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Wind Load Report - KELLEY SHED

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 140 mph
Exposure Category: C  
Enclosure Class: Partially Enclosed  
Building Width (W): 28 ft.
Building Length (L): 20 ft.
Eave Height (he): 10 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 9 /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): 36.87 deg.
Mean Roof Height (h): 15.25 ft.
Ridge Height (hr): 20.50 ft.
Pos. Internal Pressure (+GCpi): +0.55  
Neg. Internal Pressure (-GCpi): -0.55  
Velocity Pressure Exp. Coeff. (Kh): 0.85 @ z=h
Velocity Pressure (qh): 36.33 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 14.00 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: 10 psf
Bottom Chord Dead Load: 10 psf
Truss/Rafter Spacing: 16 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 0.56 0.36 40.33
2 0.21 -12.35 27.61
3 -0.43 -35.60 4.36
4 -0.37 -33.42 6.54
1E 0.69 5.09 45.05
2E 0.27 -10.17 29.79
3E -0.53 -39.24 0.73
4E -0.48 -37.42 2.54
2OH 0.21 7.63
2EOH 0.27 9.81
3OH -0.43 -15.62
3EOH -0.53 -19.26
2OH+W 0.21/-0.7 -17.71
2EOH+W 0.27/-0.7 -15.53
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 2025D168
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -36.33 3.63
2 -0.69 -45.05 -5.09
3 -0.37 -33.42 6.54
4 -0.45 -36.33 3.63
5 0.40 -5.45 34.51
6 -0.29 -30.52 9.45
1E -0.48 -37.42 2.54
2E -1.07 -58.86 -18.89
3E -0.53 -39.24 0.73
4E -0.48 -37.42 2.54
5E 0.61 2.18 42.14
6E -0.43 -35.60 4.36
2OH -0.69 -25.07
2EOH -1.07 -38.87
3OH -0.37 -13.44
3EOH -0.53 -19.26
2EOH+W -1.07/-0.7 -64.31
3EOH+W -0.53/-0.7 -44.69
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 - 0.09 10.08
2T A - -3.09 6.90
3T A - -8.90 1.09
4T A - -8.36 1.63
5T B - -1.36 8.63
6T B - -7.63 2.36
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 2025D168
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ph. (888) 777-5555    www.website.com 		-
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
20 ft.
6.00 ft.
14.00 ft.
112.3 plf
100.3 plf
15.3 plf
1.1 plf
2988 lbs
2672 lbs
247.2 plf
224.3 plf
64.1 plf
77.8 plf
-61.8 plf
-48.1 plf
7.0 plf
8.0 plf
121.3 plf
98.4 plf
8.7 plf
7.0 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 2184 3149 327 5661 2988 2672
Negative Internal Pressure 2184 3149 327 5661 2988 2672
Roof Pressure = 0 2184 0 0 2184 1147 1037
Min. Pressures (8 psf, 16 psf) 960 1008 180 2148 1074 1074
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2025D168
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
28 ft.
3.00 ft.
25.00 ft.
106.8 plf
91.6 plf
6.5 plf
-16.3 plf
76.5 lbs
372.3 lbs
682.5 lbs
1105.5 lbs
2291 lbs
2166 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 2220 2237 0 4457 2291 2166
Negative Internal Pressure 2220 2237 0 4457 2291 2166
Roof Pressure = 0 2220 2237 0 4457 2291 2166
Min. Pressures (8 psf, 16 psf) 1344 1411 0 2755 1378 1378
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2025D168
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
-54 lbs
112 lbs
Max. Horz. ① = 246 lbs
Max. Uplift ① = 374 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 -194 564 40 -44 84
Transverse End Zone -246 581 57 -54 112
Longitudinal Int. Zone 105 910 386 230 155
Longitudinal End Zone 177 1145 621 374 248
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 16" 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 2025D168
Engineer Company Name
123 Street City, State 12345
ph. (888) 777-5555    www.website.com 		-
5/19/2025 5