Specifications (37) RECEIVED
NOV 13 2018 CROWN
Date: September 07,2018 CITY OF TIGA D CASTLE
Saleem Dooh ' tryr �de
- Crown Castle
��I�-D
Crown Castle 2000 Corporate Drive
2055 S. Stearman Drive Canonsburg, PA 15317
Chandler,AZ 85286 (724)416-2000
Subject: Structural Modification Report
Carrier Designation: T-Mobile Co-Locate
Carrier Site Number: P004037C
Carrier Site Name: King City
Crown Castle Designation: Crown Castle BU Number: 825028
Crown Castle Site Name: King City
Crown Castle JDE Job Number: 517624
Crown Castle Work Order Number: 1613851
Crown Castle Order Number: 449094 Rev. 1
Engineering Firm Designation: Crown Castle Project Number: 1613851
Site Data: 13680 SW Pacific Highway, Tigard,Washington County, OR
Latitude 45°25'14.2", Longitude-122°47'3.5"
99 Foot-Monopole Tower
Dear Saleem Dooh,
Crown Castle is pleased to submit this"Structural Modification 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 1613851, in accordance with order
449094, revision 1.
The purpose of the analysis is to determine acceptability of the tower stress level including the proposed
modifications as outlined in the attached drawings, "Appendix D". Based on our analysis we have determined
the tower stress level for the structure and foundation, under the following load case, to be:
LC4: Modified Structure w/Existing + Reserved + Proposed 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 and 2014 Oregon
Structural Specialty Code(OSSC) based upon an ultimate 3-second gust wind speed of 120 mph converted to a
nominal 3-second gust wind speed of 93 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 B and Risk Category II were used in this
analysis.
All modifications and equipment proposed in this report shall be installed in accordance with the attached
drawings for the determined available structural capacity to be effective.
We at Crown Castle 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.
Pfi Or-
Structural analysis prepared by: Matthew Schmitt, E.I.T./DLT
Respectfully submitted by:
�`1 60529P E r
Maged(Matthew)Abdel-Messih, P.E.
Senior Project Engineer AEGON .;}
tnxTower Report-version 8.0.2.1 �® Nsti�
EXPIRES ,11.41_1,7A1 3
September 07, 2018
99 Ft Monopole Tower Structural Analysis CC/BU No 825028
Project Number 1613851, Order 449094, Revision 1 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 Component Stresses vs. Capacity
4.1) Recommendations
5)APPENDIX A
tnxTower Output
6)APPENDIX B
Base Level Drawing
7)APPENDIX C
Additional Calculations
8)APPENDIX D
Required Modification Drawings
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September 07, 2018
99 Ft Monopole Tower Structural Analysis CCI BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 3
1) INTRODUCTION
This tower is a 99 ft Monopole tower designed by ENGINEERED ENDEAVORS, INC. in December of 2004 and
mapped by FDH in August of 2016. The tower was originally designed for a wind speed of 80 mph per TIA/EIA-
222-F.
The modification drawings designed by CCI and attached in Appendix D, have been considered in this analysis.
2)ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G
Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind
speed of 93 mph with no ice, 30 mph with 1 inch ice thickness and 60 mph under service loads, exposure
category B.
Table 1 -Proposed Antenna and Cable Information
Center Number Number Feed
Mounting Line Antenna Line
Level (ft) Elevation of Manufacturer Antenna Model of Feed Size Note
(ft) Antennas Lines in
( )
3 ' andrew HBXX-6516DS-A2M w/
Mount Pipe
3 commscope FFHH-65C-R3 w/Mount
Pipe
96.0 96.0 3 nokia ---- . AHFIB 1 1-3/5
3 nokia AHLOA
2 nokia FXFC
1 1 raycap _
I RNSNDC-7771-PF-48
1 site pro 1 �RMQP 3XX+ F3P HRK12
Table 2-Existing and Reserved Antenna and Cable Information
Center Number Number Feed
Mounting Line Antenna Antenna Model of Feed Line Note
Level (ft) Elevation Antennas Manufacturer Size
(ft) Lines
(in)
6 commscope I ATM200-A20
96.0 96 0 3 �� SBNHH-1 D65B w/Mount 1 5/16 3
I I --T commscope Pie 12 7/8
6 93.0 P 3 I commscope E15S09P84
90.0 91.0 3 commscope E15S09P84 - - 3
I 88.0 I 3 I commscope I TMAT1921 XB68-21 A
3 commscope DHHTT65B-3XR
3 ericsson 800MHZ SMR FILTER
3 rfs celwave APXVSPP18-C-A20
3 samsung 1 OPTIC FIBER JUNCTION
telecommunications; CYLINDER
80.0 � 80.0 �.. _. . . . .:. __�..,. .�
samsung POWER JUNCTION 4 1-7/16 2
telecommunicationsI CYLINDER
samsung
I 3 ;telecommunications RRH-B8
3 samsung RRH C2C
;telecommunications
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September 07, 2018
99 Ft Monopole Tower Structural Analysis CC/BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 4
Center Number Number Feed
Mounting Line Antenna Line
Level (ft) Elevation of Manufacturer Antenna Model of Feed Size Note
(ft) Antennas Lines (in)
i ,
j 3 samsung RRH-P4
I telecommunications
1 ` tower mounts I Platform Mount[LP 301-1]
64.0 64.0 1tower mounts iSide Arm Mount[SO 302-3]I - I 1
_.. Notes: _...
1) Existing Equipment
2) Reserved Equipment
3) Equipment to be Removed;Not considered in this analysis
Table 3-Design Antenna and Cable Information
Center Number Number Feed
Mounting Line Antenna Antenna Model of Feed Line
Level (ft) Elevation Antennas Manufacturer
(ft) Lines Size(in)
I 96.0 3_ 96.0 3 EMS Wireless I DR65-19-02DPQ
I 88.0 88.0 —I-3— EMS Wireless DR65-19-02DPQ - -
j 80.0 80.0 T_._..3 —I—EMS Wireless DR65-19-02DPQ
772.0 j 72.0 ._-T-3 I EMS Wireless DR65-19-02DPQ I - r -
3)ANALYSIS PROCEDURE
Table 4-Documents Provided
Document Remarks Reference Source
, I - ! .
4-GEOTECHNICAL REPORTS LSI Adapt Inc. 3472511 I CCISITES
I ..
4-TOWER FOUNDATION Engineered Endeavors
DRAWINGS/DESIGN/SPECS Incorporated 3485467 CCISITES
4-TOWER MANUFACTURERJFDH Engineering Inc. (Mapping)/1 6388772 I CCISITES
DRAWINGS EEI
4-TOWER REINFORCEMENT Crown Castle 7—A;pendix D ON FILE
DESIGN/DRAWINGS/DATA
3.1) Analysis Method
tnxTower(version 8.0.2.1), 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 manufacturer's specifications.
2) The tower and structures have been maintained in accordance with the manufacturer's
specification.
3) 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. Crown
Castle should be notified to determine the effect on the structural integrity of the tower.
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September 07, 2018
99 Ft Monopole Tower Structural Analysis CCI BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 5
4)ANALYSIS RESULTS
Table 5-Section Capacity(Summary)
Section Elevation(ft) Component TypeCritical SF"P_allow %
No. p Size Element P(K) (K) Capacity Pass I Fail
L1 99-67 1 Pole TP26x26x0.375 1 i -10.14 950.95 29.5 Pass 1
L2 67-31.79 Pole TP30.75x25.5x0.1875 2 -12.76 912.69 83.5 Pass
L3 31.79-0 Pole TP35x29.7787x0.25 3 -17.37 1485.15 80.3 P Pass
Summary
Pole(L2) 83.5 j Pass
I 1 1 I Rating= 1 83.5 I Pass
Table 6 -Tower Component Stresses vs. Capacity -LC4
Notes Component Elevation (ft) %Capacity Pass/Fail
1 i Flange Bolts 1 57.4 Pass
1 Flange Plates 67 32.1 Pass
1 Anchor Rods I 93.0 I Pass
1 Base Plate 0 41.6 Pass
1 Base Plate Stiffeners 47.4 Pass
1 Base Foundation Structure 37.6 Pass
1 Base Foundation Soil Interaction 0 I 39.1 I Pass
Structure Rating(max from all components)= 93%
Notes:
1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity
consumed.
4.1) Recommendations
Perform the modifications detailed in"Appendix D"to remedy the deficiencies identified in Crown
Castle Work Order No. 1605202.
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September 07, 2018
99 Ft Monopole Tower Structural Analysis CC/BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 6
APPENDIX A
TNXTOWER OUTPUT
tnxTower Report-version 8.0.2.1
99.0 ft
I DESIGNED APPURTENANCE LOADING
TYPE 1 ELEVATION 1 TYPE ELEVATION
HBXX-6516DS-A2M w/Mount Pipe '96 APXVSPPI8-C-A20 80
HBXX-6516DS-A2M w/Mount Pipe 96 APXVSPP18-C-A20 80
HBXX-6516DS-A2M wl Mount Pipe 96 RRH-P4 80
FFHH-65C-R3 w/Mount Pipe 96 RRH-P4 80
FFHH-65C-R3 w/Mount Pipe 96 RRH-P4 80
c FFHH-65C-R3 w/Mount Pipe 96 RRH-B8 80
Pi $ 1 $ m AHLOA 96 RRH-88 80
of o H 8i lid H I AHLOA 96 RRH-B8 80
AHLOA 96 RRH-C2C 80
AHFIB 96 RRH-C2C 80
AHFIB 96 RRH-C2C m
AHFIB 96 800MHZ SMR FILTER 80
(2)FXFC 96 800MHZ SMR FILTER 80
RNSNDC-7771-PF-48 96 800MHZ SMR FILTER 80
RMQP-3XX+F3P-HRK12 96 OPTIC FIBER JUNCTION CYUNDER 80
8'x Y Mount Pipe 96 OPTIC FIBER JUNCTION CYUNDER 80
8'x?Mount Pipe 96 OPTIC FIBER JUNCTION CYLINDER 80
8'x2'Mount Pipe 96 POWER JUNCTION CYLINDER 80
°'.,
, 67.0 ft DHHTT658-3XR 80 POWER JUNCTION CYLINDER 80
111 m DHHTT65B-3XR 80 POWER JUNCTION CYLINDER 80
DHHTT65B-3XR 80 Platform Mount[LP 301-1) 80
APXVSPPI8-C-A20 80 Side Nm Mount[SO 302-3) 64
MATERIAL STRENGTH
GRADE Fy Fu GRADE Fy Fu
A53-B-35 35 ksi 60 ksi A572-50 50 ksi 65 ksi
TOWER DESIGN NOTES
1. Tower is located in Washington County,Oregon.
2. Tower designed for Exposure B to the TIA-222-G Standard.
$II
3. Tower designed for a 93.00 mph basic wind in accordance with the TIA-222-G Standard.
N 04. Tower is also designed for a 30.00 mph basic wind with 1.00 in ice.Ice is considered to
v increase in thickness with height.
5. Deflections are based upon a 60.00 mph wind.
6. Tower Structure Class II.
7. Topographic Category 1 with Crest Height of 0.0000 ft
8. TOWER RATING:83.5%
0
7
N
31.8 ft
ALL REACTIONS
ARE FACTORED
8 AXIAL
N 38 K
g0
CO m O i-
r M SHEAR MOMENT
11 j J 110 kip-ft
TORQUE 0 kip-ft
30.00 mph WIND-1.0000 in ICE
AXIAL
17K
SHE11K MOMENT
11 K 840 kip-ft
0.0 ft
m TORQUE 0 kip-ft
s st REACTIONS-93.00 mph WIND
M
C g U W fpJ .�
y y, O I 3 Z g .- !3 f
Crown Castle lob:BU#825028
,F✓ CROWN 2000 Corporate Drive Avid_
Canonsburg, PA 15317 Came Matthew Schmitt
The Foundation for a Wireless World Phone:(724)416-2000 code_TIA-222-G Date'08/17/18 Sortie: NTS
FAX: Path:P ...T.. B03 ,o,,386,�.. ...,.....,ROI NO.E-1
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September 07, 2018
99 Ft Monopole Tower Structural Analysis CCI BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 7
Tower Input Data
The tower is a monopole.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
4) Tower is located in Washington County, Oregon.
5) Basic wind speed of 93.00 mph.
6) Structure Class II.
7) Exposure Category B.
8) Topographic Category 1.
9) Crest Height 0.0000 ft.
10) Nominal ice thickness of 1.0000 in.
11) Ice thickness is considered to increase with height.
12) Ice density of 56.00 pcf.
13) A wind speed of 30.00 mph is used in combination with ice.
14) Temperature drop of 50.00 °F.
15) Deflections calculated using a wind speed of 60.00 mph.
16) A non-linear(P-delta)analysis was used.
17) Pressures are calculated at each section.
18) Stress ratio used in pole design is 1.
19) 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 J Assume Rigid Index Plate Ignore Redundant Members in FEA
Use Moment Magnification J Use Clear Spans For Wind Area SR Leg Bolts Resist Compression
J Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable
J Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation
Escalate Ice J Bypass Mast Stability ChecksJ Consider Feed Line Torque
Always Use Max Kz J Use Azimuth Dish Coefficients Include Angle Block Shear Check
Use Special Wind Profile J Project Wind Area of Appurt. Use TIA-222-G Bracing Resist.
Exemption
Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice
Exemption
Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles
Secondary Horizontal Braces Leg J Sort Capacity Reports By Component J 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 Pole Without Linear Attachments
Pole With Shroud Or No
Appurtenances
Outside and Inside Corner Radii Are
Known
Tapered Pole Section Geometry
Section Elevation Section Splice V Number Top Bottom Wall Bend Pole Grade
Length Length of Diameter Diameter Thickness Radius
ft ft ft Sides in in in in
L1 99.0000- 32.0000 0.00 Round 26.0000 26.0000 0.3750 A53-B-35
67.0000 (35 ksi)
L2 67.0000- 35.2100 4.42 18 25.5000 30.7500 0.1875 0.7500 A572-50
31.7900 (50 ksi)
L3 31.7900- 36.2100 18 29.7787 35.0000 0.2500 1.0000 A572-50
0.0000
(50 ksi)
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99 Ft Monopole Tower Structural Analysis CCI BU No 825028
Project Number 1613851, Order 449094,Revision 1 Page 8
Tapered Pole Properties
Section Tip Dia. Area I r C I/C J It/Q w w/t
in in2 in4 in in in3 in' in2 in
L1 26.0000 30.1887 2478.4250 9.0608 13.0000 190.6481 4956.8499 15.0854 0.0000 0
26.0000 30.1887 2478.4250 9.0608 13.0000 190.6481 4956.8499 15.0854 0.0000 0
L2 25.8645 15.0641 1219.4128 8.9859 12.9540 94.1341 2440.4302 7.5335 4.1580 22.176
31.1954 18.1885 2146.4080 10.8497 15.6210 137.4053 4295.6403 9.0960 5.0820 27.104
L3 30.8467 23.4310 2581.1800 10.4827 15.1276 170.6273 5165.7564 11.7177 4.8011 19.204
35.5014 27.5741 4206.7704 12.3363 17.7800 236.6013 8419.0762 13.7897 5.7200 22.88
Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle
Elevation Area Thickness Al Factor Stitch Bolt Stitch Bolt Stitch Bolt
(per face) Ar Spacing Spacing Spacing
Diagonals Horizontals Redundants
ft ft2 in in in in
L1 99.0000- 1 1 1
67.0000
L2 67.0000- 1 1 1
31.7900
L331.7900- 1 1 1
0.0000
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Secto Component Placement Total Number Start/En Width or Perimete Weight
r Type Number Per Row d Diamete r
ft Position r pif
in in
Mr.
TYPEI1(1-7/16) C Surface Ar 80.0000-0.0000 4 4 -0.500 1.4370 0.74
(CaAa) -0.300
Feed Line/Linear Appurtenances - Entered As Area
Description Face Allow Component Placement Total CAAA Weight
or Shield Type Number
***.• Leg ftft2/ft plf
ASU9325TYP01(1-3/5) A No Inside Pole 96.0000-0.0000 1 No Ice 0.0000 1.61
112"Ice 0.0000 1.61
1"Ice 0.0000 1.61
*.
...
•
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face AR AF CAAA CAAA Weight
Sectio Elevation In Face Out Face
n ft ft2 ft2 ft2 ft2 K
L1 99.0000-67.0000 A 0.000 0.000 0.000 0.000 0.05
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 7.472 0.000 0.04
L2 67.0000-31.7900 A 0.000 0.000 0.000 0.000 0.06
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 20.239 0.000 0.10
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September 07, 2018
99 Ft Monopole Tower Structural Analysis CCl BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 9
Tower Tower Face AR AF CAAA CAAA Weight
Sectio Elevation In Face Out Face
n ft ft2 ft2 ft2 ft2 K
L3 31.7900-0.0000 A 0.000 0.000 0.000 0.000 0.05
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 18.273 0.000 0.09
Feed Line/Linear Appurtenances Section Areas - With Ice
Tower Tower Face Ice AR AF CAAA CAAA Weight
Sectio Elevation or Thickness In Face Out Face
n ft Leg in ft2 ft2 ft2 ft2 K
L1 99.0000-67.0000 A 2.194 0.000 0.000 0.000 0.000 0.05
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 16.470 0.000 0.27
L2 67.0000-31.7900 A 2.082 0.000 0.000 0.000 0.000 0.06
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 43.624 0.000 0.68
L3 31.7900-0.0000 A 1.855 0.000 0.000 0.000 0.000 0.05
8 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 39.387 0.000 0.62
Feed Line Center of Pressure
Section Elevation CPx CPz CPx CPz
Ice Ice
ft in in in in
L1 99.0000-67.0000 1.5524 1.3978 1.3632 1.2274
L2 67.0000-31.7900 2.9780 2.6814 2.6130 2.3527
L3 31.7900-0.0000 3.0748 2.7686 2.7710 2.4950
Note:For pole sections,center of pressure calculations do not consider feed line shielding.
Shielding Factor Ka
Tower Feed Line Description Feed Line Ka Ka
Section Record No. Segment No Ice Ice
Elev.
L1 6 TYPE 11(1-7/16) 67.00- 1.0000 1.0000
80.00
L2 6 TYPE II(1-7/16) 31.79- 1.0000 1.0000
67.00
Discrete Tower Loads
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99 Ft Monopole Tower Structural Analysis CCI BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 10
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft2 ft2 K
ft °
ft
HBXX-6516DS-A2M w/ A From Leg 4.0000 0.0000 96.0000 No Ice 5.6558 4.5251 0.05
Mount Pipe 0.00 1/2" 6.0642 5.2049 0.10
0.00 Ice 6.4748 5.8567 0.15
1"Ice
HBXX-6516DS-A2M w/ B From Leg 4.0000 0.0000 96.0000 No Ice 5.6558 4.5251 0.05
Mount Pipe 0.00 1/2" 6.0642 5.2049 0.10
0.00 Ice 6.4748 5.8567 0.15
1"Ice
HBXX-6516DS-A2M w/ C From Leg 4.0000 0.0000 96.0000 No Ice 5.6558 4.5251 0.05
Mount Pipe 0.00 1/2" 6.0642 5.2049 0.10
0.00 Ice 6.4748 5.8567 0.15
1"Ice
FFHH-65C-R3 w/Mount A From Leg 4.0000 0.0000 96.0000 No Ice 21.3753 11.5042 0.16
Pipe 0.00 1/2" 22.1324 13.0344 0.30
0.00 Ice 22.8984 14.5887 0.46
1"Ice
FFHH-65C-R3 w/Mount B From Leg 4.0000 0.0000 96.0000 No Ice 21.3753 11.5042 0.16
Pipe 0.00 1/2" 22.1324 13.0344 0.30
0.00 Ice 22.8984 14.5887 0.46
1"Ice
FFHH-65C-R3 w/Mount C From Leg 4.0000 0.0000 96.0000 No Ice 21.3753 11.5042 0.16
Pipe 0.00 1/2" 22.1324 13.0344 0.30
0.00 Ice 22.8984 14.5887 0.46
1"Ice
AHLOA A From Leg 4.0000 0.0000 96.0000 No Ice 2.2289 1.3906 0.08
0.00 1/2" 2.4225 1.5518 0.10
0.00 Ice 2.6235 1.7200 0.12
1"Ice
AHLOA B From Leg 4.0000 0.0000 96.0000 No Ice 2.2289 1.3906 0.08
0.00 1/2" 2.4225 1.5518 0.10
0.00 Ice 2.6235 1.7200 0.12
1"Ice
AHLOA C From Leg 4.0000 0.0000 96.0000 No Ice 2.2289 1.3906 0.08
0.00 1/2" 2.4225 1.5518 0.10
0.00 Ice 2.6235 1.7200 0.12
1"Ice
AHFIB A From Leg 4.0000 0.0000 96.0000 No Ice 3.6763 2.3086 0.09
0.00 1/2" 3.9250 2.5165 0.12
0.00 Ice 4.1810 2.7313 0.15
1"Ice
AHFIB B From Leg 4.0000 0.0000 96.0000 No Ice 3.6763 2.3086 0.09
0.00 1/2" 3.9250 2.5165 0.12
0.00 Ice 4.1810 2.7313 0.15
1"Ice
AHFIB C From Leg 4.0000 0.0000 96.0000 No Ice 3.6763 2.3086 0.09
0.00 1/2" 3.9250 2.5165 0.12
0.00 Ice 4.1810 2.7313 0.15
1"Ice
(2)FXFC A From Leg 4.0000 0.0000 96.0000 No Ice 0.8407 0.9577 0.06
0.00 1/2" 0.9810 1.1130 0.08
0.00 Ice 1.1288 1.2758 0.10
1"Ice
RNSNDC-7771-PF-48 B From Leg 4.0000 0.0000 96.0000 No Ice 2.7309 1.0266 0.01
0.00 1/2" 2.9372 1.1707 0.03
0.00 Ice 3.1508 1.3217 0.06
1"Ice
RMQP-3XX+F3P-HRK12 C None 0.0000 96.0000 No Ice 27.9800 26.5000 1.68
1/2" 32.8600 31.6000 1.99
Ice 38.0900 36.8100 2.38
1"Ice
8'x 2"Mount Pipe A From Leg 4.0000 0.0000 96.0000 No Ice 1.9000 1.9000 0.03
0.00 1/2" 2.7281 2.7281 0.04
0.00 Ice 3.4009 3.4009 0.06
1"Ice
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99 Ft Monopole Tower Structural Analysis CCI BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 11
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft2 ft2 K
ft °
ft
8'x 2"Mount Pipe B From Leg 4.0000 0.0000 96.0000 No Ice 1.9000 1.9000 0.03
0.00 1/2" 2.7281 2.7281 0.04
0.00 Ice 3.4009 3.4009 0.06
1"Ice
8'x 2"Mount Pipe C From Leg 4.0000 0.0000 96.0000 No Ice 1.9000 1.9000 0.03
0.00 1/2" 2.7281 2.7281 0.04
0.00 Ice 3.4009 3.4009 0.06
1"Ice
DHHTT65B-3XR A From Leg 4.0000 0.0000 80.0000 No Ice 8.1333 5.3417 0.05
0.00 1/2" 8.5899 5.7948 0.10
0.00 Ice 9.0535 6.2554 0.16
1"Ice
DHHTT65B-3XR B From Leg 4.0000 0.0000 80.0000 No Ice 8.1333 5.3417 0.05
0.00 1/2" 8.5899 5.7948 0.10
0.00 Ice 9.0535 6.2554 0.16
1"Ice
DHHTT65B-3XR C From Leg 4.0000 0.0000 80.0000 No Ice 8.1333 5.3417 0.05
0.00 1/2" 8.5899 5.7948 0.10
0.00 Ice 9.0535 6.2554 0.16
1"Ice
APXVSPP18-C-A20 A From Leg 4.0000 0.0000 80.0000 No Ice 8.0244 5.2833 0.06
0.00 1/2" 8.4800 5.7360 0.11
0.00 Ice 8.9426 6.1960 0.16
1"Ice
APXVSPP18-C-A20 B From Leg 4.0000 0.0000 80.0000 No Ice 8.0244 5.2833 0.06
0.00 1/2" 8.4800 5.7360 0.11
0.00 Ice 8.9426 6.1960 0.16
1"Ice
APXVSPP18-C-A20 C From Leg 4.0000 0.0000 80.0000 No Ice 8.0244 5.2833 0.06
0.00 1/2" 8.4800 5.7360 0.11
0.00 Ice 8.9426 6.1960 0.16
1"Ice
RRH-P4 A From Leg 4.0000 0.0000 80.0000 No Ice 2.7353 1.7890 0.06
0.00 1/2" 2.9479 1.9675 0.08
0.00 Ice 3.1679 2.1576 0.11
1"Ice
RRH-P4 B From Leg 4.0000 0.0000 80.0000 No Ice 2.7353 1.7890 0.06
0.00 1/2" 2.9479 1.9675 0.08
0.00 Ice 3.1679 2.1576 0.11
1"Ice
RRH-P4 C From Leg 4.0000 0.0000 80.0000 No Ice 2.7353 1.7890 0.06
0.00 1/2" 2.9479 1.9675 0.08
0.00 Ice 3.1679 2.1576 0.11
1"Ice
RRH-B8 A From Leg 4.0000 0.0000 80.0000 No Ice 2.8802 1.7425 0.06
0.00 1/2" 3.0951 1.9226 0.08
0.00 Ice 3.3174 2.1119 0.11
1"Ice
RRH-B8 B From Leg 4.0000 0.0000 80.0000 No Ice 2.8802 1.7425 0.06
0.00 1/2" 3.0951 1.9226 0.08
0.00 Ice 3.3174 2.1119 0.11
1"Ice
RRH-B8 C From Leg 4.0000 0.0000 80.0000 No Ice 2.8802 1.7425 0.06
0.00 1/2" 3.0951 1.9226 0.08
0.00 Ice 3.3174 2.1119 0.11
1"Ice
RRH-C2C A From Leg 4.0000 0.0000 80.0000 No Ice 1.0972 2.5251 0.05
0.00 1/2" 1.2398 2.7232 0.07
0.00 Ice 1.3895 2.9288 0.09
1"Ice
RRH-C2C B From Leg 4.0000 0.0000 80.0000 No Ice 1.0972 2.5251 0.05
0.00 1/2" 1.2398 2.7232 0.07
0.00 Ice 1.3895 2.9288 0.09
tnxTower Report-version 8.0.2.1
September 07, 2018
99 Ft Monopole Tower Structural Analysis CCI BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 12
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral
Vert
ft ft ft2 re
ft °
ft
• 1"Ice
RRH-C2C C From Leg 4.0000 0.0000 80.0000 No Ice 1.0972 2.5251 0.05
0.00 1/2" 1.2398 2.7232 0.07
0.00 Ice 1.3895 2.9288 0.09
1"Ice
800MHZ SMR FILTER A From Leg 4.0000 0.0000 80.0000 No Ice 0.6497 0.2218 0.01
0.00 1/2" 0.7516 0.2883 0.01
0.00 Ice 0.8608 0.3638 0.02
1"Ice
800MHZ SMR FILTER B From Leg 4.0000 0.0000 80.0000 No Ice 0.6497 0.2218 0.01
0.00 1/2" 0.7516 0.2883 0.01
0.00 Ice 0.8608 0.3638 0.02
1"Ice
800MHZ SMR FILTER C From Leg 4.0000 0.0000 80.0000 No Ice 0.6497 0.2218 0.01
0.00 1/2" 0.7516 0.2883 0.01
0.00 Ice 0.8608 0.3638 0.02
1"Ice
OPTIC FIBER JUNCTION A From Leg 4.0000 0.0000 80.0000 No Ice 0.3888 0.3888 0.00
CYLINDER 0.00 1/2" 0.4753 0.4753 0.01
0.00 Ice 0.5704 0.5704 0.01
1"Ice
OPTIC FIBER JUNCTION B From Leg 4.0000 0.0000 80.0000 No Ice 0.3888 0.3888 0.00
CYLINDER 0.00 1/2" 0.4753 0.4753 0.01
0.00 Ice 0.5704 0.5704 0.01
1"Ice
OPTIC FIBER JUNCTION C From Leg 4.0000 0.0000 80.0000 No Ice 0.3888 0.3888 0.00
CYLINDER 0.00 1/2" 0.4753 0.4753 0.01
0.00 Ice 0.5704 0.5704 0.01
1"Ice
POWER JUNCTION A From Leg 4.0000 0.0000 80.0000 No Ice 0.3691 0.3691 0.00
CYLINDER 0.00 1/2" 0.4528 0.4528 0.01
0.00 Ice 0.5470 0.5470 0.01
1"Ice
POWER JUNCTION B From Leg 4.0000 0.0000 80.0000 No Ice 0.3691 0.3691 0.00
CYLINDER 0.00 1/2" 0.4528 0.4528 0.01
0.00 Ice 0.5470 0.5470 0.01
1"Ice
POWER JUNCTION C From Leg 4.0000 0.0000 80.0000 No Ice 0.3691 0.3691 0.00
CYLINDER 0.00 1/2" 0.4528 0.4528 0.01
0.00 Ice 0.5470 0.5470 0.01
1"Ice
Platform Mount[LP 301-1) C None 0.0000 80.0000 No Ice 30.1000 30.1000 1.59
1/2" 40.8000 40.8000 2.03
Ice 51.5000 51.5000 2.47
1"Ice
Side Arm Mount[SO 302- C None 0.0000 64.0000 No Ice 5.5600 5.5600 0.17
3] 1/2" 8.4400 8.4400 0.26
Ice 11.3200 11.3200 0.36
1"Ice
Load Combinations
Comb. . „.
Description
No.
tnxTower Report-version 8.0.2.1
September 07, 2018
99 Ft Monopole Tower Structural Analysis CC/BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 13
Comb. Description
No.
1 Dead Only
2 1.2 Dead+1.6 Wind O 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 Member Forces
Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis
n ft Type Load Moment Moment
No. Comb. K kip-ft kip-ft
L1 99-67 Pole Max Tension 9 0.00 0.00 -0.00
Max.Compression 26 -24.47 -0.92 1.57
Max.Mx 8 -10.14 -176.55 0.02
Max.My 2 -10.15 0.57 176.18
Max.Vy 8 8.44 -176.55 0.02
Max.Vx 2 -8.41 0.57 176.18
Max.Torque 10 0.26
L2 67-31.79 Pole Max Tension 1 0.00 0.00 0.00
Max.Compression 26 -30.23 -1.62 1.14
Max.Mx 8 -12.76 -460.36 -0.75
Max.My 2 -12.77 1.16 458.77
tnxTower Report-version 8.0.2.1
September 07, 2018
99 Ft Monopole Tower Structural Analysis CC/BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 14
Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis
n ft Type Load Moment Moment
No. Comb. K kip-ft kip-ft
Max.Vy 8 9.81 -460.36 -0.75
Max.Vx 2 -9.78 1.16 458.77
Max.Torque 10 0.26
L3 31.79-0 Pole Max Tension 1 0.00 0.00 0.00
Max.Compression 26 -38.33 -2.38 0.47
Max.Mx 8 -17.37 -839.20 -1.66
Max.My 2 -17.37 1.82 836.18
Max.Vy 8 11.08 -839.20 -1.66
Max.Vx 2 -11.05 1.82 836.18
Max.Torque 10 0.26
Maximum Reactions
Location Condition Gov. Vertical Horizontal,X Horizontal,Z
Load K K K
Comb.
Pole Max.Vert 30 38.33 -1.36 -0.00
Max.Hx 20 17.38 11.06 0.02
Max.HZ 3 13.04 0.02 11.03
Max.Mx 2 836.18 0.02 11.03
Max.Mz 8 839.20 -11.06 -0.02
Max.Torsion 10 0.26 -9.59 -5.53
Min.Vert 17 13.04 5.51 -9.54
Min.Hx 9 13.04 -11.06 -0.02
Min.Hi 15 13.04 -0.02 -11.03
Min.Mx 14 -835.17 -0.02 -11.03
Min.Mz 20 -838.51 11.06 0.02
Min.Torsion 22 -0.26 9.59 5.53
Tower Mast Reaction Summary
Load Vertical Shear„ Shear Overturning Overturning Torque
Combination Moment,MX Moment,MZ
K K K kip-ft kip-ft kip-ft
Dead Only 14.48 0.00 0.00 -0.38 -0.27 0.00
1.2 Dead+1.6 Wind 0 deg- 17.38 -0.02 -11.03 -836.18 1.82 0.13
No Ice
0.9 Dead+1.6 Wind 0 deg- 13.04 -0.02 -11.03 -825.48 1.88 0.13
No Ice
1.2 Dead+1.6 Wind 30 deg- 17.38 5.51 -9.54 -723.14 -417.90 0.00
No Ice
0.9 Dead+1.6 Wind 30 deg- 13.04 5.51 -9.54 -713.88 -412.54 0.00
No Ice
1.2 Dead+1.6 Wind 60 deg- 17.38 9.57 -5.50 -416.47 -725.74 -0.13
No Ice
0.9 Dead+1.6 Wind 60 deg- 13.04 9.57 -5.50 -411.08 -716.48 -0.12
No Ice
1.2 Dead+1.6 Wind 90 deg- 17.38 11.06 0.02 1.66 -839.20 -0.22
No Ice
0.9 Dead+1.6 Wind 90 deg- 13.04 11.06 0.02 1.77 -828.50 -0.22
No Ice
1.2 Dead+1.6 Wind 120 deg 17.38 9.59 5.53 419.20 -727.89 -0.26
-No Ice
0.9 Dead+1.6 Wind 120 deg 13.04 9.59 5.53 414.03 -718.60 -0.25
-No Ice
1.2 Dead+1.6 Wind 150 deg 17.38 5.55 9.56 724.29 -421.65 -0.22
-No Ice
0.9 Dead+1.6 Wind 150 deg 13.04 5.55 9.56 715.27 -416.23 -0.22
-No Ice
1.2 Dead+1.6 Wind 180 deg 17.38 0.02 11.03 835.17 -2.51 -0.13
-No Ice
tnxTower Report-version 8.0.2.1
' September 07, 2018
99 Ft Monopole Tower Structural Analysis CCI BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 15
Load Vertical Shear
x Shear
ZOverturning Overturning Torque
Combination Moment,MX Moment
,M:
K K K kip-ft kip-ft kip-ft
0.9 Dead+1.6 Wind 180 deg 13.04 0.02 11.03 824.75
-No Ice 2.39 -0.13
1.2 Dead+1.6 Wind 210 deg 17.38 -5.51 9.54 722.13 417.22 -0.00
-No Ice
0.9 Dead+1.6 Wind 210 deg 13.04 -5.51 9.54 713.14 412.03 -0.00
-No Ice
1.2 Dead+1.6 Wind 240 deg 17.38 -9.57 5.50 415.46 725.05 0.13
-No Ice
0.9 Dead+1.6 Wind 240 deg 13.04 -9.57 5.50 410.34 715.97 0.12
-No Ice
1.2 Dead+1.6 Wind 270 deg 17.38 -11.06 -0.02
-2.67 838.51 0.22
-No Ice
0.9 Dead+1.6 Wind 270 deg 13.04 -11.06 -0.02
-2.50 828.00 0.22
-No Ice
1.2 Dead+1.6 Wind 300 deg 17.38 -9.59 -5.53 -420.21 727.21 0.26
-No Ice
0.9 Dead+1.6 Wind 300 deg 13.04 -9.59 -5.53 -414.77 718.10 0.25
-No Ice
1.2 Dead+1.6 Wind 330 deg 17.38 -5.55 -9.56
-725.30 420.96 0.22
-No Ice
0.9 Dead+1.6 Wind 330 deg 13.04 -5.55 -9.56 -716.00 415.72 0.22
-No Ice
1.2 Dead+1.0 Ice+1.0 Temp 38.33 0.00 -0.00
-0.47 2.380.00
1.2 Dead+1.0 Wind 0 38.33 -0.00 -1.36 -107.57 -2.26 0.02
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 30 38.33 0.68 -1.18 -93.14 -55.97 0.00
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 60 38.33 1.18 -0.68 -53.88 -95.33 -0.02
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 90 38.33 1.36 0.00 -0.31 -109.81 -0.03
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 120 38.33 1.18 0.68 53.2195.51 -0.03
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 150 38.33 0.68 1.18 92.34 -56.28 -0.03
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 180 38.33 0.00 1.36 106.602.62 -0.02
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 210 38.33 -0.68 1.18 92.17 51.09 0.00
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 240 38.33 -1.18 0.68 52,90 90.46 0.02
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 270 38.33 -1.36 -0.00 -0.66 104.93 0.03
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 300 38.33 -1.18 -0.68 54.18 90.64 0.03
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 330 38.33 -0.68 -1.18 93.3251.40 0.03
deg+1.0 Ice+1.0 Temp
Dead+Wind 0 deg-Service 14.48 -0.00 -2.57 -193.45 0.22 0.03
Dead+Wind 30 deg-Service 14.48 1.28 -2.22 -167.34 -96.74 0.00
Dead+Wind 60 deg-Service 14.48 2.23 -1.28 -96.50 -167.84 -0.03
Dead+Wind 90 deg-Service 14.48 2.57 0.00 0.08 -194.05 -0.05
Dead+Wind 120 deg- 14.48 2.23 1.29 96.54 -168.34 0.06
Service
Dead+Wind 150 deg- 14.48 1.29 2.23 167.01 -97.60 -0.05
Service
Dead+Wind 180 deg- 14.48 0.00 2.57 192.62 -0.78 -0.03
Service
Dead+Wind 210 deg- 14.48 -1.28 2.22 166.51 96.17 -0.00
Service
Dead+Wind 240 deg- 14.48 -2.23 1.28 95.67 167.28 0.03
Service
Dead+Wind 270 deg- 14.48 -2.57 -0.00 -0.91 193.49 0.05
Service
Dead+Wind 300 deg- 14.48 -2.23 -1.29 -97.36 167.78 0.06
Service
Dead+Wind 330 deg- 14.48 -1.29 -2.23 -167.84 97.03 0.05
Service
tnxTower Report-version 8.0.2.1
' September 07, 2018
99 Ft Monopole Tower Structural Analysis CCI BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 16
Solution Summary
Sum of
Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ %Error
Comb. K K K K K K
1 0.00 -14.48 0.00 0.00 14.48 0.00 0.000%
2 -0.02 -17.38 -11.03 0.02 17.38 11.03 0.000%
3 -0.02 -13.04 -11.03 0.02 13.04 11.03 0.000%
4 5.51 -17.38 -9.54 -5.51 17.38 9.54 0.000%
5 5.51 -13.04 -9.54 -5.51 13.04 9.54 0.000%
6 9.57 -17.38 -5.50 -9.57 17.38 5.50 0.000%
7 9.57 -13.04 -5.50 -9.57 13.04 5.50 0.000%
8 11.06 -17.38 0.02 -11.06 17.38 -0.02 0.000%
9 11.06 -13.04 0.02 -11.06 13.04 -0.02 0.000%
10 9.59 -17.38 5.53 -9,59 17.38 -5.53 0.000%
11 9.59 -13.04 5.53 -9.59 13.04 -5.53 0.000%
12 5.55 -17.38 9.56 -5.55 17.38 -9.56 0.000%
13 5.55 -13.04 9.56 -5.55 13.04 -9.56 0.000%
14 0.02 -17.38 11.03 -0.02 17.38 -11.03 0.000%
15 0.02 -13.04 11.03 -0.02 13.04 -11.03 0.000%
16 -5.51 -17.38 9.54 5.51 17.38 -9.54 0.000%
17 -5.51 -13.04 9.54 5.51 13.04 -9.54 0.000%
18 -9.57 -17.38 5.50 9.57 17.38 -5.50 0.000%
19 -9.57 -13.04 5.50 9.57 13.04 -5.50 0.000%
20 -11.06 -17.38 -0.02 11.06 17.38 0.02 0.000%
21 -11.06 -13.04 -0.02 11.06 13.04 0.02 0.000%
22 -9.59 -17.38 -5.53 9.59 17.38 5.53 0.000%
23 -9.59 -13.04 -5.53 9.59 13.04 5.53 0.000%
24 -5.55 -17.38 -9.56 5.55 17.38 9.56 0.000%
25 -5.55 -13.04 -9.56 5.55 13.04 9.56 0.000%
26 0.00 -38.33 0.00 -0.00 38.33 0.00 0.000%
27 -0.00 -38.33 -1.36 0.00 38.33 1.36 0.000%
28 0.68 -38.33 -1.18 -0.68 38.33 1.18 0.000%
29 1.18 -38.33 -0.68 -1.18 38.33 0.68 0.000%
30 1.36 -38.33 0.00 -1.36 38.33 -0.00 0.000%
31 1.18 -38.33 0.68 -1.18 38.33 -0.68 0.000%
32 0.68 -38.33 1.18 -0.68 38.33 -1.18 0.000%
33 0.00 -38.33 1.36 -0.00 38.33 -1.36 0.000%
34 -0.68 -38.33 1.18 0.68 38.33 -1.18 0.000%
35 -1.18 -38.33 0.68 1.18 38.33 -0.68 0.000%
36 -1.36 -38.33 -0.00 1.36 38.33 0.00 0.000%
37 -1.18 -38.33 -0.68 1.18 38.33 0.68 0.000%
38 -0.68 -38.33 -1.18 0.68 38.33 1.18 0.000%
39 -0.00 -14.48 -2.57 0.00 14.48 2.57 0.000%
40 1.28 -14.48 -2.22 -1.28 14.48 2.22 0.000%
41 2.23 -14.48 -1.28 -2.23 14.48 1.28 0.000%
42 2.57 -14.48 0.00 -2.57 14.48 -0.00 0.000%
43 2.23 -14.48 1.29 -2.23 14.48 -1.29 0.000%
44 1.29 -14.48 2.23 -1.29 14.48 -2.23 0.000%
45 0.00 -14.48 2.57 -0.00 14.48 -2.57 0.000%
46 -1.28 -14.48 2.22 1.28 14.48 -2.22 0.000%
47 -2.23 -14.48 1.28 2.23 14.48 -1.28 0.000%
48 -2.57 -14.48 -0.00 2.57 14.48 0.00 0.000%
49 -2.23 -14.48 -1.29 2.23 14.48 1.29 0.000%
50 -1.29 -14.48 -2.23 1.29 14.48 2.23 0.000%
Non-Linear Convergence Results
Load Converged? Number Displacement Force
Combination of Cycles Tolerance Tolerance
1 Yes 4 0.00000001 0.00000001
2 Yes 5 0.00000001 0.00003039
3 Yes 4 0.00000001 0.00048219
4 Yes 6 0.00000001 0.00014407
5 Yes 6 0.00000001 0.00004991
tnxTower Report-version 8.0.2.1
September 07, 2018
99 Ft Monopole Tower Structural Analysis CCI BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 17
6 Yes 6 0.00000001 0.00014553
7 Yes 6 0.00000001 0.00005042
8 Yes 5 0.00000001 0.00006169
9 Yes 4 0.00000001 0.00074045
10 Yes 6 0.00000001 0.00014288
11 Yes 6 0.00000001 0.00004943
12 Yes 6 0.00000001 0.00014759
13 Yes 6 0.00000001 0.00005120
14 Yes 5 0.00000001 0.00006192
15 Yes 4 0.00000001 0.00075206
16 Yes 6 0.00000001 0.00014281
17 Yes 6 0.00000001 0.00004958
18 Yes 6 0.00000001 0.00014182
19 Yes 6 0.00000001 0.00004920
20 Yes 5 0.00000001 0.00009439
21 Yes 5 0.00000001 0.00004483
22 Yes 6 0.00000001 0.00014883
23 Yes 6 0.00000001 0.00005156
24 Yes 6 0.00000001 0.00014364
25 Yes 6 0.00000001 0.00004965
26 Yes 4 0.00000001 0.00009729
27 Yes 5 0.00000001 0.00040158
28 Yes 5 0.00000001 0.00043696
29 Yes 5 0.00000001 0.00043840
30 Yes 5 0.00000001 0.00040558
31 Yes 5 0.00000001 0.00042707
32 Yes 5 0.00000001 0.00042297
33 Yes 5 0.00000001 0.00038563
34 Yes 5 0.00000001 0.00040463
35 Yes 5 0.00000001 0.00040428
36 Yes 5 0.00000001 0.00038388
37 Yes 5 0.00000001 0.00041895
38 Yes 5 0.00000001 0.00042200
39 Yes 4 0.00000001 0.00006931
40 Yes 4 0.00000001 0.00056651
41 Yes 4 0.00000001 0.00058539
42 Yes 4 0.00000001 0.00008887
43 Yes 4 0.00000001 0.00052973
44 Yes 4 0.00000001 0.00059611
45 Yes 4 0.00000001 0.00007245
46 Yes 4 0.00000001 0.00054706
47 Yes 4 0.00000001 0.00053204
48 Yes 4 0.00000001 0.00009400
49 Yes 4 0.00000001 0.00061308
50 Yes 4 0.00000001 0.00054260
Maximum Tower Deflections - Service Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. °
L1 99-67 11.735 50 0.8858 0.0009
L2 67-31.79 5.909 49 0.8275 0.0006
L3 36.21 -0 1.753 42 0.4338 0.0002
Critical Deflections and Radius of Curvature - Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ° ft
96.0000 HBXX-6516DS-A2M vv/Mount 50 11.167 0.8893 0.0009 55758
Pipe
80.0000 DHHTT65B-3XR 50 8.185 0.8882 0.0008 14673
64.0000 Side Arm Mount[SO 302-3 49 5.413 0.8015 0.0006 7540
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•
September 07, 2018
99 Ft Monopole Tower Structural Analysis CCI BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 18
Maximum Tower Deflections - Design Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. °
L1 99-67 50.813 22 3.8351 0.0038
L2 67-31.79 25.602 22 3.5868 0.0028
L3 36.21 -0 7.596 22 1.8805 0.0010
Critical Deflections and Radius of Curvature - Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ft
96.0000 HBXX-6516DS-A2M w/Mount 22 48.356 3.8508 0.0037 13070
Pipe
80.0000 DHHTT65B-3XR 22 35.456 3.8487 0.0033 3438
64.0000 Side Arm Mount[SO 302-1 22 23.456 3.4745 0.0026 1761
Compression Checks
Pole Design Data
Section Elevation Size L L
KI/r A P„ gyp„ Ratio
No. Pu
ft ft ft int K K (I)Pn
L1 99-67(1) TP26x26x0.375 32.000 0.0000 0.0 30.188 -10.14 950.95 0.011
0 7
L2 67-31.79(2) TP30.75x25.5x0.1875 35.210 0.0000 0.0 17.796 -12.76 912.69 0.014
0 3
L3 31.79-0(3) TP35x29.7787x0.25 36.210 0.0000 0.0 27.574 -17.37 1485.15 0.012
0 1
Pole Bending Design Data
Section Elevation Size Mux (I)Mnx Ratio Muy (1)10ny Ratio
No. Mux Muy
ft kip-ft kip-ft y)Mnx kip-ft kip-ft 4Mny
L1 99-67(1) TP26x26x0.375 177.04 624.25 0.284 0.00 624.25 0.000
L2 67-31.79(2) TP30.75x25.5x0.1875 460.97 562.11 0.820 0.00 562.11 0.000
L3 31.79-0(3) TP35x29.7787x0.25 839.98 1061.95 0.791 0.00 1061.95 0.000
Pole Shear Design Data
a
Section Elevation Size Actual (f•Vn Ratio Actual +Tn Ratio
No. Vu Vu Tu Tu
ft K K 4Vn kip-ft kip-ft 47;)
L1 99-67(1) TP26x26x0.375 8.45 475.47 0.018 0.26 1000.90 0.000
tnxTower Report-version 8.0.2.1
` September 07, 2018
99 Ft Monopole Tower Structural Analysis CCI BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 19
Section Elevation Size Actual Olin Ratio Actual 4Tn Ratio
No. Vu Vu Tu Tu
R K K 4)1/n kip-ft kip-ft pTn
L2 67-31.79(2) TP30.75x25.5x0.1875 9.82 456.35 0.022 0.26 1126.67 0.000
L3 31.79-0(3) TP35x29.7787x0.25 11.09 742.58 0.015 0.26 2128.81 0.000
Pole Interaction Design Data
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. Pu Mu, Muy Vu Tu Stress Stress
ft 4Pn +Mnx 4Mny cVn .Tn Ratio Ratio
L1 99-67(1) 0.011 0.284 0.000 0.018 0.000 0.295 1.000 4.8.2
L2 67-31.79(2) 0.014 0.820 0.000 0.022 0.000 0.835 1.000 4.8.2
L3 31.79-0(3) 0.012 0.791 0.000 0.015 0.000 0.803 1.000 4.8.2
Section Capacity Table
Section Elevation Component Size Critical P rPPrww % Pass
No. ft Type Element K K Capacity Fail
L1 99-67 Pole TP26x26x0.375 1 -10.14 950.95 29.5 Pass
L2 67-31.79 Pole TP30.75x25.5x0.1875 2 -12.76 912.69 83.5 Pass
L3 31.79-0 Pole TP35x29.7787x0.25 3 -17.37 1485.15 80.3 Pass
Summary
Pole(L2) 83.5 Pass
„ .. . RATING= 83.5 Pass
tnxTower Report-version 8.0.2.1
September 07, 2018
99 Ft Monopole Tower Structural Analysis CCI BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 20
APPENDIX B
BASE LEVEL DRAWING
tnxTower Report-version 8.0.2.1
// /� ". . (1))11-D3/55,TO 96 FT LEVET.
/ ./A: (INSTALLED-TO BE REMOVED)
/ (1) 5/16"TO 96 FT LEVEL
(12) 7/8"TO 96 FT LEVEL
1
I I o �
I I wN I I
(IN(2)51/4 GROUND TO 80 FT LEVEL 1 \
\ \
I• \ \
/ /
(RESERVED) . \ \
(4) 1-7/16"TO 80 FT Y., \ " // /
4. \ —.-—mo /
i /
i
BUSINESS UNIT: 825028 TOWER ID:C_BASELEVEL
September 07, 2018
99 Ft Monopole Tower Structural Analysis CC/BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 21
APPENDIX C
ADDITIONAL CALCULATIONS
tnxTower Report-version 8.0.2.1
Y �
Monopole Flange Plate Connection Elevation=67 ft. CCROWN
CASTLE
BU# 825028
Site Name King City Moment(kip-ft) 177.04
Order# 449094 Rev 1 Axial Force(kips) 10.14
Shear Force(kips) 8.45
TIA-222 Revision G
Top Mate-Internal Bottom Mate-Internal
0 � 4:JO 0 0 0
Connection Properties
Bolt Data
(12)1"0 bolts(A325 N;Fy=92 ksi,Fu=120 ksi)on 22"BC
Top Plate Data Bottom Plate Data
19"ID x 1.5"Plate(A572-50;Fy=50 ksi,Fu=65 ksi) 19.5"ID x 1.5"Plate(A572-50;Fy=50 ksi,Fu=65 ksi)
Top Stiffener Data Bottom Stiffener Data
N/A N/A
Top Pole Data Bottom Pole Data
26"x 0.375"round pole(A53-B-35;Fy=35 ksi,Fu=60 ksi) 25.5"x 0.1875"18-sided pole(A572-50;Fy=50 ksi,Fu=65 ksi)
Analysis Results
Bolt Capacity
Max Load(kips) 31.32
Allowable(kips) 54.53
Stress Rating: 57.4% Pass
Top Plate Capacity Bottom Plate Capacity
Max Stress(ksi): 14.43 Max Stress(ksi): 13.80
Allowable Stress(ksi): 45.00 Allowable Stress(ksi): 45.00
Stress Rating: 32.1% Pass Stress Rating: 30.7% Pass
Tension Side Stress Rating: 8.8% Pass Tension Side Stress Rating: 8.4% Pass
CClplate -version 3.1.0.3 Analysis Date:8/20/2018
Monopole Base Plate Connection CROWN
0:: CASTLE
Site Info
BU# 825028
Site Name King City
Order# 449094 Rev 1 „` `�
Analysis Considerations `^/)�) /
TIA-222 Revision G
Grout Considered: No
lar(in) 0
Eta Factor,q 0.5
Moment(kip-ft) 839.98
Axial Force(kips) 17.37
Shear Force(kips) 11.09
O
Connection Properties Analysis Results
Anchor Rod Data Anchor Rod Summary (units of kips,kip ft)
(4)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 43.4375"BC Pu=236.14 cl)Pn=260 Stress Rating
Vu=2.77 On=n/a 93.0%
Base Plate Data Mu=n/a 4'Mn=n/a Pass
43"OD x 1.75"Plate(A572-50;Fy=50 ksi,Fu=65 ksi)
Base Plate Summary
Stiffener Data Max Stress(ksi): 11.24
(8)18"H x 6"W x 0.75"T,Notch:0.75" Allowable Stress(ksi): 27
plate:Fy=50 ksi;weld:Fy=70 ksi Stress Rating: 41.6% Pass
horiz.weld:0.375"groove,45°dbl bevel,0.25"fillet
vert.weld:0.25"fillet Stiffener Summary
Horizontal Weld: 45.7% Pass
Pole Data Vertical Weld: 44.8% Pass
35"x 0.25"18-sided pole(A572-50;Fy=50 ksi,Fu=65 ksi) Plate Flexure+Shear: 11.7% Pass
Plate Tension+Shear: 46.8% Pass
Plate Compression: 47.4% Pass
Pole Summary
Punching Shear: 17.5% Pass
CClplate-version 3.1.0.3 Analysis Date:8/20/2018
Drilled Pier Foundation
Bt,#: 82828y
(XCRQWN
,, CASTLE
Site Name: Kin Cit
Order Number:449094 Rev 1
TIA-222 Revison: G
Tower Type: Monopole
Analysis Results Check Limitation
Applied Loads Soil Lateral Capacity Compression Uplift N/A L'
Comp. Uplift D„4,(ft from TOC) 5.74 -
Moment(kip-ft) 840 Soil Safety Factor 5.60 -
Axial Force(kips) 17 Max Moment(kip-ft) 890.56 -
Shear Force(kips) 11 Rating 23.8% -
Soil Vertical Capacity Compression Uplift
Material Properties Skin Friction(kips) 52.97 -
Concrete Stren•th,f c: 4 ksi End Bearing(kips) 204.02 -
Rebar Stren•th,F : 60 ksi Weight of Concrete(kips) 83.41 -
Total Capacity(kips) 256.99 -
Pier Design Data Axial(kips) 100.41 -
Depth 21 ft Rating 39.1% -
Ext.Above Grade 1 ft Reinforced Concrete Capacity Compression Uplift
Pier Section 1 Critical Depth(ft from TOC) 5.45 -
From 1'above grade to21'below grade Critical Moment(kip-ft) 890.31 -
Pier Diameter 5.5 ft Critical Moment Capacity 2366.65 -
Rebar Quantity 12, Rating 37.6% -
Rebar Size 11
Clear Cover to Ties 4 in Soil Interaction Rating 39.1%
_ Tie Size 5 Structural Foundation Rating 37.6%
Soil Profile
Groundwater Death 15 ft #of La ers 5
Calculated Calculated Ultimate Skin Ult.Gross
TopBottom Thickness Angle of Ultimate Skin
Layer Ysae ycnn«•tc Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SPT Blow
Y Friction Friction Uplift Soil Type
(ft) (ft) (ft) (pcf) (pcf) (ksf) Friction Comp Friction Uplift Override Capacity Count
(degrees) (ksf) (ksf) (ksf) Override(ksf) (ksf)
1 0 2 2 110 150 0 0 0.000 0.000 0.00 0.00 Cohesionless
2 2 7.5 5.5 110 150 0 35 0.000 0.000 0.15 0.15 Cohesionless
3 7.5 15 7.5 110 150 0 37 0.000 0.000 0.30 0.30 Cohesionless
4 15 20.5 5.5 47.6 87.6 0 33 0.000 0.000 0.15 0.15 Cohesionless
5 20.5 21 0.5 47.6 87.6 0 40 0.000 0.000 0.38 0.38 11.45 Cohesionless
Version 2.0.2
ASCE ASCE 7 Hazards Report
AMERICAN SOCIETY OF CNF ENGINEERS
Address: Standard: ASCE/SE17-10 Elevation: 265.09 ft(NAND 88)
No Address at This Risk Cate o II
Location g �� Latitude: 45.420611
Soil Class: D Stiff Soil Longitude: 122.784306
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https://asce7hazardtool.online/ Page 1 of 3 Fri Aug 17 2018
ASCE
AMERICAN SOCIETY OF CMI.ENGINEERS
Seismic
Site Soil Class: D-Stiff Soil
Results:
Ss : 0.963 SDs : 0.716
Si : 0.421 SD1 : 0.443
Fa : 1.115 TL : 16.000
F, : 1.579 PGA: 0.422
Skis : 1.074 PGA M : 0.455
SM1 : 0.665 FPGA : 1.078
le : 1
Seismic Design Category D
1Q MCER Response Spectrum Q 75 Design Response Spectrum
.00 0.70
0.65
.90 Q 60
.80 1 0.55
70 0.50
0.45
.60 0.40
.50 0.35
0.30
40 0.25
.30 0.20
'c;'`, Q } Q h h- h h h h- h A h �O Q(.;/tidS "' fC) ",� - h^5 hT? h h h ?9‘1,9'
4' t5. CS' (5'
Sa(g)vs T(s) Sa(g)vs T(s)
Data Accessed: Fri Aug 17 2018
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.
https://asce7hazardtool.online/ Page 2 of 3 Fri Aug 17 2018
ASCE.
AMERICAN SOCIETY OF CIVIL ENGINEERS
Ice
Results:
Ice Thickness: 1.00 in.
Concurrent Temperature: 25 F
Gust Speed: 30 mph
Data Source: Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8
Date Accessed: Fri Aug 17 2018
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.
https://asce7hazardtool.online/ Page 3 of 3 Fri Aug 17 2018
r '
CROWN 825028 Structure: A
1613851
CASTLE 449094 Rev:
Location :
Decimal Degrees
Lat: 45.4206
Long: 422.7843
Code and Site Parameters
Building Code: 2012 IBC
Seismic Design Code: ASCE 7-10
Site Soil: D Stiff Soil(Default)
Risk Category: II
Ss: 0.9630
USGS Seismic Reference S1: 0.4210
IL: 16
Ses r-sign Category Determt i=
Importance Factor,la: 1
Acceleration-based site coefficient,Fa: 1.1148
Velocity-based site coefficient,F,,: 1.5790
Design spectral response acceleration short period,Sps: 0.7157
Design spectral response acceleration 1 s period,SDI: 0.4432
Seismic Design Category Based on SDS: D
Seismic Design Category Based on SDI: D
Seismic Design Category Based on SI: N/A
Controlling Seismic Design Category.
CCISeismic 3.0.1 Page 1 Analysis Date: 8/17/2018
CROWN„....•jr.,„
BU: 825028 Structure: A
CASTLE WO 1613851
Order: 449094 Rev: 1
ower Details
Tower Type: Tapered Monopole
Height,h: 99 ft
Effective Seismic Weight,W: 11.20 kips
Seismic Base Shear
Response Modification Factor,R: 1.5
Fundamental Period,T: 1.8700
Seismic Response Coefficient,C, 0.4771 12.8-2
Seismic Response Coefficient Max 1,C,„,ax 0.1580 12.8-3
Seismic Response Coefficient Max 2,C,„,.„ N/A 12.8-4
Seismic Response Coefficient Min 1,C,,,0 0.0315 15.4-1
Seismic Response Coefficient Min 2,C,,,,, N/A 15.4-2
Controlling Seismic Response Coefficient,C,, 0.1580
Seismic Base Shear,V r -K-r 12.8-1
T'''' Vertical Distribution Factors
Period Related Exponent,k: 1.685 12.8-12
Sum of w;h,k 12970.57 12.8-12
CCISeismic 3.0.1 Page 2 Analysis Date: 8/17/2018
•
Tow Section Loads TNX Factored Loads
SectionSection Number Length Top Height Mid Height,h,
Weight,w, w,h,t C F,n F� Sheer Weightl WNght2
1 1 ., 6,00000 6.00 tiJ
� 0(70000 .r 'IG
.
CCISeismic 3.0.1 Page 3 Analysis Date: 8/17/2018
•
C-trete Loa�k TNX Factored Loads
Name h N,h� C F„ Sheer Weightl Weight2
I I
CCISeismic 3.0.1 Page 4 Analysis Date: 8/17/2018
Name Start Height End Height h, w, w,h; 4. F,,, F„, Shear Weightl Weight2
.
190, ;;
14)sprl I.._w80 I.,
CCISeismic 3.0.1 Page 5 Analysis Date: 8/17/2018
99.0ft
I I r I I —_,
DESIGNED APPURTENANCE LOADING
TYPE i ELEVATION I TYPE ELEVATION
Tower Section 1-1 '98 samsung telecommunications OPTIC 80
andrew HBXXE5I6DS-A2M w!Mount 96
FIBER JUNCTION CYLINDER
Pipe samsung telecommunications 80
andrew HBXX-6516DS-A2M wl Mound 96 POWER JUNCTION CYLINDER
Pipe samstmg telecommunications 80
andrew HBXX-6516DS-A2M w!Mount 96 POWER JUNCTION CYLINDER
1 0 , o o ' ' Pine samsung telecommunications 80
M $ M commscope FFHH-65C-R3 w1 Mount '96 POWER JUNCTION CYLINDER
Pi 1 ``e Pipe tower mauls Platform Mount[LP 80
camsmpe FFHH-65C-R3 WI Mount 96 301-11
{ Pipe (4)sprint TYPE 11(1-7116)From 0 to 80 79.5
commscope FFHH-65C-R3 WI Mount 96 (7911 to8oft)
Pipe nokia ASU93251YP01(1-315)From 0 74
nokia AHLOA 96 to 96(69ft to79(t)
nate AHLOA 96 (4)sprint TYPE 11(1-7116)From 0 to 80 74
nokia A1LOA 96 (6911 to79ft)
' nokia AHFIB 96
Tower Section 1-4 72
rtolda AHFIB 96 Tower Section 2-1 64.395
nokia AHFIB tower mounts Side Ann Mount(SO 64
302-31
a,, 67.0 ft (2)nate FXFC 96 nokia ASU9325TYP01(1-315)From 0 64
E9 raycap RNSNDC-7771-PF-48 96 to 96(59ft 1069ft)
i RMQP-3XX+F3P-HRK12 96 (4)sprint TYPE 11(1-7/16)From 0 to 80 64
tower mounts 8'x Y Mount Pipe 96 (5911t069ft)
tower mounts 8'x Y Mount Pipe 96 Tower Section 2-2 56.79
tower mounts 8'x2"Mount Pipe 96 nokia ASU93251YP01(1-315)From 0 54
nokia ASU9325TYP01(1.3/5)From 0 92.5 to 96(49ft to59ft)
to 96(89111096tt) (4)sprint TYPE 11(1-7/16)From 0 to 80 54
Tower Section 1-2 92 '(4911 to59ft)
nokia ASU9325TYP01(1-315)From 0 84 Tower Section 2-3 46.79
to 96(79ft to89R) nokia ASU9325TYPOI(1-315)From 0 44
Tower Section 1-3 82 to 96(39ft t0498)
commscope DHHTT65B-3XR 80 (4)sprint TYPE 11(1-7/16)From 0 to 80 44
commscope DHHTT65B-3XR 80 ( )
$ n oo $ o
commscope DHHTT65B-3XR 80 -Tower Section 2-4 36.79
N w m ro v 'r? `u',^ of a rfs CehVBYe APXVSPPIB-C-A20 80 nokia ASU9325TYP01(1-3/5)From 0 34
„�, •
o W N a to 96(29ft to39ft)
nfscelwave APXVSPP18-C-A20 80
rfs cekvave APXVSPPIB-GA20 (4)sprint TYPE 11(1-7/16)From 0 to 80 34
(29ft to39(t)
sar sung teiecommunicatans RRH-P4 80 Tower Section 3-1 33.105
samsung telecommunications RRH-P4 80 Tower Section 3-2 25
samsung telecommunications RRH-P4 80 nokia ASU9325TYP01(1-3/5)From 0 24
samsung telecommunications RRH-B8 80 to 96(1911 to291)
samsung telecommunications RRH-B8 80 (4)sprint TYPE 11(1-7/16)From 0 to 80 24
samsung telecommunications RRH-B8 80 (198 to29(t)
samsung telecommunications 80 Tower Section 3-3 15
/ RRH-C2C nokia ASU9325TYP01(1315)From 0 14
/ samsung telecommunications 80 to 96(Oft to1911)
,/J/ o RRH-C2C (4)sprint TYPE 11(1-7/16)From 0 to 80 14
N (911 to1911)
31.8 ft RRH-C2C
80
a Tower Section 3-4 5
ericsson 800MHZ SMR FILTER 80 nokia ASU9325rYP01(13/5)From 0 4.5
ericsson 800MHZ SMR FILTER 80 to 96(Oft to911)
ericsson 800MHZ SMR FILTER 80 (4)sprint TYPE 11(1-7/16)From 0 to 80 4.5
samsung telecommunications OPTIC 80 (ort tu91t)
FIBER JUNCTION CYLINDER
samsung telecommunications OPTIC 80
FIBER JUNCTION CYLINDER
MATERIAL STRENGTH
0
o GRADE Fy Fu GRADE 1 Fy Fu
N
PI o
O A53-8-35 35 ksi 60 ksi A572-50 i 50 ksi 65 ksi
M - N nm $C
TOWER DESIGN NOTES
ALL REACTIONS 1. Tower is located in Washington County,Oregon.
ARE FACTORED 2. Tower designed for Exposure B to the TIA-222-G Standard.
3. Tower designed for a 1.00 mph basic wind in accordance with the TIA-222-G Standard.
4. Tower Risk Category II.
AXIAL 5. Topographic Category 1 with Crest Height of 0.0000 ft
19 K 6. CCISeismic 3.0 Analysis
7. All seismic forces calulated in CCISeismic are input as factored user forces
SHEAR MOMENT 8. Wind area factors of structure have been set to 0
2 K 154 kip-ft 9. All feed lines,discrete loads,and dishes have been disabled.Appurtenance dead load is
accounted for in the user forces
0.0 ft I I
REACTIONS-1.00 mph WIND 10. Structure and guy dead loads are calculated by TNX and not included in user forces
m11. Load Combination 1.2D+Eh+Ev
la
co •6 `b' 12. TOWER RATING:17.4%
a 8 a a SP
Job:Crown Castle BU#825028
CROWNT2000 Corporate Drive cram°"� Canonsburg, PA 15317client Crown Castle �`Matthew Schmitt Ap>pd:
The Foundation fora Wireless World Phone:(724)416-2000 Cede.TIA-222-G Date:08/17/18 Scale:NTS
FAX: Path: 13"No-E-1
September 07, 2018
99 Ft Monopole Tower Structural Analysis CCI BU No 825028
Project Number 1613851, Order 449094, Revision 1 Page 22
APPENDIX D
REQUIRED MODIFICATION DRAWINGS
tnxTower Report-version 8.0.2.1