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Wind Load Report - GROSS BLDG WIND LOAD

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 110 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 43 ft.
Building Length (L): 52.8 ft.
Eave Height (he): 8 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 5 /12
Eave Overhang (OHe): 2 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): 12.48 ft.
Ridge Height (hr): 16.96 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): 22.35 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 8.00 16.04
2 -0.45 -14.18 -6.13
3 -0.47 -14.46 -6.41
4 -0.41 -13.28 -5.24
1E 0.77 13.21 21.26
2E -0.72 -20.09 -12.05
3E -0.65 -18.51 -10.46
4E -0.60 -17.39 -9.34
2OH -0.45 -10.15
2EOH -0.72 -16.07
3OH -0.47 -10.44
3EOH -0.65 -14.49
2OH+W -0.45/-0.7 -25.80
2EOH+W -0.72/-0.7 -31.71
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 25-119
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -14.08 -6.03
2 -0.69 -19.45 -11.40
3 -0.37 -12.29 -4.25
4 -0.45 -14.08 -6.03
5 0.40 4.92 12.96
6 -0.29 -10.50 -2.46
1E -0.48 -14.75 -6.71
2E -1.07 -27.94 -19.89
3E -0.53 -15.87 -7.82
4E -0.48 -14.75 -6.71
5E 0.61 9.61 17.66
6E -0.43 -13.63 -5.59
2OH -0.69 -15.42
2EOH -1.07 -23.92
3OH -0.37 -8.27
3EOH -0.53 -11.85
2EOH+W -1.07/-0.7 -39.56
3EOH+W -0.53/-0.7 -27.49
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 - 2.00 4.01
2T A - -3.54 -1.53
3T A - -3.61 -1.60
4T A - -3.32 -1.31
5T B - 1.23 3.24
6T B - -2.63 -0.61
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 25-119
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
52.8 ft.
6.00 ft.
46.80 ft.
41.7 plf
31.9 plf
31.7 plf
19.2 plf
1227 lbs
1178 lbs
99.5 plf
77.7 plf
6.9 plf
5.4 plf
100.5 plf
70.9 plf
80.3 plf
50.8 plf
15.9 plf
12.9 plf
5.4 plf
3.9 plf
77.9 plf
56.1 plf
7.2 plf
5.2 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 2831 19 -445 2404 1227 1178
Negative Internal Pressure 2831 19 -445 2404 1227 1178
Roof Pressure = 0 2831 0 0 2831 1475 1356
Min. Pressures (8 psf, 16 psf) 2028 2270 352 4650 2325 2325
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 25-119
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
43 ft.
3.00 ft.
40.00 ft.
32.7 plf
25.2 plf
23.1 plf
11.8 plf
26.2 lbs
214.0 lbs
659.8 lbs
891.1 lbs
1750 lbs
1689 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 1648 1791 0 3439 1750 1689
Negative Internal Pressure 1648 1791 0 3439 1750 1689
Roof Pressure = 0 1648 1791 0 3439 1750 1689
Min. Pressures (8 psf, 16 psf) 1651 1849 0 3500 1750 1750
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 25-119
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
112 lbs
48 lbs
Max. Horz. ① = 142 lbs
Max. Uplift ① = 229 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 13 826 -117 -41 -76
Transverse End Zone 33 1104 160 112 48
Longitudinal Int. Zone 84 876 -68 21 -89
Longitudinal End Zone 142 1216 272 229 43
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 25-119
Engineer Company Name
123 Street City, State 12345
ph. (888) 777-5555    www.website.com 		-
3/2/2025 5