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Wind Load Report

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 115 mph
Exposure Category: C  
Enclosure Class: Partially Enclosed  
Building Width (W): 30 ft.
Building Length (L): 48 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): 12.50 ft.
Ridge Height (hr): 15.00 ft.
Pos. Internal Pressure (+GCpi): +0.55  
Neg. Internal Pressure (-GCpi): -0.55  
Velocity Pressure Exp. Coeff. (Kh): 0.85 @ z=h
Velocity Pressure (qh): 24.43 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 15.00 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: 10 psf
Bottom Chord Dead Load: 5 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 0.52 -0.82 26.05
2 -0.69 -30.29 -3.42
3 -0.47 -24.88 1.99
4 -0.42 -23.58 3.29
1E 0.78 5.62 32.49
2E -1.07 -39.57 -12.70
3E -0.67 -29.88 -3.01
4E -0.62 -28.54 -1.66
2OH -0.69 -16.86
2EOH -1.07 -26.14
3OH -0.47 -11.45
3EOH -0.67 -16.45
2OH+W -0.69/-0.7 -33.96
2EOH+W -1.07/-0.7 -43.24
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 10 West Ridge 2024D348
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
10/4/2024 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -24.43 2.44
2 -0.69 -30.29 -3.42
3 -0.37 -22.47 4.40
4 -0.45 -24.43 2.44
5 0.40 -3.66 23.21
6 -0.29 -20.52 6.35
1E -0.48 -25.16 1.71
2E -1.07 -39.57 -12.70
3E -0.53 -26.38 0.49
4E -0.48 -25.16 1.71
5E 0.61 1.47 28.34
6E -0.43 -23.94 2.93
2OH -0.69 -16.86
2EOH -1.07 -26.14
3OH -0.37 -9.04
3EOH -0.53 -12.95
2EOH+W -1.07/-0.7 -43.24
3EOH+W -0.53/-0.7 -30.05
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 6.51
2T A - -7.57 -0.86
3T A - -6.22 0.50
4T A - -5.90 0.82
5T B - -0.92 5.80
6T B - -5.13 1.59
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 10 West Ridge 2024D348
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
10/4/2024 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
48 ft.
6.00 ft.
42.00 ft.
85.6 plf
70.8 plf
16.9 plf
-2.5 plf
1222 lbs
1128 lbs
89.7 plf
74.6 plf
118.7 plf
90.9 plf
78.4 plf
50.6 plf
8.6 plf
6.8 plf
49.3 plf
34.3 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 3483 -856 -276 2350 1222 1128
Negative Internal Pressure 3483 -856 -276 2350 1222 1128
Roof Pressure = 0 3483 0 0 3483 1831 1652
Min. Pressures (8 psf, 16 psf) 2304 1152 128 3584 1792 1792
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 10 West Ridge 2024D348
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
10/4/2024 3
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
30 ft.
3.00 ft.
27.00 ft.
71.8 plf
61.6 plf
4.4 plf
-11.0 plf
22.9 lbs
121.4 lbs
242.7 lbs
379.3 lbs
1218 lbs
1142 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 1594 766 0 2360 1218 1142
Negative Internal Pressure 1594 766 0 2360 1218 1142
Roof Pressure = 0 1594 766 0 2360 1218 1142
Min. Pressures (8 psf, 16 psf) 1440 720 0 2160 1080 1080
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 10 West Ridge 2024D348
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
10/4/2024 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
429 lbs
308 lbs
Max. Horz. ① = 84 lbs
Max. Uplift ① = 429 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 41 1048 463 270 193
Transverse End Zone 69 1322 737 429 308
Longitudinal Int. Zone 50 981 396 238 158
Longitudinal End Zone 84 1234 649 392 257
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 10 West Ridge 2024D348
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
10/4/2024 5