Extracted text (via pymupdf)
59416 characters
CITY OF EL MIRAGE
DEVELOPMENT APPLICATION FORM
5
Revised: September 2019
PURPOSE
Development Applications are reviewed by the Technical Advisory Committee (TAC) with the intent to provide the
applicant specific information in preparation to meeting the City’s technical standards and requirements for the
proposed development project. Information provided by TAC is based on applicant submittals and should be considered
actual and detailed in nature.
ACTION REQUESTED (Check one)
___ Conditional Use Permit
___ Site Plan Approval
___ General Plan Amendment: ___ Major ___ Minor
___ Site Plan Amendment
___ Planned Area Development (PAD)
___ Preliminary Plat
___ Planned Area Development Amendment
___ Final Plat
___ Rezoning
___ Other: _________________________________
PROPERTY INFORMATION:
Name of Project: _______________________________________________________________ Acreage: __________
Property Address/Location:
Assessor’s Parcel Number:
APPLICANT / OWNER INFORMATION:
Applicant:
____________________________________
Owner:
____________________________________
Address:
____________________________________
Address:
____________________________________
City/ST/Zip:
____________________________________
City/ST/Zip:
____________________________________
Phone:
____________________________________
Phone:
____________________________________
Email:
____________________________________
Email:
____________________________________
Signature:
____________________________________
Signature:
____________________________________
(Agreement to act as agent for owner)
(Authorization for agent to act for owner)
___ Application Form
___ Comprehensive Site Plan
___ Deed and/or Title Report
___ Drainage Report
___ A.L.T.A. Survey
___ Phase I Environment Site Assessment
___ Preliminary Landscape Plans
___ Filing Fee (see Fee Schedule starting on page 9)
Official Use
Case No: _______________Date Received: _______________Planning & Zoning Commission Meeting: ______________City Council Meeting: ______________
X
El Mirage / 846102
14010 North El Mirage Road
501-33-013K
2
Tom Wilkerson / Tower Engineering Professionals
4710 E Elwood St. Suite 9
Phoenix, AZ 85040
(303) 358-3142
twilkerson@tepgroup.net
Crown Castle (Tower Owner)
200 Spectrum Center Dr. Suite 1700
Irvine, CA 92618
(949) 930-7467
lorena.martinez@crowncastle.com
PZ22-01-02
1/10/2022
2/8/2022
3/1/2022
The Foundation for a Wireless World
CrownCastle.com
4710 E Elwood St. Suite 9
Phoenix, AZ 85040
P h o n e : ( 3 0 3 ) 3 5 8 - 3 1 4 2
www.crowncastle.com
January 5, 2022
CITY OF EL MIRAGE, AZ
Senior Planner | GIS
Jose A. Macias
10000 N. EL MIRAGE ROAD
EL MIRAGE, AZ 85335
Via Electronic
**********NOTICE OF ELIGIBLE FACILITIES REQUEST**********
RE: Request for Minor Modification to Existing Wireless Facility – Section 6409
Site Address: 14010 NORTH EL MIRAGE ROAD, EL MIRAGE, AZ 85335
Crown Site Number: 846102 / Crown Site Name: EL MIRAGE
Customer Site Number: PXPHX00138A / Application Number: 561440
Dear Jose A. Macias:
On behalf of DISH Wireless L.L.C. (”Dish Wireless” or “Applicant”), Crown Castle USA Inc. (“Crown Castle”) is pleased to
submit this request to modify the existing wireless facility noted above through the collocation, replacement and/or removal
of the Applicant’s equipment as an eligible facilities request for a minor modification under Section 64091 and the rules of
the Federal Communications Commission (“FCC”).2
Section 6409 mandates that state and local governments must approve any eligible facilities request for the modification of
an existing wireless tower or base station that does not substantially change the physical dimensions of such tower or base
station. Under Section 6409, to toll the review period, if the reviewing authority determines that the application is
incomplete, it must provide written notice to the applicant within 30 days, which clearly and specifically delineates all
missing documents or information reasonably related to whether the request meets the federal requirements.3 Additionally,
if a state or local government, fails to issue any approvals required for this request within 60 days, these approvals are
deemed granted. The FCC has clarified that the 30-day and 60-day deadlines begins when an applicant: (1) takes the first
step required under state or local law; and (2) submits information sufficient to inform the jurisdiction that this modification
qualifies under the federal law4. Please note that with the submission of this letter and enclosed items, the thirty and sixty-
day review periods have started. Based on this filing, the deadline for written notice of incomplete application is February
4, 2022, and the deadline for issuance of approval is March 6, 2022.
The proposed scope of work for this project includes:
1 Middle Class Tax Relief and Job Creation Act of 2012, Pub. L. No. 112-96, § 6409 (2012) (codified at 47 U.S.C. § 1455).
2 Acceleration of Broadband Deployment by Improving Wireless Facility Siting Policies, 29 FCC Rcd. 12865 (2014) (codified at 47
CFR § 1.6100); and Implementation of State & Local Governments’ Obligation to Approve Certain Wireless Facility Modification
Requests Under Section 6409(a) of the Spectrum Act of 2012, WT Docket No. 19-250 (June 10, 2020).
3 See 47 CFR § 1.6100 (c)(3). 4 See 2020 Upgrade Order at paragraph 16.
The Foundation for a Wireless World
CrownCastle.com
4710 E Elwood St. Suite 9
Phoenix, AZ 85040
P h o n e : ( 3 0 3 ) 3 5 8 - 3 1 4 2
www.crowncastle.com
Collocation of antennas, ancillary equipment and ground equipment as per plans for a new carrier on an existing wireless
communication facility.
At the end of this letter is a checklist of the applicable substantial change criteria under Section 6409. Additionally, please
find enclosed the following information in support of this request:
(1) Zoning Application;
(2) Dish Wireless Cover Letter;
(3) Construction Drawings;
(4) Structural Analysis; and
(5) Section 6409 Substantial Change Checklist.
As these documents indicate, (i) the modification involves the collocation, removal or replacement of transmission
equipment; and (ii) such modification will not substantially change the physical dimensions of such tower or base station.
As such, it is an “eligible facilities request” as defined in the FCC’s rules to which the 60-day deadline for approval applies.
Accordingly, Applicant requests all authorization necessary for this proposed minor modification under Section 6409.
Our goal is to work with you to obtain approvals earlier than the deadline. We will respond promptly to any request for
related information you may have in connection with this request. Please let us know how we can work with you to expedite
the approval process. We look forward to working with you on this important project, which will improve wireless
telecommunication services in your community using collocation on existing infrastructure. If you have any questions,
please do not hesitate to contact me.
Regards,
Tom Wilkerson
Tom Wilkerson
Site Acquisition Specialist
Tower Engineering Professionals on behalf of Crown Castle for Dish
Agent for Applicant
(303) 358-3142
twilkeron@tepgrup.net
The Foundation for a Wireless World
CrownCastle.com
4710 E Elwood St. Suite 9
Phoenix, AZ 85040
P h o n e : ( 3 0 3 ) 3 5 8 - 3 1 4 2
www.crowncastle.com
Section 6409 Substantial Change Checklist
Towers Outside of the Public Right of Way
The Federal Communications Commission has determined that a modification substantially changes the physical dimension of a wireless tower or base
station under 47 U.S.C. § 1455(a) if it meets one of six enumerated criteria under 47 C.F.R. § 1.6100.
Criteria for Towers Outside the Public Rights of Way
YES/NO
NO
Does the modification increase the height of the tower by more than the greater of:
(a) 10%
(b) or, the height of an additional antenna array plus separation of up to 20 feet from the top of
the nearest existing antenna?
YES/NO
NO
Does the modification add an appurtenance to the body of the tower that would protrude from the
edge of the tower more than 20 feet or more than the width of the tower structure at the level of the
appurtenance, whichever is greater?
YES/NO
NO
Does the modification involve the installation of more than the standard number of new equipment
cabinets for the technology involved or add more than four new equipment cabinets?
YES/NO
NO
Does the modification entail any excavation or deployment outside the current site by more than 30
feet in any direction, not including any access or utility easements?
YES/NO
NO
Does the modification defeat the concealment elements of the eligible support structure?
YES/NO
NO
Does the modification violate conditions associated with the siting approval with the prior approval the
tower or base station other than as specified in 47 C.F.R. § 1.6100(c)(7)(i) – (iv)?
If all questions in the above section are answered “NO,” then the modification does not constitute a substantial change to the existing
tower under 47 C.F.R. § 1.6100.
Robert E. Smith | 4811 E. Thistle Landing, Phoenix AZ 85044 | 602-791-3787 |
roberte.smith@dish.com
Re:
Minor Modification to Existing Wireless Facility
As it moves to deploy a new, national 5G broadband network, DISH Wireless
L.L.C. (“Dish Wireless”) is pleased to submit the attached application to install
equipment and initiate operations at the above wireless communications facility.In
addition to the important details contained in the submittal package, please know that
the equipment being installed is an important part of the national network Dish is
building.
This project will help support the 5G connectivity needs of residents, traditional
and home based businesses, public services, education, health care and first
responders. DISH Wireless looks forward to working cooperatively with you to advance
these important efforts in your community.
Dish Wireless appreciates the dedication and devotion of public servants across
our nation to process our applications during what continue to be challenging times.
COVID-19 has changed the way many people work, and can present significant
difficulties in the continuation and provision of public services. It has also highlighted
the importance of wireless connectivity. Please continue to work with our
representatives and agents about any questions you have on the details of the
application or your local process. However, Dish Wireless would welcome the
opportunity to discuss and answer questions or concerns you may have about our
network and the connectivity it will bring to your community.
We look forward to developing a long-term, collaborative working relationship
with you, as well as enhancing communications and networking services in your
community.
Respectfully submitted,
Robert E. Smith
Zoning Manager
CIVIL | GEOTECHNICAL | SURVEY | INSPECTION | STRUCTURAL | PM&E | ENVIRONMENTAL | CONSTRUCTION | SITE ACQUISITION
Nationwide Since 1997
TEP PHOENIX OFFICE
4710 E. ELWOOD, SUITE 9
PHOENIX, AZ 85040
(303) 358-3142
WWW.TEPGROUP.NET
January 5, 2022
RE:
NARRATIVE FOR DISH WIRELESS MODIFICATION PROJECT - CROWN CASTLE BU #846102
COLLOCATION FOR WIRELESS TELECOMMUNICATION FACILITY (WTF) APPLICATION
14010 N EL MIRAGE RD EL MIRAGE, AZ 85335 (PARCEL #501-33-013K)
City of El Mirage,
Please accept the enclosed Wireless Telecommunication Facility Collocation Application along
with the other submittal materials including the EFR Notice Cover Letter, Construction Drawings,
the Engineering Structural Analysis.
The scope of working includes the following:
This project is considered an Eligible Facility Request, per Section 6409 of the Spectrum Act. As the
primary point of contact for the application, please let me know what else is needed to obtain
approval in a timely and compliant fashion.
Thank you for your assistance.
Tom Wilkerson
Site Acquisition Agent
twilkerson@tepgroup.net
(303) 358-3142
tnxTower Report - version 8.1.1.0
Date: September 30, 2021
Crown Castle
2000 Corporate Drive
Canonsburg, PA
(724) 416-2000
Subject:
Structural Analysis Report
Carrier Designation:
DISH Network Co-Locate
Site Number:
PXPHX00138A
Site Name:
AZ-CCI-T-846102
Crown Castle Designation:
BU Number:
846102
Site Name:
EL MIRAGE
JDE Job Number:
659576
Work Order Number:
1972937
Order Number:
561440 Rev. 0
Engineering Firm Designation:
Crown Castle Project Number:
1972937
Site Data:
14010 NORTH EL MIRAGE ROAD, EL MIRAGE, MARICOPA County, AZ
Latitude 33° 36' 35.719'', Longitude -112° 19' 33.091''
100 Foot - Monopole Tower
Crown Castle is pleased to submit this ³Structural Analysis Report´ to determine the structural integrity of the
above-mentioned tower.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we
have determined the tower stress level for the structure and foundation, under the following load case, to be:
LC5: Proposed Equipment Configuration
Sufficient Capacity
This analysis utilizes an ultimate 3-second gust wind speed of 115 mph as required by the 2012 International
Building Code. Applicable Standard references and design criteria are listed in Section 2 - ''Analysis Criteria''.
Structural analysis prepared by: Nicholas A. Palladino
Respectfully submitted by:
, P.E.
Senior Project Engineer
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 2
tnxTower Report - version 8.1.1.0
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Equipment Configuration
Table 2 - Other Considered Equipment
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
Table 5 - Tower Component Stresses vs. Capacity - LC5
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 3
tnxTower Report - version 8.1.1.0
1) INTRODUCTION
This tower is a 100 ft Monopole tower designed by ENGINEERED ENDEAVORS, INC.
2) ANALYSIS CRITERIA
TIA-222 Revision:
TIA-222-H
Risk Category:
II
Wind Speed:
115 mph
Exposure Category:
C
Topographic Factor:
1
Service Wind Speed:
60 mph
Table 1 - Proposed Equipment Configuration
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer
Antenna Model
Number
of Feed
Lines
Feed
Line
Size (in)
81.0
81.0
3
fujitsu
TA08025-B604
1
1-3/8
3
fujitsu
TA08025-B605
3
jma wireless
MX08FRO665-21 w/ Mount Pipe
1
raycap
RDIDC-9181-PF-48
1
tower mounts
Commscope MC-PK8-DSH
Table 2 - Other Considered Equipment
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer
Antenna Model
Number
of Feed
Lines
Feed
Line
Size (in)
100.0
104.0
1
andrew
HP2-102
1
2
6
6
5/16
3/8
3/4
1-5/8
102.0
3
alcatel lucent
B25 RRH4x30-4R
3
alcatel lucent
RRH4X25-WCS
4
powerwave
technologies
LGP 17501
1
powerwave
technologies
LGP18601
101.0
3
alcatel lucent
B66A RRH4X45
3
alcatel lucent
RRH2X40-07-L
3
cci antennas
DPA-65R-BUUUU-H8 w/ Mount
Pipe
3
kathrein
800 10766 K w/ Mount Pipe
3
kmw
communications
EPBQ-654L8H8-L2 w/ Mount
Pipe
1
raycap
DC6-48-60-0-8F
1
raycap
DC6-48-60-0-8F
1
raycap
DC6-48-60-18-8F
97.0
3
alcatel lucent
9442 RRH AWS
98.0
1
tower mounts
Sector Mount [SM 504-3]
88.0
89.0
1
sigfox
CXL 900-3LW
1
1/2
88.0
1
sigfox
CAVITY FILTER
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 4
tnxTower Report - version 8.1.1.0
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer
Antenna Model
Number
of Feed
Lines
Feed
Line
Size (in)
1
sigfox
LNA
1
site pro 1
MM04
75.0
75.0
1
andrew
HP2-102
1
1
1
tower mounts
Pipe Mount [PM 601-1]
70.0
70.0
3
kmw
communications
HB-X-ID-17-65-00T w/ Mount
Pipe
6
7/8
1
tower mounts
Side Arm Mount [SO 103-3]
45.0
45.0
4
-
2' Stadium Light
1
2
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document
Reference
Source
4-GEOTECHNICAL REPORTS
4720456
CCISITES
4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS
4720459
CCISITES
4-TOWER MANUFACTURER DRAWINGS
4301482
CCISITES
3.1) Analysis Method
tnxTower (version 8.1.1.0), a commercially available analysis software package, was used to create a
three-dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A. 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 Tables 1 and 2 and the referenced drawings.
This analysis may be affected if any assumptions are not valid or have been made in error. Crown
Castle should be notified to determine the effect on the structural integrity of the tower.
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
Section
No.
Elevation (ft)
Component
Type
Size
Critical
Element
P (K)
SF*P_allow
(K)
%
Capacity
Pass / Fail
L1
100 - 64.21
Pole
TP40.13x31x0.281
1
-13.460
2137.852
19.0
Pass
L2
64.21 -
26.663
Pole
TP49.01x38.143x0.344
2
-22.552
3195.066
30.8
Pass
L3
26.663 - 0
Pole
TP55x46.643x0.375
3
-33.082
3946.005
38.5
Pass
Summary
Pole (L3)
38.5
Pass
Rating =
38.5
Pass
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 5
tnxTower Report - version 8.1.1.0
Table 5 - Tower Component Stresses vs. Capacity - LC5
Notes
Component
Elevation (ft)
% Capacity
Pass / Fail
1
Anchor Rods
0
59.0
Pass
1
Base Plate
0
79.6
Pass
1
Base Foundation (Structure)
0
86.3
Pass
1
Base Foundation (Soil Interaction)
0
17.3
Pass
Structure Rating (max from all components) =
86.3%
Notes:
1)
See additional documentation in ³Appendix C ± Additional Calculations´ for calculations supporting the % capacity
consumed.
4.1) Recommendations
The tower and its foundation have sufficient capacity to carry the proposed load configuration. No
modifications are required at this time.
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 6
tnxTower Report - version 8.1.1.0
APPENDIX A
TNXTOWER OUTPUT
The Pathway to Possible
Crown Castle
2000 Corporate Drive
Canonsburg, PA
Phone: (724) 416-2000
FAX:
Job: BU 846102
Project:
Client: Crown Castle
Drawn by: NPalladino
App'd:
Code: TIA-222-H
Date: 09/30/21
Scale: NTS
Path:
C:\Users\NPalladino\Desktop\Local SA Production\846102\WO 1972937 - SA\Prod\846102 lc5.eri Dwg No. E-1
100.0 ft
64.2 ft
26.7 ft
0.0 ft
REACTIONS - 115 mph WIND
TORQUE 3 kip-ft
24 K
SHEAR
1655 kip-ft
MOMENT
33 K
AXIAL
ARE FACTORED
ALL REACTIONS
Section
1
2
3
Length (ft)
35.790
43.130
33.330
Number of Sides
12
12
12
Thickness (in)
0.281
0.344
0.375
Socket Length (ft)
5.583
6.667
Top Dia (in)
31.000
38.143
46.643
Bot Dia (in)
40.130
49.010
55.000
Grade
A572-65
Weight (K)
3.9
7.0
6.9
17.8
MATERIAL STRENGTH
GRADE
GRADE
Fy
Fy
Fu
Fu
A572-65
65 ksi
80 ksi
TOWER DESIGN NOTES
1. Tower is located in Maricopa County, Arizona.
2. Tower designed for Exposure C to the TIA-222-H Standard.
3. Tower designed for a 115 mph basic wind in accordance with the TIA-222-H Standard.
4. Deflections are based upon a 60 mph wind.
5. Tower Risk Category II.
6. Topographic Category 1 with Crest Height of 0.000 ft
7. TOWER RATING: 38.5%
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 7
tnxTower Report - version 8.1.1.0
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 Maricopa County, Arizona.
Tower base elevation above sea level: 1142.000 ft.
Basic wind speed of 115 mph.
Risk Category II.
Exposure Category C.
Simplified Topographic Factor Procedure for wind speed-up calculations is used.
Topographic Category: 1.
Crest Height: 0.000 ft.
Deflections calculated using a wind speed of 60 mph.
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.
Maximum demand-capacity ratio is: 1.05.
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
Assume Rigid Index Plate
Ignore Redundant Members in FEA
Use Moment Magnification
Use Clear Spans For Wind Area
SR Leg Bolts Resist Compression
Use Code Stress Ratios
Use Clear Spans For KL/r
All Leg Panels Have Same Allowable
Use Code Safety Factors - Guys
Retension Guys To Initial Tension
Offset Girt At Foundation
Escalate Ice
Bypass Mast Stability Checks
Consider Feed Line Torque
Always Use Max Kz
Use Azimuth Dish Coefficients
Include Angle Block Shear Check
Use Special Wind Profile
Project Wind Area of Appurt.
Use TIA-222-H Bracing Resist.
Exemption
Include Bolts In Member Capacity
Autocalc Torque Arm Areas
Use TIA-222-H 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
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
Ignore KL/ry For 60 Deg. Angle Legs
Pole Without Linear Attachments
Pole With Shroud Or No
Appurtenances
Outside and Inside Corner Radii Are
Known
Tapered Pole Section Geometry
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
100.000-
64.210
35.790
5.583
12
31.000
40.130
0.281
1.125
A572-65
(65 ksi)
L2
64.210-26.663
43.130
6.667
12
38.143
49.010
0.344
1.375
A572-65
(65 ksi)
L3
26.663-0.000
33.330
12
46.643
55.000
0.375
1.500
A572-65
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 8
tnxTower Report - version 8.1.1.0
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)
Tapered Pole Properties
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
31.994
27.825
3351.352
10.997
16.058
208.703
6790.748
13.694
7.554
26.854
41.446
36.094
7315.669
14.266
20.787
351.929
14823.528
17.765
10.001
35.553
L2
40.824
41.845
7631.357
13.532
19.758
386.238
15463.198
20.595
9.301
27.053
50.618
53.875
16286.584
17.422
25.387
641.528
33001.035
26.516
12.213
35.524
L3
49.886
55.868
15265.269
16.564
24.161
631.818
30931.573
27.497
11.495
30.654
56.808
65.960
25121.608
19.556
28.490
881.769
50903.189
32.463
13.735
36.627
Tower
Elevation
ft
Gusset
Area
(per face)
ft2
Gusset
Thickness
in
Gusset Grade Adjust. Factor
Af
Adjust.
Factor
Ar
Weight Mult.
Double Angle
Stitch Bolt
Spacing
Diagonals
in
Double Angle
Stitch Bolt
Spacing
Horizontals
in
Double Angle
Stitch Bolt
Spacing
Redundants
in
L1 100.000-
64.210
1
1
1
L2 64.210-
26.663
1
1
1
L3 26.663-
0.000
1
1
1
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description
Sector
Exclude
From
Torque
Calculation
Componen
t
Type
Placement
ft
Total
Number
Number
Per Row
Start/En
d
Position
Width or
Diamete
r
in
Perimete
r
in
Weight
klf
WR-VG86ST-BRD(3/4)
A
No
Surface Ar
(CaAa)
100.000 -
0.000
2
2
0.200
0.240
0.795
0.001
***
EC4-50(1/2)
B
No
Surface Ar
(CaAa)
88.000 -
0.000
1
1
0.250
0.250
0.630
0.000
***
CU12PSM9P8XXX(1-
3/8)
A
No
Surface Ar
(CaAa)
81.000 -
0.000
1
1
0.500
0.500
1.411
0.002
Feed Line/Linear Appurtenances - Entered As Area
Description
Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Componen
t
Type
Placement
ft
Total
Number
CAAA
ft2/ft
Weight
klf
LDF7-50A(1-5/8)
A
No
No
Inside Pole
100.000 -
0.000
6
No Ice
0.000
0.001
WR-VG86ST-
BRD(3/4)
A
No
No
Inside Pole
100.000 -
0.000
4
No Ice
0.000
0.001
FB-L98B-002-
XXX(3/8)
A
No
No
Inside Pole
100.000 -
0.000
2
No Ice
0.000
0.000
123-171-XX(5/16)
A
No
No
Inside Pole
100.000 -
0.000
1
No Ice
0.000
0.000
***
LDF2-2R(1)
A
No
No
Inside Pole 75.000 - 0.000
1
No Ice
0.000
0.000
***
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 9
tnxTower Report - version 8.1.1.0
Description
Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Componen
t
Type
Placement
ft
Total
Number
CAAA
ft2/ft
Weight
klf
LDF5-50A(7/8)
B
No
No
Inside Pole 70.000 - 0.000
6
No Ice
0.000
0.000
***
WC166(2)
A
No
No
Inside Pole 45.000 - 0.000
1
No Ice
0.000
0.003
Feed Line/Linear Appurtenances Section Areas
Tower
Sectio
n
Tower
Elevation
ft
Face
AR
ft2
AF
ft2
CAAA
In Face
ft2
CAAA
Out Face
ft2
Weight
K
L1
100.000-64.210
A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
8.060
1.499
0.000
0.000
0.000
0.000
0.340
0.015
0.000
L2
64.210-26.663
A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
11.268
2.365
0.000
0.000
0.000
0.000
0.449
0.080
0.000
L3
26.663-0.000
A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
8.002
1.680
0.000
0.000
0.000
0.000
0.357
0.057
0.000
Feed Line Center of Pressure
Section
Elevation
ft
CPX
in
CPZ
in
CPX
Ice
in
CPZ
Ice
in
L1
100.000-64.210
-0.255
-1.169
-0.206
-0.942
L2
64.210-26.663
-0.143
-1.559
-0.115
-1.258
L3
26.663-0.000
-0.144
-1.574
-0.116
-1.267
Note: For pole sections, center of pressure calculations do not consider feed line shielding.
Shielding Factor Ka
Tower
Section
Feed Line
Record No.
Description
Feed Line
Segment
Elev.
Ka
No Ice
Ka
Ice
L1
9
WR-VG86ST-BRD(3/4)
64.21 -
100.00
1.0000
1.0000
L1
17
EC4-50(1/2)
64.21 -
88.00
1.0000
1.0000
L1
19
CU12PSM9P8XXX(1-3/8)
64.21 -
81.00
1.0000
1.0000
L2
9
WR-VG86ST-BRD(3/4)
26.66 -
64.21
1.0000
1.0000
L2
17
EC4-50(1/2)
26.66 -
64.21
1.0000
1.0000
L2
19
CU12PSM9P8XXX(1-3/8)
26.66 -
64.21
1.0000
1.0000
L3
9
WR-VG86ST-BRD(3/4) 0.00 - 26.66
1.0000
1.0000
L3
17
EC4-50(1/2) 0.00 - 26.66
1.0000
1.0000
L3
19
CU12PSM9P8XXX(1-3/8) 0.00 - 26.66
1.0000
1.0000
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 10
tnxTower Report - version 8.1.1.0
Discrete Tower Loads
Description
Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
Lightning Rod 5/8'' x 8'
B
From Leg
0.500
0.000
4.000
0.000
100.000
Flash Beacon Lighting
B
From Leg
2.000
0.000
2.500
0.000
100.000
Beacon Mount
B
From Leg
2.000
0.000
2.000
0.000
100.000
***
800 10766 K w/ Mount Pipe
A
From Leg
4.000
0.000
1.000
0.000
100.000
800 10766 K w/ Mount Pipe
B
From Leg
4.000
0.000
1.000
0.000
100.000
800 10766 K w/ Mount Pipe
C
From Leg
4.000
0.000
1.000
0.000
100.000
DPA-65R-BUUUU-H8 w/ Mount Pipe
A
From Leg
4.000
0.000
1.000
0.000
100.000
DPA-65R-BUUUU-H8 w/ Mount Pipe
B
From Leg
4.000
0.000
1.000
0.000
100.000
DPA-65R-BUUUU-H8 w/ Mount Pipe
C
From Leg
4.000
0.000
1.000
0.000
100.000
(2) LGP 17501
A
From Leg
4.000
0.000
2.000
0.000
100.000
(2) LGP 17501
B
From Leg
4.000
0.000
2.000
0.000
100.000
LGP18601
C
From Leg
4.000
0.000
2.000
0.000
100.000
RRH4X25-WCS
A
From Leg
4.000
0.000
2.000
0.000
100.000
RRH4X25-WCS
B
From Leg
4.000
0.000
2.000
0.000
100.000
RRH4X25-WCS
C
From Leg
4.000
0.000
2.000
0.000
100.000
9442 RRH AWS
A
From Leg
1.000
0.000
-3.000
0.000
100.000
9442 RRH AWS
B
From Leg
1.000
0.000
-3.000
0.000
100.000
9442 RRH AWS
C
From Leg
1.000
0.000
-3.000
0.000
100.000
B25 RRH4x30-4R
A
From Leg
4.000
0.000
2.000
0.000
100.000
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 11
tnxTower Report - version 8.1.1.0
Description
Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
B25 RRH4x30-4R
B
From Leg
4.000
0.000
2.000
0.000
100.000
B25 RRH4x30-4R
C
From Leg
4.000
0.000
2.000
0.000
100.000
DC6-48-60-18-8F
A
From Leg
4.000
0.000
1.000
0.000
100.000
DC6-48-60-0-8F
C
From Leg
4.000
0.000
1.000
0.000
100.000
EPBQ-654L8H8-L2 w/ Mount Pipe
A
From Leg
4.000
0.000
1.000
0.000
100.000
EPBQ-654L8H8-L2 w/ Mount Pipe
B
From Leg
4.000
0.000
1.000
0.000
100.000
EPBQ-654L8H8-L2 w/ Mount Pipe
C
From Leg
4.000
0.000
1.000
0.000
100.000
RRH2X40-07-L
A
From Leg
4.000
0.000
1.000
0.000
100.000
RRH2X40-07-L
B
From Leg
4.000
0.000
1.000
0.000
100.000
RRH2X40-07-L
C
From Leg
4.000
0.000
1.000
0.000
100.000
B66A RRH4X45
A
From Leg
4.000
0.000
1.000
0.000
100.000
B66A RRH4X45
B
From Leg
4.000
0.000
1.000
0.000
100.000
B66A RRH4X45
C
From Leg
4.000
0.000
1.000
0.000
100.000
DC6-48-60-0-8F
B
From Leg
4.000
0.000
1.000
0.000
100.000
6' x 2'' Mount Pipe
A
From Leg
0.500
0.000
0.000
0.000
100.000
6' x 2'' Mount Pipe
B
From Leg
0.500
0.000
0.000
0.000
100.000
6' x 2'' Mount Pipe
C
From Leg
0.500
0.000
0.000
0.000
100.000
4'x4'' Pipe Mount
A
From Leg
0.500
0.000
0.000
0.000
98.000
4'x4'' Pipe Mount
B
From Leg
0.500
0.000
0.000
0.000
98.000
4'x4'' Pipe Mount
C
From Leg
0.500
0.000
0.000
0.000
98.000
Sector Mount [SM 504-3]
C
None
0.000
98.000
Side Arm Mount [SO 103-3]
C
None
0.000
99.000
Side Arm Mount [SO 103-3]
C
None
0.000
97.000
***
***
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 12
tnxTower Report - version 8.1.1.0
Description
Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAVITY FILTER
B
From Leg
4.000
0.000
0.000
0.000
88.000
CXL 900-3LW
B
From Leg
4.000
0.000
1.000
0.000
88.000
LNA
B
From Leg
4.000
0.000
0.000
0.000
88.000
Side Arm Mount [SO 701-1]
B
None
0.000
88.000
Side Arm Mount [SO 102-3]
B
None
0.000
88.000
***
Pipe Mount [PM 601-1]
A
From Face
0.500
0.000
0.000
0.000
75.000
***
HB-X-ID-17-65-00T w/ Mount Pipe
A
From Leg
2.000
0.000
0.000
0.000
70.000
HB-X-ID-17-65-00T w/ Mount Pipe
B
From Leg
2.000
0.000
0.000
0.000
70.000
HB-X-ID-17-65-00T w/ Mount Pipe
C
From Leg
2.000
0.000
0.000
0.000
70.000
Side Arm Mount [SO 103-3]
C
None
0.000
70.000
6' x 2'' Mount Pipe
A
From Leg
2.000
0.000
0.000
0.000
70.000
6' x 2'' Mount Pipe
B
From Leg
2.000
0.000
0.000
0.000
70.000
6' x 2'' Mount Pipe
C
From Leg
2.000
0.000
0.000
0.000
70.000
***
T-Arm Mount [TA 601-1]
B
From Leg
2.000
0.000
0.000
0.000
45.000
***
***
MX08FRO665-21 w/ Mount Pipe
A
From Leg
4.000
0.000
0.000
0.000
81.000
MX08FRO665-21 w/ Mount Pipe
B
From Leg
4.000
0.000
0.000
0.000
81.000
MX08FRO665-21 w/ Mount Pipe
C
From Leg
4.000
0.000
0.000
0.000
81.000
TA08025-B604
A
From Leg
4.000
0.000
0.000
0.000
81.000
TA08025-B604
B
From Leg
4.000
0.000
0.000
0.000
81.000
TA08025-B604
C
From Leg
4.000
0.000
0.000
0.000
81.000
TA08025-B605
A
From Leg
4.000
0.000
0.000
0.000
81.000
TA08025-B605
B
From Leg
4.000
0.000
0.000
0.000
81.000
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 13
tnxTower Report - version 8.1.1.0
Description
Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
TA08025-B605
C
From Leg
4.000
0.000
0.000
0.000
81.000
RDIDC-9181-PF-48
A
From Leg
4.000
0.000
0.000
0.000
81.000
Commscope MC-PK8-DSH
C
None
0.000
81.000
(2) 8' x 2'' Mount Pipe
A
From Leg
4.000
0.000
0.000
0.000
81.000
(2) 8' x 2'' Mount Pipe
B
From Leg
4.000
0.000
0.000
0.000
81.000
(2) 8' x 2'' Mount Pipe
C
From Leg
4.000
0.000
0.000
0.000
81.000
Dishes
Description
Face
or
Leg
Dish
Type
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
Azimuth
Adjustment
°
3 dB
Beam
Width
°
Elevation
ft
Outside
Diameter
ft
HP2-102
B
Paraboloid w/Shroud (HP)
From
Leg
4.000
0.000
4.000
0.000
100.000
2.000
***
HP2-102
A
Paraboloid w/Shroud (HP)
From
Face
1.000
0.000
0.000
0.000
75.000
2.000
***
2' Stadium Light
B
Paraboloid w/Shroud (HP)
From
Leg
4.000
-3.000
0.000
0.000
45.000
2.000
2' Stadium Light
B
Paraboloid w/Shroud (HP)
From
Leg
4.000
-1.000
0.000
0.000
45.000
2.000
2' Stadium Light
B
Paraboloid w/Shroud (HP)
From
Leg
4.000
1.000
0.000
0.000
45.000
2.000
2' Stadium Light
B
Paraboloid w/Shroud (HP)
From
Leg
4.000
3.000
0.000
0.000
45.000
2.000
***
Load Combinations
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
5
0.9 Dead+1.0 Wind 30 deg - No Ice
6
1.2 Dead+1.0 Wind 60 deg - No Ice
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 14
tnxTower Report - version 8.1.1.0
Comb.
No.
Description
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
Maximum Member Forces
Sectio
n
No.
Elevation
ft
Component
Type
Condition
Gov.
Load
Comb.
Axial
K
Major Axis
Moment
kip-ft
Minor Axis
Moment
kip-ft
L1
100 - 64.21
Pole
Max Tension
1
0.000
0.000
0.000
Max. Compression
16
-13.468
152.491
-265.056
Max. Mx
20
-13.462
310.178
2.934
Max. My
2
-13.466
3.656
307.228
Max. Vy
20
-14.517
310.178
2.934
Max. Vx
2
-14.416
3.656
307.228
Max. Torque
4
-0.940
L2
64.21 -
26.663
Pole
Max Tension
1
0.000
0.000
0.000
Max. Compression
16
-22.561
454.002
-794.410
Max. Mx
8
-22.554
-930.232
-11.023
Max. My
14
-22.559
-14.680
-920.580
Max. Vy
20
-19.708
926.870
8.952
Max. Vx
2
-19.351
11.219
918.323
Max. Torque
4
-2.511
L3
26.663 - 0
Pole
Max Tension
1
0.000
0.000
0.000
Max. Compression
16
-33.082
803.968
-1403.496
Max. Mx
20
-33.082
1647.145
21.648
Max. My
14
-33.082
-28.211
-1627.826
Max. Vy
20
-23.436
1647.145
21.648
Max. Vx
2
-23.081
28.648
1626.648
Max. Torque
4
-2.511
Maximum Reactions
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 15
tnxTower Report - version 8.1.1.0
Location
Condition
Gov.
Load
Comb.
Vertical
K
Horizontal, X
K
Horizontal, Z
K
Pole
Max. Vert
22
33.087
20.401
11.781
Max. Hx
20
33.087
23.428
0.375
Max. Hz
2
33.087
0.515
23.074
Max. Mx
2
1626.648
0.515
23.074
Max. Mz
8
1646.443
-23.318
-0.342
Max. Torsion
16
2.510
11.408
-19.860
Min. Vert
17
24.815
11.408
-19.860
Min. Hx
8
33.087
-23.318
-0.342
Min. Hz
14
33.087
-0.409
-23.049
Min. Mx
14
-1627.826
-0.409
-23.049
Min. Mz
20
-1647.145
23.428
0.375
Min. Torsion
4
-2.511
-11.491
19.811
Tower Mast Reaction Summary
Load
Combination
Vertical
K
Shearx
K
Shearz
K
Overturning
Moment, Mx
kip-ft
Overturning
Moment, Mz
kip-ft
Torque
kip-ft
Dead Only
27.573
0.000
0.000
1.041
-2.178
0.000
1.2 Dead+1.0 Wind 0 deg -
No Ice
33.087
-0.515
-23.074
-1626.648
28.648
1.690
0.9 Dead+1.0 Wind 0 deg -
No Ice
24.815
-0.515
-23.074
-1622.008
29.237
1.686
1.2 Dead+1.0 Wind 30 deg -
No Ice
33.087
11.491
-19.811
-1398.322
-813.846
2.511
0.9 Dead+1.0 Wind 30 deg -
No Ice
24.815
11.491
-19.811
-1394.373
-810.701
2.507
1.2 Dead+1.0 Wind 60 deg -
No Ice
33.087
20.161
-11.170
-789.878
-1424.232
1.780
0.9 Dead+1.0 Wind 60 deg -
No Ice
24.815
20.161
-11.170
-787.779
-1419.232
1.777
1.2 Dead+1.0 Wind 90 deg -
No Ice
33.087
23.318
0.342
22.345
-1646.443
0.602
0.9 Dead+1.0 Wind 90 deg -
No Ice
24.815
23.318
0.342
21.969
-1640.767
0.601
1.2 Dead+1.0 Wind 120 deg
- No Ice
33.087
20.307
11.727
827.041
-1433.095
-0.322
0.9 Dead+1.0 Wind 120 deg
- No Ice
24.815
20.307
11.727
824.209
-1428.071
-0.321
1.2 Dead+1.0 Wind 150 deg
- No Ice
33.087
11.955
20.028
1414.133
-842.802
-1.159
0.9 Dead+1.0 Wind 150 deg
- No Ice
24.815
11.955
20.028
1409.508
-839.581
-1.157
1.2 Dead+1.0 Wind 180 deg
- No Ice
33.087
0.409
23.049
1627.826
-28.211
-2.101
0.9 Dead+1.0 Wind 180 deg
- No Ice
24.815
0.409
23.049
1622.548
-27.472
-2.097
1.2 Dead+1.0 Wind 210 deg
- No Ice
33.087
-11.408
19.860
1403.496
803.968
-2.510
0.9 Dead+1.0 Wind 210 deg
- No Ice
24.815
-11.408
19.860
1398.899
802.177
-2.506
1.2 Dead+1.0 Wind 240 deg
- No Ice
33.087
-20.235
11.091
788.117
1422.972
-1.368
0.9 Dead+1.0 Wind 240 deg
- No Ice
24.815
-20.235
11.091
785.387
1419.305
-1.365
1.2 Dead+1.0 Wind 270 deg
- No Ice
33.087
-23.428
-0.375
-21.648
1647.145
-0.646
0.9 Dead+1.0 Wind 270 deg
- No Ice
24.815
-23.428
-0.375
-21.909
1642.797
-0.645
1.2 Dead+1.0 Wind 300 deg
- No Ice
33.087
-20.401
-11.781
-827.473
1432.927
0.321
0.9 Dead+1.0 Wind 300 deg
- No Ice
24.815
-20.401
-11.781
-825.275
1429.234
0.320
1.2 Dead+1.0 Wind 330 deg
- No Ice
33.087
-12.039
-20.106
-1415.883
842.092
1.203
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 16
tnxTower Report - version 8.1.1.0
Load
Combination
Vertical
K
Shearx
K
Shearz
K
Overturning
Moment, Mx
kip-ft
Overturning
Moment, Mz
kip-ft
Torque
kip-ft
0.9 Dead+1.0 Wind 330 deg
- No Ice
24.815
-12.039
-20.106
-1411.889
840.201
1.200
Dead+Wind 0 deg - Service
27.573
-0.132
-5.932
-416.881
5.805
0.434
Dead+Wind 30 deg - Service
27.573
2.954
-5.093
-358.271
-210.466
0.642
Dead+Wind 60 deg - Service
27.573
5.183
-2.872
-202.075
-367.159
0.454
Dead+Wind 90 deg - Service
27.573
5.994
0.088
6.449
-424.205
0.152
Dead+Wind 120 deg -
Service
27.573
5.220
3.015
213.046
-369.428
-0.084
Dead+Wind 150 deg -
Service
27.573
3.073
5.149
363.778
-217.878
-0.297
Dead+Wind 180 deg -
Service
27.573
0.105
5.925
418.642
-8.748
-0.538
Dead+Wind 210 deg -
Service
27.573
-2.933
5.105
361.054
204.883
-0.642
Dead+Wind 240 deg -
Service
27.573
-5.202
2.852
203.084
363.782
-0.350
Dead+Wind 270 deg -
Service
27.573
-6.023
-0.096
-4.811
421.330
-0.164
Dead+Wind 300 deg -
Service
27.573
-5.244
-3.028
-211.698
366.331
0.084
Dead+Wind 330 deg -
Service
27.573
-3.095
-5.169
-362.767
214.641
0.310
Solution Summary
Load
Comb.
Sum of Applied Forces
Sum of Reactions
% Error
PX
K
PY
K
PZ
K
PX
K
PY
K
PZ
K
1
0.000
-27.573
0.000
0.000
27.573
0.000
0.000%
2
-0.515
-33.087
-23.074
0.515
33.087
23.074
0.000%
3
-0.515
-24.815
-23.074
0.515
24.815
23.074
0.000%
4
11.491
-33.087
-19.811
-11.491
33.087
19.811
0.000%
5
11.491
-24.815
-19.811
-11.491
24.815
19.811
0.000%
6
20.161
-33.087
-11.170
-20.161
33.087
11.170
0.000%
7
20.161
-24.815
-11.170
-20.161
24.815
11.170
0.000%
8
23.318
-33.087
0.342
-23.318
33.087
-0.342
0.000%
9
23.318
-24.815
0.342
-23.318
24.815
-0.342
0.000%
10
20.307
-33.087
11.727
-20.307
33.087
-11.727
0.000%
11
20.307
-24.815
11.727
-20.307
24.815
-11.727
0.000%
12
11.955
-33.087
20.028
-11.955
33.087
-20.028
0.000%
13
11.955
-24.815
20.028
-11.955
24.815
-20.028
0.000%
14
0.409
-33.087
23.049
-0.409
33.087
-23.049
0.000%
15
0.409
-24.815
23.049
-0.409
24.815
-23.049
0.000%
16
-11.408
-33.087
19.860
11.408
33.087
-19.860
0.000%
17
-11.408
-24.815
19.860
11.408
24.815
-19.860
0.000%
18
-20.235
-33.087
11.091
20.235
33.087
-11.091
0.000%
19
-20.235
-24.815
11.091
20.235
24.815
-11.091
0.000%
20
-23.428
-33.087
-0.375
23.428
33.087
0.375
0.000%
21
-23.428
-24.815
-0.375
23.428
24.815
0.375
0.000%
22
-20.401
-33.087
-11.781
20.401
33.087
11.781
0.000%
23
-20.401
-24.815
-11.781
20.401
24.815
11.781
0.000%
24
-12.039
-33.087
-20.106
12.039
33.087
20.106
0.000%
25
-12.039
-24.815
-20.106
12.039
24.815
20.106
0.000%
26
-0.132
-27.573
-5.932
0.132
27.573
5.932
0.000%
27
2.954
-27.573
-5.093
-2.954
27.573
5.093
0.000%
28
5.183
-27.573
-2.872
-5.183
27.573
2.872
0.000%
29
5.994
-27.573
0.088
-5.994
27.573
-0.088
0.000%
30
5.220
-27.573
3.015
-5.220
27.573
-3.015
0.000%
31
3.073
-27.573
5.149
-3.073
27.573
-5.149
0.000%
32
0.105
-27.573
5.925
-0.105
27.573
-5.925
0.000%
33
-2.933
-27.573
5.105
2.933
27.573
-5.105
0.000%
34
-5.202
-27.573
2.852
5.202
27.573
-2.852
0.000%
35
-6.023
-27.573
-0.096
6.023
27.573
0.096
0.000%
36
-5.244
-27.573
-3.028
5.244
27.573
3.028
0.000%
37
-3.095
-27.573
-5.169
3.095
27.573
5.169
0.000%
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 17
tnxTower Report - version 8.1.1.0
Non-Linear Convergence Results
Load
Combination
Converged?
Number
of Cycles
Displacement
Tolerance
Force
Tolerance
1
Yes
4
0.00000001
0.00000001
2
Yes
4
0.00000001
0.00002511
3
Yes
4
0.00000001
0.00001569
4
Yes
4
0.00000001
0.00013391
5
Yes
4
0.00000001
0.00008602
6
Yes
4
0.00000001
0.00010211
7
Yes
4
0.00000001
0.00006487
8
Yes
4
0.00000001
0.00001473
9
Yes
4
0.00000001
0.00000842
10
Yes
4
0.00000001
0.00011416
11
Yes
4
0.00000001
0.00007246
12
Yes
4
0.00000001
0.00012833
13
Yes
4
0.00000001
0.00008189
14
Yes
4
0.00000001
0.00003814
15
Yes
4
0.00000001
0.00002439
16
Yes
4
0.00000001
0.00010009
17
Yes
4
0.00000001
0.00006371
18
Yes
4
0.00000001
0.00012178
19
Yes
4
0.00000001
0.00007798
20
Yes
4
0.00000001
0.00001169
21
Yes
4
0.00000001
0.00000613
22
Yes
4
0.00000001
0.00012067
23
Yes
4
0.00000001
0.00007697
24
Yes
4
0.00000001
0.00010958
25
Yes
4
0.00000001
0.00006968
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
Maximum Tower Deflections - Service Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1
100 - 64.21
4.225
30
0.337
0.001
L2
69.793 - 26.663
2.222
30
0.280
0.001
L3
33.33 - 0
0.545
30
0.142
0.000
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance
Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
104.000
HP2-102
30
4.225
0.337
0.001
118770
100.000
Lightning Rod 5/8'' x 8'
30
4.225
0.337
0.001
118770
99.000
Side Arm Mount [SO 103-3]
30
4.155
0.336
0.001
118770
98.000
4'x4'' Pipe Mount
30
4.086
0.334
0.001
118770
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 18
tnxTower Report - version 8.1.1.0
Elevation
ft
Appurtenance
Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
97.000
Side Arm Mount [SO 103-3]
30
4.017
0.333
0.001
118770
88.000
CAVITY FILTER
30
3.398
0.319
0.001
49487
81.000
MX08FRO665-21 w/ Mount Pipe
30
2.930
0.306
0.001
31255
75.000
HP2-102
30
2.543
0.293
0.001
23754
70.000
HB-X-ID-17-65-00T w/ Mount
Pipe
30
2.234
0.280
0.001
19949
45.000
2' Stadium Light
30
0.952
0.192
0.000
12592
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1
100 - 64.21
16.379
10
1.307
0.005
L2
69.793 - 26.663
8.611
10
1.084
0.003
L3
33.33 - 0
2.113
10
0.552
0.001
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance
Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
104.000
HP2-102
10
16.379
1.307
0.005
30565
100.000
Lightning Rod 5/8'' x 8'
10
16.379
1.307
0.005
30565
99.000
Side Arm Mount [SO 103-3]
10
16.110
1.301
0.004
30565
98.000
4'x4'' Pipe Mount
10
15.841
1.296
0.004
30565
97.000
Side Arm Mount [SO 103-3]
10
15.572
1.290
0.004
30565
88.000
CAVITY FILTER
10
13.172
1.235
0.004
12735
81.000
MX08FRO665-21 w/ Mount Pipe
10
11.356
1.186
0.003
8043
75.000
HP2-102
10
9.856
1.135
0.003
6112
70.000
HB-X-ID-17-65-00T w/ Mount
Pipe
10
8.659
1.086
0.003
5134
45.000
2' Stadium Light
10
3.692
0.743
0.002
3250
Compression Checks
Pole Design Data
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
L1
100 - 64.21
(1)
TP40.13x31x0.281
35.790
0.000
0.0
34.804
-13.460
2036.050
0.007
L2
64.21 -
26.663 (2)
TP49.01x38.143x0.344
43.130
0.000
0.0
52.016
-22.552
3042.920
0.007
L3
26.663 - 0 (3)
TP55x46.643x0.375
33.330
0.000
0.0
65.960
-33.082
3758.100
0.009
Pole Bending Design Data
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 19
tnxTower Report - version 8.1.1.0
Section
No.
Elevation
ft
Size
Mux
kip-ft
Mnx
kip-ft
Ratio
Mux
Mnx
Muy
kip-ft
Mny
kip-ft
Ratio
Muy
Mny
L1
100 - 64.21
(1)
TP40.13x31x0.281
311.112
1618.292
0.192
0.000
1618.292
0.000
L2
64.21 -
26.663 (2)
TP49.01x38.143x0.344
934.033
2956.542
0.316
0.000
2956.542
0.000
L3
26.663 - 0 (3)
TP55x46.643x0.375
1654.692
4186.617
0.395
0.000
4186.617
0.000
Pole Shear Design Data
Section
No.
Elevation
ft
Size
Actual
Vu
K
Vn
K
Ratio
Vu
Vn
Actual
Tu
kip-ft
Tn
kip-ft
Ratio
Tu
Tn
L1
100 - 64.21
(1)
TP40.13x31x0.281
14.559
610.816
0.024
0.321
2064.517
0.000
L2
64.21 -
26.663 (2)
TP49.01x38.143x0.344
19.731
912.875
0.022
0.322
3772.967
0.000
L3
26.663 - 0 (3)
TP55x46.643x0.375
23.566
1157.590
0.020
0.321
5562.208
0.000
Pole Interaction Design Data
Section
No.
Elevation
ft
Ratio
Pu
Pn
Ratio
Mux
Mnx
Ratio
Muy
Mny
Ratio
Vu
Vn
Ratio
Tu
Tn
Comb.
Stress
Ratio
Allow.
Stress
Ratio
Criteria
L1
100 - 64.21
(1)
0.007
0.192
0.000
0.024
0.000
0.199
1.050
4.8.2
L2
64.21 -
26.663 (2)
0.007
0.316
0.000
0.022
0.000
0.324
1.050
4.8.2
L3
26.663 - 0 (3)
0.009
0.395
0.000
0.020
0.000
0.404
1.050
4.8.2
Section Capacity Table
Section
No.
Elevation
ft
Component
Type
Size
Critical
Element
P
K
øPallow
K
%
Capacity
Pass
Fail
L1
100 - 64.21
Pole
TP40.13x31x0.281
1
-13.460
2137.852
19.0
Pass
L2
64.21 - 26.663
Pole
TP49.01x38.143x0.344
2
-22.552
3195.066
30.8
Pass
L3
26.663 - 0
Pole
TP55x46.643x0.375
3
-33.082
3946.005
38.5
Pass
Summary
Pole (L3)
38.5
Pass
RATING =
38.5
Pass
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 20
tnxTower Report - version 8.1.1.0
APPENDIX B
BASE LEVEL DRAWING
September 30, 2021
100 Ft Monopole Tower Structural Analysis
CCI BU No 846102
Project Number 1972937, Order 561440, Revision 0
Page 21
tnxTower Report - version 8.1.1.0
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)
(8) 2-1/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 64" BC
Pu_t = 150.91
Stress Rating
Anchor Spacing: 6 in
Vu = 2.95
59.0%
Mu = n/a
Pass
Base Plate Data
56" W x 2.25" Plate (A572-60; Fy=60 ksi, Fu=75 ksi); Clip: 6 in
Base Plate Summary
Max Stress (ksi):
45.12
(Flexural)
Stiffener Data
Allowable Stress (ksi):
54
N/A
Stress Rating:
79.6%
Pass
Pole Data
55" x 0.375" 12-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi)
Analysis Results
Connection Properties
Iar (in)
0.875
Moment (kip-ft)
1654.69
Axial Force (kips)
33.08
Shear Force (kips)
23.57
Moment (kip-ft)
Axial Force (kips)
Shear Force (kips)
0.00
BU #
846102
Applied Loads
Site Name
EL MIRAGE
Order #
561440 Rev. 0
Analysis Considerations
Site Info
TIA-222 Revision
H
Grout Considered:
No
33.08
23.57
Adjusted Pole Reactions
Analysis Date: 9/30/2021
CCIplate - Version 4.1.2
ASCE 7 Hazards Report
Address:
No Address at This
Location
Standard:
ASCE/SEI 7-10
Risk Category: II
Soil Class:
D - Stiff Soil
Elevation: 1142.25 ft (NAVD 88)
Latitude:
Longitude:
33.609922
-112.325859
Wind
Results:
Wind Speed:
115 Vmph
10-year MRI
76 Vmph
25-year MRI
84 Vmph
50-year MRI
90 Vmph
100-year MRI
96 Vmph
Data Source:
ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1–CC-4, and Section 26.5.2,
incorporating errata of March 12, 2014
Date Accessed:
Tue Jul 20 2021
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2.
Page 1 of 3
https://asce7hazardtool.online/
Tue Jul 20 2021
SS :
0.171
S1 :
0.057
Fa :
1.6
Fv :
2.4
SMS
:
0.274
SM1
:
0.136
SDS
:
0.182
SD1
:
0.091
TL :
6
PGA :
0.069
PGA M :
0.111
FPGA
:
1.6
Ie
:
1
Design Response Spectrum
S (g) vs T(s)
a
MCE Response Spectrum
R
S (g) vs T(s)
a
Seismic
Site Soil Class:
Results:
Seismic Design Category
D - Stiff Soil
B
Data Accessed:
Date Source:
Tue Jul 20 2021
USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating
Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2.
Additional data for site-specific ground motion procedures in accordance with
ASCE/SEI 7-10 Ch. 21 are available from USGS.
Page 2 of 3
https://asce7hazardtool.online/
Tue Jul 20 2021
Ice
Results:
Data Source:
Date Accessed:
Ice Thickness:
0.00 in.
Concurrent Temperature:
25 F
Gust Speed:
30 mph
Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8
Tue Jul 20 2021
Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys
and gorges may exceed the mapped values.
Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds,
for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.
Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice
thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may
exceed the mapped values.
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
Page 3 of 3
https://asce7hazardtool.online/
Tue Jul 20 2021
12/06/21
T-1
SHEET INDEX
VICINITY MAP
DIRECTIONS
SITE INFORMATION
PROJECT DIRECTORY
11"x17" PLOT WILL BE HALF SCALE UNLESS OTHERWISE NOTED
GENERAL NOTES
SITE PHOTO
UNDERGROUND SERVICE ALERT
UTILITY NOTIFICATION CENTER OF ARIZONA
(602) 659-7504
WWW.ARIZONA811.COM
DISH WIRELESS, L.L.C. SITE ID:
PXPHX00138A
DISH WIRELESS, L.L.C. SITE ADDRESS:
14010 N EL MIRAGE RD
EL MIRAGE, AZ 85335
SCOPE OF WORK
·
·
·
·
·
·
·
·
·
·
·
·
·
·
·
·
·
ARIZONA - CITY OF EL MIRAGE CODE COMPLIANCE
12/06/21
A-1.1
1
PARCEL#:
501-33-013K
ZONING: NR
W THUNDERBIRD RD
N EL MIRAGE RD
PARCEL#:
501-33-013J
PARCEL#:
501-34-083
PARCEL#:
501-33-013G
PARCEL#:
501-33-109
PARCEL#:
501-27-024
PARCEL#:
501-27-025
PARCEL#:
501-27-026
PARCEL#:
501-27-027
PARCEL#:
501-27-028
PARCEL#:
501-27-029
PARCEL#:
501-27-030
12/06/21
A-1.2
2
3
1
12/06/21
A-2.1
1
2
12/06/21
A-2.2
1
2
12/06/21
A-2.3
1
2
12/06/21
A-3
1
2
4
5
3
1
4
7
2
5
8
3
6
9
12/06/21
A-4
1
4
7
2
5
8
3
6
9
12/06/21
A-5
12/06/21
A-6
1
4
7
2
5
8
3
6
9
12/06/21
E-1.1
1
3
“
”
“
”
2
12/06/21
E-1.2
1
3
W THUNDERBIRD RD
“
”
“
”
N EL MIRAGE RD
2
12/06/21
E-2
1
4
7
2
5
8
3
6
9
12/06/21
E-3
2
1
3
LOAD SERVED
VOLT AMPS
(WATTS)
L1
L2
TRIP
CKT
#
PHASE
LOAD SERVED
VOLT AMPS
(WATTS)
L1
L2
TRIP
CKT
#
12/06/21
G-1
1
2
3
”
12/06/21
G-2
1
5
3
6
2
4
12/06/21
G-3
1
4
7
2
5
8
3
6
9
12/06/21
RF-1
1
2
3
4
12/06/21
GN-1
12/06/21
GN-2
12/06/21
GN-3
12/06/21
GN-4
·
·
·
·
·
·
·
12/06/21
GN-5