HomeMy WebLinkAbout22-35335335 Eighik Street him
Zephyrhills, FL 33542
Phone: (813) 780-0020
Fax: (813) 780-0021
Issue Date: 05/12/2022
"Warning to owner: Your failure to record a notice of commencement may result in your paying twice for
IIIIIIII III! I III !I I 111 101 111 11 1 1 : I
Complete Plans, Specifications add fee Must Accompany Application, All work shall be performed fr.
accordance with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O.
NO OCCUPANCY BEFORE C.O.
CONTRACTOR SIGNATURE
PE IT OFFICE
-3 X
813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021
Building Department
Date Received Phone Contact for Permitting
a It I a I a I a It I I 1 9
Owner's Name I AT&T I Owner Phone Number I I
Owner's Address Owner Phone Number
Fee Simple Titleholder Name Owner Phone Number
Fee Simple Titleholder Address
r__
JOB ADDRESS I 534&4W,6"et
LOT #
SUBDIVISION
E:===
PARCEL
(OBTAINED FROM PROPERTY TAX NOTICE)
WORK PROPOSED
NEW CONSTR
ADD/ALT
SIGN DEMOLISH
El
INSTALL
REPAIR
PROPOSED USE
SFR
COMM
OTHER
TYPE OF CONSTRUCTION
BLOCK
FRAME
STEEL
Modifyiny bEIG06-1 equipffiefli
i
Un exislirry lower,
DESCRIPTION OF WORK
BUILDING SIZE SO FOOTAGE= HEIGHT 1 190
LZ BUILDING 17 000 VALUATION OF TOTAL CONSTRUCTION
Vi ELECTRICAL
=PLUMBING
I$ 3000 1
Is I
AMP SERVICE L_J PROGRESS ENERGY W.R.E.C.
VALUATION OF MECHANICAL INSTALLATION
= GAS ROOFING = SPECIALTY = OTHER
FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA =YES NO
BUILDER COMPANY E Mastec Network Solutions
SIGNATURE REGISTERED ��Y/N �FEFCURRiENY�/N��
Address License # I
ELECTRICIAN COMPANY LnMsAe - Network S I tlorl
REGISTERED
:5
SIGNATURE REGIS 3TERED FEE CURREN LLLN_j
4806S.DW;ii;�l Gables, FL 33144 'i,...
ouglas Road 11 th Cora F
PLUCOMPANY E
MBER REGISTERED ;Y:/:N:�,. �..R,,N �Y/ N SIGNATURE F
Address License #I{
MECHAN-1- L COMPANY I
J SIGNATURE RMSTIRED Y i N FEE CURREN Address License #
OTHER COMPANY F_
SIGNATURE E=== REGISTERED L_y LN _J FEE CURREN Y/N
Address License
RESIDENTIAL Attach (2) Plot Plans; (2) sets of Building Plans; (1) set of Energy Forms; R-O-W Permit for new construction,
Minimum ten (10) working days after submittal date. Required onsite, Construction Plans, Stormwater Plans w/ Silt Fence installed,
Sanitary Facilities & I dumpster; Site Work Permit for subdivisions/large projects
COMMERCIAL Attach (2) complete sets of Building Plans plus a Life Safety Page; (1) set of Energy Forms, R-O-W Permit for new construction,
Minimum ten (10) working days after submittal date. Required onsite, Construction Plans, Stormwater Plans w/ Silt Fence installed,
Sanitary Facilities & I dumpster, Site Work Permit for all new projects. All commercial requirements must meet compliance
SIGN PERMIT Attach (2) sets of Engineered Plans,
'***PROPERTY SURVEY required for all NEW construction.
Directions;
Fill out application completely.
Owner & Contractor sign back of application, notarized
If over $2500, a Notice of Commencement is required, (AIC upgrades over $7500)
- Agent (for the contractor) or Power of Attorney (for the owner) would be someone with notarized letter from owner authorizing same
OVER THE COUNTER PERMITTING (copy of contract required)
Rerools if shingles Sewers Service Upgrades A/C Fences (Plot!Survey/Footage)
Driveways -Not over Counter if an public roadways..needs ROW
813-7bu-auzu City of Zephyrrfills Hermit Application
Building Department
NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to "deed" restrictions" which may be more restrictive
than County regulations. The undersigned assumes responsibility for compliance with any applicable deed restrictions.
UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES: If the owner has hired a contractor or contractors to undertake work, they
may be required to be licensed in accordance with state and local regulations. If the contractor is not licensed as required by law, both the owner and
contractor may be cited for a misdemeanor violation under -state law. If the owner or intended contractor are uncertain as to what licensing requirements
may apply for the intended work, they are advised to contact the Pasco County Building Inspection Division --Licensing Section at 727-847- 8009.
Furthermore, if the owner has hired a contractor or contractors, he is advised to have the contractors) sign portions of the "contractor Block' of this
r fl cy wi I bc cihic� 'm P11 ho c gn �In h� Cnnhmcli!� �hn� mav -1c or, indic-lic- Ifial h,- ��, n��t nrcpody lmcri7cd ind n-, ffy t
not emitted to permitting privileges in Pasco County,
TRANSPORTATION IMPACTIUTILITIES IMPACT AND RESOURCE RECOVERY FEES: The undersigned understands
that Transportation Impact Fees and Recourse Recovery Fees may apply to the construction of new buildings, change of use in existing buildings, or
expansion of existing buildings, as specified in Pasco County Ordinance number 89-07 and 90-07, as amended. The undersigned also understands, that
such fees, as may be due, will be identified at the time of permitting. It is further understood that Transportation Impact Fees and Resource Recovery
Fees must be paid prior to receiving a "certificate of occupancy" or final power release. If the project does not involve a certificate of occupancy or final
power release, the fees must be paid prior to permit issuance. Furthermore, if Pasco County Water/Sewer Impact fees are due, they must be paid prior
to permit issuance in accordance with applicable Pasco County ordinances.
CONSTRUCTION LIEN LAW (Chapter 713, Florida Statutes, as amended): If valuation of work is $2,500.00 or more, I certify that 1, the applicant,
have been provided with a copy of the "Florida Construction Lien Law —Homeowner's Protection Guide" prepared by the Florida Department of
Agriculture and Consumer Affairs. If the applicant is someone other than the "owner", I certify that I have obtained a copy of the above described
document and promise in good faith to deliver it to the "owner" prior to commencement.
C,ONTRACTOR'SIO-WNER'S AFFInAVM 1 rertifii that n1l flia infrimniron it thm pipplirtption is .arm re and thnt all -ork will h- don- in compliarre vvith
all applicable laws regulating construction, zoning and land development. Application is hereby made to obtain F. permit to do work and installation as
indicated. I certify that no work or installation has commenced prior to issuance of a permit and that all work will be performed to meet standards of all
laws regulating construction, County and City codes, zoning regulations, and land development regulations in the jurisdiction. I also certify that I
understand that the regulations of other government agencies may apply to the intended work, and that it is my responsibility to identify what actions I
must take to be in compliance. Such agencies include but are not limited to:
Department of Environmental Protection -Cypress Bayheads, Wetland Areas and Environmentally Sensitive
Lands, Water/Wastewater Treatment.
Southwest Florida Water Management District -Wells, Cypress Bayheads, Wetland Areas, Altering
Watercourses.
Army Corps of Engineers -Seawalls, Docks, Navigable Waterways.
Department of Health & Rehabilitative Services/Environmental Health Unit -Wells, Wastewater Treatment,
—up is Ta-,ks.
US Environmental Protection Agency -Asbestos abatement.
Federal Aviation Authority -Runways.
I understand that the following restrictions apply to the use of fill:
- Use of fill is not allowed in Flood Zone W" unless expressly permitted.
- If the fill material is to be used in Flood Zone "A", it is understood that a drainage plan addressing a
"compensating volume" will be submitted at time of permitting which is prepared by a professional engineer
licensed by the State of Florida.
- If the fill material is to be used in Flood Zone "A" in connection with a permitted building using stem wall
construction, I certify that fill will be used only to fill the area within the stem wall.
- If fill material is to be used in any area, I certify that use of such fill will not adversely affect adjacent
properties. If use of fill is found to adversely affect adjacent properties, the owner may be cited for violating
the conditions of the building permit issued under the attached permit application, for lots less than one (1
acre which are elevated by fill, an engineered drainage plan is required.
If I am the AGENT FOR THE OWNER, I promise in good faith to inform the owner of the permitting conditions set forth in this affidavit prior to
commencing construction. I understand that a separate permit may be required for electrical work, plumbing, signs, wells, pools, air conditioning, gas, or
other installations not specifically included in the application. A permit issued shall be construed to be a license to proceed with the work and not as
authority to violate, cancel, after, or set aside any provisions of the technical codes, nor shall issuance of a permit prevent the Building Official from
thereafter requiring a correction of errors in plans, construction or violations of any codes. Every permit issued shall become invalid unless the work
authorized by such permit is commenced within six months of permit issuance, or if work authorized by the permit is suspended or abandoned for a
period of six (6) months after the time the work is commenced. An extension may be requested, in writing, from the Building Official for a period not to
exceed ninety (90) days and will demonstrate justifiable cause for the extension. If work ceases for ninety (90) consecutive days, the job is considered
abandoned,
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT
`FORMA JURAT (F,S. I 17,03)
OWNER OR AGENT CONTRACTOR
Subscribed and swam to (or affirmed) before me this Subscribed and sworn to (or affirmed) before me this
by 1/4/22 by Stanley TMadin
Who —is/are personally known to me or has/have produced Who is/are p1popally known to me or has/have produced
as identification, own as identification.
Notary Public Notary Public
Commission No. Commission No. GG325980
Yanct RodrIQUez
Name of Notary typed, printed or stamped NameofNotary typ&d, printed or —stamped
,- E ,,V 00, , YANET RODRIGUEZ
Notary Public -State of Florida
Commission # GG 325980
01
my Comm, Expires Apr 21, 2023
Bonded through National Notary Assn,
M
January 18, 2021
I o Whom it May Concern
Please see the attached building permit application, Drawings and Structural Analysis for the AT&T
Communication Tower located at 5335 8TH Street Zephyrhills, FL 33542 . Please let me know if you need
anything else trom me to complete this submittal.
Thank you for your assistance with this.
Zoning + permitting
16592 Gateway Bridge Drive
Delray Beach, FL 33446
Lori.zaner@TPGWirelesss,com
(954) 793-0696 mobile
'-' v
Date: January 05, 2022
REVIEW DI\TE--LSLACK&VEATCH
OF Building a world of difforence!
CITY ZEPHYRF11LLS /
BUILDING OFFICIAL--',. Black & Veatch Corp.
6800 W. 11 5th St., Suite 2292
Overland Park, KS 66211
(913) 458-6909
Structurai 04.0-fally'sis Report
AT&T Mobility Co -Locate
Site Number: 10015984
Site Name: Zephyrhills
FA Number: 10015984
BU Number:
826548
Site Name:
PaSGO County
JDE Job Number:
698417
Work Order Number:
2054917
Order Number:
597926 Rev. 0
Black & Veatch Corp. Project Number: 406642
Latitude 280 14'52.9", Longitude -82' 11'94"
190 Foot - Self Support Tower
Black & Veatch Corp. 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:
Suff—Vent Cnpacfti
t.
This analysis utilizes an ultimate 3-second gust wind speed f 38 moh)as required by the 2020 Florida Building
Code 7th Edition. Applicable Standard references and design _66 are listed in Section 2 - Analysis Criteria.
Structural analysis prepared by: Purich Sangpairoj
Respectfully submitted by:
Ping Jiang, P.E.
Professional Engineer
THIS ITEM HAS BEEN
FLECTROMCALLY -SIGNED
SEALED BY PING JIANG, P.E.,
ON THE TIME & DATE STAMP
SHOWN USING A DIGITAL
SIGNATURE. PRINTED COPIES
OF THIS DOCUMENT ARE NOT
CONSIDERED SIGNED &
SEALED & THE SIGNATURE
MHT RF VFRIPIVU) nNI ANY
ELECTRONIC COPIES.
�,AG J /A
E N,9,,,*
No 81991
0710q12022 Ir
STATE OF 44/
10.
'-1 A-\
Digftw4l
Date: 2022. 11�w WIN -06'00'
it ix i uwti Rtpui 1 - vt-i biui i & I .1. 0'
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
TABLE OF CONTENTS
2) ANALY515 QKH tILIA
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 Rf--SUL I S
Table 4 - Section Capacity (Summary)
Table 5 - Tower Component Stresses vs. Capacity
4.1) Recommendations
5) APPENDIX A
tnxTower Output
63) A P PE ND I X B
Base Level Drawing
7) APPERDIX C
Additional Calculations
January oti, zuzz
CC/ BU No 826548
Page 2
190 Ft Self Support Tower Structural Analysis
Prqject Number 406642, Order 597926, Revision 0
1) INTRODUCTION
This tower is a 190 ft Self Support tower designed by Valmont Microflect.
January 0,!2022
CCI BU No 826548
Page 3
-I'he tower has been modified per reinforcement drawings prepared by Tower Engineering Professionals in July
of 2013, Reinforcement consisted of installing single angle to existing diagonals from elevation 20'-30', 60'-70',
100'-106.67' and 140'-160'. Refer to Modification Inspection Report by Tower Engineering Professionals in
November of 2013. This modification was considered effective in this analysis.
TIA-222 Revision:
Tj A 222-1j,
Risk Category:
11
Wind Speed:
138 mph
Exposure Category:
C
Topographic Factor:
1
Service Wind Speed:
60 mph
Table I - Proposed Equipment Configuration
3
andrew
E15S09P78
BSA-M65R-BUU-H6
4
cci antennas
---- --- - ---- --
w/ Mount Pipe
2
or COPE-
A"�
NNHH-65B-R4 CCIV2
4
commscope
w/ Mount Pipe
....... .. . - . ........
SBJAH4-1D65B-DL
2
commscope
w/ Mount Pipe
175.O 3
ericsson
...... . RRUS 32
171.0 3
ericsson
RRUS 32 E2 .. . . .... .. ......
RR"Us- 32 D-65,11
ericsson
RRUS 4415 B30
4
-
encsson
---------- - ........
RRUS 4449 135/1312
ericsson
RRUS 4478 B14 CCIV2
1
..........
ericsson
......
RRUS 8843 132/1366A
i 2
raycap
DC6-48-60-18-8C
.... .. .
2
raycap
..... ....... ..
DC9-48-60-24-8C-EV
171.0 i 3
site pro I
VFA!4-HL)
14' Heavv Duty V-Frame
Table 2 - Other Considered
4 commscope !FF\/V-65C-R3-V1 w/ Mount Pi
187.0 189.0 ericsson AIR6449 B41 T-MOBILE
4
w/ Mount Pipe
I
5/16
3/8
3/4
7/9
1-5/8
ME
tnxTower Report - version 8.1.1.0
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
January Ob, 2022
CC/ BU No 826548
Page 4
4
ericsson
RADIO 4460 132/1325 B66 TMO
4
encsson
RADIO 4480 B71 TMO
- ---------
187.0
3
site pro 1
....
VFA12-HD
12' Heavy Duty V-Frame
I
commscope
RCMDC-6627-PF-48
3
4408 W/KRE 105 281/1
ericsson
W/ Mount Pipe
3
encsson
AIR 6449 B77 w/ Mount Pipe i
3
..
..... ... .
encsson
RRUS 32 B2
160.0
3
encsson
RRUS 32 B66
158,0
3
ericsson
13
RRUS 4449 135/13 12
1-5/8
2
6
jma wireless
.... . .....
!MX06FRO860-02 w/ Mount Pipe
I
raycap
.. . ... ........ .... ..........
RRFDC-3315-PF-48
. .... . . ... ...
R\ 17DC-6607-DE7-A Q
3
vzwsmart
SFK3 V-Bracing Kit
158.0
. ..... ...... . .. ......
Cci towmounts
r.
1
(v2.1)er
Sector Mount [SM 502-3]
3
ericsson
80OMHZ SMR FILTER
3
ericsson
RRUS 31 B25
150.0
3
encsson
RRUS-1 1 80OMHz
148,0
I is C W-1wCave
A C U- A, 2 0 -
3
ericsson
AIR 6488 B41 1
1-5/8
149.0
3
rfs celwave,
= APXVERR18-C wl Mount Pipe
cci tower mounts
14&0
1
(v2. 1)
Sector Mount [SM 402-3]
3
fujitsu
TA08025-13604
3
fujitsu
TA08025-13605
------- ----- ....... .. . .
130- 0 138, 0
inia wireiess
"MIX08FRU-60-51-2-1 w/ Mount Pirie -I
1-1i2
1
raycap
RDIDC-9181-PF-48
tower mounts
Commscope MTC3975083 (3)
Table 3 - Documents Provided
tnxTower Report - version 8.1.1.0
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 59 7926, Revision 0
3.1) Analysis Method
january 00, 2022
CC/ BU No 826548
Page 5
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, Grown 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
s P e cf; e d 'i n 11 a h- 1 is s 1 a n d 2 a nal 11, i e i ell e r e n f - e d d avv; n g s,
Table 4 - Section Capacity (Summary) (Self Support Tower)
LO'cri -
'E v lion Type
'o 'It 't' Compo'no
L (J
8 17-
No-on
TJ
1 60 1 80 I
..... ...
Le g
Pip, 2.
T2
.... .
180-160
Leg
PIPE 3.5 STD
19
-44.57
10132
43.8
Pass
T3
160-140
Leg
Pipe 5 STD
49
-99.54
230.30
43.2
Pass
T4
140-120 1
Leg
Pipe 8 STD
73
-16196
347.31
47,2
Pass
T5
1120 - 113,333
Leg
Pipe 8 STD
97
-185.22
347.31
53,3
Pass
T6
113.333-
Leg
Pipe 8 STD
109
-206.67
347.31
5M
Pass
106.667
........ .... .
..... . ....... ...... . ........
.
. ... ....
T7
106.667 - 100
Leg
Pipe 8 STD
118
-226,42
347.31
65,2 1
Pass
T8
100-80
Leg
Pipe 10 STD127
-2811111
484.38
f 58.4
Pass
. . . . ..........
T9
80-70
Leg
-- ----
Pipe 10 STD
145
-31172
484M
64.8
Pass
TIO
. ... .. .....
70-60
Leg
Pipe 10 STD
157
i -343,91
484.38
71.0
Pass
T11
.......... .
60-40
Leg
Pipe 12 STD
166
-405,08
602A3
672
Pass
T12
40-30
Leg
Pipe 12 STD
184
i -435,27
602A3
72�3
Pass
T13
...... ....
30-20
Leg
Pipe 12 STD
196
-465J0
602A3
'1 77,2
Pass
T14
20-0
Leg
Pipe 12 xS
205
-52U1
794.34
66.1
Pass
TI
190-180
Diagonal
Ll 3/4x1 3/4x3/16
8
-3.06
8,76
34.9
Pass
T2
180-160
Diagonal
L2x2x3/16
30
-6,74
i 12.78
52.7
Pass
T3
160-140
Diagonal
21-2 1/2x2 1/2x3/16x3/8
60
-10.41
52.58
i 19,8
Pass
TA
140 - 120
Dimqonal
.
LqY3)(3/16
... .........
84
-11 77
......
29 90
_q n
.. ...... . .... .
Pasc
T5
120 - 113.333
Diagonal
L3x3x3/16
108
-12.04
21.10
57A
Pass
T6
i 333
Diagonal
L3x3x3/16
117
-1173
I 19 95
58,8
Pass
106.667
T7
1106.667 - 100
Diagonal
2L3x3x3/16x112
126
-13.75
5T64
219
Pass
T8
. . ......... .
100-80 1
Diagonal
L3 1/2x3 1/2x1/4
138
-15�78
......
27.30
57.8
Pass
T9
..........
i 80-70
Diagonal
L3 1/2x3 1/2x1/4
156
-15.26
25,40
60.1
Pass
T10
70-60
Diagonal
21_3 1/2x3 1/2xl/4xl/2
165
AT60
89.02
19.8
Pass
T11
60-40
Diagonal
L3 1/2x3 1/2x3/8
177
A&H
i 30,93
58A
Pass
T12
40-30
Diagonal
.... ..... .
L3 1/2x3 1/2x3/8
195
-17.18
2M6
59.1
Pass
tnxTower Report - version 8.1.1.0
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
januao, Ob, 2U22
CC/ BU No 826548
Page 6
Section
Elevation (ft) Component Type
Size
Critidal
P (K)
SF*P_allow
%
, %
Pass I Fall
No�
Element
(K)
Capacity
a
T13
30-20
Diagonal
21-3 1/2x3 I/W/W/2
204
-20,34
110.28
18A
Pass
'14
L4x4x-0/8
211
-20A—
3 IS
5, -0 2
ra5s
Tl
190-180
Top Girt
L3 1/2x3 1/2x1/4
4
-0,12
29.78
-V
0.4
Pass
T2
180-160
Top Girt
L3 1/2x3 1/2x1/4
24
-0.77
30.54
2.5
Pass
T3
160 - 140
Top Girt
L3 1/2x3 1/2x3l8
54
-1.73
46.21
33
Pass
T4
140-120
Top Girt
L3 1/2x3 1/2x3/8
78
-2.84
32.21
8.8
Pass
T5
120 - 113,333 f
Top Girt
L4x4x3/8
102
-3,21
34A3
9.3
Pass
T8
1 100-80 i
Top Girt
L4x4x3/8
132
-4.91
26A9
18.5
Pass
T9
80-70
Top Girt
L5x5x5/16
150
-5A4
34.15
15.9
Pass
T11
60-40
Top Girt
L5x5x5/16
171
-7.02
27,77
25.3
Pass
T12
......
40-30
----
Top Girt
L5x5x5/16
189
-7�55
22A9
315
Pass
. .....
T14
-----
20-0
Top Girt
L5x5x5/16
---
210
411
18.59
49.0
Pass
----- ---- -
- -
- ------- --- ----- ---
'Summary!
Leg J 13)
77.2
Pass
----
- -----
....... ..... .
Diagonal
(19)
Top Girt
49.0
Pass
.. ..... ..
. .... ........
(T14)
`Bolt Checks'
73.4
Pass
...........
i Rating =
77.2
Pass
Anchor Rods 0 30.6 Pass
---- -------
Base Foundation (Structure) 22.1 Pass
0
Base Foundation (Soil Interaction) 91.9 Pass
Notes:
I See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity
consumed. Rating Per TIA-222-H Section 15.5
4.1) Recommendations
The tower and its foundation have sufficient capacity to carry the proposed load configuration. No
modifications are required at this time.
tnxTower Report - version 8,1.1.0
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
:January
ry () ,�, 2022
CC/ BU No 826548
Page 7
tnxTower Report - version 8.1.1,0
uum Tt
_..
W
180.0_n
S LIST---___
N
n
---- --- ---_ ------.._ ....--. _...,
MARKJ SIZE MARK SIZE
q
m
�I
A L1 3/4x1 3/43/16 D 2L31/20 1/2x3/8x112
8 2L3x3x3i16x1/2 E 14x4x318 _
AML-
'� � j-.Eo .'
.. _:
G 2L31/2x3112x1/4x1t2
a
.... .... .... .....
MAT RIAL STRENGTH
_.
_-_. ___ ..._._ -._-_- r
no
"ADE
_
ibGArt
A53-e-46 46 ksi 60 ksj A36 36 ksi 58 ksi
a
m
TOWER DESIGN NOTES
N
1. Tourer is located in Pasco County, Florida.
N
A,
2. Tower designed for Exposure C to the TIA-222-H Standard,
3. Tower designed for a 138 mph basic wind in accordance with the TIA-222-H Standard.
21
4. Deflections are based upon a 60 mph wind.
N
140.0 ft
5. Tower Risk Category II.
r
6. Topographic Category 1 with Crest Height of 0,00 ft
m
ta
r: r
7. TOWER RATING: 77.2%
i
Q
`n
R
M
120.0 ft
113.3 fl
106.7 n
N
100,0 ft
m
ti
ao.0 it
N
70.0 ft
M
60.0 ft
@
N40.0
ft
ALL REACTIONS
ARE FACTORED
N
�
MAX. CORNER REACTIONS AT BASE:
30 0 ft
DOWN: 541 K
M
SHEAR: 54 K
q
d
z
UPLIFT. -470 K
_.
20.On
SQH 4R: 48 fK
:
m
°
AXIAL
X
22
`x
m
85K
r
a
v
�
a
SHEAR"" MOMENT
88 K P F 9472 kip-ft
0.on
TORQUE 77 kip-ft
N
REACTIONS - 138 mph WIND
-
5
q
flack & Veatch Corp. a0 Pasco County (VS) (BU# 82 48)
BLACK 6$00 W. 15$h St., JLR6ie292 P.olast.86642 ($265d$ 2054917}
BuildingI
7 Overland Park, KS 66211 Glient Crown Castle Drawn ey Punch San�palrof APpa
Phone: (913) 458-6909 coax TIA-222-H Date 01/05/22 scale N"
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
January 05, 2022
CC/ BU No 826548
Page 8
I he main tower is a 3x free standing tower with an overall height of 1 go. no tt above the ground line.
The base of the tower is set at an elevation of 0.00 ft above the ground line.
The face width of the tower is 8.00 ft at the top and 21.33 ft at the base.
This tower is designed using the TIA-222-H standard.
The following design criteria apply:
* Tower is located in Pasco County, Florida.
* Tower base elevation above sea level: 91.00 ft.
* Basic wind speed of 138 mph.
* Risk Category !I.
* Exposure Category C.
* 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.
* Pressures are calculated at each section,
* Stress ratio used in tower member design is 1.
ower anaiysis based on target rehabilifies 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.
Consider Moments - Leas
Consider Moments - Horizontals
Consider Moments - Diagonals
Use Moment Magnification
Use Code Stress Ratios
Use Code Safety Factors - Guys
Escalate Ice
Always Use Max Kz
Use Special Wind Profile
finclude fz_olt� in Member Capacity
Leg Bolts Are At Top Of Section
V Secondary Horizontal Braces Leg
Use Diamond Inner Bracing (4 Sided)
SIR Members Have Cut Ends
SR Members Are Concentric
Distribute Leg Loads As Uniform
Assume Legs Pinned
Assume Rigid Index Plate
Use Clear Spans For Wind Area
Use Clear Spans For KLlr
Retension Guys To Initial Tension
Bypass Mast Stability Checks
Use Azimuth Dish Coefficients
Project Wind Area of Appurt,
AutocnIC T-rq
- , ne ATIm. Areas,
Add IBC.6D+W Combination
Sort Capacity Reports By Component
Triangulate Diamond Inner Bracing
Treat Feed Line Bundles As Cylinder
Ignore KL/ry For 60 Deg. Angle Legs
Use ASCE I D X-Brace Ly Rules
Calculate Redundant Bracing Forces
Ignore Redundant Members in FEA
SIR Leg Bolts Resist Compression
All Leg Panels Have Same Allowable
Offset Girt At Foundation
v i
Consider Feed Line Torque
Include Angle Block Shear Check
Use TIA-222-H Bracing Resist.
Exemption
Use TIA-222-" Tion Splice
Exemption
Poles
Include Shear -Torsion Interaction
Always Use Sub -Critical Flow
Use Top Mounted Sockets
Pole Without Linear Attachments
Pole With Shroud Or No
Appurtenances
Outside and Inside Comer Radii Are
Known
tnxTower Report - version 8.1 Al O
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
Wind 90
Leg C
Wind 16V
*---LZQA-
A\
----Leg -B
Face C
Wind Normal
T DIM-Ifir-Tair
Tower Section Geometr
January 05, 2022
CC! SU No 826548
Page 9
Tower
Tower Assembly
Description Section
Number
Section
Section
Elevation Database
Width
of
Length
Sections
it
it
it
.00-180.00
8.001
10.00 ry
T2
180.00-160.00
8.00
1
20.00
T3
I60.00-140.00
8.00
1
MOO
4
140 du-1 2(1.0v
9.61
I
ZUM
T5
120M-1 13.33
11.33
1
6.67
T6
113,33-106.67
11,89
1
6.67
T7
106.67-100.00
12,44
1
6.67
T8
1 M00-80.00
1100
1
20.00
T9
80.00-70M
14.67
1
10.00
TIO
70M-60.00
15,50
1
10.00
T11
60M-40.00
16.33
1
20.00
T12
40.00-30.00
18.00
1
10.00
T13
30.00-20M
18.83
1
10.00
T14
?o,nn-n-nn
I9.67
1
2nn0
Tower
Tower
Diagonal
Bracing
Has
Has
Top Girt
Bottom Girt
Section
Elevation
Spacing
Type
K Brace
Horizontals
Offset
Offset
End
Panels
in
in
190,00-1 MOO
5.00
X Brace
No
No
0.0000
0.0000
T2
180.00-160.00
5.00
X Brace
No
No
0.0000
0.0000
T3
160M-140.00
6.67
X Brace
No
No
0.0000
0M00
T4
140,00-120.00
6.67
X Brace
No
No
0.0000
0.0000
T5
120.00-11133
6.67
X Brace
No
No
0.0000
0.0000
T6
113.33-106.67
6.67
X Brace
No
No
0.0000
0.0000
T7
10&67-100,00
6,67
X Brace
No
No
0.0000
0.0000
T8
100.00-80.00
10.00
X Brace
No
No
MOM
0.0000
T9
80.00-70,00
10.00
X Brace
No
No
0,0000
0,0000
tnxTower Report - version 8.1.1.0
190 Pt Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
anuary Ob, 2022
CC/ BU No 826548
Pape 90
Tower
Tower
Diagonal
Bracing
Has
Has
Top Girt
Bottom Girt
Section
Elevation
Spacing
Type
K Brace
Horizontals
Offset
Offset
End
ft
It
Panels
in
in
�..
.
111
60.00-40.OU
10.00
X brace
No
No
O.0000
t).00OO
T12
40.00-30.00
10.00
X Brace
No
No
0.0000
0.0000
T13
30.00-20.00
10.00
X Brace
No
No
0,0000
0.0000
T14
20.00-M0
10.00
X Brace
No
No
0.0000
0,0000
i tip
, �:
N
_,
g -f
��.,
�-� ", a
Elevation
Type
Size
Grade
Type
Size
Grade
ft
--T1 190.00-
Pipe
Pipe 2.5 STD
A53-B-46
Equal Angle—"—
L1 3/4x1 3/4x3116—
A36
180M
(46 ksi)
(36 ksi)
T2 180.00-
Pipe
PIPE 3.5 STD
A53-B-46
Equal Angle
L2x2x3/16
A36
160.00
(46 ksi)
(36 ksi)
T3 160.00-
Pipe
Pipe 5 STD
A53-B-46
Double Equal
21-2 1/2x2 1/2x3/16x3/8
A36
140.00
(46 ksi)
Angle
(36 ksi)
T4 140,00-
Pipe
Pipe 8 STD
A53-B-46
Equal Angle
L3x3x3/l6
A36
120M
(46 ksi)
(36 ksi)
I � 120-00-
Pipe.
Pipe 8 s i L)
Ab3-B-46
Egrrai Angle
L x )(311 b
Ab
113.33
(46 ksi)
(36 ksi)
T6 113.33-
Pipe
Pipe 8 STD
A53-B-46
Equal Angle
L3x3x3/16
A36
106.67
(46 ksi)
(36 ksi)
T7 106.67-
Pipe
Pipe 8 STD
A53-B-46
Double Equal
2L3x3x3/16xl/2
A36
100.00
(46 ksi)
Angle
(36 ksi)
T8 100.00-
Pipe
Pipe 10 STD
A53-6-46
Equal Angle
L3 1/2x3 1/2x1/4
A36
80,00
(46 ksi)
(36 ksi)
T9 80.00-70.00
Pipe
Pipe 10 STD
A53-B-46
Equal Angle
L3 1/2x3 1/2x1/4
A36
(46 ksi)
(36 ksi)
T1 P1 itt 00_
Ri.i+a
D"v,a 10 y Tr1
53 R 46
c- 1 C E
21 `i 1 j"jA 12 I fAv 12
,A
60M
(46 ksi)
Angie
(.fib ksi)
T11 M00-
Pipe
Pipe 12 STD
A53-B-46
Equal Angle
L3 1/2x3 1/2x3/8
A36
40.00
(46 ksi)
(36 ksi)
T12 40.00-
Pipe
Pipe 12 STD
A53-8-46
Equal Angle
L3 1/20 1/20/8
A36
30.00
(46 ksi)
(36 ksi)
T13 30.00-
Pipe
Pipe 12 STD
A53-B-46
Double Equal
21-3 1/2x3 1/2x3/8xl/2
A36
MOO
(46 ksi)
Angle
(36 ksi)
T14 20.00-0.00
Pipe
Pipe 12 XS
A53-B-46
Equal Angle
L4x4x3/8
A36
a
�
.,46 ksi
36 ksi
SectionTower (con '
Tower
Top Girt
Top Girt
Top Girt
Bottom Girt Bottom Girt
Bottom Girt
Elevation
Type
Size
Grade
Type Size
Grade
ft
��--
T1 190=00-
_
Equal Angle_
__
L3 1/2x3 1/_2x1/4
_
A36_
Solid Round
A36
180.00
(36 ksi)
(36 ksi)
T2 180.00-
Equal Angle
1-3 1/2x3 1/2x1/4
A36
Solid Round
A36
160,00
(36 ksi)
(36 ksi)
1 J -IOU. UI,/-
Equal Angie
L3 liix3 1t2x3ib
A.3b
SOW rRQUI-W
moo
140,00
(36 ksi)
(36 ksi)
T4 140.00-
Equal Angle
L3 1/2x3 1/2x3/8
A36
Solid Round
A36
120M
(36 ksi)
(36 ksi)
T5 120.00-
Equal Angle
L4x4x3/8
A36
Solid Round
A36
113.33
(36 ksi)
(36 ksi)
T8 100.00-
Equal Angle
L4x4x3/8
A36
Solid Round
A36
80.00
(36 ksi)
(36 ksi)
T9 80.00-70.00
Equal Angie
L5x5x5/16
A36
Solid Round
A36
(36 ksi)
(36 ksi)
T11 6O.00-
Equal Annla
I.5x5x5/16
A36
Solid Rnt nd
A36
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
January Q5, 202j
CCI BU No 826548
Page 9 9
Tower
Top Girt
Top Girt
Top Girt
Bottom girt
Bottom (airs Bottom Girt
Elevation
Type
Size
Grade
Type
Size Grade
it
-� 40.00
(36 ksi-v.e.-...
_
(36 ksi).�-.
T12 40.00-
Equal Angle
L5x5x5116
A36
Solid Round
A36
3U.0LJ
(3b K5i)
(36 ksi)
T14 20.00-0.00
Equal Angle
L5x5x5/16
A36
Solid Round
A36
lower
Gusspr
Gusset
Gusset GradeAdjusr Factor
Adjust,
Weight tt/u t, Double Angle Double angle 0C7uble Angie
Elevation
Area
Thickness
Af
Factor
Stitch Bolt
Stitch Bolt
Stitch Bolt
(per face)
Ar
Spacing
Spacing
Spacing
Diagonals
Horizontals
Redundants
ft
ft2
in
in
in
in
T1 190.00-���
0.00
0.3750-
_
A36-
1.03
1
1.05
0.0000---0.0000
0.0000
180.00
(36 ksi)
T2180.00-
0.00
0,3750
A36
1.03
1
1.05
0.0000
0.0000
0.0000
160.00
(36 ksi)
T3160.00-
0.00
0,3750
A36
1.03
1
1.05
Third -Pt
0.0000
0.0000
T4140.00-
0.00
0.5000
A36
1.03
1
1.05
0.0000
0.0000
0,0000
120,00
(36 ksi)
T5120.00-
0.00
0.5000
A36
1.03
1
1.05
0.0000
0.0000
0.0000
11133
(36 ksi)
T611133-
0.00
0.5000
A36
1.03
1
1.05
0.0000
U000
0.0000
106.67
(36 ksi)
T7106.67-
0,00
0.5000
A36
1.03
1
1,05
Third -Pt
0,0000
0.0000
100,00
(36 ksi)
T8IM00-
0.00
0.5000
A36
1.03
1
1.05
0.0000
0.0000
0,0000
80,00
(36 ksi)
19 6u,uu-
0,00
0.15000
A313
1.tl;i
1
1.0"i
0.0000
0,0000
0,0U00
70.00
(36 ksi)
T10 70.00-
0.00
0.5000
A36
1.03
1
1.05
Third -Pt
0,0000
0,0000
60.00
(36 ksi)
T1I60.00-
0.00
0.5000
A36
1.03
1
1.05
0,0000
0.0000
0.0000
40.00
(36 ksi)
T12 40.00-
0.00
0.5000
A36
1.03
1
1.05
0.0000
0.0000
0.0000
30.00
(36 ksi)
T13 30.00-
0.00
0.5000
A36
1.03
1
1.05
Third -Pt
0,0000
0,0000
20.00
(36 ksi)
T14 nn nn
n on
o 5nnn
Aga
1 Q?
1
i nVZ
n nn0n
n nnnn
n nnnn
0.00
36 K!
SectionTower (con '
K Factors'_
Tower
Calc
Calc m
Legs
X nM
� K �
Single � Girts �N
Horiz.
Sec. w�
Inner
Single
Solid
Diags
Drags
Angles
mounds
X
X
X X
x
X
x
ft
Y
Y
Y Y
Y
_ Ye.
Y
T1 190,00-YesN01
_
_.
m
180.00
1
1
1 1
1
1
1
T2180.00-
Yes
No
1
1
1
1 1
1
1
1
160.00
1
1
1 1
1
1
1
T3160,00-
Yes
No
1
1
1
1 1
1
1
1
140.00
1
1
1 1
1
1
1
T4140.00-
Yes
No
1
1
1
1 1
1
1
1
120.00
1
1
1 1
1
1
1
T5120,00-
Yes
No
1
1
1
1 1
1
1
1
113.33
1
1
1 1
1
1
1
T611133-
Yes
No
1
1
1
1 1
1
1
1
tnxTower Report - version 8.1 Al O
t a
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
January Ob, 2022
CCI BU No 826548
Page 12
Fact®rsi
Tower
Calc
Calc
Legs
X
ry K
_K
Single
Gins
Horiz.
Sec. �
Inner��
Elevation
K
K
Brace
Brace
Diags
Horiz.
Brace
Single
Solid
Diags
Diags
Angles
Rounds
.Y
X
X
X
X
X
x
tt
Y
Y
1°
Y
Y
Y
y
106.67
1
1
1
1
1
1
1
T7106.67-
Yes
No
1
1
1
1
1
1
1
1
100.00
1
1
1
1
1
1
1
T8100,00-
Yes
No
1
1
1
1
1
1
1
1
MOO
1
1
1
1
1
1
1
T9 80.00-
Yes
No
1
1
1
1
1
1
1
1
70.00
1
1
1
1
1
1
1
T10 70.00-
Yes
No
1
1
1
1
1
1
1
1
60.00
1
1
1
1
1
1
1
T� 4 6A f -
l esz
No
R
A
A
4
A
40.00
1
1
1
1
1
1
1
T12 40.00-
Yes
No
1
1
1
1
1
1
1
1
30.00
1
1
1
1
1
1
1
T13 30.00-
Yes
No
1
1
1
1
1
1
1
1
20.00
1
1
1
1
1
1
1
T14 20.00-
Yes
No
1
1
1
1
1
1
1
1
0,00
1
1
1
1
1
1
1
'Note: K factors are applied to member segment lengths. K-braces without
_ _
inner supporting members will have
the K factor
_
in the out -of -
plane direction applied to
the overall length.
..
-Tower Leg Diagonal Top Girt Bottom Girt ( n/tid Girt Long Horizontal Short Horizontaf
Elevation '3
ft ? 9 I
'Net Width
U
I Net
U Net Width
U i Net
U
} Net
U
P Net
U
i Net
U
Deduct
Width
i Deduct
€ Width
Width
i
Width
Width
3
I in
Deduct
in
Deduct
Deduct
Deduct
Deduct
Iin
in
in
in
19u.v0- 0.0000
.1
a.0000
0.75 0.0000
0,75 i 0.0000
0.75
i a.0000
0.75
" 0.0000
0.75
i 0,0000
0.15
180.00 p
T2 180.00- 0.0000
1
£
0.0000
0.75 0.0000
(
0.75 i 0.0000
0.75
}
; 0.0000
0.75
ii 0.0000
0.75
g
0.0000
0.75
160.00 3
T3 160.00- 0.0000
1
110000
0.75 t 0.0000
0.75 j 0.0000
0.75
F 0.0000
Q.75
a,0000
0.75
0,0000
0.75
140.00
T4 140.00- 0.0000
1
0,0000
0.75 , 0.0000
_
0.75 ; 0.0000
0.75
I
0.0000
0,75
0,0000
0.75
0.0000
0,75
120.00
T5 120.00- 0.000a
1
i
0.0000
0.75 '< 0.0000
0.75 0,0000
0,75
0,0000
0.75
0.0000
035
; 0,0000
0,75
t
;
11133 i
, n
11333_ nnn
q
nn_n. nn
.nn
_.,.
n.75 .n_nn
n7,
nnnnn
n75
a nnnn n
n75
nnnn
v_...
nTt .75
106.67
T7 106.67- a.0000
�
1
0.0000
0.75 0.0000
0 75 0.0000
0 75
' a.0000
0.75
0.0000
0.75
; 0.0000
0.75
100.00
T8 100.00- 0.0000
1
0.0000
0.75 0.0000
0.75 0.0000
0.75
1 0.0000
0.75
0.0000
0.75
0.0000
0.75
80.00
T9 80.00- ' 0.0000
1
a 0.0000
6
a.75 0.0000
s
0�75 0.0000
0.75
1
0.0000
0,75
1
0.0000
0.75
0.0000
035
MOO
T10 70.00- 0.0000
1
0.0000
0.75 0.0000
0.75 0.0000
0.75
0.0000
035
0,0000
0.75
a.0000
0.75
60.00
T11 60.00- 0.0000
1
0.0000
0.75 f 0.0000
0.75 0.0000
0,75
; 0.0000
0.75
0.0000
0.75
0.0000
0.75
4a. ,o
T12 40.00- 0.0000
1
0.0000
0.75 0.0000
0.75 0.0000
0.75
? a.0000
0 75
; 0.0000
0.75
0,0000
0.75
30,00
T13 30,00- 0,0000
1
1 0,0000
0.75 ! 0.0000
0.75 0.0000
0.75
0.0000
0.75
0.0000
a.75
1 0.0000
0.75
MOOi
T14 20.00- 0.0000
1
j 0.0000
0.75 10.a000
0.75 0.0000
0.75
0.0000
0,75
j 0,0000
0.75
!
10,0000
0.75
0.0o !
i
tnxiower Report - version 8.1.1.0
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
Tower Redundant Redundant Redundant Sub-; Redundant Sub- j Redundant
Elevation Horizontal I Diagonal Diagonal Horizontal Vertical
ft i
Pet Width
U Net
U Net Width
U Net
U
Net
U
Deduct
Width
I Deduct
Width
Width
in
11 Deduct
in
Deduct
Deduct
1 0.0000
in
0.75 1 0.0000
0.75 0.0000��
0.75 i M000
035
0.0000
0.75
180.00 1
i
T2 180.00- 1 0.0000
0.75 ()0000
075 1 0.0000
0.75 g 0.0000
035
0.0000
0.75
160,00
T3 160,00- 0.0000
0.75 0.0000
0.75 0.0000
0.75 0,0000
0.75
0,0000
035
140,00
T4 140.00- 0.0000
0.75 j 0.0000
0.75 0.0000
035 i 0.0000
0.75
0.0000
0,75
120.00
-15 120,00- 0.0000
U- 5 U.Ot U- 0 U-
O75 u000
U-. -" -3 o' � U- U- U- -U
U-. -15,
Umv000
o.-I 5
113,33
T6 113.33- 0.0000
035 1 M000
0,75 0.0000
035 0,0000
0,75
0.0000
035
106.67
T7 106.67- 0.0000
0.75 0.0000
015 0.0000
0,75 10.0000
075
00000
0,75
100.00
T8 100.00- 0.0000
035 0.0000
0.75 1 0.0000
1
035 1 0.0000
035
0.0000
0.75
MOO i
M00- 0.0000
0.75 M000
0.75 0.0000
i
0.75 0M00
0.75
0.0000
0.75T9
70,00
T1 0 70.00- 0.0000
0.75 0.0000
0.75 0.0000
035 0.0000
0.75
0,0000
0.75
MOO
TI 1 60.00- 0.0000
035 1 0.0000
0.75 0.0000
0.75 0.0000
0,75
0,0000
0.75
40.00
T12 40,00- 0.0000
035 1 0,0000
0.75 0.0000
0.75 0.0000
0.75
00000
0.75
30M
T13 30.00- 10.0000
i
0.75 0,0000
075 00000
035 1 M000
0.75
0.0000
0.75
20.00
T14 20,00- 1 U000
0,75 0.0000
0.75 i 0.0000
0,75 0.0000
0,75
¢ 0.0000
0.75
Hip zRedundant Hip
Diagonal
a
Width I Width
Deduct Deduct
in in
0.0000 0.75 0,0000 0,75
0.0000 0,75 0,0000 0.75
0.0000 0.75 10,0000 0.75
0.0000 0. 7 5 0'UU,JQ -1,
0,0000 0,75 0.0000 0,75
0,0000 0.75 0.0000 0Y5
0.0000 0.75 10,0000 0,75
0.0000 035 10.0000 035
I
0.0000 035 0.0000 035
0.0000 035 ± 0,0000 0.75
0.0000 0.75 0.0000 0.75
0.0000 0.75 ¢ 0,0000 0.75
0.0000 0,75 M000 0,75
Section Geometjr
conVd'
Tower
Leg
Leg
Diagonal
Top G-1
ottorn Girt
slid -Girt
Long Po-riz-o-n-t-aT-9hod
Elevation
ft
Connection
Type
1 Horizontal
Solt Size
No.
I Bolt Size No.
Solt Size No. -dolt Size
No.
dolt Size
No.
1 dolt Size
No.
Bolt Size No,
I lbd 0(5_
Flange
in
67 do
in
in
in
in
-6-62-5
-6-'-
in
in
180M
A325N
A325N
A325N
A325N
A325N
A325N
A325N
12 160.00-
160,00
Flange
0.8750
A325N
4
0,5000 Z
A325N
0,5000 1
A325N
M250
A325N
i
0
i 0.6250
A325N
0
0.6250
1 A325N
0
0.6250
A325N
0
T3 IM00-
Flange
1.0000
6
O�7500 1
0.7500 1
0.0000
0
0.6250
0
0,6250
0
0,15250
0
140,00
T4 140.00-
Flange
A325N
1.5000
4
A325X
0.6250 2
A325N
1
1 A325N
0.6250
0
A325N
0.6250
0
A325N
0.6250
0
A325N
0,6250
0
120.00
A325N
A325N
10.6250
A325N
A325N
1
A325N
A325N
t A325N
T5 IM00-
Flange
1.5000
0
1 0.6250 2
0.6250 1
0.0000
0
0.6250
1
0
0.6250
0
i 0.6250
0
113,33
A325N
1 A325N
A325N
A325N
A325N
A325N
A325N
T6 11333-
Flange
1.5000
0,6250 2
1 0.6250 0
10.0000
0
1 0.62,50
0
0.6250
0
0.6250
0
106,67
A325N
A325N
I A325N
i A325N
1A325N
A325N
A325N
T7 106.67-
R....
1'rnnn
A
0.6250 2
0,62rn 0
n'rq'n
O
E 0,6250
0
0. 6- 9- 5 0
0
0. A 9 5 0
0
100.00
T8 100M-
Flange
A325N
1.5000
6
A325X
2
i A325N
1 0.7500 1
A325N
1 0.6250
0
i A325N
0,6250
0
A325N
0.6250
0
A325N
0.6250
0
i03500
80.00
A325N
A325N
A325N
A325N
1 A325N
A325N
A325N
T9 80.00-
70.00
Flange
1.5000
A325N
0
0.6250 2
A325N
0.6250 1
A325N
0.0000
A325N
0
10.6250
1 A325N
0
0.6250
A325N
0
0.6250
A325N
0
TIO 70.00-
Flange
1.5000
6
0.6250 2
0.6250 0
0.6250
0
0,6250
0
0.6250
0
0.6250
0
60.00
A325N
1 A325X
I A325N
1 A325N
A325N
A325N
I A325N
T1 1 60.00-
Flange
1.5000
6
0.7500 2
l 0,7500 1
0,6250
0
0.6250
0
0.6250
0
3 0.6250
0
40.00
A325N
A325N
A325N
1A325N
A325N
A325N
A325N
T1 2 40,00-
Flange
1.5000
0
0,7500 2
10.7500 1
MOM
0
i M250
0
0.6250
0
0.6250
0
30,00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
tnxTower Report - version 8.1.1.0
January ti-, 2U22
190 Ft Self Support Tower Structural Analysis
CC/ BU No 826548
Project Number 406642,
Order 597926, Revision 0
Page 14
Tower
Leg
Leg
Diagonal
Top Gint Bottom Girt
�
� Mid �Long Hor�o Girt intaf short
Elevation
Connection
� Horizontal
ft
Type
Bolt Size
No. ( Bolt Size
No. 1 Bolt Size No.
Soft Size
No,
Bolt Size No.
in
1 in
in
in
in
in
in
T13 30.00-..
Flange
1.5000
6 0.7500
2 0.7500 0
0.6250
0
0.6250
0 E 0.6250
0 0.5250 0
MOO
A325N
� A325X
� A325N
� A325N
i A325N
� A325N
A325N
T14 20.00-
Flange
2.2500
0 0.7500
2 + 0.7500 1
0.6250
0
9 0.6250
0 0.6250
0 i 0.6250 0
0.00
w
A615-75
; A325N il aF A325N
I A325N
A325N
A325�� i A325N
Feed Line/Linear
rFlat
&es' nption
Face Allow
E.Yclu"de
Componen Pit3Cen)ant
Face"
Lateral
#- Cle- a-
VVi tfi or Pertnrete Weight
or Shield
From
t
Offset
Offset
Per Spacin
Diameter
r
Leg
Torque
Type
ft
in (Frac FW)
Row g
in
plf
Calculation
in
in
Safety Line
B No
No
Ar (CaAa)
190.00 -
-
0.45
1
1 0.3750
0.3750
0.22
3/8
0.00
8.0000
Climbing
B No
No
Af (CaAa)
190.00 -
-
0.45
1
1 3.0000
3.0000
8.40
Ladder (Af)
0.00
8.0000
** A Face **
TSZ 999
A No
No
Ar (CaAa)
14€ ,00 -
0.0000
0A05
3
3 0.5000
1.1900
1.07
067/xxxM-
0.00
8AWG(1-
3/16)
942-98888-
A No
No
Ar (CaAa)
148.00 -
0.0000
0.42
1
1 0.5000
1.7000
2.33
1 FXXX(1-
0.00
5/8)
Feedline
A No
No
Af (CaAa)
150.00 -
0.0000
0.42
1
1 3.0000
3.0000
8.40
Ladder (Af)
Q00
HFT7A06_
A Nn
i\tn
Ar t(,`pAa\
1r; Qn -
? f nno
_t5 '?7
h
1 ft ftrtfl
? (1(1(1(1
`2 in
48SV3-
0.00
XXX(2)
(11) LCF158-
A No
No
Ar (CaAa)
158.00 -
0.0000
-0.25
13
12 0.5000
1.9800
0.52
50,JL(1-5/8) +
0.00
(2) MLE
Hybrid
9Power/18Fi
ber RL 2(1-
518)
Feedline
A No
No
Af (CaAa)
158.00 -
0.0000
-0.25
1
1 10000
3.0000
8.40
Ladder (A1)
0.00
** B Face **
LDF7-50A(1-
B No
No
Ar (CaAa)
VIM-
0.0000
-0,3
10
10 0.5000
1.9800
0.82
518)
0.00
ATCB-
B No
No
Ar (CaAa)
171 M -
3.2000
-0.34
3
3 0.3150
0.3150
OA7
B01(5/16)
0.00
FB-L98B-
B No
No
Ar (CaAa)
171.00 -
2.5000
-0.34
2
2 0.3937
0.3937
0.06
002-
0.00
XXX(3/8)
WR-
B No
No
Ar (CaAa)
171.00 -
2.5000
-0.3
3
3 0.5000
0.7950
0.58
VG86ST_
11,00
r RLA314)
WR-
B No
No
Ar (CaAa)
171.00 -
2.5000
-0.35
3
3 0.5000
0.7950
0.58
VG86ST-
0.00
BRD(3/4)
Feedline
B No
No
Af (CaAa)
171.00 -
0.0000
-0.3
1
1 3.0000
3.0000
8.40
Ladder(A0
0.00
FB-L98B-
B No
No
Ar (CaAa)
171.00 -
3.5000
-0.3
2
2 0.3900
0.3900
0.06
235-
0.00
XXX(3/8)
B No
No
Ar (CaAa)
171.00 -
3.5000
-0.26
4
4 0.5000
0.9570
0.91
VG(3Fc r
n 00
BRD(7/8)
** C Face `*
tnxiower Report - version 8.1.1.0
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
Januaril Leh, 2{ 2;
CC/ BU No 626546
Page 15
Description
Face Allow
Exclude
Componen Placement
Face
Lateral
#
#
Clear
Width or Perimete
Weight
or
,Shield
From
t
Offset
Offset
Per
Spacin
Diameter r
Leg
Torque
Type
ft
in
(Frac FW)
Row
g
in
pit
Calculation
in
in
NB158-
G
No
No �
Ar (CaAa)
€87.a0 -
O.00OQ
-a.3 --'3
3
0:5000
1.9960
z.50
21 U6624-
0.00
xxM_TMtO(1-
518)
Feedline
C
No
No
Af (CaAa)
190,00 -
0.0000
-0.3
1
1
3.0000
3,0000
8.40
Ladder(Af
0,00
CUI2PSM9P
C
No
No
Ar (CaAa)
138.00 -
0.0000
0
1
1
1.6000
1.6000
2.35
6XXX(1-112)
0.00
Description Face Allow Exclude Componen Placement Total w CAAA �ro Weight
or Shield From t Number
Leg Torque Type ft ff lft plf
Calculation
L
Feed Line/Line
Tower
Tower
Face
AR
AF
CAAA
CAAA
Weight
Sectio
Elevation
In Face
Out Face
n
ft
ff2
fie
ft2
ft2
K
T1
19o:OQ 180.aQ
m
A
0.000
O.OQO
40.QOa
O.00Q
O.00y
B
MOO
0.000
5.375
0.000
R09
C
0.000
0.000
9.192
0.000
0.14
T2
180.00-160.00
A
0.000
MOO
0.000
0.000
0.00
b
U.Uou
U.UUU
JU.c':J i
U.UUU
0.44
C
0,000
0.000
21,976
0.000
0.32
T3
160,00-140,00
A
0.000
0.000
68.148
0,000
0.46
B
0.000
0.000
82.571
0.000
0.66
C
0.000
MOO
21,976
MOO
0.32
T4
140.00-120.00
A
0.000
0.000
HMO
0.000
0.64
B
MOO
0.000
82.571
0.000
0.66
C
0.000
MOO
24.856
0.000
0.36
T5
120.00-113.33
A
0,000
0.000
28.673
0.000
0.21
B
0.000
MOO
27,524
0,000
0.22
r.
noon
n.nnn
8.392
n_non
0.12
I b
1 3„ 33-106.61
,v
0,000
OMOU
284JJ ,3
0,000
0.21
B
0,000
MOO
27.524
0.000
0.22
C
0,000
0.000
8.392
0.000
OA2
T7
106.67-100.00
A
0.000
MOO
28.673
MOO
a.21
B
MOO
0.000
27.524
0.000
0.22
C
0.000
0.000
8.392
0.000
0.12
T8
100.00-80.00
A
0.000
0.000
86,020
0.000
0.64
B
0.000
MOO
82.571
0.000
0.66
C
0.000
0.000
25.176
0.000
0.36
T9
80.00-70.00
A
0,000
0,000
43.010
MOO
0.32
R
0,000
0 000
Ai ?,QA
n nnn
n iq
C
MOO
MOO
12.588
0.000
0,18
T10
70.00-60.00
A
0.000
0.000
43.010
0.000
0.32
B
0.000
0.000
41,285
0.000
0.33
C
0.000
0.000
12.588
0.000
0,18
T11
60,00-40.00
A
0.000
0.000
86.020
0.000
0,64
B
0.000
0.000
82.571
0.000
0.66
C
0.000
0.000
25.176
0.000
0.36
T12
40.00-30.00
A
0.000
0,000
43.010
0.000
0.32
tnxinwPr Rp'nort - uergion 8-1.1.0
,Ianuary 0,1), 2022
190 Ft Self Support Tower Structural Analysis
M BU No 826548
Project Number 406642, Order 597926, Revision 0
Page 16
Tower Tower Face AR
AF
CAAA
CAAA
Weight
Sectio Elevation
In Face
Out Face
ft
fe
ft-I
it"
B 0,000
0.000
41,285
0.000
0.33
C 0.000
0.000
I2.588
MOO
0,18
113 30A)0_20-00 A 0.000
0,000
43-01()
I)AAA)
()_ Q
B 0.000
0.000
41.285
0.000
033
C 0.000
0.000
12.588
0.000
0A8
T14 20,00-0.00 A 0.000
0.000
86.020
0.000
0.64
B 0.000
0,000
82.571
0.000
OM
C 0.000
0.000
25A76
0.000
0.36
I
Section
Elevation
CPX
CPZ
CPX
CPZ
Ice
/Ce
ft
in
in
in
in
T2
180.00-160M
7.6441
-63061
7A728
-6J624
T3
160.00-140M
0.0408
-9.8059
0.0391
-9A337
T4
140.00-120M
-07520
-11.1039
-07133
-10.5918
T5
120,00-113.33
-07011
-11.0226
-0.6720
-10,5998
T6
113.33-106.67
-0.8193
-12.7121
-0.7718
AZ0504
T7
106.67-100.00
-0.8313
-13.1345
-0.7828
-12A441
I
100.00_60JU
-0.8130
-13,34411
-0J621
-12,5624
T9
80.00-70M
-0.7687
-13.2789
-0.7277
AM174
T10
70.00-60,00
-0.9104
-15.5107
-0.8449
-14.4961
T11
60M-40.00
48392
-14.9589
-0.7831
-14,0283
T12
40,00-30.00
-03933
-14,7192
-0.7475
-13,9129
T13
MOOLMOO
-0.9530
-17.3255
-0.8781
AU689
T14
20.00L0M
-0.8544
AU890
-0.8009
_15.3189
Feed Line Description
Feed Line
K.
K.
17
Record No.
Se ment Elev.
No ice
/co
2 Safety Line 3/8
180.00 - 190.00
MOM
0.6000
TI
3 Climbing Ladder (Af)
180.00 - 190.00
0,6000
0.6000
TI
29 HBI 58-21 L16S24-
180.00 - 187.00
0.6000
0,6000
xxM_TMO(1-5/8)
T1
31 Feedline Ladder (Af)
180.00 - 190.00
0.6000
0.6000
1 4 -1
4 Safety 'Lille 3M
160.0.0. - 1 1 00.0031
U Q
U UU
T2
3 Climbing Ladder (Af)
160,00 - 180.00
MOM
0,6000
T2
15 LDF7-50A(1-5/8)
160.00 - 171.00
0.6000
0.6000
T2
17 ATCB-801 (5/16)
160.00 - 171.00
0.6000
0.6000
T2
18 FB-L98B-002-XXX(3/8)
160.00 - 171,00
0,6000
0.6000
T2
19 WR-VG86ST-BRD(3/4)
160.00 - 171.00
0.6000
0.6000
T2
20 WR-VG86ST-BRD(3/4)
160.00 - 171.00
0.6000
0.6000
T2
21 Feedline Ladder (Af)
160M - 171.00
0.6000
0.6000
T2
22 FB-L986-236-XXX(3/8)
160.00 - 171.00
0.6000
0.6000
T2
23 WR-VG66ST-BRD(7/8)
160.00 - 171,00
0.6000
0.6000
T2,
291 HB158-21U6S24
16onn - 18n_nn.
n,Rnnn,
n,Rono
xxM - TMO(1-5/8)
T2
31 Feedline Ladder (Af)
160.00 - 180M
0.6000
0.6000
T3
2 Safety Line 3/8
140,00 - 160.00
0.6000
0.6000
T3
3 Climbing Ladder (Af)
140.00 - 160,00
0.6000
0.6000
T3
5 TSZ 999 067/xxxM-
140,00 - 148.00
0.6000
0,6000
8AWG(1-3/16)
T3
6 942-98888-1 FXXX(1 -5/8)
140.00 - 148.00
0.6000
0.6000
T3
7 Feedline Ladder (Af)
140.00 - 150.00
0.6000
0.6000
T3
10 HFT2406-48SV3-XXX(2)
140,00 - 158.00
0.6000
0.6000
T3
11 (11) LCF1 58-50JL(I -5/8) +
140.00 - 158.00
0.6000
0.6000
(2) [VILE Hybridl
9Power/I 8Fiber RL 2(1-)
tnxTower Report -version 8.1.1.0
Januanl tab, 2022
M BU No 826548
Page 17
5/8
T3
TTT333-
12
Feedline Ladder (Af)
140.00- 15&00
0.6000 M000
1
15
LDF7-50A(1-5/8)
140.00 - 160.00
0.60001 0.6000
Tqi
1-
17
ATCB-1301 (5/16)
140.00 - 160.00
0.6000 0,6000
T3
18
FB-L98B-002-XXX(318)
140.00 - 160.00
0.6000 0.6000
T3
19
WR-VG86ST-BRD(3/4)
140,00 - 160,00
0.6000 0.6000
T3
20
WR-VG86ST-BRD(3/4)
140.00 - 160,00
0.6000 0.6000
T3
21
Feedline Ladder (Af)
140.00 - 160.00
0.6000 0.6000
T3
22
FB-L98B-235-XXX(318)
140.00 - 160,00
0.6000 0,6000
T3
23
WR-VG66ST-BRD(7/8)
140,00 - 160.00
0.6000 0.6000
T3
29
HB158-21U6S24-
140,00 - 160.00
0,6000 0.6000
xxM_TMO(1-5/8)
T3
31
Feedline Ladder (Af)
140.00 - 160.00
0.6000 M000
, 4�
I 21
Sal-Ly Q
I , " 31�1
I - MO - , Mooi
/ u i�
0. 6_3 0 0 0, 0JR000
-
T4
3
Climbing Ladder (Af)
120M - 140-00
0.6000 0,6000
T4
5
TSZ 999 067/xxxM-
IMOO - 140.00
MOW 0.6000
8AWG(1-3/16)
T4
6
942-98888-1 FXXX(1 -5/8)
IMOO - 140,00
0.6000 0.6000
T4
7
Feedline Ladder (Af)
120.00 - 140.00
0.6000 0.6000
T4
10
HFT2406-48SV3-XXX(2)
120.00 - 140.00
0.6000 0.6000
T4
11
(11) LCF1 58-50JL(l -5/8) +
IMOO - 140,00
M000 0.6000
(2) MLE Hybrid
9Power/1 8Fiber RL 2(1 -
5/8)
T4
12
Feedfine Ladder (Af)f
120.00 - 140.00
0.6000 0.6000
T4
15
LDF7-50A(1-5/8)
120.00 - 140.00
0.6000 0.6000
T4
17
ATCB-B01 (5/16)
120.00 - 140,00
0.6000 0.6000
T4
18
FB-L98B-002-XXX(3/8)
120,00 - 140,00
0.6000 0,6000
T4
19
WR-VG86ST-BRD(3/4)
120.00 - 140.00
0.6000 0,6000
T4
20
WR-VG86ST-BRD(3/4)
IMOO - 140.00
0.6000 0.6000
T4
21
Feedline Ladder (Af)
120.00 - 140.00
0,6000 0,6000
T4
22
FB-L986-235-XXX(3/8)
120,00 - 140.00
0.6000 M000
T4
23
WR-VG66ST-BRD(7/8)
120.00 - 140.00
0.6000 0.6000
T4
29
HB158-21M24-
120.00 - 140.00
0,6000 MOW
i xxM
T4
31
Feedline Ladder (Af)
120.00 - 140.00
0.6000 0.6000
T4
33
CU12PSM9P6XXX(I-1/2)
120.00 - 138.00
0.6000 0,6000
T5
2
Safety Line 318
11133 - 120,00
0,6000 0.6000
T5
3
Climbing Ladder (Af)
11133 - 120.00
0,6000 0.6000
T5
5
TSZ 999 067/xxxM-
11133 - QUO
0.6000 OMOO
8AWG(1-3/16)
T5
13
942-98888-1 FXXX(1 -5/8)
113.33 - 120,00
0.6000 0.6000
T5
7
Feedline Ladder (Af)
11133 - 120.00
0.6000 0.6000
T5
10
HFT2406-48SV3-XXX(2)
11333 - 120.00
0,6000 0.6000
T5
11
(11) LCF1 58-50JL(l -5/8) +
11133 - 120,00
0,6000 0.6000
(2) MLE Hybrid
9Power/1 8Fiber RL 2(1-
5/8)
T5
12
Feedline Ladder (Af)
11333 - 120,00
0,6000 0.6000
T5
15
LDF7-50A(1-5/8)
113,33 - 120.00
0.6000 0,6000
T5
17
ATCB-601 (5/16)
11133 - 120.00
0.6000 0.6000
T5
18
FB-L98B-002-XXX(3/8)
113,33 - 120,00
0.6000 0.6000
T5
19
WR-VG86ST-BRD(3/4)
113,33 - 120.00
0.6000 0.6000
T5
20
WR-VG86ST-BRD(3/4)
11133 - 120.00
0.6000 0.6000
T5
21
Feedline Ladder (Af)
11133 - 120.00
0.6000 0.6000
'r,
1,-
F B - L9 8 B XQX WIT'
5, X" �
1 33 - -3, 0, 0,
M "Collio
T5
23
WR-VG66ST-BRD(7/8)
113.33 - 120.00
MOOD 0.6000
T5
29
HB158-21U6S24-
11133 - 120.00
M000 OMOO
xxM_TMO(I-5/8)
T5
31
Feedline Ladder (Af)
11133 - 120,00
0.6000 OMOO
T5
33
CU12PSM9P6XXX(1-1/2)
113,33 - 120.00
0.6000 MODO
T6
2
Safety Line 3/8
106.67 - 111133
0.6000 0.6000
T6
3
Climbing Ladder (AD
106.67 - 113,33
0,6000 OMOO
T6
5
TSZ 999 067/xxxM-
106.67 - 11133
0.6000 0.6000
8AWG(I-3/16)
T6
6
942-98888-1 FXXX(I -5/8)
106,67 - 11133
0.6000 OMOO
T61
7
Feedline Ladder (AN
106.67 - 11133
0.6000 0.6000
T6
10
HFT2406-48SVMXX(��
l(57 - 113.33
0.6000 M000
T6
11
(11) LCF158-50JL(1-5/8)
106,67 - 113.30.60003
0,6000 OOO
jjjjjj
(2) MLE HybridI
tnxTower Report -version 8,1.1.0
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
Tower
Feed Line
Description
Feed Line
K.
dCs
Section
Record No.
_S�nt Elev.
No Ice
Ice
9Power/1 8Fiber RL 2(1 -
5/8)
T6
12
Feedline Ladder (Af)
106.67 - 113.33
M000
M000
T6A
15
LDF7-50A(1 -5,18)
106.67 - 113.33i
0.6000
MOM
T6
17
ATCB-BO1(5/16)
106.67 - 113.33
0.6000
0.6000
T6
18
FB-L98B-002-XXX(3/8)
106,67 - 113.33
0.6000
0.6000
T6
19
WR-VG86ST-BRD(3/4)
106.67 - 113.33
0.6000
0.6000
T6
20
WR-VG86ST-BRD(3/4)
I06.67 - 113.33
MOW
0.6000
T6
21
Feedline Ladder (Af)
106.67 - 113.33
0.6000
0.6000
T6
22
FB-L98B-235-XXX(3/8)
I06.67 - 11133
0.6000
0.6000
T6
23
WR-VG66ST-BRD(7/8)
106.67 - 113.33
0.6000
0.6000
T6
29
HB158-21U6S24-
106.67 - 113.33
0.6000
0.6000
xxM_TMO(1-5/8)
TP
I �
Fee Ill
I addlei (A'
�, n,-, 7 j
Q U, 'I
OAKIN
-()-n
Q Q,
T6
33
CU12PSM9P6XXX(1-1/2)
106.67 - 113.33
0.6000
0.6000
T7
2
Safety Line 3/8
100.00 - 106.67
0.6000
U000
T7
3
Climbing Ladder (Af)
100.00 - 106.67
0,6000
0.6000
T7
5
TSZ 999 067/xxxM-
100.00 - 106.67
0.6000
0.6000
8AWG(1-3/16)
T7
6
942-98888-1 FXXX(1 -5/8)
100.00 - 106.67
0.6000
MOW
T7
7
Feedline Ladder (A0
100.00 - 106.67
0.6000
0,6000
T7
10
HFT2406-48SV3-XXX(2)
100.00 - 106,67
0.6000
0,6000
T7
11
(11) LCF1 58-50JL(l -5/8) +
100.00 - 106.67
0.6000
0.6000
(2) MLE Hybrid
9Power/1BFiber RL 2(1-
5/8)
T7
12
Feedline Ladder (Af)
100.00 - 106,67
0.6000
0.6000
T7
15
LDF7-50A(1-5/8)
100.00 - 106.67
0.6000
0.6000
T7
17
ATCB-B01 (5/16)
100.00 - 106.67
0.6000
0.6000
T7
18
FB-L98B-002-XXX(3/8)
100.00 - 106.67
0.6000
MOM
T7
19
WR-VG86ST-BRD(3/4)
100.00 - 106.67
M000
0.6000
T7
20
WR-VG86ST-BRD(3/4)
100.00 - 106.67
0.6000
0.6000
T7
21
Feedline Ladder (A0
100.00 - 106,67
0,6000
MOM
T7
22
FB-L98B-235-XXX(3/8)
100.00 - 106.67
0.6000
0.6000
T7
-VC S 6 S T - B IR D (7 / S)
I GO, 00 - 106.671
r),C-C)f-I
- 0 -
0-1000
T7
29
HB158-21U6S24-
100.00 - 106.67
0.6000
0,6000
xxM_TMO(I-5/8)
T7
31
Feedline Ladder (Af)
100,00 - 106,67
0.6000
0,6000
T7
33
CU12PSM9P6XXX(I-1/2)
100.00 - 106.67
0.6000
MOM
T8
2
Safety Line 3/8
80,00 - I MOO
0.6000
0.6000
T8
3
Climbing Ladder (Af)
110,00 - 100,00
0,6000
0,6001
T8
5
TSZ 999 067/xxxM-
MOO - 100,00
0.6000
MOM
8AWG(1-3/16)
T8
6
942-98888-1 FXXX(1 -5/8)
80,00 - 100.00
0.6000
0,6000
T8
7
Feedline Ladder (Af)
WOO - 100,00
0.6000
0.6000
T8i
10i
HFT2406-48SV3-XXX(2)
80.00 - 100,00
0.6000
0,6000
T8
11
(11) LCFI 58-50JL(1-5/8) +
80.00 - 100.00
0.6000
0.6000
(2) MLE Hybrid
9Power/18Fiber RL 2(1-
5/8)
T8
12
Feedline Ladder (Af)
80,00 - 100.00
0.6000
0.6000
T8
15
LDF7-50A(1-5/8)
80.00 - 100.00
0.6000
0.6000
T8
17
ATCB-1301(5/16)
80.00 - 100.00
0.6000
M000
T8
18
FB-L98B-002-XXX(3/8)
MOO - 100.00
0.6000
0.6000
T8
19
WR-VG86ST-BRD(3/4)
80.00 - 100.00
0.6000
0,6000
20
BGST -BORD(314)
- I,
M00 (1 0 �D 0-
n_ tj Pj
(),nnnn
T8
21
Feedline Ladder (Af)
80,00 - 100.00
0,6000
0.6000
T8
22
FB-L98B-235-XXX(3/8)
MOO - 100.00
0.6000
0,6000
T8
23
WR-VG66ST-BRD(7i8)
WOO - 100.00
0.6000
MOW
T8
29
HB158-211-16S24-
80.00 - 100.00
0.6000
0.6000
xxM_TMO(1-5/8)
T8
31
Feedline Ladder (Af)
80.00 - 100.00
0.6000
0.6000
T8
33
CU12PSM9P6XXX(I-1/2)
WOO - 100.00
0.6000
0.6000
T9
2
Safety Line 3/8
MOO - 80.00
0.6000
0.6000
T9
3
Climbing Ladder (Af)
70.00 - MOD
0.6000
0.6000
T9
5
TSZ 999 067/xxxM-
70.00 - 80.00
0.6000
0,6000
8AWG(I-3/1 6)
T9
6
942-98888-1 FXXX(1 -5/8)
70.00 - 80.00
M000
0.6000
T9
7
Feedline Ladder (Af)
70.00 - 80.00
M000
0.6000
T9
1 0
HFT2406-48SV3-XXX(2)
70.00 - 80.001
0.6000
0.6000
January 0.12022
CCI BU No 826548
Page 18
tnxTower Report - version 8.1.1.0
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
Tower
Feed Line
Description
Feed Line
K
Section
Record No.
qi-nanent Rev,
No Ice
Ice
T9
11
(11) LCF 1 58-50JL(I -5/8) +
70.00 - 80.00
0.6000
0.6000
(2) MLE Hybrid
9Power/18Fiber RL 2(1-
i 5i8)
T9
12
Feedline Ladder (Af)
70.00 - MOD
0.6000
0,6000
T9
15
LDF7-50A(1-5/8)
MOO - 80.00
0.6000
0,6000
T9
17
ATCB-13011(5/16)
70.00 - MOD
0.6000
0.6000
T9
18
FB-L986-002->(XX(3/8)
70.00 - 80.00
0.6000
M000
T9
19
WR-VG86ST-BRD(3/4)
70,00 - MOO
0.6000
0.6000
T9
20
WR-VG86ST-BRD(3/4)
MOO - 80.00
0.6000
MOW
T9
21
Feedline Ladder (Af)
MOO - 80.00
0.6000
MOOD
T9
22
FB-L98B-235-YXX(3/8)
MOO - MOD
0.6000
0.6000
T9
23
WR-VG66ST-BRD(7/8)
MOO - MOO
0.6000
0,6000
T9
t 11M, -58-21 U6S24-
i-0,--
GA30-0
xxM-TMO(1-5/8)
T9
31
Feedline Ladder (Af)
70.00 - 80.00
0.6000
MOW
T9
33
CU12PSM9P6XXX(1-1/2)
MOO - 80,00
0.6000
0.6000
TIO
2
Safety Line 318
MOO - 70.00
0.6000
0.6000
T10
3
Climbing Ladder (Af)
60.00 - 70.00
0.6000
0.6000
T10
5
TSZ 999 067/xxxM-
60.00 - 70.00
0.6000
0.6000
8AW(3(1-3/16)
TIO
6
942-98888-1 FXXX(1 -5/8)
60.00 - 70.00
0.6000
0.6000
T10
7
Feedline Ladder (Af)
60.00 - MOO
0.6000
MOW
T10
10
HFT2406-48SV3-XXX(2)
MOO - 70.00.
0.6000
0.6000
TIO
1) LCF1 58-50JL(1-5/8) +
60.00 - 70,00
0,6000
0.6000
(2) MLE Hybrid
9Power/1 817iber RL 2(1 -
5/8)
T10
12
Feedline Ladder (Af)
60.00 - 70.00
0.6000
0.6000
T10
15
LDF7-50A(1-5/8)
60.00 - 70,00
0.6000
0.6000
T10
17
ATCB-1301 (5/16)
60.00 - 70.00
0.6000
0.6000
T10
18
FB-L98B-002-XXX(3/8)
60.00 - 70,00
0.6000
0.6000
T10
19
WR-VG86ST-BRD(3/4)
60.00 - MOO
0.6000
0.6000
T10
20
WR-VG86ST-BRD(3/4)
60M - MOO
0.6000
M000
T i 0
Feedline Ladder
-- -
.r�n .vc
n
-.6000
-"mw)
r----
TIO
22
FB-L98B-235-XXX(3/8)
60.00 - MOO
0.6000
MOW
TIO
23
WR-VG66ST-BRD(7/8)
60.00 - 70,00
M000
0.6000
T10
29
HB158-21U6S24-
60.00 - MOO
0.6000
0,6000
xxM_TMO(I-5/8)
T10
31
Feedline Ladder (Af)
MOO - 70.00
0.6000
MOM
T10
33
CU12PSM9P6XXX(1-1/2)
60.00 - MOO
0M00
0.6000
T11
2
Safety Line 3/8
40.00 - MOO
0.6000
0.6000
T11
3
Climbing Ladder (Af)
40.00 - 60,00
MOW
0.6000
T11
5
TSZ 999 067/xxxM-
40,00 - 60.00
0.6000
0.6000
8AWG(1-3/16)
T11
6
942-98888-1 FXXX(1 -5/8)
40.00-60,00
0.6000
0,6000
T11
7
Feedline Ladder (Af)
40.00 - 60.00
0.6000
0,6000
T11
10
HFT2406-48SV3-XXX(2)
40.00 - 60.00
0,6000
0.6000
T11
11
(11) LCF1 58-50JL(l -5/8) +
40.00 - 60.00
0.6000
0.6000
(2) MLE Hybrid
9Power/1 8Fiber RL 2(1 -
5/8)
T11
12
Feedline Ladder (Af)
40.00 - 60,00
0.6000
0.6000
T11
15
LOF7-50A(I-5/8)
40.00 - MOO
0.6000
0.6000
T11
17
ATCB-1301(5/16)
40M - 60M
0.6000
0,6000
--
FB--!
Gn,^n
0 GO
0,00001
T11
19�
WR VG86ST-BRD(3/4)
40,00 - 60.00
0.6000
0.6000
T11
20
WR-VG86ST-BRD(3/4)
40.00 - 60,00
0.6000
0.6000
T11
21
Feedline Ladder (Af)
40.00 - 60.00
0.6000
0,6000
T11
22
FB-L98B-235-XXX(3/8)
40.00 - WOO
0.6000
0,6000
T11
23
WR-VG66ST-BRD(7/8)
40.00 - 60.00
0.6000
0.6000
T11
29
H6158-21L16S24-
40.00 - 60.00
0.6000
0.6000
xxM-TMO(1-5/8)
T11
31
Feedline Ladder (Af)
40.00 - 60.00
0.6000
0.6000
T11
33
CU12PSM9P6XXX(1-1/2)
40.00 - 60.00
0.6000
0,6000
T12
2
Safety Line 3/8
30.00 - 40.00
0.6000
MOW
T12
3
Climbing Ladder (At)
30.00 - 40.00
0.6000
0.6000
T12
5
TSZ 999 067/xxxM-
MOO - 40.00
0.6000
0.6000
8AWG(1-3/16)
T12
6
942-98888-1 FXXX(1 -5/8)
M00 - 40.00
0.6000
0.6000
Januaiy 05, 202Z
M BU No 826548
Page 19
tnxTower Report - version 8.1.1.0
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
Tower
Feed Line
Description
Feed Line
K. K.
Section
Record No.
Se m ent Elev.
No Ice ice
T12
7
Feedline Ladder (Af)
30.00 - 40.00
0.6000 0.6000
T12
10
HFT2406-48SV3-XXX(2)
30.00 - 40.00
0.6000 0.60000�
T122
11
1) LCF1 58-50,11-0-518) +
30.00-40.00
6000
0M00 0.6000
z (2) MLE Hybrid
9Power/l 8Fiber RL 2(1 -
518)
T12
12
Feedline Ladder (Af)
30.00 - 40,00
0.6000 0.6000
T12
15
LDF7-50A(1-518)
30,00 - 40.00
0.6000 0,6000
T12
17
ATCB-B01(5/16)
30,00 - 40.00
0.6000 0.6000
T12
18
FB-L98B-002-XXX(3/8)
30,00-40,00
0.6000 0.6000
T12
19
WR-VG86ST-BRD(3/4)
30.00 - 40.00
0M00 0.6000
T12
20
WR-VG86ST-BRD(314)
30.00 - 40,00
0.6000 0.6000
T12
21
Feedline Ladder (Af)
30,00 - 40.00
0.6000 0,60001
21
22
1 F B - il. 9 3 B-2 3 5; -XX,-,-, (3,11-3
30.0 n - �V- - UU--1
"
, U�-Q'U'U, n - 0. G- 0 0 0
T12
23
WR-VG66ST-BRD(7/8)
30.00 - 40M
0.6000 0.6000
T12
29
HB158-21U6S24-
30.00 - 40.00
0.6000 0,6000
xxM-TMO(1,-5/8)
T12
31
Feedline Ladder (Af)
30.00 - 40,00
MOW 0.6000
T12
33
CU12PSM9P6XXX(1-1/2)
30.00-40.00
0.6000 0,6000
T13
2
Safety Line 3/8
20.00 - 30.00
0.6000 0,6000
T13
3
Climbing Ladder (Af)
MOO - 30.00
0.6000 0.60001
T13
5
TSZ 999 067/xxxM-
30.00M
20.00 - 00
OM 0.60008AWG(1-3/16)
T13
6.
942-98888-1 FXXX(1 -5/8)
MOO - 30.00
0,6000l 0.6000000
T13Z
7i
Feedline Ladder (AP,
20,00 - 30.00
MOW 0,6000
T13
10
HFT2406-48SV3-XXX(2)
MOO - 30.00
0.6000 0.6000
T13
11
(11) LCF158-50JL(I-5/8) +
MOO - 30.00
0.6000 0.6000
(2) MLE Hybrid
Wower/l 8Fiber RL 2(1 -
5/8)
T13
12
Feedline Ladder (Af)
MOO - 30.00
0.6000 MOM
T13
15
LDF7-50A(1-5/8)
20,00 - 30.00
0.6000 0,6000
T13
17
ATCB-B01(5/16)
MOO - 30.00
0.6000 0.6000
T13
18
FB-L98B-002-XXX(3/8)
MOO - 30.00
0.6000 0.6000
`A IR - A, 10 3 6 S T - B R C) (3 A)
20.00-:0.0"I
O.u0001 0.600n-
T13
20
WR-VG86ST-BRD(3/4)
20,00 - 30,00
0,6000 0.6000
T13
21
Feedline Ladder (Af)
20.00 - 30.00
0.6000 0.6000
T13
22
FB-L98B-235-XXX(3/8)
MOO - 30.00
0.6000 0.6000
T13
23
WR-VG66ST-BRD(7/8)
20M - 30.00
0.6000 0.6000
T13
29
HB158-21U6S24-
20.00 - 30.00
0.6000 0,6000
xxM_TMO(I-5/8)
T13
31
Feedline Ladder (Af)
20,00 - 30,00
0.6000 MOW
T13
33
CU12PSM9P6XXX(1-1/2)
MOO - 30.00
0.6000 0.6000
T14
2
Safety Line 3/8
0.00-20.00
0.6000 OMNI
Tl,t
3
Climbing Ladder (Af)
0.00 - 20.00
M0000.6000
T145
m
TSZ 999 067/x,<xM-
0.00 - 20.00
MOW 0.6000
8AWG(1-3/16)
T14
6
942-98888-1 FXXX(1 -5/8)
0.00 - MOO
0.6000 0.6000
T14
7
Feedline Ladder (Af)
0.00 - MOO
0.6000 0.6000
T14
10
HFT2406-48SV3-XXX(2)
0.00-20.00
0.6000 0.6000
T14
11
(11) LCF I 58-50JL(I -5/8) +
OM - 20.00
0,6000 0.6000
(2) MLE Hybrid
Vowedl 8Fiber RL 2(1 -
5/8)
T14
12
Feedline Ladder (Af)
0.00 - 20.00
0.6000 0,60001
T
20,00
0, G, 0 0 ( 1 0, 0i
T14
17
ATCB-B0I(5/16)
0.00 - 20,00
0,6000 0.6000
T14
18
FB-L98B-002-XXX(3/8)
0,00-20,00
0.6000 0.6000
T14
19
WR-VG86ST-BRD(3/4)
0.00-20.00
0.6000 0.6000
T14
20
WR-VG86ST-BRD(3/4)
0,00 - MOO
0.6000 0.6000
T14
21
Feedline Ladder (Af)
0.00 - MOO
0,6000 0,6000
T14
22
FB-L98B-235-XXX(3/8)
0.00-20.00
0.6000 0.6000
T14
23
WR-VG66ST-BRD(7/8)
0.00 - MOO
M000 OMNI
T14
29
HB158-21U6S24-
Ul) - 20.00
0,6000 0.6000
xxM_TMO(1-5/8)
T14
31
Feedline Ladder (Af)
MO - 20.00
0,6000 MOW
T141
33
6000 MOW
.J a n L i a ry 011 -2 1-) 21 21
CC/ BU No 826548
Page 20
tnxTower Report - version 8.1.1.0
januafyOb, 2022
190 Ft Self Support Tower Structural Analysis CCI BU No 826548
Project Number 406642, Order 597926, Revision 0 Page 21
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
Weight
or
Type
Herz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
ft
ft
/t2
/t2
K
ft
,
it
-Site Pro 1VFAi9-HD12'
*
FmmLeq
2,00
0 u000
18700
No ice
1390
928
0.66
Heavy DutyV-Frmmu
0,00
0.00
Site Pro 1 VFA12-HD 12'
B
From Leg
2.00
U000
18T00
No Ice
13.20
9.20
o�88
Heavy Duty Vfrmm*
UO
0.00
Site Pro 1 VFA12-HD 12'
C
From Leg
ZVU
8�0000
187.00
No Ice
1120
820
U6
Heavy Duty\/Fpamm
UV
0.00
(2)8'x2''Mount Pipe
A
From Leg
4,00
0�0000
187.00
No Ice
1�90
1�98
0.83
0,00
oun
(2)&'x2^Mount Pipe
8
From Leg
4�80
0.0000
18T00
No Ice
1�80
1�80
0.03
0,00
UDO
(2)O'x2^Mount Pipe
C
From Leg
4k00
U000
187.00
No Ice
1�90
1.90
0.03
U8
0.00
AIR64498 1 QBILE
A
From Leg
4.00
U808
18T00
No Ice
5A9
271
0.13
vwMount- Pipe
0.00
2.00
AIR6449 B MOBILE
B
From Leg
4,00
O,uoOO
18700
No|re
519
971
0,18
vwMountPipe
0,03
ZVO
AIR6449 B QB|LE
C
From Leg
4L00
0.0000
187.00
No Ice
5.19
2�71
UA3
w/ Mount Pipe
0.00
2,00
AIR6449B 1 MOBILE
C
From Leg
4,00
0�0000
18T00
No Ice
5.19
2.71
8A3
W/mountPipe
0.00
Z0O
PFVV-05C~R3-Vi wl
A
From Leg
4.00
0D088
18T00
No Ice
1Z97
6.20
0.18
Mount Pipe
U8
Zoo
pFVV-65[-R3-Vl wv
B
From Leg
*�00
U000
18T00
No Ice
12.97
8.20
0.18
Mount Pipe
UV
2,00
PFVV- SC-R3-V1wv
C
From Leg
4,00
0.0000
187.00
No Ice
12.97
620
0.18
Mount Pipe
0.00
2.00
FFV\-65C-R34/1 mv
C
From Log
4.00
UOOO
187.00
No Ice
12.97
8.20
0A8
Mount Pipe
0,00
2,00
R*D!o44auB71_TM0
A
FmmL~g
400
ououo
1147oo
No Ice
2 os
138
oog
0,00
2�00
RADIO 4480871_TMO
B
From Leg
4.00
U000
187.00
No Ice
Z85
1.38
0.09
0.00
2.00
RADIO 448OB71_TMO
C
From Leg
*,00
0.0000
18T00
No Ice
2,85
1.38
0�09
UO
2�0O
RADIO *48OB71_TMO
C
From Leg
4�00
0�0000
187,00
No Ice
2�85
1.38
UV
0.00
2,OO
RAD|O4460B2/825
A
From Leg
4.00
U000
18700
No Ice
2,14
1.69
0.11
BO6-TMO
UD
2.00
tnxTo*wer Report ' version 8.t1�0
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
january U-5, ZU-2-2
CC/ BU No 826548
Page 22
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
Weight
or
Type
Horz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
ft
ft
tl2
fe
K
rt
ft
RADIO eF4CORlB25
4,00
0.0000
187.00
No Ice
2.14
1.69
0.11
B66-TMO
0.00
2.00
RADIO 4460 132/825
C
From Leg
4.00
0,0000
187,00
No Ice
2,14
1.69
0.11
B66-TMO
0.00
2,00
RADIO 4460 B2/B25
C
From Leg
4.00
0.0000
187,00
No Ice
2.14
1,69
0A1
B66-TMO
0.00
-171
Site Pro 1 VFA14-HD 14'
A
From Leg
0.00
0.0000
171.00
No Ice
14.40
9.20
0.67
Heavy Duty V-Frame
0.00
0.00
Site Pro 1 VFA14-HD 14'
B
From Leg
0.00
0.0000
171.00
No Ice
14.40
9.20
0,67
Heavy Duty V-Frame
0.00
0.00
Site Pro I VFA14-HD 14'
C
From Leg
0.00
0.0000
171,00
No Ice
14A0
920
0.67
Heavy Duty V-Frame
0.00
0.00
h,x2,, mount Pipe
13
From t-eq
0,00
0MU0
1/1.00
No Im.
1 A3
1,43
0-02
0,00
0.00
6'x2" Mount Pipe
C
From Leg
0.00
0.0000
171.00
No Ice
1,43
1.43
0,02
0.00
0,00
(4) BSA-M65R-BUU-H6 w/
A
From Leg
4.00
0.0000
171.00
No Ice
17,79
7.65
0A2
Mount Pipe
0.00
4,00
SBJAH4-1 D65B-DL w/
6
From Leg
4.00
0,0000
171.00
No Ice
5,51
4.38
0.09
n 00
4.00
SBJAH4-1 D65B-DL w/
C
From Leg
4,00
0,0000
171.00
No Ice
5.51
4.38
0.09
Mount Pipe
U0
4.00
(2) NNHH-65B-R4 - CCIV2
B
From Leg
4.00
0,0000
171.00
No Ice
7,55
4.23
0,11
w/ Mount Pipe
0.00
4.00
(2) NNHH-65B-R4 - CCIV2
C
From Leg
4.00
0.0000
171.00
No Ice
7.55
423
0.11
w/ Mount Pipe
U0
4,00
RRUS 8843 B2iB66A
A
From Leg
4.00
0.0000
171.00
No Ice
1,64
1.35
0,07
0.00
4.00
RRUS 4478 B14-CCIV2
B
From Leg
4,00
0.0000
171.00
No Ice
102
1.25
0.06
0,00
4,00
RRUS 4449 85/1312
C
From Leg
4.00
0.0000
171.00
No Ice
1,97
1.41
0,07
0.00
4.00
DC9-48-60-24-8C-EV
A
From Leg
1,00
0.0000
171.00
No Ice
2.74
4.78
0,03
n.n(),
4.00
DC9-48-60-24-8C-EV
B
From Leg
1,00
0,0000
171.00
No Ice
234
4.78
0.03
U0
4.00
(2) CBC78-DS-43
C
From Leg
4.00
0.0000
171.00
No Ice
0.37
0A5
0.01
0.00
4,00
RRUS 4415 B30
C
From Leg
4.00
0.0000
171,00
No Ice
1,84
0.82
0.05
U0
4,00
DC6-48-60-18-8C
A
From Leg
1.00
0.0000
171.00
No ice
1.14
1.14
0.03
0.00
4,00
DC6-48-60-18-8C
B
From Leg
1.00
0.0000
171.00
No Ice
1.14
1.14
0.03
tnxTower Report - version
8, 1, 1,
0
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision a
january 05, 1022
CCI BU No 826548
Page 23
Description
Pace
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
Weight
or
Type
Herz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
ft
ft
ftr
ft2
K
ff
ft
a.aa
4.00
RRUS 32
A
From Leg
4.00
0.0000
171.00
No Ice
2.86
1.78
0.06
0,00
4.00
RRUS 32
B
From Leg
4.00
0.0000
171.00
No Ice
2.86
1.78
0.06
0.00
4.00
i
acq nn
n vvVnnn
A'9R nn
R_E.. 1....
2.1016
0.00
4.00
RRUS 32 132
A
From Leg
4.00
0.0000
171.00
No Ice
2.73
1.67
0.05
0.00
4.00
RRUS 32 B2
B
From Leg
4.00
0.0000
171.00
No Ice
2.73
1.67
0.05
0.00
4.00
RRUS 32 B2
C
From Leg
4.00
0.0000
171.00
No Ice
2.73
1.67
0.05
a.a0
4.UU
RRUS 4449 B5/B12
A
From Leg
4.00
0.0000
171,00
No Ice
1.97
1.41
0.07
0.00
4.00
RRUS 4449 B5/B12
B
From Leg
4.00
0.0000
171.00
No Ice
1.97
1 AI
0.07
0.00
4.00
RRUS 4449 B5/B12
C
From Leg
4.00
0.0000
171.00
No Ice
1.97
1 Al
0.07
0.00
4.00
RPM S 29 B66
A
From Le-
A,no
0,0000
171 nn
nln 1'.
2,74
1,67
n nr
0.00
4.00
RRUS 32 B66
B
From Leg
4.00
0.0000
171.00
No Ice
2.74
1.67
0.05
0.00
4.00
RRUS 32 866
C
From Leg
4.00
0.0000
171.00
No Ice
2.74
1.67
0.05
0.00
4.00
RRUS 4478 B14®CCIV2
A
From Leg
4.00
0.0000
171.00
No Ice
2.02
1.25
0.06
a.a0
4.00
RRUS 4478 B14_CCIV2
B
From Leg
4.00
0.0000
171.00
No Ice
2.02
1.25
0.06
U0
4.00
RRUS 4478 B14_CCIV2
C
From Leg
4.00
0.0000
171.00
No Ice
2.02
1.25
0.06
0.00
4.00
E15S09F78
A
From Leg
4.00
0.0000
171.00
No Ice
0.75
a.34
0.02
0.00
4.00
E15c09P78
B
From Leg,
4,00
n n000
171 nn
No Ice
0.75
0,34
n nl)
0.00
4.00
E15S09P78
C
From Leg
4.00
0.0000
171.00
No Ice
0.75
0.34
0.02
0.00
4.00
*158-
Sector Mount [SM 502-3]
C
None
0.0000
158.00
No Ice
29.82
29.82
1.67
vzwsmart - SFK3 V-
A
From Leg
2.00
0.0000
158.00
No Ice
2.84
2.67
0.07
Bracing Kit
0.00
0.00
vzwsmart - Sr-K3 V-
i3
From Leo
2.00
O.UOU0
158.00
No ice
2,84
2.r37
0.07
Bracing Kit
0.00
0.00
vzwsmart - SFK3 V-
C
From Leg
2.00
0.0000
158.00
No Ice
2.84
2.67
0.07
tnx`Cower Report - Version 8.1,1.0
WMERIAMUMMAKfacrAMM
Januaty Ute 2022
CCf BU No 826548
Page 24
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
Weight
or
Type
Hor
Adfustmen
Front
Side
Leg
Lateral
t
Vert
ft
ft
ft2
ft'
K
ft
ft
0.00
0.00
(2) MX06FRO860-02 w/
A
From Leg
4.00
0.0000
158.00
No Ice
8.84
7.49
0.11
Fount Pipe
0.00
2.00
(2) MX06FRO860-02 w/
B
From Leg
4.00
0.0000
158.00
No Ice
8.84
7A9
0.11
Mount Pipe
0,00
2.00
(?-imxV-6C'C] OCl1-u .w
t._j 3'+ft'i ai?! V:.: _ r yyt
I
F, e... Leg
..... ®C�
A .10
'2,•.:'J
n ncnl
. it Y"a
�i c0 €i Pt
;,.::.-®V
AYn In,P
o od
J.v...;
' qn
...
n 41
Mount Pipe
0.00
2.00
4408 W/KRE 105 281/1 w/
A
From Leg
4.00
0.0000
158.00
No Ice
2,26
1.98
0.03
Mount Pipe
0,00
2.00
4408 W/KRE 105 281/1 wf
B
From Leg
4.00
0.0000
158.00
No Ice
2.26
1.98
0.03
Mount Pipe
0.00
2.00
4408 W/KRE 105 281/1 w/
C
From Leg
4.00
U000
158.00
No Ice
2.26
1.98
0.03
Mount Pipe
0.00
2M
AIR 6449 B77 w/ Mount
A
From Leg
4.00
0.0000
158.00
No Ice
3.65
2,72
0.11
Pipe
0.00
2.00
AIR 6449 B77 w/ Mount
B
From Leg
4.00
0.0000
158.00
No Ice
3.65
232
0.11
Pipe
0.00
2.00
AIR 6449 B77 w/ Mount
C
From Leg
4.00
0,0000
158.00
No Ice
3.65
2,72
0.11
Pipe
0.00
2.00
rarvMDC-66-27_PF_48
A
u
Prom g LA
.1.nn
0.0000
158 nn
No Ice
4.06
a 1n
n 03
0.00
2.00
RRUS 32 B2
A
From Leg
4,00
0.0000
158.00
No Ice
2.73
1.67
0,05
0.00
2.00
RRUS 32 B2
B
From Leg
4.00
0.0000
158.00
No Ice
2.73
1.67
0.05
0.00
2.00
RRUS 32 B2
C
From Leg
4.00
0.0000
158.00
No Ice
2,73
1,67
0.05
0.00
2.00
RRUS 4449 B5/B12
A
From Leg
4.00
0.0000
158.00
No Ice
1.97
1Al
0.07
0.00
2.00
RRUS 4449 B5/B12
B
From Leg
4.00
0.0000
1%00
No Ice
1.97
1.41
0.07
0.00
2.00
RRUS 4449 B5/1312
C
From Leg
4.00
0.0000
158.00
No Ice
1.97
1 Al
0,07
0.00
2,00
R\r7nr 5527_PFAn
b_
Pr- tag
a nn
n.nnnn
158.nn
No Ice
3-7ca
2.51
0.03
0.00
2.00
RRFDC-3315-PF-48
A
From Leg
4.00
0.0000
158.00
No Ice
3.71
2A9
0.02
0.00
2.00
RRUS 32 666
A
From Leg
4.00
0.0000
158.00
No Ice
2.74
1.67
0.05
U0
2.00
RRUS 32 B66
B
From Leg
4,00
0,0000
158.00
No Ice
2,74
1.67
0.05
0.00
2,00
RRUS 32 B66
C
From Leg
4.00
0.0000
158.00
No Ice
2,74
1.67
0.05
0.00
2.00
tnxiower Report - version 8,1.1.0
january 0_1, 2022
190 Ft Self Support Tower Structural Analysis
CCI BU No 826548
Project Number 406642,
Order 597926, Revision
0
Page 25
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
Weight
or
Type
Horz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
ft
ft
ft-
ft,
K
ft------
-
Sector Mount [SM 402-31
C
None
0,0000
148.00
No Ice
18.87
18.87
0.85
5'x3" Mount Pipe
A
From Leg
4.00
0.0000
148.00
No Ice
1.29
1.29
0.04
0.00
0.00
FxY Mount Pipe
B
From Leg
4.00
0.0000
148.00
No Ice
1.29
119
0.04
0.00
0.00
mrc Leg
4,00
-
.1 -
1A0
� .1 1
NO !Cz
1,29
000
0.00
APXVERR1 8-C w/ Mount
A
From Leg
4.00
0.0000
148.00
No Ice
4.60
4.01
0.08
Pipe
0.00
1.00
APXVERRI 8-C w/ Mount
8
From Leg
4.00
0.0000
148.00
No Ice
4.60
4.01
0.08
Pipe
0.00
1.00
APXVERR1 8-C w/ Mount
C
From Leg
4.00
0.0000
148.00
No Ice
4.60
4.01
0.08
Pipe
0.00
1.(JU
AIR 6488 B41
A
From Leg
4.00
0.0000
148.00
No Ice
6.32
2.28
0.11
0.00
1.00
AIR 6488 B41
B
From Leg
4.00
0.0000
148,00
No Ice
632
2.28
0AI
0.00
1.00
AIR 6488 B41
C
From Leg
4.00
0,0000
148.00
No Ice
6.32
2.28
0,11
0.00
1.00
RRUS-1 1 800hAH--
A
From Leg
400
0.0000
i48.0n
No ice
2,52
1 30
0,05
0,00
2.00
RRUS-1 I 800MHz
B
From Leg
4.00
0.0000
148.00
No Ice
2.52
1.30
0.05
U0
2.00
RRUS-1 I 800MHz
C
From Leg
4,00
0.0000
148.00
No Ice
2.52
1.30
0.05
0.00
2.00
RRUS 31 B25
A
From Leg
4.00
0.0000
148.00
No Ice
1.62
1.28
0.06
0,00
2.00
RRUS 31 B25
6
From Leg
4.00
0.0000
148.00
No Ice
1,62
1.28
0.06
0,00
2.00
RRUS 31 B25
C
From Leg
4.00
0.0000
148.00
No Ice
1.62
118
0.06
0.00
2.00
(3) ACU-A20-N
A
From Leg
4.00
0.0000
148.00
No Ice
0.07
012
0,00
0.00
2.00
(3) 41CU,A20-N
R
From
4,00
n,ono o
1480()
No Ice
n.()7
0,12
0, -no
U.uu
2,00
(3) ACU-A20-N
C
From Leg
4.00
0.0000
148.00
No Ice
0.07
0.12
0.00
Uo
2.00
80OMHZ SMR FILTER
A
From Leg
4,00
0.0000
148.00
No Ice
0.65
0.22
0.01
0.00
2.00
80OMHZ SMR FILTER
B
From Leg
4.00
0,0000
148.00
No Ice
0.65
0.22
0.01
0,00
2.00
80OMHZ SMR FILTER
C
From Leg
4.00
0.0000
148.00
No Ice
0.65
0.22
0.01
0.00
2.00
tnxTower Report - version 8. 1 . I .O
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
January 05, 2022
CCI BU No 826548
Page 26
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
Weight
or
Type
Herz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
ft
ft
ft2
ft-
K
ff
ft
-138-
Commscope MTC3975083
C
None
U000
138.00
No Ice
2185
2185
1.26
(3)
(2) 8'x2" Mount Pipe
A
From Leg
4.00
0.0000
138.00
No Ice
1.90
1.90
0.03
0.00
0.00
(2) 8'x2" Mount Pipe
B
From Leg
4.00
0.0000
138.00
No Ice
1.90
1.90
0.03
0.00
(2) 8'x2" Mount Pipe
C
From Leg
4.00
0.0000
138.00
No Ice
1.90
1.90
0.03
0.00
0,00
MX08FR0665-21 w/
A
From Leg
4.00
0.0000
138.00
No Ice
8.01
4.23
011
Mount Pipe
0.00
0.00
MX08FR0665-21 w/
B
From Leg
4.00
0.0000
138.00
No Ice
&01
4.23
0.11
Mount Pipe
Uo
0,00
MAU8FR(-166,1)-21 w/
G
From Leg
4,00
0-0000
136-00
No Ice
8,01
4.23
U-11
Mount Pipe
0,00
0.00
TA08025-B604
A
From Leg
4.00
0,0000
138.00
No Ice
1.96
0.98
0.06
0.00
0,00
TA08025-13604
B
From Leg
4.00
0.0000
138.00
No Ice
1.96
0.98
0.06
0.00
0.00
TA08025-B604
C
From Leg
4.00
0 no
0.0000
138.00
No Ice
1.96
0.98
0.06
0.00
TA08025-B605
A
From Leg
4.00
0.0000
138.00
No Ice
1.96
1.13
0.08
0.00
0.00
TA08026-13605
B
From Leg
4.00
0,0000
138.00
No Ice
1.96
1.13
0.08
0,00
0.00
TA08025-13605
C
From Leg
4.00
0.0000
138.00
No Ice
1.96
1 A 3
0.08
0.00
0,00
RDIDC-9181-PF-48
A
From Leg
4.00
0.0000
138.00
No ice
2,01
117
0.02
0,00
0.00
i bin dons
Comb, Description
No,
i i5ead 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
t 0,9 Dead+ 1.0 V'Vind 6-0 Cieg - No ice
8 1.2 Dead+1.0 Wind 90 deg - No Ice
9 0.9 Dead+1.0 \Alind 90 deg - No Ice
10 1.2 Dead+1 .0 Wind 120 deg - No Ice
tnxTower Report - version 8.1.1.0
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
Comb. Description
� -
12 1.2 Dead+1.0 Wind 150 deg - No Ice
13 0.9 Dead+1.0 Wind 150 deo - No Ice
14 1,2 [:)Pad+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 De3d+1 n � rnd ?3Q des No lce
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 dew Service
I C�
Sectio
Elevation
Component
Condition
Gov.
Axial
Major Axis
MinorAxis�
n
ft
Tvoe
Load
Moment
Moment
T1
190 - 180
Leg
Max Tension
15
3.06
-0,08
0.31
Max. Compression
18
JA3
-0,26
0.17
Max. Mx
8
-2.65
1,55
0.11
Max. My
3
-1.28
0.01
-1,62
Max. Vy
20
-1.27
0.95
-0.10
Max. Vx
2
-1.30
0.01
0.96
Diagonal
Max Tension
9
2.92
0.00
0,00
Max. Compression
10
-3.06
OA0
0.00
Max. Mx
24
2A4
0.01
0.00
EV{ax. IViy
o
Ge, 04
0.01
_U.Uu
Max. Vy
24
-0.01
0.01
0,00
Max. Vx
10
-0.00
0.00
0.00
Top Girt
Max Tension
7
0.04
0.00
0,00
Max. Compression
2
-0.12
0.00
0.00
Max. Mx
2
-0.01
-0.06
0.00
Max. Vy
2
0.03
0.00
0.00
T2
180 - 160
Leg
Max Tension
15
35.33
-0.01
0.35
Max. Compression
18
-44.57
0.83
-0.63
Max. Mx
8
-2.32
1.41
-0.01
Max. MV
2
4.64
-n.11
-1,36
Max, Vy
8
1.96
-0.54
0.03
Max. Vx
2
-2.05
0.03
0,99
Diagonal
Max Tension
16
6.77
0.00
0.00
Max. Compression
16
-6.74
0.00
0.00
Max. Mx
16
3.09
0.02
-0.00
Max. My
16
-6.66
-0.00
401
Max. Vy
16
401
0.02
-0.00
Max. Vx
16
-0.00
0.00
0.00
Top Girt
Max Tension
6
0.52
0.00
0.00
Max. Compression
19
-0.46
0.00
0.00
max. Mx
2
U.Zi
_116
Uii
Max. Vy
2
0,03
0.00
0,00
T3
160 - 140
Leg
Max Tension
15
82.89
-0,55
-0,01
Max. Compression
18
-99.54
0,51
0.02
tnxTower Report - version 8.1.1.0
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
January 05, 2022
CCI BU No 826548
Page 28
Sectio Elevation
Component
Condition
Gov.
Axial
Major Axis
Minor Axis
n It
Type
Load
Moment
Moment
No.
Comb.
K
kip-ft
Max. Mx
14
46.48
1 .54
401
Max. My
8
-7,15
-0,06
-1.93
Max. Vy
14
-1-29
-0, "-
0J)2
Max. Vx
8
1.37
0.03
0,73
Diagonal
Max Tension
17
9,95
0.00
0.00
Max. Compression
18
-1 O.41
0.00
0.00
Max. Mx
18
6.76
408
0.02
Max. My
20
8.51
-0,06
0.03
Max. Vy
18
0.03
408
0.02
Max. Vx
20
-0.01
0.00
0.00
Top Girt
Max Tension
2
0.39
0.00
0.00
Max. Compression
15
431
0,00
0.00
Max- My
2
-0, 17
-0,00
non
Max. My
2
039
0.00
0,00
Max. Vy
2
0.04
0.00
0,00
Max. Vx
2
-0.00
0,00
0.00
T4 140-120
Leg
Max Tension
7
140A8
-Ul
0.06
Max. Compression
18
-163.95
2.23
-0.03
Max, Mx
18
-163,95
2.23
403
Max, My
4
-917
409
-210
Max, Vy
14
0.58
-1.70
-0.03
Max. Vx
20
0.74
-0.08
-1,74
Diagonal
Max Tension
17
11.56
0.00
0.00
Max. Compression
18
-1 -11.77
0.00
0.00
Max. Mx
18
8.37
0.06
-0.01
Max. My
20
10.20
0.06
-Ui
Max. Vy
18
-0.02
0.06
-0.01
Max. Vx
20
0,00
0.00
0.00
Top Girt
Max Tension
14
1.76
0.00
0.00
Max. Compression
3
-1.35
0.00
0.00
Max. Mx
2
1.05
412
0,00
Max, My
2
-1,29
0,00
0.00
Max, Vy
2
0.05
0.00
0.00
Ma-, Vx
2
-000
n,00
0,00
T5 120-
Leg
I . Vlax Tension
7
159,86
-1,92
0.03
113,333
Max. Compression
18
-185,23
0.90
-0,01
Max. Mx
18
-1 85,04
2.23
-0.03
Max. My
4
-9.94
408
-1.90
Max. Vy
18
0,32
2.23
-0.03
Max. Vx
20
0,42
-0.08
-137
Diagonal
Max Tension
17
11,72
0.00
0.00
Max. Compression
18
-12.04
0.00
0,00
Max. Mx
6
9.04
0.06
0.00
Max. Mv
18
-12.02
-0.02
-0,01
Max. Vy
6
0,02
0.06
0,00
Max. Vx
18
0.00
0.00
0.00
Top Girt
Max Tension
14
1.92
0.00
0,00
Max. Compression
3
-1.59
0,00
0.00
Max, Mx
2
111
-0,20
0.00
Max. My
2
-1.54
0.00
0.00
Max. Vy
2
0.07
0.00
0.00
Max. Vx
2
400
0.00
0.00
T6 113.333-
Leg
Max Tension
7
179.24
498
0,02
106-667
Max, uompression
18
-206,67
2.86
-U-i8
4ax. Mx
6
176,05
-2,95
038
Max. My
8
-14Y0
-0.09
4.48
Max. Vy
19
-0.41
2,88
-0.38
Max. Vx
8
458
-0,09
4.48
Diagonal
Max Tension
16
11.86
0.00
0.00
Max, Compression
17
-11.73
0.00
0.00
Max. Mx
18
9.36
0.06
-0.01
Max. My
20
-7,03
-0.01
-0,01
Max. Vy
18
-0.02
0.06
-0,01
Max, VY
8
000
0,00
T7 106.667 -
Leg
Max Tension
7
197.54
-2,93
038
100
Max. Compression
18
-226.42
2.65
0,11
tnxTower Report - version 8.1.1.0
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
January U5, 2U22
CC/ BU No 826548
Page 29
-79e-ctio- Elevation
Component
Condition
Gov.
Axial
Major Axis
Minor Axis
n ft
Type
Load
Moment
Moment
No.
Comb.
K
p-�t
Max. Mx
6
194.42
-2,95
038
Max. My
8
-14.94
-0.09
4.48
Max. Vy
zz
-0.211)
-2-89
-0. 16
Max. Vx
8
1.03
-0.09
4.48
Diagonal
Max Tension
7
12,88
0,00
0.00
Max, Compression
18
-1335
0.00
0.00
Max. Mx
18
8.92
-0.14
0.03
Max. My
20
11,36
-0A2
0.03
Max. Vy
18
0,05
-0.14
0.03
Max. Vx
20
-0.01
0.00
0.00
T8 100-80
Leg
Max Tension
7
248A4
-2.21
0.26
Max. Compression
18
-283.11
5A5
0.04
NAM, M
18
-283,11
r" 11 r
0 r)4
Max. My
a
-17.36
-0.46
7,61
Max, Vy
18
-0.57
5A5
0.04
Max. Vx
8
1,25
-0.46
7.61
Diagonal
Max Tension
16
14.99
0.00
0.00
Max. Compression
18
-1538
0.00
0.00
Max. Mx
18
10,85
0A4
-0,02
Max. My
8
13.53
0A2
0.03
Max. Vy
18
-0.04
0.14
-0.02
Max. Vx
8
-0.00
0.00
0.00
Top Girt
Max Tension
6
3.75
0.00
0.00
Max. Compression
19
-133
0.00
0.00
Max. Mx
2
2.09
-0.26
0.00
Max. My
2
-3.21
0.00
OV
Max. Vy
2
0.08
0.00
0.00
Max. Vx
2
400
0,00
0.00
T9 80-70
Leg
Max Tension
7
275,32
-4A5
-0.04
Max. Compression
18
-31172
2,97
-0.62
Max. Mx
18
-311128
5.15
0.04
Max, My
8
-19.39
452
10.92
Max. Vy
2
0.43
5.11
402
M ax, VY
8
-1,57
-0,52
10,92
Diagonal
Max Tension
7
14.35
0.00
0.00
Max. Compression
18
-15.26
0.00
0,00
Max. Mx
6
11.10
0A4
0.01
Max. My
18
-1 5.23
-0.02
403
Max, Vy
6
0,04
0.14
0.01
Max. Vx
18
0.00
0.00
0,00
Top Girt
Max Tension
6
3.81
0.00
0,00
Max. Compression
19
-3.51
0.00
0.00
Max. Mx
2
2.08
-0.35
0.00
Max, My
2
-140
0.00
0.01
Max, Vy
2
OJO
0.00
0,00
Max. Vx
2
0.00
0.00
0.00
T10 70-60
Leg
Max Tension
7
302.07
-3.70
0.64
Max. Compression
18
-343.91
5,21
0.22
Max. Mx
18
-34191
5.21
0.22
Max, My
8
-20,14
-0.52
10.92
Max. Vy
2
442
5A7
-0.02
Max. Vx
8
1.64
452
10.92
Diagonal
Max Tension
6
16.46
0.00
0.00
Max. Compression
18
-17,60
0.00
0.00
M-. Mx
18
11,43
-0.'A1
O_()7
Max- My
8
14-62
-0,27
-0-06
Max. Vy
18
0.09
-031
0.07
Max, Vx
8
0,01
0.00
0.00
T11 60-40
Leg
Max Tension
7
355.14
-174
0,28
Max. Compression
18
-405.08
7.45
0,09
Max. Mx
18
-405.08
7.45
0.09
Max. My
8
-2140
464
11.14
Max. Vy
18
-0.68
7.45
0.09
Max. Vx
8
-1.68
-0.64
11A4
Diagonal
Max Tension
6
16.97
0.00
0.00
M'Y' r,[)-P,
18
-18,08
0-no
n'00
Max. Mx
18
12.27
0.22
-0.03
Max. My
8
15.40
0.19
0.03
Max. Vy
18
407
0,22
-0.03
tnxTower Report - version 8.1.1.0
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
January 05, 2022
CCI BU No 826548
Page 30
Sectio Elevation
Component
Condition
Gov.
Axial
Major Axis
Minor Axis
n it
Type
Load
Moment
Moment
--No.
Comb.
K
Max. Vx
8
-0.00
0,00
0.00
Too Girt
Max Tension
6
5.25
0.00
0.00
Max- (;ompression
113
-4.83
0.00
0_00
Max. Mx
2
2.80
-0.43
0,00
Max. My
2
-4.64
0.00
0.01
Max. Vy
2
0.11
0.00
0.00
Max. Vx
2
-0.00
0.00
0.00
T12 40-30
Leg
Max Tension
7
381.14
-6,10
-0,09
Max. Compression
18
-435.27
5.55
-0.82
Max. Mx
18
-434.72
7.45
0.09
Max. My
8
-25.84
-0.64
15.42
Max. Vy
2
0,40
7.33
-0.01
MnyV-
RA
15 A-)
Diagonal
Max Tension
7
i 5.98
0.00
0.00
Max. Compression
18
-17.18
0.00
0.00
Max. Mx
6
12,19
0.22
0,01
Max, My
18
-17.12
0.03
-0.03
Max, Vy
6
0.07
0.22
0.01
Max. Vx
18
0.00
0.00
0.00
Top Girt
Max Tension
6
4.95
0.00
0.00
Max. Compression
19
-4.56
0.00
0.00
Max. Mx
2
2.70
-0.53
0.00
Max. My
2
-437
0.00
0,01
Max. VV
2
0.12
0.00
0.00
Max. Vx
2
_0.00
0.00
0.00
T13 30-20
Leg
Max Tension
7
40612
-6.36
0.85
Max. Compression
18
-465.10
5.03
0,54
Max. Mx
6
401.05
-6.53
0.85
Max. My
8
-26,81
-0.64
15.42
Max, Vy
22
-0,47
-6.46
-035
Max, Vx
8
2.21
-0.64
15.42
Diagonal
Max Tension
6
18.82
0.00
0.00
Max. Compression
18
-2034
0.00
0.00
may, My
18
1-3,06
_0,47
r)InA
Max. My
8
16.26
_0.43
_0.09
Max. Vy
18
0.14
-0.47
0.08
Max. Vx
8
0.01
0.00
0.00
T14 20-0
Leg
Max Tension
7
457.13
-5.14
0.26
Max, Compression
18
-525.31
0.00
0.00
Max. Mx
6
425.94
-5.29
0.27
Max. My
8
-30.01
457
12.22
Max. Vy
6
471
-5.29
0.27
Max. Vx
8
-1.87
457
12,22
Diagonal
Max Tension
6
19.04
Uo
0.00
Max. Compression
18
-20.48
0.00
0.00
Max. Mx
18
13.59
0.30
-0.04
Max, My
8
16.96
0,27
0.04
Max. Vy
18
_0.09
0,30
-0.04
Max, Vx
8
-0.01
0.00
0.00
Top Girt
Max Tension
6
5.33
0.00
0.00
Max. Compression
19
-4.82
0,00
0.00
Max. Mx
2
2.87
463
0.00
Max, My
2
-4.58
0,00
0.02
Max. Vy
2
013
0.00
0.00
MaxVx
2
-0.00
0.00
n.nn
Location Condition
Gov.
Vertical
Horizontal, X
Horizontal, Z
Load
K
K
K
Comb.
Leg C Max.
NAi ax. H,
40
gAn nA
Aq
-20 76
Max, H,
7
-470.34
-40.96
25.68
Min, Vert
7
-470.34
-40.96
25,68
tnxTower Report - version 8,1.1.0
January 05, 2022
190 Ft Seff Support Tower Structural Analysis
CC/ BU No 826548
Project Number 406642, Order 597926, Revision 0
Page 31
Location Condition Gov.
Vertical
Horizontal, X
Horizontal, Z
Load
K
K
K
Comb,
Min.
Min, H, 18
540.94
46.23
-28.76
Lea B Max. verT I ()
033.16
-40,33
-2 1. 11) 1
Max. H. 23
-461,35
41.05
24.41
Max. H. 23
-461.35
41.05
24A1
Min, Vert 23
-461,35
41.05
24A1
Min, H. 10
533.18
-46,33
-27.51
Min, H. 10
53118
-4633
-27.51
Leg A Max. Vert 2
526.39
407
52.27
Max. H. 20
26,97
8.20
1.80
Max. H, 2
526.39
-0.07
52.27
Min. Vert 15
-452.19
0.08
-46A0
Min, H, 9
')A QQ
_18, I P
Min. H. 15
-452, 19
0.08
-46J0
Load
Vertical
Shear,
Shear,
Overturning
Overturning
Torque
Combination
Moment, M,
Moment, M,
K
------
k ft
Op, -
Dead Only
71.23
0.00
4 0.00
-17,50
-6.27
0.00'
1.2 Dead+ 1.0 Wind 0 deg -
85.47
0.26
-8192
-9198.72
-56,69
-2.94
No Ice
0.9 Dead+11.0 Wind 0 deg -
64.11
016
-8192
-9193.47
-54.81
-2.94
No Ice
1.2 Dead+1.0 Wind 30 deg -
85.47
40.92
-71.56
-7914.05
-4500.67
-1 8A5
No Ice
0.9 Dead+1.0 Wind 30 deg -
64.11
40,92
-71.56
-7908.79
-4498.79
-18.45
No Ice
1.2 npR(i+i n Wind 60 deg -
A547
71.64
-42,06
-464 7.18
-7811 R4
_615 I I
No Ice
0.9 Dead+1.0 Wind 60 deg -
64.11
71.64
-42.06
-4642.13
-7809.75
-65.31
No Ice
1.2 Dead+1.0 Wind 90 deg -
85A7
87.95
-0,26
-70.17
-9442.30
-7714
No Ice
0.9 Dead+1 .0 Wind 90 deg -
64.11
87.95
-0.26
-64.92
-9440A2
-77,24
No Ice
1,2 Dead+1.0 Wind 120 deg
85.47
75.11
4336
4691.02
-8058.30
-23,24
- No Ice
0.9 Dead+1 .0 Wind 120 deg
64.11
75.11
4336
4696.27
-8056.42
-2124
Ice
1.2 Dead+1.0 Wind 150 deg
85.47
3930
69.97
7644.22
-4312X
21.59
- No Ice
0.9 Dead+1 .0 Wind 150 deg
64.11
39.70
69.97
7649A7
-4310.49
21.59
- No Ice
1.2 Dead+1 .0 Wind 180 deg
85,47
-0.26
79.25
874187
41.64
2,94
- No Ice
0.9 Dead+1 .0 Wind 180 deg
64A1
-0,26
79.25
8749A2
43.52
2.94
- No Ice
1.2 Dead+1 .0 Wind 210 deg
85.47
-40.92
71.56
7872.04
4485.63
18,45
- No Ice
0.9 0eao+1_0 vVino 210deg
64,11
-40.92
11.5ta
1611-29
446/_5I
18,45
- No Ice
1.2 Dead+1 .0 Wind 240 deg
85A7
-75.68
44.39
4811.80
8154.12
6531
- No Ice
0.9 Dead+1.0 Wind 240 deg
64.11
-75.68
44.39
4817.05
8156,00
65.31
- No Ice
1.2 Dead+1 .0 Wind 270 deg
85,47
-87.95
0.26
28A6
9427.26
77.24
- No Ice
0.9 Dead+1,0 Wind 270 deg
64.11
-87.95
0.26
33,41
9429.14
77.24
- No Ice
1 1) -
-, L�, ,O 'A�ind 300 df�u
85,47
-71'r)6
-41 42
_ArOf� 60
70-85-72
23,24
- No ice
0.9 Dead+1 .0 Wind 300 deg
64,11
-71.06
-41.42
-452135
7687.60
23,24
- No Ice
tnxTower Report -version 8.1.1.0
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
,lanuary rib, 2022
CCI BU No 826548
Page 32
Load
Vertical
Shear,
Shear,
Overturning
Overturning
Torque
Combination
Moment, M.
Moment, M.
K
K
K
---1A-
'i-HD-ead�+Jl -0 -Wind 330 -deg--
85,4-7-
-
-39-30-'
-
6-9,9-7--
7686.22
4297.32
---
-21,59
No Ice
().9 L)ead+ 1 .0 vvino 3,iU deg
04,11
39.10
-69.'J1
4660.91
4299.20
-;Zl -")y
No Ice
Dead+Wind 0 deg - Service
71.23
0.05
-17,10
-1880.76
-16.05
-0.58
Dead+Wind 30 deg - Service
71.23
8.34
-14,59
-1620A7
-918.85
-3.67
Dead+Wind 60 deg - Service
71,23
14.60
-8.57
-9%60
-1591.24
-13.00
Dead+Wind 90 deg - Service
71.23
17.90
-0,05
-27.28
-1920.68
-1 U7
Dead+Wind 120 deg -
71.23
15,29
8.91
938.63
-1640,32
-4.63
Service
Dead+Wind 150 deg -
71.23
8,10
14.27
1539.83
-881.38
429
Service
Dead',A,11-d 180 dec -
71-93
-O�OF-
16.17
176390
3.5 1
0.58
Service
Dead+Wind 210 deg -
71.23
-8.34
14.59
1585.16
906.31
167
Service
Dead+Wind 240 deg -
71.23
-15.41
9.03
962.67
1649.84
1100
Service
Dead+Wind 270 deg -
71.23
-17,90
0.05
-7.72
1908.14
1537
Service
Dead+Wind 300 deg -
71.23
-14A9
-8,44
-932.56
1556.64
4.63
Service
Dead+Wind 330 deg -
71.23
-8.10
-14,27
-1574.83
868.84
-4.29
Service
Sum of Applied Forces
Sum of Reactions
Load
PX
PY
PZ
PX
PY
PZ
% Error
Comb.
K
K
K
K
K
K
_,00
n onno/.
U-26
-85,47
-63-92
4126
85-4/
83.92 2
U-0001/0
3
0.26
-64A1
-8192
-0.26
64.11
83.92
0.000%
4
40.92
-85A7
-71.56
-40.92
85.47
71,56
0,000%
5
40.92
-6411
-71.56
-40.92
64,11
71,56
0,000%
6
71.64
-85A7
-42.06
-71,64
85.47
42.06
0.000%
7
71.64
-64.11
-42.06
-71,64
64,11
42.06
0.000%
8
87.95
-85A7
-0.26
-87.95
85.47
0.26
0.000%
9
87.95
-64,11
-0.26
-87,95
64.11
0.26
0.000%
10
75.11
-85.47
43,76
-75.11
85.47
-43,76
0.000%
11
75.11
-64.11
4336
-75.11
64.11
-43.76
0.000%
12
3970
-85,47
690-7
-3970
-85,47
--�9,97
0,001-10/-
13
39.70
-64,11
69.97
-39.70
64.11
-69.97
0,000%
14
-0.26
-85A7
79,25
0.26
85A7
-79.25
0.000%
15
-0.26
-64.11
79,25
0.26
64.11
-79,25
0.000%
16
-40.92
-85.47
71.56
40.92
85,47
-71.56
0,000%
17
-40.92
-64.11
71.56
40,92
64,11
-71,56
0,000%
18
-75.68
-85A7
44.39
75,68
85.47
-44,39
0.000%
19
-75.68
-64.11
44.39
75.68
64.11
-44.39
0.000%
20
-87.95
-85A7
0.26
87.95
85.47
-0,26
0,000%
21
-87,95
-64,11
0.26
87.95
64.11
-0.26
0.000%
22
-71.06
-85A7
-41 A2
71.06
85A7
41,42
0.000%
23
-71.06
-64.11
-41.42
71�06
64.11
41.42
0,000%
24
-3930
-85,47
-69.97
39.70
85,47
%97
0.000%
25
-39.70
-64,11
-69.97
39.70
64.11
69,97
0.000%
26
0.05
-71.23
-1710
-0.05
7123
17,10
0.000%
27
8.34
-71.23
-14,59
-8.34
71.23
14.59
0,000%
28
14.60
-71,23
-8.57
-14�60
71.23
8.57
0.000%
29
17.90
-71.23
-0.05
-17.90
71.23
0,05
0.000%
30
15.29
-71.23
8.91
-15.29
71.23
-8.91
0.000%
31
8.10
-71.23
14.27
-8.10
71.23
-14.27
0.000%
32
-0.05
-71.23
16.17
0.05
71.23
-16,17
0.000%
-834
_711,23
14,59
8,M
71 23
-i4,59
0,0r1r1%
34
-15A1
-71.23
9.03
15.41
71.23
403
0,000%
35
-17.90
-71.23
0.05
17.90
71,23
-0,05
0,000%
36
-14A9
-71.23
-8.44
14.49
71.23
8.44
0.000%
tnxTower Report - version 8,1 . 1,0
190 Pt Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
,January 05, ZU22
CCl BU No 326543
Page 33
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ % Error
Comb. K K K K K K
Sections
Elevation
Harz.
Gov.
Tilt
Twist
No,
Deflection
Load
-�
in
Comb.
Tl
_ft
190 - 180
4.045
34
0.1810
U303
T2
180 - 160
3.663
34
0.1786
0.0313
T3
160 - 140
2.916
34
0.1623
0.0300
T4
140 - 120
2.254
34
0A442
0.0270
6
12U- I'[J i3
1,6,6U
J4
t3. zbu
tl.0211
T6
113.333 -
1,466
34
0.1173
0.0189
106.667
T7
106.667 - 100
1.294
29
0.1090
0.0168
T8
100 - 80
1141
29
0.1001
0.0155
T9
80 - 70
0.734
29
0.0799
0.0112
T10
70 - 60
0.560
29
0.0689
0.0091
T11
60 - 40
0.421
29
0.0574
0.0080
T12
40 - 30
0.196
29
0.0376
0.0049
T13
30 - 20
0.113
29
0.0272
0.0035
T14
20 - 0
0 061
29
n_n165
0.0026
Elevation
Appurtenance
Gov.
Deflection
Tilt
Twist
Radius of
Load
Curvature
ft
Comb.
- in
ft
_
187,00
__
Site Pro 1 VFA12-HD 12' Heavy_
34 --
_
3.930
0.1806_-----_
0.0306 -��
_ 349552__
Rut• V-Fr-,ma
171m0
Site Pro 1 VFA14-HD 14' Heavy
34
3.319
0.1726
0.0311
92471
Duty V-Frame
158.00
Sector Mount [SM 502-3]
34
2.845
0.1604
0.0298
44052
148.00
Sector Mount [SM 402-3]
34
2.509
0.1513
0.0285
69160
138.00
Commsco e MTC3975083 JQL
34
2.191
0.1425
0.0265
x110393
I Ial Deer f i g `
Section
Elevation
Horn.
Gov
Tilt
Twist
No.
Deflection
Load
ft
in
Comb.
_
w. �90 - 180 ,-.._..a,-._.�
_
20.062 -
-.w 1-9
9 - -
- " 0.8902 -- .-
-.-.a0_.1520
T2
180 - 160
18.177
19
0.8823
0.1570
T3
160 - 140
14.476
19
0.8063
0.1507
T4
140 - 120
11.184
19
0.7171
0A 356
T5
120 - 113.333
8.186
19
0.6214
0A 058
d 6
113.333 -
7.2 7 i
i
0.5828
0.0949
106.667
T7
106.667 - 100
6.415
19
0.5417
0.0842
T8
100 - 80
5.654
19
0.4974
0.0781
T9
80 - 70
3.630
19
0.3968
0.0565
T10
70 - 60
2.768
19
0.3419
0.0459
T11
60 - 40
2.078
19
0.2846
0.0401
T12
40 - 30
0.966
19
0.1861
U248
T13
30 - 20
0.557
19
0A 345
0.0174
T14
20 - 0
0.301
8
0.0815
0.0133
tnxTower Report - Version 8.1.1.0
1anuany 05, 2022
190 Ft Self
Support Tourer Structural Analysis
CCI BU No 826548
Project Number
406642, Order 597926, Revision 0
Page 34
Section
Elevation Harz. Gov.
Tilt
Twist
No.
Deflection Load
ft in Comb.
Elevation
Appurtenance Gov,
Deflection
Tilt
Twist
Radius of
Load
Curvature
ft
Comb.
in
°
ft
_
187.00 ��
_ _
Site Pro 1 VFA12-HD 12'Heavy� 19
19.497
0.8893
_
0.9
153
99306��
Duty V-Frame
171.00
Site (pro 1 VFA14-HD 14° Heavy 19
16.480
0.8553
0.1562
20689
Duty V-Frame
I bb.Uu
SecioFMount tJl tuz-31 ��:1
��4.1L-/
\:}391.�
U. i496
148.00
Sector Mount (SM 402-31 19
12.456
0.7523
0A431
13913
138.00
Cammsco eMTC39750B 3 -19
10.872
0.7083
0A333
N22081
.�`.. i"r'l:ti".�n
-1 bi t::,.
Vi+.'-; :j.; C'Jli:or:t
...,
�Vri v.« 'eta:.-....v,
iY'ir»,... iili
:`4ljL: �rt'�u �"C
'��tiv
;:}i V'........-
-:it�fW
No.
Type
Grade
Of
Load
Load
Load
Ratio
ft
in
Bolts
per Solt
per Bolt
Allowable
K_
K
'0
�T1
190
� Leg
A325N
0.7500
4
6,_ TT
30.10
___
0.0_25
___
-1
__Bolt Tension
Diagonal
A325N
0,5000
2
1.46
5.00
0.292
1.05
Member Block
Shear
Top Girt
A325N
0.5000
1
0.12
8.84
0.014
1.05
Bolt Shear
T2
180
Leg
A325N
0.8750
4
8.83
41.56
0.213
1.05
Bolt Tension
Diagonal
A325N
0.5000
2
3.39
5.51
0.615
1.05
Member Block
Shear
I op Oirt
A i2`)N
0.')0UU
1
0, t 1
8.21
0.0911
1.011)
Member
Bearing
T3
160
Leg
A325N
1.0000
6
13.81
54,52
0.253
1.05
Bolt Tension
Diagonal
A325X
0.7500
1
9.95
1T94
0.554
1.05
Member Block
Shear
Top Girt
A325N
0.7500
1
1.73
18.92
0.091
1.05
Member
Bearing
T4
140
Leg
A325N
1.5000
4
35.12
126.47
0.278
1.05
Bolt Tension
Diagonal
A325N
0.6250
2
5.78
7.70
0.751
1.05
Member Block
Shear
Top Gj.t
,A325N
n 0�25n
1
2 nn
1381
n )of3
105
R tSh-a,
T5
120
Diagonal
A325N
0.6250
2
5.86
7,70
0.761
1.05
Member Block
Shear
Top Girt
A325N
0.6250
1
3.21
13.81
0.233
1.05
Bolt Shear
T6
113.333
Diagonal
A325N
0.6250
2
5.93
7.70
0.770
1.05
Member Block
Shear
T7
106.667
Leg
A325N
1.5000
6
32.92
126.47
0.260
1.05
Bolt Tension
Diagonal
A325X
0.6250
2
6.44
15.39
0.418
1.05
Member Block
Shear
T8
100
Leg
A325N
1.5000
6
41.36
126.47
0.327
1.05
Bolt Tension
Diagonal
A325N
0.7500
2
7.50
12.51
0.599
1.05
Member Block
Shear
Top Girt
A325N
0.7500
1
4.91
18.92
0.259
1.05
Member
Bearing
T9
80
Diagonal
A325N
0.6250
2
7A7
11.62
0.617
1.05
Member Block
Shear
Top Girt
A325N
0.6250
1
5.44
13.05
0.417
1.05
Member
Bearing
T10
70
Leg
A325N
1.5000
6
50.34
126.47
0.398
1.05
Bolt Tension
Diagonal
A325X
0.6250
2
8.23
23.25
0.354
1.05
Member Block
Shear
T11
n
eg
n56
1 n5anit
Tension
Diagonal
A325N
0.7500
2
9.04
19,88
0.455
1.05
Bolt Shear
Top Girt
A325N
0.7500
1
7.02
15.77
0.445
1,05
Member
tnxTovver
report - version 8.1.1.Q
190 Pt Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
January 05, 2U22
CC! BU No 626546
Page 35
Section
Elevation
Component
Solt
Solt Size
Number
Maximum
Allowable
Ratio
Allowable
Criteria
No.
Type
Grade
Of
Load
Load
Load
Ratio
ft
in
Bolts
per Solt
per Solt
Allowable
K
K
Bearina
12
4it
Lilagonat
A:i1bN
U.?tiOtt
2
8-119
19,86
0,432
1-M)
Bolt 6tirrar
Top Girt
A325N
0.7500
1
7,55
15.77
0,479
1,05
Member
Bearing
T13
30
Leg
A325N
1.5000
6
67.79
126A7
0,536
1,05
Bolt Tension
Diagonal
A325X
0.7500
2
9.41
33.49
0.281
1.05
Gusset Bearing
T14
20
Diagonal
A325N
0.7500
2
10.24
19,88
0.515
1.05
Bolt Shear
Top Girt
A325N
0.7500
1
9A 1
15.77
0,577
1,05
Member
Bearing
Section
Elevation
Size
L
L„
K11r
A
P1,
¢P
Ratio
No.
P„
ft
ft
ft
in
K
K
6 p
T1
190 - 0
Pipe 2.5 STD
10.00
5.00
63.3
1,7040
-7A3
53.87
0.132 t
K=1.00
T2
180 - 160
PIPE 3.5 STD
20.00
5,00
44.9
2.6795
-44,57
96.87
0.460'
K=1.00
T3
160 - 140
Pipe 5 STD
20.02
6,67
44A
6.0377
-99.54
219.33
0.454'
K=1.00
T4
140 - 120
Pipe 8 STD
20.02
6.67
27.3
8.3993
-163.96
330.77
0.496'
K=1.00
T5
120 - 113.333
Pipe 8 STD
6.67
6.67
27.3
8.3993
-185.22
330.77
0.560'
K=1.00
i it
l i J.1500 -
Pipe 8 �7 i 6:)
�J:U I�
-E7: U-(
v (:.j
L1:.�J3.J
67
L'UEJ.V t
��U. % f�
L1. (3G:J ;
106.667
K=1.00
T7
106.667 - 100
Pipe 8 STD
6.67
6.67
273
8.3993
-226.42
330.77
0.685'
K=1.00
T8
100 - 80
Pipe 10 STD
20.02
10.01
32.5
11.965
-283.11
461,31
0.614'
K=1.00
6
T9
80 - 70
Pipe 10 STD
10,01
10,01
32,5
11.965
-313.72
461.31
0.680'
K=1,00
6
T10
70 - 60
Pipe 10 STD
10.01
10.01
32.5
11.965
-343.91
461.31
0.746'
K=1.00
6
T11
60 -40
Pier: 12 STD
20.02
10.01
27.4
14.579
-405.08
573.75
0.706'
P\=1,00
V
T12
40 - 30
Pipe 12 STD
10,01
10.01
27.4
14.579
-435.27
573,75
0.759'
K=1.00
0
T13
30 - 20
Pipe 12 STD
10.01
10.01
27A
14,579
-465.10
573.75
0.811 '
K=1.00
0
T14
20 - 0
Pipe 12 XS
20.02
10.01
27.7
19.242
-525,31
756.51
0.694'
K=1.00
3
P :. / nP;, controls
Section Elevation Size
L
L
K11r
A
P
6p
Ratio
No.
P„
ft
�_ _ __ -�
ft
ft
_ ��_146.0
__
i,2
�0.6211
K
_ _�__8.34
K
-�
_
T1 190 - 180 L1 3t4x1 314x3116
9.43__
4.41
-3,06
0.366'
6
K=0.95
T2 180 - 160 L2x2x3/16
9A3
4,35
129.6
0.7150
-6.74
12A8
0.554'
tnxTower Deport -version 8.1.1.0
190 Ft Setf Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
January 05, 2022
CCI BU No 826546
Gage 36
Section
Elevation
Size
LL
LU
K11r
A
P
op
Ratio
No.
P
ft
ft
ft
in
K
K
K=0.98
T3
160 _ 140
2 2 1/2x2 a -N3116 3/8
ate_ .,_.�.. ,._«�, u.,
11 52
�._,_,
5i
86 0
1 goon
_10 41
50 07
v_-ti,
o 208'
�__�
K-1.00
T4
140 - 120
L3x3x3/16
12,91
6.00
1203
1.0900
-11.77
21.14
0.557'
K=1.00
T5
120-113.333
L3x3x3/16
13.39
6.24
124.4
1,0900
-12.04
20.09
0.599'
K=0.99
T6
113.333 -
L3x3x3/16
1187
6.49
128.1
1.0900
-11.73
19.00
0,617'
106.667
K=0.98
T7
106.667 - 100
2L3x3x3/16xl/2
14.36
6.74
86.0
2.1797
-13.75
54.90
0.250'
K=1.00
T8
100 - 80
L3 112x3 1/2x1/4
17.41
8.18
136,4
1,6900
-15.78
26,00
0.607'
K=0.96
T9
80 - 70
L3 1/2x3 112x114
18.10
8.56
141,4
1.6900
-15,26
24.19
0.631 '
K=0.96
T10
70 - 60
2L3 1/2x3 1/2x1/4xl/2
18,80
8.92
98.0
3.3750
-17,60
84.78
0.208'
K=1.00
T11
60-40
L3 1/2x3 1/2x3/8
20.23
9.51
155,2
2,4800
-18.08
29.46
0,614'
K=0.93
T12
40 - 30
L3 1/2x3 1/2x3/8
20.96
9,88
160.1
2.4800
-17,18
27.68
0.621 '
K=0.93
T13
30 - 20
2L3 1/2x3 1/2x3/8x1/2
21.69
10.25
114.E
4.9688
-20,34
105.03
0.194'
K=1.00
T14
20 - 0
L4x4x3/8
23,19
11.01
156.3
2.8600
-20,48
33.50
0.611 '
K=0.93
1 P / op controls
Tot) Girt Desion Data M F 7
Section
Elevation
Size
L
L
K11r
,4
P
OP
Ratio
No.
P
ft
ft
ft
in2
K
Kpn-
T1�-190-180
L3112x31/2x1/4
8.00
7.55
130.6
1.6900-
0.12
28.37
6.004'
K=1.00
T2
180 - 160
L3 1/2x3 1 /2x1 /4
8.00
7.46
129.0
1.6900
-0.77
29.08
0.027 '
K=1.00
T3
160 - 140
L3 1/2x3 1/2x3/8
8.00
T27
127.0
2.4800
-1.73
44.01
0.039'
K=1.00
T4
140 - 120
L3 1/2x3 112x3/8
9,67
8.71
152.1
2.4800
-2.84
30.68
0.093'
K= t,00
T5
120 - 113.333
L4x4x3/8
11,33
10.38
158.0
2.8600
-3,21
32.79
0,098'
K=1,00
T8
100 - 80
L4x4x3/8
13.00
11.83
180.1
2.8600
-4.91
25.23
0.195'
K=1,00
T9
80 - 70
L5x5x5/16
14.67
13.53
163.3
3.0300
-5.44
32.52
0.167'
K=1.00
T11
60 - 40
L5x5x5/16
16,33
15,00
181.1
10300
-7.02
26,45
0.266'
K=1.00
T12
40 - 30
L5x5x5/16
18.00
16.67
201,2
3.0300
-7.55
21.42
0.352'
to-1 on
KUR > 200 (C) - 189
T14
20 - 0
L5x5x5/16
19.67
18.33
221,3
10300
-9,11
17,70
0,514'
K=1.00
KUR > 200 (C) - 210
1 P, fop Controls
tnxTower Report - version 8.1.1.0
Januanj fib, 2022
190 Ft Self Support Tower Structural Analysis CC/ BU No 626548
Project Number 406642, Order 597926, Revision 0 Page 37
Lea Desian Data (Tension
Section
Elewptinn
Si7P
KII.Ir
A
'P"
Ritio
P�
ft
ft
ft
in2
K
K
T2
180-160
PIPE 3.5 STD
MOO
5,00
44.9
2.6795
35,33
110.93
0.3181
T3
160-140
Pipe 5 STD
20.02
6.67
44.1
6.0377
82.89
249,96
0,3321
T4
140-120
Pipe 8 STD
20.02
6.67
27.3
83993
140A8
347.73
0.4041
T5
120 - 113.333
Pipe 8 STD
6.67
6,67
27,3
8.3993
159.86
34733
0.460 '
T6
111333 -
Pipe 8 STD
6.67
6.67
273
83993
179.24
347.73
0.5151
106,667
T7
106.667 - 100
Pipe 8 STD
6.67
6.67
273
8,3993
197.54
347,73
0.568
T8
100-80
Pipe 10 STD
20M
10.01
315
11.965
248.14
49538
0.501
6
T9
80-70
Pipe 10 STD
10.01
10.01
32.5
11.966
275.32
495.38
0.556,
6
TIO
70-60
Pipe 10 STD
10,01
10.01
32.5
11 M5
302.07
495.38
0.6101
6
T11
60-40
Pipe 12 STD
20.02
10.01
27A
14,579
355.14
60157
0.588
0
T12
40-30
Pipe 12 STD
10.01
10,01
27.4
14.579
381.14
60157
0.631
0
10 20
1; ipe
'M
in,f-
VI
1�7,A
-A. c71
-1-
0.6,74
0
T14
20-0
Pipe 12 XS
20.02
10.01
27.7
19,242
457.13
796.63
0.5741
3
1 P, / d)P,, controls
Diacional Destan Data 11rlenslonl
Section
Elevation
Size
L
Lu
KfIr
A
P,
OP"
Ratio
No.
P,
ft
ft
ft
i'2
K
K
op�
XT
T2
180-160
L2x2x3/16
9.43
4.35
87,9
0.4484
6,77
19.50
0.347
T3
160-140
21-2 1/2x2 1/2x3/16x3/8
11.52
5.51
87.1
1A039
9.95
48.02
0.207
T4
140-120
L3x3x3/16
12.91
MO
79.2
0.7120
11.56
30.97
0.373
T5
120 - 113,333
L3x3x3/16
13.39
6,24
82,3
03120
1132
30.97
0378
T6
113,333-
L3x3x3/16
1187
6.49
85.4
0,7120
11.86
30,97
0.383
106,667
T7
106,667 - 100
2L3x3x3/16xl/2
14.36
6.74
88,6
1,4238
12,88
61,94
0,2081
T8
100-80
L3 1/2x3 1/2x1/4
17.41
8A8
92,6
1A034
14,99
48,00
0.312 '
T9
80-70
U 1/20 1/2xl/4
1810
8.56
96A
11269
14,35
49.02
0,2931
T10
70-60
21-3 1/20 1/2xl/4xl/2
18.80
8.92
100.2
2.2500
16.46
97.88
0.168'
T11
60-40
L3 1/20 1/2018
20,23
9,51
109.3
1.6139
16.97
70.20
0.242
T12
40-30
L3 1/20 1/20/8
20.96
9.88
113.4
1.6139
15.98
70.20
0,228
T13
30-20
21_3 1/2x3 1/2x3/8x1/2
21.69
10.25
117,1
3.2344
18.82
140,69
0.1341
T14
20-0
L4x4x3/8
23,19
11.01
109,6
1,8989
19.04
82.60
0.2301
I P,, / (w, controls
Section
Elevation Size
L
L
K11r A
Pu
op,
Ratio
No.
PU
ft
ft
ft
in,
K
U011
T2
180-160 L3 1/2x3 112x1/4
8.00
7.46
84A 1.1503
0.77
50.04
0.015
tnxTower Report -version 8.1.1.0
190 Ft Self Support power Structural Analysis
Project Number 406642, Order 597926, Revision Q
Januany 05, 2022
GCi BU No 826546
Page 38
Section
Elevation
Size
L
L„
Kifir
A
P,
OP,
Ratio
No.
P
- ��
ft
� _- -
ft
ft
_ �84.6
in'
K
...--
K
.- ..
T3
160 - 140
L3 1 /2x3 1l2x3/8
8.00
7.27
1.6139
1.73
70.20
0.025 '
"fA
1 AP5 _ 1 "Jf7
12 1 (`)x'2 1 (`Jv"2ff;
Q, t;7
S2 71
1 Of) 3
1.6491
2 84
71 73
t1 f1A.(1 �
T5
120 - 113.333
L4x4x3/8
11.33
10.38
103.6
1.9341
3.21
84.13
0.0381
T8
100 - 80
L4x4x3/8
13.00
11.83
118.0
1.8989
4.91
82.60
0.059'
T9
80 - 70
L5x5x5/16
14.67
13.53
105.2
2.0967
5A4
91.21
0.060'
T11
60 - 40
L5x5x5/16
16.33
15.00
116.7
2.0674
7.02
89.93
0.078'
T12
40 - 30
L5x5x5/16
18.00
16.67
129.5
2,0674
7.55
89.93
0.084'
T14
20 - 0
L5x5x5/16
19.67
18.33
142.2
2,0674
9.11
89.93
0.101 '
' P � / dP controls
Section
Elevation
Component
Size
Critical
P
op�/,.
T.
PASS
No.
ft
Type
�
dement
K
K
Capacity
Fail
T1
- 190 - 180
Leg �
Pipe 2.5 STD --
1
-7.13
56.56
12.6
Pass
T2
180 - 160
Leg
PIPE 3.5 STD
19
-44.57
101,72
43.8
Pass
T3
160 - 140
Leg
Pipe 5 STD
49
-99,54
230,30
43.2
Pass
T4
140 - 120
Leg
Pipe 8 STD
73
-163.96
347.31
47.2
Pass
T5
120 - 113.333
Leg
Pipe 8 STD
97
-185.22
347,31
53.3
Pass
tI
5 :S3li _
Leg
Pape 6 6 f D
1 U114
-2u6.6 t
34 t.31
59.5
Pass
106.667
T7
106,667 - 100
Leg
Pipe 8 STD
118
-226.42
347.31
65.2
Pass
T8
100 - 80
Leg
Pipe 10 STD
127
-283.11
484.38
58.4
Pass
T9
80 - 70
Leg
Pipe 10 STD
145
-313.72
484.38
64.8
Pass
T10
70 - 60
Leg
Pipe 10 STD
157
-343.91
484.38
71.0
Pass
T11
60 - 40
Leg
Pipe 12 STD
166
-405.08
602A3
67.2
Pass
T12
40 - 30
Leg
Pipe 12 STD
184
-435.27
602A3
72.3
Pass
T13
30 - 20
Leg
Pipe 12 STD
196
-465.10
602.43
77,2
Pass
T14
20 - 0
Leg
Pipe 12 XS
205
-525.31
794.34
66.1
Pass
T1
19n . to
y rat
1 yen 1 r zr16
n6
a 7
�n a
ez �s
T2
180 - 160
Diagonal
L2x2x3/16
30
-6.74
12.78
52.7
Pass
T3
160 - 140
Diagonal
21-2 1/2x2 1/2x3/16x3/8
60
-10A1
52.58
19.8
Pass
T4
140 - 120
Diagonal
L3x3x3/16
84
-11,77
22.20
53.0
Pass
T5
120 - 113,333
Diagonal
L3x3x3/l6
108
-12.04
21.10
57.1
Pass
T6
113.333-
Diagonal
L3x3x3/16
117
-11.73
19.95
58.8
Pass
106.667
T7
106.667 - 100
Diagonal
2L3x3x3/16xl/2
126
-13.75
57,64
23.9
Pass
T8
100 - 80
Diagonal
L3 1/2x3 1/2x1/4
138
-15.78
27,30
57.8
Pass
T9
80 - 70
Diagonal
L3 1/2x3 1/2x1/4
156
-15.26
25A0
60A
Pass
T10
70 - 60
Diagonal
21-3 1/20 1/2xl/4x1/2
165
-17.60
89.02
19.8
Pass
Ti 1
60 - 40
Diaoonal
L3 112x3 V2x3i8
177
-48.018
30.93
58.4
Pass
T12
40 - 30
Diagonal
L3 1/2x3 1/2x3/8
195
-17A8
29.06
59.1
Pass
T13
30-20
Diagonal
21-31/2x31/2x3/8xl/2
204
-20.34
110,28
18.4
Pass
T14
20 - 0
Diagonal
L4x4x3/8
216
-20A8
35,18
58.2
Pass
T1
190 - 180
Top Girt
L3 1/20 1/2x1/4
4
-0.12
29.78
0.4
Pass
T2
180 - 160
Top Girt
L3 1/20 1/2x1/4
24
-0.77
30.54
2.5
Pass
T3
160 - 140
Top Girt
L3 1/2x3 1/2x3/8
54
-1.73
46,21
3.7
Pass
T4
140 - 120
Top Girt
1-3 1/2x3 1/2x3/8
78
-2.84
32.21
8.8
Pass
T5
120 - 113.333
Top Girt
L4x4x3/8
102
-3,21
34.43
9.3
Pass
T8
100 - 80
Top Girt
L4x4x3/8
132
-4.91
26.49
18.5
Pass
Tt?
SEn _ 7(1
Tn+� Girt
L5x5x5/16 t;
15(1
_F e4..4
24 15
1O
i'.
Pace
Ti 1
60 - 40
Top Girt
L5x5x5/16
171
-7.02
2737
25.3
Pass
T12
40 - 30
Top Girt
L5x5x5/16
189
-7.55
22.49
33.5
Pass
T14
20 - 0
Top Girt
L5x5x5/16
210
-9.11
18.59
49.0
Pass
Summary
Leg (T13)
77.2
Pass
Diagonal
60.1
Pass
(T9)
Top Girt
49.0
Pass
(T14)
Bolt
73A
Pass
Criecks
RATING ®
77.2
Fuss
tnxiower Report - version
8.1.1.0
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
January (15, 2022
COI BU No 826548
Page 39
tnxTower Report -version 8.1.1.0
BUSINESS UNIT: 828S8B TPWM 10:0-SASMEdL
190 Ft Self Support Tower Structural Analysis
Project Number 406642, Order 597926, Revision 0
Equalaw"MM
ADDITIONAL CALCULATIONS
,January 06, 2022
M BU No 826548
Page 40
... ... .. ... . ......
TI -222 Revision
Grout Considered:_
I (in
Comp. Uplift
Axial Force (kips)
Shear Fnr— NinO A
IIA-222-H Section 15.5 Applied
*Anchor Rod Eccentricity Applied
Anchor Rod Data
(6) 2-1/4" o bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi)
I., (in): 2,4375
0- -1
R 0 W N
CASTLE
Anchor Rod Summary
(units of kips, kip -in)
Pu—t = 78.39
cpPn_t = 243.75 Stress Rating
Vu = &06
(aVn = 149,1 30.6%
Mu = n/a
((aMn = n/a
COplate - Version 4.1.2 Analysis Date: 1/5/2022
Untied Her Foundation
SU #:
Site Name.
Order N "mber' TIA-222 Revison:
Tower Type:
version 4 v,3
!!(t eI2ldbia0i 'i 22,1%
Snit lnieraectun 10 91.9%
per TIA-222-H Section 15.5
�� I .
CROW
CASTL
MI,
Override Critical Depth: L. Cl
-3 to ,:O,l caiwial,cn.s
MR,
Mom,-
ASCE 7 Hazards Report
Standard: ASCE/SEI 7-16 Elevation: 91 ft (NAVD 8,1w
Risk Category: 11 Latitude: 28248028
Soil Class: D - Default (see Longitude: -82.185944
Section 11.4.3) 1
A
N,
Z
Wind Speed
138 Vrnph
1 0-year M RI
79 Vmph
25-year MRI
92 Vmph
50-year MRI
104 Vmph
inn_v,=Ar KARI
114 VMPh
ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Tue Jan 04 2022
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interoolation between contours, Wind soeeds are interoolated in accordance with the 7-16 Standard, Wind sr)ee
correspond to approximately a 1% probability ot exceedance in 51-1 years Innnual exceedance proDauflity
r,
M0143, MRI = 700 years).
Site is in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2. Glazed openings need not be
protected against wind-borne debris,
https.,L/asce7tLazardtool.onIine/ Page 1 of 3 Tue Jan 04 2022
( IF
Av ,..,1q E
AMERICAN SOCIETY OF CIVIL ENGINELBS
Seismic
7
S. (g) vs T(s)
�a(g) vs T(s)
A
Sa (g) vs T(�)
Data Accessed: Tue Jan 04 2022
Date Source:
USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEl 7-16 Table 1 .6-2. Additional data for
Re —pacific ground unotion procedures in accordance wilih ASCE/SE17-16 Ch. 21 are available frorn. USGS.
!tt�s /tgsce7hazardtool Qt]Lhnel Page 2 of 3 Tue Jan 04 2022
No
Ice Thickness: 0 in,
Concurrent Temperature: 25 F
Gust Speed 30 mph
Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8
Date Accessed: Tue Jan 04 2022
Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys
and gorges may exceed the mapped values.
Va!ves provided are equivalent radial ire thicknesses due to freezinrl rain with COnCUrrent 3-second aunt 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.
I ne AtiGh / Lia7ard i ool is provided for Your convenience, Tor 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 witin your use. Linder no circumstances snail A,Gt or its ottica-r.s,, 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.
hgt�s —//asce7hazardtool. online/ Page 3 of 3 Toe Jan 04 2022
ZEPHYRHILLS IFIiY
PREPARED BY.- PREPARED FOR: ENGINEERING, PLLC
2255 SEV LL MILL ROAD, SUITE 130
aMR�E e�se-as-anea
ENGINEERING,INFINIGY9 4TX4RX / 5G NR 1 SR / LTE 6C RFORMANCE
PLLC at&tI11 EASTSAI�REMTAPLA 70520 EET
2255 SEWELL MILL ROAD, SUITE 130 ZEPHYRHILLSFL 33542
R 33R232.,92
MARiETTA, GA 30062 ' " a 37S&.293
OFFICE #: 678-444-4463
PACE i
LOCATION MAP APPROVALS DESIGN! CRITERIA INDEX OF DRAWINGS
Hercules
�� � - FLORIDA BUILDING CODE, 2020 7TH EDITION
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„_. PROPERTY OWNER DATE ANSI /EIA/T1A-222-H (ALLOWED PER EXEMPTION #5 OF T-1 TITLE SHEET & PROJECT INFORMATION
1609.1.1) ASCE 7-10
--------__------_--._- VULT = 138 MPH (ULTIMATE 3 SECOND GUST) N-1 GENERAL NOTES
RF ENGINEER DATE OCCUPATION CATEGORY = Il
EXPOSURE = C
C-1 SITE PLAN
------------ — --- IMPORTANCE FACTOR = 1.0 C-2 TOWER ELEVATION AND ANTENNA ORIENTATION
CONSTRUCTION DATE - NATIONAL ELECTRICAL CODE, 2017 EDITION C-3 MOUNTING DETAILS
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- - FLORIDA FIRE PREVENTION CODE 2020 7TH EDITION C-4 REDS
te - CONTRACTOR TO CONFIRM THAT THE SITE IS COMPLIANT C-5 REDS
SITE ACQUISITION DATE WITH RE WARNING SIGNAGE & EMERGENCY SIGNAGE AS
C-6 ANTENNA MOUNT SPECIFICATIONS
$ PROJECT REQUIRED BY THE FEDERAL GUIDELINES CONTAINED WITH
' SITE OET 65 BULLETIN & AS PER AT&T GUIDELINES. E-1 ANTENNA AND COAX SCHEDULE
ZONING DATE E-2 GROUNDING DETAILS AND NOTES
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h Ave T-1 TITLE SHEET
NETWORK DATE CONSTRUCTION NOTES
S-1 GENERAL NOTES n�
S-2 MOUNT MODIFICATION DETAILS
----- 1. CONTRACTOR SHALL VERIFY ALL PLANS AND EXISTING S-3 REQUIRED PARTS
OPERATIONS DATE n
DIMENSIONS AND CONDITIONS ON THE JOB SITE AND SHALL
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IMMEDIATELY NOTIFY THE ENGINEER IN WRITING OF ANY Q o 0 o a o
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_NorthmCONTRACTOR DATE DISCREPANCIES BEFORE PROCEEDING WITH THE WORK ORi
BE RESPONSIBLE FOR SAME.
VICINITY MAP PROJECT SUMMARY 2. CONTRACTOR SHALL NOTIFY OWNER FOR ACCESS TO SITE.
SITE NAME: ZEPHYRHILLS 3. THE PROJECT CONSISTS OF THE INSTALLATION OF:
FA NUMBER: 10015984 TOWER: (4) NEW ANTENNAS, (4) TRUNK CABLES, (2) 24411, ? n n n o o cv
000
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�. PARCEL. 11-26-21-0010-13400-0410
PAIR FIBER CABLES, (2) RAYCAP, AND ALL ASSOCIATED o w W
WORK.
� - COUNTY: PASCO r
r39. JURISDICTION: CITY OF ZEPHYRHILLS CONTACTS REVIEW DATE, �� �� � . � .
SITE COORDINATES: N 28°14'50.9"/28.2474606'CITY`- I
" W 82'11'09.0"W/-82.1858333' APPLICANT: AT&T MOBILITY CORPORATION OF""�```� RHI -, �r
(" Imo. 3210 LAKE EMMA ROAD
BUILDING m ,. ®.
SITE TYPE: IMPROVEMENT: LAKE MARY, FL 32746 `J (CI
AL
06
4TX4RX / 5G NR 1SR / LTE 6C
535 PROJECT MANAGER FIRM: HIGH PERFORMANCE SERVICES, LLC
- Ri3JECT � -�--- STRUCTURE TYPE: SELF SUPPORT TOWER F�
Eilan'd Blvd111 EAST SAINT PETER STREET
IT" STRUCTURE HEIGHT: 190°-0°`
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CARENCRO, LA 70520 M
ANTENNA C.L. HEIGHT: 173'-0" w
: TOWER OWNER: CROWN CASTLE
z III4511 HIMES BLVD _
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SUITE 210
+�jr TAMPA, FL 33614Lij
ENGINEER: INFINIGY ENGINEERING, PLLC N ®i
2255 SEWELL MILL ROAD, SUITE 130
Ave
„_... MARIETTA, GA 30062
PROJECT REFRENCES PROJECT INFORMATION
1. THESE PLANS WERE COMPLETED PER 4TX4RX / 5G NR 1SR / LTE 6C 1. THIS IS AN UNMANNED FACILITY AND WILL BE USED FOR THE TRANSMISSION OF RADIO SIGNALS FOR THE
REDS V 4.0 4292614 DATED 08/11/2021. CONTRACTOR SHALL PURPOSE OF PROVIDING PUBLIC CELLULAR SERVICE. ,"° w
REQUEST CURRENT REDS & WORKBOOK FROM CONSTRUCTION No S,_'ZJ
MANAGER PRIOR TO CONSTRUCTION. 2. AT&T CERTIFIES THAT THIS EQUIPMENT FACILITY WILL BE SERVICED ONLY BY AT&T EMPLOYEES AND DESIGNED: WKN
SUBCONTRACTORS AND THE WORK ASSOCIATED WITH ANY EQUIPMENT CANNOT BE PERFORMED BY DRAWN: MN
2. NO TOWER ANALYSIS HAS BEEN PERFORMED AT THIS TIME AND HANDICAPPED PERSONS. THIS FACILITY WILL BE FREQUENTED ONLY BY SERVICE PERSONNEL FOR REPAIR 4 1/13/22 CHECKED: PHR
STRUCTURAL INTEGRITY OF THE TOWER UNDER NEW LOADING IS, YET, PURPOSES ONLY.
UNDETERMINED. STATE 7 E O #4 JOB #: 14015984
3. NO POTABLE WATER SUPPLY IS TO BE PROVIDED AT THIS LOCATION. " '
3. THE PLANS WERE COMPLETED PER INFINIGY ENGINEERING MOUNT le ' ' . I' () R l � '� ���
ANALYSIS 12/02/2021. 4. NO WASTEWATER WILL BE GENERATED AT THIS LOCATION. ' &fib°°""<m m �
5. NO SOLID WASTE WILL BE GENERATED AT THIS LOCATION. ���
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1. ALL REFERENCES TO OWNER HEREIN SHALL BE CONSTRUED TO MEAN AT&T OR IT'S DESIGNATED
REPRESENTATIVE.
2. ALL WORK PRESENTED ON THESE DRAWINGS MUST BE COMPLETED BY THE CONTRACTOR UNLESS
NOTED OTHERWISE. THE CONTRACTOR MUST HAVE CONSIDERABLE EXPERIENCE IN PERFORMANCE
OF WORK SIMILAR TO THAT DESCRIBED HEREIN. BY ACCEPTANCE OF THIS ASSIGNMENT, THE
CONTRACTOR IS ATTESTING THAT HE DOES HAVE SUFFICIENT EXPERIENCE AND ABILITY, THAT HE IS
KNOWLEDGEABLE OF THE WORK TO BE PERFORMED AND THAT HE IS PROPERLY LICENSED AND
PROPERLY REGISTERED TO DO THIS WORK IN THE STATE AND/OR COUNTY IN WHICH IT IS TO BE
PERFORMED.
3. UNLESS SHOWN OR NOTED OTHERWISE ON THE CONTRACT DRAWINGS, OR IN THE SPECIFICATIONS,
THE FOLLOWING NOTES SHALL APPLY TO THE MATERIALS LISTED HEREIN, AND TO THE PROCEDURES
TO BE USED ON THIS PROJECT.
4, ALL HARDWARE ASSEMBLY MANUFACTURER'S INSTRUCTIONS SHALL BE FOLLOWED EXACTLY AND
SHALL SUPERCEDE ANY CONFLICTING NOTES ENCLOSED HEREIN.
5, IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE
TO INSURE THE SAFETY OF THE STRUCTURE AND ITS COMPONENT PARTS DURING ERECTION
AND/OR FIELD MODIFICATIONS. THIS INCLUDES, BUT IS NOT LIMITED TO, THE ADDITION OF
WHATEVER TEMPORARY BRACING, GUYS OR TIE DOWNS THAT MAY BE NECESSARY, SUCH MATERIAL
SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER THE
COMPLETION OF THE PROJECT.
6. ALL DIMENSIONS, ELEVATIONS, AND EXISTING CONDITIONS SHOWN ON THE DRAWINGS SHALL BE FIELD
VERIFIED BY THE CONTRACTOR AND THE TESTING AGENCY PRIOR TO BEGINNING ANY MATERIALS
ORDERING, FABRICATION OR CONSTRUCTION WORK ON THIS PROJECT. ANY DISCREPANCIES SHALL
BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE OWNER AND THE OWNER'S ENGINEER, THE
DISCREPANCIES MUST RESOLVED BEFORE THE CONTRACTOR IS TO PROCEED WITH THE WORK. THE
CONTRACT DOCUMENTS DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR
SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL
CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES. OBSERVATION
VISITS TO THE SITE BY THE OWNER AND/OR THE ENGINEER SHALL NOT INCLUDE INSPECTION OF
THE PROTECTIVE MEASURES OR THE CONSTRUCTION PROCEDURES.
7. ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY, FREE FROM
FAULTS AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT DOCUMENTS. ANY AND ALL
SUBSTITUTIONS MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY THE OWNER AND
ENGINEER PRIOR TO INSTALLATION. THE CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS
TO THE KIND AND QUALITY OF THE MATERIALS AND EQUIPMENT BEING SUBSTITUTED.
8, THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING, MAINTAINING, AND SUPERVISING ALL
SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK. THE CONTRACTOR IS
RESPONSIBLE FOR INSURING THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL
APPLICABLE LOCAL, STATE, AND FEDERAL SAFETY CODES AND REGULATIONS GOVERNING THIS
WORK.
9. ALL WORK SHALL BE COMPLETED IN ACCORDANCE NTH THE LATEST EDITION OF THE LOCAL
BUILDING CODE.
10. ALL EXISTING CELLULAR EQUIPMENT AND FIXTURES SHALL BE FURNISHED BY OWNER FOR
INSTALLATION BY THE CONTRACTOR, UNLESS SPECIFICALLY NOTED OTHERWISE HEREIN.
11. ACCESS TO THE EXISTING WORK SITE MAY BE RESTRICTED. THE CONTRACTOR SHALL COORDINATE
INTENDED CONSTRUCTION ACTIVITY, INCLUDING WORK SCHEDULE AND MATERIALS ACCESS, WITH THE
RESIDENT LEASING AGENT FOR APPROVAL.
12. PREFABRICATED BUILDING INSTALLATION SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S
SPECIFICATIONS.
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1. STRUCTURAL STEEL SHALL CONFORM TO THE LATEST EDITION OF THE A.I.S.C. SPECIFICATIONS FOR
STRUCTURAL STEEL BUILDINGS- ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN INCLUDING THE
COMMENTARY AND THE AJ.S.C. CODE OF STANDARD PRACTICE.
2. STRUCTURAL STEEL PLATES AND SHAPES SHALL CONFORM TO ASTM A26. ALL STRUCTURAL STEEL
PIPES SHALL CONFORM TO ASTM A53 GRADE B. ALL STRUCTURAL STEEL TUBING SHALL CONFORM
TO ASTM A500 GRADE B. ALL STRUCTURAL STEEL COMPONENTS AND FABRICATED ASSEMBLIES
SHALL BE HOT DIP GALVANIZED AFTER FABRICATION.
3. WELDING SHALL BE IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY (AWS) D.1.1/D1.1M:2010.
STRUCTURAL WELDING CODE -STEEL WELD ELECTRODES SHALL BE E70XX.
4. ALL COAXIAL CABLE CONNECTORS AND TRANSMITTER EQUIPMENT SHALL BE AS SPECIFIED BY THE
OWNER AND IS NOT INCLUDED IN THESE CONSTRUCTION DOCUMENTS. THE CONTRACTOR SHALL
FURNISH ALL CONNECTION HARDWARE REQUIRED TO SECURE THE CABLES. CONNECTION HARDWARE
SHALL BE STAINLESS STEEL.
5. ALL REINFORCING STEEL SHALL CONFORM TO ASTM 615 GRADE 60, DEFORMED BILLET STEEL BARS. 9. REPAIR ALL METAL SURFACES THAT HAVE BEEN CUT OR DAMAGED BY REMOVING ANY f FIN
WELDED WIRE FABRIC REINFORCING SHALL CONFORM TO ASTM A185. EXISTING RUST AND APPLYING COLD GALVANIZATION. ENGINEERING, PLLC
2255 SEWELL WIT ROAD, SUITE 130
6. THE FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE LATEST A.I.S.C. 10. ANTENNA CABLE LENGTHS HAVE BEEN DETERMINED BASED ON THESE PLANS. CABLE °,r Fgs' z '
SPECIFICATIONS. LENGTHS LISTED ARE APPROXIMATED AND ARE NOT INTENDED TO BE USED FOR
FABRICATION. DUE TO FIELD CONDITIONS, ACTUAL CABLE LENGTHS VARY. CONTRACTOR
7. ALL CONNECTIONS NOT FULLY DETAILED ON THESE PLANS SHALL BE DETAILED BY THE STEEL MUST FIELD VERIFY ANTENNA CABLE LENGTHS PRIOR TO ORDER. {
FABRICATOR IN ACCORDANCE WITH A.I.S.C. SPECIFICATIONS.
ERFORMANCE
B. HOT -DIP GALVANIZE ITEMS SPECIFIED TO BE ZINC -COATED, AFTER FABRICATION WHERE HIG,PCRI ES, L LC
111 EAST SAINT PETER STREET
PRACTICAL. GALVANIZING: ASTM A 123, ASTM, A 153/A 153M OR ASTM A 653/A 653M, G90, CAREM1�RO.IA 70520
AS APPLICABLE. P 850_232.7951
F'. 337_56S2923
9. REPAIR DAMAGED SURFACES WITH GALVANIZING REPAIR METHOD AND PAINT CONFORMING TO ASTM
A 780 OR BY APPLICATION OF STICK OR THICK PASTE MATERIAL SPECIFICALLY DESIGNED FOR
REPAIR OF GALVANIZING. CLEAN AREAS TO BE REPAIRED, AND REMOVE SLAG FROM WELDS.
HEAT SURFACES TO WHICH STICK OR PASTE MATERIAL IS APPLIED WITH A TORCH TO A
TEMPERATURE SUFFICIENT TO MELT THE METALLICS. IN STICK OR PASTE, SPREAD MOLTEN
MATERIAL UNIFORMLY OVER SURFACES TO BE COATED AND WIPE OFF EXCESS MATERIAL.
10. CONTRACTOR SHALL FOLLOW THE MANUFACTURER'S INSTRUCTIONS/SPECIFICATIONS IF NO
INFORMATION IS CONTAINED IN THESE PLANS OR IF THE MANUFACTURER'S SPECIFICATIONS ARE
STRICTER.
NOTE: REFER TO AT&T SPECIFICATIONS AS THE CONTROLLING STANDARD FOR EXISTING
CONSTRUCTION.
1. CONTRACTOR SHALL SECURE ALL NECESSARY PERMITS FOR THIS PROJECT FROM ALL APPLICABLE
GOVERNMENTAL AGENCIES.
2. ANY PERMITS WHICH MUST BE OBTAINED SHALL BE THE CONTRACTOR'S RESPONSIBILITY. THE
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CONTRACTOR SHALL BE RESPONSIBLE FOR ABIDING BY ALL CONDITIONS AND REQUIREMENTS OF
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THE PERMITS.
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3. ALL WORK SHALL BE IN ACCORDANCE WITH LOCAL CODES AND THE ACI 318-08, "BUILDING
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REQUIREMENTS FOR STRUCTURAL CONCRETE".I�
4. THE CONTRACTOR SHALL NOTIFY THE APPLICABLE JURISDICTIONAL (STATE, COUNTY OR CITY)
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ENGINEER 24 HOURS PRIOR TO THE BEGINNING OF CONSTRUCTION.
5. ALL DIMENSIONS SHALL BE VERIFIED WITH THE PLANS (LATEST REVISION) PRIOR TO COMMENCING
CONSTRUCTION. NOTIFY THE OWNER IMMEDIATELY IF DISCREPANCIES ARE DISCOVERED. THE
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CONTRACTOR SHALL HAVE A SET OF APPROVED PLANS AVAILABLE AT THE SITE AT ALL TIMES
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WHEN WORK IS BEING PERFORMED. A DESIGNATED RESPONSIBLE EMPLOYEE SHALL BE
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AVAILABLE FOR CONTACT BY GOVERNING AGENCY INSPECTORS.
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1. ALL THREADED STRUCTURAL FASTENERS FOR ANTENNA SUPPORT ASSEMBLES SHALL CONFORM TO
ASTM A307 OR ASTM 36. ALL STRUCTURAL FASTENERS FOR STRUCTURAL STEEL FRAMING SHALL
CONFORM TO ASTM A325. FASTENERS SHALL BE 5/8" MIN, DIA. BEARING TYPE CONNECTIONS
WITH THREADS EXCLUDED FROM THE PLANE. ALL EXPOSED FASTENERS, NUTS, AND WASHERS
SHALL BE GALVANIZED UNLESS OTHERWISE NOTED. ALL ANCHORS INTO CONCRETE SHALL BE
STAINLESS STEEL.
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2. THE CONTRACTOR SHALL FURNISH ALL CONNECTION HARDWARE REQUIRED TO SECURE THE CABLES.
CONNECTION HARDWARE SHALL BE STAINLESS STEEL.
3. NORTH ARROW SHOWN ON PLANS REFERS TO TRUE NORTH. CONTRACTOR SHALL VERIFY NORTH
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AND NOTIFY CONSULTANT OF ANY DISCREPANCY BEFORE STARTING CONSTRUCTION.
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4. PROVIDE LOCK WASHERS FOR ALL MECHANICAL CONNECTIONS FOR GROUND CONDUCTORS. USE
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STAINLESS STEEL HARDWARE THROUGHOUT.
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5. THOROUGHLY REMOVE ALL PAINT AND CLEAN ALL DIRT FROM SURFACES REQUIRING GROUND
CONNECTIONS.
6. MAKE ALL GROUND CONNECTIONS AS SHORT AND DIRECT AS POSSIBLE. AVOID SHARP BENDS. ALL
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BENDS TO BE A MIN. OF 8" RADIUS.
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7. FOR GROUNDING TO BUILDING FRAME AND HATCH PLATE GROUND BARS, USE A TWO HOLE
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-BOLT
NEPA DRILLED CONNECTOR SUCH AS T&B 32007 OR APPROVED EQUALy
8. FOR ALL EXTERNAL GROUND CONNECTIONS, CLAMPS AND CADWELDS, APPLY A LIBERAL
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DESIGNED: WKN
PROTECTIVE COATING OR AN ANTI-DXIDE COMPOUND SUCH AS 'NO -OXIDE A' BY DEARBORN
T
DRAWN: MN
CHEMICAL COMPANY.
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-'G m 1/13/22 �
CHECKED: PHIR
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JOBS#: 10015984
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NOTES:
1. CONTRACTOR TO FILL ANY EXISTING
GRAVEL AREAS THAT ARE DISTURBED
DURING THE COURSE OF CONSTRUCTION,
GRAVEL TO MATCH EXISTING.
2. THE CONTRACTOR TO ENSURE THAT NO
DAMAGE OR DEBRIS OCCURS ON THE
ADJACENT PROPERTIES.
3. THE CONTRACTOR SHALL SEED ALL
DISTURBED AREAS WITH LOW
MAINTENANCE NATIVE GRASS AND
COVER WITH APPROVED STRAW.
4. CONTRACTOR SHALL PROVIDE ALL
REQUIRED EROSION CONTROL
I TECHNIQUES AND BEST MANAGEMENT
PRACTICES PER LOCAL AND STATE
REQUIREMENTS AS APPLICABLE.
15. NORTH ARROW SHOWN ON PLANS
REFERS TO TRUE NORTH. CONTRACTOR
SHALL VERIFY NORTH AND INFORM
ARCHITECT/ENGINEER OF ANY
DISCREPANCY BEFORE STARTING
CONSTRUCTION.
CONTRACTOR fS RESPONSIBLE FOR MODIFYING
THE RAYCAP INSTALLED ON THE TO R TO
ACCdMODATE THE QUANTITY OF RRU°S.
THE CONTRACTOR MUST FIELD VERIFY ALL
MEASUREMENTS AND FIELD CONDITIONS PRIOR
TO THE COMMENCEMENT OF CONSTRUCTION.
- ... -- X - --- X -- - X - -- - X _ - � X --- - -- — - X -._ X .. X _ X - X
-
EXISTING
x ACCESS GATE
EXISTING
x
UTILITY FRAME �I
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I
x
x
j
EXISTING
UTILITY POLE
x T.
EXISTING a a x
PROPANE TANK EXISTING
UTILITY FRAME
EXISTING
x 14 -0" X 16'--0"
PAD
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2255 SEMLL WILL ROAD, SATE 130
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111 EAST SLANT PETER STREET
CARENCR(i, LA 70520
P:%➢-232-7951
F 337-565-2M
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EXISTING
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UTILITY FRAME
PAD
(2) 18 PAIR FIBER CABLE
EXISTING
(6) POWER TRUNKS
GENERATOR
PAD -
TO REMAIN)
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(1) 18 PAIR FIBER
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(TO BE REMOVED)
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PROPOSED:
(2) 24 PAIR FIBER CABLE
EXISTING SELF
(4) #6 POWER TRUNKS
x
_.. _ _ _ _
- _ _ _ _ _
_ -
SUPPORT TOWER
(TO BE INSTALLED)
x
EXISTING ICE
BRIDGE YP.)
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EXISTING AT&T
ICE BRIDGE
x
EXISTING ICE
1
BRIDGE (TYP.)
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PROPANE: TANK
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CHECKED: PHR
SCALE. 2.5' d 2.5° 5' QO°`
JOB#: 10015964
( tN FEET)
SCALE: 11"n17" SHEET 1" = 10'-0'
9� '+
CALLED
NORTH
SCALE: 22^x34" SHEET 1" = 5-0^
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NOTES: EXISTING ANDREW SBJAH4-1D65B-DL �
ANTENNA TO BE REMOVED (TYP. 1 TOTAL) 0
EXISTING ANDREW NNHH-65B-R4
1. A STRUCTURAL ANALYSIS SHALL BE ANTENNA TO BE REMOVED (TYP. 2 TOTAL)
V)
PERFORMED BY THE OWNER'S AGENT TO
CERTIFY THAT THE EXISTING/PROPOSED Al A2 A3 A4
COMMUNICATION STRUCTURE AND EXISTING AT&T RRUS-4478 a- - < EXISTING AT&T RRUS-4478
COMPONENTS ARE STRUCTURALLY ADEQUATE B14 TO REMAIN (TYP. OF B4 EXISTING E15S09P78 TMA TO < B14 TO BE RELOCATED TO
TO SUPPORT ALL EXISTING AND PROPOSED & G4, 2 TOTAL) REMAIN (TYP. OF I TOTAL) - POS Al (TYP. OF 1 PER
ANTENNAS, COAXIAL CABLES AND OTHER SECTOR, 3 TOTAL)
APPURTENANCES. THE OWNER'S AGENT SHALL EXISTING ANTENNASAi�
FURNISH A CERTIFICATION LETTER SEALED BY j ELEV. = t194'-()"�-F G4
A REGISTERED PROFESSIONAL ENGINEER TOP OF TOWERSEXISTING AT&T RRUS-32 B66A TO BE
STATING THAT THIS STRUCTURAL ANALYSIS ELEV. = 190'-0`F RELOCATED TO POS. A4 (TYP. OF 1)
WAS PREPARED IN ACCORDANCE WITH ALL
APPLICABLE CODES AND STANDARDS. EVS77AIG AND PROPOSED EXISTING AT&T RAYCAP DO FIBER
EXISTING AT&T RRUS--32 DEMARCATION BOX (DC6-48-60-18-BF)
2. IF ANY WORK IS PERFORMED AT THIS SITE AT&T ANTENNAS AND RRUS G3
B66A TO REMAIN (TYP. OF (2) TO REMAIN AND (1) TO BE REMOVED
THAT REQUIRES THE SITE TO BE OFF AIR OR AT&T PANEL ANTENNA B2 & G2, 2 TOTAL,
TURNED DOWN, THE SWITCH IS TO BE ELEV. = 173'1) (TYPOF 3 TOTAL)
�
NOTIFIED 48 HOURS PRIOR TO CONSTRUCTION
VIA NCR/CTS. EXISTING CCI DBXNH-6565B-R2M
G2 ANTENNA TO BE REMOVED (TYP. OF 1 PER PAINT ANTENNAS TO MATCH
3. INSTALLATION SHALL BE CONDUCTED BY FIELD EXISTING ANTENNASAi, H SECTOR, 3 TOTAL) PAINT
CREWS EXPERIENCED IN THE ASSEMBLY AND BUILDING COLOR
EXISTING E15SO9P78 TMA TO BE J
ERECTION OF RADIO ANTENNAS, TRANSMISSION ELEV. 60'- 0"'-F EXISTING AT&T RRUS-32 B1
LINES, AND SUPPORT STRUCTURES. ANTENNA RELOCATED (TYP. OF BI & G1, 2
WORK TO BE INSTALLED PER THE B30 TO REMAIN (TYP. OF 1 TOTAL)
REQUIREMENTS OF THE TOWER h EXISTING ANTENNASa, PER SECTOR, 3 TOTAL) SEE MOUNT ANALYSIS REPORT
ELEV. = EXISTING ANDREW SBJAH4-1D65B-DL
MANUFACTURER'S SPECIFICATION. (2) EYJS11NG CM1007-DBPXBC-002 DIPLEXERS TO BE G1 PROVIDED BY INFINIGY
ANTENNA TO REMAIN (TYP. OF 1 PER ENGINEERING DATED 12/02/21
it RELOCATED TO GROUND (TYP. OF B1 & G1, 4 TOTAL)
4, ANTENNA AND MOUNT DESIGN MUST COMPLY it B2 SECTOR BETA AND GAMMA, 2 TOTAL) FOR ALPHA SECTOR.
EXISTING ANTENNAS
ELEV.
NTH IIA-EIA-222-G AND ALL LOCAL CODES. _ ± 40 � EXISTING AT&T RRUS-4449 1.85/B12 TO REMAIN (TYP. OF
5. CONTRACTOR TO PROVIDE THE PROPER COAX I SEE MOUNT MODIFICATION ANALYSIS REPORT
1 JUMPER SUPPORT ATTACHMENTS TO THE PER SECTOR, 3 TOTAL) PROVIDED BY INFINIGY ENGINEERING DATED
B3
TOWER AND ANTENNA MOUNT. 04/30/21 FOR BETA AND GAMMA SECTOR
MODIFICATIONS. THE EXISTING MOUNT WILL
6. CONTRACTOR IS RESPONSIBLE FOR MODIFYING EXISTING AT&T RRUS-32 B2 MEET THE SPECIFIED TIA CODE REQUIREMENTS
THE RAYCAP INSTALLED ON THE TOWER TO TO REMAIN (TYP, OF 1 PER NTH THE STRUCTURAL MODIFICTIONS LISTED
ACCOMODATE THE QUANTITY OF RRU'S, N SECTOR, 3 TOTAL)
BELOW.
EXISTING ANDREW NNHH-65B-R4
7. THE CONTRACTOR MUST FIELD VERIFY ALL 2 EXISTING ATT ANTENNA PLAN B4 ANTENNA TO REMAIN (TYP. OF 2 PER INSTALLATION OF SITE PRO 1, PART
&
MEASUREMENTS AND FIELD CONDITIONS PRIOR SECTOR BETA AND GAMMA, 4 TOTAL) NUMBER SFS-H-L, SECTOR FRAME
TO THE COMMENCEMENT OF CONSTRUCTION. C-2 SCALE: 1.5' 0 15 3' 6' STABILIZER.
PROPOSED AT&T 4478 INSTALL PROPOSED S17F PRO 1
8- REFER TO CURRENT RFDS FOR ADDITIONAL
INFO. 814 RRU TO BE INSTALLED WA14-HD V-FRAME ANTENNA INSTALLATION OF PIPE 2 XS, 12°-6-
SCALE: 11".17" SHEET 1" 12'-0" b
CALLED NORTH SCALE 22".34' SHEET I" 6'-G" (r)P. OF I TOTAL) MOUNT (I TOTAL) LONG
9. ADJUST ANTENNA MOUNTS AS REQUIRED TO �F-
EXISTING E15S09P78 TMA TO PROPOSED AT&T 8,64J V) -s
-INSTALL PROPOSED AT&T CCI INSTALLATION OF CROSSOVER PLATES,
ACHIEVE THE AZIMUTH SPECIFIED AND LIMIT it I BSA-M65R-BUU-H6 ANTENNA SITEPRO1 SCX1-K
REMAIN (TYP. OF 1 TOTAL) 82A66A RRU TO BE
RF SHADOWING N,
(2) PROPOSED A F& T IQ9C78-DS- 43 TO INSTALLED (T)P. OF 1 TOTAL) (71rP. OF 4 TOTAL)
TYR
10. UNLESS NOTED OTHERWISE THE CONTRACTOR BE INSTALLED ( OF 2 TOTAL) Al A2
EXISTING 2 3' 21T� A3 �2 3, A4 REL OCA TED A F& T RRUS-32 B66A TO
MUST PROVIDE ALL MATERIAL NECESSARY. SELF BE INSTALLED (TYP. OF A4, I TOTAL)
RaOCA7ED (FROM A4) AT&T 4476 814
OPO4 44
11. CONTRACTOR TO RETURN ALL EXISTING ii H SUPPORT RRU TO BE INSTALLED (M OF 1 TOTAL)
PRSED A T& T 9 851812
TOWER RRU TO BE INSTALLED (T)P.
ANTENNAS BEING REMOVED TO AT&T.
OF I TOTAL)
12. NORTH ARROW SHOWN ON PLANS REFERS TO PROPOSED AT&T 4415 B30 G4
TRUE NORTH. CONTRACTOR SHALL VERIFY RRU TO BE INSTALLED (TYP? INSTALL PROPOSED RAYCAP
NORTH AND INFORM ARCHITECT/ENGINEER OF OF 1 TOTAL) DCY-48-60-24-8C-EV (TYP OF 2)
ANY DISCREPANCY BEFORE STARTING
2 EXISTING AT&T RAYCAP IC FIBER
CONSTRUCTION, EXISTING AT&T RRUS-3B66A TO REMAIN (TYP. OF G3 DEMARCATION BOX (DC6 48 60-18-8F)
EXISTING & PROPOSED B2 & G2, 2 TOTAL) (TYP. OF 2 TOTAL)
•
AT&T LINES A - - II
RELOCATED E15SO9P78 TMA TO BE
INSTALLED (TYP. OF B2 & G2, 2
TOTAL)
EXISTING AT&T RRUS- 32
830 TO REMAIN (TYP. 0
EXISTING FENCE F 1 EXISTING ANDREW
PER SECTOR, 3 TOTAL}SBJAH4-lD65B-DL
B2 ANTENNA TO REMAIN (TYP.
EXISTING AT&T RRUS-4449 OF 1 PER SECTOR BETA
B5/812 TO REMAIN (TYP. OF
I AND GAMMA, 2 TOTAL)
it
GRADE 1 PER SECTOR, 3 TOTAL) B3 17E
'-PELEV. ±0'-D" AGL EXISTING AT&T RRUS--32 B2
TO REMAIN (TYP. OF 1 PER
SECTOR, 3 TOTAQ—
Ay
EXISTING ANDREW NNHH-65B-R4
TANTENNA TO REMAIN (TYP. OF 2 PER 3 \PROPOSED AT&T ANTENNA PLAN B4 SECTOR BETA AND GAMMA, 4 TOTAL)
\C-2/SCALE: 1.5' 0 1.5' 3' 6'
�TQWER ELEVATION EXISTING AT&T RRUS-4478
C-2A07 TO SCALE SCALE 11'.17' SHEET 1" = 12'-0" 814 TO REMAIN (TYP. OF B4
CALLED NORTH SCALE 22%34' SHEET 1" = 6'-0" & G4, 2 TOTAL)
INFINIGY8
ENGINEERING, PLLC
2255 SEWE[-L MILL ROAD SUITE 130
—11ETIA
OFFICE
a --1
6FORMANCE
111 EAST SLANT PETER STREET
CARENCRO, LA 70520
P 850432-7951
F. 337-565-2923
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REFER TO A CURRENT
REDS FOR EQUIPMENT
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DESIGNED:
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DRAWN:
MN
1/13/22
CHECKED:
PHR
STATE OF 'Z41
0
JOB*
10015984
7 0
10 R
C-2
%%%
--------- --- ---------- --------- —
0 PANEL AE
DIMENSIONS, HxWxD: 72.0"x28.5"x9.6"
WEIGHT, W/O BRACKETS: 86.0 lbs
2&5"
TOP SIDE
ISM—myl
/—
—l\PROPOSED ANTENNA SPECIFICATIONS
C-3 /NOT TO SCALE
/-3 \RAYCAP DC9-48-60-24-8C—EV DETAIL
C-3 /NOT TO SCALE
PIPE MOUNTING BRACKET
PROVIDED W/ ANTENNA
AT&T ANTENNA
PIPE MOUNTING BRACKET
PROVIDED W/ ANTENNA
ANTENNA MOUNTING PIPE
ANTENNA MOUNTING DETAIL
T2 \PROPOSED EQUIPMENT MOUNTING DETAILS
C-3 /NOT TO SCALE
NOTES:
1. UNIT SHALL BE MOUNTED AS PER
MANUFACTURER'S RECOMMENDATIONS.
2. CONTRACTOR SHALL TIGHTEN ALL BOLTS TO A
'SNUG TIGHT' CONDITION AS DEFINED BY RISC.
3.
CONTRACTOR SHALL INSTALL RAYCAP
DISTRIBUTION UNIT WITHIN 15 FEET FROM ALL
RRNS.
PROPOSED RAYCAP FIBER AND DO
DISTRIBUTION UNIT W/ INTEGRATED SURGE
PROTECTOR MOUNTED TO ANTENNA MOUNT
ARM
(PART# DC9-48-60-24-8C—EV)
(SEE NOTE 3)
PROPOSED FIBER AND DO CABLE
ROUTED TO PROPOSED RRH UNITS,
J'nklr-' DfDr
RAYCAP MOUNTING DETAIL
C-3 /NOT TO SCALE
\---j
NOTES:
1. REFER TO CURRENT RFDS FOR ADDITIONAL INFO.
2. ADJUST ANTENNA MOUNTS AS REQUIRED TO
ACHIEVE THE AZIMUTH SPECIFIED AND LIMIT RF
SHADOWING
3. UNLESS NOTED OTHERWISE THE CONTRACTOR
MUST PROVIDE ALL MATERIAL NECESSARY.
4. CONTRACTOR TO RETURN ALL EXISTING ANTENNAS
BEING REMOVED TO AT&T.
5. ALL DOWN TILT AZIMUTHS TO BE VERIFIED BY
CURRENT RFDS, SEE CONSTRUCTION MANAGER
FOR INFORMATION
INFINIGY8
ENGINEERING, PLLC
2.255 SEWEU WU ROAD, SUITE I W
HI ERFORMANCE
C Zir R,,r l, 3I c
I I I EAST SANT PETER STREET
CARENCRO, LA 7052
P 850.232-7951
F 337565-2923
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No 97 01,
z DESIGNED:
DRAWN:
/13/22 CHECKED:
1
I
.1
E OF :44/� JOB#i 10015984
R
C-3
11mom'-wiffirim
:j f O — 6" p ;
— — — — — — — — — — — —
INFINIGY9
ENGINEERING, PLLC
2255 SET-,LL, MILL ROAD, 6 TE M
Se.,A
SPF 1 0'
HJE ANCE RFORk
F'Rvwfll, Uc
III EAST SAINT PETER STREET
w D CARENCRO, LA 7052
r P B50432-795I
fJ'"Avis IFP 7 F. 337-565-2923
FN -
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N 0 5 *T'3 9
DESIGNED: RCN
DRAWN: MN
1/13/22
CHECKED: PHR
as STATE OF
JOB #: 10015984
R
N A
20'
MAX
20'
IN 204
MAX,
FITS LEG SIZ
UP TO 8-516" O't
tAXAX
45'
T T'P
YP,
0
20'
MAX,
8 1
1 '4"
168't
T i
40" VARIABLE
i
t
m
1 1/2" urttt,
1 112" 1--1
NOTES
1. USE HOLE "A" IN UPPER AND LOWER
BRACKETS FOR STRAIGHT LEGS,
2. USE HOLE "A" IN UPPER BRACKET AND
HOLE "C" IN LOWER BRACKET FOR
2" IN 20' TAPER LEGS (3.309')
3. USE HOLE "B" IN UPPER BRACKET AND
HOLE "C" IN LOWER BRACKET FOR
6" IN 20'TAPER LEGS. (0.8271)
TOLERANCE NOTES OFSCMMONN
TOLERANCES ON DIMENSIONS, UNLESS OTHERWISE NOTED ARE: 14'6" HEAVY DUTY
SAWED, SHEARED AND GAS CUT EDGES tl 0.030) V-FRAME ASSEMBLY
DRILLED AND GAS CUT MOLES NO CONING OF HOLES WITH TWO STIFF ARMS
LASER CUT EDGES AND HOLES (t0,010) - NO CONING OF HOLES
BENDS ARE i If2 DEGREE
ALL OTHER MACHKING (l 0,030)
ALL OTHER ASSEMBLY (± 0060)
81
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1-888-753-7446
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INFINIGY8
ENGINEERING, PLLC
2255 SEWS- HALL ROAD, SUITE 130
HICHTERFORMANCE
I I I EAST SAINT PETER STREET
CARENCRO, LA 705 0
p 850-232-7951
F.
337-5652923
I
FOR REFERENCE DESIGNED: M(N
DRAWN: MN
ONLY CHECKED: PHR
l \PROPOSED ANTENNA MOUNT SPECIFICATIONS JOB #: 10015984'
C-3 /NOT TO SCALE
C-6
4T&T SURGE
>UPPRESSOR
TYP. )
4nr. rcn ar.uium)
NOTES:
1. CONTRACTOR TO REFER TO AT&T GROUNDING AND BONDING PRACTICE TP-76416. ALL EXOTHERMIC
CADWELDS TO BE PERFORMED BY CERTIFIED TECHNICIAN
2. PROVIDE WEATHER PROOFING AND GROUNDING KIT TO BOND DC POWER CABLE SHIELD TO EXTERNAL
HATCH PLATE GROUND BAR.
3. PROVIDE GROUND CONNECTION FOR DC POWER CABLE SHIELD TO "P" SECTION OF CRGB WITHIN
SHELTER.
4. CONTRACTOR TO USE THEFT RESISTANT GROUND WIRES AND BARS WHEN FEASIBLE.
5. CONTRACTOR TO MAINTAIN A 12" MINIMUM GROUND WIRE BEND RADII.
6. GROUND LUGS, HEATSHRINK AND CLAMPS DEVICES TO COMPLY WITH AT&T GROUNDING AND BONDING
PRACTICE TP-76416.
1 \GROUNDING DIAGRAM (TYR)
E-2 NOT TO SCALE
#2 SOLID COPPER TINNED IN NMLT
(NON—METALLIC LIQUID—TIGHT)----
3/8" SS NUT
3/8W WASHER
3/8"x3/4" SS BOLT
TYPICAL GROUND BAR CONNECTION DETAIL
E-2 NOT TO SCALE
1, RECORD DRAWINGS: MAINTAIN A RECORD OF ALL CHANGES, SUBSTITUTIONS BETWEEN WORK AS
SPECIFIED AND INSTALLED. RECORD CHANGES ON A CLEAN SET OF CONTRACT DOCUMENTS
WHICH SHALL BE TURNED OVER TO THE CONSTRUCTION MANAGER UPON COMPLETION OF THE
PROJECT,
2, GUARANTEE/WARRANTY: GUARANTEE INSTALLATION TO BE FREE OF DEFECTS, SHORTS, GROUNDS,
ETC., FOR A PERIOD OF ONE YEAR. FURNISH WARRANTY SO THE DEFECTIVE MATERIAL AND/OR
WORKMANSHIP WILL BE REPAIRED/REPLACED IMMEDIATELY UPON NOTIFICATION AT NO COST TO
THE OWNER FOR PERIOD OF WARRANTY.
3. ALL TIE WRAPS TO BE CUT FLUSH WITH APPROVED CUTTING TOOL TO REMOVE SHARP EDGES.
4. ELECTRICAL METALLIC TUBING (EMT) OR RIGID NONMETALLIC CONDUIT (I.E., RIGID PVC
SCHEDULE 40, OR RIGID PVC SCHEDULE 80 FOR LOCATIONS SUBJECT TO PHYSICAL DAMAGE)
SHALL BE USED FOR EXPOSED INDOOR LOCATIONS.
5, LIQUID —TIGHT FLEXIBLE METALLIC CONDUIT (LIQUID—TITE FLEX) SHALL BE USED INDOORS AND
OUTDOORS, WHERE VIBRATION OCCURS OR FLEXIBILITY IS NEEDED.
6. WIREWAYS TO BE EPDXY —COATED (GRAY) AND INCLUDE A HINGED COVER, DESIGNED TO SWING
OPEN DOWNWARD; SHALL BE PANDUIT TYPE E (OR EQUAL); AND RATED NEMA 1 (OR BETTER)
INDOORS, OR NEMA 3R (OR BETTER) OUTDOORS.
7. EQUIPMENT CABINETS, TERMINAL BOXES, JUNCTION BOXES, AND PULL BOXES TO BE
GALVANIZED OR EPDXY —COATED SHEET STEEL, SHALL MEET OR EXCEED UL 50, AND RATED
NEMA 1 (OR BETTER) INDOORS, OR NEMA 3R (OR BETTER) OUTDOORS.
B. METAL RECEPTACLE, SWITCH, AND DEVICE BOXES TO BE GALVANIZED, EPDXY —COATED, OR
NON —CORRODING; SHALL MEET OR EXCEED UL 514A AND NEMA OS 1; AND RATED NEMA 1
(OR BETTER) INDOORS, OR WEATHER PROTECTED (WP OR BETTER) OUTDOORS.
9. NONMETALLIC RECEPTACLE, SWITCH, AND DEVICE BOXES TO MEET OR EXCEED NEMA OS 2;
AND RATED NEMA 1 (OR BETTER) INDOORS, OR WEATHER PROTECTED (WP OR BETTER)
OUTDOORS.
10. CONTRACTOR TO REFER TO AT&T GROUNDING AND BONDING PRACTICE TP-76416.
11. THERE SHALL BE NO ELECTRICAL WIRE RUN THROUGH THE EXIT ENCLOSURE
PER THE FLORIDA FIRE PREVENTION CODE 6TH EDITION 7.1.3.2.1 (10)
3 GROUNDING NOTES
E-2 NOT TO SCALE
2255 SE L WLL ROAD, SLATE 130
F FORMA E
111 EAST SAINT PETER STREET
CARENCRO, to 70520
P. 650-232-7951
F 337-565-2923
I
I
V%4 -.a_ .=P§ZF
O?HER ,j�
C\ �
O 5' 39
DESIGNED: NKN
DRAWN: MN
m 1/13/22
CHECKED: PHR
"z Q-TAT E OF 4k,
JOB #: 10013984
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