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Wind Load Report

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 115 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 55 ft.
Building Length (L): 50 ft.
Eave Height (he): 20 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 6 /12
Eave Overhang (OHe): 3 ft.
Gable Overhang (OHg): 3 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.5
Directionality Factor (Kd): .85
Roof Angle (θ): 26.57 deg.
Mean Roof Height (h): 26.88 ft.
Ridge Height (hr): 33.75 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.96 @ z=h
Velocity Pressure (qh): 41.43 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 27.50 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 0.55 15.32 30.23
2 -0.10 -11.56 3.35
3 -0.45 -25.98 -11.07
4 -0.39 -23.64 -8.73
1E 0.73 22.69 37.61
2E -0.19 -15.34 -0.43
3E -0.58 -31.69 -16.78
4E -0.53 -29.62 -14.71
2OH -0.10 -4.11
2EOH -0.19 -7.88
3OH -0.45 -18.53
3EOH -0.58 -24.23
2OH+W -0.10/-0.7 -31.36
2EOH+W -0.19/-0.7 -35.14
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 2024D356
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
10/11/2024 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -26.10 -11.19
2 -0.69 -36.04 -21.13
3 -0.37 -22.79 -7.87
4 -0.45 -26.10 -11.19
5 0.40 9.11 24.03
6 -0.29 -19.47 -4.56
1E -0.48 -27.34 -12.43
2E -1.07 -51.79 -36.87
3E -0.53 -29.42 -14.50
4E -0.48 -27.34 -12.43
5E 0.61 17.81 32.73
6E -0.43 -25.27 -10.36
2OH -0.69 -28.59
2EOH -1.07 -44.33
3OH -0.37 -15.33
3EOH -0.53 -21.96
2EOH+W -1.07/-0.7 -73.33
3EOH+W -0.53/-0.7 -50.96
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 - 3.83 7.56
2T A - -2.89 0.84
3T A - -6.50 -2.77
4T A - -5.91 -2.18
5T B - 2.28 6.01
6T B - -4.87 -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 2024D356
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
10/11/2024 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
50 ft.
6.00 ft.
44.00 ft.
177.7 plf
141.8 plf
136.2 plf
91.9 plf
9457 lbs
8884 lbs
261.5 plf
214.4 plf
126.6 plf
95.4 plf
65.0 plf
33.9 plf
31.6 plf
28.2 plf
199.9 plf
152.8 plf
21.8 plf
16.7 plf
3 ft.
3 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 12168 6043 130 18342 9457 8884
Negative Internal Pressure 12168 6043 130 18342 9457 8884
Roof Pressure = 0 12168 0 0 12168 6296 5872
Min. Pressures (8 psf, 16 psf) 4800 3300 799 8899 4450 4450
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D356
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
10/11/2024 3
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
55 ft.
3.00 ft.
52.00 ft.
151.6 plf
116.8 plf
106.9 plf
54.7 plf
58.2 lbs
630.3 lbs
2573.9 lbs
3242.8 lbs
8232 lbs
7967 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 9695 6505 0 16200 8232 7967
Negative Internal Pressure 9695 6505 0 16200 8232 7967
Roof Pressure = 0 9695 6505 0 16200 8232 7967
Min. Pressures (8 psf, 16 psf) 5280 3630 0 8910 4455 4455
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D356
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
10/11/2024 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
152 lbs
381 lbs
Max. Horz. ① = 409 lbs
Max. Uplift ① = 1070 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 -215 1419 186 -2 188
Transverse End Zone -250 1766 533 152 381
Longitudinal Int. Zone 243 2099 867 568 299
Longitudinal End Zone 409 2918 1685 1070 616
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 2024D356
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
10/11/2024 5