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Specifications �! 5 0 54-17 &_4119-cvvcze RECEIVED MAY 2 7 2015 WESTWOOD HOMESSI o NG oI VIS°N STRUCTURALCALCULATIONS 9190 SW Edgewood Street-Parcel #3 Plan 2971 Tigard, OR New 2 story, standard wood framed structure. Standard wood framed floor system with i joists and roof with wood pre-manufactured gang-nail trusses and • sawn wood framed support where required. 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. PRO,cF �1GIN � O - E �G OR .c 9S+Ob t 3 2 P��O S l 96 E— E. S� I PIRES:6/30/20 May 18, 2015 Project No: 14051 PROJECT DESCRIPTION: This project consists of the analysis and design for the new 2 story, standard wood framed structure. Standard wood framed floor system with i joists and roof with wood pre-manufactured gang-nail trusses and wood sawn framing where required for support. 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. CONTENTS: Floor Plans/Elevations/Sections P-1/P-5 Lateral Force Analysis LFA-1/LFA-7 Framing Design F-1/F-32 9 t s f � m � all I . i! _ ... .wsro,n. cwt MIOJlLT IOIt Lr �m -t INF NNMiwrr ra4r Yf81M00Y No,"LLG. M M I IfVW� 1. MJ���rrT•.f� W�lr r! W+�-Tlr N IS W w.eA... ___ _- _ _____ r o � � I • - _ _ _ ----- ------ 1 m • ® 1 1Ll ... ` Ion. rt W ar 58 e aaxr I i • k w .• _ � _F e � i ® � urw. i 4 � �� I •w LF ---•�--�-------- --- , A.LLOItlJM. • I 1 1 w .-1 r•1 , I w w N,r�rrJ.wl,m� INlll r: NVI� w.w ' - GR • yr I,v v �� !ti/y11 1O .11f rf \F Nv' W� 1 I..�II.I�I.,IgY ! IM ♦ Irv. 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RoWiei�d h .` .. .feel : - E LeO. �,, ° _ 1810'!�i } Eeve reigM h,m� —feet . - - F-•10M k 1084 1 BWWVWMM1Wc i x feet., - i .. 6 .050- m 1331] BWtinp�.erglh l.t["�� i.,feet j N -9.30 �I ;. -H AO- - RoM Run xe•}-{+ . . . ____ -__ . Mean ROO W.h e.Y (Meet a>�0.4Y1 7.7 '--e-.0.T.L -5-18 ._�.— ttnVortercd Factor,l c� _ 2e c,r.TI]W�-�.1 j Tapa.F'tga.Y-*t'Pr, I 64.'.rx1W(2 id ila a--' —fit —'-- AS i I L p- �s7u �it�Fti I�r3 ,eh - -- - — . i i : f llle Aw isr*10K dM lk YYteMw/. 116E 8#844 r - d ara�ire�al Westwow Homes LLC 1 JS Prged No.: 14-051 r r I r : I i � �I�iiientn cdn.' i , 1 , i C Ouc 3 : �c� rY Cs' lt'-e' sl s�(ss •� .ltv S1; S = X13. 4-t3 � 1 � t I 15 f5 G V , Cc. , iv I t 1. 1(c r 1 r : ro,cd:9rea201,1.3mrtd ASCE 7-05 Seismic Factor DeterminationiY°"°"'"0 h7 0i� 01AiJe°""05'.w.laaaae�a'A`°"w nc'I'm'°° F.REN[JLC.NC.,W17M,.9it4„AZS.Yer8.11A23 Description: SwunicAnelysis - li1zR'� Ocerpaney Cawm Calculations per ASCE 7-05 OccupancyCategory of Bu�li ing or Other Structure: 'll':Al Buildings and other stntlures except those Noted as Coll I,III,and IV ACSE 7-05,Pegs 3,Table 1.1 Occupancy Importance Factor = 1 ACSE 7-05,Pegs 116, rob/911.5-1 ground Madmi, Using USGS Dafa6asa values ASCE 7.05 9A.1.1 Max.Ground Motions,5%Damping: Longitude = 122.778 deg West SS = 0.9442 9,02 sec response Latitude = 45.442 deg NOM Sl = 0.3396 g,1.0 sec response Location: PORTLAND,OR 97223 Sills Class,Site Coefr_and_Design Category Site Gassifimation 'D':Shear Wave Velocity 600 to 1.200 Nsec = D ASCE 7.05 Table 20.3-1 Site Coefficients Fa a Fv Fa = 1.12 ASCE 7-05 Table 11.4-1611.4.2 (usingstraight4ine etterpolation from table vauee Fv = 1.72 Maximum Considered Eariquake Acceleration SMS=Fa'Ss = 1.060 ASCE 7-05 Tffise 11.4-3 SM, =Fv"Sl = 0.584 Design Spectral Acceleration SDS S MS 211 = 0.706 ASCE 7-05 Table 11.41 SDI=S M1 213 = 0.390 SeisricDesign Category D (8O1ismostseuem) ASCE 7-05 Table ff.6-1 - Resloft System ASCE 7-0 Table 12.2-1 Basic Seismic Force Resisfing System... Bombs Well systems Light4raaad walla sMMhsd tdwood strucNal panals rated for slots neteta,b-or asset elsass. Response Modification Coefficient "R" = 6.50 Building heighdLhk: System Overseergth Fater 'Wo" = 3.00 Category'A 6 B"Limit: No Limit Deflection Amplification Factor 'Cd" = 4.00 Category"C"Limit: No Lind Celegay'D'Limb: Lang=65 NOTEfSee ASCE 7-05 for all applicable bobeMes. Ca"'E"Limit: Urdt=65 Category"F'Limik Limit:=65 Redundancy Factor ASCE 7.0.5 Section 12.14 Seismic Design Category of 0,E,or F.Redundancy Furor'p'Set by Um to=1.0 Lateral Fame Procedure ASCE 7-05 Section 12.8 Equivalent Lateral Force Procedure The'Egglvalent Lateral Form Procedure"is being used accordina to ere Dnpisions of ASCE 7-0512.8 Determine Building Period use ASCE 126.7 Structure Type for Building Period Calcvsston: AN Other Structural System "Ct'volue = 0.020 'hn":Heightfrom baseto highest level = 10.0 R 'x"value = 0.75 To Approximate fundamental period using Eq.12.8.1 : Ta-Ct'(hn"x) = 0.112 sec 'TL":Long-period transition period par ASCE 7-05 Maps 22-15 a 22.20 8.000 sec Building Period'To"Calculated from Approximate Method selected = 0.112 sec -Cs"Response Codkierd ASCE 7-05 Section 12.a1.1 S D8 Short Period Design Spectral Response = 0.706 From Eq.125-2, Preliminary Cs 0.109 'R':Response Modkatien Factor = 6.50 From Eq.12.8.3 612.8-4,Cs need not exceed = 0.533 "I':Occupancy Importance Factor _ 1 From Eq.12.8-5812.88, Cs not be less than = 0,031 Cs:Seismic Response Coef6cielN = saw(R8)-0.70 = 0.0761 N,Wd:9#Pn 2D14,3:57AM ASCE 7-05 Seismic Factor Determination A"" "'ROCI`A "P*W1''451Viladm°liftAri�'°� BU RCALC,WC.19661011,BidR11.b.21,Ver-411.szi Dsltaipliolf: SeiaricAnalysie �1 Sllamie BM Shaer Calculated for Allowable Stress Design Load Combinations ASCE 7-05 Sectiorr12f!3 Co " 0.0751 from 12.8.1.1 W(see Sum W below) = 113.71 k vertical Distribution of Seismic Forces Seismic Base Shear V= Cs'W = 5,85 k 'k':hx exponent based on Ta= 1.00 Table of buBding Weights by Flow Level... li 1.e41,e16 WI:Wepm HI:He[* (WI•Hi)-k Cvx Fir-Cat'V Sun Story Shear Sum Story I- 1 113.71 10.00 1,137.08 1.00 8.65 8.65 0.00 Sum Wi= 113.71 k Sum WI'Hi = 1,137.08 k-h Total Base Shear= 6.65 k Base Moment= 86.5 k-0 Diaphragm Form:Selsmk Design Category"D","E"IL g" ASCE 7-05 9.5.26.4.4 Level# Wi Fi Sum FI Sum Wi Fpx 1 113.71 8.65 8.85 113.71 16.07 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'Site'I'Wpx Fpx:Design Force @ Level....... Wpx'SUM(x->n)A / SUM(xan)wi, x=Current level,n=Top Level Wall Anchorage Concrete 8 Masonry Wal Normal Force•Minimum Ferre per ACCF 7115 12 11 1 Minimum Factor: 0.40'SDS'Importance'Weight 0.2826 •Weight Concrete&Masonry Wag Andaraoe•Seismic Dexon Cs anrw" 8"D"per AAF 7-05 12,11.2.1 Actual Wall Weight Tributary to Anchor = Ibs/lin.ft Fb:Anchorage Oftn Force... Rigid Diaphragm Design Force=0.40'SDS'I•Trib.Weight = 0.00 lbs/foot Flexible Diaphragm Design Force=0.80'SDS'f'Tdb.Weight = 0.00 lbs/toot � I IASII ' 1� _..`z S z, .._�. SIS V7 �Wvk wW � '1 II11 I v i I � i 1 n C - ! u n e!£�ayzs;+;i1'.�I,;::.;g„,: .•sj�."�:.�:+.�_� F+ .�..� :'±�:,4< ~<wti4a:,.7 '�rl' • � ,�' :J�,�e.?P.yY•cq 3,...:�.r..�:wS�. '� :.rr�::r::`.�x�:: - '•y-:_•�,� '. -�F#4 u" fa'—..:. i ''.F.:.'.".fv��':'.3 ,�t'�v[LE ?artg �a�Fy �3�',bg�'=' �--�- --- '• IIII1� .....�---- 1-- 'TN p1 I PZ. • Y SIInrWall bad olrtrbutbn N4atWaod ... Ree Enrols Output am Namcaicuamon,Nr more mformatKn smapt,F. R.."a.S .YR- &2 kips Main LcvelS ,R+ 9.2 Yips 1 7A weip�u,f_w 3.10 pA O SNEIA $e{Imi[ SXEAR WRLL WRLL MTIOOE $XEpM ALONG SMM,LLOXG N[IEHt of Tp(a1 L9ApIF Sum ul fuM Mar Dpenina (1Mnal (TrVOI (Seism[) IGEN. LENGTH TwT WAIL SPALL WN of Wall Mftm SIm.1 Nei9hl SHEAR Wml H l 90 MO (m (le( DG pfi) el ml re N; m Raaf W Upper Flmr OIn A las 1412 4 3 441 Ssa 100 3135 43 9 53 52 6.67 a00 o a o 0.00 a o 0 GOD G o a TOW 53.0 1.00 7135 4393 Une 0 1 1135 1413 4193 9M-1 a OE6 a]T9 3Nf 9 1 a i 22 104-2 3 0.12 156 Sa 9 3 3 OAO 0 0 0 O.00 0 0 0 1o1N 25 Sfp 7135 4393 Wv1 f ab 1M1 315 056 i010 I 491 9 3.25 315 1M2 ]SS OM as 3fq 9 i.5fi I.a 0.90 a o 0 Ow 0 0 j 0 real s.N 1.GO 2965 F60 JU.] i Val ]554 1 ]M-1 ]y 0.33 13ai AM 1 9 2.Sa i 2.Sa 242 2SS M21332 w 9 2.Sa 2.59 LA-3 3 p37 LNR 9 9 3 3 0.00 0 0 0 TOlal 3.16 1.00 4212 2554 1M43 Sal 1339 4151 341 lis DES 391E 9 11.5 12S 342 f.5 0.32 1M 1N3 9 5.5 55 11 O.00 a o 0 2M0 0 1 0 Taal 12 lm sa01 4151 i #w/ ( pp �......... - . : - R;$,/ ice;- a§ j . 3 e\9999• /ie � 9•/9 R Ri w� r | . . . ./ 1 :;; giiiii; \ Q,kwRa�; Rh . §| -+-----. , .............. IN ....... \ ;��,,,��,,,��� •�!! OIrI 1�jli 11$ a © . �. |||||||!||!||| !! eCe�zAl —..a ^ 14'P�"-_` .. e.S �. 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I , t i 'Project Gravity Cakes ,rsucz_.rvv / Location:HDR-1 y.a�;{ JS StructuralY Roofof Seem �i [2008 siarrm6onal BuOdfng Cods(2005 NDS)j 3.5 INx7.26INx6.25FT 92-Douglas-Fw-I-arch-Dry Use SWCab Version 8.0.113.0 4/9/2014 7:28:29 AM Section Adequsta W.92.6% LOADING DAGRAM Controlling Fedor.Moment Sdtotfx Live load 0.04 IN U1727 Dead Load 0.03 In Total Load 0.07 IN U1063 five Load DeDactian Cdtania:Ln40 Tote)Load Deflection Criteria:U180 REACTIONS 9 fl Live Load 703 b 703 Ib Dead Load 439 to 439 b Trial Load 1142 Ib 1142 b Beefing 0S2 in 0.52 in BEAM DATA vasa Span Length 6.3 It Unbraced Length Top 0 R Unbraced LengYrBothon 0 It Roof Pitch 0 :12 Side Gree: Roof Duration Facto 1.15 Roof Live Load: U.- 25 PSI MATERIAL PROPE11MRS Roof Dead Load: DL- 15 psi N2-Do4wFlr4.mdr Tributary MIN TW= 8 it gq Side Two: Bending Stress: Fb= 900 psi Fb'= 1346 psi Rod Live Load: LL= 25 PSI Cd=1.15 CF=1.30 Roof Dead Load: DL= 16 psi Shear Stress: FV= 180 psi FV= 207 psi Trbutary Width: TW- 0 it Cd-1.15 Waft Load: WALL= 0 plf Modulus of MOW. E- 1600 kci V- 1600 tai Min.Mod.of Elastidty: E--min= 580 ksi E_min'= 680 ksi Comp.-L to Grain: Fc-1 25= 0psi Fc-1' Boom BS El= 525 psi Beam Length: = 6.25 R Beam Self Weight BSW= 8 pti Cordrol0ng Moment: 1785 Mb Beam Uniform Live Load: wL- 226 ptf Boon Unform Dead Load: wD_ar$= 141 pfl 3.125 8 from left support Total Unifom Losd: WT= 366 pa Created by combining all dead and live bads. Controlling Shurr: -11421b At support Created by combining all dead and Ove IoWa- Comparisons wkh required secdorm: ftaq d Provided Section Modulus: 15.92 M3 30.66 Ina Area(Shearr 828 int 25.38 int Moment of Inertis(deflection): 18.82 in4 111.15 IM Moment 1785 6-b 3438 fl4b Shear. -1142 lb 35021b •Pr*&&avItY Cake JSLicz_W RoofSLocation:HDR-2 JS StNCW181 D Roof Baan ,,• y (2009 International Building Code(2005 NDS)j 3.5 INx7.25INx11.5FT #2-Douglas-Fir•Larch-Dry Use StruCalc Version 8.0.113.0 49/2014 7:29:30 AM Section Adequate By:65.7% LOADING DIAGRAM Controlling Factor.Moment IDEPLELFiONS Lim Load 0.17 IN U632 Dead Load 0.11 in Total Load 0.28 IN U497 -Liw Load Deflection Criteria:0240 Total Load Deflection Criteria:U180 A Live Load 431 b 431 Ib Dead Load 290 Ib 290 Ib Total Load 722 Ib 722 Ib Bearing 0.33 in 0.33 in _--- REAM rise Span Length 11.5 R Urnbraced Length-Top 0 R Unbraced Lengthaottom 0 ft ROW LOADING Roof PRdt 0 :12 Sloe One:Rod Duration Factor 1.15 Rod Live Load: LL= 25 oaf ERMEA Roof Dead Load: DL= 15 psf #2-Douglas-Fir-Lamh TributaryWldlh: TW= 3 R Base Values Atjt" Side Two: Bending Stress: Fb= 900 psi Fb'= 1346 psi Roof Live Load: LL- 25 pef CC=1.15 CF-1.30 Rod Deed Load: DL- 15 pat Shear Stress: Fv- 180 pal FV= 207 palTributary WkRh: TW= 0 R Cd-1.15 Wall Load: WALL= 0 pif Modulus of Elasticity: E= 18011 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min- 580 ksi E min'= 580 ktl Adiusted ft Comp.•Lto Grain: Fc-1= 825 psi Fc-1' Beam Self Weight= 625 psi e Length: BSW= 11.5 6 p = pfl Cardrol fng Moment: 2075 Rab Beam Uniform Lim Load: wL- 75 pit 5.75 R from kit support Beam Unffwm Deni Load: wD adj= 51 pit Total Uniform Load WT= 126 pB Created by aombinbig all dead and the bade. . Controlling Shear. 722 Ib Atsuppert Greeted by combining all dead and live bads. Comparisons with required sections: Wg Provided Section Modulus: 18.5 ins 30.86 Ina Area(Shaer): 5.23 in2 25.38 Int Moment of Inertia(deflection): 40.26 in4 111.15 Ino Moment: 2075 Rab 3438 Rab Shear. 722 ib 3602 Ib pfajiam Gtawky Cdcs JSLIr2 JW rt�!?ky/Location:BM 3 JS StruelrralRoof Beam [2009 inamalonal Building Code(2005 NDS)j 5.5 INx12.0INx17.5FT :1 24F-V4-Visually Graded Western Species-Dry Use StruCalC Version 8.0.113.0 419/2014 7:29:31 AM Section Adequate By:37.3% LOADING DIAGRAM Co ntroRkg Factor:Def action DEFLECTIONS Sallill: bm Load 0.52 IN U405 Dead Load 0.33 In Total Load 0.85 IN LJ247 Live Load Deflection Criteria:LI240 Total Load Dellecdon Criteria:0180 REACTIONS A It Live Load 3063 b 3063 Ib Dead Load 1963 Ib 1963 b Total Load 5025 Ito 5025 b Bearing 1.41 in 1.41 in BEAM A »ea Span Length 17.5 ft Unbraoed Length-Top 0 R Unbmced Length-Bolton 0 ft ROOF LOADONG Roof PRch 0 :12 Side One: Rod Draa ion Fedor 1.15 Roof Live Load: LL- 25 psf MATER[&L PROPERTIES Roof Deed Load: DL- 15 psi 24F-V4-Visually Graded Western Spades Tributery Width; TW- 14 R jSame Side Two: Bending Strass: Fb= 2400 psi Controlled W. Rod Live Load: LL= 25 psi Fb cmpr= 1850 ped FW= 2760 psi Roof Dead Load: DL- 15 per Cd=l.15 Tributary Wkri: TW= 0 R Shear Saari: Fv- 266 psi Fv'= 305 psi Well Load: WALL- 0 pff C&1.15 Modulus of EW Odle: E- 1800 kai E'= 1600 kid Adjusted Own Length: L.adj= 17.5 ft Min.Mod.d Ela OW. E mdn= 930W E_min'= 890 kai BOen Self Weight BSW= 14 pti Comp.1 to Grain: Fc-1= (150 psi Fc-1'= 850 psi Beare Urdiom Live Load: wL- 350 pti Seam Uniform Dead Load: wD_adj= 224 pti Controlling Moment 21985 ft4b Total Urdiorm Load: WT. 574 pil 8.76 R Rom Taft support Created by combining all dead and live bads. Controlling!hear -5025b At support Created by combining all dead and live bads. Comparisons wNh required seetlons: so" Prm6ded Section Modulus: 95.59 w 132 in3 Area(Shear): 24.73 int 08 Int Moment of Inertly(dellectlon): 677.02 h4 782 in4 Moment: 21986 ft4b 30360 Rab Shear. -5025 b 13409 Ib .project:Graft Calm JSLic2 .rw Location:BAA-4 g ,:�„;, JS Structural Roof Beam (•1008 krtamational Building Code(2005 NDS)) (2)1.6 IN x 11.251N x 12.0 FT 02-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 419=14 7:20:33 AM Section Adequate By.138.2% CmWWAV Farr:Moment CAUTIONS a Laminations are to be fully connected to prwAde unHorm trander of bads to all members RIELIGIM SrlmolK NG Live Lotti 0.06 IN U2344 bead Load 0.04 in Total Load 0.10 R41-111381 Live Load Deflection Criteria:1-1240 Total Load Detection CrNerfa:V180 Live Load 450 b 450 Ib Dead Load 314 b 314 Ib Total Load 784 b 764 Ib Bearinti Length 0.41 In 0.41 In BEAM DATA Span Lend 12 it Unhraced Lerga►Top 0 ft —+28 Unbaeed LengtiWBollom 0 It Roof Pilch 0 :12 Roof Duration Factor 1.15 ROM LQAMG PROPERYIES Side One: #2-Do Blas-FWAArch Roof Live Load: LL= 25 pd am Velums Roof Dead Load: DL- 15 pat Sending Stress: Fb- 900 pal Fb'= 1035 pal Trbutmy Width: TW= 3 It Cd-1.16 CF-1.00 Side Two: Shear Suess: Fv- 180 psi R/= 207 psi Roof Live Load: LL- 25 pd Cd-1.15 Roof Dead Load: DL= 15 pd Modulus of E-InO .. E= 1600 ksl F= 1600 kai Tributary Width: TW- 0 it Mir.Mod.of Elasticity: E_min= 580 Its! E min'= 580 kill Wel Load: WALL- 0 pill Comp.J-to Grain: Fc-1= 825 pal Fe-1'= 625 psi Contrdeng Moment: 2292 ft4b Adjusted Beam Length: Ladj= 12 1t 6.0 It ham left support Beam SON Weight BSW= 7 pB Crusted by oombinkg all dead and live bads. Beam UnBorm LNe Load: wL- 75 pa ConhoNrg Shear. 784 b Beam Uniform Dead Load: wD_edj= 52 plf At support Total UnMam Load: wT 127 pif Created by combining all dead and live loads. Comparisons wllh required sections: B&N )madded Section Modulus: 26.67 In3 63.28 In3 Area(Sheary: 5.54 Int 33.75 ln2 Moment of Inertia(deflection)., 46.4 In4 355.96 Ino Moment 2292 1t4b 6468 Mb Shear. 764 b 4658 Ib Project Gftft Cake JSLie2_Jw Fy, Location. JS Structural Multi-oadad MuB-6pn Beam [2008 kkametiond Building C0de(2005 NDSp 6.5 INx15.0INx20.6FT 24F-V4-Visually Graded Weatem Species-Dry Use StruCab Version 8.0.113.0 09/2014 7:29:34 AM Section Adequate By:11.8% LQMNQ DIAGRAM Controlling Fedor.Deflection DWRECTUM S®OtK Ove Load 0.56 IN U443 Dead Load 0.39 in Total Load 0.92 IN L/288 Lave Load Deikdfan Criteria:U380 Total Load Deflection Criteria L1240 REACTIONS A It 2 Lhre Load 4038 Ib 4038 Ib Dead Load 2828 b 2628 b Total Load 6886 Ib 8865 Ib Searing Length 1.88 In 1.86 in aue Span Length 20.5 ft Untraced Langt-Top 0 ft Unbraced Lengb8oBarn 20.5 ft Lie Load Duration Factor 1.00 =U=n1fonviD9sd Uwe 350 pt Camber A4.Factor 1 210 p8Camber Required 0.36 18 plr Notch th 0.00 578 pt 24F V4-Visually Graded Western Species Load Number Dfi! I= ANLydm Ad1ww Live Load 450 Ib 450 b Bending Stress: Fb= 2400 psi Controlled by. Deed Load 292 Ib 292 b Fb anpr- 1850 psi Fb'= 2336 psi Lorafion 4ft 1&5 It Cd=1.00 Cv=0.97 Shear Stress: Fv= 285 psi FV- 265 psi Cd-1.00 Modulus of Beadily: E= 1800 kai E'- 1900 tai Mur.Mod.of Sasticity: E_min= 930 ksi E min'= 930 kat Comp.-Lto Grain: Fc..L= 650 psi Fe-1= 850 psi Controlling Moment: 33325 flab 10.25 Ft from lett support of span 2(Center Span) Created by combining all deed loads and live loads on span(&)2 Controlling Shear. 48885 Ib 20.0 Ft kam Iso support of span 2(Cellar Span) Created by combirwg all dead loads and We beds on span(s)2 Comparisons with required seetlom: $8g q Provided Section Modulus: 171.18 Ina 206.25 in3 Area(Shear). 37.73 Int 82.5 in2 Moment of Inertia(deflectbny 1383.02 kat 1546.88 Ino Moment 33325 ft-lb 40153 Rab Shear. -88851b 14675 b Project Glavdy Calcs JSLio2_IW Mulb4BNNI.2 ,1 JS Struchaal Mul8loaded Multi-Span Beam �� [2009 International Building Code(2005 NOSH 3.5 INx12.0INx11.5FT 24F-V4-MKmny Graded Western Species-Dry Use SWCaIc Version 8.0.113.0 4/9@014 729:35 AM Section Adequate By.46.7% LOADING MAGRAN Controlling Factor:Moment QUILECTIONS Lhe Load 0.19 IN Lfr35 Dead Load 0.12 in Total Load 0.31 IN L/451 Live Load Deflection Criteria:L/380 Tote)Load Deffection Criteria:L1240 r 2 RIUACTMS A Live Load 2443 Ib 2482 ro Dead Load 1539 Ib 1565 lb Total Load 3982 Ib 4047 Ib Bearing L 1.75 in 1.78 in ------------- ----- BEAN Cards A nee Span Length 11.5 It Unbraced Lwoh-Top 0 R Unbreoed Length-Bottom 11.5 fl IF(M LOADS Live Load Ovation Factor 1.00 UnWa rn Live Load 360 pit CamberAdj.Factor 1 Uniform Dead Load 210 pit Camber Required 0.12 Beam Ser wow 9 pr Notch De 0.00 Tod U*wm Load 569 pit MATERIAL PROPERTIES POINT LOADS-.jCENTERSPAN 24F-V4-Visually Graded Western Species Load Number Due 3112 Base Valu Atm Live Load 450 Ib 450 Ib B"Ing Stress: Fb= 2400 psi Crxrtroaed by: Dead Load 292 b 292 Ib Fb_cmpr= 1850 psi Fb'- 2400 pd Location ation 3 it 9 It C&1.00 Sheer Stows: Fv= 255 pd Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi I?= 1800 kai Min.Mod.of Elasticity: E_min= 930 ksi E-min'= 930 low Comp.-L 10 Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Mornsnt: 114491I-1b 5.75 Ft from ksft support of span 2(Center Span) Created by combining all dead bads and live beds on spen(s)2 Controlling Show. -40471b 12.0 Ft fres kat support of span 2(Center Span) Created by combining all dead bade and Ove bads on span(s)2 Comparisons with required sections: Be" Provided Section Modulus: 57.24 kr3 84 In3 Area(Shear): 2291 int 42 in2 Moment of Inertia(deflection): 268.26 in4 504 in4 Womem: 11449 ft-lb 161100 ft4b Shear. -40471b 7420 ib Pro)ect Graft Calcs Jsl.ic2_Jw � Lo n:HDM-1 JS Structural Camoinatin Roof Arid Flow Seem (2009 Interrabonal Building Code(2005 NDS)] t1 a 3.5 INx9.25INx6.25FT M2-Douglas-Fir-Larch-Dry Use SkuCak Version 8.0.113.0 4/9/2014 7:29:38 AM Section Adequate By.336.396 LOADING DIAGRAM Cordrdling Factor:Moment centergLuLaGnm Ove Load 0.01 IN L/5208 Deed Load 0.01 in Total Load 0.02 IN L/3321 6kre Load Deflection Criteria:L/380 Total Load Deflection Criteria:L1240 REACTIONS A Live Load 484 Ib 484 Ib Dead Load 275 b 275 Ib Total Load 759 to 759 b Bearing Length 0.35 in 0.35 in REAKDATA Sinter axes Span Length 6.25 R Unbraned Length-Top 0 R Roof Pitch 0 :12 ROW LOADING Fluor Duration Fade 1.00 gide 1 ,�p,Z Roof Duration Factor 1.15 Rod Live Load RLL= 25 psf 25 psf Notch Depth 0.00 Roof Dead Load RDL= 15 psf 15 psf Rod Ttibutwy Width RTW= 3 R 0 R M2-Douglss-Flrd.arch E AMI" FLOOR LOADING Bending Stress: Fb= 900 psi Fb'= 1242 psi SMe 1 AkIR.2 Cd=1.15 CF=1.20 Floor Live load FLL= 40 psf 40 psi Sheer Stress: Fv= 180 psi FV= 207 psi Floor Deed Load FDL= 18 par 18 psf Cd--I.15 Floor TrbuhryWidth FTW= 2 R 0 R Modulus of Elaatictty: E= 1600 liai E- 1600 kill I Wall Load WALL= 0 Pff Mn.Mod.of ElastlW E min- 680 kai E_min'= 580 kM —EM LOADING Comp.-L b Gran: Fc--L= 625 psi Fc-1'= 625 psi Roof Untiorm Live Load: wLtoof= 75 pit Controlling Moment 1187 R$ Rod Uniform Dead Load wD-rod- 45 pit Floor Uniform Live Load: wL-floor= 80 pit 3.126 R from left support Fluor Uniform Dead Load: w 4loor- 36 pit Created by combining all dead and live beds. Beam Self Weight: BSW= 7 pB Controtbrg Shaer. 769 b Cont*md Uniform LNe Load: M&= 156 plf At support Combined Uniform Dead Load: wD- 88 pit Created by coi sing all dead and live bads. Combined Uniform Total Load: wT- 243 pit Comparisons wM required aecdons: BRltd Provided Controlling TOM Design Load: wT-cont= 243 p8 Section Modulus: 11.48 n3 49.91 in3 Area(Shear): 5.5 Int 32.38 int Moment of Inertia(detection): 16.66 in4 230.84 int Moment: 1187 Rdb 5166 Mb Shear. 759 Ib 4468 to Oftoject: YCabs JSUC2 JW �* j Loo l'Se lipM 2 �; 1 is StructuralRoof seem ��'`'�`'.'�'�" a [2009 Niter istionN Building Cods(21>05 NDS)j 3.6 IN x 926 IN x 9.5 FT #2-Douglse-Fir-Larch-Dry Use sbuCeic Version 8.0.113.0 4/9/2014 7:29:37 AM Section Adequate By.101.776 -LOADING DIAGRAM Controlling Factor:Moment tl$ S Live Load 0.07 IN Lf1671 Dead Load 0.04 in Total Load 0.11 IN U1012 Live Load Deilectlon Criteria:L/240 Total Load Deflection Cdterie:080 REACIKM A B Live Load 653 Ib 853 Ib Dead Load 425 Ib 425 lb Total Load 1078 Ib 1078 lb Sawing 0.49 in 0.49 in BEAM QATA ea a Span Length 9.5 it Unbraced Length-Top 0 it UnWaced Length-Bottom 0 R ROOF LOADING Root Pkat 0 :12 Side Ono: Roof Duration Factor 1.15 Roof Live Load: LL= 25 pef MATERIAL PROPERTIES Roof Dead Load: DL. 15 psi 92-Douglas-Fir-Larch Tdhulery Width: TW= 5.5 ft Base values ACIYsted Side Two: - Berbdbg Stress: Fb- 900 pal Fb'= 1242 psi Roof Lbwe Load: UL= 26 pef Cd=1.15 Ck1.20 Roof Deed Load: DL- 15 psi Shear Stress: Fv= 180 psi W= 207 psi Tributary Width: 7w. 0 R Cd=1.15 Wati Load: WALL= 0 plf Modulus of Elasticity: E= 1600 ksi V= 1600 ksi SLOPOPIT CH ADAWTOME��LOADS Min.Mod.of Elasticity: E min= 680 ksi E min'- 580 ksi Adjusted Beam Length: Ladj= 9.5 ft Comp.-Lto Grain: Fc-1= 825 pal Fc-1'= 825 pat Beam Sed Weight BSW= 7 plf Beam Unflorm Live Load: wL= 138 p8 CoftoOV Moment 2561 ft-lb Beam Undorm Dead Load: vp_acg= 90 ptf 4.75 R from IMI 04*od Total Uniform Load: WT= 227 pif Created by combining all dead and IMO bads Controling Shown -10781b At support. Created by combinkrg all dead and tive bads Comparisons with re"Ired*$Now BMW Provided Section Modukw 24.74 in3 49.91 in3 Area(Shear): 7.81 in2 32.38 int Moment of Inertia(deflection): 41.05 in4 230.84 in4 Moment 2561 nab 5166114b Shear. -1078 tib 4468 Ib Project Gfavdy Cabs ,- JSL14JW Ft-�t�Lombin:9MR e.,[,;; 1 J$Struclural Lo atlavc oa RoofAnd Floor Beam � [2009 International Building Code(2005 NDSA 1.76 IN x 11.875 IN x 12.0 FT 1.55E Ttrnberssrand LSL-It"Trus Joist StruCab Version 8.0.113.0 418/2014 7:29:39 AM Section Adequate By.42.2!6 LOADIMIIukrlam Controlling Factor:Deflection DERJECTIONS Career On Load 0.27 IN L/537 Dead Load 0.15 in Toted Load 0.42 IN L/341 Live Load Deflection CdOsrie:L/360 Total Load Deflection Crilana:L240 twACTKM A It Live Load 1305 b 1305 Ib Dead Load 760 b 750 Ib Total Load 2055 b 2066 Ib Bearing Length 1.47 in 1.47 in BEAM DATA Sam ne Span Length 12 ft Unbraced LengBrTop 0 It Roof Fitch 0 :12 ROOPLOADING Floor Duration Factor 1.00 Side 1 ,SideZ Roof Duration Factor 1.15 Roof Live Load RLL= 25 psf 25 psi Notch Depth 0.00 Rod Deed Lord RDL= 15 psi 15 per MATERIAL FROPERTIAS Rod Tributary Width RTW= 5.5 R 0 It 1.55E Timberstrand LSL-it evel Tuts Joist Bass Valuss Adiuded FUDR LOADNG Bending Stress Fb= 2325 pal FIV= 2676 pal Side I Side_2 IXl=f.15 CF=1.00 Floor Live Load FILL= 40 psf 40 psf Sher Serves: Fv= 310 psi Fv'= 357 psi Floor Dead Load FDL= 18 ped 18 pat Cd=1.15 Floor Trbutery Width FTW= 2 It 0 R Modulus of eaeBcity: E= 1650 ksi E'= 1550 ksl WWI Load WALL= 0 p8 Comp.-Lto Grain: Fc-1= 800 pal Fc-1'= 800 pp —OM LGADM CorMolling Yeomorrt: 6165 ft-Ib Rod Uniform Live Lod: wL-roof pelf- 138 pRod lkdfon. Deed Load: WD-md= 83 plf 8_0 r from left support Crossed by combining WI dead and five loads. Floor Uniform Lne Load: Wor= 80 plf Controlling Sher: 20551b Floor Uniform W Dead Land: WD-Afloor= 36 pti At support Beam SON BSV✓= 8 pti Combkred WUnlfonn Uva Load: WL* 218 pti Created by combining WI dead and Bve bads. Combined tkdform Dead Load: wD= 125 plr Combined Uniform Total Load: WT= 342 pM Comparisons with required sections: Be" Provided Cantrdtin Total DwAgn Load: WT-cont= 342 pB Si rd, Modulus: 27.64 in3 41.13 kn3 Arse(Sheer): 8.66 int 20.78 int Moment of Inertia(deflection): 171.79 irA 24421 kM Moment 6166 IFb 8173 ft-lb Shear. 2055 ib 49391b Prgwct G6*Celce JSLIe2_JW F�yLocation:BM•6 -,�y�;;L, i JS SWct ralMulti-Loaded MuPoSpan Beam ,., _ [2009 Intonational Building Cods(2005 NDSB 3.5 IN x 11.875 IN x 11.5 FT 1.65E Timbwstrand LSL•iLevel Tnrc Joist StruCalc Version 8.0.113.0 418/2014 7:29:40 AM Section Adequate By.8.2% Conacsmg Factor:Moment Smile[ Live Load 0.26 IN 1-1529 Dead Load 0.18 in Total Load 0.44 IN 1.1312 Ove Load Deflection Criteria:1-1380 Total Load Defledon Criteria:L1240 A @ Live Load 2608 lb 2679 Ib Dead Load 1847 Ib 1890 Ib Total Load 4465 b 4570 b Beeft Length 1.59 in 1.63 in ente Hie Span Length 11.5 ft Unhraosd Larglh-Top 0 fl Unbraced Leng"otlom 11.5 it UNWORN LOAM Smll� Live Load Duration FacW 1.00 Lindon,Live Load 388 ptf Notch Dep4h 0.00 Utriform Dead Load 269 ptf Beam Self Weight 13 pu 1.55E TW*w$trand LSL•ILsvN True Joist Total Unflorm Land 870 pW Han Nak," AMleteli POINT LOADS •CENTER SPAN Bending Stress: Fb= 2325 psi FIV= 2327 psi Load Number QBe Cd=1.00 CF-1.00 Live Load 825 Ib Shear Stress: Fv- 310 psi FV= 310 psi Deed Load 495 b X1'00 Location 6.25 it Modulus of Elasticity. E= 1550 ksi E'= 1550 kai Comp.-L to Grain: Fc-1= 800 psi Fc-1'= 800 psi Controlling Moment 147471t4b 6.21 R from left Support M span 2(Canter Span) Created by combining all dead bade and INS loads on SM(s)2 Controlling Shear. -4570th 12.0 R from left support or span 2(Center Spon) Created by combining all dead bade and live loads on span(s)2 Comparisons with required sections: 50" Proviglad Section Modulus: 7&04 in3 82.26 in3 Area(Shear} 22.11 int 41.58 Int Moment of Inertia(deflection): 375.96 iM 468.41 trM Moment 14747 ft4b 15863 114b Shear. -4670 lb 8690 lb pra)ect:GlImAt9 Cake ppf-- JSLic2 Jw Location:BM-7 dtRi , 1 JS Struclunsl Mtd&Landed Mu11FSPan Beam [2009 International Building Code(2005 NDSp 3.5 IN x 11.875 IN x 4.25 FT 1.55E Timberstrand LSL-ILwM True Joist SkuCak:Version 8.0.113.0 4/911014 7:29:41 AM Section Adequate By:50.496 LOADING DIAGRAM Congo"Factor.Shear SdHdff Live,Load 0.01 IN L/3487 Dead Load 0.01 in Total Load 0.02 IN L12194 five Load DeBeetion Criteria:WOO Total Load Dellatllon Criteria:L/240 2 A @ Live Load 2654 b 3585 lb Dead Load 1484 b 2128 lb Total Load 4138 Ib 5711 b Bearing Length 1.48 in 2.04 inVIARam _ Canter 42$R— Span !eRSpan Length 4.25 It Unbreced Length.-Top 0 It Unbraeed Length-Bottom 4.25 It RM LOADS IJve Load Duration Fedor 1.00 tk form Live Load 440 ptl Notch Depth 0.00 Uniform Dead Load 198 pi Seem Sa f weight 13 ptl 1b5E Timbenstrand LSL-ILevel True Joist Total thdfarm Load 551 plf Base Values Ad)uAsC 08 MEW-I SPAN Bending Stress: Fb= 2325 PSI Fb'= 2327 psi LOW Number one Din C&1.00 CF-1.00 Live Load 1306 b 3063 Ib Shear Stress: Fv- 310 psi FV= 310 psi Dead Load 750 b 1963 Ib C=f•00 Looatlon 1 ft 3.25 R Modulus of Elasticity: E= 1550 kal E'= 1550 ksi Comp.-LtoGrain: Fc-1= 800 psi Fc-1'= 800 psi Corrbotlirg Moment 5386 flab 3.19 Ft from knit support of span 2(Center Span) Created by combining all dead beds and live bads on span(s)2 Control"Shear. -5711 b 4.0 Ft from left support of spent 2(Center Span) Created by combining all dead ktads and Eve kiwis on span(s)2 Comparisons with mWired settlors: Big:- Pravided Section Modukw 27.77 Ina 6226 ir3 Area(SlresrX 27.63 int 41.56 Int Moment of Irsrtia(deflection): 53.43 in4 488.41 kvt Moment: 5386 ft4b 15953 flab Shear. -5711 lb 8590 lb Calcs rsLicz_rw Location:BM-8 S ,e[ .; 1 is swce,rel ` Mulli.l.oaded Multi-Span Beam [2009 mExnaftnal Building Codo(2005 NDS)] 5.2S IN x 11.875 IN x 10.0 FT 2.9E Parellam-iLaval Tms Joist StruCslc Version 8.0.113.0 4/9@014 7:29:42 AM Section Adequate By:122% CartraNhlg Factor.Shear DEFLECTIOUS QKdK 11ve Load OAS IN 01520 Dead Load 0.05 in Total Load 0.13 IN 0952 Live load Deflection Criteria:1.1360 Toted Load Deflection Criteria:L1240 REACTIONS A 11 1 Uve Load 6613 to 1713 Ib Dead Load 4126 Ib 985 Ib Total Load 10739 to 2698 Ib Bearing Length 2.73 in 0.69 In BEAN DMAS 10 a 13 Span Length 10 it U , Low"h-Top 0 It Unbreced LengW Bottom 10 It Live Load Duration Factor 1.00 =T7Lo7tMutormeLomad 220 ptf Notch De 0.00 d 90 pit PROPERTIES 19 pit 2.0E Parallam-ILevel Trus Joist d 338 pit Adiusted Bending Strom Fb= 2900 psi FW= 2903 psi Load Number fma Cd--1.00 C100.00 Live Load 6126 to Shear Stress: PV= 290 psi FY- 290 psi Deed Load 3926 b Cd-1.00 Location 1 a Modulus of Elastldty. E= 2000 ksi F- 2000 kal Comp.-Lto Crain: Fc-1= 750 psi Fc.-L= 750 psi CoMro0ing Moments 10749 flab 2.0 Ft from Ntt supper of span 2(Center Span) Created by combining all dead bads and live loads on spans)2 ControlMil Shear. 10739 b At kdt support of span 2(Center Span) Created by combining all dead loads and live beds on span(s)2 Compufsars with required sections: $ffid Piovided Section Modulus: 44.43 b3 123.39 Ina Area(Sheark 55.65 k@ 62.34 int Moment of inertia(deflection): 184.73 Ino 732.82 kis Moment 10749 fl-Ib 29854 ltab Shear. 10739 b 12063 U) •Project:araWty Calc s JSLIc2_JW Location:SM-9 JS Structural Uniformly Loaded Floor Beam s [2009 it"mational Building Cods(2005 NDS)) 1.75gix11A751Nx6.5FT 1.55E Timberstrand LSL-Level Trus Joist StruCelo Version 8.0.113.0 4/9!2014 7:29:44 AM Section Adequate By.978.8!6 LOADING DIAGRAM Cantro"Factor.Sheer -Live Load 0.01 IN W90 Dead Load 0.00 in Total Load 0.01 IN L/6002 ive Load Deflection Crtiem U36ff Total Load Deflection Criteria:LQ40 REACTIOM A H Uwe Load 280 to 260 Ib Dead Load 138 Ib 138 Ib Total Load 308 to 396 Ib Bearing Longth 0.28 in 0.28 in AL_ BEAM DATA Con Aun Span Length BS R Unbroced Lengtio-Top 0 R Flow Duration Factor 1.00 Notch Depth 0.00 511111.1 Side.2 Floor live Load FLL= 40 psf 40 psi 1.55E Timbershand LSL-iLevel Trus Joist Floor Dead Load FDL= 18 psi 18 psf SeeeY>tiW� Atm Floor Trihutary Width FTM= 2 8 0 It Bending Stress: Fb= 2325 psi Fb'= 2327 psi Wal Load WALL= 0 pit Cd=i.0o CF=1.00 Shear Stress: FV= 310 psi FV= 310 psi Boom Total Live Load: wL= 80 Pfi Cd=1.00 Beam Total Dead Load: WD= 36 pit Modulus of Elasticity: E= 1660 ksi E'= 1550 ksi Beam Self Weight BSW- 6 pti Conal.1 to Grain: Fc-1= 800 psi Fc-1'= 800 psi Total Meodaenn Load: wT- 122 ptf Controlling Moment: 847 ft4b 3.25 It from left support Created by combining all dead and live loads. Controlling Shear. -398 Ib At supporL Created by oombvurg all dead and five loads. Comparisons with required sections: Be" Provided Section Modulus. 3.34 Ina 41.13 Ina Area(Sheer} 1.93 int 20.78 in2 Moment of Inertia(deflection): 9.76 in4 244.21 mt Moment 647" 7977 84b Shear. -3081b 429516 Aojeot:Growly cake JSLK2�_Jw Location: JS Structural Mu0- oaded MuSpan Beam R10000, PInternao"I BuRdtng Code(20D5 NDS)) � ll 3.51N x 11.875 IN x 9.0 FT 1.55E TlmberstrarW L.SL-It"True Joist StnrCab Version 8.0.113.0 402014 7:29:45 AM Section Adequate W.104.8% LOADING DIAGRAM Controlling Factor.Moment Center 'Live Load 0.10 IN U1077 Dead toed 0.05 in Total Load 0.15 IN Ll725 Jive Load Deflection Criteria:U360 Total Load Deflection Criteria:L240 REACTIONS A a ' Live Load 2298 Ib 2182 b - Dead Load 1118 Ib 1057 to Total Load 3416 Ib 3239 b Bowing Length 1.22 in 1.16 in ._ BEAM DATA Sl[ Aas Span Length 9 R Unhraced Length-Top 0 R Unbnaced LernglMBonom 9 R S Live Load Duration Factor 1.00 =Seff 440 pit Nctdn 0.00 d 196 pit 13 p51.55E Timbersband LSL-iLevel Trus Joist 651 off Base Valles A _ Bending Stress: Fb= 2325 psi W= 2327 psi , Load Number Q8a PA 1.ODCF=1.00 Live Load 280 lb 260 lb She12 Stress: Fv= 310 psi Re= 310 poi Deed Load 138 b 138 Ib 01.00 Location 2 R 5 R Modulus of Elasticity. E= 1550 ksl E= 7650 kai 6mp.-L to Grain: Fc-J= 800 psi Fc-1'= 9W psi Controlling Moment: 7791 Rab 4.68 Ft from left support of span 2(Center Span) Created by combining all dead bads and We bads on span(s)2 Controlling show. 3416 lb At left support of span 2(Center Span) Created by combining all dead loads and Ave bads on span(s)2 CompsrkK m wtrh required sectlons: Road kfi¢dded. Section Modulus: 40.17 ins 82.29 i n3 Aro(Showy 16.53 bn2 41.56 int Moment of Inertia(deflection): 163.21 ill 499Al in4 moment 7791 fHb 15953 Rab Shear. 3416 Ib 8590 b Project:Gravity Coke JSLk# JW 'v Loosaw:BM-11 y.�� ; is structural Mu*4A*dsd Multi-Span Beam d x2009 blterneilomal Budding Code(2006 NDS)) 3.684 x 11.975 IN x 7.5 FT 1,66ETimberstrandLSL-iLevelTPA Joist SWCalcVersion 8.0.113.0 4/9=147:29:46AM Section Adequate By:10.5% LOADING MORAM Controlling Factor:Shear QgdK Lire Load 0.08 IN 1-11139 Deed Load 0.05 in Total Load 0.13 IN U713 Live Load OeBsetlm Crilena:L= Total Load Deflection Criteria:1-1240 A @ Lire Load 1865 Ib 4834 Ib Dead Load 1085 Ib 2943 In Total Load 2020 Ib 7776 Ib SearkV Length 1.04 in 2.78 in BEAM DATA 7eR Span Length 7.5 R Unbraced Lergtl►Top 0 It Unblaced Length-Bottom 7.6 It UNIFORM LOADSS.ltnta Live Load Duration Factor 1.00 Unifam Live Load 230 pfl Notch Depth 0.00 UNfono Deed Laid 104 pH MATERIAL PROPERTIES Beam See Weight 13 pR 1.55E Timberatrand LSL-Cavell Trus Joist Total Uniform Load 347 pff Base Values POINT LOADS_ Bending Stress: Fb- 2325 psi Fb'- 2327 psi Load Number gag Cd=1.00CFe1.00 Lire Load 4MM Ib Scar Stress: Fv= 310 psi FV= 310 psi Dad Load 3130 Ib Cd--1.00 Location on Modtdus of ElaWdW. E= 1550 ksl E'- 1550 tui Comp.1loGrain: Fc-1= 800 psi Fc-1'= 800 psi Controlling Moment 11274 ftab 6.0 Ft from lett support of am 2(Center Span) Created by combining an dead bads and live loads on span(&)2 Controlling Sheer. -7776 lb 8.0 Ft from left support of span 2(Center Span) Created by combining a0 dead loads and live loads on spans)2 Comparisons%Mh required actions: Boo pMviQRQ Section Modulus: 58.13 n3 82.26 n3 Area(Shear): 37.83 int 41.56 n2 Moment of Inertia(deflection): 164.34 n4 488.41 in4 Moment 11274 41b 15953 ft4b Shear -7776 lb 8690 to Project13ravity Cam JSLie2_JW Location:BM-12 JS Structure! Cornbhwtiar Roof And Floor Beam ''f!�'� 1 a 12009 In iernatlorral Building Code(2005 NDS)) 1.75 IN x 11.875 IN x 5.0 FT 1.65E Thnbersi rand LSL-Level Trus Joist StruCalc Version 8.0.113.0 4AM14 7:29:47 AM Section Adequate BY:419.216 LOADING OLOARAN Controlling Factor.Shear -LM Load 0.01 IN LI8593 Dead Load 0.01 In Total Load 0.01 IN 1-14245 .Live Load Deflection Criteria:LMSO Total Load Deflection Criteria:1-1240 REACTIONS 8 Lire Load 613 b 613 Ib Dead Load 339 Ib 339 to Total Load 951 Ib 951 Ib Bearing Length 0.68 In 0.68 in BEAN DATA s a Span Length 5 ft Untraced Lergth-Top 0 it Roof Pitch 0 :12 RODFLOAMNO Floor Duration Factor 1.00 Side 1 Rod Duration Factor 1.16 Roof Live Load RLL- 25 psf 25 pef Notch 0.00 Rod Deed Load RDL= 15 psf 15 psf Roof Tributary Width RTW= 5 R 0 R 1.56E Timbwstrend LSL-Level Trus Joist Bess VWuea 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 W= 367 psi Floor Dead Load FDL= 18 pof 18 par Cd--1.15 Floor Tributary Width FTW= 3 R 0 R Modulus of Elasticity: E- 1550 kat F= 1550 kst WWI Load WALL= 0 pir Cone.J-to Grain: Fc-1= 800 psi Fe-1'= 800 pat CoMrdling Manned: 1189 Mb rsnl: Rod Unflorm Live Load: wl.-roof= 125 plf Rod Uniform Dead Load: WD-roof= 75 off2.6 R from Ieft M n Created by combining WI deed and live beds. Floor Uniform DeoLIvv Load: wL-fbor- 120 plf Conwoom Show. -951 lo Floor Uniform Deed Load: SW 54 pfl Beam Self Weight SSW= 5 offAt support. Created by combWng WI dead and 8ve loads. Combined Uniform Lila Load: w1-= 246 pa Combined UrrYorrn Dead Load: wD= 135 pfl Comparisons;with nqulred sections: 820 Provided Combined Uniform Total Load: wT- 380 plf Total Des' Load: WT-oord= 380 pit Section ModWw: 5.93 W41.13 W3 Area(Shear): 4 int 20.78 int Moment of Inertia(detection): 13.81 in4 244.21 in4 Moment 1189 14b 91731Nb Shear. -951 lb 4930 lb Calos JSuc2_JW Location:BM-13 1 JS Structural M MM MulYSpan Beam0 Wernotonal Building Code(2005 NDS)] Kl 3.5 INx11.9751Nx12.OFT 1.85E Timberstrerd LSL-ILevel Trus Joist StruCelc Version 8.0.113.0 4/9/2014 7:29:48 AM Section Adequate By:94.9% LOADING IXAGRAM ControNYg Factor.Moment Live Load 0.17 IN L/848 Dead Load 0.12 in Total Load 0.29 IN U497 dve Load Deflection Criteria:1-1360 Total Load Defteetlon Criteria:U240 REACTKINSA @ Live Load 1597 Ib 1697 Ib Dead Load 1131 b 1131 Ib Total Load 2728 b 2728 b BearingLength 0.97 in 0.97 in BOARIMA Ca —124 Span Length 12 it Urbroosd Length-Top 0 it lJnbrecad Length-BoBan 12 it UNIFORM S&Mff Live Load Duration Factor 1.OD Uniform Live Load 164 pit Notob Dapilt 0.00 Uniform Dead Load 119 pif MATERIAL PROPEFITIES Beam Self Weight 13 pit 1.56E hMerstrand LSL-iLevel True Joist Total tin]MM Load 286 pff Baas Val AMuslad POINT LOADS-CENTER SPAN Bending Stress: Fb- 2325 psi Fb'= 2327 psi Load Number Qaa 112 Cd—1'00 CF=1'00 Live Load 613 Ib 813b Shear Stress: Fv- 310 psi FV- 310 psi Dead load 339 b 339 b Cd=1.00 location 311 9 R Madulus of Elasticity: E- 1550 kai E'= 1660 ksl Corm.1b Grain: Fc-1= 800 psi Fc-1'= 800 psi Co b Oft Moment: 8184114b 6.0 Ft from left support of span 2(Cerder Span) Created by combining all dead bads and live beds on spans)2 Controlling Shear. 2720 lb At left support o1 span 2(Center Span) Created by oombbig all dead bads and INe bads on sper4s)2 Comperbom with required sections: 1811" Provided Section Modulus: 42.2 in3 8226 in3 Area(Shear$ 13.2 int 41.58 int Moment of Inertia(deflection): 236.02 not 48BA1 not Moment 8184114b 15953 ft4b Shear. 2728 b 8590 b PM)ea&&Ally Calm JSLie2_JW Location:W14 I JS Structural uniformly Loaded Floor Beam a [2008 International SWdng Code(2005 NDS)] 1.751N x 11,875 IN x 11.0 FT 1.55E Tiezeratrand LSL-ILevel Trus Joist StruCale Version 8.0.113.0 01/2014 7:29:50 AM Section Adequate Sir 330.5% LOADING DIAGRAM CmVd*V Factor:Moment S Live Load D.07 IN L/1896 Dead Load 0.04 in Total Load 0.11 IN L11238 Gro Load Defbction Criteria:L/360 Total Load Deflectian Criteria:L1240 REACTIONS A 11 Live Load 440 lb 440 Ib Dead Load 234 b 234 Ib Total Load 674 Ib 674 b Bearing Length 0.48 In OAS InALL --� ALINLAM cents f ra Span Length 11 fl Unbaosd Length-Tap 0 R Floor Duration Factor 1.00 FLOOR NG Notch Depth 0.00 Side Side 2 Floor live Load FLL= 40 pair 40 pelf 1.55E Timberstrand LSL-iLevel True Joist Floor Dead Load FDL- 18 psf 18 pair Bass Values Uk9w Floor Tributary Width FTW= 2 R 0 It Bending Stress: Fb• 2325 psi Fb'- 2327 psi Wall Load WALL= 0 pif Cda1.00 CF=1.00 Sheer Stress: Fv- 310 psi FV= 310 psi rBawnToW ve Load: wL- 8o plf Cd=1.00 ad Load: wD= 36 pif Modulus of Elasticity. E= 1560 ksi E'= 1550 ksi ight BSW- 6 pif Comp.1toGrain; Fo-1= 800 psi Fc-1= 8DO psi mLoad: WT= 122 ptf COnarotnag Moment 1853 fl-lb 5,511 from left support Created by combining all dead and On loads. CoMroBkg Shear: -674 Ib At support. Created by combining all dead and live loads. Comparisons wkh required sections: so" Provided Section Modulus 9.55 irm3 41.13 in3 Area(Shear): 3.28 in2 20.78 int Moment of Inertia(deflection): 47.33 Ino 244.21 b4 Moment 1853 ltab 7977 ft4b Shear. -674 b 4285 b JSUc2_JW Location: JS Structural Uniformly Loaded Floor Beam � (2009 International Building Cods(2005 NDS)] 3.51Nx11.875INx9.5FT 1 SBE Timbersberd LSL-il-evel Trus Joist StruCatc Verson 8.0.113.0 4/912014 7:29:51 AM Section Adequate By:138.5% LOADING DIAGRAM Controlling Fedor.Moment WMAMM two Load 0.10 IN U1177 Dead Load 0.05 in Total Load 0.14 IN L1794 Live Load Deflection Criteria:UM Total Load DeBectidn Criteria:L1240 REACTIOM A it Lim Load 19W to 1900 Ib Dead Load 917 Ib 917 Ib Total Load 2817 61 2817 Ib Searing Length 1.01 in 1.01 in REAM OMSeffiat se e Span Length 9.5 It Unbraced Length-Tap 0 It Floor Duration Factor 1.00 Notch Depth 0.00 Side 1 Side 2 Floor live Load FLL= 40 psi 40 pal 1.55E Timberstrand LSL-iLevel Trus Joist Floor Dead Load FDL= 18 psf 18 psf Bele Values r FloorTrlbuery Width FTW= 10 It 0 ft Bending Stress: Fb= 2325 psi FW= 2327 psi Wdl Load WALL= 0 pir Cd--1.00 CF=1.00 Shear Stress: Fv- 310 psi Fv = 310 psi Bin Total Lim Load: wL= 400 pit W--1.00 Been Total Dead Load: wD= 180 ptf Modulus d Elasticity: E= 1550 kat E'= 1550 kei Beam Self Wow* SSW= 13 plf Comp.-L to Grain: Fe-1= 800 psi Fc-1'= OW psi 7T Load: wT= 593 plf ControlWg Moreent 669f1114b 4.75 it from eft support Cleated by combining all dead and We loads. ControBkg Shear. -2817 A At support Created by combiwg all dead and five loads. Comparisons with required seclions: So" Provided Section Modulus: 34.49 In3 82.26 Ina Aro"(Sheark 13.83 int 41.58 Int Moment of Inertia(deftectionr 149.33 InA 488.41 Wl Moment: 8890 ft4b 15953 114b Shear: -2817 lb SSW lb •Prafhict'Qravfty Cala JsLk2_JW IV Location:ion Roof JS structural Combkraticn Roof And Floor Beam f„ Ro/ (2009 International B it"Code(2W5 NDSH 3.5 IN x 11.875 IN x 12.0 FT 1.66E Tlmberetrand LSL-Level Trus Joist StruCalc Version 8.0.113.0 41WM14 7:29:52 AM Section Adequate By.107.6% LOADING DIAGRAM Controlling Factor.Deflection BEFLECTIONS Live Load 0.18 IN L1799 Dead Load 0.11 in Total Load 0.29 IN U498 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:1-1240 RFACTIONS A Live Load 1755 Ib 1755 Ib Dead Load 1059 Ib 1069 lb Total Load 2814 Ib 2814 ib Bea 1.00 in 1.DD InBEAM Cards Aue Span Length 12 ft Unbreced Length-Top 0 R Roof pitch 0 :12 ROOF LCIADING Floor Duration Factor 1.00 Side Roof Duration Fee" 1.15 Roof Uva Load RLL= 2 25 t psf 25 ppeer Notch Depth 0.00 5 Roof Dead Load RDL= 15 paf 15 pat RodTrbadary Wift RTW= 8.6 R 0 ft 1.55E T4nberstrand LSL-Level Trus Joist Bene Values Adlusled FLOOR LOADING Bemiirg Stress: Fb= 2325 pat Fb'= 26760 Side 1 side Ch1=1.15 Cf=1.00 Floor Live Load FLL= 40 pat 40 psf Shear Stress: Fv= 310 psi Fv'- 357 pal Floor Dead Load FDL= 18 pef 18 pat Cd=1.15 Floor Tributary Width FTW= 2 R 0 it Modulus of Elasticity: E= 1550 ksi e= 1550 ksi Wall Load WALL= 0 pit CWW.-Lto Grain: Fe-1= 800 psi Fc-1'= OW psi —am LOAMO Roof Uni(am Live Load: wL-roof- 213 pa Conlrollinp Mamrhrd: 8442 nolo Roof Uniform Deed Load: wD-roof= 128 pB 6.0 ft from left support Floor Uniform Live Load: wLatoor= 80 plc Created by combining all dead and live Iotas. Floor Uniform Dead Load: w0.ftoor= 36 plf Controlling Show. 2814 Ib Beam Self Weight am. 13 pa At amort. Combined Untiorm Live Load: wL= 293 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 176 p6 Coratmcmmdned Uniform Total Load: wT= 469 Fir Section Mons s: requhod sections: ins ! Control) Total Load: wT-oom= 469 pft Section Modulus: 37.85 in3 82.20 in3 Area(Shaark 11.84 Int 41.56 Int Moment of Inertia(dellectlonj 235.24 Ino 488.41 kh4 moment 5442 flab 18346 Rab Shear. 2814 Ib 9878 Ib 1'ra*AnvWxy cake JSLie2_Jw Location:BM-17 .�au,L, 1 JS structural wMP oaded MuldSpan Beam or (2008 bAanafonal Building Code(2005 NDS)) 3.5 INx11.875INx11.0FT 1.85E TImberstrand LSL-ILevel Trus Joist StruCato Version 8.0.113.0 4MM14 7:29:53 AM Section Adequate By:45.896 LOADING DIIAQRAM CartrdRp Factor.Moment SiHIIIflL We Load 0.20 IN LMW Dead Load 0.12 in Total Load 0.32 IN U412 Five Load Deflection Criteria:I= Total Load Deflection kriteria:LI240 Live Load 3195 Ib 2079 Ib Dead Load 1977 Ib 1303 b Total Load 5173 to 3383 Ib Sewing Length 1.85 in 1.21 in — BEAM S�llt4[ n a Span Length 11 R Unbraoed Length-Top 0 R Unbraced Length-Bottom 11 R Ce Live Load Duration Factor 1.00 Uniform Lin Load 320 pal Notch Depth 0.00 Uniform Dead Load 189 plf IAL PROPEIMES Beam Self Weight 13 ptf 1.55E TintiersVand LSL-ILevol Trus Joist Total Uniform Load 522 p8 Bea& AM Aditn"d POW LOADS Bending Stress: Fb- 2325 psi Fb'= 2327 psi Load Number -Q02 Cd-1.00 CF-1.00 Live Lied 1755 b Ston Stress: Fv= 310 psi FY- 310 psi Dead Load 10691b Cd--1.00 Location 2 ft Mgdukrs of Elasticity: E= 1550 kat E'- 1650 ksl Comp.-LtoGrain: Fc-1= 800 psi Fe-1'= 800 psi CeF roLOng 44maent: 10980 R-b 4.51 Ft Sem left support of span 2(Center Span) Created by combining e8 dead loads and live bads on span(s)2 Controlow Sham: 5173 lb At left support of span 2(Carder Span) Created by combining all dead bolo and live loads on span(s)2 Compmisons with re"Ired sections: BE" Provided Section Modukw 66.51 W 8228 W Area(Shea): 25.03 b2 41.56 Int Moment of Inertia(deflection): 284.6 Ino 488.41 krt Moment: 10960 R4b 15953 Rab Shea: 5173 Ib 8590 lb ^Projeck'Araviy Calcs p� JSLicz_Jw �o Locadw BM-18 1.. .,7 JS Structural / Mutiloaded Mufll-Span Beam _, r (2009 bdernstl"I Building Code(2005 NDS)] 5.5 INx18.0INx20.5FT 24F-V4-Visually Graded Westem Species-Dry Use SbuCalc Version 8.0.113.0 4AWM14 7:29:54 AM Section Adequate By,.58.3% LOADWO DIAGRAM Conilo&V Factor:MorroM Sadua[ INe Load 0.34 IN Lf714 Dead Load 0.20 in Total Load 0.55 IN U449 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B ' e Litre Load 3802 Ib 3932 Ib Dead Load 2326 Ib 2375 Ib Total Load 6129 Ib 6306 Ib Bearing Length 1.71 in 1.76 in ----- __�_ OEM QffA Cards au R Span Length 20.5 It Unbraced Length-Top 0 it Unbraced Length-Bottom 20.5 It UNWORN LOADS QMHK Live Load Duration Factor 1.00 Uniform Live Load 80 plf CamberAdj.Factor 1 Untorm Deed Load 36 pt Camber Required 0.2 Beam Self Weight 21 pt Notch Dem 0.00 Total Untorm Load 137 plf 24F-V4-Visually Graded Westem Species Load Number 232 IMI ium Bim Aduali1 Lore Load 2087 b 1900 Ib 2097 Ib Bending Strews: Fb= 2400 psi Controlled W. Dead Load 1303 to 917 Ib 1303 Ib Fb_argx= 1650 psi Fb'= 2294 psi Location 4 It 11.5 It l6ft Cd--I.00 GY-0.96 Shear Stress: Fv= 265 psi FJ= 265 psi Cd=1.00 Modulus of ElestIcity: E= 1800 ksi IF= 1800 ksi Min.Mod.of Ele96W. E_min= 9311 ksi E min'- 930 ksi Comp.-LmGrain: Fr:-1= 850 psi Fc-1'= 850 psi Controlling Moment 35867&Ib 11.48 Ft from IMt support of span 2(Center Spark) Created by combining a0 dead bads and the loads or spans)2 Controi8ng Shear. 4W6 lb 20.0 Ft from left support of span 2(Center Span) Created by combining MI dead beds and live beds on span(s)2 Comparlsons with required suMons: BAMA Provided Section Modulus: 187.62 ln3 297 fn3 Neo(Shear): 35.7 int 99 int Moment of Inertia(deflection): 1429.45 in4 2673 in4 Wment 35867 ff-b 58775 ft4b Shear: -63061b 17490 b �R Coles JSLic2 JW asw Location: M1 JS StrucWral MuWloadeded Mulli.Spen Beam re [2009 Imsmadonal Building Code(2005 NDS)) 6.6 IN x 12.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCab Version 8.0.113.0 418/2014 7:29:56 AM Section Adequate By:51.6% LIUMHOMAGEIM Controlling Factor.Deflection -parwmass ME Live Load 0.33 IN LM90 Dead LOW 0.20 In Total Load 0.53 IN L364 Live Load Deflection Criteria:L/360 Told Load Deflection Criteria:LI240 A 11 Um Load 3838 lb 3538 Ib Dead Load 2379 Ib 2379 lb Total Load 6215 lb 6215 Ib BearkV Length 1.74 in 1.74 in -BEA11 DATASA01K Ian Span Lmglh 16 It Unbraced Length-Top 0 1t Unbraced LengtlrBoBan 16 R rdgdK L1ve Load Duration Factor 1.00 Uniform Live Load 80 plf Camber Adj.Factor 1 Untform Dead Load 36 plf Camber Required 02 Bess Salf Weight 14 pH Notch Depth 0.00 Total Uniform Load 130 pff MATERIAL PROPEIMES SPAM 24F-V4-Visually Graded Western Species Load Numbs -D= MER onseywm Adlu Uva Load 3196 Ib 3196 Ib Sending Stress: Fb= 2400 psi Controlled by: Dead Load 1977 Ib 1977 Ib Fb_cmpr= 1850 psi Fb'= 2400 psi Location 21t 14 it C&1.00 Shea Stress: PV= 285 psi Fd= 265 psi Cd--1.00 Modulus of Elasticity: E= 18W kal IF= 1800 ksi Min.Mod of Elasticity: E min= 930 ksl E min'- 930 ksi Comp.-L to Grain: Fe-1= 650 psi Fc-J-'= 650 psi Conl ollMg Moment: 14616 114b 8.0 Ft from Wit support of span 2(Center Span) Created by combining all dead loads and Ave loads on span(s)2 Conbalflng Sheer. .6215 lb At right support of span 2(Canter Span) Created by combining all dead loads and kvs loads on spen(s)2 Comparisons wMh required sections: alka Prcrdded Section Modulus: 72.58 in3 132 1n3 Area(Shear): 35.18 in2 66 int Moment of Inertia(deflection): 622.36 in4 792 in4 MamenC 14516 It-lb 26400 114b Shear -6215 lb 11660 lb ~b�Gravity Gk:s1.1 JSUC2 JW Location:PBM-1 JS Stnx:hrral Root Beam [2008 Imam,asonat Building Code(2005 NDS)] a 3.6 IN x 9.26 IN x 6.0 FT 92-Douglaa-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 4!82014 7:28:57 AM Section Adequate By:687.3% LOADING DIAGRAM Control"Factor.Moment ONEW911111M Q= ilve Load 0.01 IN L M121 Deed Load 0.01 in Total Load 0.01 IN U5461 Live Load Deflection Criteria:L240 Total Load Deflection Criteria:U180 REACTIONS e a Live Load 300 b 300 Ib Dead Load 201 b 201 Ib Total Load 501 b 501 Ib Hearing Length 023 In 0.23 in aR Span Length 6 ft Unbracsd LengtirTop 0 ft Unbraced Leng#03offom 0 ft Roof Pkch 0 :12 Side One: Roof Duration Factor 1.15 Root Live Load: LL= 25 psf MATERIAL PBQECRM Roof Dead Load: DL= 15 psi 82-Douglas-FIM-arch Tributary Width: TW= 4 It amauwm Adlusted Side Two: Bending Straw: Fb= 800 psi Fb'= 1242 psi Roof Live Load LL= 26 psi' Cd=1.15CF=1.20 Roof Dead Load: DL= 15 psi Shear Stress: Fv= 180 psi FV- 207 psiTrbrtay Width: TW= 0 ft 01.15X= WALL= 0 plf Modulus of Elasticity: E= 1600 kst E'= 1600 ksl Min.Mod.of Elasticity. E min= 580 ksi E min'= 580 ksl Adm Beam Length: Led]= 6 ft Comp. Graln: Fc-1= 625 psi Fc-1'= 625 psi Beam Self Weight BSW- 7 ptf Controlling Moment• 752 ft-lb Beam Unibrm Live Load: wL- 100 pR 3J0 It from left support Beam Uniform Dead Load: wD ad= 67 pti Total Uniform Load: wT== 167 plf Creetetl by combining oil dead and We loads. Controlling Star: -6011b At support Created by combining all dead and tires beds. Comparisons w8h required sections: BWd Provided Section Modulus: 726 W 49.81 W Area(Shear} 3.63 int 32.38 int Moment of Inertia(de6ecdony 7.81 IM 230.84 in4 Moment 752 ftab 5166 Rab Shear. 501 lb 4468 to 'Protc lorwA r Cake JSUc2 JW Location:DOM-1 JS Structural Root seem ,r (2008 International Building Code(20D5 NDS)] 5.5 IN x 11.5 IN x 10.6 FT #2-Douglas-Fir-Larch-Dry Use SWClde Version 8.0.113.0 4IM14 7:29:58 AM Section Adequate W.78.3% LOADING JIXAGRAM Controlling Factor.Moment RKEMMM Suer iive Load 0.08 IN U1670 Head Load 0.05 in Total Load 0.12 IN U1009 Live Load Deflection Criteria:L1240 Total Load Deflection Criteria:U180 Live Load 1313 b 1313 b Dead Load 859 b 859 b Told Load 2172 to 2172 ib Bearing Length 0.63 in 0.63 in BEAM DATA A. 7Ma Span Length 10.5 R Unbraoad Lerg9rTop 0 it Unbraced Length-Botlom 0 R ROOF LOADING Roof Pit& 0 :12 Side One: Roof Ovation Factor 1.15 Roof Live Load: LL= 25 pef Es Brno Deed Load: DL- 15 psi #2-Dougka-Fs-Larch TnIultary Width: TW= 10 it Sam Side Two: Bending Saeea: Fb= 875 pd Fb'= 1006 psi Rod Live Load: UL= 25 psf Cd=1.15 CF=1.00 Roof Deed Load: DL- 15 pet Shear Stress: Fv= 170 psi FV= 196 psi TitWidth: TW- 0 R Cd-1.15 Wail Load: WALL= 0 p8 Modulus of Elasticity: E= 1300 kai E'= 1300 ksi SLOPEOPffCHADJUSTED LENQTH3 AND LOAM Min.Mod.of Elastli ty. E_min= 470 kai E_min'- 470 kai Adjusted Beam Length: Ladj= 10.5 R Comp.-L to Grain: Fe-1= 625 psi Fc-1'- 625 psi Beano Sa6 Weight BSW= 14 plf Beare Unitomi Live Load: wL= 250 pM Controlling Moment 6701 ft-Ib Beam Uniform Dead Load: wD adj= 164 p# 5.25 R from left support Total Uniform Load: WT. 414 plif Created by combining all dead and tiw loads. Contra"Shear. 2172 to At support Created by combining a9 dead and live bads. Comparisons with required sections: BE" Provided Section Modulus: 67.99 n3 121.23 h3 Area(Stow): 18.68 in2 63.25 in2 Moment of Inertia(deflection): 124.32 in4 697.07 in4 Moment 5701ft4b 10166ft4b Shear. 2172 b 8244 Ib