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Wind Load Report

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 100 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 100 ft.
Building Length (L): 100 ft.
Eave Height (he): 16 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 2 /12
Eave Overhang (OHe): 1.0 ft.
Gable Overhang (OHg): 1.0 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 9.46 deg.
Mean Roof Height (h): 20.17 ft.
Ridge Height (hr): 24.33 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.90 @ z=h
Velocity Pressure (qh): 19.66 psf
End Zone Width (a): 8.07 ft.
Zone 2/2E Dist.: 40.00 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: 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 0.44 5.09 12.16
2 -0.69 -17.10 -10.03
3 -0.40 -11.46 -4.38
4 -0.33 -10.06 -2.98
1E 0.67 9.56 16.64
2E -1.07 -24.57 -17.50
3E -0.58 -14.89 -7.82
4E -0.49 -13.22 -6.14
2OH -0.69 -13.56
2EOH -1.07 -21.04
3OH -0.40 -7.92
3EOH -0.58 -11.36
2OH+W -0.69/-0.7 -26.67
2EOH+W -1.07/-0.7 -34.14
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 25-031A
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/2/2025 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -12.39 -5.31
2 -0.69 -17.10 -10.03
3 -0.37 -10.81 -3.74
4 -0.45 -12.39 -5.31
5 0.40 4.33 11.40
6 -0.29 -9.24 -2.16
1E -0.48 -12.98 -5.90
2E -1.07 -24.57 -17.50
3E -0.53 -13.96 -6.88
4E -0.48 -12.98 -5.90
5E 0.61 8.45 15.53
6E -0.43 -11.99 -4.91
2OH -0.69 -13.56
2EOH -1.07 -21.04
3OH -0.37 -7.27
3EOH -0.53 -10.42
2EOH+W -1.07/-0.7 -34.80
3EOH+W -0.53/-0.7 -24.18
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 - 1.27 3.04
2T A - -4.28 -2.51
3T A - -2.86 -1.09
4T A - -2.51 -0.75
5T B - 1.08 2.85
6T B - -2.31 -0.54
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 25-031A
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/2/2025 2
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Customer
Location
Job No.
Engr.
Rev.
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
100 ft.
16.13 ft.
83.87 ft.
63.5 plf
48.3 plf
45.9 plf
24.4 plf
2669 lbs
2413 lbs
74.5 plf
57.3 plf
14.9 plf
11.5 plf
98.3 plf
68.4 plf
84.1 plf
54.3 plf
3.4 plf
2.7 plf
11.4 plf
7.9 plf
56.8 plf
39.6 plf
1.1 plf
0.8 plf
1.0 ft.
1.0 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 7861 -2519 -260 5082 2669 2413
Negative Internal Pressure 7861 -2519 -260 5082 2669 2413
Roof Pressure = 0 7861 0 0 7861 4179 3682
Min. Pressures (8 psf, 16 psf) 7680 4000 162 11842 5921 5921
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 25-031A
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/2/2025 3
Subject
Customer
Location
Job No.
Engr.
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
100 ft.
8.07 ft.
91.93 ft.
57.6 plf
44.4 plf
40.6 plf
20.8 plf
66.5 lbs
458.9 lbs
1192.6 lbs
1695.6 lbs
5228 lbs
4963 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 6778 3414 0 10191 5228 4963
Negative Internal Pressure 6778 3414 0 10191 5228 4963
Roof Pressure = 0 6778 3414 0 10191 5228 4963
Min. Pressures (8 psf, 16 psf) 7680 4000 0 11680 5840 5840
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 25-031A
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/2/2025 4
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Customer
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Job No.
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
572 lbs
266 lbs
Max. Horz. ① = 108 lbs
Max. Uplift ① = 606 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 49 1687 219 202 17
Transverse End Zone 82 2307 838 572 266
Longitudinal Int. Zone 64 1700 231 214 18
Longitudinal End Zone 108 2350 881 606 275
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 25-031A
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/2/2025 5