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Wind Load Report - 1320

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 150 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 60 ft.
Building Length (L): 180 ft.
Eave Height (he): 16 ft.
Foundation Height (hf): 1 ft.
Roof Pitch: 6 /12
Eave Overhang (OHe): 2.5 ft.
Gable Overhang (OHg): 2.5 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 26.57 deg.
Mean Roof Height (h): 23.50 ft.
Ridge Height (hr): 31.00 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.93 @ z=h
Velocity Pressure (qh): 45.68 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 30.00 ft.

3. Design Assumptions and Notes

Code Standard: ASCE 7-10
Geometry: Regular-Shaped Bldg.
Height Class: Low-Rise Building
Notes: big barn

4. Design Loads

Top Chord Dead Load: 7 psf
Bottom Chord Dead Load: 10 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 0.55 16.89 33.33
2 -0.10 -12.75 3.69
3 -0.45 -28.65 -12.20
4 -0.39 -26.07 -9.62
1E 0.73 25.02 41.47
2E -0.19 -16.91 -0.47
3E -0.58 -34.94 -18.50
4E -0.53 -32.66 -16.21
2OH -0.10 -4.53
2EOH -0.19 -8.69
3OH -0.45 -20.43
3EOH -0.58 -26.72
2OH+W -0.10/-0.7 -34.02
2EOH+W -0.19/-0.7 -38.18
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 Terrence Banning 1320 Huntsville Rd 1
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/10/2026 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -28.78 -12.33
2 -0.69 -39.74 -23.30
3 -0.37 -25.12 -8.68
4 -0.45 -28.78 -12.33
5 0.40 10.05 26.50
6 -0.29 -21.47 -5.02
1E -0.48 -30.15 -13.70
2E -1.07 -57.10 -40.66
3E -0.53 -32.43 -15.99
4E -0.48 -30.15 -13.70
5E 0.61 19.64 36.09
6E -0.43 -27.87 -11.42
2OH -0.69 -31.52
2EOH -1.07 -48.88
3OH -0.37 -16.90
3EOH -0.53 -24.21
2EOH+W -1.07/-0.7 -80.86
3EOH+W -0.53/-0.7 -56.19
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 - 4.22 8.33
2T A - -3.19 0.92
3T A - -7.16 -3.05
4T A - -6.52 -2.41
5T B - 2.51 6.62
6T B - -5.37 -1.26
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 Terrence Banning 1320 Huntsville Rd 1
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/10/2026 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
180 ft.
6.00 ft.
174.00 ft.
147.0 plf
117.3 plf
112.6 plf
76.0 plf
30255 lbs
29697 lbs
314.5 plf
257.9 plf
152.2 plf
114.8 plf
78.2 plf
40.8 plf
28.6 plf
25.5 plf
240.5 plf
183.8 plf
20.0 plf
15.3 plf
2.5 ft.
2.5 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 35191 25870 -1109 59952 30255 29697
Negative Internal Pressure 35191 25870 -1109 59952 30255 29697
Roof Pressure = 0 35191 0 0 35191 17788 17403
Min. Pressures (8 psf, 16 psf) 12960 12960 1470 27390 13695 13695
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Terrence Banning 1320 Huntsville Rd 1
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/10/2026 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
60 ft.
3.00 ft.
57.00 ft.
125.4 plf
96.6 plf
88.4 plf
45.2 plf
64.1 lbs
765.9 lbs
3446.7 lbs
4255.2 lbs
8742 lbs
8517 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 8726 8532 0 17258 8742 8517
Negative Internal Pressure 8726 8532 0 17258 8742 8517
Roof Pressure = 0 8726 8532 0 17258 8742 8517
Min. Pressures (8 psf, 16 psf) 4320 4320 0 8640 4320 4320
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Terrence Banning 1320 Huntsville Rd 1
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/10/2026 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
442 lbs
1020 lbs
Max. Horz. ① = 962 lbs
Max. Uplift ① = 2633 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 -532 3308 647 80 567
Transverse End Zone -615 4123 1462 442 1020
Longitudinal Int. Zone 570 4961 2300 1459 841
Longitudinal End Zone 962 6885 4224 2633 1591
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 Terrence Banning 1320 Huntsville Rd 1
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/10/2026 5