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Home My WebLink AboutAPPROVED, 520-1661991-KLAESEN-Eng Calcs-SignedTUFF SHED 2106-0425 Structural Calculations for Site: Gabriele Klaesen 4286 Christensen Road Fort Pierce, FL 32966 Project: 16.0' x 28.0' Shed Inv. No. 1661991 Store: 520 - Orlando 8524 East Colonial Drive Orlando, FL 32817 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.com Date: May 25, 2021 This item has been digitally signed and sealed by Richard Wills, PE. on the date adjacent to the seal Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. *: NO.76835 �,. STATE OF 25 MAY 2021 Page 1 of 9 TUFF SHER DESIGN CRITERIA Building Code: 2020 FBC (7th Ed.) Seismic Design Category: A Basic Wind Speed: 160 mph Wind Exposure: C Building Specifications Width: 16.0 ft. Length: 28.0 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:.0 in. Wall "C" Overhang:.0 in. Wall "D" Overhang:.0 in. Foundation: Concrete - Monolithic Foundation Anchor: Titen HD Screw Anchor Anchor Bolt Diameter:.5 in. Trusses Span: 16.0 ft. Left Overhang:.0 in. Right Overhang:.0 in. Pitch: 5./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: 30 psf Bottom Chord Dead Load: 10 psf Risk Category: II -Regular Page 2 of 9 TUFF SHED Page 3 of 9 Header: Loft Wall A, Hdr 1; Loft Wall C, Hdr. 1 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 Tributary Width= 1.50 ft. Height of wall above Header= 1.50 ft. Moment= 570 in: lbs. Reaction= 84 lbs. Header Size: 2x4 Header Size: 1%x3Y2 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. SPF #11#2 Total header width= 3.50 in. LVL 2600Fb Header span= 2.25 ft. Fb= 875 psi Header span= 2.25 ft. Fb= 2600 psi F,= 450 psi F,= 1555 psi Bending F,= 135 psi Bending F,= 285 psi Sx 6.13 cu.in. FOP= 425 psi Se 7.15 cu.in. FOP= 750 psi F'b= 1636 psi Ft, 1150 psi OR F'b= 3243 psi Fc= 2510 psi fb= 93 psi E= 1,400,000 psi V 80 psi E= 1,900,000 psi Em;n= 510,000 psi Emn= 965,710 psi Good/No Good? O.K. Lumber Factors Good/No Good? O.K. Lumber Factors Co= 125 Duration Cc= 1.25 Duration Shear CM= 1.00 Wet Service Shear CM= 1.00 Wet Service F',= 169 psi Ct= 1.00 Temperature F',= 356 psi Ci= 1.00 Temperature fv= 12 psi CL= 1.00 Beam Stability f�= 10 psi CL= 1.00 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 Deflection Ci= 1.00 Incising Deflection Ci= 1.00 Incising E'= 1,400,000 psi CV= 1.00 Repetitive Member E'= 1,900,000 psi C,= 1.00 Repetitive Member 1= 10.719 Cf= 1.00 Form 1= 12.505 C,= 1.00 Form Deflection Ratio= L/180 TL (L/x) L/240 LL(Ux) Deflection Ratio= 1-1180 TL(L/x) L/240 LL(Ux) Allowable Deflection= .15 in. .11 in. Allowable Deflection= .15 in. .15 in. A= .0 in. .0 in. A= .0 in. .0 in. Good/No Good? O.K. O.K. Good/No Good? O.K. O.K. Header: Wall A, Hdr 1; Wall C, Hdr. 1 Top Chord Live/Snow Load: 20 psf Top Chord Dead Load: 10 psf Bottom Chord Live Load: 30 psf Bottom Chord Dead Load: 10 psf Tributary Width= 1.50 ft. Height of wall above Header= 12.0 ft. Moment= 3,565 in: lbs. Reaction= 366lbs. Header Size: 2x4 Header Size: 1%x3% 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. SPF #1/#2 Total header width= 3.50 in. LVL 2600Fb Headerspan= 3.25ft. Fb= 875 psi Header span= 3.25ft. Fb= 2600 psi F,= 450 psi Ft= 1555 psi Bending F,= 135 psi Bending F,= 285 psi Sx 6.13 cu.in. F,= 425 psi Sx 7.15 cu.in. F,= 750 psi F'b= 1634 psi F�= 1150 psi OR F'b= 3240 psi F�= 2510 psi fb= 582 psi E= 1,400,000 psi fb= 499 psi E= 1,900,000 psi Emil 510,000 psi Emig 965,710 psi Good/NoGood? O.K. Lumber Factors Good/No Good? O.K. Lumber Factors Co= 1.25 Duration Cc= 1.25 Duration Shear CM= 1.00 Wet Service Shear CM= 1.00 Wet Service F',= 169 psi C,= 1.00 Temperature F',= 356 psi Ct= 1.00 Temperature f,= 52 psi CL= 1.00 Beam Stability fv= 45 psi CL= 1.00 Beam Stability Good/No Good? O.K. CF= 1.50 Size Good/No Good? O.K. CF= 1.00 Size C,u= 1.00 Flat Use Cfu= 1.00 Flat Use Deflection Q= 1.00 Incising Deflection Q= 1.00 Incising E'= 1,400,000 psi Cr= 1.00 Repetitive Member E'= 1,900,000 psi Cr= 1.00 Repetitive Member 1= 10.71875 Cf= 1.00 Form 1= 12.50520833 Cf= 1.00 Form Deflection Ratio= L/180 TL (L/x) L/240 LL(Ux) Deflection Ratio= U180 TL(L/x) L/240 LL(Ux) Allowable Deflection= .22 in. .16 in. Allowable Deflection= .22 in. .22 in. A= .04 in. .03 in. A= .02 in. .02 in. Good/No Good? O.K. O.K. Good/No Good? O.K. O.K. TUFF SHED Page 4 of 9 Header: Wall B, Hdrs. 1-2; Wall D, Hdr. 1 Top Chord Live/Snow Load: 20 psf Top Chord Dead Load: 10 psf Bottom Chord Live Load: 30 psf Bottom Chord Dead Load: 10 psf Tributary Width= 8.25 ft. Height of wall above Header- 1.50 ft. Moment= 9,387 in: Ibs. Reaction= 963lbs. Header Size: 2x4 Header Size: 1 %x3% 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. SPF #11#2 Total header width= 3.50 in. LVL 2600Fb Header span= 3.25 ft. Fb= 875 psi Header span= 3.25 ft. Fb= 2600 psi F,= 450 psi F,= 1555 psi Bending F,= 135 psi Bending F,= 285 psi Sx 6.13 cu.in. FOP= 425 psi Sx 7.15 cu.in. FOP= 750 psi F'b= 1634 psi F�= 1150 psi OR F'b= 3240 psi F�= 2510 psi fb= 1533 psi E= 1,400,000 psi fb= 1314 psi E= 1,900,000 psi Emig 510,000 psi Emig 965,710 psi Good/NoGood? O.K. Lumber Factors Good/No Good? O.K. Lumber Factors Co= 1.25 Duration Cc= 1.25 Duration Shear CM= 1.00 Wet Service Shear CM= 1.00 Wet Service F',= 169 psi C,= 1.00 Temperature F',= 356 psi C,= 1.00 Temperature fv= 138 psi CL= 1.00 Beam Stability f,= 118 psi CL= 1.00 Beam Stability Good/No Good? O.K. CF= 1.50 Size Good/No Good? O.K. CF= 1.00 Size C,u= 1.00 Flat Use Cfu= 1.00 Flat Use Deflection Ci= 1.00 Incising Deflection Q= 1.00 Incising E'= 1,400,000 psi Cr= 1.00 Repetitive Member E'= 1,900,000 psi Cr= 1.00 Repetitive Member 1= 10.71875 Cf= 1.00 Form 1= 12.50520833 Cf= 1.00 Form Deflection Ratio= L/180 TL (L/x) L/240 LL(Ux) Deflection Ratio= U180 TL(L/x) L/240 LL(L/x) Allowable Deflection= .22 in. .16 in. Allowable Deflection= .22 in. .22 in. ♦1= .10 in. .07 in. A= .06 in. .05 in. Good/No Good? O.K. O.K. Good/No Good? O.K. O.K. Header: Wall B, Hdr 3 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 Tributary Width= 8.25 ft. Height of wall above Header= .0 ft. Moment= 20,914 in: Ibs. Reaction= 1,073lbs. Header Size: 2x4 Header Size: 1%x3Y2 LVL Number of Headers: 2 Number of Headers: 3 Header depth= 3.50 in. Lumber Header depth= 3.50 in. Lumber Total header width= 3.0 in. SPF #11#2 Total header width= 5.25 in. LVL 2600Fb Header span= 6.50 ft. Fb= 875 psi Header span= 6.50 ft. Fb= 2600 psi F,= 450 psi F,= 1555 psi Bending F,= 135 psi Bending F,= 285 psi Sx 6.13 cu.in. FOP= 425 psi Sx 10.72 cu.in. FOP= 750 psi F'b= 1627 psi F�= 1150 psi OR F'b= 3242 psi F�= 2510 psi fb= 3414 psi E= 1,400,000 psi V 1951 psi E= 1,900,000 psi Emil 510,000 psi Emig 965,710 psi Good/No Good? N.G. Lumber Factors Good/No Good? O.K. Lumber Factors Co= 1.25 Duration Cc= 1.25 Duration Shear CM= 1.00 Wet Service Shear CM= 1.00 Wet Service F',= 169 psi C,= 1.00 Temperature F',= 356 psi C,= 1.00 Temperature f,= 153 psi Ci= 0.99 Beam Stability f,= 88 psi CL= 1.00 Beam Stability Good/No Good? O.K. CF= 1.50 Size Good/No Good? O.K. CF= 1.00 Size C,u= 1.00 Flat Use C,u= 1.00 Flat Use Deflection Q= 1.00 Incising Deflection Q= 1.00 Incising E'= 1,400,000 psi Cr= 1.00 Repetitive Member E'= 1,900,000 psi Cr= 1.00 Repetitive Member 1= 10.71875 Cf= 1.00 Form 1= 18.7578125 Cf= 1.00 Form Deflection Ratio= L/180 TL (Ux) L/240 LL(Ux) Deflection Ratio= U180 TL(L/x) L/240 LL(Ux) Allowable Deflection= .43 in. .33 in. Allowable Deflection= .43 in. .43 in. A= .88 in. .44 in. A= .37 in. .19 in. Good/No Good? N.G. N.G. Good/No Good? O.K. O.K. ®TUFF SHED Trimmer for: Header: Loft Wall A, Hdr 1; Loft Wall C, Hdr. 1 SPF Stud Fe= 675 psi Load= 84 lbs. F,= 350 psi width= 3.50 in. Fe 135 psi thickness= 1.50 in. FIp= 425 psi No. of members= 1 FI= 725 psi Unbraced Length(x)(width)= 90.0 in. E= 440,000 psi Unbraced Length(y)(thickness)= 6.0 in. Effective Length factor, Kelxl= 1 Effective Length factor, Kllyl= 1 c= 0.8 A= 5.25 sq.in. (1/d)x 25.71 (1/d)y= 4.00 E'-= 440,000 psi Weak Axis Calculations(y) FIE= 22605.00 F*I= 951.56 FIE/F*I= 23.76 1+FIE/F*I/2c= 15.47 Cp= 0.99 F'I= 943.35 Pei;o.*,ab;e 4,953 lbs. Good/No Good? O.K. Lumber Factors Cc= 1.25 Duration CM= 1.00 Wet Service q= 1.00 Temperature CL= 1.00 Beam Stability Cr= 1.05 Size Cw= 1.00 Flat Use C;= 1.00 Incising C,= 1.00 Repetitive Member Cp 1.00 Form CT= 1.00 Buckling Stiffness Strong Axis Calculations (x) FIE= 546.99 F*I= 951.56 FIE/F*I= 0.57 1+FIE/F*I/2c= 0.98 Cp= 0.48 F'I= 460.58 Pauo.*,ae;e 2,418 lbs. Good/No Good? O.K. Trimmer for: Header: Wall B, Hdrs. 1-2; Wall D, Hdr. 1 SPF Stud Fe= 675 psi Load= 963 lbs. F,= 350 psi width= 3.50 in. Fe 135 psi thickness= 1.50 in. FIp= 425 psi No. of members= 1 FI= 725 psi Unbraced Length(x)(width)= 90.0 in. Em;n= 440,000 psi Unbraced Length(y)(thickness)= 6.0 in. Effective Length factor, KI(x)= 1 Effective Length factor, Kliyl= 1 c= 0.8 A= 5.25 sq.in. (1/d)x 25.71 (1/d)y= 4.00 E'm;n= 440,000 psi Weak Axis Calculations(y) FIE= 22605.00 F*I= 951.56 FIE/F*I= 23.76 1+FIE/F*I/2c= 15.47 Cp= 0.99 F'I= 943.35 Pe1;-1, 4,953 lbs. Good/No Good? O.K. Lumber Factors Cc= 1.25 Duration CM= 1.00 Wet Service q= 1.00 Temperature CL= 1.00 Beam Stability Cr= 1.05 Size Cw= 1.00 Flat Use C;= 1.00 Incising C,= 1.00 Repetitive Member Cr= 1.00 Form CT= 1.00 Buckling Stiffness Strong Axis Calculations (x) FIE= 546.99 F*,= 951.56 FIE/F'I= 0.57 1+FIE/F*I/2c= 0.98 Cp= 0.48 F'I= 460.58 P111-bie- 2,418 lbs. Good/No Good? O.K. Trimmer for: Header: Wag A, Hdr 1; Wan C, Hdr. 1 SPF Stud Fe= 675 psi Load= 366 lbs. Ft= 350 psi width= 3.50 in. Fe 135 psi thickness= 1.50 in. FIp= 425 psi No. of members= 1 FI= 725 psi Unbraced Length(x)(width)= 90.0 in. E-= 440,000 psi Unbraced Length(y)(thickness)= 6.0 in. Effective Length factor, Kelxl= 1 Effective Length factor, Kllyl= 1 c= 0.8 A= 5.25 sq.in. (1/d)x 25.71 (1/d)y= 4.00 E'-= 440,000 psi Weak Axis Calculations(y) FIE= 22605.00 F*I= 951.56 FIE/F*,= 23.76 1+FIE/F*I/2c= 15.47 Cp= 0.99 F'I= 943.35 Pei;o.*,ab;e 4,953 lbs. Lumber Factors Cc= 1.25 Duration CM= 1.00 Wet Service q= 1.00 Temperature CL= 1.00 Beam Stability Cr= 1.05 Size C�= 1.00 Flat Use C;= 1.00 Incising C,= 1.00 Repetitive Member Cr= 1.00 Form CT= 1.00 Buckling Stiffness Strong Axis Calculations (x) FIE= 546.99 F*I= 951.56 FIE/F*,= 0.57 1+FIE/F*I/2c= 0.98 Cp= 0.48 F'I= 460.58 P111-1,= 2,418 lbs. Good/No Good? O.K. Good/No Good? O.K. Trimmer for: Header: Wall B, Hdr 3 Load= 1,073 lbs. width= 3.50 in. thickness= 1.50 in. No. of members= 2 Unbraced Length(x)(width)= 90.0 in. Unbraced Length(y)(thickness)= 6.0 in. Effective Length factor, KI(x)= 1 Effective Length factor, Keiyl= 1 c= 0.8 A= 10.50 sq.in. (1/d)x 25.71 (1/d)y= 2.00 E'_= 440,000 psi Weak Axis Calculations(y) FIE= 90420.00 F*,= 951.56 FIEF*I= 95.02 1+FIE/F*I/2c= 60.01 Cp= 1.00 F'I= 949.55 Pe11-0 9,970 lbs. Good/No Good? O.K. SPF Stud Fb= 675 psi F 350 psi Fe 135 psi FIp= 425 psi Fe 725 psi E= 440,000 psi Lumber Factors Cc= 1.25 Duration CM= 1.00 Wet Service q= 1.00 Temperature CL= 1.00 Beam Stability Cr= 1.05 Size Cw= 1.00 Flat Use C;= 1.00 Incising C,= 1.00 Repetitive Member Cr= 1.00 Form CT= 1.00 Buckling Stiffness Strong Axis Calculations (x) FIE= 546.99 F*,= 951.56 FIE/F*I= 0.57 1+FIE/F*I/2c= 0.98 Cp= 0.48 F'I= 460.58 PO -I 4,836 lbs. Good/No Good? O.K. nht TUFF SHED' Page 6 of 9 Wind Calculations (C&C) Alternate all -heights method Wind Speed, VASD: 124 mph Wind Exposure: C Risk Category: II -Regular Roof Angle= 22.62 Gable Wall Span= 16.0 ft. Longitude Wall Span= 28.0 ft. Enclosure Classification: Enclosed Section 26.10 Kzt= 1 Section 26.8.2 K 0.85 Table 27.3-1 Kd= 0.85 Table 26.6-1 Mean Roof Height= 10.02 ft. LOW RISE BUILDINGS (ASCE 7-16 Chapt. 30) GCpi= 0.18 qh= 28.41 psf Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GCP -0.9 -1.7 -2.6 -1.1 -1.4 (ASCE 7-16 Figures 30.3-1,30.3-2B,30.3-2a,30.3-2C) GCP 0.5 0.5 0.5 1.0 1.0 (ASCE 7-16 Figures 30.3-1,30.3-2B,30.3-2a,30.3-2C) p= -30.68 psf -53.41 psf -78.98 psf -36.36 psf -44.89 psf p= 19.32 psf 19.32 psf 19.32 psf 33.52 psf 33.52 psf p= -30.68 psf -53.41 psf -78.98 psf -36.36 psf -44.89 psf p= 19.32 psf 19.32 psf 19.32 psf 33.52 psf 33.52 psf Pmax= 19 psf 19 psf 19 psf 34 psf 34 psf Pmin= -31 psf -53 psf -79 psf -36 psf -45 psf OTUFF SHED Page 7 of Wind Calculations (MWFRS) ASCE 7-16 Chapt. 28 Part 1 Wind Speed, vAM: 124 mph Wind Speed, vu,: 160 mph Wind Exposure: C Risk Category: II -Regular Roof Angle= 22.62 Gable Wall Span= 16.0 ft. Longitude Wall Span= 28.0 ft. Mean Roof Height= 14.19 ft. Enclosure Classification: Enclosed Section 26.10 K,,= 1 Section 26.8.2 K,= 0.85 Table 27.3-1 Ka= 0.85 Table 26.6-1 GCo,= t0.18 Table 26.11-1 qh= 47.35 psf Eq. 28.3-1 s 1 2 3 4 5 6 1E 2E 3E 4E 5E 6E Load Case A 0.54 -0.45 -0.47 -0.41 N/A N/A 0.77 -0.72 -0.65 -0.60 N/A N/A Load Case B -0.45 -0.69 -0.37 -0.45 0.40 -0.29 -0.48 -1.07 -0.53 -0.48 0.61 -0.43 Load Case A (-GCpi) 16.94 psf -30.03 psf -30.63 psf -28.14 psf N/A N/A 27.99 psf -42.56 psf -39.21 psf -36.84 psf N/A N/A Load Case A (+GCP;) 33.99 psf -12.98 psf -13.58 psf -11.09 psf N/A N/A 45.04 psf -25.52 psf -22.16 psf -19.80 psf N/A N/A n Load Case B (-GCpi) -29.83 psf -41.19 psf -26.04 psf -29.83 psf 10.42 psf -22.25 psf -31.25 psf -59.19 psf -33.62 psf -31.25 psf 20.36 psf -28.88 psf Load Case B (+GCP) -12.78 psf -24.15 psf -9.0 psf -12.78 psf 27.46 psf -5.21 psf -14.20 psf -42.14 psf -16.57 psf -14.20 psf 37.41 psf -11.84 psf max. pL= 45.04 psf Side Wall, maximum wind pressure max. pT= 37.41 psf Gable End Wall, maximum wind pressure Max. p,-'� -59.19 psf VL= 4,246 lbs. Max. Longitudinal Shear VT= 8,946 lbs. Max. Transversial Shear Max. uplift pressure=-26,516 lbs. Max. uplift pressure on the building due to wind on roof Diaphragm Calculations Length (for shear) Wall A: 13.0 ft. Wall B: 16.0 ft. Wall C: 13.0 ft. Wall D: 25.0 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 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 'Must be Rated sheathing Wind vaoow 2bdh edge nailing Wall A: 412.9 plf Sheathe Both Faces of Wall 492.0 plf Co= 1.00 1.00 6" o.c. Wall B: 159.2 plf 181.4 plf Co= 0.74 1.00 4" o.c. Wall C: 412.9 plf Sheathe Both Faces of Wall 492.0 plf Co= 1.00 1.00 6" o.c. Wall D: 101.9 plf 164.0 plf Co= 1.00 1.00 6" o.c. Roof= 91.0 plf 165.6 plf OTUFFSHED Page 8 of 9 Foundation Calculations Fe= 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 626.9 plf Max. load per foot of wall bftg= 5.02 in. min. required footing width PLm„r 1,073 lbs. Maximum point load brtg= 102.96 sq.in. Min. required footing area Rectangular pad= 2.86 in. min. required footing width Overturning Calculations Wall A Wall B Min. No. anchor bolts= 2 Min. No. anchor bolts= 3 Width= 13.0ft. Width= 16.0ft. Height= 6.69 ft. Height= 6.69 ft. Pw;nd= 8,946 lbs. Pw;nd= 4,246lbs. Wall Weight= 533.63 lbs. Wall Weight= 738.0 lbs. Upliff,,,;,,d= 2,494.31 Ibs. UPlift,,;nd= 695.72 lbs. Allowable Service, wind: 7.68 N.G. Holddowns required. Allowable Service, wind: 1.05 N.G. Holddowns required. Wall C Wall D Min. No. anchor bolts= 2 Min. No. anchor bolts= 4 Width= 13.0ft. Width= 25.0ft. Height= 6.69 ft. Height= 6.69 ft. Pw;nd= 8,946 lbs. Pw;nd= 4,246lbs. Wall Weight= 533.63lbs. Wall Weight= 1,099.13lbs. UPliffw;nd= 2,494.31 lbs. UPliftw;nd= 131.86 lbs. Allowable Service, wind: 7.68 N.G. Holddowns required. Allowable Service, wind: 0.47 ok. No additional holddowns required. Building Uplift Wind uplift=-26,515.87 lbs. Min. building weight= 7,141.50 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=-19,374.37 lbs. Total no. of anchor bolts (min.)= 11 (Does not include additional holddowns for overturning of the walls.) Anchor bolt uplift= 15,070.0 lbs. Additional anchors reauired nht TUFF SHER Page 9 of 9 Axial Load Stud Spacing= 16 in. o.c. Max. Load on wall= 626.9 plf depth= 3.50 in. width= 1.50 in. No. of members= 1 Length (depth)= 75.75 in. Length (width)= 12.0 in. Kew= 2 Ke(y)= 2 KBE= 0.3 c= 0.8 Load= 836 lbs. A= 5.25 sq.in. (1/d)x 43.29 (I/d) = 16.00 Emin= 440,000 psi Bearing Wall Calculations unbraced length (depth)(x)(in.) unbraced length (width)(y)(in.) effective length factor (x) effective length factor (y) Load per stud Weak Axis Calculations(y) F,E= 1412.81 F*c= 951.56 FEE/F*c= 1.48 1+FEE/F*j2c= 1.55 Cp= 0.81 F'c= 768.35 Paiiowabie= 4,034 lbs. Good/No Good? O.K. Wind Load Wind load per stud= 60.1 plf Moment= 3,589 in.-Ibs. Reaction= 190lbs. 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= 1172 psi Good/No Good? O.K. Shear F'=216psi f"= 54 psi Good/No Good? O.K. Lumber SPF Stud Fb= 675 psi Ff= 350 psi F 135 psi FOP= 425 psi F,= 725 psi Emin= 440,000 psi E= 1,200,000 psi Lumber Factors Co= 1.25 Duration for gravity load CM= 1.00 Wet Service Cf= 1.00 Temperature CL= 1.00 Beam Stability CF= 1.05 Size for F. Cf = 1.00 Flat Use Cj= 1.00 Incising C 1.15 Repetitive Member Cf= 1.00 Form CT= 1.00 Buckling Stiffness (NDS 4.4.2) CF= 1.10 Size for Fb Cc= 1.60 Duration for lateral load Cr= 1.50 Repetitive Member (wind) Strong Axis Calculations (x) F,E= 193.03 F*�= 951.56 FEE/F*= 0.20 1+FEE/F*c/2c= 0.75 CF= 0.19 F'�= 184.19 Paiiowabie= 967 lbs. Good/No Good? O.K. Combined Bending and Axial Loading F'c= 235.77 combine allowable compressive stress f,= 45 psi combine compressive stress Combined stress index= 0.90 Good/No Good? O.K.