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Wind Load Report - Wind Load Report

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 115 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 50 ft.
Building Length (L): 48 ft.
Eave Height (he): 18 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 4 /12
Eave Overhang (OHe): 1.5 ft.
Gable Overhang (OHg): 1.5 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 18.43 deg.
Mean Roof Height (h): 22.17 ft.
Ridge Height (hr): 26.33 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.92 @ z=h
Velocity Pressure (qh): 26.52 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 25.00 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: 5 psf
Bottom Chord Dead Load: 5 psf
Truss/Rafter Spacing: 48 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 8.92 18.47
2 -0.69 -23.07 -13.53
3 -0.47 -17.20 -7.65
4 -0.42 -15.79 -6.24
1E 0.78 15.92 25.47
2E -1.07 -33.15 -23.60
3E -0.67 -22.63 -13.08
4E -0.62 -21.17 -11.62
2OH -0.69 -18.30
2EOH -1.07 -28.38
3OH -0.47 -12.43
3EOH -0.67 -17.86
2OH+W -0.69/-0.7 -36.07
2EOH+W -1.07/-0.7 -46.15
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 Jon Hughes 12501 BLM 6409 Muddy Mountain Rd Vap Construction
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/30/2025 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -16.71 -7.16
2 -0.69 -23.07 -13.53
3 -0.37 -14.59 -5.04
4 -0.45 -16.71 -7.16
5 0.40 5.83 15.38
6 -0.29 -12.47 -2.92
1E -0.48 -17.50 -7.96
2E -1.07 -33.15 -23.60
3E -0.53 -18.83 -9.28
4E -0.48 -17.50 -7.96
5E 0.61 11.40 20.95
6E -0.43 -16.18 -6.63
2OH -0.69 -18.30
2EOH -1.07 -28.38
3OH -0.37 -9.81
3EOH -0.53 -14.06
2EOH+W -1.07/-0.7 -46.94
3EOH+W -0.53/-0.7 -32.62
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 - 2.23 4.62
2T A - -5.77 -3.38
3T A - -4.30 -1.91
4T A - -3.95 -1.56
5T B - 1.46 3.85
6T B - -3.12 -0.73
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 Jon Hughes 12501 BLM 6409 Muddy Mountain Rd Vap Construction
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/30/2025 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
48 ft.
6.00 ft.
42.00 ft.
114.3 plf
85.3 plf
86.0 plf
48.2 plf
2473 lbs
2290 lbs
113.2 plf
86.0 plf
165.8 plf
115.4 plf
141.9 plf
91.5 plf
13.8 plf
10.8 plf
89.3 plf
62.1 plf
5.4 plf
3.7 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 6807 -1549 -495 4762 2473 2290
Negative Internal Pressure 6807 -1549 -495 4762 2473 2290
Roof Pressure = 0 6807 0 0 6807 3579 3228
Min. Pressures (8 psf, 16 psf) 4147 1920 242 6310 3155 3155
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Jon Hughes 12501 BLM 6409 Muddy Mountain Rd Vap Construction
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/30/2025 3
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Customer
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Job No.
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
50 ft.
3.00 ft.
47.00 ft.
87.4 plf
67.3 plf
61.6 plf
31.5 plf
24.8 lbs
241.6 lbs
885.7 lbs
1143.8 lbs
3768 lbs
3619 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 5091 2296 0 7387 3768 3619
Negative Internal Pressure 5091 2296 0 7387 3768 3619
Roof Pressure = 0 5091 2296 0 7387 3768 3619
Min. Pressures (8 psf, 16 psf) 4320 2000 0 6320 3160 3160
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Jon Hughes 12501 BLM 6409 Muddy Mountain Rd Vap Construction
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/30/2025 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
1364 lbs
943 lbs
Max. Horz. ① = 304 lbs
Max. Uplift ① = 1364 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 146 2591 1321 792 528
Transverse End Zone 244 3577 2307 1364 943
Longitudinal Int. Zone 180 2361 1091 688 402
Longitudinal End Zone 304 3272 2001 1242 759
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 48" 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 Jon Hughes 12501 BLM 6409 Muddy Mountain Rd Vap Construction
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/30/2025 5