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Home My WebLink About2435 Samara Dr - Technical TECHNICAL Permit p$/ 1044 Address 205 Sarnqo Or' ✓2 Project description Date the permit was finaled C4Di red- Number of technical pages 41 LINDBERAMITH ARCHI C T S 21)4 l %%MOM atIrstaS 4 ct i 319 s. peabody, suite b, port angeles, wa 98362 360.452.6116 fax 360.452.7064 Pro'ect: 1 rtvbk...) 1,tor Proect No. 3 :it I tiN Subject: rio,,JA, By: 4.0 011 Date ta" V) CA '141, Sheet of If, 0 ''34P=1"` L1-1 4 37tit041.:66 0 STPAA 4 L 1 p cwv, P5 4o n)pb4 gNoo-) 2 0" I -4 1 LINDBER KITH A R C H I- 1 E C T S 319 S. Peabody, Suite B., Port Angeles, WA 98362 360.452.6116 fax 360.452.7064 contact( lindarch.com www.lindarch.com Project: 7' Project No. Subject: Lie By: Date: l� Sheet of SHEAR WALL SUMMARY W L H V V/L SW VH- WL /2 POST HOLD DOWN 2 325 "71 17 13 5•77)5B, 2Z m 7 ate, 3 0; 3 2 4, 41 24) 51 4 1,s 12. 50o 11 i for *7 8 '2 1 �1 4 1.6 /2.15 I/ ALLOFIT/FIRMINFO/FORMS /SHEARWAL r A. PL -YWOOD OR O.S.B. SHEAR WALLS 1. MAXIMUM SHEAR 250 P.L.F. USE h" SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 6" O.C. FOR FRAMING, USE DF NO.2. PROVIDE W DIAMETER ANCHOR BOLTS AT 32" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 2. MAXIMUM SHEAR 315 P.L.F. USE W SHEATING ONE SIDE OF WALL NAIL ALL EDGES WITH 8d NAILS AT 5" 0.C. FOR FRAMING, USE DF NO.2. PROVIDE W DIAMETER ANCHOR BOLTS AT 32" 0.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 3. MAXIMUM SHEAR 375 P.L.F. USE SHEATING ONE SIDE OF WALL NAIL ALL EDGES WITH 8d NAILS AT 4" O.C. FOR FRAMING, USE 3X DF NO.2. PROVIDE DIAMETER ANCHOR BOLTS AT 24" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 4. MAXIMUM SHEAR 490 P.L.F. USE SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3" 0.C. FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 32" 0.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 5. MAXIMUM SHEAR 560 P.L.F. USE IA" SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 3" 0.C. -FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 24" O:C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 6. MAXIMUM SHEAR 685 P.LF. USE l" SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 2 1/2" 0.C. STAGGERED. FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 20" 0.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 7. MAXIMUM SHEAR 770 P.L.F. USE SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 2" O.C. STAGGERED. FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM. PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 18" 0.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE-WALL, SEE FRAMING /SHEAR WALL PLANS. e f 8. MAXIMUM SHEAR 870 P.L.F. USE' SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3 1/2" O.C. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 20" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 9. MAXIMUM SHEAR 980 P.L.F. USE /2 SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3" O.C. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATESWITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 18" O.C. MAXIMUM SPACING AT THE FOUNDATION: FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 10. MAXIMUM SHEAR 1,200 P.L.F. USE W SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 3" O.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE3 /4" DIAMETER ANCHOR BOLTS AT 14" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 11. MAXIMUM SHEAR 1,540 P.L.F. USE W SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 2" O.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 11" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. 12. MAXIMUM SHEAR 1,740 P.L.F. USE 5/8" SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 2" O.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 9" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. r-- ;is o men o oi 1 Faiiiii mplop gate gif ilF11 4 T if T._,, igigli 90 Wit- COQ" op I: k 1 l g i le o li ii!' li li 1 111 Ai r SU v M SWEAR SALL 1 NUMBER 4 M r (p o E r r SHEAR WALL 4 '�yp�'�� i. e 1 z mau r 0 i v NI'BB24 IP'' J gr o c SALL T T SIE4R WALL POSER 4 E t p 111 1 I 1 Suite H I nnaurecr 319 South Peabody St DAi i I�� i' «E; �srr.�eo r: A New Residence Fo r POrt D` Eco —Green Buil Inc. 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V k.,4•'' 61 e. a ••,'-,\A's) 11 .6 V 41' t „i 0 it t\• i, I;) `,>J ti ,a...,..., 0 il,„ t‘ v-i "..0. r Roof Beam( 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 07:14:33 AM Project: ECO -GREEN LOT 23 Location: ROOF 1 Summary: 3.5 IN x 9.25 IN x 9.0 FT #2 Mixed Southern Pine Dry Use Section Adequate By: 12.8% Controlling Factor: Section Modulus Depth Required 8.71 In Deflections: Dead Load: DLD= 0.08 IN Live Load: LLD= 0.12 IN L/923 Total Load: TLD= 0.19 IN L/555 Reactions (Each End): Live Load: LL -Rxn= 1153 LB Dead Load: DL -Rxn= 765 LB Total Load: TL -Rxn= 1918 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.97 IN Beam Data: Span: L= 9.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: L/ 180 Roof Loadinq: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 8.25 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 8 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 9.0 FT Beam Uniform Live Load: wL= 256 PLF Beam Uniform Dead Load: wD_adj= 170 PLF Total Uniform Load: wT= 426 PLF Properties For: #2- Mixed Southern Pine Bendinq Stress: Fb= 925 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb' (Tension): Fb'= 1170 PSI Adjustment Factors: Cd =1.15 Cf =1.10 Fv': Fv'= 104 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controllinq Moment: M= 4315 FT -LB 4.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1611 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 44.25 N3 S= 49.91 N3 Area (Shear): Areq= 23.35 N2 A= 32.38 N2 Moment of Inertia (Deflection): Ireq= 74.89 N4 1= 230.84 N4 f Roof Beamf 2000 International Building Code (97 NDS) Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 07:15:20 AM Project: ECO -GREEN LOT 23 Location: ROOF 2 Summary: 3.5 IN x 7.25 IN x 7.0 FT #2 Mixed Southern Pine Dry Use Section Adequate By: 238.1% Controlling Factor: Section Modulus Depth Required 3.94 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.03 IN L/2766 Total Load: TLD= 0.05 IN.= L/1624 Reactions (Each End): Live Load: LL -Rxn= 306 LB Dead Load: DL -Rxn= 215 LB Total Load: TL -Rxn= 522 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.26 IN Beam Data: Span: L= 7.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 1.5 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 6 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 7.0 FT Beam Uniform Live Load: wL= 88 PLF Beam Uniform Dead Load: wD_adj= 62 PLF Total Uniform Load: wT= 149 PLF Properties For: #2- Mixed Southern Pine Bending Stress: Fb= 1050 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb' (Tension): Fb'= 1208 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 104 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 913 FT -LB 3.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 438 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 9.07 N3 S= 30.66 N3 Area (Shear): Areq= 6.35 N2 A= 25.38 N2 Moment of Inertia (Deflection): Ireq= 12.32 N4 1= 111.15 N4 Roof Beam!' 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008: 07:16:21 AM Project: ECO -GREEN LOT 23 Location: ROOF 3 Summary: 3.5 IN x 5.5 IN x 4.75 FT #2 Mixed Southern Pine Dry Use Section Adequate By: 105.9% Controlling Factor: Area Depth Required 3.81 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.03 IN L/1691 Total Load: TLD= 0.06 IN L/1021 Reactions (Each End): Live Load: LL -Rxn= 475 LB Dead Load: DL -Rxn= 312 LB Total Load: TL -Rxn= 787 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.40 IN Beam Data: Span: L= 4.75 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 1.5 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 6.5 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 5 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 4.75 FT Beam Uniform Live Load: wL= 200 PLF Beam Uniform Dead Load: wD_adj= 131 PLF Total Uniform Load: wT= 331 PLF Properties For: #2- Mixed Southern Pine Bending Stress: Fb= 1150 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb' (Tension): Fb'= 1323 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 104 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 934 FT -LB 2.375 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 645 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 8.47 N3 S= 17.65 N3 Area (Shear): Areq= 9.35 N2 A= 19.25 N2 Moment of Inertia (Deflection): Ireq= 8.55 N4 1= 48.53 N4 Roof Beam' 2000 International Building Code (97 NDS) Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 07:16:50 AM Project: ECO -GREEN LOT 23 Location: ROOF 4 Summary: 3.5 IN x 5.5 IN x 5.5 FT #2 Mixed Southern Pine Dry Use Section Adequate By: 55.3% Controlling Factor: Section Modulus Depth Required 4.41 In Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.06 IN U1089 Total Load: TLD= 0.10 IN L/658 Reactions (Each End): Live Load: LL -Rxn= 550 LB Dead Load: DL -Rxn= 361 LB Total Load: TL -Rxn= 911 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.46 IN Beam Data: Span: L= 5.5 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 1.5 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 6.5 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 5 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Lath= 5.5 FT Beam Uniform Live Load: wL= 200 PLF Beam Uniform Dead Load: wD_adj= 131 PLF Total Uniform Load: wT= 331 PLF Properties For: #2- Mixed Southern Pine Bending Stress: Fb= 1150 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb' (Tension): Fb'= 1323 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 104 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 1252 FT -LB 2.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 765 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 11.36 N3 S= 17.65 N3 Area (Shear): Areq= 11.09 N2 A= 19.25 N2 Moment of Inertia (Deflection): Ireq= 13.28 N4 1= 48.53 N4 Roof Beam( 2000 International Building Code (97 NDS) Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008: 07:17:14 AM Project: ECO -GREEN LOT 23 Location: ROOF 5 Summary: 3.5 IN x 5.5 IN x 4.25 FT #2 Mixed Southern Pine Dry Use Section Adequate By: 135:9% Controlling Factor: Area Depth Required 3.41 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.02 IN L/2360 Total Load: TLD= 0.04 IN L/1425 Reactions (Each End): Live Load: LL -Rxn= 425 LB Dead Load: DL -Rxn= 279 LB Total Load: TL -Rxn= 704 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.36 IN Beam Data: Span: L= 4.25 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 1.5 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 6.5 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 5 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 4.25 FT Beam Uniform Live Load: wL= 200 PLF Beam Uniform Dead Load: wD_adj= 131 PLF Total Uniform Load: wT= 331 PLF Properties For: #2- Mixed Southern Pine Bending Stress: Fb= 1150 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb' (Tension): Fb'= 1323 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 104 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 748 FT -LB 2.125 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 563 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 6.78 N3 S= 17.65 N3 Area (Shear): Areq= 8.16 N2 A= 19.25 N2 Moment of Inertia (Deflection): Ireq= 6.13 N4 I= 48.53 N4 Roof Beamf 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 07:17:36 AM Project: ECO -GREEN LOT 23 Location: ROOF 6 Summary: 3.5 IN x 5.5 IN x 2.5 FT #2 Mixed Southern Pine Dry Use Section Adequate By: 401.3% Controlling Factor: Area Depth Required 2.01 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN L/11596 Total Load: TLD= 0.00 IN L/7003 Reactions (Each End): Live Load: LL -Rxn= 250 LB Dead Load: DL -Rxn= 164 LB Total Load: TL -Rxn= 414 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.21 IN Beam Data: Span: L= 2.5 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 1.5 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 6.5 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 5 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 2.5 FT Beam Uniform Live Load: wL= 200 PLF Beam Uniform Dead Load: wD_adj= 131 PLF Total Uniform Load: wT= 331 PLF Properties For: #2- Mixed Southern Pine Bending Stress: Fb= 1150 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb' (Tension): Fb'= 1323 PSI Adjustment Factors: Cd =1.15 Cf =1:00 Fv': Fv'= 104 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 259 FT -LB 1.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 265 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 2.35 N3 S= 17.65 N3 Area (Shear): Areq= 3.84 N2 A= 19.25 N2 Moment of Inertia (Deflection): Ireq= 1.25 N4 1= 48.53 N4 Roof Beam' 2000 International Building Code (97 NDS) Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 07:18:06 AM Project: ECO -GREEN LOT 23 Location: ROOF 7 Summary: 3.5 IN x 5.5 IN x 2.5 FT #2 Mixed Southern Pine Dry Use Section Adequate By: 1025.5% Controlling Factor: Area Depth Required 1.34 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN L/26506 Total Load: TLD= 0.00 IN L/15722 Reactions (Each End): Live Load: LL -Rxn= 109 LB Dead Load: DL -Rxn= 75 LB Total Load: TL -Rxn= 184 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.09 IN Beam Data: Span: L= 2.5 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 1.5 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 5 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Lenqth: Ladj= 2.5 FT Beam Uniform Live Load: wL= 88 PLF Beam Uniform Dead Load: wD_adi= 60 PLF Total Uniform Load: wT= 148 PLF Properties For: #2- Mixed Southern Pine Bending Stress: Fb= 1150 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb' (Tension): Fb'= 1323 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 104 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 115 FT -LB 1.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 118 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 1.05 N3 S= 17.65 N3 Area (Shear): Areq= 1.71 N2 A= 19.25 N2 Moment of Inertia (Deflection): lreq= 0.56 N4 1= 48.53 N4 Roof Beam' 2000 International Building Code (97 NDS) 1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 07:18:29 AM Project: ECO -GREEN LOT 23 Location: ROOF 8 Summary: 3.5 IN x 5.5 IN x 5.0 FT #2 Mixed Southern Pine Dry Use Section Adequate By: 87.9% Controlling Factor: Section Modulus Depth Required 4.01 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.04 IN U1450 Total Load: TLD= 0.07 IN L/875 Reactions (Each End): Live Load: LL -Rxn= 500 LB Dead Load: DL -Rxn= 328 LB Total Load: TL -Rxn= 828 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.42 IN Beam Data: Span: L= 5.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 6.0 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 5 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 5.0 FT Beam Uniform Live Load: wL= 200 PLF Beam Uniform Dead Load: wD_adj= 131 PLF Total Uniform Load: wT= 331 PLF Properties For: #2- Mixed Southern Pine Bending Stress: Fb= 1150 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb' (Tension): Fb'= 1323 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 104 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 1035 FT -LB 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 679 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 9.39 N3 S= 17.65 N3 Area (Shear): Areq= 9.84 N2 A= 19.25 N2 Moment of Inertia (Deflection): Ireq= 9.98 N4 1= 48.53 N4 Roof Beam' 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 07:19:36 AM Project: ECO -GREEN LOT 23 Location: ROOF 9 Summary: 3.5 IN x 5.5 IN x 5.0 FT #2 Mixed Southern Pine Dry Use Section Adequate By: 77.0% Controlling Factor: Section Modulus Depth Required 4.13 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.04 IN L/1364 Total Load: TLD= 0.07 IN L/825 Reactions (Each End): Live Load: LL -Rxn= 531 LB Dead Load: DL -Rxn= 348 LB Total Load: TL -Rxn= 879 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.44 IN Beam Data: Span: L= 5.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 6.5 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 5 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 5.0 FT Beam Uniform Live Load: wL= 213 PLF Beam Uniform Dead Load: wD_adj= 139 PLF Total Uniform Load: wT= 352 PLF Properties For: #2- Mixed Southern Pine Bending Stress: Fb= 1150 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb' (Tension): Fb'= 1323 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 104 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 1099 FT -LB 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 721 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 9.97 N3 S= 17.65 N3 Area (Shear): Areq= 10.45 N2 A= 19.25 N2 Moment of Inertia (Deflection): lreq= 10.59 N4 1= 48.53 N4 Roof Beam' 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 07:20:26 AM Project: ECO -GREEN LOT 23 Location: ROOF 10 Summary: 3.125 IN x 10.5 IN x 11.0 FT 1 24F-V4 Visually Graded Western Species Dry Use Section Adequate By: 178.0% Controlling Factor: Section Modulus Depth Required 6.7 In Deflections: Dead Load: DLD= 0.08 IN Live Load: LLD= 0.11 IN L/1160 Total Load: TLD= 0.19 IN L/692 Reactions (Each End): Live Load: LL -Rxn= 1031 LB Dead Load: DL -Rxn= 696 LB Total Load: TL -Rxn= 1727 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.85 IN Camber Reqd.: C= 0.12 IN Beam Data: Span: L= 11.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Camber Adjustment Factor: CAF= 1.5 X DLD Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One:. TW1= 6.5 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 1.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 8 PLF Slope /Pitch Adjusted Lengths and Loads: Adiusted Beam Length: Ladj= 11.0 FT Beam Uniform Live Load: wL= 188 PLF Beam Uniform Dead Load: wD_adi= 127 PLF Total Uniform Load: wT= 314 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress:. Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PS Adjusted Properties Fb' (Tension): Fb'= 2760 PS Adjustment Factors: Cd =1.15 Fv': Fv'= 219 PS Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 4750 FT -LB 5.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1486 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 20.65 N3 S= 57.42 N3 Area (Shear): Areq= 10.20 N2 A= 32.81 N2 Moment of Inertia (Deflection): Ireq= 78.37 N4 1= 301.46 N4 Roof Beams 2000 International Building Code (97 NDS) Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 07:21:02 AM Project: ECO -GREEN LOT 23 Location: ROOF 11 Summary: 3.5 IN x 5.5 IN x 5.0 FT /#2 Mixed Southern Pine Dry Use Section Adequate By: 389.6% Controlling Factor: Section Modulus Depth Required 2.49 In Deflections: Dead Load: DLD= 0.0.1 IN Live Load: LLD= 0.02 IN L/3865 Total Load: TLD= 0.03 IN L/2281 Reactions (Each End): Live Load: LL -Rxn= 188 LB Dead Load: DL -Rxn= 130 LB Total Load: TL -Rxn= 318 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.16 IN Beam Data: Span: L= 5.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 2.0 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 1.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 5 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 5.0 FT Beam Uniform Live Load: wL= 75 PLF Beam Uniform Dead Load: wD_adl= 52 PLF Total Uniform Load: wT= 127 PLF Properties For: #2- Mixed Southern Pine Bending Stress: Fb= 1150 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb' (Tension): Fb'= 1323 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 104 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 397 FT -LB 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 261 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 3.60 N3 S= 17.65 N3 Area (Shear): Areq= 3.78 N2 A= 19.25 N2 Moment of Inertia (Deflection): Ireq= 3.83 N4 1= 48.53 N4 Roof Beam( 2000 International Building Code (97 NDS) Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 07:22:00 AM Project: ECO -GREEN LOT 23 Location: ROOF 12 Summary: 3.5 IN x 5.5 IN x 3.0 FT #2 Mixed Southern Pine Dry Use Section Adequate By: 757.5% Controlling Factor: Area Depth Required 1.61 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN L/15339 Total Load: TLD= 0.00 IN L/9098 Reactions (Each End): Live Load: LL -Rxn= 131 LB Dead Load: DL -Rxn= 90 LB Total Load: TL -Rxn= 221 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.11 IN Beam Data: Span: L= 3.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 1.5 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 5 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 3.0 FT Beam Uniform Live Load: wL= 88 PLF Beam Uniform Dead Load: wD_adj= 60 PLF Total Uniform Load: wT= 148 PLF Properties For: #2- Mixed Southern Pine Bending Stress: Fb= 1150 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb' (Tension): Fb'= 1323 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 104 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 166 FT -LB 1.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 155 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 1.51 N3 S= 17.65 N3 Area (Shear): Areq= 2.24 N2 A= 19.25 N2 Moment of Inertia (Deflection): Ireq= 0.96 N4 1= 48.53 N4 Roof Beam[ 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 07:25:02 AM Project: ECO -GREEN LOT 23 Location: ROOF 13 Summary: 5.125 IN x 16.5 IN x 15.0 FT 24F -V4 Visually Graded Western Species Dry Use Section Adequate By: 214.8% Controlling Factor: Section Modulus Depth Required 9.64 In Deflections: Dead Load: DLD= 0.09 IN Live Load: LLD= 0.11 I N L/1679 Total Load: TLD= 0.20 IN L/903 Reactions (Each End): Live Load: LL -Rxn= 2438 LB Dead Load: DL -Rxn= 2093 LB Total Load: TL -Rxn= 4531 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.36 IN Camber Regd.: C= 0.14 IN Beam Data: Span: L= 15.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Camber Adjustment Factor: CAF= 1.5 X DLD Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 4.5 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 8.5 FT Roof Duration Factor: Cd= 1.15 Wall Load: WALL= 53 PLF Beam Self Weight: BSW= 21 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 15.0 FT Beam Uniform Live Load: wL= 325 PLF Beam Uniform Dead Load: wD_adj= 279 PLF Total Uniform Load: wT= 604 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PS Adjusted Properties Fb' (Tension): Fb'= 2760 PS Adjustment Factors: Cd =1.15 Fv': Fv'= 219 PS Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 16990 FT -LB 7.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 3715 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 73.87 N3 S= 232.55 N3 Area (Shear): Areq= 25.50 N2 A= 84.56 N2 Moment of Inertia (Deflection): Ireq= 382.22 N4 1= 1918.51 N4 Roof Beam( 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 07:26:07 AM Project: ECO -GREEN LOT 23 Location: ROOF 14 Summary: 5.125 IN x 16.5 IN x 14.0 FT 24F -V4 Visually Graded Western Species Dry Use Section Adequate By: 255.2% Controlling Factor: Area Depth Required 8.99 In Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.08 IN L/2066 Total Load: TLD= 0.15 IN L/1111 Reactions (Each End): Live Load: LL -Rxn= 2275 LB Dead Load: DL -Rxn= 1954 LB Total Load: TL -Rxn= 4229 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.27 IN Camber Regd.: C= 0.10 IN Beam Data: Span: L= 14.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Camber Adjustment Factor: CAF= 1.5 X DLD Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 4.5 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 8.5 FT Roof Duration Factor: Cd= 1.15 Wall Load: WALL= 53 PLF Beam Self Weight: BSW= 21 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 14.0 FT Beam Uniform Live Load: wL= 325 PLF Beam Uniform Dead Load: wD_adi= 279 PLF Total Uniform Load: wT= 604 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PS Adjusted Properties Fb' (Tension): Fb'= 2760 PS Adjustment Factors: Cd =1.15 Fv': Fv'= 219 PS Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 14800 FT -LB 7.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 3468 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 64.35 N3 S= 232.55 N3 Area (Shear): Areq= 23.80 N2 A= 84.56 N2 Moment of Inertia (Deflection): Ireq= 310.76 N4 1= 1918.51 N4 Roof Beam( 2000 international Building Code (97 NDS) 1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 07:26:45 AM Project: ECO -GREEN LOT 23 Location: ROOF 15 Summary: 5.125 IN x 16.5 IN x 13.0 FT 24F -V4 Visually Graded Western Species Dry Use Section Adequate By: 292.1% Controlling Factor: Area Depth Required 8.35 In Deflections: Dead Load: DLD= 0.05 IN Live Load: LLD= 0.06 IN L/2580 Total Load: TLD= 0.11 IN L/1388 Reactions (Each End): Live Load: LL -Rxn= 2113 LB Dead Load: DL -Rxn= 1814 LB Total Load: TL -Rxn= 3927 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.18 IN Camber Regd.: C= 0.08 IN Beam Data: Span: L= 13.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Camber Adjustment Factor: CAF= 1.5 X DLD Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 4.5 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 8.5 FT Roof Duration Factor: Cd= 1.15 Wall Load: WALL= 53 PLF Beam Self Weight: BSW= 21 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 13.0 FT Beam Uniform Live Load: wL= 325 PLF Beam Uniform Dead Load: wD_adl= 279 PLF Total Uniform Load: wT= 604 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc perp= .650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PS Adjusted Properties Fb' (Tension): Fb'= 2760 PS Adjustment Factors: Cd =1.15 Fv': Fv'= 219 PS Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 12762 FT -LB 6.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 3141 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 55.49 N3 S= 232.55 N3 Area (Shear): Areq= 21.57 N2 A= 84.56 N2 Moment of Inertia (Deflection): keg= 248.81 N4 I= 1918.51 N4 Roof Beamf 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 07:27:49 AM Project: ECO -GREEN LOT 23 Location: ROOF 16 Summary: 5.125 IN x 13.5 IN x 14.0 FT 24F -V4 Visually Graded Western Species Dry Use Section Adequate By: 234.3% Controlling Factor: Section Modulus Depth Required 8.07 In Deflections: Dead Load: DLD= 0.10 IN Live Load: LLD= 0.10. IN L/1634 Total Load: TLD= 0.20 IN L/841 Reactions (Each End): Live Load: LL -Rxn= 1575 LB Dead Load: DL -Rxn= 1485 LB Total Load: TL -Rxn= 3060 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.92 IN Camber Regd.: C= 0.15 IN Beam Data: Span: L= 14.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: U 180 Camber Adjustment Factor: CAF= 1.5 X DLD Roof Loadinq: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 2.5 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 6.5 FT Roof Duration Factor: Cd= 1.15 Wall Load: WALL= 53 PLF Beam Self Weight: BSW= 17 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Lenqth: Ladj= 14.0 FT Beam Uniform Live Load: wL= 225 PLF Beam Uniform Dead Load: wD_adj= 212 PLF Total Uniform Load: wT= 437 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PS Adjusted Properties Fb' (Tension): Fb'= 2760 PS Adjustment Factors: Cd =1.15 Fv': Fv'= 219 PS Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 10709 FT -LB 7.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2570 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 46.56 N3 S= 155.67 N3 Area (Shear): Areq= 17.64 N2 A= 69.19 N2 Moment of Inertia (Deflection): Ireq= 224.86 N4 1= 1050.79 N4 Roof Beam( 2000 International Building Code (97 NDS) 1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 07:29:07 AM Project: ECO -GREEN LOT 23 Location: ROOF 17 Summary: 3.5 IN x 5.5 IN x 4.0 FT #2 Mixed Southern Pine Dry Use Section Adequate By: 121.6% Controlling Factor: Area Depth Required 3.46 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.02 IN L/2831 Total Load: TLD= 0.03 IN L/1474 Reactions (Each End): Live Load: LL -Rxn= 400 LB Dead Load: DL -Rxn= 368 LB Total Load: TL -Rxn= 768 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.39 IN Beam Data: Span: L= 4.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 2.0 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 6.0 FT Roof Duration Factor: Cd= 1.15 Wall Load: WALL= 53 PLF Beam Self Weight: BSW= 5 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 4.0 FT Beam Uniform Live Load: wL= 200 PLF Beam Uniform Dead Load: wD adl= 184 PLF Total Uniform Load: wT= 384 PLF Properties For: #2- Mixed Southern Pine Bending Stress: Fb= 1150 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb' (Tension): Fb'= 1323 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 104 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 768 FT -LB 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 599 LB At a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 6.97 N3 S= 17.65 N3 Area (Shear): Areq= 8.69 N2 A= 19.25 N2 Moment of Inertia (Deflection): Ireq= 5.93 N4 1= 48.53 N4 Floor Joist' 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 08:54:51 AM Project: eco -green lot 23 Location: flr jsts 1 Summary: 1.5 IN x 5.5 IN x 3.5 FT a 16 O.C. #2 Douglas Fir -Larch (North) Dry Use Section Adequate By: 450.2% Controlling Factor: Area Depth Required 2.2 In Center Span Deflections: Dead Load: DLD- Center= 0.00 IN Live Load: LLD Center= 0.01 IN L/7762 Total Load: TLD- Center= 0.01 IN U5645 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 93 LB Dead Load: DL- Rxn -A= 35 LB Total Load: TL- Rxn -A= 128 LB Bearinq Length Required (Beam only, support capacity not checked): BL -A= 0.14 IN Center Span Right End Reactions (Support B): Live Load:. LL- Rxn -B= 93 LB Dead Load: DL- Rxn -B= 35 LB Total Load: TL- Rxn -B= 128 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.14 IN Joist Data: Center Span Length: L2= 3.5 FT Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Floor Loading: Live Load: LL -2= 40.0 PSF Dead Load: DL -2= 15.0 PSF Total Load: TL -2= 55.0 PSF Total Load Adjusted for Joist Spacing: wT -2= 73 PLF Properties For: #2- Douglas Fir -Larch (North) Bending Stress: Fb= 850 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc -perp= 625 'PSI Adjusted Properties Fb' (Tension): Fb'= 1271 PSI Adjustment Factors: Cd =1.00 Cf =1.30 Cr =1.15 Fv': Fv'= 95 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 112 FT -LB 1.75 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 95 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 1.06 N3 S= 7.56 N3 Area (Shear): Areq= 1.50 N2 A= 8.25 N2 Moment of Inertia (Deflection): Ireq= 1.33 N4 1= 20.80 N4 Floor Joistf 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 08:55:52 AM Project: eco -green lot 23 Location: flr jsts 2 Summary: 1.5 IN x 7.25 IN x 6.5 FT (5 1.5) 16 O.C. #2 Douglas Fir -Larch (North) Dry Use Section Adequate By: 342.0% Controlling Factor: Area Depth Required 3.63 In Center Span Deflections: Dead Load: DLD- Center= 0.00 IN Live Load: LLD- Center= 0.01 IN L/6098 Total Load: TLD- Center= 0.01 IN L/4713 Right Cantilever Deflections: Dead Load: DLD Right= 0.00 IN Live Load: LLD Right= -0.01 IN 2U3811 Total Load: TLD- Right= -0.01 IN 2L/3151 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 133 LB Dead Load: DL- Rxn -A= 45 LB Total Load: TL- Rxn -A= 179 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.19 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 225 LB Dead Load: DL- Rxn -B= 84 LB Total Load: TL- Rxn -B= 310 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.33 IN Dead Load Uplift F.S.: FS= 1.5 Joist Data: Center Span Length: L2= 5.0 FT Right Cantilever Length: L3= 1.5 FT Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Floor Loading: Live Load: LL -2= 40.0 PSF Dead Load: DL -2= 15.0 PSF Total Load: TL -2= 55.0 PSF Total Load Adjusted for Joist Spacing:. wT -2= 73 PLF Right Cantilever Loading: Uniform Floor Loading: Live Load: LL -3= 40.0 PSF Dead Load: DL -3= 15.0 PSF Total Load: TL -3= 55.0 PSF Total Load Adjusted for Joist Spacing: wT -3= 73 PLF Properties For: #2- Douglas Fir -Larch (North) Bending Stress: Fb= 850 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E_. 1600000 PSI Stress Perpendicular to Grain: Fc -perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1173 PSI Adjustment Factors: Cd =1.00 Cf =1.20 Cr =1.15 Fv': Fv'= 95 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 218 FT -LB 2.45 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 156 LB At a distance 'd from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 2.23 N3 S= 13.14 N3 Area (Shear): Areq= 2.46 N2 A= 10.88 N2 Moment of Inertia (Deflection): lreq= 6.00 N4 1= 47.63 N4 Uniformly Loaded Floor Beam( 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 08:57:54 AM Project: ECO -GREEN LOT 23 Location: FLOOR 1 Summary: (2) 1.5 IN x 5.5 IN x 3.5 FT #2 Mixed Southern Pine Dry Use Section Adequate By: 188.2% Controlling Factor: Area Depth Required 2.91 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN L/3813 Total Load: TLD= 0.02 IN L/2731 Reactions (Each End): Live Load: LL -Rxn= 332 LB Dead Load: DL -Rxn= 132 LB Total Load: TL -Rxn= 464 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.27 IN Beam Data: Span: L= 3.5 FT Unbraced Length -Top of Beam: Lu= 1.33 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Floor Loading: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 1.75 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 3.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 190 PLF Beam Self Weight: BSW= 4 PLF Beam Total Dead Load: wD= 75 PLF Total Maximum Load: wT= 265 PLF Properties For: #2- Mixed Southern Pine Bending Stress: Fb= 1150 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb' (Tension): Fb'= 1148 PSI Adjustment Factors: Cd =1.00 CI =1.00 Cf =1.00 Fv': Fv'= 90 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 406 FT -LB 1.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 344 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 4.25 N3 S= 15.13 N3 Area (Shear): Areq= 5.73 N2 A= 16.50 N2 Moment of Inertia (Deflection): Ireq= 3.93 N4 I= 41.59 N4 Uniformly Loaded Floor Beamf 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 08:58:51 AM Project: ECO -GREEN LOT 23 Location: FLOOR 2 Summary: 1.75 IN x 11 .875 IN x 7.0 FT Versa -Lam 2800 Fb DF Boise Cascade Section Adequate By: 397.6% Controlling Factor: Section Modulus Depth Required 5.59 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.02 IN L/3453 Total Load: TLD= 0.03 IN L/2458 Reactions (Each End): Live Load: LL -Rxn= 770 LB Dead Load: DL -Rxn= 311 LB Total Load: TL -Rxn= 1081 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.69 IN Beam Data: Span: L= 7.0 FT Unbraced Length -Top of Beam: Lu= 1.33 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loadinq: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 2.5 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 3.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 220 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 89 PLF Total Maximum Load: wT= 309 PLF Properties For: Versa -Lam 2800 Fb DF- Boise Cascade Bending Stress: Fb= 2800 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 900 PSI Adjusted Properties Fb' (Tension): Fb'= 2748 PSI Adjustment Factors: Cd =1.00 CI =0.98 Cf =1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 1893 FT -LB 3.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 779 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 8.27 N3 S= 41.13 N3 Area (Shear): Areq= 4.10 N2 A= 20.78 N2 Moment of Inertia (Deflection): Ireq= 25.46 N4 1= 244.21 N4 Multi- Loaded Beam( 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 09:01:04 AM Project: ECO -GREEN LOT 23 Location: FLOOR 3 Summary: 2 1.75 IN x 11.875 IN x 14.0 FT Versa -Lam 2800 Fb DF Boise Cascade Section Adequate By: 322.6% Controlling Factor: Section Modulus Depth Required 6.87 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD- Center= 0.05 IN Live Load: LLD- Center= 0.09 IN L/1885 Total Load: TLD- Center= 0.14 IN U1237 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 712 LB Dead Load: DL- Rxn -A= 372 LB Total Load: TL- Rxn -A= 1083 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.34 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 437 LB Dead Load: DL- Rxn -B= 261 LB Total Load: TL- Rxn -B= 697 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.22 IN Beam Data: Center Span Length: L2= 14.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 9.5 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 14.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 27 PLF Dead Load: wD -2= 10 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT -2= 50 PLF Point Load 1 Live Load: PL1 -2= 770 LB Dead Load: PD1 -2= 311 LB Location (From left end of span): X1 -2= 4.5 FT Properties For: Versa -Lam 2800 Fb DF- Boise Cascade Bending Stress: Fb= 2800 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 900 PSI Adjusted Properties Fb' (Tension): Fb'= 2683 PSI Adjustment Factors: Cd =1.00 CI =0.96 Cf =1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 4352 FT -LB 4.48 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 1034 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 19.47 N3 S= 82.26 N3 Area (Shear): Areq= 5.44 N2 A= 41.56 N2 Moment of Inertia (Deflection): Ireq= 94.73 N4 I= 488.41 N4 Multi- Loaded Beam' 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 09:02:30 AM Protect: ECO -GREEN LOT 23 Location: FLOOR 4 Summary: 2 1.75 IN x 11.875 IN x 14.0 FT Versa -Lam 2800 Fb DF Boise Cascade Section Adequate By: 0.3% Controlling Factor: Area Depth Required 11.84 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD- Center= 0.10 IN Live Load: LLD Center= 0.12 IN L/1398 Total Load: TLD- Center= 0.22 IN L/752 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 4264 LB Dead Load: DL- Rxn -A= 3660 LB Total Load: TL- Rxn -A= 7923 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 2.52 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 502 LB Dead Load: DL- Rxn -B= 430 LB Total Load: TL- Rxn -B= 932 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.30 IN Beam Data: Center Span Length: L2= 14.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 14.0 FT Center Span Unbraced Length- Bottom of Beam: Lu2- Bottom= 14.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL -2= 27 PLF Dead Load: wD -2= 10 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT -2= 50 PLF Point Load 1 Live Load: PL1 -2= 4388 LB Dead Load: PD1 -2= 3768 LB Location (From left end of span): X1 -2= 1.0 FT Properties For: Versa -Lam 2800 Fb DF- Boise Cascade Bending Stress: Fb= 2800 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 900 PSI Adjusted Properties Fb' (Tension): Fb'= 2579 PSI Adjustment Factors: Cd =1.00 CI =0.92 Cf =1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 7864 FT -LB 1.12 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 7874 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 36.59 N3 S= 82.26 N3 Area (Shear): Areq= 41.44 N2 A= 41.56 N2 Moment of Inertia (Deflection): Ireq= 155.77 N4 1= 488.41 N4 Uniformly Loaded Floor Beam' 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 09:04:03 AM Project: ECO -GREEN LOT 23 Location: FLOOR 5 Summary: 3.5 IN x 5.5 IN x 2.5 FT #2 Mixed Southern Pine Dry Use Section Adequate By: 108.6% Controlling Factor: Area Depth Required 3.11 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN U4639 Total Load: TLD= 0.01 IN U3351 Reactions (Each End): Live Load: LL -Rxn= 625 LB Dead Load: DL -Rxn= 240 LB Total Load: TL -Rxn= 865 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.44 IN Beam Data: Span: L= 2.5 FT Unbraced Length -Top of Beam: Lu= 1.33 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Floor Loading: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 7.0 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 5.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 500 PLF Beam Self Weight: BSW= 5 PLF Beam Total Dead Load: wD= 192 PLF Total Maximum Load: wT= 692 PLF Properties For: #2- Mixed Southern Pine Bending Stress: Fb= 1150 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb' (Tension): Fb'= 1148 PSI Adjustment Factors: Cd =1.00 CI =1.00 Cf =1.00 Fv': Fv'= 90 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 541 FT -LB 1.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 554 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 5.65 N3 S= 17.65 N3 Area (Shear): Areq= 9.23 N2 A= 19.25 N2 Moment of Inertia (Deflection): Ireq= 3.77 N4 1= 48.53 N4 Uniformly Loaded Floor Beams 2000 International Building Code (97 NDS) Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 09:04:45 AM Project: ECO -GREEN LOT 23 Location: FLOOR 6 Summary: 3.5 IN x 5.5 IN x 5.0 FT #2 Mixed Southern Pine Dry Use Section Adequate By: 14.4% Controlling Factor: Section Modulus Depth Required 5.14 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.07 IN L/853 Total Load: TLD= 0.10 IN L/614 Reactions (Each End): Live Load: LL -Rxn= 850 LB Dead Load: DL -Rxn= 330 LB Total Load: TL -Rxn= 1180 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.60 IN Beam Data: Span: L= 5.0 FT Unbraced Length -Top of Beam: Lu= 1.33 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Floor Loading: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 3.0 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 5.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 340 PLF Beam Self Weight: BSW= 5 PLF Beam Total Dead Load: wD= 132 PLF Total Maximum Load: wT= 472 PLF Properties For: #2- Mixed Southern Pine Bending Stress: Fb= 1150 PSI Shear Stress: Fv= 90 PSI Modulus of Elasticity: E= 1400000 PSI Stress Perpendicular to Grain: Fc_perp= 565 PSI Adjusted Properties Fb' (Tension): Fb'= 1148 PSI Adjustment Factors: Cd =1.00 CI =1.00 Cf =1.00 Fv': Fv'= 90 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 1476 FT -LB 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 968 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 15.42 N3 S= 17.65 N3 Area (Shear): Areq= 16.13 N2 A= 19.25 N2 Moment of Inertia (Deflection): Ireq= 20.49 N4 1= 48.53 N4 Uniformly Loaded Floor Beard' 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 09:09:49 AM Project: ECO -GREEN LOT 23 Location: FLOOR 6 Summary: 5.125 IN x 19.5 IN x 16.0 FT 24F -V4 Visually Graded Western Species Dry Use Section Adequate By: 95.4% Controlling Factor: Area Depth Required 13.92 In Deflections: Dead Load: DLD= 0.21 IN Live Load: LLD= 0.05 IN L/3712 Total Load: TLD= 0.26 IN L/733 Reactions (Each End): Live Load: LL -Rxn= 1600 LB Dead Load: DL -Rxn= 6498 LB Total Load: TL -Rxn= 8098 LB Bearing Length Required (Beam only, support capacity not checked): BL= 2.43 IN Camber Regd.: C= 0.32 IN Beam Data: Span: L= 16.0 FT Unbraced Length -Top of Beam: Lu= 1.33 FT Live Load Deflect. Criteria: L! 360 Total Load Deflect. Criteria: L/ 240 Camber Adjustment Factor: CAF= 1.5 X DLD Floor Loading: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 3.0 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 2.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 713 PLF Beam Loading: Beam Total Live Load: wL= 200 PLF Beam Self Weight: BSW= 24 PLF Beam Total Dead Load: wD= 812. PLF Total Maximum Load: wT= 1012 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PS Adjusted Properties Fb' (Tension): Fb'= 2349 PS Adjustment Factors: Cd =1.00 CI =1.00 Cv =0.98 Fv': Fv'= 190 PS Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 32393 FT -LB 8.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 6479 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 165.46 N3 S= 324.80 N3 Area (Shear): Areq= 51.15 N2 A= 99.94 N2 Moment of Inertia (Deflection): lreq= 1036.42 N4 1= 3166.77 N4 Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 09:11:24 AM Project: ECO -GREEN LOT 23 Location: FLOOR 7 Summary: 5.125 IN x 19.5 IN x 15.0 FT 24F -V4 Visually Graded Western Species Dry Use Section Adequate By: 108.4% Controlling Factor: Area Depth Required 13.01 In Deflections: Dead Load: DLD= 0.16 IN Live Load: LLD= 0.04 IN L/4505 Total Load: TLD= 0.20 IN L/890 Reactions (Each End): Live Load: LL -Rxn= 1500 LB Dead Load: DL -Rxn= 6092 LB Total Load: TL -Rxn= 7592 LB Bearing Length Required (Beam only, support capacity not checked): BL= 2.28 IN Camber Reqd.: C= 0.24 IN Beam Data: Span: L= 15.0 FT Unbraced Length -Top of Beam: Lu= 1.33 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Camber Adjustment Factor: CAF= 1.5 X DLD Floor Loadinq: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 3.0 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 2.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 713 PLF Beam Loading: Beam Total Live Load: wL= 200 PLF Beam Self Weight: BSW= 24 PLF Beam Total Dead Load: wD= 812 PLF Total Maximum Load: wT= 1012 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bendinq Stress of Comp. Face in Tension: Fb_cpr= 1200 PS Adjusted Properties Fb' (Tension): Fb'= 2364 PS Adjustment Factors: Cd =1.00 CI =1.00 Cv =0.99 Fv': Fv'= 190 PS Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 28471 FT -LB 7.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 6074 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 144.49 N3 S= 324.80 N3 Area (Shear): Areq= 47.95 N2 A= 99.94 N2 Moment of Inertia (Deflection): lreq= 853.98 N4 1= 3166.77. N4 Multi- Loaded Beam( 2000 International Building Code (97 NDS) Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 09:14:07 AM Project: ECO -GREEN LOT 23 Location: FLOOR 8 Summary: 5.125 IN x 12.0 IN x 17.5 FT (14 3.5) 24F -V4 Visually Graded Western Species Dry Use Section Adequate By: 113.5% Controlling Factor: Moment of Inertia Depth Required 9.32 In Center Span Deflections: Dead Load: DLD- Center= 0.05 IN Live Load: LLD Center= 0.14 IN L/1230 Total Load: TLD- Center= 0.19 IN U891 Right Cantilever Deflections: Dead Load: DLD- Right= -0.03 IN Live Load: LLD Right= -0.11 IN 2L/769 Total Load: TLD- Right= -0.14 IN 2U585 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 1470 LB Dead Load: DL- Rxn -A= 617 LB Total Load: TL- Rxn -A= 2087 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.63 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 2297 LB Dead Load: DL- Rxn -B= 1028 LB Total Load: TL- Rxn -B= 3324 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.00 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 14.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 1.33 FT Center Span Unbraced Length- Bottom of Beam: Lu2- Bottom= 14.0 FT Right Cantilever Length: L3= 3.5 FT Right Cantilever Unbraced Length -Top of Beam: Lu3 -Top= 1.33 FT Right Cantilever Unbraced Length- Bottom of Beam: Lu3- Bottom= 3.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL -2= 210 PLF Dead Load: wD -2= 79 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT -2= 304 PLF Right Cantilever Loading: Uniform Load: Live Load: wL -3= 210 PLF Dead Load: wD -3= 79 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT -3= 304 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PS Adjusted Properties Fb' (Tension): Fb'= 2396 PS Adjustment Factors: Cd =1.00 C1 =1.00 Fv': Fv'= 190 PS Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 7162 FT -LB 6.86 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 1963 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 35.87 N3 S= 123.00 N3 Area (Shear): Areq= 15.50 N2 A= 61.50 N2 Moment of Inertia (Deflection): keg= 345.71 N4 1= 738.00 N4 r t Multi- Loaded Beam[ 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 09:15:34 AM Project: ECO -GREEN LOT 23 Location: FLOOR 9 Summary: 3.125 IN x 12.0 IN x 17.5 FT (14 3.5) 24F -V4 Visually Graded Western Species Dry Use Section Adequate By: 95.3% Controlling Factor: Moment of Inertia Depth Required 9.6 In Center Span Deflections: Dead Load: DLD- Center= 0.06 IN Live Load: LLD Center= 0.15 IN U1125 Total Load: TLD- Center= 0.21 IN L/817 Right Cantilever Deflections: Dead Load: DLD- Right= -0.04 IN Live Load: LLD Right= -0.12 IN 2L1703 Total Load: TLD- Right= -0.16 IN 2L1536 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 980 LB Dead Load: DL- Rxn -A= 408 LB Total Load: TL- Rxn -A= 1388 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.68 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 1531 LB Dead Load: DL- Rxn -B= 679 LB Total Load: TL- Rxn -B= 2211 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.09 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 14:0 FT Center Span Unbraced Length -Top of Beam: Lug -Top= 1.33 FT Center Span Unbraced Length- Bottom of Beam: Lu2- Bottom= 14.0 FT Right Cantilever Length: L3= 3.5 FT Right Cantilever Unbraced Length -Top of Beam: Lu3 -Top= 1.33 FT Right Cantilever Unbraced Length- Bottom of Beam: Lu3- Bottom= 3.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 140 PLF Dead Load: wD -2= 53 PLF Beam Self Weight: BSW= 9 PLF Total Load: wT -2= 202 PLF Right Cantilever Loading: Uniform Load: Live Load: wL -3= 140 PLF Dead Load: wD -3= 53 PLF Beam Self Weight: BSW= 9 PLF Total Load: wT -3= 202 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fe perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PS Adjusted Properties Fb' (Tension): Fb'= 2388 PS Adjustment Factors: Cd =1.00 Cl =1.00 Fv': Fv'= 190 PS Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 4763 FT -LB 6.86 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 1305 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 23.93 IN3 S= 75.00 IN3 Area (Shear): Areq= 10.30 IN2 A= 37.50 IN2 Moment of Inertia (Deflection): Ireq= 230.47 IN4 I= 450.00 IN4 Multi- Loaded Beam[ 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008 09:30:25 AM Project: ECO -GREEN LOT 23 Location: FLOOR 10 Summary: 3.5 IN x 9.25 IN x 17.0 FT (13 4) #2 Douglas Fir -Larch (North) Dry Use Section Adequate By: 29.5% Controlling Factor: Section Modulus Depth Required 8.48 In Center Span Deflections: Dead Load: DLD- Center= 0.05 IN Live Load: LLD Center= 0.21 IN L/747 Total Load: TLD- Center= 0.26 IN L/595 Right Cantilever Deflections: Dead Load: DLD Right= -0.01 IN Live Load: LLD Right= -0.21 IN 2L1467 Total Load: TLD- Right= -0.22 IN 2L/440 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 780 LB Dead Load: DL- Rxn -A= 283 LB Total Load: TL- Rxn -A= 1063 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.49 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 1888 LB Dead Load: DL- Rxn -B= 795 LB Total Load: TL- Rxn -B= 2683 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.23 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 13.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 1.33 FT Center Span Unbraced Length- Bottom of Beam: Lu2- Bottom= 13.0 FT Right Cantilever Length: L3= 4.0 FT Right Cantilever Unbraced Length -Top of Beam: Lu3 -Top= 1.33 FT Right Cantilever Unbraced Length- Bottom of Beam: Lu3- Bottom= 4.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: LJ 360 Total Load'Deflect. Criteria: LJ 240 Center Span Loading: Uniform Load: Live Load: wL -2= 120 PLF Dead Load: wD -2= 45 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT -2= 173 PLF Right Cantilever Loading: Uniform Load: Live Load: wL -3= 240 PLF Dead Load: wD -3= 90 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT -3= 338 PLF Properties For: #2- Douglas Fir -Larch (North) Bending Stress: Fb= 850 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1018 PSI Adjustment Factors: Cd =1.00 CI =1.00 Cf =1.20 Fv': Fv'= 95 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3271 FT -LB 6.11 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 1219 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 38.55 N3 S= 49.91 N3 Area (Shear): Areq= 19.25 N2 A= 32.38 N2 Moment of Inertia (Deflection): Ireq= 177.94 N4 I= 230.84 N4 r Footing Design 1 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008: 10:15:10 AM Project: ECO -GREEN LOT 23 Location: FOOTING 1 Summary: Footing Size: 1.5 FT x 1.5 FT x 10.00 IN Reinforcement: #4 Bars 11.00 IN. O.C. E/W (2) min. Footing Loads: Live Load: PL= 1575 LB Dead Load: PD= 1487 LB Total Load: PT= 3062 LB Ultimate Factored Load: Pu= 4759 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strenqth: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 1.5 FT Length: L= 1.5 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1361 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 2.23 SF Area Provided: A= 2.25 SF Baseplate Bearing: Bearing Required: Bearing= 4759 LB Allowable Bearing: Bearing Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 727 LB Allowable Beam Shear: vc1= 9563 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear: Vu2= 3216 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 65344 LB Allowable Punching Shear (ACI 11 -36): vc2 -b= 88188 LB Allowable Punchinq Shear (ACI 11 -37): vc2 -c= 43563 LB Controlling Allowable Punching Shear: vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 10708 IN -LB Nominal Moment Strength: Mn= 85413 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 IN Steel Required Based on Moment: As(1)= 0.05 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 0.36 IN2 Controlling Reinforcing Steel: As -reqd= 0.36 IN2 Selected Reinforcement: #4 Bars 11.00 IN. O.C. E/W (2) Min. Reinforcement Area Provided: As= 0.39 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 6.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design!' 2000 International Building Code (97 NDS) 1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008: 10:17:28 AM Project: ECO -GREEN LOT 23 Location: FOOTING 2 Summary: Footing Size: 1.0 FT x 1.0 FT x 8.00 IN Footing has been designed without reinforcement Footing Loads: Live Load: PL= 664 LB Dead Load: PD= 264 LB Total Load: PT= 928 LB Ultimate Factored Load: Pu= 1498 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 1.0 FT Length: L= 1.0 FT Depth: Depth= 8.00 IN Effective Concrete Depth: d= 6.00 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 928 PSF Effective Allowable Soil Bearing Pressure: Qe= 1400 PSF Required Footing Area: Areq= 0.66 SF Area Provided: A= 1.0 SF Baseplate Bearing: Bearing Required: Bearing= 1498 LB Allowable Bearing: Bearing Allow= 44200 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 0 LB Allowable Beam Shear: vc1= 3120 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 40.00 IN Punching Shear: Vu2= 458 LB Allowable Punching Shear: vc2= 20748 LB Bending Calculations: Factored Moment: Mu= 2248 IN -LB Nominal Moment Strength: Mn= 11700 IN -LB 1 a Footing Design 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008: 10:31:10 AM Project: ECO -GREEN LOT 23 Location: FOOTING 3 Summary: Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars 7.00 IN. O.C. E/W (4) min. Footing Loads: Live Load: PL= 1600 LB Dead Load: PD= 6498 LB Total Load: PT= 8098 LB Ultimate Factored Load: Pu= 11817 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.5 FT Length: L= 2.5 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Concrete) Column Width: m= 8.00 IN Column Depth: n= 8.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1296 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 5.89 SF Area Provided: A= 6.25 SF Baseplate Bearing: Bearing Required: Bearing= 11817 LB Allowable Bearing: Bearing- Allow= 190400 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 1871 LB Allowable Beam Shear: vc1= 15938 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 57.00 IN Punching Shear: Vu2= 9151 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 90844 LB Allowable Punching Shear (ACI 11 -36): vc2 -b= 96688 LB Allowable Punching Shear (ACI 11 -37): vc2 -c= 60563 LB Controlling Allowable Punching Shear: vc2= 60563 LB Bending Calculations: Factored Moment: Mu= 23831 IN -LB Nominal Moment Strength: Mn= 169665 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 IN Steel Required Based on Moment: As(1)= 0.11 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 0.60 IN2 Controlling Reinforcing Steel: As -reqd= 0.60 IN2 Selected Reinforcement: #4 Bars 7.00 IN. O.C. E/W (4) Min. Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 8.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design' 2000 International Building Code (97 NDS) Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008: 10:28:00 AM Project: ECO -GREEN LOT 23 Location: FOOTING 4 Summary: Footing Size: 3.75 FT x 3.75 FT x 10.00 IN Reinforcement: #4 Bars 9.00 IN. O.C. E/W (5) min. Footing Loads: Live Load: PL= 3100 LB Dead Load: PD= 12590 LB Total Load: PT= 15690 LB Ultimate Factored Load: Pu= 22896 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 3.75 FT Length: L= 3.75 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Concrete) Column Width: m= 8.00 IN Column Depth: n= 8.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1116 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 11.41 SF Area Provided: A= 14.06 SF Baseplate Bearing: Bearing Required: Bearing= 22896 LB Allowable Bearing: Bearing Allow= 190400 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 6233 LB Allowable Beam Shear: vc1= 23906 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 57.00 IN Punching Shear: Vu2= 20600 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 90844 LB Allowable Punching Shear (ACI 11 -36): vc2 -b= 96688 LB Allowable Punching Shear (ACI 11 -37): vc2 -c= 60563 LB Controlling Allowable Punching Shear: vc2= 60563 LB Bending Calculations: Factored Moment: Mu= 87068 IN -LB Nominal Moment Strength: Mn= 213532 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 IN Steel Required Based on Moment: As(1)= 0.39 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 0.90 IN2 Controlling Reinforcing Steel: As -reqd= 0.90 IN2 Selected Reinforcement: #4 Bars 9.00 IN. O.C. E/W 1 (5) Min. Reinforcement Area Provided: As= 0.98 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 15.50 IN Footing Design 2000 International Building Code (97 NDS) 1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008: 10:29:20 AM Protect: ECO -GREEN LOT 23 Location: FOOTING 5 Summary: Footing Size: 2.75 FT x 2.75 FT x 10.00 IN Reinforcement: #4 Bars 8.00 IN. O.C. ENV (4) min. Footing Loads: Live Load: PL= 2970 LB Dead Load: PD= 6709 LB Total Load: PT= 9679 LB Ultimate Factored Load: Pu= 14442 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.75. FT Length: L= 2.75 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Concrete) Column Width: m= 8.00 IN Column Depth: n= 8.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1280 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 7.04 SF Area Provided: A= 7.56 SF Baseplate Bearing: Bearing Required: Bearing= 14442 LB Allowable Bearing: Bearing Allow= 190400 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 2735 LB Allowable Beam Shear: vc1= 17531 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 57.00 IN Punching Shear: Vu2= 11749 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 90844 LB Allowable Punching Shear (ACI 11 -36): vc2 -b= 96688 LB Allowable Punching Shear (ACI 11 -37): vc2 -c= 60563 LB Controlling Allowable Punching Shear: vc2= 60563 LB Bending Calculations: Factored Moment: Mu= 34189 IN -LB Nominal Moment Strength: Mn= 170298 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.45 IN Steel Required Based on Moment: As(1)= 0.15 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 0.66 IN2 Controlling Reinforcing Steel: As -reqd= 0.66 IN2 Selected Reinforcement: #4 Bars 8.00 IN. O.C. E/W (4) Min. Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 9.50 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. ,,A 1 Footing Design 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Charles Smith Lindberg Smith on: 08 -06 -2008: 10:29:58 AM Project: ECO -GREEN LOT 23 Location: FOOTING 6 Summary: Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars 8.00 IN. O.C. E/W (3) min. Footing Loads: Live Load: PL= 2297 LB Dead Load: PD= 1028 LB Total Load: PT= 3325 LB Ultimate Factored Load: Pu= 5344 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.0 FT Length: L= 2.0 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Concrete) Column Width: m= 8.00 IN Column Depth: n= 8.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 831 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF, Required Footing Area: Areq= 2.42 SF Area Provided: A= 4.0 SF Baseplate Bearing: Bearing Required: Bearing= 5344 LB Allowable Bearing: Bearing Allow= 190400 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 390 LB Allowable Beam Shear: vc1= 12750 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 57.00 IN Punching Shear: Vu2= 3460 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 90844 LB Allowable Punching Shear (ACI 11 -36): vc2 -b= 96688 LB Allowable Punching Shear (ACI 11 -37): vc2 -c= 60563 LB Controlling Allowable Punching Shear: vc2= 60563 LB Bending Calculations: Factored Moment: Mu= 7125 IN -LB Nominal Moment Strength: Mn= 127575 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 IN Steel Required Based on Moment: As(1)= 0.03 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 0.48 IN2 Controlling Reinforcing Steel: As -reqd= 0.48 IN2 Selected Reinforcement: #4 Bars 8.00 IN. O.C. E/W (3) Min. Reinforcement Area Provided: As= 0.59 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 5.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required.