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Wind Load Report - WIND LOADING ANALYSIS

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 99 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 50 ft.
Building Length (L): 70 ft.
Eave Height (he): 20 ft.
Foundation Height (hf): 0.5 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): 24.17 ft.
Ridge Height (hr): 28.33 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.94 @ z=h
Velocity Pressure (qh): 20.02 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 25.00 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 0.52 6.73 13.94
2 -0.69 -17.41 -10.21
3 -0.47 -12.98 -5.78
4 -0.42 -11.92 -4.71
1E 0.78 12.01 19.22
2E -1.07 -25.02 -17.81
3E -0.67 -17.08 -9.87
4E -0.62 -15.97 -8.77
2OH -0.69 -13.81
2EOH -1.07 -21.42
3OH -0.47 -9.38
3EOH -0.67 -13.48
2OH+W -0.69/-0.7 -27.28
2EOH+W -1.07/-0.7 -34.88
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 PAUL SCHIEMAN 13621 SUMMITVIEW EXT 13621
MALIK REHMAN REHMAN CONSULTING ENGINEERS
7936 EL RENO AVE, ELVERTA, CA 95626
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -12.61 -5.40
2 -0.69 -17.41 -10.21
3 -0.37 -11.01 -3.80
4 -0.45 -12.61 -5.40
5 0.40 4.40 11.61
6 -0.29 -9.41 -2.20
1E -0.48 -13.21 -6.00
2E -1.07 -25.02 -17.81
3E -0.53 -14.21 -7.01
4E -0.48 -13.21 -6.00
5E 0.61 8.61 15.81
6E -0.43 -12.21 -5.00
2OH -0.69 -13.81
2EOH -1.07 -21.42
3OH -0.37 -7.41
3EOH -0.53 -10.61
2EOH+W -1.07/-0.7 -35.43
3EOH+W -0.53/-0.7 -24.62
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 - 1.68 3.49
2T A - -4.35 -2.55
3T A - -3.25 -1.44
4T A - -2.98 -1.18
5T B - 1.10 2.90
6T B - -2.35 -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 PAUL SCHIEMAN 13621 SUMMITVIEW EXT 13621
MALIK REHMAN REHMAN CONSULTING ENGINEERS
7936 EL RENO AVE, ELVERTA, CA 95626
ph. 9164064264    www.website.com 		-
8/12/2024 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
70 ft.
6.00 ft.
64.00 ft.
93.5 plf
69.7 plf
70.3 plf
39.4 plf
3083 lbs
2902 lbs
85.4 plf
64.9 plf
125.1 plf
87.1 plf
107.1 plf
69.1 plf
7.0 plf
5.5 plf
67.4 plf
46.9 plf
2.7 plf
1.9 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 7966 -1657 -324 5984 3083 2902
Negative Internal Pressure 7966 -1657 -324 5984 3083 2902
Roof Pressure = 0 7966 0 0 7966 4133 3833
Min. Pressures (8 psf, 16 psf) 6552 2800 195 9547 4774 4774
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads PAUL SCHIEMAN 13621 SUMMITVIEW EXT 13621
MALIK REHMAN REHMAN CONSULTING ENGINEERS
7936 EL RENO AVE, ELVERTA, CA 95626
ph. 9164064264    www.website.com 		-
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2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
50 ft.
3.00 ft.
47.00 ft.
71.4 plf
55.0 plf
50.4 plf
25.8 plf
18.7 lbs
182.3 lbs
668.5 lbs
863.2 lbs
3008 lbs
2887 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 4163 1733 0 5895 3008 2887
Negative Internal Pressure 4163 1733 0 5895 3008 2887
Roof Pressure = 0 4163 1733 0 5895 3008 2887
Min. Pressures (8 psf, 16 psf) 4680 2000 0 6680 3340 3340
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads PAUL SCHIEMAN 13621 SUMMITVIEW EXT 13621
MALIK REHMAN REHMAN CONSULTING ENGINEERS
7936 EL RENO AVE, ELVERTA, CA 95626
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
203 lbs
58 lbs
Max. Horz. ① = 112 lbs
Max. Uplift ① = 203 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 51 956 -105 -8 -96
Transverse End Zone 88 1321 261 203 58
Longitudinal Int. Zone 67 878 -182 -39 -143
Longitudinal End Zone 112 1215 155 165 -10
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 PAUL SCHIEMAN 13621 SUMMITVIEW EXT 13621
MALIK REHMAN REHMAN CONSULTING ENGINEERS
7936 EL RENO AVE, ELVERTA, CA 95626
ph. 9164064264    www.website.com 		-
8/12/2024 5