Report )4G( 1/1V - .2-1.-/Ls
5
RE PAUL .1. FORD - i-4 EI
RECVIA)
COMPANY wo -2nic
SEP 0 5 2(317
OF 1' Date: August 22,2017 ' , y
Katie Stana U � DIVISION
Crown Castle Paul J Ford and Company
2055 S. an Drive 250 E. Broad Street Suite 600
Chandler,AZ 85286 Columbus,OH 43215
602.845.1747 jsmlth,:pjfweb.com
614.221.6679
Subject: Structural Analysis Report
Carrier Designation: Verizon Wireless Co-Locate
Carrier Site Number: NA
Carrier Site Name: POR Villa Ridge
l Crown Castle Designation:g Crown Castle BU Number: 874135
Crown Castle Site Name: West Portland
Crown Castle JDE Job Number: 443800
Crown Castle Work Order Number: 1432933
Crown Castle Application Number: 394796 Rev.0
Engineering Firm Designation: Paul J Ford and Company Project Number: 37517-2566.001.7805
Site Data:
10955 SW 65TH AVE,TIGARD,Washington County,OR
Latitude 46.26'29,4';Longitude-122°44'38,3"
94 Foot-Monopole Tower
Dear Katie Starts,
Paul J Ford and Company 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 1060852,in accordance
with application 394796,revision 0.
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:
LC7:Existing+Reserved+Proposed Equipment
Note:see Table I and Table II for the proposed and existing/reserved loading,respectively. Sufficient Capacity
- Thls analysis has been performed In accordance with the 2014 Oregon Structural Specialty Code 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 ANSIRIA 222-G-2005 Standard,"Structural
Antenna Supporting Structures and Antennas",with ANSIRtA-222-G-1-2007 and ANSIRIA 2t22--G 2 2009
Addenda per Exception#5 of Section 1609.1.1. Risk Category II,Exposure Category C,and Topographic
Category 1 with a crest height of 0 feet were used in this analysis.
We at Paul J Ford and Company 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.
Respectfully submi ed by: g,��uCTUR,�4
' - a
�, - �@ PROF�9
0
� 89567P Tr
Jared Smith, E.I.
Structural Design/> --
GON*
tnxTower Report-version 7.0.5.1 ��18'%t d'
�w K.KEaµ°
e:tfP IG 2 2 2011
PAUL J. FORD �•Z:?
& COMPANYZo,5
Date: August 22,2017
Katie Stana
Crown Castle Paul J Ford and Company
2055 S. Stearman Drive 250 E. Broad Street Suite 600
Chandler,AZ 85286 Columbus, OH 43215
602.845.1747 jsmith eb.com
614.221.6679
Subject: Structural Analysis Report
Carrier Designation: Verizon Wireless Co-Locate
Carrier Site Number: NA
Carrier Site Name: POR Villa Ridge
Crown Castle Designation: Crown Castle BU Number:
Crown Castle Site Name: W
Crown Castle JDE Job Number: Wesstt Portland
443
Crown Castle Work Order Number: 90
1432933
Crown Castle Application Number: 394796
Rev. 0
Engineering Firm Designation: Paul J Ford and Company Project Number: 37517-2565.001.7805
Site Data: 10955 SW 65TH AVE,TIGARD,Washington County,OR
Latitude 45°26'29.4'; Longitude-122°44'38.3"
94 Foot-Monopole Tower
Dear Katie Stana,
Paul J Ford and Company 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 1060852, in accordance
with application 394796, revision 0.
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:
LC7: Existing + Reserved+ Proposed Equipment
Note:See Table I and Table II for the proposed and existing/reserved loading,respectively. Sufficient Capacity
This analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code 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 ANSI/TIA-222-G-2005 Standard, "Structural Standard for
Antenna Supporting Structures and Antennas", with ANSI/TIA-222-G-1-2007 and ANSI/TIA-222-G-2-2009
Addenda per Exception#5 of Section 1609.1.1. Risk Category II, Exposure Category C, and Topographic
Category 1 with a crest height of 0 feet were used in this analysis.
We at Paul J Ford and Company appreciate the opportunity of providing our continuing
professional
you and Crown Castle. If you have any questions or need further assistance on this or anyother projec sces to
please give us a call.
Respectfully submitted by:
Jared Smith, E.I.
Structural Designer
tnxTower Report-version 7.0.5.1
94 Ft Monopole Tower Structural Analysis August 22, 2017
Project Number 37517-2565.001.7805,Application 394796,Revision 0 CCI BU No 874135
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
3)ANALYSIS PROCEDURE
Table 3-Documents Provided
3.1)Analysis Method
3.2)Assumptions
4)ANALYSIS RESULTS
Table 4-Section Capacity(Summary)
Table 5—Tower Components vs. Capacity
5)APPENDIX A
tnxTower Output
6)APPENDIX B
Base Level Drawing
7)APPENDIX C
Additional Calculations
tnxTower Report-version 7.0.5.1
94 Ft MonopoleTower Structural Analysis August 22, 2017
Project Number 37517-2565.001.7805,Application 394796,Revision 0 CC/BU No 874135
Page 3
1)INTRODUCTION
This tower is a 94 ft Monopole tower designed by SABRE COMMUNICATIONS in June of 2006. The tower was
originally designed for a wind speed of 75 mph per TIA/EIA-222-F.
2)ANALYSIS CRITERIA
This analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code 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 ANSUTIA-222-G-2005 Standard, "Structural Standard for
Antenna Supporting Structures and Antennas", with ANSIITIA-222-G-1-2007 and ANSI/TIA-222-G-2-2009
Addenda per Exception#5 of Section 1609.1.1. Risk Category II, Exposure Category C, and Topographic
Category 1 with a crest height of 0 feet were used in this analysis.
Table 1 -Proposed Antenna and Cable Information
Center Number
Mounting Line Antenna Number Feed
Level(ft) Elevation °f anfac
fkntnasIMUtmerI
Antenna Model of Feed LiNote
3 encsson
RRUS 11 B13
3 encsson --_._.
65.0 65.0 RRUS 32 B2 -
3 ericsson
RRUS 32 B66 4 1-3/8
2 raycap RCMDC-3315-PF-48
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94 Ft Monopole Tower Structural Analysis August 22, 2017
CCI BU No
Project Number 37517-2565.001.7805,Application 394796, Revision 0
Page 874135
4
Table 2-Existing and Reserved Antenna and Cable Information
Center Number
Mounting Anten
jE5!on °fManufacturerAntennas).
3 alcatel lucent B25 RRH4x30-4R
3 kathrein 800 10866
3 1 kathrein 800 10892V01K ( !
2 { 3/4
5 powerwave I 2
technologies LGP21401 1 3/8
3 alcatel lucent RRH2x40-700AT
' 3 1 alcatel lucent i RRH4X25-WCS
94.0 , 94.0 ( I
1 1 kathrein 742-264
1 kathrein 800 10121
2 kathrein i 860 10025 I
6 7/8
1 tower mounts ;Platform Mount[LP 1001-1] 1 3/8 1
1 raycap DC6-48-60-18-8F
powerwave + LGP21401
1 ' technologies
90 0 90.0 1 tower mounts Side Arm Mount[SO 101-
3] 1 - - . 1
ericsson RRU A2
3 ericsson RRU-12
3 1-1/4 3
12 commscope SBNHH-1 D65C w/Mount
65.0 65.0 Pipe
' 3 ericsson RRUS 11 B13
2 raycap RCMDC 3315-PF-48
1 tower mounts Platform Mount[LP 402-1]
Notes:
1) Existing Equipment
2) Reserved Equipment
3) Equipment To Be Removed
tnxTower Report-version 7.0.5.1
94 Ft Monopole Tower Structural Analysis Augusto
N 22, 2017
CCI BU N
Project Number 37517-2565.001.7805,Application 394796,Revision 0 o 874135
Page
5
3)ANALYSIS PROCEDURE
Table 3-Documents Provided
Document Remarks Reference Source
4-GEOTECHNICAL REPORTS Redmond&Associates, 1356168 r CCISITES
110.149.G, 9/15/00
4-TOWER FOUNDATION ! I
I Sabre, 01-03017, 3/19/01 1354402 CCISITES
DRAWINGS/DESIGN/SPECS
4-TOWER MANUFACTURER
DRAWINGS Sabre, 01-03017, 4/24/01 1354388 CCISITES
3.1) Analysis Method
tnxTower(version 7.0.5.1), 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. Paul J
Ford and Company should be notified to determine the effect on the structural integrity of the tower.
tnxTower Report-version 7.0.5.1
94 Ft Monopole Tower Structural Analysis August 22, 2017
CCI BU No 874135
Project Number 37517-2565.001.7805,Application 394796,Revision 0
Page
6
4)ANALYSIS RESULTS
Table 4-Section Capacity(Summary)
Section Elevation(ft) Component Type gee Critical SF*P allow %
No. Element P(K) — Pass/Fall
(K) Capacity
L1 94 50 f Pole TP2513x16x0.25
1 -12 01 1423.67 70.8 I Pass
L2 50-0 ( PoleTP34.88x23.9x0.31 2 , -20.66 2479.65 88.8 i Pass
Summary
Pole(L2) ; 88.8 I Pass
Rating= 88.8 Pass
Table 5-Tower Component Stresses vs. Capacity—LC7
Notes Component Elevation(ft) % Capacity Pass/Fail
1 Anchor Rods 90.2 0 s_
! Pass
1 ? Base Plate 097.1 Pass
Base Foundation
Steel 0 88.1 Pass
Base Foundation
1 i Soil Interaction 0 70.7 Pass
Structure Rating(max from all components)= 97.1%
Notes:
1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity
consumed.
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94 Ft Monopole Tower Structural Analysis CCI BU No 874135
Project Number 37517-2565.001.7805,Application 394796,Revision 0 Page 7
APPENDIX A
TNXTOWER OUTPUT
tnxTower Report-version 7.0.5.1
94 Ft Monopole Tower Structural Analysis Augusto
N 22, 2017
CCI BU N
Project Number 37517-2565.001.7805, o 874113835
Application 394796,Revision 0 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:
1) Tower is located in Washington County, Oregon.
2) ASCE 7-10 Wind Data is used (wind speeds converted to nominal values).
3) Basic wind speed of 93 mph.
4) Structure Class II.
5) Exposure Category C.
6) Topographic Category 1.
7) Crest Height 0.00 ft.
8) Nominal ice thickness of 1.25 in.
9) Ice thickness is considered to increase with height.
10) Ice density of 56.00 pcf.
11) A wind speed of 30 mph is used in combination with ice.
12) Temperature drop of 50 °F.
13) Deflections calculated using a wind speed of 60 mph.
14) A non-linear(P-delta)analysis was used.
15) Pressures are calculated at each section.
16) Stress ratio used in pole design is 1.
17) 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 'I Use Clear Spans For Wind Area SR Leg Bolts Resist Compression
Use Code Stress Ratios Use Clear Spans For KUr All Leg Panels Have Same Allowable
Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation
Escalate Ice .l Bypass Mast Stability Checks .1 Consider Feed Line Torque
Always Use Max Kz l Use Azimuth Dish Coefficients Include Angle Block Shear Check
Use Special Wind Profile .4 Project Wind Area of Appurt. Use TIA-222-G Bracing Resist.
Exemption
Include Botts 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 Sort Capacity Reports By Component .1 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
Tapered Pole Section Geometry
Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade
Length Length of Diameter Diameter Thickness Radius
_ ft ft ft Sides in in in _ in
L1 94.00-50.00 44.00 3.50 18 16.00 25.13 0.25 1.00 A572-65
(65 ksi)
L2 50.00-0.00 53.50 18 23.90 34.88 0.31 1.25 A572-65
(65 ksi)
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94 Ft Monopole Tower Structural Analysis CCI BU No 874135
Project Number 37517-2565.001.7805,Application 394796, Revision 0 Page 9
Tapered Pole Properties
Section Tip Dia. Area I r C I/C J lt/Q w wit
in in2 in4 in in in3 in4 in2 in
L1 16.25 12.50 391.68 5.59 8.13 48.19 783.87 6.25 2.38 9.504
25.51 19.74 1543.03 8.83 12.76 120.89 3088.09 9.87 3.98 15.928
L2 25.00 23.40 1644.35 8.37 12.14 135.44 3290.85 11.70 3.66 11.7
35.41 34.28 5173.80 12.27 17.72 292.03 10354.41 17.14 5.59 17.882
Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mu/t. Double Angle Double Angle Double Angle
Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt
(per face) A, Spacing Spacing Spacing
Diagonals Horizontals Redundants
ft ft2 in in in in
L1 94.00- 1 1 1
50.00
L2 50.00-0.00 1 1 1
Feed Line/Linear Appurtenances - Entered As Area
Description Face Allow Component Placement Total CAAA Weight
or Shield Type Number
Leg ft ft2/ft Of
CR 50 1070(7/8) C No Inside Pole 94.00-0.00 6 No Ice 0.00 0.28
1/2"Ice 0.00 0.28
1"Ice 0.00 0.28
2"Ice 0.00 0.28
12 PAIR(3/8) C No Inside Pole 94.00-0.00 1 No Ice 0.00 0.08
1/2"Ice 0.00 0.08
1"Ice 0.00 0.08
2"Ice 0.00 0.08
12 PAIR(3/8) C No Inside Pole 94.00-0.00 1 No Ice 0.00 0.08
1/2"Ice 0.00 0.08
1"Ice 0.00 0.08
2"Ice 0.00 0.08
RLSS 8AWG DC(3/4) C No Inside Pole 94.00-0.00 2 No Ice 0.00 0.49
1/2"Ice 0.00 0.49
1"Ice 0.00 0.49
2"Ice 0.00 0.49
MLCH HYBRID C No CaAa(Out Of 65.00-0.00 1 No Ice 0.14 1.72
6X12(1-318) Face) 1/2"Ice 0.24 2.89
1"Ice 0.34 4.68
2"Ice 0.54 10.10
MLCH HYBRID C No CaAa(Out Of 65.00-0.00 3 No Ice 0.00 1.72
6X12(1-3/8) Face) 1/2"Ice 0.00 2.89
1"Ice 0.00 4.68
2"Ice 0.00 10.10
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 r._ ft2 K
L1 94.00-50.00 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 2.145 0.23
L2 50.00-0.00 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 7.150 0.48
Feed Line/Linear Appurtenances Section Areas - With Ice
tnxTower Report-version 7.0.5.1
August 22, 2017
94 Ft Monopole Tower Structural Analysis CCI BU No 874135
Project Number 37517-2565.001.7805,Application 394796,Revision 0 Page 10
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 94.00-50.00 A 2.698 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 10.239 1.11
L2 50.00-0.00 A 2.429 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 34.130 3.43
Feed Line Center of Pressure
Section Elevation CPx CPZ CPx CPZ
Ice Ice
ft in in in in
L1 94.00-50.00 -0.07 0.04 -0.25 0.14
L2 50.00-0.00 -0.17 0.10 -0.60 0.35
Shielding Factor Ka
Tower Feed Line Description Feed Line K, Ka
Section Record No. Segment No Ice Ice
Elev.
Discrete Tower Loads
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
B25 RRH4x30-4R A From Leg 4.00 0.000 94.00 No Ice 2.14 1.31 0.05
0 1/2" 2.33 1.46 0.07
0 Ice 2.53 1.63 0.09
_
1"Ice 2.94 1.98 0.14
2"Ice
RRH2x40-700AT A From Leg 4.00 0.000 94.00 No Ice 2.56 1.36 0.05
0 1/2" 2.77 1.53 0.07
0 Ice 2.99 1.71 0.09
1"Ice 3.45 2.09 0.15
2"Ice
RRH4X25-WCS A From Leg 4.00 0.000 94.00 No Ice 3.84 3.34 0.09
0 1/2" 4.09 3.59 0.13
0 Ice 4.36 3.84 0.16
1"Ice 4.94 4.38 0.25
2"Ice
800 10866 w/Mount Pipe A From Leg 4.00 0.000 94.00 No Ice 13.84 9.49 0.11
0 1/2" 14.55 11.01 0.21
0 Ice 15.26 12.55 0.32
1"Ice 16.63 14.89 0.57
2"Ice
800 10892V01 K w/Mount A From Leg 4.00 0.000 94.00 No Ice 15.55 10.69 0.13
Pipe 0 1/2" 16.33 12.35 0.24
0 Ice 17.09 14.03 0.36
1"Ice 18.58 16.76 0.63
2"Ice
742-264 w/Mount Pipe B From Leg 4.00 0.000 94.00 No Ice 5.10 4.19 0.06
0 1/2" 5.51 4.89 0.10
tnxTower Report-version 7.0.5.1
August 22, 2017
94 Ft Monopole Tower Structural Analysis CCI BU No 874135
Project Number 37517-2565.001.7805,Application 394796,Revision 0 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
0 Ice 5.91 5.55 0.15
1"Ice 6.75 6.92 0.27
2"Ice
800 10121 w/Mount Pipe B From Leg 4.00 0.000 94.00 No Ice 5.74 4.95 0.07
0 1/2" 6.34 6.02 0.12
0 Ice 6.86 6.81 0.18
1"Ice 7.91 8.41 0.32
2"Ice
(2)860 10025 B From Leg 4.00 0.000 94.00 No Ice 0.14 0.12 0.00
0 1/2" 0.19 0.17 0.00
0 Ice 0.25 0.23 0.01
1"Ice 0.40 0.37 0.01
2"Ice
LGP21401 B From Leg 4.00 0.000 94.00 No Ice 1.10 0.35 0.01
0 1/2" 1.24 0.44 0.02
0 Ice 1.38 0.54 0.03
1"Ice 1.69 0.77 0.05
2"Ice
B25 RRH4x30-4R B From Leg 4.00 0.000 94.00 No Ice 2.14 1.31 0.05
0 1/2" 2.33 1.46 0.07
0 Ice 2.53 1.63 0.09
1"Ice 2.94 1.98 0.14
2"Ice
RRH2x40-700AT B From Leg 4.00 0.000 94.00 No Ice 2.56 1.36 0.05
0 1/2" 2.77 1.53 0.07
0 Ice 2.99 1.71 0.09
1"Ice 3.45 2.09 0.15
2"Ice
RRH4X25-WCS B From Leg 4.00 0.000 94.00 No Ice 3.84 3.34 0.09
0 1/2" 4.09 3.59 0.13
0 Ice 4.36 3.84 0.16
1"Ice 4.94 4.38 0.25
2"Ice
800 10866 w/Mount Pipe B From Leg 4.00 0.000 94.00 No Ice 13.84 9.49 0.11
0 1/2" 14.55 11.01 0.21
0 Ice 15.26 12.55 0.32
1"Ice 16.63 14.89 0.57
2"Ice
800 10892V01 K w/Mount B From Leg 4.00 0.000 94.00 No Ice 15.55 10.69 0.13
Pipe 0 1/2" 16.33 12.35 0.24
0 Ice 17.09 14.03 0.36
1"Ice 18.58 16.76 0.63
2"Ice
(5)LGP21401 B From Leg 4.00 0.000 94.00 No Ice 1.10 0.35 0.01
0 1/2" 1.24 0.44 0.02
- 0 Ice 1.38 0.54 0.03
1"Ice 1.69 0.77 0.05
2"Ice
DC6-48-60-18-8F C From Leg 4.00 0.000 94.00 No Ice 0.92 0.92 0.02
0 1/2" 1.46 1.46 0.04
0 Ice 1.64 1.64 0.06
1"Ice 2.04 2.04 0.11
2"Ice
B25 RRH4x30-4R C From Leg 4.00 0.000 94.00 No Ice 2.14 1.31 0.05
0 1/2" 2.33 1.46 0.07
0 Ice 2.53 1.63 0.09
1"Ice 2.94 1.98 0.14
2"Ice
RRH2x40-700AT C From Leg 4.00 0.000 94.00 No Ice 2.56 1.36 0.05
0 1/2" 2.77 1.53 0.07
0 Ice 2.99 1.71 0.09
1"Ice 3.45 2.09 0.15
2"Ice
RRH4X25-WCS C From Leg 4.00 0.000 94.00 No Ice 3.84 3.34 0.09
0 1/2" 4.09 3.59 0.13
tnxTower Report-version 7.0.5.1
August 22, 2017
94 Ft Monopole Tower Structural Analysis CCI BU No 874135
Project Number 37517-2565.001.7805,Application 394796,Revision 0 Page 12
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft2 ft2 K
ft °
ft
0 Ice 4.36 3.84 0.16
1"Ice 4.94 4.38 0.25
2"Ice
800 10866 w/Mount Pipe C From Leg 4.00 0.000 94.00 No Ice 13.84 9.49 0.11
0 1/2" 14.55 11.01 0.21
0 Ice 15.26 12.55 0.32
1"Ice 16.63 14.89 0.57
2"Ice
800 10892V01 K w/Mount C From Leg 4.00 0.000 94.00 No Ice 15.55 10.69 0.13
Pipe 0 1/2" 16.33 12.35 0.24
0 Ice 17.09 14.03 0.36
1"Ice 18.58 16.76 0.63
2"Ice
Platform Mount[LP 1001- C None 0.000 94.00 No Ice 47.70 47.70 3.02
1] 1/2" 59.50 59.50 3.62
Ice 71.30 71.30 4.22
1"Ice 94.90 94.90 5.43
2"Ice
(2)6'x 2"Mount Pipe A From Leg 2.00 0.000 90.00 No Ice 1.43 1.43 0.02
0 1/2" 1.92 1.92 0.03
0 Ice 2.29 2.29 0.05
1"Ice 3.06 3.06 0.09
2"Ice
(2)6'x 2"Mount Pipe B From Leg 2.00 0.000 90.00 No Ice 1.43 1.43 0.02
O 1/2" 1.92 1.92 0.03
O Ice 2.29 2.29 0.05
1"Ice 3.06 3.06 0.09
2"Ice
(2)6'x 2"Mount Pipe C From Leg 2.00 0.000 90.00 No Ice 1.43 1.43 0.02
0 1/2" 1.92 1.92 0.03
O Ice 2.29 2.29 0.05
1"Ice 3.06 3.06 0.09
2"Ice
Side Arm Mount[SO 101- C None 0.000 90.00 No Ice 7.50 7.50 0.25
3] 1/2" 8.90 8.90 0.33
Ice 10.30 10.30 0.41
1"Ice 13.10 13.10 0.58
2"Ice
...
(4)SBNHH-1D65C w/ A From Leg 4.00 0.000 65.00 No Ice 11.86 10.03 0.09
Mount Pipe 0 1/2" 12.69 11.65 0.18
0 Ice 13.52 13.29 0.28
1"Ice 15.05 15.97 0.52
2"Ice
(2)RCMDC-3315-PF-48 A From Leg 4.00 0.000 65.00 No Ice 3.36 2.19 0.03
0 1/2" 3.60 2.39 0.06
0 Ice 3.84 2.61 0.09
1"Ice 4.34 3.05 0.17
2"Ice
(2)RRUS 11 B13 A From Leg 4.00 0.000 65.00 No Ice 2.79 1.19 0.05
0 1/2" 3.00 1.34 0.07
0 Ice 3.21 1.50 0.10
1"Ice 3.67 1.84 0.15
2"Ice
RRUS 32 B2 A From Leg 4.00 0.000 65.00 No Ice 2.73 1.67 0.05
0 1/2" 2.95 1.86 0.07
0 Ice 3.18 2.05 0.10
1"Ice 3.66 2.46 0.16
2"Ice
RRUS 32 B66 A From Leg 4.00 0.000 65.00 No Ice 2.74 1.67 0.05
0 1/2" 2.96 1.86 0.07
0 Ice 3.19 2.05 0.10
1"Ice 3.68 2.46 0.16
2"Ice
tnxTower Report-version 7.0.5.1
August 22, 2017
94 Ft Monopole Tower Structural Analysis CCI BU No 874135
Project Number 37517-2565.001.7805,Application 394796,Revision 0 Page 13
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Hoa Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft2 ft2 K
ft °
_ _ _ ft _
RCMDC-3315-PF-48 B From Leg ^4.00 0.000 65.00 No Ice 3.36 2.19 0.03
0 1/2" 3.60 2.39 0.06
0 Ice 3.84 2.61 0.09
1"Ice 4.34 3.05 0.17
2"Ice
(4)SBNHH-1 D65C w/ B From Leg 4.00 0.000 65.00 No Ice 11.86 10.03 0.09
Mount Pipe 0 1/2" 12.69 11.65 0.18
0 Ice 13.52 13.29 0.28
1"Ice 15.05 15.97 0.52
2"Ice
RRUS 11 B13 B From Leg 4.00 0.000 65.00 No Ice 2.79 1.19 0.05
0 1/2" 3.00 1.34 0.07
0 Ice 3.21 1.50 0.10
1"Ice 3.67 1.84 0.15
2"Ice
RRUS 32 B2 B From Leg 4.00 0.000 65.00 No Ice 2.73 1.67 0.05
0 1/2" 2.95 1.86 0.07
0 Ice 3.18 2.05 0.10
1"Ice 3.66 2.46 0.16
2"Ice
RRUS 32 B66 B From Leg 4.00 0.000 65.00 No Ice 2.74 1.67 0.05
0 1/2" 2.96 1.86 0.07
0 Ice 3.19 2.05 0.10
1"Ice 3.68 2.46 0.16
2"Ice
RCMDC-3315-PF-48 C From Leg 4.00 0.000 65.00 No Ice 3.36 2.19 0.03
0 1/2" 3.60 2.39 0.06
0 Ice 3.84 2.61 0.09
1"Ice 4.34 3.05 0.17
2"Ice
RRUS 11 B13 C From Leg 4.00 0.000 65.00 No Ice 2.79 1.19 0.05
0 1/2" 3.00 1.34 0.07
0 Ice 3.21 1.50 0.10
1"Ice 3.67 1.84 0.15
2"Ice
(4)SBNHH-1 D65C w/ C From Leg 4.00 0.000 65.00 No Ice 11.86 10.03 0.09
Mount Pipe 0 1/2" 12.69 11.65 0.18
0 Ice 13.52 13.29 0.28
1"Ice 15.05 15.97 0.52
2"Ice
RRUS 32 B66 C From Leg 4.00 0.000 65.00 No Ice 2.74 1.67 0.05
0 1/2" 2.96 1.86 0.07
0 Ice 3.19 2.05 0.10
1"Ice 3.68 2.46 0.16
2"Ice
RRUS 32 B2 C From Leg 4.00 0.000 65.00 No Ice 2.73 1.67 0.05
0 1/2" 2.95 1.86 0.07
0 Ice 3.18 2.05 0.10
1"Ice 3.66 2.46 0.16
2"Ice
Platform Mount[LP 402-1] C None 0.000 65.00 No Ice 33.04 33.04 2.17
1/2" 43.38 43.38 2.68
Ice 53.72 53.72 3.19
1"Ice 74.40 74.40 4.21
2"Ice
...
(2)5'x 2'Pipe Mount A From Leg 4.00 0.000 94.00 No Ice 1.00 1.00 0.03
0 1/2" 1.39 1.39 0.04
0 Ice 1.70 1.70 0.05
1"Ice 2.35 2.35 0.08
2"Ice
(2)5'x 2'Pipe Mount C From Leg 4.00 0.000 94.00 No Ice 1.00 1.00 0.03
0 1/2" 1.39 1.39 0.04
0 Ice 1.70 1.70 0.05
1"Ice 2.35 2.35 0.08
tnxTower Report-version 7.0.5.1
August 22, 2017
94 Ft Monopole Tower Structural Analysis CCI BU No 874135
Project Number 37517-2565.001.7805,Application 394796,Revision 0 Page 14
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
2"Ice
Tower Pressures - No Ice
GH=1.100
Section z Kz qz AG F AF AR Am, Leg CAAA CAAA
Elevation a % In Out
c Face Face
ft ft psf ft2 e ft2 ft2 ft2 ft2 ft2
L1 94.00- 70.73 1.177 24.67 76.559 A 0.000 76.559 76.559 100.00 0.000 0.000
50.00 B 0.000 76.559 100.00 0.000 0.000
C 0.000 76.559 100.00 0.000 2.145
L2 50.00-0.00 24.74 0.943 19.58 125.85 A 0.000 125.854 125.854 100.00 0.000 0.000
4 B 0.000 125.854 100.00 0.000 0.000
C 0.000 125.854 100.00 0.000 7.150
Tower Pressure - With Ice
GH=1.100
Section z Kz q: tz AG F AF AR A,v Leg CAAA CAAA
Elevation a % In Out
c Face Face
ft ft psf in ft2 e ft2 ft2 ft2 ft2 ft2
L1 94.00-50.00 70.73 1.177 2.57 2.70 96.344 A 0.000 96.344 96.344 100.00 0.000 0.000
B 0.000 96.344 100.00 0.000 0.000
C 0.000 96.344 100.00 0.000 10.239
L2 50.00-0.00 24.74 0.943 2.04 2.43 148.338 A 0.000 148.338 148.338 100.00 0.000 0.000
B 0.000 148.338 100.00 0.000 0.000
C 0.000 148.338 100.00 0.000 34.130
Tower Pressure - Service
GH=1.100
Section z Kz q: AG F AF AR Aleg Leg CAAA CAAA
Elevation a % In Out
c Face Face
ft ft psf ft2 e ft2 ft2 ft2 ft2 ft2
LI 94.00- 70.73 1.177 9.19 76.559 A 0.000 76.559 76.559 100.00 0.000 0.000
50.00 B 0.000 76.559 100.00 0.000 0.000
C 0.000 76.559 100.00 0.000 2.145
L2 50.00-0.00 24.74 0.943 7.29 125.85 A 0.000 125.854 125.854 100.00 0.000 0.000
4 B 0.000 125.854 100.00 0.000 0.000
C 0.000 125.854 100.00 0.000 7.150
Load Combinations
tnxTower Report-version 7.0.5.1
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94 Ft Monopole Tower Structural Analysis CCI BU No 874135
Project Number 37517-2565.001.7805,Application 394796,Revision 0 Page 15
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 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 94-50 Pole Max Tension 1 0.00 0.00 0.00
Max.Compression 26 -43.00 -4.24 -2.02
Max.Mx 8 -12.03 -489.52 -5.43
Max.My 14 -12.04 -5.84 -484.06
Max.Vy 8 18.45 -489.52 -5.43
Max.Vx 14 18.39 -5.84 -484.06
Max.Torque 16 2.01
L2 50-0 Pole Max Tension 1 0.00 0.00 0.00
Max.Compression 26 -58.63 -0.74 -4.39
Max.Mx 8 -20.66 -1539.69 -12.73
tnxTower Report-version 7.0.5.1
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94 Ft Monopole Tower Structural Analysis CCI BU No 874135
Project Number 37517-2565.001.7805,Application 394796,Revision 0 Page 16
Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis
n ft Type Load Moment Moment
No. Comb. K kip-ft kip-ft
Max.My 14 -20.66 -12.46 -1532.04
Max.Vy 8 20.69 -1539.69 -12.73
Max.Vx 14 20.64 -12.46 -1532.04
Max.Torque 16 1.68
Maximum Reactions
Location Condition Gov. Vertical Horizontal,X Horizontal,Z
Load K K K
Comb.
Pole Max.Vert 26 58.63 0.00 0.00
Max.Hx 21 15.53 20.65 0.13
Max.Hz 2 20.70 0.13 20.60
Max.Mx 2 1531.46 0.13 20.60
Max.Mz 8 1539.69 -20.65 -0.13
Max.Torsion 16 1.52 10.22 -17.78
Min.Vert 21 15.53 20.65 0.13
Min.Hx 9 15.53 -20.65 -0.13
Min.Hi 15 15.53 -0.13 -20.60
Min.Mx 14 -1532.04 -0.13 -20.60
Min.MZ 20 -1539.54 20.65 0.13
Min.Torsion 4 -1.52 -10.22 17.78
Tower Mast Reaction Summary
Load Vertical Shearx Shear Overturning Overturning Torque
Combination Moment,Mx Moment,MZ
K K K kip-ft kip-ft kip-ft
Dead Only 17.25 -0.00 -0.00 0.23 0.00 -0.00
1.2 Dead+1.6 Wind 0 deg- 20.70 -0.13 -20.60 -1531.46 12.45 1.29
No Ice
0.9 Dead+1.6 Wind 0 deg- 15.53 -0.13 -20.60 -1512.94 12.28 1.27
No Ice
1.2 Dead+1.6 Wind 30 deg- 20.70 10.22 -17.78 -1320.10 -759.13 1.52
No Ice
0.9 Dead+1.6 Wind 30 deg- 15.53 10.22 -17.78 -1304.20 -749.93 1.50
No Ice
1.2 Dead+1.6 Wind 60 deg- 20.70 17.82 -10.19 -754.84 -1327.28 1.34
No Ice
0.9 Dead+1.6 Wind 60 deg- 15.53 17.82 -10.19 -745.79 -1311.17 1.32
No Ice
1.2 Dead+1.6 Wind 90 deg- 20.70 20.65 0.13 12.73 -1539.69 0.80
No Ice
0.9 Dead+1.6 Wind 90 deg- 15.53 20.65 0.13 12.49 -1521.01 0.79
No Ice
1.2 Dead+1.6 Wind 120 deg 20.70 17.95 10.41 776.91 -1339.62 0.05
-No Ice
0.9 Dead+1.6 Wind 120 deg 15.53 17.95 10.41 767.41 -1323.35 0.05
-No Ice
1.2 Dead+1.6 Wind 150 deg 20.70 10.44 17.91 1333.02 -780.64 -0.71
-No Ice
0.9 Dead+1.6 Wind 150 deg 15.53 10.44 17.91 1316.79 -771.14 -0.71
-No Ice
1.2 Dead+1.6 Wind 180 deg 20.70 0.13 20.60 1532.04 -12.46 -1.29
-No Ice
0.9 Dead+1.6 Wind 180 deg 15.53 0.13 20.60 1513.43 -12.28 -1.27
-No Ice
1.2 Dead+1.6 Wind 210 deg 20.70 -10.22 17.78 1320.66 759.11 -1.52
-No Ice
0.9 Dead+1.6 Wind 210 deg 15.53 -10.22 17.78 1304.61 749.93 -1.50
-No Ice
tnxTower Report-version 7.0.5.1
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94 Ft Monopole Tower Structural Analysis CCI BU No 874135
Project Number 37517-2565.001.7805,Application 394796,Revision 0 Page 17
Load Vertical Shear Shear Overturning Overturning Torque
Combination Moment,M, Moment,Mx
K K K kip-ft kip-ft _ kip-ft
1.2 Dead+1.6 Wind 240 deg 20.70 -17.82 10.19 755.39 1327.24 -1.34
-No Ice
0.9 Dead+1.6 Wind 240 deg 15.53 -17.82 10.19 746.19 1311.16 -1.32
-No Ice
1.2 Dead+1.6 Wind 270 deg 20.70 -20.65 -0.13 -12.18 1539.54 -0.80
-No Ice
0.9 Dead+1.6 Wind 270 deg 15.53 -20.65 -0.13 -12.07 1520.92 -0.79
-No Ice
1.2 Dead+1.6 Wind 300 deg 20.70 -17.95 -10.41 -776.33 1339.57 -0.05
-No Ice
0.9 Dead+1.6 Wind 300 deg 15.53 -17.95 -10.41 -766.98 1323.32 -0.04
-No Ice
1.2 Dead+1.6 Wind 330 deg 20.70 -10.44 -17.91 -1332.43 780.61 0.71
-No Ice
0.9 Dead+1.6 Wind 330 deg 15.53 -10.44 -17.91 -1316.36 771.13 0.71
-No Ice
1.2 Dead+1.0 Ice+1.0 Temp 58.63 -0.00 -0.00 4.39 -0.74 0.00
1.2 Dead+1.0 Wind 0 58.63 -0.01 -2.78 -220.52 -0.14 0.17
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 30 58.63 1.38 -2.41 -190.05 -112.77 0.26
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 60 58.63 2.40 -1.39 -107.45 -195.40 0.27
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 90 58.63 2.78 0.01 5.14 -225.89 0.21
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 120 58.63 2.41 1.40 117.58 -196.10 0.10
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 150 58.63 1.39 2.41 199.72 -113.93 -0.05
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 180 58.63 0.01 2.78 229.49 -1.45 -0.17
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 210 58.63 -1.38 2.41 199.02 111.19 -0.26
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 240 58.63 -2.40 1.39 116.42 193.81 -0.27
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 270 58.63 -2.78 -0.01 3.83 224.30 -0.21
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 300 58.63 -2.41 -1.40 -108.58 194.47 -0.10
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 330 58.63 -1.39 -2.41 -190.70 112.32 0.05
deg+1.0 Ice+1.0 Temp
Dead+Wind 0 deg-Service 17.25 -0.03 -4.79 -354.16 2.86 0.38
Dead+Wind 30 deg-Service 17.25 2.38 -4.14 -305.24 -175.65 0.40
Dead+Wind 60 deg-Service 17.25 4.15 -2.37 -174.47 -307.09 0.31
Dead+Wind 90 deg-Service 17.25 4.81 0.03 3.12 -356.26 0.14
Dead+Wind 120 deg- 17.25 4.18 2.42 179.93 -309.97 -0.07
Service
Dead+Wind 150 deg- 17.25 2.43 4.17 308.60 -180.63 -0.26
Service
Dead+Wind 180 deg- 17.25 0.03 4.79 354.64 -2.90 -0.38
Service
Dead+Wind 210 deg- 17.25 -2.38 4.14 305.72 175.61 -0.40
Service
Dead+Wind 240 deg- 17.25 -4.15 2.37 174.94 307.06 -0.31
Service
Dead+Wind 270 deg- 17.25 -4.81 -0.03 -2.64 356.22 -0.14
Service
Dead+Wind 300 deg- 17.25 -4.18 -2.42 -179.46 309.93 0.07
Service
Dead+Wind 330 deg- 17.25 -2.43 -4.17 -308.12 180.60 0.26
Service
Solution Summary
tnxTower Report-version 7.0.5.1
August 22, 2017
94 Ft Monopole Tower Structural Analysis CCI BU No 874135
Project Number 37517-2565.001.7805,Application 394796,Revision 0 Page 18
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 -17.25 0.00 0.00 17.25 0.00 0.000%
2 -0.13 -20.70 -20.60 0.13 20.70 20.60 0.002%
3 -0.13 -15.53 -20.60 0.13 15.53 20.60 0.004%
4 10.22 -20.70 -17.78 -10.22 20.70 17.78 0.000%
5 10.22 -15.53 -17.78 -10.22 15.53 17.78 0.000%
6 17.82 -20.70 -10.19 -17.82 20.70 10.19 0.000%
7 17.82 -15.53 -10.19 -17.82 15.53 10.19 0.000%
8 20.65 -20.70 0.13 -20.65 20.70 -0.13 0.002%
9 20.65 -15.53 0.13 -20.65 15.53 -0.13 0.001%
10 17.95 -20.70 10.41 -17.95 20.70 -10.41 0.000%
11 17.95 -15.53 10.41 -17.95 15.53 -10.41 0.000%
12 10.44 -20.70 17.91 -10.44 20.70 -17.91 0.000%
13 10.44 -15.53 17.91 -10.44 15.53 -17.91 0.000%
14 0.13 -20.70 20.60 -0.13 20.70 -20.60 0.002%
15 0.13 -15.53 20.60 -0.13 15.53 -20.60 0.001%
16 -10.22 -20.70 17.78 10.22 20.70 -17.78 0.000%
17 -10.22 -15.53 17.78 10.22 15.53 -17.78 0.000%
18 -17.82 -20.70 10.19 17.82 20.70 -10.19 0.000%
19 -17.82 -15.53 10.19 17.82 15.53 -10.19 0.000%
20 -20.65 -20.70 -0.13 20.65 20.70 0.13 0.005%
21 -20.65 -15.53 -0.13 20.65 15.53 0.13 0.004%
22 -17.95 -20.70 -10.41 17.95 20.70 10.41 0.000%
23 -17.95 -15.53 -10.41 17.95 15.53 10.41 0.000%
24 -10.44 -20.70 -17.91 10.44 20.70 17.91 0.000%
25 -10.44 -15.53 -17.91 10.44 15.53 17.91 0.000%
26 0.00 -58.63 0.00 0.00 58.63 0.00 0.001%
27 -0.01 -58.63 -2.78 0.01 58.63 2.78 0.001%
28 1.38 -58.63 -2.41 -1.38 58.63 2.41 0.001%
29 2.40 -58.63 -1.39 -2.40 58.63 1.39 0.001%
30 2.78 -58.63 0.01 -2.78 58.63 -0.01 0.001%
31 2.41 -58.63 1.40 -2.41 58.63 -1.40 0.000%
32 1.39 -58.63 2.41 -1.39 58.63 -2.41 0.000%
33 0.01 -58.63 2.78 -0.01 58.63 -2.78 0.001%
34 -1.38 -58.63 2.41 1.38 58.63 -2.41 0.001%
35 -2.40 -58.63 1.39 2.40 58.63 -1.39 0.001%
36 -2.78 -58.63 -0.01 2.78 58.63 0.01 0.001%
37 -2.41 -58.63 -1.40 2.41 58.63 1.40 0.001%
38 -1.39 -58.63 -2.41 1.39 58.63 2.41 0.001%
39 -0.03 -17.25 -4.80 0.03 17.25 4.79 0.006%
40 2.38 -17.25 -4.14 -2.38 17.25 4.14 0.005%
41 4.15 -17.25 -2.37 -4.15 17.25 2.37 0.006%
42 4.81 -17.25 0.03 -4.81 17.25 -0.03 0.006%
43 4.18 -17.25 2.42 -4.18 17.25 -2.42 0.006%
44 2.43 -17.25 4.17 -2.43 17.25 -4.17 0.006%
45 0.03 -17.25 4.80 -0.03 17.25 -4.79 0.006%
46 -2.38 -17.25 4.14 2.38 17.25 -4.14 0.005%
47 -4.15 -17.25 2.37 4.15 17.25 -2.37 0.005%
48 -4.81 -17.25 -0.03 4.81 17.25 0.03 0.006%
49 -4.18 -17.25 -2.42 4.18 17.25 2.42 0.006%
.. 50 -2.43 -17.25 -4.17 2.43 17.25 4.17 0.006%
Non-Linear Convergence Results
Load Converged? Number Displacement Force
Combination of Cycles Tolerance Tolerance
1 Yes 6 0.00000001 0.00000001
2 Yes 13 0.00000001 0.00006650
3 Yes 12 0.00000001 0.00014540
4 Yes 15 0.00000001 0.00009607
5 Yes 15 0.00000001 0.00006296
6 Yes 15 0.00000001 0.00008814
7 Yes 15 0.00000001 0.00005759
8 Yes 13 0.00000001 0.00007332
9 Yes 13 0.00000001 0.00005249
10 Yes 15 0.00000001 0.00009617
tnxTower Report-version 7.0.5.1
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94 Ft Monopole Tower Structural Analysis CCI BU No 874135
Project Number 37517-2565.001.7805,Application 394796,Revision 0 Page 19
11 Yes 15 0.00000001 0.00006271
12 Yes 15 0.00000001 0.00009823
- 13 Yes 15 0.00000001 0.00006415
14 Yes 13 0.00000001 0.00009979
15 Yes 13 0.00000001 0.00007174
16 Yes 15 0.00000001 0.00008725
- 17 Yes 15 0.00000001 0.00005702
18 Yes 15 0.00000001 0.00009570
19 Yes 15 0.00000001 0.00006269
20 Yes 12 0.00006056 0.00014616
21 Yes 12 0.00000001 0.00010941
22 Yes 15 0.00000001 0.00009601
23 Yes 15 0.00000001 0.00006270
24 Yes 15 0.00000001 0.00009340
25 Yes 15 0.00000001 0.00006094
26 Yes 10 0.00000001 0.00000516
27 Yes 13 0.00000001 0.00002175
28 Yes 13 0.00000001 0.00003342
29 Yes 13 0.00000001 0.00003047
30 Yes 13 0.00000001 0.00002292
31 Yes 14 0.00000001 0.00001576
32 Yes 14 0.00000001 0.00001594
33 Yes 13 0.00000001 0.00002323
34 Yes 13 0.00000001 0.00003019
35 Yes 13 0.00000001 0.00003298
36 Yes 13 0.00000001 0.00002137
37 Yes 13 0.00000001 0.00002897
38 Yes 13 0.00000001 0.00002874
39 Yes 11 0.00000001 0.00014071
40 Yes 11 0.00000001 0.00014845
41 Yes 11 0.00000001 0.00010959
42 Yes 11 0.00000001 0.00013835
43 Yes 11 0.00000001 0.00012446
44 Yes 11 0.00000001 0.00013995
45 Yes 11 0.00000001 0.00014248
46 Yes 11 0.00000001 0.00010726
47 Yes 11 0.00000001 0.00014419
48 Yes 11 0.00000001 0.00013711
49 Yes 11 0.00000001 0.00012744
50 Yes 11 0.00000001 0.00011373
Maximum Tower Deflections - Service Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. °
L1 94-50 18.530 43 1.680 0.012
L2 53.5-0 6.230 43 1.088 0.003
Critical Deflections and Radius of Curvature - Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ft
94.00 B25 RRH4x30-4R 43 18.530 1.680 0.012 16285
90.00 (2)6'x 2"Mount Pipe 43 17.155 1.626 0.011 16285
65.00 (4)SBNHH-1 D65C w/Mount 43 9.152 1.273 0.005 2807
Pipe
Maximum Tower Deflections - Design Wind
tnxTower Report-version 7.0.5.1
August 22, 2017
94 Ft Monopole Tower Structural Analysis CCI BU No 874135
Project Number 37517-2565.001.7805,Application 394796,Revision 0 Page 20
Section Elevation Holz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. ° °
L1 94-50 79.840 10 7.241 0.049
L2 53.5-0 26.906 10 4.703 0.010
Critical Deflections and Radius of Curvature - Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ° ft
94.00 B25 RRH4x30-4R 10 79.840 7.241 0.050 3873
90.00 (2)6'x 2"Mount Pipe 10 73.926 7.012 0.045 3873
65.00 (4)SBNHH-1 D65C w/Mount 10 39.489 5.501 0.019 663
Pipe
Compression Checks
Pole Design Data
Section Elevation Size L Lu KM. A Pu OP„ Ratio
No. Pu
ft ft ft in K K OP„
L1 94-50(1) TP25.13x16x0.25 44.00 0.00 0.0 19.16 -12.01 1423.67 0.008
L2 50-0(2) TP34.88x23.9x0.31 53.50 0.00 0.0 34.28 -20.66 2479.65 0.008
Pole Bending Design Data
Section Elevation Size Mux 4M0x Ratio Muy OM„y Ratio
No. Mux Muy
ft - kip-ft kip-ft 4M0,, kip-ft kip-ft piny
L1 W 94-50(1)' TP25.13x16x0.25 492.88 705.23 0.699 0.00 705.23 0.000
L2 50-0(2) TP34.88x23.9x0.31 1548.61 1760.28 0.880 0.00 1760.28 0.000
Pole Shear Design Data
Section Elevation Size Actual OV„ Ratio Actual T. Ratio
No. Vu Vu Tu Tu
ft K K OV„ kip-ft kip-ft OT,,
L1 94-50(1) TP25.13x16x0.25 18.55 711.83 0.026 0.22 1412.18 0.000
L2 50-0(2) TP34.88x23.9x0.31 20.79 1239.83 0.017 0.05 3524.85 0.000
tnxTower Report-version 7.0.5.1
August 22, 2017
94 Ft Monopole Tower Structural Analysis CCI BU No 874135
Project Number 37517-2565.001.7805,Application 394796,Revision 0 Page 21
Pole Interaction Design Data
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. Pu Mex M,,, Vu T„ Stress Stress
_
ft $Pn OMnz lM„y 016, i,T„ Ratio Ratio
L1 94-50(1) 0.008 0.699 0.000 0.026 0.000 0.708 1.000 4.8.2 V
V
L2 50-0(2) 0.008 0.880 0.000 0.017 0.000 0.888 1.000 482 V
V
Section Capacity Table
Section Elevation Component Size Critical P OPapow % Pass
No. ft Type Element K K Capacity Fail
L1 94-50 Pole TP25.13x16x0.25 1 -12.01 1423.67 70.8 Pass
L2 50-0 Pole TP34.88x23.9x0.31 2 -20.66 2479.65 88.8 Pass
Summary
Pole(L2) 88.8 Pass
RATING= 88.8 Pass
tnxTower Report-version 7.0.5.1
August 22, 2017
94 Ft Monopole Tower Structural Analysis CCI BU No 874135
Project Number 37517-2565.001.7805,Application 394796,Revision 0 Page 22
APPENDIX B
BASE LEVEL DRAWING
COMBING PEGS
•
(PPOSEE) oo
BO
(4),_s/a To 65 LEvE.
014.49110)—TO BE R ) •
(B)3)1-1/4"TO 65 FT LEVEL
f Q4 0)
(RESERVED) Q3 Q2
()3/4TO
(TR LEVEL L
ONSINLED—TO BE PENOVEO)
(1) /e'N 94 FI LEVEL 0:
(4) 3/4'TO 94 R LEVEL
(5) 7/13.TO 94 PT LEVEL
\%\
(R) 1-5/01'TO 94 F1 LEVEL
( O/B41)94 R LEVEL •904.
(e) lir TO 94 R LEVEL �:•4
•
•
tnxTower Report-version 7.0.5.1
August 22, 2017
94 Ft Monopole Tower Structural Analysis CCI BU No 874135
Project Number 37517-2565.001.7805,Application 394796,Revision 0 Page 23
APPENDIX C
ADDITIONAL CALCULATIONS
tnxTower Report-version 7.0.5.1
Ilia
94.011 ' I '�� ' t DESIGNED APPURTENANCE LOADING
TYPE ELEVATION TYPE ELEVATION
I'1 B25 RRH4x30-4R 94 (2)5'x2'Pipe Mount 94
RRH2x40.700AT 94 (2)5'x 2'Pipe Mount 94
RRH4X25-WCS 94 (2)6 x 2"Mount Pipe 90
800 10866 w/Mount Pipe 94 Side Ann Mount ISO 101-3] 90
_ 800 10892V01K w/Mount Pipe 94 (2)6'x2"Mount Pipe 90
742-264 w/Mount Pipe 94 (2)6'x 2"Mount Pipe 90
' 800 10121 w/Mount Pipe 94 (2)RRUS 11 B13 65
(2)860 10025 94 RRUS 32 B2 65
LGP21401 94 RRUS 32 B66 65
B25 RRH4x304R 94
RCMDC-3315-PF-48 65
III' RRH2x40.700AT 94 (4)SBNHH-1D65C w/Mount Pipe 65
RRH4X25-WCS 94 RRUS 11 B13 65
800 10866 w/Mount Pipe 94 RRUS 32 B2 65
800 10892V01K w/Mount Pipe 94 RRUS 32 B66 65
c ro N S c I (5)LGP21401 94 RCMDC-3315-PF-48 65
o ,4 .° N 7ii, DC6-48-60-18-8F 94 RRUS 11 B13 65
B25 RRH4x30.4R 94 (4)SBNHH-1D65C w/Mount Pipe 65
I RRH2x40-700AT 94 RRUS 32 B66 65
RRH4X25-WCS 94 RRUS 32 62 65
�' Ill
'�� 80010866 w/Mount Pipe94 (4)SBNPlatform H-1DMoun5P 402-o 65
800 10892V01K w/Mount Pipe 94 (4)SBNHH-1D65C w/Mount Pipe 65
PtaHonn Mount ILP 1001-1] 94 (2)RCMDC•3315-PF48 65
MATERIAL STRENGTH
GRADE Fy Fu GRADE 1 Fy I Fu
A572-65 65 ksi 80 ksi
i
TOWER DESIGN NOTES
/
Tower is located in Washington County,Oregon.
2. Tower designed for Exposure C to the TIA-222-G Standard.
3. Tower designed for a 93 mph basic wind in accordance with the TIA-222-G Standard.
4 50.o n _ 4. Tower is also designed for a 30 mph basic wind with 1.25 in ice.Ice is considered to
increase in thickness with height.
a i 1 O 5. Deflections are based upon a 60 mph wind.
6. Tower Structure Class II.
i 7. Topographic Category 1 with Crest Height of 0.00 ft
1 8. TOWER RATING:88.8%
1
E3. i 1 I
2c
N m f7 N 8 N
p O
N M 1
ALL REACTIONS
1 ! ARE FACTORED
;, AXIAL
59 K
1� SHEAR----
...f--.. f MOMENT
3 K 1230 kip-ft
TORQUE 0 kip-ft
30 mph WIND-1.25 in ICE
AXIAL
it 21K
1,1 ' SHEA MOMENT
'I 21K/ 1549 kip-ft
0.0 9 , 1i
TORQUE 2 kip-ft
m v REACTIONS-93 mph WIND
q
$ S' E 11 i. '8 O O a rn
N 3 Z f N 12 m (7
PJF b:
Paul J Ford and Company Jo94'Monopole/Tigard,OR
250 E. Broad Street Suite 600 PfojeCt'37517-2565 BU 874135
Coilumbus,OH 43215 C11e"t Crown Castle Drawn by:Jared Smith Aped.
Phone:614.221.6679 Code:TIA-222-G Date.08/22/17 scale: NTS
FAX:614.448.4105 Path:ovowEnon �u u num,a v.,u w.r.n�n s,Hssu m.,a ,..hnvw n,,.n n.w z Dwg No.E-1
PJF Job No. 37517-2565.001 Project Name: BU 874135 Engineer: JWS page 1
Factored Foundation Loads: LC1 LC2
Factored Axial Load (+Comp,-Ten)= 21 15.75 kips 5 ft Round
Factored Horiz. Load at Top of Pier= 21 21 kips Concrete Vol= $
Factored OTM at Top of Pier= 1549 1549 k-ft 29.67 yd"3 r
LRFD Resistance and Load Factors:
CD Dead Load Factors 'I I1_I I I' I I I I_I I I' a! ♦ A
Soil Bearing = 0.75
Soil Weight= 0.75 1.2 0.9 (16)#9 Vert Bars o
Concrete Weight= 0.75 1.2 0.9 #4 Ties m
Soil Properties: °' =
Depth to Water Table= 99 ft H co u) 6
Uplift Cone from Top of footing (18)#7 Rebar I `m Ili
Top and Bottom i
U id
T
Soil Wedges have been included to counteract overturning. o I o o v
Layer Soil Cohesion Friction Ult Depth .,(� `�
Thk Density Angle Bearing 0 T Q N, • •
ft pcf ksf degrees ksf ft ♦i♦ ♦ • A • • • ,
6 110 0 30 12.5 6.00 (18)#7 Rebar i
Top and Bottom i
I 6.625 ksf
7.538fti?
Dimensions: 216.6 kips
Pier Shape= Round
Pier Width = 5 ft Diameter 1.923 ft
Pier Height above Grade= 1 ft 141 o.
Depth to Bottom of Footing= 5.5 ft
Footing Thickness= 2.5 ft4 17 ft x 17 ft
10
Footing Width, B= 17 ft
Footing Length, L= 17 ft
Concrete: Total Pad Reinf Stl= 21.60 inA2>= 11.02 inA2= Min StI, OK
Concrete Strength = 4 ksi Total Pier Reinf St!= 16.00 inA2>= 14.14 inA2= Min StI, OK
Rebar Strength= 60 ksi Footing Thickness= 2.50 ft>= 1.5 ft= Min Ftg Thk, OK
Summary Results:
Required Available
Maximum Net Soil Bearing= 6.625 ksf 9.375 ksf Stress Ratio= 70.7% in Soil Bearing
Uplift= 0.0 kips 172.4 kips Stress Ratio= 0.0% in Uplift
Punching Shear Stress= 0.043 ksi 0.190 ksi Stress Ratio= 22.7% in Punching Shear
Bending Shear Stress= 175.0 kips 497.1 kips Stress Ratio= 35.2% in Bending Shear
Bending Moment= 897.22 k-ft 1225.7 k-ft Stress Ratio= 73.2% in Bending Moment
Conc Pier Reinforcing Steel= 1633.0 k-ft 1853.6 k-ft Stress Ratio= 88.1% in Pier Rebar
v4.3,Effective 01/31/2017
Stiffened or Unstiffened, Ungrouted, Circular Base Plate -Any Rod Material
TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod Diameter)
- Site Data Reactions
BU#: Mu:. 1549 ft-kips
Site Name: Axial,Pu: 21 kips
- App#: Shear,Vu: 21 kips
Pole Manufacturer:I Other I Eta Factor, rl 0.5 TIA G(Fig.4-4)
Anchor Rod Data Ilf No stiffeners,Criteria: I AISC LRFD <-Only Applcable to Unstiffened Cases
Qty: 8
Diam: 2.25 in
Rod Material: A615-J Anchor Rod Results Non-Rigid
Strength(Fu): 100 ksi Max Rod(Cu+Vu/r)): 234.6 Kips AISC LRFD
Yield(Fy): 75 ksi Allowable Axial,4*Fu*Anet: 260.0 Kips rp*rn
Bolt Circle: 41 in Anchor Rod Stress Ratio: 90.2% Pass
Plate Data
Diam: 47 in Base Plate Results Flexural Check Non-Rigid
Thick: 1.75 in Base Plate Stress: 52.4 ksi AISC LRFD
Grade: 60 ksi Allowable Plate Stress: 54.0 ksi c*Fy
Single-Rod B-eff: 13.84 in Base Plate Stress Ratio: 97.1% Pass Y.L.Length:
17.50
Stiffener Data(Welding at both sides) n/a
Config: 0 * Stiffener Results
Weld Type: Horizontal Weld: n/a
Groove Depth: in** Vertical Weld: n/a
Groove Angle: degrees Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a
Fillet H.Weld: <—Disregard Plate Tension+Shear,ft/Ft+(fv/Fv)^2:n/a
Fillet V.Weld: in Plate Comp. (AISC Bracket): n/a
Width: in
Height: in Pole Results
Thick: in Pole Punching Shear Check: n/a
Notch: in
Grade: ksi
Weld str.: ksi
Pole Data
Diam: 34.875 in
r
Thick: 0.3125 in
Grade: 65 ksi L
#of Sides: 18 "0"IF Round
Fu 80 ksi .Reinf.Fillet Weld 0 "0"if None s sa i
____________
S At 4
4 .
*0=none,1=every bolt,2=every 2 bolts,3=2 per bolt
**Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes
CCIplate 1.5-Circular Base G 1.3,Effective March 19,2012 Analysis Date: 8/22/2017