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Wind Load Report

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 150 mph
Exposure Category: B  
Enclosure Class: Enclosed  
Building Width (W): 48 ft.
Building Length (L): 66 ft.
Eave Height (he): 9 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 8 /12
Eave Overhang (OHe): 2 ft.
Gable Overhang (OHg): 1 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 33.69 deg.
Mean Roof Height (h): 17.00 ft.
Ridge Height (hr): 25.00 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.70 @ z=h
Velocity Pressure (qh): 34.30 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 24.00 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 0.56 13.03 25.38
2 0.21 1.03 13.38
3 -0.43 -20.92 -8.58
4 -0.37 -18.87 -6.52
1E 0.69 17.49 29.84
2E 0.27 3.09 15.44
3E -0.53 -24.35 -12.01
4E -0.48 -22.64 -10.29
2OH 0.21 7.20
2EOH 0.27 9.26
3OH -0.43 -14.75
3EOH -0.53 -18.18
2OH+W 0.21/-0.7 -16.81
2EOH+W 0.27/-0.7 -14.75
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 2024D224
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 -21.61 -9.26
2 -0.69 -29.84 -17.49
3 -0.37 -18.87 -6.52
4 -0.45 -21.61 -9.26
5 0.40 7.55 19.89
6 -0.29 -16.12 -3.77
1E -0.48 -22.64 -10.29
2E -1.07 -42.88 -30.53
3E -0.53 -24.35 -12.01
4E -0.48 -22.64 -10.29
5E 0.61 14.75 27.10
6E -0.43 -20.92 -8.58
2OH -0.69 -23.67
2EOH -1.07 -36.70
3OH -0.37 -12.69
3EOH -0.53 -18.18
2EOH+W -1.07/-0.7 -60.71
3EOH+W -0.53/-0.7 -42.19
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 - 3.26 6.35
2T A - 0.26 3.34
3T A - -5.23 -2.14
4T A - -4.72 -1.63
5T B - 1.89 4.97
6T B - -4.03 -0.94
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 2024D224
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
66 ft.
6.00 ft.
60.00 ft.
61.1 plf
50.9 plf
47.2 plf
35.2 plf
10463 lbs
9973 lbs
233.8 plf
200.9 plf
-29.6 plf
-9.9 plf
-88.9 plf
-69.2 plf
11.8 plf
13.4 plf
174.5 plf
141.6 plf
14.5 plf
11.8 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 5818 14225 393 20436 10463 9973
Negative Internal Pressure 5818 14225 393 20436 10463 9973
Roof Pressure = 0 5818 0 0 5818 2970 2848
Min. Pressures (8 psf, 16 psf) 2851 5069 589 8509 4254 4254
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D224
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
48 ft.
3.00 ft.
45.00 ft.
56.5 plf
43.5 plf
39.8 plf
20.4 plf
64.2 lbs
596.4 lbs
2087.5 lbs
2726.5 lbs
4375 lbs
4264 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 3165 5475 0 8639 4375 4264
Negative Internal Pressure 3165 5475 0 8639 4375 4264
Roof Pressure = 0 3165 5475 0 8639 4375 4264
Min. Pressures (8 psf, 16 psf) 2074 3686 0 5760 2880 2880
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D224
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
-407 lbs
-3 lbs
Max. Horz. ① = 532 lbs
Max. Uplift ① = 640 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 -418 649 -452 -382 -71
Transverse End Zone -532 692 -409 -407 -3
Longitudinal Int. Zone 228 1490 389 287 102
Longitudinal End Zone 385 2068 967 640 327
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 2024D224
N. Wilkerson MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 420-5715    www.medeek.com 		-
6/4/2024 5