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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): 31 ft.
Building Length (L): 38.5 ft.
Eave Height (he): 17.1 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 4 /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): 18.43 deg.
Mean Roof Height (h): 19.68 ft.
Ridge Height (hr): 22.27 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.90 @ z=h
Velocity Pressure (qh): 25.87 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 15.50 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 0.52 8.70 18.01
2 -0.69 -22.50 -13.19
3 -0.47 -16.78 -7.46
4 -0.42 -15.40 -6.09
1E 0.78 15.52 24.84
2E -1.07 -32.33 -23.02
3E -0.67 -22.07 -12.76
4E -0.62 -20.64 -11.33
2OH -0.69 -17.85
2EOH -1.07 -27.68
3OH -0.47 -12.12
3EOH -0.67 -17.42
2OH+W -0.69/-0.7 -35.43
2EOH+W -1.07/-0.7 -45.26
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 2024D201
N. Wilkerson MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 420-5715    www.medeek.com 		-
5/17/2024 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -16.30 -6.98
2 -0.69 -22.50 -13.19
3 -0.37 -14.23 -4.91
4 -0.45 -16.30 -6.98
5 0.40 5.69 15.00
6 -0.29 -12.16 -2.85
1E -0.48 -17.07 -7.76
2E -1.07 -32.33 -23.02
3E -0.53 -18.37 -9.05
4E -0.48 -17.07 -7.76
5E 0.61 11.12 20.43
6E -0.43 -15.78 -6.47
2OH -0.69 -17.85
2EOH -1.07 -27.68
3OH -0.37 -9.57
3EOH -0.53 -13.71
2EOH+W -1.07/-0.7 -45.78
3EOH+W -0.53/-0.7 -31.82
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 - 2.18 4.50
2T A - -5.63 -3.30
3T A - -4.19 -1.87
4T A - -3.85 -1.52
5T B - 1.42 3.75
6T B - -3.04 -0.71
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 2024D201
N. Wilkerson MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 420-5715    www.medeek.com 		-
5/17/2024 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
38.5 ft.
6.00 ft.
32.50 ft.
105.9 plf
79.0 plf
79.6 plf
44.6 plf
2027 lbs
1827 lbs
68.4 plf
52.0 plf
100.2 plf
69.8 plf
85.8 plf
55.3 plf
18.1 plf
14.2 plf
54.0 plf
37.6 plf
7.0 plf
4.8 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 5132 -768 -510 3854 2027 1827
Negative Internal Pressure 5132 -768 -510 3854 2027 1827
Roof Pressure = 0 5132 0 0 5132 2723 2409
Min. Pressures (8 psf, 16 psf) 3160 955 235 4350 2175 2175
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D201
N. Wilkerson MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 420-5715    www.medeek.com 		-
5/17/2024 3
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
31 ft.
3.00 ft.
28.00 ft.
80.9 plf
62.4 plf
57.1 plf
29.2 plf
24.2 lbs
133.9 lbs
278.9 lbs
428.8 lbs
1988 lbs
1855 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 2978 866 0 3843 1988 1855
Negative Internal Pressure 2978 866 0 3843 1988 1855
Roof Pressure = 0 2978 866 0 3843 1988 1855
Min. Pressures (8 psf, 16 psf) 2544 769 0 3313 1657 1657
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D201
N. Wilkerson MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 420-5715    www.medeek.com 		-
5/17/2024 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
324 lbs
157 lbs
Max. Horz. ① = 98 lbs
Max. Uplift ① = 324 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 54 845 163 138 25
Transverse End Zone 86 1162 480 324 157
Longitudinal Int. Zone 58 749 67 83 -16
Longitudinal End Zone 98 1042 360 263 97
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 2024D201
N. Wilkerson MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 420-5715    www.medeek.com 		-
5/17/2024 5