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Specifications V )C) WESTWOOD HOMES DECEIVED JUN - 4 2015 BUILDING DIVISION STRUCTURAL CALCULATIONS English Hayes Partition-Lot #1 SW 123rd Avenue 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. ENGIN O r EGON Cid Y 13, s�N EX IRES:6/30120 May 19, 2015 Project No: 14051 I 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 sheacwalls 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 VM WION 400M159M aWryomaa wa N4<tftM "JNl 14 M1YQ•f1Y' ( ....,'„DA 17dfOyA anaxoeo� woat�rtK t1 O u� K d 4 a4SJ � • YY� t a �Ig § $ a aie 1$ IN a i � 8 � fill � �I t Rig m :r-Y ta•s• tv w v Tr�a•r i a �rs�a•r a�• :s-.•--a-1r ra try s+• sr s{•� tv BWutpR-eet TRM[liAtgW sept I y k y � 1 JEE � I 0 OI f y � IV1 Rpppe 7tRept I E t -' i ■ OAM w rs• sr s I MOOR wa.w�on.eoK eotou REDRAW] i R9g�e N■ } ye W� ira ~ Lm" M y ® \ W22 5• N Yet-r.r w•L RWI •� ere �n.'°"■r .wrr■,wn N q w i• b `R( b µput Vn.I1T ..e b / I A[NRFIAv 6tq� A "' ■weq 0 ..e. - f(I _f I V •a RATN2 f V w„ rs , Le Y' r7.0I 1r F I t o MNI!mw" V e rC R7 e A-RAM ,►�• LIZ F a w > 16 a� I lYNrMLL• �ry� fu MATep1.T � A �� wy •s`••m f■eweDoee,..a g,t Piw � N ■" �� I Yobem..nswiiv�"iwr.`o'•'ru 1 �� , GEy O AR i FT IO � U I A 1 I D11®N Q � ELDROOet! 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UPPER FLOOR AND LOWER — FLOOR FRAMING PLAN ROOF FRAMING PLAN PWASM: A ENO rowlcAnoallors� rt.00lerlw+a(allores FleE1.IM j Al W�11Gaw VY W rN RrY1?000u W III �abue0.nwse SAT IIOL MAnuwaw relwrlw.n.w rwewot SMavrrowwwa[w euura Srrcr. eoGeaaIDSUSRmworVlwlelAGwn �� A1uM'MRoe1 VK W r1y RWEDop1Yl• 1 OWN4D 4rAsMrMl.1 W/RItEWI1:D MLIO(ATIOM311�6D:y! MrQ�MIIAI�aIINIfTORI LQ111�1GigwlogNMIPCOML NYLMM �GOID SUpt00nOKR11 U'IJAST► aDTAlICG rwy roofwrone rwwral�e[Iy 1{IAw�pw!lDlAtro DIr SAwaaSR Gpe.AMDnIM WI Kwr�.eap. 1!4'>•11JNp aw6wCMP1NN row/DfR 6ASuwt YwGlow rlerrAl_(IC-9arMl M\A, MDS Now&..—pro-G,SDQSS irmw oeMDNYddtNyS MADATPIl) MraNwa w"u Ar�sTf#TGOIOrls1(/gtma]M:AIOMG.N4I.MM uMo. Of..s.w welts rae.Awanl.l s.wvur�roe:. corrwAcrowrofavv wNIrDAcnw ellera1m11laeAwo weAcr eaGsm w aAlvvrtt�msrwl rowvArws wo0rnaT: s ar.sAsarWAsus wepavo m Grly lwNAr,waw,-raweailGw qYl ro.o 17Y+we•DGore IoorMe rSiMC,M t+w tar. r1elR rc.w�oweuln Ala evol nlwTww em wxIMGAwosrel wuAsweawwmsraaoG. fA rAia�Kk"M JppnMnSlrreawf0/4lwlede i rrrsrwr romasAresrGlrr rolwmAnowraa Tose uwrwsv cae raowre A-4 fwOAoe D.OSfA0.e raUPHYTI relnl I/SIl Tie Gel I�r,l m M GMfawf. all eel SDMD W fSa Mn�rD4 v � Es ant Nilmull RIM Mi tj HIM ------ ---------------- ' �-I■�ii�►-d��JLiiitar�r -...... 'I\/�tl�� — --- wood f ! ? ! . � rMfa �I; i Z-�. TOM �ilii�e.��'�� rns OWN .. �» FillImo : i... . ... , UN - - --its 7- i t 8tre�� Ori VADCaot/ W, WA1015 AtE 1130 11Vest*ood 'Homes LLC JS Project Noi: 14-051 , Lateral Deslan-Main.Wind Force Resist} g Systt'm-Method t Hole:La tgral D-191performeo eceording to the ASCE 7-05,tic 2009 and 2010 OSSC Tran§Verse Longitluifr►a1 - Location:1NashingbA C + oun lq.GR P.=AlKnIPc m P.2o P,-AKrtPm i I i (psf) I �>�osiire=• _i_ 4—: .. G!eddmg i < s - Wind lAalcv ity_V='-': -i ;mph . Colnoonsr&; ».80. �_ 9T$1�r 15.90 ';-Bldg ClasslSEatiox L .Roof Type g ...._—__._-. --C--14• ,__ _ -10:50. •. Roof7!eight,�'i:' , feet , , -4.g0, i .--5 � 8.117-e ;-_. - , Ewe Height,hp *. -feet p 90 8 r Budding WPrdttt,W e:::r feet. - r; C, 0.50_ • :..� ! 6urlding Length.t=t--� =Meet ) i4. .'9.301 -8.40; Prof Rcm, --- -- - - ----�._.. - Roof Angle,0 - - Mean Rw Fit,h= -;feet I _ .7 Ab�stment;Faciar,�='... .,. �--- _ : .____�_:---..._-----•-- I - ----- ' , a--047f 7 I nrtance Fetxor,I= -5.15 _ -=-- j Togo.P�ctor,KztF += �:. 2e=;:r^rte. .- 71.' 71ah,"�j trr4C� -r 1. lc vOr= r I O f4I vJ 7 7- I ' I ' ` � I - . . . . . . ! - 1 ' Q. : 1 - , toy S �( uE : : i : I i --- . .. . Tl� I :IJ , PLLC.. !1815lifr!ff3ft wee,Oft 104 vineoliw►, wA sMsz Westwood :Homes LLC i JS Prpje No.: 14-051 . . i i i • y: i f-o•l L T�o ts'l (L c 1 i I i i I i ' 1 Printed:9-APR 2014, 337AM ASCE 7-05 Seismic Factor Mtermination 40VMd 'SSt"M°d1a14P'°dt1`051•WedwoodAXV-e ENERC&C,INC.1983.2Dl 1,BURSA 1.6.23.Ver.6.11.6.23 Description: Seismic Analysis Occupancy Category Calculations per ASCE 7-05 Occupancy Category of Building or Other Structure: 'll":AD Buildings and other structures except those listed as Category I,III,and IV ACSE 7-05,Page 3,Table 1.1 Occupancy Importance Factor = 1 ACSE 7-05,Page 116, Table 11.5-1 Ground Motion, Using USGS Database values ASCE 7.05 9.4.1.1 Max.Ground Motions,5%Damping: Longitude = 122.778 deg West SS = 0.9442 g,0.2 sec response Latitude = 45.442 deg North S 1 - 0.3396 g,1.0 sec response Location: PORTLAND,OR 97223 Site Class,Site Coeff.and Design Category Site Classification "D" Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-05 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1,12 ASCE 7-05 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv = 1,72 Maximum Considered Eadquake Acceleration S MS=Fa'Ss = 1,060 ASCE 7-05 Table 11.4-3 S M1 =Fv•S1 = 0,584 Design Spectral Acceleration S DS-S Ms 213 = 0.706 ASCE 7-05 Table 11.4-4 SD1=S M1*2/3 - 0.390 Seismic Design Category = p (SDI is most severe) ASCE 7-05 Table 11.6-1 Resisling Spitem ASCE 7-05 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Light4ramed walls sheathed wtwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6,50 Building height Limb: System Overstrength Factor "Wo' = 3.00 Category"A&B"Limit: No Limit Deflection Amplification Factor 'Cd" = 4.00 Category"C"Limit No limit Category'D"Limit: Limit=65 NOTEI See ASCE 7-05 for all applicable footnotes. Category"E"Limit: limit=65 Category"F"Limit: Lint=65 Redundancy Factor ASCE 7-05 Section 12.3.4 Seismic Design Category of D,E,or F,Redund M Factor'p°Set by User to=1.0 Lateral Force Procedure ASCE 7-05 Section 12.8 Equivalent Lateral Force Procedure The'Egtiva lent Lateral Force Procedure"is being used awgrding to the provisions of ASCE 7-0512 8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: AN Other Structural Systems "Ct"value = 0.020 °hn":Height from base to highest level = 10.0 q °x"value = 0.75 "Ta'Approximate fundemental period using Eq,12.8.7 : Ta=Ct'(hn A x) = 0.112 sec "TL":Long-period transition period per ASCE 7-05 Maps 22.15->22-20 8.000 sec Building Period'Ta"Calculated from Approximate Method selected - 0,112 sec "Cs"Response Coefficient ASCE 7-05 Section 1281 i S Dg Short Period Design Spectral Response = 0.706 From Eq.12.8-2, Preliminary Cs = 0.109 'R':Response Modification Factor = 6,50 From Eq.12.6.3&12.8.4,Cs need not exceed = 0.533 "I':Occupancy Importance Factor _ 1 From Eq.12.8-5&12.8.6, Cs not be less than = 0,031 Cs:Seismic Response Coefficient = Sgs!(Rn)•0.70 = 0.0761 Printed:9 APR 2014, 3:570 ASCE 7-05 Seismic Factor Determination* `8ft"�t4`'`°jed&14o51"eW=d.84thAve 's ENERCALC,INC.1983-2011.Bu�6.11.623 Ver.6.1JAM Description: Seismic Analysis Licensee Seismic Base Shear Calculated for Allowable Stress Design Load Combinations ASCE 7-05 Sem 1128:3 Cs " 0.0761 from 12.8.1.1 W(see Sum Wi below) = 113.71 k Vertical Distribution of Seismic Forces Seismic Base Shear V= Cs*W = 8.65 k "k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hl:Height (Wi*Hi)"k Cvx Fx-Cvx*V Sum Story Shear Sum Stay Moment 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-ft Total Base Shear= 8,65 k Base Moment= 86.5 k-ft Diaphragm Forces:Seismic Design Category"D","E"& "F" ASCE 7-05 9.5.Z6.4.4 Level# Wi Fi Sum Fi Sum Wi Fpx 1 113.71 8.65 8.65 113.71 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*Sps*I*Wpx MAX Req'd Force @ Level........ 0.40*SDS*I*Wpx Fpx:Design Force @ Level....... Wpx*SUM(x->n)Fi 1 SUM(x->n)wi, x=Current level,n=Top Level Wail Anchorage Concrete&Masonry Wall Normal Force:Minimum Forge ger ACSE 7-05 1211 1 Minimum Factor: 0.40*SDS*Importance*Weight _ - 0.2826 *Weight Concrete&Masonry Wall Anchorage•Seismic Qeg' n Category 'C=�."D"ger ACSE 7-05 12.11.2.1 Actual Wall Weight Tributary to Anchor = lbs/lin.ft Anchome Design Force... R_gi id_ Diaphragm Design Force=0.40*SDS*I*Trib.Weight = 0.00 lbs/foot Flexi I Diaphragm Design Force=0.80*SDS*I*Tdb.Weight = 0.00 lbs/foot 1 it I N i Ir jq --- 1 I `— i•�:qx}y::ei<sy:. •'..5...»,:i•:•r.:r.4.:7''s:rt' 1 :::iti:x•::;.•.::Y:-i^::irgj•.} _ .....,..iiS:•�r::{v?':_T„ i rs' --�.-- 11 i :vifv.J;v::vi..Y.. rev II 1,12h, �IIi1l311Q1111fwiNriwi.wnf.IMMrII -..--- .....---' ._ _ :••::a%.:.a-:-•::STa•::::.v::. ....-. .._-...�:5:::::.t,:•::. 5�t'T'..:... T.a:;.',5,.•�-._":}�'z.'.. �7+. "_ — c—_ - -.:::'.:... :1:::�i��:' �:.'ti�:::':i:' _ - l.i•�:.r:.V 7.i.:w:.�':.::�::•»:st;_t A'.::.Y..1. .......... ... _ -'l�T.i:•::%::'^:':!.'l5: __ __ ...5..'.. i:X:::::1:_..::::w•:::.'I!"A ....-..:....... .... :::V::�A:Sit•..55•'::^:�V::::.:::'%:1::�::I.:L"tYA,:- •�•:ii5i;'.-�:•i"::::�='::?i�i5iii:i - �::a';^"ii'.i�/s` .::_..�?:......... .... :i.Tf:'AY:?•:5^J'l.V.._..SS.i. ?: '.:SI�i .... -T'•t'•:�...y'{:.'.:?:iy::•Tmoi:�::-::y.R _��:'•Y:':�!:':�.\:': 11 ':..\::;Y�:l):l..Yl:G.lf1�'::•fr1/A:'A5::YllvA':Ni!C�%Vfi:Y.il.V::•V•YD1 .. .. _:_' 4 Shearwall load Distribution Westwood 'Sec Enercalc Output and Hand Caicualtlons for more Information Selsmte Form Solsmic Baso Shear,V, 8.7 kips Main level Shear,Fi= 8.7 kips J� 'rrib wclghts,f,r,,,= 3.10 psr SHFAIi Srimic SHEAR WAIL WALL RATiO OF SHEAR ALONG SHEAR ALONG Height of Total length Sam of Full Max Opening (Wind) (Trib) (Seismcl IDEN. LENGTH TOTAL WALC WALL Wali of Wall Height Sheath Hcighl SHEAR {Windt (Seismic) H L Su He (lb (Ib) {ft) Iib) Ib! (ftl fft) {f[) ((t) Roof I,Upper Floor Une A 71351 1417 1 4393 AM-1 53.0 1-00 7135 4393 9 53 52 6.67 0.00 0 0 0 0.00 0 D 0 0.00 0 D 0 Total 53.0 1.00 7135 4393 Line 8 71351 1417 1 4393 BM-1 1 22 0.88 6279 3866 9 22 22 SM.2 3 0.12 8% 527 9 3 3 0.00 0 0 0 0.00 0 a 0 Total 25 I.OD 7135 4393 lme 11 865 284 880 1M•1 325 O.56 1040 491 9 3.25 325 IM-2 z2,580.44 825 390 9 2.58 2.59 0.00 0 0 0 0.00 0 0 0 Total 5.83 1.00 1865 880 Une 2 i 42121 82d 2554 2M-1 2.58 0.32 1332 808 9 2.58 2.56 2M-2 258 1 032 1332 808 19 1 2.58 2.58 21-3 I 3 I D.37 1549 939 9 1 3 3 D.00 0 0 0 Total 8.16 1.00 4212 2554 Une3 5801 1339 4151 3M•l 115 D.68 3921 2808 9 S1.S 11.5 3M-1 5.5 0.32 1877 1343 9 5.5 5S o.00 a o 0 0.00a o 0 Total 17 1.00 5801 4151 A= q � 33�3't 3j-•^3333333 II i 9aiaeas _ a ��\��•,\. � ^E E' �p'r,�s 6323a8aEa83aks18 I ! �.i.N . F YY Iaoo Doo `� a � Ff L"T i iP ;-n I �so�osissistss:wi 4. t� c—r 1 t-wW�S I �-�•:�� - 1-•Wiib IL �r l 1 CA I ci w •� r, IL--==-,�--- .. i "-?:i•L•:':ii•-•ii':':i•:i:::':. •i mit-11D �{ it •:rr?w.:a:e•::c ::s= t n I :wa,lwri:,�►ywrrrw:,nw:Ml,�r ....._........_.._r.�:�... •: .... .. — �-__ -;}:°-Y:•,:•::w='t' __ ..... ...... ......,rte ![�' '!•�:..:•:•,�: 1 l �r 5::i•�iiii:3•::i::�'riii.... - .. .... Fi"'i ::•x".•S:i�:Tx'i•:�::•4:•c::i 1 L �-- 6 ::%:" 5:.' •.L' '.' ' .-. •........ .:.:...:E':.t:.i:;-1:v::.": 1 1 ', ',i.�.i�.:Y•'::.: :::::t:'.:'t•:•jj'::•':.'''::':':':':'�:'Mfti��'S��::':':'t�:::::Y:" RJB- U•w.nwr-.w_.w__.w.�'3vr'L•::w.u.✓»..�.-....w..� lw.:_.+.K:•. ' �... . . � : :SIS STRUC�URA - ` I181SAE 11P$free ,sro!oK VIACiOUPOW, Nd 98844? , WestW, ood ;Homes LLC' i JS Project No 14-051 -I- i 119 ft + i1 _ �n' : � I qsi k. t �C►�C3` - 2:4-1 = V-O i QcXni '3•�'�F f''%.`1 i Ids•' _�� r;r ` ,----- --'-- -:--........ C� __ .... .. - . .. .-''-•--- - _.._._— i 771 i , j .. : : : : , i •i i : , : BMW ire, TWRA L At ! fl8ls 411.110 ilmAst,SM-.104:VanceF~11 IM W"2 � Ba�83.1331 Westwood `Homes LLC .!S Project No . 14-Q51 . . . , , _ _.._.._.. I - --�� , ..... . . . - -•--I --. ...f�Y^_!'_.__ �.k(,fir.(�•C�-} --�'__.... . 1 ..Gji L;2, ` , , 3� U__ �. •..cfll I rid ten.'-�_ .Z;�,,. -' _ . . . I . . . b•��s'v� c. 77 t . y i-t Vh , ups m�� ..r 1 ' , : -- - ---=Jar ST !SEL C - - : 1415 111J.8t Mt,SM 104Vaeeoww, WA 9JW2 Westwood ;Homos LLC i JS Project No:: 14-051 I 13 I dust., (U1 psi-• ;{.'�c\ - � (/� � : . . �,tit .%fit�,; - �1�;£• .. _ __----__.__ -------- -- - -- t .- t el - _ (1/1f t� o' (� �_„•_ '}'�... `�� .. -amu f�'1 : 1►'TRt/�`�'-L�R�4L� PL-�-E. 11 815 AWI 1130110~4 Sts• 014!ViacaO~, WA 98862: ' -Gesso :84". ' 4 ;36.88xsms Westwood ;Homes LLC ! = JS 1 . Project No:: 14-051 lb { 6 �1 12(�k( 1\. .. . �' 1 _ • i - r _...._.._......... _...--- -L - - ..- _ _._.._......._._ ..... - - yt r I .S (7Sr f ! Pr i�� t U C. I , . 1 r2,P1� AJ i r�,,,, � 1 f V • � i I �l �A� 3 L x• LS L •.E ' � T . � I � fl1B!'.jNEll�018lnef,SM'fQ� i� r, i�A�9AB62• --�-- ----------_ ___.---------•� --------......_.._....__•_---------i__.... ._. .._ .... _ .._...._..__..._------a-X1.6488----- -• -Westwood Homes LLC J.S.Project No. 14.051 i j 1 . 33GtiYi�t,1 i . 2 b. r t 1 tx tt �i fa lot t; • I 7 I I S 4 ' 1 f�1S NE f f3"'O&WOf,900 104,�VwwcOMAW, WA MM[f WestwoodHome s LLC , .S Projod No:: 14=051 i I I ' , � 1 _ I I I CSM.-�(�-----� ��-�ti--�---- � . _ ..._-; .....--•--- y-�-------- , : 2.1-i' +ti;I; `��1, .. �,.�n�i?1-.� .( .4J w1 :J• ��,,1. ..._:.......... ..i.. I .. _..: i --._..(r_:�, p � _• '. i—._.......--------- •-- j sem_.—.e .�__ �i�:.�....3��2 �� IW W(i�itL j rj o I , , i 1 i ry L ✓',;r•c ;v { ' Icy ^� : � '' lui'�. u- �, ao sC �'« 1t"�" (G� e. . { j ••--'---.__.__.------•- � � � - fir,;-t'�; i ' -- - :-----,qM�--.�__.— I `G �r - . ... � ,lf'1. u cF '�-1 � . .. ..- ----- ....._. _ . ...----- ., ,µ.. ..- i��_----- -•'- --.-i---' �; 1 1�1�nJ� � � l�.L� � �f-N �• I WA 98M Westwood :Homes LLC - I ; IJ,S Project No::: 14-051 ; I I OLX t • r i ; • 1 , 1 , I � I w1 ;. • i t ' i Project Gravity Calcs 0° JSUc2 JW Location:HDR-1 c JS Structural Roof Beam St [2009 International Building Code(2005 NDS)J � 3.5 IN x 7.26 IN x 6.26 FT #2-Douglas-Fu-Larch-Dry Use StruCalc Version 8.0.913.0 4/9/2014 7:29:29 AM Section Adequate By:92.6% LOADING QIAGRAM Controlling Factor.Moment DEFLECTIONS cent Live Load 0.04 IN U1727 Dead Load 0.03 in Total Load 0.07 IN U1063 Live Load Deflection Criteria:L1240 Total Load Deflection Criteria:1-1180 REACTIONS A ]a Live Load 703 Ib 703 Ib Dead Load 439 Ib 439 Ib Total Load 1142 Ib 1142 Ib Bearing Lengthi 0.52 in 0.52 in 77777N_ BEAM 0 6.26 ft Span Length 6.3 it Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 It ROOF LOADING Roof Pitch 0 :12 Side One: Roof Duration Factor 1.15 Roof Live Load: LL= 25 psf MATERIAL PROPERTIES Roof Dead Load: DL= 15 psf #2-Douglas-Fir-Larch Tributary Width: TW= 9 ft Base Values Adiusted 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--f.15 Wall Load: WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Adjusted Beam Length: Ladj= 6.25 ft Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Beam Self Weight BSW= 6 pif Beam Uniform Live Load: wL= 225 ptf Controlling Moment: 1785 ft!b Beam Uniform Dead Load: wD ad= 141 ptf 3.125 ft from left support = Created by combining all dead and live loads. Total Uniform Load: WT 366 plf Controlling Shear. -1142 Ib At supporL Created by combining all dead and Ove bads_ Comparisons with required sections: Ral d &wed Section Modulus: 15.92 in3 30.66 in3 Area(Shear): 8.28 in2 25.38 in2 Moment of Inertia(deflection): 18.82 in4 111.15 Irk Moment: 1785 ft4b 3438 ft4b Shear. -1142 lb 35021b Project:Gravity Cahn . JSLiC2_JW � Location:HDR-2 JS Structural Roof Beam 'q+OfSR i [2009 International Building Code(2005 NDS)] 3.5 IN x 7.25 IN x 11.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 4/9/2014 7:29:30 AM Section Adequate By:65.79/6 LOADING DIAGRAM Controlling Factor.Moment DEFLECTIONS Center .Lire Load 0.17 IN 0832 Dead Load 0.11 in Total Load 0.28 IN L/497 Live Load Deflection Criteria:1-1240 Total Load Deflection Criteria:L/180 REACTIONS A R Live Load 431 lb 431 Ib Dead Load 290 ib 290 Ib Total Load 722 Ib 722 Ib Bearing Length 0.33 in 0.33 in BEAM DATA ♦i.s rt Span Length 11.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft ROOF LOADING Root Pitch 0 :12 Side One: Roof Duration Factor 1.15 Roof Live Load: LL= 25 psf MATERIAL PROPERTIFA Roof Dead Load: DL= 15 psf #2-Douglas-Fir-Larch Tributary Width: TW= 3 ft Base Values Mtisted Side Two: Bending Stress: Fb= 900 psi Fb'= 1346 psi Roof Lire 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 plf Modulus of Elasticity: E= 1600 ksl E'= 1600 ksf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksl Comp.-L to Grain: Fc--L= 625 psi Fc-1' BS= 625 psi Adjusted Beam Length: = 11.5 ft Beam Self Weight BSW= 6 plf Controlling Moment: 2075 ft-Ib Beam Uniform Live Load: wL= 75 ptf 5.75 ft from left support Beam Uniform Dead Load: wD adj= 51 pff = Created by combining all dead and live toads. Total Uniform Load: WT 126 plf Controlling Shear. 722 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: B2" provided Section Modulus: 18.5 in3 30.66 in3 Area(Shear): 5.23 in2 25.38 int Moment of Inertia(deflection): 40.26 in4 111.15 in4 Moment: 2075 ft-b 3438 ft4b Shear. 722 lb 3502 lb Project Gravity Calcs �O JSLic2_JW Location:BM-3 �`��tn JS structural t Roof Beam of [2009 International Building Code(2005 NDS)) q;+r+�°r'� 5.5 IN x 12.0 IN x 17.5 FT 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 Controlling Factor:Deflection DEFLECTIONS fmtel Live Load 0.52 IN U406 Dead Load 0.33 in Total Load 0.85 IN U247 Live Load Deflection Criteria:L1240 Total Load Deflection Criteria:U180 REACTIONS A 11 Live toad 3063 Ib 3063 Ib Dead Load 1963 lb 1963 lb Total Load 5025 Ib' 5025 ib Bearing Length 1.41 in 1.41 in BEAM DATA tts e Span Length 17.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft RQOF LOADING Roof Pitch 0 :12 Side One: Roof Duration Factor 1.15 Roof Live Load: LL= 25 psf MATERIAL PROPERTIES Roof Dead Load: DL= 15 psf 24F-V4-Visually Graded Western Species Tributary Width: TW= 14 ft Base Yalu Adiusted Side Two: Bending Stress: Fb= 2400 psi ConbVied by: Roof Live Load: LL= 25 psf Fb cmpr= 1850 psi Fb'= 2760 psi Roof Dead Load: DL= 15 psf Ct1=1.15 Tributary Width: TW= 0 ft Shear Stress: Fv= 265 psi Fv= 305 psi I Wall Load: WALL= 0 pff Cd=1.15 SLOPEJPffgd ADJUSTED LENGTHS AND LOADS Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod,of Elasticity: E min= 930 ksi E_min'= 930 ksi Adjusted Beam Length: BS = 17.5 14 R 1 — 1= 1= Beam Self Weigh: BSW= i4 pff Comp. to Grain: Fc- 650 psi Fc- 650 psi Beam Uniform Live Load: wL= 350 plf Seam Uniform Dead Load: wD adj= 224 p!f Controlling Moment" 21985 ft-!b 8.76 ft from left support Total Uniform Load: WT= 574 Created by combining all dead and live loads. Controlling Shear. -5025 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Be" provide Section Modulus: 95.59 in3 132 M3 Area(Shear): 24.73 Int 66 Int Moment of Inertia(deflection): 577.02 Q►4 792 in4 Moment 21985 ft-lb 30360 ftab Shear. -50251b 134091b Project Gravity Calm � JSL1c2 JW Location:SM-4 1 JS Structural Roof Beam [2009 International Building Code(2005 NDS)] (2)1.5 IN x 11.25 IN x 12.0 FT #2-Douglas-Fr-Larch-Dry Use StruCalc Version 8.0.113.0 419!2014 7:29:33 AM Section Adequate By: 138.2% Controlling Factor:Moment CAUTIONS t.Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Can LOADING DIAGRAM Live Load 0.06 IN L/2344 Dead Load 0.04 in Total Load 0.10 IN 01381 Live Load Deflection Criteria:0240 Total Load Deflection Criteria:L/180 REACTIONS 6 $ Live Load 450 Ib 450 Ib Dead toad 314 Ib 314 Ib Total Load 764 Ib 764 Ib Bearing Length 0.41 In 0.41 in Span Length 12 It Unbraced Length-Top 0 ft —t:e Unbraced Length-Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 25 psf Base Values Roof Dead Load: DL= 15 psf Bending Stress: Fb= 900 psi FW= 1035 psi Tributary Width: TW= 3 ft Cd=1.15 CF=1.00 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 25 psf Cd=1.15 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1600 ksl IF= 1600 ksi Tributary Width: TW= 0 It Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Wall Load: WALL= 0 plf Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 2292 ft4b Adjusted Beam Length: Ladj- 12 ft 6.0 ft from left support Beam Self Weight: BSW= 7 pff Created by combining all dead and live loads. Beam Uniform Live Load: wL= 75 plf Controlfmg Shear. 764 lb Beam Uniform Dead Load: wD adj= 52 pif At support Total Uniform Load: WT= 127 plf Created by combining all dead and live loads. Comparisons with required sections: Read provided Section Modulus: 26.57 in3 63.28 in3 Area(Shear): 5.54 int 33.75 int Moment of Inertia(deflection): 46.4 in4 355.96 in4 Moment: 2292 ft-lb 5458 114b Shear. 764 b 4658 Ib Project:Gravity Calcs JSLic2_JW ` Location:BM-1 JS Structural Multi-Loaded Multi-Span Beamof [2009 International Building Code(2005 NDS)] 6.5 IN x 15.0 IN x 20.6 FT 24F-V4-Visually Graded Western Species-Dry Use ShvCaic Version 8.0.113.0 4/9/2014 7:29:34 AM Section Adequate By:11.8% LOADING DIAGRAM Controlling Factor.Deflection Center live Load 0.56 IN L/443 Dead Load 0.36 in Total Load 0.92 IN 1-/268 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:1-/240 t REACTIONS 0 � 2, Live Load 4038 Ib 4038 Ib Dead Load 2628 Ib 2628 Ib Total Load 6665 Ib 6665 Ib Bearing Length 1.86 in 1.86 in BEAM QAT9 Center 2U ft Span Length 20.5 ft Unbraced Length-Top 0 it Unbraced Length-Bottom 20.5 ft UNIFORM LOADS f nter Live Load Duration Factor 1.00 Req. Uniform Live Load 350 pK Camber Factor 1 Uniform Dead Load 210 pK Camber Required 0.36 Beam Self Weight 18 pK Notch Depth 0.00 Total Uniform load 578 pK ML PROPERTIES POINT LOADS-CEN=SPAN 24F-V4-Visually Graded Western Species Load Number QN I= Base Values Adlusted Live Load 450 Ib 450 Ib Bending Stress: Fb= 2400 psi Controlled by. Dead Load 292 Ib 292 ib Fb c mpr= 1850 psi Fb'= 2336 psi Location 4 ft 16.5 it Cd-=1.00 Cv=0.97 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd--1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Mir.Mod.of Elasticity: E_min= 930 ksi E min'= 930 ks3 Comp.-L to Grain: Fc-1= 650 psi Fc--L = 650 psi Controlling Moment: 33325114b 10.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear. -6665 lb 20.0 Ft from left support of span 2(Center Span) Created by combining al dead bads and live loads on spans)2 Comparisons with required sections: Read Provided Section Modulus: 171.18 in3 20625 in3 Area(Shear): 37.73 int 82.5 in2 Moment of Inertia(deflection): 1383.02 in4 1546.88 in4 Moment 33325 ft-lb 40153 ftab Shear. -6665 lb 14675 lb e Project:Gravity Cafes JSLic2_JW Location:BM-2 � JS Structural MultiLoaded Multi-Span Beam 12009 International Budding Code(2005 NDS)j 3.5 IN x 12.0 IN x 11.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 4/9/2014 7:29:35 AM Section Adequate By.46.7% LOADING DIAGRAM Controlling Factor:Moment (DEFLECTIONS Center Live Load 0.19 IN U735 Dead Load 0.12 in Total Load 0.31 IN U451 Live Load Deflection Criteria:L1360 Total Load Deflection Criteria:U240 i 2 REACTIONS A @ Live Load 2443 lb 2482 Ib Dead Load 1539 ib 1565 Ib Total Load 3982 Ib 4047 Ib Bearing Length 1.75 in 1.78 in BEAM DATA Center "Aft Span Length 11.5 It Unbraced Length-Top 0 If Unbraced Length-Bottom 11.5 If UNIFORM LOADS Live Load Duration Factor 1.00 en r Uniform Live Load 350 plf Camber Adj.Factor 1 Uniform Dead Load 210 plf Camber Required 0.12 Beam Self Weight 9 plf Notch Depth 0.00 Total Uniform Load 569 ptf MATERIAL PROPERTIF-S POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number Qtr@ TWO Base Values Adfusted Lige Load 4501b 4501b Bending Stress: Fb= 2400 psi Contrdfed by: Dead Load 2921b 2921b Fb cmpr= 1850 psi Fb'= 2400 psi Location 3 ft 9 It Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd--1.00 Modulus of Elasticity: E= 1800 ksi IF= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Marne t: 11449 ft4b 5.75 Ft from left support of span 2(Center Span) Created by combining all dead bads and live loads on span(s)2 Controlling Shear: -40471b 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: Be" Pmdded Section Modulus: 57.24 03 841n3 Area(Shear): 22.91 int 42 int Moment of Inertia(deflection): 268.26 1n4 504 in4 Moment 11449 ft-lb ISBN 114b Shear. -40471b 74201b Project Gravity Calcs ° JSLic2 JW Location:HDM-1 / r 1 JS structural Combination Roof And Floor Beam \AJ [2009 Intemationai Building Code(2005 NDS)] 3.5 IN x 9.25 IN x 6.25 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 4/9/2014 7:29:36 AM Section Adequate By:335.3°k LOADING DIAGRAM Controlling Factor.Moment DEFLECTIONS SRT110i Live Load 0.01 IN 05206 Dead Load 0.01 in Total Load 0.02 IN 03321 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:1-1240 REACTIONS A g Live Load 484 Ib 484 Ib Dead Load 275 tb 275 Ib Total Load 759 tb 759 Ib Bearing Length 0.35 in 0.35 in OEM Aa 2e a Span Length 6.25 ft Unbraced Length-Top 0 ft Root Pitch 0 :12 ROOF LOADING Floor Duration Factor 1.00 35ide 1 Roof Duration Factor 1.15 Notch Depth 0.00 Roof Live Load RLL= 25 psf 25 psf Roof Dead Load RDL= 15 psf 15 psf MATERIALrEMOMgS Roof Tributary Width RTW= 3 ft 0 ft #2-Douglas-Fir-Larch Base Val lM AdludW FL QOR LOADING Bending Stress: Fb= 900 psi Fb'= 1242 psi Side 1 Side 2 Cd=1.15 CF=1.20 Floor Live Load FLL= 40 psf 40 psf Shear Stress: Fv= 180 psi FV= 207 psi Floor Dead Load FOL= 18 psf is psf Cd--1.15 Floor Tributary Width FTW= 2 ft 0 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Wall Load WALL= 0 plf Min_Mod.of Elasticity. E_min= 580 ksi E_min'= 580 ksi BEAM LOADING Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Roof Uniform Live Load: wL-roof= 75 plf left sRoof Uniform Dead Load: wD-roof= 45 Of Controlling up 1187 ft-lb Floor Uniform Live Load: wL-floor= 80 plf 3.125 R from left support = Created by combining all dead and live bFloor Uniform Dead Load: wD-floor 36 plfads. Beam Self Weight BN= 7 plf At support. sup °rt Controlling Shear. 759 ib Combined Uniform Live Load: wL= 155 plf = Created by combining afl dead and five bCombined Uniform Dead Load: wD 88 plfads. Combined Uniform Total Load: wT= 243 pif Controllln Total Design Load: wT-cont= 243 plf Comparisons with required sections: $� Provided Section Modulus: 11.46 in3 49.91 in3 Area(Shear): 5.5 in2 32.38 in2 Moment of Inertia(deflection): 16.68 in4 230.84 in4 Moment: 1187 ft-Ib 5166 ft-lb Shear. 759 lb 4468 lb I . Project:Gravity Calcs JSUc2_JW 4 Location:HDM-2I JS Structural Roof Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 9.25 IN x 9.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 4/9/2014 7:29:37 AM Section Adequate By. 101.711/6 LOADING DIAGRAM Controlling Factor.Moment DEFLECTIONS Live Load 0.07 IN U1671 Dead Load 0.04 in Total Load 0.11 IN U1012 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 REACTIONS B $ Live Load 653 Ib 653 Ib Dead Load 425 Ib 425 Ib Total Load 1078 Ib 1078 Ib Bearing Length 0.49 in 0.49 in -- 11EAM.DATA Span Length 9.5 ft Unbraoed 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 MATERIAL PROPERTIES Roof Dead Load: DL- 15 psf #2-Douglas-Fir-Larch Tributary Width: TW= 5.5 ft Base YAlues Adjusted Side Two: Bending Stress: Fb= 900 psi Fb'= 1242 psi Roof live Load: LL= 25 psf Cd=4.15 CF=4.20 Roof Dead Load: DL= 15 psf Shear Stress: Fv= 180 psi FV= 207 psi Tributary Width: TW= 0 ft Cd'—I.15 Wall Load: WALL= 0 pif Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi SLQPE/PITCH ADJUSTED LENGTHS AND LOADS Min.Mad.of Elasticity: E min= 580 ksi E_min'= 580 ksi Adjusted Beam Length: Ladj= 9.5 ft Comp.-L to Grain: Fc--L= 625 psi Fc-1'= 625 psi Beam Self Weight: BSW= 7 plf Controlling Moment: 2561 ft-1b Beam Uniform Live Load: wL= 138 pif 9 Beam Uniform Dead Load: wD adj= 90 pif 4.75 ft from left support Total Untforrn Load: wF= 227 pif Created by combining all dead and live loads. Controlling Shear. -1078 Ib At support. Created by combining all dead and live loads_ Comparisons with required sections: Read Provided Section Modulus: 24.74 in3 49.91 10 Area(Shear): 7.81 int 32.38 int Moment of Inertia(deflection): 41.05 in4 230.84 in4 Moment: 2561 ft-lb 5166 ft4b Shear. -10781b 44681b • 1 Project Gravity Calcs JSLIc2 JW pe Location:BM-5J3 Structural t t Combination Roof And Floor Beam' [2009 International Building Code(2005 NDS)] 1.751N x 11.876 IN x 12.0 FT 1.55E Timberstrand LSL-il-evel Trus Joist StruCalc Version 8.0.113.0 41W2014 7:29:39 AM Section Adequate ST.42.2% LOADING DIAGRAM Cording Factor:Deflection Sd<nte Live Load 0.27 IN U537 Dead Load 0.15 in Total Load 0.42 IN L1341 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 RCACMONS A 8 Live Load 1305 Ib 1305 Ib Dead Load 750 Ib 750 Ib Total Load 2055 Ib 2055 Ib Bearing Length 1.47 in 1.47 in _— BEAM DATA Cente A ��tt Span Length 12 ft Unbraced Length-Top 0 ft Roof Pitch 0 :12 ROOF LOADING 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= 5.5 It 0 It 1.55E Timberstrand LSL-il-evel Trus Joist Bag@ Values AdiudW FLOOR LOADING Bending Stress: Fb= 2325 psi Fb'= 2676 psi Side 1 Side g Cd--1.15 CF=1.00 Floor Live Load FLL= 40 psf 40 psf Shear Stress: Fv= 310 psi Fw= 357 psi Floor Dead Load FDL= 18 psf 18 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 pif Comp.-L to Grain: Fc-J-= 800 psi Fc-1'= 8W psi >3EAMlOADING Controlling Moment: 6165 ft-Ib Roof Uniform Live Load: wL-mf= 138 ptf 6. Roof Uniform Dead Load: wD-roof= 83 Of Cr ft from left support Fl=Uniform Live Load: wL-floor= 80 Of Created by combining all dead and five Toads. Floor Uniform Dead Load: wD-door= 36 pif Controlling Shear. 2055 Ib Beam Self Weight BSW= 6 plf At support Combined Uniform Live Load: wL= 218 pif Created by combining all dead and five loads. Combined Uniform Dead Load: wD= 125 pif Comparisons with required sections: ]3d Provided Combined Uniform Total Load: WT= 342 pif Conirollin Total Des' n Load: wT-cont= 342 pif Section Modulus: 27.64 in3 41.13 in3 Area(Shear): 8.65 int 20.78 in2 Moment of Inertia(deflection): 171.79 in4 244.21 in4 Moment 6165 ft4b 9173 ft4b Shear. 2056 lb 4939 Ib Project:Gravity Caics JSLlc2 JW Location:BM-6 ��+��. JS Structural Multi-Loaded Multi-Span Beam 12009 International Building Code(2005 NDS)] 3.5 IN x 11.875 IN x 11.5 FT 1.55E Timberstrand LSL-it-evel Trus Joist StruCalc Version 8.0.113.0 419/2014 7:29:40 AM Section Adequate By-8.2% LOADING OIAGRAM Controlling factor:Moment DEFLECTIONS Center Live Load 0.26 IN U529 Dead Load 0.18 in Total Load 0.44 IN 1-/312 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 BEAQIIQi'S A B Live Load 2608 lb 2679 Ib Dead Load 1847 Ib 1890 Ib Total Load 4455 tb 4570 Ib Bearing Length 1.59 In 1.63 in BEAM DATA gem 11.6n Span Length 11.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 11.5 ft UNIFORM LOADS Canter Live Load Duration Factor 1.00 Uniform Live Load 388 ptf Notch Depth 0.00 Uniform Dead Load 269 plf MANRIAL PROPERTIES Beam Self Weight 13 plf 1.55E Timberstrand LSL-il-evel Trus Joist Total Uniform Load 670 plf Base Values AdluslW POINT LOADS-CENTER SPAN Bending Stress: Fb= 2325 psi FW= 2327 psi Load Number QM Cd=1.00 CF-1.00 Live Load 825 lb Shear Stress: Fv= 310 psi FV= 310 psi b Dead Load 495 lb, Modulus of Elasticity: E= 1550 ksi P= 1550 ksi Location 6.25 It Comp.J-to Grain: Fc-d= 800 psi Fc--'= 800 psi Controlling Moment: 14747 ft4b 6.21 Ft from left support of span 2(Center Span) Created by combining all dead!Dada and live loads on spans)2 Controlling Shear: -4570 lb 12.0 R from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons wfth required sections: j39.Q:d Provided Section Modulus: 76.04 in3 82.26 in3 Area(Shear): 22.11 Int 41.58 Int Moment of Inertia(deflection): 375.96 in4 488.41 M Moment: 14747 ft-lb 15953 ft-lb Shear. -45701b 8590 lb jP808 Project:Gravity Calca JSLic2_JW Location:SM-7 - JS Structural Mufti-Loaded Mutti-Span Beam a [2009 International Building Code(2005 NDS)] 3.5 IN x 11.875 IN x 4.25 FT 1.55E Timberstrand LSL-!Level Trus Joist StruCalc Version 8.0.113.0 4/g/2014 7:29:41 AM Section Adequate By:50.4% LOADING DIAGRAM Controlling Factor.Shear SeOSI! Live Load 0.01 IN L/3467 Dead Load 0.01 in Total Load 0.02 IN L/2194 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 2 REACTIONS Live Load 2654 Ib 3585 b Dead Load 1484 Ib 2126 Ib Total Load 4138 b 5711 Ib Bearing Length 1.48 in 2.04 in - BEAM DATA mgt 425 ft Span Length 425 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4.25 ft UNIFORM LOADS fm Live Load Duration Factor 1.00 Uniform Live Load 440 pif Notch Depth 0.00 Uniform Dead Load 198 pif MATERIAL PROPERTIES Beam Self Weight 13 ptf 1.55E TFmberstrand LSL-iLevel Trus Joist Total Uniform Load 651 ptf Base Values 6diusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2326 psi Fb'= 2327 psi Load Number. Qm TWO Cd--1.00 CF=1.00 Live Load 1306 Ib 3063 Ib Shear Stress: Fv= 310 psi Fv= 310 psi Dead Load 750 Ib 1963 Ib Cd--1.00 Location 1 ft 3.25 ft Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Comp.-L to Grain: Fc-1= 800 psi Fc-1'= 800 psi Controf0ng Moment 5386 ftab 3.19 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear. -5711 lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live bads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 27.77!n3 82.26 in3 Area(Shear): 27.63 int 41.56 int Moment of Inertia(deflection): 63.43 in4 488.41 Ino Moment: 5386 ft-b 15953 ft-b Shear. -5711 lb 8590 lb Project Gravity Caics tr_JW is S Location:BM-8 +�� J5 Structural Multi-Loaded Multi-Span Beam �"uau►.•.i [2009 International Building Code(2005 NDS)) 5.251N x 11.875 IN x 10.0 FT 2.0E Parallam-il-evel Trus Joist StruCalc Version 8.0.113.0 4/9/2014 7:29:42 AM Section Adequate By:12.2% LOADING DIAGRAM Controlling Fedor:Shear Qntet Live Load 0.08 IN U1520 Dead Lead 0.05 in Total Load 0.13 IN U952 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A 1 Live Load 6613 Ib 1713 Ib Dead Load 4126 lb 985 Ib Total Load 10739 Ib 2698 Ib Bean Length 2.73 in 0.69 in BEAM DATA Cog loft Span length 10 ft Unbraced Length.-Top 0 ft Unbraced Length-Bottom 10 ft UNIF -R_M LOADS Can Live Load Duration Factor 1.00 Uniform Live Load 220 ptf Notch Depth 0.00 Uniform Dead Load 99 pif MATERIAL PRCIPEFMES Beam Self Weight 19 ptf 20E Parallam-ILevel Trus Joist Total Uniform Load 338 ptf Base Values AdiUg di POINT LO -CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2903 psi Load Number Qom@ Cd=1.00 CF=1.00 Live Load 6126 Ib Shear Stress: Fv= 290 psi FV= 290 psi Dead Load 3926 Ib X1'00 Location 1 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.l to Grain: Fc--L= 750 psi Fc-1'= 750 psi Controlling Moment: 10749 ft4b 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear. 10739 Ib 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: Rend Provided Section Modulus: 44.43 in3 123.39 in3 Area(Shear): 55.55 int 62.34 int Moment of Inertia(deflection): 184.73 in4 732.62 ln4 Moment: 10749 ft4b 29854 ft4b Shear. 10739 lb 12053 lb 1 Project Gravity Calcs eee Location:BM-9 JSLic2_JWJS Structural Uniformly Loaded Floor Beam :; IC [2009 International Building Code(2005 NDS)] 1.75 IN x 11.875 IN x 6.5 FT 1.55E Timberstrand LSL-il-evel Trus Joist Section Adequate By:978.8% SlruCaic Version 8.0.113.0 4/9/2014 7:29:44 AM Conti-a"Factor.Shear LOADING DIAGRAM DEFLECTIONS Center Jive Load 0.01 IN L/9190 Dead Load 0.00 in Total Load 0.01 IN U6002 Live Load Deflection Criteria.U360 Total Load Deflection Criteria:L/240 REACTIONS A $ Live Load 260 Ib 260 Ib Dead Load 138 Ib 138 Ib Total Load 398 lb 398 Ib Bearing Le 0.28 in 0.28 in lAm QATA Center as e Span Length 6.5 ft Unbraced Length-Top 0 ft Floor duration Factor 1.00 FLOOR LOADING Notch Depth 0.00 SidMATERIAL PROPERTIES Floor Live Load FLL= Side l � psf 40 psf 1.55E Timberstrand LSL-il.evel Trus Joist Floor Dead Load FDL= 18 psf 18 psf Base Values AaWsted Floor Tributary Width FTW= 2 It 0 ft Bending Stress: Fb= 2325 psi Fb'= 2327 psi Wall Load WALL= 0 plf Cd=1.00CF=1.00 BEAM LOADING Shear Stress: Fv= 310 psi Fd= 310 psi Beam Total Live Load: wL= 80 plf Cd=1.00 Beam Total Dead Load: wD= 36 plf Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Beam Self Weight BSW= 6 plf Comp.J-to Grain: Fc-1= 800 psi Fc--L = 800 psi Total Maximum Load: wT= 122 Controlling Moment: 647 ft4b 3.25 ft from left support Created by combining all dead and live loads. Controlling Shear. -396 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Re" provided Section Modulus: 3.34 in3 41.13 ln3 Area(Shear): 1.93 int 20.78 in2 Moment of Inertia(deflection): 9.76 in4 244.21 in4 Moment: 647 ft-ib 7977 ft4b Shear. -398 Ib 4295 Ib I 1 Pfoject'Gravity Calcs JSLic2 JW Location:BM-10 5 JS Structural Multi-Loaded Multi-Span Beam � 12009 International euflCode ding Cod (2005 NDS)} 3.51Nx 11.875 INx9.OFT 1.55E Timberstrand LSL-il-evet Trus Joist StruCalc Version 8.0.113.0 4/9/2014 7:29:45 AM Section Adequate By:104.8% Controlling Factor.Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.10 IN 01077 Dead Load 0.05 in Total Load 0.15 IN Lf725 .Live Load Deflection Criteria:0360 Total Load Deflection Criteria:W40 Live Load 2298 Ib 2182 Ib Dead Load 1118 Ib 1057 Ib Total Load 3416 Ib 3239 lb Bearing Length 1.22 in 1.16 in BEAM 0 Center es Span Length 9 R Unbraced Length-Top 0 ft Unbraced Length-Bottom 9 R UNIFORM LOADS Cente Live Load Duration Factor 1.00 Uniform Live Load 440 plf Notch Depth 0.00 Uniform Dead Load 198 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 1.55E Timberslrarrd LSL-il-evel Trus Joist Total Uniform toad 651 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2325 psi Fb'= 2327 psi Load Number QW TIMM Cd=1.00 CF=1.00 Live Load 260 Ib 260 Ib Shear Stress: Fv= 310 psi Re= 310 psi Dead Load 138 Ib 138 Ib Cd=1.00 Location 2 ft 5 ft Modulus of Elasticity: E= 1550 ksl IF= 1550 ksi Comp.J-to Grain: Fc-1= 800 psi Fc-1'= 800 psi Controlling Moment: 7791 ft-lb 4.68 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear. 3416 Ib 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: 82" Provided Section Modulus: 40.17 in3 82.26 in3 Area(Shear): 16.53 Int 41.56 in2 Moment of Inertia(deflection): 163.21 in4 488.41 in4 Moment: 7791 ft4b 15953 ftab Shear. 3416 lb 8590 Ib I r I Project:Gravity CaIcs Location:BM-11 JS StnIC2 Jur >�1/ Stc JS Structural Multi-Loaded Multi-Span Beam �� ' [2009 International Building Code(2005 NDS)] d 3.5 IN x 11.875 IN x 7.5 FT 1.55E Timberstrand LSL-il-evel Trus Joist StruCalc Version 8.0.113.0 4!9/2014 7:29:46 AM Section Adequate By:10.5°k Controlling Factor:Shear LOARING DIAGRAM DEFLECTIONS CenteL -Uve Load 0.08 IN 01139 Dead Load 0.05 in Total Load 0.13 IN L1713 Jive Load Deflection Criteria:U360 Total Load Deflection Criteria:U24D REACTIONS A R I Live Load 1855 ib 4834 Ib Dead Load 1065 Ib 2943 lb Total Load 2920 Ib 7776 Ib Bearing Length 1.04 in 2.78 in BIS-DATA Center Span Length 7.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 7.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 230 plf Notch Depth 0.00 Uniform Dead Load 104 plf MAURIAL PROPERTIES Beam Self Weight 13 pit 1.55E Timberstrand LSL-il-evel Trus Joist Total Uniform Load 347 plf Base Values AdiLgted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2325 psi Fb'= 2327 psi Cd--1.00 CF=1.00 Load Number 4 lb Live Load 4964 Ib Shear Stress: Fv= 310 psi FV= 310 psi Dead Load 3130 Ib Cd=1.00 Location 6 ft Modulus of Elasticity- E= 1550 ksl E'= 1550 ksi Comp.-L to Grain: Fc-1 = 800 psi Fc--L= 800 psi Controlling Moment 11274 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead bads and live loads on span(s)2 Controlling Shear. -7776 Ib 8.0 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: 890 Provided Section Modulus: 58.13 in3 82.26 in3 Area(Shear): 37.63 int 41.56 int Moment of Inertia(deflection): 164.34 in4 488.41 in4 Moment: 11274 ft-lb 15953 ft-lb Shear. -7776 lb 8590 lb ♦ 1 Project:Gravity CaIcs Ed Location:BM-12 JS Strut ur i JS Structural Combination Roof And Floor Beam �'''�' [2009 International Building Code(2005 NDS)] ` 1.75 INx11.875INx5.OFT 1.55E Tenberstrand LSL-iLevel Trus Joist StruCalc Version 8.0.113.0 4/9/2014 729:47 AM Section Adequate By:419.2% LOADING DIAGRAM Controlling Factor Shear DEFLECTIONS CantflI "Live Load 0.01 IN 06593 Dead Load 0.01 In Total Load 0.01 IN L14245 -Live Load Deflection Criteria:0360 Total Load Deflection Criteria:L/240 REACTIONS A a Live Load 613 Ib 613 Ib Dead Load 339 Ib 339 Ib Total Load 951 Ib 951 ib Bea"Length 0.68 In 0.68 in BEAM DATA Center srt Span Length 5 ft Unbraced Length-Top 0 ft Roof Pitch 0 :12 ROOF,j,OADING Floor Duration Factor 1.00 Side 1 Side 2 Roof Duration Factor 1.15 Notch Depth 0.00 Roof Live Load RLL= 25 psf 25 psf Roof Dead Load RDL= 15 psf 15 psf MATERIAL PROPERTIES Roof Tributary Width RTW= 5 ft 0 ft 1.55E Timberstrand LSL-iLevel Trus Joist Base Values Adiusted 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 18 psf Cd=1.15 Floor Tributary Width FTW= 3 It 0 It Modulus of Elasticity: E= 1550 ksi E= 1550 ksi Wall Load WALL= 0 pif Comp.-L to Grain: Fc-1= 800 psi Fc- L'= 800 psi BEAM LOADING Controlling Moment: 1189 ft4b Roof Uniform Live Load: wL-roof= 125 plf Roof Uniform Dead Load wD-roof= 75 plf 2.5 from left support Floor Uniform Live Load: wL-floor= 120 plf Creaa ted by combining all dead and live triads. Floor Uniform Dead Load: wD-floor= 54 pff At support Controlling Shear -951 Ib Beam Seff Weight: BSW= 6 plf At su Created by combCombined Uniform Live Load: wL= 245 pffing all dead and five loads. Combined Uniform Dead Load: wD= 135 pif Comparisons with required sections: ReCombined Uniform Total Load: wT= 380 pif 4o d Alin Total Design Load: wT-cont= 380 If Section Modulus: 5.33 in3 41.13 in3 Area(Shear): 4 int 20.78 in2 Moment of Inertia(deflection): 13.81 in4 244.21 In4 Moment 1189 ft4b 9173 ft4b Shear. -951 lb 4939 lb r Project Gravity Calcs JSLiC2_,1W / Location:BM-13 JS Structural Multi-Loaded Mufti-Span Beam �C, (2009 International Building Code(2005 NDS)] 3.5 INx11.875INx12.OFT 1.55E Timberstrand LSL-iLevel Trus Joist Strur-alc Version 8.0.113.0 4/9/2014 7:29:48 AM Section Adequate By:94.9% LOADING DIAGRAM Controlling Factor.Moment DEFLECTIONS Center Live Load 0.17 IN U846 Dead Load 0.12 in Total Load 0.29 IN U497 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 1 2 REACTIONS 6 )� Live Load 1597 Ib 1597 Ib Dead Load 1131 Ib 1131 Ib Total Load 2728 Ib 2728 Ib Bearing Length 0.97 in 0.97 in _ BEABLDATA Center 12R Span Length 12 ft Untxaced Length-Top 0 ft Unbraced Length-Bottom 12 R UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 164 plf Notch Depth 0.00 Uniform Dead Load 119 plf Beam Self Weight 13 plf 1.55E Timberstrand LSL-il-evel Trus Joist Total Uniform Load 296 pif Base Values 6dlusted ANT LOADS-CENTER SPAN Bending Stress: Fb= 2325 psi Fb'= 2327 psi Load Number MW Cd=9.00 CF=1.00 Live Load 613 ib 613 Ib Shear Stress: Fv= 310 psi FW= 310 psi Dead Load 339 Ib 339 Ib Cd-1.00 Location 3 ft 9 ft Modulus of Elasticity: E= 1550 ksi F= 1550 ksi Comp.-L to Grain: Fc-1 = 800 psi Fc-1'= 800 psi Controlling Moment: 8184 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear. 2728 Ib 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: Read Provided Section Modulus: 42.2 in3 82.26 in,3 Area(Shear). 13.2 in2 41.56 int Moment of Inertia(deflection): 236.02 in4 488.41 kA Moment: 8184 ft-lb 15953 ft-lb Shear. 2728 lb 8590 lb Project Gravity Calcs JSUc2_JW Location:BM-14 �S �,, JS Structural Uniformly Loaded Floor Beam 12009 International Building Code(2005 NDS)) 1.751N x 11.875 IN x 11.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 8.0.113.0 4/9/2014 7:29:50 AM Section Adequate By:330.5% LOADING DIAGRAM Controlling Factor.Moment AEFLAGIIONS Cente< Live Load 0.07 IN U1896 Dead Load 0.04 in Total Load 0.11 IN U1238 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A R Live Load 440 lb 440 Ib Dead Load 234 Ib 234 Ib Total Load 674 Ib 674 lb Bearing Length 0.48 In 0.48 in BEAM DATA Cente A 11 R Span Length 11 It Unbraced Length-Top 0 It Floor Duration Factor 1.00 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROI!ERTIES Floor Live Load FLL= 40 psf 40 psf 1.55E Timberstrand LSL-iLevel Trus Joist Floor Dead Load FDL= 18 psf 18 psf Base Values Aousled Floor Tributary Width FTW= 2 ft 0 ft Bending Stress: Fb= 2325 psi Fb'= 2327 psi Wall Load WALL= 0 ptf Cd--1.00 CF=1.00 BFAM LQAt NG Shear Stress: Fv= 310 psi FV= 310 psi Beam Total Live Load: wL= 80 plf Cd=1.00 Beam Total Dead Load: wD= 36 plf Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Beam Self Weight BSW= 6 pif Comp.-L to Grain: Fe-1= 800 psi Fc--L= 800 psi Total Maximum Load: wT= 122 pff Controlling Moment: 1853 ft4b 5.5 ft from left support Created by combining all dead and We loads. Controlling Shear. -674 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 9.55 in3 41.13 in3 Area(Shear): 3.26 int 20.78 in2 Moment of Inertia(deflection): 47.33 in4 244.21 in4 Moment 1853 flab 7977 ft4b Shear. -674 Ib 4295 1 Project:Gravity Calcs X80 JSLic2_JW Location:BM-15 ti�R JS Structural Uniformly Loaded Floor Beam (2009 International Building Code(2005 NDS)) 3.5 IN x 11.875 IN x 9.5 FT 1.55E Timberstrand LSL-il-evel Trus Joist StruCalc Version 8.0.113.0 4/9/2014 7:29:51 AM Section Adequate By:138.5% Controlling Factor:Moment LOADING DIAGRAM QFFr CTIONS Center Live Load 0.10 IN 01177 Dead Load 0.05 in Total Load 0.14 IN 0794 Dive Load Deflection Criteria:0360 Total Load Deflection Criteria:0240 REACTIONS 6 ja Live Load 1900 lb 1900 Ib Dead Load 917 Ib 917 lb Total Load 2817 Ib 2817 lb Bearing Ungth 1.01 in 1.01 in _ Bum DATA Center 8.3 ft Span Length 9.5 It Unbraced Length-Top 0 ft Floor Duration Factor 1.00 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPj~W]ES Floor Live Load FILL= 40 psf 40 psf 1.55E Timberstrand LSL-iLevel Trus Joist Floor Dead Load FOL= 18 psf 18 psf Base Values Adjusted Floor Tributary Width FTW= f0 it 0 ft Bending Stress: Fb= 2325 psi FW= 2327 psi I Wall Load WALL= 0 pif Cd--1.00 CF=1.00 BEAM LOADING Shear Stress: Fv- 310 psi Fv'= 310 psi Beam Total Live Load: wL= 400 plf X1'00 Beam Total Dead Load: wD= 180 p Modulus of Elasticity: E= I&% ksi E = 1550 ksi Beam Self We' ht: BSW= 13 ff Comp.-L to Grain: Fc-1= 800 psi Fc--L = 800 psi Total Maximum Load: wT= 593 p ff Controlling Moments 6690 ft-Ib 4.75 ft from left support Created by combining all dead and live loads. Controlling Shear. -2817 Ib At support. Created by combining all dead and five bads. Comparisons with required sections: aw:d Provided Section Modulus: 34.49 In3 82.26 in3 Area(Shear): 13.63 in2 41.56 in2 Moment of Inertia(deflection): 149.33 ln4 488.41 in4 Moment: 6690 ft-Ib 15953 ft4b Shear. -2817 lb 8590 Ib { • Project:Gravity Calcs ae JSLic2_JW t'1/ Location:BM-16 JS Structural Combination Roof And Floor Beam 12009 IrdematIonal Building Code(2005 NDS)) of 3.5INx 11.875INx 12.0 FT 1.55E Timberstrand LSL-ILevel Trus Joist StruCaic Version 8.0.113.0 4/9/2014 7:29:52 AM Section Adequate By:107.646 Controlling Factor.Deflection LOADING DIAGRAM DEFLECTIONS Center Cave Load 0.18 IN 1-/799 Dead Load 0.11 in Total Load 0.29 IN U498 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:1-/240 $F-ACTIONS Q a Live Load 1755 Ib 1755 lb Dead Load 1059 Ib 1059 Ib Total Load 2814 Ib 2814 fb Bearing Length 1.00 in 1.00 in BEAM DATACente lift Span Length 12 ft Unbraced Length-Top 0 ft Roof Pinch 0 :12 ROOF LOADING Floor Duration Factor 1.00 Roof Duration Factor 1.15 Side 1 5ida Notch Roof Live Load RLL= 25 psf 25 psf Depth 0.00 Roof Dead Load RDL= 15 psf 15 psf MATERIAL PROPERTIES Roof Tributary Width RTW= 8.5 It 0 ft 1.55E Timberstrand LSL-ILevel Trus Joist Base Values t5djusted. 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 18 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 plf Comp.-L to Grain. Fc--L= SW psi Fc-1'= 800 psi Controlling Mornerd: 8442 ft-lb Roof Uniform Live Load: WL-roof= 213 plf 6.0 ft from left support Roof Uniform Dead Load: wD-roof= 128 plf Floor Uniform Live Load: wL41oor= 80 ptf Created by combining all dead and five loads. Floor Uniform Dead Load: wD-floor= 36 plf At Controlling Shear. 28141b Port Beam Bev Weight BSW= 13 plf = Created by combining all dead and five loads. Combined Uniform Live Load: w1- 293 pIFCombined Uniform Dead Load: wD= 176 plf Combined Uniform Total Load: wT= 469 pff Section s Modulus:with required sections: Read Provided Controllin Total Design Load: wT-cont= 469 plf Section dul37.85 in3 82.26 in3 Area(Shears 11.84 int 41.56 int Moment of Inertia(deflection): 235.24 In4 488.41 in4 Moment 8442 ft4b 18346 flab Shear. 2814 lb 9878 Ib Project Gravity Calcs oe JSL1c2 JW Location:BM-17 JS Structural Multi-Loaded Multi-Span Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 11.875 IN x 11.0 FT 1.55E Trmberstrand LSL-iLevel Trus Joist StruCalc Version 8.0.113.0 4/9/2014 7:29:53 AM Section Adequate By:45.69A Controlling Factor Moment DEFLECTIONS Center Ove Load 0.20 IN U668 Dead Load 0.12 in Total Load 0.32 IN U412 Live Load Deflection Criteria:0360 Total Load Deflection Criteria:1_1240 REACTiORS A B ' Live Load 3196 Ib 2079 Ib Dead Load 1977 Ib 1303 Ib Total Load 5173 Ib 3383 Ib Bearing Length 1.85 in 1.21 in BEAM DATA Center r e Span Length 11 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 11 ft UNIFORM LOADS Canter Live Load Duration Factor 1.00 Uniform Live Load 320 plf Notch Depth 0.00 Uniform Dead Load 189 plf MATERIAL PROPERTIES Beam Self Weight 13 ptf 1.55E Timberstrand LSL-iLevel Trus Joist Total Uniform Load 522 plf Base Values 69justed POINT LOADS-CENTER SPAN Bending Stress: Fb= 2325 psi Fb'= 2327 psi Load Number Qng Cd=1.00 CF=1.00 Live Load 1755 Ib Shear Stress: Fv= 310 psi FV= 310 psi [lead Load 1059 Ib Cd=1.00 Location 2 It Modulus of Elasticity: E= 1550 ksi E= 1550 kst Comp.-L to Grain: Fc-1= 800 psi Fc-1'= 800 psi Controlling Moment: 10960 ft-lb 4.51 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear. 5173 Ib 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: Read Provided Section Modulus: 56.51 in3 82.26 in3 Area(Shear): 25.03 int 41.56 int Moment of Inertia(deflection): 284.6 Ino 488.41 in4 Moment 10960 ft4b 15953 ft4b Shear. 5173 lb 8590 lb e Project:Gravity Cates JSlic2_JW O Location:BM-18 }}.n, JS Structural Mufti-Loaded Multi-Span BeamN' ; [2009 International Building Code(2005 NDS)] 5.5 IN x 18.0 IN x 20.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 4/9/2014 7:29:54 AM Section Adequate By:58.3% LOADING DIAGRAM Controlling Factor.Moment M Center Elva Load 0.34 IN Ll114 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 2 s Live Load 3802 Ib 3932 Ib Dead Load 2326 Ib 2375 Ib Total Load 6129 Ib 6306 tb Bearing Length 1.71 in 1.76 in -------- -- BFAM.DATA Center 20.6 R Span Length 20.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 20.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 80 pff CamberAdj.Factor 1 Uniform Dead Load 36 plf Camber Required 0.2 Beam Self Weight 21 ptf Notch Depth 0.00 Total Uniform Load 137 plf MATERIAL PROPERTIES PAINT LOADS-CENTER SPAN 24F V4-Visually Graded Western Species Load Number Quo TWO Three Bas,Values Adjusted Live Load 2097 Ib 1900 Ib 2097 Ib Bending Stress: Fb= 2400 psi Controlled by. Dead Load 1303 Ib 917 Ib 1303 Ib Fb cmpr= 1850 psi Fb'= 2294 psi Location 4 ft 11.5 ft 16 ft Cd--1.00 Cv=0.96 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.010 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--L= 650 psi Fc--L= 650 psi Controlling Moment: 35867 flab 11.48 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controtiing Shear. -6306 Ib 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: BE Provided Section Modulus: 187.62 In3 297 In3 Area(Shear): 35.7 int 99 int Moment of Inertia(deflection): 1429.45 in4 2673 in4 Moment 35867 ft4b 56775 ft-lb Shear. -63061b 17490 lb d✓ * i Project Gravity Calfs Mee .• JSLic2 JW Location:GBM-1 'i�' JS Structural Multi-Loaded Multi-Span Beam ,r [2009 International Building Code(2005 NDS)) 6.6 INx12.0INx16.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 4/9/2014 7:29:56 AM Section Adequate By:51.6% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Canter Live Load 0.33 IN U590 Dead Load 0.20 in Total Load 0.53 IN L/364 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L1240 REACTIONS t e a z Live Load 3836 Ib 3836 Ib Dead Load 2379 Ib 2379 Ib Total Load 6215 ib 6215 Ib Bearing Length 1.74 in 1.74 in BEAM DATA �p� 1a n Span Length 16 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Camber Adj.Factor 1 Uniform Live Load 80 plf Camber Required 02 Uniform Dead Load 36 plf Beam Self Weight 14 plf Notch Depth 0.00 Total Uniform Load 130 plf POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species TWO Base Values Adjusted Load Number Live Load 31966 lb Ib 3196 Ib Bending Stress: Fb= 2400 psi Controlled by: Dead Load 1977 Ib 1977 Ib Fb_cmpr= 1850 psi FV= 2400 psi Location 2 ft 14 ft Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Gd--1.00 Modulus of Elasticity: E= 1800 ksi F= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E min'= 930 ksl Comp.-L to Grain: Fc-1= 650 psi Fc-L'= 650 psi Controlling Moment: 14516 ft-lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear. -6215 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: 72.58 in3 132 H3 Area(Shear): 35.18 1n2 66 int Moment of Inertia(deflection): 522.36 kA 792 in4 Moment 14516 ft-lb 26400 ft4b Shear. -6215 lb 11660 lb Project:Gravity Calcs JSLic2_J W Location:PBM-1 �► JS Structural Roof Beam _ 12009 International Building Code(2005 NDS)] ~ 3.5 INx9.25INx6.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 419/2014 7:29:57 AM Section Adequate By.587.3% ControNsng Factor.Moment LO Ski Live Load 0.01 IN 09121 Dead Load 0.01 in Total Load 0.01 IN U5461 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 REACTIONS A Live Load 300 Ib 300 Ib Dead Load 201 Ib 201 Ib Total Load 501 Ib 501 Ib Bearing Length 0.23 in 0.23 in BEAM DATA s rt Span Length 6 ft 13 Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft MOOF LOADING Roof Pitch 0 :12 Side One: Roof Duration Factor 1.15 Roof Live Load: LL= 25 psi MATERIAL PROPERTIES Roof Dead Load: DL= 15 psf #2-Douglas-Fir-Larch Tributary Width: TW= 4 ft $ se Values Adjusted Side Two: Bending Stress: Fb= 900 psi FW= 1242 psi Roof Live Load: LL= 25 psf Cd--1.15 CF=1.20 Roof Dead Load: DL= 15 psi Shear Stress: Fv= 180 psi FV= 207 psi Tributary Width: TW= 0 ft Cd=1.15 Wall Load: WALL= 0 pff Modulus of Elasticity. E= 1600 ksi E'= 1600 ksi SILOPE/PITCH AQJLffiTEQ LENGTHS 0-LOADS Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc-1= 625 psi Fc--L = 625 psi Adjusted Beam Length: SSS = 6 ft Beam Self Weight: SSW= 7 ptf Controlling Moment: 752 ft-lb Beam Uniform Live Load: wL= 100 pH 3.0 ft from lett support Beam Uniform Dead toad: wD adj= 67 plf = Created by combining all dead and live loads. Total Uniform Load: WT 167 plf Controlling Shear. -501 Ib At support Created by combining all dead and We loads. Comparisons with required sections: Bojfd Provided Section Modulus: 7.26 in3 49.91 in3 Area(Shear): 3.63 int 32.38 in2 Moment of Inertia(deflection): 7.61 In4 230.64 in4 Moment: 752 ft-Ib 5166 ft-Ib Shear. -501 lb 4468 lb I Project:Gravity Calcs page JSLic2_JW Location:DBM-1 JS Structural Roof Beam _�. of _I [2009 International Building Code(2005 NDS)) 6.5 IN x 11.6 IN x 10.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 4/9/2014 7:29:58 AM Section Adequate By.78.3% LOADING DIAGRAM Controlling Factor.Moment Ski Eive Load 0.08 IN LJ1670 Dead Load 0.05 in Total Load 0.12 IN U1009 Uve Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS 6 ]a Live Load 1313 tb 1313 Ib Dead Load 859 Ib 859 lb Total Load 2172 Ib 2172 Ib Bearing Length 0.63 in 0.63 in BEAM DATA 10.5 R 7 7 7-=-J] Span Length 10.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft gQDF L(�p�D1NG Roof Pitch 0 :12 Side One: Roof Duration Factor 1.15 Roof Lire Load: LL= 25 psf MATERIAL PROPERTIES Roof Dead Load: DL= 15 psf #2-Douglas-Fir-Larch Tributary Width: TW= 10 ft Base Values old Side Two: Bending Stress: Fb= 875 psi Fb'= 1006 psi Roof Live Load: LL= 25 psf C&I.15 CF=1.00 Roof Dead Load: DL= 15 psf Shear Stns: Fv= 170 psi Fv'= 196 psi Tributary Width: TW= 0 ft Cd--l.15 Wall Load: WALL= 0 pif Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Adjusted Beam Length: Ladj= 10.5 ft Comp.-L to Grain: Fc-1= 625 psi Fc--L = 625 psi Beam Self Weight BSW= 14 plf Beam Uniform Live Load: wL= 250 plf 5.25 ft from left support Controlling Mom5701 ft-Ib Beam Uniform Dead Load: wD adj= 164 plf = Created by combining all dead and live loads. Total Uniform Load: WT 414 ptf Controeing Shear. 2172 Ib At support. Created by combining all dead and live loads_ Comparisons with required sections: Slued Provided Section Modulus: 67.99 in3 121.23 In3 Area(Shear): 16.66 int 63.25 int Moment of Inertia(deflection): 124.32 in4 697.07 1n4 Moment: 5701 ft4b 10166 ft4b Shear. 2172 lb 8244 lb