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Wind Load Report - Wolf Creek Ski Area

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 115 mph
Exposure Category: C  
Enclosure Class: Partially Enclosed  
Building Width (W): 50 ft.
Building Length (L): 100 ft.
Eave Height (he): 25.2 ft.
Foundation Height (hf): 0 ft.
Roof Pitch: 5 /12
Eave Overhang (OHe): 0 ft.
Gable Overhang (OHg): 0 ft.

2. Parameters & Coefficients

Topographic Factor (Kzt): 1.3
Directionality Factor (Kd): .85
Roof Angle (θ): 22.62 deg.
Mean Roof Height (h): 30.41 ft.
Ridge Height (hr): 35.62 ft.
Pos. Internal Pressure (+GCpi): +0.55  
Neg. Internal Pressure (-GCpi): -0.55  
Velocity Pressure Exp. Coeff. (Kh): 0.99 @ z=h
Velocity Pressure (qh): 36.85 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: 5 psf
Bottom Chord Dead Load: 5 psf
Truss/Rafter Spacing: 12 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 -0.45 40.09
2 -0.45 -37.01 3.53
3 -0.47 -37.47 3.06
4 -0.41 -35.54 5.00
1E 0.77 8.15 48.69
2E -0.72 -46.76 -6.23
3E -0.65 -44.15 -3.61
4E -0.60 -42.31 -1.77
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 Summit Engineering Co Alamosa, CO 260317MBP
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/12/2026 1
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Load Case B: Longitudinal Direction
Surface GCpf Design Pressure (psf)
(w/ +GCpi) (w/ -GCpi)
1 -0.45 -36.85 3.69
2 -0.69 -45.70 -5.16
3 -0.37 -33.90 6.63
4 -0.45 -36.85 3.69
5 0.40 -5.53 35.01
6 -0.29 -30.96 9.58
1E -0.48 -37.96 2.58
2E -1.07 -59.70 -19.16
3E -0.53 -39.80 0.74
4E -0.48 -37.96 2.58
5E 0.61 2.21 42.75
6E -0.43 -36.11 4.42
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 - -0.11 10.02
2T A - -9.25 0.88
3T A - -9.37 0.77
4T A - -8.88 1.25
5T B - -1.38 8.75
6T B - -7.74 2.40
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 Summit Engineering Co Alamosa, CO 260317MBP
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/12/2026 2
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5. Wind Load Calculations


1.) Lateral Loads - Transverse Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
100 ft.
6.00 ft.
94.00 ft.
319.9 plf
268.6 plf
61.6 plf
-3.4 plf
13974 lbs
13427 lbs
275.9 plf
234.2 plf
292.3 plf
231.3 plf
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 27224 177 0 27401 13974 13427
Negative Internal Pressure 27224 177 0 27401 13974 13427
Roof Pressure = 0 27224 0 0 27224 13940 13284
Min. Pressures (8 psf, 16 psf) 12096 5000 0 17096 8548 8548
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Summit Engineering Co Alamosa, CO 260317MBP
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/12/2026 3
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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.
273.0 plf
234.0 plf
16.7 plf
-41.8 plf
43.1 lbs
419.6 lbs
1538.4 lbs
1986.5 lbs
7090 lbs
6802 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 9904 3988 0 13892 7090 6802
Negative Internal Pressure 9904 3988 0 13892 7090 6802
Roof Pressure = 0 9904 3988 0 13892 7090 6802
Min. Pressures (8 psf, 16 psf) 6048 2500 0 8548 4274 4274
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads Summit Engineering Co Alamosa, CO 260317MBP
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/12/2026 4
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3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
535 lbs
516 lbs
Max. Horz. ① = 124 lbs
Max. Uplift ① = 665 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 -3 1117 805 401 404
Transverse End Zone 16 1364 1051 535 516
Longitudinal Int. Zone 74 1194 881 485 397
Longitudinal End Zone 124 1492 1180 665 515
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 12" 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 Summit Engineering Co Alamosa, CO 260317MBP
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
4/12/2026 5