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1545 MAIN ST - ANTENNA TO EXISTING TOWER ri,,,J r�r, :�s ' CITY OF ATLANTIC BEACH �`a r 800 SEMINOLE ROAD ,V -=', ATLANTIC BEACH, FL 32233 it 4Olt v INSPECTION PHONE LINE 247-5814 COMMERCIAL - ALTERATION COMMERCIAL MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 PERMIT INFORMATION: PERMIT NO: COMM17-0026 Description: add antenna to existing support tower&concrete pad Estimated Value: 35000 Issue Date: 12/14/2017 Expiration Date: 6/12/2018 PROPERTY ADDRESS: Address: 1545 MAIN ST RE Number: 172325 0010 PROPERTY OWNER: Name: PAR PRO LTD Address: PO BOX 330177 ATLANTIC BEACH, FL 32233-0177 GENERAL CONTRACTOR INFORMATION: Name: Address: Phone: Name: CROWN CASTLE USA, INC Address: 4511 NORTH RIMES AVE SUITE 210 TAMPA, FL 33614 Phone: PERMIT INFORMATION: Please see attached conditions of approval. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU 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 RECORDING YOUR NOTICE OF COMMENCEMENT. * A notice of Commencement is only required for work exceeding an estimated value of $2,500. For HVAC work, a Notice of Commencement is only required when HVAC work exceeds and estimated value of$7,500. i!.Ait-- 4 , City of Atlantic Beach APPLICATION NUMBER r4 it r f�\ Building Department (To be assigned by the Building Department.) 800 Seminole Road C f M II -00)k' j- , Atlantic Beach, Florida 32233-5445 W M (•C� Phone(904)247-5826 • Fax(904)247-5845 J�3 �'r E-mail: building-dept@coab.us Date routed: I 1 / 1/ City web-site: http://www.coab.us ` APPLICATION REVIEW AND TRACKING FORM Property Address: IS' tS Mlkt(1 5+ _ De _ •artment review required Yes No A Buildin. Applicant: C(Oi�,n toc�� A A) 311C. Planning &Zoning Tree Administrator Project: ; (1 Si-t i) an.ttAna On L' 1'S-f u1,-- ---./01 s IbtAi. / � COAL( ,Public Utilities �( et4A W AL(C kd Public Safety Fire Services Review fee $ _ Dept Signature _ Other Agency Review or Permit Required Review or Receipt Date of f Pe rmit Verified By _ Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. ['Denied. ❑Not applicable (Circle one.) Comments: BUILDING -. r PLANNING &ZONING Reviewed by: t� % c% \l`l Date: TREE ADMIN. Second Review: ['Approved as revised. ❑ pp ['Denied. ['Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ['Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 1 vtrie, City of Atlantic Beach APPLICATION NUMBER r: Building Department (To be assigned by the Building Department.) r _ ,� ` 800 Seminole Road a p, n A j 1- _/ ' Atlantic Beach, Florida 32233-5445 1.-lJl' Ivl 1 V dCJ / Phone(904)247 5826 Fax(904)247 5845 , i �, I i art 9' i' E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 1S'-tS lk& r 5-1' _ Department review required Yes No A `'4. t c,� Building Applicant: C 1Ov )R 6 .E- U JA-i , Planning &Zoning Tree Administrator Project: I (1 SA-4 II anttn,j a DA i...‘4511 ublic Work Public Utilitie .tpvJa (4 ' 4 Unu(1t4. •p&dSafety • Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ,pproved. I 'Denied. ❑Not applicable (Circle one.) Comments: BUILDING (1— PLANNING &ZONING Reviewed by. �� Date: 7 TREE ADMIN. 4 Second Review: ['Approved as revised. ['Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. fNot applicable Comments: Reviewed by: Date: Revised 05/19/2017 1..Lvf�, City of Atlantic Beach APPLICATION NUMBER L1�r Building Department (To be assigned by the Building Department.) - W 800 Seminole Road /1�f1 pt M ' 't --0a 0 JNj rr Atlantic Beach, Florida 32233-5445 7 I W Phone(904)247-5826 • Fax(904) 247-58 OV 3 201 , i If/ -4-- 0;119/ Email: building-dept@coab.us Date routed: City web-site: http://www.coab.us �' APPLICATION REVIEW AND TRACKING FORM Property Address: ISLAS" MA-A 5+- _ De•artment review required Yes No Buildin• Applicant: C(OvJ(1. CAsiii_ vk-, anc. „ &Zoning. a Tree Administrator Project: ; (1 Silt ►) anttfl,na OA Q,\ti S1)/1JG `:ublic Wo �i /�'l Public Utilitie - "'J� c Gld e.V ncl�� V kd Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS ►�. Reviewing Department First Review: Approved. ❑Denied. •t applicable (Circle one.) Comments: BUILDING PLANNING & ZONIN •G r .te: 7(-0—/1 Reviewed b ,. ////, /_ TREE ADMIN. Second Review: Approved as revised. ❑Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. I INot applicable Comments: Reviewed by: Date: Revised 05/19/2017 ro...tv�;:,, City of Atlantic Beach APPLICATION NUMBER �S n� Building Department (To be assigned by the Building Department.) 800 Seminole Road si /1 f1 pt „A ( •'4 �,11 'B, ,� ",, Atlantic Beach, Florida 32233-5445 2017 d 1 lam►KJ Phone(904)247 5826 Fax(904)247 584�UV 3 / amts'' E-mail: building-dept@coab.us Date routed: 1 I I '1 City web-site: http://www.coab.us -- - APPLICATION REVIEW AND TRACKING FORM Property Address: t S LAS- M[A.t!1 54 _ Department review required Yes No A Buildin _ Applicant: C(OvJ(1 Wilt- �. ttS11-eit_... Planning &Zoning") ree Administrator Project: (0 Sill I) ajik-t1 xxa On bti s >� public Works �) /„�''ll Public Utilities ii)vJa � AA W n(J &el Public Safety Fire Services Review fee $ fi/ .---- Dept Signature ) .1%*, Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. Denied. Not applicable (Circle one.) Comments: BUILDING PLANNING & ZONING Reviewed by: ate: VII 17 TREE ADMIN. Second Review: Approved as revised. ❑Denied. Not applicable P aI9WORK Comments: 'UBLIC UTILIT S /1—/t/— /7 PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 812565/JA52XC035 - — - __ >f�"l BuildingPermit Application { �- u `� t� ,s 1i d pp 1�1 f t.) .1/1" ;� City of Atlantic Beach in NOV I, I 800 Seminole Road,Atlantic Beach, FL 32233 t f L 8 2017 r,� is Phone: (904) 247-5826 Fax: (904)247-5845 Lt i c�MAA i1 —ole a . Job Address: 1545 MAIN ST Atlantic Beach FL 32233 Permit Number: I Legal Description 17-2S-29E 5.71 PT GOVT LOT 4 RECD O/R 11544-628 BEING PARCEL 3 RE# 172325-0000 Valuation of Work (Replacement Cost)$35,000 Heated/Cooled SF Non-Heated/Cooled • Class of Work(Circle one): New Addition Alteration Repair Move Demo Pool Window/Door • Use of existing/proposed structure(s)(Circle one): ommerci3D Residential • If an existing structure,is a fire sprinkler system installed?(Circle one): Yes No (N/A) • Submit a Tree Removal Permit Application if any trees are to be removed or Affidavit of No Tree Removal Describe in detail the type of work to be performed: Propose KMW antenna ETCT654L12H6, 4 radios, 1 filter, 1 Hybrid per sector, 1 fiber. Florida Product Approval# for multiple products use product approval form Property Owner Information Name: Crown Castle for Sprint Address: 4511 N.Himes Ave.,Ste.210 City Tampa State FL Zip 33614 Phone 813-342-3852 E-Mail donna.carroll@crowncastle.com Owner or Agent(If Agent, Power of Attorney or Agency Letter Required) Contractor Information Name of Company: crown Castle USA Inc Qualifying Agent: Richard Lee Cullum Address 4511 N Himes Ave,Ste 210 City Tampa State FL Zip 33614 Office Phone 813-342-3852 Job Site/Contact Number 813-342-3852 State Certification/Registration# CGC062125 E-Mail c/o donna.carroll@crowncastle.com Architect Name&Phone# Engineer's Name&Phone# Workers Compensation Trcwckrs Pfpvi y cap u.•t,3y L4-1-id _ Exempt/Insurer/Lease Employees/Expiration Date Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all the laws regulationg construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING,SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,and AIR CONDITIONERS,etc. OWNER'S AFFIDAVIT:I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 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. /X., £CoLP (Signature of Ow or Agent including Contractor) (Signature of Contractor) Signed and sworn to(or affirmed)before me this / day of Signed and sworn to(or affirmed)before me this i day of YIOV , tot-, , by eVirl petiole- (10V , Z-011, by Poring C�tDl ' , / (Signature of Notary) (Signature of Notary) . =o A (-`'''lTERRI ANELLO :-o`' °J• TERRI ANELLO MY COMMISSION #FF188523 MY COMMISSION#FF186523 ''..:N ,.P° EXPIRES January 11,2019 ['Personally Known OR ,� '�� [, ]'Personally Known OR '••.,Fora.°.: y' `i [ I Produced Identification•''.:.FOF..ti°P` EXPIRES January 11, 2019 [ ]Produced Identification (40/)338-0153 FioridallotaryService.com ........ Type of Identification: 007)398 0153 FloridallotaryServire corn J Type of Identification: Account Detail Page 1 of 2 _ rtiy _ ._. -. . ..-....... .. ,, s MP .. .._ iffi tl dtr 1_ tura _ r ziati l T' e._ Log,is for County Staff Only Property Tax Search Account Detail Login Welcome Account Detail Property Tax Search Search Results Tangible Tax Search Local Business Tax Search Important Notice Collection Cart The Information contained herein does not constitute a title search and should not be relied on as such.There may be additional balances that do NOT display on this weblike:unpaid(lens,Installment accounts or deleted accounts. Tax Collector Home To better serve property owners,homestead and other exemption-related liens filed by the Property Appraiser's Office have been added to the Tax Collector's software.These exemption-releated liens are now viewable and payable online.These lien types may be researched at the Clerk of courts website www.duvalclerk.com. 21 Property Tax Account Details Pay Current Taxes Account I Property Type I Last Update No Current Taxes. 172325-0000 REAL ESTATE 2/25/2017 11:20:07 PM Mailing Address: SITUS: PAR PRO LTD 1545 MAIN ST 32233 Pay Delinquent Taxes PO BOX 330177 ATLANTIC BEACH,FL No delinquent payment due for 32233-0177 this account. Millage Code Escrow Code USD3 Legal Description I Cart:$0.00 17-2S-29E 5.71 PT GOVT LOT 4 RECD O/R 11544-628 BEING PARCEL 3 Nuisance and Demolition Liens Nuisance and Demolition Liens are NOT included in the Property Tax bill.These liens must be paid separately.Please call(904)255-7000 for information regarding these specific lien types. No Nuisance or Demolition Liens Found Property Tax Bills Tax Year I Folio I Owner Name I Amount Due I I ( 2013 1333981.0000 PAR PRO LTD $0.00 2012 1333723.0000 PAR PRO LTD $0.00 ( 2011 ) 1333236.0000 PAR PRO LTD $0.00 ( 2010 j 1333082.0000 PAR PRO LTD $0.00 ( 2009 ) 1332723.0000 PAR PRO LTD $0.00 2008 ) 1332051.0000 PAR PRO LTD $0.00 2007 ) 1331267.0000 PAR PRO LTD $0.00 Total) $0.00 J http://fl-duval-taxcollector.publicaccessnow.com/propertytaxsearch/accountdetail.aspx?p=... 2/28/2017 • .August 11,2009 Mrs.Delia Rodriguez Par-Pro,LTD 15«5 Main Street Atlantic Beach,FL 32233-1938 RE: Business Unit#812565 Site Name: Mayport Dear Mrs.Rodriguez This Letter of intent("LOP')sets forth the terms of the agreement that is to be memorialized between Crown Castle South LLC ("Lessee") and Par-Pro, LTD (Lessor). Lessor and Lessee intend to modify, among other things, the length of the term of the lease agreement as may be amended ("Lease") for property located at 1545 Main St., Atlantic Beach,Duval County,Florida. For and in consideration of One Hundred Dollars($100.00)paid by Lessee to Lessor.the parties agree as follows: • 1. Lessor and Lessee will enter into an amendment to the Lease("Lease Amendment")wherein the term of the Lease will be modified and the rent due under the Lease will be increased. The Lease currc try provides that there is one(I)current remaining five(5)year term with a current lease expiration of February 2r2016. That Lease section will be amended to provide that the remaining term of the Lease will be two(2)additional renewable terms of 5 years each added on to the current final lease expiration date of February 28,2016. The new final Lease expiration date will be February 28,2026. in addition to the modification described above, the Lease Amendment will further modify the Lease to provide that: • a. Lessor will receive a$250.00 monthly rent increase on September 1,2009. b. Lessor's Rent will be reconciled by Lessee and adjusted and reimbursed If needed. c. Lessor will receive the regularly scheduled five year monthly term rent increase of 115% on March 1,2011,March 1,2016 and March 1,2021. 2. Lessor shall cooperate in all ways, including but not limited to providing information, signing documents and seeking execution by third parties of documents that will remove, subordinate or satisfy any mortgages.deeds of trusts,liens or other encumbrances affecting the Property. 3. Upon receipt of this LO1 evidencing Lessor's acceptance of the terms herein.Lessee shall submit this LOY to its property committee. if the LO1 is approved by the property committee, Lessee shall prepare the draft Lease Amendment and transmit it to Lessor, which agrees to review and respond to the some without any unreasonable delay. 4. Regardless of whether the transaction contemplated by this LO1 is consummated. Lessor and Lessee each will pay Its own out-of-pocket expenses. 5. Notwithstanding anything to the contrary contained heroin,Lessee shall have the right to terminate this LO1 and/or decline to enter into the Lease Amendment for any or no reason at any time prior to MC execution of the Lease Amendment, without damages to Lessor. ®tYX1 .cDate j&3t �Tpe GUN: $(,D Slab Lease/Lic <�,(Q UJI J. ...I UP V,•V., JV1L-1VJv� .-• 'v. V-, V../ • • • 6. Lessor represents and warrants that Lessor is duly authorized and has the full power, right and authority to enter into this L01 and to perform all of its obligations under this LOI and to execute and deliver all documents,including but not limited to the Lease Amendment, contemplated by this L01.. From the date of this LOl thr•)ugh the date that Lessor executes the Lease Amendment, Lessor shall use its best effort' to ensure that the forgoing representations and wananties shall remain true and correct end Lessor shall promptly notify Lessee if any representation or warranty is or possibly may not be true or correct. Lessor's representations, warranties and covenants shall survive following the Hill execution of the Lease Amendment if u is LOl accurately sets forth our understanding regarding the foregoing, please so indicate by signing and returning to the undersigned the enclosed copy of this letter. Thanks and please sign and fax this back to my attention at 713-570-3110. Michael Cianciola Crown Castle Corporate Real Estate 712-57G-3060 Lessor: Pau--Pro.LTDI Cd-2--1.414445 Name: {i( ' N I A.b Q.l: l,! Title: r/•" Date: V/gAle-107 • Lessee: Crown Castle South LLC By: Name: len Duran Aid Acquisitk u int Title: Crown CactleUSA Late: 91201C')� JAX\1366381 2 -2- CINGULAR WIRELESS LEGAL REVIEW FACT SHEET (Complete a Separate Fact Sheet for each Landlord and/or Legal Document) BASIC INFORMATION Date Created: 1/19/10 Region I Market: STA Site Name: Mayport Site Number: 812565-Crown Castle Consulting Entity submitting this Fact Sheet: Crown Castle South 10020470-Cingular Consulting Entity Reviewer Name: Theresa Little Contact Number: 713-570-3052 E-Mail: theresa.little@crowncastle.corn Site Acq. Coordinator/Consultant (representing Consulting Entity ): Contact Number: E-Mail Address: If previously reviewed by Legal, name of reviewer: Date of previous review: Business Terms Approved By: Property Committee—9/23/2009 Cingular Wireless (REM)Approver's Signature(unless approval by e-mail, if so please attach) Date of Approval SITE INFORMATION Type of Document/Project: Lease Type: NEW BUILD ❑ UMTS ❑ DECOMMISSION ❑ Other, Indicate/Explain: Amendment Type: TDMA/2G ❑ GSM/2.5G ❑ E911 ❑ 3G ❑ UMTS ❑ Other, Indicate/Explain: Lease Extension Agreement Type: Land ❑ Land w/Option ❑ Structure ❑ Structure w/Option ❑ Additional Equipment Space Lease ❑ Other, Indicate/Explain: Is this Lease associated with another(i.e. separate lease, easements, right of way etc.)? No ® Yes❑ If yes, explain: Square footage of proposed lease premises: Rent amount: $1008.33 Escalation: Fixed Tax Lot Block: N/A Site Address: 1545 Main Street, Atlantic Beach, FL 32233 County (where site is located), please attach vesting deed: Duval Type of Site (check all that apply): Collocation ❑ Relocation ❑ Tower® Rooftop ❑ Rooftop w/Ground ❑ Raw Land ❑ Apartment/Co-op/Condo ❑ Cell On Wheels ❑ Utility Tower❑ Other, Please indicate/explain(include all utility pole applications) ❑ Type of Equipment(check all that apply): CINGULAR WIRELESS PROPRIETARY Use pursuant to Company instructions Page 1 of 6 TDMA Micro ❑ Macro ❑ GSM Micro ❑ Macro ❑ UMTS Micro❑ Macro ❑ Other❑ Please indicate type and explain (include all utility pole applications): LANDLORD INFORMATION Landlord Name: Par-Pro, Ltd. Landlord Type (LLC, corp., indiv., partnership.) partnership DOCUMENT INFORMATION—ALL APPLICABLE DOCUMENTS MUST BE ATTACHED Cingular Wireless Form ❑ Landlord Form ❑ Site Lease (SLA) to MLA ❑ Lease Exhibit ❑ Is this a sublease? Yes ❑ No ❑ (if yes, attach copy of fully executed underlying prime lease) Other® -- If other specify: Third Amendment to Option and Lease Agreement IF SUE W1I TING Alu'LENDi EN7 PLEASE SE PROCEED i4 PAGE I LEASE& OPTION AGREEMENTS LANDLORD FORM When submitting landlord form for review: 1) For each section of the lease, please identify any differences between landlord's language and Cingular Wireless'standard language. 2) Please identify any additional language found in landlord's form that is not present in the standard Cingular Wireless form. 3) Please identify the omission of any Cingular Wireless standard language that is not included in landlord's form. CINGULAR WIRELESS FORM DOCUMENTS Indicate whether standard language is used, if menu language will be used, or if other language will be used by marking the appropriate box below for each section of the lease. In the event "Other" is check please provide reason for such deviation and if Landlord has suggested language please insert after "LL's Suggested Language, if applicable". (Please Note: It's Cingular Legal's preference to draft the language and present it to the Landlord.) For options, please check the appropriate box in the "Option to Lease" section. For leases, please check the appropriate box under the "Lease of Premises" section. OPTION TO LEASE: CINGULAR WIRELESS PROPRIETARY Use pursuant to Company instru Oions Page 2 of 6 No changes to standard language ❑ Menu Language ❑ Other❑ If other is checked, please describe reason for change and provide sugguested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: LEASE OF PREMISES: No changes to standard language El Menu Language El Other El If other is checked, please describe reason for change and provide suggested language, if any. 3) LL's reason for change: 4) LL's suggested language, if applicable: FOR BOTH OPTIONS AND LEASES, PLEASE CHECK THE APPROPRIATE BOX UNDER EACH SECTION BELOW. PERMITTED USE: No changes to standard language El Menu Language❑ Other❑ If other is checked, please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: TERM: No changes to standard language ❑ Menu Language ❑ Other❑ If other is checked, please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: RENT: No changes to standard language ❑ Menu Language El Other ❑ If other is checked, please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: 3) Change in the escalation percentage? No El Yes ❑ If yes, please explain: APPROVALS: No changes to standard language❑ Menu Language El Other El If other is checked, please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: TERMINATION: No changes to standard language❑ Menu Language❑ Other❑ Termination Fee❑ If other is checked, please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: 3) • Change in the termination fee? No ❑ Yes ❑ If yes, please explain: INSURANCE: No changes to standard language El Menu Language El Other❑ If other is checked,please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: INTERFERENCE: No changes to standard language ❑ Menu Language El Other El If other is checked, please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: CINGULAR WIRELESS PROPRIETARY Use pursuant to Company instructions Page 3 of 6 INDEMNIFICATION: No changes to standard language El Menu Language ❑ Other❑ If other is checked, please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: WARRANTIES: No changes to standard language El Menu Language ❑ Other ❑ If other is checked, please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: ENVIRONMENTAL: No changes to standard language ❑ Menu Language❑ Other 0 If other is checked,please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: ACCESS: No changes to standard language ❑ Menu Language ❑ Other El If other is checked, please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: 3) 24/7 access at no additional charge?Yes❑ No El If no, please explain: REMOVAL/RESTORATION: No changes to standard language 0 Menu Language El Other El If other is checked, please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: MAINTENANCE/UTILITIES: No changes to standard language❑ Menu Language ❑ Other❑ If other is checked, please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: DEFAULT AND RIGHT TO CURE: No changes to standard language El Menu Language 0 Other❑ if other is checked, please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: ASSIGNMENT/SUBLEASE: No changes to standard language❑ Menu Language ❑ Other❑ If other is checked, please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: NOTICES: No changes to standard language❑ Menu Language 0 Other❑ If other is checked, please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: SEVERABILITY: No changes to standard language ❑ Menu Language❑ Other❑ If other is checked, please describe reason for change and provide suggested language, if any. CINGULAR WIRELESS PROPRIETARY Use pursuant to Company instructions Page 4 of 6 1) LL's reason for change: 2) LL's suggested language, if applicable: CONDEMNATION: No changes to standard language❑ Menu Language El Other ❑ If other is checked, please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: CASUALTY: No changes to standard language El Menu Language ❑ Other❑ If other is checked, please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: WAIVER OF LANDLORD'S LIENS: No changes to standard language❑ Menu Language ❑ Other❑ If other is checked, please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: TAXES: No changes to standard language❑ Menu Language El Other 0 If other is checked, please describe reason for change and provide suggested language, if any. 3) LL's reason for change: 4) LL's suggested language, if applicable: SALE OF PROPERTY: No changes to standard language❑ Menu Language 0 Other❑ If other is checked, please describe reason for change and provide suggested language, if any. 5) LL's reason for change: 6) LL's suggested language, if applicable: MISCELLANEOUS: No changes to standard language 0 Menu Language❑ Other 0 If other is checked, please describe reason for change and provide suggested language, if any. 1) LL's reason for change: 2) LL's suggested language, if applicable: Yl,1S POffi7ON P1 UST QE COft1PLErED FOR AXEN MENFS OTHER: Relocation❑ if not standard menu language, please explain the deviation: Power Upgrades El If not standard menu language, please explain the deviation: Collocation Fee ❑ If not standard menu language, please explain the deviation: Attorney Fees El If not standard menu language, please explain the deviation: Capital Contribution❑ If not standard menu language, please explain the deviation: Have you read the entire underlying lease you are seeking to amend to ensure Cingular's standard requirements are met?Yes ® No❑ NIA El List terms being amended: Note: Use the following format for antenna change outs, pole replacements, change in square footage of Premises, changes in landscaping, etc., so your changes are easily visible. WHAT IS THERE WHAT IS BEING WHAT WILL CINGULAR CURRENTLY? CHANGED? END UP WITH? CINGULAR WIRELESS PROPRIETARY Use pursuant to Company iistruwons Page 5 of 6 Amount of Rental Increase!if any ❑ $ N/A❑ total amount$ NIA❑ Effective Date of Rental Increase: List All Terms Being Amended/Added and Clearly Explain the Reason for each provision: 10 year lease extension. Additional Comments: • THIS SECTION MUST BE COMPLETED FOR ALL DOCUMENTS. BEFORE SUBMITTING THIS FACT SHEET, DID YOU REMEMBER TO ATTACH THE FOLLOWING? 1. ALL applicable back up documentation, including the following: a)All documents referred to in your amendment Yes® No 0 N/A❑ b)All prior amendments(fully executed) Yes ® No❑ N/A 0 c)Copy of fully executed underlying prime lease Yes® No 0 N/A 0 d)Copy of fully executed Master lease Yes(El No 0 N/A 0 e)Deed Yes® No❑ N/A❑ f)Exhibits to Document submitted for review,if any and if available Yes® No D N/A 0 2. Cingular market authority's business approval (if e-mail) Yes❑ No❑ N/A El 3. Amendment to MOL(if Premises or Term is being amended) Yes® No 0 N/A❑ 4. Copy of prior recorded MOL,if any Yes® No 0 N/A❑ 5. SNDA Yes 0 No 0 N/A El 6. Is leasing entity is different than deed owner Yes 0 No❑ N/A El if so provide info.which explains the different entity (i.e. Homestead Affidavit,Corporate Resolution,Certificate of L.P.,etc.): CINGULAR WIRELESS PROPRIETARY Use pursuant to Company instructions Page 6 of 6 —a . - -- - --—----T==,,To 'A !It t!Mili Itttt$I g �� Ill L. __ I' -------- --- - - - --- - Ai — ---- --i. 1. "'900000090000009-990000. l' / t2 p• to 3.3_iIi killabliAi eJJ.IE iiF "--- -- ----------- -•-- - i 2g11 7' _75a_,_, X7.71-7-2_2-2•--',..3.\' 4 [ a55555��$i Solo55f5°§ C. ! 11 li i ilfili hiT F[F d K K K a N M I F F F F F F F F F F F F a 1'r?ilrlig1iiiaafr[335a / 0 ccc_crtt:tr_[ttertcctrrt co I'1 L a s --._�... ..._.._..•,.._......- j iicducsscuTtasa,auctaaaa1 v fib s Ass ASSESA - al — - '{{ 1 $i1TF fi#1 flhiiius5 06 l i i' f l 1 T H flT H °, I 11 c_t_c t_c_t t t a a__t_t_t t c t_ iiiii ill as3axa ,ir:a.i iii tei te b :I b L Ili t 4 I I I I I l I I I I I I I I LLLLLLLL CClsitesTM : Real Estate Information Manager Nage 1 of 3 cc11es ccL?° F • � manager home site information application tracking project information operations Information real estate forecasting my work search list detail MAYPORT-812565 ( prev (1 of i) next Financial Summary Final Lease Expiration: 02/29/2016 Base Rent(Monthly): 608.33 Priority: Priority 1 Base Rent(Annual): 7,299.96 Tower Revenue(Annual): 67,477.80 Non Rent Exp(Annual): 4,706.97 Exp Incl Rent(Annual): 16,806.93 Revenue Share(Annual): 4,800.00 TMRR(Annual): 50,670.87 Margin: High Margin Notes Processes Contacts Detail License Info Lease Info Deal List Deal Detail [Save Deal Overview - Site ID:812565 > Site Name: MAYPORT Load Transaction Model Deal ID: 33970 Status:* Active Deal Name:* 10 year LE Deal Type:* Extension Bonus Deal End Date: Created: Feb 19 2009 Created By: Michael Cianciola Customer Waiting? 0 Yes 4)No Mandatory Close By Date: *Indicates a required field. Milestones Dep. Sent/Ord'd/ Rec/ Last Mod tf Milestone ~ !t Due Complete n/a By/Date Comments 1 Deal Negotiation Begun Sep 01 2009 Sep 03 2009 Michael Clanciola Sep 21 2009 2 LOI Sent to Landlord 1 Sep 07 2009 Sep 10 2009 Michael Cianciola Sep 21 2009 3 101 Signed by Landlord 2 Sep 14 2009 Sep 17 2009 Michael Clanciola Sep 21 2009 4 Submit for PC Approval 3 Sep 21 2009 BEN DURAN Sep 21 2009 5 Deal Approved 4 Sep 24 2009 Hal Frazer Sep 24 2009 6 Submit for Reapproval 5 7 Reapproval 7 6 8 Deal Assigned 5 Sep 25 2009 �9 Q Sherri Sacks Sep 25 2009 9 Initial Deal Documents Sep 28 2009 Eli oct 02 2009 SUSAN MOTr Oct 02 http://www.ccisites.com/eng/Irm/detail.do 1/19/2010 PAULJ. FORD fiR PJF & COMPANY 1965-2015 Date: August 28, 2017 Angela Harris BUILDING DEPARTMEMaul J Ford and Company Crown Castle 0 E. Broad Street Suite 600 12725 Morris Road Extension Suite 400 APPROVED Columbus, OH 43215 Alpharetta, GA 30004 614.221.6679 Subject: Structural Analysis Report Carrier Designation: Clearwire Corp Co-Locate Carrier Site Number: JA52XC035 Carrier Site Name: NA Crown Castle Designation: Crown Castle BU Number: 812565 Crown Castle Site Name: MAYPORT Crown Castle JDE Job Number: 454367 Crown Castle Work Order Number: 1446144 Crown Castle Application Number: 402364 Rev. 2 Engineering Firm Designation: Paul J Ford and Company Project Number: 37517-3033.001.8700 Site Data: 1545 Main Street, Atlantic Beach, Duval County, FL Latitude 30°20'13", Longitude-81°25'12" 190 Foot-Self Support Tower Dear Angela Harris, Paul J Ford and Company 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 1074303, in accordance with application 402364, revision 2. Theur p ose of the analysis is to determine acceptability of the tower stres . ased on our analysis we P P have determined the tower stress level for the structure and foundation, un ollowing load case, to be: LC7: Existing + Reserved + Proposed Equipment c'/ Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loadi ,y, �Tively. This analysis has been performed in accordance with the 201 orida Building Code, 5th Edition, based upon an ultimate 3-second gust wind speed of 129 mph converted to a nominal 3-second gust wind speed of 100 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 with a topographic category 1 and crest height of 0 feet, and Risk Category II were used in this analysis. . ,a`',`,�S i i i i i li/l,;. We at Paul J Ford and Company appreciate the opportunity of providing our continl.ti(►g.�(�e�a9��s to you and Crown Castle. If you have any questions or need further assistance on tgZs�oliypil8�ais .•F�i�� please give us a call. 7' 27 is No. 79560 --- Respectfully submitted by: _ yer4.4.... 60.44.„," — : * : — ` II . iX STATE OF � Jared Smith, E.I. Structural Designer ///S ,t ,, t v.,\\• tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 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 3)ANALYSIS PROCEDURE Table 3- Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 4-Section Capacity(Summary) Table 5—Tower Components vs. Capacity Table 6- Microwave Dish Tilt(Sway) Results for 60 mph Rev G Service Wind 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 3 1) INTRODUCTION This tower is a 190 ft Self Support tower designed by Rohn in November of 1990.The tower was originally designed for a wind speed of 100 mph per EIA-222-D. The tower was reinforced by modifications designed by PJF in July of 2011. 2)ANALYSIS CRITERIA This analysis has been performed in accordance with the 2014 Florida Building Code, 5th Edition, based upon an ultimate 3-second gust wind speed of 129 mph converted to a nominal 3-second gust wind speed of 100 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 with a topographic category 1 and crest height of 0 feet, and Risk Category II were used in this analysis. Table 1 -Proposed Antenna and Cable Information Center Number Number Feed Mounting Lineof Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 3 tower mounts Connect-it PVFM-12-3-4- 96 r 3 ericsson 1 RRUS 31 1325 RRUS 82 W/SOLAR 178.0 178.0 3 ericsson 1 ; 7/8 SHIELD 6 j ericsson RRUS-11800MHz 3 1-3/16 3 kmw ETCR-654L12H6 w/ communications Mount Pipe 3 nokia RADAR FILTER tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 4 Table 2- Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 3 andrew DBXNH-6565B-R2M w/ Mount Pipe 6 I andrew ! E15S09P78 6 andrew i SBNHH-1 D65B w/Mount Pipe 3 commscope SBJAH4-1 D65B-DL w/ Mount Pipe 2 I commscope WCS-IMFQ-AMT-43 3 5/16 187.0 190.0 I 3 ericsson RRUS 12 3 3/8 1 3 ericsson I RRUS 32 B2 5 3/4 3 ericsson RRUS 32 B30 12 I 1-5/8 3 ericsson I RRUS 32 B66 r 3 ericsson RRUS-11 6 raycap DC2-48-60-0-9E r 1 1 raycap DC6-48-60-18-8C 2 raycap DC6-48-60-18-8F 187.0 1 tower mounts Sector Mount[SM 502-3] 184.0 j 1 I andrew # VHLP2-11 183.0 I 2 andrew VHLP2-18 3 1/2 1 I 3 dragonwave Horizon DUO • samsung 3 E nRRHv2 178.0 telecommunications 178.0 3 argus technologies LLPX310R-V4 w/Mount 3 { 5/16 3 Pipe 3 9077 1 terrawave i JUNCTION BOX 1 tower mounts Sector Mount[SM 401-3] I 3 I andrew I ETW200VS12UB I 6 andrew TMBXX-6517-R2M w/ Mount Pipe 3 1-1/4 3 nokia FRIG 3 i 1-3/5 1 130.0 130.0 -- — --- 3 nokia FXFB 1 7 1-5/8 3 raycap RNSDC-7771-PF-48 1tower mounts Sector Mount[SM 104-3] 1 3 I nokia FASB w/Mount Pipe l - - I 2 Notes: 1) Existing Equipment 2) Reserved Equipment 3) Equipment To Be Removed tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 5 3)ANALYSIS PROCEDURE Table 3- Documents Provided Document Remarks Reference Source GEOTECHNICAL REPORTS j ATEC,,#72-01065, 12/3/1990 I 111139 I CCISITES r TOWER FOUNDATION 1 I - 816089 CCISITES DRAWINGS/DESIGN/SPECS TOWER MANUFACTURER I I DRAWINGS Rohn, #25703JC, 11/30/1990 225932 I CCISITES POST-MODIFICATION TEP,#113297, 1/12/2012 3062154 j CCISITES INSPECTION TOWER REINFORCEMENT I DESIGN/DRAWINGS/DATA PJF, #37511-1230, 7/5/2011 3009343 1 CCISITES 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. Paul J Ford and Company should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 4-Section Capacity(Summary) Section Elevation(ft) Component Type Size Critical P(K) SF*P allow % Pass/Fail No. Element (K) Capacity T1 190-180 i Leg Pipe 2.875"S).276 (2.5 f 2 -5.70 74.51 7.6 I Pass T2 180-160 I Leg I Pipe 3.5"x 0.300"(3 XS) i 29 I -36.44 94.46 38.6 Pass Ii T3 160-140 Leg 1 Pipe 4.5"x 0.337"(4 XS) ; 68 I -71.25 159.90 44.6 E Pass IPipe 5.563"x 0.375"(5 I i T4 140-120 Leg XS) 107 ( -103.39 i 239.38 43.2 I Pass Pipe 6.625"x 0.340"(6 } T5 I 120-100 Leg EHS 146 I -133.70 244.02 54.8 I Pass r ______...__ -I- T6 { 100-80 Leg Pipe 6.62XS 0.432"(6 I 173 I. -166.20 303.62 54.7 Pass I { ; Pipe 6.625"x 0.432"(6 T7 80-60 Leg XS 200 I -195.60 303.58 64.4 Pass Pipe 8.625")s7.375"(8 T8 60-40 Leg � EH227 1 -224.12 386.31 58.0 Pass 1Pipe 8.625"x 0.375"(8 T9 40-20 Leg € EHS) 254 -252.85 386.31 65.5 Pass T10 t 20-0 Leg l Pipe 8.625"X 0.500"(8 281 -267.20 505.43 52.9 Pass i T1 190-180 Diagonal I Pipe 2.375"x 0.154"(2 J 9 i -4.67 24.15 19.4 Pass tnxTower Report-version 7.0.5.1 . . August 28, 2017 190 Ft Self Support ToweStructural Analysis CC/8UNoD12565 Project Number 3751FJ033.00/.8700, Application 40z354. Revision z Page 6 Section Critical sp^p_)allow % Elevation(ft) Component Type Size p(w> Pass/pao No. Element (� canac/tv '' - - ------ '--- - - - ---- STD) l To 180'160 DiagonalDiagonal �a>p�o�o7�xo - -- 0.218"(2 33 'o.mr 23.14 41.3 Pass__- (2 113 160 140 Diagonal ' ~---'- --' ° 71 | -7.58 15.33 49.4 Pass 4opi u»7e^ �mr(o 1 T4 � '�uu Diagonal `-- -- 1� -10.27 m.n ruo Pass r- -- ---- Ta �oo_�oo Diagonal | p/P»o�o7�»o�oo (2.5 � 153 _�o�� 16.50 74.8 | Pass | STD) _ | T6 100'80 Diagonal u.5"xum6"(3 STD) ' 180 -11J3 28.50 41.2 Pass 17 ao'sm Diagonal 1Pipe x.5^xuu1sr(3STD) 207 -11.66 24.78 47.0 Pass T8 60'40 Diagonal 'Pipe n.5"xum6"(3STD)I 234 -12.75 22.07 57.8 Pass T9 | *n'om Diagonal Pipe o.5"xn.21or(3STD)/ 261 -13.21 | 19.40 68.1 Pass T10 20-0 Diagonal w/ .300" 294 -19.5033.7057.9PassH�o�� _ Pipe '- ---- `' - 10 -3.24 22.58 14.3 PassT1 __ 180 Horizontal STD) pipo1/rxu1w5"Ua 31 -5.14 ous 22.8 Pass- STD) --��_'' p�*�arxn�m��.o | 70 -4.71 19.14 24.6 Pass T3 STD) T4 Pipe 2.375 -- (2 I 112 -7.07 | 27.21 26.0 Pass "'"/ ' -__ __ | . ,_--- --- (2 1m | -7.39'~ STD) 22.64 32.6 Pass Pimo�r�no�a��T6 100-80 Horizontal 178 ' � Pipe -7.64 16.86 45.3 Pass u�o7�xoono (2.5 | -8.11 .. 60 Horizontal205 STD) | / 28.6428.3 Pass Pipe%�or�xo�uo» (2.518 60-40 Horizontal232 i eo1 22.38 41.6 Pass _ Pipe 2.n7s xo.2o�� 259�s | | '1001 1782 oez Pass '" STD) � | 'n Horizontal �pvo�urs «»� m��e ' 67.1 Pass --^---�--- GTn} �-� _ � T1 190'180 | Top Girt �pn1�*^»»��mr(1�a s ! -0.91 22.63 *o � Pass STD) � lno oo_u nw«u»uH»�1 Pipe 1er^u1w�� 292 -4.64 12.8e 36.0 Pass Bracing STD) T10 ou_o n»uunm Diag 1 Pipe 2.375 :u15r(2 289 -4.24 9.00 *71 Pass Bracing STD) � � m�uunumn� Pipe r10 uo_o Ua 297 -0.05 11.86 0.4 Pass | | _ Bracing STD) __ | nnuuno Hip T1n uo'o Pipe «»2»» (2.5ueu -0.06 10.56 0.5 Pass--"-- � STD) | Bracing T1 1�'1� Inner Bracing L2x2x1/8 25 -0.02 6.56 0.2 Pass Tu ' 180'160 Inner Bracing L2x2x1/8 sa I *01 6.48 0.1 Pass To 160'*40 Inner Bracing L2x2x1/8 81 1. -0.01 *.79 0.1 Pass T4 140'120 Inner Bracing L2x2x1/8 120 | -0.01 3.28 0.3 | Pass T* 120'100 Inner Bracing L2x2x1/8 15e 1 -0.01 2.48 0.3 Pass - Ta 100'80- Inner Bracing u21x2x21mx3/16 -- 186 | *.01 5.23 0.2 Pass Tr ! oo'no Inner Bracing u3x3x3/16 | 212 -0.01 6.83 0.2 Pass | T8 oo'*o --- nn,an« L31mxn1mx1w----- uwo -`--.01 11.13 0.2 Pass - m - To 40'20 Inner u31 o1mx 267 01 8.92 0.2 Pass --7lno 20'o Inner Bracing Pipe 2.375xu15r(2 310 -0.01 / e.5e 0.2 Pass August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 7 Section Elevation(ft) Component Type Size Critical P(K) SF'P_allow % Pass/Fail No. Element (K) Capacity i STD) Summary I Leg(T9) 65.5 I Pass Diagonal i 78.0 1 Pass T4 ----- t€ Horizontal i (T10) 67.1 Pass f j i- Top Girt 4.0 Pass Redund 1 ? Horz 1 36.0 Pass Bracing (T10) I Redund I j Diag 1 47.1 Pass Bracing (T10) Redund Hip 1 Bracing 0.4 I Pass I (T10) A Redund Hip Diagonal 1 0.5 Pass Bracing 6°C11° (T10) 6 \( Inner Bracing 0.3 I Pass j t 1 E . (T5) I :Bolt Checks 52.8 Pass I i Rating= 78.0 —1 Pass Table 5-Tower Component Stresses vs. Capacity—LC77 Notes Component Elevation (ft) %Capacity Pass/Fail 1 Anchor Rods 0 1 52.3 Pass 1 Base Foundation 0 30.0 I Pass Structural ! 1 Base Foundation 0 42.0 Pass Soil Interaction Structure Rating (max from all components)= 78.0% - Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. Table 6- Microwave Dish Tilt(Sway) Results for 60 mph Rev G Service Dish Dish Analysis Results Tilt Analysis Results Elevation Dish Diameter Dish Frequency at Service Wind Twist(Sway) at ft ft GHz deg Service Wind deg 184.0 VHLP2-11 j 2.175 - 0.1481 0.0279 • • 183.0 VHLP2-18 j 2.175 I - 0.1479 j 0.0278 tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Seff Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 8 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364, Revision 2 Page 9 Tower Input Data The main tower is a 3x free standing tower with an overall height of 190.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 8.50 ft at the top and 27.68 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: 1) Tower is located in Duval County, Florida. 2) ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). 3) Basic wind speed of 100 mph. 4) Structure Class II. 5) Exposure Category C. 6) Topographic Category 1. 7) Crest Height 0.00 ft. 8) Deflections calculated using a wind speed of 60 mph. 9) A non-linear(P-delta)analysis was used. 10) Pressures are calculated at each section. 11) Stress ratio used in tower member design is 1. 12) 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 4 Use Clear Spans For Wind Area SR Leg Bolts Resist Compression 4 Use Code Stress Ratios -4 Use Clear Spans For KUr 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 4 Use Azimuth Dish Coefficients ' Include Angle Block Shear Check Use Special Wind Profile 4 Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Exemption 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 4 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 tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 10 Wind 180 'Jr legA Wind 90 0. d Leg C 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 190.00-180.00 8.50 1 10.00 T2 180.00-160.00 8.54 1 20.00 T3 160.00-140.00 8.63 1 20.00 T4 140.00-120.00 10.71 1 20.00 T5 120.00-100.00 12.79 1 20.00 T6 100.00-80.00 15.04 1 20.00 T7 80.00-60.00 17.54 1 20.00 T8 60.00-40.00 20.18 1 20.00 T9 40.00-20.00 22.68 1 20.00 T10 20.00-0.00 25.18 1 20.00 Tower Section Geometry (cont'd) Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in T1 190.00-180.00 5.00 K Brace Down No Yes 0.0000 0.0000 T2 180.00-160.00 6.67 K Brace Down No Yes 0.0000 0.0000 T3 160.00-140.00 6.67 K Brace Down No Yes 0.0000 0.0000 T4 140.00-120.00 6.67 K Brace Down No Yes 0.0000 0.0000 T5 120.00-100.00 10.00 K Brace Down No Yes 0.0000 0.0000 T6 100.00-80.00 10.00 K Brace Down No Yes 0.0000 0.0000 T7 80.00-60.00 10.00 K Brace Down No Yes 0.0000 0.0000 T8 60.00-40.00 10.00 K Brace Down No Yes 0.0000 0.0000 T9 40.00-20.00 10.00 K Brace Down No Yes 0.0000 0.0000 T10 20.00-0.00 20.00 K1 Down No Yes 0.0000 0.0000 tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364, Revision 2 Page 11 Tower Section Geometry (cont'd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft T1 190.00- Pipe Pipe 2.875"x 0.276"(2.5 A618-50 Pipe Pipe 2.375"x 0.154"(2 A618-50 180.00 XS) (50 ksi) STD) (50 ksi) T2 180.00- Pipe Pipe 3.5"x 0.300"(3 XS) A618-50 Pipe Pipe 2.375"x 0.218"(2 XS) A618-50 160.00 (50 ksi) (50 ksi) T3 160.00- Pipe Pipe 4.5"x 0.337"(4 XS) A618-50 Pipe Pipe 2.375"x 0.154"(2 A618-50 140.00 (50 ksi) STD) (50 ksi) T4 140.00- Pipe Pipe 5.563"x 0.375"(5 XS) A618-50 Pipe Pipe 2.375"x 0.154"(2 A618-50 120.00 (50 ksi) STD) (50 ksi) T5 120.00- Pipe Pipe 6.625"x 0.340"(6 A618-50 Pipe Pipe 2.875"x 0.203"(2.5 A618-50 100.00 EHS) (50 ksi) STD) (50 ksi) T6 100.00- Pipe Pipe 6.625"x 0.432"(6 XS) A618-50 Pipe Pipe 3.5"x 0.216"(3 STD) A618-50 80.00 (50 ksi) (50 ksi) T7 80.00-60.00 Pipe Pipe 6.625"x 0.432"(6 XS) A618-50 Pipe Pipe 3.5"x 0.216"(3 STD) A618-50 (50 ksi) (50 ksi) T8 60.00-40.00 Pipe Pipe 8.625"x 0.375"(8 A618-50 Pipe Pipe 3.5"x 0.216"(3 STD) A618-50 EHS) (50 ksi) (50 ksi) T9 40.00-20.00 Pipe Pipe 8.625"x 0.375"(8 A618-50 Pipe Pipe 3.5"x 0.216"(3 STD) A618-50 EHS) (50 ksi) (50 ksi) T10 20.00-0.00 Pipe Pipe 8.625"x 0.500"(8 XS) A618-50 Arbitrary (37515-2715)2.875"x.276" A500-46 (50 ksi) Shape Pipe w/3.5"x.300"Half (46 ksi) Sleeve Tower Section Geometry (cont'd) Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid. ft Girts T1 190.00- None Flat Bar A36 Pipe Pipe 1.9"x 0.145" A618-50 180.00 (36 ksi) (1.5 STD) (50 ksi) T2 180.00- None Flat Bar A36 Pipe Pipe 1.9"x 0.145" A618-50 160.00 (36 ksi) (1.5 STD) (50 ksi) T3 160.00- None Flat Bar A36 Pipe Pipe 1.9"x 0.145" A618-50 140.00 (36 ksi) (1.5 STD) (50 ksi) T4 140.00- None Flat Bar A36 Pipe Pipe 2.375"x 0.154" A618-50 120.00 (36 ksi) (2 STD) (50 ksi) T5 120.00- None Flat Bar A36 Pipe Pipe 2.375"x 0.154" A618-50 100.00 (36 ksi) (2 STD) (50 ksi) T6 100.00- None Flat Bar A36 Pipe Pipe 2.375"x 0.154" A618-50 80.00 (36 ksi) (2 STD) (50 ksi) T7 80.00-60.00 None Flat Bar A36 Pipe Pipe 2.875"x 0.203" A618-50 (36 ksi) (2.5 STD) (50 ksi) T8 60.0040.00 None Flat Bar A36 Pipe Pipe 2.875"x 0.203" A618-50 (36 ksi) (2.5 STD) (50 ksi) T9 40.00-20.00 None Flat Bar A36 Pipe Pipe 2.875"x 0.203" A618-50 (36 ksi) (2.5 STD) (50 ksi) T10 20.00-0.00 None Flat Bar A36 Pipe Pipe 2.875"x 0.203" A618-50 (36 ksi) (2.5 STD) (50 ksi) Tower Section Geometry (cont'd) Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft T1 190.00- Solid Round A572-50 Equal Angle L2x2x1/8 A36 180.00 (50 ksi) (36 ksi) tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CC/BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 12 Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade .. Grade ft T2 180.00- Solid Round A572-50 Equal Angle L2x2x1/8 A36 160.00 (50 ksi) (36 ksi) T3 160.00- Solid Round A572-50 Equal Angle L2x2x1/8 A36 140.00 (50 ksi) (36 ksi) T4 140.00- Solid Round A572-50 Equal Angle L2x2x1/8 A36 120.00 (50 ksi) (36 ksi) T5 120.00- Solid Round A572-50 Equal Angle L2x2x1/8 A36 100.00 (50 ksi) (36 ksi) T6 100.00- Solid Round A572-50 Equal Angle L2 1/2x2 1/2x3/16 A36 80.00 (50 ksi) (36 ksi) 17 80.00-60.00 Solid Round A572-50 Equal Angle L3x3x3/16 A572-50 (50 ksi) (50 ksi) T8 60.00-40.00 Solid Round A572-50 Equal Angle L3 1/2x3 1/2x1/4 A572-50 (50 ksi) (50 ksi) T9 40.00-20.00 Solid Round A572-50 Equal Angle L3 1/2x3 1/2x1/4 A572-50 (50 ksi) (50 ksi) T10 20.00-0.00 Solid Round A572-50 Pipe Pipe 2.375"x 0.154"(2 A618-50 (50 ksi) STD) (50 ksi) Tower Section Geometry (cont'd) Tower Redundant Redundant Redundant K Factor Elevation Bracing Type Size Grade ft T10 20.00- A53-B-35 Horizontal(1) Pipe Pipe 1.9"x 0.145"(1.5 1 0.00 (35 ksi) Diagonal(1) Pipe STD) 1 Hip(1) Pipe Pipe 2.375"x 0.154"(2 1 Hip Diagonal Pipe STD) 1 (1) Pipe 1.9"x0.145"(1.5 STD) Pipe 2.875"x 0.203"(2.5 STD) Tower Section Geometry (cont'd) Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in T1 190.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 180.00 (36 ksi) T2 180.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 160.00 (36 ksi) T3 160.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 140.00 (36 ksi) T4 140.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 120.00 (36 ksi) T5 120.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 100.00 (36 ksi) T6 100.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 80.00 (36 ksi) T7 80.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 60.00 (36 ksi) T8 60.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 40.00 (36 ksi) T9 40.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 20.00 (36 ksi) T10 20.00- 0.00 0.3750 A36 1 1 1.1 0.0000 0.0000 36.0000 0.00 (36 ksi) tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364, Revision 2 Page 13 Tower Section Geometry (cont'd) K Factors' Tower Calc Calc Legs X K Single Girls Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y T1 190.00- Yes No 1 1 1 1 1 1 1 1 180.00 1 1 1 1 1 1 1 T2 180.00- Yes No 1 1 1 1 1 1 1 1 160.00 1 1 1 1 1 1 1 T3160.00- Yes No 1 1 1 1 1 1 1 1 140.00 1 1 1 1 1 1 1 T4 140.00- Yes No 1 1 1 1 1 1 1 1 120.00 1 1 1 1 1 1 1 T5 120.00- Yes No 1 1 1 1 1 1 1 1 100.00 1 1 1 1 1 1 1 T6 100.00- Yes No 1 1 1 1 1 1 1 1 80.00 1 1 1 1 1 1 1 T7 80.00- Yes No 1 1 1 1 1 1 1 1 60.00 1 1 1 1 1 1 1 T8 60.00- Yes No 1 1 1 1 1 1 1 1 40.00 1 1 1 1 1 1 1 T9 40.00- Yes No 1 1 1 1 1 1 1 1 20.00 1 1 1 1 1 1 1 T10 20.00- Yes No 1 1 1 1 1 1 1 1 0.00 1 1 1 1 1 1 1 'Note:K factors are applied to member segment lengths.K-braces without inner supporting members will have the K factor in the out-of- plane direction applied to the overall length. Tower Section Geometry fcont'd) Tower . Leg Diagonal Top Girt Bottom Girt i Mid Girt i Long Horizontal 1 Short Horizontal Elevation ft i I Net Width U Net U Net Width U Net U Net U Net U Net U Deduct Width Deduct Width Width I Width Width in Deduct in Deduct Deduct Deduct Deduct in in in in in T1 190.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 180.00 I T2 180.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 160.00 T3 160.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 140.00 T4 140.00- j 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 120.00 T5 120.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 1 0.0000 0.75 100.00 T6 100.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 80.00 T7 80.00- 0.0000 1 0.0000 0.75 0.0000 0.75 ; 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 60.00 T8 60.00- 0.0000 1 0.0000 0.75 0.0000 0.75 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 40.00 T9 40.00- 0.0000 1 0.0000 0.75 0.0000 0.75 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 20.00 T10 20.00- 0.0000 1 0.0000 0.75 0.0000 0.75 � 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.00 tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 14 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 T1 190.00- Flange 0.8750 4 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 180.00 A325N A325N A325N A325N A325N A325N A325N T2 180.00- Flange 0.8750 4 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 160.00 A325N A325N A325N A325N A325N A325N A325N T3 160.00- Flange 1.0000 4 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 140.00 A325N A325N A325N A325N A325N A325N A325N T4 140.00- Flange 1.0000 6 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 120.00 A325N A325N A325N A325N A325N A325N A325N T5 120.00- Flange 1.0000 6 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 100.00 A325N A325N A325N A325N A325N A325N A325N T6 100.00- Flange 1.0000 6 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 80.00 A325N A325N A325N A325N A325N A325N A325N T7 80.00- Flange 1.0000 8 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 60.00 A325N A325N A325N A325N A325N A325N A325N T8 60.00- Flange 1.0000 8 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 40.00 A325N A325N A325N A325N A325N A325N A325N T9 40.00- Flange 1.0000 8 0.6250 3 0.0000 0 0.0000 0 0.6250 0 0.6250 2 0.6250 0 20.00 A325N A325N A325N A325N A325N A325N A325N T10 20.00- Flange 1.0000 10 0.7500 3 0.0000 0 0.0000 0 0.6250 0 0.7500 2 0.6250 0 0.00 A354-BC A325N A325N A325N A325N A325N A325N 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 **Face C** LDF4- C No Ar(CaAa) 178.00-0.00 -2.0000 -0.47 3 2 0.5200 0.6300 0.15 50A(1/2") 0.5000 TSZ 999 C No Ar(CaAa) 178.00-0.00 -2.0000 -0.46 3 .3 1.1900 1.1900 1.07 067/xxxM- 8AWG(1- 3/16) FIBER ONLY C No Ar(CaAa) 178.00-0.00 -2.0000 -0.45 1 1 0.8670 0.8670 0.25 CABLE 48(7/8) 2.5"Conduit C No Ar(CaAa) 178.00-0.00 -2.0000 -0.48 1 1 2.8730 2.8730 5.53 1.5"flat C No Af(CaAa) 178.00-0.00 -2.0000 -0.45 2 2 12.0000 1.5000 1.80 Cable Ladder 1.5000 Rail **Face A** LDF7-50A(1- A No Ar(CaAa) 130.00-0.00 0.0000 0.4 10 7 0.5200 1.9800 0.82 5/8") 0.5000 ASU9325TY A No Ar(CaAa) 130.00-0.00 0.0000 0.4 3 3 1.5840 1.5840 1.61 P01(1-3/5") 1.5"flat A No Af(CaAa) 130.00-0.00 0.0000 0.4 2 2 12.0000 1.5000 1.80 Cable Ladder 1.5000 Rail **Face B** HJ7-50A(1- B No Ar(CaAa) 187.00-0.00 -2.0000 0.4 12 12 0.5200 1.9800 1.04 5/8") 0.5000 ATCB- B No Ar(CaAa) 187.00-0.00 -2.0000 0.4 3 3 2.1900 0.3150 0.07 B01(5/16) 0.5000 WR- B No Ar(CaAa) 187.00-0.00 -2.0000 0.4 5 5 0.7740 0.7740 0.59 VG86ST- BRD(3/4) LDF2-50 B No Ar(CaAa) 187.00-0.00 -2.0000 0.4 3 3 0.4400 0.4400 0.08 tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364, Revision 2 Page 15 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 (3/8"foam) 1.5"flat B No Af(CaAa) 187.00-0.00 -2.0000 0.4 2 2 12.0000 1.5000 1.80 Cable Ladder 1.5000 Rail - Safety Line C No Ar(CaAa) 190.00-0.00 0.0000 -0.5 1 1 0.3750 0.3750 0.22 3/8 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 190.00-180.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 24.427 0.000 0.14 C 0.000 0.000 0.375 0.000 0.00 T2 180.00-160.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 69.790 0.000 0.39 C 0.000 0.000 26.310 0.000 0.24 T3 160.00-140.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 69.790 0.000 0.39 C 0.000 0.000 29.150 0.000 0.27 T4 140.00-120.00 A 0.000 0.000 29.552 0.000 0.17 B 0.000 0.000 69.790 0.000 0.39 C 0.000 0.000 29.150 0.000 0.27 T5 120.00-100.00 A 0.000 0.000 59.104 0.000 0.33 B 0.000 0.000 69.790 0.000 0.39 C 0.000 0.000 29.150 0.000 0.27 T6 100.00-80.00 A 0.000 0.000 59.104 0.000 0.33 B 0.000 0.000 69.790 0.000 0.39 C 0.000 0.000 29.150 0.000 0.27 T7 80.00-60.00 A 0.000 0.000 59.104 0.000 0.33 B 0.000 0.000 69.790 0.000 0.39 C 0.000 0.000 29.150 0.000 0.27 T8 60.00-40.00 A 0.000 0.000 59.104 0.000 0.33 B 0.000 0.000 69.790 0.000 0.39 C 0.000 0.000 29.150 0.000 0.27 T9 40.00-20.00 A 0.000 0.000 59.104 0.000 0.33 B 0.000 0.000 69.790 0.000 0.39 C 0.000 0.000 29.150 0.000 0.27 T10 20.00-0.00 A 0.000 0.000 59.104 0.000 0.33 B 0.000 0.000 69.790 0.000 0.39 C 0.000 0.000 29.150 0.000 0.27 Feed Line Center of Pressure Section Elevation CPX CPZ CPX CPz Ice Ice ft in in in in T1 190.00-180.00 6.7096 3.4099 7.3403 3.7285 tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 16 Section Elevation CPX CPz CPX CPz Ice Ice .. ft in in in in T2 180.00-160.00 8.4988 4.4601 9.6236 5.0702 T3 160.00-140.00 9.3253 4.8799 10.5851 5.5658 T4 140.00-120.00 8.5320 1.4999 9.6950 1.8039 T5 120.00-100.00 8.1685 -1.3483 9.2908 -1.3624 T6 100.00-80.00 9.3716 -1.5323 10.6561 -1.5461 T7 80.00-60.00 10.6741 -1.7322 12.1343 -1.7457 T8 60.00-40.00 11.5764 -1.8679 13.1577 -1.8807 T9 40.00-20.00 12.7994 -2.0562 14.5458 -2.0689 T10 20.00-0.00 14.0383 -2.2472 15.9520 -2.2598 Discrete Tower Loads 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 Flash Beacon Lighting C None 0.0000 190.00 No Ice 2.70 2.70 0.05 DBXNH-6565B-R2M w/ A From Leg 4.00 0.0000 187.00 No Ice 8.51 7.16 0.08 Mount Pipe 0.00 3.00 (2)E15S09P78 A From Leg 4.00 0.0000 187.00 No Ice 0.75 0.34 0.02 0.00 3.00 (2)SBNHH-1D65B w/ A From Leg 4.00 0.0000 187.00 No Ice 8.42 7.42 0.08 Mount Pipe 0.00 3.00 SBJAH4-1 D65B-DL w/ A From Leg 4.00 0.0000 187.00 No Ice 9.47 7.74 0.08 Mount Pipe 0.00 3.00 WCS-IMFQ-AMT-43 A From Leg 4.00 0.0000 187.00 No Ice 0.55 0.39 0.02 0.00 3.00 RRUS 12 A From Leg 4.00 0.0000 187.00 No Ice 3.15 1.29 0.06 0.00 3.00 RRUS 32 B2 A From Leg 4.00 0.0000 187.00 No Ice 2.73 1.67 0.05 0.00 3.00 RRUS 32 B30 A From Leg 4.00 0.0000 187.00 No Ice 2.74 1.67 0.05 0.00 3.00 RRUS 32 B66 A From Leg 4.00 0.0000 187.00 No Ice 2.74 1.67 0.05 0.00 3.00 RRUS-11 A From Leg 4.00 0.0000 187.00 No Ice 2.79 1.19 0.05 0.00 3.00 (2)DC2-48-60-0-9E A From Leg 4.00 0.0000 187.00 No Ice 0.93 0.56 0.02 0.00 3.00 DC6-48-60-18-8F A From Leg 4.00 0.0000 187.00 No Ice 0.92 0.92 0.02 0.00 3.00 DBXNH-6565B-R2M w/ B From Leg 4.00 0.0000 187.00 No Ice 8.51 7.16 0.08 Mount Pipe 0.00 3.00 (2)E15S09P78 B From Leg 4.00 0.0000 187.00 No Ice 0.75 0.34 0.02 0.00 3.00 (2)SBNHH-1D65B w/ B From Leg 4.00 0.0000 187.00 No Ice 8.42 7.42 0.08 Mount Pipe 0.00 tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 17 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 3.00 SBJAH4-1 D65B-DL w/ B From Leg 4.00 0.0000 187.00 No Ice 9.47 7.74 0.08 Mount Pipe 0.00 3.00 WCS-IMFQ-AMT-43 B From Leg 4.00 0.0000 187.00 No Ice 0.55 0.39 0.02 0.00 3.00 RRUS 12 B From Leg 4.00 0.0000 187.00 No Ice 3.15 1.29 0.06 0.00 3.00 RRUS 32 B2 B From Leg 4.00 0.0000 187.00 No Ice 2.73 1.67 0.05 0.00 3.00 RRUS 32 B30 B From Leg 4.00 0.0000 187.00 No Ice 2.74 1.67 0.05 0.00 3.00 RRUS 32 B66 B From Leg 4.00 0.0000 187.00 No Ice 2.74 1.67 0.05 0.00 3.00 RRUS-11 B From Leg 4.00 0.0000 187.00 No Ice 2.79 1.19 0.05 0.00 3.00 (2)DC2-48-60-0-9E B From Leg 4.00 0.0000 187.00 No Ice 0.93 0.56 0.02 0.00 3.00 DC6-48-60-18-8C B From Leg 4.00 0.0000 187.00 No Ice 2.74 2.74 0.03 0.00 3.00 DBXNH-6565B-R2M w/ C From Leg 4.00 0.0000 187.00 No Ice 8.51 7.16 0.08 Mount Pipe 0.00 3.00 (2)E15S09P78 C From Leg 4.00 0.0000 187.00 No Ice 0.75 0.34 0.02 0.00 3.00 (2)SBNHH-1D65B w/ C From Leg 4.00 0.0000 187.00 No Ice 8.42 7.42 0.08 Mount Pipe 0.00 3.00 SBJAH4-1 D65B-DL w/ C From Leg 4.00 0.0000 187.00 No Ice 9.47 7.74 0.08 Mount Pipe 0.00 3.00 RRUS 12 C From Leg 4.00 0.0000 187.00 No Ice 3.15 1.29 0.06 0.00 3.00 RRUS 32 B2 C From Leg 4.00 0.0000 187.00 No Ice 2.73 1.67 0.05 0.00 3.00 RRUS 32 B30 C From Leg 4.00 0.0000 187.00 No Ice 2.74 1.67 0.05 0.00 3.00 RRUS 32 B66 C From Leg 4.00 0.0000 187.00 No Ice 2.74 1.67 0.05 0.00 3.00 RRUS-11 C From Leg 4.00 0.0000 187.00 No Ice 2.79 1.19 0.05 0.00 3.00 (2)DC2-48-60-0-9E C From Leg 4.00 0.0000 187.00 No Ice 0.93 0.56 0.02 0.00 3.00 DC6-48-60-18-8F C From Leg 4.00 0.0000 187.00 No Ice 0.92 0.92 0.02 0.00 3.00 Sector Mount[SM 502-3] C None 0.0000 187.00 No Ice 33.02 33.02 1.67 Horizon DUO A From Leg 4.00 0.0000 178.00 No Ice 0.47 0.29 0.01 0.00 tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364, Revision 2 Page 18 Description Face Offset Offsets: Azimuth Placement CAA, CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft 0.00 RRUS 31 B25 A From Leg 4.00 0.0000 178.00 No Ice 1.62 1.28 0.06 0.00 0.00 RRUS 82 W/SOLAR A From Leg 4.00 0.0000 178.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 0.00 (2)RRUS-11 800MHz A From Leg 4.00 0.0000 178.00 No Ice 2.52 1.30 0.05 0.00 0.00 ETCR-654L12H6 w/Mount A From Leg 4.00 0.0000 178.00 No Ice 13.27 6.54 0.10 Pipe 0.00 0.00 RADAR FILTER A From Leg 4.00 0.0000 178.00 No Ice 1.07 0.27 0.02 0.00 0.00 Horizon DUO B From Leg 4.00 0.0000 178.00 No Ice 0.47 0.29 0.01 0.00 0.00 RRUS 31 B25 B From Leg 4.00 0.0000 178.00 No Ice 1.62 1.28 0.06 0.00 0.00 RRUS 82 W/SOLAR B From Leg 4.00 0.0000 178.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 0.00 (2)RRUS-11 800MHz B From Leg 4.00 0.0000 178.00 No Ice 2.52 1.30 0.05 0.00 0.00 ETCR-654L12H6 w/Mount B From Leg 4.00 0.0000 178.00 No Ice 13.27 6.54 0.10 Pipe 0.00 0.00 RADAR FILTER B From Leg 4.00 0.0000 178.00 No Ice 1.07 0.27 0.02 0.00 0.00 Horizon DUO C From Leg 4.00 0.0000 178.00 No Ice 0.47 0.29 0.01 0.00 0.00 RRUS 31 B25 C From Leg 4.00 0.0000 178.00 No Ice 1.62 1.28 0.06 0.00 0.00 RRUS 82 W/SOLAR C From Leg 4.00 0.0000 178.00 No Ice 2.98 1.43 0.06 SHIELD 0.00 0.00 (2)RRUS-11 800MHz C From Leg 4.00 0.0000 178.00 No Ice 2.52 1.30 0.05 0.00 0.00 ETCR-654L12H6 w/Mount C From Leg 4.00 0.0000 178.00 No Ice 13.27 6.54 0.10 Pipe 0.00 0.00 RADAR FILTER C From Leg 4.00 0.0000 178.00 No Ice 1.07 0.27 0.02 0.00 0.00 Connect-it PVFM-12-3-4- C None 0.0000 178.00 No Ice 33.02 33.02 1.67 96 ETW200VS12UB A From Leg 4.00 0.0000 130.00 No Ice 0.40 0.16 0.01 0.00 0.00 (2)TMBXX-6517-R2M w/ A From Leg 4.00 0.0000 130.00 No Ice 8.77 6.96 0.07 Mount Pipe 0.00 0.00 FRIG A From Leg 4.00 0.0000 130.00 No Ice 2.39 0.97 0.06 0.00 0.00 FXFB A From Leg 4.00 0.0000 130.00 No Ice 3.54 1.02 0.06 tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 19 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 0.00 0.00 RNSDC-7771-PF-48 A From Leg 4.00 0.0000 130.00 No Ice 3.18 1.20 0.02 0.00 0.00 FASB w/Mount Pipe A From Leg 4.00 0.0000 130.00 No Ice 13.90 14.69 0.24 0.00 0.00 ETW200VS12UB B From Leg 4.00 0.0000 130.00 No Ice 0.40 0.16 0.01 0.00 0.00 (2)TMBXX-6517-R2M w/ B From Leg 4.00 0.0000 130.00 No Ice 8.77 6.96 0.07 Mount Pipe 0.00 0.00 FRIG B From Leg 4.00 0.0000 130.00 No Ice 2.39 0.97 0.06 0.00 0.00 FXFB B From Leg 4.00 0.0000 130.00 No Ice 3.54 1.02 0.06 0.00 0.00 RNSDC-7771-PF-48 B From Leg 4.00 0.0000 130.00 No Ice 3.18 1.20 0.02 0.00 0.00 FASB w/Mount Pipe B From Leg 4.00 0.0000 130.00 No Ice 13.90 14.69 0.24 0.00 0.00 ETW200VS12UB C From Leg 4.00 0.0000 130.00 No Ice 0.40 0.16 0.01 0.00 0.00 (2)TMBXX-6517-R2M w/ C From Leg 4.00 0.0000 130.00 No Ice 8.77 6.96 0.07 Mount Pipe 0.00 0.00 FRIG C From Leg 4.00 0.0000 130.00 No Ice 2.39 0.97 0.06 0.00 0.00 FXFB C From Leg 4.00 0.0000 130.00 No Ice 3.54 1.02 0.06 0.00 0.00 RNSDC-7771-PF-48 C From Leg 4.00 0.0000 130.00 No Ice 3.18 1.20 0.02 0.00 0.00 FASB w/Mount Pipe C From Leg 4.00 0.0000 130.00 No Ice 13.90 14.69 0.24 0.00 0.00 6'x 2"Mount Pipe A From Leg 4.00 0.0000 130.00 No Ice 1.43 1.43 0.02 0.00 0.00 6'x 2"Mount Pipe B From Leg 4.00 0.0000 130.00 No Ice 1.43 1.43 0.02 0.00 0.00 6'x 2"Mount Pipe C From Leg 4.00 0.0000 130.00 No Ice 1.43 1.43 0.02 0.00 0.00 Sector Mount ISM 104-3) C None 0.0000 130.00 No Ice 30.02 30.02 0.95 tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364, Revision 2 Page 20 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft ft2 K VHLP2-18 A Paraboloid From 4.00 60.0000 178.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Leg 1.00 5.00 VHLP2-11 B Paraboloid From 4.00 90.0000 178.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Leg 1.00 6.00 VHLP2-18 C Paraboloid From 4.00 15.0000 178.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Leg 1.00 5.00 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. _ ° _ T1 190-180 3.115 29 0.1484 0.0282 T2 180-160 2.799 29 0.1474 0.0275 T3 160-140 2.181 29 0.1345 0.0242 T4 140-120 1.640 29 0.1143 0.0180 T5 120-100 1.173 29 0.0963 0.0127 T6 100-80 0.797 29 0.0769 0.0090 T7 80-60 0.500 29 0.0599 0.0064 T8 60-40 0.280 29 0.0423 0.0046 T9 40-20 0.122 29 0.0271 0.0029 T10 20-0 0.027 35 0.0118 0.0013 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 190.00 Flash Beacon Lighting 29 3.115 0.1484 0.0282 Inf 187.00 DBXNH-6565B-R2M w/Mount 29 3.020 0.1483 0.0280 Inf Pipe 184.00 VHLP2-11 29 2.925 0.1481 0.0279 Int 183.00 VHLP2-18 29 2.893 0.1479 0.0278 Inf. 178.00 Horizon DUO 29 2.735 0.1467 0.0274 497135 130.00 ETW200VS12UB 29 1.396 0.1052 0.0151 58746 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° T1 190-180 13.539 8 0.6409 0.1256 T2 180-160 12.172 8 0.6367 0.1228 T3 160-140 9.500 8 0.5815 0.1078 T4 140-120 7.150 8 0.4950 0.0803 T5 120-100 5.123 8 0.4173 0.0567 T6 100-80 3.483 8 0.3334 0.0400 T7 80-60 2.192 8 0.2600 0.0288 T8 60-40 1.231 8 0.1837 0.0206 T9 40-20 0.540 4 0.1177 0.0129 tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 21 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 T10 20-0 0.116 20 0.0510 0.0055 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 190.00 Flash Beacon Lighting 8 13.539 0.6409 0.1256 565836 187.00 DBXNH-6565B-R2M w/Mount 8 13.129 0.6406 0.1249 565836 Pipe 184.00 VHLP2-11 8 12.719 0.6397 0.1241 478627 183.00 VHLP2-18 8 12.582 0.6392 0.1238 449905 178.00 Horizon DUO 8 11.898 0.6340 0.1219 136589 130.00 ETW200VS12UB 8 6.092 0.4558 0.0675 13636 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 0.8750 4 0.64 40.59 0.016 V 1 Bolt Tension Diagonal A325N 0.6250 3 1.56 12.43 0.125 6/ 1 Bolt Shear Horizontal A325N 0.6250 2 1.67 12.43 0134 y/ 1 Bolt Shear T2 180 •• Leg A325N 0.8750 4 7.50 40.59 0.185 �'// 1 Bolt Tension Diagonal A325N 0.6250 3 3.19 12.43 0.257 V 1 Bolt Shear Horizontal A325N 0.6250 2 2.58 12.43 0.208 V 1 Bolt Shear T3 160 Leg A325N 1.0000 4 15.76 53.01 0.297 V 1 Bolt Tension Diagonal A325N 0.6250 3 2.53 12.43 0.204 VV 1 Bolt Shear Horizontal A325N 0.6250 2 2.36 12.43 0.190 1 Bolt Shear T4 140 Leg A325N 1.0000 6 15.20 53.01 0.287 V 1 Bolt Tension Diagonal A325N 0.6250 3 3.42 12.43 0.276 V 1 Bolt Shear Horizontal A325N 0.6250 2 3.53 12.43 0.284 V 1 Bolt Shear T5 120 Leg A325N 1.0000 6 19.88 53.01 0.375 V 1 Bolt Tension Diagonal A325N 0.6250 3 4.11 12.43 0.331 V 1 Bolt Shear Horizontal A325N 0.6250 2 3.69 12.43 0.297 1 Bolt Shear T6 100 Leg A325N 1.0000 6 24.79 53.01 0.468 V 1 Bolt Tension Diagonal A325N 0.6250 3 3.91 12.43 0.315 V 1 Bolt Shear Horizontal A325N 0.6250 2 3.82 12.43 0.307 V 1 Bolt Shear T7 80 Leg A325N 1.0000 8 21.83 53.01 0.412 V 1 Bolt Tension Diagonal A325N 0.6250 3 3.89 12.43 0.313 V 1 Bolt Shear Horizontal A325N 0.6250 2 4.06 12.43 b.327 V 1 Bolt Shear T8 60 Leg A325N 1.0000 8 24.91 53.01 0.470 V 1 Bolt Tension Diagonal A325N 0.6250 3 4.25 12.43 0.342 y/ 1 Bolt Shear Horizontal A325N 0.6250 2 4.68 12.43 0.377 V 1 Bolt Shear T9 40 Leg A325N 1.0000 8 27.97 53.01 0.528 V 1 Bolt Tension Diagonal A325N 0.6250 3 4.40 12.43 0.354 V 1 Bolt Shear Horizontal A325N 0.6250 2 5.08 12.43 0.409 V 1 Bolt Shear tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 22 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 T10 20 Leg A354-BC 1.0000 10 23.32 55.22 0.422 V 1 Bolt Tension Diagonal A325N 0.7500 3 6.50 17.89 0.363 I, 1 Bolt Shear Horizontal A325N 0.7500 2 5.39 17.89 0.301 V 1 Bolt Shear Compression Checks Leg Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ OP„ Ratio No. P„ ft ft ft int K K Oa T1 190-180 Pipe 2.875"x 0.276"(2.5 10.00 5.00 64.9 2.2535 -5.70 74.51 0.076' XS) K=1.00 V T2 180-160 Pipe 3.5"x 0.300"(3 XS) 20.00 6.67 70.4 3.0159 -36.44 94.46 0.386' K=1.00 V T3 160-140 Pipe 4.5"x 0.337"(4 XS) 20.04 6.68 54.3 4.4074 -71.25 159.90 0.446 1 K=1.00 V T4 140-120 Pipe 5.563"x 0.375"(5 20.04 6.68 43.6 6.1120 -103.39 239.38 0.432' XS) K=1.00 V T5 120-100 Pipe 6.625"x 0.340"(6 20.04 10.02 54.0 6.7133 -133.70 244.02 0.548 1 EHS) K=1.00 V T6 100-80 Pipe 6.625"x 0.432"(6 20.05 10.03 54.8 8.4049 -166.20 303.62 0.547 1 • XS) K=1.00 V T7 80-60 Pipe 6.625"x 0.432"(6 20.06 10.03 54.8 8.4049 -195.60 303.58 0.644 1 XS) K=1.00 VI' T8 60-40 Pipe 8.625"x 0.375"(8 20.05 10.03 41.2 9.7193 -224.12 386.31 0.580 1 EHS) K=1.00 V T9 40-20 Pipe 8.625"x 0.375"(8 20.05 10.03 41.2 9.7193 -252.85 386.31 0.655' EHS) K=1.00 V T10 20-0 Pipe 8.625"x 0.500"(8 20.05 10.03 41.8 12.762 -267.20 505.43 0.529' XS) K=1.00 7 V 1 P„ 14P„contr0ls Diagonal Design Data (Compression) Section Elevation Size L L. Kl/r A P„ OP" Ratio No. P„ ft ft ft inz K K @p” T1 190-180 Pipe 2.375"x 0.154"(2 6.58 6.39 97.4 1.0745 -4.67 24.15 0.194' STD) K=1.00 V T2 180-160 Pipe 2.375"x 0.218"(2 7.94 7.67 120.1 1.4773 -9.57 23.14 0.413' XS) K=1.00 V T3 160-140 Pipe 2.375"x 0.154"(2 8.55 8.25 125.8 1.0745 -7.58 15.33 0.494' STD) K=1.00 V T4 140-120 Pipe 2.375"x 0.154"(2 9.24 8.91 135.8 1.0745 -10.27 13.17 0.780 1 STD) K=1.00 V T5 120-100 Pipe 2.875"x 0.203"(2.5 12.52 12.06 152.7 1.7040 -12.34 16.50 0.748' STD) K=1.00 V T6 100-80 Pipe 3.5"x 0.216"(3 13.31 12.89 132.9 2.2285 -11.73 28.50 0.412' tnxTower Report-version 7.0.5.1 August 28,2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 23 Section Elevation Size L L„ KI/r A P„ 4P„ Ratio No. Pu , ft ft ft in2 K K Op„ STD) K=1.00 V T7 80-60 Pipe 3.5"x 0.216"(3 14.21 13.82 142.5 2.2285 -11.66 24.78 0.470 STD) K=1.00 V T8 60-40 Pipe 3.5"x 0.216"(3 15.12 14.64 151.0 2.2285 -12.75 22.07 0.5781 STD) K=1.00 V T9 40-20 Pipe 3.5"x 0.216"(3 16.08 15.62 161.1 2.2285 -13.21 19.40 0.681 STD) K=1.00 V T10 20-0 (37515-2715)2.875"x 24.33 12.17 158.8 3.7615 -19.50 33.70 0.579' .276"Pipe w/3.5"x.300" K=1.00 V Half Sleeve 1 P„ I fig:).controls Horizontal Design Data (Compression) Section Elevation Size L L„ KI/r A P" 4)P„ Ratio No. P„ ft ft ft int K K OP" T1 190-180 Pipe 1.9"x 0.145"(1.5 8.52 4.14 79.8 0.7995 -3.24 22.58 0.143' STD) K=1.00 V T2 180-160 Pipe 1.9"x 0.145"(1.5 8.60 4.15 80.0 0.7995 -5.14 22.52 0.228 1 STD) K=1.00 V T3 160-140 Pipe 1.9"x 0.145"(1.5 10.01 4.82 92.9 0.7995 -4.71 19.14 0.2461 STD) K=1.00 V T4 140-120 Pipe 2.375"x 0.154"(2 12.10 5.82 88.7 1.0745 -7.07 27.21 0.260 STD) K=1.00 V T5 120-100.. Pipe 2.375"x 0.154"(2 13.92 6.68 101.9 1.0745 -7.39 22.64 0.326 1 STD) K=1.00 V T6 100-80 Pipe 2.375"x 0.154"(2 16.29 7.87 120.0 1.0745 -7.64 16.86 0.4531 STD) K=1.00 V T7 80-60 Pipe 2.875"x 0.203"(2.5 18.86 9.15 115.9 1.7040 -8.11 28.64 0.2831 STD) K=1.00 V T8 60-40 Pipe 2.875"x 0.203"(2.5 21.43 10.35 131.1 1.7040 -9.31 22.38 0.4161 STD) K=1.00 V T9 40-20 Pipe 2.875"x 0.203"(2.5 23.93 11.60 147.0 1.7040 -10.01 17.82 0.562 1 STD) K=1.00 V T10 20-0 Pipe 2.875"x 0.203"(2.5 25.18 12.23 154.9 1.7040 -10.77 16.05 0.671 STD) K=1.00 V 1 P„ /OP„controls Top Girt Design Data (Compression) Section Elevation Size L L„ KI/r A P„ 4P„ Ratio No. Po ft ft ft in2 K K O p„ T1 190-180 Pipe 1.9"x 0.145"(1.5 8.50 4.13 79.6 0.7995 -0.91 22.63 0.040 1 STD) K=1.00 V 1 P„ /OP„controls tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364, Revision 2 Page 24 Redundant Horizontal (1) Design Data (Compression) • Section Elevation Size L L„ KI/r A P„ OP" Ratio No. P„ ft ft ft in2 K K 4)P" T10 20-0 Pipe 1.9"x 0.145"(1.5 6.29 5.93 114.4 0.7995 -4.64 12.89 0.360' STD) K=1.00 V 1 P„ /¢P"controls Redundant Diagonal (1) Design Data (Compression) Section Elevation Size L L" KI/r A P„ von Ratio No. P" ft ft ft in2 K K T10 20-0 Pipe 2.375"x 0.154"(2 11.50 10.77 164.2 1.0745 -4.24 9.00 0.471 '- STD) K=1.00 V 1 P„ /4P"controls Redundant Hip (1) Design Data (Compression) Section Elevation Size L L„ KI/r A P„ 4P" Ratio No. P„ ft ft ft in2 K K e" T10 20-0 Pipe 1.9"x 0.145"(1.5 6.29 6.29 121.3 0.7995 -0.05 11.86 0.004' STD) K=1.00 V 1 P„ /op„controls Redundant Hip Diagonal (1) Design Data (Compression) Section Elevation Size L L. Kl/r A P„ OP, Ratio No. P„ ft ft ft in2 K K CPP T10 20-0 Pipe 2.875"x 0.203"(2.5 15.07 15.07 190.9 1.7040 -0.06 10.56 0.005' STD) K=1.00 ✓ 1 P„ /e"controls Inner Bracing Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ en Ratio No. P„ ft ft ft in2 K K tOP" T1 190-180 L2x2x1/8 4.25 4.25 128.3 0.4844 -0.02 6.56 0.002-' K=1.00 V T2 180-160 L2x2x1/8 4.28 4.28 129.3 0.4844 -0.01 6.48 0.001 ' K=1.00 V T3 160-140 L2x2x1/8 5.01 5.01 151.1 0.4844 -0.01 4.79 0.001 ' tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCl BU No 812565 Project Number 37517-3033.001.8700,Application 402364, Revision 2 Page 25 Section Elevation Size L L„ KI/r A P„ 4P„ Ratio No. P„ .. ft ft ft in2 K K OR, K=1.00 V T4 140-120 L2x2x1/8 6.05 6.05 182.6 0.4844 -0.01 3.28 0.003' K=1.00 (/ T5 120-100 L2x2x1/8 6.96 6.96 210.0 0.4844 -0.01 2.48 0.003 1 K=1.00 ✓ T6 100-80 L2 1/2x2 1/2x3/16 8.15 8.15 197.5 0.9020 -0.01 5.23 0.002 1 K=1.00 V T7 80-60 L3x3x3/16 9.43 9.43 189.9 1.0900 -0.01 6.83 0.002 1 K=1.00 V T8 60-40 L3 1/2x3 1/2x1/4 10.71 10.71 185.2 1.6900 -0.01 11.13 0.001 1 K=1.00 V T9 40-20 L3 1/2x3 1/2x1/4 11.96 11.96 206.9 1.6900 -0.01 8.92 0.001 ' K=1.00 V T10 20-0 Pipe 2.375"x 0.154"(2 12.59 12.59 191.9 1.0745 -0.01 6.59 0.002' STD) K=1.00 V 1 P„ /oP„controls Tension Checks Leg Design Data (Tension) Section Elevation Size L Lu KI/r A P„ 4Pn Ratio No. P„ ft ft ft in2 K K OP„ T1 190-180 Pipe 2.875"x 0.276"(2.5 10.00 5.00 64.9 2.2535 2.58 101.41 0.025' XS) V T2 180-160 Pipe 3.5"x 0.300"(3 XS) 20.00 6.67 70.4 3.0159 29.99 135.72 0.221 ' V T3 160-140 Pipe 4.5"x 0.337"(4 XS) 20.04 6.68 54.3 4.4074 63.04 198.34 0.318' V T4 140-120 Pipe 5.563"x 0.375"(5 20.04 6.68 43.6 6.1120 91.21 275.04 0.332' XS) V T5 120-100 Pipe 6.625"x 0.340"(6 20.04 10.02 54.0 6.7133 119.29 302.10 0.395' EHS) y/ T6 100-80 Pipe 6.625"x 0.432"(6 20.05 10.03 54.8 8.4049 148.76 378.22 0.393 1 XS) V T7 80-60 Pipe 6.625"x 0.432"(6 20.06 10.03 54.8 8.4049 174.66 378.22 0.462' XS) V T8 60-40 Pipe 8.625"x 0.375"(8 20.05 10.03 41.2 9.7193 199.25 437.37 0.456' EHS) V T9 40-20 Pipe 8.625"x 0.375"(8 20.05 10.03 41.2 9.7193 223.78 437.37 0.512' EHS) V T10 20-0 Pipe 8.625"x 0.500"(8 20.05 10.03 41.8 12.762 233.61 574.32 0.407' XS) 7 V 1 P„ I oP„controls tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 26 Diagonal Design Data (Tension) • Section Elevation Size L L„ KI/r A P,, OPS Ratio No. P„ ft ft ft in2 K K OP„ T1 190-180 Pipe 2.375"x 0.154"(2 6.58 6.39 97.4 1.0745 4.59 48.35 0.095' STD) V T2 180-160 Pipe 2.375"x 0.218"(2 7.94 7.67 120.1 1.4773 9.46 66.48 0.142' XS) V T3 160-140 Pipe 2.375"x 0.154"(2 8.14 7.84 119.5 1.0745 7.51 48.35 0.155' STD) V T4 140-120 Pipe 2.375"x 0.154"(2 9.24 8.91 135.8 1.0745 10.14 48.35 0.210' STD) V T5 120-100 Pipe 2.875"x 0.203"(2.5 12.19 11.73 148.5 1.7040 12.15 76.68 0.158' STD) + T6 100-80 Pipe 3.5"x 0.216"(3 13.31 12.89 132.9 2.2285 11.44 100.28 0.114' STD) V 17 80-60 Pipe 3.5"x 0.216"(3 14.21 13.82 142.5 2.2285 11.27 100.28 0.112' STD) V T8 60-40 Pipe 3.5"x 0.216"(3 15.12 14.64 151.0 2.2285 12.27 100.28 0.122 1 STD) V T9 40-20 Pipe 3.5"x 0.216"(3 16.08 15.62 161.1 2.2285 12.66 100.28 0.126' STD) ✓ T10 20-0 (37515-2715)2.875"x 24.33 12.17 158.8 3.7615 18.96 155.73 0.122 1 .276"Pipe w/3.5"x.300" V Half Sleeve 1 P„ /OP"controls Horizontal Design Data (Tension) Section Elevation Size L L„ KI/r A P„ OR, Ratio No. P„ ft ft ft in2 K K ePP" T1 190-180 Pipe 1.9"x 0.145"(1.5 8.52 4.14 79.8 0.7995 3.33 35.98 0.093' STD) V T2 180-160 Pipe 1.9"x 0.145"(1.5 8.60 4.15 80.0 0.7995 5.17 35.98 0.144 1 STD) ✓ T3 160-140 Pipe 1.9"x 0.145"(1.5 10.01 4.82 92.9 0.7995 4.68 35.98 0.130' STD) V T4 140-120 Pipe 2.375"x 0.154"(2 12.10 5.82 88.7 1.0745 7.03 48.35 0.145 1 STD) V T5 120-100 Pipe 2.375"x 0.154"(2 13.92 6.68 101.9 1.0745 7.27 48.35 0.150' STD) V T6 100-80 Pipe 2.375"x 0.154"(2 16.29 7.87 120.0 1.0745 7.57 48.35 0.156' STD) V T7 80-60 Pipe 2.875"x 0.203"(2.5 18.86 9.15 115.9 1.7040 8.08 76.68 0.105 1 STD) ✓ T8 60-40 Pipe 2.875"x 0.203"(2.5 21.43 10.35 131.1 1.7040 9.36 76.68 0.122' STD) V T9 40-20 Pipe 2.875"x 0.203"(2.5 23.93 11.60 147.0 1.7040 10.16 76.68 0.133 1 STD) V T10 20-0 Pipe 2.875"x 0.203"(2.5 25.18 12.23 154.9 1.7040 10.32 76.68 0.135' STD) V 1 P„ / P.controls tnxTower Report-version 7.0.5.1 • August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 27 Top Girt Design Data (Tension) Section Elevation Size L L„ KI/r A Pu OP„ Ratio No. Po ft ft ft in2 K K 4)P„ T1 190-180 Pipe 1.9"x 0.145"(1.5 8.50 4.13 79.6 0.7995 0.92 35.98 0.026' STD) V 1 P o /OP,,controls Redundant Horizontal (1) Design Data (Tension) Section Elevation Size L Lo KI/r A Po (1)P„ Ratio No. Po ft ft ft in2 K K (1)P" T10 20-0 Pipe 1.9"x 0.145"(1.5 6.29 5.93 114.4 0.7995 4.64 25.18 0.184' STD) V 1 P„ /4P„controls Redundant Diagonal (1) Design Data (Tension) Section Elevation Size L L„ Kl/r A P„ OP" Ratio No. Po ft ft ft in2 K K (OP,. T10 20-0 Pipe 2.375"x 0.154"(2 11.50 10.77 164.2 1.0745 4.24 33.85 0.125' STD) V 1 P„ /dP„controls Redundant Hip Diagonal (1) Design Data (Tension) Section Elevation Size L L„ KI/r A P„ dP„ Ratio No. Po ft ft ft in2 K K OP" T10 20-0 Pipe 2.875"x 0.203"(2.5 15.07 15.07 190.9 1.7040 0.08 53.68 0.001 ' STD) V 1 P„ /OP„controls Inner Bracing Design Data (Tension) Section Elevation Size L L„ KI/r A P„ COP" Ratio No. Po ft ft ft in2 K K OP. T1 190-180 L2x2x1/8 4.25 4.25 81.4 0.4844 0.02 15.69 0.001 1 V T2 180-160 L2x2x1/8 4.30 4.30 82.4 0.4844 0.01 15.69 0.000 1 V T3 160-140 L2x2x1/8 4.31 4.31 82.6 0.4844 0.00 15.69 0.000 1 tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 28 Section Elevation Size L L„ KI/r A P„ OPS Ratio No. P„ .. ft ft ft in2 K K OR, V T4 140-120 L2x2x1/8 6.05 6.05 115.9 0.4844 0.01 15.69 0.0001 V T5 120-100 L2x2x1/8 6.40 6.40 122.6 0.4844 0.00 15.69 0.000 1 Vi" T6 100-80 L2 1/2x2 1/2x3/16 7.52 7.52 116.0 0.9020 0.00 29.22 0.000 I, T7 80-60 L3x3x3/16 8.77 8.77 112.1 1.0900 0.00 49.05 0.00/01 Y T10 20-0 Pipe 2.375"x 0.154"(2 12.59 12.59 191.9 1.0745 0.00 48.35 0.000 1 STD) 1,r+' 1 P„ /4P„controls Section Capacity Table Section Elevation Component Size Critical P eP„,p„. % Pass No. ft Type Element K K Capacity Fail - T1 190-180 Leg Pipe 2.875"x 0.276"(2.5 XS) 2 -5.70 74.51 7.6 Pass T2 180-160 Leg Pipe 3.5"x 0.300"(3 XS) 29 -36.44 94.46 38.6 Pass T3 160-140 Leg Pipe 4.5"x 0.337"(4 XS) 68 -71.25 159.90 44.6 Pass T4 140-120 Leg Pipe 5.563"x 0.375"(5 XS) 107 -103.39 239.38 43.2 Pass 15 120-100 Leg Pipe 6.625"x 0.340"(6 EHS) 146 -133.70 244.02 54.8 Pass T6 100-80 Leg Pipe 6.625"x 0.432"(6 XS) 173 -166.20 303.62 54.7 Pass T7 80-60 Leg Pipe 6.625"x 0.432"(6 XS) 200 -195.60 303.58 64.4 Pass T8 60-40 Leg Pipe 8.625"x 0.375"(8 EHS) 227 -224.12 386.31 58.0 Pass T9 40-20 Leg Pipe 8.625"x 0.375"(8 EHS) 254 -252.85 386.31 65.5 Pass T10 20-0 • Leg Pipe 8.625"x 0.500"(8 XS) 281 -267.20 505.43 52.9 Pass T1 190-180 Diagonal Pipe 2.375"x 0.154"(2 STD) 9 -4.67 24.15 19.4 Pass T2 180-160 Diagonal Pipe 2.375"x 0.218"(2 XS) 33 -9.57 23.14 41.3 Pass T3 160-140 Diagonal Pipe 2.375"x 0.154"(2 STD) 71 -7.58 15.33 49.4 Pass T4 140-120 Diagonal Pipe 2.375"x 0.154"(2 STD) 114 -10.27 13.17 78.0 Pass T5 120-100 Diagonal Pipe 2.875"x 0.203"(2.5 153 -12.34 16.50 74.8 Pass STD) T6 100-80 Diagonal Pipe 3.5"x 0.216"(3 STD) 180 -11.73 28.50 41.2 Pass T7 80-60 Diagonal Pipe 3.5"x 0.216"(3 STD) 207 -11.66 24.78 47.0 Pass T8 60-40 Diagonal Pipe 3.5"x 0.216"(3 STD) 234 -12.75 22.07 57.8 Pass T9 40-20 Diagonal Pipe 3.5"x 0.216"(3 STD) 261 -13.21 19.40 68.1 Pass T10 20-0 Diagonal (37515-2715)2.875"x.276" 294 -19.50 33.70 57.9 Pass Pipe w/3.5"x.300"Half Sleeve T1 190-180 Horizontal Pipe 1.9"x 0.145"(1.5 STD) 10 -3.24 22.58 14.3 Pass T2 180-160 Horizontal Pipe 1.9"x 0.145"(1.5 STD) 31 -5.14 22.52 22.8 Pass T3 160-140 Horizontal Pipe 1.9"x 0.145"(1.5 STD) 70 -4.71 19.14 24.6 Pass T4 140-120 Horizontal Pipe 2.375"x 0.154"(2 STD) 112 -7.07 27.21 26.0 Pass T5 120-100 Horizontal Pipe 2.375"x 0.154"(2 STD) 151 -7.39 22.64 32.6 Pass T6 100-80 Horizontal Pipe 2.375"x 0.154"(2 STD) 178 -7.64 16.86 45.3 Pass T7 80-60 Horizontal Pipe 2.875"x 0.203"(2.5 205 -8.11 28.64 28.3 Pass STD) 18 60-40 Horizontal Pipe 2.875"x 0.203"(2.5 232 -9.31 22.38 41.6 Pass STD) T9 40-20 Horizontal Pipe 2.875"x 0.203"(2.5 259 -10.01 17.82 56.2 Pass STD) T10 20-0 Horizontal Pipe 2.875"x 0.203"(2.5 290 -10.77 16.05 67.1 Pass STD) T1 190-180 Top Girt Pipe 1.9"x 0.145"(1.5 STD) 5 -0.91 22.63 4.0 Pass T10 20-0 Redund Horz 1 Pipe 1.9"x 0.145"(1.5 STD) 292 -4.64 12.89 36.0 Pass Bracing T10 20-0 Redund Diag 1 Pipe 2.375"x 0.154"(2 STD) 289 -4.24 9.00 47.1 Pass Bracing T10 20-0 Redund Hip 1 Pipe 1.9"x 0.145"(1.5 STD) 297 -0.05 11.86 0.4 Pass Bracing tnxTower Report-version 7.0.5.1 • August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364, Revision 2 Page 29 Section Elevation Component Size Critical P ePa„ow % Pass No. ft Type Element K K Capacity Fail •' T10 20-0 Redund Hip Pipe 2.875"x 0.203"(2.5 298 -0.06 10.56 0.5 Pass Diagonal 1 Bracing STD) T1 190-180 Inner Bracing L2x2x1/8 25 -0.02 6.56 0.2 Pass T2 180-160 Inner Bracing L2x2x1/8 54 -0.01 6.48 0.1 Pass T3 160-140 Inner Bracing L2x2x1/8 81 -0.01 4.79 0.1 Pass T4 140-120 Inner Bracing L2x2x1/8 120 -0.01 3.28 0.3 Pass T5 120-100 Inner Bracing L2x2x1/8 159 -0.01 2.48 0.3 Pass T6 100-80 Inner Bracing L2 1/2x2 1/2x3/16 186 -0.01 5.23 0.2 Pass T7 80-60 Inner Bracing L3x3x3/16 212 -0.01 6.83 0.2 Pass T8 60-40 Inner Bracing L3 1/2x3 1/2x1/4 240 -0.01 11.13 0.2 Pass T9 40-20 Inner Bracing L3 1/2x3 1/2x1/4 267 -0.01 8.92 0.2 Pass T10 20-0 Inner Bracing Pipe 2.375"x 0.154"(2 STD) 310 -0.01 6.59 0.2 Pass Summary Leg(T9) 65.5 Pass Diagonal 78.0 Pass (T4) Horizontal 67.1 Pass (T10) Top Girt 4.0 Pass (T1) Redund 36.0 Pass Horz 1 Bracing (T10) Redund 47.1 Pass Diag 1 Bracing (T10) Redund 0.4 Pass Hip 1 Bracing (T10) Redund 0.5 Pass Hip Diagonal 1 Bracing (T10) Inner 0.3 Pass Bracing (T5) Bolt 52.8 Pass Checks RATING= 78.0 Pass tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 30 APPENDIX B BASE LEVEL DRAWING LEC A ('510 10 130 n LIM •• 16 (7)1-]/]-10.30 n LMl •• •• (1614110) % P7 a/1e'10 111111 RR V (37 lir 10 11 11 LEK( (])]/'10 011n LIM f.D -]/e-10 161 n LML •.•e. VVelrO�CLAM LEG 11 / (wo/5 10 1 Ct..) n)7/e-10.len 1161 (3)1480-01 CWCun-W K 110/0/40) (]7 S/.e'10.M n 1161 07 0077 To 110 n 11711 ( ) (3)3)I/VVI-10 1K n LML LIG C tnxTower Report-version 7.0.5.1 August 28, 2017 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37517-3033.001.8700,Application 402364,Revision 2 Page 31 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 7.0.5.1 II Qa 190.0 rt ii , !l 1 I • < W - ® e 1M I SYMBOL LIST _ _ 180.0 rt I - MARK SIZE i MARK SIZE X 1A Pipe 2.875 x 0.275(2.5 XS) F Pipe 2.375 x 0218'(2 XS) se I II , B Pipe 5.563'x 0.375'(5 XS) G Pipe 2.875'x 0.203'(2.5 STD) S yr C Pipe 6.625'x 0.340'(6 EHS) H (37515-2715)2.875"x.275 Pipe w/3.5 x.300' 0 o - ut 0 Pipe 8.625 x 0.500'(8 XS) Half Sleeve ; a E Pipe 2.375'x o.154'(2 STD) I Pipe 1.9'x 0.145'(1.5 STD) a _ - 1600rt MATERIAL STRENGTH ,zrGRADE Fy Fu ; GRADE Fy I Fu - F N 8, d A618-50 50 ksi 70 ksi I A500-46 46 ksi 162 kal IS a V os TOWER DESIGN NOTES .e • H e CO 1. Tower is located in Duval County,Florida. < = 2. Tower designed for Exposure C to the TIA-222-G Standard. a h 3. Tower designed for a 100 mph basic wind in accordance with the TIA-222-G Standard. - o _ -er - 140.006" 4. Deflections are based upon a 60 mph wind. 6 5. Tower Structure Class II. .? 6. Topographic Category 1 with Crest Height of 0.00 ft g I I I AI I 7. TOWER RATING:78% „,.._ 120.0 ft N IV h_ P U o o n E In eu n < < S V Z 2 Z < g E. _ - _ 100_0 rt S o Di b N Q e z n X F. n -ox - _F _ 80.0 ft N N w g m E. 5 o N m - c.;,460Art O g LI - N a F a _ 05 3 W N E. r _o - 40,0 rt ALL REACTIONS x ARE FACTORED m N n i4 MAX.CORNER REACTIONS AT BASE: a 8 DOWN: 293 K Ca a. - SHEAR: 36 K UPLIFT: -257 K _ 20.0 rt SHEAR: 33 K r. AL N � , A 6IK E o I Q - w - w0 1 SHEAR MOMENT • 60 K 6615 kip-ft oort TORQUE 34 kip-ft N REACTIONS-100 mph WIND e _ 9 O el C s e >n e g o o c f7 b ' 9 g t o f m� a'g a a d g . t in 6 5 H � z° s° C s LL x Job: p.JF Paul JFord and Company 190-ft Self Support Tower Atlantic Beach,FL 250 E. Broad Street Suite 600 Project PJF#37517-3033(BU#812565) Coilumbus,OH 43215 Client:Crown Castle Drawn by:Jared Smith Appd: Phone:614.221.6679 Code.TIA-222-G Date:08/28/17 Scale:NTS FAX:614.448.4105 Path`p„ Dwg No.E-1 Anchor Rod Check for Self Supporting Towers f\gs C�A�! LE TIA-222-G, Section 4.9.9 Rev. 6.1 tk Site Data Reactions BU#: 812565 Eta Factor, tl 0.55 Detail Type Site Name: Uplift, Pu: 257 kips App#: Shear,Vu: 33 kips Anchor Rod Data lir: in Qty: 10 Mu=0.65*1af*Vu ft-kips Diam: 1 in Rod Material: A354 Gr. BC(1/4 to 2-1/2 incl.) Strength (Fu): 125 ksi Anchor Rod Results: Yield(Fy): 109 ksi Max Rod(Cu+Vu/rj): 31.7 Kips Design Axial,c*Fu*Anet: 60.6 Kips *Rod Circle: in Anchor Rod Stress Ratio: 52.3% *e: in *#of Rods 1 or 2 If Applicable; Mu= Pu x e: ft-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): (VAR.)2+i(Pu/4Rnt)+(MARnm))2<=1 0 0 o a: oRnv 4*0.45*Fub*Ay= kips oC'a+ A !1 B Qom;_ 8 $Rnt=0*Fu*Anel= kips 4Rnm 4*Fy*Z= ft-kips caraxs-‘ uorce Y--. 1' —I SECTION A-A SECTION s-3 Detail Type(a) Detail Type(b) ?zeo.90 70 C JGar snrr+ Gros :.a+melrl mac- :._T] SECTION C-C SECTION D-D Detail Type(c) Detail Type(d) Maximum Acceptable Ratio: 105 % 7j-O•Ss (5.v Not.1 b ) S4 Governing Stress Ratio: 52.3% Pass Figure 4-4 of TIA-222-G 37517-3033.001.8700 SST Anchor Rod Check For Rev G-Rev 6.1 091912.xls PJF job no. 37517-3033.001 Project name BU 812565 293 kips page 1 Combined Footing Foundation Concrete strength F'c= 3 (ksi) Rebar Strength Fy= 60 (ksi) Soil Density= 100 (pcf) 'III=III 'I I I-1 I I' Depth to Water Table= 4.5 (ft) minimum cover over vert rebar= 3 inches Overturning Moment=6615 ft-k Nc d/2 d/2=27.656 in I Total Horizontal Load =60 k CT) ► 4 o. l4 1.2D=>Tower i 'Wt=62k ii I- r -O l' / j .."-- -if 5o s. �O d O' 0 ;IIlI 'III=111 ' 'I 11=111 103.312 in ...........2. ...1 ---, " . 10 Ftg Overturning Resistance= 17498.9 ft-kips 36' Total Overturning Moment=7190.7 ft-kips Required Overturning Safety Factor= 1 11 Overturning Safety Factor=2.43 36.5 ft Ratio=0.41 OK Maximum Net Soil Bearing = 1.577 ksf 257 kips 293 kips Ultimate Net Soil Bearing = 3.75 ksf 36 kip 1 1Soil Bearing Stress Ratio=0.42 OK in o Ult Punching Shear Capacity=219 psi 4 ft square conc pier9 I I=1 II III-1Ii' 11 11=III Ult Punching Shear Force= 14 psi with ( 16 )#9 vert#4 ties v Punching Shear Stress Ratio=0.06 OK = U, 5 ft thk conc footing with `D C° Pad Bending Moment Capacity= 17295 ft-k (72)#9 bars by 36 ft Ig Pad Bending Moment= 1533 ft-k 1.0 each way top&bottom--► Bending Moment Stress Ratio=0.09 OK A A A A A ♦ ♦ AA A ♦ AA r Pier Rebar Capacity=-864 kips i Pier Rebar Required =-257 kips i Net Soil Bearing = Pier Rebar Stress Ratio=0.3 OK 5.673 ft 1247 psf Total concrete=249.4 cubic yards �♦ Pad Bending Shear Capacity= 1990 ft-k P= 1278.46 k Pad Bending Shear= 0 ft-k I' Bending Shear Stress Ratio=0 OK v1.7, Effective 11/02/16