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Wind Load Report - Corn Bros. Properties Inc.

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 115 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 28 ft.
Building Length (L): 115 ft.
Eave Height (he): 11.5 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 5 /12
Eave Overhang (OHe): 1 ft.
Gable Overhang (OHg): 1.5 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 22.62 deg.
Mean Roof Height (h): 14.42 ft.
Ridge Height (hr): 17.33 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.85 @ z=h
Velocity Pressure (qh): 24.43 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 14.00 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: 84 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 0.54 8.74 17.54
2 -0.45 -15.49 -6.70
3 -0.47 -15.80 -7.01
4 -0.41 -14.52 -5.72
1E 0.77 14.44 23.24
2E -0.72 -21.96 -13.17
3E -0.65 -20.23 -11.43
4E -0.60 -19.01 -10.21
2OH -0.45 -11.10
2EOH -0.72 -17.56
3OH -0.47 -11.41
3EOH -0.65 -15.83
2OH+W -0.45/-0.7 -28.20
2EOH+W -0.72/-0.7 -34.66
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 C Kaye NW Corner Park and Crawford St Effingham 2025C33
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/8/2025 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -15.39 -6.60
2 -0.69 -21.25 -12.46
3 -0.37 -13.44 -4.64
4 -0.45 -15.39 -6.60
5 0.40 5.37 14.17
6 -0.29 -11.48 -2.69
1E -0.48 -16.12 -7.33
2E -1.07 -30.54 -21.74
3E -0.53 -17.34 -8.55
4E -0.48 -16.12 -7.33
5E 0.61 10.50 19.30
6E -0.43 -14.90 -6.11
2OH -0.69 -16.86
2EOH -1.07 -26.14
3OH -0.37 -9.04
3EOH -0.53 -12.95
2EOH+W -1.07/-0.7 -43.24
3EOH+W -0.53/-0.7 -30.05
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 - 2.19 4.38
2T A - -3.87 -1.67
3T A - -3.95 -1.75
4T A - -3.63 -1.43
5T B - 1.34 3.54
6T B - -2.87 -0.67
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 C Kaye NW Corner Park and Crawford St Effingham 2025C33
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/8/2025 2
Subject
Customer
Location
Job No.
Engr.
Rev.
Date
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
115 ft.
6.00 ft.
109.00 ft.
65.6 plf
50.1 plf
49.8 plf
30.2 plf
4580 lbs
4435 lbs
70.8 plf
55.3 plf
76.9 plf
54.2 plf
61.5 plf
38.8 plf
8.7 plf
7.0 plf
55.4 plf
39.9 plf
4.0 plf
2.9 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 9439 82 -507 9015 4580 4435
Negative Internal Pressure 9439 82 -507 9015 4580 4435
Roof Pressure = 0 9439 0 0 9439 4820 4620
Min. Pressures (8 psf, 16 psf) 6348 3220 320 9888 4944 4944
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads C Kaye NW Corner Park and Crawford St Effingham 2025C33
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/8/2025 3
Subject
Customer
Location
Job No.
Engr.
Rev.
Date
Page

2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
28 ft.
3.00 ft.
25.00 ft.
51.4 plf
39.6 plf
36.2 plf
18.5 plf
28.6 lbs
139.1 lbs
254.9 lbs
413.0 lbs
1320 lbs
1233 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 1717 836 0 2552 1320 1233
Negative Internal Pressure 1717 836 0 2552 1320 1233
Roof Pressure = 0 1717 836 0 2552 1320 1233
Min. Pressures (8 psf, 16 psf) 1546 784 0 2330 1165 1165
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads C Kaye NW Corner Park and Crawford St Effingham 2025C33
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/8/2025 4
Subject
Customer
Location
Job No.
Engr.
Rev.
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
347 lbs
214 lbs
Max. Horz. ① = 346 lbs
Max. Uplift ① = 647 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 22 2007 -125 -31 -94
Transverse End Zone 75 2693 561 347 214
Longitudinal Int. Zone 205 2148 17 140 -123
Longitudinal End Zone 346 2980 848 647 201
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 84" 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 C Kaye NW Corner Park and Crawford St Effingham 2025C33
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
1/8/2025 5