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Wind Load Report - Two Unit Dwelling

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 110 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 30 ft.
Building Length (L): 72 ft.
Eave Height (he): 9 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 5 /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): 22.62 deg.
Mean Roof Height (h): 12.13 ft.
Ridge Height (hr): 15.25 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): 22.35 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 15.00 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: 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 0.54 8.00 16.04
2 -0.45 -14.18 -6.13
3 -0.47 -14.46 -6.41
4 -0.41 -13.28 -5.24
1E 0.77 13.21 21.26
2E -0.72 -20.09 -12.05
3E -0.65 -18.51 -10.46
4E -0.60 -17.39 -9.34
2OH -0.45 -10.15
2EOH -0.72 -16.07
3OH -0.47 -10.44
3EOH -0.65 -14.49
2OH+W -0.45/-0.7 -25.80
2EOH+W -0.72/-0.7 -31.71
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 300 Madison Street Bakersfield, CA 40615
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -14.08 -6.03
2 -0.69 -19.45 -11.40
3 -0.37 -12.29 -4.25
4 -0.45 -14.08 -6.03
5 0.40 4.92 12.96
6 -0.29 -10.50 -2.46
1E -0.48 -14.75 -6.71
2E -1.07 -27.94 -19.89
3E -0.53 -15.87 -7.82
4E -0.48 -14.75 -6.71
5E 0.61 9.61 17.66
6E -0.43 -13.63 -5.59
2OH -0.69 -15.42
2EOH -1.07 -23.92
3OH -0.37 -8.27
3EOH -0.53 -11.85
2EOH+W -1.07/-0.7 -39.56
3EOH+W -0.53/-0.7 -27.49
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 - 2.00 4.01
2T A - -3.54 -1.53
3T A - -3.61 -1.60
4T A - -3.32 -1.31
5T B - 1.23 3.24
6T B - -2.63 -0.61
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 300 Madison Street Bakersfield, CA 40615
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
6/15/2024 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
72 ft.
6.00 ft.
66.00 ft.
47.0 plf
35.9 plf
35.7 plf
21.6 plf
2060 lbs
1970 lbs
69.4 plf
54.2 plf
75.3 plf
53.2 plf
60.3 plf
38.1 plf
7.9 plf
6.4 plf
54.3 plf
39.1 plf
3.6 plf
2.6 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 4288 35 -292 4030 2060 1970
Negative Internal Pressure 4288 35 -292 4030 2060 1970
Roof Pressure = 0 4288 0 0 4288 2213 2075
Min. Pressures (8 psf, 16 psf) 3110 2160 208 5478 2739 2739
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 300 Madison Street Bakersfield, CA 40615
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
30 ft.
3.00 ft.
27.00 ft.
36.8 plf
28.4 plf
25.9 plf
13.3 plf
26.2 lbs
138.8 lbs
277.6 lbs
433.7 lbs
1127 lbs
1062 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 1313 876 0 2189 1127 1062
Negative Internal Pressure 1313 876 0 2189 1127 1062
Roof Pressure = 0 1313 876 0 2189 1127 1062
Min. Pressures (8 psf, 16 psf) 1296 900 0 2196 1098 1098
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 300 Madison Street Bakersfield, CA 40615
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
6/15/2024 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
67 lbs
32 lbs
Max. Horz. ① = 97 lbs
Max. Uplift ① = 152 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 6 559 -92 -38 -54
Transverse End Zone 20 750 99 67 32
Longitudinal Int. Zone 57 600 -51 11 -62
Longitudinal End Zone 97 831 180 152 28
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 300 Madison Street Bakersfield, CA 40615
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
6/15/2024 5