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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): 10 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 5 /12
Eave Overhang (OHe): 1.5 ft.
Gable Overhang (OHg): 1.5 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 22.62 deg.
Mean Roof Height (h): 14.17 ft.
Ridge Height (hr): 18.33 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): 24.43 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: 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 8.74 17.54
2 -0.45 -15.49 -6.70
3 -0.47 -15.80 -7.01
4 -0.41 -14.52 -5.72
1E 0.77 14.44 23.24
2E -0.72 -21.96 -13.17
3E -0.65 -20.23 -11.43
4E -0.60 -19.01 -10.21
2OH -0.45 -11.10
2EOH -0.72 -17.56
3OH -0.47 -11.41
3EOH -0.65 -15.83
2OH+W -0.45/-0.7 -28.20
2EOH+W -0.72/-0.7 -34.66
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 2024D219
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 -15.39 -6.60
2 -0.69 -21.25 -12.46
3 -0.37 -13.44 -4.64
4 -0.45 -15.39 -6.60
5 0.40 5.37 14.17
6 -0.29 -11.48 -2.69
1E -0.48 -16.12 -7.33
2E -1.07 -30.54 -21.74
3E -0.53 -17.34 -8.55
4E -0.48 -16.12 -7.33
5E 0.61 10.50 19.30
6E -0.43 -14.90 -6.11
2OH -0.69 -16.86
2EOH -1.07 -26.14
3OH -0.37 -9.04
3EOH -0.53 -12.95
2EOH+W -1.07/-0.7 -43.24
3EOH+W -0.53/-0.7 -30.05
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 - 2.19 4.38
2T A - -3.87 -1.67
3T A - -3.95 -1.75
4T A - -3.63 -1.43
5T B - 1.34 3.54
6T B - -2.87 -0.67
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 2024D219
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.
57.0 plf
43.6 plf
43.3 plf
26.2 plf
1974 lbs
1885 lbs
101.1 plf
79.0 plf
109.8 plf
77.5 plf
87.8 plf
55.5 plf
13.0 plf
10.6 plf
79.2 plf
57.0 plf
5.9 plf
4.3 plf
1.5 ft.
1.5 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 4231 29 -400 3859 1974 1885
Negative Internal Pressure 4231 29 -400 3859 1974 1885
Roof Pressure = 0 4231 0 0 4231 2198 2033
Min. Pressures (8 psf, 16 psf) 2784 2320 303 5407 2704 2704
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D219
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
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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.
44.7 plf
34.4 plf
31.5 plf
16.1 plf
28.6 lbs
214.9 lbs
608.9 lbs
842.8 lbs
1937 lbs
1858 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 2100 1695 0 3795 1937 1858
Negative Internal Pressure 2100 1695 0 3795 1937 1858
Roof Pressure = 0 2100 1695 0 3795 1937 1858
Min. Pressures (8 psf, 16 psf) 1920 1600 0 3520 1760 1760
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D219
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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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
144 lbs
88 lbs
Max. Horz. ① = 142 lbs
Max. Uplift ① = 266 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 9 822 -49 -11 -38
Transverse End Zone 31 1103 232 144 88
Longitudinal Int. Zone 84 879 8 58 -50
Longitudinal End Zone 142 1219 348 266 83
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 2024D219
N. Wilkerson MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 420-5715    www.medeek.com 		-
6/4/2024 5