 STIRRUPS @ 9 in Height in Fixity Type Member Type T-Beam Slab in B flange auto or in b,eff 90 0 in (oncrefe. Fc psi P, 0800 Ec 4031 ksi Steel C Fy ksi Es ksi Intel'-Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location ompression RFIN17 Count Bar Number Depth to bar As bar As Layer d Diameter Horiz Cir Spacing Check Extreme most Layer100 300 406 l 128 6.80 (()K) 2nd Layer —Tr 000 1 000 0.00 1 0000 n/a I 3rd Layer 0.00 000 0.00 0000 n/a 4th Layer 000 000 000 0.00-0 Tension REIN I, 4th Layer 000 000 0.00 0 n/a 000 000 0.00 0 n/a 3rd Layer a 2.00 2381 1 128 1474 (UK} 2nd Layer 1 00 Extreme-most Layer cya1 00 800 25.94 1 128 1 13 (OK) in or auto int in, in in in Global d 25.51 in d' 4 06 in As 10.00 in' As' 3 00 in' As min 2.16 in' (0K) p(rho) 079% Internal Axial Forces. Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain_stress(ksi) Area in 2) Force(kips) Moment(k-in) Comp Web 0.78 000300 4.25 3765 160 Comp Flange 078 000300 4.25 103.53 440 0 s,max: 6.18 in kOK) As'l As'2 c 196 in As'3 Extreme Fiber Es 00367 As'4 4) 090 Uciision Controllcd As4 Mn 1236 kip-ft As3 As2 2381 -003343 -6000 2 120 2763 �Mn 1113 kip-ft jAs 25941 .0036681 .60001 81 -4801 120731 Mu 947 kip-ft iOK) ZI 00 1 148361 Transverse Shear RI,I\1' Shear, Fy ksi Vn,max 433 kips = 10 00*sqrt(fc)*bNN, d Transverse Bar Mark Vc 87 kips = 2,00*sqrt(Cc)*bw*d in Spacting,T Vs 68 kips = I 57*sqrt(fc)*bw*d 4 Legs,T Av-r/layer 040 i n 2 �Vn 116 kips Vu 116 kips (OK) Longitudinal Skin RLINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #t or Above 0 Spacing,L, N/A in Deflections. L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 12 b,eff 90 in 4 Check Anyway Ig 93935 in L/A Limit Mcr 209.8 ft-kip Ma,DL 11-kip n T20 Ma,DL+LL fl-kip Ac,d 1272.24 in' Loading Type Icrack 33834 in' P 000236 Ec ksi 1 79 le DL 39730 in4 Ie DL+LL 35413 in' Auto-Calculated Slab Depth 10 in Deflections: Compression Zone Entirely Who Slab? A DLA in 0,368 in A DL+LL inCracked Moment of Inertia Calculation 10641 lin Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in (OK) Ybar/c 0,50 0.50 1 00 1 00 in Total Long Term Deflection 1.31 in Ybar 000 000 -406 25.51 in Area/c 2400 6600 000 000 in' Uncracked Ixx Calculation Area 000 000 18.59 7195 in' Beam Slab A*Ybar/c12.00 3300 000 000 in' Ybar 1500 500 in A*Ybar/c 000 0.00 18.59 71.95 in' Area 720 660 in 2 A*Ybar 000 000 75.53 183548 in' A*Ybar 10800 3300 in3 c 5.59 in Ybar,G 10,22 in Ybar 2.79 2.79 1.52 1992 in iself 540001 5500 in' Area 134.11 368.80 18.59 7195 in 2 ' 00 AY'+Iself 1 704691 �23466 in' Iself 349 960 in 4 43 28557 in 4 I,gross 93935 in4 TY 1047 2879 Icrack 33834 in' IcraclVigross 36% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Vitimate Forces: Beam ID- Mukip-ft Project: 0,1 ; VuN� �, kips Date: Pukips Engineer Reinforcement Summary Geometry 1 LAYER OF(8)#9 TENSION Length ,ft Width MIN19M in 44 STIRRUPS @ 9 in Height in Fixity Type , Member Type T-Beam Slab in B,flange auto or in b,eff 240 in Concrete Fc psi Pi 0.800 Ec 4031 ksi Steel. Fy ksi Es ksi Inter-Layer Clearance 819 Min Bottom Cover 'in Side Cover in Consider p' As'Location r 'Compression' RF,I\f Count Bar Number Depth to bar As/bar As/Laver d Diameter Horiz Clr Spacing Check Extreme-most Layer M '.; 100 400 2.56 1 128 1 4 16 wl1) 2nd Layer 000 0 00 1 000 0 000 n/a 3rd Layer 000 000 000 0 000 n/a N Q1 N tV W 4th Layer 000 000 0.00 0 000 n/a Tension RFINF 4th Layer 000 0.00 0.00 0 n/a 3rd Layer 0 00 000 000 0 n/a 2nd Layer 0.00 000 000 0 n/a Extreme-most Layer 100 8,00 2744 1 128 1 13 (OK) in or auto ins int in in in Global. d 27 44 in d' 2.56 in As 8.00 in' As' 4 00 in' As min 2.33 in (OK) p(rho) 1.21 % Internal axial Forces. Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area inZ Force kis Moment(k-in) Comp Web 2.35 000300 4.25 112.94 480 Comp Flange s,max 993 in (OK) As'I As'2 C 5 88 in As'3 Extreme Fiber Es 00110 As'4 090 'tension Controlled As4 Mn 1003 kip-ft As3 As2 �Mn 903 kip-ft jAsl 1 27441 -0.01099 -60001 8 -4801 12040 Mu 761 kip-ft (OK) 11 0001 12040 Transverse Shear REIMF Shear Fyksi Vn,max 466 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark VC 93 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 73 kips = 1.57*sgrt(fc)*bw*d #Legs,T A„T/layer 040 inZ �Vn 125 kips Vu 116 kips (OK) Longitudinal Skin RLINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or Above Spacing,L N/A in Deflections: L/h max 16 No Dellcction Calculations Req'd fr 530 psi L/h actual 12 b,eff 24 in Check Anyway Ig 54000 in L/A Limit Mcr 159 1 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 658.464 in Loading Type Icrack 26406 ill' P' 000607 Ec 4031 ksi 1.54 Ie DL 28491 in Ie DL+LL 27228 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab?. A DLin 10.425 in A DL+LL 1W,in 10606 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in (OK) Ybar/c 0,50 0,00 1 00 1 00 in Total Long Term Deflection 1.27 in Ybar 000 400 2.56 .2744 in Area/c 2400 0.00 000 000 inZ Uncracked Ixx Calculation Area 000 0.00 24 78 57.56 in Beam - Slab A*Ybar/c 12,00 000 0.00 00 in Ybar 1500 000 in A*Ybar/c 000 000 2478 57.56 in' Area 720 0 inZ A*Ybar 000 000 -63.54 1579.24 in3 A*Ybar 10800 0 in c 8.76 in Ybar,G 1500 in Ybar 4.38 400 6.20 18.67 in Iself 54000 0 in Area 210.29 0,00 2478 57.56 in AY+Iself 54000 0 in Iself 1345 0 in l,gross 54000 in AY 4036 0 952 20072 in Icrack 26406 in Icrack/Igross 49% N Q� Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Iorccs. Beam ID- Mu kip-ft Project: Vukips Date: Pu kips Engineer Reinrorcement Summary 6conictry. I LAVER OF(5)49 TENSION 0*7v"ft Length Width in #4 STIRRUPS @ 9 in Height in Fixity Type Member Type 4, in T-Bearn Slab B,flange auto or in b,eff 740 in Concrete. F'c psi P 1 0.800 Ec 4031 ksi Steel- Fy —AM'.11.1 ksi ES ksi Inter-Layer Clearance in Bottom Cover in Side Coverin Consider p 51,00-N, As'Location Compression RV,INF Count Bar Number Depth to bar As bar As Layer d Diameter Horiz Or Spacing Check Extreme most Layer 100 1 400 1 406 1 128 1 2.16 _)K) 2nd Layer 0.00 0.00 000 0000 n/a 3rd Layer 000 0,00 1 000 0000 4th Layer ;,, ,�,;. 000 000 000 0 000 n/a 'Pension RLINb 4th Layer . %h,f; 000 000 000 0 n/a x..:. � 3rd Layer , ; 0 00 0.00 0 00 0 n/a 2nd Layer ` '.. frw' <? 0 00 0.00 000 0 n/a Extreme-most Layer y 114 1; "? 1 00 500 19.94 1 128 1.34 (Oh) � �. F. in or auto in' in' in in in Global. d 1994 in d' 4 06 in As 5 00 in' As' 4 00 in' As min 1,27 in' (OK) p(rho) 0.62 % Internal Axial Forces. y, k Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area inZ) Force kis Moment(k-in) Comp Web 0.48 000300 4.25 17 17 73 Comp Flange 048 000300 4.25 5342 227 0 s,max 6.18 in (Oh) As'] As'2 c 1 19 in As'3 Extreme Fiber 6s 0.0472 As'4 0.90 1 cnsion Controlled As4 Mn 486 kip-ft As3 As2 OMn 438 kip-ft jAsl 19.94 -004716 -60.001 51 300 5838 Mu 348 kip-ft (OK) E 0 00 5838 Transverse Shear Rlsl\F Shear, Fy ', ,,'�ksi Vn,max 254 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark Vc 51 kips = 2.00*sgrt(fc)*bw*d Spacing,T ,in Vs 53 kips = 2.10*sgrt(fc)*bw*d #Legs,T Av-r/layer 0.40 in �Vn 78 kips Vu 81 kips (N C ) Longitudinal Skin REINI, Required? No Maximum Spacing in Side Bars x.,.,,,..`(i :,. mark Number of Side Bar Pairs<,,,,. z�: .',„,,,,,, #or Above N Spacing,L N/A in Deflections. L/h max 16 No Deflection Calculations Rvq'd fr 530 psi L/h actual 13 b,cff 74 in Check Anvway Ig 37201 in' L/A Limit yo Mcr 102.3 ft-kip Ma,DL < ft-kip n 7.20 Ma,DL+LL ft -kip Ac,d 806.848 in' Icrack 10714 in' Loading Type P 000496 Ec 4031 ksi k 1 61 le DL 18947 in' Ie DL+LL 12418 in' Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely Win Slab? A DL Z in [07217 in A DL+LLin 0.559 Cracked Moment of Inertia Calculation ] 1 1 I n Beam Slab Top Steel Bottom Steel Allowed Deflection 1.23 in (OK) Ybar/c 050 0.50 1 00 1 00 in Total Long Tenn Deflection 0.91 in Ybar 000 000 -406 1994 in Area/c 18.00 56.00 000 000 In Uncracked lxx Calculation Area 000 000. 24 78. 35 98 in Beam Slab A*Ybar/c 900 2800 000 000 in Ybar 12.00 400 in A*Ybar/c 000 000 24 78 3598 in' Area 432 448 in' A*Ybar 000 000 10071 717.21 in' A*Ybar 5184 1792 in' c 3.95 in Ybar,G 7.93,in Ybar 1.98 198 -0.11 1598 in Iself 207361 2389 in' Area, 71 131 221.30 28.78 3599 in 2 AY'+lself 279021 9299 in' Iself 93 288 in' I,gross 37201 in' AY 278 864 0 9192' in' Icrack 10714 in' Icrack(Igross 29% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID• g Mukip-ft Project: VuMkips kips Date: Pu Engineer Reinforcement Summary Geometry-2 LAYERS OF(5)#9 TENSION Lengthft Width in #4 STIRRUPS @ 6 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 18,0 in Concrete. F'c psi R1 0 800 Ec 4031 ksi Steel Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p' As Location 'Compression REI\F Count Bar Number Depth to bar As/bar As/Laver d Diameter Horiz Clr Spacing Check Extreme-most Layer 1 00 400 2.56 1 128 2.16 i 01.) 2nd Layer 000 000 000 0 000 n/a 3rd Layer 0 00 0 00 0.00 0.000 n/a N 00 N lD 4th Layer 000 0.00 0.00 0.000 n/a Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 000 000 000 0 n/a 2nd Layer 10 2.00 19.31 1 128 8.74 (OK) Extreme-most Layer ' 1 00 5 00 21 44 1 128 1.34 (OK) in or auto in in' in in in Global. d 20.83 in d' 2.56 in As 7 00 in' As' 400 int As min 1.33 in' (OK) p(rho) 187 % Internal Axial Forces. i, Strain Compatibility Axial Force Equilibrium Moment Capacity k c Layer depth in strain stress ksi Area(inZ Force kis Moment(k-in) Comp Web 2.75 000300 4.25 98.82 420 Comp Flange s,max 9.93 in (OK) As'l As'2 c 6.86 in As'3 Extreme Fiber Es 00064 As'4 090 'tension Controlled As4 Mn 633 kip-ft Asa As2 19.31 -000544 -60.00 2 120 1988 �Mn 570 kip-ft jAsl 1 21 44 -0006371 .60001 51 300 5607 Mu 483 kip-ft (OK) El 00 7595 Transverse Shear REINF Shear• Fyksi Vn,max 265 kips = 1000*sgrt(fc)*bw*d Transverse Bar Mark VC 53 kips = 2.00*sgrt(fc)*bw*d Spacmg,T in Vs 83 kips = 3 14*sgrt(fc)*bw*d #Legs,T AvT/layer 0.40 in �Vn 102 kips Vu 91 kips (()K) Longitudinal Skin RLINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or Above 1 Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 15 b,eff 18 in Check Anyway NOMI Ig 20736 in' L/A Limit slow= Mer 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LI_ ft-kip Ac,d 374 904 int Loading Type Icrack 12073 in' P 001067 Ec 4031 ksi K 1.31 le DL 12493 in' le DL+LL 12160 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab? . A DLin 10.539 in =in A DL+LL 0.936 ]in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1 50 in Ybar/c 0.50 000 1 00 1 00 in Total Long Term Deflection 1.65 in Ybar 000 400 2.56 2083 in Area/c 18.00 000 000 000 in Uncracked Ixx Calculation Area 000 000 2478 50.37 int Beam Slab A*Ybar/c 900 000 0.00 000 in' Ybar 12.00 0.00 in A*Ybar/c 000 0.00 2478 50.37 in Area 432 0 in' A*Ybar 000 0.00 -63.54 104902 ins A*Ybar 5184 0 in' c 770 in Ybar,G 12.00 in Ybar 3.85 400 5 14 13 13 in Iself 20736 0 in' Area 138.63 0.00 2478 50.37 in AY+Iself 1 207361 0 in' Iself 685 0 in' (,gross 20736 in AY 2056 0 654 8678 in' Icrack 12073 in' lerack/Igross S8% N v O Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate l'orces. Beam ID- Mu kip-ft g� Project: 56 Vu kips Date: Pu kips Engineer Reinforcement Summary geometry' I LAYER OF(8)#9 TENSION '46, Length 5 0433 ft Width in M4 STIRRUPS@ 12 in Height "J&rin Fixity Type Member Tvpe'&'Nt W� T-Beam Slab ,., N. in B,flange auto or in b,cff 139 0 in FIC psi P1 0.800 Ec 4031 ksi Steel- Fy ksi Es 3, ksi Inter Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location 'Compression REIN Count Bar Number Depth to bar As bar As LaXer d Diameter Horiz Clr Spacing Check 5M,1' P, JV M?l 1 00 8.00 406 1 128 1 13 (0K) Extreme-most Layer 2nd Layer • 000 000 000 0000 n/a 3rd Layer 0 0 0.00 000 0.000 n/a 4th Layer 000 000 000 0000 n/, Tension RVINF, 4th Layer 0.00 000 0.00 0 n/a 3rd Layer 000 0,00 000 0 n/a 2n/a 2nd Layer0.00 000 000 0 ,s"",`, "°; "3.. ...... . Extreme-most Layer1 00 8.00 31 94 1 128 1 13 (0K) in or auto in 2 in 2 in in in Global. d 3194 in d' 4 06 in As 8.00 int As' 8.00 in 2 As min 2.71 in 2 (OK) p(rho) 047 % Internal kxial f orgies, V, Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress(ksi) Area(in2 Force(kips) Moment(k-in) Comp Web 0.41 000300 4.25 19.50 83 Comp Flange 041 000300 4.25 9344 397 0 s,max 6 18 in (OK) As As'2 102 in As'3 Extreme Fiber Es 00913 As'4 0.90 Tension Controlicd As4 Mn 1261 kip-ft As3 As2 �Mn 1135 kip-ft jAsl 31 941 .0091331 -60001 81 -4801 151341 Mu 915 kip-ft (OK) ZI 00 1 151341 Transverse Shear RIA'A I, Shear- F), ksi Vn,max 542 kips = 1000*sqrt(fc)*bw*d Transverse Bar Mark VC 108 kips = 2.00*sqrt(fc)'bw*d Spacing,T n Vs 64 kips I 18*sqrt(fc)*bw*d A, #Legs,T AvT/layer 0.40 in 2 �Vn 129 kips Vu 105 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs R.W.0 MTN 9 or Above' Spacing,l. N/A in Deflections. Uh max 16 No Deflection C alculations RQq'(1 fr 530 psi Uh actual .16 b,eff 139 in Check Anyway Ig 185549 in' L/A Limit -—------ ........... .... Mcr 325 1 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 1686.464 in' Loading Type 1crack 47529 i'n' P 000474 Ec 4031 ksi 1 62 Ie DL 93964 in 4 le DL+LL 63290 in 4 Auto-Calculated Stab Depth 8 in Deflections: Compression Zone Entirely W/in-Slab? in in A DL FOA77 A DL+LL in Fl —015 in Cracked Moment of Inertia Calculation Beam Slab To Steel Bottom Steel Allowed Deflection 2,32 in (OK) Ybar/c 0.50 0,50 100 1 00 in Total Long Term Deflection 179 in Ybar 000 000 -4,06 31,94 in Area/c 2400 11500 UO 000 in, Uncracked lxx Calculation Area 000 000. 49,56 57.56 in' Beam Slab A*Ybar/c12.00 57.50 000 000 in' Ybar 18.00 400 in A*Ybar/c 0.00 000 49.56 57,56 in' Area 864 920 in' A*Ybar 000 000 20142 1838.27 in 3 A*Ybar 15552 3680 in' c 470 in Ybar,G 10.78 in Ybar 2.35 2.35 064 27.23 in Iself 93312 4907 in 4 Area 11183 540.64 49.56 57.56 in AY'+Iself 138348 47201 in' Iself 208 996 m4 ],gross 185549 in' AY 4 623 2987 20 42695 in 4 lcrack 47529 in 4 Icrack/Igross 26% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) I ltimate Forces. Beam ID• , Mukip-ft Project: Vu =kips kips Date: pu Engineer Reinforcement Summary Geometry 2 LAVERS OF(8)49 TENSION Length ft Width in #4 STIRRUPS @ 10 in Heightin Fixity Type NOM Member Type T Beam Slab t in B•flange auto or in b,eff 945 in Concrete Fc a. psi (1 0 800 Ec 4031 ksi Steel Fy ksi Es ksi Inter-Laver Clearance "i :in Bottom Cover in Side Cover .M in Consider p t1r • " As'Location Compression RIANb Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1 00 2.00 406 1 128 1474 (OK) 2nd Layer 0.00 0.00 000 0 000 n/a 3rd Layer 000 0.00 0.00 0 000 n/a N v tv Ln 4th Layer 0.00 0.00 000 0.000 n/a Tension REINF 4th Layer 000 000 0.00 0 n/a 3rd Layer 000 0.00 000 0 n/a 2nd Layer r 100 1 00 29.81 1 128 n/a (OK) Extreme-most Layer 100 800 3194 1 128 1 13 (OK) in or auto int inz in in in Global. d 31 70 in d' 4 06 in As 900 in' As' 2.00 in' As min 2.69 in (OK) p(rho) 068 % Internal Axial Forces. Strain Com atibility Axial Force Equilibrium MomentCapacity `1 Layer depth in strain stress ksi Area(in') Force kis Moment(k m) Comp Web 067 000300 4.25 32.27 137 Comp Flange 067 000300 4.25 9479 403 0 s,max 6.18 in (OK) As'l As'2 c 168 in As'3 Extreme Fiber Es 00540 As'4 0.90'tension Controlled As4 Mn 1396 kip-ft As3 As2 2981 -005021 -6000 1 -60 1748 �Mn 1257 kip-ft jAsI 1 31.94 -0054011 -60.00 8 -480 15007 Mu 1012 kip-ft (OK) 11 000 16755 Transverse Shear REINF Shear• Fy ksi Vn,max 538 kips = 1000*sgrt(fc)*bw*d Transverse Bar Mark 0 Vc 108,kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 76 kips = 1 41*sgrt(fc)*bw*d #Legs,T AvTAayer 040 in Z �Vn 138 kips Vu 116 kips (OK) Longitudinal Skin REINU Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairsm#or Above' Spacing, N/A in 17eflections: L/h max 16 No Deflection Calculations Req d fr 530 psi L/h actual 11 b,eff 95 in Check Anyway z Ig 163204 in L/A Limit Mcr 306.5 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 1324 776 in' Loading Type Icrack 49612 in' P' 0.00151 Ec 4031 ksi % 186 le DL 107577 in' Te DL+LL 58089 in Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely W/in Slab? A DL in 10.158 in A DL+LL RE in 10.555 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1,58 in (01 ) Ybar/c 0,50 0.50 1.00 1 00 in Total Long Term Deflection 0.85 in Ybar 0.00 0.00 -406 31 70 in Area/c 2400 70.50 000 000 in' Uncracked Ixx Calculation Area 0.00 0.00 12,39 6476 in' Beam Slab A*Ybar/c 12.00 35.25 0.00 000 in' Ybar 18.00 400 in A*Ybar/c 000 000 12.39 6476 in' Area 864 564 in A*Ybar 0.00 000 50.35 2052.70 in' A*Ybar 15552 2256 in' c 590 in Ybar,G 12,47 in Ybar 2.95 2.95 1 84 2579 in Tself 93312 3008 in' Area 141 72 416.30 12,39 6476 inZ AY+[self 1 1197281 43475 in' Iself 412 1210 in' I,gross 163204 in AY 1235 3629 42 43084 in' [crack 49612 in' Ierack/Igross 30% N J Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID- WK Z Mu kip-ft Project: IN "I"Pi7M, Vu kips Date: Pit kips Engineer Reinforcement Summar Geometry I LAYER OF(3)#9 TENSION Length , ft Width in #4 STIRRUPS@ 9 in Height in _4 Fixity Type AW Member Type I A T-Beam Slab in B,fiange auto or in b,eff 66,0 in oncrete. Fc psi 01 0800 Ec 4031 ksi Steel Fy f.. 4 ,>°ksi Es ks;i Inter-Layer Clearance,&! in Bottom Cover W'h in Side Cover in Consider p' 7 , As'Location 5A. Compression RFINF Count Bar Number Depth to bar As bar As Layer d Diameter Horiz Cir Spacing Check , [It! 06 1,128 8.74 (-)K) Extreme-most Layer ay r 1 00 2.00 4 2nd OEM Layer 000 0.00 000 0.000 n/a m1w 111,Sub, 3rd Layer 000 0.00 000 0000 n/- 4th Layer 0 00 0.00 0.00 0000 n/a Tension RIANI� ,"RORNME", WNW MMOU-02", 000 000 0 n/a 4th Layer �z 1"I Of"WN" 0.00 000 0 n/a 54, %U 000 000 F7�'7 3rd Layer 2nd Layer 1� 000 000 000 0 n/a Extreme-most Layer 1 00 3 00 1994 1 128 3 80 (OK) in or auto in' in' in in in Global d 1994 in d' 4 06 in As 300 in2 As' 2.00 in2 As min 1.27 in2 (0K) p,(rho) 040 % Internal •kxial Vorces. Strain Compatibility Axial Force Equilibrium Moment Capacity Laver depth(in) strain Stress(ksi) Area(in 2 Force(kips) Moment(k-m) Comp Web 0.32 000300 425 11,55 49 Comp Flange 0.32 000300 4.25 30.80 131 0 s,max 6.18 in (OK) As I As'2 c 0.80 in As'3 Extreme Fiber Es 0.0716 As'4 0.90 Tension Controlled As4 Mn 294 kip-ft As3 As2 OMn 265 kip-ft jAsl 19.941 -0071561 -60001 31 1801 35311 MU 209 kip-ft (OK) ZI 0001 35311 Transverse Shear Rh 1\1� Shear- Fy ksi Vn,max 254 kips = 10.00*sqrt(fc)*bw*d Transverse Bar Mark• Vc 51 kips = 2.00*sqrt(fc)*bw*d Spacing,T t in Vs 53 kips = 2.10*sqrt(fc)*bw*d 4 Leg s,T AvT/layer 0.40 in 2 �Vn 78 kips VU 74 kips (OK) Longitudinal Skin RF INF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs 1-719 or Above 00 N J — Spacing,,, N/A in Deflections. L/h max 16 No Def1cclion(.alculatiuns Kcy'd fr 530 psi L/h actual 15 b,eff 66 in Check Anyway A-R- ' ;R Ig 35795 in' `� L/A Limit � 461PT- Mcr 100.3 ft-kip Ma,DL afx ft-kip n 7.20 Ma,DL+LL " ;;, YaS+ ,':, ft-kip Ac,d 742.848 int Loading Type Icrack 6772 in' P 000269 Fc 4031 ksi K 1 77 le DL 33069 in' le DL+LL 14408 in' Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely Win Slab? r w' ADL Y i . i3 �,��m 0.126 m A DL+LL , ]m 10.437 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in ((,)K) Ybar/c 0.50 0.50 1 00 1 00 in Total Long Term Deflection 0.66 in Ybar 0.00 000 -406 19.94 in Area/c 18.00 48.00 000 000 in i Uneracked Ixx Calculation Area 0.00 0.00 12.39 21.59 int Beam Slab A*Ybar/c 900 2400 0001 000 in Ybar 12.00 4 00 in A*Ybar/c 0.00 000 12.391 21.59 in Area 432 384 int A*Ybar 0.00 000 50.35 -430.33 in A*Ybar 5184 1536 ini c 3.34 in Ybar,G 8.24 in Ybar 1 67 1 67 -073 16.60 in ]self 20736 2048 in Area 60.05 1%14 14.39 21.59 int AY+lself 26859 8936 in' Iself 561 149 in' I,gross 35795 in' AY 1671 446 8 5948 in Icrack 6772 in' Icrack/Igross 19% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimale Forces. Beam ID• Mukip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry. 1 LAVER OF(5)#9 TENSION Length ft Width in #4 STIRRUPS @ 10 in Height in Fixity Type Member Type T Beam Slab in B,flange auto or in b,eff 18.0 in Concrete: Fc psi 01 0,800 Ec 4031 ksi Steel Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location 'Compression' RLINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz CIr Spacing Check Extreme-most Layer 100 400 2.56 1 128 2.16 (OIC) 2nd Layer 0.00 000 0.00 0.000 n/a 3rd Layer 0 00 0.00 000 0.000 n/a N co 0 Iv W - 1-� 411 Layer 000 000 000 0.000 n/a Tension i2E1NF 4th Layer MINN INMEM11 0,00 0.00 000 0 n/a 3rd Layer 000 060 000 0 n/a 2nd Layer 000 000 0.00 0 n/a Extreme-most Layer tti.'r. 1 00 5,00 21 44 1 128 1.34 (OK) in or auto int in in in in Global. d 2144 in d' 2.56 in As 5 00 in As' 4 00 in As min 1.36 in' (()K) p(rho) 1.30% Internal Axial Forces. a Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Z Area in Force kis Moment(k-in) Comp Web 1.96 000300 4.25 70.59 300 Comp Flange s,max 993 in (OK) As'] As'2 c 4.90 in As'3 Extreme Fiber Es 0.0101 As'4 090 'tension Controlled As4 Mn 487 kip-ft As3 As2 �Mn 438 kip-ft jAsl 1 21441 0 01012 -60,001 51 3001 5843 Mu 374 kip-ft (OIC) ZI o0ol 5843 Transverse Shear RF,IN F Shear Fy WK&UM k s i Vn,max 273 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark Ve 55 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 51 kips = l 89*sgrt(fc)*bw*d I #Legs,T Avr/layer 0.40 in' �Vn 80 kips Vu 69 kips (Oh) Longitudinal Skin RLIN'F Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs. #or Above' Spacing. N/A in Deflections: L/h max 16 No Dellection Calculations Req d fr 530 psi L/h actual 15 b,eff 18 in Check Anyway Ig 20736 in' L/A Limit Mcr 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 385 848 in Loading Type ' Icrack 10038 in P, 0.01037 Ec 4031 ksi x 1.32 Ie DL 10802 in' [e DL+LL 10256 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Who Slab? A DLin 10.548 m A DL+LL =in 10.877 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 0.00 100 1 00 in Total Long Term Deflection 1.60 in (N U Ybar 000 400 2.56 21 44 in _ Area/c 1800 0.00 000 0.00 ill Uneracked Ixx Calculation Area 000 000 2478 3598 in Beam Slab A*Ybar/c 900 0.00 0 00 000 in' Ybar 12.00 0.00 in A*Ybar/c 0.00 000 2478 3598 in' Area 432 0 in A*Ybar 000 0.00 -63.54 771 17 in A*Ybar 5184 0 in' c 6.83 in Ybar,G 12.00 in I Ybar 341 400 4.27 1461 in Iself 20736 0in4 Area 122,931 000 2478 3598 int AY+[self 20736 Olin 4 [self 478 0 in' I,gross 20736 in AY 14331 0 451 7675 in' Icrack 10038 in' Icrack/Igross 48% tJ 00 N IV co _. W Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) VItimate I•nrces, Beam ID Mu ,3 '-kip-ft Project: V .1 Vu ;' :;#x.;`'� kips Date: Pu Yp >;0&. kips Engineer s Reinforcement Summary Geometr v 1 LAYER OF(5)09 TENSION Lengthft Width t, s7 :',t-to #4 STIRRUPS @ 9 in Height ,,+,F24 g in Fixity Type Member Type T Beam Slab .-", „';,r'£1. in B,flange r ga auto or in b,eff 180 in Concrete. Fc ;� ,t; , ` 4''.,�r psi Pi 0.800 Ec 4031 ksi Steel Fy LR,$Csa"Pti 'a 5 %ksi Es96, ;ksi Inter Layer Clearance Hri . , ',�,aa.," 'in ".. Bottom Cover x.' in Side Cover 1", ,3 in Consider p' ti°s f. As Location 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check », ri A .t rt Extreme-most LayerIM-Wet 1 00 2.00 4 06 1 128 8.74 (C)K) • - 2nd Layer � .'".,„,�5," ,�';`", , ,, ,. -„ ' to,a" ,. 000 000 0.00 0.000 n/a 3rd Lay( 01-,77,75"E"77,71,µ`r k 0; ,$ 0.00 1 000 1 000 0.000 1 n/a 4th Layer 00() 000 0.00 0000 n/a 4th Layer 000 000 000 0 n/a 3rd Laver Wv, 000 000 000 0 n/a 2nd Layer t f&N 0.00 000 000 0 n/a Extreme-most Layer 1 00 5 00 1994 1 128 1.34 (OK) in or auto in 2 in' in in Global d 19.94 in d' 4 06 in As 500 in 2 As' 2.00 m2 As min 1,27 in 2 \1 Al p(rho) 1.39 % Internal Axial l,orces. wy Strain Compatibilitv Axial Force Equilibrium Moment Capacity (in) depth in strain stress(ksi) Area Force(kips) Moment(k-in) La Or Comp Web 1 96 000300 4.25 7059 300 Comp Flange s,max 6.18 in (()K) rAs'l As'2 c 490 in As'3 Extreme Fiber Es 00092 As 0.90 Vension Controlled As4 Mn 449 kip-ft As3 As2 qlMn 404 kip-ft jAs 1 19941 -0009201 -60001 51 300 5393 Mu 302 kip-ft ((*') ZI 000 53393 Transverse Shear RVIN 1, Shear- Fy ksi Vn,max 254 kips = 10 00*sqrt(Pc)*bw*d Transverse Bar Mark Vc 51 kips = 2,00*sqrt(fc)*bw*d Spacing,T in Vs 53 kips = 2.10*sqrt(fc)*bw*d 4 Legs,T AvT/layer 040 in 2 �Vn 78 kips VU 79 kips (N 'i Longitudinal Skin RLINF Required? No Maximum Spacing in Side Bars N mark Number of Side Bar Pairs #or Above' Iv CO �A tJ tp Ul ✓ Spacmg,L N/A in Deflections. L/h max 16 No Deflection t alculaiions Req d fr 530 psi L/h actual 11 b,eff 18 in Check Anyway Ig 20736 in' J,Ki... UA Limit , "I Mer 76.4 ft-kip Ma,DL :; `x>.. ; ft-kip n 7.20 Ma,DL+LL ,< ;r.-;-,;> ,,k:ft-kip Ac,d 358.848 int Loading Type ?; '✓ des Icrack 8184 in' P' 000557 Ec 4031 ksi k 1.57 le DL 9955 in' le DL+LL 8672 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab? Change to'No. A DL in 10.277 lin A DL+LL 's ,'t.; y in 10488 lin Cracked Moment of Inertia Calculation ;y Beam Slab Top Steel Bottom Steel Allowed Deflection 1.03 in (OK) Ybar/c 0.50 0.00 100 1 00 in Total Long Term Deflection 0.93 in Ybar 000 000 -406 19.94 in _ Area/c 18.00 0.00 000 000 inZ Untracked Ixx Calculation Area 0.00 0.00 12.39 3598 in Beam Slab A*Ybar/c 900 000 0.00 000 illi Ybar 12.00 0 00 in A*Ybar/c 000 0.00 12.39 .35 98 in' Area 432 0 in A*Ybar 000 0.00 50.35. 717.21 in' A*Ybar 5184 0 in' c 6.93 in Ybar,G 12.00 in Ybar 347 000 2.87 13 01 in Iself 207361 0 in Area 12476 000 12.39 35 98 in' AY+lself 207361 01 ina Iself 499 0 in; I,gross 20736 in AY 1498 0 102 6085 in' Icrack 8184 ina IcracWlgross 39% a Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) I 1Itimate Forces. Beam IDR N ,;, Mukip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary (,romchy 1 LAYER OF(3)#9 TENSION Length ft Width in #4 STIRRUPS @ 9 in Height in Fixity Type Member Type T-Beam Slab in B flange auto or in b.eff 180 in (oncrete F'c psi 01 0 800 Ec 4031 ksi Steel Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location Compression REl F Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 044 1 76 3 88 0 750 2,66 (OK) 2nd Layer 000 000 000 0 000 n/a 3rd Layer ; 000 000 000 0 000 n/a N tb Q1 N 00 J 4th Layer 0.00 000 0 00 0 000 n/a Tension KF[NF 4th Layer0 00 000 000 0 n/a 3rd Layer 000 0 00 000 0 n/a 2nd Layer 000 000 000 0 n/a Extreme-most LayerEN 100 3 00 1994 1.128 3 80 (OK) in or auto in in in in in Global. d 19 94 in d' 3 88 in As 3 00 in As' 1 76 in' As min 1.27 in' VA p(rho) 084 % Internal Axial Forces. Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area inZ Force kis Moment(k-in) Comp Web 1 18 000300 4.25 42.35 180 Comp Flange s,max 6.18 in (OK) As'l As'2 C 2.94 in As'3 Extreme Fiber Es 0.0173 As'4 090 Tension Controlled As4 Mn 281 kip-ft As3 As2 �Mn 253 kip-ft jAsl 1 19941 -0017331 -60001 31 180 3377 Mu 189 kip-ft (OK) ZI 0.00 3377 Transverse Shear KF,INF Shear, Fy ksi Vn,max 254 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark VC 51 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 53 kips = 2.10*sgrt(fc)*bw*d I #!Legs,T 11 AvT/layer 0.40 in Z �Vn 78 kips Vu 69 kips (OK) Longitudinal Sldn RH.INI, Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs 4 or Above' Spacing,t, N/A in Deflections: L/h max 16 No Defleclion Calculations Req d fr 530 psi L/h actual 11 b,eff 18 in Check Anyway Ig 20736 in' L/A Limit Mer 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL 1,. ft-kip Ac,d 358.848 in Loading Type Icrack 5522 in P' 0.00490 Ec 4031 ksi % 161 to DL 14195 in' le DL+LL 7919 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab? 6 DLin 0.122 m A DL+LL in 10,335 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.03 in (011) Ybar/c 0.50 000 100 T 00 in Total Long Term Deflection 0.54 in Ybar 000 500 3 88 19.94 in Area/e 18.00 000 000 000 int Uncracked Ixx Calculation Area 000 000 1090 21.59 in Beam Slab A*Ybar/c 900 000 000 00 in' [Area bar 12.00 0.00 in A*Ybar/c 000 000 10.90 21.59 in 432 0 inz A*Ybar 000 000 -42.25 -430.33 in'*Ybar 5184 0 in' c 566 in bar,G 12.00 in Ybar 2.83 500 1 79 14.27 in Iself 20736 0 in Area 101 93 000 10.90 21.59 in AY+Iself 20736 0 in' Iself 272 0 in l,gross 20736 in' AY 817 0 35 4397 in Icrack 5522 in' Icrack/Igross 27% tV 00 00 N co Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate 1•01-ces. Beam ID Mu A ',.. kip-ft Project: ,-°s,,, Vu W kips Date: Pu „., ,-'' y kips Engineer R A Reinforcement Summary Geometry 2 LAYERS OF(5)#9 TENSION Length ft Width .rin #4 STIRRUPS @ 9 in Height in Fixity Type Member Type T-Beam Slab ', ,;a, ).' e in B,flange ,; X[t auto or in b,eff 18.0 in Concrete. F'c ., psi 131 0.800 Ec 4031 ksi Steel, Fy ksi Es ,S ksi Inter-Layer Clearance: ��,s ..% ”in Bottom Cover in Side Cover in Consider mr As'Location '(ompression RF.INF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer v :00'; 100 1 2.00 2.56 1 1,128 1 8.74 (OK) 2nd Layer ;• RI' y;:°x 000 000 0.00 0.000 n/a 3rd Layer -a..°71 000 1 000 0.00 0 000 n/a 4th Layer 000 000 000 0000 n/a Tension RIANF 4th Layer 000 0 n/a 000 000 000 .3rd Layer 0.00 0.00 0 n/a 1 00 19,31 1 128 n/a (OK) 2nd Layer 'rr100 Extreme-most Layer =111; 1 00 500 21 44 1 128 1.34 (OK) In or auto in' int in in in Global d 21 08 in d' 2.56 in As 6.00 m2 As' 2.00 in As min 1.34 in 2 (010 p(rho) 1,58 % Internal Axial forces. "W� i j Strain Compatibility, Axial Force Equilibrium Moment Capacity 2) Force kis ANY, Area inz) ( p ) Moment(k-in) Layer depth in strain Comp Web 2.35 000300 4.25 84 71 360 Comp Flange s,niax 9.93 in (OK) As'l AQ c 5.88 in As'3 Extreme Fiber Es 00079 As'4 090 Tension Controlled As4 Mn 562 kip-ft AD As2 19.31 -000685 -6000 1 -60 1017 �Mn 506 kip-ft jAsl 21441 -0.007931 -60.00 5 300 5725 Mu 412 kip-ft (0K) ZI 0.00 6742 Transverse Shear REIN],' Shear, FY ONOW3%,ksi Vn,max 268 kips = 10.00*sqrt(fc)*bw*d Transverse Bar Mark. Vc 54 kips = 2.00*sqrt(fc)*bw*d Spacmg,T in Vs 56 kips = 2.1 O*sqrt(f c)*bw*d #Legs,T AvT/l ayer 0 40 in 2 mVn 82 kips Vu 79 kips (OK) Longitudinal Skin MANI,' Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs"c..,.. or Above' tIj 110 C) Spacing,L N/A in Deflections. L/h max 16 No DcHection(alculations Rcq'd fr 530 psi L/h actual 15 b,eff 18 in Check Anyway,I Ig 20736 in' L/A Limit2,2Mer 76.4 ft-kip 4 ft n 7,20 Ma,DL -kip 2 Ma,DL+LL ft-kip Ac,d 379458 in Loading Type �`l Icrack 10794 in 4 P 000527 Ec 4031 ksi % 1,59 to DL 10823 in 4 le DL+LL 10798 in 4 Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab? A DL in 1.587 in A DL+LL in 13097 in Cracked Moment of Inertia Calculation Beam Slab To Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 000 100 1,00 in Total Long Term Deflection 5.62 in Ybar 0.00 500 2.56 2108 in Area/c 18.00 0.00 000 o 00 m2 Untracked Ixx Calculation Area 0.00 000 12.39 43 17 int Beam Slab A*Ybar/c900 000 0.00 000 in' Ybar 12-00 0.00 in A*Ybar/c 000 0.00 12.39 43 17 in Area 432 0 int A*Ybar o bo 0,00 31 77 910.08 in 3 A*Ybar 5184 0 in 3 c 760 in Ybar,G 12.00 in �Ybar 380 5.00 503 1348 in 2 ,lself 20736 0 in Area 136.78 000 12.39 43 17 in JAY'+Iself 1 20736 0 in 4 Iself 658 0 in' 1,gross 20736 in 4 Tyr 1974 0 314 7947 in 4 Icrack 10794 in 4 Icrack/Igross 52% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) I 11timate Forces. Beam ID: Mu ¢ kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 1 LAYER OF(5)#9 TENSION Length ft Width in #4 STIRRUPS @ 10 in Height in Fixity Type Member Type T-Beam Slab in B flange auto or in b,eff 18.0 in Concrete- F'c psi Pi 0 800 Ec 4031 ksi Steel. Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location 'Compression RVI',F Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1 00 1 400 2.56 1 128 2.16 (Of<) 21 Layer 000 000 000 0 000 n/a 3rd Layer 0.00 000 0.00 0 000 n/a N N N + 1p W 4th Layer 0.00 000 000 0 000 n/a Tension RF,IN'F 4th Layer 0.00 000 0.00 0 n/a 3rd Layer ,`s 000 000 000 0 n/a 2nd Layer ;. 000 000 000 0 n/a Extreme-most Layer `, M 1 00 500 21 44 1 128 1.34 tOkl in or auto int in in in in Global d 2144 in d' 2,56 in As 5 00 int As' 4 00 in' As min 1,36 in (Ok) p(rho) 1.30 % Internal axial horces. h Strain Com atibility Axial Force Equilibrium Moment Capacity e,# Laver depth in strain stress ksi Area(in Z) Force kis Moment(k-in) t Comp Web 1 96 000300 4.25 70,59 300 Comp Flange s,max 993 in (0k) As'1 As'2 c 490 in As'3 Extreme Fiber Es 00101 As 4 4) 0.90 pension Controlled As4 Mn 487 kip-ft As3 As2 �Mn 438 kip-ft jAsI 1 21441 .0010121 .60.001 51 300 15843 Mu 351 kip-ft (OK) El 00o00ol 5843 Transverse Shear REINF Shear Fyksi Vn,max 273 kips = 1000*sgrt(fc)*bw*d E Transverse Bar Mark Ve 55 kips = 2.00*sgrt(fc)*bw*d Spacing,Tin Vs 51 kips = 189*sgrt(fc)*bw*d I #Legs,T AvT/layer 040 in' �Vn 80 kips Vu 63 kips (OK) Longitudinal Sldn RLINlh Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs M#or Above Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Rcqd fr 530 psi L/h actual 15 b,eff 18 in Check Anyway Ig 20736 in' L/0 Limit Mcr 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 385 848 in' Loading Type Icrack 10038 in' P' 0.01037 Ec 4031 ksi 1.32 Ie DL 10069 in' Ie DL+LL 10042 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab? A DLin 1 705 in 0 DL+LL =in 13.330 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 0,00 100 1 00 in Total Long Term Deflection 5.59 in (`G.) Ybar 0.00 5.00 2.56 2144 in Area/c 1&00 000 000 000 int Uncracked Ixx Calculation Area 000 000 24 78 3598 in Beam Slab A*Ybar/c 900 0.00 0.00 000 in' Ybar 12.00 0.00 in A*Ybar/c 0.00 0.00 24 78 3598 in3 Area 432 0 in A*Ybar 000 000 -63.54 771 17 in A*Ybar 5184 0-in' c 6.83 in Ybar,G 12.00 in Ybar 341 500 4.27 1461 in Iself 207361 0 in Area 122.93 0.00 2478 3598 in AY+1 If 207361 0 in4 Iself 478 0 in4 l,gross 20736 in° AY 1433 0 451 7675 in4 [crack 10038 in Icrackllgross 48% N 1p is Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Porces. Beam ID- Mukip-ft Project: U RM- 1i Vu kips Date: Pu kips Engineer Reinforcement Summary I LAYER OF(4)#6 TENSION Length ft Width in #4 STIRRUPS@ 9 in Height in Fixity Type Member Type in T.Beam Slab 13,flange '777 auto or in ,f,` E-1-11-111�_1 - b,eff 30.0 in Concrete: F'c psi 01 0.900 Ec 4031 ksi Steel- Fy ksi Es r", 6 ksi Inter-Layer Clearance in Bottom cover in Side Cover , 'S, in Consider p' As'Location 'Compression REINF Count Bar Number Depth to bar As bar As Layer d Diameter Horiz CIr Spacing Check Extreme-most Layer WA KKI 88 075 (OK) _W50 044 1 0.88 1 3. 0 9.50 ;4" 00o 00o 0oo 2nd Layer 0.000 n/a 3rd Layer 3 "TON"- 000 0.00 0.00 0000 4th Layer 000 000 000 0,000 n/a Tension REIN F 4th Layer 000 000 0"00 0 n/a 3rd Layer 000 000 000 0 n/a 2nd Layer 000 000 0.00 0 n/a Extreme-most Layer 044 1 76 20 13 0.75 2,66 (OK) in or auto int i,12 ill in in Global d 20 13 in d' 3 88 in As 1 76 in' As' 0 88 in' As min 1.28 in' p(rho) 0.36 O/o Internal kxial l'orces: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress(ksi) Area(in2 Force(kips) Moment(k-in) .............. Comp Web 041 000300 4.25 1491 63 Comp Flange 041 0.00300 4.25 994 42 0 s,max 6 18 in (OK) As'l As'2 C 1 04 in As'3 Extreme Fiber Es 0.0553 As'4 (t) 090 'Pension Controlled As4 Mn 173 kip-ft As3 As2 lfiMn 156 kip-ft jAsl 1 20 131 -0055321 -60.001 1 761 1061 20811 Mu 83 kip-ft (OK) ZI 0,001 20811 Transverse Show REEK F Sbear- Fy ksi Vn,max 256 kips = 10.00*sqrt(fc)*bw*d Transverse Bar Mark' Vc 51 kips = 2.00*sqrt(fc)*bw*d Spacing,Tin Vs 54 kips = 2.10*sqrt(fc)*bNv*d 4 Legs,T AvT/layer 0.40 in2 �Vn 79 kips Vu 33 kips (OK) Longitudinal Skin RLINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs Above N J Spacing, N/A in I)etlections. L/h max 16 No Deflection Calculations Rey'd fr 530 psi L/h actual 5 b,eff 30 in � Check Anyway.a s,.w;`y i '„ Ig 26338 in' L/A Limit RUN,& Mcr 86.1 ft-kip Ma,DLft-kip n 7.20 Ma,DL+LL -Y .x:46„�� s ft-kip Ac,d 482.25 inZ Loading Type 'n bf Icrack 3923 in P' 0.00182 Ec 4031 ksi X 1 84 le DL 26338 in Ie DL+LL 26338 in' Auto-Calculated Slab Depth 10 in Deflections: Compression Zone Entirely W/in Slab? ADL .,,;.,t,flW in 0005 m 0 DL+LL ;:''"m`ti - in 10010 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.50 in (()1<} Ybar/c 0.50 0.50 100 1 00 in Total Long Term Deflection 0.03 in Ybar 000 0.00 3 88 20 13 in Area/c 18.00 12.00 000 0.00 inZ Uncracked Ixx Calculation Area 0.00 000 545 12.66 in' Beam Slab A*Ybar/c 900 6.00 0.00 000 in' Ybar 12.00 500 in A*Ybar/c 000 000 545 12.66 in' Area 432 120 in A*Ybar 0.00 000 21 13 25485 in' A*Ybar 5184 600 in' c 373 in Ybar,G 1048 in Ybar 1 86 1 86 -0 15 16,40 in Iself 20736 1000 in' Area 67 10 44 73 6.33 12.66 inZ AY+Iself 217 61 4601 in' Itself 1 78 52 in' I,gross 26338 in AY 233 155 0 3405 in' ]crack 3923 in' Ierack/Igross 15% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) 1Itimate Forces. Beam ID' r1 Mu -ft Pro 01kips kip jest: IMMIMS,Vu kips Date: Pu Engineer Reinforcement Summary Geometry 1 LAYER OF(5)#9 TENSION Length ft Width in #4 STIRRUPS 0 9 in Height in Fixity Type ,. . Member Type T Beam Slab rr• in B flange auto or in b,eff 18.0 in Concrete F'c psi 01 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover r., �. in Side Cover in Consider p' As'Location 'Compression' REI\F Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1 00 2.00 406 1 128 8,74 (OK) 2nd Layer 000 000 0.00 0 000 n/a 3rd Layer 0.00 000 000 0 000 n/a N 00 N 4th Layer ' a$ 000 0 00 000 0 000 n/a Tension REINF 4th Layer 000 000 000 0 n/a 3rd Layer , 000 000 000 0 n/a 2nd Layer 000 000 000 0 n/a Extreme-most Layer 1 00 500 19 94 1 128 1.34 (OK) in or auto int in in in in Global. d 19.94 in d' 4 06 in As 500 int As' 2.00 in' As min 1.27 in' (()K) p(rho) 1.39% Internal Axial Forces, ,. Strain Compatibility Axial Force Equilibrium Moment Capacity a: y Layer depth in strain stress ksi Area(in 2) Force kis Moment(k-in Comp Web 1.96 000300 4.25 70.59 300 Comp Flange s,max 6.18 in (OK) As'l As'2 c 490 in As'3 Extreme Fiber Es 00092 As'4 0.90 'Pension Controlled As4 Mn 449 kip-ft Asa As2 WTI 404 kip-ft jAsl 1 19941 -0009201 -60001 51 3001 5393 Mu 311 kip-ft (Ok) E 0001 5393 Transverse Shear REINF Shear Fyksi Vn,max 254 kips = 10 00*sgrt(fc)*bw*d Transverse Bar MarkE Ve 51 kips = 2.00*sgrt(fc)*bw*d Spacing,Tin Vs 53 kips = 2.10*sgrt(fc)*bw*d I #Legs,T AvT/layer 0.40 in �Vn 78 kips Vu 78 kips (OK) Longitudinal Skin RLINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs 4 or Above' Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 10 b,eff 18 in Check Anyway Ig 20736 in' L/A Limit Mcr 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 358.848 inz Loading Type Ierack 8184 in P' 000557 Ec 4031 ksi A 1.57 Ie DL 9801 in le DL+LL 8631 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab? A DL in 0.258 in DL+LL in IQ 449 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.97 in (Ok) Ybar/c 0.50 0.00 100 100 in Total Long Term Deflection 0.86 in Ybar 0.00 5.00 -406 1994 in Area/c 18.00 000 000 000 in' Uneracked Ixx Calculation Area 0.00 0.00 12.39 35.98 in Beam Slab A*Mbar/c 900 0.00 0.00 000 in' Ybar 12.00 0.00 in A*Ybar/c 000 000 12.39 3598 in' Area 432 0 in A*Ybar 000 000 50.351 71721 in' A*Ybar 5184 0 in' c 6.93 in Ybar G 12.00 in Ybar 347 500 2.87 1301 in Is 207361 0 in Area 12476 000 12.39 3598 in AY+iseif 20736 0 in' Iseif 499 0 in' [,gross 20736 in' AY 1498 0 102 6085 in' lcrack 8184 in' IcracWlgross 39% w O 0 Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) I'llimAtc l'orces. Beam ID- Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 2 LAYERS OF(5)#9 TENSION Length ft Width in #4 STIRRUPS@ 9 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,cff 18.0 in Concrete. Fc psi 01 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover_5011-1 in Side Cover in Consider p' As'Location Compression REINV Count Bar Number Depth to bar As bar As I Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer -, ;zc -, ;z1 00 400 4.06 1128 2.16--] (0K) 2nd Laa "I'll 000 0.00 000 0000 a y 3rd Layer ME '] 000 1 0-00 000 0.000 n/a 0.00 000 0.000 4th Layer j Tension REIINF 4th Layer 000 0,00 000 0 n/a 3rd Layer tp' 000 000 000 0 n/a ........i A' 1 00 2,00 1781 2n.d Layer 1 128 8.74 (()K1 Extreme-most Layer 100 500 1994 1 128 1.34 wk) in or auto int in' in in in Global. d 19.33 in d' 4 06 in As 700 in 2 As' 4 00 in As min 1.23 in' (0K) p(rho) 2.01 % Internal Axial I-orces. Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress(ksi) Area'(in)' Force(kips) Moment(k-in) Comp Web 2.75 000300 4.25 98.82 420 Comp Flange S,max 6.18 in (OK) As'l As'2 c 6.86 in As'3 Extreme Fiber Es 00057 As'4 0.90 Tcnsion Controlled As4 Mn 580 kip-ft As3 As2 1781 -000478 -6000 2 120 1808 �Mn 522 kip-ft jAs 1 19.941 -0005711 -60001 51 300 0 � 5157 00 1 MU 486 kip-ft (0K) ZI 69651 'transverse Shear REINP Shear- Fy ksi Vn,max 246 kips = 10 00*sqrt(f c)*bw*d Transverse Bar MarkVc 49 kips = 2,00*sqrt(fc)*bw*d Spacingsin Vs 52 kips = 2.10*sqrt(fc)*bw*d 4 Legs,T Av-r/layer 040 in2 �Vn 76 kips Vu 65 kips (0K) Longitudinal Skin RI INF Required" No Maximum Spacing in Side Bars mark Number of Side Bar Pairs Above C) r_j Spacing,L N/A in Deflections. L/Ii max 16 No DOIcetion Calculations Rcq'd fr 530 psi L/h actual 15 b,eff 18 in Check Anyway"."511,4. Ig 20736 in4 L/A Limit W Mcr 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL i ft-kip Ac,d 347,904 in' Loading Type ti Icrack 9870 in' P 001150 Ec 4031 ksi 1.27 le DL 10237 in 4 le DL+LL 9971 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab? Change to No — 7 ADL in 0.928 to in A DL+LL in 11462 Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1,50 in Ybar/c 0.50 000 100 100 in Total Long Term Deflection 2.65 in (N(Y) Ybar 0.00 000 -40 6 19.33 in Area/c 18.00 000 0.00 000 in 2 Uncracked I%x Calculation Area 000 000, 2478. 50.37 in 2 Beam Slab A*Ybar/c 900 000 000 000 in' Ybar 12.00 000 in A*Ybar/c 0.00 000 2478 50.37 in3 Area 432 0 in 2 A*Ybar 000 000 10071 97347 in' A*Ybar 5184 0 in 3 c 7.52 in Ybar,G 12.00 in Ybar 376 000 346 11 81 in Iself 207361 0 in 4 Area 135.37 000 2478 50.37 in 2 AY'+Iself 1 207361 0 in 4 Iself 638 0 in' I,gross 20736 in' AV 1914 0 296 7022 in" Icrack 9870 in' IcracWlgross 48% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID• Mukip-ft Project; Vu kips Date: Pu kips Engineer Er Reinforcement Summary t.,eometry' I LAYER OF(3)99 TENSION Lengthft Width in #4 STIRRUPS @ 9 in Height in Fixity Type Member Type T-Beam Slab in Mange auto or in b,eff 18.0 in Concrete F'c psi 01 0 800 Ec 4031 ksi Steel Fy ksi Es ksi Inter-Layer Clearance, in Bottom Cover, in Side Cover in Consider p' As'Location Compression RUIN F Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer 1,00 400 1 406 1 128 2.16 (OK) 2nd Layer 0 00 000 000 0.000 n/a 3rd Layer 0.00 000 000 0 000 n/a W 0 W O Ln 4th Layer :" 0.00 000 0.00 0 000 n/a Pension REINF 4th Layer r 000 000 0.00 0 n/a 3rd Layer - 000 0.00 0,00 0 n/a 2nd Layer 000 000 0.00 0 n/a Extreme-most Layer9901 1 00 300 1994 1 128 3 80 (OK) in or auto int in' In in in Global, d 19 94 in d' 4 06 in As 3 00 int As' 4 00 in As min 1.27 in \ p(rho) 0.84 % Internal Axial Forces. i Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area inZ Force kis Moment(k-in) Comp Web 1 18 0.00300 4.25 42.35 180 Comp Flange s,max 6.18 in (OK) As'l As'2 c 2.94 in As'3 Extreme Fiber Es 0.0173 As'4 0.90'tension Controlled As4 Mn 281 kip-ft As3 As2 �Mn 253 kip-ft jAsl 1 19941 -0017331 -60001 31 180 1 3377 Mu 97 kip-ft (OK) El 0001 3377 Transverse Shear REINF Shear• Fyksi Vn,max 254 kips = 10.00*sgrt(fc)*bNv*d Transverse Bar Mark VC 51 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 53 kips = 2.10*sgrt(fc)*bw*d I 4 Legs,T AvT/layer 0.40 inZ �Vn 78 kips Vu 65 kips (OA) Longitudinal Skin RLINF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs. #or Above Spacing,L N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 15 b,eff 18 in Check Anyway Ig 20736 in' L/A Limit Mer 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 358.848 in' Loading Type Icrack 5548 int P' 001115 Ec 4031 ksi 1.29 le DL 20736 in° Ie DL+LL 20736 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab? A DLin 0 092 in A DL+LL =in 10,141 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in (OK) Ybar/c 0.50 000 1 00 1 00 in Total Long Term Deflection 0,26 in Ybar 000 5,00 -406 1994 in Area/c 18.00 0.00 000 000 int Untracked Ixx Calculation Area 0.00 0.00 2478 21.59 inZ Beam Slab A*Mbar/c 900 000 000 000 in' Ybar 12.00 0 00 in A*Ybar/c 000 000 24,78 21.59 in Area 432 0 inZ A*Ybar 0.00 000 10071 -430.33 in A*Ybar 5184 0 in c 5.53 in Ybar,G 12.00 in Ybar 2.76 500 146 1441 in Iself 20736 0 in Area 99.47 0.00 2478 21,59 in AY+Iself 207361 0 in Iself 253 0 in' I,gross 20736 in' AY 759 0 53 4482 m4 Icrack 5548 in Icrack/Igross 27% W O O Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) I'llimate I,orces. Beam ID- MU kip-fl Project-, 3v Vu kips Date: 4"re,NW—V Eltl Pu Mkips Engineer Reinforcement Summary Geometr- y I LAYER OF(5)#9 TENSION ft Length Width p, in 44 STIRRUPS@ 10 in Height W in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 18.0 in oncre(c. F'c psi 01 0.800 Ec 4031 ksi Steel Fy ksi Es AA ksi Inter-Layer Clearance in Bottom in i n Side Cover „amu Consider p' As'Location 'Compression REINF Count Bar Number Depth to bar As bar As Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer 2.56 1 128 2,16 2nd Layer 0.00 0.00- 0.00 0,000 n/a 3rd Layer 0 000 0.00 0,000 n/a 4th Layers f = 000 1 0.00 1 000 1 0 000 1 n/a Pension RIANI, 4th Layer r"T'� ' 000 0.00 000 0 n/a �,,�.� . ,'�� 3rd Layer a ,, 000 0.00 000 0 n/a 2nd Layer '` ryEy , >,r< 000 000 000 0 n/a Extreme-most Layer 100 5,00 21 44 1 128 1.34 (OK) in or auto int m2 in in in Global. d 2144 in d' 2.56 in As 5 00 in' As' 4 00 in As min 1.36 in (OK) p(rho) 1.30 % Internal \xial 1•Drees: O" Amn � Strain Com atibili A�eial Force E uilibrium Moment CapacityLaver de th in strain stress ksi Area inZ Force kis Moment(k-in) Comp Web 1 96 0.00300 4.25 70.59 300 Comp Flange s,max 9 93 in (OK) As 1 As'2 C 490 in As'3 Extreme Fiber£s 00101 As'4 0.90 Pension C ontrolled Aso Mn 487 kip-ft As3 As2 �Mn 438 kip-ft jAsI 1 21441 -0.01012 -60001 51 300 5843 Mu 389 kip-ft 0,001 5843 T ansvorsc Shear RHN1, Shear• Fysr' _, ;r.ksi Vn,max 273 kips = 1000*sgrt(fc)*bw*d Transverse Bar Mark.' f'.:4,N ....,i V 55 kips = 2.00*sgrt(fc)*bw*d Spacings ;,a.,, in Vs 51 kips = 1 89*sgrt(fc)*bw d Legs,T 411 11 1.00, AVT/layer 040 in �Vn 80 kips Vu 78 kips (0K) Longitudinal Skin HLINI, Required? No Maximum Spacing in Side Barsmrg mark Number of Side Bar Pairs or Above' w 0 00 W l0 Spacing, N/A in Deflections. L/h max 16 No DcRect.ion L alculatiuna Rcq'd fr 530 psi L/h actual 15 b,eff 18 in Check Anyway w,.,' Ig 20736 in' L/0 Limit Met 76.4 ft-kip Ma,DL Fc , ft-kip n 7.20 Ma,DL+LL ,«.�.s ft-kip Ac,d 385 848 inZ Loading Type Icrack 10038 in' P' 001037 EC 4031 ksi % 1,32 to DL 10069 in' Ie DL+LL 10042 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab? ° ADL ", ;•;in 11 705 lin A DL+LL in 13330 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 000 100 1 00 in Total Long Term Deflection 5.59 in (N t 1 Ybar 0,00 500 2.56 21 44 in Area/c 1800 0.00 000 000 in' Uncracked Ixx Calculation Area 000 0.00 2478 35.98 in Beam Slab A*Ybar/c 900 000 0.00 000 in' Ybar 12.00 000 in A*Ybar/c 0.00 000 2478 35.98 in' Area 432 0 in, A*Ybar 0.00 0.00 -63.54 771 17 in' A*Ybar 5184 0 in' c 6.83 in Ybar,G 12.00 in Ybar 34f 500, 4.27 1461 in Iself 20736 0 in° Area 122.93 0.00 2478 35.98 in' AY+Iself 20736 0 in' Iself 478 0 in [,gross 20736 in' AY 1433 0 451 7675 in Icrack 10038 in' Icrack/Igross 48% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) A Ultimate Forces. Beam ID' Mu kip-ft Project; i Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 1 LAVER OF(3)#9 TENSION Length ft Width in 44 STIRRUPS @ 9 in Height in Fixity Type Member Type T Beam Slabin B,flange 11 auto or in b,eff 64 0 in Concrete Fc psi Pi 0 800 Ec 4031 ksi Steel Fy SEIM ksi Es ksi Inter Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location Compression RIA s F Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1 00 1 400 1 406 1 128 2.16 (OK) 2nd Layer 0.00 000 000 0 000 n/a 3rd Layer . 000 000 0.00 0 000 n/a W 0 U.) 4th Layer 0.00 0.00 0.00 0 000 n/a Tension REIN'F 4th Layer 0.00 0.00 000 0 n/a 3rd Layer 0 00 0.00 000 0 n/a 2nd Layer 0.00 000 000 0 n/a Extreme-most Layer 100 300 1994 1 128 3.80 (OK) in or auto in in' in in in Global d 19.94 in d' 4 06 in As 3.00 in' As' 4 00 inZ As min 1.27 in' (OIC) p(rho) 0.41 % Internal kxial Forces. Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area(in2 Force kis Moment(k-in) Comp Web 0.33 0.00300 4.25 1191 51 Comp Flange 0.33 000300 4.25 30.44 129 0 s,max 6.18 in (OK) As'l As'2 c 0.83 in As'3 Extreme Fiber Es 0.0693 As'4 0.90 Tension Controlled As4 Mn 294 kip-ft As3 As2 �Mn 265 kip-ft jAsl 19.94 -0.06930 -60,001 31 Igol 3529 Mu 211 kip-ft (OK) ZI 0 01 3529 "Transverse Shear REINF Shear- Fyksi Vn,max 254 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark Vc 51 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 53 kips = 2.10*sgrt(fc)*bw*d #Legs,T AvT/layer 0.40 in' �Vn 78 kips Vu 71 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs, _ 4 or Above' Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req d fr 530 psi L/h actual 11 b,eff 64 in Check Anyway 0,99M Ig 35417 in' UA Limit Wnd= Mcr 99 8 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 726.848 in' Loading Type (crack 6753 in' P' 000550 Ec 4031 ksi 7 1.57 le DL 35417 in le DL+LL 14872 in' Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely W/in Slab? A DLin 10.047 to 0 DL+LL =in 10.208 ]in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.07 in (Oh) Ybar Ic 0.50 0.50 100 100 in Total Long Term Deflection 0.29 in Ybar 000 000 -406 1994 in Area/c 18.00 46.00 000 000 in' Uncracked Ixx Calculation Area 000 000 2478 21.59 in' Beam Slab A*Ybar/c 900 23001 0001 000 in' Ybar 12.00 4.00 in A*Ybar/c 000 0001 24781 21.59 in' Area 432 368 in A*Ybar 000 0001 100711 -430.33 in' A*Ybar 5184 1472 in' c 341 in Ybar,G 8.32 in Ybar 1 71 171 -065 16.52 in Iself 20736 1963 in4 Area 6144 15700 28.78 21.59 in' AY+Iself 26586 8830 in Iself 60 152 -in 4 I,gross 35417 in' AY 179 457 12 5893 in4 Icrack 6753 in' Icrack/Igross 19% w N Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Porces, Beam ID- N41 AM-11 gy 0"hY' Mu kip-ft Project: -,V, 0", Vu kips Date: Pu Mkips Engineer Reinforcement Summary I LAVER OF(3)99 TENSION Length a.ft Width in 04 STIRRUPS Oa 10 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 18.0 in Concrete. F'c psi P1 0.800 Ec 4031 ksi Steel- Fy ksi ES ksi Inter-Layer Clearance W41W in Bottom Cover in Side Cover in Consider p' As'Location '(ompression REINF Count Bar Number Depth to bar As bar As Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1.00 400 2.56. 1 128 2.16 ((.)K) 2nd Layer0.00 0.00 000 0.000 n/a 'AIM 3rd Layer JVANj,�,W, 0, 000 00o 000 0000 n/a f 4th Layer v. 0; 0.00 1 0.00 0.00 0 000 1 n/a "Pension 121,1\1, 4th Layer ' f'. 0.00 000 0.00 0 n/a 3rd Layer f"a 000 0.00 0.00 0 n/a 2nd Layer -r 0.00 0.00 000 0 n/a Extreme-most Layer 100 300 2144 1 128 3 80 (Oh) in or auto in inZ in in in Global. d 2144 in d' 2.56 in As 300 in' As' 4 00 in As min 1.36 inZ (()K) p(rho) 0.78 % Internal Axial 1•orces. 6 Strain Compatibility Axial Force Equilibrium Moment Capacity a Laver depth in strain stress ksi Area(in2 Force kis Moment(k-in) x' ¢, Comp Web 1 18 000300 4.25 42.35 180 Comp Flange s,max 9.93 in (OK) As'l As'2 c 2.94 in As'3 Extreme Fiber Es 0.0189 As'4 0.90 Tension Controlled As4 Mn 304 kip-ft As3 As2 �Mn 274 kip-ft jAsl 21 44 -0018861 -60.001 31 180 3647 Mu 238 kip-ft (OK) EL 0001 3647 Transverse Shear RL"I\F Shear, Fy ksi Vn,max 273 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark"' Vc 55 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 51 kips = 1 89*sgrt(fc)*bw*d I 9 Legs,T AvTAayer 0.40 in �Vn 80 kips Vu 71 kips (OK) Longitudinal Skin RLINF Required? No Maximum Spacing in Side Bars e " `^s mark Number of Side Bar Pairs 4 or Above' W W Ln Spacing, N/A in Deflections. L/h max 16 No Inflection Calculations Req d fr 530 psi L/h actual 11 b,eff 18 in Check Anyway; ,. .> as: Ig 20736 in' L/A Limit `' '""fid :x'f Mer 76,4 ft-kip Ma,DL 2y, ft-kip n 7.20 ..,.,, Ma,DL+LL ft-kip Ac.d 385 848 in Z Loading Type Ztu ,� ' Icrack 6694 in P, 001037 Ec 4031 ksi > 1.32 le DL 18037 in° le DL+LL 8474 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab? A DL - ""'._{I in 10090 to A DL+LL 0.353 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.05 in (OK) Ybar/c 0,50 0.00 1 00 1 00 in Total Long Term Deflection 0,48 in Ybar 000 400 2.56 21 44 in Area/c 18.00 0 00 000 0.00 inZ Uneraeked!xx Calculation Area 000 0.00 2478 21.59 in Beam Slab A*Ybar/c 900 000 0,001 0.00 in' Ybar 12,00 000 in A*Ybar/c 0.00 000 24781 21.59 in Area 432 0 in' A*Ybar 000 000 -63.54 -462.70 in' A*Ybar 5184 0 in' c 549 in Ybar,G 12.00 in Ybar 2.75 400 2.93 1594 in Iself 20736 0 in° Area 98.87 000 2478 21.59 in Z AY+Iself 20736 0 in' Ilself 249 0 in° I,gross 20736 in AY 746 0 213 5487 in' Icrack 6694 in° Icrack/Igross 32% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID- Mu i0kips kip-ft Project: Vu kips Date: Pu Engineer Reinforcement Summary Geometry. I LAYER OF(3)#9 TENSION Length ft Width in #4 STIRRUPS @ 9 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 90.0 in Concrete. F'c psi P 0.800 Ec 4031 ksi Steel Fy ksi Es ksi Inter Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location Compression REINS Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 100 400 406 1128 2.16 (OK) 2nd Layer 000 000 000 0 000 n/a 3rd Layer 0.00 000 0.00 0 000 n/a w rn 4th Layer 0.00 000 000 0.000 n/a Tension REIN F MAMRS 4th Layer 000 0.00 0.00 0 n/a 3rd Layer 0 00 0.00 000 0 n/a 2nd Layer 000 000 000 0 n/a Extreme-most Layer 1 00 300 19.94 1 128 380 (OK) in or auto in in' in in in Global. d 1994 in d' 4 06 in As 3 00 in As' 4 00 in' As min 1.27 inZ \UN p(rho) 0.32 % Internal kxial Forces. Strain Compatibility Axial Force Equilibrium Moment Capacity Em rAs'l de th in strain stress ksi Area inZ) Force kis Moment(k-in) 0.24 0.00300 4.25 8.47 36 0.24 000300 4.25 33.88 144 0 s,max 6.18 in (OK) c 0.59 in As'3 Extreme Fiber Es 00987 As'4 0 90 Tension Controlled As4 Mn 296 kip-ft As3 As2 �Mn 266 kip-ft jAsl 1 19941 -0098671 -60,001 31 180 3546 Mu 184 kip-ft (()K) ZI 0001 3546 Transverse Shear REI\F Shear• Fyksi Vn,max 254 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark Vc 51 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 53 kips = 2.10*sgrt(fc)*bw*d I #Legs,T AvT/layer 040 in Z �Vn 78 kips Vu 66 kips (OK) Longitudinal Skin RLINF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairsm#or Above' Spacing,i, N/A in Deflections: L/h max 16 No Detlection Calculations Req d fr 530 psi L/h actual 15 b,eff 90 in Check Anvway Ig 39607 in' L/A Limit Mcr 105 6 ft-kip Ma,DL ft-kip n 7,20 Ma,DL+LL ft-kip Ac,d 934 848 in Loading Type Icrack 7034 in' P' 0.00428 Ec 4031 ksi 21 165 Ie DL 39607 in' Ie DL+LL 21995 in' Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely W/in Slab? A DL in 10,090 ui A DL+LL in 10.250 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in (OK) Ybar/c 0.50 0.50 100 1 00 in Total Long Term Deflection 0.40 in Ybar 000 0,00 -406 19 94 in Area/c 18.00 72.00 0.00 0.00 inZ Uncracked Ixx Calculation Area 000 000 2478 21 59 in Beam Slab A*Ybar/c2 900 36.00 0.00 0.00 in3 Ybar 12.00 400 in A*Ybar/c 000 000 2478 21.59 in' Area 432 576 in A*Ybar 000 0.00 10071 -430.33 in' A*Ybar 5184 2304 ins c 2.96 in Ybar,G 743 in Ybar .148 1.48 1 11 16.98 in Iself 1 207361 3072 in' Area 53.25 21301 28.78 21.59 in AY+Iself 297641 9843 in' Iself 39 155 in' I,gross 39607 in AY 117 466 35 6222 in' Icrack 7034 in' Icrack/Igross 18% w F, 00 W Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate I•orces. Beam ID- MU D Mu �,Pr kip•ft Project: Vu P? kips Date: Pu ;kips Engineer Reinforcement Summar 6cometry 1 LAYER OF(3)#9 TENSION Length " ft Width i in #4 STIRRUPS®9 in Height �;,; in Fixity Type Member Type, , T-Beam Slab in B,flange "'yx auto or in b,eff 900 in (oncretc. } "•' Fc ��.w�k psi R, 0.800 Ec 4031 ksi Steel• Fye°< ksi Es =.,.t. ksi Inter-Layer Clearance ' in Bottom Cover "„?;w.,, in Side Cover Y.. ”"r- >,in Consider p' As'Location Compression RE.INF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer : ' ,4„a 1 00 4 00 4 06 1 128 2.16 (()K) 2nd Layer ; ..;T; ,s 2 ,s V'11,, �'' 0.00 000 0.00 0.000 n/a 3rd Layer 0.00 0 00 000 0.000 n/a h}� 4th Layer 000 000 000 0,000 n/a Tension REIM, 4th Layer I-M, 4 0!2, 000 000 000 0 n/a X 3rd Layer 000 000 000 0 n/a 2nd Layer 000 000 000 0 n/a 1 00 300 1994 1 128 3 80 (0K) Extreme-most Layer "J" —7i,MR , . by in or auto in' in' in in n in Global d 1994 in d' 4 06 in As 300 in 2 As 4 00 in 2 As min 1.27 in 2 Ni 1 p(rho) 0.32 % Internal kxial 1,orces. Strain Compatibility Axial Force Equilibrium Moment Capacity Layer I depth in strain stress(ksi) Area(in2) Force(kips) Moment(k in) Comp Web 0.24 000300 4.25 847 36 Comp Flange 0.24 000300 4.25 33 88 144 0 s,max 6,18 in (()K) As I As'2 c 0.59 in As'3 Extreme Fiber Cs 00987 As 4 0,90 1 erasion C,ontrol Icd As4 Mn 296 kip-ft As3 As2 �Mn 266 kip-ft jAsl 1 19941 .0098671 .60001 31 1801 35461 Mu 156 kip-ft (01") ZI 0 001 35461 'rransverse Shear IIFINI� ShcHr, Fy Ix ksi Vn,max 254 kips = 1000*sqrt(fc)*bw*d Transverse Bar Mark; Vc 51 kips = 2.00*sqrt(fc)*bw*d Spacing,"T in Vs 53 kips = 2,10*sqrt(fc)*bw*d 4 Legs,T AvT/layer 040 in2 �Vn 78 kips Vu 66 kips (0 K) Longitudinal Skin RLINF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or Above' C) W � N -- Spacing, N/A in Deflections. L/h max 16 No Uuflection C alculauons Rcq'd fr 530 psi L/h actual 15 b,eff 90 in Check Anyway .," r y,y~ Ig 39607 in ' UA Limit Aft Mcr 1056 ft-kip Ma,DL °., ''g ft-kip n 7.20 Ma,DL+LL " v,;,; a ft-kip Ac,d 934 848 in' Loading Type ., x' Icrack 7034 in' p' 000428 Ec 4031 ksi ),. 1.65 Ie DL 39607 in' Ie DI.,+LL 30279 in Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely Win Slab? A DL q in 10,079 in A DL+LL A in 10.157 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in (OK) Ybar/c 0.50 0.50 1 00 1 00 in Total Long Term Deflection 0.29 in Ybar 000 0.00 -406 19.94 in Area/c 18.00 72.00 0.00 0.00 inZ Uncracked Ixx Calculation Area 0.00 000. 2478 21.59 in Beam Slab A*Ybar/c 900 36.00 000 000 in' Ybar 12.00 400 in A*Ybar/c 0 00 EE 0.00 2478 21.59 in' Area 432 576 in A*Ybar 0.00 000 10071 -430.33 in A*Ybar 5184 2304 in c 2.96 in Ybar,G 743 in Ybar 148 148 1 11 16.98 in Iself 20736 3072 in Area 53.25 213 01 28.78 21.59 in' AY+lself 29764 9843 in [self 39 155 in° I,gross 39607 in AY 117 466 35 6222 in Icrack 7034 in' icrack/Igross 18% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID: Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary (,eomch'Y' 1 LAYER OF(5)49 TENSION Lengthft Width in 44 STIRRUPS @ 9 in Height in Fixity Type Member Type T-Beam Slab in B,flange ,auto or in b,eff 18.0 in Concrete F'c psi Pi 0.800 Ec 4031 ksi Steel Fy ksi _LCL� Es ksi Inter-Layer Clearance in Bottom Cover, in Side Cover in Consider p' As'Location Compression 12E1\F Count Bar Number Depth to bar As/bar As/La er d Diameter Horiz Clr Spacing Check Extreme-most Layer 1 00 400 1 2.56 1 1 128 2.16 (Oh) 2nd Layer maim 000 000 1 000 0 000 n/a 3rd Layer 0.00 000 000 0 000 n/a W N N w W 4th Layer 0.00 0.00 000 0.000 n/a Tension RUNT 4th Layer 000 000 000 0 n/a 3rd Layer 0 00 000 0.00 0 n/a 2nd Layer 000 000 0.00 0 n/a Extreme-most Layer 1 00 500 2144 1 128 1.34 (()K) in or auto in in in in in Global d 2144 in d' 2.56 in As 5 00 int As' 4 00 in As min 1.36 in (OK) p(rho) 1.30% Internal axial 6 orces, s Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area inZ) Force(kips) Moment(k-in) Comp Web 1 96 000300 4.25 7059 300 Comp Flange s,max 9 93 in (OK) As 1 As'2 c 4.90 in As'3 Extreme Fiber Es 00101 As'4 0 0.90 'tension Controlled As4 Mn 487 kip-ft As3 As2 OMn 438 kip-ft jAsl 1 21 44 -001012 -60,001 51 3001 5843 Mu 334 kip-ft (Ok) ZI 0.001 5843 Transverse Shear RUNT' Shear• Fyksi Vn,max 273 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark Vc 55 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 57 kips = 2.10*sgrt(fc)*bw*d #Legs,T AvT/layer 0.40 in �Vn 84 kips Vu 65 kips (OK) I,ongitudinal Skin RVANF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs=#or Above' 1 Spacing, N/A in Deflections; L/h max 16 No Deflection Calculations Req d fr 530 psi L/h actual 14 b,eff 18 in Check Anyway Ig 20736 in° UA Limit Mer 76.4 ft-kip Ma,DLft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 385 848 in' Loading Type Icrack 10038 in' p001037 Ec 4031 ksi 1.32 Ie DL 19070 in Ie DL+LL 11246 in Auto-Calculated Slab Depth 0 in Deflections; Compression Zone Entirely W/in Slab? Change to'Nu A DL in 0,148 m 0 DL+LL in 10,492 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0.50 000 100 1 00 in Total Long Term Deflection 0.69 in Ybar 0.00 0.00 2.56 2144 in Area/c 18.00 000 000 000 int Uncracked lxx Calculation Area 000 0.00 2478 3598 in Beam Slab A*Mbar/c 900 000 0.00 000 in Ybar 12.00 0.00 in A*Ybar/c 000 0.00 2478 3598 in3 Area 432 0 int A*Ybar 0.00 0.00 -63.54 771 17 in' A*Ybar 5184 0 in c 6,83 in Ybar,G 12.001 in Ybar 341 000 4.27 1461 in Iself 20736 0 in' Area 122.93 000 2478 35.98 int AY+lself 20736 0 in' Iself 478 0 in 1,gross 20736 in' AY 1433 0 451 7675 m4 Icrack 10038 in leracWlgross 48% w lv W N U1 Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Fore". Beam ID: "`s' Mu kip-ft Project: Vu µ,,;= kips Date: Pu �;;,� ,„ ,,, kips Engineer Reinforcement Summate Geometry 2 LAYERS OF(5)#9 TENSION Length �'' ..fs%�., ,'�`r.ft Width ; 5 "5'in #4 STIRRUPS @ 9 in w/3 VERT LEGS Height .v in Fixity Type Member Type T-Beam Slab :4+% in B,flange auto or in b,eff 840 in Concrete. F'cs, psi a, 0.800 Ec 4031 ksi O Steel Fy ` ksi 'JX Es ksi Inter-Layer Clearance in Bottom Cover,;,, in i•q Side Cover ,,; in Consider p' As'Location 'Compression REI1'F Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer 100 400 1 406 1 128 2.16 (()K) 2nd Layer 41s ', 000 0.00 0.00 0 000 n/a 3rd Layer ' ✓ ,:v:Q,.;r:,r "', °5 0.00 0.00 0.00 0 000 n/a 4th Layer . ' " 0.00 0 00 0 00 0.000 n/a Tension MANI, 4th Layer „„ ”. 3 000 000 0.00 0 n/a 3rd Layer % ;, I, ; 000 0.00 000 0 n/a 2nd Layer ' 1 00 400 1781 1 128 2.16 (0K) Extreme-most Layer ,, r 100 500 1994 1 128 1.34 (OK) in or auto inZ inZ in in in Global. d 18.99 in d' 4 06 in As 900 int As' 4 00 inZ As min 1.21 inZ (OK) p(rho) 103 % Internal Axial I-orces: Ya��!� Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area in Force kis Moment(k-in) Comp Web 076 000300 4.25 27.23 116 Comp Flange 0.76 000300 4.25 9983 424 0 s,max 6.18 in (OK) As'] As'2 c 1 89 in As'3 Extreme Fiber Es 0.0286 As'4 0.90'Pension Controlled As4 Mn 821 kip-ft As3 As2 17.81 -0.02526 -6000 4 240 4092 �Mn 738 kip-ft jAsI 19941 -0.02863 -6000 5 300 5754 Mu 595 kip-ft (OK) ZI 0001 9846 Transverse Shear IILINF Shear, Fy ksi Vn,max 242 kips = 1000*sgrt(fc)*bw*d Transverse Bar Mark Vc 48 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 76 kips = 3 14*sgrt(fc)*bw*d I #Legs,T .. AvT/layer 060 in �Vn 93 kips Vu 81 kips (OK) Longitudinal Skin RLINF Required? No Maximum Spacing in Side Bars kms, A, %:�'(', {`mark Number of Side Bar Pairs, " 11? yx`#or Above' W N W N — J Spacing, N/A in Deflections. L/h max 16 No fhflccl.ion Calculations Rcq d fr 530 psi L/h actual 14 b,eff 84 in Check Anyway",,*:, Ig 38758 in' L/A Limit .A „4( s�-t Mcr 1044 ft-kip Ma,DL IMPARM,ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 86982 in Loading Type = ad Icrack 16140 in' P' 000460 Ec 4031 ksi x 163 Ie DL 23640 in' Ie DL+LL 18054 in Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely Win Slab? . A DLin 10 179 lin A DL+LLmlo in 0.369 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0.50 0.50 100 1 00 in Total Long Term Deflection 0.67 in Ybar 0.00 0.00 -406 18.99 in _ Area/c 18.00 66.00 000 000 inZ Uncracked Ixx Calculation Area 0.00 0.00 24 78 6476 in Beam Slab A*Ybar/c 900 3300 0.00 0.00 in Ybar 12.00 4.00 in A*Ybar/c 000 000 24.78 6476 in Area 432 528 in A*Ybar 000 0.00 100.71 122972 in A*Ybar 5184 2112 in c 466 in Ybar,G 760 in Ybar 2.33 2.33 0.60 14.33 in Iself 20736 2816 in Area 83.92 307.72 2478 6476 in AY+Iself 29100 9659 in° Iself 152 557 in [,gross 38758 in AY 456 1672 9 13293 in [crack 16140 in Icrack/Igross 42% i Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID- Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometrv' 1 LAYER OF(3)49 TENSION Length ft Width in #3 STIRRUPS @ 10 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 18.0 in Concrete, Fe psi Pi 0.800 Ec 4031 ksi Steel Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover. in Side Cover in Consider p' As Location Compression 11EIN I, Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer 1 00 400 394 1 1 128 1 2.24 (OK) 2nd Layer 0.00 0 00 000 0.000 n/a 3rd Layer 000 0.00 000 0.000 n/a W N 00 W lD 4th Layer 0.00 0 00 0.00 0.000 n1a Tension REINF 4th Layeri0, 000 0 000 000 0 n/a 3rd Layer 0 000 000 0 n/a 2nd Layer 0 000 000 0 n/a Extreme-most Layer 3 00 20.06 1 128 393 (0K) in or auto Int in in In in Global d 20 06 in d' 3 94 in As 3 00 inZ As' 4 00 in As min 1.28 in p(rho) 0.83 % Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area(in Z Force kis Moment(k-in) Comp Web l 18 000300 4.25 42,35 180 Comp Flange s,max 6.49 in (OK) As'l As'2 C 2.94 in As'3 Extreme Fiber Es 00175 As 4 4) 090 'tension Controlled As4 Mn 283 kip-ft As3 As2 �Mn 255 kip-ft jAsl 1 20.06 -0017461 -6000 3 180 3399 Mu 119 kip-ft (OK) Y1 0. 01 3399 Transverse Shear REINF Shear Fvksi Vn,max 255 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark, Vc 51 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 26 kips = 1 04*sgrt(fc)*bw*d I #Legs,T AvT/layer 0.22 in OVn 58 kips Vu 45 kips (OK) Longitudinal Sldn REINF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairsm#or Above' t Spacing, N/A in Deflections: L/h max 16 No Deflection C.alcufations Rcq d fr 530 psi L/h actual 14 b,eff 18 in Check Anyway Ig 20736 in' L/A Limit Mcr 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 361 098 in Loading Type Icrack 5635 in' P' 001108 Ec 4031 ksi 1.29 Ie DL 20736 in' Ie DL+LL 12588 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab? A DL in 10.127 in A DL+LL Im in 10.275 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OIC) Ybar/c -0.50 0.00 1 00 100 in Total Long Term Deflection 0.44 in Ybar 000 4.00 394 2006 in Area/c 18.00 000 0.00 000 in Uncracked Ixx Calculation Area 0.00 0.00 2478 21.59 int Beam Slab A*Ybar/c 900 000 0.00 000 in' Ybar 12.00 0.00 in A*Ybar/c 000 000 2478 21.59 in' Area 432 0 in' A*Ybar 000 000 -9761 -43302 in' A*Ybar 5184 0 in' c 5.52 in Ybar,G I 12.00 in Ybar 2.76 400 1.58 14.54 in Iself20736 0 in° Area 9942 0.00 2478 21.59 in E]j AY+Iself 20736 0 in° Iself 253 0 in I,gross 20736 in A} 758 0 62 4562 in' Icrack 5635 in Icrack/Igross 27% W W 0 W Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate 1�orecs. Beam ID• MuMkips kip-ft Project: ;,; Vu kips kips Date: yfl PuEngineer S lleinforcement Summary (:.eometrl' I LAVER OF(5)#9 TENSION Length ft Width a `,$v," , ,'in 44 STIRRUPS @ 6 in Height , in Fixity Type Member Type T-Beam Slab; J,:, ;in `sire •. B,flange f A .„=auto or in b,eff 18.0 in f oncrete. F'c .? 3 'y.. <.psi Pi 0.800 Ec 4031 ksi Steel FyL m ksi Es ksi Inter-Layer Clearance t-ffiJ in Bottom Cover �) rI in Side Cover fiy,Vin Consider p As'Location l.ompression RF,1\F Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 100 1 400 1 2.56 1 128 2.16 (OK) 2nd Layer ? 0.00 000 000 0 000 n/a 3rd Lay V ; f 0.00 0.00 000 0.000 n/a 4th Layer r ;'r , *x.s 'pension RIAN1 0 00 000 000 0 000 n/a 4th Layer ' r,,;...,... 0 00 0 00 0 00 0 n/a 3rd Layers^`'.k , 000 0.00 000 0 n/a 2nd Layer y x. ;� ,h ., 0.00 0.00 000 0 Extreme-most Layer h n/a 1 00 5 00 21 44 1128 1.34 (OK) in or auto int int in in in Global d 21 44 in d' 2.56 in As 500 inZ As 400 inZ As min 1.36 int (C)k) p(rho) 1.30 % Internal Axial Forces: . `s " ,"''ya' _"` Strain Compatibility Axial Force E uilibrium Moment Capacity ec 3i Layer depth in strain stress ksi Area(in Z Force kis Moment(k-in ., - Comp Web 1 96 000300 4.25 7059 300 Comp Flange s,max 993 in (OIC) As'l As'2 C 490 in As'3 Extreme Fiber Es 00101 As'4 0.90 Tension Controlled As4 Mn 487 kip-ft As3 As2 lllMn 438 kip-ft jAsI 2144 -001012. -60.00 5 300 5843 Mu392 kip-ft (OK) ZI 0.005843 Transverse Shear RIANF Shear• Fy I ksi Vn,max 273 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark,. VC 55 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 86 kips = 3 14*sgrt(fc)*bw*d I #Legs,T g" AvT/layer 040 in �Vn 105 kips Longitudinal Skin REI\h Vu 83 kips (OK) Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or Above' w w N W ) W W Spacing, N/A in Deflections, L/h max 16 No Deflection Calculations Rcy'd fr 530 psi L/h actual 14 b,eff 18 in Check An a Ig 20736 in' M, "I 'VOW L/A Limit . +1,100 Mcr 76.4 ft-kip Ma,DL i ft-kip n 7.20 Ma,DL+LLft-kip Ac,d 385 848 inZ Loading Type Icrack 10038 in P' 0:01037 Ec 4031 ksi X 1.32 Ie DL 10169 in' Ie DL+LL 10050 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab? f A DL a in 10.912 lin A DL+LLQ ; r in 11.995 lin Cracked Moment of Inertia Calculation Beam ISlab To Steel Bottom Steel Allowed Deflection 1.40 in Ybar/c 0.50 0.00 100 1 00 in Total Long Term Deflection 3.20 in (N(: 1 Ybar 0.00 400 2.56 21 44 in Area/c 18.00 000 0.00 000 in Z Uncracked Ixx Calculation Area 000 000 2478 3598 in Beam Slab A"Mbar/c 900 0.00 000 000 in' Ybar 12.00 000 in A"Ybar/c 000 0.00 24 78 35 98 in' Area 432 0 in' A"Ybar 0.00 000 -63.54 771 17 in' A'Ybar 5184 0 in' c 6.83 in Ybar.G 12.00 in Ybar 341 400 4.27 1461 in Iself 20736 0 in° Area 122.93 0.00 24 78 35.98 in Z AY+Iself 20736 0 in' Iself 478 0 in I,gross 20736 in' AY 1433 0 451 7675 in' Icrack 10038 in' Icrack/Igross 48% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID- Mu µ '.kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry I LAYER OF(3)#9 TENSION Length ft Width in #4 STIRRUPS @ 10 in Height in Fixity Type Member Type T-Beam Slabin B,flange 11auto or in b,eff 24 0 in C oncrete F'c psi P1 0.800 Ec 4031 ksi Steel Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover w in Side Cover in Consider p ' As'Location 'Compression' REI`F Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 100 4,00 2.56 1 128 4 16 (OK) 2nd Layer 0.00 0.00 000 0.000 n/a 3rd Layer 0.00 060 0.00 0 000 n/a W w W } Ln 4th Layer ' 000 0.00 0.00 0.000 n/a , Tension REINF 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0,00 0.00 000 0 n/a 2nd Layer 000 000 000 0 n/a Extreme-most Layer 1 00 300 3344 1 128 6.80 (()k) in or auto ill int in in in Global. d 33 44 in d' 2,56 in As 3.00 inZ As' 4 00 in' As min 2,84 in (Ol.) p(rho) 0.37 % Internal Axial Forces. Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area(in Z Force kis Moment(k-in Comp Web 0.88 0.00300 4.25 42.35 180 Comp Flange s,max 9.93 in (OK) As'l As'2 C 2.21 in As'3 Extreme Fiber Es 0,0425 As'4 0.90 Tension Controlled As4 Mn 488 kip-ft As3 As2 �Mn 439 kip-ft jAsl 1 33441 -0,04247 .60.001 31 180 5860 Mu 395 kip-ft (OK) ZI 0.001 5860 Transverse Shear RN;1NF Shear Fy ksi Vn,max 567 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark VC 1-13 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 80 kips = 141*sgrt(fc)*bw*d f #Legs,T 11 AvT/laver 0 40 inZ �Vn 145 kips Vu 79 kips (Oh) Longitudinal Skin REINH Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs M#or Above' Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req d IT 530 psi L/h actual 10 b,eff 24 in Check Anvway Ig 93312 in L/6 Limit Mcr 2291 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 802.464 in' Loading Type Icrack 18239 in P' 0.00498 Ec 4031 ksi % 161 Ie DL 93312 in' le DL+LL 93312 in' Auto-Calculated Slab Depth 0 in Deflections, Compression Zone Entirely Win Slab? Change to'Nn A DL in 0.030 m 0 DL+LL ME in 10.059 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0.50 0.00 100 1 00 in Total Long Term Deflection 0.11 in Ybar 000 000 2.56 3344 in Area/c 2400 000 000 0.00 in Uncracked Ixx Calculation Area 000 0001 2478 21.59 in' Beam Slab A*Ybar/c 12.00 0.00 0.00 000 in Ybar 18.00 0.00 in A*Ybar/c 0.00 000 2478 21.59 in Area 864 0 in A*Ybar 000 000 -63 54 721 73 in' A*Ybar 15552 0 in c 6.39 in Ybar,G 18.00 in Ybar 3 19 0.00 3 82 2705 in iself 93312 Olin' Area 153.24 0.00 24 78 21.59 in AY+lself 93312 Olin 4 Iself 521 0 in4 I,gross 93312 in4 AY 1562 0 362 15795 in [crack 18239 in' Icrack/Igross 20% W w rn W � J Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate horces, Beam ID- MU kip-ft Project: x Vu s<r, kips Date: Pu kips Engineer Reinforcement Summary Geometry 1 LAYER OF(8)#9 TENSION Length f . . ° 'a, ti Width , in 44 STIRRUPS @ 10 in Height in Fixity Type c''s Member Type , T-Beam Slab d;in B,flange auto or in b,eff 390 in C"oncrctc. F'c Q psi 01 0.800 Ec 4031 ksi Steel Fyksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location 'Compression RFINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer0•- ] 00 400 1 4.06 1 128 416 (OK) 2nd Layer , "" s 0 00 0.00 0.00 0 000 n/a 3rd Layer ' 0.00 000 0.00 0.000 n/a 4th Layer x' r �,F„” -MANIt''` 0.00 000 0.00 0 000 n/a Tension Rli;l\f 4th Layer ?, ' .,� >qU" r�' ' y,`��'; 000 000 000 0 n/a 3rd Layer 1 000 000 000 0 n/a 2nd Layer ;' r ;4, ,Q „z, eu ,; 0.00 000 000 0 n/a Extreme-most Layer r $ ; , 1 00 8.00 25 94 1 128 1 13 (OK) in or auto in' in' in in in Global. d 25.94 in d' 406 in As 8.00 inz As' 400 in As min 2.20 inz (()K) p(rho) 108 % Internal Axial 1•orces: Strain Compatibility Axial Force E uilibrium Moment Capacity Layer depth in strain stress ksi z Area in Force kis Moment(k-in) Comp Web 145 0.00300 4,25 6950 295 Comp Flange 145 000300 4.25 4344 185 0 s,max 6.18 in (OK) As'l As'2 c 362 in As'3 Extreme Fiber es 0.0185 As'4 0.90'Pension Controlled As4 Mn 980 kip-ft As3 As2 �Mn 882 kip-ft jAsl 25941 .0018491 -60001 8 -480 11754 Mu 681 kip-ft (OK) F1 0 01 11754 'transverse Shear R1',1\I' Shear, FY ksi Vn,max 440 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark yl Vc 88 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 62 kips = 141*sgrt(fc)*bw*d #Legs,T Av-rAayer 0.40 in �Vn 113 kips Vu 104 kips (OK) Longitudinal Skin RN I\I, Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs4`; .INXI#or Above W W 00 W W 1p Spacing,t, N/A in Deflections. L/h max 16 No Dcflcction Calculations Rcy'cl fr 530 psi L/h actual 6 b,eff 39 in Check Anyway ," ,�~ Ig 67086 in' L/A Limit 4, Mcr 178.9 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL a; `,3 -, ft-kip Ac,d 742.464 inZ Loading Type ;.-,- t I Icrack 25302 in' P' 0.00539 Ec 4031 ksi % 1.58 Ie DL 67086 in Ie DL+LL 67086 in Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely W/in Slab? 0 DLI MM in 10011 to A DL+LL RIJIMM in 10,015 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.65 in (OK) Ybar/c 0.50 0.50 100 100 in Total Long Term Deflection 0.04 in Ybar 000 0.00 .406 25.94 in Area/c 2400 1500 0.00 000 in Z Untracked lxx Calculation Area 000 0.00 2478 57.56 in Beam Slab A*Ybar/c 12.00 7.50 000 0.00 in Ybar 1500 400 in A*Ybar/c 000 0.00 2478 57.56 in; Area 720 120 in' A*Ybar 0.00 0.00 100.71 1492.90 in A*Ybar 10800 480 in' c 7 17 in Ybar,G 1343 in i Ybar 3.59 3.59 3 11 18.76 in Iself 54000 6401 in° Area 172,131 107.58 2478 57.56 in AY+[self 55778 11308 in° Iself 738 461 ill' I,gross 67086 in' AY 22141 1383 239 20266 in' Icrack 25302 in' lerack/Igross 38% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID• Mukip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summar-, Geometry- 1 LAYER OF(6)49 TENSION Length ft Width in #4 STIRRUPS @ 6 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 39 0 in Concrete Fc psi 0, 0 800 Ec 4031 ksi Steel. Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location 'Compression REIN F Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1 00 4 00 1 406 1 128 4 16 (OK) 2nd Layer 000 0.00 0.00 0.000 n/a 3rd Layer 000 0.00 000 0 000 n/a W 0 w 4th Layer 000 0.00 000 0 000 n/a Tension REI\F 4th Layer 0.00 000 000 0 n/a 3rd Layer . 0.00 0.00 000 0 n/a 2nd Layer 000 000 000 0 n/a Extreme•IT) Layer ME1 00 6.00 25 94 1128 2.04 (Oh) in or auto Int in in in in Global d 25 94 in d' 406 in As 6.00 in' As' 400 in As min 2.20 in (OKj p(rho) 0.81 % Internal Axial Forces. Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area inZ Force kis Moment(k-in) Comp Web 109 0.00300 4.25 52.13 222 Comp Flange 1 09 0.00300 4.25 32.58 138 0 s,max 6.18 in (OK) As'l As'2 c 2.71 in As'3 Extreme Fiber Es 0,0257 As'4 4) 0.90 Tension Controlled As4 Mn 746 kip-ft As3 As2 ifiMn 671 kip-ft jAsI 1 25.94 -0025661 -60001 61 360 8946 Mu 519 kip-ft (OK) E 0 00 8946 "Transverse Shear RF.I\F Shear Fy ksi Vn,max 440 kips = 10.00*sgrt(fc)*bNv*d Transverse Bar Mark VC 88 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 104 kips = 2.36*sgrt(fc)*bNv*d I #Legs,T Av-rAayer 0.40 inZ �Vn 144 kips Vu 113 kips (OK) Longitudinal Skin REI\F Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairsm#or Above Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Redd fr 530 psi L/h actual 6 b,eff 39 in Check Anyway Ig 67086 in L/0 Limit Mcr 178.9 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 742.464 in Loading Type Icrack 20019 in' P' 0.00539 Ec 4031 ksi ) 1.58 Ie DL 30256 in Ie DL+LL 21988 in' Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely Win Slab? 0 DLin 10.05SI in A DL+LL =in 0,142 din Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.65 in (OK) Ybar/c 0.50 0.50 1 00 1 00 in Total Long Term Deflection 0.24 in Ybar 000 0.00 -406 2594 in Area/c 2400 1500 000 0.00 inz Uncraeked Ixx Calculation Area 000 000 2478 43 17 inz Beam Slab A*Ybar/c 12.00 7.50 0 00 0 00 in, Ybar 1500 400 in A*Ybar/c 000 000 2478 43 17 in' Area 720 120 inz A*Ybar 0.00 0.00 10071 111968 in' A*Ybar 10800 480 in c 6.36 in Ybar,G 1343 in Ybar 3 18 3 18 2.29 19,58 in Iself 54000 640 in Area 152.60 95.37 2478 43 17 in AY+Iself 1 55778 11308 in° lself 1 514 321 in' i,gross 67086 in AY 1542 964 130 16547 in Icrack 20019 in' IcracWlgross 30% W N Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces, Beam ID, I . I w 'Y ` :4 R Mux. kip-ft Project: Vu kips Date: w( M60,471 IN Pu kips Engineer Reinforcement Summary Geornetn' 2 LAVERS OF(8)#9 TENSION Length ft Width in #4 STIRRUPS @ 6 in w/4 VERT LEGS Height in Fixity Type ROAM Member Type i T-Beam Slab in B,flange M9 auto or in b,eff 24 0 in Concrete. Fc psi 01 0800 Ec 4031 ksi Steel Fy ksi Es ksi b 101 Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location 'Compression REINF Count Bar Number Depth to bar As bar As Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer -7 (i)KI R too 1 400 1 2.56 1 128 416 (0 2nd Layer 2 t2 000 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0,000 n/a 4th Layer 0.00 0.00 0.00 0000 Tension 4th Layer 000 0.00 000 0 n/a 3rd Layer 000 000 000 0 n/a 2nd Layer 100 300 25.31 1 128 6 80 (()K) Extreme-most Layer FE "7,7-Aw"', 100 8.00 2744 1 12.8 1 13 (0K) in or auto in2 in 2 in in in Global d 26.86 in d' 2.56 in As 11 00 in 2 As' 400 in' As min 2.28 in 2 ((,)K) p(rho) 171 % Internal Axial Forces: Strain Compatibility Axial Force Equil brium Moment Capacity Layer depth in strain stress(ksi) Area in 2) Force(kips) Moment(k-in) Comp Web 3.24 000300 4.25 155.29 660 Comp Flange s,max 993 in (OK) As'l As'2 c 8.09 in As'3 Extreme Fiber Es 00072 As'4 0,90 Tension Controlled As4 Mn 1299 kip-ft As3 As2 25.31 -000639 -60.00 3 180 3973 �Mn 1169 kip-ft jAsl 1 27441 -000-7181 -60.001 81 -4801 116161 MU 1055 kip-11 (OK) Yl 0.00 155891 Transverse Shear RFIINI' Shear- Fy ksi Vn,max 456 kips = 10 00*sqrt(fc)*bw*d Transverse Bar Mark -n Vc 91 kips = 2,00*sqrt(fc)*b\v*d Spacing,T in Vs 215 kips = 4 71*sqrt(f c)*bw*d Legs,T AvT/l ayer 0.80 in 2 mVn 229 kips VU 153 kips (OK) Longitudinal Skin REINF Required? No Maximum Spacing in Side:Bars mark Number of Side Bar Pairs 4 or Above W U1 Spacing, N/A in Deflections. L/h max 16 No Duflcciion Calculations Req d fr 530 psi Uh actual 6 b,eff 24 in Check Anyway MARW lg 54000 in' lie L/A Limit �}: %' Mcr 159 1 fl-kip Ma,DL ? .. ', � , ft-kip n 7.20 Ma,DL+LLf ',,`;,,,, -ft-kip Ac,d 644,52 in Loading Type ¢ Icrack 31848 in' P' 000621 Ec 4031 ksi X 1.53 Ie DL 34992 in' Ie DL+LL 32107 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab? A DL "`;F in 10.053 to A DL+LL f F in 10.132 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.65 in 1 OK) Ybar/c 0.50 000 100 100 in Total Long Term Deflection 0.22 in Ybar 000 400 2.56 2686 in Area/c 2400 000 000 000 in Uncracked Ixx Calculation Area 0.00 000 2478 79 15 in' Beam _ Slab A*Ybar/c 12.00 000 0001 00o in3 Ybar 1500 0.00 in A*Ybar/c 000 0.00 24781 79 15 in' Area 720 0 in A*Ybar 000 000 -63.541 212547 in' A*Ybar 10800 0 in c 985 in Ybar,G 1500 in Ybar 493 400 7.29 1700 in Iself 540001 0 in Area 23647 000 2478 79 15 in AY+lself 1 54000 0 in' Iself 1913 0 in" I,gross 54000 in° AY 5739 0 1317 22878 in° Icrack 31848 in Icrack/Igross 59% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) t ultimate Forces. Beam ID• Mukip-ft Project: VuMkips kips Date: Pu Engineer Reinforcement Summar (.comctry 2 LAVERS OF(6)49 TENSION Length ft Width JJW in #4 STIRRUPS(a)12 in Height in Fixity Type Member Type T-Beam Slab in B flangeauto or in b,eff 76,5 in Concrete F'c psi P1 0.800 Ec 4031 ksi Steel. Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz C1r Spacing Check Extreme-most Layer ; 100 400 4,06 1 128 4 16 i OK) 2nd Layer 000 0.00 0.00 0 000 n/a 3rd Layer 000 000 0.00 0,000 n/a w 4th Layer 006 0.00 0.00 0.000 n/a 'Pension REINF 4th Layer 0.00 000 000 0 n/a 3rd Layer 000 0.00 000 0 n/a 2nd sayer 100 000 000 1 128 n/a Extreme-most Layer 1 00 6.00 2594 1 128 2,04 (OK) in or auto in in in in in Global d 25 94 in d' 4 06 in As 6.00 in' As' 4 00 in As min 2.20 in (OK) p(rho) 0.58 % Internal Axial Forces, Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area inZ Force kis Moment(k-in Comp Web 0.55 0.00300 4.25 26.57 113 Comp Flange 0.55 000300 4.25 58.13 247 0 s,max 6.18 in (OK) As'l As'2 c 1,38 in As'3 Extreme Fiber Es 00532 As'4 090'Tension Controlled As4 Mn 761 kip-ft As3 As2 t Mn 685 kip-ft jAsl 1 25.94 -0.05322 -60,001 61 3609138 Mu 519 kip-ft (OK) E 0,00 9138 Transverse Shear REINF Shear, Fy JJIWM ksi Vn,max 440 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark Ve 88 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 52 kips = I'18*sgrt(fc)*bw*d I #Legs,T AvT/layer 040 in �Vn 105 kips Vu 105 kips (N r Longitudinal Skin RVINP Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs=#or Above' _rY Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Kcq'd fr 530 psi L/h actual 11 b,eff 77 in Check Anyway. Ig 88337 in' L/A Limit Mcr 2049 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 1042.464 in Loading Type Icraek 22119 in P 000384 Ec 4031 ksi > 1 68 Ie DL 53399 in Ie DL+LL 31730 in Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely W/in Slab? A DL in 10.114 lin A DL+LL in 0.285 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.28 in (Oh) Ybar/c 0.50 0.50 1 00 1 00 in Total Long Term Deflection 0.48 in Ybar 0.00 000 -406 2594 in Area/c 2400- 52.50 000 0.00 in Uncracked Ixx Calculation Area 000 000 2478 43 17 Int Beam Slab A*Ybar/c 12.00 26.25 000 000 in' Ybar 1500 4 00 in A*Ybar/c 000 000 2478 43 17 in' Area 720 420 inZ A*Ybar 000 000 10071 111968 in' A*Ybar 10800 1680 in' c 4 83 in Ybar,G 10.95 in Ybar 2.41 2,41 077 21 11 In Iself 54000 2240 in° Area 11591 253.56 2478 43 17 inZ AY+Iself 1 658251 22512 in Ise)If 225 493 in; I,gross 88337 in' AY 676 1479 15 19232 in Icrack 22119 in' Icrack/Igross 25% w 00 Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces, Beam ID- Mu kip-ft Project: Vu kips Date: Pu =kips Engineer Reinforcement Summary Gcometry 2 LAYERS OF(8)#9 TENSION Length ff""'MEW ft Width k in #4 STIRRUPS Oa 15 in Height ,9f in Fixity Type Member Type T-Beam Slab in B,flange w auto or in b,eff 240 in Concrete. Fc psi 01 0.800 Ec 4031 ksi Steel- Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover WN 0 0 4*' in I Side Cover in Consider p' As'Location 'Compression RUNF Count Bar Number Depth to bar As bar As Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer 1.00 1 400 1 2.56 1 1 128 4 16 (OK) 2nd Layer 1w 4`1 om 1- 0.-00 J 0 00 0,000 n/a 3rd Layer 000 0,00 000 0000 n/a 4th Layer 000 0.00 0.000 Tension lll�1\1, 4th Layer 0.00 0.00 0.00 0 n/a 3rd Layer 0,00 000 000 0 n/a 2nd Layer 1 00 500 31.31 1 128 2.84 (0K) Extreme-most Layer 1 00 800 3344 1 128 1 13 (01`) in or auto in' int in in in Global d 32.62 in d' 2.56 in As 13 00 in' As' 4 00 in 2 As min 2.77 in' MA p(rho) 166 % Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress(ksi) Area(in 2) Force(kips) Moment(k-in) Comp Web 3 82 0.00300 4.25 183.53 780 Comp Flange s,max 9.93 in (OK) As'l As'2 c 9.56 in As'3 Extreme Fiber Fs 00075 As'4 4) 090 Tension Controlled As4 Mn 1872 kip-ft As3 As2 31.31 -000683 -6000 5 300 8245 r Mn 1684 kip-ft [As 33441 -0 007491 -60.00 8 -480 14214 Mu 374 kip-11 (OK)- Y_ 0.00 22459 Transverse Shear RI-I\1' Shear- Fy ksi Vn,max 554 kips = 10 00*sqrt(fc)*bw*d Transverse Bar Mark,, Vc 111 kips = 2.00*sqrt(f c)*bw*d SpaCu1g,T in Vs 52 kips = 0 94*sqrt(rc)*bw d 4 Legs,T Av-r/layer 040 in 2 r Vn 122 kips Vu 105 kips (OK) Longitudinal Skin RIANI, Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or Above' to 0 W Spacing, N/A in Deflections. L/h max 16 No DOlection Calculations Req'd fr 530 psi Uh actual 13 b,eff 24 in Check Anyway ;,,A < q Ig 93312 in4 L/A Limit Mcr 2291 ft-kip Ma,DL 4 11. ft-kip n 7.20 Ma,DL+LL «, , ; `:ft-kip Act 782.808 in' Loading Type Icrack 55786 in' P' 000511 Ec 4031 ksi x 160 Ie DL 71691 in Ie DL+LL 57096 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab? A DL > in 10.231 in A DL+LL m 0 667 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.95 in (OK) Ybar/c. 0.50 0.00 100 1 00 in Total Long Term Deflection 1.04 in Ybar 0.00 400 2.56 32.62 in Area/c 2400 0.00 0.00 0.00 inz Uncracked Ixx Calculation Area 000 0.00 2478 93.54 in Beam Slab A*Ybar/c 12.00 000 000 000 in' Ybar 18.00 0 00 in A*Ybar/c 000 000 24 78 93.54 in' Area 864 0 in' A*Ybar 000 000 -63 54 305088 in' A*Ybar 15552 0 in' c 11.92 in Ybar,G 18.00 in Ybar 596 400 9.35 20.70 in Iself 93312 0 in Area 28602 000 2478 93.54 in AY+iself 93312 Olin' Ilself 3385 0 in I,gross 93312 in AY 10156 0 2168 40077 in Icrack 55786 in Icrack/Igross 60% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) (TItimale Forces. Beam ID, Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry' 1 LAYER OF(3)#9 TENSION Lengthft Width in #3 STIRRUPS @ 10 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 84 0 in Concrete Pc psi P1 0 800 Ec 4031 ksi Steel Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location Compression RLI N F Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1 00 1 400 1 394 l 128 2.24 (()K) 2nd Layer 0.00 0.00 0.00 0 000 n/a 3rd Layer 0 00 000 000 0 000 n/a W Ln N W W 4th Layer 00o 000 0.00 0.000 n/a Tension RH,INI, 4th Layer 000 000 000 0 n/a 3rd Layer 000 000 000 0 n/a 2nd Layer 000 000 000 0 n/a Extreme-most Layer 1 00 300 2006 1 128 393 (OK) in or auto in int in in in Global d 20.06 in d' 3.94 in As 3 00 in As' 4 00 int As min 1.28 in N/A p(rho) 0.34 % Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area inZ Force kis Moment(k-in) Comp Web 0.25 0.00300 4.25 908 39 Comp Flange 0.25 000300 4.25 33.28 141 0 s,max 6.49 in (OK) As'l As'2 C 0.63 in As'3 Extreme Fiber Es 00925 As'4 0.90 Tension Controlled As4 Mn 297 kip-ft As3 As2 �Mn 267 kip-ft jAsl 1 20061 -0,09249 -60001 31 180 3566 Mu 195 kip-ft (OIC) E 0,00 3566 Transverse Shear REINF Shcar- Fy WRIMIM ksi Vn,max 255 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark VC 51 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 26 kips = 104*sgrt(fc)*bw*d I #Legs,T AvT/layer 0.22 in' �Vn 58 kips Vu 26 kips Longitudinal Skin REINI� Required? No Maximum Spacing in Side Barsmark Number of Side Bar PairsM4 or Above' Spacing, N/A in Deflections. L/h max 16 No Deflection calculations Req d fr 530 psi L/h actual 14 b,eff 84 in Check Anyway Ig 38758 in L/0 Limit Mcr 1044 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 889 098 in' Loading Type Icrack 7063 in° P' 0.00450 Ec 4031 ksi X 164 Ie DL 38758 in' le DL+LL 18340 in' Auto-Calculated Slab Depth 8 in Deflections; Compression Zone Entirely W/in Slab? A DLin jH74 in A DL+LL =in 10,225 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0.50 0.50 1 00 100 in Total Lang Term Deflection 0.35 in Ybar 000 0.00 3.94 2006 in Area/c 18,00 66.00 000 000 in' Uneracked Ixx Calculation Area 0.00 0.00 2478 21,59 in Beam Slab A*Ybar/c 900 3300 000 0.00 in' Ybar 12.00 400 in A*Ybar/c 0.00 000 2478 21.59 in Area 432 528 inZ A*Ybar 000 0.00 .9761 -43302 in A*Ybar 5184 2112 in c 305 in Ybar,G 760 in Ybar 1.52 1.52 -0.89 17 02 in Iself 1 207361 2816 in Area 54,811 200.98 28.78 21.59 in' AY+Iself 291001 9659 in' Iself 42 155 in I,gross 38758 in AY 1271 466 23 6250 in Icrack 7063 in Icrack/Igross 18% W N w to Lq Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) I'llimate Forces. Ream ID- w j" .'>", Mu kip-ft Project; Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry I LAYER OF(4)96 TENSION LengthNwlmft Width i,1^9 ,it in #4 STIRRUPS 0a 12 in 4' 4 Height `"F:7.; in Fixity Type Member Type g T-Beam Slab MIT 1, in B,flange auto or in b,cff 180 in Concrete. F'c psi 01 0.800 Ec 4031 ksi Steel: Fy ksi Es ,NO-RdWRT ksi Inter-Layer Clearance'pg ,, VOTM in Bottom Cover ffflP, r in Side Cover in Consider p' As'Location 'Compression RFINF Count Bar Number Depth to bar As bar As Layer d Diameter Horiz CIr Spacing Check Extreme-most Layer 1,00 400 4.06 1128 2,16 (()K) 2nd Layer0 00 0.00 000 0000 n/a 3rd Layer 000 0000 n/a 4th Layer " a. tom; ;n.t 6 "'l't'" ,f 000 0.00 0.00 0 000 n/a 'Pension RE,i\1, 4th Layers „„ yw .` *- �" 0.00 0.00 000 0 n/a 3rd Layer11011 w EN. a,„` 0.00 0.00 000 0 n/a 2nd Layer . „V. - � 0.00 0.00 000 0 n/a Extreme-most Layer , ¢ 0 44 1 76 20.13 0.75 2.66 (()h) in"or auto in int in in in Global. d 20 13 in d' 406 in As 1 76 in' As' 4 00 inZ As min 1.28 in' N,A p(rho) 049 % Internal Axial 4 orces. i} g Strain Compatibility Axial Force E uilibrium Moment Capacity Layer depth in strain stress ksi Area inZ Force kis Moment(k-in) Comp Web 0.69 000300 4.25 2485 106 Comp Flange s,max 6.18 in (Ok) As'l As'2 c 1 73 in As'3 Extreme Fiber Es 0.0320 As'4 ¢ 0.90 '1`cnsion C ontrol led As4 Mn 171 kip-ft As3 As2 �Mn 154 kip-ft jAsI 20 13 -0.03199 .60001 1 761 1061 2052 Mu 54 kip-ft (OK) El 0,01 2052 Transverse Shear REI\P Shear Reinf is not required per It 6 1 Shear Fy ksi Vn,max 256 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark 3 Vc 51 kips = 2 00*sgrt(fc)*bw*d Spacing,T uw in Vs 40 kips = 1 57*sgrt(fc)*bw*d #Legs,T AvT/layer 0.40 in' �Vn 69 kips Vu 10 kips (OK) Longitudinal Skin RL INN Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs: , r. #or Above' w In 0) W U1 Spacing,,, N/A in Deflections. L/h max 16 fr 530 psi L/h actual 20 b,eff 18 in Check Anyway I)eNction Calculations Rcq'kl Ig 20736 in' L/,A Limit WO,WIP�P Mcr 76.4 ft-kip Ma,DL s ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 362.25 in' Loading Type Icrack 3643 in 4 P 0,01104 Ec 4031 ksi k 1.29 Ie DL 20736 in 4 le DL+LL 20736 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab? A DL in 10 147 lin A DL+11L in 10 147 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.95 in (OK) Ybar/c 0.50 000 1 00 1 00 in Total Long Term Deflection 0.34 in Ybar 000 400 -406 20 13 in Area/c 18.00 000 0.00 000 i112 Uncracked lxx Calculation Area 000 000. 2478 12.66 in Beam Slab A'Ybar 7c' 900 000 000 000 in' Ybar 12,00 0,00 in A*Ybar/c 000 000 24 78 12.66 m3 Area 432 0 in' A*Ybar 0.00 000 10071 254 85 in 3 A*Ybar 5184 0 in c 454 in Ybar,G 12.00 in Ybar 2.27 400 048 15 58 in Iself 20736 0 in' Area 81 73 000 24.78 12.66 in 2 V A +lself 20736 0 in Iself 140 0 in 4 0 I,gross 20736 in 4 TY421 N 6 3076'in' I Icrack 3643 in' Icrack/Igross 18% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID• Mukip-ft Project: Vu Mkips kips Date: Pu Engineer Reinforcement Summary Geometry. I LAVER OF(7)#9 TENSION Length ft Width in #4 STIRRUPS @ 12 in Heightin Fixity Type Member Type T-Beam SlabMautoorin in B,flange b,eff 84 0 in Concrete Fc psi ( 1 0 800 Ec 4031 ksi Steel: Fy ksi Es 9MJJN=ksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p As'Location 'Compression' REF\F Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 100 400 406 1 128 4 16 (01") 2nd Layer 0.00 0.00 0.00 0.000 n/a 3rd Layer 0.00 0.00 0.00 0.000 n/a w 00 w U1 4th Layer 000 0.00 0.00 0.000 n/a 'tension REINF 4th Layer 000 0.00 0.00 0 n/a 3rd Layer 0 00 0.00 000 0 n/a 2nd Layer OEM 000 0.00 0.00 0 n/a Extreme-most Layer 100 7 00 25.94 1 128 1.51 (OK) in or auto in' in in. in in Global. d 25 94 to d' 4 06 in As 700 int As' 4 00 in As min 2.20 in (OK) p(rho) 063 % Internal Axial Horces. Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area inz Force kis Moment(k-in) Comp Web 0.59 0.00300 4.25 28.24 120 Comp Flange 0.59 000300 4.25 70.59 300 0 s,max 6.18 in (OK) As'I As'2 c 1 47 in As'3 Extreme Fiber Es 0.0499 As'4 0.90 Tension Controlled As4 Mn 887 kip-ft As3 As2 �Mn 798 kip-ft jAsl 2594 -0.04991 -60.00 7 -4201 10646 Mu 708 kip-ft (OK I ZI 0 01 10646 Transverse Shear RF.INF Shear Fyksi Vn,max 440 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark Vc 88 kips = 2.00*sgrt(fc)*bw*i1 Spacing,T in Vs 52 kips = 1 18*sgrt(fc)*bw*d #Legs.T AvT/layer 040 in �Vn 105 kips Vu 107 kips (N t Longitudinal Sldn RLINF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs 4 or Above Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req d fir 530 psi L/h actual 12 b,eff 84 in Check Anyway Ig 91408 in° L/0 Limit Mcr 208.2 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip AcA 1102.464 in' Loading Type Icrack 25597 in4 P, 0.00363 Ec 4031 ksi 1 70 Ie DL 38175 in4 to DL+LL 29524 in4 Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely Win Slab? A DL in 0.265 in A DL+LL in 10.506 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (()K) Ybar/c 050 0.50 1 00 1 00 in Total Long Term Deflection 0.96 in Ybar 000 000 -406 2594 in Area/c 2400 6000 000 000 int Uncracked Ixx Calculation Area 000 000 2478 50.37 inn Beam Slab A*Ybar/c 12.00 30.00 0.00 00o in' Ybar 1500 400 in A*Ybar/c 000 000 2478 50.37 in Area 720 480 in' A*Ybar 0.00 0.00 100.71 1306.29 in' A*Ybar 10800 1920 in c 4,96 in Ybar,G 1060 in Ybar 2.48 2.48 0.90 2097 in Iself 1 540001 2560 in4 Area 1 119091 29772 24,78 50.37 in AY+Iself 1 679391 23469 in4 Iself 2441 611 in4 I,gross 91408 in' AY 7331 1833 20 22156 in4 Icrack 25597 in4 Icrack/Igross 28% w O w rn .1 H Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate hnrces: Beam ID- r Mu w ,, kip-ft Project: WWi, ..,. Vu kips Date: Pu i" f,'. '. ..�kips Engineer Reinforcement Summary (.eometn. 2 LAYERS OF(8)/t9 TENSION Length C""IN ft Width 'r,,,, in 04 STIRRUPS @ 6 in w/3 VERT LEGS Height `°x;, in Fixity Type " .. a, Member Type y.. T-Beam Slab in B,flange ;a....,'�/ auto or in b,eff 840 in Concrete. F'c ( psi P1 0.800 Ec 4031 ksi Yeel- Fy ksi Es ,. ksi Inter-Layer Clearance` "`.in Bottom Cover Saar in Side Cover in Consider p `,„, f t), F.” As'Location Compression REI\F Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 4a 'y,�lsPr , MOM toll:',�. 1 00 1 400 1 406 1 128 4 16 (OK) 2nd Layer R0,00 0 00 0.00 0.00 0 000 n/a '143rd Layer i n,,.Pt ;.` 'f,, 1�0' -- 000 000 000 0 000 L n/a 4th Layer Tension 111,,INF 4th Layer000 000 000 0 n/a 3rd Layer 000 000 000 0 n/a 2nd Layer gV, 1 00 1 00 23 81 1 128 n/a (0K) Extreme-most Layer 1 00 800 2594 1 128 1 13 (0K) in or auto in 2 int in in in Global d 25 70 in d- 4 06 in As 9 00 in 2 As' 4 00 in 2 As min 2.18 in' (OK) p(rho) 082 % Internal kxial Forces. Strain Compatibility Axial Force Equilibrium Moment Capacity ®r" Layer depth in strain - stress(ks,i) Area(in2) Force(kips) Moment ti m) Comp Web 0.76 000300 4,25 36.30 154 Comp Flange 0 76 000300 4.25 9076 386 0 s,max 6.18 in (OK) As'l As'2 c 189 in As'3 Extreme Fiber Es 00382 As'4 0.90 1'ension Controlled As4 11 I Mn 1122 kip-ft As3 As2 23.81 -003478 -6000 1 -60 1383 �Mn 1010 kip-ft jAs 2594 -003815 -6000. 8 1 -480 12086 MU 904 kip-ft ((-)K) ZI 0 00 134691 Transverse S.hcar 111 1\1, Shcar- Fy ksi Vn,max 436 kips = 10,00*sqi-t(fc)*bw d Transverse Bar Mark Vc 87 kips = 2.00*sqrt(fc)*bw*d Spacing,T Mri in Vs 154 kips = 3.54*sqr-t(fc)*bNv*d 4 LegS,T Av-rAayer 0.60 m2 �Vn 181 kips Longitudinal Skin RLI NF VU 177 kips (OK) Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pair ,,gzq 9 or Above' ON !Ij w w Spacing, N/A in Deflections, L/h max 16 No DCflcction Calculations Rcy'd fr 530 psi L/h actual 12 b,eff 84 in Check Anyway%r ' Ig 91408 in L/p Limit Mcr 208,2 ft-kip Ma,DL x` ;ft-kip n 7.20 �, i." P Ma,DL+LL Q k` '� : ft-kip Ac,d 1096.776 in' Loading Type too" Icrack 31130 in P' 000365 Ec 4031 ksi > 1 70 Ie DL 60743 in Ie DL+LL 39934 in' Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely W/in Slab? A DL "in 0.122 in 0 DL+LL x "'in 10.277 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0.50 0.50 100 100 in Total Long Term Deflection 0.49 in Ybar 0.00 0.00 -406 2570 in Area/c 2400 6000 0.00 0.00 in z Uncracked Ixx Calculation Area 0.00 0.00 2479 6476 in Beam Slab A*Ybar/c 12.00 30.00 0.00 000 in' Ybar 15 00 400 in A*Ybar/c 0.00 000 2478 6476 in' Area 720 480 in A*Ybar 0.00 0.00 100.71 1664 17 in' A*Ybar 10800 1920 in' c 5.50 in Ybar,G 1060 in Ybar 2.75 2.75 144 20.20 in Iself 54000 2560 in' Area 132.08 330.21 2478 6476 in Z AY+lself 67939 23469 in' Ilself 333 833 in I,gross 91408 in' AY 1000 2500 51 26411 ina Icrack 31130 in Icrack/Igross 34% Ver 1,2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID: Mukip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry-2 LAYERS OF(8)49 TENSION Length ft Width in #4 STIRRUPS @ 10 in Height in Fixity Type Member Type T-Beam Slabin B,flange Mautoorin b,eff 24 0 in Concrete F'c psi 01 0 800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearance Mom..in Bottom CoverNMEM,in Side Cover in Consider p As'Location Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Or Spacing Check Extreme-most Layer 1,00 4 00 2.56 1 128 1 4 16 (OK) 2nd Layer 0.00 000 000 0 000 n/a 3rd Layer 0.00 0 00 0 00 0 000 n/a w rn W In 4th Layer 0.00 0.00 000 0 000 n/a Tension REINF 4th Layer 0.00 0.00 000 0 n/a 3rd Layer 0 00 000 000 0 n/a 2nd Layer 100 300 25.31 1 128 6.80 (Ot.) Extreme-most Layer 100 8.00 2744 1 128 1 13 (OK) in or auto in' in' in in in Global. d 26.86 in d' 2.56 in As 1100 in As' 4 00 inZ As min 2.28 in' (OK) p(rho) 171 % Internal Axial Forces. l Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area inZ Force kis Moment(k-in) Comp Web 3.24 000300 4.25 155.29 660 Comp Flange s,max 9.93 in (OK) As'l As'2 c 8.09 in As'3 Extreme Fiber Es 0.0072 As'4 0.90 Tension Controlled As4 Mn 1299 kip-ft As3 As2 25.31 -0,00639 -60.00 3 180 3973 �Mn 1169 kip-ft jAsl 1 27441 .0007181 -60001 8 -4801 116161 Mu 1064 kip-ft (OK) 7-1 0001 15589 Transverse Shear REINF Shear Fyksi Vn,max 456 kips = 10 00*sgrt(fc)*bw*d Transverse Bar MarkE Vc 91 kips = 2.00*sgrt(fc)*bw*d Spacing,Tin Vs 64 kips = 1 41*sgrt(fc)*bw*d I #Legs,T A„T/layer 0.40 inZ �Vn 117 kips Vu 79 kips (Oh) Longitudinal Slcin RLINJ, Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs=4 or Above' Spacing, N/A in Deflections; L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 12 b,eff 24 in Check Anyway Ig 54000 in L/A Limit Mcr 159 1 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 644.52 in' Loading Type Icrack 31848 in P 0.00621 Ec 4031 ksi 1.53 Ie DL 33284 in' Ie DL+LL 32353 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab? 0 DL in 10.417 in 0 DL+LL Enin 10607 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (Olt) Ybar/c 0.50 0.00 100 1 00 in Total Long Term Deflection 1.25 in Ybar 0.00 4.00 2.56 26.86 in Area/c 2400 000 0.00 000 int Uncracked Ixx Calculation Area 000 0.00 2478 79 15 in Beam Slab A*Ybar/c 12.00 0.00 000 000 in Ybar 1500 000 in A*Ybar/c 000 000 2478 79.15 in3 Area 720 0 in' A*Ybar 000 0.00 -63.54 212547 in' A*Ybar 10800 0 in' c 985 in Ybar,G 1500 in Ybar 4.93 400 7.29 1700 in Iself 54000 0 in° Area 236.47 0.00 24,78 79 15 in' AY+Iself 54000 0 in' Iself 1913 0 in" I,gross 54000 in' AY 5739 0 1317 22878 in' [crack 31848 in° IcracWlgross 59% W rn O� l 4th Layer (}d ; '' 000 000 0.00 0 000 n/a 'Pension RRENP 4th Layer 000 000 0.00 0 n/a 3rd Layer 000 0.00 0.00 0 n/a 2nd Layer MOM „_ 000 000 0.00 0 n/a Extreme-most Layer ” 'k, 1 00 500 2594 1 128 2.84 (OK) in or auto in in in in in Global: d 25 94 in d' 4 06 in As 5 00 in As' 4 00 in As min 2.20 in' #VAl-Ul ! p(rho) 0.51 % Internal Axial Forces. Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area in Force kis Moment k: Comp Web 0.59 0.00300 4.25 28.24 120 Comp Flange 0.59 000300 4.25 42,35 180 0 s,max 6.18 in (OK) As'l As'2 C 147 in As'3 Extreme Fiber Es 0.0499 As'4 Ttnsion Controlled Aso Mn 634 kip-ft Asa As2 �Mn #VALUE! kip-ft jAsl 1 25941 -0.04991 .60001 51 3001 7604 Mu 502 kip-ft 9\,ALUI.! ZI 0001 7604 'transverse Shear REIM14 Shear• Fy ksi Vn,max 440 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark VC 88 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 156 kips = 3.54*sgrt(fc)*bw*d I #Legs,T Av-r/layer 040 in' �Vn 183 kips Vu 169 kips (OK) Longitudinal Skin RLI\P Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs #or Above' w rn 00 Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID: Mukip-ft Project: Vu =kips kips Date: Pu Engineer Reinforcement Summary Geometry, 1 LAYER OF(4)#9 TENSION Lengthft Width in #4 STIRRUPS @ 6 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 18.0 in C oncrete- F'c psi ( 1 0.800 Ec 4031 ksi Steel. Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location Compression' REIN'F Count Bar Number Depth to bar As/bar_ As/Layer d Diameter Horiz Or Spacing Check Extreme-most Layer 1 00 4 00 406 1 128 2.16 (OL) 2nd Layer 0.00 000 000 0,000 n/a 3rd Layer 000 0.00 0.00 0 000 n/a W v 0 Spacing, N/A in Deflections: L/h max 16 No Dellcchon Calculations Rcq d fr 530 psi L/h actual 14 b,eff 18 in Check Anyway Ig 20736 in' L/A Limit Mcr 764 ft-kip Ma,DL ft-kip n 720 Ma,DL+LL 11-kip Ac,d 358.848 in Loading Type icrack 6973 ins P, 001115 Ec 4031 ksi 129 le DL 9584 in le DL+LL 7941 ins Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab? A DL in 0.485 in A DL+LL in 0.816 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in Ybar/c 0.50 000 100 1 00 in Total Long Term Deflection 1.45 in .G.) Ybar 000 400 -406 1994 in Area/c 18.00 0.00 000 000 in' Uncracked 1xx Calculation Area 000 000 2478 28.78 1112 Beam Slab A*Ybar/c 900 000 0001 000 inj Ybar 12.00 000 in A*Ybar/c 000 000 24781 28.78 in' Area 432 0 inz A*Ybar 0.00 0.00 100711 573 77 in' A*Ybar 5184 0 in' c 6.18 in Ybar,G 12.00 in Ybar 309 400 2,11 1376 in Iself 20736 0 ins Area 111.21 0.00 2478 28.78 in AY+Iself 20736 0 in4 Iself 354 0 in4 [,gross 20736 in4 AY 1061 0 111 5447 in' [crack 6973 in' Icrack/[gross 34% W v N 4th Layer Tension IIFJNI� 4th Layer IVAQ, 079 000 000 n/a 3rd Layer 000 1 n/a 079 000 079 _)K) u 2nd Layer 0 79 28.88 1 n/a -most Layer auk r 079 0,79 3988 1 (OK) in or auto in 2 in' in in in Global. d 34.38 in d' 4 19 in As 1.58 in 2 As' 100 in' As min 146 in N A p(rho) 038 % Internal Axial Forces. z orf Strain Compatibility Axial Force Equilibrium Moment Capacity ) Layer depth in strain stress(ksi) Area(in2Force(kips) Moment(k-in) Comp Web 093 000300 4.25 22.31 95 Comp Flange s,max 5.86 in As'l As'2 2.32 in As'3 Extreme Fiber Es 00485 As'4 4) 090 J cusion Controlled As4 Mn 264 kip-ft As3 As2 28.88 -0.03428 -6000 0 79 -47 1325 �Mn 238 kip-ft jAs 1 39881 .0,048481 -60001 0.791 -47 1 18461 Mu 114 kip-ft (0K) ZI 0001 31711 Transwi-se Shear IZI-,I\F Shcor, FY ksi Vn,max 292 kips = 10.00*sqrt(fc)*bw*d Transverse Bar Mark VC 58 kips = 2.00*sqrt(fc)*bw*d Spacing,T A in Vs 53 kips = I 83*sqrt(fc)*bw*d 4 Legs,T AvT/layer 0.31 in2 OVn 84 kips VU 64 kips (OK) Longitudinal Skin RLINJi Required? No Maximum Spacing in Side Bars MEM mark Number of Side Bar Pairs #or Above' 1 Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces, Beam ID• Mukip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 1 LAVER OF(3)#9 TENSION Lengthft Width in #4 STIRRUPS @ 9 in Height in Fixity Type Member Type T Beam Slab in B,flange auto or in b,eff 18.0 in Concrete, F'c psi Pi 0,800 Ec 4031 ksi Steel Fy ksi Es ksi Inter Layer Clearance; in Bottom Cover in Side Cover in Consider p' As'Location Compression 12EI\I, Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1 00 400 406 1 128—T-116 I (OK) 2nd Layer 000 000 000 0000- n/a 3rd Layer 000 000 000 0 000 u/a W v Spacing, N/A in Deflections: L/h max 16 No Defleclion Calculations Req d fr 530 psi L/h actual 14 b,eff 18 in Check Anyway Ig 20736 in° L/A Limit Mcr 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL a . ft-kip Ac,d 358.848 in' Loading Type Icrack 5548 in P' 0.01115 Ec 4031 ksi k 1.29 Ie DL 20736 in le DL+LL 15785 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab? A DL in 10.106 to A DL+LL INin 16193 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (Ole) Ybar/c 0.50 0.00 100 100 in Total Long Term Deflection 0.33 in Ybar 0.00 400 -406 19.94 in Area/c 18.00 000 000 0.00 in Uncracked Ixx Calculation Area 000 000 2478 21 59 in' Beam Slab A*Ybar/c 900 000 0.00 0 00 in' Ybar 12.00 0.00 in A*Ybar/c 000 000 2478 21 59 in' Area 432 0 in A*Ybar 0.00 0.00 100.71 -430.33 in' A*Ybar 5184 0 in' c 5.53 in Ybar,G 12.00 in Ybar 2.76 400 146 1441 in lself 20736 0 in' Area 9947 0.00 2478 21.59 mZ AY+Iself 207361 0 in Iself 253 0 in l,gross 20736 in AY 759 0 53 4482 in Icrack 5548 in° Icrack/Igross 27% W J 00 4th Layer 1 70 000 0.00 000 0000 n/a Tension RVEN F 000 0.00 0 n/a Layer ............... 000 3rd Layer k 000 000 0,00 0 n/a 2nd Layer0.00 0 n/a 0.00 000 Extreme-most Layer 1 00 300 3044 1 128 3 80 (OK) in or auto i112 in 2 in in in Global d 3044 in d' 2.56 in As 300 in' As' 4 00 in' As min 194 in' (OK) p,(rho) 0.55 % .... Internal kxial Hirces. .. U Strain Compatibility Axial Force Equilibrium Moment Capacity 2 Layer depth in strain stress(ksi) Area(in) Force(kips) Moment(k-in) Comp Web 1 18 000300 4 25 4235 180 Comp Flange s,max 993 in (()K) As'] As'2 C 2.94 in As'3 Extreme Fiber 6s 0,0280 As'4 0 0.90 '1 elision Controlled As4 Mn 439 kip-ft As3 As2 �Mn 395 kip-ft jAs 1 30,441 -0028041 -60001 31 180 5267 MU 337 kip-ft (OK) ZI 000 5267 Transverse Shear REINI, Shear- Fy 40,*AWW_�ksi Vn,max 387 kips = 10.00*sqrt(rc)*bw*d Transverse Bar Mark' VC 77 kips = 2.00*sqrt(fc)*bw*d Spacing,T in Vs 73 kips = I 89*sqrt(fc)*bw*d 9 LegS,T AVT/layer 040 in2 �Vn 113 kips VU 64 kips (OK) Longitudinal Skin RIANF Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs ,j]#or Above' 00 0 Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID• Mukip-ft Project: Vu Mkips kips Date: Pu Engineer Reinforcement Summary Geometry. 1 LAVER OF(4)99 TENSION Lengthft Width in #4 STIRRUPS @ 9 in Height in Fixity Type Member Type. T-Beam Slab in B,flange auto or in b,eff 18.0 in (onc•retc F'c psi P1 0 800 Ec 4031 ksi Steel Fv ksi Es ksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 100 400 1 406 1.128 2.16 (OK) 2nd Layer 000 000 0.00 0000a 3rd Layer 000 0 00 000 0 000 n/a w w N Spacing,L N/A in Deflections: L/h max 16 No Deflection Calculations Req d fr 530 psi L/h actual 14 b,eff 18 in Check Anyway Ig 20736 in' L/0 Limit Mcr 76.4 ft-kip Ma.DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 358.848 in' Loading Type Icrack 6973 in' P' 0.01115 Ec 4031 ksi X 1.29 le DL 10425 in' le DL+LL 8252 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab? A DL in 0.407 in A DL+LL in 10715 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 140 in (Oh) Ybar/c 0.50 0.00 1.00 1 00 in Total Long Term Deflection 1.25 in Ybar 000 400 -406 19.94 in Area/c 1800 000 0,00 000 in' Uncracked Ixx Calculation Area 000 000 2478 28.78 in' Beam Slab A*Ybar/c 900 000 000 000 in' Ybar 12.00 000 in A*Ybar/c 000 0.00 2478 28.78 in' Area 432 0 in A*Ybar 0.00 0.00 100.71 573 77 in A*Ybar 5184 0 in c 6.18 in Ybar,G 12.00 in Ybar 309 400 2.11 13 76 in Iself 207361 0 in Area 111.21 000 2478 28.78 in AY+Iself 1 207361 0 in' Iself 1 354 0 in' l,gross 20736 in' AY 1061 0 111 5447 in' Icrack 6973 in' Icrack/Igross 34% W 4th Layer 0.00 0.00 000 0 000 n/a Pension RE1\1• 4th Layer 000 000 0.00 0 n/a 3rd Layer 0.00 000 000 0 n/a 2nd Layer a .�° N -x( r � iiCi `' 000 000 000 0 n/a Extreme-most Layer 1 00 400 5594 1 128 -050 (N in or auto- in' int in in in Global. d 5594 in d' 4 06 in As 4 00 in' As' 4 00 in' As min 198 in N/A p(rho) 072 % Internal Axial 1•orces: Strain Compatibility Axial Force Equilibrium MomentCapacity Layer depth in strain stress ksi Area(in2 Force kis Moment(k-in) � tS►'a Comp Web 2.82 000300 4.25 56.47 240 Comp Flange s,max 6.18 in (Ole) As'l As'2 c 706 in As'3 Extreme Fiber Es 00208 As'4 0 0 90 Tension Controlled As4 Mn 1062 kip-ft As3 As2 OMn 956 kip-ft jAsI 1 55941 -0020771 -60,001 41 240 12747 Mu 221 kip-ft (0K) E 0.00 12747 Transverse Shcar 111•,I\1, Shear, Fy - ^i? ; x ksi Vn,max 396 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark , f VC 79 kips = 2.00*sgrt(fc)*bw*d Spacing,TI ME y-0-'27 in Vs 56 kips = 1 41*sgrt(fc)*bw*d #Legs,T f ..r.,; Avr/layer 0.20 inZ �Vn 101 kips Vu 39 kips (OK) Longitudinal Skin REI\h Required? Yes Maximum Spacing 6.2 in Side Bars mark Number of Side Bar Pairs ., " #or Above' U.) 00 rn Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID• Mu '"� kip-ft Project: Vu kips Date: pu kips Engineer Reinforcement Summary Geometry- 1 LAYER OF(5)#9 TENSION Lengthft Width in 44 STIRRUPS @ 10 in Height in Fixity Type Member Type T Beam Slab in B,flange auto or in b,eff 18 0 in Concrete F'c psi 01 0 800 Ec 4031 ksi Steel. Fy ksi Es ksi Inter Layer Clearance „in Bottom Cover in Side Cover in Consider p' As'Location 'Compression Rlsl N F Count Bar Number . Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer ' 100 400 2.56 1 128 2.16 (OK) 2nd Layer 0.00 000 000 0 000 n/a 3rd Layer 0.00 000 000 0 000 n/a w co 00 Spacing, N/A in Deflections: L/h max 16 No Deflection calculations Req d fr 530 psi Uh actual 14 b,eff 18 in Check Anyway Ig 20736 in' L/0 Limit Mcr 76.4 ft-kip Ma,DL ft-kip n 7,20 Ma,DL+LL ft-kip Ac,d 385.848 in Loading Type [crack 10038 in P' 001037 Ec 4031 ksi J 1.32 Ie DL 12795 in Ie DL+LL 11042 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab? A DL in 0.328 in A DL+LL Noin 10,533 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (Oh) Ybar/c 0.50 000 100 100 in Total Long Term Deflection 0.97 in Ybar 000 4,00 2.56 2144 in Area/c 1800 000 0.00 000 int Uncracked Ixx Calculation Area 000 000 2478 3598 in' Beam Slab A*Ybar/c 900 000 000 000 in' Ybar 12.00 000 in A*Ybar/c 000 000 2478 3598 in Area 432 0 in A*Ybar 000 000 -63.54 771 17 in A*Ybar 5184 0 in c 683 in Ybar,G 12.00 in Ybar 341 400 4.27 1461 in Iself 20736 0 in Area 122.931 0.00 24 78 3598 in AY+lself 1 20736 0 in' Iself 478 0 in I,gross 20736 in' AY4 14331 0 451 7675 in Icrack 10038 in4 IcracWIgross 48% W 0 4th Layer 000 000 000 0000 n/. Tension Rl•I-N 1� 4th Layer v vv 079 079 36.88 1 n/a (01\) 3rd Layer 17, 079 079 47 88 1 n/a (0K) m.0,17,411 (()K) 2nd Layer W ",1 079 079 n/a 58.88 1 Extreme-most Layer 0.79 079 6988 1 n/a (0K) in or auto ill 2 in2 in in in Global d 53.38 in d' 4 19 in As 3 16 in2 As' 1 00 in As min 2,26 in2 N:1 p(rho) 049% Internal -kxial Lorces: Strain Compatibility Axial Force Equilibrium Moment Capacity La e' depth in strain stress(ksi) Area(in 2) Force(kips) Moment(k-in) Comp omp Web 186 000300 4.25 4461 190 Comp Flange s,max 5 86 in rAs'l As'2 C 4.65 in As'3 Extreme Fiber Es 0,0421 As'4 0 0.90 Tension Controlled As4 36,88 -002081 -60.00 0,79 -47 1660 Mn 814 kip-ft As3 4 -0.02791 -60.00 079 -47 2181 As2 58.88 -003501 -6000 079 -47 2703 �Mn 733 kip-ft jAsI 6988 .0.042111 -60,001 0791 -47 3224 Mu 377 kip-ft (OK) ZI 0.001 97671 'rransverse Shear RLINb Shear, Fy ksi Vn,max 453 kips - 10.00*sqrt(Pc)*bw*d Transverse Bar Mark Vc 91 kips = 2.00*sqrt(fc)*bw*d Spacing,T in Vs 83 kips = I 83*sqrt(fc)*bw*d #Legs,T AvT/Iayer 0.31 in2 r Vll 130 kips Vu 49 kips (OK) Longitudinal Skin RF \P Required? Yes Maximum Spacing 5.9 in Side Bars mark Number of Side Bar Pairs 4 or Above N Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Vitimate Forces. Beam ID- Mu kip-ft Project: Vu kips Date: Pu 10kips Engineer Reinforcement Summary 6cometry 3 LAYERS OF(1)#8 TENSION Length ft Width in #5 STIRRUPS @ 12 in Height in (1)#8 BARS EACH SIDE Fixity Type Member Type T-Beam Slabin B,flange 11 auto or in b,eff 12.0 in (oncrele o F'c psi R, 0 800 Ec 4031 ksi Steel. Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location 'Compression' REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1 00 1 00 2.69 1 128 n/a (OK) 2nd Layer 0.00 0.00 0.00 0 000 n/a 3rd Layer 000 000 0.00 0 000 n/a w ko lA Spacing,l. 1181 in ~kill Kant'is cher Spaced Deflections: L/h max 16 No Dellection Calculations Req d fr 530 psi L/h actual 7 b,eff 12 in Check Anyway Ig 132651 in' L/A Limit Mcr 229 9 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 448.5 in Loading Type [crack 16879 in P 000223 Ec 4031 ksi k 1 80 le DL 132651 in' le DL+LL 132651 in° Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab? A DL in 0 032 in A DL+LL in 10044 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0.50 000 1 00 1 00 in Total Long Tenn Deflection 0.11 in Ybar 000 400 2.69 3738 in Area/c 12.00 0.00 000 000 m2 Uncracked Ixx Calculation Area 000 0.00 6.20 1705 int Beam Slab A*Ybar/c 6.00 0.00 0.00 000 in' Ybar 25.50 0.00 in A*Ybar/c 000 000 6.20 1705 in' Area 612 0 in A*Ybar 000 000 1666 -637.33 in' A*Ybar 15606 0 in' c 868 in Ybar G 25.50 in Ybar 4.34 400 599 2869 in Iself 132651 0 in° Area 104 17 000 6.20 1705 inZ AY+lself 1326511 0 in° Ilself 1 654 0 in' I,gross 132651 in AY 1963 0 222 14040'in° Icrack 16879 in' Icrack/Igross 13% w �O ON 4th Layer '"' 000 000 000 0 000 n/a Pension III-V4 4th Layer ; ., �/ ;,,.:,3 � 1 y - .,, ,, ...,g, :�.�;...,,a. 079 0.79 3900 1 n/a f(.K) 3rd Layer x ' ' "V$,; '"`;,s 079 079 5000 1 n/a (OK) 2nd Layer ;, ,,' w 079 079 61 00 1 n/a (OK) aq, Extreme-most Layer �, r 079 079 72,00 1 n/a (OK) in or auto in' int in in in Global. d 55.50 in d' 4 00 in As 3 16 in' As' 0.79 int As min 2.35 in' N/A p(rho) 0.47 % Internal Axial I,orces: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area in2 Force kis Moment(k-in) Comp Web 1 86 000300 4.25 4461 190 Comp Flange s,max 6.18 in As'I As'2 c 4.65 in As'3 Extreme Fiber Es 0.0435 As'4 0.90 Tension Controlled As4 3900 -002218 -60.00 079 -47 1760 Mn 848 kip-ft As3 5000 -002929 -60.00 0.79 -47 2282 As2 61 00 -0.03638 -60.00 079 -47 2803 �Mn 763 kip-ft jAsl 1 72.00 -0,04348 -60.00 0791 -47 3325 Mu 271 kip-ft (OK) zi 000 10170 Transverse Shear MAN Shear Rcinf is not required per 11 5 6.1 Shear, Fy Nhax ksi Vn,max 471 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark ' VC 94 kips = 2.00*sqrt(fc) *bw*d Spacing,T „ in Vs 37 kips = 0 79*sgrt(fc)*bw*d 4 Legs,T AvT/layer 0.20 in �Vn 98 kips Vu 25 kips (OK) Longitudinal Skin RLI\h Required? Yes Maximum Spacing 6.2 in Side Bars %', ? ti mark Number of Side Bar Pairs ",.; (k^ 4 or Above W 00 Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID• Mukip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry- 3 LAYERS OF(1)#8 TENSION Length ft Width in #5 STIRRUPS @ 12 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 12.0 in Concrete, F'c psi p, 0.800 Ec 4031 ksi Steel Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location Compression Rf;l\F Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 0.79 079 4 13 1 000 n/a (()K) 2nd Layer 000 000 000 0.000 n/a 3rd Layer , 000 000 000 0 000 n/a 0 0 Spacing, N/A in Skin Refi f is Over Spaced Deflections: L/h max 16 No De0eciion Calculations Req'd fr 530 psi L/h actual 7 b,eff 12 in Check Anyway Ig 157464 in L/0 Limit Mcr 2577 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 466.5 in Loading Type Icrack 18252 in' P' 0,00169 Ec 4031 ksi 1, 185 Ie DL 157464 in to DL+LL 157464 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab? 0 DL in 10.024 in 0 DL+LL in 10034 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 140 in (OK) Ybar/c 0.50 000 100 1 00 in Total Long Term Deflection 0.08 in Ybar 000 400 -4 13 38.88 in Area/c 12.00 000 000 00o int Uncracked Ixx Calculation Area 000 000 489 1705 in Beam Slab A*Ybar/c- 6.00 000 0001 0 00 in' Ybar 27,00 0.00 in A*Ybar/c 000 0.00 4891 1705 in' Area 648 0 in A*Ybar 000 0.00 20 19 -662.91 in' A*Ybar 17496 0 in c 900 in Ybar,G 2700 in Ybar 4.50 400 4.87 2988 in Iself 157464 0 in' Area 107.96 000 489 1705 inZ AY +Iself 157464 0 in' Iself 728 0 in' I,gross 157464 in' AY 2185 0 116 15223 in° Icrack 18252 in Icrack/Igross 12% 0 N 4th Layer ,L7V%%_J-' 000 000 000 0,000 n/a Tension REEN 1, 4th Layer MR,WON 000 000 000 0 n/a 3rd Layerj 079 079 27.88 1 n/a (OK) ...6 2nd Layer 4 079 079 38.88— 1 n/a (OK) Extreme-most Layer "N,, 079 079 4988 1 n/a (OK) in or auto in 2 in 2 in in in Global. d 38.88 in d' 4 13 in As 2.37 inz As' 0 79 in2 As min 1 65 in 2 (OK) p(rho) 0.51 % Internal Axial Forces. Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress(ksi) Area(in 2 Force(kips) Moment(k-in) Comp Web 1.39 000300 4.25 3346 142 Comp Flange s,max 5.86 in As'l As'2 c 349 in As'3 Extreme Fiber Es 0.0399 As'4 (1) 090 Tcnsion Controlled As4 Mn 444 kip-ft As3 2788 -002099 -6000 079 -47 1255 As2 38.88 -003046 -6000 0,79 -47 1777 ifiMn 400 kip-ft jAsI 1 49.881 4039931 -60001 0.791 -47 1 22981 Mu 337 kip-ft (OK) ZI 0 001 53301 'Transverse S h ca r 11 V I N 1, Shear Fy ksi Vn,max 330 kips = 10 00*sqrt(f c)*bw*d Transverse Bar Mark Vc 66 kips = 2.00*sqrt(fc)*bw*d Spacings g in Vs 60 kips = I 83*sqrt(fc)*bNv*d 4 Legs,T Av-r/layer 0.31 in 2 �Vn 95 kips Vu 64 kips (0K) Longitudinal Skin REINF Required? Yes Maximum Spacing 59 in Side Barsmark Number of Side Bar Pairs w. #or Above' 0 4�. Ln Spacing, N/A in Slwl Reini iN(her spaccd Deflections. L/h max 16 No Deflection C ulcula(ions Rcy'd fr 530 psi L/h actual 7 b,eff 12 in Check Anyway -w• <. "' Ig 157464 in' L/A Limit Mer 2577 ft-kip Ma,DLy ft-kip n 7.20 Ma,DL+LL Q r,:2 1/ O,�ft-kip Ac,d 466.5 inZ Loading Type s.liuCd ^ ]crack 18252 in' P 0.00169 Ec 4031 ksi k 1 85 le DI_ 157464 in' Ie DL+LL 157464 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab?' N A DL in H in 0 024 an �. A DL+LL uF ;,, in0.034 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in (OK) Ybar/c 0.50 0.00 1 00 1 00 in Total Long Term Deflection 0,08 in Ybar 0.00 400 -4 13 38.88 in Area/c 12.00 000 000 000 int Uneracked Ixx Calculation Area 000 000. 4 89 1705 'n2 Beam Slab A*Ybar/c 6.00 0.00 000 0 00 in' Ybar 2700 000 in A*Ybar/c 000 000 489 1705 in' Area 648 0 inZ A*Ybar 000 0.00 20 19 -662.91 iia' A*Ybar 17496 0.ink c 900 in Ybar,G 2700 in Ybar 4.50 400 487 2988 in Iself 157464 0 in' Area 107 96 0.00 4.89 17 OS inz AY+Iself 157464 0 m4 Iself 728 0 in ° I,gross 157464 in' AY 2185 0 116 15223 in' Icrack 18252 in' Icrack/Igross 12% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID• Mukip-ft Project, VuMkips kips Date: Pu Engineer Reinforcement Summary Geometry. 2 LAYERS OF(1)#8 TENSION Length ft Width in 95 STIRRUPS @ 12 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 12.0 in Concrete- Fc psi 01 0,800 Ec 4031 ksi Steel, Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location Compression 101\1; Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 079 079 4 13 1 000 n/a (Oh) 2nd Layer 000 000 000 0 000 n/a 3rd Layer 000 000 000 0 000 n/a O rn p i J 4th Layer 0.00 0 00 000 0.000 n/a Tension RFINF 4th Layer 0.00 000 0.00 0 n/a 3rd Layer 0.00 000 000 0 n/a 2nd Layer , 079 079 8.88 1 n/a OK) Extreme-most Layer 0 79 0 79, l9 8$ 1 n/a (Ok) in or auto in' in in in in Global. d 14.38 in d' 4 13 in As 1.58 in' As' 0 79 in As min 0.61 inZ p(rho) 092 % Internal NI Forces. Strain Compatibility Axial Force Equilibrium Moment Capacity Em Layer depth in strain stress ksi Area inz Force kis Moment(k-in) Comp Web 0,93 000300 4,25 22.31 95 Comp Flange s,max 5.86 in As'1 As'2 C 2.32 in As'3 Extreme Fiber Es 00227 As'4 0.90 'Pension Controlled As4 Mn 106 kip-ft As3 As2 8.88 -000846 -6000 0 79 -47 377 �Mn 96 kip-ft jAsl 1 19881 -0.02266 -60001 0791 -471 898 Mu 38 kip-ft (OK) E 0001 1275 Transverse Shear REINF Shear Fy IMKIMksi Vn,max 122 kips = 1000*sgrt(fc)*bw*d Transverse Bar Mark Vc 24 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Over Spaced for Shcar Vs 22 kips = 183*sgrt(fc)*bw*d I i Legs,T A"T/layer 0.31 in r Vn 35 kips Vu 19 kips (Ok) Longitudinal Stdn RLI\F Required' No Maximum Spacing in Side Barsmark Number of Side Bar Pairs I.M. 4 or Above Spacing,l. N/A in Deflections: L/h max 16 No Deflection Calculations Req d fr 530 psi Lill actual 7 b,eff 12 in Check Anyway Ig 13824 in' L/A Limit Mcr 509 ft-kip Ma,DL ft-kip n 7.20 Ma,"DL+LL :ft-kip %c,d 172.5 inZ Loading Type ]crack 1472 in' P' 000458 Ec 403! ksi 7 163 le DL 2803 in° Ie DL+LL 1945 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab' A DLin 0.256 in A DL+LL =in 0.520 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.61 in Ybar/c 0.50 000 1 00 1 00 in Total Long Term Deflection 0.94 in (v(_ � Ybar 000 400 -4 13 1438 in Area/c 12.00 000 0.00 000 inZ Uncracked Ixx Calculation Area 000 000 489 11.37 in Beam Slab A*Ybar/c 6.00 0.00 000 000 in Ybar 12.00 0.00 in A*Ybar/c 000 000 489 1137 in Area 288 0 in A*Ybar 000 000 20.19 16342 in A*Ybar 3456 0 in' c 4.34 in Ybar,G 12.00 in Ybar 2.17 400 0.22 1003 in Iself 13824 0 in' Area 52.08 000 489 11.37 inZ AY+Iself 13824 0 in' Iself 82 0 in' I,gross 13824 in' AY 245 0 0 1145 in' Icrack 1472 in' Icrack/Igross ll% O 00 o Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID- Mu kip-ft Project: Vu kips Date. pu kips Engineer 11cinforcement Summary ('cometry I LAYER OF(9)#9 TENSION Length '12''CAa ft Width in 04 STIRRUPS @ 8 in Height in Fixity Type I Member Type T-Beam Slab in B,flange auto or in b,eff 84 0 in Fc psi J V V 01 0800 Ec 4031 ksi Steel Fy ksi Es ksi Inter-Layer Clearancein Bottom Cover Affl in Side Cover x in Consider p' As'Location ompression REINF Count Bar Number De th to bar As bar As Layer d Diameter Horiz Ch- Spacing Check Extreme-most Layer Y. 1,041AW.- 100 400 406 1 128 4 16 (()K) 2nd Layer 0 0 0 0 000 1 0000 n/a 3rd Layer 000 000 000 0000 n/a 4th Layer . 5 , ', ,. 000 000 000 0.000 n/a "Pension RkINI, 4th Layer r :k 000 0,00 000 0 n/a 3rd Layer ' , rte 0.00 0.00 000 0 n/a 2nd Layer r 000 000 0.00 0 n/a Extreme-most Layer ,,, w,M; ;` �` ° 100 900 2594 1 128 0 85 (N c s in or auto in' in in in in Global d 2594 in d' 4 06 in As 900 inz As' 4 00 in As min 2.20 inz (OK) p(rho) 082 % Internal kxial forces. `: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area in Force kis Moment(k-in Comp Web 0.76 000300 4.25 36.30 154 Comp Flange 076 000300 4.25 9076 386 0 s,max 6.18 in (OK) As'1 As'2 c 189 in As'3 Extreme Fiber Es 00382 As'4 0.90 Tcnsion Controlled As4 Mn 1133 kip-ft As3 As2 �Mn 1020 kip-ft As 1 25941 -0038151 -60.001 91 5401 13597 Mu 909 kip-ft (()I") ZI 0001 13597 Transverse Shear REI N1, Shear• Fy ksi Vn,max 440 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark r VC 88 kips = 2.00*sgrt(fc)*bw d Spacings in Vs 78 kips = 1 77*sgrt(fc)*bw*d #Legs,r AVT/layer 0 40 in' �Vn 124 kips Vu 118 kips (0K) Longitudinal Skin RIANI� Required9 No Maximum Spacing in Side Bars s' <- mark Number of Side Bar Pairs KA ?'i,;#or Above 0 r Spacing, N/A in Deflections. L/h max 16 No Deflection C alculaiions Rev'd fr 530 psi L/h actual 12 b,eff 84 in Check Anyway,y EARN� a Ig 91408 in' L/A Limit F115- Mcr 208.2 ft-kip Ma,DL A ft-kip n 7.20 Ma,DL+LLft-kip Ac,d 1102.464 in' Loading Type ,: 'n Icrack 31753 in P' 000363 Ec 4031 ksi 1 70 to DL 36442 in' Ie DL+LL 33156 in Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely Win Slab? ;. A DL in 1b.374 in ADL+LL ,M in 10.614 lin Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 140 in (OK) Ybar/c 0.50 0.50 l 00 100 in Total Long Term Deflection 1.25 in Ybar 000 0.00 -406 2594 in Area/c 2400 6000 000 000 in' Uncracked Ixx Calculation Area 000 0.00 2478 6476 in' Beam Slab A*Ybar/c 12.00 30.00 000 000 in' Ybar 1500 400 in A*Ybar/c 0.00 000 24 78 6476 in' Area 720 480 inZ A*Ybar 0.00 000 10071 1679 51 in A*Ybar 10800 1920 in' c 5.53 in Ybar,G 10.60 in Ybar 2.77 2.77 147 20.40 in Iself 54000 2560 in' Area 132.75 33187 2478 6476 in AY+Iself 67939 23469 in' Iself 338 846 in' I,gross 91408 in' AY 1015 2538 53 26961 in' Icrack 31753 in' Icrack/Igross 35% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) I 151K Ultimate Forces. Beam ID• Mukip-ft Prgiect: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry. 1 LAYER OF(7)49 TENSION Lengthft Width in #4 STIRRUPS @ 8 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 24 0 in Concrete F'c psi p, 0 800 Ec 4031 ksi Steel: FV ksi Es ksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p As'Location Compression REIN I, Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz CIr Spacing Check Extreme-most Layer 100 400 2.56 1 128 4 16 (01.) 2nd Layer , 000 000 000 0,000 n/a 3rd Layer 000 000 000 0 000 n/a N w 4th Layer 000 000 000 0 000 n/a Tension RF,INF 4th Layer 0.00 0.00 000 0 n/a 3rd Layer 000 0.00 0.00 0 n/a 2nd Layer 0.00 000 000 0 n/a Extreme-most Layer 1 00 700 2744 1 128 1.51 (Oh) in or auto in in' in in in Global. d 27 44 in d' 2.56 in As 7 00 in' As' 4 00 in As min 2.33 in' (Oh) p(rho) 106 % Internal Axial Forces: Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area(in) Force kis Moment(k-in) Comp Web 2.06 0.00300 4.25 98.82 420 Comp Flange s,max 9.93 in (OK) As'] As'2 c 5 15 in As'3 Extreme Fiber Es 00130 As'4 0 090'tension Controlled As4 Mn 888 kip-ft As3 As2 �Mn 799 kip-ft jAsl 1 27441 .0012991 -60.00 7 -4201 10658 Mu 761 kip-ft (OK) El 0. 01 10658 Transverse Shear REINF Shear Fyksi Vn,max 466 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark Vc 93 kips = 2.00*sgrt(fc)*bNv*d Spacing,T in Vs 82 kips = 1 77*sgrt(fc)*bw*d I to Legs,T AvT/layer 040 in �Vn 132 kips Vu 118 kips (Oh) Longitudinal Skin REINI, Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs=#or Above' Spacing,L N/A in Deflections: L/h max 16 No Deflection Calculations Req'd fr 530 psi L/h actual 12 b,eff 24 in Check Anyway Ig 54000 in L/A Limit Mcr 159 1 fl-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 658.464 in Loading Type Icrack 23833 in P' 0.00607 Ec 4031 ksi % 1.54 Ie DL 27611 in' Ie DL+LL 24070 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab? ChanLe to'No A DL in 10,323 in A DL+LL Emin 0,931 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.40 in Ybar/c 0.50 000 1 00 1 00 in Total Long Term Deflection 1.43 in Ybar 000 000 2.56 2744 in _ Area/c 2400 000 000 000 in' Uncracked Ixx Calculation Area 0.00 000 2478 50,37 inz Beam Slab A*Ybar/c ]2.00 000 0 00 0 00 in' Ybar 1500 000 in A*Ybar/c 000 000 2478 50.37 in' Area 720 0 in A*Ybar 000 0.00 -63.54 1381 84 in' A*Ybar 10800 0 in' c 8.28 in Ybar,G 1500 in Ybar 4.14 000 572 19.15 in Iself 54000 0 in' Area 198.76 0 00 24,78 50.37 inZ AY+(self 54000 0 in Iself 1136 0 in (,gross 54000 in AY 3408 0 810 18479 in Icrack 23833 in Icrack/Igross 44% Ul Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) I'llimate l'orces. Beam ID- Mukip-ft Project: PACIt Vu kips Date: Pu Mkips Engineer Reinforcement Summary Geometry I LAYER OF(3)#9 TENSION Length ft Width in #4 STIRRUPS@ 6 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 900 in oncre(e. F'c psi 01 0.800 Ec 4031 ksi Steel: Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location 'Compression REINF Count Bar Number Depth to bar As bar As Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer 1.00 2.00 1 406 1 128 8.74 _)K) 2nd Layer 0.00 .000 0.00 0000 n/a 3rd Layer 0.00 000 000 0000 n/a 4th Layer ; 0.00 0.00 000 0 000 n/a 'Pension ILEI\F 4th Layer 000 000 000 0 n/a 3rd Layer ' f; 000 000 000 0 n/a 2nd Layer M<;s f. t 0.00 000 000 0 n/a Extreme-most Layer "` r t tlCt ` 1 00 3 00 19.94 1 128 3 80 (Oh) in or auto in' in in in in Global. d 19.94 in d' 4 06 in As 300 in' As' 2.00 in As min 1.27 in V,1 p(rho) 0.32 % Internal Axial l•orces. Strain Com atibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area(in) Force kis Moment(k-in) A r"" Comp Web 0.24 000300 4.25 8.47 36 Comp Flange 0.24 000300 4.25 33.88 144 0 s,max 6,18 in (OK) As'1 As'2 c 0.59 in As'3 Extreme Fiber Es 0.0987 As'4 090 Tcnsion C.ontrollcd As4 Mn 296 kip-ft As3 As2 �Mn 266 kip-ft lAsI 19941 -0098671 -60001 31 180 3546 Mu 189 kip-ft (OK) ZI 00 3546 "transverse Shear RGINF Shear Fy ksi Vn,max 254 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark Vc 51 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 80 kips = 3 14*sgrt(fc)*bw*d #Legs,T n AVT/layer 040 in' �Vn 98 kips Vu 79 kips (OK) Longitudinal Skin REINN Required? No Maximum Spacing in Side Bars { mark Number of Side Bar Pairs 4 or Above' Spacing,L N/A in Deflections. L/h max 16 No Deflection alculations Rcq'd fr 530 psi L/h actual 15 Keff 90 in Check Anyway Ig 39607 in' L/A Limit us 3 Mcr 1056 ft-kip Ma,DL ft-kip 11 7.20 Ma,DL+LL ft-kip Ac,d 934848 in' Loading Type Icrack 7016 in' P, 000214 Ec 4031 ksi 1 81 Ie DL 8210 in' to DL+LL 7091 in' Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely W/in Slab?'>s -,,,,, A DL 1,245 in I M 00, I ] 6 DL+LL I'MR .Ri IM— n in Cracked Moment of Inertia Calculation Beam Slab To Steel Bottom Steel Allowed Deflection 150 in Ybar/c 0.50 0.50 1 00 1 00 in Total Long Term Deflection 5.89 in Ybar 000 000 -406 1994 in Area/c 18.00 72.00 000 000 in, Untracked Ixx Calculation Area 000 000. 12.39 21.59 in Beam Slab A*Ybar/c2 900 36.00 000 000 in 3 Ybar 12.00 4 06 in A*Ybar/c 0.00 0.00 12.39 21.59 in' Area 432 576 int A*Ybar 000 000 50.35 .430.33 in 3 A*Ybar 5184 2304.in 3 c 2.91 in Ybar,G 743 in Ybar 146 146 1 115 1702 in Isel f 20736 3072 in' Area 52.43 20970 14.39 21.59 in AY'+Iself 29764 9843 in 4 Iself 37 148 in' I,gross 39607 in' AY ill 445 19 6255 in 4 Icrack 7016 in 4 Icrack/llgross 18% Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) (11timate Forces. Beam ID• " s Mukip-ft Project: 11 Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry- 2 LAYERS OF(5)#9 TENSION Lengthft Width in #4 STIRRUPS @ 6 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 18.0 in C oncrete. F'c psi R 1 0.800 Ec 4031 ksi Steel Fy ksi Es ksi Inter Layer Clearance in Bottom Cover in Side Cover in Consider p' As'Location "Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer 100 2.00 2.56 1 128 8.74 (Ole) 2nd Layer 000 0.00 000 0.000 n/a 3rd Layer 000 000 000 0 000 n/a F- 00 4th Laver 000 0.00 000 0.000 n/a Tension REINF 4th Layer 000 000 000 0 n/a 3rd Layer 0 00 000 0.00 0 n/a 2nd Layer 100 2.00 19.31 1 128 8.74 (OK) Extreme-most LayerElm 1000 Soo 2144 1 128 1.34 (OK) in or auto in Int in in in Global. d 20 83 in d' 2.56 in A 7nn in' As' 2.00 in' As min 1.33 in' (OK) p(rho) 187 Internal Axial rorces. Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area(in) Force kis Moment(k-in) Comp Web 2,75 000300 4.25 98.82 420 Comp Flange s,max 993 in (OK) As'l As'2 c 6.86 in As'3 Extreme Fiber Es 0.0064 As'4 0.90 'Pension Controlled As4 Mn 633 kip-ft As3 As2 1931 -000544 -6000 2 120 1988 Wn 570 kip-ft jAsl 1 21 44 -000637 -60,001 5 300 5607 Mu 478 kip-ft (OK) ZI 0.001 7595 Transverse Shear RFINF Shear Fy ksi Vn,max 265 kips = 10 00*sgrt(fc)*bw*d Transverse Bar MarkVc 53 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 83 kips = 3 14*sgrt(fc)*bw*d I #Legs,T A„T/layer 040 in z �Vn 102 kips Vu 91 kips (OK) Longitudinal Skin RLINI� Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs=#or Above Spacing, N/A in Deflections: L/h max 16 No Deflection Calculations Req d fr 530 psi L/h actual 15 b,eff 18 in Check Anyway Ig 20736 in' L/A Limit Mcr 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 374 904 in Loading Type Icrack 11726 ina P 0.00533 Ec 4031 ksi 1.58 to DL 1185] in' Ie DL+LL (1734 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab?, Oianac to'No A DL in 0.863 in A DL+LL in 12.192 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 150 in Ybar/c 0.50 0.00 1 00 1 00 in Total Long Term Deflection 3.56 in Ybar 000 000 2.56 2083 in Area/c 18.00 000 0.00 000 in' Uncracked Ixx Calculation Area 000 000 12.39 50.37 in Beam Slab A*Ybar/c 900 000 000 0.00 in' Ybar 12.00 0.00 in A*Ybar/c 000 000 12.39 50.37 in' Area 432 0 in' A*Ybar 0.00 000 31 77 104902 in A*Ybar 5184 0 in' c 8.01 in Ybar,G 12.00 in 1 Ybar 4,01 000 545 12.81 in Iself 20736 0 ina Area144.24 000 12.39 50.37 inZ AY+Iself 20736 0 in° Iself 772 0 in° 1,gross 20736 in AY 2315 0 368 8271 in' Icrack 11726 in' Icrack/Igross 57% N O N -- N J Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID �£ �." "1 Y; M' Mu, Mukip-ft Project: Vu =kips kips Date: NA , Pu Engineer - Reinforcement Summary 6comctn' I LAYER OF(3)99 TENSION Length .;;. ft Width .: '; in #4 STIRRUPS @ 9 in Height in Fixity Type „ .. ...... Member Type T Beam Slab ., p in B flange "auto or in b,eff 90 0 in Concrete. xr- a Fc .��a�Elt�"�� , psi DI 0 800 Ec 4031 ksi Steel- Fy a, , ' J':,pkv ksi Es Inter-Layer Clearance L-1 ,°, w in Bottom Cover!�," 9-y ,.; in Side Cover $, ' in Consider p' As Location Compression RFdNh Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme most Layer !„ 100 2.00 406 1 128 8.74 ((-)K) 2nd Laer � y , ;q Y' 000 000 000 0,000 n/a ,�„ a� �,c�.,:- 4 3rd Layer s6ti 000 000 000 0 000 n/a 4th Layer ,�`,(lM., 0 00 0 00 0 00 0 000 n/a Tension RFI\1, 4th Layer : 0.00 0.00 0.00 0 n/a 3rd Layer 0 00 0 0 `" 0 0 00 0 n/a � � "�,(� � ���`t3a--, � - �`° 0.00 0.00 0.00 0 n/ 2nd Layer b,�, "�?�,,4'r a Extreme-most Layer ' ""$>`s 1 00 3 00 1994 1 128 3 80 (OK) in or auto in' int in in in Global: d 19.94 in d' 4 06 in As 3 00 in' As' 2.00 int As min 1.27 in (UK) p(rho) 0.32 % . , Internal �siai Forces, �';��' • a,�'�M�lij e r N Strain Compatibility Axial Force Equilibrium Moment Ca acit Layer depth in strain stress ksi Area in Force kr s Moment(k-in) Comp Web 0.24 000300 4.25 8.47 36 Comp Flange 0.24 000300 4.25 33 88 144 0 s,max 6.18 in (OKI As'1 As'2 c 0.59 in As'3 Extreme Fiber Es 00987 As'4 D 0.90 i'cnsiou Controlled As4 Mn 296 kip-ft Asa As2 �Mn 266 kip-ft jAsl 1 19.94 .0098671 -60001 31 1801 3546 Mu 219 kip-ft (OK) ZI 0 01 1546 Transverse Shear RF,I\F Shear, Fy ;P"',A;'0, ksi Vn,max 254 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark„8�,..;_ ,u &t Vc 51 kips = 2.00*sgrt(fc)*bw*d Spacing,T "n� A y in Vs 53 kips = 2.10*sgrt(fc)*bw*d #LegS,T �% " AvT/layer 0,40 inZ �Vn 78 kips Vu 79 kips (N( ) Longitudinal Skin REAM Required? No Maximum Spacing in Side Bars mark Number of Side Bar Pairs e#or Above' N N N W Spacing,t, N/A in Deflections. Uh max 16 No Deflection Calculation,Rey d fr 530 psi L/h actual 15 b,eff 90 in Check Anyway a N.'` Ig 39607 in' , L/A Limit d." MCT 1056 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 934 848 int Loading Type 1 Icraek 7016 in P' 000214 Ec 4031 ksi 1 81 le DL 8210 in' Ie DL+LL 7091 in' Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely Win Slab? i � - A DL K 4-" in 1.245 to A DL+LL ,, in3 628 in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 0.50 1 00 l 00 in Total Long Term Deflection 5.89 in 1 N(' 1 Ybar 0.00 0.00 4 06 19.94 in Area/c 18.00 72.00 0.00 000 inZ Untracked Ixx Calculation Area 000 0.00 12.39 21.59 in Beam Slab A*Ybar/c 900 36,001 000 000 in' Ybar 12.00 400 in A*Ybar/c 000 0.00 12.39 21.59 in' Area 432 576 in' A*Ybar 000 0.00 50.35 -430.33 in A*Ybar 5184 2304 in' c 2.91 in Ybar,G 7 43 Lin Ybar 146 146 1 15 1702 in Iself 207361 3072 in' Area 52.43 209,70 14,39 21.59 inZ AY+Iself 29764 9843 in Iself 37 148 in° I,gross 39607 in4 AY 111 445 19 6255 in' Icrack 7016 in' Icrack/Igross 18% Ver 1,2 Reinforced Concrete Beams (ACI 318-2005) .F Ultimate Forces. Beam ID- MU �, P kip-ft Project: l.;,Y..,r... Vu f s kips Date: Pu <4 .,, 'kips Engineer s Reinforcement Summary (,cometry 2 LAYERS OF(5)99 TENSION Length ft Width � %`;�w�, in #4 STIRRUPS @ 6 in Height 'A in Fixity Type "y„ Member Type T-Beam Slab , in B flange :j-a;. auto or in b,eff 18.0 in Concrete. F'c '-: .:- t. '¢'psi (1 0 800 Ec 4031 ksi Steel• Fy ,w ksi Es -,ksi n, Inter-Layer Clearance%�,: ,,,,,�„�'°,..; in Bottom Cover, in Side Cover in Consider p' As Location (ompression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Cir Spacing Check Extreme-most Layer :,; " °,r ;,..i:' t$,, 1 00 2.00 2.56 1 128 8 74 (()K) 2nd Layer ;,"A5, , 0, 000 0.00 000 0 000 n/a 3rd Layer .w'”;;cr-,,,, ;.,,,_? 0,00 0.00 000 0.000 n/a N Ln 4th Layer 0 00 0.00 000 0.000 n/a Tension RVINIf 4th Layer ";;.,.' „ , ,t 000 000 0.00 0 n/a 3rd Layer 0.00 0.00 0.00 0 n/a 2nd Layer �,,'; 100 100 19.31 1128 n/a (t)K) Extreme-most Layer , , h° ,n, 100 500 2144 1 128 1.34 (Oh) in or auto inZ in' in in in Global. d 21 08 in d' 2.56 in As 6.00 in' As' 2.00 in As min 1.34 in' (Uh) p(rho) 1.58 % Internal Axial forces, Strain Compatibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress ksi Area(in Z Force kis Moment(k-in) Comp Web 2.35 000300 4.25 8471 360 Comp Flange s,max 9.93 in (Ohl As'l As'2 c 5.88 in As'3 Extreme Fiber 6s 0.0079 As 4 0.90 Tension Controlled As4 Mn 562 kip-ft As3 As2 19.31 -0.00685 -6000 1 -60 1017 OMn 506 kip-ft jAsI 1 21441 -0007931 -60001 51 300 5725 Mu 407 kip-ft (OK) YJ 0.00 6742 Transverse Shear Rf.l\F Shear• Fy ksi Vn,max 268 kips = 10.00*sgrt(fc)*bw*d Transverse Bar Mark VC 54 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 84 kips = 3 14*sgrt(fc)*bw*d 4 Legs,T AvT/layer 040 in �Vn 103 kips Vu 79 kips (OK) Longitudinal Skin RLI\I, Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs #or Above Spacing,L N/A in Deflections. Uh max 16 No Deflation C.alculations Req d fr 530 psi Uh actual 15 b,eff 18 in Check Anyway19M." Ig 20736 in' L/A Limit Mcr 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 379458 in' Loading Type Icrack 10794 in' P 0,00527 Ec 4031 ksi k 1.59 Ie DL 10932 in' Ie DL+LL 10802 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab? m 01,,ulge to No A DL in 10,935 in A DL+LL in 12.381 in Cracked Moment of Inertia CWulation Beam Slab Top Steel Bottom Steel Allowed Deflection 1 50 in Ybar/c 0.50 000 100 1 00 in Total Long Term.Deflection 3.87 in (N C..i Ybar 000 0.00 2.56 2108 in Area/c 18.00 000 000 000 in 2 Uncracked Ixx Calculation Area 0.00 000 12.39 43 17 in' Beam Slab A*Ybar/c' 900 0.00 0.00 000 in' Ybar 12.00 0,00 in A*Ybar/c 000 000 12.39 43 17 in Area 432 0 in' A*Ybar 0.00 000 31 77 -91008 in' A*Ybar 5184 0 in' c 760 in Ybar,G 12.00 in Ybar 380 0.00 503 1348 in Iself 207361 din' Area 136.781 0.00 12.39 43 17 in 2 AY'+Iself 1 207361 Olin' Iself 6581 0 — in 4 [,gross 20736 in 4 AY 4 19741 0 314 7847 in' Icrack 10794 in' lcrack/Igross 52% ON v Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID- Mu kip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry 1 LAYER OF(5)#9 TENSION Lengthft Width in #4 STIRRUPS @ 6 in Height in Fixity Type Member Type T-Beam Slab in B,flange auto or in b,eff 90.0 in Concrete, F'c psi 01 0.800 Eo- 4031 ksi Steel Fy ksi Es ksi Inter-Layer Clearance in Bottom Cover in Side Cover in _ Consider p' As'Location 'Compression REI`f Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1 00 2.00 1 406 1 128 8.74 (OK) 2nd Layer 0.00 000 0.00 0 000 n/a 3rd Layer0.00 000 1 000 0.000 n/a 4th Layer 0.00 0,00 000 0.000 n/a Tension REINF 4th Layer 000 0.00 0.00 0 n/a 3rd Layer 0.00 0.00 000 0 n/a 2nd Layer 000 000 000 0 n/a Extreme-most Layer 1 00 500 1994 1 128 1 34 (OK) in or auto inZ in Z in in in Global. d 19 94 in d' 4 06 in As 5 00 inZ As' 2.00 in' As min 1.27 inZ (OK) p(rho) 0.53 % Internal kxial l orces. Strain Com atibility Axial Force Equilibrium Moment Capacity .Layer depth in strain stress ksi Area inZ Force kis Moment(k-in) Comp Web 0.31 000300 4.25 11,29 48 Comp Flange 0.31 000300 4.25 45 18 192 0 s,max 6.18 in (OK) As'l As'2 c 0.78 in As'3 Extreme Fiber Es 00733 As'4 4) 0.90 'Pension Controlled As4 Mn 491 kip-ft Asa As2 �Mn 442 kip-ft jAsl 1 19941 -0073261 -60.001 51 300 5887 Mu 350 kip-ft (OK) E -60.00 5887 F.quilibrluL Section' "Transverse Shear REINF Shear Fyksi Vn,max 254 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark Vc 51 kips = 2.00*sgrt(fc)*bw*d Spacing,T in Vs 80 kips = 3 14*sgrt(fc)*bw*d I #Legs,T AVT/layer 0.40 inZ �Vn 98 kips Vu 91 kips (OR) Longitudinal Skin REINF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairsm#or Above' N 00 Spacing,,, N/A in Deflections: L/h max 16 No Dctlection Calculations Rcq d fr 530 psi Uh actual 15 b,eff 90 in Check Anyway Ig 39607 in' L/0 Limit Mcr 1056 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 934 848 inZ Loading Type Icrack 11003 in' P 0.00214 Ec4031 ksi 181 Ie DL 12051 1114 le DL+LL 1 1069 in° Auto-Calculated Slab Depth 8 in Deflections: Compression Zone Entirely Win Slab? A DL in 10.848 in A DL+LL IN in 12.324 ]in Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 1.50 in Ybar/c 0.50 0.50 1 00 1 00 in Total Long Term Deflection 3.86 in t .t1) Ybar 0,00 000 -406 1994 in Area/c 1&00 72.00 000 000 inZ Uncracked Ixx Calculation Area 000 000 12.39 3598 in' Beam -- Slab A*Ybar/c 900 36.00 0.00 0.00 in' Ybar 12.00 4.00 in A*Ybar/c 000 0 00 12.39 35.98 in Area 432 576 in A*Ybar 000 0,00 50.35 717.21 in' A*Ybar 5184 2304 in' c 363 in Ybar,G 743 in Ybar 181 181 -0.44 16.31 in Iself 20736 3072 in Area 65.29 261.17 14.39 3598 in AY+Iself 297641 9843 in' Iself 72 286 in (,gross 39607 in' FAYL 215 859 3 956d in° Icrack 11003 in Icrack/Igross 28% Y _x 1515 741 I I Results for LC 2, 1.2D+1 6L Member z Bending Moments (k-ft) __ 430 Ver 1.2 Reinforced Concrete Beams (ACI 318-2005) Ultimate l'orce". Beam ID' Mu kip-ft Project: Vu kips Date-, Pu akips Engineer Reinforcement Summary (,cometh 2 LAYERS OF(5)#9 TENSION Length ft Width in #4 STIRRUPS 046in Height in Fixity Type Member Type T-Beam Slab in B,flange3i, auto or in b,eff 18.0 in oncretc, J F'c psi P1 0800 Ec 4031 ksi Steel Fy ksi Es ksi Inter-Layer Clearance,MFOW in Bottom Cover in Side Cover t in Consider p' As'Location Compression REINF Count Bar Number Depth to bar As bar As Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 100 2.00 2.56 1 128 &74 (OK) I"" I A 2nd Layer 0.00 0.00 000 0.000 n/a 3r&Layer 000 000 000 0.000 nh, 4th Layer 000 000 000 0,000 ./a Tension RVINI, -1 000 A 'A— 4th Layer 000 000 0 n/a 3rd Layer 000 000 000 0 n/a FIRM 2nd Layer !,!"I MERM,* 1 00 2.00 19.31 1 128 8 74 (0K) Extreme-most Layer g�A 100 Soo 2144 1 128 1.34 (0K) in or auto j,12 in 2 in in in Global d 20 83 in d' 2.56 in As 7 00 int As' 2.00 in 2 As min 1.33 in (OK) p(rho) 1 87 % Internal axial]'orces, Strain Com atibility Axial Force Equilibrium Moment Capacity Layer depth in strain stress(ksi) Area(in 2 Force kisj Moment(k-in) Comp,Web 2.75 000300 4.25 98,82 420 Comp Flange s,max 9.93 in ((w As'l As'2 c 6.86 in As'3 Extreme Fiber Es 0,0064 As'4 0.90 Tension Controlled As4 Mn 633 kip-ft As3 As2 19.31 -0.00544 -60.00 2 120 1988 �Mn 570 kip-ft jAsI 1 21 441 -0,006371 -60,001 51 300 5607 Mu 478 kip-ft (OK) TI 0 00 75951 Transverse Shear RLUNI, Shear Fy ksi Vn,max: 265 kips = 10 00*sqrt(fc)*biv*d Transverse Bar Mark Vc 53 kips = 2.00*sqrt(fc)*bw*d Spacing,T 3 in Vs 83 kips = 3 14*sqrt(fc)*bw*d 9 LegS,T AvT/layer 040 in 2 �Vn 102 kips Vu 91 kips (OK) Longitudinal Skin RL INF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairsm#or Above' LA) Spacing,L N/A in Deflections. L/h max 16 No Deflection Calculations Rcq'(1 fr 530 psi L/h actual 15 b,eff 18 in Check Anyway Ig 20736 in' L/A Limit Mcr 76.4 ft-kip Ma,DL ft-kip n 7.20 ✓ 2, Ma,DL+LL 3POI=4 ft-kip Ac,d 374904 in Z' Loading Type lcrack 11726 in P 0.00533 Ec 4031 ksi 1.58 Ie DL 11851 in' le DL+LL 11734 in' Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely Win Slab? Change to'No A DL in 10,863 i. A DL+LL2.192 in in Cracked Moment of Inertia Calculation fffl 1 Beam Slab To Steel Bottom Steel Allowed Deflection 150 in Ybar/c 0.50 000 1 00 1 00 in Total Long Term Deflection 3.56 in (N( I Ybar 000 000 2.56 2083 in Area/c 1800 000 000 000 in Uncracked lxx Calculation Area 000 0001 12,391 50-37 In' Beam Slab A*Ybar/c900 000 0.00 000 in' Ybar 12.00 0.00 in A*Ybar/c 000 0.00 12.39 50.37 in3 Area 432 () in2 A*Ybar 000 000 31 77 104902 in' A*Ybar 5184 0F111 c 8.01 in Ybar,G 12.00 in Ybar 401 0.00 545 12.81 in iself 20736 0 in' Area 144.24 000 12.39 50.37 in 2 AY4+lself 20736 0 in, Iself; 772 0 in' Lgross 20736 in' AY 2315 0 368 8271 in' lcrack 11726 in' 1crack/lgross 57% ly i ®7 X 264 f f f f f -255 Results for LC 2 1.2D+1 6L Member y Shear Forces (k) ----- —4-3A w � -- un Ver 1,2 Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces. Beam ID• Mukip-ft Project: Vu kips Date: Pu kips Engineer Reinforcement Summary Geometry- 1 LAYER OF(3)#9 TENSION Length ft Width in 44 STIRRUPS @ 9 in Height in Fixity Type Member Type T Beam Slabin B,flange auto or in b,eff 18.0 in Concrete• F'c psi p1 0 800 Ec 4031 ksi Steel, Fy ksi Es ksi Inter Layer Clearance in Bottom Cover in Side Cover in Consider p As'Location 'Compression REINF Count Bar Number Depth to bar As/bar As/Layer d Diameter Horiz Clr Spacing Check Extreme-most Layer 1 00 1 2.00 406 1 128 8.74 (01.) 2nd Layer 000 000 000 0.000 n/a 3rd Layer 000 000 000 0 000 n/a 4th Layer 000 0.00 000 0.000 n/a 'Pension REINF 4th Layer 000 000 000 0 n/a 3rd Layer 0.00 000 000 0 n/a 2nd Layer 000 000 000 0 n/a Extreme-most Layer 1 00 300 19.94 1 128 3.80 (OK) in or auto in in in in in Global d 1994 in d' 406 in As 300 mZ As' 2.00 in' As min 1.27 in' N/A p(rho) 084 % Internal kxial Forces. ' Strain Compatibility Axial Force E uilibrium Moment Capacity Layer depth(in) strain stress(k i) Area(in Z Force kis Moment(k-m) Comp Web 1 18 0.00300 4.25 42.35 180 Comp Flange s,max 6.18 in (OK) As'l As'2 c 2.94 in As'3 Extreme Fiber Es 00173 As'4 0.90 Tension Controlled As4 Mn 281 kip-ft As3 As2 �Mn 253 kip-ft jAsl 1 19941 .0017331 -60001 31 1801 3377 Mu 79 kip-ft (Oh) E 0 01 3377 Transverse Shear RF.INF Shcar Reinf is not required per I 1 5 6 1 Shear Fyksi Vn,max 254 kips = 10 00*sgrt(fc)*bw*d Transverse Bar Mark VC 51 kips = 2.00*sgrt(fe)*b%v*d Spacing,T in Vs 53 kips = 2.10*sgrt(fc)*bw*d I #Legs,T AvT/layer 0.40 inZ �Vn 78 kips Vu 4 kips (()h) Longitudinal Skin RLINF Required? No Maximum Spacing in Side Barsmark Number of Side Bar Pairs=#or Above' W 0) W Spacing,L N/A in Deflections: L/h max 16 No Dellection Calculations Req d fr 530 psi L/h actual 8 b,eff 18 in Check Anyway Ig 20736 in' L/A Limit Mer 76.4 ft-kip Ma,DL ft-kip n 7.20 Ma,DL+LL ft-kip Ac,d 358.848 in Loading Type Icrack 5519 in P' 000557 Ec 4031 ksi X 1.57 Ie DL 20736 in' Ie DL+LL 19161 in Auto-Calculated Slab Depth 0 in Deflections: Compression Zone Entirely W/in Slab? A DL in 0.007 in A DL+LL ME in 0.037 din Cracked Moment of Inertia Calculation Beam Slab Top Steel Bottom Steel Allowed Deflection 0.79 in (OK) Ybar/c 0.50 000 100 100 in Total Long Term Deflection 0.05 in Ybar 000 400 -406 1994 in Area/c 1800 000 000 0.00 int Uncracked Ixx Calculation Area 0.00 0.00 12,39 21.59 in' Beam Slab A*Ybar/c 900 000 000 000 in' Ybar 12.00 000 in A*Ybar/c 000 000 12.39 21.59 in' Area 432 0 in' A*Ybar 000 0.00 50.35 -430.33 in' A*Ybar 5184 0 in' c 566 in Ybar,G 12.00 in Ybar 2.83 400 160 14.28 in Iself 20736 0 in° Area 101 89 000 12.39 21.59 inZ AY+Iself 20736 0 in4ITS elf 272 0 in° i,gross 20736 in4 AY 816 0 32 4399 in4 lcrack 5519 in Icrack/Igross 27% A, CONCRETE BbAM SCHEDULE TOP BARS STIRRUPS MARK SIZE CAMBER BOTTOM BARS REMARK (WIDTH DEPTH) 7—C—ON—TI—NU0US----- LEFT CONT RIGHT LEFT RIGHT OR BALaICE 24 II4 44 64 14 , 36 114) CV? 43 (4 (p7pf V �'�O y o ja 14 NOTES I SEE TYPICAL CONCRETE BEAM' DETAIL 00 2 DEMOTE` TYPE OF RElIfORCING CONFIGURATION SEE TYPICAL C011CRETF BEAM SECTIOH AHO STIRRUPS DETAIL FOR STIRRUP Ti'E 64 02.QGN 4/28/20 92:21.33 PM CONCRETE BEAM SCHEDULE 151 CONCRETE BEAM SCHEDULE TOP BARS TIRRUPS MARK Si,E CAMBER BOTTOM BARS CpplTirI0005 REMARKS (WIDTH DEPTH) LEFT CONT RIGHT LEFT BALANCE `� RIGHT Y ' r ,f cIrFl (A l(i)o 1 HOTES I EE TYPICAL CONCRETE BEAM' DETAIL 2 DENOTES TYPE OF REINFORCING CONFIGURATION SEE TYPICAL CONCRETE SECTION AND STIRRUPS DETAIL FOR STIRRUP TYPES 64 02.DGN4/28/20092:21.33PM, CONCRETE BEAM SCHEDULE 151 Design Sheet MAGNUSSON KLEMENC1C _ ASSOCIATES w■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY Go y STO-A wl�r� -tom VUI 10" 4" 000 @ GN #4 G Io #4 Iib` 00 5rt ' s Is � !!!A, . r� 61t-ri O >� x x ��•- ��'„�.,r �- ��t:�f.'T Gni{�'G-=tom• [40 } _ 0 L - �] To �tvFs '(o Pll�i G -toI P1�Gfi' '� 'n LIP,Oi f Row�j 11Q0°1 Fy ri, 'rf'. �/3 G r! F}� Sn �1?�1-E � 8vkl UEpT►1 - 9 400 (����tiV " 'O� G613 Yl ILy II1> ��,Z- ---- - l 6813-- -- G813 ���-- W1 ---- -- - 1-- ----- - f- -- F- C8 f Pcz PC? III PC2 m1I1 "III ? mI I 2 Ni "I i y "ili X111 G618- — G�1R + =—_z _G6a -_zy- ---- -- -1I - II Cs 1 5 C5 PC2 PC I PC? I 687 - - -- / G67 -_-r7 -h - - - - - � -C - -- -= -r - _ 1'rK' - - -- -- - - -`_1 - r - --- _ - i-�-- -- - -- -��-7-- PCI p� G87 I _ _ _ G87S - ) - _--GB - ! - GB7 { I C4 I gds P PC3 L ' I !Or EL 933=6_- Ip 110 R YA r GB18 -- -- - -68 - - k- --I 6619 i j I TOC EL 95.0- IOC EL 98'-0 OC I . 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TOP OF WALL FL AT SIM V� (2) #4 ADDL HOOK VERT REINF WHERE INTERRUPTED BY NOTCH PROVIDE U-BARS AT WALL ENDS PER TYP DETAILS REINF PER WALL ELEVATIONS 1/2" 1'-0" SECTION 3 s I � • i I li ! I I LLJ i C\j �rnl r' !( I - I; . I ml I i ml i III r-- ,� I ! b18O � � ibl � I �- - — -- 12 CON;C �2 690 68 SHEAR WALL C� O1 o TYP r t - ' l 1 "m \ \ L i 0? l Y\ � i a co 0 o rn 0 o N 449 N N N 'P �ek4 ACL Design Sheet ? 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GB19 8}24 10 (31 "9 I 1 a9�(41 aG—' -------- n4 ® 9 21 a4 p 6 - ----------- - ] 6820 24 30 10' 9 31 9 1 04 q 12 W) aq 4 1T 3 GB21 1833 (4) 121 111 a9 a4 w 9 C3 @ 4 4 ryPe 3 HOTES 9 1 SEE T'Pi�AL CIHCRETE BEAM DETAIL 2 it DENOTES T PE OF RE NJFORC Pd6 r&rV IGURA ION SEE TI'PICAL CnNCRETE BEAM SEuTION AND STIRRUP' DETAIL FOR STIRRUP TAPES CONCRETE GRADE BEAM SCHEDULE 1131 S401 DGN 5/28/2009 2:38.41 PM l�,m 6l2q 01 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES m�■ Structural+Civil Engineers PROJECT [,,D SHEET I LOCATION CLIENT DATE 5 BY wftm> Vi l CD�,V -so-"-T i'4,X q s C,OK"i -O,tel N Gr SIS�' bum�� AT Gfi�2 (N NS Jeno �T >.�r To►�►� -r w s�-r�l ?SOT �a - I�► � mac c-,-�v {1 1 r FGM OW 6F Vq?4 X�10 �M MOVT 10 1110 (M-V) / loo i k in - V ri5� ( 0- 1p ("Di o� 15 InY� G' -WA rp f Vf lg o �,I C,,D\ SvA- oGtEn*c, trr 6r,2110 6ovAp\tT gno A T Pte, S�6-Tcol-,J C-r�yJ (�I11J� Y`/IA'YtENT R��"4oE'�I �--- ConlT�t-s� C/ k PA co-� f�T 1719TA-N66 �° */5' or PILe Uf? �LS�a�ic� = l' vN t Y� /Iv 7°! a-oN► E;NpOF c kf,1 (64-ID6r) 452 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJE(T �GG ktWlRTl��l�h SHEET LOCATION vt CLIENT DATE BY LAVAIL 00,, Y�V �a b1,3 ?�V < (fib 54000 ,,4- VO/I 4VO/= 5'�DA7 in4 r1 JfJ 4u/ � �`� � 1 � �l.�r/ � +�5 � ([�I s*�!! 9F �-p C f � C ) 40OPS -:a 4, o 6 O,A Iny� 2 .4 2�- x civ �E=�rY►s C�fIW11`(Gc Qct--s AT 6t5 CPaWPAIV NOMET,lT ltgl� '14 -$�) - it, F 112oM. 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D� too kyl I o = 2� Acrv,,Al 00 49 Ell *4 049 e3oe- 0 M IV") 2 sJ t�,bPS 44 4�o G / x�fa J- P;I 94 CA,Fpv7j of t4 LI @(2"o tVn 456 Design Sheet MAGNUSSON KLEMENCIC _ ASSOC 1ATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE o BY A rty�1 7,41 -�o ► X10 0" moo , SU1'PoK-rte � -MS GP;?S �A�ykr.�t>-!'-a` nowt 6f-lb To OtEAPFki Vchl" w 1we `►N 191ew rpL-r►a'► amvi-ri or- 7y?I, Zr°-L� G�,f y l , N�A 1 y � 1114'- I,1 - N►A a = N(lk 67515 L� = NSA L2 = OJN Gt1w Ll ; NSA �2 11b Ipm- 4', V(�$ 3 y 2 o2 /) c 0) . r?4 z 15 0.Z(I tv° * 121�r J� IPn�GSI 9 � � 2,4 k- �% �Q/.� �� � s f � �/Q C�1✓ �"!IZ) � (18�3331Ly���l� 5 �lg �-g�,'''� - `�� �- rL° d c F-A V�,4D, #4 e k- jC6 45 Pile Cap Design Project:PCC Humanities Date.6/9/2009 Revision Time-4:30 PM Engineer AGM/SMT/LHS Pile Cap*C*,*WSDesign Summary Summary Service Load Pile Capacity No of Piles Load/Pile(k) (k) (k) B-6 5291 1850 3= 176 USE(3)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4' ft Pile Cap E 13 344.3 185.0 2 172 USE(2)16 in.piles,25 ft lengths wl 10'-8' ft x 5'-4' ft Pile Cap F 13 3931 1850 3 131 USE(3)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4' ft Pile Cap G-13 3404 1850 170 USE(2)16 in.piles,25 ft lengths w/10'-8' It x 5'-4' ft Pile Cap H-13 2577 1850 2 129 USE(2)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4 ft Pile Cap A-3 355A 1850 2° 178 USE(2)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4' ft Pile Cap F-9 4334 1850 3: 144 USE(3)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4' ft Pile Cap G 5/9 199.3 1850 Z. 100 USE(2)16 in.piles 25 ft lengths w/10'-8' ft x 5'-4' ft Pile Cap G-14 340.7 185.0 2, 170 USE(2)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4' ft Pile Cap F 14 394.8 185.0 3 132 USE(3)16 in.piles,25 ft lengths w/10'-8"ft x 5'-4 ft Pile Cap B-5 526.1 185.0 3 175 USE(3)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4"ft Pile Cap A-5 360.8 1850 180 USE(2)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4"ft Pile Cap F/11 2914 185.0 '2. 146 USE(2)16 in.piles,25 ft lengths w/10'-8"ft x 5'-4"ft Pile Cap B-3 548.6 185.0 3: 183 USE(3)16 in.piles,25 ft lengths w/10'-8"ft x 5'-4' ft Pile Cap B-4 4877 185.0 3; 163 USE(3)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4 ft Pile Cap B-7 397.6 185.0 :3- 133 USE(3)16 in.piles,25 ft lengths wl 10'-8' ft x 5'-4"ft Pile Cap A-6 320.9 185.0 2 160 USE(2)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4"ft Pile Cap E-8 217.8 185.0 109 USE(2)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4' ft Pile Cap F-8 456.4 185.0 3 152 USE(3)16 in.piles,25 ft lengths w/10'-8'ft x 5'-4' ft Pile Cap F 10 407.0 185.0 3.,. 136 USE(3)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4' ft Pile Cap H-12 2577 185.0 _ 129 USE(2)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4"ft Pile Cap G-12 3407 185.0 2 170 USE(2)16 in.piles,25 it lengths w/10'-8' ft x 5'-4"ft Pile Cap E 14 308.4 185.0 154 USE(2)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4' ft Pile Cap H-14 2577 185.0 129 USE(2)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4' ft Pile Cap H-15 157.5 185.0 1a 157 USE(1)16 in.piles,25 ft lengths w/10'-8"ft x 5'-4' ft Pile Cap G-15 2191 1850 2 110 USE(2)16 in.piles,25 ft lengths w/10'-8'ft x 5'-4' ft Pile Cap F 15 190.2 185.0 `2' 95 USE(2)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4' ft Pile Cap E 16 142.5 1850 t 143 USE(1)16 in.piles,25 ft lengths w/10'-8'ft x 5'-4' ft Pile Cap H-11 1696 185.0 170 USE(1)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4' ft Pile Cap G-12 3407 185.0 ; 170 USE(2)16 in.piles,25 ft lengths w/10'-8'ft x 5'-4"ft Pile Cap G.5/10 216.3 185.0 2: 108 USE(2)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4' ft Pile Cap H-11 168.8 185.0 =t: 169 USE(1)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4' ft Pile Cap G.5-7.5 46.5 185.0 t1: 47 USE(1)16 in.piles,25 ft lengths w/10'-8' ft x 5'-4 ft Pile Cap G 5/C 171.8 185.0 4 172 USE(1)16 in.piles,25 ft lengths w/10'-8"ft x 5'-4"ft Pile Cap max 549 max 183 min 47 min 47 458 Project:PCC Huma ibes Date.6/9/2009 Re Time 417 PM Eng, AGMISMTILHS PILES Sk, Fnct, 1.5 ksf Be ng 20 ksf Mi ,mum Values D,amete 14,n Length 10 It Spacing 4'pile diamete Column B-6 Auger Diameter 16in OK Column Trib Area PLTdbAr-, 450 sf `LL"Tiib,A,e*- 450 sf sf Ram DL 191 2 k Ram Self Wt 2.3 k Ram LL 178.1 k DL 0 psi Roof 0 psf Level 0 psf Le el l 200 psf Level 1 LL O pst 0 psf Roof 0 psf 0 psf Le el 3 '0 psf 0 psf Level 150 psi 0 pst Le el 1 Column Total Height 0 ft Column Self-Weight 0.0 k P(service) 529.1 k Auger Length �;2$;ft OK Pc 185.0 k #Piles Required 3 piles Group Capacity 555 0.95 Number of Piles in Dir.1 2 piles Number of Piles,n Di 2 1 piles Dimension Dir.1 10.667 ft 10'-8" Dimension Dir.2 5.333 It 6-4" USE 3 16 m.piles,25 ft lengths w/10'-8'ft x 5'-4'ft Pile Ca Column E 13 Auger Diameter 15,n OK Column Tnb Area OL Trib Area 450 sf sf LL Trib Area 450 sf sf Ram DL 109.8 Ram Self Wt 2.1 Ram LL 1086 DL 0 psf psf Roof 0 psf psf Level 3 0 psl psf Le el2 175 psf psf Le el 1 LL 0 psf psf Roof 0 psf psf Level 0 psf psf Le at 2 100 psf psf Le el 1 Column Total Height 0 It Column Self-Weight 00 k P(service) 344.3 k Auger Length -25.it OK Pc 185.0 k #Piles Required 2 piles Group Capacity 370 0.93 Number of Piles,n Dir 1 2 piles Numbe of Piles Dir-2 1 piles Dimension Di 1 10667 It 10'-8" Dimens, Di 2 5.333 It 5'-4- USE 2 16,n.piles,25 ft lengths w/10'-8'R x 5'3'ft Pile Ca 459 Project PCC Huma itie Date 6/9/2009 Rev Time 4:17 PM Eng, AGM/SMT/LHS Column F 13 Auge Diamete 46 OK Column Trib Ar DL Trib Ar 585 st sf LL Trib Area 585 sf st Ram DL 100.2 Ram Self Wt 2.2 Ram LL 129.8 DL 0 psf psf Roof 0 psf psf Le el3 0 psf psf Le of 2 175 psf psf Level 1 LL= 0 psf 0 psf Root 0 psf 0 psf Level 3 0 psf 0 psf Le el2 100 psf 0 psf Level 1 Column Total Height 0 ft Column Self-We;ght 0.0 k P(service) 3931 k Auger Length 25 It OK PC 165.0 k #Piles Requi ed 3 piles Group Capacity 555 0.71 Number of Pile Du 1 2 pile Number of Piles in Di 2 1 piles Dimension Dir.1 10.667 It 10'-6" Dimen Di 2 5 333 ft 5'-4" USE 3 16 in.piles,25 it lengths w/10'-8'ft x 5'd'ft Pile Ca Column G-13 Auger Diamete 16 to OK Column Trib Area DL Tnb Ar 585 sf sf LL Trib Area 585 st sf Ram DL 90.4 Ram Self Wt 1.5 Ram LL 87.6 DL psf psf Roof 0 psf psf Level 0 psf psi Level 175 psf psf Level 1 LL psf psf Root 0 psf 0 psf Leve43 0 psf 0 psf Level 100 psf 0 psf Level 1 Column Total Height 0 It Column Self-Weight 0 0 k P(service) 3404 It Auger Length 2O ft OK PC 185.0 k #Piles Required 2 pile Group Capa ity 370 0.92 Number of Piles Di 1 2 pile Numbe of Piles in Di 2 1 piles Dime on Dir.1 10 667 ft 10'-8' Dimen Dir.2 5 333 It 54" USE(2 116 in.piles,25 ft lengths w/1d-8'ft x 5'-4'ft Pile Ca 460 Project.PCC Humanities Date 6/9/2009 Rev Time 4:1'PM Engine AGMlSMT/LHS Column H-13 i Auger Diameter 16 in OK Column Trib 4rea DL Trib Ar 450 sf sf LL Trib At 450 sf sf Ram DL 70.2 Ram Self Wt 1.2 Ram LL 62.5 DL psf psf Roof 0 psf psf Le el3 0 psf psf Level 175 psf psf Level 1 LL psf psf Roof 0 psf psf Le at 3 0 psf pst Level 100 psf psf Level 1 Column Total Height 0 It Column Self-Weight 0.0 k P(service) 257.7 k Auger Length 25 ft OK Pc 185.0 k 9 Piles Required 2 piles Group Capacity 370 0.70 Number of Piles Dir.1 2 piles Number of Piles Dir.2 1 pile Dimens Di 1 10.667 ft 10'-8" Dimension Du.2 5.333 ft 5-4- USE 2 16 in,piles,25 tt lengths wl 10'-8'ft x V-4'ft Pile Ca Column A-3 Auge Diamete 16 in OK Column Trib Area DL Trib Area 450 sf sf LL Trib Area 450 sf sf Ram DL 87.2 Ram Self Wt 21 Ram LL 108.2 DL= 0 psf psf Roof 0 psf psf Le el3 0 psf psf Level 200 psf Level 1 LL 0 psf psf Roof 0 psf psf Level O psi psf Le el2 150 psf psf Level 1 Column Total Height 0 ft Column Self-Weight 0.0 k P(service) 355.0 k Auge Length '25'It OK Pc 185.0 k #Piles Required 2 piles Group Capacity 370 0.96 Number of Piles in Dir 1 2 piles Number of Piles Di 2 1 piles Dimension Dir.1 10-667 ft 10'-8" Dimension Dir.2 5.333 ft 5'-4- USE 2 16 m.piles,25 ft len hs w/10'-6'ft x 5'-4'ft Pile Ca 461 Project PCC Humaniti Date 6/92009 Re isi Time 4:17 PM Engi eer AGM/SMT/LHS Column F 9 Auge Diamete 16 OK Column Trib Ar DLTrib'Ared= 0 sf sf sf Roof 0 st sf sf Level 0 sf sf sf Le el2 375 sf 0 sf sf Le el 1 LL'TribAYea=, 0 sI sf sf Roof 0 sf sf st Level 3 0 sf sf sf Le el2 375 sf 0 sf sf Level 1 Ram DL 163.1 Ram Self Wt 2.2 Ram LL 148.1 DL 0 psf psi psf Roof 0 psf psf psf Level 0 psf psf psf Level 220 psf 165 psf psf Le el 1 LL 0 psf psf Roof 0 psf 0 psf 0 psf Level 0 psf 0 PSI psf Level 100 PSI 100 PSI psf Level 1 Column Total Height 0 It Column Self-Weight 00 k P(service) 433.4 k Auger Length 25'It OK PC 1850 k 0 Piles Required 3 piles Group Capacity 555 0.78 Number of Piles Di 1 2 piles Numbe of Piles Dir 2 1 piles Dime on Dir 1 10.667 it 10'-8" Dimen Di 2 5.333 it 5'-4" USE 3 16 in.piles,25 It lengths w/10'-6'It x 5'-4"It Pile Ca Column G.519 Auger Diameter 16 in OK Column Trib Area DL Tnb Area 383 000 sf sf LL Tnb Area 383 sf sf Ram DL 471 Ram Self Wt 1.6 Ram LL 31.9 DL PSI PSI Root psf PSI Le el3 PSI PSI Level 210 psf psf Level 1 LL psf psf Roof psf psf Level psf psf Le ell 100 psf psf Level 1 Column Total Height 0 It Column Self-Weight 00 k P(service) 199.3 k Auger Length 25 It OK PC 185.0 k 0 Pile Requ ed 2 piles Group Capacity 370 0.54 Numbe of Piles in Di 1 2 piles Number of Piles Di 2 1 piles Dimension Dir 1 10.667 it 10'-8" Dimensi Di 2 5.333 it 5'-4' USE 2 16 in.piles,25 ft lengths w/10'-8'It x V-41'ft Pile Ca 462 Project PCC Huma dies Date 6/92009 Reins, Time 4 1-PM Eng, AGM/SMT/LHS Column G-14 I Auger Diamete 14s OK Column Trib Area DL TO Are 585 sf sf LL Tnb Area 585 sf 0 sf Ram DL 90.7 k Ram Self WI 1.5 k Ram LL 87.6 k DL 0 psf pst Roof 0 psf psf Level 0 psf psf Level 175 psf psf Le el 1 LL 0 psf O psf Roof 0 psf 0 psf Le el3 0 psf 0 psf Level2 100 psf 100 psf Level 1 Column Total Height 0 It Column Self-Weight 0.0 k P(service) 340.7 It Auger Length ,2$ft OK PC 185.0 k 0 Piles Required 2 piles Group Capacity 370 0.92 Number of Piles D, 1 2 piles Number of Piles D, 2 1 piles Dimension Di 1 10.667 it 10'-8" Dimension Di 2 5.333 It 64" USE 2 16,n.piles,25 ft lengths w/10'-8'ft x 5'4"ft Pile Ca Column F 14 Auger Diamete 16 OK Column Trib Area DL Trib Ar 585 sf sf LL Trib Area 585 sf 0 sf Ram DL 101.1 k Ram Self Wt 2.2 k Ram LL 130.6 k DL 0 psf psf Roof 0 psf psf Leve13 0 psf psf Leve12 175 psf psf Level t LL 0 psf 0 psf Roof 0 psf 0 psf Leve13 0 psf 0 Psf Level 100 psf 100 psf Level t Column Total Height 0 ft Column Sell-Weight 00 It P(service) 394.8 k Auger Length .26`ft OK PC 185.0 k 0 Pile Required 3 pile Group Capacity 555 0.71 Number of Pile Di 1 2 piles Number of Piles D, 2 1 piles Dimension D, 1 10667 ft 10'-8" Dimension Di 2 5.333 ft 5'4" USE 3 16,n.piles,25 ft lengths w/10'-8'ft x 5'-4'ft Pile Ca 463 Project.PCC Huma ities Date 6/9!2009 Re Time 4:1-PM Engine AGWSMTILHS Column 8-5 Auger Diameter 'is OK Column Trib Ar DL Tnb Area 450 sf sf LL Trib Area 450 sf 0 sf Ram DL 185.5 Ram Self Wt 2.3 Ram LL 1808 OL 0 psf psf Roof 0 Psf psf Le el3 0 psf psf Level 200 psf psf Level 1 LL 0 psf 0 psf Roof 0 psf 0 psf Level 3 0 psf 0 psf Level 150 psf psf Level 1 Column Total Height 0 it Column Self-Weight 0.0 k P(service) 526.1 k Auger Length 25'If OK PC 185.0 k If Piles Required 3 piles Group Capacity 555 0.95 Number of Piles to Dir.1 2 piles Numbe of Piles to Dir.2 1 piles Dimension Dir.1 10.667 N 10'-8" Dimension Di 2 5 333 ft 5'-4' USE 3 16 in.piles,25 ft lengths w/10'-8"ft x 5'-4'ft Pile Ca Column A-5 Auger Diamete 46 OK Column Trib Area UD trwAtes 450 sf f l Ct>yr'Ivea'=. 450 sf 0 sf Ram DL 91.4 k Ram Sell Wt 21 k Ram LL 109.8 k DL 0 psf Roof 0 psf Le el3 0 psf Level 200 psf Le el 1 LL 0 psf 0 psf Roof 0 psf 0 psf Level 0 psf 0 psf Level 150 psf 150 psf Le el 1 Column Total Height 0 ft Column Self-Weight 0.0 k P(service) 360.8 k Auger Length '25 ft OK PC 1850 k #Piles Required 2 piles Group Capacity 370 0.98 Number of Piles in Di 1 2 piles Number of Piles Du.2 1 piles Dime Dir 1 10.667 It Dimension Di 2 5.333 It 5'-4' USE 2 16 in.piles,25 ft lengths w/10'-8'ft x 5'+1'ft Pile Ca 464 Project:PCC Huma ities Date:6/92009 Re ion Time:4-17 PM Engine AGWSMT/LHS y Column 'E111 Auge Diamete 46 in OK Column Trib Area DL Trib Area 293 sf 293 st LL Tnb Ar 293 sf 293 sf Ram DL 558 Ram Self Wt 1.8 Ram LL 62.4 DL 0 Psf psf Roof 0 PSI` psf Le et 3 0 psf psf Le ell 210 psf 175 psf Le el i LL 0 psf psf Roof 0 psf pst Level 0 pst psf Le ell 100 psf 100 psf Level.1 Column Total Height 0 ft Column Sett-Weight 0.0 k P(service) 291.4 k Auger Length .'ZK ft OK PC 185.0 k A Piles Required 2 piles Group Capacity 370 0.79 Number of Piles in Dir 1 2 piles Number of Piles Dir 2 1 piles Dimension Dir 1 10.667 It 10'-8" Dimension Dir.2 5.333 It 5'-4- USE 2 16 in.piles,25 If lengths w/10'-8'ft x 5'4'ft Pile Ca Column B-3 Auger Diamete If in OK Column Trib Area DL Trib Area 450 sf sf LL Trib Area 450 sf sf Ram DL 200.7 Ram Self Wt 25 Ram LL 187.9 DL 0 psf psf Roof 0 psf psf Level 0 psf psf Le el 2 200 psf psf Level 1 LL 0 psf 0 psf Roof 0 psf 0 psf Level 0 psf 0 pst Level 150 psf 0 psf Level 1 Column Total Height 0 ft Column Self-Weight 00 k P(service) 548.6 k Auger Length -'2t ft OK PC 185.0 K 9 Pifes Required 3 piles Group Capacity 555 0.99 Number of Pile Dir 1 2 pile Number of Piles Dir.2 1 piles Dimension Dir.1 10.667 It 19-8" Dimension Dir 2 5-333 ft 5'4" USE 3 16 on.piles,25 ft lengths w/10'-8'ft x 5'4'ft Pile Ca 465 Project PCC Hume iti Date 6/92009 Re Time 4 17 PM Engi AGM/SMTlLHS Column B-4 Auge Diamete 16 in OK Column Tnb Ar DL Tnb Ar 450 sf sf LL Trib Area 450 sf sf Ram DL 172.5 Ram Self Wt 2.2 Ram LL 155.5 DL psf psf Roof 0 psf psf Level 0 psf psf Level 200 psf psf Level 1 LL psf psf Roof 0 psf 0 psf Level 0 psf 0 psf Level 150 psf 0 psf Level i Column Total Height 0 ft Column Self-Weight 0.0 k P(serve e) 487.7 k Auge Length 2$ft OK PC 1850 k #Piles Required 3 piles Group Capacity 555 0.88 Numbe of Piles Dir.1 2 piles Numbe of Piles Di 2 1 piles Dimension Dir.1 10.667 ft 10'-8" Dime ion Di 2 5.333 ft 5'-4" USE 3 16 in.piles,25 ft lengths w/10'-8"ft x 5'-0"ft Pile Ca Column B-7 Auger Diameter 16 in OK Column Trib Area DL Trib Area 175 sf 114 sf LL Trib Area 175 st 114 sf Ram DL 164.7 Ram Sell Wt 2.2 Ram LL 1449 DL psf psf Roof 0 psf psf Level 0 psf psf Le ell 200 psf 115 psf Le ei 1 LL psf psf Roof 0 psf psf Level 3 0 psf psf Le ell 150 psf 100 psf Level 1 Column Total Height 0 ft Column SelfMeight 0.0 k P(serve e) 397.6 It Auger Length �6 N OK PC 185.6 k #Piles Required 3 pile Group Capa ity 555 0.72 Number of Piles in Di 1 Z piles Number of Piles in Di 2 1 piles Dimension Dir 1 10 667 ft 10'-8" Dime ion Di 2 5 333 ft 511" USE 3 16 in.piles,25 ft lengths w/10'-8'It x 5'-4'ft Pile Ca 466 Project PCC Humanib Date 6/9/2009 Re isi Time 4.17 PM Engineer AGWSMT/LHS Column A-6 1 Auger Diamete 16 in OK Column Trib Area DL Trib Area 450 sf sf LL Trib Ar 450 sf sf Ram DL 70.3 k Ram Self Wt 1.9 k Ram LL 91.2 k DL 0 psf psf Roof 0 psf pst Level 0 psf psf Level 200 psf Level I LL 0 psf psf Roof 0 psf psi Level 0 psf psf Level 150 psf psf Level 1 Column Total Height= 0 ft Column Self-Weight 00 k P(serve e) 3209. it Auge Length :25 ft OK Pc 185.0 k #Piles Requ red 2 piles Group Capacity 370 0.87 Numbe of Piles Dir 1 2 piles Number of Piles in Di 2 1 piles Dimensi Di 1 10.667 It 10148" Dimen ton Di 2 5 333 It 5'-4" USE 2 16 m.piles,25 ft lengths w/10'-8"ft x 5'-4'ft Pile Ca Column E-8 Auger Diameter 16 in OK Column Trib Area DL Tnb Area 0 9f sf sf Roof 0 sf sf sf Level 0 sf sf sf Level 240 sf 0 sf sf Level 1 LL Trib Area 0 sf sf sf Roof 0 sf sf sf Le el 3 0 sf sf st Le el 2 240 st 0 sf sf Level 1 Ram DL 64.7 Ram Self Wt 1.9 Ram LL 73.2 DL 0 psf psf psf Roof O psf psf psf Le el3 0 psf psf psf Level 200 psf psf psf Le el 1 LL 0 psf psf Roof 0 psf 0 psf 0 psf Level 0 psf 0 psf psf Level 2 125 psf psf psf Level 1 Column Total Height= 0/t Column Self-Weight 0.0 k P(service) 217.8 k Auger Length "25 ft OK PC 185.0 k #Piles Required 2 piles Group Capacity 370 0.59 Number of Piles in Di 1 2 piles Number of Piles in Dir 2 1 piles Dimension Dir 1 10.667 ft Dimension Di 2 5.333 ft 6-4" USE 2 16 m.piles,25 ft lengths w/10'-8"It x 5'd'ft Pile Ca 467 Project PCC Huma ihes Date 6/92009 Revis Time 4.17 PM Engi er.AGM/SMT/LHS Column F-8 t' Auge Diameter 16 OK Column Trio Ar DL Tnb Ar 270.000 sf 368 sf LL Trib Ar 270 sf 368 sf Ram DL 114.8 Ram Self Wt 2.2 Ram LL 144.3 DL psf psf Roof psf psf Level psf psf Level 175 psf 210 psf Level 1 LL pst psf Roof psf psf Level pst psf Le e12 125 psf 100 psf Le el 1 Column Total Height 0 ft Column Self-Weight 0.0 k P(service)= 456.4 k Auger Length 325 tt OK Pc 185.0 k A Piles Required 3 piles Group Capacity 555 0.82 Number of Piles in Di 1 2 pile Numbe of Piles Dir.2 1 piles Dimension Dir.1 10.667 It Dimension Di 2 5.333 N USE 3 16 in.piles,25 ft lengths w/10'-8'ft x 5'-4'ft Pile Ca Column F 10 Auger Diameter i1b+ OK Column Trib Area DL Tnb Ar 375 sf 0 sf LL Trib Ar 375 sf 0 sf Ram DL 163.4 k Ram Self Wt 2.2 k Ram LL 128.9 k r DL 0 psf psf Roof 0 psf psf Level 0 psf psf Level 200 psf 165 psf Level LL 0 psf 0 psf Roof 0 Psf 0 psf Le el3 0 psf 0 psf Le e12 100 psf 100 Psf Level 1 Column Total Height 0 ft Column Self-Weight 0.0 k P(service) 407.0 k Aug Length e Len .a!,;.='''"x`25;It OK PC 1850 k C Piles Required 3 piles Group Capacity 555 0.73 Number of Piles Di 1 2 piles Number of Piles in Dir.2 1 piles Dimen on Dir 1 10.667 It Dimen ion Di 2 5.333 ft 5'-4' USE 3 16 in.piles,25 ft lengths w/10'-8"ft x 5'-4"ft Pile Ca 1' 468 Project:PCC Huma .nes Date:6/9/2009 Rev Time 4:17 PM Eng. AGMISMT/LHS Column H-12 i Auge Diamete ,18 in OK Column T it Ar DL Tnb At 450 sf sf LL Trib Ar 450 sf 0 sf Ram DL 70.2 k Ram Self Wt 1.2 k Ram LL 62.5 k DL 0 psf psf Roof 0 psf psf Level3 0 psi psf Level 175 psf psf Le el 1 LL 0 psf 0 psf Roof 0 psf 0 psf Le el3 0 psf 0 psf Leve12 100 psf 100 psf Level t Column Total Height 0 ft Column Sell-Weight 0.0 k P(service) 257 7 k Auger Length ,25"ft OK Pc 1850 k Of Pile Required 2 piles Group Capa ity 370 0.70 Number of Piles Di 1 2 piles Number of Pile D. 2 1 piles Dimension D. 1 10 667 ft Dime D. 2 5.333 ft USE 2 16 in.piles,25 ft lengths wl 10'-8"ft x 5'-4'ft Pile Ca Column G-12 Auge Diamete -416 to OK Column Trib Ar DL Trib Ar 585 sf sf 1 LL Trib Area 585 sf 0 sf Ram DL 90.7 Ram Sett Wt 1.5 Ram LL 87.6 DL 0 psf psf Roof 0 psf psf Level3 0 psf psf Le e12 175 psf psf Level 1 LL 0 psf 0 psf Roof 0 psf 0 psf Level3 0 psf 0 psf Le e12 100 psf psf Level 1 Column Total Height 0 ft Column Self-Weight 0.0 k P(service) 340.7 k Auge Length :25 ft OK Pc 185.0 k 0 Piles Required 2 piles Gr up Capacity 370 0.92 Number of Piles D. 1 2 piles Numbe of Piles Di 2 1 piles Dimension Di 1 10 667 ft 10'-8" Dimension D. 2 5.333 ft 5'-4" USE 2 16 in.piles,25 ft lengths wl 10'-8'ft x 5'-4"ft Pile Ca 469 Protect PCC Humanitie Date.6/9/2009 Re Time 4 17 PM Engi AGM/SMT/LH5 Column E 14 Auge Diamete 16 OK Column Trib Ar DL Trib Ar 450 sf sf LL Trib Are 450 sf sf Ram DL 88.9 Ram Self Wt 2.1 Ram LL 936 DL Psf psf Roof 0 psf psf Level 0 psf psf Le ell 175 psf Psi Level 1 LL psi psf Roof 0 Psf PSI` Le at 3 0 psf psf Level 100 psf psf Le el 1 Column Total Height 0 it Column Self-Weight 0.0 k P(service) 308.4 k Auger Length ZS'It OK PC= 185.0 k #Piles Required 2 piles Group Capacity 370 0.83 Number of Piles in Dir 1 2 piles Number of Piles Di 2 1 piles Dimension Di 1 10 667 It 10'-8" Dimens on Dir 2 5.333 it 5-1- USE 2 16 in,piles,25 ft len w/10'-B'ft x 5'4'ft Pile Ca Column H-14 Auge Diamete 16 in OK Column Trib Area DL Trib Ar 450 sf sf LL Trib Area 450 sf sf Ram DL 70.2 k Ram Self Wt 12 k Ram LL 62.5 k DL 0 psf psf Roof 0 psi psf Level 0 psf psf Level 175 psf Level 1 LL 0 psf psf Roof 0 psf psf Level 0 psf psf Level 100 psf psf Le el 1 Column Total Height 0 it Column Self-Weight= 0.0 k P(service) 257.7 k Auger Length �A-ft OK PC 185.0 k #Piles Requi ed 2 piles Gr up Capacity 37G 0.70 Numbe of Pile Di 1 2 piles Numbe of Piles Di 2 1 pile Dimension Di 1 10 667 it 10'-8` Dimenst Di 2 5.333 ft 5!-4- USE 2 16 in.piles,25 ft lengths w/70'-8'ft x 5'-4'ft Pile Ca 470 Project PCC Huma ities Date:6/92009 Re isron Time 4'17 PM Engmee AGWSMT/LHS Column H-15 Auge Diameter 16 in OK Column Tnb Area DL Tnb Ar 0 sf sf sf Roof 0 sf st sf Le el 3 0 st sf sf Le ell 270 sf 0 st sf Level 1 LL Trib Area 0 sf sf st Roof 0 st sf sf Le el3 0 sf sf sf Le ell 270 sf 0 sf sf Le el 1 Ram DL 466 Ram Self WI 1.2 Ram LL 35.4 DL 0 psf psf psf Roof 0 psf psf psf Level O psf psf psf Level 175 psf psf psf Le el 1 LL 0 pst psf Roof 0 psf 0 psf 0 psf Level 0 psf 0 psf psf Level 100 psi psi psf Level 1 Column Total Height O ft Column Self-Weight 0.0 k P(service) 157.5 k Auger Length "25 ft OK PC 185.0 k #Piles Required 1 piles Group Capacity 185 0.85 Number of Piles Di 1 2 pile Numbe of Piles Di 2 1 piles Dime Di 1 10.667 ft 10'-8" Dimensi DI 2 5.333 It 5'-4" USE 1 16 in.piles,25 ft lengths wl 10'-8'ft x 5'-4'R Pile Ca Column G-15 Auger Diameter 16 to OK Column Trib Ar DL Trib Ar 351.000 st sf LL Tnb Area 351 sf sf Ram DL 67.9 Ram Self WI 1.4 Ram LL 53.3 DL psf psf Roof psf psf Le e13 psf psf Level 175 psf psf Le el 1 LL psf psf Roof psf psf Level psf psf Level 100 psf psf Level 1 Column Total Height 0 ft Column Self-Weight 0.0 k P(service) 219.1 k Auge Length 25_It OK PC 185.0 k #Pile Required 2 piles Group Capacity 370 0.59 Number of Piles Dir.1 2 piles Number of Piles Di 2 1 piles Dimension Dir 1 10.667 ft 101-8" Dimension Di 2 5 333 It 5'-4- USE 2 16 a1.piles,25 ft lengths w/10'-8'ft x 5'-4'ft Pile Cap 471 Project.PCC Huma iti Date 6/9/2009 Re Time 4:17 PM Eng, AGM/SMT/LHS Column P 15 Auge Diamete .16,n OK Column Trib Ar DL Tnb Area 429 sf sf LL Tnb Area 429 sf sf Ram DL 309 k Ram Self Wt 1.8 k Ram LL 39.5 k DL 0 psf psf Roof 0 psf psf Le el3 0 psf psf Level 175 psf psf Le el 1 LL 0 psf 0 PSI Roof 0 psf 0 psf Level 3 0 psf 0 psf Level 100 psf psf Le el 1 Column Total Height 0 R Column Self-Weight 0.0 k P(serv,e) 190.2 k Auge Length "25 R OK PC 185.0 k #Pile Requ ed 2 piles Gr up Capacity 370 0.51 Number of Pile ,n D, 1 2 piles Number of Piles,n Di 2 1 Pile Dime ,on D, 1 10 667 ft 10'-8" Dimen D, 2 5 333 h 5-4- USE 2 16,n.piles,25 If lengths w/10'-8"R x 5'-4'R Pile Ca Column E 16 Auger Diameter '16 to OK Column Trib Area DL Tnb Are 175 sf sf LL Trib Area 175 sf 0 sf Ram DL 53 k Ram Self Wt 1.8 k Ram LL 39.6 k DL 0 psf psf Roof 0 psf psf Level 0 psf psf Level 175 psf psf Level 1 LL 0 psf 0 pst Roof 0 psf 0 psf Le el 3 0 psf 0 psf Le el l 100 psf psf Level I Column Total Height 0 ft Column Self-Weight 0.0 It P(service) 142.5 k Auge Length 25 R OK PC 185.0 k #Piles Requ ed 1 piles Group Capacity 185 0.77 Number of Pile Di 1 2 piles Number of Piles Di 2 1 piles Dime D, 1 10.667 ft 10'-8" Dime D, 2 5.333 It 5'-4' USE(11.16 in,piles,25 ft lengths w/10'-6"R x 5'd'ft Pile Ca i 472 Project PCC Huma the Date 6/9/2009 Re ion Time 4 17 PM Eng, AGWSMT/LHS Column H-11 ' Auger Diameter 36in OK Column Trib Ar DL Trib Area 275 sf sf LL Trib Ar 275 sf 0 sf Ram DL 536 Ram Self Wt 1.2 Ram LL 39.2 DL 0 psf psf Root 0 psf psf Level 3 0 psf psf Le ell 175 psf psf Le el 1 LL 0 psf 0 psf Roof 0 psf 0 psf Level 3 0 psf 0 psf Level 100 psf psf Le el l Column Total Height 0 ft Column Self-Weight 0.0 k P(service) 169.6 k Auger Length 25 ft OK PC 185A k #Piles Required 1 piles Group Capacity 185 092 Number of Piles Di 1 2 piles Number of Piles Di 2 1 piles Dimension Di 1 10.667 ft 10'-8" Dimension Di 2 5.333 ft 5'-4" USE t 16 in.piles,25 ft lengths w/10'-8'ft x 5'4'It Pile Ca Column G-12 Auge Diamete 16 in OK Column Trit.Area DL Trib Ar 585 sf sf LL Trib Are. 585 sf sf Ram DL 907 Ram Self Wt 1.5 Ram LL 87.6 OL psf psf Roof 0 psf psf Level 3 0 psf psf Level 175 psf psf Level 1 LL psf psf Roof 0 psf psf Le el3 0 psf psf Le el2 100 psf psf Le ell Column Total Height= 0 it Column SeM-Weight 0.0 k P(service) 340.7 k Auge Length 25 ft OK PC 185.0 k #Pile Required 2 piles Group Capacity 370 0.92 Number of Piles Di 1 2 pile Number of Piles D, 2 1 piles Dimension Di 1 10.667 R 10'-8" Dimension Di 2 5 333 ft 5'-4" USE 2 16 in,piles,25 ft lengths w/10'-8'ft x 5'-4'ft Pile Ca 473 Project:PCC Huma rtie Date 6/92009 Revision Time 4'17 PM Engf AGMlSMT/LHS Column Auge Diamete 16 OK Column Trib Ar DL Tnb Ar 450 sf sf LL Tnb Ar 450 sf st Ram DL 59.1 k Ram Self Wt 08 k Ram LL 73 k DL 0 psf psf Roof 0 psf psf Le el3 0 psf psf Le el2 115 psf Le el 1 LL 0 psf psf Roof 0 psf psf Level 0 pst psf Level 100 psf psf Level i Column Total Height 0 ft Column Self-Weight 0.0 k P(sernce) 229.7 k Auger Length 25 It OK PC 185.0 k 0 Piles Required 2 piles Group Capacity 370 0.62 Numbe of Piles Di 1 2 piles Number of Piles Di 2 1 pile Dime fon Dir.1 10 667 ft 10'-8' Dime Dir.2 5.333 ft 5'-4" USE 2 16 in.piles,25 It lengths.11 0*-B'ft x 5'-4"ft Pile Ca Column Auger Diameter 16 OK Column Tnb Area DL T 0 Area 0 sf sf LL Trib Ar 0 sf sf Ram DL 445 k Ram Self Wt 08 k Ram LL 89 k DL 0 psf psf Roof 0 psf psf Le el3 0 psf psf Level 115 psf Level 1 LL 0 psf psf Roof 0 psf psf Le el3 0 psf psf Le e12 100 psf psf Le ell Column Total Height 0 It Column Self-Weight 0.0 k P(service) 134.3 It Auge Length ,25 ft OK PC 1850 k If Piles Requ ed 1 pile Group Capa ity 185 0.73 Number of Piles Di 1 2 pile Numbe of Pile Di 2 1 pile Dimension Di 1 10667 It Dime ion Di 2 5 333 ft 5-4" USE 1 16 on.piles,25 ft lengths.110%8'ft x 5'-4'ft Pile Ca 474 Project PCC Huma it. Date 6/9/2009 Re Time 4.17 PM Eng. AGM/SMT/LHS Column / Auge Diamete 16 OK Column Trib Area DL Tnb Area O sf sf LL Trib Ar 0 sf sf Ram DL 1025 k Ram Self Wt 0.8 k Ram LL 205 k DL 0 psf psf Roof 0 psf psf Level 0 psf psf Le el2 115 psf Level 1 LL 0 psf psf Roof 0 psf psf Level 3 0 psf psf Level 100 psf psf Le at 1 Column Total Height 0 ft Column Self-Weight O.0 k P(sero e) 308.3 k Auger Length 2#ft OK PC 185.0 k C Pile Required 2 piles Group Capacity 370 0.83 Numbe of Piles.n Di 1 2 piles Numbe of Piles in Di 2 1 piles Dimens. Di 1 10.667 It 10'-8" Dimension Di 2 5.333 It 5'-4" USE 2 16 in.piles,25 ft lengths v+/10'-8'It x 5'-4"ft Pile Ca Column G.5/10 Auge Diamete 16 in OK Column Trib Area DL Trib Area 383 sf 105 sf LL Tnb Ar 383 sf 105 sf Ram DL 41.1 k Ram Self Wt 1.5 k Ram LL 26.1 k DL 0 psf pst Roof 0 psf psf Le el3 0 psf psf Level 210 psf 175 Le el 1 LL 0 psf psf Roof 0 pst psf Level 0 psf psf Le el2 100 psf 100 psf Le el 1 Column Total Height 0 If Column Self-Weight 0.0 k P(service) 216.3 k Auge Length `2��.ft OK PC 1850 k Of Piles Required 2 piles Group Capacity 370 0.58 Number of Piles in Dir.1 2 piles Number of Piles in Dir.2 1 piles Dime on Di 1 10.667 ft 10'-8" Dimension Di 2 5.333 It 5'4" USE 2 16.n.piles,25 ft lengths w/10'-8"ft x 5'-41"ft Pile Ca 475 Project PCC Huma ides Date 6/912009 Re on Time 4.17 PM Eng, AGM/SMT/LHS Column H-11 Auge Diamete 16 OK Column Trib Ar DL Trib Area 272 sf sf LL Trib Ar 272 sf sf Ram DL 536 k Ram Self Wt 12 k Ram LL 39.2 k DL 0 psi psi Roof 0 psi psi Le el3 0 psi psi Le el 2 175 psi Le el 1 LL 0 psi psi Roof 0 psi psi Le e13 0 psi psi Le el2 100 psi psi Le el 1 Column Total Height 0 i1 Column Self-Weight 0.0 k P(service) 1688 k Auge Length 25,it OK PC 185.0 k 9 Piles Required 1 piles Group Capacity 185 0.91 Number of Piles Dir.1 2pile Number of Pile Dir.2 1 piles Dimension Di 1 10.667 it 10'-8' Dimension Dir.2 5.333 N 5'-4' USE 1 16 in.piles,25 ft lengths wl 10'-8'it x 5'-4'ft Pile Ca Column G.5-7.5 Auger Diamete 16 OK Column Trib Area DL Trib Area 150 sf sf LL Trib Area 150 sf sf Ram DL 0 k Ram Self Wt 0 k Ram LL 0 k DL 0 psi psi Roof 0 psi psi Le el 3 0 psi psf Le el 2 210 psi Le el t LL 0 psi psi Root 0 psi psi Le at 3 0 psi psi Le at 2 100 psf psi Le el 1 Column Total Height 0 it Column Self-Weight 0.0 k P(service) 46.5 k Auge Length 25 it OK PC 185.0 k Of Pile Required 1 piles Group Capacity 185 0.25 Number of Piles,n Di 1 2 pile Numbe of Pile ,n Dir 2 1 piles Dimension Dir 1 10 667 it t0'-8" Dime Dir 2 5 333 it 54" USE 1 16,n.piles,25 ft len hs w/10'-8"ft x 5'-4'ft Pile Ca 476 Project-PCC Huma itie Date 6192009 Revisi Time 4.17 PM Engi eer AGMISMT/LHS Column G.SIC Auge Diameter 16 in OK Column T ib Area DL Trio Area 275 sf sf LL Trib Area 275 sf sf Ram DL 497 k Ram Self Wt 07 k Ram LL 36.1 k DL 0 psf Psf Roof 0 psf psf Level 0 psf psf Level 210 psf Level 1 LL 0 psf psf Roof 0 psf psf Level 0 psf psf Level 100 psf psf Level 1 Column Total Height 0 ft Column Self-Weight 0.0 k P(service) 171.8 k Auger Length 'JI ,ft OK PC 185.0 k #Piles Required 1 piles Group Capacity 185 0.93 Number of Piles Di 1 2 piles Number of Piles Di 2 1 piles Dimensto Dir 1 10.667 ft 10'-8" Dimension Dir 2 5 333 ft 5'-4" USE 1 16 in.piles,25 ft lengths w/10'-8'ft x 5'-4"ft Pile Ca Column Auger Diamete 16 in OK Column Tnb Area DL Trib Area 0 sf sf LL Trib Area 0 sf sf Ram DL 72.4 k Ram Self Wt 0.8 k Ram LL 145 k DL 0 psf psf Roof 0 psf psf Le e13 0 psf list Level 115 psf Level 1 LL 0 Pst psf Roof 0 psi psf Le el3 0 psf psf Le el2 100 psf psf Le el 1 Column Total Height 0 If Column Self-Weight 0.0 k P(service) 218.2 k Auge Length 25,ft OK Pc 185.0 k #Piles Required 2 piles Group Capacity 370 0.59 Number of Piles Di 1 2 pile Number of Piles in Dir.2 1 piles Dimension Dir 1 10.667 ft 10'-8" Dimension Di 2 5.333 ft 5'-4" USE 2 16 In.piles,25 ft lengths w/10'-8'ft x 5'-4'ft Pile Ca 477 Project:PCC Huma iti Date 6/92009 Re Time 4:1-PM Eng, AGM/SMT/LHS Column Auge Diamete 16 OK Column Trib Ar DL Trib Ar 0 sf sf LL Trib Ar 0 sf sf Ram DL 65.7 k Ram Self Wt 0.8 k Ram LL 131.5 k DL 0 psf psf Roof 0 psf psf Level 0 psf psf Level 115 psf Level 1 LL 0 psf psf Roof 0 psf psf Level 0 psf psf Le el2 100 psf psf Level 1 Column Total Height 0 It Column Self-Weight 0.0 k P(service) 198.0 k Auger Length ,25:tt OK PC 185.0 k 0 Piles Required 2 piles Group Capacity 370 0.54 Number of Piles to Di 1 2 piles Number of Piles Di 2 1 piles Dimension Di 1 10.667 ft 10'-8' Dimension Di 2 5.333 If 5'4' USE 2 16 in.piles,25 R lengths w/10'-8'ft x 5'-0'ft Pile Ca 478 09_0428 3-pile pilecap r 6/9/2009 3 14 PM i I i f i I f E f E t c 570 '` Y f i i 1 [ I i I I i E I E { SAFE 12.1 1 Plan View lb in F 479 09_0428 2-pile pilecap 6/9/2009 3 14 PM f � 4 r , k I � j I , I I { E i ! i ! � ; F I lop CA C -39 - - -1- — --— --- --------— — -- —- - — - -- 1 ! , SAFE 12.1 1 Plan View Ib in F 480 Design Sheet } MAGNUSSON KLEMENCIC _ 12 ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY Lcc.0 RVP V T;oO TiAt? I� �rte r i Dt,= F+►W 401�" IL� ,IC '/3 ;i i1 ' 2-142 3G(7 I�fi�'1,1Fx 1•Gi`t1��3 �i')� 337YYYL4= fr2P',dF 71 '7,f9 x�? F x t�J� �r3 3no►rc.F LL xl "'ix V54 Kt.F l'1 of if ro PLE e I i 481 Project: PCC Humanities Date. 6/9/2009 Revision Time. 3:51 PM Load Combinations Engineer AGM Used for Pile Cap Design -KT - Wkk--I,S Re IBC 2006 1605 3.2 Alternative Basic Load Combinations ASCE 7-05 12.14 3 1 3 Seismic Load Combinations - MU-OwAft f, Loa -ro�S Combination D L IBCX IBCY ACCX ACCY LC1 10 0.0 0 0 0 0 LC2 10 10 0 0 0 0 LC3 1 0 1 0 0 929 0.279 0 929 0 LC4 1 0 1 0 0 929 -0.279 0 929 0 LC5 10 10 0 929 -0.279 -0.929 0 LC6 10 1 0 -0929 -0.279 -0929 0 LC7 1 0 1 0 -0929 -0279 0 929 0 LC8 10 10 -0.929 0.279 0 929 0 LC9 10 1 0 -0929 0.279 -0929 0 LC10 10 10 0 929 0.279 -0929 0 LCI 1 10 1 0 0279 0.929 0 0 929 LC12 10 10 0.279 -0.929 0 0.929 LC13 10 10 0.279 -0929 0 -0.929 LC14 10 10 -0.279 -0929 0 -0929 LC15 10 1 0 -0.279 -0929 0 0 929 LC16 1.0 1 0 -0.279 0 929 0 0 929 LC17 10 1 0 -0.279 0 929 0 -0929 LC18 10 1.0 0.279 0 929 0 -0929 LC19 0.9 00 0 929 0.279 0 929 0 LC20 09 00 0 929 -0.279 0.929 0 LC21 09 00 0 929 -0.279 -0929 0 LC22 09 00 -0929 -0.279 -0929 0 LC23 09 00 -0929 -0.279 0.929 0 LC24 09 00 -0929 0.279 0 929 0 LC25 09 0.0 -0929 0.279 0.929 0 LC26 09 00 0 929 0.279 -0.929 0 LC27 09 00 0.279 0 929 0 0.929 LC28 0.9 00 0.279 -0929 0 0 929 LC29 0.9 0.0 0.279 -0.929 0 -0929 LC30 09 00 -0.279 -0929 0 -0929 LC31 09 00 -0.279 -0929 0 0 929 LC32 09 0.0 -0.279 0 929 0 0.929 LC33 09 00 -0279 0 929 0 -0929 LC34 09 00 0.279 0 929 0 -0929 482 4AA.5 Works '" 5/1/2009 5 29 PM ill IN •Te�HG�04 ay ClnowvA 61 CFW � - MZY1se,IJi"I � " ("'Z LG�� q4 4 LO { LGI( -(P5•D sevJ�c� <r [C14. —qq t)�- serv,ce L019 Service SAFE 12 1 1 Plan View Kip in, F 483 2AB Works V 5/1/2009 5.28 PM FIi'� IN T 1OO �s Skown WOW VJ'hm"'tc _ —15 17 3 W°o ! LG3 l -(4 I , I I I i LL30 —!0 2 SAFE 12.1 1 Plan View Kip in, F 484 i co Ln B34 Works5/1/2009 6 17 PM ND V(L� IN. T�ISIor� Max �►�� �x►�.- UAO � I I I I I f f i Y 1 _1.._._ _ 4- 4......... � i. se�v��e SAFE 12.1 1 Plan View Kip in F i HAA.5 Works �V 5/1/2009 6.22 PM as 51nou�v� I�eln-w Ht Mix �IUE ►Rv �vra�c�5�ti r,2 1112 E Go LO E t I 4 t LC3c -75 to Y t SAFE 12 1 1 Plan View Kip in F 486 7 5EF Works 5/1/2009 6 27 PM ati �k�mwv�. bele � �maK►sP.�v►� - - (05 h � LL�p '(YIBx 4�O 1 ".q� �vvrayc wUhrna�� = 24 L�tt LC 5 w SEv �. PAX, 5��►�G. _ �uf 1. 1�' LL i c LIJ � j I , I SAFE 12.1 1 Plan View Kip in, F 487 8 5DE.5 Works �V I " 5/1/2009 6 32 PM TW-Yg4(ct, -� l.Lr,'L�1 i� PvN , 5e+�gtce Tmax, fi3 t i 7-1 , LC2r11 I q� i is I I I i I i 1: 1.. .i ! SAFE 12.1 1 Plan View Kip in F 00 w E14 15F Works j I 1 5/1/2009 6 50 PM o rl �►na", Clew vi oe �- 14 15 I ! H - -- --1�__ _.---- - ------ - --- i US t 3 I i t i i I ! t 3 t i. i 3 ciPiy vF c e SAFE 12.1 1 Plan View Kip in F 489 4AA_5 Point Loads 6/3/2009 11 57 AM 4 t i � I ! 4 LO pkt i 1 i IS SAFE 12.1 1 Plan View Kip in, F 490 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT�(��A a &E �[I .i j�l t SHEET LOCATION CLIENT DATE J D BY A.,__.. fKOVI Pt, I r SNA,- W VVM4 f266 X r,-/~1 "61 KID IN t� P�J� t�1t�tG- 5m.pp,1 FC5 �( fcrl t: - fiOt�IrF2(�GN l4lf�T LDS G{� �v�- 1'G 5 ,20 IR 100 ej t-rov,IotJ ---a C'nw►, 60m-oils Col* 64 I4xOvt*4 t.( D �o,R- f ol Loo rc �')oq -t u DI?EvToo sorte, GoNTf-ovs I ,V2 Nor mpww rp�- -ie GAS arphm `I �t tt,Tkr���SL �I ft ►?I�� Al TL7 IPW CAT v r4-11'r--u 1I2�Y�5 ' 914F17i 1& �oN 4,b" p1� pJG-�Gr�D vw-�(,1 mAttoa �WoWr4 = Co org 0 Cos 0 QIP 4-000 �o�- 1�E�w�D $�R��t�fir �h CrJor INGf.DtbID�(t �5' SPi�D� d� Co Mj C,A) o (O`!.k 0 V5 44 4-1 x .�4 "# (►o $r) 9. 491 J 4AA.5 Separate Moments — 4/21/2009 5 41 PM �O i N-r wit's 0 544 IN `� DI�Tiarl &TTOM r ... } A4 mat X } GSiP�4 I 114 )05 7i th1GrN ��C� 5 4` 5 ► = 0 1�°� �r`J FDS. �a�NT (,OP'`D f1NJ� F{�oM GrP>$ OUT SAFE 12 1 1 Ian Vie Kip in F ye �/ 12 AUL BOTTOM N ��5 w 4AA.5 Separate Moments —'�-- 4/21/2009 5 41 PM J �FR�!iT1oN- =1�-01 0 .544 Ihzl i r oV wr- 4q 12"0 } IN `( DI�Niarl P.IN D i 1-n 1 G:«'o a - 4 (� Qj �Ilrty ��T1�i 54 5 i IfJ y bIC�T uN I - - - 5 4 - - k 5 - A $ k $oT a�dl SAFE 12.1 1 Ian View Kip in F mo a4,.jaG�,ona( yv�h� 1"F4tA.te'2'_'� �/ [ �I(r 2ABWorks Added Piles PC6 6/3/200911.25AM � ' SAFE 12 1 1 Plan View Kip in. F 494 �upPONT WP-t> 2AB Works GoL- E> 1 I 4/24/2009 1009 AM /j D O log �-?- / (' �510 i v= 31 � ►� - L ►r, R � Goy 2 2 f 03k- Z-p, . ^� 341 Ct2 0 � 1WrrsM 9A)LI f61NT t-Oft I� o• FkM V\1 po(�un/1 L - G W /_x G-$° l: Y/'' �, �► or add C7 WA I- $� � . I �` Coy-uM�l p►,W�htJC�r lv 1 =j- I F 4 L- i p,Ivi �j a � , Y 34 lb- "INT bbkc -P0 RJT wvt;D l kr 6r�-IC Aq CONI 3 VG �► 0` i � p� Ci �o>L �I 1 0 o c SAFE 12.1 1 Plan View R-(cammo PA) Kip in, F cdo 495 (ma't �� 2AB arks 4/24/2009 10'09 AM f t v 6✓fv onJ W X rTM�AA � 4 1'il-E 3'$+i C� `I ' 7` C,1190- UT , pw��hrlCr a=� I Y colt --�- T�, - �►�Sw �6 3 ��rc�vM`adlt 30` -(dol- SAFE 12.1 1 Plan Viewter' '' - �Coi I�M�S l k) Kip in, F �Kom �a�e2 �a�C �lv i � � �' 496 P2AB Reduced Piles 4/2AM 40 41 + l i0 r✓X �$D G� "o•o 5o, I a . rvw W se r1-- a 9 AY S A SAFE 12.1 1 Plan View Kip in F 497 POINT IA/�G �aM B34 Works (AL- � 3 5/112009 10 02 AM T�,= 05 Z L ISI -$ o� I✓o IP I T .a/"i� L' I555k- Y i�l Y P bKb D"e 6' �oltfTLafbfix , O �10T 9d! 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SHEET LOCATION CLIENT DATE '�2P�Cr Paz i tis 2Pc(o t 4S to i F97 - p� I M � G'[to►�! �LP(r(p 7117( Mal �►� 11 Cak lt� !Z v4kA 5 MZ Es►SrA G�l� E 0 -0 + gq a �i it o LD6kV 3 Aj1-2 X AXtS �A3 Y21 C41b 11 Wk- l- S-J1 OHCI k�Y-- �!a M� SYS F21 6rPD v wkLA' (STV-0"6r VS' lr I6r) Mom�pp t� ��lST� (1� , l V✓ pq11t �okDe-, W,Igf�V o1LTof h-11 527 l STOP TO REINF AT COL BASE DEPRESSION r SLAB NOT SHOWN a Co a = U OO �- Lo m CJ 4' GRADE BM • x @ OVER EXTENT OF BM, MIN ( ). SEE NOTE t PILE CAP NOTES 1 WHERE TWO OR MORE BEAMS INTERSECT AT A PILE CAP THIS REINFORCING REQUIRED IN ONE DIRECTION ONLY AT INTERSECTION LOCATION 6 TYPICAL BEAM TO PILE CAP 7 STOP TO REINF AT HOOK BOT REINF AT CAP COL BASE DEPRESSION (3) STIRRUPS Q 4' AT END CL SLAB NOT SHOWN a � C> a Z U cr 0 o Lo- L0 Cl CJ 4' GRADE BM • x Q OVER EXTENT OF DOWELS TO MATCH BM, MIN ( ). SEE NOTE 1 GB BOT REINF PILE CAP NOTES 1 WHERE TWO OR,MORE BEAD INTERSECT AT A PILE CAP THIS REINFORCING REOUIRED IN ONE DIRECTION ONLY AT INTERSECTION LOCATION 1 1 TYPICAL DEEP BEAM TO PILE CAP 12 528 4 02. GN 5/4/2009 11.20736 AM FILL DEPRESSION W/ CONC FOLLOWING COL PLACEMENT ARCH VENEER SLAB 1'-0" MAX, TYP ' DEPRESS SLAB AT LEVEL 1 COL BASEPLATE z i -- --- ------------- - ---- - ---, ----- ------ � oI I C'V 8" GRADE BM BEYOND • PILE CAP d- N tf'1 4 ..)GN 5/4/2009 11.19:53 AM Column Load Summary RAM Steel v13 0 Magnusson Klemencic Associates RAM DataBase- 09.0430 50CD pcc 04/30/09 16 46 15 INTE-ATKx.a, Building Code- IBC Alt Steel Code AISC360-05 LRFD UNFACTORED COLUMN LOADS CaM(AP,I LOWC u51�P `P►I_ to I& I Units kips Column Line 1-A Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 63 1500 20 06 27 -09 l 7 5.3 Third 63 14.50 188 1.2 209 -47 15.3 409 Second 63 1500 358 1 8 349 -8.5 291 72.4 Column Line 1-B Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 62 1500 84 06 7.3 00 90 16.3 Third 62 1450 56.5 1.2 397 00 576 974 Second 62 1500 1077 1 8 670 00 1095 176.5 Column Line 2-13 Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 2 1500 43 06 38 00 49 87 Third 2 1450 180 1.2 220 00 19.2 41.2 Second 2 1500 31 3 1 8 40.3 00 33 1 734 Column Line 3-A Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 4 1500 11 1 06 1 1 4 -16 101 23 1 Third 4 1450 448 1.3 600 -78 384 1061 Second 4 1500 87.2 2 1 108.2 -140 75.3 1974 Column Line 3-13 Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 93 1500 21.5 06 188 00 22 1 40.9 Third 93 1450 1118 1 5 1034 00 1134 216.8 Second 93 1500 2007 2.5 1879 00 203.2 391 1 Column Line 4-B Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 5 1500 19.5 06 16.3 00 201 364 Third 5 1450 96.5 14 86.3 00 97.9 1A02 Column Load Summary IRAM Steel v13 0 Page 2/7 Magnusson Klemencic Associates RAM. DataBase 09_0430 50CD pcc 04/30/09 16 46 15 INTERN o-, Building Code- IBC Alt Steel Code AISC360-05 D Second 1500 172 5 2.2 1555 00 1747 3301 Column Line 5-A Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 9 1500 114 06 11 5 -1.3 107 23.5 Third 9 1450 47.2 1.3 608 -66 41 9 109.3 Second 9 1500 914 2 1 1098 -11 8 81 6 203.2 Column Line 5-13 Level Col## Length Dead Self +Live -Live MinTot MaxTot Roof 6 1500 20.3 06 181 00 20.9 390 Third 6 14.50 1033 14 99.5 00 1047 204.2 Second 6 1500 185.5 2.3 180.8 00 1878 3685 Column Line 6-A Level Col# Length Dead Self +Live -Live MinTot MaxT-` Roof 8 1500 99 06 100 -14 91 2 Third 8 14.50 36.9 1.2 506 -69 31.2 887 Second 8 1500 703 1.9 91.2 -12.6 597 1634 Column Line 6-B Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 7 1500 21 6 06 19.3 00 22.2 41 5 Third 7 14.50 1066 1 4 986 00 1081 2066 Second -,' 1500 191.2 2.3 1781 00 193.5 371 6 Column Line 136.O1ft-0.00ft Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 204 1500 2.6 06 2.2 00 3.2 54 Third 204 14.50 91 1.2 74 00 10.3 177 Second 206 1500 228 1 8 170 00 246 41.5 Column Line 150.00ft-30.00ft V V X Level Col# Length Dead Self +Live -Live MinTot Max Roof 12 1500 21 0 06 17.9 00 21 6 39.5 Third 12. 14.50 73.9 14 72.6 00 75.3 147.8 5 31 Second 12 1500 1647 2.2 144.9 00 166.9 3117 Column Load Summary RAM Steel vl3 0 Page 3/7 Magnusson Klemencic Associates RAM DataBase• 09_0430 50CD pcc 04/30/09 16 46 15 MER ^ Building Code- IBC Alt Steel Code- AISC360-05 LRFD Column Line 169.20ft-39.00ft Level Col# Length Dead Self +Live -Live NlinTot MaxTot Roof 212 1500 60 0.2 5.2 00 6.2 114 Third 214 14.50 28.9 04 21.2 00 294 506 Second 217 1500 497 07 36 1 00 504 865 Column Line 174.91ft-51 48ft 1 IM--rI&I Level Col# Length Dead Self +Live -Live MinTot MaxTot Third 211 14.50 471 08 31.9 00 478 797 Second 214 1500 471 1 6 31 9 00 486 805 Column Line 8-F Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 13 1500 18.5 06 154 00 191 344 Third 13 14.50 64.5 14 771 00 65.9 1429 Second 13 1500 1148 2.2 144.3 00 1169 261.3 Column Line 187.59ft-78.67ft W "1 Vlo Level Col# Length Dead Self +Live -Live MinTot MaxTot Third 210 14.50 41 1 07 261 00 41 8 679 Second 215 1500 41 1 1 5 261 00 42.5 686 Column Line 11-H Level Col# Length Dead Self +Live -Live MinTot MaxTot Third 30 1450 160 06 121 00 166 286 Second 30 1500 536 1.2 39.2 00 548 940 Column Line 9-F Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 14 1500 17.8 06 157 00 184 341 Third 14 14.50 61.9 14 698 55 578 133 1 Second 14 1500 1631 2.2 1481 55 1598 3134 Column Line 12-H Level Col# Length Dead Self +Live -Live MinTot MaxTot Third 26 14.50 158 06 12.2 00 164 N9 Column Load Summary Fil RAM Steel v13 0 Page 4/7 Magnusson Klemencic Associates RAM DataBase- 09.0430 50CD pcc 04/30/09 16 46 15 } �RE Building Code IBC Alt Steel Code- AISC360-05 D Second 26 1500 70.2 1.2 625 00 714 133 8 Column Line 10-F Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 1`i 1500 178 06 15.9 00 184 34.3 Third 1`i 14.50 64.9 14 644 3.2 630 1306 Second 1`_i 1500 1634 2.2 1289 -3.2 162.4 2945 Column Line 13-H Level Col# Length Dead Self +Live -Live MinTot MaxTot Third 27 14.50 158 06 12.2 00 164 286 Second 27 1500 70.2 1.2 625 00 714 133.8 Column Line 213 74ft-0.28ft '�,,I?) Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 151 1500 8.5 06 7.3 00 91 16 A Third 209 14.50 31 5 1.2 35.2 00 32.7 6 Second 151 1500 647 19 73.2 00 666 1398 Column Line 11-G Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 25 1500 50 0.2 44 00 5 1 9.5 Third 25 14.50 475 08 28 1 00 48.3 76.3 Second 25 1500 944 14 679 00 958 1636 Column Line 11-F Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 16 1500 10.5 06 9.2 00 11 1 20.2 Third 16 14.50 306 1.2 358 00 31 8 676 Second 16 1500 558 1 8 624 00 576 1200 Column Line 14-H Level Col# Length Dead Self +Live -Live MinTot MaxT-` Third 28 14.50 158 06 12.2 00 164 1 Second 28 1500 70.2 1.2 62.5 00 714 133.8 533 Column Load Summary 'r RAM Steel vl3 0 Page 5/7 Magnusson Klemencic Associates RAM DataBase 09.0430 50CD pcc 04/30/09 16 46 15 Building Code• IBC Alt Steel Code: AISC360-05 LRFD Column Line 12-G Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 24 1500 50 0.2 44 00 5 1 9.5 Third 24 14.50 48.3 08 291 00 491 78.2 Second 24 1500 907 1 5 876 00 92.2 1798 Column Line 229.99ft-1.07ft Level Col# Length Dead Self +Live -Live MinTot MaxTot Third 152 14.50 1.2 0.2 6.3 00 14 77 Second 152 1500 12.2 04 131 00 125 257 Column Line 12-F Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 87 1500 61 06 54 00 67 12.2 Third 87 14.50 24.5 1.2 297 00 257 554 Second 87 1500 42.2 1 8 540 00 439 979 Column Line 15-H Level Col# Length Dead Self +Live -Live MinTot MaxTot Third 29 14.50 89 06 8 1 00 95 176 Second 29 1500 466 1.2 354 00 478 83.2 Column Line 13-G Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 23 1500 50 0.2 44 00 5 1 9.5 Third 23 14.50 48.3 08 291 00 491 78.2 Second 23 1500 907 1 5 876 00 92.2 179.8 Column Line 13-F Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 18 1500 150 06 134 00 156 290 Third 18 14.50 580 14 71 6 00 594 131 0 Second 18 1500 100.2 2.2 1298 00 1024 232.2 Column Line 14-G 534 Column Load Summary VilRAM Steel v13 0 Page 6/7 Magnusson Klemencic Associates .RAMDataBase 09_0430 50CD pcc 04/30/09 16 46 15 P.RERNATrI AI Building Code IBC Alt Steel Code. AISC360-05 7 Level Col# Length Dead Self +Live -Live MinTot NlaxTot Roof 22 1500 50 0.2 44 00 5 1 95 Third 22 14.50 48.3 08 29 1 00 491 78.2 Second 22 1500 907 1.5 876 00 92.2 1798 Column Line 14-F Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 19 1500 151 06 134 00 157 291 Third 19 14.50 58.5 14 72.0 00 599 131.9 Second 19 1500 101 1 2.2 1306 00 103.3 233.9 Column Line 15-G Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 21 1500 3 5 0.2 30 00 37 67 Third 21 1450 31.5 08 204 00 32.3 527 Second 21 1500 67.9 14 53.3 00 69.2 1225 Column Line 268.54ft-90.58ft Level Col# Length Dead Self +Live -Live MinTot MaxTot Second 201 1500 2.5 0.2 2.8 00 2.7 5.5 Column Line 16-G Level Col# Length Dead Self +Live -Live MinTot MaxTot Second 133 1500 84 0.2 3.2 00 85 117 Column Line 15-F Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 20 1500 47 06 4.2 00 5.3 9.5 Third 20 14.50 180 1.2 219 00 19.2 410 Second 20 1500 30.9 1 8 39.5 00 326 72.2 Column Line 13-E Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 34 1500 11.9 06 106 00 12.5 1 Third 34 14.50 564 1.3 596 00 577 117.3 Second 34 1500 109.8 2 1 1086 00 111.9 220.5 535 Column Load Summary RAM Steel v13 0 Page 7/7 Magnusson Klemencic Associates �M DataBase- 09_0430 50CD pcc 04/30/09 16 46 15 IMERNATCNAI Building Code: IBC Alt Steel Code• AISC360-05 LRFD Column Line 16-F Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 81 1500 5.2 06 4.6 00 5 8 104 Third 81 14.50 31.2 1.2 25.5 00 32.4 580 Second 81 1500 55.5 1 8 416 00 57.3 988 Column Line 14-E Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 33 1500 107 06 9.5 00 11.3 208 Third 33 14.50 476 1 3 51 6 00 48.9 1004 Second 33 1500 889 21 936 00 91 0 1846 Column Line 16-E Level Col# Length Dead Self +Live -Live MinTot MaxTot Roof 85 1500 28 06 2.7 -0.3 3 1 6.2 Third 85 14.50 24.9 1.2 21.2 -14 246 47.2 Second 85 1500 530 1 8 396 -14 534 944 536 Pile Design `1 PC.0,Alla it F#�t�- Cast-in-Place Concrete Pile Foundations. Transverse Reinforcement IBC 2006 f 4§bO:Psi fYr= 80000 Psi Conc Cover= 3-in Least dim of Pile cap 30.in Transverse reinforement(circular) Location 1 Location 2 Mark Pile Diameter Pile Length dhAa A� Min.Bar No. Bar No Bar Dia. Spacing Loc 1 P P Sm Design Mc Flexural Length Loc 2 Mid,Bar No. Bar No. Spacing (in) (ft) (in) (ft°) (ft') (in) (in) (ft) (in) (k4n) (ft) ✓(.Q�Q (ft)I (in) ` T 1&-1&2' ""16 .; "',29.", .0.79 1 40 055 #3 "#5, 0 625 . '4 7.50 0 023 0 031 ,'402.17_7776.30 7 43 Aa KC' (PILE bIF� /ddn — ��G GOVJZ (tC 1 tilt L "' Tr I d blk1. �"�)� Tr FI L.Ae� >I Pt - iii((OW CDVEl� Wlt�`01i �p�1, la(PrM Tr D Me; 6} 12 mI0 - X10 -�,lA- ve A ti2v ,rwOVIb� rnl�(. Lot' 1. �'7 LE j�. �i1 Yv� hl✓!DN C �?07roN br _I lZI-mi4,y �S = D Iv f G / fit R-GI 5I& o=a 21 I (a) Aj �nN<fI-rOT2jr( INF p� D ao5 IN TRF- TOr '/z �I ���� (10-o° M(�) o0�- �U���T ��� Zoalo I�iv I y L F� V"O_ � 1Grr�� of TO,-, �) ,5 �v�I��r�J� Y/- 611 r� A-r 7 -AT po I N T �w, = trA 31 Z Ftp- cip_6U�- G��Sy GTrbfe� 5Ffrn1S oM A& I To F1n 0� Ln W � TLAS PCC Maier Hall-revised4-28.09.xls 5/4/2009 < 1214 Project:PCC Humanities Date:5/27/2009 Revision Time:4-10 PM Engineer AGM Load Combmation / 1 100EX30EYPT 2 30EX100EYPT 3 30EX100EYMT 4 t00EX30EYMT 'tjI� � t �,��/� _ p��t/_--rfl,.,�r>✓ ETABjjS Base Shear `J(\ �i{-��1/ j-l� r�✓ (�Vw Lateral Resistance V2 k V3 k) Pile Dimensions 2-Direction 3-Direction Wall Number of Pile Cap Pile Cap Slab Trib � Siab Pile Shear Capacity/ Capacity! Pile Cap Wall Piers Direction 1 2 3 4 1 2 3 4 Width(ft) Length(fl) Piles Depth ft Areas Width Depth in Ca aci k Pile Group Passive Friction Total Demand Pile Group Passive Friction To[al Demand Comments PC6 Pt 2474 337.0 337.0 247.4 1.2 0.9 0.9 1.2 _2T67,-.- ,,:42,U% 16. _,-Z5 898.62_;s„-862-1; ; ;10; 11.17' 160.8 55.0 184.9 400.7 1.19 160.8 108.3 107.8 376.9 306.41 � PC7 P9 329.7 150.3 150.3 329.7 0.8 1.3 1.3 0.8 16a00; `43.33 18'...: d 627.78` :. 455,0, 10 ... c11.17.. 181.0 129.9 216.8527.6 1.60 161.0 175.9 56.9 413.8 328.38 PC5 PC2 _ 139.4 260.1 260.1 139.4 79.9 59.8 59.8 79.9 16.00'. .-,•. 26.67;.'-- 12',,,,, .2.5 312.89..:`, 680-0'-'- ;" ,10?..- 17A -:� 120.6 40.6 101.2 262.4 1.01 120.6 67.7 85.0 273.3 3.42 PCB IP10 ==r 716.1 163.9 163.9 116.1 0.6 0.7 0.7 0.6 '...10,67.,. ....32-00` ..12 :,, 25..,c-. 341.33 F 680.B.-,,.'..-:10. .- .. .117172=. 120.6 27.1 706.5 254.2 1.55 120.6 81.2 85.1 286.9 428-23 PC9 P14 - 318.6 351.6 351.6 318.6 0.9 1.5 1.5 0.9 10.67'..`i:.42,67: _ 10 2.5, ,455,11 `, 184.0` 8>-, 1:1,17; 100.5 27.1 94.5 222.1 0.63 100.5 108.3 18.4 2272 155.61 PC9 Between BH-9 and BH-1 Borings* PC9 IP14 318.6 351.6 351.6 318-6 0.9 1.5 1.5 0.9 10.87`., „,42-67<.. - 10 2.5 �455AV-1 184.0" 8' `, . .`.26'". `' 234.0 27 1 94.5 355.6 1.01 234.0 108.3 18.4 360.7 247.03 PC9 Between BH-9 and BH-1 Borin s' PC10 P8 Y'" ' 378.0 322.8 322.8 378.0 6.8 8.7 8.7 6.8 -- -- - - P32 X 367.6 534.1 5341 367.6 6.2 5.9 5.9 6.2 - -- -- -- P4 X 180.1 194.9 194.9 180.1 26.3 19.7 19.7 26.3 - -- -- - -- -- P19 X 28.7 44.8 44.8 28.7 14 11 11 14 -- -- -- - -- -- P35 Y 150.3 133.7 133.7 150.3 0.6 0.6 0.6 0.6 - -- P36 Y 1714 127.9 127.9 1714 11 1.6 1.6 1.2 -- -- - - -- -- -- -- P12 X- " 187.6 312.3 312.3 187.6 0.4 0.5 0.5 0.4 -- -- -- - -- -- -- P6 Y 310.0 269.0 269.0 310.0 0.3 0.4 0.4 0.3 - - - -- -- P3 X 51.9 86.7 66.7 51.9 0.4 0.3 0.3 0.4 -- -- _ -- -- - -- -- -- -- w W 4 A28:00 119:33 _ " .-70 -2:5.. 5073.17 4274.1" 8' 11-17 703.7 324.8 1164.9 2193.4 1.87 703.7 302.6 427 4 1433 9 1.37 Combined 818.-.1 1175:3` .:1175:3-., 818:1- 1044.6. ;880:7„ 880.7' 1049:8 PCtt P13 X 51.7 76.2 76.2 517 0.5 0.6 0.6 0.5 -- - -- -- P21 Y s 3114 290.2 290.2 3114 0.8 1.1 11 0.8 -- -- -- -- -- -- -- -- Combined 52.5,„-.97.31. 77:3 .52:5.,=,"311:9: 290-8; :290-8, 311.9,=: ,.42:67,.,.•? .'42.6T 16- £ 3, 796.44, 1024.8 ,8- 11-17 160.8 129.9 230.4 5212 6.74 760.8 129.9 702.5 393.3 1.26 BH-1 Boring Pile Shear Capacity V=35.1 k BH-9 Boring Pile Shear Capacity V=42.6 k I� \ 539 I Design Sheet 1 ! MAGNUSSON KtEMENCIC ASSOCIATES µ�■ Structural+Civil Engineers PROJECT pC , , I�! SHEET ` MOON CLIENT DATE�ijwjOj BY A—am �i� � 1,�T�Rv P--�yTfa�� �- �►� �� �G5 I— !d= ( aup ZTr"i -rc� Q I Dy � I pct T %70� vli,� GRA i Ito D I y2 lkod I �, (/W Ivo E Tppl�-IotJ) 3 00 Io- (1 CID o -w J t roR��f n pi Gx�o - - iy i l , i ! i E II s PV�ISTA14f, 'po u>,Trnk'f� IyYmof, ��o�► PA�htJ�pi t 'WO Fri I#y�lti �r�p �s� 541 3Do r6f ��" Iy = Il 00 I'yF A Design Sheet - MAGNUSSON KLEMENCIC ASSOCIATES ■ w_ Structural+Civil Engineers PROJECT SHEET y LOCATION CLIENT DATE BY M& Owjgti Tvv yrl2(�W F5F + I 100 PSF) * 17011y z I Sirl k— (POJ✓ �oT� � 15�t�r1Ge ��oJlpet> -5j SLID INC; AT BArA�- `Tf�1PJK-Flt Td Ph i (1 IV" + 13 3" + lei'-2�� l ( �70o`) = (p�i0 s� std wo"T J 1 r2 �� 1 /Iv yf��b0 S� Q7 r2 eAf Wrz14 -T plLa;6kf7 -T = 15d P� >< :5I�TAT-1&6. ??{tri -Cn aPtWr = (Qf�b'+lilt ��Ci N�Timl�rt� '�oTRv g��I�T NI 1101 Q7 + 40 (p + ►ObSk = ZUb q I- > JL: Zoo 1 w- i I i s 54 Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES _ ■ Structural+Civil Engineers PROJECT �a p C PI GE SHEET I LOCATION CLIENT DATE BY I I I III �3 lO ri 51 lJ AT TDP OF Phi 6A-p Ply{ I4 '5�00 �,'In" - 19150 Pyr foo For '0 00' 10, - /,&qd r4r 0 PyF + ?,u go PSF)/r ZjO 5 &,,<F vgvT4 = 114 it- V6 543 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES � ■ Structural+Civil Engineers PROJECT C a ( 41� k 7 T J LOCATION CLIENT DATE BY into GMP' fii ry ivYr -w fir& 6A-FwAt j e4e&r- Wkw vim °�Gy y, ? too I �l�tL wchTE �- c�tJ- o� tiv � /►v r�� 4" �-IN O.V2 *.4Ooo r*i1 t It,�"i'w w vift"rToL 4 ��o A `1 w/ rite I'1 1't►.� 5 � Ci�A�� Cato k YID S gFo"(R-Erl- P,T Tog 54 Boring BH 7 Shear Force vs Depth Shear Force (kips) -6 -4 2 0 2 4 6 8 10 d' (4 CO O r t Q d N 0 � V O O N N N N v Case 1 545 d� Boring BH 1 BH-2, BH-3,and BH-4 Bending Moment vs. Depth Bending Moment(in-kips) 100 0 100 200 300 400 500 600 700 800 900 1000 / i N - v 0 0 t Q d N 0 t7 _ 0 _ r 0 N N _ N N v Case 1 546 AGNUSS Design Sheet MK EMENC�IC ASSOCIATES Structural+Civil Engineers PROJECT ett, ibr DI I - 1" Il'i f4FZ G11�� SHEET LOCATION CLIENT DATE 151.4 o BY kxVV% 14 Of 'rel S foN 7-:At vv1>>tit>�n wvv► G�vl 4r, = ►�a x 1 u jed- �-IQ/xvva `` �7J 10 t Z l� ��� �ce, �y SLivi i0joh recd 4c0000 LwA-T,ik vme� 4 1'1& w" �p�hQn C.Y--)�ly� worY614 s VvIvVJ "'ke,o � o eVCEed5 Y w±�2;d. ✓VIAv`tiG a� {� j f s�1�r1�1 fel ct�q z Tr �x `f GlGrt� PvlGr = 0 ` �f Cik o4 0 9 S �J l V S n Iv, (ifi� /IG+r a 9J" `` s - �5 M f,1 4- 4w- m l,�NEr[ 1tT WtI t �� n&,Ve� 1y-VD L. -�m3Y-166r1tce" -five, Fw�-wtrr"— = TrA � � � I ro` � �o tits SIN V4;--Dpt-i = ��Q�`✓ LWkT4 - 115 U I � � C GIl1 WtW19-eV A �,p,�vtwe� 547 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECTj�J SHEET LOCATION l6 CLIENT Ali 5 2 BY , W GAP f'G�� r` VIL�TIV11 � ntt� q `l (< �- D IS (/V R:i-', 5 PI ttt� v r II ff F1 VV !<i%iN bll!?4 wtm U 9 t\A 0 �Acl7 134f, - 01 0-4M(,r i � j MY�,� e nb 'X-7T4 (II -o M _ q m ►n M, � @ 2��` vofT4 [Iq- V cmj'Tf-.zxs -PCU lbs ICON TK2Ir-+ATo IQ-0" ot E 54 100 - My(k-ft) 1 O O Y O \� + x o O o IMx(k-ft) 16 in diam ----{ -100 100 Code ACI 318-05 Units English Run axis Biaxial Run option Investigation / ,�nderness Not considered Column type Structural Bars ASTM A615 Date 05/28/09 Time 1014:21 -100-- P = 256 kip pcaColumn v4 10 Licensed to Magnusson Klemencic Associates License ID- 54156-1013735-4-21 E91 2AAF1 File I\PCC Human ities\Engineers\AG M\Foundations\052809 Pile Capacity col Project: PCG Humanities Pile Capacity Column Pile Lateral Engineer- AGM fc=4 ksi fy =60 ksi Ag =201 062 in^2 6#8 bars Ec= 3605 ksi Es =29000 ksi As =474 in^2 rho =2.36% fc=3 4 ksi Xo =000 in Ix= 3216.99 in^4 e u =0 003 in/in Yo =0 00 in ly=3216 99 in^4 Beta1 =0 85 Min clear spacing =3.38 in Clear cover= 3 13 in Confinement. Tied phi(a)=0.8 phi(b)= 0.9 phi(c)=0 65 549 052709 Pile Pg 1 1po ------------------------------------------------------------------------------- LPILE Plus for windows version 5 0 (5 0 37) Analysis of Individual Piles and Drilled Shafts subjected 1-0 Lateral Loading using the p-y Method (c) 1985-2007 by Ensoft Inc All Rights Reserved This program is licensed to AGM MKA Path to file locations C \Documents and Settings\agm\Desktop\Maier Hall\Foundation Loads\LPI:LE\ Name of input data file 052709 Pile Pg 1 1pd Name of output file 052709 Pile Pg 1 1po Name of plot output file 052709 Pile Pg 1 1pp Name of runtime file 052709 Pile Pg 1 1pr --------------------------- -------------------------------------------------- Time and Date of Analysis --------- -------------------------------------------------------------------- Date May, 27 2009 Time 10 25 38 ------------------------------------------------------------------------------ Problem Title ------------------------------------------------------------------------------ PCC Maier Hall - Pile Lateral Capacity pg 1 3;1711-1 1 134 1 ------------------------------------------------------------------------------ Program Options --------------------------------- -------------------------------------------- Units Used in Computations - US Customary units Inches Pounds Basic Program options Analysis Type 1 - Computation of Lateral Pile Response using User-specified Constant EI Computation Options - only internally-generated p-y curves used in analysis - Analysis does not use p-y multipliers (individual pile or shaft action only) - Analysis assumes no shear resistance at pile tip - Analysis for fixed-length pile or shaft only - No computation of foundation stiffness matrix elements - output pile response for full length of pile - Analysis assumes no soil movements acting on pile - No additional p-y curves to be computed at user-specified depths solution Control Parameters - Number of pile increments = 100 Page 1 550 052709 Pile Pg 1 1po - Maximum number of iterations allowed = 100 - Deflection tolerance for convergence = 1 0000E-05 in - Maximum allowable deflection = 1 0000E+02 in Printing Options - values of pile-head deflection, bending moment shear force, and soil reaction are printed for full length of pile - Printing Increment (spacing of output points) = 1 ---------------------------------------------------------------_--------------- Pile structural Properties and Geometry ------------------------------------------------------------------------------ Pile Length = 300 00 in Depth of ground surface below top of pile = -54 00 in slope angle of ground surface = 00 deg structural properties of pile defined using 2 points Point Depth Pile Moment of Pile Modulus of X Diameter Inertia Area Elasticity in in in *4 Sq in lbs/Sq in ----- --------- ----------- ---------- ---------- ----------- 1 0 0000 16 00000000 3217 0000 201 1000 3605000 2 300 0000 16 00000000 3217 0000 201 1000 3605000 ------------------------------------------------------------------------------ soil and Rock Layering Information ------------------------------------------------------------------------------ The soil profile is modelled using 2 layers Layer 1 is stiff clay without free water Distance from top of pile to top of layer = -54 000 in Distance from top of pile to bottom of layer = 90 000 in Layer 2 is stiff clay without free water Distance from top of pile to top of layer = 90 000 in Distance from top of pile to bottom of layer = 300 000 in (Depth of lowest layer extends 00 in below pile tip) ------------------------------------------------------------------------------ Effective unit weight of Soil vs Depth ------------------------------------------------------------------------------ Effective unit weight of soil with depth defined using 4 points Point Depth x Eff unit weight No in lbs/in==3 ----- ---------- ---------------- 1 -54 00 06655 2 90 00 06655 3 90 00 03000 4 300 00 03000 Page 2 551 052709 Pile Pg- 1 1po -------------------------- ---------------------------------------------- shear Strength of soils ------------------------------------------------------------------------------ shear strength parameters with depth defined using 4 points Point Depth X Cohesion c Angle of Friction E50 or RQD No in lbs/in**2 Deg k_rm ----- -------- ---------- ------------------ ------ ------ 1 -54 000 22 20000 00 0040D 0 2 90 000 22 20000 00 00400 0 3 90 000 22 20000 00 00400 0 4 300 000 22 20000 00 00400 0 Notes (1) Cohesion = uniaxial compressive strength for rock materials (2) values of E50 are repported for clay strata (3) Default values will be generated for E50 when input values are 0 (4) RQD and k_rm are reported only for weak rock strata ------------------------------------------------------------------------------ Loading Type ------------------------------------------------------------------------------ Static loading criteria was used for computation of p-y curves ------------------------------------------------------------------------------ Pile-head Loading and Pile-head Fixity Conditions ------------------------------------------------------------------------------ Number of loads specified = 1 Load Case Number 1 Pile-head boundary conditions are Displacement and Moment (BC Type 4) Deflection at pile head - 250 in Bending moment at pile head = 000 in-lbs Axial load at pile head = 170 400 lbs ------------------------------------------------------------------------------ Computed values of Load Distribution and Deflection for Lateral Loading for Load Case Number 1 ------------------------------------------------------------------------------ Pile-head boundary conditions are Displacement and Moment (BC Type 4) specified deflection at pile head = 250000 in specified moment at pile head = 000 in-lbs Specified axial load at pile head = 170 400 lbs Depth Deflect Moment shear slope Total Soil Res Es*h X y M v S Stress p F/L in in lbs-in lbs Rad lbs/in**2 lbs/in Page 3 552 lbs/in052709 Pile Pg 1 1po -------- --------- ----------- ----------- ----------- ----------- ---------- 0 000 250000 0 0000 42651 9247 - 0052905 8473396 -962 9063 5777 4380 3 000 234128 123625 39756 5900 - 0052745 308 2776 -967 3168 12394 6924 6 000 218353 238545 36850 1374 - 0052277 594 0582 -970 3182 13331 4230 9 000 202762 344732 33936 8446 - 0051522 858 1220 -971 -8770 14379 5430 12 000 187439 442171 31021 0922 - 0050505 1100 4340 -971 9579 15556 3481 15 000 172460 530863 28107 3689 - 0049246 1320 9923 -970 5242 16882 6275 18 000 157892 610821 25200 2773 - 0047769 1519 8290 -967 5369 18383 5350 21 000 143798 682070 22304 5402 - 0046097 1697 0111 -962 9545 20089 7246 24 000 130234 744652 19425 0091 - 0044252 1852 6409 -956 7329 22038 8509 27 000 117247 798624 16566 6738 - 0042256 1986 8577 -948 8240 24277 5712 30 000 104880 844057 13734 6741 - 0040131 2099 8385 -939 1758 26864 2571 33 000 093168 881037 10934 3144 - 0037900 2191 7993 -927 7306 29872 7194 36 000 082140 909667 8171 0823 - 0035584 2262 9962 -914 4241 33397 4125 39 000 071818 930067 5450 6717 - 0033204 2313 7269 -899 1830 37560 8420 42 000 062218 942374 2779 0128 - 0030782 2344 3326 -881 9229 42524 3401 45 000 053349 946744 162 3123 - 0028339 2355 1996 -862 5440 48504 1254 48 000 045214 943351 -2392 8927 - 0025894 2346 7616 -840 9260 55795 9347 51 000 037812 932389 -4879 6608 - 0023468 2319 5025 -816 9194 64814 0918 54 000 031133 914075 -7290 5392 - 0021080 2273 9595 -790 3329 76156 0051 57 000 025164 888648 -9617 4071 - 0018748 2210 7277 -760 9124 90713 9436 60 000 019884 856373 -11851 2346 - 0016491 2130 4655 -728 3059 109881 63 000 015269 817542 -13981 6916 - 0014326 2033 9027 -691 9988 135958 66 000 011289 772484 -15996 4736 - 0012270 1921 8520 -651 1893 173055 69 000 007908 721565 -17880 0309 - 0010337 1795 2267 -604 5156 229345 72 000 005086 665205 -19610 8501 - 0008544 1655 0715 -549 3638 324025 75 000 002781 603901 -21154 2992 - 0006902 1502 6206 -479 6022 517308 78 000 000945 538280 -22433 2962 - 0005425 1339 4356 -373 0625 1184313 81 000 - 000474 469301 -22525 9474 - 0004122 1167 9008 311 2950 1971944 84 000 - 001528 403125 -21418 3698 - 0002993 1003 3330 427 0900 838537 87 000 - 002270 340791 -20059 9972 - 0002031 848 3238 478 4917 632497 Page 4 553 052709 Pile Pg 1 1po 90 000 - 002747 282765 -18582 2048 - 0001225 704 0236 506 7031 553446 93 000 - 003004 229298 -17035 0063 -5 6225E-05 571 0639 524 7626 524016 96 000 - 003084 180555 -15445 7266 -3 2145E-06 449 8490 534 7572 520196 99 000 - 003024 136624 -13835 6960 3 7810E-05 340 6024 538 5965 534400 102 000 - 002857 97540 5635 -12221 7190 6 8097E-05 243 4101 537 3881 564262 105 000 - 002615 63293 6116 -10617 8981 8 8899E-05 158 2452 531 8259 610130 108 000 - 002324 33833 0841 -9036 6134 0001015 84 9831 522 3639 674388 111 000 - 002006 9073 8275 -7489 1120 0001070 23 4120 509 3037 761590 114 000 - 001682 -11101 6974 -5985 8986 0001067 28 4549 492 8386 879201 117 000 - 001366 -26841 6732 -4537 0269 0001018 67 5969 473 0758 1039179 120 000 - 001071 -38323 9629 -3152 3554 9 3413E-05 96 1509 450 0385 1261069 123 000 - 000805 -45755 9010 -1841 8288 8 2538E-05 114 6326 423 6459 1578324 126 000 - 000575 -49375 0202 -620 6755 7 0233E-05 123 6326 390 4563 2035795 129 000 - 000384 -49480 0258 494 1341 5 7447E-05 123 8937 352 7501 2756970 132 000 - 000231 -46410 2743 1388 8009 4 5045E-05 116 2599 243 6945 3168942 135 000 - 000114 -41147 2663 1934 3013 3 3720E-05 103 1719 119 9724 3168942 138 000 -2 84E-05 -34804 5008 2159 2310 2 3896E-05 87 3988 29 9807 3168942 141 000 2 98E-05 -28191. 9045 2156 9818 1 5748E-05 70 9547 -31 4802. 3168942 144 000 6 61E-05 -21862 6263 2005 0151 9 2743E-06 55 2151 -69 8309 3168942 147 000 8 54E-05 -16161 8235 1764 8789 4 3562E-06 41 0384 -90 2598 3168942 150 000 9 22E-05 -11273 3571 1483 3289 8 0774E-07 28 8818 -97 4402 3168942 153 000 9 03E-05 -7261. 8508 1194 0998 -1 5896E-06 18 9060 -95 3792 3168942 156 000 8 27E-05 -4108 7565 919 9829 -3 0603E-06 11 0649 -87 3654 3168942 159 000 7 19E-05 -1741. 9502 674 9597 =3 8170E-06 5 1792 -75 9834 3168942 162 000 5 98E-05 -58 9946 466 2243 -4 0500E-06 9940467 -63 1735 3168942 165 000 4 76E-05 1055 3995 295 9911 -3 9211E-06 3 4719 -50 3152 3168942 168 000 3 63E-05 1716 9563 163 0351 -3 5625E-06 5 1170 -38 3221 3168942 171 000 2 63E-05 2033 6138 63 9472 -3 0774E-06 5 9045 -27 7365 3168942 174 000 1 78E-05 2100 6428 -5 8842 -2 5427E-06 6 0712 -18 8179 3168942 177 000 1 10E-05 1998 3109 -51 5429 -2 0125E-06 5 8167 -11 6212 3168942 180 000 5 74E-06 1791. 3875 -78 0689 -1 5224E-06 5 3021 -6 0627 3168942 183 000 1 87E-06 1529 8991 -90 1221 -1 0928E-06 4 6519 -1 9727 Page 5 554 052709 Pile Pg 1 1po 3168942 186 000 -8 17E-07 1250 6561 -91 7864 -7 3314E-07 3 9575 8631757 3168942 189 000 -2 53E-06 979 1815 -86 4809 -4 4473E-07 3 2824 2 6739 3168942 192 000 -3 49E-06 731 7714 -76 9473 -2 2344E-07 2 6671 3 6818 3168942 195 000 -3 87E-06 517 4978 -65 2896 -6 1857E-08 2 1342 4 0900 3168942 198 000 -3 86E-06 340 0339 -53 0438 4 9057E-08 1 61929 4 0739 3168942 201 000 -3 58E-06 199 2350 -41 2644 1 1881E-07 1 3428 3 7791 3168942 204 000 -3 14E-06 92 4475 -30 6144 1 5653E-07 1 0772 3 3209 3168942 207 000 -2 64E-06 15 5482 -21 4526 1 7050E-07 8860046 2 7870 3168942 210 000 -2 12E-06 -36 2684 -13 9117 1 6782E-07 9375316 2 2403 3168942 213 000 -1 63E-06 -67 9225 -7 9663 1 5434E-07 1 0162 1 7233 3168942 216 000 -1 19E-06 -84 0664 -3 4882 1 3469E-07 1 0564 1 2621 3168942 219 000 -8 23E-07 -88 8517 - 2905117 1 1232E-07 1 0683 8697119 3168942 222 000 -5 21E-07 -85 8096 1 8393 8 9730E-08 1 0607 5501903 3168942 225 000 -2 85E-07 -77 8157 3 1161 6 8567E-08 1 0409 3010107 3168942 228 000 -1 09E-07 -67 1128 3 7411 4 9822E-08 1 0142 1156203 3168942 231 000 1 40E-08 -55 3692 3 8924 3 3980E-08 9850313 - 0147547 3168942 234 000 9 44E-08 -43 7585 3 7206 2 1159E-08 9561578 - 0997410 3168942 237 000 1 41E-07 -33 0454 3 3477 1 1225E-08 9295166 - 1488565 3168942 240 000 1 62E-07 -23 6720 2 8681 3 8890E-09 9062069 - 1708832 3168942 243 000 1 64E-07 -15 8366 2 3516 -1 2210E-09 8867218 - 1735048 3168942 246 000 1 54E-07 -9 5627 1 8466 -4 5062E-09 8711200 - 1631445 3168942 249 000 1 37E-07 -4 7571 1 3844 -6 3583E-09 8591695 - 1449452 3168942 252 000 1 16E-07 -1 2560 9827609 -7 1360E-09 8504630 - 1228463 3168942 255 000 9 44E-08 1 1395 6489148 -7 1511E-09 8501733 - 0997178 3168942 258 000 7 34E-08 2 6375 3830530 -6 6626E-09 8538986 - 0775234 3168942 261 000 5 44E-08 3 4378 1805311 -5 8768E-09 8558888 - 0574911 3168942 264 000 3 81E-08 3 7207 0338789 -4 9509E-09 8565923 - 0402770 3168942 267 000 2 47E-08 3 6411 - 0657060 -3 9987E-09 8563943 - 0261129 3168942 270 000 1 41E-08 3 3265 - 1272757 -3 0975E-09 8556119 - 0149336 3168942 273 000 6 14E-09 2 8775 - 1593977 -2 2951E-09 8544952 - 0064811 3168942 276 000 3 67E-10 2 3701 - 1697006 -1 6164E-09 8532336 - 0003874 3168942 Page 6 555 052709 Pile Pg 1 1po 279 000 -3 56E-09 1 8592 - 1646367 -1 0694E-09 8519632 0037634 3168942 282 000 -6 05E-09 1 3823 - 1494065 -6 5010E-10 8507771 0063901 3168942 285 000 -7 46E-09 9628115 - 1279959 -3 4679E-10 8497339 0078836 3168942 288 000 -8 13E-09 6143002 - 1032885 -1 4280E-10 8488673 0085880 3168942 291 000 -8 32E-09 3430805 - 0772235 -1 8975E-11 8481928 0087887 3168942 294 000 -8 24E-09 1509591 - 0509781 4 4925E-11 8477,150 0087082 3168942 297 000 -8 05E-09 0372116 - 0251598 6 9263E-11 8474322 0085040 3168942 300 000 -7 83E-09 0 0000 0 0000 7 4076E-11 8473396 0082692 1584471 output verification computed forces and moments are within specified convergence limits Output summary for Load ease No 1 Pile-head deflection = 25000000 in computed slope at pile head = - 00529051 Maximum bending moment = 946743 91612 lbs-in Maximum shear force = 42651 92469 lbs Depth of maximum bending moment = 45 00000000 in Depth of maximum shear force = 0 00000 in Number of iterations = 18 Number of zero deflection points = 5 ------------------------------------------------------------------------------ summary of Pile Response(s) ------------------------------------------------------------------------------ Definition of symbols for Pile-Head Loading conditions Type 1 = shear and Moment y = pile-head displacment in Type 2 = shear and slope, M = Pile-head Moment lbs-in Type 3 = shear and Rot stiffness v = Pile-head shear Force lbs Type 4 = Deflection and Moment, s = Pile-head slope radians Type 5 = Deflection and slope, R = Rot stiffness of Pile-head in-lbs/rad Load Pile-Head Pile-Head axial Pile-Head Maximum Maximum Type condition condition Load Deflection Moment shear 1 2 lbs in in-lbs lbs ---- ------------ ------ ----- ----------- ----------- ----------- ----------- 4 y= 250000 M= 0 000 170 4000 2500000 946744 42651 9247 The analysis ended normally Page 7 556 3 J 052709 Pile Pg 2 1po LPILE Plus for windows version 5 0 (5 0 37) Analysis of Individual Piles and Drilled Shafts subjected to Lateral Loading using the p-y Method (c) 1985-2007 by Ensoft Inc All Rights Reserved This program is licensed to AGM MKA Path to file locations C \Documents and Settings\agm\Desktop\Maier Hall\Foundation Loads\LPILE\ Name of input data file 052709 Pile Pg 2 1pd Name of output file 052709 Pile Pg 2 1po Name of plot output file 052709 Pile Pg 2 1pp Name of runtime file 052709 Pile Pg 2 1pr ------------------------------------------------------------------------------ Time and Date of Analysis ------------------------------------------------------------------------------ Date May 27 2009 Time 10 33 17 ------------------------------------------------------------------------------ Problem Title ------------------------------------------------------------------------------ PCC Maier Hall - Pile Lateral Capacity pg f 9-1 ------------------------------------------------------------------------------ Program Options ------------------------------------------------------------------------------ units used in Computations - u5 Customary units Inches Pounds Basic Program options Analysis Type 1 - Computation of Lateral Pile Response using user-specified Constant EI Computation Options - only internally-generated p-y curves used in analysis - Analysis does not use p-y multipliers (individual pile or shaft action only) - Analysis assumes no shear resistance at pile tip - Analysis for fixed-length pile or shaft only - No computation of foundation stiffness matrix elements - output pile response for full length of pile - Analysis assumes no soil movements acting on pile - No additional p-y curves to be computed at user-specified depths Solution Control Parameters - Number of pile increments = 100 Page 1 557 052709 Pile Pg 2 1po - Maximum number of iterations allowed = 100 - Deflection tolerance for convergence = 1 0000E-05 in - Maximum allowable deflection = 1 0000E+02 in Printing Options - values of pile-head deflection, bending moment, shear force and All soil reaction are printed for ll length of pile - Printing Increment (spacing of output points) = 1 0 ------------------------ ------------------------------------- -------------- PiTe Structural Properties and Geometry ------------------------ ----------------------------------------------------- Pile Length = 300 00 in Depth of ground surface below top of pile = -54 00 in Slope angle of ground surface = 00 deg Structural properties of pile defined using 2 points Point Depth Pile Moment of Pile Modulus of X Diameter Inertia Area Elasticity in in in*4 Sq in lbs/Sq in ----- --------- ---=- ----- ---------- ---------- ----------- 1 0 0000 16 00000000 3217 0000 201 1000 3605000 2 300 0000 16 00000000 3217 0000 201 1000 3605000 ------------------------ ----------------------------------------------------- so-il and Rock Layering Information ------------------------ ----------------------------------------------------- The soil profile is modelled using 3 layers Layer 1 is sand p-y criteria by Reese et al 1974 Distance from top of pile to top of layer = -54 000 in Distance from top of pile to bottom of layer = 60 000 in p-y subgrade modulus k for top of soil layer = 55 000 lbs/in**3 p-y subgrade modulus k for bottom of layer = 55 000 lbs/in*3 Layer 2 is stiff clay without free water Distance from top of pile to top of layer = 60 000 in Distance from top of pile to bottom of layer = 186 000 in Layer 3 is stiff clay without free water Distance from top of pile to top of layer = 186 000 in Distance from top of pile to bottom of layer = 300 000 in (Depth of lowest layer extends 00 in below pile tip) ------------------------ ----------------------------------------------------- Effective unit weight of Soil vs Depth ------------------------ ----------------------------------------------------- Effective unit weight of soil with depth defined using 6 points Point Depth x Eff unit weight No in lbs/in *3 ----- ---------- --------------- Page 2 558 052709 Pile Pg 2 1po 1 -54 00 03067 2 60 00 03067 3 60 00 03067 4 186 00 03067 5 186 00 03646 6 300 00 03646 -------------------------------------------------------------- -------------- shear strength of soils _ ------------------------------------------------------------------------------ shear strength parameters with depth defined using 6 points Point Depth X Cohesion c Angle of Friction E50 or RQD No in lbs/in**2 Deg k_rm ----- -------- ---------- ------------------ ------ ------ 1 -54 000 00000 31 00 ------ ------ 2 60 000 00000 31 00 ------ ------ 3 60 000 22 90000 00 00500 0 4 186 000 22 90000 00 00500 0 5 186 000 34 70000 00 00400 0 6 300 000 34 70000 00 00400 0 Notes (1) Cohesion = uniaxial compressive strength for rock materials (2) values of E50 are reported for clay strata (3) Default values will be generated for E50 when input values are 0 (4) RQD and k_rm are reported only for weak rock strata ------------------------------------------------------------------------------ Loading Type ------------------------------------------------------------------------------ Static loading criteria was used for computation of p-y curves ------------------------------------------------------------------------------ Pile-head Loading and Pile-head Fixity Conditions ------------------------------------------------------------------------------ Number of loads specified = 1 Load case Number 1 Pile-head boundary conditions are Displacement and moment (BC Type 4) Deflection at pile head = 250 in Bending moment at pile head = 000 in-lbs Axial load at pile head = 170 400 lbs ------------------------------------------------------------------------------ Computed values of Load Distribution and Deflection for Lateral Loading for Load case Number 1 ------------------------------------------------------------------------------ Page 3 559 052709 Pile Pg 2 1po Pile-head boundary conditions are Displacement and Moment (BC Type 4) Specified deflection at pile head = 250000 in specified moment at pile head = 000 in-lbs specified axial load at pile head = 170 400 lbs Depth Deflect Moment Shear Slope Total Soil Res Es h F/L X y M V S Stress p in in lbs-in lbs Rad lbs/in-"1"2 lbs/in lbs/in _ -------- --------- ----------- ----------- ----------- ----------- ----------- 0 000 250000 0 0000 15148 1526 - 0040026 8473396 -163 0045 978 0273 3 000 237992 44712 9834 14655 7397 - 0039968 112 0391 -165 2707 2083 3125 6 000 226019 87938 5245 14159 4824 - 0039797 219 5319 -165 5675 2197 6131 9 000 214114 129674 13665 5423 - 0039515 323 3191 -163 7259 2293 9986 12 000 202310 169936 13170 1381 - 0039128 423 4419 -166 5436 2469 6298 15 000 190638 208699 12662 6743 - 0038638 519 8371 -171 7656 2703 0167 18 000 179127 245916 12140 8661 - 0038050 612 3881 -176 1066 2949 4113 21 000 167808 281548 11607 4630 - 0037368 700 9974 -179 4954 3208 9494 24 000 156707 315564 11065 4179 - 0036595 785 5894 -181 8679 3481 6893 27 000 145850 347944 10516 2807 - 0035737 866 1109 -184 2236 3789 2977 30 000 135264 378666 9958 1937 - 0034797 942 5091 -187 8344 4165 9414 33 000 124972 407697 9390 4264 - 0033780 1014 7033 -190 6771 4577 2765 36 000 114996 435012 8815 3460 - 0032690 1082 6298 -192 7098 5027 3821 39 000 105358 460592 8235 4402 - 0031532 1146 2430 -193 8941 5521 0164 42 000 096077 484428 7653 3053 - 0030310 1205 5166 -194 1959 6063 7614 45 000 087172 506515 7071 6326 - 0029028 1260 4437 -193 5859 6662 2062 48 000 078660 526860 6493 1932 - 0027691 1311 0379 -192 0404 7324 1803 51 000 070557 545477 5920 8207 - 0026304 1357 3339 -189 5413 8059 0514 54 000 062877 562388 5357 3923 - 0024872 1399 3876 -186 0777 8878 1088 57 000 055634 577624 4805 8053 - 0023397 1437 2765 -181 6469 9795 0598 60 000 048839 591225 3727 3016 - 0021885 1471 0997 -537 3556 33007 5913 63 000 042503 599990 2124 4922 - 0020344 1492 8961 -531 1841 37492 5991 66 000 036633 603974 542 4030 - 0018787 1502 8039 -523 5421 42875 1260 69 000 031231 603246 -1014 4382 - 0017226 1500 9939 -514 3520 49408 2378 72 000 026297 597889 -2541 2475 - 0015672 1487 6721 -503 5208 57442 2567 Page 4 560 052709 Pile Pg 2 1po 75 000 021827 588001 -4032 9289 - 0014138 1463 0807 -490 9335 67474 9528 78 000 017814 573693 -5483 9930 - 0012636 1427 5014 -476 4426 80236 2771 81 000 014246 555098 -6888 4341 - 0011176 1381 2587 -459 8515 96839 2834 84 000 011108 532364 -8239 5379 - 0009769 1324 7238 -440 8844 119068 87 000 008384 505662 -9529 5614 - 0008427 1258 3212 -419 1312 149972 y 90 000 006052 475187 -10749 1587 - 0007158 1182 5,379 -393 9337 195264 93 000 004089 441167 -11886 2425 - 0005973 1097 9377 -364 1222 267130 96 000 002469 403870 -12923 3403 - 0004880 1005 1879 -327 2763 397734 99 000 001161 363628 -13829 4670 - 0003887 905 1132 -276 8081 715098 102 000 000136 320894 -14374 2718 - 0003002 798 8431 -86 3951 1903241 105 000 - 000640 277383 -14138 8960 - 0002228 690 6393 243 3123 1140732 108 000 - 001201 236061 -13337 3544 - 0001564 587 8810 291 0488 727205 111 000 - 001578 197359 -12424 7301 - 0001003 491 6366 317 3673 603245 114 000 - 001803 161513 -11448 0057 -5 3927E-05 402 4951 333 7823 555455 117 000 - 001902 128671 -10431 4074 -1 6395E-05 320 8241 343 9499 542547 120 000 - 001901 98924 1949 -9391 1739 1 3043E-05 246 8509 349 5391 551579 123 000 - 001824 72323 5859 -8339 6833 3 5192E-05 180 7008 351 4546 578175 126 000 - 001690 48886 0591 -7287 1429 5 0869E-05 122 4167 350 2390 621738 129 000 - 001518 28600 6764 -6242 4291 6 0891E-05 71 9712 346 2369 684086 132 000 - 001325 11431 4222 -5213 5621 6 6069E-05 29 2749 339 6744 769295 135 000 - 001122 -2680 7637 -4208 0025 6 7201E-05 7 5138 330 6986 884239 138 000 - 000921 -13816 6615 -3232 8572 6 5067E-05 35 2065 319 3982 1039918 141 000 - 000732 -22077 9737 -2295 0444 6 0425E-05 55 7506 305 8103 1254051 144 000 - 000559 -27586 9898 -1401 4589 5 4001E-05 69 4504 289' 9133 1556256 147 000 - 006408 -30486 7825 -559 1961 4 6490E-05 76 6615 271 5953 1999138 150 000 - 000280 -30942 2137 189 7909 3 8544E-05 77 7941 227 7294 2440574 153 000 - 000176 -29348 0764 749 4853 3 0746E-05 73 8298 145 4002 2474157 156 000 -9 55E-05 -26445 3335 1087 2693 2 3530E-05 66 6113 79 7891 2507740 159 000 -3 51E-05 -22824 4848 1251 5823 1 7157E-05 57 6070 29 7529 2541324 162 000 7 49E-06 -18935 8571 1286 5650 1 1756E-05 47 9368 -6 4311 2574907 165 000 3 54E-05 -15105 1066 1230 7306 7 3532E-06 38 4106 -30 7919 2608490 168 000 5 16E-05 -11551 4813 1116 3615 3 9054E-06 29 5734 -45 4542 Page 5 561 052709 Pile Pg 2 1po 2642073 171 000 5 88E-05 -8406 9419 969 4545 1 3240E-06 21 7536 -52 4838 2675657 174 000 5 96E-05 -5734 7558 810 0533 -5 0512E-07 15 1085 -53 7836 2709240 177 000 5 58E-05 -3546 6214 652 8323 -1 7056E-06 9 6670 -51 0304 2742823 180 000 4 93E-05 -1817 7600 507 8174 -2 3994E-06 5 3677 -45 6462 2776406 183 000 4 14E-05 -499 7143 381 1551 -2 6992E-06 2 (39'00 -38 7954 2809990 186 000 3 31E-05 469 1732 268 0214 -2 7031E-06 2 0141 -36 6271 3316938 189 000 2 52E-05 1108 4169 160 7242 -2 4991E-06 3 6037 -34 9044 4155283 192 000 1 81E-05 1433 5208 70 2113 -2 1703E-06 4 4122 -25 4375 4208502 195 000 1 22E-05 1529 6869 6 1047 -1 7870E-06 4 6513 -17 3002 4261724 198 000 7 41E-06 1470 1510 -35 8342 -1 3990E-06 4 5033 -10 6591 4314948 201 000 3 78E-06 1314 6834 -60 0877 -1 0388E-06 4 1167 -5 5100 4368175 204 000 1 18E-06 1109 6257 -70 9565 -7 2527E-07 3 6067 -1 7359 4421405 207 000 -5 67E-07 888 9451 -72 2908 -4 6677E-07 3 0580 8463559 4474636 210 000 -1 62E-06 675 8817 -67 3473 -2 6438E-07 2 5281 2 4493 4527870 213 000 -2 15E-06 484 8619 -58 7401 -1 1425E-07 2 0531 3 2888 4581106 216 000 -2 31E-06 323 4410 -48 4583 -9 6990E-09 1 6517 3 5658 4634344 219 000 -2 21E-06 194 1123 -37 9253 5 7242E-08 1 3301 3 4561 4687585 222 000 -1 96E-06 95 8889 -28 0836 9 4751E-08 1 0858 3 1050 4740827 225 000 -1 64E-06 25 6105 -19 4869 1 1047E-07 9110274 2 6262 4794071 228 000 -1 30E-06 -21. 0325 -12 3919 1 1106E-07 8996429 2 1038 4847317 231 000 -9 77E-07 -48 7410 -6 8421 1 0203E-07 9685482 1 5960 4900565 234 000 -6 90E-07 -62' 0853 -2 7396 8 7699E-08 1 0017 1 1390 4953256 237 000 -4 51E-07 -65, 1786 0855184 7 1238E-08 1 0094 7443919 4953256 240 000 -2 62E-07 -61 5723 1 8520 5 4844E-08 1 0005 4332879 4953256 243 000 -1 22E-07 -54 0664 2 8036 3 9887E-08 9817914 2010774 4953256 246 000 -2 31E-08 -44 7508 3 1624 2 7106E-08 9586255 0381430 4953256 249 000 4 09E-08 -35 0919 3 1185 1 6779E-08 9346059 - 0674516 4953256 252 000 7 76E-08 -26) 0401 2 8252 8 8725E-09 9120959 - 1280823 4953256 255 000 9 41E-08 -18 1410 2 4000 3 1581E-09 8924525 - 1553475 4953256 258 000 9 65E-08 -17. 6401 1 9279 -6 9378E-10 8762860 - 1593683 4953256 261 000 8 99E-08 -6) 5734 1 4662 -3 0495E-09 8636863 - 1484745 4953256 Page 6 562 052709 Pile Pg 2 1po 264 000 7 82E-08 -2 8430 1 0497 -4 2675E-09 8544097 - 1291582 4953256 267 000 6 43E-08 - 2750875 6966858 -4 6708E-09 8480237 - 1061989 4953256 270 000 5 02E-08 1 3371 4130565 -4 5334E-09 8506647 - 0828873 4953256 273 000 3 71E-08 2 2033 1967924 -4 0755E-09 8528187 - 0612888 4953256 276 000 2 57E-08 2 5178 0410892 -3 4649E-09 8536010 - 0425134 4953256 ' 279 000 1 63E-08 2 4498 - 0631270 -2 8223E-09 8534318 - 0269641 4953256 282 000 8 81E-09 2 1391 - 1254038 -2 2288E-09 8526591 - 0145538 4953256 285 000 2 96E-09 1 6974 - 1545610 -1 7326E-09 8515606 - 0048843 4953256 288 000 -1 58E-09 1 2117 - 1579720 -1 3563E-09 8503529 0026103 4953256 291 000 -5 18E-09 7495435 - 1412280 -1 1027E-09 8492036 0085523 4953256 294 000 -8 20E-09 3643456 - 1080985 -9 5860E-10 8482457 0135340 4953256 297 000 -1 09E-08 1009534 - 0607244 -8 9842E-10 8475907 0180488 4953256 300 000 -1 36E-08 0 0000 0 0000 -8 8536E-10 8473396 0224342 2476628 output verification computed forces and moments are within specified convergence limits output summary for Load case No 1 Pile-head deflection = 25000000 in computed slope at pile head = - 00400260 Maximum bending moment = 603974 26250 lbs-in Maximum shear force = 15148 15257 lbs Depth of maximum bending moment = 66 00000000 in Depth of maximum shear force = 0 00000 in Number of iterations = 12 Number of zero deflection points = 5 ------------------------------------------------------------------------------ summary of Pile Response(s) ------------------------------------------------------------------------------ Definition of symbols for Pile-Head Loading conditions Type 1 = shear and Moment y = pile-head displacment in Type 2 = shear and slope M = Pile-head Moment lbs-in Type 3 = shear and Rot stiffness, v = Pile-head shear Force lbs Type 4 = Deflection and Moment 5 = Pile-head slope, radians Type 5 = Deflection and slope, R = Rot stiffness of Pile-head in-lbs/rad Load Pile-Head Pile-Head Axial Pile-Head Maximum Maximum Type condition condition Load Deflection Moment shear 1 2 lbs in in-lbs lbs ---- ------------ ------------ ----------- ----------- ----------- ----------- Page 7 563 052709 Pile Pg 2 1po 4 y= 250000 M= 0 000 170 4000 2500000 603974 15148 1526 The analysis ended normally Page 8 564 052709 Pile Pg 3 1po LPILE Plus for windows version 5 0 (5 0 37) Analysis of Individual Piles and Drilled shafts subjected to Lateral Loading using the p-y Method (c) 1985-2007 by Ensoft Inc All Rights Reserved This program is licensed to AGM MKA Path to file locations C \Documents and Settings\agm\Desktop\Maier Hall\Foundation Loads\LPILE\ Name of input data file 052709 Pile Pg 3 1pd Name of output file 052709 Pile Pg 3 1po Name of plot output file 052709 Pile Pg 3 1pp Name of runtime file 052709 Pile Pg 3 1pr ------------------------------------------------------------------------------ T-ime and Date of Analysis ------------------------------------------------------------------------------ Date May 27 2009 Time 10 1 33 ------------------------------------------------------------------------------ Problem Title ------------------------------------------------------------------------------ PCC Maier Hall - Pile Lateral capacity pg #/� ------------------------------------------------------------------------------ Program options ------------------------------------------------------------------------------ units Used in computations - US Customary units Inches Pounds Basic Program Options Analysis Type i - Computation of Lateral Pile Response Using User-specified constant EI Computation options - only internally-generated p-y curves used in analysis - Analysis does not use p-y multipliers (individual pile or shaft action only) - Analysis assumes no shear resistance at pile tip - Analysis for fixed-length pile or shaft only - No computation of foundation stiffness matrix elements - output pile response for full length of pile - Analysis assumes no soil movements acting on pile - No additional p-y curves to be computed at user-specified depths solution Control Parameters - Number of pile increments = 100 Page 1 565 052709 Pile Pg 3 1po - Maximum number of iterations allowed = 100 - Deflection tolerance for convergence = 1 0000E-05 in - Maximum allowable deflection = 1 0000E+02 in Printing Options - values of pile-head deflection, bending moment shear force, and soil reaction are printed for full length of pile - Printing Increment (spacing of output points) = 1 ------------------------ --------------------------------------_--------------- Pile structural Properties and Geometry ------------------------------------------------------------------------------- Pile Length = 300 00 in Depth of ground surface 'below top of pile = -54 00 in slope angle of ground surface = 00 deg Structural properties of pile defined using 2 points Point Depth Pile Moment of Pile Modulus of X Diameter Inertia Area Elasticity in in in* 4 Sq in lbs/Sq in ----- --------- ----------- ---------- ---------- ----------- 1 0 0000 16 00000000 3217 0000 201 1000 3605000 2 300 0000 16 00000000 3217 0000 201 1000 3605000 ----------------------- -------- --------------------------------------------- soil and Rock Layering Information ----------------------- ------------------------------------------------------ The soil profile is modelled using 3 layers Layer 1 is sand p-y criteria by Reese et al 1974 Distance from top of pile to top of layer = -54 000 in Distance from top of pile to bottom of layer = 6 000 in p-y subgrade modulus k for top of soil layer = 90 000 lbs/in 3 p-y subgrade modulus k -for bottom of layer = 90 -000 lbs/in* 3 Layer 2 is sand, p-y criteria by Reese et al 1974 Distance from top of pile to top of layer = 6 000 in Distance from top of ppile to bottom of layer = 12 000 in p-y subgrade modulus k for top of soil layer = 60 000 lbs/in* 3 p-y subgrade modulus k for bottom of layer = 60 000 lbs/in *3 Layer 3 is stiff clay without free water Distance from top of pile to top of layer = 12 000 in Distance from top of pile to bottom of layer = 300 000 in (Depth of lowest layer extends 00 in below pile tip) ------------------------------ ----------------------------------------------- Effective unit weight of Soil vs Depth ---------------------- ------------------------------------------------------- Effective unit weight of soil with depth defined using 6 points Point Depth x Eff unit weight Page 2 566 052709 Pile Pg 3 1po No in lbs/in 3 ----- ---------- ---------------- 1 -54 00 06366 2 6 00 06366 3 6 00 02777 4 12 00 02777 5 12 00 03067 6 300 00 03067 ------------------------------------------------------------------------------ Shear Strength of Soils ------------------------------------------------------------------------------ Shear strength parameters with depth defined using 6 points Point Depth x Cohesion c Angle of Friction E50 or RQD No in lbs/in**2 Deg k_rm ----- -------- ---------- ------------------ ------ ------ 1 -54 000 00000 30 00 ------ ------ 2 6 000 00000 30 00 ------ ------ ` 3- 6 000 00000 30 00 ------ ------ 4 12 000 00000 30 00 ------ ------ 5 12 000 20 83000 00 00500 0 6 300 000 20 83000 00 00500 0 Notes (1) Cohesion = uniaxial compressive strength for rock materials (2) values of E50 are reported for clay strata (3) Default values will be generated for E50 when input values are 0 (4) RQD and k_rm are reported only for weak rock strata ------------------------------------------------------------------------------ Loading Type ----------------------------------------------------------------------------- static loading criteria was used for computation of p-y curves ------------------------------------------------------------------------------ Pile-head Loading and Pile-head Fixity Conditions ------=----------------------------------------------------------------------- Number of loads specified = 1 Load case Number 1 Pile-head boundary conditions are Displacement and Moment (BC Type 4) Deflection at pile head = 250 in Bending moment at pile head = 000 in-lbs Axial load at pile head = 170 400 lbs ------------------------------------------------------------------------------ Computed values of Load Distribution and Deflection \ for Lateral Loading for Load Case Number 1 Page 3 567 052709 Pile Pg 3 1po ------------------------------------------------------------------------------ 1 Pile-head boundary conditions are Displacement and Moment (BC Type 4) specified deflection at pile head = 250000 in Specified moment at pile head = 000 in-lbs Specified axial load at pile head = 170 400 lbs Depth Deflect Moment shear Slope Total soil Res Es*h F/L X y M v S Stress p _ in in lbs-in lbs Rad lbs/in*2 lbs/in lbs/in -------- --------- ----------- ----------- ----------- ----------- ----------- 0 000 250000 0 0000 27755 8740 - 0047341 8473396 -313 1183 1878 7095 3 000 235798 81861. 0098 26812 2786 - 0047235 204 4184 -315 9454 4019 7001 6 000 221659 160879 25873 2996 - 0046921 400 9182 -310 0406 4196 1843 9 000 207645 237106 24960 9745 - 0046406 590 4789 -298 1762 4307 9698 12 000 193815 31.0649 23620 6648 - 0045698 773 3661 -595 3636 9215 4369 15 000 180226 378834 21826 0148 - 0044806 942 9282 -601 0697 10005 2514 18 000 166931 441610 20015 7989 - 0043745 1099 0376 -605 7409 10886 0432 21 000 153979 498934 18193 1563 - 0042528 1241 5897 -609 3541 11872 1314 24 000 141414 550773 16361 2985 - 0041171 1370 5037 -611 8844 12980 6707 27 000 129277 597106 14523 5150 - 0039686 1485 7228 -613 3046 14232 3554 30 000 117603 637918 12683 1795 - 0038089 1587 2152 -613 5857 15652 3370 33 000 106424 673209 10843 7570 - 0036393 1674 9748 -612 6960 17271 4304 36 000 095767 702984 9008 8111 - 0034613 1749 0213 -610 6013 19127 7205 39 000 085656 727265 7182 0135 - 0032763 1809 4017 -607 2639 21268 7303 42 000 076109 746080 5367 1543 - 0030857 1856 1906 -602 6423 23754 3921 45 000 067141 759471 3568 1558 - 0028910 1889 4914 -596 6901 26661 1840 48 000 058763 767492 1789 0885 - 0026935 1909 4374 -589 3547 30087 9998 51 000 050980 770208 34 1929 - 0024946 1916 1928 -580 5757 34164 6572 54 000 043795 767699 -1692 0931 - 0022957 1909 9539 -570 2817 39064 5311 57 000 037206 760058 -3385 0970 - 0020981 1890 9513 -558 3875 45023 8509 60 000 031207 747391 -5039 8597 - 0019031 1859 4511 -544 7876 52372 1708 63 000 025787 729821 -6651 0635 - 0017121 1815 7578 -529 3482 61582 4143 66 000 020934 707486 -8212 9248 - 0015262 1760 2167 -511 8927 73357 0926 69 000 016630 680545 -9719 0313 - 0013466 1693 2188 -492 1783 88785 8611 f Page 4 568 052709 Pile Pg 3 1po 72 000 012854 649174 -11162 0803 - 0011747 1615 2051 -469 8543 109656 75 000 009582 613574 -12533 4318 - 0010113 1526 6753 -444 3800 139124 78 000 006786 573974 -13822 2772 - 0008577 1428 1997 -414 8503 183387 81 000 004436 530641 -15013 8950 - 0007149 1320 4390 -379 5616 256692 84 000 002497 483891 -16085 1977 - 0005836 1204 1832 -334 6402 402000 87 000 000934 434130 -16987 7658 - 0004649 1080 4375 -267 0719 857688 90 000 - 000292 381965 -17105 8788 - 0003593 950 7144 188 3299 1934270 93 000 - 001222 331495 -16385 8813 - 0002671 825 2062 291 6684 716088 96 000 - 001895 283650 -15451 6720 - 0001875 706 2257 331 1378 524367 99 000 - 002347 238785 -14422 5090 - 0001199 594 6564 354 9709 453743 102 000 - 002614 197115 -13334 5621 -6 3553E-05 491 0316 370 3270 424997 105 000 - 002728 158778 -12209 1112 -1 7521E-05 395 6951 379 9736 417819 108 000 - 002719 123861 -11061 2143 1 9036E-05 308 8628 385 2910 425075 111 000 - 002614 92410 8480 -9902 6762 4 7008E-05 230 6536 387 0677 444216 114 000 - 002437 64444 5938 -8743 3864 6 7296E-05 161 1074 385 7922 474886 117 000 - 002210 39950 4608 -7592 0248 8 0799E-05 100 1957 381 7822 518192 120 000 - 001952 18892 3624 -6456 4784 8 8409E-05 47 8287 375 2487 576603 123 000 - 001680 1211 4999 -5344 1106 9 1010E-05 3 8601 366 3298 654231 126 000 - 001406 -13172 3941 -4261 9525 8 9463E-05 33 6043 355 1089 757528 129 000 - 001143 -24360 3066 -3216 8572 8 4608E-05 61 4263 341 6214 896611 132 000 - 000899 -32473 6238 -2215 6460 7 7257E-05 81 6024 325 8528 1087783 135 000 - 000679 -37654 2616 -1265 2842 6 8187E-05 94 4855 307 7217 1358596 138 000 - 000490 -40065 3988 -373 1483 5 8135E-05 100 4815 287 0355 1758977 141 000 - 000331 -39893 2108 452 4693 4 7793E-05 100 0533 263 3762 2389316 144 000 - 000203 -37350 6317 1099 9178 3 7802E-05 93 7305 168 2561 2489070 147 000 - 000104 -33293 7428 1483 1845 2 8665E-05 83 6419 87 2550 2519850 150 000 -3 08E-05 -28451 5541 1653 3542 2 0678E-05 71 6003 26 1915 2550627 153 000 2 02E-05 -23373 6385 1666 5826 1 3975E-05 58 9726 -17 3726 2581400 156 000 5 30E-05 -18452 0729 1571 2406 8 5656E-06 46 7338 -46 1888 2612171 159 000 7 16E-05 -13946 2037 1407 3621 4 3752E-06 35 5286 -63 0636 2642939 162 000 7 93E-05 -10007 9047 1206 7575 1 2770E-06 25 7349 -70 6728 2673704 165 000 7 92E-05 -6705 6599 993 5902 -8 8477E-07 17 5229 -71 4388 Page 5 569 052709 Pile Pg 3 1po 2704467 168 000 7 40E-05 -4046 3629 785 2436 -2 2754E-06 10 9098 -67 4589 2735227 171 000 6 56E-05 -1994 1959 593 3411 -3 0567E-06 5 8065 -60 4761 2765985 174 000 5 56E-05 -486 3133 424 8096 -3 3776E-06 2 0567 -51 8783 2796740 177 000 4 53E-05 554 6650 283 2609 -3 3687E-06 2 2267 -42 4875 2812050 180 000 3 54E-05 1213 2557 169 7053 -3 1401E-06 3 MS -33 2162 2812050 - 183 000 2 65E-05 1572 9002 82 6397 -2 7797E-06 4 7588 -24 8275 2812050 186 000 1 88E-05 1709 0970 19 0241 -2 3552E-06 5 0975 -17 5829 2812050 189 000 1 24E-05 1687 0472 -24 7227 -1 9159E-06 5 0427 -11 5816 2812050 192 000 7 26E-06 1560 7627 -52 3064 -1 4959E-06 4 7286 -6 8075 2812050 195 000 3 38E-06 1373 2106 -67 2706 -1 1164E-06 4 2622 -3 1687 2812050 198 000 5 64E-07 1157 1399 -72 8169 -7 8911E-07 3 7249 - 5288245 2812050 201 000 -1 35E-06 936 3097 -71 7062 -5 1834E-07 3 1757 1 2693 2812050 204 000 -2 55E-06 726 9033 -66 2227 -3 0322E-07 2 6550 2 3864 2812050 207 000 -3 17E-06 538 9741 -58 1811 -1 3949E-07 2 1877 2 9747 2812050 210 000 -3 38E-06 377 8168 -48 9628 -2 0912E-08 1 7869 3 1709 2812050 213 000 -3 30E-06 245 1974 -39 5681 5 9669E-08 1 4571 3 0923 2812050 216 000 -3 02E-06 140 4083 -30 6767 1 0954E-07 1 1965 2 8353 2812050 219 000 -2 64E-06 61 1369 -22 7095 1 3561E-07 9993742 2 4762 2812050 222 000 -2 21E-06 4 1511 -15 8863 1 4406E-07 8576625 2 0726 2812050 225 000 -1 78E-06 -34 1813 -10 2784 1 4017E-07 9323414 1 6660 2812050 228 000 -1 37E-06 -57 5198 -5 8531 1 2831E-07 9903791 1 2843 2812050 231 000 -1 OIE-06 -69 2999 -2 5101 1 1191E-07 1 0197 9443607 2812050 234 000 -6 99E-07 -72 5807 - 1112885 9 3557E-08 1 0278 6548738 2812050 237 000 -4 46E-07 -69 9677 1 4983 7 5120E-08 1 0213 4181839 2812050 240 000 -2 48E-07 -63 5910 2 4742 5 7846E-08 1 0055 2323903 2812050 243 000 -9 91E-08 -55 1228 2 9620 4 2491E-08 9844184 0928543 2812050 246 000 7 02E-09 -45 8189 3 0914 2 9435E-08 9612815 - 0065840 2812050 249 000 7 76E-08 -36 5742 2 9725 1 8778E-08 9382920 - 0726925 2812050 252 000 1 20E-07 -27 9838 2 6952 1 0429E-08 9169295 - 1121960 2812050 255 000 1 40E-07 -20 4031 2 3299 4 1701E-09 8980779 - 1313434 2812050 258 000 1 45E-07 -14 0046 1 9294 -2 8021E-10 8821660 - 1356491 2812050 Page 6 570 052709 Pile Pg 3 1po 261 000 1 38E-07 -8 8268 1 5313 -3 2332E-09 8692901 - 1297675 2812050 264 000 1 25E-07 -4 8170 1 1604 -4 9979E-09 8593185 - 1174651 2812050 267 000 1 08E-07 -1 8643 8317269 -5 8621E-09 8519759 - 1016586 2812050 270 000 9 01E-08 1733758 5524950 -6 0808E-09 8477708 - 0844960 2812050 273 000 7 20E-08 1 4506 3245617 -5 8708E-09 8509470 - 0674595 2812050 ' 276 000 5 49E-08 2 1208 1461551 -5 4088E-09 8526135 - 0514782 2812050 279 000 3 95E-08 2 3276 0133783 -4 8335E-09 8531278 - 0370397 2812050 282 000 2 59E-08 2 2010 - 0786225 -4 2478E-09 8528131 - 0242942 2812050 285 000 1 40E-08 1 8558 - 1347885 -3 7230E-09 8519547 - 0131498 2812050 288 000 3 58E-09 1 3923 - 1595464 -3 3029E-09 8508020 - 0033554 2812050 291 000 -5 79E-09 8985621 - 1564403 -3 0066E-09 8495742 0054262 2812050 294 000 -1 45E-08 4536604 - 1279699 -2 8317E-09 8484678 0135541 2812050 297 000 -2 28E-08 1307458 - 0756105 -2 7561E-09 8476648 0213521 2812050 300 000 -3 10E-08 0 0000 0 0000 -2 7392E-09 8473396 0290549 1406025 Output verification Computed forces and moments are within specified convergence limits Output Summary for Load Case No 1 Pile-head deflection = 25000000 in Computed slope at pile head = - 00473410 Maximum bending moment = 770208 27454 lbs-in Maximum shear force = 27755 87396 lbs Depth of maximum bending moment = 51 00000000 in Depth of maximum shear force = 0 00000 in Number of iterations = 17 Number of zero deflection points = 5 ------------------------------------------------------------------------------ summary of Pile Response(s) ------------------------------------------------------------------------------ Definition of Symbols for Pile-Head Loading Conditions Type 1 = Shear and Moment y = pile-head displacment in Type 2 = Shear and slope, M = Pile-head Moment lbs-in Type 3 = shear and Rot Stiffness v = Pile-head shear Force lbs Type 4 = Deflection and Moment S = Pile-head slope, radians Type 5 = Deflection and slope R = Rot stiffness of Pile-head in-lbs/rad Load Pile-Head Pile-Head Axial Pile-Head Maximum Maximum Type Condition Condition Load Deflection Moment shear Page 7 571 052709 Pile Pg 3 1po 1 2 lbs in in-lbs lbs ---- ------------ ------------ ----------- ----------- ----------- ----------- 4 y= 250000 M= 0 000 170 4000 2500000 770208 27755 8740 The analysis ended normally Page 8 572 052709 Pile Pg 4 1po LPILE Plus for windows version 5 0 (5 0 37) Analysis of Individual Piles and Drilled shafts subjected to Lateral Loading using the p-y Method (c) 1985-2007 by Ensoft Inc All Rights Reserved This program is licensed to AGM MKA Path to file locations C \Documents and settings\agm\Desktop\Maier Hall\Foundation Loads\LPILE\ Name of input data file 052709 Pile Pg 4 1pd Name of output file 052709 Pile Pg 4 1po Name of plot output file 052709 Pile Pg 4 1pp Name of runtime file 052709 Pile Pg 4 1pr ------------------------------------------------------------------------------ Time and Date of Analysis ------------------------------------------------------------------------------ Date May 28 2009 Time 9 11 48 ------------------------------------------------------------------------------ Problem Title ------------------------------------------------------------------------------ PCC Maier Hall - Pile Lateral Capacity pg 4 -----------------------------------7N _rl------------------------------------------- Program options ------------------------------------------------------------------------------ units used in Computations - us Customary units Inches, Pounds Basic Program options Analysis Type 1 - Computation of Lateral Pile Response using user-specified Constant EI Computation options - Only internally-generated p-y curves used in analysis - Analysis does not use p-y multipliers (individual pile or shaft action only) - Analysis assumes no shear resistance at pile tip - Analysis for fixed-length pile or shaft only - No computation of foundation stiffness matrix elements - output pile response for full length of pile - Analysis assumes no soil movements acting on pile - No additional p-y curves to be computed at user-specified depths solution Control Parameters - Number of pile increments = 100 Page 1 573 052709 Pile Pg 4 1po - Maximum number of iterations allowed = 100 - Deflect-ion tolerance for convergence = 1 0000E-05 in - Maximum allowable deflection = 1 0000E+02 in Printing Options - values of pile-head deflection, bending moment shear force, and fu soil reaction are printed for ll length of pile - Printing Increment (spacing of output points) = 1 -------------------------------------------------------------- -------------- Pile structural Properties and Geometry ------------------------------------------------------------------------------ Pile Length = 300 00 in Depth of ground surface below top of pile = -54 00 in Slope angle of ground surface = 00 deg Structural properties of pile defined using 2 points Point Depth Pile Moment of Pile Modulus of X Diameter Inertia Area Elasticity in in in**4 Sq in lbs/Sq in ----- --------- ----------- ---------- ---------- ----------- 1 0 0000 16 00000000 3217 0000 201 1000 3605000 2 300 0000 16 00000000 3217 0000 201 1000 3605000 ---------------------------------7-------------------------------------------- Soil and Rock Layering Information ------------------------------------------------------------------------------ The soil profile is modelled using 4 layers Layer 1 is soft clay p-y criteria by Matlock, 1970 Distance from top of pile to top of layer - -54 000 in Distance from top of pile to bottom of layer = 60 000 in Layer 2 is sand p-y criteria by Reese et al 1974 Distance from top of pile to top of layer = 60 000 in Distance from top of pile to bottom of layer = 66 000 in p-y subgrade modulus k for top of soil layer = 125 000 lbs/in**3 p-y subgrade modulus k for bottom of layer = 125 000 lbs/in**3 Layer 3 is sand p-y criteria by Reese et al 1974 Distance from top of pile to top of layer = 66 000 in Distance from top of pile to bottom of layer = 138 000 in p-y subgrade modulus k for top of soil layer = 80 000 lbs/in**3 p-y subgrade modulus k for bottom of layer = 80 000 lbs/in**3 Layer 4 is stiff clay without free water Distance from top of pile to top of layer = 138 000 in Distance from top of pile to bottom of layer = 300 000 in (Depth of lowest layer extends 00 in below pile tip) ------------------------- ---------------------------------------------------- Effective unit weight of Soil vs Depth ------------------------- ------------=--------------------------------------- Page 2 574 052709 Pile Pg 4 1po Effective unit weight of soil with depth defined using 8 points Point Depth x Eff unit weight No in lbs/in *3 ----- ---------- ---------------- 1 -54 00 05497 2 60 00 05497 3 60 00 06940 4 66 00 06940 5 66 00 03356 _ 6 138 00 03356 7 138 00 03650 8 300 00 03650 ------------------------------------------------------------------------------ shear strength of soils ------------------------------------------------------------------------------ shear strength parameters with depth defined using 8 points Point Depth x cohesion c Angle of Friction ESO or RQD No in lbs/in**2 Deg k_rm ----- -------- ---------- ------------------ ------ ------ 1 -54 000 3 47200 00 01000 0 2 60 000 3 47200 00 01000 0 3 60 000 00000 34 00 ------ ------ 4 66 000 00000 34 00 ------ ------ 5 66 000 00000 34 00 ------ ------ 6 138 000 00000 34 00 ------ ------ 7 138 000 34 70000 00 00400 0 8 300 000 34 70000 00 00400 0 Notes (1) cohesion = uniaxial compressive strength for rock materials (2) values of E50 are reported for clay strata (3) Default values will be generated for E50 when input values are 0 (4) RQD and k_rm are reported only for weak rock strata ------------------------------------------------------------------------------ Loading Type ------------------------------------------------------------------------------ Static loading criteria was used for computation of p-y curves ------------------------------------------------------------------------------ Pile-head Loading and Pile-head Fixity conditions ------------------------------------------------------------------------------ Number of loads specified = 1 Load case Number 1 Pile-head boundary conditions are Displacement and Moment (BC Type 4) Deflection at pile head = 250 in Page 3 575 052709 Pile Pg 4 1po Bending moment at pile head = 000 in-lbs Axial load at pile head = 255 600 lbs ------------------------------------------------------------------------------ Computed values of Load Distribution and Deflection for Lateral Loading for Load Case Number 1 ------------------------------------------------------------------------------ Pile-head boundary conditions are Displacement and Moment (BC Type 4) specified deflection at pile head = 250000 in specified moment at pile head = 000 in-lbs specified axial load at pile head = 255 600 lbs Depth Deflect Moment shear slope Total Soil Res Es*h F/L X y M v S Stress p in in lbs-in lbs Rad lbs/in*2 lbs/in lbs/in -------- --------- ----------- ----------- ----------- ----------- ----------- 0 000 250000 0 0000 11170 6521 - 0034835 1 2710 -131 6229 789 7372 3 000 239549 32922 3246 10773 6131 - 0034793 83 1419 -133 0698 1666 5011 6 000 229124 64647 0145 10372 4546 - 0034666 162 0345 -134 3692 1759 3395 9 000 218750 95162 3686 9967 6233 - 0034460 237 9197 -135 5183 1858 5400 12 000 208449 124458 9559 5745 - 0034176 310 7719 -136 5142 1964 7177 15 000 198244 152525 9148 7718 - 0033817 380 5686 -137 3543 2078 5618 18 000 188158 179356 8735 6867 - 0033388 447 2912 -138 0358 2200 8467 21 000 178211 204944 8320 7991 - 0032891 510 9242 -138 5560 2332 4448 24 000 168424 229286 7904 5964 - 0032329 571 4561 -138 9124 2474 3418 27 000 158814 252377 7487 5740 - 0031706 628 8789 -139 1025 2627 6551 30 000 149400 274216 7070 2348 - 0031025 683 1883 -139 1236 2793 6544 33 000 140198 294803 6653 0892 - 0030289 734 3839 -138 9735 2973 7881 36 000 131226 314139 6236 6546 - 0029502 782 4689 -138 6496 3169 7130 39 000 122497 332227 5821 4558 - 0028666 827 4506 -138 1497 3383 3308 42 000 114027 349072 5408 0239 - 0027785 869 3402 -137 4716 3616 8321 45 000 105827 364680 4996 8966 - 0026861 908 1528 -136 6133 3872 7485 48 000 097910 379058 4588 6175 - 0025899 943 9078 -135 5728 4154 0159 51 000 090287 392216 4183 7356 - 0024902 976 6283 -134 3485 4464 0515 54 000 082969 404164 3782 8044 - 0023872 1006 3417 -132 9390 4806 8452 57 000 075964 414916 3386 3810 - 0022812 1033 0796 -131 3433 5187 0715 Page 4 576 052709 Pile Pg 4 1po 60 000 069281 424486 2803 4308 - 0021727 1056 8777 -257 2902 11141 1456 63 000 062928 431740 2028 8639 - 0020619 1074 9171 -259 0878 12351 6746 66 000 056910 436662 1252 1557 - 0019496 1087 1577 -258 7176 13638 3709 69 000 051230 439256 479 9229 - 0018363 1093 6076 -256 1042 14997 2886 72 000 045892 439545 -282 7702 - 0017227 1094 3255 -252 3579 16497 0025 75 000 040894 437562 -1032 5611 - 0016092 1089 3,951 -247 5027 18156 8143 78 000 036236 433352 -1766 1706 - 0014966 1078 9250 -241 5703 19999 5632 81 000 031915 426967 -2480 4261 - 0013853 1063 0482 -234 6000 22052 4688 84 000 027925 418471 -3172 2835 - 0012759 1041 9206 -226 6382 24348 2343 87 000 024259 407935 -3819 0083 - 0011691 1015 7203 -204 5117 25290 8681 90 000 020910 395559 -4397 7232 - 0010651 984 9426 -181 2982 26010 8681 93 000 017868 381551 -4908 4892 - 0009646 950 1071 -159 2125 26730 8681 96 000 015123 366109 -5354 8720 - 0008679 911 7080 -138 3760 27450 8681 99 000 012661 349423 -5740 7704 - 0007754 870 2118 -118 8896 28170 8681 102 000 010470 331666 -6070 3541 - 0006873 826 0545 -100 8329 28890 8681 105 000 008537 313002 -6348 0013 - 0006039 779 6403 -84 2653 29610 8681 108 000 006847 293579 -6578 2375 - 0005254 731 3399 -69 2255 30330 8681 111 000 005385 273533 -6765 6748 - 0004521 681 4901 -55 7326 31050 8681 114 000 004135 252986 -6914 9525 - 0003840 630 3928 -43 7858 31770 8681 117 000 003081 232044 -7030 6791 - 0003213 578 3154 -33 3652 32490 8681 120 000 002207 210802 -7117 3754 - 0002640 525 4912 -24 4323 33210 8681 123 000 001497 189340 -7179 4193 - 0002122 472 1200 -16 9303 33930 8681 126 000 000934 167726 -7220 9916 - 0001660 418 3698 -10 7846 34650 8681 129 000 000501 146014 -7246 0231 - 0001255 364 3781 -5 9031 35370 8681 132 000 000181 124250 -7258 1435 -9 0500E-05 310 2543 -2 1771 36090 8681 135 000 -4 23E-05 102466 -7260 6301 -6 1177E-05 256 0816 5193030 36810 8681 138 000 - 000186 80686 2084 -6972 7952 -3 7488E-05 201 9206 191 3707 3085085 141 000 - 000267 60629 0117 -6266 3320 -1 9210E-05 152 0426 279 6047 3138716 144 000 - 000301 43088 2455 -5365 9169 -5 7949E-06 108 4224 320 6720 3192338 147 000 - 000302 28433 5192 -4394 7421 3 4557E-06 71 9792 326 7778 3245951 150 000 - 000281 16719 7873 -3441 6192 9 2959E-06 42 8496 308 6375 3299556 153 000 - 000246 7783 7898 -2565 8193 1 2465E-05 20 6277 275 2291 Page 5 577 052709 Pile Pg 4 1po 3353154 156 000 - 000206 1324 8527 -1802 3771 1 3643E-05 4 5656 233 7323 3406744 159 000 - 000164 -3030 4937 -1167 3706 1 3423E-05 8 8072 189 6053 3460326 162 000 - 000125 -5679 3917 -662 8343 1 2296E-05 15 3945 146 7523 3513902 165 000 -9 06E-05 -7007 5182 -281 0901 1 0655E-05 18 6972 107 7439 3567471 168 000 -6 14E-05 -7365 9484 -8 3833 8 7961E-06 19 5886 74 0606 3621033 _ 171 000 -3 78E-05 -7057 8317 172 2095 6 9306E-06 18 8223 46 3346 3674590 174 000 -1 98E-05 -6332 7020 278 5739 5 1986E-06 17 0191 24 5750 3728140 177 000 -6 64E-06 -5386 3961 327 9853 3 6829E-06 14 6658 8 3659 3781685 180 000 2 32E-06 -4364 7961 336 0815 2 4216E-06 12 1253 -2 9684 3835225 183 000 7 89E-06 -3369 9107 316 2815 1 4212E-06 9 6513 -10 2316 3888759 186 000 1 08E-05 -2467 1094 279 5484 6 6627E-07 7 4062 -14 2571 3942289 189 000 1 19E-05 -1692 6214 234 4059 1 2825E-07 5 4802 -15 8379 3995813 192 000 1 16E-05 -1060 6741 187 1248 -2 2786E-07 3 9087 -15 6828 4049333 195 000 1 05E-05 -569 8721 142 0121 -4 3876E-07 2 6882 -14 3923 4102848 198 000 8 99E-06 -208 6011 101 7485 -5 3945E-07 1 7898 -12 4501 4156359 201 000 7 29E-06 40 6195 67 7348 -5 6118E-07 1 3720 -10 2257 4209866 204 000 5 62E-06 197 8084 40 4178 -5 3034E-07 1 7629 -7 9856 4263368 207 000 4 10E-06 283 1270 19 5791 -4 6813E-07 1 9751 -5 9068 4316867 210 000 2 81E-06 315 2839 4 5776 -3 9073E-07 2 0551 -4 0942 4370362 213 000 1 76E-06 310 5931 -5 4579 -3 0978E-07 2 0434 -2 5961 4423854 216 000 9 52E-07 282 5370 -11 4827 -2 3307E-07 1 9736 -1 4204 4477342 219 000 3 62E-07 241 6974 -14 4337 -1 6526E-07 1 8721 - 5469429 4530826 222 000 -3 99E-08 195 9352 -15 1627 -1 0866E-07 1 7583 0609026 4584307 225 000 -2 90E-07 150 7211 -14 3994 -6 3822E-08 1 6458 4480157 4637785 228 000 -4 23E-07 109 5391 -12 7356 -3 0160E-08 1 5434 6611331 4691260 231 000 -4 71E-07 74 3073 -10 6271 -6 3808E-09 1 4558 7445456 4744732 234 000 -4 61E-07 45 7764 -8 4041 9 1509E-09 1 3848 7374372 4798201 237 000 -4 16E-07 23 8824 -6 2892 1 8161E-08 1 3304 6725320 4851668 240 000 -3 52E-07 8 0412 -4 4168 2 2290E-08 1 2910 5757113 4905131 243 000 -2 82E-07 -2 6186 -2 8546 2 2991E-08 1 2775 4658020 4953256 246 000 -2 14E-07 -9 0862 -1 6255 2 1477E-08 1 2936 3535996 4953256 Page 6 578 052709 Pile Pg 4 1po 249 000 -1 53E-07 -12 3714 - 7154988 1 8702E-08 1 3018 2530396 4953256 252 000 -1 02E-07 -13 3792 - 0834426 1 5371E-08 1 3043 1683312 4953256 255 000 -6 lOE-08 -12 8721 3202030 1 1976E-08 1 3030 1007659 4953256 258 000 -3 OIE-08 -11 4580 5458924 8 8288E-09 1 2995 0496937 4953256 261 000 -8 06E-09 -9 5968 6403874 6 1056E-09 1 2949 0133029 4953256 264 000 6 54E-09 -7 6157 6441547 3 8793E-09 1 2_899 - 0107914 4953256 267 000 1 52E-08 -5 7318 5902762 2 1529E-09 1 2853 - 0251276 4953256 270 000 1 95E-08 -4 0741 5044056 8 8463E-10 1 2811 - 0321195 4953256 273 000 2 05E-08 -2 7054 4053895 7 7730E-12 1 2777 - 0338912 4953256 276 000 1 95E-08 -1 6417 3062579 -5 5449E-10 1 2751 - 0321965 4953256 279 000 1 72E-08 - 8678502 2153659 -8 7908E-10 1 2732 - 0283982 4953256 282 000 1 42E-08 - 3495435 1375368 -1 0365E-09 1 2719 - 0234879 4953256 285 000 1 lOE-08 - 0426276 0751105 -1 0873E-09 1 2711 - 0181297 4953256 288 000 7 70E-09 1011210 0288406 -1 0797E-09 1 2713 - 0127169 4953256 291 000 4 50E-09 1304177 - 0013852 -1 0497E-09 1 2713 - 0074337 4953256 294 000 1 40E-09 0928113 - 0160120 -1 0209E-09 1 2712 - 0023175 4953256 297 000 -1 62E-09 0343471 - 0154688 -1 0044E-09 1 2711 0026797 4953256 300 000 -4 62E-09 0 0000 0 0000 -9 9999E-10 1 2710 0076329 2476628 Output verification Computed forces and moments are within specified convergence limits output summary for Load Case No 1 Pile-head deflection = 25000000 in Computed slope at pile head = - 00348352 Maximum bending moment = 439544 52780 lbs-in Maximum shear force = 11170 65213 lbs Depth of maximum bending moment = 72 00000000 in Depth of maximum shear force = 0 00000 in Number of iterations = 7 Number of zero deflection points = 5 ------------------------------------------------------------------------------ summary of Pile Response(s) ------------------------------------------------------------------------------ Definition of symbols for Pile-Head Loading conditions Page 7 579 052709 Pile Pg 4 1po Type 1 = Shear and Moment y = pile-head displacment in Type 2 = shear and Slope M = Pile-head Moment lbs-in Type 3 = Shear and Rot Stiffness, v = Pile-head Shear Force lbs Type 4 = Deflection and Moment S = Pile-head Slope, radians Type 5 = Deflection and slope, R = Rot Stiffness of Pile-head in-lbs/rad Load Pile-Head Pile-Head Axial Pile-Head Maximum Maximum Type condition condition Load Deflection Moment shear 1 2 lbs in in-lbs lbs ---- ------------ ------------ ----------- ----------- ----------- ----------- 4 y= 250000 M= 0 000 255 6000 2500000 439545 11170 6521 The analysis ended normally Page 8 580 052709 Pile Pg 5 1po LPILE Plus for windows version 5 0 (5 0 37) Analysis of Individual Piles and Drilled shafts subjected to Lateral Loading using the p-y Method (c) 1985-2007 by Ensoft Inc All Rights Reserved This program is licensed to AGM MKA Path to file locations C \Documents and Settings\agm\Desktop\Maier Hall\Foundation Loads\LPILE\ Name of input data file 052709 Pile Pg 5 1pd Name of output file 052709 Pile Pg 5 1po Name of plot output file 052709 Pile Pg 5 1pp Name of runtime file 052709 Pile Pg 5 1pr ------------------------------------------------------------------------------ Time and Date of Analysis ------------------------------------------------------------------------------ Date May 27 2009 Time 17 8 22 ------------------------------------------------------------------------------ Problem Title ------------------------------------------------------------------------------ PCC Maier Hall - Pile Lateral Capacity pg 5 ?O?A 16r_ P124- & ------------------------------------------------------------------------------ Program options ------------------------------------------------------------------------------ Units Used in Computations - US Customary units Inches Pounds Basic Program options Analysis Type 1 - Computation of Lateral Pile Response using user-specified Constant EI Computation options - only internally-generated p-y curves used in analysis - Analysis does not use p-y multipliers (individual pile or shaft action only) - Analysis assumes no shear resistance at pile tip - Analysis for fixed-length pile or shaft only - No computation of foundation stiffness matrix elements - output pile response for full length of pile - Analysis assumes no soil movements acting on pile - No additional p-y curves to be computed at user-specified depths Solution Control Parameters - Number of pile increments = 100 Page 1 581 052709 Pile Pg 5 1po - Maximum number of iterations allowed = 100 - Deflection tolerance for convergence = 1 0000E-05 in - Maximum allowable deflection = 1 0000E+02 in Printing options - values of pile-head deflection, bending moment shear force and soil reaction are printed for full length of pile - Printing Increment (spacing of output points) = 1 ------------------------------------------------------------------------------ Pile structural Properties and Geometry ------------------------------------------------------------------------------ Pile Length = 300 00 in Depth of ground surface below top of pile = -54 00 in slope angle of ground surface = 00 deg structural properties of pile defined using 2 points Point Depth Pile Moment of Pile Modulus of X Diameter Inertia Area Elasticity in in in**4 Sq in lbs/Sq in ----- --------- ----------- ---------- ---------- ----------- 1 0 0000 16 00000000 3217 0000 201 1000 3605000 2 300 0000 16 00000000 3217 0000 201 1000 3605000 ------------------------------------------------------------------------------ soil and nock Layering Information ------------------------------------------------------------------------------ The soil profile is modelled using 2 layers Layer 1 is sand p-y criteria by Reese et al 1974 Distance from top of pile to top of layer = -54 000 in Distance from top of pile to bottom of layer = 75 600 in p-y subgrade modulus k for top of soil layer = 80 000 lbs/in**3 p-y subgrade modulus k for bottom of layer = 80 000 lbs/in*-3 Layer 2 is stiff clay without free water Distance from top of pile to top of layer = 75 600 in Distance from top of pile to bottom of layer = 300 000 in (Depth of lowest layer extends 00 in below pile tip) ------------------------------------------------------------------------------ Effective unit weight of soil vs Depth ------------------------------------------------------------------------------ Effective unit weight of soil with depth defined using 4 points Point Depth x Eff unit weight No in lbs/in*=3 ----- ---------- ---------------- 1 -54 00 03356 2 75 60 03356 3 75 60 03356 4 300 00 03356 Page 2 582 052709 Pile Pg 5 1po ------------------------------------------------------------------------------ shear strength of soils ------------------------------------------------------------------------------ shear strength parameters with depth defined using 4 points Point Depth X Cohesion c Angle of Friction E50 Cr RQD No in lbs/in**2 Deg k_rm ----- -------- ---------- ------------------ ------ ------ 1 -54 000 00000 34 00 ------ ------ 2 75 600 00000 34 00 ------ ------ 3 75 600 34 70000 00 00400 0 4 300 000 34 70000 00 00400 0 Notes (1) Cohesion = uniaxial compressive strength for rock materials (2) values of E50 are repported for clay strata (3) Default values will be generated for E50 when input values are 0 (4) RQD and k_rm are reported only for weak rock strata ------------------------------------------------------------------------------ Loading Type ------------------------------------------------------------------------------ static loading criteria was used for computation of p-y curves ------------------------------------------------------------------------------ Pile-head Loading and Pile-head Fixity Conditions ------------------------------------------------------------------------------ Number of loads specified = 1 Load Case Number 1 Pile-head boundary conditions are Displacement and Moment (BC Type 4) Deflection at pile head = 250 in Bending moment at pile head = 000 in-lbs Axial load at pile head = 170 400 lbs ------------------------------------------------------------------------------ Computed values of Load Distribution and Deflection for Lateral Loading for Load Case Number 1 ------------------------------------------------------------------------------ Pile-head boundary conditions are Displacement and Moment (BC Type 4) Specified deflection at pile head = 250000 in specified moment at pile head = 000 in-lbs Specified axial load at pile head = 170 400 lbs Depth Deflect Moment shear slope Total soil Res ES*h X y M V s Stress p Page 3 583 F/L 052709 Pile Pg 5 1po In in lbs-in lbs Rad lbs/in*2 lbs/in lbs/in -------- --------- ----- ----- ----------- ----------- ----------- ----------- 0 000 250000 0 0000 16996 1400 - 0040579 8473396 -225 1134 1350 6805 3 000 237826 49977 4841 16315 8006 - 0040514 125 1308 -228 4462 2881 6774 6 000 225691 97898 9456 15629 5979 - 0040323 244 3014 -229 0222 3044 2747 9 000 213632 143759 14946 1630 - 0040011 358 3461 -226 6011 3182 1158 12 000 201685 187580 14260 3521 - 0039582 467 3192 -230 6062 3430 1923 15 000 189883 229325 13557 5510 - 0039043 571 1311 -237 9278 3759 0646 18 000 178259 268929 12834 6398 - 0038398 669 6178 -244 0130 4106 5925 21 000 166844 306337 12095 4763 - 0037654 762 6431 -248 7627 4472 9615 24 000 155667 341506 11344 1987 - 0036816 850 1007 -252 0890 4858 2396 27 000 144755 374406 10582 9870 - 0035890 931 9162 -255 3854 5292 .7968 30 000 134133 405008 9809 2673 - 0034882 1008 0158 -260 4277 5824 7032 33 000 123825 433265 9022 0211 - 0033798 1078 2866 -264 4031 6405 8810 36 000 113854 459143 8224 5327 - 0032644 1142 6396 -267 2558 7042 0729 39 000 104239 482616 7420 2462 - 0031426 1201 0109 -268 9352 7739 9673 42 000 094998 503668 6612 7483 - 0030150 1253 3631 -269 3967 8507 4020 45 000 086149 522295 5805 7510 - 0028823 1299 6856 -268 6015 9353 6249 48 000 077705 538505 5003 0728 - 0027451 1339 9965 -266 5173 10289 6285 51 000 069678 552317 4208 6186 - 0026040 1374 3421 -263 1189 11328 5871 54 000 062081 563760 3426 3579 - 0024597 1402 7987 -258 3883 12486 4325 57 000 054920 572877 2660 3023 - 0023126 1425 4722 -252 3155 13782 6240 60 000 048205 579724 1914 4805 - 0021636 1442 4983 -244 8990 15241 1938 63 000 041939 584366 1192 9117 - 0020130 1454 0431 -236 1468 16892 1872 66 000 036127 586883 499 5759 - 0018615 1460 3025 -226 0770 18773 6861 69 000 030770 587366 -161 6186 - 0017096 1461 5019 -214 7194 20934 7030 72 000 025869 585915 -786 8733 - 0015579 1457 8954 -202 1171 23439 4131 75 000 021423 582646 -1372 5430 - 0014067 1449 7651 -188 3294 26373 4853 78 000 017428 577682 -2758 1759 - 0012567 1437 4196 -735 4259 126591 81 000 013883 56609.8 -4925 3992 - 0011087 1408 6143 -709 3896 153297 84 000 010776 548130 -7008 8861 - 0009646 1363 9319 -679 6017 189197 Page 4 584 052709 Pile Pg 5 1po 87 000 008095 524046 -8996 5668 - 0008259 1304 0390 -645 5188 239230 90 000 005820 494152 -10874 2738 - 0006942 1229 6986 -606 2858 312492 93 000 003930 458801 -12624 3248 - 0005710 1141 7887 -560 4148 427849 96 000 002395 418406 -14222 3244 - 0004575 1041 3359 -504 9182 632571 99 000 001184 373468 -15627 9310 - 0003551 929 5823 -432 1529 1094635 -- 102 000 000264 324639 -16667 2158 - 0002648 808 1566 -260 7037 2962778 105 000 - 000404 273465 -16552 1127 - 0001875 680 8959 337 4391 2502742 108 000 - 000861 225327 -15420 1956 - 0001229 561 1874 417 1723 1454027 111 000 - 001142 180943 -14110 2710 -7 0389E-05 450 8156 456 1107 1198081 114 000 - 001283 140665 -12709 3625 -2 8792E-05 350 6520 477 8283 1117238 117 000 - 001315 104687 -11259 2286 2 9417E-06 261 1826 488 9276 1115545 120 000 - 001265 73109 8144 -9787 4125 2 5938E-05 182 6560 492 2831 1167090 123 000 - 001159 45962 8326 -8314 8655 4 1339E-05 115 1472 489 4149 1266569 126 000 - 001017 23220 5790 -6858 9125 S 0287E-05 58 5920 481 2205 1419002 129 000 - 000858 4809 3064 -5434 6853 5 3913E-05 12 8071 468 2643 1638231 132 000 - 000694 -9387 5877 -4055 9236 5 3320E-05 24 1923 450 9101 1949453 135 000 - 000538 -19526 2895 -2735 4916 49581E-05 49 4051 429 3779 2396155 138 000 - 000396 -25800 5878 -1485 8040 4 3718E-05 65 0080 403 7472 3055464 141 000 - 000275 -28441 1584 -377 2159 3 6702E-05 71 5745 335 3116 3654290 144 000 - 000176 -28063 9208 452 3872 2 9394E-05 70 6364 217 7572 3707483 147 000 -9 89E-05 -25726 8651 965 0087 2 2437E-05 64 8246 123 9905 3760677 150 000 -4 16E-05 -22273 8916 1230 2910 1 6228E-05 56 2378 52 8644 3813870 153 000 -1 54E-06 -18345 1359 1312 5675 1 0975E-05 46 4678 1 9867 3867063 156 000 2 43E-05 -14398 4977 1267 9867 6 7395E-06 36 6534 -31 7072 3920256 159 000 3 89E-05 -10737 2229 1143 1507 3 4884E-06 27 5485 -51 5167 3973450 162 000 4 52E-05 -7539 5968 974 8843 1 1245E-06 19 5967 -60 6609 4026643 165 000 4 56E-05 -4887 9181 790 7858 -4 8290E-07 13 0026 -62 0714 4079836 168 000 4 23E-05 -2794 8815 610 2708 -1 4766E-06 7 7976 -58 2719 4133030 171 000 3 68E-05 -1226 2920 445 8720 -1 9967E-06 3 8969 -51 3273 4186223 174 000 3 03E-05 -119 6477 304 6178 -2 1708E-06 1 1449 -42 8422 4239416 177 000 2 38E-05 601 4169 189 3620 -2 1085E-06 2 3429 -33 9950 4292609 180 000 1 77E-05 1016 5263 99 9825 -1 8992E-06 3 3752 -25 5913 Page 5 585 052709 Pile Pg 5 1po 4345803 183 000 1 24E-05 1201- 3139 34 4031 -1 6123E-06 3 8348 -18 1283 4398996 186 000 7 99E-06 1222 9464 -10 5806 -1 2988E-06 3 8885 -11 8608 4452189 189 000 4 57E-06 1137 8315 -38 6673 -9 9345E-07 3 6769 -6 8636 4505382 192 000 2 03E-06 990 9439 -53 5929 -7 1811E-07 3 3116 -3 0868 4558576 195 000 2 62E-07 816 2750 -58 8263 -4 8437E-07 2 8772 - 4021349 4611769 198 000 -8 75E-07 637' 9868 -57 3891 -2 9627E-07 2 4339 1 3601 4664962 201 000 -1 52E-06 471. 9409 -51 7722 -1 5271E-07 2 0210 2 3843 4718155 204 000 -1 79E-06 327' 3536 -43 9229 -4 9331E-08 1 6614 2 8486 4771349 207 000 -1 81E-06 208 4033 -35 2790 1 9964E-08 1 3656 2 9141 4824542 210 000 -1 67E-06 115 6795 -26 8319 6 1881E-08 1 1350 2 7173 4877735 213 000 -1 44E-06 47 4116 -19 2039 8 2975E-08 9652422 2 3680 4930928 216 000 -1 17E-06 4561284 -12 7457 8 9167E-08 8484739 1 9374 4953256 219 000 -9 06E-07 -29 0627 -7 5964 8 5467E-08 9196125 1 4954 4953256 222 000 -6 61E-07 -45 1226 -3 7172 7 5872E-08 9595501 1 0907 4953256 225 000 -4 51E-07 -51 3661 - 9.653948 6 3392E-08 9750762 7438186 4953256 228 000 -2 80E-07 -50 9151 8444306 5 0163E-08 9739547 4627317 4953256 231 000 -1 50E-07 -46 2995 1 9089 3 7589E-08 9624768 2468830 4953256 234 000 -5 47E-08 -39 4620 2 4147 2 6496E-08 9454733 0903586 4953256 237 000 9 45E-09 -31 8113 2 5268 1 7278E-08 9264475 - 0156027 4953256 240 000 4 89E-08 -24 3009 2 3822 1 0020E-08 9077709 - 0808036 4953256 243 000 6 96E-08 -17 5178 2 0887 4 6113E-09 8909028 - 1148675 4953256 246 000 7 66E-08 -11 7685 1 7267 8 2338E-10 8766055 - 1264855 4953256 249 000 7 45E-08 -7 1576 1 3524 -1 6245E-09 8651391 - 1230243 4953256 252 000 6 69E-08 -3 6539 1 0023 -3 0229E-09 8564261 - 1103920 4953256 255 000 5 64E-08 -1 1437 6971091 -3 6434E-09 8501838 - 0930778 4953256 258 000 4 50E-08 5287505 4460450 -3 7230E-09 8486545 - 0742982 4953256 261 000 3 40E-08 1 5325 2503035 -3 4564E-09 8511507 - 0561961 4953256 264 000 2 43E-08 2 0306 1059229 -2 9955E-09 8523892 - 0400576 4953256 267 000 1 61E-08 2 1681 0060550 -2 4525E-09 8527312 - 0265210 4953256 270 000 9 55E-09 2 0669 - 0573701 -1 9047E-09 8524796 - 0157623 4953256 273 000 4 63E-09 1 8239 - 0924917 -1 4015E-09 8518752 - 0076521 4953256 Page 6 586 052709 Pile Pg 5 1po 276 000 1 14E-09 1 5120 - 1067878 -9 7001E-10 8510996 - 0018787 4953256 279 000 -1 19E-09 1 1831 - 1066699 -6 2142E-10 8502819 0019573 4953256 282 000 -2 59E-09 8719401 - 0973178 -3 5562E-10 8495080 0042774 4953256 285 000 -3 32E-09 5992353 - 0826813 -1 6533E-10 8488298 0054803 4953256 288 000 -3 58E-09 3758526 - 0655880 -3 9215E-11 8482743 0059153 4953256 291 000 -3 55E-09 2057075 - 0479119 3 6004E-11 8478512 0058687 4953256 294 000 -3 37E-09 0883810 - 0307709 7 4042E-11 8475594 0055586 4953256 297 000 -3 11E-09 0210819 - 0147301 8 8200E-11 8473921 0051352 4953256 300 000 -2 84E-09 0 0000 0 0000 9 0927E-11 8473396 0046849 2476628 Output verification Computed forces and moments are within specified convergence limits output summary for Load Case No 1 Pile-head deflection = 25000000 in Computed slope at pile head = - 00405790 Maximum bending moment = 587365 71061 lbs-in Maximum shear force = 16996 14004 lbs Depth of maximum bending moment = 69 00000000 in Depth of maximum shear force = 0 00000 in Number of iterations = 11 Number of zero deflection points = 5 ------------------------------------------------------------------------------ summary of Pile Response(s) ------------------------------------------------------------------------------ Definition of symbols for Pile-Head Loading Conditions Type 1 = shear and Moment y = pile-head displacment in Type 2 = Shear and Slope M = Pile-head Moment lbs-in Type 3 = shear and Rot stiffness, v = Pile-head shear Force lbs Type 4 = Deflection and Moment, S = Pile-head Slope radians Type 5 = Deflection and slope, R = Rot stiffness of Pile-head in-lbs/rad Load Pile-Head Pile-Head Axial Pile-Head Maximum Maximum Type Condition Condition Load Deflection Moment shear 1 2 lbs in in-lbs lbs ---- ------------ ------------ ----------- ----------- ----------- ----------- 4 y= 250000 M= 0 000 170 4000 2500000 587366 16996 1400 The analysis ended normally Page 7 587 052709 Pile Pg 6 1po LPILE Plus for windows, version 5 0 (5 0 37) Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading using the p-y Method (c) 1985-2007 by Ensoft, Inc All Rights Reserved This program is licensed to AGM MKA Path to file locations C \Documents and settings\agm\Desktop\Maier Hall\Foundation Loads\LPILE\ Name• of input data file 052709 Pile Pg 6 1pd Name of output file 052709 Pile Pg 6 1po Name of plot output file 052709 Pile Pg 6 1pp Name of runtime file 052709 Pile Pg 6 1pr ------------------------------------------------------------------------------ Time and Date of Analysis ---------------------------------1-------------------------------------------- Date May 27 2009 Time 17 8 53 ------------------------------------------------------------------------------ Problem Title ------------------------------------------------------------------------------ PCC Maier Hall - Pile -Lateral capacity pg 6 r 9 ------------------------------------------------------------------------------ Program Options ------------------------------------------------------------------------------ units used in Computations - us customary units Inches Pounds Basic Program options Analysis Type 1 - Computation of Lateral Pile Response using user-specified constant EI Computation Options - only internally-generated p-y curves used in analysis - Analysis does not use p-y .multipliers (individual pile or shaft action only) - Analysis assumes no shear resistance at pile tip - Analysis for fixed-length pile or shaft only - No computation of foundation stiffness matrix elements - Output pile response for full length of pile - Analysis assumes no soil movements acting on pile - No additional p-y curves to be computed at user-specified depths Solution Control Parameters - Number of pile increments = 100 Page 1 588 052709 Pile Pg 6 1po - Maximum number of iterations allowed = 100 - Deflection tolerance for convergence = 1 0000E-05 in - Maximum allowable deflection = 1 0000E+02 in Printing Options - values of pile-head deflection, bending moment shear force and soil reaction are printed for full length of pile - Printing Increment (spacing of output points) = 1 ------------------------------------------------------------------------------- Pile structural Properties and Geometry ------------------------------------------------------------------------------ Pile Length = 300 00 in Depth of ground surface below top of pile = -54 00 in slope angle of ground surface = 00 deg structural properties of pile defined using 2 points Point Depth Pile Moment of Pile Modulus of X Diameter Inertia Area Elasticity in in in =4 sq in lbs/sq in ----- --------- ----------- ---------- ---------- ----------- 1 0 0000 16 00000000 3217 0000 201 1000 3605000 2 300 0000 16 00000000 3217 0000 201 1000 3605000 ------------------------------------------------------------------------------ soil and Rock Layering information ------------------------------------------------------------------------------ The soil profile is modelled using 3 layers Layer 1 is stiff clay without free water Distance from top of pile to top of layer = -54 000 in Distance from top of pile to bottom of layer = 6 000 in Layer 2 is stiff clay without free water Distance from top of pile to top of layer = 6 000 in Distance from top of pile to bottom of layer = 60 000 in Layer 3 is stiff clay without free water Distance from top of pile to top of layer = 60 000 in Distance from top of pile to bottom of layer = 300 000 in (Depth of lowest layer extends 00 in below pile tip) ------------------------------------------------------------------------------ Effective unit weight of soil vs Depth ------------------------------------------------------------------------------ Effective unit weight of soil with depth defined using 6 points Point Depth x Eff unit weight No in lbs/in* 3 ----- ---------- ---------------- 1 -54 00 06360 2 6 00 06360 Page 2 589 052709 Pile Pg 6 1po 3 6 00 02777 4 60 00 02777 5 60 00 03067 6 300 00 03067 ------------------------ ----------------------------------------------------- Shear strength of soils ------------------------ -------------------------------------y-------=------ shear strength parameters with depth defined using 6 points Point Depth x Cohesion c Angle of Friction E50 or RQD No in lbs/in**2 Deg k_rm ----- -------- --- ------ ------------------ ------ ------ 1 -54 000 18 75000 00 00600 0 2 6 000 18 75000 00 00600 0 3 6 000 18 75000 00 00600 0 4 60 000 18 75000 00 00600 0 5 60 000 20 13880 00 00450 0 6 300 000 20 13880 00 00450 0 Notes (1) Cohesion = uniaxial compressive strength for rock materials (2) values of E50 are reported for clay strata (3) Default values will be generated for E50 when input values are 0 (4) RQD and k_rm are reported only for weak rock strata ------------------------------------------------------------------------------ Loading Type ------------------------------------------------------------------------------ static loading criteria was used for computation of p-y curves ------------------------------------------------------------------------------ Pile-head Loading and Pile-head Fixity conditions ------------------------------------------------------------------------------ Number of loads specified = 1 Load Case Number 1 Pile-head boundary conditions are Displacement and Moment (BC Type 4) Deflection at pile head = 250 in Bending moment at pile head = 000 in-lbs Axial load at pile head = 170 400 lbs ------------------------------------------------------------------------------ Computed values of Load Distribution and Deflection for Lateral Loading for Load case Number 1 ------------------------------------------------------------------------------ Pile-head boundary conditions are Displacement and Moment (BC Type 4) specified deflection at pile head = 250000 in Page 3 590 052709 Pile Pg 6 1po specified moment at pile head = 000 in-lbs Specified axial load at pile head = 170 400 lbs Depth Deflect Moment shear Slope Total Soil Res Es*h F/L X Y M v S Stress p in in lbs-in lbs Rad lbs/in**2 lbs/in lbs/in -------- --------- ----------- ----------- ----------- ----------- ----------- 0 000 250000 0 0000 35154 6651 - 0049753 8473396 -738 0945 4428 5671 3 000 235074 102145 32934 0258 - 0049621 254 8607 -742 3317 9473 5836 6 000 220228 197609 30706 8495 - 0049233 492 2598 -742 4525 10113 8857 9 000 205534 286391 28477 2834 - 0048607 713 0419 -743 9249 10858 3953 12 000 191064 368478 26244 8084 - 0047760 917 1741 -744 3918 11688 1278 15 000 176879 443865 24012 4776 - 0046709 1104 6459 -743 8288 12615 9210 18 000 163038 512558 21783 4190 - 0045472 1275 4698 -742 2103 13657 1222 21 000 149595 574570 19560 8396 - 0044066 1429 6820 -739 5093 14830 1941 24 000 136598 629927 17348 0306 - 0042508 1567 3430 -735 6967 16157 5019 27 000 124090 678663 15148 3731 - 0040816 1688 5382 -730 7416 17666 3430 30 000 112109 720821 12965 3451 - 0039005 1793 3783 -724 6104 19390 3116 33 000 100687 756459 10802 5300 - 0037095 1882 0005 -717 2664 21371 1289 36 000 089852 785640 8663 6268 - 0035100 1954 5694 -708 6691 23661 1327 39 000 079627 808444 6552 4632 - 0033038 2011 2771 -698 7733 26326 7175 42 000 070029 824959 4473 0110 - 0030926 2052 3453 -687 5281 29453 1710 45 000 061072 835285 2429 4069 - 0028778 2078 0256 -674 8746 33151 6093 48 000 052762 839538 425 9783 - 0026612 2088 6012 -660 7444 37569 1456 51 000 045104 837844 -1532 7219 - 0024443 2084 3883 -645 0558 42904 1920 54 000 038097 830344 -3441 8693 - 0022285 2065 7380 -627 7091 49430 1806 57 000 031733 817195 -5296 3030 - 0020154 2033 0387 -608 5800 57533 6619 60 000 026004 798568 -7141 3396 - 0018064 1986 7184 -621 4444 71693 2443 63 000 020895 774349 -9036 1383 - 0016030 1926 4893 -641 7547 92140 2889 66 000 016386 744353 -10917 7910 - 0014065 1851 8967 -612 6805 112168 69 000 012456 708843 -12707 2296 - 0012186 1763 5914 -580 2786 139763 72 000 009075 668111 -14393 2374 - 0010405 1662 2986 -543 7267 179746 75 000 006213 622485 -15961 1908 - 0008736 1548 8364 -501 5755 242202 Page 4 591 N 052709 Pile Pg 6 1po 78 000 003834 572345 -17389 8726 - 0007190 1424 1482 -450 8790 352842 81 000 001899 51.8147 -18642 0983 - 0005780 1289 3686 -383 9382 606680 84 000 000366 460493 -19609 7631 - 0004514 1145 9958 -261 1716 2142700 87 000 - 000810 400488 -19528 6776 - 0003400 996 7777 315 2286 1167718 90 000 - 001675 343321 -18479 3145 - 0002438 854 6145 384 3468 688552 ~' 93 000 - 002273 289613 -17271 9684 - 0001620 721 0534 420 5507 555089 96 000 - 002646 239689 -15977 3233 -9 3513E-05 596 9045 442 5461 501672 99 000 - 002834 193749 -14629 6771 -3 7452E-05 482 6602 455 8847 482594 102 000 - 002871 151911 -13251 2825 7 2560E-06 378 6191 463 0450 483827 105 000 - 002790 114241 -11858 6738 4 1680E-05 284 9413 465 3608 500312 108 000 - 002621 80759 3716 -10465 1855 6 6902E-05 201 6789 463 6314 530662 111 000 - 002389 51450 1169 -9082 1861 8 4002E-05 128 7929 458 3682 575595 114 000 - 002117 26266 1688 -7719 7687 9 4054E-05 66 1658 449 9101 637554 117 000 - 001825 5131 4084 -6387 1783 9 8115E-05 13 6081 438 4835 720917 120 000 - 001528 -12057 0013 -5093 1039 9 7219E-05 30 8306 424 2328 832724 123 000 - 001241 -25427 3144 -3845 9023 9 2371E-05 64 0797 407 2349 984152 126 000 - 000974 -35132 5097 -2653 8012 8 4538E-05 88 2145 387 4991 1193368 129 000 - 000734 -41350 2081 -1525 1308 7 4646E-05 103 6766 364 9478 1491308 132 000 - 000526 -44283 3707 -473 4032 6 3570E-05 110 9707 336 2039 1916573 135 000 - 000353 -44190 6922 486 9832 5 2126E-05 110 7403 304 0537 2585991 138 000 - 000213 -41361 5250 1241 0342 4 1061E-05 103 7047 198 6471 2791301 141 000 - 000106 -36744 5289 1687 4538 3 0959E-05 92 2232 98 9660 2791301 144 000 -2 77E-05 -31236 8339 1874 6277 2 2166E-05 78 5268 25 8166 2791301 147 .000 2 66E-05 -25496 7856 1876 1855 1 4828E-05 64 2525 -24 7780 2791301 150 000 6 12E-05 -19979 7362 1753 5746 8 9461E-06 50 5327 -56 9625 2791301 153 000 8 03E-05 -14975 3470 1556 0501 4 4250E-06 38 0879 -74 7205 2791301 156 000 8 78E-05 -10643 4402 1321 4712 1 1114E-06 27 3153 -81 6654 2791301 159 000 8 70E-05 -7046 5206 1077 5854 -1 1766E-06 18 3705 -80 9251 2791301 162 000 8 07E-05 -4177 9264 843 5524 -2 6284E-06 11 2370 -75 0969 2791301 165 000 7 12E-05 -1985 2037 631 5291 -3 4255E-06 5 7841 -66 2519 2791301 168 000 6 02E-05 -388 7481 448 1909 -3 7326E-06 1 8141 -55 9735 2791301 171 000 4 88E-05 703 9455 296 1089 -3 6918E-06 2 5979 -45 4145 Page 5 592 2791301 052709 Pile Pg 6 1po 174 000 3 80E-05 1387 9090 174 9417 -3 4212E-06 4 2988 -35 3637 2791301 177 000 2 83E-05 1753 5992 82 4237 -3 0149E-06 5 2082 -26 3150 2791301 180 000 1 99E-05 1882 4540 15 1523 -2 5446E-06 5 5286 -18 5326 2791301 183 000 1 30E-05 1844 5154 -30 8107 -2 0626E-06 5 4343 -12 1094 2791301 186 000 7 54E-06 1697 5922 -59 5017 -1 6044E-06 5 M89 -7 0180 2791301 189 000 3 39E-06 1487 5067 -74 7573 -1 1925E-06 4 5465 -3 1524 2791301 192 000 3 88E-07 1249 0494 -80 0272 -8 3853E-07 3 9535 - 3608653 2791301 195 000 -1 64E-06 1007 3442 -78 2753 -5 4669E-07 3 3524 1 5288 2791301 198 000 -2 89E-06 779 3979 -71 9455 -3 1559E-07 2 7855 2 6911 2791301 201 000 -3 54E-06 575 6712 -62 9730 -1 4032E-07 2 2789 3 2906 2791301 204 000 -3 73E-06 401 5599 -52 8254 -1 3929E-08 1 8459 3 4745 2791301 207 000 -3 62E-06 258 7186 -42 5612 7 1472E-08 1 4907 3 3684 2791301 210 000 -3 31E-06 146 1926 -32 8955 1 2384E-07 1 2109 3 0755 2791301 213 000 -2 88E-06 61 3456 -24 2668 1 5069E-07 9998933 2 6770 2791301 216 000 -2 40E-06 5916160 -16 9000 1 5870E-07 8488109 2 2342 2791301 219 000 -1 92E-06 -40 0543 -10 8620 1 5359E-07 9469462 1 7910 2791301 222 000 -1 48E-06 -64 5807 -6 1103 1 4006E-07 1 0079 1 3768 2791301 225 000 -1 08E-06 -76 7161 -2 5314 1 2178E-07 1 0381 1 0092 2791301 228 000 -7 49E-07 -79 7691 0277217 1 0154E-07 1 0457 6969117 2791301 231 000 -4 75E-07 -76 5499 1 7365 8 1326E-08 1 0377 4422696 2791301 234 000 -2 61E-07 -69 3502 2 7642 6 2455E-08 1 0198 2429008 2791301 237 000 -1 01E-07 -59 9644 3 2690 4 5730E-08 9964585 0936069 2791301 240 000 1 33E-08 -49 7362 3 3908 3 1541E-08 9710230 - 0123893 2791301 243 000 8 86E-08 -39 6194 3 2485 1 9984E-08 9458648 - 0824731 2791301 246 000 1 33E-07 -30 2450 2 9389 1 0947E-08 9225524 - 1239494 2791301 249 000 1 54E-07 -21 9860 2 5376 4 1916E-09 9020142 - 1435870 2791301 252 000 1 58E-07 -15 0193 2 1012 -5 9466E-10 8846895 - 1473496 2791301 255 000 1 51E-07 -9 3788 1 6698 -3 7503E-09 8706627 - 1402673 2791301 258 000 1 36E-07 -5 0007 1 2698 -5 6102E-09 8597752 - 1264130 2791301 261 000 1 17E-07 -1 7603 9167131 -6 4846E-09 8517170 - 1089479 2791301 264 000 9 70E-08 4996145 6179734 -6 6477E-09 8485821 - 0902119 2791301 Page 6 593 052709 Pile Pg 6 1po 267 000 7 72E-08 1. 9476 3749009 -6 3312E-09 8521829 - 0718365 2791301 270 000 5 90E-08 2 7490 1848449 -5 7237E-09 8541759 - 0548675 2791301 273 000 4 29E-08 3 0567 0427186 -4 9728E-09 8549409 - 0398834 2791301 276 000 2 91E-08 3 0053 - 0577659 -4 1887E-09 8548133 - 0271063 2791301 279 000 1 77E-08 2' 7101 - 1231744 -3 4495E-09 8540790 - 0164993 2791301 -- 282 000 8 44E-09 2 2663 - 1596971 -2 8058E-09 8529754 - 0078492 2791301 285 000 8 98E-10 1. 7519 - 1727239 -2 2861E-09 8516962 - 0008354 2791301 288 000 -5 28E-09 1. 2300 - 1666069 -1 9005E-09 8503983 0049134 2791301 291 000 -1 05E-08 7522499 - 1445756 -1 6441E-09 8492103 0097741 2791301 294 000 -1 51E-08 3625076 - 1087769 -1 4999E-09 8482411 0140917 2791301 297 000 -1 95E-08 0995903 - 0604182 -1 4401E-09 8475873 0181475 2791301 300 000 -2 38E-08 0 0000 0 0000 -1 4272E-09 8473396 0221313 1395651 Output verification computed forces and moments are within specified convergence limits output summary for Load Case No 1 Pile-head deflection = 25000000 in computed slope at pile head = - 00497527 Maximum bending moment = 839538 00685 lbs-in Maximum shear force = 35154 66510 lbs Depth of maximum bending moment = 48 00000000 in Depth of maximum shear force = 0 00000 in Number of iterations = 16 Number of zero deflection points = 5 ------------------------ ----------------------------------------------------- summary of Pile Response(s) ------------------------ ----------------------------------------------------- Definition of symbols for Pile-_Head Loading conditions Type 1 = shear and Moment y = pile-head displacment in Type 2 = shear and slope M = Pile-head Moment lbs-in Type 3 = shear and Rot stiffness, v = Pile-head shear Force lbs Type 4 = Deflection and Moment, s = Pile-head slope radians Type 5 = Deflection and slope, R = Rot stiffness of Pile-head in-lbs/rad Load Pile-Head Pile-Head Axial Pile-Head Maximum Maximum Type condition condition Load Deflection Moment shear 1 2 lbs in in-lbs lbs ---- ------------ ------ ----- ----------- ----------- ----------- ----------- 4 y= 250000 M= 0 000 170 4000 2500000 839538 35154 6651 Page 7 594 The analysis ended normally 052709 Pile Pg 6 1po Page 8 595 Miscellaneous Design Design Sheet MAGNUSSON KLEMENCIC _ hSSOCIPTES �� Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY CW L- bA - �-` Z�- te24,,q gjLj-2- 0"I)t 0"I)L qto> tt�to 1_= I45 w— Z_ Z-Seto r 596 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural+Civil Engineers PROJECT f6C —f414 SHEET LOCATION M�sL � S� IIIENT � DATE BY ? p't 'TDT-Ou q-qof Z �K I 0 75( /'��((a0)k�-11 0,("j 2�! �k Ar= �,/�s7� T���►zrr�✓ D PU47-f97 e--A-�F es, .1fr 77A�1L016P 10 6OP7- 1� (o "V- 4) i Pz I --o'&V o XI)(SAA) 1F F ya7 2 '>,/'sr i 59 a� Design Sheet IvMAGNUSSON KLEMENCIC _. ASSOCIATES ■ Structural+Civil Engineers 1 PROJECT SHEET LOCATION CLIENT DATE BY S�tR- Dt:�l�i�- SGL o,,tw� �►�'" �•� )4 4 �i slit 2 w� D� fsoPrp f s�� �t�a ,acs �-�t��►�k�-�) � �l�� � ��� ulpei5 �TfWy e;fv) "AftVo-ftIjAS —USIA DjXf*4-fK,M l•c ro I,a�j e G�t,E-t s1T-ti r�� 598 ` : " a� _ I\ J -- LIZ=W M 1/1 A6 Wit"WRIMEM i - I IIIIIIMIIIl mil 11111111 . mini 'Ii1111111=11111 SONE ON 1 - - r s i Nair 4y B 2h� i 4 d Y m a S.I. Enwope June 9 2009 at 3.04 PM 09 0312 PCC stair model.r3d 0 Company Designer Jun 9, June 9, 2009 Job Number 3:0PM Checked By- Basic Load Cases BLC Description Category X Gravi Y Gravi Z Gravi Joint Point Distributed Area Me...Surtace ... 1 dead None -1 18 2 live None 18 3 seismic None 18 Hot Rolled Steel_Design Parameters Label Sha a Len 1 M1 stringer 3.971 th... Lb ft Lbzz ft Lcom to...Lcom bo... Kvv Cb swa z swav Function Lateral 2 M2 stringer 4 Lateral 3 M3 stringer 3.26 Lateral 4 M4 stringer 3.971 Lateral 5 M5 stringer 4 Lateral 6 M6 stringer 3.26 Lateral 7 M7 int hor 5 Lateral 8 M8 int hor 5 Lateral 9 M9 .,stringer 3.971 Lateral 10 M10 stringer 3.971 Lateral 11 M11 stringer 3.971 Lateral 12 M12 stringer 3.971 Lateral 13 M13 stringer 3.971 Lateral 14 M14 stringer 3.971 Lateral 15 M15 stringer 3.26 Lateral 16 M16 stringer 3.26 Lateral 17 M17 stringer 3.26 Lateral 18 M18 stringer 3.26 Lateral 19 M19 stringer 3.26 Lateral ) 20 M20 stringer 3.26 Lateral 21 M22 int hor 1 5 Lateral 22 M23 int hor 5 Lateral 23 M24 int hor 5 1 Lateral Envelope LRFD 3rd Steel Code Checks Member Sha a Code Check Loc ft Ic Shear... Loc ft Dir Ic hi'Pnc k hi'Pnt k hi'Mn hi'Mn z...Cb LRFD... 1 Ml W12X35 .227 3.9713- .100 0 y 1 408.243 463.5 42.016 192 - Hl lb 2 M2 W12X35 .488 0 1 .123 4 1 407.82 463.5 42.016 ..192 - H1 1b 3 M3 W12X35 .259 .509 1 .015 3.26 v 1 417.639 463.5 42.016 192 - H1 lb 4 M4 W12X35 .217 3.971 3 .100 0 1 408.243 463.5 42.016 192 - H1 lb 5 M5 W12X35 .488 0 1 .123 4 1 407.82 463.5 42.016 192 - H1-1b 6 M6 W12X35 .259 .509 1 .015 3.261 417.639 463.5 42.016 192 1 . H 1 1 b 7 M7 HSS4X4X4 .078 0 3 .007 0 3 118.487 139.293 16.16 16.16 2. HSS 7 . 8 M8 HSS4X4X4 .133 5 3 .010 5 3 118.487 139.293 16.16 16.16 2- HSS 7 9 M9 W12X35 .352 3.971 1 .078 0 1 408.243 463.5 42.016 192 11 - H1 1b 10 M10 W12X35 .445 3.971 1 .055 0 1 408.243 463.5 42.016 192 1 - H 1 1 b 11 Mil W12X35 .491 3.971 1 .032 0 --L 408.243 463.5 42.016 192 1 H 1 1 b ' 12 M12 W12X35 .352 3.971 1 .078 0 1 408.243 463.5 42.016 192 1 13 M 13 W12X35 .445 3.971 1 .055 0 -L 408.243 463.5 42.016 192 1 . H 1 1 b 14 M 14- W12X35 .491 3.971 1 .032 0 -L 408.243 463.5 42.016 192 1 !Hl-lb 15 M15 W12X35 .249 0 1 .033 3.26 1 417.639 463.5___42 0-16 192 1 -i H1 1 b 16 M16 W12X35 .241 0 3 .051 3.26 _L 417.639 463.5 42.016 192 1 . Hl-lb 17 M17 W12X35 .146 0 3 .069 3.26 v 1 417.639 463.5 42.016 192 1 H 1 1 b 18 M18 W12X35 .249 0 1 .033 3.26 _y__L 417.639 463.5 42.016 192 1 H1 1 b 19 M19 W12X35 .253 0 3 .051 3.26 1 417.639 463.5 42.016 192 _Hl lb' 20 M20 W12X35 .156 0 3 .069 3.26 1 417.639 463.5 42.016 192 1 - H1 1 b 21 M22 HSS4X4X4 .452 5 3 .041 0 z 3 118.487 139.293 16.16 16.16 2. .HSS 7 . 22 M23 HSS4X4X4 .241 1 0 131 .023 0 1 z 1 3 1118.487 1139.293 1 16.16 1 16.16 12..IHSS 7 "RISA-3D Version 7 1 1 [I-\PCC[iumanities\Engineers\lhs\09_0312 PCC stair model.r3d] Pagel Company June 9, 2009 Designer 3.05 PM Job Number Checked By- Envelope yEnvelope LRFD 3rd Steel Code Checks (Continued) Member Sha a Code Check Loc ft Ic Shear... Loc ft_Dir Ic hi'Pnc k hi'Pnt k hi'Mn v-.. hi'__Mn .Cb LRFD... 23 M24 HSS4X4X4 528 0 3 050 0 z 3 118 487 139 293 16 16 16.16 2. HSS 7 . Joint Coordinates and Temperatures Label X ft Y ft Z ft Temp[Fl Detach From Dia ... 1 N1 0 14.5 0 0 2 N2 14 7 0 0 3 N3 18 7 0 0 4 N4 29 0 0 0 5 N5 0 14.5 5 0 6 N6 14 7 5 0 7 N7 18 7 5 0 8 N8 29 0 5 0 9 N9 3.5 12.625 5 0 10 N 10 7 10.75 5 0 11 N11 10.5 8.875 5 0 12 N12 3.5 12.625 0 0 13 N13 7 10.75 0 0 14 N14 10.5 8.875 0 0 15 N15 20.75 5.25 5 0 16 N16 23.5 3.5 5 0 17 N17 26.25 1.75 5 0 18 N18 20.75 5.25 0 0 19 N19 23.53.5 C 0 20 N20 26.25 1.75 0 0 Envelope Joint Displacements Joint X finl Ic Y in Ic Z in Ic X Rotation... Ic Y Rotation... Ic Z Rotation ... Ic 1 N1 max 0 4 0 4 0 P31 2.441 e-3 3 4.734e-3 3 -4.114e-3 4 2 min 0 1 0 1 0 3.449e-5 1 1.942e-5 1 -1.469e-2 1 3 N2 max -.233 4 .426 40 1 0 4 5.637e-4 3 9.849e-4 1 4 min .826 1 1.514 1 1 .595 3 0 1 2.314e-7 1 2.318e-4 4 5 N3 max -.234 4 .376 4_ 0 1 1.985e-5 1 3.942e-6 1 5.675e-3 1 6 min 829 1 1.328 1 .6 3 -9.628e-4 3 3.772e-4 4 1.562e-3 4 7 N4 max 0 1 0 4 0 11 3.071 e-5 1 -2.006e-5 1 1 1.248e-2 1 8 min 0 4 0 1 0 1 4 3.927e-3 3 5.658e-3 3 3.553e-3 4 9 N5 max 0 4 0 1 0 1 2.372e-3 3 4.773e-3 3 3.984e-3 4 10 min 0 1 0 3 0 3 3.449e-5 1 1.942e-51 1 1.469e-2 1 11 N6 max .222 4 .408 4 0 1 0 4 5.632e-4 1 3 9.849e-4 1 12 min 826 1 1.514 1 .595 3 0 1 -2.314e-7 1 1 3.115e-4 4 13 N7 max .223 4 .355 4 0 1 1.985e-5 _1 3.942e-6 1 5.675e-3 1 14 min .829 1 1.328 1 .6 3 1.002e-3 3 3.711e-4 4 1.565e-3 4 15 N8 max 0 1 0 4 0 1 3.071 e-5 1 2.006e-5 1 1.248e-2 1 16 min 0 4 0 1 0 4 3.987e-3 3 5.615e-3 3 3.326e-3 4 17 N9 max 089 4 .165 4 01 1.512e-3 3 3.166e-3 3 3.629e-3 4 18 min -.328 1 .607 1 .225 3 3.571 e-5 1 1.716e-5 1 -1.339e-2 1 19 N10 max .162 4 .301 4 0 1 1.516e-3 3 3.359e-3 3 2.678e-3 4 20 min 601 1 -1.109 1 .407 3 -2.99e-5 11 1.689e-5 1 -9.928e-3 1 21 N11 max .209 4 .387 4 0 1 4.674e-4 1 4 1.582e-3 3 1.306e-3 4 22 min .776 1 1 -1.429 1 .541 3 2.632e-5 1 1.246e-5 1 -4.921e-3 1 23 N12 max .092 4 .17 4 0 1 1.583e-3 3 3.133e-3 3 3.753e-3 4 24 min _328 1 .607 1 1 .225 3 3.571e-5 1 1.716e-5 1 1.339e-2 1 L27 N13 max 169 4 .311 4 0 1 1.576e-3 3 3.325e-3 3 2.792e-3 min .601 1 1.109 1 .407 3 2.99e-5 1 1.689e-5 1 9.928e-3 1 N14 max .219 4 .401 4 0 1 5.181e-4 3 1.557e-3 3 1.404e-3 4 min .776 1 1 1 1.429--_-.541 3 1 2.632e-5 1 1 1.246e-5 1 -4.921e-3 1 RISA-3D Version 7 1 1 [I\PCCHumanities\Engineers\lhs\09_0312 PCC stair model.r3d] Page 2 2 Company June 9, 2009 Designer 3.05 PM Job Number Checked By' Envelope Joint Displacements(Continued) Joint X in Ic Y finl Ic Z rini Ic X Rotation.. Ic Y Rotation... Ic Z Rotation ... Ic 29 N15 max 184 4 .293 4 0 1 -2.245e-5 1 1.645e-5 1 8.149 -31 1 30 min .686 1 1.097 1 .537 3 1.641e-3 3 1.647e-3 3 2.198e-3 4 31 N16 max .132 4 -.21 4 0 1 -3.138e-5 1 1.901e-5 1 1.033e-2 1 32 min -.492 1 .787 1 -.432 3 -1.873e-3 3 -2.293e-3 3 2.764e-3 4 33 N17 max .069 4 .11 4 0 1 3.088e-5 1 .979e-5 1 1.189e-2 1 34 min .258 1 .412 1 .255 3 3.413e-3 374.714e-3 3 3.17e-3 4 35 N18 max -.194 4 .312 4 0 1 2.245e-5 1 -1.645e-5 1 8.149e-3 1 36 min -.686 1 -1.097 1 .537 3 -1.596e-3 3 1.68e-3 3 2.292e-3 4 37 N19 max .14 4 .224 4 0 1 3.138e-5 1 1.901e-5 1 1.033e-2 1 38 min -.492 1 -.787 1 -.432 3 1.809e-3 3 -2.33e-3 3 2.929e-3 4 39 N20 max -.073 4 .118 4 0 1 3.088e-5 1 -1.979e-5 1 1.189e-2 1 40 min .258 1 .412 1 -.255 3 3.351e-3 3 -4.753e-3 3 3.382e-3 4 Envelope Joint Reactions Joint X k Ic Y k Ic Z FkI Ic MX Ik-ft] Ic MY k-ft Ic MZ k-ft Ic 1 N1 max 20.206 1 .412 1 1.157 3 0 1 0 1 0 1 2 min 8.706 4 1.486 4 -.002 1 0 1 0 1 0 1 3 N4 max 7.479 4 20.732 1 .959 4 0 1 0 1 0 1 4 min 20.206 1 7.102 4 0 1 0 1 0 1 0 1 5 N2 max0 1 0 1 0 1 .038 1 0 1 0 1 6 min 0 41 0 1 0 1 -.106 4 0 1 0 1 7 N5 max 20.206 1 2.084 3 1.196 3 0 1 0 1 0 1 8 min 2.418 4 .412 1 .002 1 1 0 1 0 =16 1 9 N6 max 0 1 0 1 0 1 .038 1 0 1 0 1 10 min 0 1 0 1 0 1 .049 4 0 1 0 1 11 N8 max -3.645 4 20.732 1 .984 4 0 1 0 1 0 1 12 min 1 -20.206 1 1 4.483 4 0 1 0 1 0 1 0 1 13 Totals. ImaxI 04 42.288 1 4.28 4 14 1 min 1 0 +f_1 11.964 4 0 1 Load Combination Design Descri tion ASIF CD ABIF Service Hot Rolled Cold Formed Wood Concrete Footin s 1 1 ult rav Yes Yes Yes Yes Yes 2 1 sere orav Yes Yes Yes Yes Yes 3 ult seis Yes Yes Yes Yes Yes 4 ult seis Yes Yes Yes Yes Yes 5 Yes Yes Yes Yes Yes Member Distributed Loads (PLC 1 , dead) Member Label Direction Start Ma nitude k!ft d..End Ma nitude ft d... Start Location ft% End Location ft 1 M1 _ Y .163 .163 0 0 2 M2 Y .163 .163 0 0 3 M3 Y -.163 -.163 0 0 4 M4 Y .163 .163 0 0 5 M5 Y .163 -.163 0 0 6 M6 Y -.163 -.163 0 0 7 M9 Y .163 .163 0 0 8 M10 Y -.163 .163 0 0 I 9 Mil Y .163 -.163 0 3.971 10 M12 Y .163 -.163 0 0 11 M13 Y .163 -.163 0 0 �. 12 M14 Y -.163 .163 0 3.971 13 M15 Y 163 -.163 0 0 6:6ISA-3D Version 7 1 1 [[-\PCCHumanities\Engineers\lhs\09_0312 PCC stair model.r3d] Page 3 Company June 9, 2009 Designer 3.05 PM Job Number Checked By Member Distributed Loads (BLC 1 . dead) (Continued) Member Label Direction Start Ma nitude k/ftd...End Ma nitude k/ft d... Start Location ft% End Location ft 14 M16 Y .163 .163 0 0 15 M17 Y .163 .163 0 I 3.26 16 M18 Y .163 .163 0 0 17 M19 Y .163 -.163 0 0 18 M20 Y .163 .163 0 3.26 Member Distributed Loads (BLC 2 . live) Member Label Direction Start Ma nitude k/ft d...End Ma nitude k/ft d... Start Location ft% End Location ft 1 M 1 Y -.25 .25 0 0 2 M2 Y .25 .25 0 1 0 3 M3 Y -.25 -.25 0 0 4 M4 Y -.25 -.25 0 I 0 5 M5 Y .25 .25 0 0 6 M6 Y .25 .25 0 0 7 M9 Y .25 .25 0 0 8 M10 Y .25 -.25 0 0 9 M11 Y .25 .25 0 3.971 10 M12 Y .25 .25 0 0 11 M13 Y .25 .25 0 0 12 M14 Y -.25 .25 0 3.971 13 M15 Y .25 .25 0 0 14 M16 Y .25 .25 0 0 15 M17 Y .25 .25 0 3.26 16 M18 Y .25 -.25 0 0 17 M19 Y .25 .25 0 0 18 M20 Y .25 .25 0 3.26 Member Distributed Loads (BLC 3 . seismic) Member Label Direction Start Ma nitude k/ft d...End Ma nitude k/ft d... Start Locationjft,%) End Location[ft.%1 1 M1 Z .065 .065 0 0 2 M2 Z .065 .065 0 0 3 M3 Z .065 -.065 0 I 0 4 M4 Z -.065 .065 0 0 5 M5 Z .065 .065 0 0 6 M6 Z .065 -.065 0 0 7 M9 Z .065 -.065 0 0 8 M10 Z .065 .065 0 0 9 Mil Z .065 .065 0 3.971 10 M12 Z .065 .065 0 0 11 M13 Z -.065 .065 0 0 12 M14 Z .065 .065 0 3.971 13 M15 Z -.065 .065 0 0 14 M16 Z .065 .065 0 0 15 M17 Z .065 .065 0 3.26 16 M18 Z .065 .065 0 0 17 M19 Z .065 .065 0 0 18 M20 Z .065 .065 0 3.26 Hot Rolled Steel Properties Label E ksi G Iksil Nu Therm \1E5 F Densit k/ft^3 Yield ksi 1 A36 Gr.36 29000 11154 .3 .65 .49 36 2 A572 Gr.50 29000 11154 .3 .65 .49 50 3 A992 29000 11154 .3 .65 .49 50 4 A500 Gr.42 29000 11154 .3 .65 .49 42 5 A500 Gr.46 29000 11154 .3 .65 .49 46 RISA-3D Version 7 1 1 [I-\PCCHumanities\Engineers\lhs\09_0312 PCC stair model.r3d] Page Company June 9, 2009 Designer 3:05 PM Job Number Checked By- Member Primary Data Label I Joint J Joint K Joint Rotated Section/Sha e T e Desi n List Material Design Rules 1 M1 N1 N12 strip er Beam Wide Flange A572 Gr.50 Typical 2 M2 N2 N3 strincler Beam Wide Flan-e A572 Gr.50 Typical 3 M3 N3 N18 strip er Beam Wide Flange A572 Gr.50 TVDical 4 M4 N5 N9 strip er Beam Wide Flange A572 Gr.50 TVDical 5 M5 N6 N7 stringer Beam Wide Flan-e A572 Gr.50 Typical 6 M6 N7 N-15 stringer I Beam Wide Flange A572 Gr.50 Typical 7 M7 N6 N2 int hor Beam Pie A500 Gr 46 Typical 8 M8 N7 N3 int hor Beam Pie A500 Gr 46 Typical 9 M9 N9 N10 strincier Beam Wide Flange A572 Gr.50 I Typical 10 M10 N10 N11 stringer Beam Wide Flange A572 Gr.50 TVDical 11 M11 N11 N6 strip er Beam Wide Flange A572 Gr.50 T ical 12 M12 N12 N13 stringer Beam Wide Flange A572 Gr.50 Typical 13 M13 N13 N14 stringer Beam Wide Flange A572 Gr.50 Typical 14 M14 N14 N2 stringer Beam Wide Flange A572 Gr.50 Typical 15 M15 N15 N16 strin er Beam Wide Flange A572 Gr.50 I Typical 16 M16 N16 N'l7 stringer Beam Wide Flange A572 Gr.50 Typical 17 M17 N17 N8 stringer Beam Wide Flange A572 Gr.50 Typical 18 M18 N18 N19 strip er Beam Wide Flan a A572 Gr 50 TVDical 19 M19 N19 N20 strip er Beam Wide Flange A572 Gr-50 TVDical 20 M20 N20 N4 strip er Beam Wide Flange A572 Gr-50 TVDical 21 M22 N16 N19 int hor Beam Pie A500 Gr 46 Typical 22 M23 N11 N14 int hor Beam Pie A500 Gr 46 T ical 23 M24 N9 N12 int hor Beam Pie A500 Gr 46 Typicalfid Member Advanced Data Label I Release J Release 1 Offset in J Offset in T/C OnIv Ph sisal TOM Inactive 1 M1 Yes 2 M2 Yes 3 M3 Yes 4 M4 Yes 5 M5 Yes 6 M6 I Yes 7 M7 Yes 8 M8 Yes 9 M9 Yes 10 M10 Yes 11 M11 Yes 12 M12 Yes 13 M13 Yes 14 M14 Yes 15 M15 Yes 16 M16 Yes 17 M17 Yes 18 M18 Yes 19 M19 Yes 20 M20 Yes 21 M22 Yes 22 M23 Yes 23 M24 Yes Envelope Member Section Deflections Member Sec x in Ic y fin'lIc z Finl Ic x Rotate r... Ic n Uy Ratio Ic n Uz Ratio Ic 1 M1 1 11 1 1 1 NC 1 NC1 2 1 min 0 1 1 0 1 1 1 0 1 1 1-8.356e-51 3 1 NC 1 NC 1 ISA-3D Version 7 1 1 [I•\PCCHumanities\Engineers\lhs\09_0312 PCC stair model.r3d] Page 5 Company June 9, 2009 Designer 3.05 PM Job Number Checked By- Envelope Member Section Deflections(Continued) Member Sec x Finl Ic v FinlIc z Finl Ic x Rotate r... Ic n Uv Ratio Ic n Uz Ratio Ic 3 2 max 0 4 -.05 4 0 1 3.958e-5 1 NC 4 NC 1 4 min 0 1 -.177 1 .063 3 -8.356e-5 3 9726.138 1 6935.033 3 5 3 max 0 4 .099 4 0 1 3.958e-5 1 NC 4 NC 1 6 min .001 1 .353 1 -.123 3 -8.356e-5 3 6120.374 1 4362.823 3 7 4 max .001 4 .147 4 0 1 3.958e-5 1 NC 4 NC 1 8 min .002 1 .524 1 -.178 1 3 -8.356e-5 3 17058.696 1 15029.844 3 9 5 max .001 4 -.193 4 0 1 3.958e-5 1- NC 4 NC 1 10 1 min 1 .003 1 .69 1 .225 3 -8.356e-5 3 NC 1 NC 3 11 M2 1 max -.233 4 .426 4 0 1 0 1 NC 4 NC 1 12 min .826 1 1.514 1 .595 3 0 1 NC 1 NC 3 13 2 max .234 4 .42 4 0 1 4.963e-6 1 7618.637 4 NC 1 14 min .826 1 1.49 1 .6 3 2.407e-4 3 2150.193 1 NC 3 15 3 max .234 4 .409 4 0 1 9.927e-6 1 5994.654 4 NC 1 16 min .827 1 1.449 1 -.603 3 -4.814e-4 3 1700.238 1 8419.903 3 17 4 max .234 4 .394 4 0 1 1.489e-5 1 8419.475 4 NC 1 18 min :828 1 1.394 1 .603 3 -7.221 e-4 3 2401.184 1 1 NC 3 19 5 max .234 4 -.376 4 0 1 1.985e-5 1 NC 4 NC 1 20 min .829 1 1.328 1 -.6 3 -9.628e-4 3 NC 1 NC 3 21 M3 1 max .014 1 -.443 4 0 1 1.887e-5 1 NC 4 NC 1 22 min .004 4 1.565 1 1 .6 3 -6.142e-4 3 NC 1 NC 3 23 2 max .013 1 .427 4 0 1 2.109e-5 1 NC 4 NC 1 24 1 min .004 4 1.506 1 .59 3 5.719e-4 3 4286.666 1 1 7121.107 3 25 3 max .012 1 -.409 4 0 1 2.332e-5 1 NC 4 NC 1 26 min .004 4 1.442 1 .576 3 5.296e-4 3 3225.79 1 5496.275 3 27 4 max .011 1 .389 4 0 1 2.555e-5 1 NC 4 NC 1 28 min .004 4 1.371 1 .558 1 3 -4.872e-4 3 4321.445 1 7573.525 3 29 5 max .01 1 -.367 4 0 1 2.777e-5 1 NC 4 NC 1 30 1 min 1 .004 1 4 1.294 1 .537 3 -4.449e-4 3 NC 1 NC 3 31 M4 1 max 0 1 0 1 0 1 -3.958e-5 1 NC 1 NC 1 32 min 0 1 0 1 0 1 1.627e-4 3 NC 1 NC 1 33 2 max 0 4 .048 4 0 1 3.958e-5 1 NC 4 NC 1 34 min 0 1 .177 1 -.063 3 1.627e-4 3 9726.138 1 6913.907 3 35 3 max 0 4 .096 4 0 1 -3.958e-5 1 NC 4 NC 1 36 min -.001 1 .353 1 -.123 1 3 1.627e-4 3 6120.374 1 1 4349.446 3 37 4 max 0 4 -.142 4 0 1 3.958e-5 1 NC 4 NC 1 38 min .002 1 .524 1 .178 3 1.627e-4 3 7058.696 1 5014.287 3 39 5 max 0 4 -.187 4 0 1 3.958e-5 1 NC 4 NC 1 40 min .003 1 -.69 1 .225 3 1.627e-4 3 NC 1 NC 3 41 M5 1 max .222 4 .408 4 0 1 0 1 NC 4 NC 1 42 min -.826 1 1.514 1 .595 3 0 1 NC 1 NC 3 43 2 max .222 4 .401 4 0 1 -4.963e-6 1 8002.271 4 NC 1 44 min .826 1 -1.49 1 .6 3 -2.505e-4 3 2150.193 1 NC 3 45 3 max .222 4 .389 4 0 1 -9.927e-6 1 6360.378 4 NC 1 46 min .827 1 1.449 1 .603 3 5.01 e-4 1 3 11700.238 1 8497.275 3 47 4 max .222 4 -.374 4 0 1 1.489e-5 1 9035.308 4 NC 1 48 min .828 1 -1.394 1 .603 3 -7.515e-4 3 2401.184 1 NC 3 49 5 max .223 4 -.355 4 0 1 1.985e-5 1 NC 4 NC 1 50 min .829 1 -1.328 1 .6 3 1.002e-3 3 NC 1 1 NC 3 51 M6 1 max .014 1 .419 4 0 1 -1.887e-5 1 NC 4 NC 1 52 min .003 4 1.565 1 .6 3 -6.516e-4 3 NC 1 NC 3 53 2 max .013 1 .403 4 0 1 2.109e-5 1 NC 4 NC 1 54 min .003 4 1.506 1 .59 3 -6.138e-4 3 4286.666, 1 7218.524 3 55 3 max .012 1 -.386 4 0 1 -2.332e-5 1 NC 4 NC 1 56 min .003 4 1.442 1 .576 3 -5.76e-4 3 3225.791 1 15565.6261 3 57 4 max .011 1 .366 4 0 1 2.555e-5 1 NC 4 1 NC 1 1 58 1 min .002 4 1.371 1 .558 3 15.381 e4 3 14321.445.11 7660.873 3 59 5 max .01 1 -.346 4 0 1 2.777e-5 1 NC 4 NC 1 RISA-3D Version 7 1 1 [I\PCCHumanities\Engineers\lhs\09_0312 PCC stair model.r3d] Page 6 Company June 9, 2009 Designer 3.05 PM Job Number Checked By, Envelope Member Section Deflections (Continued) Member Sec x[inj Ic v finIIc z finl Ic x Rotate r... Ic n Uv Ratio Ic n Uz Ratio Ic 60 T min .002 1 4 1.294 1 1 .537 1 3 5.003e-41 3 NC 1 1 NC 3 61 M7 1 max . .595 3 .408 4 .2224 3.115e-4 4 NC 4 NC 4 62 min 0 1 1.514 1 -.826 1 -9.849e-4 1 NC 1 NC 1 63 12 max .595 3 -.411 4 .226 4 2.916e-4 4 NC 4 NC 4 64 I min 0 1 -1.514 1 .826 1 -9.849e-4 1 NC 1 NC 1 65 3 max .595 3 .417 4 .227 4 2.717e-4 4 NC 4 NC 4 66 min 0 1 -1.514 1 -.826 1 -9.849e-4 1- NC 1 NC 1 67 4 max .595 3 -.423 4 -.229 4 2.518e-4 4 NC 4 8571.931 4 68 I min 0 1 1.514 1 -.826 1 -9.849e-4 1 NC 1 NC 1 69 5 max 1 .595 3 1 .426 4 .233 4 2.318e-4 4 NC 4 5135.38 4 70 min 0 1 -1.514 1 -.826 1 -9.849e-4 1 1 NC 1 NC 1 71 M8 1 max .6 3 -.355 4 .223 4 1.565e-3 4 NC 4 NC 4 72 min 0 1 1.328 1 -.829 1 5.675e-3 1 NC 1 NC 1 473 2 max .6 3 -.364 4 -.222 4 1.564e-3 4 NC 4 NC 4 74 min 0 1 1.328 1 .829 1 -5.675e-3 1 NC 1 NC 1 75 3 max .6 3 .366 4 .228 4 1.564e-3 4 NC 4 NC 4 76 1 min 0 1 1.328 1 1 -.829 1 5.675e-3 1 1 NC 1 NC 1 77 I 4 max .6 3 -.368 4 1 -.234 4 1.563e-3 4 NC 4 NC 4 78 I min 0 1 -1.328 1 -.829 1 -5.675e-3 1 NC 1 NC 1 79 I 5 max .6 3 -.376 4 -.234 4 1.562e-3 4 NC 4 NC 4 80 I min 0 1 1.328 1 -.829 1 5.675e-3 1 NC 1 NC 1 81 M9 1 max 0 4 -.187 4 0 1 -3.958e-5 1 NC 4 NC 1 82 min .003 1 .69 1 .225 3 1.627e-4 3 NC 1 NC 3 83 2 max, 0 4 .23 4 0 1 -3.826e-5 1 NC 4 NC 1 84 I min .004 1 .848 1 .269 3 1.845e-4 3 3211.73 1 1086.76 3 85 3 max 0 4 .27 4 0 1 -3.695e-5 1 8383.063 4 NC 1 86 min .004 1 .997 1 .315 3 -2.062e-4 3 2299.422 1 1 528.449 3 87 4 max 0 4 -.308 4 0 1 -3.564e-5 1 NC 4 NC 1 88 min .005 1 1.135 1 -.362 3 -2.279e-4 3 2937.884 1 348.027 3 89 I 5 1 max 0 4 .342 4 0 1 -3.433e-5 1 NC 4 NC 1 90 min .006 1 1.262 1 .407 3 2.497e-4 3 NC 1 261.556 3 91 M10 1 max 0 4 .342 4 0 1 -3.433e-5 1 NC 4 NC 1 92 min .006 1 1.262 1 .407 3 2.497e-41 3 NC 1 NC 3 93 2 max .001 4 .372 4 0 1 -3:302e-5 1 7921.927 4NC 1 94 I min .007 1 -1.375 1 .449 3 2.714e-4 3 2170.305T1 5543.861 3 95 3 max .001 4 .399 4 0 1 -3.171 e-5 1 5817.0261 4 NC 1 96 1 min 1 .008 1 -1.474 1 1 .486 3 2.932e-4 3 1593.611 1 3847.918 3 97 4 max .001 4 .421 4 0 1 3.039e-5 1 7606.593 4 NC 1 98 1 min 008 1 -1.558 1 .517 3 3.149e-4 3 2083.785 1 4793.033 3 99 5 max .002 4 .439 4 0 1 2.908e-5 1 NC 4 NC 1 100 min .009 1 1.626 1 .541 3 3.367e-4 3 NC 1 NC 3 1011 M11 1 max .002 4 -.439 4 0 1 2.908e-5 1 NC 4 NC 1 102 1 1 min .009 1 -1.626 1 .541 3 3.367e-4 3 NC 1 NC 3 103 2 Imaxi .002 4 .453 4 0 1 -2.178e-5 1 6635.296 4 NC 1 104 1 min 1 -.01 1 1.677 1 -.559 3 3.19e-4 3 1817.839 1 NC 3 105 3 ImaxI .002 4 -.462 4 1 0 1 1.449e-5 1 4934.213 4 NC 1 106 min .011 1 1.71 1 -.575 3 3.013e-4 3 1351.646 1 7045.345 3 107 4 max .002 4 -.466 4 0 1 7.188e-6 1 6530.664 4 NC 1 108 min .012 1 1 1.726 1 .587 3 2.836e-4 3 1788.73 1 8827.469 3 109 5 max .003 4 .464 4 0 1 1.093e-7 1 NC 4 NC 1 110 min .013 1 -1.724 1 .595 3 2.659e-4 3 NC 1 NC 3 111 M12 1 max .001 4 .193 4 0 1 3.958e-5 1 NC 4 NC 1 112 min .003 1 -.69 1 .225 3 -8.356e-5 3 NC 1 NC 3 113 2 max .002 4 .238 4 0 1 1 3.826e-5 1 1 NC 4 NC 1 114 min .004 1 .848 1 -.269 3 1 1.079e-4 3 1321173 1 1085.886 3 1151 3 max .002 4 .279 4 0 1 1 3.695e-5 1 18286.057 4 NC 1 116 min 1_004 1 -.997 1 .315 3 1.323e-4 3 2299.422 1 528.159 3 615 3 RISA-3D Version 7 1 1 [1-\PCCHumanities\Engineers\lhs\09_0312 PCC stair model.r3d] Page 7 Company June 9, 2009 Designer 3.05 PM Job Number Checked By- Envelope Member Section Deflections (Continued) Member Sec x[inl Ic v finlIc z in Ic x Rotate r... Ic n Uv Ratio Ic n Uz Ratio Ic 117 4 max 1 .002 4 1 .318 4 1 0 1 3.564e-5 1 NC 4 NC 1 118 min 1 .005 1 1.135 1 -.362 3 1.567e-4 3 2937.884 1 347.907 3 119 5 max 1 .002 4 .354 4 0 1 3.433e-5 1 NC 4 NC 1 120 min .006 1 1.262 1 .407 3 1.81 e-4 3 NC 1 261.51 3 121 M13 1 max -.002 4 .354 4 0 1 3.433e-5 1 NC 4 NC 1 122 min .006 1 1.262 1 .407 3 1.81e-4 3 NC 1 NC 3 123 2 max -.003 4 .385 4 0 1 3.302e-5 1- 7832.392 4 NC 1 124 min .007 1 1.375 1 .449 3 2.054e-4 3 2170.305 1 5552.19 3 125 3 max .003 4 -.413 4 0 1 3.171 e-5 1 5751.198 4 NC 1 126 min 008 1 1.474 1 -.486 3 2.298e-4 3 1593.611 1 3855.373 3 127 4 max .003 4 -.437 4 0 1 3.039e-5 1 7520.3 4 NC 1 128 min .008 . 1 1.558 1 .517 3 -2.541 e-4 3 2083.785 1 4804.158 3 129 5 max -.003 4 -.456 4 0 1 2.908e-5 1 NC 4 NC 1 130 min .009 1 1.626 1 .541 3 -2.785e-4 3 NC 1 NC 3 131 M14 1 max -.003 4 .456 4 0 1 2.908e-5 1 NC 4 NC 1 132 min -.009 1 1.626 1 .541 3 2.785e-4 3 NC 1 NC 3 133 2 max .004 4 .471 4 0 1 2.178e-5 1 6563.313 4 NC 1 134 min .01 1 -1.677 1 .559 3 2.754e-4 3 1817.839 1 NC 3 135 3 max 1 -.004 . 4 -.481 4 0 1 1.449e-5 1 4879.665 4 NC 1 136 min .011 1 1.71 1 -.575 3 -2.724e-4 3 1351.646 1 7033.776 3 137 4 max .004 4 .486 4 0 1 7.188e-6 1 6457.063 4 NC 1 138 min -.012 1 1.726 1 .587 3 -2.693e-4 3 1788.73 1 8823.399 3 139 5 max .004 4 .486 4 0 1 -1.093e-7 1 NC 4 NC 1 140 min .013 1 1.724 1 .595 3 2.662e-4 3 NC 1 NC 3 141 M15 1 max .01 1 .346 4 0 1 2.777e-5 1 NC 4 NC 1 142 min .002 4 1.294 1 .537 3 5.003e-4 3 NC 1 NC 3 143 2 max .01 1 -.323 4 0 1 3.e-5 1 NC 4 NC 1 144 min .002 4 -1.211 1 .514 3 -4.624e-4 3 4788.041 1 NC 3 145 3 max .009 1 .299 4 0 1 3.223e-5 1 NC 4 NC 1 146 min 002 4 1.122 1 .488 3 -4.246e-4 3 3650.689 1 NC 3 147 4 max .008 1 .274 4 0 1 3.445e-5 1 NC 4 NC 1 148 min .002 4 1.027 1 .46 3 3.867e-4 3 4957.588 1 NC 3 149 5 max 007 1 .248 4 0 1 3.668e-5 1 NC 4 NC 1 150 min .001 4 .928 1 .432 3 3.489e-4 3 NC 1 NC 3 151 M16 1 max .007 1 .248 4 0 1 -3.668e-5 1 NC 4 NC 1 152 min .001 4 .928 1 -.432 3 3.489e-4 3 NC 1 NC 3 153 2 max .006 1 .22 4 0 1 3.668e-5 1 NC 4 NC 1 154 min .001 4 .824 1 .399 3 3.489e-4 3 6549.992 1 3550.517 3 155 3 max .005 1 .191 4 0 1 3.668e-5 1 NC 4 NC 1 156 min .001 4 .715 1 -.358 3 3.489e-4 3 5116.177 1 2779.483 3 157 A max .004 1 -.161 4 0 1 3.668e-5 1 NC 4 NC 1 158 min 0 4 .602 1 -.31 3 3.489e-4 3 7132.718 1 3882.378 3 159 5 max _004 1 .13 4 0 1 3.668e-5 1 NC 4 NC 1 160 min 0 4 .487 1 .255 3 -3.489e-4 3 NC 1 NC 3 161 M17 1 max .004 1 .13 4 0 1 3.668e-5 1 NC 4 NC 1 162 min 0 4 .487 1 .255 3 3.489e-4 3 NC 1 NC 3 163 2 max .003 1 .098 4 0 1 3.668e-5 1 NC 4 NC 1 164 1 min 0 4 .367 1 .196 3 3.489e-4 3 NC 1 8553.897 3 165 3 max .002 1 .066 4 0 1 3.668e-5 1 NC 4 NC 1 166 min 0 4 .246 1 -.133 3 3.489e-4 3 NC 1 7423.36 3 167 4 max 0 1 .033 1 4 0 1 3.668e-51 1 NC 4 NC 1 168 min 0 4 .123 1 .067 3 3.489e-4 3 NC 1 NC 3 169 5 max 0 1 0 1 0 1 3.668e-5 1 NC 1 NC 1 1 i 170 min 0 1 1 0 1 0 1 3.489e4 3 NC 1 NC 1 171 M18 1 max .01 1 1 .367 4 0 1 2.777e-5 1 NC 4 NC 1 172 min .004 4 1.294 1 .537 3 -4.449e-4 3 NC 1 NC 3 173 2 max .01 1 .344 4 0 1 3.e-5 1 1 1 NC 4 NC 1 RISA-3D Version 7 1 1 [I•\PCCHumanities\Engineers\lhs\09_0312 PCC stair model.r3d] Page Company June 9, 2009. Desigper 3.05 PM Job Number Checked By* Envelope Member Section Deflections (Continued) Member Sec x[inl Ic in Icz in Ic x Rotate r... Ic n Uy Ratio Ic n Uz Ratio Ic 174 min F .003 1 4 1 1.211 1 -.514 1 3 1 4.026e-4 3 14788.0411 1 NC 3 1751 3 max .009 1 1 .319 4 0 1 3.223e-5 1 1 1 NC 4 NC 1 176 min 003 4 1.122 1 .488 3 3.602e-4 3 3650.689 1 NC 3 177 4 max .008 1 1 .292 , 4 1 0 1 3.445e-5 1 1 NC 4 NC 1 178 min 003 4 1.027 1 .46 3 3.179e-4 34957.588 1 NC 3 11791 5 max .007 1 1 .264 4 0 1 3.668e-5 1 NC 4 NC 1 180 min .003 4 1 .928 1 .432 3 -2.755e-4 3- NC 1 NC 3 181 1 M19 1 max .007 1 .264 4 0 1 3.668e-5 1 NC 4 NC 1 182 min .003 4 .928 1 .432 3 2.755e-4 3 NC 1 NC 3 183 2 max .006 1 .234 4 0 1 3.668e-5 1 NC 4 NC 1 184 min .002 4 .824 1 -.399 3 2.755e-4 3 6549.992 1 3547.301 3 185 3 max .005 1 .203 4 0 1 3.668e-5 1 NC 4 NC 1 186 min .002 4 i .715 1 .358 3 2.755e-4 3 5116.177 1 2775.919 3 187 4 max .004 1 .171 4 0 1 3.668e-5 1 1 NC 4 NC 1 188 min .002 4 .602 1 .31 3 -2.755e-4 3 7132.718 1 3875.795 3 1891 5 max .004 1 .139 4 0 1 3.668e-5 1 NC 4 NC 1 1901 min .001 4 --74-87--Tl- -.255 3 -2.755e-4 3 NC 1 NC 3 191 M20 1 max .004 1 .139 4 0 1 3.668e-5 1 NC 4 NC 1 192 min 001 4 .487 1 .255 3 2.755,--4 3 NC 1 NC 3 193 2 max .003 1 .105 1 4 0 1 3.668e-5 1 NC 4 NC 1 194 min 0 4 .367 1 .196 3 2.755e-4 3 NC 1 8515.958 3 195 3 max .002 1 7 07 4 0 1 3.668e-5 1 NC 4 NC 1 196 min 0 4 .246 1 .133 3 2.755e-4 3 NC 1 7390.703 3 197 4 max 0 1 .035 4 0 1 3.668e-5 1 NC 4 NC 1 198 min0 4 123 1 .067 3 -2.755e-4 3 NC 1 NC 3 199 5 max 0 1 0 1 0 1 3.668e-5 1 NC 1 NC 1 2001 min 0 1 0 1 0 1 -2.755e-4 3 NC 1 NC 1 201 1 M22 1 max .432 3 .21 4 .132 4 2.764e-3 4 NC 4 NC 4 202 min 0 1 1 .787 1 1 .492 1 -1.033e-2 1 NC 1 NC 1 2031 2 max .432 3 1 .222 1 4 .121 4 -2.806e-3 4 7044.597 4 4766.307 4 2041 min 0 1 1 .787 1 1 .493 1 1.033e-2 1 NC 1 NC 1 205 3 max .432 3 .217 4 .136 4 -2.847e-3 4 NC 4 NC 4 206 min 0 1 .788 1 .493 1 1 -1.033e-2 1 NC 1 NC 1 207 4 max .432 3 .213 4 .151 4 2.888e-3 4 7660.862 4 4654.476 4 208 min 0 1 .787 1 .493 1 1.033e-2 1 NC 1 1 NC 1 209 5 max .432 3 .224 4 .14 4 2.929e-3 4 NC 4 NC 4 210 min 0 1 .787 1 -.492 1 -1.033e-2 1 NC 1 NC 1 211 M23 1 max .541 3 .387 4 .209 4 4.921 e-3 1 NC 4 NC 4 212 min 0 1 1.429 1 -.776 1 1.306e-3 4 NC 1 NC 1 213 2 max _541 1 3 .387 4 .219 4 4.921 a-3 1 NC 4 8231.261 4 214 min 0 1 1.429 1 1 .776 1 1.331e-3 4 NC 1 NC 1 215 3 max 541 3 1 .394 4 .214. 4 4.921 e-3 1 NC 4 NC 4 216 min 0 1 1 1.429 1 .776 1 1.355e-3 4 NC 1 NC 1 217 4 max .541 3 .401 4 .209 4 4.921 a-3 1 NC 4 8481.11 4 218 min 0 1 -1.429 1 .776 1 1.38e-3 4 NC 1 NC 1 219 5 max .541 3 .401 4 .219 4 4.921 e-3 1 NC 4 NC 4 220 min 0 1 1.429 1 .776 1 1.404e-3 4 NC 1 NC 1 221 M24 1 max .225 3 .165 4 -.089 1 4 1.339e-2 1 NC 4 NC 4 2221 min 0 1 .607 1 .328 1 3.629e-3 4 NC 1 NC 1 223 2 -M .225 3 .158 4 .106 4 1.339e-2 1 7327.312 4 3711.086 4 224 min 0 1 .608 1 .329 1 3.66e-3 4 NC 1 NC 1 225 3 max .225 3 .168 4 .091 4 1.339e-2 Y NC 4 NC 4 226 min 0 1 .608 1 .329 1 3.691,--3 4 NC 1 NC 1 227 4 max .225 3 .177 4 .076 4 1.339e-2 1 6712.987 4 3777.66 a 1228 min 0 1 .608 1 .329 1 3.722e-3 1 4 1 NC 1 1 NC 229 5 max .225 3 .17 4 .092 4 1.339e-2 1 NC 4 NC 4 230 min 0 1 .607 1 .328 1 3.753,--3 4 NC 1 NC 1 RISA-3D Version 7 1 1 [I\PCCHumanities\Engineers\lhs\09_0312 PCC stair model.r3d] Page 9 Company June 9, 2009 Designer 3.05 PM Job Number Checked By' Envelope Member Section Forces Member Sec Axialfkl Ic vShear k Ic z Shear k Ic or ue k-ft Ic v-v Momen... Ic z-z Momen... Ic 1 M1 1 max 17.617 1 1 10.168 1 1.223 3 0 1 0 1 0 1 2 min 8.376 4 2.835 1 4 .002 1 1 0 1 0 1 0 1 3 2 max 17.915 1 9.61 1 1.158 3 0 1 1.182 3 -2.737 4 4 min 8.459 4 2.68 4 .002 1 0 1 .002 1 -9.816 1 5 3 max 18.214 1 9.053 1 1.094 3 0 1 2.3 3 -5.32 4 6 min 8.542 4 2.524 4 .002 1 0 1- .003 1 -19.079 1 7 4 max 18.513 1 8.495 1 1.029 3 0 1 3.354 3 7.749 4 8 min 8.626 4 2.369 4 .002 1 0 1 .005 1 -27.789 1 9 5 max 18.811 1 7.938 1 .965 3 0 1 4.344 3 -10.023 4 10 min 8.709 4 2.213 4 .002 1 0 1 .006 1 -35.945 1 11 M2 1 max 20.206 1 -2.511 4 .152 3 .238 3 1.02 3 -24.585 4 12 min 5.364 4 -9.887 1 .006 1 .005 1 .007 1 -88.775 1 13 2 max 20.206 1 -2.689 4 .087 3 .238 3 1.14 3 -21.986 4 14 min 5.364 4 10.524 1 .006 1 -.005 1 0 1 78.57 1 15 3 max 20.206 1 -2.866 4 .022 3 .238 3 1.194 3 19.208 4 16 min 5.364 4 11.161 1 .006 1 .005 1 .005 1 -67.727 1 17 4 max 20.206 1 -3.044 4 .006 1 .238 3 1.183 3 -16.253 4 18 min 5.364 4 11.798 1 -.054 4 .005 1 .011 1 -56.248 1 19 5 max 20.206 1 -3.222 4 .006 1 .238 3 1.107 3 13.12 4 20 min 5.364 4 12.435 1 -.119 4 .005 1 .017 1 -44.132 1 21 M3 1 max 23.7 1 .227 1 -.005 1 .001 1 2.538 3 -13.119 4 22 min 6.838 4 .005 4T96 .022 3 .023 1 -44.132 1 23 2 max 23.979 1 .127 4 .001 1 2.399 3 -13.066 4 24 min 6.916 4 -.211 1 -.022 3 .018 1 -44.138 1 25 3 max 24.257 1 -.249 4 .001 1 2.218 3 12.912 4 26 min 6.994 4 .649 1 . .022 3 .014 1 -43.788 1 27 4 max 24.536 1 -.372 4 .005 1 .001 1 1.993 3 12.659 4 28 min 7.072 4 -1.087 1 -.302 3 .022 3 .009 1 -43.08 1 29 5 max 24.815 1 -.494 4 .005 1 .001 1 1.725 3 12.306 4 30 min 7.15 4 -1.525 1 -.355 3 .022 3 .005 1 -42.016 1 31 M4 1 max 17.617 1 10.168 1 1.227 3 0 1 0 1 0 1 32 min 1.251 4 2.791 4 .002 1 0 1 0 1 0 1 33 2 max 17.915 1 9.61 1 1.162 3 0 1 1.186 3 2.694 4 34 min 1.334 4 2.636 4 .002 1 0 1 .002 1 -9.816 1 35 3 max 18.214 1 9.053 1 1.097 3 0 1 2.307 3 -5.233 4 36 min 1.417 -4 -2.48 4 .002 1 0 1 .003 1 -19.079 1 37 4 max 18.513 1 8.495 1 1.033 3 0 1 3.364 3 7.618 4 38 min 1.501 _4 ___Z325 4 .002 1 0 1 .005 1 27.789 1 39 5 max 18.811 1 7.938 1 .968 3 0 1 4.358 3 -9.848 4 40 min 1.584 4 2.169 4 .002 1 0 1 .006 1 -35.945 1 41 M5 1 max 20.206 1 -2.925 4 .139 3 .248 3 1.034 3 24.312 4 42 min 5.76 4 -9.887 1 .006 1 .005 1 .007 1 -88.775 1 43 2 max 20.206 1 3.102 4 .074 3 .248 3 1.141 3 21.298 4 44 min 5.76 4 -10.524 1 .006 1 .005 1 0 1 -78.57 1 45 3 max 20.206 1 -3.28 4 .009 3 .248 3 1.183 3 -18.107 4 46 min 5.76 4 11.161 1 -.006 1 .005 1 .005 1 -67.727 1 47 4 max 20.206 1 3.458 4 -.006 1 .248 3 1.16 3 -14.738 4 48 min 5.76 4 -11.798 1 .063 4 .005 1 .011 1 -56.248 1 49 5 max 20.206 1 -3.636 4 .006 1 .248 3 1.072 3 -11.191 4 50 min 5.76 4 -12.435 1 .128 4 .005 1 -.017 1 -44.132 1 51 M6 1 max 23.7 1 .227 1 .005 1 .001 1 2.491 3 -11.192 4 52 min 6.249 4 .132 4 .132 3 .019 3 .023 1 -44.132 1 53 2 max 23.979 1 .01 4 .005 1 .001 1 2.362 3 -11.25 4 54 min 6.327 4 .211 1 .185 3 .019 3 .018 1 -44.138 1 55 3 max 24.257 1 .112 4 .005 1 .001 1 2.19 3 -11.208 4 56 min 6.405 4 .649 1 .238 3 019 3 .014 1 -43.788 1 RISA-3D Version 7 1 1 [I-\PCCHumanities\Engineers\lhs\09_0312 PCC stair model.r3d] Page 1 Company June 9, 2009 Designer 3.05 PM Job Number Checked By- Envelope Member Section Forces (Continued) Member Sec Axial k Ic v Shear[kl Ic z Shear[k] Ic Tor ue k-ft Ic v-v Momen... Ic z z Momen... Ic 57 4 max 24.536 1 .234 1 4 1 .005 1 1 .001 1 1.975 3 -11.067 4 58 min 6.483 4 1.087 1 .291 3 .019 3 .009 1 -43.08 1 59 5 max 24.815 1 .357 4 .005 1 .001 1 1.716 3 -10.826 4 60 min 6.56 4 1.525 1 .344 3 -.019 3 .005 1 -42.016 1 61 M7 1 max -.006 4 .272 3 0 1 0 1 .631 3 .624 3 62 min -.009 1 1 .034 1 .252 3 .016 T 0 1 .029 1 63 2 max .006 4 1 .255 3 0 1 0 1- .315 3 .294 3 64 min .009 1 .017 1 .252. 3 .016 3 0 1 .004 1 65 3 max . .006 4 .238 3 0 1 0 1 0 4 .011 4 66 min .009 1 0 1 -.252 3 .016 3 0 3 .014 1 67 4 max .006 4 .221 3 0 1 0 1 0 1 -.004 1 68 min -.009 1 -.017 1 .252 3 .016 3 .316 3 .301 3 69 5 max .006 4 .204 3 0 1 0 1 0 1 .029 1 70 min -.009 1 .034 1 .252 3 .016 3 -.631 3 -.566 3 71 M8 1 max .012 1 .034 1 .417 3 0 3 .002 1 .016 1 72 min .009 4 .401 3 0 1 0 4 1.041 3 1.073 3 73 2 max .012 1 .017 1 .417 3 0 3 1 .002 1 .016 1 74 min .009 4 .419 3 0 1 1 0 1 4 11 .519 3 -.561 3 75 3 max .012 1 0 1 .417 3 0 3 .003 3 .02 4 76 min .009 4 .436 3 0 1 0 4 .002 4 -.027 1 77 4 max .012 1 .017 1 .417 3 0 3 .524 3 .529 3 78 min .009 4 -.453 3 0 1 0 4 .002 1 -.016 1 79 5 max .012 1 .034 1 .417 3 0 3 1.046 3 1.106 3 80 min .009 4 -.47 3. 0 1 0 4 .002 1 .016 1 81 M9 1 max 18.828 1 7.877 1 .961 3 .007 3 .006 1 -9.873 4 82 min 4.028 4 2.157 4 .001 1 0 1 1.95 3 -35.945 1 83 2 max 19.126 1 7.32 '1 .897 3 .007 3 .005 1 -11.937 , 84 min 4.112 4 2.001 4 .001 1 0 1 1.028 3 -43.487 1 85 3 max 19.425 1 6.762 1 .832 3 1 .007 3 .003 1 -13.846 4 86 min 4.195 4 1.846 4 .001 1 0 1 .171 3 1 50.476 1 87 4 max 19.723 1 6.205 1 .767 3 .007 3 1 .623 3 -15.601 4 88 min 4.278 4 1.69 4 .001 1 0 1 -.002 1 -56.912 1 89 5 max 20.022 1 5.647 1 1 .703 3 .007 3 1.353 3 17.202 4 90 min 4.362 4 1.535 4 .001 1 0 1 0 1 -62.794 1 91 M10 1 max 20.022 1 5.572 1 .695 3 .007 3 1.353 3 17.202 4 92 min 4.362 4 1.53 4 .001 1 0 1 0 1 -62.794 1 93 2 max 20.321 1 5.015 1 .63 3 .007 3 2.011 3 -18.644 4 94 min 4.445 4 1.375 4 .001 1 0 1 .001 1 -68.049 1 95 3 max 20.619 1 4.457 1 .566 3 .007 3 2.605 3 -19.931 4 96 min 4.528 4 1.219 4 .001 1 0 1 .003 1 72.75 1 97 4 max 20.918 1 3.9 1 .501 3 .007 3 3.135 3 21.064 4 98 min 4.612 4 1.064 4 .001 1 0 1 1 .004 1 -76.898 1 99 5 max 21.217 1 3.343 1 .437 3 .007 3 3.6 3 22.043 4 100 min 4.695 4 .908 4 .001 1 0 1 1 .006 1 -80.493 1 101 Mil 1 max 21.233 1 3.201 1 .419 3 .007 1 .729 3 22.062 4 102 min 5.801 4 .874 4 .003 1 .018 3 .007 1 -80.493 1 103 2 max 21.531 1 2.643 1 .354 3 .007 1 1.113 3 -22.853 4 104 min 5.884 4 .718 4 .003 1 .018 3 -.004 1 -83.394 1 105 3 max 21.83 1 2.086 1 .29 3 .007 1 1.432 3 -23.488 4 106 min 5.967 4. .563 4 .003 1 -.018 3 .002 1 -85.741 1 107 4 max 22.129 1 1.528 1 .225 3 .007 1 1.688 3 23.969 4 108 min 6.051 4 .407 4 .003 1 .018 1 3 .001 1 -87.534 1 109 5 max 22.427 1 .971 1 .161 3 -.007 1 1.879 3 -24.296 4 110 min 6.134 1 4 .251 4 .003 1 .018 3 .004 1 -88.775 9 111 M12 1 max 18.828 1 7.877 1 .959 3 .007 3 1 .006 1 -9.998 112 min 6.289 4 2.175 4 .001 1 0 1 1 1.94 t-33- 35.945 113 2 max 19.126 1 7.32 1 .895 3 .007 3 1 .005 1 -12.08 4 RISA-3D Version 7 1 1 [I-\PCCHumanities\Engineers\Ihs\09_0312 PCC stair model.r3d] Page 11 Company June 9, 2009 Designer 3.05 PM Job Number Checked By- Envelope Member Section Forces (Continued) Member Sec Axial[k] Ic v Shear[kl is z Shear[k] Ic Tor ue k-ft Ic v-v Momen... Ic z-z Momen... Ic 1141 min 1 6.373 4 1 2.019 4 1 -.001 1 1 0 1 1 1.02 3 -43.487 1 115 3 max 19.425 1 6.762 1 .83 3 .007 3 .003 1 14.008 4 116 min 6.456 4 1.864 4 .001 1 0 1 .164 3 -50.476 1 117 4 max 19.723 1 6.205 1 .766 3 .007 3 .629 3 -15.781 4 118 min 6.539 4 1.708 4 .001 1 0 1 .002 1 -56.912 1 119 ' 5 max 20.022 1 5.647 1 .701 3 .007 7 1.357 3 17.399 4 120 min 6.623 4 1.553 4 .001 1 0 1- 0 1 -62.794 1 121 M13 1 max 20.022 1 5.572 1 .691 3 .007 3 1.357 3 -17.399 4 122 I min I 6.623 4 1.546 4 .001 1 0 1 0 1 -62.794 1 123 2 max 20.321 1 5.015 1 .626 3 .007 3 2.01 3 -18.856 4 124 min 6.706 4 1.39 4 .001 1 0 1 .001 1 -68.049 1 125 3 max 1 20.619 1 4.457 1 1 .562 3 .007 3 2.6 3 20.159 4 126 min 6.789 4 1.235 4 -.001 1 0 1 .003 1 72.75 1 127 4 max 20.918 1 3.9 1 .497 3 .007 3 3.125 3 -21.307 4 128 min 6.873 4 1.079 4 .001 1 0 1 .004 1 76.898 1 129 5 max 21.217 1 3.343 1 .433 3 .007 1 3 3.587 3 -22.301 4 130 min 6.956 4 1 .923 4 .001 1 0 1 -.006 1 -80.493 1 131 M14 1 max 1 21.233 1 1 3.201 1 .414 3 .007 1 .741 1 3 -22.282 4 132 min 1 5.875 4 .895 4 -.003 1 .003 3 .007 1 -80.493 1 133 2 max! 21.531 1 2.643 1 .349 3 .007 1 1.12 3 23.093 4 134 min 1 5.958 4 .74 4 .003 1 .003 3 .004 1 -83.394 1 135 3 max 1 21.83 1 2.086 1 .285 3 .007 1 1.435 3 23.75 4 136 1 min 6.041 4 .584 4 .003 1 .003 3 .002 1 -85.741 1 1 137 4 maxi 22.129 1 1.528 1 .22 3 .007 1 1.685 3 -24.253 4 138 min I 6.125 4 .429 4 .003 1 .003 3 .001 1 -87.534 1 139 5 max 22.427 1 .971 1 .156 3 .007 1 1.872 3 24.601 4 140 min 6.208 4 .273 4 -.003 1 .003 3 .004 1 -88.775 1 141 M15 1 max 24.815 1 .361 4 .006 1 .001 1 1.716 3 10.826 4 142 min 6.56 4 -1.593 1 .36 3 .019 1 3 -.005 1 1 -42.016 1 143 2 max 25.094 1 .484 4 .006 1 .001 1 1.401 3 10.482 4 144 min 6.638 4 2.031 1 .413 3 -.019 3 0 1 -40.539 1 145 3 1 max 25.372 1 -.606 4 .006 1 .001 1 1.043 3 10.038 4 146 min 6.716 4 -2.469 1 -.466 3 .019 3 .004 1 -38.705 1 147 4 max 25.651 1 .728 4 1 .006 1 .001 1 .642 3 -9.495 4 148 min 6.794 4 2.907 1 .519 3 .019 3 .008 1 36.514 1 149 5 max 25.93 1 .85 4 .006 1 .001 1 .198 3 -8.852 4 150 min 6.871 4 3.345 1 -.572 3 .019 3 .013 1 33.967 1 151 M16 1 max 25.948 1 .863 4 0 1 0 1 5.451 3 -8.819 4 152 min 4.859 4 3.436 1 1 .61 3 0 1 .002 1 33.967 1 153 2 max 26.227 1 -.985 4 0 1 0 1 4.933 3 1 -8.067 4 154 min 4.937 4 3.874 1 1 .663 3 0 1 .002 1 30.988 1 155 3 max 26.506 1 1.107 4 0 1 0 1 4.371 3 7.214 4 156 m i n i 5.015 4 -4.312 1 .716 3 0 1 -.001 1 -27.652 1 157 4 Imaxl 26.784 1 -1.229 4 0 1 0 1 3.766 3 -6.262 4 158 1 min 5.093 4 -4.75 1 .768 3 0 1 .001 1 23.96 1 159 5 max 27.063 1 1.352 4 0 1 0 1 3.119 3 5.211 4 160 ( min 1 5.17 4 5.188 1 .821 1 3 0 1 0 1 -19.911 1 161 M17 1 imaxl 27.063 1 1.354 4 0 1 0 1 3.119 3 -5.211 4 162 min 5.17 4 5.232 1 .851 3 0 1 0 1 -19.911 1 163 2 max 27.342 1 1.476 4 0 1 0 1 2.404 3 -4.057 4 164 1 min 5.248 4 5.67 1 .904 3 0 1 0 1 15.468 1 165 1 3 max 27.62 1 -1.599 4 0 1 0 1 1.646 3 -2.805 4 166 min 5.326 4 -6.108 1 .957 3 0 1 0 1 10.669 1 167 4 max 27.899 1 1.721 4 0 1 0 1 .844 3 1.452 4 168 min 5.404 4 -6.546 1 1.01 3 0 1 0 1 -5.513 1 169 5 max 28.178 1 1.843 4 0 1 0 1 0 1 0 1 170 min 5.482 4 -6.984 1 1.063 3 0 1 0 1 0 1 RISA-3D Version 7 1 1 [I\PCCHumanities\Engineers\lhs\09_0312 PCC stair model.r3d] Page 126 12 Company June 9, 2009 Designer 3:05 PM Job Number Checked By- Envelope Member Section Forces (Continued) Member Sec Axial[k] Ic y Shearlkl Ic z Shear[kl Ic Tor ue k-ft Ic -v Momen... Ic z z Momen... Ic 171 1 M18 1 lmaxl 24.815 1 1 1 .5 4 .006 1 .001 1 1.725 1 3 12.306T-41 1721 min 7.15 4 1.593 1 .372 3 .022 3 .005 1 -42.016 1 173 2 max 25.094 1 .622 4 .006 1 -.001 1 1.4 3 11.85 4 174 min 7.227 4 2.031 1 .425 3 .022 3 0 1 -40.539 1 175 3 max 25.372 1 .744 4 -.006 1 .001 1 1.032 3 11.293 4 176 min 7.305 4 -2.469 1 .478 1 3 -.022 3 .004 1 1 38.705 . 1 177 4 max 25.651 1 -.866 4 .006 1 .001 1- .621 3 10.637 4 178 min 7.383 4 2.907 1 -.531 3 .022 3 -.008 1 36.514 1 179 5 max 25.93 1 .989 4 .006 1 .001 1 .166 3 -9.881 4 180 min 7.461 4 3.345 1 -.584 3 .022 3 .013 1 33.967 1 181 M19 1 max 25.948 1 1.03 4 0 1 0 1 5.448 3 -9.914 4 182 min 9.501 4 -3.436 1 .604 1 3 0 1 .002 1 33.967 1 183 2 1 max 26.227 1 -1.152 4 0 1 0 1 4.934 3 -9.025 4 184 min 9.578 4 -3.874 1 -.657 3 0 1 .002 1 30.988 1 185 3 max 26.506 1 -1.274 4 0 1 0 1 4.377 3 -8.036 4 186 min 9.656 4 -4.312 1 -.71 3 0 1 .001 1 -27.652 1 187 4 max 26.784 1 -1.396 4 0 1 0 1 3.776 3 -6.948 4 188 min 9.734 4 -4.75 1 1 -.763 1 3 0 1 .001 1 23.96 1 189 5 1 max 27.063 1 1.519 4 0 1 0 1 3.133 3 5.761 4 190 min 9.812 4 5.188 1 .816 3 0 1 0 1 -19.911 1 191 M20 1 max 27.063 1 -1.523 4 0 1 0 1 3.133 3 5.761 4 192 min 9.812 4 -5.232 1 .855 3 0 1 0 1 19.911 1 193 2 max 27.342 1 1.645 4 0 1 0 1 2.415 3 -4.47 4 194 min 1 9.889 4 -5.67 1 .908 3 0 1 0 1 -15.468 1 195 3 max 27.62 1 1.767 4 0 1 0 1 1.653 3 3.08 4 1 196 min 9.967 4 -6.108 1 1 -.961 3 0 1 0 1 10.669 1 197 4 max 27.899 1 1.89 4 0 1 0 1 .848 3 1.59 4 198 min 10.045 4 -6.546 1 1.014 3 0 1 0 1 5.513 1 199 5 max 28.178 1 2.012 4 0 1 0 1 0 1 0 1 200 min 10.123 4 -6.984 1 1.067 3 0 1 0 1 0 1 201 M22 1 max -.005 1 .034 1 1.773 3 .036 3 .012 1 .009 1 202 min A19 3 -1.104 3 0 1 0 1 -4.422 3 2.837 3 203 2 max .005 1 .017 1 1.773 3 .036 3 .012 1 .023 1 204 min .019 3 1.121 3 0 1 0 1 -2.205 3 -1.446 3 205 1 3 max .005 1 0 1 1.773 3 .036 3 .012 1 1 .026 4 206 min .019 3 1.138 3 0 1 0 1 .008 4 .034 3 207 4 max -.005 1 .017 1 1.773 3 .036 3 2.228 3 1.399 3 208 min .019 3 -1.155 3 1 0 1 0 1 .012 1 .023 1 209 5 max -.005 1 .034 1 1.773 3 .036 3 4.444 1 3 2.854 13 210 1 min .019 3 -1.172 3 0 1 0 1 .012 1 .009 1 211 M23 1 Imaxi .001 1 .58 3 0 1 0 1 2.519 3 1.377 3 212 min -.003 3 .034 1 1.005 3 -.021 3 .008 1 .012 1 213 2 max .001 1 .563 3 0 1 0 1 1 1.264 3 .663 3 214 min .003 3 .017 1 1.005 3 .021 3 .008 1 .02 1 215 3 max .001 1 .546 1 3 0 1 0 1 .008 3 .023 4 216 min .003 3 0 1 -1.005 3 .021 3 .006 4 .031 1 217 4 max .001 1 .529 3 0 1 0 1 .008 1 -.02 1 218 min .003 3 .017 1 1.005 3 .021 3 1.248 3 .703 3 219 5 1 max .001 1 .512 3 0 1 0 1 1 .008 1 .012 1 220 min .003 3 -.034 1 1.005 3 .021 3 2.503 3 -1.353 3 221 M24 1 max 0 1 1.221 3 0 1 0 1 5.564 3 2.973 3 222 min .014 3 .034 1 2.221 3 .028 3 .011 1 .006 1 223 2 max 0 1 1.204 3 0 1 0 1 2.787 3 1.457 3 224 min .014 3 .017 1 2.221 3 .028 3 .011 1 .026 1 225 3 max 0 1 1.187 3 0 1 0 1 . .011 1 .028 4. 226 min 014 3 0 1 2.221 3 .028 3 .008 4 .037 1 3 227 4 max 0 1 1.17 3 0 1 0 1 .011 1 .026 1 ISA-3D Version 7 1 1 [I-\PCCHumanities\Engineers\lhs\09_0312 PCC stair model.r3d] Page 13 Company June 9, 2009 Designer 3.05 PM Job Number Checked By- Envelope Member Section Forces(Continued) Member Sec Axial[kl Ic v ShearIkL Ic z Shear[k] _ Ic Tor ue k-ft Ic - Momen,.. Ic z-z Momen... Ic 2281 1 1 min .014 1 3 1 .017 1 2.221 3 1 .028 1 3. 1 2.766 3 1.509 3 2291 1 5 ImaxI 0 1 1 1 1.152 3 1 0 _ I_1 0 1 .011 1 .006 1 230 min 014 3 .034 1�-2221 3 .028 3 1 5.542 3 -2.961 3 Hot Rolled Steel Section Sets Label Shape TVDe Design List Material Desian Rules A in2 I in4 Izz in4 J in4 1 striner W12X35 Beam Wide Flan..,A572 Gr.50 Typical 10.3 24.5 285 .74 2 int hor HSS4X4X4 Beam Pie IA50OGr461 Typical 1 3.365 1 7.788 1 7.788 112.758 RISA-3D Version 7 1 1 [I-\PCCHumanities\Engineers\lhs\09_0312 PCC stair model.r3d] Page 14 4 wtt(., BRICK CLADDING BRICK OVER 1 T2"AIR SPACE OVER 2" RIGID INSULATION BOARD OVER 60 MINUTE BUILDING PAPER OVER POLYETHYLIENE BUILDING WRAP OVER GYPSUM SHEATHING OVER 6" METAL STUD WALL WITH R=19 BATT INSULATION BETWEEN STUDS OVER ?,6VAPOR RETARDER OVER 5g' GYPSUM SHEATHING I 615 Design Sheet ' MAGNUSSON KLEMENCIC _. ASSOCIATES ■ Structural+Civil Engineers PROJECT CiL '"� SHEET LOCATION CLIENT BATE '�'f BY F7 P "PLIr JI 112-11 (.z n �„ I i 1'-for b � 7"- 7, `I%t°r G�Z 1 ?crd ' U45� 1 r,� %�' , fit= �J•�}Ql �j L4 4N J �r I'12 6-0 372W 616 Design Sheet MAGNUSSON KLEMENCIC . ASSOCIATES ■ Structural+Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY q L- w'V �Z f0.J011("PCIVI) IR4,o 46 Ilo�F�tZ �7��I >2 5zo 51�= LCL>� � X12 �°C� W�ht�� �[.c�►r�..� 1�Iv" i Ir 10-2 A-y W L4 o 0±11,r-xT/t 6 Y 12", s �h O,3f'J"� (/I 61 5'-7' 3'-6- 5'-2' GENERAL NOTE. FINAL DIMENSIONS MIGHT GET RECONFIGURATION. I I I SUPPLEMENTARY OVERHEAD EQUIPMENT SUPPORT STEEL I (TVP)BY STRUCT LOAD: f ! 300 LBS POINT LOAD TYP OF 3, 4'-O"O.C.MINIMUM I in ---- AS., pp I LIGHTING BATTEN HANGING POINT LOAD: 275 LBS POINT LOAD(TYP.) Y'i ;LI 4 r SUPPLEMENTARY BATTEN _ I %j �'II! – ' I I SUPPORT STEEL(TYP)BY STRU L DEAD-HUNG LIGHTING BATTEN I{t --t– 1-1/2'SCHEDULE 40 PIPE(TYP OF 4.) 1 — LOAD: 30 LBS/LINEAR FT. o � SELF CLIMBING BATTEN. LOAD: 2,500 LBS POINT LOAD TYP OF 2 12'O.C.MINIMUM i I SUPPLEMENTARY SELF CLIMBING zz\� BATTEN SUPPORT STEEL(TYP)BY ST —1 T – - CEILING BEAM(TYP.) VARIABLE ACOUSTICS SYSTEM(SYM) f LOAD: 20 LBS/LINEAR FT j g'8• J VARIABLE ACOUSTICS SYSTEM HANGING POINT(TYP). LOAD: 275 LBS POINT LOAD(TYP) 40'-6 I I 1 OVERHEAD LOADING DIAGRAM 1/4' 1'-0• I—CT ® AUERBACH•POLLOCK•FRIEDLANDER PENINSULA COLLEGE MAIER HALL hrlw�l,0 NVIMN4 Mlltlw M�.•Iq W Oa1P WTE OMM,f,b: 5/29/09 SK-27 VG ..m, orsnwu er FOR INFORMATION ONLY 618 Gravily Beam Design RAM SBeam v4 0 Licensed to RAM International 06/03/09 12 41 15 STEEL CODE AISC360-05 LRFD SPAN INFORMATION (ft) I-End (0.00,0.00) 3-End (45.66,0.00) Beam Size(User Selected) = W 14X43 Fy = 50 0 ksi Total Beam Length (ft) = 45 66 Mp (kip-ft) = 29000 POINT LOADS (kips) ✓- Flange Bracing Dist (ft) DL LL Top Bottom 22.830 000 0.30 No No 18 830 000 0.30 No No 26 830 000 0.30 No No 7 750 010 0.39 No No 17 750 010 0.39 No No 27 750 010 0.39 No No 37 750 010 0.39 No No LINE LOADS (k/ft) Load Dist(ft) DL LL 1 0 000 0 043 0 000 45 660 0 043 0 000 SHEAR(Ultimate) Max Vu (1.2DL+1.6LL) =3.37 kips 1.00Vn = 125.36 kips MOMENTS (Ultimate) Span Cond. LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.2DL+1 6LL 468 22.8 457 100 0.90 57.31 Controlling 1.2DL+1 6LL 468 228 457 100 0.90 57.31 REACTIONS (kips) Left Right DL reaction 1 18 1 18 Max+LL reaction 1.22 1.22 Max +total reaction (factored) 3.37 3.36 DEFLECTIONS Dead load (in) at 22.83 ft = -0416 L/D = 1318 Live load (in) at 22 83 ft = -0.546 L/D = 1004 Net Total load (in) at 22 83 ft = -0.961 L/D = 570 620 Gravity Beam Design RAM SBeam v4 0 Licensed to RAM International 06/03/09 12 43 41 STEEL CODE AISC360-05 LRFD SPAN INFORMATION (ft) I-End (0.00,0.00) J-End (24.00,0.00) Beam Size(User Selected) = W 14X26 Fy = 50 O ksi Total Beam Length (ft) = 24 00 Mp(kip-ft) = 167.50 POINT LOADS (kips) Flange Bracing Dist (ft) DL LL Top Bottom 6 000 000 2.50 No No 18 000 000 2.50 No No LINE LOADS (k/ft) Load Dist (ft) DL LL 1 0 000 0 026 0 000 24 000 0 026 0 000 SHEAR (Ultimate) Max Vu (1.2DL+1.6LL) =4.38 kips 1 OOVn = 106.33 kips MOMENTS (Ultimate) Span Cond LoadCombo Mu @ Lb Cb Phi Plu*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1 6LL 26.3 120 240 l 00 090 3055 Controlling 1.2DL+1 6LL 26.3 120 240 100 090 3055 REACTIONS (kips) Left Right DL reaction 0.31 0.31 Max +LL reaction 2.50 2.50 Max +total reaction(factored) 4.38 4.38 DEFLECTIONS Dead load (in) at 12 00 ft = -0027 L/D = 10475 Live load (in) at 12.00 ft = -0.241 L/D = 1196 Net Total load (in) at 12 00 ft = -0.268 L/D = 1074 1 621 Gravity Beam Design RAM SBeam v4 0 Licensed to RAM International 06/03/09 12 46 32 STEEL CODE AISC360-05 LRFD SPAN INFORMATION (ft) I-End (0.00,0.00) J-End (9.81,0.00) Beam Size(User Selected) = W 12X14 Fy = 50 0 ksi Total Beam Length (ft) = 9 81 Mp (kip-ft) = 72.50 POINT LOADS (kips) Flange Bracing - Dist (ft) DL LL Top Bottom 2 600 000 0.30 No No 6 100 000 030 No No LINE LOADS (k/ft) Load Dist(ft) DL LL 1 0 000 0 014 0 000 9810 0014 0000 SHEAR (Ultimate)- Max Vu (1.2DL+1.6LL)=0.62 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate) Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1 6LL 1 8 61 9.8 1 00 090 2590 Controlling 1.2DL+1 6LL 1 8 61 98 1 00 0.90 25.90 REACTIONS (kips) Left Right DL reaction 007 007 Max+LL reaction 0.33 0.27 Max +total reaction(factored) 062 0.51 DEFLECTIONS Dead load (in) at 4.91 ft = -0001 L/D = 102541 Live load (in) at 4 86 ft = -0007 L/D = 18101 Net Total load (in) at 4 86 ft = -0008 L/D = 15385 622 AGNUSS Design Sheet MK EMENC�IC _ ASSOCIATES ■ Structural+Civil Engineers r PROJECT �_, .. SHEET LOCATION CLIENT DATE 2)&B/o BY E p t*- ev yr"►a 67 5;(A rrDleft CL nP s � 4 APs ►� ��e�u� .�FCS 2� 57� �n ons O Ps-,F 4) UG fft Vt���t I fT" h�► O -f'�1Z0�?�►,E1 / �s� I f II� ►� r-'et/r7-/ Lit WT-,�Hr A-ADv0 f Use: r-3l Psr stw c �►,oag rr�n, T-a,� u�r 7rL t46005,1 01AW 707 o 10µa(1 0)(0.74?) j 2, 2 0 7>7 2 s>� 1 6 3 Project PCC Humanities Wed February 25,2009 11.42AM WALL AND PARAPET C&C PRESSURES K MAGNUSSON KLEMENCIC Wall Cladding Pressures AS SOC ATE CLADDING Ae(ft^2) 10 ANALYSIS COMPLETE ( )=outward suction(psf) (+)=inward pressure(psf) � Wall Pressures from: Fig6-11A Reduced GCp per Fig 6-11A,Note 5 H Level Negative Positive tt I o EA Edge Field All Mean Roof 38 29 Roof 38 31 29 3 38 31 29 2 38 31 29 Ground 38 31 29 Edge Pre sure — — FieldPressue Negitice Pressures Positive Pr sues NOTES 1 Positive values act inward to building 2. Negative values act outward away from the building — 3. Blank values do not apply to the load case/wind direction selected 4, indicates pressure does not apply to direction considered. 5.Wind design pressures are unfactored. 6. Per ASCE7-02 6.1 4.2,the minimum C&C design pressure is+/-10 psf 7 MWFRS pressures may be used for Ae greater than 700 ft^2. Parapet/Screenwall C&C Pressures PARAPET Ae(ft^2) 10 Case A Case B -- Roof Zone 2: 74 56 psf Roof Zone 3: 101 -64 psf See the C&C Roof Pressure tab for Roof Zones. — PARAPET NOTES 1 Cumulative pressures are reported on the front surface of the parapet. 2. Positive and negative pressures act in the directions indicated below 3. Internal pressure is ignored. i.e.parapet has no internal volume. 4. Wind design pressures are unfactored. -- - VAWF - O JkulE QVAL-V -- - WtntD PRa.AParr PRFssuRE 624 Design Sheet M � KLEMENCIC ASSOCIATES - ■ Structural+Civil Engineers i /, PROJECT ��C. SHEET LOCATION CLIENT DATE 1r 5 ,Pi B W �f F N f �* �P� x0,1- 201 -,f <ri P-LV czov� �►a V TIP fmu- 111T CTU19-11 UI(orO.G \ e ray' I !)C xr-f-d- r 1r,0rLF lip- �I�oPt x ' / WL<a5 r k2 25�PI.F 171�1,�X�} o* % 504 " c-t{t�c.tcl to�irlZS- �T3 O h�/ 2 01b i C'+,-I� y iCv- pewlw 6 5 AGNUSS Design Sheet MK EMENC�IC ASSOCIATES ■ Structural+Civil Engineers i PROTECT SHEET LOCATION CLIENT DATEBY (� Z- 12! T tot o4q 1 Zu �,A6 1 6 e t Ott f t71�� I y-ctihE,� �'�o T1z-k— ':�-7 `P= M fit Vyjj e. of '; ZJv D = C?j�PSI` x I�+--t," x 1►'� 626 ESR-2369 F' REPORT TM Issued September 1 2008 This report is subject to re-examination in one year ICC Evaluation Service, Inc. 13usiness/Regional.Office■5360 Workman Mill Road,Whittier California 90601 ■(562)699.0543 Regional Office■900 Montdair Road,Suite A,Birmingham,Alabama 35213 ■(205)599-9800 WWW.ICC-es.Ora Regional Office 4051 West FlossmoorRoad,Country Club Hills,Illinois 60478■(708)799-2305 DIVISION- 04—MASONRY must be 8 inches(203 mm)wide by 8 inches(203 mm)high Section 04081—Masonry Anchorage by 16 inches(406 mm)long.CMUs must be Grade N,Type 1 in accordance with ASTM C 90(IBC or IRC)or UBC Standard REPORT HOLDER: 21-4 Mortar must be Type b(minimum) in accordance with Section 2103.7 of the IBC Section R607 of the IRC or HILTI, INC Section 2103 3 of the UBC Grout must comply with Section 5400 SOUTH 122ND STREET AVENUE 2103 12 of the iBC Section R609 1 1 of the IRC or Section TULSA, OKLAHOMA 74146 2103 4 of the UBC (800)879-8000 4.0 INSTALLATION AND DESIGN www.us.hilti.com HiltiTechEng(&us.hilti.com 4.1 Installation EVALUATION SUBJECT HUS-H screwanchors must be installed after the masonryhas reached the minimum designated strength. Holes must be HUS-H CONCRETE MASONRY SCREW ANCHORS drilled perpendicular to the base material surface, using carbide-tipped masonry drill bits complying with ANSI B212.15-1994 Table 1 specifies the nominal drill bit diameter 1.0 EVALUATION SCOPE for each anchor size Hole depth must be equal to the length Compliance with the following codes of the anchor plus 3/9 of an inch (9.5 mm). Before anchor installation, dust and other deleterious matter must be ■ 2006 International Building Code®(IBC) removed from the hole using compressed air The HUS-H ■ 2006 International Residential Code®(IRC) anchor must then be installed per the manufacturer's instructions to the specified embedment depth. See Figure 4 ■ 1997 Uniform Building CodeTm (UBC) for installation instructions. Property evaluated: 4.2 Design. Structural Anchors are limited to installation into the face shell or top of 2.0 USES grouted CMU construction, as provided in nonshaded areas in Figure 1 of this report. The allowable tension and shear The Hilti HUS-H Concrete Masonry Screw Anchor is installed loads for the HUS-H anchor are shown in Tables 2 and 3 for in uncracked, fully grouted concrete masonry unit (CMU) use in grouted CMU construction. The spacing between construction as shown in Figure 1 of this report. The screw anchors and the distance between the anchor and the edge of anchors are alternatives to the cast-in-place anchors the concrete masonry wall must be as set forth in Tables 2 described in Sections 1911 and 2107 of the IBC and Sections and 3 1923 1 and 2107 1.5 of the UBC The screw anchors may also be used where an engineered design is submitted in Allowable loads for anchors installed in grouted CMU accordance with Section R301 1.3 of the IRC construction subjected to combined shear and tension forces 3.0 DESCRIPTION are determined by the following equation 3.1 HUS-H Masonry Screw Anchors. (PJPt)+ (V./V,) < 1 The HUS-H Masonry Screw Anchor has a hex head, an where integral washer double lead threads, and a chamfered tip PS = Applied service tension load (lb or N). (see Figures 2 and 3) The anchor is manufactured from heat-treated carbon steel and has a non-electronically applied Pt = Allowable service tension load(lb or N). zinc flake coating The HUS-H is available in nominal V = Applied service shear load Ib or N diameters of 3/8, '/2 and 5/e inch (9 5 12.7 and 15.9 mm). s pp ( ) Anchor specifications are summarized in Table 1 of this Vt = Allowable service shear load(lb or N). report. 4.3 Special Inspection: 3.2 Grouted Concrete Masonry Units: When specified by Tables 2 and 3 special inspection in Concrete masonry unit (CMU) construction must be fully accordance with Section 1704 of the IBC and Section 1701 of grouted and have a minimum prism strength as specified in the UBC must be provided during anchor installation. The the footnotes to Tables 2 and 3 at the time of anchor code official must receive a report,from an approved special installation.The minimum allowable nominal size of the CMU inspector that includes the following details: JOS REPORTs- are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an (M) eerndorsement ofthe subject ofthe report or a recommendationfor its use.There is no warranty by ICC Evaluation Service,Inc. express or implied,as to anyfinding 62 / other matter in this report,or as to any product covered by the report. kl9AtCa7p�Pe.pin �ancros�ame Copyright©2008 Page 1 of 5 Page 2 of 5 ESR-2369 1 Anchor description, including the anchor product name, loads or deformations. nominal anchor and bolt diameters and anchor length. 5.7 Where not otherwise prohibited by the applicable code, 2. Hole description, including verification of drill bit anchors are permitted for use with fire-resistance-rated compliance with ANSI 8212.15-1994 hole depth and construction provided that at least one of the following cleanliness. conditions is fulfilled. 3. Installation description, hole location (spacing and edge Anchors are used to resist wind or seismic forces only distance),fastener embedment,and verification of anchor installation in accordance with the manufacturer's Anchors that support fire-resistance-rated construction published instructions and this report. or gravity load-bearing structural elements are within a fire-resistance-rated envelope or a fire-resistance- 4 CMU size and compressive strength mortar compressive rated membrane, are, protected by approved fire- strength and,when required masonry prism compressive resistance-rated materials,or have been evaluated for strength resistance to fire Exposure in accordance with 5.0 CONDITIONS OF USE recognized standards. The HUS-H Masonry Screw Anchors described in this report Anchors are used to support nonstructural elements. comply with,or are suitable alternatives to what is specified in, 5.8 Anchors are limited to dry interior locations those codes listed in Section 1 0 of this report,subject to the following conditions: 5.9 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of screw anchors 5.1 Anchor sizes dimensions and installation must comply subjected to fatigue or shock loading is unavailable at with this report and manufacturer's published installation this time the use of these anchors under these instructions. In the event of a conflict, this report conditions is beyond the scope of this report. governs 5.10 Use of HUS-H anchors with preservative-treated and 5.2 Allowable shear and tension loads must comply with this fire-retardant-treated wood is beyond the scope this report. report. 5.3 Calculations and details demonstrating compliance with 5.11 Special inspection,when required must be provided in this report must be submitted to the code official for accordance with Section 4.3 of this report. approval 5.12 HUS-H screw anchors are manufactured by Hilti,Inc. at 5.4 When using basic load combinations in accordance with their manufacturing plant in Schaan,Liechtenstein,with IBC Section 1605 3 1 1 the allowable loads presented quality inspections by Underwriters Laboratories Inc. in Tables 2 and 3 are not permitted to be increased for (AA-668) seismic or wind loading. When using the alternative 6.0 EVIDENCE SUBMITTED basic load combinations in IBC Section 1605.3.2 that include seismic or wind loads the allowable shear and Data in accordance with the ICC-ES Acceptance Criteria for tension loads presented in Tables 2 and 3 are permitted Predrilled Fasteners in Masonry(AC106), dated June 2006 to be increased by 33'/3 percent,or the alternative basic (editorially revised December 2007), including the following load combinations may be reduced by a factor of 0 75 optional tests* minimum edge distance on tension and shear 5.5 When using basic load combinations in accordance with (Test Series 5 and 14 of AC106);minimum spacing on tension UBC Section 1612.3 1 the allowable loads presented in and shear (Test Series 9 and 18 of AC106); and seismic Tables 2 and 3 are not permitted to be increased for performance tests(Section 4.6 of AC106). wind or earthquake loading.When using the alternative 7.0 IDENTIFICATION basic load combinations in UBC Section 1612.3.2 that include wind or seismic loads,the allowable shear and Anchors are identified by a head marking which denotes Hilti, tension loads presented in Tables 2 and 3 are permitted the diameter and the anchor length.Anchor containers bear to be increased by 33'/3 percent. the Hilti, Inc. name and address,the product name and the evaluation report number(ESR 2369) The containers for the 5.6 The use of anchors is limited to installation in uncracked anchors also include the name of the inspection agency masonry Cracking occurs when f, > f, due to service (Underwriters Laboratories Inc.). 628 Page 3 of 5 ESR-2369 TABLE 1—SPECIFICATION TABLE` PARAMETER NOMINAL ANCHOR DIAMETER(in.) 3 /8 1/2 5/e dbit.nominal bit diameter' 5/,s '/,s s/;s h.,)minimum embedment depth 2 2% 2 3 23/8 4 rJ3/ 8 h, minimum hole depth(in.) her+3/8 hey+3/8 ha,+3/8 d,minimum thread clearance hole '!,s 9/16 "/,e in plate(in.) Max.tightening torque(ft-Ib) 26 33 48 P/,minimum base material 1.5he, thickness(in.) For SI:1 inch=25.4 mm, 1 ft-Ib.=1.356 N-m. 'Carbide-tipped masonry drill bits complying with ANSI 8212.15-1994 2Interpolation allowed between embedment depths. 3Grout-filled concrete masonry unit construction uses standard embedment depths. 'See Figure 1 for terminology TABLE 2—HUS-H ALLOWABLE TENSION AND SHEAR VALUES(pounds), FACE OF GROUT-FILLED CONCRETE MASONRY CONSTRUCTION'.2.3,5.8 ANCHOR EMBEDMENT MININIMUM TENSION SHEAR DIAMETER DEPTH DISTANCE FROM (in.) (in.) EDGE OF WALL' UBC with UBC without IBC/IRC with UBC IBC/IRC with (in.) Special Insp.' Special Insp. Special Insp a Special Insp.' 3/8 23/ 4 695 345 550 ° 12 905 450 725 1015 €310 1 /2 3 4 800 400 645 1720 1375 12 ]f1370 5 450 725 5/8 4 2 685 1090 2585 2070 2725 2180 For SI:1 inch=25.4 mm,1 Ib =4 45 N, 1 psi=6.89 kPa. 'The tabulated shear and tension loads are for anchors installed in any masonry construction complying with Section 3.3 of this report. 'Anchors must be installed a minimum of 1 inch from any vertical mortar joint in accordance with Figure 1 Anchors are limited to one per masonry cell with a minimum spacing of 8 inches on center °Embedment depth is measured from the outside face of the concrete masonry construction. 5Allowable values may be adjusted in accordance with Section 1605.3 of the IBC and Section 1612.3 of the UBC as described in Section 4.3 of this report. SThese tension values are only applicable when the anchors are installed with special inspection as set forth in Section 4.2 of this report. 'Linear interpolation for edge distances between 4 inches and 12 inches is allowed.Edge distances of less than 4 inches are beyond the scope of this report. 'These load values are valid for a masonry prism strength,f m of 1 800 psi. 629 Page 4 of 5 ESR-2369 TABLE 3—HUS-H ALLOWABLE TENSION AND SHEAR VALUES(pounds), TOP OF GROUT-FILLED CONCRETE MASONRY CONSTRUCTION'2.3.5.7 ANCHOR EMBEDMENT EDGE TENSION SHEAR DIAMETER DEPTH DISTANCE (in.) (in-) (in.) Perpendicular to Wall Parallel to Wall UBC with UBC IBC/IRC UBC IBC/IRC UBC IBC/IRC Special without with with/without with Sp. with/without with Insp.' Special Special Special Insp.' Special Special Insp. Insp.' Insp. Insp. Insp' 3/e 23/ 13/4 650 325 525 270 215 710 570- ° 23/4 805 400 645 460 370 825 660 13/4 650 325 525 300 240 960 770 /2 3 2% 830 415 660 525 420 1140 910 s/e 4 13/4 1000 500 800 300 240 1125 900 23/4 1305 650 1045 590 475 1505 1205 For SI: 1 inch=25.4 mm, 1 Ib =4 45 N,1 psi=6.89 kPa. 'The tabulated shear and tension loads are for anchors installed in any masonry construction complying with Section 3.3 of this report. 2Allowable values may be adjusted in accordance with Section 1605.3 of the IBC and Section 1612.3 of the UBC as described in Section 4.3 of this report. 'Anchor locations are limited to one per masonry cell with minimum spacing of 8 inches on center °Embedment depth is measured from the top edge of the concrete masonry construction. -'Loads in this table are for HUS-H anchors installed in the masonry at the edge distance listed in this table.No reductions for edge distance are required when anchors are installed with the minimum edge distance specified in this table.Capacity of attached sill plate or other material to resist loads in this table must comply with the applicable code. 'These tension values are only applicable when the anchors are installed with special inspection as set forth in Section 4.2 of this report. 'These load values are valid for a masonry prism strength,f m of 1,800 psi. ANCHOR INSTALLATION IS RESTRICTED TO NON-SHADED AREAS r -t7i) s Mortar Joint � ,6' Concrete Masonry Unit i' r (Grouted) FIGURE 1—ACCEPTABLE LOCATIONS FOR HUS-H ANCHOR IN FACE OF GROUT-FILLED CONCRETE MASONRY 630 Page 5 of 5 ESR-2369 CDN -� --1- bit FIGURE 2—HUS-H SCREW ANCHOR FIGURE 3—HUS-H SCREW ANCHOR 004Y S1 ja[l 3 1 Hammer drill a hole using 2. Clean hole with oil free 3. Using Hilti impact 4 Or using a torque wrench appropriate diameter ANSI compressed air wrench,install anchor into install anchor into hole carbide-tipped drill bit. hole until flush against top until flush against top of of fixture. fixture.Do not exceed Ta... FIGURE 4—I1-LUSTRATIVE INSTALLATION INSTRUCTIONS i l 631 Design Sheet MAGNUSSON KL>_MENCIC ASSOCIATES _ ■ "� Structural+Civil Engineers PROJECT f SHEET LOCATION CLIENT DATE a) BY ( , l —t��TtiP , It T tk (Q i xv)C( 4-)C2 z;� 2.Irr,.�S�v�� z,, f� Z��' u I-O/„ 632 Design Sheet ! 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