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Wind Load Report - Sperling

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 170 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 50 ft.
Building Length (L): 50 ft.
Eave Height (he): 10 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 4 /12
Eave Overhang (OHe): 2 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): 14.17 ft.
Ridge Height (hr): 18.33 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): 53.38 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 17.96 37.18
2 -0.69 -46.44 -27.23
3 -0.47 -34.62 -15.40
4 -0.42 -31.78 -12.57
1E 0.78 32.04 51.26
2E -1.07 -66.73 -47.51
3E -0.67 -45.55 -26.33
4E -0.62 -42.60 -23.39
2OH -0.69 -36.83
2EOH -1.07 -57.12
3OH -0.47 -25.01
3EOH -0.67 -35.94
2OH+W -0.69/-0.7 -74.20
2EOH+W -1.07/-0.7 -94.49
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.
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -33.63 -14.41
2 -0.69 -46.44 -27.23
3 -0.37 -29.36 -10.14
4 -0.45 -33.63 -14.41
5 0.40 11.74 30.96
6 -0.29 -25.09 -5.87
1E -0.48 -35.23 -16.01
2E -1.07 -66.73 -47.51
3E -0.53 -37.90 -18.68
4E -0.48 -35.23 -16.01
5E 0.61 22.95 42.17
6E -0.43 -32.56 -13.35
2OH -0.69 -36.83
2EOH -1.07 -57.12
3OH -0.37 -19.75
3EOH -0.53 -28.29
2EOH+W -1.07/-0.7 -94.49
3EOH+W -0.53/-0.7 -65.66
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 - 4.49 9.29
2T A - -11.61 -6.81
3T A - -8.66 -3.85
4T A - -7.95 -3.14
5T B - 2.94 7.74
6T B - -6.27 -1.47
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 001
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
50 ft.
6.00 ft.
44.00 ft.
127.8 plf
95.4 plf
96.1 plf
53.9 plf
1768 lbs
1691 lbs
227.8 plf
173.1 plf
333.6 plf
232.2 plf
285.6 plf
184.2 plf
37.8 plf
29.7 plf
179.7 plf
125.1 plf
14.4 plf
10.0 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 7910 -3236 -1214 3459 1768 1691
Negative Internal Pressure 7910 -3236 -1214 3459 1768 1691
Roof Pressure = 0 7910 0 0 7910 4152 3758
Min. Pressures (8 psf, 16 psf) 2400 2000 246 4646 2323 2323
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
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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.
97.7 plf
75.3 plf
68.9 plf
35.2 plf
50.0 lbs
486.2 lbs
1782.8 lbs
2302.2 lbs
5244 lbs
5070 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 5693 4621 0 10314 5244 5070
Negative Internal Pressure 5693 4621 0 10314 5244 5070
Roof Pressure = 0 5693 4621 0 10314 5244 5070
Min. Pressures (8 psf, 16 psf) 2400 2000 0 4400 2200 2200
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
1534 lbs
1070 lbs
Max. Horz. ① = 311 lbs
Max. Uplift ① = 1534 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 158 2670 1592 946 646
Transverse End Zone 259 3681 2603 1534 1070
Longitudinal Int. Zone 184 2410 1332 815 516
Longitudinal End Zone 311 3344 2266 1385 881
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 001
Engineer Company Name
123 Street City, State 12345
ph. (888) 777-5555    www.website.com 		-
9/1/2024 5