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HomeMy WebLinkAbout470-1481236-PETERSON-Eng Calcs Esign (1)Site: Project: 12.0' x 12.0' Store: 512 Jetton St. Tampa, FL 33619 Engineer: Tuff Shed Inc. 1777 South Harrison St., Ste. 600 Denver, CO 80210 Date: Structural Calculations for June 15, 2020 Shed Inv. No. 1481236 Christian Peterson 5112 Silver Oak Drive Ft Pierce, FL 34982 470 - Tampa Timothy Cahalan, P.E. (303) 753-8833 ext. 96319 TCahalan@tuffshed.com Page 1 of 8 06/15/2020 Building Code: 2017 FBC Seismic Design Category: A Basic Wind Speed: 175 mph Wind Exposure: C Width: 12.0 ft. Length: 12.0 ft. Side Wall Height: 6.69 ft. Stud Size: 2x4 Stud Spacing: 16 in. o.c. Wall Sheathing: 3/8" Smartside Roof Sheathing: 7/16" OSB Wall Wood Species & Grade: SPF Stud Wall "A" Overhang: .0 in. Wall "B" Overhang: 4.0 in. Wall "C" Overhang: .0 in. Wall "D" Overhang: 4.0 in. Foundation: Treated Wood Shed Base Anchor: Auger Anchors Anchor Bolt Diameter: .5 in. Span: 12.0 ft. Left Overhang: 4.0 in. Right Overhang: 4.0 in. Spacing: 24 in. o.c. Pitch: 4./12 Lumber: SPF #1/#2 Roofing: Composition Shingles Top Chord Live/Snow Load: 20 psf Top Chord Dead Load: 10 psf Bottom Chord Live Load: 0 psf Bottom Chord Dead Load: 10 psf Risk Category: I - Low Hazard Building Specifications Trusses DESIGN CRITERIA Page 2 of 8 Page 3 of 8 Top Chord Live/Snow Load: 20 psf Top Chord Dead Load: 10 psf Tributary Width= 2.0 ft. Bottom Chord Live Load: 0 psf Height of wall above Header= 2.50 ft. Bottom Chord Dead Load: 10 psf Moment= 6,152 in.-lbs. Reaction= 328 lbs. Header Size: 2x4 Header Size: 1¾x3½ LVL Number of Headers: 2 Number of Headers: 2 Header depth= 3.50 in.Header depth= 3.50 in. Total header width= 3.0 in.Total header width= 3.50 in. Header span= 6.25 ft. Fb=875 psi Header span= 6.25 ft.Fb=2600 psi Ft=450 psi Ft=1555 psi Fv=135 psi Fv=285 psi Sx=6.13 cu.in.FcP=425 psi Sx=7.15 cu.in.FcP=750 psi F'b=1628 psi Fc=1150 psi F'b=3231 psi Fc=2510 psi fb=1004 psi E= 1,400,000 psi fb=861 psi E= 1,900,000 psi Emin=510,000 psi Emin=965,710 psi Good/No Good?O.K.Good/No Good?O.K. CD=1.25 Duration CD=1.25 Duration CM=1.00 Wet Service CM=1.00 Wet Service F'v=169 psi Ct=1.00 Temperature F'v=356 psi Ct=1.00 Temperature fv=47 psi CL=0.99 Beam Stability fv=40 psi CL=0.99 Beam Stability Good/No Good?O.K.CF=1.50 Size Good/No Good?O.K.CF=1.00 Size Cfu=1.00 Flat Use Cfu=1.00 Flat Use Ci=1.00 Incising Ci=1.00 Incising E'= 1,400,000 psi Cr=1.00 Repetitive Member E'= 1,900,000 psi Cr=1.00 Repetitive Member I= 10.719 Cf=1.00 Form I= 12.505 Cf=1.00 Form Deflection Ratio= L/180 TL (L/x) L/240 LL(L/x) Deflection Ratio= L/180 TL(L/x) L/240 LL(L/x) Allowable Deflection= .42 in. .31 in. Allowable Deflection= .42 in. .42 in. Δ= .24 in..15 in.Δ= .15 in..09 in. Good/No Good?O.K.O.K.Good/No Good?O.K.O.K. Bending Bending Shear Shear Lumber FactorsLumber Factors OR Header: Wall A, Hdr 1 Lumber SPF #1/#2 Lumber LVL 2600Fb Deflection Deflection Page 4 of 8 Trimmer for: Fb=675 psi Load= 328 lbs. Ft=350 psi width= 3.50 in.Fv=135 psi thickness= 1.50 in. FcP=425 psi No. of members= 1 Fc=725 psi Unbraced Length(x)(width)= 72.25 in. Emin=440,000 psi Unbraced Length(y)(thickness)= 6.0 in. Effective Length factor, Ke(x)=1 Effective Length factor, Ke(y)=1 CD=1.25 Duration CM=1.00 Wet Service c= 0.8 Ct=1.00 Temperature A= 5.25 sq.in.CL=1.00 Beam Stability (l/d)x=20.64 CF=1.05 Size (l/d)y=4.00 Cfu=1.00 Flat Use E'min=440,000 psi Ci=1.00 Incising Cr=1.00 Repetitive Member Cf=1.00 Form CT=1.00 Buckling Stiffness FcE=22605.00 FcE=848.76 F*c=951.56 F*c=951.56 FcE/F*c=23.76 FcE/F*c=0.89 1+FcE/F*c/2c=15.47 1+FcE/F*c/2c=1.18 CP=0.99 CP=0.65 F'c=943.35 F'c=618.73 Pallowable=4,953 lbs.Pallowable=3,248 lbs. Good/No Good?O.K.Good/No Good?O.K. Strong Axis Calculations (x) Lumber Factors Header: Wall A, Hdr 1 SPF Stud Weak Axis Calculations(y) Page 5 of 8 Wind Speed, v ASD:136 mph Wind Exposure: C Risk Category: I - Low Hazard Roof Angle= 18.43 Gable Wall Span= 12.0 ft. Longitude Wall Span= 12.0 ft. Enclosure Classification: Enclosed Section 26.10 Kzt=1 Section 26.8.2 Kz=0.85 Table 27.3-1 Kd=0.85 Table 26.6-1 Mean Roof Height= 8.69 ft. Negative Positive Walls: -1.09 1.00 Z1 Roof Interior: -0.92 0.41 Z2 Roof Edges: -1.68 0.58 Z3 Roof Corners: -2.58 0.58 Z2 Roof Overhangs: -1.87 N/A GCpi=0.18 qh=33.99 psf Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GCp=-0.9 -1.7 -2.6 -1.1 -1.4 (ASCE 7-10 Figures 30.4-1,30.4-2B,30.4-2a,30.4-2C) GCp=0.5 0.5 0.5 1.0 1.0 (ASCE 7-10 Figures 30.4-1,30.4-2B,30.4-2a,30.4-2C) p=-36.71 psf -63.89 psf -94.48 psf -43.50 psf -53.70 psf p=23.11 psf 23.11 psf 23.11 psf 40.10 psf 40.10 psf p=-36.71 psf -63.89 psf -94.48 psf -43.50 psf -53.70 psf p=23.11 psf 23.11 psf 23.11 psf 40.10 psf 40.10 psf pmax=23 psf 23 psf 23 psf 40 psf 40 psf pmin=-37 psf -64 psf -94 psf -44 psf -54 psf Roof Int R OverhangR Corner Walls Wall Corner Negative Positive Wind Calculations (C&C) Alternate all-heights method Cnet Pnet -43.58 psf 39.98 psf -36.79 psf 16.39 psf -67.17 psf 23.19 psf -103.16 psf 23.19 psf -74.77 psf 15.0 psf LOW RISE BUILDINGS (ASCE 7-10 Chapt. 30) Page 6 of 8 Wind Speed, vASD:136 mph Wind Speed, vULT:175 mph Wind Exposure: C Risk Category: I - Low Hazard Roof Angle= 18.43 Gable Wall Span= 12.0 ft. Longitude Wall Span= 12.0 ft. Mean Roof Height= 8.69 ft. Enclosure Classification: Enclosed Section 26.10 Kzt=1 Section 26.8.2 Kz=0.85 Table 27.3-1 Kd=0.85 Table 26.6-1 Ke=1 Table 26.9-1 GCpi=±0.18 Table 26.11-1 qh=56.64 psf Eq. 28.3-1 12345 61E2E 3E 4E Load Case A 0.52 -0.69 -0.47 -0.42 N/A N/A 0.78 -1.07 -0.67 -0.62 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 (-GCpi)19.05 psf -49.28 psf -36.73 psf -33.72 psf N/A N/A 33.99 psf -70.81 psf -48.33 psf -45.20 psf Load Case A (+GCpi)39.45 psf -28.89 psf -16.34 psf -13.33 psf N/A N/A 54.38 psf -50.41 psf -27.94 psf -24.81 psf Load Case B (-GCpi)-35.69 psf -49.28 psf -31.15 psf -35.69 psf 12.46 psf -26.62 psf -37.39 psf -70.81 psf -40.22 psf -37.39 psf Load Case B (+GCpi)-15.29 psf -28.89 psf -10.76 psf -15.29 psf 32.85 psf -6.23 psf -16.99 psf -50.41 psf -19.83 psf -16.99 psf max. pL=54.38 psf Side Wall, maximum wind pressure max. pT=44.75 psf Gable End Wall, maximum wind pressure max. pwall=54.38 psf max. proof=-70.81 psf VL=2,333 lbs. Max. Longitudinal Shear VT=2,836 lbs. Max. Transversial Shear Max. uplift pressure= -10,762 lbs.Max. uplift pressure on the building due to wind on roof Length (for shear) Wall A: 6.0 ft. Wall B: 12.0 ft. Wall C: 12.0 ft. Wall D: 12.0 ft. Sheathing* Nail Size Edge Nailing Boundary Nailing vallow HF/SPF Factor Roof 7/16" OSB 8d 6 in. o.c. 12 in. o.c. v= 180.0 plf 165.6 plf 0.92 Wall 3/8" Smartside 8d 6 in. o.c. 12 in. o.c. v= 200.0 plf 164.0 plf 0.82 Wall 3/8" Smartside 8d 4 in. o.c. 12 in. o.c. v= 300.0 plf 246.0 plf 0.82 Wall 3/8" Smartside 8d 4 in. o.c. 12 in. o.c. v= 390.0 plf 319.8 plf 0.82 Wind Seismic vallow 2bs/h edge nailing Wall A: 283.6 plf Wall A: 2.8 plf 286.8 plf C0=1.00 0.90 3" o.c. Wall B: 116.7 plf Wall B: 1.4 plf 164.0 plf C0=1.00 1.00 6" o.c. Wall C: 141.8 plf Wall C: 1.4 plf 164.0 plf C0=1.00 1.00 6" o.c. Wall D: 116.7 plf Wall D: 1.4 plf 164.0 plf C0=1.00 1.00 6" o.c. Roof= 116.7 plf 165.6 plf Wind Calculations (MWFRS) Diaphragm Calculations ASCE 7-16 Chapt. 28 Part 1 GCpfp*Must be Rated sheathing Page 7 of 8 Fb=1500 psf Min. allowable bearing pressure Foundation Stem above grade= 6.0 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 Pmax=320.2 plf Max. load per foot of wall bftg=2.56 in. min. required footing width PLmax=451 lbs. Maximum point load bftg=43.32 sq.in. Min. required footing area Rectangular pad= 1.20 in. min. required footing width Min. No. anchor bolts= 0 Min. No. anchor bolts= 0 Width= 6.0 ft.Width= 12.0 ft. Height= 6.69 ft.Height= 6.69 ft. Pwind=2,836 lbs.Pwind=2,333 lbs. Pseismic=24 lbs.Pseismic=24 lbs. Wall Weight= 252.84 lbs.Wall Weight= 557.68 lbs. Upliftwind=1,770.61 lbs.Provide Auger Anchor Upliftwind=501.62 lbs.Provide Auger Anchor Upliftseismic=.0 lbs.Upliftseismic=.0 lbs. Allowable Service, wind: N/A Allowable Service, wind: N/A Allowable Service, seismic: N/A Allowable Service, seismic: N/A Min. No. anchor bolts= 0 Min. No. anchor bolts= 0 Width= 12.0 ft.Width= 12.0 ft. Height= 6.69 ft.Height= 6.69 ft. Pwind=2,836 lbs.Pwind=2,333 lbs. Pseismic=24 lbs.Pseismic=24 lbs. Wall Weight= 493.68 lbs.Wall Weight= 557.68 lbs. Upliftwind=701.67 lbs.Provide Auger Anchor Upliftwind=501.62 lbs.Provide Auger Anchor Upliftseismic=.0 lbs.Upliftseismic=.0 lbs. Allowable Service, wind: N/A Allowable Service, wind: N/A Allowable Service, seismic: N/A Allowable Service, seismic: N/A Wind uplift= -10,762.36 lbs. Min. building weight= 2,739.36 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= -8,023.0 lbs. Total no. of anchor bolts (min.)= 0 (Does not include additional holddowns for overturning of the walls.) Anchor bolt uplift= .0 lbs. Additional anchors required Provide Auger Anchor Building Uplift Foundation Calculations Overturning Calculations Wall A Wall B Wall C Wall D Page 8 of 8 Axial Load Stud Spacing= 16 in. o.c.Fb=675 psi Max. Load on wall= 320.2 plf Ft=350 psi Fv=135 psi depth= 3.50 in.FcP=425 psi width= 1.50 in.Fc=725 psi No. of members= 1 Emin=440,000 psi Length (depth)= 75.78 in. unbraced length (depth)(x)(in.) E= 1,200,000 psi Length (width)= 12.0 in. unbraced length (width)(y)(in.) Ke(x)=1 effective length factor (x)CD=1.25 Duration for gravity load Ke(y)=1 effective length factor (y)CM=1.00 Wet Service KcE=0.3 Ct=1.00 Temperature c= 0.8 CL=1.00 Beam Stability CF=1.05 Size for Fc Load= 427 lbs. Load per stud Cfu=1.00 Flat Use Ci=1.00 Incising A= 5.25 sq.in.Cr=1.15 Repetitive Member (l/d)x=21.65 Cf=1.00 Form (l/d)y=8.00 CT=1.00 Buckling Stiffness (NDS 4.4.2) E'min=440,000 psi CF=1.10 Size for Fb CD=1.60 Duration for lateral load Cr=1.50 Repetitive Member (wind) FcE=5651.25 FcE=771.53 F*c=951.56 F*c=951.56 FcE/F*c=5.94 FcE/F*c=0.81 1+FcE/F*c/2c=4.34 1+FcE/F*c/2c=1.13 CP=0.96 CP=0.61 F'c=916.11 F'c=584.91 Pallowable=4,810 lbs.Pallowable =3,071 lbs. Good/No Good?O.K.Good/No Good?O.K. Wind Load Wind load per stud= 72.5 plf Moment= 4,338 in.-lbs. Reaction= 229 lbs. Header depth= 3.50 in. Total header width= 1.50 in. Header span= 8.0 ft. Sx=3.06 cu.in. F'b=1782 psi fb=1416 psi Good/No Good?O.K. F'v=216 psi fv=65 psi Good/No Good?O.K. Combined Bending and Axial Loading F'c=748.68 combine allowable compressive stress fc=41 psi combine compressive stress Combined stress index= 0.84 Good/No Good?O.K. Bearing Wall Calculations Bending Shear Lumber SPF Stud Lumber Factors Weak Axis Calculations(y) Strong Axis Calculations (x)