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Wind Load Report

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 130 mph
Exposure Category: B  
Enclosure Class: Partially Enclosed  
Building Width (W): 60 ft.
Building Length (L): 112 ft.
Eave Height (he): 18 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): 23.00 ft.
Ridge Height (hr): 28.00 ft.
Pos. Internal Pressure (+GCpi): +0.55  
Neg. Internal Pressure (-GCpi): -0.55  
Velocity Pressure Exp. Coeff. (Kh): 0.70 @ z=h
Velocity Pressure (qh): 25.76 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: 96 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 -0.86 27.48
2 -0.69 -31.95 -3.61
3 -0.47 -26.24 2.10
4 -0.42 -24.87 3.47
1E 0.78 5.93 34.27
2E -1.07 -41.74 -13.40
3E -0.67 -31.52 -3.18
4E -0.62 -30.09 -1.75
2OH -0.69 -17.78
2EOH -1.07 -27.57
3OH -0.47 -12.07
3EOH -0.67 -17.35
2OH+W -0.69/-0.7 -35.81
2EOH+W -1.07/-0.7 -45.60
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 2025D108
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/27/2025 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -25.76 2.58
2 -0.69 -31.95 -3.61
3 -0.37 -23.70 4.64
4 -0.45 -25.76 2.58
5 0.40 -3.86 24.48
6 -0.29 -21.64 6.70
1E -0.48 -26.54 1.80
2E -1.07 -41.74 -13.40
3E -0.53 -27.82 0.52
4E -0.48 -26.54 1.80
5E 0.61 1.55 29.89
6E -0.43 -25.25 3.09
2OH -0.69 -17.78
2EOH -1.07 -27.57
3OH -0.37 -9.53
3EOH -0.53 -13.65
2EOH+W -1.07/-0.7 -45.60
3EOH+W -0.53/-0.7 -31.69
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 - -0.22 6.87
2T A - -7.99 -0.90
3T A - -6.56 0.52
4T A - -6.22 0.87
5T B - -0.97 6.12
6T B - -5.41 1.67
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 2025D108
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/27/2025 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
112 ft.
6.00 ft.
106.00 ft.
162.5 plf
134.3 plf
32.0 plf
-4.7 plf
5225 lbs
5044 lbs
189.1 plf
157.4 plf
250.4 plf
191.7 plf
165.4 plf
106.7 plf
9.1 plf
7.2 plf
104.1 plf
72.4 plf
3.5 plf
2.4 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 14909 -3997 -643 10269 5225 5044
Negative Internal Pressure 14909 -3997 -643 10269 5225 5044
Roof Pressure = 0 14909 0 0 14909 7639 7270
Min. Pressures (8 psf, 16 psf) 9677 5376 278 15331 7666 7666
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2025D108
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/27/2025 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.
136.3 plf
116.9 plf
8.3 plf
-20.9 plf
24.1 lbs
288.0 lbs
1295.9 lbs
1599.9 lbs
4630 lbs
4484 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 5906 3208 0 9114 4630 4484
Negative Internal Pressure 5906 3208 0 9114 4630 4484
Roof Pressure = 0 5906 3208 0 9114 4630 4484
Min. Pressures (8 psf, 16 psf) 5184 2880 0 8064 4032 4032
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2025D108
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/27/2025 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
3324 lbs
2451 lbs
Max. Horz. ① = 690 lbs
Max. Uplift ① = 3324 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 312 8609 3533 2030 1503
Transverse End Zone 536 10851 5775 3324 2451
Longitudinal Int. Zone 409 8145 3069 1851 1217
Longitudinal End Zone 690 10215 5139 3104 2035
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 96" 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 2025D108
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/27/2025 5