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Wind Load Report

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): 64 ft.
Eave Height (he): 14 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): 17.33 ft.
Ridge Height (hr): 20.67 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.88 @ z=h
Velocity Pressure (qh): 25.18 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: 3 psf
Bottom Chord Dead Load: 3 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 8.47 17.54
2 -0.69 -21.91 -12.84
3 -0.47 -16.33 -7.27
4 -0.42 -14.99 -5.93
1E 0.78 15.11 24.18
2E -1.07 -31.48 -22.41
3E -0.67 -21.49 -12.42
4E -0.62 -20.10 -11.03
2OH -0.69 -17.38
2EOH -1.07 -26.95
3OH -0.47 -11.80
3EOH -0.67 -16.96
2OH+W -0.69/-0.7 -34.48
2EOH+W -1.07/-0.7 -44.05
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 Dillon Blyth 11609 JK Trail 2026D78
Cedric Green, PE Driftwood Design
305 N 2nd St
ph. 7853176354    www.driftwood3d.com 		-
4/14/2026 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -15.87 -6.80
2 -0.69 -21.91 -12.84
3 -0.37 -13.85 -4.78
4 -0.45 -15.87 -6.80
5 0.40 5.54 14.61
6 -0.29 -11.84 -2.77
1E -0.48 -16.62 -7.56
2E -1.07 -31.48 -22.41
3E -0.53 -17.88 -8.81
4E -0.48 -16.62 -7.56
5E 0.61 10.83 19.90
6E -0.43 -15.36 -6.30
2OH -0.69 -17.38
2EOH -1.07 -26.95
3OH -0.37 -9.32
3EOH -0.53 -13.35
2EOH+W -1.07/-0.7 -44.58
3EOH+W -0.53/-0.7 -30.98
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 - 2.12 4.38
2T A - -5.48 -3.21
3T A - -4.08 -1.82
4T A - -3.75 -1.48
5T B - 1.39 3.65
6T B - -2.96 -0.69
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 Dillon Blyth 11609 JK Trail 2026D78
Cedric Green, PE Driftwood Design
305 N 2nd St
ph. 7853176354    www.driftwood3d.com 		-
4/14/2026 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
64 ft.
6.00 ft.
58.00 ft.
84.4 plf
63.0 plf
63.5 plf
35.6 plf
2426 lbs
2277 lbs
86.0 plf
65.3 plf
125.9 plf
87.6 plf
107.8 plf
69.5 plf
8.8 plf
6.9 plf
67.8 plf
47.2 plf
3.4 plf
2.4 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 6604 -1534 -368 4702 2426 2277
Negative Internal Pressure 6604 -1534 -368 4702 2426 2277
Roof Pressure = 0 6604 0 0 6604 3436 3168
Min. Pressures (8 psf, 16 psf) 4301 2048 170 6518 3259 3259
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Dillon Blyth 11609 JK Trail 2026D78
Cedric Green, PE Driftwood Design
305 N 2nd St
ph. 7853176354    www.driftwood3d.com 		-
4/14/2026 3
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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.
64.5 plf
49.7 plf
45.5 plf
23.3 plf
23.6 lbs
177.2 lbs
502.2 lbs
695.1 lbs
2269 lbs
2159 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 3030 1398 0 4428 2269 2159
Negative Internal Pressure 3030 1398 0 4428 2269 2159
Roof Pressure = 0 3030 1398 0 4428 2269 2159
Min. Pressures (8 psf, 16 psf) 2688 1280 0 3968 1984 1984
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Dillon Blyth 11609 JK Trail 2026D78
Cedric Green, PE Driftwood Design
305 N 2nd St
ph. 7853176354    www.driftwood3d.com 		-
4/14/2026 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
1194 lbs
888 lbs
Max. Horz. ① = 228 lbs
Max. Uplift ① = 1194 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 107 1947 1340 765 575
Transverse End Zone 182 2689 2082 1194 888
Longitudinal Int. Zone 135 1781 1174 694 480
Longitudinal End Zone 228 2466 1859 1110 750
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 Dillon Blyth 11609 JK Trail 2026D78
Cedric Green, PE Driftwood Design
305 N 2nd St
ph. 7853176354    www.driftwood3d.com 		-
4/14/2026 5