Subject
Customer
Location
Job No.
Engr.
Rev.
Date
Page

Wind Load Report

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 115 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 50 ft.
Building Length (L): 104 ft.
Eave Height (he): 16 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 4 /12
Eave Overhang (OHe): 2 ft.
Gable Overhang (OHg): 2 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 18.43 deg.
Mean Roof Height (h): 20.17 ft.
Ridge Height (hr): 24.33 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.90 @ z=h
Velocity Pressure (qh): 26.00 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: 5 psf
Bottom Chord Dead Load: 5 psf
Truss/Rafter Spacing: 48 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 8.75 18.11
2 -0.69 -22.62 -13.26
3 -0.47 -16.86 -7.50
4 -0.42 -15.48 -6.12
1E 0.78 15.60 24.96
2E -1.07 -32.50 -23.14
3E -0.67 -22.19 -12.83
4E -0.62 -20.75 -11.39
2OH -0.69 -17.94
2EOH -1.07 -27.82
3OH -0.47 -12.18
3EOH -0.67 -17.51
2OH+W -0.69/-0.7 -35.27
2EOH+W -1.07/-0.7 -45.15
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 Robert Bertrand 5800 S Poplar, Cheyenne WY 2026D83
Cedric Green, PE Driftwood Design
305 N 2nd St
ph. 7853176354    www.driftwood3d.com 		-
4/19/2026 1
Subject
Customer
Location
Job No.
Engr.
Rev.
Date
Page

Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -16.38 -7.02
2 -0.69 -22.62 -13.26
3 -0.37 -14.30 -4.94
4 -0.45 -16.38 -7.02
5 0.40 5.72 15.08
6 -0.29 -12.22 -2.86
1E -0.48 -17.16 -7.80
2E -1.07 -32.50 -23.14
3E -0.53 -18.46 -9.10
4E -0.48 -17.16 -7.80
5E 0.61 11.18 20.54
6E -0.43 -15.86 -6.50
2OH -0.69 -17.94
2EOH -1.07 -27.82
3OH -0.37 -9.62
3EOH -0.53 -13.78
2EOH+W -1.07/-0.7 -46.02
3EOH+W -0.53/-0.7 -31.98
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 - 2.19 4.53
2T A - -5.65 -3.31
3T A - -4.22 -1.88
4T A - -3.87 -1.53
5T B - 1.43 3.77
6T B - -3.05 -0.71
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 Robert Bertrand 5800 S Poplar, Cheyenne WY 2026D83
Cedric Green, PE Driftwood Design
305 N 2nd St
ph. 7853176354    www.driftwood3d.com 		-
4/19/2026 2
Subject
Customer
Location
Job No.
Engr.
Rev.
Date
Page

5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
104 ft.
6.00 ft.
98.00 ft.
99.6 plf
74.3 plf
74.9 plf
42.0 plf
4140 lbs
4000 lbs
110.9 plf
84.3 plf
162.5 plf
113.1 plf
139.1 plf
89.7 plf
18.1 plf
14.1 plf
87.5 plf
60.9 plf
7.0 plf
4.9 plf
2 ft.
2 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 12443 -3131 -1173 8140 4140 4000
Negative Internal Pressure 12443 -3131 -1173 8140 4140 4000
Roof Pressure = 0 12443 0 0 12443 6386 6057
Min. Pressures (8 psf, 16 psf) 7987 4160 506 12653 6326 6326
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Robert Bertrand 5800 S Poplar, Cheyenne WY 2026D83
Cedric Green, PE Driftwood Design
305 N 2nd St
ph. 7853176354    www.driftwood3d.com 		-
4/19/2026 3
Subject
Customer
Location
Job No.
Engr.
Rev.
Date
Page

2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
50 ft.
3.00 ft.
47.00 ft.
76.1 plf
58.7 plf
53.7 plf
27.5 plf
24.3 lbs
236.8 lbs
868.3 lbs
1121.2 lbs
3409 lbs
3278 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 4437 2251 0 6687 3409 3278
Negative Internal Pressure 4437 2251 0 6687 3409 3278
Roof Pressure = 0 4437 2251 0 6687 3409 3278
Min. Pressures (8 psf, 16 psf) 3840 2000 0 5840 2920 2920
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Robert Bertrand 5800 S Poplar, Cheyenne WY 2026D83
Cedric Green, PE Driftwood Design
305 N 2nd St
ph. 7853176354    www.driftwood3d.com 		-
4/19/2026 4
Subject
Customer
Location
Job No.
Engr.
Rev.
Date
Page

3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
1373 lbs
926 lbs
Max. Horz. ① = 303 lbs
Max. Uplift ① = 1373 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 152 2597 1314 801 513
Transverse End Zone 251 3582 2299 1373 926
Longitudinal Int. Zone 180 2347 1064 678 387
Longitudinal End Zone 303 3257 1974 1233 741
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 48" 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 Robert Bertrand 5800 S Poplar, Cheyenne WY 2026D83
Cedric Green, PE Driftwood Design
305 N 2nd St
ph. 7853176354    www.driftwood3d.com 		-
4/19/2026 5