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Wind Load Report - Gibson Residence

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 115 mph
Exposure Category: B  
Enclosure Class: Enclosed  
Building Width (W): 38 ft.
Building Length (L): 76 ft.
Eave Height (he): 10 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 9 /12
Eave Overhang (OHe): 1 ft.
Gable Overhang (OHg): 1 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 36.87 deg.
Mean Roof Height (h): 17.13 ft.
Ridge Height (hr): 24.25 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): 20.16 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 19.00 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 7.66 14.92
2 0.21 0.60 7.86
3 -0.43 -12.30 -5.04
4 -0.37 -11.09 -3.83
1E 0.69 10.28 17.54
2E 0.27 1.81 9.07
3E -0.53 -14.31 -7.06
4E -0.48 -13.31 -6.05
2OH 0.21 4.23
2EOH 0.27 5.44
3OH -0.43 -8.67
3EOH -0.53 -10.69
2OH+W 0.21/-0.7 -9.88
2EOH+W 0.27/-0.7 -8.67
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 Donn McGinnis 2025D223
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -12.70 -5.44
2 -0.69 -17.54 -10.28
3 -0.37 -11.09 -3.83
4 -0.45 -12.70 -5.44
5 0.40 4.44 11.69
6 -0.29 -9.48 -2.22
1E -0.48 -13.31 -6.05
2E -1.07 -25.20 -17.94
3E -0.53 -14.31 -7.06
4E -0.48 -13.31 -6.05
5E 0.61 8.67 15.93
6E -0.43 -12.30 -5.04
2OH -0.69 -13.91
2EOH -1.07 -21.57
3OH -0.37 -7.46
3EOH -0.53 -10.69
2EOH+W -1.07/-0.7 -35.69
3EOH+W -0.53/-0.7 -24.80
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 - 1.92 3.73
2T A - 0.15 1.97
3T A - -3.07 -1.26
4T A - -2.77 -0.96
5T B - 1.11 2.92
6T B - -2.37 -0.55
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 Donn McGinnis 2025D223
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
76 ft.
6.00 ft.
70.00 ft.
39.9 plf
33.3 plf
30.8 plf
23.0 plf
6699 lbs
6429 lbs
122.4 plf
105.2 plf
-15.5 plf
-5.2 plf
-46.5 plf
-36.2 plf
3.9 plf
4.4 plf
91.4 plf
74.1 plf
4.8 plf
3.9 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 4362 8550 216 13128 6699 6429
Negative Internal Pressure 4362 8550 216 13128 6699 6429
Roof Pressure = 0 4362 0 0 4362 2221 2141
Min. Pressures (8 psf, 16 psf) 3648 5198 418 9264 4632 4632
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Donn McGinnis 2025D223
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
38 ft.
3.00 ft.
35.00 ft.
36.9 plf
28.4 plf
26.0 plf
13.3 plf
42.5 lbs
300.5 lbs
801.3 lbs
1129.9 lbs
1997 lbs
1926 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 1649 2274 0 3924 1997 1926
Negative Internal Pressure 1649 2274 0 3924 1997 1926
Roof Pressure = 0 1649 2274 0 3924 1997 1926
Min. Pressures (8 psf, 16 psf) 1824 2599 0 4423 2212 2212
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Donn McGinnis 2025D223
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
-377 lbs
-191 lbs
Max. Horz. ① = 278 lbs
Max. Uplift ① = 101 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 -220 289 -587 -366 -221
Transverse End Zone -278 308 -568 -377 -191
Longitudinal Int. Zone 116 678 -198 -58 -140
Longitudinal End Zone 196 940 64 101 -37
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 Donn McGinnis 2025D223
Engineer Company Name
123 Street City, State 12345
ph. (888) 777-5555    www.website.com 		-
7/17/2025 5