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HomeMy WebLinkAboutSTRUCTURAL LETTER & CALCULATIONS Rev. (2) 9.22.21 - 21-00741 - 950 Westwood Dr - AdditionG&S Structural Engineers 505 Lindsay Boulevard Idaho Falls, ID 83402 Telephone: (208) 523-6918 Email: gs@gsengineers.net Fax: (208)523-6922 September 22, 2021 21128 Mr. Lex Hall Liberty Valley 237N2nd ESuite 214 Rexburg, Idaho 83440 Re: 950 Westwood Dr. Rexburg, Idaho Dear Mr. Hall, For the above referenced residence, I have designed the beam to support the existing roof where the exterior wall is to be removed at the kitchen, the new concrete footing at the addition, as well as checked the existing roof trusses for the addition of dead load from the proposed overbuild gables. Included with this letter are the structural calculations. The beam at the opening in the existing exterior wall of the kitchen is to be either 3 plies of 13/" x 18" 2.0E LVL's or a W10x45 steel beam. If the wood beam is used then use 4-2x6 columns, if the steel beam is used then use HSS4x4x1/4 steel tube columns. See attached details for the connection of the beam to the existing roof trusses. The footings are to be 16" wide and 10" deep with two #4 bars, see attached `redlines'. From the dimensions that you sent, the existing trusses can support the design snow load of 35 PSF along with the loading from the solar panels and the proposed roof overbuild, each at 10 PSF. G&S Structural Engineers did not review or design any other aspects of the residence stated above and does not claim responsibility for any other structural items, nor any mechanical, electrical, or architectural features. The structural design is limited to a one time use for the above referenced project and none of the design or portions of the design are to be used or reused on any other projects without the written consent of G&S Structural Engineers. Due to the limited scope that G&S Structural Engineers had in this project, our limit of liability in this project is limited to fees rendered. Please call if you have any questions or if I can be of further assistance. Enclosure Sincerely, �pNAL E�ci GEN G• 5556 eta-v�b L. G&S Structural Engineers 505 Lindsey Boulevard Idaho Fails, Idaho 83402 208-523-6918 JOB TITLE 950 Westwood Drive JOB NO. 21128 CALCULATED BY CHECKED BY SHEET NO. DATE 9/22/21 DATE CS2018 Ver 2020.11.11 www.struware.com STRUCTURAL CALCULATIONS ON 950 Westwood Drive Rexburg, Idaho C) S 0 STATE OF ZANL_F% Project wwif_- Project No. 2ll pis Date Lo -2.1-2-e Designed By 1�EW KMUtNk fICAVI 2 ?-' 9" C)cu LI A W A -A wAv3it-ALZ : S'Z = -63L) 0��-- 0 3-1�" LVL 5-1 �r ,;'1r- S J,,IU,I`4 !�' W'& 1--( 3 k C_ - 0 I4'6` 71T V4 �! s 6eUr" t,rli JZ 5'Ti'° /v' t cu G&S Structural Engineers Sheet I g a EM li MEMBER REPORT PASSED Level, Roof: Drop Beam 3 piece(s) 13/4" x 18" 2.0E Microllam® LVL OverallLength: 22' 7" r,s r 22' 7" Id All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ,Design Results,,: Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 8481 @ 22'Y 12272 (5.50") Passed (69%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 6648 @ 20' 7 1/2" 20648 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 36213 @ 12' 3 13/16" 66849 Passed (54%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.411 @ 11' 5 7/16" 1.096 Passed (L/641) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.675 @ 11' 5 3/8" 1.461 Passed (L/389) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing: Length . " Total Available Required Loads to Supports (Itis) Dead Snow Total; Accessories 1 - Stud wall - SPF 5.50" 5.50" 3.51" 3049 4792 7841 Blocking 2 - Stud wall - SPF 5.50" 5.50" 3.80" 3281 5200 8481 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals ' Comments Top Edge (Lu) 10' 2" o/c Bottom Edge (Lu) 22' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical LOaf1S Location (Side) Tributary Width Dead (0.90) Snow (1.15) ' Comments 0 - Self Weight (PLF) 0 to 22' 7" N/A 27.6 -- i - Uniform (PLF) 0 to 5' 2" (Top) N/A 330.0 578.0 Default Load 2 - Uniform (PLF) 5' 2" to 14' 6" (Top) N/A 143.0 250.0 3 - Uniform (PLF) 14' 6" to 22' 7" (Top) N/A 330.0 578.0 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 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 9/22/20217:27:11 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: MISC Page -14-1 Job Notes Ryan Flamm GBS Structural Engineers (208) 523-6918 ryan@gsengineers.net Company G&S Structural Engineers 9122/2021 Designer RF 1:47:22 PM 111RISA Job Number 21128 Checked By: Model Name Gary Nodes Label x Ifft] Y rft1 z ffti Temp rdeq F1 Detach From Dia... Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area [in] lyy [in] Izz in4] Jin` L_1A_1 W10X45 ' Pe?_MW-AC 53.4�248 1 1.51 Hot Rolled Member Properties Label Shape Lengthfft] Lb y -y [ft] Lb z -z [ft] Lcomp t... Lcomp... L-Torqu--- K y:x K z -z Cb Function F 1 F —1[-22.583 1 "1 77F77[byy I I I - 1: 1 - I Lateral' Member Distributed Loads (BLC 2: DEAD) Member Label Direction Start Magnitud. . -End Magnitude ... Start Location [-,.End Location [(... Inactive r(K, k -f... 1 ^ Y -0.33 -0-33 0 5.167 Active 2 1 Y -0.143 -0.143 5.167 14.5 Active 3 1 Y -0.33 -0.33 14.5 22.583 Active Member Distributed Loads (BLC 3: SNOW) Member Label Direction Start Magnitud ... End Magnitude. --Start Location[.. ndLoGation[(... Inactive f(k, k ... 'I 1 1 1 --- Y 1 -0.578 1 -0,578 0 5.167 Active 2 1 Y 0.25 0-25 5.167 14.5 Active 3 1 Y 1 14.5 22.583 Active Load Combinations De... So... PD_.. SR... BLC Fa... BLC Fa... BLC Fa... BLC Fa.._ BLC Fa... BLC Fa... BLC Fa_ BLC Fa... BLC Fa_ BLC Fa... 1 1 IB... j'Yes j Y I I DL 1 1 1 2 1 IB... I Yes I Y I I DL I I I SL 1 1 ISLN1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Node Reactions LC Node Label X rkl Y [k] Z fkj MX fk-ftl MY fk-ft] MZ rk-ftj Asd360 LC Member Shape LIC Max Loc [ft] Shear... Loc ft Dir Pnc/o... Pnt/o ... Mn 1... Mnzz/. .. Cb E 1 1 1- 2 1 1 IW10X451 0.372 112.23251 0,123 122.583 1 y 1109.294098.20 ... 1 0-64871107.42 ... 11.10791 H1-1bj RISA -31D Version 18 [ KITCHEN.r3d ] Pagg-r I COMPANY PROJECT WoodWork s° soFMABE FOR wood DESIGN Sep. 22, 2021 13:55 Column1 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 3) I Loads: Load Type Distribution Location [ft] Magnitude Unit Anal 5213/Desi n Shear Dead Start End Start End -28 Loadl Dead Axial (Ecc. = 0.92") 3281 lbs Load2 Snow Axial (Ecc. = 0.92) 5200 lbs Self-wei ht Dead Axial 5200 71 lbs Reactions (lbs): d 0' 9' 9' 0 Unfactored: Analysis Value Design Lateral: Unit Anal 5213/Desi n Shear Dead 28 Fv' = -28 Snow 44 0.02 -44 Axial: = 258 Fb' = 1213 Dead 3352 0.21 3352 Snow 5200 Fc' = 5200 Factored: R ->L fc/Fc' = 0.40 -72 Load comb + eccentr c moment) #2 L ->R 72 Axial Bearing fc Load ombi #21 1708 41 Lumber n -ply, D.Fir-L, No.2, 2x6, 4 -ply (VxS-1/2") Support: Non -wood Total length: 9'; Volume = 2.1 cu.ft. Pinned base; Load face = width(b); Built-up fastener: nails; Ke x Lb: 1.0 x 9.0 = 9.0 ft, Ke x Ld; 1.0 x 9.0 = 9.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analvsis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Anal 5213/Desi n Shear £v = 3 Fv' = 207 psi fv/Fv' = 0.02 Bending(+) fb = 258 Fb' = 1213 psi fb/Fb' = 0.21 Axial fc = 259 Fc' = 653 psi fc/Fc' = 0.40 Combined (axial + eccentr c moment) E. 1.6 million Eq.15.4-3 = 0.44 Axial Bearing fc = 259 Fc* = 1708 psi fc/Fc* = 0.15 Live Def1'n 0.03 = < L/999 0.60 = L/180 in - - 0.04 Total Defi'n 0.05 = < L/999 0.60 = L/180 in 0.09 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.784 1.300 - 1.15 1.00 1.00 2 Fc' 1350 1.15 1.00 1.00 0.382 1.100 - - 1.00 1.00 2 E. 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 Fc* 1350 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC 42 = D + S Deflection: LC 42 = D + S (live) LC #2 = D + S (total) Axial LC 42 = D + S Combined LC 42 = D + S Fb'= 1213 FcE= 1236 Pxe/S=fc(6xe/d)= 258 D=dead S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V - 72 lbs; M(+) - 649 lbs -ft; P = 8552 lbs, Kf = 0.60 EIy = 33.27 lb-in^2/ply "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability: Lu = 9' Le = 16-6.75" RB = 22.0; b = single ply width Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. 5. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. Company G&S Structural Engineers September 22, 2021 Designer RF Job Number: 21128 Gary House Checked By: Sketch Details D��C 5 in 1 ft Controlling z direction steel requires the following placement: Region 1 (starts at A): 2 in Steel: .2 in2(21 #4 @NA) Region 2 (middle): 12 in Steel: .39 in (2 #4 @12 in) Region 3 (ends at D): 2 in Steel: .2 in2(1#4 @NA) Bottom Rebar Plan Geometrv. Materials and Criteria Length :1 ft eX :0 in Net Allowable Bearing :1500 psf (net) Steel fy :60 ksi 0 :1.333 ft eZ : 0 in Concrete Weight :145 pcf Minimum Steel :.002 Thickness -u A 12 in :2.5 ksi Maximum Steel :.0075 Height :24 in pZ :12 in 4 :ACI 318-11 M T 44 w r M C a M n M Z IM, M C 1 ft C Details D��C 5 in 1 ft Controlling z direction steel requires the following placement: Region 1 (starts at A): 2 in Steel: .2 in2(21 #4 @NA) Region 2 (middle): 12 in Steel: .39 in (2 #4 @12 in) Region 3 (ends at D): 2 in Steel: .2 in2(1#4 @NA) Bottom Rebar Plan Geometrv. Materials and Criteria Length :1 ft eX :0 in Net Allowable Bearing :1500 psf (net) Steel fy :60 ksi Width :1.333 ft eZ : 0 in Concrete Weight :145 pcf Minimum Steel :.002 Thickness :10 in pX :8 in Concrete f c :2.5 ksi Maximum Steel :.0075 Height :24 in pZ :12 in Design Code :ACI 318-11 Footing Top Bar Cover :3.5 in Overturning / Sliding SF :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.65 Loads P (k) Vx (k) Vz k Mx (k -ft) Mz(k-ft) Overburden (psf) DL .235 T 100 LL .1 SL .17 RISAFoot Version 4.00 [Untitled.rft] Company G&S Structural Engineers September 22, 2021 Designer RF Job Number: 21128 Gary House Checked By: Soil Bearinq Description Cateaories and Factors Gross Allow.(osf) Max Bearina (psf) Max/Allowable Ratio ASCE 2.4.1-1 1DL 1815.86 492.151 A .271 ASCE 2.4.1-2 1 DL+1 LL+.75LLS 1815.86 567.17 A .312 ASCE 2.4.1-3a 1DL+1 RLL+1SL+1SLN+1 RL 1815.86 619.683 A .341 ASCE 2.4.1-4 1DL+.75LL+.75LLS+.75.. 1815.86 644.664 A .355 ASCE 2.4.1-5a 1 DL+1 WL 1815.86 492.151 A .271 ASCE 2.4.1-5b 1DL+.7EL 1815.86 492.151 A .271 ASCE 2.4.1-6a 1DL+.75WL+.75LL+.75L.. 1815.86 644.064 A .355 ASCE 2.4.1-6b 1DL+.525EL+.75LL+.75.. 1815.86 644.064 A .355 ASCE 2.4.1-7 .6DL+1WL 1815.86 295.291 A .163 ASCE 2.4.1-8 .6DL+.7EL 1815.86 295.291 A .163 Footina Flexure Desian (Bottom Bars As -min x-dir (Top Flexure): .24 inA2 As -min x-dir (T & S):.216 inA2 As -min z-dir (Top Flexure): .32 inA2 As -min z-dir (T & S):.288 inA2 As -min x-dir (Bot Flexure): .24 inA2 .00215 As -min z-dir (Bot Flexure): .32 inA2 0 .393 z -Dir As z -Dir As x -Dir As x -Dir As Mu-xx Mu-xx Required Provided Mu-zz Mu-zz Required Provided Description Cateaories and Factors UC Max (k -ft) (in A2) (in A2) UC Max (k -ft) (in A2) (in A2) ACI -2005 9-1 1 ADL 0 0 0 .785 .00215 .02 0 .393 ACI -2008 9-2 1.2DL+1.6LL+1.6LL.. 0 0 0 .785 .00289 .03 .001 .393 ACI -2008 9-3 .5DL+1 LL+1 LLS+1.. 0 0 0 .785 .00389 .04 .001 .393 CI -2008 9-3b 1.2DL+.8WL+1.6RL.. 0 0 0 .785 .003 .03 .001 .393 ACI -2008 9-4 .2DL+1.6WL+1 LL+1. 0 0 0 .785 .00263 .03 0 .393 ACI -2008 9-5.2DL+1 EL+1 LL+1 LL. 0 0 0 .785 .00242 .02 0 .393 ACI -2008 9-6 .9DL+1.6WL 0 0 0 .785 .00138 .01 0 .393 ACI -2008 9-7 .9DL+1 EL 0 0 0 .785 .00138 .01 0 .393 Footing Shear Check Two Way (Punching) Vc: NA One Way (x Dir. Cut) Vc 9.598 k One Way (z Dir. Cut) Vc: 7.2 k Punching x Dir. Cut z Dir. Cut Descrintion Categories and Factors Vu(k) Vu/osvc Vu(k) Vu/cWc Vu(k) Vu/cWc ACI -2005 9-1 1 ADL NA NA .000253167 0 .000253167 0 ACI -2008 9-2 1.2DL+1.6LL+1.6LLS+.5R.. NA NA .0003395 0 .0003395 0 ACI -2008 9-3a 1.5DL+1 LL+1 LLS+1.6RLL+1.. NA NA .00045725 0 .00045725 0 ACI -2008 9-3b 1.2DL+.8WL+1.6RLL+1.6S.. NA NA .000353 0 .000353 0 ACI -2008 9-4 1.2DL+1.6WL+1 LL+1 LLS+... NA NA .0003095 0 .0003095 0 ACI -2008 9-5 1.2DL+1 EL+1 LL+1 LLS+.2S.. NA NA .000284 0 .000284 0 ACI -2008 9-6 .9DL+1.6WL NA NA .00016275 0 .00016275 0 ACI -2008 9-7 .9DL+1 EL NA NA .00016275 0 .00016275 0 RISAFoot Version 4.00 [Untitled.rft] Page 2 Company G&S Structural Engineers September 22, 2021 Designer RF Job Number: 21128 Gary House Checked By: Concrete Bearinq Check (Vertical Loads Only) Bearing Bc : 204 k Description Categories and Factors Bearing Bu k) Bearing Bu/ Bc ACI -2005 9-1 1.4DL .6 .005 ACI -2008 9-2 1.2DL+1.6LL+1.6LLS+.5R.. .759 .006 ACI -2008 9-3a 1.5DL+1 LL+1 LLS+1.6RLL+1.. 1.015 .008 ACI -2008 9-3b 1.2DL+.8WL+1.6RLL+1.6S.. .786 .006 ACI -2008 9-4 1.2DL+1.6WL+1 LL+1 LLS+... .699 .005 ACI -2008 9-5 1.2DL+1 EL+1 LL+1 LLS+.2S.. .648 .005 ACI -2008 9-6 .9DL+1.6WL .386 .003 ACI -2008 9-7 .9DL+1 EL .386 .003 RISAFoot Version 4.00 [Untitled.rft] gage -3 V)L- fe.0,N CD Company G&S Structural Engineers 6/29/2021 Designer RF 6:17:45 PM IIIRISA Job Number 21128 Checked By: Model Name Gary House Wood Section Sets Label Shane TVDe Desian List Material Desian Rule Area find lvv fin4l Izz fin41 J rin"I Modes I ;;hPI x rffI Y rffI 7 fftl Tpmn rdpri F1 npt;kr.h Fmm Ilia 1 1 0 0 0 2 2 10 0 0 33 Reaction 18 0 0 4 4 28 0 0 5 5 6.58 2.538 0 6 6 14 1 5.4 0 7 7 1 2.53E I Boundary Conditions Node I ;;hpl x rk/inl Y rk/inl 7 [krinl X Rot rk-ff/radl Y Rot rk-ft/r;3dl 7 Rot rk-fflrqdl 1 1 Reaction Reaction 2 4 Reaction Reaction 3 6 Reaction Reaction Reaction 4 6 Reaction 5 7 Reaction Wood Member Properties Label Shane Lenath--- let H lel rftI le -bend ... le -bend..- K v -v K z -z CV Cr v swav z sway Node Loads and Enforced Displacements (BLC 2: DEAD) NndP I AhPl i n m nirpr.tinn Mnnnitwip rik k -ft) I lnqr.tivp. r1k k -ft) (in 1 5 L Y -0.308 Active 2 7 L Y -0.308 MULIVe 3 6 L Y -0.308 Active 4 1 L Y -0.154 Active 5 4 IL Y -0.154 Active Node Loads and Enforced Displacements (BLC 3 : SNOW) NMP I qhp.l I F) M nirprtinn Msnnitirip r(k k -ft) ( Inactive r1k k -ft) (in 1 1 L Y -0.23 Active 2 4 L Y -0,23 Active 3 5 L Y -0.49 Active 4 7 L Y -0.49 Active 5 6 L Y -0.49 Active Member Distributed Loads (BLC 2: DEAD) Member Label Direction Start Magnitud ... End Magnitude. --Start Location r ...End Location Inactive r(k, k -f... F-1-7 i I Y 1 -0,016 1 -0.016 1 0 1 %100 Active RISA -3D Version 18 [ Truss Capacity Model.r3d ] --page, 1 19 Company G&SStructural Engineers 8/29/2021 Designer RF 6:17:45 PM IIIRISA Job Number 21128 Checked BModel Name Gary House y Load Combinations De... So ... PID ... SR... BLC Fa.' BLC Fa... BLC Fo— BLC ra— BLC ma.' BLC ma.' BLCFa... BLC Fa... BLC Fe— BLC Fa— Load Combination Design oeoonot' Aap Gomico Hot Rolled Cold Fo.' VYnou Concrete Maunnm Aluminum Stainless Conneu— Node Reactions /c Mprn Shqnp Um /n(,rft]Shpa /ocfftl Dir Fr'fksiIFt'nksiIm1' mr Fv'nksil nn o cp nm 1 2 1 2X4 0.946 23,62510.135 9-9167 y 0-010211.164411-257 1-897510.207 22.8 --- 10-7287 0.005113-9-1 4 2 4 2X4 0.399 42589 0.003 4.2589 y OA175 1A644 1706 1.8975 0,207 8.916210,989 0.2105 3.6,3 6 2 5 2X4 - 0.080 3.4301 0.004 6.7201 v 0,11733 1.1644 1 6913 1.8975 0207 11.2— 0.9805 0.0874 3.9-1 RISA -3D Version 18 [ Truss Capacity Model.r3d ] 'P-2ge� I8 �� Project &R -IK Project No. Designed By fj.t3� 1®Y 2'/Z' VAIN 2X 6'-QLwtwL, �t VOC) 14AL5 @ 8"v. Date SW E A'114 i N lie 1* 1Lo LKI r-1 L-1 P)o+-( Ht2-5A , YDI) & 2L(*,O, L. I IcuO A, Cr-tlTQt J fir-VAC,rt(,� tyal' &opx" @ Tv" rjk--�- 5 (H VPS o -t NQ S Cx� -1r,I- -. -IJ S `CAt ra (c JC �X�t C,�sLLQx Our 2n NAM --4L MAnL-k rLi--kt t 1.,Qf4 tPACV OA uJ ZK'S , %,"6) VCW v � ca .L G&S Structural Engineers Sheet L46 ( Project r� w Project No. Designed By Ex�SntAu, II 51�t(�soM � L -1100Q rb(: AJ -T Date 7- IS - Z( G•ZZ (p" ed "03dm 5Owj CAM [ -Us) Cir-�r►µUc�US �'k'�`�-(�J it,. I �LOCY-4µ� Sert05u�-� t rPy 1-tg 'O,L ►fat-rti/te��u "T' eAtc 6ur G&S Structural Engineers WA WL Rij— SheetSC' Z— 48" o. c. - SHEATHING @ 24" O.C. KING ING DBL. PLATE RAL BRACING —0" HEIGHT MAX. KING —0" HEIGHT MAX. WOOD STUD PONY STUD SPACING ATCH SPACING OF ROOF FRAMING. ROOF FRAMING SHEATHING OM PLATE Od NAILS © 6" O.C. 24" O.C. 24" O.C. oL_VL-LED PLATE TO BEAR ON ROOF SHEATHING W/ 10d NAILS © 6° O.C. OVERBUILD CONSTRUCTION JERAL BRACING > REQUIRED TRUSS MFR. PRE—ENGINEERED EPPED DOWN ABLE END TRUSS SIN ROOF FRAMING )OF SHEATHING �1 �IPSON VTC2 TO MATCH SPACING OF MAIN ROOF FRAMING ALTERNATE OVERBUILD CONSTRUCTION TYPICAL OVERBUILD DETAIL SCALE : 1" = 1'-0" m Vµc,9,6 !1 fwd- Lkl:kitstt ,a t. 4t0(?a20r -1AL A�2-E OPR. 1 N SAWS !� ►f-�Tb FJc�b'�l Kr. �vu ►+iJXPut-(. �' SE b►r[ASatt ,gT_xlp ,q,F,r.S.�e,�l,r�5 sYs� CA1—: 2 — 4' q /Ow, ni � ►'(LEWD uM G,� 5 sT�C,c��— G-r�� ►K(�w� cy.2 Z -LI 0