HomeMy WebLinkAbout18-19350 CITY OF ZEPHYRHILLS
5335-8TH STREET
(813)780-0020 19350
BUILDING PERMIT
PERMIT INFORMATION = LOCATION INFORMATION
Permit Number: 19350 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: 4/06/2018 Name: CITY OF ZEPHYRHILLS
Total Fees: 210.00 Address: 38122 HENRY DR
Amount Paid: 210.00 ZEPHYRHILLS, FL. 33542
Date Paid: 4/06/2018 Phone:
Work Desc: REPLACE ANTENNAS ADD HYBRID/RRU'S & OVP-VERZION
CONTRACTOR S - APPLICATION FEES
ASCEND WIRELESS NETWORKS INC BUILDING FEE 210.00
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1
Ins ections Re ed
FOOTER 2ND-ROUGH PLUMB MISC 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 rinspection,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. j
O RACTOR SIGN TURE PERMIT OFFItYR
PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION
CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED
PROTECT CARD FROM WEATHER
813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021
Building Department
826548/86775
Date Received 7-I b Phone Contact for Permitting 813 342 _ 3852
Owners Name Crown Castle for Verizon Owner Phone Number 813-342-3852
Owners Address 1 4511 N Himes Ave,Ste 210 Tampa FL 3361 Owner Phone Number
Fee Simple Titleholder Name 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 B NEW CONSTR e ADD/ALT Q SIGN = = DEMOLISH
INSTALL REPAIR
PROPOSED USE = SFR = COMM = OTHER
TYPE OF CONSTRUCTION = BLOCK = FRAME = STEEL r
DESCRIPTION OF WORK Replacing(9)antennas with(9)new,adding(1)hybrid,(6)RRUs 32's and(1)CIVP. ]r
BUILDING SIZE SCI FOOTAGE HEIGHT
=BUILDING $ 20,000 VALUATION OF TOTAL CONSTRUCTION
=ELECTRICAL $ AMP SERVICE = PROGRESS ENERGY = W.R.E.C.
=PLUMBING $
=MECHANICAL $ VALUATION OF MECHANICAL INSTALLATION 3��
=GAS = ROOFING 0 SPECIALTY = -OTHER YYY
FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA =YES NO a V�
BUILDER COMPANY Ascend Wireless Networks
SIGNATURE REGISTERED I Y/ N FEE CURREN Y/N
Address 756 Business Park Blvd.Winter Garden,FL 34787 License# CGC1521965
ELECTRICIAN COMPANY
SIGNATURE REGISTERED I Y/ N FEE CURREN Y/N
Address License#
PLUMBER COMPANY
SIGNATURE REGISTERED I Y/ N FEE CURREN I Y/N
Address I License#
MECHANICAL COMPANY
SIGNATURE REGISTERED I Y/ N FEE CURREN Y/N
Address License#
OTHER COMPANY
SIGNATURE REGISTERED I Y/ N FEE CURREN
Address License#
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIItllllllllillllllllll
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 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 all new projects.All commercial requirements must meet compliance
SIGN PERMIT Attach(2)sets of Engineered Plans.
—PROPERTY SURVEY required for all NEW construction.
Directions:
Fill out application completely.
Owner&Contractor sign back of application,notarized
If over$2500,a Notice of Commencement is required. (AIC upgrades over$7500)
Agent(for the contractor)or Power of Attorney(for the owner)would be someone with notarized letter from owner authorizing same
OVER THE COUNTER PERMITTING (Front of Application Only)
Reroofs if shingles Sewers Service Upgrades A/C Fences(Plot/Survey/Footage)
r
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. The undersigned assumes responsibility for compliance with any
applicable deed restrictions.
UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES: If the owner has hired a contractor or
contractors to undertake work,they may be required to be licensed-in accordance with state and local regulations. If the
contractor is not licensed as required by law, both the owner and contractor may be cited for a misdemeanor violation
under state law. If the owner or intended contractor are uncertain as to what licensing requirements may apply for the
intended work,they are advised to contact the Pasco County Building Inspection Division—Licensing Section at 727-847-
8009. Furthermore, if the owner has hired a contractor or contractors, he is advised to have the contractor(s) sign
portions of the"contractor Block"of this application for which they will be responsible. If you, as the owner sign as 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
justifiable cause for the extension. If work ceases for ninety(90)consecutive days,the job is considered abandoned.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING,CONSULT
WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
FLORIDA JURAT(F.S.117.03)
OWNER OR AGENT CONTRACTOR
�Sub�c�'be nd swormm t affirme_d))byfore me this Subscribed and sworn to or rmed betorg me this
GLby t'. [lt � t�a11e;M �(�_7by H�/X-7 �rr1&_k_h0.[J'%
Who is/are personally I own to me or has/have produced Who is/are personally crown to me or has/have produced
�J ��asidentification. as identification.
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`y i wi 4 Notary Public Notary Public
Commission No. Commission
�t R-1-
Lacey N Stovall
o ry e ,printed stamped Name of Note txt ��Exr..
ission
TERRI ANELL0 �ro� nanole
MY COMMISSION#FF188523
EXPIRES January 11,2019
(4t)7)398-0153 FloridallotaryService.com
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ASCEND
WIRELESS NETWORKS
Innovative solutions for the wireless world
City of Zephyrhills Building Department,
Building Permit#19350
38122 Henry Dr
Zephyrhills, FL 33542
Ascend Wireless Networks, Inc./Alan P Zirkelbach is requesting the above referenced permit to be
extended.Currently,the permit will expire before this project is finished,due to the delay of Verizon
material being delivered for this site.As soon as the material is received we can commence building.
Please let me know how we can have this permit extended for our project's completion.
Thank you,
Sophie Dodge
9 /�
i
INSTR#2018165776ORBK9795PG1694 Page 1 of 1
09/2812018 02:48 PM Ropt: 1994140 Rec: 10.00 DS:0.00 IT:0.00
PauCa S. O'Weil:PFLD.. Pasco.County CCerre&ComytrqCCer
J
Permit N.. -5-S I-) Parent ID No 02-26-21-0080-OOAOD-0070
826548_86775 NOTICE OF COMMENCEMENT
State of Florida County of Pasco
THE UNDERSIGNED hereby gives notice that Improvement will be made to certain real property,and In accordance with Chapter 713,Florida Statutes,
the following Information is provided in this Notice of Commencement
I Description of Property: Parcel Identification No.02-26-21-0080-00A00-0070
Street Address: 3B122 Henry Dr_
2. General Description of Improvement Verizon PCS:replacing 9 antennas with 9 new,adding 1 hybrid cable,6 RRUs,I OVP.No changes to
ground space.
3. Owner Information or Lessee Information if the Lessee contracted for the Improvement:
Crown Castle for Verizon
4511 N.Himes Rve"Ne.210 Tampa FL
Address city State
Interest in Property: Tower Operator
Name of Fee Simple Titleholder: CITY OFZEPHYRHILLS
5=8TH ST (if different from Owner listed above) ZEPHYRHILLS FL
Address city state4. Contractor, Ascend Wireless Networks
Name 756 Business Park Blvd. Winter Garden FL
Address City gists
Contractor's Telephone No.: 407-451-0474
5. Surety:
Name
Address city State
Amount of Bond: Telephone No.:
6. Lender.
Name
Address city State
Lenders Telephone No.:
7, Persons within the State of Florida designated by the owner upon whom notices or other documents may be served as provided by
Section 713.13(1)(a)(7),Florida Statutes:
Name
Address city State
Telephone Number of Designated Person:
8. In addition to himself,the owner designates of-
-to receive a copy of the Lienor's Notice as provided In Section 713.13(f)(b),Florida Statutes.
Telephone Number of Person or Entity Designated by Owner.
9. Expiration date of Notice of Commencement(the expiration date may not be before the completion of construction and final payment to the
contractor,but will be one year from the date of recording unless a different date is specified):
WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT
ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713. PART 11, SECTION 713.13, FLORIDA STATUTES, AND CAN
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. 'A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING,CONSULT
WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT.
Under penalty of perjury.I declare that I have read the foregoing notice of encem nt and that the facts stated therein are true to the best
of my knowledge and belief.
STATE OF FLORIDA
COUNTY OF PASCO
rign2fure of Owner or Lessee,orOwnoes or Lessee's Authorized
Officer/Director/Partner/Manager
r-,-u
Signatory'sMelOfficei
The foregoing Instrument was acknowledgedpefore me this_L_day-021d—VrA 20�by EAderfl—
as yvb le MA —(type of authority,e.g.,affloer,trustee,attorney In fact)for
Crown Castle — W (name of rbr an behalf afwhorn inslita,ant was executed).
Personally Known ff]LR Produced Identification[j Notary Signature
Type of Identification Produced Name(Print)
.4,
TERRI A NE LLo
My COMMISSION# -FFF188523 I
EXPIRES January 11,2019
(407)098-0153 ;e.com
wpdataibcs/noticecommencemenLpc053048
Jacqueline Boges
From: Jacqueline Boges
Sent: Thursday, September 20, 2018 1:20 PM
To: Bill Burgess; 'sophie.dodge@ascendwirelessnetworks.com'
Subject: RE: Online Form Submittal: Contact Us
Sophie you would send the letter for extension to Mr. Burgess attention he is list on this email.
Thankyou
From: Bill Burgess
Sent:Thursday,September 20, 20181:18 PM
To:Jacqueline Boges<jboges@ci.zephyrhills.fl.us>
Subject: FW:Online Form Submittal: Contact Us
I think you were looking for this ..Thank you
From: noreply@civicplus.com<noreply@civicplus.com>
Sent:Thursday,September 20, 201812:59 PM
To: Bill Burgess<bburgess@ci.zephyrhills.fl.us>; Kalvin Switzer<kswitzer@ci.zephvrhills.fl.us>
Subject: Online Form Submittal: Contact Us
Contact Us
Contact Information
Please complete the online form below to submit your questions/comments. If you
would like to contact us by phone, you may call(813) 780-0000.
First Name Sophie
Last Name Dodge
Addressl 756 Buisness Park Blvd
Address2 Field not completed.
City Winter Garden
I
State FL
Zip 34787
Phone Number 8162174161
Email Address sophie.dodge(aD-ascendwirelessnetworks.com
Questions or Comments
1
0
I LOH I UA
City of Zephyrhills
BUILDING PLAN REVIEW COMMENTS
Contractor/Homeowner:
Date Received:
Site: ���2 2-
Permit Type:
Approved Who comments: Approved w/the below comments: ❑ Denied w/the below comments: ❑
i
f
This co ent sheet shall be kept with the permit and/or plans.
�-
/&
Kalvin S zer—Plans Examiner Date Contractor and/or Homeowner
(Required when comments are present)
2013159491
This Instrument Prepared By: DS: 0.001549896 Rcl)t: *Rec: 52.IT: 0.00 50
Christopher S.Linde og/13/13 eRecording
Burr'&Forman LLP
200 South Orange Avenue PAULA S.OINEILPh.D,PASCO CLERK COMPTROLLER
Suite 800 09/13/13 03:15 141 1 of 6
Orlando,Florida 32801 oR BKO931 PG
Return to:
Old Republic Residential Information Services
530 S.Main Strect,Suite 1031
Akron,Ohio 44311
Attention:
STATE OF FLORIDA
COUNTY OF PASCO
Cross Reference to:
Book 3850,Page 1189
Book 4099,Page 1232
Pasco County,Florida Records
MEMORANDUM OF MASTER PREPAID LEASE
AND MANAGEMENT AGREEMENT
THIS MEMORANDUM OF MASTER PREPAID LEASE AND MANAGEMENT
AGREEMENT (this "Memorandum") is made this Z6 day of , 2013, by
and between T-MOBILE USA TOWER LLC, a Delaware limited liability company ("T-
Mobile Lessor"), having a mailing address of 12920 S.E. 38th Street; Bellevue, Washington
98006, and CCTMO LLC, a Delaware limited liability company ("Crown"), having a mailing
address of 2000 Corporate Drive, Canonsburg,Pennsylvania 15317.
1. The City of Zephyrhills and APT Tampa/Orlando ("Original T-Mobile Tenant")
entered into that certain Agreement dated November 24, 1997, a memorandum of which was
recorded in Book 3850, Page 1189 in the Public Records of Pascd County, Florida, for certain
real property as described on Exhibit A attached hereto and incorporated herein by reference
(the"Land").
2. T-Mobile Lessor and Crown are parties to (a) a Master Prepaid Lease (the "MPL")
and (b) a Management Agreement (the "MA"), each with an effective date of November 30,
2012, pursuant to which T-Mobile Lessor (as successor to Original T-Mobile 'Tenant) has
granted to Crown and Crown has accepted, either(y) a leasehold or sub-leasehold interest in the
Land, together with the telecommunications tower located thereon, and such other improvements
as more fully set forth in the MPL or the MA, as applicable (collectively, the "Site"), or (z) an
exclusive right to operate, manage and administer the Site, in either case, subject to the terms,
conditions and reservations in the MPL or the MA, as applicable.
3. The MPL and the MA each have a term that commenced on November 30, 2012 and
shall terminate or expire, with respect to the Site, on the Site Expiration Date or Technical
Closing Date, as applicable, and as determined in accordance with the MPL. and the MA, but in
no event later than December 31,2049.
BU#826548;Pasco County(VS)
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4. Crown has an option to purchase T-Mobile Lessor's right, title and interest in the Site
in accordance with Section 20 of the MPL.
5. Unless otherwise defined herein, capitalized terms shall have the meaning set forth in
the MPL. The MPL and the MA and any and all amendments thereto contain terms and
conditions in addition to those set forth in this Memorandum. This Memorandum is not intended
to amend or modify the terms and conditions of the MPL or the MA or of any amendments
thereto. The parties agree that the terms and conditions of the MPL and the MA, as applicable,
shall govern the relationship of the parties under this Memorandum and the MPI,and the MA are
each incorporated herein by reference. In the event of a conflict or inconsistency between the
terms of the MPL or the MA and this Memorandum, the applicable terms of the MPL and the
MA shall govern and control.
6. This Memorandum shall not be amended, supplemented or modified in any respect,
except pursuant to written agreement duly executed by the parties;provided,however, if the term
of both the MPL and MA shall terminate or expire with respect to the Site, the parties shall
execute and file a revocation of or amendment to this Memorandum to evidence such termination
or expiration. If either party fails to timely execute a revocation of or amendment to this
Memorandum promptly after the expiration or termination of both the MPL and MA, then the
other party shall have the right to execute such revocation or amendment as attorney in fact for
such failing party.
7. T-Mobile Lessor granted to Crown a Power of Attorney dated November 30, 2012
related to the leasing, management and operation of the Site, which Power of Attorney was
recorded as Instrument Number E2O13105967 in the aforesaid recording office.
[Remainder of page intentionally left blank. Signature and acknowledgments to follow.]
BU#826548;Pasco County(VS) 2
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IN WITNESS WHEREOF, the parties hereto have set their hands and seals as of the date first
above written.
WITNESSES. T-MOBILE LESSOR:
T-MOBILE USA TOWERLLC,
a Delaware limited liability company
Prin ame:
By: CCTMO LLC,
a Delaware limited liability company
Ar � Its: Attorney in Fact
int Name, r
By:
Name: rsa SiMgwia
Its: Manager
STATE OF
COUNTY OF
The foregoing instrument was acknowledged before me this 2-0 day of
2013,by, -4, 4-- Ac ,the RE-1—/21a4!�La e2go-,,- of CGfMO LLC,
a Delaware limited liabili6 company, as Attorney in Fact for T-MOALE USA TOWER LLC,
who executed the foregoing instrument on behalf of the said limited liability company. He/She is
personally known to me of has produced 4Z 1h as identification.
Given under my hand this_ZO day of A9vQ 2013.
0 A niq
o
No-fary Public
SARAN PEEL
'Co
Y public,
of Texas
N b mitc
Notary
State
My Commission
i�s-on Expires
August
08, 2C)15 W' SARAN E SCOPEL
4E Sd ,r�Notary Public,State of Texas
Printed Name -71 My Commission Expires
August 08, 2015
My Commission Expires:
My Commission Number: IV jAq
BU#826548;Pasco County(VS) 3
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OR BIK8931 PG3047
4 df 6
WITNESSES: CROWN:
CCTMO LLC,
Print e': t1ge 0 a Delaware Jimited liability company
;2
EAL)
Pr ame* By CK
Name: L156 M. j�CUSYNE
Its: KET Manager
STATF,OF_
COUNTY OF
The foregoing instrument was -acknowledged before me this day of
044a 2013 by 4rp, ;(A the XC—1 oftegj of
CCV&6 LLC, a Delaware limited liability co any, who executed the foregoing instv1ment on
behalf of the said limited liability company. He/She is personally known to me or has produced
NO: as identification.
Given under my hand this ZQ day of rqujo g44W 2013.
I AA 414
Norary'Public
ARAH E.SCOpEt
a v* "A N S
i Noa'V Public,SlatI,of Texas
Printed Name Y Commission Expires
August 08,2075
My Commission Expires:
My Commission Number: A)
BUO 826548;Pasco County(VS) 4
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EXHIBIT "A"
An approximately 8,549 square foot portion of the following described real property, together
with easements for ingress, egress and utilities thereto:
SITUATE IN THE COUNTY OF PASCO AND STATE OF FLORIDA.
ALL THAT CERTAIN LAND SITUATE IN PASCO COUNTY, FLORIDA, VIZ:
COMMENCING AT THE NORTHEAST CORNER OF THE SOUTH 1/2 OF THE SOUTHWEST 1/4 OF
SECTION 2, TOWNSHIP 26 SOUTH, RANGE 21 EAST, IN PASCO COUNTY, FLORIDA, RUN S.
88050`15" W., 1796.6 FEET ALONG THE NORTH LINE OF THE SOUTH 1/2 OF THE SOUTHWEST
1/4 OF SAID SECTION 2, THENCE RUN SOUTH 19.1 FEET FOR A POINT OF BEGINNING; SAID
POINT LYING ON THE SOUTH RIGHT OF WAY LINE OF HENRY DRIVE, THENCE CONTINUE SOUTH
200.0 FEET, THENCE RUN S. 88050115" W., 200.0' FEET, THENCE RUN NORTH 2O0.0 FEET
TO THE SOUTH RIGHT OF WAY LINE OF HENRY DRIVE, THENCE RUN N. 88050115/1 E., 200.0
FEET ALONG SAID RIGHT OF WAY LINE TO THE POINT OF BEGINNING, BEING A PORTION OF
TYSON SUBDIVISION, AS RECORDED IN PLAT BOOK 4, PAGE 109, PASCO COUNTY, RECORDS.
TAX ID NO: 02-26-21-0080-OOA00-0070
ADDRESS: 38122 Henry Dr., ZephyrhiI15, FL 33540
Being more particularly described as:
I
i
BU#826548;Pasco County(VS) A-1
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A PARCEL OF LAND LYING IN THE SOUTH 1/2 OF THE SOUTHWEST 1/4 OF SECTION
2, TOWNSHIP 26 SOUTH, RANGE 21 EAST, PASCO COUNTY, FLORIDA.-ALSO BEING
A PORTION OF TYSON SUBDMSION, ACCORDING TO THE MAP OR PLAT-AS
RECORDED IN PLAT BOOK 4, PAGE 109. OF THE PUBLIC RECORDS OF PASCO COUNTY,
FLORIDA; SAID PARCEL OF LAND BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS;
FOR A POINT OF REFERENCE, COMMENCE AT THE NORTHEAST CORNER OF THE SOUTH
1/2-OF THE SOUTHWEST 1/4 OF SECTION 2, TOWNSHIP 26 SOUTH, RANGE 21 EAST,
PASCO COUNTY, FLORIDA; THENCE S.88'50'15"W., ALONG THE NORTH LINE OF SAID
SOUTH 1/2 OF THE SOUTHWEST 1/4 OF SAID SECTION -2. A DISTANCE OF 1796.6
FEET; THENCE S.00'00'00" ., A DISTANCE OF 19.1 FEET TO A POINT WHICH LIES
A E
LONG SAID SOUTH RIGHT—OF—WAY LINE; THENCE S.89'18'10"W.. ALONG SAID SOUTH
RIGHT—OF—WAY LINE,- 103.74 FEET TO A POINT OF BEGINNING;THENCE S.01'44149"W.,
80.1 FEET; THENCE S.53'43'42"W.. 21.6 FEET; THENCE N.88'15'11"W.. 76.3 FEET;
THENCE N.00'00'44-W., 8.9.3 FEET TO A POINT .ALONG SAID SOUTH RIGHT—OF—WAY LINE;
THENCE N.89'18'10"E., ALONG SAID SOUTH RIGHT—OF—WAY LINE, 96.2 FEET TO
THE POINT OF BEGINNING.
SAID PROJECT AREA CONTAINING 8539 SQUARE FEET, MORE OR LESS.
TOGETHER WITH A NON—EXCLUSIVE UTILITY EASEMENT.LYING SEVEN AND ONE--HALF
FEET TO THE RIGHT AND SEVEN ONE—HALF FEET TO THE LEFT OF A CENTERLINE
BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS;
FOR A POINT OF REFERENCE, COMMENCE AT THE NORTHEAST CORNER OF THE SOUTH
1/2 OF THE SOUTHWEST 1/4 OF SECTION 2, TOWNSHIP 26 SOUTH, RANGE 21 EAST,
PASCO COUNTY, FLORIDA; THENCE S.88'50'15-W.. ALONG THE NORTH LINE OF SAID
SOUTH 1/2 OF .THE SOUTHWEST 1/4 OF SAID SECTION 2, A DISTANCE OF 1796.6
FEET; THENCE S.00'00'00"E.. A DISTANCE OF 19.1 FEET TO A POINT WHICH LIES
ALONG SAID SOUTH RIGHT—OF—WAY LINE; THENCE S.89'18'10"W., ALONG SAID SOUTH
RIGHT—OF-=WAY LINE. 103.74 FEET; THENCE S.01'44'49"W.. 80.1 FEET; THENCE
THENCE S.53'43'42"W., 21.6 FEET; THENCE N.88'15'11"W., 25.6 FEET TO A POINT
OF BEGINNING; THENCE S.39'58'06"W., 52.35 FEET TO THE POINT OF TERMINATION.
THE SIDELINES OF EASEMENT TO BE SHORTENED OR PROLONGED TO MEET AT ANGLE
POINTS AND/OR BOUNDARY LINES.
SAID UTILITY EASEMENT CONTAINS 785 SQUARE FEET, MORE OR LESS. /I
BUd#826548;Pasco County(VS) 2
2109484 v I
Document Break Sheet
Document Identification:
Document Name: A2G0082A 01 MOL 19980000 1
Document Date: 19980000
Image Name:
Location Identifier: A2G0082A
Truncated Doc Name: MOL
Document Sequence: 01
ABSTRACT
ea:dey,ce4t,
�. s tie Ate'
Site No.A-2-G-082-G �110 '•- UJ&W way Le
THISANSTRUMENT PREPARED t1 o
UNDER THE SUPERVISION OF:Tim Ba ' ger 104WAW
RECORD AND RETURN TO: a
Corporate Legal Review
APT Tampa/Orlando, Inc.
6902 Cypress Park Drive .Q.
Tampa, FL 33634
MEMORANDUM OF SITE AGREEMENTILEASE FOR ND
THIS MEMORANDUM OF SITE AGREEMENTILEASE FOR FKate
"Memorandum" :,ie-cede-end
CITY OF ZEPHYRHILLS, a municipality of Florida, whose address is
5335 Eighth Street, Zephyrhills, FL 33540-4312 as "Owner", and TampalOrlando, Inc.; a. Delaware
corporation,with an address of 8410 W. Bryn Mawr, Suite 1100, Chicago, IL 60631-3486, "APT".
1. PREMISES. Owner and APT have entered into a Site Agreement for Land dated
as of November 24, 1997, (together with any amendments and modifications thereto, the "Site Agreement"),
whereby Owner has leased and APT has_hired those certain premises in Pasco County, Florida, consisting of,
among other things, approximately 539 square feet of land, as depicted and legally described on Exhibit"A"
attached hereto and hereby incorporate into this Memorandum and certain easer�ents(the"Project Site"). 2 o��-
'Ls W.5 ccrta. -D.cL A h C&M AXWA 6fWA4ew SAJ\"
2. TERM. The initial term of the Site Agreement shall be a period of five (5) and a fraction years Lr}A'-
commencing as of the "Commencement Date," as defined herein below, and terminating on the 31st day of
December following the fifth (5th)annual anniversary of the Commencement Date unless otherwise terminated as Ex-A
provided in the Site Agreement("Initial,Term"). �O
3. RENEWAL OPTIONS. In addition to the Initial Term and on and subject to the terms of the Site
Agreement, the Site Agreement term may be automatically extended for four (4) consecutive periods of five (5) 11e�aQ
years each. Each such extension shall be known hereinafter as a "Renewal Term." Hereinafter, the Initial Term,
together with any and all Renewal Terms, shall be known as the"Term"of the Site Agreement.
4. COMMENCEMENT. The"Commencement Date" is the date on which APT begins construction of CQ
the APT Facilities (as defined in the Site Agreement). Accordingly, unless otherwise specifically 5R&
stated here: February 23, 1998, the Commencement Date shall be the date of APT's filing of a Notice of
Commencement in the public records of the county in which the Project Site is located. `
5. LEASE INCORPORATED. All of the terms,conditions, provisions and covenants of the Site
Agreement are hereby incorporated herein as if fully set forth in this Memorandum. To the extent that any of the
terms hereof are inconsistent with the terms of the Site Agreement,the terms of the Site Agreement shall control.
In the event that an inspection of or reference to the full terms, conditions, provisions or covenants of the Site
Agreement is desired or necessary,a request for such inspection should be made to.the Owner at the address set
forth above, stating the name and address of the person and/or entity requesting the inspection, and setting forth
the reason for the inspection. The Owner may permit or refuse such inspection in its sole and absolute discretion.
OK�
� ��t�
IN WITNESS WHEREOF, Owner and APT have executed this Memorandum as of the date and year set forth
below their respective signatures.
Signed, sealed and delivered OWNER:
in the presence of:
Witnesses: CITY OF ZEPHYRHILLS,a municipality of
the State of Florida
1. By.
Print Name: Print Name:
Print Title:City Council President
2. Date:
Print Name:
Afitest.
Print Name:
Print Title: City Clerk
.[Corporate Seal]
Date:
TENANT:
Witnesses: APT Tampa/Orlando,Inc.,a Delaware
corporation
1. By:
Printed Name: Name: Tony R. McDowell
2. Title: Director, Engineering and Operations
Printed Name: and Authorized Agent
[Corporate Seal]
Date:
STATE OF FLORIDA
COUNTY OF
i
The foregoing instrument was acknowledged before me on this day of 1998, by
as of CITY OF ZEPHYRHILLS, a
municipality of the State of Florida, on behalf of the CITY OF ZEPHYRHILLS. He/she is personally known to me or
has produced as identification.
My commission expires:
Notary Public-State of Florida
[Seal] Commission Number.
t
STATE OF FLORIDA
COUNTY OF
The foregoing instrument was acknowledged before me on this day of 1997, by Tony R.
McDowell, as Director, Engineering and Operations and Authorized Agent, of APT TampalOrlando, Inc., a
Delaware corporation. He is personally known to me or has produced
as identification.
My commission expires:
Notary Public-State of Florida
[Seal] Commission Number.
DR BK 4.099 pro 1232
5of7
SITE ID: A-2-GO82-G
SITE NAME:City of Zephyrhills
- AMENDMENT NO. 1 TO SITE AGREEMENT FOR LAND
This Amendment No.1 To Site Agreement For Land ("Amendment") is entered into as of the date last
signed by all parties hereto, and modifies and amends that Site Agreement for Land dated November 24, 1997
and fuily-executed on 12/10/97 ("Site Agreement"), by and between the City of Zephyrhills ("Owner'), and APT
Tampa/Odando, Inc.,a Delaware corporation ("APT").
NOW, THEREFORE, in consideration of the mutual covenants contained herein and for other good and
valuable consideration,the receipt and sufficiency of which is hereby acknowledged and agreed,the parties hereto
agree as follows:
1. Exhibit B to the Site Agreement is hereby amended and restated as follows:
The attached Exhibit B(pages 1 and 2)shall now replace the existing Exhibit B.
Except as expressly set forth above, all provisions of the Site Agreement remain unchanged and in full
force and effect. In case of any inconsistencies between the terms and conditions contained in the Site
Agreement and the terms and conditions contained herein, the terms and conditions herein shall control, and
unless otherwise defined herein, have the same meaning as in the Site Agreement.
IN WITNESS WHEREOF, each of the parties have executed this Amendment as of the date below their
respective signatures.
OWNER
lMrt es s: City of Zephyrhilis
By: -
Print Name: .1-6 Print Name:Cyaaaats� :��
Print Title: C ou-PCIL 'A1.-5,i e-WT
Date: a-i E-94
Print Name: a� /EGJE��L,N.u/�
Attest: v►.- .. �. a-�••�
Print Name.:��uT nA cb. Ago
Print Title: L',T e �zrc
Date__ _Z-rs-94
APT
Witnesses. APT Tair5p2griando, Inc.,
7. By.
Print Name: <<�G�+ — Print Name: Z�)4tr , Lrh
A�X n
2. C. Print Title: r�u . C'wsr�•�^ "•f
Print name: +JXCAecA9 r-- G-(Ahiee Date:
5 5 S4L, .
1:\ rou s\ n ' �Le af\FINAL TEMP g p E gineeringWetwork OperationsVV1TA OperlSite Acquistion g LATEWmendment No.1.doc
Site No.A-2-G-082� OR Br40caS PS 1;e, 33
Site Name:City of Zephyr Kills
6 of 7
REVISED EXHIBIT"B"
Page I of 2
----------.................
I'll=15 w lot.
10 J,
E ia7w
P9 -
Section Z Township 26 South RaMe 21 East
(Nl-
OR BK 4099 P6 1234
7of7
REVISED EXHIBIT "B"
Page 2 of 2
LEGAL DESCRIPTION OF PROPERTY.
PROJECT AREA
A PARCEL OF LAND LYING IN 'tHE SOUTH 1/2 OF THE SOUTHWEST 1/4 OF SECTION
2. TOWNSHIP 26 SOUTH, RANGE 21 EAST, PASCO COUNTY, FLORIDA.-ALSO BEING
A PORTION OF TYSON SUBDMSION, ACCORDING TO THE MAP OR PLAT,AS
RECORDED IN PLAT BOOK 4. PAGE 109, OF THE PUBLIC RECORDS OF PASCO COUNTY,
FLORIDA; SAID PARCEL OF LAND BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS;
FOR A POINT OF REFERENCE, COMMENCE AT THE NORTHEAST CORNER OF THE SOUTH
1/2 .OF THE SOUTHWEST 1/4 OF SECTION 2, TOWNSHIP 26 SOUTH, RANGE 21 EAST,
PASCO COUNTY. FLORIDA; THENCE S.8850'15"W., ALONG THE NORTH LINE OF SAID
SOUTH 1/2 OF THE SOUTHWEST 1/4 OF SAID SECTION -2. A DISTANCE OF 1796.6
FEET; THENCE S.00'00'00"E., A DISTANCE OF 19.1 FEET TO A POINT .WHICH LIES
ALONG SAID SOUTH RIGHT—.OF—WAY LINE; THENCE S.89'18'10"W.. ALONG SAID SOUTH
RIGHT—OF—WAY LINE, 103.74 FEET TO A POINT OF BEGINNING;-THENCE S.01'44'49"W.,
80.1 FEET; THENCE S.53'442"W., 21.6 FEET; THENCE N.88'15'11"W., 76.3 FEET;
THENCE N.00'00'44"W.. 89.3 FEET TO A POINT ALONG SAID SOUTH RIGHT—OF—WAY LINE;
THENCE N.89'18'10"E.. ALONG SAID SOUTH RIGHT—OF—WAY LINE, 96.2 FEET TO
THE POINT OF BEGINNING.
SAID PROJECT AREA. CONTAINING 8539 SQUARE FEET, MORE OR .LESS.
TOGETHER WITH A NON—EXCLUSIVE UTILITY EASEMENT.LYING SEVEN AND ONE—HALF
FEET TO THE RIGHT AND SEVEN ONE—HALF FEET TO THE LEFT OF A CENTERLINE
BEING MORE PARTICULARLY'DESCRIBED,AS FOLLOWS;
FOR A POINT OF REFERENCE, COMMENCE AT THE NORTHEAST CORNER OF THE SOUTH
1/2 OF THE SOUTHWEST 1/4 OF SECTION 2, TOWNSHIP 26 SOUTH, RANGE 21 EAST.
PASCO COUNTY. FLORIDA: THENCE S.88'50'l5"W.. ALONG THE NORTH LINE OF SAID
SOUTH 1/2 OF THE SOUTHWEST 1/4 OF SAID SECTION 2, A DISTANCE OF 1796.6
FEET; THENCE S.00'00'00"E., A DISTANCE OF 19.1 FEET TO A POINT WHICH LIES
ALONG SAID SOUTH RIGHT—OF—WAY LINE; THENCE S.89'18'10"W., ALONG SAID SOUTH
RIGHT—OF—WAY LINE, 103.74 FEET; THENCE S.01'44'49"W., 80.1 FEET; THENCE
THENCE S.5343'42"W., 21.6 FEET; THENCE N.88'15'11"W., 25.6 FEET TO A POINT
OF BEGINNING; THENCE S.39'58'06"W., 52.35 FEET TO THE POINT OF TERMINATION.
THE SIDELINES OF EASEMENT TO BE SHORTENED OR PROLONGED TO MEET AT ANGLE
POINTS AND/OR BOUNDARY LINES.
SAID UTILITY EASEMENT CONTAINS 785 SQUARE FEET. MORE OR LESS.
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APT
Wit es: APT Tampa/Orlando,Inc.
1.
Print N
Name:ton](McDowell
2. Title:Director of Engineering and
Print Name: Operations and Authorized Agent for
APT Tampa/Orlando,Inc.
STATE OF FLOIAIDA
COUNTY OF CQ J
The foregoin Agreement was acknowl dged before me on the- day of `, IJ
1997 by 4LAU iA as vc, ogor.of Ile City of Zephyrhills,a municipality of
the State of Florida.He/ike is personally known to me or has produced as identification.
commission exp' s:
S- Notary tublic-State of Florida
llt1OAD.ROAN Commission Number.
[$eal] .. ►av COWL%"#w4ws
,qn 15,2WO
STATE OF FLO l-
COUNTY OF f�1
The foregoing Agreement was acknowledged before me on the 3 day of
1997 by Tony McDowell, as Director of Engineering and Operations and Authorized gent of APT
Tampa/Orlando, Inc., a Delaware corporation. He is orally known to me or has produced
as identification.
My commission expires:
N Pu lic-State of Florida
Comma ' n Number.
DAWN STONE
[Seal] My Comm ED.snvz001
Banded By Smko ko
9 No.CC647810
( ally 9—n I 1 Oder I.D.
t
SITE ID: A-2-G-082-G
SITE NAME: City of Zephyrhills
SITE AGREEMENT FOR LAND This Site Agreement For Land ("Agreement')entered into as of theP //-day of , 1997, by
and between CITY OF ZEPHYRHILLS,a municipality of the State of Florida,whose address is 5335 Eighth Street,
Zephryhills, FL 33540-4312 ("Owner") and APT Tampa/Odando, Inc., a Delaware corporation, whose address is
8410 W. Bryn Mawr, Suite 1100, Chicago, IL 60631-3486 ("APT'), provides for the granting and leasing of certain
property interests on the following terms:
For good and valuable consideration, the receipt and sufficiency of which is hereby acknowledged and
agreed,the parties hereto agree as follows:
1. PROPERTY. The property.interests hereby leased and granted by Owner (individually and collectively,
the"Project S'rte")shall include the following:
[X] Real property comprised*of approximately 2,500 square feet of land("Premises');
[X] Non-exclusive easements required to run, maintain and operate utility lines and cables on and to
the Premises;and
[X] Non-exclusive easement across Owners Property (hereinafter defined) for access, ingress and
egress to the Premises
IN OR UPON THE Owner's real property ("the Owner's Property"), located at 6217 81'Street, Zephryhills,
FL 33540, in the County of Pasco,and legally described on Exhibit"A"attached hereto,which Owner's Property is
subject to APTs interest in the Project Site as set forth'in this Agreement. The Project Site is depicted and legally
described on said Exhibit "B", attached hereto. All improvements made to the Project Site pursuant to this
Agreement shall be known hereafter as the"APT Facilities".
2. TERM. The term of this Agreement shall be five (5) and a fraction years, with the first year commencing
on the date APT begins construction of the APT Facilities("Commencement Date")and terminating on the 313t day
of December following the fifth annual anniversary of the Commencement Date (the "Initial Term"), unless
otherwise terminated as provided in Paragraph 9. APT shall have the right to extend the term of this Agreement
for four(4)successive five(5)year periods(the"Renewal Terms")on the same terms'and conditions as set forth
herein. This Agreement shall automatically be extended for each successive Renewal Term on such same terms
and conditions, unless APT notifies Owner in writing of its intention not to renew prior to commencement of the
succeeding Renewal Term.
3. RENT.
A. For the Initial Term, APT shall pay to Owner annual rent in the amount o
("Rent') in quarterly payments of
on the first day of January, April, July and October, together with any applicable sales tax. If the obligation to pay
Rent commences or ends on a day other than the first day of the quarter, then Rent shall be prorated on the basis
of a ninety(90)day quarter and shall be delivered within 20 business days from the Commencement Date.
B. For any Renewal Term, APT shall pay Rent in the amount of Rent to be paid during the previous
term (whether the Initial Term or a Renewal Term), increased by an amount equal to a percentage of the Rent to
be paid during such previous term, which percentage increase shall be computed and established for the entire
current Renewal Term at the beginning of each such Renewal Term by multiplying the number of years in the
previous term(whether the Initial Term or Renewal Term)times
C. Rent shall be paid electronically via electronic wire transfer, direct deposit or other paperless
means into a bank account to be designated by Owner. Owner may from time to time, designate another bank
account for the deposit of Rent provided the request is made in writing and received by APT at least her
(60)
days in advance of any Rent payment date.
R:\Legal\MAIL MERGE DOCUMENTS\Basic Package DocumentAMM_Conditional SA Land Rev 042397.doc 1 11/19
SITE ID: A-2-G-082-G
SITE NAME: City of Zephyrhills
4' USE. The Project Site may be used for the purpose of installing, removing, replacing, maintaining and
operating a communications facility, including but not limited to, a 197 foot self supporting tower, generally in,
under, on and above the Project Site as shown on Exhibit "B", subject to such modifications and alterations as
required by APT (collectively, the "Communications Facility", which Communications Facility, without limitation,
shall constitute a portion of the APT Facilities), provided that APT shall not be required to occupy the Project Site.
Owner shall provide APT with twenty-four(24)hour, seven(7)day a week,year-around access to the Project Site.
APT shall pay all personal property taxes assessed against the APT Facilities and ad valorem taxes assessed
against the Project Site, commencing in calendar year 1998 and continuing thereafter for the Initial Term of the
Lease and any renewals thereof. Owner shall timely pay all real property taxes and assessments against the
Owners Property, but not the Project Site. APT shall not allow any construction or materialmen's liens to be
placed on the Project Site or Owner's Property as a result of its work on the Project Site.
APT, its agents and contractors, are hereby granted the right, at APTs sole cost and expense, to enter
upon the Owner's Property and conduct such studies as APT deems necessary to determine the Project Site's
suitability for APTs intended use. These studies may include surveys, soil tests,environmental evaluations, radio
wave propagation measurements, field strength tests and such other analyses and studies as APT deems
necessary or desirable. Owner shall cooperate with APT and execute all documents required to permit APTs
intended use of the Project Site in compliance with zoning, land use, building and any other applicable regulations,
whether local, state or federal in nature. Owner hereby appoints APT as its agent and attorney-in-fact for the
limited purpose of making such filings and taking such actions as are necessary to obtain any desired zoning,land
use approvals,building permits and/or any other applicable permits and approvals.
5. UTILITIES. Payment for electric service and for telephone or other communication services to the APT
Facilities shall be APTs responsibility. Owner agrees to cooperate with APT in its efforts to connect the APT
Facilities to existing utility service at APTs expense.
6. REMOVAL OF APT FACILITIES. All personal property and trade fixtures of APT shall be removed by
APT upon the termination of this Agreement. Within thirty (30) days of the expiration or earlier termination of this
Agreement, APT shall return the Project Site to the condition existing at the time of this Agreement's execution,
reasonable wear and tear and loss by casualty, condemnation and other causes beyond APTs control excepted.
Notwithstanding the foregoing, upon expiration or earlier termination of this Agreement, APT shall not be required
to remove any foundation more than two(2)feet below grade level.
7. INSURANCE APT shall maintain commercial general liability insurance insuring APT against liability for
bodily injury, death or damage to personal property arising out of use of the Project Site by APT, with combined
single limits of Owner shall maintain commercial general liability
insurance insuring Owner against liability for bodily injury, death or damage to personal property arising out of its
ownership, use and management of the Project Site and Owner's Property by Owner and Owner's agents, with
combined single limits of Any policy required to be obtained by
any party hereto pursuant to this Paragraph shall contain a waiver of subrogation in favor of the other party hereto,
to the extent required under Paragraph 10, Indemnity.
8. CONDITION OF PROPERTY. Owner represents that the Owner's Property and all improvements thereto,
are in compliance with all building, lifelsafety, and other laws, ordinances, rules and regulations of any
governmental or quasi-government authority.
9. TERMINATION. This Agreement may be terminated by APT at any time, in its sole discretion, by giving
written notice thereof to Owner not less than 30 days prior to the Commencement Date. Further,this Agreement may
be terminated by APT immediately, at any time, upon giving written notice to Owner, tf: (a) APT cannot obtain all
govemmental certificates, permits, licenses or other approvals (collectively, "Approval") required and/or any
easements required from any third party; or(b) any Approval is canceled, terminated,expires or lapses; or(c)Owner
fails to deliver any non-disturbance agreement or subordination agreement required by APT;or(d)Owner breaches a
representation or warranty contained in this Agreement; or(e) Owner fails to have proper ownership of the Owners
Property and/or the Project Site and/or authority to enter into this Agreement; or.(f)APT determines that the Owners
R:U.egalVvIAIL MERGE DOCUMENTS\Basic Package Documents\MM Conditional SA Land Revl 042397.doc 2 11/21
SITE ID: A-2-G-082-G
SITE NAME:City of Zephyrhills
Property contains substances of the type described in Section 11 of this Agreement; or(g)APT determines that the
Project Site is not appropriate for its operations for economic, environmental or technological reasons, or(h) Owner
fails to provide to APT complete and correct copies of any ground lease or other document pursuant to which Owner
holds title to the Owner's Property. Such termination shall not constitute a waiver of APTs rights under Paragraph 15
of this Agreement.
10. INDEMNITY. Owner and APT each indemnify the other against, and hold the other harmless from any
and all costs (including reasonable attorney's fees and expenses) and claims, actions, damages, obligations,
liabilities and liens which arise out of(a)the breach of this Agreement by the indemnifying party; and (b) the use
and/or occupancy of the Project Site, or the balance of the Owner's Property, by such indemnifying party. This
indemnity shall not apply to any claims, actions, damages, obligations, liabilities and liens arising from any
negligent or intentional misconduct of the indemnified party and shall survive the termination of this Agreement.
11. HAZARDOUS SUBSTANCES. Owner represents that Owner has no knowledge of any substance,
chemical, or waste on the Owner's Property that is identified as hazardous, toxic or dangerous in any applicable
federal, state or local law, ordinance, rule or regulation ("Hazardous Substances'). Owner shall hold APT
harmless from and indemnify APT against any damage, loss, expense, response costs, or liability, including
consultants' fees and any legal and court costs and attorneys' fees resulting from the presence of Hazardous
Substances on, under or around the Owner's Property or resulting from Hazardous Substances being generated,
stored, disposed of, or transported to, on, under, or around the Owner's Property as long as the Hazardous
Substances were not generated, stored, disposed of, or transported by APT or its employees, agents or
contractors.The terms of this paragraph shall survive the expiration or earlier termination of this Agreement.
12. CASUALTY/CONDEMNATION. If any portion of the Owner's Property, Project Site or the APT Facilities is
damaged by any casualty and such damage adversely affects APTs use of the Project Site or the APT Facilities,or
if a condemning authority takes any portion of the Owners Property and such taking adversely affects APTs use of
the Project Site or the APT Facilities, this Agreement shall terminate as of the date of the casualty or the date on
which title vests in the condemning authority, as the case may be if APT gives written notice of the same within thirty
(30)days after APT receives notice of such casualty or taking. The parties shall be entitled to make claims in any
condemnation proceeding for value of their respective interests in the Project Site(which for APT may include,where
applicable, the value of the APT Facilities, moving expenses, prepaid rent, and business dislocation and relocation
damages). Sale of all or part of the Project Site to a purchaser with the power of eminent domain in the face of the
exercise of the power shall be treated as a taking by condemnation.
13. WAIVER OF OWNER'S LIEN. To the extent permitted by law, Owner hereby waives any and all lien
rights it has or may have,statutory or otherwise, concerning the APT Facilities or any portion thereof which shall
be deemed personal property for-the purposes of this Agreement, regardless of whether or not the same is
deemed real or personal property under applicable law.
14. QUIET ENJOYMENT. APT, upon payment of the Rent, shall peaceably and quietly have, hold and enjoy
the Project Site. If, as of the date of execution of this Agreement or hereafter, there is any mortgage, or other
encumbrance affecting Owner's Property, then Owner agrees to obtain from the holder of such encumbrance a
Subordination, Non-Disturbance and Attornment Agreement pursuant to the terms of which APT shall not be
disturbed in its possession, use and enjoyment of the Project Site. Owner shall not cause or permit any use of
Owner's Property which interferes with or impairs the quality of the communication services being rendered by
APT from the Project Site. Except in cases of emergency, Owner shall not have access to the Project Site unless
accompanied by APT personnel.
15. DEFAULT. Except as expressly limited herein, Owner and APT shall each have such remedies for the
default of the other party hereto as may be provided at law or equity following written notice of such default and
failure to cure the same within thirty(30)business days.
Upon default by Owner and upon written notice to Owner and subject to all applicable cure periods provided to
Owner in this Agreement ( and if no such notice and cure period is provided, following thirty (30) days written
RALegal\MAIL MERGE DOCUMENTS\Basic Package Documents\MM Conditional SA Land Rev1 042397.doc 3 11/19
i
I
SITE ID: A-2-G-082-13
SITE NAME: City of Zephyrhills
notice to Owner and opportunity to cure), in addition to any other rights and remedies available to APT at law or in
equity,APT shall be entitled to cure said default and to set-off and offset any and all sums, costs, expenses, fees
(including reasonable attorney's fees) and damages incurred by APT in effecting such cure against Rent and any
other sums due or thereafter coming due from APT to Owner under this Agreement.
16. MISCELLANEOUS.
A. Owner represents and warrants that Owner has full authority to enter into and sign this Agreement
and has good and marketable title to the Owner's Property.
B. APT represents and warrants that it is duly authorized to do business in Florida and that the
undersigned signatory for APT is fully authorized by APT to enter into this Agreement on behalf of APT.
C. This Agreement supersedes all prior discussions, negotiations and agreements between the
parties hereto and contains all agreements and understandings between the Owner and APT regarding the
subject matter of this Agreement This Agreement may only be amended by a writing signed by both parties.
Exhibits"A"through"C"are hereby incorporated into this Agreement by reference.
D. This Agreement may be signed in counterparts by the parties hereto.
E. The terms and conditions of this Agreement shall extend to and bind the heirs, personal
representatives, successors and assigns of Owner and APT.
F. The prevailing party in any action or proceeding to enforce the terms of this Agreement shall be
entitled to receive its reasonable attorneys' fees and other reasonable enforcement costs and expenses from the
non-prevailing party.
G. Simultaneously herewith or on or before the Commencement Date, Owner shall execute and
acknowledge and deliver to APT for recording a memorandum of this Agreement ("Memorandum") in the form of
Exhibit "C". Owner hereby grants APT permission to insert the effective date of this Agreement into the
Memorandum after execution of the Memorandum.
H. APT may assign this Agreement or sublet the Project Site (in whole or in part) at any time and
from time to time without Owner's consent. No assignment or subletting shall release APT from any of the
obligations arising under this Agreement.
I. Notices shall be in writing and sent by United States Mail, postage prepaid, certified or registered
with return receipt requested or by any nationally-recognized overnight courier service to the address set forth
beneath the signature of each party below. Any such notice shall be deemed given when deposited in the United
States Mail or delivered to such courier service.
J. This Agreement shall be construed in accordance with the laws of the State of Florida.
K. Each party agrees to fumish to the other,within ten (10) days after request, such truthful estoppel
information as the other may reasonably request.
L. Owner and APT each represent that they have not been represented by a real estate broker or
other agent in this transaction. Each party shall indemnify and hold the other party harmless from any claims for
commission,fee or other payment by such broker or any other agent claiming to have represented a party herein.
M. Tower shall be free of all material and mechanics liens.
N. The parties hereto warrant and represent, each to the other, that the matters of fact contained
herein are true and accurate.
R:U.ega1\MAIL MERGE DOCUMENTS\Basic Package DocumentAMM_Conditional SA Land Rev] 042397.doc 4 11/19
SITE ID: A-2-G-082-G
SITE NAME: City of Zephyrhilis
O. RADON GAS: Radon is a naturally occurring radioactive gas that, when it has accumulated in a
building in sufficient quantities, may present health risks to persons who are exposed to it over time. Levels of
radon that exceed federal and state guidelines have been found in buildings in Florida. Additional information
regarding radon and radon testing may be obtained from your county public health unit.
P. APT has the right but not the obligation from time to time to pay any taxes, judgments, liens,
assessments and/or any other charges outstanding which,are levied upon Owner or the Owner's Property and
which are or in the future could become Hens upon the Owner's Property, in whole or in any part(individually and
collectively, "Liens"). In the event that APT satisfies or pays any such Liens, in whole or in part, APT shall have
the right but no duty to set off and offset any and all amounts so paid against Rent and any other sums payable or
to become payable pursuant to the terms of this Agreement("Rent and Other Changes"). If APT elects to set off or
offset the amounts paid by APT against Rent and Other Charges, immediately upon demand, Owner shall
reimburse APT for all sums paid by APT which exceed such Rent and Other Charges. In the event that APT
elects not to set off or offset the amounts paid by APT against Rent and Other Charges, immediately upon
demand,Owner shall reimburse APT for all amounts paid by APT. APTs rights to satisfy or pay liens(in whole or
in part)and then to set off and offset as described in this subparagraph include the right of APT to pay and set off
and offset any and all attorney's fees incurred by APT in connection with making such payments and/or obtaining
such full or partial satisfactions.
Q. Co-location Agreements. APT shall be permitted to enter into agreements with third parties
wherein such third parties are permitted to co-locate on the Communications Facility(a"Co-location Agreement).
The following shall apply with respect to any Co-location Agreement entered into by APT:
1. In the event that APT ermits a third a to co-locate on the Communications Facility, APT
shall pay to Owner of all amounts collected as rent-under the terms
of such Co-location Agreement. These amounts shall be due and payable to Owner within
twenty (20) days after such amounts are collected by APT. Failure to make any such
payment to Owner shall be considered a default under this Agreement and shall entitle Owner
to the same rights as in the event of a default in the payment of Rent.
2. No Co-location Agreement signed by APT shall extend beyond the Term of this Agreement
without the Owner's prior written consent, which shall not be unreasonably withheld or
delayed. If APT elects to extend this Agreement for one or more Renewal Terms, then, no
Co-location Agreement executed by APT shall extend beyond such Term, as extended. In
the event that APT terminates this Agreement prior to the end of either such period as
permitted under the terms of Paragraph 9,APT shall immediately assign any and all surviving
Co-location Agreements to Owner, which assignment shall be effective as of the termination
date of this Agreement
I
i
i
R:\LegallMAiL MERGE DOCUMENTS\Basic Package DocumentAMM Conditional SA Land Revl 042397.doc S 1]119
ti' ;
SITE ID: A 2-G-082-G
SITE NAME: City of Zephyrhills
IN WITNESS WHEREOF,the parties hereto bind themselves to this Agreement on this �`� day of,
�em4 rev . 1997.
OWNER
Witnesses_ CITY OF ZEPHYRHILLS,a municipality of the
State of FI da
1. �G� �h-^ By:
Im
Print e: J�h��0 Alan Bre ,City Council President
Social Security 0
tint N e is S Date:
/ Z Attest .
Print Name: r S p a Linda an 'C i ity Clerk
Social Security No:
rint Na ia�s' en C 0 ,,i,t��b Date: ��-� 't x
Address of Owner:
5335 Eighth Street
Zephryhills, FL 33540-4312
Telephone No.:
Facsimile No.:
APT
Witnesses: APT TAMAVORLANDO,INC.
I. By: `
Print Name: Toffy R. McDowell
Its: Director Engineering and Operations
2. _KQDQ and Authorized Agent
Print Name: U kucApLA A C. Gs t.04C.Z. [Corporate Seal]
Address of APT:
Real Estate Department Date:_ ,�/a..•/ D . 1 �'
American Portable Telecom,Inc.
PO Box 31793
Chicago, IL 60631-0793
With copy to:
APT Tampa/Orlando, Inc.
Real Estate Manager
5907-B Hampton Oaks Parkway
Tampa, FL"33610
R:1Legal\MAIL MERGE DOCUMENTSIBasic Package DocumentAMM_Conditional SA Land Rev 042397.doc 6 i l/I9
• SITE ID: A 2-"82-G
SITE NAME:City of Zephyrhills
EXHIBIT"A"TO SITE AGREEMENT
LEGAL DESCRIPTION OF THE OWNER'S PROPERTY.
FARAVY
C MEWAV Ar ax Nowlij 37 c=&q or JW WJW 1/2 OF UE SOUNNW 114
or SEGl W z TCKWSW 26 WWK RANGE 21 First; M t PtiSCO L�OfAF71', �
RtW N 68'SO'rs & 667.52 FUr,�toNJs 7W NOM Lff OF 7W SCft W 112 OF
INE SOUS 1/4 OF SWffOMl Z RiEi W SWW 25 W RJR A POW OF
Mix am N 66r5O't5�200 FRT AU MO HE SOs1ti't Wff—OF—rAy LW OF
te"1M TH5VW ,SOUM 2W F TrsF WE s W5(rls" K 2W M.
_ nr zao ter•To 1W pow or surfrn.
PASGZfAGONRPW SJJ(BD�WrSdOfii AS JR AW GOOK 4.PAGE loJf,'.
I
I
It is agreed by Owner and APT that the proper and precise legal description for the Owner's Property will be
corrected, if necessary, and that the correct legal description may be placed on this Exhibit'A"andlor that this
Exhibit"A'may be replaced to reflect such proper and precise legal description by APT unilaterally.
RALegaPMAIL MERGE DOCUMENTSIBasic Package DocumentAlMM Conditional SA Land Rev 442397.doc 7 11/19
a.
SITE ID: A-2-G-082-G
SiTE NAME: City of Zephyrhills
EXHIBIT-''B"TO SITE AGREEMENT
Page 1 of 2
SKETCH AND DESCRIPTION OF THE PROJECT SITE.
��AAFA
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SAD ACCESS LASEWff 0XI ANS 1925 SWAM FW.AW W OR LESS:
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W RE SflOMWSr 114 OF SWW C WW SHP 26 SWK RANGE 21 FAST
OF SA0 1/2 tK 1W
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ATOAIC 1W StiUR1 1t/1r LW OF FEIAiI'01MV4 MEE DONTM+E
S W WOr$A 0WAM OF t3W FW.RENW MX N 9000Ud&
A 06WNL'£W f1Q9 FW TO A FOW Or 9ETi1Mwf Q NENX RW
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Notes:
1. The instrument to which this exhibit is attached and into which instrument this exhibit is fully incorporated,may,at APTs sole option,be
modified andfor amended uniiaterally by APT to establish, clarify or change the location of the nonexclusive easement for utility lines
and cables by recording an instrument signed by APT in the public records of the County In which the Owners Property is located,
which ft"trument shall set forth the details of such modification and/or amendment
2. Notwithstanding anything in the Instrument which this exhibit is attached to the contrary,APT,at its sole option,may unilaterally replace
and substitute for this exhibit a survey of the Project Site, showing non-exclusive easements for Ingress, egress and utility lines and
cables to service the Project Site and/or may unilaterally replace and substitute for this exhibit construction drawings of the APT
Facilities of the Project site.
3. Setback of the APT Facilities from the boundaries of Owners Property and of the Project Site shall be the distance required by the
applicable governmental authorities.
4. KWth of any access road or easement granted to or used by APT, shall be the width required by the applicable governmental
authorities,including police and fire departments but in no event less than fifteen feet(159 except If prohibited by governmental
authorities having jurisdiction over the Owner's Property,the Project Site and/or the APT Facliftles.
R:1Lega11MAIL MERGE DOCUMENTS1Basic Package Documents\M[M Conditional SA Land Rev 042397.doe 8 11/19
SITE ID: A-2-G-082-G
SITE NAME:City of Zephyrhills
EXHIBIT"B"TO SITE AGREEMENT
Page 2 of 2
SKETCH AND DESCRiPT101V OF THE PROJECT SITE. Legal description of property to be attached.
` t
' mar°1nf /��r�r ' �.•
1 iM-rWWi=00
1
I E►w r r
1 � �
i
r
1
4 it •lO,n
J�
_s.
Sacf(otl�, Town %'4 28 ZwAtk ROW41 Ef Rast
Notes.
i.. The instrument to which this exhibit Is attached and Into which Instrument this exhibit Is fully Incorporated,may,at APTs sole option,be
modrred and/or amended unilaterally by APT to establish, clarify or change the location of the nonexclusive easement for utility lines
and cables by recording an Instrument signed by APT In the public records of the County in which the Owners Pmperty Is located,
which instrument shall set forth the details of such modification and/or amendment.
2. Notwithstanding anything in the instrument which this exhibit is attached to the contrary,APT,at its sole option,may unilaterally replace
and substitute for this exhibit a survey of the Project Site, showing non-exclusive easements for ingress, egress and utility lines and
cables to service the Project Site and/or may unilaterally replace and substitute for this exhibit construction drawings of the APT
Facilities of the Project Site.
3. Setback of the APT:Facilities from the boundaries of Owners Property and of the Project Site shall be the distance required by the
applicable governmental authorities.
4. WPM of any access road or easement granted to or used by APT, shall be the width required by the applicable governmental
authorities,including police and fire departments but in no event less than fifteen feet(15)except if prohibited by governmentaf
authorities having jurisdiction over the Owner's Property,the Project Site and/or the APT Facilities.
R:\Lega11MAIL MERGE DOCUMENTS\Basic Package DocumentslMM_Conditional SA Land Revl 042397.doc 9 11/I9
SITE ID: A-2-G-082-G
SITE NAME: City of Zephyrhills
EXHIBIT"C"TO SITE AGREEMENT
THIS INSTRUMENT PREPARED
BY AND RETURN TO:
Corporate Legal Review
APT Tampa/Orlando, Inc.
5907-B Hampton Oaks Parkway
Tampa, FL 33610
MEMORANDUM OF SITE AGREEMENTILEASE FOR .LAND
THIS MEMORANDUM OF SITE AGREEMENTILEASE FOR LAND ( "Memorandum") is made and
entered into by and between CITY OF ZEPHYRHILLS, a municipality of the State of Florida, with an address of
5335 Eighth Street as"Owner, and APT Tampa/Odando, Inc., a Delaware corporation, with an address of 8410
W. Bryn Mawr,Suite 1100, Chicago, IL 60631-3486, "APT".
1. PREMISES. Owner and APT have entered into a Site Agreement for Land dated as of
. 1997 (together with any amendments and modifications thereto, the"Site Agreement"),
whereby Owner has leased and APT has hired those certain premises Pasco County, Florida, consisting of,
among other things, approximately 2,500 square feet of land, as depicted and legally described on Exhibit "A"
attached hereto and hereby incorporated into this Memorandum and certain easements(the"Project Site").
2. TERM. The initial term of the Site Agreement shall be a period of five (5) and a fraction years
commencing as of the "Commencement Date," as defined herein below, and terminating on the 31st day of
December following the fifth (5th)annual anniversary of the Commencement Date unless otherwise terminated as
provided in the Site Agreement("Initial Term").
3. RENEWAL OPTIONS. In addition to the Initial Term and on and subject to the terms of the Site
Agreement, the Site Agreement term may be automatically extended for four (4) consecutive periods of five (5)
years each. Each such extension shall be known hereinafter as a"Renewal Term." Hereinafter, the Initial Term,
together with any and all Renewal Terms, shall be known.as the"Term"of the Site Agreement.
4. COMMENCEMENT. The "Commencement Date" is the date on which APT begins construction of
the APT Facilities (as defined in the Site Agreement). Accordingly, unless otherwise specifically
stated here: . the Commencement Date shall be the date of APT's filing of a Notice of
Commencement in the public records of the county in which the Project Site is located.
R:U,egal\MAIL MERGE DOCUMENTSTasic Package DocumentAMM Conditional SA Land Rev 042397.doc 10 11/19
_..............--
SITE ID: A-2-G-082-G
SITE NAME: City of Zephyrhills
5. LEASE INCORPORATED. All of the terms, conditions, provisions and covenants of the Site
Agreement are hereby incorporated herein as if fully set forth in this Memorandum. To the extent that any of the
terms hereof are inconsistent with the terms of the Site Agreement, the terms of the Site Agreement shall control.
In the event that an inspection of or reference to the full terms, conditions, provisions or covenants of the Site
Agreement is desired or necessary, a request for such inspection should be made to the Owner at the address set
forth above, stating the name and address of the person and/or entity requesting the inspection, and setting forth
the reason for the inspection. The Owner may permit or refuse such inspection in its sole and absolute discretion.
IN WITNESS WHEREOF, Owner and APT have executed this Memorandum as of the date and year set forth
below their respective signatures.
Signed,sealed and delivered OWNER:-
in the presence of
Witnesses: CITY OF ZEPHYRHILLS,a municipality of the
State of Florida
1. By:
Print Name: Alan Brenia, City Council President
2. Date:
Print Name:
1. Attest:
Print Name: Linda Boan, City Clerk
2. Date:
Print Name:
TENANT:
Witnesses: APT Tampa/Orlando, Inc.,a Delaware
corporation
i
1. By:
Printed Name: Name: Tony R. McDowell
Title: Director, Engineering and Operations
2. and Authorized Agent
Printed Name: [Corporate Seal]
I
Date:
R:\LegalkMAIL MERGE DOCUMENTS\Basic Package Documents\MM Conditional SA Land Rev1 042397.doc 11 11/19
SITE ID: A-2-G-082-G
SITE NAME:City of Zephyrhills
STATE OF FLORIDA
COUNTY OF
The foregoing Memorandum of Agreement was acknowledged before me on this day of
199 , by Alan Brenia, as City Council President of the City of Zephyrhills, Florida. He is personally known to
me or has produced as identification.
My commission expires:
Notary Public-State of Florida
[Seal] Commission Number.
STATE OF FLORIDA
COUNTY OF
The foregoing Memorandum of Agreement was acknowledged before me on this day of
199_, by Linda Boan as City Clerk of the City of Zephyrhills, Florida. She is personally known to me or has
produced as-identification.
My commission expires:'
Notary Public-State of Florida
[Seal] Commission Number.
STATE OF FLORIDA
COUNTY OF
The foregoing instrument was acknowledged before me on this day of 1997, by Tony R.
McDowell, as Director, Engineering and Operations and Authorized Agent, of APT Tampa/Orlando, Inc., a
Delaware corporation. He is personally known to me or has produced
as identification.
My commission expires:
Notary Public-State of Florida
[Seal] Commission Number.
R:\Legal\MAIL MERGE DOCUMENTS\Basic Package Documents\MM_Condi ional SA Land Rev 042397.doc 12 11/19
SITE ID: A-2-G-082-G
SITE 'NAME: City of Zephyrhills
Exhibit A
Page 1 of 2
PRo,>Ecr AREA
A PARCEL OF LAND LYING 1N THE SOUTH 112 OF 7FE SOUTHWEST 1/4 OF SECWK
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ASCEND.
'r'i161EL Er5 ttB'rYii7Ad.�
ASCEND WIRELESS NETWORKS
756 Business Park
Winter Garden, FL 34787
State License#CGC1521965
1,Alan Zirkelbach authorize Veronica Carmean,Sophie Dodge and Jeremy Culpepper to submit,
apply, pick up and obtain the necessary building permits associated with applications on my
behalf.
License Holder Signature
Alan Zirkelbach
License#CGC1521965
STATE OF FLORIDA
COUNTY OF _
Savor to and subscr'bed before me on this day of 2018
By A.V1 COW C.A (Name of person making statement).
(Signature Notary Public-State of Florida) (Name of Notary Typed, Printed or Stamped)
Personally Known OR Produced Identification
Type of Identification Produced
�oaaa__
Lac Stovall
a My Commission FF 108131 '
or po` Expires 04/1812018
Date: January.08, 2018 C R OW N
David Robertson CASTLE
Crown Castle 2000 Corporate Drive
8000 Avalon Blvd Suite 700 Canonsburg, PA 15317
Alpharetta, GA 30009 (724)416-9056
Subject: Structural Analysis Report
Carrier Designation: Verizon Wireless Co-Locate
Carrier Site Number: 86775
Carrier Site Name: APT Zephyrhills
Crown Castle Designation: Crown Castle BU Number: 826548
Crown Castle Site Name: Pasco County (VS)
Crown Castle JDE Job Number: 467994 -
Crown Castle Work Order Number: 1509258
Crown Castle Application Number: 412946 Rev. 0
Engineering Firm Designation: Crown Castle Project Number: 1509258
Site Data: 38122 Henry Dr.,Zephyrhills, Pasco County, FL
Latitude 28° 94'52.9", Long itudd5ft 1a . " �
190 Foot-Self Support Tower CODES `''mo d
pP NATIONAL FLELEC � Ijotvo �LING
Dear David Robertson, AND OFZ
NYMus
Crown Castle is_pleased to submit this "Structural Analysis Report" to determine the structural integrity of the
above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural
'Statement of Work' and the terms of Crown Castle Purchase Order Number 1509258, in accordance with
application 412946, revision 0.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we
have determined the tower stress level for the structure and foundation,.under the following load case, to be:
LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity
Note:See Table I and Table II for the proposed and existing/reserved loading,respectively.
This analysis has been performed in accordance with the 2017 Florida Building Code, 6th Edition, based upon
an ultimate 3-second gust wind speed of 137 mph converted to a nominal 3-second gust wind speed of 106 mph
per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1.
Exposure Category C and Risk Category II were used in this analysis.
All modifications and equipment proposed in this report shall be installed in accordance with the attached
drawings for the determined available structural capacity to be effective.
We at Crown Castle appreciate the opportunity of p,� ding our continuing professional services to you and
Crown Castle. If you have any questions or need fu►fheT, ce on this or any other projects please give us
a call. CCU.•''/ter "oII1
Structural analysis prepared by: Emma McCarty/Shan
/ '.
Respectfully submitted by: �` — No.80821
Eric S. Stover, P. E. Eric S.Stover',1'E. STATE
Engineering Supervisor FL PE License#80821 �® `•,'Q4ORi
CCanvlm Castle C.OA#2WO
tnxTower Report-version 7.0.5.1 �'//'1 �� 11420.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CC/BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 2
TABLE OF CONTENTS
1) INTRODUCTION
2)ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table 2- Existing and Reserved Antenna and Cable Information
Table 3-Design Antenna and Cable Information
3)ANALYSIS PROCEDURE
Table 4-Documents Provided
3.1)Analysis Method
3.2)Assumptions
4)ANALYSIS RESULTS
Table 5-Section Capacity(Summary)
Table 6—Tower Component Stresses vs. Capacity—LC7
4.1) Recommendations
5)APPENDIX A
tnxTower Output
6)APPENDIX B
Base Level Drawing
7)APPENDIX C
Additional Calculations
I
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CC/BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 3
1) INTRODUCTION
This tower is a 190 ft. self-support tower designed by Valmont / Mircoflect in January of 1998. The tower was
originally designed for a wind speed of 105 mph per EIA/TIA-222-F. The tower has been modified per drawings
prepared by TEP in July of 2013.
2)ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G
Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind
speed of 106 mph with no ice and 60 mph under service loads, exposure category C.
Table 1 -Proposed Antenna and Cable Information
Center Number , I : Number, Feed
Mountin Line Antenna
g 1 of I Antenna Model of Feed: Line Note!
Level.(ft), Elevation i Antennas' Manufacturers Lines ' Size(in)!
ft I
6 ericsson RRUS 32
160.0 160.0 6 ]ma wireless MX06FRO860-02 1 1-1/4 -
1 raycap RRFDC-3315-PF-48
1 tower mounts Site Prot VFA14-HD
Table 2 -Existing and Reserved Antenna and Cable Information
Center I Number ' Number. Feed 1
Mounting Line I Antenna
of Antenna Model of Feed Line Note:
Level (ft), Elevation ff Manufacturer
(ft) I Antennas' ( Lines Size(in)i
4 andrew SBNHH-1 D65C w/Mount Pipe
4 cellmax tech CMA-BDHH/6521/EO-6 w/
Mount Pipe
4 commscope CBC1921-DF-DC-6X
194.0 4 nokia FHFB
1 7/8
2 nokia FRIE 1 1-1/4
190.0 1 nokia FRIG 6 1-5/8 1
2 nokia NSN COVP 6 2-1/4
8 andrew ECC1920-VPUB
3 nokia FRIG
190.0 3 nokia FXFB
1 tower mounts Platform Mount[LP 102-1]
3 ericsson RRUS 12
3 ericsson RRUS 32 B2
3 ericsson RRUS 32 B66 2 3/4 2
2 raycap DC2-48-60-0-9E
1 raycap DC6-48-60-18-8C
171.0 175.0 DBXNH-6565B-R2M w/Mount
6 andrew Pipe 3 5/16
6 andrew E15S09P78 2 3/8
3 andrew SBNHH-1 D65B w/Mount Pipe 3 3/4 1
12 1-5/8
3 commscope SBJAH4-1D65B-DL w/Mount 6 7/8
Pipe
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CCI BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 4
Center ! Number. I Number Feed
MountingLine Antenna
, of Antenna Model of Feed , Line i Note!
Level (ft): Elevation Manufacturer I
(ft) 1 Antennas I Lines Size(in)
a
3 ericsson I RRUS 32
3 ericsson RRUS-11
4 raycap DC2-48-60-0-9E
1 raycap DC6-48-60-18-8C
1 raycap DC6-48-60-18-8F
171.0 1 tower mounts Sector Mount[SM 502-31
3 css CAP-FRO-656 12 1-5/8 1
3 css CAP-FRO-656 w/Mount Pipe
160.0 160.0 3 css X7C-FRO-860 w/Mount Pipe - - 3
1 tower mounts Pipe Mount[PM 601-3]
1 tower mounts Sector Mount[SM 1305-3]
3 alpha wireless AW3286
Itd
box
1 enclosures BEN-92P
and assembly 3 1/4
3 ericsson 80OMHZ SMR FILTER 3 17/64
150.0 150.0 3 ericsson RRUS 31 B25 1 1 1
3 ericsson RRUS-1 1 80OMHz 3 1-3/16
3 nokia FWHR 1 conduit
9 rfs celwave ACU-A20-N
3 rfs celwave APXVERR18-C w/Mount Pipe
1 tower mounts Sector Mount[SM 402-3]
140.0 140.0 3 kmw comms HB-X-AW-23-33-OOT 6 1-5/8 74
1 tower mounts Sector Mount[SM 402-3]
Notes:
1) Existing Equipment
2) Reserved Equipment
3) _Equipment to be Removed,Not Considered in Analysis
4) Abandoned equipment
Table 3 -Design Antenna and Cable Information
Center f Number ' Number! ' Feed
Mounting Line Antenna I
of i Antenna Model of Feed I Line
Level (ft)' Elevation':' Manufacturer
(ft) {Antennas Lines i Size (in)
i
190 190 7�21 csa wireless PCS A-060-19 12 1-5/8
175 175 12 csa wireless PCS A-060-19 12 1-5/8
155 155 12 csa wireless PCS A-060-19 12 1-5/8
tnxTower Report-version 7.0.5.1
J
January 08, 2018
190 Ft Self Support Tower Structural Analysis CCI BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 5
3)ANALYSIS PROCEDURE
Table 4-Documents Provided
Document Remarks Reference Source
4-GEOTECHNICAL REPORTS Nodarse &Associates, Inc. 3497292 CCISITES
4-POST-MODIFICATION INSPECTION-1- TEP 4460699 CCISITES
4-TOWER FOUNDATION Valmont/Mircoflect 3497291 CCISITES
DRAWINGS/DESIGN/SPECS
4-TOWER MANUFACTURER Valmont/Mircoflect 3675014 CCISITES
DRAWINGS
4-TOWER REINFORCEMENT TEP 3946359 CCISITES
DESIGN/DRAW INGS/DATA
3.1) Analysis Method
tnxTower(version 7.0.5.1'), a commercially available analysis software package, was used to create a
three-dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A.
3.2) Assumptions
1) Tower and structures were built in accordance with the manufacturer's specifications.
2) The tower and structures have been maintained in accordance with the manufacturer's
specification.
3) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings.
This analysis may be affected if any assumptions are not valid or have been made in error. Crown
Castle should be notified to determine the effect on the structural integrity of the tower.
4)ANALYSIS RESULTS
Table 5-Section Capacity(Summary)
Section' Component' Size Critical P(K) SF*P allow % Pass/
Elevation(ft)
No. Type Element: (K) Capacity Fail
T1 190-180 Leg Pipe 2.5 STD 2 -16.6502 53.8659 30.9 Pass
T2 180-160 Leg PIPE 3.5 STD 20 -69.6821 96.8723 71.9 Pass
T3 160-140 Leg Pipe 5 STD 1 50 -138.2420 1 157.4000 1 87.8 Pass
T4 140-120 Leg Pipe 8 STD 1 75 -213.6560 1 330.7710 1 64.6 Pass
T5 120-113.333 Leg Pipe 8 STD 1 99 -238.2170 1 330.7710 1 72.0 Pass
T6 113.333-106.667 Leg Pipe 8 STD 111 -263.0210 330.7710 1 79.5 Pass
T7 106.667-100 Leg Pipe 8 STD 118 -285.7740 1 330.7710 1 86.4 Pass
T8 100-80 Leg Pipe 10 STD(SCH40) 127 -351.2090 1 461.3120 1 76.1 Pass
T9 80-70 Leg Pipe 10 STD(SCH40) 145 -386.5020 1 461.3120 1 83.8 1 Pass
T10 70-60 Leg Pipe 10 STD(SCH40) 157 -421.2920 1 461.3120 1 91.3 1 Pass
T11 60-40 Leg Pipe 12 STD 1 166 -491.5910 573.7460 1 85.7 1 Pass
T12 40-30 Leg Pipe 12 STD 184 -526.2210 1 573.7460 1 91.7 Pass
T13 30-20 Leg Pipe 12 STD 1 196 -560.3620 1 573.7460 1 97.7 Pass
T14 20-0 Leg Pipe 12 XH 1 205 -629.0900 1 756.5100 1 83.2 Pass
T1 190-180 Diagonal L1 3/4x1 3/4x3/16 9 -4.4669 1 6.5837 67.8 Pass
tnxTower Report-version 7.0.5.1
I
January 08, 2018
190 Ft Self Support Tower Structural Analysis CCI BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 6
Section s Component{ IC
_ ritical O SF*P_allow ; % Pass I {
No. Elevation(ft) Type i Size Eletical P K - (K) Capacity Fail
T2 180-160 Diagonal r L2x2x3/16 28 -9.4097 9.5627 98.4 Pass
T3 160-140 Diagonal 21-2 1/2x2 1/2x3/16x3/8 57 -12.9231 39.8793 32.4 Pass
69.1 (b)
T4 140-120 Diagonal L3x3x3/16 81 -13.8603 16.2720 85'2 Pass
88.7(b)
T5 120-113.333 Diagonal L3x3x3/16 105 -14.0758 15.5344 90.6 Pass
T6 1113.333-106.6671 Diagonal L3x3x3/16 114 -13.9234 14.8020 94.1 Pass
T7 106.667-100 Diagonal 2L3x3x3/16xl/2 123 15.5812 46.8229 33.3 Pass
49.5(b)
T8 100-80 Diagonal L3 1/2x3 1/2x1/4 135 -18.1194 20.5243 88.3 Pass
T9 80-70 Diagonal L3 1/2x3 1/2x1/4 153 -17.3878 19.0940 91.1 Pass
T10 70-60 Diagonal 21-3 1/2x3 1/2x1/4x1/2 165 -19.7410 65.9290 29'9 Pass
41.7(b)
T11 60-40 Diagonal L3 1/2x3 1/2x3/8 177 -20.5372 23.2499 88.3 Pass
T12 40-30 Diagonal L3 1/2x3 1/2x3/8 195 -19.4730 21.8486 89.1 Pass
280
T13 30-20 Diagonal 21-3 1/2x3 1/2x3/8xl/2 204 -22.6063 80.6546 33.0(b) Pass
T14 20-0 Diagonal L4x4x3/8 216 22.9229 26.4442 86.7 Pass
T1 190-180 Top Girt L3 1/2x3 1/2x1/4 5 -1.8112 22.3135 22.1(b) Pass
T2 180-160 Top Girt L3 1/2x3 1/2x1/4 23 0.0333 50.0386 0.0 (b) Pass
T3 160-140 Top Girt L3 1/2x3 1/2x3/8 53 0.1684 70.2049 0 9'fib) Pass
T4 140-120 Top Girt L3 1/2x3 1/2x3/8 78 -2.6564 22.8540 11.6 Pass
25.4(b)
T5 120-113.333 Top Girt L4x4x3/8 101 -2.2108 25.8833 20 3(b) Pass
T8 100-80 Top Girt L4x4x3/8 131 -4.2921 19.3143 22.2 Pass
26.2(b)
T9. 80-70 Top Girt L5x5x5/l6 149 -4.4562 25.6676 17.4 Pass
38.1 (b)
T11 60-40 Top Girt L5x5x5/16 170 6.0196 20.4292 29.5 Pass
40.7(b)
T12 40-30 Top Girt L5x5x5/16 188 -5.6519 16.9081 33.4 Pass
38.2(b)
T14 20-0 Top Girt L5x5x5/16 209 -5.9101 13.9737 1 42.3 J Pass
Summary j
Leg(T13) 97.7 Pass j
Diagonal(T2) 98.4 Pass
Top Girt(T14) 42.3 Pass
Bolt Checks 91.3 Pass
Rating= 98.4 Pass
i
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis M BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 7
Table 6-Tower Component Stresses vs. Capacity--LC7
Notes Component Elevation (ft) % Capacity Pass/Fail
' Anchor Rods —� 0 43.7 Pass
1 Base Foundation (Structure) 0 29.6 Pass
1,2 IBase Foundation (Soil Interaction) 0 101.8 Pass
Structure Rating (max from all components) = 101.8%(Z)
Notes:
1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity
consumed.
2) Capacities up to 110%are considered acceptable based on analysis methods used.
4.1) Recommendations
The tower and its foundation have sufficient capacity to carry the proposed load configuration. No
modifications are required at this time.
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CC!BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 8
APPENDIX A
TNXTOWER OUTPUT
tnxTower Report-version 7.0.5.1
190.0It
o DESIGNED APPURTENANCE LOADING
y �\
_ r a TYPE ELEVATION TYPE ELEVATION
(2)SSNHH-1D65C W Mount Pipe 190 (2)E15SO9P78 171
180Oft SBNHH-1D65C w/Mount Pipe 190 (2)E75SO9P78 177
\ SBNHH-1 D65C w/Mount Pipe 190 DC2-08.60-0-9E _ 171
CMA-BDHWI121/EO-B W Mount Pipe 111 (2)DC248.604-9E 171
® (2)CMA-1101-11-(16521/E0-6 w/Mount 190 DC248.60-0-9E 171
m Pip. RRUS 32 171
CMA-BDHW6521/EO-6w/Mount Pipe 190 RRUS32 171
- (2)FHFB 190 RRUS 32 171
/ FHFB 190 DC648-60.18-BF 171
o. - �`.� FHFB 190 0C648-60AMC 171
\ / NSN COVP 190 (2j RRU5-11 171
NSN COVP 190 RRUS-it 171
160_01 I I I (2)ECC192o-VPUB 190
Sector Mount ISM 602J] 171
(2)ECC7920.VPU8 190 CAP-FRO.656 160
/\ (4)ECC1920.VPUB 190 CAP-FR0-666 160
j CBC1921-0E-0CbX 190 CAP-FRO-656 160
- " (2)CBC7921-DF-0C-6X 190
(2)MX06FRO860.02 160
0 m / CBCI921-DF-DC-6K 190 (2)MXOGFRO860-02 160
FRIE 190 (2)MX06FRO860-02 160
FRIE 190 (2)RRUS 32 160
FXFB 190 (2)RRUS 32 160
(2)FXFB 190 (2)RRUS 32 IV
1400fl I / / I (3)FRIG 190 RRFOC3315-PF48 160
/ FRIG 190 lox 2.375'Horizontal Mount Pipe 160
Platform Mount[LP 102-11 790 10'x 2.375'HorizonW Mount Pipe 160
/ V x 2-Mount Pipe ISO 10 x 2.375'Honzontal Mount Pipe 160
\ 6'x Y Mount Pipe 190 Sector Mount ISM 303-3] 160ci -
(2)6'x 2-Mount Pipe ISO APXVERR18-C w/Mount Pipe 150
\ Transition Lodder 190 APXVERR78-C w/Mount Pipe 150
RRUS 32 B2 171 APXVERR18C W Mount Pipe 150
A RRUS 32 B2 171 AW3286 150 -
`\ RRUS 32 B2 -171 AW3286 ISO
`3 120_0It / RRUS12 171 AW3286 150
g RRUS 12 171' RRUS-11 800MHz 150.
_ RRUS 12 171 RRUS-it 8001,1Hz ISO
1133ft RRUS 32 B66 171 RRUS-118OOMHz 150
'\ RRUS 32 B66 171 (3)ACU-A20-N 150
Bfi8 32 RRUS 171 m (3)ACU-A20.N 150
\ DC248-00.0.9E 171 (3)ACU-A20-N 150
K 108_7 RR / DC248.60.0.9E 171 80OMHZ SMR FILTER 150
DC648-60.18-8C 171 800MHZ SMR FILTER 150
pco - (2)DBXNH-6565&R2M w/Mount 171 -OOMHZ SMR FILTER 150'
01 0.O ftI \ Pip. RRUS 31 B25 ISO
\ (2)DBXNH-6565B-112M w/Mount 171 RRUS 31 B25 150
\ Pipe
m `.J (2)DBMJH-6565&R2M W Mount 171 RRUS 31 B25 150 _
Pipe FWHR 150
< SBJAH41D65B-DLw/Mount Pipe 171 FWHR 150
SBJAH4-1065&DL w/Mount Pipe 171 FWHR 150
SBJAH4-1O65&DL w/Mount Rpe 171 BEN-92P 150
/ SBNHH-iD65B w/Mount Pipe 171 Sector Maunl ISM 402.7) 150
SBNHH-1 MM w1 Mount Pipe 171 HB-X-AW-23-33-00T 140
m C \ HE-X-AW-23.73-OOT 140
SBNHH-1 D658 wi Mount Pipe 171
80.0R (2)E153O9P78 171 HB-X-AW-23-33.00T 140
Sector Meunl[SM402.3) 140
ix �
SYMBOL LIST`\ MARK SIZE I MARK SIZE
70.0R A L73/4xl 314x3/16 C 21.3112x3 IM1/4xY2
B 2L3x3xY16x1/2 D 2L31/2x31/Dc3t8x1/2
_ C1 Z .
/ \ MATERIAL STRENGTH
600it GRADE F Fu GRADE F Fu
\ / A53-B46 46 ksi 60 ksi - A36 36 ksi 58 ksi
TOWER DESIGN NOTES
/ 1.Tower is located in Pasco County,Florida.
p 2.Tower designed for Exposure C to the TIA-222-G Standard.
�\ 3.Tower designed for a 106 mph basic wind in accordance with the TIA-222-G Standard.
4. Deflections are based upon a 60 mph wind.
5.Tower Structure Class II.
\\\ 6.Topographic Category 1 with Crest Height of 0.0000 ft '
40.0ft 7.TOWER RATING:98.4%
\\\/
30.Ofl / \\\\ ALL REACTIONS
\ AREFACTORED
o = m �� MAX.CORNER REACTIONS AT BASE
/ \ DOWN:647 K
20.0 R SHEAR:64 K
\ - UPLIFT.--576 K
SHEAR:58 K
a _ AXIAL
8 �\ 84 K
SHEA� MOMENT
103 K 11440 kip-ft
0.0 ft
TORQUE 13 kip-ft
REACTIONS-106 mph WIND
2 5 @ Y
c S� c
F n n a u O
0 o A 3
CrowttCastletoo:BU#826548
CCROWN 2000 Corporate Drive Prolea:WO 1509258
CASTLE titan Crown Castle °axnbyemccarty Appd'
Canonsburg PA 15317
The Foundation for A wireless world Phone:(724)416-9056 code:TIA-222-G Date:01l08118 sralec NTS
FAX: 724 416-2254 PaN: Dw9 No.E-1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CC/BU No 826548
Project Number 1509258,Application 412946, Revision 0 - Page 9
Tower lnplut Data
The main tower is a 3x free standing tower with an overall height of 190.0000 ft above the ground line.
The base of the tower is set at an elevation of 0.0000 ft above the ground line.
The face width of the tower is 8.0000 ft at the top and 21.3333 ft at the base.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
5) Tower is located in Pasco County, Florida.
6) Basic wind speed of 106 mph.
7) Structure Class II.
s) Exposure Category C.
9) Topographic Category 1.
10) Crest Height 0.0000 ft.
11) Deflections calculated using a wind speed of 60 mph.
12) Pressures are calculated at each section.
13) Stress ratio used in tower member design is 1.
14) 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 4 Calculate Redundant Bracing Forces
Consider Moments-Diagonals Assume Rigid Index Plate Ignore Redundant Members in FEA
Use Moment Magnification Use Clear Spans For Wind Area 4 SR Leg Bolts Resist Compression
4 Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable
4 Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation
Escalate Ice Bypass Mast Stability Checks 4 Consider Feed Line Torque
Always Use Max Kz Use Azimuth Dish Coefficients 4 Include Angle Block Shear Check
Use Special Wind Profile Project Wind Area of Appurt. Use TIA-222-G Bracing Resist.
Exemption
4 Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice
Exemption
Leg Bolts Are At Top Of Section Add IBC.6D+W Combination ) Poles
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
i
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CCI BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 10
Wind 180
Leo A
Wind 90
0
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
T1 190.0000- 8.0000 1 10.0000
180.0000
T2 180.0000- 8.0000 1 20.0000
160.0000
T3 160.0000- 8.0000 1 20.0000
140.0000
T4 140.0000- 9.6667 1 20.0000
120.0000
T5 120.0000- 11.3333 1 6.6667
113.3333
T6 113.3333- 11.8889 1 6.6667
106.6667
T7 106.6667- 12.4444 1 6.6667
100.0000
T8 100.0000- 13.0000 1 20.0000
80.0000
T9 80.0000- 14.6667 1 10.0000
70.0000
T10 70.0000- 15.5000 1 10.0000
60.0000
T11 60.0000- 16.3333 1 20.0000
40.0000
T12 40.0000- 18.0000 1 10.0000
30.0000
T13 30.0000- 18.8333 1 10.0000
20.0000
T14 20.0000-0.0000 19.6667 1 20.0000
Tower Section Geometry cont'd
tnxTower Report-version 7.0.5.1
i January 08, 2018
190 Ft Self Support Tower Structural Analysis CC/BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 11
I
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
T1 190.0000- 5.0000 X Brace No No 0.0000 0.0000
180.0000
T2 180.0000- 5.0000 X Brace No No 0.0000 0.0000
160.0000
T3 160.0000- 6.6667 X Brace No No 0.0000 0.0000
140.0000
T4 140.0000- 6.6667 X Brace No No 0.0000 0.0000
120.0000
T5 120.0000- 6.6667 X Brace No No 0.0000 0.0000
113.3333
T6 113.3333- 6.6667 X Brace No No 0.0000 0.0000
106.6667
T7 106.6667- 6.6667 X Brace No No 0.0000 0.0000
100.0000
T8 100.0000- 10.0000 X Brace No No 0.0000 0.0000
80.0000
T9 80.0000- 10.0000 X Brace No No 0.0000 0.0000
70.0000
T10 70.0000- 10.0000 X Brace No No 0.0000 0.0000
60.0000
T11 60.0000- 10.0000 X Brace No No 0.0000 0.0000
40.0000
T12 40.0000- 10.0000 X Brace No No 0.0000 0.0000
30.0000
T13 30.0000- 10.0000 X Brace No No 0.0000 0.0000
20.0000
T14 20.0000-0.0000 10.0000 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
T1 190.0000- Pipe Pipe 2.5 STD A53-B-46 Equal Angle L1 3/4xl 3/43/16 A36
180.0000 (46 ksi) (36 ksi)
T2 180.0000- Pipe PIPE 3.5 STD A53-13-46 Equal Angle L2x2x3/16 A36
160.0000 (46 ksi) (36 ksi)
T3 160.0000- Pipe Pipe 5 STD A53-13-46 Double Equal 21-2 1/2x2 1/2x3/16x3/8 A36
140.0000 (46 ksi) Angle (36 ksi)
T4 140.0000- Pipe Pipe 8 STD A53-13-46 Equal Angle L3x3x3/16 A36
120.0000 (46 ksi) (36 ksi)
T5 120,0000- Pipe Pipe 8 STD A53-B-46 Equal Angle L3x3x3/16 A36
113.3333 (46 ksi) (36 ksi)
T6 113.3333- Pipe Pipe 8 STD A53-1346 Equal Angle L3x3x3/16 A36
106.6667 (46 ksi) (36 ksi)
T7 106.6667- Pipe Pipe 8 STD A53-B-46 Double Equal 2L3x3x3/16xl/2 A36
100.0000 (46 ksi) Angle (36 ksi)
T8 100.0000- Pipe Pipe 10 STD(SCH40) A53-B-46 Equal Angle L3 1/2x3 1/2x1/4 A36
80.0000 (46 ksi) (36 ksi)
T9 80.0000- Pipe Pipe 10 STD(SCH40) A53-B-46 Equal Angle L3 1/2x3 1/2xl/4 A36
70.0000 (46 ksi) (36 ksi)
T10 70.0000- Pipe Pipe 10 STD(SCH40) A53-B-46 Double Equal 21-3 1/2x3 1/2xl/4xl/2 A36
60.0000 (46 ksi) Angle (36 ksi)
T11 60.0000- Pipe Pipe 12 STD A53-B-46 Equal Angle L3 1/2x3 1/2x3/8 A36
40.0000 (46 ksi) (36 ksi)
T12 40.0000- Pipe Pipe 12 STD A53-13-46 Equal Angle L3 1/2x3 1/2x3/8 A36
30.0000 (46 ksi) (36 ksi)
T13 30.0000- Pipe Pipe 12 STD A53-B-46 Double Equal 21-3 1/2x3 1/2x3/8xl/2 A36
20.0000 (46 ksi) Angle (36 ksi)
T14 20.0000- Pipe Pipe 12 XH A53-B-46 Equal Angle L4x4x3/8 A36
0.0000 (46 ksi) (36 ksi)
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CCI BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 12
Tower Section Geometry cont'd
Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt
Elevation Type Size Grade Type Size Grade
It
T1 190.0000- Equal Angle L3 1/2x3 1/2xl/4 A36 Equal Angle A36
180.0000 (36 ksi) (36 ksi)
T2 180.0000- Equal Angle L3 1/2x3 1/2x1/4 A36 Equal Angle A36
160.0000 (36 ksi) (36 ksi)
T3 160.0000- Equal Angle L3 1/2x3 1/2x3/8 A36 Equal Angle A36
140.0000 (36 ksi) (36 ksi)
T4 140.0000- Equal Angle L3 1/2x3 1/2x3/8 A36 Equal Angle A36
120.0000 (36 ksi) (36 ksi)
T5 120.0000- Equal Angle L4x4x3/8 A36 Equal Angle A36
113.3333 (36 ksi) (36 ksi)
T8 100.0000- Equal Angle L4x4x3/8 A36 Equal Angle A36
80.0000 (36 ksi) (36 ksi)
T9 80.0000- Equal Angle L5x5x5/16 A36 Equal Angle A36
70.0000 (36 ksi) (36 ksi)
T11 60.0000- Equal Angle L5x5x5/16 A36 Equal Angle A36
40.0000 (36 ksi) (36 ksi)
T12 40.0000- Equal Angle L5x5x5/16 A36 Equal Angle A36
30.0000 (36 ksi) (36 ksi)
T14 20.0000- Equal Angle L5x5x5/16 A36 Equal Angle A36
0.0000 (36 ksi) (36 ksi)
Tower Section Geometry cont'd
Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle
Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt
(per face) Ar Spacing Spacing Spacing
Diagonals Horizontals Redundants
ft ft2 in in in in
T1190.0000- 0.0000 0.3750 A36 1.03 1 1.05 0.0000 0.0000 0.0000
180.0000 (36 ksi)
T2180.0000- 0.0000 0.3750 A36 1.03 1 1.05 0.0000 0.0000 0.0000
160.0000 (36 ksi)
T3160.0000- 0.0000 0.3750 A36 1.03 1 1.05 Third-Pt 0.0000 0.0000
140.0000 (36 ksi)
T4140.0000- 0.0000 0.5000 A36 1.03 1 1.05 0.0000 0.0000 0.0000
120.0000 (36 ksi)
T5120.0000- 0.0000 0.5000 A36 1.03 1 1.05 0.0000 0.0000 0.0000
113.3333 (36 ksi)
T6113.3333- 0.0000 0.5000 A36 1.03 1 1.05 0.0000 0.0000 0.0000
106.6667 (36 ksi)
T7106.6667- 0.0000 0.5000 A36 1.03 1 1.05 Third-Pt 0.0000 0.0000
100.0000 (36 ksi)
T8100.0000- 0.0000 0.5000 A36 1.03 1 1.05 0.0000 0.0000 0.0000
80.0000 (36 ksi)
T9 80.0000- 0.0000 0.5000 A36 1.03 1 1.05 0.0000 0.0000 0.0000
70.0000 (36 ksi)
T10 70.0000- 0.0000 0.5000 A36 1.03 1 1.05 Third-Pt 0.0000 0.0000
60.0000 (36 ksi)
T1160.0000- 0.0000 0.5000 A36 1.03 1 1.05 0.0000 0.0000 0.0000
40.0000 (36 ksi)
T12 40.0000- 0.0000 0.5000 A36 1.03 1 1.05 0.0000 0.0000 0.0000
30.0000 (36 ksi)
T13 30.0000- 0.0000 0.5000 A36 1.03 1 1.05 Third-Pt 0.0000 0.0000
20.0000 (36 ksi)
T14 20.0000- 0.0000 0.5000 A36 1.03 1 1.05 0.0000 0.0000 0.0000
0.0000 (36 ksi)
Tower Section Geometry cont'd
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CCI BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 13
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
It Y Y Y Y Y Y Y
T1 Yes No 1 1 1 1 1 1 1 1
190.0000- 1 1 1 1 1 1 1
180.0000
T2 Yes No 1 1 1 1 1 1 1 1
180.0000- 1 1 1 1 1 1 1
160.0000
T3 Yes No 1 1 1 1 1 1 1 1
160.0000- 1 1 1 1 1 1 1
140.0000
T4 Yes No 1 1 1 1 1 1 1 1
140.0000- 1 1 1 1 1 1 1
120.0000
T5 Yes No 1 1 1 1 1 1 1 1
120.0000- 1 1 1 1 1 1 1
113.3333
T6 Yes No 1 1 1 1 1 1 1 1
113.3333- 1 1 1 1 1 1 1
106.6667
T7 Yes No 1 1 1 1 1 1 1 1
106.6667- 1 1 1 1 1 1 1
100.0000
T8 Yes No 1 1 1 1 1 1 1 1
100.0000- 1 1 1 1 1 1 1
80.0000
T9 80.0000- Yes No 1 1 1 1 1 1 1 1
70.0000 1 1 1 1 1 1 1
T10 Yes No 1 1 1 1 1 1 1 1
70.0000- 1 1 1 1 1 1 1
60.0000
T11 Yes No 1 1 1 1 1 1 1 1
60.0000- 1 1 1 1 1 1 1
40.0000
T12 Yes No 1 1 1 1 1 1 1 1
40.0000- 1 1 1 1 1 1 1
30.0000
T13 Yes No 1 1 1 1 1 1 1 1
30.0000- 1 1 1 1 1 1 1
20.0000
T14 Yes No 1 1 1 1 1 1 1 1
20.0000- 1 1 1 1 1 1 1
0.0000
'Note:K factors are applied to member segment lengths.K-braces without inner supporting members will have the K factor in the out-of-
plane direction applied to the overall length.
I
Tower Section Geometry cont'd
Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Elevation
It
Net Width U Net U Net Width U Net U Net U Net U Net U
Deduct Width Deduct Width Width Width Width
in Deduct in Deduct Deduct Deduct Deduct
in -in in in in
T1190.0000- 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
180.0000
T2180.0000- 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
160.0000
T3160.0000- 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
140.0000
T4 140.0000-1 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
120.0000
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis M BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 14
Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Elevation
ft
Net Width U Net U Net Width U Net U Net U Net U Net U
Deduct Width Deduct Width Width Width Width
in Deduct in Deduct Deduct Deduct Deduct
in in in in in
T5120.0000- 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
113.3333
T6113.3333- 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
106.6667
T7106.6667- 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
100.0000
T8100.0000- 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
80.0000
T9 80.0000- 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
70.0000
T10 70.0000- 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
60.0000
T1160.0000- 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
40.0000
T12 40.0000- 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
30.0000
T13 30.0000- 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
20.0000
T14 20.0000- 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
0.0000
Tower Section Geometry cont'd
Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short
Elevation Connection Horizontal
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
T1190.0000- Flange 0.7500 4 0.5000 2 0.5000 1 0.0000 0 0.6250 0 0.0000 0 0.6250 0
180.0000 A325N A325N A325N A325N A325N A325N A325N
T2180.0000- Flange 0.8750 4 0.5000 2 0.5000 1 0.0000 0 0.6250 0 0.0000 0 0.6250 0
160.0000 A325N A325N A325N A325N A325N A325N A325N
T3160.0000- Flange 1.0000 6 0.7500 1 0.7500 1 0.0000 0 0.6250 0 0.0000 0 0.6250 0
140.0000 A325N A325X A325N A325N A325N A325N A325N
T4140.0000- Flange 1.5000 4 0.6250 2 0.6250 1 0.0000 0 0.6250 0 0.0000 0 0.6250 0
120.0000 A325N A325N A325N A325N A325N A325N A325N
T5120.0000- Flange 0.0000 0 0.6250 2 0.6250 1 0.0000 0 0.6250 0 0.0000 0 0.6250 0
113.3333 A325N A325N A325N A325N A325N A325N A325N
T6113.3333- Flange 0.0000 0 0.6250 2 0.0000 0 0.0000 0 0.6250 0 0.0000 0 0.6250 0
106.6667 A325N A325N A325N A325N A325N A325N A325N
T7106.6667- Flange 1.5000 6 0.6250 2 0.0000 0 0.0000 0 0.6250 0 0.0000 0 0.6250 0
100.0000 A325N A325X A325N A325N A325N A325N A325N
T8100.0000- Flange 1.5000 6 0.7500 2 0.7500 1 0.0000 0 0.6250 0 0.0000 0 0.6250 0
80.0000 A325N A325N A325N A325N A325N A325N A325N
T9 80.0000- Flange 0.0000 0 0.6250 2 0.6250 1 0.0000 0 0.6250 0 0.0000 0 0.6250 0
70.0000 A325N A325N A325N A325N A325N A325N A325N
T10 70.0000- Flange 1.5000 6 0.6250 2 0.0000 0 0.0000 0 0.6250 0 0.0000 0 0.6250 0
60.0000 A325N A325X A325N A325N A325N A325N A325N
T1160.0000- Flange 1.5000 6 0.7500 2 0.7500 1 0.0000 0 0.6250 0 0.0000 0 0.6250 0
40.0000 A325N A325N A325N A325N A325N A325N A325N
T12 40.0000- Flange 0.0000 0 0.7500 2 0.7500 1 0.0000 0 0.6250 0 0.0000 0 0.6250 0
30.0000 A325N A325N A325N A325N A325N A325N A325N
T13 30.0000- Flange 1.5000 6 0.7500 2 0.0000 0 0.0000 0 0.6250 0 0.0000 0 0.6250 0
20.0000 A325N A325X A325N A325N A325N A325N A325N
T14 20.0000- Flange 2.2500 0 0.7500 2 0.7500 1 0.0000 0 0.6250 0 0.0000 0 0.6250 0
0.0000 A615-75 A325N A325N A325N A325N A325N A325N
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CCI BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 15
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Face Allow Component Placement Face Lateral # # Clear Width or Perimete Weight
or Shield Type Offset Offset Per Spacing Diameter r
Leg ft in (Frac FW) Row in in plf
in
Safety Line B No Ar(CaAa) 190.0000- 8.0000 0.45 1 1 0.3750 0.3750 0.2200
3/8 0.0000
LDF12-50(2- C No Ar(CaAa) 190.0000- 1.0000 -0.25 6 6 0.7500 2.3500 1.2200
1/4) 0.0000
LDF7-50A(1- C No Ar(CaAa) 190.0000- 1.0000 -0.35 6 6 0.7500 1.9800 0.8200
5/8) 0.0000
LDF5- C _ No Ar(CaAa) 190.0000- 1.0000 -0.2 1 1 0.7500 1.0900 0.3300
50A(7/8) 0.0000
LDF6-50A(1- C No Ar(CaAa) 190.0000- 3.0000 -0.375 1 1 0.7500 1.5500 0.6000
1/4) 0.0000
Feedline C No Af(CaAa) 190.0000- 0.0000 -0.3 1 1 3.0000 3.0000 8.4000
Ladder(Af) 0.0000
***171***
LDF7-50A(1- B No Ar(CaAa) 171.0000- 1.0000 -0.3 12 12 0.5000 1.9800 0.8200
5/8) 0.0000
LDF5- B No Ar(CaAa) 171.0000- 3.0000 -0.25 6 6 0.7500 1.0900 0.3300
50A(7/8) 0.0000
WR- B No Ar(CaAa) 171.0000- 3.0000 -0.3 3 3 0.7500 0.7950 0.5840
VG86ST- 0.0000
BRD(3/4)
12 PAIR(3/8) B No Ar(CaAa) 171.0000- 3.0000 -0.325 2 2 0.7500 0.4000 0.0800
0.0000
ATCB- B No Ar(CaAa) 171.0000- 4.0000 -0.325 3 3 0.7500 0.3150 0.0750
B01(5/16) 0.0000
WR- B No Ar(CaAa) 171.0000- 3.0000 -0.4 2 2 0.7500 0.7950 0.5840
VG86ST- 0.0000
BRD(3/4)
FB-L98B- B No Ar(CaAa) 171.0000- 3.0000 -0.4 1 1 0.7500 0.3937 0.0645
002- 0.0000
XXX(3/8)
Feedline B No Af(CaAa) 171.0000- 0.0000 -0.3 1 1 3.0000 3.0000 8.4000
Ladder(Af) 0.0000
LCF158- A No Ar(CaAa) 160.0000- 1.0000 -0.25 13 12 0.5000 1.9800 0.5200
50JL(1-5/8) 0.0000
Feedline A No Af(CaAa) 160.0000- 0.0000 -0.25 1 1 3.0000 3.0000 8.4000
Ladder(Af) 0.0000
***150***
7919A(17/64 A No Ar(CaAa) 150.0000- 1.0000 0.45 3 3 0.7500 0.0000 0.0300
0.0000
004E6F- A No Ar(CaAa) 150.0000- 1.0000 0.45 3 3 0.7500 0.0000 0.0210
31331- 0.0000
29(1/4)
2"Flex A No Ar(CaAa) 150.0000- 1.0000 0.45 1 1 2.0000 2.0000 0.3600
Conduit 0.0000
TSZ 999 A No Ar(CaAa) 150.0000- 0.0000 0.4 3 2 0.7500 1.1900 1.0700
067/xxxM- 0.0000
8AWG(1-
3/16)
TYPE A No Ar(CaAa) 150.0000- 0.0000 0.425 1 1 0.7500 1.0000 0.6700
SOOW 0.0000
10/9(1)
Feedline A No Af(CaAa) 150.0000- 0.0000 0.45 1 1 3.0000 3.0000 8.4000
Ladder(Af) 0.0000
***140***
I
LDF7-50A(1- C No Ar(CaAa) 140.0000- 1.0000 0.45 6 6 0.5000 1.9800 0.8200
5/8) 0.0000
Feedline C No Af(CaAa) 140.0000- 0.0000 0.45 1 1 3.0000 3.0000 8.4000
Ladder(Af) 0.0000 -
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CC/BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 16
Feed Line/Linear Appurtenances - Entered As Area
Description Face Allow Component Placement Total CAAA Weight
or Shield Type Number
Leg ft ft2/ft plf
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face AR AF CAAA CAAA Weight
Sectio Elevation In Face Out Face
n ft ft2 ft2 ft2 ft2 K
T1 190.0000- A 0.000 0.000 0.000 0.000 0.0000
180.0000 B 0.000 0.000 0.375 0.000 0.0022
C 0.000 0.000 33.620 0.000 0.2157
T2 180.0000- A 0.000 0.000 0.000 0.000 0.0000
160.0000 B 0.000 0.000 46.305 0.000 0.2639
C 0.000 0.000 67.240 0.000 0.4314
T3 160.0000- A 0.000 0.000 73.050 0.000 0.4311
140.0000 B 0.000 0.000 83.577 0.000 0.4762
C 0.000 0.000 67.240 0.000 0.4314
T4 140.0000- A 0.000 0.000 84.620 0.000 0.5591
120.0000 B 0.000 0.000 83.577 0.000 0.4762
C 0.000 0.000 101.000 0.000 0.6978
T5 120.0000- A 0.000 0.000 28.207 0.000 0.1864
113.3333 B 0.000 0.000 27.859 0.000 0.1587
C 0.000 0.000 33.667 0.000 0.2326
T6 113.3333- A 0.000 0.000 28.207 0.000 0.1864
106.6667 B 0.000 0.000 27.859 0.000 0.1587
C 0.000 0.000 33.667 0.000 0.2326
T7 106.6667- A 0.000 0.000 28.207 0.000 0.1864
100.0000 B 0.000 0.000 27.859 0.000 0.1587
C 0.000 0.000 33.667 0.000 0.2326
T8 100.0000- A 0.000 0.000 84.620 0.000 0.5591
'80.0000 B 0.000 0.000 83.577 0.000 0.4762
C 0.000 0.000 101.000 0.000 0.6978
T9 80.0000-70.0000 A 0.000 0.000 42.310 0.000 0.2795
B 0.000 0.000 41.789 0.000 0.2381
C 0.000 0.000 50.500 0.000 0.3489
T10 70.0000-60.0000 A 0.000 0.000 42.310 0.000 0.2795
B 0.000 0.000 41.789 0.000 0.2381
C 0.000 0.000 50.500 0.000 0.3489
T11 60.0000-40.0000 A 0.000 0.000 84.620 0.000 0.5591
B 0.000 0.000 83.577 0.000 0.4762
C 0.000 0.000 101.000 0.000 0.6978
T12 40.0000-30.0000 A 0.000 0.000 42.310 0.000 0.2795
B 0.000 0.000 41.789 0.000 0.2381
C 0.000 0.000 50.500 0.000 0.3489
T13 30.0000-20.0000 A 0.000 0.000 42.310 0.000 0.2795
B 0.000 0.000 41.789 0.000 0.2381
C 0.000 0.000 50.500 0.000 0.3489
T14 20.0000-0.0000 A 0.000 0.000 84.620 0.000 0.5591
B 0.000 0.000 83.577 0.000 0.4762
C 0.000 0.000 101.000 0.000 0.6978
Feed Line Center of Pressure
Section Elevation CPX CPZ CPX CPZ
Ice Ice
ft in in in in
T1 190.0000- 4.8860 5.0803 5.3682 5.5694
180.0000
T2 180.0000- 4.1734 0.3508 4.5634 0.4344
160.0000
T3 160.0000- 0.5134 -1.6005 0.5172 -1.8167
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CC/BU No 826548
Project Number 1509258,Application 412946,Revision 0 Page 17
Section Elevation CPX CPz CPX CPz
Ice = Ice
It in in in in
140.0000
T4 140.0000- -0.9995 -1.1019 -1.2915 -1.2812
120.0000
T5 120.0000- -1.0651 -1.1756 -1.3759 -1.3674
113.3333
T6 113.3333- -1.1582 -1.2792 -1.4962 -1.4880
106.6667
T7 106.6667- -1.2069 -1.3336 -1.5589 -1.5515
100.0000
T8 100.0000-80.0000 -1.2642 -1.3982 -1.6329 -1.6270
T9 80.0000-70.0000 -1.3343 -1.4770 -1.7233 -1.7191
T10 70.0000-60.0000 -1.4638 -1.6211 -1.8904 -1.8870
T11 60.0000-40.0000 -1.4991 -1.6613 -1.9358 -1.9341
T12 40.0000-30.0000 -1.5573 -1.7268 -2.0108 -2.0106
T13 30.0000-20.0000 -1.7057 -1.8919 -2.2024 -2.2031
T14 20.0000-0.0000 -1.7353 -1.9256 -2.2405 2.2426
Shielding Factor Ka
Tower Feed Line Description Feed Line Ka Ka
Section Record No. Segment No Ice Ice
Elev.
T1 1 Safety Line 3/8 180.00- 0.6000 0.6000
190.00
T1 3 LDF12-50(2-1/4) 180.00- 0.6000 0.6000
190.00
T1 4 LDF7-50A(1-5/8) 180.00- 0.6000 0.6000
190.00
T1 5 LDF5-50A(7/8) 180.00- 0.6000 0.6000
190.00
T1 6 LDF6-50A(1-1/4) 180.00- 0.6000 0.6000
190.00
T1 7 Feedline Ladder(Af) 180.00- 0.6000 0.6000
190.00
T2 1 Safety Line 3/8 160.00- 0.6000 0.6000
180.00 j
T2 3 LDF12-50(2-1/4) 160.00- 0.6000 0.6000
180.00
T2 4 LDF7-50A(1-5/8) 160.00- 0.6000 0.6000
180.00
T2 5 LDF5-50A(7/8) 160.00- 0.6000 0.6000
180.00
T2 6 LDF6-50A(1-1/4) 160.00- 0.6000 0.6000
180.00
T2 7 Feedline Ladder(Af) 160.00- 0.6000 0.6000
180.00
T2 9 LDF7-50A(1-5/8) 160.00- 0.6000 0.6000
171.00
T2 10 LDF5-50A(7/8) 160.00- 0.6000 0.6000
171.00
T2 11 WR-VG86ST-BRD(3/4) 160.00- 0.6000 0.6000
171.00
T2 12 12 PAIR(3/8) 160.00- 0.6000 0.6000
171.00
T2 13 ATCB-B01(5/16) 160.00- 0.6000 0.6000
171.00
T2 14 WR-VG86ST-BRD(3/4) 160.00- 0.6000 0.6000
171.00
T2 15 FB-L98B-002-XXX(3/8) 160.00- 0.6000 0.6000
171.00
T2 16 Feedline Ladder(Af) 160.00- 0.6000 0.6000
171.00
T3 1 Safety Line 3/8 140.00- 0.6000 0.6000
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis M BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 18
Tower Feed Line Description Feed Line Ke &
Section Record No. Segment No lce ice
Elev.
160.00
T3 3 LDF12-50(2-1/4) 140.00- 0.6000 0.6000
160.00
T3 4 LDF7-50A(1-5/8) 140.00- 0.6000 0.6000
160.00
T3 5 LDF5-50A(7/8) 140.00- 0.6000 0.6000
160.00
T3 6 LDF6-50A(1-1/4) 140.00- 0.6000 0.6000
160.00
T3 7 Feedline Ladder(Af) 140.00- 0.6000 0.6000
160.00
T3 9 LDF7-50A(1-5/8) 140.00- 0.6000 0.6000
160.00
T3 10 LDF5-50A(7/8) 140.00- 0.6000 0.6000
160.00
T3 11 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000
160.00
T3 12 12 PAIR(3/8) 140.00- 0.6000 0.6000
160.00
T3 13 ATCB-B01(5/16) 140.00- 0.6000 0.6000
160.00
T3 14 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000
160.00
T3 15 FB-L98B-002-XXX(3/8) 140.00- 0.6000 0.6000
160.00
T3 16 Feedline Ladder(Af) 140.00- 0.6000 0.6000
160.00
T3 18 LCF158-50JL(1-5/8) 140.00- 0.6000 0.6000
160.00
T3 20 Feedline Ladder(AD 140.00- 0.6000 0.6000
160.00
T3 22 7919A(17/64) 140.00- 0.6000 0.6000
150.00
T3 23 004E6F-31331-29(1/4) 140.00- 0.6000 0.6000
150.00
T3 24 2"Flex Conduit 140.00- 0.6000 0.6000
150.00
T3 25 TSZ 999 067/xxxM- 140.00- 0.6000 0.6000
8AWG(1-3/16) 150.00
T3 26 TYPE SOOW 10/9(1) 140.00- 0.6000 0.6000
150.00
T3 27 Feedline Ladder(Af) 140.00- 0.6000 0.6000
150.00
T4 1 Safety Line 3/8 120.00- 0.6000 0.6000
140.00
T4 3 LDF12-50(2-1/4) 120.00- 0.6000 0.6000
140.00
T4 4 LDF7-50A(1-5/8) 120.00- 0.6000 0.6000
140.00
T4 5 LDF5-50A(7/8) 120.00- 0.6000 0.6000
140.00
T4 6 LDF6-50A(1-1/4) 120.00- 0.6000 0.6000
140.00
T4 7 Feedline Ladder(Af) 120.00- 0.6000 0.6000
140.00
T4 9 LDF7-50A(1-5/8) 120.00- 0.6000 0.6000
140.00
T4 10 LDF5-50A(7/8) 120.00- 0.6000 0.6000
140.00
T4 11 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000
140.00
T4 12 12 PAIR(3/8) 120.00- 0.6000 0.6000
140.00
T4 13 ATCB-1301(5/16) 120.00- 0.6000 0.6000
140.00
T4 14 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000
140.00
T4 15 FB-L98B-002-XXX(3/8) 120.00- 0.6000 0.6000
140.00
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis M BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 19
Tower Feed Line Description Feed Line Ka &
Section Record No. Segment No Ice Ice
Elev.
T4 16 Feedline Ladder(AD 120.00- 0.6000 0.6000
140.00
T4 18 LCF158-50JL(1-5/8) 120.00- 0.6000 0.6000
140.00
T4 20 Feedline Ladder(AD 120.00- 0.6000 0.6000
140.00
T4 22 7919A(17/64) 120.00- 0.6000 0.6000
140.00
T4 23 004E6F-31331-29(1/4) 120.00- 0.6000 0.6000
140.00
T4 24 2"Flex Conduit 120.00- 0.6000 0.6000
140.00
T4 25 TSZ 999 067/xxxM- 120.00- 0.6000 0.6000
8AWG(1-3/16) 140.00
T4 26 TYPE SOOW 10/9(1) 120.00- 0.6000 0.6000
140.00
T4 27 Feedline Ladder(AD 120.00- 0.6000 0.6000
140.00
T4 29 LDF7-50A(1-5/8) 120.00- 0:6000 0.6000
140.00
T4 30 Feedline Ladder(AD 120.00- 0.6000 0.6000
140.00
T5 1 Safety Line 3/8 113.33- 0.6000 0.6000
120.00
T5 3 LDF12-50(2-1/4) 113.33- 0.6000 0.6000
120.00
T5 4 LDF7-50A(1-5/8) 113.33- 0.6000 0.6000
120.00
T5 5 LDF5-50A(7/8) 113.33- 0.6000 0.6000
120.00
T5 6 LDF6-50A(1-1/4) 113.33- 0.6000 0.6000
120.00
T5 7 Feedline Ladder(AD 113.33- 0.6000 0.6000
120.00
T5 9 LDF7-50A(1-5/8) 113.33- 0.6000 0.6000
120.00
T5 10 LDF5-50A(7/8) 113.33- 0.6000 0.6000
120.00
T5 11 WR-VG86ST-BRD(3/4) 113.33- 0.6000 0.6000
120.00
T5 12 12 PAIR(3/8) 113.33- 0.6000 0.6000
120.00
T5 13 ATCB-B01(5/16) 113.33- 0.6000 0.6000
120.00
T5 14 WR-VG86ST-BRD(3/4) 113.33- 0.6000 0.6000
120.00
T5 15 FB-L98B-002-XXX(3/8) 113.33- 0.6000 0.6000
120.00
T5 16 Feedline Ladder.,(Af) 113.33- 0.6000 0.6000
120.00
T5 18 LCF158-50JL(1-5/8) 113.33- 0.6000 0.6000
120.00
T5 20 Feedline Ladder(AD 113.33- 0.6000 0.6000
120.00
T5 22 7919A(17/64) 113.33- 0.6000 0.6000
120.00
T5 23 004E6F-31331-29(1/4) 113.33- 0.6000 0.6000
120.00
T5 24 2"Flex Conduit 113.33- 0.6000 0.6000
120.00
T5 25 TSZ 999 067/xxxM- 113.33- 0.6000 0.6000
8AWG(1-3/16) 120.00
T5 26 TYPE SOOW 10/9(1) 113.33- 0.6000 0.6000
120.00
T5 27 Feedline Ladder(AD 113.33- 0.6000 0.6000
120.00
T5 29 LDF7-50A(1-5/8) 113.33- 0.6000 0.6000
120.00
T5 30 Feedline Ladder(AD 113.33- 0.6000 0.6000
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis M BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 20
Tower Feed Line Description Feed Line Ka Ka
Section Record No. Segment No Ice Ice
Elev.
120.00
T6 1 Safety Line 3/8 106.67- 0.6000 0.6000
113.33
T6 3 LDF12-50(2-1/4) 106.67- 0.6000 0.6000
113.33
T6 4 LDF7-50A(1-5/8) 106.67- 0.6000 0.6000
113.33
T6 5 LDF5-50A(7/8) 106.67- 0.6000 0.6000
113.33
T6 6 LDF6-50A(1-1/4) 106.67- 0.6000 0.6000
113.33
T6 7 Feedline Ladder(Af) 106.67- 0.6000 0.6000
113.33
T6 9 LDF7-50A(1-5/8) 106.67- 0.6000 0.6000
113.33
T6 10 LDF5-50A(7/8) 106.67- 0.6000 0.6000
113.33
T6 11 WR-VG86ST-BRD(3/4) 106.67- 0.6000 0.6000
113.33
T6 12 12 PAIR(3/8) 106.67- 0.6000 0.6000
113.33
T6 13 ATCB-1301(5/16) 106.67- 0.6000 0.6000
113.33
T6 14 WR-VG86ST-BRD(3/4) 106.67- 0.6000 0.6000
113.33
T6 15 FB-L98B-002-XXX(3/8) 106.67- 0.6000 0.6000 ,
113.33
T6 16 Feedline Ladder(Af) 106.67- 0.6000 0.6000
113.33
T6 18 LCF158-50JL(1-5/8) 106.67- 0.6000 0.6000
113.33
T6 20 Feedline Ladder(Af) 106.67- 0.6000 0.6000
113.33
T6 22 7919A(17/64) 106.67- 0.6000 0.6000
113.33
T6 23 004E6F-31331-29(1/4) 106.67- 0.6000 0.6000
113.33
T6 24 2"Flex Conduit 106.67- 0.6000 0.6000
113.33
T6 25 TSZ 999 067/xxxM- 106.67- 0.6000 0.6000
8AWG(1-3/16) 113.33
T6 26 TYPE SOOW 10/9(1) 106.67- 0.6000 0.6000
113.33
T6 27 Feedline Ladder(Af) 106.67- 0.6000 0.6000
113.33
T6 29 LDF7-50A(1-5/8) 106.67- 0.6000 0.6000
113.33
T6 30 Feedline Ladder(Af) 106.67- 0.6000 0.6000
113.33 \
T7 1 Safety Line 3/8 100.00- 0.6000 0.6000
106.67
T7 3 LDF12-50(2-1/4) 100.00- 0.6000 0.6000
106.67
T7 4 LDF7-50A(1-5/8) 100.00- 0.6000 0.6000
106.67
T7 5 LDF5-50A(7/8) 100.00- 0.6000 0.6000
106.67
T7 6 LDF6-50A(1-1/4) 100.00- 0.6000 0.6000
106.67
T7 7 Feedline Ladder(Af) 100.00- 0.6000 0.6000
106.67
T7 9 LDF7-50A(1-5/8) 100.00- 0.6000 0.6000
106.67
T7 10 LDF5-50A(7/8) 100.00- 0.6000 0.6000
106.67
T7 11 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000
106.67
T7 12 12 PAIR(3/8) 100.00- 0.6000 0.6000
106.67
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis M BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 21
Tower Feed Line Description Feed Line Ka Ka
Section Record No. Segment No Ice Ice
Elev.
T7 13 ATCB-B01(5/16) 100.00- 0.6000 0.6000
106.67
T7 14 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000
106.67
T7 15 FB-L98B-002-XXX(3/8) 100.00- 0.6000 0.6000
106.67
T7 16 Feedline Ladder(Af) 100.00- 0.6000 0.6000
106.67
T7 18 LCF158-50JL(1-5/8) 100.00- 0.6000 0.6000
106.67
T7 20 Feedline Ladder(Af) 100.00- 0.6000 0.6000
106.67
T7 22 7919A(17/64) 100.00- 0.6000 0.6000
106.67
T7 23 004E6F-31331-29(1/4) 100.00- 0.6000 0.6000
106.67
T7 24 2"Flex Conduit 100.00- 0.6000 0.6000
106.67
T7 25 TSZ 999 067/xxxM- 100.00- 0.6000 0.6000
8AWG(1-3/16) 106.67
T7 26 TYPE SOOW 10/9(1) 100.00- 0.6000 0.6000
106.67
T7 27 Feedline Ladder(Af) 100.00- 0.6000 0.6000
106.67
T7 29 LDF7-50A(1-5/8) 100.00- 0.6000 0.6000
106.67
T7 30 Feedline Ladder(AD 100.00- 0.6000 0.6000
106.67
T8 1 Safety Line 3/8 80.00- 0.6000 0.6000
100.00
T8 3 LDF12-50(2-1/4) 80.00- 0.6000 0.6000
100.00
T8 4 LDF7-50A(1-5/8) 80.00- 0.6000 0.6000
100.00
T8 5 LDF5-50A(7/8) 80.00- 0.6000 0.6000
100.00
T8 6 LDF6-50A(1-1/4) 80.00- 0.6000 0.6000
100.00
T8 7 Feedline Ladder(Af) 80.00- 0.6000 0.6000
100.00
T8 9 LDF7-50A(1-5/8) 80.00- 0.6000 0.6000
100.00
T8 10 LDF5-50A(7/8) 80.00- 0.6000 0.6000
100.00
T8 11 WR-VG86ST-BRD(3/4) 80.00- 0.6000 0.6000
100.00
T8 12 12 PAIR(3/8) 80.00- 0.6000 0.6000
100.00
T8 13 ATCB-1301(5/16) 80.00- 0.6000 0.6000
100.00
T8 14 WR-VG86ST-BRD(3/4) 80.00- 0.6000 0.6000
100.00
T8 15 FB-L98B-002-XXX(3/8) 80.00- 0.6000 0.6000
100.00
T8 16 Feedline Ladder(Af) 80.00- 0.6000 0.6000
100.00
i
T8 18 LCF158-50JL(1-5/8) 80.00- 0.6000 0.6000
100.00
T8 20 Feedline Ladder(Af) 80.00- 0.6000 0.6000
100.00
T8 22 7919A(17/64) 80.00- 0.6000 0.6000
` 100.00
T8 23 004E6F-31331-29(1/4) 80.00- 0.6000 0.6000
100.00
T8 24 2"Flex Conduit 80.00- 0.6000 0.6000
100.00
T8 25 TSZ 999 067/xxxM- 80.00- 0.6000 0.6000
8AWG(1-3/16) 100.00
T8 26 TYPE SOOW 10/9(1) 80.00- 0.6000 0.6000
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CCI BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 22
Tower Feed Line Description Feed Line Ka Ka
Section Record No. Segment No Ice Ice
Elev.
100.00
T8 27 Feedline Ladder(Af) 80.00- 0.6000 0.6000
100.00
T8 29 LDF7-50A(1-5/8) 80.00- 0.6000 0.6000
100.00
T8 30 Feedline Ladder(Af) 80.00- 0.6000 0.6000
100.00
T9 1 Safety Line 3/8 70.00- 0.6000 0.6000
80.00
T9 3 LDF12-50(2-1/4) 70.00- 0.6000 0.6000
80.00
T9 4 LDF7-50A(1-5/8) 70.00- 0.6000 0.6000
80.00
T9 5 LDF5-50A(7/8) 70.00- 0.6000 0.6000
80.00
T9 6 LDF6-50A(1-1/4) 70.00- 0.6000 0.6000
80.00
T9 7 Feedline Ladder(Af) 70.00- 0.6000 0.6000
80.00
T9 9 LDF7-50A(1-5/8) 70.00- 0.6000 0.6000
80.00
T9 10 LDF5-50A(7/8) 70.00- 0.6000 0.6000
80.00
T9 11 WR-VG86ST-BRD(3/4) 70.00- 0.6000 0.6000
80.00
T9 12 12 PAIR(3/8) 70.00- 0.6000 0.6000
80.00
T9 13 ATCB-1301(5/16) 70.00- 0.6000 0.6000
80.00,
T9 14 WR-VG86ST-BRD(3/4) 70.00- 0.6000 0.6000
80.00
T9 15 FB-L98B-002-XXX(3/8) 70.00- 0.6000 0.6000
80.00
T9 16 Feedline Ladder(Af) 70.00- 0.6000 0.6000
80.00
T9 18 LCF158-50JL(1-5/8) 70.00- 0.6000 0.6000
80.00
T9 20 Feedline Ladder(Af) 70.00- 0.6000 0.6000
80.00
T9 22 7919A(17/64) 70.00- 0.6000 0.6000
80.00
T9 23 004E6F-31331-29(1/4) 70.00- 0.6000 0.6000
80.00
T9 24 2"Flex Conduit 70.00- 0.6000 0.6000
80.00
T9 25 TSZ 999 067/xxxM- 70.00- 0.6000 0.6000
8AWG(1-3/16) 80.00
T9 26 TYPE SOOW 10/9(1) 70.00- 0.6000 0.6000
80.00
T9 27 Feedline Ladder(Af) 70.00- 0.6000 0.6000
80.00
T9 29 LDF7-50A(1-5/8) 70.00- 0.6000 0.6000
80.00
T9 30 Feedline Ladder(Af) 70.00- 0.6000 0.6000
80.00
T10 1 Safety Line 3/8 60.00- 0.6000 0.6000
70.00
T10 3 LDF12-50(2-1/4) 60.00- 0.6000 0.6000
70.00
T10 4 LDF7-50A(1-5/8) 60.00- 0.6000 0.6000
70.00
T10 5 LDF5-50A(7/8) 60.00- 0.6000 0.6000
70.00
T10 6 LDF6-50A(1-1/4) 60.00- 0.6000 0.6000
70.00
T10 7 Feedline Ladder(Af) 60.00- 0.6000 0.6000
70.00
T10 9 LDF7-50A(1-5/8) 60.00- 0.6000 0.6000
70.00
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CC/BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 23
Tower Feed Line Description Feed Line K. K.
Section Record No. Segment No Ice Ice
Elev.
T10 10 LDF5-50A(7/8) 60.00- 0.6000 i 0.6000
70.00
T10 11 WR-VG86ST-BRD(3/4) 60.00- 0.6000 0.6000
70.00
T10 12 12 PAIR(3/8) 60.00- 0.6000 0.6000
70.00
T10 13 ATCB-B01(5/16) 60.00- 0.6000 0.6000
70.00
T10 14 WR-VG86ST-BRD(3/4) 60.00- 0.6000 0.6000
70.00
T10 15 FB-L98B-002-XXX(3/8) 60.00- 0.6000 0.6000
70.00
T10 16 Feedline Ladder(Af) 60.00- 0.6000 0.6000
70.00
T10 18 LCF158-50JL(1-5/8) 60.00- 0.6000 0.6000
70.00
T10 20 Feedline Ladder(Af) 60.00- 0.6000 0.6000
70.00
T10 22 7919A(17/64) 60.00- 0.6000 0.6000
70.00
T10 23 004E6F-31331-29(1/4) 60.00- 0.6000 0.6000
70.00
T10 24 2"Flex Conduit 60.00- 0.6000 0.6000
70.00
T10 25 TSZ 999 067/xxxM- 60.00- 0.6000 0.6000
8AWG(1-3/16) 70.00
T10 26 TYPE SOOW 10/9(1) 60.00- 0.6000 0.6000
70.00
T10 27 Feedline Ladder(Af) 60.00- 0.6000 0.6000
70.00
T10 29 LDF7-50A(1-5/8) 60.00- 0.6000 0.6000
70.00
T10 30 Feedline Ladder(Af) 60.00- 0.6000 0.6000
70.00
T11 1 Safety Line 3/8 40.00- 0.6000 0.6000
60.00
T11 3 LDF12-50(2-1/4) 40.00- 0.6000 0.6000
60.00
T11 4 LDF7-50A(1-5/8) 40.00- 0.6000 0.6000
60.00
T11 5 LDF5-50A(7/8) 40.00- 0.6000 0.6000
60.00
T11 6 LDF6-50A(1-1/4) 40.00- 0.6000 0.6000
60.00
T11 7 Feedline Ladder(Af) 40.00- 0.6000 0.6000
60.00
T11 9 LDF7-50A(1-5/8) 40.00- 0.6000 0.6000
60.00
T11 10 LDF5-50A(7/8) 40.00- 0.6000 0.6000
60.00
T11 11 WR-VG86ST-BRD(3/4) 40.00- 0.6000 0.6000
60.00
T11 12 12 PAIR(3/8) 40.00- 0.6000 0.6000
60.00
T11 13 ATCB-B01(5/16) 40.00- 0.6000 0.6000
60.00
T11 14 WR-VG86ST-BRD(3/4) 40.00- 0.6000 0.6000
60.00
T11 15 FB-L98B-002-XXX(3/8) 40.00- 0.6000 0.6000
60.00
T11 16 Feedline Ladder(Af) 40.00- 0.6000 0.6000
60.00
T11 18 LCF158-50JL(1-5/8) 40.00- 0.6000 0.6000
60.00
T11 20 Feedline Ladder(Af) 40.00- 0.6000 0.6000
60.00
T11 22 7919A(17/64) 40.00- 0.6000 0.6000
60.00
T11 23 004E6F-31331-29(1/4) 40.00- 0.6000 0.6000
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis M BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 24
Tower Feed Line Description Feed Line K. K.
Section Record No. Segment No Ice ice
Elev.
60.00
T11 24 2"Flex Conduit 40.00- 0.6000 0.6000
60.00
T11 25 TSZ 999 067/xxxM- 40.00- 0.6000 0.6000
8AWG(1-3/16) 60.00
T11 26 TYPE SOOW 10/9(1) 40.00- 0.6000 0.6000
60.00
T11 27 Feedline Ladder(Af) 40.00- 0.6000 0.6000
60.00
T11 29 LDF7-50A(1-5/8) 40.00- 0.6000 0.6000
60.00
T11 30 Feedline Ladder(AD 40.00- 0.6000 0.6000
60.00
T12 1 Safety Line 3/8 30.00- 0.6000 0.6000
40.00
T12 3 LDF12-50(2-1/4) 30.00- 0.6000 0.6000
40.00
T12 4 LDF7-50A(1-5/8) 30.00- 0.6000 0.6000
40.00
T12 5 LDF5-50A(7/8) 30.00- 0.6000 0.6000
40.00
T12 6 LDF6-50A(1-1/4) 30.00- 0.6000 0.6000
40.00
T12 7 Feedline Ladder(Af) 30.00- 0.6000 0.6000
40.00
T12 9 LDF7-50A(1-5/8) 30.00- 0.6000 0.6000
40.00
T12 10 LDF5-50A(7/8) 30.00- 0.6000 0.6000
40.00
T12 11 WR-VG86ST-BRD(3/4) 30.00- 0.6000 0.6000
40.00
T12 12 12 PAIR(3/8) 30.00- 0.6000 0.6000
40.00
T12 13 ATCB-B01(5/16) 30.00- 0.6000 0.6000
40.00
T12 14 WR-VG86ST-BRD(3/4) 30.00- 0.6000 0.6000
40.00
T12 15 FB-L986-002-XXX(3/8) 30.00- 0.6000 0.6000
40.00
T12 16 Feedline Ladder(AD 30.00- 0.6000 0.6000
40.00
T12 18 LCF158-50JL(1-5/8) 30.00- 0.6000 0.6000
40.00
T12 20 Feedline Ladder(AD 30.00- 0.6000 0.6000
40.00
T12 22 7919A(17/64) 30.00- 0.6000 0.6000
40.00
T12 23 004E6F-31331-29(1/4) 30.00- 0.6000 0.6000
40.00
T12 24 2"Flex Conduit 30.00- 0.6000 0.6000
40.00
T12 25 TSZ 999 067/xxxM- 30.00- 0.6000 0.6000
8AWG(1-3/16) 40.00
T12 26 TYPE SOOW 10/9(1) 30.00- 0.6000 0.6000
40.00
T12 27 Feedline Ladder(Af) 30.00- 0.6000 0.6000
40.00
T12 29 LDF7-50A(1-5/8) 30.00- 0.6000 0.6000
40.00
T12 30 Feedline Ladder(Af) 30.00- 0.6000 0.6000
40.00
T13 1 Safety Line 3/8 20.00- 0.6000 0.6000
30.00
T13 3 LDF12-50(2-1/4) 20.00- 0.6000 0.6000
30.00
T13 4 LDF7-50A(1-5/8) 20.00- 0.6000 0.6000
30.00
T13 5 LDF5-50A(7/8) 20.00- 0.6000 0.6000
30.00
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CC/BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 25
Tower Feed Line Description Feed Line Ka K.
Section Record No. Segment No Ice Ice
Elev.
T13 6 LDF6-50A(1-1/4) 20.00- 0.6000 0.6000
30.00
T13 7 Feedline Ladder(Af) 20.00- 0.6000 0.6000
30.00
T13 9 LDF7-50A(1-5/8) 20.00- 0.6000 0.6000
30.00
T13 10 LDF5-50A(7/8) 20.00- 0.6000 0.6000
30.00
T13 11 WR-VG86ST-BRD(3/4) 20.00- 0.6000 0.6000
30.00
T13 12 12 PAIR(3/8) 20.00- 0.6000 0.6000
30.00
T13 13 ATCB-B01(5/16) 20.00- 0.6000 0.6000
30.00
T13 14 WR-VG86ST-BRD(3/4) 20.00- 0.6000 0.6000
30.00
T13 15 FB-L98B-002-XXX(3/8) 20.00- 0.6000 0.6000
30.00
T13 16 Feedline Ladder(AD 20.00- 0.6000 0.6000
30.00
T13 18 LCF158-50JL(1-5/8) 20.00- 0.6000 0.6000
30.00
T13 20 Feedline Ladder(Af) 20.00- 0.6000 0.6000
30.00
T13 22 7919A(17/64) 20.00- 0.6000 0.6000
30.00
T13 23 004E6F-31331-29(1/4) 20.00- 0.6000 0.6000
30.00
T13 24 2"Flex Conduit 20.00- 0.6000 0.6000
30.00
T13 25 TSZ 999 067/xxxM- 20.00- 0.6000 0.6000
8AWG(1-3/16) 30.00
T13 26 TYPE SOOW 10/9(1) 20.00- 0.6000 0.6000
30.00
T13 27 Feedline Ladder(AD 20.00- 0.6000 0.6000
30.00
T13 29 LDF7-50A(1-5/8) 20.00- 0.6000 0.6000
30.00
T13 30 Feedline Ladder(Af) 20.00- 0.6000 0.6000
30.00
T14 1 Safety Line 3/8 0.00-20.00 0.6000 0.6000
T14 3 LDF12-50(2-1/4) 0.00-20.00 0.6000 0.6000
T14 4 LDF7-50A(1-5/8) 0.00-20.00 0.6000 0.6000
T14 5 LDF5-50A(7/8) 0.00-20.00 0.6000 0.6000
T14 6 LDF6-50A(1-1/4) 0.00-20.00 0.6000 0.6000
T14 7 Feedline Ladder(Af) 0.00-20.00 0.6000 0.6000
T14 9 LDF7-50A(1-5/8) 0.00-20.00 0.6000 0.6000
T14 10 LDF5-50A(7/8) 0.00-20.00 0.6000 0.6000
T14 11 WR-VG86ST-BRD(3/4) 0.00-20.00 0.6000 0.6000
T14 12 12 PAIR(3/8) 0.00-20.00 0.6000 0.6000
T14 13 ATCB-601(5/16) 0.00-20.00 0.6000 0.6000
T14 14 WR-VG86ST-BRD(3/4) 0.00-20.00 0.6000 0.6000
T14 15 FB-L98B-002-XXX(3/8) 0.00-20.00 0.6000 0.6000
T14 16 Feedline Ladder(Af) 0.00-20.00 0.6000 0.6000
T14 18 LCF158-50JL(1-5/8) 0.00-20.00 0.6000 0.6000
T14 20 Feedline Ladder(Af) 0.00-20.00 0.6000 0.6000
T14 22 7919A(17164) 0.00-20.00 0.6000 0.6000
T14 23 004E6F-31331-29(1/4) 0.00-20.00 0.6000 0.6000
T14 24 2"Flex Conduit 0.00-20.00 0.6000 0.6000
T14 25 TSZ 999 067/xxxM- 0.00-20.00 0.6000 0.6000
8AWG(1-3/16)
T14 26 TYPE SOOW 10/9(1) 0.00-20.00 0.6000 0.6000
T14 27 Feedline Ladder(Af) 0.00-20.00 0.6000 0.6000
T14 29 LDF7-50A(1-5/8) 0.00-20.00 0.6000 0.6000
T14 30 Feedline Ladder Af) 0.00-20.00 0.6000 0.6000
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CC/BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 26
Discrete Tower Loads
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ftZ ft2 K
ft °
ft
*"190-
(2)SBNHH-lD65C,w/ A From Face 4.0000 0.0000 190.0000 No Ice 11.5875 9.7931 0.0990
Mount Pipe 0.0000
4.0000
SBNHH-1 D65C w/Mount B From Face 4.0000 0.0000 190.0000 No Ice 11.5875 9.7931 0.0990
Pipe 0.0000
4.0000
SBNHH-1 D65C w/Mount C From Face 4.0000 0.0000 190.0000 No Ice 11.5875 9.7931 0.0990
Pipe 0.0000
4.0000
CMA-BDHH/6521/EO-6 w/ A From Face 4.0000 0.0000 190.0000 No Ice 11.4500 6.7719 0.0903
Mount Pipe 0.0000
4.0000
(2)CMA-BDHH/6521/EO-6 B From Face 4.0000 0.0000 190.0000 No Ice 11.4500 6.7719 0.0903
w/Mount Pipe 0.0000
4.0000
CMA-BDHH/6521/EO-6 w/ C From Face 4.0000 0.0000 190.0000 No Ice 11.4500 6.7719 0.0903
Mount Pipe 0.0000
4.0000
(2)FHFB A From Face 4.0000 - 0.0000 190.0000 No Ice 3.6311 2.3862 0.0529
0.0000
4.0000
FHFB B From Face 4.0000 0.0000 190.0000 No Ice 3.6311 2.3862 0.0529
0.0000
4.0000
FHFB C From Face 4.0000 0.0000 190.0000 No Ice 3.6311 2.3862 0.0529
0.0000
4.0000
NSN COVP A From Face 4.0000 0.0000 190.0000 No Ice 0.7122 0.3934 0.0110
0.0000
4.0000
NSN COVP B From Face 4.0000 0.0000 190.0000 No Ice 0.7122 0.3934 0.0110
0.0000
4.0000
(2)ECC1920-VPUB A From Face 4.0000 0.0000 190.0000 No Ice 0.4623 0.1787 0.0080
0.0000
0.0000
(2)ECC1920-VPUB B From Face 4.0000 0.0000 190.0000 No Ice 0.4623 0.1787 0.0080
0.0000
0.0000
(4)ECC1920-VPUB C From Face 4.0000 0.0000 190.0000 No Ice 0.4623 0.1787 0.0080
0.0000
0.0000
CBC1921-DF-DC-6X A From Face 4.0000 0.0000 190.0000 No Ice 3.2058 1.1548 0.0550
0.0000
4.0000
(2)CBC1921-DF-DC-6X B From Face 4.0000 0.0000 190.0000 No Ice 3.2058 1.1548 0.0550
0.0000
4.0000
CBC1921-DF-DC-6X C From Face 4.0000 0.0000 190.0000 No Ice 3.2058 1.1548 0.0550
0.0000
4.0000
FRIE A From Face 4.0000 0.0000 190.0000 No Ice 3.5383 1.0144 0.0551
0.0000
4.0000
FRIE C From Face 4.0000 0.0000 190.0000 No Ice 3.5383 1.0144 0.0551
0.0000
4.0000
FXFB A From Face 4.0000 0.0000 190.0000 No Ice 3.5383 1.0228 0.0551
0.0000
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CC/BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 27
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft It ftz ft2 K
ft o
ft
0.0000
(2)FXFB C From Face 4.0000 0.0000 190.0000 No Ice 3.5383 1.0228 0.0551
0.0000
0.0000
(3)FRIG B From Face 4.0000 0.0000 190.0000 No Ice 2.3940 0.9678 0.0573
0.0000
0.0000
FRIG C From Face 4.0000 0.0000 190.0000 No Ice 2.3940 0.9678 0.0573
0.0000
4.0000
Platform Mount[LP 102-1] C None 0.0000 190.0000 No Ice 59.7000 59.7000 3.7800
6'x 2"Mount Pipe A From Face 4.0000 0.0000 190.0000 No Ice 1.4250 1.4250 0.0220
0.0000
0.0000
6'x 2"Mount Pipe B From Face 4.0000 -0.0000 190.0000 No Ice 1.4250 1.4250 0.0220
0.0000
0.0000
(2)6'x 2"Mount Pipe C From Face 4.0000 0.0000 190.0000 No Ice 1.4250 1.4250 0.0220
0.0000
0.0000
Transition Ladder B From Face 4.0000 0.0000 190.0000 No Ice 6.0000 6.0000 0.1600
0.0000
0.0000
-171-
RRUS 32 B2 A From Face 4.0000 0.0000 171.0000 No Ice 2.7313 1.6681 0.0529
0.0000
4.0000
RRUS 32 B2 B From Face 4.0000 0.0000 171.0000 No Ice 2.7313 1.6681 0.0529
0.0000
4.0000
RRUS 32 B2 C From Face 4.0000 0.0000 171.0000 No Ice 2.7313 1.6681 0.0529
0.0000
4.0000
i
RRUS 12 A From Face 4.0000 0.0000 171.0000 No Ice 3.1450 1.2854 0.0580
0.0000
4.0000 '
RRUS 12 B From Face 4.0000 0.0000 171.0000 No Ice 3.1450 1.2854 0.0580
0.0000
4.0000
RRUS 12 C From Face 4.0000 0.0000 171.0000 No Ice 3.1450 1.2854 0.0580
0.0000
4.0000
RRUS 32 B66 A From Face 4.0000 0.0000 171.0000 No Ice 2.7427 1.6681 0.0530
0.0000
4.0000
RRUS 32 B66 B From Face 4.0000 0.0000 171.0000 No Ice 2.7427 1.6681 0.0530
0.0000
4.0000
RRUS 32 B66 C From Face 4.0000 0.0000 171.0000 No Ice 2.7427 1.6681 0.0530
0.0000
4.0000
DC2-48-60-0-9E A From Face 4.0000 0.0000 171.0000 No Ice 0.9299 0.5635 0.0160
0.0000
4.0000
DC2-48-60-0-9E B From Face 4.0000 0.0000 171.0000 No Ice 0.9299 0.5635 0.0160
0.0000
4.0000
DC6-48-60-18-8C A From Face 4.0000 0.0000 171.0000 No Ice 2.7366 2.7366 0.0262
0.0000
4.0000
(2)DBXNH-6565B-R2M w/ A From Face 4.0000 0.0000 171.0000 No Ice 8.5052 7.1595 0.0800
Mount Pipe 0.0000
4.0000
(2)DBXNH-6565B-R2M w/ B From Face 4.0000 0.0000 171.0000 No Ice 8.5052 7.1595 0.0800
Mount Pipe 0.0000
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CCI BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 28
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ftz ft2 K
ft °
ft
4.0000
(2)DBXNH-6565B-R2M w/ C From Face 4.0000 0.0000 171.0000 No Ice 8.5052 7.1595 0.0800
Mount Pipe 0.0000
4.0000
SBJAH4-1D65B-DL w/ A From Face 4.0000 0.0000 171.0000 No Ice 9.4701 7.7416 0.0838
Mount Pipe 0.0000
4.0000
SBJAH4-1D65B-DLw/ B From Face 4.0000 0.0000 171.0000 No Ice 9.4701 7.7416 0.0838
Mount Pipe 0.0000
4.0000
SBJAH4-1D6513-DL w/ C From Face 4.0000 0.0000 171.0000 No Ice 9.4701 7.7416 0.0838
Mount Pipe 0.0000
4.0000.
SBNHH-1D65B w/Mount A From Face 4.0000 0.0000 171.0000 No Ice 8.3858 7.0840 0.0765
Pipe 0.0000
4.0000
SBNHH-1 D65B w/Mount B From Face 4.0000 0.0000 171.0000 No Ice 8.3858 7.0840 0.0765
Pipe 0.0000
4.0000
SBNHH-1D656 w/Mount C From Face 4.0000 0.0000 171.0000 No Ice 8.3858 7.0840 0.0765
Pipe 0.0000
4.0000
(2)E15S09P78 A From Face 4.0000 0.0000 171.0000 No Ice 0.7470 0.3382 0.0174
0.0000
4.0000
(2)E15S09P78 B From Face 4.0000 0.0000 171.0000 No Ice 0.7470 0.3382 0.0174
0.0000
4.0000
(2)E15S09P78 C From Face 4.0000 0.0000 1.71.0000 No Ice 0.7470 0.3382 0.0174
0.0000
4.0000
DC2-48-60-0-9E A From Face 4.0000 0.0000 171.0000 No Ice 0.9299 0.5635 0.0160
0.0000
4.0000
(2)DC2-48-60-0-9E B From Face 4.0000 0.0000 171.0000 No Ice 0.9299 0.5635 0.0160
0.0000 -
4.0000
DC2-48-60-0-9E C From Face 4.0000 0.0000 171.0000 No Ice 0.9299 0.5635 0.0160
0.0000
4.0000
RRUS 32 A From Face 4.0000 0.0000 171.0000 No Ice 2.8571 1.7766 0.0551
0.0000
4.0000
RRUS 32 B From Face 4.0000 0.0000 171.0000 No Ice 2.8571 1.7766 0.0551
0.0000
4.0000
RRUS 32 C From Face 4.0000 0.0000 171.0000 No Ice 2.8571 1.7766 0.0551
0.0000
4.0000
DC6-48-60-18-8F A From Face 4.0000 0.0000 171.0000 No Ice 0.7915 0.7915 0.0200
0.0000
4.0000
DC6-48-60-18-8C B From Face 4.0000 0.0000 171.0000 No Ice 2.7366 2.7366 0.0262
0.0000
4.0000
(2)RRUS-11 A From Face 4.0000 0.0000 171.0000 No Ice 2.7845 1.1872 0.0476
0.0000
4.0000
RRUS-11 B From Face 4.0000 0.0000 171.0000 No Ice 2.7845 1.1872 0.0476
0.0000
4.0000
Sector Mount[SM 502-3] C None 0.0000 171.0000 No Ice 33.0200 33.0200 1.6731
***160***
CAP-FRO-656 A From Leg 4.0000 0.0000 160.0000 No Ice 4.8562 3.4006 0.0150
0.0000
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CCI BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 29
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft2 ft2 K
ft °
ft
0.0000
CAP-FRO-656 B From Leg 4.0000 0.0000 160.0000 No Ice 4.8562 3.4006 0.0150
0.0000
0.0000
CAP-FRO-656 C From Leg 4.0000 0.0000 160.0000 No Ice 4.8562 3.4006 0.0150
0.0000
0.0000
(2)MX06FRO860-02 A From Leg 4.0000 0.0000 160.0000 No Ice 14.0061 10.4424 0.0510
0.0000
0.0000
(2)MX06FRO860-02 B From Leg 4.0000. 0.0000 160.0000 No Ice 14.0061 10.4424 0.0510
0.0000
0.0000
(2)MX06FRO860-02 C From Leg 4.0000 0.0000 160.0000 No Ice 14.0061 10.4424 0.0510
0.0000
0.0000
(2)RRUS 32 A From Leg 4.0000 0.0000 160.0000 No Ice 2.8571 1.7766 0.0551
0.0000
0.0000 -
(2)RRUS 32 B From Leg 4.0000 0.0000 160.0000 No Ice 2.8571 1.7766 0.0551
0.0000
0.0000
(2)RRUS 32 C From Leg 4.0000 0.0000 160.0000 No Ice 2.8571 1.7766 0.0551
0.0000
0.0000
RRFDC-3315-PF-48 A From Leg 4.0000 0.0000 160.0000 No Ice 3.3636 2.1921 0.0320
0.0000
0.0000
10'x 2.375"Horizontal A From Face 4.0000 0.0000 160.0000 No Ice 2.3750 0.0615 0.0400
Mount Pipe 0.0000
0.0000
10'x 2.375"Horizontal B From Face 4.0000 0.0000 160.0000 No Ice 2.3750 0.0615 0.0400
Mount Pipe 0.0000
0.0000
10'x 2.375"Horizontal C From Face 4.0000 0.0000 160.0000 No Ice 2.3750 0.0615 0.0400
Mount Pipe 0.0000
0.0000
Sector Mount[SM 303-3] C None 0.0000 160.0000 No Ice 43.5700 43.5700 1.8795
***150***
APXVERR18-C w/Mount A From Leg 4.0000 0.0000 150.0000 No Ice 8.2619 6.9458 0.0756
Pipe 0.0000
0.0000
APXVERR18-C w/Mount B From Leg 4.0000 0.0000 150.0000 No Ice 8.2619 6.9458 0.0756
Pipe 0.0000
0.0000
APXVERR18-C w/Mount C From Leg 4.0000 0.0000 150.0000 No Ice 8.2619 6.9458 0.0756
Pipe 0.0000
0.0000
AW3286 A From Leg 4.0000 0.0000 150.0000 No Ice 3.6460 2.2973 0.0176
0.0000
0.0000
AW3286 B From Leg 4.0000 0.0000 150.0000 No Ice 3.6460 2.2973 0.0176
0.0000
0.0000
AW3286 C From Leg 4.0000 0.0000 150.0000 No Ice 3.6460 2.2973 0.0176
0.0000
0.0000
RRUS-11 800MHz A From Leg 4.0000 0.0000 150.0000 No Ice 2.5217 1.3033 0.0540
0.0000
0.0000
RRUS-11 800MHz B From Leg 4.0000 0.0000 150.0000 No Ice 2.5217 1.3033 0.0540
0.0000
0.0000
RRUS-11 800MHz C From Leg 4.0000 0.0000 150.0000 No Ice 2.5217 1.3033 0.0540
0.0000
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CCI BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 30
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ftZ ft2 K
ft °
ft
0.0000
(3)ACU-A20-N A From Leg 4.0000 0.0000 150.0000 No Ice 0.0667 0.1167 0.0010
0.0000
0.0000
(3)ACU-A20-N B From Leg 4.0000 0.0000 150.0000 No Ice 0.0667 0.1167 0.0010
0.0000
0.0000
(3)ACU-A20-N C From Leg 4.0000 0.0000 150.0000 No Ice 0.0667 0.1167 0.0010
0.0000
0.0000
80OMHZ SMR FILTER A From Leg 4.0000 0.0000 150.0000 No Ice 0.6497 0.2218 0.0088
0.0000
0.0000
800MHZ SMR FILTER B From Leg 4.0000 0.0000 150.0000 No Ice 0.6497 0.2218 0.0088
0.0000
0.0000
800MHZ SMR FILTER C From Leg 4.0000 0.0000 150.0000 No Ice 0.6497 0.2218 0.0088
0.0000
0.0000
RRUS 31 B25 A From Leg 4.0000 0.0000 150.0000 No Ice 1.6225 1.2788 0.0561
0.0000
0.0000
RRUS 31 B25 B From Leg 4.0000 0.0000 150.0000 No Ice 1.6225 1.2788 0.0561
0.0000
0.0000
RRUS 31 B25 C From Leg 4.0000 0.0000 150.0000 No Ice 1.6225 1.2788 0.0561
0.0000
0.0000
FWHR A From Leg 4.0000 0.0000 150.0000 No Ice 1.0350 0.5082 0.0265
0.0000
0.0000
FWHR B From Leg 4.0000 0.0000 150.0000 No Ice 1.0350 0.5082 0.0265
0.0000
0.0000
FWHR C From Leg 4.0000 0.0000 150.0000 No Ice 1.0350 0.5082 0.0265
0.0000
0.0000
BEN-92P C From Leg 4.0000 0.0000 150.0000 No Ice 0.6453 0.4198 0.0022
0.0000
0.0000
Sector Mount[SM 402-3] A None 0.0000 150.0000 No Ice 18.9100 18.9100 0.8507
***140***
HB-X-AW-23-33-OOT A From Leg 4.0000 0.0000 140.0000 No Ice 3.5238 3.5238 0.0441
0.0000
0.0000
HB-X-AW-23-33-OOT B From Leg 4.0000 0.0000 140.0000 No Ice 3.5238 3.5238 0.0441
0.0000
0.0000
HB-X-AW-23-33-OOT C From Leg 4.0000 0.0000 140.0000 No Ice 3.5238 3.5238 0.0441
0.0000
0.0000
Sector Mount[SM 402-3] A None 0.0000 140.0000 No Ice 18.9100 18.9100 0.8507
Load Combinations
Comb. Description
No.
1 Dead Only
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CC/BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 31
Comb. Description
No.
2 1.2 Dead+1.6 Wind 0 deg-No Ice
3 0.9 Dead+1.6 Wind 0 deg-No Ice
4 1.2 Dead+1.6 Wind 30 deg-No Ice
5 0.9 Dead+1.6 Wind 30 deg-No Ice
6 1.2 Dead+1.6 Wind 60 deg-No Ice
7 0.9 Dead+1.6 Wind 60 deg-No Ice
8 1.2 Dead+1.6 Wind 90 deg-No Ice
9 0.9 Dead+1.6 Wind 90 deg-No Ice
10 1.2 Dead+1.6 Wind 120 deg-No Ice
11 0.9 Dead+1.6 Wind 120 deg-No Ice
12 1.2 Dead+1.6 Wind 150 deg-No Ice
13 0.9 Dead+1.6 Wind 150 deg-No Ice
14 1.2 Dead+1.6 Wind 180 deg-No Ice
15 0.9 Dead+1.6 Wind 180 deg-No Ice
16 1.2 Dead+1.6 Wind 210 deg-No Ice
17 0.9 Dead+1.6 Wind 210 deg-No Ice
18 1.2 Dead+1.6 Wind 240 deg-No Ice
19 0.9 Dead+1.6 Wind 240 deg-No Ice
20 1.2 Dead+1.6 Wind 270 deg-No Ice
21 0.9 Dead+1.6 Wind 270 deg-No Ice
22 1.2 Dead+1.6 Wind 300 deg-No Ice
23 0.9 Dead+1.6 Wind 300 deg-No Ice
24 1.2 Dead+1.6 Wind 330 deg-No Ice
25 0.9 Dead+1.6 Wind 330 deg-No Ice
26 Dead+Wind 0 deg-Service
27 Dead+Wind 30 deg-Service
28 Dead+Wind 60 deg-Service
29 Dead+Wind 90 deg-Service
30 Dead+Wind 120 deg-Service
31 Dead+Wind 150 deg-Service
32 Dead+Wind 180 deg-Service
33 Dead+Wind 210 deg-Service
34 Dead+Wind 240 deg-Service
35 Dead+Wind 270 deg-Service
36 Dead+Wind 300 deg-Service
37 Dead+Wind 330 deg-Service
Maximum Member Forces
Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis
n ft Type Load Moment Moment
No. Comb. K kip-ft kip-ft
T1 190-180 Leg Max Tension 7 12.1571 -0.0527 0.0082
Max.Compression 10 -16.6502 -0.0613 -0.0340
Max.Mx 8 -2.7120 -0.0944 -0.0104
Max.My 4 -2.6903 -0.0556 0.1168
Max.Vy 20 3.3001 0.0000 0.0000
Max.Vx 3 3.1286 0.0000 0.0000
Diagonal Max Tension 24 4.4512 0.0000 0.0000
Max.Compression 12 -4.4669 0.0000 0.0000
Max.Mx 10 3.8331 0.0124 -0.0000
Max.My 23 -3.4832 0.0036 -0.0016
Max.Vy 10 -0.0080 0.0124 -0.0000
Max.Vx 23 -0.0003 0.0000 0.0000
Top Girt Max Tension 19 1.7913 0.0000 0.0000
Max.Compression 6 -1.8112 0.0000 0.0000
Max.Mx 2 -0.9148 -0.0580 0.0000 i
Max.Vy 2 0.0290 0.0000 0.0000
T2 180-160 Leg Max Tension 7 60.5610 0.1886 -0.1305
Max.Compression 10 -69.6821 -0.6773 -0.4391
Max.Mx 8 -3.1372 1.4747 -0.0233
Max.My 2 13.1471 0.1368 -1.3161
Max.Vy 20 -1.9713 0.8883 -0.2980
Max.Vx 2 -2.0364 0.0099 1.0514
Diagonal Max Tension 13 9.3284 0.0000 0.0000
Max.Compression 24 -9.4097 0.0000 0.0000
Max.Mx 8 4.6298 0.0324 -0.0012
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CCI BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 32
Sectio Elevation Component Condition Gov. Axial Major Axis Minor-Axis
n ft Type Load Moment Moment
No. Comb. K kip-ft kip-ft
Max.My 12 9.0345 0.0191 0.0069
Max.Vy 8 -0.0130 0.0324 -0.0012
Max.Vx 12 0.0015 0.0000 0.0000
Top Girt Max Tension 6 0.0333 0.0000 0.0000
Max.Compression 1 0.0000 0.0000 0.0000
Max.Mx 2 0.0301 -0.0580 0.0000
Max.Vy 2 0.0290 0.0000 0.0000
T3 160-140 Leg Max Tension 7 122.9278 -1.0664 0.0114
Max.Compression 10 -138.2421 0.5065 -0.0170
Max.Mx 6 121.1715 -1.0797 0.0115
Max.My 8 -8.0521 -0.0515 1.6692
Max.Vy 14 -2.1105 -0.6873 0.0257
Max.Vx 20 -2.0030 0.0452 -0.1469
Diagonal Max Tension 25 12.3971 0.0000 0.0000
Max.Compression 12 -12.9231 0.0000 0.0000
Max.Mx 10 9.3877 -0.1267 0.0227
Max.My 12 -11.3278 0.0345 -0.0384
Max.Vy 10 0.0403 -0.1267 0.0227
Max.Vx 12 0.0080 0.0000 0.0000
Top Girt Max Tension 8 0.1684 0.0000 0.0000
Max.Compression 1 0.0000 0.0000 0.0000
Max.Mx 2 0.1464 -0.0850 0.0000
Max.My 2 0.0495 0.0000 0.0020
Max.Vy 2 0.0425 0.0000 0.0000
Max.Vx 2 -0.0010 0.0000 0.0000
T4 140-120 Leg Max Tension 7 192.2910 -1.3219 0.0025
Max. Compression 2 -213.6564 2.8285 0.0030
Max.Mx 10 -213.5762 2.8301 0.0007
Max.My 8 -10.3761 -0.0747 2.7422
Max.Vy 10 -0.3602 2.8301 0.0007
Max.Vx 8 -0.5375 -0.0431 2.2060
Diagonal Max Tension 13 13.6518 0.0000 0.0000
Max. Compression 12 -13.8603 0.0000 0.0000
Max.Mx 10 10.5012 0.0707 0.0083
Max.My 24 -12.6845 -0.0161 -0.0091
Max.Vy 10 -0.0238 0.0707 0.0083
Max.Vx 24 0.0019 0.0000 0.0000
Top Girt Max Tension 6 3.1585 0.0000 0.0000
Max.Compression 11 -2.6563 0.0000 0.0000
Max.Mx 2 1.7624 -0.1242 0.0000
Max.My 2 -2.5773 0.0000 0.0030
Max.Vy 2 0.0514 0.0000 0.0000
Max.Vx 2 -0.0012 0.0000 0.0000
T5 120- Leg Max Tension 7 214.8203 -2.5496 0.0047
113.333
Max.Compression 2 -238.2170 1.2287 0.0143
Max.Mx 10 -237.8683 2.8301 0.0007
Max.My 4 -11.3453 -0.0615 -2.4887
Max.Vy 10 0.3625 2.8301 0.0007
Max.Vx 8 -0.4615 -0.0607 2.4777
Diagonal Max Tension 13 13.8556 0.0000 0.0000
Max.Compression 12 -14.0758 0.0000 0.0000
Max.Mx 6 11.6520 0.0686 -0.0015
Max.My 24 -14.0468 -0.0176 -0.0103
Max.Vy 6 0.0239 0.0686 -0.0015
Max.Vx 24 0.0019 0.0000 0.0000
Top Girt Max Tension 6 2.5259 0.0000 0.0000
Max.Compression 19 -2.2108 0.0000 0.0000
Max.Mx 2 1.3846 -0.1968 0.0000
Max.My 2 -2.1602 0.0000 0.0047
Max.Vy 2 0.0695 0.0000 0.0000
Max.Vx 2 -0.0017 0.0000 0.0000
T6 113.333- Leg Max Tension 7 237.4578 -1.3127 -0.0069
106.667
Max.Compression 2 -263.0207 3.4600 -0.0136
Max.Mx 6 234.4820 -3.5553 0.0681
Max.My 8 -12.4148 -0.0989 5.2245
Max.Vy 11 -0.4538 3.4892 0.0725
Max.Vx 20 0.5292 -0.1047 -5.2213
tnxTower'Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CC/BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 33
Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis
n ft Type Load Moment Moment
No. Comb. K kip-ft kip-ft
Diagonal Max Tension 12 14.0523 0.0000 0.0000
Max.Compression 13 -13.9234 0.0000 0.0000
Max.Mx 18 11.9255 0.0723 -0.0035
Max.My 10 -11.8921 0.0048 0.0049
Max.Vy 18 -0.0245 0.0723 -0.0035
Max.Vx 10 -0.0011 0.0000 0.0000
T7 106.667- Leg Max Tension 7 258.6059 -3.5297 0.0673
100
Max.Compression 18 -285.7736 3.3537 0.0205
Max.Mx 6 255.7452 -3.5553 0.0681
Max.My 8 -12.6127 -0.0989 5.2245
Max.Vy 14 -0.2301 -3.5468 0.0150
Max.Vx 8 1.1108 -0.0989 5.2245
Diagonal Max Tension 13 15.2383 0.0000 0.0000
Max.Compression 12 -15.5812 0.0000 0.0000
Max.Mx 2 11.9058 -0.1584 -0.0174
Max.My 8 14.5912 -0.1373 -0.0247
Max.Vy 2 0.0516 -0.1584 -0.0174
Max.Vx 8 0.0043 0.0000 0.0000
T8 100-80 Leg Max Tension 7 317.5737 -2.5804 0.0261
Max.Compression 18 -351.2091 6.2990 -0.0008
Max.Mx 18 -351.2091 6.2990 -0.0008
Max.My 8 -14.8215 -0.4400 9.5972
Max.Vy 10 -0.6405 6.2927 -0.0046
Max.Vx 8 1.4202 -0.4400 9.5972
Diagonal Max Tension 12 17.9507 0.0000 0.0000
Max.Compression 12 -18.1194 0.0000 0.0000 _
Max.Mx 18 14.0788 0.1644 -0.0200
Max.My 24 -16.3078 -0.0301 -0.0241
Max.Vy 18 -0.0445 0.1644 -0.0200
Max.Vx 24 0.0037 0.0000 0.0000
Top Girt Max Tension 6 4.6885 0.0000 0.0000
Max.Compression 19 -4.2921 0.0000 0.0000
Max.Mx 2 2.5448 -0.2590 0.0000
Max.My 2 -4.2173 0.0000 0.0062
Max.Vy 2 0.0797 0.0000 0.0000
Max.Vx 2 -0.0019 0.0000 0.0000
T9 80-70 Leg Max Tension 7 349.2363 -5.3506 -0.0035
Max.Compression 18 -386.5020 3.5617 -0.0805
Max.Mx 18 -385.9630 6.2990 -0.0008
Max.My 8 -16.7141 -0.5051 12.8944
Max.Vy 10 0.4780 6.2927 -0.0046
Max.Vx 8 1.7503 -0.5051 12.8944
Diagonal Max Tension 13 17.1459 0.0000 0.0000
Max.Compression 12 -17.3878 0.0000 0.0000 j
Max.Mx 6 14.4777 0.1595 -0.0048
Max.My 24 -17.3220 -0.0211 -0.0244
Max.Vy 6 0.0452 0.1595 -0.0048
Max.Vx 24 0.0035 0.0000 0.0000
Top Girt Max Tension 6 4.7353 0.0000 0.0000
Max.Compression 19 -4.4562 0.0000 0.0000
Max.Mx 2 2.5284 -0.3492 0.0000
Max.My 2 -4.3971 0.0000 0.0084
Max.Vy 2 0.0952 0.0000 0.0000 j
Max.Vx 2 -0.0023 0.0000 0.0000
T10 70-60 Leg Max Tension 7 380.4001 -4.2589 0.0991
Max.Compression 18 -421.2919 6.3593 0.0379
Max.Mx 18 -421.2919 6.3593 0.0379
Max.My 8 -17.4174 -0.5051 12.8944
Max.Vy 10 -0.4675 6.3502 -0.0417
Max.Vx 8 1.7988 -0.5051 12.8944
Diagonal Max Tension 16 19.4065 0.0000 0.0000
Max.Compression 16 -19.7410 0.0000 0.0000
Max.Mx 18 15.6103 -0.3528 -0.0565
Max.My 8 18.7392 -0.3020 -0.0727
Max.Vy 18 0.0946 -0.3528 -0.0565
Max.Vx 8 0.0095 0.0000 0.0000
T11 60-40 Leg Max Tension 7 442.2480 -4.3777 0.0288
Max.Compression 18 -491.5910 8.9721 0.0112
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CC/BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 34
Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis
n ft Type Load Moment Moment
No. Comb. K kip-tt kip-ft
Max.Mx 18 -491.5910 8.9721 0.0112
Max.My 20 -18.9521 -0.6352 -13.6663
Max.Vy 10 -0.7639 8.9575 -0.0116
Max.Vx 20 1.8981 -0.6352 -13.6663
Diagonal Max Tension 16 20.3109 0.0000 0.0000
Max.Compression 16 -20.5372 0.0000 0.0000
Max.Mx 18 15.9024 0.2368 -0.0226
Max.My 4 -18.1571 0.0113 0.0260
Max.Vy 18 -0.0696 0.2368 -0.0226
Max.Vx 4 -0.0040 0.0000 0.0000
Top Girt Max Tension 6 6.4136 0.0000 0.0000
Max.Compression 19 -6.0196 0.0000 0.0000
Max.Mx 2 3.4684 -0.4331 0.0000
Max.My 2 -5.9332 0.0000 0.0104
Max.Vy 2 0.1061 0.0000 0.0000
Max.Vx 2 -0.0026 0.0000 0.0000
T12 40-30 Leg Max Tension 7 472.5161 -7.6578 -0.0136
Max.Compression 18 -526.2211 6.6172 -0.1098
Max.Mx 18 -525.5699 8.9721 0.0112
Max.My 20 -22.0242 -0.6387 -17.8168
Max.Vy 10 0.4391 8.9575 -0.0116
Max.Vx 20 2.1820 -0.6387 -17.8168
Diagonal Max Tension 16 19.1504 0.0000 0.0000
Max.Compression 16 -19.4730 0.0000 0.0000
Max.Mx 6 15.9123 0.2381 0.0047
Max.My 4 -19.3843 0.0360 0.0281
Max.Vy 6 0.0723 0.2381 0.0047
Max.Vx 4 -0.0040 0.0000 0.0000
Top Girt Max Tension 6 6.0215 0.0000 0.0000
Max.Compression 19 -5.6519 0.0000 0.0000
Max.Mx 2 3.2575 -0.5260 0.0000
Max.My 2 -5.5707 0.0000 0.0127
Max.Vy 2 0.1169 0.0000 0.0000
Max.Vx 2 -0.0028 0.0000 0.0000
T13 30-20 Leg Max Tension 7 502.2447 -7.3945 0.1356
Max.Compression 18 -560.3621 6.1403 0.1016
Max.Mx 6 496.6341 -7.5529 0.1399
Max.My 20 -22.9636 -0.6387 -17.8168
Max.Vy 14 -0.4584 -7.5460 -0.0486
Max.Vx 20 -2.4000 -0.6387 -17.8168
Diagonal Max Tension 16 22.1198 0.0000 0.0000
Max.Compression 16 -22.6063 0.0000 0.0000
Max.Mx 18 17.7439 -0.5102 -0.0613
Max.My 20 21.3290 -0.4590 0.0751
Max.Vy 18 0.1484 -0.5102 -0.0613
Max.Vx 20 -0.0098 0.0000 0.0000
T14 20-0 Leg Max Tension 7 660.8623 6.0569 0.0306
Max.Compression 18 -629.0902 0.0000 0.0000
Max.Mx 6 554.3010 -6.2021 0.0357
Max.My 20 -26.7996 -0.5795 -14.7113
Max.Vy 14 -0.8004 -6.1873 -0.0247
Max.Vx 20 2.0807 -0.5795 -14.7113
Diagonal Max Tension 16 22.5851 0.0000 0.0000
Max.Compression 16 -22.9229 0.0000 0.0000
Max.Mx 2 17.7098 0.3191 0.0326
Max.My 20 21.5292 0.2899 -0.0359
Max.Vy 2 -0.0909 0.3191 0.0326
Max.Vx 20 0.0048 0.0000 0.0000
Top Girt Max Tension 6 6.3957 0.0000 0.0000
Max.Compression 19 -5.9101 0.0000 0.0000
Max.Mx 2 3.5062 -0.6279 0.0000
Max.My 2 -5.8072 0.0000 0.0151
Max.Vy 2 0.1277 0.0000 0.0000
Max.Vx 2 -0.0031 0.0000 0.0000
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis M BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 35
Maximum, Reactions
Location Condition Gov. Vertical Horizontal,X Horizontal,Z
Load K K K
Comb.
Leg C Max.Vert 18 646.9732 54.9594 -32.1536
Max.Hx 18 646.9732 54.9594 -32.1536
Max.Hz 7 -576.2632 -49.7298 29.0909
Min.Vert 7 -576.2632 -49.7298 29.0909
Min.Hx 7 -576.2632 -49.7298 29.0909
Min.H. 18 646.9732 54.9594 -32.1536
Leg B Max.Vert 10 645.7742 -54.9684 -32.0270
Max.Hx 23 -575.8447 49.7436 28.9819
Max.H. 23 -675.8447 49.7436 28.9819
Min.Vert 23 -575.8447 49.7436 28.9819
Min.Hx 10 646.7742 -54.9684 -32.0270
Min.H. 10 645.7742 -54.9684 32.0270
Leg A Max.Vert 2 646.8707 -0.1066 63.6166
Max.Hx 21 21.0708 7.0303 1.4232
Max.Hz 2 646.8707 -0.1066 63.6166
Min.Vert 15 -574.3563 0.0937 -57.5261
Min.Hx 8 29.1088 -7.0378 1.9625
Min.Hz 15 -574.3563 0.0937 -57.5261
Tower. Mast Reaction Summary
Load Vertical Shearx Shear, Overturning Overturning Torque
Combination Moment,Mx Moment,Mz
K K K kip-ft kip-ft kip-ft
Dead Only 69.5949 -0.0000 0.0000 -12.8718 3.9641 0.0000
1.2 Dead+1.6 Wind 0 deg- 83.5139 0.0409 -102.6321 -11436.7583 -3.2749 -3.7939
No Ice
0.9 Dead+1.6 Wind 0 deg- 62.6354 0.0409 -102.6321 -11432.8967 -4.4642 -3.7939
No Ice
1.2 Dead+1.6 Wind 30 deg- 83.5139 51.2436 -88.6303 -9903.8529 -5718.2799 -9.5703
No Ice
I
0.9 Dead+1.6 Wind 30 deg- 62.6354 51.2436 -88.6303 -9899.9914 -5719.4692 -9.5703
No Ice
1.2 Dead+1.6 Wind 60 deg- 83.5139 84.9489 -49.0197 -5526.7371 -9549.1991 -12.5365
No Ice
0.9 Dead+1.6 Wind 60 deg- 62.6354 84.9489 -49.0197 -5522.8756 -9550.3883 -12.5365
No Ice
1.2 Dead+1.6 Wind 90 deg- 83.5139 102.4162 -0.0409 -23.4780 -11427.4052 -12.5573
No Ice
0.9 Dead+1.6 Wind 90 deg- 62.6354 102.4162 -0.0409 -19.6165 -11428.5944 -12.5573
No Ice
1.2 Dead+1.6 Wind 120 deg 83.5139 88.9467 51.2806 5688.2541 -9898.5255 -8.9305
-No Ice
0.9 Dead+1.6 Wind 120 deg 62.6354 88.9467 51.2806 5692.1156 -9899.7147 -8.9305
-No Ice
1.2 Dead+1.6 Wind 150 deg 83.5139 51.1727 88.5894 9864.9287 -5704.3683 -2.8819
-No Ice
0.9 Dead+1.6 Wind 150 deg 62.6354 51.1727 88.5894 9868.7903 -5705.5575 -2.8819
-No Ice
1.2 Dead+1.6 Wind 180 deg 83.5139 -0.0409 97.9685 10993.2241 12.7888 3.5976
-No Ice
0.9 Dead+1.6 Wind 180 deg 62.6354 -0.0409 97.9685 10997.0856 11.5996 3.5976
-No Ice
1.2 Dead+1.6 Wind 210 deg 83.5139 -51.2436 88.6303 9872.9606 5727.7938 9.5703
-No Ice
0.9 Dead+1.6 Wind 210 deg 62.6354 -51.2436 88.6303 9876.8221 5726.6046 9.5703
-No Ice
1.2 Dead+1.6 Wind 240 deg 83.5139 -88.9877 51.3515 5702.1657 9916.0712 13.0038
-No Ice
0.9 Dead+1.6 Wind 240 deg 62.6354 -88.9877 51.3515 5706.0272 9914.8820 13.0038
-No Ice
1.2 Dead+1.6 Wind 270 deg 83.5139 102.4162 0.0409 -7.4143 11436.9190 12.5573
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CCI BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 36
Load Vertical Shear Shear, Overturning Overturning Torque
Combination Moment,M. Moment,M.
K K K kip-ft kip-ft kip-ft
-No Ice
0.9 Dead+1.6 Wind 270 deg 62.6354 -102.4162 0.0409 -3.5528 11435.7298 12.5573
-No Ice
1.2 Dead+1.6 Wind 300 deg 83.5139 -84.9080 -48.9488 -5512.8255 9550.6811 8.6595
-No Ice
0.9 Dead+1.6 Wind 300 deg 62.6354 -84.9080 -48.9488 -5508.9640 9649.4918 8.6595
-No Ice
1.2 Dead+1.6 Wind 330 deg 83.5139 -51.1727 -88.5894 -9895.8211 5713.8822 2.8819
-No Ice
0.9 Dead+1.6 Wind 330 deg 62.6354 -51.1727 -88.5894 -9891.9595 5712.6929 2.8819
-No Ice
Dead+Wind 0 deg-Service 69.5949 0.0082 -20.5520 -2299.9804 2.3557 -0.7597
Dead+Wind 30 deg:Service 69.5949 10.2615 -17.7481 -1993.0173 -1142.0694 -1.9165
Dead+Wind 60 deg-Service 69.5949 17.0109 -9.8162 -1116.5034 -1909.2079 -2.5104
Dead+Wind 90 deg-Service 69.5949 20.5088 -0.0082 -14.4802 -2285.3172 -2.5146
Dead+Wind 120 deg- 69.5949 17.8115 10.2689 1129.2896 -1979.1603 -1.7883
Service
Dead+Wind 150 deg- 69.5949 10.2473 17.7400 1965.6653 -1139.2836 -0.5771
Service
Dead+Wind 180 deg- 69.5949 -0.0082 19.6181 2191.6056 5.5725 0.7204
Service
Dead+Wind 210 deg- 69.5949 -10.2615 17.7481 1967.2737 1149.9977 1.9165
Service
Dead+Wind 240 deg- 69.5949 -17.8197 10.2831 1132.0754 1988.6969 2.6040
Service
Dead+Wind 270 deg- 69.5949 -20.5088 0.0082 -11.2634 2293.2454 2.5146
Service
Dead+Wind 300 deg- 69.5949 -17.0028 -9.8020 -1113.7176 1915.5278 1.7341
Service
Dead+Wind 330 deg- 69.5949 -10.2473 -17.7400 -1991.4090 1147.2119 0.5771
Service
Solution Summary
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ %Error
Comb. K K K K K K
1 0.0000 -69.5949 0.0000 0.0000 69.5949 0.0000 0.000%
2 0.0409 -83.5139 -102.6321 -0.0409 83.5139 102.6321 0.000%
3 0.0409 -62.6354 -102.6321 -0.0409 62.6354 102.6321 0.000%
4 51.2436 -83.5139 -88.6303 -51.2436 83.5139 88.6303 0.000%
5 51.2436 -62.6354 -88.6303 -51.2436 62.6354 88.6303 0.000%
6 84.9489 -83.5139 -49.0197 -84.9489 83.5139 49.0197 0.000%
7 84.9489 -62.6354 -49.0197 -84.9489 62.6354 49.0197 0.000% `
8 102.4162 -83.5139 -0.0409 -102.4162 83.5139 0.0409 0.000%
9 102.4162 -62.6354 -0.0409 -102.4162 62.6354 0.0409 0.000%
10 88.9467 -83.5139 51.2806 -88.9467 83.6139 -51.2806 0.000%
11 88.9467 -62.6354 51.2806 -88.9467 62.6354 -51.2806 0.000%
12 51.1727 -83.5139 88.5894 -51.1727 83.5139 -88.5894 0.000%
13 51.1727 -62.6354 88.5894 -51.1727 62.6354 -88.5894 0.000%
14 -0.0409 -83.5139 97.9685 0.0409 83.5139 -97.9685 0.000%
15 -0.0409 -62.6354 97.9685 0.0409 62.6354 -97.9685 0.000%
16 -51.2436 -83.5139 88.6303 51.2436 83.5139 -88.6303 0.000%
17 -51.2436 -62.6354 88.6303 51.2436 62.6354 -88.6303 0.000%
18 -88.9877 -83.5139 51.3515 88.9877 83.5139 -51.3515 0.000%
19 -88.9877 -62.6354 51.3515 88.9877 62.6354 -51.3515 0.000%
20 -102.4162 -83.5139 0.0409 102.4162 83.5139 -0.0409 0.000%
21 -102.4162 -62.6354 0.0409 102.4162 62.6354 -0.0409 0.000%
22 -84.9080 -83.5139 -48.9488 84.9080 83.5139 48.9488 0.000%
23 -84.9080 -62.6354 -48.9488 84.9080 62.6354 48.9488 0.000%
24 -51.1727 -83.5139 -88.5894 51.1727 83.5139 88.5894 0.000%
25 -51.1727 -62.6354 -88.5894 51.1727 62.6354 88.5894 0.000%
26 0.0082 -69.5949 -20.5520 -0.0082 69.5949 20.5520 0.000%
27 10.2615 -69.5949 -17.7481 -10.2615 69.5949 17.7481 0.000%
28 17.0109 -69.5949 -9.8162 -17.0109 69.5949 9.8162 0.000%
29 20.5088 -69.5949 -0.0082 -20.5088 69.5949 0.0082 0.000%
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CCI BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 37
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ %Error
Comb. K K K K K K
30 17.8115 -69.5949 10.2689 -17.8115 69.5949 -10.2689 0.000%
31 10.2473 -69.5949 17.7400 -10.2473 69.5949 -17.7400 0.000%
32 -0.0082 -69.5949 19.6181 0.0082 69.5949 -19.6181 0.000%
33 -10.2615 -69.5949 17.7481 10.2615 69.5949 -17.7481 0.000%
34 -17.8197 -69.5949 10.2831 17.8197 69.5949 -10.2831 0.000%
35 20.5088 -69.5949 0.0082 20.5088 69.5949 -0.0082 0.000%
36 -17.0028 -69.5949 -9.8020 17.0028 69.5949 9.8020 0.000%
37 -10.2473 -69.5949 -17.7400 10.2473 69.5949 17.7400 0.000%
Maximum Tower Deflections - Service Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. °
T1 190-180 5.2129 27 0.2541 0.0121
T2 180-160 4.6733 27 0.2486 0.0106
T3 160-140 3.6409 27 0.2212 0.0078
T4 140-120 2.7676 27 0.1829 0.0064
T5 120-113.333 2.0123 27 0.1563 0.0044
T6 113.333- 1.7842 26 0.1461 0.0038
106.667
T7 106.667-100 1.5716 26 0.1352 0.0033
T8 100-80 1.3827 26 0.1237 0.0030
T9 80-70 0.8835 26 0.0981 0.0020
T10 70-60 0.6720 26 0.0843 0.0016
T11 60-40 0.5029 26 0.0700 0.0014
T12 40-30 0.2321 26 0.0456 0.0008
T13 30-20 0.1332 26 0.0329 0.0006
T14 20-0 0.0712 26 0.0199 0.0004
Critical Deflections and Radius of Curvature - Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in o oIt
190.0000 (2)SBNHH-1 D65C w/Mount 27 5.2129 0.2541 0.0121 352943
Pipe
171.0000 RRUS 32 62 27 4.1947 0.2390 0.0092 44419
160.0000 CAP-FRO-656 27 3.6409 0.2212 0.0078 24394
150.0000 APXVERRI8-C w/Mount Pipe 27 3.1851 0.2014 0.0070 31276
140.0000 HB-X-AW-23-33-OOT 27 2.7676 0.1829 0.0064 46593
Maximum Tower Deflections - Design Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. °
T1 190-180 25.8974 4 1.2576 0.0602
T2 180-160 23.2256 4 1.2314 0.0531
T3 160-140 18.1072 4 1.0973 0.0389
T4 140-120 13.7709 4 0.9085 0.0318
T5 120-113.333 10.0160 4 0.7770 0.0221
T6 113.333- 8.8812 4 0.7261 0.0191
106.667
T7 106.667-100 7.8230 4 0.6725 0.0164
T8 100-80 6.8829 4 0.6154 0.0149
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CC/BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 38
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. °
T9 80-70 4.3985 19 0.4878 0.0102
T10 70-60 3.3458 19 0.4193 0.0081
T11 60-40 2.5048 19 0.3480 0.0069
T12 40-30 1.1569 19 0.2266 0.0042
T13 30-20 0.6641 19 0.1635 0.0029
T14 20-0 0.3555 19 0.0989 0.0022
Critical Deflections and Radius of Curvature - Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in oft
190.0000 (2)SBNHH-1D65C w/Mount 4 25.8974 1.2576 0.0602 81189
Pipe
171.0000 RRUS 32 B2 4 20.8540 1.1846 0.0459 9193
160.0000 CAP-FRO-656 4 18.1072 1.0973 0.0389 4965
150.0000 APXVERR18-C w/Mount Pipe 4 15.8449 0.9998 0.0350 6361
140.0000 HB-X-AW-23-33-OOT 4 13.7709 0.9085 0.0318 9477
Bolt Design Data
Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria
No. Type Grade Of Load per Load Load Ratio
ft in Bolts Bolt K Allowable
K
T1 190 Leg A325N 0.7500 4 3.0393 29.8206 0.102 1 Bolt Tension
Diagonal A325N 0.5000 2 2.2256 4.9957 0.446 1 Member Block
Shear
Top Girt A325N 0.5000 1 1.8112 7.9522 0.228 1 Bolt Shear
T2 180 Leg A325N 0.8750 4 15.1403 40.5891 0.373 1 Bolt Tension
Diagonal A325N 0.5000 2 4.6642 5.5055 0.847 1 Member Block
Shear
Top Girt A325N 0.5000 1 0.0333 7.9522 0.004 1 Bolt Shear
T3 160 Leg A325N 1.0000 6 20.4880 53.0144 0.386 1 Bolt Tension
Diagonal A325X 0.7500 1 12.3971 17.9438 0.691 1 Member Block
Shear
Top Girt A325N 0.7500 1 0.1684 17.8924 0.009 1 Bolt Shear
T4 140 Leg A325N 1.5000 4 48.0728 119.2820 0.403 1 Bolt Tension
Diagonal A325N 0.6250 2 6.8259 7.6975 0.887 1 Member Block
Shear
Top Girt A325N 0.6250 1 3.1585 12.4252 0.254 1 Bolt Shear
T5 120 Diagonal A325N 0.6250 2 6.9278 7.6975 0.900 1 Member Block
Shear
Top Girt A325N 0.6250 1 2.5259 12.4262 0.203 1 Bolt Shear
T6 113.333 Diagonal A325N 0.6250 2 7.0261 7.6975 0.913 1 Member Block
Shear
T7 106.667 Leg A325N 1.5000 6 43.1010 119.2820 0.361 1 Bolt Tension
Diagonal A325X 0.6250 2 7.6192 15.3949 0.495 1 Member Block
Shear
T8 100 Leg A325N 1.5000 6 52.9290 119.2820 0.444 1 Bolt Tension
Diagonal A325N 0.7500 2 8.9754 12.5063 0.718 1 Member Block
Shear
Top Girt A325N 0.7500 1 4.6885 17.8924 0.262 1 Bolt Shear
T9 80 Diagonal A325N 0.6250 2 8.5730 11.6227 0.738 1 Member Block
Shear
Top Girt A325N 0.6250 1 4.7353 12.4252 0.381 1 Bolt Shear
T10 70 Leg A325N 1.5000 6 63.4000 119.2820 0.532 1 Bolt Tension
Diagonal A325X 0.6250 2 9.7033 23.2453 0.417 1 Member Block
Shear
T11 60 Leg A325N 1.5000 6 73.7080 119.2820 0.618 1 Bolt Tension
Diagonal A325N 0.7500 2 10.2686 17.8924 0.574 1 Bolt Shear
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CC/BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 39
Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria
No. Type Grade Of Load per Load Load Ratio
ft in Bolts Bolt K Allowable
K
Top Girt A325N 0.7500 1 6.4136 15.7688 0.407 1 Member
Bearing
T12 40 Diagonal A325N 0.7500 2 9.7365 17.8924 0.544 1 Bolt Shear
Top Girt A325N 0.7500 1 6.0215 15.7688 0.382 1 Member
Bearing
T13 30 Leg A325N 1.5000 6 83.7075 119.2820 0.702 1 Bolt Tension
Diagonal A325X 0.7500 2 11.0599 33.4950 0.330 1 Gusset Bearing
T14 20 Diagonal A325N 0.7500 2 11.4615 17.8924 0.641 1 Bolt Shear
Top Girt A325N 0.7500 1 6.3957 15.7688 0.406 1 Member
Bearing
Compression Checks
Leg Design Data Compression
Section Elevation Size L L Kl/r A P. oP„ Ratio
No. P.
ft ft ft in2 K K opn
T1 190-180 Pipe 2.5 STD 10.000 5.0000 63.3 1.7040 -16.6502 53.8659 0.309'
0 K=1.00
T2 180-160 PIPE 3.5 STD 20.000 5.0000 44.9 2.6795 -69.6821 96.8723 0.7191
0 K=1.00
T3 160-140 Pipe 5 STD 20.023 6.6744 42.7 4.2974 -138.2420 157.4000 0.878'
2 K=1.00
T4 140-120 Pipe 8 STD 20.023 6.6744 27.3 8.3993 -213.6560 330.7710 0.646'
2 K=1.00
T5 120-113.333 Pipe 8 STD 6.6744 6.6744 27.3 8.3993 -238.2170 330.7710 0.720'
K=1.00
T6 113.333- Pipe 8 STD 6.6744 6.6744 27.3 8.3993 -263.0210 330.7710 0.795'
106.667 K=1.00
T7 106.667-100 Pipe 8 STD 6.6744 6.6744 127.3 8.3993 -285.7740 330.7710 0.864'
K=1.00
T8 100-80 Pipe 10 STD(SCH40) 20.023 10.011 32.5 11.965 -351.2090 461.3120 0.7611 j
2 6 K=1.00 6
T9 80-70 Pipe 10 STD(SCH40) 10.011 10.011 32.5 11.965 -386.5020 461.3120 0.838'
6 6 K=1.00 6
T10 70-60 Pipe 10 STD(SCH40) 10.011 10.011 32.5 11.965 -421.2920 461.3120 0.913'
6 6 K=1.00 6
T11 60-40 Pipe 12 STD 20.023 10.011 27.4 14.579 -491.5910 573.7460 0.857'
2 6 K=1.00 0
T12 40-30 Pipe 12 STD 10.011 10.011 27.4 14.579 -526.2210 573.7460 0.917'
6 6 K=1.00 0
T13 30-20 Pipe 12 STD 10.011 10.011 27.4 14.579 -560.3620 573.7460 0.977'
6 6 K=1.00 0
T14 20-0 Pipe 12 XH 2O.023 10.011 27.7 19.242 -629.0900 756.5100 0.832'
2 6 K=1.00 3
I
I
P i op.Controls
Diagonal Design Data Compression
Section Elevation Size L L K11r A Pu OP Ratio
No. P.
ft ft ft in2 K K oP
T1 190-180 L1 3/4xl 3/4x3/16 9.4340 4.4091 146.0 0.6211 -4.4669 6.5837 0.678'
K=0.95
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CC/BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 40
Section Elevation Size L L K11r A P �Pn Ratio
No. P
ft ft ft in K K �Pn
T2 180-160 L2x2x3/16 9.4340 4.3538 129.6 0.7150 -9.4097 9.5627 0.984'
K=0.98
T3 160-140 2L2 1/2x2 1/2x3/16x3/8 11.516 5.5089 85.0 1.8000 -12.9231 39.8793 0.324'
2 K=1.00
T4 140-120 L3x3x3/16 12.911 6.0002 120.7 1.0900 -13.8603 16.2720 0.852'
1 K=1.00
T5 120-113.333 L3x3x3/16 13.389 6.2428 124.4 1.0900 -14.0758 15.5344 0.906'
8 K=0.99
T6 113.333- L3x3x3/16 13.874 6.4879 128.1 1.0900 -13.9234 14.8020 0.9411
106.667 3 K=0.98
T7 106.667-100 2L3x3x3/16xl/2 14.364 6.7352 86.0 2.1797 -15.5812 46.8229 0.333'
0 K=1.00
T8 100-80 L3 1/2x3 1/2xl/4 17.410 8.1808 136.4 1.6900 -18.1194 20.5243 0.883'
3 K=0.96
T9 80-70 L3 1/2x3 1/2x1/4 18.098 8.5616 141.4 1.6900 -17.3878 19.0940 0.9111
7 K=0.96
T10 70-60 20 1/2x3 1/2xl/4xl/2 18.798 8.9162 98.0 3.3750 -19.7410 65.9290 0.299'
9 K=1.00
T11 60-40 L3 1/2x3 1/2x3/8 20.229 9.5141 155.2 2.4800 -20.5372 23.2499 0.883'
5 K=0.93
T12 40-30 L31/2x31/2x3/8 20.957 9.8823 160.1 2.4800 -19.4730 21.8486, 0.891 '
8 K=0.93
T13 30-20 20 1/2x3 1/2x3/8xl/2 21.693 10.253 114.6 4.9688 -22.6063 80.6546 0.280'
8 8 K=1.00
T14 20-0 L4x4x3/8 23.185 11.005 156.3 2.8600 -22.9229 26.4442 0.867'
4 7 K=0.93
P u ¢Pn controls
Top Girt Design Data Compression
Section Elevation Size L L KI/r A P. �Pn Ratio
No. P.
ft It ft inz K K �Pn
T1 190-180 L3 1/2x3 1/2x1/4 8.0000 7.5521 130.6 1.6900 -1.8112 22.3135 0.081 '
K=1.00
T4 140-120 L3 1/2x3 1/2x3/8 9.6667 8.9638 156.6 2.4800 -2.6564 22.8540 0.116'
K=1.00
T5 120-113.333 L4x4x3/8 11.333 10.375 158.0 2.8600 -2.2108 25.8833 0.085'
3 0 K=1.00
T8 100-80 L4x4x3/8 13.000 12.010 182.9 2.8600 -4.2921 19.3143 0.222'
0 4 K=1.00
T9 80-70 L5x5x5/16 14.666 13.527 163.3 3.0300 4.4562 25.6676 0.174'
7 1 K=1.00
T11 60-40 L5x5x5/16 16.333 15.162 183.0 3.0300 -6.0196 20.4292 0.295'
3 5 K=1.00
T12 40-30 L5x5x5/16 18.000 16.666 201.2 3.0300 -5.6519 16.9081 0.334'
0 7 K=1.00
KUR>200(C)-188
T14 20-0 L5x5x5/16 19.666 18.333 221.3 3.0300 -5.9101 13.9737 0.423'
7 3 K=1.00
KUR>200(C)-209
P controls
Tension Checks
Leg Design Data (Tension)
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CCI BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 41
Section Elevation Size L Lu K11r A P. �Pn Ratio
No. Pn
ft ft ft in2 K K opn
T1 190-180 Pipe 2.5 STD 10.000 5.0000 63.3 1.7040 12.1571 70.5477 0.172'
0
T2 180-160 PIPE 3.5 STD 20.000 5.0000 44.9 2.6795 60.5610 110.9330 0.5461
0
T3 160-140 Pipe 5 STD 20.023 6.6744 42.7 4.2974 122.9280 177.9140 0.691
2
T4 140-120 Pipe 8 STD 20.023 6.6744 27.3 8.3993 192.2910 347.7290 0.553'
2
T5 120-113.333 Pipe 8 STD 6.6744 6.6744 27.3 8.3993 214.8200 347.7290 0.618'
T6 113.333- Pipe 8 STD 6.6744 6.6744 27.3 8.3993 237.4580 347.7290 0.6831
106.667
T7 106.667-100 Pipe 8 STD 6.6744 6.6744 27.3 8.3993 258.6060 347.7290 0.744'
T8 100-80 Pipe 10 STD(SCH40) 20.023 10.011 32.5 11.965 317.5740 495.3770 0.641
2 6 6
T9 80-70 Pipe 10 STD(SCH40) 10.011 10.011 32.5 11.965 349.2360 495.3770 0.7051
6 6 6
T10 70-60 Pipe 10 STD(SCH40) 10.011 10.011 32.5 11.965 380.4000 495.3770 0.768'
6 6 6
T11 60-40 Pipe 12 STD 20.023 10.011 27.4 14.579 442.2480 603.5690 0.733'
2 6 0
T12 40-30 Pipe 12 STD 10.011 10.011 27.4 14.579 472.5160 603.5690 0.783'
6 6 0
T13 30-20 Pipe 12 STD 10.011 10.011 27.4 14.579 502.2450 603.5690 0.832'
6 6 0
T14 20-0 Pipe 12 XH 2O.023 10.011 27.7 19.242 560.8620 796.6290 0.704'
2 6 3
P controls
Diagonal Design Data Tension
Section Elevation Size L Ln K11r A P. Wn Ratio
No. P.
ft ft ft in2 K K �pn
T1 190-180 L1 3/4xl 3/4x3/16 9.4340 4.4091 102.3 0.3779 4.4512 16.4399 0.271
T2 180-160 L2x2x3/16 9.4340 4.3538 87.9 0.4484 9.3284 19.5036 0.478'
T3 160-140 21-2 1/2x2 1/2x3/16x3/8 11.516 5.5089 87.1 1.1039 12.3971 48.0199 0.258'
2
T4 140-120 L3x3x3/16 12.911 6.0002 79.2 0.7120 13.6518 30.9734 0.441
1
T5 120-113.333 L3x3x3/16 13.389 6.2428 82.3 0.7120 13.8556 30.9734 0.447'
8
T6 113.333- L3x3x3/16 13.874 6.4879 85.4 0.7120 14.0523 30.9734 0.4541
106.667 3
T7 106.667-100 2L3x3x3/16xl/2 14.364 6.7352 88.6 1.4238 15.2383 61.9365 0.2461
0
T8 100-80 L3 1/2x3 1/2x1/4 17.410 8.1808 92.6 1.1034 17.9507 47.9995 0.374'
3
T9 80-70 L3 1/2x3 1/2x1/4 18.098 8.5616 96.4 1.1269 17.1459' 49.0191 0.3501
7
T10 70-60 21-3 1/2x3 1/2x1/4xl/2 18.798 8.9162 100.2 2.2500 19.4065 97.8750 0.198'
9
T11 60-40 L3 1/2x3 1/2x3/8 20.229 9.5141 109.3 1.6139 20.3109 70.2049 0.289'
5
T12 40-30 L3 1/2x3 1/2x3/8 20.957 9.8823 113.4 1.6139 19.1504 70.2049 0.2731
8
T13 30-20 21-3 1/2x3 1/2x3/8x1/2 21.693 10.253 117.1 3.2344 22.1198 140.6950 0.1571
8 8
T14 20-0 L4x4x3/8 23.185 11.005 109.6 1.8989 22.5851 82.6024 0.2731
4 7
tnxTower Report-version 7.0.5.1 '
January 08, 2018
190 Ft Self Support Tower Structural Analysis M BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 42
' P /�Pn controls
Top Girt Design Data Tension
Section Elevation Size L L K11r A P OPn Ratio
No. P
ft it IT in2 K K Wn
T1 190-180 L3 1/2x3 1/2xl/4 8.0000 7.5521 85.4 1.1503 1.7913 50.0386 0.036'
T2 180-160 L3 1/2x3 1/2xl/4 8.0000 7.5521 85.4 1.1503 0.0333 50.0386 0.001
T3 160-140 L3 1/2x3 1/2x3/8 8.0000 7.3958 86.0 1.6139 0.1684 70.2049 0.002'
T4 140-120 L3 1/2x3 1/2x3/8 9.6667 8.9638 103.2 1.6491 3.1585 71.7342 0.044'
T5 120-113.333 L4x4x3/8 11.333 10.375 103.6 1.9341 2.5259 84.1317 0.030
3 0
T8 100-80 L4x4x3/8 13.000 12.010 119.8 1.8989 4.6885 82.6024 0.057'
0 4
T9 80-70 L5x5x5/16 14.666 13.527 105.2 2.0967 4.7353 91.2073 0.052'
7 1
Tl l 60-40 L5x5x5/16 16.333 15.162 118.0 2.0674 6.4136 89.9329 0.071
3 5
T12 40-30 L5x5x5/16 18.000 16.666 129.5 2.0674 6.0215 89.9329 0.067'
0 7
T14 20-0 L5x5x5/16 19.666 18.333 142.2 2.0674 6.3957 89.9329 0.071
7 3
' P /op,controls
Section Capacity Table
Section Elevation Component Size Critical P OP.//.. % Pass
No. ft Type Element K K Capacity Fail
T1 190-180 Leg Pipe 2.5 STD 2 -16.6502 53.8659 30.9 Pass
T2 180-160 Leg PIPE 3.5 STD 20 -69.6821 96.8723 71.9 Pass
T3 160-140 Leg Pipe 5 STD 50 -138.2420 157.4000 87.8 Pass
T4 140-120 Leg Pipe 8 STD 75 -213.6560 330.7710 64.6 Pass
T5 120-113.333 Leg Pipe 8 STD 99 -238.2170 330.7710 72.0 Pass
T6 113.333- Leg Pipe 8 STD 111 -263.0210 330.7710 79.5 Pass
106.667
T7 106.667-100 Leg Pipe 8 STD 118 -285.7740 330.7710 86.4 Pass
T8 100-80 Leg Pipe 10 STD(SCH40) 127 -351.2090 461.3120 76.1 Pass
T9 80-70 Leg Pipe 10 STD(SCH40) 145 -386.5020 461.3120 83.8 Pass
T10 70-60 Leg Pipe 10 STD(SCH40) 157 -421.2920 461.3120 91.3 Pass
T11 60-40 Leg Pipe 12 STD 166 -491.5910 573.7460 85.7 Pass
T12 40-30 Leg Pipe 12 STD 184 -526.2210 573.7460 91.7 Pass
T13 30-20 Leg Pipe 12 STD 196 -560.3620 573.7460 97.7 Pass
T14 20-0 Leg Pipe 12 XH 205 -629.0900 756.5100 83.2 Pass
T1 190-180 Diagonal L1 3/4xl 3/43/16 9 -4.4669 6.5837 67.8 Pass
T2 180-160 Diagonal I L2x2x3/16 28 -9.4097 9.5627 98.4 Pass
T3 160-140 Diagonal 21-2 1/2x2 1/2x3/16x3/8 57 -12.9231 39.8793 32.4 Pass
69.1 (b)
T4 140-120 Diagonal L3x3x3/16 81 -13.8603 16.2720 85.2 Pass
88.7(b)
T5 120-113.333 Diagonal L3x3x3/16 105 -14.0758 15.5344 90.6 Pass
T6 113.333- Diagonal L3x3x3/16 114 -13.9234 14.8020 94.1 Pass
106.667
T7 106.667-100 Diagonal 2L3x3x3/16xl/2 123 -15.5812 46.8229 33.3 Pass
49.5(b)
T8 100-80 Diagonal L3 1/2x3 1/2xl/4 135 -18.1194 20.5243 88.3 Pass
T9 80-70 Diagonal L3 1/2x3 1/2xl/4 153 -17.3878 19.0940 91.1 Pass
T10 70-60 Diagonal 21-3 1/2x3 1/2xl/4xl/2 165 -19.7410 65.9290 29.9 Pass
41.7(b)
T11 60-40 Diagonal L31/2x31/2x3/8 177 -20.5372 23.2499 88.3 Pass
T12 40-30 Diagonal L3 1/2x3 1/2x3/8 195 -19.4730 21.8486 89.1 Pass
T13 30-20 Diagonal 21-3 1/2x3 1/2x3/8xl/2 204 -22.6063 80.6546 28.0 Pass
33.0(b)
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis M BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 43
Section Elevation Component Size Critical P IDPeaow % Pass
No. ft Type Element K K Capacity Fail
T14 20-0 Diagonal L4x4x3/8 216 -22.9229 26.4442 86.7 Pass
T1 190-180 Top Girt L3 1/2x3 1/2x1/4 5 -1.8112 22.3135 8.1 Pass
22.8(b)
T2 180-160 Top Girt L3 1/2x3 1/2x1/4 23 0.0333 50.0386 0.2 Pass
0.4(b)
T3 160-140 Top Girt L3 1/2x3 1/2x3/8 53 0.1684 70.2049 0.2 Pass
0.9(b)
T4 140-120 Top Girt L3 1/2x3 1/2x3/8 78 -2.6564 22.8540 11.6 Pass
25.4(b)
T5 120-113.333 Top Girt L4x4x3/8 101 -2.2108 25.8833 8.5 Pass
20.3(b)
T8 100-80 Top Girt L4x4x3/8 131 -4.2921 19.3143 22.2 Pass
26.2(b)
T9 80-70 Top Girt L5x5x5/16 149 -4.4562 25.6676 17.4 Pass
38.1 (b)
T11 60-40 Top Girt L5x5x5/16 170 -6.0196 20.4292 29.5 Pass
40.7(b)
T12 40-30 Top Girt L5x5x5/16 188 -5.6519 16.9081 33.4 Pass
38.2(b)
T14 20-0 Top Girt L5x5x5/16 209 -5.9101 13.9737 42.3 Pass
Summary
Leg(T13) 97.7 Pass
Diagonal 98.4 Pass
(T2)
Top Girt 42.3 Pass
(T14)
Bolt 91.3 Pass
Checks
RATING= 98.4 Pass
I
i
I
tnxTower Report-version 7.0.5.1
January 08, 2018
190 Ft Self Support Tower Structural Analysis CC/BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 44
APPENDIX B
BASE LEVEL DRAWING
tnxTower Report-version 7.0.5.1
(INSTALLED-IN CONDU(1)
(3) 1/4'TO 150 FT LEVEL
i
PROPOSED) (3) 17/64'TO 150 FT LEVEL
1) 1-1/4'TO 160 FT LEVEL (INSTALLED)
INSTALLED (1) 1'TO 150 FT LEVEL
12) 1-5I8'TO 160 FT LEVEL (3) 1-3/16'TO 150 FT LEVEL
LEG C �••••••••••• �••0 LEG
• (RESERVED)
• •p (1)3/8'TO 171 FT LEVEL
• •0 2 3/4'TO 171 FT LEVEL
• (INSTALLED)
(ABANDONED) (3) 5/1V TO 171 FT LEVEL
(6) 1-5/8'TO 140 FT LEVEL • �• (2) 3/8'TO 171 FT LEVEL
• � 3/4-TO 171 Fr LEVEL
• (6) 7/8'TO 171 FT LEVEL
• •• 12) 1-5/8'TO 171 FT LEVEL
•
(INSTALLED)
1 7/8'TO 190 FT LEVEL
(1) 1-1/4'TO 190 FT LEVEL
(6) 1-5/8'TO 190 FT LEVEL
(6)2-1/4'TO 190 FT LEVEL
LEG B
--------- ---- -- - _ _ _ --__ BUSINESS UNIT:826548 TOWER ID:C-BASFLEVEL
January 08, 2018
190 Ft Self Support Tower Structural Analysis M BU No 826548
Project Number 1509258,Application 412946, Revision 0 Page 45
APPENDIX C
ADDITIONAL CALCULATIONS
tnxTower Report-version 7.0.5.1
Anchor Rod Check for Self Supporting Towers CROWN
TIA-222-G,Section 4.9.9 Rev.6.1 CASTLE
Site Data Reactions
BU#: 826548 Eta Factor,rl 0.55 Detail Type
Site Name: Pasco County(VS) Uplift,PU: 576 kips
App#: 412946 Rev.0 Shear,Vu: 58 kips
V An in
chor Rod Data
Qty: 6 Ift-kips
Diam: 2.25 in
Rod Material: Other
Strength(Fu):, 100 ksi Anchor Rod Results:
Yield(Fy):1 75 1ksi Max Rod(Cu+Vu/6): 113.6 lKips
Design Axial,(D*Fu*Anet: 260.0 lKips
Rod Circle: in Anchor Rod Stress Ratio: 43.7%
*e: , in
#of Rodd. 1 or 2
If Applicable;
Mu=Pu x ed Ift-kips Anchor Rod Results with Bending Considered.-
Only enter rod circle, offset(e)and number When the clear distance from the top of concrete.to the bottom
of anchor rods at the extreme fiber to of level nut excceeds 1,0 times the diameter of the anchor rod,
consider if eccentric load due to leg the following interaction equation shall also be satisfied(see
reinforcement exist Figure 4-4 of Rev. G):
(V./�Rr,,)'+[(P./�R.t)+(MJ R .)]2,< 1
�13,,=Q*0.45W,b*Ab kips
A(-!!>A E3<-D& B �R i4*F.*A,,t= kips
�R..=i *Fy*Z= ft-kips
SECTION A-A SECTION B-B
Detail Type(a) Detail Type(b)
Cq: D
/ o.n shnt*
concMte r.-N70at Cur
P
SECTION C-C SECTION D-D
Detail Type-(o) Detail Type(d) Maximum Acceptable Ratio: 105 %
(See Note I belmy)
Governing Stress Ratio:F--4-3-.-70/—,-lPa
Figure 4-4 of TIA-222-G
826548-SST Anchor Rod Check For Rev G-Rev 6.1091912
Drilled Pier Foundation
.1826548 CROWN
site=,.I Paso County(VS) (:;CCASTLE
App.Number:1412946 Rev.0
TIA-222 Revisond G
Tower Type: Self Support
Analysis Results
Applied Loads Soil Lateral Capacity Compression Q lift
Comp. Uplift D-0(ft from TOC)1 20.76 20.76
Moment(kip-ft) 01 0 Soil safety Factorl 16.54 18.25
Axial Force ki s 647 576 Max Moment(kip-ft) 895.56 811.60
Shear Force kips 641 58 Rating 8.0% 1 7.3-
Soil Vertical Capacity Compression uplift
Material Properties Skin Friction(kips) 784.61 566.19
Concrete Strength,fc:1 41 ksi End Bearing(kips) 63.62 -
Rebar Strength,F : 601 ksi Weight of Concrete(kips) 216.30 162.22
Total Capacity(kips) 848.23 728.42
DesignPier . . Axial(kips) 863.30 576.00
Depth Depthl 42 ft Rating 101.8% 79.1%
Ext.Above Gradel 0.5 ft Reinforced Concrete Capacity Compression uplift
Pier Section 1 Critical Depth(ft from TOC)1 21.80 18.91
From 0.5'above grade to 42'below grade Critical Moment(kip-ft) 892.19 802.49
Pier Diameter 6 ft Critical Moment Capacityl 4415.38 2708.49
Rebar Quanti 26 Ratingl 20.2% 29.6%
Re bar Size 9
Clear Cover to Ties 3 in soil lnteraction,Ratingil 101.8%
Tie Size 4 Structural Foundation Ratingl 29.6%
Soil Profile
Groundwater De th n/a ft #of La ers 4
Angle of Calculated Calculated Ultimate Skin Ult.Gross
g Ultimate Skin
Top Bottom Thickness Y.on Yconvete Cohesion Ultimate Skin Ultimate Skin Friction Comp BearingSPT Blow
Layer Friction Friction Uplift Soil Type(ft), Capacity
(degrees) (ksf) (ksf) (ksf) Override(ksf) y Count
(ksf)
1 0 3 3 110 150 0 0 0.000 0.000 0.00 0.00 Cohesionless
2 3 12 9 110 150 0 30 0.000 .0.000 0.50 0.35 Cohesionless
3 i 121 301 181 1151 1501 01 251 0.0001 0.000 1.50 1.05 Cohesionless
4 30 42 12 100 150 0.5 10 0.698 0.698 2.00 1.50 3 Silt
Version 1.1.1
Terzaghl's Equation for Bearing Capacity
CROWN
BU#: 826548
Site Name: Pasco County(VS) CASTLE
App.Name: 412946 rev.0
Footing Parameters Allowable Gross Bearing Capacity ksf
Depth,D:1 42.0 Ift
Width,Wj 6.0 ft
'Foundation Type,T: D
.,Type,J(0,1,2):1 1
*Note:S=Shallow,D=Deep
**Note: 0=Strip,I=Round,2=Square
Soil Parameter
Unit Weight,y: 0A000 kcf
Cohesion,Co: 0.50 ksf
Phi Angle,0: 10.0 deg
Blows per foot @ Subgrade,N: 25
Factors
Nc: 8.3
Nq: 2.5
Ny: 0.4
Modifiers
Sc: 1.3
Sy:j 0.6
Terzaghi Bearing Version 1.1 Effective Date:6/26/09