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Wind Load Report - Wind Shear Load

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 110 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 44 ft.
Building Length (L): 66 ft.
Eave Height (he): 16 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): 19.67 ft.
Ridge Height (hr): 23.33 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.90 @ z=h
Velocity Pressure (qh): 23.66 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 22.00 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: 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 7.96 16.48
2 -0.69 -20.59 -12.07
3 -0.47 -15.35 -6.83
4 -0.42 -14.09 -5.57
1E 0.78 14.20 22.72
2E -1.07 -29.58 -21.06
3E -0.67 -20.19 -11.67
4E -0.62 -18.88 -10.37
2OH -0.69 -16.33
2EOH -1.07 -25.32
3OH -0.47 -11.09
3EOH -0.67 -15.93
2OH+W -0.69/-0.7 -32.19
2EOH+W -1.07/-0.7 -41.18
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 Brian Machado Malbone Rd Freetown, Ma 2025D179
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
6/2/2025 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -14.91 -6.39
2 -0.69 -20.59 -12.07
3 -0.37 -13.01 -4.50
4 -0.45 -14.91 -6.39
5 0.40 5.21 13.72
6 -0.29 -11.12 -2.60
1E -0.48 -15.62 -7.10
2E -1.07 -29.58 -21.06
3E -0.53 -16.80 -8.28
4E -0.48 -15.62 -7.10
5E 0.61 10.17 18.69
6E -0.43 -14.43 -5.92
2OH -0.69 -16.33
2EOH -1.07 -25.32
3OH -0.37 -8.76
3EOH -0.53 -12.54
2EOH+W -1.07/-0.7 -41.88
3EOH+W -0.53/-0.7 -29.10
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 - 1.99 4.12
2T A - -5.15 -3.02
3T A - -3.84 -1.71
4T A - -3.52 -1.39
5T B - 1.30 3.43
6T B - -2.78 -0.65
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 Brian Machado Malbone Rd Freetown, Ma 2025D179
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
6/2/2025 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
66 ft.
6.00 ft.
60.00 ft.
90.6 plf
67.6 plf
68.2 plf
38.2 plf
2740 lbs
2575 lbs
88.8 plf
67.5 plf
130.1 plf
90.6 plf
111.4 plf
71.8 plf
8.2 plf
6.4 plf
70.1 plf
48.8 plf
3.2 plf
2.2 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 7303 -1631 -357 5315 2740 2575
Negative Internal Pressure 7303 -1631 -357 5315 2740 2575
Roof Pressure = 0 7303 0 0 7303 3796 3507
Min. Pressures (8 psf, 16 psf) 5069 2323 179 7571 3786 3786
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Brian Machado Malbone Rd Freetown, Ma 2025D179
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
6/2/2025 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
44 ft.
3.00 ft.
41.00 ft.
69.3 plf
53.4 plf
48.8 plf
25.0 plf
22.1 lbs
186.1 lbs
589.4 lbs
790.2 lbs
2637 lbs
2519 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 3568 1588 0 5155 2637 2519
Negative Internal Pressure 3568 1588 0 5155 2637 2519
Roof Pressure = 0 3568 1588 0 5155 2637 2519
Min. Pressures (8 psf, 16 psf) 3379 1549 0 4928 2464 2464
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Brian Machado Malbone Rd Freetown, Ma 2025D179
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
6/2/2025 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
602 lbs
292 lbs
Max. Horz. ① = 235 lbs
Max. Uplift ① = 602 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 109 2001 130 160 -30
Transverse End Zone 185 2765 894 602 292
Longitudinal Int. Zone 139 1834 -36 91 -127
Longitudinal End Zone 235 2540 669 519 150
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 Brian Machado Malbone Rd Freetown, Ma 2025D179
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
6/2/2025 5