Project Job Ref.
Section Sheet no./rev.
1
Calc. by Date Chk'd by Date App'd by Date
A 4/10/2023
WIND LOADING
In accordance with ASCE7-10
Using the directional design method
Tedds calculation version 2.1.14
40 ft
28.3 ft
80 ft 40 ft
Plan Elevation
Building data
Type of roof; Hipped
Length of building; b = 80.00 ft
Width of building; d = 40.00 ft
Height to eaves; H = 21.60 ft
Pitch of main slope; 0 = 18.5 deg
Pitch of gable slope; 90 = 18.5 deg
Mean height; h = 24.95 ft
General wind load requirements
Basic wind speed; V = 115.0 mph
Risk category; II
Velocity pressure exponent coef (Table 26.6-1); Kd = 0.85
Exposure category (cl 26.7.3); B
Enclosure classification (cl.26.10); Partially enclosed buildings
Internal pressure coef +ve (Table 26.11-1); GCpi_p = 0.55
Internal pressure coef –ve (Table 26.11-1); GCpi_n = -0.55
Gust effect factor; Gf = 0.85
Minimum design wind loading (cl.27.1.5); pmin_r = 8 lb/ft2
Topography
Type of feature; Escarpment
Dist upwind of crest at half height of hill/esc.; Lh = 50 ft
Height of topographic feature; Htopo = 75 ft
Distance from the crest to the building site; xtopo = -5 ft
Height above ground surface at building site; ztopo = 71.25 ft
Shape and max speed-up factor; K1 = 0.75 (min(Htopo / Lh, 0.5)) = 0.38
Horizontal attenuation factor; = 1.50
Height attenuation factor; = 2.50
Speed-up reduction factor with distance of crest; K2 = max(1 - abs(xtopo) / ( 2 Htopo), 0) = 0.98
Project Job Ref.
Section Sheet no./rev.
2
Calc. by Date Chk'd by Date App'd by Date
A 4/10/2023
Site
37' 6"
37' 6"
50'
Sketch showing topography
Speed up reduction factor equation; K3 = e-z/(2H_topo);
Topographic factor equation; Kzt = (1 + K1 K2 K3)2;
Velocity pressure equation; q = 0.00256 Kz Kzt Kd V2 1psf/mph2;
Velocity pressures table
z (ft) z (ft) Kz (T.27.3-1) z / (2 Htopo) K3 Kzt qz (psf)
15.00 7.50 0.57 0.05 0.88 1.75 28.74
15.00 15.00 0.57 0.10 0.78 1.65 27.11
21.60 18.30 0.63 0.12 0.74 1.61 29.38
24.95 23.28 0.66 0.16 0.68 1.56 29.60
Peak velocity pressure for internal pressure
Peak velocity pressure – internal (as roof press.); qi = 29.60 psf
Pressures and forces
Net pressure; p = q Gf Cpe - qi GCpi;
Net force; Fw = p Aref;
Roof load case 1 - Wind 0, GCpi 0.55, -cpe
Ref. Ext pressure Peak velocity Net pressure Area Net force
Zone height coefficient cpe pressure qp p Aref Fw
(ft) (psf) (psf) (ft2) (kips)
A (-ve) 24.95 -0.56 29.60 -30.42 1265.69 -38.50
B (-ve) 24.95 -0.58 29.60 -30.82 1265.69 -39.01
C (-ve) 24.95 -0.99 29.60 -41.07 164.19 -6.74
D (-ve) 24.95 -0.85 29.60 -37.68 440.81 -16.61
E (-ve) 24.95 -0.55 29.60 -30.11 238.78 -7.19
Total vertical net force; Fw,v = -102.45 kips
Project Job Ref.
Section Sheet no./rev.
3
Calc. by Date Chk'd by Date App'd by Date
A 4/10/2023
Total horizontal net force; Fw,h = 0.16 kips
Walls load case 1 - Wind 0, GCpi 0.55, -cpe
Ref. Ext pressure Peak velocity Net pressure Area Net force
Zone height coefficient cpe pressure qp p Aref Fw
(ft) (psf) (psf) (ft2) (kips)
A1 15.00 0.80 28.74 3.26 1200.00 3.91
A2 15.00 0.80 27.11 2.15 0.00 0.00
A3 21.60 0.80 29.38 3.70 528.00 1.95
B 24.95 -0.50 29.60 -28.86 1728.00 -49.87
C 24.95 -0.70 29.60 -33.89 864.00 -29.28
D 24.95 -0.70 29.60 -33.89 864.00 -29.28
Overall loading
Projected vertical plan area of wall; Avert_w_0 = b H = 1728.00 ft2
Projected vertical area of roof; Avert_r_0 = b d/2 tan(0) - (d/2 tan(0))2 / tan(90) = 402.45 ft2
Minimum overall horizontal loading; Fw,total_min = pmin_w Avert_w_0 + pmin_r Avert_r_0 = 30.87 kips
Leeward net force; Fl = Fw,wB = -49.9 kips
Windward net force; Fw = Fw,wA_1 + Fw,wA_2 + Fw,wA_3 = 5.9 kips
Overall horizontal loading; Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 55.9 kips
Roof load case 2 - Wind 0, GCpi -0.55, -0cpe
Ref. Ext pressure Peak velocity Net pressure Area Net force
Zone height coefficient cpe pressure qp p Aref Fw
(ft) (psf) (psf) (ft2) (kips)
A (+ve) 24.95 -0.08 29.60 14.16 1265.69 17.93
B (+ve) 24.95 -0.58 29.60 1.74 1265.69 2.20
C (+ve) 24.95 -0.18 29.60 11.75 164.19 1.93
D (+ve) 24.95 -0.18 29.60 11.75 440.81 5.18
E (+ve) 24.95 -0.18 29.60 11.75 238.78 2.81
Total vertical net force; Fw,v = 28.48 kips
Total horizontal net force; Fw,h = 5.00 kips
Walls load case 2 - Wind 0, GCpi -0.55, -0cpe
Ref. Ext pressure Peak velocity Net pressure Area Net force
Zone height coefficient cpe pressure qp p Aref Fw
(ft) (psf) (psf) (ft2) (kips)
A1 15.00 0.80 28.74 35.82 1200.00 42.99
A2 15.00 0.80 27.11 34.72 0.00 0.00
A3 21.60 0.80 29.38 36.26 528.00 19.15
B 24.95 -0.50 29.60 3.70 1728.00 6.39
C 24.95 -0.70 29.60 -1.33 864.00 -1.15
D 24.95 -0.70 29.60 -1.33 864.00 -1.15
Project Job Ref.
Section Sheet no./rev.
4
Calc. by Date Chk'd by Date App'd by Date
A 4/10/2023
Overall loading
Projected vertical plan area of wall; Avert_w_0 = b H = 1728.00 ft2
Projected vertical area of roof; Avert_r_0 = b d/2 tan(0) - (d/2 tan(0))2 / tan(90) = 402.45 ft2
Minimum overall horizontal loading; Fw,total_min = pmin_w Avert_w_0 + pmin_r Avert_r_0 = 30.87 kips
Leeward net force; Fl = Fw,wB = 6.4 kips
Windward net force; Fw = Fw,wA_1 + Fw,wA_2 + Fw,wA_3 = 62.1 kips
Overall horizontal loading; Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 60.7 kips
Roof load case 3 - Wind 90, GCpi 0.55, -cpe
Ref. Ext pressure Peak velocity Net pressure Area Net force
Zone height coefficient cpe pressure qp p Aref Fw
(ft) (psf) (psf) (ft2) (kips)
A (-ve) 24.95 -0.39 29.60 -26.10 421.90 -11.01
B (-ve) 24.95 -0.57 29.60 -30.64 421.90 -12.93
C (-ve) 24.95 -0.90 29.60 -38.93 164.19 -6.39
D (-ve) 24.95 -0.90 29.60 -38.93 466.70 -18.17
E (-ve) 24.95 -0.50 29.60 -28.86 1052.79 -30.39
F (-ve) 24.95 -0.30 29.60 -23.83 847.70 -20.20
Total vertical net force; Fw,v = -93.94 kips
Total horizontal net force; Fw,h = 0.61 kips
Walls load case 3 - Wind 90, GCpi 0.55, -cpe
Ref. Ext pressure Peak velocity Net pressure Area Net force
Zone height coefficient cpe pressure qp p Aref Fw
(ft) (psf) (psf) (ft2) (kips)
A1 15.00 0.80 28.74 3.26 600.00 1.96
A2 15.00 0.80 27.11 2.15 0.00 0.00
A3 21.60 0.80 29.38 3.70 264.00 0.98
B 24.95 -0.30 29.60 -23.83 864.00 -20.59
C 24.95 -0.70 29.60 -33.89 1728.00 -58.57
D 24.95 -0.70 29.60 -33.89 1728.00 -58.57
Overall loading
Projected vertical plan area of wall; Avert_w_90 = d H = 864.00 ft2
Projected vertical area of roof; Avert_r_90 = d2/4 tan(0) = 134.15 ft2
Minimum overall horizontal loading; Fw,total_min = pmin_w Avert_w_90 + pmin_r Avert_r_90 = 14.90 kips
Leeward net force; Fl = Fw,wB = -20.6 kips
Windward net force; Fw = Fw,wA_1 + Fw,wA_2 + Fw,wA_3 = 2.9 kips
Overall horizontal loading; Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 24.1 kips
Roof load case 4 - Wind 90, GCpi -0.55, +cpe
Ref. Ext pressure Peak velocity Net pressure Area Net force
Zone height coefficient cpe pressure qp p Aref Fw
(ft) (psf) (psf) (ft2) (kips)
A (+ve) 24.95 0.09 29.60 18.63 421.90 7.86
Project Job Ref.
Section Sheet no./rev.
5
Calc. by Date Chk'd by Date App'd by Date
A 4/10/2023
Ref. Ext pressure Peak velocity Net pressure Area Net force
Zone height coefficient cpe pressure qp p Aref Fw
(ft) (psf) (psf) (ft2) (kips)
B (+ve) 24.95 -0.57 29.60 1.92 421.90 0.81
C (+ve) 24.95 -0.18 29.60 11.75 164.19 1.93
D (+ve) 24.95 -0.18 29.60 11.75 466.70 5.48
E (+ve) 24.95 -0.18 29.60 11.75 1052.79 12.37
F (+ve) 24.95 -0.18 29.60 11.75 847.70 9.96
Total vertical net force; Fw,v = 36.43 kips
Total horizontal net force; Fw,h = 2.24 kips
Walls load case 4 - Wind 90, GCpi -0.55, +cpe
Ref. Ext pressure Peak velocity Net pressure Area Net force
Zone height coefficient cpe pressure qp p Aref Fw
(ft) (psf) (psf) (ft2) (kips)
A1 15.00 0.80 28.74 35.82 600.00 21.49
A2 15.00 0.80 27.11 34.72 0.00 0.00
A3 21.60 0.80 29.38 36.26 264.00 9.57
B 24.95 -0.30 29.60 8.73 864.00 7.54
C 24.95 -0.70 29.60 -1.33 1728.00 -2.30
D 24.95 -0.70 29.60 -1.33 1728.00 -2.30
Overall loading
Projected vertical plan area of wall; Avert_w_90 = d H = 864.00 ft2
Projected vertical area of roof; Avert_r_90 = d2/4 tan(0) = 134.15 ft2
Minimum overall horizontal loading; Fw,total_min = pmin_w Avert_w_90 + pmin_r Avert_r_90 = 14.90 kips
Leeward net force; Fl = Fw,wB = 7.5 kips
Windward net force; Fw = Fw,wA_1 + Fw,wA_2 + Fw,wA_3 = 31.1 kips
Overall horizontal loading; Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 25.8 kips
Project Job Ref.
Section Sheet no./rev.
6
Calc. by Date Chk'd by Date App'd by Date
A 4/10/2023
15 ft
E
20 ft
12.5 ft
D
20 ft
12.5 ft
C
Wind - 0o
Plan view - Hipped roof
A3
A2
2 1 .6 ft
A1
80 ft
Windward face
21 .6 ft
21 .6 ft
C B
40 ft 80 ft
Side face Leeward face
Project Job Ref.
Section Sheet no./rev.
7
Calc. by Date Chk'd by Date App'd by Date
A 4/10/2023
Wind - 90o
A B
C D E F
Plan view - Hipped roof
A3
21 .6 ft
A2
A1
40 ft
Windward face
21 .6 ft
21 .6 ft
C B
80 ft 40 ft
Side face Leeward face
