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Wind Load Report

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 200 mph
Exposure Category: D  
Enclosure Class: Partially Enclosed  
Building Width (W): 62 ft.
Building Length (L): 160 ft.
Eave Height (he): 20 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 3 /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): 14.04 deg.
Mean Roof Height (h): 23.88 ft.
Ridge Height (hr): 27.75 ft.
Pos. Internal Pressure (+GCpi): +0.55  
Neg. Internal Pressure (-GCpi): -0.55  
Velocity Pressure Exp. Coeff. (Kh): 1.12 @ z=h
Velocity Pressure (qh): 97.22 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 31.00 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: 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 0.48 -6.97 99.97
2 -0.69 -120.55 -13.61
3 -0.44 -95.89 11.06
4 -0.37 -89.86 17.08
1E 0.72 16.96 123.90
2E -1.07 -157.50 -50.55
3E -0.63 -114.37 -7.43
4E -0.56 -107.58 -0.63
2OH -0.69 -67.08
2EOH -1.07 -104.03
3OH -0.44 -42.41
3EOH -0.63 -60.90
2OH+W -0.69/-0.7 -133.07
2EOH+W -1.07/-0.7 -170.02
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 2024D331
Engineer MEDA Engineering
1575 Lauzon Rd.
ph. 5199915543    www.medagroup.com 		-
9/20/2024 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -97.22 9.72
2 -0.69 -120.55 -13.61
3 -0.37 -89.44 17.50
4 -0.45 -97.22 9.72
5 0.40 -14.58 92.36
6 -0.29 -81.67 25.28
1E -0.48 -100.14 6.81
2E -1.07 -157.50 -50.55
3E -0.53 -105.00 1.94
4E -0.48 -100.14 6.81
5E 0.61 5.83 112.78
6E -0.43 -95.28 11.67
2OH -0.69 -67.08
2EOH -1.07 -104.03
3OH -0.37 -35.97
3EOH -0.53 -51.53
2EOH+W -1.07/-0.7 -172.08
3EOH+W -0.53/-0.7 -119.58
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 - -1.74 24.99
2T A - -30.14 -3.40
3T A - -23.97 2.76
4T A - -22.47 4.27
5T B - -3.65 23.09
6T B - -20.42 6.32
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 2024D331
Engineer MEDA Engineering
1575 Lauzon Rd.
ph. 5199915543    www.medagroup.com 		-
9/20/2024 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
160 ft.
6.00 ft.
154.00 ft.
645.5 plf
539.2 plf
101.8 plf
-41.8 plf
30257 lbs
29415 lbs
531.8 plf
445.9 plf
732.4 plf
560.6 plf
483.7 plf
311.9 plf
25.5 plf
20.0 plf
283.2 plf
197.2 plf
9.1 plf
6.4 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 81079 -18868 -2538 59673 30257 29415
Negative Internal Pressure 81079 -18868 -2538 59673 30257 29415
Roof Pressure = 0 81079 0 0 81079 41261 39818
Min. Pressures (8 psf, 16 psf) 15360 5952 269 21581 10790 10790
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D331
Engineer MEDA Engineering
1575 Lauzon Rd.
ph. 5199915543    www.medagroup.com 		-
9/20/2024 3
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
62 ft.
3.00 ft.
59.00 ft.
571.7 plf
490.0 plf
35.0 plf
-87.5 plf
68.2 lbs
845.2 lbs
3944.4 lbs
4834.9 lbs
17932 lbs
17328 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 25567 9693 0 35260 17932 17328
Negative Internal Pressure 25567 9693 0 35260 17932 17328
Roof Pressure = 0 25567 9693 0 35260 17932 17328
Min. Pressures (8 psf, 16 psf) 5952 2306 0 8258 4129 4129
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D331
Engineer MEDA Engineering
1575 Lauzon Rd.
ph. 5199915543    www.medagroup.com 		-
9/20/2024 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
5014 lbs
4079 lbs
Max. Horz. ① = 504 lbs
Max. Uplift ① = 5014 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 257 8262 6964 3767 3197
Transverse End Zone 434 10391 9092 5014 4079
Longitudinal Int. Zone 299 7936 6637 3627 3010
Longitudinal End Zone 504 9951 8653 4847 3806
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 2024D331
Engineer MEDA Engineering
1575 Lauzon Rd.
ph. 5199915543    www.medagroup.com 		-
9/20/2024 5