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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): 40 ft.
Building Length (L): 58 ft.
Eave Height (he): 14 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 5 /12
Eave Overhang (OHe): 2 ft.
Gable Overhang (OHg): 2 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 22.62 deg.
Mean Roof Height (h): 18.17 ft.
Ridge Height (hr): 22.33 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): 25.43 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 20.00 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 0.54 9.10 18.26
2 -0.45 -16.13 -6.97
3 -0.47 -16.45 -7.30
4 -0.41 -15.11 -5.96
1E 0.77 15.04 24.19
2E -0.72 -22.86 -13.71
3E -0.65 -21.06 -11.91
4E -0.60 -19.79 -10.63
2OH -0.45 -11.55
2EOH -0.72 -18.29
3OH -0.47 -11.88
3EOH -0.65 -16.48
2OH+W -0.45/-0.7 -28.65
2EOH+W -0.72/-0.7 -35.39
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 2024D221
N. Wilkerson MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 420-5715    www.medeek.com 		-
6/4/2024 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -16.02 -6.87
2 -0.69 -22.13 -12.97
3 -0.37 -13.99 -4.83
4 -0.45 -16.02 -6.87
5 0.40 5.60 14.75
6 -0.29 -11.95 -2.80
1E -0.48 -16.79 -7.63
2E -1.07 -31.79 -22.64
3E -0.53 -18.06 -8.90
4E -0.48 -16.79 -7.63
5E 0.61 10.94 20.09
6E -0.43 -15.51 -6.36
2OH -0.69 -17.55
2EOH -1.07 -27.21
3OH -0.37 -9.41
3EOH -0.53 -13.48
2EOH+W -1.07/-0.7 -45.02
3EOH+W -0.53/-0.7 -31.28
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 - 2.28 4.56
2T A - -4.03 -1.74
3T A - -4.11 -1.82
4T A - -3.78 -1.49
5T B - 1.40 3.69
6T B - -2.99 -0.70
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 2024D221
N. Wilkerson MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 420-5715    www.medeek.com 		-
6/4/2024 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
58 ft.
6.00 ft.
52.00 ft.
83.1 plf
63.5 plf
63.2 plf
38.2 plf
2903 lbs
2750 lbs
105.3 plf
82.3 plf
114.3 plf
80.7 plf
91.4 plf
57.8 plf
17.7 plf
14.3 plf
82.4 plf
59.4 plf
8.2 plf
5.9 plf
2 ft.
2 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 6167 30 -543 5653 2903 2750
Negative Internal Pressure 6167 30 -543 5653 2903 2750
Roof Pressure = 0 6167 0 0 6167 3203 2963
Min. Pressures (8 psf, 16 psf) 3898 2320 408 6626 3313 3313
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D221
N. Wilkerson MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 420-5715    www.medeek.com 		-
6/4/2024 3
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Customer
Location
Job No.
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
40 ft.
3.00 ft.
37.00 ft.
65.2 plf
50.2 plf
45.9 plf
23.5 plf
29.8 lbs
223.8 lbs
634.0 lbs
877.5 lbs
2469 lbs
2356 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 3060 1765 0 4825 2469 2356
Negative Internal Pressure 3060 1765 0 4825 2469 2356
Roof Pressure = 0 3060 1765 0 4825 2469 2356
Min. Pressures (8 psf, 16 psf) 2688 1600 0 4288 2144 2144
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D221
N. Wilkerson MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 420-5715    www.medeek.com 		-
6/4/2024 4
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Customer
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
368 lbs
229 lbs
Max. Horz. ① = 302 lbs
Max. Uplift ① = 613 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 27 1759 -2 37 -40
Transverse End Zone 74 2357 597 368 229
Longitudinal Int. Zone 179 1863 102 169 -67
Longitudinal End Zone 302 2588 827 613 214
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 2024D221
N. Wilkerson MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 420-5715    www.medeek.com 		-
6/4/2024 5