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Wind Load Report - Paul K. 40x80x18

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 150 mph
Exposure Category: B  
Enclosure Class: Enclosed  
Building Width (W): 40 ft.
Building Length (L): 80 ft.
Eave Height (he): 18 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 4 /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): 18.43 deg.
Mean Roof Height (h): 21.33 ft.
Ridge Height (hr): 24.67 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): 34.30 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: Exposure Cat B; 150 mph

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 0.52 11.54 23.89
2 -0.69 -29.84 -17.49
3 -0.47 -22.24 -9.90
4 -0.42 -20.42 -8.07
1E 0.78 20.59 32.93
2E -1.07 -42.88 -30.53
3E -0.67 -29.27 -16.92
4E -0.62 -27.38 -15.03
2OH -0.69 -23.67
2EOH -1.07 -36.70
3OH -0.47 -16.07
3EOH -0.67 -23.10
2OH+W -0.69/-0.7 -47.68
2EOH+W -1.07/-0.7 -60.71
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 Lynn Day 499
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
9/25/2024 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -21.61 -9.26
2 -0.69 -29.84 -17.49
3 -0.37 -18.87 -6.52
4 -0.45 -21.61 -9.26
5 0.40 7.55 19.89
6 -0.29 -16.12 -3.77
1E -0.48 -22.64 -10.29
2E -1.07 -42.88 -30.53
3E -0.53 -24.35 -12.01
4E -0.48 -22.64 -10.29
5E 0.61 14.75 27.10
6E -0.43 -20.92 -8.58
2OH -0.69 -23.67
2EOH -1.07 -36.70
3OH -0.37 -12.69
3EOH -0.53 -18.18
2EOH+W -1.07/-0.7 -60.71
3EOH+W -0.53/-0.7 -42.19
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 - 2.89 5.97
2T A - -7.46 -4.37
3T A - -5.56 -2.47
4T A - -5.11 -2.02
5T B - 1.89 4.97
6T B - -4.03 -0.94
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 Lynn Day 499
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
9/25/2024 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
80 ft.
6.00 ft.
74.00 ft.
147.8 plf
110.3 plf
111.2 plf
62.3 plf
5727 lbs
5413 lbs
117.1 plf
89.0 plf
171.5 plf
119.4 plf
146.8 plf
94.7 plf
12.1 plf
9.5 plf
92.4 plf
64.3 plf
4.6 plf
3.2 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 14326 -2575 -612 11139 5727 5413
Negative Internal Pressure 14326 -2575 -612 11139 5727 5413
Roof Pressure = 0 14326 0 0 14326 7403 6923
Min. Pressures (8 psf, 16 psf) 6912 2560 195 9667 4834 4834
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Lynn Day 499
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
9/25/2024 3
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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.
113.0 plf
87.1 plf
79.6 plf
40.7 plf
32.1 lbs
241.4 lbs
684.0 lbs
946.7 lbs
3700 lbs
3511 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 5307 1904 0 7211 3700 3511
Negative Internal Pressure 5307 1904 0 7211 3700 3511
Roof Pressure = 0 5307 1904 0 7211 3700 3511
Min. Pressures (8 psf, 16 psf) 3456 1280 0 4736 2368 2368
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Lynn Day 499
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
9/25/2024 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
1190 lbs
771 lbs
Max. Horz. ① = 311 lbs
Max. Uplift ① = 1190 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 147 2653 949 605 345
Transverse End Zone 248 3664 1960 1190 771
Longitudinal Int. Zone 184 2425 721 506 216
Longitudinal End Zone 311 3359 1655 1073 582
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 Lynn Day 499
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
9/25/2024 5