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Specifications 44s7?-C2/ `&CSS • ( 2.__ ?,,U 5 w 7km Mux IVED WESTWOOD HOMES ((??t Y ` d ; 2.014 CITY r G BUL U ISI N i 1 STRUCTURAL CALCULATIONS PLAN 2254 15992 SW Lynn Street Tigard, OR New 1.5 story, standard wood framed structure. Standard wood framed floor system with i-joists and roof with wood pre-manufactured gang-nail trusses. Lateral forces induced on the structure are resisted via plywood sheathed roof and floor diaphragms and vertical sheathed shearwalls that carry loads to the foundation. Prepared by: Jason E. Stanek, P.E. e.O PROP kg ~ ill Ili .`- Gam' �E. S'iP' - '�'`� EXPIRES:WO I February 25, 2014 R Project No: 14-029 PROJECT DESCRIPTION: This project consists of the analysis and design for the new 1.5 story, standard wood framed structure. Standard wood framed floor system with i joists and roof with wood pre-manufactured gang-nail trusses. Lateral forces induced on the structure are resisted via plywood sheathed roof and floor diaphragms and vertical sheathed shearwalls that carry loads to the foundation. The site requires a new zero lot line retaining wall and footing support (with key). • CONTENTS: Floor Plans/Elevations/Sections P-1/P-6 Lateral Force Analysis LFA-1/LFA-7 Framing Design F-1/F-29 1 ' . S A . T I 'I c , score OP 110RR T IILRLLEIOHRRL WFSNDTlRPAFEFM _ — M. AAGEI[Gr,OOWEY10q i cor•11.1.14.4314.11Prarnme LLR TSTOA IT SINE WL RESP06BUTIOf BI I IED n nMNR TIC ORROPIPIRLTO WPM NSSSSIG e6MVFHR MASTS Mt TOMA ALDABI'FO$ I i caNSTAI RI ON RLSIODSNO YR OOIu1N TSWININERpMRRAGTOA. 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I 1711 CONTMLTORS A OWIWRI 505HOIG TEEp616NLREN61NELR HARMLESS FOI1 OWITT ORMAN TO MASONS OR FOR 5.0.63 TO FRORJRYGNAMI EY HEOLI6BIGE Of THS T SAGA MS MEM.5101.0r253 OA SVOGONTRASTORS NM PLAN-SEE I A SAGIGONTSLALTOALIMIT SE*WORNLLE FOR DAIRA6.TO NAIALENTWAR ARO STOLL WAR WO 1:0406!AT HIS OM L1D615E GONTMLTOR TO MVO ALL FLAMITSAMD aSI A ' ATTACHED 4.G0016,41.Y7RMO4.1.CONFORM TO TEEAP?UG04L1 ILALD5005 6 AHD 05ORtANGE5.IN CSE OF 00 LILT MIFFSMETHODS OR STM10AA05 OF WSTALLATION OF THE MATTRNIE F10006. IJ DATE: swamp DO ROT MIA IRF ERCSSD TWO RlpL.APC TSO.1 E LIYD OA ORDINANCES.THE LAF6 OR ORgNAMGIS SHILL SOIFTAX ROMA.MI DISISHER OF ALL GONFUGTS. VNOLRFLOOI.RSO .�TEDmAT 1RTIAIO1c.RIO SITE NOTES 2120)2014 OHEH5I033 FIOORASSCMLLT OVER UHGONDRIONEO 553441-Rao 1.415501NATIDN 34111405.15 DRVR16S.RBCIME TO THE EROMIRS GOMCTWNS ARE OMEN NITEN9T P555340, y.53054 53141411 TOUl 3355505 ALOJRA00 THE MILS- SREINFO1NA110%FRO.IDLO EY REVISION: • GONTMGTOTLH41 FELD MVR,EO6TINO LONDTOHSANO DDFENSIGNS AND 31L3 3 H011FY THE DE616NpI OF ANT DOGAEFANGIES OR GNOMON AOWEASSLYMFELTM6 T.E 555165 MOVE 6AA03•R3 SLLYN N MISLlaATTON,x0 COUNT( AND PAM 5 ROP TO PMOGIEBMO IIMTRLNOW. 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''' .: .:,...:. ... ! -� I • i , . , i • i i r ' I ; , 1 . 1 1 i - - - - ; 1 ,,,i,,-..,..,'"..r......''' _ . 1 1 I 1 ASCE 7-05 Seismic Factor Determination'""° "r` 'tss� 14 Printetl:25FE92014,6't9AA{ Preje�H4.029.4Westwood.Lyre{Plan 22541:6.1 p C.akslca�xec6 ENERCALC,INC.1903 2011,8U&l:611.6 23,Ver.8.11.6.23 Description: Seismic Analysis • Occupancy Category 2) Occupancy Category of Building or and other structures Other Structure: "Ir:All BuildingsCalculations per A CE 7-05 except those listed as Category 1,111,and IV ACSE 7-05,Page 3,Table 1-1 Occupancy Importance Factor 1 Ground Motion, Using USGS Database values ACSE 7-05,Page 116, Table 11.5-1 Max.Ground Motions,5%Damping: ASCE 7-05 9.4.1.1 S = Longitude = 122778 deg West 5 0.94417 g,0.2 sec response Latitude = S 1 - 0.33957 g,1.0 sec response 45,442 deg North Location: PORTLAND,OR 97223 Site Class,Site Cceff.and Design Category _ Site Classification "0" Shear Wave Velocity 600 to 1.200 ft/sec _ D ASCE 7-05 Table 20.3-1 Site Coefficients Fa&Fv Fa = (using straight-line interpolation from table values) Fv = 1.127ASCE 7-05 Table 11.4-1 d 11.42 2 1.72 Maximum Considered Eartquake Acceleration SMS=Fa*Ss = 1.060 ASCE 7-05 Table 11.43 SM1 =Fv"S1 = 0.584 Design Spectral Acceleration SDS SMS 2/3 = 0.706 ASCE 7-05 Table 11A-4 Spt=S M12/3 = 0.390 Seismic Design Category = D (51)1 is most severe) ASCE 7-05 Table 11.6.1 Resistin, stem Basic Seismic Force Resisting System... Bearing Wall Systems ASCE 7-05 Table 12.2-1 Light-framed walls sheathed w/wood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" • = 6.50 Building height Limits: System Overstrength Factor "Wo" = 3.00 Category"A&B"Limit: No Limit Deflection Amplification Factor"Cd" = Category"C"Limit: No Limit 4.00 NOTE!See ASCE 7.05 for all applicable footnotes. Cate CategLimit=65 "EY Limit: gory r1'"E"Limit: Limit=65 Category"F"Limit Limit=65 _Redundancy Factor Category ASCE 7-05 Section 12.3.4 Seismic Design of D,E.or F,Redundancy Factor"p"Set by Userto=1.0 Lateral Force Procedure Equivalent Lateral Force Procedure ASCE 7-05 Section 12.8 The'EaVI/ Ient t atFraI r.,�Procedure"IS hPlr{n trs i arras rdirlg to the orowsions of ASCE 7-05 12 Determine Building Period Structure Type for Building Period Calculation: All Other Structural Systems Use ASCE 12.8-7 "Ct"value = 0.020 "hn":Height from base to highest level = "x"value = 0.75 10A ft "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct• hn"x = "TL":Long-period transition period per ASCE 7-05 Maps 22-15->22-20 { i 0.112sec 8.000 sec Building Period"Ta"Calculated from Approximate Method selected "Cs"Res.,nse Coefficient = 0.112 sec S pg Short Period Design Spectral Response = ASCE 7-05 Section 128.1.1 0.708 From Eq.12.8-2. Preliminary Cs = "R":Response Modification Factor = 6.50 From Eq.12.8-3&12.8-4,Cs need not exceed 0.1095 "I":Occupancy Importance Factor = - 0.533 1 From Eq.12.8-5&12.8.6, Cs not be less than = 0.031 Cs:Seismic Response Coefficient = Sas/(R/l)'0.70 - 0.0761 Pnnte6:25 FEB 2014.6:49AM1t ASCE 7-05 Seismic Factor Determination itW°CU"e"t PrclectsIjS\JS Suctilrall2"4 Pmjects"44329.w -Lmn�tennsasr i■r�.3e ENER W C.INC.1983.2t11i Btn1d13.11623 Ver6116.23 Description: Seismic Analysis Seismic Base Shear Calculated for Allowable Stress Design Load Combinations ASCE 7-05 Section . &3 Cs = 0.0761 from 12.8.1.1 W(see Sum Wi below) = 112.40 k Vertical Distribution of Seismic Forces Seismic Base Shear V= Cs*W = 8,55 k "k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level.,, Level# Wi:Weight Hi:Height (Wi•Hi)Ak Cvx Fx=Cvx•V Sum Story Shear Sum Story Moment 1 112.40 10,00 1,124.00 1.00 8.55 Sum Wi= 8.55 0.00 112.40 k Sum Wi*Ni = 1,124.00 k-ft Total Base Shear= 8.55 k Base Moment= 85.5 k-ft Diaphragm Forces:Seismic Design Category"D","E"& "F" ASCE 7.05 9.5.2.6.4.4 Level# WI Fi Sum Fi Sum Wi Fpx 1 112.40 8.55 8.55 112.40 15.88 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat.Force'of current level plus all levels above MIN Req'd Force @ Level 0.20*SDS*I*Wpx MAX Req'd Force @ Level 0.40*SDs *1*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)WI. x=Current level,n=Top Level Wall Anchorage Concrete&Masonry Wall Normal Force:Minimum Force.per ACSE 7-05 12.11.1 Minimum Factor: 0.40*SDS*Importance*Weight = 0.2826 *Weight Concrete&Masonry Wall Anchorage:Seismic Design Category "C"&"D"per ACSE 7-05 12.11.2.1 Actual Wall Weight Tributary to Anchor _ lbs/lin.ft Fp:Anchorage Design Force,.. Rigid Diaphragm Design Force=0.40*SDS*I*Trib.Weight = 0.00 lbs/foot Flexible Diaphragm Design Force=0.80*SDSI*Trib.Weight = 0.00 lbs/foot Shearwall Load Distribution (Westwood Plan 2254 I 'Sec Enemalc.Output and Hand Calcualtions for more information Seismic Forces Seismic Base Shear,Vag a 8,6 kips _ Main Level Shear,Fi o 8.6 kips Mb Weights,f,;.,,,.= 3.10 psf 1.A .N V ` SHEAR Sesimrc SHEAR I WALL WALL RATIO OF 1111 SHEAR ALONG SHEAR ALONG Height of Total Length Sum of Fal! Max Opening (Wind) 11th) (Scismq (065, LFNGTH TOTAL WALL WALLWallofWaliHeightShath- Height SHEAR (Wind) (Seismic) H L SI Ho fftl ife} Eft) IRoof to Lipper Floor Line A 58851 1463 4535 AM-1 34.5 1.00 5886 4535 9 345 25 6,67 0.00 0 0 a 0.00 0 0 0 0.00 0 0 0 Total 34.5 1.00 5886 4535 Line B 5886 1463 4535 I 8M-I 36 1.00 5886 4535 9 0.00 0 36 26.25 6.67 0 0 0.00 0 0 0 0.00 0 0 Total 36 1.00 5886 0 4535 Line 1 26381 128 397 1M-1 16 j 1.00 I 3618 39709 160 9.5 6.67 1. 0.00 0 0 0 0.00 I 0 0 0 0.00 0 Total 16 1.00 2618 397 0 Line 2 4460 578 I 1792 2M-1 45 1.00 4460 1792 9I 45 15.5 6.67 0.00 0 0 0.00 q 0 0 0 Total0.00 0 0 45 1.00f 0 4460 1792 Lane 3 f 69061 945 I 2930 I 3M:2"1. 1 6.5 0.32 2190 3M-2 14 0.6g 4716 2001 9 14 645 Jr 0.00 0 0.00 0 0 0 Total 205 1,00 6906 2930 . i i Ii i 11815 MEI 1t dt,Si' 104,Vim,WA-98860 • - sors4ss. . -Wes ood ',Homes LLC ' ; 1599 Lynn.St Plan 22x4 , • ,S Project No':. 14-029 i G,t 5 71 ar 4 —_... — — -- ' I - ` .;, _,? , . .— Cfr,_ 64k\ --- I , (, ` �fi� • Vit` •= rl4s �. 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I Project:Gravity Calcs Page JSLic2_JW ]]�� Location:HDR-1 JS Structural 1` Roof Beam [2009 International Building Code(2005 NDS)] °� 5.5 IN x 7.25 IN x 6.5 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:128.0% StruCalc Version 8.0.113.0 2125!2014 6:05:11 AM controlling Factor.Moment LOAi?IN6 DLaGgeM DEFLECTIONS Center Live Load 0.04 IN L/1974 Dead Load 0.02 in Total Load 0.06 IN L/1210 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 569 lb 569 lb Dead Load 359 lb 359 lb Total Load 928 lb 928 lb Bearing Length 0.42 in 0.42 in .BEAM DATA -6.5 ft Span Length 6.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft ROOF LOADING -Roof Pitch 0 :12 Roof Duration Factor 1.15 Side One: Roof Live Load: LL= 25 psf MATERIAL PROPE,RiTIgS Roof Dead Load: DL= 15 psf #2-Douglas-Fir-Larch Tributary Width: TW= 7 ft Base Values Adjusted Side Two: Bending Stress: Fb= 900 psi Fb'= 1346 psi Roof Live Load: LL= 25 psf Cd=1.15 CF=1.30 Roof Dead Load: DL= 15 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Tributary Width: TW= 0 ft Cd=1.15 Wall Load: WALL= 0 pif Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Min.Mod.of Elasticity: EEmin= 580 ksi E min'= 580 ksi SLOPE/FMB Beam ADJUSTED LENGTHS AND LOADS Comp.-i-to Grain: Fc- 1-= 625 psi Fc--L'= 625 psi AdjustedSelfBeam Weight:Length: = 6.5 ft Beam BSW= 6 pff Controlling Moment1508 ft-lb Beam Uniform live Load: wL= 175 pff 3.25 ft from left support Beam Uniform Dead Load: wD_adj= 111 pff Created by combining all dead and live loads. Total Uniform Load: wT= 286 pff -Controlling Shear: -928 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 13.45 in3 30.66 in3 Area(Shear): 6.72 in2 25.38 in2 Moment of Inertia(deflection): 16.54 in4 111.15 in4 Moment: 1508 ft-lb 3438 ft-lb Shear: -928 lb 3502 lb Project Gravity Cates vase Location:HDR-2 JSLic2_JW Roof Seam f ..IS Structural 12009 International Building Code(2005 NOS)] -3.5 IN x 7.25 IN x 9.5 FT °r #2-Douglas-Fir-Larch-Dry Use Section Adequate By:256.4% StruCaic Version 8.0.113.0 2/25/2014 6:05:12 AM Controlling Factor Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.05 IN U2213 Dead Load 0.04 in Lo LiveTotal Loadad Deflection0.09 Criteria:INU1294 L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 237 lb 237 lb Dead Load la 169 lb 1 69 lb BeaTotalringLoad Length 0.19406 inIb 0.19406 inIb -4- BEAM DATA — Span Length g S ft n s e Unbraced Length-Top 0 It Unbraced Length-Bottom 0 ft •Roof Pitch 0 :12 ROOF LOAQINQ Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live load: LL= 25 psf #2-Douglas-Fir-larch Roof Dead Load: DL= 15 psf Tributary Width: TW= 2 ft Base Valuez Adjusted Side Two: Bending Stress: Fb= 900 psi Fb'= 1346 psi Roof Live Load: LL= 25 psf Cd=1.15 CF=1.30 Roof Dead Load: DL= 15 p sf Shear Stress: Fv= 180 psi Fv'= 207 psi Tributary Width: TW= Cd=1.15 0 ft Modulus of Elasticity: E= 1600 ksi e= 1600 ksi Wall Load: WALL= 0 plf Min.Mad.of Elasticity: E min= 580 ksi E min'= 580 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS to Grain: Fc-1= 625 psi Fc--i-'= 625 psi Adjusted Beam Length: Ladj= 9.5 ft Beam Self Weight BSW= 6 plf Beam Uniform Live load: wL= 50 phI Controlling Moment: 965 ft-lb 4.75 ft from left support Beam Uniform Dead Load: wD adj= 36 ptf Created by combining all dead and live loads. Total Uniform Load: wT= 86 plf -Controlling Shear: -406 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Redd Provided Section Modulus: 8.6 in3 30.66 in3 Area(Shear): 2.94 in2 25.38 in2 Moment of Inertia(deflection): 15.46 in4 111.15 in4 Moment 965 ft-lb 3438 ft-lb Shear: -406 lb 3502 lb Project:Gty Papa Location:RR-1raviCalcs JSLic2_JW Roof Beam JS SUuctural 7/ [2009 International Building Code(2005 NDS)) of 1.5INx11.25INx12.0FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By 81.2% StruCalc Version 8.0.113.0 2/25/2014 6:05:13 AM Controlling Factor.Moment 1.129121NUAraml DEFLECTIONS Center live Load 0.08 L/1758758 Dead Load 0.06 inIN Total Load 0.14 IN U1051 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:L/180 REACTIONS 9 B Live Load 300 lb 300 lb Dead Load 202 lb 202 lb Total Load 502 lb 502 lb Bearing Length 0.54 in 0.54 in BEAM DATA Span length 12 ft 13 e Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 0 :12 LOADING Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live Load: LL= 25 psf #2-Douglas-Fir-Larch Roof Dead Load: = 15 psf t Tributary Width: T TW= 2 ft Base Valueg Adjusted Side Two: Bending Stress: Fb= 900 psi Fb'= 1035 psi Roof Live Load: LL= 25 psf C&/./5 CF=1.00 Roof Dead Load: DL= 15 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Tributary Width: TW= 0 ft Cd2.1.15 Wall Load: WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi SLOPEMin.Mod.of Elasticity: E min= 580 ksi E_min'= 580 ksi Adjusted Beam ADJUSTED t3 LENGTHS AND LQADS Comp.1 to Grain: Fc-J-= Beam Len the = 12 ft� 625 psi Fc- L'= 625 psi 9 Ladj Beam Self Weight: BSW= 4 plf Beam Uniform Live Load: wL= 50 plf Controlling Moment: 1506 ft-Ib 6.0 ft from left support Beam Uniform Dead Load: wD adj= 34 plf Created by combining all dead and live loads. Total Uniform Load: wT= 84 plf -Controlling Shear: -502 lb At support. Created by combining all dead and live loads. Comparisons with required sections: aosta provid Section Modulus: 17.46 in3 31.64 in3 Area(Shear): 3.64 in2 16.88 in2 Moment of Inertia(deflection): 30.49 in4 177.98 in4 Moment: 1506 ft-lb 2729 ft-lb Shear: -502 lb 2329 lb Project:Gravity Calcs We Location:HDM-1 JS ur Roof Beam JS Structural << fish . i [2009 International Building Code(2005 NDS)] a 3.5 IN x 7.25 IN x 6.25 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:146.6% StruCalc OADI Version 8.0.113.0 2/25/2014 8:05:14 AM Controlling Factor:Moment LOADIN D1AGi°M DEFLECTIONS Center Live Load 0.03 IN L/2220 Dead Load 0.02 in Total Load 0.06 IN L/1361 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A S Live Load 547 lb 547 lb Dead Load 345 lb 345 lb Total Load 892 lb 892 lb Bearing Length 0.41 in 0.41 in BEAM DATA 8.25 f ---4- Span Length 6.3 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft •Roof Pitch 0 :t2 ROOF LOADING Roof Duration Factor 1.15 Side One: Roof Live Load: LL= 25 psf MATERIAL PROPERTIES Roof Dead Load: DL= 15 psf #2-Douglas-Fir-Larch Tributary Width: TW= 7 ft • Base Values Adjusted Side Two: Bending Stress: Fb= 900 psi Fb'= 1346 psi Roof Live Load: LL= 25 psf Cd=1.15 CF=1,30 Roof Dead Load: DL7-- 15 psf Shear Stress: . Fv= 180 psi Fv'= 207 psi Tributary Width: TW= 0 ft Cd=1.15 Wall Load: WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E.= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E min'= 580 ksi . SLO�d Beam A Length: ED LENGTHS AND Logos Comp.J-to Grain: Fc-1= 625 psi Fc-1-'= 825 psi Adjusted Ladj= 6.25 ft Beam Self Weight: BSW= 6 plf Controlling Moment 1394 ft-Ib Beam Uniform Live Load: wL= 175 plf 3.125 ft from left support Beam Uniform Dead Load: wD adj= 111 plf Created by combining all dead and live loads. Total Uniform Load: wT= 286 plf -Controlling Shear. -892 lb At support Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 12.43 in3 30.66 in3 Area(Shear): 6.47 in2 25.38 in2 Moment of Inertia(deflection): 14.7 in4 111.15 in4 Moment: 1394 ft-lb 3438 ft-lb Shear. -892 lb 3502 lb • Project:Gravity Caics Location:HDM-2 JSLic2 JW Pager Uniformly Loaded Floor Beam I JS Structural [2009 International Building Code(2005 NDS)] 3.5 IN x 11.25 IN x 5.5 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:57.4^/, Struealc Version 8.0.113.0 2/25/2014 6:05:16 AM Controlling Factor:Moment LOADING ______M DEFLECTIONS Center Load 0.02 1/3043 Live Dead Load 0.01 in Total Load 000...0:321 .03 ININ 112081 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:11240 • REACTIONS A f. Live d 5 Dead Load 890 ill 192890 ibIb Total LoaLoad 28151925 Ib 2815 lb1 i - _ Bearing Length 1,29 in 1.29 in .BEAM DATA Center ss e Span Length 5.5 ft tr Unaced Length-Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 #2-Douglas-Fir-Larch Floor Live Load FLL= 40 psf 40 psf Floor Dead Load FDL= 18 psf 15 psf ease Values Attlrster! Floor Tributary Width FM/= 17.5 ft 0 ft Bending Stress: Fb= 900 psi Fb'= 990 psi Wall Load WALL= ff Cd=1.00 CF=1.90 0 p Shear Stress: Fv= 180 psi Fv'= 180 psi SEAM LOADING Cd=1.00 Beam Tata)Live Load: WI= 700 plf Modulus of Elasticity: E= 1600 ksi E= 1 fi00 ksi Beam Total Dead Load: wD= 315 plf Min.Mod.of Elasticity: E min= 580 ksi E_min'= 580 ksi Beam Self umg Load: BT= = 9 pif Total Maximum Comp.-I-to Grain: Fc- L= 625 psi Fc-1`= 625 psi w = 1024 plf Controlling Moment: 3870 ft-lb 2.75 ft from left support Created by combining all dead and live loads. Controlling Shear. 2815 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Rea' Provided Section Modulus: 46.91 1n3 73.83 in3 Area(Shear): 23.46 in2 39.38 1n2 Moment of Inertia(deflection): 49.12 in4 415.28 in4 Moment: 3870 ft-lb 6091 ft-lb Shear: 2815 lb 4725 lb Project:Gravity Caks ge Location:HDM-3 JSLic2_Jur y Roof Beam t� •— JSSctural[2009 International Building Code(2005 NDS)] .^ 3.5INx11.251Nx9.5FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:52.0% StruCalc Version 8.0.113.0 2/25/2014 6:05:17AM _Controlling Factor:Moment LQA12throagsAm DEFLECTIONS Center Live Load 0.07 IN 01654 Dead Load 0.04 in Total Load 0.11 IN 01012 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A a Live Load 1188 lb 1188 lb Dead Load 753 lb 753 lb Total Load 1941 lb 1941 lb Bearing Length 0.89 in 0.89 in ji . BEAM DATA Span Length 9,5 ft 4- 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft -Roof Pitch 0 :12 ROOF LOADING Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live Load: LL= 25 psf #2 Douglas-Fir-!arch Roof Dead Load: DL= 15 psf Tributary Width: TW= 10 ft Base Values Adiusted Side Two: Bending Stress: Fb= 900 psi Fb'= 1139 psi Roof Live Load: LL= 25 psf Shear Stress: Cd=1.15 CF=1.10 Roof Dead Load: DL= 15 psf Fv= 180 psi Fv'= 207 psi Tributary Width: TW= 0 ft Cd=1.15 Wall Load: WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E rain`= 580 ksi SLOPEd B CH A ngth: ED LENQ�THg AND LOAD$ Comp.J-to Grain: Fc-J-= 625 psi Fc- = 625 psi Adjusted Beam Length: Ladj= 9.5 ft Beam Self Weight: BSW= 9 Of Controlling Moment 4609 ft-lb Beam Uniform Live Load: wL= 250 plf 4.75 ft from left support Beam Uniform Dead Load: wD adj= 159 plf Created by combining all dead and live loads. Total Uniform Load: wT= 409 ptf -Controlling Shear: -1941 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Redd provided Section Modulus: 48.58 in3 73.83 in3 Area(Shear): 14.06 in2 39.38 in2 Moment of Inertia(deflection): 73.87 in4 415.28 1n4 Moment: 4609 ft-lb 7004 ft-lb Shear: -1941 lb 5434 lb Project:Gravity Calmpage Location:BM-1 i JSLic2_Jur Multi-Loaded Multi-Span Beam Stif'V.rr 0 JS Structural [2009 International Building Code(2005 NDS)] -5.25 IN x 11.875 IN x 26.5 FT(10+16.5) 2.0E Parallam-Level Trus Joist Section Adequate By:61.1% StruCalc Version 8.0.113.0 2/25/2014 6:05:18 AM __Controlling Factor:Moment LIZADINaLIAGEM DEFLECTION Center Right Live Load -0.06 IN L/1871 0.29 IN 1/689 Dead Load -0.02 in 0.19 in Total Load -0.08 IN 1/1523 0.47 IN 0419 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 RF,iICTIONS A a Q Live Load 1811 lb 6964 lb 2786 lb Dead Load 712 lb 5145 lb 1974 lb Total Load 2523 lb 12109 lb 4760 lb 1.111110111111111111.11111 Uplift(1.5 F.S) -373 lb 0 lb 0 lb Bearing Length 0.64 in 3.08 in 121 in ion isstt BEAM DATA Center Richt Span Length 10 ft 16.5 ft Untraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 10 ft 16.5 ft Uniform 4E}�OADS Center Right Live Load Duration Factor 1.00 Uniform Live Load 400 plf 400 Of Notch Depth 0,00 Uniform Dead Load 276 plf 276 pif Beam Self Weight 19 p11 19 Of MATERIAL PROPERTIE$r Total Uniform Load 695 p1f 695 plf 2.0E Parallam-Level Trus Joist Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2823 psi Cd=1.00 CI=0.97 CF=1.00 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-I-to Grain: Fc-1= 750 psi Fc-1' 750 psi Controlling Moment -18017 ft-lb Over left support of span 3(Right Span) Created by combining all dead loads and five loads on span(s)2,3 -Controlling Shear: 6830 lb At left support of span 3(Right Span) Created by combining all dead toads and live loads on span(s)2,3 Comparisons with required sections: Req'd Provided Section Modulus: 76.59 in3 123.39 in3 Area(Shear): 35.33 in2 62.34 in2 Moment of Inertia(deflection): 419.42 in4 732.62 in4 Moment -18017 ft-lb 29026 ft-lb Shear: 6830 lb 12053 lb Project:Gravity Calcs fa;JSLic2 JW s Location:BM-2 it' -aIS - JS Structural Multi-Loaded Multi-Span Beam 1 or [2009 International Building Code(2005 NDS)] -3.5 IN x11.25 IN x 3.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 212512014 6:05:19 AM Section Adequate By:97.7% LOADING DIAGRAM Controlling Factor:Shear PEFLECTIONS garter Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN 118121 Live Load Deflection Criteria:11360 Total Load Deflection Criteria:11240 REACTIONS A Live Load 657 lb 657 lb Dead Load 1097 lb 1733 lb Total Load 1754 lb 2390 lb Bearing Length 0.80 in 1.09 in 111111111 BEAM DATA Center s n Span Length 3 ft Unbraced Length Top 0 ft Unbraced Length-Bottom 3 ft UNIFORM LOADS Center -Live Load Duration Factor 1.00 Uniform Live Load 438 plf Notch Depth 0.00 Uniform Dead Load 299 plf MATERIAL PROPERTIES Beam Self Weight 9 plf #2-Douglas-Fir-Larch Total Uniform Load 746 plf Base Values Adlusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 900 psi Fb'= 990 psi Load Number Ong Cd=1.00 CF=1.14 Live Load 0 lb Shear Stress: Fv= 180 psi Fv'= 180 psi Dead Load 1907 lb Cd=1.00 Location 2 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.J_to Grain: Fc-1= 625 psi Fc- = 625 psi Controlling Moment: 2011 ft-lb 1.98 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 -Controlling Shear: -2390 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 24.38 in3 73.83 in3 Area(Shear): 19.91 in2 39.38 in2 Moment of Inertia(deflection): 12.27 in4 415.28 in4 Moment: 2011 ft-lb 6091 ft-lb Shear: -2390 lb 4725 lb Project:Gravity CafesPage JSLic2 JW � Location:BM-4 c��-- � JS Structural Combination Roof And Floor Beam SEE�*4Iry (2009 International Budding Code(2005 NDS)] -3.5 IN x 11.875 IN x 14.5 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCaic Version 8.0.113.0 2/2512014 6:05:20 AM Section Adequate By:22.9% LOADING DIAGRAM _Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.37 IN L/473 Dead Load 0.22 in Total Load 0.59 IN U295 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 2030 lb 2030 lb Dead Load 1225 lb 1225 lb Total Load 3255 lb 3255 lb Bearing Length 1.16 in 1.16 in . _._i DATA Center 14.58 Span Length 14.5 ft Unbraced Length-Top 0 ft Roof Pitch 0 :12 ROOF LOADIN A Floor Duration Factor 1.00 Side 1 Side 2 Roof Duration Factor 1.15 Roof Live Load RLL= 25 psf 25 psf Notch Depth 0.00 Roof Dead Load RDL= 15 psf 15 psf MATERIAL PROPERTIES Roof Tributary Width RTW= 8 ft 0 ft 1.55E Timberstrand LSL-iLevel Trus Joist Base Values Adjusted FLOOR LOADING Bending Stress: Fb= 2325 psi Fb'= 2676 psi Side 1 Side 2 Cd=1.15 CF=1.00 Floor Live Load FLL= 40 psf 40 psf Shear Stress: Fv= 310 psi Fv'= 357 psi Floor Dead Load FDL= 18 psf 15 psf Cd=1.15 .Floor Tributary Width FTW= 2 ft 0 ft Modulus of Elasticity: E= 1550 ksi E'= 1550 ksl Wall Load WALL= 0 plf Comp.4-to Grain: Fc- = 800 psi Fc- L'= 800 psi REAM LOADING Controlling Moment 11800 ft-lb Roof Uniform Live Load: wL-roof= 200 pff 7.25 ft from left support Roof Uniform Dead Load: wD-roof= 120 plf Floor Uniform Live Load: wL-floor= 80 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD4loor= 36 plf Controlling Shear: 3255 lb Beam Self Weight BSW= 13 plf At support Combined Uniform Live Load: wL= 280 plf Created by combining all dead and live loads. Combined Uniform Dead Load: w0= 169 plf Comparisons with required sections: Rea'tf Provided Combined Uniform Total Load: wT= 449 pff Section Modulus: 52.91 in3 82.26 in3 Controlling Total Design Load: wT-cont= 449 pff Area(Shear): 13.7 in2 41.56 in2 Moment of Inertia(deflection): 397.33 in4 488.41 in4 Moment: 11800 ft-lb 18346 ft-lb Shear: 3255 lb 9878 lb Project Gravity Calcs ° JSLic2 JW Location:BM-6 ! JS Structural Fr Uniformly Loaded Floor Beam „ o [2009 International Building Code(2005 NDS)) -1.75 IN x 11.875 IN x 6.5 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 8.0.113.0 2/25/2014 6:05:22 AM Section Adequate By:306.0% LOADING DIAGRAM • _Controlling Factor.Shear DEFLECTION$ Center Live Load 0.02 IN L/3342 Dead Load 0.01 in Total Load 0.03 IN L/2259 Uve Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 715 lb 715 lb Dead Load 343 lb 343 lb Total Load 1058 lb 1058 lb Bearing Length 0.76 in 0.76 in BEAM DATA Center 6.5 rt Span Length 6.5 ft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 FLOOR LOADING Notch Depth 0.00 Sim 1 Side Z MATERIAL I?ROPERTIES Floor Live Load FLL= 40 psf 40 psf 1.55E Timberstrand LSL-iLevel Trus Joist Floor Dead Load FDL= 18 psf 15 psf Base Value& Adjusted Floor Tributary Width FTW= 5.5 ft 0 ft Bending Stress: Fb=- 2325 psi Fb'= 2327 psi Wall Load WALL= 0 plt CoP1.00 CF=1.00 BEAM LO6DING Shear Stress: Fv= 310 psi Fv'= 310 psi Beam Total Live Load: wL= 220 Of Ca`f.00 Beam Total Dead Load: wD= 99 pit Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Beam Self Weight BSW= 6 plf Comp. to Grain: Fc-1= 800 psi Fc-1= 800 psi Total Maximum Load: wT= 325 pit Controlling Moment: 1719 ft-lb 3.25 ft from left support Created by combining all dead and live loads. Controlling Shear: 1058 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 8.86 in3 41.13 in3 Area(Shear): 5.12 in2 20.78 in2 Moment of Inertia(deflection): 26.31 in4 244.21 in4 Moment: 1719 ft-b 7977 ft-lb Shear: 1058 lb 4295 lb • Project Gravity Caics JSLic2_JW Location:BM-7 JS Structural Multi-Loaded Multi-Span Beam ilFf 'a ; [2009 International Building Code(2005 NDS)] F °r -3.5 IN x 11.875 IN x 15.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 8.0.113.0 2125/2014 6:05:23 AM Section Adequate By:115.6% LOADING DIAGRAM -Controlling Factor.Deflection DEFLECTIONS Centef Live Load 0.22 IN L/803 Dead Load 0.12 in Total Load 0.35 IN 0518 Live Load Deflection Criteria:1/360 Total Load Deflection Criteria:1/240 je4CT1ONS A Live Load 1053 lb 862 lb Dead Load 585 lb 493 lb Total Load 1637 lb 1355 lb Bearing Length 0.58 in 0.48 in BEAM DATA Center is ft Span Length 15 ft Unbraced Length-Top 0 ft Untraced Length-Bottom 15 ft UNIFORM LOADS Center - Live Load Duration Factor 1.00 Notch Depth 0,00 Uniform Live Load 80 plf Uniform Dead Load 36 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 1.55E Timberstrand LSL-iLevel Trus Joist Total Uniform Load 129 plf Base Valu Adjusted POINT LOAQS-CENTER SPAN 0 Bending Stress: Fb= 2325 psi Fb'= 2327 psi Load Number tug Cd=1.00 CF=1.00 Live Load 715 lb Shear Stress: Fv= 310 psi Fv'= 310 psi Cd=1.00 Dead Load 343 lb Modulus of Elasticity: E= 1550 ksi E= 1550 ksi Location 5.5 ft Comp.•1 to Grain: Fc--L= 800 psi Fc- = 800 psi Controlling Moment: 7049 ft-lb 5.55 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1637 lb - At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 36.34 in3 82.26 in3 Area(Shear): 7.92 in2 41.56 in2 Moment of Inertia(deflection): 226.49 in4 488.41 in4 Moment 7049 ft-lb 15953 ft-lb Shear: 1637 lb 8590 lb Project Gravity Calcs fe‘/Yor JSLic2_JW Location:BM-8 JS Structural Combination Roof And Floor Beam [2009 [2009 lntemationa!Building Code(2005 NDS)] -1.75 IN x 11.875 IN x 9.5 FT 1.55E Timberstrand LSL-'Level Trus Joist StruCalc Version 8.0.113.0 2/25/2014 6:05:24 AM Section Adequate By:49.9% LOADING IAGRAM .Controlling Factor:Moment DEFLECTION* Center Live Load 0.17 IN L/688 Dead Load 0.10 in Total Load 026 IN L/434 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1627 lb 1627 lb Dead Load 950 lb 950 lb Total Load 2577 lb 2577 lb Bearing Length 1.84 in 1.84 in BEAM DATA Center s.s e Span Length 9.5 ft Unbraced Length Top 0 ft Roof Pitch 0 :12 ROOF LOADINQ • Floor Duration Factor 1.00 Roof Duration Factor 1.15 Side 1 Side Notch Depth 0.00 Roof Live Load RLL= 25 psf 25 pet Roof Dead Load RDL= 15 psf 15 psf MATERIAL PROPERTIES Roof Tributary Width RTW= 10.5 ft 0 ft 1.55E Timberstrand LSL-!Level Trus Joist Base Values Adjusted FLOOR LOADING Bending Stress: Fb= 2325 psi Fb'= 2676 psi Side 1 Side 2 Cd=1.15 CF=1.00 Floor Live Load FLL= 40 psf 40 psf Shear Stress: Fv= 310 psi Fv'= 357 psi Floor Dead Load FDL= 18 psf 15 psf Cd=1.15 Floor Tributary Width FTW= 2 ft 0 ft Modulus of Elasticity: E= 1550 ksi E= 1550 ksi Wall Load WALL= 0 Of Comp.3-to Grain: Fc-1= 800 psi Fc-1= 800 psi SEAM LOADINCj Controlling Moment 6120 ft-lb Roof Uniform Live Load: wL-roof= 263 plf 4.75 ft from left support Roof Uniform Dead Load: wD-roof= 158 plf Created by combining all dead and live loads. Floor Uniform Live Load: wL--foor= 80 plf Controlling Shear: -2577 lb Floor Uniform Dead Load: wD-floor= 36 off At su ori. Beam Self•Weight BSW= 6 plf Combined Uniform Live Load: wL= 343 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 200 plf Comparisons with required sections: Combined Uniform Total Load: wT= 542 plf 4 Req'd Provided Controlling Total Design Load: wT-cont= 542 Of Section Modulus: 27.44 in3 41.13 in3 Area(Shear): 10.84 in2 20.78 in2 Moment of Inertia(deflection): 135,01 in4 244.21 in4 Moment: 6120 ft-lb 9173 ft-lb Shear: -2577 lb 4939 lb Project Gravity Calcs jpage Location:BM-9 JS Structural Multi-Loaded Multi-Span Beam S�' a '+ ] or [2009 International Building Code(2005 NOS)) -3.5 IN x 11.875 IN x 12.5 FT 1.55E Timberstrand LSL-ilevel Trus Joist StruCalc Version 8.0.113.0 2/25/2014 6:05:25 AM Section Adequate By:12.7% LOADING DIAGRAM _Controlling Factor Moment DEFLECTIONS Center Live Load 0.29 IN L/525 Dead Load 0.18 in Total Load 0.47 IN U320 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A A Live Load 1903 lb 2099 lb Dead Load 1249 lb 1363 lb rilliMillill1111111111111. Total Load 3153 lb 3462 lb Bearing Length 1.13 in 1.24 in I BEAM DATA Center 12.5 ft B Span Length 12.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 190plf Notch Depth 0.00 Uniform Dead Load 120 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 1.55E Timberstrand LSL-iLevel Trus Joist Total Uniform Load 323 plf Base Value§ Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2325 psi Fb'= 2327 psi Load Number wig Cd=1.00 CF=1.00 Live Load 1627 lb Shear Stress: Fv= 310 psi FV= 310 psi Dead Load 950 lb Cd=1.O0 Location 7 ft Modulus of Elasticity: E= 1550 ksi E= 1550 ksi Comp. L to Grain: Fc-1= 800 psi Fc-1'= 800 psi Controlling Moment 14155 ft-lb 7.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3462 lb - 12.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 72.99 1n3 82.26 in3 Area(Shear): 16.75 in2 41.56 in2 Moment of Inertia(deflection): 366.45 in4 488.41 in4 Moment: 14155 ft-lb 15953 ft-lb Shear. -3462 lb 8590 lb Project:Gravity Calcs fge JSLic2_JW Location:BM-5 !!� JS Structural Multi-Loaded Multi-Span Beam +wV, w 12009 International Building Code(2005 NDS)] 3.5tNx11.875INx10.5FT 2.0E Parallam-iLevel Trus Joist StruCaic Version 8.0.113.0 2/25/2014 6:05:26 AM Section Adequate By:14.5% LOADING DIAGRAM Controlling Factor.Moment DEFLECTIONS Center Live Load 0.21 IN L/611 Dead Load 0.12 in Total Load 0.33 IN L/382 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A g t Live Load 3624 lb 3141 lb Dead Load 2165 lb 1874 lb Total Load 5790 lb 5015 lb Bearing Length 2.21 in 1.91 in BEAM-DATA Center 10.s n B Span Length 10.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10.5 ft UNIFORM LOADS Center .Live Load Duration Factor 1.00 Uniform Live Load 451 plf Notch Depth 0.00 Uniform Dead Load 255 plf MATERIAL PROPERTIES Beam Self Weight 13 pif 2.0E Parallam-iLevel Trus Joist Total Uniform Load 719 plf Base Values Adjusted pow*LOAQS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2903 psi Load Number One Cd=7.00 CF=1.O0 Live Load 2030 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 1225 lb Cd=1.00 Location 4 ft Modulus of Elasticity: E= 2000 ksi E= 2000 ksi Camp.1-to Grain: Fc- = 750 psi Fc-J-'= 750 psi Controlling Moment: 17378 ft-lb - 3.99 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear. 5790 lb - At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 71.82 in3 8226 in3 Area(Shear): 29.95 in2 41.56 in2 Moment of Inertia(deflection): 306.57 in4 488.41 in4 Moment: 17378 ft-lb 19902 ft-lb Shear 5790 lb 8035 lb Project:Gravity Calcs Fge JS llV Location:BM-10 JS Structural Vr Uniformly Loaded Floor Beam " ; . f [2009 International Building Code(2005 NDS)] _3.5 IN x 11.875 IN x 10.0 FT 1.55E Timberstrand LSL-iLevet Trus Joist Section Adequate By 115.2% StruCalc Version 8.0.113.0 2/25/2014 6:05:28 AM Controlling Factor-Moment e911 DEFLECTlON4 Center Live Load 0.12 IN 01010 Dead Load 0.06 in Total Load 0.18 IN 0681 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:0240 REACTIONS Live Load 2000 lb 2000 lb Dead Load 965 lb 965 lb Total Load 2965 lb 2965 lb Bearing Length 1.06 in 1.06 in BEAM DATA Center Y ton Span Length 10 ft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf 1.55E Timberstrand LSL-iLevel True Joist Floor Dead Load FDL= 18 psf 15 psf Base Values Adlusted Floor Tributary Width FTW= 10 ft 0 ft Bending Stress: Fb= 2325 psi Fb'= 2327 psi Wall Load WALL= 0 plf Cd=1.00 CF=9.00 Shear Stress: Fv= 310 psi Fv'= 310 psi REAM LOADING Cd=1.00 Beam Total Live Load: wL= 400 plf Modulus of Elasticity: E= 1550 ksi E.= 1550 ksiBeam Total Dead Load: wD= 180 p1 Comp.--to Grain: Fc- = 800 psi Fc--L'= 800 psi Beam Self umg o wT== 5933 pIt Total Maximum Load: wT= cal# Controlling Moment: 7412 ft-lb 5.0 ft from left support - Created by combining all dead and live loads. Controlling Shear: -2965 lb At support. - Created by combining all dead and live loads. Comparisons with required sections: Req Provided Section Modulus: 38.22 in3 82.26 in3 Area(Shear): 14.35 in2 41.56 in2 Moment of inertia(deflection): 174.17 in4 488.41 in4 Moment 7412 ft-lb 15953 ft-lb Shear: -2965 lb 8590 lb Project:Gravity CaicsrasexJS Str JW Location:BM-11JS Structural / Multi-Loaded Multi-Span Beamai kiosi:ovii.weii,t.". '' of[2009 International Building Code(2005 NDS)].6.75INx19.5INx20.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 2/25/2014 6:05:29 AM Section Adequate By:41.0% LOADING DIAGRAM Controlling Factor:Moment • DEFLECTIONS Qenter Live Load 0.32 IN 0773 Dead Load 0.23 in Total Load 0.54 IN U452 I Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 3 2 FICACTIONS A B Live Load 5928 lb 6035 lb Dead Load 4093 lb 4476 lb Total Load 10021 lb 10511 lb Bearing Length 2.28 in 2.40 in 1111 - BEAM DATA Center ms a Span Length 20.5 ft Unbraced Length Top 0 ft Unbraced Length-Bottom 20.5 ft .Live Load Duration Factor 1.00 UN nifoORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 80 plf Camber Required 0.23 Uniform Dead Load 36 plf Notch Depth 0.00 Beam Self Weight 29 plf Total Uniform Load 145 pIf MATERIAL PROPERTIES RgNT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number Base Values Adjuster T� Three Bending Stress: Fb= 2400 psi Controlled by. Live Load 2099 lb 2099 lb 2000 lb Fb cmpr= 1850 psi Fb'= 2230 psi Dead Load 1903 lb 1903 lb 965 Ib Cd=1.00 Cv=0.93 Location 8 ft 17.5 ft 10 ft Shear Stress: Fv= 265 psi Fv'= 265 psi 07.00 Load Number Dna hat Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 375 plf 375 plf -Min.Mod.of Elasticity: E_min= 930 ksi E min'= 930 ksi Left Dead Load 225 plf 225 plf Comp.J-to Grain: Fe- L= 650 psi Fc--L'= 650 psi Right Live Load 375 pit 375 plf Right Dead Load 225 Of 225 plf -Controlling Moment: 56358 ft-lb Load Start 0 ft 17.5 ft 8.4 Ft from left support of span 2(Center Span) Load End 8 ft 20.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 8 ft 3 ft Controlling Shear: -10511 lb • 20.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 303.34 in3 427.78 in3 Area(Shear): 59.49 in2 131.63 in2 Moment of Inertia(deflection): 2214.52 in4 4170.87 in4 Moment: 56358 ft-lb 79479 ft-lb Shear: -10511 lb 23254 lb Project:Gravity Calm a JSL Jur Location:BR-1 JS Structural /J Roof Beam . i [2009 International Building Code(2005 NOS)] .5.5 IN x11.25 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:26.9% StruCalc Version 8.0.113.0 2/25/2014 6:05:30 AM Controlling Factor:Moment LOAfltNG DIAG!?eM DEFLECTIQNs center Live Load 0.10 IN L/1207 Dead Load 0.06 in Total Load 0.16 IN L/738 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 1875 lb 1875 lb Dead Load 1192 lb 1192 lb Total Load 3067 lb 3067 lb Bearing Length 0.89 in 0.89 in ,. BEAM DATA 10 e Span Length 10 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 0 :12 ROOF LOADING Roof Duration Factor 1.15 Side One: Roof Live Load: LL= 25 psf MATERIAL PROPERTIES Roof Dead Load: DL= 15 psf #2-Douglas-Fir-Larch Tributary Width: TW= 15 ft Base Values Adjusted Side Two: Bending Stress: Fb= 875 psi Fb'= 1006 psi Roof Live Load: LL= 25 psf Cd=1.15 CF=7.00 Roof Dead Load: DL= 15 psf Shear Stress: Fv= 170 psi Fv'= 196 psi Tributary Width: TW= 0 ft Cd=1.15 Wall Load: WALL= 0 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod,of Elasticity: E_min= 470 ksi E miry'= 470 ksi ALQPe Beam Length:ADJUSTED LENGTHS AND LOADS Comp.-I-to Grain: Fc-1= 625 psi Fc-�'= 625 psi AdjustedmSBeam Weighttngth: BSW = 10 ft Beam Self BS = 13 plf Controlling Moment: 7668 ft-Ib Beam Uniform Live Load: wl= 375 plf 5.0 ft from left support Beam Uniform Dead Load: wD adj= 238 Of Created by combining all dead and live loads. Total Uniform Load: wT= 613 pif -Controlling Shear: -3067 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 91.44 in3 116.02 in3 Area(Shear): 23.53 in2 61.88 in2 Moment of Inertia(deflection): 159.23 in4 652.59 in4 Moment: 7668 ft-lb 9728 ft-lb Shear: -3067 lb 8064 lb • Project:Gravity Calcs Page JS Stnrctur Location:GBM-1 JS Structural Multi-Loaded Multi-Span Beam or [2009 International Building Code(2005 NDS)j 5.5INx12.0INx16.OFT 24F-V4-Visually Graded Western Species-Dry Use StruCaic Version 8.0.113.0 2/25/2014 6:05:31 AM Section Adequate By:33.1% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.34 IN 11570 Dead Load 0.26 in Total Load 0.60 IN L/320 Live Load Deflection Criteria:11360 Total Load Deflection Criteria:L1240 REACTIONS A g 1 2 Live Load 2372 lb 3266 lb Dead Load 1826 lb 2645 lb Total Load 4197 lb 5912 lb Bearing Length 1.17 in 1.65 in BEAM DATA Center 16 ft Span Length 16 ft Unbraced Length Top 0 ft Unbraced Length-Bottom 16 ft UNIFORM LOADS Center live Load Duration Factor 1.00 Uniform Live Load 182 plf Camber Adj.Factor 1 Uniform Dead Load 109 If Camber Required 0.26 p Notch Depth 0.00 Beam Self Weight 14 plf Total Uniform Load 305 plf MA]EJ 1AL PROPERTIES POS LOADS.CENTER SPAJ 24F-V4-Visually Graded Western Species Load Number Du l'am Base Values Adjusted Uve Load 1363 lb 1363 lb Bending Stress: Fb= 2400 psi Controlled by Dead Load 1249 lb 1249 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 6 ft 15.25 ft Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 _Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Min.Mod.of Elasticity: E min= 930 ksi E min'= 930 ksi Comp.-L to Grain: Fc---= 650 psi Fc-1'= 650 psi -Controlling Moment: 19668 ft-lb 6.08 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -5912 lb At right support of span 2(Center Span) Created by combining all dead loads and live bads on span(s)2 Comparisons with required sections: Roll Provided Section Modulus: 98.34 in3 132 in3 Area(Shear): 33.46 in2 66 in2 Moment of Inertia(deflection): 594.86 in4 792 in4 Moment: 19668 ft-lb 26400 ft-lb Shear: -5912 lb 11660 lb Project:Gravity Calcs aae� JSLic2_JW Location:DBM-1t JS Structural Roof Beam `ar ` or • [2009 International Building Code(2005 NDS)) .3.5 IN x 9.25 IN x 15.5 FT #2-Douglas-Fir-Larch-Dry Use StruCaic Version 8.0.113.0 2/25/2014 6:05:32 AM Section Adequate By:35.4% LOADING DIAGRAM Controlling Factor.Moment DEFLECTIONS Center Live Load 0.26 IN L/705 Dead Load 0.18 in Total Load 0.45 IN U417 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS @ $ Live Load 581 lb 581 lb Dead Load 403 lb 403 lb Total Load 984 lb 984 lb Bearing Length 0.45 in 0.45 in _)SEAM DATA 15.5ft Span Length 15.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft ROOF J.OADING -Roof Pitch 0 :12 Side One: Roof Duration Factor 1.15 Roof Live Load: IL= 25 psf MATERIAL PROPERTIES Roof Dead Load: DL= 15 psf #2-Douglas-Fir-Larch Tributary Width: TW= 3 ft Base Values Attkleed Side Two: Bending Stress: Fb= 900 psi Fb'= 1242 psi Roof Live Load: LL= 25 psf Cd=1.15 CF=1.20 Roof Dead Load: 0L= 15 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Tributary Width: TW= 0 ft Cd=1.15 Wail Load: WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi SLOPFJPITCH ADJUSTED I,ENGTHS AND LOAQS Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Adjusted Beam Length: Ladj= 15.5 ft Comp.J-to Grain: Fc-1= 625 psi Fc-l'= 625 psi Beam Self Weight BSW= 7 plf Controlling Moment: 3815 ft Ib Beam Uniform Live Load: wL= 75 plf Beam Uniform Dead Load: wD adj= 52 plf 7.75 ft from left support Total Uniform Load: wT= 127 plf Created by combining all dead and live loads. -Controlling Shear. -984 lb At support. Created by combining all dead and live loads. Comparisons with required sections: 130'0 provided Section Modulus: 36.86 in3 49.91 in3 Area(Shear): 7.13 in2 32.38 in2 Moment of Inertia(deflection): 99.76 in4 230.84 in4 Moment: 3815 ft-lb 5166 ft-lb Shear: -984 lb 4468 lb 8 Project Gravity Cafes JSLic2_JW Location:D$M 2 ..IS Structural Roof Beam of [2009 International Building Code(2005 NDS)] 5.5 IN x12.0 IN x 25.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 2/25/2014 6:05:34 AM Section Adequate By:26.2% J,QADING DIAGRAM Controlling Factor:Deflection DEFLECTION$ Center Live Load 0.77 IN 11389 Dead Load 0.55 in Total Load 1.32 1N L/227 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 1563 lb 1563 lb Dead Load 1116 lb 1116 lb Total Load 2679 lb 2679 lb Bearing Length 0.75 in 0.75 in BEAM DATA 25ft Span Length 25 ft Unbraced Length Top 0 ft Unbraced Length-Bottom 0 ft ROOF LOADING -Roof Pitch 0 :12 Side One: Roof Duration Factor 1.15 Roof Live Load: LL= 25 psf MATERIEIL PROPERTIES Roof Dead Load: DL= 15 psf 24F-V4-Visually Graded Western Species Tributary Width: TW= 5 ft Base Values Adjusted Side Two: Bending Stress: Fb= 2400 psi Controlled by: Roof Live Load: LL= 25 psf Fb_cmpr= 1850 psi Fb'= 2693 psi Roof Dead Load: DL= 15 psf Cd=i. 15 Cv--0.98 Tributary Width: 7W= 0 ft Shear Stress: Fv= 265 psi Fv'= 305 psi Wall Load: WALL= 0 Of Cd=1.15 SLOPE/PITCH AQJUSTED LENGTHS AND LOADS Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Adjusted Beam Length: Ladj= 25 ft Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Beam Self Weight: BSW= 14 plf Comp.-I-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Beam Uniform Live Load: wL= 125 pit ControllingMoment: 16743 ft-lb Beam Uniform Dead Load: wD_adj= 89 Of Total Uniform Load: wT= 214 pit 12.5 ft from left support - Created by combining all dead and live loads. Controlling Shear: 2679 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Reo'd Provided Section Modulus: 74.6 in3 132 in3 Area(Shear): 13.19 in2 66 in2 Moment of Inertia(deflection): 627.75 in4 792 in4 Moment 16743 ft-lb 29625 ft-lb Shear: 2679 lb 13409 lb FORTE MEMBER REPORT Level,JU-1 PASSED 1 piece(s) 117/8"TM®210 0 16"OC Overall Length:18'11" • FF4,r• } �+F sf5, r+i� SC•y ./ "'f` z t A � ',� -„ t �.. } a o All locations are measured from the outside face of left support(or left cantilever end).Alt dimensions are horizontal Design Results Actual m Location Mowed Result CWF Load:combination(Pattern) System:Floor Member Reaction(lbs) 731 @ 4 1/2" 1460(3.50") Passed(50%) 1.00 LO D+1.0 L(All Spans) Member Type:Iolst Shear(lbs) 696 @ 5 1/2" 1655 Passed(42%) 1.00 L0 D+L0 L(Aft Spans) Building Use:Residential Moment(Ft-lbs) 3190 0 9'5 1/2" 3795 Passed(84%) 1.00 LO D+1.0 L(Ail Spans) Building Code:1BC live Load Defl.(In) 0.377 @ g 5 1/2" 0.454 Passed(L/578) -- 1.0 D+1.0 L(Ail Spars) Design Methodology:ASD Total Load Defl.(in) 0.547 @ 9'5 1/2" 0.908 Passed(L/399) — 1.0 D+1.0 L(All Spans) 11-Pro''''Rating 38 Any Passed -- - •Deflection alterta:U.(L/480)and 11.(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'613/16"o/c unless detailed otherwise.Proper attadement and postioning of lateral bracing is required to adtieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the 77-Pro'"Rating include:None Bearing Length Loads to Supports(the) SupilOrboor Tobi Available Required Dead Li Total Aooessodea - 1-Stud wail-DF 5.50" 5.50" 1.75" 227 504 731 Bioddng 2-Stud wall-DF 5.50" 4.25" 1.75" 227 504 731 I 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Sioddng Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Loads Location Spadrrp (0.90) (1.00) comments -Uniform(PSF) 0 to 18'11" 16° 18.0 40.0 Residential-Living Areas Weyerhaeuser Notes (I�)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation debits. (www.waodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blodcs)are not designed by this software.Use of this software is not intended to dreumvent the need for a design professional as determined by the authority having Jurisdiction.The designer of record,bulkier or framer Es responsible to assure that this calculation Is compatible with the overall project.Products manufactured at Weyerhaeuser tadllties are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator • Forte Software Operator Job Notes 2,/25/2014 6.11:44 AM Forte v4.1,Design Engine.V5.7.0.245 Jacob Wright JT'Wright FL00RJ-1.4TE (503)516-5449 jtwrighl4216@gmail,com Page 1 of 1 %' F O R T EPASSED 1 piece(s)9 1/2"T3I® 110 @ 16" OC Overall Length:16' . :4-:',1;,,,J1-41`i7.2 E�s,vy s c�-Ma f 4 c^1111. , O mm rwACISA ae•wa.>nawr .-xs. a:.,-r...au"WArkt, a ..-nn. 15' a o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. _(Design Results Actor.:S,,cr.-: ".c.. ! I••. ..�.._ r_ .fP c•.":":...-!=6..••:- I ,- I f!clutch ReectIOn(ii)5) b.ii im 7" ISIS(.5.51.)) 'i'a5F.e0 Li•Y7o) i.LILI Lod i,V i.tr'I ,priIl.) I H-'- Shear(ebs) 580 @ 6" 1220 Passed(48%) 1.00 1.0 0+1.0 L(All Spans) Building use:Residential Moment(Ft-lbs) 2224 @ 8' 2500 Passed(89%) 1.00 1.0 D+1.0 L(All Spans) Building Code:TBC Ince Load Defl.(in) 0.350 @ 8' 0.379 Passed(L/520) — 1.0 D+1.0 L(All Spans) Design oology:ASO . .. :4". �:x�,x:��.�ie 1.0D+1.0L CAR Spans) j TJ-Pro'"Rating 34 1 Any Passed -- -Deflection criteria:U.(11480)and 71.(1,1240). •Bracing(Lu):NI compression edges(top and bottom)must be braced at 2'10 13/16"0/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis Is based on composite action with a single layer of 23/332"Weyerhaeuser Edge'Panei(24'Span Rating)that is giusci and..wrc,J. ..... •Additional considerations for the TI-Pro"'Rating include:None Beating Length Loads to Supporta(lbs) SupportsTotal Avaltabie RrgMead Deed LANs Total Aa Mrcrha 1-Plate on concrete-OF 6.00" 4.75" 1.75" 192 427 619 1 1/4'Rim Board 2-Plate on concrete-DF 6.00" 4.75' 1.75" i 192 427 619 1 1(4"Rim Board •Rim Board is assumed to carry alt loads applied directly above it,bypassing the member being designed. Deed Fioor live Loads Location Sprdng (0.90) (1.00) Comment 1-Uniform(PSF) 0 to 16' 16" 18.0 40.0 Residential-Living Areas Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyeteeser product design criteria and published design values. ' Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details, (www.woodbywy.com)Accessories(Rim Board,Bladdng Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable faresby standards The product application,input design loads,dimensions and support information have been provided by Forte Software Operator • Forte Software Operator Job Notes 2125/2014 6:14:39 AM Forte v4.1,Design Engine:V5.7.0.245 Jacob Wright JT W right FLOORJ-I.4TE (503)516-5449 itwright4216@gmail.com Page 1 of 1