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Wind Load Report - New Residence

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 95 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 106 ft.
Building Length (L): 112 ft.
Eave Height (he): 10 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 5 /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): 22.62 deg.
Mean Roof Height (h): 21.04 ft.
Ridge Height (hr): 32.08 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.91 @ z=h
Velocity Pressure (qh): 17.90 psf
End Zone Width (a): 8.42 ft.
Zone 2/2E Dist.: 25.00 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 0.54 6.41 12.85
2 -0.45 -11.35 -4.91
3 -0.47 -11.58 -5.14
4 -0.41 -10.64 -4.19
1E 0.77 10.58 17.03
2E -0.72 -16.09 -9.65
3E -0.65 -14.82 -8.38
4E -0.60 -13.93 -7.48
2OH -0.45 -8.13
2EOH -0.72 -12.87
3OH -0.47 -8.36
3EOH -0.65 -11.60
2OH+W -0.45/-0.7 -19.80
2EOH+W -0.72/-0.7 -24.54
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 Keene 50715
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
8/4/2025 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -11.28 -4.83
2 -0.69 -15.57 -9.13
3 -0.37 -9.85 -3.40
4 -0.45 -11.28 -4.83
5 0.40 3.94 10.38
6 -0.29 -8.41 -1.97
1E -0.48 -11.82 -5.37
2E -1.07 -22.38 -15.93
3E -0.53 -12.71 -6.27
4E -0.48 -11.82 -5.37
5E 0.61 7.70 14.14
6E -0.43 -10.92 -4.48
2OH -0.69 -12.35
2EOH -1.07 -19.16
3OH -0.37 -6.62
3EOH -0.53 -9.49
2EOH+W -1.07/-0.7 -31.69
3EOH+W -0.53/-0.7 -22.02
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.


Torsional Load Cases
Surface Load Case GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1T A - 1.60 3.21
2T A - -2.84 -1.23
3T A - -2.90 -1.28
4T A - -2.66 -1.05
5T B - 0.98 2.60
6T B - -2.10 -0.49
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 Keene 50715
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
8/4/2025 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
112 ft.
16.83 ft.
95.17 ft.
41.8 plf
31.9 plf
31.7 plf
19.2 plf
2969 lbs
2798 lbs
196.4 plf
153.4 plf
103.8 plf
81.1 plf
100.6 plf
71.0 plf
80.4 plf
50.8 plf
6.1 plf
5.0 plf
81.2 plf
58.5 plf
153.7 plf
110.7 plf
2.9 plf
2.1 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 6104 2 -339 5767 2969 2798
Negative Internal Pressure 6104 2 -339 5767 2969 2798
Roof Pressure = 0 6104 0 0 6104 3212 2892
Min. Pressures (8 psf, 16 psf) 5376 11872 440 17688 8844 8844
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Keene 50715
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
8/4/2025 3
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
106 ft.
8.42 ft.
97.58 ft.
32.8 plf
25.2 plf
23.1 plf
11.8 plf
164.9 lbs
1158.8 lbs
3069.0 lbs
4337.2 lbs
6506 lbs
6310 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 4086 8730 0 12816 6506 6310
Negative Internal Pressure 4086 8730 0 12816 6506 6310
Roof Pressure = 0 4086 8730 0 12816 6506 6310
Min. Pressures (8 psf, 16 psf) 5088 11236 0 16324 8162 8162
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Keene 50715
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
8/4/2025 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
-121 lbs
-166 lbs
Max. Horz. ① = 261 lbs
Max. Uplift ① = 165 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 3 1500 -755 -373 -382
Transverse End Zone 22 1967 -288 -121 -166
Longitudinal Int. Zone 155 1640 -615 -213 -402
Longitudinal End Zone 261 2266 11 165 -154
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 Keene 50715
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
8/4/2025 5