Subject
Customer
Location
Job No.
Engr.
Rev.
Date
Page

Wind Load Report - Jack Hylton

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 115 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 64 ft.
Building Length (L): 64 ft.
Eave Height (he): 10 ft.
Foundation Height (hf): 8 ft.
Roof Pitch: 6 /12
Eave Overhang (OHe): 2 ft.
Gable Overhang (OHg): 2 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 26.57 deg.
Mean Roof Height (h): 18.00 ft.
Ridge Height (hr): 26.00 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.88 @ z=h
Velocity Pressure (qh): 25.38 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 0.55 9.38 18.52
2 -0.10 -7.09 2.05
3 -0.45 -15.92 -6.78
4 -0.39 -14.48 -5.35
1E 0.73 13.91 23.04
2E -0.19 -9.40 -0.26
3E -0.58 -19.42 -10.28
4E -0.53 -18.15 -9.01
2OH -0.10 -2.52
2EOH -0.19 -4.83
3OH -0.45 -11.35
3EOH -0.58 -14.85
2OH+W -0.10/-0.7 -19.62
2EOH+W -0.19/-0.7 -21.93
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 2024D271
Engineer Company Name
123 Street City, State 12345
ph. (888) 777-5555    www.website.com 		-
7/15/2024 1
Subject
Customer
Location
Job No.
Engr.
Rev.
Date
Page

Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -15.99 -6.85
2 -0.69 -22.08 -12.95
3 -0.37 -13.96 -4.82
4 -0.45 -15.99 -6.85
5 0.40 5.58 14.72
6 -0.29 -11.93 -2.79
1E -0.48 -16.75 -7.62
2E -1.07 -31.73 -22.59
3E -0.53 -18.02 -8.88
4E -0.48 -16.75 -7.62
5E 0.61 10.92 20.05
6E -0.43 -15.48 -6.35
2OH -0.69 -17.52
2EOH -1.07 -27.16
3OH -0.37 -9.39
3EOH -0.53 -13.45
2EOH+W -1.07/-0.7 -44.93
3EOH+W -0.53/-0.7 -31.22
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 - 2.35 4.63
2T A - -1.77 0.51
3T A - -3.98 -1.70
4T A - -3.62 -1.34
5T B - 1.40 3.68
6T B - -2.98 -0.70
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 2024D271
Engineer Company Name
123 Street City, State 12345
ph. (888) 777-5555    www.website.com 		-
7/15/2024 2
Subject
Customer
Location
Job No.
Engr.
Rev.
Date
Page

5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
64 ft.
6.00 ft.
58.00 ft.
10.9 plf
8.7 plf
8.3 plf
5.6 plf
2645 lbs
2546 lbs
186.4 plf
152.8 plf
40.8 plf
33.4 plf
70.5 plf
53.1 plf
36.2 plf
18.9 plf
13.2 plf
11.8 plf
31.2 plf
23.8 plf
142.6 plf
109.0 plf
8.9 plf
6.8 plf
2 ft.
2 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 946 4294 -49 5191 2645 2546
Negative Internal Pressure 946 4294 -49 5191 2645 2546
Roof Pressure = 0 946 0 0 946 486 460
Min. Pressures (8 psf, 16 psf) 614 4915 634 6163 3082 3082
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D271
Engineer Company Name
123 Street City, State 12345
ph. (888) 777-5555    www.website.com 		-
7/15/2024 3
Subject
Customer
Location
Job No.
Engr.
Rev.
Date
Page

2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
64 ft.
3.00 ft.
61.00 ft.
9.3 plf
7.2 plf
6.5 plf
3.4 plf
35.6 lbs
457.2 lbs
2209.6 lbs
2690.4 lbs
3054 lbs
3027 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 689 5393 0 6081 3054 3027
Negative Internal Pressure 689 5393 0 6081 3054 3027
Roof Pressure = 0 689 5393 0 6081 3054 3027
Min. Pressures (8 psf, 16 psf) 614 4915 0 5530 2765 2765
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2024D271
Engineer Company Name
123 Street City, State 12345
ph. (888) 777-5555    www.website.com 		-
7/15/2024 4
Subject
Customer
Location
Job No.
Engr.
Rev.
Date
Page

3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
-147 lbs
19 lbs
Max. Horz. ① = 280 lbs
Max. Uplift ① = 449 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 -123 1032 -375 -258 -117
Transverse End Zone -142 1279 -128 -147 19
Longitudinal Int. Zone 166 1449 42 109 -67
Longitudinal End Zone 280 2008 601 449 152
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 2024D271
Engineer Company Name
123 Street City, State 12345
ph. (888) 777-5555    www.website.com 		-
7/15/2024 5