HomeMy WebLinkAboutStructural Analysis
tnxTower Report - version 8.0.7.4
Date: August 10, 2020
Angela Harris Paul J. Ford and Company
Crown Castle 250 E. Broad St., Ste 600
8000 Avalon Blvd Columbus, OH 43215
Alpharetta, GA 30009 614-221-6679
Subject: Structural Analysis Report
Carrier Designation: T-Mobile Co-Locate
Carrier Site Number: A2P0090A
Carrier Site Name: Crown 800642 FL W
Midway
Crown Castle Designation: Crown Castle BU Number: 800642
Crown Castle Site Name: FL WEST MIDWAY
CCI 800642
Crown Castle JDE Job Number: 617106
Crown Castle Work Order Number: 1872769
Crown Castle Order Number: 526773 Rev. 0
Engineering Firm Designation: Paul J. Ford and Company Project Number: 37520-1608.001.8700
Site Data: 16800 Okeechobee Road, FORT PIERCE, St. Lucie County, FL
Latitude 27° 22' 53.3'', Longitude -80° 29' 48.4''
245 Foot - Self Support Tower
Dear Angela Harris,
Paul J. Ford and Company is pleased to submit this “Structural Analysis Report” to determine the structural
integrity of the above mentioned tower.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we
have determined the tower stress level for the structure and foundation, under the following load case, to be:
LC5: Proposed Equipment Configuration Sufficient Capacity
This analysis utilizes an ultimate 3-second gust wind speed of 155 mph as required by the 2017 Florida Building
Code, 6th Edition. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria.
Respectfully submitted by:
Christina Hedges, PE
Project Manager
chedges@pauljford.com
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 2
tnxTower Report - version 8.0.7.4
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Equipment Configuration
Table 2 - Other Considered Equipment
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
Table 5 – Tower Component Stresses vs. Capacity – LC5
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 3
tnxTower Report - version 8.0.7.4
1) INTRODUCTION
This tower is a 245 ft Self Support tower designed by Trylon in January 2001.
2) ANALYSIS CRITERIA
TIA-222 Revision: TIA-222-H
Risk Category: II
Wind Speed: 155 mph
Exposure Category: C
Topographic Factor: 1
Service Wind Speed: 60 mph
Table 1 - Proposed Equipment Configuration
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer Antenna Model
Number
of Feed
Lines
Feed
Line
Size (in)
220.0
223.0
3 andrew ADFD1820-3333B-XDM w/
Mount Pipe
3
1
1 1/4
1 1/2
3 commscope FFHH-65C-R3 w/ Mount Pipe
1 commscope HCS 2.0
3 nokia AEHC w/ Mount Pipe
6 nokia AHFIG
3 nokia AHLOA
220.0 3 raycap ASU9338TYP01
3 tower mounts Site Pro 1 VFA12-HD
Table 2 - Other Considered Equipment
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer Antenna Model
Number
of Feed
Lines
Feed
Line
Size (in)
249.0 250.0
1 antel BSA-185025/12 w/ Mount Pipe
12 1-5/8
2 antel BSA-185065/12x2 w/ Mount
Pipe
6 jma wireless DBC-67C-U-2SF
2 jma wireless X7CQAP-665-VR0 w/ Mount
Pipe
4 jma wireless X7CQAP-FRO-645-VR0 w/
Mount Pipe
249.0 1 tower mounts Platform Mount [LP 603-1]
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 4
tnxTower Report - version 8.0.7.4
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer Antenna Model
Number
of Feed
Lines
Feed
Line
Size (in)
200.0 203.0
4 cci antennas HPA-33R-BUU-H6-K w/ Mount
Pipe
3
3
6
12
5/16
3/8
3/4
1 5/8
6 commscope E15Z01P19
3 commscope SBNHH-1D85C w/ Mount Pipe
5 ericsson RRUS 32
3 ericsson RRUS 4415 B25
1 ericsson RRUS 4426 B66
3 ericsson RRUS-11
3 kathrein 800 10723 w/ Mount Pipe
1 kathrein 800 10865 w/ Mount Pipe
5 kmw
communications KFTDR00110030
2 raycap DC6-48-60-18-8C
1 raycap DC6-48-60-18-8F
6 triasx TBC0020F1V1
200.0 1 tower mounts Sector Mount [SM 502-3]
128.0
129.0
3 commscope TTTT65AP-1XR w/ Mount Pipe
3 7/8
3 ericsson 800MHZ SMR FILTER
3 ericsson RRUS 31 B25
3 ericsson RRUS 82 W/SOLAR SHIELD
3 ericsson RRUS-11 800MHz
3 rfs celwave APXVSPP18-C w/ Mount Pipe
128.0 1 tower mounts (3) Connect-It V-Frame P/N:
PVFM(fw)-3-n-mh-2
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document Remarks Reference Source
4-TOWER FOUNDATION
DRAWINGS/DESIGN/SPECS
Morrison Hershfield Corp.
(Mapping), 7/31/08 2293716 CCISITES
4-TOWER MANUFACTURER
DRAWINGS Trylon, 112940.330, 1/22/01 366603 CCISITES
3.1) Analysis Method
tnxTower (version 8.0.7.4), a commercially available analysis software package, was used to create a
three-dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A. When applicable, Crown Castle has
calculated and provided the effective area for panel antennas using approved methods following the
intent of the TIA-222 Standard.
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 5
tnxTower Report - version 8.0.7.4
3.2) Assumptions
1) Tower and structures were maintained in accordance with the TIA-222 Standard.
2) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings.
This analysis may be affected if any assumptions are not valid or have been made in error. Paul J.
Ford and Company should be notified to determine the effect on the structural integrity of the tower.
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
Section
No. Elevation (ft) Component Type Size Critical
Element P (K) SF*P_allow
(K) %
Capacity Pass / Fail
T1 245 - 240 Leg 2 1/2" solid 3 -11.84 118.23 10.0 Pass
T2 240 - 220 Leg 2 1/2" solid 15 -56.32 118.23 47.6 Pass
T3 220 - 210 Leg 15TL1.5x1/2x5/8 44 -74.92 222.84 45.2 Pass
T4 210 - 200 Leg 15TL1.5x1/2x5/8 57 -109.25 222.84 49.0 Pass
T5 200 - 180 Leg 15TL1.75x1/2x5/8 66 -182.98 312.87 58.5 Pass
T6 180 - 160 Leg 15TL1.75x1/2x5/8 81 -254.01 312.87 81.2 Pass
T7 160 - 140 Leg Trylon 2.00 (18x15) 96 -291.96 417.74 69.9 Pass
T8 140 - 120 Leg Trylon 2.25 (18x15) 105 -367.95 528.76 69.6 Pass
T9 120 - 100 Leg Trylon 2.25 (18x15) 114 -431.82 528.76 81.7 Pass
T10 100 - 80 Leg Trylon 2.5 (18x24) 123 -503.71 633.19 79.6 Pass
T11 80 - 60 Leg Trylon 2.75 (18x24) 132 -571.06 780.85 73.1 Pass
T12 60 - 40 Leg Trylon 2.75 (18x24) 141 -636.87 780.85 81.6 Pass
T13 40 - 20 Leg Trylon 2.75 (18x24) 150 -704.24 780.85 90.2 Pass
T14 20 - 0 Leg Trylon 3.00 (18x24) 159 -763.15 940.35 81.2 Pass
T1 245 - 240 Diagonal L2 1/2x2 1/2x1/4 11 -3.92 35.08 11.2
27.0 (b) Pass
T2 240 - 220 Diagonal L2 1/2x2 1/2x1/4 23 -6.11 35.08 17.4
42.2 (b) Pass
T3 220 - 210 Diagonal L3x3x1/4 53 -10.40 37.17 28.0
37.2 (b) Pass
T4 210 - 200 Diagonal L3x3x1/4 62 -10.90 34.25 31.8
41.2 (b) Pass
T5 200 - 180 Diagonal L3x3x1/4 71 -14.44 28.40 50.8
54.4 (b) Pass
T6 180 - 160 Diagonal L3 1/2x3 1/2x1/4 87 -15.24 35.49 43.0
56.6 (b) Pass
T7 160 - 140 Diagonal L5x5x3/8 101 -27.81 61.93 44.9
66.6 (b) Pass
T8 140 - 120 Diagonal L5x5x3/8 111 -25.40 56.94 44.6
61.5 (b) Pass
T9 120 - 100 Diagonal L5x5x3/8 119 -29.55 52.26 56.5
70.8 (b) Pass
T10 100 - 80 Diagonal L5x5x3/8 128 -28.66 47.92 59.8
68.7 (b) Pass
T11 80 - 60 Diagonal L5x5x3/8 137 -29.59 43.93 67.4
70.9 (b) Pass
T12 60 - 40 Diagonal L5x5x3/8 146 -31.48 40.28 78.1 Pass
T13 40 - 20 Diagonal L5x5x3/8 156 -29.25 36.97 79.1 Pass
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 6
tnxTower Report - version 8.0.7.4
Section
No. Elevation (ft) Component Type Size Critical
Element P (K) SF*P_allow
(K) %
Capacity Pass / Fail
T14 20 - 0 Diagonal L6x6x7/16 164 -36.78 64.55 57.0
88.1 (b) Pass
T1 245 - 240 Top Girt L6x6x7/16 4 -1.17 163.39 0.7
8.3 (b) Pass
T2 240 - 220 Top Girt L6x6x7/16 17 0.30 182.41 0.2
2.1 (b) Pass
T3 220 - 210 Top Girt L3x3x1/4 46 -0.14 38.84 0.4
0.5 (b) Pass
Summary
Leg (T13) 90.2 Pass
Diagonal
(T14) 88.1 Pass
Top Girt
(T1) 8.3 Pass
Bolt Checks 88.1 Pass
Rating = 90.2 Pass
Table 5 - Tower Component Stresses vs. Capacity – LC5
Notes Component Elevation (ft) % Capacity Pass / Fail
1 Anchor Rods 0 35.0 Pass
2
Base Foundation
(Compared w/
Design Loads)
0 87.3 Pass
Structure Rating (max from all components) = 90.2%
Notes:
• All structural ratings are per TIA-222-H Section 15.5
1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity
consumed.
2) Foundation capacity determined by comparing analysis reactions to original design reactions.
4.1) Recommendations
The tower and its foundation have sufficient capacity to carry the proposed load configuration. No
modifications are required at this time.
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 7
tnxTower Report - version 8.0.7.4
APPENDIX A
TNXTOWER OUTPUT
Paul J. Ford and Company
250 E. Broad St., Ste 600
Columbus, OH 43215
Phone: 614-221-6679
FAX:
Job: 245' s/s tower Fort Pierce, FL
Project: (PJF37520-1608) 800642 FL West Midway
Client: Crown Castle Drawn by: Chrissy Hedges App'd:
Code: TIA-222-H Date: 08/10/20 Scale: NTS
Path:
G:\TOWER\375_Crown_Castle\2020\37520-1608_800642_FL WEST MIDWAY CCI 8006\37520-1608.001.8700_SA_1872769\37520-1608.001.eri
Dwg No. E-1
245.0 ft
240.0 ft
220.0 ft
210.0 ft
200.0 ft
180.0 ft
160.0 ft
140.0 ft
120.0 ft
100.0 ft
80.0 ft
60.0 ft
40.0 ft
20.0 ft
0.0 ft
REACTIONS - 155 mph WIND
TORQUE 247 kip-ft
136 K
SHEAR
18504 kip-ft
MOMENT
109 K
AXIAL
SHEAR: 78 K
UPLIFT: -705 K
SHEAR: 87 K
DOWN: 800 K
MAX. CORNER REACTIONS AT BASE:
ARE FACTORED
ALL REACTIONS
S
e
c
t
i
o
n
T1
T2
T3
T4
T5
T6
T7
T8
T9
T1
0
T1
1
T1
2
T1
3
T1
4
L
e
g
s
SR
2
1
/
2
"
s
o
l
i
d
15
T
L
1
.
5
x
1
/
2
x
5
/
8
15
T
L
1
.
7
5
x
1
/
2
x
5
/
8
Tr
y
l
o
n
2
.
0
0
(
1
8
x
1
5
)
Tr
y
l
o
n
2
.
2
5
(
1
8
x
1
5
)
Tr
y
l
o
n
2
.
5
(
1
8
x
2
4
)
Tr
y
l
o
n
2
.
7
5
(
1
8
x
2
4
)
Tr
y
l
o
n
3
.
0
0
(
1
8
x
2
4
)
L
e
g
G
r
a
d
e
A5
7
2
-
5
0
35
0
W
D
i
a
g
o
n
a
l
s
L2
1
/
2
x
2
1
/
2
x
1
/
4
L3
x
3
x
1
/
4
L3
1
/
2
x
3
1
/
2
x
1
/
4
L5
x
5
x
3
/
8
L6
x
6
x
7
/
1
6
D
i
a
g
o
n
a
l
G
r
a
d
e
30
0
W
T
o
p
G
i
r
t
s
L6
x
6
x
7
/
1
6
L3
x
3
x
1
/
4
N.
A
.
F
a
c
e
W
i
d
t
h
(
f
t
)
6
7
8
10
12
14
16
18
20
22
24
26
28
#
P
a
n
e
l
s
@
(
f
t
)
5
@
5
6
@
1
0
8
@
2
0
W
e
i
g
h
t
(
K
)
0.
8
2.
1
1.
6
1.
5
3.
5
3.
7
4.
7
5.
2
5.
3
6.
3
7.
0
7.
1
7.
2
9.
2
65
.
2
MATERIAL STRENGTH
GRADE GRADEFy FyFu Fu
A572-50 50 ksi 65 ksi
300W 44 ksi 65 ksi
350W 51 ksi 65 ksi
TOWER DESIGN NOTES
1. Tower is located in Autauga County, Alabama.
2. Tower designed for Exposure C to the TIA-222-H Standard.
3. Tower designed for a 155 mph basic wind in accordance with the TIA-222-H Standard.
4. Deflections are based upon a 60 mph wind.
5. Tower Risk Category II.
6. Topographic Category 1 with Crest Height of 0.00 ft
7. TIA-222-H Annex S
8. TOWER RATING: 90.2%
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 8
tnxTower Report - version 8.0.7.4
Tower Input Data
The main tower is a 3x free standing tower with an overall height of 245.00 ft above the ground line.
The base of the tower is set at an elevation of 0.00 ft above the ground line.
The face width of the tower is 6.00 ft at the top and 28.00 ft at the base.
This tower is designed using the TIA-222-H standard.
The following design criteria apply:
1) Tower is located in Autauga County, Alabama.
2) Tower base elevation above sea level: 18.00 ft.
3) Basic wind speed of 155 mph.
4) Risk Category II.
5) Exposure Category C.
6) Simplified Topographic Factor Procedure for wind speed-up calculations is used.
7) Topographic Category: 1.
8) Crest Height: 0.00 ft.
9) Deflections calculated using a wind speed of 60 mph.
10) TIA-222-H Annex S.
11) A non-linear (P-delta) analysis was used.
12) Pressures are calculated at each section.
13) Tower analysis based on target reliabilities in accordance with Annex S.
14) Load Modification Factors used: Kes(Fw) = 0.95.
15) Stress ratio used in tower member design is 1.05.
16) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are
not considered.
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules
Consider Moments - Horizontals Assume Legs Pinned √ Calculate Redundant Bracing Forces
Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA
Use Moment Magnification √ Use Clear Spans For Wind Area √ SR Leg Bolts Resist Compression
Use Code Stress Ratios √ Use Clear Spans For KL/r All Leg Panels Have Same Allowable
√ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation
Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque
Always Use Max Kz √ Use Azimuth Dish Coefficients √ Include Angle Block Shear Check
Use Special Wind Profile √ Project Wind Area of Appurt. √ Use TIA-222-H Bracing Resist.
Exemption
√ Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice
Exemption
Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles
√ Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Include Shear-Torsion Interaction
Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow
SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets
SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments
Pole With Shroud Or No
Appurtenances
Outside and Inside Corner Radii Are
Known
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 9
tnxTower Report - version 8.0.7.4
Leg B Leg C
Leg A
F a c e A F
a
c
e
B
Face C
Triangular Tower
Wind Normal
Wind 90
Wind 180
Z
X
Tower Section Geometry
Tower
Section
Tower
Elevation
ft
Assembly
Database
Description Section
Width
ft
Number
of
Sections
Section
Length
ft
T1 245.00-240.00 6.00 1 5.00
T2 240.00-220.00 6.00 1 20.00
T3 220.00-210.00 6.00 1 10.00
T4 210.00-200.00 7.00 1 10.00
T5 200.00-180.00 8.00 1 20.00
T6 180.00-160.00 10.00 1 20.00
T7 160.00-140.00 12.00 1 20.00
T8 140.00-120.00 14.00 1 20.00
T9 120.00-100.00 16.00 1 20.00
T10 100.00-80.00 18.00 1 20.00
T11 80.00-60.00 20.00 1 20.00
T12 60.00-40.00 22.00 1 20.00
T13 40.00-20.00 24.00 1 20.00
T14 20.00-0.00 26.00 1 20.00
Tower Section Geometry (cont’d)
Tower
Section
Tower
Elevation
ft
Diagonal
Spacing
ft
Bracing
Type
Has
K Brace
End
Panels
Has
Horizontals
Top Girt
Offset
in
Bottom Girt
Offset
in
T1 245.00-240.00 5.00 X Brace No No 0.0000 0.0000
T2 240.00-220.00 5.00 X Brace No No 0.0000 0.0000
T3 220.00-210.00 10.00 X Brace No No 0.0000 0.0000
T4 210.00-200.00 10.00 X Brace No No 0.0000 0.0000
T5 200.00-180.00 10.00 X Brace No No 0.0000 0.0000
T6 180.00-160.00 10.00 X Brace No No 0.0000 0.0000
T7 160.00-140.00 20.00 X Brace No No 0.0000 0.0000
T8 140.00-120.00 20.00 X Brace No No 0.0000 0.0000
T9 120.00-100.00 20.00 X Brace No No 0.0000 0.0000
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 10
tnxTower Report - version 8.0.7.4
Tower
Section
Tower
Elevation
ft
Diagonal
Spacing
ft
Bracing
Type
Has
K Brace
End
Panels
Has
Horizontals
Top Girt
Offset
in
Bottom Girt
Offset
in
T10 100.00-80.00 20.00 X Brace No No 0.0000 0.0000
T11 80.00-60.00 20.00 X Brace No No 0.0000 0.0000
T12 60.00-40.00 20.00 X Brace No No 0.0000 0.0000
T13 40.00-20.00 20.00 X Brace No No 0.0000 0.0000
T14 20.00-0.00 20.00 X Brace No No 0.0000 0.0000
Tower Section Geometry (cont’d)
Tower
Elevation
ft
Leg
Type
Leg
Size
Leg
Grade
Diagonal
Type
Diagonal
Size
Diagonal
Grade
T1 245.00-
240.00
Solid Round 2 1/2'' solid A572-50
(50 ksi)
Equal Angle L2 1/2x2 1/2x1/4 300W
(44 ksi)
T2 240.00-
220.00
Solid Round 2 1/2'' solid A572-50
(50 ksi)
Equal Angle L2 1/2x2 1/2x1/4 300W
(44 ksi)
T3 220.00-
210.00
Truss Leg 15TL1.5x1/2x5/8 A572-50
(50 ksi)
Equal Angle L3x3x1/4 300W
(44 ksi)
T4 210.00-
200.00
Truss Leg 15TL1.5x1/2x5/8 A572-50
(50 ksi)
Equal Angle L3x3x1/4 300W
(44 ksi)
T5 200.00-
180.00
Truss Leg 15TL1.75x1/2x5/8 A572-50
(50 ksi)
Equal Angle L3x3x1/4 300W
(44 ksi)
T6 180.00-
160.00
Truss Leg 15TL1.75x1/2x5/8 A572-50
(50 ksi)
Equal Angle L3 1/2x3 1/2x1/4 300W
(44 ksi)
T7 160.00-
140.00
Truss Leg Trylon 2.00 (18x15) 350W
(51 ksi)
Equal Angle L5x5x3/8 300W
(44 ksi)
T8 140.00-
120.00
Truss Leg Trylon 2.25 (18x15) 350W
(51 ksi)
Equal Angle L5x5x3/8 300W
(44 ksi)
T9 120.00-
100.00
Truss Leg Trylon 2.25 (18x15) 350W
(51 ksi)
Equal Angle L5x5x3/8 300W
(44 ksi)
T10 100.00-
80.00
Truss Leg Trylon 2.5 (18x24) 350W
(51 ksi)
Equal Angle L5x5x3/8 300W
(44 ksi)
T11 80.00-
60.00
Truss Leg Trylon 2.75 (18x24) 350W
(51 ksi)
Equal Angle L5x5x3/8 300W
(44 ksi)
T12 60.00-
40.00
Truss Leg Trylon 2.75 (18x24) 350W
(51 ksi)
Equal Angle L5x5x3/8 300W
(44 ksi)
T13 40.00-
20.00
Truss Leg Trylon 2.75 (18x24) 350W
(51 ksi)
Equal Angle L5x5x3/8 300W
(44 ksi)
T14 20.00-0.00 Truss Leg Trylon 3.00 (18x24) 350W
(51 ksi)
Equal Angle L6x6x7/16 300W
(44 ksi)
Tower Section Geometry (cont’d)
Tower
Elevation
ft
Top Girt
Type
Top Girt
Size
Top Girt
Grade
Bottom Girt
Type
Bottom Girt
Size
Bottom Girt
Grade
T1 245.00-
240.00
Equal Angle L6x6x7/16 300W
(44 ksi)
Solid Round A36
(36 ksi)
T2 240.00-
220.00
Equal Angle L6x6x7/16 300W
(44 ksi)
Solid Round A36
(36 ksi)
T3 220.00-
210.00
Equal Angle L3x3x1/4 300W
(44 ksi)
Solid Round A36
(36 ksi)
Tower Section Geometry (cont’d)
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 11
tnxTower Report - version 8.0.7.4
Tower
Elevation
ft
Gusset
Area
(per face)
ft2
Gusset
Thickness
in
Gusset Grade Adjust. Factor
Af
Adjust.
Factor
Ar
Weight Mult.
Double Angle
Stitch Bolt
Spacing
Diagonals
in
Double Angle
Stitch Bolt
Spacing
Horizontals
in
Double Angle
Stitch Bolt
Spacing
Redundants
in
T1 245.00-
240.00
0.00 0.8750 A36
(36 ksi)
1 1 1 36.0000 36.0000 36.0000
T2 240.00-
220.00
0.00 0.3750 A36
(36 ksi)
1 1 1 36.0000 36.0000 36.0000
T3 220.00-
210.00
0.00 0.3750 A36
(36 ksi)
1 1 1 36.0000 36.0000 36.0000
T4 210.00-
200.00
0.00 0.3750 A36
(36 ksi)
1 1 1 36.0000 36.0000 36.0000
T5 200.00-
180.00
0.00 0.3750 A36
(36 ksi)
1 1 1 36.0000 36.0000 36.0000
T6 180.00-
160.00
0.00 0.3750 A36
(36 ksi)
1 1 1 36.0000 36.0000 36.0000
T7 160.00-
140.00
0.00 0.3750 A36
(36 ksi)
1 1 1 36.0000 36.0000 36.0000
T8 140.00-
120.00
0.00 0.3750 A36
(36 ksi)
1 1 1 36.0000 36.0000 36.0000
T9 120.00-
100.00
0.00 0.3750 A36
(36 ksi)
1 1 1 36.0000 36.0000 36.0000
T10 100.00-
80.00
0.00 0.3750 A36
(36 ksi)
1 1 1 36.0000 36.0000 36.0000
T11 80.00-
60.00
0.00 0.3750 A36
(36 ksi)
1 1 1 36.0000 36.0000 36.0000
T12 60.00-
40.00
0.00 0.3750 A36
(36 ksi)
1 1 1 36.0000 36.0000 36.0000
T13 40.00-
20.00
0.00 0.3750 A36
(36 ksi)
1 1 1 36.0000 36.0000 36.0000
T14 20.00-
0.00
0.00 0.8750 A36
(36 ksi)
1 1 1 36.0000 36.0000 36.0000
Tower Section Geometry (cont’d)
K Factors1
Tower
Elevation
ft
Calc
K
Single
Angles
Calc
K
Solid
Rounds
Legs X
Brace
Diags
X
Y
K
Brace
Diags
X
Y
Single
Diags
X
Y
Girts
X
Y
Horiz.
X
Y
Sec.
Horiz.
X
Y
Inner
Brace
X
Y
T1 245.00-
240.00
Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T2 240.00-
220.00
Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T3 220.00-
210.00
Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T4 210.00-
200.00
Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T5 200.00-
180.00
Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T6 180.00-
160.00
Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T7 160.00-
140.00
Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T8 140.00-
120.00
Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T9 120.00-
100.00
Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T10 100.00-
80.00
Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T11 80.00-
60.00
Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T12 60.00-
40.00
Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T13 40.00-
20.00
Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 12
tnxTower Report - version 8.0.7.4
K Factors1
Tower
Elevation
ft
Calc
K
Single
Angles
Calc
K
Solid
Rounds
Legs X
Brace
Diags
X
Y
K
Brace
Diags
X
Y
Single
Diags
X
Y
Girts
X
Y
Horiz.
X
Y
Sec.
Horiz.
X
Y
Inner
Brace
X
Y
T14 20.00-
0.00
Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-
plane direction applied to the overall length.
Tower Section Geometry (cont’d)
Truss-Leg K Factors
Truss-Legs Used As Leg Members Truss-Legs Used As Inner Members
Tower
Elevation
ft
Leg
Panels
X
Brace
Diagonals
Z
Brace
Diagonals
Leg
Panels
X
Brace
Diagonals
Z
Brace
Diagonals
T3 220.00-
210.00
1 0.5 0.7 1 0.5 0.85
T4 210.00-
200.00
1 0.5 0.7 1 0.5 0.85
T5 200.00-
180.00
1 0.5 0.7 1 0.5 0.85
T6 180.00-
160.00
1 0.5 0.7 1 0.5 0.85
T7 160.00-
140.00
1 0.5 0.7 1 0.5 0.85
T8 140.00-
120.00
1 0.5 0.7 1 0.5 0.85
T9 120.00-
100.00
1 0.5 0.7 1 0.5 0.85
T10 100.00-
80.00
1 0.5 0.7 1 0.5 0.85
T11 80.00-
60.00
1 0.5 0.7 1 0.5 0.85
T12 60.00-
40.00
1 0.5 0.7 1 0.5 0.85
T13 40.00-
20.00
1 0.5 0.7 1 0.5 0.85
T14 20.00-
0.00
1 0.5 0.7 1 0.5 0.85
Tower Section Geometry (cont’d)
Tower
Elevation
ft
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Net Width
Deduct
in
U
Net
Width
Deduct
in
U
Net Width
Deduct
in
U
Net
Width
Deduct
in
U
Net
Width
Deduct
in
U
Net
Width
Deduct
in
U
Net
Width
Deduct
in
U
T1 245.00-
240.00
0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
T2 240.00-
220.00
0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
T3 220.00-
210.00
0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
T4 210.00-
200.00
0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
T5 200.00-
180.00
0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 13
tnxTower Report - version 8.0.7.4
Tower
Elevation
ft
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Net Width
Deduct
in
U
Net
Width
Deduct
in
U
Net Width
Deduct
in
U
Net
Width
Deduct
in
U
Net
Width
Deduct
in
U
Net
Width
Deduct
in
U
Net
Width
Deduct
in
U
T6 180.00-
160.00
0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
T7 160.00-
140.00
0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
T8 140.00-
120.00
0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
T9 120.00-
100.00
0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
T10 100.00-
80.00
0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
T11 80.00-
60.00
0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
T12 60.00-
40.00
0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
T13 40.00-
20.00
0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
T14 20.00-
0.00
0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
Tower Section Geometry (cont’d)
Tower
Elevation
ft
Leg
Connection
Type
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short
Horizontal
Bolt Size
in
No. Bolt Size
in
No. Bolt Size
in
No. Bolt Size
in
No. Bolt Size
in
No. Bolt Size
in
No. Bolt Size
in
No.
T1 245.00-
240.00
Flange 0.8750
A325N
6 0.6250
A325N
1 0.6250
A325N
1 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0
T2 240.00-
220.00
Flange 0.8750
A325N
6 0.6250
A325N
1 0.6250
A325N
1 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0
T3 220.00-
210.00
Flange 0.6250
A325N
18 0.6250
A325N
2 0.6250
A325N
2 0.0000
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0
T4 210.00-
200.00
Flange 0.7500
A325N
18 0.6250
A325N
2 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0
T5 200.00-
180.00
Flange 0.7500
A325N
18 0.6250
A325N
2 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0
T6 180.00-
160.00
Flange 0.8750
A325N
18 0.6250
A325N
2 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0
T7 160.00-
140.00
Flange 0.8750
A325N
18 0.7500
A325N
2 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0
T8 140.00-
120.00
Flange 0.8750
A325N
18 0.7500
A325N
2 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0
T9 120.00-
100.00
Flange 0.8750
A325N
18 0.7500
A325N
2 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0
T10 100.00-
80.00
Flange 1.0000
A325N
18 0.7500
A325N
2 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0
T11 80.00-
60.00
Flange 1.0000
A325N
18 0.7500
A325N
2 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0
T12 60.00-
40.00
Flange 1.0000
A325N
18 0.7500
A325N
2 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0
T13 40.00-
20.00
Flange 1.1250
A325N
18 0.7500
A325N
2 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0
T14 20.00-
0.00
Flange 1.1250
A325N
18 0.7500
A325N
2 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0 0.6250
A325N
0
Feed Line/Linear Appurtenances - Entered As Round Or Flat
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 14
tnxTower Report - version 8.0.7.4
Description Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Componen
t
Type
Placement
ft
Face
Offset
in
Lateral
Offset
(Frac FW)
# #
Per
Row
Clear
Spacin
g
in
Width or
Diameter
in
Perimete
r
in
Weight
plf
***
***
Safety Line
3/8
B No No Ar (CaAa) 230.00 -
6.00
0.0000 0.5 1 1 0.3750 0.3750 0.22
****
HCS 2.0 Part
3(1-1/2)
A No No Ar (CaAa) 220.00 -
6.00
0.0000 0.4 1 1 2.0000
1.5500
1.5500 1.71
ASU9323TY
P01( 1-1/4)
A No No Ar (CaAa) 220.00 -
6.00
1.2500 0.4 3 3 2.0000
0.5000
1.2400 1.05
1.5'' flat
Cable Ladder
Rail
A No No Af (CaAa) 220.00 -
6.00
0.0000 0.4 2 2 24.000
0
1.5000
1.5000 1.80
LDF7-50A(1-
5/8)
A No No Ar (CaAa) 200.00 -
6.00
0.0000 -0.38 6 4 0.5000 1.9800 0.82
LDF7-50A(1-
5/8)
A No No Ar (CaAa) 200.00 -
6.00
0.0000 -0.41 4 4 0.5000 1.9800 0.82
WR-
VG86ST-
BRD( 3/4)
A No No Ar (CaAa) 200.00 -
6.00
0.0000 -0.44 6 3 0.5000 0.7740 0.59
FB-L98B-
034-
XXX(3/8)
A No No Ar (CaAa) 200.00 -
6.00
1.5000 -0.44 3 2 0.3937 0.3937 0.06
840
10414(5/16)
A No No Ar (CaAa) 200.00 -
6.00
1.5000 -0.44 3 2 0.3150 0.3150 0.06
LDF7-50A(1-
5/8)
A No No Ar (CaAa) 200.00 -
6.00
0.0000 -0.46 2 2 0.5000 1.9800 0.82
1.5'' flat
Cable Ladder
Rail
A No No Af (CaAa) 200.00 -
6.00
0.0000 -0.41 2 2 24.000
0
1.5000
1.5000 1.80
***
LDF5-
50A(7/8'')
C No No Ar (CaAa) 128.00 -
6.00
0.0000 -0.45 3 2 1.5000
2.0000
1.0900 0.33
T-Brackets C No No Af (CaAa) 230.00 -
6.00
0.0000 -0.45 1 1 1.0000 1.0000 8.40
T-Brackets B No No Af (CaAa) 230.00 -
6.00
0.0000 0.45 1 1 1.0000 1.0000 8.40
***
LDF7-50A(1-
5/8)
C No No Ar (CaAa) 245.00 -
6.00
0.0000 0.4 12 6 0.5000 1.9800 0.82
1.5'' flat
Cable Ladder
Rail
C No No Af (CaAa) 230.00 -
6.00
0.0000 0.4 2 2 24.000
0
1.5000
1.5000 1.80
***
Feed Line/Linear Appurtenances - Entered As Area
Description Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Componen
t
Type
Placement
ft
Face
Offset
in
Lateral
Offset
(Frac FW)
# CAAA
ft2/ft
Weight
plf
***
***
*
1'' round
Climb Ladder
Rail
B No No CaAa (In
Face)
245.00 -
230.00
9.0000 0.1 2 No
Ice
0.10 2.67
5/8'' ladder
rung (12''
long 12'' oc)
B No No CaAa (In
Face)
245.00 -
230.00
9.0000 0.1 1 No
Ice
0.06 1.04
Safety Line
3/8
B No No CaAa (In
Face)
245.00 -
230.00
0.0000 0.1 1 No
Ice
0.04 0.22
***
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 15
tnxTower Report - version 8.0.7.4
Discrete Tower Loads
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustmen
t
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
***
5/8'' x 8 ft lightning rod C From Leg 0.00
0.00
4.00
0.0000 249.00 No Ice 0.50 0.50 0.01
Strobe Light B From Leg 0.00
0.00
0.00
0.0000 254.00 No Ice 1.08 1.08 0.05
2 3/8'' OD x 3.5' Mount
Pipe
B From Leg 0.00
0.00
0.00
0.0000 245.00 No Ice 0.72 0.72 0.01
Obstruction light A From Leg 1.00
0.00
0.00
0.0000 123.00 No Ice 0.50 0.50 0.01
Obstruction light B From Leg 1.00
0.00
0.00
0.0000 123.00 No Ice 0.50 0.50 0.01
Obstruction light C From Leg 1.00
0.00
0.00
0.0000 123.00 No Ice 0.50 0.50 0.01
***
BSA-185025/12 w/ Mount
Pipe
A From Leg 4.00
0.00
1.00
0.0000 249.00 No Ice 8.76 3.61 0.06
BSA-185065/12x2 w/
Mount Pipe
B From Leg 4.00
0.00
1.00
0.0000 249.00 No Ice 5.02 3.61 0.04
BSA-185065/12x2 w/
Mount Pipe
C From Leg 4.00
0.00
1.00
0.0000 249.00 No Ice 5.02 3.61 0.04
(2) X7CQAP-FRO-645-
VR0 w/ Mount Pipe
A From Leg 4.00
0.00
1.00
0.0000 249.00 No Ice 11.63 7.79 0.09
(2) X7CQAP-665-VR0 w/
Mount Pipe
B From Leg 4.00
0.00
1.00
0.0000 249.00 No Ice 9.51 6.34 0.08
(2) X7CQAP-FRO-645-
VR0 w/ Mount Pipe
C From Leg 4.00
0.00
1.00
0.0000 249.00 No Ice 11.63 7.79 0.09
(2) DBC-67C-U-2SF A From Leg 4.00
0.00
1.00
0.0000 249.00 No Ice 0.16 0.11 0.01
(2) DBC-67C-U-2SF B From Leg 4.00
0.00
1.00
0.0000 249.00 No Ice 0.16 0.11 0.01
(2) DBC-67C-U-2SF C From Leg 4.00
0.00
1.00
0.0000 249.00 No Ice 0.16 0.11 0.01
Platform Mount [LP 603-1] C None 0.0000 249.00 No Ice 40.62 40.62 2.06
Empty Mount Pipe A From Leg 4.00
0.00
0.00
0.0000 249.00 No Ice 1.20 1.20 0.02
Empty Mount Pipe B From Leg 4.00
0.00
0.00
0.0000 249.00 No Ice 1.20 1.20 0.02
Empty Mount Pipe C From Leg 4.00
0.00
0.00
0.0000 249.00 No Ice 1.20 1.20 0.02
***220***
ADFD1820-3333B-XDM w/
Mount Pipe
A From Leg 4.00
0.00
3.00
0.0000 220.00 No Ice 11.64 4.06 0.06
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 16
tnxTower Report - version 8.0.7.4
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustmen
t
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
ADFD1820-3333B-XDM w/
Mount Pipe
B From Leg 4.00
0.00
3.00
0.0000 220.00 No Ice 11.64 4.06 0.06
ADFD1820-3333B-XDM w/
Mount Pipe
C From Leg 4.00
0.00
3.00
0.0000 220.00 No Ice 11.64 4.06 0.06
FFHH-65C-R3 w/ Mount
Pipe
A From Leg 4.00
0.00
3.00
0.0000 220.00 No Ice 12.97 6.20 0.16
FFHH-65C-R3 w/ Mount
Pipe
B From Leg 4.00
0.00
3.00
0.0000 220.00 No Ice 12.97 6.20 0.16
FFHH-65C-R3 w/ Mount
Pipe
C From Leg 4.00
0.00
3.00
0.0000 220.00 No Ice 12.97 6.20 0.16
AHLOA A From Leg 4.00
0.00
3.00
0.0000 220.00 No Ice 2.23 1.39 0.08
AHLOA B From Leg 4.00
0.00
3.00
0.0000 220.00 No Ice 2.23 1.39 0.08
AHLOA C From Leg 4.00
0.00
3.00
0.0000 220.00 No Ice 2.23 1.39 0.08
ASU9338TYP01 A From Leg 4.00
0.00
0.00
0.0000 220.00 No Ice 3.20 1.03 0.02
ASU9338TYP01 B From Leg 4.00
0.00
0.00
0.0000 220.00 No Ice 3.20 1.03 0.02
ASU9338TYP01 C From Leg 4.00
0.00
0.00
0.0000 220.00 No Ice 3.20 1.03 0.02
AEHC w/ Mount Pipe A From Leg 4.00
0.00
3.00
0.0000 220.00 No Ice 6.96 3.45 0.11
AEHC w/ Mount Pipe B From Leg 4.00
0.00
3.00
0.0000 220.00 No Ice 6.96 3.45 0.11
AEHC w/ Mount Pipe C From Leg 4.00
0.00
3.00
0.0000 220.00 No Ice 6.96 3.45 0.11
(2) AHFIG A From Leg 4.00
0.00
3.00
0.0000 220.00 No Ice 3.08 1.40 0.08
(2) AHFIG B From Leg 4.00
0.00
3.00
0.0000 220.00 No Ice 3.08 1.40 0.08
(2) AHFIG C From Leg 4.00
0.00
3.00
0.0000 220.00 No Ice 3.08 1.40 0.08
HCS 2.0 A From Leg 4.00
0.00
3.00
0.0000 220.00 No Ice 0.94 0.70 0.00
Site Pro 1 VFA12-HD A From Leg 2.00
0.00
0.00
0.0000 220.00 No Ice 13.20 9.20 0.66
Site Pro 1 VFA12-HD B From Leg 2.00
0.00
0.00
0.0000 220.00 No Ice 13.20 9.20 0.66
Site Pro 1 VFA12-HD C From Leg 2.00
0.00
0.00
0.0000 220.00 No Ice 13.20 9.20 0.66
***
800 10723 w/ Mount Pipe A From Leg 4.00 0.0000 200.00 No Ice 6.67 4.76 0.10
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 17
tnxTower Report - version 8.0.7.4
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustmen
t
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
0.00
3.00
800 10723 w/ Mount Pipe B From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 6.67 4.76 0.10
800 10723 w/ Mount Pipe C From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 6.67 4.76 0.10
(2) HPA-33R-BUU-H6-K w/
Mount Pipe
A From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 14.77 7.45 0.11
(2) HPA-33R-BUU-H6-K w/
Mount Pipe
C From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 14.77 7.45 0.11
SBNHH-1D85C w/ Mount
Pipe
A From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 5.56 4.47 0.08
SBNHH-1D85C w/ Mount
Pipe
B From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 5.56 4.47 0.08
SBNHH-1D85C w/ Mount
Pipe
C From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 5.56 4.47 0.08
800 10865 w/ Mount Pipe B From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 7.15 4.45 0.10
(2) E15Z01P19 A From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 0.78 0.34 0.01
(4) E15Z01P19 B From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 0.78 0.34 0.01
(2) TBC0020F1V1 B From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 0.51 0.37 0.01
TBC0020F1V1 A From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 0.51 0.37 0.01
(3) TBC0020F1V1 C From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 0.51 0.37 0.01
(5) RRUS 32 A From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 2.86 1.78 0.06
DC6-48-60-18-8C A From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 2.74 2.74 0.03
DC6-48-60-18-8C C From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 2.74 2.74 0.03
KFTDR00110030 A From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 0.91 0.42 0.03
(4) KFTDR00110030 C From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 0.91 0.42 0.03
(2) RRUS 4415 B25 A From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 1.64 0.68 0.04
RRUS 4415 B25 B From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 1.64 0.68 0.04
DC6-48-60-18-8F B From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 1.21 1.21 0.03
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 18
tnxTower Report - version 8.0.7.4
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustmen
t
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
RRUS 4426 B66 B From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 1.64 0.73 0.05
RRUS-11 C From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 2.79 1.19 0.05
(2) RRUS-11 C From Leg 4.00
0.00
3.00
0.0000 200.00 No Ice 2.79 1.19 0.05
Sector Mount [SM 502-3] A None 0.0000 200.00 No Ice 33.02 33.02 1.67
***
APXVSPP18-C w/ Mount
Pipe
A From Leg 4.00
0.00
1.00
0.0000 128.00 No Ice 4.60 4.01 0.09
APXVSPP18-C w/ Mount
Pipe
B From Leg 4.00
0.00
1.00
0.0000 128.00 No Ice 4.60 4.01 0.09
APXVSPP18-C w/ Mount
Pipe
C From Leg 4.00
0.00
1.00
0.0000 128.00 No Ice 4.60 4.01 0.09
TTTT65AP-1XR w/ Mount
Pipe
A From Leg 4.00
0.00
1.00
0.0000 128.00 No Ice 5.30 3.18 0.06
TTTT65AP-1XR w/ Mount
Pipe
B From Leg 4.00
0.00
1.00
0.0000 128.00 No Ice 5.30 3.18 0.06
TTTT65AP-1XR w/ Mount
Pipe
C From Leg 4.00
0.00
1.00
0.0000 128.00 No Ice 5.30 3.18 0.06
RRUS 82 W/SOLAR
SHIELD
A From Leg 4.00
0.00
1.00
0.0000 128.00 No Ice 2.98 1.43 0.06
RRUS 82 W/SOLAR
SHIELD
B From Leg 4.00
0.00
1.00
0.0000 128.00 No Ice 2.98 1.43 0.06
RRUS 82 W/SOLAR
SHIELD
C From Leg 4.00
0.00
1.00
0.0000 128.00 No Ice 2.98 1.43 0.06
RRUS-11 800MHz A From Leg 4.00
0.00
1.00
0.0000 128.00 No Ice 2.52 1.30 0.05
RRUS-11 800MHz B From Leg 4.00
0.00
1.00
0.0000 128.00 No Ice 2.52 1.30 0.05
RRUS-11 800MHz C From Leg 4.00
0.00
1.00
0.0000 128.00 No Ice 2.52 1.30 0.05
RRUS 31 B25 A From Leg 4.00
0.00
1.00
0.0000 128.00 No Ice 1.62 1.28 0.06
RRUS 31 B25 B From Leg 4.00
0.00
1.00
0.0000 128.00 No Ice 1.62 1.28 0.06
RRUS 31 B25 C From Leg 4.00
0.00
1.00
0.0000 128.00 No Ice 1.62 1.28 0.06
800MHZ SMR FILTER A From Leg 4.00
0.00
1.00
0.0000 128.00 No Ice 0.65 0.22 0.01
800MHZ SMR FILTER B From Leg 4.00
0.00
1.00
0.0000 128.00 No Ice 0.65 0.22 0.01
800MHZ SMR FILTER C From Leg 4.00
0.00
1.00
0.0000 128.00 No Ice 0.65 0.22 0.01
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 19
tnxTower Report - version 8.0.7.4
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustmen
t
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
(2) Empty Mount Pipe A From Leg 4.00
0.00
0.00
0.0000 128.00 No Ice 1.20 1.20 0.02
(2) Empty Mount Pipe B From Leg 4.00
0.00
0.00
0.0000 128.00 No Ice 1.20 1.20 0.02
(2) Empty Mount Pipe C From Leg 4.00
0.00
0.00
0.0000 128.00 No Ice 1.20 1.20 0.02
(3) Connect-It V-Frame
P/N: PVFM(fw)-3-n-mh-2
C None 0.0000 128.00 No Ice 33.02 33.02 1.67
***
Truss-Leg Properties
Section
Designation
Area
in2
Area
Ice
in2
Self
Weight
K
Ice
Weight
K
Equiv.
Diamete
r
in
Equiv.
Diamete
r
Ice
in
Leg
Area
in2
15TL1.5x1/2x5/8 2501.4163 2501.4163 0.76 0.00 8.6855 8.6855 5.3014
15TL1.5x1/2x5/8 2501.4163 2501.4163 0.76 0.00 8.6855 8.6855 5.3014
15TL1.75x1/2x5/8 2628.4298 2628.4298 0.89 0.00 9.1265 9.1265 7.2158
15TL1.75x1/2x5/8 2628.4298 2628.4298 0.89 0.00 9.1265 9.1265 7.2158
Trylon 2.00
(18x15)
2978.4799 2978.4799 0.96 0.00 10.3419 10.3419 9.4248
Trylon 2.25
(18x15)
3106.3441 3106.3441 1.13 0.00 10.7859 10.7859 11.9282
Trylon 2.25
(18x15)
3106.3441 3106.3441 1.13 0.00 10.7859 10.7859 11.9282
Trylon 2.5 (18x24) 3096.4779 3096.4779 1.42 0.00 10.7517 10.7517 14.7262
Trylon 2.75
(18x24)
3227.6991 3227.6991 1.63 0.00 11.2073 11.2073 17.8187
Trylon 2.75
(18x24)
3227.6991 3227.6991 1.63 0.00 11.2073 11.2073 17.8187
Trylon 2.75
(18x24)
3227.6991 3227.6991 1.63 0.00 11.2073 11.2073 17.8187
Trylon 3.00
(18x24)
3421.5531 3421.5531 1.91 0.00 11.8804 11.8804 21.2058
Load Combinations
Comb.
No.
Description
1 Dead Only
2 1.2 Dead+1.0 Wind 0 deg - No Ice
3 0.9 Dead+1.0 Wind 0 deg - No Ice
4 1.2 Dead+1.0 Wind 30 deg - No Ice
5 0.9 Dead+1.0 Wind 30 deg - No Ice
6 1.2 Dead+1.0 Wind 60 deg - No Ice
7 0.9 Dead+1.0 Wind 60 deg - No Ice
8 1.2 Dead+1.0 Wind 90 deg - No Ice
9 0.9 Dead+1.0 Wind 90 deg - No Ice
10 1.2 Dead+1.0 Wind 120 deg - No Ice
11 0.9 Dead+1.0 Wind 120 deg - No Ice
12 1.2 Dead+1.0 Wind 150 deg - No Ice
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 20
tnxTower Report - version 8.0.7.4
Comb.
No.
Description
13 0.9 Dead+1.0 Wind 150 deg - No Ice
14 1.2 Dead+1.0 Wind 180 deg - No Ice
15 0.9 Dead+1.0 Wind 180 deg - No Ice
16 1.2 Dead+1.0 Wind 210 deg - No Ice
17 0.9 Dead+1.0 Wind 210 deg - No Ice
18 1.2 Dead+1.0 Wind 240 deg - No Ice
19 0.9 Dead+1.0 Wind 240 deg - No Ice
20 1.2 Dead+1.0 Wind 270 deg - No Ice
21 0.9 Dead+1.0 Wind 270 deg - No Ice
22 1.2 Dead+1.0 Wind 300 deg - No Ice
23 0.9 Dead+1.0 Wind 300 deg - No Ice
24 1.2 Dead+1.0 Wind 330 deg - No Ice
25 0.9 Dead+1.0 Wind 330 deg - No Ice
26 Dead+Wind 0 deg - Service
27 Dead+Wind 30 deg - Service
28 Dead+Wind 60 deg - Service
29 Dead+Wind 90 deg - Service
30 Dead+Wind 120 deg - Service
31 Dead+Wind 150 deg - Service
32 Dead+Wind 180 deg - Service
33 Dead+Wind 210 deg - Service
34 Dead+Wind 240 deg - Service
35 Dead+Wind 270 deg - Service
36 Dead+Wind 300 deg - Service
37 Dead+Wind 330 deg - Service
Maximum Reactions
Location Condition Gov.
Load
Comb.
Vertical
K
Horizontal, X
K
Horizontal, Z
K
Leg C Max. Vert 18 759.23 71.08 -41.84
Max. Hx 18 759.23 71.08 -41.84
Max. Hz 7 -659.93 -62.88 37.15
Min. Vert 7 -659.93 -62.88 37.15
Min. Hx 7 -659.93 -62.88 37.15
Min. Hz 18 759.23 71.08 -41.84
Leg B Max. Vert 10 779.59 -75.87 -39.75
Max. Hx 23 -683.43 67.79 35.04
Max. Hz 23 -683.43 67.79 35.04
Min. Vert 23 -683.43 67.79 35.04
Min. Hx 10 779.59 -75.87 -39.75
Min. Hz 10 779.59 -75.87 -39.75
Leg A Max. Vert 2 799.52 -4.26 87.06
Max. Hx 19 -337.75 6.01 -37.87
Max. Hz 2 799.52 -4.26 87.06
Min. Vert 15 -705.29 4.35 -77.76
Min. Hx 7 374.50 -5.75 40.11
Min. Hz 15 -705.29 4.35 -77.76
Maximum Tower Deflections - Service Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
T1 245 - 240 5.939 26 0.2379 0.0459
T2 240 - 220 5.688 26 0.2370 0.0457
T3 220 - 210 4.706 26 0.2238 0.0435
T4 210 - 200 4.238 26 0.2126 0.0412
T5 200 - 180 3.798 26 0.1992 0.0392
T6 180 - 160 2.991 26 0.1743 0.0337
T7 160 - 140 2.298 26 0.1444 0.0280
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 21
tnxTower Report - version 8.0.7.4
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
T8 140 - 120 1.726 26 0.1201 0.0234
T9 120 - 100 1.253 26 0.0995 0.0193
T10 100 - 80 0.863 26 0.0780 0.0154
T11 80 - 60 0.558 26 0.0600 0.0119
T12 60 - 40 0.321 26 0.0447 0.0085
T13 40 - 20 0.147 26 0.0292 0.0052
T14 20 - 0 0.036 26 0.0133 0.0021
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
254.00 Strobe Light 26 5.939 0.2379 0.0459 207242
249.00 5/8'' x 8 ft lightning rod 26 5.939 0.2379 0.0459 207242
245.00 2 3/8'' OD x 3.5' Mount Pipe 26 5.939 0.2379 0.0459 207242
220.00 ADFD1820-3333B-XDM w/
Mount Pipe
26 4.706 0.2238 0.0435 70944
200.00 800 10723 w/ Mount Pipe 26 3.798 0.1992 0.0392 55349
128.00 APXVSPP18-C w/ Mount Pipe 26 1.432 0.1078 0.0209 55807
123.00 Obstruction light 26 1.318 0.1027 0.0199 58548
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
T1 245 - 240 37.880 2 1.5175 0.2915
T2 240 - 220 36.281 2 1.5114 0.2904
T3 220 - 210 30.019 2 1.4268 0.2762
T4 210 - 200 27.039 2 1.3551 0.2621
T5 200 - 180 24.236 2 1.2696 0.2494
T6 180 - 160 19.085 2 1.1118 0.2141
T7 160 - 140 14.670 2 0.9219 0.1779
T8 140 - 120 11.020 2 0.7672 0.1490
T9 120 - 100 7.996 2 0.6359 0.1225
T10 100 - 80 5.509 2 0.4987 0.0982
T11 80 - 60 3.563 2 0.3834 0.0754
T12 60 - 40 2.047 2 0.2858 0.0538
T13 40 - 20 0.936 2 0.1864 0.0331
T14 20 - 0 0.232 2 0.0848 0.0135
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
254.00 Strobe Light 2 37.880 1.5175 0.2915 32561
249.00 5/8'' x 8 ft lightning rod 2 37.880 1.5175 0.2915 32561
245.00 2 3/8'' OD x 3.5' Mount Pipe 2 37.880 1.5175 0.2915 32561
220.00 ADFD1820-3333B-XDM w/
Mount Pipe
2 30.019 1.4268 0.2762 11054
200.00 800 10723 w/ Mount Pipe 2 24.236 1.2696 0.2494 8730
128.00 APXVSPP18-C w/ Mount Pipe 2 9.139 0.6886 0.1329 8745
123.00 Obstruction light 2 8.414 0.6559 0.1263 9149
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 22
tnxTower Report - version 8.0.7.4
Bolt Design Data
Section
No.
Elevation
ft
Component
Type
Bolt
Grade
Bolt Size
in
Number
Of
Bolts
Maximum
Load
per Bolt
K
Allowable
Load
per Bolt
K
Ratio
Load
Allowable
Allowable
Ratio
Criteria
T1 245 Leg A325N 0.8750 6 1.60 41.56 0.039 1.05 Bolt Tension
Diagonal A325N 0.6250 1 3.92 13.81 0.284 1.05 Bolt Shear
Top Girt A325N 0.6250 1 1.21 13.81 0.088 1.05 Bolt Shear
T2 240 Leg A325N 0.8750 6 8.50 41.56 0.204 1.05 Bolt Tension
Diagonal A325N 0.6250 1 6.11 13.81 0.443 1.05 Bolt Shear
Top Girt A325N 0.6250 1 0.30 13.81 0.022 1.05 Bolt Shear
T3 220 Leg A325N 0.6250 18 3.86 20.34 0.190 1.05 Bolt Tension
Diagonal A325N 0.6250 2 4.78 12.24 0.390 1.05 Member Block
Shear
Top Girt A325N 0.6250 2 0.07 12.24 0.005 1.05 Member Block
Shear
T4 210 Leg A325N 0.7500 18 5.40 30.10 0.179 1.05 Bolt Tension
Diagonal A325N 0.6250 2 5.30 12.24 0.433 1.05 Member Block
Shear
T5 200 Leg A325N 0.7500 18 9.05 30.10 0.301 1.05 Bolt Tension
Diagonal A325N 0.6250 2 6.99 12.24 0.571 1.05 Member Block
Shear
T6 180 Leg A325N 0.8750 18 12.70 41.56 0.306 1.05 Bolt Tension
Diagonal A325N 0.6250 2 8.20 13.81 0.594 1.05 Bolt Shear
T7 160 Leg A325N 0.8750 18 14.71 41.56 0.354 1.05 Bolt Tension
Diagonal A325N 0.7500 2 13.91 19.88 0.700 1.05 Bolt Shear
T8 140 Leg A325N 0.8750 18 18.40 41.56 0.443 1.05 Bolt Tension
Diagonal A325N 0.7500 2 12.83 19.88 0.646 1.05 Bolt Shear
T9 120 Leg A325N 0.8750 18 21.57 41.56 0.519 1.05 Bolt Tension
Diagonal A325N 0.7500 2 14.78 19.88 0.743 1.05 Bolt Shear
T10 100 Leg A325N 1.0000 18 25.10 54.52 0.460 1.05 Bolt Tension
Diagonal A325N 0.7500 2 14.33 19.88 0.721 1.05 Bolt Shear
T11 80 Leg A325N 1.0000 18 28.37 54.52 0.520 1.05 Bolt Tension
Diagonal A325N 0.7500 2 14.79 19.88 0.744 1.05 Bolt Shear
T12 60 Leg A325N 1.0000 18 31.55 54.52 0.579 1.05 Bolt Tension
Diagonal A325N 0.7500 2 15.74 19.88 0.792 1.05 Bolt Shear
T13 40 Leg A325N 1.1250 18 34.78 68.69 0.506 1.05 Bolt Tension
Diagonal A325N 0.7500 2 14.96 19.88 0.752 1.05 Bolt Shear
T14 20 Leg A325N 1.1250 18 37.57 68.69 0.547 1.05 Bolt Tension
Diagonal A325N 0.7500 2 18.39 19.88 0.925 1.05 Bolt Shear
Compression Checks
Leg Design Data (Compression)
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
fPn
K
Ratio
Pu
fPn
T1 245 - 240 2 1/2'' solid 5.00 5.00 96.0
K=1.00
4.9087 -11.84 112.60 0.105 1
T2 240 - 220 2 1/2'' solid 20.00 5.00 96.0
K=1.00
4.9087 -56.32 112.60 0.500 1
T3 220 - 210 15TL1.5x1/2x5/8 10.02 10.02 40.0
K=1.00
5.3014 -78.78 212.23 0.371 1
T4 210 - 200 15TL1.5x1/2x5/8 10.02 10.02 40.0
K=1.00
5.3014 -109.25 212.23 0.515 1
T5 200 - 180 15TL1.75x1/2x5/8 20.03 10.02 34.3
K=1.00
7.2158 -182.98 297.97 0.614 1
T6 180 - 160 15TL1.75x1/2x5/8 20.03 10.02 34.3 7.2158 -254.01 297.97 0.852 1
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 23
tnxTower Report - version 8.0.7.4
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
fPn
K
Ratio
Pu
fPn
K=1.00
T7 160 - 140 Trylon 2.00 (18x15) 20.03 20.03 32.6
K=1.00
9.4248 -291.96 397.85 0.734 1
T8 140 - 120 Trylon 2.25 (18x15) 20.03 20.03 32.6
K=1.00
11.928
2
-367.95 503.58 0.731 1
T9 120 - 100 Trylon 2.25 (18x15) 20.03 20.03 32.6
K=1.00
11.928
2
-431.82 503.58 0.858 1
T10 100 - 80 Trylon 2.5 (18x24) 20.03 20.03 38.4
K=1.00
14.726
2
-503.71 603.04 0.835 1
T11 80 - 60 Trylon 2.75 (18x24) 20.03 20.03 34.9
K=1.00
17.818
7
-571.06 743.67 0.768 1
T12 60 - 40 Trylon 2.75 (18x24) 20.03 20.03 34.9
K=1.00
17.818
7
-636.87 743.67 0.856 1
T13 40 - 20 Trylon 2.75 (18x24) 20.03 20.03 34.9
K=1.00
17.818
7
-704.24 743.67 0.947 1
T14 20 - 0 Trylon 3.00 (18x24) 20.03 20.03 32.5
K=1.00
21.205
7
-763.15 895.57 0.852 1
1 P u / fPn controls
Truss-Leg Diagonal Data
Section
No.
Elevation
ft
Diagonal Size
Ld
ft
Kl/r
fPn
K
A
in2
Vu
K
fVn
K
Stress
Ratio
T3 220 - 210 0.5 1.68 113.0 238.57 0.1963 1.98 4.18 0.474
T4 210 - 200 0.5 1.68 113.0 238.57 0.1963 1.11 4.18 0.266
T5 200 - 180 0.5 1.67 112.1 324.71 0.1963 1.05 4.24 0.247
T6 180 - 160 0.5 1.67 112.1 324.71 0.1963 1.93 4.24 0.455
T7 160 - 140 0.625 1.83 98.3 430.59 0.3068 1.41 8.65 0.163
T8 140 - 120 0.625 1.81 97.4 544.96 0.3068 1.99 8.74 0.227
T9 120 - 100 0.625 1.81 97.4 544.96 0.3068 1.36 8.74 0.156
T10 100 - 80 0.625 2.38 128.0 672.79 0.3068 1.35 4.40 0.308
T11 80 - 60 0.625 2.37 127.4 814.08 0.3068 1.31 4.44 0.294
T12 60 - 40 0.625 2.37 127.4 814.08 0.3068 1.46 4.44 0.330
T13 40 - 20 0.625 2.37 127.4 814.08 0.3068 2.29 4.44 0.515
T14 20 - 0 0.75 2.36 105.7 968.83 0.4418 2.66 8.84 0.301
Diagonal Design Data (Compression)
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
fPn
K
Ratio
Pu
fPn
T1 245 - 240 L2 1/2x2 1/2x1/4 7.81 3.63 96.6
K=1.09
1.1900 -3.92 33.41 0.117 1
T2 240 - 220 L2 1/2x2 1/2x1/4 7.81 3.63 96.6
K=1.09
1.1900 -6.11 33.41 0.183 1
T3 220 - 210 L3x3x1/4 11.93 5.06 107.0
K=1.04
1.4400 -10.40 35.40 0.294 1
T4 210 - 200 L3x3x1/4 12.50 5.41 112.3
K=1.02
1.4400 -10.90 32.62 0.334 1
T5 200 - 180 L3x3x1/4 13.80 6.14 123.4
K=0.99
1.4400 -14.44 27.05 0.534 1
T6 180 - 160 L3 1/2x3 1/2x1/4 15.24 6.91 119.6
K=1.00
1.6900 -15.24 33.80 0.451 1
T7 160 - 140 L5x5x3/8 23.86 11.23 132.4
K=0.97
3.6100 -27.81 58.98 0.472 1
T8 140 - 120 L5x5x3/8 25.01 11.85 138.0
K=0.96
3.6100 -25.40 54.23 0.468 1
T9 120 - 100 L5x5x3/8 26.26 12.50 144.1
K=0.95
3.6100 -29.55 49.77 0.594 1
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 24
tnxTower Report - version 8.0.7.4
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
fPn
K
Ratio
Pu
fPn
T10 100 - 80 L5x5x3/8 27.59 13.19 150.5
K=0.94
3.6100 -28.66 45.64 0.628 1
T11 80 - 60 L5x5x3/8 29.01 13.92 157.2
K=0.93
3.6100 -29.59 41.84 0.707 1
T12 60 - 40 L5x5x3/8 30.49 14.67 164.1
K=0.92
3.6100 -31.48 38.36 0.821 1
T13 40 - 20 L5x5x3/8 32.02 15.45 171.3
K=0.91
3.6100 -29.25 35.21 0.831 1
T14 20 - 0 L6x6x7/16 33.61 16.25 153.5
K=0.94
5.0600 -36.78 61.48 0.598 1
1 P u / fPn controls
Top Girt Design Data (Compression)
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
fPn
K
Ratio
Pu
fPn
T1 245 - 240 L6x6x7/16 6.00 5.52 87.8
K=1.58
5.0600 -1.17 155.61 0.007 1
T2 240 - 220 L6x6x7/16 6.00 5.52 87.8
K=1.58
5.0600 -0.14 155.61 0.001 1
T3 220 - 210 L3x3x1/4 6.00 4.32 103.8
K=1.18
1.4400 -0.14 36.99 0.004 1
1 P u / fPn controls
Tension Checks
Leg Design Data (Tension)
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
fPn
K
Ratio
Pu
fPn
T1 245 - 240 2 1/2'' solid 5.00 5.00 96.0 4.9087 9.62 220.89 0.044 1
T2 240 - 220 2 1/2'' solid 20.00 5.00 96.0 4.9087 50.98 220.89 0.231 1
T3 220 - 210 15TL1.5x1/2x5/8 10.02 10.02 40.0 5.3014 69.51 238.57 0.291 1
T4 210 - 200 15TL1.5x1/2x5/8 10.02 10.02 40.0 5.3014 97.16 238.57 0.407 1
T5 200 - 180 15TL1.75x1/2x5/8 20.03 10.02 34.3 7.2158 162.94 324.71 0.502 1
T6 180 - 160 15TL1.75x1/2x5/8 20.03 10.02 34.3 7.2158 228.57 324.71 0.704 1
T7 160 - 140 Trylon 2.00 (18x15) 20.03 20.03 32.6 9.4248 264.74 430.59 0.615 1
T8 140 - 120 Trylon 2.25 (18x15) 20.03 20.03 32.6 11.928
2
331.28 544.96 0.608 1
T9 120 - 100 Trylon 2.25 (18x15) 20.03 20.03 32.6 11.928
2
388.33 544.96 0.713 1
T10 100 - 80 Trylon 2.5 (18x24) 20.03 20.03 38.4 14.726
2
451.87 672.79 0.672 1
T11 80 - 60 Trylon 2.75 (18x24) 20.03 20.03 34.9 17.818
7
510.67 814.08 0.627 1
T12 60 - 40 Trylon 2.75 (18x24) 20.03 20.03 34.9 17.818
7
567.99 814.08 0.698 1
T13 40 - 20 Trylon 2.75 (18x24) 20.03 20.03 34.9 17.818
7
626.01 814.08 0.769 1
T14 20 - 0 Trylon 3.00 (18x24) 20.03 20.03 32.5 21.205
7
676.23 968.83 0.698 1
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 25
tnxTower Report - version 8.0.7.4
1 P u / fPn controls
Truss-Leg Diagonal Data
Section
No.
Elevation
ft
Diagonal Size
Ld
ft
Kl/r
fPn
K
A
in2
Vu
K
fVn
K
Stress
Ratio
T3 220 - 210 0.5 1.68 113.0 238.57 0.1963 1.98 4.18 0.474
T4 210 - 200 0.5 1.68 113.0 238.57 0.1963 1.11 4.18 0.266
T5 200 - 180 0.5 1.67 112.1 324.71 0.1963 1.05 4.24 0.247
T6 180 - 160 0.5 1.67 112.1 324.71 0.1963 1.93 4.24 0.455
T7 160 - 140 0.625 1.83 98.3 430.59 0.3068 1.41 8.65 0.163
T8 140 - 120 0.625 1.81 97.4 544.96 0.3068 1.99 8.74 0.227
T9 120 - 100 0.625 1.81 97.4 544.96 0.3068 1.36 8.74 0.156
T10 100 - 80 0.625 2.38 128.0 672.79 0.3068 1.35 4.40 0.308
T11 80 - 60 0.625 2.37 127.4 814.08 0.3068 1.31 4.44 0.294
T12 60 - 40 0.625 2.37 127.4 814.08 0.3068 1.46 4.44 0.330
T13 40 - 20 0.625 2.37 127.4 814.08 0.3068 2.29 4.44 0.515
T14 20 - 0 0.75 2.36 105.7 968.83 0.4418 2.66 8.84 0.301
Diagonal Design Data (Tension)
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
fPn
K
Ratio
Pu
fPn
T1 245 - 240 L2 1/2x2 1/2x1/4 7.81 3.63 58.8 0.7519 3.72 36.80 0.101 1
T2 240 - 220 L2 1/2x2 1/2x1/4 7.81 3.63 58.8 0.7519 5.95 36.80 0.162 1
T3 220 - 210 L3x3x1/4 11.93 5.06 68.1 0.9394 9.55 45.98 0.208 1
T4 210 - 200 L3x3x1/4 12.50 5.41 72.6 0.9394 10.60 45.98 0.230 1
T5 200 - 180 L3x3x1/4 13.80 6.14 82.0 0.9394 13.98 45.98 0.304 1
T6 180 - 160 L3 1/2x3 1/2x1/4 15.24 6.91 78.4 1.1269 15.57 55.16 0.282 1
T7 160 - 140 L5x5x3/8 23.86 11.23 88.3 2.4614 25.34 120.49 0.210 1
T8 140 - 120 L5x5x3/8 25.01 11.85 93.0 2.4614 25.67 120.49 0.213 1
T9 120 - 100 L5x5x3/8 26.26 12.50 98.0 2.4614 27.16 120.49 0.225 1
T10 100 - 80 L5x5x3/8 27.59 13.19 103.3 2.4614 27.18 120.49 0.226 1
T11 80 - 60 L5x5x3/8 29.01 13.92 108.9 2.4614 27.47 120.49 0.228 1
T12 60 - 40 L5x5x3/8 30.49 14.67 114.7 2.4614 28.97 120.49 0.240 1
T13 40 - 20 L5x5x3/8 32.02 15.45 120.7 2.4614 29.91 120.49 0.248 1
T14 20 - 0 L6x6x7/16 33.61 16.25 105.8 3.5079 32.91 171.71 0.192 1
1 P u / fPn controls
Top Girt Design Data (Tension)
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
fPn
K
Ratio
Pu
fPn
T1 245 - 240 L6x6x7/16 6.00 5.52 37.2 3.5489 1.21 173.72 0.007 1
T2 240 - 220 L6x6x7/16 6.00 5.52 37.2 3.5489 0.30 173.72 0.002 1
T3 220 - 210 L3x3x1/4 6.00 4.32 61.3 0.9394 0.13 45.98 0.003 1
1 P u / fPn controls
Section Capacity Table
Section
No.
Elevation
ft
Component
Type
Size Critical
Element
P
K
øPallow
K
%
Capacity
Pass
Fail
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 26
tnxTower Report - version 8.0.7.4
Section
No.
Elevation
ft
Component
Type
Size Critical
Element
P
K
øPallow
K
%
Capacity
Pass
Fail
T1 245 - 240 Leg 2 1/2'' solid 3 -11.84 118.23 10.0 Pass
T2 240 - 220 Leg 2 1/2'' solid 15 -56.32 118.23 47.6 Pass
T3 220 - 210 Leg 15TL1.5x1/2x5/8 44 -74.92 222.84 45.2 Pass
T4 210 - 200 Leg 15TL1.5x1/2x5/8 57 -109.25 222.84 49.0 Pass
T5 200 - 180 Leg 15TL1.75x1/2x5/8 66 -182.98 312.87 58.5 Pass
T6 180 - 160 Leg 15TL1.75x1/2x5/8 81 -254.01 312.87 81.2 Pass
T7 160 - 140 Leg Trylon 2.00 (18x15) 96 -291.96 417.74 69.9 Pass
T8 140 - 120 Leg Trylon 2.25 (18x15) 105 -367.95 528.76 69.6 Pass
T9 120 - 100 Leg Trylon 2.25 (18x15) 114 -431.82 528.76 81.7 Pass
T10 100 - 80 Leg Trylon 2.5 (18x24) 123 -503.71 633.19 79.6 Pass
T11 80 - 60 Leg Trylon 2.75 (18x24) 132 -571.06 780.85 73.1 Pass
T12 60 - 40 Leg Trylon 2.75 (18x24) 141 -636.87 780.85 81.6 Pass
T13 40 - 20 Leg Trylon 2.75 (18x24) 150 -704.24 780.85 90.2 Pass
T14 20 - 0 Leg Trylon 3.00 (18x24) 159 -763.15 940.35 81.2 Pass
T1 245 - 240 Diagonal L2 1/2x2 1/2x1/4 11 -3.92 35.08 11.2
27.0 (b)
Pass
T2 240 - 220 Diagonal L2 1/2x2 1/2x1/4 23 -6.11 35.08 17.4
42.2 (b)
Pass
T3 220 - 210 Diagonal L3x3x1/4 53 -10.40 37.17 28.0
37.2 (b)
Pass
T4 210 - 200 Diagonal L3x3x1/4 62 -10.90 34.25 31.8
41.2 (b)
Pass
T5 200 - 180 Diagonal L3x3x1/4 71 -14.44 28.40 50.8
54.4 (b)
Pass
T6 180 - 160 Diagonal L3 1/2x3 1/2x1/4 87 -15.24 35.49 43.0
56.6 (b)
Pass
T7 160 - 140 Diagonal L5x5x3/8 101 -27.81 61.93 44.9
66.6 (b)
Pass
T8 140 - 120 Diagonal L5x5x3/8 111 -25.40 56.94 44.6
61.5 (b)
Pass
T9 120 - 100 Diagonal L5x5x3/8 119 -29.55 52.26 56.5
70.8 (b)
Pass
T10 100 - 80 Diagonal L5x5x3/8 128 -28.66 47.92 59.8
68.7 (b)
Pass
T11 80 - 60 Diagonal L5x5x3/8 137 -29.59 43.93 67.4
70.9 (b)
Pass
T12 60 - 40 Diagonal L5x5x3/8 146 -31.48 40.28 78.1 Pass
T13 40 - 20 Diagonal L5x5x3/8 156 -29.25 36.97 79.1 Pass
T14 20 - 0 Diagonal L6x6x7/16 164 -36.78 64.55 57.0
88.1 (b)
Pass
T1 245 - 240 Top Girt L6x6x7/16 4 -1.17 163.39 0.7
8.3 (b)
Pass
T2 240 - 220 Top Girt L6x6x7/16 17 0.30 182.41 0.2
2.1 (b)
Pass
T3 220 - 210 Top Girt L3x3x1/4 46 -0.14 38.84 0.4
0.5 (b)
Pass
Summary
Leg (T13) 90.2 Pass
Diagonal
(T14)
88.1 Pass
Top Girt
(T1)
8.3 Pass
Bolt
Checks
88.1 Pass
RATING = 90.2 Pass
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 27
tnxTower Report - version 8.0.7.4
APPENDIX B
BASE LEVEL DRAWING
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 28
tnxTower Report - version 8.0.7.4
August 10, 2020
245 Ft Self Support Tower Structural Analysis CCI BU No 800642
Project Number 37520-1608.001.8700, Order 526773, Revision 0 Page 29
tnxTower Report - version 8.0.7.4
APPENDIX C
ADDITIONAL CALCULATIONS
Self Support Anchor Rod Capacity
*TIA-222-H Section 15.5 Applied
Anchor Rod Data Anchor Rod Summary (units of kips, kip-in)
(6) 2" ø bolts (Williams High Tensile UNC Tie-rods N; Fy=81 ksi, Fu=105 ksi) Pu_t = 117.5 φPn_t = 196.88 Stress Rating
l ar (in):0.875 Vu = 13 φVn = 123.7 35.0%
Mu = n/a φMn = n/a Pass
Uplift
705.00
78.00
Total Eccentricity (in) 0.000
Connection Properties Analysis Results
Axial Force (kips) 0.00
Shear Force (kips) 0.00
Considered Eccentricity
Leg Mod Eccentricity (in) 0.000
*Anchor Rod Eccentricity Applied
Anchor Rod N.A Shift (in) 0.000
Comp.
Applied Loads
Grout Considered:No
Site Info
BU # 800642
Site Name FL West Midway
Order # 526773 Rev 0
Analysis Considerations
TIA-222 Revision H
Analysis Date: 8/10/2020CCIplate - Version 3.7.0
Job Number:A37520-1608.001.8700
Engineer:CMH
Date:8/10/2020
Site Name:FL WEST MIDWAY CCI 800642
Site Number:800642
WO No.:1872769
Order No.:526773 Rev 0
675.00 911.25 800.00 83.61% Sufficient
589.00 795.15 705.00 84.44% Sufficient
63.00 85.05 78.00 87.34% Sufficient
Notes:
112940.330.0301
1/22/2001Design Drawing Date:
Design Drawing Number:
Self-Support Tower
TIA-222-H
TIA-222-F
Trylon
Structure Type:
Current Analysis Code:
Original Design Code:
Manufacturer:
Adjusted
Original Design
Current
Analysis
(kips, kip-ft)
Original
Design
(kips, kip-ft)
Monopole and Tower Foundation Comparison Tool (Version v1.5 - Effective Date 04/1/2020 )
1. Reac<on Ra<o Normalized per TIA-222-H Sec<on 15.5
2. The original tower design was completed in accordance with the TIA-222-F standard. Per section 15.6.2 of the TIA-222-H standard, the reactions from the original design shall be multiplied by 1.35 for
comparison to the reac<ons from this analysis.
Reactions
Ratio ResultBase Reaction
Axial Compression
Shear
Moment
Tension (Uplift)
Apply Capacity Normalization per Section 15.5
Compare Base Shear
Compare Base Axial Compression
37520-1608_Monopole and Tower Foundation Comparison Tool v1.5
ASCE 7 Hazards Report
Address:
No Address at This
Location
Standard:ASCE/SEI 7-10
Risk Category:II
Soil Class:D - Stiff Soil
Elevation:18.55 ft (NAVD 88)
Latitude:
Longitude:
27.381472
-80.496778
Wind
Results:
Data Source:
Date Accessed:
Wind Speed: 154 Vmph
10-year MRI 86 Vmph
25-year MRI 105 Vmph
50-year MRI 116 Vmph
100-year MRI 127 Vmph
ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1–CC-4, incorporating errata of
March 12, 2014
Thu Jul 23 2020
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. Glazed openings shall be protected
against wind-borne debris as specified in Section 26.10.3.
Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind
conditions.
Page 1 of 3https://asce7hazardtool.online/Thu Jul 23 2020
SS : 0.057
S1 : 0.029
F a : 1.6
F v : 2.4
SMS : 0.092
SM1 : 0.07
SDS : 0.061
SD1 : 0.046
T L : 8
PGA : 0.027
PGA M : 0.044
F PGA : 1.6
Ie : 1
Design Response Spectrum
S (g) vs T(s)a
MCE Response SpectrumR
S (g) vs T(s)a
Seismic
Site Soil Class:
Results:
Seismic Design Category
D - Stiff Soil
A
Data Accessed:
Date Source:
Thu Jul 23 2020
USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating
Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2.
Additional data for site-specific ground motion procedures in accordance with
ASCE/SEI 7-10 Ch. 21 are available from USGS.
Page 2 of 3https://asce7hazardtool.online/Thu Jul 23 2020
Ice
Results:
Data Source:
Date Accessed:
Ice Thickness: 0.00 in.
Concurrent Temperature: 25 F
Gust Speed: 30 mph
Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8
Thu Jul 23 2020
Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys
and gorges may exceed the mapped values.
Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds,
for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.
Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice
thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may
exceed the mapped values.
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
Page 3 of 3https://asce7hazardtool.online/Thu Jul 23 2020