HomeMy WebLinkAboutWind Load Reaction CalculationsHULSBERG
ENGINEERING
Residential and Commercial Structural Engineers
January 5, 2016 t g,L,
i� Yfi",y7j y4Yd V�
Delta Cooling Towers, Inc.
185 US Highway 206 —
Roxbury Township, New Jersey 07836
JUL 13 `'020
Re: Wind Load Reaction Calculations
Paragon Series Cooling Towers ST. Lucie County, Permitting
To Whom It May Concern:
We have completed calculations for determining lug anchorage reactions of the subject cooling
towers in accordance with the International Building Code (IBC) and the American Society of
Civil Engineers "Minimum Design Loads for Buildings and Other Structures" (ASCE 7-10).
Enclosed with this letter is a summary of the lug reactions for a single unit at varying wind
speeds ranging from 135 miles per hour (mph) to 205 mph. The 205 mph wind speed represents
the highest design wind speed in the United States according to the ASCE 7-10 wind contours.
The towers were separated to correspond with the matching groups contained within the
provided information. Calculations have been provided for each grouping.
In all cases, the calculated wind loads exceeded the calculated seismic loads. Therefore, only the
wind load reactions are presented. Additionally, separate calculations are included to account for
the slightly different provisions per ASCE for rooftop mounted applications.
If you have any questions concerning this information, please feel free to contact my office at
your convenience.
`0.,...
Sincerely, 1
,,�°��(D S; S/ij.....,,,�A
Digitally signed by Floyd Simpson ir
Date:2016.OL�6-11,35:06-05'00' t• 1`1o.50791
Floyd S. Simpson, P.E 7 OF
FL PE 50791
Enclosure
11481 Old St. Augustine Rd., Suite 202, Jacksonville, Florida 32258
Phone (904) 886-2401, Fax (904) 260-4367, FL CA No. 25846
Project: Paragon Series -Ground
Design: FSS Check: MJB
Date: 1/5/16
Paragon Series Cooling Towers - 551, 70 I, and 85 1 Towers
(Ground Mounted Applications)
Basic weights and dimensions
Wempty := 1180•lb
Wfull 3980 • Ib
Width:= 6.97•ft
Depth := 6.97 • ft
Height:= 12.16-ft
LugSep := 4.91 -ft
lb
A:_ 2
ft
Empty weight of tower (lightest of series group)
Full weight of tower (lightest of series group)
Width (normal to wind)
Depth (parallel to wind)
Lug separation distance (parallel to wind i.e., short direction)
Wind calculations perASCE 7-10
KZ := 0.85
KZt:= 1
Kd 0.95
ORIGIN = I
i:= 1..9
135
145
155
165
Y,:= 175 mph
185
186
195
205
From Table 29.3-1 for Exposure C
Topographic factor
From Table 26.6-1 for round or hexagonal structure
Basic wind speed
Hulsberg Engineering, Inc.
Page 1 of 4
(904)886-2401
Project: Paragon Series - Ground
Design: FSS Check: MJB
Date: 1 /5/16
37.67
43.46
49.66
56.28
qZ = 63.31
70.75
71.52
78.61
86.87
l2
qz:= 0.00256•psf-KZ KZt,Kd' h/ Velocity pressure (Eqn 29.3-1)
P
G := 0.85 Gust effect factor
Cf:= 1.0 Force coefficient from Figure 29.5-1
Af:= Width Height Projected area
Af = 84.76 ft2
,tF;�= qz-G Cf-Af•0.6Design wind force (Eqn 29.5-1) converted to Service Load by 0.6
factor
F=1
1878.7
2146.8
2432.7
2736.5
3058.2
3091.3
3397.7
Conversion from Strength Design to Allowable Stress Design Notes:
Ito provisions.
ASCE 7-10 design wind speeds and associated forces are based on Strength Design
provisions. A factor of 0.6 is used to convert Strength Design to Allowable Stress (i.e.,
Service Load) values.
Mot := F. Height Applied overturning moment
2
9901.25
11422.43
13052.27
14790.76
Mot = 16637.91
18593.71
18795.27
20658.17
22831.28
LugSep
Mres := 0.6-wempty, 2 Resisting moment due to dead load
Mres= 1738.14ft-lb
I ft- lb
Hulsberg Engineering, Inc. Page 2 of 4 (904) 886-2401
Project: Paragon Series -Ground
Design: FSS Check: MJB
Date: 1/5/16
Mnet Mot — Mres
8163.11
9684.29
11314.13
13052.62
Mnet = 14899.77
16855.57
17057.13
18920.03
21093.14
Mnet
Fside Lug -Sep
Fside
Flug . 2
135
145
155
165
V = 175 mph
185
186
195
205
Ift•lb
Net moment
Force on tension side at lug locations
Fside = 1
Tension force each lug (two lugs per side)
1662.55
1972.36
2304.3
2658.37
3034.58
3432.91
3473.96
3853.37
117
831
830
986
990
1152
1150
1329
\lI
1330
Flug =
1517
(Flu,
Ib ��:= round,-1 f -lb Flug =
1520
l
1716
1720
1737
(Round to nearest 10 lb)
1740
1927
1930
2148
2150
Seismic Calculation Notes:
m
The design wind force for 135 mph (lowest wind speed calculated) is equivalent to approximately 40% of the tower's full
weight. By inspection, seismic base shear loads will not approach this percentage regardless of seismic category.
Therefore, wind calculations will control for all wind speed and seismic category combinations.
Hulsberg Engineering, Inc. Page 3 of 4 (904) 886-2401
u
Project: Paragon Series -Ground
Design: FSS Check: MJB
Date: 1 /5/16
Summary of Calculations - 55 1,70 I, and 85 [Towers
Basic weights and dimensions
Wempty = 1180lb Empty weight of tower (lightest of series group)
Wfull = 39801b Full weight of tower (lightest of series group)
Width = 6.97 ft Width (normal to wind)
Depth = 6.97 ft Depth (parallel to wind)
Height = 12.16 ft
LugSep = 4.91 ft Lug separation distance (parallel to wind i.e., short direction)
Lug Reactions (per lug) for Ground Mounted Applications
ASCE 7-10 wind speeds with reactions converted to service load values
135
830
145
990
155
1150
165
1330
V =
175
mph Flug =
1520
185
1720
186
1740
195
1930
205
2150
Hulsberg Engineering, Inc.
Is
Page 4 of 4
(904)886-2401
Project: Paragon Series - Roof -Too
Design: FSS Check: MJB
Date: 1/5/16
Paragon Series Cooling Towers - 551, 70 I, and 85 1 Towers
(Roof -Top Applications - 60 ft building height)
Basic weights and dimensions
Wempty := 1180 Ib
Wfull 3980 - Ib
Width:= 6.97•ft
Depth = 6.97•ft
Height:= 12.16•ft
LugSep := 4.91 -ft
lb
ft
Empty weight of tower (lightest of series group)
Full weight of tower (lightest of series group)
Width (normal to wind)
Depth (parallel to wind)
Lug separation distance (parallel to wind i.e., short direction)
Wind calculations perASCE 7-10
KZ := 1.13 From Table 29.3-1 for Exposure C at 60 ft height
KZt = 1 Topographic factor
Kd = 0.95 From Table 26.6-1 for round or hexagonal structure
ORIGIN = 1
i:= 1..9
135
145
155
165
V:= 175 mph Basic wind speed
185
186
195
205
Hulsberg Engineering, Inc. Page 1 of 5 (904) 886-2401
Project: Paragon Series - Roof -Too
Design: FSS Check: MJB
Date: 1/5/16
qh=I
50.09
57.78
66.02
74.82
84.16
94.06
95.08
104.5
115.49
(mph)
2
qh:= 0.00256•psf•Kz•Kzt•Kd•I m h)
Ib Velocity pressure (Eqn 29.3-1) at 60 ft height
ft2
Roof -top equipment horizontal forces
LateralGCr:= 1.9
Af:= Width -Height Projected vertical area Ar:= Width -Depth Projected horizontal area
Af = 84.76 ft2 Ar = 48.58 ft2
,,,N gh•LateralGCr•Af•0.6 Design lateral wind force (Eqn 29.5-2) using GCr per notes and
converted to Service Load by 0.6 factor
4839.3
5582.8
6379.4
7229
F = 8131.8 lb
9087.8
9186.3
10096.8
11158.9
Height
Mot: F 2
Conversion from Strength Design to Allowable Stress Design Notes:
The ASCE 7-10 design wind speeds and associated forces are based on Strength Design
provisions. A factor of 0.6 is used to convert Strength Design to Allowable Stress (i.e.,
Service Load) values.
Applied overturning moment
LugSep
Mres:= 0.6 Wempty' 2
Mres= 1738.14ft•lb
Resisting moment due to dead load
Mot =
29422.82
33943.2
38786.46
43952.61
49441.64
55253.56
55852.51
61388.36
67846.04
I ft•lb
Hulsberg Engineering, Inc. Page 2 of 5 (904) 886-2401
Project: Paragon Series - Roof -Top
Design: FSS Check: MJB
Date: 1 /5/16
Mnet Mot - Mres Net moment
Mnet =
27684.68
32205.06
37048.32
42214.47
47703.5 ft•lb
53515.42
54114.37
59650.22
66107.9
Roof -top equipment uplift forces
VerticalGCr:= 1.5
TotalFup := gh•VerticalGCr•Ar- 0.6
2189.9
2526.3
2886.8
3271.3
TotalFup = 3679.8 lb
4112.4
4157
4569
Fuplug := TotalFup
4
1
2 Mnet
Fsidelug LugSep
2819.21
3279.54
3772.74
4298.83
Fsidelug = 4857.79
5449.64
5510.63
6074.36
6731.97
m
Force on tension side at lug locations
(two lugs per side_
Design uplift wind force (Eqn 29.5-3) using GCr per notes and
converted to Service Load by 0.6 factor
547.5
631.6
721.7
817.8
Fuplug = 920
1028.1
1039.2
1142.2
1262.4
Ir
Hulsberg Engineering, Inc. Page 3 of 5 (904) 886-2401
Project: Paragon Series - Roof -Top
Design: FSS Check: MJB
Date: 1 /5/16
Flug Fsidelug + Fuplug
PA
145
155
165
175
185
136
195
I•mph Flug=I
Tension force each lug (overturning + uplift)
3367
3911
4494
5117 l
F 5778 lb L:kg round lbg,—I -lb
6478 �
6550 (Round to nearest 10 lb)
7217
7994
Flug =
3370
3910
4490
5120
5780
6480
6550
7220
7990
M
Seismic Calculation Notes:
The design wind force for 135 mph (lowest wind speed calculated) is equivalent to approximately 40% of the tower's full
weight. By inspection, seismic base shear loads will not approach this percentage regardless of seismic category.
Therefore, wind calculations will control for all wind speed and seismic category combinations.
Hulsberg Engineering, Inc. Page 4 of 5 (904) 886-2401
Project: Paragon Series - Roof -Top
Design: FSS Check: MJB
Date: 1016
Summary of Calculations - 55 1. 70 I, and 85 1 Towers
Basic weights and dimensions
Wempty = 1180lb Empty weight of tower (lightest of series group)
Wfull = 3980113 Full weight of tower (lightest of series group)
Width 6.97 ft Width (normal to wind)
Depth = 6.97ft Depth (parallel to wind)
Height = 12.16 ft
LugSep = 4.91 ft Lug separation distance (parallel to wind i.e., short direction)
Lug Reactions (per lug) for Ground Mounted Applications
ASCE 7-10 wind speeds with reactions converted to service load values
145
3910
155
4490
165
5120
V =
175
•mph Flug =
5780
185
6480
186
6550
195
7220
205
7990
Hulsberg Engineering, Inc. Page 5 of 5 (904) 886-2401
Project: Paragon Series -Ground
Design: FSS Check: MJB
Date: 1/6/16
Paragon Series Cooling Towers - 100 I, and 125 1 Towers
(Ground Mounted Applications)
Basic weights and dimensions
Wempty 1510•lb Empty weight of tower (lightest of series group)
Wfull 4235•lb Full weight of tower (lightest of series group)
Width = 6.97•ft Width (normal to wind)
Depth = 6.97•ft Depth (parallel to wind)
Height:= 12.16•ft
LugSep := 4.91 •ft Lug separation distance (parallel to wind i.e., short direction)
lb
,fit,=
flz
Wind calculations perASCE 7-10
KZ = 0.85
KZt:= I
Kd := 0.95
ORIGIN = 1
1..9
135
145
155
165
I:= 175 mph
185
186
195
From Table 29.3-1 for Exposure C
Topographic factor
From Table 26.6-1 for round or hexagonal structure
Basic wind speed
Hulsberg Engineering,Inc. Page 1 of 4 (904) 886-2401
Project: Paragon Series -Ground
Design: FSS Check: MJB
Date: 1/5/16
43.46
49.66
56.28
lb
qZ = 63.31 -
70.75
ft2
71.52
78.61
86.87
2
( \
qZ = 0.00256•psf KZ•KZt Kd-1 hhJ Velocity pressure (Eqn 29.3-1)
P
&.= 0.85 Gust effect factor
Ct:= 1.0 Force coefficient from Figure 29.5-1
Af:= Width Height Projected area
Af = 84.76 ft2
hF�N= gZ•G-Cf-Af•0.6 Design wind force (Eqn 29.5-1) converted to Service Load by 0.6
factor
F=1
1628.5
1878.7
2146.8
2432.7
2736.5
3058.2
3091.3
3397.7
Conversion from Strength Design to Allowable Stress Design Notes:
lb The ASCE 7-10 design wind speeds and associated forces are based on Strength Design
provisions. A factor of 0.6 is used to convert Strength Design to Allowable Stress (i.e.,
Service Load) values.
Mot := F Height2 Applied overturning moment
9901.25
11422.43
13052.27
14790.76
Mot = 16637.91 ft•lb
18593.71
18795.27
20658.17
22831.28
Mres LugSep 0 6'wempty' 2 Resisting moment due to dead load
Mres = 2224.23 ft•lb
Hulsberg Engineering, Inc. Page 2 of 4 (904) 886-2401
Project: Paraqon Series - Ground
Design: FSS Check: MJB
Date: 1 /5/16
Mnet Mot —Mres
7677.02
9198.2
10828.04
12566.53
Mnet= 14413.68
16369.48
16571.04
18433.94
20607.05
Mnet
Fside LugSep
Fside
Flug . 2
135
145
155
165
V = 175 •mph
185
186
195
205
I ft-lb
Net moment
Force on tension side at lug locations
Flug =
1563.55
1873.36
2205.3
2559.37
Fside = 2935.58 lb
3333.91
3374.96
3754.37
4196.96
Tension force each lug (two lugs per side)
782
937
1103
1280 1468 lb �, round�Flbg,-ll lb
1667
1687 1 (Round to nearest 10 lb)
1877
780
940
1100
1280
Flug = 1470 lb
1670
1690
1880
2100
Seismic Calculation Notes:
The design wind force for 135 mph (lowest wind speed calculated) is equivalent to approximately 40% of the tower's full
weight. By inspection, seismic base shear loads will not approach this percentage regardless of seismic category.
Therefore, wind calculations will control for all wind speed and seismic category combinations.
Hulsberg Engineering, Inc. Page 3 of 4 (904) 886-2401
Project: Paragon Series -Ground
Design: FSS Check: MJB
Date: 1 /5/16
Summary of Calculations -100 1 and 125 1 Towers
Basic weights and dimensions
Wempty = 15101b Empty weight of tower (lightest of series group)
Wfull = 4235lb Full weight of tower (lightest of series group)
Width = 6.97ft Width (normal to wind)
Depth = 6.97ft Depth (parallel to wind)
Height = 12.16 ft
LugSep = 4.91 ft Lug separation distance (parallel to wind i.e., short direction)
Lug Reactions (per lug) for Ground Mounted Applications
ASCE 7-10 wind speeds with reactions converted to service load values
135
780
145
940
155
1100
165
1280
V =
175
•mph Flug =
1470
lb
185
1670
186
1690
195
1880
Hulsberg Engineering, Inc. Page 4 of 4 (904) 886-2401
Project: Paragon Series - Roof -Too
Design: FSS Check: MJB
Date: 1 /5/16
Paragon Series Cooling Towers -100 1 and 125 1 Towers
(Roof -Top Applications - 60 ft building height)
Basic weights and dimensions
Wempty 1510•lb Empty weight of tower (lightest of series group)
Wfull 4235•lb Full weight of tower (lightest of series group)
Width := 6.97 ft Width (normal to wind)
Depth := 6.97•ft Depth (parallel to wind)
Height:= 12.16•ft
LugSep := 4.91 -ft Lug separation distance (parallel to wind i.e., short direction)
lb
U_—
f?
Wind calculations perASCE 7-10
KZ := 1.13 From Table 29.3-1 for Exposure C at 60 ft height
KZt:= 1 Topographic factor
Kd := 0.95 From Table 26.6-1 for round or hexagonal structure
ORIGIN = 1
i:= 1..9
135
145
155
165
YI:= 175 mph Basic wind speed
185
186
195
Hulsberg Engineering, Inc. Page 1 of 5 (904) 886-2401
Project: Paragon Series - Roof -Too
Design: FSS Check: MJB
Date: 115l16
50.09
57.78
66.02
74.82
lb
qh = 84.16 -
94.06 ft2
95.08
104.5
115.49
r V 2
qh:= 0.00256•psf•Kz•Kzt•Kd•I mph
P
Velocity pressure (Eqn 29.3-1) at 60 ft height
Roof -top equipment horizontal forces
LateralGCr = 1.9
Af:= Width -Height Projected vertical area Ar:= Width -Depth Projected horizontal area
Af = 84.76 ft2 Ar = 48.58 ft2
FF�-- gh•LateralGCr•Af•0.6 Design lateral wind force (Eqn 29.5-2) using GCr per notes and
converted to Service Load by 0.6 factor
4839.3
Conversion from Strength Design to Allowable Stress Design Notes:
5582.8
The ASCE 7-10 design wind speeds and associated forces are based on Strength Design
6379.4
provisions. A factor of 0.6 is used to convert Strength Design to Allowable Stress (i.e.,
7229
Service Load) values.
F =
8131.8
lb
9087.8
9186.3
10096.8
1158.9
Mot:= F. Height2 Applied overturning moment
LugSep
Mres:= 0.6-WemPty• 2
Mres = 2224.23 ft•lb
Resisting moment due to dead load
29422.82
33943.2
38786.46
43952.61
Mot= 49441.64 ft•lb
55253.56
55852.51
61388.36
67846.04
Hulsberg Engineering, Inc. Page 2 of 5 (904) 886-2401
Project: Paragon Series - Roof -Top
Design: FSS Check: MJB
Date: 1 /5/16
Mnet Mot - Mres Net moment
Mnet= I
31718.97
36562.23
41728.38
47217.41 ft•lb
53029.33
53628.28
59164.13
65621.81
Roof -top eaui=ent uplift forces
VerticalGCr:= 1.5
TotalFup := gh VerticalGCr-Ar- 0.6
TotalFup =
2189.9
2526.3
2886.8
3271.3
3679.8 lb
4112.4
4157
4569
5049.6
Fuplug := TotalFup
4
1
2 Mnet
Fsidelug:= LugSep
Fsidelug =
2769.71
3230.04
3723.24
4249.33
4808.29
5400.14
5461.13
6024.86
6682.47
R.
Force on tension side at lug locations
(two lugs per side_
Design uplift wind force (Eqn 29.5-3) using GCr per notes and
converted to Service Load by 0.6 factor
547.5
631.6
721.7
817.8
Fuplug = 920
1028.1
1039.2
1142.2
•Hulsberg Engineering, Inc. Page 3 of 5 (904) 886-2401
Project: Paragon Series - Roof -Top
Design: FSS Check: MJB
Date: 1 /5/16
Flug Fsidelug + Fuplug
I,YA
Tension force each lug (overturning + uplift)
135
3317•
145
3862
155
4445
165
5067
175
•mph Flug—
5728
185
6428
186
6500
195
7167
205
7945
lb F = round (Flbg ,-1) lb
Seismic Calculation Notes:
(Round to nearest 10 lb)
Flug =
3860
4440
5070
5730 lb
6430
6500
7170
The design wind force for 135 mph (lowest wind speed calculated) is equivalent to approximately 40% of the tower's full
weight. By inspection, seismic base shear loads will not approach this percentage regardless of seismic category.
Therefore, wind calculations will control for all Wnd speed and seismic category combinations.
Hulsberg Engineering, Inc. Page 4 of 5 (904) 886-2401
Project: _Paragon Series - Roof -Top
Design: FSS Check: MJB
Date: 1 /5/16
Summary of Calculations -100 1 and 1251 Towers
Basic weights and dimensions
Wempty = 15101b Empty weight of tower (lightest of series group)
Wfull = 4235lb Full weight of tower (lightest of series group)
Width = 6.97 ft Width (normal to wind)
Depth = 6.97ft . Depth (parallel to wind)
Height= 12.16ft
LugSep = 4.91 ft Lug separation distance (parallel to wind i.e., short direction)
Lug Reactions (per lug) for Ground Mounted Applications
ASCE 7-10 wind speeds with reactions converted to service load values
135
3320
145
3860
155
4440
165
5070
V =
175
•mph Flug =
5730
lb
185
6430
186
6500
195
7170
205
7940
Hulsberg Engineering, Inc. Page 5 of 5 (904) 886-2401
Project: Paragon Series - Ground
Design: FSS Check: MJB
Date: 1/5/16
Paragon Series Cooling Towers - 150 I, and 175 1 Towers
(Ground Mounted Applications)
Basic weights and dimensions
Wempty 1785•lb Empty weight of tower (lightest of series group)
Wfull 5570•lb Full weight of tower (lightest of series group)
Width := 7.85 ft Width (normal to wind)
Depth := 7.85-ft Depth (parallel to wind)
Height:= 14.79•ft
LugSep := 5.5-ft Lug separation distance (parallel to wind i.e., short direction)
lb
�'= 2
ft
Wind calculations perASCE 7-10
KZ := 0.85
KZt := I
Kd := 0.95
ORIGIN = 1
i:= 1..9
135
145
155
165
/ 175
185
186
195
205
From Table 29.3-1 for Exposure C
Topographic factor
From Table 26.6-1 for round or hexagonal structure
Basic wind speed
Hulsberg Engineering, Inc. Page 1 of 4 (904) 886-2401
Project: Paragon Series - Ground
Design: FSS Check: MJB
Date: 115116
37.67
43.46
49.66
56.28
qZ = 63.31
70.75
71.52
78.61
86.87
Ib
ft2
r 2
qZ := 0.00256•psf•KZ•KZt•Kd•I h� Velocity pressure (Eqn 29.3-1)
l P
&:= 0.85 Gust effect factor
Cf 1.0 Force coefficient from Figure 29.5-1
Af:= Width -Height Projected area
Af = 116.1 ft2
VFW gZ•G•Cf•Af-0.6 Design wind force (Eqn 29.5-1) converted to Service Load by 0.6
factor
F=1
2573.5
2940.7
3332.4
3748.6
4189.2
4234.6
4654.4
5144
Conversion from Strength Design to Allowable Stress Design Notes:
lb The ASCE 7-10 design wind speeds and associated forces are based on Strength Design
provisions. A factor of 0.6 is used to convert Strength Design to Allowable Stress (i.e.,
Service Load) values.
Height
Mot F. 2 Applied overturning moment
16496.67
19031.13
21746.64
24643.17
Mot = 27720.74
30979.34
31315.16
34418.97
38039.64
Mres 0.6-Wempty• LugSep Resisting moment due to dead load
2
Mres = 2945.25 ft•lb
I ft•lb
Hulsberg Engineering, Inc. Page 2 of 4 (904) 886-2401
Project: Paragon Series -Ground
Design: FSS Check: MJB
Date: 1 /5/16
Mnet Mot — Mres
13551.42
16085.88
18801.39
21697.92
Mnet= 24775.49 ft-lb
28034.09
28369.91
31473.72
Mnet
Fside LugSep
Fside
Flug . 2
135
145
155
165
V = 175 •mph
185
186
195
205
Net moment
2463.89
2924.71
3418.43
3945.08
Force on tension side at lug locations Fside = 4504.63
5097.11
5158.16
5722.5
6380.8
Tension force each lug (two lugs per side)
1232
1462
1709
1973
Flug = 2252 lb
2549
2579
2861
3190
round(
Flbg'-1)•Ib
(Round to nearest 10 lb)
117
1230
1460
1710
1970
Flug = 2250
2550
2580
2860
3190
Seismic Calculation Notes:
The design wind force for 135 mph (lowest wind speed calculated) is equivalent to approximately 40% of the tower's full
weight. By inspection, seismic base shear loads will not approach this percentage regardless of seismic category.
Therefore, wind calculations will control for all wind speed and seismic category combinations.
Hulsberg Engineering, Inc. Page 3 of 4 (904) 886-2401
Project: Paragon Series - Ground
Design: FSS Check: MJI3
Date: 1/5/16
Summary of Calculations -1501 and 175 1 Towers
Basic weights and dimensions
Wempty = 1785lb
Empty weight of tower (lightest of series group)
Wfull = 55701b
Full weight of tower (lightest of series group)
Width = 7.85 ft
Width (normal to wind)
Depth = 7.85 ft Depth (parallel to wind)
Height = 14.79 ft
LugSep = 5.5ft Lug separation distance (parallel to wind i.e., short direction)
Lug Reactions (per lug) for Ground Mounted Applications
ASCE 7-10 wind speeds with reactions converted to service load values
135
1230
145
1460
155
1710
165
1970
V =
175
mph Flug =
2250
lb
185
2550
186
2580
195
2860
205
3190
Hulsberg,Engineering, Inc. Page 4 of 4 (904) 886-2401
Project: Paragon Series - Roof -Top
Design: FSS Check: MJB
Date: 1 /5/16/1
Paragon Series Cooling Towers -150 1 and 175 1 Towers
(Roof -Top Applications - 60 ft building height)
Basic weights and dimensions
Wempty 1785•lb
Wfull 5570 Ib
Width := 7.85 ft
Depth 7.85•ft
Height := 14.79-ft
LugSep:= 5.5•ft
lb
Ag�— 2
ft
Empty weight of tower (lightest of series group)
Full weight of tower (lightest of series group)
Width (normal to wind)
Depth (parallel to wind)
Lug separation distance (parallel to wind i.e., short direction)
Wind calculations perASCE 7-10
KZ := 1.13 From Table 29.3-1 for Exposure C at 60 ft height
Kzt:= 1 Topographic factor
Kd := 0.95 From Table 26.6-1 for round or hexagonal structure
ORIGIN = 1
i:= 1..9
135
145
155
165
Y.:= 175 mph Basic wind speed
135
186
195
205
Hulsberg Engineering, Inc. Page 1 of 5
(904)886-2401
Project: Paragon Series - Roof -Top
Design: FES Check: MJB
Date: 1/5/16
50.09
57.78
66.02
74.82
qh = 84.16
94.06
95.08
104.5
115.49
r V 2
qh:= 0.00256•psf•Kz•Kzt'Kd l mph)
Ib Velocity pressure (Eqn 29.3-1) at 60 ft height
ft2
Roof -top eguipment horizontal forces
LateralGCr:= 1.9
Af:= Width -Height Projected vertical area Ar:= Width -Depth Projected horizontal area
Af = 116.1 ft2 Ar = 61.62 ft2
MFr gh•LateralGCr•Af•0.6 Design lateral wind force (Eqn 29.5-2) using GCr per notes and
converted to Service Load by 0.6 factor
6629.1
7647.5
8738.7
9902.7
F = 11139.4 lb
12448.8
12583.8
13831
15285.9
Conversion from Strength Design to Allowable Stress Design Notes:
The ASCE 7-10 design wind speeds and associated forces are based on Strength Design
provisions. A factor of 0.6 is used to convert Strength Design to AllowableStress (i.e.,
Service Load) values.
Mot:= F. Height Applied overturning moment
2
LugSep
Mres 0.6•Wempty' 2 Resisting moment due to dead load
Mres = 2945.25 ft•lb
49021.93
56553.42
64622.87
73230.29
Mot= 82375.67 ft•lb
92059.02
93056.94
102280.32
113039.6
Hulsberg Engineering, Inc. Page 2 of 5 (904) 886-2401
Project: Paragon Series - Roof -Top
Design: FSS Check: MJB
Date: 1/5/16
Mnet Mot - Mres
Mnet =
46076.68
53608.17
61677.62
70285.04
79430.42
89113.77
90111.69
99335.07
110094.35.
I ft•lb
Net moment
Roof -top equipment uplift forces
VerticalGCr:= 1.5
TotalFup := gh•VerticalGCr•Ar•0.6
TotalFup =
3204.5
3661.7
4149.5
4667.7 lb
5216.4
5272.9
5795.5
Fu lu TotalFup
P 9 4
1
z Mnet
Fsidelug:= LugSep
Fsidelug =
4188.79
4873.47
5607.06
6389.55
7220.95
8101.25
8191.97
9030.46
10008.58
Force on tension side at lug locations
(two lugs per side_
E.
Design uplift Wnd force (Eqn 29.5-3) using GCr per notes and
converted to Service Load by 0.6 factor
694.4
801.1
915.4
1037.4
Fuplug = 1166.9 lb
1304.1
1318.2
1448.9
1601.3
Hulsberg Engineering, Inc. Page 3 of 5 (904) 886-2401
Project: Paragon Series - Roof -Too
Design: FSS Check: MJB
Date: 1/5/16
Flug Fsidelug + Fuplug Tension force each lug (overturning + uplift)
JB
135
145
155
165
175
185
186
195
• mph
4883
5675
6522
7427
Flug = 8388
9405
9510
10479
11610
lb Zug, round(
Fbg,-1J•Ib
(Round to nearest 10 lb)
Flug =
4880
5670
6520
7430
8390
9410
9510
10480
11610
M
Seismic Calculation Notes:
The design wind force for 135 mph (lowest wind speed calculated) is equivalent to approximately 40% of the towers full
weight. By inspection, seismic base shear loads will not approach this percentage regardless of seismic category.
Therefore, wind calculations will control for all wind speed and seismic category combinations.
Hulsberg Engineering, Inc. Page 4 of 5 (904) 886-2401
Project: Paragon Series - Roof -Too
Design: FSS Check: MJB
Date: 1/5116
Summary of Calculations -150 I and 1751 Towers
Basic weights and dimensions
Wempty = 1785lb
Empty weight of tower (lightest of series group)
Wfull = 5570lb
Full weight of tower (lightest of series group)
Width = 7.85 ft
Width (normal to wind)
Depth = 7.85 ft Depth (parallel to wind)
Height= 14.79ft
LugSep = 5.5ft Lug separation distance (parallel to wind i.e., short direction)
Lug Reactions (per lug) for Ground Mounted Applications
ASCE 7-10 wind speeds with reactions converted to service load values
135
4880
145
5670
155
6520
165
7430
V =
175
•mph Flug =
8390
lb
185
9410
186
9510
195
10480
205
11610
Hulsberg Engineering, Inc. Page 6 of 5 (904) 886-2401
0
Project: Paragon Series - Ground
Design: FSS Check: MJB
Date: 1 /5/16
Paragon Series Cooling Towers - 200 I, and 250 1 Towers
(Ground Mounted Applications)
Basic weights and dimensions
Wempty 3170•lb Empty weight of tower (lightest of series group)
Wfull 8440•lb Full weight of tower (lightest of series group)
Width := 9.5•ft Width (normal to wind)
Depth := 9.5-ft Depth (parallel to wind)
Height:= 17.5•ft
LugSep := 9.16 ft Lug separation distance (parallel to wind i.e., short direction)
lb
'P.Sf:_ 2
ft
Wind calculations perASCE 7-10
KZ := 0.85
KZt := 1
Kd := 0.95
ORIGIN - 1
i:= 1..9
135
145
155
165
175
185
186
195
From Table 29.3-1 for Exposure C
Topographic factor
From Table 26.6-1 for round or hexagonal structure
Basic wind speed
Hulsberg Engineering, Inc.
Page 1 of 4
(904)886-2401
Project: Paragon Series -Ground
Design: FSS Check: MJB
Date: 1 /5116
37.67
43.46
49.66
56.28
qZ = 63.31
70.75
71.52
78.61
86.87
lb
ft2
2
qZ:= 0.00256•psf•KZ•KZt•Kd•� V Velocity pressure (Eqn 29.3-1)
mph
,R�.= 0.85 Gust effect factor
Cf:= 1.0 Force coefficient from Figure 29.5-1
Af Width -Height Projected area
Af = 166.25 ft2
hFN-- gZ•G.Cf-Af-0.6 Design wind force (Eqn 29.5-1) converted to Service Load by 0.6
factor
3194.3
3685.1
4210.9
4771.8
F = 5367.7
5998.7
6063.7
6664.7
7365.8
Conversion from Strength Design to Allowable Stress Design Notes:
lb The ASCE 7-10 design wind speeds and associated forces are based on Strength Design
provisions. A factor of 0.6 is used to convert Strength Design to Allowable Stress (i.e..
Service Load) values.
Mof:= F. Height2 Applied overturning moment Mot=
Mres 0 6'Wempty LugSep Resisting moment due to dead load
Mres= 8711.16ft•lb
32244.7
36845.61
41753.25
46967.61
52488.7
53057.68
58316.52
64451.07
ft-lb
Hulsberg Engineering, Inc. Page 2 of 4 (904) 886-2401
Project: Paragon Series - Ground
Design: FSS Check: MJB
Date: 1/5/16
Mnet Mot— Mres
Mnet =
19239.36
23533.54
28134.45
33042.09
38256.45
43777.54
44346.52
49605.36
55739.91
Mnet
Fside Lug -Sep
Fside
Flug . 2
135
145
155
165
V = 175
185
186
195
205
.mph
I ft•lb
Net moment
Force on tension side at lug locations
Flug =
2100.37
2569.16
3071.45
3607.21
Fside = 4176.47
4779.21
4841.32
5415.43
6085.14
Tension force each lug (two lugs per side)
m
1050
1050
1285
1280
1536
1540
1804
1800
2088
lb Z�,=round �Flb _I) -lb Flug =
2090
lb
2390
2390
2421
(Round to nearest 10 lb)
2420
2708
2710
3043
3040
Seismic Calculation Notes:
The design wind force for 135 mph (lowest wind speed calculated) is equivalent to approximately 40% of the tower's full
weight. By inspection, seismic base shear loads will not approach this percentage regardless of seismic category.
Therefore, wind calculations will control for all wind speed and seismic category combinations.
Hulsberg Engineering, Inc. Page 3 of 4 (904) 886-2401
Project: Paragon Series -Ground
Design: FSS Check: MJB
Date: 1/5/16
Summary of Calculations - 2001 and 250 1 Towers
Basic weights and dimensions
Wempty = 3170lb Empty weight of tower (lightest of series group)
Wfull = 8440lb . Full weight of tower (lightest of series group)
Width = 9.5ft Width (normal to wind)
Depth = 9.5ft Depth (parallel to wind)
Height = 17.5 ft
LugSep = 9.16 ft Lug separation distance (parallel to wind i.e., short direction)
Lug Reactions (per lug) for Ground Mounted Applications
ASCE 7-10 wind speeds with reactions converted to service load values
135
1050
145
1280
155
1540
165
1800
V =
175
mph Flug =
2090
185
2390
186
2420
195
2710
205
3040
Hulsberg Engineering, Inc. Page 4 of 4 (904) 886-2401
Project: Paragon Series - Roof -Top
Design: FSS Check: MJB
Date: 1016
Paragon Series Cooling Towers - 200 1 and 250 1 Towers
(Roof -Top Applications - 60 ft building height)
Basic weights and dimensions
wempty 3170-Ib Empty weight of tower (lightest of series group)
wfull 8440•lb Full weight of tower (lightest of series group)
Width 9.5•ft Width (normal to wind)
Depth := 9.5•ft Depth (parallel to wind)
Height := 17.5 •ft
LugSep 9.16•ft Lug separation distance (parallel to wind i.e., short direction)
Wind calculations perASCE 7-10
KZ := 1.13 From Table 29.3-1 for Exposure C at 60 ft height
KZt:= 1 Topographic factor
Kd := 0.95 From Table 26.6-1 for round or hexagonal structure
ORIGIN = 1
i:= 1..9
135
145
155
165
Y.:= 175 mph Basic wind speed
185
186
195
205
Hulsberg Engineering, Inc. Page 1 of 5 (904) 886-2401
Project: Paragon Series - Roof -Top
Design: FSS Check: MJB
Date: 15116
50.09
57.78
2
V
qh:= 0.00256•psf•Kz'Kzt'Kd' -
66.02
mph
74.82
Ib
qh =
84.16
Velocity pressure (Eqn 29.3-1) at 60 ft height
ft2
94.06
95.08
104.5
115.49
Roof -top equipment horizontal forces
LateralGCr:= 1.9
Af:= Width -Height Projected vertical area Ar:= Width -Depth Projected horizontal area
Af = 166.25 ft2 Ar = 90.25 ft2
Fw gh•LateralGCr•Af;0.6 Design lateral wind force (Eqn 29.5-2) using GCr per notes and
converted to Service Load by 0.6 factor
9492.4
10950.8
12513.3
14180
F = 15950.9 lb
17825.9
18019.2
19805.1
21888.5
Conversion from Strength Design to Allowable Stress Design Notes:
The ASCE 7-10 design wind speeds and associated forces are based on Strength Design
provisions. A factor of 0.6 is used to convert Strength Design to Allowable Stress (i.e.,
Service Load) values.
Mot := F. Height2 Applied overturning moment
LugSep
Mres 0.6' Wempty' 2 Resisting moment due to dead load
Mres = 8711.16 ft. lb
83058.5
95819.21
109491.39
124075.05
mot = 139570.19 ft-lb
155976.81
157667.6
173294.91
191524.48
Hulsberg Engineering, Inc. Page 2 of 5 (904) 886-2401
Project: Paragon Series - Roof -Top
Design: FSS Check: MJB
Date: 1/5/16
Mnet Mot- Mres
74347.34
87108.05
100780.23
115363.89
Mnet= 130859.03 ft•lb
147265.65
148956.44
164583.75
182813.32
Net moment
Roof -top equipment uplift forces
VerticalGCr 1.5
TotalFup := gh-VerticalGCr•Ar- 0.6
4068.2
4693.2
5362.8
6077.1
TotalFup = 6836.1 lb
7639.7
7722.5
8487.9
Fuplug :_ TotalFup
4
1
2 Mnet
Fsidelug:= LugSep
Fsidelug =
4058.26
4754.81
5501.1
6297.16
7142.96
8038.52
8130.81
8983.83
m
Force on tension side at lug locations
(two lugs per side_
Design uplift wind force (Eqn 29.5-3) using GCr per notes and
converted to Service Load by 0.6 factor
1017
1173.3
1340.7
1519.3
Fuplug = 1709 lb
1909.9
1930.6
2122
Hulsberg Engineering, Inc. Page 3 of 5 (904) 886-2401
Project: Paragon Series - Roof -Top
Design: FSS Check: MJB
Date: 1/5/16/16
Flug Fsidelug + Fuplug
135
145
155
165
V = 175
185
186
195
Flug =
Tension force each lug (overturning + uplift)
5075
5928
6842
7816
8852 lb
9948
10061
11106
12324
Via. round(F�bg,—IJ•lb
(Round to nearest 10 lb)
Flug =
5080
5930
6840
7820
8850
9950
10060
11110
12320
IN
Seismic Calculation Notes:
The design wind force for 135 mph (lowest wind speed calculated) is equivalent to approximately 40% of the tower's full
weight. By inspection, seismic base shear loads will not approach this percentage regardless of seismic category.
Therefore, wind calculations will control for all wind speed and seismic category combinations.
Hulsberg Engineering, Inc. Page 4 of 5 (904) 886-2401
Project: Paragon Series - Roof -Top
Design: FSS Check: MJB
Date: 1/5/16
Summary of Calculations - 200 1 and 250 1 Towers
Basic weights and dimensions
Wempty = 3170lb Empty weight of tower (lightest of series group)
Wfull = 8440lb Full weight of tower (lightest of series group)
Width = 9.5ft Width (normal to wind)
Depth = 9.5 ft Depth (parallel to wind)
Height= 17.5ft
LugSep = 9.16 ft Lug separation distance (parallel to wind i.e., short direction)
Lug Reactions (per lug) for Ground Mounted Applications
ASCE 7-10 wind speeds with reactions converted to service load values
135
5080
145
5930
155
6840
165
7820
V =
175
•mph Flug =
8850
185
9950
186
10060
195
11110
205
12320
Hulsberg Engineering, Inc.
11
Page 5 of 5
(904)886-2401