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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): 60 ft.
Building Length (L): 100 ft.
Eave Height (he): 14 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 5 /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): 22.62 deg.
Mean Roof Height (h): 20.25 ft.
Ridge Height (hr): 26.50 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): 26.02 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 30.00 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: 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 0.54 9.31 18.68
2 -0.45 -16.50 -7.14
3 -0.47 -16.83 -7.47
4 -0.41 -15.46 -6.10
1E 0.77 15.38 24.75
2E -0.72 -23.39 -14.02
3E -0.65 -21.55 -12.18
4E -0.60 -20.25 -10.88
2OH -0.45 -11.82
2EOH -0.72 -18.71
3OH -0.47 -12.15
3EOH -0.65 -16.86
2OH+W -0.45/-0.7 -28.92
2EOH+W -0.72/-0.7 -35.81
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 2024D275
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
7/18/2024 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -16.39 -7.03
2 -0.69 -22.64 -13.27
3 -0.37 -14.31 -4.94
4 -0.45 -16.39 -7.03
5 0.40 5.72 15.09
6 -0.29 -12.23 -2.86
1E -0.48 -17.17 -7.81
2E -1.07 -32.53 -23.16
3E -0.53 -18.48 -9.11
4E -0.48 -17.17 -7.81
5E 0.61 11.19 20.56
6E -0.43 -15.87 -6.51
2OH -0.69 -17.96
2EOH -1.07 -27.84
3OH -0.37 -9.63
3EOH -0.53 -13.79
2EOH+W -1.07/-0.7 -46.06
3EOH+W -0.53/-0.7 -32.01
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.


Torsional Load Cases
Surface Load Case GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1T A - 2.33 4.67
2T A - -4.13 -1.78
3T A - -4.21 -1.87
4T A - -3.87 -1.52
5T B - 1.43 3.77
6T B - -3.06 -0.72
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 2024D275
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
7/18/2024 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
100 ft.
6.00 ft.
94.00 ft.
85.0 plf
65.0 plf
64.6 plf
39.1 plf
5266 lbs
5121 lbs
161.6 plf
126.3 plf
175.4 plf
123.8 plf
140.3 plf
88.6 plf
9.0 plf
7.2 plf
126.5 plf
91.1 plf
4.2 plf
3.0 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 10680 150 -443 10387 5266 5121
Negative Internal Pressure 10680 150 -443 10387 5266 5121
Roof Pressure = 0 10680 0 0 10680 5468 5211
Min. Pressures (8 psf, 16 psf) 6720 6000 324 13044 6522 6522
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D275
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
7/18/2024 3
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
60 ft.
3.00 ft.
57.00 ft.
66.7 plf
51.4 plf
47.0 plf
24.0 plf
30.4 lbs
363.6 lbs
1636.2 lbs
2020.0 lbs
4404 lbs
4286 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 4639 4050 0 8690 4404 4286
Negative Internal Pressure 4639 4050 0 8690 4404 4286
Roof Pressure = 0 4639 4050 0 8690 4404 4286
Min. Pressures (8 psf, 16 psf) 4032 3600 0 7632 3816 3816
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D275
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
7/18/2024 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
453 lbs
341 lbs
Max. Horz. ① = 436 lbs
Max. Uplift ① = 872 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 7 2499 -70 -20 -49
Transverse End Zone 74 3362 794 453 341
Longitudinal Int. Zone 258 2727 158 239 -81
Longitudinal End Zone 436 3772 1204 872 332
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 2024D275
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
7/18/2024 5