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Wind Load Report

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 120 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 45 ft.
Building Length (L): 60 ft.
Eave Height (he): 12 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 4 /12
Eave Overhang (OHe): 1 ft.
Gable Overhang (OHg): 0 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 18.43 deg.
Mean Roof Height (h): 15.75 ft.
Ridge Height (hr): 19.50 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.86 @ z=h
Velocity Pressure (qh): 26.87 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 22.50 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: 120 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 9.04 18.72
2 -0.69 -23.38 -13.71
3 -0.47 -17.43 -7.75
4 -0.42 -16.00 -6.33
1E 0.78 16.13 25.80
2E -1.07 -33.59 -23.92
3E -0.67 -22.93 -13.26
4E -0.62 -21.45 -11.77
2OH -0.69 -18.54
2EOH -1.07 -28.76
3OH -0.47 -12.59
3EOH -0.67 -18.09
2OH+W -0.69/-0.7 -37.16
2EOH+W -1.07/-0.7 -47.37
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 Oatley
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -16.93 -7.26
2 -0.69 -23.38 -13.71
3 -0.37 -14.78 -5.11
4 -0.45 -16.93 -7.26
5 0.40 5.91 15.59
6 -0.29 -12.63 -2.96
1E -0.48 -17.74 -8.06
2E -1.07 -33.59 -23.92
3E -0.53 -19.08 -9.41
4E -0.48 -17.74 -8.06
5E 0.61 11.56 21.23
6E -0.43 -16.39 -6.72
2OH -0.69 -18.54
2EOH -1.07 -28.76
3OH -0.37 -9.94
3EOH -0.53 -14.24
2EOH+W -1.07/-0.7 -47.57
3EOH+W -0.53/-0.7 -33.05
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 - 2.26 4.68
2T A - -5.85 -3.43
3T A - -4.36 -1.94
4T A - -4.00 -1.58
5T B - 1.48 3.90
6T B - -3.16 -0.74
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 Oatley
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
60 ft.
6.00 ft.
54.00 ft.
77.2 plf
57.6 plf
58.1 plf
32.5 plf
1885 lbs
1760 lbs
103.2 plf
78.4 plf
151.2 plf
105.2 plf
129.4 plf
83.4 plf
9.5 plf
7.4 plf
81.4 plf
56.7 plf
3.6 plf
2.5 plf
0 ft.
0 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 5680 -1734 -301 3645 1885 1760
Negative Internal Pressure 5680 -1734 -301 3645 1885 1760
Roof Pressure = 0 5680 0 0 5680 2962 2718
Min. Pressures (8 psf, 16 psf) 3456 2160 96 5712 2856 2856
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
45 ft.
3.00 ft.
42.00 ft.
59.0 plf
45.5 plf
41.6 plf
21.3 plf
25.2 lbs
217.0 lbs
705.1 lbs
938.7 lbs
2547 lbs
2444 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 3106 1886 0 4991 2547 2444
Negative Internal Pressure 3106 1886 0 4991 2547 2444
Roof Pressure = 0 3106 1886 0 4991 2547 2444
Min. Pressures (8 psf, 16 psf) 2592 1620 0 4212 2106 2106
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
2071 lbs
1172 lbs
Max. Horz. ① = 682 lbs
Max. Uplift ① = 2071 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 317 5808 1027 790 237
Transverse End Zone 538 8024 3243 2071 1172
Longitudinal Int. Zone 404 5323 542 588 -46
Longitudinal End Zone 682 7369 2588 1828 760
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 120" 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 Oatley
Engineer Company Name
123 Street City, State 12345
ph. (888) 777-5555    www.website.com 		-
11/6/2025 5