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HomeMy WebLinkAbout1047 FALMOUTH ROAD/RTE 28 (5) 0 Town of Barnstable 200 Main Street,Hyannis,Massachusetts 02601 • sexxsn►s�, 39. Regulatory Services Richard Scali, Interim Director Building Division Tom Perry,Building Commissioner Phone(508)862-4679 Fax(508)862-4725 www.town.barnstable.ma.us September 10, 2013 Global Signal Acquisitions II, LLC and T-Mobile c/o--Elizabeth-—Thompson—Esq. Duval &Klasnick LLC 10 Cedar Street, Suite 17 Woburn, MA 01801 RE: Site Plan Review#025-13 - Global Signal Acquisitions II, LLC and T-Mobile 1047 Falmouth Road,Hyannis, Map 250, Parcel 004 Proposal: T-Mobile seeks to remove 3 antennas and replace them with a 6 panel antenna array and new cabling. Dear Atty. Thompson: Please be advised that the above-referenced proposal has been found to be administratively approvable subject to the following: • Approval is based upon and must be substantially constructed in accordance with plans entitled "T-Mobile Northeast LLC, Site ID Number 4HY0558A; 1047 Falmouth Rd (Rt. 28)Hyannis, MA 02601" 9 Sheets, dated May 28,2013 with final revision June 26, 2013, prepared for T- Mobile, by Donald A. Benvne, Massachusetts PE. • Structural Analysis Report"T-Mobile Co-Locate, Site Number 4HY0558A" dated April 22, 2013 prepared by Douglas K. Pineo, PE, Crown Castle, Canonsburg, PA 15317 indicating sufficient capacity. • Modification of the existing variance which specifically limits the number of antennas each carrier is allowed on the tower, will need to be granted by the Zoning Board of Appeals to permit an increase. • Applicant must obtain all other applicable permits, licenses and approvals required, including but not limited to a building permit. A copy of the approved site plans will be retained on file. Sincerel , 11 Ellen . Swuuarski Site Plan/Regulatory Review Coordinator CC: Tom-Perry;Bulding-Commissioner ZBA > Final Construction Control Document ' To be submitted at completion of construction by a Registered Design Professional for work per the'81"edition of the Massachusetts State Building Code, 780 CMR, Section 107 Project Number:T-Mobile:4HY0558A(L700)/Crown BU#875052 Date:April 25,2016 Project Title:Sprint Centerville Property Address: 1047 Falmouth Road,Hyannis, Project: Check(x)one or both as applicable: New construction X Existing Construction Project description:T-Mobile L700 telecommunications upgrade.Install new low profile sector platform. (3)new antenna's mounted to new pipe on new sector platform.(3)new RRU's mounted behind antenna.New L700 components installed inside cabinet on.ground. I Derek J.Creaser; MA Registration Number 491.95 Expiration date: 6/30/16,am a.registered design professional, and I have prepared or directly supervised the preparation of all design plans,computations and specifications.conceming; Architectural Structural Mechanical Fire Protection Electrical X Other Describe: Entire Project for the above named project. I,or my designee,have performed the necessary professional services and was present at the construction site on a regular and periodic basis:To the best of my knowledge,information,and belief the work proceeded in accordance with the requirements of 780 CMR and the design documents approved as part of the building permit and that I or my designee: 1. Have reviewed,for conformance to this code and the design concept,,shop drawings, samples and other submittals by the contractor in accordance with the requirements ofthe construction documents. 2. Have performed the duties for registered design professionals in 78.0 CMR Chapter 17,as applicable. 3. Have been present at intervals appropriate to the stage of construction to become generally familiar with:the progress and quality of the work and to determine if the work was performed in a manner consistent with the construction documents and this code.. 4. This inspection report does not include modifications to the tower structure. Those modification inspections are strictly the responsibility of the tower owner&general contractor performing such installation. Nothing in this document relieves the contractor of its responsibility regarding,the.'r visions of 780 CMR 107. iH oF, :Enter in the space to the right a"wet"or ,�;.• ,�qc, electronic signature and seal: o� 0 EK PCs, No Phone number: (978)557-5553 reP Hudson Design Group,LLC 8/oNAV '1600 Osgood L'ndg,,Bldg 20N,.Suite 3090 North Andover,MA 01845 Email:.info@huds0fide8igngroupllc.com hudsondesigngroupllc,com Building Official Use Only Building Official Name: Permit No; Date: Version 06_l 1_2013 BIKE T Town of Barnstable Regulatory Services BARNSTABLE BARNSTABM 1639-2019 „� �, Richard V. Scali,Director 573 i639 ♦0 prEDMA�p Building Division Thomas Perry, CBO Building Commissioner 200 Main Street, Hyannis, MA 02601 www.town.ba rnstable.maxs Office: 508-862-4038' Fax: 508-790-6230 January 5, 2016 T-Mobile c/o Crown Castle Ms. Amanda Goodall, Agent 12 Gill Street, Suite 5800 JVoburn, MA 01801 RE: Site Plan Review 036-15 Crown Castle for.T-Mobile- 1047_Falmouth Road;Hyannis ` " Map 250,Parcels 004 Proposal: Installation of 3 additional panel antennas and 3 RRU's to the existing T-Mobile.platform on the existing monopole cell tower. Dear Ms. Goodall: Please be advised that the above proposal has received an administrative approval subject to the following: • Approval is based upon, and must be substantially constructed in accordance with plans entitled"Site Name: HY 558/Sprint Centerville, 1047 Falmouth Road, Hyannis—Site Number 4HY0558A by Hudson Design Group,North Andover MA , dated 9/24/15, 6 , Sheets. • A building permit will be required. A copy of the approved site plan will be retained on file. Sincerely, - h Ellen M. Swiniarski Site Plan Review Coordinator M CC: Tom-Perry,-Building Commissioner Town of Barnstable Bulldlq Po Thi"Card So That rt is Visible Frorn-ahe:StreetA� rovedPlans Must�be Retained on�Job.:and this Card:Must�'be Ke t 3 ` �+nntsuas a .. pP x ' e P M ` d�`Until 163 Pote pecton Has,Been Made ., , Whs `a ere Cert�ficateof;.O.ccu anc is Re wired,=suchB:u�ldm shall Notabe Occu red until aFinahlns ection has?been made , Permit ► s.�.»�;:�.��<. _� ,��,,�..�..,,� ,�.�.,p,.,.,;.y;�.,��.4:�,� .:, ��1� ..,,, ,H;�vg.:>��e3����. ��,, ..H. p,.���:,.r..._....�..�..s ..�.�.,�.�p��..�.: :....>�,���:,.....�.>.a��. :;. ;� , Permit No. B-2016-0257 Applicant Name: BARBADORA,JEFFREY W Map/Lot: 250_004 Date Issued: 02/02/2016 Current Use: 3400 Zoning District: RD-1 Permit Type: Addition/Alteration-Commercial Expiration Date: 08/02/2016 Contractor Name: ' BARBADORA,JEFFREY Location: 3047 FALMOUTH ROAD/RTE 28, HYANNIS ,Est Project Cost $20,000.00 Contractor License: NULL Owner on Record: RELD CORPORATION Permit FQe $282.00 Address: 501D EAST NAYLOR MILL DRIVE Fee Paid=: $282.00 SALISBURY , MD 21804 016 Dated;2/2/2 Description: T MOBILE-TO REPLACE EXISTING MOUNT WITH A NEW MOUNT ADD THREE(3) NEWANTENNAS AND 3 RRU NON i+`y .z, Project Review Req � � ` Building Official This permit shall be deemed abandoned and invalid unless the work authorized bythis permit s Comm'encedwithm six months after issuance. All work authorized by this permit shall conform to the approved applicavon aid the approved constructiordocuments for which this permit has been granted. t �� r r All construction,alterations and changes of use of any building and strucdtures shall be"in compliance with the local zon g bylaws and codes.This permit shall be displayed in a location clearly visible from access street, road and shall be'maintained open fd Pyblic inspection for the entire duration of the work until the completion of the same. The Certificate of Occupancy will not be issued until all applicable signatures by the Building and Fire Officials are provided on this permit. Minimum of Five Call Inspections Required for All Construction Work 1.Foundation or Footing ` 2.Sheathing Inspections .. 6, 3.All Fireplaces must be inspected at the throat level before firest flue linmg is installed c 4.Wiring&Plumbing Inspections to be completed prior to Frame Inspection 5.Prior to Covering Structural Members(Frame Inspection) 6.Insulation `�•� 7.Final Inspection before Occupancy 1 Where applicable,separate permits are required for Electrical,Plumbing,and Mechanical Installations. e, Work shall not proceed until the Inspector has approved the various stages of construction. "Persons contracting with unregistered contractors do not have access to the guaranty fund" (as set forth in MGL c.142A). Building plans are to be available on site All Permit Cards are the property of the APPLICANT-ISSUED RECIPIENT TOWN OF BARNSTABLE BUTAING PERMIT APPLICATION Map_Q.SC> Parcel 0� Application;# �l(� J Health Division Date Issued P F Conservation Division -- /`�` Application Fee Planning Dept. Permit Fee Date Definitive Plan Approved by Planning Board Historic - OKH _ Preservation / Hyannis I 2a Project Street Address Village S Owner 1 �Aa n Address /Uq:J F6J* cLT4/n 8erACI Telephone Permit Request - .Q x ' n + ,nA Cw fIrranna On T1B U S Cnr)n-Q.cae—IN naS .ems o a_C\.e Square feet: 1 st floor: existing proposed 2nd floor: existing proposed Total new Zoning District I�iC� -' Flood Plain Groundwater Overlay Project Valuation aka 000 Construction Type Lot Size Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family ❑ Two Family ❑ Multi-Family,(# units) Age of Existing Structure Historic House: ❑Yes No On Old King's Highway: ❑Yes ® No Basement Type: ❑ Full 0 Crawl ❑Walkout ❑ Other Basement Finished Area (sq.ft.) I V A Basement Unfinished Area (sq.ft)�f/ Number of Baths: Full: existing NIA new Half: existing new Number of Bedrooms: NJ 1A existing —new Total Room Count (not including baths): existing new First Floor Room Count Heat Type and Fuel: ❑ Gas ❑ Oil ❑ Electric ❑ Other IV I A Central Air: ❑Yes No Fireplaces: Existing +3li*New Existing wood/coal stover ❑Yes �(No 0,'Detached garage: ❑ existing ❑ new size_Pool: ❑ existing ❑ new size _ Barn-,O existing 0 n%V size_ 40r ached garage: ❑ existing ❑ new size _Shed: ❑ existing ❑ new size _ Others Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ Commercial 0 Yes ❑ No If yes, site plan review# 03(P C" Current Use _FX_J R C o m,mvni CQt_+Or1s Proposed Use `62n co APPLICANT INFORMATION (BUILDER OR HOMEOWNER) Name L (� �� Telephone Number 7 81 - 9 70 - Address t 610 License # QUCo� LA X) nurn fri`4 [Z5�0J Home Improvement Contractor# Email A dE. bary-ncLom-0 r°xn1&.-nc a&d Q .Cgav Worker's Compensation # ALL CONSTRUCTION DEBRTZbr-\S ESULTING FROM THIS PROJECT WILL BE TAKEN TO N SIGNATURE DATE I 20 J ' FOR OFFICIAL USE ONLY i APPLICATION # DATE ISSUED MAP/ PARCEL NO. ADDRESS VILLAGE OWNER a DATE OF INSPECTION: FOUNDATION - I "FRAME t INSULATION t FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL GAS: ROUGH FINAL FINAL BUILDING z t y i DATE CLOSED OUT I ASSOCIATION PLAN NO. ' - r Crown Castle CROWN CASTLE 12 Gill Street,Suite 5800 Woburn,MA 01801 January 11,2o16 Town of Barnstable' Building Department 200 Main Street Hyannis,MA 026o1 RE: Site Name:Associated Alarm System Site Address: 1047 Falmouth Road Site Number: 875052 Dear Building Department, T-Mobile is an existing carrier on the cell tower located at 1047 Falmouth Road. They propose to replace the existing mount with a new mount,and install three(3)new antennas and three(3)RRUs(non-antennas)on the tower with their existing equipment. Enclosed please find the following documents for above referenced building permit application: • Building Permit Application Form; • Signed Letter of Authorization from the landowner(please note that the original was submitted with the letter of intent for site plan approval); • Workers'Compensation Insurance Affidavit; • Certificate of Liability Insurance; • Structural Analysis stamped and signed by the Engineer; • Stamped and Signed construction drawings; Please do not hesitate to contact me at the number below if you have any questions or require anything additional. Since , Amanda Goodall Real Estate Specialist Crown Castle 12 Gill Street,Suite 5800 Woburn,MA o18ol (339)205-7017 Amanda.Goodall@crowncastle.com The Foundation for a Wireless World. CrownCastle.com I CROWN 3530 Toringdon CCCnawn Castle T Charlotte,NC 282 •Suite 3tt0 77 November 25,2015 RELD Corporation Via Fedex: 7750 5798 1082 1047 Falmouth Road Hyannis,MA 02601 RE: Letter of Authorization Site ID: 875052 Site Name: Associated Alarm System Site Address: 1047 Falmouth Road,Hyannis,MA 02601 Dear Landlord: T-Mobile has proposed modifications to the existing equipment on the tower that include: Keep existing(6) antennas, (12) coax, (])fiber, and(3) TMA's.Add(3) new antennas and(3)RRUS. Current install: (6)antennas, (12)coax, (1)fiber, and (3) TAM s. Ground changes: Keep existing (2) cabinets (1 is dark)- No other changes made. Total config: (9) antennas, (12) coax, (1)fiber, (3)TMA's, and(3)RRUS. No ground changes will take place outside of existing area. Please allow this letter to serve as notification that T-Mobile has contracted with GLOBAL SIGNAL ACQUISITIONS H LLC (a subsidiary of Crown Castle) to provide services related to local government zoning and permitting. GLOBAL SIGNAL ACQUISITIONS H LLC is working with T-Mobile to manage this process. This letter of authorization is required by Town of Barnstable for T-Mobile to apply for its building permit/zoning approvals which are required for the modification of their existing telecommunications equipment. This letter neither overrides nor changes your current lease with GLOBAL SIGNAL ACQUISITIONS II LLC. Please execute this letter of authorization where indicated below, thus granting your authorization for this application and send the original to Rory C. Licata using the self-addressed, stamped, envelope included in this mailing,or the email or fax listed below. Thank you for your continued cooperation with GLOBAL SIGNAL ACQUISITIONS II LLC. Sincerely, Rory C.Licata Real Estate Specialist Phone.J980-209-8222/Fax: 724-416-6455/rory.Licata.contractorgcrowncastle.com Approved By: Name: g "'Wo s. C/"/, s.� Date: 12- 6 Signature: o TM Founft-tion for a Venlaw Wadd. CrownCastlecom Mass. Corporations, external master page Page 1 of 2 y"L ar fir.s� Corporations Division Business Entity Summary ID Number: 042449240 1 Request certificate New search Summary for: RELD CORPORATION The exact name of the Domestic Profit Corporation: RELD CORPORATION Entity type: Domestic Profit Corporation Identification Number: 042449240 Old ID Number: 000104105 Date of Organization in.Massachusetts: 04-04-1968 Last date certain: Current Fiscal Month/Day: 12/31 Previous Fiscal Month/Day: 00/00 The location of the Principal Office: Address: 1047 FALMOUTH RD. City or town, State, Zip code, HYANNIS, MA 02601 USA Country: The name and address of the Registered Agent: Name: RANDOLPH E. CHILDS Address: 1047 FALMOUTH'ROAD City or town, State,Zip code, HYANNIS, MA 02601 USA Country: The Officers and Directors of the Corporation: Title Individual Name Address PRESIDENT LORETTA F. CHILDS 34 SHIRLEY PT., CENTERVILLE, MA 02632 USA TREASURER LORETTA F. CHILDS 34 SHIRLEY PT., CENTERVILLE, MA 02632 USA . SECRETARY RANDOLPH E. CHILDS 34 SHIRLEY PT., CENTERVILLE, MA 02632 USA DIRECTOR RANDOLPH E. CHILDS 34 SHIRLEY PT., CENTERVILLE, MA 02632 USA DIRECTOR LORETTA F. CHILDS 34 SHIRLEY PT., CENTERVILLE, MA 02632 USA DIRECTOR RICHARD ] CHILDS 338 WHITE OAK TRAIL CENTERVILLE, MA 02632 USA http://corp.sec.state.ma.us/CorpWeb/CorpSearch/CorpSummary.aspx?FEIN=042449240&... 1/12/2016 Town of Barnstable BARNSTABLE ^ Regulatory Services • ! BI�RNSTA&F•QM[AVWF•WNR•NYIHNIS • • M}FSIONS NILLS•W'IEPNUE•NEST&iNS1ABIF ' EMMSTABLC' 1G39-201C „� g Richard V. Scali,Director Eo;o. Building Division Thomas Perry, CBO Building Commissioner 200 Main Street, Hyannis, MA 02601 www.town.ba rnstable.maxs Office: 508-862-4038 Fax: 508-790-6230 January 5, 2016 T-Mobile c/o Crown Castle Ms. Amanda Goodall, Agent 12 Gill Street, Suite 5800 ,Woburn, MA 01801 RE: Site Plan Review 036-15 Crown Castle for T-Mobile 1047 Falmouth Road,Hyannis Map 250, Parcels 004 Proposal: Installation of 3 additional panel antennas and 3 RRU's to the existing T=Mobile_platform on the existing monopole cell tower. Dear Ms. Goodall: Please be advised that the above proposal has received an administrative approval subject to the following: • Approval is based upon, and must be substantially constructed in accordance with plans entitled"Site Name: HY 558/Sprint Centerville, 1047 Falmouth Road, Hyannis—Site Number 4HY0558A by Hudson Design Group,North Andover MA , dated 9/24/15, 6 Sheets. • A building permit will be required. A copy of the approved site plan will be retained on file. Sincerely, h Ellen M. Swiniarski Site Plan Review Coordinator CC: Tom Perry, Building Commissioner Massachusetts -Department of Public Safety of Building.Re . . gUlat ons and Sto'dair s 1S08HH�H.B Pd0..8B0D8H �HBBSFwB.B.890'B8 - JEFFn Y (_ 'Ii W, 94 : It ST e NATICK MA 01760 a COM ssid"O E /30/?0t7 ACoORVCERTIFICATE OF LIABILITY INSURANCE page 1 of 1 10/21/20 5 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement.A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT Willis of Pennsylvania, Inc. PHONE FAX c/o 26 Century Blvd. 877-945-7378 888-467-2378 P. 0. Box 305191 E-MAIL certificatesewillis.com Nashville, TN 37230-5191 INSURER(S)AFFORDING COVERAGE NAIC# INSURERA: Federal Insurance Company 20281-005 INSURED Crown Castle International Corp INSURERS:North American Elite Insurance Company 29700-001 See Attached Named Insured List INSURERC: 1220 Augusta Dr. Suite 500 Houston, TX 77057 -INSURERD: INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER:23746730 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN. THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR rypEOFINSURANCE DDL SUB pOLICYNUMBER POLICYEFF POLICYEXPITR LIMITS A X COMMERCIAL GENERAL LIABILITY 7021-02-28 4/1/2015 4/1/2016 EACH OCCURRENCE $ 1,000,000 pgMpGGEFTT ENTED CLAIMS-MADE X OCCUR PREMISEIVEIc11.) $ 1,000,000 MED EXP(Any one person) $ 51000 PERSONAL&ADV INJURY $ 11000,000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000 X POLICY PRO- JECT ❑ LOC PRODUCTS-COMP/OPAGG $ 2,000,000 OTHER: $ A AUTOMOBILE LIABILITY 7021-02-29 4/1/2015 4/1/2016 COMBINED SINGLE LIMIT 1,000,000 (Ea accident) $ X ANYAUTO BODILY INJURY(Perperson) $ ALLOWNED SCHEDULED BODILY INJURY(Per accident) $ AUTOS AUTOS HIREDAUTOS NON-OWNED PROPERTY DAMAGE AUTOS (Peraccident) $ B X UMBRELLALIAB X OCCUR UMB 2000165-01 4/1/2015 4/1/2016 EACHOCCURRENCE $ 5,000,000 EXCESS LIAB CLAIMS-MADE AGGREGATE $ 5,000,000 DED I X RETENTION$ 25,000 $ A WORKERS COMPENSATION 7171-06-98 4/1/2015 4/l/2016 X I PERTITI TH- AND EMPLOYERS'LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVEY N/A E.L.EACH ACCIDENT $ 11000,000 OFFICER/MEMBER EXCLUDED? (Mandatory in NH) E.L.DISEASE-EA EMPLOYEE $ 1,000,000 f yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ 1,000,000 DESCRIPTION OF OPERATIONS I LOCATIONS/VEHICLES(ACORD 101,Additonal Remarks Schedule,maybe attached if more space is required) Re: Building Permit Application for a TMO Project - BU #875052 - 1047 Falmouth Road, Hyannis, MA 02601, (Cascade ID: 4HY0558A) CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTH ZED REPRES ATIVE Town of Barnstable 200 Main Street Hyannis, MA 02601 Coll:4789528 Tpl:1933408 Cert:23746730 ©1988-2014 ACORD CORPORATION.All rights reserved. ACORD 25(2014/01) The ACORD name and logo are registered marks of ACORD nG %'Urrifflu/Z➢'9 cult" UJ 1WBLdTJL�I idGd5C66d Department of Industrial Accidents - { Office of Investigations 600 Washington,Street Boston,MA 02111 .. www.massgov/dice Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers ApRUcant Information Please Print Legbiy Name (Business/Organization/Individual): 6.r6 0 K ��, � ����� ����� o��n�, C0� Address: lUb 4 u s U 5-0 D City/State/Zip: p TOS Q Phone#: %1 -- Are you an employer?Check the appropriate boa: Type of project(required): 1.01 am a employer with >,6-t 4. I am a general contractor and I employees(full and/or part-tine).* have hired the sub-contractors 6. New construction 2.❑ I am a sole proprietor or partner- listed on the attached sheet. 7. ❑Remodeling ship and have no employees These sub-contractors have g. Demolition working for me in any capacity. employees and have workers' [No workers' comp.insurance comp.insurance.* 9 [ Building addition required.] 5. We are a corporation and its 10.❑Electrical repairs or additions 3.❑ I am a homeowner doing all work officers have exercised their l l.❑Plumbing repairs or additions myself.[No workers' comp. right of exemption per MGL 12.❑Roof repairs insurance required.] c. 152, §1(4),and we have no employees. [No workers' 13.❑ Other comp.insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. lam an employer that is providing workers'compensation insurance for my employees Below is the policy and job site information. Insurance Company Name: Wj (It $ 'Pion n S u 1 V ��- J Policy#or Self-ins.Lic.#: j o -� Expiration Date: J�p/- Z6/ G Job Site Address: 16 1-0 ��I m_D�tl�,�l City/State/Zip: (p0 Attach a copy of the workers' compensation policy declaration page(showing the policy num er and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA Pr insurance coverage verification. I do hereby�egti and r t,e pains and penalties ofperjaary that the information provided above is true and correct.. Si afar : c Date: ® ��s Phone#: Official use only. Do not write in this area,to be completed by city or town official City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3. City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone#: I i0 L J. FORD & COMPANY . Date: September 24,2015 Jonathan Lowe Paul J Ford and Company Crown Castle 250 E. Broad Street, Suite 600 3530 Toringdon Way Suite 300 Columbus, OH 43215 i Charlotte, NC 28277 614.221.6679 i jwoolley@pjfweb.com I Subject: Structural Analysis Report 's Carrier Designation: T-Mobile Co-Locate i Carrier Site Number: 4HY0558A , Carrier Site Name: HY558/Sprint Centerville Crown Castle Designation: Crown Castle BU Number: 875052 Crown Castle Site Name: ASSOCIATED ALARM SYSTEM Crown Castle JDE Job Number: 346805 Crown Castle Work Order Number: 1126186 Crown Castle Application Number: 309734 Rev. 1 Engineering Firm Designation: Paul J Ford and Company Project Number: 37515-0473.003.7805 Site Data: 1047 Falmouth Rd,Hyannis,Barnstable County,MA Latitude 41'39'32.184", Longitude-70'19'32.808" 118 Foot-Monopole Tower Dear Jonathan Lowe, Paul J Ford and Company is pleased to submit this "Structural Analysis Report" to determine.the structural 1 integrity of the above mentioned tower. This analysis has been performed in accordance with thetrown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 829141, in accordance with application 309734, revision 1. i The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we i have determined the tower stress level for the structure and foundation, under the following load case,to be: a LC4.7:Existing+ Reserved +Proposed Equipment wl Proposed Modifications Sufficient Capacity S Note;See Table I and Table II for the proposed and existing/reserved loading,respectively. a The structural analysis was performed for this tower in accordance with the requirements of the 2009 International Building Code as amended by the 2010 Massachusetts State Building Code, Eighth Edition, and the TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3- second gust wind speed of 120 mph with no ice,40 mph with 0.75 inch ice thickness and 60 mph under service loads,exposure category C. H All modifications,equipment removals, and equipment proposed in this report shall be installed in accordance with the referenced drawings for the determined available structural capacity to be effective. F We at Paul J Ford and Company appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any o please give us a call. OF Respe tfully s m'tted b FOOM W aHOFRO n J.Woolley, E.I. Structural Designer tnxTower Report-version 6.1.4.1 'i 1 a ROFPAU L J. FORD �l7 & COMPANY Date: September 24, 2015 Jonathan Lowe Paul J Ford and Company Crown Castle 250 E. Broad Street, Suite 600 3530 Toringdon Way Suite 300 Columbus, OH 43215 Charlotte, NC 28277 614.221.6679 jwoolley@pjfweb.com Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number: 4HY0558A Carrier Site Name: HY558/Sprint Centerville Crown Castle Designation: Crown Castle BU Number: 875052 Crown Castle Site Name: ASSOCIATED ALARM SYSTEM Crown Castle JDE Job Number: 346805 Crown Castle Work Order Number: 1126186 Crown Castle Application Number: 309734 Rev. 1 Engineering Firm Designation: Paul J Ford and Company Project Number: 37515-0473.003.7805 Site Data: 1047 Falmouth Rd, Hyannis, Barnstable County, MA Latitude 41°39'32.184", Longitude-70' 19'32.808" 118 Foot-Monopole Tower Dear Jonathan Lowe, 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 829141, in accordance with application 309734, revision 1. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC4.7: Existing + Reserved + Proposed Equipment w/Proposed Modifications Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading,respectively. The structural analysis was performed for this tower in accordance with the requirements of the 2009 International Building Code as amended by the 2010 Massachusetts State Building Code, Eighth Edition, and the TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3- second gust wind speed of 120 mph with no ice, 40 mph with 0.75 inch ice thickness and 60 mph under service loads, exposure category C. All modifications, equipment removals, and equipment proposed in this report shall be installed in accordance with the referenced drawings for the determined available structural capacity to be effective. We at Paul J Ford and Company appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Respectfully submitted by: John J. Woolley, E.I. Structural Designer tnxTower Report-version 6.1.4.1 September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805, Application 309734,Revision 1 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 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 6.1.4.1 September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805,Application 309734,Revision 1 Page 3 1) INTRODUCTION This tower is a 118 ft Monopole tower designed by SUMMIT in May of 2000. The tower was originally designed for a wind speed of 105 mph per TIA/EIA-222-F. 2)ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of the 2009 International Building Code as amended by the 2010 Massachusetts State Building Code, Eighth Edition, and the TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3- second gust wind speed of 120 mph with no ice, 40 mph with 0.75 inch ice thickness and 60 mph under service loads, exposure category C. Table 1 -Proposed Antenna and Cable Information ' Center Hy r r r q Number Number Feed Mounting Line Antenna a _ 1, Level (ft) :Elevation'` - °f" I Manufacturer � . Antenna Model of Feed, Line, i; Note lft)r I Antennas - Lines Size(in)' 3 commscope LNX-6515DS-Al M w/ Mount Pipe 88.0 88.0 3 ericsson RRUS 11 B12 1 tower mounts IPlatform Mount[LP 303-1] tnxTower Report-version 6.1.4.1 September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805,Application 309734, Revision 1 Page 4 Table 2-Existing and Reserved Antenna and Cable Information Center Line ' ;Number g ` Mounting Elevation Number of Antenna Antenna Model of feed Feed Line, Note Level(ft) (ft) Antennas Manufacturer ° Lines Size(in)i 1 kob-tv PAN TILT HEAD 3 rfs celwave ACU-A20-N 118.0 118.0 3 rfs celwave APXVSPP18-C w/Mount 3 111�4 1 Pipe 1 tower mounts Platform Mount[LP 601-1] _. 3 alcatel lucent 800 EXTERNAL NOTCH FILTER 3 alcatel lucent TME-1900MHz RRH 116.0 116.0 (65MHz)w/Mount Pipe _ _ 1 3 alcatel lucent TME-800MHz RRH w/mount pipe 1 tower mounts Side Arm Mount[SO 102-3] 3 kathrein 7 800 10504 w/Mount Pipe 108.0 110.0 _3 kathrein 86010118 6 3/8 3 108.0 1 tower mounts Side Arm Mount[SO 102-3] 1 Andrew ANT2 0.3 23 HP(TR) 1 Andrew ANT2 0.6 23 HP JR) 105.0 105.0 _- _. _ _ 2 3/8 1 2 ericsson MINI-LINK PT 2010 2 tower mounts Pipe Mount[PM 601-11 102.0 1 rfs celwave PD10183-1 101.0 1 cushcraft CRS-3-50 95.0 _ _ _ _ 3 7/8 1 1 tower mounts Side Arm Mount[SO 701-1] 95.0 1 tower mounts T-Arm Mount[TA 702-1] 3 ericsson ERICSSON AIR 21 62A 134P w/Mount Pipe ERICSSON AIR 21 64A 62P 12 1 1-5/-5/8 1 88.0 88.0 3 ericsson w/Mount Pipe 3 J ericsson I KRY 112 144/1 1 tower mounts Side Arm Mount[SO 10 1-3] - 3 6 andrew HBX-6516DS-T2M w/Mount Pipe 78.0 78.0 6 swedcom SWCP 2X7014 w/Mount 2 1-5/8 2 Pipe 1 tower mounts Platform Mount[LP 301-1] 3 alcatel lucent B_13 RRH4X30-4R 3 alcatel lucent RRH2X40-AWS 74.0 74.0 _ _. ____ __ _ 2 2 raycap RDC-4276-PF-48 1 tower mounts Side Arm Mount[SO 102-3] 66.0 1 lucent KS24019-1-112A 65.0 1 1/2 4 65.0 1 tower mounts Side Arm Mount[SO 701-1] Notes: 1) Existing Equipment 2) Reserved Equipment 3) Equipment to be Removed 4) Equipment to be Relocated from 73'. tnxTower Report-version 6.1.4.1 September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805,Application 309734, Revision 1 Page 5 3)ANALYSIS PROCEDURE Table 3-Documents Provided Document Remarks' 1 Reference Source 4-GEOTECHNICAL REPORTS I CHA, 7472.07.71, 3/30/00 1430651 CCISITES 4-TOWER FOUNDATION PJF, 29200-555, 5/1/00 2145142 CCISITES DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER Summit, 9154-A518, 5/25/00 2145145 CCISITES DRAWINGS 4-TOWER REINFORCEMENT PJF, 37513-2778 BP, 12/18/2013 4115694 CCISITES DESIGN/DRAWINGS/DATA 3.1) Analysis Method tnxTower(version 6.1.4.1), 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. 4) Monopole will be reinforced in conformance with the referenced modification 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. tnxTower Report-version 6.1.4.1 September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805, Application 309734, Revision 1 Page 6 4)ANALYSIS RESULTS Table 4-Section Capacity(Summary) Section Component Critical ISF�P_allow; % ._ Elevation(ft) Size P(K) Pass I Fail No. Type ( � Element (K) i,Capacity L1 118-77.25 Pole TP28.318x22x0.1875 1 -6.63 1008.35 70.7 Pass L2 77.25- Pole TP30.8371x27.40040.25 2 -12.23 1702.43 95.37 Pass 58.58,33 L3 58.5833- Pole TP33.602x30.8371 x0.4428 3 -15.26 2124.87 102.5 PassZ 40.75 L4 40.75-35.5 Pole TP33.916x32.0575x0.5012 4 -18.43 2475.64 104.2 PassZ L5 35.5 0 Pole TP39.42x33.916x0.6004 5 30.11 3711.35 102.7 PassZ Summary Pole(1-4) 104.2 1 PassZ RATING= 104.2 PassZ Table 5-Tower Component Stresses vs. Capacity r.. Notes. 1 Component Elevation (ft)� %`,Capacity PassJ4Fail ::� � 1 Anchor Rods 0 90.1 Pass 1 Base Plate 0 99.4 Pass Base Foundation 1 Structural Steel a 0 96.2 Pass -T 1, 2, 3 Base Foundtion 0 108.7 Pass Soil Interaction Structure az Rating (m from all components)}= 108.7,%Z Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 2) Capacities up to 105%for steel and 110%for soil are considered acceptable based on analysis methods used. 3) Foundation Analysis Notes:According to the procedures prescribed and agreed to by the Crown Castle Engineering Foundation Committee,held in January 2010,the existing caisson foundation was analyzed using the methodology in the software'PLS-Caisson'(Version 8.10,or newer,by Power Line Systems,Inc.). Per the methods in PLS-Caisson, the soil reactions of cohesive soils are calculated using 8CD independent of the depth of the soil layer. The depth of soil to be ignored at the top of the caisson is the greater of the geotechnical report's recommendation,the frost depth of the site or half of the caisson diameter. 4.1) Recommendations Reinforce the structure as shown in PJF job 37513-2778 BP, dated 12/18/13 and complete all loading changes specified in table 1 and table 2 for the above analysis to be considered valid. tnxTower Report-version 6.1.4.1 f September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805,Application 309734, Revision 1 Page 7 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.1.4.1 I I September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805,Application 309734,Revision 1 Page 8 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 5) Tower is located in Barnstable County, Massachusetts. 6) Basic wind speed of 120 mph. 7) Structure Class II. 8) Exposure Category C. 9) Topographic Category 1. - 10) Crest Height 0.00 ft. 11) Nominal ice thickness of 0.7500 in. 12) Ice thickness is considered to increase with height. 13) Ice density of 56.00 pcf. 14) A wind speed of 40 mph is used in combination with ice. 15) Temperature drop of 50.000 'F. 16) Deflections calculated using a wind speed of 60 mph. 17) A non-linear(P-delta) analysis was used. 18) Pressures are calculated at each section. 19) Stress ratio used in pole design is 1. 20) 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 Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals 4 Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification 4 Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios Use Clear Spans For KUr SR Leg Bolts Resist Compression Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice 4 Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz 4 Use Azimuth Dish Coefficients 4 Consider Feedline Torque Use Special Wind Profile 4 Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends 4 Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption Tapered'Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 118.00-77.25 40.75 3.50 18 22.0000 28.3180 0.1875 0.7500 A607-60 (60 ksi) L2 77.25-58.58 22.17 0.00 18 27.4004 30.8371 0.2500 1.0000 A607-65 (65 ksi) L3 58.58-40.75 17.83 4.25 18 30,8371 33,6020 0.4428 1.7712 Reinf 40.70 ksi (41 ksi) L4 40.75-35.50 9.50 0.00 18 32.0575 33.9160 0.5011 2.0046 Reinf 40.75 ksi (41 ksi) L5 35.50-0.00 35.50 18 33.9160 39.4200 0.6004 2.4017 Reinf 43.89 ksi (44 ksi) tnxTower Report-version 6.1.4.1 September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805,Application 309734, Revision 1 Page 9 Tapered Pole Properties Section Tip Dia. Area I r C I/C J It/Q w WA in in2 in4 in in in3 in4 in2 in L1 22.3394 12.9812 780.3007 7.7434 11.1760 69.8193 1561.6281 6.4918 3.5420 18.891 28.7549 16.7412 1673.7015 9.9863 14.3855 116.3461 3349.6053 8.3722 4.6540 24.821 L2 28.3741 21.5438 2006.3684 9.6384 13.9194 144.1421 4015.3768 10.7739 4.3825 17.53 31.3128 24.2708 2868.7879 10.8584 15.6652 183.1308 5741.3506 12.1377 4.9873 19.949 1-3 31.3128 42.7166 4985.6087 10.7900 15.6652 318.2594 9977.7775 21.3624 4.6480 10.497 34.1204 46.6025 6473.7318 11.7715 17.0698 379.2502 12955.981 23.3057 5.1346 11.596 9 L4 33.3963 50.1951 6314.9795 11.2025 16.2852 387.7740 12638.268 25.1023 4.7601 9.498 4 34.4392 53.1513 7497.7448 11.8623 17.2293 435.1734 15005.355 26.5807 5.0872 10.151 4 L5 34.4392 63.4916 8903.2486 11.8270 17.2293 516.7496 17818.212 31.7519 4.9125 8.182 3 40.0281 73.9810 14085.067 13.7809 20.0254 703.3615 '28188.667 36.9975 5.8812 9.795 0 5 Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft ft2 in in in L1 118.00- 1 1 1 77.25 L2 77.25- 1 1 1 58.58 L3 58.58- 1 1 1 40.75 L4 40.75- 1 1 1 35.'50 L5 35.50-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Component Placement Total Number Clear Width or Perimete Weight or Shield Type Number Per Row Spacing Diamete r Leg ft in r k/f in in Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft klf LDF4-50A(1/2") A No Inside Pole 118.00-0.00 2 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 HB114-1-08U4-M5F(1 C No Inside Pole 118.00-0.00 3 No Ice 0.00 0.00 1/4") 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 NTM 203 98(3/8) C No Inside Pole 105.00-0.00 2 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 LDF5-50A(7/8") A No Inside Pole 95.00-0.00 3 No Ice 0.00 0.00 tnxToN'er Report-version 6.1.4.1 i September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805, Application 309734,Revision 1 Page 10 Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ftzfft klf 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 AL5-50(7/8) B No Inside Pole 88.00-0.00 12 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 MLE Hybrid B No Inside Pole 88.00-0.00 1 No Ice 0.00 0.00 9Power/18Fiber RL 2( 1/2"Ice 0.00 0.00 1 5/8) 1"Ice 0.00 0.00 561(1-5/8") A No CaAa(Out Of 78.00-0.00 1 No Ice 0.16 0.00 Face) 1/2"Ice 0.26 0.00 1"Ice 0.36 0.00 HB158-1-08U8-S8J18( A No CaAa(Out Of 78.00-0.00 1 No Ice 0.00 0.00 1-5/8) Face) 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 LDF4-50A(1/2") C No Inside Pole 73.00-0.00 1 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft, ft2 ft, ft, K L1 118.00-77.25 A 0.000 0.000 0.000 0.122 0.03 B 0.000 0.000 0.000 0.000 0.05 C 0.000 0.000 0.000 0.000 0.16 L2 77.25-58.58 A 0.000 0.000 0.000 3.033 0.07 B 0.000 0.000 0.000 0.000 0.08 C 0.000 0.000 0.000 0.000 0.08 L3 58.58-40.75 A 0.000 0.000 0.000 2.898 0.07 B. 0.000 0.000 0.000 0.000 0.07 C 0.000 0.000 0.000 0.000 0.07 L4 40.75-35.50 A 0.000 0.000 0.000 0.853 0.02 B 0.000 0.000 0.000 0.000 0.02 C 0.000 0.000 0.000 0.000 0.02 L5 35.50-0.00 A 0.000 0.000 0.000 5.769 0.14 B 0.000 0.000 0.000 0.000 0.15 C 0.000 0.000 0.000 0.000 0.15 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ftZ ft, fe ftz K L1 118.00-77.25 A 1.671 0.000 0.000 0.000 0.372 0.04 B 0.000 0.000 0.000 0.000 0.05 C 0.000 0.000 0.000 0.000 0.16 L2 77.25-58.58 A 1.612 0.000 0.000 0.000 9.271 0.35 B 0.000 0.000 0.000 0.000 0.08 C 0.000 0.000 0.000 0.000 0.08 L3 58.58-40.75 A 1.562 0.000 0.000 0.000 8.470 0.31 B 0.000 0.000 0.000 0.000 0.07 C 0.000 0.000 0.000 0.000 0.07 L4 40.75-35.50 A 1.522 0.000 0.000 0.000 2.493 0.09 B 0.000 0.000 0.000 0.000 0.02 C 0.000 0.000 0.000 0.000 0.02 L5 35.50-0.00 A 1.410 0.000 0.000 0.000 15.783 0.55 B 0.000 0.000 0.000 0.000 0.15 C 0.000 0.000 0.000 0.000 0.15 tnxTower Report-version 6.1.4.1 September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805,Application 309734, Revision 1 Page 11 Feed Line Center of Pressure Section Elevation CPX CPZ CPX CPZ Ice Ice ft in in in in L1 118.00-77.25 0.0000 -0.0050 0.0000 -0.0134 L2 77.25-58.58 0.0000 -0.2253 0.0000 -0.5593 L3 58.58-40.75 0.0000 -0.2265 0.0000 -0.5526 La 40.75-35.50 0.0000 -0.2270 0.0000 -0.5567 L5 35.50-0.00 0.0000 -0.2281 0.0000 -0.5387 Shielding Factor Ka Tower Feed Line Description Feed Line Ka K. Section Record No. Segment No Ice Ice Elev. Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ftz ft, K ft ° ft PAN TILT HEAD A From Face 4.00 0.00 118.00 No Ice 0.96 0.96 0.02 0.00 1/2" 1.10 1.10 0.03 0.00 Ice 1.24 1.24 0.05 1"Ice APXVSPP18-C w/Mount A From Face 4.00 0.00 118.00 No Ice 8.50 6.95 0.08 Pipe 0.00 1/2" 9.15 8.13 0.15 0.00 Ice 9.77 9.02 0.23 1"Ice APXVSPPI8-C w/Mount B From Face 4.00 0.00 118.00 No Ice 8.50 6.95 0.08 Pipe 0.00 1/2" 9.15 8.13 0.15 0.00 Ice 9.77 9.02 0.23 1"Ice APXVSPPI8-C w/Mount C From Face 4.00 0.00 118.00 No Ice 8.50 6.95 0.08 Pipe 0.00 1/2" 9.15 8.13 0.15 0.00 Ice 9.77 9.02 0.23 1"Ice ACU-A20-N A From Face 4.00 0.00 118.00 No Ice 0.08 0.14 0.00 0.00 1/2" 0.12 0.19 0.00 0.00 Ice 0.17 0.25 0.00 1"Ice ACU-A20-N B From Face 4.00 0.00 118.00 No Ice 0.08 0.14 0.00 0.00 1/2" 0.12 0.19 0.00 0.00 Ice 0.17 0.25 0.00 1"Ice ACU-A20-N C From Face 4.00 0.00 118.00 No Ice 0.08 0.14 0.00 0.00 1/2" 0.12 0.19 0.00 0.00 Ice 0.17 0.25 0.00 1"Ice (2)4'x2"Pipe Mount A From Face 4.00 0.00 118.00 No Ice 0.79 0.79 0.03 0.00 1/2" 1.03 1.03 0.03 1.00 Ice 1.28 1.28 0.04 1"Ice (2)4'x2"Pipe Mount B From Face 4.00 0.00 118.00 No Ice 0.79 0.79 0.03 tnxTower Report-version 6.1.4.1 September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805, Application 309734, Revision 1 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft, ftz K ft ° ft 0.00 1/2" 1.03 1.03 0.03 1.00 Ice 1.28 1.28 0.04 1"Ice (2)4'x2"Pipe Mount C From Face 4.00 0.00 118.00 No Ice 0.79 0.79 0.03 0.00 1/2" 1.03 1.03 0.03 1.00 Ice 1.28 1.28 0.04 1"Ice Platform Mount[LP 601-1] C None 0.00 118.00 No Ice 28.47 28.47 1.12 1/2" 33.59 33.59 1.51 Ice 38.71 38.71 1.91 1"Ice TME-1900MHz RRH A From Face 2.00 0.00 116.00 No Ice 2.70 2.77 0.06 (65MHz)w/Mount Pipe 0.00 1/2" 2.94 3.01 0.08 0.00 Ice 3.18 3.26 0.11 1"Ice TME-1900MHz RRH B From Face 2.00 0.00 116.00 No Ice 2.70 2.77 0.06 (65MHz)w/Mount Pipe 0.00 1/2" 2.94 3.01 0.08 0.00 Ice 3.18 3.26 0.11 1"Ice TME-1900MHz RRH C From Face 2.00 0.00 116.00 No Ice 2.70 2.77 0.06 (65MHz)w/Mount Pipe 0.00 1/2" 2.94 3.01 0.08 0.00 Ice 3.18 3.26 0.11 1"Ice TME-800MHz RRH w/ A From Face 2.00 0.00 116.00 No Ice 3.52 3.49 0.07 mount pipe 0.00 1/2" 4.10 4.20 0.11 0.00 Ice 4.60 4.78 0.15 1"Ice TME-800MHz RRH w/ B From Face 2.00 0.00 116.00 No Ice 3.52 3.49 0.07 mount pipe 0.00 1/2" 4.10 4.20 0.11 0.00 Ice 4.60 4.78 0.15 1"Ice TME-800MHz RRH w/ C From Face 2.00 0.00 116.00 No Ice 3.52 3.49 0.07 mount pipe 0.00 1/2" 4.10 4.20 0.11 0.00 Ice 4.60 4.78 0.15 1"Ice 800 EXTERNAL NOTCH A From Face 2.00 0.00 116.00 No Ice 0.77 0.37 0.01 FILTER 0.00 1/2" 0.89 0.46 0.02 0.00 Ice 1.02 0.56 0.02 1"Ice 800 EXTERNAL NOTCH B From Face 2.00 0.00 116.00 No Ice 0.77 0.37 0.01 FILTER 0.00 1/2" 0.89 0.46 0.02 0.00 Ice 1.02 0.56 0.02 1"Ice 800 EXTERNAL NOTCH C From Face 2.00 0.00 116.00 No Ice 0.77 0.37 0.01 FILTER 0.00 1/2" 0.89 0.46 0.02 0.00 Ice 1.02 0.56 0.02 1"Ice Side Arm Mount[SO 102- C None 0.00 116.00 No Ice 3.00 3.00 0.08 3] 1/2" 3.48 3.48 0.11 Ice 3.96 3.96 0.14 1"Ice MINI-LINK PT 2010 A From Face 1.00 0.00 105.00 No Ice 1.25 0.57 0.01 0.00 1/2" 1.41 0.68 0.02 0.00 Ice 1.57 0.81 0.03 1"Ice MINI-LINK PT 2010 B From Face 1.00 0.00 105.00 No Ice 1.25 0.57 0.01 0.00 1/2" 1.41 0.68 0.02 0.00 Ice 1.57 0.81 0.03 1"Ice Pipe Mount[PM 601-11 A From Face 0.50 0.00 105.00 No Ice 3.00 0.90 0.07 0.00 1/2" 3.74 1.12 0.08 0.00 Ice 4.48 1.34 0.09 tnxTower Report-version 6.1.4.1 September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805,Application 309734, Revision 1 Page 13 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ftz ft2 K ft ° ft 1"Ice Pipe Mount[PM 601-1] B From Face 0.50 0.00 105.00 No Ice 3.00 0.90 0.07 0.00 1/2" 3.74 1.12 0.08 0.00 Ice 4.48 1.34 0.09 1"Ice PD10183-1 A From Face 3.00 0.00 95.00 No Ice 3.92 3.92 0.04 0.00 1/2" 5.35 5.35 0.07 7.00 Ice 6.80 6.80 0.11 1"Ice CRS-3-50 C From Face 3.00 0.00 95.00 No Ice 1.75 1.75 0.00 0.00 1/2" 3.17 3.17 0.02 6.00 Ice 4.60 4.60 0.04 1"Ice T-Arm Mount[TA 702-1] A From Face 1.50 0.00 95.00 No Ice 2.78 2.23 0.11 0.00 1/2" 3.39 2.43 0.14 0.00 Ice 4.00 2.63 0.17 1"Ice Side Arm Mount[SO 701- C From Face 1.50 0.00 95.00 No Ice 0.85 1.67 0.07 1] 0.00 1/2" 1.14 2.34 0.08 0.00 Ice 1.43 3.01 0.09 1"Ice ERICSSON AIR 21 132A A From Face 2.00 0.00 88.00 No Ice 6.83 5.64 0.11 134P w/Mount Pipe 0.00 1/2" 7.35 6.48 0.17 0.00 Ice 7.86 7.26 0.23 1"Ice ERICSSON AIR 21 62A B From Face 2.00 0.00 88.00 No Ice 6.83 5.64 0.11 64P w/Mount Pipe 0.00 1/2" 7.35 6.48 0.17 0.00 Ice 7.86 7.26 0.23 1"Ice ERICSSON AIR 21 132A C From Face 2.00 0.00 88.00 No Ice 6.83 5.64 0.11 64P w/Mount Pipe 0.00 1/2" 7.35 6.48 0.17 0.00 Ice 7.86 7.26 0.23 1"Ice ERICSSON AIR 21 64A A From Face 2.00 0.00 88.00 No Ice 6.82 5.63 0.11 BY w/Mount Pipe 0.00 1/2" 7.34 6.47 0.17 0.00 Ice 7.85 7.25 0.23 1"Ice ERICSSON AIR 21 64A B From Face 2.00 0.00 88.00 No Ice 6.82 5.63 0.11 132P w/Mount Pipe 0.00 1/2" 7.34 6.47 0.17 0.00 Ice 7.85 7.25 0.23 1"Ice ERICSSON AIR 21 64A C From Face 2.00 0.00 88.00 No Ice 6.82 5.63 0.11 62P w/Mount Pipe 0.00 1/2 7.34 6.47 0.17 0.00 Ice 7.85 7.25 0.23 1"Ice KRY 112 144/1 A From Face 2.00 0.00 88.00 No Ice 0.41 0.20 0.01 0.00 1/2" 0.50 0.27 0.01 0.00 Ice 0.59 0.35 0.02 1"Ice KRY 112 144/1 B From Face 2.00 0.00 88.00 No Ice 0.41 0.20 0.01 0.00 1/2" 0.50 0.27 0.01 0.00 Ice 0.59 0.35 0.02 1"Ice KRY 112 144/1 C From Face 2.00 0.00 88.00 No Ice 0.41 0.20 0.01 0.00 1/2" 0.50 0.27 0.01 0.00 Ice 0.59 0.35 0.02 1"Ice Platform Mount[LP 303-1] C None 0.00 88.00 No Ice 14.66 14.66 1.25 1/2" 18.87 18.87 1.48 Ice 23.08 23.08 1.71 1"Ice LNX-6515DS-Al M w/ A From Leg 4.00 0.00 88.00 No Ice 11.68 9.84 0.08 Mount Pipe 0.00 1/2" 12.40 11.37 0.17 tnxTower Report-version 6.1.4.1 f September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805,Application 309734, Revision 1 Page 14 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft, ft2 K ft ° ft 0.00 Ice 13.14 12.91 0.27 1"Ice RRUS 11 B12 A From Leg 4.00 0.00 88.00 No Ice 3.31 1.36 0.05 0.00 1/2" 3.55 1.54 0.07 0.00 Ice 3.80 1.73 0.10 1"Ice LNX-6515DS-AIM w/ B From Leg 4.00 0.00 88.00 No Ice 11.68 9.84 0.08 Mount Pipe 0.00 1/2" 12.40 11.37 0.17 0.00 Ice 13.14 12.91 0.27 1"Ice RRUS 11 B12 B From Leg 4.00 0.00 88.00 No Ice 3.31 1.36 0.05 0.00 1/2" 3.55 1.54 0.07 0.00 Ice 3.80 1.73 0.10 1"Ice LNX-6515DS-AlM w/ C From Leg 4.00 0.00 88.00 No Ice 11.68 9.84 0.08 Mount Pipe 0.00 1/2" 12.40 11.37 0.17 0.00 Ice 13.14 12.91 0.27 1"Ice RRUS 11 B12 C From Leg 4.00 0.00 88.00 No Ice 3.31 1.36 0.05 0.00 1/2" 3.55 1.54 0.07 0.00 Ice 3.80 1.73 0.10 1' Ice (2)HBX-6516DS-T2M w/ A From Face 4.00 0.00 78.00 No Ice 3.56 3.24 0.03 Mount Pipe 0.00 1/2" 3.96 3.91 0.06 0.00 Ice 4.38 4.56 0.10 1"Ice (2)HBX-6516DS-T2M w/ B From Face 4.00 0.00 78.00 No Ice 3.56 3.24 0.03 Mount Pipe 0.00 1/2" 3.96 3.91 0.06 0.00 Ice 4.38 4.56 0.10 1"Ice (2)HBX-6516DS-T2M w/ C From Face 4.00 0.00 78.00 No Ice 3.56 3.24 0.03 Mount Pipe 0.00 1/2" 3.96 3.91 0.06 0.00 Ice 4.38 4.56 0.10 1"Ice (2)SWCP 2X7014 w/ A From Face 4.00 0.00 78.00 No Ice 10.68 10.18 0.06 Mount Pipe 0.00 1/2" 11.37 11.52 0.15 0.00 Ice 12.04 12.63 0.25 1"Ice (2)SWCP 2X7014 w/ B From Face 4.00 0.00 78.00 No Ice 10.68 10.18 0.06 Mount Pipe 0.00 1/2" 11.37 11.52 0.15 0.00 Ice 12.04 12.63 0.25 1"Ice (2)SWCP 2X7014 w/ C From Face 4.00 0.00 78.00 No Ice 10.68 10.18 0.06 Mount Pipe 0.00 1/2" 11.37 11.52 0.15 0.00 Ice 12.04 12.63 0.25 1"Ice B13 RRH4X30-4R A From Face 4.00 0.00 74.00 No Ice 2.52 1.89 0.06 0.00 1/2" 2.74 2.09 0.08 0.00 Ice 2.97 2.30 0.10 1"Ice B13 RRH4X30-4R B From Face 4.00 0.00 74.00 No Ice 2.52 1.89 0.06 0.00 1/2" 2.74 2.09 0.08 0.00 Ice 2.97 2.30 0.10 1"Ice 613 RRH4X30-4R C From Face 4.00 0.00 74.00 No Ice 2.52 1.89 0.06 0.00 1/2" 2.74 2.09 0.08 0.00 Ice 2.97 2.30 0.10 1"Ice RRH2X40-AWS A From Face 4.00 0.00 74.00 No Ice 2.52 1.59 0.04 0.00 1/2" 2.75 1.80 0.06 0.00 Ice 2.99 2.01 0.08 1"Ice RRH2X40-AWS B From Face 4.00 0.00 74.00 No Ice 2.52 1.59 0.04 0.00 1/2" 2.75 1.80 0.06 tnxTower Report-version 6.1.4.1 September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805, Application 309734, Revision 1 Page 15 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft fe ft, K ft ° ft 0.00 Ice 2.99 2.01 0.08 1"Ice RRH2X40-AWS C From Face 4.00 0.00 74.00 No Ice 2.52 1.59 0.04 0.00 1/2" 2.75 1.80 0.06 0.00 Ice 2.99 2.01 0.08 1"Ice (2)RDC-4276-PF-48 A From Face 4.00' 0.00 74.00 No Ice 5.94 2.70 0.03 0.00 1/2" 6.26 2.95 0.07 0.00 Ice 6.60 3.20 0.11 1"Ice Platform Mount[LP 301-1] C None 0.00 78.00 No Ice 30.10 30.10 1.59 1/2" 40.80 40.80 2.03 Ice 51.50 51.50 2.47 1"Ice Side Arm Mount[SO 102- C None 0.00 74.00 No Ice 3.00 3.00 0.08 3] 1/2" 3.48 3.48 0.11 Ice 3.96 3.96 0.14 1"Ice KS24019-L112A C From Face 3.00 0.00 65.00 No Ice 0.16 0.16 0.01 0.00 1/2" 0.22 0.22 0.01 1.00 Ice 0.30 0.30 0.01 1"Ice Side Arm Mount[SO 701- C From Face 1.50 0.00 65.00 No Ice 0.85 1.67 0.07 11 0.00 1/2" 1.14 2.34 0.08 0.00 Ice 1.43 3.01 0.09 1"Ice 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 ft, K ANT2 0.3 23 HP A Paraboloid From 1.00 0.00 105.00 2.17 No Ice 3.72 0.02 JR) w/Shroud(HP) Face 0.00 1/2"Ice 4.01 0.04 0.00 1"Ice 4.30 0.07 ANT2 0.6 23 HP B Paraboloid From 1.00 0.00 105.00 2.15 No Ice 3.64 0.02 JR) w/Shroud(HP) Face 0.00 1/2"Ice 3.93 0.04 0.00 1"Ice 4.21 0.06 Tower Pressures - No Ice GH=1.100 Section z KZ q: AG F AF AR A,, Leg CAAA CAAA Elevation a % In Out c Face Face ft ft ksf ft' ft, ft, ft, ft, ft, L1118.00- 97.00 1.258 0.04 86.754 A 0.000 86.754 86.754 100.00 0.000 0.122 77.25 B 0.000 86.754 100.00 0.000 0.000 C 0.000 86.754 100.00 0.000 0.000 L2 77.25- 67.76 1.166 0.04 46.423 A 0.000 46.423 46.423 100.00 0.000 3.033 58.58 B 0.000 46.423 100.00 0.000 0.000 C 0.000 46.423 100.00 0.000 0.000 tnxTower Report-version 6.1.4.1 September 24, 2015 118 Ft Monopole Tower Structural Analysis CCI BU No 875052 Project Number 37515-0473.003.7805,Application 309734, Revision 1 Page 16 Section z KZ q= AG F AF AR Ae9 Leg CAAA CAAA Elevation a % In Out c Face Face ft ft ksf ft' a ft2 ft2 ft2 ft2 ft2 0 58.58- 49.54 1.092 0.04 48.620 A 0.000 48.620 48.620 100.00 0.000 2.898 40.75 B 0.000 48.620 100.00 0.000 0.000 C 0.000 48.620 100.00 0.000 0.000 L4 40.75- 38.11 1.033 0.04 14.839 A 0.000 14.839 14.839 100.00 0.000 0.853 35.50 B 0.000 14.839 100.00 0.000 0.000 C 0.000 14.839 100.00 0.000 0.000 L5 35.50-0.00 17.83 0.88 0.03 110.15 A 0.000 110.150 110.150 100.00 0.000 5.769 0 B 0.000 110.150 100.00 0.000 0.000 C 0.000 110.150 100.00 0.000 0.000 Tower Pressure - With Ice GH=1.100 Section z KZ q= tz AG F AF AR A,, Leg CAAA CAAA Elevation a % In Out c Face Face ft ft ksf in ft' a ft2 ft2 ft2 ft L1118.00- 97.00 1.258 0.00 1.6708 98.101 A 0.000 98.101 98.101 100.00 0.000 0.372 77.25 B 0.000 98.101 100.00 0.000 0.000 C 0.000 98.101 100.00 0.000 0.000 L2 77.25-58.58 67.76 1.166 0.00 1.6119 51.621 A 0.000 51.621 51.621 100.00 0.000 9.271 B 0.000 51.621 100.00 0.000 0.000 C 0.000 51.621 100.00 0.000 0.000 0 58.58-40.75 49.54 1.092 0.00 1.5622 53.264 A 0.000 53.264 53.264 100.00 0.000 8.470 B 0.000 53.264 100.00 0.000 0.000 C 0.000 53.264 100.00 0.000 0.000 L4 40.75-35.50 38.11 1.033 0.00 1.5218 16.206 A 0.000 16.206 16.206 100.00 0.000 2.493 B 0.000 16.206 100.00 0.000 0.000 C 0.000 16.206 100.00 0.000 0.000 L5 35.50-0.00 17.83 0.88 0.00 1.4105 118.495 A 0.000 118.495 118.495 100.00 0.000 15.783 B 0.000 118.495 100.00 0.000 0.000 C 0.000 118.495 100.00 0.000 0.000 Tower Pressure - Service GH=1.100 Section z Kz q. AG F AF AR A,, Leg CAAA CAAA Elevation a % In Out c Face Face ft ft ksf ft2 a ft2 ft2 ft2 a ft2 L1118.00- 97.00 1.258 0.01 86.754 A 0.000 86.754 86.754 100.00 0.000 0.122 77.25 B 0.000 86.754 100.00 0.000 0.000 C 0.000 86.754 100.00 0.000 0.000 L2 77.25- 67.76 1.166 0.01 46.423 A 0.000 46.423 46.423 100.00 0.000 3.033 58.58 B 0.000 46.423 100.00 0.000 0.000 C 0.000 46.423 100.00 0.000 0.000 L3 58.58- 49.54 1.092 0.01 48.620 A 0.000 48.620 48.620 100.00 0.000 2.898 40.75 B 0.000 48.620 100.00 0.000 0.000 C 0.000 48.620 100.00 0.000 0.000 L4 40.75- 38.11 1.033 0.01 14.839 A 0.000 14.839 14.839 100.00 0.000 0.853 35.50 B 0.000 14.839 100.00 0.000 0.000 C 0.000 14.839 100.00 0.000 0.000 L5 35.50-0.00 17.83 0.88 0.01 110.15 A 0.000 110.150 110.150 100.00 0.000 5.769 0 B 0.000 110.150 100.00 0.000 0.000 C 0.000 110.150 100.00 0.000 0.000 tnxTower Report-version 6.1.4.1 September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805,Application 309734, Revision 1 Page 17 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+1.6 Wind 120 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft L1 118-77.25 Pole Max Tension 26 0.00 -0.00 -0.00 Max.Compression 26 -17.82 1.61 0.72 Max.Mx 20 -6.63 400.47 0.13 Max.My 14 -6.71 0.12 -389.28 Max.Vy 8 18.62 -399.34 -0.60 - Max.Vx 14 18.16 0.12 -389.28 Max.Torque 17 -2.05 L2 77.25- Pole Max Tension 1 0.00 0.00 0.00 tnxTower Report-version 6.1.4.1 September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805,Application 309734, Revision 1 Page 18 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft 58.5833 Max.Compression 26 -30.56 3.36 1.74 Max.Mx 20 -12.23 1011.43 2.71 Max.My 14 -12.32 -2.66 -986.28 Max.Vy 8 30.38 -1009.67 -4.16 Max.Vx 14 29.67 -2.66 -986.28 Max.Torque 16 -3.76 L3 58.5833- Pole Max Tension 1 0.00 0.00 0.00 40.75 Max.Compression 26 -34.28 3.39 2.07 Max.Mx 20 -15.26 1435.38 5.03 Max.My 14 -15.33 -5.21 -1400.49 Max.Vy 8 32.06 -1433.64 -6.96 Max.Vx 14 31.35 -5.21 -1400.49 Max.Torque 16 -3.72 L4 40.75-35.5 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -38.25 3.39 2.28 Max.Mx 20 -18.43 1745.96 6.64 Max.My 14 -18.49 -6.99 -1704.25 Max.Vy 8 33.28 -1744.22 -8.92 Max.Vx 14 32.57 -6.99 -1704.25 Max.Torque 16 -3.79 L5 35.5-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -51.51 3.39 3.09 Max.Mx 20 -30.11 2993.80 12.65 Max.My 14 -30.11 -13.68 -2926.86 Max.Vy 8 36.90 -2992.11 -16.18 Max.Vx 14 36.20 -13.68 -2926.86 Max.Torque 16 -4.03 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 36 51.51 4.78 0.02 Max.Hx 20 30.14 36.87 0.16 Max.Hz 3 22.61 0.19 36.14 Max.Mx 2 2924.59 0.19 36.14 Max.M, 8 2992.11 -36.87 -0.21 Max.Torsion 4 3.99 -18.25 31.20 Min.Vert 13 22.61 -18.68 -31.40 Min.H. 8 30.14 -36.87 -0.21 Min.H, 15 22.61 -0.19 -36.17 Min.Mx 14 -2926.86 -0.19 -36.17 Min.Mz 20 -2993.80 36.87 0.16 Min.Torsion 16 -4.03 18.36 -31.21 Tower Mast Reaction Summary Load Vertical Shearx Shear Overturning Overturning Torque Combination Moment,Mx Moment,Mz K K K kip-ft kip-ft kip-ft Dead Only 25.12 0.00 0.00 -0.50 0.75 -0.00 1.2 Dead+1.6 Wind 0 deg- 30.14 -0.19 -36.14 -2924.59 15.36 -3.19 No Ice 0.9 Dead+1.6 Wind 0 deg- 22.61 -0.19 -36.14 -2906.88 15.04 -3.19 No Ice 1.2 Dead+1.6 Wind 30 deg- 30.14 18.25 -31.20 -2524.32 -1480.65 -3.99 No Ice 0.9 Dead+1.6 Wind 30 deg- 22.61 18.25 -31.20 -2509.01 -1471.97 -3.98 tnxTower Report-version 6.1.4.1 f September 24, 2015 118 Ft Monopole Tower Structural Analysis CCI BU No 875052 Project Number 37515-0473.003.7805,Application 309734, Revision 1 Page 19 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M. Moment,M, K K K kip-ft kip-ft kip-ft No Ice 1.2 Dead+1.6 Wind 60 deg- 30.14 31.86 -17.80 -1438.13 -2586.55 -3.43 No Ice 0.9 Dead+1.6 Wind 60 deg- 22.61 31.86 -17.80 -1429.34 -2571.23 -3.43 No Ice 1.2 Dead+1.6 Wind 90 deg- 30.14 36.87 0.21 16.18 -2992.11 -2.12 No Ice 0.9 Dead+1.6 Wind 90 deg- 22.61 36.87 0.21 16.25 -2974.36 -2.12 No Ice 1.2 Dead+1.6 Wind 120 deg 30.14 32.06 18.21 1471.23 -2602.10 -0.35 -No Ice 0.9 Dead+1.6 Wind 120 deg 22.61 32.06 18.21 1462.57 -2586.69 -0.35 -No Ice 1.2 Dead+1.6 Wind 150 deg 30.14 18.68 31.40 2539.43 -1517.36 1.51 -No Ice 0.9 Dead+1.6 Wind 150 deg 22.61 18.68 31.40 2524.34 -1508.47 1.51 -No Ice 1.2 Dead+1.6 Wind 180 deg 30.14 0.19 36.17 2926.86 -13.68 3.19 -No Ice 0.9 Dead+1.6 Wind 180 deg 22.61 0.19 36.17 2909.43 -13.84 3.19 -No Ice 1.2 Dead+1.6 Wind 210 deg 30.14 -18.36 31.21 2525.11 1494.34 4.03 -No Ice 0.9 Dead+1.6 Wind 210 deg 22.61 -18.36 31.21 2510.09 1485.10 4.02 -No Ice 1.2 Dead+1.6 Wind 240 deg 30.14 -31.88 17.89 1446.32 2589.66 3.54 -No Ice 0.9 Dead+1.6 Wind 240 deg 22.61 -31.88 17.89 1437.78 2573.85 3.54 -No Ice 1.2 Dead+1.6 Wind 270 deg 30.14 -36.87 -0.16 -12.65 2993.80 2.12 -No Ice 0.9 Dead+1.6 Wind 270 deg 22.61 -36.87 -0.16 -12.43 2975.57 2.12 -No Ice 1.2 Dead+1.6 Wind 300 deg 30.14 -32.05 -18.12 -1463.10 2602.43 0.24 -No Ice 0.9 De•ad+1.6 Wind 300 deg 22.61 -32.05 -18.12 -1454.18 2586.56 0.24 -No Ica 1.2 Dead+1.6 Wind 330 deg 30.14 -18.57 -31.38 -2538.47 1507.35 -1.55 -No Ice 0.9 Dead+1.6 Wind 330 deg 22.61 -18.57 -31.38 -2523.08 1498.07 -1.54 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 51.51 -0.00 -0.00 -3.09 3.39 0.00 1.2 Dead+1.0 Wind 0 51.51 -0.02 -4.70 -385.16 5.11 -0.41 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 51.51 2.37 -4.06 -333.04 -190.03 -0.49 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 51.51 4.14 -2.32 -191.64 -333.96 -0.41 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 51.51 4.79 0.02 -1.27 -386.85 -0.24 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 51.51 4.16 2.37 189.07 -335.72 -0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 51.51 2.42 4.08 328.59 -193.97 0.21 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 51.51 0.02 4.70 379.20 1.79 0.41 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 51.51 -2.38 4.06 326.93 198.02 0.49 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 51.51 -4.14 2.33 186.21 340.99 0.42 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 51.51 -4.78 -0.02 -4.58 393.74 0.24 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 51.51 -4.16 -2.36 -194.51 342.50 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 51.51 -2.41 -4.08 -334.67 199.80 -0.22 deg+I.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 25.12 -0.03 -5.05 -408.29 2.79 -0.45 Dead+Wind 30 deg-Service 25.12 2.55 -4.36 -352.47 -205.84 -0.49 Dead+Wind 60 deg-Service 25.12 4.45 -2.49 -201.00 -360.08 -0.35 tnxTower Report-version 6.1.4.1 September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805,Application 309734, Revision 1 Page 20 Load Vertical Shear, Shear, Overturning Overturning Torque Combination I Moment,M, Moment,M, K K K kip-ft kip-ft kip-ft Dead+Wind 90 deg-Service 25.12 5.15 0.03 1.83 -416.66 -0.14 Dead+Wind 120 deg- 25.12 4.48 2.55 204.76 -362.26 0.09 Service Dead+Wind 150 deg- 25.12 2.61 4.39 353.73 -210.97 0.29 Service Dead+Wind 180 deg- 25.12 0.03 5.06 407.74 -1.26 0.45 Service Dead+VUnd 210 deg- 25.12 -2.57 4.36 351.72 209.05 0.49 Service Dead+Wind 240 deg- 25.12 -4.46 2.50 201.28 361.81 0.37 Service Dead+Wind 270 deg- 25.12 -5.15 -0.02 -2.20 418.19 0.14 Service Dead+Wind 300 deg- 25.12 -4.48 -2.53 -204.48 363.60 -0.10 Service Dead+Wind 330 deg- 25.12 -2.60 -4.39 -354.45 210.87 -0.30 Service Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -25.12 0.00 0.00 25.12 0.00 0.000% 2 -0.19 -30.14 -36.14 0.19 30.14 36.14 0.000% 3 -0.19 -22.61 -36.14 0.19 22.61 36.14 0.000% 4 18.25 -30.14 -31.20 -18.25 30.14 31.20 0.000% 5 18.25 -22.61 -31.20 -18.25 22.61 31.20 0.000% 6 31.86 -30.14 -17.80 -31.86 30.14 17.80 0.000% 7 31.86 -22.61 -17.80 -31.86 22.61 17.80 0.000% 8 36.87 -30.14 0.21 -36.87 30.14 -0.21 0.000% 9 36.87 -22.61 0.21 -36.87 22.61 -0.21 0.000% 10 32.06 -30.14 18.21 -32.06 30.14 -18.21 0.000% 11 32.06 -22.61 18.21 -32.06 22.61 -18.21 0.000% 12 18.68 -30.14 31.40 -18.68 30.14 -31.40 0.000% 13 18.68 -22.61 ' 31.40 -18.68 22.61 -31.40 0.000% 14 0.19 -30.14 36.17 -0.19 30.14 -36.17 0.000% 15 0.19 -22.61 36.17 -0.19 22.61 -36.17 0.000% 16 -18.36 -30.14 31.21 18.36 30.14 -31.21 0.000% 17 -18.36 -22.61 31.21 18.36 22.61 -31.21 0.000% 18 -31.88 -30.14 17.89 31.88 30.14 -17.89 0.000% 19 -31.88 -22.61 17.89 31.88 22.61 -17.89 0.000% 20 -36.87 -30.14 -0.16 36.87 30.14 0.16 0.000% 21 -36.87 -22.61 -0.16 36.87 22.61 0.16 0.000% 22 -32.05 -30.14 -18.12 32.05 30.14 18.12 0.000% 23 -32.05 -22.61 -18.12 32.05 22.61 18.12 0.000% 24 -18.57 -30.14 -31.38 18.57 30.14 31.38 0.000% 25 -18.57 -22.61 -31.38 18.57 22.61 31.38 0.000% 26 0.00 -51.51 0.00 0.00 51.51 0.00 0.000% 27 -0.02 -51.51 -4.70 0.02 51.51 4.70 0.000% 28 2.37 -51.51 -4.06 -2.37 51.51 4.06 0.000% 29 4.14 -51.51 -2.32 -4.14 51.51 2.32 0.000% 30 4.79 -51.51 0.02 -4.79 51.51 -0.02 0.000% 31 4.16 -51.51 2.37 -4.16 51.51 -2.37 0.000% 32 2.42 -51.51 4.08 -2.42 51.51 -4.08 0.000% 33 0.02 -51.51 4.70 -0.02 51.51 -4.70 0.000% 34 -2.38 -51.51 4.06 2.38 51.51 -4.06 0.000% 35 -4.14 -51.51 2.33 4.14 51.51 -2.33 0.000% 36 -4.78 -51.51 -0.02 4.78 51.51 0.02 0.000% 37 -4.16 -51.51 -2.36 4.16 51.51 2.36 0.000% 38 -2.41 -51.51 -4.08 2.41 51.51 4.08 0.000% 39 -0.03 -25.12 -5.05 0.03 25.12 5.05 0.000%, 40 2.55 -25.12 -4.36 -2.55 25.12 4.36 0.000% 41 4.45 -25.12 -2.49 -4.45 25.12 2.49 0.000% 42 5.15 -25.12 0.03 -5.15 25.12 -0.03 0.000% 43 4.48 -25.12 2.55 -4.48 25.12 -2.55 0.000% tnxTower Report-version 6.1.4.1 , September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805 Application 309734 Revision 1 Page 21 l � pp � 9 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 44 2.61 -25.12 4.39 -2.61 25.12 -4.39 0.000% 45 0.03 -25.12 5.06 -0.03 25.12 -5.06 0.000% 46 -2.57 -25.12 4.36 2.57 25.12 -4.36 0.000% 47 -4.46 -25.12 2.50 4.46 25.12 -2.50 0.000% 48 -5.15 -25.12 -0.02 5.15 25.12 0.02 0.000% 49 -4.48 -25.12 -2.53 4.48 25.12 2.53 0.000% 50 -2.60 -25.12 -4.39 2.60 25.12 4.39 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 5 0.00000001 0.00004032 3 Yes 4 0.00000001 0.00084324 4 Yes 5 0.00000001 0.00030666 5 Yes 5 0.00000001 0.00010931 6 Yes 5 0.00000001 0.00034967 7 Yes 5 0.00000001 0.00012776 8 Yes 4 0.00000001 0.00049753 9 Yes 4 0.00000001 0.00027498 10 Yes 5 0.00000001 0.00033257 11 Yes 5 0.00000001 0.00011937 12 Yes 5 0.00000001 0.00032255 13 Yes 5 0.00000001 0.00011494 14 Yes 5 0.00000001 0.00003209 15 Yes 4 0.00000001 0.00067271 16 Yes 5 0.00000001 0.00035763 17 Yes 5 0.00000001 0.00013079 18 Yes 5 0.00000001 0.00030864 19 Yes 5 0.00000001 0.00010979 20 Yes 4 0.00000001 0.00080459 21 Yes 4 0.00000001 0.00044415 22 Yes 5 0.00000001 0.00032937 23 Yes 5 0.00000001 0.00011819 24 Yes 5 0.00000001 0.00034477 25 Yes 5 0.00000001 0.00012484 26 Yes 4 0.00000001 0.00004655 27 Yes 5 0.00000001 0.00014098 28 Yes 5 0.00000001 0.00014797 29 Yes 5 0.00000001 0.00014871 30 Yes 5 0.00000001 0.00013954 31 Yes 5 0.00000001 0.00014750 32 Yes 5 0.00000001 0.00014630 33 Yes 5 0.00000001 0.00013772 34 Yes 5 0.00000001 0.00014961 35 Yes 5 0.00000001 0.00015128 36 Yes 5 0.00000001 0.00014487 37 Yes 5 0.00000001 0.00015452 38 Yes 5 0.00000001 0.00015329 39 Yes 4 0.00000001 0.00005679 40 Yes 4 0.00000001 0.00008923 41 Yes 4 0.00000001 0.00011748 42 ' Yes 4 0.00000001 0.00002969 43 Yes 4 0.00000001 0.00010128 44 Yes 4 0.00000001 0.00009038 45 Yes 4 0.00000001 0.00005513 46 Yes 4 0.00000001 0.00012795 47 Yes 4 0.00000001 0.00008770 48 Yes 4 0.00000001 0.00003090 49 Yes 4 0.00000001 0.00009477 50 Yes 4 0.00000001 0.00011473 II tnxTower Report-version 6.1.4.1 September 24, 2015 118 Ft Monopole Tower Structural Analysis CCI BU No 875052 Project Number 37515-0473.003.7805,Application 309734, Revision 1 Page 22 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 118-77.25 12.34 48 0.90 0.00 L2 80.75-58.5833 5.81 48 0.71 0.00 L3 58.5833-40.75 2.96 48 0.48 0.00 L4 45-35.5 1.76 48 0.36 0.00 L5 35.5-0 1.10 48 0.29 0.00 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 118.00 PAN TILT HEAD 48 12.34 0.90 0.00 47473 116.00 TME-1900MHz RRH(65MHz)w/ 48 11.97 0.89 0.00 47473 Mount Pipe 105.00 ANT2 0.3 23 HP(TR) 48 9.93 0.86 0.00 18258 95.00 PD10183-1 48 8.14 0.81 0.00 10320 88.00 ERICSSON AIR 21 62A B4P w/ 48 6.96 0.77 0.00 7911 Mount Pipe 78.00 (2)HBX-6516DS-T2M w/Mount 48 5.40 0.69 0.00 6098 Pipe 74.00 B13 RRH4X30-4R 48 4.83 0.65 0.00 5731 65.00 KS24019-Ll12A 48 3.67 0.55 0.00 5053 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 118-77.25 88.08 20 6.42 0.03 L2 80.75-58.5833 41.52 20 5.10 0.02 L3 58.5833-40.75 21.17 20 3.43 0.01 L4 45-35.5 12.60 20 2.58 0.01 L5 35.5-0 7.87 20 2.09 0.00 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature It Comb. in ft 118.00 PAN TILT HEAD 20 88.08 6.42 0.03 6833 116.00 TME-1900MHz RRH(65MHz)w/ 20 85.42 6.38 0.03 6833 Mount Pipe 105.00 ANT2 0.3 23 HP(TR) 20 70.89 6.13 0.03 2626 95.00 PD10183-1 20 58.16 5.81 0.02 1482 88.00 ERICSSON AIR 21 B2A B4P w/ 20 49.71 5.51 0.02 1134 Mount Pipe 78.00 (2)HBX-6516DS-T2M w/Mount 20 38.59 4.92 0.02 871 Pipe 74.00 813 RRH4X30-4R 20 34.52 4.63 0.02 816 65.00 KS24019-L112A 20 26.24 3.92 0.01 715 tnxTower Report-version 6.1.4.1 September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805, Application 309734, Revision 1 Page 23 Compression Checks Pole Design Data Section Elevation Size L Lu KI/r A P. Ratio No. P. ft ft ft inz K K WP L1 118-77.25 TP28.318x22x0.1875 40.75 0.00 0.0 16.418 -6.63 1008.35 0.007 (1) 2 L2 77.25- TP30.8371x27.40044.25 22.17 0.00 0.0 24.270 -12.23 1702.43 0.007 58.5833(2) 8 L3 58.5833- TP33.602x30.8371x0.442 17.83 0.00 0.0 45.676 -15.26 2124.87 0.007 40.75(3) 8 4 4.8.2(1.02 CR)-3 L4 40.75-35.5 TP33.916x32.0575x0.501 9.50 0.00 0.0 53.151 -18.43 2475.64 0.007 (4) 2 3 4.8.2(1.04 CR)-4 L5 35.5-0(5) TP39.42x33.916x0.6004 35.50 0.00 0.0 73.981 -30.11 3711.35 0.008 0 4.8.2(1.03 CR)-5 Pole Bending Design Data Section Elevation Size M x �M- Ratio M y ^y Ratio No. M x M y ft kip-ft kip-ft �M x kip-ft kip-ft +Mny L1 118-77.25 TP28.318x22x0.1875 400.47 572.64 0.699 0.00 572.64 0.000 (1) L2 77.25- TP30.8371x27.40040.25 1011.43 1070.44 0.945 0.00 1070.44 0.000 58.5833(2) L3 58.5833- TP33.602x30.8371x0.442 1435.39 1412.00 1.017 0.00 1412.00 0.000 40.75(3) 8 L4 40.75-35.5 TP33.916x32.0575x0.501 1745.97 1689.10 1.034 0.00 1689.10 0.000 (4) 2 L5 35.5-0(5) TP39AW3.9164.6004 2993.83 2940.42 1.018 0.00 2940.42 0.000 Pole Shear Design Data Section Elevation Size Actual +Vn Ratio Actual �Tn Ratio No. V V. T T ft K K �V� kip-ft kip-ft �Tn L1 118-77.25 TP28.318x22x0.1875 18.62 504.18 0.037 0.59 1146.68 0.001 (1) L2 77.25- TP30.8371x27.4004x0.25 30.38 851.22 0.036 1.30 2143.51 0.001 58.5833(2) L3 58.5833- TP33.602x30.8371x0.442 32.06 1062.44 0.030 1.50 2827.46 0.001 40.75(3) 8 L4 40.75-35.5 TP33.916x32.0575x0.501 33.28 1237.82 0.027 1.63 3382.32 0.000 (4) 2 L5 35.5-0(5) TP39.42x33.9164.6004 36.90 1855.67 0.020 2.12 5888.03 0.000 Pole Interaction Design Data tnxTower Report-version 6.1.4.1 September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805,Application 309734, Revision 1 Page 24 Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M x M y V. T. Stress Stress ft op oM x OM V �V OT Ratio Ratio L1 118-77.25 0.007 0.699 0.000 0.037 0.001 0.707 1.000 4.8.2 L2 77.25- 0.007 0.945 0.000 0.036 0.001 0.953 1.000 4.8.2 58.5833(2) L3 58.5833- 0.007 1.017 0.000 0.030 0.001 1.025 1.000 4.8.2 40.75(3) L4 40.75-35.5 0.007 1.034 0.000 0.027 0.000 1.044 1.000 q g 2 (4) L5 35.5-0(5) 0.008 1.018 0.000 0.020 0.000 1.027 1.000 4.8.2 Section Capacity Table Section Elevation Component Size Critical P 0Pa„ow % Pass No. ft Type Element K K Capacity Fail L1 118-77.25 Pole TP28.318x22x0.1875 1 -6.63 1008.35 70.7 Pass L2 77.25-58.5833 Pole TP30.8371x27.40044.25 2 -12.23 1702.43 95.3 Pass L3 58.5833-40.75 Pole TP33.602x30.8371 x0.4428 3 -15.26 2124.87 102.5 Passz L4 40.75-35.5 Pole TP33.916x32.0575x0.5012 4 -18.43 2475.64 104.2 Pass' L5 35.5-0 Pole TP39.42x33.916x0.6004 5 -30.11 3711.35 102.7 Passz Summary Pole(1-4) 104.2 Passz RATING= 104.2 Passz tnxTower Report-version 6.1.4.1 i September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805,Application 309734, Revision 1 Page 25 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.1.4.1 September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805,Application 309734,Revision 1 Page 26 (ABANDONED) (1) 7/8" TO 95 FT LEVEL (INSTALLED) (2) 7/8" TO 95 FT LEVEL (INSTALLED) CLIMBING PEGS (2) 1/2" TO 118 FT LEVEL W/SAFETY CLIMB • / \\ (PROPOSED) _(2) 1-5/8 TO 78 FT LEVEL (INSTALLED) (1) 1/2" TO 73 FT LEVEL (3) 1-1/4" TO 118 FT LEVEL Q (INSTALLED) (2) 3/8" TO 105 FT LEVEL O (1) 3/8" To 108 FT LEVEL (6) 7/8" TO 108 FT LEVEL - CF (INSTALLED) - (12) 7/8" TO 88 FT LEVEL (1) 1-5/8" TO 88 FT LEVEL tnxTower Report-version 6.1.4.1 f - September 24, 2015 118 Ft Monopole Tower Structural Analysis CC/BU No 875052 Project Number 37515-0473.003.7805,Application 309734,Revision 1 Page 27 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.1.4.1 118.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION PAN TILT HEAD 118 ERICSSON AIR 2184A B2P w/Mount 88 APXVSPP18-C w/Mount Pipe 118 Pipe APXVSPPI B-Cw/Mount Pipe 118 ERICSSON AIR 2184A 62P w/Mount 88 APXVSPPI8-C w/Mount Pipe 118 Pipe ( ACLLA20-N 118 KRY 112144/1. 88 O `s ACU-A20-N 118 KRY 112 144/1 88 ACU-A20-N 118 KRY 112144/1 88 (2)4'x7'Pipe Mount 118 Platform Mount[LP 303-11 88 c (2)4'x2"Pipe Mount 118 WX-6515DS-AIM w/Mount Pipe 88 RRUS 11 B12 88 c2 8 n N (2)4'x7'Pipe Mount 118 �`+ Platform Mount[LP 601-11 118 WX-6515DS-AIM w/Mount Pipe 88 TME-1900MHz RRH(65MHz)w/ 116 RRUS 11 B12 88 Mount Pipe WX-6515DS-AIM w/Mount Pipe 88 TME-1900MHz RRH(65MHz)w/ 116 RRUS 11 B12 88 Mount Pipe ERICSSON AIR 21 B2A 64P w/Mount 88 TME-1900MHz RRH(65MHz)w/ 116 Pipe Mount Pipe ERICSSON AIR 21 B2A 134P w/Mount 88 TME-800MHz RRH w/mount pipe 116 Pipe $ TME-800MHz RRH w/mount pipe 116 (2)HBX-6516DS-T2M w/Mount Pipe 78 TME-800MHz RRH w/mount pipe 116 (2)SWCP 2X7014 w/Mount Pipe 78 f n 800 EXTERNAL NOTCH FILTER 116 (2)SWCP 2X7014 w/Mount Pipe 78 800 EXTERNAL NOTCH FILTER 116 (2)SWCP 2X7014 w/Mount Pipe 78 77.3 It 800 EXTERNAL NOTCH FILTER 116 Platform Mount[LP 301-1] 78 Side Arm Mount[SO 102-31 116 (2)HBX-6516DS-T2M w/Mount Pipe 78 MINI-LINK PT 2010 105 (2)HBX-6516DS-T2M w/Mount Pipe 78 MINI-LINKPT2010 105 RRH2X40-AWS 74 Pipe Mount[PM 601-1] 105 RRH2X40-AWS 74 Pipe Mount[PM 601-1] 105 RRH2X40-AWS 74 ry o ^ 2 RDC-4276-PF-48 74 ANT2 0.3 23 HP(TR) 105 () o N ANT2 0.6 23 HP(TR) 105 B13 RRH4X30-4R 74 T-Ann Mount[TA 702-1] 95 Side Arm Mount[SO 102-31 74 Side Arm Mount[SO 701-1] 95 B13 RRH4X30-4R 74 PD10183-1 95 B13 RRH4X30-4R 74 �n CRS-3-50 95 KS24019-1-112A 65 n 58.6 ft O ERICSSON AIR 2162A B4P w/Mount 88 Side Arm Mount[SO 701-1J 65 a Pipe ERICSSON AIR 21 134A B2P w/Mount 88 Pipe MATERIAL STRENGTH a m GRADE Fy FU GRADE Fy Fu o A607-60 60 ksi 175 ksi Reinf 40.75 ksi 141 ksi 51 ksi A607-65 65 ksi 180 ksi Reinf 43.89 ksi 144 ksi 155 ksi 0 0 Reinf 40.70 ksi 41 ksi 151 ksi v TOWER DESIGN NOTES ao.e n« _ 1. Tower is located in Barnstable County,Massachusetts. m o 0 0 2. Tower designed for Exposure C to the TIA-222-G Standard. o 3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-G Standard. 35.5 ft 4. Tower is also designed for a 40 mph basic wind with 0.75 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING:104.2% ALL REACTIONS ARE FACTORED rr AXIAL 52 K m SHEAR MOMENT Mm co 5 K 394 kip-ft rr TORQUE 0 kip-ft 40 mph WIND-0.7500 in ICE AXIAL 30 K SHEAR MOMENT 37K 37 K \\`` 2994 kip-ft I o.o ft Z TORQUE 4 kip-ft w - m REACTIONS-120 mph WIND 6 J v W 'y �n r°- M 0 3 n Paul J Ford and Company ob:118'MP;Hyannis,MA;Associated Alarm System 250 E. Broad Street, Suite 600 Project:PJF37513-2778(BU875052) Columbus, OH 43215 olio":Crown Castle Drawn by:John J Woolley App'd Phone:614.221.6679 code: TIA-222-G Date:09/24/15 scale: NTS Path: Dwg No.E-1 FAX:614.448.4105 Date: 9/2412016 PAUL J. FORD AND COMPANY PJFProject: 37515-0473.003.7805 S T R U C T U R A L E N G I N E E R S 250 East Broad Street • Suite 600 • Columbus,Ohio 43215-370e Client Ref.# BU 875052 Site Name: 118'MP Description: Associated Alarm System Owner. Crown Castle AA-Effective 7-12-13 Engineer. JJF Asymmetric Anchor Rod Analysis Moment= 2994 k-it TIA Ref. G Location= Base Plate Axial= 30.0 kips ASIF= NIA 9= 0.50 for BP,Rev.G Sect.4.9.9 Shear= 37.0 kips Max Rat o= 105.0% Threads= NIA for FP,Rev.G Anchor Qty= 15 **For Post Installed Anchors:Check anchors for embedment,epoxy/grout bond,and capacity based on proof load.** Nominal Area Max Net Max Net Load for Capacity Anchor Dia, Location, Anchor Override, Compressio Tension, Capacity Override, Capacity, Capacity hem in Spec Fy,ksi Fu,ksi degrees Circle,in in' Area,in' n,kips kips Calc,kips kips kips Ratio 1 2.250 #18J A615 Gr 75 75 100 30.0 46.00 0.00 3.98 221.49 217.14 226.85 0.00 260.00 87.2% 2 2.250 #18J A615 Gr 75 75 100 45.0 46.00 0.00 3.98 218.54 214.19 223.90 0.00 260.00 86.1% 3 2.250 #18J A615 Gr 75 75 100 60.0 46.00 0.00 3.98 215.76 211.42 221.12 0.00 260.00 85.0% 4 2.250 1#18J A615 Gr 75 75 100 120.0 46.00 0.00 3.98 220.21 215.86 225.56 0.00 260.00 86.8% 5 2.250 #18J A615 Gr 75 75 100 135.0 46.00 0.00 3.98 224.72 220.37 230.07 0.00 260.00 88.5% 6 2.250 #18J A615 Gr 75 75 100 150.0 46.00 0.00 3.98 228.94 224.59 234.29 0.00 260.00 90.1% 7 2.250 #18J A615 Gr 75 75 100 210.0 46.00 0.00 3.98 228.94 224.59 234.29 0.00 260.00 90.1% 8 2.150 #18J A615 Gr 75 75 100 225.0 46.00 0.00 3.98 224.72 220.37 230.07 0.00 260.00 88.57/6 9 2.250 #18J A615 Gr 75 75 100 240.0 46.00 0.00 3.98 220.21 215.86 225.56 0.00 260.00 86.8% 10 2.250 #18J A615 Gr 75 75 100 300.0 46.00 0.00 3.98 215.76 211.42 221.12 0.00 260.00 85.0% 11 2.250 #18J A615 Gr 75 75 100 315.0 46.00 0.00 3.98 218.54 214.19 223.90 0.00 260.00 86.1% 12 2.250 #181 A615 Gr 75 75 100 330.0 46.00 0.00 3.98 221.49 217.14 226.85 0.00 260.00 87.2% 13 1.750 A193 Gr B7 105 125 0.0 51.42 0.00 2.41 151.81 149.19 155.05 0.00 190.00 81.6% 14 1.750 JAi93 Gr B7 105 125 108.0 51.42 0.00 2.41 146.40 143.77 149.63 0.00 190.00 78.8% 15 1.750 JAI93 Gr B7 105 125 252.0 51.42 0.00 2.41 146.40 143.77 149.63 0.00 190.00 78.8% 54.98 °Copyright 2011,Paull.Ford and Company,all right reserved. Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /G Assumptions: 1)Rod groups at corners. Total#rods divisible by 4. Maximum total#of rods=48(12 per Corner). 2)Rod Spacing=Straight Center-to-Center distance between any(2)adjacent rods(same corner) 3)Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod Diameter) Site Data Base Reactions BU#: TIA Revision: G Site Name: Factored Moment,Mu: 2607.8 ft-kips Reactions adjusted to App#: Factored Axial, Pu: 26.1 kips account for additional Anchor Rod Data Factored Shear, Vu: 32.14 kips anchor rods Eta Factor, ri 0.5 TIA G(Fig.4-4) Qty: 12 Diam: 2.25 in Anchor Rod Results Rod Material: A615-J TIA G-->Max Rod(Cu+Vu/rl): 234.3 Kips Yield, Fy: 75 ksi Axial Design Strength, O*Fu*Anet: 260.0 Kips Strength, Fu: 100 ksi Anchor Rod Stress Ratio: 90.1% Pass Bolt Circle: 46 in Anchor Spacing: 6 In Plate Data Base Plate Results Flexural Check PL Ref. Data W=Side: 45 in Base Plate Stress: 49.2 ksi Yield Line(in): Thick: 2.5 in PL Design Bending Strength, (D*Fy: 49.5 ksi 24.22 Grade: 55 ksi Base Plate Stress Ratio: 99.4% Pass Max PL Length: —Clip Distance: 4 in 24.22 N/A-Unstiffened Stiffener Data(Welding at both sides) Stiffener Results Configuration: Unstiffened Horizontal Weld : N/A Weld Type: ** Vertical Weld: N/A Groove Depth: in** Plate Flex+Shear,fb/Fb+(fv/Fv)A2: N/A Groove Angle: degrees Plate Tension+Shear,ft/Ft+(fv/Fv)A2: N/A Fillet H.Weld: <--Disregard Plate Comp. (AISC Bracket): N/A Fillet V.Weld: in Pole Results Width: in Pole Punching Shear Check: N/A Height: in Max PL Length Thick: in Yield Line Notch: in n An°h°rs 5t st at co ner= t= BASE PL Grade. ksi Oty/4 THICKNESS Weld str.: ksi . . CLAnchor, Typ. STIFFENED CONFIGURATION ASSUMED IN TOOL Pole Data �e B.C. Diam: 39.42 in _�` ____ _ Thick: 0.3125 in Input clear space Grade: 65 ksi of B.C. for Sinole Anchor Case #of Sides: 18 °o°IF Round L9,p� Pole w/ DAM = D Anchor Spacing Some As Stiffener Spacing. Except for Sionle Corner Anchor (Input Clear Space) * Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5-Square Base F-G 1.2,Effective March 19,2012 Analysis date: 9/24/2015 0 PA U L J. FORD Job Number: 37515-0473.003.7805 Page: 1 & COMPANY Site Number: 875052 By: JJW 250 E Broad St,Ste 600•Columbus,OH 43215 Site Name: Associated Alarm Date: 9/24/2015 Phone 614.221.6679 www.pauljford.com DRILLED PIER SOIL AND STEEL ANALYSIS -TIA-222-G Factored Base Reactions from R/SA Safety Factors/Load Factors/0 Factors Comp. + Tension - Tower Type= o no pole Moment,Mu= 2994.0 k-ft ACI Code= Cl Shear,Vu= 37.0 kips Seismic Design Category= Axial Load,Put= 30.0 kips(from 1.2D+1.6W)' Reference Standard=Axial Load,Put= 22.5 kips(from 0.9D+1.6W)" Use 1.3 Load Factor? OTMu= 3012.5 k-ft @ Ground Load Factor= *Axial Load,Put will be used for Soil Compression Analysis. "Axial Load,Pu2 will be used for Steel Analysis. Drilled Pier Parameters Safety Factor m Factor Diameter= 6 ft Soil Lateral Resistance= 0.75 Height Above Grade= 0.5 ft Skin Friction= 0.75 Depth Below Grade= 19 ft End Bearing= 0.75 fc'= 3 ksi Concrete Wt Resist Uplift= Ec= 0.003 in/in Load Combinations Checked per TIA-222-G Mat Ftdn.Cap Width= ft 1.(0.75)Ult.Skin Friction+(0.75)Ult.End Bearing Mat Ftdn.Cap Length= ft +(1.2)Effective Soil Wt.-(1.2)Buoyant Conc.Wt.>_Comp. Depth Below Grade= ft 2.(0.75)Ult.Skin Friction+(0.9)Buoyant Conc.Wt.>_Uplift Steel Parameters Soil Parameters Number of Bars= 16 Water Table Depth= 15.00 Rebar Size= #11 Depth to Ignore Soil= 5.00 Rebar Fy= 60 ksi Depth to Full Cohesion= 0 Rebar MOE= 29000 ksi Full Cohesion Starts at? 3round Tie Size= #5 Above Full Cohesion Lateral Resistance=4(Cohes7on)(Dia)(H) Side Clear Cover to Ties= 4 in Below Full Cohesion Lateral Resistance=B(Cohesion)(Dia)(H) Direct Embed Pole Shaft Parameters Maximum Capacity Ratios Dia @ Grade= in Maximum Soil Ratio= 110.00% Dia @ Depth Below Grade= in Maximum Steel Ratio= 105.0% Number of Sides= Thickness= in Fy= ksi Backfill Condition= Define Soil Lavers Note:Cohesion=Undrained Shear Strengh=Unconfined Com ressive Strength/2 Friction Ultimate Comp.Ult. Tension Ult. Thickness Unit Weight Cohesion Angle End Bearing Skin Friction Skin Friction Depth Layer ft pcf psf degrees Soil Type psf psf psf ft 1 2 110 29 Sand 2 2 2 117 31 Sand 4 3 2 125 36 Sand 6 4 4 127 37 Sand 10 5 5 125 36 Sand 15 6 5 123 34 Sand 10200 20 7 10 122 33 Sand 30 8 9 10 11 12 Soil Results: Overturnin Depth to COR= 13.74 ft,from Grade Shear,Vu= 37.00 ips Bending Moment,Mu= 3521.01 k-ft,from COR Resisting Shear,0Vn= 34.03 kips Resisting Moment,0Mn= 3238.08 k-ft,from COR MOMENT RATIO= 108.7% OK SHEAR RATIO= 108.7% OK Soil Results: Uplift Soil Results: Compression Uplift,Tu= 1 0.00 kips Compression,Cu= 30.00 ips Uplift Capacity,OTn= 68.08 kips Comp.Capacity,(DCn= 198.08 kips UPLIFT RATIO= 0.0% OK COMPRESSION RATIO= 15.3% OK Steel Results AC1318-05 : Minimum Steel Area 13.57 sq in Axial Load,Pu= 48.38 ips @ 5.75 ft Below Grade Actual Steel Area= 24.96 Isq in Moment,Mu= 3215.55 -ft @ 5.75 ft Below Grade Moment,OMn= 3342.46 k-ft Axial,OPn(min)= 1347.84 kips,Where OMn=0 k-ft MOMENT RATIO= 96.2% OK Axial,O)Pn(max)= 6144.47 kips,Where OMn=0 k-ft v4.0-Effective:10-18-13 (d Copyright 2013 by Paul J.Ford and Company,all rights reserved. Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral,transverse reinforcing Site Data Maximum Shaft Superimposed Forces BU#: 875052 TIA Revision: G Site Name: Associated Alarm Max. Factored Shaft Mu: 3215.55 ft-kips C Note) App#: Max. Factored Shaft Pu: 46.36 kips Max Axial Force Type: Comp. Note: Max Shaft Superimposed Moment does not necessarily Loads Already Factored equal to the shaft top reaction moment For M(WL) <----Disregard For P(DL) 1 <----Disregard Load Factor Shaft Factored Loads 1.00 Mu:j 3215.55 ft-kips Pier Properties 1.00 Pu:j 46.36 kips Concrete: Pier Diameter= 6.0 ft Material Properties Concrete Area= 4071.5 in Concrete Comp. strength,fc= 3000 psi Reinforcement yield strength, Fy= 60 ksi Reinforcement: Reinforcing Modulus of Elasticity, E= 29000 ksi Clear Cover to Tie= 4.00 in Reinforcement yield strain= 0.00207 Horiz. Tie Bar Size= 5 Limiting compressive strain= 0.003 Vert. Cage Diameter.= 5.11 ft ACI 318 Code Vert. Cage Diameter= 61.34 in Select Analysis ACI Code=l 2005 Vertical Bar Size= 11 Seismic Properties Bar Diameter= 1.41 in Seismic Design Category= D Bar Area= 1.56 in Seismic Risk= High Number of Bars= 16 As Total= 24.96 in 2 Solve < Press Upon Completing All Input As/Aconc, Rho: 0.0061 0.61% (Run) ACI 10.5 , ACI 21.10.4, and IBC 1810. Results: Min As for Flexural, Tension Controlled, Shafts: Governing Orientation Case: 2 1(3)*(Sgrt(fc)/Fy: 0.0027 E 200/Fy: 0.0033 Mu Mu Case 1 Case ll 2 Dist. From Edge to Neutral Axis: 12.52 in Extreme Steel Strain, et: 0.0128 Minimum Rho Check: et>0.0050,Tension Controlled Actual Req'd Min. Rho:1 0.33% IFlexural Reduction Factor,cp: 0.900 Provided Rho: 0.61% OK Ref. Shaft Max Axial Capacities, (b Max(Pn or Tn): Max Pu= ((p=0.65) Pn. Output Note: Negative Pu=Tension Pn per ACI 318(10-2) 6144.47 Ikips For Axial Compression, cp Pn = Pu: 46.36 kips at Mu=(�=0.65)Mn= 3164.92 ft-kips Drilled Shaft Moment Capacity, cpMn: 3342.47 ft-kips Drilled Shaft Superimposed Mu: 3215.55 ft-kips Max Tu, ((p=0.9)Tn = 1347.84 kips at Mu=�=(0.90)Mn= 0.00 Ift-kips (MulcpMn,Drilled Shaft Flexure CSR: 96.2% Drilled-Shaft-Moment-Capacity, DSMC, Version 1.1 -Effective 04/01/2010 Analysis Date: 9/24/2015 oFt Town of Barnstable Regulatory Services BARNSTABLE r • anrt.stnu•c3iievi:i.[•covrt•iirp:!+ts + + !aas:cra aas•csrez,;.u•wm susrazt + &UMSTABM • 169e-20w MAay. g Richard V. Scali,Director 1639. ♦0 �Fo N,F+a Building Division Thomas Perry, CBO Building Commissioner 200 Main Street, Hyannis, MA 02601 www.town.ba rnstable.ma.u s January 5, 2016 T-Mobile c/o Crown Castle Ms. Amanda Goodall, Agent 12 Gill Street, Suite 5800 Woburn, MA 01801 RE: Site Plan Review 036-15 Crown Castle for T-Mobile 1047 Falmouth Road, Hyannis Map 250, Parcels 004 Proposal: Installation of 3 additional panel antennas and 3 RRU's to the existing T-Mobile platform on the existing monopole cell tower. Dear Ms. Goodall: Please be advised that the above proposal has received an administrative approval subject to the following: • Approval is based upon, and must be substantially constructed in accordance with plans entitled"Site Name: HY 558/Sprint Centerville, 1047 Falmouth Road, Hyannis—Site Number 4HY0558A by Hudson Design Group,North Andover MA , dated 9/24/15, 6 Sheets. • A building permit will be required. A copy of the approved site plan will be retained on file. Sincerely, Ellen M. Swiniarski Site Plan Review Coordinator CC: Tom Perry, Building Commissioner T-MOBILE NORTHEAST LLC 15 COMMERCE WAY, SUITE B SITE NAME: HY558/SPRINT CENTERVILLE ICE: (, 8) 86-2 OFFICE: (508) 286-2700 FAX: (508) 286-2893 1047 FALMOUTH ROAD HYANNIS, MA 02601 C O N AST E BARNSTABLE COUNTY CROWN CASTLE 500 WEST CUMMINGS PARK,SUITE 3600 WOBURN,MA 01801 Hudson ,< SITE NUMBER: 4HY0558A 1600 OSGOOD STREET SLIMING 20 NORTH,SUITE 3090 TEL:1978)557-5553 - N.ANDOVER,MA 01845 FAX:19781336-5586 of �assgc� PROJECT,INFORMATION o� DEREK J. GJ GENERAL NOTES CREASER SCOPE OF WORK: UNMANNED TELECOMMUNICATIONS FACILITY T-MOBILE CIV n 1. THIS DOCUMENT IS THE CREATION, DESIGN, PROPERTY AND COPYRIGHTED WORK OF EQUIPMENT MODERNIZATION T-MOBILE. ANY DUPLICATION OR USE WITHOUT EXPRESS WRITTEN CONSENT IS STRICTLY o r PROHIBITED. DUPLICATION AND USE BY GOVERNMENT AGENCIES FOR THE PURPOSES OF * ZONING JURISDICTION: BASED ON INFORMATION PROVIDED BY T-MOBILE, THIS �� �G� CONDUCTING THEIR LAWFULLY AUTHORIZED REGULATORY AND ADMINISTRATIVE FUNCTIONS IS {1> = ® TELECOMMUNICATIONS EQUIPMENT DEPLOYMENT IS AN OF STER P CIFICALLY ALLOWED. - Fs �� SE S� _ ELIGIBLE FACILITY UNDER THE TAX RELIEF ACT OF 2012, TONAL � n 47 USC 1455 A AND IS SUBJECT TO AN EXPEDITED e,Y i • 2. THE FACILITY IS AI UNMANNED PRIVATE AND SECURED EQUIPMENT INSTALLATION. IT IS ONLY LJ - ELIGIBLE FACILITIES REQUEST REVIEW AND ZONING 1 '� / APPROVALS ACCESSED BY TRAINED TECHNICIANS FOR PERIODIC ROUTINE MAINTENANCE AND THEREFORE � rs_ PRE-EMPTION FOR LOCAL DISCRETIONARY PERMITS DOES NOT REQUIRE ANY WATER OR SANITARY SEWER SERVICE. THE FACILITY IS NOT - (VARIANCE, SPECIAL PERMIT, SITE PLAN REVIEW). Y GOVERNED BY REGULATIONS REQUIRING PUBLIC ACCESS PER ADA REQUIREMENTS. CONSTRUCTION DATE 3. CONTRACTOR SHALL HA VERIFY ALL PLANS AND EXISTING DIMENSIONS AND CONDITIONS ON THE •� Y' SITE ADDRESS: 1047 FALMOUTH ROAD HYANNIS, MA 02601 JOB SITE AND SHALL IMMEDIATELY NOTIFY THE T-MOBILE NORTHEAST, LLC REPRESENTATIVE PROJECT RF ENGINEERING DATE RESPONSIBLE LATITUDE: IN WRITING OF DISCREPANCIES BEFORE PROCEEDING WITH THE WORK OR BE 41' 39' 32.184" N * SITE -+a- FOR SAME. - �a LONGITUDE: -70' 19' 32.808" W ZONING/SITE ACID. DATE JURISDICTION: NATIONAL, STATE & LOCAL CODES OR ORDINANCES N CURRENT USE: TELECOMMUNICATIONS FACILITY OPERATIONS DATE T-MOBILE TECHNICIAN SITE SAFETY NOTES PROPOSED USE: TELECOMMUNICATIONS FACILITY TOWER OWNER DATE LOCATION SPECIAL RESTRICTIONS TOWER OWNER: CROWN CASTLE INTERNATIONAL SECTOR A: ACCESS NOT PERMITTED PROJECT NO: 4HY0558A CROWN CASTLE ID: 875052 SECTOR B: ACCESS NOT PERMITTED DESIGN GUIDELINE: 702CU DRAWN BY: VP SECTOR C: ACCESS NOT PERMITTED GPS/LMU: UNRESTRICTED CHECKED BY: RP RADIO CABINETS: UNRESTRICTED PPC DISCONNECT: UNRESTRICTED /� MAIN CIRCUIT D/C: UNRESTRICTED 'k- rt DRAWING INDEX REV NIU/T DEMARC: UNRESTRICTED OTHER/SPECIAL: NONE T-1 TITLE SHEET 0 0 09/24/15 ISSUED FOR REVIEW CONFIGURATION GN-1 GENERAL NOTES 0 SITE NUMB HY558/SPRINT CENTERVILLE 702CU 7.2A-1 COMPOUND& EQUIPMENT PLAN 0 CROWN(o . I HOURS CASTLE ID:8750521047 FALMOUTH ROAD BEFORE YOU U DIG HYANNIS, MA 2601 A-2 ANTENNA LAYOUT& ELEVATION 0 BARNSTABLE COUNTY SHEET TITLE CALL TOLL FREE 8 8 8 - DIG - SAFE A_3 DETAILS 0 TITLE SHEET CROWN CASTLE SITE NAME: ASSOCIATED ALARM SYSTEM G-1 GROUNDING DETAILS 0 (700 MHz) CROWN CASTLE SITE ID: 875052 UNDERGROUND SERVICE ALERT SHEET NUMBER T-1 r GROUNDING NOTES GENERAL NOTES T-MOBILE NORTHEAST LLC 15 COMMERCE WAY, SUITE B NORTON, MA 02766 OFFICE: (508) 286-2700 1. THE SUBCONTRACTOR SHALL REVIEW AND INSPECT THE 1. FOR THE PURPOSE OF CONSTRUCTION DRAWING, THE FOLLOWING 15. ALL STRUCTURAL STEEL WORK SHALL BE DETAILED, FABRICATED AND FAX: (508) 286-2893 EXISTING FACILITY GROUNDING SYSTEM AND LIGHTNING DEFINITIONS SHALL APPLY: ERECTED IN ACCORDANCE WITH AISC SPECIFICATIONS. ALL STRUCTURAL PROTECTION SYSTEM (AS DESIGNED AND INSTALLED) FOR STEEL SHALL BE ASTM A53 (Fy = 36 ksi) UNLESS OTHERWISE NOTED. O CONTRACTOR - CROWN CASTLE INTERNATIONAL PIPES SHALL BE ASTM A TYPE E (Fy = 36 ksi). ALL STEEL EXPOSED STRICT COMPLIANCE WITH THE NEC (AS ADOPTED BY THE SUBCONTRACTOR - GENERAL CONTRACTOR (CONSTRUCTION) TO WEATHER SHALL BE HOT DIPPED GALVANIZED. TOUCHUP ALL SCRATCHES A S L E AHJ), THE SITE-SPECIFIC (UL, LPI, OR NFPA) LIGHTING OWNER - T-MOBILE AND OTHER MARKS IN THE FIELD AFTER STEEL IS ERECTED USING A PROTECTION CODE, AND GENERAL COMPLIANCE WITH COMPATIBLE ZINC RICH PAINT. TELCORDIA AND TIA GROUNDING STANDARDS. THE 2. PRIOR TO THE SUBMISSION OF BIDS, THE BIDDING SUBCONTRACTOR SHALL VISIT THE CELL SITE TO FAMILIARIZE WITH THE EXISTING CONDITIONS AND TO 16. CONSTRUCTION SHALL COMPLY WITH UMTS SPECIFICATIONS AND CROWN CASTLE SUBCONTRACTOR SHALL REPORT ANY VIOLATIONS OR CONFIRM THAT THE WORK CAN BE ACCOMPLISHED AS SHOWN ON THE 500 WEST COBURN.MA 018.SUITE 3600 ADVERSE FINDINGS TO THE CONTRACTOR FOR RESOLUTION. CONSTRUCTION DRAWINGS. ANY DISCREPANCY FOUND SHALL BE BROUGHT TO "GENERAL CONSTRUCTION SERVICES FOR CONSTRUCTION OF T-MOBILE woeURN.MAoieoi SITES." THE ATTENTION OF CONTRACTOR. 2. ALL GROUND ELECTRODE SYSTEMS (INCLUDING 17. SUBCONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND 3. ALL MATERIALS FURNISHED AND INSTALLED SHALL BE IN STRICT CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF TELECOMMUNICATION, RADIO, LIGHTNING PROTECTION, AND ACCORDANCE WITH ALL APPLICABLE CODES, REGULATIONS, AND ORDINANCES. Hudson AC POWER GES'S SHALL BE BONDED TOGETHER, AT OR SUBCONTRACTOR SHALL ISSUE ALL APPROPRIATE NOTICES AND COMPLY WITH EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS MUST BE VERIFIED. p��Groupuc ALL LAWS, ORDINANCES, RULES, REGULATIONS, AND LAWFUL ORDERS OF ANY SUBCONTRACTOR SHALL NOTIFY THE CONTRACTOR OF ANY DISCREPANCIES BELOW GRADE, BY TWO OR MORE COPPER BONDING PRIOR TO ORDERING MATERIAL OR PROCEEDING WITH CONSTRUCTION. CONDUCTORS IN ACCORDANCE WITH THE NEC. PUBLIC AUTHORITY REGARDING THE PERFORMANCE OF THE WORK. ALL WORK 16DO OSGOOD STREEr CARRIED OUT SHALL COMPLY WITH ALL APPLICABLE MUNICIPAL AND UTILITY BUaowG20NORTH.SUITE3090 TEL:1978)557-5553 18. THE EXISTING CELL SITE IS IN FULL COMMERCIAL OPERATION. ANY N.ANDOVER,MA 01845 FAX:19781336-5586 COMPANY SPECIFICATIONS AND LOCAL JURISDICTIONAL CODES, ORDINANCES AND 3. THE SUBCONTRACTOR SHALL PERFORM IEEE APPLICABLE REGULATIONS. CONSTRUCTION WORK BY SUBCONTRACTOR SHALL NOT DISRUPT THE EXISTING NORMAL OPERATION. ANY WORK ON EXISTING EQUIPMENT MUST BE FALL-OF-POTENTIAL RESISTANCE TO EARTH TESTING (PER IEEE 4 DRAWINGS PROVIDED HERE ARE NOT TO BE SCALED AND ARE INTENDED COORDINATED WITH CONTRACTOR. ALSO, WORK SHOULD BE SCHEDULED FOR P��N OF *SSy 1100 AND 81) FOR NEW GROUND ELECTRODE SYSTEMS. THE TO SHOW OUTLINE ONLY. AN APPROPRIATE MAINTENANCE WINDOW USUALLY IN LOW TRAFFIC PERIODS �� Cy SUBCONTRACTOR SHALL FURNISH AND INSTALL AFTER MIDNIGHT. �= DEREK J. GJ SUPPLEMENTAL GROUND ELECTRODES AS NEEDED TO 5. UNLESS NOTED OTHERWISE, THE WORK SHALL INCLUDE FURNISHING 19. SINCE THE CELL SITE IS ACTIVE, ALL SAFETY PRECAUTIONS MUST BE g CREASER �= ACHIEVE A TEST RESULT OF 5 OHMS OR LESS. MATERIALS, EQUIPMENT, APPURTENANCES, AND LABOR NECESSARY TO COMPLETE TAKEN WHEN WORKING AROUND HIGH LEVELS OF ELECTROMAGNETIC C V t ALL INSTALLATIONS AS INDICATED ON THE DRAWINGS. RADIATION. EQUIPMENT SHOULD BE SHUTDOWN PRIOR TO PERFORMING ANY 4. METAL RACEWAY SHALL NOT BE USED AS THE NEC 6. "KITTING LIST" SUPPLIED WITH THE BID PACKAGE IDENTIFIES ITEMS THAT WORK THAT COULD EXPOSE THE WORKERS TO DANGER. PERSONAL RF p REQUIRED EQUIPMENT GROUND CONDUCTOR. STRANDED WILL BE SUPPLIED BY CONTRACTOR. ITEMS NOT INCLUDED IN THE BILL OF EXPOSURE MONITORS ARE ADVISED TO BE WORN TO ALERT OF ANY COPPER CONDUCTORS WITH GREEN INSULATION, SIZED IN MATERIALS AND KITTING LIST SHALL BE SUPPLIED BY THE SUBCONTRACTOR. DANGEROUS EXPOSURE LEVELS. O /STER�� �<,� ACCORDANCE WITH THE NEC, SHALL BE FURNISHED AND 20. APPLICABLE BUILDING CODES: �SS�ONAL 7, THE SUBCONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS IN ENG\ INSTALLED WITH THE POWER CIRCUITS TO BTS EQUIPMENT. SUBCONTRACTOR'S WORK SHALL COMPLY WITH ALL APPLICABLE NATIONAL, ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS UNLESS SPECIFICALLY STATE, AND LOCAL CODES AS ADOPTED BY THE LOCAL AUTHORITY HAVING APPROVALS STATED OTHERWISE. JURISDICTION (AHJ) FOR THE LOCATION. THE EDITION OF THE AHJ ADOPTED 5. EACH BTS CABINET FRAME SHALL BE DIRECTLY 8, IF THE SPECIFIED EQUIPMENT CANNOT BE INSTALLED AS SHOWN ON THESE CODES AND STANDARDS IN EFFECT ON THE DATE OF CONTRACT AWARD CONNECTED TO THE MASTER GROUND BAR WITH GREEN DRAWINGS, THE SUBCONTRACTOR SHALL PROPOSE AN ALTERNATIVE INSTALLATION SHALL GOVERN THE DESIGN. CONSTRUCTION DATE INSULATED SUPPLEMENTAL EQUIPMENT GROUND WIRES, 6 SPACE FOR APPROVAL BY THE CONTRACTOR. BUILDING CODE: MA STATE BUILDING CODE 780 CMR 8TH EDITION AWG STRANDED COPPER OR LARGER FOR INDOOR BTS 2 AWG ELECTRICAL CODE: REFER TO ELECTRICAL DRAWINGS LIGHTNING CODE: REFER TO ELECTRICAL DRAWINGS RF ENGINEERING DATE STRANDED COPPER FOR OUTDOOR BTS. 9. SUBCONTRACTOR SHALL DETERMINE ACTUAL ROUTING OF CONDUIT, POWER AND T1 CABLES, GROUNDING CABLES AS SHOWN ON THE POWER, GROUNDING SUBCONTRACTOR'S WORK SHALL COMPLY WITH THE LATEST EDITION OF THE 6. EXOTHERMIC WELDS SHALL BE USED FOR ALL GROUNDING AND TELCO PLAN DRAWING. SUBCONTRACTOR SHALL UTILIZE EXISTING TRAYS FOLLOWING STANDARDS: ZONING/SITE ACO. DATE AND/OR SHALL ADD NEW TRAYS AS NECESSARY. SUBCONTRACTOR SHALL CONNECTIONS BELOW GRADE. CONFIRM THE ACTUAL ROUTING WITH THE CONTRACTOR. AMERICAN CONCRETE INSTITUTE (ACI) 318; BUILDING CODE OPERATIONS DATE 7. APPROVED ANTIOXIDANT COATINGS (I.E., CONDUCTIVE GEL 10. THE SUBCONTRACTOR SHALL PROTECT EXISTING IMPROVEMENTS, REQUIREMENTS FOR STRUCTURAL CONCRETE; OR PASTE) SHALL BE USED ON ALL COMPRESSION AND PAVEMENTS, CURBS, LANDSCAPING AND STRUCTURES. ANY DAMAGED PART AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) TOWER OWNER DATE BOLTED GROUND CONNECTIONS. SHALL BE REPAIRED AT SUBCONTRACTOR'S EXPENSE TO THE SATISFACTION OF OWNER. MANUAL OF STEEL CONSTRUCTION, ASD, NINTH EDITION; PROJECT NO: 4HY0558A 8. ICE BRIDGE BONDING CONDUCTORS SHALL BE 11. SUBCONTRACTOR SHALL LEGALLY AND PROPERLY DISPOSE OF ALL SCRAP MATERIALS SUCH AS COAXIAL CABLES AND OTHER ITEMS REMOVED FROM THE TELECOMMUNICATIONS INDUSTRY ASSOCIATION (TIA) 222-G, DRAWN BY: VP EXOTHERMICALLY BONDED OR BOLTED TO THE BRIDGE AND STRUCTURAL STANDARDS FOR STEEL THE TOWER GROUND BAR. EXISTING FACILITY. ANTENNAS REMOVED SHALL BE RETURNED TO THE OWNER'S DESIGNATED LOCATION. ANTENNA TOWER AND ANTENNA SUPPORTING STRUCTURES; REFER CHECKED BY: RIP 9. ALUMINUM CONDUCTOR OR COPPER CLAD STEEL 12. SUBCONTRACTOR SHALL LEAVE PREMISES IN CLEAN CONDITION. TO ELECTRICAL DRAWINGS FOR SPECIFIC ELECTRICAL STANDARDS. CONDUCTOR SHALL NOT BE USED FOR GROUNDING 13. ALL CONCRETE REPAIR WORK SHALL BE DONE IN ACCORDANCE WITH FOR ANY CONFLICTS BETWEEN SECTIONS OF LISTED CODES AND STANDARDS CONNECTIONS. REGARDING MATERIAL, METHODS OF CONSTRUCTION, OR OTHER AMERICAN CONCRETE INSTITUTE (ACI) 301. REQUIREMENTS, THE MOST RESTRICTIVE REQUIREMENT SHALL GOVERN. 10. MISCELLANEOUS ELECTRICAL AND NON-ELECTRICAL 14. ANY NEW CONCRETE NEEDED FOR THE CONSTRUCTION SHALL BE WHERE THERE IS CONFLICT BETWEEN A GENERAL REQUIREMENT AND A METAL BOXES, FRAMES AND SUPPORTS SHALL BE BONDED AIR-ENTRAINED AND SHALL HAVE 4000 PSI STRENGTH AT 28 DAYS. ALL SPECIFIC REQUIREMENT, THE SPECIFIC REQUIREMENT SHALL GOVERN. TO THE GROUND RING, IN ACCORDANCE WITH THE NEC. CONCRETE WORK SHALL BE DONE IN ACCORDANCE WITH ACI 318 CODE o 09/24/15 ISSUED FOR REVIEW REQUIREMENTS. SITE NUMBER:4HY0558A 11. METAL CONDUIT'SHALL BE MADE ELECTRICALLY SITE NAME: + -HY558/SPRINTCENTERVILLE CONTINUOUS WITH LISTED BONDING FITTINGS OR BY CROWN CASTLE ID:875052 BONDING ACROSS THE DISCONTINUITY WITH 6 AWS COPPER 1047 FALMOUTH ROAD WIRE UL APPROVED GROUNDING TYPE CONDUIT CLAMPS. HYANNIS, MA 02601 BARNSTABLE COUNTY 12. ALL NEW STRUCTURES WITH A FOUNDATION AND/OR FOOTING ABBREVIATIONS HAVING 20 FT. OR MORE OF 1/2 IN. OR GREATER SHEET TITLE ELECTRICALLY CONDUCTIVE REINFORCING STEEL MUST HAVE IT BONDED TO THE GROUND RING USING AN EXOTHERMIC WELD AGL ABOVE GRADE LEVEL G.C. GENERAL CONTRACTOR RF RADIO FREQUENCY GENERAL NOTES CONNECTION USING #2 AWG SOLID BARE TINNED COPPER AWG AMERICAN WIRE GAUGE MGB MASTER GROUND BUS GROUND WIRE, PER NEC 250.50 (700 MHz) BCW BARE COPPER WIRE MIN MINIMUM TBD TO BE DETERMINED BTS BASE TRANSCEIVER STATION PROPOSED NEW TBR TO BE REMOVED SHEET NUMBER EXISTING EXISTING N.T.S. NOT TO SCALE TBRR TO BE REMOVED EG EQUIPMENT GROUND REF 4 REFERENCE AND REPLACED TYP TYPICAL GN-1 EGR EQUIPMENT GROUND RING REQ t REQUIRED T-MOBILE NORTHEAST LLC 15 COMMERCE WAY, SUITE B EXISTING T-MOBILE NORTON, MA 02766 CONCRETE PAD OFFICE: (508) 286-2700 FAX: 508 286-2893 EXISTING T-MOBILE EXISTING T-MOBILE ( ) 3106 CABINET WITH 2106 CABINET WITH EXISTING BUILDING RBS 6131 UPGRADE BOOSTER (DARK) C OWIE AS \ ` CROWN CASTLE EXISTING ICE BRIDGE \ �\ 500 WEST CUMMINGS PARK,SUITE 3600 (TYP.) \\ `\ WOBURN,MA 01801 EXISTING ACCESS �77 EXISTING BUILDINGATE (TYP.) / CONDENSER Hudson�+ — fl sign EXISTING EQUIPMENT Desl�Gioupuc + BY OTHERS ON 7 / *D CONCRETE PAD (TYP.) a / e EXISTING T-MOBILE 60005GOOD STREE EXISTING (12) LINES OF / GPS/GSM ANTENNA AUILDING 20NORTH.SURE 3090 TEL:(9781557-5553 1 r— \ PROPOSED T-MOBILE 3 T-MOBILE 7/8" COAX & / N.ANDOVER,MA 01845 FAX:(97813365586 N, EQUIPMENT MODIFICATIONS A-1 (1) HYBRID FIBER CABLE 1` `N OF ^ S i (TO REMAIN) / \\ i EXISTING T-MOBILE \ EXISTING .T-MOBILE 3106 CABINET WITH EXISTING T-MOBILE METER ON H-FRAME ��� DEREK J. yGJ SECTOR 1 RBS 6131 UPGRADE ICE BRIDGE g CREASER EXISTING T-MOBILE \+ I EQUIPMENT ON EXISTING T-MOBILE O CIV I \ I CONCRETE PAD (TYP.) 14,89' J O J T " POWER & TELCO CABINET ON H-FRAME \+ \ EXISTING T-MOBILE v.-t1 -'� 1 Cv \ \ 2106 CABINET WITH = 1 r OF /STER EXISTING GENERATOR \+ \ �� BOOSTER (DARK) zo �� FSS�ONAL ENS'\� _ T ON CONCRETE PAD cZ �o EXISTING EQUIPMENT PLAN A- 1 SCALE: 1/2"=1'-0" GRAPHIC SCALE APPROVALS 0 1 2 4 8 FEET CONSTRUCTION DATE y s RF ENGINEERING DATE EXISTING CHAIN LINK EXISTING T-MOBILE PROPOSED T-MOBILE FENCE WITH PROPOSED L700 CONCRETE PAD ZONING/SITE ACQ. DATE % SCREENING �. � COMPONENTS EQUIPMENT MODIFICATIONS ,, /, EXISTING MONOPOLE INSTALLED INSIDE THE EXISTING T-MOBILE OPERATIONS DATE 2 3 1 I GAMMA r 1-: ,_ �' 3106 CABINET WITH 2106 CABINET WITH SECTOR RBS 6131 UPGRADE BOOSTER (DARK) A-2 A-2 A-3 TOWER OWNER DATE BETA SECTOR T- - PROJECT NO: 4HY0558A EXISTING EQUIPMENT ' is BY OTHERS ON �\ I I \\�\ DRAWN BY: VP CONCRETE PAD (TYP.) \ I I �\ \ \\ CHECKED BY: RP ` /7 EXISTING T-MOBILE EXISTING (12) LINES OF / GPS/GSM ANTENNA 0 09/24/15 ISSUED FOR REVIEW T-MOBILE 7/8" COAX & / SITE NUMBER:4HY0558A SITE NAME: (1) HYBRID FIBER CABLE 1 - (TO REMAIN) / T\ \ HY5581SPRINT CENTERVILLE EXISTING 14'89' EXISTING T-MOBILE METER ON H-OFRAME CROWN CASTLE ID:875052 vw GRAPHIC SCALE ICE BRIDGE - 1047 FALMOUTH ROAD z 1 HYANNIS, MA 02601 <Z �o COMPOUND PLAN 0 1'-4" 2'-8" 5'-4" 8'-0" BARNSTABLE COUNTY Z A-1 SCALE: 3/8"=1'-O" 14'89' EXISTING T-MOBILE POWER & TELco SHEET TITLE = CABINET ON H-FRAME z 4:z COMPOUND & EQUIPMENT PROPOSED EQUIPMENT PLAN PLAN (700 MHz) A-1 SCALE: 1/2"=1'-O" GRAPHIC SCALE 0 1 2 4 6 FEET SHEET NUMBER A-1 T F NOTE: NOTE: 1 T-MOBILE NORTHEAST.LLC AN ANALYSIS FOR THE CAPACITY *RF DATA BASED ON PRELIMINARY 15 COMMERCE WAY, SUITE B OF THE EXISTING STRUCTURES INFORMATION. REFER TO THE TO SUPPORT THE PROPOSED FINAL RF DATA SHEET FOR FINAL OFFICE: 506 2 NORTON, MA 02766 2766 0 EQUIPMENT SHALL BE DETERMINED ANTENNA SETTINGS. ( ) PRIOR TO CONSTRUCTION. FAX: (508) 286-2893 1 C OWN -\TOP OF EXISTING MONOPOLE ASTLE ALPHA ELEV. = 120'-0 t A.G.L SECTOR EXISTING ANTENNAS BY OTHERS (TYP.) CROWN CASTLE 500 WEST CUMMINGS PARK.SUITE 3600 / EXISTING T—MOBILE ANTENNAS WOBURN,MA 01801 o (TYP. OF 2 PER SECTOR, TOTAL EXISTING a OF 6) (TO BE RELOCATED TO 1 MONOPOLE PROPOSED SECTOR FRAME) HUdSOl1� EXISTING DISH ANTENNA EXISTING T—MOBILE TMAS i BY OTHERS DeWgn ®® (TYP. OF 1 PER SECTOR, TOTAL OF 3) (TO BE EXISTING WHIP ANTENNAS BY OTHERS (TYP.) 1600osc000srREE RELOCATED TO PROPOSED - BUILDING 20 NORTH,SUITE 3090 TEL:(9781557-5553 SECTOR PLATFORM) , PROPOSED T-MOBILE ANTENNAS MOUNTED TO A N.ANDOVER,MA 01845 FAX:19781336.5586 A-3 PROPOSED PIPE ON PROPOSED SECTOR PLATFORM OF (TYP. OF 1 PER SECTOR, TOTAL OF 3) PROPOSED LOW-PROFILE SECTOR �1\ ASS 0 GAMMASECTOR \ PLATFORM (SITEPR01 PART# OF EXISTING & PROPOSED T-MOBILE ANTENNAS RMQP-396) WITH HANDRAIL KIT A-3 �� DEREK J. GJ (SITEPROt PART# HRK-12) �^ EEO. = 88'-0' t A.G.L � CREASER - EXISTING T—ARM SECTOR MOUNT O CV (TO BE REMOVED & REPLACED) EXISTING T—MOBILE TMAS (TYP. OF 1 BETA EXISTING T—MOBILE ANTENNAS (TYP. OF 2 PER SECTOR, PER SECTOR, TOTAL OF 3) (RELOCATED TOTAL OF 6) (RELOCATED TO PROPOSED SECTOR FRAME) 0 *� SECTOR TO PROPOSED SECTOR PLATFORM) � 14'89' U= ' GPPROPOSED ST A (T-M OFLE PERSSMOUN EDOBAL OP 3) BY EX STING ERSPS ANTENNA FS%ONALjj� _ 'ci , EXISTING ANTENNA PLAN APPROVALS .N' A-2 SCALE: N.T.S CONSTRUCTION DATE ALPHA SECTOR RF ENGINEERING DATE 0 I ZONING/SITE ACQ. DATE l� EXISTING MONOPOLE OPERATIONS DATE EXISTING T—MOBILE TMAS (TYP. OF 1 PER SECTOR, - EXISTING (12) LINES OF TOWER OWNER DATE TOTAL OF 3) (RELOCATED TO T—MOBILE 7/8" COAX & PROPOSED SECTOR PLATFORM) (TO HYBRID BR ) IDFIBER CABLE I PROJECT N0: 4HY0558A 1 EXISTING T—MOBILE ANTENNAS DRAWN BY: VP (TYP. OF 2 PER SECTOR, TOTAL EXISTING T—MOBILE GPS/GSM 1 i;? OF 6) (RELOCATED TO ANTENNA CHECKED BY: RP PROPOSED SECTOR FRAME) PROPOSED L700 COMPONENTS EXISTING ,; MONOPOLE ,' INSTALLED CABINET WITH RBLEHE1060 CABINET l CABINET WITH RBS 6131 UPGRADE EXI TING GAMMA r / WITH RBS 6131 UPGRADE SECTOR PROPOSED LOW—PROFILE SECTOR PLATFORM (SITEPR01 PART# 5 - I 0 09/24/15 ISSUED FOR REVIEW RMQP-396) WITH HANDRAIL KIT EXISTING EQUIPMENT BY(SITEPRO1 PART# HRK-12) A-3 SITE NUMBER: 4HY0558A OTHERS ON CONCRETE PAD SITE NAME: UNDER ICE CANOPY (TYP.) HY558/SPRINTCENTERVILLE PROPOSED TNMOBILE . OF MOUNTED EXISTING CROWN CASTLE ID:875052 BEHIND ANTENNA (TYP. OF 1 PER 1 EXISTING CHAIN SECTOR, TOTAL OF 3) BUILDING I LINK FENCE 1047 NIS,FALMOUTH ROAD BETA A-3 HYANNIS, MA 02601 SECTOR BARNSTABLE COUNTY PROPOSED T-MOBILE ANTENNAS MOUNTED TO A PROPOSED PIPE ON PROPOSED 1 SECTOR PLATFORM (TYP. OF 1 PER SHEET TITLE 14.89' SECTOR, TOTAL OF 3) A-3 ANTENNA LAYOUT AND ��' ELEV. = 0'-0' A.G.L ELEVATION z� �� (700 MHz) aZ 4��t GRAPHIC SCAL E z �2� PROPOSED ANTENNA PLAN t r31 WEST ELEVATION 0 4' 8 16 24 FFFT X SCALE: N.T.S A-2 SCALE: 1/8"=1'-0" SHEET NUMBER A-2 A-2 NOTE: NOTE: T-MOBILE NORTHEAST LLC AN ANALYSIS FOR THE CAPACITY 'RF DATA BASED ON PRELIMINARY 15 COMMERCE WAY, SUITE B OF THE EXISTING STRUCTURES INFORMATION. REFER TO THE NORTON, MA 02766 TO SUPPORT THE PROPOSED FINAL RF DATA SHEET FOR FINAL OFFICE: (508) 286-2700 EQUIPMENT SHALL BE DETERMINED ANTENNA SETTINGS. PROPOSED T-MOBILE ANTENNAS PROPOSED LOW-PROFILE SECTOR FAX: (508) 286-2893 PRIOR TO CONSTRUCTION. MOUNTED TO A PROPOSED PIPE ON PROPOSED SECTOR IPLATFORM (SITEPR01 PART PLATFORM (TYP. OF 1 PER s RMQP-396) WITH HANDRAIL KIT - O SECTOR, TOTAL OF 3) (SITEPRO1 PART# HRK-12) c WN PROPOSED 2.875"0 O.D. ANTENNA AS L E MOUNTING PIPE (TYP. OF 3 PER SECTOR, TOTAL OF 9) CROWN CASTLE 500 WEST CUMMINGS PARK.SUITE 3600 In In EXISTING T-MOBILE ANTENNAS WOBURN,MA 01801 j (TYP. OF 2 PER SECTOR, { TOTAL OF 6) (RELOCATED TO v j PROPOSED T-MOBILE ANTENNAS �# PROPOSED SECTOR PLATFORM) V111Vy MOUNTED TO A PROPOSED PIPE y ON PROPOSED SECTOR l PROPOSED HANDRAIL KIT PLATFORM (TYP. OF 1 PER 40 A-3 (SITEPRO1 PART# HRK-12) SECTOR, TOTAL OF 3) 16000SGOODSTREET i + . EXISTING T-MOBILE TMAS BUILDING 20 NORTH,SUITE 3090 TEL:(978)557-5553 I.( (TYP. OF 1 PER SECTOR, N.ANDOVER,MA 01845 FAX:(978)336�5586! I TOTAL OF 3) (RELOCATED TO } PROPOSED SECTOR FRAME) OF *SS DEREK J. GJ OF PROPOSED T-MOBILE ANTENNAS PROPOSED T-MOBILE RRUS CREASER PROPOSED LOW-PROFILE ELEV. = 88'-0- f A.G.L MOUNTED BEHIND ANTENNA -- 5 SECTOR PLATFORM FACE FRAME TYP. OF 1 PER SECTOR, O� CIV I n C A-3 ( (SITEPRO1 PART# RMQP-396) TOTAL OF 3) 0 o�'o FC/ PROPOSED T-MOBILE RRUS I to sl F� STER MOUNTED BEHIND ANTENNA ! sS�ONAL ENG TOTAL OF 13)PER SECTOR, APPROVALS 1 f CONSTRUCTION DATE 'Il 2 T-MOBILE ELEVATION PHOTO DETAIL RF ENGINEERING DATE A-3 SCALE: N.T.S. ZONING/SITE AGO. DATE PROPOSED ANTENNA MOUNT (TYPICAL) A-3 12_6, OPERATIONS DATE SCALE: 3/4"=1'-O" _ = TOWER OWNER DATE tit PROJECT NO: 4HY0558A DRAWN BY: VP CHECKED BY: RP 3 FOOT 2 JUMPER TO �. lo ANTENNA 3 FOOT JUMPER TO METAL STRAP (TYP. OF 2) SUBCONTRACTOR ANTENNA (TYP. OF 2) TO PROVIDE MOUNTING 9 0 09/24/15 ISSUED FOR REVIEW EXISTING TMA (TYP.) - PIPE (TYp.) SITE NUMBER:4HY0558A (TYP.) METAL STRAP o o j ' EXISTING MONOPOLE SITE NAME: SUBCONTRACTOR TO o 1 1 HY558/SPRINTCENTERVILLE PROVIDE (TYP.) EXISTING 19�" 1 CROWN CASTLE ID:875052 MOUNTING PIPE (TYP.) (TYP.) 1047 FALMOUTH ROADHYANNIS, MA 02601 GROUND SCREW 1;� BARNSTABLE COUNTY 4 PROPOSED LOW-PROFILE SECTOR GROUND WIRE GROUND WIRE PLATFORM (SITEPRO1 PART# SHEET TITLE TO ANTENNA 6 FOOT TO ANTENNA RMQP-396) WITH HANDRAIL KIT GROUND BAR JUMPER TO GROUND BAR ' /, (SITEPRO1 PART{ HRK-12) DETAILS 6 FOOT JUMPER TO MAIN COAX C MAIN COAX (TYP. OF 2) (TYP. OF 2) NOTE: (700 Ill SIDE FRONT MOUNT PER MANUFACTURER'S SPECIFICATIONS. PROPOSED SECTOR PLATFORM DETAIL sHEET NUMBER TMA MOUNTING DETAIL 4 RRUS-11 B12 DETAIL A-3 SCALE: N.T.S. 3 A-3 SCALE: N.T.S.` A-3 A-3 SCALE: N.T.S. y I FROM ANTENNA _ STAINLESS ANTENNA ANTENNA SUPPORT T-MOBILE NORTHEAST LLC STEEL HARDWARE (TYP. OF 3 PER PIPE (TYP.) SECTOR, TOTAL OF,9) GROUNDING CABLE TWO HOLE COPPER 15 COMMERCE A SUITE B COMPRESSION TERMINAL NORTON, MA02766 TMAS (TYP. OF 3) _ WEATHERPROOFING OFFICE: (508) 286-2700 KIT (TYP.) FAX: (508) 286-2893 GROUND BAR RRUS (TYP:OF 3) JUMPER REQUIRED ONLY A WHEN 1-1/4"0 AND STANDARD ELEVATION A LARGER ( ) GROUND KIT (TYP.) O WN LOCK WASHER, G LOCK FLAT WASHER, TYP. G EGB CN � C 3/8%1-1/4" HEX POWER PANEL CONNECTOR ANTENNA CABLE L BOLT T WEATHERPROOFING TO BTS (TYP.) _ KIT (TYP.) FROM ANTENNA CROWN CASTLE NUT, TYP. TOWER TELCO CABINET FRAME SUPPORT 5DO WEST CUMMINGS PARK,SUITE 3600 - 92G - _' _ WOBURN,MA 01801 G UTILITY CONDUITS - COAX GROUND KIT GROUND BAR j*D COMMSCOPE KIT NO. GB-0414—IT EXPOSED BARE COPPER TO BE PROPOSED L700 EXISTING EXISTING CABLE TRAYS OR EQUAL GROUNDING 3106 2106 HtJCISon KEPT TO ABSOLUTE MINIMUM, NO COMPONENTS wV�! CABLE INSTALLED INSIDE CABINET CABINET . SECTION °A—A' INSULATION ALLOWED WITHIN THE WITH Res WITH COMPRESSION TERMINAL (TYPICAL) THE 3106 CABINET T WITH RBS 6131 6131 BOOSTER #2 AWG BCW Q AWG BCW, BONDED NOTE: UPGRADE UPGRADE PARK G G G G G 0 GROUND WIRE ALONG 160Dosco00STREET 1. DOUBLING UP" OR "STACKING „ OF CONNECTION IS NOT PERMITTED. CABLE LADDER TO CIGBE/MIGB BUILDING 2C NORTH.SUITE 3090 TEL:(978)557-5553 2. OXIDE INHIBITING COMPOUND TO BE USED AT ALL LOCATIONS. G o NOTE N.ANDOVER,MA 01845 FAX:(978)336,5586 3. CADWELD DOWNLEADS FROM UPPER EGB, LOWER EGB, AND MGB. G I 1. DO NOT INSTALL CABLE GROUND KIT AT A BEND AND ALWAYS OF *s TYPICAL GROUND BAR EGB f DIRECT GROUND WIRE DOWN TO CIGBE. EQUIPMENT PAD 0 { �� 1 CONNECTION DETAIL - - - - - - - - - GROUND WIRE TO GROUND o DEREK J. G� G G MGB CREASER N.T.S. }o EXIST. 3 BAR CONNECTION DETAIL C-) CIv I GROUND j CONNECTION -NOTE: N.T.S. G.C. TO VERIFY THAT THE EXISTING CONDUITS 2 GROUNDING RISER DIAGRAM TO ANTENNA or /STEREO ��`�� AND WIRE SIZES ARE ADEQUATE FOR THE — N.T.S. GROUND LUG Fss/ONAL ENG� PROPOSED LOADING AND INCLUDE ELECTRICAL UPGRADES IN THE SCOPE OF WORK AS REQUIRED. a APPROVALS ANTENNA GROUND STANDARD GROUNDING ' BAR (CIGBE)(TOP) KIT (TYP.)SEE NOTE 1. CONSTRUCTION DATE PROPOSED 200A-2P 60 —2P RF ENGINEERING DATE TO EXISTING � #6 AWG (PROVIDED WITH SERVICE O SURGE #2 AWG BCW LUG GROUNDING KIT TYP) (TYP.) ZONING/SITE AGO. DATE EXISTING PROPOSED L700 HYBRID/COAX CABLES 200A, 240V METER 2106 COMPONENTS (TYP. FOR ALL) OPERATIONS DATE CABINET INSTALLED INSIDE MANUAL TRANSFER WITH THE 3106 CABINET SWITCH BOOSTER WITH RBS 6131 ANTENNA GROUND BAR STANDARD GROUND KIT TOWER OWNER DATE EXISTING (DARK) EXISTING UPGRADE (CIGBE) (BOTTOM) SEE MID.) 60A-2P 3106 NOTE 1. -PROJECT NO: 4HY0558A GENERATOR RECEPTACLE CABINET WITH PROPOSED RBS 6137 #6 AWG LOG DRAWN BY: VP 80A-2P UPGRADE (2) #2 AWG BCW CHECKED BY: RP I TO BTS VIA TRAY OR ICEBRIDGE GRADE 20A—lP GFI PROPOSED CONDUIT & y CONDUCTORS UPGRADE EXISTING RI AWG BCW — — SERVICE AS REQUIRED TO RING GROUND ACCOMMODATE RBS 6201 ODE SERVICE GROUND PER NEC POWER NOTE: 0 09/24/15 ISSUED FOR REVIEW F 1. NUMBER OF GROUND BARS MAY VARY DEPENDING ON THE TYPE OF SITE NUMBER: 4HY0558A TOWER. ANTENNA LOCATION AND CONNECTION ANTENNA LOCATION ELECTRICAL LEGEND KT-N,, ONE LINE POWER DIAGRAM i AND CONNECTION ORIENTATION. PROVIDE AS REQUIRED. SITE NAME: A AMPERE — N.T.S. 2. A SEPARATE GROUND BAR TO BE USED FOR GPS ANTENNA IF REQUIRED. HY558/SPRINTCENTERVILLE V VOLT j CROWN CASTLE ID:875052 KIM KROWATT-HOUR - ANTENNA CABLE GROUNDING 1047 FALMouTH ROAD C CONDUIT ELECTRICAL& GROUNDING NOTES: ! 5 HYANNIS, MA 02601 fRC GALVAN7ED RIOO COK018T 1.ALL ELECTRICAL WORK SHALL.CONFORM TO THE REQUIREMENTS OF THE NATIONAL ELECTRICAL ODE(NEC)AS WELL AS APPUCABLE STATE AND LOCAL CODES. - N.T.S. BARNSTABLE COUNTY C GROUND 2.ALL ELECTRICAL ITEMS SHALL BE U.L APPROVED OR LISTED AND PROCURED PER SPECIFICATION REQUIREMENTS. ' . 3.THE ELECTRICAL WORK INCLUDES ALL LABOR AND MATERIAL DESCRIBED BY DRAWINGS AND SPECIFICATION-INCLUDING INCIDENTAL WORK TO PROVIDE COMPLETE - SHEET TITLE 1 GROUND OPERATING AND APPROVED ELECTRICAL SYSTEM. - - - - uGB 4.GENERAL CONTRACTOR SHALL PAY FEES FOR PERMITS,AND IS RESPONSIBLE FOR OBTAINING SAID PERMITS AND COORDINATION OF INSPECTIONS. GROUNDING DETAILS O • MASTER GROUND BAR OMECHANICAL CONNECTION 5.ELECTRICAL AND TELO CONDUITS WIRING OUTSIDE A BUILDING AND EXPOSED TO WEATHER SHALL BE IN WATER TIGHT GALVANIZED RIGID STEEL NDUITS OR SCHEDULE 80 •CADWED CONNECTION6. RIGID ONDUITS ITTED BY CODE)SHALL B AND E GROUN REQUIDED AT BORED IN THDENDSTIGHT FLEXIBLE METAL OR NONMETALLIC CONDUITS. - EGO • EQUIPMENT GROUND BAR g,ELECTRICAL CONDUIT OR CABLE COPPER WITH ROM AND PROPOSEDI OR THIN ON.CELL SITE POWER PEDESTAL AS INDICATED ON THIS DRAWING.PROVIDE FULL LENGTH ELECTRICAL& GROUNDING NOTES (CONT.): (70o MHz) —G— GROUND COPPER WRE.SZE AS NOTED PULL ROPE.COORDINATE INSTALLATION WITH UTILITY COMPANY. EXPOSED WRING 9.RUN TELO CONDUIT OR CABLE BETWEEN TELEPHONE UTIUTY DEMARCATION POINT AND PROPOSED CELL SITE TELO CA CONNECTIONS AND BTS CABINET AS INDICATED ON 16. NNECTIONS TO MGB SHALL BE ARRANGED IN THREE MAIN GROUPS:SURGE PRODUCERS(COAXIAL CABLE GROUND KITS, DRAWING A-1.PROVIDE FULL LENGTH PULL ROPE IN INSTALLED TELO CONDUIT. PROVIDE GREENLEE CONDUIT MEASURING TAPE AT EACH END. TELO AND POWER PANEL GROUND);(GROUNDING ELECTRODE RING OR BURRING STEEL); NON-SURGING OBJECTS.(EGB GROUND - COAXIAL CABLE 10.GROUNDING ALL EQUIPMENT GATED CONPLOIWITH NEC ART.250. 3R ENCLOSURE. j - - 17.ONNECIN BITS ITTIONS TO GROUND BARS SHALL BE MADE WITH TWO HOLE COMPRESSION TYPE COPPER LUGS. APPLY OXIDE SHEET NUMBER Q S/11bY COPPER DAD STARM STEEL GROUND ROD 12.GROUND COAXIAL CABLE SHIELDS MINIMUM AT BOTH ENDS USING MANUFACTURERS COAX CABLE GROUNDING KITS SUPPLIED BY PROJECT OWNER. INHIBITING COMPOUND TO ALL LOCATIONS. e 0 0 EXOIH8WC(CAD MF1D)OR O yy(OEpDYIpARNLICS/SL 13.USE#6 COPPER STRANDED WIRE WITH GREEN COLOR INSULATION FOR ABOVE GRADE GROUNDING(UNLESS OTHERWISE SPECIFIED)AND,#2 SOLID TINNED BARE 18.APPLY OXIDE INHIBITING COMPOUND TO ALL COMPRESSION TYPE GROUND CONNECTIONS. COTOEC TYPE) COPPER WIRE FOR BELOW GRADE GROUNDING AS INDICATED ON THE DRAWING. - `t 19. BOND ANTENNA MOUNTING..BRACKETS,COAXIAL CABLE GROUND KITS,AND ALMA TO EGB PLACED NEAR THE ANTENNA PPC POWER PROTECTION CABINET TIOR 14.ALL GROUND CONNECTIONS TO BE BURNDY HYGROUND COMPRESSION TYPE CONNECTORS OR CADWEID EXOTHERMIC WELD. DO NOT ALLOW BARE COPPER WIRE TO _ LOCATION. (j— BE IN CONTACT WITH GALVANIZED STEEL - 20. BOND ANTENNA EGB'S AND MGB TO WATER MAIN. - ( OMN-DRECTIONAL EECTROMC MARKER SMEL(ENS)BALL 15.ROUTE GROUNDING CONDUCTORS ALONG THE SHORTEST AND STRAIGHTEST PATH..POSSIBLE,EXCEPT AS OTHERWISE INDICATED. GROUNDING LEADS SHOULD NEVER BE 21.TEST COMPLETED GROUND SYSTEM AND RECORD RESULTS FOR PROJECT CLOSE-OUT DOCUMENTATION. BENT AT RIGHT ANGLE ALWAYS MAKE AT LEAST 12-RADIUS BENDS.86 WIRE CAN BE BENT AT 6-RADIUS WHEN NECESSARY.BOND ANY METAL OBJECTS WITHIN 7 FEET - 22. BOND ANY METAL OBJECTS WITHIN 7 FEET OF PROPOSED EQUIPMENT OR CABINET.TO MASTERGROUND:BAR:- _ OF PROPOSED EQUIPMENT OR CABINET TO MASTER GROUND BAR. - _ - _ {i 23.VERIFY PROPOSED SERVICE UPGRADE WITH LOCAL UTILITY COMPANY PRIOR TO.CONSTRUCTION. 7 1 � -