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Wind Load Report - Council Moore Rd New Construction

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 130 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 42.1 ft.
Building Length (L): 55.8 ft.
Eave Height (he): 10.7 ft.
Foundation Height (hf): 1.5 ft.
Roof Pitch: 9 /12
Eave Overhang (OHe): 1.3 ft.
Gable Overhang (OHg): 1.3 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 36.87 deg.
Mean Roof Height (h): 18.59 ft.
Ridge Height (hr): 26.49 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.89 @ z=h
Velocity Pressure (qh): 32.66 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 21.05 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: 24 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 0.56 12.41 24.17
2 0.21 0.98 12.74
3 -0.43 -19.92 -8.17
4 -0.37 -17.96 -6.21
1E 0.69 16.66 28.42
2E 0.27 2.94 14.70
3E -0.53 -23.19 -11.43
4E -0.48 -21.56 -9.80
2OH 0.21 6.86
2EOH 0.27 8.82
3OH -0.43 -14.04
3EOH -0.53 -17.31
2OH+W 0.21/-0.7 -14.99
2EOH+W 0.27/-0.7 -13.03
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 Dustin Mills 145 Council Moore Rd M24-001
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
8/8/2024 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -20.58 -8.82
2 -0.69 -28.42 -16.66
3 -0.37 -17.96 -6.21
4 -0.45 -20.58 -8.82
5 0.40 7.19 18.94
6 -0.29 -15.35 -3.59
1E -0.48 -21.56 -9.80
2E -1.07 -40.83 -29.07
3E -0.53 -23.19 -11.43
4E -0.48 -21.56 -9.80
5E 0.61 14.04 25.80
6E -0.43 -19.92 -8.17
2OH -0.69 -22.54
2EOH -1.07 -34.95
3OH -0.37 -12.08
3EOH -0.53 -17.31
2EOH+W -1.07/-0.7 -57.81
3EOH+W -0.53/-0.7 -40.17
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 - 3.10 6.04
2T A - 0.24 3.18
3T A - -4.98 -2.04
4T A - -4.49 -1.55
5T B - 1.80 4.74
6T B - -3.84 -0.90
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 Dustin Mills 145 Council Moore Rd M24-001
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
8/8/2024 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
55.8 ft.
6.00 ft.
49.80 ft.
59.5 plf
49.6 plf
46.0 plf
34.3 plf
8595 lbs
8128 lbs
219.7 plf
188.7 plf
-27.8 plf
-9.3 plf
-83.5 plf
-65.0 plf
7.6 plf
8.8 plf
164.0 plf
133.0 plf
10.1 plf
8.2 plf
1.3 ft.
1.3 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 4808 11346 569 16723 8595 8128
Negative Internal Pressure 4808 11346 569 16723 8595 8128
Roof Pressure = 0 4808 0 0 4808 2462 2346
Min. Pressures (8 psf, 16 psf) 2464 4229 470 7163 3581 3581
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Dustin Mills 145 Council Moore Rd M24-001
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
8/8/2024 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
42.1 ft.
3.00 ft.
39.10 ft.
55.0 plf
42.4 plf
38.8 plf
19.8 plf
68.8 lbs
549.2 lbs
1652.0 lbs
2246.8 lbs
3669 lbs
3561 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 2713 4517 0 7230 3669 3561
Negative Internal Pressure 2713 4517 0 7230 3669 3561
Roof Pressure = 0 2713 4517 0 7230 3669 3561
Min. Pressures (8 psf, 16 psf) 1859 3190 0 5049 2525 2525
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Dustin Mills 145 Council Moore Rd M24-001
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
8/8/2024 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
-376 lbs
-39 lbs
Max. Horz. ① = 500 lbs
Max. Uplift ① = 488 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 -395 524 -451 -357 -94
Transverse End Zone -500 559 -416 -376 -39
Longitudinal Int. Zone 210 1226 251 200 51
Longitudinal End Zone 355 1699 724 488 236
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 24" 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 Dustin Mills 145 Council Moore Rd M24-001
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
8/8/2024 5