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

Wind Load Report - 45Thurston Ave

1. Site & Building Data

Roof Type: Gable  
Wind Speed (ult): 115 mph
Exposure Category: B  
Enclosure Class: Enclosed  
Building Width (W): 22 ft.
Building Length (L): 30 ft.
Eave Height (he): 10 ft.
Foundation Height (hf): 2 ft.
Roof Pitch: 14 /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): 49.40 deg.
Mean Roof Height (h): 16.42 ft.
Ridge Height (hr): 22.83 ft.
Pos. Internal Pressure (+GCpi): +0.18  
Neg. Internal Pressure (-GCpi): -0.18  
Velocity Pressure Exp. Coeff. (Kh): 0.70 @ z=h
Velocity Pressure (qh): 20.16 psf
End Zone Width (a): 3.00 ft.
Zone 2/2E Dist.: 11.00 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: 16 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 0.56 7.66 14.92
2 0.24 1.29 8.55
3 -0.42 -12.18 -4.92
4 -0.37 -11.09 -3.83
1E 0.69 10.28 17.54
2E 0.31 2.64 9.90
3E -0.53 -14.22 -6.96
4E -0.48 -13.31 -6.05
2OH 0.24 4.92
2EOH 0.31 6.27
3OH -0.42 -8.55
3EOH -0.53 -10.59
2OH+W 0.24/-0.7 -9.19
2EOH+W 0.31/-0.7 -7.84
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 2025D30
Norman J Abraham, P.E. NJA Engineering
941 New Road
ph. 7165721140    www.website.com 		-
2/3/2025 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 -12.70 -5.44
2 -0.69 -17.54 -10.28
3 -0.37 -11.09 -3.83
4 -0.45 -12.70 -5.44
5 0.40 4.44 11.69
6 -0.29 -9.48 -2.22
1E -0.48 -13.31 -6.05
2E -1.07 -25.20 -17.94
3E -0.53 -14.31 -7.06
4E -0.48 -13.31 -6.05
5E 0.61 8.67 15.93
6E -0.43 -12.30 -5.04
2OH -0.69 -13.91
2EOH -1.07 -21.57
3OH -0.37 -7.46
3EOH -0.53 -10.69
2EOH+W -1.07/-0.7 -35.69
3EOH+W -0.53/-0.7 -24.80
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 - 1.92 3.73
2T A - 0.32 2.14
3T A - -3.05 -1.23
4T A - -2.77 -0.96
5T B - 1.11 2.92
6T B - -2.37 -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 2025D30
Norman J Abraham, P.E. NJA Engineering
941 New Road
ph. 7165721140    www.website.com 		-
2/3/2025 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
30 ft.
6.00 ft.
24.00 ft.
31.9 plf
26.6 plf
24.7 plf
18.4 plf
2573 lbs
2351 lbs
109.5 plf
93.8 plf
-20.3 plf
-10.0 plf
-48.3 plf
-37.9 plf
5.5 plf
6.4 plf
81.5 plf
65.8 plf
7.4 plf
6.0 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 1420 3269 236 4925 2573 2351
Negative Internal Pressure 1420 3269 236 4925 2573 2351
Roof Pressure = 0 1420 0 0 1420 738 682
Min. Pressures (8 psf, 16 psf) 1152 1848 302 3302 1651 1651
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2025D30
Norman J Abraham, P.E. NJA Engineering
941 New Road
ph. 7165721140    www.website.com 		-
2/3/2025 3
Subject
Customer
Location
Job No.
Engr.
Rev.
Date
Page

2.) Lateral Loads - Longitudinal Direction:


Lateral Loads on Roof Diaphragm with Positive Internal Pressure
22 ft.
3.00 ft.
19.00 ft.
29.5 plf
22.7 plf
20.8 plf
10.6 plf
66.0 lbs
233.7 lbs
311.6 lbs
589.1 lbs
1024 lbs
962 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 785 1201 0 1986 1024 962
Negative Internal Pressure 785 1201 0 1986 1024 962
Roof Pressure = 0 785 1201 0 1986 1024 962
Min. Pressures (8 psf, 16 psf) 845 1355 0 2200 1100 1100
a) Bottom half of wall neglected in tributary area calculations.
b) Strength design values multiplied by 0.6 to obtain ASD values.
Wind Loads 2025D30
Norman J Abraham, P.E. NJA Engineering
941 New Road
ph. 7165721140    www.website.com 		-
2/3/2025 4
Subject
Customer
Location
Job No.
Engr.
Rev.
Date
Page

3.) Roof Truss Reactions:


Roof Truss/Rafter Reactions: Transverse End Zone
-171 lbs
-95 lbs
Max. Horz. ① = 176 lbs
Max. Uplift ① = 24 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 -138 110 -273 -166 -107
Transverse End Zone -176 117 -266 -171 -95
Longitudinal Int. Zone 72 269 -113 -40 -74
Longitudinal End Zone 122 374 -9 24 -33
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 16" 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 2025D30
Norman J Abraham, P.E. NJA Engineering
941 New Road
ph. 7165721140    www.website.com 		-
2/3/2025 5