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Wind Load Report - gmg4res

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): 150 ft.
Eave Height (he): 16.0 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 4 /12
Eave Overhang (OHe): 1.33 ft.
Gable Overhang (OHg): 1.33 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 18.43 deg.
Mean Roof Height (h): 19.33 ft.
Ridge Height (hr): 22.67 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): 25.77 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 0.52 8.67 17.95
2 -0.69 -22.42 -13.14
3 -0.47 -16.71 -7.44
4 -0.42 -15.34 -6.07
1E 0.78 15.47 24.74
2E -1.07 -32.21 -22.93
3E -0.67 -21.99 -12.71
4E -0.62 -20.57 -11.29
2OH -0.69 -17.78
2EOH -1.07 -27.57
3OH -0.47 -12.07
3EOH -0.67 -17.35
2OH+W -0.69/-0.7 -35.12
2EOH+W -1.07/-0.7 -44.91
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 2024D281
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -16.23 -6.96
2 -0.69 -22.42 -13.14
3 -0.37 -14.17 -4.90
4 -0.45 -16.23 -6.96
5 0.40 5.67 14.95
6 -0.29 -12.11 -2.83
1E -0.48 -17.01 -7.73
2E -1.07 -32.21 -22.93
3E -0.53 -18.30 -9.02
4E -0.48 -17.01 -7.73
5E 0.61 11.08 20.36
6E -0.43 -15.72 -6.44
2OH -0.69 -17.78
2EOH -1.07 -27.57
3OH -0.37 -9.53
3EOH -0.53 -13.66
2EOH+W -1.07/-0.7 -45.61
3EOH+W -0.53/-0.7 -31.70
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 - 2.17 4.49
2T A - -5.60 -3.29
3T A - -4.18 -1.86
4T A - -3.84 -1.52
5T B - 1.42 3.74
6T B - -3.03 -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 2024D281
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
150 ft.
6.00 ft.
144.00 ft.
98.7 plf
73.6 plf
74.2 plf
41.6 plf
6634 lbs
6439 lbs
88.0 plf
66.8 plf
128.8 plf
89.7 plf
110.3 plf
71.1 plf
11.9 plf
9.3 plf
69.4 plf
48.3 plf
4.6 plf
3.2 plf
1.33 ft.
1.33 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 17635 -3533 -1029 13073 6634 6439
Negative Internal Pressure 17635 -3533 -1029 13073 6634 6439
Roof Pressure = 0 17635 0 0 17635 8984 8652
Min. Pressures (8 psf, 16 psf) 11520 4800 410 16730 8365 8365
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D281
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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.
75.5 plf
58.1 plf
53.2 plf
27.2 plf
24.1 lbs
181.4 lbs
513.9 lbs
711.2 lbs
2551 lbs
2423 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 3544 1431 0 4974 2551 2423
Negative Internal Pressure 3544 1431 0 4974 2551 2423
Roof Pressure = 0 3544 1431 0 4974 2551 2423
Min. Pressures (8 psf, 16 psf) 3072 1280 0 4352 2176 2176
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D281
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
355 lbs
187 lbs
Max. Horz. ① = 119 lbs
Max. Uplift ① = 355 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 58 1014 157 132 25
Transverse End Zone 96 1400 542 355 187
Longitudinal Int. Zone 70 922 64 88 -24
Longitudinal End Zone 119 1278 420 305 115
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 2024D281
Engineer Company Name
123 Street City, State 12345
ph. (888) 777-5555    www.website.com 		-
7/19/2024 5