existing monopole structural analysis.pdf
Date: September 17, 2014
Marianne Dunst GPD Group
Crown Castle 520 S Main St. Suite 2531
3530 Toringdon Way Suite 300 Akron, OH 44311
Charlotte, NC 28277 (614) 859-1607
(704) 405-6580 dpalkovic@gpdgroup.com
Subject: Structural Analysis Report
Carrier Designation: AT&T Mobility Co-Locate
Carrier Site Number: WA358
Carrier Site Name: Lake Ballinger
Crown Castle Designation: Crown Castle BU Number: 840470
Crown Castle Site Name: LAKE BALLINGER
Crown Castle JDE Job Number: 298709
Crown Castle Work Order Number: 918275
Crown Castle Application Number: 255122 Rev. 9
Engineering Firm Designation: GPD Group Project Number: 2014777.840470.01
Site Data: 23931 Highway 99, Edmonds, WA 98026 Snohomish County
Latitude 47° 46' 54.3'', Longitude -122° 20' 37.9''
57 Foot EEI Monopole Tower
Dear Marianne Dunst,
GPD Group is pleased to submit this Structural Analysis Report to determine the structural integrity of the
above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural
Statement of Work and the terms of Crown Castle Purchase Order Number 703012, in accordance with
application 255122, revision 9.
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: Existing + Proposed Equipment Sufficient Capacity
Note: See Table I and Table II for the proposed and existing/reserved loading, respectively.
This analysis has been performed in accordance with the 2012 International Building Code based upon an
ultimate 3-second gust wind speed of 110 mph converted to a nominal 3-second gust wind speed of 85 mph per
section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1.
Exposure Category C and Risk Category II were used in this analysis.
We at GPD Group appreciate the opportunity of providing our continuing professional services to you and
Crown Castle. If you have any questions or need further assistance on this or any other projects please give us
a call.
Structural analysis prepared by: Tommy Knott, EI
Respectfully submitted by:
John N. Kabak, S.E.
Washington #: 50892
520 South Main Street . Suite 2531 . Akron, Ohio 44311 . 330-572-2100 . Fax 330-572-2101 . www.GPDGroup.com
Glaus, Pyle, Schomer, Burns & De Haven, Inc. dba Glaus, Pyle, Schomer, Burns & De Haven, PC
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 2
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table 2 - Existing and Reserved Antenna and Cable Information
Table 3 - Design Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Table 6 - Tower Components vs. Capacity
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 3
1) INTRODUCTION
The existing 57' monopole has two major sections connected by a slip joint. It has 12 sides and is evenly
tapered from 25.0" (flat-flat) at the base to 13.5" (flat-flat) at the top. The structure is galvanized and has no
tower lighting
This tower is a 57 ft Monopole tower designed by Engineered Endeavors, Inc. in February of 1999. The tower
was originally designed for a wind speed of 90 mph per TIA/EIA-222-F.
2) ANALYSIS CRITERIA
This analysis has been performed in accordance with the 2012 International Building Code based upon an
ultimate 3-second gust wind speed of 110 mph converted to a nominal 3-second gust wind speed of 85 mph per
section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1.
Exposure Category C and Risk Category II were used in this analysis.
Table 1 - Proposed Antenna and Cable Information
Center
Number Number Feed
Mounting Line Antenna
of Antenna Model of Feed Line Note
Level (ft) Elevation Manufacturer
Antennas Lines Size (in)
(ft)
3 Alcatel Lucent 3JR52703AAAA
3 Alcatel Lucent 9442 RRH 700 W/SOLAR
3 Alcatel Lucent RRH 2x60W-1900MHz
2 3/8
57.0 60.0 3 Alcatel Lucent RRH2X40-07L-DE 1
4 3/4
3 Alcatel Lucent RRH4X25-WCS
3 Commscope SBNHH-1D65C
1 Raycap DC6-48-60-18-8F
Notes:
1) See Appendix B for proposed coax layout.
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 4
Table 2 - Existing and Reserved Antenna and Cable Information
Center
Number Number Feed
Mounting Line Antenna
of Antenna Model of Feed Line Note
Level (ft) Elevation Manufacturer
Antennas Lines Size (in)
(ft)
12 Kathrein 860 10025
Powerwave
6 LGP21401
Technologies
1 3/8
1 Raycap DC6-48-60-18-8F 12 7/8
6 Ericsson KRY 112 71/2
6 Kathrein 742 265
60.0
57.0
Powerwave
2 P65-17-XLH-RR
Technologies
KMW
1 AM-X-CD-16-65-00T-RET
6 7/8 1
Communications
3 Kathrein 742 265
3 Alcatel Lucent 9442 RRH
57.0 1 Platform Mount \[LP 601-1\]
42.0 3 Kathrein 840 10054
41.0 41.0 1 Side Arm Mount \[SO 104-3\] 6 5/16
38.0 3 Motorola DAP Vx RF
40.0 40.0 1 Pipe Mount \[PM 601-3\]
Notes:
1) Equipment to be Removed
Table 3 - Design Antenna and Cable Information
Center
Number Number Feed
Mounting Line Antenna
of Antenna Model of Feed Line
Level (ft) Elevation Manufacturer
Antennas Lines Size (in)
(ft)
4 AP 193320
8 AP 199016
57 57
Low Profile Platform w/ T-
1
Mounts
Low Profile Platform w/ T-
1
Mounts
47 47
9 SP 9014
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
Document Remarks Reference Source
Earth Consultants Project #: E-
4-GEOTECHNICAL REPORTS5096443 CCISITES
7147-357, Dated 9/1/1998
4-TOWER FOUNDATION Engineered Endeavors Project #:
5096434 CCISITES
DRAWINGS/DESIGN/SPECS 4628, Dated 2/15/1999
4-TOWER MANUFACTURER Engineered Endeavors Project #:
5096394 CCISITES
DRAWINGS 4628, Dated 2/15/1999
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 5
3.1) Analysis Method
tnxTower (version 6.1.4.1), 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 in accordance with the manufacturers specifications.
2) The tower and structures have been maintained in accordance with the manufacturers
specification.
3) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings.
4) When applicable, transmission cables are considered as structural components for calculating
wind loads as allowed by TIA-222-G.
This analysis may be affected if any assumptions are not valid or have been made in error. GPD
Group should be notified to determine the effect on the structural integrity of the tower.
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Section Component Critical SF*P_allow %
Elevation (ft)SizeP (K)Pass / Fail
No.TypeElement(K)Capacity
L157 - 27PoleTP19.82x13.5x0.18751-6.15802.4772.2Pass
L227 - 0PoleTP25x18.813x0.252-9.191405.9772.3Pass
Summary
Pole (L2)72.3Pass
Rating = 72.3Pass
Table 6 - Tower Component Stresses vs. Capacity LC5
Notes Component Elevation (ft) % Capacity Pass / Fail
1 Anchor Rods 0 73.7 Pass
1, 2 Base Plate 0 83.8 Pass
1 Base Foundation 0 43.6 Pass
Base Foundation
1 0 35.1 Pass
Soil Interaction
Structure Rating (max from all components) = 83.8%
Notes:
1) See additional documentation in Appendix C Additional Calculations for calculations supporting the % capacity
consumed.
2) Capacities up to 105% are considered acceptable based on analysis methods used.
4.1) Recommendations
The existing tower and its foundation are sufficient for the proposed loading and do not require
modifications.
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 6
5) DISCLAIMER OF WARRANTIES
GPD GROUP 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 GROUP 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 structures 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 GROUP 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 GROUP 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 owners 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 GROUP, 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 GROUP 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 GROUP 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
GROUP pursuant to this report will be limited to the total fee received for preparation of this report.
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 7
APPENDIX A
TNXTOWER OUTPUT
tnxTower Report - version 6.1.4.1
Platform Mount \[LP 601-1\] Pipe Mount \[PM 601-3\] DAP Vx RF DAP Vx RF DAP Vx RF 840 10054 w/ Mount Pipe 840 10054 w/ Mount Pipe 840 10054 w/ Mount Pipe Side Arm Mount \[SO 104-3\]
(4) 860 10025 (4) 860 10025 (4) 860 10025 DC6-48-60-18-8F DC6-48-60-18-8F (2) KRY 112 71/2 (2) KRY 112 71/2 (2) KRY 112 71/2 9442 RRH 700 W/SOLAR 9442 RRH 700 W/SOLAR 9442 RRH 700 W/SOLAR
RRH 2x60W-1900MHz RRH 2x60W-1900MHz RRH 2x60W-1900MHz (2) LGP21401 (2) LGP21401 (2) LGP21401 RRH2X40-07L-DE RRH2X40-07L-DE RRH2X40-07L-DE RRH4X25-WCS RRH4X25-WCS RRH4X25-WCS 3JR52703AAAA
w/ Mount Pipe 3JR52703AAAA w/ Mount Pipe 3JR52703AAAA w/ Mount Pipe (2) 742 265 w/ Mount Pipe (2) 742 265 w/ Mount Pipe (2) 742 265 w/ Mount Pipe SBNHH-1D65C w/ Mount Pipe SBNHH-1D65C
w/ Mount Pipe SBNHH-1D65C w/ Mount Pipe Side Arm Mount \[SO 701-3\] 57 40 41 41 41 41 41 41 41 57 57 57 57 57 57 57 57 57 57 57 57 57 57 57 57 57 57 57 57 57 57 57 57 57 57 57 57 57
57 57 57 57
DESIGNED APPURTENANCE LOADING
TYPEELEVATIONTYPEELEVATION
Platform Mount \[LP 601-1\] 57 RRH 2x60W-1900MHz 57
Side Arm Mount \[SO 701-3\] 57 RRH 2x60W-1900MHz 57
SBNHH-1D65C w/ Mount Pipe 57 9442 RRH 700 W/SOLAR 57
57.0 ft
SBNHH-1D65C w/ Mount Pipe 57 9442 RRH 700 W/SOLAR 57
SBNHH-1D65C w/ Mount Pipe 57 9442 RRH 700 W/SOLAR 57
(2) 742 265 w/ Mount Pipe 57 (2) KRY 112 71/2 57
(2) 742 265 w/ Mount Pipe 57 (2) KRY 112 71/2 57
(2) 742 265 w/ Mount Pipe 57 (2) KRY 112 71/2 57
3JR52703AAAA w/ Mount Pipe 57 DC6-48-60-18-8F 57
3JR52703AAAA w/ Mount Pipe 57 DC6-48-60-18-8F 57
3JR52703AAAA w/ Mount Pipe 57 (4) 860 10025 57
RRH4X25-WCS 57 (4) 860 10025 57
RRH4X25-WCS 57 (4) 860 10025 57
RRH4X25-WCS 57 Side Arm Mount \[SO 104-3\] 41
RRH2X40-07L-DE 57 840 10054 w/ Mount Pipe 41
RRH2X40-07L-DE 57 840 10054 w/ Mount Pipe 41
RRH2X40-07L-DE 57 840 10054 w/ Mount Pipe 41
(2) LGP21401 57 DAP Vx RF 41
(2) LGP21401 57 DAP Vx RF 41
(2) LGP21401 57 DAP Vx RF 41
RRH 2x60W-1900MHz 57 Pipe Mount \[PM 601-3\] 40
MATERIAL STRENGTH
GRADEFyFuGRADEFyFu
A572-65 65 ksi 80 ksi
TOWER DESIGN NOTES
1. Tower is located in Snohomish County, Washington.
2. Tower designed for Exposure C to the TIA-222-G Standard.
3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard.
4. Tower is also designed for a 30 mph basic wind with 0.25 in ice. Ice is considered to
increase in thickness with height.
5. Deflections are based upon a 60 mph wind.
6. Tower Structure Class II.
7. Topographic Category 1 with Crest Height of 0.00 ft
8. TOWER RATING: 72.3%
27.0 ft
ALL REACTIONS
ARE FACTORED
AXIAL
12 K
SHEARMOMENT
1 K47 kip-ft
TORQUE 0 kip-ft
30 mph WIND - 0.2500 in ICE
AXIAL
9 K
SHEARMOMENT
10 K507 kip-ft
0.0 ft
TORQUE 0 kip-ft
REACTIONS - 85 mph WIND
Job:
GPD Group
LAKE BALLINGER BU#: 840470
Project:
2014777.840470.01
520 S Main St. Suite 2531
Client: Drawn by: App'd:
Crown Castletknott
Akron, OH 44311
Code: Date: Scale:
TIA-222-G 09/17/14 NTS
Phone: (330) 572-2289
GPD Group
Path: Dwg No.
E-1
FAX: (330) 572-2102
T:\\Crown\\840470\\01\\TNX\\840470.eri
Feed Line Distribution Chart
0' - 57'
RoundFlatApp In FaceApp Out FaceTruss Leg
Face AFace BFace C
57.0057.00
48.5048.5048.5048.50
41.0041.0041.0041.00
27.0027.00
8.008.008.008.008.008.008.008.008.008.008.008.008.008.008.008.00
0.000.00
Job:
GPD Group
LAKE BALLINGER BU#: 840470
Project:
2014777.840470.01
520 S Main St. Suite 2531
Client: Drawn by: App'd:
Crown Castletknott
Akron, OH 44311
Code: Date: Scale:
TIA-222-G 09/17/14 NTS
Phone: (330) 572-2289
GPD Group
Path: Dwg No.
E-7
FAX: (330) 572-2102
T:\\Crown\\840470\\01\\TNX\\840470.eri
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 8
Tower Input Data
There is a pole section.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
Tower is located in Snohomish County, Washington.
1)
Basic wind speed of 85 mph.
2)
Structure Class II.
3)
Exposure Category C.
4)
Topographic Category 1.
5)
Crest Height 0.00 ft.
6)
Nominal ice thickness of 0.2500 in.
7)
Ice thickness is considered to increase with height.
8)
Ice density of 56 pcf.
9)
A wind speed of 30 mph is used in combination with ice.
10)
Temperature drop of 50 °F.
11)
Deflections calculated using a wind speed of 60 mph.
12)
A non-linear (P-delta) analysis was used.
13)
Pressures are calculated at each section.
14)
Stress ratio used in pole design is 1.
15)
Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not
16)
considered.
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder
Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules
Consider Moments - Diagonals Assume Rigid Index Plate Calculate Redundant Bracing Forces
Use Moment Magnification Use Clear Spans For Wind Area Ignore Redundant Members in FEA
Use Code Stress Ratios Use Clear Spans For KL/r SR Leg Bolts Resist Compression
Use Code Safety Factors - Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable
Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation
Always Use Max Kz Use Azimuth Dish Coefficients Consider Feedline Torque
Use Special Wind Profile Project Wind Area of Appurt. Include Angle Block Shear Check
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles
Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction
Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow
Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets
Add IBC .6D+W Combination Use TIA-222-G Tension Splice
Capacity Exemption
Tapered Pole Section Geometry
Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade
Length Length of DiameterDiameter Thickness Radius
ft ft ft Sides in in in in
L1 57.00-27.00 30.00 3.00 12 13.5000 19.8200 0.1875 0.7500 A572-65
(65 ksi)
L2 27.00-0.00 30.00 12 18.8130 25.0000 0.2500 1.0000 A572-65
(65 ksi)
Tapered Pole Properties
SectionTip Dia. Area I r C I/C J It/Q w w/t
24342
in in in in in in in in in
L1 13.9762 8.0374 181.8118 4.7659 6.9930 25.9991 368.3999 3.9558 3.1155 16.616
20.5192 11.8531 583.1361 7.0284 10.2668 56.7985 1181.59185.8337 4.8093 25.649
L2 20.1172 14.9432 657.2435 6.6456 9.7451 67.4433 1331.75367.3546 4.3719 17.488
25.8819 19.9237 1557.7847 8.8605 12.9500 120.2923 3156.49429.8059 6.0300 24.12
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 9
Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle
Elevation Area Thickness AFactor Stitch Bolt Stitch Bolt
f
(per face) ASpacing Spacing
r
Diagonals Horizontals
2
ft ft in in in
L1 57.00- 1 1 1
27.00
L2 27.00-0.00 1 1 1
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description SectoComponent Placement Total Number Start/EnWidth or PerimeteWeight
r Type Number Per Row d Diameter
ft Position r plf
in in
Step Pegs B Surface Ar 57.00 - 8.00 1 1 0.000 0.8000 2.720
(CaAa) 0.000
Safety Line 3/8 B Surface Ar 57.00 - 8.00 1 1 0.000 0.3750 0.220
(CaAa) 0.000
3'' Flex Conduit B Surface Ar 48.50 - 41.00 1 1 0.000 3.0000 0.478
(CaAa) 0.000
Feed Line/Linear Appurtenances - Entered As Area
Description Face Allow Component Placement Total CA Weight
AA
or Shield Type Number
2
Leg ft ft/ft plf
*
LDF5-50A(7/8'') B No Inside Pole 57.00 - 8.00 12 No Ice 0.00 0.330
1/2'' Ice 0.00 0.330
CR 50 396 PE(3/8'') B No Inside Pole 57.00 - 8.00 1 No Ice 0.00 0.090
1/2'' Ice 0.00 0.090
FB-L98-002-XXX( 3/8)C No Inside Pole 57.00 - 8.00 2 No Ice 0.00 0.065
1/2'' Ice 0.00 0.065
WR-VG86T( 3/4) C No Inside Pole 57.00 - 8.00 4 No Ice 0.00 0.529
1/2'' Ice 0.00 0.529
*
9207(5/16'') B No Inside Pole 41.00 - 8.00 6 No Ice 0.00 0.600
1/2'' Ice 0.00 0.600
3'' Flex Conduit B No Inside Pole 48.50 - 8.00 1 No Ice 0.00 0.478
1/2'' Ice 0.00 0.478
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face AACACAWeight
R F AA AA
Sectio Elevation In Face Out Face
2222
n ft ft ft ft ft K
L1 57.00-27.00 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 5.775 0.000 0.27
C 0.000 0.000 0.000 0.000 0.07
L2 27.00-0.00 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 2.232 0.000 0.21
C 0.000 0.000 0.000 0.000 0.04
Feed Line/Linear Appurtenances Section Areas - With Ice
Tower Tower Face Ice AACACAWeight
R F AA AA
Sectio Elevation or ThicknessIn Face Out Face
2222
ftftft
n ft Leg in ft K
L1 57.00-27.00 A 0.511 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 12.532 0.000 0.33
C 0.000 0.000 0.000 0.000 0.07
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 10
Tower Tower Face Ice AACACAWeight
R F AA AA
Sectio Elevation or Thickness In Face Out Face
2222
n ft Leg in ft ft ft ft K
L2 27.00-0.00 A 0.455 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 6.119 0.000 0.24
C 0.000 0.000 0.000 0.000 0.04
Feed Line Center of Pressure
Section Elevation CPCPCPCP
X Z X Z
Ice Ice
ft in in in in
L1 57.00-27.00 0.2303 -0.1329 0.4123 -0.2380
L2 27.00-0.00 0.0987 -0.0570 0.2423 -0.1399
Shielding Factor Ka
Tower Feed Line Description Feed Line K K
aa
Section Record No. Segment No Ice Ice
Elev.
L1 1 Step Pegs 27.00 - 1.0000 1.0000
57.00
L1 2 Safety Line 3/8 27.00 - 1.0000 1.0000
57.00
L1 11 3" Flex Conduit 41.00 - 1.0000 1.0000
48.50
Discrete Tower Loads
Description Face Offset Offsets: Azimuth Placement CA CA Weight
AAAA
or Type Horz AdjustmenFront Side
Leg Lateral t
Vert
22
ft ft ft ft K
ft °
ft
Platform Mount \[LP 601-1\] C None 0.0000 57.00 No Ice 28.47 28.47 1.12
1/2'' 33.59 33.59 1.51
Ice
Side Arm Mount \[SO 701-C None 0.0000 57.00 No Ice 2.83 2.83 0.20
3\] 1/2'' 3.92 3.92 0.24
Ice
SBNHH-1D65C w/ Mount A From Leg 4.00 0.0000 57.00 No Ice 11.59 9.79 0.10
Pipe 0.00 1/2'' 12.31 11.31 0.19
3.00 Ice
SBNHH-1D65C w/ Mount B From Leg 4.00 0.0000 57.00 No Ice11.59 9.79 0.10
Pipe 0.00 1/2'' 12.31 11.31 0.19
3.00 Ice
SBNHH-1D65C w/ Mount C From Leg 4.00 0.0000 57.00 No Ice11.59 9.79 0.10
Pipe 0.00 1/2'' 12.31 11.31 0.19
3.00 Ice
(2) 742 265 w/ Mount PipeA From Leg 4.00 0.0000 57.00 No Ice7.85 6.41 0.08
0.00 1/2'' 8.45 7.63 0.14
0.00 Ice
(2) 742 265 w/ Mount PipeB From Leg 4.00 0.0000 57.00 No Ice7.85 6.41 0.08
0.00 1/2'' 8.45 7.63 0.14
0.00 Ice
(2) 742 265 w/ Mount Pipe C From Leg 4.00 0.0000 57.00 No Ice 7.85 6.41 0.08
0.00 1/2'' 8.45 7.63 0.14
0.00 Ice
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 11
Description Face Offset Offsets: Azimuth Placement CA CA Weight
AAAA
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
22
ft ft ft ft K
ft °
ft
3JR52703AAAA w/ Mount A From Leg 4.00 0.0000 57.00 No Ice 11.60 13.66 0.15
Pipe 0.00 1/2'' 12.22 15.11 0.26
3.00 Ice
3JR52703AAAA w/ Mount B From Leg 4.00 0.0000 57.00 No Ice 11.60 13.66 0.15
Pipe 0.00 1/2'' 12.22 15.11 0.26
3.00 Ice
3JR52703AAAA w/ Mount C From Leg 4.00 0.0000 57.00 No Ice 11.60 13.66 0.15
Pipe 0.00 1/2'' 12.22 15.11 0.26
3.00 Ice
RRH4X25-WCS A From Leg 4.00 0.0000 57.00 No Ice 4.45 3.81 0.09
0.00 1/2'' 4.77 4.11 0.13
3.00 Ice
RRH4X25-WCS B From Leg 4.00 0.0000 57.00 No Ice 4.45 3.81 0.09
0.00 1/2'' 4.77 4.11 0.13
3.00 Ice
RRH4X25-WCS C From Leg 4.00 0.0000 57.00 No Ice 4.45 3.81 0.09
0.00 1/2'' 4.77 4.11 0.13
3.00 Ice
RRH2X40-07L-DE A From Leg 4.00 0.0000 57.00 No Ice 4.00 2.56 0.07
0.00 1/2'' 4.29 2.81 0.10
3.00 Ice
RRH2X40-07L-DE B From Leg 4.00 0.0000 57.00 No Ice 4.00 2.56 0.07
0.00 1/2'' 4.29 2.81 0.10
3.00 Ice
RRH2X40-07L-DE C From Leg 4.00 0.0000 57.00 No Ice 4.00 2.56 0.07
0.00 1/2'' 4.29 2.81 0.10
3.00 Ice
(2) LGP21401 A From Leg 4.00 0.0000 57.00 No Ice 1.29 0.23 0.01
0.00 1/2'' 1.45 0.31 0.02
3.00 Ice
(2) LGP21401 B From Leg 4.00 0.0000 57.00 No Ice 1.29 0.23 0.01
0.00 1/2'' 1.45 0.31 0.02
3.00 Ice
(2) LGP21401 C From Leg 4.00 0.0000 57.00 No Ice 1.29 0.23 0.01
0.00 1/2'' 1.45 0.31 0.02
3.00 Ice
RRH 2x60W-1900MHz A From Leg 4.00 0.0000 57.00 No Ice 2.19 1.41 0.04
0.00 1/2'' 2.40 1.59 0.06
3.00 Ice
RRH 2x60W-1900MHz B From Leg 4.00 0.0000 57.00 No Ice 2.19 1.41 0.04
0.00 1/2'' 2.40 1.59 0.06
3.00 Ice
RRH 2x60W-1900MHz C From Leg 4.00 0.0000 57.00 No Ice 2.19 1.41 0.04
0.00 1/2'' 2.40 1.59 0.06
3.00 Ice
9442 RRH 700 W/SOLAR A From Leg 4.00 0.0000 57.00 No Ice 2.49 2.21 0.05
0.00 1/2'' 2.71 2.42 0.07
0.00 Ice
9442 RRH 700 W/SOLAR B From Leg 4.00 0.0000 57.00 No Ice 2.49 2.21 0.05
0.00 1/2'' 2.71 2.42 0.07
3.00 Ice
9442 RRH 700 W/SOLAR C From Leg 4.00 0.0000 57.00 No Ice 2.49 2.21 0.05
0.00 1/2'' 2.71 2.42 0.07
0.00 Ice
(2) KRY 112 71/2 A From Leg 4.00 0.0000 57.00 No Ice 0.68 0.45 0.01
0.00 1/2'' 0.80 0.56 0.02
0.00 Ice
(2) KRY 112 71/2 B From Leg 4.00 0.0000 57.00 No Ice 0.68 0.45 0.01
0.00 1/2'' 0.80 0.56 0.02
0.00 Ice
(2) KRY 112 71/2 C From Leg 4.00 0.0000 57.00 No Ice 0.68 0.45 0.01
0.00 1/2'' 0.80 0.56 0.02
0.00 Ice
DC6-48-60-18-8F A From Leg 4.00 0.0000 57.00 No Ice 2.57 2.57 0.02
0.00 1/2'' 2.80 2.80 0.04
3.00 Ice
DC6-48-60-18-8F B From Leg 4.00 0.0000 57.00 No Ice 2.57 2.57 0.02
0.00 1/2'' 2.80 2.80 0.04
3.00 Ice
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 12
Description Face Offset Offsets: Azimuth Placement CA CA Weight
AAAA
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
22
ft ft ft ft K
ft °
ft
(4) 860 10025 A From Leg 4.00 0.0000 57.00 No Ice 0.16 0.14 0.00
0.00 1/2'' 0.23 0.20 0.00
3.00 Ice
(4) 860 10025 B From Leg 4.00 0.0000 57.00 No Ice 0.16 0.14 0.00
0.00 1/2'' 0.23 0.20 0.00
3.00 Ice
(4) 860 10025 C From Leg 4.00 0.0000 57.00 No Ice 0.16 0.14 0.00
0.00 1/2'' 0.23 0.20 0.00
3.00 Ice
***
Side Arm Mount \[SO 104-C None 0.0000 41.00 No Ice 3.30 3.30 0.29
3\] 1/2'' 4.13 4.13 0.32
Ice
Pipe Mount \[PM 601-3\] C None 0.0000 40.00 No Ice 4.39 4.39 0.20
1/2'' 5.48 5.48 0.24
Ice
840 10054 w/ Mount Pipe A From Leg 2.00 0.0000 41.00 No Ice 6.48 3.66 0.08
0.00 1/2'' 7.31 4.75 0.13
1.00 Ice
840 10054 w/ Mount Pipe B From Leg 2.00 0.0000 41.00 No Ice 6.48 3.66 0.08
0.00 1/2'' 7.31 4.75 0.13
1.00 Ice
840 10054 w/ Mount Pipe C From Leg 2.00 0.0000 41.00 No Ice 6.48 3.66 0.08
0.00 1/2'' 7.31 4.75 0.13
1.00 Ice
DAP Vx RF A From Leg 2.00 0.0000 41.00 No Ice 2.27 2.27 0.03
0.00 1/2'' 2.51 2.51 0.05
-3.00 Ice
DAP Vx RF B From Leg 2.00 0.0000 41.00 No Ice 2.27 2.27 0.03
0.00 1/2'' 2.51 2.51 0.05
-3.00 Ice
DAP Vx RF C From Leg 2.00 0.0000 41.00 No Ice 2.27 2.27 0.03
0.00 1/2'' 2.51 2.51 0.05
-3.00 Ice
Tower Forces - No Ice - Wind Normal To Face
Section Add Self F e C q D D A F w Ctrl.
FzFRE
Elevation Weight Weight a Face
c psf
2
ft K K e ft K plf
L1 57.00-0.34 1.02 A 1 118 11 43.1190.87 29.071 C
27.00 B 1 111 43.119
C 1 111 43.119
L2 27.00-0.25 1.78 A 1 115 11 51.7490.85 31.488 C
0.00 B 1 111 51.749
C 111151.749
Sum Weight: 0.59 2.79 OTM 47.05 kip-1.72
ft
Tower Forces - No Ice - Wind 60 To Face
Section Add Self Fe CqDDAF w Ctrl.
FzFRE
Elevation Weight Weight a Face
c psf
2
ft K K e ft K plf
L1 57.00-0.34 1.02 A 1 118 11 43.1190.87 29.071 C
27.00 B 1 111 43.119
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 13
Section Add Self F e C q D D A F w Ctrl.
FzFRE
Elevation Weight Weight a Face
c psf
2
ft K K e ft K plf
C 1 111 43.119
L2 27.00-0.25 1.78 A 1 115 11 51.7490.85 31.488 C
0.00 B 1 111 51.749
C 1 111 51.749
Sum Weight: 0.59 2.79 OTM 47.05 kip-1.72
ft
Tower Forces - No Ice - Wind 90 To Face
Section Add Self F e C q D D A F w Ctrl.
FzFRE
Elevation Weight Weight a Face
c psf
2
ft K K e ft K plf
L1 57.00-0.34 1.02 A 1 118 11 43.1190.90 30.084 B
27.00 B 1 1.03511 43.119
C 1 111 43.119
L2 27.00-0.25 1.78 A 1 115 11 51.7490.85 31.488 C
0.00 B 1 111 51.749
C 1 111 51.749
Sum Weight: 0.59 2.79 OTM 48.30 kip-1.75
ft
Tower Forces - With Ice - Wind Normal To Face
Section Add Self F e C q D D A F w Ctrl.
FzFRE
Elevation Weight Weight a Face
c psf
2
ft K K e ft K plf
L1 57.00-0.40 1.35 A 1 1.22 11 45.6760.14 4.603 C
27.00 B 1 1.211 45.676
C 1 1.211 45.676
L2 27.00-0.28 2.13 A 1 1.22 11 54.0500.13 4.916 C
0.00 B 1 1.211 54.050
C 1 1.211 54.050
Sum Weight: 0.68 3.47 OTM 7.43 kip-ft0.27
Tower Forces - With Ice - Wind 60 To Face
Section Add Self Fe CqDDAF w Ctrl.
FzFRE
Elevation Weight Weight a Face
cpsf
2
ft K K e ftKplf
L1 57.00-0.40 1.35 A 1 1.22 11 45.6760.14 4.603 C
27.00B 11.21145.676
C 1 1.211 45.676
L2 27.00-0.28 2.13 A 1 1.22 11 54.0500.13 4.916 C
0.00B 11.21154.050
C 1 1.211 54.050
Sum Weight: 0.68 3.47 OTM 7.43 kip-ft0.27
Tower Forces - With Ice - Wind 90 To Face
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 14
Section Add Self F e C q D D A F w Ctrl.
FzFRE
Elevation Weight Weight a Face
c psf
2
ft K K e ft K plf
L1 57.00-0.40 1.35 A 1 1.22 11 45.6760.14 4.603 C
27.00 B 1 1.211 45.676
C 1 1.211 45.676
L2 27.00-0.28 2.13 A 1 1.22 11 54.0500.13 4.916 C
0.00 B 1 1.211 54.050
C 1 1.211 54.050
Sum Weight: 0.68 3.47 OTM 7.43 kip-ft0.27
Tower Forces - Service - Wind Normal To Face
Section Add Self F e C q D D A F w Ctrl.
FzFRE
Elevation Weight Weight a Face
c psf
2
ft K K e ft K plf
L1 57.00-0.34 1.02 A 1 18 11 43.1190.39 12.961 C
27.00 B 1 111 43.119
C 1 111 43.119
L2 27.00-0.25 1.78 A 1 17 11 51.7490.38 14.038 C
0.00 B 1 111 51.749
C 1 111 51.749
Sum Weight: 0.59 2.79 OTM 20.97 kip-0.77
ft
Tower Forces - Service - Wind 60 To Face
Section Add Self F e C q D D A F w Ctrl.
FzFRE
Elevation Weight Weight a Face
c psf
2
ft K Ke ft K plf
L1 57.00-0.34 1.02 A 1 18 11 43.1190.39 12.961 C
27.00 B 1 111 43.119
C 1 111 43.119
L2 27.00-0.25 1.78 A 1 17 11 51.7490.38 14.038 C
0.00 B 1 111 51.749
C 1 111 51.749
Sum Weight: 0.59 2.79 OTM 20.97 kip-0.77
ft
Tower Forces - Service - Wind 90 To Face
Section Add Self Fe CqDDAF w Ctrl.
FzFRE
Elevation Weight Weight a Face
cpsf
2
ftKKe ftKplf
L1 57.00-0.34 1.02 A 1 18 11 43.1190.40 13.412 B
27.00B 11.0351143.119
C 1 111 43.119
L2 27.00-0.25 1.78 A 1 17 11 51.7490.38 14.038 C
0.00B 111151.749
C 1 111 51.749
Sum Weight: 0.59 2.79 OTM 21.53 kip-0.78
ft
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 15
Load Combinations
Comb. Description
No.
1 Dead Only
2 1.2 Dead+1.6 Wind 0 deg - No Ice
3 0.9 Dead+1.6 Wind 0 deg - No Ice
4 1.2 Dead+1.6 Wind 30 deg - No Ice
5 0.9 Dead+1.6 Wind 30 deg - No Ice
6 1.2 Dead+1.6 Wind 60 deg - No Ice
7 0.9 Dead+1.6 Wind 60 deg - No Ice
8 1.2 Dead+1.6 Wind 90 deg - No Ice
9 0.9 Dead+1.6 Wind 90 deg - No Ice
10 1.2 Dead+1.6 Wind 120 deg - No Ice
11 0.9 Dead+1.6 Wind 120 deg - No Ice
12 1.2 Dead+1.6 Wind 150 deg - No Ice
13 0.9 Dead+1.6 Wind 150 deg - No Ice
14 1.2 Dead+1.6 Wind 180 deg - No Ice
15 0.9 Dead+1.6 Wind 180 deg - No Ice
16 1.2 Dead+1.6 Wind 210 deg - No Ice
17 0.9 Dead+1.6 Wind 210 deg - No Ice
18 1.2 Dead+1.6 Wind 240 deg - No Ice
19 0.9 Dead+1.6 Wind 240 deg - No Ice
20 1.2 Dead+1.6 Wind 270 deg - No Ice
21 0.9 Dead+1.6 Wind 270 deg - No Ice
22 1.2 Dead+1.6 Wind 300 deg - No Ice
23 0.9 Dead+1.6 Wind 300 deg - No Ice
24 1.2 Dead+1.6 Wind 330 deg - No Ice
25 0.9 Dead+1.6 Wind 330 deg - No Ice
26 1.2 Dead+1.0 Ice+1.0 Temp
27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp
28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp
29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp
30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp
31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp
32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp
33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp
34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp
35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp
36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp
37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp
38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp
39 Dead+Wind 0 deg - Service
40 Dead+Wind 30 deg - Service
41 Dead+Wind 60 deg - Service
42 Dead+Wind 90 deg - Service
43 Dead+Wind 120 deg - Service
44 Dead+Wind 150 deg - Service
45 Dead+Wind 180 deg - Service
46 Dead+Wind 210 deg - Service
47 Dead+Wind 240 deg - Service
48 Dead+Wind 270 deg - Service
49 Dead+Wind 300 deg - Service
50 Dead+Wind 330 deg - Service
Maximum Tower Deflections - Service Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. ° °
L1 57 - 27 9.003 50 1.4146 0.0049
L2 30 - 0 2.501 44 0.7694 0.0012
Critical Deflections and Radius of Curvature- Service Wind
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 16
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ° ° ft
57.00 Platform Mount \[LP 601-1\] 50 9.003 1.4146 0.0049 7824
41.00 Side Arm Mount \[SO 104-3\] 50 4.762 1.0364 0.0025 2445
40.00 Pipe Mount \[PM 601-3\] 50 4.526 1.0125 0.0023 2301
Maximum Tower Deflections - Design Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. ° °
L1 57 - 27 32.432 24 5.1006 0.0176
L2 30 - 0 9.014 24 2.7750 0.0042
Critical Deflections and Radius of Curvature- Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ° ° ft
57.00 Platform Mount \[LP 601-1\] 24 32.432 5.1006 0.0176 2194
41.00 Side Arm Mount \[SO 104-3\] 24 17.161 3.7382 0.0088 684
40.00 Pipe Mount \[PM 601-3\] 24 16.310 3.6518 0.0084 643
Compression Checks
Pole Design Data
Section Elevation Size L LKl/r A PRatio
P
f
u u
n
No. P
u
2
ft ft ft in K
K
P
f
n
L1 57 - 55.5789 TP19.82x13.5x0.1875 30.00 0.00 0.0 8.2182 -3.64 605.76 0.006
55.5789 - 8.3989 -3.70 619.08 0.006
54.1579
54.1579 - 8.5796 -3.77 632.41 0.006
52.7368
52.7368 - 8.7604 -3.85 645.73 0.006
51.3158
51.3158 - 8.9411 -3.92 659.05 0.006
49.8947
49.8947 - 9.1219 -4.00 672.37 0.006
48.4737
48.4737 - 9.3026 -4.08 685.70 0.006
47.0526
47.0526 - 9.4834 -4.17 699.02 0.006
45.6316
45.6316 - 9.6641 -4.25 712.34 0.006
44.2105
44.2105 - 9.8449 -4.34 725.66 0.006
42.7895
42.7895 - 10.025-4.43 735.01 0.006
41.3684 6
41.3684 - 10.206-5.43 743.97 0.007
39.9474 3
39.9474 - 10.387-5.53 752.78 0.007
38.5263 1
38.5263 - 10.567-5.63 761.45 0.007
37.1053 8
37.1053 - 10.748-5.73 769.95 0.007
35.6842 6
35.6842 - 10.929-5.83 778.31 0.007
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 17
Section Elevation Size L LKl/r A PRatio
P
f
u u
n
No. P
u
2
ft ft ft in K
K
P
f
n
34.2632 3
34.2632 - 11.110-5.93 786.51 0.008
32.8421 1
32.8421 - 11.290-6.04 794.57 0.008
31.4211 8
31.4211 - 30 11.471-6.15 802.47 0.008
6
30 - 27 11.853-2.85 818.65 0.003
1
L2 30 - 27 TP25x18.813x0.25 30.00 0.00 0.0 15.441-3.69 1138.18 0.003
3
27 - 25.5789 15.677-6.66 1155.57 0.006
2
25.5789 - 15.913-6.79 1172.96 0.006
24.1579 1
24.1579 - 16.149-6.92 1190.34 0.006
22.7368 0
22.7368 - 16.384-7.05 1207.73 0.006
21.3158 9
21.3158 - 16.620-7.18 1225.12 0.006
19.8947 9
19.8947 - 16.856-7.31 1242.51 0.006
18.4737 8
18.4737 - 17.092-7.45 1259.90 0.006
17.0526 7
17.0526 - 17.328-7.58 1277.29 0.006
15.6316 6
15.6316 - 17.564-7.72 1293.65 0.006
14.2105 5
14.2105 - 17.800-7.86 1305.54 0.006
12.7895 5
12.7895 - 18.036-8.01 1317.28 0.006
11.3684 4
11.3684 - 18.272-8.15 1328.88 0.006
9.94737 3
9.94737 - 18.508-8.29 1340.32 0.006
8.52632 2
8.52632 - 18.744-8.44 1351.63 0.006
7.10526 2
7.10526 - 18.980-8.59 1362.79 0.006
5.68421 1
5.68421 - 19.216-8.74 1373.80 0.006
4.26316 0
4.26316 - 19.451-8.89 1384.67 0.006
2.84211 9
2.84211 - 19.687-9.04 1395.39 0.006
1.42105 8
1.42105 - 0 19.923-9.19 1405.97 0.007
7
Pole Bending Design Data
Section Elevation Size MRatio MRatio
MM
ff
ux uy
nx ny
No.
MM
ux uy
ft kip-ft kip-ft
kip-ft kip-ft
MM
ff
nxny
L1 57 - 55.5789 TP19.82x13.5x0.1875 20.89 167.01 0.125 0.00 167.01 0.000
55.5789 - 30.75 174.49 0.176 0.00 174.49 0.000
54.1579
54.1579 - 40.69 182.13 0.223 0.00 182.13 0.000
52.7368
52.7368 - 50.72 189.94 0.267 0.00 189.94 0.000
51.3158
51.3158 - 60.84 197.91 0.307 0.00 197.91 0.000
49.8947
49.8947 - 71.04 206.04 0.345 0.00 206.04 0.000
48.4737
48.4737 - 81.32 214.34 0.379 0.00 214.34 0.000
47.0526
47.0526 - 91.69 222.80 0.412 0.00 222.80 0.000
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 18
Section Elevation Size MRatio MRatio
MM
ff
ux uy
nx ny
No. M M
ux uy
ft kip-ft kip-ft
kip-ft kip-ft
M M
ff
nxny
45.6316
45.6316 - 102.15 231.43 0.441 0.00 231.43 0.000
44.2105
44.2105 - 112.72 240.21 0.469 0.00 240.21 0.000
42.7895
42.7895 - 123.38 247.82 0.498 0.00 247.82 0.000
41.3684
41.3684 - 134.78 255.42 0.528 0.00 255.42 0.000
39.9474
39.9474 - 146.87 263.07 0.558 0.00 263.07 0.000
38.5263
38.5263 - 159.05 270.78 0.587 0.00 270.78 0.000
37.1053
37.1053 - 171.32 278.54 0.615 0.00 278.54 0.000
35.6842
35.6842 - 183.67 286.34 0.641 0.00 286.34 0.000
34.2632
34.2632 - 196.11 294.20 0.667 0.00 294.20 0.000
32.8421
32.8421 - 208.64 302.09 0.691 0.00 302.09 0.000
31.4211
31.4211 - 30 221.26 310.03 0.714 0.00 310.03 0.000
30 - 27 110.67 326.90 0.339 0.00 326.90 0.000
L2 30 - 27 TP25x18.813x0.25 137.56 442.54 0.311 0.00 442.54 0.000
27 - 25.5789 261.15 456.25 0.572 0.00 456.25 0.000
25.5789 - 274.15 470.17 0.583 0.00 470.17 0.000
24.1579
24.1579 - 287.22 484.31 0.593 0.00 484.31 0.000
22.7368
22.7368 - 300.37 498.65 0.602 0.00 498.65 0.000
21.3158
21.3158 - 313.59 513.20 0.611 0.00 513.20 0.000
19.8947
19.8947 - 326.89 527.96 0.619 0.00 527.96 0.000
18.4737
18.4737 - 340.26 542.93 0.627 0.00 542.93 0.000
17.0526
17.0526 - 353.72 558.11 0.634 0.00 558.11 0.000
15.6316
15.6316 - 367.25 573.04 0.641 0.00 573.04 0.000
14.2105
14.2105 - 380.86 586.16 0.650 0.00 586.16 0.000
12.7895
12.7895 - 394.54 599.36 0.658 0.00 599.36 0.000
11.3684
11.3684 - 408.31 612.63 0.666 0.00 612.63 0.000
9.94737
9.94737 - 422.16 625.98 0.674 0.00 625.98 0.000
8.52632
8.52632 - 436.09 639.39 0.682 0.00 639.39 0.000
7.10526
7.10526 - 450.10 652.87 0.689 0.00 652.87 0.000
5.68421
5.68421 - 464.19 666.41 0.697 0.00 666.41 0.000
4.26316
4.26316 - 478.36 680.01 0.703 0.00 680.01 0.000
2.84211
2.84211 - 492.62 693.67 0.710 0.00 693.67 0.000
1.42105
1.42105 - 0 506.96 707.39 0.717 0.00 707.39 0.000
Pole Shear Design Data
Section Elevation Size Actual Ratio Actual Ratio
VT
ff
n n
No. VVTT
u u u u
ft K kip-ft
K kip-ft
V T
ff
nn
L1 57 - 55.5789 TP19.82x13.5x0.1875 6.90 302.88 0.023 0.21 338.65 0.001
55.5789 - 6.97 309.54 0.023 0.21 353.82 0.001
54.1579
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 19
Section Elevation Size Actual Ratio Actual Ratio
VT
ff
n n
No. VVTT
u u u u
ft K kip-ft
K kip-ft
V T
ff
nn
54.1579 - 7.03 316.20 0.022 0.21 369.31 0.001
52.7368
52.7368 - 7.09 322.86 0.022 0.00 385.14 0.000
51.3158
51.3158 - 7.15 329.53 0.022 0.00 401.30 0.000
49.8947
49.8947 - 7.21 336.19 0.021 0.00 417.79 0.000
48.4737
48.4737 - 7.27 342.85 0.021 0.00 434.61 0.000
47.0526
47.0526 - 7.33 349.51 0.021 0.00 451.77 0.000
45.6316
45.6316 - 7.41 356.17 0.021 0.42 469.26 0.001
44.2105
44.2105 - 7.47 362.83 0.021 0.42 487.08 0.001
42.7895
42.7895 - 7.54 367.50 0.021 0.42 502.51 0.001
41.3684
41.3684 - 8.49 371.99 0.023 0.42 517.91 0.001
39.9474
39.9474 - 8.55 376.39 0.023 0.42 533.43 0.001
38.5263
38.5263 - 8.61 380.72 0.023 0.42 549.05 0.001
37.1053
37.1053 - 8.67 384.98 0.023 0.42 564.79 0.001
35.6842
35.6842 - 8.73 389.15 0.022 0.42 580.62 0.001
34.2632
34.2632 - 8.79 393.26 0.022 0.42 596.54 0.001
32.8421
32.8421 - 8.86 397.28 0.022 0.42 612.55 0.001
31.4211
31.4211 - 30 8.92 401.23 0.022 0.42 628.64 0.001
30 - 27 4.09 409.32 0.010 0.19 662.86 0.000
L2 30 - 27 TP25x18.813x0.25 4.99 569.09 0.009 0.23 897.33 0.000
27 - 25.5789 9.13 577.78 0.016 0.42 925.13 0.000
25.5789 - 9.18 586.48 0.016 0.42 953.37 0.000
24.1579
24.1579 - 9.23 595.17 0.016 0.42 982.02 0.000
22.7368
22.7368 - 9.29 603.87 0.015 0.42 1011.10 0.000
21.3158
21.3158 - 9.34 612.56 0.015 0.42 1040.61 0.000
19.8947
19.8947 - 9.39 621.26 0.015 0.42 1070.54 0.000
18.4737
18.4737 - 9.45 629.95 0.015 0.42 1100.89 0.000
17.0526
17.0526 - 9.50 638.65 0.015 0.42 1131.68 0.000
15.6316
15.6316 - 9.56 646.83 0.015 0.42 1161.95 0.000
14.2105
14.2105 - 9.61 652.77 0.015 0.42 1188.55 0.000
12.7895
12.7895 - 9.67 658.64 0.015 0.42 1215.32 0.000
11.3684
11.3684 - 9.73 664.44 0.015 0.42 1242.22 0.000
9.94737
9.94737 - 9.78 670.16 0.015 0.42 1269.28 0.000
8.52632
8.52632 - 9.84 675.82 0.015 0.42 1296.47 0.000
7.10526
7.10526 - 9.90 681.39 0.015 0.42 1323.81 0.000
5.68421
5.68421 - 9.96 686.90 0.014 0.42 1351.27 0.000
4.26316
4.26316 - 10.01 692.34 0.014 0.42 1378.85 0.000
2.84211
2.84211 - 10.07 697.70 0.014 0.42 1406.56 0.000
1.42105
1.42105 - 0 10.13 702.98 0.014 0.42 1434.38 0.000
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 20
Pole Interaction Design Data
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. PMMVTStress Stress
u ux uy u u
ft Ratio Ratio
P M M V T
fffff
nnxnynn
L1 57 - 55.5789 0.006 0.125 0.000 0.023 0.001 0.132 1.000
4.8.2
55.5789 - 0.006 0.176 0.000 0.023 0.001 0.183 1.000
4.8.2
54.1579
54.1579 - 0.006 0.223 0.000 0.022 0.001 0.230 1.000
4.8.2
52.7368
52.7368 - 0.006 0.267 0.000 0.022 0.000 0.273 1.000
4.8.2
51.3158
51.3158 - 0.006 0.307 0.000 0.022 0.000 0.314 1.000
4.8.2
49.8947
49.8947 - 0.006 0.345 0.000 0.021 0.000 0.351 1.000
4.8.2
48.4737
48.4737 - 0.006 0.379 0.000 0.021 0.000 0.386 1.000
4.8.2
47.0526
47.0526 - 0.006 0.412 0.000 0.021 0.000 0.418 1.000
4.8.2
45.6316
45.6316 - 0.006 0.441 0.000 0.021 0.001 0.448 1.000
4.8.2
44.2105
44.2105 - 0.006 0.469 0.000 0.021 0.001 0.476 1.000
4.8.2
42.7895
42.7895 - 0.006 0.498 0.000 0.021 0.001 0.504 1.000
4.8.2
41.3684
41.3684 - 0.007 0.528 0.000 0.023 0.001 0.536 1.000
4.8.2
39.9474
39.9474 - 0.007 0.558 0.000 0.023 0.001 0.566 1.000
4.8.2
38.5263
38.5263 - 0.007 0.587 0.000 0.023 0.001 0.595 1.000
4.8.2
37.1053
37.1053 - 0.007 0.615 0.000 0.023 0.001 0.623 1.000
4.8.2
35.6842
35.6842 - 0.007 0.641 0.000 0.022 0.001 0.649 1.000
4.8.2
34.2632
34.2632 - 0.008 0.667 0.000 0.022 0.001 0.675 1.000
4.8.2
32.8421
32.8421 - 0.008 0.691 0.000 0.022 0.001 0.699 1.000
4.8.2
31.4211
31.4211 - 30 0.008 0.714 0.000 0.022 0.001 0.722 1.000
4.8.2
30 - 27 0.003 0.339 0.000 0.010 0.000 0.342 1.000
4.8.2
L2 30 - 27 0.003 0.311 0.000 0.009 0.000 0.314 1.000
4.8.2
27 - 25.5789 0.006 0.572 0.000 0.016 0.000 0.578 1.000
4.8.2
25.5789 - 0.006 0.583 0.000 0.016 0.000 0.589 1.000
4.8.2
24.1579
24.1579 - 0.006 0.593 0.000 0.016 0.000 0.599 1.000
4.8.2
22.7368
22.7368 - 0.006 0.602 0.000 0.015 0.000 0.608 1.000
4.8.2
21.3158
21.3158 - 0.006 0.611 0.000 0.015 0.000 0.617 1.000
4.8.2
19.8947
19.8947 - 0.006 0.619 0.000 0.015 0.000 0.625 1.000
4.8.2
18.4737
18.4737 - 0.006 0.627 0.000 0.015 0.000 0.633 1.000
4.8.2
17.0526
17.0526 - 0.006 0.634 0.000 0.015 0.000 0.640 1.000
4.8.2
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 21
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. PMMVTStress Stress
u ux uy u u
ft Ratio Ratio
P M M V T
fffff
nnxnynn
15.6316
15.6316 - 0.006 0.641 0.000 0.015 0.000 0.647 1.000
4.8.2
14.2105
14.2105 - 0.006 0.650 0.000 0.015 0.000 0.656 1.000
4.8.2
12.7895
12.7895 - 0.006 0.658 0.000 0.015 0.000 0.665 1.000
4.8.2
11.3684
11.3684 - 0.006 0.666 0.000 0.015 0.000 0.673 1.000
4.8.2
9.94737
9.94737 - 0.006 0.674 0.000 0.015 0.000 0.681 1.000
4.8.2
8.52632
8.52632 - 0.006 0.682 0.000 0.015 0.000 0.689 1.000
4.8.2
7.10526
7.10526 - 0.006 0.689 0.000 0.015 0.000 0.696 1.000
4.8.2
5.68421
5.68421 - 0.006 0.697 0.000 0.014 0.000 0.703 1.000
4.8.2
4.26316
4.26316 - 0.006 0.703 0.000 0.014 0.000 0.710 1.000
4.8.2
2.84211
2.84211 - 0.006 0.710 0.000 0.014 0.000 0.717 1.000
4.8.2
1.42105
1.42105 - 0 0.007 0.717 0.000 0.014 0.000 0.723 1.000
4.8.2
Section Capacity Table
Elevation Component Size Critical P øP% Pass
S
ection
allow
ft Type Element K K Capacity Fail
No.
L1 57 - 27 Pole TP19.82x13.5x0.1875 1 -6.15 802.47 72.2 Pass
L2 27 - 0 Pole TP25x18.813x0.25 2 -9.19 1405.97 72.3 Pass
Summary ELC: LC 5
Pole (L2) 72.3 Pass
Rating = 72.3 Pass
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 22
APPENDIX B
BASE LEVEL DRAWING
tnxTower Report - version 6.1.4.1
57 ft Monopole Tower Structural Analysis September 17 2014
Project Number 2014777.840470.01, Application 255122, Revision 9 CCI BU No 840470
Page 23
APPENDIX C
ADDITIONAL CALCULATIONS
tnxTower Report - version 6.1.4.1
Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G
Note: Shaft assumed to have ties, not spiral, transverse reinforcing
Site DataMaximum Shaft Superimposed Forces
840470
TIA Revision:
BU #:G
Lake Ballinger
Max. Factored Shaft Mu:
Site Name:558.00
ft-kips (Note)
255122 Rev. 9
Max. Factored Shaft Pu:
Application #:9kips
Max Axial Force Type:
Comp.
Note: Max shaft superimposed moment does not necessarily
Loads Already Factored
Note: equal the shaft top reaction moment.
<--- Disregard
For M (WL)1.3
<--- Disregard Shaft Factored Loads
For P (DL)1.3Load Factor
1.0Mu:558ft-kips
Pier Properties
1.0Pu:9kips
Concrete:
Pier Diameter =Material Properties
4.5ft
2
Concrete Compressive Strength, f =
Concrete Area =
2290.24000psi
in
c
Reinforcement Yield Strength, F =
60ksi
y
Reinforcement:Reinforcing Modulus of Elasticity, E =
29000ksi
Clear Cover to Tie =Reinforcement Yield Strain =
4.00in0.00207
Horizontal Tie Bar Size =Limiting Compressive Strain =
5 0.003
Vertical Cage Diameter =ACI 318 Code
3.65ft
Vertical Cage Diameter =Select Analysis ACI Code =
43.75in2008
Vertical Bar Size =Seismic Properties
8
Bar Diameter =Seismic Design Category =
1.00in
B
2
Bar Area =Seismic Risk =
0.79
Low
in
Number of Bars =
16
2
A Total=
12.64
in
S
SOLVE (RUN)
<--- Press Upon Completing All Input
A/ A (Rho) =
0.00550.55%
s conc.
ACI 10.5 , ACI 21.10.4, and IBC 1810.
Results:
Min As for Flexural, Tension Controlled, Shafts:Governing Orientation Case:
1
(3)*Sqrt(f) / F =
0.0032
cy
200 / F =
0.0033
y
Case 1Case 2
Distance From Edge to Neutral Axis =
in
7.88
Extreme Steel Strain, =
0.0156
t
Minimum Rho Check:t > 0.0050, Tension Controlled
Actual Req'd Min. Rho =Reduction Factor, =
0.33%Flexural
0.9
Provided Rho =
0.55%
OK
Ref. Shaft Max Axial Capacities, Max(Pn or Tn):
Output Note: Negative Pu = Tension
Max Pu = (=0.65)*Pn.
Pn per ACI 318 (10-2)
For Axial Compression, *Pn = Pu =
4421.13kips
9.00kips
at Mu = (=0.65)*Mn =Drilled Shaft Moment Capacity, *Mn =
1703.92ft-kips
1279.00 ft-kips
Drilled Shaft Superimposed Mu =
558.00 ft-kips
Max Tu, (=0.9)*Tn =
682.56kips
0.00ft-kips
at Mu = (=0.90)*Mn =(Mu / *Mn, Drilled Shaft Flexure CSR =43.6%
Drilled_Shaft_Moment_Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010Analysis Date: 9/17/2014