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Wind Load Report - Wind Load Calculation

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 115 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 40 ft.
Building Length (L): 72 ft.
Eave Height (he): 18 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 4 /12
Eave Overhang (OHe): 1 ft.
Gable Overhang (OHg): 1 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 18.43 deg.
Mean Roof Height (h): 21.33 ft.
Ridge Height (hr): 24.67 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.91 @ z=h
Velocity Pressure (qh): 26.31 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 20.00 ft.

3. Design Assumptions and Notes

Code Standard: ASCE 7-10
Geometry: Regular-Shaped Bldg.
Height Class: Low-Rise Building
Notes:

4. Design Loads

Top Chord Dead Load: 5 psf
Bottom Chord Dead Load: 5 psf
Truss/Rafter Spacing: 24 in. o/c

4. Design Wind Pressures: MWFRS Envelope Procedure


Load Case A: Transverse Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 0.52 8.85 18.32
2 -0.69 -22.89 -13.42
3 -0.47 -17.06 -7.59
4 -0.42 -15.66 -6.19
1E 0.78 15.79 25.26
2E -1.07 -32.89 -23.42
3E -0.67 -22.45 -12.98
4E -0.62 -21.00 -11.53
2OH -0.69 -18.15
2EOH -1.07 -28.15
3OH -0.47 -12.33
3EOH -0.67 -17.71
2OH+W -0.69/-0.7 -35.92
2EOH+W -1.07/-0.7 -45.92
a) (+) and (-) signs signify wind pressures acting toward & away from surfaces.
b) External Pressure Coefficients linearly interpolated from Fig. 28.4-1 ASCE 7-10.
c) Design building for all wind directions, 4 load patterns per load case.
d) Total horizontal shear shall not be less than that by neglecting roof wind forces.
e) Min. wind load for enclosed or partially enclosed bldg.: 16 psf wall, 8 psf roof.
f) Design pressures are for strength design, multiply by 0.6 for ASD.
Wind Loads Paul Hurlbut 676 East Columbine Drive Vap Construction
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/22/2025 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -16.57 -7.10
2 -0.69 -22.89 -13.42
3 -0.37 -14.47 -5.00
4 -0.45 -16.57 -7.10
5 0.40 5.79 15.26
6 -0.29 -12.37 -2.89
1E -0.48 -17.36 -7.89
2E -1.07 -32.89 -23.42
3E -0.53 -18.68 -9.21
4E -0.48 -17.36 -7.89
5E 0.61 11.31 20.78
6E -0.43 -16.05 -6.58
2OH -0.69 -18.15
2EOH -1.07 -28.15
3OH -0.37 -9.73
3EOH -0.53 -13.94
2EOH+W -1.07/-0.7 -46.57
3EOH+W -0.53/-0.7 -32.36
a) (+) and (-) signs signify wind pressures acting toward & away from surfaces.
b) External Pressure Coefficients linearly interpolated from Fig. 28.4-1 ASCE 7-10.
c) Design building for all wind directions, 4 load patterns per load case.
d) Total horizontal shear shall not be less than that by neglecting roof wind forces.
e) Min. wind load for enclosed or partially enclosed bldg.: 16 psf wall, 8 psf roof.
f) Design pressures are for strength design, multiply by 0.6 for ASD.


Torsional Load Cases
Surface Load Case GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1T A - 2.21 4.58
2T A - -5.72 -3.35
3T A - -4.27 -1.90
4T A - -3.92 -1.55
5T B - 1.45 3.81
6T B - -3.09 -0.72
a) (+) and (-) signs signify wind pressures acting toward & away from surfaces.
b) Pressures designated with a "T" are 25% of full design wind pressures.
c) Torsional loading shall apply to all 8 load patterns using the figures shown.
d) Design pressures are for strength design, multiply by 0.6 for ASD.
e) Torsional Design Exceptions: One story bldg. with h ≤ 30 ft,
   Two stories or less framed with light frame construction,
   Two stories or less with flexible diaphragms.
Wind Loads Paul Hurlbut 676 East Columbine Drive Vap Construction
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/22/2025 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
72 ft.
6.00 ft.
66.00 ft.
113.4 plf
84.6 plf
85.3 plf
47.8 plf
3979 lbs
3741 lbs
89.8 plf
68.2 plf
131.5 plf
91.6 plf
112.6 plf
72.6 plf
9.2 plf
7.2 plf
70.9 plf
49.3 plf
3.5 plf
2.5 plf
1 ft.
1 ft.
a) (-) signs signify wind lateral forces acting opposite to the direction of the arrows shown.
b) Strength design values multiplied by 0.6 to obtain ASD values.



Wind Base Shear (ASD)
Load Case A: Transverse Direction
Load Case Walls (lbs) Roof (lbs) Roof Overhangs (lbs) Total Lateral Load (lbs) R1 (lbs) R2 (lbs)
Positive Internal Pressure 9929 -1789 -421 7720 3979 3741
Negative Internal Pressure 9929 -1789 -421 7720 3979 3741
Roof Pressure = 0 9929 0 0 9929 5147 4782
Min. Pressures (8 psf, 16 psf) 6221 2304 182 8707 4354 4354
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Paul Hurlbut 676 East Columbine Drive Vap Construction
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/22/2025 3
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Customer
Location
Job No.
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
40 ft.
3.00 ft.
37.00 ft.
86.7 plf
66.8 plf
61.1 plf
31.3 plf
24.6 lbs
185.2 lbs
524.6 lbs
726.1 lbs
2838 lbs
2693 lbs
a) (-) signs signify wind lateral forces acting opposite to the direction of the arrows shown.
b) Strength design values multiplied by 0.6 to obtain ASD values.
c) Where the length of building (L) exceeds 4X the mean roof height (h), wind drag forces should additionally be considered.



Wind Base Shear (ASD)
Load Case B: Longitudinal Direction
Load Case Walls (lbs) Gable Ends (lbs) Roof (lbs) Total Lateral Load (lbs) RA (lbs) RB (lbs)
Positive Internal Pressure 4070 1461 0 5531 2838 2693
Negative Internal Pressure 4070 1461 0 5531 2838 2693
Roof Pressure = 0 4070 1461 0 5531 2838 2693
Min. Pressures (8 psf, 16 psf) 3456 1280 0 4736 2368 2368
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Paul Hurlbut 676 East Columbine Drive Vap Construction
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/22/2025 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
529 lbs
369 lbs
Max. Horz. ① = 119 lbs
Max. Uplift ① = 529 lbs
a) Strength design values multiplied by 0.6 to obtain ASD values.
b) Windward loads may be positive or negative depending on pitch of roof.



Roof Truss/Rafter Reactions (ASD)
w/ Positive Internal Pressure
Load Case Horizontal Load (lbs) Gross Uplift (lbs) Net Uplift (lbs) U1 (lbs) U2 (lbs)
Transverse Int. Zone 56 1017 511 305 206
Transverse End Zone 95 1404 899 529 369
Longitudinal Int. Zone 71 930 424 268 157
Longitudinal End Zone 119 1288 782 485 297
a) Gross Uplift calculations do not include any counteracting roof dead loads.
b) Net Uplift calculations include counteracting roof dead loads multiplied by 0.6 per load case (7) ASCE 7-10.
c) Strength design values multiplied by 0.6 to obtain ASD values for wind loads.
d) Loads based on truss spacing calculated at 24" o/c.
e) Negative values for horizontal load indicate load acting in windward direction (tranverse load cases).
f) Negative values for uplift indicate net downward force (zero uplift).













*Disclaimer: The calculations produced herein are for initial design and estimating purposes only. The calculations and drawings presented do not constitute a fully engineered design. All of the potential load cases required to fully design an actual structure may not be provided by this calculator. For the design of an actual structure, a registered and licensed professional should be consulted as per IRC 2012 Sec. R802.10.2 and designed according to the minimum requirements of ASCE 7-10. The wind load calculations provided by this online tool are for educational and illustrative purposes only. Medeek Design assumes no liability or loss for any designs presented and does not guarantee fitness for use.
Wind Loads Paul Hurlbut 676 East Columbine Drive Vap Construction
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/22/2025 5