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Wind Load Report

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 140 mph
Exposure Category: B  
Enclosure Class: Enclosed  
Building Width (W): 25 ft.
Building Length (L): 74 ft.
Eave Height (he): 9 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): 11.08 ft.
Ridge Height (hr): 13.17 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.70 @ z=h
Velocity Pressure (qh): 29.88 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 12.50 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 10.05 20.81
2 -0.69 -26.00 -15.24
3 -0.47 -19.38 -8.62
4 -0.42 -17.79 -7.03
1E 0.78 17.93 28.69
2E -1.07 -37.35 -26.59
3E -0.67 -25.50 -14.74
4E -0.62 -23.85 -13.09
2OH -0.69 -20.62
2EOH -1.07 -31.97
3OH -0.47 -14.00
3EOH -0.67 -20.12
2OH+W -0.69/-0.7 -41.53
2EOH+W -1.07/-0.7 -52.89
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 2024D395
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -18.82 -8.07
2 -0.69 -26.00 -15.24
3 -0.37 -16.43 -5.68
4 -0.45 -18.82 -8.07
5 0.40 6.57 17.33
6 -0.29 -14.04 -3.29
1E -0.48 -19.72 -8.96
2E -1.07 -37.35 -26.59
3E -0.53 -21.21 -10.46
4E -0.48 -19.72 -8.96
5E 0.61 12.85 23.61
6E -0.43 -18.23 -7.47
2OH -0.69 -20.62
2EOH -1.07 -31.97
3OH -0.37 -11.06
3EOH -0.53 -15.84
2EOH+W -1.07/-0.7 -52.89
3EOH+W -0.53/-0.7 -36.75
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 - 2.51 5.20
2T A - -6.50 -3.81
3T A - -4.84 -2.16
4T A - -4.45 -1.76
5T B - 1.64 4.33
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 2024D395
Engineer Company Name
123 Street City, State 12345
ph. (888) 777-5555    www.website.com 		-
11/24/2024 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
74 ft.
6.00 ft.
68.00 ft.
64.4 plf
48.0 plf
48.4 plf
27.1 plf
2065 lbs
1949 lbs
63.7 plf
48.4 plf
93.4 plf
65.0 plf
79.9 plf
51.5 plf
10.6 plf
8.3 plf
50.3 plf
35.0 plf
4.0 plf
2.8 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 5789 -1303 -472 4014 2065 1949
Negative Internal Pressure 5789 -1303 -472 4014 2065 1949
Roof Pressure = 0 5789 0 0 5789 2998 2791
Min. Pressures (8 psf, 16 psf) 3197 1480 162 4838 2419 2419
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D395
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
25 ft.
3.00 ft.
22.00 ft.
49.2 plf
37.9 plf
34.7 plf
17.7 plf
28.0 lbs
117.5 lbs
186.1 lbs
322.1 lbs
1106 lbs
1024 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 1476 654 0 2130 1106 1024
Negative Internal Pressure 1476 654 0 2130 1106 1024
Roof Pressure = 0 1476 654 0 2130 1106 1024
Min. Pressures (8 psf, 16 psf) 1080 500 0 1580 790 790
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D395
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
311 lbs
181 lbs
Max. Horz. ① = 87 lbs
Max. Uplift ① = 311 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 44 747 208 146 62
Transverse End Zone 72 1030 491 311 181
Longitudinal Int. Zone 52 674 135 110 26
Longitudinal End Zone 87 936 397 269 128
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 2024D395
Engineer Company Name
123 Street City, State 12345
ph. (888) 777-5555    www.website.com 		-
11/24/2024 5