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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): 54 ft.
Building Length (L): 72 ft.
Eave Height (he): 16 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 4 /12
Eave Overhang (OHe): 2 ft.
Gable Overhang (OHg): 2 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 18.43 deg.
Mean Roof Height (h): 20.50 ft.
Ridge Height (hr): 25.00 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.91 @ z=h
Velocity Pressure (qh): 26.09 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 27.00 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 8.78 18.17
2 -0.69 -22.70 -13.31
3 -0.47 -16.92 -7.53
4 -0.42 -15.53 -6.14
1E 0.78 15.66 25.05
2E -1.07 -32.61 -23.22
3E -0.67 -22.26 -12.87
4E -0.62 -20.82 -11.43
2OH -0.69 -18.00
2EOH -1.07 -27.92
3OH -0.47 -12.22
3EOH -0.67 -17.57
2OH+W -0.69/-0.7 -35.34
2EOH+W -1.07/-0.7 -45.25
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 Bob Rynders Aquatic Plant Managemen
Charles Hunter HUNTER ENGINEERING & DESIGN
217E Division St.
ph. 715-479-4889    www.website.com 		-
8/27/2025 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -16.44 -7.04
2 -0.69 -22.70 -13.31
3 -0.37 -14.35 -4.96
4 -0.45 -16.44 -7.04
5 0.40 5.74 15.13
6 -0.29 -12.26 -2.87
1E -0.48 -17.22 -7.83
2E -1.07 -32.61 -23.22
3E -0.53 -18.52 -9.13
4E -0.48 -17.22 -7.83
5E 0.61 11.22 20.61
6E -0.43 -15.91 -6.52
2OH -0.69 -18.00
2EOH -1.07 -27.92
3OH -0.37 -9.65
3EOH -0.53 -13.83
2EOH+W -1.07/-0.7 -46.18
3EOH+W -0.53/-0.7 -32.09
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 - 2.19 4.54
2T A - -5.67 -3.33
3T A - -4.23 -1.88
4T A - -3.88 -1.54
5T B - 1.43 3.78
6T B - -3.07 -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 Bob Rynders Aquatic Plant Managemen
Charles Hunter HUNTER ENGINEERING & DESIGN
217E Division St.
ph. 715-479-4889    www.website.com 		-
8/27/2025 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
72 ft.
6.00 ft.
66.00 ft.
99.9 plf
74.6 plf
75.2 plf
42.1 plf
2794 lbs
2673 lbs
120.2 plf
91.4 plf
176.1 plf
122.6 plf
150.7 plf
97.2 plf
18.1 plf
14.1 plf
94.9 plf
66.0 plf
7.0 plf
4.9 plf
2 ft.
2 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 8752 -2395 -891 5466 2794 2673
Negative Internal Pressure 8752 -2395 -891 5466 2794 2673
Roof Pressure = 0 8752 0 0 8752 4537 4216
Min. Pressures (8 psf, 16 psf) 5530 3110 416 9056 4528 4528
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Bob Rynders Aquatic Plant Managemen
Charles Hunter HUNTER ENGINEERING & DESIGN
217E Division St.
ph. 715-479-4889    www.website.com 		-
8/27/2025 3
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
54 ft.
3.00 ft.
51.00 ft.
76.4 plf
58.9 plf
53.8 plf
27.6 plf
24.4 lbs
259.2 lbs
1036.9 lbs
1312.3 lbs
3781 lbs
3649 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 4798 2633 0 7430 3781 3649
Negative Internal Pressure 4798 2633 0 7430 3781 3649
Roof Pressure = 0 4798 2633 0 7430 3781 3649
Min. Pressures (8 psf, 16 psf) 4147 2333 0 6480 3240 3240
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Bob Rynders Aquatic Plant Managemen
Charles Hunter HUNTER ENGINEERING & DESIGN
217E Division St.
ph. 715-479-4889    www.website.com 		-
8/27/2025 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
1004 lbs
531 lbs
Max. Horz. ① = 327 lbs
Max. Uplift ① = 1004 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 162 2795 472 387 85
Transverse End Zone 268 3857 1534 1004 531
Longitudinal Int. Zone 194 2533 210 261 -51
Longitudinal End Zone 327 3514 1191 859 332
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 Bob Rynders Aquatic Plant Managemen
Charles Hunter HUNTER ENGINEERING & DESIGN
217E Division St.
ph. 715-479-4889    www.website.com 		-
8/27/2025 5