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Wind Load Report - WHITE SAND EQUITY LLC

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 147 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 37.2 ft.
Building Length (L): 32.2 ft.
Eave Height (he): 11 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 2 /12
Eave Overhang (OHe): 1.33 ft.
Gable Overhang (OHg): 1 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 9.46 deg.
Mean Roof Height (h): 12.55 ft.
Ridge Height (hr): 14.10 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): 39.92 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 18.60 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: 12 psf
Bottom Chord Dead Load: 0 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 0.44 10.33 24.69
2 -0.69 -34.73 -20.36
3 -0.40 -23.26 -8.89
4 -0.33 -20.42 -6.05
1E 0.67 19.42 33.79
2E -1.07 -49.89 -35.52
3E -0.58 -30.24 -15.87
4E -0.49 -26.84 -12.47
2OH -0.69 -27.54
2EOH -1.07 -42.71
3OH -0.40 -16.07
3EOH -0.58 -23.06
2OH+W -0.69/-0.7 -55.48
2EOH+W -1.07/-0.7 -70.65
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 2401 18TH ST S., St. Petersburg, FL 2024D210
N. Wilkerson MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 420-5715    www.medeek.com 		-
5/21/2024 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -25.15 -10.78
2 -0.69 -34.73 -20.36
3 -0.37 -21.95 -7.58
4 -0.45 -25.15 -10.78
5 0.40 8.78 23.15
6 -0.29 -18.76 -4.39
1E -0.48 -26.34 -11.97
2E -1.07 -49.89 -35.52
3E -0.53 -28.34 -13.97
4E -0.48 -26.34 -11.97
5E 0.61 17.16 31.53
6E -0.43 -24.35 -9.98
2OH -0.69 -27.54
2EOH -1.07 -42.71
3OH -0.37 -14.77
3EOH -0.53 -21.16
2EOH+W -1.07/-0.7 -70.65
3EOH+W -0.53/-0.7 -49.10
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 - 2.58 6.17
2T A - -8.68 -5.09
3T A - -5.81 -2.22
4T A - -5.11 -1.51
5T B - 2.20 5.79
6T B - -4.69 -1.10
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 2401 18TH ST S., St. Petersburg, FL 2024D210
N. Wilkerson MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 420-5715    www.medeek.com 		-
5/21/2024 2
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Customer
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
32.2 ft.
6.00 ft.
26.20 ft.
88.6 plf
67.4 plf
64.1 plf
34.1 plf
1352 lbs
1199 lbs
56.2 plf
43.3 plf
92.8 plf
64.6 plf
79.4 plf
51.2 plf
9.4 plf
7.4 plf
42.9 plf
29.9 plf
3.1 plf
2.1 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 3574 -778 -245 2552 1352 1199
Negative Internal Pressure 3574 -778 -245 2552 1352 1199
Roof Pressure = 0 3574 0 0 3574 1912 1662
Min. Pressures (8 psf, 16 psf) 1700 479 66 2245 1123 1123
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2401 18TH ST S., St. Petersburg, FL 2024D210
N. Wilkerson MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 420-5715    www.medeek.com 		-
5/21/2024 3
Subject
Customer
Location
Job No.
Engr.
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
37.2 ft.
3.00 ft.
34.20 ft.
80.3 plf
61.9 plf
56.6 plf
29.0 plf
18.7 lbs
128.9 lbs
335.1 lbs
476.4 lbs
2306 lbs
2173 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 3519 959 0 4478 2306 2173
Negative Internal Pressure 3519 959 0 4478 2306 2173
Roof Pressure = 0 3519 959 0 4478 2306 2173
Min. Pressures (8 psf, 16 psf) 1964 554 0 2518 1259 1259
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2401 18TH ST S., St. Petersburg, FL 2024D210
N. Wilkerson MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 420-5715    www.medeek.com 		-
5/21/2024 4
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Location
Job No.
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
551 lbs
353 lbs
Max. Horz. ① = 57 lbs
Max. Uplift ① = 551 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 35 939 551 340 211
Transverse End Zone 57 1292 904 551 353
Longitudinal Int. Zone 34 888 500 305 196
Longitudinal End Zone 57 1232 844 514 330
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 2401 18TH ST S., St. Petersburg, FL 2024D210
N. Wilkerson MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 420-5715    www.medeek.com 		-
5/21/2024 5