Loading...
HomeMy WebLinkAbout1117 W 11th St Technical - BuildingTECHNICAL Permit 01-3fl Address I 1 N') S Project description NQAK) Sir, Fccmd kest'cleH Series) Date the permit was finaled I 2- -09 Number of technical pages LINDBE AVIITH AR C H C T S 319 s. peabody, suite b, port angeles, wa 98362 360.452.6116 fax 360.452.7064 Project: 1 9; -O? L jye Project No. Subject: ,p %i41 1.. By '2 Date: 141,0 Sheet of rtokrzbr a& IA, .t 5772wor Ica p' wvvrs 4 ;I1 r,) ivea .67 pu SL4 p 3 1m 7/ s 1 wee are fla45 1�7 l■) 10 Sf crn p t shop) 311_ RECEIVED JUL 2 5 2007 CITY OF PORT ANGELES BUILDING DIVISION CA ARCM= 2'46P� I ►;q W L H V V/L SW VH- WL /2 POST HOLD DOWN L o 2. ID 6' c 1 "M J I o 0 o c 8, I 211 1 113e0 T I'f G 18 I Soo 1Z I t, Ii iot bt be) IT .a el ham*- I24 ZQ /AID loo. ©o 2 8 s' "7411 X24 S 5800 3" mom 1 1 4 5 54-2 4-1 3 u (Z�YYI r" I4-$ 6 la 46l4 250 1 141 s (Y>�� 1,419 6 10 31 4 310 4- 3a1 (a 2'' C i) mix 4-6 LINDBER i H A R C H I, C T S 319 S. Peabody Suite B. Port Angeles, WA 98362 360.452.6116 fax 360.452.7064 contact(a),lindarch.com www.lindarch.com Project: $1 O Lor 1 /e Project No Subject: L,A VEF-1 By Date V) Sheet of SHEAR WALL SUMMARY I/ALLOFIT/FIRMINFO/FORMS /SHEARWAL A. PLYWOOD OR O.S.B. SHEAR WALLS 1 MAXIMUM SHEAR 250 P.L.F USE SHEATING ONE SIDE OF WALL NAIL ALL EDGES WITH 8d NAILS AT 6" 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. 2. MAXIMUM SHEAR 315 P.L.F USE SHEATING ONE SIDE OF WALL NAIL ALL EDGES WITH 8d NAILS AT 5" 0 C. FOR FRAMING, USE DF N0.2. PROVIDE 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' 0 C. FOR FRAMING, USE 3X DF NO.2. PROVIDE DIAMETER ANCHOR BOLTS AT 24" 0 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" O 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 W 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" 0 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 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' 0.0 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. 8. MAXIMUM SHEAR 870 P.L.F USE SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3 1/2" 0 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" 0 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 'A' SHEATING BOTH 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 PLATESWITH ANCHOR BOLTS. PROVIDE 3/4" 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. 10 MAXIMUM SHEAR 1,200 P L.F USE W SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 3" 0 C STAGGERED FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 14' 0 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" 0 C. STAGGERED FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 11" 0 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" 0 C. STAGGERED FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 9" 0 C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS. WALL E' NO SHEAR WALL RECURRED PLYWOOD OR 0.8.15. SHEAR WALLS L MAXMIM SHEAR 280 PLR USE 1!1' SHEATNa ONE BIDE OF W4LL. N411. ALL EDGES WITH 8d NAILS AT 6' OrC FOR UBE OF NO2. PROVIDE V2' DIAMETER ANCHOR BOLTS AT 32' OC 8PACNG AT THE FOI 0A110N. FOR TE DOSNS AT EACH END OF THE WALL SEE R?IWNGmIEAR PLANS. B. MAXIM SHEAR 860 PLF. USE IR' SWUM ONE SIDE OF WAIL 1444. ALL EDGES GAIN IOC NAILS ABOLT DC FOR 4 PLATE 4NCNOR BMW/ PROVIDE 8/8' DIAMETER ANCHOR BOLTS AT 24' OZ~ MAXMtl AT THE TKAL SEE A fl BH .AR PLANS. AT EACH END OF THE BALL, a MAXM11 SHEAR 810 PIP. USE 10' SHEATHS 80T14 SIDES Cf WALL NAIL AU. EDGES 111114 ad NAILS A01.T q U8E 3X OF NO2. I10 UGH ANCHOR BOOS. 0 PROVIDE 3/4' DW'E1ER ANCHOR 130L38 AT 20' 0,C MIAMI 031 1P 140 SHEAR WALL AT NE FOBDATIOIL FOR 1E 120GN8 AT EACH BD OF THE WW1., RESUMED SEE F AMNGIBHEAR PLANS. COMM REG AREPENT8 ALL SWEATING EDGES 8144LL BE BAOCED WITH I•RAMNG 812ED ACCORDING TO SHEAR WALL 60EDILE OR 2' NOMNAL BLOCKING. COMECTION9 0EIUEEH ROOF SHEATHS AHD WALL SWATS* OR 19E1UEEN UPPER WALL 8H64114343 AND LOIER DU SHEATHING SHALL OE SUCH THAT 460UM> EDGE HALM PER SC EDU.E I8 CONTIRICIS T10003+1 BLOCK343 AND S14LL PLATES. SPACE IOC NAILS AT G' 0.0. ALCM NTE70'EDIATE P64111 rs MEMBERS. TWO TIE COWH6 ARE MONIED 04 UPPER FLOOR WALL8, 1HE TIE DAM SHALL BE BOLTED TO 1HE UPPER AND LOWER W4LL STUDS TIO A THREADED ROD AS PER M4 M '8 F4CIURER 1 WW1. 'C NO SHEAR 1441. RED WALL 'E' SHEAR W4L1. ULMER 4 d ei t t e04 1 r f 7 UPPER LEVEL SHEAR WALL PLAN te)4. 0 I MID LEVEL SHEAR WALL PLAN SCALE V4' I'-0' SCALE: V4' r-O' JoiGT EACH FLOOR JOIST PROVIDE 13111P624 U212 JOIST HANGER& AT EA O4 DECK JORT OPTIONAL TI —IRID FLOOR DECK PLAN P.T. D D0116 LEDGER OM AT 3b' 0.C. eC4i v4■ r-o' vetErg awl 6XSO D Jas TI I ID FLOOR FRAMING PLAN T c Nos DP 6 DF 6X10 DP NO2 6500 DP DELETE WINDOW FROM EEAM TO FSISATIGN SECOND FLOOR FRAMING PLAN NO2 °P 6X¢ O N2 it 60 SCALE. V4' r-G' ecAU v4' r-o' LIPPER LEVEL ROOF FRAMING PLAN iX6 DF P402 6X6 DF NO2 6X6 DF iX6 OF 6X6 DF NO2 1402 1402 J 6X6 OF NO2 MID LEVEL ROOF FRAMING PLAN SGALEm V4' F-0' Roof Beam' 2000 International Building Code (97 NDS) 1 Ver 6 00 7 By Charles Smith Lindberg Smith on: 07 -09 -2007 12:21 12 AM Project: BISHOP LOT 16 Location: ROOF 1 Summary 5 5 IN x 5 5 IN x 3.0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 169.3% Controlling Factor Section Modulus Depth Required 3 35 In Deflections. Dead Load DLD= Live Load. LLD= Total Load: TLD= Reactions (Each End) Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only support capacity not checked) BL= Beam Data. Span. L= Maximum Unbraced Span. Lu= Pitch Of Roof RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Roof Loading Roof Live Load -Side One. LL1= Roof Dead Load -Side One. DL1= Tributary Width -Side One TW1= Roof Live Load -Side Two LL2= Roof Dead Load -Side Two DL2= Tributary Width -Side Two TW2= Roof Duration Factor Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load wD adj= Total Uniform Load wT= Properties For #2 Douglas Fir -Larch Bending Stress. Fb= Shear Stress. Fv= Modulus of Elasticity E_ Stress Perpendicular to Grain Fc_perp= Adjusted Properties Fb (Tension) Fb'= Adjustment Factors: Cd =1 15 CI =1 00 Cf =1 00 Fv' Fv'= Adjustment Factors: Cd =1 15 Design Requirements. Controlling Moment: M= 1.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= At a distance d from support. Critical shear created by combining all dead and live loads Comparisons With Required Sections: Section Modulus (Moment) Sreq= S= Area (Shear) Areq= A= Moment of Inertia (Deflection) Ireq= 1= 0.00 IN 001 IN =L/4304 0 01 IN U2979 683 LB 304 LB 986 LB 0.29 I N 3 0 FT 167 FT 0 12 240 180 35 0 PSF 15 0 PSF 13 0 FT 25 0 PSF 150 PSF 0 0 FT 1 15 7 PLF 3 0 FT 455 PLF 202 PLF 657 PLF 750 PSI 85 PSI 1300000 PSI 625 PSI 862 PSI 98 PSI 740 FT -LB 690 LB 10.29 2773 10 59 30.25 461 76.26 N3 N3 N2 N2 N4 N4 1 Roof Beamf 2000 International Building Code (97 NDS) 1 Ver 6 00 7 By Charles Smith Lindberg Smith on: 07 -09 -2007 12:21 44 AM Project: BISHOP LOT 16 Location. ROOF 2 Summary 5.5 IN x 7 5 IN x 6.0 FT /#2 Douglas Fir -Larch Dry Use Section Adequate By 24 7% Controlling Factor Section Modulus Depth Required 6 72 In Deflections: Dead Load. DLD= 0 02 IN Live Load: LLD= 0 05 IN L/1364 Total Load TLD= 0 08 IN L/941 Reactions (Each End) Live Load: LL -Rxn= 1365 LB Dead Load. DL -Rxn= 615 LB Total Load TL -Rxn= 1980 LB Bearing Length Required (Beam only support capacity not checked) BL= 0 58 IN Beam Data: Span L= 6 0 FT Maximum Unbraced Span Lu= 1 67 FT Pitch Of Roof RP= 0 12 Live Load Deflect. Criteria. L/ 240 Total Load Deflect. Criteria: L/ 180 Roof Loading Roof Live Load -Side One. LL1= 35 0 PSF Roof Dead Load -Side One. DL1= 15 0 PSF Tributary Width -Side One TW1= 13 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= 0 0 FT Roof Duration Factor Cd= 1 15 Beam Self Weight: BSW= 10 PLF Slope /Pitch Adjusted Lengths and Loads. Adjusted Beam Length. Ladj= 6 0 FT Beam Uniform Live Load: wL= 455 PLF Beam Uniform Dead Load: wD_adj= 205 PLF Total Uniform Load. wT= 660 PLF Properties For #2 Douglas Fir -Larch Bending Stress Fb= 750 PSI Shear Stress Fv= 85 PSI Modulus of Elasticity E= 1300000 PSI Stress Perpendicular to Grain. Fc_perp= 625 PSI Adjusted Properties Fb (Tension) Fb'= 862 PSI Adjustment Factors. Cd =1 15 CI =1 00 Cf =1 00 Fv' Fv'= 98 PSI Adjustment Factors Cd =1 15 Design Requirements. Controlling Moment: M= 2970 FT -LB 3 0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= 1584 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= 41 36 N3 S= 51 56 N3 Area (Shear) Areq= 24 31 N2 A= 41.25 N2 Moment of Inertia (Deflection) lreq= 37 01 N4 1= 193.36 N4 Roof Beam!' 2000 International Building Code (97 NDS) 1 Ver 6 00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 12.23.30 AM Project: BISHOP LOT 16 Location ROOF 3 Summary 5.5 IN x 5 5 IN x 6.0 FT #2 Douglas Fir -Larch Dry Use _Section.Adequate_By 8% _Controlling_Factor Section Modulus Depth Required 1 98_In Deflections. Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End) Live Load: LL -Rxn= Dead Load DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only support capacity not checked) BL= Beam Data: Span. L= Maximum Unbraced Span: Lu= Pitch Of Roof RP= Live Load Deflect. Criteria. U Total Load Deflect. Criteria. U Roof Loading Roof Live Load -Side One: LL1= Roof Dead Load -Side One DL1= Tributary Width -Side One. TW1= Roof Live Load -Side Two LL2= Roof Dead Load -Side Two DL2= Tributary Width -Side Two TW2= Roof Duration Factor Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads. Adjusted Beam Length Ladj= Beam Uniform Live Load. wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For #2 Douglas Fir -Larch Bending Stress. Fb= Shear Stress. Fv= Modulus of Elasticity' E_ Stress Perpendicular to Grain. Fc_perp= Adjusted Properties Fb' (Tension) Fb'= Adjustment Factors. Cd =1 15 CI =1 00 Cf =1 00 Fv' Fv'= Adjustment Factors. Cd =1 15 Design Requirements: Controlling Moment: M= 3 0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections. Section Modulus (Moment) Sreq= S= Area (Shear) Areq= A= Moment of Inertia (Deflection) Ireq= I= 0 01 IN 0 01 IN U6995 0.02 IN L/4269 105 LB 67' LB 172 LB 0 05 IN 6 0 FT 167 FT 0 12 240 180 35 0 PSF 15.0 PSF 10 FT 25 0 PSF 15 0 PSF 0 0 FT 1 15 7 PLF 3.59 27 73 2.27 30.25 3.22 76.26 6 0 FT 35 PLF 22 PLF 57 PLF 750 PSI 85 PSI 1300000 PSI 625 PSI 862 PSI 98 PSI 258 FT -LB 148 LB N3 N3 N2 N2 N4 N4 Roof Beam' 2000 International Building Code (97 NDS) 1 Ver 6 00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 12:25 37 AM Project: BISHOP LOT 16 Location. ROOF 4 Summary 5.5 IN x 5 5 IN x 3 0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 2987.2% Controlling Factor Section Modulus Depth Required 0 99 In Deflections. Dead Load: DLD= Live Load. LLD= Total Load: TLD= Reactions (Each End) Live Load LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only support capacity not checked) BL= Beam Data: Span. L= Maximum Unbraced Span: Lu= Pitch Of Roof RP= Live Load Deflect. Criteria. L/ 240 Total Load Deflect. Criteria. L/ 180 Roof Loading: Roof Live Load -Side One. LL1= Roof Dead Load -Side One. DL1= Tributary Width -Side One. TW1= Roof Live Load -Side Two LL2= Roof Dead Load -Side Two DL2= Tributary Width -Side Two TW2= Roof Duration Factor Cd= Beam Self Weiqht: BSW= Slope /Pitch Adjusted Lengths and Loads. Adjusted Beam Length Ladj= Beam Uniform Live Load wL= Beam Uniform Dead Load wD_adi= Total Uniform Load: wT= Properties For #2 Douglas Fir -Larch Bending Stress Fb= Shear Stress. Fv= Modulus of Elasticity E_ Stress Perpendicular to Grain. Fc_perp= Adjusted Properties Fb' (Tension) Fb'= Adjustment Factors Cd =1 15 CI =1 00 Cf =1 00 Fv' Fv'= Adjustment Factors. Cd =1 15 Design Requirements. Controlling Moment: M= 1 5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections. Section Modulus (Moment) Sreq= 0.90 S= 27 73 Area (Shear) Areq= 0 92 A= 30.25 Moment of Inertia (Deflection) Ireq= 0 40 I= 76.26 0 00 IN 0 00 IN U55956 0 00 IN U34148 53 LB 34 LB 86 LB 0 03 IN 3 0 FT 167 FT 0 12 35 0 PSF 15 0 PSF 10 FT 25 0 PSF 15 0 PSF 0 0 FT 1 15 7 PLF 3.0 FT 35 PLF 22 PLF 57 PLF 750 PSI 85 PSI 1300000 PSI 625 PSI 862 PSI 98 PSI 65 FT -LB 60 LB N3 N3 N2 N2 N4 N4 Roof Beam[ 2000 International Building Code (97 NDS) 1 Ver 6 00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 12.2601 AM Project: BISHOP LOT 16 Location ROOF 5 Summary 5.5 IN x 5.5 IN x 3.0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 1189 1% Controlling Factor Section Modulus Depth Required 1 53 In Deflections: Dead Load: DLD= Live Load LLD= Total Load: TLD= Reactions (Each End). Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only support capacity not checked) BL= Beam Data. Span. L= Maximum Unbraced Span Lu= Pitch Of Roof RP= Live Load Deflect. Criteria. L/ Total Load Deflect. Criteria. L/ Roof Loading: Roof Live Load -Side One. LL1= Roof Dead Load -Side One. DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two LL2= Roof Dead Load -Side Two DL2= Tributary Width -Side Two TW2= Roof Duration Factor Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads. Adjusted Beam Length. Ladj= Beam Uniform Live Load wL= Beam Uniform Dead Load wD_adj= Total Uniform Load wT= Properties For #2 Douglas Fir -Larch Bendinq Stress. Fb= Shear Stress. Fv= Modulus of Elasticity' E= Stress Perpendicular to Grain Fc_perp= Adjusted Properties Fb' (Tension) Fb'= Adjustment Factors: Cd =1 15 CI =1 00 Cf =1 00 Fv' Fv'= Adjustment Factors. Cd =1 15 Design Requirements Controlling Moment: M= 1 5 ft from left support Critical moment created by combining all dead and live loads Controlling Shear V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections. Section Modulus (Moment) Sreq= S= Area (Shear) Areq= A= Moment of Inertia (Deflection) Ireq= 1= 0 00 IN 0 00 IN L123041 0 00 IN L/14259 128 LB 79 LB 206 LB 0 06 IN 3.0 FT 1.67 FT 0 12 240 180 35 0 PSF 15 0 PSF 10 FT 25 0 PSF 15 0 PSF 2.0 FT 1 15 7 PLF 3 0 FT 85 PLF 52 PLF 137 PLF 750 PSI 85 PSI 1300000 PSI 625 PSI 862 PSI 98 PSI 155 FT -LB 144 LB 2.15 27 73 2.21 30.25 0 96 76.26 N3 N3 N2 N2 N4 N4 Roof Beam!" 2000 International Building Code (97 NDS) 1 Ver 6 00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 12:27 56 AM Project: BISHOP LOT 16 Location. ROOF 6 Summary 5.5 IN x 5.5 IN x 3 0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 170 8% Controlling Factor Section Modulus Depth Required 3.34 In Deflections: Dead Load: DLD= Live Load. LLD= Total Load. TLD= Reactions (Each End) Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load TL -Rxn= Bearing Length Required (Beam only support capacity not checked) BL= Beam Data: Span. L= Maximum Unbraced Span Lu= Pitch Of Roof RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria. L/ Roof Loadinq Roof Live Load -Side One LL1= Roof Dead Load -Side One. DL1= Tributary Width -Side One. TW1= Roof Live Load -Side Two LL2= Roof Dead Load -Side Two DL2= Tributary Width -Side Two TW2= Roof Duration Factor Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads Adjusted Beam Length. Ladj= Beam Uniform Live Load wL= Beam Uniform Dead Load wD_adj= Total Uniform Load wT= Properties For #2 Douglas Fir -Larch Bending Stress: Fb= Shear Stress. Fv= Modulus of Elasticity' E= Stress Perpendicular to Grain Fc_perp= Adjusted Properties Fb (Tension) Fb'= Adjustment Factors. Cd =1 15 CI =1 00 Cf =1 00 Fv' Fv'= Adjustment Factors. Cd =1 15 Design Requirements. Controlling Moment: M= 1 5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections Section Modulus (Moment) Sreq= S= Area (Shear) Areq= A= Moment of Inertia (Deflection) Ireq= I= 0 00 IN 0 01 IN U4958 0 01 IN U2995 593 LB 388 LB 981 LB 0.29 IN 3.0 FT 167 FT 6 12 240 180 35 0 PSF 15 0 PSF 2.0 FT 25 0 PSF 15 0 PSF 13.0 FT 1 15 7 PLF 3 0 FT 395 PLF 259 PLF 654 PLF 750 PSI 85 PSI 1300000 PSI 625 PSI 862 PSI 98 PSI 736 FT -LB 687 LB 10.24 N3 27 73 N3 10.54 N2 30.25 N2 4.58 N4 76.26 N4 Roof Beam( 2000 International Building Code (97 NDS) 1 Ver 6 00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 12:28 18 AM Project: BISHOP LOT 16 Location. ROOF 7 Summary 5 5 IN x 5 5 IN x 4 0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 552.4% Controlling Factor Section Modulus Depth Required 2.15 In Deflections. Dead Load: DLD= Live Load: LLD= Total Load TLD= Reactions (Each End) Live Load LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only support capacity not checked) BL= Beam Data. Span L= Maximum Unbraced Span Lu= Pitch Of Roof RP= Live Load Deflect. Criteria. L/ Total Load Deflect. Criteria. L/ Roof Loading Roof Live Load -Side One LL1= Roof Dead Load -Side One. DL1= Tributary Width -Side One. TW1= Roof Live Load -Side Two. LL2= Roof Dead Load -Side Two DL2= Tributary Width -Side Two TW2= Roof Duration Factor Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads. Adjusted Beam Length. Ladj= Beam Uniform Live Load. wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For #2 Douglas Fir -Larch Bending Stress. Fb= Shear Stress: Fv= Modulus of Elasticity E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb (Tension) Fb'= Adjustment Factors. Cd =1 15 CI =1 00 Cf =1 00 Fv' Fv'= Adjustment Factors Cd =1 15 Design Requirements. Controlling Moment: M= 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections. Section Modulus (Moment) Sreq= S= Area (Shear) Areq= A= Moment of Inertia (Deflection) Ireq= 1= 0 00 IN 0 01 IN U8697 0.01 IN L/5412 190 LB 115 LB 305 LB 0.09 IN 4.0 FT 167 FT 6 12 240 180 35 0 PSF 15 0 PSF 2.0 FT 25.0 PSF 15 0 PSF 10 FT 1 15 7 PLF 4 0 FT 95 PLF 58 PLF 153 PLF 750 PSI 85 PSI 1300000 PSI 625 PSI 862 PSI 98 PSI 305 FT -LB 238 LB 4.25 2773 3.65 30.25 2.54 76.26 N3 N3 N2 N2 N4 N4 Roof Beamf 2000 International Building Code (97.NDS)1 Ver 6 00.7 By Charles Smith Lindberg Smith on: 07 10 -2007 11 43.38 AM Project: BISHOP LOT 16 Location. ROOF 8 Summary 5.5 IN x 5.5 IN x 5 0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 0.5% Controlling Factor Section Modulus Depth Required 5 49 In Deflections. Dead Load: DLD= 0 04 IN Live Load. LLD= 0 05 IN U1128 Total Load. TLD= 0 09 IN L/667 Reactions (Each End) Live Load. LL -Rxn= 938 LB Dead Load DL -Rxn= 647 LB Total Load: TL -Rxn= 1585 LB Bearing Length Required (Beam only support capacity not checked) BL= 0 46 IN Beam Data. Span. L= 5.0 FT Maximum Unbraced Span Lu= 2.0 FT Pitch Of Roof. RP= 6 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= 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= 13 0 FT Roof Duration Factor Cd= 1 15 Beam Self Weight: BSW= 7 PLF Slope /Pitch Adjusted Lengths and Loads. Adjusted Beam Length Ladj= 5 0 FT Beam Uniform Live Load. wL= 375 PLF Beam Uniform Dead Load. wD_adj= 259 PLF Total Uniform Load. wT= 634 PLF Properties For #2 Douglas Fir -Larch Bending Stress. Fb= 750 PSI Shear Stress. Fv= 85 PSI Modulus of Elasticity. E= 1300000 PSI Stress Perpendicular to Grain Fc_perp= 625 PSI Adjusted Properties Fb' (Tension) Fb'= 862 PSI Adjustment Factors: Cd =1 15 C1 =1 00 Cf =1 00 Fv' Fv'= 98 PSI Adjustment Factors: Cd =1 15 Design Requirements. Controlling Moment: M= 1981 FT -LB 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= 1300 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= 27.58 N3 S= 27 73 N3 Area (Shear) Areq= 19 94 N2 A= 30.25 N2 Moment of Inertia (Deflection) Ireq= 20 57 N4 1= 76.26 N4 Floor Joistr 2000 International Building Code (97 NDS) 1 Ver 6 00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 12:3602 AM Project: BISHOP LOT 16 Location MASTER DECK JOISTS Summary 1 5 IN x 11.25 IN x 12.0 FT (6 6) Ca)_ 16 O C #2 Douglas Fir -Larch (North) Dry Use Section Adequate By 32.7% Controlling Factor Section Modulus Depth Required 9 77 In Left Cantilever Deflections. Dead Load: DLD -Left= 0 04 IN Live Load: LLD -Left= 0 15 IN 2L1942 Total Load: TLD -Left= 0 19 IN 2L/749 Center Span Deflections. Dead Load: DLD- Center= 0 00 IN Live Load: LLD Center= -0 02 IN L/4282 Total Load: TLD- Center= -0 02 IN L/3622 Center Span Left End Reactions (Support A) Live Load. LL- Rxn -A= 760 LB Dead Load: DL- Rxn -A= 240 LB Total Load: TL- Rxn -A= 1000 LB Bearing Length Required (Beam only support capacity not checked) BL -A= 1 07 IN Center Span Right End Reactions (Support B) Live Load: LL- Rxn -B= 160 LB Dead Load DL- Rxn -B= 0 LB Total Load: TL- Rxn -B= 160 LB Design For Uplift Loads (Includes Uplift Factor of Safety) Rxn -B -min= -200 LB Bearing Length Required (Beam only support capacity not checked) BL -B= 0 17 IN Dead Load Uplift F S FS= 1.5 Joist Data. Left Cantilever Length. L1= 6 0 FT Center Span Length L2= 6 0 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. L/ 360 Left Cantilever Loading: Uniform Floor Loading. Live Load. LL 1= 50 0 PSF Dead Load: DL 1= 15 0 PSF Total Load TL 1= 65 0 PSF Total Load Adjusted for Joist Spacing wT 1= 87 PLF 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 (Compression Face in Tension) Fb'= 785 PSI Adjustment Factors. Cd =1 00 C1 =0 80 Cf =1 00 Cr =1 15 Fv' Fv'= 95 PSI Adjustment Factors Cd =1 00 Design Requirements. Controlling Moment: M= 1560 FT -LB Over right support of span 1 (Left Span) Critical moment created by combining all dead loads and live loads on span(s) 1 2 Controlling Shear V= 442 LB At a distance d from the right support of span 1 (Left Span) Critical shear created by combining all dead loads and live loads on span(s) 1 2 Comparisons With Required Sections. Section Modulus (Moment) Sreq= 23 85 N3 S= 31 64 N3 Area (Shear) Areq= 6 98 N2 A= 16 88 N2 Moment of Inertia (Deflection) Ireq= 90 72 N4 1= 177 98 N4 Multi- Loaded Beam! 2000 International Building Code (97 NDS)1 Ver 6 00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 1 PM Project: BISHOP LOT 16 Location. FLOOR JOIST 1 Summary (5) 1 75 IN x 16.0 IN x 26 0 FT Versa -Lam 2800 Fb DF Boise Cascade Section Adequate By 162.1% Controlling Factor Moment of Inertia Depth Lvl's over 7 inches wide require special consideration by the design professi Laminations are to be fully connected to provide uniform transfer of loads to Span Deflections: Dead Load: Live Load: Total Load. Span Left End Reactions (Support A) Live Load: Dead Load Total Load. Bearing Length Required (Beam only support capacity not checked) Center Span Right End Reactions (Support B) Live Load: Dead Load: Total Load Bearing Length Required (Beam only support capacity not checked) Beam Data. Center Span Length. Center Span Unbraced Length -Top of Beam. Center Span Unbraced Length- Bottom of Beam Live Load Duration Factor Live Load Deflect. Criteria. Total Load Deflect. Criteria Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load. Point Load 1 Live Load Dead Load Location (From left end of span) Point Load 2 Live Load: Dead Load: Location (From left end of span) Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length. Properties For Versa -Lam 2800 Fb DF Bending Stress. Shear Stress. Modulus of Elasticity Stress Perpendicular to Grain. Adjusted Properties Fb (Tension) Adjustment Factors. Cd =1 00 C1 =0 99 Cf =0 97 Fv' Adjustment Factors: Cd =1 00 Design Requirements. Controlling Moment: 13.0 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 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= S= Area (Shear) Areq= A= Moment of Inertia (Deflection) Ireq= I= Center Center Boise Cascade Required 11 6 In onal. all members DLD- Center= LLD Center= TLD- Center= LL- Rxn -A= DL-Rxn-A= TL- Rxn -A= BL-A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lu2 Top= Lu2- Bottom= Cd= L/ L/ wL 2= wD -2= BSW= wT 2= PL1 2= PD1 2= X1 2= PL2 2= PD2 2= X2 2= TRL -Left -1 2= TRD -Left-1 2= TRL Right -1 2= TRD- Right -1 2= A -1 2= B -1 2= C -1 2= Fb= Fv= E= Fc_perp= Fb'= 0 18 0 32 0 50 1765 LB 1157 LB 2921 LB 0.37 IN 1969 LB 1215 LB 3184 LB 0 40 IN 26 0 FT 10.5 FT 10.5 FT 1 00 360 240 54 PLF 20 PLF 44 PLF 118 PLF 630 LB 236 LB 10.5 FT 420 LB 158 LB 18.5 FT 160 PLF 40 PLF 160 PLF 40 PLF 10 5 FT 18.5 FT 8 0 FT 2800 PSI 285 PSI 2000000 PSI 900 PSI 2694 PSI 285 PSI M= 25239 FT -LB Fv'= V= 3031 LB 112.42 N3 373.33 N3 15 95 N2 140 00 N2 1139 30 N4 2986 67 N4 IN IN L/982 IN L/629 Multi- Loaded Beam' 2000 International Building Code (97 NDS) 1 Ver 6.00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 1 36 PM Project: BISHOP LOT 16 Location FLOOR JOIST 1 Summary 5.125 IN x 15 0 IN x 26 0 FT 24F V4 Visually Graded Western Species Section Adequate By 18 5% Controlling Factor Moment of Inertia Depth Center Span Deflections. Dead Load: Live Load: Total Load: Camber Required: Center Span Left End Reactions (Support A) Live Load. Dead Load: Total Load: Bearing Length Required (Beam only support capacity not checked) Center Span Right End Reactions (Support B) Live Load Dead Load: Total Load: Bearing Length Required (Beam only support capacity not checked) Beam Data: Center Span Length Center Span Unbraced Length -Top of Beam. Center Span Unbraced Length- Bottom of Beam. Live Load Duration Factor Live Load Deflect. Criteria. Total Load Deflect. Criteria. Center Span Loading: Uniform Load Live Load Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load. Dead Load: Location (From left end of span) Point Load 2 Live Load. Dead Load Location (From left end of span) Trapezoidal Load 1 Left Live Load. Left Dead Load. Right Live Load: Right Dead Load Load Start: Load End: Load Length. Properties For 24F V4- Visually Graded Western Species Bending Stress. Shear Stress: Modulus of Elasticity Dry Use Required 14 18 In Area (Shear) Moment of Inertia (Deflection) DLD- Center= LLD Center= TLD- Center= C= LL- Rxn -A= DL-Rxn-A= TL- Rxn -A= BL-A= Stress Perpendicular to Grain Bending Stress of Comp Face in Tension. Adjusted Properties Fb' (Tension) Adjustment Factors Cd =1 00 C1 =0 98 Cv =0 96 Fv' Adjustment Factors Cd =1 00 Design Requirements: Controlling Moment: 13.0 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 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) LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lu2 Top= Lu2- Bottom= Cd= U U wL 2= wD -2= BSW= wT 2= PL1 2= PD1 2= X1 2= PL2 2= PD2 2= X2 2= TRL -Left-1 2= TRD -Left-1 2= TRL Right -1 2= TRD- Right -1 2= A -1 2= B -1 2= C -1 2= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Fb'= Fv'= M= V= Sreq= S= Areq= A= Ireq= I= 0.31 0.73 1 04 0 47 1765 831 2596 0 78 1969 889 2858 0.86 26.0 105 10.5 1 00 360 240 54 PLF 20 PLF 19 PLF 93 PLF 630 LB 236 LB 10 5 FT 420 LB 158 LB 18.5 FT 160 PLF 40 PLF 160 PLF 40 PLF 10 5 FT 18.5 FT 8 0 FT 2400 PS 190 PS 1800000 PS 1600000 PS 650 PS 1200 PS 2297 PS 190 PS 23121 2762 LB 120 76 192.19 21 80 76.88 1216 79 1441 41 IN IN U426 IN U299 IN LB LB LB IN LB LB LB IN FT FT FT FT -LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( AISC 9th Ed ASD 1 Ver 6 00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 1 17:51 PM Project: BISHOP LOT 16 Location. DECK BEAM 1 Summary A992 50 W8x28 x 26 0 FT Section Adequate By 30 4% Controlling Factor Moment of Inertia Deflections: Dead Load: DLD= 0.35 IN Live Load: LLD= 0 65 IN L/479 Total Load: TLD= 1 00 IN L/313 Reactions (Each End) Live Load: LL -Rxn= 2340 LB Dead Load. DL -Rxn= 1242 LB Total Load: TL -Rxn= 3582 LB Bearing Length Required (Beam only support capacity not checked) BL= 0 86 IN Beam Data: Span: L= 26 0 FT Unbraced Length -Top of Beam Lu= 1 67 FT Live Load Deflect. Criteria. L/ 360 Total Load Deflect. Criteria. U 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= 4.5 FT Floor Live Load -Side Two LL2= 40 0 PSF Floor Dead Load -Side Two DL2= 15 0 PSF Tributary Width -Side Two TW2= 0 0 FT Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load wL= 180 PLF Beam Self Weight: BSW= 28 PLF Beam Total Dead Load: wD= 96 PLF Total Maximum Load wT= 276 PLF Properties for W8x28/A992 50 Yield Stress Fy= 50 KSI Modulus of Elasticity E= 29000 KSI Depth. d= 8 06 N Web Thickness: tw= 0.29 N Flange Width. bf= 6.54 N Flange Thickness tf= 0 47 N Distance to Web Toe of Fillet: k= 0 86 N Moment of Inertia About X X Axis. lx= 98 00 N4 Section Modulus About X X Axis. Sx= 24 30 N3 Radius of Gyration of Compression Flange 1/3 of Web rt= 1 77 N Design Properties per AISC Steel Construction Manual Flange Buckling Ratio FBR= 7 03 Allowable Flange Buckling Ratio AFBR= 9 19 Web Buckling Ratio WBR= 28.28 Allowable Web Buckling Ratio AWBR= 90 51 Controlling Unbraced Length. Lb= 1 67 FT Limiting Unbraced Length for Fb= 66 *Fy Lc= 5 85 FT Allowable Bending Stress: Fb= 33 0 KSI Web Height to Thickness Ratio h /tw= 25 02 Limiting Web Height to Thickness Ratio for Fv= 4 *Fy h /tw- Limit= 53 74 Allowable Shear Stress: Fv= 20 0 KSI Design Requirements Comparison Controlling Moment: M= 23280 FT -LB Nominal Moment Strength. Mr= 66825 FT -LB Controlling Shear V= 3582 LB Nominal Shear Strength. Vr= 45942 LB Moment of Inertia (Deflection) Ireq= 75 13 IN4 I= 98 00 IN4 Uniformly Loaded Floor Beam( 2000 International Building Code (97 NDS) Ver 6 00 7 By Charles Smith Lindberg Smith on 07 -09 -2007 1 18.54 PM Project: BISHOP LOT 16 Location. DECK BEAM 1 Summary 5 125 IN x 27 0 IN x 26.0 FT 16F V1 Visually Graded Western Species Dry Use Section Adequate By 215.5% Controlling Factor Section Modulus Depth Required 15 88 In Deflections. Dead Load Live Load Total Load: Reactions (Each End) Live Load: Dead Load: Total Load Bearing Length Required (Beam only Camber Regd. Beam Data: Span. Unbraced Length -Top of Beam Live Load Deflect. Criteria: Total Load Deflect. Criteria. Camber Adjustment Factor Floor Loading. Floor Live Load -Side One. Floor Dead Load -Side One. Tributary Width -Side One Floor Live Load -Side Two Floor Dead Load -Side Two Tributary Width -Side Two Live Load Duration Factor Wall Load: Beam Loading: Beam Total Live Load: Beam Self Weight: Beam Total Dead Load Total Maximum Load: Properties For 16F V1 Visually Graded Western Species Bending Stress: Shear Stress. Modulus of Elasticity Stress Perpendicular to Grain. Bending Stress of Comp Face in Tension Adjusted Properties Fb (Tension) Adjustment Factors. Cd =1 00 CI =1 00 Cv =0.90 Fv' Adjustment Factors. Cd =1 00 Design Requirements. Controlling Moment: 13 0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections. Section Modulus (Moment) Area (Shear) Moment of Inertia (Deflection) support capacity not checked) DLD= LLD= TLD= LL -Rxn= DL -Rxn= TL -Rxn= BL= C= L= Lu= L/ CAF= LL1= DL1= TW1= LL2= DL2= TW2= Cd= WALL= wL= BSW= wD= wT= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Fb'= Fv'= M= V= Sreq= S= Areq= A= Ireq= 1= 0.10 0 17 0.26 2340 LB 1315 LB 3655 LB 1.27 IN 0 14 IN 26 0 FT 167 FT 360 240 1 5 X DLD 40 0 PSF 150 PSF 4 5 FT 40 0 PSF 15 0 PSF 0 0 FT 1 00 0 PLF 180 PLF 34 PLF 101 PLF 281 PLF 1600 PS 140 PS 1300000 PS 1100000 PS 560 PS 800 PS 1444 PS IN IN L/1843 IN L/1180 140 PS 23756 FT -LB 3070 LB 197 39 N3 622.69 N3 32.89 N2 138.38 N2 1710 14 N4 8406.28 N4 a Multi- Loaded Bearer 2000 International Building Code (97 NDS) 1 Ver• 6.00 7 By Charles Smith Lindberg Smith on: 07 -09 -2007 1 46 40 PM Project: BISHOP LOT 16 Location. ROOF 9 Summary 5 125 IN x 15 0 IN x 9 0 FT 24F V4 Visually Graded Western Species Dry Use Section Adequate By 372.6% Controlling Factor Area Depth Required 6 41 In Center Span Deflections. Dead Load: DLD- Center= Live Load: LLD Center= Total Load. TLD- Center= Camber Required. C Center Span Left End Reactions (Support A) Live Load: LL- Rxn -A= 1688 LB Dead Load: DL- Rxn -A= 1097 LB Total Load TL- Rxn -A= 2784 LB Bearing Length Required (Beam only support capacity not checked) BL -A= 0.84 IN Center Span Right End Reactions (Support B) Live Load: LL- Rxn -B= 1688 LB Dead Load: DL- Rxn -B= 1097 LB Total Load TL- Rxn -B= 2784 LB Bearing Length Required (Beam only support capacity not checked) BL -B= 0 84 IN Beam Data: Center Span Length. L2= 9 0 FT Center Span Unbraced Length -Top of Beam Lug Top= 2.0 FT Center Span Unbraced Length- Bottom of Beam. Lu2- Bottom= 9 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= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: wT 2= 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 Fc perp= 650 PS Fb_cpr= 1200 PS Stress Perpendicular to Grain. Bending Stress of Comp Face in Tension Adjusted Properties Fb' (Tension) Adjustment Factors. Fv' Adjustment Factors. Requirements. Controlling Moment: 4 5 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 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) 0 01 IN 0.02 IN L/5063 0.04 IN L/3069 0.02 IN Area (Shear) Moment of Inertia (Deflection) 375 PLF 225 PLF 19 PLF 619 PLF Fb'= 2392 PS Cd =1 00 CI =1 00 Fv'= 190 PS Cd =1 00 Design M= 6264 FT -LB V= 2060 LB Sreq= 3142 N3 S= 192.19 N3 Areq= 16.26 N2 A= 76 88 N2 Ireq= 112.74 N4 1= 1441 41 N4 i Roof Beam( 2000 International Building Code (97 NDS)1 Ver 6.00 7 By Charles Smith Lindberg Smith on 07 -09 -2007 1 48:28 PM Project: BISHOP LOT 16 Location. ROOF 10 Summary 5 125 IN x 15.0 IN x 12.0 FT 24F V4 Visually Graded Western Species Dry Use Section Adequate By 1155.8% Controlling Factor Area Depth Required 5.2 In Deflections: Dead Load. DLD= 0 02 Live Load. LLD= 0.02 Total Load: TLD= 0 03 Reactions (Each End) Live Load: LL -Rxn= 600 Dead Load: DL -Rxn= 515 Total Load: TL -Rxn= 1115 Bearing Length Required (Beam only support capacity not checked) BL= 0 33 Camber Regd. C= 0 02 Beam Data: Span: L= 12.0 Maximum Unbraced Span. Lu= 2.0 Pitch Of Roof: RP= 6 Live Load Deflect. Criteria. L/ 240 Total Load Deflect. Criteria: L/ 180 Camber Adjustment Factor CAF= 1 5 Roof Loading: Roof Live Load -Side One. LL1= 25 0 Roof Dead Load -Side One DL1= 15 0 Tributary Width -Side One. TW1= 2.0 Roof Live Load -Side Two LL2= 25 0 Roof Dead Load -Side Two DL2= 15 0 Tributary Width -Side Two TW2= 2.0 Roof Duration Factor Cd= 1 15 Beam Self Weight: BSW= 19 Slope /Pitch Adjusted Lengths and Loads. Adjusted Beam Length. Ladj= 12.0 Beam Uniform Live Load wL= 100 Beam Uniform Dead Load. wD_adi= 86 Total Uniform Load. wT= 186 Properties For 24F V4- Visually Graded Western Species Bending Stress. Fb= Shear Stress: Fv= Modulus of Elasticity Ex= Ey= Fc perp= Fb_cpr= Stress Perpendicular to Grain. Bending Stress of Comp Face in Tension Adjusted Properties Fb' (Tension) Adjustment Factors: Cd =1 15 CI =1 00 Fv' Adjustment Factors: Cd =1 15 Design Requirements. Controlling Moment: 6 0 ft from left support Critical moment created by combining all dead and live Toads. Controlling Shear At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections. Section Modulus (Moment) Area (Shear) Moment of Inertia (Deflection) IN IN L/8009 IN L/4311 LB LB LB IN IN FT FT 12 X DLD PSF PSF FT PSF PSF FT PLF FT PLF PLF PLF 2400 PS 190 PS 1800000 PS 1600000 PS 650 PS 1200 PS Fb'= 2750 PS Fv'= 219 PS M= 3344 FT -LB V= 892 LB Sreq= 14.59 N3 S= 192.19 N3 Areq= 612 N2 A= 76.88 N2 Ireq= 6018 N4 1= 1441 41 N4 Multi- Loaded Beamf AISC 9th Ed ASD 1 Ver 6 00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 1.3703 PM Project: BISHOP LOT 16 Location. ROOF /FLOOR 1 Summary A992 50 W10x112 x 12.0 FT Section Adequate By 1499 6% Controlling Factor Moment Center Span Deflections: Dead Load: DLD- Center= 0 01 IN Live Load: LLD- Center= 0 01 IN U11884 Total Load: TLD- Center= 0 03 IN U5560 Center Span Left End Reactions (Support A) Live Load: LL- Rxn -A= 3212 LB Dead Load: DL- Rxn -A= 3864 LB Total Load TL- Rxn -A= 7076 LB Bearing Length Required (Beam only support capacity not checked) BL -A= 1 75 IN Center Span Right End Reactions (Support B) Live Load: LL- Rxn -B= 2731 LB Dead Load: DL- Rxn -B= 2823 LB Total Load: TL- Rxn -B= 5554 LB Bearing Length Required (Beam only support capacity not checked) BL -B= 1 75 IN Beam Data. Center Span Length. L2= 12.0 FT Center Span Unbraced Length -Top of Beam. Lu2 Top= 2.0 FT Center Span Unbraced Length- Bottom of Beam. Lu2- Bottom= 12.0 FT Live Load Deflect. Criteria. U 360 Total Load Deflect. Criteria. L/ 240 Center Span Loading Uniform Load. Live Load: wL 2= 375 PLF Dead Load: wD -2= 225 PLF Beam Self Weight: BSW= 112 PLF Total Load. wT 2= 712 PLF Point Load 1 Live Load PL1 2= 1443 LB Dead Load: PD1 2= 2163 LB Location (From left end of span) X1 2= 4 0 FT Trapezoidal Load 1 Left Live Load. TRL -Left-1 2= 0 PLF Left Dead Load: TRD -Left-1 2= 120 PLF Right Live Load: TRL Right -1 2= 0 PLF Right Dead Load: TRD- Right -1 -2= 120 PLF Load Start: A -1 2= 0.0 FT Load End B -1 2= 4 0 FT Load Length C -1 2= 4 0 FT Properties for W10x112/A992 50 Yield Stress Fy= 50 KSI Modulus of Elasticity E= 29000 KSI Depth. d= 1136 N Web Thickness. tw= 0 76 N Flange Width. bf= 10 42 N Flange Thickness: tf= 1.25 N Distance to Web Toe of Fillet: k= 1 75 N Moment of Inertia About X X Axis: Ix= 716 00 N4 Section Modulus About X X Axis Sx= 126 00 N3 Radius of Gyration of Compression Flange 1/3 of Web rt= 2.88 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio FBR= 4 17 Allowable Flange Buckling Ratio AFBR= 9 19 Web Buckling Ratio. WBR= 15 05 Allowable Web Buckling Ratio AWBR= 90.51 Controlling Unbraced Length. Lb= 2.0 FT Limiting Unbraced Length for Fb= 66 *Fy Lc= 9.33 FT Allowable Bending Stress. Fb= 33 0 KSI Web Height to Thickness Ratio. h /tw= 11 74 Limiting Web Height to Thickness Ratio for Fv= 4 *Fy h /tw- Limit= 53 74 Allowable Shear Stress. Fv= 20 0 KSI Design Requirements Comparison: Controlling Moment: M= 21662 FT -LB 4.2 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength. Mr= 346500 FT -LB Controlling Shear V= 7076 LB At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strength. Vr= 171536 LB Moment of Inertia (Deflection) Ireq= 30 91 IN4 1= 716 00 IN4 Multi- Loaded Beam' 2000 International Building Code (97 NDS) 1 Ver 6 00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 1 37 56 PM Project: BISHOP LOT 16 Location ROOF /FLOOR 1 Summary 5 125 IN x 15 0 IN x 12.0 FT 24F V4 Visually Graded Western Species Section Adequate By 73.0% Controlling Factor Area Depth Required 10. Span Deflections: Dead Load: Live Load: Total Load Camber Required: Span Left End Reactions (Support A) Live Load. Dead Load: Total Load: Bearing Length Required (Beam only support capacity not checked) Center Span Right End Reactions (Support B) Live Load: Dead Load: Total Load Bearing Length Required (Beam only support capacity not checked) Beam Data: Center Span Length Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length- Bottom of Beam Live Load Duration Factor Live Load Deflect. Criteria: Total Load Deflect. Criteria. Center Span Loading Uniform Load Live Load: Dead Load. Beam Self Weight: Total Load Point Load 1 Live Load: Dead Load. Location (From left end of span) Trapezoidal Load 1 Left Live Load Left Dead Load Right Live Load. Right Dead Load: Load Start: Load End: Load Length. Properties For 24F V4- Visually Graded Western Species Bending Stress: Shear Stress. Modulus of Elasticity Center Center Stress Perpendicular to Grain Bending Stress of Comp Face in Tension Adjusted Properties Fb' (Tension) Adjustment Factors. Cd =1 00 CI =1 00 Fv' Area (Shear) Moment of Inertia (Deflection) Dry Use 88 In DLD- Center= LLD Center= TLD- Center= C= LL- Rxn -A= DL- Rxn -A= TL- Rxn -A= BL-A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lu2 Top= Lu2- Bottom= Cd= L/ U wL 2= wD -2= BSW= wT 2= PL1 2= PD1 2= X1-2= TRL -Left-1 2= TRD -Left -1 2= TRL Right -1 2= TRD- Right -1 2= A -1 2= B -1 2= C -1 2= Adjustment Factors: Cd =1 00 Design Requirements: Controlling Moment: 4 08 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 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) Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Fb'= 190 PS M= 20149 FT -LB Fv'= V= Sreq= S= Areq= A= Ireq= I= 0 09 0 10 0 19 0 14 3212 LB 3304 LB 6516 LB 1.96 IN 2731 LB 2263 LB 4994 LB 1.50 IN 12.0 FT 2.0 FT 12.0 FT 1 00 360 240 375 PLF 225 PLF 19 PLF 619 PLF 1443 LB 2163 LB 4 0 FT 0 PLF 120 PLF 0 PLF 120 PLF 0 0 FT 4 0 FT 4 0 FT 2400 PS 190 PS 1800000 PS 1600000 PS 650 PS 1200 PS 2392 PS 5630 LB 101 08 N3 192.19 N3 44 44 N2 76.88 N2 457 74 N4 1441 41 N4 IN IN U1485 IN U756 IN Combination Roof and Floor Beamf 2000 International Building Code (97 NDS) Ver 6 00.7 By Charles Smith Lindberg Smith on. 07 -09 -2007 2:43 19 PM Project: BISHOP LOT 16 Location ROOF /FLOOR 2 Summary 5.5 IN x 5.5 IN x 5.0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 31.3% Controlling Factor Section Modulus Depth Required 4 8 In Deflections: Dead Load: DLD= 0 04 IN Live Load: LLD= 0 03 IN L/1891 Total Load: TLD= 0 07 IN L/871 Reactions (Each End) Live Load: LL -Rxn= 559 LB Dead Load DL -Rxn= 654 LB Total Load: TL -Rxn= 1214 LB Bearing Length Required (Beam only support capacity not checked) BL= 0 35 IN Beam Data: Span. L= 5.0 FT Maximum Unbraced Span. Lu= 1 67 FT Live Load Deflect. Criteria. U 360 Total Load Deflect. Criteria. U 240 Roof Loading: Roof Live Load -Side One. RLL1= 25.0 PSF Roof Dead Load -Side One. RDL1= 15 0 PSF Roof Tributary Width -Side One. RTW1= 2.0 FT Roof Live Load -Side Two RLL2= 25 0 PSF Roof Dead Load -Side Two RDL2= 15 0 PSF Roof Tributary Width -Side Two RTW2= 3 75 FT Roof Duration Factor Cd -roof= 1 15 Floor Loading: Floor Live Load -Side One FLL1= 40 0 PSF Floor Dead Load -Side One. FDL1= 15 0 PSF Floor Tributary Width -Side One: FTW1= 2.0 FT Floor Live Load -Side Two FLL2= 40 0 PSF Floor Dead Load -Side Two FDL2= 15 0 PSF Floor Tributary Width -Side Two FTW2= 0 0 FT Floor Duration Factor Cd -floor= 1 00 Wall Load: WALL= 128 PLF Beam Loads: Roof Uniform Live Load: wL -roof= 144 PLF Roof Uniform Dead Load (Adjusted for roof pitch) wD -roof= 96 PLF Floor Uniform Live Load wL -floor= 80 PLF Floor Uniform Dead Load wD -floor= 30 PLF Beam Self Weight: BSW= 7 PLF Combined Uniform Live Load. wL= 224 PLF Combined Uniform Dead Load: wD= 262 PLF Combined Uniform Total Load: wT= 486 PLF Controlling Total Design Load: wT -cont= 486 PLF Properties For #2 Douglas Fir -Larch Bending Stress. Fb= 750 PSI Shear Stress. Fv= 85 PSI Modulus of Elasticity' E= 1300000 PSI Stress Perpendicular to Grain. Fc_perp= 625 PSI Adjusted Properties Fb (Tension) Fb'= 862 PSI Adjustment Factors. Cd =1 15 CI =1 00 Cf =1 00 Fv' Fv'= 98 PSI Adjustment Factors. Cd =1 15 Design Requirements. Controlling Moment: M= 1517 FT -LB 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= 995 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= 21 12 N3 S= 27 73 N3 Area (She Areq= 15.27 N2 A= 30.25 N2 Moment of Inertia (Deflection) Ireq= 21 01 N4 I= 76.26 N4 Combination Roof and Floor Beam( AISC 9th Ed ASD 1 Ver 6.00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 2:46:23 PM Project: BISHOP LOT 16 Location. ROOF /FLOOR 3 Summary A992 50 W12x45 x 26.0 FT Section Adequate By 104 8% Controlling Factor Moment of Inertia Deflections. Dead Load. DLD= 0.53 IN Live Load: LLD= 0 11 IN L/2917 Total Load: TLD= 0.63 IN L/492 Reactions (Each End) Live Load. LL -Rxn= 1365 LB Dead Load: DL -Rxn= 6734 LB Total Load. TL -Rxn= 8099 LB Bearing Length Required (Beam only support capacity not checked) BL= 1 08 IN Beam Data: Span L= 26.0 FT Maximum Unbraced Span. Lu= 2.0 FT Live Load Deflect. Criteria. U 360 Total Load Deflect. Criteria. L/ 240 Roof Loading: Roof Live Load -Side One RLL1= 25 0 PSF Roof Dead Load -Side One. RDL1= 15 0 PSF Roof Tributary Width -Side One RTW1= 1 0 FT Roof Live Load -Side Two RLL2= 25 0 PSF Roof Dead Load -Side Two RDL2= 15.0 PSF Roof Tributary Width -Side Two RTW2= 0 0 FT Floor Loading Floor Live Load -Side One FLL1= 40 0 PSF Floor Dead Load -Side One FDL1= 15 0 PSF Floor Tributary Width -Side One FTW1= 1 0 FT Floor Live Load -Side Two FLL2= 40 0 PSF Floor Dead Load -Side Two FDL2= 15 0 PSF Floor Tributary Width -Side Two: FTW2= 1 0 FT Wall Load: WALL= 428 PLF Beam Loads. Roof Uniform Live Load wL -roof= 25 PLF Roof Uniform Dead Load (Adjusted for roof pitch) wD -roof= 15 PLF Floor Uniform Live Load wL -floor= 80 PLF Floor Uniform Dead Load: wD -floor= 30 PLF Beam Self Weight: BSW= 45 PLF Combined Uniform Live Load: wL= 105 PLF Combined Uniform Dead Load: wD= 518 PLF Combined Uniform Total Load wT= 623 PLF Controlling Total Design Load. wT -cont= 623 PLF Properties for W12x45/A992 50 Yield Stress: Fy= 50 KSI Modulus of Elasticity E= 29000 KSI Depth: d= 12.06 N Web Thickness: tw= 0.34 N Flange Width: bf= 8 05 N Flange Thickness. tf= 0.58 N Distance to Web Toe of Fillet: k= 1 08 N Moment of Inertia About X X Axis: lx= 348 00 N4 Section Modulus About X X Axis: Sx= 57 70 N3 Radius of Gyration of Compression Flange 1/3 of Web rt= 2.15 N Design Properties per AISC Steel Construction Manual Flange Buckling Ratio FBR= 7 00 Allowable Flange Buckling Ratio AFBR= 9 19 Web Buckling Ratio WBR= 36 00 Allowable Web Buckling Ratio AWBR= 90.51 Controlling Unbraced Length. Lb= 2.0 FT Limitinq Unbraced Length for Fb= 66*Fy Lc= 7.21 FT Allowable Bending Stress. Fb= 33.0 KSI Web Height to Thickness Ratio h /tw= 32.57 Limiting Web Height to Thickness Ratio for Fv= 4*Fy h /tw- Limit= 53 74 Allowable Shear Stress Fv= 20 0 KSI Design Requirements Comparison Controlling Moment: M= 52644 FT -LB Nominal Moment Strength Mr= 158675 FT -LB Controlling Shear V= 8099 LB Nominal Shear Strength Vr= 80802 LB Moment of Inertia (Deflection) Ireq= 169 88 IN4 1= 348 00 IN4 Multi- Loaded Beam' 2000 International Building Code (97 NDS) 1 Ver 6 00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 2:51 31 PM Project: BISHOP LOT 16 Location ROOF /FLOOR 4 Summary 5.5 IN x 11.5 IN x 4 0 FT #2 Douglas Fir -Larch Dry Use Section Inadequate By 68.1% Controlling Factor Area Depth Required Span Deflections. Dead Load. Live Load: Total Load: Span Left End Reactions (Support A) Live Load: Dead Load Total Load Bearing Length Required (Beam only support capacity not checked) Center Span Right End Reactions (Support B) Live Load: Dead Load Total Load. Bearing Length Required (Beam only support capacity not checked) Beam Data: Center Span Length. Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length- Bottom of Beam. Live Load Duration Factor Live Load Deflect. Criteria. Total Load Deflect. Criteria. Center Span Loading. Uniform Load. Live Load: Dead Load: Beam Self Weight: Total Load Point Load 1 Live Load: Dead Load: Location (From left end of span) Trapezoidal Load 1 Left Live Load: Left Dead Load Right Live Load: Right Dead Load. Load Start: Load End. Load Length. Trapezoidal Load 2 Left Live Load Left Dead Load Right Live Load Right Dead Load: Load Start: Load End: Load Length. Properties For. #2 Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity E= Stress Perpendicular to Grain. Fc_perp= Adjusted Properties Fb' (Tension) Fb'= Adjustment Factors. Cd =1 00 CI =1 00 Cf =1 00 Fv' Fv'= Adjustment Factors: Cd =1 00 Design Requirements: Controlling Moment: M= 2.48 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= 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) Srea= FAILED S= Area (Shear) Area= FAILED A= Moment of Inertia (Deflection) Ireq= 1= Center Center 19.34 In DLD- Center= LLD Center= TLD- Center= LL- Rxn -A= DL- Rxn -A= TL- Rxn -A= BL -A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lu2 Top= Lu2- Bottom= Cd= L/ L/ wL 2= wD -2= BSW= wT 2= PL1 2= PD1 2= X1 2= TRL -Left -1 2= TRD -Left -1 2= TRL Right -1 2= TRD- Right -1 2= A -1 2= B -1 2= C -1 2= TRL -Left-2 2= TRD -Left -2 2= TRL Right -2 2= TRD- Right -2 2= A -2 2= B -2 2= C -2 2= 0 02 001 0 02 1775 LB 3016 LB 4791 LB 1.39 IN 1995 LB 4932 LB 6926 LB 2.01 IN 4 0 FT 167 FT 4 0 FT 1 00 360 240 520 PLF 195 PLF 15 PLF 730 PLF 1365 LB 6734 LB 2.5 FT 130 PLF 0 PLF 130 PLF 0 PLF 0 0 FT 2.5 FT 2.5 FT 0 PLF 248 PLF 0 PLF 248 PLF 2.5 FT 4.0 FT 1.5 FT 875 PSI 85 PSI 1300000 PSI 625 PSI 874 PSI IN IN L/6802 IN L/1950 85 PSI 9236 FT -LB 6026 LB 126.83 N3 121.23 N3 106.35 N2 63.25 N2 85 78 N4 697 07 N4 Combination Roof and Floor Beamf 2000 International Building Code (97 NDS) Ver 6.00 7 By Charles Smith Lindberg Smith on: 07 -09 -2007 306.43 PM Protect: BISHOP LOT 16 Location ROOF /FLOOR 5 Summary 5.5 IN x 9.25 IN x 4 0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 21 0% Controlling Factor Area Depth Required 7 65 In Deflections: Dead Load. DLD= Live Load LLD= Total Load. TLD= Reactions (Each End) Live Load: LL -Rxn= Dead Load DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only support capacity not checked) BL= Beam Data. Span: L Maximum Unbraced Span. Lu= Live Load Deflect. Criteria. L/ Total Load Deflect. Criteria. L/ Roof Loading: Roof Live Load -Side One. RLL1= Roof Dead Load -Side One RDL1= Roof Tributary Width -Side One. RTW1= Roof Live Load -Side Two RLL2= Roof Dead Load -Side Two RDL2= Roof Tributary Width -Side Two RTW2= Roof Duration Factor Cd -roof= Floor Loading: Floor Live Load -Side One FLL1= Floor Dead Load -Side One FDL1= Floor Tributary Width -Side One. FTW1= Floor Live Load -Side Two FLL2= Floor Dead Load -Side Two FDL2= Floor Tributary Width -Side Two FTW2= Floor Duration Factor Cd -floor= Wall Load: WALL= Beam Loads. Roof Uniform Live Load: wL -roof= Roof Uniform Dead Load (Adjusted for roof pitch) wD -roof= Floor Uniform Live Load wL -floor= Floor Uniform Dead Load: wD -floor= Beam Self Weight: BSW= Combined Uniform Live Load: wL= Combined Uniform Dead Load. wD= Combined Uniform Total Load: wT= Controlling Total Design Load: wT -cont= Properties For #2 Douglas Fir -Larch Bending Stress: Fb= Shear Stress- Fv= Modulus of Elasticity E Stress Perpendicular to Grain Fc_perp= Adjusted Properties Fb' (Tension) Fb'= Adjustment Factors. Cd =1 15 C1 =1 00 Cf =1 00 Fv' Fv'= Adjustment Factors. Cd =1 15 Design Requirements. Controlling Moment: M= 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= At a distance d from support. Critical shear created by combining all dead and live loads Comparisons With Required Sections: Section Modulus (Moment) Sreq= 52.78 S= 78 43 Area (Shear) Areq= 42.06 A= 50 88 Moment of Inertia (Deflection) Ireq= 48 96 1= 362.75 0.01 IN 0 02 IN L/2879 0 03 IN L/1778 2730 LB 1691 LB 4421 LB 1.29 IN 4 0 FT 167 FT 360 240 25 0 PSF 15 0 PSF 13 0 FT 25 0 PSF 15 0 PSF 0 0 FT 1 15 40 0 PSF 15 0 PSF 13 0 FT 40 0 PSF 15 0 PSF 13 0 FT 1 00 248 PLF 325 PLF 195 PLF 1040 PLF 390 PLF 12 PLF 1365 PLF 845 PLF 2210 PLF 2210 PLF 875 PSI 85 PSI 1300000 PSI 625 PSI 1005 PSI 98 PSI 4421 FT -LB 2741 LB N3 N3 N2 N2 N4 N4 Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) Ver 6.00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 3:0807 PM Protect: BISHOP LOT 16 Location. ROOF /FLOOR 6 Summary 5 5 IN x 5.5 IN x 3 0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 18 8% Controlling Factor Section Modulus Depth Required 5.05 In Deflections: Dead Load Live Load Total Load. Reactions (Each End) Live Load. Dead Load: Total Load Bearing Length Required (Beam only support capacity not checked) Beam Data. Span. Maximum Unbraced Span Live Load Deflect. Criteria. Total Load Deflect. Criteria. Roof Loading: Roof Live Load -Side One Roof Dead Load -Side One. Roof Tributary Width -Side One Roof Live Load -Side Two. Roof Dead Load -Side Two Roof Tributary Width -Side Two Roof Duration Factor Floor Loading Floor Live Load -Side One Floor Dead Load -Side One. Floor Tributary Width -Side One. Floor Live Load -Side Two Floor Dead Load -Side Two Floor Tributary Width -Side Two Floor Duration Factor Wall Load: Beam Loads. Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch) Floor Uniform Live Load: Floor Uniform Dead Load. Beam Self Weight: Combined Uniform Live Load. Combined Uniform Dead Load: Combined Uniform Total Load. Controlling Total Design Load: Properties For #2 Douglas Fir -Larch Bending Stress Shear Stress Modulus of Elasticity' Stress Perpendicular to Grain Adjusted Properties Fb' (Tension) Adjustment Factors: Cd =1 15 CI =1 00 Cf =1 00 Fv' Adjustment Factors: Cd =1 15 Design Requirements. Controlling Moment: 1 5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment) Sreq= 23.34 S= 27 73 Area (Shear) Areq= 24.01 A= 30.25 Moment of Inertia (Deflection) Ireq= 13 93 1= 76.26 DLD= 0 01 IN LLD= 0.02 IN U2318 TLD= 0.03 IN U1314 LL -Rxn= 1267 LB DL -Rxn= 968 LB TL -Rxn= 2236 LB BL= 0.65 IN L= 3.0 FT Lu= 1.67 FT U 360 240 RLL1= 25 0 PSF RDL1= 15 0 PSF RT1N1= 13 0 FT RLL2= 25 0 PSF RDL2= 15 0 PSF RTW2= 0 0 FT Cd -roof= 115 FLL1= 40 0 PSF FDL1= 15 0 PSF FTW1= 13 0 FT FLL2= 40 0 PSF FDL2= 15 0 PSF FTW2= 0 0 FT Cd -floor= 100 WALL= 248 PLF wL -roof= 325 PLF wD -roof= 195 PLF wL -floor= 520 PLF wD -floor= 195 PLF BSW= 7 PLF wL= 845 PLF wD= 645 PLF wT= 1490 PLF wT -cont= 1490 PLF Fb= 750 PSI Fv= 85 PSI E= 1300000 PSI Fc_perp= 625 PSI Fb'= 862 PSI Fv'= 98 PSI M= 1677 FT -LB V= 1565 LB N3 N3 N2 N2 N4 N4 Combination Roof and Floor Beam' 2000 International Building Code (97 NDS) Ver 6 00 7 By Charles Smith Lindberg Smith on: 07 -09 -2007 3:08:57 PM Project: BISHOP LOT 16 Location. ROOF /FLOOR 7 Summary 5.5 IN x 9.5 IN x 6 0 FT Select Structural Douglas Fir -Larch Dry Use Section Adequate By 2.5% Controlling Factor Area Depth Required 9.26 In Deflections. Dead Load: DLD= Live Load: LLD= Total Load. TLD= Reactions (Each End) Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load. TL -Rxn= Bearing Length Required (Beam only support capacity not checked) BL= Beam Data. Span L= Maximum Unbraced Span. Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading Roof Live Load -Side One RLL1= Roof Dead Load -Side One. RDL1= Roof Tributary Width -Side One. RTW1= Roof Live Load -Side Two RLL2= Roof Dead Load -Side Two RDL2= Roof Tributary Width -Side Two RTW2= Roof Duration Factor Cd -roof= Floor Loading: Floor Live Load -Side One. FLL1= Floor Dead Load -Side One. FDL1= Floor Tributary Width -Side One. FTW1= Floor Live Load -Side Two FLL2= Floor Dead Load -Side Two FDL2= Floor Tributary Width -Side Two FTW2= Floor Duration Factor Cd -floor= Wall Load: WALL= Beam Loads: Roof Uniform Live Load: wL -roof= Roof Uniform Dead Load (Adjusted for roof pitch)• wD -roof= Floor Uniform Live Load: wL -floor= Floor Uniform Dead Load: wD -floor= Beam Self Weight: BSW= Combined Uniform Live Load. wL= Combined Uniform Dead Load. wD= Combined Uniform Total Load: wT= Controlling Total Design Load wT -cont= Properties For Select Structural- Douglas Fir -Larch Bending Stress Fb= Shear Stress. Fv= Modulus of Elasticity E= Stress Perpendicular to Grain. Fc_perp= Adjusted Properties Fb'= Fb' (Tension) Adjustment Factors. Cd =1 15 CI =1 00 Cf =1 00 Fv' Fv'= Adjustment Factors Cd =1 15 Design Requirements. Controlling Moment: M= 3 0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections. Section Modulus (Moment) Sreq= 43 97 S= 82.73 Area (Shear) Areq= 50.95 A= 52.25 Moment of Inertia (Deflection) Ireq= 90 85 I= 392.96 0.03 IN 0 04 IN U1838 0 07 IN U1038 2535 LB 1952 LB 4487 LB 1.31 IN 6 0 FT 1.67 FT 360 240 25 0 PSF 15 0 PSF 13.0 FT 25 0 PSF 15 0 PSF 0 0 FT 1 15 40.0 PSF 15 0 PSF 13.0 FT 40 0 PSF 15 0 PSF 0.0 FT 1 00 248 PLF 325 PLF 195 PLF 520 PLF 195 PLF 13 PLF 845 PLF 651 PLF 1496 PLF 1496 PLF 1600 PSI 85 PSI 1600000 PSI 625 PSI 1837 PSI 98 PSI 6731 FT -LB 3320 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) 1 Ver 6 00 7 By Charles Smith Lindberg Smith on: 07 -09 -2007 1 50:59 PM Project: BISHOP LOT 16 Location FLOOR BEAM 1 Summary 5 125 IN x 13.5 IN x 13 0 FT 24F V4 Visually Graded Western Species Dry Use Section Adequate By 136 4% Controlling Factor Section Modulus Depth Required 9 47 In Deflections: Dead Load. DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End) Live Load LL -Rxn= 2860 LB Dead Load DL -Rxn= 1182 LB Total Load: TL -Rxn= 4042 LB Bearing Length Required (Beam only support capacity not checked) BL= 1.21 IN Camber Reqd. C= 0 09 IN Beam Data. Span. L= Unbraced Lenqth -Top of Beam: Lu= Live Load Deflect. Criteria. Total Load Deflect. Criteria. U Camber Adjustment Factor CAF= Floor Loading Floor Live Load -Side One LL1= Floor Dead Load -Side One DL1= Tributary Width -Side One. TW1= Floor Live Load -Side Two LL2= Floor Dead Load -Side Two DL2= Tributary Width -Side Two TW2= Live Load Duration Factor Cd= Wall Load: WALL= Beam Loading. Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For 24F V4- Visually Graded Western Species Bendinq 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'= 2394 PS Adjustment Factors. Cd =1 00 CI =1 00 Adjustment Factors. Cd =1 00 Design Requirements: Controlling Moment: 6 5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= 3395 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= 65 84 S= 155 67 Area (Shear) Areq= 26 80 A= 69 19 Moment of Inertia (Deflection) Ireq= 362.45 1= 1050 79 Fv' 0 06 IN 0 15 IN U1044 0.21 IN U739 13.0 FT 167 FT 360 240 1.5 X DLD 40 0 PSF 15 0 PSF 11 0 FT 400 PSF 15 0 PSF 0 0 FT 1 00 0 PLF 440 PLF 17 PLF 182 PLF 622 PLF Fv'= 190 PS M= 13136 FT -LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam[ AISC 9th Ed ASD 1 Ver 6.00 7 By Charles Smith Lindberg Smith on: 07 -09 -2007 1:22.33 PM Project: BISHOP LOT 16 Location. FLOOR BEAM 1 Summary A992 50 W12x19 x 13 0 FT Section Adequate By 344 4% Controlling Factor Moment Deflections: Dead Load: DLD= 0 03 IN Live Load. LLD= 0 07 IN L/2080 Total Load TLD= 0 11 IN L/1467 Reactions (Each End) Live Load: LL -Rxn= 2860 LB Dead Load: DL -Rxn= 1196 LB Total Load: TL -Rxn= 4056 LB Bearing Length Required (Beam only support capacity not checked) 8L= 0 65 IN Beam Data: Span. L= 13 0 FT Unbraced Length -Top of Beam Lu= 1.67 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= 11 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= 0 0 FT Wall Load WALL= 0 PLF Beam Loading Beam Total Live Load wL= 440 PLF Beam Self Weight: BSW= 19 PLF Beam Total Dead Load: wD= 184 PLF Total Maximum Load. wT= 624 PLF Properties for W12x19/A992 50 Yield Stress. Fy= 50 KSI Modulus of Elasticity E= 29000 KSI Depth. d= 12.16 N Web Thickness. tw= 0.24 N Flange Width: bf= 4 01 N Flange Thickness: tf= 0 35 N Distance to Web Toe of Fillet: k= 0.65 N Moment of Inertia About X X Axis: Ix= 130 00 N4 Section Modulus About X X Axis: Sx= 21.30 N3 Radius of Gyration of Compression Flange 1/3 of Web rt= 1 00 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio FBR= 5 72 Allowable Flange Buckling Ratio. AFBR= 9 19 Web Buckling Ratio WBR= 51 74 Allowable Web Buckling Ratio AWBR= 90 51 Controlling Unbraced Length. Lb= 1 67 FT Limiting Unbraced Length for Fb= 66*Fy Lc= 3 59 FT Allowable Bending Stress. Fb= 33 0 KSI Web Height to Thickness Ratio h /tw= 48 77 Limiting Web Height to Thickness Ratio for Fv= 4`Fy h /tw- Limit= 53.74 Allowable Shear Stress. Fv= 20 0 KSI Design Requirements Comparison. Controlling Moment: M= 13182 FT -LB Nominal Moment Strength. Mr= 58575 FT -LB Controlling Shear V= 4056 LB Nominal Shear Strength. Vr= 57152 LB Moment of Inertia (Deflection) lreq= 22.50 IN4 1= 130 00 IN4 Uniformly Loaded Floor Beamf AISC 9th Ed ASD 1 Ver 6 00 7 By Charles Smith Lindberg Smith on: 07 10 -2007 09:36:24 AM Project: BISHOP LOT 16 Location. FLOOR 1 Summary A992 50 W10x112 x 13 0 FT Section Adequate By 2187 6% Controlling Factor Moment Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0 01 IN L/11458 Total Load: TLD= 0.02 IN L/7031 Reactions (Each End). Live Load: LL -Rxn= 2860 LB Dead Load: DL -Rxn= 1801 LB Total Load: TL -Rxn= 4661 LB Bearing Length Required (Beam only support capacity not checked) BL= 1 75 IN Beam Data. Span. L= 13.0 FT Unbraced Length -Top of Beam: Lu= 1 67 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= 11 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= 0 0 FT Wall Load. WALL= 0 PLF Beam Loading: Beam Total Live Load. wL= 440 PLF Beam Self Weight: BSW= 112 PLF Beam Total Dead Load wD= 277 PLF Total Maximum Load: wT= 717 PLF Properties for W10x112/A992 50 Yield Stress. Fy= 50 KSI Modulus of Elasticity E= 29000 KSI Depth. d= 1136 N Web Thickness. tw= 0 76 N Flange Width. bf= 10 42 N Flange Thickness: tf= 1.25 N Distance to Web Toe of Fillet: k= 1 75 N Moment of Inertia About X X Axis: Ix= 716.00 N4 Section Modulus About X X Axis. Sx= 126 00 N3 Radius of Gyration of Compression Flange 1/3 of Web rt= 2.88 N Design Properties per AISC Steel Construction Manual Flange Buckling Ratio FBR= 4 17 Allowable Flange Buckling Ratio AFBR= 9 19 Web Buckling Ratio WBR= 15.05 Allowable Web Buckling Ratio AWBR= 90 51 Controlling Unbraced Length Lb= 1 67 FT Limiting Unbraced Length for Fb= 66 *Fy Lc= 9 33 FT Allowable Bending Stress: Fb= 33.0 KSI Web Height to Thickness Ratio. h /tw= 11 74 Limiting Web Height to Thickness Ratio for Fv= 4 *Fy h /tw- Limit= 53.74 Allowable Shear Stress. Fv= 20 0 KSI Design Requirements Comparison. Controlling Moment: M= 15147 FT -LB Nominal Moment Strength Mr= 346500 FT -LB Controlling Shear V= 4661 LB Nominal Shear Strength Vr= 171536 LB Moment of Inertia (Deflection) Ireq= 24 44 IN4 1= 716 00 IN4 Uniformly Loaded Floor Beam( AISC 9th Ed ASD 1 Ver 6 00 7 By Charles Smith Lindberg Smith on: 07 -09 -2007 1:22:51 PM Protect: BISHOP LOT 16 Location FLOOR BEAM 2 Summary* A992 50 W12x19 x 4 0 FT Section Adequate By 4479 5% Controlling Factor Shear Deflections: Dead Load: DLD= 0 00 IN Live Load: LLD= 0 00 IN L/71413 Total Load: TLD= 0 00 IN L/50355 Reactions (Each End) Live Load: LL -Rxn= 880 LB Dead Load. DL -Rxn= 368 LB Total Load: TL -Rxn= 1248 LB Bearing Length Required (Beam only support capacity not checked) BL= 0 65 IN Beam Data. Span L= 4 0 FT Unbraced Length -Top of Beam: Lu= 1 67 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= 11 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= 0 0 FT Wall Load. WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 440 PLF Beam Self Weight: BSW= 19 PLF Beam Total Dead Load: wD= 184 PLF Total Maximum Load. wT= 624 PLF Properties for W12x19/A992 50 Yield Stress. Fy= 50 KSI Modulus of Elasticity* E= 29000 KSI Depth. d= 12.16 N Web Thickness. tw= 0.24 N Flange Width bf= 4 01 N Flange Thickness. tf= 0 35 N Distance to Web Toe of Fillet: k= 0 65 N Moment of Inertia About X X Axis. Ix= 130 00 N4 Section Modulus About X X Axis: Sx= 21 30 N3 Radius of Gyration of Compression Flange 1/3 of Web rt= 1 00 N Design Properties per AISC Steel Construction Manual. Flange Buckling Ratio FBR= 5 72 Allowable Flange Buckling Ratio AFBR= 9 19 Web Buckling Ratio WBR= 51 74 Allowable Web Buckling Ratio AWBR= 90.51 Controlling Unbraced Length Lb= 1 67 FT Limiting Unbraced Length for Fb= 66 *Fy Lc= 3.59 FT Allowable Bending Stress. Fb= 33 0 KSI Web Height to Thickness Ratio h /tw= 48 77 Limiting Web Height to Thickness Ratio for Fv= 4 *Fy* h /tw- Limit= 53 74 Allowable Shear Stress. Fv= 20 0 KSI Design Requirements Comparison. Controlling Moment: M= 1248 FT -LB Nominal Moment Strength: Mr= 58575 FT -LB Controlling Shear V= 1248 LB Nominal Shear Strength. Vr= 57152 LB Moment of Inertia (Deflection) Ireq= 0 66 IN4 1= 130 00 IN4 Multi- Loaded Beamf 2000 International Building Code (97 NDS)1 Ver• 6.00.7 By. Charles Smith Lindberg Smith on: 07 -09 -2007 1:2807 PM Project: BISHOP LOT 16 Location: FLOOR 3 Summary 7 0 IN x 16 0 IN x 26 0 FT Versa -Lam 3080 Fb DF Boise Cascade Section Adequate By 114.5% Controlling Factor Moment of Inertia Span Deflections. Dead Load Live Load: Total Load: Span Left End Reactions (Support A) Live Load: Dead Load: Total Load: Bearing Length Required (Beam only Center Span Right End Reactions (Support B) Live Load: Dead Load. Total Load Bearing Length Required (Beam only support capacity not checked) Beam Data: Center Span Length. Center Span Unbraced Length -Top of Beam. Center Span Unbraced Length- Bottom of Beam: Live Load Duration Factor Live Load Deflect. Criteria. Total Load Deflect. Criteria. Center Span Loading: Uniform Load. Live Load. Dead Load Beam Self Weight: Total Load: Point Load 1 Live Load Dead Load Location (From left end of span) Trapezoidal Load 1 Left Live Load Left Dead Load: Right Live Load: Right Dead Load. Load Start: Load End Load Length. Properties For Versa -Lam 3080 Fb DF Boise Cascade Bending Stress: Shear Stress. Modulus of Elasticity Stress Perpendicular to Grain. Adjusted Properties Fb' (Tension) Adjustment Factors. Cd =1 00 Cf =0 97 Fv' Adjustment Factors. Cd =1 00 Design Requirements. Controlling Moment: 12.48 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 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) Area (Shear) Moment of Inertia (Deflection) Center Center support capacity not checked) Depth Required 12.41 In DLD- Center= LLD Center= TLD- Center= LL- Rxn -A= DL- Rxn -A= TL- Rxn -A= BL -A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lug Top= Lu2- Bottom= Cd= L/ L/ wL 2= wD -2= BSW= wT -2= PL1 2= PD1 2= X1 2= TRL -Left -1 2= TRD -Left -1 2= TRL Right -1 2= TRD Right -1 2= A -1 2= B -1 2= C -1 2= Fb= Fv= E= Fc_perp= Fb'= Fv'= M= V= Sreq= S= Areq= A= Ireq= 1= 0 40 IN 0.20 IN U1525 0.61 IN U515 1443 LB 2163 LB 3605 LB 0.57 IN 1087 LB 2415 LB 3503 LB 0.56 IN 26 0 FT 0 0 FT 26 0 FT 1 00 360 240 0 PLF 0 PLF 35 PLF 35 PLF 880 LB 368 LB 4 0 FT 75 PLF 150 PLF 75 PLF 150 PLF 4 0 FT 26.0 FT 22.0 FT 3080 PSI 285 PSI 2000000 PSI 900 PSI 2983 PSI 285 PSI 23595 FT -LB 3560 LB 94 91 N3 298 67 N3 18.74 N2 112.00 N2 1114 02 N4 2389 33 N4 Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) Ver 6 00.7 By-Charles Smith Lindberg Smith on: 07 -09 -2007 2:05.10 PM Project: BISHOP LOT 16 Location. FLOOR 4 Summary 5.5 IN x 5.5 IN x 2.0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 181 1% Controlling, Factor Area Depth Required 3.08 In Deflections. Dead Load: DLD= Live Load LLD= Total Load: TLD= Reactions (Each End) Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load TL -Rxn= Bearing Length Required (Beam only support capacity not checked) BL= Beam Data. Span. L= Maximum Unbraced Span. Lu= Live Load Deflect. Criteria. L/ Total Load Deflect. Criteria. L/ Roof Loading. Roof Live Load -Side One: RLL1= Roof Dead Load -Side One. RDL1= Roof Tributary Width -Side One. RTW1= Roof Live Load -Side Two: RLL2= Roof Dead Load -Side Two RDL2= Roof Tributary Width -Side Two RTW2= Roof Duration Factor Cd -roof= Floor Loading: Floor Live Load -Side One. FLL1= Floor Dead Load -Side One FDL1= Floor Tributary Width -Side One. FTW1= Floor Live Load -Side Two FLL2= Floor Dead Load -Side Two FDL2= Floor Tributary Width -Side Two FTW2= Floor Duration Factor Cd -floor= Wall Load: WALL= Beam Loads. Roof Uniform Live Load: wL -roof= Roof Uniform Dead Load (Adjusted for roof pitch) wD -roof= Floor Uniform Live Load. wL -floor= Floor Uniform Dead Load. wD -floor= Beam Self Weight: BSW= Combined Uniform Live Load wL= Combined Uniform Dead Load: wD= Combined Uniform Total Load. wT= Controlling Total Design Load wT -cont= Properties For #2 Douglas Fir -Larch Bending Stress. Fb= Shear Stress: Fv= Modulus of Elasticity' E_ Stress Perpendicular to Grain. Fc_perp= Adjusted Properties Fb'= Fb' (Tension) Adjustment Factors. Cd =1 15 CI =1 00 Cf =1 00 Fv' Fv'= Adjustment Factors. Cd =1 15 Design Requirements: Controlling Moment: M= 1 0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= 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 72 S= 27 73 Area (Shear) Areq= 10 76 A= 30.25 Moment of Inertia (Deflection) Ireq= 3.47 1= 76.26 0 00 IN 0 00 IN L/8640 000 IN= L/5278 765 LB 487 LB 1252 LB 0.36 IN 2.0 FT 167 FT 360 240 25 0 PSF 15 0 PSF 13.0 FT 25 0 PSF 15 0 PSF 0 0 FT 1 15 40 0 PSF 15 0 PSF 11 0 FT 40 0 PSF 15 0 PSF 0 0 FT 1 00 120 PLF 325 PLF 195 PLF 440 PLF 165 PLF 7 PLF 765 PLF 487 PLF 1252 PLF 1252 PLF 750 PSI 85 PSI 1300000 PSI 625 PSI 862 PSI 98 PSI 626 FT -LB 701 LB N3 N3 N2 N2 N4 N4 Combination Roof and Floor Beam!' 2000 International Building Code (97 NDS) Ver 6 00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 2:06 13 PM Project: BISHOP LOT 16 Location FLOOR 5 Summary 5.5 IN x 9.5 IN x 5.0 FT /#2 Douglas Fir -Larch Dry Use Section Adequate By 48 8% Controlling Factor Area Depth Required 7.3 In Deflections: Dead Load: Live Load. Total Load: Reactions (Each End) Live Load: Dead Load: Total Load: Bearing Length Required (Beam only support capacity not checked) Beam Data: Span: Maximum Unbraced Span. Live Load Deflect. Criteria. Total Load Deflect. Criteria: Roof Loading Roof Live Load -Side One. Roof Dead Load -Side One. Roof Tributary Width -Side One Roof Live Load -Side Two: Roof Dead Load -Side Two Roof Tributary Width -Side Two Roof Duration Factor Floor Loading: Floor Floor Floor Floor Floor Floor Floor Wall Beam Loads. Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch) Floor Uniform Live Load: Floor Uniform Dead Load Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load Combined Uniform Total Load: Controlling Total Design Load: Properties For #2 Douglas Fir -Larch Bending Stress. Shear Stress: Modulus of Elasticity Stress Perpendicular to Grain Adjusted Properties Fb' (Tension) Adjustment Factors. Cd =1 15 CI =1 00 Fv' Adjustment Factors Cd =1 15 Design Requirements. Controlling Moment: 2.5 ft from left support Critical moment created by combining Controlling Shear At a distance d from support. Critical shear created by combining all Comparisons With Required Sections. Section Modulus (Moment) Live Load -Side One. Dead Load -Side One Tributary Width -Side One. Live Load -Side Two Dead Load -Side Two Tributary Width -Side Two Duration Factor Load. Area (Shear) Moment of Inertia (Deflection) Cf =1 00 all dead and live loads. dead and live loads. DLD= 0.01 IN LLD= 0 02 IN L/2738 TLD= 0 04 IN L/1667 LL -Rxn= 1991 LB DL -Rxn= 1279 LB TL -Rxn= 3269 LB BL= 0 95 IN L= 5 0 FT Lu= 167 FT U 360 U 240 RLL1= 25 0 PSF RDL1= 15 0 PSF RTW1= 13 0 FT RLL2= 25 0 PSF RDL2= 15 0 PSF RTW2= 1.25 FT Cd -roof= 115 FLL1= 40 0 PSF FDL1= 15 0 PSF FTW1= 110 FT FLL2= 40 0 PSF FDL2= 15 0 PSF FTW2= 0 0 FT Cd -floor= 100 WALL= 120 PLF wL -roof= 356 PLF wD -roof= 214 PLF wL -floor= 440 PLF wD -floor= 165 PLF BSW= 13 PLF wL= 796 PLF wD= 511 PLF wT= 1308 PLF wT -cont= 1308 PLF Fb= 875 PSI Fv= 85 PSI E= 1300000 PSI Fc_perp= 625 PSI Fb'= 1005 PSI Fv'= 98 PSI M= 4087 FT -LB Sreq= S= Areq= A= Ireq= 1= V= 2288 LB 48.79 82.73 35 12 52.25 56 57 392.96 N3 N3 N2 N2 N4 N4 Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) Ver 6 00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 2:06 53 PM Project: BISHOP LOT 16 Location. FLOOR 6 Summary 5.5 IN x 9.5 IN x 5 0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 54 7% Controlling Factor Area Depth Required 7 15 In Deflections. Dead Load- DLD= Live Load: LLD= Total Load. TLD= Reactions (Each End) Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load. TL -Rxn= Bearing Length Required (Beam only support capacity not checked) BL= Beam Data: Span. L Maximum Unbraced Span. Lu= Live Load Deflect. Criteria. L/ Total Load Deflect. Criteria. L/ Roof Loading: Roof Live Load -Side One. RLL1= Roof Dead Load -Side One: RDL1= Roof Tributary Width -Side One. RTW1= Roof Live Load -Side Two RLL2= Roof Dead Load -Side Two RDL2= Roof Tributary Width -Side Two RTW2= Roof Duration Factor Cd -roof= Floor Loading: Floor Live Load -Side One. FLL1= Floor Dead Load -Side One. FDL1= Floor Tributary Width -Side One: FTW1= Floor Live Load -Side Two FLL2= Floor Dead Load -Side Two FDL2= Floor Tributary Width -Side Two FTW2= Floor Duration Factor Cd -floor= Wall Load: WALL= Beam Loads: Roof Uniform Live Load: wL -roof= Roof Uniform Dead Load (Adjusted for roof pitch) wD -roof= Floor Uniform Live Load. wL -floor= Floor Uniform Dead Load: wD -floor= Beam Self Weight: BSW= Combined Uniform Live Load wL= Combined Uniform Dead Load wD= Combined Uniform Total Load: wT= Controlling Total Design Load. wT -cont= Properties For #2 Douglas Fir -Larch Bending Stress. Fb= Shear Stress: Fv= Modulus of Elasticity E Stress Perpendicular to Grain Fc_perp= Adjusted Properties Fb' (Tension) Fb'= Adjustment Factors. Cd =1 15 C1 =1 00 Cf =1 00 Fv' Fv'= Adjustment Factors. Cd =1 15 Design Requirements. Controlling Moment: M 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment) Sreq= 46.93 S= 82.73 Area (Shear) Areq= 33 77 A= 52.25 Moment of Inertia (Deflection) Ireq= 54 41 1= 392.96 0 01 IN 002 IN =L12850 003 IN= L/1733 1913 LB 1232 LB 3144 LB 0 91 IN 5.0 FT 167 FT 360 240 25 0 PSF 15.0 PSF 13.0 FT 25 0 PSF 15 0 PSF 0 0 FT 1 15 40 0 PSF 15 0 PSF 11 0 FT 40 0 PSF 15 0 PSF 0 0 FT 1 00 120 PLF 325 PLF 195 PLF 440 PLF 165 PLF 13 PLF 765 PLF 493 PLF 1258 PLF 1258 PLF 875 PSI 85 PSI 1300000 PSI 625 PSI 1005 PSI 98 PSI 3930 FT -LB 2201 LB N3 N3 N2 N2 N4 N4 Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) Ver• 6 00 7 By Charles Smith Lindberg Smith on: 07 -09 -2007 2:08 31 PM Project: BISHOP LOT 16 Location FLOOR 7 Summary 5 5 IN x 7.5 IN x 5 0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 150.8% Controlling Factor Section Modulus Depth Required 4 74 In Deflections: DLD= Dead Load: LLD= Live Load: TLD= Total Load: Reactions (Each End) Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only support capacity not checked) BL= Beam Data: Span: L Maximum Unbraced Span. Lu= Live Load Deflect. Criteria. L/ Total Load Deflect. Criteria. L/ Roof Loading: RLL1= Roof Live Load -Side One: Roof Dead Load -Side One. RDL1= Roof Tributary Width -Side One. RTW1= Roof Live Load -Side Two RLL2= Roof Dead Load -Side Two RDL2= Roof Tributary Width -Side Two RTW2= Roof Duration Factor Cd -roof= Floor Loading: FLL1= Floor Live Load -Side One. Floor Dead Load -Side One. FDL1= Floor Tributary Width -Side One. FTW1= Floor Live Load -Side Two FLL2= Floor Dead Load -Side Two FDL2= Floor Tributary Width -Side Two FTW2= Floor Duration Factor Cd -floor= Wall Load WALL= Beam Loads. Roof Uniform Live Load: wL -roof= Roof Uniform Dead Load (Adjusted for roof pitch) wD -roof= Floor Uniform Live Load. wL -floor= Floor Uniform Dead Load. wD -floor= Beam Self Weight: BSW= Combined Uniform Live Load. wL= Combined Uniform Dead Load. wD= Combined Uniform Total Load. wT= Controlling Total Design Load: wT -cont= Properties For #2 Douglas Fir -Larch Bending Stress: Fb= Shear Stress. Fv= Modulus of Elasticity E= Stress Perpendicular to Grain. Fc_perp= Adjusted Properties Fb' (Tension) Fb'= Adjustment Factors Cd =1 15 CI =1 00 Cf =1 00 Fv' Fv'= Adjustment Factors. Cd =1 15 Design Requirements: Controlling Moment: M= 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= 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 56 S= 51 56 Area (Shear) Areq= 13.78 A= 41.25 Moment of Inertia (Deflection) lreq= 20 44 I= 193.36 0 01 IN 001 IN L/4378 0 03 IN 112270 612 LB 569 LB 1181 LB 0 34 IN 5 0 FT 167 FT 360 240 25 0 PSF 15 0 PSF 10 FT 25 0 PSF 15.0 PSF 0 0 FT 1 15 40 0 PSF 15.0 PSF 10 FT 40.0 PSF 15 0 PSF 4.5 FT 1 00 120 PLF 25 PLF 15 PLF 220 PLF 83 PLF 10 PLF 245 PLF 228 PLF 473 PLF 473 PLF 750 PSI 85 PSI 1300000 PSI 625 PSI 862 PSI 98 PSI 1477 FT -LB 898 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beamf AISC 9th Ed ASD 1 Ver 6.00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 2:21 34 PM Project: BISHOP LOT 16 Location. FLOOR 8 Summary A992 -50 W14x22 x 17 0 FT Section Adequate By 45 3% Controlling Factor' Moment Center Span Deflections: Dead Load DLD- Center= 0.04 IN Live Load: LLD Center= 0 09 IN L/2291 Total Load: TLD- Center= 0 13 IN L/1536 Center Span Left End Reactions (Support A) LL-Rxn-A= 3200 LB Dead Load: Live Load: DL- Rxn -A= 1510 LB Dead Total Load TL- Rxn -A= 4710 LB Bearing Length Required (Beam only support capacity not checked) BL -A= 0.74 IN Center Span Right End Reactions (Support B) Live Load. LL Rxn B= 1220 LB Dead Load. DL- Rxn -B= 682 LB Total Load. TL- Rxn -B= 1902 LB Bearing Length Required (Beam only support capacity not checked) BL -B= 0 74 IN Beam Data. L2= 17 0 FT Center Span Length Lug Top= 13 0 FT Center Span Unbraced Length -Top of Beam. Lu2-Bottom= Top 13 0 FT Center Span Unbraced Length- Bottom of Beam. L/ 360 Live Load Deflect. Criteria. L/ 240 Total Load Deflect. Criteria. Center Span Loading Uniform Load: Live Load wL 2= 40 PLF Dead Load wD -2= 15 PLF Beam Self Weight: BSW= 22 PLF Total Load wT 2= 77 PLF Point Load 1 Live Load. PL1 2= 3740 LB Dead Load: PD1 2= 1564 LB Location (From left end of span) X1 2= 4 0 FT Properties for W14x22/A992 50 F 50 KSI Yield Stress. E= 29000 KSI Modulus of Elasticity Depth. d= 13 74 N Web Thickness. tw= 0.23 N Flange Width. bf= 5 00 N Flange Thickness: tf= 0.34 N Distance to Web Toe of Fillet: k= 0 74 N Moment of Inertia About X X Axis: Ix= 199 00 N4 Section Modulus About X X Axis: Sx= 29 00 N3 Radius of Gyration of Compression Flange 1/3 of Web rt= 1.25 N Design Properties per AISC Steel Construction Manual: FBR= 7 46 Flange Buckling Ratio Allowable Flange Buckling Ratio AFBR= 9 19 Web Buckling Ratio WBR= 59 74 Allowable Web Buckling Ratio AWBR= 90 51 Controlling Unbraced Length Lb= 13 0 FT Limiting Unbraced Length for Fb= 66 *Fy. Lc= 4 06 FT Limiting Unbraced Length for Fb= 6 *Fy w/ Cb Lu= 4 7 FT Moment Gradient Bending Coefficient: Cb= 1 0 Allowable fb per ASD Eqn F1 -6 F1 -6= 7.88 KSI Allowable fb per ASD Eqn F1 7 F1 7= 10.91 KSI Allowable fb per ASD Eqn F1 -8 F1 -8= 9.38 KSI Elastic Limit of ASD Eqn F1 -6 EL1 -6= 10.52 FT Allowable Bending Stress: Fb= 10 91 KSI Web Height to Thickness Ratio h /tw= 56 83 Limiting Web Height to Thickness Ratio for Fv= 4 *Fy h /tw- Limit= 53 74 Critical Web Stress Ratio- Cv= 1 0 Shear Buckling Coefficient: kv= 5 36 Allowable Shear Stress: Fv= 18 93 KSI Design Requirements Comparison Controlling Moment: M= 18154 FT -LB 4 08 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength Mr= 26378 FT -LB Controlling Shear V= 4711 LB At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strength. Vr= 56916 LB Moment of Inertia (Deflection) Ireq= 31.27 IN4 1= 199 00 IN4 Multi- Loaded Beam( 2000 International Building Code (97 NDS)1 Ver 6 00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 2:2347 PM Project: BISHOP LOT 16 Location. FLOOR 8 Summary 5 125 IN x 15 0 IN x 17 0 FT 24F V4 Visually Graded Western Species Section Adequate By 106.8% Controlling Factor Section Modulus Depth Center Span Deflections: Dead Load: Live Load. Total Load. Camber Required: Center Span Left End Reactions (Support A) Live Load: Dead Load. Total Load: Bearing Length Required (Beam only support capacity not checked) Center Span Right End Reactions (Support B) Live Load. Dead Load' Total Load: Bearing Length Required (Beam only support capacity not checked) Beam Data. Center Span Length* Center Span Unbraced Length -Top of Beam. Center Span Unbraced Length- Bottom of Beam: Live Load Duration Factor Live Load Deflect. Criteria: Total Load Deflect. Criteria. Center Span Loading Uniform Load: Live Load Dead Load Beam Self Weight: Total Load: Point Load 1 Live Load Dead Load: Location (From left end of span) Properties For 24F V4- Visually Graded Western Species Bending Stress. Shear Stress. Modulus of Elasticity Stress Perpendicular to Grain. Bending Stress of Comp Face in Tension. Adjusted Properties Fb' (Tension) Adjustment Factors. Cd =1 00 CI =0.97 Cv =1 00 Fv' Adjustment Factors. Cd =1 00 Design Requirements: Controlling Moment: 4 08 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 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= S= Area (Shear) Areq= A= Moment of Inertia (Deflection) keg= I= Dry Use Required 10.57 In DLD- Center= LLD Center= TLD- Center= C= LL- Rxn -A= DL- Rxn -A= TL- Rxn -A= BL-A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lug Top= Lu2- Bottom= Cd= L/ L/ wL 2= wD -2= BSW= wT 2= PL1 2= PD1 2= X1 2= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Fb'= Fv'= V= 0 09 0.20 0.29 0 14 3200 1482 4682 1 41 1220 654 1874 0.56 170 13.0 170 1 00 360 240 40 PLF 15 PLF 19 PLF 74 PLF 3740 LB 1564 LB 4 0 FT 2400 PS 190 PS 1800000 PS 1600000 PS 650 PS 1200 PS 2333 PS M= 18066 FT -LB 4595 LB 92.91 192.19 36.27 76 88 503 85 1441 41 190 PS IN IN U1030 IN L/696 IN LB LB LB IN LB LB LB IN FT FT FT N3 N3 N2 N2 N4 N4 Multi- Loaded Beamf AISC 9th Ed ASD Ver 6.00 7 Bv Charles Smith Lindberg Smith on. 07 -09 -2007 2:31 PM Project: BISHOP LOT 16 Location FLOOR 9 Summary A99250W16x31 x160FT Section Adequate By 295 4% Controlling Factor Span Deflections: Dead Load: Live Load: Total Load: Span Left End Reactions (Support A) Live Load: Dead Load. Total Load: Bearing Length Required (Beam only Center Span Right End Reactions (Support B) Live Load: Dead Load. Total Load: Bearing Length Required (Beam only Beam Data: L2= Center Span Length Lug Top= Center Span Unbraced Length -Top of Beam. Lug- Bottom= Center Span Unbraced Length- Bottom of Beam: Live Load Deflect. Criteria. Total Load Deflect. Criteria. Center Span Loading Uniform Load: Live Load: Dead Load Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load Location (From left end of span) Properties for W16x31/A992 -50 Yield Stress: Modulus of Elasticity Depth: Web Thickness. Flange Width. Flange Thickness Distance to Web Toe of Fillet: Moment of Inertia About X X Axis Section Modulus About X X Axis Radius of Gyration of Compression Flange 1/3 of Web. Design Properties per AISC Steel Construction Manual. Flange Buckling Ratio Allowable Flange Buckling Ratio Web Buckling Ratio Allowable Web Buckling Ratio. Controlling Unbraced Length. Limiting Unbraced Length for Fb= 66 *Fy Allowable Bending Stress. Web Height to Thickness Ratio Limiting Web Height to Thickness Ratio for Fv= 4 *Fy Critical Web Stress Ratio Shear Buckling Coefficient: Allowable Shear Stress. Design Requirements Comparison. Controlling Moment: 6.56 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength Controlling Shear At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strength Moment of Inertia (Deflection) Center Center Moment support capacity not checked) support capacity not checked) DLD- Center= LLD Center= TLD- Center= LL- Rxn -A= DL- Rxn -A= TL- Rxn -A= BL-A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= wL 2= wD -2= BSW= wT 2= PL1 2= PD1 -2= X1 2= Fv= E= d= tw= bf= tf= k= lx= Sx= rt= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= h /tw= h /tw- Limit= Cv= kv= Fv= 0 04 0 10 0 14 6660 2988 9648 0.84 4860 2138 6998 0 84 160 1 67 160 360 240 520 195 31 746 3200 1510 3.5 50 29000 15 88 0.28 5.53 0 44 0 84 375 00 47.20 1 39 6.28 9 19 57 75 90 51 167 FT 4 95 FT 33 0 KSI 54 55 53 74 10 5 36 19 74 KSI Vr= 81427 LB keg= 68.40 IN4 I= 375 00 IN4 IN IN L/1974 IN U1366 LB LB LB IN LB LB LB IN FT FT FT PLF PLF P LF PLF LB LB FT KSI KSI N N N N N N4 N3 N M= 32825 FT -LB Mr= 129800 FT -LB V= 9648 LB Multi- Loaded Beam! 2000 International Building Code (97 NDS) 1 Ver 6 00 7 By Charles Smith Lindberg Smith on: 07 -09 -2007 2:31 42 PM Project: BISHOP LOT 16 Location: FLOOR 9 Summary 5.125 IN x 21 0 IN x 16 0 FT 24F V4 Visually Graded Western Species Section Adequate By 61 8% Controlling Factor Area Depth Required 14 Center Span Deflections: Dead Load: Live Load: Total Load. Camber Required: Center Span Left End Reactions (Support A) Live Load: Dead Load. Total Load: Bearing Length Required (Beam only support capacity not checked) Center Span Right End Reactions (Support B) Live Load. Dead Load: Total Load. Bearing Length Required (Beam only support capacity not checked) Beam Data. Center Span Length. Center Span Unbraced Length -Top of Beam. Center Span Unbraced Length- Bottom of Beam. Live Load Duration Factor Live Load Deflect. Criteria. Total Load Deflect. Criteria. Center Span Loading Uniform Load. Live Load Dead Load Beam Self Weight: Total Load Point Load 1 Live Load: Dead Load: Location (From left end of span) Properties For 24F V4- Visually Graded Western Species Bending Stress. Shear Stress: Modulus of Elasticity Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension. Adjusted Properties Fb' (Tension) Adjustment Factors. Cd =1 00 CI =1 00 Cv =0 97 Dry Use 03 In DLD- Center= LLD Center= TLD- Center= C= LL- Rxn -A= D L- Rxn -A= TL- Rxn -A= BL -A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lu2 Top= Lu2- Bottom= Cd= L/ L/ Fv' Adjustment Factors. Cd =1 00 Design Requirements: Controlling Moment: 6.56 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 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) Area (Shear) Moment of Inertia (Deflection) wL 2= wD -2= BSW= wT 2= PL1 2= PD1 2= X1 2= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Fb'= Fv'= M= V= Sreq= S= Areq= A= lreq= I= 007 IN 0 15 I N L/1292 0.21 I N L/898 0 10 IN 6660 LB 2949 LB 9609 LB 2.88 IN 4860 LB 2100 LB 6960 LB 2.09 IN 16 0 FT 167 FT 16.0 FT 1 00 360 240 520 PLF 195 PLF 26 PLF 741 PLF 3200 LB 1510 LB 3.5 FT 2400 PS 190 PS 1800000 PS 1600000 PS 650 PS 1200 PS 2332 PS 190 PS 32675 FT -LB 8423 LB 168 14 N3 376 69 N3 66.50 N2 107 63 N2 1101 96 N4 3955.22 N4 Uniformly Loaded Floor Beamf AISC 9th Ed ASD Ver 6 00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 2:34:27 PM Proiect: BISHOP LOT 16 Location. FLOOR 10 Summary A992 50 W16x31 x 8 0 FT Section Adequate By 1795 4% Controlling Factor Moment Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0 01 IN L/18883 Total Load: TLD= 0.01 IN L/13236 Reactions (Each End) Live Load LL -Rxn= 2400 LB Dead Load. DL -Rxn= 1024 LB Total Load: TL -Rxn= 3424 LB Bearing Length Required (Beam only support capacity not checked) BL= 0 84 IN Beam Data: Span L= 8 0 FT Unbraced Length -Top of Beam: Lu= 1 67 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= 2.0 FT Floor Live Load -Side Two LL2= 40 0 PSF Floor Dead Load -Side Two DL2= 15 0 PSF Tributary Width -Side Two. TW2= 13 0 FT Wall Load. WALL= 0 PLF Beam Loading Beam Total Live Load: wL= 600 PLF Beam Self Weight: BSW= 31 PLF Beam Total Dead Load: wD= 256 PLF Total Maximum Load: wT= 856 PLF Properties for W16x31/A992 50 Yield Stress: Fy= 50 KSI Modulus of Elasticity E= 29000 KSI Depth. d= 1 88 N Web Thickness. tw= 0.28 N Flange Width. bf= 5.53 N Flange Thickness. tf= 0 44 N Distance to Web Toe of Fillet: k= 0 84 N Moment of Inertia About X X Axis. lx= 375 00 N4 Section Modulus About X X Axis: Sx= 47.20 N3 Radius of Gyration of Compression Flange 1/3 of Web rt= 1 39 N Design Properties per AISC Steel Construction Manual. Flange Buckling Ratio. FBR= 6.28 Allowable Flange Buckling Ratio. AFBR= 9 19 Web Buckling Ratio WBR= 57 75 Allowable Web Buckling Ratio AWBR= 90 51 Controlling Unbraced Length. Lb= 1 67 FT Limiting Unbraced Length for Fb= 66 *Fy Lc= 4 95 FT Allowable Bending Stress. Fb= 33 0 KSI Web Height to Thickness Ratio. h /tw= 54 55 Limiting Web Height to Thickness Ratio for Fv= 4 *Fy h /tw- Limit= 53 74 Critical Web Stress Ratio Cv= 0.97 Shear Buckling Coefficient: kv= 5 44 Allowable Shear Stress: Fv= 19.87 KSI Design Requirements Comparison. Controlling Moment: M= 6848 FT -LB Nominal Moment Strength Mr= 129800 FT -LB Controlling Shear V= 3424 LB Nominal Shear Strength: Vr= 81981 LB Moment of Inertia (Deflection) Ireq= 7 15 IN4 I= 375 00 IN4 Uniformly Loaded Floor Beamf 2000 International Building Code (97 NDS)1 Ver 6 00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 2:34 45 PM Project: BISHOP LOT 16 Location. FLOOR 10 Summary 5 125 IN x 21 0 IN x 8 0 FT 16F V1 Visually Graded Western Species Dry Use Section Adequate By 408 7% Controlling Factor Area Depth Required 7 75 In Deflections. Dead Load DLD= 0 00 Live Load: LLD= 0 01 Total Load: TLD= 0.02 Reactions (Each End) Live Load LL -Rxn= 2400 Dead Load DL -Rxn= 1005 Total Load: TL -Rxn= 3405 Bearing Length Required (Beam only support capacity not checked) BL= 1 19 Camber Reqd. C= 0 01 Beam Data. Span L= 8 0 Unbraced Length -Top of Beam. Lu= 1.67 Live Load Deflect. Criteria. L/ 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor CAF= 1.5 Floor Loading: Floor Live Load -Side One. LL1= 40 0 Floor Dead Load -Side One DL1= 15 0 Tributary Width -Side One. TW1= 2.0 Floor Live Load -Side Two LL2= 40 0 Floor Dead Load -Side Two. DL2= 15.0 Tributary Width -Side Two TW2= 13 0 Live Load Duration Factor Cd= 1 00 Wall Load. WALL= 0 Beam Loading. Beam Total Live Load wL= 600 Beam Self Weight: BSW= 26 Beam Total Dead Load wD= 251 Total Maximum Load wT= 851 Properties For 16F V1 Visually Graded Western Species Bending Stress: Fb= 1600 PS Shear Stress: Fv= 140 PS Modulus of Elasticity Ex= 1300000 PS Ey= 1100000 PS Fc perp= 560 PS Fb_cpr= 800 PS Fb'= 1594 PS Stress Perpendicular to Grain. Bending Stress of Comp Face in Tension. Adjusted Properties Fb' (Tension) Adjustment Factors. Cd =1 00 CI =1 00 Fv' Adjustment Factors. Cd =1 00 Design Requirements: Controlling Moment: 4 0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear At a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections: Section Modulus (Moment) Area (Shear) Moment of Inertia (Deflection) Sreq= 51.25 S= 376.69 Areq= 21 16 A= 107 63 lreq= 159.48 1= 3955.22 IN IN L/8928 IN L/6294 LB LB LB IN IN FT FT X DLD PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF Fv'= 140 PS M= 6809 FT -LB V= 1975 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam[ AISC 9th Ed ASD 1 Ver 6.00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 2.36:29 PM Protect: BISHOP LOT 16 Location. FLOOR 11 Summary A992 50 W16x31 x 9 0 FT Section Adequate By 1397 6% Controlling Factor Moment Deflections. Dead Load: DLD= 0 00 IN Live Load: LLD= 0 01 IN U13262 Total Load: TLD= 0 01 IN L/9296 Reactions (Each End) Live Load. LL -Rxn= 2700 LB Dead Load: DL -Rxn= 1152 LB Total Load: TL -Rxn= 3852 LB Bearing Length Required (Beam only support capacity not checked) BL= 0.84 IN Beam Data. Span. L= 9 0 FT Unbraced Length -Top of Beam Lu= 1 67 FT Live Load Deflect. Criteria. L/ 360 Total Load Deflect. Criteria. U 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= 2.0 FT Floor Live Load -Side Two LL2= 40 0 PSF Floor Dead Load -Side Two DL2= 15 0 PSF Tributary Width -Side Two TW2= 13 0 FT Wall Load WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 600 PLF Beam Self Weight: BSW= 31 PLF Beam Total Dead Load: wD= 256 PLF Total Maximum Load: wT= 856 PLF Properties for W16x31/A992 50 Yield Stress: Fy= 50 KSI Modulus of Elasticity E= 29000 KSI Depth. d= 15.88 N Web Thickness. tw= 0.28 N Flange Width. bf= 5.53 N Flange Thickness. tf= 0 44 N Distance to Web Toe of Fillet: k= 0 84 N Moment of Inertia About X X Axis: Ix= 375 00 N4 Section Modulus About X X Axis. Sx= 47.20 N3 Radius of Gyration of Compression Flange 1/3 of Web rt= 1.39 N Design Properties per AISC Steel Construction Manual Flange Buckling Ratio FBR= 6.28 Allowable Flange Buckling Ratio AFBR= 9 19 Web Buckling Ratio WBR= 57 75 Allowable Web Buckling Ratio AWBR= 90.51 Controlling Unbraced Lenqth. Lb= 1 67 FT Limiting Unbraced Length for Fb= 66 "Fy Lc= 4 95 FT Allowable Bending Stress: Fb= 33.0 KSI Web Height to Thickness Ratio. h /tw= 54.55 Limiting Web Height to Thickness Ratio for Fv= 4 "Fy h /tw- Limit= 53 74 Critical Web Stress Ratio Cv= 1 0 Shear Buckling Coefficient: kv= 5 42 Allowable Shear Stress. Fv= 19.84 KSI Design Requirements Comparison Controlling Moment: M= 8667 FT -LB Nominal Moment Strength Mr= 129800 FT -LB Controlling Shear V= 3852 LB Nominal Shear Strength: Vr= 81826 LB Moment of Inertia (Deflection) Ireq= 10 18 IN4 1= 375 00 IN4 Uniformly Loaded Floor Beam( 2000 International Building Code (97 NDS)1 Ver 6 00 7 By Charles Smith Lindberg Smith on 07 -09 -2007 3:03:20 PM Project: BISHOP LOT 16 Location. FLOOR 12 Summary 5.5 IN x 5.5 IN x 4 0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 19 9% Controlling Factor Section Modulus Depth Required 5 02 In Deflections: Dead Load: DLD= 0 01 IN Live Load: LLD= 0 03 IN L/1589 Total Load: TLD= 0.04 IN L/1144 Reactions (Each End) Live Load: LL -Rxn= 1040 LB Dead Load: DL -Rxn= 405 LB Total Load: TL -Rxn= 1445 LB Bearing Length Required (Beam only support capacity not checked) BL= 0.42 IN Beam Data: Span: L= 4 0 FT Unbraced Length -Top of Beam. Lu= 1 67 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= 13 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= 0 0 FT Live Load Duration Factor Cd= 1 00 Wall Load. WALL= 0 PLF Beam Loading: Beam Total Live Load wL= 520 PLF Beam Self Weight: BSW= 7 PLF Beam Total Dead Load: wD= 202 PLF Total Maximum Load: wT= 722 PLF Properties For #2 Douglas Fir -Larch Bending Stress: Fb= 750 PSI Shear Stress. Fv= 85 PSI Modulus of Elasticity E= 1300000 PSI Stress Perpendicular to Grain. Fc_perp= 625 PSI Adjusted Properties Fb' (Tension) Fb'= 750 PSI Adjustment Factors. Cd =1 00 CI =1 00 Cf =1 00 Fv' Fv'= 85 PSI Adjustment Factors. Cd =1 00 Design Requirements. Controlling Moment: M= 1445 FT -LB 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= 1127 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= 23 13 N3 S= 27 73 N3 Area (Shear) Areq= 19.89 N2 A= 30.25 N2 Moment of Inertia (Deflection). Ireq= 17.28 N4 1= 76.26 N4 Uniformly Loaded Floor Beam( 2000 International Building Code (97 NDS)1 Ver• 6.00.7 By Charles Smith Lindberg Smith on. 07 -09 -2007 3 PM Project: BISHOP LOT 16 Location. FLOOR 13 Summary 5 5 IN x 9.5 IN x 9 0 FT #2 Douglas Fir -Larch Dry Use Section Adequate By 317 1% Controlling Factor Section Modulus Depth Required 4 65 In Deflections. Dead Load. DLD= Live Load: LLD= Total Load. TLD= Reactions (Each End) Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only support capacity not checked) BL= Beam Data. Span. Unbraced Length -Top of Beam. Live Load Deflect. Criteria. Total Load Deflect. Criteria. Floor Loading Floor Live Load -Side One. Floor Dead Load -Side One. Tributary Width -Side One: Floor Live Load -Side Two Floor Dead Load -Side Two Tributary Width -Side Two Live Load Duration Factor Wall Load: Beam Loading: Beam Total Live Load. Beam Self Weight: Beam Total Dead Load Total Maximum Load. Properties For #2 Douglas Fir -Larch Bending Stress. Shear Stress. Modulus of Elasticity Stress Perpendicular to Grain. Adjusted Properties Fb (Tension) Adjustment Factors. Cd =1 00 CI =1 00 Cf =1.00 Fv' Adjustment Factors. Cd =1 00 Design Requirements. Controlling Moment: 4.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections. Section Modulus (Moment) Area (Shear) Moment of Inertia (Deflection) L= Lu= L/ L/ LL1= DL1= TW1= LL2= DL2= TW2= Cd= WALL= wL= BSW= wD= wT= Fb= Fv= E= Fc_perp= Fb'= Fv'= M= V= Sreq= S= Areq= A= Ireq= 1= 0 03 IN 0 01 IN U9345 0 04 IN U2619 180 LB 462 LB 642 LB 0 19 IN 9 0 FT 167 FT 360 240 40.0 PSF 15 0 PSF 1.0 FT 40 0 PSF 15 0 PSF 0 0 FT 1 00 75 PLF 40 PLF 13 PLF 103 PLF 143 PLF 875 PSI 85 PSI 1300000 PSI 625 PSI 874 PSI 85 PSI 1445 FT -LB 539 LB 19 83 N3 82.73 N3 9 52 N2 52.25 N2 36 00 N4 392.96 N4 Footing Design 2000 International Building Code (97 NDS) 1 Ver 6 00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 3.14:26 PM Project: BISHOP LOT 16 Location: FOOTING 1 Summary Footing Size. 1 5 FT x 1.5 FT x 10 00 IN Reinforcement: #4 Bars 11 00 IN. 0 C E/W (2) min. Footing Loads: Live Load: Dead Load: Total Load. Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure. Concrete Compressive Strength: Reinforcing Steel Yield Strength Concrete Reinforcement Cover Footing Size Width: Length. Depth Effective Depth to Top Layer of Steel: Column and Baseplate Size Column Type. Column Width. Column Depth. Baseplate Width: Baseplate Length. Bearing Calculations. Ultimate Bearing Pressure. Effective Allowable Soil Bearing Pressure. Required Footing Area: Area Provided Baseplate Bearing: Bearing Required. Allowable Bearing: Beam Shear Calculations (One Way Shear) Beam Shear Allowable Beam Shear Punching Shear Calculations (Two way shear) Critical Perimeter Punching Shear Allowable Punching Shear (ACI 11 35) Allowable Punching Shear (ACI 11 36) Allowable Punching Shear (ACI 11 37) Controlling Allowable Punching Shear Bending Calculations: Factored Moment: Nominal Moment Strength. Reinforcement Calculations. Concrete Compressive Block Depth. Steel Required Based on Moment: Minimum Code Required Reinforcement Controlling Reinforcing Steel. Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations. Development Length Required: Ld= Development Length Supplied: Ld -sup= Note. Plain concrete adequate for bending, therefore adequate development length not required. PL= PD= PT= Pu= Qs= F'c= FY= c= W= L= Depth= d= m= n= bsw= bsl= Qu= Qe= Areq= A= Bearing= Bearing-Allow= Vu1= vc1= Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= Mu= Mn= 1220 LB 682 LB 1902 LB 3029 LB 1500 PSF 2500 PSI 40000 PSI 3 00 IN 1.5 FT 1.5 FT 10 00 IN 6.25 IN (Steel) 4 00 IN 4 00 IN 4 00 IN 4.00 IN 845 PSF 1375 PSF 1.38 SF 2.25 SF 3029 LB 47600 LB 126 LB 9563 LB 41 00 IN 2047 LB 65344 LB 88188 LB 43563 LB 43563 LB 4123 IN -LB 85413 IN -LB a= 0 41 IN As(1)= 0 02 IN2 (Shrinkage/Temperature ACI -10.5 4) As(2)= 0.36 IN2 As -reqd= 0.36 IN2 #4 Bars 11 OO IN. O C E/W (2) Min. As= 0.39 IN2 15 00 IN 4 00 IN Footing Design 2000 International Building Code (97 NDS) 1 Ver 6.00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 3 1801 PM Project: BISHOP LOT 16 Location. FOOTING 2 Summary Footing Size. 2.5 FT x 5 0 FT x 30 00 IN Reinforcement in Lonq Direction: #4 Bars P 2.61 IN. 0 C (10) min. Reinforcement in Short Direction center band (Equal to width of short side) #4 Bars P 2.31 IN. 0 C Reinforcement in Short Direction outside bands: #4 Bars 4 70 IN. 0 C (3) Each band. Footing Loads. Live Load Dead Load: Total Load: Ultimate Factored Load: Properties: Allowable Soil Bearing Pressure. Concrete Compressive Strength. Reinforcing Steel Yield Strength: Concrete Reinforcement Cover Size Width. Length. Depth. Effective Depth to Top Layer of Steel Column and Baseplate Size Column Type. Column Width. Column Depth. Bearing Calculations. Ultimate Bearing Pressure Effective Allowable Soil Bearing Pressure Required Footing Area. Area Provided: Baseplate Bearing. Bearing Required. Allowable Bearinq Beam Shear Calculations (One Way Shear) Beam Shear Allowable Beam Shear Punching Shear Calculations (Two way shear) Critical Perimeter Punching Shear Allowable Punching Shear (ACI 11 35)• Allowable Punching Shear (ACI 11 36)• Allowable Punching Shear (ACI 11 37) Controlling Allowable Punching Shear Bending Calculations (Long Direction) Factored Moment: Nominal Moment Strength. Reinforcement Calculations (Long Direction) Concrete Compressive Block Depth Steel Required Based on Moment: Minimum Code Required Reinforcement: Controlling Reinforcing Steel (Shrinkage/Temperature ACI -10.5 4) Selected Reinforcement: Reinforcement Area Provided Development Length Calculations (Long Direction) Development Length Required Development Length Provided Bending Calculations (Short Direction) Factored Moment: Nominal Moment Strength: Reinforcement Calculations (Short Direction) Concrete Compressive Block Depth. Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrink./Temp ACI -10.5 4) Controlling Reinforcing Steel: Selected Reinforcement (Center Band) Selected Reinforcement (Outside Band) Reinforcement Area Provided (Total) Development Length Calculations (Short Direction) Development Length Required Ld -short= Development Length Provided. Ld -prov -short= Note. Plain concrete adequate for bending therefore adequate development length not required. Footing Footing PL= PD= PT= Pu= Qs= F'c= FY= c= W= L= Depth= d= m= n= Qu= Qe= Areq= A= Bearing= Bearing Allow= Vu1= vc1= Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= Mu -long= Mn -long= a -long= As(1) -long= As(2) -long= As -reqd -long= #4 Bars @2.61 IN OC As -long= Ld -long= Ld -prov -long= Mu -short= Mn -short= (13) 7260 3162 10422 16769 1500 2500 40000 3.00 2.5 50 30.00 26.25 (Concrete) 4 00 4 00 834 1125 9.26 12.5 16769 47600 489 66938 60 00 8315 401625 719578 267750 267750 109556 1811064 1.23 0 12 1.80 1 80 (10) Min. 1 96 15 00 25 00 47232 3445155 a -short= 117 As(1) -short= 0 05 As(2) -short= 3 60 As -reqd -short= 3 60 #4 Bars P 2.31 IN 0 C (13) Min. #4 Bars 4 70 IN O C (6) Min. As -short= 3 73 15 00 10 00 min. LB LB LB LB PSF PSI PSI IN FT FT IN IN IN IN PSF PSF SF SF LB LB LB LB IN LB LB LB LB LB IN -LB IN -LB IN IN2 IN2 IN2 IN2 IN IN IN -LB IN -LB IN IN2 IN2 IN2 IN2 IN IN Gy 7 Footing Design f 2000 International Building Code (97 NDS) 1 Ver 6 00 7 By Charles Smith Lindberg Smith on. 07 -09 -2007 3 1847 PM Proiect: BISHOP LOT 16 Location. FOOTING 3 Summary Footing Size. 2.5 FT x 5 0 FT x 30 00 IN Reinforcement in Lonq Direction #4 Bars a 2.61 IN 0 C (10) min. Reinforcement in Short Direction center band (Equal to width of short side) #4 Bars a 2.31 IN. 0 C (13) min. Reinforcement in Short Direction outside bands. #4 Bars 4 70 IN 0 C (3) Each band. Footing Loads: Live Load 9360 Dead Load: 4140 Total Load. 13500 Ultimate Factored Load: 21708 Footing Properties: Allowable Soil Bearing Pressure. 1500 Concrete Compressive Strength 2500 Reinforcing Steel Yield Strength. 40000 Concrete Reinforcement Cover 3.00 Footing Size. Width. Length. Depth Effective Depth to Top Layer of Steel. Column and Baseplate Size. Column Type. Column Width Column Depth. Bearing Calculations. Ultimate Bearing Pressure. Effective Allowable Soil Bearing Pressure Required Footing Area. Area Provided Baseplate Bearing: Bearing Required: Allowable Bearing Beam Shear Calculations (One Way Shear) Beam Shear Allowable Beam Shear Punching Shear Calculations (Two way shear) Critical Perimeter Punching Shear Allowable Punching Shear (ACI 11 35) Allowable Punching Shear (ACI 11 36) Allowable Punching Shear (ACI 11 37) Controlling Allowable Punching Shear Bending Calculations (Long Direction) Factored Moment: Nominal Moment Strength. Reinforcement Calculations (Long Direction) Concrete Compressive Block Depth Steel Required Based on Moment: Minimum Code Required Reinforcement: Controlling Reinforcing Steel (Shrinkage/Temperature ACI -10.5 4) Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations (Long Direction) Development Length Required: Development Length Provided Bending Calculations (Short Direction) Factored Moment: Nominal Moment Strength. Reinforcement Calculations (Short Direction) Concrete Compressive Block Depth. Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrink./Temp ACI -10.5 4) Controlling Reinforcing Steel. Selected Reinforcement (Center Band) Selected Reinforcement (Outside Band) Reinforcement Area Provided (Total) Development Length Calculations (Short Direction) Development Length Required: Development Length Provided Note Plain concrete adequate for bending therefore adequate development length not required PL= PD= PT= Pu= Qs= F'c= Fy= c= W= L= Depth= d= m= n= Qu= Qe= Areq= A= Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= Ld -prov -long= 2.5 50 30 00 26.25 (Concrete) 4 00 IN 4 00 IN 1080 1125 12.0 12.5 Bearing= 21708 LB Bearing Allow= 47600 LB Vu1= 633 LB vc1= 66938 LB 60.00 10764 401625 719578 267750 267750 Mu -long= 141826 Mn -long= 1811064 a -long= 1.23 IN As(1) -long= 015 IN2 As(2) -long= 180 IN2 As -reqd -long= 1.80 IN2 #4 Bars 2.61 IN 0 C (10) Min. As -long= 196 IN2 Ld -long= 15.00 IN Mu-short= 61144 IN -LB Mn -short= 3445155 IN -LB a -short= 117 As(1) -short= 0 06 As(2)- short= 3.60 As -reqd -short= 3.60 #4 Bars (a7 2.31 IN. 0 C (13) Min #4 Bars@4701N OC /(6)Min. As -short= 3 73 Ld -short= 15 00 Ld -prov -short= 10 00 25 00 IN LB LB LB LB PSF PSI PSI IN FT FT IN IN PSF PSF SF SF IN LB LB LB LB LB IN -LB IN -LB IN IN2 IN2 IN2 1N2 IN IN N Lchtinen 32 t6 Wetmore Ave. WA 98201 425)252-2373 b*k0:1ECT NAME 164.'03 ECT NUMBER LOCATION WA kieroNi CLIENT F AD LA DESIGN CRITERIA CODE LIVE LOADS FLOOR SNOW WIND SEISMIC DEAD LOADS ROOF FLOOR SOIL VALUES BEARING LATERAL t1 r„\o• E)c, 1003 85 MPH CTESON D2. 15 RsF 2.000 PSF NA CALC Dr ITIc.)NAL F."FRUCTURAL ENGINEERING MLENTs OR CHANGES TO PLANS Pi SHOWN SIIT uj 1 SCHEDULES AND DETAJLS PER SIIT VED BY DAT By 02 Date Page No. of l IL s TRUCTURAL ONLY ENGINEER S SEAL IS FOR LATERAL LOADS ONLY UNLESS NOTED FROM .N.LEHTINEN Engineering IN Lt,htmen neentag 4 t 20 Iyt Ave vci&lL WA 913203 (423) 22-2373 Hi T ciN 'WIND RESS ES F R STRUCTUR OS OR ,',11.,,EIYIEN'T (TI 1, .1 tiCrCiRES 1$1 }3E D'ETERIVITN:ip ?OR ANY N COR.DA_NCE WI I THE FOLLOWIqG 7 OR4UILA, I 's 1 where. Adjustment:f stire from Tel 1mportanpe S d at h 30,fee `Cubit.: 1609 6 1.1VE4GN WIND PFMOSUR 1 10 1 .I1' WINO ■1 1100F (WIC IN 12" 2 .1 '1 12 LCulp CA:ia w 1 2S Ds V W w iier' e. ■Siv, -7 file design period as d 1615 1 3. The respo 16176 kk The effectiv ing the total PHONE NO 206+252+2373 Mar 27 2007 10 15PM P1 W DESIGN 1337 Date tag& No. '7._ of -(Equation 1.6 et g for building height and _txpo- le 1609 6.2.1(4) et( r as defined m Section I.09 5 gill:a wind pressure for Expos ire B (9 44 mm), and for 1,, 1 0 from 2 (1) TABLE 1600.8,2.4 t) 164A W SYSTEM). p potthro 1.3 ofi 30 law with 4= LO) (Pi) ZONES ti.rimiflAIPAtomm %Jut ,c61 Pro.nguro Chrothituti A B f; P '2 1 LS -5,9 ji4 13.11 0 12.0 -5,4 .11.6 -3.1. Ad .4 -91), 14-4 4,11 9.6 -1.7 -13.11 .0 9.fi j 1, .9 -4.2 10.6 13 ...0,p •6 14.4 2i i0.4 2$ 4.4 7 -461 2.4 ,7 -0.7 17.9 al 112 7.11 1.0 .11 go I'.2.„ )L$ 1P. 7.0 5.0 .9 I :,(JIVITC DESIGN :la! tic response aCceleration at shot er lined in accordance vntl: Sedtion se modification factor from l'atle se. smie weight of the structiii2, deo 1 load and other loads d below 1 193 1 I OT'AL OESGN B S SHEAR:WA G V1N DIkECTION 1 I. ii D ETERMIN: r.i) FROM THE FUG Q WING- FORMULA FROM .,N.LEHTINEN Engineering u- a .Lehtinen By Date L neelrhg _rime yO Hoyt Ave. v erect, WA 98203 ,423) 252 -2373 R s c403- eG-, D t Q3a Th&L R ft=4 2,2, if R P 26x r do PgF $261 V &a 0,15 x 67" R e.DuND, JC1' FN rOR 9E-Iti 1G Lo b 1R1e n Ot D- t- L_ -rvC/ +.5/2 PHONE NO. 206 +252 +2373 1 2x18 Mar 27 2007 10 16PM P3 5 O 5 v c 7 )e 2. 8P X i Ci LGUL cTE COQ& 4 E ,F Ecj o h n R:_ A D V 71 G i 0. kerilQ v A To L. t Of 2 ais D 1, 0 fad kK (6.5 )CA 140 L# IS, 3 O LOAD C) Ni 1t`JAT(oN) v F) wx hx /mow h, w h \A L 5.6176 25oov 1 FLR. 35 3(5 t6 t 2Nci FLR I g13, FROM N LEHTINEN Engineering .rdN Lehtr nlen 4 2,0 Hoyt Ave. i.v rc.tt, WA 98203 423) 252 -2373 F PHONE NO. 206 +252 +2373 Mar 27 2007 10 16PM P4 RTC L D ISTRI JTO Lt 2,5 O7 Tv =01 K, F 15 250,0/813 4e ``o r 4, f, eq31 1 Ise By Date Page FROM ,,N.LEHTINEN Engineering N ehtinen By Date ELM ie. z J i-1oyt Ave. y erect, WA 98203 ...LS) 252 -2373 LA-TE.f2 ERAG DP PHONE NO. 206 +252 +2373 Mar 27 2007 10 16PM P5 0 0 (1&15\--= V/c '7 2ZZ coit &o VE u' c (Qerkj FROM N.LEHTINEN Engineering r 1 s6 fi PHONE NO 206 +252 +2373 Mar 27 2007 10 17PM P6 I 5 car (A 44-? 1 Cr2 3(65 FROM N LEHTINEN Engineering lytA6 3 ?7 /()P1) Z4/2_, 15 @o 4 12,15 t 2 i'S 4 ri33 Z 10 1 IS t÷ O al (141314 ()pp 17 .2.30c5 PHONE NO 206+252+2373 17 eN 4.4- 3 sa -t 48,1 (OE u) OE gtO 2- (JA 1 :66-4.) Mar 27 2007 10 17PM P7 7 0 5 26 4.. 7 1x,/ 35-f 3,5 =21W c5 -6e ga.01 oezie to} FROM N LEHTINEN Engineering PHONE NO. 206 +252 +2373 Mar 27 2007 10 18PM P8 Nr 2so Ga __d .9 soco•' 812 -=4-6-0: J S 2,3:6" V 4O/ 2 0 4, x 38 c e 6d20/0 r 65-ko m tIgla 8�l� 2 FROM N LEHTINEN Engineering N Lehti la en it 20 Hoyt Ave. v v'eti, WA 98203 42.i) 252 -2373 I! A.T {isrij 2. t h 5 H f 'X/ /\LL r-AINieL sic d\.l (Fiwkr7 (53EV)16r a l .n t indigo as a traditional (segmented) shear wall: 1 1 Calculate unit shoar the wall is designed to resist, v V Assumes full height segments get an equal unit I.2 v Pif shear, another approach could distribute load based an wail length or stiffness, but In this case an aspect ratio adjustment factor will be used which is intended to provide near equal stiffness among narrow (c2:1) and wide >2:1) wail segments 1 2 Since one scgrnant is less then 2:1 aspect ratio, calculate aspect ratio adjustment AR, AR ro( �5 v� 2000 NEHRP 124.2 3 (ref 1), this adjustment to use segments less than 2:1 for seismic design,wiil also be in the 2003 IBC i 3 The 'effective' unit shear this narrow segment will have to carry is, v V f(' .AR .51A/ y I Y f (.l S11UE. 7 II Qi vat -6Zo Dif f ..fir t t L^I‹ Ai )F`Cadx L3 z f- >2vr',5pt 2 V S PHONE NO. 206 +252 +2373 Mar 27 2007 10 18PM P9 By Date Page To force the narrow wall to be stiffer, the load the wall must resist Is Increased, thus more nailing will be required i\er n 1 z Uf Mo TD A ?,IJME INFLECfIGN POINT AT MICGULE OF 2. MARK 1 ALLOW l LOA D Roof t 180 ply 1/2 CDX i 260 p if 1A/2.. 612f, I i& ..r, Floor 215 p1` 3/4 CDX MATERIAL 1/2 CDX oR i/ o' s wr ro 2' EDG E BLOCKING REO'0 No 8d 6 N Yes I rNcHo i 1L OR 4 `rk.! Lot riN SHEARWALL AND DIAPHRAGM SCHEDULE NA ILING EDGE FIELD 10d 6 8d 6" yes ec(&,z 8d 12 10d 10 8d 12 641 P O iL ANCHOR BOLTS YL‘ ®d 8' e W24 PLATE NAI1_ING 16d 16" C REMARKS 11 Minimum Standard I1 II !4 f Minimum Standard _L A35 9c I� m ninium Standard C?' m 0 3 0 z m z 0 FROM N LEHTINEN Engineering iI II I II II f If I fl i I i I NTS PHONE NO. 206 +252 +2373 Mar 27 2007 10 19PM P11 DOODLE TOP PLATE WITH EDGE NAILN (STAGG ('SEE SHEARWLL SCHEDULE FOR LOWER GRADE (EDGE NAILING AT ALL PANEL EDGES. BACK W►TH 2X DLOGKING OR DAGKING. EDGE NAILING TO HOEDOWN 'POT (FILL HEIGHT) 5TU05 AT I6-INGI— ON CENTER PRESSURE TRATED SILL PLATE WITH EDGE NAILING AND ANCHOR DOLTS PER SHEARWALL SCHEDULE (PP:OVIDE A MINIMUM OF 9/8' DIA ANCHOR DOLTS e AT 48 -N ON- CENTER EMDED 7' N TOP PLATE SPLICE AND NAILING PER PLANS. LAP 4'--O' WAWA CENTER SPUGE ON STUD HOEDOWN PER SCH'EDUL-E AND PLAN. COORDINATE ALL STUD AND PLATE: SIZ WITH SHEARV'ALL SCHEDULE REQUIREMENTS. EDGE NAILING TP POSTS, TRIM STUDS AND KING STUDS. \d i Poo I SCE 0-132) LVATION FROM .N.LEHTINEN Engineering PHONE NO 206 +252 +2373 HNLebtinen 4120 Uoyt Ave. Everett, WA 98203 423' 252 -2373 Project Subject SHEARWALL PER PLAN (SHEATHING NOT SHOWN) HEADER 'TYPICAL WINDOW PENN B Date Project No. Page No of WALL OPENING REINFORCEMENT 3/4 .1 SHEARWALL Mar 27 2007 10 20PM P12 NAIL SIEATH,1NSR TO BLOCKS AS'' FOR SHEARWALL 4; EDGE NAILING TIE STRAP' SIMPSON LSTA21 W /10tlx14 NAILS (TYP)` KING STUDS 4x2 FLAT BLOCK (TYPICAL) e cr MINN •MI NOM MIN ui nii111 4' 0 0 W co Jj Do J b p 1 "1 vg 1 w Q of O .l Lid WdOZ 0T LOOZ LE -PW t g W .z ,g .t- t LLL +ZSZ +9OZ ON 9NOHd 411 iEhg! E 1 41 I PtsiZ if g 1 w 110 I r mill Q 90 0 6 0 6utaaaut6u3 N9NI1H81 N WOdd FROM N. LEHT I NEN Engineering I TOP q 411-S g' 1§ VII t 11!! J l V m x •r•■ rm INN O rll r■ MIIIJIII mu MIMI El Milli IN u MO 1 6 3' -6 -3 WV 0 00 Z 5 -9 z NOD u■ WI SDI 111 ■1 ■AI• ■r■ Dim 1111.• •1■ RAIN ■R■ 2' -6 PHONE NO. 206 +252 +2373 Mar 27 2007 10 21PM P14 FROM N LEHTINEN Engineering PHONE NO. 206 +252 +2373 Mar 27 2007 10 21PM P15 r N 1 5011R 11 9 ifilog Ne .0i; I I TO 11 SS Q F 0 0 ®D FROM N.LEHTINEN Engineering A N 0 0 -n O 70 D. PHONE NO. 206 +252 +2373 Mar 27 2007 10 22PM P16 ,0 —.t b/l ?!OO1J P 'bjx (,x O Eio al ta a EMJ T/ !a1 In. .ca 1.mA ..z/a/at rival mks Ili .1 am use alma a'a a 1011 �afv1 1'a K 'Los 7 au .ts SOUS ♦,z/l/a MOM 133.1.4 a :'a• Gaffl COS a aal muaeavts/ yro !i d •rain a z .1h3B 9B. 010115011 .1)/L -11 X t11-!: 1.00 1 au to .1c was IJ.VA. 1VJ38 lifts e1 x ia. eat At .01 Da9 rl .Dl .LS $fl 4 N n 0 z r m x z m z m 3 3 ro ID 1 0 z m z 0 FROM N LEHTINEN Engineering PHONE NO. 206 +252 +2373 Mar 27 2007 10 23PM P18 FROM N.LEHTINEN Engineering PHONE NO. 206 +252 +2373 IcEr Mar 27 2007 10 23PM P19 L co z 0) C Ql QI C 0) c w z w z 1- 2 w J z s 0 L_ vc !MOSCN :35- PER V A I 1ST FIOCR. 3. W f 't+`NC Writ REQUIRE"' r� I I ,I 1 r r t I l -1 r 1' s. 1 L FOP REU Aar SRACIIC REOLI1R IR,EWL-NTS SE? 7AaLI. ON SHE' j hnicri I14 ERIOR WA.L. 1 &L' b SEE TALE ON SHE 1 FLOOR 51•[:PMIIROG i PLCCF krIST S' iC^v .R, INT WALL �FEr1RWAL: mien REQUIRED cLC-C JOIST tl FROM N LEHTINEN Engineering 1 NO.2 1 f .Q 9 Ns /Nf. 1NO? 6o S7 /VN 6-?/AN ocr7oH ZZ'OH f H 1O -4W /S 7 Qa15 a7.5ir' O.1 ,(7d fi n/ /7 /t1V �Q3 A8 ')NH3 PHONE NO 206 +252 +2373 Mar 27 2007 10 24PM P21 j1 r J-V H SiNa,LNO3 102'36 V,hl )P.INI A9 dwoD £LF2''ZSZ(900 a Ali del 0 ruJihl 911 FROM N.LEHTINEN Engineering PHONE NO. 206 +252 +2373 Mar 27 2007 10 24PM P22 1510(' ON11130 1-111M 83.1.J\fe �O SSla1 lV01chu 'idea OugaeulCu3 purl CMS '0141 'S31Vt00SV 43N1'USV001NDSNHOr 0/0 ,9L )10016 x'L 11'V' C"1.I.7« :ewvN lwlep S'Y'70 g \47 :436 Ti V MVHS dOldIX an000 231-1M TWMd V3H$ N3M'S N'3 FROM N LEHTINEN Engineering Ind I `S Lc SS Storage Scale: SHEIRWALL SHEATHING WHERE REQUtt ?ED SIMP N A35F PE 'ST FLOOR. S.W. SHEA WHERE r.ECUIRED IOQ "2 C/a PHONE NO 206 +252 +2373 y '1 lF f f� SHEARWAI1 WI4ERE RE:,L:RED L r 1 f7 \,1 I L \._.r" t I— Detail Name: EXTLai-ArLi.. leo z isa 0/c l Mar 27 2007 10 25PM P23 FLOOR 51 .THING CI rQr; ,:C;S T :'R SIMPSON AF l5 P t.C1 i REC;iL E:`4iEN S ;t it 1 5E ''n8L ON EHEE V 1 I`\L. Detail Na. palm FROM N LEHTINEN Engineering ,i,yY.e 5F ACED AS SH ON JP8ER TORT SHE :RWAL L. PLAN S 'N E. N Storage Seals: SHEARWALL SHEATHING WHERE REQUIRED S. W A I J 1.1.1 I \I he;11.11nen. I SS :f uottiffi Clvll. E .n.10..n.eers PHONE NO 206 +252 +2373 DstaB Name: rypEG s ui Jo* No. 1E0 0 18 c UPPED S T Oft WALL OR PARAPET Mar 27 2007 10 25PM P24 F S_E.N OR R.S_E.N FLOOR SHEATHING TltilE T JZPw -7•i MST :iOF. I 1 V.LCCKING BLQCr<ING l SOWN' 1eC 'E" o 'o z, 1' r, L:i 1 4 0% 1 La J I c_11 r. 21122 112.-. l :114Virnr ,h'C 1206)25.2-2,173 COMP roc cit'f! IVA 98201 CONTENTS r ROOF oR Ft -00R Jb151 PER P4-AN �PLL E M 7L OrRA PER FJ-A v/aoP g7'Vv s Po 5'� SHEATH In1 \wool, bbAM ALT LOCA1i O M FROM 1 N LEHTINEN Engineering 't t� p6. 4 -2 10 PHONE NO 206 +252 +2373 Mar 27 2007 10 26PM P25 r7 Si fro j lsJ1 v\ 0 ?7M c/(A w skeAe, visAtab ova- c wL 4,Pots,c6