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Wind Load Report

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 111 mph
Exposure Category: C  
Enclosure Class: Partially Enclosed  
Building Width (W): 120 ft.
Building Length (L): 120 ft.
Eave Height (he): 10 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): 20.00 ft.
Ridge Height (hr): 30.00 ft.
Pos. Internal Pressure (+GCpi): +0.55  
Neg. Internal Pressure (-GCpi): -0.55  
Velocity Pressure Exp. Coeff. (Kh): 0.90 @ z=h
Velocity Pressure (qh): 24.18 psf
End Zone Width (a): 8.00 ft.
Zone 2/2E Dist.: 25.00 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 0.52 -0.81 25.79
2 -0.69 -29.98 -3.39
3 -0.47 -24.63 1.97
4 -0.42 -23.34 3.25
1E 0.78 5.57 32.16
2E -1.07 -39.17 -12.57
3E -0.67 -29.58 -2.98
4E -0.62 -28.24 -1.65
2OH -0.69 -16.68
2EOH -1.07 -25.87
3OH -0.47 -11.33
3EOH -0.67 -16.28
2OH+W -0.69/-0.7 -32.62
2EOH+W -1.07/-0.7 -41.80
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 Opferbeck 26170
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/23/2026 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -24.18 2.42
2 -0.69 -29.98 -3.39
3 -0.37 -22.25 4.35
4 -0.45 -24.18 2.42
5 0.40 -3.63 22.97
6 -0.29 -20.31 6.29
1E -0.48 -24.91 1.69
2E -1.07 -39.17 -12.57
3E -0.53 -26.11 0.48
4E -0.48 -24.91 1.69
5E 0.61 1.45 28.05
6E -0.43 -23.70 2.90
2OH -0.69 -16.68
2EOH -1.07 -25.87
3OH -0.37 -8.95
3EOH -0.53 -12.82
2EOH+W -1.07/-0.7 -42.80
3EOH+W -0.53/-0.7 -29.74
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 - -0.20 6.45
2T A - -7.50 -0.85
3T A - -6.16 0.49
4T A - -5.84 0.81
5T B - -0.91 5.74
6T B - -5.08 1.57
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 Opferbeck 26170
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/23/2026 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
120 ft.
16.00 ft.
104.00 ft.
84.7 plf
70.0 plf
16.7 plf
-2.4 plf
2317 lbs
2175 lbs
355.0 plf
295.5 plf
207.1 plf
172.4 plf
195.9 plf
149.9 plf
129.4 plf
83.4 plf
8.4 plf
6.5 plf
114.0 plf
79.3 plf
195.4 plf
135.9 plf
3.3 plf
2.3 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 8653 -3552 -609 4492 2317 2175
Negative Internal Pressure 8653 -3552 -609 4492 2317 2175
Roof Pressure = 0 8653 0 0 8653 4561 4092
Min. Pressures (8 psf, 16 psf) 5760 11520 387 17667 8834 8834
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Opferbeck 26170
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/23/2026 3
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
120 ft.
8.00 ft.
112.00 ft.
71.1 plf
60.9 plf
4.4 plf
-10.9 plf
160.9 lbs
1388.1 lbs
4511.4 lbs
6006.3 lbs
9258 lbs
9019 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 6209 12067 0 18276 9258 9019
Negative Internal Pressure 6209 12067 0 18276 9258 9019
Roof Pressure = 0 6209 12067 0 18276 9258 9019
Min. Pressures (8 psf, 16 psf) 5760 11520 0 17280 8640 8640
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Opferbeck 26170
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/23/2026 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
2355 lbs
1838 lbs
Max. Horz. ① = 637 lbs
Max. Uplift ① = 2713 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 124 7520 2479 1393 1087
Transverse End Zone 212 9234 4193 2355 1838
Longitudinal Int. Zone 378 7582 2542 1559 983
Longitudinal End Zone 637 9494 4454 2713 1741
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 Opferbeck 26170
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/23/2026 5