HomeMy WebLinkAbout2401 El Monte Ave - 2025 - Tmobile Cell SiteNO SCALE
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OF A LICENSED PROFESSIONAL ENGINEER,
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3T-1
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T-MOBILE SITE NUMBER:
IE05397B
BU #: 824709
CROWN CASTLE SITE NAME:
IE397 MIHAI PINE
2401 EL MONTE AVENUE
ARCADIA, CA 91007
EXISTING 50'-0"
MONOPOLE
0 01/29/25 TMK MCKCONSTRUCTION
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
1 02/17/25 DMW MCKCONSTRUCTION
2 03/10/25 DMW MCKCONSTRUCTION
3 04/23/25 DMW MCKCONSTRUCTION
SITE INFORMATION
PROJECT TEAM
DRAWING INDEX LOCATION MAPPROJECT DESCRIPTION
APPLICABLE CODES &
REFERENCE DOCUMENTS
CARRIER/APPLICANT:
SOUTHERN CALIFORNIA EDISON
(800) 950-2356
ELECTRIC PROVIDER:
AT&T
(800) 331-0500
TELCO PROVIDER:
U
IIB
FACILITY IS UNMANNED AND
NOT FOR HUMAN HABITATION
OCCUPANCY CLASSIFICATION:
TYPE OF CONSTRUCTION:
A.D.A. COMPLIANCE:
AREA OF CONSTRUCTION:
CURRENT ZONING:
MAP/PARCEL #:
EXISTING
RESIDENTIAL
5787-018-900
PROPERTY OWNER:
CROWN CASTLE
2000 CORPORATE DRIVE
CANONSBURG, PA 15317
TOWER OWNER:
CITY OF ARCADIA
11800 GOLDRING RD
ARCADIA, CA 91066
LATITUDE:
LONGITUDE:
LAT/LONG TYPE:
GROUND ELEVATION:
JURISDICTION:CITY OF ARCADIA, CA
240 W. HUNTINGTON DRIVE, PO BOX 60021
ARCADIA, CA 91066-6021
CROWN CASTLE USA INC.
SITE NAME:
BU NUMBER:
IE397 MIHAI PINE
824709
2401 EL MONTE AVENUESITE ADDRESS:
COUNTY:
34° 06' 40.00" / 34.111111° N
-118° 02' 18.72" / 118.038533° W
NAD83
372' ± SE
STRUCTURAL ANALYSIS:
DATED:
CROWN CASTLE
12/26/2024
REFERENCE DOCUMENTS:
MOUNT ANALYSIS:
DATED:
B+T GROUP
12/22/2024
RFDS REVISION:
DATED:
6
11/13/2024
ORDER ID:
REVISION:
689059
0
PRIOR TO ACCESSING/ENTERING THE SITE YOU MUST CONTACT THE
CROWN NOC AT (800) 788-7011 & CROWN CONSTRUCTION MANAGER.
ALL DRAWINGS CONTAINED HEREIN ARE FORMATTED FOR 11X17.
CONTRACTOR SHALL VERIFY ALL PLANS AND EXISTING DIMENSIONS
AND CONDITIONS ON THE JOB SITE AND SHALL IMMEDIATELY NOTIFY
THE ENGINEER IN WRITING OF ANY DISCREPANCIES BEFORE
PROCEEDING WITH THE WORK OR BE RESPONSIBLE FOR SAME.
T-MOBILE SITE NUMBER:
T-MOBILE SITE NAME:
T-MOBILE PROJECT:
RAN TEMPLATE:
BUSINESS UNIT #:
SITE ADDRESS:
COUNTY:
SITE TYPE:
TOWER HEIGHT:
824709IE05397B
TMT IE397 MIHAI PINE
IE05397B
2401 EL MONTE AVENUE
ARCADIA, CA 91007
LOS ANGELES
MONOPOLE
50'-0"
ARCADIA, CA 91007
LOS ANGELES
TMT IE397 MIHAI PINE
L600
CALL CALIFORNIA ONE CALL
(800) 227-2600
CALL 3 WORKING DAYS
BEFORE YOU DIG!
THE PURPOSE OF THIS PROJECT IS TO ENHANCE BROADBAND
CONNECTIVITY AND CAPACITY TO THE EXISTING ELIGIBLE
WIRELESS FACILITY.
T-MOBILE
1200 CONCORD AVENUE SUITE 500
CONCORD, CA 94520
TITLE SHEETT-1
GENERAL NOTEST-2
C-1.1 EXISTING EQUIPMENT PLAN
C-1.2
TOWER ELEVATIONSC-2.1
SITE SUPPORT CABINET SPECIFICATIONS
BATTERY CABINET SPECIFICATIONS
E-1
ENCLOSURE CLEARANCES
FINAL EQUIPMENT PLAN
PANEL SCHEDULES & ONE-LINE DIAGRAM
FINAL EQUIPMENT SCHEDULE
SHEET #SHEET DESCRIPTION
ANTENNA PLANSC-3
C-4
C-5.1 GROUND EQUIPMENT DETAILS & SPECIFICATIONS
C-6.1
C-6.2
C-6.3
E-2 ELECTRICAL DETAILS
G-1 TYPICAL GROUNDING SCHEMATIC
G-2 GROUNDING DETAILS
G-3 GROUNDING DETAILS
67E5A998E 6160
A&E FIRM:
CROWN CASTLE 2000 CORPORATE DRIVE
CANONSBURG, PA 15317
C-5.2 TOWER EQUIPMENT DETAILS & SPECIFICATIONS
TOWER SCOPE OF WORK:
•REMOVE (3) HYBRID CABLES
•INSTALL (3) ERICSSON - 4480 RRUS
GROUND SCOPE OF WORK:
•REMOVE (1) EXISTING RBS - 6131 CABINET
•INSTALL (1) 6160 CABINET
•INSTALL (1) B160 CABINET
ALL WORK SHALL BE PERFORMED AND MATERIALS INSTALLED IN
ACCORDANCE WITH THE CURRENT EDITIONS OF THE FOLLOWING
CODES AS ADOPTED BY THE LOCAL GOVERNING AUTHORITIES.
NOTHING IN THESE PLANS IS TO BE CONSTRUED TO PERMIT WORK
NOT CONFORMING TO THESE CODES:
CODE TYPE CODE
BUILDING 2022 CALIFORNIA BUILDING CODE (CBC)/2021 IBC
MECHANICAL 2022 CALIFORNIA MECHANICAL CODE (CMC)/2021
UMC
ELECTRICAL 2022 CALIFORNIA ELECTRICAL CODE (CEC)/2020
NEC
KIMLEY-HORN & ASSOCIATES, INC.
3875 EMBASSY PKWY, SUITE 280
AKRON, OH 44333
MICHAEL.KRIEG@KIMLEY-HORN.COM
TOWER ELEVATIONSC-2.2
NOTE:
•ANTENNAS SHALL BE PAINTED TO MATCH THE EXISTING COLOR OF
THE ENCLOSURE OR EXISTING MONOPINE TO PROVIDE ADDITIONAL
STEALTH.
•THE WIRELESS FACILITY INCLUDING THE ENCLOSURE SHALL BE
MAINTAINED IN APPEARANCE, REPLACEMENT OF WORN, FADED,
DETERIORATED PORTIONS OF THE WIRELESS FACILITY SHALL BE
REPLACED OR REPAIRED SO THAT THE FACILITY APPEARS AS THE
PROJECT WAS APPROVED.
04/23/25Exp. 03/31/27
Digitally signed by Eric Embick
DN: cn=Eric Embick, c=US,
email=Eric.Embick@kimley-
horn.com
Date: 2025.04.23 14:00:32 -04'00'
Eric
Embick
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS THEY ARE ACTING UNDER THE DIRECTION
OF A LICENSED PROFESSIONAL ENGINEER,
TO ALTER THIS DOCUMENT.
3T-2
REVISION:SHEET NUMBER:
ISSUED FOR:
DRWNREV DESCRIPTION DES./QADATE
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T-MOBILE SITE NUMBER:
IE05397B
BU #: 824709
CROWN CASTLE SITE NAME:
IE397 MIHAI PINE
2401 EL MONTE AVENUE
ARCADIA, CA 91007
EXISTING 50'-0"
MONOPOLE
0 01/29/25 TMK MCKCONSTRUCTION
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
1 02/17/25 DMW MCKCONSTRUCTION
2 03/10/25 DMW MCKCONSTRUCTION
3 04/23/25 DMW MCKCONSTRUCTION
04/23/25Exp. 03/31/27
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS THEY ARE ACTING UNDER THE DIRECTION
OF A LICENSED PROFESSIONAL ENGINEER,
TO ALTER THIS DOCUMENT.
3C-1.1
REVISION:SHEET NUMBER:
ISSUED FOR:
DRWNREV DESCRIPTION DES./QADATE
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T-MOBILE SITE NUMBER:
IE05397B
BU #: 824709
CROWN CASTLE SITE NAME:
IE397 MIHAI PINE
2401 EL MONTE AVENUE
ARCADIA, CA 91007
EXISTING 50'-0"
MONOPOLE
0 01/29/25 TMK MCKCONSTRUCTION
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
1 02/17/25 DMW MCKCONSTRUCTION
2 03/10/25 DMW MCKCONSTRUCTION
3 04/23/25 DMW MCKCONSTRUCTION
04/23/25Exp. 03/31/27
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS THEY ARE ACTING UNDER THE DIRECTION
OF A LICENSED PROFESSIONAL ENGINEER,
TO ALTER THIS DOCUMENT.
3C-1.2
REVISION:SHEET NUMBER:
ISSUED FOR:
DRWNREV DESCRIPTION DES./QADATE
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T-MOBILE SITE NUMBER:
IE05397B
BU #: 824709
CROWN CASTLE SITE NAME:
IE397 MIHAI PINE
2401 EL MONTE AVENUE
ARCADIA, CA 91007
EXISTING 50'-0"
MONOPOLE
0 01/29/25 TMK MCKCONSTRUCTION
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
1 02/17/25 DMW MCKCONSTRUCTION
2 03/10/25 DMW MCKCONSTRUCTION
3 04/23/25 DMW MCKCONSTRUCTION
04/23/25Exp. 03/31/27
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS THEY ARE ACTING UNDER THE DIRECTION
OF A LICENSED PROFESSIONAL ENGINEER,
TO ALTER THIS DOCUMENT.
3C-2.1
REVISION:SHEET NUMBER:
ISSUED FOR:
DRWNREV DESCRIPTION DES./QADATE
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T-MOBILE SITE NUMBER:
IE05397B
BU #: 824709
CROWN CASTLE SITE NAME:
IE397 MIHAI PINE
2401 EL MONTE AVENUE
ARCADIA, CA 91007
EXISTING 50'-0"
MONOPOLE
0 01/29/25 TMK MCKCONSTRUCTION
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
1 02/17/25 DMW MCKCONSTRUCTION
2 03/10/25 DMW MCKCONSTRUCTION
3 04/23/25 DMW MCKCONSTRUCTION
04/23/25Exp. 03/31/27
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS THEY ARE ACTING UNDER THE DIRECTION
OF A LICENSED PROFESSIONAL ENGINEER,
TO ALTER THIS DOCUMENT.
3C-2.2
REVISION:SHEET NUMBER:
ISSUED FOR:
DRWNREV DESCRIPTION DES./QADATE
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T-MOBILE SITE NUMBER:
IE05397B
BU #: 824709
CROWN CASTLE SITE NAME:
IE397 MIHAI PINE
2401 EL MONTE AVENUE
ARCADIA, CA 91007
EXISTING 50'-0"
MONOPOLE
0 01/29/25 TMK MCKCONSTRUCTION
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
1 02/17/25 DMW MCKCONSTRUCTION
2 03/10/25 DMW MCKCONSTRUCTION
3 04/23/25 DMW MCKCONSTRUCTION
04/23/25Exp. 03/31/27
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS THEY ARE ACTING UNDER THE DIRECTION
OF A LICENSED PROFESSIONAL ENGINEER,
TO ALTER THIS DOCUMENT.
3C-3
REVISION:SHEET NUMBER:
ISSUED FOR:
DRWNREV DESCRIPTION DES./QADATE
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T-MOBILE SITE NUMBER:
IE05397B
BU #: 824709
CROWN CASTLE SITE NAME:
IE397 MIHAI PINE
2401 EL MONTE AVENUE
ARCADIA, CA 91007
EXISTING 50'-0"
MONOPOLE
0 01/29/25 TMK MCKCONSTRUCTION
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
1 02/17/25 DMW MCKCONSTRUCTION
2 03/10/25 DMW MCKCONSTRUCTION
3 04/23/25 DMW MCKCONSTRUCTION
04/23/25Exp. 03/31/27
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS THEY ARE ACTING UNDER THE DIRECTION
OF A LICENSED PROFESSIONAL ENGINEER,
TO ALTER THIS DOCUMENT.
3C-4
REVISION:SHEET NUMBER:
ISSUED FOR:
DRWNREV DESCRIPTION DES./QADATE
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T-MOBILE SITE NUMBER:
IE05397B
BU #: 824709
CROWN CASTLE SITE NAME:
IE397 MIHAI PINE
2401 EL MONTE AVENUE
ARCADIA, CA 91007
EXISTING 50'-0"
MONOPOLE
0 01/29/25 TMK MCKCONSTRUCTION
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
1 02/17/25 DMW MCKCONSTRUCTION
2 03/10/25 DMW MCKCONSTRUCTION
3 04/23/25 DMW MCKCONSTRUCTION
04/23/25Exp. 03/31/27
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS THEY ARE ACTING UNDER THE DIRECTION
OF A LICENSED PROFESSIONAL ENGINEER,
TO ALTER THIS DOCUMENT.
3C-5.1
REVISION:SHEET NUMBER:
ISSUED FOR:
DRWNREV DESCRIPTION DES./QADATE
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T-MOBILE SITE NUMBER:
IE05397B
BU #: 824709
CROWN CASTLE SITE NAME:
IE397 MIHAI PINE
2401 EL MONTE AVENUE
ARCADIA, CA 91007
EXISTING 50'-0"
MONOPOLE
0 01/29/25 TMK MCKCONSTRUCTION
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
1 02/17/25 DMW MCKCONSTRUCTION
2 03/10/25 DMW MCKCONSTRUCTION
3 04/23/25 DMW MCKCONSTRUCTION
RRU SPECIFICATIONS
RRU MODEL A B C WEIGHT
(LBS)
4480-TMOV2 22.0"15.7"7.5"81.0
ERICSSON
FRONT VIEWSIDE VIEW
A
C B
TOP VIEW
04/23/25Exp. 03/31/27
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS THEY ARE ACTING UNDER THE DIRECTION
OF A LICENSED PROFESSIONAL ENGINEER,
TO ALTER THIS DOCUMENT.
3C-5.2
REVISION:SHEET NUMBER:
ISSUED FOR:
DRWNREV DESCRIPTION DES./QADATE
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T-MOBILE SITE NUMBER:
IE05397B
BU #: 824709
CROWN CASTLE SITE NAME:
IE397 MIHAI PINE
2401 EL MONTE AVENUE
ARCADIA, CA 91007
EXISTING 50'-0"
MONOPOLE
0 01/29/25 TMK MCKCONSTRUCTION
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
1 02/17/25 DMW MCKCONSTRUCTION
2 03/10/25 DMW MCKCONSTRUCTION
3 04/23/25 DMW MCKCONSTRUCTION
04/23/25Exp. 03/31/27
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS THEY ARE ACTING UNDER THE DIRECTION
OF A LICENSED PROFESSIONAL ENGINEER,
TO ALTER THIS DOCUMENT.
3C-6.1
REVISION:SHEET NUMBER:
ISSUED FOR:
DRWNREV DESCRIPTION DES./QADATE
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T-MOBILE SITE NUMBER:
IE05397B
BU #: 824709
CROWN CASTLE SITE NAME:
IE397 MIHAI PINE
2401 EL MONTE AVENUE
ARCADIA, CA 91007
EXISTING 50'-0"
MONOPOLE
0 01/29/25 TMK MCKCONSTRUCTION
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
1 02/17/25 DMW MCKCONSTRUCTION
2 03/10/25 DMW MCKCONSTRUCTION
3 04/23/25 DMW MCKCONSTRUCTION
PLAN VIEWSIDE VIEW PLAN VIEWSIDE VIEW 04/23/25Exp. 03/31/27
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS THEY ARE ACTING UNDER THE DIRECTION
OF A LICENSED PROFESSIONAL ENGINEER,
TO ALTER THIS DOCUMENT.
3C-6.2
REVISION:SHEET NUMBER:
ISSUED FOR:
DRWNREV DESCRIPTION DES./QADATE
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T-MOBILE SITE NUMBER:
IE05397B
BU #: 824709
CROWN CASTLE SITE NAME:
IE397 MIHAI PINE
2401 EL MONTE AVENUE
ARCADIA, CA 91007
EXISTING 50'-0"
MONOPOLE
0 01/29/25 TMK MCKCONSTRUCTION
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
1 02/17/25 DMW MCKCONSTRUCTION
2 03/10/25 DMW MCKCONSTRUCTION
3 04/23/25 DMW MCKCONSTRUCTION
·
·
”
LEFT VIEW FRONT VIEW RIGHT VIEW
REAR VIEW
DOOR SWING
PLAN VIEW
BOLT DOWN PATTERN
04/23/25Exp. 03/31/27
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS THEY ARE ACTING UNDER THE DIRECTION
OF A LICENSED PROFESSIONAL ENGINEER,
TO ALTER THIS DOCUMENT.
3C-6.3
REVISION:SHEET NUMBER:
ISSUED FOR:
DRWNREV DESCRIPTION DES./QADATE
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T-MOBILE SITE NUMBER:
IE05397B
BU #: 824709
CROWN CASTLE SITE NAME:
IE397 MIHAI PINE
2401 EL MONTE AVENUE
ARCADIA, CA 91007
EXISTING 50'-0"
MONOPOLE
0 01/29/25 TMK MCKCONSTRUCTION
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
1 02/17/25 DMW MCKCONSTRUCTION
2 03/10/25 DMW MCKCONSTRUCTION
3 04/23/25 DMW MCKCONSTRUCTION
”
FRONT VIEWLEFT VIEW RIGHT VIEW DOOR SWING
PLAN VIEWREAR VIEW
04/23/25Exp. 03/31/27
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS THEY ARE ACTING UNDER THE DIRECTION
OF A LICENSED PROFESSIONAL ENGINEER,
TO ALTER THIS DOCUMENT.
3E-1
REVISION:SHEET NUMBER:
ISSUED FOR:
DRWNREV DESCRIPTION DES./QADATE
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T-MOBILE SITE NUMBER:
IE05397B
BU #: 824709
CROWN CASTLE SITE NAME:
IE397 MIHAI PINE
2401 EL MONTE AVENUE
ARCADIA, CA 91007
EXISTING 50'-0"
MONOPOLE
0 01/29/25 TMK MCKCONSTRUCTION
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
1 02/17/25 DMW MCKCONSTRUCTION
2 03/10/25 DMW MCKCONSTRUCTION
3 04/23/25 DMW MCKCONSTRUCTION
04/23/25Exp. 03/31/27
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS THEY ARE ACTING UNDER THE DIRECTION
OF A LICENSED PROFESSIONAL ENGINEER,
TO ALTER THIS DOCUMENT.
3E-2
REVISION:SHEET NUMBER:
ISSUED FOR:
DRWNREV DESCRIPTION DES./QADATE
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T-MOBILE SITE NUMBER:
IE05397B
BU #: 824709
CROWN CASTLE SITE NAME:
IE397 MIHAI PINE
2401 EL MONTE AVENUE
ARCADIA, CA 91007
EXISTING 50'-0"
MONOPOLE
0 01/29/25 TMK MCKCONSTRUCTION
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
1 02/17/25 DMW MCKCONSTRUCTION
2 03/10/25 DMW MCKCONSTRUCTION
3 04/23/25 DMW MCKCONSTRUCTION
04/23/25Exp. 03/31/27
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS THEY ARE ACTING UNDER THE DIRECTION
OF A LICENSED PROFESSIONAL ENGINEER,
TO ALTER THIS DOCUMENT.
3G-1
REVISION:SHEET NUMBER:
ISSUED FOR:
DRWNREV DESCRIPTION DES./QADATE
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N
T
_20
2
4
-
1
2
-
3
1
T-MOBILE SITE NUMBER:
IE05397B
BU #: 824709
CROWN CASTLE SITE NAME:
IE397 MIHAI PINE
2401 EL MONTE AVENUE
ARCADIA, CA 91007
EXISTING 50'-0"
MONOPOLE
0 01/29/25 TMK MCKCONSTRUCTION
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
1 02/17/25 DMW MCKCONSTRUCTION
2 03/10/25 DMW MCKCONSTRUCTION
3 04/23/25 DMW MCKCONSTRUCTION
04/23/25Exp. 03/31/27
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS THEY ARE ACTING UNDER THE DIRECTION
OF A LICENSED PROFESSIONAL ENGINEER,
TO ALTER THIS DOCUMENT.
3G-2
REVISION:SHEET NUMBER:
ISSUED FOR:
DRWNREV DESCRIPTION DES./QADATE
CC
T
-
M
O
B
I
L
E
N
A
T
I
O
N
A
L
A
N
T
E
N
N
A
A
M
E
N
D
M
E
N
T
_20
2
4
-
1
2
-
3
1
T-MOBILE SITE NUMBER:
IE05397B
BU #: 824709
CROWN CASTLE SITE NAME:
IE397 MIHAI PINE
2401 EL MONTE AVENUE
ARCADIA, CA 91007
EXISTING 50'-0"
MONOPOLE
0 01/29/25 TMK MCKCONSTRUCTION
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
1 02/17/25 DMW MCKCONSTRUCTION
2 03/10/25 DMW MCKCONSTRUCTION
3 04/23/25 DMW MCKCONSTRUCTION
04/23/25Exp. 03/31/27
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS THEY ARE ACTING UNDER THE DIRECTION
OF A LICENSED PROFESSIONAL ENGINEER,
TO ALTER THIS DOCUMENT.
3G-3
REVISION:SHEET NUMBER:
ISSUED FOR:
DRWNREV DESCRIPTION DES./QADATE
CC
T
-
M
O
B
I
L
E
N
A
T
I
O
N
A
L
A
N
T
E
N
N
A
A
M
E
N
D
M
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N
T
_20
2
4
-
1
2
-
3
1
T-MOBILE SITE NUMBER:
IE05397B
BU #: 824709
CROWN CASTLE SITE NAME:
IE397 MIHAI PINE
2401 EL MONTE AVENUE
ARCADIA, CA 91007
EXISTING 50'-0"
MONOPOLE
0 01/29/25 TMK MCKCONSTRUCTION
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
1 02/17/25 DMW MCKCONSTRUCTION
2 03/10/25 DMW MCKCONSTRUCTION
3 04/23/25 DMW MCKCONSTRUCTION
04/23/25Exp. 03/31/27
Crown Castle
2000 Corporate Drive
Canonsburg,PA 15317
(724)416-2000
Structural Analysis Report
T-Mobile Co-Locate
Site Number:IE05397B
Date: December 26, 2024
Subject:
Carrier Designation:
Crown Castle Designation:BU Number:824709
Site Name:IE397 Mihai Pine
JDE Job Number:2134046
Work Order Number:2351097
Order Number:689059 Rev.0
Engineering Firm Designation:Crown Castle Project Number:2351097
Site Data:2401 El Monte Avenue,Arcadia,Los Angeles County,CA
Latitude:34°6’40”Longitude:-118°2’18.72”
50.0 ft -Monopole Tower
Crown Castle is pleased to submit this “Structural Analysis Report”to determine the structural integrity of the
above-mentioned tower.
The purpose of the analysis is to determine acceptability of the tower stress level.Based on our analysis we
have determined the tower stress level for the structure and foundation,under the following load case,to be:
This analysis has been performed in accordance with the 2022 CBC based upon an ultimate 3-second gust wind
speed of 95 mph. Applicable Standard references and design criteria are listed in Section 2 – Analysis Criteria.
Structural analysis prepared by: Blake Jacobsen, EIT
Respectfully submitted by:
Rohit Soni, P.E.
Senior Project Engineer
LC5:Proposed Equipment Configuration Sufficient Capacity
Digitally signed by
Rohit Soni
Date: 2024.12.26
23:59:27 -05'00'
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 2
tnxTower Report –version 8.2.4.3
TABLE OF CONTENTS
1)INTRODUCTION
2)ANALYSIS CRITERIA
Table 1 -Proposed Equipment Configuration
3)ANALYSIS PROCEDURE
Table 2 -Documents Provided
3.1)Analysis Method
3.2)Assumptions
4)ANALYSIS RESULTS
Table 3 -Section Capacity (Summary)
Table 4 -Tower Component Stresses vs.Capacity -LC5
4.1)Recommendations
5)APPENDIX A
tnxTower Output
6)APPENDIX B
Base Level Drawing
7)APPENDIX C
Additional Calculations
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 3
tnxTower Report –version 8.2.4.3
1)INTRODUCTION
This tower is a 50.0 ft Monopole Tower designed by Larson Camouflage,and mapped by Paul J.Ford.
2)ANALYSIS CRITERIA
TIA-222 Revision:TIA-222-H
Risk Category:II
Wind Speed:95 mph
Exposure Category:B
Topographic Factor:1
Seismic Ss:1.917
Seismic S1:0.649
Service Wind Speed:60 mph
Table 1 -Proposed Equipment Configuration
3)ANALYSIS PROCEDURE
Table 2 -Documents Provided
3.1)Analysis Method
tnxTower (version 8.2.4.3),a commercially available analysis software package,was used to create a
three-dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A.When applicable,Crown Castle has
calculated and provided the effective area for panel antennas using approved methods following the
intent of the TIA-222 standard.
3.2)Assumptions
1)Tower and structures were maintained in accordance with the TIA-222 Standard.
2)The configuration of antennas,transmission cables,mounts and other appurtenances are as
specified in Table 1 and the referenced drawings.
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer Antenna Model
Number
of Feed
Lines
Feed
Line
Size (in)
47
48 3 ericsson AIR6449 B41_T-MOBILE_TIA
w/Mount Pipe
2 1-5/847
3 ericsson Radio 4480_TMOV2
3 rfs celwave
APXVAALL18_43-U-
NA20_TMO_TIA w/Mount
Pipe
1 tower mounts T-Arm Mount [TA 601-3]
46 3 ericsson RADIO 4460 B2/B25
B66_TMO
Document Reference Source
4-GEOTECHNICAL REPORTS 6458404 CCISITES
4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 3865296 CCISITES
4-TOWER MANUFACTURER DRAWINGS 3544926 CCISITES
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 4
tnxTower Report –version 8.2.4.3
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.
4)ANALYSIS RESULTS
Table 3 -Section Capacity (Summary)
Table 4 -Tower Component Stresses vs.Capacity -LC5
Notes:
1)See additional documentation in “Appendix C –Additional Calculations”for calculations supporting the %capacity
consumed
4.1)Recommendations
The tower and its foundation have sufficient capacity to carry the considered equipment configuration.
No modifications are required at this time.
Section
No.Elevation (ft)Component
Type Size Critical
Element P (K)SF*P_allow
(K)
%
Capacity
Pass/
Fail
L1 50 -0 Pole TP23.5x16x0.25 1 -9.68 1133.22 42.4 Pass
Summary
Pole (L1)42.4 Pass
RATING =42.4 Pass
Notes Component Elevation (ft)%Capacity Pass /Fail
1 Anchor Rods 0 45.7 Pass
1 Base Plate 0 43.5 Pass
1 Base Foundation (Structural)0 18.7 Pass
1 Base Foundation (Soil)0 32.6 Pass
Structure Rating (max from all components)=45.7%
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 5
tnxTower Report –version 8.2.4.3
APPENDIX A
TNXTOWER OUTPUT
Crown Castle
2000 Corporate Drive
Canonsburg, PA 15317
Phone: 724-416-200
FAX:
Job: BU# 824709
Project:
Client: Crown Castle Drawn by: jjacobsen App'd:
Code: TIA-222-H Date: 12/24/24 Scale: NTS
Path: C:\SAPI Work Area\824709\WO 2351097 - SA\Prod\824709.eri Dwg No. E-1
50.0 ft
0.0 ft
REACTIONS - 95 mph WIND
9 K
SHEAR
285 kip-ft
MOMENT
10 K
AXIAL
SEISMIC
5 K
SHEAR
204 kip-ft
MOMENT
12 K
AXIAL
ARE FACTORED
ALL REACTIONS
S
e
c
t
i
o
n
1
L
e
n
g
t
h
(
f
t
)
50
.
0
0
N
u
m
b
e
r
o
f
S
i
d
e
s
18
T
h
i
c
k
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s
s
(
i
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)
0.2
5
0
0
T
o
p
D
i
a
(
i
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16
.
0
0
0
0
B
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23
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0
0
G
r
a
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A5
7
2
-
6
5
W
e
i
g
h
t
(
K
)
2.6
2.6
MATERIAL STRENGTH
GRADE GRADEFy FyFu Fu
A572-65 65 ksi 80 ksi
TOWER DESIGN NOTES
1. Tower is located in Los Angeles County, California.
2. Tower designed for Exposure B to the TIA-222-H Standard.
3. Tower designed for a 95 mph basic wind in accordance with the TIA-222-H Standard.
4. Deflections are based upon a 60 mph wind.
5. Tower Risk Category II.
6. Topographic Category 1 with Crest Height of 0.00 ft
7. CCISeismic Note: Seismic loads generated by CCISeismic 4.0.2
8. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1
9. TOWER RATING: 42.4%
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 6
tnxTower Report –version 8.2.4.3
Tower Input Data
The tower is a monopole.
This tower is designed using the TIA-222-H standard.
The following design criteria apply:
Tower is located in Los Angeles County,California.
Tower base elevation above sea level:367.00 ft.
Basic wind speed of 95 mph.
Risk Category II.
Exposure Category B.
Simplified Topographic Factor Procedure for wind speed-up calculations is used.
Topographic Category:1.
Crest Height:0.00 ft.
Deflections calculated using a wind speed of 60 mph.
CCISeismic Note:Seismic loads generated by CCISeismic 4.0.2.
CCISeismic Note:Seismic calculations are in accordance with TIA-222-H-1.
A non-linear (P-delta)analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.
Tower analysis based on target reliabilities in accordance with Annex S.
Load Modification Factors used:Kes(Fw)=0.95,Kes(Ev and Eh)=1.0.
Maximum demand-capacity ratio is:1.05.
Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not
considered.
Options
Tapered Pole Section Geometry
Consider Moments -Legs Assume Legs Pinned Calculate Redundant Bracing Forces
Consider Moments -Horizontals √Assume Rigid Index Plate Ignore RedundantMembersin FEA
Consider Moments -Diagonals √Use ClearSpansFor Wind Area SR Leg Bolts Resist Compression
Use Moment Magnification Use ClearSpansFor KL/r AllLeg Panels Have Same Allowable
√Use Code Stress Ratios Retension Guys To Initial Tension Offset Girt At Foundation
√Use Code Safety Factors -Guys √Bypass Mast Stability Checks √Consider Feed LineTorque
Escalate Ice √Use Azimuth Dish Coefficients Include Angle BlockShear Check
Always Use Max Kz √Project Wind Area of Appurtenances Use TIA-222-H Bracing Resist.Exemption
Use Special WindProfile √AlternativeAppurt.EPA Calculation Use TIA-222-H TensionSplice Exemption
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles
LegBoltsAre AtTop OfSection Add IBC .6D+W Combination √Include Shear-Torsion Interaction
Secondary HorizontalBraces Leg √Sort Capacity Reports By Component Always Use Sub-CriticalFlow
Use Diamond Inner Bracing (4 Sided)Triangulate DiamondInner Bracing Use Top Mounted Sockets
SR Members Have Cut Ends Treat Feed Line Bundles AsCylinder √Pole Without Linear Attachments
SR Members AreConcentric IgnoreKL/ryFor 60 Deg.Angle Legs Pole With Shroud Or No Appurtenances
DistributeLeg Loads AsUniform Use ASCE 10 X-Brace Ly Rules OutsideandInside Corner Radii Are Known
Section Elevation
ft
Section
Length
ft
Splice
Length
ft
Number
of
Sides
Top
Diameter
in
Bottom
Diameter
in
Wall
Thickness
in
Bend
Radius
in
Pole Grade
L1 50.00-0.00 50.00 18 16.0000 23.5000 0.2500 1.0000 A572-65
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 7
tnxTower Report –version 8.2.4.3
Tapered Pole Properties
Feed Line/Linear Appurtenances -Entered As Round Or Flat
Feed Line/Linear Appurtenances -Entered As Area
Feed Line/Linear Appurtenances Section Areas
Section Elevation
ft
Section
Length
ft
Splice
Length
ft
Number
of
Sides
Top
Diameter
in
Bottom
Diameter
in
Wall
Thickness
in
Bend
Radius
in
Pole Grade
(65 ksi)
Section Tip Dia.
in
Area
in2
I
in4
r
in
C
in
I/C
in3
J
in4
It/Q
in2
w
in
w/t
L1 16.2083 12.4976 391.6752 5.5912 8.1280 48.1884 783.8657 6.2500 2.3760 9.504
23.8240 18.4489 1259.9498 8.2538 11.9380 105.5411 2521.5575 9.2262 3.6960 14.784
Tower
Elevation
ft
Gusset
Area
(per face)
ft2
Gusset
Thickness
in
Gusset Grade Adjust.Factor
Af
Adjust.
Factor
Ar
WeightMult.Double Angle
StitchBolt
Spacing
Diagonals
in
DoubleAngle
Stitch Bolt
Spacing
Horizontals
in
Double Angle
Stitch Bolt
Spacing
Redundants
in
L150.00-0.00 1 1 1
Description Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Component
Type
Placement
ft
Total
Number
Number
Per Row
Clear
Spacing
in
Width or
Diameter
in
Perimeter
in
Weight
klf
***
Description Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Component
Type
Placement
ft
Total
Number
CAAA
ft2/ft
Weight
klf
******
HB158-21U6S24-
xxM_TMO(1-5/8)
C No No Inside Pole 47.00 -0.00 2 NoIce 0.00 0.00
***
***
Tower
Section
Tower
Elevation
ft
Face AR
ft2
AF
ft2
CAAA
In Face
ft2
CAAA
Out Face
ft2
Weight
K
L1 50.00-0.00 A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.23
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 8
tnxTower Report –version 8.2.4.3
Feed Line Center of Pressure
Note:For polesections,centerof pressure calculations do not consider feed line shielding.
User Defined Loads -Seismic
Section Elevation
ft
CPX
in
CPZ
in
CPXIce
in
CPZIce
in
L1 50.00-0.00 0.0000 0.0000 0.0000 0.0000
Description Elevation
ft
Offset
From
Centroid
ft
Azimuth
Angle
°
Ev
K
Ehx
K
Ehz
K
Eh
K
CCISeismic Tower Section 1-1 45.00 0.00 0.0000 0.11 0.00 0.00 0.41
CCISeismic Tower Section 1-2 35.00 0.00 0.0000 0.12 0.00 0.00 0.32
CCISeismic Tower Section 1-3 25.00 0.00 0.0000 0.13 0.00 0.00 0.22
CCISeismic Tower Section 1-4 15.00 0.00 0.0000 0.14 0.00 0.00 0.12
CCISeismic Tower Section 1-5 5.00 0.00 0.0000 0.16 0.00 0.00 0.03
CCISeismic Branches @ 50'50.00 0.00 0.0000 0.03 0.00 0.00 0.14
CCISeismic Branches @ 41.3'41.30 0.00 0.0000 0.13 0.00 0.00 0.43
CCISeismic Branches @ 26.4'26.40 0.00 0.0000 0.55 0.00 0.00 0.97
CCISeismicericsson Radio
4480_TMOV2
47.00 0.00 0.0000 0.02 0.00 0.00 0.08
CCISeismicericsson Radio
4480_TMOV2
47.00 0.00 0.0000 0.02 0.00 0.00 0.08
CCISeismicericsson Radio
4480_TMOV2
47.00 0.00 0.0000 0.02 0.00 0.00 0.08
CCISeismic ericsson AIR6449
B41_T-MOBILE_TIA w/Mount
Pipe
47.00 0.00 0.0000 0.03 0.00 0.00 0.13
CCISeismic ericsson AIR6449
B41_T-MOBILE_TIA w/Mount
Pipe
47.00 0.00 0.0000 0.03 0.00 0.00 0.13
CCISeismic ericsson AIR6449
B41_T-MOBILE_TIA w/Mount
Pipe
47.00 0.00 0.0000 0.03 0.00 0.00 0.13
CCISeismic rfs celwave
APXVAALL18_43-U-
NA20_TMO_TIAw/Mount Pipe
47.00 0.00 0.0000 0.04 0.00 0.00 0.14
CCISeismic rfs celwave
APXVAALL18_43-U-
NA20_TMO_TIAw/Mount Pipe
47.00 0.00 0.0000 0.04 0.00 0.00 0.14
CCISeismic rfs celwave
APXVAALL18_43-U-
NA20_TMO_TIAw/Mount Pipe
47.00 0.00 0.0000 0.04 0.00 0.00 0.14
CCISeismic ericsson RADIO 4460
B2/B25 B66_TMO
47.00 0.00 0.0000 0.03 0.00 0.00 0.11
CCISeismic ericsson RADIO 4460
B2/B25 B66_TMO
47.00 0.00 0.0000 0.03 0.00 0.00 0.11
CCISeismic ericsson RADIO 4460
B2/B25 B66_TMO
47.00 0.00 0.0000 0.03 0.00 0.00 0.11
CCISeismic (3)tower mounts 6'x
2''Mount Pipe
47.00 0.00 0.0000 0.02 0.00 0.00 0.06
CCISeismic (3)tower mounts 6'x
2''Mount Pipe
47.00 0.00 0.0000 0.02 0.00 0.00 0.06
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 9
tnxTower Report –version 8.2.4.3
Discrete Tower Loads
Description Elevation
ft
Offset
From
Centroid
ft
Azimuth
Angle
°
Ev
K
Ehx
K
Ehz
K
Eh
K
CCISeismic (3)tower mounts 6'x
2''Mount Pipe
47.00 0.00 0.0000 0.02 0.00 0.00 0.06
CCISeismic tower mounts 4'x2''
Pipe Mount
47.00 0.00 0.0000 0.01 0.00 0.00 0.03
CCISeismic tower mounts 4'x2''
Pipe Mount
47.00 0.00 0.0000 0.01 0.00 0.00 0.03
CCISeismic tower mounts 4'x2''
Pipe Mount
47.00 0.00 0.0000 0.01 0.00 0.00 0.03
CCISeismic tower mounts T-Arm
Mount [TA 601-3]
47.00 0.00 0.0000 0.19 0.00 0.00 0.70
CCISeismic (2)rfscelwave
HB158-21U6S24-xxM_TMO(1-
5/8)From 0 to 47 (40ftto47ft)
43.50 0.00 0.0000 0.01 0.00 0.00 0.03
CCISeismic (2)rfscelwave
HB158-21U6S24-xxM_TMO(1-
5/8)From 0 to 47 (30ftto40ft)
35.00 0.00 0.0000 0.01 0.00 0.00 0.03
CCISeismic (2)rfscelwave
HB158-21U6S24-xxM_TMO(1-
5/8)From 0 to 47 (20ftto30ft)
25.00 0.00 0.0000 0.01 0.00 0.00 0.02
CCISeismic (2)rfscelwave
HB158-21U6S24-xxM_TMO(1-
5/8)From 0 to 47 (10ftto20ft)
15.00 0.00 0.0000 0.01 0.00 0.00 0.01
CCISeismic (2)rfs celwave
HB158-21U6S24-xxM_TMO(1-
5/8)From 0 to 47 (0ftto10ft)
5.00 0.00 0.0000 0.01 0.00 0.00 0.00
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
******
Branches @ 50'C None 0.0000 50.00
Branches @ 41.3'C None 0.0000 41.30
Branches @ 26.4'C None 0.0000 26.40
***47***
Radio4480_TMOV2 A From Leg 4.00
0.00
0.00
0.0000 47.00
Radio4480_TMOV2 B From Leg 4.00
0.00
0.00
0.0000 47.00
Radio4480_TMOV2 C From Leg 4.00
0.00
0.00
0.0000 47.00
AIR6449 B41_T-MOBILE_TIA
w/Mount Pipe
A From Leg 4.00
0.00
1.00
0.0000 47.00
AIR6449 B41_T-MOBILE_TIA
w/Mount Pipe
B From Leg 4.00
0.00
1.00
0.0000 47.00
AIR6449 B41_T-MOBILE_TIA
w/Mount Pipe
C From Leg 4.00
0.00
0.0000 47.00
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 10
tnxTower Report –version 8.2.4.3
Load Combinations
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
1.00
APXVAALL18_43-U-
NA20_TMO_TIAw/Mount
Pipe
A From Leg 4.00
0.00
0.00
0.0000 47.00
APXVAALL18_43-U-
NA20_TMO_TIAw/Mount
Pipe
B From Leg 4.00
0.00
0.00
0.0000 47.00
APXVAALL18_43-U-
NA20_TMO_TIAw/Mount
Pipe
C From Leg 4.00
0.00
0.00
0.0000 47.00
RADIO 4460 B2/B25
B66_TMO
A From Leg 4.00
0.00
-1.00
0.0000 47.00
RADIO 4460 B2/B25
B66_TMO
B From Leg 4.00
0.00
-1.00
0.0000 47.00
RADIO 4460 B2/B25
B66_TMO
C From Leg 4.00
0.00
-1.00
0.0000 47.00
(3)6'x 2''Mount Pipe A From Leg 4.00
0.00
0.00
0.0000 47.00
(3)6'x 2''Mount Pipe B From Leg 4.00
0.00
0.00
0.0000 47.00
(3)6'x 2''Mount Pipe C From Leg 4.00
0.00
0.00
0.0000 47.00
4'x2''Pipe Mount A From Leg 4.00
0.00
0.00
0.0000 47.00
4'x2''Pipe Mount B From Leg 4.00
0.00
0.00
0.0000 47.00
4'x2''Pipe Mount C From Leg 4.00
0.00
0.00
0.0000 47.00
T-Arm Mount [TA 601-3]C None 0.0000 47.00
***38***
******
******
******
******
******
Comb.
No.
Description
1 Dead Only
2 1.2 Dead+1.0 Wind 0 deg -No Ice
3 0.9 Dead+1.0 Wind 0 deg -No Ice
4 1.2 Dead+1.0 Wind 30 deg -No Ice
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 11
tnxTower Report –version 8.2.4.3
Maximum Member Forces
Comb.
No.
Description
5 0.9 Dead+1.0 Wind 30 deg -No Ice
6 1.2 Dead+1.0 Wind 60 deg -No Ice
7 0.9 Dead+1.0 Wind 60 deg -No Ice
8 1.2 Dead+1.0 Wind 90 deg -No Ice
9 0.9 Dead+1.0 Wind 90 deg -No Ice
10 1.2 Dead+1.0 Wind 120 deg -No Ice
11 0.9 Dead+1.0 Wind 120 deg -No Ice
12 1.2 Dead+1.0 Wind 150 deg -No Ice
13 0.9 Dead+1.0 Wind 150 deg -No Ice
14 1.2 Dead+1.0 Wind 180 deg -No Ice
15 0.9 Dead+1.0 Wind 180 deg -No Ice
16 1.2 Dead+1.0 Wind 210 deg -No Ice
17 0.9 Dead+1.0 Wind 210 deg -No Ice
18 1.2 Dead+1.0 Wind 240 deg -No Ice
19 0.9 Dead+1.0 Wind 240 deg -No Ice
20 1.2 Dead+1.0 Wind 270 deg -No Ice
21 0.9 Dead+1.0 Wind 270 deg -No Ice
22 1.2 Dead+1.0 Wind 300 deg -No Ice
23 0.9 Dead+1.0 Wind 300 deg -No Ice
24 1.2 Dead+1.0 Wind 330 deg -No Ice
25 0.9 Dead+1.0 Wind 330 deg -No Ice
26 Dead+Wind 0 deg -Service
27 Dead+Wind 30 deg -Service
28 Dead+Wind 60 deg -Service
29 Dead+Wind 90 deg -Service
30 Dead+Wind 120 deg -Service
31 Dead+Wind 150 deg -Service
32 Dead+Wind 180 deg -Service
33 Dead+Wind 210 deg -Service
34 Dead+Wind 240 deg -Service
35 Dead+Wind 270 deg -Service
36 Dead+Wind 300 deg -Service
37 Dead+Wind 330 deg -Service
38 1.2 Dead+1.0 Ev+1.0 Eh 0 deg
39 0.9 Dead-1.0 Ev+1.0Eh0 deg
40 1.2 Dead+1.0 Ev+1.0 Eh 30 deg
41 0.9 Dead-1.0 Ev+1.0Eh30 deg
42 1.2 Dead+1.0 Ev+1.0 Eh 60 deg
43 0.9 Dead-1.0 Ev+1.0Eh60 deg
44 1.2 Dead+1.0 Ev+1.0 Eh 90 deg
45 0.9 Dead-1.0 Ev+1.0Eh90 deg
46 1.2 Dead+1.0 Ev+1.0 Eh 120 deg
47 0.9 Dead-1.0 Ev+1.0Eh120 deg
48 1.2 Dead+1.0 Ev+1.0 Eh 150 deg
49 0.9 Dead-1.0 Ev+1.0Eh150 deg
50 1.2 Dead+1.0 Ev+1.0 Eh 180 deg
51 0.9 Dead-1.0 Ev+1.0Eh180 deg
52 1.2 Dead+1.0 Ev+1.0 Eh 210 deg
53 0.9 Dead-1.0 Ev+1.0Eh210 deg
54 1.2 Dead+1.0 Ev+1.0 Eh 240 deg
55 0.9 Dead-1.0 Ev+1.0Eh240 deg
56 1.2 Dead+1.0 Ev+1.0 Eh 270 deg
57 0.9 Dead-1.0 Ev+1.0Eh270 deg
58 1.2 Dead+1.0 Ev+1.0 Eh 300 deg
59 0.9 Dead-1.0 Ev+1.0Eh300 deg
60 1.2 Dead+1.0 Ev+1.0 Eh 330 deg
61 0.9 Dead-1.0 Ev+1.0Eh330 deg
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 12
tnxTower Report –version 8.2.4.3
Maximum Reactions
Tower Mast Reaction Summary
Section
No.
Elevation
ft
Component
Type
Condition Gov.
Load
Comb.
Axial
K
MajorAxis
Moment
kip-ft
Minor Axis
Moment
kip-ft
L1 50 -0 Pole Max Tension 1 0.00 0.00 0.00
Max.Compression 50 -11.75 0.00 -203.83
Max.Mx 8 -9.68 -284.79 0.00
Max.My 2 -9.68 0.00 284.79
Max.Vy 8 8.63 -284.79 0.00
Max.Vx 2 -8.63 0.00 284.79
Max.Torque 16 -0.00
Location Condition Gov.
Load
Comb.
Vertical
K
Horizontal,X
K
Horizontal,Z
K
Pole Max.Vert 50 11.75 0.00 -5.04
Max.Hx 21 7.27 8.62 0.00
Max.Hz 3 7.27 0.00 8.62
Max.Mx 2 284.79 0.00 8.62
Max.Mz 8 284.79 -8.62 0.00
Max.Torsion 12 0.00 -4.31 -7.46
Min.Vert 43 5.20 -4.37 2.52
Min.Hx 9 7.27 -8.62 0.00
Min.Hz 15 7.27 0.00 -8.62
Min.Mx 14 -284.79 0.00 -8.62
Min.Mz 20 -284.79 8.62 0.00
Min.Torsion 16 -0.00 4.31 -7.46
Load
Combination
Vertical
K
Shearx
K
Shearz
K
Overturning
Moment,Mxkip-ft
Overturning
Moment,Mzkip-ft
Torque
kip-ft
Dead Only 8.07 0.00 0.00 0.00 0.00 0.00
1.2 Dead+1.0 Wind 0 deg -No
Ice
9.69 0.00 -8.62 -284.79 0.00 0.00
0.9 Dead+1.0 Wind 0 deg -No
Ice
7.27 0.00 -8.62 -283.50 0.00 0.00
1.2 Dead+1.0 Wind 30 deg -No
Ice
9.69 4.31 -7.46 -246.63 -142.39 0.00
0.9 Dead+1.0 Wind 30 deg -No
Ice
7.27 4.31 -7.46 -245.52 -141.75 0.00
1.2 Dead+1.0 Wind 60 deg -No
Ice
9.69 7.46 -4.31 -142.39 -246.63 -0.00
0.9 Dead+1.0 Wind 60 deg -No
Ice
7.27 7.46 -4.31 -141.75 -245.52 -0.00
1.2 Dead+1.0 Wind 90 deg -No
Ice
9.69 8.62 0.00 0.00 -284.79 0.00
0.9 Dead+1.0 Wind 90 deg -No
Ice
7.27 8.62 0.00 0.00 -283.50 0.00
1.2 Dead+1.0 Wind 120 deg -
No Ice
9.69 7.46 4.31 142.39 -246.63 0.00
0.9 Dead+1.0 Wind 120 deg -
No Ice
7.27 7.46 4.31 141.75 -245.52 0.00
1.2 Dead+1.0 Wind 150 deg -
No Ice
9.69 4.31 7.46 246.63 -142.39 -0.00
0.9 Dead+1.0 Wind 150 deg -7.27 4.31 7.46 245.52 -141.75 -0.00
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 13
tnxTower Report –version 8.2.4.3
Load
Combination
Vertical
K
Shearx
K
Shearz
K
Overturning
Moment,Mx
kip-ft
Overturning
Moment,Mz
kip-ft
Torque
kip-ft
No Ice
1.2 Dead+1.0 Wind 180 deg -
No Ice
9.69 0.00 8.62 284.79 0.00 0.00
0.9 Dead+1.0 Wind 180 deg -
No Ice
7.27 0.00 8.62 283.50 0.00 0.00
1.2 Dead+1.0 Wind 210 deg -
No Ice
9.69 -4.31 7.46 246.63 142.39 0.00
0.9 Dead+1.0 Wind 210 deg -
No Ice
7.27 -4.31 7.46 245.52 141.75 0.00
1.2 Dead+1.0 Wind 240 deg -
No Ice
9.69 -7.46 4.31 142.39 246.63 -0.00
0.9 Dead+1.0 Wind 240 deg -
No Ice
7.27 -7.46 4.31 141.75 245.52 -0.00
1.2 Dead+1.0 Wind 270 deg -
No Ice
9.69 -8.62 0.00 0.00 284.79 0.00
0.9 Dead+1.0 Wind 270 deg -
No Ice
7.27 -8.62 0.00 0.00 283.50 0.00
1.2 Dead+1.0 Wind 300 deg -
No Ice
9.69 -7.46 -4.31 -142.39 246.63 0.00
0.9 Dead+1.0 Wind 300 deg -
No Ice
7.27 -7.46 -4.31 -141.75 245.52 0.00
1.2 Dead+1.0 Wind 330 deg -
No Ice
9.69 -4.31 -7.46 -246.63 142.39 -0.00
0.9 Dead+1.0 Wind 330 deg -
No Ice
7.27 -4.31 -7.46 -245.52 141.75 -0.00
Dead+Wind 0 deg -Service 8.07 0.00 -3.24 -106.68 0.00 0.00
Dead+Wind 30 deg -Service 8.07 1.62 -2.80 -92.39 -53.34 0.00
Dead+Wind 60 deg -Service 8.07 2.80 -1.62 -53.34 -92.39 0.00
Dead+Wind 90 deg -Service 8.07 3.24 0.00 0.00 -106.68 0.00
Dead+Wind 120 deg -Service 8.07 2.80 1.62 53.34 -92.39 0.00
Dead+Wind 150 deg -Service 8.07 1.62 2.80 92.39 -53.34 0.00
Dead+Wind 180 deg -Service 8.07 0.00 3.24 106.68 0.00 0.00
Dead+Wind 210 deg -Service 8.07 -1.62 2.80 92.39 53.34 0.00
Dead+Wind 240 deg -Service 8.07 -2.80 1.62 53.34 92.39 0.00
Dead+Wind 270 deg -Service 8.07 -3.24 0.00 0.00 106.68 0.00
Dead+Wind 300 deg -Service 8.07 -2.80 -1.62 -53.34 92.39 0.00
Dead+Wind 330 deg -Service 8.07 -1.62 -2.80 -92.39 53.34 0.00
1.2 Dead+1.0 Ev+1.0 Eh 0 deg 11.75 0.00 -5.04 -203.83 0.00 0.00
0.9 Dead-1.0 Ev+1.0Eh0 deg 5.20 0.00 -5.04 -201.05 0.00 0.00
1.2 Dead+1.0 Ev+1.0 Eh 30 deg 11.75 2.52 -4.37 -176.52 -101.91 0.00
0.9 Dead-1.0 Ev+1.0Eh30 deg 5.20 2.52 -4.37 -174.12 -100.53 0.00
1.2 Dead+1.0 Ev+1.0 Eh 60 deg 11.75 4.37 -2.52 -101.91 -176.52 -0.00
0.9 Dead-1.0 Ev+1.0Eh60 deg 5.20 4.37 -2.52 -100.53 -174.12 -0.00
1.2 Dead+1.0 Ev+1.0 Eh 90 deg 11.75 5.04 0.00 0.00 -203.83 0.00
0.9 Dead-1.0 Ev+1.0Eh90 deg 5.20 5.04 0.00 0.00 -201.05 0.00
1.2 Dead+1.0 Ev+1.0 Eh 120 deg 11.75 4.37 2.52 101.91 -176.52 0.00
0.9 Dead-1.0 Ev+1.0Eh120 deg 5.20 4.37 2.52 100.53 -174.12 0.00
1.2 Dead+1.0 Ev+1.0 Eh 150 deg 11.75 2.52 4.37 176.52 -101.91 -0.00
0.9 Dead-1.0 Ev+1.0Eh150 deg 5.20 2.52 4.37 174.12 -100.53 -0.00
1.2 Dead+1.0 Ev+1.0 Eh 180 deg 11.75 0.00 5.04 203.83 0.00 0.00
0.9 Dead-1.0 Ev+1.0Eh180 deg 5.20 0.00 5.04 201.05 0.00 0.00
1.2 Dead+1.0 Ev+1.0 Eh 210 deg 11.75 -2.52 4.37 176.52 101.91 0.00
0.9 Dead-1.0 Ev+1.0Eh210 deg 5.20 -2.52 4.37 174.12 100.53 0.00
1.2 Dead+1.0 Ev+1.0 Eh 240 deg 11.75 -4.37 2.52 101.91 176.52 -0.00
0.9 Dead-1.0 Ev+1.0Eh240 deg 5.20 -4.37 2.52 100.53 174.12 -0.00
1.2 Dead+1.0 Ev+1.0 Eh 270 deg 11.75 -5.04 0.00 0.00 203.83 0.00
0.9 Dead-1.0 Ev+1.0Eh270 deg 5.20 -5.04 0.00 0.00 201.05 0.00
1.2 Dead+1.0 Ev+1.0 Eh 300 deg 11.75 -4.37 -2.52 -101.91 176.52 0.00
0.9 Dead-1.0 Ev+1.0Eh300 deg 5.20 -4.37 -2.52 -100.53 174.12 0.00
1.2 Dead+1.0 Ev+1.0 Eh 330 deg 11.75 -2.52 -4.37 -176.52 101.91 -0.00
0.9 Dead-1.0 Ev+1.0Eh330 deg 5.20 -2.52 -4.37 -174.12 100.53 -0.00
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 14
tnxTower Report –version 8.2.4.3
Solution Summary
Load
Comb.
Sum of AppliedForces Sum of Reactions
%ErrorPX
K
PY
K
PZ
K
PX
K
PY
K
PZ
K
1 0.00 -8.07 0.00 0.00 8.07 0.00 0.000%
2 0.00 -9.69 -8.62 0.00 9.69 8.62 0.000%
3 0.00 -7.27 -8.62 0.00 7.27 8.62 0.000%
4 4.31 -9.69 -7.46 -4.31 9.69 7.46 0.000%
5 4.31 -7.27 -7.46 -4.31 7.27 7.46 0.000%
6 7.46 -9.69 -4.31 -7.46 9.69 4.31 0.000%
7 7.46 -7.27 -4.31 -7.46 7.27 4.31 0.000%
8 8.62 -9.69 0.00 -8.62 9.69 0.00 0.000%
9 8.62 -7.27 0.00 -8.62 7.27 0.00 0.000%
10 7.46 -9.69 4.31 -7.46 9.69 -4.31 0.000%
11 7.46 -7.27 4.31 -7.46 7.27 -4.31 0.000%
12 4.31 -9.69 7.46 -4.31 9.69 -7.46 0.000%
13 4.31 -7.27 7.46 -4.31 7.27 -7.46 0.000%
14 0.00 -9.69 8.62 0.00 9.69 -8.62 0.000%
15 0.00 -7.27 8.62 0.00 7.27 -8.62 0.000%
16 -4.31 -9.69 7.46 4.31 9.69 -7.46 0.000%
17 -4.31 -7.27 7.46 4.31 7.27 -7.46 0.000%
18 -7.46 -9.69 4.31 7.46 9.69 -4.31 0.000%
19 -7.46 -7.27 4.31 7.46 7.27 -4.31 0.000%
20 -8.62 -9.69 0.00 8.62 9.69 0.00 0.000%
21 -8.62 -7.27 0.00 8.62 7.27 0.00 0.000%
22 -7.46 -9.69 -4.31 7.46 9.69 4.31 0.000%
23 -7.46 -7.27 -4.31 7.46 7.27 4.31 0.000%
24 -4.31 -9.69 -7.46 4.31 9.69 7.46 0.000%
25 -4.31 -7.27 -7.46 4.31 7.27 7.46 0.000%
26 0.00 -8.07 -3.24 0.00 8.07 3.24 0.000%
27 1.62 -8.07 -2.80 -1.62 8.07 2.80 0.000%
28 2.80 -8.07 -1.62 -2.80 8.07 1.62 0.000%
29 3.24 -8.07 0.00 -3.24 8.07 0.00 0.000%
30 2.80 -8.07 1.62 -2.80 8.07 -1.62 0.000%
31 1.62 -8.07 2.80 -1.62 8.07 -2.80 0.000%
32 0.00 -8.07 3.24 0.00 8.07 -3.24 0.000%
33 -1.62 -8.07 2.80 1.62 8.07 -2.80 0.000%
34 -2.80 -8.07 1.62 2.80 8.07 -1.62 0.000%
35 -3.24 -8.07 0.00 3.24 8.07 0.00 0.000%
36 -2.80 -8.07 -1.62 2.80 8.07 1.62 0.000%
37 -1.62 -8.07 -2.80 1.62 8.07 2.80 0.000%
38 0.00 -11.75 -5.04 0.00 11.75 5.04 0.000%
39 0.00 -5.20 -5.04 0.00 5.20 5.04 0.000%
40 2.52 -11.75 -4.37 -2.52 11.75 4.37 0.000%
41 2.52 -5.20 -4.37 -2.52 5.20 4.37 0.000%
42 4.37 -11.75 -2.52 -4.37 11.75 2.52 0.000%
43 4.37 -5.20 -2.52 -4.37 5.20 2.52 0.000%
44 5.04 -11.75 0.00 -5.04 11.75 0.00 0.000%
45 5.04 -5.20 0.00 -5.04 5.20 0.00 0.000%
46 4.37 -11.75 2.52 -4.37 11.75 -2.52 0.000%
47 4.37 -5.20 2.52 -4.37 5.20 -2.52 0.000%
48 2.52 -11.75 4.37 -2.52 11.75 -4.37 0.000%
49 2.52 -5.20 4.37 -2.52 5.20 -4.37 0.000%
50 0.00 -11.75 5.04 0.00 11.75 -5.04 0.000%
51 0.00 -5.20 5.04 0.00 5.20 -5.04 0.000%
52 -2.52 -11.75 4.37 2.52 11.75 -4.37 0.000%
53 -2.52 -5.20 4.37 2.52 5.20 -4.37 0.000%
54 -4.37 -11.75 2.52 4.37 11.75 -2.52 0.000%
55 -4.37 -5.20 2.52 4.37 5.20 -2.52 0.000%
56 -5.04 -11.75 0.00 5.04 11.75 0.00 0.000%
57 -5.04 -5.20 0.00 5.04 5.20 0.00 0.000%
58 -4.37 -11.75 -2.52 4.37 11.75 2.52 0.000%
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 15
tnxTower Report –version 8.2.4.3
Non-Linear Convergence Results
Load
Comb.
Sum of AppliedForces Sum of Reactions
%ErrorPX
K
PY
K
PZ
K
PX
K
PY
K
PZ
K
59 -4.37 -5.20 -2.52 4.37 5.20 2.52 0.000%
60 -2.52 -11.75 -4.37 2.52 11.75 4.37 0.000%
61 -2.52 -5.20 -4.37 2.52 5.20 4.37 0.000%
Load
Combination
Converged?Number
of Cycles
Displacement
Tolerance
Force
Tolerance
1 Yes 4 0.00000001 0.00000001
2 Yes 4 0.00000001 0.00000001
3 Yes 4 0.00000001 0.00000001
4 Yes 4 0.00000001 0.00006877
5 Yes 4 0.00000001 0.00004390
6 Yes 4 0.00000001 0.00006877
7 Yes 4 0.00000001 0.00004390
8 Yes 4 0.00000001 0.00000001
9 Yes 4 0.00000001 0.00000001
10 Yes 4 0.00000001 0.00006877
11 Yes 4 0.00000001 0.00004390
12 Yes 4 0.00000001 0.00006877
13 Yes 4 0.00000001 0.00004390
14 Yes 4 0.00000001 0.00000001
15 Yes 4 0.00000001 0.00000001
16 Yes 4 0.00000001 0.00006877
17 Yes 4 0.00000001 0.00004390
18 Yes 4 0.00000001 0.00006877
19 Yes 4 0.00000001 0.00004390
20 Yes 4 0.00000001 0.00000001
21 Yes 4 0.00000001 0.00000001
22 Yes 4 0.00000001 0.00006877
23 Yes 4 0.00000001 0.00004390
24 Yes 4 0.00000001 0.00006877
25 Yes 4 0.00000001 0.00004390
26 Yes 4 0.00000001 0.00000001
27 Yes 4 0.00000001 0.00000001
28 Yes 4 0.00000001 0.00000001
29 Yes 4 0.00000001 0.00000001
30 Yes 4 0.00000001 0.00000001
31 Yes 4 0.00000001 0.00000001
32 Yes 4 0.00000001 0.00000001
33 Yes 4 0.00000001 0.00000001
34 Yes 4 0.00000001 0.00000001
35 Yes 4 0.00000001 0.00000001
36 Yes 4 0.00000001 0.00000001
37 Yes 4 0.00000001 0.00000001
38 Yes 4 0.00000001 0.00000001
39 Yes 4 0.00000001 0.00000001
40 Yes 4 0.00000001 0.00005884
41 Yes 4 0.00000001 0.00000001
42 Yes 4 0.00000001 0.00005884
43 Yes 4 0.00000001 0.00000001
44 Yes 4 0.00000001 0.00000001
45 Yes 4 0.00000001 0.00000001
46 Yes 4 0.00000001 0.00005884
47 Yes 4 0.00000001 0.00000001
48 Yes 4 0.00000001 0.00005884
49 Yes 4 0.00000001 0.00000001
50 Yes 4 0.00000001 0.00000001
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 16
tnxTower Report –version 8.2.4.3
Maximum Tower Deflections -Service Wind
Critical Deflections and Radius of Curvature -Service Wind
Maximum Tower Deflections -Design Wind
Critical Deflections and Radius of Curvature -Design Wind
51 Yes 4 0.00000001 0.00000001
52 Yes 4 0.00000001 0.00005884
53 Yes 4 0.00000001 0.00000001
54 Yes 4 0.00000001 0.00005884
55 Yes 4 0.00000001 0.00000001
56 Yes 4 0.00000001 0.00000001
57 Yes 4 0.00000001 0.00000001
58 Yes 4 0.00000001 0.00005884
59 Yes 4 0.00000001 0.00000001
60 Yes 4 0.00000001 0.00005884
61 Yes 4 0.00000001 0.00000001
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 50 -0 4.225 29 0.5802 0.0000
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
50.00 Branches@50'29 4.225 0.5802 0.0000 Inf
47.00 Radio 4480_TMOV2 29 3.971 0.5454 0.0000 Inf
45.00 CCISeismic Tower Section 1 -1 29 3.802 0.5222 0.0000 Inf
43.50 CCISeismic (2)rfs celwave HB158-
21U6S24-xxM_TMO(1-5/8)From 0
to 47(40ft to47ft)
29 3.675 0.5048 0.0000 Inf
41.30 Branches@41.3'29 3.490 0.4792 0.0000 Inf
35.00 CCISeismic Tower Section 1 -2 29 2.957 0.4061 0.0000 Inf
26.40 Branches@26.4'29 2.231 0.3063 0.0000 Inf
25.00 CCISeismic Tower Section 1 -3 29 2.112 0.2901 0.0000 Inf
15.00 CCISeismic Tower Section 1 -4 29 1.267 0.1741 0.0000 Inf
5.00 CCISeismic Tower Section 1 -5 29 0.422 0.0580 0.0000 Inf
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 50 -0 11.289 2 1.5511 0.0000
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 17
tnxTower Report –version 8.2.4.3
Compression Checks
Pole Design Data
Pole Bending Design Data
Pole Shear Design Data
Pole Interaction Design Data
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
50.00 Branches@50'2 11.289 1.5511 0.0000 Inf
47.00 Radio 4480_TMOV2 2 10.612 1.4580 0.0000 Inf
45.00 CCISeismic Tower Section 1 -1 2 10.160 1.3960 0.0000 Inf
43.50 CCISeismic (2)rfs celwave HB158-
21U6S24-xxM_TMO(1-5/8)From 0
to 47(40ft to47ft)
2 9.822 1.3494 0.0000 Inf
41.30 Branches@41.3'2 9.325 1.2812 0.0000 Inf
35.00 CCISeismic Tower Section 1 -2 2 7.902 1.0858 0.0000 Inf
26.40 Branches@26.4'2 5.961 0.8190 0.0000 Inf
25.00 CCISeismic Tower Section 1 -3 2 5.645 0.7755 0.0000 Inf
15.00 CCISeismic Tower Section 1 -4 2 3.387 0.4653 0.0000 Inf
5.00 CCISeismic Tower Section 1 -5 2 1.129 0.1551 0.0000 Inf
Section
No.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
fPn
K
Ratio
Pu
fPn
L1 50 -0 (1)TP23.5x16x0.25 50.00 0.00 0.0 18.4489 -9.68 1079.26 0.009
Section
No.
Elevation
ft
Size Mux
kip-ft
fMnx
kip-ft
Ratio
Mux
fMnx
Muy
kip-ft
fMny
kip-ft
Ratio
Muy
fMny
L1 50 -0 (1)TP23.5x16x0.25 284.79 653.43 0.436 0.00 653.43 0.000
Section
No.
Elevation
ft
Size Actual
Vu
K
fVn
K
Ratio
Vu
fVn
Actual
Tu
kip-ft
fTn
kip-ft
Ratio
Tu
fTn
L1 50 -0 (1)TP23.5x16x0.25 8.63 323.78 0.027 0.00 659.25 0.000
Section
No.
Elevation
ft
Ratio
Pu
fPn
Ratio
Mux
fMnx
Ratio
Muy
fMny
Ratio
Vu
fVn
Ratio
Tu
fTn
Comb.
Stress
Ratio
Allow.
Stress
Ratio
Criteria
L1 50 -0 (1)0.009 0.436 0.000 0.027 0.000 0.446 1.050
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 18
tnxTower Report –version 8.2.4.3
Section Capacity Table
Section
No.
Elevation
ft
Ratio
Pu
fPn
Ratio
Mux
fMnx
Ratio
Muy
fMny
Ratio
Vu
fVn
Ratio
Tu
fTn
Comb.
Stress
Ratio
Allow.
Stress
Ratio
Criteria
Section
No.
Elevation
ft
Component
Type
Size Critical
Element
P
K
øPallowK
%
Capacity
Pass
Fail
L1 50 -0 Pole TP23.5x16x0.25 1 -9.68 1133.22 42.4 Pass
Summary
Pole (L1)42.4 Pass
RATING =42.4 Pass
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 19
tnxTower Report –version 8.2.4.3
APPENDIX B
BASE LEVEL DRAWING
50.0 ft Monopole Tower Structural Analysis December 24,2024
Project Number 2351097,Order 689059,Revision 0 CCI BU No.824709
Page 20
tnxTower Report –version 8.2.4.3
APPENDIX C
ADDITIONAL CALCULATIONS
Monopole Base Plate Connection
*TIA-222-H Section 15.5 Applied
#VALUE!
Anchor Rod Data Anchor Rod Summary (units of kips, kip-in)
(4) 2-1/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 30.5" BC Pu_t = 109.38 φPn_t = 243.75 Stress Rating
Vu = 2.16 φVn = 149.1 42.7%
Base Plate Data Mu = n/a φMn = n/a Pass
36.5" OD x 2" Plate (A572-50; Fy=50 ksi, Fu=65 ksi)
Base Plate Summary
Stiffener Data Max Stress (ksi):20.56 (Flexural)
N/A Allowable Stress (ksi):45
Stress Rating:43.5%Pass
Pole Data
23.5" x 0.25" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi)
Analysis ResultsConnection Properties
Iar (in) 0.5
Moment (kip-ft) 284.79
Axial Force (kips) 9.68
Shear Force (kips) 8.63
Moment (kip-ft)
Axial Force (kips)
Shear Force (kips)
0.00
BU # 824709
Applied Loads
Site Name IE397 Mihal Pine
Order # 689059 REV. 0
Analysis Considerations
Site Info
TIA-222 Revision H
Grout Considered:No
9.68
8.63
Adjusted Pole Reactions
Show image?
Plate Dia.
Shaft Dia.
Pole Shape
Plate Type:
Plate Geometry:
Plate Quantity
Plate Dia. 2
Shaft Dia. 2
Analysis Date: 12/24/2024CCIplate - Version 5.0.2
Monopole Base Plate Connection - Seismic
*TIA-222-H Section 15.5 Applied
*1.5 Overstrength Factor Applied
#VALUE!
Anchor Rod Data Anchor Rod Summary (units of kips, kip-in)
(4) 2-1/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 30.5" BC Pu_t = 117.09 φPn_t = 243.75 Stress Rating
Vu = 1.89 φVn = 149.1 45.7%
Base Plate Data Mu = n/a φMn = n/a Pass
36.5" OD x 2" Plate (A572-50; Fy=50 ksi, Fu=65 ksi)
Base Plate Summary
Stiffener Data Max Stress (ksi):14.93 (Flexural)
N/A Allowable Stress (ksi):45
Stress Rating:31.6%Pass
Pole Data
23.5" x 0.25" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi)
Site Info
BU # 824709
Site Name IE397 Mihal Pine
Moment (kip-ft) 203.83
Order # 689059 REV. 0
Analysis Considerations
TIA-222 Revision H
Grout Considered:No
Iar (in) 0.5
Applied Loads
Analysis Results
Axial Force (kips) 11.75
Shear Force (kips) 5.04
Adjusted Pole Reactions
Moment (kip-ft) 0.00
Axial Force (kips) 11.75
Shear Force (kips) 5.04
Connection Properties
Show image?
Plate Dia.
Shaft Dia.
Pole Shape
Plate Type:
Plate Geometry:
Plate Quantity
Plate Dia. 2
Shaft Dia. 2
Analysis Date: 12/24/2024CCIplate - Version 5.0.2
Report File:
TIA-222 Revison:
Tower Type:Check Pier Capacity only at location of Max Moment?No
Location:
Soil Lateral Check Compression Uplift
Comp.Uplift 6.58 -
284.79 7.60 -
9.69 330.86 -
8.62 16.7%-
Soil Vertical Check Compression Uplift Go to Soil Calculations
154.45 -
3 ksi 85.53 -
60 ksi 72.45 -
40 ksi 239.98 -
82.14 -
32.6%-
20 ft Reinforced Concrete Flexure Compression Uplift
0.5 ft 6.42 -
330.81 -
1684.96 -
5 ft 18.7%-
27 12 Reinforced Concrete Shear Compression Uplift
10 15.22 -
4 in 50.88 -
4 319.01 -
8 in 15.2%-
in
*Rating per TIA-222-H Section 15.5
N/A # of Layers 6
121
FALSE 1 0 2.5 2.5 122.591 150 0 0 0.000 0.000 0.00 0.00
FALSE 2 2.5 3 0.5 122.591 150 0 23 0.402 0.402 14
FALSE 3 3 5 2 127.514 150 0 23 0.569 0.569 14
FALSE 4 5 10 5 129.154 150 0 23 0.214 0.214 3
FALSE 5 10 15 5 118.01 150 0 23 1.066 1.066 10
FALSE 6 15 20 5 118.231 150 0 23 1.075 1.075 5.808 8
Shear Force (kips)Rating*
Utilize Shear-Friction Methodology:
Check Limitation
Override Critical Depth:
Check Shear along Depth of Pier:
N/A
Design Options
Input Effective Depths (else Actual):
Apply TIA-222-H Section 15.5:Monopole
Monopole
Analysis Results
Applied Loads
Dv=0 (ft from TOC)
Soil Safety FactorMoment (kip-ft)
Max Moment (kip-ft)Axial Force (kips)
Consider non-tapered moment capacity:
Drilled Pier Foundation
BU # :824709
C:\SAPI Work Area\824709\WO 2351097 - SA\Prod\824709.eri.XMLOUT.xmlIE397 Mihal PineSite Name:
689059 REV. 0Order Number:
H
Rebar Size Critical Depth (ft from TOC)
Clear Cover to Ties Critical Shear (kip)
Critical Shear CapacityTie Size
Rating*Tie Spacing
Rebar 2, Fy
Override
(ksi)
Rebar 3, Fy
Override
(ksi)
Material Properties Skin Friction (kips)
Concrete Strength, f'c:End Bearing (kips)
Rebar Strength, Fy:Weight of Concrete (kips)
Tie Yield Strength, Fyt:Total Capacity (kips)
Axial (kips)
Pier Design Data Rating*
Depth
Ext. Above Grade Critical Depth (ft from TOC)
Critical Moment (kip-ft)Pier Section 1
From 0.5' above grade to 20' below grade Critical Moment Capacity
Pier Diameter Rating*
Rebar Quantity
Rebar Quantity
Structural Foundation Rating*Rebar Size 18.7%
Rebar Cage Diameter Soil Interaction Rating*32.6%
Layer Soil TypeTop
(ft)
Cohesionless
Soil Profile
Groundwater Depth
SPT Blow
Count
Ult. Gross
Bearing
Capacity
(ksf)
Ultimate Skin
Friction Uplift
Override (ksf)
Ultimate Skin
Friction Comp
Override
(ksf)
Calculated
Ultimate Skin
Friction Uplift
(ksf)
Calculated
Ultimate Skin
Friction Comp
(ksf)
Angle of
Friction
(degrees)
γconcrete
(pcf)
γsoil
(pcf)
Cohesion
(ksf)Bottom (ft)Thickness
(ft)
Cohesionless
Cohesionless
Cohesionless
Cohesionless
Cohesionless
Rebar & Pier Options
Embedded Pole Inputs
Belled Pier Inputs
Version 6.3.6
BU:824709 Structure:A
WO:2351097
Order:Rev:
Decimal Degrees Deg Min Sec
###Lat:34.111111 +34 6 40.00
###Long:-118.038533 -118 2 18.72
Seismic Design Code:TIA-222-H-1
###Site Soil:D (Determined)Stiff Soil
Risk Category:II
###USGS Seismic Reference SS:1.9170 g
###S1:0.6490 g
TL:8 s
1
Importance Factor, Ie:1
Acceleration-based site coefficient, Fa:1.0000
Velocity-based site coefficient, Fv:1.7000
Design spectral response acceleration short period, SDS:1.2780 g
Design spectral response acceleration 1 s period, SD1:0.7355 g
Ts:0.5755
Seismic Design Category Based on SDS:D
Seismic Design Category Based on SD1:D
Seismic Design Category Based on S1:N/A
Controlling Seismic Design Category:D
Location
Code and Site Parameters
Seismic Design Category Determination
CCISeismic 4.0.2 Page 1 Analysis Date: 12/24/2024
BU:824709 Structure:A
WO:2351097
Order:Rev:
Tower Type:Tapered Monopole
Height, h:50 ft
###Effective Seismic Weight, W:8.07 kips
Amplification Factor, As:1.0 2.7.8.1
###Response Modification Factor, R:1.5
###1.178005969
Discrete Appurtenance Weight in Top 1/3 of Structure, Wu:3.036 kips
WL:5.03650672 kips
E:29000.0 ksi
g:386.088 in/s2
Average Moment of Inertia, Iavg:772.8587827 in4
Fa:0.848892133 hz
Approximate Fundamental Period Monopole, Ta:1.1780 s 2.7.7.1.3.3
Seismic Response Coefficient, Cs 0.6244 Table 2-12 Note 3
Seismic Response Coefficient Max 1, Csmax N/A
Seismic Response Coefficient Max 2, Csmax N/A
Seismic Response Coefficient Min 1, Csmin 0.0562 2.7.7.1.1
Seismic Response Coefficient Min 2, Csmin 0.3461 2.7.7.1.1
Controlling Seismic Response Coefficient, Csc 0.6244
Seismic Base Shear, V 5.040 kips 2.7.7.1.1
Period Related Exponent, k:1.339
Sum of wihi
k 900.20
###
Tower Details
Seismic Base Shear
Vertical Distribution Factors
CCISeismic 4.0.2 Page 2 Analysis Date: 12/24/2024
Section
Number Length Top Height Mid Height, hx
Section
Weight, wx
wxhxk Cvx Fxh Fxv
1 - 1 10.00 50.00 45.00 0.4455 72.86 0.0809 0.4080 0.1139
1 - 2 10.00 40.00 35.00 0.4860 56.77 0.0631 0.3179 0.1242
1 - 3 10.00 30.00 25.00 0.5265 39.20 0.0435 0.2195 0.1346
1 - 4 10.00 20.00 15.00 0.5670 21.30 0.0237 0.1193 0.1449
1 - 5 10.00 10.00 5.00 0.6075 5.24 0.0058 0.0293 0.1553
Sum 2.6325 195.37
Tower Section Loads
CCISeismic 4.0.2 Page 3 Analysis Date: 12/24/2024
Name hx wx wxhxk Cvx Fxh Fxv
Branches @ 50'50.00 0.1330 25.05 0.0278 0.1402 0.0340
Branches @ 41.3'41.30 0.5270 76.84 0.0854 0.4302 0.1347
Branches @ 26.4'26.40 2.1690 173.70 0.1930 0.9726 0.5544
ericsson Radio 4480_TMOV2 47.00 0.0800 13.87 0.0154 0.0777 0.0204
ericsson Radio 4480_TMOV2 47.00 0.0800 13.87 0.0154 0.0777 0.0204
ericsson Radio 4480_TMOV2 47.00 0.0800 13.87 0.0154 0.0777 0.0204
ericsson AIR6449 B41_T-MOBILE_TIA w/ Mount Pipe 47.00 0.1300 22.54 0.0250 0.1262 0.0332
ericsson AIR6449 B41_T-MOBILE_TIA w/ Mount Pipe 47.00 0.1300 22.54 0.0250 0.1262 0.0332
ericsson AIR6449 B41_T-MOBILE_TIA w/ Mount Pipe 47.00 0.1300 22.54 0.0250 0.1262 0.0332
rfs celwave APXVAALL18_43-U-NA20_TMO_TIA w/ Mount Pipe 47.00 0.1400 24.27 0.0270 0.1359 0.0358
rfs celwave APXVAALL18_43-U-NA20_TMO_TIA w/ Mount Pipe 47.00 0.1400 24.27 0.0270 0.1359 0.0358
rfs celwave APXVAALL18_43-U-NA20_TMO_TIA w/ Mount Pipe 47.00 0.1400 24.27 0.0270 0.1359 0.0358
ericsson RADIO 4460 B2/B25 B66_TMO 47.00 0.1100 19.07 0.0212 0.1068 0.0281
ericsson RADIO 4460 B2/B25 B66_TMO 47.00 0.1100 19.07 0.0212 0.1068 0.0281
ericsson RADIO 4460 B2/B25 B66_TMO 47.00 0.1100 19.07 0.0212 0.1068 0.0281
(3) tower mounts 6' x 2" Mount Pipe 47.00 0.0600 10.40 0.0116 0.0582 0.0153
(3) tower mounts 6' x 2" Mount Pipe 47.00 0.0600 10.40 0.0116 0.0582 0.0153
(3) tower mounts 6' x 2" Mount Pipe 47.00 0.0600 10.40 0.0116 0.0582 0.0153
tower mounts 4' x 2" Pipe Mount 47.00 0.0300 5.20 0.0058 0.0291 0.0077
tower mounts 4' x 2" Pipe Mount 47.00 0.0300 5.20 0.0058 0.0291 0.0077
tower mounts 4' x 2" Pipe Mount 47.00 0.0300 5.20 0.0058 0.0291 0.0077
tower mounts T-Arm Mount [TA 601-3]47.00 0.7260 125.86 0.1398 0.7047 0.1856
Sum 5.2050 687.48
Discrete Loads
CCISeismic 4.0.2 Page 4 Analysis Date: 12/24/2024
Name Start Height End Height hx wx wxhxk Cvx Fxh Fxv
(2) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 47 40.00 47.00 43.50 0.0350 5.47 0.0061 0.0306 0.0089
(2) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 47 30.00 40.00 35.00 0.0500 5.84 0.0065 0.0327 0.0128
(2) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 47 20.00 30.00 25.00 0.0500 3.72 0.0041 0.0208 0.0128
(2) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 47 10.00 20.00 15.00 0.0500 1.88 0.0021 0.0105 0.0128
(2) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 47 0.00 10.00 5.00 0.0500 0.43 0.0005 0.0024 0.0128
Sum 0.2350 17.34
Linear Loads
CCISeismic 4.0.2 Page 5 Analysis Date: 12/24/2024
ASCE Hazards Report
Address:
No Address at This Location
Standard:ASCE/SEI 7-16 Latitude:34.111111
Risk Category:II Longitude:-118.038533
Soil Class:D - Stiff Soil Elevation:371.52699535671127 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Tue Dec 24 2024
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 1 of 3https://ascehazardtool.org/Tue Dec 24 2024
SS : 1.917
S1 : 0.649
Fa : 1
Fv : N/A
SMS : 1.917
SM1 : N/A
SDS : 1.278
SD1 : N/A
TL : 8
PGA : 0.828
PGA M : 0.911
FPGA : 1.1
Ie : 1
Cv : 1.483
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Stiff Soil
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Tue Dec 24 2024
Page 2 of 3https://ascehazardtool.org/Tue Dec 24 2024
Ice
Results:
Data Source:
Date Accessed:
Ice Thickness: 0 in.
Concurrent Temperature: 25 F
Gust Speed 30 mph
Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8
Tue Dec 24 2024
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 500-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 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 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 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
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provided by the ASCE Hazard Tool.
Page 3 of 3https://ascehazardtool.org/Tue Dec 24 2024