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Wind Load Report - Connection

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 110 mph
Exposure Category: C  
Enclosure Class: Enclosed  
Building Width (W): 80 ft.
Building Length (L): 80 ft.
Eave Height (he): 18 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 4 /12
Eave Overhang (OHe): 1.33 ft.
Gable Overhang (OHg): 1.33 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.0
Directionality Factor (Kd): .85
Roof Angle (θ): 18.43 deg.
Mean Roof Height (h): 24.67 ft.
Ridge Height (hr): 31.33 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): 24.82 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 40.00 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 8.35 17.28
2 -0.69 -21.59 -12.66
3 -0.47 -16.10 -7.16
4 -0.42 -14.78 -5.84
1E 0.78 14.90 23.83
2E -1.07 -31.02 -22.09
3E -0.67 -21.18 -12.24
4E -0.62 -19.81 -10.87
2OH -0.69 -17.12
2EOH -1.07 -26.56
3OH -0.47 -11.63
3EOH -0.67 -16.71
2OH+W -0.69/-0.7 -33.38
2EOH+W -1.07/-0.7 -42.81
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 Stephen A 10-20-25
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
12/19/2025 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -15.64 -6.70
2 -0.69 -21.59 -12.66
3 -0.37 -13.65 -4.72
4 -0.45 -15.64 -6.70
5 0.40 5.46 14.39
6 -0.29 -11.66 -2.73
1E -0.48 -16.38 -7.45
2E -1.07 -31.02 -22.09
3E -0.53 -17.62 -8.69
4E -0.48 -16.38 -7.45
5E 0.61 10.67 19.61
6E -0.43 -15.14 -6.20
2OH -0.69 -17.12
2EOH -1.07 -26.56
3OH -0.37 -9.18
3EOH -0.53 -13.15
2EOH+W -1.07/-0.7 -43.93
3EOH+W -0.53/-0.7 -30.53
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 - 2.09 4.32
2T A - -5.40 -3.16
3T A - -4.02 -1.79
4T A - -3.69 -1.46
5T B - 1.37 3.60
6T B - -2.92 -0.68
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 Stephen A 10-20-25
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
12/19/2025 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
80 ft.
6.00 ft.
74.00 ft.
107.0 plf
79.8 plf
80.4 plf
45.1 plf
3044 lbs
2945 lbs
169.4 plf
128.8 plf
248.2 plf
172.7 plf
212.4 plf
137.0 plf
11.4 plf
8.9 plf
133.7 plf
93.0 plf
4.4 plf
3.1 plf
1.33 ft.
1.33 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 10366 -3727 -650 5989 3044 2945
Negative Internal Pressure 10366 -3727 -650 5989 3044 2945
Roof Pressure = 0 10366 0 0 10366 5356 5009
Min. Pressures (8 psf, 16 psf) 6912 5120 346 12378 6189 6189
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Stephen A 10-20-25
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
12/19/2025 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
80 ft.
3.00 ft.
77.00 ft.
81.8 plf
63.0 plf
57.6 plf
29.5 plf
23.2 lbs
380.2 lbs
2344.4 lbs
2739.9 lbs
6585 lbs
6442 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 7539 5488 0 13026 6585 6442
Negative Internal Pressure 7539 5488 0 13026 6585 6442
Roof Pressure = 0 7539 5488 0 13026 6585 6442
Min. Pressures (8 psf, 16 psf) 6912 5120 0 12032 6016 6016
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Stephen A 10-20-25
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
12/19/2025 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
594 lbs
315 lbs
Max. Horz. ① = 222 lbs
Max. Uplift ① = 594 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 100 1881 189 178 11
Transverse End Zone 171 2601 909 594 315
Longitudinal Int. Zone 131 1734 42 123 -81
Longitudinal End Zone 222 2398 706 525 181
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 Stephen A 10-20-25
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
12/19/2025 5