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Wind Load Report

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 115 mph
Exposure Category: B  
Enclosure Class: Enclosed  
Building Width (W): 38.5 ft.
Building Length (L): 168. ft.
Eave Height (he): 9 ft.
Foundation Height (hf): .5 ft.
Roof Pitch: 6 /12
Eave Overhang (OHe): 2 ft.
Gable Overhang (OHg): 1 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 26.57 deg.
Mean Roof Height (h): 13.81 ft.
Ridge Height (hr): 18.63 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): 20.16 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 19.25 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 7.45 14.71
2 -0.10 -5.63 1.63
3 -0.45 -12.64 -5.39
4 -0.39 -11.50 -4.25
1E 0.73 11.04 18.30
2E -0.19 -7.47 -0.21
3E -0.58 -15.42 -8.16
4E -0.53 -14.41 -7.16
2OH -0.10 -2.00
2EOH -0.19 -3.84
3OH -0.45 -9.02
3EOH -0.58 -11.79
2OH+W -0.10/-0.7 -16.11
2EOH+W -0.19/-0.7 -17.95
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 Charles Hunter 217 E Division St ERRA
Charles Hunter HUNTER ENGINEERING & DESIGN
217E Division St.
ph. 715-479-4889    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 -12.70 -5.44
2 -0.69 -17.54 -10.28
3 -0.37 -11.09 -3.83
4 -0.45 -12.70 -5.44
5 0.40 4.44 11.69
6 -0.29 -9.48 -2.22
1E -0.48 -13.31 -6.05
2E -1.07 -25.20 -17.94
3E -0.53 -14.31 -7.06
4E -0.48 -13.31 -6.05
5E 0.61 8.67 15.93
6E -0.43 -12.30 -5.04
2OH -0.69 -13.91
2EOH -1.07 -21.57
3OH -0.37 -7.46
3EOH -0.53 -10.69
2EOH+W -1.07/-0.7 -35.69
3EOH+W -0.53/-0.7 -24.80
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.


Torsional Load Cases
Surface Load Case GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1T A - 1.86 3.68
2T A - -1.41 0.41
3T A - -3.16 -1.35
4T A - -2.88 -1.06
5T B - 1.11 2.92
6T B - -2.37 -0.55
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 Charles Hunter 217 E Division St ERRA
Charles Hunter HUNTER ENGINEERING & DESIGN
217E Division St.
ph. 715-479-4889    www.website.com 		-
2/20/2025 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
168. ft.
6.00 ft.
162.00 ft.
36.8 plf
29.3 plf
28.2 plf
19.0 plf
7282 lbs
7146 lbs
89.1 plf
73.0 plf
43.1 plf
32.5 plf
22.2 plf
11.5 plf
10.8 plf
9.7 plf
68.1 plf
52.1 plf
7.1 plf
5.4 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 8221 6840 -633 14428 7282 7146
Negative Internal Pressure 8221 6840 -633 14428 7282 7146
Roof Pressure = 0 8221 0 0 8221 4158 4063
Min. Pressures (8 psf, 16 psf) 6854 7762 908 15524 7762 7762
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Charles Hunter 217 E Division St ERRA
Charles Hunter HUNTER ENGINEERING & DESIGN
217E Division St.
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
38.5 ft.
3.00 ft.
35.50 ft.
31.4 plf
24.2 plf
22.1 plf
11.3 plf
28.3 lbs
203.5 lbs
551.0 lbs
773.3 lbs
1517 lbs
1459 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 1420 1556 0 2976 1517 1459
Negative Internal Pressure 1420 1556 0 2976 1517 1459
Roof Pressure = 0 1420 1556 0 2976 1517 1459
Min. Pressures (8 psf, 16 psf) 1571 1779 0 3350 1675 1675
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Charles Hunter 217 E Division St ERRA
Charles Hunter HUNTER ENGINEERING & DESIGN
217E Division St.
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
-169 lbs
-92 lbs
Max. Horz. ① = 139 lbs
Max. Uplift ① = 141 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 -73 482 -379 -221 -158
Transverse End Zone -85 600 -261 -169 -92
Longitudinal Int. Zone 82 713 -149 -29 -120
Longitudinal End Zone 139 990 129 141 -12
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 Charles Hunter 217 E Division St ERRA
Charles Hunter HUNTER ENGINEERING & DESIGN
217E Division St.
ph. 715-479-4889    www.website.com 		-
2/20/2025 5