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Wind Load Report - Effingham Duplex Wind Load

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 115 mph
Exposure Category: B  
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): 1.5 ft.
Gable Overhang (OHg): 1 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): 0.70 @ z=h
Velocity Pressure (qh): 20.16 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: ASCE 7-16 Wind design category II is 106 MPH. ASCE 7-16 Wind design for category II is 115 MPH

4. Design Loads

Top Chord Dead Load: 7 psf
Bottom Chord Dead Load: 15 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 7.21 14.47
2 -0.45 -12.79 -5.53
3 -0.47 -13.04 -5.78
4 -0.41 -11.98 -4.72
1E 0.77 11.92 19.18
2E -0.72 -18.12 -10.87
3E -0.65 -16.70 -9.44
4E -0.60 -15.69 -8.43
2OH -0.45 -9.16
2EOH -0.72 -14.49
3OH -0.47 -9.41
3EOH -0.65 -13.07
2OH+W -0.45/-0.7 -23.27
2EOH+W -0.72/-0.7 -28.61
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 Corn Bros. Properties, Inc. NW Corner of Park and Crawford St Effingham 2025C33
Clair Kaye, P.E. Corn Bros. Properties, Inc.
1096 Co Rd 1200 N Toledo, IL 62468
ph. 217-849-2560    email: clairkaye@gmail.com 		-
1/9/2025 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -12.70 -5.44
2 -0.69 -17.54 -10.28
3 -0.37 -11.09 -3.83
4 -0.45 -12.70 -5.44
5 0.40 4.44 11.69
6 -0.29 -9.48 -2.22
1E -0.48 -13.31 -6.05
2E -1.07 -25.20 -17.94
3E -0.53 -14.31 -7.06
4E -0.48 -13.31 -6.05
5E 0.61 8.67 15.93
6E -0.43 -12.30 -5.04
2OH -0.69 -13.91
2EOH -1.07 -21.57
3OH -0.37 -7.46
3EOH -0.53 -10.69
2EOH+W -1.07/-0.7 -35.69
3EOH+W -0.53/-0.7 -24.80
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 - 1.80 3.62
2T A - -3.20 -1.38
3T A - -3.26 -1.45
4T A - -3.00 -1.18
5T B - 1.11 2.92
6T B - -2.37 -0.55
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 Corn Bros. Properties, Inc. NW Corner of Park and Crawford St Effingham 2025C33
Clair Kaye, P.E. Corn Bros. Properties, Inc.
1096 Co Rd 1200 N Toledo, IL 62468
ph. 217-849-2560    email: clairkaye@gmail.com 		-
1/9/2025 2
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Customer
Location
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Engr.
Rev.
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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.
54.1 plf
41.3 plf
41.1 plf
24.9 plf
3681 lbs
3560 lbs
58.4 plf
45.6 plf
63.4 plf
44.8 plf
50.7 plf
32.1 plf
10.7 plf
8.7 plf
45.7 plf
32.9 plf
4.9 plf
3.5 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 7790 68 -617 7241 3681 3560
Negative Internal Pressure 7790 68 -617 7241 3681 3560
Roof Pressure = 0 7790 0 0 7790 3978 3813
Min. Pressures (8 psf, 16 psf) 6348 3220 407 9975 4988 4988
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Corn Bros. Properties, Inc. NW Corner of Park and Crawford St Effingham 2025C33
Clair Kaye, P.E. Corn Bros. Properties, Inc.
1096 Co Rd 1200 N Toledo, IL 62468
ph. 217-849-2560    email: clairkaye@gmail.com 		-
1/9/2025 3
Subject
Customer
Location
Job No.
Engr.
Rev.
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
28 ft.
3.00 ft.
25.00 ft.
42.4 plf
32.7 plf
29.9 plf
15.3 plf
23.6 lbs
114.8 lbs
210.4 lbs
340.8 lbs
1089 lbs
1017 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 1417 690 0 2106 1089 1017
Negative Internal Pressure 1417 690 0 2106 1089 1017
Roof Pressure = 0 1417 690 0 2106 1089 1017
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 Corn Bros. Properties, Inc. NW Corner of Park and Crawford St Effingham 2025C33
Clair Kaye, P.E. Corn Bros. Properties, Inc.
1096 Co Rd 1200 N Toledo, IL 62468
ph. 217-849-2560    email: clairkaye@gmail.com 		-
1/9/2025 4
Subject
Customer
Location
Job No.
Engr.
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
-148 lbs
-293 lbs
Max. Horz. ① = 295 lbs
Max. Uplift ① = 84 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 30 1725 -1027 -471 -556
Transverse End Zone 76 2310 -441 -148 -293
Longitudinal Int. Zone 175 1818 -933 -350 -583
Longitudinal End Zone 295 2527 -225 84 -308
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 Corn Bros. Properties, Inc. NW Corner of Park and Crawford St Effingham 2025C33
Clair Kaye, P.E. Corn Bros. Properties, Inc.
1096 Co Rd 1200 N Toledo, IL 62468
ph. 217-849-2560    email: clairkaye@gmail.com 		-
1/9/2025 5