HomeMy WebLinkAbout19-21755 CITY OF ZEPHYRHILLS
5335-8TH STREET
(813)780-0020 21755
BUILDING PERMIT
PERMIT INFORMATION LOCATION INFORMATION
Permit Number: 2.1755 Address: 38122 HENRY DR
Permit Type: COMMERCIAL ZEPHYRHILLS, FL.
Class of Work: ADD/ALT COMMERCIAL Township: Range: Book:
Proposed Use: NOT APPLICABLE Lot(s): Block: Section:
Square Feet: Subdivision: CITY OF ZEPHYRHILLS
Est.Value: Parcel Number: 02-26-21-0080-OOA00-0070
Improv. Cost: 20,000.00 OWNER INFORMATION
Date Issued: 9/19/2019 Name: CITY OF ZEPHYRHILLS
Total Fees: 210.00 Address: 38122 HENRY DR
Amount Paid: 210.00 ZEPHYRHILLS, FL. 33542
Date Paid: 9/19/2019 Phone:
Work Desc: ADD 3 ERICSSON AIR& LYBRID TOWER GROUND EQUIPMENT
CONTRACTORS APPLICATION FEES
ERICSSON INC BUILDING FEE 210.00
l
A •
5,
Ins ections Required
FOOTER 2 D ROUGH PLUMB MI (; INSULATION CEILING
FOOTER BOND DUCTS INSULATED SEWER MISC.
ROUGH ELECTRIC LINTEL MISC MISC.
1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC.
DUCTS INSTALLED WATER MISC DRIVEWAY
PRE-SLAB SHEATHING MISC. MISC.
CONSTRUCTION POLE FRAME MISC. MISC.
REINSPECTION FEES: (c)With respect to Reinspection fees will comply with Florida Statute 553.80(2)(c)the
local government shall impose a fee of four times the amount of the fee imposed for the initial inspection or
first reinspection,whichever is greater,for each such subsequent reinspection.
NOTICE: In addition to the requirements of this permit, there maybe additional restrictions applicable to this property that
may be found in the public records of this county, and there may be additional permits required from other governmental
entities such as water management, state agencies or federal agencies.
"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 with your lender or an attorney
before recording your notice of commencement."
Complete Plans, Specifications Must Accompany Application.All work shall be performed in accordance with
City Codes and Ordinances. NO OCCUPANCY BEFORE C.O.
NO OCCUPANCY BEFORE C.O.
CONTRACT IGNATURE PERMIT OFFI R
PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION
CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED
PROTECT CARD FROM WEATHER
Jacqueline Boges
From: Samantha Green <samantha.green@ericsson.com>
Sent: Wednesday, May 20, 2020 11:28 AM
To: Jacqueline Boges
Cc: Steve Nichols
Subject: BP Cancellation RQTA70XC110_21755
Jackie,
Construction for building-permi AE17a-55�has-be ne cancelled. No work has been completed at this
location. Please close out permitting and provide confirmation of the permit's cancellation.
Thank you,
Samantha Green
678-938-3563
1
813-780-0020 City of Zephyrhills Permit Application Fair-813-780.0021
826548/TA70XC110 Building Department
Date Received
r ✓ +
Phone`Contact for Permitting 813 342-3873 NFL ermits crowncas0 .rom
Ir � � rrr i �
Owners Name Crown Castle USA,INC.for Sprint Owner Phone Number 813-342-3873
Owners Address 1 4511 N Himes Ave,Ste 210 Tampa FL 3361 Owner Phone Number
Fee Simple Titleholder Name I City of Zephyrhills Owner Phone Number
Fee Simple Titleholder Address 1 5335 8th St Zephyrhills,FL 33541
JOB ADDRESS 38122 Henry Dr,Zephyrhills LOT#
SUBDIVISION PARCEL ID# 02-26-21-0080-OOA00-0070
(OBTAINED FROM PROPERTY TAX NOTICE)
WORK PROPOSED e NEW CONSTR a ADDIALT 0 SIGN 0 Q DEMOLISH
INSTALL REPAIR
PROPOSED USE = SFR Q COMM = OTHER
TYPE OF CONSTRUCTION = BLOCK Q FRAME = STEEL Q
DESCRIPTION OF WORK Proposing to add(3)Ericsson Air 6488(1 per sector)and(3)Amphenol hybrid for the
BUILDING SIZE B platform %rWO&6 nges to g and spaa&lg and equipment
=BUILDING $ 20,000 VALUATION OF TOTAL CONSTRUCTION
=ELECTRICAL $ AMP SERVICE = PROGRESS NERGY� W.R.E.C.
=PLUMBING Is 1i+
=MECHANICAL $ VALUATION OF MECHANICAL INSTALLATION Nk
=GAS = ROOFING = SPECIALTY = OTHER FN
FINISHED FLOOR ELEVATI S FLOOD ZONE AREA =YES NO
BUILDER �� COMPANY ERICSSON. INC.
SIGNATURE REGISTERED Y/ N FEE CURREN Ly
/N
Address 30 Legacy Dr. Plano TX 75024 License# CGC1518237
ELECTRICIAN COMPANY
SIGNATURE REGISTERED I Y/ N FEE CURREN
Address License#
PLUMBER COMPANY
SIGNATURE REGISTERED I Y/N FEE CURM
Address License#
MECHANICAL COMPANY
SIGNATURE REGISTERED I Y/ N FEE CURREN Y/N
Address License#
OTHER COMPANY
SIGNATURE REGISTERED I Y/ N FEE CURREN I Y/N
Address License#
I I I I I I I I I t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
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&1 dumpster;Site Work Permit for subdivisions/large projects
COMMERCIAL Attach(3)complete sets of Building Plans plus a Life Safety Page;(1)set of Energy Fortes.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&1 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. (A/C 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 (Front of Application Only)
Reroofs'd shingles Sewers Service Upgrades A/C Fences(PloUSurvey/Footage)
Driveways-Not over Counter if on public roadways..needs ROW
NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to"deed"restrictions"
which may be more restrictive than County regulations: TAe 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 contractor(s) sign
portions of the"contractor Block"of this application for which they will be responsible. If you, as the owner sign ds the
contractor,that may be an indication that he is not properly licensed and is not entitled to permitting privileges in Pasco
County.
TRANSPORTATION IMPACT/UTILITIES 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.
CONTRACTOR'S/OWNER'S AFFIDAVIT: I certify that all the information in this application is accurate and that all work
will be done in compliance with all applicable laws regulating construction,zoning and land development. Application is
hereby made to obtain a 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,
Septic Tanks.
- 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"V"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,alter,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
co justifiable cause for the extension. If work ceases for ninety(90)consecutive klays,the job is considered abandoned.
pram. o WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE MMENCEMENT MAY RESULT IN YOUR
$ r PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF OU ND TO OBTAIN FINANCING,CONSULT
WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING IOU E OF COMMENCEMENT.
# a FLORIDA JURAT(F.S.117.03)
KE OWNERORAGENT CONTRACTOR
N C S b_ y Scribed and swam(or a(firmVa is Subscribed and m o or armed before me this
� cn z by �ht>,lin 9� � b SIT VEr7 I� NICHOLS
ul sue. to Who Oa-re personalty known rg mP or has/have p� o is! e e o II t e or has/have produced
w0 Ix as identification. AN as identification.
U X
W
Notary Public Notary Public
? Commission No. `rGO 4 TS T Commission No.
Name of Notary typed,printed or stamped Name of Notary typed,printed or stamped
MELISSA SMART { ':= MYCO
z EXPIRE&MIRY S►20
� ,�oo� Bottder111au IPu60a1JYrtterwrftets
i" .:h y.._: `7`,' :°..j.,......'k..-•,M. �t.�`'i>y ' Rd.�t''z1,42cA A tis S �Yl
o
City of Zcphyrhills
BUILDING PLAN REVIEW COMMENTS
Contractor/Homeowner: 0-(350y) Xc-,
Date Received: 2-6- N
Site:
Permit Type:
A4
Approved w/no comments. Approved w/the below continents: 4'Denied w/thc below comments: ❑
This comment sheet shall b ept with the permit and/or plans.
Kalvin Swkzq Date Plans Examiner Contractor and/or Homeowner
(Required when comments are present)
2/14/2018 02-26-21-0080-OOA00-0070 I Pasco County Property Appraiser
Data Current as Of: Weekly Archive - Saturday, February 10, 2018
Parcel ID 02-26-21-0080-OOA00-0070 (Card: 001 of 001)
Classification 82 - Forests, Parks, recreational areas
Mailing Address Property Value
CITY OF ZEPHYRHILLS Ag Land $0
5335 8TH ST Land $23,836
ZEPHYRHILLS FL 33542-4312 Building $0
Physical Address Extra Features $3,079
38122 HENRY DRIVE
ZEPHYRHILLS, FL 33542 Just Value $26,915
Legal Description (First 4 Lines) Assessed (Non-School Amendment 1) $26,915
See Plat for this Subdivision
TYSON SUB PB 4 PG 109 POR Taxable Value $3,663
TR A DESC AS COM NE COR OF S
1/2 OF SW 1/4 TH S88DG 50MIN
15"W 1796.6 FT TH S 19.10 FT
Jurisdiction
City of Zephyrhills
Land Detail (Card: 001 of 001) _
Line ,Use Description Zoning Units Type lPrice Condition Value
1 0100 SFR 0OR4 0.12 AC $30,020.00 1.00 $3,602
2 0100 SFR 0OR4 0.38 AC 1$30,020.00 1.00 $11,408
3 0100 SFR 0OR4 0.42 I AC $30,020.00 0.70 $8,826
Additional Land Information
Acres 0.92 Tax Area 30ZH FEMA X Residential Code 1ZHN.S2
Code —
Building Information - Use 00 - Unimproved (Card: 001 of 001)
Unimproved Parcel 00 - Unimproved
Extra Features (Card: 001 of 001)
Line IDescription Year Units Value
1 CLFENCE 1975 6,368 $2,866
2 PUMPHSE I 1975 240 $213
Sales History
Previous Owner: N/A
Month/Year 'Book/Page Type ODOR Code Condition Amount
08/1975 0806 / 0104 Vacant $0
http://search.pascopa.com/parcel.aspx?sec=02&twn=26&rng=21&sbb=0080&blk=00AOO&lot=0070&action=Submit 1/1
R
11
Date: July 22,2019 q-, FL COA#31011
1
Ryan Shaffer Tower Engineering Professionals
Crown Castle 326 Tryon Road
8000 Avalon Blvd., Suite 700 Raleigh, NC 27603
Alpharetta, GA 30009 (919)661-6351
Subject: Structural Analysis Report
Carrier Designation: Sprint PCS Co-Locate
Carrier Site Number: TA70XC110
Carrier Site Name: TA70XC110S18.1
Crown Castle Designation: Crown Castle BU Number: 826548
Crown Castle Site Name: Pasco County(VS)
Crown Castle JDE Job Number: 517876
Crown Castle Work Order Number: 1770360
Crown Castle Order Number: 449759 Rev. 2
Engineering Firm Designation: TEP Project Number: 48167.283829
Site Data: 38122 Henry Drive,Zephyrhills, Pasco County, FL 33542
Latitude 280 14'52.90", Longitude-820 11'9.40"
190 Foot-Self Supporting Tower
Dear Ryan Shaffer,
Tower Engineering Professionals 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:
LC7: Proposed Equipment Configuration Sufficient Capacity
This analysis utilizes an ultimate 3-second gust wind speed of 137 mph as required by the 2017 Florida Building
Code, 6th Edition.Applicable Standard references and design criteria are listed in Section 2-Analysis Criteria.
Structural analysis prepared by: Madison L. Frank/ZSC
Respectfully submitted by:
AIWO
\cEN 0
Adam M. Amortnont, P.E.
ALL WORK SHALL COMPLY WITH PREVAILING No. 77387
CODES FLORIDA BUILDING CODE,
NATIONAL ELECTRIC CODE.
fRHILLS STATE OF
AND THE CITY OF ZEP81
5 % " 0
ORDINANCES ZORKA' #
NA J 110
Jew
CITY, oep�t
PLAN f z
July 22,2019
190-ft Self Supporting Tower Structural Analysis Report CCI BU No 826548
TEP Project Number 48167.283829, Order 449759, Revision 2 Page 2
TABLE OF CONTENTS
1) INTRODUCTION
2)ANALYSIS CRITERIA
Table 1 - Proposed Equipment Configuration
Table 2-Other Considered Equipment
3) ANALYSIS PROCEDURE
Table 3- Documents Provided
3.1) Analysis Method
3.2) Assumptions
4)ANALYSIS RESULTS
Table 4-Section Capacity (Summary)
Table 5-Tower Component Stresses vs. Capacity
4.1) Recommendations
5)APPENDIX A
tnxTower Output
6)APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
AM 0
i
�,,C E NSF
Z` No. 77387 =_
STATE OF
0�ct` 'c4 OR10P G\�aa�\��
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Electronic Copy
tnxTower Report-version 8.0.5.0
July 22,2019
190-ft Self Supporting Tower Structural Analysis Report CCI BU No 826548
TEP Project Number 48167.283829, Order 449759, Revision 2 Page 3
1) INTRODUCTION
This tower is a 190-ft self supporting tower designed by Valmont Microflect. The tower has been modified per
reinforcement drawings prepared by Tower Engineering Professionals in July of 2013.All information provided to
TEP was assumed to be accurate and complete.
2) ANALYSIS CRITERIA
TIA-222 Revision: TIA-222-H
Risk Category: II
Wind Speed: 137 mph
Exposure Category: C
Topographic Factor: 1.0
Service Wind Speed: 60 mph
Table 1 -Proposed Equipment Configuration
Center. Number Number Feed
Mounting Line of Antenna Antenna Model of Feed Line
Level (ft) Elevation Antennas Manufacturer Lines Size(in)
(ft)
3 Ericsson 800MHz SMR Filter
3 Ericsson RRUS 11
150.0 3 Ericsson RRUS 31 B25
148.0 (— 9 -- RFS Celwave ACU-A20-N 3 1-1/4
3 Ericsson Air 6488 B41 w/Mount Pipe
149.0 3 RFS Celwave APXVERRI 8-C w/Mount Pipe
148.0 3 Site Pro 1 VFA12-HD-SPT j
Table 2-Other Considered Equipment
Center Number Number Feed
of Mounting, Line Antenna Antenna Model of Feed Line
Level (ft) Elevation Manufacturer
(ft) Antennas Lines-. Size(in),
- 4.__...._.. ... ......... . ... _ .._...__..._.-..._ _. . . . _......i
Cellmax CMA-BDHH/6521/E0-6
` ( Technologies w/Mount Pipe
4 Commscope FFHH-65C-R3 w/Mount Pipe
3 Nokia AEHC w/Mount Pipe 1 1-1/2
190.0 194.0 4 Nokia AHLOA 1 1-3/5
8 Nokia AHFIB I 12 i 1-5/8
1 Commscope HCS 2.0 Part 1
1 Raycap RNSNDC-7771-PF-48
190.0 1 Tower Mounts Platform Mount[LP 102-1] I
tnxTower Report-version 8.0.5.0
July 22,2019
190-ft Self Supporting Tower Structural Analysis Report CCI BU No 826548
TEP Project Number 48167.283829, Order 449759, Revision 2 Page 4
- Center Number Number, Feed
Mounting Line :Antenna.
Line.
Level(ft) Elevation Manufacturer
MY Antennas Lines Size(in)
DBXNH-6565B-R2M
3 Andrew
Mount Pipe
� � I
1 NNHH-65B-R4_CCIV2
6 Commscop a w/Mount Pipe_
� 3 Commscope SBJAH4-1 D65B-DL
r F w/Mount Pipe
3 Andrew E15S09P78
175.0 3 Ericsson -RRUS 32
{ 3 Ericsson RRUS 32 B2 3 5/16
3 Ericsson RRUS 32 B66 ( 3 3/8
171.0 3 Ericsson RRUS 4449 B5/1312 6 ( 3/4
�— 3 -' Ericsson RRUS 4478 B14_CCIV2 ( 12 j 1�5/8
6 Raycap DC2-48-60-0-9E
2 Raycap DC6-48-60-18-8C
! 1 Raycap DC6-48-60-18-8F '
I - I
3 Site Pro 1 Puck
3 Kenwood T1326KT12 Tie Back
171.0 3 Site Pro 1 SFS-V Stabilizer Kit
i
6 Generic 2-7/8"OD x 8' Mount Pipe i +
1 Tower Mounts Sector Mount[SM 503-3] t
i 3 CSS CAP-FRO-656 w/Mount Pipe j
6 JMA Wireless MX06FRO860-02 w/Mount Pipe
160.0 160.0 6 Ericsson RRUS 32 1 1-1/4
12 1-5/8
1 Raycap RRFDC-3315-PF-48
3 Site Pro 1 VFA14-HD
3 KMW HB-X-AW-23-33-OOT ( I 140.0 140.0 Communications ; 6 1-5/8 I
Tower Mounts Sector Mount[SM 402-3]
3) ANALYSIS PROCEDURE
Table 3-Documents Provided
Document Remarks Reference- Source
Geotechnical Report Nodarse &Associates, Inc. 3497292 CCISites
Tower Foundation Drawings Valmont Microflect 3497291 CCISites
Tower Manufacturer Drawings Valmont Microflect 3675014 CCISites
Tower Reinforcement Drawings Tower Engineering Professionals 3946359 CCISites
Post-Modification Inspection Tower Engineering Professionals 4460699 CCISites
tnxTower Report-version 8.0.5.0
July 22,2019
190-ft Self Supporting Tower Structural Analysis Report CCI BU No 826548
TEP Project Number 48167.283829, Order 449759, Revision 2 Page 5
3.1) Analysis Method
tnxTower (version 8.0.5.0), 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.
3.2) Assumptions
1) The tower and foundation were built and maintained in accordance with the manufacturer's
specification.
2) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2, and the referenced drawings.
3) All tower components are in sufficient condition to carry their full design capacity.
4) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is
left to the carrier or tower owner to ensure conformance.
5) All antenna mounts and mounting hardware are structurally sufficient to carry the full design
capacity requirements of appurtenance wind area and weight as provided by the original
manufacturer specifications. It is the carrier's responsibility to ensure compliance to the structural
limitations of the existing and/or proposed antenna mounts. TEP did not perform a site visit to
verify the size, condition or capacity of the antenna mounts and did not analyze antennas
supporting mounts as part of this structural analysis report.
6) When applicable, the effective projected area (EPA) of appurtenances was determined by
computation fluid dynamics(CFD)testing performed by Crown Castle. TEP assumes the means
and methods used to determine the EPA's yields results that follow the intent of TIA-222-H and
are accurate and complete.
7) The following material grades were assumed:
a) Tower Legs:ASTM A53-B-46
b) Tower Bracing:ASTM A36
c) Anchor Rods:ASTM A615-75
8) The existing base plate grout was not considered in this analysis.
9) TEP assumed the soil properties for the bottom layer of caisson from 40-ft to 42-ft to match the
properties of soil layer above.
This analysis may be affected if any assumptions are not valid or have been made in error. Tower
Engineering Professionals should be notified to determine the effect on the structural integrity of the
tower.
4)ANALYSIS RESULTS
Table 4-Section Capacity(Summary)
Section Elevation(ft) Component Type Size Critical, P(Ib) . �Pom(Ib) °�° Pass/Fail
No. Element Capacity .
T1 190 180 Leg Pipe 2.5 STD 2 -17571 56559 31.1 Pass
T2 180-160 Leg PIPE 3.5 STD ! 21 -69472 j 101716 68.3 Pass
T3 160-140 Leg Pipe 5 STD i 51 I -133919 ( 165270 81.0 Pass
T4 140-120 Leg Pipe 8 STD 75 I -205737 1347310 59.2 Pass
T5 120-113.333 Leg Pipe 8 STD 99 -229038 347310 65.9 Pass
T6 113.333- Leg Pipe 8 STD i 111 -252610 347310 72.7 Pass
106.667
T7 i 106.667-100 Leg Pipe 8 STD 120 -274177 347310 78.9 Pass
T8 100-80 Leg Pipe 10 STD(SCH40) 1 129 -336355 484378 69.4 Pass
T9 80-70 Leg Pipe 10 STD(SCH40) I 147 i 369915 € 484378 76.4 Pass
T10 70-60 Leg Pipe 10 STD(SCH40) ! 159 403034 484378 83.2 ._ Pass
T11 60 40 Leg Pipe 12 STD 168 470040 ' 602433 78.0 Pass
tnxTower Report-version 8.0.5.0
July 22,2019
190-ft Self Supporting Tower Structural Analysis Report CCI BU No 826548
TEP Project Number 48167.283829, Order 449759, Revision 2 Page 6
Section � Critical'
Elevation(ft) Component Type Size ' P(lb) OPauow(lb) Pass/Fail "
No.. Element Capacity_ =
T12 40 30 I Leg Pipe 12 STD 186 -503079 602433 83.5 Pass
I T13 30-20 Leg Pipe 12 STD 198 1 -535678 602433 88.9 Pass
T14 20-0 Leg Pipe 12 XH 207 i -601377 794335 75.7 Pass
T1 I 190-180 Diagonal Li 3/4x1 3/43/16 8 I -4397 8758 50.2 Pass
T2 180-160 Diagonal L2x2x3/16 27 -8657 12785 67.7 Pass
1 I I F74.1 (b)
T3 I 160-140 Diagonal 21-2 1/2x2 1/2x3/16x3/8 58 -12126 52593 23.1 Pass
59.4(b)
T4 140-120 Diagonal i L3x3x3/16 84 I -12644 22202 57.0 Pass
J 76.9(b)
T5 1120-113.333 Diagonal L3x3x3/16 108 -12912 21099 61.2 Pass
78.5(b)
T6 113.333- Diagonal L3x3x3/16 117 -12830 19950 64.3 Pass
106.667 80.2(b)
T7 106.667-100 Diagonal 2L3x3x3/16x1/2 126 14442 61700 23.4 Pass
43.6(b)
T8 100-80 Diagonal L3 1/2x3 1/2x1/4 138 -16971 27303 62.2 Pass
64.0(b)
FT9 ( 80-70 Diagonal L3 1/2x3 1/2x1/4 I 156 F:i-63571 25401 64.4 Pass
66.0(b)
T10 70-60 Diagonal 21-3 1/2x3 1/2x1/4x1/2 165 -18615 89019 20.9 Pass
37.5(b)
T11 60-40 Diagonal I L3 1/2x3 1/2x3/8 177 -19425 30929 62.8 Pass
T12 I 40-30 Diagonal L3 1/2x3 1/2x3/8 195 -18445 29065 63.5 Pass
T13 30-20 Diagonal 21-3 1/2x3 1/2x3/8x1/2 204 -21447 [-ii0283 19.4 Pass
29.8(b)
j T14 ( 20-0 Diagonal L4x4x3/8 216 -21780 35179 61.9 Pass
j T1 190-180 Top Girt L3 1/2x3 1/2x1/4 6 -1851 1 29785 6.2 Pass
21.1 (b)
T2 180-160 Top Girt L3 1/2x3 1/2x1/4 23 44 [--E541 0.2 Pass
0.6(b)
T3 I 160-140 Top Girt L3 1/2x3 1/2x3/8 52 291 73715 0.4 Pass
i
i 1.5(b)
T4 140 120 Top Girt L3 1/2x3 1/2x3/8 76 I 2635 30403 8.7 Pass
i { I 22.4(b)
I T5 120-113.333 Top Girt L4x4x3/8 100 -2088 34432 6.1 Pass
j 16.8(b)
T8 100-80 Top Girt ! L4x4x3/8 130 -4063 25694 15.8 Pass
22.6(b)
T9 80-70 Top Girt L5x5x5/16 148 -4225 I 34145 12.4 Pass
33.0(b)
T11 60-40 Top Girt L5x5x5/16 169 -5713 27177 21.0 Pass
37.0(b)
T12 40-30 Top Girt L5x5x5/16 187 5364 22493 23.8 Pass
j .34.7(b)
T14 20-0 Top Girt f L5x5x5/16 I 208 I -5614 P589 30.( Pass
i ` 36.9 b)
Summary
I Leg(T13) 88.9 Pass
I I Diagonal 80.2 Pass
I ( (T6)
i To Girt 37.0 Pass
�(T11)
Bolt 80.2 Pass
j Checks
i
IRATING= 88.9 Pass
tnxTower Report-version 8.0.5.0
July 22,2019
190-ft Self Supporting Tower Structural Analysis Report CCI BU No 826548
TEP Project Number 48167.283829, Order 449759, Revision 2 Page 7
Table 5-Tower Component Stresses vs. Capacity- LC7
Notes Component Elevation (ft) %Capacity, Pass/Fail ,
�1,2 Anchor Rods - 59.5 Pass
1,2 Base Foundation Soil Interaction - 71.5 Pass
i1,2 _ Base Foundation Structural - 26.2 Pass
Structure Rating (max from all components)= 88.9%
Notes:
1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity listed.
2) Rating per TIA-222-H Section 15.5
4.1) Recommendations
1) If the load differs from that described in Tables 1 and 2 of this report,the referenced drawings, or
the provisions of this analysis are found to be invalid, another structural analysis should be
performed.
2) The tower and its foundation have sufficient capacity to carry the proposed load configuration.
No modifications are required at this time.
tnxTower Report-version 8.0.5.0
July 22,2019
190-ft Self Supporting Tower Structural Analysis Report CCI BU No 826548
TEP Project Number 48167.283829, Order 449759, Revision 2 Page 8
APPENDIX A
TNXTOWER OUTPUT
tnxTower Report-version 8.0.5.0
190_0 fl
p I i I i
N i I
a l i I DESIGNED APPURTENANCE LOADING
180.0 tt _
ELEVATION__._..._ TVPE ELEVATION
C i CMA-BDHH/6521/C-0.6 w/Mount Pipe 1190 _- DC2d 10-0-9E --
i ® I I CMA-BDHH/6521/E0.6 w/Mound Roo I190 DC2d8-600-9E 171
p o
• I I MAABDH60. /Mwt Pipe 190 (2)29'Da x e'Pip 171
CM 621
El 22.6 w Mount Pipe 190 (2)29'Dia x B'Pipe 1
I ( e I IFFHH-65C.R3 w/"M Pipe 190 ------1 � (2)29'Dia x B'Pipe 17711
FFHH-65C-R1 w/Maid Frye 1190 2.4'Dia x 12-tt Pipe _- 17
�H-65C-R3 w!Mou�R Frye 1190 24'Dla x 12-h Pipe Nil
I FFHH-65C•R3 w/MwM Pipe 1,90
2.4'Dla x 12-R Plpe 1 171
160.0 tt AEHC W Mount Pipe 1190 (2)l2 12x212xU4.4W 171
AEHC w/Mant Prye 190 (2)L2 12x21/W/4 x 4W 171
I ' AEHC w/Mount Pipe (2)L2 IM212414 x 4'4• 171
l31 AHLOA 1190 sw w MoW ISM sm3 31 1171
! m ! AHLOA :190 CAP.FRO-656 W Mount Prye 1160
1(2)AHFIB 1190 CAP.FROE56 W M-1 Pipe 160
n !190
AHFI9 1190 (2)M%06FR0860-02 w/Mount Pipe 160cz
-_------
AHFIB 190 (2)MX06FRO86R02 w/M.rd Pipe 160
(2)AHFIB 1190 (2)MX06FRO86042 W Mound Pipe 160
HCS 2.0 Pert 1 1190 -_(2)RRUS 32 160
_ 140_0 tl RNSNDC-T771-PF48 190
I� ) . - 190 (2)RRUS 32 160
(4 24•x 4-tt pipe (2)RRUS 32 160
(4)24'x Ftt pipe 1190 RRFDC-3315-PF-08 160
II (4)2.4•x Ftt pipe 190 24•Dia x 6-R 160
io 24•Da x 6-ft Pipe 1 190 24•Dia x 6-k 160
1 8'Ladder 190 24•Dia x 6-R 160
w It P]Mt-Mount[LP 102-11 190 Site No 1 VFA14-HD 160
DBXNM-65656-R2Mw/Mourrt Ape -__171 Ste Prpl VFA14-HD 160 _
i DBXNH-6565E-R2M w/M.aW Pipe 171 &a No 1 VFA14-HD 160
p DB%NH-6565B412M W Mom Pipe 1171 APXVERRI8-Cw/Mourd PW 148
120.0tt SBJAM4-1 D65&DL w/Mamt N" t71 APXVERR18-Cw/Mwud Pipe 148
SadAH4.1 D65B-DL w/Mount Rpe 171 AP%VERRIB-Cw/Mount Pipe US
. i SaJAH4.1 D65B-DLw/Mo t Pipe 1171 AIR 6488 B41 w/M-M Pipe 148
X (2)NNHH-65B-R4-CCIV2 wl Mont Rpe 1171 AW 6488 B61 w/Mount Pipe 148
1133 tt i (2)NNHH-65B-R4 CCN2 W Mp Pipe 171 AIR 6488 641 w/Mount Pipe 148
(2)NNHH-65B-R4-CCIV2 w/Mo-d Pipe 1171 RRUS 31 B25 /48
E75$09P78 1171 RRUS 31 B25 148
106.7 tt (2)E15S09P78 171 RRUS 31 825 148
2: I DC2.48•60-0-9E /71 RRUS 11 148
j m (2)DC2-48-60.0.9E 171 RRUS 11 148
DC2.48-60.0.9E 171 RRUS 11 148
10008 I RRUS 32 1171 (3)ACU-A20.N 148
i RRUS 32 171 (3)ACU-A20-N 148
V m RRUS 32 171 -(3)ACL4A20.N 148
h ¢ I Q DC6.48-60-18-BF 1171 BNMHZSMRFilter 148
a ( I I DCE48-6618-BC _ 171 800MHz SPAR FBter 140
RRUS 32 B2 171 800MW SMR Filter 148
I ? (2)RRUS 32 82 171 24•Dia[&tt Maurd Rpe 148
C RRUS 32 B66 1171 24•Diax 8-tt Moved Pipe 146
1 (2)RRUS 32 B66 171 _24•Dia x 8-n Moved Rpe 148
U RRUS4478B14 CCIV2 171 Sire Pro l VFA12-HD 148
o I BO.o tl RRUS 4a7B B14_CCM 171 Sae No 1 VFA12i1D 148-
RRUS4478B14_CCIV2 171 Sde Pro l VFA12-HD 1a8
c m 1 RRU54449 BS1B12 171 H&X-AW-23-33-0OT 140
y I -m RRUS 444985/M12 1171 __ Ha-%-AW-23.33-00T 140
& ! RRUS 4449 B54312 171 HB-X-AW-2333-00T 140
DC614-60.183C 1171 Sectx Moved ISM 40231 140
1 700tt 1"
I N I
SYMBOL LIST
p z I f I MARK SIZE I MARK I SEE
! i A I L130x1314XV16 C 2L312x31lh1/4x12
60.0tt B 2L3K1x3116t12 - ________ D 2L3 R.12x3/Bx112 -_
I I i _
MATERIAL STRENGTH
GRADE I Fy Fu GRADE Fy Fu
A53-B-4fi 46 ksI 67 W A3fi 36 ksI 58IrsI
' TOWER DESIGN NOTES
1.Tower is located in Pasco County,Florida
o + I 2.Tower designed for Exposure C to the TIA-222-H Standard.
3 ! 400 n 3.Tower designed for a 137 mph basic wind in accordance with the TIA-222-H Standard.
4. Defections are based upon a 60 mph wind.
- 5.Tower Risk Category 11.
( 6.Topographic Category 1 with Crest Height of 0.00 it
7.TOWER RATING:88.9%
o tt ALL REACTIONS
t- ARE FACTORED
_ I d m ' MAX.CORNER REACTIONS AT BASE:
Z
6 i
DOWN:61844316
20 o tt SHEAR:60870/b
UPLIFT.'•54657316
SHEAR:54798 Ib
x I ! AXIAL
843521b
iz
1 SHEAR MOMENT
I 98061 Ib� 10906466 lb-ft
0.0 tt_
I I TORQUE 78542I15-ft
I $ REACTIONS-137 mph WIND
I = _
o u s 6
g 3 -
e in a 3
Tower Engineering Professionals cb Pasco Count VS BU 826548
A326 Tryon Road Pro- TEPNa.48167.283829
Raleigh,INC 27603 aeon.Crown Castle Z:!'y mfrank API":
To-Eryine HM RolesswrWs Phone:(919)661-6351 Coda TIA-222-H Dale'07/22/19 �NTS
FAX: 919 661-6350 Pam. °w"9 No.E-1
thxAlOWer Job Pasco County(VS) (BU 826548) Page of 27
Tower Engineering Project Date
Professionals TEP No. 48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC27603 Client Designed by
Phone:(919)661-6351 Crown Castle mfrank
FAX,•(919)661-6350
Tower Input Data
The main tower is a 3x free standing tower with an overall height of 190.00 ft 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 137 mph.
Risk Category II.
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.
Tower analysis based on target reliabilities in accordance with Annex S.
Load Modification Factors used:Kes(Fw)=0.95.
Stress ratio used in tower member design is 1.05.
Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered.
Options
Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules
Consider Moments-Horizontals Assume Legs Pinned J Calculate Redundant Bracing Forces
Consider Moments-Diagonals 4 Assume Rigid Index Plate Ignore Redundant Members in FEA
Use Moment Magnification J Use Clear Spans For Wind Area 4 SR Leg Bolts Resist Compression
Use Code Stress Ratios J Use Clear Spans For KL/r All Leg Panels Have Same Allowable
Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation
Escalate Ice 4 Bypass Mast Stability Checks 4 Consider Feed Line Torque
Always Use Max Kz J Use Azimuth Dish Coefficients J Include Angle Block Shear Check
Use Special Wind Profile 4 Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.Exemption
4 Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption
Leg Bolts Are At Top Of Section Add IBC.6D+W Combination _ _ Poles
4 Secondary Horizontal Braces Leg Sort Capacity Reports By Component Include Shear-Torsion Interaction
Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow
SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets
SR Members Are Concentric Ignore KLry For 60 Deg.Angle Legs Pole Without Linear Attachments
Pole With Shroud Or No Appurtenances
Outside and Inside Corner Radii Are
Known
b
tnxTower Jo Pasco County(VS) (BU 826548) Page2 of 27
Tower Engineering Project Date
Professionals TEP No. 48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle mfrank
FAX.(919)661-6350
Wind 180
f- Lea A
Wind 90
�4Q d0
Q Io
Leg C Z Leg B
Face C
Wind Normal
Triangular Tower
Tower Section Geometry
Tower Tower Assembly Description Section Number Section
Section Elevation Database Width of Length
Sections
ft ft ft
Tl 190.00-180.00 8.00 1 10.00
T2 180.00-160.00 8.00 1 20.00
T3 160.00-140.00 8.00 1 20.00
T4 140.00-120.00 9.67 1 20.00
T5 120.00-113.33 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 100.00-80.00 13.00 1 20.00
T9 80.00-70.00 14.67 1 10.00
T10 70.00-60.00 15.50 1 10.00
Tl 1 60.00-40.00 16.33 1 20.00
T12 40.00-30.00 18.00 1 10.00
T13 30.00-20.00 18.83 1 10.00
T14 20.00-0.00 19.67 1 20.00
Tower Section Geometry cont'd
Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt
Section Elevation Spacing Type K Brace Horizontals Offset Offset
End
ft ft Panels in in
Tl 190.00-180.00 5.00 X Brace No No 0.0000 0.0000
W xTower Job Pasco County(VS) (BU 826548) Page3 of 27
Tower Engineering Project Date
Professionals TEP No. 48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phase:(919)661-6351 Crown Castle mfrank
FAX:(919)661-6350
Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt
Section Elevation Spacing Type K Brace Horizontals Offset Offset
End
ft ft Panels in in
T2 I80.00-160.00 5.00 X Brace No No 0.0000 0.0000
T3 160.00-140.00 6.67 X Brace No No 0.0000 0.0000
T4 140.00-120.00 6.67 X Brace No No 0.0000 0.0000
T5 I20.00-113.33 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 106.67-100.00 6.67 X Brace No No 0.0000 0.0000
T8 100.00-80.00 10.00 X Brace No No 0.0000 0.0000
T9 80.00-70.00 10.00 X Brace No No 0.0000 0.0000
T10 70.00-60.00 10.00 X Brace No No 0.0000 0.0000
Tl 1 60.00-40.00 10.00 X Brace No No 0.0000 0.0000
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 20.00-0.00 10.00 X Brace No No 0.0000 0.0000
Tower Section Geometry cont'd
Tower Leg Leg Leg Diagonal Diagonal Diagonal
Elevation Type Size Grade Type Size Grade
ft
Tl 190.00-180.00 Pipe Pipe 2.5 STD A53-B-46 Equal Angle L1 3/4xl 3/4x3/16 A36
(46 ksi) (36 ksi)
T2 180.00-160.00 Pipe PIPE 3.5 STD A53-13 46 Equal Angle L2x2x3/16 A36
(46 ksi) (36 ksi)
T3 160.00-140.00 Pipe Pipe 5 STD A53-13-46 Double Equal 2L2 1/2x2 1/2x3/16x3/8 A36
(46 ksi) Angle (36 ksi)
T4 140.00-120.00 Pipe Pipe 8 STD A53-B-46 Equal Angle L3x3x3/16 A36
(46 ksi) (36 ksi)
T5 120.00-113.33 Pipe Pipe 8 STD A53-B-46 Equal Angle L3x3x3/16 A36
(46 ksi) (36 ksi)
T6 113.33-106.67 Pipe Pipe 8 STD A53-B-46 Equal Angle L3x3x3/16 A36
(46 ksi) (36 ksi)
T7 106.67-100.00 Pipe Pipe 8 STD A53-B-46 Double Equal 2L3x3x3/16xl/2 A36
(46 ksi) Angle (36 ksi)
T8 100.00-80.00 Pipe Pipe 10 STD(SCH40) A53-B-46 Equal Angle L3 1/2x3 1/2xl/4 A36
(46 ksi) (36 ksi)
T9 80.00-70.00 Pipe Pipe 10 STD(SCH40) A53-B-46 Equal Angle L3 1/2x3 1/2xl/4 A36
(46 ksi) (36 ksi)
T10 70.00-60.00 Pipe Pipe 10 STD(SCH40) A53-B-46 Double Equal 2L3 1/2x3 1/2xl/4xl/2 A36
(46 ksi) Angle (36 ksi)
Tl 160.00-40.00 Pipe Pipe 12 STD A53-B-46 Equal Angle L3 1/2x3 1/20/8 A36
(46 ksi) (36 ksi)
T12 40.00-30.00 Pipe Pipe 12 STD A53-B-46 Equal Angle L3 1/20 1/2x3/8 A36
(46 ksi) (36 ksi)
T13 30.00-20.00 Pipe Pipe 12 STD A53-B-46 Double Equal 2L3 1/2x3 1/2x3/8xl/2 A36
(46 ksi) Angle (36 ksi)
T1420.00-0.00 Pipe Pipe 12 XH A53-B-46 Equal Angle L4x4x3/8 A36
(46 ksi) (36 ksi)
Tower Section Geometry cont'd
Job
W xTowe, Pasco County(VS) (BU 826548) Page4 of 27
Tower Engineering Project Date
Professionals TEP No. 48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle mfrank
FAX:(919)661-6350
Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt
Elevation Type Size Grade Type Sire Grade
f
TI 190.00-180.00 Equal Angle L3 1/2x3 1/2xl/4 A36 Solid Round A36
(36 ksi) (36 ksi)
12 180.00-160.00 Equal Angle L3 1/2x3 1/2xl/4 A36 Solid Round A36
(36 ksi) (36 ksi)
T3 160.00-140.00 Equal Angle L3 1/2x3 1/2x3/8 A36 Solid Round A36
(36 ksi) (36 ksi)
T4 140.00-120.00 Equal Angle L3 1/20 1/2x3/8 A36 Solid Round A36
(36 ksi) (36 ksi)
T5 120.00-113.33 Equal Angle L4x4x3/8 A36 Solid Round A36
(36 ksi) (36 ksi)
T8 100.00-80.00 Equal Angle L4x4x3/8 A36 Solid Round A36
(36 ksi) (36 ksi)
T9 80.00-70.00 Equal Angle L5x5x5/16 A36 Solid Round A36
(36 ksi) (36 ksi)
TI 1 60.00-40.00 Equal Angle L5x5x5/16 A36 Solid Round A36
(36 ksi) (36 ksi)
T12 40.00-30.00 Equal Angle L5x5x5/16 A36 Solid Round A36
(36 ksi) (36 ksi)
T14 20.00-0.00 Equal Angle L5x5x5/16 A36 Solid Round A36
(36 ksi) (36 ksi)
Tower Section Geometry cont'd
Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mu/t. Double Angle Double Angle Double Angle
Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt
(per face) A, Spacing Spacing Spacing
Diagonals Horizontals Redundants
ft ft' in in in in
TI 0.00 0.3750 A36 1.03 1 1.05 0.0000 0.0000 36.0000
190.00-180.00 (36 ksi)
72 0.00 0.3750 A36 1.03 1 1.05 0.0000 0.0000 36.0000
180.00-160.00 (36 ksi)
T3 0.00 0.3750 A36 1.03 1 1.05 Third-Pt 0.0000 36.0000
160.00-140.00 (36 ksi)
T4 0.00 0.5000 A36 1.03 1 1.05 0.0000 0.0000 36.0000
140.00-120.00 (36 ksi)
T5 0.00 0.5000 A36 1.03 1 1.05 0.0000 0.0000 36.0000
120.00-113.33 (36 ksi)
T6 0.00 0.5000 A36 1.03 1 1.05 0.0000 0.0000 36.0000
113.33-106.67 (36 ksi)
T7 0.00 0.5000 A36 1.03 1 1.05 Third-Pt 0.0000 36.0000
106.67-100.00 (36 ksi)
T8 0.00 0.5000 A36 1.03 1 1.05 0.0000 0.0000 36.0000
100.00-80.00 (36 ksi)
T9 80.00-70.00 0.00 0.5000 A36 1.03 1 1.05 0.0000 0.0000 36.0000
(36 ksi)
TIO 0.00 0.5000 A36 1.03 1 1.05 Third-Pt 0.0000 36.0000
70.00-60.00 (36 ksi)
Tll 0.00 0.5000 A36 1.03 1 1.05 0.0000 0.0000 36.0000
60.00-40.00 (36 ksi)
T12 0.00 0.5000 A36 1.03 1 1.05 0.0000 0.0000 36.0000
40.00-30.00 (36 ksi)
T13 0.00 0.5000 A36 1.03 1 1.05 Third-Pt 0.0000 36.0000
30.00-20.00 (36 ksi)
T14 20.00-0.00 0.00 0.5000 A36 1.03 1 1.05 0.0000 0.0000 36.0000
(36 ksi)
thX�[ ®�er Job Page
Pasco County(VS) (BU 826548) 5 of 27
Tower Engineering Project Date
Professionals TEP No. 48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle mfrank
FAX.-(919)661-6350
Tower Section Geometry (cont'd
K Factors'
Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner
Elevation K K Brace Brace Diags Horiz. Brace
Single Solid Diags Diags
Angles Rounds X X X X X X X
ft Y Y Y Y Y Y Y
T1 Yes No 1 1 I 1 1 1 1 1
190.00-180.00 1 1 1 1 1 1 I
T2 Yes No 1 1 1 1 1 1 1 1
180.00-160.00 1 1 1 1 1 I 1
T3 Yes No 1 1 1 1 1 1 1 1
160.00-140.00 1 1 1 1 1 1 1
T4 Yes No I I I 1 1 1 1 1
140.00-120.00 1 1 1 1 1 1 1
T5 Yes No 1 1 1 1 1 1 1 1
120.00-113.33 1 1 1 1 1 1 1
T6 Yes No 1 I I 1 1 1 1 1
113.33-106.67 1 1 1 1 1 1 1
T7 Yes No 1 1 1 1 1 1 1 1
106.67-100.00 1 1 1 1 1 1 1
T8 Yes No 1 1 1 1 1 1 1 1
100.00-80.00 1 1 1 1 1 1 1
T9 Yes No 1 1 I 1 1 1 1 1
80.00-70.00 1 1 1 1 1 1 1
T10 Yes No 1 1 I 1 1 1 1 1
70.00-60.00 1 1 1 1 1 1 1
T11 Yes No 1 1 I 1 1 1 1 1
60.00-40.00 1 1 1 1 1 1 1
T12 Yes No 1 1 I 1 1 1 1 1
40.00-30.00 1 1 1 1 I 1 1
T13 Yes No 1 1 1 1 1 1 1 1
30.00-20.00 1 1 1 1 1 1 1
T14 Yes No 1 1 1 1 1 1 1 1
20.00-0.00 1 1 1 1 1 1 1
Note:Kfactors 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 Section Geometry (cont'd)
Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Elevation
ft
Net Width U Net Width U Net Width U Net U Net U Net U Net U
Deduct Deduct Deduct Width Width Width Width
in in in Deduct Deduct Deduct Deduct
in in in in
Tl 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
190.00-180.00
T2 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
180.00-160.00
T3 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
160.00-140.00
T4 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
140.00-120.00
Job Page
MxTowe� Pasco County(VS) (BU 826548) 6 of 27
Tower Engineering Project Date
Professionals TEP No.48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC27603 Client Designed by
Phase:(919)661-6351 Crown Castle
FAX:(919)661-6350 mfrank
Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Elevation
ft
Net Width U Net Width U Net Width U Net U Net U Net U Net U
Deduct Deduct Deduct Width Width Width Width
in in in Deduct Deduct Deduct Deduct
in in in in
T5 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
120.00-113.33
T6 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
113.33-106.67
T7 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
106.67-100.00
T8 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
100.00-80.00
T9 80.00-70.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
T10 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
70.00-60.00
Tll 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
60.00-40.00
T12 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
40.00-30.00
T13 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
30.00-20.00
T14 20.00-0.001 0.0000 l 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75
Tower Section Geometry cont'd
Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Elevation Connection
ft Type
Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No.
in in in in in in in
T1 Flange 0.7500 4 0.5000 2 0.5000 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0
190.00-180.00 A325N A325N A325N A325N A325N A325N A325N
T2 Flange 0.8750 4 0.5000 2 0.5000 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0
180.00-160.00 A325N A325N A325N A325N A325N A325N A325N
T3 Flange 1.0000 6 0.7500 1 0.7500 1 0.0000 0 0.6250 0 0.6250 0 0.6250 0
160.00-140.00 A325N A325X A325N A325N A325N A325N A325N
T4 Flange 1.5000 4 0.6250 2 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0
140.00-120.00 A325N A325N A325N A325N A325N A325N A325N
T5 Flange 1.5000 0 0.6250 2 0.6250 1 0.0000 0 0.6250 0 0.6250 0 0.6250 0
120.00-113.33 A325N A325N A325N A325N A325N A325N A325N
T6 Flange 1.5000 0 0.6250 2 0.6250 0 0.0000 0 0.6250 0 0.6250 0 0.6250 0
113.33-106.67 A325N A325N A325N A325N A325N A325N A325N
T7 Flange 1.5000 6 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0
106.67-100.00 A325N A325X A325N A325N A325N A325N A325N
T8 Flange 1.5000 6 0.7500 2 0.7500 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0
100.00-80.00 A325N A325N A325N A325N A325N A325N A325N
T9 80.00-70.00 Flange 1.5000 0 0.6250 2 0.6250 1 0.0000 0 0.6250 0 0.6250 0 0.6250 0
A325N A325N A325N A325N A325N A325N A325N
T10 Flange 1.5000 6 0.6250 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0
70.00-60.00 A325N A325X A325N A325N A325N A325N A325N
Tll Flange 1.5000 6 0.7500 2 0.7500 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0
60.00-40.00 A325N A325N A325N A325N A325N A325N A325N
T12 Flange 1.5000 0 0.7500 2 0.7500 1 0.0000 0 0.6250 0 0.6250 0 0.6250 0
40.00-30.00 A325N A325N A325N A325N A325N A325N A325N
TO Flange 1.5000 6 0.7500 2 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0
30.00-20.00 A325N A325X A325N A325N A325N A325N A325N
e
MxTower Job Pasco County(VS) (BU 826548) Page 7 of 27
Tower Engineering Project Date
Professionals TEP No. 48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle
FAX.(919)661-6350 mfrank
Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Hori_ontal
Elevation Connection
ft Type
Bolt Size No. Bolt Sire No. Bolt Size No. Bolt Sire No. Bolt Size No. Bolt Size No. Bolt Size No.
in in in in in in in
T14 20.00-0.00 Flange 2.2500 0 0.7500 2 0.7500 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0
A615-75 A325N A325N A325N A325N A325N A325N
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Face Allow Exclude Component Placement Face Lateral # # Clear Width or Perimeter Weight
or Shield From Type Offset Offset Per Spacing Diameter
Leg Torque ft in (Frac FW) Row in in in ply,
Calculation
**Safety**
Safety Line B No No At(CaAa) 190.00- -8.0000 0.45 I 1 0.3750 0.3750 0.22
3/8 0.00
Climbing B No No Af(CaAa) 190.00- -8.0000 0.45 1 1 3.0000 3.0000 4.00
Ladder(Af) 0.00
**A Face**
942-98887-1 F A No No At(CaAa) 148.00- 0.0000 0.42 3 3 0,5000 1.3000 1.26
XXX(1-1/4) 0.00
Feed Line A No No Af(CaAa) 150.00- 0.0000 0.45 1 1 3.0000 3.0000 4.00
Ladder 0.00
MLE Hybrid A No No At(CaAa) 160.00- 2.5000 -0.3 1 1 0.5000 1.2500 0.68
3Power/6Fiber 0.00
RL 2(1-1/4)
LCF158-50JL( A No No Ar(CaAa) 160.00- 0.0000 -0.25 12 12 0.5000 1.9800 0.52
1 5/8") 0.00
Feed Line A No No Af(CaAa) 160.00- 0.0000 -0.25 1 I 3.0000 3.0000 4.00
Ladder 0.00
**B Face**
LDF7-50A(I- B No No Ar(CaAa) 171.00- 0.0000 -0.3 12 12 0.5000 1.9800 0.82
5/8") 0.00
LDFS-50A(7/ B No No At(CaAa) 171.00- 2.5000 -0.26 6 6 0.5000 1.0900 0.33
8") 0.00
ATCB-BOl(5/ B No No Ar(CaAa) 171.00- 3.2000 -0.34 3 3 0.3150 0.3150 0.07
16") 0.00
F13-1-9813-002- B No No Ar(CaAa) 171.00- 2.5000 -0.34 2 2 0.3937 0.0001 0.06
XXX(3/8) 0.00
WR-VG86ST- B No No At(CaAa) 171.00- 2.5000 -0.3 3 3 0.5000 0.0001 0.58
BRD(3/4) 0.00
FB-L9813-002- B No No At(CaAa) 171.00- 0.0000 -0.36 1 1 0.3937 0.3937 0.06
XXX(3/8) 0.00
WR-VG86ST- B No No Ar(CaAa) 171.00- 2.5000 -0.36 3 3 0.5000 0.7950 0.58
BRD(3/4) 0.00
Feed Line B No No Af(CaAa) 171.00- 2.5000 -0.3 1 1 3.0000 3.0000 4.00
Ladder 0.00
**C Face**
LDF7-50A(1- C No No At(CaAa) 140.00- 0.0000 0.45 6 6 0.5000 1.9800 0.82
5/8") 0.00
Feed Line C No No Af(CaAa) 140.00- 0.0000 0.45 1 1 3.0000 3.0000 4.00
Ladder 0.00
***
LDF7-50A(1- C No No Ar(CaAa) 190.00- 0.0000 -0.1 12 12 0.5000 1.9800 0.82
5/8") 0.00
ASU9325TYP C No No At(CaAa) 190.00- 1.7500 -0.05 1 1 0.5000 1.5840 1.61
01(1-3/5) 0.00
HCS 2.0 Part C No No Ar(CaAa) 190.00- 1.7500 -0.06 1 1 0.5000 1.5500 1.71
Job Page
x7 tn 'wer Pasco County(VS) (BU 826548) 8 of 27
Tower Engineering Project Date
Professionals TEP No. 48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle mfrank
FAX:(919)661-6350
Description Face Allow Exclude Component Placement Face Lateral # # Clear Width or Perimeter Weight
or Shield From Type Offset Offset Per Spacing Diameter
Leg Torque ft in (Frac FW) Row in in in p(f
Calculation
3(1-1/2) 0.00
Feed Line C No No Af(CaAa) 190.00- 0.0000 0 1 1 3.0000 3.0000 4.00
Ladder 0.00
Feed Line/Linear Appurtenances - Entered As Area
Description Face Allow Exclude Component Placement Total CAAA Weight
or Shield From Type Number
Leg Torque ft fil/ft p!f
Calculation
s+
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face AR AF CAAA CAAA Weight
Section Elevation In Face Out Face
ft ft= ft2 ft1 ft2 lb
Tl 190.00-180.00 A 0.000 0.000 0.000 0.000 0
B 0.000 0.000 5.375 0.000 42
C 0.000 0.000 31.894 0.000 172
T2 180.00-160.00 A 0.000 0.000 0.000 0.000 0
B 0.000 0.000 53.677 0.000 302
C 0.000 0.000 63.788 0.000 343
T3 160.00-140.00 A 0.000 0.000 68.140 0.000 289
B 0.000 0.000 88.798 0.000 479
C 0.000 0.000 63.788 0.000 343
T4 140.00-120.00 A 0.000 0.000 77.820 0.000 374
B 0.000 0.000 88.798 0.000 479
C 0.000 0.000 97.548 0.000 522
T5 120.00-113.33 A 0.000 0.000 25.940 0.000 125
B 0.000 0.000 29.599 0.000 160
C 0.000 0.000 32.516 0.000 174
T6 113.33-106.67 A 0.000 0.000 25.940 0.000 125
B 0.000 0.000 29.599 0.000 160
C 0.000 0.000 32.516 0.000 174
T7 106.67-100.00 A 0.000 0.000 25.940 0.000 125
B 0.000 0.000 29.599 0.000 160
C 0.000 0.000 32.516 0.000 174
T8 100.00-80.00 A 0.000 0.000 77.820 0.000 374
B 0.000 0.000 88.798 0.000 479
C 0.000 0.000 97.548 0.000 522
T9 80.00-70.00 A 0.000 0.000 38.910 0.000 187
B 0.000 0.000 44.399 0.000 240
C 0.000 0.000 48.774 0.000 261
T10 70.00-60.00 A 0.000 0.000 38.910 0.000 187
B 0.000 0.000 44.399 0.000 240
C 0.000 0.000 48.774 0.000 261
Tll 60.00-40.00 A 0.000 0.000 77.820 0.000 374
B 0.000 0.000 88.798 0.000 479
Job Page
MxTowe� Pasco County(VS) (BU 826548) 9 of 27
Tower Engineering Project Date
Professionals TEP No. 48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client Designed b
Phone:(919)661-6351 Crown Castle g y
FAX. (919)661-6350 mfrank
Tower Tower Face AA AF C`4A,4 C,,A,., Weight
Section Elevation In Face Out Face
r ft, fr ft, fr lb
C 0.000 0.000 97.548 0.000 522
T12 40.00-30.00 A 0.000 0.000 38.910 0.000 187
B 0.000 0.000 44.399 0.000 240
C 0.000 0.000 48.774 0.000 261
T13 30.00-20.00 A 0.000 0.000 38.910 0.000 187
B 0.000 0.000 44.399 0.000 240
C 0.000 0.000 48.774 0.000 261
T14 20.00-0.00 A 0.000 0.000 77.820 0.000 374
B 0.000 0.000 88.798 0.000 479
C 0.000 0.000 97.548 0.000 522
Feed Line Center of Pressure
Section Elevation CPA- CPZ CPA• CPZ
Ice Ice
ft in in in in
Tl 190.00-180.00 4.7941 6.9258 4.7925 6.9224
72 180.00-160.00 5.6054 -5.5179 5.5096 -5.4030
T3 160.00-140.00 0.3250 -9.2034 0.3128 -8.8662
T4 140.00-120.00 -5.1259 -9.2438 -4.9097 -8.8371
T5 120.00-113.33 -5.0832 -9.2836 -4.9052 -8.9408
T6 113.33-106.67 -5.9050 -10.6721 -5.6222 -10.1390
T7 106.67-100.00 -6.0969 -11.0390 -5.8022 -10.4818
T8 100.00-80.00 -6.1988 -11.2440 -5.8739 -10.6280
T9 80.00-70.00 -6.1370 -11.2533 -5.8573 -10.7120
T10 70.00-60.00 -7.2255 -13.1018 -6.7892 -12.2767
Tll 60.00-40.00 -6.9414 -12.6850 -6.5450 -11.9243
T12 40.00-30.00 -6.7968 -12.5413 -6.4564 -11.8758
T13 30.00-20.00 -8.0733 -14.7068 -7.5326 -13.6768
T14 20.00-0.00 -7.5210 -13.8947 -7.1114 -13.0929
Shielding Factor Ka
Tower Feed Line Description Feed Line K. K
Section Record No. Se ment Elev. No Ice Ice
Tl 2 Safety Line 3/8 180.00- 0.6000 0.6000
190.00
Tl 3 Climbing Ladder(Af) 180.00- 0.6000 0.6000
190.00
T1 26 LDF7-50A(I-5/8") 180.00- 0.6000 0.6000
190.00
Tl 27 ASU9325TYP01(1-3/5) 180.00- 0.6000 0.6000
190.00
Tl 28 HCS 2.0 Part 3(1-1/2) 180.00- 0.6000 0.6000
190.00
Tl 29 Feed Line Ladder 180.00- 0.6000 0.6000
190.00
T2 2 Safety Line 3/8 160.00- 0.6000 0.6000
180.00
72 3 Climbing Ladder(Af) 160.00- 0.6000 0.6000
180.00
T2 11 LDF7-50A(1-5/8") 160.00- 0.6000 0.6000
b
WxT awes Jo Pasco County(VS) (BU 826548) Page
10 of 27
Tower Engineering Project Date
Professionals TEP No. 48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle
FAX.-(919)661-6350 mfrank
Tower Feed Line Description Feed Line K. K.
Section Record No. Se ment Eler. No Ice Ice
171.00
T2 12 LDF5-50A(7/8") 160.00- 0.6000 0.6000
171.00
T2 13 ATCB-BOI(5/16") 160.00- 0.6000 0.6000
171.00
T2 14 FB-L98B-002-XXX(3/8) 160.00- 0.6000 0.6000
171.00
T2 15 WR-VG86ST-BRD(3/4) 160.00- 0.6000 0.6000
171.00
T2 16 FB-L98B-002-XXX(3/8) 160.00- 0.6000 0.6000
171.00
T2 17 WR-VG86ST-BRD(3/4) 160.00- 0.6000 0.6000
171.00
T2 18 Feed Line Ladder 160.00- 0.6000 0.6000
171.00
T2 26 LDF7-50A(1-5/8") 160.00- 0.6000 0.6000
180.00
T2 27 ASU9325TYP01(1-3/5) 160.00- 0.6000 0.6000
180.00
T2 28 HCS 2.0 Part 3(1-1/2) 160.00- 0.6000 0.6000
180.00
72 29 Feed Line Ladder 160.00- 0.6000 0.6000
180.00
T3 2 Safety Line 3/8 140.00- 0.6000 0.6000
160.00
T3 3 Climbing Ladder(Af) 140.00- 0.6000 0.6000
160.00
T3 5 942-98887-1FXXX(1-1/4) 140.00- 0.6000 0.6000
148.00
T3 6 Feed Line Ladder 140.00- 0.6000 0.6000
150.00
T3 7 MLE Hybrid 3Power/6Fiber 140.00- 0.6000 0.6000
RL2(1-1/4) 160.00
T3 8 LCF158-50JL( 1 5/8") 140.00- 0.6000 0.6000
160.00
T3 9 Feed Line Ladder 140.00- 0.6000 0.6000
160.00
T3 I 1 LDF7-50A(1-5/8") 140.00- 0.6000 0.6000
160.00
T3 12 LDF5-50A(7/8") 140.00- 0.6000 0.6000
160.00
T3 13 ATCB-1301(5/16") 140.00- 0.6000 0.6000
160.00
T3 14 FB-L98B-002-XXX(3/8) 140.00- 0.6000 0.6000
160.00
T3 15 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000
160.00
T3 16 FB-L98B-002-XXX(3/8) 140.00- 0.6000 0.6000
160.00
T3 17 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000
160.00
T3 18 Feed Line Ladder 140.00- 0.6000 0.6000
160.00
T3 26 LDF7-SOA(1-5/8") 140.00- 0.6000 0.6000
160.00
T3 27 ASU9325TYP01(1-3/5) 140.00- 0.6000 0.6000
160.00
T3 28 HCS 2.0 Part 3(1-1/2) 140.00- 0.6000 0.6000
160.00
T3 29 Feed Line Ladder 140.00- 0.6000 0.6000
160.00
T4 2 Safety Line 3/8 120.00- 0.6000 0.6000
Job Page
WxTower Pasco County(VS) (BU 826548) 11 of 27
Tower Engineering Project Date
Professionals TEP No.48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle
FAX--(919)661-6350 mfrank
Tower Feed Line Description Feed Line K. K"
Section Record No. Se ment Elev. No Ice Ice
140.00
T4 3 Climbing Ladder(Af) 120.00- 0.6000 0.6000
140.00
T4 5 942-98887-1FXXX(1-1/4) 120.00- 0.6000 0.6000
140.00
T4 6 Feed Line Ladder 120.00- 0.6000 0.6000
140.00
T4 7 MLE Hybrid 3Power/6Fiber 120.00- 0.6000 0.6000
RL 2(1-1/4) 140.00
T4 8 LCF158-50JL(1 5/8") 120.00- 0.6000 0.6000
140.00
T4 9 Feed Line Ladder 120.00- 0.6000 0.6000
140.00
T4 11 LDF7-50A(1-5/8") 120.00- 0.6000 0.6000
140.00
T4 12 LDF5-50A(7/8") 120.00- 0.6000 0.6000
140.00
T4 13 ATCB-B01(5/16") 120.00- 0.6000 0.6000
140.00
T4 14 FB-L98B-002-XXX(3/8) 120.00- 0.6000 0.6000
140.00
T4 15 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000
140.00
T4 16 FB-L98B-002-XXX(3/8) 120.00- 0.6000 0.6000
140.00
T4 17 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000
140.00
T4 18 Feed Line Ladder 120.00- 0.6000 0.6000
140.00
T4 20 LDF7-SOA(1-5/8") 120.00- 0.6000 0.6000
140.00
T4 21 Feed Line Ladder 120.00- 0.6000 0.6000
140.00
T4 26 LDF7-50A(1-5/8") 120.00- 0.6000 0.6000
140.00
T4 27 ASU9325TYP01(1-3/5) 120.00- 0.6000 0.6000
140.00
T4 28 HCS 2.0 Part 3(1-I/2) 120.00- 0.6000 0.6000
140.00
T4 29 Feed Line Ladder 120.00- 0.6000 0.6000
140A0
T5 2 Safety Line 3/8 113.33- 0.6000 0.6000
120.00
T5 3 Climbing Ladder(Af) 113.33- 0.6000 0.6000
120.00
T5 5 942-98887-1FXXX(1-1/4) 11333- 0.6000 0.6000
120.00
T5 6 Feed Line Ladder 113.33- 0.6000 0.6000
120.00
T5 7 MLE Hybrid 3Power/6Fiber 113.33- 0.6000 0.6000
RL2(1-1/4) 120.00
T5 8 LCF158-50JL(1 5/8") 113.33- 0.6000 0.6000
120.00
T5 9 Feed Line Ladder 113.33- 0.6000 0.6000
120.00
T5 I I LDF7-50A(1-5/8") 113.33- 0.6000 0.6000
120.00
T5 12 LDF5-50A(7/8") 113.33- 0.6000 0.6000
120.00
T5 13 ATCB-BO1(5/16") 113.33- 0.6000 0.6000
120.00
T5 14 FB-L98B-002-XXX(3/8) 113.33- 0.6000 0.6000
e
WxTower Job Pasco County(VS) (BU 826548) Page 12 of 27
Tower Engineering Project Date
Professionals TEP No. 48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phase:(919)661-6351 Crown Castle
FAX.-(919)661-6350 mfrank
Tower Feed Line Description Feed Line K. K.
Section Record No. Segment Elev. No Ice Ice
120.00
T5 15 WR-VG86ST-BRD(3/4) 113.33- 0.6000 0.6000
120.00
T5 16 FB-L98B-002-XXX(3/8) 113.33- 0.6000 0.6000
120.00
T5 17 WR-VG86ST-BRD(3/4) 113.33- 0.6000 0.6000
120.00
T5 18 Feed Line Ladder 113.33- 0.6000 0.6000
120.00
T5 20 LDF7-50A(1-5/8") 113.33- 0.6000 0.6000
120.00
T5 21 Feed Line Ladder 113.33- 0.6000 0.6000
120.00
T5 26 LDF7-50A(1-5/8") 113.33- 0.6000 0.6000
120.00
T5 27 ASU9325TYP01(1-3/5) 113.33- 0.6000 0.6000
120.00
T5 28 HCS 2.0 Part 3(1-1/2) 113.33- 0.6000 0.6000
120.00
T5 29 Feed Line Ladder 113.33- 0.6000 0.6000
120.00
T6 2 Safety Line 3/8 106.67- 0.6000 0.6000
113.33
T6 3 Climbing Ladder(Af) 106.67- 0.6000 0.6000
113.33
T6 5 942-98887-1FXXX(1-1/4) 106.67- 0.6000 0.6000
113.33
T6 6 Feed Line Ladder 106.67- 0.6000 0.6000
113.33
T6 7 MLE Hybrid 3Power/6Fiber 106.67- 0.6000 0.6000
RL 2(1-1/4) 113.33
T6 8 LCF158-50JL( 1 5/8") 106.67- 0.6000 0.6000
113.33
T6 9 Feed Line Ladder 106.67- 0.6000 0.6000
113.33
T6 11 LDF7-50A(I-5/8") 106.67- 0.6000 0.6000
113.33
T6 12 LDF5-50A(7/8") 106.67- 0.6000 0.6000
113.33
T6 13 ATCB-BOl(5/16") 106.67- 0.6000 0.6000
113.33
T6 14 FB-L98B-002-XXX(3/8) 106.67- 0.6000 0.6000
113.33
T6 15 WR-VG86ST-BRD(3/4) 106.67- 0.6000 0.6000
113.33
T6 16 FB-L98B-002-XXX(3/8) 106.67- 0.6000 0.6000
113.33
T6 17 WR-VG86ST-BRD(3/4) 106.67- 0.6000 0.6000
113.33
T6 18 Feed Line Ladder 106.67- 0.6000 0.6000
113.33
T6 20 LDF7-50A(1-5/8") 106.67- 0.6000 0.6000
113.33
T6 21 Feed Line Ladder 106.67- 0.6000 0.6000
113.33
T6 26 LDF7-50A(1-5/8") 106.67- 0.6000 0.6000
113.33
T6 27 ASU9325TYP01(l-3/5) 106.67- 0.6000 0.6000
113.33
T6 28 HCS 2.0 Part 3(1-1/2) 106.67- 0.6000 0.6000
113.33
T6 29 Feed Line Ladder 106.67- 0.6000 0.6000
InxTower Job Pasco County(VS) (BU 826548) Page13 of 27
Tower Engineering Project Date
Professionals TEP No. 48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client ---[Designed by
Phone:(919)661-6351 Crown Castle
FAX.-(919)661-6350 mfrank
Tower Feed Line Description Feed Line K K.
Section Record No. Segment Elev. No Ice Ice
113.33
T7 2 Safety Line 3/8 100.00- 0.6000 0.6000
106.67
T7 3 Climbing Ladder(Af) 100.00- 0.6000 0.6000
106.67
T7 5 942-98887-1FXXX(I-1/4) 100.00- 0.6000 0.6000
106.67
T7 6 Feed Line Ladder 100.00- 0.6000 0.6000
106.67
T7 7 MLE Hybrid 3Power/6Fiber 100.00- 0.6000 0.6000
RL2(1-1/4) 106.67
T7 8 LCF158-50JL(1 5/8") 100.00- 0.6000 0.6000
106.67
T7 9 Feed Line Ladder 100.00- 0.6000 0.6000
106.67
T7 1 I LDF7-50A(I-5/8") 100.00- 0.6000 0.6000
106.67
T7 12 LDF5-50A(7/8") 100.00- 0.6000 0.6000
106.67
T7 13 ATCB-BOI(5/16") 100.00- 0.6000 0.6000
106.67
T7 14 FB-L98B-002-XXX(3/8) 100.00- 0.6000 0.6000
106.67
T7 15 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000
106.67
T7 16 FB-L98B-002-XXX(3/8) 100.00- 0.6000 0.6000
106.67
T7 17 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000
106.67
T7 18 Feed Line Ladder 100.00- 0.6000 0.6000
106.67
T7 20 LDF7-50A(I-5/8") 100.00- 0.6000 0.6000
106.67
T7 21 Feed Line Ladder 100.00- 0.6000 0.6000
106.67
T7 26 LDF7-50A(I-5/8") 100.00- 0.6000 0.6000
106.67
T7 27 ASU9325TYP01(1-3/5) 100.00- 0.6000 0.6000
106.67
T7 28 HCS 2.0 Part 3(1-1/2) 100.00- 0.6000 0.6000
106.67
T7 29 Feed Line Ladder 100.00- 0.6000 0.6000
106.67
T8 2 Safety Line 3/8 80.00-100.00 0.6000 0.6000
T8 3 Climbing Ladder(AO 80.00-100.00 0.6000 0.6000
T8 5 942-98887-1FXXX(I-1/4) 80.00-100.00 0.6000 0.6000
T8 6 Feed Line Ladder 80.00-100.00 0.6000 0.6000
T8 7 MLE Hybrid 3Power/6Fiber 80.00-100.00 0.6000 0.6000
RL 2(I-1/4)
T8 8 LCF158-50JL(1 5/8") 80.00-100.00 0.6000 0.6000
T8 9 Feed Line Ladder 80.00-100.00 0.6000 0.6000
T8 1 l LDF7-50A(1-5/8") 80.00-100.00 0.6000 0.6000
T8 12 LDF5-50A(7/8") 80.00-100.00 0.6000 0.6000
T8 13 ATCB-BO1(5/16") 80.00-100.00 0.6000 0.6000
T8 14 FB-L98B-002-XXX(3/8) 80.00-100.00 0.6000 0.6000
T8 15 WR-VG86ST-BRD(3/4) 80.00-100.00 0.6000 0.6000
T8 16 FB-L98B-002-XXX(3/8) 80.00-100.00 0.6000 0.6000
T8 17 WR-VG86ST-BRD(3/4) 80.00-100.00 0.6000 0.6000
T8 18 Feed Line Ladder 80.00-100.00 0.6000 0.6000
T8 20 LDF7-50A(1-5/8") 80.00-100.00 0.6000 0.6000
T8 21 Feed Line Ladder 80.00-100.00 0.6000 0.6000
T8 26 LDF7-50A(1-5/8") 80.00-100.00 0.6000 0.6000
b
InxTower Jo Pasco County(VS) (BU 826548) Page14 of 27
Tower Engineering Project Date
Professionals TEP No.48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client Designed b
Phone:(919)661-6351 Crown Castle g y
FAX.-(919)661-6350 mfrank
Tower Feed Line Description Feed Line & K.
Section Record No. Se ment Elev. No Ice Ice
T8 27 ASU9325TYP01(1-3/5) 80.00-100.00 0.6000 0.6000
T8 28 HCS 2.0 Part 3(1-1/2) 80.00-100.00 0.6000 0.6000
T8 29 Feed Line Ladder 80.00-100.00 0.6000 0.6000
T9 2 Safety Line 3/8 70.00-80.00 0.6000 0.6000
T9 3 Climbing Ladder(Af) 70.00-80.00 0.6000 0.6000
T9 5 942-98887-1FXXX(1-1/4) 70.00-80.00 0.6000 0.6000
T9 6 Feed Line Ladder 70.00-80.00 0.6000 0.6000
T9 7 MLE Hybrid 3Power/6Fiber 70.00-80.00 0.6000 0.6000
RL 2(1-1/4)
T9 8 LCF158-50JL(1 5/8") 70.00-80.00 0.6000 0.6000
T9 9 Feed Line Ladder 70.00-80.00 0.6000 0.6000
T9 1 I LDF7-50A(1-5/8") 70.00-80.00 0.6000 0.6000
T9 12 LDF5-50A(7/8") 70.00-80.00 0.6000 0.6000
T9 13 ATCB-BO1(5/16") 70.00-80.00 0.6000 0.6000
T9 14 FB-L98B-002-XXX(3/8) 70.00-80.00 0.6000 0.6000
T9 15 WR-VG86ST-BRD(3/4) 70.00-80.00 0.6000 0.6000
T9 16 FB-L98B-002-XXX(3/8) 70.00-80.00 0.6000 0.6000
T9 17 WR-VG86ST-BRD(3/4) 70.00-80.00 0.6000 0.6000
T9 18 Feed Line Ladder 70.00-80.00 0.6000 0.6000
T9 20 LDF7-50A(1-5/8") 70.00-80.00 0.6000 0.6000
T9 21 Feed Line Ladder 70.00-80.00 0.6000 0.6000
T9 26 LDF7-50A(I-5/8") 70.00-80.00 0.6000 0.6000
T9 27 ASU9325TYPOI(1-3/5) 70.00-80.00 0.6000 0.6000
T9 28 HCS 2.0 Part 3(1-1/2) 70.00-80.00 0.6000 0.6000
T9 29 Feed Line Ladder 70.00-80.00 0.6000 0.6000
T10 2 Safety Line 3/8 60.00-70.00 0.6000 0.6000
TI O 3 Climbing Ladder(AO 60.00-70.00 0.6000 0.6000
T10 5 942-98887-1FXXX(1-1/4) 60.00-70.00 0.6000 0.6000
T10 6 Feed Line Ladder 60.00-70.00 0.6000 0.6000
T10 7 MLE Hybrid 3Power/6Fiber 60.00-70.00 0.6000 0.6000
RL 2(1-1/4)
TIO 8 LCF158-50JL(1 5/8") 60.00-70.00 0.6000 0.6000
T10 9 Feed Line Ladder 60.00-70.00 0.6000 0.6000
T10 11 LDF7-50A(1-5/8") 60.00-70.00 0.6000 0.6000
T10 12 LDF5-50A(7/8") 60.00-70.00 0.6000 0.6000
T10 13 ATCB-BO1(5/16") 60.00-70.00 0.6000 0.6000
T10 14 FB-L98B-002-XXX(3/8) 60.00-70.00 0.6000 0.6000
T10 15 WR-VG86ST-BRD(3/4) 60.00-70.00 0.6000 0.6000
T10 16 FB-L98B-002-XXX(3/8) 60.00-70.00 0.6000 0.6000
T10 17 WR-VG86ST-BRD(3/4) 60.00-70.00 0.6000 0.6000
T10 18 Feed Line Ladder 60.00-70.00 0.6000 0.6000
T10 20 LDF7-50A(1-5/8") 60.00-70.00 0.6000 0.6000
T10 21 Feed Line Ladder 60.00-70.00 0.6000 0.6000
T10 26 LDF7-50A(1-5/8") 60.00-70.00 0.6000 0.6000
T10 27 ASU9325TYP01(I-3/5) 60.00-70.00 0.6000 0.6000
T10 28 HCS 2.0 Part 3(1-1/2) 60.00-70.00 0.6000 0.6000
T10 29 Feed Line Ladder 60.00-70.00 0.6000 0.6000
Tl I 2 Safety Line 3/8 40.00-60.00 0.6000 0.6000
Tl I 3 Climbing Ladder(At) 40.00-60.00 0.6000 0.6000
Tll 5 942-98887-1FXXX(1-1/4) 40.00-60.00 0.6000 0.6000
Tl 1 6 Feed Line Ladder 40.00-60.00 0.6000 0.6000
TI I 7 MLE Hybrid 3Power/6Fiber 40.00-60.00 0.6000 0.6000
RL 2(1-1/4)
Tl 1 8 LCF158-50JL(1 5/8") 40.00-60.00 0.6000 0.6000
Tl 1 9 Feed Line Ladder 40.00-60.00 0.6000 0.6000
TI I 11 LDF7-50A(1-5/8") 40.00-60.00 0.6000 0.6000
T11 12 LDF5-50A(7/8") 40.00-60.00 0.6000 0.6000
Tl 1 13 ATCB-BOI(5/16") 40.00-60.00 0.6000 0.6000
Tl 1 14 FB-L98B-002-XXX(3/8) 40.00-60.00 0.6000 0.6000
Tl 1 15 WR-VG86ST-BRD(3/4) 40.00-60.00 0.6000 0.6000
Tl 1 16 FB-L98B-002-XXX(3/8) 40.00-60.00 0.6000 0.6000
Tl 1 17 WR-VG86ST-BRD(3/4) 40.00-60.00 0.6000 0.6000
WxIl Owes Job Page Pasco County(VS) (BU 826548) 15 of 27
Tower Engineering Project Date
Professionals TEP No. 48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle
FAX:(919)661-6350 mfrank
Tower Feed Line Description Feed Line Ka K.
Section Record No. Se ment Eler. No Ice Ice
Tl l 18 Feed Line Ladder 40.00-60.00 0.6000 0.6000
Tl l 20 LDF7-50A(1-5/8") 40.00-60.00 0.6000 0.6000
Tl l 21 Feed Line Ladder 40.00-60.00 0.6000 0.6000
Tl 1 26 LDF7-50A(I-5/8") 40.00-60.00 0.6000 0.6000
Tll 27 ASU9325TYP01(I-3/5) 40.00-60.00 0.6000 0.6000
TI l 28 HCS 2.0 Part 3(1-1/2) 40.00-60.00 0.6000 0.6000
Tl 1 29 Feed Line Ladder 40.00-60.00 0.6000 0.6000
T12 2 Safety Line 3/8 30.00-40.00 0.6000 0.6000
T12 3 Climbing Ladder(Af) 30.00-40.00 0.6000 0.6000
T12 5 942-98887-1FXXX(1-1/4) 30.00-40.00 0.6000 0.6000
T12 6 Feed Line Ladder 30.00-40.00 0.6000 0.6000
T12 7 MLE Hybrid 3Power/6Fiber 30.00-40.00 0.6000 0.6000
RL 2(1-1/4)
T12 8 LCF158-50JL(1 5/8") 30.00-40.00 0.6000 0.6000
T12 9 Feed Line Ladder 30.00-40.00 0.6000 0.6000
T12 11 LDF7-50A(1-5/8") 30.00-40.00 0.6000 0.6000
T12 12 LDFS-SOA(7/8") 30.00-40.00 0.6000 0.6000
T12 13 ATCB-BO1(5/16") 30.00-40.00 0.6000 0.6000
T12 14 FB-L98B-002-XXX(3/8) 30.00-40.00 0.6000 0.6000
T12 15 WR-VG86ST-BRD(3/4) 30.00-40.00 0.6000 0.6000
T12 16 FB-L98B-002-XXX(3/8) 30.00-40.00 0.6000 0.6000
T12 17 WR-VG86ST-BRD(3/4) 30.00-40.00 0.6000 0.6000
T12 18 Feed Line Ladder 30.00-40.00 0.6000 0.6000
T12 20 LDF7-50A(1-5/8") 30.00-40.00 0.6000 0.6000
T12 21 Feed Line Ladder 30.00-40.00 0.6000 0.6000
T12 26 LDF7-50A(1-5/8") 30.00-40.00 0.6000 0.6000
T12 27 ASU9325TYP01(1-3/5) 30.00-40.00 0.6000 0.6000
T12 28 HCS 2.0 Part 3(1-1/2) 30.00-40.00 0.6000 0.6000
T12 29 Feed Line Ladder 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(AO 20.00-30.00 0.6000 0.6000
T13 5 942-98887-1FXXX(1-1/4) 20.00-30.00 0.6000 0.6000
T13 6 Feed Line Ladder 20.00-30.00 0.6000 0.6000
T13 7 MLE Hybrid 3Power/6Fiber 20.00-30.00 0.6000 0.6000
RL 2(1-1/4)
T13 8 LCF158-50JL(1 5/8") 20.00-30.00 0.6000 0.6000
T13 9 Feed Line Ladder 20.00-30.00 0.6000 0.6000
T13 l 1 LDF7-50A(1-5/8") 20.00-30.00 0.6000 0.6000
T13 12 LDF5-50A(7/8") 20.00-30.00 0.6000 0.6000
T13 13 ATCB-BO1(5/16") 20.00-30.00 0.6000 0.6000
T13 14 FB-L98B-002-XXX(3/8) 20.00-30.00 0.6000 0.6000
T13 15 WR-VG86ST-BRD(3/4) 20.00-30.00 0.6000 0.6000
T13 16 FB-L98B-002-XXX(3/8) 20.00-30.00 0.6000 0.6000
T13 17 WR-VG86ST-BRD(3/4) 20.00-30.00 0.6000 0.6000
T13 18 Feed Line Ladder 20.00-30.00 0.6000 0.6000
T13 20 LDF7-50A(1-5/8") 20.00-30.00 0.6000 0.6000
T13 21 Feed Line Ladder 20.00-30.00 0.6000 0.6000
T13 26 LDF7-50A(1-5/8") 20.00-30.00 0.6000 0.6000
T13 27 ASU9325TYP01(I-3/5) 20.00-30.00 0.6000 0.6000
T13 28 HCS 2.0 Part 3(1-1/2) 20.00-30.00 0.6000 0.6000
T13 29 Feed Line Ladder 20.00-30.00 0.6000 0.6000
T14 2 Safety Line 3/8 0.00-20.00 0.6000 0.6000
T14 3 Climbing Ladder(AO 0.00-20.00 0.6000 0.6000
T14 5 942-98887-1FXXX(1-1/4) 0.00-20.00 0.6000 0.6000
T14 6 Feed Line Ladder 0.00-20.00 0.6000 0.6000
T14 7 MLE Hybrid 3Power/6Fiber 0.00-20.00 0.6000 0.6000
RL 2(1-1/4)
T14 8 LCF158-50JL( 1 5/8") 0.00-20.00 0.6000 0.6000
T14 9 Feed Line Ladder 0.00-20.00 0.6000 0.6000
T14 11 LDF7-50A(1-5/8") 0.00-20.00 0.6000 0.6000
T14 12 LDF5-50A(7/8") 0.00-20.00 0.6000 0.6000
T14 13 ATCB-BO1(5/16") 0.00-20.00 0.6000 0.6000
e
tnxTower Job Pasco County(VS) (BU 826548) Page 16 of 27
Tower Engineering Project Date
Professionals TEP No.48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle
FA 919)661-6350 mfrank
X.
Tower Feed Line Description Feed Line K. &
Section Record No. Se ment Elev. No Ice Ice
T14 14 FB-L98B-002-XXX(3/8) 0.00-20.00 0.6000 0.6000
T14 15 WR-VG86ST-BRD(3/4) 0.00-20.00 0.6000 0.6000
T14 16 FB-L98B-002-XXX(3/8) 0.00-20.00 0.6000 0.6000
T14 17 WR-VG86ST-BRD(3/4) 0.00-20.00 0.6000 0.6000
T14 18 Feed Line Ladder 0.00-20.00 0.6000 0.6000
T14 20 LDF7-50A(1-5/8") 0.00-20.00 0.6000 0.6000
T14 21 Feed Line Ladder 0.00-20.00 0.6000 0.6000
T14 26 LDF7-50A(1-5/8") 0.00-20.00 0.6000 0.6000
T14 27 ASU9325TYP01(1-3/5) 0.00-20.00 0.6000 0.6000
T14 28 HCS 2.0 Part 3(1-1/2) 0.00-20.00 0.6000 0.6000
T14 29 Feed Line Ladder 0.00-20.00 0.6000 0.6000
Discrete Tower Loads
Description Face Offset Offsets: A_imuth Placement CiA.4 C,A,4 Weight
or Type Harz Adjustment Front Side
Leg Lateral
Vert
ft o ft ft-' fr' 1h
ft
ft
s•190**
CMA-BDHH/6521/EO-6 w/ A From 4.00 0.0000 190.00 No Ice 11.78 6.23 97
Mount Pipe Centroid-Fa -7.00
ce 4.00
CMA-BDHH/6521/EO-6 w/ B From 4.00 -30.0000 190.00 No Ice 11.78 6.23 97
Mount Pipe Centroid-Fa -7.00
ce 4.00
CMA-BDHH/6521/EO-6 w/ B From 4.00 60.0000 190.00 No Ice 11.78 6.23 97
Mount Pipe Centroid-Fa 7.00
ce 4.00
CMA-BDHH/6521/EO-6 w/ C From 4.00 30.0000 190.00 No Ice 11.78 6.23 97
Mount Pipe Centroid-Fa 2.00
ce 4.00
FFHH-65C-R3 w/Mount A From 4.00 0.0000 190.00 No Ice 12.97 6.20 161
Pipe Centroid-Fa 0.00
ce 4.00
FFHH-65C-R3 w/Mount B From 4.00 -30.0000 190.00 No Ice 12.97 6.20 161
Pipe Centroid-Fa -2.00
ce 4.00
FFHH-65C-R3 w/Mount C From 4.00 -60.0000 190.00 No Ice 12.97 6.20 161
Pipe Centroid-Fa -7.00
ce 4.00
FFHH-65C-R3 w/Mount C From 4.00 30.0000 190.00 No Ice 12.97 6.20 161
Pipe Centroid-Fa 7.00
ce 4.00
AEHC w/Mount Pipe A From 4.00 0.0000 190.00 No Ice 7.61 4.31 134
Centroid-Fa 7.00
ce 4.00
AEHC ti/Mount Pipe B From 4.00 -30.0000 190.00 No Ice 7.61 4.31 134
Centroid-Fa 2.00
ce 4.00
AEHC w/Mount Pipe C From 4.00 -60.0000 190.00 No Ice 7.61 4.31 134
Centroid-Fa -2.00
ce 4.00
b
t�2. Tower Jo Pasco County(VS) (BU 826548) Page17 of 27
Tower Engineering Project Date
Professionals TEP No. 48167.283829 15:26:24 07/22/19
326 Tiyon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle
FAX.-(919)661-6350 mfrank
Description Face Offset Offsets: Azimuth Placement CaA,i C4A.q Weight
or Type Hors Adjustment Front Side
Leg Lateral
Vert
ft o ft fr' ft-' lb
ft
ft
(3)AHLOA A From 4.00 0.0000 190.00 No Ice 2.23 1.39 84
Centroid-Fa 0.00
ce 4.00
AHLOA B From 4.00 -30.0000 190.00 No Ice 2.23 1.39 84
Centroid-Fa -7.00
ce 4.00
(2)AHFIB A From 4.00 0.0000 190.00 No Ice 3.68 2.31 88
Centroid-Fa -3.50
ce 4.00
(2)AHFIB B From 4.00 -30.0000 190.00 No Ice 3.68 2.31 88
Centroid-Fa 0.00
ce 4.00
AHFIB B From 4.00 60.0000 190.00 No Ice 3.68 2.31 88
Centroid-Fa 7.00
ce 4.00
AHFIB C From 4.00 -60.0000 190.00 No Ice 3.68 2.31 88
Centroid-Fa -7.00
ce 4.00
(2)AHFIB C From 4.00 30.0000 190.00 No Ice 3.68 2.31 88
Centroid-Fa 4.50
ce 4.00
HCS 2.0 Part 1 C From 4.00 -60.0000 190.00 No Ice 1.87 0.93 24
Centroid-Fa -2.00
ce 4.00
RNSNDC-7771-PF-48 B From 4.00 -30.0000 190.00 No Ice 3.20 1.03 19
Centroid-Fa -7.00
ce 4.00
(4)2.4"x 4-ft pipe A From 4.00 0.0000 190.00 No Ice 0.00 0.87 15
Centroid-Fa 0.00
ce 2.00
(4)2.4"x 4-ft pipe B From 4.00 0.0000 190.00 No Ice 0.00 0.87 I5
Centroid-Fa 0.00
ce 2.00
(4)2.4"x 4-ft pipe C From 4.00 0.0000 190.00 No Ice 0.00 0.87 15
Centroid-Fa 0.00
ce 2.00
2.4"Dia x 6-ft Pipe A From 4.00 0.0000 190.00 No Ice 1.43 1.43 22
Centroid-Fa -2.00
ce 3.00
8'Ladder B From 2.00 0.0000 190.00 No Ice 1.53 5.33 97
Centroid-Fa 0.00
ce -4.00
Platform Mount[LP 102-1] C None 0.0000 190.00 No Ice 59.70 59.70 3780
**171**
DBXNH-6565B-R2M w/ A From Leg 4.00 -60.0000 171.00 No Ice 4.09 3.30 72
Mount Pipe -6.00
4.00
DBXNH-6565B-R2M w/ B From Leg 4.00 -60.0000 171.00 No Ice 4.09 3.30 72
Mount Pipe -6.00
4.00
DBXNH-6565B-R2M w/ C From Leg 4.00 -60.0000 171.00 No Ice 4.09 3.30 72
Mount Pipe -6.00
4.00
SBJAH4-ID65B-DL w/ A From Leg 4.00 -60.0000 171.00 No Ice 5.51 4.38 91
Mount Pipe -2.00
4.00
SBJAH4-ID65B-DL w/ B From Leg 4.00 -60.0000 171.00 No Ice 5.51 4.38 91
Job Page
WxTowe� Pasco County(VS) (BU 826548) 18 of 27
Tower Engineering Project Date
Professionals TEP No.48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle
FAX.-(919)66/-6350 mfrank
Description Face Offset Offsets: Asimuth Placement CAA,, CaA,q Weight
or Type Hors Adjustment Front Side
Leg Lateral
Inert
ft o ft fr' ft-' 1b
ft
ft
Mount Pipe -2.00
4.00
SBJAH4-1 D65B-DL w/ C From Leg 4.00 -60.0000 171.00 No Ice 5.51 4.38 91
Mount Pipe -2.00
4.00
(2)NNHH-65B-R4_CCIV2 A From Leg 4.00 -60.0000 171.00 No Ice 7.55 4.23 110
w/Mount Pipe -4.00
4.00
(2)NNHH-65B-R4_CCIV2 B From Leg 4.00 -60.0000 171.00 No Ice 7.55 4.23 110
w/Mount Pipe -4.00
4.00
(2)NNHH-65B-R4_CCIV2 C From Leg 4.00 -60.0000 171.00 No Ice 7.55 4.23 110
w/Mount Pipe -4.00
4.00
E15S09P78 B From Leg 4.00 -60.0000 171.00 No Ice 0.75 0.34 17
6.00
4.00
(2)E15S09P78 C From Leg 4.00 -60.0000 171.00 No Ice 0.75 0.34 17
0.00
4.00
DC2-48-60-0-9E A From Leg 4.00 -60.0000 171.00 No Ice 0.99 0.60 16
-6.00
4.00
(2)DC2-48-60-0-9E B From Leg 4.00 -60.0000 171.00 No Ice 0.99 0.60 16
-6.00
4.00
DC2-48-60-0-9E C From Leg 4.00 -60.0000 171.00 No Ice 0.99 0.60 16
-2.00
4.00
RRUS 32 A From Leg 4.00 -60.0000 171.00 No Ice 2.86 1.78 55
-2.00
4.00
RRUS 32 B From Leg 4.00 -60.0000 171.00 No Ice 2.86 1.78 55
-2.00
4.00
RRUS 32 C From Leg 4.00 -60.0000 171.00 No Ice 2.86 1.78 55
-2.00
4.00
DC6-48-60-18-8F A From Leg 4.00 -60.0000 171.00 No Ice 1.21 1.21 33
-2.00
4.00
DC6-48-60-18-8C B From Leg 4.00 -60.0000 171.00 No Ice 1.14 1.14 26
-6.00
4.00
RRUS 32 B2 A From Leg 4.00 -60.0000 171.00 No Ice 2.73 1.67 53
-2.00
4.00
(2)RRUS 32 B2 B From Leg 4.00 -60.0000 171.00 No Ice 2.73 1.67 53
0.00
4.00
RRUS 32 B66 A From Leg 4.00 -60.0000 171.00 No Ice 2.74 1.67 53
-2.00
4.00
(2)RRUS 32 B66 B From Leg 4.00 -60.0000 171.00 No Ice 2.74 1.67 53
0.00
4.00
RRUS 4478 B14_CCIV2 A From Leg 4.00 -60.0000 171.00 No Ice 2.02 1.25 59
b
WxT owes Jo Pasco County(VS) (BU 826548) Page
19 of 27
Tower Engineering Project Date
Professionals TEP No.48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle
FAX.•(919)661-6350 mfrank
Description Face Offset Offsets: A=imuth Placement CAA., CAA, Weight
or Type Hor= Adjustment Front Side
Leg Lateral
Vert
ft o ft ft-' ft-' lb
ft
ft
-6.00
4.00
RRUS 4478 B 14_CCIV2 B From Leg 4.00 -60.0000 171.00 No Ice 2.02 1.25 59
-6.00
4.00
RRUS 4478 B14_CCIV2 C From Leg 4.00 -60.0000 171.00 No Ice 2.02 1.25 59
-6.00
4.00
RRUS 4449 135/13 12 A From Leg 4.00 -60.0000 171.00 No Ice 1.97 1.41 71
-2.00
4.00
RRUS 4449 135/13 12 B From Leg 4.00 -60.0000 171.00 No Ice 1.97 1.41 71
-2.00
4.00
RRUS 4449 135/1312 C From Leg 4.00 -60.0000 171.00 No Ice 1.97 1.41 71
-2.00
4.00
DC6-48-60-18-8C A From Leg 4.00 -60.0000 171.00 No Ice 1.14 1.14 26
-2.00
4.00
DC2-48-60-0-9E A From Leg 4.00 -60.0000 171.00 No Ice 0.99 0.60 16
-2.00
4.00
DC2-48-60-0-9E B From Leg 4.00 -60.0000 171.00 No Ice 0.99 0.60 16
-6.00
4.00
(2)2.9"Dia.x 8'Pipe A From Leg 4.00 0.0000 171.00 No Ice 2.30 2.30 46
4.00
0.00
(2)2.9"Dia.x 8'Pipe B From Leg 4.00 0.0000 171.00 No Ice 2.30 2.30 46
4.00
0.00
(2)2.9"Dia.x 8'Pipe C From Leg 4.00 0.0000 171.00 No Ice 2.30 2.30 46
4.00
0.00
2.4"Dia x 12-ft Pipe A From Leg 4.00 0.0000 171.00 No Ice 2.86 2.86 40
3.00
0.00
2.4"Dia x 12-ft Pipe B From Leg 4.00 0.0000 171.00 No Ice 2.86 2.86 40
3.00
0.00
2.4"Dia x 12-ft Pipe C From Leg 4.00 0.0000 171.00 No Ice 2.86 2.86 40
3.00
0.00
(2)L2 1/2x2 1/2x1/4 x 4'-4" A From Leg 2.00 0.0000 171.00 No Ice 1.68 1.68 18
0.00
0.00
(2)L2 1/2x2 1/2x1/4 x 4'-4" B From Leg 2.00 0.0000 171.00 No Ice 1.68 1.68 18
0.00
0.00
(2)L2 1/2x2 1/2xl/4 x 4'4" C From Leg 2.00 0.0000 171.00 No Ice 1.68 1.68 18
0.00
0.00
Sector Mount[SM 503-3] C None 0.0000 171.00 No Ice 33.64 33.64 1691
**160**
CAP-FRO-656 w/Mount A From Leg 4.00 -60.0000 160.00 No Ice 5.09 5.01 40
Pipe 7.00
Page
tnxi wer Job Pasco County(VS) (BU 826548) 20 of 27
Tower Engineering Project Date
Professionals TEP No.48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle
FAX:(919)661-6350 mfrank
Description Face Offset Offsets: A=imuth Placement CaA, Q A.4 Weight
or Type Hor Adjustment Front Side
Leg Lateral
Vert
ft 0 ft ft2 fr' 16
ft
ft
0.00
CAP-FRO-656 w/Mount B From Leg 4.00 0.0000 160.00 No Ice 5.09 5.01 40
Pipe -7.00
0.00
CAP-FRO-656 w/Mount C From Leg 4.00 -40.0000 160.00 No Ice 5.09 5.01 40
Pipe 7.00
0.00
(2)MX06FRO860-02 w/ A From Leg 4.00 -60.0000 160.00 No Ice 8.84 7.49 112
Mount Pipe -3.00
0.00
(2)MX06FRO860-02 w/ B From Leg 4.00 0.0000 160.00 No Ice 8.84 7.49 112
Mount Pipe 3.00
0.00
(2)MX06FRO860-02 w/ C From Leg 4.00 -40.0000 160.00 No Ice 8.84 7.49 112
Mount Pipe -3.00
0.00
(2)RRUS 32 A From Leg 4.00 -60.0000 160.00 No Ice 2.86 1.78 55
2.00
0.00
(2)RRUS 32 B From Leg 4.00 0.0000 160.00 No Ice 2.86 1.78 55
2.00
0.00
(2)RRUS 32 C From Leg 4.00 -40.0000 160.00 No Ice 2.86 1.78 55
2.00
0.00
RRFDC-3315-PF-48 A From Leg 4.00 -60.0000 160.00 No Ice 3.36 2.19 21
2.00
0.00
2.4"Dia.x 6-ft A From Leg 4.00 0.0000 160.00 No Ice 1.43 1.43 22
-2.00
0.00
2.4"Dia.x 6-ft B From Leg 4.00 0.0000 160.00 No Ice 1.43 1.43 22
-2.00
0.00
2.4"Dia.x 6-ft C From Leg 4.00 0.0000 160.00 No Ice 1.43 1.43 22
-2.00
0.00
Site Pro I VFAI4-HD A From Leg 2.00 0.0000 160.00 No Ice 14.40 9.20 672
0.00
0.00
Site Pro I VFA14-HD B From Leg 2.00 0.0000 160.00 No Ice 14.40 9.20 672
0.00
0.00
Site Pro 1 VFA14-HD C From Leg 2.00 0.0000 160.00 No Ice 14.40 9.20 672
0.00
0.00
**148**
APXVERR18-C w/Mount A From Leg 4.00 0.0000 148.00 No Ice 8.26 6.95 76
Pipe 0.00
1.00
APXVERRI8-C w/Mount B From Leg 4.00 0.0000 148.00 No Ice 8.26 6.95 76
Pipe 0.00
1.00
APXVERR18-C w/Mount C From Leg 4.00 0.0000 148.00 No Ice 8.26 6.95 76
Pipe 0.00
1.00
AIR 6488 B41 w/Mount Pipe A From Leg 4.00 0.0000 148.00 No Ice 6.20 3.54 127
WxT®weer Job Pasco County(VS) (BU 826548) Page21 of 27
Tower Engineering Project Date
Professionals TEP No. 48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC27603 Client Designed by
Phase:(919)661-6351 Crown Castle
FAX.-(919)661-6350 mfrank
Description Face Offset Offsets: Azimuth Placement ( aAA CAA Weight
or Type Hor- Adjustment Front Side
Leg Lateral
Vert
ft 0fr fr' ft-' lb
ft
ft
6.00
1.00
AIR 6488 B41 w/Mount Pipe B From Leg 4.00 0.0000 148.00 No Ice 6.20 3.54 127
6.00
1.00
AIR 6488 B41 w/Mount Pipe C From Leg 4.00 0.0000 148.00 No Ice 6.20 3.54 127
6.00
1.00
RRUS 31 B25 A From Leg 4.00 0.0000 148.00 No Ice 1.62 1.28 56
0.00
2.00
RRUS 31 B25 B From Leg 4.00 0.0000 148.00 No Ice 1.62 1.28 56
0.00
2.00
RRUS 31 B25 C From Leg 4.00 0.0000 148.00 No Ice 1.62 1.28 56
0.00
2.00
RRUS 1 I A From Leg 4.00 0.0000 148.00 No Ice 2.79 1.19 51
0.00
2.00
RRUS I 1 B From Leg 4.00 0.0000 148.00 No Ice 2.79 1.19 51
0.00
2.00
RRUS I 1 C From Leg 4.00 0.0000 148.00 No Ice 2.79 1.19 51
0.00
2.00
(3)ACU-A20-N A From Leg 4.00 0.0000 148.00 No Ice 0.07 0.12 1
0.00
2.00
(3)ACU-A20-N B From Leg 4.00 0.0000 148.00 No Ice 0.07 0.12 1
0.00
2.00
(3)ACU-A20-N C From Leg 4.00 0.0000 I48.00 No Ice 0.07 0.12 1
0.00
2.00
800MHz SMR Filter A From Leg 4.00 0.0000 148.00 No Ice 0.65 0.22 9
0.00
2.00
800MHz SMR Filter B From Leg 4.00 0.0000 148.00 No Ice 0.65 0.22 9
0.00
2.00
800MHz SMR Filter C From Leg 4.00 0.0000 148.00 No Ice 0.65 0.22 9
0.00
2.00
2.4"Dia x 8-11 Mount Pipe A From Leg 4.00 0.0000 148.00 No Ice 1.90 1.90 29
-6.00
0.00
2.4"Dia x 8-ft Mount Pipe B From Leg 4.00 0.0000 148.00 No Ice 1.90 1.90 29
-6.00
0.00
2.4"Dia x 8-ft Mount Pipe C From Leg 4.00 0.0000 148.00 No Ice 1.90 1.90 29
-6.00
0.00
Site Pro 1 VFA12-HD A From Leg 2.00 0.0000 148.00 No Ice 13.20 9.20 658
0.00
0.00
Site Pro 1 VFA12-HD B From Leg 2.00 0.0000 148.00 No Ice 13.20 9.20 658
b
tnxTower Jo Pasco County(VS) (BU 826548) Page22 of 27
Tower Engineering Project Date
Professionals TEP No.48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC27603 Client Designed by
Phone:(919)661-6351 Crown Castle
FAX.-(919)661-6350 mfrank
Description Face Offset Offsets: Azimuth Placement CIA,, C,A.4 Weight
or Type Hor Adjustment Front Side
Leg Lateral
Vert
ft 0 ft f? fr' lb
ft
ft
0.00
0.00
Site Pro I VFA12-HD C From Leg 2.00 0.0000 148.00 No Ice 13.20 9.20 658
0.00
0.00
**140**
HB-X-AW-23-33-OOT A From Leg 4.00 -60.0000 140.00 No Ice 3.52 3.52 44
6.00
0.00
HB-X-AW-23-33-OOT B From Leg 4.00 -60.0000 140.00 No Ice 3.52 3.52 44
6.00
0.00
HB-X-AW-23-33-OOT C From Leg 4.00 -60.0000 140.00 No Ice 3.52 3.52 44
6.00
0.00
Sector Mount[SM 402-3] A None 0.0000 140.00 No Ice 18.91 18.91 851
Bolt Design Data
Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allotivable Criteria
No. Type Grade Of Load Load Load Ratio
ft in Bolts per Bolt per Bolt Allowable
lb lb
Tl 190 Leg A325N 0.7500 4 3089 30101 0.103 1.05 Bolt Tension
Diagonal A325N 0.5000 2 2190 4996 0.438 1.05 Member Block
Shear
Top Girt A325N 0.5000 l 1833 8265 0.222 1.05 Member Bearing
T2 180 Leg A325N 0.8750 4 14779 41556 0.356 1.05 Bolt Tension
Diagonal A325N 0.5000 2 4286 5505 0.778 1.05 Member Block
Shear
Top Girt A325N 0.5000 1 52 8265 0.006 1.05 Member Bearing
T3 160 Leg A325N 1.0000 6 19340 54517 0.355 1.05 Bolt Tension
Diagonal A325X 0.7500 1 11198 17944 0.624 1.05 Member Block
Shear
Top Girt A325N 0.7500 1 291 18923 0.015 1.05 Member Bearing
T4 140 Leg A325N 1.5000 4 45416 126472 0.359 1.05 Bolt Tension
Diagonal A325N 0.6250 2 6213 7697 0.807 1.05 Member Block
Shear
Top Girt A325N 0.6250 1 3242 13806 0.235 1.05 Bolt Shear
T5 120 Diagonal A325N 0.6250 2 6341 7697 0.824 1.05 Member Block
Shear
Top Girt A325N 0.6250 1 2434 13806 0.176 1.05 Bolt Shear
T6 113.333 Diagonal A325N 0.6250 2 6485 7697 0.842 1.05 Member Block
Shear
T7 106.667 Leg A325N 1.5000 6 40751 126472 0.322 1.05 Bolt Tension
Diagonal A325X 0.6250 2 7045 15395 0.458 1.05 Member Block
Shear
T8 100 Leg A325N 1.5000 6 50075 126472 0.396 1.05 Bolt Tension
Diagonal A325N 0.7500 2 8403 12506 0.672 1.05 Member Block
Shear
Job Page
Wx7'ower Pasco County(VS) (BU 826548) 23 of 27
Tower Engineering Project Date
Professionals TEP No.48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC27603 Client Designed by
Phone:(919)661-6351 Crown Castle mfrank
FAX. (919)661-6350
Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria
No. Type Grade Of Load Load Load Ratio
ft in Bolts per Bolt per Bolt Allowable
lb lb
Top Girt A325N 0.7500 1 4486 18923 0.237 1.05 Member Bearing
T9 80 Diagonal A325N 0.6250 2 8056 11623 0.693 1.05 Member Block
Shear
Top Girt A325N 0.6250 1 4518 13050 0.346 1.05 Member Bearing
T10 70 Leg A325N 1.5000 6 60023 126472 0.475 1.05 Bolt Tension
Diagonal A325X 0.6250 2 9145 23245 0.393 1.05 Member Block
Shear
T11 60 Leg A325N 1.5000 6 69826 126472 0.552 1.05 Bolt Tension
Diagonal A325N 0.7500 2 9603 18759 0.512 1.05 Member Block
Shear
Top Girt A325N 0.7500 1 6118 15769 0.388 1.05 Member Bearing
T12 40 Diagonal A325N 0.7500 2 9062 18759 0.483 1.05 Member Block
Shear
Top Girt A325N 0.7500 1 5742 15769 0.364 1.05 Member Bearing
T13 30 Leg A325N 1.5000 6 79347 126472 0.627 1.05 Bolt Tension
Diagonal A325X 0.7500 2 10485 33495 0.313 1.05 Gusset Bearing
T14 20 Diagonal A325N 0.7500 2 10726 18759 0.572 1.05 Member Block
Shear
Top Girt A325N 0.7500 1 6103 15769 0.387 1.05 Member Bearing
Compression Checks
Leg Design Data (Compression)
Section Elevation Size L L„ Kl/r A P„ �P„ Ratio
No. P.
ft ft ft in1 lb lb �1`11
T1 190-180 Pipe 2.5 STD 10.00 5.00 63.3 1.7040 -17571 53866 0.326'
K=1.00
T2 180-160 PIPE 3.5 STD 20.00 5.00 44.9 2.6795 -69472 96872 0.717'
K=1.00
T3 160-140 Pipe 5 STD 20.02 6.67 42.7 4.2974 -133919 157400 0.851 '
K=1.00
T4 140-120 Pipe 8 STD 20.02 6.67 27.3 8.3993 -205737 330771 0.622'
K=1.00
T5 120-113.333 Pipe 8 STD 6.67 6.67 27.3 8.3993 -229038 330771 0.692'
K=1.00
T6 113.333- Pipe 8 STD 6.67 6.67 27.3 8.3993 -252610 330771 0.764'
106.667 K=1.00
T7 106.667-100 Pipe 8 STD 6.67 6.67 27.3 8.3993 -274177 330771 0.829'
K=1.00
T8 100-80 Pipe 10 STD(SCH40) 20.02 10.01 32.5 11.9656 -336355 461312 0.729'
K=1.00
T9 80-70 Pipe 10 STD(SCH40) 10.01 10.01 32.5 11.9656 -369915 461312 0.802'
K=1.00
T10 70-60 Pipe 10 STD(SCH40) 10.01 10.01 32.5 11.9656 -403034 461312 0.874'
K=1.00
Tll 60-40 Pipe 12STD 20.02 10.01 27.4 14.5790 -470040 573746 0.819'
K=1.00
T12 40-30 Pipe 12 STD 10.01 10.01 27.4 14.5790 -503079 573746 0.877'
K=1.00
T13 30-20 Pipe 12 STD 10.01 10.01 27.4 14.5790 -535678 573746 0.934'
tIZxTowef Job Pasco County(VS) (BU 826548) Page24 of 27
Tower Engineering Project Date
Professionals TEP No. 48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle mfrank
FAX:(919)661-6350
Section Elevation Size L L„ KI1r A P. Ratio
No. P.
ft ft ft ins lb Ib
K=1.00
T14 20-0 Pipe 12 XH 2O.02 10.01 27.7 19.2423 -601377 756510 0.795'
K=1.00
'P„ /�P„controls
Diagonal Design Data Compression
Section Elevation Size L L„ KI/r A P �P„ Ratio
No. P.
ft ft ft in lb lb W,
T1 190-180 L1 3/4xl 3/4x3/16 9.43 4.41 146.0 0.6211 -4397 8341 0.527'
K=0.95
T2 180-160 L2x2x3/16 9.43 4.35 129.6 0.7150 -8657 12176 0.711 '
K=0.98
T3 160-140 2L2 1/2x2 1/20/160/8 11.52 5.51 85.0 1.8000 -12126 50089 0.242'
K=1.00
T4 140-120 L3x3x3/16 12.91 6.00 120.7 1.0900 -12644 21145 0.598'
K=1.00
T5 120-113.333 L3x3x3/16 13.39 6.24 124.4 1.0900 -12912 20094 0.643'
K=0.99
T6 113.333- L3x3x3/16 13.87 6.49 128.1 1.0900 -12830 19000 0.675'
106.667 K=0.98
T7 106.667-100 2L3x3x3/16xl/2 14.36 6.74 86.0 2.1797 -14442 58762 0.246'
K=1.00
T8 100-80 L3 1/20 1/2x1/4 17.41 8.18 136.4 1.6900 -16971 26003 0.653'
K=0.96
T9 80-70 L31/201/2xl/4 18.10 8.56 141.4 1.6900 -16357 24191 0.676'
K=0.96
T10 70-60 2L31/201/2xl/4xl/2 18.80 8.92 98.0 3.3750 -18615 84780 0.220'
K=1.00
Tll 60-40 L31/201/2x3/8 20.23 9.51 155.2 2.4800 -19425 29456 0.659'
K=0.93
T12 40-30 L3 1/20 MOM 20.96 9.88 160.1 2.4800 -18445 27681 0.666'
K=0.93
T13 30-20 2L3 1/20 1/2x3/8xl/2 21.69 10.25 114.6 4.9688 -21447 105031 0.204`
K=1.00
T14 20-0 L4x4x3/8 23.19 11.01 156.3 2.8600 -21780 33503 0.650'
K=0.93
P„ /�P„controls
Top Girt Design Data (Compression)
Section Elevation Size L L„ KI/r A P. Ratio
No. P.
ft ft ft in2 lb lb VP
Tl 190-180 L3 1/20 1/2xl/4 8.00 7.55 130.6 1.6900 -1851 28367 0.065'
K=1.00
T2 180-160 L3 1/20 1/2x1/4 8.00 7.55 130.6 1.6900 -7 28367 0.000'
K=1.00
inx3'Qwer Job Pasco County(VS) (BU 826548) Page25 of 27
Tower Engineering Project Date
Professionals TEP No. 48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC 27603 Client Designed by
Phone:(919)661-6351 Crown Castle mfrank
FAX.-(919)661-6350
Section Elevation Sire L L„ Kl/r A P. Ratio
No. P.
ft ft ft in lb lb W,
T3 160-140 L3 1/2x3 1/2x3/8 8.00 7.40 129.2 2.4800 -85 42533 0.002'
K=1.00
T4 140-120 L3 1/2x3 1/2x3/8 9.67 8.96 156.6 2.4800 -2635 28955 0.091 '
K=1.00
T5 120-113.333 L4x4x3/8 11.33 10.38 158.0 2.8600 -2088 32793 0.064'
K=1.00
T8 100-80 L4x4x3/8 13.00 12.01 182.9 2.8600 -4063 24470 0.166'
K=1.00
T9 80-70 L5x5x5/16 14.67 13.53 163.3 3.0300 -4225 32519 0.130'
K=1.00
Tl 1 60-40 L5x5x5/16 16.33 15.16 183.0 3.0300 -5713 25883 0.221 '
K=1.00
T12 40-30 L5x5x5/16 18.00 16.67 201.2 3.0300 -5364 21422 0.250'
K=1.00
KL/R>200(C)-187
T14 20-0 L5x5x5/16 19.67 18.33 221.3 3.0300 -5614 17704 0.317'
K=1.00
KL/R>200(C)-208
1 P„ /¢P controls
Tension Checks
Leg Design Data (Tension)
Section Elevation Sire L L„ Kl/r A P �P Ratio
No. P„
jt ft ft in' lb lb
Tl 190-180 Pipe 2.5 STD 10.00 5.00 63.3 1.7040 12355 70548 0.175'
T2 180-160 PIPE 3.5 STD 20.00 5.00 44.9 2.6795 59115 110933 0.533'
T3 160-140 Pipe 5 STD 20.02 6.67 42.7 4.2974 116040 177914 0.652'
T4 140-120 Pipe 8 STD 20.02 6.67 27.3 8.3993 181664 347729 0.522'
T5 120-113.333 Pipe 8 STD 6.67 6.67 27.3 8.3993 202998 347729 0.584'
T6 113.333- Pipe 8 STD 6.67 6.67 27.3 8.3993 224433 347729 0.645'
106.667
T7 106.667-100 Pipe 8 STD 6.67 6.67 27.3 8.3993 244504 347729 0.703 '
T8 100-80 Pipe 10 STD(SCH40) 20.02 10.01 32.5 11.9656 300449 495377 0.607'
T9 80-70 Pipe 10 STD(SCH40) 10.01 10.01 32.5 11.9656 330526 495377 0.667'
T10 70-60 Pipe 10 STD(SCH40) 10.01 10.01 32.5 11.9656 360140 495377 0.727'
Tl 1 60-40 Pipe 12 STD 20.02 10.01 27.4 14.5790 418957 603569 0.694'
T12 40-30 Pipe 12 STD 10.01 10.01 27.4 14.5790 447769 603569 0.742'
T13 30-20 Pipe 12 STD 10.01 10.01 27.4 14.5790 476079 603569 0.789'
T14 20-0 Pipe 12 XH 2O.02 10.01 27.7 19.2423 531922 796629 0.668'
P„ /�P„controls
Diagonal Design Data (Tension)
b
W xToweY Jo Pasco County(VS) (BU 826548) Page26 of 27
Tower Engineering Project Date
Professionals TEP No.48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC27603 Client Designed by
Phone:(919)661-6351 Crown Castle
mfrank
FAX.•(919)661-6350
Section Elevation Sire L L„ Kl/r A P� Ratio
No. P.
jt ft ft in' lb /6 W,
Tl 190-180 LI 3/4xl 3/4x3/16 9.43 4.41 102.3 0.3779 4380 16440 0.266'
T2 180-160 L2x2x3/16 9.43 4.35 87.9 0.4484 8571 19504 0.439'
T3 160-140 2L2 I/2x2 1/2x3/16x3/8 11.52 5.51 87.1 1.1039 11198 48020 0.233'
T4 140-120 L3x3x3/16 12.91 6.00 79.2 0.7120 12426 30973 0.401 '
T5 120-113.333 L3x3x3/16 13.39 6.24 82.3 0.7120 12682 30973 0.409`
T6 113.333- L3x3x3/16 13.87 6.49 85.4 0.7120 12969 30973 0.419'
106.667
T7 106.667-100 2L3x3x3/16x1/2 14.36 6.74 88.6 1.4238 14089 61937 0.227'
T8 100-80 L3 1/20 1/2x1/4 17.41 8.18 92.6 1.1034 16805 48000 0.350'
T9 80-70 L3 1/2x3 1/2x1/4 18.10 8.56 96.4 1.1269 16113 49019 0.329'
TIO 70-60 21-31/201/2xI/4x1/2 18.80 8.92 100.2 2.2500 18290 97875 0.187'
TI I 60-40 L3 1/20 I/2x3/8 20.23 9.51 109.3 1.6139 19206 70205 0.274'
T12 40-30 L3 I/2x3 1/2x3/8 20.96 9.88 113.4 1.6139 18123 70205 0.258'
T13 30-20 2L31/20I/2x3/8x1/2 21.69 10.25 117.1 3.2344 20971 140695 0.149'
T14 20-0 L4x4x3/8 23.19 11.01 109.6 1.8989 21452 82602 0.2601
P„ /�P controls
Top Girt Design Data (Tension)
Section Elevation Size L L„ K11r A P pP Ratio
No. P
ft ft ft in 1 lb lb WP
TI 190-180 L3 I/2x3 1/2xI/4 8.00 7.55 85.4 1.1503 1833 50039 0.037'
T2 180-160 L3 I/2x3 I/2xI/4 8.00 7.55 85.4 1.1503 52 50039 0.001 '
T3 160-140 L3 1/2x3 1/2x3/8 8.00 7.40 86.0 1.6139 291 70205 0.004`
T4 140-120 L3 I/2x3 I/2x3/8 9.67 8.96 103.2 1.6491 3242 71734 0.045'
T5 120-113.333 L4x4x3/8 11.33 10.38 103.6 1.9341 2434 84132 0.029'
T8 100-80 L4x4x3/8 13.00 12.01 119.8 1.8989 4486 82602 0.054'
T9 80-70 L5x5x5/16 14.67 13.53 105.2 2.0967 4518 91207 0.050'
Tl 1 60-40 L5x5x5/16 16.33 15.16 118.0 2.0674 6118 89933 0.068`
T12 40-30 L5x5x5/16 18.00 16.67 129.5 2.0674 5742 89933 0.064'
T14 20-0 L5x5x5/16 19.67 18.33 142.2 2.0674 6103 89933 0.068'
P„ /�P controls
Section Capacity Table
Section Elevation Component Size Critical P op�//",. % Pass
No. .lt Type Element lb lh Capacity Fail
Tl 190-180 Leg Pipe 2.5 STD 2 -17571 56559 31.1 Pass
72 180-160 Leg PIPE 3.5 STD 21 -69472 101716 68.3 Pass
T3 160-140 Leg Pipe 5 STD 51 -133919 165270 81.0 Pass
T4 140-120 Leg Pipe 8 STD 75 -205737 347310 59.2 Pass
T5 120-113.333 Leg Pipe 8 STD 99 -229038 347310 65.9 Pass
T6 113.333- Leg Pipe 8 STD 111 -252610 347310 72.7 Pass
106.667
T7 106.667-100 Leg Pipe 8 STD 120 -274177 347310 78.9 Pass
T8 100-80 Leg Pipe 10 STD(SCH40) 129 -336355 484378 69.4 Pass
T9 80-70 Leg Pipe 10 STD(SCH40) 147 -369915 484378 76.4 Pass
T10 70-60 Leg Pipe 10 STD(SCH40) 159 -403034 484378 83.2 Pass
Job W xTower Jo Pasco County(VS) (BU 826548) Page27 of 27
Tower Engineering Project Date
Professionals TEP No.48167.283829 15:26:24 07/22/19
326 Tryon Road
Raleigh,NC27603 Client Designed by
Phone:(919)661-6351 Crown Castle
FAX.-(919)661-6350 mfrank
Section Elevation Component Size Critical P oPo/1,,,,. % Pass
No. ft Type Element lb lb Capacity Fail
T11 60-40 Leg Pipe 12 STD 168 -470040 602433 78.0 Pass
T12 40-30 Leg Pipe 12 STD 186 -503079 602433 83.5 Pass
T13 30-20 Leg Pipe 12 STD 198 -535678 602433 88.9 Pass
T14 20-0 Leg Pipe 12 XH 207 -601377 794335 75.7 Pass
TI 190-180 Diagonal Ll 3/4xl 3/4x3/16 8 -4397 8758 50.2 Pass
T2 180-160 Diagonal L2x2x3/16 27 -8657 12785 67.7 Pass
74.1(b)
T3 160-140 Diagonal 2L2 1/2x2 1/20/160/8 58 -12126 52593 23.1 Pass
59.4(b)
T4 140-120 Diagonal L3x3x3/16 84 -12644 22202 57.0 Pass
76.9(b)
T5 120-113.333 Diagonal L3x3x3/16 108 -12912 21099 61.2 Pass
78.5(b)
T6 113.333- Diagonal L3x3x3/16 117 -12830 19950 64.3 Pass
106.667 80.2(b)
T7 106.667-100 Diagonal 2L3x3x3/16xl/2 126 -14442 61700 23.4 Pass
43.6(b)
T8 100-80 Diagonal L3 1/20 1/2xl/4 138 -16971 27303 62.2 Pass
64.0(b)
T9 80-70 Diagonal L3 1/2x3 1/2xl/4 156 -16357 25401 64.4 Pass
66.0(b)
T10 70-60 Diagonal 2L3 1/20 1/2xl/4xl/2 165 -18615 89019 20.9 Pass
37.5(b)
T11 60-40 Diagonal L31/201/2x3/8 177 -19425 30929 62.8 Pass
T12 40-30 Diagonal L3 1/2x3 1/2x3/8 195 -18445 29065 63.5 Pass
T13 30-20 Diagonal 2L3 1/20 1/2x3/8xl/2 204 -21447 110283 19.4 Pass
29.8(b)
T14 20-0 Diagonal IAx4x3/8 216 -21780 35179 61.9 Pass
Tl 190-180 Top Girt L3 1/20 1/2xl/4 6 -1851 29785 6.2 Pass
21.1(b)
T2 180-160 Top Girt L3 1/20 1/2xl/4 23 44 52541 0.2 Pass
0.6(b)
T3 160-140 Top Girt L3 1/2x3 1/2x3/8 52 291 73715 0.4 Pass
1.5(b)
T4 140-120 Top Girt L3 1/20 MOM 76 -2635 30403 8.7 Pass
22.4(b)
T5 120-113.333 Top Girt 14x4x3/8 100 -2088 34432 6.1 Pass
16.8(b)
T8 100-80 Top Girt L4x4x3/8 130 -4063 25694 15.8 Pass
22.6(b)
T9 80-70 Top Girt L5x5x5/16 148 -4225 34145 12.4 Pass
33.0(b)
T11 60-40 Top Girt L5x5x5/16 169 -5713 27177 21.0 Pass
37.0(b)
T12 40-30 Top Girt L5x5x5/16 187 -5364 22493 23.8 Pass
34.7(b)
T14 20-0 Top Girt L5x5x5/l6 208 -5614 18589 30.2 Pass
36.9(b)
Summary
Leg(T13) 88.9 Pass
Diagonal 80.2 Pass
(T6)
Top Girt 37.0 Pass
(T11)
Bolt Checks 80.2 Pass
RATING= 88.9 Pass
Program Version 8.0.5.0-11/28/2018 File:C:/Users/mfrank/Desktop/tnx/826548-Pasco County(VS)/826548_1726765_LC7.eri
July 22,2019
190-ft Self Supporting Tower Structural Analysis Report CCI BU No 826548
TEP Project Number 48167.283829, Order 449759, Revision 2 Page 9
APPENDIX B
BASE LEVEL DRAWING
tnxTower Report-version 8.0.5.0
1
(OTHER CONSIDERED EQUIPMENT)
(1) 1-1/4'TO 160 FT LEVEL (PROPOSED EQUIPMENT CONFlGURATION)
(12) 1-5/8'TO 160 FT LEVEL (3) 1-1/4'TO 148 FT LEVEL
LEG •••••••41100 OOO LEG
® O
(OTHER CONSIDERED EQUIPMENr)
• �O
(OTHER CONSIDERED EQUIPMENT) (3)5/16o TO 1711 FT LEVEL
(6) 1-5/8'TO 140 FT LEVEL • (3)3/8'TO 171 FT4 TO 7 FT LEVEL
LEVEL
(6)7/8'TO 171 FT LEVEL
• • (12) 1-5/8'TO 171 FT LEVEL
•
•
OTHER CONSIDERED EQUIPMENT)
1) 1-1/PTO 190 FT LEVEL
(1) 1-3/5'TO 190 FT LEVEL O
(12) 1-5/8'TO 190 FT LEVEL •
LEG B
BUSINESS UN1T:826548 TOWER ID:C-BASELEVEL
July 22,2019
190-ft Self Supporting Tower Structural Analysis Report M BU No 826548
TEP Project Number 48167.283829, Order 449759, Revision 2 Page 10
APPENDIX C
ADDITIONAL CALCULATIONS
tnxTower Report-version 8.0.5.0
An damp Aman.
ASCE 7 Hazards Report
AMERICAN SOCIETY GF CIVIL ENGINEERS
Address: Standard: ASCE/SEI 7-10 Elevation: 91 ft(NAVD 88)
No Address at This Risk Category: 11 Latitude: 28.248028
Location Soil Class: D-Stiff Soil Longitude: -82.185944
�~�;i"r .�: .•-i�,•" ;yam? «�� i�" ,,�,ram;' J -
e�a.r `f park « .'f .=
ter,
Psi t
�..z_1...
A-
P,d„
''''`�f`'.�'� %tF'tz;_-�f°; "'�'- .. S 2� �i=�i :sa � _ ,s•opx3lrag t ,\J
.• ,3
��y,ter..„—., d €._' ...y,�� ....�:..' _!'?'1'-'P•d ."TNn..b�nm - .1=
�''q s \. 1•, �CilC3ef'S?`dr{(s"?$q�: y . '' ;Y•^p+' ,: A v 2a -,limr`h .
s;-?''' T ��, '.`•� s'i ,,y.[^a'^:.'rc.,.t°"�as_,.,t`_ [Y. "$.•�... - 'i C:i[a _ '�
Wind
Results:
Wind Speed: 137 Vmph
10-year MRI 78 Vmph
25-year MRI 93 Vmph
50-year MRI 104 Vmph
100-year MRI 114 Vmph
Data Source: ASCE/SEI 7-10, Fig.26.5-1A and Figs. CC-1—CC-4, incorporating errata of
March 12, 2014
Date Accessed: Tue Mar 26 2019
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard.Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability=
0.00143, MRI = 700 years).
Site is in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. Glazed openings need not be
protected against wind-borne debris.
Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind
conditions.
httos://asce7hazardtool.online/ Page 1 of 3 Tue Mar 26 2019
ASCE,
AMRGAN SOGIUY OF GML ENGINUS
Seismic
Site Soil Class: D-Stiff Soil
Results:
Ss : 0.068 Sos 0.072
S, 0.034 Sol 0.055
Fa 1.6 TL 8
F 2.4 PGA: 0.032
SMs 0.108 PGA M : 0.051
SMi 0.083 FPGA 1.6
le 1
Seismic Design Category A
D 11 MCER Response Spectrum_ D D Design Response Spectrum
—i'N D070� ( _ m m..
,
0.08 0 06--A .
0.06
D Oa 0.04—
_-..
..___ ._.___.:.- ____.- . .... .._ _.._._____ 0.03-
0.03. ..: 0 02
-
0.02.
0.01 h _ .. 0.01
QI= F
0 1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6 7 8 9
Sa(9)vs T(s) Sa(9)vs T(s)
Data Accessed: Tue Mar 26 2019
Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating
Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2.
Additional data for site-specific ground motion procedures in accordance with
ASCE/SEI 7-10 Ch. 21 are available from USGS.
httos://asce7hazardtool.online/ Page 2 of 3 Tue Mar 26 2019
ASCE'
AMEREM SOCIM OFCML EN6INEMS
Ice
Results:
Ice Thickness: 0.00 in.
Concurrent Temperature: 25 F
Gust Speed: 30 mph
Data Source: Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8
Date Accessed: Tue Mar 26 2019
Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys
and gorges may exceed the mapped values.
Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds,
for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.
Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice
thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may
exceed the mapped values.
The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of
any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from
reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability,
currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement,
affiliation,relationship,or sponsorship of such third-party content by or from ASCE.
ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent
professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors,
employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential
damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by
law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
httos://asce7hazardtool.online/ Page 3 of 3 Tue Mar 26 2019
(ECOPhU
Project1 1
BU# 826548
Site Name Pasco County(VS)
Order# 449759 Rev. 2
Jower Information
Tower Type I Self Support
TIA-222 RevJ H Q Apply TIA-222-H Section 15.5
Applied Loads,
Comp. Uplift
Axial(k) 618.44' " 546.57
Shear(k) 60.87 54:80
Anchor Rod 1 Data
Quantity: 6
Diameter(in): 2.25
Material Grade: A615-75 Fy=75 ksi Fu=100 ksi
Grout Considered: No
lar(in): 2.625
Eta Factor, g: 1 ;i,k '
Thread Type: N-Included
Configuration: Symmetrical
jAnchor • 1 1 Results
Axial, Pu_c(kips) 103.07
Shear,Vu (kips) 10.15
Moment, Mu (kip-in) 17.31
Axial Cap., cDPn_c(kips) 243.75
Shear Cap., (�Vn (kips) 73.13
Moment Cap., (�Mn (kip-in) 94.70
Stress Rating 59.5% Pass
CClplate-version 3.6.0 Analysis Date:7/22/2019
Drilled Pier Foundation
1826548 CROWN
Site=. CASTLE
Order Number:1449759 Rev.2
TIA-222 Revison: H
Tower Type:L Self Support
Analysis Results Check YiBYiii Limitation
Applied'Loads Soil Lateral CI Compression Upfill Apply TIA-222-H Section 1 5.5:F--�
Moment I Comp. Uplift -D,.c�ft from TOC)1 20,76 20.76 1 NIA l:,,
Soil Safety Factor 17.39 9
Axial Force 546.573 Max moment(kit)7ft) 851.76 4t 15
Shear Force(kips)1 60.871 54.798 11 1 1 Rating'"1 7.3%
Soil Vertical Capacity Compression uplift
Material Properties Skin Friction(kips) 7K61 566.19
Strength,Concrete fc:I 41ksi End Bearing(kips) 406.73 -
Rebar
Strength,Fy:1, 601ksi Weight of Concrete(kips) 216.30 162,22
Total Capacity(kips) 1191.34 728.42
Pier Design Data Axial(kips) 834.74 546.57
Depth I it
Rating* 66.7% 71.5%
Ext.Above Grade l 0.51ft Reinforced Concrete Capacity Compression uplift
Pier Section I Critical Depth(ft from TOC) 21.40 19.02
From 0.Fabove grade to 42'below grade Critical Moment(kip-ft) 850.57 759.14
Pier Diameter 61ft Critical Moment Capacit 4516.61 2762.28
Rebar Quantity 26 Rating* 17.9% 26.2%
Rebar Size 9
Clear Cover to Ties 3 in Soil Interaction Rating"- 71.6%
Tie Size 4 Structural Foundation Rating" 26.2%
*Rating per TIA-222-H Section 15.5
Soil Profile
Groundwater-Depth i n/a ift #of Layers I - 5
Angle of., Calculated Calculated. Ultimate Skin Ultimate Skin- Ult.Gross
To p Bottom -'Thickness V,�ji y_ Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing:. SPT.Blow
yer Friction La (it) (pd) (pcf) Friction Comp Friction Uplift Override Friction Uplift. Soil Type'
(it) (ft) (ksf) d � Capacity Count' . ,'.'
'(degrees)' (ksf) (ksf) (ksf) Overricle'l[lisf) (ksf)
1 0 3 3 110 150 0 0.000 0.000 0,00 - '0.00 Cohesionless
2 3 12 9 110 150 30 0.000 '0.000 0.50- 0,35 Cohesionless
31 12 ' 3611 1581 100
l 6 1651 150 251 0.0001 0.000 1.501, 1.05 ----TCohesionless
4
50 4 1 1 ig 01 0.51 101-- 0,6891- 0.689 2,001 1!501 ty
51 401 421 21 1001 1501 '0;51 101' 0.7451' 0.7451, 2,001' 1.501 19,18 1 Silty
Version 2.1.1
Eltt5501
Steve Nichols
E-mail: steve.nichols@ericsson.com
Tel: 352-446-1241
CONTRACTORS LIMITED POWER OF ATTORNEY
Company Name: Ericsson
Site/Permit#38122 Henry Dr. Zeplzyrhills, Ff
To Whom It May Concern:
Please accept this -letter as a "Limited Power of Attorney," that I hereby authorize the below listed
individual(s) to pick up any necessary documents(s) required for any Building or Zoning Type Permits, that
may be required for the above property.
AUTHORIZED AGENUS):
• Ariel Buffington j;;m CO�F e,q • S4" 61 rc v-e S
Should you have any qjionlesasedo not hesitate to contact me at 352-446-1241.
Thank you,
Qualifier's Signature:
Print Name:
Contractor#: CGC1518237
Sworn and subscribed to me before this day of 19 by Steven HNichols
Who did take the oath is personally known t a
Notary Public:
Notary Seal
STEPHANI WRIGHTSON
+; = MY COMMISSION#GG 342734
oRo�°`•' EXPIRES:June 27,2023
Bonded Thru Notary Publlc Underwtltera