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Wind Load Report

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 105 mph
Exposure Category: C  
Enclosure Class: Partially Enclosed  
Building Width (W): 65 ft.
Building Length (L): 65 ft.
Eave Height (he): 13 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 4 /12
Eave Overhang (OHe): 18 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): 18.42 ft.
Ridge Height (hr): 23.83 ft.
Pos. Internal Pressure (+GCpi): +0.55  
Neg. Internal Pressure (-GCpi): -0.55  
Velocity Pressure Exp. Coeff. (Kh): 0.89 @ z=h
Velocity Pressure (qh): 21.26 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 32.50 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 0.52 -0.71 22.68
2 -0.69 -26.37 -2.98
3 -0.47 -21.66 1.73
4 -0.42 -20.53 2.86
1E 0.78 4.89 28.29
2E -1.07 -34.45 -11.06
3E -0.67 -26.01 -2.62
4E -0.62 -24.84 -1.45
2OH -0.69 -14.67
2EOH -1.07 -22.75
3OH -0.47 -9.96
3EOH -0.67 -14.32
2OH+W -0.69/-0.7 -28.93
2EOH+W -1.07/-0.7 -37.01
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 2025D140
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
5/8/2025 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -21.26 2.13
2 -0.69 -26.37 -2.98
3 -0.37 -19.56 3.83
4 -0.45 -21.26 2.13
5 0.40 -3.19 20.20
6 -0.29 -17.86 5.53
1E -0.48 -21.90 1.49
2E -1.07 -34.45 -11.06
3E -0.53 -22.97 0.43
4E -0.48 -21.90 1.49
5E 0.61 1.28 24.67
6E -0.43 -20.84 2.55
2OH -0.69 -14.67
2EOH -1.07 -22.75
3OH -0.37 -7.87
3EOH -0.53 -11.27
2EOH+W -1.07/-0.7 -37.64
3EOH+W -0.53/-0.7 -26.15
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.


Torsional Load Cases
Surface Load Case GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1T A - -0.18 5.67
2T A - -6.59 -0.74
3T A - -5.41 0.43
4T A - -5.13 0.72
5T B - -0.80 5.05
6T B - -4.47 1.38
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 2025D140
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
5/8/2025 2
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Job No.
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
65 ft.
6.00 ft.
59.00 ft.
96.9 plf
80.1 plf
19.1 plf
-2.8 plf
-833 lbs
-801 lbs
169.1 plf
140.8 plf
223.9 plf
171.4 plf
147.9 plf
95.4 plf
133.2 plf
104.1 plf
93.1 plf
64.8 plf
51.5 plf
35.9 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 5255 -2135 -4754 -1634 -833 -801
Negative Internal Pressure 5255 -2135 -4754 -1634 -833 -801
Roof Pressure = 0 5255 0 0 5255 2733 2522
Min. Pressures (8 psf, 16 psf) 4056 3380 2034 9470 4735 4735
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2025D140
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
5/8/2025 3
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Job No.
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
65 ft.
3.00 ft.
62.00 ft.
81.3 plf
69.7 plf
5.0 plf
-12.4 plf
19.9 lbs
259.7 lbs
1276.9 lbs
1549.8 lbs
3501 lbs
3412 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 3806 3106 0 6913 3501 3412
Negative Internal Pressure 3806 3106 0 6913 3501 3412
Roof Pressure = 0 3806 3106 0 6913 3501 3412
Min. Pressures (8 psf, 16 psf) 4056 3380 0 7436 3718 3718
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2025D140
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
5/8/2025 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
1291 lbs
501 lbs
Max. Horz. ① = 273 lbs
Max. Uplift ① = 1291 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 198 2713 1039 827 212
Transverse End Zone 273 3467 1792 1291 501
Longitudinal Int. Zone 137 2278 604 462 142
Longitudinal End Zone 232 2974 1300 920 380
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 2025D140
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
5/8/2025 5