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Wind Load Report

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 115 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 36 ft.
Building Length (L): 50 ft.
Eave Height (he): 15 ft.
Foundation Height (hf): 2 ft.
Roof Pitch: 4 /12
Eave Overhang (OHe): 2 ft.
Gable Overhang (OHg): 2 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 18.43 deg.
Mean Roof Height (h): 18.00 ft.
Ridge Height (hr): 21.00 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.88 @ z=h
Velocity Pressure (qh): 25.38 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 18.00 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 8.54 17.68
2 -0.69 -22.08 -12.95
3 -0.47 -16.46 -7.32
4 -0.42 -15.11 -5.98
1E 0.78 15.24 24.37
2E -1.07 -31.73 -22.59
3E -0.67 -21.66 -12.52
4E -0.62 -20.26 -11.12
2OH -0.69 -17.52
2EOH -1.07 -27.16
3OH -0.47 -11.89
3EOH -0.67 -17.09
2OH+W -0.69/-0.7 -34.62
2EOH+W -1.07/-0.7 -44.26
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 Hodag
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123 Street City, State 12345
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -15.99 -6.85
2 -0.69 -22.08 -12.95
3 -0.37 -13.96 -4.82
4 -0.45 -15.99 -6.85
5 0.40 5.58 14.72
6 -0.29 -11.93 -2.79
1E -0.48 -16.75 -7.62
2E -1.07 -31.73 -22.59
3E -0.53 -18.02 -8.88
4E -0.48 -16.75 -7.62
5E 0.61 10.92 20.05
6E -0.43 -15.48 -6.35
2OH -0.69 -17.52
2EOH -1.07 -27.16
3OH -0.37 -9.39
3EOH -0.53 -13.45
2EOH+W -1.07/-0.7 -44.93
3EOH+W -0.53/-0.7 -31.22
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 - 2.14 4.42
2T A - -5.52 -3.24
3T A - -4.12 -1.83
4T A - -3.78 -1.49
5T B - 1.40 3.68
6T B - -2.98 -0.70
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 Hodag
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
50 ft.
6.00 ft.
44.00 ft.
79.0 plf
58.9 plf
59.4 plf
33.3 plf
1638 lbs
1525 lbs
78.0 plf
59.3 plf
114.2 plf
79.5 plf
97.8 plf
63.1 plf
17.7 plf
13.8 plf
61.5 plf
42.8 plf
6.8 plf
4.8 plf
2 ft.
2 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 4890 -1108 -618 3164 1638 1525
Negative Internal Pressure 4890 -1108 -618 3164 1638 1525
Roof Pressure = 0 4890 0 0 4890 2567 2323
Min. Pressures (8 psf, 16 psf) 3120 1440 288 4848 2424 2424
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Hodag
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
36 ft.
3.00 ft.
33.00 ft.
60.4 plf
46.5 plf
42.6 plf
21.8 plf
23.8 lbs
157.6 lbs
394.1 lbs
567.5 lbs
1904 lbs
1802 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 2563 1143 0 3706 1904 1802
Negative Internal Pressure 2563 1143 0 3706 1904 1802
Roof Pressure = 0 2563 1143 0 3706 1904 1802
Min. Pressures (8 psf, 16 psf) 2246 1037 0 3283 1642 1642
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Hodag
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
346 lbs
168 lbs
Max. Horz. ① = 110 lbs
Max. Uplift ① = 346 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 59 944 158 138 20
Transverse End Zone 94 1301 514 346 168
Longitudinal Int. Zone 65 843 57 83 -26
Longitudinal End Zone 110 1172 386 284 102
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 Hodag
Engineer Company Name
123 Street City, State 12345
ph. (888) 777-5555    www.website.com 		-
11/7/2024 5