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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): 63 ft.
Building Length (L): 159. ft.
Eave Height (he): 30 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 7 /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): 30.26 deg.
Mean Roof Height (h): 39.19 ft.
Ridge Height (hr): 48.38 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 1.04 @ z=h
Velocity Pressure (qh): 29.90 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 31.50 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 0.56 11.36 22.13
2 0.21 0.90 11.66
3 -0.43 -18.24 -7.48
4 -0.37 -16.45 -5.68
1E 0.69 15.25 26.01
2E 0.27 2.69 13.46
3E -0.53 -21.23 -10.47
4E -0.48 -19.74 -8.97
2OH 0.21 6.28
2EOH 0.27 8.07
3OH -0.43 -12.86
3EOH -0.53 -15.85
2OH+W 0.21/-0.7 -13.51
2EOH+W 0.27/-0.7 -11.71
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 2026D6
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/12/2026 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -18.84 -8.07
2 -0.69 -26.01 -15.25
3 -0.37 -16.45 -5.68
4 -0.45 -18.84 -8.07
5 0.40 6.58 17.34
6 -0.29 -14.05 -3.29
1E -0.48 -19.74 -8.97
2E -1.07 -37.38 -26.61
3E -0.53 -21.23 -10.47
4E -0.48 -19.74 -8.97
5E 0.61 12.86 23.62
6E -0.43 -18.24 -7.48
2OH -0.69 -20.63
2EOH -1.07 -32.00
3OH -0.37 -11.06
3EOH -0.53 -15.85
2EOH+W -1.07/-0.7 -52.93
3EOH+W -0.53/-0.7 -36.78
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 - 2.84 5.53
2T A - 0.22 2.92
3T A - -4.56 -1.87
4T A - -4.11 -1.42
5T B - 1.64 4.34
6T B - -3.51 -0.82
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 2026D6
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/12/2026 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
159. ft.
6.00 ft.
153.00 ft.
177.6 plf
148.0 plf
137.3 plf
102.3 plf
37619 lbs
36877 lbs
234.1 plf
201.1 plf
-29.7 plf
-9.9 plf
-89.0 plf
-69.2 plf
4.1 plf
4.7 plf
174.7 plf
141.8 plf
5.5 plf
4.5 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 40182 33864 450 74496 37619 36877
Negative Internal Pressure 40182 33864 450 74496 37619 36877
Roof Pressure = 0 40182 0 0 40182 20278 19905
Min. Pressures (8 psf, 16 psf) 22896 14024 627 37547 18774 18774
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2026D6
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/12/2026 3
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
63 ft.
3.00 ft.
60.00 ft.
164.2 plf
126.5 plf
115.7 plf
59.2 plf
49.0 lbs
617.4 lbs
2932.8 lbs
3582.7 lbs
9724 lbs
9439 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 11981 7182 0 19163 9724 9439
Negative Internal Pressure 11981 7182 0 19163 9724 9439
Roof Pressure = 0 11981 7182 0 19163 9724 9439
Min. Pressures (8 psf, 16 psf) 9072 5557 0 14629 7314 7314
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2026D6
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/12/2026 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
-556 lbs
-99 lbs
Max. Horz. ① = 530 lbs
Max. Uplift ① = 605 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 -422 687 -701 -531 -170
Transverse End Zone -530 734 -654 -556 -99
Longitudinal Int. Zone 218 1643 255 224 31
Longitudinal End Zone 367 2273 885 605 280
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 2026D6
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/12/2026 5