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Wind Load Report

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 115 mph
Exposure Category: B  
Enclosure Class: Enclosed  
Building Width (W): 50 ft.
Building Length (L): 156 ft.
Eave Height (he): 10.8 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 2 /12
Eave Overhang (OHe): 2 ft.
Gable Overhang (OHg): 1 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 9.46 deg.
Mean Roof Height (h): 12.88 ft.
Ridge Height (hr): 14.97 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.70 @ z=h
Velocity Pressure (qh): 20.16 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 25.00 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: 7 psf
Bottom Chord Dead Load: 10 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 0.44 5.22 12.47
2 -0.69 -17.54 -10.28
3 -0.40 -11.75 -4.49
4 -0.33 -10.32 -3.06
1E 0.67 9.81 17.07
2E -1.07 -25.20 -17.94
3E -0.58 -15.27 -8.02
4E -0.49 -13.56 -6.30
2OH -0.69 -13.91
2EOH -1.07 -21.57
3OH -0.40 -8.12
3EOH -0.58 -11.65
2OH+W -0.69/-0.7 -28.02
2EOH+W -1.07/-0.7 -35.69
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 2025D233
Charles Hunter HUNTER ENGINEERING & DESIGN
217E Division St.
ph. 715-479-4889    www.website.com 		-
8/4/2025 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -12.70 -5.44
2 -0.69 -17.54 -10.28
3 -0.37 -11.09 -3.83
4 -0.45 -12.70 -5.44
5 0.40 4.44 11.69
6 -0.29 -9.48 -2.22
1E -0.48 -13.31 -6.05
2E -1.07 -25.20 -17.94
3E -0.53 -14.31 -7.06
4E -0.48 -13.31 -6.05
5E 0.61 8.67 15.93
6E -0.43 -12.30 -5.04
2OH -0.69 -13.91
2EOH -1.07 -21.57
3OH -0.37 -7.46
3EOH -0.53 -10.69
2EOH+W -1.07/-0.7 -35.69
3EOH+W -0.53/-0.7 -24.80
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 - 1.30 3.12
2T A - -4.39 -2.57
3T A - -2.94 -1.12
4T A - -2.58 -0.76
5T B - 1.11 2.92
6T B - -2.37 -0.55
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 2025D233
Charles Hunter HUNTER ENGINEERING & DESIGN
217E Division St.
ph. 715-479-4889    www.website.com 		-
8/4/2025 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
156 ft.
6.00 ft.
150.00 ft.
43.9 plf
33.4 plf
31.8 plf
16.9 plf
2539 lbs
2468 lbs
38.2 plf
29.4 plf
63.0 plf
43.9 plf
53.9 plf
34.8 plf
7.1 plf
5.6 plf
29.1 plf
20.3 plf
2.3 plf
1.6 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 8002 -2321 -674 5007 2539 2468
Negative Internal Pressure 8002 -2321 -674 5007 2539 2468
Roof Pressure = 0 8002 0 0 8002 4074 3928
Min. Pressures (8 psf, 16 psf) 8087 3120 293 11500 5750 5750
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2025D233
Charles Hunter HUNTER ENGINEERING & DESIGN
217E Division St.
ph. 715-479-4889    www.website.com 		-
8/4/2025 3
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
50 ft.
3.00 ft.
47.00 ft.
39.8 plf
30.7 plf
28.1 plf
14.4 plf
9.4 lbs
91.8 lbs
336.7 lbs
434.7 lbs
1631 lbs
1564 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 2322 873 0 3195 1631 1564
Negative Internal Pressure 2322 873 0 3195 1631 1564
Roof Pressure = 0 2322 873 0 3195 1631 1564
Min. Pressures (8 psf, 16 psf) 2592 1000 0 3592 1796 1796
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2025D233
Charles Hunter HUNTER ENGINEERING & DESIGN
217E Division St.
ph. 715-479-4889    www.website.com 		-
8/4/2025 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
238 lbs
30 lbs
Max. Horz. ① = 59 lbs
Max. Uplift ① = 238 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 37 965 -94 21 -116
Transverse End Zone 59 1328 268 238 30
Longitudinal Int. Zone 35 910 -150 -18 -131
Longitudinal End Zone 59 1263 203 197 6
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 2025D233
Charles Hunter HUNTER ENGINEERING & DESIGN
217E Division St.
ph. 715-479-4889    www.website.com 		-
8/4/2025 5