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Wind Load Report

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 148 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 100 ft.
Building Length (L): 135 ft.
Eave Height (he): 16 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 1 /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): 4.76 deg.
Mean Roof Height (h): 18.08 ft.
Ridge Height (hr): 20.17 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.88 @ z=h
Velocity Pressure (qh): 42.08 psf
End Zone Width (a): 7.23 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: 0.01 psf
Bottom Chord Dead Load: 0.01 psf
Truss/Rafter Spacing: 60 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 0.40 9.26 24.41
2 -0.69 -36.61 -21.46
3 -0.37 -23.15 -8.00
4 -0.29 -19.78 -4.63
1E 0.61 18.10 33.25
2E -1.07 -52.61 -37.46
3E -0.53 -29.88 -14.73
4E -0.43 -25.67 -10.52
2OH -0.69 -29.04
2EOH -1.07 -45.03
3OH -0.37 -15.57
3EOH -0.53 -22.30
2OH+W -0.69/-0.7 -57.75
2EOH+W -1.07/-0.7 -73.74
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 2025D281
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
10/10/2025 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -26.51 -11.36
2 -0.69 -36.61 -21.46
3 -0.37 -23.15 -8.00
4 -0.45 -26.51 -11.36
5 0.40 9.26 24.41
6 -0.29 -19.78 -4.63
1E -0.48 -27.78 -12.63
2E -1.07 -52.61 -37.46
3E -0.53 -29.88 -14.73
4E -0.48 -27.78 -12.63
5E 0.61 18.10 33.25
6E -0.43 -25.67 -10.52
2OH -0.69 -29.04
2EOH -1.07 -45.03
3OH -0.37 -15.57
3EOH -0.53 -22.30
2EOH+W -1.07/-0.7 -74.49
3EOH+W -0.53/-0.7 -51.76
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 - 2.31 6.10
2T A - -9.15 -5.37
3T A - -5.79 -2.00
4T A - -4.94 -1.16
5T B - 2.31 6.10
6T B - -4.94 -1.16
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 2025D281
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
10/10/2025 2
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Job No.
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
135 ft.
14.47 ft.
120.53 ft.
123.2 plf
94.9 plf
86.9 plf
44.4 plf
8108 lbs
7459 lbs
74.7 plf
57.9 plf
14.9 plf
11.6 plf
105.2 plf
73.2 plf
90.1 plf
58.1 plf
3.7 plf
2.9 plf
11.2 plf
7.8 plf
55.8 plf
38.9 plf
1.1 plf
0.8 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 19840 -3904 -368 15567 8108 7459
Negative Internal Pressure 19840 -3904 -368 15567 8108 7459
Roof Pressure = 0 19840 0 0 19840 10376 9463
Min. Pressures (8 psf, 16 psf) 10368 2700 95 13163 6581 6581
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2025D281
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
10/10/2025 3
Subject
Customer
Location
Job No.
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
100 ft.
7.23 ft.
92.77 ft.
123.2 plf
94.9 plf
86.9 plf
44.4 plf
57.2 lbs
449.1 lbs
1327.8 lbs
1814.9 lbs
9295 lbs
8804 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 14450 3649 0 18099 9295 8804
Negative Internal Pressure 14450 3649 0 18099 9295 8804
Roof Pressure = 0 14450 3649 0 18099 9295 8804
Min. Pressures (8 psf, 16 psf) 7680 2000 0 9680 4840 4840
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2025D281
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
10/10/2025 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
6883 lbs
5091 lbs
Max. Horz. ① = 290 lbs
Max. Uplift ① = 7171 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 145 8780 8774 4936 3838
Transverse End Zone 240 11979 11973 6883 5091
Longitudinal Int. Zone 172 9098 9092 5071 4020
Longitudinal End Zone 290 12575 12569 7171 5398
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 60" 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 2025D281
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
10/10/2025 5