HomeMy WebLinkAboutStructural Analysis ReportDate: July 23, 2019
William Barrett
Crown Castle
8000 Avalon Blvd
Alpharetta, GA 30009
Subject:
Carrier Designation:
Crown Castle Designation:
Engineering Firm Designation:
Site Data:
Dear William Barrett,
FEB 10 ?V0
ST. Lucie County,
Structural Opinion Letter
T-Mobile Co -Locate
Carrier Site Number:
Carrier Site Name:
i
GPD GROUP,
520 South Main Street
Akron, OH 44311
(216)927-8663
A2P0105A
PJD/Fox Site
Crown Castle BIJ Number:
5800245
Crown Castle Site Name:
Fox
Crown Castle JDE Job Number:
577526
Crown Castle Work Order Number:
1769248
Crown Castle Application Number:
495193 Rev. 0
INC- 30920
GPD Group Project Number: 2019777.5800245.02
6041 St. Lucie Blvd., Fort Pierce, St. Lucie County, FL 34996
Latitude 27° 28' 54.17", Longitude -80° 22' 32.68"
134 Foot —Sabre Monopole Tower: -
We are 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 158 mph as required by the 2017 Florida Building
Code, 611 Edition. Applicable Standard references and design, criteria are, listed in Section 2 -Analysis Criteria.
Structural analysis prepared by: Laleh Jamshidifar
Respectfully submitted by:
\\\\1111H///CHRISTOPHER J. SCHEKS
IER LICENSE No. 78737
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No , SE����ii��iS�.
,•� N FRONT
ChristopherJ. Scheks, P.E.` -01 ; a $IDES
Florida # 78737 13 % STATE OF 40
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cCOR10P:''G\�\��\
7/23/2019 REAR�—
IZN,.;7rT
1. FILE COPY
520 Soutii Main Street. Suite 2531 . Akron, Ohio 44311 . 330-572-2100 . Fax 330-572.2101 . w .GPDGroup.com
GPD Group, Inc. - 30920
134 Ft Monopole Tower Structural Analysis July 23, 2019
CCI BU No 5800245
Project Number 2019777.5800245.02, Application 495193, Revision 0 Page 2
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) DISCLAIMER OF WARANTIES
6) APPENDIX A
tnxTower Output
7) APPENDIX B
Base Level Drawing
8) APPENDIX C
Additional Calculations
tnxTower Report - version 8.0.5.0
134 Ft Monopole Tower Structural Analysis
Project Number 2019777.5800245.02, Application 495193, Revision 0
1) INTRODUCTION
July 23, 2019
CC/ BU No 5800245
Page 3
The existing 134 foot monopole has 18 sides and consists of three major sections connected by slip joints. The
shaft is evenly tapered from 16" (flat to flat) at the top to 56.84" (flat to flat) at the base. The structure is
galvanized and has no tower lighting.
This tower is designed by Sabre Towers and Poles in January of 2010. The tower was originally designed for a
wind speed of 140 mph per TIA/EIA-222-G.
2) ANALYSIS CRITERIA
TIA-222 Revision:
TIA-222-H
Risk Category:
II
Wind Speed:
158 mph
Exposure Category:
C
Topographic Factor:
1
Service Wind Speed:
60 mph
Table 1 -Proposed Equipment Configuration
nting
Center
Line
i
Number!;Antenna
Number
Feed
FLevel (ft)"
Elevation r
°f
Manufacturer
Antenna Model
oflFeed
Line
Antennas £
Lines
Size (in);
3
Cellmax
Technologies
CMA-BDHH/6520/EO-8
3
Nokia
FRIG
1
Raycap
SSU9338TYP01
120.0
123.0
1
1-1/4
3
Commscope
FFHH-65C-R3
12
1-5/8
3
Nokia
AHLOA
3
Commscope
TMAT1921B78-21A
1
Site Pro 1
HRK 14-U
120.0
1
Site Pro 1
RMQP - NP
Table 2 — Other Considered Equipment
Mounting,Line
Level ft
( )`;
Center `
Elevation
(ft)
Nu her
MO
Antennas
Antenna
Manufacturer
Antenna Model
Number
of Feed
Lines
' Feed
line
Size (in)'
6
Kathrein
,80010122
3
Kathrein
80010764
3
Ericsson
RRUS 11
132.0
133.0
I
1
2
3
I 3/8
I 315 5/
516
6
Ericsson
RRUS 11 B12
6
Ericsson
RRUS 11 B2
3
Andrew
CBC819-DF
6
Andrew
ETB19G8-12UB
1
Raycap
DC6-48-60-18-8F
132.0
1
Platform Mount [LP 303-1]
tnxTower Report - version 8.0.5.0
134 Ft Monopole Tower Structural Analysis July 23, 2019
CCI BU No 5800245
Project Number 2019777.5800245.02, Application 495193, Revision 0 Page 4
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document
I
'Remarks
Reference
Source
Geotechnical
Universal Engineering Sciences Project #:
Report
1930.1000003.0000:
2609348
CCISITES
Dated 2/12/2010
Foundation
UESProject#:0330.1000003.0000,
Drawings
Dated 2/10/2010
2604744
CCISITES
Tower
Sabre Towers & Poles Job #: 09-10100,
Drawings
Dated 1/18/2010
2604731
CCISITES
11i) Analysis method
tnxTower (version 8.0.5.0), 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.
3.2) Assumptions
1) Tower and structures were built and maintained in accordance with the manufacturer's
specifications.
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. GPD
should be notified to determine the effect on the structural integrity of the tower.
tnxTower Report - version 8.0.5.0
July 23, 2019
134 Ft Monopole Tower Structural Analysis CC/ BU No 5800245
Project Number 2019777.5800245.02, Application 495193, Revision 0 Page 5
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
Section i Critical
Elevation (ft.) Component Type 'Size `Element
No. I -
(SF*P_allow
P K
'O
(K) i
%
Capacity`
i
Pass /Fail d
L1 1 134 - 96.75 Pole TP27.77xl6x0.25 1
-9.228
1279.740
54.2
Pass
L2 196.75-47.25 Pole TP42.91x26.006xn.5 2
-21.646
3949.386
36.0
Pass
L3 47.25 - 0 Pole TP56.84x40.014x0.5 3
-42.153
5492.109
39.9
Pass
Summary
ELC:
LC5
Pole (Lt)
54.2
Pass
Rating =
54.2
Pass
Table 5 - Tower Component Stresses vs. Capacity - LC5
Notes
Component
Elevation (ft.)
% Capacity
Pass / Fail
1,2
Anchor Rods
0
37.8
Pass
1,2
Base Plate
0
25.2
Pass
1,2
Base Foundation
0
Structural
36.3
Pass
1,2
Base Foundation
0
Soil Interaction
23.6
Pass
Structure Rating (max from all components) = 64.2% II
Notes:
1) See additional documentation in "Appendix C -Additional Calculations" for calculations supporting the % capacity
consumed.
2) Tower capacities adjusted per TIA-222-H Section 15.5.
4.1) Recommendations
The tower and its foundation have sufficient capacity to carry the proposed load configuration. No
modifications are required at this time.
tnxTower Report - version 8.0.5.0
July 23, 2019
134 Ft Monopole Tower Structural Analysis CC/ BU No 5800245
Project Number 2019777.5800245.02, Application 495193, Revision 0 Page 6
5) DISCLAIMER OF WARRANTIES
GPD has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the
existing conditions are not as represented on the tower elevation contained in this report, we should be
contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the
tower or foundation. This report does not replace a full tower inspection. The tower and foundations are
assumed to have been properly fabricated, erected, maintained, in good condition, twist free, and plumb.
The engineering services rendered by GPD in connection with this Structural Analysis are limited to a computer
analysis of the tower structure and theoretical capacity of its main structural members. No allowance was made
for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made
for loose bolts or cracked welds.
This analysis is limited to the designated maximum wind and seismic conditions per the governing tower
standards and code. Wind forces resulting in tower vibrations near the structure's resonant frequencies were
not considered in this analysis and are outside the scope of this analysis. Lateral loading from any dynamic
response was not evaluated under a time -domain based fatigue analysis.
GPD does not analyze the fabrication of the structure (including welding). It is not possible to have all the very
detailed information needed to perform a thorough analysis of every structural sub -component and connection
of an existing tower. GPD provides a limited scope of service in that we cannot verify the adequacy of every
weld, plate connection detail, etc. The purpose of this report is to assess the capability of adding appurtenances
usually accompanied by transmission lines to the structure.
It is the owner's responsibility to determine the amount of ice accumulation in excess of the code specified
amount, if any, that should be considered in the structural analysis.
The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from
these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and
clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be
used as a precise construction document. Precise modification drawings are obtainable from GPD, but are
beyond the scope of this report.
Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work.
We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer.
Towers are designed to carry gravity, wind, and ice loads. All members, legs, diagonals, struts, and redundant
members provide structural stability to the tower with little redundancy. Absence or removal of a member can
trigger catastrophic failure unless a substitute is provided before any removal. Legs carry axial loads and derive
their strength from shorter unbraced lengths by the presence of redundant members and their connection to the
diagonals with bolts or welds. If the bolts or welds are removed without providing any substitute to the frame,
the leg is subjected to a higher unbraced length that immediately reduces its load carrying capacity. If a
diagonal is also removed in addition to the connection, the unbraced length of the leg is greatly increased,
jeopardizing its load carrying capacity. Failure of one leg can result in a tower collapse because there is no
redundancy. Redundant members and diagonals are critical to the stability of the tower.
GPD makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability
arising from material, fabrication, and erection of this tower. GPD will not be responsible whatsoever for, or on
account of, consequential or incidental damages sustained by any person, firm, or organization as a result of
any data or conclusions contained in this report. The maximum liability of GPD pursuant to this report will be
limited to the total fee received for preparation of this report.
tnxTower Report - version 8.0.5.0
July 23, 2019
134 Ft Monopole Tower Structural Analysis CCI BU No 5800245
Project Number 2019777.5800245.02, Application 495193, Revision 0 Page 7
APPENDIX A
TNXTOWER OUTPUT
tnxTower Report - version 8.0.5.0
Mon
%.a ft
47.3 ft
0.0 ft
TOWER DESIGN NOTES
1. Tower is located in St. Lucie County, Florida.
2. Tower designed for Exposure C to the TIA-222-H Standard.
3. Tower designed for a 158 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 0.000 It
7. TOWER RATING: 54.2%
ALL REACTIONS
AREFACTORED
AXIAL
�4-2IrKK
EAR \ MOMENT
K y 3017 kip-ft
TORQUE 1 kip-R
REACTIONS -158 mph WIND
GPD "" BU#.
520 South Main Street Suite 2531 Project 2019
Akron, Ohio 44" 1c"e"` Crow
Phone:(555) 555-1: 1 code: TIA-2
Feed Line Distribution Chart
0' - 134'
Reuna Flat App In Face App Oul Face Truee Leg
W
134.000 Face A
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Face B Face C
520 South Main Street Suite 2531 Projen: Y019777,
Akron, Ohio 44311 0°an° crown Ca.
Phone: (555) 555-1234 c:IZ222-H
ode:
July 23, 2019
134 Ft Monopole Tower Structural Analysis CCI BU No 5800245
Project Number 2019777.5800245.02, Application 495193, Revision 0 Page 8
Tower Input Data
The tower is a monopole.
This tower is designed using the TIA-222-H standard.
The following design criteria apply:
1) Tower is located in St. Lucie County, Florida.
2) Tower base elevation above sea level: 19.000 ft.
3) Basic wind speed of 158 mph.
4) Risk Category IL
5) Exposure Category C.
6) Simplified Topographic Factor Procedure for wind speed-up calculations is used.
7) Topographic Category: 1.
8) Crest Height: 0.000 ft.
9) Deflections calculated using a wind speed of 60 mph.
to) A non -linear (P-delta) analysis was used.
11) Pressures are calculated at each section.
12) Stress ratio used in pole design is 1.05.
13) Tower analysis based on target reliabilities in accordance with Annex S.
14) Load Modification Factors used: Kes (Fw) = 0.95.
15) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not
considered.
Consider Moments - Legs
Consider Moments - Horizontals
Consider Moments - Diagonals
Use Moment Magnification
Use Code Stress Ratios
Use Code Safety Factors - Guys
Escalate Ice
Always Use Max Kz
Use Special Wind Profile
Include Bolts In Member Capacity
Leg Bolts Are At Top Of Section
Secondary Horizontal Braces Leg
Use Diamond Inner Bracing (4 Sided)
SR Members Have Cut Ends
SR Members Are Concentric
Options
Distribute Leg Loads As Uniform
Assume Legs Pinned
Assume Rigid Index Plate
Use Clear Spans For Wind Area
Use Clear Spans For KUr
Retension Guys To Initial Tension
Bypass Mast Stability Checks
Use Azimuth Dish Coefficients
Project Wind Area of Appurt.
Autocalc Torque Arm Areas
Add IBC .6D+W Combination
Sort Capacity Reports By Component
Triangulate Diamond Inner Bracing
Treat Feed Line Bundles As Cylinder
Ignore KUry For 60 Deg. Angle Legs
Use ASCE 10 X-Brace Ly Rules
Calculate Redundant Bracing Forces
Ignore Redundant Members in FEA
SR Leg Bolts Resist Compression
All Leg Panels Have Same Allowable
Offset Girt At Foundation
Consider Feed Line Torque
Include Angle Block Shear Check
Use TIA-222-H Bracing Resist.
Exemption
Use TIA-222-H Tension Splice
Exemption
Poles —"1
Include Shear -Torsion Interaction
Always Use Sub -Critical Flow
Use Top Mounted Sockets
q Pole Without Linear Attachments
Pole Win Shroud Or No
Appurtenances
Outside and Inside Corner Radii Are
Known
tnxTower Report - version 8.0.5.0
July 23, 2019
134 Ft Monopole Tower Structural Analysis CCI BU No 5800245
Project Number 2019777.5800245.02, Application 495193, Revision 0 Page 9
Tapered, Pole Section Geometry
Section
Elevation
Section
Splice
Number
Top
Bottom
Wall
Bend
Pole Grade
Length
Length
of
Diameter
Diameter
Thickness
Radius
R
ft
@
Sides
in
in
in
in
L1
134.000-
37.250
4.000
18
16.000
27.770
0.250
1.000
A572-65
96.750
(65 ksi)
L2
96.75047.250
53.500
6.000
18
26.006
42.910
0.500
2.000
A572-65
(65 ksi)
L3
47.250-0.000
53.250
18
40.014
56.840
0.600
2.000
A572-65
(65 ksi)
Ta ered Pole Properties
oecnon
np ura.
Area
I
r
C
I/C
J
lt/Q
w
w/t
in
irt3
W
in
in
in3
in4
in3
in
L1
16.208
12.498
391.675
5.591
8.128
48.188
783.866
6.250
2.376
9.504
28.160
21.837
2089.439
9.770
14.107
148.112
4181.627
10.921
4.448
17.79
L2
27.613
40.478
3326.955
9.055
13.211
251.830
6658.288
20.243
3.697
7.394
43.495
67.305
15293.933
15.056
21.798
701.612
30607.991
33.659
6.672
13.344
L3
42.479
62.709
12370.155
14.028
20.327
608.551
24756.588
31.361
6.163
12.325
57.640
89.412
35856.253
20.001
28.875
1241.787
71759.687
44.714
9.124
18.248
Tower Gusset Gusset Gusset Grade Adjust Factor Adjust Weight Mult. Double Angle Double Angle Double Angle
Elevation Area Thickness At Factor Stitch Bolt Stitch Bolt Stitch Bolt
(per face) A, Spacing Spacing Spacing
Diagonals Hodzontals Redundants
B in in in in
96.750
L2 96.750- 1 1 1
47.250
L3 47.250- 1 1 1
0.000
Feed Line/Linear Appurtenances
- Entered As Area
Weight
Description
Face
Allow
Exclude
Componen
Placement
Total
CAAA
or
Shield
From
t
Number
Leg
Torque
Type
It
R /R
klf
Calculation
Safety Line (3/8")
C
No
No
CaAa (Out
134.000 -
1
No Ice
0.037
0.000
Of Face)
8.000
5/8"Step Bolts
C
No
No
CaAa (Out
134.000 -
1
No Ice
0.042
0.001
Of Face)
8.000
LDF7-50A(1-518")
A
No
No
Inside Pole
132.000 -
15
No Ice
0.000
0.001
0.000
12 PAIR(3/8")
A
No
No
Inside Pole
132.000 -
1
No Ice
0.000
0.000
0.000
WR-VG86ST-
A
No
No
Inside Pole
132.000-
2
No Ice
0.000
0.001
BRD(3/4)
0.000
9207 (5/16 FOEM)
A
No
No
Inside Pole
132.000 -
3
No Ice
0.000
0.001
0.000
EC7-50A( 1 5/8")
C
No
No
Inside Pole
120.000 -
12
No Ice
0.000
0.001
0.000
LDF6-50A (1-1/4
C
No
No
Inside Pale
120.000 -
1
No Ice
0.000
0.001
FOAM)
0.000
tnxTower Report - version 8.0.5.0
July 23, 2019
134 Ft Monopole Tower
Structural Analysis
CC/ BU No 5800245
Project Number 2019777.5800245.02, Application 495193, Revision 0
Page 10
Discrete Tower Loads
Weight
Descnption
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
or
Type
Horz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
re
re
ttz
re
K
reo
re
Lighting Rod 3/4" x 3'
C
From Leg
0.000
0.000
134.000
No Ice
0.225
0.225
0.030
0.000
1.500
(2) 800 10122 w/ Mount
A
From
4.000
0.000
132.000
No Ice
6.240
4.890
0.086
Pipe
Centroid-
0.000
Leg
1.000
(2) 800 10122 w/ Mount
B
From
4.000
0.000
132.000
No Ice
6.240
4.890
0.086
Pipe
Centroid-
0.000
Leg
1.000
(2) 800 10122 w/ Mount
C
From
4.000
0.000
132.000
No Ice
6.240
4.890
0.086
Pipe
Centroid-
0.000
Leg
1.000
800 10764 w/ Mount Pipe
A
From
4.000
0.000
132.000
No Ice
4.330
3.120
0.066
Centroid-
0.000
Leg
1.000
800 10764 w/ Mount Pipe
B
From
4.000
0.000
132.000
No Ice
4.330
3.120
0.066
Centroid-
0.000
Leg
1.000
800 10764 w/ Mount Pipe
C
From
4.000
0.000
132.000
No Ice
4.330
3.120
0.066
Centroid-
0.000
Leg
1.000
RRUS 11
A
From
4.000
0.000
132.000
No Ice
2.784
1.187
0.051
Centroid-
0.000
Leg
1.000
RRUS 11
B
From
4.000
0.000
132.000
No Ice
2.784
1.187
0.051
Centroid-
0.000
Leg
1.000
RRUS 11
C
From
4.000
0.000
132,000
No Ice
2.784
1.187
0.051
Centroid-
0.000
Leg
1.000
(2) RRUS 11 B12
A
From
4.000
0.000
132.000
No Ice
2.833
1.182
0.051
Centroid-
0.000
Leg
1.000
(2) RRUS 11 B12
B
From
4.000
0.000
132.000
No Ice
2.833
1.182
0.051
Centroid-
0.000
Leg
1.000
(2) RRUS 11 B12
C
From
4.000
0.000
132.000
No Ice
2.833
1.182
0.051
Centroid-
0.000
Leg
1.000
(2) RRUS 11 B2
A
From
4.000
0.000
132.000
No Ice
2.833
1.182
0.051
Centroid-
0.000
Leg
1.000
(2) RRUS 11 B2
B
From
4.000
0.000
132.000
No Ice
2.833
1.182
0.051
Centroid-
0.000
Leg
1.000
(2) RRUS 11 B2
C
From
4.000
0.000
132.000
No Ice
2.833
1.182
0.051
Centroid-
0.000
Leg
1.000
CBC819-DF
A
From
4.000
0.000
132.000
No Ice
0.447
0.070
0.004
Centroid-
0.000
Leg
1.000
CBC819-DF
B
From
4.000
0.000
132.000
No Ice
0.447
0.070
0.004
Centroid-
0.000
Leg
1.000
CBC819-DF
C
From
4.000
0.000
132.000
No Ice
0.447
0.070
0.004
Centroid-
0.000
Leg
1.000
(2) ETB19G8-12UB
A
From
4.000
0.000
132.000
No Ice
0.909
0.424
0.020
Centroid-
0.000
Leg
1.000
(2) ETB19G8-12UB
B
From
4.000
0.000
132.000
No Ice
0.909
0.424
0.020
Centroid-
0.000
Leg
1.000
tnxTower Report - version 8.0.5.0
July 23, 2019
134 Ft Monopole Tower
Structural Analysis
CCI BU No 5800245
Project Number 2019777.5800245.02, Application 495193, Revision 0
Page 11
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
Weight
or
Type
Norz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
R
ft
@'
ftz
K
R
re
(2) ETB19G8-12UB
C
From
4.000
0.000
132.000
No Ice
0.909
0.424
0.020
Centroid-
0.000
Leg
1.000
DC6-48-60-18-8F Surge
B
From
4.000
0.000
132.000
No Ice
0.917
0.917
0.019
Suppression Unit
Centroid-
0.000
Leg
1.000
8'x2" Mount Pipe
A
From
4.000
0.000
132.000
No Ice
1.900
1.900
0.030
Centroid-
0.000
Leg
1.000
8'x2" Mount Pipe
B
From
4.000
0.000
132.000
No Ice
1.900
1.900
0.030
Centroid-
0.000
Leg
1.000
8'x2" Mount Pipe
C
From
4.000
0.000
132.000
No Ice
1.900
1.900
0.030
Centroid-
0.000
Leg
1.000
Platform Mount [LP 303-1]
B
None
0.000
132.000
No Ice
14.660
14.660
1.250
HRK 14-U
B
None
0.000
123.000
No Ice
6.000
6.000
0.339
FFHH-65C-R3 w/ Mount
A
From
4.000
0.000
120.000
No Ice
12.970
6.200
0.161
Pipe
Centroid-
0.000
Face
3.000
FFHH-65C-R3 w/ Mount
B
From
4.000
0.000
120.000
No Ice
12.970
6.200
0.161
Pipe
Centroid-
0.000
Face
3.000
FFHH-65C-R3 w/ Mount
C
From
4.000
0.000
120.000
No Ice
12.970
6.200
0.161
Pipe
Centroid-
0.000
Face
3.000
AHLOA
A
From
4.000
0.000
120.000
No Ice
2.229
1.391
0.084
Centroid-
0.000
Face
3.000
AHLOA
B
From
4.000
0.000
120.000
No Ice
2.229
1.391
0.084
Centroid-
0.000
Face
3.000
AHLOA
C
From
4.000
0.000
120.000
No Ice
2.229
1.391
0.084
Centroid-
0.000
Face
3.000
TMAT1921B78-21A
A
From
4.000
0.000
120.000
No Ice
0.652
0.300
0.018
Centroid-
0.000
Face
3.000
TMAT1921B78-21A
B
From
4.000
0.000
120.000
No Ice
0.652
0.300
0.018
Centroid-
0.000
Face
3.000
TMAT19211378-21A
C
From
4.000
0.000
120.000
No Ice
0.652
0.300
0.018
Centroid-
0.000
Face
3.000
RMOP-NP
B
None
0.000
120.000
No Ice
16.780
16.780
1.205
CMA-BDHH16520/EO-8 w/
A
From
4.000
0.000
120.000
No Ice
9.292
5.099
0.085
Mount Pipe
Centroid-
0.000
Face
3.000
CMA-BDHH/6520/EO-8w/
B
From
4.000
0.000
120.000
NO Ice
9.292
5.099
0.085
Mount Pipe
Centroid-
0.000
Face
3.000
CMA-BDHH/6520/EO-8 w/
C
From
4.000
0.000
120.000
No Ice
9.292
5.099
0.085
Mount Pipe
Centroid-
0.000
Face
3.000
FRIG
A
From
4.000
0.000
120.000
No Ice
3.411
1.579
0.055
Centroid-
0.000
Face
3.000
FRIG
B
From
4.000
0.000
120.000
No Ice
3.411
1.579
0.055
Centroid-
0.000
Face
3.000
FRIG
C
From
4.000
0.000
120.000
No Ice
3.411
1.679
0.055
Centroid-
0.000
Face
3.000
ASU9338TYP0I
B
From
4.000
0.000
120.000
No Ice
3.203
1.027
0.019
Centroid-
0.000
Face
3.000
tnxTower Report - version 8.0.5.0
July 23, 2019
134 Ft Monopole Tower Structural Analysis
CCI BU No 5800245
Project Number 2019777.5800245.02, Application 495193, Revision 0
Page 12
Description Face Offset
Offsets.,
Azimuth
Placement
CAAA
CAAA
Weight
or Type
Horz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
ft
ft
ft2
ltz
K
ft
It
8'x2" Mount Pipe A From
4.000
0.000
120.000 No Ice
1.900
1.900
0.030
Centroid-
0.000
Face
0.000
8'x2" Mount Pipe B From
4.000
0.000
120.000 No Ice
1.900
1.900
0.030
Centroid-
0.000
Face
0.000
8'x2" Mount Pipe C From
4.000
0.000
120.000 No Ice
1.900
1.900
0.030
Centroid-
0.000
Face
0.000
Load Combinations
Comb. Description
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
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+Wintl 270 deg - Service
36 Dead+Wind 300 deg - Service
37 Dead+Wind 330 deg - Service
Maximum Tower Deflections - Service Wind
Horz. Gov. Tilt Twist
Section
Elevation
No.
Deflection Load
ft
in Comb. °
L1
134 - 96.75
7.880 28 0.618 0.001
L2
100.75 - 47.25 4.081 34 0.416 0.000
L3
53.25 - 0
1.070 34 0.191 0.000
tnxTower Report - version 8.0.5.0
July 23, 2019
134 Ft Monopole Tower Structural Analysis CCI BU No 5800245
Project Number 2019777.5800245.02, Application 495193, Revision 0 Page 13
Critical Deflections and Radius of Curvature - Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
Is4.000
Lighting Rod 3/4" x 3' 28 7.880 0.618
0.001
49061
132.000
(2) 800 10122 w/ Mount Pipe 28 7.634 0.605
0.001
49061
123.000
HRK 14-U 28 6.535 0.549
0.000
22300
120.000
FFHH-65C-R3 w/ Mount Pipe 28 6.176 0.530
0.000
17522
Maximum Tower Deflections - Design
Wind
Section
Elevation
Horz.
Gov,
Tilt
Twist
No.
Deflection
Load
R
in
Comb
L1
134 - 96.75
58.173
6
4.565
0.005
L2
100.75 - 47.25
30.138
18
3.074
0.001
L3
53.25 - 0
7.905
18
1.413
0.000
Critical Deflections and Radius of Curvature - Design Wi d
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
134.000
132.000
123.000
120.000
Lighting Rod 3/4" x 3'
(2) 800 10122 wl Mount Pipe
HRK 14-U
FFHH-65C-R3 w/ Mount Pipe
6 58.173 4.565
6 56.354 4.472
6 48.248 4.054
6 45.604 3.917
0.005
0.004
0.003
0.003
6724
6724
3055
2400
Compression Checks
Pole Desi n Data
Section
No.
Elevation Size
R
L L„ KUr A
it R W
P.
K
@P� Ratio
P
K r
L1
134 - 96.75 TP27.77x16x0.25
(1)
37.250 0.000 0.0 20.834
-9.228
1218.800 0.008
L2 96.75 - 47.25 TP42.91x26.006x0.5
(2)
53.500 0.000 0.0 64.296
-21.646
3761.320 0.006
L3
47.25-0(3) TP56.84x40.014x0.5
53.250 0.000 0.0 89.412
-42.153
5230.580 0.008
Pole Bendin Desi n Data
Section Elevation Size M. ¢X, Ratio My �Mr Ratio
No. M. My
it k/p-R kip-R TM-,x kip-R kip -it AM,,,
�i 1n-ao. to i rnr,rixlbxu.z5 455.091 813.498 0.559
(1)
L2 96.75-47.25 TP42.91x26.006x0.5 1474.033 3962.025 0.372
(2)
L3 47.25-0(3) TP56.84x4o.0144.5 3016.808 7348.558 0.411
0.000 3962.025 0.000
0.000 7348.558 0.000
tnxTower Report - version 8.0.5.0
134 Ft Monopole Tower Structural Analysis
Project Number 2019777.5800245.02, Application 495193, Revision 0
Pole Shear Design Data
July 23, 2019
CC/ BU No 5800245
Page 14
Section Elevation Size Actual
oV Ratio
Actual
$ Ratio
No. Vu
V
T
T.
tt K
K mV
kip-R
kip-R 0T
L1 134 - 96.75 TP27.77x16x0.25 1A95n
ARF ae1 n nFn
n vnn
nen �cn
(1)
L2 96.75 - 47.25 TP42.91x26.006x0.5 24.932 1128.400 0.022 0.243 4003.592 0.000
(2)
L3 47.25 - 0 (3) TP56.84x40.014x0.5 32.870 1569.170 0.021 0.243 7742.258 0.000
Pole Interaction Desi n .Data
Section
Elevation
Ratio
Ratio
Ratio
Ratio
Ratio
Comb.
Allow.
Criteria
No.
P.
M.
MW
V.
T.
Stress
Stress
R
0P
rDM,,.
OM„y
mV
0Tn
Ratio
Ratio
L1
134 - 96.75
0.008
0.559
0.000
0.050
0.000
0.570
1.050
4.8.2
(1)
L2
96.75 -47.25
0.006
0.372
0.000
0.022
0.000
0.378
1.050
4.8.2
(2)
L3
47.25 - 0 (3)
0.008
0.411
0.000
0.021
0.000
0.419
1.050
4.8.2
Section Capacity
Table
Pass
Section
Elevation
Component
Size
Critical P
oP.H .
%
No.
R
TYpa
Element K
K
Capacity
Fail
L1
134-96.75
Pole
TP27.77xl6x0.25
1 -9.228
1279.740
54.2
Pass
L2
96.75-47.25
Pole
TP42.91x26.006x0.5
2-21.646
3949.386
36.0
Pass
L3
47.25 - 0
Pole
TP56.84x40.014x0.5
3-42.153
5492.109
39.9
Pass
Summary
ELC:
LC5
Pole (1-1)
54.2
Pass
Rating =
54.2
Pass
tnxTower Report - version 8.0.5.0
July 23, 2019
134 Ft Monopole Tower Structural Analysis CC/ BU No 5800245
Project Number 2019777.5800245.02, Application 495193, Revision 0 Page 15
APPENDIX B
BASE LEVEL DRAWING
tnxTower Report - version 8.0.5.0
July 23, 2019
134 Ft Monopole Tower Structural Analysis CCI BU No 5800245
Project Number 2019777.5800245.02, Application 495193, Revision 0 Page 16
APPENDIX C
ADDITIONAL CALCULATIONS
tnxTower Report - version 8.0.5.0
(Mm COµ51Dmm mUIP DM
(3) 5/15' TO,
R IEreL
,/, TO 1. R 1EVE Li�L
(15) 1-5/8' TD 132 ET IM.L—
PROPMS) F F1J 1-1/."
OUSMMS UNR;5500245 TOWER �O;C_BASE1£NEL
PLOT OpiE N]R010 F0.ENAY.E SBBM[5 BpSELEV¢.YWS
CAOMSOSWNADDP
uv.
9 Bd Rae i Sa
DN BY. MM
CxECNED W. WAS
oxpmxcopre moEno
0
SRENYYBER:
SREXANE:
REN E
mx
BYSWE66YNRNIMBE0.
680MA
6REA0[IRE34
.d C. C BLVD,
SST.LUCIE.P PLNae3
C0Y11TY
USA
SXEETiRIE
BASE LEVEL DRAWING
xEEr xYNBEN
' A1.O
Monopole Base Plate Connection
Bl1 #1 5800245
Site Name I Fox
Ord r#1 495193 Rev. 0:
nmfflflr.
... .
TIA-222 Revision
H'
Grout Considered:
No
I., (in)l
p
Moment (kip-k) 3016.81
Axial Farce (kips) 42.15
Shear Force (kips) 32.87
'TIA-122-HSecdon 15.5 Applied
CCCROWN
v CASTLE
0 010, -------`----� �.
Q b
O
Connection Properties
Analysis
Results
Anchor Rod Data
Anchor Rod Summary
(units of kips, kip -in)
(24) 2-1/4" o baits (A615-75 N; Fy=75 ksi, Fu=300 ksi) on 63.5" BC
Pu_c = 96.73
cl Pn_c = 243.75
Stress Rating
Anchor5pocing: 6 in
Vu=1.37
mVn=73.13
37.8%
Mu = n/a
bMn = n/a
Pass
Base Plate Data
66.5" OD x 3" Plate (A572-50; Fy=50 ksi, Fu=65 ksi)
Base Plate Summary
Max Stress(ksi):
11.91
(Flexural)
Stiffener Data
Allowable Stress (ksi):
45
N/A
Stress Rating:
25.2%
Pass
Pole Data
56.84" x 0.5" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi)
CClplate - version 3.6.0 Analysis Date: 7/23/2019
Drilled Pier Foundation
BU # : 5800245
Site Name: I FOX
Order Number: 495193 Rev. 0
TIA-222 RevrType:�
wer Type To: Mono ole
•
Comp. Uplift
Mamenl ki -ft
3016.81
11
Axial Force kips
42.15
Shear Force ki s
32.87
Concrete Siren th, fc 4 ksi
Reber Stren th, F : 1 60 ksi
iggL'�.
De th ". -40 ft
Ed. Above Gradel
0:5 ft
Pier Section 1
Fmm 0.5'above g.d. l0 40'belowgra4e
PierDianaterl
7ft
Reber Quantityl
36
Reber Sizel
11
Sail Lateral Capacity Corrmoression IIn1ift
_ _ _Dp ftfrom TOC
10.35
-
•.: Soil Safety Factor
8.55
Max Moment (kip-ft)
3266.31
1-
- '.Rating -I
14.8%
Soil Vertical Capacity Compression Unliff
Skin Friction(kips)
809.40
1-
"" lEnd Bearinglkipa)
.,.,
90.02
tWeight of.Concrete:(kips)
181.13
!Total Capacity Ikipa)
899.42
-
':'.Axial'(kips)
223.28
-
_' "'-�Rating-1
23.6%
Reinforced Concrete Capacity Compression U lift
- 'Critical Depthl(ftfrdm70C)
10.43
___. critical 'Moment .(kip-ft)
3266.29
-
'..CrlticaLMomentCapaci[y
8567.46
I Ratini,-I
36.3%-
CROWN
v CASTLE
Apply TIA-222-H Section 15.5A W' -
NIA
Layer -
Top
.Bottom
Thickness
y,ii,
V .e.
'Cohesmn
CalculatedCalculate
Ultimate Skin-
Ultimate Skin
Ultimatein
.Friction Com p
Ultimate Skin
a .
UI[. Grass
Bearing'
Blow
,.,.
."
'
_ (ft1�
(tt)
(path
(Pcf)"
(ksf)
c
on C
Fdction Comp''Frtction
Updtt
Frction Uplift,
"
.SPT
�-
S
.Soil Type -
.Fri
(degrees!
(ks,
.�. -,.(ksfl
,'
(ksfl
- ��
Override.(ksfJ-
Capacity
Count
, ,
- 1
0
3.5
3.5
120
150
-- 0
- 0
0.000
0.000
-
ss
-18
2
- 120
150
0
- 30
0.655
0.655
- 18.5
Cohesionle ss
z.3
5.5
12.5
58
87.6
0
.30
0.919
0.919
-
13
Cohesionless
_ - 4
181
40
22
68
87.6
- 0
- 34
1.649
1.649
-
3.119
46
Cohesionless
Version 2.1.1
ASCE
nn,eccna SOCctt ar ova �
Address:
No Address at This
Location
Wind
Results:
ASCE 7 Hazards Report
Standard: ASCE/SEI 7-10 Elevation: 18.54 It (NAVD 88)
Risk Category: II Latitude: 27.481714
Soil Class: D - Stiff Soil Longitude: -80.375744
Wind Speed: 158 Vmph
10-year MRI 87 Vmph
25-year MRI 106 Vmph
50-year MRI 118 Vmph
100-year MRI 129 Vmph
Data Source: ASCE/SEI 7-10, Fig. 26.5.1A and Figs. CC-1—CC-4, incorporating errata of
March 12, 2014
Date Accessed: Fri Jul 19 2019
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.
httos:/Iasce7hazardtool.onlinel Page 1 of 3 Fd Jul 19 2019
-SCE
AMniMSGDDYofM&'ffl 6
Seismic
Site Sall Class:
D - Stiff Soil
Results:
Ss :
0.056
SDs :
S,
0.029
SDI :
Fa :
1.6
TL
F�
2.4
PGA:
SMs :
0.09
PGA M
SMi
0.071
FpGA
la :
Seismic Design Category A
0.09 MCER Response Spectrum 0.06
0,07 i 0,05
0.06 I 0.04
0.04 I. ( 0,03-
0.03 o:02 -
0.02-
0.01 0.01
1 Sa (9)vs T(s) 5 8 7 0
0.06
0.047
8
0.027
0.043
1.6
1
resign Response Spectrum _
1
Data Accessed: Fri Jul 19 2019
Date Source: 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.
httos:/Iasee7hazardtool.onlinel Page 2 of 3 Fri Jul 19 2019
ASCE
u�moras soonr or ow w�inens
Ice
Results:
Ice Thickness:
Concurrent Temperature:
Gust Speed:
Data Source:
Date Accessed:
0.00 in.
25 F
30 mph
Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8
Fri Jul 19 2019
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.
httos://asce7hazardtool.onifne/ Page 3 of 3 Fri Jul 19 2019