Subject
Customer
Location
Job No.
Engr.
Rev.
Date
Page

Wind Load Report

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 150 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 32 ft.
Building Length (L): 32 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): 12.67 ft.
Ridge Height (hr): 15.33 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.85 @ z=h
Velocity Pressure (qh): 41.56 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 16.00 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 13.98 28.94
2 -0.69 -36.16 -21.20
3 -0.47 -26.95 -11.99
4 -0.42 -24.75 -9.78
1E 0.78 24.94 39.91
2E -1.07 -51.95 -36.99
3E -0.67 -35.46 -20.50
4E -0.62 -33.17 -18.21
2OH -0.69 -28.68
2EOH -1.07 -44.47
3OH -0.47 -19.47
3EOH -0.67 -27.98
2OH+W -0.69/-0.7 -57.77
2EOH+W -1.07/-0.7 -73.56
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 2026D16
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/30/2026 1
Subject
Customer
Location
Job No.
Engr.
Rev.
Date
Page

Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -26.18 -11.22
2 -0.69 -36.16 -21.20
3 -0.37 -22.86 -7.90
4 -0.45 -26.18 -11.22
5 0.40 9.14 24.11
6 -0.29 -19.53 -4.57
1E -0.48 -27.43 -12.47
2E -1.07 -51.95 -36.99
3E -0.53 -29.51 -14.55
4E -0.48 -27.43 -12.47
5E 0.61 17.87 32.83
6E -0.43 -25.35 -10.39
2OH -0.69 -28.68
2EOH -1.07 -44.47
3OH -0.37 -15.38
3EOH -0.53 -22.03
2EOH+W -1.07/-0.7 -73.56
3EOH+W -0.53/-0.7 -51.12
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 - 3.50 7.24
2T A - -9.04 -5.30
3T A - -6.74 -3.00
4T A - -6.19 -2.45
5T B - 2.29 6.03
6T B - -4.88 -1.14
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 2026D16
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/30/2026 2
Subject
Customer
Location
Job No.
Engr.
Rev.
Date
Page

5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
32 ft.
6.00 ft.
26.00 ft.
99.5 plf
74.2 plf
74.8 plf
41.9 plf
1384 lbs
1247 lbs
113.5 plf
86.3 plf
166.2 plf
115.7 plf
142.3 plf
91.8 plf
14.7 plf
11.6 plf
89.5 plf
62.3 plf
5.6 plf
3.9 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 4067 -1082 -353 2632 1384 1247
Negative Internal Pressure 4067 -1082 -353 2632 1384 1247
Roof Pressure = 0 4067 0 0 4067 2175 1892
Min. Pressures (8 psf, 16 psf) 1536 819 106 2461 1230 1230
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2026D16
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/30/2026 3
Subject
Customer
Location
Job No.
Engr.
Rev.
Date
Page

2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
32 ft.
3.00 ft.
29.00 ft.
76.1 plf
58.6 plf
53.6 plf
27.4 plf
38.9 lbs
223.7 lbs
484.6 lbs
734.1 lbs
2248 lbs
2118 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 2884 1481 0 4365 2248 2118
Negative Internal Pressure 2884 1481 0 4365 2248 2118
Roof Pressure = 0 2884 1481 0 4365 2248 2118
Min. Pressures (8 psf, 16 psf) 1536 819 0 2355 1178 1178
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2026D16
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/30/2026 4
Subject
Customer
Location
Job No.
Engr.
Rev.
Date
Page

3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
1330 lbs
901 lbs
Max. Horz. ① = 305 lbs
Max. Uplift ① = 1330 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 148 2609 1239 755 484
Transverse End Zone 247 3600 2230 1330 901
Longitudinal Int. Zone 181 2372 1002 645 357
Longitudinal End Zone 305 3288 1918 1202 716
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 2026D16
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/30/2026 5