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Plans (10) --7----' 1—mt ar's rei.rcuishke 7= 75" 14 r Ct 1 v•I 4--1-1 I S. • 1 5 i 1 1 ' 0 • - * IS tock-0 V{CXD i -bar(eine_412..* r , I 1 I , WOO SW-r-e4orsFer6i ed -VI be,4R-4-24.1, ..,. 05..)-4-62_&-leksse6Vyauxt 1 ett 1 (Ga5)91:54- (040(1)0,"kitt ft, I eTh 11 • 1 -,... 1------;----1-ki 1 K‘ 1 ...e ,c, 1 1 14 1 \ 1 I t v , - Ir ,1i 14 g 3 ? . ; i 'rex- $, . ,' 1.. • 1 CITY OF TIGARD Approved by Planning Date: ._....lima__________ Initials: "ri-- G I. Tckkvu_s F-ezt,i ij 1 ,J I "= 20-r-. 1(-- ,.... Pi T' -. . Cy '' I 5 . --b. ..._. ........ ...... ...MP Ilb....041 . 4# ......... . 0 i 1 * 1$ilm.SDIV010° r . iShaliken c, 4 . . telbo svi-re4.6 CS k al ied I t I , 7.-viottellts2.1. _ 4:1 r 05)B2.013155614073 I R. 44, rbv 1 601),-1:54-lotqc. 1 t I 1 n I i I 1 I . r , 1 I r C 4 $ I I Ye t,t) but ilti I ,s1 I I i 14 1E' I 1 1 1 ct I V 0 i i I k % P 5,' t !Fit.f.r- I i 41 0 4 I ) I i i CITY OF TIGARO Approved by Planning 1_, Date: 0IInitials: 'IL- ..___ql_do I • 1cf. 1 , -- , I G 11 1 I 20-Ce- - RECEIVED McGINNIS & ASSOCIATES MAY 1 2018 JOB: TS Accessory Building Consulting Engineers, Inc. #160-792805 NO. 24598 • 1110 Westmark Drive CITY OF TIGARD SHEET NO. 1 OF 14 Saint Louis, Missouri 63131-1735 BUILDING DIVISION CALC. BY SC DATE 4/20/2018 Structural Calculations for: Shawn Clark& Darlene Geiger Project Location: Portland, OR Tuff Shed Project No. 160-792805 Building Code: 2015 IBC Building Dimensions: Overall Building Width: 15:= 16ftj Building Overhangs:g le'over:= 12•irf� (Laver:= 121 Overall Building Length: IL:= 30M (nb. ridge runs parallel to Length) Plate Heights: Finished Floor Elevation: Ihfloorl := 81 Top of Plate Elevation: Ih :=7ft+ 911 floo 2 I h late = h hplate floor I hfloor := 10ft+ 911 h late p 2 := hfloor3 — hfloor2 Roof Pitches: (pitch := 120 Roof Angle: O:= atan(pitch) 0= 39.81 deg Peak Roof Height: Ihpak:= 18ft+ Oir Mean Building Height: hmean:= floor eak 0. (h3 + h P ) 5 (hmean = 14.38 ft I Consider Vertical Loads: Dead Loads: Roof Dead Load: IDLI g U C T Vroof:= lOps� �� R il DLloft:= 10 Loft Dead Load: I ps 0.0�� O1� RR Wall Dead Load: IDL @�,\Ctir', X41 wall�= 8Ps \ @_ t, 'T tom/ 73PA' Live Loads: Roof Live Load: ILLi roof= 20•psi Loft Live Load: } ILLloft 40Ps1 ORE4" C Snow Loads: Roof Snow Load: ,, ISLroof:= 40ps1 ✓/e '' 414RR_ E 0 I Roof Load Summary I Roof End Reactions: Roof Support: Trusses @ 24 in.c/c EXP( ES: f,4_ �3 I A3 Truss Span(ft): 16 Dead Load: B 1 l roof DL= 2 + Bover 'DLroof+ Sft•DLIoJ•rtspacing Roof Dead Load(psf): 10 Roof Live Load(psf): 20 IRroof_DL= 280 lb I Roof Snow Load(psf): 40.00 _ Governing Total Load(psf): 50 Live Load: • (-- 5 \ / SLroof lSee Calculations to Follow oof LL= + Bover max + LLloft spacing LL, oof// _ IRroof_LL = 1440 lb I I P:\0_PROJECTS\24000\24500\24598_TS160-792805 I McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #160-792805 NO. 24598 1110 Westmark Drive SHEET NO. 2 OF 14 Saint Louis, Missouri 63131-1735 CALC. BY SC DATE 4/20/2018 3'-6"Foot Opening Headers Beam Design Data Member: 2x8 Beam Span (ft): 3.5 Effective Length Factor: k= 1.84 #of Memb: 2 Unbraced Length (ft): 3.5 (Ref NDS Table 3.3.3) Adjustment Factors NDS Table 2.3.1 Le := k•L, Le = 6.44 ft CD CM Ct CL C; C, 1.15 1.00 1.00 See Below 1.00 1.00 Selected Member Properties Commercial #of b d Area SX lX E Species Grade Member Size Mem. (in) (in) (in2) (in3) (in4) (ksi) Hem-Fir No.2 2x8 2 1.5 7.25 21.75 26.28 95.27 1200 Concentrated Load Data DL LL a dist. P Number (kips) (kips) (ft) Description ra P1 0.00 0.00 0.00 P2 0.00 0.00 0.00 "a P3 0.00 0.00 0.00 II" L 4 P4 0.00 0.00 0.00 RL RR P5 0.00 0.00 0.00 P6 0.00 0.00 0.00 Uniform Load Data DL LL a dist. c dist. trib.wt. at b Number (kiplft) (kip/ft) (ft) (ft) (ft) Description 1 w1 0.09 0.36 0.00 0.00 9.00 Roof Load 11111 l 1111 w2 0.05 0.20 0.00 0.00 5.00 Loft Load rrPrr w3 0.00 0.00 0.00 0.00 0.00 . L .1 w4 0.00 0.00 0.00 0.00 0.00 RL RR w5 0.00 0.00 0.00 0.00 0.00 w6 0.00 0.00 0.00 0.00 0.00 Calculated Adjustment Factor CL= 0.9936 Shears,Moments,&Deflections Maximum Shear Stress(psi) 86 Allowable Shear Stress(psi) 173 OK Reactions Maximum Bending Stress (psi) 498 DL LL TL Allowable Bending Stress(psi) 971 OK (kips) (kips) (kips) Max Dead Load Deflection(in) 0.004 9351 Left End 0.27 0.98 1.25 Max Live Load Deflection(in) 0.017 2539 Right End 0.27 0.98 1.25 Max Total Load Deflection(in) 0.021 1997 USE 2-2x8 P:\O_PROJECTS\24000\24500\24598 TS160-792805 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #160-792805 NO. 24598 . 1110 Westmark Drive SHEET NO. 3 OF 14 Saint Louis, Missouri 63131-1735 CALC. BY SC DATE 4/20/2018 _ 6 Foot Opening Headers Beam Design Data Member: 2x12 Beam Span (ft): 6 Effective Length Factor: k= 1.84 #of Memb: 2 Unbraced Length (ft): 6 (Ref NDS Table 3.3.3) Adjustment Factors-NDS Table 2.3.1 Le := k•L, Le = 11.04 ft CD CM Ct CL C1 Cr 1.15 1.00 1.00 See Below 1.00 1.00 Selected Member Properties Commercial #of b d Area S„ 1, E Species Grade Member Size Mem. (in) (in) (in2) (in3) (in°) (ksi) Hem-Fir No.2 2x12 2 1.5 11.25 33.75 63.28 355.96 1200 Concentrated Load Data DL LL a dist. P Number (kips) (kips) (ft) Description I--..-- P1 0.00 0.00 0.00 P2 0.00 0.00 0.00 ' 'r " P3 0.00 0.00 0.00 1. L I P4 0.00 0.00 0.00 RL RR P5 0.00 0.00 0.00 P6 0.00 0.00 0.00 Uniform Load Data DL LL a dist. c dist. trib.wt. -Q I b I_ Number (kip/ft) (kip/ft) (ft) (ft) (ft) Description w1 0.09 0.36 0.00 0.00 9.00 Roof Load 1111111111 w2 0.05 0.20 0.00 0.00 5.00 Loft Load "4'r w3 0.00 0.00 0.00 0.00 0.00 I. L .1 w4 0.00 0.00 0.00 0.00 0.00 RL RIR w5 0.00 0.00 0.00 0.00 0.00 w6 0.00 0.00 0.00 0.00 0.00 Calculated Adjustment Factor CL= 0.9789 Shears,Moments,&Deflections Maximum Shear Stress(psi) 96 Allowable Shear Stress(psi) 173 OK Reactions Maximum Bending Stress(psi) 613 DL LL TL Allowable Bending Stress(psi) 957 OK (kips) (kips) (kips) Max Dead Load Deflection(in) 0.011 6644 Left End 0.48 1.68 2.16 Max Live Load Deflection(in) 0.038 1883 Right End 0.48 1.68 2.16 Max Total Load Deflection(in) 0.049 1467 USE 2-2x12 • P:\0_PROJECTS\24000\24500\24598 T5160-792805 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #160-792805 NO. 24598 1110 Westmark Drive SHEET NO. 4 OF 14 Saint Louis, Missouri 63131 1735 CALC. BY SC DATE 4/20/2018 12 Foot Opening Headers Beam Design Data Member: 2x12 Beam Span(ft): 12 Effective Length Factor: k= 1.84 #of Memb: 2 Unbraced Length (ft): 12 (Ref NDS Table 3.3.3) Adjustment Factors-NDS Table 2.3.1 Le := k•L, Le = 22.08 ft CD CM Ct CL C. Cr 1.15 1.00 1.00 See Below 1.00 1.00 Selected Member Properties Commercial #of b d Area S,, I. E Species Grade Member Size Mem. (in) (in) (in2) (in) (in4) (ksi) Hem-Fir No.2 2x12 2 1.5 11.25 33.75 63.28 355.96 1200 Concentrated Load Data DL LL a dist. P Number (kips) (kips) (ft) Description r.. P1 0.00 0.00 0.00 P2 0.00 0.00 0.00 P3 0.00 0.00 0.00 L P4 0.00 0.00 0.00 RL RR P5 0.00 0.00 0.00 P6 0.00 0.00 0.00 Uniform Load Data DL LL a dist. c dist. trib.wt. _Q b � � 1 Number (kip/ft) (kip/ft) (ft) (ft) (ft) Description w1 0.02 0.08 0.00 0.00 2.00 Roof Load l l 11111111 w2 0.02 0.08 0.00 0.00 2.00 Loft Load w3 0.00 0.00 0.00 0.00 0.00 1- L 1 w4 0.00 0.00 0.00 0.00 0.00 RL RR w5 0.00 0.00 0.00 0.00 0.00 w6 0.00 0.00 0.00 0.00 0.00 Calculated Adjustment Factor CL= 0.9365 Shears,Moments,&Deflections Maximum Shear Stress(psi) 58 Allowable Shear Stress (psi) 173 OK Reactions Maximum Bending Stress (psi) 747 - DL LL TL Allowable Bending Stress(psi) 915 OK (kips) (kips) (kips) Max Dead Load Deflection(in) 0.064 2244 Left End 0.35 0.96 1.31 Max Live Load Deflection(in) 0.175 824 Right End 0.35 0.96 1.31 Max Total Load Deflection(in) 0.239 603 USE 2-2x12 P:\0_PROJECTS\24000\24500\24598 15160-792805 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #160-792805 NO. 24598 1110 Westmark Drive SHEET NO. 5 OF 14 Saint Louis, Missouri 63131-1735 CALC. BY SC DATE 4/20/2018 Lateral Loads: Project Location: Portland, OR Determine Wind Loads: Building Code: 2015 IBC Risk Category II (Table 1.5-1) Basic Wind Speed (3 second gust): Vwind:= 120mph (Figure 26.5-1A, B or C) Exposure Category: Exposure : "B" Height and Exposure Coefficient: X= 1 Basic Wind Pressures: nb. intermediate roof angles are interpolated Main Windforce Resisting System Loads:ps30 (ASCE 7-10 Figure 28.6-1) Horizontal Loads(psf) Vertical Loads(psf) Interior Zone: Wall Roof Interior Zone: Windward Roof Leeward Roof Transverse 20.4 14.0 Transverse 8.6 -13.4 Longitudinal 15.1 -7.0 Longitudinal -19.1 -12.1 Calculated Wind Pressures: Opsf minimum roof lateral load -Figure 28.6-1 footnote 7. • Calculated Wind Loads Horizontal Loads(psf) Vertical Loads(psf) Interior Zone: Wall Roof Interior Zone: Windward Roof Leeward Roof • Transverse 20.4 14.0 Transverse 8.6 -13.4 Longitudinal 15.1 0.0 Longitudinal -19.1 -12.1 Wind Loads Transverse Direction: 5= 16ft L= 30 ft hpeak= 18ft Trib_arearca t hpeak- hfloor3 Trib_arearooft= 7.25 ft Trib_arearoof_i := 0.5(hpeak- hfloor3) Trib_arearoofi = 3.63 ft Tri b_areawaii := hfloor3- 0.5•hfloor2 Trib_areawall = 6.88 ft Transverse wind forces: Load Combination Factor: LCw:= 0.6 Distributed forces at roof: Fwntr= 14.psf pwhtw= 20.4.psf Fdwind_t LCW•max(Fwht Trib_arearooft+ pwhtwTrib_areawaii,8psf Trib_arearoof_t+ 16psfTrib_areawaii) Force at roof: Fwind_t:= Fdwind_t'L Fwindt= 4352 lb Fdwind_t= 145.05•plf Wind Loads Longitudinal Direction: 5= 16ft L= 30ft hmean= 14.38 ft Longitudinal wind forces: pwhiw= 15.1•psf Distributed forces at roof: Fdwind_i := LCWmax(Pwhiw,16psf)•(Trib_areawall + Trib_arearoof_i) Fdwind_I = 100.8•plf Force at roof: Fwind_I Fdwind_r13 Fwind_I = 1613 lb P:\O PROJECTS\24000\24500\24598 15160-792805 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #160-792805 NO. 24598 1110 Westmark Drive SHEET NO. 6 OF 14 Saint Louis, Missouri 63131-1735 CALC. BY SC DATE 4/20/2018 Determine Seismic Loads: Occupancy Category: Occupancy:= "II„ Redundancy Factor: p:= 1.3 Max Considered Earthquake Coefficients: S := 0.877 S1 0,398 Load Combination LCE:= 0.7 modifer(service load) Seismic Site Class: Site_Class:= "D" Seismic Importance Factor: I 1.0 E•= Site Coefficients: {tables 1613.5.3(1-2)} Fe= 1.15 Fv= 1.6 Adjusted Max considered Earthquake: Sms= 1.01 Sm1 = 0.64 Design Spectral Response Acceleration: Sds= 0.67 Sd1 = 0.43 Structural System: Basic_Structural_System := "Bearing Wall System" Se ism ic_Resistmg_System := "Light Framed Walls w/Wood Shear Panels" Response Modification Factor: R:= 6.4 {ASCE 7 table 12.2-1} ( 75 hpeakl Approximate Fundamental Period: Te:= .020 •sec Ta= 0.17s ft Ts (Sd1 - Sds)'sec Ts = 0.63 s Seismic Response Coefficient: Sds Sds 0.5•S1�� {Per ASCE 7 12.8} Cs if Si <0.6,max 0.01, R_ I ,max 0.01, R — I ,R— I Cs = 0.1 E/ E E// Seismic Design Category: SDC= "D" Determine Structural Dead Load: Ws Area of Roof& Floor: Area:= L•5 Area = 480 ft2 Total Roof Dead Load: Wroof:= Area.DLroof+ DLIoft'300ft2 Wroof 7.8 kip SLroof ( SLroof Wroof shear f psf >30,Area \DLroof+ 5 Wroof Exterior Wall Dead Loads Wall load tributary to roof: Length of wall: Lwall:= L+ 5+ L+ B L 92 ft wall = Wall Dead Load: hmean Wwall_shear:= DLwall'Lwall' Wwall_shear= 5.29•kip Wwall of DLwall'Lwall'hmean Wwall_ot= 10.58-kip Total Structural Dead Load: Ws_shear:= Wroof shear+ Wwall_shear+ 0.25.20psf•300ft2 Ws_shear= 15•kip Ws_ot Wroof+ WwalLot W5_ot= 18.38-kip Determine Total Base Shear Forces: FEQ:= LCE.p•Cs•WS shear FdEQ t:= FEQ _ L FdEQ 1:= FEQ ± B P:\0_PROJECTS\24000\24500\24598 TS160-792805 • McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #160-792805 NO. 24598 1110 Westmark Drive SHEET NO. 7 OF 14 Saint Louis, Missouri 63131-1735 CALC. BY SC DATE 4/20/2018 Compare Seismic Forces at Roof: Wind and Seismic Forces: FEQ= 1.5.kip Fwind_t= 4.4•kip Fwind_I= 1.6•kip FdEQ_t= 48.38•plf Fdwind_t= 145.05•plf Fdwind_I= 100.8•plf FdEQ I = 90.71•plf Use Maximum Forces: Froof t:= max(FEQ,Fwind_t) Frooft= 4351.5 lb Froof I := max(FEQ,Fwind_I) Froof_I = 1612.8 lb Fdrooft:= max(FdEQ_t,Fdwind_t) Fdrooft= 145.05•p l.( FdroofI := max(FdEQ_I,Fdwind_I) Fdroof_I = 100.8•pli Wind Governs Transverse Load. Seismic Governs"Longitudinal Load. Roof Diaphragm Design: Controlling Lateral Load: Transverse Load Govems Diaphragm Design. R R • Strut Reaction, R: Rroof Fdrooft'0.5L Rroof= 2176 lb V L < > 2 T Fdrooft'L Chord Forces (T = C): Tchord:= 8.13 Tchord = 1020 lb /v Fd 0.5L Roof roof_t' Diaphragm Shear, v: /roof = B vroof= 136•pli / Dlaphoag \ B / Diaphragm and Fasteners Design Strength: C Roof deck is 7/16"wood floor sheathing with yr allow:= 214pli > < 8d common nails @6" o.c. at edges. Use 8d „ _ - - - — 1' - common nails @12" o.c. for interior nailing. Since yr 8110W= 214 lb/ft ' >= vroof = 136 lb/ft'OK V`' P:\0_PROJECTS\24000\24500\24598 15160-792805 • McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #160-792805 NO. 24598 1110 Westmark Drive SHEET NO. 8 OF 14 Saint Louis, Missouri 63131-1735 CALC. BY SC DATE 4/20/2018 Consider Diaphragm Chord/Drag: chord:= "Double 2x4 Hem Fir Top Plate" Area of Chord: Achord:= 10.5•int Fastener type: fastener:= "16d nails" Chord Modulus of Elasticity: Echord:= 1200000•psi Allowable shear per fastener: Vfastener 89•Ib Allowable Tension in Chord: Ft:= 400•psi Tchord Load duration factor: CD:= 1.6 Number of Nails Required: Nfasteners:= v fastener'CD Pa:= Ft 0.5•Achord'CD Pa= 3360 lb Use Double 2x4 Hem Fir Top Plate with 10- 16d nails each side of splice minimum_ Consider Drag Strut: dragspacing:= dragspadng= 7.85•in '`roof_ Vfastener Check Diaphragm Deflection: lb Panel Shear Modulus: Gtpanei := 38000— Nail Deformation: en = 0.002•in (15/32" sheathing) in Allowable Deflection: Aaiiow:= 0.025 hp iatel Deflection Amplification: Cd:= 4 {for WSP shear walls} Dallow= 2.33•in 5 VrooF L3 Vroof'L 0.188 Deflection: Ad:= + + •L.en 1.4 8•Echord'Achord'B 1.4 4•Gtpanel in Cd'Od Amplified Deflection: Od_ampi := I Od_ampl = 1.12•in E Since Ad_amPI= 1.1 in. <- = 2.3 in. OK P:\0_PROJECTS\24000\24500\24598 TS160-792805 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #160-792805 NO. 24598 1110 Westmark Drive SHEET NO. 9 OF 14 Saint Louis,Missouri 63131-1735 CALC. BY SC DATE 4/20/2018 Consider 2x Wood Studs- Member:= "2x4" Number of Members: n:= 1 Selected Member Properties Commercial #of b d Area SX l. E Species Grade Member Size Mem. (in) (in) (in2) (in3) (in4) (ksi) Hem-Fir Stud 2x4 1 1.5 3.5 5.25 3.06 5.36 1200 Plate Height: ht:= hfloor — 4.5in Unbraced Length k:= 1•C Unbraced Length: kl := k•ht k( = 7.38ft 2 Factor: Compression Parallel to Grain Non-Adjusted Design Value: F0= 800-ps Grading Adjustment Factor: KcE:= 0.3 (See NDS Section 3.7.1) Coefficient Used for Column c:= O. (See NDS Section 3.7.1) - Stability Factor: Maximum Bending Effective Length Factor: Unbraced Length: Lu'= 12in (Ref NDS Table 3.3.3) k:= 1.84 Le := k Lu Le = 1.84 ft Determine the allowable axial compressive stress per NDS Section 3.6 Adjustment Factors-NDS Table 2.3.1 CM Ct CF Ci Cr CT 1.00 1.00 1.00 1.00 1.15 1.00 Modified Modulus of Elasticity: E':= E•CM•Ct•C:CT E'= 1200000-psi Stress used for column KcE•E' stability factor: FcE FOE= 563.06-psi r kl �2 �ddressed(id)/ (FcE\ (FcE -2 FcE 1 + — 1 + — Fc Fc Fc Column stability factor: CP:= 1 - c CP= 0.56 Zc 2c Allowable axial compression design stress w/ no lateral load: CD'= 1.15 F' .=•= F0•CD-CM•Ct CF Ci CP F'G No _LL= 516 psi Maximum Allowable Axial Load w/ no lateral load: Fallow_No_LL A(id)•F'c_No_LL Paiicw_�Q LL= 2708 lb Allowable axial compression design stress with lateral load: CD 1.f Fc_w_LL •= FC-CD CF•Ci-CP F'c_w_LL = 718-psi P:\0_PROJECTS\24000\24500\24598 15160-792805 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #160-792805 NO. 24598 1110 Westmark Drive SHEET NO. 10 OF 14 Saint Louis, Missouri 63131-1735 CALC.BY SC DATE 4/20/2018 Determine the allowable bending stress per NDS Section 3.3 i Determine the slenderness Le-ddressed(id) ratio: RB:= if L, >0•ft, ,1 RB= 5.86 bdressed(id) 2 Coefficient used for beam stability factor: KbE:= 0.439 Stress value used for beam KbE' E stability factor: FbE 2 FbE= 15.34•ksi RB Tabulated bending design Fb_material = 675•psi value from Table 4A: Tabulated bending design Fbstar Fb_material•Cm-Ct.C1-CD-Cr value multiplied by applicable adjustment factors: - - / FbE \ / FbE \-2 FbE l + 1 + Fbstar Fbstar/ Fbstar Beam stability factor: CLi L >0•ft, - - ,1.0 CL = 1 1.9 1.9 0.95 Allowable bending stress: Fb_allow Fb_material.CL.Cm.Ci-CD-Ct Cr Fb-allow- 1237•psi Lateral pressure: Pwhtw= 20.4•psi Tributary width of member: twi • l6in .dth Maximum moment due to lateral pressure: Mmax:= 0.75.(0.6.Pwhtw).twidth.ht2.0.125 Mmax= 83 ft•lb (ASCE LC ASD 6a) Mmax Maximum bending stress: fb:= Sx(Id) fb= 326-psi I Find the maximum compressive stress to / satisfy the bending and axial compression lc, \2 + fb < 1.0 (NDS equation 3.9-3) interaction equation. (NDS equation 3.9-3) F'oi fo Fb_allow' 1 - - Solving for the compressive stress results in: fo = 363 psi Maximum allowable axial load w/ lateral load: Pallow_w_LL A(id) fo fallow w I L= 1908 lb Controlling allowable axial load: eauow= 1908 lb Axial load w/lateral load governs Rroof-DL+ O•75RroofLL Required axial load capacity: Prequired rtspacing_ twidth Frequlred= 906.67 lb 4 5Pwhtw twidth'ht ht Stud deflection @ midheight: ' `lateral= Olateral= 0.28 in = 314 384E•Ix(id) Aaterai P:\0_PROJECTS\24000\24500\24598 TS160-792805 • McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #160-792805 NO. 24598 1110 Westmark Drive SHEET NO. 11 OF 14 Saint Louis, Missouri 63131-1735 CALC. BY SC DATE 4/20/2018 • Shear Wall Design: Consider Walls A&C: Fr°°f_t= 4351.5 lb WindGoeems Transverse Load. Consider wall A elevation as a "moment frame": Length of wall used in calculations: 'frame:= 14ft Ma Percentage of lateral force ""` _ _ _ _ taken by walls A&C: JPercent:= 50701 Distributed load along frame: Froof t•percent - 9 'frame lb = 155.41•— ft Worst case moment in continuous header(use(2)-2x12): M := 1.002-kip-ft Sx:= 63.28•in3 f Mmax max p� b:= S fb = 190.01•psi OK S), Worst case moment in plywood/stud "column": At base: M 7.407•kip ft Sx:= 192 in3 fb_base max_base — •— fb_base = 462.94•psi OK Sx At top: Mmax_top Mmax_top •= 1.002 kip ft fb_top := fb_top = 62.63•psi OK Sx Hold down anchors required to resist moment at base: Tension load from moment: T Mmax_base base 20 in Tbase= 4444.2•Ib Use Simpson HDU8 hold downs WI SSTB28 Anchor Bolts. Tension straps required at top: Tension load from moment at top: T := Mmax_top Ttop 24in Ttop = 501.1b Number of nails required to develop tension: N Ttop nails•— 113.1b.1.6 Nnails= 2.77 Use Min. 20 Ga. Simpson Straps. P:\0_PROJECTS\24000\24500\24598_TS 160-792805 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #160-792805 NO. 24598 1110 Westmark Drive SHEET NO. 12 OF 14 Saint Louis, Missouri 63131-1735 CALC. BY SC DATE 4/20/2018 Shear Wall Design: Consider Wall B: Percentage of lateral force taken by wall B: Percent:= 50% Total Wall Length: Iwall:= 24-ft+ 6in Length of Shear Wall: Ishearwatl 24.ft+ 6ir Seismic Force: FEQ= 1451.44 lb Longitudinal Wind Force: Fwlnd I = 1612.8 lb Fastener type(penny weight): nail_size := 8 Sheathing grade: sheathing:= "Smart Panel" Fastener spacing at edge: ed e_s acin 3 g p g:= 6.in Sheathing thickness: thickness:= —•in Code provisions: 8 {18% reduction if hem-fir studs are used} {Reduction for panels applied over gypsum} {40% allowable increase for wind design permitted} {Aspect ratio reduction for seismic} Adjustment for perforated shearwall: max_height_opening;,:= 0.ft Minimum panel: ipanel 8.5ft Perfortated multiplier: Co= 1 SDPWS Table 4.3.3.5 Shear Stress: FEQ•Percent Fwind rPercent seismic vseismic = 30•plf vwind vwind = 33'Of Ishearwall Ishearwall For 0.375 in. Smart Panel applied directly to framing w/8d nails @ 6 in. edge spacing. Seismic Design: Since "seismic = 30 lb/ft <_ vailow= 148 lb/ft OK Wind Design: Since 'Vwind = 33 lb/ft <= wallow= 148 lb/ft OK Check Uplift: Roof Tributary Area: At 0'55 Overturning Moment: Mot EQ•:= FEQ•Percent•hfloor2= 5.62.kip•ft Mot_wind Fwind_I•Percent.hfloor2= 6.25•kip•ft Resisting Moment: Iwall2 (wall Mres_EQ (0.6— 0.14•Sds).�DLroof 2 •At+ DLwatrIshearwalrhfloor2• 2 Mres_EQ= 21.56•kip•ft / 2 Iwall (wail Mres_wind:= 0.6. DLroof 2 'At+ DLwall•Ishearwalrhfloorz• 2 M 25.57•ki ft es wind= p' Chord Forces: tension := max(v h v seismic plate> windh plate tension = 255 lb OK 1Mot_EQ— Mres_EQ Mot_wind — Mres_wind\ Uplift Anchorage uplift:= max at shear wall ends: IwalI lwall I uplift= —6511b No Anchors Required P:\0_PROJ ECTS\24000\24500\24598_TS 160-792805 McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #160-792805 NO. 24598 1110 Westmark Drive SHEET NO. 13 OF 14 Saint Louis, Missouri 63131-1735 CALC. BY SC DATE 4/20/2018 Shear Wall Design: Consider Wall D: Percentage of lateral force taken by wall D: Percent 50% {Note: Shearwall length is lower for perforated walls.} Total Wall Length: (wall:= 9•ft+ 6in Length of Shear Wall: ishearwall 6.ft+ Oln Seismic Force: FEQ= 1451.44 lb Longitudinal Wind Force: = 1612.8 lb Fastener type(penny weight): nail_size := 8 Sheathing grade: sheathing "Smart:= Panel" Fastener spacing at edge: ed es acin 3 _ g p g := 4•in Sheathing thickness: thickness:= —•in 8 Code provisions: {18% reduction if hem-fir studs are used} {Reduction for panels applied over gypsum} {40% allowable increase for wind design permitted} {Aspect ratio reduction for seismic} - Adjustment for perforated shearwall: max_height_opening = 4•ft Minimum panel: panel ;_ 3f1:1 Perfortated multiplier: Co= 0.83 SDPWS Table 4.3.3.5 Shear Stress: FEQ•Percent Fwl ind 'I'ercent "seismic Vseismic = 145•plf Vwind:= "wind = 162•plf Co•Ishearwall Co'Ishearwall For 0.375 in. Smart Panel applied directly to framing w/8d nails @ 4 in. edge spacing. Seismic Design: Since "seismic = 145 lb/ft <= valiow`= 171 Ib/ft OK Wind Design: Since Ynrind = 162 ' lb/ft <_ "allow= 221 '' lb/ft OK Check Uplift: Roof Tributary Area: At'= 0.55 Overturning Moment: Mot_EQ:= FEQ•Percent hfloor2= 5.62•kip•ft Mot_wind Fwind_l-Percent hfloor2= 6.25 kip it f Resisting Moment: I'wall lwall Mres_EQ:_ (0.6— 0.14-Sds) �DLroof' 2 At+ DLwall'Ishearwall'hfloor2' 2 Mres_EQ= 2.72 kip ft 2 Iwai) iwall Mreswind:= 0.6 DLroof 2 'At+ DLwall'Ishearwall'hfloor2'2 Mres_wind= 3.23-kip-ft f f, Mot_EQ Mot_wind Chord Forces: tension := max Co-Ishearwall Co-Ishearwall/ tension = 1252 lb OK f Uplift Anchorage Mot_EQ Mres_EQ Mot_mnd Mres_wind at shear wall ends: uplift:= max — — uplift= 913 lb Co.Ishearwall (wall Co'Ishearwall (wall Provide HDU2 Holdowns Unifom uplift force on sill anchor: Tsill max(vseismic,vwind)'3ft Tsill = 485 lb OK P:\0_PROJECTS\24000\24500\24598 T5160-792805 • McGINNIS & ASSOCIATES JOB: TS Accessory Building Consulting Engineers, Inc. #160-792805 NO. 24598 1110 Westmark Drive SHEET NO. 14 OF 14 Saint Louis, Missouri 63131-1735 CALC. BY SC DATE 4/20/2018 Overall Overturning: Driving Forces: Overturning Moments: Moti:= 0.6L(i'whtw'Trib_areawall'hfloor2+ pwhtr'Trib_arearoof_t'hfloor3) Mott= 39.21•kip•ft Mote FEQ.hfloor2 Mote= 11.25 kip ft B2 B2\ Uplifting Moment: Mupi;ft:= 0.6 \pw,tw•L•3. 8— — I' tl L• 8 / Muplift= —7.14•kip•ft Combined Driving Moment: Mdrwing:= max(Moti,Moti + Muplift+Matz) Mdriving= 39.21•kip•ft Resisting Moment: (Ws_ot• B Mres= 2 •0.6 Mres= 88.22•kip•ft Since Mres 88.2Mdriving '' 39.2 OK Foundation Design: Consider Continuous Wall Footings: Maximum allowable bearing pressure: Fb:= 1000•psf Roof Tributary Width: twraof:= 2 + hover Wall Height: hfloor = 10.75 ft 3 Maximum axial load per foot of wall: Rroof_DL+ .75Rroof_LL lb Amax + DLwall'hfloor I'max= 766— rtspacing 3 ft Minimum footing width required: Amax bfooting F bfooting = 9.2.En b dfooting 12-in Use 12" wide x 12" deep footing.' P:\O_PROJECTS\24000\24500\24598_TS160-792805 TUFF SHED Truss: GO 1 1777 SOUTH HARRISON STREET JobName: 160-1212745-CLARK-GEIGER SUITE 600 Designer TB DENVER,CO 80210 Date: 04/09/18 09:46:08 Page: 1 of I SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-0-0 10/12 2 0-10-0 0-10-0 0-0-0 0-0-0 2 36 in 95 lbs 17-8-0 3-0-0 2-5-11 OF10I 3-0-0 I 5 6-5 I 8-0-0 110 51111 13-0-0 I 16-0-0 Or10 0 3x4- X 1 ' 234- _ 4- .t��q��®�1��Z 10 112 ®�� 9-R-1°FE- 12 110 0 2X4 . 0.7_ . 24I �'�, G`NEt SO 0.1 2 C� 31[16/ 76-0 3x6 t 3 2 Il ... ' . T 1, 5-0-3 ' 3 q ' i _ A , `tea' 11. . 10 9 02-0-I 5x8 I 5x8 I 04- . 'p11�si RVA I3-0-0 10-0-0 3-0-0 3-0-0 I 13-0-0 1 16-0-0 All plates shown to be Eagle 20 unless otherwise noted. EXPIRES: (1`,- jy(bd Loading(psf) General CSI Deflection L/ (Loc) . ,Allowed _,. TCLL: 40 Bldg Code. IRC2015/ TC: 0.85(4-5) Vert TL: 0.46 in L/405 (9-10) L/240 TCDL: 10 TPI1-2014 BC: 0.69(9-10) Vert LL: 0.25 in L/727 (9-10) L/360 BCDL: 0 RepMbr ber :No Web: 0.30(7-9) IlorzTT.: 0.01 in 8 RECEIVED BCDL: 10 Lumber D.O.L.DOL: 115% Reaction MAY 1 2018 JT Brg Combo Brg W dth Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 11 1 3.5 in 2.05 in 2,491 lbs 195 lbs -18016x -19516x -414 lbs t�I'�ty d` c YC (�C9® 8 1 3.5 al 2.05 in 2,491 Lbs -I95 Lbs -1801bs -19516s lJ C E V f 1 Y1:Il Material Bracing BUILDING DIVISION TC: HF#2 2 x 4 TC: Sheathed or Purlins at 6-3-0,Purlin design by Others. BC: HE#2 2 x 8 BC: Sheathed or Purlins at 10-0-0,Purlin design by Others. Web: HF Stud 2 x 4 Loads I)This truss has ken designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input 135 mph(Factored),Exposure C,Enclosed,Gable/Hp, Risk Category II,Overall Bldg Dims 16 ft x 20 ft,h=15 ft,End Zone Truss,Bods end webs considered.DOL=1.60 2)Unbalanced roof live loads have not been considered. 3)Minimum storage attic loading has been applied in accordance with IRC 301.5 - Member Forces Table indicates:Member ID,max CSI,max axial Mice,(mix coupe melee if diffemnt Emma=axial fome).Only forces greater than 3001bs am shown in this table. It 1-2 0.681 -849 lbs 5-6 0.630 -701 lbs 2-3 0.630 -701 lbs 6-7 0.681 -849 lbs BC 9-10 0.693 555 lbs (-13 Lbs) - ...... ,. Web 1-11 0.282 -1,371 lbs 3-5 0.148 -679 lbs 7-8 0.282 -1,371 lbs I 1-10 0.296 785 lbs 7-9 0.296 785 lbs Notes I)Unless noted otherwise,do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2)Attic floor area has been designed as a living area with 40 psf floor live load and a 10 psf floor dead load,and the interior vertical webs and ceding has been designed fora 5 psf dead load 3)The fabrication tolerance for this roof truss is 0%(Cq=1.00). 4)Brace bottom chord with approved sheathing or purlins per Bracing Summary. 5)Acreep factor of 1.50 has been applied for this truss analysis. 6)The forces shown for this multi-ply truss are per ply and the reactions are for ad plies Two identical trusses shall be built and attached as follows,per ply.12d Nails or Gun Nails[min.135'x3 1)8")TC 1 row @ 12 in cc,BC-2 staggered rows@ 12 inoc,Vibbs-1 row@ 12 inoc. 7)When applied loads are on one side of girder,do not flip girder during girder connector installation,install connectors on the girder side where supported loads are applied.When applied loads are on both sides of girder,double the spacing and install half of the connectors on one side of girder and then flip the girder to install the other half of the connectors on the opposite side(at double the connector spacing).Connectors on opposite sides of the girder shall be offset. 8)Lateral bracing shall be attached to each ply. 9)All fasteners minimum 2-1/2"long unless otherwise noted. 10)Nails in 1st and 2nd ply shall be offset from successive plies by 1/2 the nail spacing. 11)Listed wind uplift reactions based on MWFRS&C&C loading 12)Bottom chord in the open area of this truss meets 11360 for live load and 11240 for total load deflection criteria. • ALL PERSONS FABRICATING,HANDLING,ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL Software v5.6.0.223 OF THE INSTRUCTIONS,LIMITATIONS AND QUALIFICATIONS SETFORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITHTHIS DESIGN AND Eagle Metal Products AVAILABLE FROM EAGLE UPON REQUEST.DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. Dallas,1x 75234 TUFF SHED 1777 SOUTH HARRISON STREET JobName: Truss: GO 1 e: 160-1212745-CLARK-GEIGER SUITE 600 Date: 04/09/18 09:46:22 DENVER,CO 80210 Page: 1 of 1 SPAN PITCH QTY OHL OHR PLYS SPACING WGT/PLY BRD FT/PLY 16-0-0 10/12 2 0-10-0 0-10-0 2 36 in 951bs 58.0 410I 17-8-0 3-0-0 2-6-5 2-5-11 3-0-0 I 5-6-5 I 8-0-0 I 0-5-111 I 3-0.0 I 6 0 000-103x6- I 4 211- AIL. 24_ 10112 12110 2 2 I 0 7 '. 2x4 I 6 0 N 0 3x6111L3__1 111111 31 1 _ B1 ... 41Q 2x:_ 5x8 I 5X8 I 2x4 I 0-0-0 I 3-0-0 I 10-0-0 I 3-0- 0 3-0-0 13-0-0 16-0-0 Heel to Peak Top to Peak Overall Buss Height Overhang Rake Distance Left Right g Left Right 10-2-0 Left Right 12-11-0 12-11-4 10-4-15 10-4-15 1-1-0 1-1-0 Plates Notes ' - BDFT Loading(psi) Qty Size Qty Size TC-1 row of 12d Nails or Gun Nails[min.135"x3 1/81 @ 12 in oc. Top Chords: 16.00 TCLL: 40 48 2x4 24 3x6 BC-2 staggered rows of 12d Nails or Gun Nails[min.135"x3 1/81 @ 12 in oc. Bottom Chords: 21.33 TCDL: 10 16 5x8 Webs-1 row 12d Nails or Gun Nails[min.135"x3 1/81 @ 12 in oc. Webs: 20.67 BCLL: 0 *Camber of 0.10 recommended. Non Structurals: 0.00 BCDL: 10 ' T1,T2 OL: 11-8-14 B1 OL: 16-0-0 Wl OL: 2-9-2 2-6-3 39.8// 11-5-15 ^ /39.8/ 01 16-0-0 v 01 01 2-7-10 \39.8\ 2-9-2 (8) 2 X 4 HF #2-12.00 (4) 2 X 8 HF #2-16.00 (8) 2 X 4 HF Stud-3.00 W2 OL: 3-8-1 W3 OL: 5-0-3 W4 OL: 4-0-7 3-5-4 4-9-4 3-4-1 3.2/ / 3-6-11 \36.7\ 01 4-10-12 \39.8\ 50.2// 3-8-4 -\50.2\ 3-8-1 5-0-3 4-0-7 (8) 2 X 4 HF Stud-4.00 - (8) 2 X 4 HF Stud-6.00 - (4) 2 X 4 HF Stud-5.00 - C i "-St <4.1 17 y c 72>73FIE y► . tig° c- (AI, 1 ' 4BERA . 4RRE4 - EXPIRES:(d /?i/" I TUFF SHED Truss:L01 1777 SOUTH HARRISON STREET JobName: 160-1212745-CLARK-GEIGER SUITE 600 Designer: TB DENVER,CO 80210 Date: 04/09/18 09:46:35 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 16-0-0 10/12 2 0-10-0 0-10-0 0-0-0 0-0-0 1 24 in 129 lbs 17-8-0 • 4,0,0 8-0-016-0-0 6 0 Ot10 0 46- FA 45 78 g 10 112 3 12!10 ,15 N 2 10 O 1 11 22 s 23 1 i 4 m A •2 0 0-0 3x'1 3x.1 x.1 x.1 3x.1 3x.1 0-0-0 3x6 I 16-0-0 3x6 I 16-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading(psi) General CSI Deflection L/ (roc) Allowed TCLL: 40 Bldg Code: IRC2015/ TCi 0.74(6-7) Vert TL OinUP L/999 12 L/180 TCDL: 10 TPI 1-2014 BC: .0.01(16-17) Vert LL ..Oin L/999- 12 L/240 - BCLL: 0 Rep Mbr Increase:No Web: 0.64(1-21) HorzTL �.Oin - . BCDL: 10 Lumber D.O.L.: 115% - _ : Reaction Brg Combo Brg Width Max React Ave React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 4791bs 159 p1f -2851bs -236Ibs -2851bs 1481bs Material Bracing TC -HF#2 2 x 4 TC: Sheathed or Purlins at 6-3-0,Purlin design by Others. BC: HF#2 2 x 8 BC: Sheathed or Purlins at 10-0-0,Purlin design by Others. Web: HF Stud 2 x 4 except. ._ -HF#2 2x 4: 1-21,11-12 Loads 1)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 135 mph(Factored),Exposure C,Enclosed,Gable/I-hp, Risk Category lI,Overall Bldg Dims 16 ft x 20 ft,h=15 ft,Frnl Zone Truss,Both end webs considered.'DOL=1.60 2)Unbalanced roof live loads have not been considered. Member Forces Table. indicates:MertberID.MIX ca sax axial force,(max comer force if different&omm ix axial tome).Only forces Beater than 3001bs ale shown in this table. TC .. 2-3 0.148 327 lbs (.66 lbs)5-6 0.740 349 lbs (-107 lbs)8-9 0.269. 491 lbs 4-581bs)I , 3-4 0.269 491 lbs (-58 lbs)6-7 0.740 349 lbs (-107 lbs)9-10 0.148 327 lbs (-66 Ls) 4-5 0.424 625 lbs 7-8 0.424 625 lbs ac Web 2-20 0.093 310 lbs (-222 lbs) 10-13 0.093 310 lbs (-222 lbs)I 5-17 0.609 -450 lbs 7-16 0.609 -450 lbs „a ® Li ii Notes 1)Unless noted otherwise,do not cut or alter any truss member or plate without prior approval from a Professional Engineer. - lI 2)Gable requires continuous bottom chord bearing. k'4. "'FA-6 3)Gable webs placed at 24"OC,U.N.O. 0..'"!...:,774 .11.,-"'A 4)Attach gable webs with 2x4 20ga plates,U.N.O. +;'C, ,,,,40 r' fes./ ,® 5)Bracing shown is for in-plane requirements.For out-of-plane requirements,refer to BCSI-B3 published by the SBCA. R'Z J " �/ 6)The fabrication tolerance for this roof truss is 0%(Cq=1.00). 7)Acreep factor of 1:50 has been applied for this truss analysis (, �. ® 8)Listed wind uplift reactions based on MWFRS&C&C loading. " ! .y '4 `'%3 ORE t•• ,�-- , 61RRE% - EXPIRE ! / /1r? ALL PERSONS FABRICATING,HANDLING,ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED 10 REFER TO ALL Software v5.6.0223 OF THE INSTRUCTIONS,LIMITATIONS AND QUALIFICATIONS SETFORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITTHTHIS DESIGN AND Eagle Metal Products AVAILABLE FROM EAGLE UPON REQUEST.DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. Dallas,Tx 75234 TUFF SHED Truss:LO 1 1777 SOUTH HARRISON STREET JobName: 160-1212745-CLARK-GEIGER SUITE 600 Date: 04/09/18 09:46:48 - DENVER,CO 80210 Page: 1 of 1 SPAN PITCH QTY OHL OHR PLYS SPACING WGT/PLY BRD FT/PLY - 16-0-0 10/12 2 0-10-0 0-10-0 1 24 in 1291bs 77.3 17-8-0 41010 8-0-0 8-0-0 Or 010 - 8-0-0 I 16-0-0 4x6- 6 48 10 12 3 5 7 12 110 9 42 10 N O 1 II M 11 m 1 • 1 1 ii 81 ii 1 i • 2 3x. r.3x.13 I 3 I 3x.I 3x.10- 0 0 0 16-0-0 16-0-0 Heel to Peak Top to Peak Overall Truss Height Overhang Rake Distance Left Right Left Right 10-2-0 Left Right 12-11-4 12-11-4 --- 10-4-15 10-4-15 1-1-0. 1-1-0 Plates Notes .., BDFT Loading(psi) Qty Size Qty Size *Gable block plate size 2x4,typical. Top Chords: 16.00 TOLL: 40, " 48 2x4 32 3x6 Bottom Chords: 2133 TCDL 10 4 4x6 Webs: 40.00 BCLL: 0 Non Structurals: 0.00 BCDL: 10 T1,T2 OL: 11-8-14 B1 OL: 16-0-0 A OL:. 2-9-2 2-6-3 39.8// 11-5-15 ^ /39.8/ 01 16-0-0 v 01 01 2-7-10 \39.8\ 2-9-2 (4) 2 X 4 HF #2-12.00 (2) 2 X 8 HF #2-16.00 (4) 2 X 4 HF #2-3.00 B OL: 4-3-10 C OL: 5-11-10 D OL: 7-7-10 4-0-12 5-8-12 7-4-12 01 4-2-3 ... 39.8\ 01 5-10-3... \39.8\ 01 '7-6-3 _.-\.39.8\ 4-3-10 5-11-10 7-7-10 (4) 2 X 4 HF Stud-5.00 (4) 2 X 4 HF Stud-6.00 (4) 2 X 4 HF Stud-8.00 E OL: 7-11-3 7-8-9 01 7-9-12 \39.8\ - 7-11-3 (4) 2 X 4 HF Stud-8.00 - 'i��.1:,r 4 0 RigC Qr+ C ._' 72 73PE �Q c.,,, , r•:0 OREG cLb- IRRE% 4 - EXPIRES: /-t-/3/fit i TUFF SHED Truss: TO 1 1777 SOUTH HARRISON STREET JobName: 160-1212745-CLARK-GEIGER SUITE 600 Designer: TB - DENVER,CO 80210 Date: 04/09/18 09:45:25 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY - 16-0-0 10/12 11 0-10-0 0-10-0 0-0-0 0-0-0 1 24 in 95 lbs 17-8-0 0-0 2-5-11 OF10I 3-0-0 15-6-5 I 8-0-0 1 10 5111113-0-0 I 16-0-0 �10{0 I4x1- r_i 214- _y- 10 112 12 110 211 I ' 0-7— 214 0 ci 0 3x8/I 7-6-0 3x87 \ T12 / 5-0-3 Al 1 3 0 M lak.,.. 10-0-4 2x' I 58 5x8 x 41 0-0- P. z0-0-0 3-0-0 10-0-0 3-0-0 I 3- 0-0 I 13-0 -0 16-0-0 I All plates shown to be Eagle 20 unless otherwise noted. 'Loading(psi) General CSI - Deflection L/ . :Moe). . :Allowed `TCLL': 40 Bldg Code: IRC 2015/ TC: 0.98(4-5) Vert TL: 0.61 in L/304 (9-10) ` L/240 TCDL:;10 TPI 1-2014 BC: 0.81(9-10) Vert LL:.. 0.34 in L/545 (9-10). L/360 _. - -. BCLL 0 Rep Mbr Increase:Yes Web: 0.47(7-8) Horz TL: 0.01 in BCDL: 10 Lumber D.O.L.: 115% .:Reaction if Brg Combo Brg Width Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 11 1 3.5 in 2.73 in 1,661 lbs -130 lbs -120Ibs -130 lbs 276lbs 8 1 3.5 in 2.73 in 1,661 lbs • -130 lbs -120 lbs 130 lbs Material Bracing TC: HE#2 2 x 4 TC: Sheathed or Purlins at 4-7-0,Purlin design by Others. BC: HE#2 2 x 8 BC: Sheathed or Purlins at 10-0-0,Purlin design by Others. Web:•HFStud 2x4 Loads . 1)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input 135 mph(Factored),Exposure C,Enclosed,Gable/Hip, - - Risk Category II,Overall Bldg Dims 16 ft x 20 ft,h=15 ft,End Zone Truss,Both end webs considered.DOL=1.60 - -- - 2)Unbalanced roof live loads have not been considered.... .... ... . 3)Minimum storage attic loading has been applied in accordance with IRC 301.5 Member Forces Table indicates:Member 1D,max CSI,mu axial Tome,(max comer farce if different tom max axial tome).Only tomes greater than 309Ibs:am shown in this table. TC 1-2 0.790 -1,132 lbs 56 0.731 -935 lbs 2-3 0.731 -933 lbs 6-7 ...0.790 -1.132 lbs _ _ BC 9-10 0.805 740 lbs (-171bs) - _... ._,.. Web 1-11 0.465 -1.828 lbs 2-10 0.167 358 lbs (-291 Ibs)6A 0.167 3581bs (-291 Ibs)I7-0 0.465 1,828 lbs I. . I-10 0.394 1.047 lbs 3-5 0.330 -906 lbs 7A 0394 1,047lbs Notes 1)Unless noted otherwise,do not cut or alter any truss member or plate without prior approval from a Professional Engineer. • ;. 2)Attic floor area has been designed as a living area with 40 psf floor live load and a 10 psf floor dead load,and the interior vertical webs and ceiling has been desig ed for a 5 psf dead load.. .__y_ 3)The fabrication tolerance for this roof truss is 0%(Cq=1.00). v 4)Brace bottom chord with approved sheathing or purlins per Bracing Summary. r�- 1 C 1.-A.J R n 5)Acreep factor of 1.50 has been applied for this truss analysis. .�, '"1 6)Listed wind uplift reactions based on MWFRS&C&C loading - c`* P 7)Bottom chord in the open area of this truss meets L,360 for live load and L/240 for total load deflection criteria. "\X,S.3.'ti.:,t°' re- 7 73PE Cip OR:GO �� `' .�� lfBE�'.°'�� IrkARRE% ' EXPIRES: /ca.. b,/'a ALL PERSONS FABRICATING,HANDLING,ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUC 1F)TO REFER TO ALL Software v5.6.0223 OF THE INSTRUCTIONS,LIMITATIONS AND QUALIFICATIONS SETFORTHIN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITHTHIS DESIGN AND Eagle Metal Products AVAILABLE FROM EAGLE UPON REQUEST.DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. Dallas,TX 75234 • TUFF SHED Truss: TO 1 1777 SOUTH HARRISON STREET JobName: 160-1212745-CLARK-GEIGER SUITE 600 Date: 04/09/18 09:45:41 • DENVER,CO 80210 Page: 1 of 1 SPAN PITCH QTY OHL OHR PLYS SPACING WGT/PLY BRDFr/PLY 16-0-0 10/12 11 0-10-0 0-10-0 1 24 in 95 lbs 58.0 17-8-0 0 10 0 3-0-0 2-6-5 2-5-11 2-5-11 2-6-5 3-0-0 0 10 0 I 3-0-0 I 5-6- 5 I 8-0-0 110-5-1 1 I 13-0-0 I 16-0-0 f 4x6- 4 211- _ 254— 3..�rne�.. 10112 12 10 211 0-7— 211.1 4 0 31/ 7-6-0 3x8\ T M . s 5-0-3 11/` 4) �� 100° M ■ A 2xllill )I Szpp 8 5x8 2x4 0-0-0 - 0-0- 3-0-0 10-0-0 3-0-0 3_0_0 I. 13-0-0 I 16-0 -0 I Heel to Peak Top to Peak Overall Truss Height Overhang Rake Distance Left Right Left Right, 10-2-0 Left Right 12-11-4 12-11-4 10-415 -_ _10-445 1-1-0 1-1-0 -- Plates Plates Notes BDFT Loading(Ps1) Qty Size Qty Size *Camber of 0.13 recommended. Top Chords: 16.00 TCLL: - 40 132 2x4 44 3x8 Bottom Chords: 21.33 TCDL: 10 22 4x6 44 5x8 Webs: 20.67 BCLL: 0 Non Structurals: 0.00 BCDL: 10 T1,T2 OL: 11-8-14 131 OL: 16-0-0 W1 OL: 2-9-2 2-6-3 39.8// 11-5-15 ^ /39.8/ 01 16-0-0 v 01 01 2-7-10 \\39.8\ 2-9-2 (22) 2 X 4 HF #2-12.00 (11) 2 X 8 HF #2-16.00 (22) 2 X 4 HF Stud-3.00 W2 OL: 3-8-1 W3 OL: 5-0-3 W4 OL: 4-0-7 3-5-4 4-9-4 3-4-1 3.2/ L 3-6-11 - \\36.7\ 01 4-10-12 \\\39.8\ 50.2//.. 3-8-4 \\50.2\ ' 3-8-1 5-0-3 4-0-7 (22) 2 X 4 HF Stud-4.00 (22) 2 X 4 HF Stud-6.00 (11) 2 X 4 HF Stud-5.00 c) PROPeo - •.�i` /F 01//sRA`, ' cP WARRE EXPIRES: /-' l r/'a