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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): 80 ft.
Building Length (L): 50 ft.
Eave Height (he): 14 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 6 /12
Eave Overhang (OHe): 1.5 ft.
Gable Overhang (OHg): 1.5 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 26.57 deg.
Mean Roof Height (h): 24.00 ft.
Ridge Height (hr): 34.00 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.94 @ z=h
Velocity Pressure (qh): 26.97 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 35.00 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 0.55 9.97 19.68
2 -0.10 -7.53 2.18
3 -0.45 -16.91 -7.21
4 -0.39 -15.39 -5.68
1E 0.73 14.77 24.48
2E -0.19 -9.99 -0.28
3E -0.58 -20.63 -10.92
4E -0.53 -19.28 -9.57
2OH -0.10 -2.67
2EOH -0.19 -5.13
3OH -0.45 -12.06
3EOH -0.58 -15.78
2OH+W -0.10/-0.7 -19.77
2EOH+W -0.19/-0.7 -22.23
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 2025D49
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
2/20/2025 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -16.99 -7.28
2 -0.69 -23.46 -13.75
3 -0.37 -14.83 -5.12
4 -0.45 -16.99 -7.28
5 0.40 5.93 15.64
6 -0.29 -12.68 -2.97
1E -0.48 -17.80 -8.09
2E -1.07 -33.71 -24.00
3E -0.53 -19.15 -9.44
4E -0.48 -17.80 -8.09
5E 0.61 11.60 21.31
6E -0.43 -16.45 -6.74
2OH -0.69 -18.61
2EOH -1.07 -28.86
3OH -0.37 -9.98
3EOH -0.53 -14.29
2EOH+W -1.07/-0.7 -47.74
3EOH+W -0.53/-0.7 -33.17
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 - 2.49 4.92
2T A - -1.88 0.55
3T A - -4.23 -1.80
4T A - -3.85 -1.42
5T B - 1.48 3.91
6T B - -3.17 -0.74
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 2025D49
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
2/20/2025 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
50 ft.
6.00 ft.
44.00 ft.
81.0 plf
64.6 plf
62.0 plf
41.9 plf
5487 lbs
5200 lbs
247.6 plf
203.0 plf
30.9 plf
25.4 plf
104.9 plf
79.0 plf
53.9 plf
28.1 plf
10.0 plf
8.9 plf
23.7 plf
18.1 plf
189.3 plf
144.7 plf
7.1 plf
5.4 plf
1.5 ft.
1.5 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 5545 5007 136 10687 5487 5200
Negative Internal Pressure 5545 5007 136 10687 5487 5200
Roof Pressure = 0 5545 0 0 5545 2869 2676
Min. Pressures (8 psf, 16 psf) 3360 4800 479 8639 4319 4319
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2025D49
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
2/20/2025 3
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Customer
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Job No.
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
80 ft.
3.00 ft.
77.00 ft.
69.1 plf
53.2 plf
48.7 plf
24.9 plf
37.9 lbs
619.7 lbs
3821.4 lbs
4466.2 lbs
7722 lbs
7595 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 6372 8945 0 15317 7722 7595
Negative Internal Pressure 6372 8945 0 15317 7722 7595
Roof Pressure = 0 6372 8945 0 15317 7722 7595
Min. Pressures (8 psf, 16 psf) 5376 7680 0 13056 6528 6528
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2025D49
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
2/20/2025 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
-189 lbs
51 lbs
Max. Horz. ① = 363 lbs
Max. Uplift ① = 626 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 -190 1287 -453 -330 -122
Transverse End Zone -218 1602 -138 -189 51
Longitudinal Int. Zone 215 1890 150 187 -36
Longitudinal End Zone 363 2615 875 626 250
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 2025D49
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
2/20/2025 5