Loading...
Specifications (29) .�., ,\--, --,,,_0 \ - 00" 1 11 TUFF SHED ‘, .$ swwos,`,�_-<- s-t. Structural Calculations for OFFICE COPY Site: Brian Lewis 12828 SW Walnut St Tigard, OR 97223 REVISION Project: 24.0' x 22.0' Garage Inv. No. 1213193 Store: 160 - Portland 6500 NE Halsey St. Ste A Portland, OR 97213 Engineer: Richard J. Wills, P.E. Tuff Shed Inc. 1777 South Harrison St., Ste. 600 Denver, CO 80210 (303) 753-8833 ext. 96315 RWills@tuffshed.corn Date: November 8, 201 ; lPldrRIZi l,c.f, t ",$),$) L„ 4.63 Z E 1--- OREGON OREGON */0 4RCH9.209�, QX E PIRES:06.30 2020 Page 1 of 9 6i)TUFF SHED' DESIGN CRITERIA Building Code: 2015 IBC Seismic Design Category: D1 Basic Wind Speed: 135 mph Wind Exposure: B Building Specifications Width: 24.0 ft. Length: 22.0 ft. Side Wall Height: 8.83 ft. Stud Size: 2x4 Stud Spacing: 16 in. o.c. Wall Sheathing: 3/8" Smartside Roof Sheathing: 7/16" OSB Wall Wood Species & Grade: HF Stud Wall "A" Overhang: 12.0 in. Wall "B" Overhang: 12.0 in. Wall "C" Overhang: 12.0 in. Wall "D" Overhang: 12.0 in. Foundation: Concrete - Monolithic Foundation Anchor: J- or L-Bolts Anchor Bolt Diameter: .5 in. Trusses Span: 24.0 ft. Left Overhang: 12.0 in. Right Overhang: 12.0 in. Pitch: 5./12 Lumber: HF #2 Roofing: Composition Shingles Top Chord Live/Snow Load: 40 psf Top Chord Dead Load: 10 psf Bottom Chord Live Load: 0 psf Bottom Chord Dead Load: 10 psf Risk Category: II-Regular Page 2 of 9 (TUFF SHED Page 3of9 Header:Wall B,Hdr 1 Top Chord Live/Snow Load:40 psf Top Chord Dead Load: 10 psf Tributary Width=13.0 ft. Bottom Chord Live Load:0 psf Height of wall above Header=1.0 ft. Bottom Chord Dead Load: 10 psf Moment=405,566 in.-lbs. Reaction=7,308 lbs. Header Size:2x12 N.G.Use LVL. Header Size: 1%x14 LVL Number of Headers:3 Number of Headers:3 Header depth=11.25 in. Lumber Header depth=14.0 in. Lumber Total header width=4.50 in. HF#2 Total header width=5.25 in. LVL 2600Fb Header span=18.50 ft. Fit=850 psi Header span=18.50 ft. Fb=2600 psi F,=525 psi F,=1555 psi Bending F,150 psi Bending F,285 psi S,94.92 cu.in. Fbp=405 psi S,=171.50 cu.in. Fes=750 psi F'b=950 psi FF 1300 psi OR F'b=2846 psi FF 2510 psi fb=4273 psi E=1,300,000 psi fb=2365 psi E=1,900,000 psi E,,,;,=470,000 psi E,,,;,= 965,710 psi Good/No Good? N.G. Lumber Factors Good/No Good? O.K. Lumber Factors Co=1.15 Duration Ce 1.15 Duration Shear CM=1.00 Wet Service Shear CM=1.00 Wet Service F'F 173 psi CF 1.00 Temperature F,328 psi CF 1.00 Temperature f=217 psi C1=0.97 Beam Stability f=149 psi Ct.=0.95 Beam Stability Good/No Good? N.G. CF=1.00 Size Good/No Good? O.K. CF-1.00 Size Cr.=1.00 Flat Use Cr.=1.00 Flat Use Deflection C,=1.00 Incising Deflection CF 1.00 Incising E=1,300,000 psi CF 1.00 Repetitive Member E'=.1,900,000 psi CF 1.00 Repetitive Member 1=533.936 CF 1.00 Form 1=1200.500 Cr=1.00 Form Deflection Ratio=1J180 TL(Lbc) U240 LL(Lbc) Deflection Ratio=U180 TL(Ux) IJ240 LL(Ux) Allowable Deflection=1.23 in. .93 in. Allowable Deflection=1.23 in. 1.23 in. A=3.0 in. 2.01 in. A=.91 in. .61 in. Good No Good? N.G. N.G. Good/No Good? O.K. O.K. Header:Wall C,Hdr 1-3 Top Chord Live/Snow Load:40 psf Top Chord Dead Load: 10 psf Tributary Width=2.0 ft. Bottom Chord Live Load:0 psf Height of wall above Header=3.50 ft. Bottom Chord Dead Load: 10 psf Moment=4,708 in.-lbs. Reaction=349 lbs. • Header Size:2x4 Header Size: 11/4(3%LVL Number of Headers:2 Number of Headers:2 Header depth=3.50 in. Lumber Header depth=3.50 in. Lumber Total header width=3.0 in. HF#2 Total header width=3.50 in. LVL 2600Fb Header span=4.50 ft. Fb=850 psi Header span=4.50 ft. Fb=2600 psi Ft=525 psi F,=1555 psi Bending Fy=150 psi Bending Fr 285 psi S,=6.13 cu.in. Fdr=405 psi S,7.15 cu.in. F,=750 psi Fb=1458 psi FF 1300 psi OR FF 2978 psi Fc=2510 psi fb=769 psi E=1,300,000 psi 1b=659 psi E=1,900,000 psi E,,,;,=470,000 psi E,,,;,= 965,710 psi Good/No Good? O.K. Lumber Factors Good/No Good? O.K. Lumber Factors Cr,=1.15 Duration CD=1.15 Duration Shear CM=1.00 Wet Service Shear CM=1.00 Wet Service F,=173 psi G=1.00 Temperature Fv=328 psi C,=1.00 Temperature ft=50 psi C.=0.99 Beam Stability fv=43 psi CF 1.00 Beam Stability Good/No Good? O.K. Cr=1.50 Size Good/No Good? O.K. CF=1.00 Size Cw=1.00 Flat Use Cr.=1.00 Flat Use Deflection CF 1.00 Incising Deflection CF 1.00 Incising E'=1,300,000 psi CF 1.00 Repetitive Member E'=1,900,000 psi CF 1.00 Repetitive Member 1=10.71875 CF 1.00 Form 1=12.50520833 CF 1.00 Form Deflection Ratio=U180 TL(Ux) L/240 LL(Ux) Deflection Ratio=U180 TL(Ux) 0240 LL(L/x) Allowable Deflection=.30 in. .23 in. Allowable Deflection=.30 in. .30 in. A=.10 in. .08 in. A=.06 in. .04 in. Good/No Good? O.K. O.K. Good/No Good? O.K. O.K. • rTUFF SHED' Page 4of9 Header:Wall D,Hdrs 1-2 Top Chord Live/Snow Load:40 psf Top Chord Dead Load: 10 psf Tributary Width=13.0 ft. Bottom Chord Live Load:0 psf Height of wall above Header=3.50 ft. Bottom Chord Dead Load 10 psf Moment=24,756 in.-lbs. Reaction=1,834 lbs. Header Size:2x8 Header Size: 1%x5%LVL Number of Headers:2 Number of Headers:2 Header depth=7.25 in. Lumber Header depth=5.50 in. Lumber Total header width=3.0 in. HF#2 Total header width=3.50 in. LVL 2600Fb Header span=4.50 ft. Fb=850 psi Header span=4.50 ft. Fe=2600 psi F,=525 psi F1=1555 psi Bending F,,=150 psi Bending F,r 285 psi S,F 26.28 cu.in. Fee=405 psi Se=17.65 cu.in. Fee=750 psi Fb=1160 psi Fe=1300 psi OR F'b=2970 psi Fe=2510 psi fb=942 psi E=1,300,000 psi fb=1403 psi E.1,900,000 psi E„„=470,000 psi E,,,;,= 965,710 psi Good/No Good? O.K. Lumber Factors Good/No Good? O.K. Lumber Factors Co=1.15 Duration CD=1.15 Duration Shear CM=1.00 Wet Service Shear Cu=1.00 Wet Service F,,=173 psi C,=1.00 Temperature F,p 328 psi CF 1.00 Temperature f,126 psi CL=0.99 Beam Stability f,143 psi CL=0.99 Beam Stability Good/No Good? O.K. Cr.1.20 Size Good/No Good? O.K. CF=1.00 Size Cw=1.00 Flat Use Cw=1.00 Flat Use Deflection CF 1.00 Incising Deflection C;=1.00 Incising E'=1,300,000 psi Cr=1.00 Repetitive Member E'=1,900,000 psi C,=1.00 Repetitive Member 1=95.26953125 C,=1.00 Form 1=48.52604167 CF 1.00 Form Deflection Ratio=U180 TL(Ux) L/240 LL(L/x) Deflection Ratio=U180 TL(Ux) L/240 LL(Ux) Allowable Deflection=.30 in. .23 in. Allowable Deflection=.30 in. .30 in. A=.06 in. .04 in. A=.08 in. .06 in. Good/No Good? O.K. O.K. Good/No Good? O.K. O.K. • fTUFF SHED- page5ol9 Trimmer for.Header.Wall B,Hdr i Trimmer for:Header.Wall C,Hdr 1-3 HF Stud HF Stud Fe 675 psi Fe 675 psi Load=7,308 lbs. Fr=400 psi Load=349 lbs. FF 400 psi width=5.50 in. Fe 150 psi width=3.50 in. Fe 150 psi thickness=1.50 in. Fri.=405 psi thickness=1.50 in. F,p=405 psi No.of members=2 Fe 800 psi No.of members=1 Fe 800 psi Unbraced Length(x)(width)=78.0 in. E,,,;,=440,000 psi Unbraced Length(x)(width)=78.0 in. E„,;,=440,000 psi Unbraced Length(y)(thickness)=6.0 in. Unbraced Length(y)(thickness)=6.0 in. Effective Length factor,IC,pe 1 Lumber Factors Effective Length factor,Kyq=1 Lumber Factors Effective Length factor.K,krr=1 Co=1.15 Duration Effective Length factor,Kyh=1 CD=1.15 Duration CM=1.00 Wet Service CM=1.00 Wet Service c=0.8 Cp 1.00 Temperature c=0.8 Ce 1.00 Temperature A=16.50 sq.in. C1=1.00 Beam Stability A=5.25 sq.in. Ce 1.00 Beam Stability (Ud)K 14.18 Co'r1.00 Size (Vd)x 22.29 Cr= 1.05 Size (Vd)r.=2.00 Cry'1.00 Flat Use (Vd),.=4.00 C. 1.00 Flat Use E',,,;,=440,000 psi C,=1.00 Incising E'„,,,=440,000 psi CF 1.00 Incising C,1.00 Repetitive Member Ce 1.00 Repetitive Member Ce 1.00 Form CF 1.00 Form CT=1.00 Buckling Stiffness CT=1.00 Buckling Stiffness Weak Axis Calculations(y) Strong Axis Calculations(x) Weak Axis Calculations(y) Strong Axis Calculations(x) F,E=90420.00 F0E=1798.29 F,E=22605.00 F,E=728.23 Pe 920.00 Pe 920.00 Pe 966.00 Pe 966.00 F,E/F'e 98.28 F,E/F'e 1.95 F„/Pe 23.40 F,E/F'0=0.75 1+F,E/F'0/2on 62.05 1+F0E/F'0/2rr 1.85 1+F0E/F'0/2c=15.25 1+F0E/F'0/2c=1.10 Cp=1.00 Cr=0.86 Cp=0.99 Cr.=0.59 F'0=918.12 F'e 794.31 Pe 957.53 Fe 567.04 P,„„,,,r„„= 15,149 lbs. P,io„,„„=13,106 lbs. P,i,,,a,=5,027 lbs. P,,,,,„„=2,977 lbs. Good/No Good? O.K. Good/No Good? O.K. GoodiNo Good? O.K. Good/No Good? O.K. Trimmer for:Header.Wall D,Hdrs 1-2 Trimmer for: N/A HF Stud HF Stud F„=675 psi Fe 675 psi Load=1,834 lbs. Fr=400 psi Load= lbs. FF 400 psi width=3.50 in. Fe 150 psi width=3.50 in. Fe 150 psi thickness=1.50 in. F,p=405 psi thickness=1.50 in. F,p=405 psi No.of members=1 Fe 800 psi No.of members=1 Fe 800 psi Unbraced Length(x)(width)=78.0 in. E„,„=440,000 psi Unbraced Length(x)(width)=90.0 in. E,,,w,=440,000 psi Unbraced Length(y)(thidmess) 6.0 in. Unbraced Length(y)(thickness)=6.0 in. Effective Length factor,K,k4=1 Lumber Factors Effective Length factor,Koe 1 Lumber Factors Effective Length factor,K06=1 Co=1.15 Duration Effective Length factor,K,kyl=1 Co=1.15 Duration Cie 1.00 Wet Service Cu 1.00 Wet Service c=0.8 CF 1.00 Temperature c=0.8 CF 1.00 Temperature A=5.25 sq.in. Ce 1.00 Beam Stability A=5.25 sq.in. CL= 1.00 Beam Stability (I/d),22.29 Ce 1.05 Size (I/d),=25.71 Cr=1.05 Size (Ud)r 4.00 Cr„=1.00 Flat Use (Vd)e 4.00 Cr„=1.00 Flat Use E'„,„=440,000 psi CF 1.00 Incising E'„,,,=440,000 psi CF 1.00 Incising C,=1.00 Repetitive Member C,=1.00 Repetitive Member C=1.00 Form Cr=1.00 Form CT=1.00 Buckling Stiffness Cr= 1.00 Buckling Stiffness Weak Axis Calculations(y) Strong Axis Calculations(x) Weak Axis Calculations(y) Strong Axis Calculations(x) F,E=22605.00 F,E=728.23 F,E=22605.00 Fes=546.99 Pe 966.00 Pe 966.00 Pe 966.00 Pe 966.00 F,E/F'0=23.40 FcE/F'e=0.75 F,E/F'e 23.40 F,E/F'c=0.57 1+F,E/F',;/2F 15.25 1+F,E/F',/2c=1.10 1+F0E/F',/2on 15.25 1+F,E/F'0/2tr 0.98 CF.=0.99 Cr=0.59 Cp=0.99 Cr=0.48 F,,957.53 F'0=567.04 F'0=957.53 Pe 462.19 P,Y,,.,ie 5,027 lbs. Pyb„Ey=2,977 lbs. P,,.,„,„„=5,027 lbs. P,Y,,,E„=2,426 lbs. GoodMo Good? O.K. Good/No Good? O.K. Good/No Good? O.K. Good/No Good? O.K. ® Page 6of9 MTUFF SHED SEISMIC CALCULATIONS Building Code: 2015 IBC Seismic Design Classification: D1 Site Class: D Ss= 0.96 Figure 22-1 F= 1 Section 12.14.8.1 Fa= 1.2 Table 11.4-1 R= 6.5 Table 12.14-1 I= 1 Table 11.5-1 p= 1.30 W= 15,582 lbs. S= 4,992 lbs. 20% of snow weight (if applicable) SIDS= 0.77 Eq. 12.14-11 V= 3,160 lbs. Eq. 12.14-11 (TUFF SHED Page 7of9 Wind Calculations(MWFRS) ASCE 7-16 Chapt.28 Part 1 Wind Speed,v„sp: 105 mph Wind Speed,vuLT: 135 mph Wind Exposure: B Risk Category: II-Regular Roof Angle=22.62 Gable Wall Span=24.0 ft. Longitude Wall Span=22.0 ft. Mean Roof Height= 13.83 ft. Enclosure Classification: Enclosed Section 26.10 KTr= 1 Section 26.8.2 K=0.85 Table 27.3-1 K,1=0.85 Table 26.6-1 GCp±0.18 Table 26.11-1 qh=33.71 psf Eq.28.3-1 1 2 3 4 5 6 1E 2E 3E 4E U Load Case A 0.56 0.21 -0.43 -0.37 N/A N/A 0.69 0.27 -0.53 -0.48 Load Case B -0.45 -0.69 -0.37 -0.45 0.40 -0.29 -0.48 -1.07 -0.53 -0.48 Load Case A(-GCp) 18.70 psf 6.90 psf -14.67 psf -12.65 psf N/A N/A 23.08 psf 8.92 psf -18.05 psf -16.36 psf Load Case A(+GCp) 19.06 psf 7.26 psf -14.31 psf -12.29 psf N/A N/A 23.44 psf 9.28 psf -17.69 psf -16.0 psf Load Case B(-GCp) -15.35 psf -23.44 psf -12.65 psf -15.35 psf 13.30 psf -9.96 psf -16.36 psf -36.25 psf -18.05 psf -16.36 psf Load Case B(-+-GC,) -14.99 psf -23.08 psf -12.29 psf -14.99 psf 13.66 psf -9.60 psf -16.0 psf -35.89 psf -17.69 psf -16.0 psf max.pL= 23.44 psf Side Wall,maximum wind pressure max.pT=20.74 psf Gable End Wall,maximum wind pressure max.proof-36.25 psf VL= 3,890 lbs. Max.Longitudinal Shear VT=3,156 lbs. Max.Transversial Shear Max.uplift pressure=-22,619 lbs. Max.uplift pressure on the building due to wind on roof Diaphragm Calculations Length(for shear) Wall A: 20.0 ft. Wall B: .0 ft. Wall C: 16.0 ft. Wall D: 14.0 ft. Edge Boundary HF/SPF Sheathing" Nail Size Nailing Nailing v, Factor Roof 7/16"OSB 8d 6 in.o.c. 12 in.o.c. v= 180.0 pff 167.4 pff 0.93 Wall 3/8"Smartside 8d 6 in.o.c. 12 in.o.c. v=200.0 pff 164.0 pff 0.82 Wall 3/8"Smartside 8d 4 in.o.c. 12 in.o.c. v=300.0 pff 246.0 pff 0.82 Wall 3/8"Smartside 8d 4 in.o.c. 12 in.o.c. v= 390.0 pff 319.8 pff 0.82 *Must be Rated sheathing Wind Seismic v,ib„ edge nailing Wall A:94.7 pff Wall A: 55.3 pff 164.0 plf Ce= 1.00 6"o.c. Wall B:Wall not used for shear Wall B:Wall not USE.0 pff Co=0.00 6"o.c. Wall C: 118.3 pff Wall C:69.1 pff 162.4 pff Co=0.99 6"o.c. Wall D: 333.4 pff Sheathe Both Faces of Wall Wall D: 158.0 pit 487.1 pff Co=0.99 4"o.c. Roof= 106.1 pff 167.4 pff (TUFF SHED Page gof9 Foundation Calculations Fb=1500 psf Min.allowable bearing pressure Foundation Stem above grade=18.0 in. Height of foundation from the top of the grade to the top of the foundation/stemwall Foundation Depth=12.0 in. Depth of the foundation from the top of the grade to the bottom of the footing 868.3 plf Max.load per foot of wall bfle 6.95 in. min.required footing width PL.=7,308 lbs. Maximum point load br=701.52 sq.in. Min.required footing area Rectangular pad=11.69 in. min.required footing width Overturning Calculations Wall A Wall B Min.No.anchor bolts=3 Min.No.anchor bolts=2 Width=20.0 ft. Width=.0 ft. Height=8.83 ft. Height=8.83 ft. P.„„d=3,156 lbs. P„d„d=3,890 lbs. P 1,580 lbs. P.,„, 1,580 lbs. Wall Weight=1,083.60 lbs. Wall Weight=156.0 lbs. Upliftmnd=294.11 lbs. Upliftw;,d=N/A Uplift.,;,,,c_.0 lbs. Upl =N/A Allowable Service,wind: 1.17 N.G.Holddowns required. Allowable Service,wind: N/A Allowable Service,seismic:0.36 ok.No additional holddowns required. Allowable Service,seismic:N/A Wall C Wall D Min.No.anchor bolts=3 Min.No.anchor bolts=3 Width=16.0 ft. Width=14.0 ft. Height=8.83 ft. Height=7.83 ft. P,,;,d=3,156 lbs. P„i,d=3,890 lbs. Pte=1,580 lbs. P,a,.=1,580 tbs. Wall Weight=871.68 lbs. Wall Weight=813.72 lbs. Uplift,,d=609.04 lbs. Upliftmnd=898.50 lbs. Uplift=174.56 lbs. Uplift...=211.74 lbs. Allowable Service,wind: 1.25 N.G.Holddowns required. Allowable Service,wind: 1.82 N.G.Holddowns required. Allowable Service,seismic:0.37 ok.No additional holddowns required. Allowable Service,seismic:0.38 ok.No additional holddowns required. Building Uplift Wind uplift=-22,619.12 lbs. Min.building weight=9,349.08 lbs. Additional min.dead load=.0 lbs. additional dead load due to steel floor,wood base,or other permanent loads,if any,(not including foundation) Net uplift=-13,270.04 lbs. Total no.of anchor bolts(min.)=11 (Does not include additional holddowns for overturning of the walls.) Anchor bolt uplift=25,523.44 lbs. OK.No additional anchors needed. 1JTUFF SHED. Page9of9 Bearing Wall Calculations Lumber Axial Load HF Stud Stud Spacing= 16 in.o.c. Fb=675 psi Max.Load on wall=868.3 plf Ft=400 psi F,= 150 psi depth= 3.50 in. F,,,=405 psi width= 1.50 in. Fc=800 psi No.of members= 1 Erm=440,000 psi Length(depth)= 101.46 in. unbraced length(depth)(x)(in.) E= 1,200,000 psi Length(width)= 12.0 in. unbraced length(width)(y)(in.) Lumber Factors Kew= 1 effective length factor(x) Cc= 1.15 Duration for gravity load K,m= 1 effective length factor(y) CM= 1.00 Wet Service ICE=0.3 Ct= 1.00 Temperature c=0.8 CL= 1.00 Beam Stability CF= 1.05 Size for Fe Load= 1,158 lbs. Load per stud Cts 1.00 Flat Use C,= 1.00 Incising A= 5.25 sq.in. C,= 1.15 Repetitive Member (I/d)„= 28.99 Cf.= 1.00 Form (I/d),=8.00 CT= 1.00 Buckling Stiffness(NDS 4.4.2) 440,000 psi CF= 1.10 Size for Fb Cc= 1.60 Duration for lateral load Cr= 1.50 Repetitive Member(wind) Weak Axis Calculations(y) Strong Axis Calculations(x) FE=5651.25 F,E=430.40 F*,=966.00 re= 966.00 F,E/F*e= 5.85 F,E/F*e=0.45 1+F,E/F*,/2c=4.28 1+F,E/F*o/2c=0.90 CF= 0.96 CP=0.39 F',=929.41 Fc= 380.83 Pauowable 4,879 lbs. Panowable 1,999 lbs. Good/No Good? O.K. Good/No Good? O.K. Wind Load Wind load per stud=31.3 plf Moment= 3,351 in.-lbs. Reaction= 132 lbs. Header depth= 3.50 in. Total header width= 1.50 in. Header span= 8.0 ft. Bending Sx 3.06 cu.in. F'b= 1782 psi fb= 1094 psi Good/No Good? O.K. Shear F',= 240 psi f,= 38 psi Good/No Good? O.K. Combined Bending and Axial Loading F'c= 529.85 combine allowable compressive stress f,74 psi combine compressive stress Combined stress index= 0.76 Good/No Good? O.K. TUFF SHED Truss: LO 1 1777 SOUTH HARRISON STREET JobName: 160-1213193 SUITE 600 Designer: PK DENVER,CO 80210 Date: 04/18/18 15:52:44 Page: 1 of l SPAN PITCH QTY OHL OHR CANTL CANTR PLYS SPACING WGT/PLY 24-0-0 5/12 2 0-10-3 0-10-3 0-0-0 0-0-0 1 24 in 90 lbs 25-8-7 III-10-f 12-0-0I 12-0-0 9-10- I i 12-0-0 24-0-0 4x6- 6 5 /t 7 4 ' ' 8 5 12 3 1 i 9 1215 N 2 ' 10 d i C 3x1 '. 311 Ll IL IC I/ I� I7.: IL IL IL 5x6- 0-0-0 0-0-0 24-0-0 24-0-0 1 All plates shown to be Eagle 20 unless otherwise noted. Loading(psl) General CSI Deflection L/ (Mc) Allowed TCLL: 40 BldgCode: IRC 2015/ TC: 0.24(1-2) VertIL: 0.01 in L/999 (11-12) L/180 TCDL: 10 TPI 1-2014 BC: 006(20-1) VertLL: 0 i L/999 Il L/240 BCLL: 0 Rep Mbr Increase:No Web: 0.09(6-16) Horz TL: Din BCDL: 10 Lumber D.O.L.: 115% Reaction Brg Combo Brg\With Max React Ave React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz I 438lbs 136p1f -57lbs -104 lbs -1501bs -150 lbs -362 lbs Material Bracing TC. HF#2 2 x 4 TC: Sheathed or Porlis at 6-3-0,Perlin design by Others. BC HF#2 2 x 4 BC: Sheathed or Purlins at 10-0-0,Puffin design by Others. Web: HF Stud 2 x 4 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 Dins 20 ft x 24 ft,h=15 ft,End Zane Truss,Both end webs considered DOL=1.60 2)Unbalanced roof live loads have not been considered. Member Forces Table indicates:Member ID,max CSI,max axial force,(max centre force if different horn mac axial force).Only forces gratin-than 3001bs are shown in this . le. IC 1-2 0.237 359 lbs (-244 lbs) 10-11 0.237 359 lbs (-244 lbs) BC Web J Notes 1)Unless noted otherwise,do not cut or alter any truss member or plate without prior approval from a Professional Engineer. 2)Gable requires continuous bottom chord bearing. I I R i`- 3)Gable webs placed at 24"OC,UN.O. r1 i �J/..\, 4)Attach gable wets with 2x4 20ga plates,U.N.O. t� I Nr `` , 5)Bracing shown is for in-plane requirements.For out-of-plane requirements,refer to BCSI-B3 published by the SBCA. �1�. I' `°� i3 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. ,L/{ �' 4663 8)Due to negative reactions in gravity load cases,special connections to the bearing surface atj oints II,I may need to be consideredLt I-- 9)Listed wind uplift reactions based on MWFRS&C&C loading. • .)REGON 4,11 R"�°j VISION �EXPIRE :06/30 2020 OFFICE COPY ALL PERSONS FABRICATING,HANDLING,ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED 10 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 WHIN EAGLE METALCONNECTORS ARE USED. Dallas,TX 75234 TUFF SHED Truss: T01 1777 SOUTH HARRISON STREET JobName: 160-1213193 SUITE 600 Designer PK DENVER,CO 80210 Date: 04/18/18 15:51:15 Page: 1 of 1 SPAN PITCH QTY OHL OHR CANTL CANTR PLYS SPACING WGT/PLY 24-0-0 5/12 11 0-10-3 0-10-3 0-0-0 0-0-0 1 24 in 84 lbs 25-8-7 6-3-14 5-8-2 5-8-2 6-3-14 10 6-3-14 12-0-0 1 17-8-2 1 24-0-0 �10 4>S6 IllIllillIllIllIllIlli SI12 4X6/ 44\ 12 I5 d 3x8 3 $- i Ilio 241 7 241 5x8- 0-0-0 0-0-0 6-3-14 5-8-2 5-8-2 6-3-14 6-3-14 I 12-0-0 17-8-2 I 24-0-0 All plates shown to be Eagle 20 unless otherwise noted. Loading(psi) General CSI Deflection L/ (loc) Allowed TCLL: 40 Bldg Code: IRC 2015/ TC: 0.733(1-2) Vert TL 0.33 in L/858 (5-6) L/180 TCDL: 10 TPI1-2014 BC: 0.85(8-1) Vert LL: 0.18 in L/999 7 L/240 BCLL: 0 Rep Mbr Increase:Yes Web: 074(2-7) Horz TL: 0.13 in 5 '.. BCDL: 10 Lumber D.O.L.: 115 Reaction IF Brg Combo Brg Width Rqd Brg\Mdth Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz 1 1 3.5 in 251 in 1,525 Its -304 lbs -560 lbs -560 lbs -15 lbs 5 1 3.5 in 2.51 in 1,525 lbs • -304 lbs -560 lbs -560 lbs Material Bracing TC: HF#2 2 x 4 TC: Sheathed or Purlins at 2-6-0,Purlin design by Others. BC: HF#2 2 x 4 BC: Sheathed or Purlins at 6-7-0,Purlin design by Otters. Web: HF Stud 2x 4 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 Crab) p, Risk Category II,Overall Bldg Dims 20 ft x 24 ft,h=15 Q End Zane 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 D,max CSL onus axial forte.(max comps force ifdif erent from rrcax axial Bore).Only forces Beater than 300lbs are shorn in this table.( TC 1-2 0.729 -2,958 lbs 3-0 0.567 -2,027 lbs 2-3 0.567 -20271hs 4-5 0.729 -2,958 lbs BC 5-6 0.847 2.639 Ihs (-755 lbs)6-7 0.680 2,639 lbs (-755 lbs)7-8 0.680 2,639 lbs (-755 lbs)8-1 0.847 2,639 lbs (-7- !bill Web 2-7 0.745 -962 lbs 4-7 0.745 -962 lbs 3-7 0.346 919 lbs (-273 lbs) Notes 1)Unless noted otherwise,do not cut or atter any truss member or plate without prior approval from a Professional Engineer. ��YY 2)The fabrication tolerance for this roof tress is 0%(Cq=1.00). , X10 I f1�OF, N 3)Brace bottom chord with approved sheathing or purlins per Bracing Summary (tt3r`ww L \ 4)Acreep factor of 1.50 has been applied for this truss analysis. kAt.\ N EF 15' 5)Listed wind uplift reactions based on MWFRS&C&C loading. 1 I 'i 0 7.663 - - 111 P Tate: 3x8 - 1 Tate: 3x8 - 5 a • 1 /RECON '\( ,IRO JON -411111 /111 —92 B2 TG9 T " 'EXPIRES:06.'3C 2C'ry j • N 14-4-0_ ngle:0 deg Angle:0 to a-o_wl 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 METALCONNECTORS ARE USED. Dallas,Tx 75234 FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT = Transmittal Letter T I G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.f,ard-or.gov a TO: VS-5-/Z71. DATE rd CEIVED: DEPT: BUILDING DIVISION Pr FROM: i� FEB Cr7\� a` V - COMPANY: E J LDlNG Lp' PHONE: � �� I By:, j RE: I Z..S Z< Ul-f\LL OT TQC) I � (Site Address) (Permit Number) (Project name or subdivision name and lot nu �er) ATTACHED ARE THE FOLLOWIN t \y Copies: Description: ies: Description: Additional set(s) of plans. N� Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): REMARKS: k C V.y..±1; A \J .. .. p AN FO OFF E USE ONLY Routed to Perm ec ' tan: Date: 9 g [ Ql Initials: Fees Due: Ye ❑ No Fee Des riptio : Amount Due: yz, p Special Instructions: Reprint Permit(per PE): ❑ YesTo ❑ Done Applicant Notified: �/�Date: If e../j Initials: 1:\Building\Forms\TransmittalLetter-Revisions 061316.doc