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Home My WebLink AboutStructural AnalysisSrnucruRRl AruRlYsrs FOR Chapman Accessory Shop 291 County Road 119 Glenwood Springs, CO. 81601 July LL,2023 21,w3 $.l-t $a 9376 W. Wildbranch Dr Boise, 1D.83669 MncGREGoR ENe IrueenING & DESIGN LLC PHONE: EMAIL: (208) 999-2ss3 Jockmacgregor220@Gmail.com Table of Contents ASCE Wind.L Seismic.......,,.2 ..6 10 TT Lateral Analysis......... Shear Wal Schedule. Holdown Schedule.. Appendix A Appendix B L4 Wall/Column Design...... ........!..r!!i-i,.r ...................34 Force Transfer Around Openings (FTAO) Worksheets Overhead Hoist lnformation code: Sl3vi$dcetl$ Roof Dead Load Roof Live Load Snow Velocity Pressure Net Pressure Coefficient Design Equation 2018 lnternational Building Code ASCE 7-16 Minimum Design Loads for Buildings and Other Structures psf psf psf Floor Dead Load Floor Live Load psf psf per Garfield County Wind Load calculations: Basic Wind Speed v= ffirpt Ko=rc lmportance Factor t=- Riskcategory E Exposure Category and Velocity Pressure Exposure Coefficienl Exposure Category = K,= Topographic Effect Does Site meet requirements of Section 26.8-1 of ASCE 7-16? Kt= Ground Elevation Factor K"= 1) 2l 3) 4l s) Table 26.6-1 @ Table 25.10-1 Eo Table 26.9-1 Cnt = P=9nGCo I@ ru gn = 0.00256K,KaKaK"V2 qh = 22.45 c"" Cnr Windward Leeward Figurc27.3-4 Figure 27.3-4 p=qGCo-qi(GCpr)Equation 27.3-2 'r.,rl'irl,:i:l :a,ttt. Walls +- Pnet = 8.21 psf 13.93 psf Pnet = -9.73 psf -4.01 psf Minimum 16psf per ASCE 7-16 Total Pn"t = 17.94 psf 77.94 psf asd LO.75 70.76 Roof -5.34 psf 0.38 psf -12.60 psf -6.68 psf Minimum Spsf per ASCE 7-16 -10.80 psf -8.00 psf -6.48 psf -4.80 psf D- Iota I Pn".= asd 7111123,8:45 AM flf[ Hazards by Location Search lnformation Addross: Coordlnates: Elevation: Timestamp: Hazard Type: Reference Document: Rlsk Category: Sltc Class: sa(s) 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0.0 1.0 2.o Basic Parameters Name Value s3 0.449 sr 0.089 sMs 0,647 sur 0.2',13 sos 0.431 sor 0j42 MCER Horizontal Response Spectrum 291 Co Rd 119, Glenwood Springs, CO 8'1601, USA 39.5108109, -107.2661548 6977 ft 2O2?-O7 - fr 1 4:45 :5?.0il2 Seismic ASCET-16 il D sa(s) 0.40 0.30 o.20 0,10 0.00 Description MCER ground motion (period=o,2s) MCER ground motion (period=1.0s) Site-modilled spectral accoleration value Sitg-modlfied spectral acceleraiion value Numeric seismlc design value at 0.2s SA Numeric seismic design value at 1.0s SA Design Horizontal Response Spectrum ATC Hazards by Location A This iB a b6ta rsl€ase of ths new ATC Hazards by Location website. Pleass @4tgElgg with feedback. O The ATC Hazards by Location website will not be updated to supporl ASCE 7-22. Eitdjulghy. 3.0 4.0 5.0 Period (s) 0.0 1.0 2.o 3,0 4.0 5.0 Period (s) -Additional lnformation Name Value Descrlpllon SDC C Seismic design category Fa 1.441 Site amplitication factor at 0.2s Fv 2.4 Site ampliflcation factor at 1,0s CRs 0,921 Co€fficient of risk (0.2s) CRr 0.94 Coefficient ofrisk (1.0s) PGA 0.294 MCEG peak ground aGeleration Fpen 1.306 Site amplilication factor at PGA PGAM 0.383 Site modified peak ground acceleration SsRT SsUH 0,M9 0.488 1.5 0.089 0.094 Probabilistic risk-targeted ground motion (0.2s) Factored unifotm-hazard spectral acceleration (2% probabllity of exceedance ln 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted grouhd motion (1.0s) Factored unlform-hazard spectral acceleration (2% probability of sxcdedanco in 50 years) SsD SlRT SlUH 7111123,8:45 AM ATC Hazards by Location S,ID PGAd Factored deterministic acceleration value (1.0s) Factored determinislic acceleration value (PGA) output obtained from this tool with the local Authorv Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be Ltpdated to sLtppott ASCE 7-22. EjlJcLgaLyhy. Disclaimer Hazard loads are provided by the U.S. Geological Suruey Seismic Design Web Seruices. and interpretation for the building site described by latitude/longitude location in the report. 0.6 0.5 Site Class S.= Sr= Sot So. Seismic Design Category Seismic Use Group Equivalent Lateral Force Procedure Bearing Wall System w/ structural wd panels Seismic lmportance Factor *=il V=C,W c, = sos /(R/ls) = C,,"" = Sor /T (ft/lJ = Cr.;n = 0.044 Se5 lE = perpendicular R= 6.5 0.066 0.073 0.019W,=rili'==x N=#ofstorys 4 Site Class s.=5os Sots1 Seismic Design Category Risk Category Equivalent Lateral Force Procedure Bearing Wall System w/ structufal wd panels Seismic lmportance Factor Seismic Redistribution perpendicular Consider a 1 foot width section front to back of the structure as representative seismic Buildingdepth= 3t V=C,W= 0.066308 2580 2580 lWihl= 17L.07 lb/ft lE T = 0.1N :ro N=#ofstorys lbs/ft lbs/ft rwi *=il V=C.W c. = sos /(n/lJ = c..* = sor /I (R/lr) = C..1n = 0.044 So. l. = 52540 R= 6.5 0.066 0.073 0.019 Fxz = 0.7899 0.2707 17L.1 777.7 c,: C.z 135 35 135 36 1660 920 ASD 1 L E'pen 0.081 0.039 5 roof 30 10 42 10 I 4 1260 I 400 I 1660-l 25 roof walls 41500 o.7899 2nd 12 10 floor walls 401480t 11 4 440 I-- r?3-1 11040 0.2101 Werght Depth (ft)il (rbs) Heisht (ft) W,h, {ft lb) (W,h,/twiLevel Element Load (psf) hi) c,, Lateral Loads Roof 2nd wlnd Pcrp 11 psf 11 psf upper was using Force Aroung Openings See Seismic 0.066 E *30% of RoofSnow Load was used in Seismic Design, in Appendix A, seismic 0.081 E 0.039 E 77 #1 on b Roof Roof 2nd 2nd 71 77 11 7L 97 2556 2960 30 30 15 15 10 10 10 10 2.OO 50.00 0.00 50-00 Roof 2nd 26s3 2960 26s3 5613 1415 732 7475 2L47 20.00 0.00 0.00 9.00 0.00 6.00 0.00 5.00 0.00 0.00 0.00 0.00 20.00 20.00 132-7 24O.7 RooI 2nd 4.00 4.00 26532 0 6600 0 79932 0 1300 0 1300 4.00 4.00 1300 29'13 0 27745 0 1033 0 26753 4271 Roof 2nd o 459 4,00 4.00 1.300 2496 o 75436 o 74977 t796 0 319 4.00 4.00 o 15436 0 15118 0 3024 3024 5c rs mrc F (lbs) Win.l ' ' To1 rl (lh.)Shcir (plt) ,; 0 Wall 2 Hl)Ht) I otii Flll I otnl wall4 HD HD TotJl HD lotil ot Htl OT HD Levcl Llnrt Lord Control Wn I I W.ll 2 V,/.rll i Wal 4 Wall 5 Wall 6 I evcl M,,, Mr tilb l\4.M,, [1. tr rh lvl Ltvtl M,,r Mri trrb I\4 M,trib M" Wind Lood seismic Lood Wt ,r of W.rll\ rllfloor Wt Wnl (lb5) (lbs) n,rof/Floo, Wrll tlt Dl (p'ri (psf) wt toiJl (lbs) Scrsmr(: Scrsrnr( (lbs) Totrl (lbs) Tolal Will (rt ) Wall 1 OT Wall 4 OT I rrb wiclth (ft) Trib lcngth lrrb Wrll Ht (ft) w dth (ft) (ft) ''!. t , ' :t:. Roof Roof 2nd 2nd 11 11 11 77 43 2556 0 2960 30 30 15 15 10 10 10 10 50.00 0.00 50.00 Roof 2n4 2599 2960 2599 5559 7415 732 1415 2147 20.00 0.00 0.00 5.00 0.00 10.00 0.00 5.00 0.00 0.00 0.00 0.00 20.00 20.00 130.0 274,0 Roof 2nd 4.00 4.00 25994 0 6600 0 19394 0 1300 0 1300 0 319 4.OO 4.00 0 1s288 0 L4970 0 2994 2994 Roof 2nd 4.00 4.00 1300 7401 0 15288 0 7275 0 14013 270' 5er!m (:r (lb!) SPr\mr. SPr\m.W.ll 1 sho.r (pl1) E3 I HD Totnl HD Totil llD Iotil Ht) ltD 1.v.1 hrrdlll,sl t{.ilrr,lror rr (il'.) ('r'.) r ,r.,r (il ) Wnll 2 Wrll :l lvrll4 Wall s WnllS I ev:l M,r M,r trib l\4,M. Nlrtrb M Lcvel N4,,, M,. trlb fvl, wind Load Seismic Load wl l, of W.llr r f/f loor lvt Wal (lbs) (lbs) (lbs) Itfuf/Floor Wn l Dl or (p!l) {psf) ' ' l\i lr' i,, rl t Totdl Wnll (fr) wall 1 OT Wall 2&s OT HI) Wall3 ot lJib length lrib Wr I Flt (ft) widtl, (ft) (ft) \Vrddl,I' I L Vcl tlnrt I o.r.l I o.r,is!\i drh fir)(lb\) #1 on upper CHECKED was using Aroung CHECKED See spreadsheets in Appendix A. 7 Roof Roof 2nd 2nd 11 71 11 11 97 1023 0 7t8/. 30 30 15 15 10 10 10 10 20.00 0.00 20.00 2760 13800 0 5300 2750 15800 0 0.081 0.081 0.039 0.039 225 r2a6 0 474 2000 Roof 2nd 1119 7184 1119 2303 1058 293 1058 1350 Roof ^q+' 1 2 1.000 0.000 0.500 0.000 41.50 0.00 41.50 Total wall 2nd "!,a" !,i,ir t (lt,\) .a ,i I lr, .,.. /H Lcvel tvl (lbs) I evol Unrt I on(J Wind Lodd ,,tr I 1 it.! ..:\'':1.'' Seismic Load wr li of Vvrlls rflfloor Wt Wall (lbs) (tbs)(lbs){l t)s) Ito.,r/l ioor Wril Dl Dl (pst) (psf) (-'' tenrtn! lit) L, l,. gnt Wrlr llr itlrt (ft) (1, r ,)/r H Ec cht (tt) h.,.., r)tt:i, ( tbt) llLr !thl st,.trsth (pliJ r. k(1 ) L.nglh (lt) c(1.r,) Trb Wi.lth (ft) Irib length Trrb Wal llt (ft) wi.ith {lt) (lt) al.,:t t) t1. t::1 Wind Wrnd Scrsrir( Sc.rsrnrc Control toad{lbs) TotJ (ltre) (lbs) Tot.rl(lbs) (lbs) k)lJlWnll Lenfltr (lt) L ., .t. Ap plrrd Shcrr fteq! rcd I l(,klowrs p., L evel (lb!j V-, H lvl./C.,(t 1..) CHECKED using Force Aroung Openings CHECKED See spreadsheets in Appendix A.on Roof Roof 2nd 2nd r1 11 11 7T 43 780 L78r'' 434 30 30 15 30 10 10 10 10 2.00 20.00 20.00 20.00 7620 16200 7500 15000 0 2000 6600 2200 18200 14100 r7200 0.081 0.039 0.039 L482 551 672 Eoot 2nd 423 2078 423 2842 7729 856 7729 1985 326.O 0.0RooI^q+' 1 2 o.600 0_000 o.367 0.000 30.oo 0.00 50.00 30-o(Total Eduivalent Wall Lenrth = 14850 -118.5 118.4 888.42nd-dttp 7 2 1.000 0.000 0.000 0.000 24.00 0.00 24.O(24.OO Total Ecuivalent Wall Lensth = 9936 888.4 F (lbr) E 'i I ilrnr ol lolrlWill t),,, , ',flFr!1 | ifir" ,rlitrt (ft) v. ,,i H M../C,,(r r ,,) I evel Sc ism rc Level tl,, {lbs)(:.(r r,) rl 1..1 Seismic Loqd wt 11of W.ll! rflf loor Wr Wall (lbs) (lbs)(lbs) Wind Lood Iilb Wrdth (ft) Rdof/rkror Wnll 0L oL (psr) {psf) Wt total (lbs) Wind Wiild Se srnrc Sglnilc Control Lond { lis) Totdl (lb\) (lbs) Toldl (lbs) (lbs) I le,glrt (r l.)/r (ilr )Strcngth (plt) v /c.(t r ) R!qu,rrd Holdown! per t,"vel (lb')Wrr ilerthl (fr) HIt,, i flb Length lrib Wall Ht (rt) wrdth (ft) (ft) npp icd 5h.rr (:,. t.nrlh {lt)op-"rilu I l.,tht (ft) llcrglrt h., .. /H Perforat€d Shearuall Method CHECKED L4 CHECKED *Wall #1 was analyzed using Force TransferAroung Openings (FTAO), See Roof Roof 11 11 43 1023 30 30 10 10 2.OO 20.00 7440 7200 400 2000 9200 0.081 0.081 150 749 t (lbs) .at'i0 W,,rd ' ' T,,rrl (th.)Sheir (plf) Wall 2 Hll HD lotrl HD IoTJI I evel OT Ht) Iil control Vvall I W.ll 2 Will ,l Wrll 4 Wrll 5 Wrll (, Levcl M,rr Mr trrb tu1.M,, tui, tilb fvl., un,Lnur *l'jb,,,, Seismic Load WI lr of Will5 rflfloor lvl Wiill (ltrji (lbs) Londs (lbs) Rooi/tloo, W. Dl Dr (p5r) lpsf) Wt tot.1 (lbs) Wall Ht (tr ) I,,:i 1 Soism ( Scr5mr( (lb5) Totil (ll)\) Totrl Will (fr) wall 1 ot Trlb I eilgth Trib (1t) wrdrh (lt) ).: ..1 '. 2HTAR WALI SCHTDULT SILL PLATT CONNTCTION (A.ts.) 16 FITLD NAILING a 35 Ct tP DOUBLT TOP PLATE CONN.5 1/?' DlA. x IO' LONG 5/8' DlA. x 10' LONG WIND 5TRUCTURAL PANEL SHEATHING PANEL EDGE NAILING SOLE FLATE 5 CONNECTION 7/1,6' O5B or ^15/32' Plywood 0.13"1' Dta. x ?.5 NallE at Co' o.c. 0.131' Dra. x 2.5' Na'tls aL 12' o.c.20' o.c.3'-A' O.C 1.)4'-O', O.C 16d Nails at G' o.c. 365 7 /'!G' O5ts or 15/32'?lywood U.IJI Uta. X l.) Nalls aL 4' o-c. 0."131' Dia. x 2.5' NaIIE aL 72' o.c.1.5' O.C 1O2'-q- o.c.104'-O" O.C. lGd Natls al 4-1./2" o.c.530 7/1.6'O5B or11 15/32'Plywood 0.131' Dia. x 2.5 Nails at 3' o.c. 0.131' Dia. x 2.5' Nalls al 12' o.c.11' O.C N,/A 102'-C'OC 16d Nails aL 3-1/2 o.c. 11 75/32'Plywaod 0.148' Dia. x 3 Nails at 3' o.c. 0.148' Dia. x 3' Nalls aL 12' o.c. q' o.c.N,/A 102'-4' O.C. (2) Rows 16d Nalls at G' o.c.840 11'!5/32' ?lywood 0.148' Dia. x 3 Nalls at 2' o.c. 0.1,48' Dia. x 3' Nalls aL 12' o.c.7' O.C.N,/A 721'-q' o.c. N,/A 1,.O75 1,/2' GWB l'11N.5d cooler nails aL 4' o.c.5d cooler nails aL 12' o.c 24' O.C 4'-O' O.C 4'-O', O.C.16d NailE al 6' o.c.725 1/2' GV'Its YtN.#6x7-7/4' ecrew5 4' o.c. (blocked)#Cox1,-1/4' screws '!2' o.c.24' A.C 4',-O' O.C 4'.-O' O.C 16d Nails aL G' o.c.760 A WALL TYPE Notes, 1. Block all edges of theathing. 2. Do noL breaN sheathing ekin by over driving naile. 3. Pre-drill as required Lo avoid 5plitting sllls. etc. 4. NailE should be locaLed 3,t8' clear of panel edgee. 5. Use 5impeon A35 clips Lo aLLach blocking to toV plaLe aL floor line. At roof line use 5in?bon l1-1- clips aL each trvss (u.o.N.). 6. Yalues of oLher sLandard construction f asleners wtll requtre b?acing adjvsLnentt and musl be aVproved by Lhe engineer-of -record- 7. Use hot dipped galvanized nalls at all exterior a??licaLions. a. C-D. C-C sheaLhing. plywood panels tiding. and oLher grades covered in APA Plywood Design SpecificaLion. 9. 5healhing f ace grain can be applied perVendicular or parallel lo wall sluds. provtded studs are spaced a maximum of 1-G' o.c. 1.O. 3'x3'x1./4' washer required on A-8. wiLh 2x slll plates. 11. Framing aL adioining panel edgee shall be (3) 2x sLvds laninated (see detatl this sheet). 1,2. Yltn. 3' nominal slll plate w/ 3'x3'x1,/4' wagf,erg. 1,3. 5heaLl' enLire wall (above * below) windows and doors) according Lo shearwall schedule. Use of 3'x3'x1,/4' washers are required on all ancf,or bolLs f or these walls. 1,4. lnslall LTP5 when required at 32' o.c. per deLail. 1,5. All wood nembers musL be 'Douglas flr'. 16. All walls noL destgnaLed as shearwalls to have 1,/2'x1,O' anchor bolLs at 4'O' o.c. naxinum. 1,7. lnterior shearwall lo extend Lo roof sheathing via tru55 or blocking panels. VALUI (PLT NR 5fl5tlK zGO 3BO 4qo GOO 770 1.25 lGO 5hearwall Type lloldown fype /{\9< 10 1.2.3.4HOLDOWN SCHTDULT I-tOLDOWN TYPT I.lOLDOWN ANCIIOR tsOLT ANCHOR DIAMETER EIlBED LENGTIl tltN. STrvt- WALL WIDTTi WOOD MTMtsER CONNTCTION TO WOOD MTMtsER RTMARKS ALLOWABLE LOADvNo lloldown ffDU2 551ts24 5,/A 20 5/B G (2) 2xGG (G) 1./4'x2-1.,t2'7 3,O75+v NDU4 505/8x24 5./A 18 6 (2) Zx7c (JO) 1/4'x2-1/2'7 4565+v IiDU5 585/8x24 5,/8 1.A 6 4xG C.4) 1.,t 4'x2-1.,/ 2' 7 5,G45# IlDUB 587 /6x24 7,/B 1B B GxG (2O) \,t4'x2-1./2'7 7,470+ \52 HDOS PABT-3O 7,/A 26 3/4 a 6xG (2O) 1.,t4' x 3'7 q,23O+ nD12 PAtsA-30 1"2G 3/4 a 6xG G) 1.' DtA. t'.1.8.14.220+ ffDU1.4 PABS_30 1 26 3/4 a (7) 6xG (36) 1.,t4'x2-1,/2'7 14,445+ \9Z Y5IC2A N,/A N,/A N,/A N/A (2) ZxGG CIG) - tGd Sinker 1,.540#v V5IC4O N,/A N,/A N,/A N,/A (2) ZxGc (32) - I6d Stnker 3,OBO#v YaIC52 N,/A N,/A N,/A N,/A (2) 2x66 QA)L6d Sinker 4,620+v YSICGG N,/A N,/A N,/A N/ A C2) 2x66 (64) - 1.Gd 3inker 5,860+ Notes, 1. lloldowns by SinVson sLrong-Tie Company. lnc. 5ee Simpson caLalog f or proper installation. 2. llardnounL all holdown anchors prior Lo concreLe povr 3. Edge nail sheathing Lo all Vosls or boundary menbers at holdowns. 4. Locate lloldown within 6' of end of Shear Panel. 5. All wood members musL be 'Dovglas fir'. G. LaninaLe studs with 16d Nails al 12' on cenLer sLaggered. Clinch tips of nails. /S<7. Use 5inpson 5D5 I/4' dia. wood 3crew5. \< B. 2 lloldowns reqvired (see 'lloldov,rns beLween floors' delail lhts sheeL). 9. Use lhreaded rod * CNW coupler Lo aLLach lo anchor ball aL foundaLion. Run threaded rod uV to Holdown aL lower floor and connect. 5hearwal fyVe lloldown lype 11 FTAO CS16 e'' 7Q ?'i1 UVTNG DOWN I(IICHCN ____J T] ctsr L EAIH 2m -l I I I I I r I I I I I I I I t- I I l e Il I I I I e (o aoo F LL @" Upper Shear Wall Plan e e o e s (o U)() o F LL '13o FN.IFY otFlcE J v \l .l/\/['. ,''t | ',| /\L'. '. t/ \.t 'll \ !l lr.loP L N e CATASE e Main Shear Wall Plan c The following assumptions ore used in the design of oll structurol elements. Design Loads Roof DL= 15 psf LL= 20 psf S= 50 psf Per Garfield County Floor DL= 20 psf LL= 40 psf 100 psf at Common Areas Stairs DL= 50 psf LL= 100 psf Steel Strensth Concrete Wood Streneth HSS Rebar 2" - 4" Beams Fv= 50 ksl Fv= 60 ksi F.= 2500 psi All Beams and Posts are No. 2 or Better Fo = 850 lb/in2 E = L,600,000 lblin2 Fo = 1,300 lb/in2 E = 1,600,0001b/in2 F. = 7001b/in2 E = 1,600,000lb/in2 E = L,300,0001b/in3 Douglas Fir-Larch (North) Douglas Fir-Larch (North) (No. 2) (No. 2) 5"x5" & Larger Beams Posts (No. 1) (No. 1) (No. 2) (No. L) (No. 2) Douglas Fir-Larch (North) Douglas Fir-Larch (North) Douglas Fir-Larch (North) Douglas Fir-Larch (North) Douglas Fir-Larch (North) SoilStreneth Allowable Soil Bearing Capacity = 1500lb/ft2 Assumed Roof Framing -.6 Floof Joist #2 _l ROOF PLAN Rool Joi6t ,2 Ir N I i!l llead8r t I UVING IEo Divrl! ctil tc IgAIH li, tcl o Haadsr r[ (IICHEN J G @ ! I'sl lBl 9.01 6.01 r.3l !--- Upper Floor and Lower Roof Framing I \ 6*)Y i t T. f--T-";4"ffi5**-f ) )v I Hdssrsrr,o /\,'rru,lu,,*.,i #l H Floor Joisl f 1)eck Jtril rtfll_IpEcf I \ .-. ndgtioi!tgz J AN:;,:-!-9jn1.._^rn r,{ ! B$i'q.!r. {::il. dr6r ! Floor Joist #2 €6ilcl GATAGf I -.J..1 .l I I I I I I \'/ x ''\ ---*'aTrr---- tl&r H$Ssxbx 1r4 Sieg HSSsrsr l /4 I I I u n I I I I I I I I 4 I I St2X31 I Beanl L01 S12X31.8 Beaft llSS5x5x l rd I t':fi ttssbr5x i.1 L__--u-LLL--- I rt'l t\l'. I I l/t,' ',,l / \l tl \l t____r L+,0, 51 2X31 .8 Beam I T i+,li 1l INo.DF I I n/ I 'nHoadsr i5 \// IIII gIFORTEWEB 0? 12 MEMBER REPORT Roof/Floor Framing, Roof Joist #1 1 piece(s) Ll7 J8" TJI@ 360 @ 24" OC Sloped Length: 27' 3 7/16 l.al PASSED Member Length :27' 5 7116" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Deslgn Methodology : ASD Member Pitch : 2/12 :r L Lt0' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. . Deflection criteria: LL (L/240) and TL (L/180). . Overhang deflection criteria: LL (2V240) and TL (211180). . Upward deflection on left and right cantilevers exceeds overhang deflection criteria, . Allowed moment does not reflect ihe adjustment for the beam stability factor. . Upward deflection on left and right entilevers exceeds 0.4". . Permanentbracingatthirdpointsinthebackspanoradirectappliedceilingovertheentirebackspanlengthisrequiredattheleftandrightspanofthemember.See literature detail (PB1) For clarification. are to carry no .TJI joists are only analyzed using Maximum Allowable bracing solutions. .Maximum allowable bracing interuals based on applied load. Desiqn Results Actual (D Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1768 @ 3'2314"3498 (s.2s")Passed (51olo)1.15 1.0D+1.0S(AdiSpans) Shear (lbs)1189 @ 3'5 1/2"1961 Passed (61olo)1.15 1,0D+1.0S(AdiSpans) Moment (Ft-lbs)6404 @ t3',s rl2'7to7 Passed (90o/o)1.15 1.0D+1.0S(AltSpans) Live Load Defl. (in)1.003@t3's1/2"t.037 Passed (L/248)1.0D+ 1.0S(AltSpans) Total Load Defl. (in)1.290@t3'.51/2"1.383 Passed (L/193)1.0D+ 1.0S(AltSpans) Supports B€aring L€ngth Loads to Supports (lbs) AccessoriesTotalAvailableRequir€d Dead Roof Live Snow Factored 1 - Beveled Plate - DF 5.50',5.50'3.50'409 543 1359 1768 Blocking 2 - Beveled Plate - DF 5.5o',5.50'3.50'409 543 1359 t768 Blocking Lateral Bracing Bracing Interuals Comments Top Edge (Lu)3' 5" o/c Bottom Edge (Lu)9'7" olc Veftical Load Location Spacing Dead (0.e0) Roof Live (non-snow: 1.25) Snow (1.1s)Comments 1 - Uniform (PSF)0 to 26' 11'24'.15.0 20.0 50.0 Defautt Load Weverhaeuser Notes and/or tested in accordance with applicble ASTM standards. For current code evaluation repofts, Weyerhaeuser product literature and installation delails refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Softwale Operator Job Notes 711212023 6;49;07 PM UTC FofteWEB v3.6, Engine: VB.3.0.43, Data: V8.1.4.1 UIFORTEWEB 0n MEMBER REPORT Roof/Floor Framing, Roof Joist #2 1 piece(s) LL718" TJI@ 360 @ 24" OC Sloped Lengihr 14'2 l5/16" ar PASSED l4ember Length i 24' 4 t5/L6" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 2/12 1l tt arrl t II 4 E All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal . Deflection criteria: LL (V240) and TL (L/180). . Overhang deflection criteria: LL (2V2a0) and TL (2V180). . Upward deflection on left cantilever exceeds overhang deflection criteria. . Allowed moment does not reflect the adjustment for the beam stability factor. . Upward deflection on left cantilever exceeds 0.4". . Permanentbracingatthirdpointsinthebackspanoradirectappliedceilingovertheentirebackspanlengthisrequiredattheleftspanofthemember.Seeliterature detail (PB1) For clarification. are carry no to .TlI joists are only analyzed using Maximum Allowable bracing solutions. .Maximum allowable bracing interuals based on applied load. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)13s3 @ 23'6 U2"1731 (3.s0")Passed (78olo)1.15 1.0D+1.0S(AltSpans) Shear (lbs)L293@23'5u2"1961 Passed (66%)1.15 1.0D+1.0S(AltSpans) lvloment (Ft-lbs)6s18 @ 13'6 1/2"7r07 Passed (92%)1.15 1.0D+ 1.0S(AltSpans) Live Load Defl. (in)1.004 @ 13's 1/8"1.030 Passed (L/246)1.0D+1.0S(AltSpans) Total Load Defl. (in)1.300 @ 13's 1/4"r.373 Passed (L/190)1.0D+1.0S(AltSpans) Supports Bearing L€ngth Loads to Supports (lbs) Accesori6TotalAvailableRequiredDeadRoof Live Snow Factored 1 - Beveled Plate - sPF 5.50',5.50"3.50'415 546 1364 7779 Blocking 2 - Beveled Plate - DF 5.50"s.50'2.ts"416 1040 1353 Blocking Lateral Bracing Bra€ing Inten als Comments Top Edge (Lu)3' 5" o/c Bottom Edge (Lu)9'7" olc Vertical Load Location Spacing Dead (0.e0) Roof Liv€ (non-snow3 1.25) Snow (1.1s)Comments 1 - Uniform (PSF)0 to 23' 11"24'.15.0 20.0 50.0 Defautt Load Weyerhaeuser Notes and/or tested in accordance with applicable ASTM standards. For current code evaluation repods, Weyerhaeuser product literature and installation details refer to ww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator tob Notes 711212023 6:53:56 PM UTC ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1n UIFORTEWEB MEMBER REPORT Roof/Floor Framing, Beam #1 1 piece(s) 5 U2" x22Ll2" 24F-Vg DF Glulam Owrall Length; 13'B t!) All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal . Deflection criteria: LL (V480) and TL (L/240). . Allowed moment does not reflect the adjustment for the beam stability factor. . Critical positive moment adjusted by a volume/size factor of 0.92 that was calculated using length L = 23' . The effects of positive or negative cimber have not been accounted for when calculating deflection. . Applicable calcuhtions are based on NDs. . Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. .Maximum allowable bracing interuals based on applied load. 00 I PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD It b 4 E Design Results Actual @ Location Allowed Regult LDF Load : Combination (Pattem) Member Reaction (lbs)14586 @ 4'18906 (s.s0)Passed (77o/o)1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)11709 @ 2'4.25142 Passed (47o/o)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs)81504 @ r1' 10"98625 Passed (83%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.528 @ 11'10'0.575 Passed (L/523)1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.826 @ 11'10"1.150 Passed (L/334)1.0 D + 0.75 L + 0.75 S (All Spans) Supports Bearing Length Loads to Supports (lbs) AccessoriesTotalAvailableRequir€d Dead Floor Live Snow Factored 1 - Stud wall - DF 5.s0"5.50'4.24',5267 4733 7692 14586 Blocking 2-Column-DF 5.50',5.50"4.08'5267 4733 7692 14586 Blocking Lateral Bracing Bracing Inteffals Comments Top Edge (Lu)23' 8'o/c Bottom Edge (Lu)23'8" o/c Vertical Loads Loc.tion (Side)Tributary Width Dead (o.e0) Floor Live (1.o0) Snow (1_1s)Comments 0 - Self Weisht (PLF)0 to 23' 8"30.1 1 - Uniform (PLF)0 to 23'8" (Front)220.0 400.0 Default Load 2 - Uniform (PLF)0 to 23'8" (Front)N/A 195.0 650.0 Weverhaeuser Notes and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to ww.weyerhaeuser.com/woodproducts/document-library, The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 7 1 t212023 7 ;26:51 PM UTc ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1n €IFORTEWEB MEMBER REPORT Roof/Floor Framing, Header #1 1 piece(s) 1314" x9 LI2" 2.OE Microllam@ LvL Overall Length:5'3 PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 00 i v - All locations are measured from the outside face of left suppoft (or left cantilever end). All dimensions are horizontal. . Deflection criteria: LL (V360) and TL (L/240). . A 19olo decrease in the moment capacity has been added to account for lateral stability. Suppolts Eearing Length Loads to Supports (lbs) Acc€ssoriesTotalAvailableRequiredDeadRoof Live Snow Factored 1-Trimmer-DF 1.50'1,50"1.50"131 158 394 525 None 2-Trimm€r-DF 1.50'1.50'1.s0'131 158 394 525 None Lateral Bracing Bracing Interuals Comments Top Edge (Lu)End Bearing Points Bottom Edge (Lu)End Bearing Points Design Results Actual @ Location Allowed R€sult LDF Load: Combination (Pattern) Member Reaction (lbs)s2s@0 1969 (1.s0")Passed (27%)1.0D+1.0S(AllSpans) Shear (lbs)341 @ 11'3633 Passed (9%)1.15 1.0D+1.0S(All Spans) Moment (Ft-lbs)689 @ z',7 uZ',5481 Passed (13%)1.15 1.0D+1.0S(All Spans) Live Load Defl. (in)0.175 Passed (L/999+)1.0D+ 1.0S(AllSpans) Total Load Defl. (in)o.262 Passed (L/999+)1.0D+1.0S(AllSoans) Veftical Loads Location Tributary Width Dead (0.e0) Roof Live (non-snowr 1.25) Snow (1.15)Comments 0 - Self Weisht (PLF)0to5'3"N/A 4.B 1 - Uniform (PLF)0to5'3"N/A 45.0 60.0 150.0 Default Load Weverhaeuser Notes and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to ww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 711212023 6:58:29 PM UTC FofteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1n gIFORTEWEB MEMBER REPORT Roof/Floor Framing, Header #2 2 piece(s) L 314" xg Llz" 2.0E Microllam@ LVL Overall Length:5' 3' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. . Deflection criteria: LL (V360) and TL (V240). . A 6.9010 decrease in the moment capacity has been added to account for lateral stability. Supports Bearing Length Loads to supports (lbs) AccessoriesTotalAvailableRequiredDeadRoof Live Snow Factored 1-Trimmer-DF 1.50'1.50',1.50'537 683 1706 2244 None 2-Trimmer-DF 1.50',1.50"1.s0"537 683 t706 2244 None Lateral Bracing Bracing Inten als Comments Top Edse (Lu)End Bearing Points Bottom Edge (Lu)End Bearing Points 00 ) PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Design Results Actual @ Location Allowed Result LDF Load: Combination (Patt€rn) Member Reaction (lbs)2244 @ O 3938 (1.s0")Passed (57%)1.0D+1.0S(AllSpans) Shear (lbs)1460 @ 11"7265 Passed (20olo)1.15 1.0D+1.0S(AllSpans) Moment (Ft-lbs)294s @ 2'7 Uz',L2606 Passed (230lo)1.15 1.0D+1.0S(All Spans) Live Load Defl. (in)o.l7s Passed (L/999+)1.0D+1.0S(AllSpans) Total Load Defl. (in)0.039 @ 2'7 U2"o.262 Passed (L/999+)1.0D+1.0S(AllSpans) Vertical Loads Lmtion Tributary Width Dead (0.e0) Roof Liv€ (non-snow: 1,25) Snow (1.1s)Comm€nts 0 - Sef Weight (PLF)0 to 5'3"N/A 9.7 1 - Uniform (PLF)0to5'3'N/A 195.0 260.0 650.0 Defautt Load Weyerhaeuser Notes and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to ww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software operator ForteWEB Software Operator ,ob Notes 711212023 6:59:48 PM UTC FofteWEB v3.6, Engine: V8.3.0.43, Data: VB.1.4.1n Foundation and Footing Sizing Allowoble Soil Bearing Capocity = Hoist Beam 3000 lb Required Area = Available Area = Heoder #5 7702 lb Required Area = Available Area = Beam #7 & Hoist Beam 76s86 lb Required Area = Available Area = ts00 tb/ft2 1) 2) 3) 2.oo f{ 4f( L.13 ft2 6 ft2 11-.06 ft2 t6 f( f-----t I I 3 \ 3 2 & * * 16l dd BAR EW 16l d4 AND rcflOM sx4xt2'w {61 64SAR €w rOP ANO BOIIOM 6 COaCRftShBW l3xl3 sD5 W.qR. I I /Z aROM TOP IIYP.ISLOPEMIN l/A:12' IOWAROT*'NCH DRAIN! ANO EOTIOM 2 1 * 2 FOUNDATION PLAN /?\ SCALE: 1/4' = 110'a-/ (\o Subject:J Date:'it "to;' lA i^oct { lu( rL I t t,i,{ IHfrHffiF,Eg',-?N kr& l,\ lrll:';, f a.l- tt-.234t(rl tA Sht. I -of Lh'-;t..,,,L , t"i l"',"{ ll-' cd ,'*:."f 5, ii i i''.rf' / t ett lSf i; { r'Hl:; r U'.,.f}, rrt ' V'Ytt t J'$ 0h.) tt t lo(p) a lo( tz) Lt' (Ar/a\.i,: o, , (, ?, 'r t ''t !! r:i t; I tl, /'; lL1o,")';5 ' /016 DL'ry")'it(.'l')n + t., I 0, ?5 tL ttt,l!:i$ , l7 I { G40 ' L)9o : joo ; 4 ttJ .t. Jt) /r't{{r';r tlil({L\ h {Ettlr') r-{,) 5, (_4r/r'';;': No' ''iirJ:\i co. J;'> lrjl,(; Y.r'.\ Ir lo 15, 4rou 0,6'tf IP l '- A" *q" 1fut-e urf {J'i flt1 tlor {"!'v' 'l o"i.';''& fz 11tv t1f;xJ a ktf 'f,t 1'-{*' .^ 'ti "1^tq *- i"r/ ,',1r.,, .i ' .'' ,.ttj r'-tn 9376 W.lA/atdbrand Dr. . Botsq tD 83669 208-9e9-25s3 r- , L ANDSOItOM ANO BOIOM AND 8OilOM 6'CONCrlll 5lA w/ 13r!3 D5rQ5WV.R I l/? ttOM tOP ITYP.JSLry€rnN ltA:r?' IWARDl{[NCh DRA]NS ANOSOTOM F-1 a F-2 O See Foundation Design FOUNDATION PLAN /l SCALE:1r4' ; 110'v/ Appendix A Force Tr-cr rrs le r Aror,r n cl Ope r-r i rrq s Cr: I c u lalr: rAPA Datet 7/77/2023 Desisner:IDM Proied:ChaDmah Residence wall Line: Gridline 1 & 2-UDoer Floor L-r(ttl 20.00 ft 1. Hold-down forces: H = Vh*"/\,1 2. Unit shear above + below opening Shear Wall Calculation variables Opening 2 ha2 2.00ft ho2 5.00ft hb2 3.00ft ,or[------16Tl 1300 lbf P7=ho7/Ll= P2=ho2/L2= P3=ho2l13= 6. Unit shear beside opening ha1 ho1 hb1 Lo1 r.43 r.67 1.43 N/A N/A N/A hwall L*"r First opening: va1 = vb1 = H/(ha1+hb1) = Second opening: va2 = vb2 = H/(ha2thb2) = plf plf 260 260 v1 = (v/LxL1+r1)/11 = v2 = (v /L!(T2+L2+T3\/L2 = V3 = (V/LXT4+13)/13 = 230 plf 330 plf 230 plf 2s99 lbf oK 3. Totel boundaru force above + below Check V1{11+V2*12+V3*13=V? 7 O.<iGt.h.. +^.^rhar f^r.6.First opening: 01 = va1 x (Lol) = Second opening: 02 = va2 x (Lo2) = 1300 lbf 1300 lbf 4, Cornerforces R1 = V1*11 = R2 = V2*12 = R3 = V3*13 = 80s lbf 990 lbf 80s lbf F1 = o1(11)/(11+12) = F2 = oIlLzllJ.7+Lzl = t3 = ozlL2lllz+L3l = F4 = 02(13)/(12+13) = 700 lbf 600 lbf 600 lbf 700 lbf 8, Differ€nce corn€r force + resistance R1-F1 = R2-F2-F3 = R3-F4 = 10s lbf -210 tbf 10s tbf 5. Tributaru length of ooeninss T1 = (11*Lo1)/{11+12) = T2 = (12*Lo1)/(11+12) = T3 = {12*Lo2)/(12+13) = T4 = {13*Lo2)/(12+13) = H(rbt 2.69 tt 2.31 ft 2.37ft 2.69 ft 30 plf -70 plf 30 plf 9. Unit shear in corner zones v ilbt vc1 = (R1-F1)/11 = vc2 = |R2-F2-F3],/L2 = vca = (R3_F4)/13 = H(rbl 2s99 lbl 3.so ft 3-O0 fr 3.50 ft Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0? Line 3: vc2(ha1+hb1)+V2(ho1)-va1(ha1+hb1)=0? Line 4: va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=0? Line 5: va2(ha2+hb2)-vc3(ha2+hb2)-V3(h02)=0? 1300 -350 1300 1300 150 150 7649 1649 150 11s0 1150 1300 -3s0 11s0 1300 0 0 0 0 tbfLine 1: Check of shear Values for Two Req. Sheathing Capacity Req. Strap Req. HD 3-Term Deflection 3-Term Story Drift 4-Term A-Term Story Drift APA Dlsc16imer See Page 2 See Page 3 330 Dlf 0-641 in. 700 tbf 0.027%o.o27% 1300 lbf Datet 717U2O23 IDM Client: PraiFd!ahabman Residenae wall Line: Gridline 1& 2-UDoer Floor shear Wall Deflection Calculation Variables osB 7lL6 APA Rated Sheathins Material Category Wood End Post Values: so".i"., l6i------------l' E,f;6;;6-T(p'i)- Nail Type:Ll&l!gl!_i(penny weight) Pier 1 Pier 3 (in.) (rbf) Nail HD Override Overide A Override: HD,,) ,l (plr) (plf) Four-Term Equation Deflection check Sheathing: Nail: E: h: A: Gt: Nail Spacing: b: HD Capacity: HD Defl: L=m+{r+alsne"+a.f,(Equation 23-2) check Total Deflection of Wall Pier 1 {left}Pier 1 (rishtl Term 1 Bendins Term 2 Shear Term 3 Fastener Term 4 HD-1 Term 1 Bendine Ierm 2 Shear Term 3 Fastener Term 4 HD-2 0.028 0.039 0.139 0.s36 0.010 0.028 0.097 0.263 Sur o.743 Sum 0.397 Piet )Pier 2 (riphtl Term 1 Bendinp Term 2 shear Term 3 Fastener Term 4 HD-1 Term 1 Bendinp Term 2 shear Term 3 Fastener Term 4 HD-2 0.016 0.040 0.289 0.440 0.016 0.040 o.249 0.440 Sur o.744 Sum 0.184 Pier 3 {left}Pier 3 (risht) Term 1 Term 2 Term 3 Term 4 HD-1 Term 1 Bcndino Term 2 Shear Term 3 Fastener Term 4 HD-2 0.010 0.028 0.o97 0.263 0.028 0.039 0.139 0.535 Sur 0.397 Sum 0.743 ,l ( in.) 2 7xE 16.5 6 1540 1540 n ogR0.088 PiFr 1-l Pipr'l-R PiPr ?) Pier 2-R Pier 3-L Pier 3-R tl76 7/76 8d common 8d common 7/76 7/76 8d common 8d common 7116 7/76 8d common 8d common 230 324 1.60E+06 10.00 16.5 83,500 6 764 0.0185 3.50 7540 o og8 230 328 1.60E+06 7.00 16.5 83,500 6 164 0.018s 3.50 1540 o o88 330 47r 1.60E+06 7.00 16.s 83,s00 6 236 0.0s50 3.00 1540 o.oa8 330 47r 1.60E+06 7.00 16.5 83,500 6 236 0.0550 3.00 1540 0-088 230 1.60E+06 7.00 16.5 83,s00 6 0.018s 3.s0 1s40 0.088 230 32a 1.50E+06 10.00 15.5 83,500 6 764 0.0185 3.50 1540 0.088 Total Defl. 0.647 0.0214 APA Dlsclaimer a.,hrtu.^...,r.r.A A,nteltl-frRtNttuEEDfdWffi^CCMUW.AttDhNrSDrllDVD,tD9fMtEC-WYtJtu-Nari8lrw.tuArgrntlGNfrlc.trqrtWNBDAtD^aFy&Figy Proiect lnformation Code:D"tarW Dasisncr:IDM Clienti Proied:chanmen Residenae wall Line: cridline Three-Term Equation Deflection Check 8vh3 vh6*=ffi*hA" +(4.3-1) Sheathing: Nail: E: h: A: Ga: b: HD Capacity: HD Defl: b check Total Deflection of Wall Pier 1 {left}Pier 1 lrishtl Term 1 Bendinp Term 2 Shear Term 3 Term 1 Bendins Term 2 shear Term 3 Fastener 0.028 o.279 0.536 0.010 0.153 o.263 5ur o.744 Sur o.426 Term 1 Term 2 Term 3 Term 1 Term 2 Term 3 0.016 0.220 o.440 0.016 0.220 0.440 Sun o.676 5ur 0.676 Pier 3 (left)Pier 3 {risht} Term 1 Bendins Term 2 shear Term 3 Fastener Term 1 Bendins Term 2 shear Term 3 Fastener 0.010 0.153 0.263 0.028 o.279 0.536 Sum o.426 Sum o.7a4 ,l Pier 1-L Pier 1-R Pier 2-L Pier 2-R Pier 3-L Pier 3-R 7/76 7/76 8d common 8d common 7/76 7/16 8d common 8d common 7/16 7/76 8d common 8d common 230 32a 1.50E+06 10.00 16.5 15.0 3.50 7540 o oga 230 328 1.60E+06 7.O0 16.5 15.0 3.50 1540 o oaa 330 477 1.60E+06 7.O0 16.5 15.0 3.00 1540 0.oa8 330 417 1.60E+06 1.00 16.5 1s.0 3.00 1540 o.08a 230 324 1.60E+06 7.00 16.5 15.0 3.s0 1540 0-088 230 328 1.60E+05 10.00 16.5 15.0 3.50 1540 0-088 Total Defl. o.628 o.0209 Comm€nt: The 3-term eduation is aelibrated to be aboroximatelv edual to 4-term edueiion et 1 4aASD aanaaiiv APA Dlslaimer AtnlttD^,frE EMNEFoFDWMACaMftu, Att DhBrt OttlEWD.tU9rnwwa- Wrtrtu_ NCrMrtffi M ifEFD ttat N wta ttDnatuNBD rur^a tt@Fagy Force Trcrisler Arr:uncl C)perrinqs CllIcr-rlcriorAPA ,1,|l Project Information code: Desisner; JDM Client: Pr6iFd. ahenmrnRp<idph.a Wall Line: Gridline A Upper Level 1. Hold-down forces: H = Vh*"1/L*"1 2. Unit shear above + below opening Shear Wall Calculation Variables Opening 2 Opening 3 2.00 ft 5.00 ft 3.00 ft ,orf]--ssottl l--s.odEl 1003 lbf ha3 ho3 hb3 Lo3 ha2 ho2 hb2 2.00 ft 5.00 ft 3.00 ft P7=ho7/L7= P2=ho2/L2= P3=ho3/13= P4=ho3/L4=0.9722 I73 plf 260 plf 306 plf 218 plf 262s lbf oK 1.58 1.33 2.50 2.22 N/A 0.937s hwatt 26.77ft First opening: va1 = vb1 = H/(ha1+hb1) = Second opening: va2 = vb2 = H/(ha2+hb2) = Third opening: va3 = vb3 = H/(ha3+hb3) = 201 plf 201 plf 201 plf V1 = (V/LXL1+r1)/11 = V2 = (V /L)lf2+L2+I3llLz = V3 = (V/LXT4+13+Ts)/13 = v4 = lv/Lllr6+14)/14 = Check V1* L1+V2* L2+V3* t3+V4* L4=V? 7. Resistance to corner 3. Total boundarvforce above t below openings First opening: 01 = va1 x (Lo1) = Second opening: O2 = va2xlLo2l = Third openinc: 03 = va3 x (Lo3) = 1003 lbf 1003 lbf 1003 lbf R1 = V1iL1 = R2 = V2*L2 = R3 = V3rL3 = R4 = V4*14 = 547 lbf 97s lbf 611 lbf 497lbl4, Corner forces F1 = o1(t1)/(11+t2) = F2 = o7(t2l/[I+L2l = F3 = o2(L2l/lLz+L3l = F4 = 02(13)/(12+13) = Fs = 03(13)/(L3+La) = F6 = 03(14)/(13+14) = 4s9 lbf s44 tbf 554 lbf 349 lbf 472lbl 531 lbf R1-F1 = R2-F2-F3 = R3-F4-F5 = R4-F5 = 88 tbf -223 lbt -210 tbf -40 tbf 8. Difference corner force + resistance 5. Tributary length of openings 9. Unit shear in corner zones u.r = (nr-FiTlirlriii vcz= lR2-F2-F3l/L2 = -s9 plf vc3 = (R3-F4-F5)/13 = -105 plf vc4 = (R4-F6)/14 = -18 plf T1 = (11*Lo1)/(11+12) = T2 = (12*Lo1)/{11+12) = 13 = lL2*Lozl/lL2+L3l = T4 = {13*Lo2)/(12+13) = rs = (13*Lo3)/(13+14) = 16 = (14*Lo3)/(13+14) = 2.29 ft 2.7rfi 3.26tt 7.74ft 2.3s ft 2.6s ft 3 rd,(ftl )6)\ tbr 3.L7lr e.75 fr 2.00 ft ? )s?, APA Arnitac -nETNtNtFEDwffiaaaMsw.artoEataat<lEEA.^NviANM.ffitttf@NctMrttutuif9t5t!<'frflttttNtfiNDf4Dn4p^3Ey&E3ily Prciect lnformation code:Date: 11-Jul-23 Desisner: JDM Client: Proiect: ChapmanResidence Wall Line: Gridline A Upper Level .E H0bl Check Req. Sheathing Capacity Req. Strap Req. HD Force H(rbl Sum 4-Term 3-Term -Term Story Drift 3-Term Story Drift See Page 3 See Page 4 Req. Sheathint Capaclty has been adrusted per the Aspect Ratio Fador in SoPWS 4.3.4.2 Line 1: vc1{ha1+hb1)+V1(ho1)=H? Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0? Line 3: vc2(ha1+hb1)+V2(ho1)-va1(ha1+hb1)=0? Line 4: va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=0? Line 5: va2(ha2+hb2)-vc3(ha2+hb2)-V3(ho2)=0? Line 6: va3(ha3+hb3)-V3(h03)-vc3(ha3+hb3)=0? Line 7: va3(ha3+hb3l-vc4(ha3+hb3)-V4(ho3)=0? 1003 -297 1003 1003 1003 1003 139 139 1300 1300 -525 7528 -89 -89 864 864 1003 -297 7528 -525 7092 7092 1003 0 0 0 0 0 0 1003 tbf tbfLine 8: 326 olf 0.309 in.0.352 in. 654 lbf o.o70 0/.0.072% 1003 tbf Atntt ao^ - flE FNaNFFEFa WffiACtNfrttu, Alt OEDra Oltlt@6,t!v rhNNE MntW NatDDttW tu 67yBD ttgN Utt DNTAW fiBEn4DAa FyEElily lnformation Desiqner: JDM Date:11-Jul-23 Proiectr chaomanResidence Wall Line: Gridline A Upper Level Shear wall Deflection calculation Variables oqB 7116 APA Raf.d Sh.rthino Material CategorY Species: QtYi Stud Size: A Override: Wood End Post Values:Nail rype: L&LlgIIgL_l(penny weisht) Pier 1 Nail HD Capacity: HD Deflection:Override Overide Four-Term Equation Deflection Check o=H+fi*o.zsne"*a"t (Equation 23-2i E: h: Gt: Nail Spacing: e: b: HD Capacity: HD Defl: Check Total Deflection of Wall 6 6 3070 3070 o oRc0.088 Pidr ?-R Pi.r 4i Pipr 4-PPier 1-L Pier 1-R Pier 2-L Pier 2-R 7/76 7/16 8dcommon 8dcommon 7h6 7/76 8d common 8d common 7/16 7/16 8d common 8d common 7/16 7/76 8dcommon 8dcommon r73 247 1.60E+06 10.00 16.s 83,s00 6 123 0.0078 3.t7 3070 n ncg r73 247 1.60E+06 7.00 16.5 83,s00 6 723 0.0078 3.r7 3070 o ogR 260 372 1.60E+06 7.00 16.5 83,s00 3 93 0.0033 3.75 5775 n o6a 260 372 1.50E+06 7.00 15.5 83,500 3 93 0.0033 3.75 5715 o n64 306 437 1.50E+06 7.OO 15.5 83,500 6 214 o.0437 2.OO 5775 o n64 306 437 1.60E+06 7.00 16.s 83,500 6 278 o.0437 2.00 5715 o o6d 274 3r2 1.60E+06 10.00 16.5 83,500 6 156 0.0158 3070 o ogR 274 372 1.60E+06 7.00 16.5 83,s00 6 156 0.01s8 3070 o oac ,l Term 1 Term 2 Term 3 Term 4 HD-1 Term 1 Term 2 Term 3 Term 4 HD-? o.o24 0.030 0.0s9 0.223 0.008 o.o2r 0.041 0.110 Sur 0.335 Sum 0.I79 Pier 2lleftl Pier 2 {risht) Term 1 Bendins Term 2 Shear Term 3 Fastener Term 4 HD-1 Term 1 Bendins Term 2 shear Term 3 Fastener Term 4 HD-2 0.010 0.031 o.o77 0.054 0.010 0.031 o.or7 o.054 Term 1 0.113 Term 2 Shear Term 3 Fastener Term 4 HD-1 Term 1 Sum 0.113 Term 2 shear Term 3 Fastener Term 4 HD.2 0.023 0.037 0.229 0.720 0.023 0.o37 o.229 o.720 5um 0.408 Sur 0.408 Pier 4 {left}Pier 4 lriphtl Term 1 Bendins Term 2 Shear Term 3 Term 4 HD-1 Term 1 Bendins Term 2 Shear Term 3 Fastener Term 4 HD-) 0.014 o.026 0.083 0.195 0.042 0.037 0.119 0.397 Sum 0.318 Sur 0.595 Total Defl. 0.309 0.0103 (in.) htnieao -fr,,NcNacDFnwM^ccuilw.attotgxot<rDwD.iNtfMM-wctrm.ffittEtw@Btuattt<tNturan't-tEtwfrtrD lnformation Desisner: JDM Cllent: Proiect; ChaDmanResidence Wall Line: Gridlihe A uoDer Level Three-Term Equation Deflection check 8vh3 vh hA^,\ =-+-+J"!w EAb'1000q b (4.3-1) Sheathing: Nail: h: A; Ga: b: (psi) (ft) (in.') HD Capacity: HD Defl: Check Total Deflection of Wall Term 1 Term 2 Term 3 Term 1 Term 2 sherr Term 3 0.o24 0.16s o.223 0_008 0.115 0.110 Sum o.472 Sur 0.233 Pier 2 (left) Term 1 Bendins Term 2 Shear Term 3 Fastener Term 1 Bendins Term 2 5hear Term 3 Fastener 0.010 0.773 0.054 0.010 o.773 0.054 Sum 0.238 Sum o.234 Term 1 Bendins Term 2 Shear Term 3 Fastener Term 1 Bendins Term 2 Term 3 0.023 0.204 o.720 0.023 0.204 0.120 Sum o.346 Sum 0.345 Pier 4 lleft)Pier 4 {riehtl Term 1 Bendinp Term 2 shear Term 3 Fastener Term 1 Bendine Term 2 Shear Term 3 Fastener o.or4 0.146 0.195 0.042 o.208 0.397 5um 0.355 5um o.647 Pier 1-l Pier 1-R Pier 2-l Pier 2-R Pier 3-L Pier 3-R Pier 4-L Pier 4-R 7176 7176 8d common 8d common 7/76 7/76 8d common 8d common 7/76 7/76 8d common 8d common 7/76 7/76 8d common 8d common 260 372 1.60E+06 7.00 16.s 15 3.75 5775 n n6a 260 372 1.60E+05 7.O0 16.5 15 3.75 5715 o n64 7.00 16.s 15 z.oo 5715 o 064 7.00 16.5 15 2.00 5775 o.054 305 306 437 437 1.60E+06 1.60E+05 278 3r2 1.60E+06 10.00 16.5 15 2.25 3070 0.o88 7.00 16.5 15 2.25 3070 o.o88 278 3L2 1.60E+05 173 247 1.60E+05 10.00 16.5 15 3.71 3070 0.088 r73 247 1.60E+06 7.00 16.s 15 3.77 3070 0.088 Total Defl. 0.352 o.o7u Comment: The 3-term equation is calibrate APA BtntEAD^ - Bt ENA lffi . Art bEHrs bt<lc6h.t$9 aMbz @ttrtu- ilSrDDrtw N arEFD ilaE ft turC 'tt-tEiwfrreD tuBAa FJ&EailV lnformation Designer: JDM Date:11-Jul-23 Prcjectr ChapmanResidence Wall Line: Gridline C Main Level r*,,ut) Shear Wall Calculation Variables Opening 2 ha2 5.00ft ho2 2-OOft hb2 8.00 ft,orl.-frffi| 592 lbf Opening 3 ha3 5.00 ft ho3 2.00 ft hb3 8.00 ft,o.fI@ P1=ho1/11= P2=ho2/L2= P3=ho3/t3= P4=ho3/L4= 6. Unit shear beside opening o.67 0.50 0.50 0.50 N/A N/A hwatt 27.00 lt 1. Hold-down forces: H = Vh*"/L*"1 2, Unit shear above + below opening First opening: va1 = vbl = H/(ha1+hb1l = Second opening: va2 = vb2 = H/(ha2+hb2) = Third opening: va3 = vb3 = H/(ha3+hb3) = plf plf plf 46 46 46 v1 = (v/LxL1+r1)/11 = v2 = (v /Lllrz+12+r3l/12 = V3 = (V/LXT4+L3+T5)/13 = v4 = lv/Ll('t6+L4l/14 = Check V1* L1+V2* L2+V3* L3+V4* t4=V? 7. Resistance to corner 62 plf 82 plf 19 plf s9 plf 1065 tbf oK 3. Total boundary force above + below openings First opening: 01 = va1 x (Lo1) = Second opening: OZ = va2 x (Lo2) = Third opening: 03 = va3 x (Lo3) = 182 lbf 182 lbf 182 lbf R1 = V1*11 = R2 = V2*L2 = R3 = V3*13 = R4 = V4rL4 = 186 lbf 327 lbf 316 lbf 237 lbf4. Corner forces F1 = o1(11)/(11+12) = F2 = O7(L2l/[7+L2l = F3 = O2(L2l/[2+L3l = F4 = 02(13)/(12+13) = Fs = 03(13)/(13+14) = F6 = 03(r4)/(L3+14) = 78 tbf 104 lbf 91 tbf 91 tbf 91 tbf 91 tbf 8. Difference corner force + resistance R1-F1 = R2-F2-F3 = R3-F4-F5 = R4-F6 = 108 lbf 732lbt 134 lbf 146 lbf 5. Tributary lensth of openings 9, Unit shear in corner zones 11 = (11*Lo1)/(11+t2) = 12 = (12*Lo7l/[r+Ql = T3 = (12*Lo2)/(12+13) = T4 = (13*Lo2)/(12+L3l = Ts = (13*Lo3)/(13+14) = 16 = (14*Lo3)/(13+14) = l.7tlr 2.29 fr 2.00 ft 2.00 ft 2.00 ft 2.00 ft vc1 = (R1-F1)/11 = vcz = lR2-F2-F3l/L2 = vc3 = (R3-F4-t5)/13 = vc4 = (R4-F6)/14 = 36 33 33 36 plf plf plf plf 1066 thl 3.00 fi a60fi 4.00 ft aoofl APA Arntlao^ -Dt rMtNEEDtD wffi^ccM^fw. att DEH'I Dtaroaa.tovfM wttrtu- MrDbrtw. NA|HED tiacN Nl| 6't-tyaru B*F tuNAa tt&trgv Prcject lnformation code:Dater 11Jul-23 Desisner: JDM Client: Proiect: ChapmanResidence Wall Line: Gridline C Main Level v llb) H(rbl check Req. Sheathing Capacity Req. Strap Req. HD Force ofShear Values for Three A-Term 4-Term Story Drift 3-Term Detlectlon 3-Term Story Drift See Page 3 See Page 4 = .E! Line 1: vc1(ha1+hb1)+V1(ho1)=H? Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0? Line 3: vc2(ha1+hb1)+V2(ho1)-va1(ha1+hb1)=0? 4 u a2(haz+hbz)-v 2(ho2)-vc2(ha2+hb2)=0? 5: va2(ha2+hbZ)-vc3(ha2+hb2)-V3(ho2)=0? 6: va3(ha3+hb3)-V3(h03)-vc3(ha3+hb3)=0? 7: va3(ha3+hb3)-vc4(ha3+hb3)-V4(ho3)=0? 468 468 164 764 434 158 474 474 592 429 592 592 592 592 724 724 592 429 158 434 118 118 592 lbf 0 0 0 0 0 0 s92 lbf8:? 82 olf 0.079 in.0.125 in. 104 lbf 0.oo2%0.003% 592 lbf APA Billa ^ot -DR RMWTCDFD WMACaNAW. Att DtArS otaFEW^.tav rANNr-. WEArtu ffitDDtlW tu AWaS il<t ft flta ilNEAM nf*D Prcject lnformation code:Date:11-Jul-23 DesiEner: JDM Client: Proiect: ChaDmanResidence Wall Line: Gridline C Main Level shear wall Deflection calculation Variables osB 7116 APA Rated Sheathins NailType:l Sdcommon l(pennyweight) Material Category Grade Nail Spacing: HD Capacity: HD Deflection:Override Overide Stud A Override: ,l t) Four-Term Equation Deflection Check o=m+orla+o.zstre"+4f;(Equation 23-2) h: Gt: Spacing:Nail e: b: HD Capacity: HD Defl: Check Total Deflection of Wall 6 6 ?0703070 o oa8 O ORR Pipr 1-l Piar 1-R PiFt )-l PiFr ?-R Pier 1-l Pier ?-R Pier 4-l Pier 4-R 7/76 7/76 8d common 8d common 7/76 7/16 8dcommon Sdcommon 7/16 7/76 Sdcommon Sdcommon 7/76 7/76 8dcommon 8dcommon 62 89 1.60E+06 7.00 16.5 83,500 6 44 0.0004 3.00 3070 o oRc 62 89 1.60E+06 15.00 16.5 83,500 5 44 0.0004 3.00 3070 n ogc 82 777 1.60E+06 7.O0 16.5 83,500 3 0.0001 4.00 5775 o o6a 82 771 1.60E+06 7.00 16.5 83,500 3 29 0.0001 4.00 5775 o 064 79 113 1.60E+06 7.OO 16.5 83,s00 6 56 0.0007 4.00 5775 o 064 79 r73 1.60E+05 7.OO 16.5 83,500 6 56 0.0007 4.00 5715 o 064 59 85 1.60E+06 15.00 16.5 83,500 6 42 0.0003 4.00 3070 o ogR 59 85 1.60E+05 7.OO 16.5 83,500 6 42 0.0003 4.00 3070 o oag ,) Term I Term 2 Term 3 Term 4 HD-'1 Term 1 Term 2 Term 3 Term 4 HD-' 0.030 0.o16 0.004 0.191 0.003 0.007 0.002 0.041 Sur o.24r Sum 0.054 PiFr )rirhtlPier 2 (left) Term 1 Bendins Term 2 shear Term 3 Fastener Term 4 HD-1 Term 1 Bendins Term 2 Shear Term 3 Fastener Term 4 HD.2 0.003 0.010 0.001 0.016 0.003 0.010 0.001 0.016 Term 1 0.029 Term 2 Shear Term 3 Fastener Term 4 HD-1 Term 1 0.029 Term 2 shear Term 3 Fastener Term 4 HD,2 0.003 0.009 0.004 0.015 0.003 0.009 0.004 0.015 Sum 0_032 Sur 0-032 Pier 4 lleftl Pier 4 (riphtl Term 1 Bendins Term 2 Shear Term 3 Fastener Term 4 HD.1 Term 1 Bendins Term 2 shear Term 3 Fastener Term 4 HD-2 o.oo2 o.oo7 0.002 0.030 o.o22 0.015 0.003 0.136 Sum 0.041 Sur o.177 lotal Defl. 0.019 0.0018 a..r-itt.n...tr,7.. Aruit AD -frt FMtprEE BwffiAEaMilW. Att DtrEra OtarOWD.^Nt lMDa, ffiEttffi MtDDtlW NA|UE tl<E N Wta DDEdW hJ*DtMDAt F @taey Prolect lnformation code:Datei 11-Jul-23 Desisner: JDM Client: Proiect: ChapmanResidence Wall Line: Gridline C Main Level Three-Term Equation Deflection check so=ffi*hA- + *b-:8vh3 vh Sheathing: (4.3-1) Check Total Deflection of Wall Pier 1 lriehtl Term 1 BendinB Term 2 Shear Term 3 Term 1 Bendins Term 2 Shear Term 3 Fastener 0.030 0.089 0.191 0-003 0.041 0.041 Sum 0.309 Sum 0.086 Term 1 Bendins Term 2 Shear Term 3 Fastener Term 1 Bendina Term 2 shear Term 3 Fastener 0.003 0.055 0.016 0.003 0.055 0.016 o.o74 Sum 0.o74 Pier 3 lleftl Pier 3 lrishtl Term 1 Term 2 Term 3 Term 1 Term 2 Term 3 0.003 0.0s3 0.015 0.003 0.053 0.015 Sum 0.071 Sum 0.o71 Pier 4 (leftl Pier 4 (rishtl Term 1 Bendine Term 2 shear Term 3 Fastener Term 1 Bendins Term 2 shear Term 3 Fastener 0.002 0.039 0.030 o.022 0.08s 0.136 o.o7r Sum o.241 (ft) (in.') (kips/in.) (ft) HD HD Pier 1-L Pier 1-R Pier 2-L Pier 2-R Pier 3-L Pier 3-R Pier 4-L Pier 4-R 7/!6 7/16 8dcommon Sdcommon 7/16 7/76 8d common 8d common 7/76 7/76 8d common 8d common 7/76 7h6 8dcommon Sdcommon 62 89 1.60E+06 15.00 15.5 3.00 3070 o o88 1.60E+06 7.OO 16.s 15 3.00 3070 o o8a 62 89 a2 777 1.60E+06 7.OO 16.5 15 4.00 5715 0 064 7.OO 16.5 15 4.00 5715 o.0.64 82 777 1.60E+06 7.00 16.5 15 4.00 5715 o.064 79 113 1.60E+06 7.00 16.5 15 4.00 5775 0-064 79 113 1.60E+06 15.00 15.5 15 4.00 3070 0.088 7.OO 16.5 15 4.00 3070 0-088 59 85 59 85 1.60E+06 1.50E+05 Total Defl. 0.L25 0.0028 to 4-term equation at 1.4*ASD capacitv. Ahat^o^-frt fNtwFuFDwffiaccNuru -att Dt9fa ot<rDSD.tbtMa ffittfm nSrDE tw. tu^r,tbttvN flta ttNittuDIBD Appendix B Harrington Beam Accessory Kits +F HARRIilGTON i.:i".::i I i:{l t,i {1,:}f,t f: }.1 $ li j...1*.;!r*+ -* .Ct :: a '-"ta t lt F I tt* 3- Underhung Beam Accessory /(lf *.\ t , a 1+t,it t I -r* * a Top Running Beam Accessary l<il HARBI]tleTOX dl f{ i\ F} L. r; 6 p6 p {3 }r L !d'r g HPC 5OO - CONVI.RIIBLF PUSH TNO TNUCX -- SPECIFICATIONS ANO DIMFNSIONS T' Flsn0B or frall Hoail t|,ldrh (ln) cap. (Tonc) mar. Spen (tu End Trilok Producl Coda Top f,unnln! Undor- hlng 0" (lnl il|" End Truck Framt t{tdth (lnl il Bunwry Clr. uno lo oulel Edgt OI ET (ln) 0 ll,ft$l Trcrd Dir. (iil) x wtdth Scyond Sprn (inl v Urhoal Runnh0 Surlec6 to 8rld0t Eoem linl n Wheel f,rnrlng Srrlace to Bridgo Boim {lnl tnd Trurl Wolllrl (tbr/pd T+ 7.31t2HPE5()5 3,12 4.3 1.2 156 1 HPc510 3-6 4.00 5.3 1.2 214 2 HPC520 3.3-8 I + 4-314 T+8.3 Mtz241.5-6 4.88 10 1i8 - It? 5.9 1,1 278 'tonsull &tstaner se,rqe fu Nidlhs or lbnges ilealv llr'n 6 fi(fes "fomla shotfi b lo. S Derni & l56f r.r,i- add lil inct l0r W beants dGd t*langulat Nr" s A A o --aH SECTION A.A HPC 5O0 Top Running End Trucks Dimensions in ifiches HPC 500 Underhung End Trucks Drmensrbns in inches T o A I o I o o o o a9 aaaa a T I "I --.{ mffifimt Brtdge Beqm Selectlon Chcrts 3 SERITS 3 --SIt\GLI GIRDI-B BEAM SIZFS Bildga tffim rlrlng 18 besod oil Hrrrlnllon Fr0ducls'wallhtt t[d l[!ldr Nota: Mow caps at9 span less ll't lqt ovstall hltgih. C.piclty (Tort) 10iI321t2 Span {frl trrlmum Allowablb Wtgx?1 W21x93S12x40.8S10x25.4 Sl2xgl.8SBx18.4Sgx18.410 W18x106$13x50 W21x83S12x40.8S10x25,4SBx18.4 SBx18.415 W18xlt9W21x93S15x42.9 S15x42,9 C8x11.5S12x3t.S9t0x25.420SBx1g.4 W24x10g C12x201W24x103S15x42,9 CBx11.5 S15x42.9 C10x15.3 S12x31.0 C8x11.S510x25.4 S10x25.425 W24x103 W27x129S15x42.9 C10x.l5.3 w16x77S15x42.9S12x31.8S10x25.430 W30x148W21x83W27x114W1gx67315x42,9 s15x42-g CBx1l.5512x31,835 w27x129 C15x33.9W18x71W21x8e W27x114 C1?r20.7W18x60S15x42.9 C8x11.5S15x42.940 W30x148 C15x33,9We4xs4W27xlt4 C.l5x33.9Wl8x76Wl8x71S15x42.9 CBx11,5 Wl8x5745 W30x124 C15x43.9 W30xt48 C15x33.9W2tx83W27x102Wl8x76W18x6050W16x40 W30x14E C15x33.9W27x114W30xl32 C15x33,9Wltx83W24x94W16x67W16x5755 W33xt41 C15x33.9 W39x169 C15x33,9W27x114W30xl16 C 15x33.9W21x93W16x67Wl8x7660 o tiFc0MMtNIlIl] BBlll(it utAlvls lt-tcItllI lltllslilP0 Brldga bram rlrlng ls b!r.d 0[ HrtrlnglDn ploducll'wllghll lnd rprldl 1. lncludrs 10% 6lloran00lot EltEttlc H0hl lold lt0lor' 2, 8.r0ll 0n llrrrlnOlon'l rltclll0 rhrln holsi pfodllcl' 8, Fot rF0[r 110!10] lhtn 10 lt, bli00r bllforn 0nd ltuah rnd bild9c bsam are tlconmlnd!d' Cspaclty {Ionr) tlrrlmum Allowrblo 80sn (lt) 't0 16 20 24 1t2 SBx18.4 S8x18.4 S8x10.4 St0rd5.4 1 SBxt8.4 S8x18,4 $.|0x25.4 S10x?5,4 2 S10x25,4 S10x25.4 S12x31.8 S12x31,8 C8x1 l.5 UIFORTEWEB MEMBER REPORT Roof/Floor Framing, Header #3 2 piece(s) L 314" x9 LJ2" 2.OE Microllam@ LVt Overall Length:4'3" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. . Deflection criteria: LL (L/360) and TL (L/240). . A 4.7olo decrease in the moment capacity has been added to account for hteral stability. 00 PASSED System : Wall MemberType : Header Building Use : Residential Building Code : IBC 2018 Deslgn Methodology : ASD E Desiqn Results Actual @ Loc.tion Allowed Result LDF Load : Combination (Pattern) Member Reaction (lbs)1816 @ 0 3938 (1.50")Passed (46%)1.0D+1.0S(AllSpans) Shear (lbs)1033 @ 11'7265 Passed (14%)1.15 1.0D+1.0S(AllSDans) Moment (Ft-lbs)1930 @ 2'1 1/2'12908 Passed (15%)1.15 1.0D+1.0S(All Spans) Live Load Defl. (in)0.0rs@2'tt/2"0.142 Passed (L/999+)1.0D+1.0S(All Spans) Total Load Defl. (in)0.019@2',tu2'o.213 Passed (L/999+)1.0D+1.0S(AllSpans) Supports Bearing Length Loads to Supports (lbs) AccessoilesTotalAvailableRequiredDeadRoof Live Snow Factored 1-Trimmer-DF 1.50'1.50'1.50"435 553 1381 1816 None 2-Trimmer-DF 1.5o',1.50'1.50"435 553 1381 1816 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)End Bearing Points Bottom Edge (Lu)End Bearing Points Veftical Loads Loca$on Tributary Width Dead (0.e0) Roof Live (non-snowi 1.25) Snow (1.r5)Comments 0 - Self Weight (PLF)0to4'3'N/A oa 1 - Uniform (PLF)0to4'3"N/A 195.0 260.0 650.0 Default Load Weyerhaeuser Notes and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to wwwweyerhaeuser.com/woodproducts/dtrument-library. The product application, input dsign loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Softwale Operator fob Notes 711212023 7:00:39 PM UTC FofteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1n gIFORTEWEB MEMBER REPORT Roof/Floor Framing, Header #4 1 piece(s) Lgl4" x9ll2" 2.0E Microllam@ LVL Overall Length; 5' 3" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 00 PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD q, E . Deflection criteria: LL (V360) and TL (L/240). . A 190/0 decrease in the moment capacity has been added to account for lateral stability. Supports Bearing Length Loads to supports (lbs) AccegsoriesTotalAvailableRequiredDeadFloor Live Roof Live Snow Factored 1-Trimmer-DF 1.50'1.50"1.50'425 105 158 394 819 None 2-Trimmer-DF 1.50'1.50'1.50'425 105 158 394 819 None Lateral Bracing Bracing Inten als Comments Top Edge (Lu)End Bearing Points Bottom Edge (Lu)End Bearing Points Design Results Actual @ Location Allowed Result LDF Load : Combinauon (Pattern) Member Reaction (lbs)819@0 1969 (1.s0')Passed (42olo)1.0D+1.0S(AllSpans) Shear (lbs)533 @ 11'3633 Passed (15olo)1.15 1.0D+1.0S(AllSpans) Moment (Ft-lbs)L074 @ 2'7 tl2^5481 Passed (20%)1.15 1.0D+1.0S(AllSpans) Live Load Defl. (in)0.t75 Passed (L/999+)1.0D+ 1.0S(All Spans) Total Load Defl. (in)0.029 @ 2'7 r/2"o.262 Passed (L/999+)1.0D+ 1.0S(All Spans) Vertical Loads Location Tributary Width Dead (o.e0) Floor Liv€ (1.00) Roof Live (non-snow:1,25) Snow (1.15)Comments 0 - Sef Weight (PLF)0 to 5'3"4.8 I - Uniform (PLF)0 to 5'3'N/A 157.0 40.0 60.0 150.0 Default Load Weverhaeuser Notes and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator FodeWEB Software Operator fob Notes 7 1 t212023 7 ;01:14 PM UTc ForteWEB v3.6, Engine: V8.3.0.43, Data: V8,1.4.1n gIFORTEWEB MEMBER REPORT Roof/Floor Framing, Header #5 2 piece(s) L3l4" x9 tJ2" 2.OE Microllam@ wL Overall Length: 10'9' 10'l" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. . Deflection criteria: LL (U360) and TL (L/240). . A 24.9olo decrease in the moment capacity has been added to account for lateral stability. 00 PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD n Desiqn Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)L702 @ t 1.12'787s (3.00")Passed (22olo)1.0D+1.0S(AllSpans) Shear (lbs)t372 @ t' rlz',7265 Passed (19olo)1.15 1.0D+1.0S(AllSpans) Moment (Ft-lbs)4364 @ s'4 U2"tot73 Passed (43%)1.15 1.0D+ 1.0S(All Spans) Live Load Defl. (in)0.089 @ s'4 u2"0.350 Passed (L/999+)1.0D+ 1.0S(All Spans) Total Load Defl. (in)0.188@5'4u2"0.525 Passed (L/669)1.0D+ l.0S(All Spans) Suppofts Bearing Length Loads to supPorts (lbs) A@essoriesTotalAvailableRequir€d Dead Floor Live Roof Live Snow Factored 1-Trlmmer-DF 3.00'3.00"1.50',896 2r5 323 806 7702 None 2-Trimmer-DF 3.00"3.00'1.50'896 2t5 323 806 1702 None Lateral Bracing Bracing Interuals Comments Top Edge (Lu)End Bearing Points Bottom Edge (Lu)End Bearing Points Veftical Loads Locauon Tributary Width Dead (o.9o) Floor Live (1.00) Roof Live (non-snow; 1,25) Snow (1.1s)Comments 0 - Self Weight (PLF)0 to 10' 9"9.7 1 - Uniform (PLF)0 to 10'9'N/A 157.0 40,0 60.0 150.0 Default Load Weverhaeuser Notes and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Softruare Operator lob Notes 711212023 7:05:79 PM UTC FofteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1A ZIFORTEWEB MEMBER REPORT Roof/Floor Framing, Header #6 2 piece(s) Lgl4" xg U2" 2.OE Microllam@ LVL S.rerall Length: 5'6 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. . Deflection criteria: LL (U360) and rL(L1240). . Allowed moment does not reflect the adjustment for the beam stability factor Supports B€aring Length Loads to suPPorts (lbs) AccessoriesTotalAvailableRequiredDeadFloor Live Snow Factored 1-Trimmer-DF 3.00'3.00'1.50'793 1100 1489 2735 None 2-Trimmer-DF 3.00"3.00'1.50"872 1100 1923 3139 None Lateral Bracang Sracing Inteilals Comments Top Edge (Lu)5'6" o/c Bottom Edge (Lu)5'6" olc .Maximum allowable bracing intervals based on applied load. Vertical Loads Loation Tributary Width Dead (0.e0) Floor Liv€ (1.o0) Snow (1,15)Comments 0 - Sef Weight (PLF)0to5'6'N/A 9.7 1 - Uniform (PLF)0to5'6'N/A 120.0 400.0 Default Load 2 - Point (lb)2'N/A 526 1706 3 - Point (lb)4',z',N/A 426 t706 00 PASSED System : Wall Member Type : Header Building Use : Residential Building Code : lBC 2018 Deslgn Methodology : ASD q' Design Results Actual @ Location Allowed Rsult LDF Loadr Combination (Pattern) Member Reaction (lbs)3t39@s'4tlz',787s (3.00")Passed (40olo)1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)2692@4'sUT',7265 Passed (37olo)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)4278 @ z',1 15i16'13541 Passed (32olo)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.041 @ 2'9 tl8',0.175 Passed (L/999+)1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.0s7 @ 2'9 t/t6'0.262 Passed (L/999+)1.0 D + 0.75 L + 0.75 S (All Spans) Weverhaeuser Notes and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to ww.weyerhaeuser.com/woodproducts/document-library. The product application, lnput design loads, dimensions and support information have been provided by ForteWEB Sofhvare Operator ForteWEB Sofftware Operator Job Notes 711212023 7'.78:07 PM UTC FofteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1n UIFORTEWEB MEMBER REPORT Roof/Floor Framing, Header #7 2 piece(s) L 314" xg LJ2" 2.OE Microllam@ LVL Overall lBng1ft; .1' 3' PASSED System : Wall Member Type : Header Building Use ; Residential Building Code : IBC 2018 Design Methodology : ASD U0 4'v 4 a 4 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal . Deflection criteria: LL (V360) and TL (L/2a0). . A 4.7olo decrease in the moment capacity has been added to account for lateral stability. Suppofts Eearing Length Loads to Suppo.ts (lbs) AccsoriesTotalAvailableRequiredDeadRoof Live Snow Factored 1-Trimmer-DF 1.50"1.50"1.50'435 553 1381 1816 None 2-Trimmer-DF 1.50"1.50"1.50"435 553 1381 1816 None Lateral Bracing Bracing Interuals Comments Top Edge (Lu)End Bearing Points Bottom Edge (Lu)End Bearing Points Desiqn Results Actual @ Location Allowed R€sult LDF Load: Combination (Pattem) Member Reaction (lbs)1816 @ 0 3938 (1.s0')Passed (46%)1.0D+ 1.0S(All Spans) Shear (lbs)1033 @ 11'7265 Passed (14%)1.15 1.0D+1.0S(AllSpans) Moment (Ft-lbs)1930@2'11l2"12908 Passed (15%)1.15 1.0D+1.0S(AllSpans) Live Load Defl. (in)0.015 @ 2' 1u2"0.t42 Passed (L/999+)1.0D+1.0S(All Spans) Total Load Defl. (in)0.019 @ 2' 1u2"0.213 Passed (L/999+)1.0D+1.0S(All Spans) Vertical Loads Location Tributary Width Dead (0.e0) Roof Live (non-snowr 1,25) Snow (1.rs)Comments 0 - Setf Weisht (PLF)0to4'3"9.7 1 - Uniform (PLF)0to4'3"N/A 195.0 260.0 650.0 Default Load Weverhaeuser Notes and/or tested in accordance with applicable ASTM slandards. For €urrent code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 711212023 7:19'.36 PM UTc ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1A gIFORTEWEB MEMBER REPORT Roof/Floor Framing, Header #8 2 piece(s) L 314" x9 ll2" 2.0E Microllam@ LVL O,'erall Length; 5' J" PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Deslgn Methodology : ASD 0I ,5', E 4 E All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. . Deflection criteria: LL (V360) and TL (L/240). . Allowed moment does not reflect the adjustment for the beam stability factor Suppofts Eearing L€ngth Loads to supports (lbs) Accessories?otal Available Required Dead Floor Live Snow Factored 1-Trimmer-DF 1.50"1.50'1.50"1318 1050 2207 3761 None 2-Trimmer-DF 1.50"1.50"1.50"994 1050 1205 2685 None Lateral Bracing Bracing Int€rvals Comments Top Edge (Lu)5' 3" o/c Bottom Edge (Lu)5' 3" o/c .Maximum allowable bracing interuals based on applied load. Vedical Loads Location Tributary Widgr Dead (o.eo) Floor Live (1,o0) Snow (1.15)Comments 0 - Self Weight (PLF)0 to 5'3"N/A 9.7 1 - Uniform (PLF)0to5'3"N/A 220.0 400.0 Defautt Load 2 - Point (lb)Lo t/z'553 1706 3 - Point (lb)2' 10'N/A 5s3 1706 Desiqn Results Actual @ Location Allowed Resqlt LDF Load: Combination (Pattern) Member Reaction (lbs)3761 @ 0 3938 (1.50')Passed (960/o)1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)3196 @ 11"7265 Passed (zl4olo)1.15 1.0D+1.0S(All Spans) Moment (Ft-lbs)4942 @ 2' 70"13541 Passed (360lo)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.041 @ 2' 6718"o.175 Passed (L/999+)1,0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.063@z',6rs/r6"0.262 Passed (L/999+)1.0 D + 0.75 L + 0.75 S (All Spans) Weverhaeuser Notes and/or tested in accordance with applicable ASTM slandards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 711212023 7;27:40 PM UTc ForteWEB v3.6, Engine: VB.3.0.43, Data: V8.1.4.1n gIFORTEWEB MEMBER REPORT Roof/Floor Framing, Header #9 2 piece(s) L314" x9ll2" 2.OE Microllam@ LVL Overall Length: 10' 9'' 10'3" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 00 PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 201B Design Methodology : ASD . Deflection criteria: LL (L/360) and TL (V240). . Allowed moment does not reflect the adjustment for the beam stability factor Suppofts Eearing Length Loads to Supports (lbs) Aft6sori6TotalAvailableRequiredDeadFloor Live Roof Live Snow Factored 1-Trimmer-DF 3.00'3.00"1.50"896 215 323 806 1702 None 2-Trimmer-DF 3.00'3.00'1.50"896 215 323 806 7702 None Lateral Bracing Eracing Interuals Comments Top Edge (Lu)10' 9" o/c Bottom Edge (Lu)l0'9" olc .Maximum allowable bracing interuals based on applied load. Desion Results Actual @ Location Allowed R6ult LDF Load: Combination (Pattern) Member Reaction (lbs)r7o2 @ | u2"787s (3.00")Passed (22olo)1.0D+1.0S(AllSpans) Shear (lbs)L372 @ r' U2"7265 Passed (19olo)1.15 1.0D+1.0S(All Spans) Moment (Ft-lbs)4364@s'4r12"t3541 Passed (320lo)1.15 1.0D+1.0S(All Spans) Live Load Defl. (in)0.089 @ s'4 1/2"0.350 Passed (L/999+)1.0D+1.0S(AllSpans) Total Load Defl. (in)0.188 @ s'4r/2"0.525 Passed (L/669)1,0D+ 1.0S(All Spans) Vertical Loads Location Tributary Widti D€ad (0,90) Floor Live (1.o0) Roof Live (non-snow: 1.25) Snow (1.1s)Comments 0 - Self weight (PLF)0 to 10' 9"N/A 9.7 1 - Uniform (PLF)0 to 10'9"N/A 157.0 40.0 60.0 150.0 Default Load Weyerhaeuser Notes and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 711212023 7:24:14 PM UTC FofteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1A UIFORTEWEB MEMBER REPORT Roof/Floor Framing, Floor Joist #1 1 piece(s) 14" TJI@ 210 @ 16" OC Overall Length: !0' 1 1 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. . Deflection criteria: LL (U480) and TL (L/240). . Allowed moment does not reflect the adjustment for the beam stability factor. . A structural analysis of the deck has not been performed. . Deflection analysis is based on composite action with a single layer of7l8", 1" Panel (32" Span Rating) that is glued and nailed down. . Additional considerations for the TJ-Pro'" Rating include: 5/8" Gypsum ceiling, bridging or blocking at max. 8' o.c., Perpendicular Partitions. to carry .TJI joists are only analyzed using Maximum Allowable bracing solutions. .Maximum allowable bracing intervals based on applied load. Vertical Load Locauon Spacing Dead (0,90) Floor Liv€ (1.O0)Comments 1 - Uniform (PSF)0 to 20' 11"16'12.0 40.0 Default Load U0 E t0' PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Desisn Results Actual @ Locatlon Allowed Result I-DF Load : Combination (Pattern) Member Reaction (lbs)7r8 @ 4 L/2"1460 (3.s0")Passed (49%)1.00 1.0D+1.01(AllSpans) Shear (lbs)693 @ s Uz',7945 Passed (36%)r.00 1.0D+1.01(AllSpans) Moment (Ft-lbs)3s2s @ 10's 1/2"4490 Passed (79%)1.00 1.0D+1.01(AllSpans) Live Load Defl. (in)0.382 @ tO's 112"0.504 Passed (L/634)1.0D+1.01(AllSpans) Total Load Defl. (in)0.496@t0'su2"1.008 Passed (L/488)1.0D+ 1.0 1(All Spans) TJ-Pro'" Ratinq 53 40 Passed Suppofts Bearing Length Loads to Supports (lbs) AccessorlegTotalAvailableRequiredDeadFlmr Live Factored 1 - Stud wall - DF 5.50'4.25'.7.79',t67 558 725 1 1/4" Rim Board 2 - Stud wall - DF 5.50',4.25',1.75"767 558 725 1 1/4" Rim Board Lateral Bracing Bracinq Intervals Comments Top Edge (Lu)4'2" olc Bottom Edge (Lu)20'9" olc Weyerhaeuser Notes and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to ww.weyerhaeuser.com/woodproducts/document-libra ry. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator fob Not€s 711212023 7:27:57 PM UTC FofteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1n gIFORTEWEE MEMBER REPORT Roof/Floor Framing, Floor Joist #2 1 piece(s) 14" TJI@ 21O @ 16" OC Overall Length: l0' 1 l" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal . Deflection criteria: LL (V480) and TL (L/240). . Allowed moment does not reflect the adjustment for the beam stability factor. . A structural analysis of the deck has not been pedormed. . Deflection analysis is based on composite action with a single layer of 718", 1" Panel (32" span Rating) that is glued and nailed down. . Additional considerations for the TJ-Pro" Rating include: 5/8" Gypsum ceiling, bridging or blocking at max. 8' o.c., Perpendicular Partitions. carry applied directly above it, bypassing the member being . At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger . I See Connector grid below for additional information and/or requirements. . 2 Required Bearing Length / Required Bearing Length with Web Stiffeners Lateral Bracing Eracing Intewals Comments Top Edge (Lu)4'3" olc Bottom Edge (Lu)20'4'olc .TJI joists are only analyzed using Maximum Allowable bracing solutlons. .Maximum allowable bracing interuals based on applied load. 00 PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 20 n Design Results Actual @ Location Allowed Result LDF Loadr Combination (Pattem) Member Reaction (lbs)696 @ 20's 1/2"1005 (1.75)Passed (690lo)1.00 1.0D+1.01(AllSpans) Shear (lbs)696@20's1/2"1945 Passed (36%)1.00 1.0D+1.01(AllSpans) Moment (Ft-lbs)3496 @ 10'5"4490 Passed (78olo)1.00 1.0D+1.01(AllSpans) Live Load Defl. (in)0.376 @ 10'5"0.502 Passed (L/642)1.0D+1.01(AllSpans) Total Load Defl. (in)0.488 @ 10'5"1.004 Passed (L/493)l.0D+1.01(AllSpans) TJ-ProrM Ratinq 53 40 Passed Supports Bearing Length Loads to Supports (lbs) AccessotlesTotalAvailableRcquiredDeadFloor Live Factored 1 - Stud wall - DF 5.50'4.25',7.75"167 556 722 1 1/4" Rim Board 2 - Hanger on 14" GLB beam 5.50"Hangerl 1.75" I - z 168 560 724 See note 1 Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fastene6 Member Fasteners Accessories 2 - Face Mount Hanger IU52.06/9.5 2.00'N/A B-10dx1.5 2-1odx1.5 Web Stiffeners . Refer to manufacturer notes and instructions for proper installation and use of all connectors. Veftical Load Location Spacing Dead (0.e0) Floor Live (1,o0)Comments 1 - Uniform (PSF)0 to 20' 11"16'12.o 40.0 Default Load Weverhaeuser Notes and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducLs/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator FortewEB Softwale Operator Job Not€s 71t212023 7"28"20 PM UTC FofteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 flIFORTEWEB 0I MEMBER REPORT Roof/Floor Framing, Deck Joists 1 piece(s) 4xL2DF No.2 @ 24" OC Overall Lengthr 17' 1 1' 1't PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD f) t B All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal . Deflection criteria: LL (V480) and TL (L/240). . Overhang deflection criteria: tL (2U480) and TL (211240). . Left cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered. . Allowed moment does not reflect the adjustment for the beam stability factor. . A 15olo increase in the moment capacity has been added to account for repetitive member usage. . Applicable calculations are based on NDS. . No composite action between deck and joist was considered in analysis. . Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. . At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger . 1 See Connector grid below for additional information and/or requirements. .Maximum allowable bracing interuals based on applied load. Desisn Results Actual (D Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)266@77',sUz',3281 (1.s0")Passed (8o/o)1.0D+1.0 1(AltSpans) Shear (lbs)380 @ s'3l4'4725 Passed (8o/o)1.00 1.0D+1.01(AllSpans) Moment (Ft-lbs)-14s4 @ 6',2314"7004 Passed (21olo)1.00 1.0D+ 1.0 1(All Spans) Live Load Defl. (in)0.100 @ 0 0.311 Passed (211999+)1.0 D + 1.0 1(Alt Spans) Total Load Defl. (in)0.113 @ 0 o.623 Passed (211999+)l.0D+ 1.0 1(AltSpans) TJ-ProrM Ratinq N/A N/A N/A N/A Supports Eearlng Length Loads to Supports (lbs) Acc€ssoriesTotalAvailableRequiredDeadFloor Live Factoled 1 - Stud wall - DF 5.50"5.50'1.50"186 697 883 Blocking 2 - Hanger on 11 1/4" DF beam 5.50'Hangerl 1.50"47 243/-8s 2901-38 See note 1 Lateral Bracing Bracing Inten als Comments Top Edge (Lu)17'6" olc Bottom Edge (Lu)17'6" olc Connector: Simpson Strong-Tie Support Model Seat Length Top FasteneG Face Fastenens Member Fasteners Accessories 2 - Face Mount Hanger LU548 2.00'N/A 6-1odx1.5 4-10d . Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Locatlon (Side)spacing Dead (0,90) Floor Live (1.00)Comments 1 - Uniform (PLF)6'to 17' 11"N/A 12.0 40.0 Default Load 2 - Ljniform (PLF)0to6'N/A 50.015.0 ForteWEB Software Operator Job Notes 71L212023 7:35;34 PM UTc FofteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1n Weverhaeuser Notes and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to M.weyerhaeuser.com/woodproducts/document-library, The product application, input design loads, dimensions and support information have been provided by ForteWEB Softilare Operator ForteWEB Software Operator Job ilotes 711212023 7;35:34 PM UTC ForteWEB v3,6, Engine: V8,3,0.43, Data: V8.1.4.1n ZIFORTEWEB Wall Design Drawing is Conceptual . Nailed connection MEMBER REPORT Roof/Floor Framing, Tall Studs at the Shop 1 piece(s) 2 x 6 DF No.2 @ 16" OC Wall Height: 15'Member Heightt 14'7 tl2" . Lateral deflection criteria: Wind (L/120) . Input axial load eccentricity for this design is 16.67010 of applicable member side dimension. . Applicable calculations are based on NDs. . A bearing area factorof 1.25 has been applied to base plate bearing capacity. . A 15o/o increase in the moment capacity has been added to account for repetitlve member usage. PASSED O. C. Spacing: 16.00" System : Wall Member Type : Stud Building Code : IBC 2018 Design Methodology : ASD Max Unbraced Length Commentg 1 the member is assumed to be nailed through the bottom 2x phte prior to placement of the top 2x of the double top plate assembly Desisn Results Actual Allorved Result LDF Load: Combination Slenderness 32 50 Passed (640lo) Compression (lbs)LL27 36t4 Passed (31olo)1.15 1.0D+1.0S Plate Bearing (lbs)tL27 6445 Passed (17olo)1.0D+1.0S Lateral Reaction (lbs)746 1.60 1.0D+0.6W Lateral Shear (lbs)t37 1584 Passed (9olo)1.60 1.0D+0.6W Lateral Moment (ft-lbs)535 @ mid-soan L342 Passed (40olo)1.60 1.0D+0.6W Total Deflection (in)0.45 @ mid-span r.46 Passed (L/392)1.0D+0.6W Bendinq/Compression 0.52 1 Passed (520lo)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S Suooorts Typ€Material Top DbI 2X Douqlas Fir-Larch Base 2X Douglas Fir-Larch Lateral Connections QuantitySupportsConnectorTypelUodel Conncctor Nailing ToP Nails 8d (0.113" x 2 1/2") (roe)2 N/A Base Nails 8d (0.113' xz tlz") (Toe)2 N/A Veltical Load Spaclng Dead (0.e0) Roof Live (non-snow: 1.25) Snow (1.15)Comments 1 - Point (PLF)16.00"1S5.0 240.0 650.0 Default Load Lateral Load Location spacing wlnd (1.60)Comments 1 - Uniform (PSF)Full Length 16.00'25.0 IBC 1604.3, footnote f:check are performed using 42yo ofthis lateral wind load. Weverhaeuser Notes and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to ww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator tob Notes 711212023 6:09:24 PM UTC ForteWEB v3,6, Engine: V8.3.0.43, Data: V8.1.4.1A CIFORTEWEB Dtawing is Conceplual connection at the top of the member is assumed to be Suooorts Tvpe Material Top DbI 2X Douqlas Fir-Larch Base 2X Douqlas Fir-Larch Max Unbraced Lensth Comm€nts 1 I MEMBER REPORT Roof/Floor Framing, King Studs at Garage Door 2piece(s)2x5DFNo.2 PASSED Wall Height: 15'Member Heightt 14'7 Llz" . Lateral deflection criteria: Wind (L/120) . Input axial load eccentricity for this design is 16.67010 of applicable member side dimension. . Applicable calculations are based on NDs. . A bearing area factor of 1.125 has been applied to base plate bearing capacity, . The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3,3. For Weyerhaeuser ELP produ€B refer to the U.S. Wall Guide for multiple-member connection requirements.. A 15olo increase in the moment capacity has been added to account for repetitive member usage. System : wall Member Type : Stud Building Code : IBC 2018 Design Methodology : ASD top assembly. Design Results Actual Allow€d Result LDF Loadr Combination Slenderness 32 50 Passed (640lo) Compression (lbs)195 7227 Passed (3olo)1.15 1.0D+1.0S Plate Bearing (lbs)195 7t602 Passed (20lo)1.0D+1.0S Lateral Reaction (lbs)515 1.60 1.0D+0.6W Lateral Shear (lbs)483 3168 Passed (15o/o)1.60 1.0D+0.6W Lateral Moment (ft-lbs)1883 @ mid-sDan 2707 Passed (70olo)1.60 1.0D+0.6W Total Deflection (in)0.76 @ mid-span 1.46 Passed (L/230)1.0D+0.6W Bendinq/Compression 0.70 1 Passed (70%)1.60 1.0D+0.6W Lateral Connections Supports Connector Type/Model Quantity Conn€ctor Nailing Top Nails 10d (0.128" x 3") (End)6 N/A Base Nails 10d (0.128'' x 3") (End)6 N/A Vertical Load spacing Dead (o.eo) Roof Live (non-snow: 1.25) Snow (1.15)Comments 1 - Point (lb)N/A 45 60 150 Default Load Lateral Load Location Spacing wind (1.60)Comments 1 - Ljniform (PLF)Full Length N/A 777.4 are performed using 42olo ofthis hteral wind load. Weyerhaeuser Notes and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducls/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Not€s 71t212023 7:50:18 PM UTC ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1A Slmpson Strong-Tie'" Wood Construction Connectors Post Allowable Loads Post Allowable Compression Loads for Douglas Fir-Larch Post Allowable Compression Loads for Southern Pine 0 Framing Lumber Perp. lo Grain, Pcf Compression Parallel to Grain, Pc (100)Compression Parallel to Grain, Pc (160) Size Grade Nominal Top-Plate Height (ft.)Nominal Top-Plate Height (lt.) 8 9 10 11 12 I I 10 11 12 4-lnch Wall 2x4 #2 3,280 3,170 2,565 2]05 1,755 1,485 3,345 2,665 2,170 1,795 1,510 3x4 #2 5,470 5,285 4,275 3,510 2,930 2,475 5,570 4,440 3,615 2,995 2,520 (2)2x4 #2 6,565 6,340 5,130 4,215 3,51s 2,970 6,685 5,330 4,335 3,590 3,020 4x4 #2 2655 2395 5,985 4,915 4,100 3,465 2800 6,215 5,060 4,190 3,525 3)zxa #2 9,845 9,510 7,695 6,320 5,270 4,455 10,030 7,995 6,505 5,390 4,535 4x6 +t 12,030 1 1,540 9,360 7,700 6,425 5,430 12,215 9,745 2935 6,575 5,535 Axg #2 15,860 15,090 12,270 10,105 8,440 7,140 16,035 12,805 10,435 8,650 7,285 4x.10 #2 20,235 19,080 15,555 12,835 10,/30 9,085 20,365 16,285 13,280 11,015 9,280 6-lnch Wall 2x6 #2 5,155 8,970 7.940 6,936 6,025 5,235 11,030 9,230 7,740 6,535 E EAE 3x6 #2 8,595 14,945 13,235 11,560 10,040 8,725 18,385 15,380 12,895 10,895 9,290 (212x6 #2 10,315 17,935 15,885 13,875 12,050 10,470 22,060 18,455 15,475 13,075 11,145 4x6 #2 12,030 20,925 18,530 16,185 14,060 12,215 25,735 21,530 18,055 15,255 13,005 (3) 2x6 #2 15,470 26,905 23,825 20,810 18,075 15,705 33,090 27,685 23,215 19,610 16,720 6x6 #1 18,905 25,260 23,500 2 1,505 19,415 17,375 34,255 30,035 26,025 22,475 19,450 6xB #1 25,780 34,450 32,045 29,320 26,475 23,690 46,715 40,955 35,485 30,645 26,520 Lumber Compression Parallel to Grain, Pc (100)Compression Parallel to Grain, Pc (160) Nominal Top-Plate Height (tt.)Nominal Top-Plate Height (ft.)Framing Size Grade Perp. lo Grain, Pcr 8 I 10 11 12 8 I 10 11 12 2x4 #2 2,965 2,815 2.270 1,860 1.550 1 ,310 2,955 2,350 '1,910 1,580 1 330 3x4 #2 4,945 4,690 3,785 3,1 05 2,585 2,180 4,520 3,920 3,185 2,635 2,220 (2) 2x4 #2 5,935 5,625 4,540 3,725 3,100 2,620 5,905 4,700 3,820 3,165 2,660 4x4 #2 6,920 6,565 5,295 4,345 3,615 3,055 6,890 5,485 4,460 3,690 3,105 (3\ 2x4 #2 8,900 8,440 6,8 10 5,585 4,650 3,525 8,860 7,0s0 5,735 4,745 3,990 4x6 #2 1 0,875 10,260 8,295 6,810 5,675 4,790 10,800 8,600 6,995 5,795 4,875 4x8 #2 14,335 13,450 10,890 8,950 7,460 6,305 14,195 1 1 ,315 9,210 7,630 6,420 4- lnch Wall 4x1 0 #2 18,290 1 7,055 13,835 11 .380 9,495 8,030 18,055 14,405 11 ,730 9,720 8,180 2x6 #2 4,660 8,195 7,190 6,230 5,385 4,660 9,905 8,235 6,875 5,795 4,930 3x6 #2 7,770 13,655 11,980 10,385 8,975 7,765 16,510 13,725 11,460 9,655 8,220 (2\ 2x6 #2 16,390 14,375 12,465 10,7659,325 s,320 19,81 0 16,470 13,755 11,590 9,865 6-lnch \ll/r ll 4x6 #2 10,875 19,120 16,775 14,540 12,560 1 0,875 23]15 19,215 16,045 1 3,520 11,505 (3) 2x6 #2 13,985 24,580 21,565 18,695 16,150 13,980 29.715 24/40 20,630 12385 14,795 6x6 #1 12090 21,495 20,270 18,835 17,260 15,655 30,025 26,820 23,595 20,610 17.975 6x8 #1 23,305 29,315 27,640 25,680 23,540 21.345 40,940 36,575 32,180 28,105 24,515 oz z tr oo U F(5zot 'a zo @L a oN @r oao o 36