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Wind Load Report - Steel Frame Barn

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 129 mph
Exposure Category: B  
Enclosure Class: Enclosed  
Building Width (W): 40 ft.
Building Length (L): 120 ft.
Eave Height (he): 25 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 4.2 /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): 19.29 deg.
Mean Roof Height (h): 28.50 ft.
Ridge Height (hr): 32.00 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): 25.37 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: 0 psf
Truss/Rafter Spacing: 96 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 8.72 17.86
2 -0.69 -22.07 -12.94
3 -0.47 -16.61 -7.48
4 -0.42 -15.31 -6.17
1E 0.79 15.50 24.63
2E -1.07 -31.71 -22.58
3E -0.68 -21.88 -12.75
4E -0.63 -20.55 -11.42
2OH -0.69 -17.50
2EOH -1.07 -27.14
3OH -0.47 -12.05
3EOH -0.68 -17.31
2OH+W -0.69/-0.7 -35.26
2EOH+W -1.07/-0.7 -44.90
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 4950 Youngfield St. 2025D258
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
9/20/2025 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -15.98 -6.85
2 -0.69 -22.07 -12.94
3 -0.37 -13.95 -4.82
4 -0.45 -15.98 -6.85
5 0.40 5.58 14.71
6 -0.29 -11.92 -2.79
1E -0.48 -16.74 -7.61
2E -1.07 -31.71 -22.58
3E -0.53 -18.01 -8.88
4E -0.48 -16.74 -7.61
5E 0.61 10.91 20.04
6E -0.43 -15.48 -6.34
2OH -0.69 -17.50
2EOH -1.07 -27.14
3OH -0.37 -9.39
3EOH -0.53 -13.45
2EOH+W -1.07/-0.7 -44.90
3EOH+W -0.53/-0.7 -31.20
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 - 2.18 4.46
2T A - -5.52 -3.23
3T A - -4.15 -1.87
4T A - -3.83 -1.54
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 4950 Youngfield St. 2025D258
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
9/20/2025 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
120 ft.
6.00 ft.
114.00 ft.
154.1 plf
114.8 plf
116.3 plf
65.4 plf
9513 lbs
9128 lbs
91.9 plf
69.8 plf
133.2 plf
92.7 plf
114.0 plf
73.5 plf
9.4 plf
7.4 plf
72.7 plf
50.6 plf
3.6 plf
2.5 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 22168 -2862 -665 18641 9513 9128
Negative Internal Pressure 22168 -2862 -665 18641 9513 9128
Roof Pressure = 0 22168 0 0 22168 11341 10827
Min. Pressures (8 psf, 16 psf) 14400 4032 272 18704 9352 9352
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 4950 Youngfield St. 2025D258
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
9/20/2025 3
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Job No.
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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.
116.1 plf
89.4 plf
81.8 plf
41.9 plf
24.9 lbs
187.5 lbs
531.2 lbs
735.2 lbs
3561 lbs
3369 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 5451 1479 0 6930 3561 3369
Negative Internal Pressure 5451 1479 0 6930 3561 3369
Roof Pressure = 0 5451 1479 0 6930 3561 3369
Min. Pressures (8 psf, 16 psf) 4800 1344 0 6144 3072 3072
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 4950 Youngfield St. 2025D258
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
9/20/2025 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
2278 lbs
1670 lbs
Max. Horz. ① = 483 lbs
Max. Uplift ① = 2278 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 222 3941 2445 1411 1035
Transverse End Zone 377 5443 3948 2278 1670
Longitudinal Int. Zone 286 3587 2092 1261 831
Longitudinal End Zone 483 4968 3473 2099 1374
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 96" 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 4950 Youngfield St. 2025D258
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
9/20/2025 5