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Home My WebLink About51076-Z *of souTyo� Town of Southold P.O. Box 1179 0 53095 Main Rd Southold, New York 11971 CERTIFICATE OF OCCUPANCY No: 46009 Date: 03/02/2025 THIS CERTIFIES that the building Wireless Modifications Location of Property: 165 Peconic Ln Peconic,NY 11958 Sec/Block/Lot: 75.-5-14.2 Conforms substantially to the Application for Building Permit heretofore, filed in this office dated: 06/20/2024 Pursuant to which Building Permit No. 51076 and dated: 08/15/2024 Was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: Modifications to existing wireless communication tower for AT & T as applied for. The certificate is issued to: Town of Southold Of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL: ELECTRICAL CERTIFICATE: 25-100909 02/10/2025 PLUMBERS CERTIFICATION: ,r Au o iz Signature �o�S�fFet�,co TOWN OF SOUTHOLD �y BUILDING DEPARTMENT y x TOWN CLERK'S OFFICE "oy • SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 51076 Date: 8/15/2024 Permission is hereby granted to: Town of Southold Attn: DPW 53095 Route 25 Southold, NY 11971 To: Modification to existing wireless communication tower: AT&T: Remove (6) antennas and all RRHs. Install (9) new antennas, (12) RRHs, and (1) surge protector, as applied for, with.Planning Board approval. At premises located at: 165 Peconic Ln, Peconic SCTM #473889 Sec/Block/Lot# 75.-5-14.1 Pursuant to application dated 6/20/2024 and approved by the Building Inspector. To expire on 2114/2026. Fees: WIRELESS COMMUNICATIONS-MODIFICATIONS $500.00 CO-COMMERCIAL $100.00 Total: $600.00 Building Inspector Certificate of Compliance ® E v E E CERTIFIED ELECTRICAL INSPECTIONS, INCFEB 13 20 188 PARK AVENUE D- AMITYVILLE, NY 11701 Building Depart nt P: (631) 598-5610 Town of Southo ................................................................................................................................................................................................... CERTIFIES THAT Upon the application of Upon premises owned by ET Vanderbeck Town of Southold 69 Lee Avenue 165 Peconic Lane Haledon, NJ 07508 Peconic, NY 11958 Located at: 165 Peconic Lane, Peconic, NY 11958 Application Number#: 25-100909 Certificate#: 25-100909 Electrical License#: Section: 75 Block: 5 Lot: 14.1 Building Permit#: 51076 Described as a Commercial occupancy, wherein the premises electrical system consisting of electrical devices and wiring, described below, located in/on the premises at: Cell Site - NYNYNY0229- 10074795 A visual inspection of the premises electrical system, limited to electrical devices and wiring to the extent detailed herein, was conducted in accordance with the requirements of the applicable code/or standard promulgated by the State of New York, Department of State Code Enforcement and Administration, or other authority having jurisdiction, and found to be in compliance therewith on the 10th day of February 2025 Name QTY Radio Head 12 Antenna 6 Electrical Inspector: Robert Ceriello _�3APPROVEDo= UF SOUIyO� - # TOWN OF SOUTHOLD BUILDING DEPT. co 631-765-1802 �o INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] I ULATIOWCAULKING [ ] FRAMING/STRAPPING [ FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: � o DATE '� �' INSPECTOR MAILING ADDRESS: PLANNING BOARD MEMBERS so(/Ty P.O. Box 1179 JAMES H.RICH III �� OHO Southold, NY 11971 Chairman OFFICE LOCATION: MIAJEALOUS-DANK Town Hall Annex PIERCE RAFFERTY �Q 54375 State Route 25 MARTIN H.SIDOR O! (cor. Main Rd. &Youngs Ave.) DONALD'J.WILCENSIU y�O�NTY,� Southold, NY Telephone: 631 765-1938 www.southoldtownny.gov PLANNING BOARD OFFICE TOWN OF SOUTHOLD MEMORANDUM To: Michael J. Verity, Chief Building Inspector From: Heather M. Lanza, AICP, Planning Director N Date: February 28, 2025 Re: Planning Department Report Wireless Upgrade: AT&T @ 165 Peconic Lane 41405 NYS Route 25, Peconic SCTM#1000-75.-5-14.1 The Planning Board has found that the requirements of the above-referenced AT&T modifications and up-grades have been completed based on the site inspection made February 27, 2025. The improvements are in compliance with the General Requirements of§280-70 and the Planning Department report dated August 15, 2024; therefore, we recommend a Certificate of Occupancy be issued for this application. Thank you for your cooperation. Q ECEOVE FEB 2 B 2025 Building M132y ment Town of Southold COMMENTS FIELD INSPECTION REPORT DATE- FOUNDATION (1ST) ---------------------------------------- - FOUNDATION (2ND) ROUGH FRAMING& PLUMBING vl INSULATION PER N. Y. STATE ENERGY CODE FINAL ADDITIONAL COMMENTS ck rec`A 0 6(\A Aqrav v V fU(l(coGy`� TOWN OF SOUTHOLD—BUILDING DEPARTMENT Town Hall Annex 54375 Main Road P. O. Box 1179 Southold,NY 11971-0959 Telephone (631) 765-1802 Fax(631) 765-9502 bgps://www.southoldtom=.gov Date Received APPLICATION FOR BUILDING PERMIT V [b)For Office Use Onlyt - PERMIT NO. Building Inspector 22024 Applications and`forms must be filled out in their'entirety Incomplete applications well not be accepted. ,Where the Applicak is not the owner,an _ .. Owners Authorization.,form(Page'if shal l:be completed r � Date: OWNERS)OF'PROPERTY- Name: Town of Southold scTM#s000-75-5-14.1 Project Address:41405 Route 25, Peconic, NY 11958 aka"165 Peconic Lane Phone#:631-765-1800 Email: Mailing Address:Same as Above CONTACT PERSON:. Name:Patrick O'Rourke c/o Centerline Communications Mailing Address:5550 Merrick Road, suite 302, Massapequa, NY 11758 Phone#:516-263-8817 Emaii_porourke@clinellc.com =DESIGN PROFESSIONAL INFORMATION Name:TEP Engineering Mailing Address:326,Tryon Road, Raleigh, NC 27603 Phone#:919-661-6351 Email: CONTRACTOR•INFORMATION y . " Name:E T Vanderbeck Inc Mailing Address:69 Lee.Avenue, Haldon, NJ 07508 Phone#:973-689-6841 Email: "DESCRIPTION'OF PROPOSED CONSTRUCTION ❑New Structure ❑Addition BAlteration ❑Repair ❑Demolition Estimated Cost of Project: ❑Other $ Will the lot be re-graded? ❑Yes BNo Will excess fill be removed from premises? ❑Yes BNo 1 'PROPERTY INFORMATION.' Existing use of property:Police Station,communication tower Intended use of property: Zone or use district in which premises is situated: Are there any covenants and restrictions with respect to this property? ❑Yes MNo IF YES, PROVIDE A COPY. Check Box;After Reading::,The owner/contractor/design professional Is'responsible for all:drainage and storm water issues.acprovided by Chapter 236 of the Town code: APPLICATION IS HEREBY MADE tathe Building Department for the issuance of a4ullding.Permit pursuant to.the Building Tone Ordinance,of the Town of Southold,Suffolk,County,'New Y rk and'otherapplicable.Laws,;Ordinances or'Regulations,for the construction of buildings; additions,alterations or forremovai or demolition as herein described The applicant agrees to'comply'with altapplicable laws,ordinances,building code,, 'housing-code and regulations apd-to admit authorized inspectors onpremises,and.in building(s);fornecessair,inspections.False,statements madg•hereioare• . Pumshable•as a Class A misdemeanor pursuant to,Section 210 45•6fth New:York state Penal Law. Application Submitted By(print name):Patrick O'Rourke,, MAuthorized Agent ❑Owner Signature of Applicant: R qR /,� Date: STATE OF NEW YORK) SS: COUNTY OF ) Patrick O'Rourke being duly sworn, deposes and says that(s)he is the applicant (Name of individual signing contract)above named, (S)he is the Agent (Contractor,Agent, Corporate Officer,etc.) of said owner or owners, and is duly authorized to perform or have performed the said work and to make and file this application;that all statements contained in this applicjtijpr�� true to the best of his/her knowledge and belief;and that the work will be performed in the manner set ation file therewith. ``\ •.��......N�.� VIP Sworn before me thisVil/ day of ILA V I% Notary Public PROPERTY OWNER AUTHORIZATION (Where the applicant is not the owner) 1, residing at do hereby authorize to apply on my behalf to the Town of Southold Building Department for approval as described herein. Owner's Signature Date Print Owner's Name 2 OFFICE LOCATION: MAILING ADDRESS: Town Hall Annex P.O. Box 1179 54375 State Route 25 O��QF SDUryOI Southold, NY 11971 (cor.Main Rd. &Youngs Ave.) h Southold, NY � � Telephone: 631 765-1938 www.southoldtownny.gov �yCouO, R (� M L� AUG 15 2024 PLANNING BOARD OFFICE TOWN OF SOUTHOLD Building Department Town of Southold MEMORANDUM To: Michael J. Verity, Chief Building Inspector From: Heather M. Lanza, AICP, Planning Director*V Date: August 15, 2024 Re: Planning Department Report Proposed AT&T Upgrades @ 165 Peconic Lane Located at41405,NYS Routet25, Peconic . SCTM#1000-75.-5-14.1 Zoning District: B & R-80 The Planning Department has conducted a review of the proposed modifications referenced above pursuant to §280-74 B(2), and has received a report from our Wireless Technical Consultant, Cityscape, Inc. (see attached report dated July 19, 2024) which includes the following notation: "The generator must be installed in accordance with all relevant building, electrical, and fire codes, and the Applicant must observe the maximum acoustic noise level as well as the allowable testing hours as per the Town ordinance." The proposed AT&T equipment upgrade is in compliance with the General Requirements of§280-70. In addition, this proposed equipment upgrade complies with §280-71 (A)(2)(b) as it causes essentially no visible change to the exterior and the base station equipment conforms with.§280-71(A)(2)(a)[2]. Therefore, we recommend a Building Permit be issued for this application as soon as possible to meet the Federal shot clock rules for approvals of modifications to wireless facilities. Laserfiche File: Planning Department\Applications\Site Plans (SP)\Pending\1000-75.-5- 14.1 Wireless Facility at Southold Animal Shelter\Upgrades\1000-75.-5-14.1 Thank you for your cooperation. cc: Patrick O'Rourke, Centerline Communications ;;-. w l+r .•. � +�"s' ,`Ty A�' " Vie,"4 & ^t. t..F t "�'ti.`'.akv=»{� r ....rs........... � Radio Frequency Safety Survey Report Prediction (RFSSRP) AT&T Self Support Tower Facility Site Name SOUTHOLD Site ID NYL00229 Site Address 414 05 ROUTE 25, PECONIC, NY 11958 Latitude: 41.041329 Prepared for: Centerline on behalf of Longitude: -72.458769 AT&T USID: 5678 FA: 10074795 Report Date: June 19, 2024 Centerline PN: Internal Pace ID: MRNYJ02128, Report Writer: Michael Fox MRNYJ042043, Report Reviewer: Michael Fischer MRNYJ042102,MRNYJ042319, MRNYJ042388, MRNYJ042070, MRNYJ042035 Statement of Compliance AT&T is compliant with FCC regulations. Centerline•750 W Center Street•West Bridgewater•MA•02379 P a g e 1 SOUTHOLD /5678/ 10074795 CENTERLINE TABLE OF CONTENTS 1.0 GENERAL SUMMARY......................................................................................................................3 1.1 SITE SUMMARY.............................................................................................................................3 1.2 SITE MITIGATION.........................................................................................................................4 2.0 SITE SCALE MAP...............................................................................................................................5 3.0 CALCULATED RF EXPOSURE LEVELS.......................................................................................9 4.0 RF EXPOSURE DIAGRAMS...........................................................................................................10 5.0 STATEMENT OF COMPLIANCE..................................................................................................13 5.1 RECOMMENDATIONS................................................................................................................13 APPENDIX A:AT&T RF SIGNAGE ....................................................................................................14 APPENDIX B: FCC GUIDELINES AND EMISSIONS THRESHOLD LIMITS.............................15 APPENDIX C: CALCULATION METHODOLOGY..........................................................................17 APPENDIX D: CERTIFICATIONS.......................................................................................................18 APPENDIX E: PROPRIETARY STATEMENT...................................................................................19 Centerline•750 W Center Street•West Bridgewater•MA•02379 Page 12 SOUTHOLD /5678/ 10074795 f�J CENTERLINE 1.0 GENERAL SUMMARY Centerline has been contracted to provide a Radio Frequency(RF)Analysis for the following AT&T self support tower facility to determine whether the facility is in compliance with federal standards and regulations regarding RF emissions.This analysis includes theoretical emissions calculations for all equipment for AT&T. 1.1 SITE SUMMARY r r •a: > � 1 i y Tv'.4' w N m .�... f " aAnaly�sisSrteDat Site USID: 5678 Site FA#: 10074795 Site Name:, SOUTHOLD Site Addre"s.s:- 414 05 ROUTE 25,PECONIC,NY _ 11958 : Site,Latitude: 41.041329 :Site Longitude:: -72.458769 Facility Type:.. Self Support Tower Com liaace Su are r� N Wit'x� Cornpllance Status: Compliant Maximum`Caleulated AT&T MPE Level.on Site 1.66% .'„ (General Population Linut); -Maxmiuin Calculated Composite MPE Levet on Site 1.70% (General.Population Limit):. Maximum Calculated AT&T,IVIPE Level at'Ground 1.66% (General.Population,Limit): Maximum' .Calculated•Composite 1VIPE1evel.ati.Ground 1.70% . (General Population Limit):. � �.� •� .� ��Site�Data Inforanahon � � ��' �-- k,t �S i r r+4 ;" t%u�u*..��r,•N •.F z:vc ..�.t,tea._ rw.- . s ,;:A.. . .s :CD: 10074795 CD RevO 05.10.2024 RFDS: RFDS-4586 NYL00229 Design Extract Centerline•750 W Center Street•West Bridgewater•MA•02379 P a g e 13 s SOUTHOLD /5678/ 10074795 CENTERLINE 1.2 SITE MITIGATION Signage and barriers are the primary means of mitigating accessible areas of exposure. Below is a summary of existing and recommended signage at this AT&T facility. Existing Simine and Barriers(AT&T Sectors) Location Information: ,Notice. Notice 2 Caution Cautio'n'2 Caution 2B Caution 2C. Warning Warning 2 ' Barriers Tower Access;, 0 0 0 0 0 0 0 0 0 0 Alpha 0 0 0 0 0 0 0 0 0 0 Beta- 0 0 0 0 0 0 0 0 0 0 Gamma•;,` ,. 0 0 0 0 0 0 0 0 0 0 Recomme i&d.Si na esud Barriers AT&T Sectors „Actions that•MUST-be Taken'_ Location ._. Notice.2 Caution 2 ' , Caution 2B Caution2C, Warning.2. ;;Barriers Tower Access- 0 0 2 0 0 0 Alpha 0 0 0 0 0 0 'Beta 0 0 0 0 0 0 ''Gamma 0 0 0 0 0 0 Co (ATr&T Sectors)�,,All?MittgahonlTteu►s't6at M[7ST8be tn�Plaee�+� ��`��4 i,;,�? , _ Location., Information Notice Notice 2 Caution Caution 2 , Caution 213: Caution 2C Warning Warning 2 Barriers Tower Acc6s 0 0 0 0 0 2 0 0 0 0 Alpha 0 0 0 0 0 0 0 0 0 0 Beta 0 0 0 0 0 0 0 0 0 0 Gamma" 0 0 0 0 0 0 0 0 0 0 AT&T Policy Items: Tower Base: Install(1) Caution 2B sign. Centerline•750 W Center Street•West Bridgewater•MA•02379 Page 14 SOUTHOLD /5678/ 10074795 CENTERLINE 2.0 SITE SCALE MAP Alpha Sector -=1C� Grid size: 10' ACAUTIUWI INFO 1 Caution 2 ® 'ACAUTIQNi Notice 1 Caution 2B LAC UT,k, ��`V) - A2_, Notice 2 Caution 2C I _CAUTION:j AWAFiNING' A7 All Ao 1 A2.2 ' Caution 1 Warning 2 Existing Barrier Proposed Barrier Items to be ❑ Existing Signage/Mitigation Plan r Proposed Sign removed Sign SOUTHOLD/ 10074795 Centerline•750 W Center Street•West Bridgewater•MA•02379 Page 15 SOUTHOLD /5678/ 10074795 CENTERLINE Beta Sector Grid size: 10' %°t. rr • ;ACAUTIOk INFO 1 Caution 2 Notice 1 Caution 2B EMM 'ACAUTION Notice 2 Caution 2C B, B31 -CAUTION;', A ANNING oo Caution 1 Warning 2 a Existing Barrier Proposed Barrier Items to be ElExisting Proposed Sign'...•.. Signage/AUtigation Plan removed Sign SOUTHOLD/10074795 Centerline•750 W Center Street•West Bridgewater•MA•02379 Page 16 SOUTHOLD /5678/ 10074795 CENTERLINE Gamma Sector Grid size: 10' INFO 1 Caution 2 ACAUTION� `lam Notice 1 Caution 2B _A_CAUTION; (<10 - C2.1 °' Notice 2 Caution 2C CAUTION'} pWAflNING c7 z @i@ 1 e ` Caution 1 Warning 2 Existing Barrier Proposed Barrier Items to be Existing ...•... Mitigation Signage/ Plan removed ❑ Sign Proposed Sign SOUTHOLD/ 10074795 Centerline•750 W Center Street•West Bridgewater•MA•02379 Page 17 SOUTHOLD /5678/ 10074795 CENTERLINE Tower Base - - _ --- -- e Grid size: 10' A CAUTION; eFw�eo� ---- INFO 1 Caution 2 -- - -- — _- - 'ACAUTIOM Notice 1 Caution 2B :ACAUTION! (019) Notice 2 Caution 2C `CAUTION_ OW RING �i .:, i Caution I Warning 2 Existing Barrier Proposed Barrier Items to be ❑ Existing . ..... Proposed Sign Signage/Mitigation Plan removed Sign SOUTHOLD/ 10074795 Centerline•750 W Center Street•West Bridgewater•MA•02379 Page 18 u � SOUTHOLD /5678/ 10074795 qf�;� CENTERLINE 3.0 CALCULATED RF EXPOSURE LEVELS Calculations performed based upon the data listed for this facility have produced the results that are shown below: Maximum Calculated AT&T NYE Level on Site: ' 0/,-of MPE,Lumt: Accessible General Population MPE Limits: 1.66% Accessible Occupational MPE Limits: 0.33% M Maxi ,Calculated Com osite,MPE Level on Site ' % of MPE`:Limit: p. Accessible General Population MPE Limits: 1.70% Accessible Occupational MPE Limits: 0.34% 'Maximum Calculated AT&T ground Level 1VIPE % of MPE Limit;" Accessible General Population MPE Limits: 1.66% Accessible Occupational MPE Limits: 0.33% }Maximum Calculated`Composite GGround Level MPE,: % of MPE.Limit: Accessible General Population MPE Limits: 1.70% Accessible Occupational MPE Limits: 0.34% Centerline•750 W Center Street•West Bridgewater•MA•02379 Page 19 SOUTHOLD /5678/ 10074795 C E N T E R L I N E 4.0 RF EXPOSURE DIAGRAMS Overview:All'Transmitters 47Q 0It 390.0 Sea 0 3700 3600 360 0 3400 530.0 :a0.0 zloo I 300 0 ss0.0 750.0 ,7110 X00 000 2400 2300 220.0 A I S I Alpha Sector Access Gate zloo � f 1200 1300 1300 AT&T Gamm_aSector Llllil@y Pole-40I I.0.0 ATBT Bela Sector. 160.0 1-30.0 Equipment Shelterd0 -• �''a,}� 140.0 ^� y 1300 1100 EqulptnerM1 Sheller-10' 1 0.0 1q0 0 lltility Pole-40' Elmronmenut slice :h x of FCC CET 65 Public el 0 ,. 70.0 ` . Mae— 63.0 Buildiiii; I ` saox-eomx `:% ® loo all) ® s%-mox 1.10 1 ox-fix c o 0 0-o 0 0 o e o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . o 0 0 00 0 0 0 0 Grid Size:10' Centerline•750 W Center Street•West Bridgewater•MA•02379 P a g e 10 SOUTHOLD /5678/ 10074795 CENTERLINE Antenna Level:AT&T Transmitters r A-Gate AT&T Alpha Senor �`•.`\``i ! /' ` • _ . it Pal -4R; ATAT Gamma Sects 1 ATBT Bela Senor Wlil 9 ___ t 4 Envlronmenl2t %-of FCC OEi 65 PuDlic - - t 1 '/ 1 Grid Size:10' Centerline•750 W Center Street•West Bridgewater•MA•02379 Page Ill SOUTHOLD /5678/ 10074795 CENTERLINE Elevation View:All Transmitters Lobe Key (GP Limits) ©100%-s00% ��;J - --�ArTBTG ma C_ 5�0%-J�O�% AT&T 8eIaS � c[r - 128ft ®5000%+ 115ft 91 ft 80ft upery Pma-ao 38ft Eeuipmem Ss eller-ry euilE,np Grid Size:10' Centerline•750 W Center Street•West Bridgewater•MA•02379 P a g e 112 SOUTHOLD /5678/ 10074795 CENTERLINE 5.0 STATEMENT OF COMPLIANCE Centerline conducted worst case modeling to determine whether the subject facility is in compliance with FCC regulations. Based on the information analyzed,AT&T is compliant with FCC regulations. Signage has been recommended for compliance with AT&T internal policy. 5.1 RECOMMENDATIONS Existing Signage and Barriers(AT&T Sectors) _ Location. Information; Notice Notice 2 Caution_ Caution 2, Caution 2B Caution 2C Warning. Warning 2 Barriers Tower Access 0 0 0 0 0 0 0 0 0 0 Alpha 0 0 0 0 0 0 0 0 0 0 Beta 0 0 0 0 0 0 0 0 0 0 Gamma 0 0 0 0 0 0 0 0 0 0 `Recommended Si"na a and Barriers`AT&T-Sectors —Actions-that.MUST be Taken Location Notice 2' Caution 2 Caution 2B Caution 2C Warning 2 Barriers Tower Access 0 0 2 0 0 0 Alpha 0 0 0 0 0 0 Beta 0 0 0 0 0 0 Gamma. 0 0 0 0 0 0 Frnal.CompLant,Copfigarahon(ATScT Sectors) All sfitigat►on Items;that MUST bgrn Place Location Information, Notice , Notice 2 Caution Caution 2' Caution 2B Caution 2C Warning .Warning 2 Barriers Tower Access 0 0 0 0 0 2 0 0 0 0 Alpha _ 0 0 0 0 0 0 0 0 0 0 Beta 0 0 0 0 0 0 0 0 0 0 Gamma 0 0 0 0 0 0 0 0 0 0 AT&T Policy Items: Tower Base: • Install(1) Caution 2B sign. Centerline•750 W Center Street•West Bridgewater•MA•02379 Page 113 SOUTHOLD /5678/ 10074795 CENTERLINE APPENDIX A:AT&T RF SIGNAGE Sign ;,: Description Sign. Description _ /NFCRMATICN Information 1 Sign ACAUTION Caution 2C Sign _ Gives guidelines on how to p �t;�,�) Gives specific information on how to proceed and who to contact - proceed and who to contact regarding :.;KNFORMAcfON:" regarding areas that may exceed D81opR»n1e�••^•^� antennas that are fagade mounted, eDpe uamrm4mmrPtltrlmma,•mebm, either the FCC's General " ntl�mb.m�,mm• concealed or on stand-alone Population or Occupational �4m tl b1m 10443&I1apR 9M1, ImIt�IDrirmNmUon Pl°,mpMmup• mMmmpo:rtptlf EtmM NU pwc structures. emissions limits. Blue Notice 1 Sign Blue Notice 2 Sign a Used to alert individuals that they Used to alert individuals that they are I are entering an area that may 6 1 entering an area that may exceed the exceed the FCC's General C<< �A FCC's General Population emissions Population emissions limit.Must 116tapnFn,mmmfXiDM1Ne nIID I'mlm(•.uu, °"®'^�^^^�•'• -n• limits.To be used on barriers or r be positioned such that persons �°""m'""""'""`'"'°"""° vier:n..rt,rfrr CF mel((4nen tvp°I,Dm4DmmlmU �++Imvmmm,m.mlmlm•w antenna sectors as a hybrid of the approaching from any angle have mwIll61nm6 Nlgepm9W1 u'`�•° ample warning to avoid the "`"'°°"m'°°"` Information 1 and Blue Notice 1 --__-.•°•-_ _.marked areas. signs. Yellow Caution 1 Sign- CAUTION Rooftop Yellow Caution 2 Sign- - - Used to inform individuals that CAUTION Rooftop they are entering an area that (R") Used to alert individuals that they are ma exceed the FCC's ') _ j.. y nblmp.•mmm„��D,„ � entering an area that may exceed the /mMMlwlMmmurdDuwu � u,)—ina.rolrcD,-,m Occupational emissions limit. .D•m�^mmmM^�•"•mb� � FCC's Occupational emissions limit. rc(awpww[mmmUwD. rue.pbwceemrwnwm,eo "�°'�,mF•ara 6'a Must be positioned such that Th1mnL j To be used on barriers or antenna fuYn.061¢BYU4D11M�OM1. persons approaching from any .- , sectors as a hybrid of the Information — angle have ample warning to 1 and Yellow Caution 1 signs. avoid the marked areas. Yellow Caution 2B Sign- Warning 2 Sign ACAUTIO.N; Tower A A:RNING Used to inform individuals that they —- Used to inform individuals that are entering an area that may exceed they are entering an area that <��)) the FCC's Occupational emissions OnlliD tower 6i6i6µMelmm:m,nOilYR L6e4wwml NlDdl,°m,�•,•„ may exceed the FCC's limit by a factor of 10 or greater. m,mrtllDee((Dmeptimtl(gmwelbtr i IeDeedtM/e6Rwuartenlnhymwe. ranuernuwntutwom+wlme wenewm D,4mmunkwrnndm. bMmeuvnvwum,pbmp:b®q , Occupational emissions limits. iQQmptlbmlC�m�eeWdLL Must be positioned such that persons D4•mwemwwweewa6M,DwN. H�mt4laDowmhrygmEeDw,fmwahmq Dw,°vn<Iwm61e,W,Impe:MWlk mm,t. NnW m,'vwmemmetl,sdlm uMuibme. Must a placed at the base of the approaching om any angle have U mmnm:/e°twpneuwow,m<rmn , fmtlxllJ6in1pp6lbtDl;DDllm 9,ntl 1, —•a tower to warn tower climbers ofmpb ample mpmMmq warning to avoid the marked � P g potential for exposure. areas. Centerline•750 W Center Street•West Bridgewater•MA•02379 Page 114 o SOUTHOLD /5678/ 10074795 qf�;� CENTERLINE APPENDIX B: FCC GUIDELINES AND EMISSIONS THRESHOLD LIMITS All information used in this report was analyzed as a percentage of the Maximum Permissible Exposure (%MPE)limits as detailed in 47 CFR§ 1.13 10 as well as Federal Communications Commission(FCC) OET Bulletin 65 Edition 97-01.The FCC MPE limits are typically expressed in units of milliwatts per square centimeter(mW/cm2)or microwatts per square centimeter(µW/cm2).The exposure limits vary depending upon the frequencies being utilized.The General Population/Uncontrolled MPE limit(in mW/cm2)for frequencies between 300 and 1500 is defined as frequency(in MHz)divided by 1500 (fmH,/1500).Frequencies between 1500 and 100,000 MHz have a General Population/Uncontrolled MPE limit of 1 mW/cm2(1000 µW/cm2). The calculated power density at each sample point divided by the limit at each calculated frequency provides a result in%MPE. Summing the calculated%MPE from all contributors provides a cumulative%MPE at a particular sample point.Because exposure limits may vary for each frequency band,it is necessary to report%MPE rather than power density. All results were compared to the FCC radio frequency exposure rules as detailed in 47 CFR§ 1.1307(b) to determine compliance with the MPE limits for General Population/Uncontrolled environments as defined below. General population/uncontrolled exposure limits apply to situations in which the general population may be exposed or in which persons who are exposed as a consequence of their employment may not be made fully aware of the potential for exposure or cannot exercise control over their exposure. Therefore, members of the general population would always be considered under this category when exposure is not employment related,for example,in the case of a telecommunications tower that exposes persons in a nearby residential area. Occupational/controlled exposure limits apply to situations in which persons are exposed as a consequence of their employment and in which those persons who are exposed have been made fully aware of the potential for exposure and can exercise control over their exposure. Occupational/ controlled exposure limits also apply where exposure is of a transient nature as a result of incidental passage through a location where exposure levels may be above general population/uncontrolled limits,as 'long as the exposed person has been made fully aware of the potential for exposure and can exercise control over his or her exposure by leaving the area or by some other appropriate means.Additional details can be found in FCC OET 65. The FCC mandates that if a site is found to be out of compliance with regard to exposure, any system operator contributing 5%or more to areas exceeding the FCC's allowable limits will be responsible for bringing the site into compliance. Additional details can be found in FCC OET 65. Centerline•750 W Center Street•West Bridgewater•MA•02379 Page 115 SOUTHOLD /5678/ 10074795 CENTERLINE Limits for Maximum Permissible Exposure(MPE) a - (A)Limits for 0ccupational/.Controlled Exposure' Electric Field Strength Magnetic Field Strength Avera ' Time Frequency Range' Power Density-(S) �g (MHZ) (mw/cru).~' (A/m) (minutes) _ 0.3-3.0 614 1.63 (100)* 6 3.0-30 1842/f 4.89/f (900/f)* 6 30-300 61.4 0.163 1.0 6 300-1,500 — — f/300 6 1,500-100,000 — — 5 6 (B)Limits for General Population/Uncontrolled Exposure Frequency Range, Electric Field Strength Magnetic Field Strength, Power Density(S). Averaging Time (lylgz). _ (Inw/cm�) (minutes) 0.3-1.34 614 1.63 (100)* 30 1.34-30 824/f 2.19/f (180/f)* 30 30-300 27.5 0.073 0.2 30 300-1,500 — -- f/1,500 30 1,500-100,000 -- — 1.0 30 f=Frequency in(MHz) *Plane-wave equivalent power density 1 ure 1. FCC Limits for Maximum Permissible Exposure(MPE) Plane-wave Equivalent Power Density 1.GGo OccupatronaUControl/ed Exposure r----100 N General Populadonncontrolled Exposure 10 5 � i 0.1 0.03 0.3 T 3 30 300 3,000 30.000 1300,000 1.34 1,SGo 100,000 Frequency(MHz) Centerline•750 W Center Street*West Bridgewater•MA•02379 P a g e 116 SOUTHOLD /5678/ 10074795 qr�� CENTERLINE APPENDIX C: CALCULATION METHODOLOGY IXUS electromagnetic energy(EME)calculation software was used to assess all RF field levels presented in this study.IXUS software uses a fast and accurate EME calculation tool that allows for the determination of RF field strength in the vicinity of radio communication base stations and transmitters. At its core,the IXUS EME calculation module implements evaluation techniques detailed in the ITU-T K.61,CENELEC EN 50383, and IEC 62232 specifications and referenced in C95.3 IEEE Recommended Practice for Measurements and Computations of Electric, Magnetic, and Electromagnetic Fields with Respect to Human Exposure to Such Fields, 0 Hz to 300 GHz.The EME calculation result at any point in 3D space is achieved via a synthetic ray tracing technique,a conservative cylindrical envelope method,or through full-wave electromagnetic simulation. The ray tracing method is an advanced computation method described in IEC 622322 where the power is summed from elemental sources representing the individual components of the antenna which are selected by an analysis of published manufacturer datasheets and antenna pattern information.The selection of the solution method is determined by the particular antenna being considered. Centerline•750 W Center Street•West Bridgewater•MA•02379 Page 117 i SOUTHOLD /5678/ 10074795 CENTERLINE APPENDIX D: CERTIFICATIONS I,Michael Fox,preparer of this report certify that I am fully trained and aware of the rules and regulations of both the Federal Communications Commissions(FCC)and the Occupational Safety and Health Administration(OSHA)with regard to Human Exposure to Radio Frequency Radiation. I have been trained in the procedures and requirements outlined in AT&T's RF Exposure:Responsibilities, Procedures&Guidelines document. Michael Fox 6/19/2024 1,Michael Fischer,reviewer and approver of this report certify that I am fully trained and aware of the rules and regulations of both the Federal Communications Commissions(FCC)and the Occupational Safety and Health Administration(OSHA)with regard to Human Exposure to Radio Frequency Radiation. I have been trained in the procedures and requirements outlined in AT&T's RF Exposure: Responsibilities,Procedures&Guidelines document. Michael Fischer, P.E. Registered Professional Engineer (Electrical) New York License Number 101714 !expires March 31,2025 1017 Signed 19 June 2024 Centerline•750 W Center Street•West Bridgewater•MA•02379 Page 118 SOUTHOLD /5678/ 10074795 qG� CENTERLINE APPENDIX E: PROPRIETARY STATEMENT This report was prepared for the use of AT&T to meet all applicable FCC requirements. It was performed in accordance with generally accepted practices of other consultants undertaking similar studies at the same time and in the same locale under like circumstances.The conclusions provided by Centerline are based solely on the information provided by AT&T and all observations in this report are valid on the date of the investigation.Any additional information that becomes available concerning the site should be provided to Centerline so that our conclusions may be revised and modified,if necessary.This report has been prepared in accordance with Standard Conditions for Engagement and authorized proposal,both of which are integral parts of this report.No other warranty, expressed or implied, is made. Centerline•750 W Center Street•West Bridgewater•MA•02379 P a ; e 119 Town of Southold, New York CkyScape CON S U ANTS S INC. Telecommunications Site Review 2423 S.Orange Ave#317 Modification Application Orlando,FL 32806 Tel:877.438.2851 Fax:877.220.4593 July 19,2024 Ms. Mara Cerezo,Planner Town Hall Annex Building Town of Southold 53095 Route 25 Southold,New York 11971 PROVIDER/ID: AT&T/FA# 10074795 ADDRESS:41405 Route 25 (aka 165 Peconic Lane) LATITUDE: 41.041347 N LONGITUDE: -72.458686 W SCTM#: 1000-75.-5-14.1 Dear Ms. Cerezo, At your request, on behalf of the Town of Southold ("Town"), CityScape Consultants, Inc. ("CityScape"), in its capacity as telecommunications consultant for the Town, has considered the merits of the above-referenced application submitted on behalf of AT&T("Applicant")to modify equipment on an existing one hundred and thirty-one (131) foot (141.5' at top of highest appurtenance) lattice tower. The tower is located at 41405 Highway 25, Peconic,New York, although in previous review reports, the address has been described as 165 Peconic Lane,see Figure 1.Dish Wireless,T-Mobile and Verizon also operate at this site. Support Structure&Equipment Per the submitted construction drawings (CD's)1 the Applicant is proposing to remove six (6) antennas and all remote radio head units (RRHs). Two (2) surge protectors and three (3) antennas will remain as well as the existing antenna sector mounts. It is further proposed to install nine (9) antennas, twelve(12)RRHs and one(1)surge protector.There is an unknown microwave dish on the existing mount that will remain,see Figures 2 and 3. The table below details the final tower mounted equipment. TOWER EQUIPMENT 12 Antennas:3)Ericsson AIR 6419 13771);3)Ericsson AIR 6419 1377G;3)Commscope NNH465A-R6H4; 3)Commscope NNHH-65A-R4(existing) 12 RRHs:3)Ericsson 4415 1330;3)Ericsson 4478 1314;3)Ericsson 4490 135/1312A;3)Ericsson 4890 1325/1366 3 Surge Protectors:2)Raycap DC6-48-60-18-8F(existing);1)Raycap DC9-48-60-24-8C-EV 1 Unknown Microwave Dish(existing) 3 Sector Mounts(existing) 1 CDs prepared by Jacobs on behalf of Tower Engineering Professionals,M&H.Engineering,PLLC,dated 6/11/24 `Issued for Construction'signed and sealed by a New York Registered Professional Engineer. Town of Southold—SCTM#1000-75.-5-14.1 CkyScape AT&T FA# 10074795-41405 Route 25 Page C O N S U L T A N T S , I N C. On the ground all work will be within the existing AT&T shelter. One (1) fiber trunk and six (6) DC lines will be added to run along the existing ice bridge to connect the ground equipment with the tower mounted equipment, see Figure 4. On Sheet A-1 of the CDs it is shown to replace the existing generator with a new 40kW diesel generator, although no other details are given,see Figure S. The generator must be installed in accordance with all relevant building, electrical and fire codes, and the Applicant must observe the maximum acoustic noise level as well as the allowable testing hours as per the Town ordinance. Structural Analysis The Applicant submitted a structural analysis report prepared by Tower Engineering Professionals, dated June 4, 2024. The report criteria are based on TIA-222-H, 2018 IBC, 2020 Building Code of New York State, Risk Category H and Exposure Category C standards. The analysis concludes the tower structure and foundation are structurally adequate to support the existing and proposed loading. After the proposed installation the tower rating will be 89.3%and the foundation will be 83.2%both falling within the allowable 105%,see Figure 6. Since the existing sector mounts are being reused, the Applicant submitted an Appurtenance Mount Analysis, see Figure 7. The criteria are the same as the structural analysis referenced above and the report concludes the sector mounts have sufficient capacity to accommodate the existing and proposed tower mounted equipment with the recommendations as follows: RECOMMENDATIONS 1) If the load differs from that described In Table 2 of this report or the provisions of this analysis are found to be invalid,another structural analysis should be performed. 2) The modification of the existing structure could not be completed with existing approved AT&T item master part numbers. Our custom solution is required to complete the project up to AT&T and current jurisdictional standards. a) (6)SitePro P2126 pipe(CONMAT Item No.ANT.16008) b) (36)SiteProl SCX2-K Crossover Kits(NON-CONMAT) d) (6)SitePro 1 DCP12K Clamp Kits(NON-CONMAT). Radio Frequency(RF)Exposure Safety To verify RF exposure safety, the Applicant provided a Radio Frequency Safety Survey Report Prediction (RFSSRP) Report, prepared by Centerline, dated June 19, 2024. The analysis specifically addresses compliance of AT&T's transmitting facilities independently and in relation to all collocated transmitting facilities,which together constitute the RF environment at the site. The information provided within the study found the site to be compliant with FCC rules and regulations and caution signs are recommended at the base of the towers,see Figures 8 and 9. Town of Southold—SCTM#1000-75.-5-14.1 cmk AT&T FA# 10074795-41405 Route 25 yscape Page CON SULTANTS , INC. Summary Cityscape verified this application to be an eligible facilities request and meets the definition of a non-substantial change ("substantial change"being defined in 47 CFR §1.6100(b)(7) of the FCC Rules). Therefore,this application qualifies for streamlined processing at staff level under 47 CFR§1.6100(c)and Cityscape recommends approval. I certify that, to the best of my knowledge, all the information included herein is accurate at the time of this report. Cityscape only works for public entities and has unbiased opinions. All reviews are based on technical merit without prejudice per prevailing laws and codes. Regarding the structural analysis reports, CityScape verified that the proposed appurtenances shown by Applicant's construction drawings were listed in the structural reports,but did not independently verify the calculations,statements or the appropriateness of the analysis criteria contained therein.Town staff should verify compliance with. applicable building and fire codes prior to issuance of a permit for this modification. Respectfully submitted, �J. Elizabeth Herington-Smith VP/General Manager CityScape Consultants, Inc. Town of Southold—SCTM#1000-75.-5-14.1 C��C�� AT&T FA# 10074795-41405 Route 25 Page C O N S U LT A N T S , I N C. > • DeLorme Street Atlas USAO2009 �qt ,vi .p1Y � �T pOnJO y w� Ph _1 :•?r"" o�}, �1„ p ,ems` ti], � _ '�'' ecohic 0 .y �1p.A _"`'-..,,« ,9 'h'PO p •' C� �Z •L . Oa3r. k'.Oe �'adFOR� EMERSaN.RD J -..: q171 25 Ilk - Ent lIIIC �•' �i �Z y y d• 1 as o� W 6yP0 KyN� .V -WA 11 Yy y I .r�'sY,pzrr°•� � , Data use subject to license. R ®DeLorme.DeLarme Street Atlas USA®2009. 0 600 1200 1900 2400 3000 3600 www.delorme.com. MN(13.6o W) Data Zoom 13-2 Figure 1—Site Location Map Town of Southold—SCTM#1000-75.-5-14.1 cm AT&T FA# 10074795-41405 Route 25 ftagm Page C ON S U LT A N T S , I N C. PROPOSED AT&T MOBILITY C9-48-60-24-BC-EV TOP OF HIGHEST SURGE ARRESTOR (TOTAL OF 1) APPURTENANCE ELEV. = 141'-6"f A.G.L PROPOSED AT&T MOBILITY ANTENNA AIR6419 877D O POS. 2A, STACKED VERTICALLY EXISTING WHIP ANTENNA (TYP.) (TYP. OF 1 PER SECTOR,TOTAL OF 3) EXISTING MICROWAVE DISH (TYP.) PROPOSED AT&T MOBILITY 4490 B5/812A RRH rt OF MEXISTING & PROPOSED O POS. 1 (TYP. OF 1 PER SECTOR, TAL OF 3) Y ELEV. - 131'-0'* A.G. --- E ISTING AT&T MOBILITY ANTENNA E TOPLE OF S ELF-SUPPORT TOWER N HH-65A-R4 0 POS. 1 V. = ( P. OF 1 PER SECTOR, T T 130'-0"t A.G.L AL OF 3) PROPOSED AT&T MOBILITY ANTENNA NNH4-65A-RBH4 O.POS. 3 (TYP. OF 1 PER SECTOR, PROPOSED AT&T M08IUTY ANTENNA TOTAL OF 3) AIR6419 877G O POS. 29, STACKED VERTICALLY (TYP. OF 1 PER SECTOR,TOTAL OF 3) PROPOSED AT&T MOBILITY 4890 PROPOSED AT&T MOBILITY 4415 B25/866 RRH O POS. 3 930 RRH O POS. 1 (TYP. OF 1 PER SECTOR, (TYP. OF 1 PER SECTOR, TOTAL OF 3) (BEHIND) TOTAL OF 3) PROPOSED AT&T MOBILITY 4478 B14 RRH O POS. 3 (TYP. OF 1 PER SECTOR, TOTAL OF 3) PROPOSED HOIST GRIP SUPPORT TO ACCOMMODATE PROPOSED CABLING AT APPROX. 75't AGL EXISTING ANTENNA AND AT AT&T RAD (BY OTHERS) (TYP.) EXISTING SELF-SUPPORT TOWER EXISTING AT&T (16) 7/8" COAX (2) 18 PAIR FIBER TRUNKS (TO REMAIN) (2) 7/8" COAX (4) 8 AWG DC TRUNKS (TO BE REMOVED) EN NGINEERING PROPOSED (1) 24 PAIR FIBER 6/14/24 FOR TRUNK AND (6) 6 AWG DC OUNT TO TRUNK (TO FOLLOW EXISTING EQUIPMENT. ROUTING AS PER TOWER ANALYSIS) EN COMPLETED PROFESSIONALS E CAPACITY ___ URE TO -- EQUIPMENT. GROUND LEVEL ELEV. 0'-O"t (AGL) Figure 2—Tower Elevation Town of Southold-SCTM#1000-75.-5-14.1 AT&T FA# 10074795-41405 Route 25 ckyscape Page C O N S U L T A N T S I N C-. EXISTING AT&T SURGE ARRESTOR EXISTING AT&T MOBILITY DC6-48-60-18-BF RRH4X25-WCS-4R (TOTAL OF 2) (TO REMAIN) TOTAL OOF 13)P(TO BE SECTOR, REMOVED) EXISTING AT&T MOBILITY SECTOR MOUNT (TYP. OF I PER SECTOR, TOTAL OF 3) (TO REMAIN) _��EXISTING AT&T MOBILITY AIRSCALE RRH 4T4R 85 EXISTING AT&T MOBILITY AIRSCALE 16OW AHCA (TYP. OF 1 PER SECTOR, TOTAL OF 3) DUAL RRH 4T4R B12/14 320W AHLBA (TO BE REMOVED) (TYP. OF 1 PER SECTOR, TOTAL OF 3) (TO BE REMOVED) BETA \ EXISTING AT&TMOBILITY ANTENNA SECTOR \ AZ.=120' NNHH-65A-R-R4 ® POS. 2 & 3 "�J (TYP. OF 2 PER SECTOR, TOTAL OF 6) (TO BE REMOVED) GAMMA SECTOR ! EXISTING AT&T MOBILITY AIRSCALE AZ.=280' B25 RRH4X30-4R OF 1 PER EXISTING AT&T MOBILITY ANTENNA (TOP BE REMOVED)SECTOR, TOTAL OF 3) NNHH-65A-R4 ® POS. 1 (TYP. OF 1 PER SECTOR, 13'19'TOTAL OF 3) EXISTING MICROWAVE DISH (UNKNOWN) (TO REMAIN) 0� ATTACHED TO AT&T MOUNT �0 y z EXISTING ANTENNA LAYOUT 1 gs A-3 0 1'-4' 2'-8' 5'-4' 8'-0' 1107 SCALE: 3/16"=1'-O" ALPRA SSC1'OR EXISTING AT&T MOBILITY ANTENNA AZ'_Ol EXISTING AT&T SURGE ARRESTOR NNHH-65A-R4 O POS. 1 (DC6-48-60-18-BF) (TYP. OF 1 PER SECTOR, f Y �'�' f (ALPHA& BETA, TOTAL OF 2) TOTAL OF 3) PROPOSED PIPE TO PIPE CLAMP PROPOSED AT&T MOBILITY 4890 PROPOSED AT&T MOBILITY 4415 _.__ _ ___ __--_-__ _. ____- 825/B66 RRH O POS. 3 B30 RRH O POS. 1 (TYP. OF 1 PER SECTOR, (TYP. OF 1 PER SECTOR, /j TOTAL OF 3) (BEHIND) TOTAL OF 3) \ ` EXISTING AT&T MOBILITY \ SECTOR MOUNT (TYP. OF 1 \ PER SECTOR, TOTAL OF 3) � / BETA SECTOR PROPOSED AT&T MOBILITY \\ AZ.=1201 4478 B14 RRH O POS. 3 \ PROPOSED AT&T MOBILITY ANTENNA TOTAL F 3)O 1 PER SECTOR, \ AIR6419 877G O POS.2B,STACKED VERTICALLY \ (TYP. OF 1 PER SECTOR,TOTAL OF 3) PROPOSED AT&T MOBILITY ANTENNA NNH4-65A-RBH4 O POS. 3 (TYP. OF I PER SECTOR, GAYYA R TOTAL OF 3) PROPOSED AT&T MOBILITY OC9-48-60-24-8C-EV PROPOSED AT&T MOBILITY ANTENNA j� +l SURGE ARRESTOR(TOTAL OF 1) AR6419 877D O POS. 2A, STACKED VERTICALLY (TYP. OF I PER SECTOR,TOTAL OF 3) \\ EXISTING MICROWAVE DISH (UNKNOWN) ATTACHED TO AT&T MOUNT PROPOSED AT&T MOBILITY 4490 B5/B12A RRH = O POS. 1 (TYP. OF 1 PER SECTOR, zo TOTAL OF 3) xZo fE PROPOSED ANTENNA LAYOUT 2 12'MINIMUM EQUIPMENT SETBACK (TYP,) 1107 SCALE: Figure 3—Existing and Proposed Tower Mounted Equipment Configuration Town of Southold—SCTM#1000-75.-5-14.1 CkyScapeAT&T FA# 10074795-41405 Route 25 Pagel CON SULTANTS , INC. [,6N+C.rei ua&.m r uaBAm D[Sx Ro a[uxr"Ci)"tt ;ia)r]/e�iCMx a xne umt fm., xL wma' ua,o.c.,xi uoenm u)�e v.m ra[a,rv..s a5m:.rxr u.'laun [al�^vL,l wu (,o vtwM roKn.xurSR eus B[[x muttttm uwn c.axxr uora«:, tr)i/e•c«v wrio�/a/Lox rya w.rm�' _ee_mcm)- to a rac x,ncw,s n rx[usrwc smucrua[ro ---------_----...-- -- — ---- fro azlaaotn) suvrom rxe veorosru[owuxr. hae a o•pou—� � (c,>ie•cwc I.,a.xa a rxu..,s uamc.,er uo�wrr \ w.°s�¢n ronf0"crwu� 7tc7a urt[mu sm�cs ".��x D Po ae anwmj v t:rt, ro io si nnaaimis ® vxorosm<O xa vm rmm ..cus,wc ox, m H"�iv.ID / 0.gll�uo�/e�9�1�uuLKS) `il maw rm[x,xwx5 M. aa"La lMai Pc B[ ,a'a 4r4I uafm,tt Maa 1�!R[PV6D) i [M,vA.iei a9YLlr _ _ • ' 6[Bx'aCL uaOYtt / aa;>a C .CLCSa OaDx — - [.n, E%19TIN0 E.UIPYEN7 PLAN jf, __ _- __ orta,s.e cxac � •.•••..: �7.,aa„�. n.Ja ux[:J/e'.r.ro �a.-,•-•YIZ.x._...a;y.�.•a. vacia✓.c, r ' vaavnan•ni Pa®nr vom+ aloo-aev oc roarn vuvr xmI (11)-tN RICMGe f001A IIInRiplr�1�,N (COPS Y.IrOa1S(EEIOx) ' y l - moui®io eaorosm vorm nNrt noas.�n iie crc �o-a r [xn�xa.ra,xomun uosu�n:�r;a Y,��` ,aca cuiKra:.ao'tt xass oaoa - "'�i PROPOSE.ECUIPYENTPIAN WWW'" ej.i)[WE:J/re•.,•-a• GJ O � 1i i Figure 4—Existing and Proposed Ground Equipment Configuration Town of Southold—SCTM41000-75.-5-14.1 cmk AT&T FA# 10074795-41405 Route 25 yscape Page C O N S U L T ANTS , I N C. EXISTING Af&T EXISTING AT&T ICE (16)7/B'COAX (2)IB PAIR GIBER TRUNKS PROPOSED KOKW DIESEL EXISTING TONER (TO REMAIN) GENERATOR TO REPIACE CONCRETE (2)7/B'COAX EXISTING ON CONCRETE PAD FOUNDATION PAD (A)B AX0 oc TRUNKS (TO BE REMOVED) PROPOSED (1)GI PAIR —• —•—•—•—•—•—•J •—•—•— —• •—•—• •— •—•—• E156 DGi-MOWIE FIBER TRUNK AND(a) -- AWO DC TRUNK(Tp iOILGW EXISTING ROUTING AS TOWER AMYSISI \ I4 D �ONSC CRCTC PAD EOWPMENT O i \ EXISTING CHAIN LINK-- 1 I,, FENCE EXISTING SHELTER (BY OTHERS) EXISTING AT&T MOBIUTY—, EOUIPI.IENT SHELTER EXISTING CSC CABINET r 1--"--- EXISTING LELi-SUPPORT TOVIER EXISTING GENERATOR ON �� ACCESS r'Aie(no)D CONCRETE PAD(OY OTHERS) L. EXISTING PROPANE TANK . (DY OTHERS) EXISTING VERRON EQUIPMENT SHELTER /�EXISTING ELECTRICAL PANEL (BY OTHERS) —4 • • , , • , , ' ' , EXSTNG MOOD POLE 'ro�'` g' COMPOUND PLAN QF NE y 11.17 SCALE: 3/32•-1'-0- A-i Gy`p�a�El P Na r O "N'ts Figure 5—Proposed Generator Town of Southold—SCTM#1000-75.-5-14.1 AT&T FA# 10074795-41405 Route 25 Ckysicape Page CON SULTANTS , INC. June 4,2024 Matthew Huelbig Tower Engineering Professionals Jacobs Telecommunications Inc. 326 Tryon Road One Penn Plaza,24th Floor,Suite No.2400 Raleigh,NC 27603 New York,NY 10119 (919)661-6351 (646)90M550 Structures(&tepgroup.net Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Reconfiguration Carrier Site Number: 10074795 Carrier Site Name: Southold Client Designation: Site Number: 10074795 Site Name: WSNYJ0045449 Engineering Firm Designation: TEP Project Number: 265240.941634 Site Data: 414 05 Route 25,Peconic,Suffolk County,NY 11968 Latitude 410 02'2&80",Longitude-72°27'31.60" 130*Foot-SelfSupport Tower Dear Matthew Huelbig, Tower Engineering Professionals is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above-mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level.Based on our analysis we have determined the stress level for the tower and foundation structure,under the following load case,to be: LC1:Existing+Proposed+Reserved Loading Sufficient Capacity Note:See Table 1 for the exislfig,proposed,and reserved loading Structure Capacity Foundation Capacity 89.3% 83.2% The analysis has been performed in accordance with the ANSI/TIA-222-H Structural Standard for steel Antenna Towers and Antenna Supporting Structures.the 2018 International Building Code.the 2020 Buildina Code of New York State and AT&T Mount Technical Directive—R22. All modifications and equipment proposed in this report shall be installed in accordance with the appurtenances listed in Table 1 for the determined available structural capacity to be effective. We at Tower Engineering Professionals appreciate the opportunity of providing our continuing professional services to you and Jacobs Telecommunications Inc..If you have any questions or need further assistance an this or any other projects,please give us a call. Structural analysis prepared by:AAL/LBW aF NSW Y Respectfully submitted by: gt a PD.Q� r Cr Daniel P.Hamm,P.E. 2 zr � 2.A RQ�'esstaNA Figure 6—Structural Analysis Summary Town of Southold—SCTM#1000-75.-5-14.1 AT&T FA# 10074795-41405 Route 25 CkyScape Page10 C ON S U L TA N T S , I N C. .June 14,2024 Matthew Huelbig Jacobs Telecommunications,Inc Tower Engineering Professionals One Penn Plaza,241h Floor,Suite#2400 326 Tryon Road New York,NY 10119 Raleigh,NC 27603 (646}908-6550 (919)661-6351 Structurea tenaroua.net Subject: Appurtenance Mount Analysis Carrier Designation: AT&T Mobility Reconfiguration Site Number: 10074795 Site Name: Southold Engineering Firm Designation: TEP Project Number. 265240.941633 Site Data: 414 05 Route 25,Peconic,Suffolk County,NY 11968 Latitude 41°02'28.80",Longitude-72°27'31.60" 130.0*Foot-Self-Support Tower 131.0 Foot Mount Height-Sector Dear Matthew Huelbig, Tower Engineering Professionals is pleased to submit this "Mount Structural Analysis" to determine the structural integrity of the antenna mount on the above-mentioned.tower. The purpose of the analysis is to determine acceptability of the mount's stress level.Based on our analysis we have determined the stress level for the mount structure,under the following load case,to be: LC1:Existing+Proposed+Reserved Loading Sufficient Capacity Note:See Table 2 for the existing,proposed,and reserved loading The analysis has been performed in accordance with the ANSVTIA-222-H Structural Standard for steel Antenna Towers and Antenna Supporting Structures,the 2018 International Building Code.the 2020 Building Code of New York State and AT&T Mount Technical Directive—R22. All.equipment proposed in this report shall be installed in accordance with the appurtenances listed in Table 2 for the determined available structural capacity to be effective. We at Tower Engineering Professionals appreciate the opportunity of providing our continuing professional services to you and Jacobs Telecommunications, Inc. If you have any questions or need further assistance on this or any other projects,please give us a call. Respectfully submitted by: 01V NEyvr aQ' P y,_0,q Daniel P.Hamm,P.E. Ei2.1 y4�a A�CfiEBSIONP Figure 7—Appurtenance Mount Analysis Summary Town of Southold-SCTM#1000-75.-5-14.1 CKYScape AT&T FA# 10074795-41405 Route 25 Page11 C O N S U L T ANTS , I N C. �t lr W tyk C E=N, E L INN E . _.. ♦��rt'��it"`a i�` �M.. ca�.4++u�r.ro e.�. .3i'i�+�,�.,. �Afi:h.'p. Radio Frequency Safety Survey Report Prediction (RFSSRP) AT&T Self Support Tower Facility Site Name SOUTHOLD Site ID NYL00229 Site Address 414 05 ROUTE 25,PECONIC,NY 11958 Latitude:41.041329 Prepared for: Centerline on behalf of Longitude: -72.458769 AT&T USID: 5678 FA: 10074795 Report Date: June 19,2024 Centerline PN: Internal Pace ID: MRNYJ02128, Report Writer: Michael Fox MRNYJ042043, Report Reviewer: Michael Fischer MRNYJ042102,MRNYJ042319, 3.0 CALCULATED RF EXPOSURE LEVELS MRNYJ0423 88,MRNYJ042070, Calculations performed based upon the data listed for this facility have produced the results that are MRNYJ042035 shown belo.: ""��.-,.,.= "'.Ma=lieum CaleolateAATdcTMPE•Level an Site:""",:/.o[MPEIL_lmit.::"-. Accessible General Population MPE Limits: 1.660/6 Accessible Occupational MPE Limits: 0330/ r,. t_ Max Imum Cnlculrted Conpmlte MPE Level m Slte: •b of MPE-LImIC.sx Accessible General Population MPE Limits:I 1.70% f"I Accessible Occupatlonal MPE Limits: 034% ,�;_4 �x�Mrt=lmam Calculited'ATa$71Gromd Letiel•MPE: .,'%_o£MPE-Llmlt: '�{' [: Accessible General Population MPE Limns:1 1.66% Accessible Occupational MPE Limits: 033% 1 'I MnlmonCalculated,Conpodte Ground IAvelMPE: %ofMPE•Litnit. �' Accessible General Poputaton MPE Limits: 1.70% Accessible Occupational MPE Limits: 034% Statement of Compliance AT&T is compliant with FCC regulations. Figure 8—RF EME Compliance Summary and Calculations Town of Southold—SCTM#1000-75.-5-14.1 AT&T FA# 10074795-41405 Route 25 CkyScape Page12 CONSULTANTS INC. SOUTHOLD/5678/10074795 (�CENTERLINE Tower Base — Grid size:10' — INFO 1 Caution 2 - — _ - ® —� u Notice I Caution 2B f ^�+ LR== f 1 02)) Notice 2A- 1 Caution 2C Q{i(2t0iB Caution I Warning 2 Existing Barrier Proposed Barrier X Items to be ❑ Existing 4 Proposed Sign Signage/Mitigation Plan removed Sign I SOUTHOLD/10074795 Centerline•750 W Center Street•West Bridgewater•MA•02379 Page 18 Figure 9—RF Signage Requirements ' Centerline Communications LLC 5550 Merrick Road, Suite 302 Massapequa, NY 11758 June 20,2024 BY HAND Town of Southold Town Hall Southold,NY 11971 Brian Cummings-Town Planner RE: New Cingular Wireless PCS,LLC(AT&T)—Building Permit Application AT&T site NYNYNY0229 Premises: 165 Peconic Lane Southold,NY 11971 Section 75,Block 5,Lot 14.001 To whom it may concern: Our office represents New Cingular Wireless PCS,LLC(AT&T)with respect to its Application to modify its existing public utility wireless telecommunication facility at the subject premises. As shown in the plans submitted to the Town,the upgrade requires only minor modifications to the existing facility. With respect to the Building Permit Application,the following are enclosed in this submittal package; 1) Building Permit Application&Applicant Consent form**Please note the Town of Southold is the property owner** 2) Four(4)set of signed and sealed construction drawings, prepared by TEP Engineering dated 6/11/2024, including site plans and elevations 3) A Mount Structural Analysis report prepared by TEP Engineering dated 6/14/2024 4) A Structural Analysis report prepared by TEP Engineering dated 6/4/2024 4) A check for$4,000(#2173)as a consultant review Escrow fee. 5) Certificates of Insurance from the contractor 6) Application for Certificate of Occupancy form 7) An EME report prepared by Centerline and dated 6/19/2024 Section 6409 of the Federal Middle Class Tax Relief and Job Creation Act("Section 6409")was adopted in 2012. Under Section 6409,your city retains discretionary zoning review over the construction of new towers,but simple collocations and/or equipment upgrades at existing telecommunications facilities must be approved,no later than August 20,2024. The new law provides that: "A State or local government may not deny,and shall approve,any eligible facilities request for a modification of an existing wireless tower or base station that does not substantially change the physical dimensions of such tower or base station." The federal law defines an "eligible facilities request" as "(A) collocation of new transmission equipment; (B) removal of transmission equipment;or(C)replacement of transmission equipment." Also,the Federal Communications Commission issued a Wireless Infrastructure Report and Order on October 17,2014 ("FCC Order") which established regulations that clarify and streamline the municipal approval process for eligible facilities requests under Section 6409.A copy of the FCC Order is enclosed herewith. The FCC Order clarifies that municipal review of an eligible facilities request is limited to determining whether the request falls within Section 6409; "a State or local government may require the applicant to provide documentation or information only to the extent reasonably related to determining whether the request meets the requirements of this section [Section 6409]. A State or local government may not require an applicant to submit any other documentation, including but not limited to documentation intended to illustrate the need for such wireless facilities or to justify the business decision to modify such wireless facilities."47 C.F.R. 1.40001(c)(1) The FCC Order also specifies that the term"base station"includes any structure that"supports or houses"communications equipment. Since this structure already supports communications equipment,it is considered a"base station"under Section 6409 Centerline Communications LLC $.; 5550 Merrick Road, Suite 302 Massapequa, NY 11758 AT&T's Application is an Eligible Facilities Request under Section 6409 AT&T's application qualifies as an eligible facilities request under Section 6409 because the proposed installation involves"an existing wireless tower or base station that does not substantially change the physical dimensions of such tower or base station." As shown on the plans prepared by TEP Engineering, dated 6/11/2024, AT&T's proposed installation consist principally of the following elements: Swap nine(9)antennas,stack three(3)additional antennas on the lattice tower,remove equipment cabinets inside AT&T's existing shelter. Accordingly,AT&T's installation involves the"collocation of new transmission equipment"and that will not increase the height of the tower nor the dimensions of the equipment compound. As a result,the installation"does not substantially change the physical dimensions of such tower or base station." Therefore,these proposed equipment upgrades constitute an"eligible facilities request" under Section 6409,and must be approved. Timeline for Review and Approval We would like to highlight an important timing requirement for processing this application. The FCC Order determined that a municipality must act on an eligible facilities request within sixty (60) days of receiving the application. 47 C.F.R. 1.40001(c)(2)(Emphasis added). (Note,the sixty(60)-day period is also known as the"Shot Clock"). Thus,the city must approve this application within sixty (60) days of its receipt, no later than August 20, 2024. The FCC Order provides that upon a municipality's failure to act prior to expiration of the Shot Clock, the"request shall be deemed granted" and AT&T will be legally entitled to proceed with construction. 47 C.F.R. 1.40001(c)(4). Note that the FCC Order does allow the Shot Clock to be tolled if an application is incomplete. However, in order to do so, a municipality must provide written notice that the application is incomplete within thirty (30) days of the submittal. 47 C.F.R. 1.40001(c)(3)(i). The notice must "clearly and specifically" describe the missing documents or information, 47 C.F.R. 1.40001(c)(3)(i), and, as previously mentioned, such documentation must be necessary to the determination of whether the application qualifies as an eligible facilities request. If the municipality requests additional information after the first thirty (30) days have passed,we will still provide any"reasonably related"information allowed under the FCC Order,but the Shot Clock will not be tolled. In light of the foregoing,AT&T respectfully requests that its proposed equipment upgrades be approved. In the meantime, if you have any questions,please feel free to call or email me. Thank you for your cooperation. Sincerely, ' oourke 01� t Patrick O'R Site Acquisition on behalf of AT&T 516-263-8817 Patrick aBrennanshore.com i 1 ' e5 \i June 14,2024 �\\1 Matthew Huelbig Jacobs Telecommunications, Inc Tower Engineering Professionals One Penn Plaza, 24t'Floor, Suite#2400 326 Tryon Road New York, NY 10119 Raleigh, NC 27603 (646)-908-6550 (919) 661-6351 Structures&tepgroup.net Subject: Appurtenance Mount Analysis Carrier Designation: AT&T Mobility Reconfiguration Site Number: 10074795 Site Name: Southold Engineering Firm Designation: TEP Project Number: 265240.941633 Site Data: 414 05 Route 25, Peconic, Suffolk County, NY 11968 Latitude 410 02'28.80'; Longitude-72°27'31.60" 130.0±Foot-Self-Support Tower 131.0 Foot Mount Height=Sector Dear Matthew Huelbig, Tower Engineering Professionals is pleased to submit this "Mount Structural Analysis" to determine the structural integrity of the antenna mount on the above-mentioned tower. The purpose of the analysis is to determine acceptability of the mount's stress level. Based on our analysis we have determined the stress level for the mount structure, under the following load case,to be: LC1: Existing + Proposed + Reserved Loading Sufficient Capacity Note:See Table 2 for the existing,proposed,and reserved loading The analysis has been performed in accordance with the ANSI/TIA-222-H Structural Standard for steel Antenna Towers and Antenna Supporting Structures, the 2018 International Building Code, the 2020 Building Code of New York State, and AT&T Mount Technical Directive—R22. All equipment proposed in this report shall be installed in accordance with the appurtenances listed in Table 2 for the determined available structural,capacity to be effective. We at Tower Engineering Professionals appreciate the opportunity of providing our continuing professional services to you and Jacobs Telecommunications, Inc. If you have any questions or need further assistance on this or any other projects, please give us a call. Respectfully submitted by: 111F ,' Daniel P. Hamm, P.E. Ln r- 2 June 14,2024 Sector Mount Analysis 10074795 Southold TEP Project Number 265240.941633 Page 2 ANALYSIS CRITERIA Table 1 -Mount Analysis Parameters Ultimate_.. Ice :Ice Wind; Seismic Wind Speed Thickness iH) MPH Pat O gory Cattegory, Procedure' Kzt' ' Cate on ` MaiLn®ads Ce fLm=250 Ibs 128 1.0 50 C H Method 1 1.00 B �Lv=250 lbs Table 2-Existing, Proposed,and Reserved Antenna Loading Configuration Existing/ Mount Ant Mount Owner/... Proposed/- Level Cl City' Antenna Mode! Type` - Tenant Reserved (ft) ------�-- —--- 133:0 3 I Ericsson ---- 3 1 Commscope NNH4-65A-R6H4 _ F 3 , Ericsson RRUS 4415 B30 Proposed 131.0 131.0 3-1 Ericsson RRUS 4490 B51B12A (3)Sector Mounts AT&T 3 Ericsson RRUS 4890 B25IB66 3 j! Ericsson RRUS 4478 B14 r129.01 3 IF Ericsson AIR 6419 B77G' Existing T131.0 131.0 1 3 1 Commscope NNHH-65A-R4 AT&T F6 F Commscope NNHH-65A-R4 I �3 Alcatel Lucent RRH4x25-WCS-4R To Be 131.0 131.0 F3T AirScale Dual RRH 4T4RB12114 - AT&T i Removed 3 AirScale B25 RRH4X30-4R j 3 AirScale 4T4R B5 t Notes: 1)Antennas are to be vertically stacked in the same position(typical of 2 antennas per sector,6 total) Table 3-Mount Component Stresses vs. Capacity Notes Component %Capacity Pass/Fail - Face Horizontals 47.4 Pass j - Support Horizontals F 26.9, Pass Support Verticals 17.8 Pass Mount Pipes — --_ j -- 38.8 �_ Pass j—�— Stabilizer Arms 11.1 Pass --1 - Connection Bolts j—� 11.2 I Pass Notes: 1) See additional documentation in"Appendix B-Additional Calculations"for calculations supporting the%capacity listed. 4 1 ' • June 14,2024 Sector Mount Analysis 10074795 Southold TEP Project Number 265240.941633 Page 3 Table 4- Documents Provided Document Remarks Source RFDS AT&T Mobility,dated March 8, 2024 TEP RFDS ID:5899244 1 Preliminary TEP Northeast, ✓� TEP Construction Drawin sF FA Number: 10074795 RECOMMENDATIONS 1) If the load differs from that described in Table 2 of this report or the provisions of this analysis are found to be invalid, another structural analysis should be performed. 2) The modification of the existing structure could not be completed with existing approved AT&T item master part numbers. Our custom solution is required to complete the project up to AT&T and current jurisdictional standards. a) (6) SitePro P2126 pipe (CONMAT Item No. ANT.16008) b) (36) SiteProi SCX2-K Crossover Kits (NON-CONMAT) d) (6) SitePro 1 DCP12K Clamp Kits (NON-CONMAT). ANALYSIS ASSUMPTIONS 1) The mount was built in accordance with the manufacturer's specifications. 2) The mount has been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Table 2. All mount components have been assumed to be in sufficient condition to carry their full design capacity for this analysis. Refer to the issued mapping for any structural and/or maintenance issues found during our site visit. 4) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is left to the carrier or tower owner to ensure conformance. 5) All material grades used for this analysis, unless verified by mount manufacturer design, were assumed per AISC Table 2-4, 15th Edition. See RISA 3-D output for confirmation on grades used in this analysis. This analysis may be affected if any assumptions are not valid or have been made in error. Tower Engineering Professionals should be notified to determine the effect on the structural integrity of the - mount. June 14,2024 Sector Mount Analysis 10074795 Southold TEP Project Number 265240.941633 Page 4 APPENDIX A RISA-31) OUTPUT y � � � z x � � \ # } f \ � > � � I � � � } i I � i � Envelope Only Solution � T we Engineering Pr ms. SK- 1 � DRP Southold (10 7 7$ June i%2 2 m3a3PM jTEP No 265240.941633 Sabre c 29oQ HDw&omr3d y I � Z X -114k till I -.033 d 12Z -.03 I �a I .0331 ..:.. i �.8a.i, ` 1 .1" -.033 i I � I e, a I I I Loads:BLC 1,Dead Envelope Only Solution Tower Engineering Profes... SK-2 DRP Southold (10074795) June 14, 2024 at 3:43 PM TEP No. 265240.941633 Sabre C10857001 HD V-Boom.r3d Code Check (Env) No Calc >1.0 .90-1.0 Z X .75-.90 .s0-.75 0-50 i I I I I �y 1 NC O 2 m CO 0 v � 6 1 0 � N CM 0000-�4POO4 i O 1b O i O I p6 � I I i i I I i i i Member Code Checks Displayed(Enveloped) Envelope Only Solution Tower Engineering Profes... SK-3 DRP Southold (10074795) June 14, 2024 at 3:44 PM TEP No. 265240.941633 Sabre C10857001 HD V-Boom.r3d Y Shear Check (Env) No Calc >1.0 Z X 90-1.0 .75-sa .50.75 0-50 I I I i I � i I i ` OS INC U In I O 00 05 06 I i I N 1 oy 0 I o 05 I i j N I O I 0� l Member Shear Checks Displayed(Enveloped) Envelope Only Solution Tower Engineering Profes... SK-4 DRP Southold (10074795) June 14, 2024 at 3:44 PM TEP No. 265240.941633 Sabre C10857001 HD V-Boom.r3d I I Z X I I I � r S,e 2 �rF SFI AH R1 m IL IL cui) Syr 2 FF1 1aP d. �F1 SF,7,Lw?t H 0 S 3 m d > L N co co AM 9 i I Envelope Only Solution Tower Engineering Profes... SK-5' DRP Southold (10074795) June 14,2024 at 3:44 PM TEP No. 265240.941633 Sabre C10857001 HD V-Boom.r3d Y A Z X i i i i i i S/8 i Sie T h� h'' aea a R°ROa a I Zo* PIPE 2.OX o N O W N 0 S�8 a a a S�8 p A a .0 ti 9 o W PIPE 2.OX ° 6" i o S/8 Thr r ae I ° o a 9a9Oa oa Q �? W a a Q�Q�� a¢ a U) o N W Z 2-L S�8 Q �? siBThr ha aea 9° qOa a i I i i I �I Envelope Only Solution Tower Engineering Profes... SK- 6 DRP Southold (10074795) June 14, 2024 at 3:44 PM j TEP No. 265240.941633 Sabre C10857001 HD V-Boom.r3d Company : Tower Engineering Professionals,... 6/14/2024 IIRISDesigner RIP 4:02:30 PM e4obNumber : TDEP No.265240.941633 Checked By:RAIL 4NElA F:3,H=_KC,—dKI ,cry Model Name Southold (10074795) Model Settings Number of Reported Sections 5 Number of Internal Sections 100 Member Area Load Mesh Size 0 144 Consider Shear Deformation Yes Consider Torsional W6rpin-q Yes APDroximate Mesh Size in 24 Transfer:Forces Between Intersecting Wood Walls' - Yes Increase Wood Wall Nailing Capacity for Wind Loads Yes :Indude'P'Delta.for Walls = Ye`s O timize Mason and Wood Walls Yes Maximum Number of Iterations 3 Sin le No Multi le(optimum) Yes Maximum No Global Axis corres.ondin-"to vertical direction Y- Convert Existing Data Yes DefaultGlobal,Plane for z-axis.' XZ Plate Local Axis Orientation Nodal Hot Rolled Steel RISC 15th 360-16 :'LRFD Stiffness Ad'ustment No Notional Annex None Connections None Cold.Formed Steel None Stiffness Ad'ustment Yes Iterative Wood None Temperature <10OF Concrete None Masonry None Aluminum None Structure Type Building Stiffness Ad'ustment Yes Iterative Stainless None Stiffness Adiustment Yes Iterative Compression Stress Block Rectan ular Stress Block Anal a usin 'Cracked Sections 1 Yes Leave room for horizontal rebar splices 2*d bars acin Yes List forces which were i nored for design in the Detail Report I Yes Column Min Steel 1 Column Max Steel 8 Rebar Material Spec ASTM A61.5 Wam if beam-column framing arrangement is not understood No Number of Shear Re ions 4 Re' ion 2&3 Spacing Increase Increment in 4 Code ASCE 7-16 Risk Category I or ll Drift Cat Other RISA-3D Version 22 [Sabre C10857001 HD V-Boom (Test).r3d] Page 1 Company : Tower Engineering Professionals,... 024 4:02:3 Designer : DRP 4:02:30 PM IIIRISA' Job Number : TEP No.265240.941633 Checked By: RAL A�E7AcigfHcri COhiPMIY Model Name Southold(10074795) iWodel Settings(Continued) Base,Elevatiori-'ft Include the weight of the structure in base shear calcs Yes 0:0 S .. . 34 .. SD 0.054 SD' T sec 6 - T X sec C Z 0.02 C. 002 C Ex .Z 0.75 RZ 3 R X _ 3. QZ 1 .- CZ 1 C Z 1 X 1 RISA-3D Version 22 [Sabre C10857001 HD V-Boom(Test).r3d] Page 2 Company : Tower Engineering Professionals.... 6/14/2024 11IRA"Mgner DRP 4:02:30 PM A ob'Number : TEP No.265240.941633 Checked By: RAL :,NDr ,3CHEr.COMP N'. Model Name : Southold(10074795) Hot Rolled Steel Properties Label E rksil G rksil Nu Therm. Coeff. ley°F-' Densi k/ft' Yield[ksil Ry Fu Fksil Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 20000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.49 42 1.4 58 1.3 5 A500'Gr.B Rect - 29000 11154 0.3 0.65 0.49 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 7 A1085 29000 11154 0.3 0.65 0A9 =50 1.4 65 1.3 181 SAE J429 Gr.5 29000 11 IT4T 0.3 0.65 0.49 1 92 1.5 120 1.2 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area[inl Iyy[in4l Izz in 41 J in° 1 Face Horizontal PIPE 2.OX None None. A53 Gr.B Typical 1.4 0.8271 0.827 1.65 2 Support Horizontal PIPE 2.OX None None A53 Gr.B Typical • 1.4 0.827 0.827 1.65 3 Mount Pipes PIPE 2.0 None None rA53 Gr.B Typical 1.02 0.627 O:627 1.25 4 Support Bracing SR3/4 None None A572 Gr.50 Typical 0.442 0.016 0.016 0.031 5 Stabilizer Arm PIPE 2.0 None None A53.Gr.B Typical 1.02 0.627 0.627 1.25 61 Face Plate CWS00952 None I None A36 Gr.36 T ical 1.063 0.022 0.4 0.075 171 Mount Pipes 2 PIPE 2.5 1 None I None A53 Gr.B Typical 1.61 1.45 1.45 2.89 8 Threaded rod 5/8THREADEDROD None None SAE J429 Gr.5 Typical 0.226 0.004 0.004 0.008 Material Take-Off Material Size Pieces Len th ft Wei ht 1 General Members 2 RIGID 28 7.7 0 3, Total General 28 7.7 0 4 5 Hot Rolled Steel 6 A36 Gr.36 CWS00952 4 1.3 0.005 7 A53 Gr.B PIPE 2.0 7' 67.2 0.233 8 A53 Gr.B PIPE 2.OX 10 43 0.205 9 A572 Gr.50 SR3/4 6 21.4 0.032 10 Total HR Steel 27 132.9 0.475 Node Boundary Conditions Node Label X Win Y k/in Z Win 1 TC1-1 Reaction Reaction Reaction 121 TC1-2 Reaction Reaction Reaction 131 SA-2A Reaction Reaction Reaction Member Primary Data Label I Node J Node Rotate de Section/Shape Type Desi n List Material Design Rule 1 FF1-BH1 FF5 FF6 Face Horizontal None None A53 Gr.B Typical 2 FF1-BH2 FF6 FF7 Face Horizontal None None A53 Gr.B Typical 3 FF1-BH3 FF7 FF8 Face Horizontal None None A53 Gr.B Typical 4 FF1-TH1 FF1 FF2 Face Horizontal None None A53 Gr.B Typical 5 FF1-THZ FF2 FF3 Face Horizontal None None A53 Gr.6 Typical 6 FF1-TH3 FF3 FF4 Face Horizontal None None A53 Gr.B Typical 7 FP-1 SAAA SF1-3 90 Face Plate None None T A36 Gr.36 Tvvical 81 FP-2 SF2-3 SA-1 B 90 Face Plate None None A36 Gr.36 Typical RISA-3D Version 22 [Sabre C10857001 HD V-Boom(Test).r3d] Page 3 Company : Tower Engineering Professionals,... 6/14/2024 obNumber' : TD 111RISA' EP No.265240.941633 Checked By:RAL A YEME`3CH_:K COr,PAM Model Name Southold(10074795) Member Primary Data(Continued) Label I Node J Node Rotate de Section/Shape Type Design List Material Desi n Rule 9 F,P73. �SA-1 C SF1-4.- AO-'. Face Plate None :None.' A36,Gr.36'.:-. Typical . 10 FP-4 SF2-4 SA-1 D 90 Face Plate None None A36 Gr.36 Typical 11 I MP-18 MP-1A MPA.B- Mount Pipes None None _ A53.0�B Typical 12 MP-2 MP-2A MP-213 Mount Pipes None None A53 Gr.B Typical 13 MP-313 MP-3A W-313 Mount Pipes 'None None 'A53 Gr.B T :ibal 141 MP-4 MP-4A MP-413 Mount Pipes None None A53 Gr.B Typical 15 'RRIJA N75 ;N76• " ;'Mount Pipes. None None A53 Gr.B, •. Typical 16 RRU-2 N77 N80 Mount Pipes None None A53 Gr.B Typical 17.�FP1-R1:'_ SAAA.. CP=1._ . RIGID None None- RIGID = Djpical 18 FP1-R2 R1 CP-5 RIGID None None RIGID . Typical 19.FP1-R3. ,SF1-3 • F172- _RIGID'. None None . RIGID .� T °"ical, 20 FP2-R1 SF2-3 FF3 RIGID None None RIGID T ical 21 FP2-R2 R2 -. CP-6 RIGID . None None RIGID . T . ical - 22 F132-R3 SA-113 CP-2 RIGID None None RIGID Typical 23 FP3=R1 SA-10, CP-3 .'RIGID None N one• RIGID ' T� ical. . 24 F133-R2 R3 CP-7 RIGID None None RIGID Typical 25.1703-R3 'SF1--4 I FF6. RIGID None • None RIGID Typical . 26 FP4-R1 SAAD CP4 RIGID None None RIGID Typical 27 FP4-R2 R4 ` ,CP-8 RIGID None None RIGID Typical 28 FP4-R3 SF24 FF7 RIGID None None RIGID Typical 29 'M42 XI N60 RIGID None 'None "RIGID tTlical 30 M43 X6 N64 RIGID None None RIGID Typical 31 M44 X2 N61 RIGID None None RIGID 32 M45 X7 N65 RIGID None None RIGID 33 M46 X3 N62 RIGID None None RIGID.._34 M47 X8 N66 RIGID None None RIGID 35 M48 X4 N63 RIGID None None .RIGID Typical 36 M49 X9 N67 RIGID None None RIGID Typical 37 M50 N68 N74 RIGID None None RIGID T ical 38 M51 N70 N73 RIGID None None RIGID Typical 39 M53 N69. N79 RIGID None None RIGID TvDIcaI 40 M54 N71 N78 RIGID None None RIGID Typical 411 R1 TC1-1 SF1-1 RIGID . _ ..None 'None RIGID Typical 42 R2 TC1-2 SF1-2 RIGID None None RIGID Typical 43 R3 ' TC1-1 SF2-1. RIGID None None RIGID Typical 44 R4 TC1-2 SF2-2 RIGID None None RIGID Typical 45 SA-1 SA-1 B SA-2A Stabilizer Arm None None A53 Gr.B Typical 46 SF1-D1 SF1-V1A SF1-V2B Support Bracing None None A572 Gr.50 T ical 47 SF1-V1 SF1-V1A SF1-V1B Support Bracing None None A572 Gr.50 Typical 48 SF1-V2 SF1-V2A SF1-V2B Support Bracing None None A572 Gr.50 Typical 49 SF2-D1 SF2-VIA SF2-V26 Su ort Bracing None 'None A572 Gr.50 Typical 50 SF2-V1 SF2-V1A SF2-V1B Support Bracing None None A572 Gr.50 Typical 51 SF2-V2 SF2-V2A SF2=V2B Support Bracin . None None A572 Gr.50 Typical 52 SF1-BH SF1-2 SF1-4 Support Horizontal None None A53 Gr.B Typical 531 SF1-TH SF1-1 SF1-3 Support Horizontal None None A53 Gr.B Typical 1541 SF2-BH I SF2-2 I SF2-4 I ISupport Horizontall None I None A53 Gr.B Typical 55 SF2-TH SF2-1 SF2-3 Su ort Horizontal None None A53 Gr.B T ical Member Advanced Data Label I Release J Release Col-Wall Vert Release Physical Deflection Ratio Options Seismic DR 1 FF1-BH1 Yes **NA** None 2 FF1-BH2 Yes "NA** None 3 FF1=BH3 Yes . **NA** None 4 FF1-TH1 Yes **NA** None 5 FF1-TH2 Yes *`NA" None RISA-3D Version 22 [Sabre C10857001 HD V-Boom (Test).r3d] Page 4 Company : Tower Engineering Professionals,... 6/14/2024 111RICA Job Designer Number : TDEP No.265240.941633 4:02:30 PM Checked By: RAIL NEMETSCHCK D.AIPAN_ Model Name Southold (10074795) Member Advanced Data(Continued) Label I Release J Release Col-Wall Vert Release Physical Deflection Ratio Options Seismic DR 6 FF1-TH3 Yes **NA** None .7 FP-1 Yes **NA** None 8 FP-2 Yes **NA** None 9 FP-3 Yes "*NA** None 10 FP-4 Yes **NA** None 111 MPA B Yes **NA** None 12 MP-2 Yes **NA** None 13 MP-3B Yes **NA** None 14 MP-4 Yes **NA** None 15 - RRU-1 'Yes **NA"* None 16 RRU-2 Yes **NA** None 17 FP1-R1 Yes **NA* None 181 FP1-R2 Yes **NA** None 191 FP1-R3 Yes **NA** " None 20 FP2-R1 Yes **NA** None 21 FP2-R2 Yes **NA** None 22 FP2-R3 Yes **NA** None 23 FP3-R1 Yes' **NA** None 24 FP3-R2 Yes **NA** None 25 FP3-R3 Yes **NA** None 26 FP4-R1 Yes *"NA** None 27 FP4-R2 Yes **NA** ,None 28 FP4-R3 Yes **NA** None 29 M42 Yes **NA" None 30 M43 Yes *"NA** None 31 M44. Yes ?'*.NA** None 32 M45 Yes **NA** None 33 M46 Yes "*NA** None 34 M47 Yes **NA** None 35 M48 Yes **NA** None 36 M49 Yes **NA** None 371 M50 Yes **NA"" None 38 M51 Yes **NA** None 39 M53 Yes **NA*" None 40 M54 Yes **NA** None 41 R1 Yes "*NA** None 42 R2 Yes **NA*" None 43 R3 Yes **NA** None 441 R4 Yes **NA** None 45 SA-1 BenPIN Yes **NA** None 46 SF1-D1 Yes **NA** None 47 SF1-V1 Yes **NA** None 48 SF1-V2 Yes **NA** None 49 SF2-D1 Yes **NA** None 50 SF2-V1 Yes **NA** None 511 SF2-V2 Yes "*NA** None 52 SF1-BH BenPIN Yes ""NA** None 53 SF1-TH BenPIN Yes **NA** None 54 SF2-BH BenPIN Yes **NA** None 55 SF2-TH BenPIN Yes **NA"* None Hot Rolled Steel Desian Parameters Label Shape Length ft Lb - ft Lb z-z ft K - K z-z Channel Conn. aft Function ffj FF1-BH1 Face Horizontal 2.5 2.1 2.1 N/A N/A Lateral 2 FF1-BH2 Face Horizontal 8 1 1 N/A N/A Lateral RISA-3D Version 22 [Sabre C10857001 HD V-Boom (Test).r3d] Page 5 111RIbA Company : Tower Engineering Professionals,... 024 4:02:3 Designer : DRP 4:02:30 PM Job Number : TEP No.265240.941633 Checked By:RAL 4 NEWFTSOHEK fI1)b7PArV Model Name Southold(10074795) Hot Rolled Steel Design Parameters(Continued) Label Shape Length ft Lb y-y FftjLb z-z fftl K v-v K z-z Channel Conn. a[ftl Function 3 FF1=BH3 Face Horizontals 2.5 2.1 2.1 N/A. : N/A-'. Lateral,. 4 FF1-TH1 Face Horizontal 2.5 2.1 2.1 N/A N/A Lateral 5 FF1-TH2 face Horizontal'` A 1 . 1 N/A N/A' Lateral 6 FF1-TH3 Face Horizontal 2.5 2.1 2.1 N/A N/A Lateral 7 FPA Face Plate . 0.323 0.'001 0.001 0.65, 0.65' N/A �N/A Lateral 8 FP-2 Face Plate 0.323 0.001 0.001 0.65 0.65 N/A N/A Lateral 9 -FP-3 Face Plate 0:323 - '0 001- 0.001 0.66 ' 0:65 . . .N/A WA. Lateral 10 FP-4 Face Plate 0.323 0.001 0.001 0.65 0.65 N/A N/A Lateral 11 MP=1 B+ Mo6rif es •10. Se"rnent Se merit 2.1 2.1 ---•N/A- N/A' -:Lateral 12 MP-2 Mount Pipes 10 Segment Segment 2.1 2.1 N/A N/A Lateral 13 NiP=313 - .Mount Pi es 10 Se merit Se meat 2.1•, .2.1- -N/A N/A Lateral. 14 MP-4 Mount Pipes 10 Se ment Se ment 2.1 2.1 N/A N/A Lateral 15 RRU-1 Mount Pipes '. :. - 10 Segment Segment 2 1 -2.1 N/A N/A Lateral 16 RRU-2 Mount Pipes 10 Segment Segment 2.1 2.1 N/A N/A Lateral 17 'SA-1• Stabilizer Arm 7.213 1 1 N/A N/A Lateral 18 SF1-D1 Support Bracing 4.689 0.65 0.65 N/A N/A Lateral 19 SF1-V1 Support Bracing 3 0.65 0.65 N/A N/A Lateral 20 SF1-V2 Su port Bracing 3 0.65 0.65 N/A N/A Lateral 21 -SF2=D1-- Su ort-Bracin 4.689 0.65 0.65 N/A N/A .Lateral 22 SF2-V1 Support Bracing 3 0.65 0.65 N/A N/A Lateral 23 SF2=V2 Su ort:Bracin 3 0.65 0.65 N/A N/A Lateral 241 SF1-BH Support Horizontal 4.255 3.604 1 1 N/A N/A Lateral 251 SF14H Su ort Horizontal 4.255 3.604 1 1 N/A N/A Lateral 261 SF2-BH ISupport Horizontal 4.255 3.604 1 1 1 N/A N/A Lateral 271 SF2-TH ISupport Horizontal 4.255 3.604 1 1 1 N/A I N/A I Lateral Basic Load Cases BLC Description Cate-qory X Gravity Y Gravity Z Gravity Nodal Point Distributed 1 Dead None -1 12 2 0 Wind-No Ice None 12 27 3 30 Wind-No Ice None 24. 54 4 45 Wind-No Ice None 24 54 5 60 Wind-No Ice None 24 54 6 90 Wind-No Ice None 12 27 71 120 Wind-No Ice None 24 54 8 135 Wind-No Ice None 24 54 9 150 Wind-No Ice None 24 54 10 180 Wind-No Ice None 12 27 11 210 Wind-No Ice None 24 54 12 225 Wind-No Ice None 24 54 13 240 Wind-No Ice None 24 54 141 270 Wind-No Ice None 12 27 15 300 Wind-No Ice None 24 54 16 315 Wind-No Ice None 24 54 17 330 Wind-No Ice None 24 54 18 Ice Weight None 12 27 19 0 Wind'-Ice' None 12 27 20 30 Wind-Ice None 24 54 21 45 Wind-Ice None 24 54 22 60 Wind-Ice None 24 54 23 90 Wind-Ice None .12 27 24 120 Wind-Ice None 24 54 25 135 Wind-Ice None 24 54 26 150 Wind-Ice None 24 54 271 180 Wind-Ice 'None 12 27 RISA-3D Version 22 (Sabre C10857001 HD V-Boom(Test).r3d] Page 6 Company : Tower Engineering Professionals,... 6/14/2024 111R1CaAgner DRP 4:02:30 PM Job(Number : TEP No.265240.941633 Checked By:RAL �1=,,,_,,;HCKI-OMPATP, Model Name : Southold(10074795) Basic Load Cases(Continued) BLC Description Cateqory X Gravity Y Gravity Z Gravity Nodal Point Distributed 28 210 Wind-Ice None 24 54 291 225 Wind-Ice None 24 54 301 240 Wind-Ice None 24 54 311 270 Wind-Ice None 12 27 321 300 Wind-Ice None 24 54 331 315 Wind-'Ice None 24 54 341 330 Wind-Ice None 24 54 35 Lm None 1 36 Lv None 1 37 Seismic Load X ELX -1 12 38 Seismic Load Z ELZ -1 12 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor 1 1.41) Yes Y 1 1.4 2 0.9D+1.0 0-Wind Yes Y 1 0.9 2 1 3 0.9D+1.0 30-Wind Yes Y 1 0.9 3 1 4 0.9D+1.0 45-Wind Yes Y 1 0.9 4 1 5 0.9D+1.0 60-Wind Yes Y 1 0.9 5 1 6 0.9D+1.0 90-Wind Yes Y 1 0.9 6 1 7 0:9D+1.0120-Wind Yes Y 1 0.9 7 1 8 0.913+1.0135-Wind Yes Y 1 0.9 8 1 9 0.9D+1.0150-Wind Yes Y 1 0.9 9 1 10 0.9D+1.0180-Wind Yes Y 1 0.9 10 1 11 0.90+1.0 210-Wind Yes Y 1 0.9 11 1 12 0.9D+1.0 225-Wind Yes Y 1 0.9 12 1 13 0.9D+1.0 240-Wind Yes Y 1 0.9 13 1 14 0.9D+1.0 270-Wind Yes Y 1 0.9 14 1 15 0.9D+1.0 300-Wind Yes Y 1 0.9 15 1 16 0.9D+1.0 315-Wind Yes Y 1 0.9 16 1 17 0.90+1.0 330-Wind Yes Y 1 0.9 17 1 18 1.2D+1.0 0-Wind Yes Y 1 1.2 2 1 19 1.2D+1.0 30-Wind Yes Y 1 1.2 3 1 20 1.2D+1.0 45-Wind Yes Y 1 1.2 4 1 21 1.2D+1.0 60-Wind Yes Y 1 1.2 5 1 22 1.2D+1.0 90-Wind Yes Y 1 1.2 6 1 23 1.213+1.0120-Wind Yes Y 1 1.2 7 1 24 1.2D+1.0135-Wind Yes Y 1 1.2 8 1 25 1.2D+1.0150-Wind Yes Y 1 1.2 9 1 26 1.2D+1.0180-Wind Yes Y 1 1.2 10 1 27 1.213+1.0 210-Wind Yes Y 1 1.2 11 1 28 1.2D+1.0 225-Wind Yes Y 1 1.2 12 1 29 1.2D+1.0 240-Wind Yes Y 1 1.2 13 1 30 1.2D+1.0 270-Wind Yes Y 1 1.2 14 1 31 1.2D+1.0 300-Wind Yes Y 1 1.2 15 1 32 1.2D+1.0 315-Wind Yes Y 1 1.2 16 1 33 1.2D+1:0 330-Wind Yes Y 1 1.2 17 1 34 1.2D+1.ODi+1.0 0-Wind Ice Yes Y 1 1.2 18 1 19 1 35 1.2D+1.ODi+1.0 30=Wind Ice Yes Y 1 1.2 18 1 20 1 36 1.2D+1.ODi+1.0 45-Wind Ice Yes Y 1 1.2 18 1 21 1 37 1.2D+1.ODi+1.0 60-Wind Ice Yes Y 1 1.2 18 1 22 1 38 1.2D+1.ODi+1.0 90-Wind Ice Yes Y 1 1.2 18 1 23 1 39 1.213+1.01+1.0 120-Wind Ice Yes Y 1 1.2 18 1 24 1 40 1.2D+1.ODi+1.0 135-Wind Ice Yes Y 1 1.2 18 1 25 1 41 1.2D+1.ODi+1.0 150-Wind Ice Yes Y 1 1 1.2 1 18 1 26 1 RISA-3D Version 22 [Sabre C10857001 HD V-Boom (Test).r3d] Page 7 IIIRI � Company : Tower Engineering Professionals,... 6/14/2024 Designer : DRP 4:02:30 PM Job Number : TEP No.265240.941633 Checked By: RAL ANEME;Se•rEKr ,INIP rn Model Name Southold(10074795) Load Combinations(Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor 42 1.2D+1.ODi+1.0 180-Wind Ice Yes Y 1 1.2 18 1 27 1 43 1.2D+1sODi+1:0 210-Wind,lco- Yes Y 1 1.2. 18 , 1 28 .."- 44 1.2D+1.ODi+1.0 225-Wind Ice Yes Y 1 1.2 18 1 29 1 45 --1:2D+1.ODi+1.0 240-Wind Ice- Yes Y 1 1.2 .. 18 1 30 1 46 1.2D+1.ODi+1.0 270-Wind Ice Yes Y 1 1.2 18 1 31 1 47 1.2D+1.ODi+10 300-Wind Ice ..,Yes Y 1 1.2 18 1 32 . 1 . 48 1.2D+1.ODi+1.0 315-Wind Ice Yes Y 1 1.2 18 1 33 1 49 ,•.1.2D+1.0Di+1.0 330-Wind.lce": :-Yes Y .11 1.2 18 1 34 1.. 50 1.2D+1.5Lv YesN, Y 36 1.5 1 1.2 51 . 12D+1.5Lm+1.0 Mind Yes "1 1.2 . 2 : 0'.224 35 1.5 52 1.2D+1.5Lm+1.0 30-Wind Yes 1 1.2 3 0.22 35 1.5 53 1.2D+1.5Lm+1.0 45-Wind Yes 1 1.2 4 0.22 35 1.5 54 1.2D+1.5Lm+1.0 60-Wind Yes 1 1.2 5 0.22 35 1.5 55 1..2D+1.5Lm+1.0 90-Wind. Yes .1 .- - ., 1.2 .6 . . .. .0.22 _`35 ' `. ' 1.5 56 1.2D+1.5Lm+1.0120-Wind Yes 1 1.2 7 0.22 35 1.5 57 1.2D+1'.5Lrri+1.01.35-Wind Yes 1 1.2 8 0.22 �35 1.5 58 1.2D+1.5Lm+1.0150-Wind Yes 1 1.2 9 0.22 35 1.5 59 1.2D+1.5Lm+10180-Wind . Yes 1 1.2 10 0.22 35' 1.5 60 1.2D+1.5Lm+1.0 210-Wind Yes 1 1.2 11 0.22 35 1.5 61 1.20+1.5Lm+1.0 225-Wind Yes 1 1.2 .12 0.22 .35 1.5 621 1.2D+1.5Lm+1.0 240-Wind Yes Y 1 1.2 13 0.22 35 1.5 63 1.2D+1 ZLm+1..0'270-Wind Yes Y 1 1.2 14 0.22 '35 1.5 64 1.2D+1.5Lm+1.0 300-Wind Yes Y 1 1.2 15 0.22 35 1.5 65 1.213+1:51_m+1.0 315-Wind Yes Y 1 1.2 16 0.22 35 ' 1.5 66 1.2D+1.5Lm+1.0 330-Wind Yes Y 1 1.2 17 0.22 35 1.5 67 1..2:42Sds D+1.0 O.Seismic Yes Y 1 1.235 ELX 0.088 68 1.2+0.2Sds D+1.0 30 Seismic Yes Y 1 1.235 ELX 0.077 ELZ 0.044 69 1.2+0.2Sds D+1.0A5 Seismic Yes Y 1 1.235 ELX 0:063 ELZ 0.063 70 1.2+0.2Sds D+1.0 60 Seismic Yes Y 1 1.235 ELX 0.044 ELZ 0.077 71 1.2+0.2Sds D+1:0 90 Seismic'. Yes Y 1- 1.235 ELZ 0.088 72 1.2+0.2Sds D+1.0 120 Seismic Yes Y 1 1.235 ELX -0.044 ELZ 0.077 73 1.2+0.2Sds D+1.0.135 Seismic Yes Y 1 1.235 ELX -0.063 ELZ 0.069 74 1.2+0.2Sds D+1.0 150 Seismic Yes Y 1 1.235 ELX -0.077 ELZ 0.044 75 1.2+0.2Sds D+1'.0 180 Seismic Yes Y 1 1.235 ELX =0.088. 76 1.2+0.2Sds D+1.0 210 Seismic Yes Y 1 1.235 ELX -0.077 ELZ -0.044 77 1.2+0.2Sds D+1.0 225 Seismic. Yes Y 1 1.235 ELX -0.063 ELZ -0.063 78 1.2+0.2Sds D+1.0 240 Seismic Yes Y 1 1.235 ELX -0.044 ELZ -0.077 79 1.2+0.2Sds D+1.0 270 Seismic -Yes Y 1 1.235 ELZ -0.088 80 1.2+0.2Sds D+1.0 300 Seismic Yes Y 1 1.235 ELX 0.044 ELZ -0.077 81 1.2+0.2Sds D+1.0 315 Seismic Yes Y 1 1.235 ELX 0.063 ELZ -0.063 82 1.2+0.2Sds D+1.0 330 Seismic Yes Y 1 1.235 ELX 0.077 ELZ -0.044 83 0.9-0:2Sds*DL+1-.0 0 Seismic Yes -Y- -1 0.865 ELX "0.088 84 0.9-0.2Sds*DL+1.0 30 Seismic Yes Y 1 1 0.865 ELX 0.077 ELZ 0.044 85 0.9-0.2Sds"DL+1.0 Seismic Yes Y 1 0.865 ELX 0.063 ELZ 0.063 86 0.9-0.2Sds*DL+1.0 60 Seismic Yes Y 1 0.865 ELX 0.044 ELZ 0.077 87 0.9-0.2Sds*DL+1.0 90"Seismic Yes Y 1 0.865 ELZ 0.088 88 0.9-0.2Sds*DL+1.0 120 Seismic Yes Y 1 0.865 ELX -0.044 ELZ 0.077 89 0.9-'0.2Sds*DL+1.0-135 Seismic . Yes Y 1 0.865 ELX 0.063 ELZ 0.063 90 0.9-0.2Sds*DL+1.0 150 Seismic Yes Y 1 0.865 ELX -0.077 ELZ 0.044 91 0.9-0.2Sds*DL+1'.0 18G Seismic Yes Y 1 0.865 ELX -0.088 92 0.9-0.2Sds*DL+1.0 210 Seismic Yes Y 1 0.865 ELX -0.077 ELZ -0.044 93 0.9-0.2Sds*DL+1.0 225 Seismic Yes Y 1 0.865 ELX -0.663 ELZ -0.063 94 0.9-0.2Sds*DL+1.0 240 Seismic Yes Y 1 0.865 ELX -0.044 ELZ -0.077 95 0.9-0.2Sds*DL+1.0 270 Seismic Yes Y 1 0.865 ELZ -0.088 96 0.9-0.2Sds*DL+1.0 300 Seismic Yes Y 1 0.865 ELX 0.044 ELZ -0.077 RISA-3D Version 22 [Sabre C10857001 HD V-Boom(Test).r3d] Page 8 Company : Tower Engineering Professionals,... 6/14/2024 DesJob(Number : Tgner DEP No.265240.941633 Checked By: RAL a NE%X-,-3CHE/Co6,PAFPr Model Name Southold(10074795) Load Combinations(Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor 97 0.9-0.2Sds*DL+1.0 315 Seismic Yes Y 1 0.865 ELX 0.063 ELZ -0.063 98 0.9-0.2Sds*DL+1.0 330 Seismic Yes Y 1 0.865 ELX 0.077 ELZ -0.044 Node Loads and Enforced Displacements(BLC 35:Lm) Node Label L, D M Direction Magnitude[(k k-ft) (in rad),(k*sZ/ft, k*sift)] 1 X6 L Y -0.5 I Node Loads and Enforced Displacements(BLC 36:Lv) Node Label L, D, M _ Direction Magnitude[(k k-ft) (in, rad), (k*s2/ft, k*sZ*ft)] FIT FF5 L Y -0.25 I Envelope Node Reactions Node Label X k LC Y k LC Z k LC MX k-ft LC MY k-ft LC MZ k-ft LC 11 TC1-1 I max 3.925 3 1.289 34 2.588 21 0 98 0 98 0 98 21 1 min -5.612 27 0.151 10 -2.297 13 0 1 0 1 0 1 31 TC1-2 I max 2.136 34 1.159 42 0.066 4 0 98 0 98 0 98 41 1 min 0.352 10 0.103 2 -1.683 61 0 1 0 1 0 1 5 SA-2A max 1.879 28 0.033 37 0.135 27 0 98 0 98 0 98 6 min -1.874 20 0.011 95 -0.135 19 0 1 0 1 0 1 7 Totals: max 3.954 18 2.399 37 2.521 23 8 I min 1 -3.954 1 10 0.864 91 -2.521 15 Envelope RISC 15TH(360-16)•LRFD Member Steel Code Checks Member Shape Code CheckLoc ft LCShear CheckLoc ft DirLC hi*Pnc k hi*Pnt k hi*Mn - k-ft hi*Mn z-z k-ft Cb E n 1 FF1-BHIPIPE 2.OX 0.203 0.521571 0.074 2.161 601 31.267 44.1 2.531 2.531 1 H1-1b 2 FF1-13H PIPE 2.0 0.239 6 26 0.058 8 25 19.845 44.1 2.531 2.531 1 H1-1b 3 FF1-BH PIPE 2.0 0.074 0.339 24 0.064 1.979 25 31.267 44.1 2.531 2.531 1 H1-1 b 4 FFl-TH1PIPE 2.OX 0.453 2.161261 0.072 2.161 62 31.267 44.1 2.531 2.531 1 H1-1b 5 FFl-TH2PIPE 2.0 0.474 6 261 0.135 8 10 19.845 44.1 2.531 2.531 1 1-11-1b 6 FFl-TH3PIPE 2.OX 0.134 0 19 0.111 0 26 31.267 44.1 2.531 2.531 1 H1-1b 7 FP-1 CWS00952 0.205 0.32318 0.03 0.323 v 118. 34.441 34.441 0.359 1.523 1.151 H1-1b 8 FP-2 CWS009520.164 0 26 0.086 0 27 34.441 34.441 0.359 1.523 1.44 H1-1 b 9 FP-3 CWS00952 0.089 0.32364 0.015 0.323 z 60 34.441 34.441 0.359 1.523 1.241 H1-1b 10 FP-4 CWS00952 0.07 0 25 0.02 0 z 25 34.441 34.441 0.359 1.523 1.08 H1-1b 11 MP-1 B PIPE 2.0 0.372 3.54226 0.091 3.542 26 19.964 32.13 1.872 1.872 1 HI-lb 12 MP-2 PIPE 2.0 0.286 3.5421271 0.112 3.542 26 19.964 32.13 1.872 1.872 1 H1-1b 131 MP-313 PIPE 2.0 0.388 3.4381261 0.081 3.5421 251 16.812 32.13 1.872 1.872 1 H1-1b 14 MP-4 PIPE 2.0 0.131 3.5421251 0.033 3.542 25 19.964 32.13 1.872 1.872 1 H1-1b 15 RRU-1 PIPE 2.0 0.885 3.43824 0.051 3.438 24 16.812 32.13 1.872 1.872 1 1-11-1b 16 RRU-2 PIPE 2.0 0.387 3.438 28 0.058 3.542 27 16.812 32.13 1.872 1.872 1 1-11-1 b 17 SA-1 PIPE 2.0 0.111 0 28 0.004 7.213 22 17.218 32.13 1.872 1.872 1 11-1b 18 SF1-D1 SR3/4 0.136 0 59 0.008 4.689 30 2.623 19.88 0.249 0.249 1 H1-1b 19 SF1-V1 SR3/4 0.176 0 42 0.006 0 55 6.408 19.88 0.249 0.249 1 1-11-1b 201 SF1-V2 SR3/4 0.129 3 56 0.016 0 1291 6.408 19.88 0.249 0.249 1 11-1b 211 SF2-D1 I SR3/4 0.081 4.689351 0.008 4.689 1221 2.623 19.88 0.249 0.249 1 H1-1b 22 SF2-V1 SR3/4 0.162 0 1421 0.01 0 1271 6.408 19.88 0.249 0.249 1 H1-1b 23 SF2-V2 SR314 0.078 3 35 0.016 0 22 6.408 19.88 0.249 0.249 1 H1-1b 24 SF1-BH PIPE 2.OX 0.214 0.35560 0.152 0 43 35.184 44.1 2.531 2.531 1 1-11-1b 25 SF1-TH PIPE 2.OX 0.269 0 261 0.162 0 341 35.184 1 44.1 2.531 2.531 1 HI-lb 26 SF2-BH PIPE 2.0 0.123 2.12747 0.148 0 1401 35.184 1 44.1 2.531 2.531 1 H1-1b RISA-3D Version 22 [Sabre C10857001 HD V-Boom(Test).r3d] Page 9 IIIRI ' 4:02:3 Company : Tower Engineering Professionals,... 024 Designer : DRP 4:02:30 PM b Job Number : TEP No.265240.941633 Checked By: RAL ,F.e screr.ceniN raI Model Name : Southold(10074795) Envelope A(SC 15TH(360-16):LRFD Member Steel Code Checks(Continued) Member Shape Code CheckLoc ft LCShear CheckLoc ft DirLC hi*Pnc k hi*Pnt k hi*Mn - k-ft hi*Mn z-z k-ft Cb E n 27 SF2-TM PIPE.2.0 "-" 0.261 0" 26 • 0:163 • '0 18 '35.184 1 ".44.1 2.531 1 2:531' 1 H1-1b RISA-3D Version 22 [Sabre C10857001 HD V-Boom(Test).r3d] Page 10 June 14,2024 Sector Mount Analysis 10074795 Southold TEP Project Number 265240.941633 Page 5 APPENDIX B ADDITIONAL CALCULATIONS to Southold(10074795) TOWER TEP No. 265240.941633 ENGINEERING PROFESSIONALS Analysis By: DRP 6/14/2024 Checked By: RAL 6/14/2024 Code Revisions: TIA.222=FI _ IBC ®1� Tower Type: §-Sided Self=Supp®et Wind Inputs: Wind Calculations: Ult.Wind Velocity: -12'8-r 'mph Kzt::: . .0�0. Section 2.6.6 Live Load Velocity: 60,.., :mph Kd: 0.850 Ice Wind Velocity: mph Kz-Haunt 1.340 Section 2.6.5.2 Base Ice Thickness: Aidd inches KZ-Antenna 1.340 Section 2.6.5.2 Mount Centerline:, 13g:0 . ft KiZ: 1.148 Section 2.6.10 Antenna Centerline: 1310 ft Ice Thickness: 1.148 inches-Section 2.6.10 Exposure Category: . C Kes-wind 9.951 Annex S(Table S-1) Topo Category: . 1 Kes-ice 0.85 Annex S(Table S-1) Risk Category: II Ground Elevation: .19 ft Ke: 0.999 Table 2-6 Without Ice-(psf) With Ice-(psf) (%Gh)Mount: 50.68 (gzGh)Mount: 8.14 (gzGh)Antenna: 50.68 (gzGh)Antenna: 8.14 Seismic Code Revisions: _ TIA422-14 Seismic Risk Category: 11 Seismic Input Sos: 0.177 Design Short Period Spectral Accel. IP: 1.0 Importance Factor RP: 2.'0 Response Modification Factor p: 1.0 As: 1.0 Applification Factor-TIA-222-H Section 2.7.8.1 Sl: 0.650 Spectral Acceleration at a Period of 1 Second Seismic Design Force TIA-H Sec 2.7.7.1.1 Cs: 0.089 kips/kip TIA-H Sec 2.7.7.1.1 Cs-min: 0.030 kips/kip Universal Force Generator-V1.12 � Southold(10074795) TOWER TEP No. 265240.941633 ENGINEERING 1,J PROFESSIONALS Analysis By: DRP 6/14/2024 Checked By: RAL 6/14/2024 Antenna Loads are Calculated in Accordance with TIA-222-H Azimuth is the absolute angle measured clockwise from RISA-313 global X-axis. Distance from start node of the member MFR Model Height(in) Width(in) Depth(in) Wt.(Ibs) Azimuth* Qty Shape Member Label Location N1(ft,%) Location#2(ft,%) Location#3(ft,%) COMMSCOPE ." - fBNHH-65A=R4 55.10 19:60 1.90_ .67.10_ ; _ 0.0D 1 ., Flat _ .'_ MP-1B 1.50, 5:50 ERICSSON_ AIR.6419 B77G. .27,95 -10.5 _ 6.68_ 66.20 0.00 1`:. Fiat MP-2 ., 4.50__ 6.56 ' ERICSSON , _ -;AIR 6419 B77D „_,28.20' 16,10; 7:30 ., ,`66.20'- - 0.00 _ ,1 Flat MP-2 1.50 3.50 COMMSCOPE; _ NNH4-65A-R6H4 59.06 19.61 7.76, 82.90 0.00 _-I. Flat, MP-3B• 1:50_ 5.50 " •ERICSSON . . _. - RRUS 4415 B30"�, - _• 16:50 13:40 _ ,5.90, 46:00 31SA0" 1 Fiat RRU-1, ;, 2.007.. ERICSSON.. Radio'4490BS/B12A '17.50 _15.10 6:80• 68.00 315.00 - - .1.__ Fla _ RRU-1 - 2.00- ERICSSON-_-- _RRU54478 B14' 16.50 13.40 _.7.70_ 1 59.96_ ,•45.00_-_ 1, .,,_:.Flat _ RRU-2- 2.06 ERICSSON ,4490_825/,1366 ._ 17.50 15.20 6:90 68.00 45.00 i Flat RRU-2 2:00. Universal Force Generator-V1.12 Southold(10074795) TOWER TEP No. 265240.941633 ENGINEERING PROFESSIONALS Analysis By: DRIP 6/14/2024 Checked By: RAL 6/14/2024 Member Forces are Calculated in Accordance with TIA-222-H Member Name Wind Proj.(in) Length(in) Shape 0(°). Perimeter(in) t FF1 BFI1 2:375 156:60 Round r ' ' 90.00: `_ 7.46 ._ FF1 BH2. 2 375 a` 156.00 Round ,90.60 .' 7.46 FE1 BH3 2:375 156:00 ., „ Rouna 7.46 . 'FF1 TH1.. 2,375.. 156.00 ': Round0.00','.: 7.46 FF1 TH2 A. :375 155:00 `i Bound 9Q.Q0, 7.46 FF1 TFi3- ` 2 375 156.00 R®urod` 90.00, 7.46 P 1 0 50.0'; 3e8S :,FOat ,. 90 0 5.20 FP-2 O.SO'0 3;88 Flat 90.0 5.20 FPS 0 5Q0 „ 3$8 Fht 90:00:, = 5.20 FP-4: 0:506 .'B Flat 90,00-11 5.20 IVI P 7 6 2375' 120.00 Round 7.46 MP 2, 2:375 120:00 Round 7.46 MP-3B ;;, 2.375 120.a0 Round 7.46 MP 4 2.3Z5_ 12 :00 hound 7.46 RRU 1 2:375 12Q00 Round 7.46 2.375 120:00 Found 7.46 SA 2.375 86:56 hound -4.49 7.46 SF1 D1. 0 7S0 . 5627 4 Round. :`: 2.36 SF1 V1 .0350 86.00 hound. 2.36 5F11/2.., :46;�0 Round 2.36' :~ SF2 D1 6.750 -, 56.37 Round 2.36 SF2 V1,, , 0.75® 36:00_ Round 2.36 SF2 V2 ' 0:750 -. 36 b0 , Ro.n =' 2.36 SF1 BH._ 2375 a 5106 R®und. 54,79,,? 7.46 SF�TH ,..2375 ;51:06 , Round' 54.79. ` 7.46 ,` SF2 13H` '' 2.375 51:66 Round, 54.79;-r' 7.46 'SF2 TH ' : :. 2:375 ; 5T06 R®und 54.79'''; 7.46 a Universal Force Generator V1.12 Southold(10074795) TOWER TEP No. 265240.941633 r�; ENGINEERING PROFESSIONALS Analysis By: DRP 6/14/2024 Checked By: RAL 6/14/2024 Moment Bolt Group - Mount to Leg Connection Code Revisions: AN$I/TIA-222-H . Bolt Type: Headed Bolts Connection Inputs: Capacities: Bolt Size:' 0.625' d in Single Bolt Capacity= 11.2% PASS #Bolts: A Plate Width: ;N/A 1 in Bolt Capacity= 10.8% PASS Plate Height: N/A 'in Bolt H Gap: 6.5 ,in Bolt V Gap: . - 10 . in Plate T: N/A in Slip Member 0: N/A ;in Bolt Grade: A307 0 Bolt Properties: Fybolr 36.0 ksi Fubolr 60.0 ksi r: 3.4 in J: 46.3 in4/inZ Abolt: 0.3 in' Agross: 6.42 in' Abolt,Net Tensile: 0•2 in ANetTensile• 5.58 in Pretension: 9.5 kips Tn= 208.07 I — d Single Bolt Check Bolt Size: '1.000 Max Fx: 3.486 kip Bolt F,,: 120 ksi Max Fy: 1.224 kip Bo ItA,Net Tensile: 0.606 in Max Fz: 1.91 kip V,,, 3.975 kips ORNV= 35.343 kips Tmex= 1.224 kips ORNT= 54.54 kips Mount Single Bolt Connection Check-V1.3 . j • June 4, 2024 Matthew Huelbig Tower Engineering Professionals Jacobs Telecommunications Inc. 326 Tryon Road One Penn Plaza, 24th Floor, Suite No. 2400 Raleigh, NC 27603 New York, NY 10119 (919)661-6351 (646)908-6550 StructuresMepgroup.net y Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Reconfiguration Carrier Site Number: 10074795 Carrier Site Name: Southold Client Designation: Site Number: 10074795 Site Name: WSNYJ0045449 Engineering Firm Designation: TEP Project Number: 265240.941634 Site Data: 414 05 Route 25, Peconic, Suffolk County, NY 11968 Latitude 410 02'28.80", Longitude-72°27'31.60" 130±Foot-Self-Support Tower Dear Matthew Huelbig, Tower Engineering Professionals is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above-mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the stress level for the tower and foundation structure, under the following load case,to be: LC1: Existing+ Proposed + Reserved Loading Sufficient Capacity Note:See Table 1 for the existing,proposed,and reserved loading Structure Capacity Foundation Capacity --- 89.3% I 83.2% The analysis has been performed in accordance with the ANSI/TIA-222-H Structural Standard for steel Antenna Towers and Antenna Supporting Structures.the 2018 International Building Code,the 2020 Building Code of New York State and AT&T Mount Technical Directive—R22. All modifications and equipment proposed in this report shall be installed in accordance with the appurtenances listed in Table 1 for the determined available structural capacity to be effective. We at Tower Engineering Professionals appreciate the opportunity of providing our continuing professional services to you and Jacobs Telecommunications Inc.. If you have any questions or need further assistance on this or any other projects, please give us a call. Structural analysis prepared by:AAL/LBW OV NtFy�j� Respectfully submitted by: P r- aC i<v Daniel P. Hamm, P.E. 2 N Y aFPS91D �` June 4, 2024 130 ft Self-Support Tower Structural Analysis WSNYJ0045449(10074795) TEP Project Number 265240.941634 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Existing, Proposed, and Reserved Antenna and Cable Information 3)ANALYSIS PROCEDURE Table 2-Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 3- Section Capacity(Summary) Table 4-Tower Component Stresses vs. Capacity Table 5-Dish Twist/Sway Results for 60 mph Service Wind Speed 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Additional Calculations June 4, 2024 130 ft Self-Support Tower Structural Analysis WSNYJ0045449(10074795) TEP Project Number 265240.941634 Page 3 1) INTRODUCTION The tower is a 130t Foot Self-Support Tower designed by FWT. The original design standard and wind'speed were unavailable for review. All information provided to TEP was assumed to be accurate and complete. 2)ANALYSIS CRITERIA TIA-222 Revision: ANSI/TIA-222-H Type of Analysis: Comprehensive Risk Category: II Wind Speed: 128 mph (Ultimate) Exposure Category: C Topographic Category: 1 (Kzt= 1.0) Ice Thickness: 1.0 in Wind Speed with Ice: 50 mph Seismic Design Category: B Seismic Ss: 0.177 Seismic S1: 0.05 Service Wind Speed: 60 mph Table 1 -Existing, Proposed, and Reserved Antenna and Cable Information Existing/ ; Mount .Ant : . ; Proposedt, Level CL' Qty 'Antenna Model.. . Mount Qty Coax Coax Owner/ Type Coax Size Location Tenant' Reserved (ft) _ r139.OT1 16'-0"Omni Antenna (3)6' 3 1/2 Unknown 134.0 1 6'-0"Omni Antenna Standoffs 3 7/8 [AB FaceC Face 133.0 F3 2.0' 0 Dish Existing 131.0 16 7/8 3 Commscope NNHH-65A-R4 131.0 2 Rayca DC6-48-60-18-8F 2 Fiber CA Face AT&T p Trunk 128.0 1 1 1 2.60 Dish 132.0 1 3 1 Ericsson A/R6419 B77D' 3 1 Commscope NNH4-65A-R6H4 F 3 I Ericsson RRUS 4415 B30 (3)Sector 3 1 Ericsson RRUS 4478 B14 Mounts — 1 Fiber Proposed 131.0 131.0 [ Ericsson Trunk CA Face AT&T RRUS 4490 B51B12A 6 6AWG FF Ericsson �' RRUS 4890 B25IB66 Raycap DC9-48-60-24-8C-EV 129.0 1 3 1 Ericsson A1R6419 B77G1 1 6 1 Commscope NNHH-65A-R4 F-3F Alcatel RRH4x25-WCS-4R To Be �3 Nokia Airscale Dual RRH Removed 131.0 131.0 i 4T4R B 12/14 - 4 8 A WG CA Face AT&T Nokia Airscale 825 3 _RRH4x30-4R F3 F—Nokia Airscale 4T4R B5 June 4, 2024 130 It Self-Support Tower Structural Analysis WSNYJ0045449(10074795) TEP Project Number 265240.941634 Page 4 .Existing/! Mount' Ant Mount Qty. :Coaz Coax Owner/ ; Proposed/; Level CL Qty i4ntenna Model„ Resery 4 (ft} „(ft) Type Coat ;Size Location, .Tenant 3 Ericsson 840590966 3 Ericsson AIR6449 B41 i Existing 115.0 115.0 �3 FS APXVLL19P Mounts 43-C-A20 (3)Sector 3 Hybrid-R AB Face T-Mobile r3 Ericsson 4449 B71+1355 3 Ericsson 4460 1366/13125 110.0 4 20'-0°Omni Antenna (3)6' 27f 109.0 1 18'-0"Omni Antenna Standoffs 17/8 BC Facet Unknown 6 Antel BXA-70090/4CF Existing 100.0 3 [Antel BXA-171090/8CF 12 7/8 BC Face Verizon 100.0 6 R_FS FD9R6004/1 C-3L (3)Sector �-- Mounts I ' F GPS —F5T7/8TBC Face Unknown 1 8'-0"Yagi Existing 1 93.0 93.0 1 Empty Standoff F --- - I Junknown- Existing 1 91.0 91.0 1 F 6'-0"Yagi Direct 1 7/8 TAB Face Junknown (3)Sector 12 1- /8 I [Existing 88.0 88.0 6 Kathrein 800 10504 Mounts 1 1-11/4 [AB Face Unknown 3 JMA MX08FRO665-21 Existing 80.0 80.0 3 Fujitsu TA08025-13 1 1-1/4 BC Face 605 (3)Sector Dish - �3 Fujitsu TA08025-6604 Mounts Wireless _ r 1 Raycap RDIDC-9181-PF-48 Existing 78.0 78.0 _ Empty Standoff �- - --�---� - Unknown Existing 72.0 T 72.0 Empty Standoff Existing 38.0 38.0 1 6'-0"Omni Antenna Standoff F 1 F 3/4 FBC Face Unknown Notes: 1) Antennas are to be vertically stacked in the same position. 3)ANALYSIS PROCEDURE Table 2-Documents Provided Document : Remarks.. .- Source Previous Structural GPD Group,dated September 26,2018 Jacobs Analysis Project No.2018720.46 Telecommunications _ Inc. Previous Structural Foresite Group, dated June 30,2022 Jacobs Analysis Job No. 1106.086 TelecommunicationsInc. Preliminary TEP Northeast, TEP Construction Drawings FA No. 10074795 AT&T Mobility, dated March 8, 2024 Jacobs RFDS RFDS ID: 5899244 Telecommunications Inc. June 4, 2024 ,130 ft Self-Support Tower Structural Analysis WSNYJ0045449(10074795) TEP Project Number 265240.941634 Page 5 3.1)Analysis Method tnxTower(version 8.2.4.3), 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)Analysis Assumptions 1) The tower and foundation were built and maintained in accordance with the manufacturer's specification. 2) The configuration of existing antennas, transmission cables, mounts and other appurtenances are as specified in the tower mapping report by TEP. 3) Unless specified by the client or tower mapping, the location of the existing and proposed coax is assumed by TEP and listed in Table 1. 4) All tower components are in sufficient condition to carry their full design capacity. 5) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is left to the carrier or tower owner to ensure conformance. 6) All antenna mounts and mounting hardware are structurally sufficient to carry the full design capacity requirements of appurtenance wind area and weight as provided by the original manufacturer specifications. It is the carrier's responsibility to ensure compliance to the structural limitations of the existing and/or proposed antenna mounts. TEP did not perform a site visit to verify the size, condition or capacity of the antenna mounts and did not analyze antennas supporting mounts as part of this structural analysis report. 7) Existing tower and foundation geometry,geotechnical information and existing loading are based solely on documents provided in table 2. TEP assumed that the information interpreted in these documents,from the original documents,was accurate and complete. This analysis may be affected if any assumptions are not valid or have been made in error. Tower Engineering Professionals should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 3 -Section Capacity(Summary) section Critical % Pass/ No. Elevation(ft) Component Type Size Element P(lb) aP°°°W(lb) Capacity Fail r T1 r 130-110 F Leg 3 2 r-32282.70 208847.09 15.5 I Pass T2 110-90 Leg 3 1/2 32 F-700-69.80 ( 246208.19 28.5 Pass 1 31.1 (b) T3 90-70 F Leg 4 53 -116022.00 371284.19 31.2 Pass 50.6(b) T4 70-50 Leg F 4 74 -161264.00 F_3TI284.19 43.4 Pass 71.9(b) 75 50-30 Leg 4 95 -199711.00 455947.78 89.3.43 (b) Pass T6 30-10 Leg 4 5/16 128 -239043.00 549887.06 43.5 Pass 59.0(b) T7 10-0 Leg 4 5/16 161 -256989.00 549887.06 1 46.7 Pass (�T1 130-110 [___Diagonal L2 1/2x2 1/2x1/4 P_O_F4008-36 �31625.16 I 12.7 Pass 36.3(b) T2 110-90 Diagonal L2 1/2x2 1/2x1/4 37 -5605.25 P4174.78 23.2 Pass 50.9(b) T3 90-70 Diagonal L3x3x1/4 56 -7586.15 52.3 30560.67 24.(b) Pass T4 70-50 [--Diagonal L3x3xl/4 79�-7500.47 F23802.03 31.5 Pass F [52.1 b) T5 50-30 Diagonal 2L2 1/2x2 1/2x1/4-J 102 F-8694.47 44691.67 7 19.5 Pass t June 4, 2024 130 ft Self-Support Tower Structural Analysis WSNYJ0045449(10074795) TEP Project Number 265240.941634 Page 6 Section e critical ; % Pass i Elevation(ft) Component Type Size- P.(ib) opW1.(lb) No. Element: Capacity --Fail ------------ - T6 [---SO-10 �1(_ Diagonal 21_2 1/2x2 1/2x1/4 135 -8811.09 36821.61 23.9 +I Pass __ __ 53.5(b) -T7 10-0 r Diagonal 2L2 1/2x2 1/2x1/4 170 1 -9278.86 33509.91 27.7 Pass Fl _ 53.4(b) T5 Horizontal L2 1/2x2 1/2x1/4 000 -3467.25 8859.92�I 39.1 I Pass I T6 30-10 r Horizontal ( L2 1/2x2 1/2x1/4 130 -4145.52 6660.88 62.2 Pass T7 10-0 Horizontal _L2'1/2x2 1/2x1/4 I 163 -4456.74~1- -5846.86 76.2 _Pass T1 130-110 ( Top Girt L2x1 1/2x3/16 4 7-859.12 (�11234.89 9 8.(b) r Pass l; ---�J ` Summary I�- I Leg(T5) 89.3 Pass Diagonal(T6) 53.5 Pass F-1 ` -F - Horizontal(T7) 1 76.2 Pass r----I--v �J Top Girt(T1) 1 9.8 I Pass Bolt Checks 89.3 Pass RATING= �89.3 Pass Table 4-Tower Component Stresses vs. Capacity Elevation o Notes Component:._ eft) /o Capacity Pass/'Fall 1,2 _ -� - _- Anchor Rods---`----- - � 32.9 Pass- -- 1,2 Base Foundation Soil Interaction - 83.2--�--- Pass 1,2 Base Foundation Structural -----� 22.77 Pass Structure Rating (max'from all components)_ 8 AM% Notes: - 1) Rating perTIA-222-H,Section 15.5 2) See additional documentation in"Appendix B-Additional Calculations"for calculations supporting the%capacity listed. Table 5 -Dish Twist/Sway Results for 60 mph Service Wind Speed Elevation +.. Beam Deflection . Dish'Model (ft) Deflection(in) Tilt(deg) Twist-(deg) 0 Dish --------�--- 1.401- -�----- 0.0836 0.0064 ---- 128.0 2.5'0 Dish 1.366 0.0831 0.0064 4.1) Recommendations 1) If the load differs from that described in Table 1 of this report or the provisions of this analysis are found to be invalid, another structural analysis should be performed. 2) The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. June 4, 2024 130 It Self-Support Tower Structural Analysis WSNYJ0045449(10074795) TEP Project Number 265240.941634 Page 7 APPENDIX A TNX TOWER OUTPUT r DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION 2.9'Dia x B'Pipe 131 RADIO 4460 B25IB66 115 2.9'of.x 8'Pip. 131 Sector Munt ISM 402-31 115 16-n x Z Omnt 131 AR6449 B41 w/Mount Pip- 115 6-n x 2-In OmN Antenna 131 A016449 B41 w/Mount Pipe Its 24'Ma x 6-11 Pipe 131 AIR6449 B41 w/Mount Pipe 116 130.0It 24'DIax6-ft Pipe 131 4003_B40590966 TMO w/Mount Pie 115 24-Ma x 641 Pipe 131 (2)BNA•700904CF w/Moue P4. 100 NNHH-65A-R4 w/Mount Pipe 131 (2)BXA-7009N4CFw/Mount Pipe 100 NNI8465A.R4 w/Mount Pipe 131 BXA-171090/8CF w/Mount Pete 100 M*01-65A-R4 w/Mount Pipe 131 BXA-171090leCFwl Mount Pipe 100 Nt41-l"M RBH4 w/Mount Pipe 137 BXA-17109a%CFwl Mural POa 100 NNH4fi5A-R6H4 w/Mount Pipe 131 (2)FD9R60DVIC31- 100 NMI4-B%R6H4 w/Mount Pipe 131 (2)FD9RW"IC-3L 100 Fiy _ B Am 6418 B77G w/MOW Ppe 131 (2)F09R6004/1031. 100 (. I in n AIR 6419 MO w/Mount Pp. 131 GPS-A 100 AIR 6419 B77G w/Mount Pipe 131 8-FTYa9i 100 ' AIR 6419 B77D w/Mum!Pipe 131 Sector Mount ISM 1305.31 100 _S AM 6419 BT7D w/Mount Pipe 131 Pipe Mount(PM 60") 100 p AIR 6419 BT7D w/Mamt Pipe 131 (2)20'x 1.54n o Omni ion 110_O ftft RRUS 4415 B30 131 (z)W x 1.54r1 a Drank too RRUS 4415 B30 131 18-ft x T Omni 100 RRUS 4415 B30 131 (2)BXA-7009N4CFw/Mount Pipe 100 RRUS 4478 B14 131 SldeArm Mount[SO 202.11 93 RRUS 4478 B14 131 6-ft Ye01 91 I n n RRUS 4478 B14 131 m (2)80010504 w/Moma Pipe 88 4490 B5fB12 131 (2)60010504w/Mamt Pipe 88 R 4490 B5012 131 Sector Mount ISM 402-31 Be i Li m 4490 B4B12 131 (2)800 10504 w/Mount Pipe 88 4890 a95 B66A 131 TA08025 We 80 ! 4890 B25 BM 131 TA08025 NO 80 4890 BO B66A 131 TA08025-8604 so OC648-60-IMF 131 TAGS075-8604 80 90.0n 13 tl I] D01460-18-BF 131 TA0802SB604 0PPDC91- � 4&60.2b86EV 137 ROIOC9181-PFdB 80 Sector Mcum ISM 502-31 131 (2)2.4'Diax 8-ft Maus Pipe 80 20'Dish 131 (2)24'Dlax 6-11 Mount Pipe 80 Li 2-n HP Dish 131 (42.4-Dlax B-n Mout Pipe 80 n 24t HP Dish 131 Sabre C108370020.'iZ78B(3) 80 2.5-n HP Disn 131 MX08FR0685-21 w/Mount Pipe 80 F m 4003_840590966 iM0 w/Mount Pip. 115 MX08FR0665.21 w/Mount Pip. 00 ® 4003&10590966_TMO w/Maod Pipe 115 MXOBF'FtO665-21 w/Mount Pipe 80 APXVLL19P434}A20TM0 w/Montt Pipe Its TA08025-B605 80 APXVLLI9P 43-0-A20_TM0 w/Moral fte 115 Sator Mount ISM 502-11 78 APXVLLI9F 43-GA20_TMO w/Mounl Pipe 115 (412.4-Dia x s-ft Pipe 78 RADIO 4449371885ILT-MOBILE 115 (4)24'Dia x 641 Pipe 78 zz 700 RAD104449 B71 085A_T-MOBILE 115 (4)24'Dia x6-n Pipe 78 RADIO 4449 871 SBSA_T-MOBILE 115 Sid.k.Mount[SO202-11 72 RAD104460B25/868 115 5-11 x tS Dia OmrB 3B RA0104460BZSZW 115 SUeArm Mount[SO 701.11 3B MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu w Asrzso 50000 psi 6scoD psl A38 aso90 psi se6oD pal TOWER DESIGN NOTES 1.Tower is located in Suffolk County,New York 2.Tower designed for Exposure C to the TIA-222-H Standard. 50 0 ft 3.Tower designed for a 128 mph basic wind in accordance with the TIA-222•H Standard. _ 4.Tower is also designed for a 50 mph basic wind with 1.00 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6.Tower Risk Category IL 7.Topographic Category 1 with Crest Height of 0' B.TOWER RATING:89.3% e ALL REACTIONS ARE FACTORED MAX.CORNER REACTIONS AT BASE.' i DOWN:266108lb 30.01t SHEAR.28793111 ' UPLIFT.--225454I11 p SHEAR:25249lb ' tl AXIAL 933931b Ira j SHEAR / i \ MOMENT f029316 /// �� i 817035/b•IJ id H TORQUE 22211b•B 50 mph WIND-1.0000In ICE AXIAL 546331b pi SHEAR MOMENT 4631016 �364965516-R o.o n TORQUE 156231b-N m s REACTIONS-128 mph WIND Tower Engineering Professionals,Inc. 10074795(WSNYJ0045449 326 Tryon Road P10i-'TEP No.265240.941634 Raleigh,NC 27603-5263 "'Jacobs Telecommunication Inc°a" °j AAL Mao Tows E ymeabta Prolmsiormk Phone:(919)661-6351 cede'TIA-222-H Dore'06/04/24 Scaw NTS FAX:919 661-6350 Pam: I Dwg No.E•1 tnxTower Job 10074795(WSNYJ0045449) Pella 1 of 28 tnxTower Job 10074795(WSNYJ0045449) Page2 of 28 Tower Engineering Project Date Tower Engineering Project Date - Professionals,Inc TEP No.265240.941634 10:49:14 06/04/24 Professionals,Inc TEP No.265240.941634 10:49:14 06/04/24 326 Vyon Road 326 7Yyon Road Raleigh,NC 27603-5263 Client Designed by Raleigh,NC 27603-5263 Client Designed by Phone:(919)661-6351 Jacobs Telecommunications Inc. AAL Phone:(919)661-6351 Jacobs Telecommunications Inc. AAL FAX. 19 661-6350 FAX.• 19 661-6310 r Tower Input Data r wind 180 The main tower is a 3x free standing tower with an overall height of 130'above the ground line. i The base of the tower is set at an elevation of O'above the ground line. The face width of the tower is 4'at the top and 17'at the base. Lep A This tower is designed using the TIA-222-H standard. wind 90 The following design criteria apply: Tower is located in Suffolk County,New York. Tower base elevation above sea level:I8'7-29/32". Leg c i Z �LeO e Basic wind speed of 128 mph. ]risk Category II. Face c Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category:I. wino Normal Crest Height:0'. Nominal ice thickness of 1.0000 in. Ice thickness is considered to increase with height. Trlanaular Tower Ice density of 56 pef. A wind speed of 50 mph is used in combination with ice. Temperature drop of 50'F. Deflections calculated using a wind speed of 60 mph. Pressures are calculated at each section. Tower Section Geometry Stress ratio used in tower member design is 1. Tower analysis based on target reliabilities in accordance with Annex S. Tower Tower Assembly Description Section Number Section Load Modification Factors used:ICx,(Fw)=0.95,I4,(4)=0.85. Section_ Elevorron Database Width of Length Maximum demand-capacity ratio is:1.05. Secilow Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. R B F TI 130'-110 4' 1 20' T2 110'-90' 6' 1 20' Options 73 90'-70' 8' 1 20. T4 70'-50' 10, 1 20' Consider Moments-Legs Assume Legs Pinned J Calculate Redundant Bracing Forces T5 50'-30' IT 1 20' Consider Momeats-Horizontals 4 Assume Rigid Index Plate Ignore Redundant Members In PEA T6 30'-Is 14' 1 20' Consider Moments-Diagonals J Use Clear Spans For Wind Area 4 SR Leg Bolts Resist Compression T7 10'-0' 16' 1 to, Use Moment Magnification J Use Clear Spans For KIJr All Leg Panels Have Same Allowable d Use Code Stress Ratios Extension Guys To Initial Tension OtTaet Gin At Foundation J Use Code Safety Facmm-Guys J Bypass Most Stability Checks 4 Consider Feed Line Torque Escalate Ice J Use Azimuth Dish Coefficients 4 Include Angle Block Shear Check Always Use Max K. J Project Wind Ana ofAppurtrusnces Use TIA-222-H Bracing ResisL Exemption Tower Section Geometry COIIt'CI Use Special Wind Profile J Almmative Appur4 EPA Calculation Use TIA-222-H Tension Splice Exemption d Include Holtshs Member Capacity Autaw Am lc Torque A Areas ___: Leg Bolts Am At Top Of Section Add IBC.6DtW Combination Include Shear-Tonson tion Inteme Tower Tower Diagonal Bracing Hun flan Top Girt Bottom Girt J Secondary Horizontal Braces Leg J Son Capacity Report By Camp onxnt Always Use Sub-Critical Flow Section Elevation Sparing Type KBmce Horirontaly Offset Offer Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner arcing Use Top Mounted Sockets End SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Pole Without Linear Attachments R R Panels in in SR Members Ara Concentric Ignore KIJry For 60 Deg.Angle Legs Pole With Shmud Or No Appurteaasees TI 130'-I10' 5' X Brow No No 0.0000 0.0000 Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Outside and Inside Comer Radii Am Known 72 110'-90' 6'8-1/32" X Brace No No 0.0000 0.0000 T3 90'-70' 6'8-1/32" XBmoe No No 0.0000 0.0000 T4 70'-50' 6'8-1f32" XBrace No No 0.0000 0.0000 TS 50-30' 5' Double K No Yes 0.0000 0.0000 T6 30'-10' 5' Double K No Yes 0.0000 0.0000 T7 1 0'-0' 5' Double K No Yes 0.0000 0.0000 tnxTower Job 10074795(WSNYJ0045449) Page3 of 26 tnxTower deb 10074795(WSNYJ0045449) Page 4 of 28 Project Dale Project Date Tower Engineering Tower Engineering Professionals,Inc TEP No.265240.941634 10:49:14 06/04/24 Professionals,Inc TEP No.265240.941634 10:49:14 06/04/24 326 7)yon Road 326 Dye.Road Raleigh,NC 27603-5263 Client Designed by Raleigh,NC 27603-5263 Client Designed by Phone:(919)661-OSI Jacobs Telecommunications Inc. Phone,(919)661-633J Jacobs Telecommunications Inc. FAX. 19 661-63SO '�L FAX.-(919)661-63J0 I AAt- Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust Weight Mult. Double Angle Double Angle Double Angle Elevation Area 77iicMess Al Factor Stitch Bolt Stitch Bolt Stitch Bolt (perface) A, Spacing Spacing Spacing Tower Section Geometrycont'd Diagonals Horizontals Redundann R jt' in to in in Tower Leg Leg Leg Diagonal Diagonal Diagonal Tl 130'-110' 0.00 02500 A36 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt (36000 psi) E(emtion Type Site Grade type Size Grade T2110'-90' 0.00 0.2500 A36 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt R (36000 psi) Tl 130'-110' Solid Round 7 A572SOODO p0 Equal Angle 12 12s2 lllsl/4 000 T3 90'-70' OAO 0.3750 A36 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt (50572 pa) (36000 psi) (36000 psi) T2110'AO' Solid Round 3I2 AOOO Equal Angle L212x212x1/4 A3fi T470'-50' 0.00 03750 A36 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt (50000 pa) (36000 psi) (36000 ps) 1390'-70' Solid Round 4 A572-50 Equal Angle L3.3x1/4 A36 T550'-30' 0.00 03750 A36 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt (50000 psi) (36000 psi) (36000 psi) T470'-50' Solid Round 4 A572-50 Equal Angle L30.1/4 A36 T63D'-10' 0.00 0.3750 A36 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt (50000 pv) (36000 psi)T550'-30' Solid Round 4 A572-50 Double Equal 2L2112.212 (3600D psi) xl/4 A36 T710'-0' 0.00 03750 A36 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt (50000 pm) Angle (36000 psi) (36000 psi) T6 30'-10' Solid Round 4 5/16 A572-50 Double Equal 2L2 I/W 12x1/4 A36 (50000 pm) Angle (36000psi) T7 10'-0' Solid Round 45116 A572-50 Double Equal 2L2 112.2 12x1/4 A36 (50000 Psi) Angle (36000 psi) Tower Section.Geome cont'd K Factors' _ _ Tower Calc Co/c Legs - X K Single Girts Morin. Sec. inner Tower Section Geometrycont'd Elevation K K Brace Brace Diags Paris, Brare Single Solid Dings Dings Tower Top Gin Top Gin Top Girt Bottom Gin Bottom Girt Bottom Girt Angles Rounds X X X X X X X Elevation Type Size Grade Type Site Grade H y y y y y y y R T1 130-110' Yes Yes I I 1 I I 1 1 1 T1130'-1I0' single Angle L2x112x3/I6 A36 Equal Angle A36 I 1 1 I 1 1 1 (36000 psi) (36000 psi) T2HMO, Yes Yes 1 1 1 I I 1 1 1 1 1 1 1 1 1 13 90'-70' Yes Yea 1 1 I 1 I 1 I 1 1 1 1 1 1 1 I T470'-50' Yes Yes I 1 1 1 I I 1 l 1 1 I I I 1 1 Tower Section Geometry contd T550'-30' Yea Yee 1 1 1 I 1 1 I T630'-10' Yes Yes Town No. Mid Gin Mid Girt Mid Girt Horizontal Horisonml Horizontal I 1 1 1 1 1 1 Elevation of Type Site Grade Type Size Grade T710'-0' Yes Yes 1 1 1 1 1 1 1 1 Mid 1 1 1 1 1 I 1 jt Gists 'Note:Kfacters are applied to membersegment lengths.K-bmces without Innermpporting members will have theKfactor in the outof-plane direcllon applied to T550'-30' Nose Single Angie A572-50 Equal Angle L212x2124/4 A36 the evemlllength. (50000 psi) (36000 psi) T6 30'.10' Now single Angle A572-50 Equal Angle 12 MW 12414 A36 (50000 psi) (36000 psi) T710'-0' Nonc Single Angle A572.50 Equal Angle 1212x2 IMIA A36 (50000 psi) (36000pd) Tower Section Geometry cont'd Tower Leg Diagonal Top Girt Bottom Girt Mhl Gin Long Horizontal Short Horizontal Elevation n r Net MUM U Net Width U Net Wi"dth -U Net U Net U Net U Net U Tower Section Geometrycunt d Deduct Deduct Deduct Width Width Width Width in m in Deduct Deduct Deduct Deduct n n s is T1130'-110 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0 '0000 0.75 O.DD00 0.75 ODMDOO 0.75 T2130'-90' 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 tnxTower Job Page Job Page 10074795(WSNYJO045449) 5 of 28 tnxTower 10074795(WSNYJ0045449) 6 of 28 - Tower Engineering Project Date Tower Engineering Project Date - Professionals,Inc. TEP No.265240.941634 10:49:14 06/04/24 Professionals,Inc TEP No.265240.941634 10:49:14 06/04/24 326 nYyon Road 3267Yyon Road Raleigh,NC 27603-5263 Client Designed by Raleigh,NC27603-5263 Client Designed by Phone:(919)661-6351 Jacobs Telecommunications Inc. AAA Phone:(919)661-6351 Jacobs Telecommunications Inc. AAA FAX: 19 661-6350 FAX.- 19 661-6350 Tower Leg Diagonal Top Gin Bottom Girt Mid Got Lang Horizontal Shan Horizontal Tower Redundant Redundant Redundant Redundam RedandantFertheal Redundantlitp Redundant Hip Elevadan Elevadon Horizontal Diagonal Sub-Diagonal Sub-Horizontal Diagonal fi ft Net Width U Net Width U Net Width U Net U Net U Net U Net U Not Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width Deduct Deduct Deduct Width Wdrh Width Width in in in Deduct Deduct Deduct Deduct to in in Deduct Deduct Ded el Deduct in .m is in in in in in T3 90.-70' O.000D 1 0.0000 0.75 0.OD00 0.75 0.0000 0.75 o.o0D0 0.75 0.0000 0.75 O.ODDO 0.75 O.o000 0.75(2) 0.0000 0.75 0.0000 0.75(2) O.ODOO 0.75(2) T470'-50' 0.0000 1 0.0000 0.75 O.OD00 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 (2) T5 50'-30' 0.0000 I O.0000 0.75 0.0000 0.75 0.0000 035 0.0000 035 0.0000 0.75 O.ODOO 0.75 0.0000 0.75(3) O.00DO 0.75 0.0000 0.75(3) 0.0000 0.75(3) T630'-10' O.00o0 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 (3) T7 lo'-0' 0.0000 I 0..00 o.7s O.0000 0.71 0.0000 o.7s 0.0000 0.7s 0.0000 0.75 1 0.0000 0.75 0.0000 0.75(4) 0.0000 0.75 0.0000 0.75(4) 0.0000 0.75(4) (4) T7 10'-0' 0.0000 0.75(t) O.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75(I) 0.0000 0.75(1) 1 Tower Redundant Redundant Redundant Redundant Redundant Vertical Redundant Hip Redundant Hip Elevation Horizontal Diagonal Sub-Diagonal Sub-Horizontal Diagonal ft Net Width U Net Width U Net Width U Net U Net U Net U Net U 10.0000 0.75(21 0.00D0 0.2)75 I I I 10.0000 0.75(2)1 0.0000 0.75(2) Deduct Deduct Deduct Width Width Width width ( to in m Deduct Deduct Deduct Dedun in in io in TI 130'-110' 0.0000 0.75(I) 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75(l) 0.0000 0.75(1) I 0.O000 0.75(3) 0.0000 o.7)5 I I I 10.0000 0.75(3)1 0.0000 0.75(3) 0.0000 0.75(2) 0.0000 0 5 0.0000 0.75(2) 0.0000 0.75(2) (3) (2) 0.0000 0.75(3) 0.0000 0.75 0.0000 0.75(3) 0.0000 0.75(3) (3) 0.0000 0.75(4) 0.0000 0.7s O.ODDO 0.75(4)1 0.0000 0.75(4) 0.0000 0.75(4) 0.0000 0.75 0.0000 0.75(4) 0.0000 0.75(4) (4) (4) T2 110'-90' 0.0000 0.75(I) 0.0000 0.75 0.0000 0.75 0.0000 035 0.0000 0.75 0.0000 0.75(1) OADDO 0.75(l) (1) 0.0000 0.75(2) 0.0000 035 0.0000 0.75(2) 0.0000 0.75(2) o.0000 0.7s(3) o.00ao (2) Towero.0000 o.7s(3) o.000a O.7s(3) Tower Section,Geometry conf'd (3) O.00DO 0.75(4) 0.0000 0.75 0.0000 0.75(4) 0.0000 0.75(4) Tower Leg Leg Diagonal Top Gin Bottom Gin Mid Girt Long Horizontal Shan Horizontal (4) Elevation Connection 73 90'-70' 0.0000 0.75(1) 0.0000 0.75 0.0000 0.75 0,0000 0.75 0.0000 0.75 0.ODDO 0.75(1) 0.0a00 0.75(1) f1 Type (') Bolt Size No. Boll Size Na Bolt Si- No. Bolt Size No. BnlrSize No. Boh Size No. Bolt Site No. 0.0000 0.75(2) 0.0000 0.75 0.0000 0.75(2) 0.0000 0.75(2) in is is in in in in (2) TI 130'-110' Flange 0.7500 6 0.6250 1 0.6250 1 OXODO 0 0.6250 0 0.0000 0 0.6250 0 0.0000 0.75(3) 0.0000 0.75 0.0000 0.75(3) O.Oo00 0.75(3) A325N A325N A325N A325N A325N A325N A325N (3) 72110'-90' F7aage 0.7500 6 0.6250 1 0.6250 0 0.00Do 0 0.6250 0 0.0000 0 0.6250 0 0.0000 0.75(4) 0.0000 0.75 0.0000 0.75(4) O.o000 0.75(4) A325N A325N A325N A325N A325N A325N A325N (4) T3 90'-70' Flange 0.7500 6 0.6250 I 0.0000 0 0.0000 0 0.6250 0 0.0000 0 0.6250 0 T4 70'-50' 0.0000 0.75(1) 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000' 0.75 0.0000 0.75(1) 0.0000 0.75(1) A325N A325N A325N A325N A325N A325N A325N (1) T470'-50' Flange 0.7500 6 0.6250 1 0.0000 0 0.0000 0 0.6250 0 0.0000 0 0.6250 0 0.0000 0.75(2) 0.0000 0.75 0.0000 0.75(2) 0.0000 0.75(2) A325N A325N A325N A325N A325N A325N A325N (2) T5 50'-30' Fange 0.7500 6 0.6250 1 0.0000 0 0.0000 0 0.6250 0 0.6250 1 0.6250 0 O.00DO 0.75(3) 0.0000 0.75 0.0000 0.75(3) 0.0000 0.75(3) A325N A325N A325N A325N A325N A325N A325N (3) T630'-10' Flange LOODO 6 0.6250 1 0.0000 0 O.o00o 0 0.6250 0 0.6250 1 0.6250 0 0.0000 0.75(4) 0.0000 0.75 0.0000 0.75(4) O.00DO 0.75(4) A325N A325N A325N A325N A325N A325N A325N (4) T710'-0' Flange 1.0000 0 0.6250 1 0.0000 0 0.0000 0 0.6250 0 0.6250 1 0.6250 0 T5 50'-30' O.00DO 0.75(I) 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 O.ODOO 0.75(I) O.ODDO 0.75(1) A36 A325N I A325N I A325N I A325N A325N I A325N (1) 0.0000 0.75(2) 0.0000 0.75 O.OD00 0.75(2) 0.0000 0.75(2) (2) 0.0000 0.75(3) 0.0000 0.75 0.0000 0.75(3) 0.0000 0.75(3) 0.0000 0.75(4 0.0000 o75 0.0000 0.75(4) 0.0000 0.75(4) Feed Line/Linear Appurtenances-Entered As Round Or Flat (4) T6 30'-10' 0.0000 0.75(I 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 O.ODDO 0.75(1) O.00D0 0.75(1) (1) tnxTower Job Page 10074795(WSNYJ0045449) 7 of 26 tnxTower Job 10074795 Page (WSNYJ0045449) 8 of 28 Tower Engineering Project Date Project Date g TEP No.265240.941634 10:49:14 06/04/24 Tower Engineering Professionals,Inc Professionals,Inc TEP No.265240.941634 10:49:14 06/04/24 3267)yon Road 32671yon Road Raleigh,NC27603-5263 Client Designed by Raleigh,NC 27603-5263 Client Designed b Phone:(919)661-6351 Jacobs Telecommunications Inc. AAA Ph-(919)661-6351 Jacobs Telecommunications Inc. g y FAX. 19 661-6350 FAX. 919 661-6350 AAL Dercripdon Face Allow Exclude Component Placement Face Lateral 0 0 Clear Width ar Perimeter Weight Tower Tower Face A. Ar C.A. C Al Weight r Shield From Type met Offset Per Spaei g Diameter Section Elevation 1.Face Out Face Leg Torque /r i. (F}acFW) Row in in 1. plf fi /F /F /F IF fb Cal-tali. T3 90'-70' A 0.000 0.000 65.280 0.000 305.60 �� B 0.000 0.000 88.099 0.000 471.40 Safety Line C No No At(CaAa) 130'-0' 0.0000 0 1 1 0.3750 0.3750 0.22 C 0.000 0.000 66.927 0.000 315.60 318 T4 70'-50' A 0.000 0.000 65.280 0.000 305.60 Thin Flat C No No Af(CaAa) 130'-0' 0.0000 0 I I 2.0000 2.0000 4.00 B 0.000 0.000 93.920 0.000 49920 Climbing C 0.000 0.000 69.477 0.000 321.60 Ladder TS 50'-30' A 0.000 0.000 65.280 0.000 305.60 B 0.000 0.000 94.520 0.000 52320 Feed Lin. B No No Af(CaAa) 115'-0' -0.5000 -0.3 1 1 3.0000 3.0000 4.00 C 0.000 0.000 69.477 0.000 321.60 Ladder T6 30'-10' A 0.000 0.000 65.280 0.000 305.60 Feed Line B No No Af(CaAa) 130'-0' 0.0000 0 I 1 3.0000 3.0000 4.00 B 0.000 0.ODO 95.420 0.000 55920 Ladder C 0.000 0.000 68.477 0.000 321.60 Feed Mat B No No Af(CaAa) 88'-0' 0.0000 025 1 1 IOD00 3.0000 4.00 77 10'-0' A 0.000 0.000 32.640 0.000 152.80 Ladder B 0.000 0.000 47.710 0.000 279.60 Feed L'me C No No Af(CaAa) 100'-0' 0.0000 03 1 1 3.000D 3.0000 4.00 C 0.000 0.000 34.238 0.000 160.80 Ladder Feed Liao A No No Af(CaAa) 130'-0' 0.0000 0 1 1 3.00DO 3.0000 4.00 Ladder LDF5-50A(7/ A No No Ar(GaAs) 130'-0' 0.0000 0 16 B 0S000 1.0900 0.33 Feed Line/LinearAppurtenances Section Areas_-With Ice 8) RFFf48SM-0 A No No A,(C.Aa) 130'-0' 0.0000 0.085 3 3 OAODO 0.4000 0.06 Tower Tower Fare Ice A. Ar CAAA CAA. Weight 01-XXX(3/8) Seaton Elevation or 7hicbier. In Face Our Face 6AWC(1-12). A No No Ar(CaAa) 130'-0' 0.0000 0.12 6 6 0.5000 15000 0.97 R Leg i. IF to jF It, lb Tl 130'-110' A 0.967 0.000 0.000 97.189 0.ODO 1116.08 LDF5-SOA(7/ B No No Ar(CaAa) 911-0' 0.0000 0 1 1 0.5000 1.0900 0.33 B 0.000 0.000 36.358 0.000 382.73 8) C 0.000 0.000 32.409 0.000 332.53 LDF4-75A(l/ B No No Ar(CaAa) 130'-0' 0.0000 0.02 3 3 MOOD 0.6300 0.16 T2 110'-90, A 0.950 0.0()0 0.000 96.783 0.000 1103.12 2) B 0.000 0.000 62.776 0.000 661.92 C 0.ODO 0.000 71.128 0.000 750.86 15/8-Hybrid B No No Ar(CaAa) 115'-0' -05000 -0.3 3 3 05000 1.6250 0.75 T3 90'-70' A 0929 0.000 0.000 96.297 0.000 1097.67 B 0.000 0.000 123.434 0.000 152056 LDF5-50A(7/ C No No Ar(CaAa) 100'-0' 0.0000 03 19 15 05000 1.0900 033 C 0.ODO 0.000 112.999 0.000 1190.03 8) T4 70'-50' A 0902 0.000 0.000 95.686 0.000 106936 3/4°Coax B No No A,(C.Aa) 38'-0' 0.00DO 0.03 1 1 05000 0.7500 3.00 B _ 0.000 0.000 128.553 0.000 1581.11 •` C 0.000 0.000 115.656 0.000 119M LDF7-50A(1- B No No Ar(CaAe) 88'-0' 0.0000 0.25 12 6 0.5000 19800 0.82 TS 50'-30' A 0.867 0.000 0.000 94.856 0.000 1104232 5/8) B O.D00 0.000 129.112 0.ODO 157851 LDFI-SOA(I/ B No No Ar(CaAa) 88'-a 0.0000 03 1 1 0.3450 03450 0.06 C 0.000 0.000 114.636 0.000 1164.91 4) T6 30'-10' A 0.808 0.000 0.000 93515 0.000 1000.72 B 0.000 0.000 129.553 0.000 1567.55 LDF6-50A(1- C No No Ar(C.Aa) 80'-0' 0.0000 0.2 1 1 0.5000 1.5500 0.60 C 0.000 0.000 112.986 0.000 1110.70 1/4) 77 10'-0' A 0.704 0.000 0.000 45.553 0.000 463.73 LDF5-5OA(7/ C No No Ar(CaAa) 130'-0' 0.0000 0.1 3 3 0.5000 1.0900 033 B 0.000 0.000 62.491 0.000 724.91 8) C 0.000 0.000 55.008 0.000 507.79 Feed Line/Linear Appurtenances Section Areas F Feed Line Center of Pressure. Tower Tower Fare A. Ar CAA. Co3A Weight Section Elevation CPr CPa CPr CPa Section Elevation In Face Out Face Are Ice B fF IF )F it, lb R in in in T1 130'-110' A 0.000 0.000 65.280 0.000 305.60 TI 130'-110' -2.3895 -4.6080 -2.3152 A.1088 B 0.000 0.000 18.718 0.000 120.85 T2 110'-901 -5.7968 -6.6182 -5.6752 -6.1491 C 0,000 jo.000 1 3.957 0.000 10420 T3 90'70, -4.1216 4.1603 4.0450 -3.8787 T2 110'-90' A 0.000 0.000 65.280 0.000 305.60 T4 70'-50' A3955 4.3688 4.4409 4.0127 B 0.000 0.000 33.639 0.000 214.93 T5 50'-30' -5.0263 -5.1125 49648 4.7457 C 0.000 0.000 39.667 0.000 206.90 T6 30'-10' -5.3534 -5.6574 -5.2737 -5.4375 Job Page Job Page - tnxTower 10074795(VIISNYJ0045449) 9 of 28 tnxTower 10074795(WSNYJ0045449) 10 of 28 Project Data Project Date Tower Engineering Tower Engineering Professionals,Inc. TEP No.265240.941634 10:49:14 06/04/24 Professionals;Inc. TEP No.265240.941634 10:49:14 06/04/24 3267)yon Road 326 TYyon Road " Raleigh,NC 27603-5263 Client Designed by Raleigh,NC 27603-5263 Client Designed by Phone:(919)661-63SI Jacobs Telecommunications Inc. AAL Phone:(919)661-6351 Jacobs Telecommunications Inc. AAA FAX. 19 661-6350 FAX.- 19)661-6350 Section Elevation CPr CP. Cp. CPz Tower Feed line D.-pdon Feed Line K. 14 fro lee Section Record No. S ant El- No lee Ice /tin in in in T3 21 LDFS-50A(7/8) 70.00-90.00 0.6000 0.6000 T7 101-0' .5.6986 -6.0265 -5.9368 -5.9815 T3 24 LDF7-50A(I-5/8) 70.00-88.00 0.6000 0.6000 T3 25 LDFI-50A(1/4) 70.00-88.00 0.6000 0.6000 T3 27 LDF6-SOA(1-1/4) 70.00.80.00 0.6000 0.6000 T3 28 LDF5-50A(718) 70.00-90.00 0.6000 0.6000 T4 2 Safety Line 3/8 50.00-70.00 0.6000 0.6000 T4 3 Thin Flat Climbing Ladder 50.00.70.00 0.6000 0.6000 T4 5 Feed Line Ladder 50.00-70.00 0.6000 0.6000 ShieldingFactor Ka T4 6 Feed Line Ladder 50.00-70.00 0.6000 0.6000 T4 7 Feed Line Ladder 50.00.70.00 0.6000 0.6000 T4 8 Fecd Line Ladder 50.00-70.00 0.6000 0.6000 Tower Feed Une Description FrxdLine K" K. T4 9 Feed Line Ladder 50.00-70.00 0.6000 0.6000 Section Record No. Seganmt Ehn•. No Ice Ire T4 11 LDF5-50A(7/8) 50.00.70.00 0.6000 0.6000 TI 2 Safety line 3/8 110.00- 0.6000 0.6000 T4 12 RFFf48SM-001-XXX(3/8) 50.00-70.00 0.6000 0.6000 130.00 T4 13 6AWG(I-12) 50.00-70.00 0.6000 0.6000 TI 3 Tbin Flat Climbing Ladder 110.00- 0.6000 0.6000 T4 15 LDF5-50A(7/8) 50.00-70.00 0.6000 0.6000 130.00 T4 17 LDF4.75A(12) 50.00-70.00 0.6000 0.6000 TI 5 Food Line Ladder 110.00. 0.6000 0.6000 T4 19 1 518"Hybrid 50.00-70.00 0.6000 0.6000 115.00 T4 21 LDF5-SOA(7/8) 50.00-70.00 0.6000 0.6000 TI 6 Feed Line Ladder 110.00- 0.6000 0.6000 T4 24 LDF7-50A(I-5/8) 50.00-70.00 0.6000 0.6000 130.00 T4 25 LDFI-50A(1/4) SOAO-70.00 0.6000 0.6000 TI 9 Feed Line ladder 110.00- 0.6000 0.6000 T4 27 LDF6-50A(14/4) 50.00-70.00 0.6000 0.6000 130.00 T4 28 LDF5.50A(7/8) 50.00.70.00 0.6000 0.6000 TI II LDF5-50A(7/8) 110.00- 0.6000 0.6000 T5 2 Safety Line 3/8 30.00-50.00 0.6000 0.6000 130.00 T5 3 Thin Flat Climbing Ladder 30.00-50.00 0.6000 0.6000 TI 12 RFF1748SM-001-XXX(3/8) 110.00- 0.6000 0.6000 T5 5 Feed Line Ladder 30.00-50.00 0.6000 0.6000 130.00 TS 6 Feed Line Ladd. 30.00-50.00 0.6000 0,6000 TI 13 6 AWG(I-12) 110.00- 0.6000 0.6000 T5 7 Feed Line Ladder 30.00.50.00 0.6000 0.6000 130.00 T5 8 Feed Line Ladder 30.00-50.00 0.6000 0.6000 TI 17 LDF4-75A(I2) 110.00- 0.6000 0.6000 T5 9 Feed Line Ladd. 30.00-50.00 0.6000 0.6000 110.00 T5 11 LDF5-50A(7/8) 30.00-50.00 0.6000 0.6000 TI 19 1519-Hybrid I10.00- 0.6000 0.6000 T5 12 RFFf48SM-001-XXX(3/8) 30.00-50.00 0.6000 0.6000 115.00 TS 13 6AWG(1-12) 30.00-50.00 0.60W 0.6000 TI 28 LDF5-50A(718) 110.00- 0.6000 0.6000 T5 15 LDF5-SOA(7/8) 30.00-50.00 0.6000 0.6000 130.00 T5 17 LDF4-75A(12) 30.00-50.00 0.6000 0.6000 T2 2 Safety Line 3/8 90.00-110.00 0.6000 0.6000 T5 19 1 5/8-Hybrid 30.00-50.00 0.6000 0.6000 T2 3 Thin Flat Climbing Ladder 90.00-110.00 0.6000 0.6000 T5 21 LDF5-50A(7/8) 30.00-50.00 0.6000 0.6000 72 5 Feed Line Ladder 90.00-110.00 0.6000 0.6000 T5 22 3/4"Coax 30.00-39.00 0.6000 0.6000 72 6 Feed Line Ladder 90.00-110.00 0.6000 0.6000 TS 24 LDF7-SOA(1-5/8) 30.00-50.00 0.6000 0.6000 12 8 Feed Line Ladd.90.00-100.00 0.6000 0.6000 T5 25 LDFI-SOA(1/4) 30.00-50.00 0.6000 0.6000 T2 9 Feed Line Ladd.90.00-110.00 0.6000 0.6000 T5 27 LDF6-50A(1-1/4) 30.00-50.00 0.6000 0.6000 T2 11 LDF5-50A(7/8)90.00-110.00 0.6000 0.6000 T5 28 LDF5-SOA(7/8) 30.00-50.00 0.6000 0.6000 T2 12 RFF7 48SM-0oi-XXX(3/8)90.00-110.00 0.6000 0.6000 T6 2 Safety Line 3/8 10.00-30.00 0.6000 0.6000 T2 13 6AWG(1-12)90.00-110.00 0.6000 0.6000 T6 3 Thin Flat Climbing Ladder 10.00-30.00 0.6000 0.6000 T2 15 LDF5-SOA(7/8) 90.00-91.00 0.6000 0.6000 T6 5 Feed Line Ladd. 10.00-30.00 0.6000 0.6000 T2 17 LDF4-75A(12)90.00-110.00 0.6000 0.6000 T6 6 Feed Line Ladder 10.00-30.00 0.6000 0.6000 T2 19 1 518-Hybrid 90.00-110.00 0.6000 0.6000 T6 7 Feed Line Ladd. 10.00.30.00 0.6000 0.6000 T2 21 LDF5-SOA(7/8)90.00-100.00 0.6000 0.6000 T6 8 Feed Line Ladd. 10.00-30.00 0.6000 0.6000 T2 28 LDF5-SOA(7/8)90.00-110.00 0.6000 0.6000 T6 9 Feed Line Ladd. 10.00-30.00 0.6000 0.6000 13 2 Safety Line 3/9 70.00-90.00 0.6000 0.6000 T6 I I LDF5-50A(7/8) 10.00-30.00 0.6000 0.6000 T3 3 Thin Flat Climbing Ladd. 70.00-90.00 0.6000 0.6000 T6 12 RF71748SM-001-XXX(318) 10.00-30.00 0.6000 0.6000 T3 5 Feed Lin Ladder 70.00.90.00 0.6000 0.6000 T6 13 6AWG(1-12) 10.00-30.00 0.6000 0.6000 T3 6 Feed Lme Ladd. 70.00-90.00 0.6000 0.6000 T6 15 LDF5-50A(7/8) IO.00-30.00 0.6000 0.6000 T3 7 Feed Line Ladd. 70.00-88.00 0.6000 0.6000 T6 17 LDF4-75A(l2) 10.00-30.00 0.6000 0.6000 T3 8 Feed Line Ladder 70.00-90.00 0.6000 0.6000 T6 19 1 5/8"Hybrid 10.00-30.00 0.6000 0.6000 T3 9 Feed Line Ladder 70.00-90.00 0.6000 0.6000 T6 21 LDF5-50A(7/8) 10.00-30.00 0.6000 0.6000 T3 11 LDF5-SOA(7/8) 70.00-90.00 0.6000 0.6000 T6 22 3/4"Coax 10.00-30.00 0.6000 0.6000 T3 l2 RFFf48SM-00I-JXX(3/8) 70.00-90.00 0.6000 0.6000 T6 24 LDF7-50A(I-5/8) 10.00-30.00 0.6000 0.6000 13 13 6AWG(1-12) 70.00-90.00 0.6000 0.6000 T6 25 LDFI-50A(1/4) 10.00-30.00 0.6000 0.6000 73 IS LDF5-50A(7/8) 70..-90.00 0.6000 0.6000 T6 27 LDF6-SOA(I-1/4) 10.00-30.00 0.6000 0.6000 T3 17 LDF4-75A(12) 70.00.90.00 0.6000 0.6000 T6 28 LDF5-50A(7/8) 10.00-30.00 0.6000 0.6000 T3 19 15/8"Hybdd 70.00-90.00 0.6000 0.6000 T7 2 Safety Line 3/9 0.00-10.00 0.6000 0.6000 tnxTower Jab 10074795(W PageSNYJOo45a49) 11 of 28 tnxTower Jab 10074795(WSNYJ0045449) Page 12 of zfi Project Data Project Date TowerProfessionals, Inc. TEP No.265240.941634 10:49:14 06/04/24 Tower Engineering TEP No.265240.941634 10:49:14 06/04/24 Professionals,Inc Professionals,Inc 326 Tryon Road 326 Tryon Road Raleigh,NC27603.5263 Client Designed by Raleigh,NC27603-5263 Client Designed by Phone:(919)661-6351 Jacobs Telecommunications Inc. Phone:(919)661-6351 Jacobs Telecommunications Inc. FAX. I9 661-6350 '�� £AX. 19 6616350 AAL T er Feed Line Description Feed Line K. K. De 4,tion Face met meets: Azimuth Placement CAA C,tA� Weight Section Record No. S tl?ku No Ice 1u or Type Harz Adjustment Fl•ont Side 17 3 Thin Flat Climbing Ladder 0.00-10.DO 0.6000 0.6000 Leg Lateral T7 5 Feed Line Ladder 0.00-10.00 0.6000 0.6000 Vert T7 6 Feed Lin:Ladder 0.00-10.00 0.6000 0.6000 ft ft fY jk lb T7 7 Feed Line Ladder 0.00-10.00 0.6000 0.6000 h 11 8 Feed Line Ladder 0.00-10.00 0.6000 0.6000 _ _ ft 17 9 Feed Line Ladder 0.00-10.D0 0.6000 0.6000 0' 1"Ice 10.29 6,97 254.17 17 11 LDF5.50A(7/8) 0.00-10.00 0.6000 0.6000 NNHH65A-R4 w/Mount C From Leg 4.00 0.0000 131' No Ice 934 5.51 10421 T7 12 RFFT68SM-D01-XXX(3/8) 0.00-10.00 0.6000 0.60W Pipe 0' 12"Ice 9.82 627 175.62 T7 13 6AWG(I-12) 0.00-10.00 0.6000 0.6000 0' 1"Ice 10.29 6.97 254.17 17 IS LDF5-50A(7/8) 0.00-10.00 0.6000 0.6000 NNH465A-R6H4 w/Mount A From Leg 4.00 0.0000 131' No Ice 10.08 5.96 94.70 T7 17 LDF4-75A(12) 0.00-10.00 0.6000 0.6000 Pipe 0' 12"Ice 10.59 6.94 170.76 T7 19 1 5/8"Hybrid 0.00-10.00 0.6000 0.6000 0' 1"Ice 11.09 7.58 254.30 T7 21 LDF5-SOA(7/8) 0.00-10.00 0.6000 0.6000 NNH465A-R6H4 w/Mount B Fmm Leg 4.00 0.0000 131' No Ice 10.08 5.96 94.70 17 22 3/4"Coax 0.00-10.00 0.6000 0.6000 Pip, 0' 12"Ice 10.59 6.94 170.76 17 24 LDF7-SOA(1-5/8) 0.00-10.00 0.6000 0.6000 0' P Ice 11.09 7.58 25430 17 25 LDFI-50A(1/4) 0.00-10.00 0.6000 0.6000 NNH465A-R6H4 W Mount C Fromleg 4.00 0.0000 131' No Ice 10.08 5.96 94.70 77 27 LDF6-SOA(I-1/4) 0.00-10.00 0.6000 0.6000 Pipe 0' 12"Ice 10.59 6.84 170.76 M 28 LDF5-50A 7/B 0.00-10.00 0.6000 0.60001 0' 1"Ice 11.09 7.58 254.30 AIR 6419 B77G W Manor A From Leg 4.00 0.0000 131' No Ice 3.97 2.32 7835 Pipe 0' 12"Ice 4.18 2.72 112.67 -2' 1"Ice 450 3.13 15159 AIR 6419 B77G w/Mount B From Leg 4.00 0.0000 13 V No Ice 3.87 2.32 78.35 Pipe 0' I2°Ice 4.18 2.72 112.67 -T 1.Ice 450 3.13 151.59 B77G w/Mount C From Leg 4.00 0.0000 131' No Ice 3.87 2.32 78.35 AIR 6419 Discrete Tower Loads Pipe 0' 12"Ice - 4.18 2.72 112.67 -2' 1"Ice 450 3.13 151.59 Description Face Offset meets: Azimuth Placement CeA,, CA Weight AIR 6419 B77D w/Mount A From Leg 4.00 0.0000 131' No Ice 3,99 2.48 79.43 or Type Horz Adjustment Front Side Pipe 0' 12"dce 430 2.88 11431 Leg Lateral 1' P Ice 4.62 330 154.87 Vert AIR 6419 B77D w/Mount B From Leg 4.00 .0.0000 131' No Ice 399 2.48 78.43 Jt Jf fit f/' APipe 01 Ir2"Ice 4.30 2.88 11431 F 1' PIce 4.62 3.30 154.87 ft AIR 6419 B77D w/Mount C From Leg 4.OD 0.0000 131' No Ice 3.99 2.46 78.43 „ Pipe 0' 12"Ice 430 2.98 114.31 2.9"Dia.x B'Pipe A Fmm Leg 0.50 0.0000 131' No Ice 232 2.32 4fi.40 1' 1"Ice 4.62 3.30 154.87 0' No Ice 232 2.32 46AO RRUS 4415 B30 A From Leg 4.00 0.0000 131' No Ice 1'84 0,82 47AO 0 12"Ice 2,01 0.94 61.47 61^Ice 3.63 3.63 85.74 0' Pica 2.19 1.07 78.06 0.2.9"Dia.x B'Pipe B From Leg 0 0.0000 131' No Ice 232 . .40 RRUS 4415 B30 B From Leg 4.00 0.0000 131' No Ice 1.84 0.82 47.40 l2 3 °Ice 3.15 .15 15 63 63.40 0' 12"Ice 101 0.94 61.47 6' I°Ice 3.63 3.63 85.74 0' 1"Ice 2.19 1.07 78.06 16-ft x 2"Omni B From Leg 1.00 0.0000 13V No Ice 320 3.20 20.00 RRUS 4415 B30 C From leg 4.00 0.0000 131' No Ice 1.84 0.82 47AO 0' 12"Ice 413 4.83 44.66 0' 12"Ice 2.01 0,94 61.47 8' I°Ice 6.47 6.47 79.46 0' 1"Ice 2.19 1.07 78.06 6-ft x 2-in Omni Antenna A From Leg 1.00 0.0000 13 V No Ice 1.20 1.20 16.32 RRUS 447E B14 A From Leg 4.00 0.0000 131' No Ice 1.94 1.06 59.90 0' 12°Ice IRO 1.80 25.66 0' 12"Ice 2.01 1.20 75.78 3' V lee 2AO 2AO 35.00 0' 1"Ice 2.19 1.34 94.29 2A"Dia c 6-ft Pipe A Fmm Leg 0.50 O.00DO 13 V No Ice 1A3 IA3 21.96 RRUS 4478 B14 B Fromeg L 4.00 0.0000 13l' No Ice 1.84 1.06 59.90 0' 12°Ice 1'93 1.93 32.81 0' 12"Ice 2.01 1.20 75.78 0' I"ice 2.30 230 47.71 0' 1"Ice 2.19 1.34 94.292A"Dia z 6-ft Pipe H Fmm Leg 0.50 O000O 131' No Ice 1.43 1A3 21.96 RRUS 4478 B14 C From Leg 4.00 0.0000 131' No Ice 1.84 1.06 59.90 . 0' W.Ice 1.93 1.93 3181 0' 12"Ice 2.01 1.20 75.78 0' 1"Ice 230 230 47.71 0' P Ice 2.19 1.34 94.29 2A"Din x 6-ft Pipe C From Leg 0.50 0.0000 131' No Ice IA3 1.43 21.96 4490 B5/B12 A Fmm Leg 4.00 0.0000 131' Na Ice 220 0.85 20.83 0' 1/P'Ice 1.93 1.93 32.81 0' 1/2.Ice 239 0.98 37.86 0' I°Ice 230 2.30 47.71 0' I"Ice 258 1.11 57.63 NNHH65A-R4 w/Mount A From Leg 4.00 0.0000 131' No Ice 934 5.51 1D421 4490 B5/Bl2 B From Leg 4.00 0.0000 131' No Ice 220 0.85 20.83 Pipe 0' 12"Ice 9.82 6.27 175.62 0' 12^Ice 2"2 0.98 37.86 0' PIce 10.29 6.97 254.17 0' ["Ice 258 0.99 37.86 NNHH65A-R4 w1 Mount B From Leg 4.00 0.00DO 131' No Ice 9.34 5.51 10411 4490 B5/812 C From Leg 4.00 0.0000 131' No Ice 220 1.11 57.63 Pipe 0' 12"Ice 9.82 6.27 175.62 0' 12"Ice 239 0.98 37.86 tnxTower Job Page Job Page , 10074795(WSNYJOoa5aa9) 13 of 28 tnxTower 10074795(WSNYJ0045aa9) 14 of 28 Tower Engineering Project Date Tower Engineering Project Data - Professionals,Inc TEP No.265240.941634 10:49:14 06/04/24 Professionals,Inc TEP No.265240.941634 10:49:14 06/04/24 3267iyan Read 326 7)yon Road Raleigh,NC 27603-5263 Client Designed by Raleigh,NC 27603-5263 Client Designed by Phase:(919)661-6351 Jacobs Telecommunications Inc. AAA Phone,(919)661-6351 Jacobs Telecommunications Inc. AAA FAX.' 19 661-6350 FAX.• 19 661-6350 Des plian Fare met Offsets: Azimuth Placement C.A. CaAr Weight Dcsupd.. Face Offset Offiids: Azimuth Placement C.A, CAAs Weight or Type Mrz Adjustment Front Side or Type Hon Adjustment Front Side Leg Lateral Leg Lateral Vert, Vert n )i fit fe 1b It R )e lb F Jt R /t 0' V Ice 2.58 1.11 57.63 B85A T-MOBILE 0` 1/2'1. 2.15 1.75 92.97 4890 B25 B66A A Fmm Leg 4.00 0.0000 13 V No Ice 220 1.01 68.36 0' 1"Ice 233 1.92 115.64 0 l2"Ice 2.39 1.15 85.56 RADIO 4460 B25/B66 A From Leg 4.00 0.0000 115, No Ice 256 1.98 109.00 0' I"ke 258 1.31 105.52 0' 1/2 lee 2.76 2.16 13438 4890 B25 B66A B From Leg 4.00 0.0000 131' No Ica 220 1.01 6836 0' 1"Ice 2.97 234 163.03 0' 1/2"Ice 239 1.15 85.56 RADIO 4460 B25IB66 B From Leg 4.00 0.0000 115' No Ice 2.56 1.98 109.00 0' 1"Ice 2.58 1.30 105.52 0' 12"Ice 2.76 2.16 13438 4890 B25 B66A C From Leg 4.00 0.0000 13 V No Ice 2.20 1.01 68.36 0' 1"Ice 2.97 2.34 163.03 0' I2"Ice 239 1.15 85.56 RADIO 4460 1125/1366 C From Leg 4.00 0.0000 115, No Ice 2.56 1.98 109.00 0' _ Vice 258 130 105.52 0' 12"Itt 2.76 2.16 13438 DC648-60-I8-BF A From Leg 4.00 0.0000 13V No Ice 290 2.90 3280 0' P1ce 2.97 2.34 163.03 0' 12"Ice 3.13 3.13 60.76 Sector Mount ISM 402.3] C None 0.0000 115, No Ice 19.87 18.87 850.68 0' 1"Ice 3.37 337 92.36 1/2"Ice 26.47 26.47 1210.14 DC648-60-18-SF B From Leg 4.00 0.0000 13 V No Ica 290 2.90 3180 V Iw 33.99 33.99 1696.08 0' 12'Ice 3.13 3.13 60.76 •' 0' 1"ice 337 337 9236 (2)20'x IS-in a Omni A From Leg 4.00 0.0000 100, No Ice 3.00 3.00 20.00 DC9-48-60-24-8C-EV C From Leg 4.00 0.0000 131' No Ice 2.74 4.78 2620 0' 12"Ice 5.02 5.02 44.59 0' 1/2"Ice 2.96 5.06 63.27 10, 1"Ice 7.06 7.06 81.71 0' V Ice 320 5.35 104A2 (2)20'x 1.5-in a Omni B From Leg 4.00 0.0000 100' No Ice 3.00 3.00 20.00 Secmr Momt[SM502-3] C None 0.0000 13V No ice 29.82 29.82 1673.10 0' 12"Ice 5.02 5.02 44.59 l2"Ice 42.21 4221 2266.26 10, I"Ice 7.06 7.06 81.71 I. Ice 54.43 54.43 3051.51 18-ft x 2"Omni C From Leg 4.00 0.0000 100' No Ice 3.60 3.60 20.00 •• 0' 1/2"1. 5.42 5A2 47.72 AIR6449 B41 w/Montt Pipe A From Leg 4.00 0.0000 115, No Ice 5.89 3.28 117.72 9' 1"Ice 725 7.25 75.44 0' 12"Ice 626 3.74 166.98 (2)BXA-70090/4CF w/ A From Leg 4.00 0000 100' No Ice 4.05 4.22 33.90 0' 1"Ic, 6.63 422 22150 Mount Pip. 0' 12"Ice 4.53 5.02 74.74 AIR6449 B41 w(Montt Pipe B From Leg 4.00 0.0000 115, No Ice 5'89 3.28 117.72 0' 1"Ice 4.96 5.70 121.42 - 0' 12'Ice 626 3.74 166.88 (2)BXA-7009014CF w/ B Fmm Leg 4.00 0.0000 100' No Ice 4.05 4.22 33.90 0' I"Ice 6.63 4.22 221.50 Mount Pipe 0' 12"ke 4.53 5.02 74.74 AIR6449 B41 w/Momt Pipe C From Leg 4.00 0.0000 115, No Ice 5.89 3.28 117.72 0' 1"ice 4.96 5.70 121.42 0' 1/2'Ice 626 3.74 166.88 (2)BXA-7009014CF w/ C From Leg 4.00 0.0000 100, No Ice 4.05 4.22 33.90 a' 1'Ice 6.63 4.22 22150 Mount Pipe 0' 1/2"Ice 4S3 5.02 74.74 4003_840590966_TMO w/ A From Leg 4.00 0.0000 115, No Ice 10.18 420 161.68 0' 1"Ice 4,96 5.70 121 A2 Maus Pipe 0' 1/2"Ice 10.72 4.67 289.25 BXA-171090/BCF w/Mount A From Leg 4.00 0.0000 100' No Ice 3.16 3.33 29.31 0' V Ice 11.27 5'15 424.11 Pipe 0` 1/2"Ice 3.53 3.94 61.30 4003 940590966_TMO w/ H From Leg 4.00 0.0000 1151 No Ica 10.18 420 168.68 0' I"Ice 3.90 4.56 98.76 Mount Pip. 0' 12"Ice 10.72 4.67 28925 BXA-171090/BCF w/Mount B From Leg 4.00 0.0000 100, No Ice 3.16 3.33 29.310' I"I.. 11.27 5.15 424.11 Pipe 0' 12"Ice 3.53 3.94 61.30 4003_840590966 TMO w/ C From Leg 4.00 0.0000 115' No Ice 10.18 4.20 168.68 0' V Ice 3.90 4.56 98.76 Montt Pipe 0' I/2"Ice le.72 4.67 289.25 BXA-171090/gCF w/Momt C From Leg 4.00 0.0000 100' No Ice 3.16 3.33 29.31 0' V Ice 11.27 5.15 424.11 Pipe 0' 1/2"Ice 3.53 3.94 61.30 APXVLLI9P_43-C_A20_TM A From Leg 4.00 0.0000 115' No Ice 8.49 5.89 75.10 0' P ke 3.90 4.56 98.76 0 w/Mount Pipe 0' 12"Ice 9.07 7.11 138.16 (2)I MR6004AC-3L A From Leg 4.00 0.0000 100, No lee 031 0.08 2.60 0' I"Ice 9'62 8.09 209.31 0' 1PL"1.. 0.39 0.12 4.90 APXVLL19P 43-C-A20_TM B From Leg 4.00 0.0000 115, No Ice BA9 5.89 75.10 0' V Ice 0.47 0.17 829 0 w/Montt Pipe 0' 12"Ice 9.07 7.11 139.16 (2)FD9R6004/IC-3L B From Leg 4.00 0.0000 100, No Ice 0.31 0.08 2.60 0' 1"Ice 9.62 8.09 209.31 0' 1/2"Ice 0.39 0.12 4.90APXVLL19P_43-C-A20_TM C I-Leg 4.00 0.0000 115, No Ice 8A9 1.89 75.10 0' 1"ice 0.47 0.17 829 O w/Mount Pipe 0' I2"Ice 9.07 7A I I38.16 (2)FD9R6004/IC-3L C From Leg 4.00 0.0000 100, No Ice 031 0.08 2.60 0' P Ice 9.62 8.09 209.31 0' 12"Ice 0.39 0.12 4.90 RADIO 4449 B71 A From Leg 4.00 0.0000 115' No Ice 1.97 1.59 73.21 0' P Ice 0.47 0.17 8.29 B85A T-MOBILE 0' 1/2'Ica 2.15 1.75 92.97 OPS_A C FromL g 4.00 0.0000 100, No Ice 0.11 0.11 0.87 0' V Ice 233 1.92 115.64 0' 12"Ice 021 0.21 3.85 RADIO 4449 B71 B From Leg 4.00 0.0000 115, No Ice 1.97 1.59 73.21 0' V Ice 0.28 028 7.85 B85A T-MOBILE 0' 12"lec 2.15 1.75 92.97 8-FT Yagi C From Leg 4.00 0.0000 100, No Ice 320 0.13 17.80 0' VIca 2.33 1.92 115.64 0' 112"Ice 3.76 0.18 46.61 RADIO 4449 B71 C From Leg 4.00 0.0000 115' No Ice 1.97 1.59 73.21 0' 1"Ice 433 024 8236 tnxTower Job Page Job Page 10074795(WSNYJ0045449) 15 of 28 tnxTower 10074795(WSNYJ0045449) 16 of 28 Project Date TowerProject Date Tower Engineering TEP No.265240.941634 10:49:14 06/04/24 Nafie Eonals,Inc. TEP No.265240.941634 10:49:14 06/04/24 Professionals,Inc Professionals,!na 326 Dye.Road J267)yon Road Rnleigh,NC27603-5263 Client Designed by Raleigh,NC 27603-5263 Client Designed by Phone:(919)661-6351 Jacobs Telecommunications Inc. �� Phone:(919)661-6351 Jacobs Telecommunications Inc. AAI. FAX- /9 66/-6350 i FAX.. 19)661-6350 Description Face Offset Offsets: Azimuth Placement CIA. Ce4, Weight Description Face met Offsets: Azimuth Placemem CA CA Weight or Type Hon Adjustment Front Side or Type He. Adjustment Fm Side Leg Lateral Leg Lateral Vert Vert ft ft je F' lb ft ft fY fe lb F F B B Sector Mount ISM 1305-3]- C None 0.0000 100, No Ice 31.68 31.68 1251.00 0' Vice 2.66 1.61 62.79 12"Ice 41.02 41.02 1938.60 (2)2.4"Din x 8-ft Mount Pipe A From Leg 3.00 0.0000 80' No Ice I'90 1.90 29.28 I"Ice 5037 5037 2794.74 0' 1/2"Ice 2.73 2.73 43.62 Pipe Meant[PM 601.31 C None 0.0000 I00' No Ice 3.17 3.17 195.00 0' I"I.. 3.40 3.40 63.24 12"ke 3.79 3.79 232A1 (2)24'Dia x 8-ft Mount Pipe B From Leg 3.00 0.0000 80' No Ice 1.90 1.90 29.28 Vice 4A2 4.42 279.00 0' 12"Ice 2.73 2.73 43.62 '• 0' Vice 3.40 3.40 63.24 Side Arm Mount[SO 202-11 B From Leg 1.00 0.0000 93' No Ice 1.78 2.97 110.00 (2)2.4"Dia x 8-ft Mount Pipe C From Leg 3.00 0.0000 80' No Ice 1.90 1.90 2928 0' 12"Ice 224 3.57 132.83 0' 12"Ice 2.73 2.73 43.62 0' Plea 2.75 4.19 163.24 0' 1"Ice 3.40 3.40 6324 •• Sebre C10837002C-32788(3) C None 0.0000 80, No Ice 18.52 18.52 2028.00 6-ft Yogi A From Leg 0.50 0.0000 91, No Ice 025 1.85 2200 1/2-1. 28.00 28.00 3067.00 0' 12°Ice 0.76 5.03 34.00 1"Ice 37AB 37AS 4106.00 0' 1"Ice 1.27 8.21 46.00 •' Sector Mount[SM 502.1] B From Leg 2.00 0.0000 78' No Ice 15AO 11.11 557.70 Sector Mount ISM 402-3] C Noae 0.0000 88, No Ice 19.97 18.87 850.68 0 112 Ice 21.17 16.35 755.42 12"Ice 26.47 26.47 1210.14 0' 1"Ice 26.86 21.52 1017.17 1'Ice 33.99 33.99 1696.08 (4)2A'Dia x 6-ft Pipe A From Leg 4.00 0.0000 78' No Ice IA3 1.43 21.96 (2)80010504 w/Mount Pipe A From Leg 3.00- 0.0000 88, No Ice 3.71 3.29 39.54 0' 12"Ice 1.93 1.93 32.81 0' l2'Ice 4.18 4.12 73.50 B' 1"ke 2.30 2.30 47.71 0' Vice 4.62 4.83 113AI (4)24°Dia x 6-ft Pipe B From Leg 4.00 0.0000 78' No Ice IA3 1.43 21.96 (2)800 10504 w/Mount Pipe B From Leg 3.00 0.0000 88, No Ice 3.71 3.29 39.54 0' 12"ke 1.93 1.93 3281 0' I2"Ice 4.18 4.12 73.50 0' 1"Ice 2.30 2.30 47.71 0' 1"Ice 4.62 4.83 113AI (4)2.4"Da x6-ft Pipe C From Leg 4.00 0.0000 78' No Ice IA3 IA3 21.96 (2)800 10504 w/Mount Pipe C Front Leg 3.00 0.0000 98, No Ice 3.71 3.29 39.54 0' 12"Ice 1.93 1.93 32.81 0' 12.lee 4.18 4.12 73.50 0' I"Ice 230 2.30 47.71 0' 1"Ice 4.62 4.83 113.41 •• •' Side Ann Meant[SO 701-1] B From Leg 1.50 0.0000 38' No ice 0.85 1.67 65.00 MX08FR0665-21 w/Mount A From Leg 3.00 0.0000 80' No Ice 12-73 7.53 90.05 0' 1/2"Ice 1.14 2.34 79.00 Pipe 0' 12°Ice 1333 8.72 18233 0' 1"ke IA3 3.01 93.00 0' In Ice 13.89 9.62 283.17 6-ft x 1.5"Dia Omni B From Leg 3.00 0.0000 38' No Ice 0.90 0.90 15.00 MXOSFR0665-21 w/Meant B From Leg 3.00 0.0000 80, No Ice 12.73 7.53 90.05 0' 1/2"Ice 1.52 1.52 22.49 Pipe 0' 12"Ice 1333 8.72 18233 3' 1"Ica 2.00 2.00 33.95 0' VIce 13.89 9.62 293.17 •• MXUFR0665-21 w/Mount C From Leg 3.00 0.0000 so, No Ice 12.73 7.53 90.05 Side Arm Mount[SO 202-11 B From Leg 1.00 0.0000 72' No fee 1.79 2.97 110.00 Pipe 0' 12"Ice 13.33 8.72 182.33 0' 1/2"Ica 22A 3.57 132.93 0' P Ice 13.89 9.62 293.17 0' 1"Ice 2.75 4.19 163TA TA08025-B605 A From Leg 3.00 0.0000 80' No Ice 196 1.13 75.00 0' 12°fee 2.14 1.27 92.97 0' 1"Ice 232 1.41 113.72 TA08025-13605 B From leg 3.00 0.0000 80, No Ice 1.96 1.13 75.00 0' 12°Ice 2.14 1.27 9297 0' 1"ke 2.32 lAl 113.72 TA08025-B605 C From Leg 3.00 0.0000 80, No Ice 1.96 1.13 75.00 Dishes 0' UT'Ice 2.14 1.27 9297 0' Plea 232 1.41 113.72 TA08025-B604 A From Leg 3.00 0.0000 80' No Ice 196 0.98 63.90 Descrlpton Face Dish met Offsets: Azlmath 3 dB Elesudon Outside Aperture Weight 0' 12"Ice 2.14 1.11 80.65 Type Type Hors Adjustment Beam Diameter Area 0' l°Ice 232 1.25 100.10 Leg Lateral Width TA08025-B604 B From Leg 3.00 0.0000 80' No Ina 1.96 0.98 63.90 Vert 0' 12"Ice 2.14 1.11 80.65 B ° R R fe lb 0' I"ice 232 1.25 100.10 TA08025-B604 C Fmm Leg 3.00 0.0000 80, No Ice 196 0.98 63.90 2.0'Dish A Paraboloid w/o From 1.00 0.0000 13 V 2.00 No Ice 3.14 30.00 0' Ill.Ice 2.14 1.11 90.65 Radome Leg 0' l2"ke 3AI 27.00 0' I"Ice 232 1.25 100.10 2' I"Ice 3.69 0.00 RDII)C-9181-PF48 A From Leg 3.00 0.0000 80' No Ice 228 1.29 21.82 2-ft HP Dish B Paraboloid From 1.00 0.0000 131' 2.00 No Ice 3.14 200.00 0' l2"Ice 2.47 1.44 40.86 w/Stroud(HP) Leg 0' 12"Ice 3.41 21750 b tnxTower' Job 10074795(WSNYJ0045449) Page 17 of 28 tnxTower Jo 10074795(WSNYJ0045449) Paga18 of 28 Protect Date Project Date Professionals,Inc Tow Engineering Projrssionals,Inc TEP No.265240.941634 10:49:14 06/04/24 Tower Engineering TEP No.265240.941634 10:49:14 06/04/24 ssion 326 Tryon Road 326 Tryon Road Raleigh,NC 27603-5263 Client Designed by Raleigh,NC 27603-5263 Client Designed by Phone:(919)661-6351 Jacobs Telecommunications Inc. AAI. Phone:(919)661-6351 Jacobs Telecommunications Inc. AAL FAX. 19 661-6350 FAX.- 19 661-6350 Description Face Dish Offset Ojjseis: Azimuth 3dB Elevation Outside Apera- Weight Comb. Description or Type Type Horz Adju amens Beam Diameter Area No. Leg Lateral Width 45 Dead+Wind 180 deg-Service Ven 46 Dcad+Wind 210 deg-Service lb 47 Dead+Wind 240 deg-Service 2' 1"Ice 3.68 235.00 48 Dead+Wind 270 deg-Service 2-11 HP Dish C Paraboloid From 1.00 0.0000 131' 2.00 No Ice 3.14 200.00 49 Dead+Wind 300 deg-Service w/Shroud(HP) Leg 0' 12"Ice 3.41 217.50 50 Deed+Wind 330 deg-Service 2' 1"Ice 3.68 235.00 2.5.11 BP Dish B Paraboloid From 4.00 0.0000 131' 2.50 No Ice 4.91 50.00 w/Shroud(BP) Leg 0' 12"Ice 5.24 76.90 -3' 1"Ice 5.57 103.80 Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis MmorA.ds No. Jt Type Load Moment Moment Load Combinations Comb. lb lb-n lb-n TI 130-110 Leg Max Tension 23 26150.40 -106.59' -6.08 C. Description Max.Compression 10 -32282.73 -84.82 1.31 No. Max Mx 10 -31107.32 113.62 7.29 1 Dead Only Max My 4 -2039.59 -5.72 179.02 2 12 Dead+1.0 Wmd 0 deg-No Ice Max Vy 22 -1871.83 0.00 0.00 3 0.9 Dead+1.0 Wind 0 deg-No Ice Max Vx 17 2006.92 0.00 0.00 4 1.2 Dead+1.0 Wind 30 deg-No Ice Diagonal Max Tension 24 3975.47 0.00 0.00 5 0.9 Dead+1.0 Wmd 30 deg-Na Ice Max.Compression 24 N008.36 0.00 0.00 6 1.2 Dead+1.0 Wind 60 deg-No Ice Max.Mx 12 2258.31 25.73 .3.56 7 0.9 Dead+1.0 Wind 60 deg-No Ice Max My 24 -3195.05 -5.30 .9.71 8 1.2Dead+1.0 Wind 90 deg-No Ice Max.Vy 32 19.08 13.75 1.26 9 0.9 Dead+1.0 Wmd 90 deg-No Ice Max Vx 24 2.93 0.00 0.00 I0 l2 Dead+I.O Wmd 120 deg-No Ice Top Girt Max Tension 11 814.05 0.00 0.00 11 0.9 Dead+1.0 Wmd 120 deg-No Ice Max Compression 14 -859.12 0.00 0.00 12 1.2 Dead+l.o Wmd I50 deg-No Ice Max Mx 26 -32.66 -U.51 0.00 13 0.9 Dead+I.O Wind 150 deg-No Ice Max My 26 -34.50 0.00 0.39 14 12 Dead+1.o Wmd 180 deg-No Ice Max Vy 26 13.51 0.00 0.00 15 0.9 Dcad+1.0 Wind 180 deg-No Ice Max Vx 26 .0.39 0.00 0.00 16 12 Dead+l.0 Wmd 210 deg-No Ice 72 110-90 Leg Max Tension 23 58903.95 -574.17 -17.66 17 0.9 Dud+1.0 Wmd 210 deg-No Ice Max.Compression 10 -70069.83 110.46 4.37 18 Wind 1.2 Dead+1.0 240 deg-No Ice Max Mx 6 42407.54 1065.52 27.11 19 0.9 Dud+1.0 Wind 240 deg-No Ice Max My 9 -3558.85 .17.63 -1134.10 20 1.2 Dead+1.0 Wind 270 deg-No Ice Max Vy 6 -535.83 -636.42 27.11 21 0.9 Dud+1.0 Wind 270 deg-No Ice Max Vx 8 -581.03 -26.54 682.26 22 12 Dead+1.0 Wind 300 deg-No Ice Diagonal Max Tension 24 5576.34 0.00 0.00 23 09 Dead+1.0 Wind 300 deg-No Ice Max.Compression 24 -5605.25 0.00 0.00 24 12 Deed+1.0 Wind 330 deg-No Ice Max Mx 31 1087.73 31.61 -3.59 25 0.9 Dead+1.0 Wind 330 deg-No Ice Max My 8 4139.03 20.60 6.47 26 1.2 Dead+1.01ce+1.0 Temp Max Vy 37 26.40 30.71 -4.09 27 12 Dead+1.0 Wmd 0 deg+1.0 lce+1.0 Temp Max.Vx 8 -1.81 0.00 0.00 28 l.2 Dead+I.O Wind 30 deg+1.0 Ice+1.0 Temp T3 90-70 Leg Max Tension 23 95964.80 -681.02 -10.05 29 l.2 Dead+1.0 Wmd 60 deg+l.0 lce+1.0 Temp Max.Compression ]0 -116022.02 92.17 -3.23 30 12 Deed+1.0 Wmd 90 deg+1.0 ICe+I.O Temp Max.Mx 22 81635.06 867.13 .7.28 31 12 Dead+I.O Wmd 120 deg+1.0 ice+1.0 Temp Max My 5 -5805.79 -49.01 836.68 32 1.2 Dcad+1.0 Wind 150 dcg+1.01ce+1.0 Tcmp Max Vy 22 732.01 -700.12 -10.04 33 1.2 Dead+I.0 Wind 180 deg+1.01ce+1.0 Temp Max.Vx 16 -762.48 -73.84 69023 34 12 Dead+1.0 Wmd 210 deg+I.O Ice+1.0 Temp Diagonal Max Tension 24 7514.40 0.00 0.00 35 1.2 Dud+I.0 Wmd 240 deg+l.00 Icc+1.0 Temp M..Compression 24 -7586'15 0.00 0.00 36 12 Dud+1.0 Wind 270 deg+1.0 Ice+1.0 Temp Max.Mx 31 1161.73 50.03 -5.01 37 12 Dead+l.0 Wmd 300 deg+1.0 ice+1.0 Temp Max.My 31 -1491.63 26.45 6.72 38 12 Dead+1.0 Wind 330 deg+I.00 Ice+1.0 Temp Max.Vy 37 36.44 48.53 -5.64 39 Dead+Wind 0 deg-Service Max Vx 31 -2.17 0.00 0.00 40 Dead+Wind 30 deg-Service T4 70-50 Leg Max Tension 23 136306.92 -248.71 1.73 41 Dead+Wind 60 deg-Service Max Compression 10 -161263.90 -59.38 3.55 42 Dead+Wind 90 deg-Service Max Mx 29 8364.90 -46858 -2.18 43 Deed+Wind 120 deg-Service Max My 12 -11428.81 -59.42 -564.67 44 Dead+Wind 150 deg-Service Max.Vy 29 -141.10 -468.58 -2.18 tnxTower deb 10074795(WSNYJ0045449) Page19 of 28 tnxTower deb 10074795(WSNYJ0045449) Page 20 of 26 TowerEngineering Project Data Tow Engineering Project Date Professionals,Inc. TEP No.265240.941634 10:49:14 06/04/24 Professionals,Ic. TEP No.265240.941634 10:49:14 06/04/24 326 Ty..Road 326 Tryon Road Raleigh,NC 27603-5263 client Designed by Raleigh,NC 2 76 03-52 63 Client Designed by Phone:(919)661-6351 Jacobs Telecommunications Inc. AAI_ Phone:(919)661-6351 Jacobs Telecommunications Inc. - �� FAX, 19 661-6350 FAX,(919)661-6350 Section Elevation Componmi Condition Gov. Axial Major Axis Minor Axis Section Elevation Component Condition Goa Anal Major Axis Minor Ads No. ft Type Load Moment Momem No. ft Type Load Moment Moment Comb. 16 ib-A lb-fi Comb. lb lb-R lb-R Max.Vx 24 -161.52 .58.91 563.78 Diagonal Max Tension 24 7549.19 0.00 0.00 '- Max.Compression 24 -7552.53 0.00 0.00 Max.Mx 37 955.14 86.63 -723 _ Max.My 31 -2157.41 74.41 8.67 •Maximum".Reactions Max.Vy 37 48.06 96.63 -7.23 Max.Vx 31 -2.44 0.00 0.00 TS 50-30 Leg Max Tension 23 169699.62 418.15 0.62 Location Condition Gov. Vertical Horizontal.X Horizontal,Z Max.Compression 10 .199710.64 -716.36 2.10 Load lb Ib lb Max.Mx 10 -199451.24 103127 -1.53 Comb. Max.My 12 -13596.83 -112.54 -700.73 Leg C Max.Vert 18 255508.79 24220.15 -13796.49 Max.Vy 10 380.17 103127 -1.53 Max.H. 18 255508.79 24220.15 -13796.49 Max.Vx 12 243.68 -112.54 -700.73 Max.H. 7 -215793.60 -21135.35 12026.38 Diagonal Max Tension 24 8737.38 0.00 0.00 Min.Vert 7 -215793.60 -21135.35 12026.38 Max.Compression 24 -8712.20 0.00 0.00 Min.H. 7 -215793.60 -21135.35 12026.38 Max.Mx 26 -996.87 12352 0.00 Min.H. 18 255508.79 24220.15 -13796.49 Max.My 26 -1016.82 0.00 -4.38 Leg B Max.Vert 10 266107.01 -24913.33 -1443421 Max.Vy 26 57A3 0.00 0.00 Max.H. 23 -225453.94 21944.47 12661.54 Max.Vx 26 2.04 0.00 0.00 Max.H. 23 -225453.94 21844.47 12661.54 Horizontal Max Tension 24 526.86 28.24 20.05 Mia.VcA 23 -225453.94 21944.47 12661.54 Max.Compression 13 -470.92 0.00 0.00 Mi.H, 10 266107.91 -24913.33 -14434.21 Max.Mx 27 -7521 71.53 33.28 Min.H, 10 266107.91 -24913.33 -14434.21 Max.My_ 31. -7825 71.12. 33.21 Leg A. .Max.Vert. 2 257264.34_ -201,51 28045.06 Max.Vy 27 -43.13 71.53 33.28 Max.H, 20 18950.60 3623.98 1449.81 Max.Vx 31 5.88 0.00 0.00 Max.% 2 257264.34 -201.51 28045.06 T6 30-.10 Leg Max Tension 23 202943.99 452.36 0.17 Min.Vcrt 15 -217936.17 211.70 -24531.86 Max.Compression 10 -239043.20 -975.94 2.80 Min.H. 9 12942.79 -3609.66 994.01 Max.Mx 10 -238738.52 1188.08 4.27 Min.H. 15 -217936.17 211.70 -24531.86 Max.My 12 -1617429 -146.97 -1019.83 Max.Vy 10 439.75 1188.08 -1.27 Max.Vx 12 309AO -146.97 -1019.83 Diagonal Max Tension 24 8796.35 0.00 0.00 Max.Compression 24 -8937.12 0.00 0.00 Tower Mist Reaction Suminary Max.Mx 26 -1366.67 15035 0.00 Max.My 26 --63.749 0.00 0.00 Load Vertical Shear, Shear, Overnrnin Overturns Tor Max.Vy 26 -63.74 0.00 0.00 8 Overturning Sae Max.Vx 26 -2.17 0.00 0.00 Combination Moment,M. Moment.M, Horizontal Max Tension 12 588.05 0.00 0.00 lb ib lb lb-h lb-(t lb-II Max.Compression 13 -525.66 0.00 0.00 Dead Only 45527.76 0.00 0.00 2061.36 -5903.73 0.00 M..Mx 31 -110.80 91.75 41.03 12 Dead+1.0 Wind 0 deg-No 54633.31 -132.75 45121.79 -3519444.97 10580.16 -6193.68 Max.My 33 112.98 89.50 41.03 Ice Max.Vy 31 48.22 91.75 41.03 0.9 Dead+1.0 Wind 0 deg-No 40974.98 -132.75 -45121.79 -3520063.37 12321.29 -6193.68 Max.Vx 27 -634 0.00 0.00 Ice T7 10-0 Leg Max Tension 23 218050.78 594.77 0.81 12 Dead+1.0 Wind 30 deg-No 54633.31 21769.10 -37516.76 -292408921 -1709114.38 8141.19 Max.Compression 10 -256989.23 0.00 0.00 Ice Max.Mx 37 20417.74 1018.68 0.10 09 Dead+1.0 Wind 30 deg-No 40974.98 21769.10 -37516.76 -2924707.62 -1707373.26 8141.19 Max.My 12 -16706.35 -146.97 -1019.83 Ice Max.Vy 10 -399.51 993.68 -0.60 1.7 Dead+1.0 Wind 60 deg-No 54633.31 37168.81 -21305.68 -1670735.09 -2937467A2. 4563.83 Max.Vx 12 -265A9 -146.97 4019.83 Ice Diagonal Max Teasion 24 8781.88 O.OD 0.00 0.9 Dead+l.O Wind 60 deg-No 40974.98 37168.81 .21305.68 -1671353.50 -2935726.30 4563.83 Max.Compression 2 -9278.86 0.00 0.00 Ice Max.Mx 26 1253.56 15826 0.00 12 Dead+1.0 Wind 90 deg-No 54633.31 43993.03 63.93 11152.91 -348932196 -10055.81 Max.My 26 1235.76 0.00 -5.30 Ice Max.Vy 26 -64.19 0.00 0.00 0.9 Dead+1.0 Wind 90 deg-No 40974.98 43993.03 63.93 10534.50 -3487582.94 -10055.81 Max.Vx 26 2.15 0.00 0.00 Ice Horizontal Mac Tension 12 415.71 0.00 0.00 11 Dead+1.0 Wind 120 deg- 54633.31 4007327 23210.40 1832469.16 -3156269.19 -1280.00 Max.Compression 13 -380.44 0.00 0.00 No Ice Max.Mx 31 -187.96 .51.93 43.30 0.9 Dead+1.0 Wind 120 deg- 40974.98 40D73.27 23210.40 1831850.75 -3154528.07 -1280.00 Max.My 27 -18038 49.02 43.30 No Ice Max.Vy 37 -42,36 51.88 43.30 12 Dead+1.0 Wind 150 deg- 54633.31 22683.06 39246.95 3091926.35 -1792149.16 15622.63 Max.Vx 27 629 0.00 0.00 No Ice h tnxTower Job 10074795(WSNYJ0045449) Page 21 of 28 tnxToweY Jo 10074795(WSNYJ0045449) Page 22 of 28 _ Project Date Project Date Tower Engineering Tower Engineering Professionals,Inc TEP No.265240.941634 10:49:14 06/04/24 Professionals,Inc TEP No.265240.941634 10:49:14 06/04/24 326 Ty-Road 326 Ty..Road Raleigh,NC 27603-5263 Client Designed by Raleigh,NC2 76 03-52 63 Client Designed by Phone,(919)661-6351 Jacobs Telecommunications Inc, AAA Phone:(919)661-6351 Jacobs Telecommunications Inc. AAL FAX: 19 661-6350 1 1 1 FAX, 19 66l-6350 Load Vertical Shear, Shear, Overturning Overturning Torque Load Vertical Shear, Shear, Overturning Overturning Torque Combination M aum,M, Moment,M, Combination Moment,M. Moment,M, Ib Ib Ib 1" lb-Jl I" lb lb lb lbfl lb-Jt Ibfl 0.9 Dead+1.0 Wind 150 deg- 40974.98 22683.06 39246.95 309130795 -1790408.04 15622.63 Dead+Wind 300 deg-Service 45527.76 -8919.01 -5137.31 405664.10 702435.39 315.09 No Ice Dead+Wind 330 deg-Service 45527.76 -5292.43 -9091.56 -712329.80 412025.23 -3563.54 1.2 Dead+1.0 Wind 180 deg- 54633.31 87.91 43198.03 3410252.70 -18769.17 6055.74 No Ice 0.9 Dead+1.0 Wind 180 deg- 40974.98 87.91 43198.03 3409634.29 -17028.05 6055.74 _ No Ice Solution Summary 12 Dead+1.0 Mad 210 deg- 54633.31 -21636.07 37623.91 2943205.15 1677647AO -8348.48 No Ice 0.9 Dead+1.0 Wind 210 deg- 40974.98 -21636.07 37623.91 2942586.74 1679388.52 -8348.48 Sum of Applied Forces Sum of Reactions No lcc Load PX PY PZ PX PY PZ %Error 12 Dead+1.0 Wind 240 deg- 54633.31 -38966.00 22360.09 1745284.03 302642D.44 4516.16 Comb. lb lb lb 1b -lb-lb No ice 1 0.00 -45527.76 0.00 -0.00 45527.76 -0.00 0.000% 0.9 Dead+1.0 Wind 240 deg- 40974.98 -38866.00 22360.09 1744665.62 3028161.56 4516.16 2 -132.75 -5463331 -45121.79 132.75 54633.31 45121.79 0.000% No Ice 3 -132.75 -40974.98 -45121.79 132.75 40974.98 45121.79 0.000% 1.2 Dead+1.0 Wind 270 deg- 54633.31 44039.95 -99.63 -10887.25 3481401.44 10038A5 4 21769.09 -5463331 -37516.75 -21769.10 54633.31 37516.76 0.000% No ice 5 21769.09 40974.99 -37516.75 -21769.10 40974.98 37516.76 0.000% 0.9 Dead+1.0 Wind 270 deg- 40974.98 44039.95 -99.63 -11505.66 3483142.56 10038.45 6 37168.81 -54633.31 -21305.68 -37168.81 54633.31 21305.68 0.000% No Ice 7 37168.81 40974.98 -21305.68 -37168.81 40974.98 21305.68 0.000% 1.2 Dead+1.0 Wind 300 deg- 54633.31 -38447.82 -22145.63 -1756593.70 3048640.56 137027 8 43993.02 -54633.31 63.93 -43993.03 54633.31 -63.93 0.000% No Ice 9 43993.02 -40974.98 63.93 43993.03 40974.98 -63.93 0.000% 0.9 Dead+1.0 Wind 300 deg- 40974.98 -38447.82 -22145.63 -1757212.11 3050381.68 1370.27 10 40073.27 -54633.31 23210.40 -4007327 54633.31 -23210AO 0.000% No Iee 11 40D73.27 40974.98 23210.40 40073.27 40974.98 -23210.40 0.000% 1.2 Dead+1.0 Wind 330 deg- 54633.31 -22816.30 -39193.86 -3079730.06 1795785.92 -15397.97 12 22683.05 -5463331 39246.94 -22683.06 54633.31 -39246.95 0.000% No Ice 13 M683.05 40974.98 39246.94 -22683.D6 40974.98 -39246.95 0.000% 0.9 Dead+1.0 Wind 330 deg- 40974.98 -22816.30 -39193.86 -3080348.47 1797527.04 -15397.97 l4 87.91 -54633.31 43198.02 -97.91 54633.31 43198.03 0.000% No lee 15 67.91 40974.98 43199.02 -87.91 40974.98 43198.03 0.000% 1.2 Dead+1.0 lce+1.0 Temp 93393.34 0.00 0.00 4436.02 -5108.32 -0.00 16 -21636.06 -54633.31 37623.90 21636.07 54633.31 -37623.91 0.000% 1.2 Dead+1.0 Wind 0 deg+1.0 93393.34 .20.89 -10151.44 -78601532 -2242.91 -1100.34 17 -21636.06 40974.98 37623.90 21636.07 40974.98 -37623.91 0.000% ICe+1.0 Temp 18 -38865.99 -5463331 22360.09 38866.00 54633.31 -22360.09 0.000% 1.2 Dead+1.0 Wind 30 deg+1.0 93393.34 4911.49 4447.82 -656007.42 -390014.81 1776.45 19 -38665.99 40974.98 22360.09 38866.00 40974.98 -22360.09 0.000% Icc+1.0 Temp 20 44039.95 -5463331 -99.63 44039.95 54633.31 99.63 0.000% 1.2 Dead+1.0 Wind 60 deg+1.0 93393.34 8405.03 4813.26 -373861.85 -668065.69 661.91 21 44039.95 40974.98 -99.63 44039.95 40974.98 99.63 0.000% be+1.0 Temp 22 -38447.82 -54633.31 -22145.63 38447.82 54633.31 22145.63 0.000% 1.2 Dead+1.0 Wind 90 deg+1.0 93393.34 9905.62 8.96 5763.62 -788497.85 -2220.80 23 -38447.82 40974.98 -22145.63 39447.82 40974.98 22145.63 0.000% 1ce+1.0 Temp 24 -22816.30 -54633.31 -39193.85 22816.30 54633.31 39193.86 0.000% 12 Dead+1.0 Wind 120 93393.34 8914.29 5144.99 410159.47 -706622.58 -1025.24 25 -22816.30 40974.98 -39193.95 22816.30 40974.98 39193.86 0.000% deg+1.0 Tce+1.0 Temp 26 0.00 -9339334 0.00 -0.00 93393.34 -0.00 0.000% 1.2 Dead+1.0 Wind 150 93393.34 5066.80 8747.70 692680.56 403867.57 2065.79 27 -20.89 -9339334 -10151.44 20.89 9339334 10151.44 0.000% dcg+1.0 Tcc+I.O Temp 28 4911A9 -9339334 .8447.82 491 IA9 93393.34 8447.82' 0.000% 1.2 Dead+1.0 Wind 180 93393.34 13.16 9888.09 779624.64 -698329 1076.54 29 8405.02 -9339334 4813.26 -8405.03 9339334 4913.26 0.000% deg+1.0 1ce+1.0 Temp 30 9905.62 -9339334 8.96 �9905.62 93393.34 .8.96 0.000% 1.2 Dead+1.0 Wmd 210 93393.34 4887.98 8466.90 667389.77 376698.30 -1813.40 31 8914.29 -9339334 5144.99 -8914.29 93393.34 -5144.99 0.000% deg+1.0 Ice+1.0 Temp 32 5066.80 -93393.34 8747.70 -5066.80 9339334 -8747.70 0.000% 12 Dead+l.O Wind 240 93393.34 -8639.52 4961.65 392627.33 671770.20 -654.19 33 13.16 -9339334 9888.09 .13.16 93393.34 -9898.09 0.000% deg+1.0 Tce+1.0 Temp 34 -4 87.98 -93393.34 8466.80 4887.98 93393.34 -8466.80 0.000% 1.2 Dead+1.0 Wind 270 93393.34 -9913.72 -15.24 2294.46 779307.64 2217.80 35 -8638.52 -9339334 4961.65 8638.52 9339334 4961.65 0.000% deg+1.01ce+1.0 Temp 36 -9913.72 -93393.34 -15.24 9913.72 93393.34 15.24 0.000% 1.2 Dcad+1.0 Wmd 300 93393.34 -8693.18 4994.82 -391165.10 694069.22 1041.32 37 -8693.18 -93393.34 4994.82 8693.18 93393.34 4994.92 0.000% dcg+1.0 lcc+1.0 Temp 38 -5090.35 -9339334 .8738.05 5090.35 93393.34 8738.05 0.000% 1.2 Dcad+1.0 Wind 330 93393.34 -5090.35 -8738.05 -682492.22 396755.58 -2025.85 39 -30.70 45527.76 -10466.71 30.70 45527.76 10466.72 0.000% deg+1.01ce+1.0 Temp 40 505022 45527.76 -8703.66 -505022 45527.76 8703.66 0.000% Dead+Wind0 deg-Service 45527.76 -30.70 -10466.72 -814264.75 -1745.81 -1434.38 41 8623.18 45527.76 4943.04 -8623.18 45527.76 4943.04 0.000% Dead+Wind 30 deg-Service 45527.76 5050.22 .8703.66 -676331.45 400364.70 1881.92 42 10205.64 45527.76 14.79 -10205.64 45527.76 -14.79 0.000% Dead+Wind 60 deg-Service 45527.76 8623.18 4943.04 -385805.77 -685107.86 1055.57 43 9294.96 45527.76 5383.58 -9294.96 45527.76 -5383.58 0.000% Dead+Wind 90 deg-Service 45527.76 10205.64 14.79 4068.80 -812980.17 -2324.76 44 5261.61 45527.76 9103.84 -5261.61 45527.76 -9103.84 0.000% Dead+Wind 120 deg-Service 45527.76 9294.96 5383.58 426191.88 -735714.76 -29421 45 2033 .45527.76 10021.77 -20.33 45527.76 -10021.77 - 0.000% Dead+Wind 150 deg-Service 45527.76 5261.61 9103.84 718129.16 419569.90 3615.50 46 -50I9.45 45527.76 8728.44 5019.45 45527.76 -9728.44 0.000% Dead+Wind 190 deg-Service 45527.76 20.33 10021.77 791988.01 -8534.05 1402A8 47 -9015.73 45527.76 5186.91 9015.73 45527.76 -5186.91 0.000% Dcad+Wind 210 dcg-Service 45527.76 -5019.45 8728.44 683731.26 394700.84 -1929.87 48 -10216.50 45527.76 .23.04 10216.50 45527.76 23.04 0.000% Dead+Wind 240 deg-Service 45527.76 -9015.73 518691 406026.73 697296.08 -1044.55 49 .8919.01 45527.76 -5137.31 8919.01 45527.76 5137.31 0.000% Deed+Wind 270 deg-Service 45527.76 -1021650 -23.04 -1028.89 802761.94 2320.74 50 -5292A3 45527.76 -9091.56 5292.43 45527.76 9091.56 0.000% tnxTower Job Page Job Page 10074795(WSNYJ0045449) 23 of 28 tnxTower 10074795(WSNYJ0045449) 24 of 28 Tower Engineering Project Date Tower Engineering Project Date Professionals,Inc. TEP No.265240.941634 10:49:14 06/04/24 Professionals,Inc TEP No.265240.941634 10:49:14 06/04/24 326 7tyon Road 3267fyon Road Raleigh,NC 27603-5263 Client Designed by Raleigh,NC 27603-5263 Client Designed by Phone:(919)661-6351 Jacobs Telecommunications Inc. Phone:(919)661-6351 Jacobs Telecommunications Inc. FAX.- 19 661-6350 �� FAX.- 19 661-6350 I I AAL Elevation Appurtewnce Gov. Deflection 7711 Twist Radius of Load Curvature Comb. infi 133' 2.0'Dish 10 6.006 03577 0.0277 1196" Maximum Tower Deflections-Service Wind 131' 2.9"Dia.x B'Pipe 10 6.006 03577 0.0277 113644 1281' 2.5-ft HP Dish 10 5.854 0.3554 0.0278 113644 115' AIR6449 B41 w/Mount Pipe IO 4.871 0.3381 0.0275 39548 Section Elevation Horz. Gov. 7711 7wtst 100' (2)20'x 1.5-m a Omni IO 3.802 0.3075 0.0236 26046 No. Deflection Load 93' Side Arm Mount[SO 202-1] 10 3.337 02901 0.0211 24017 n in Comb. 91, 6-ft Yogi 10 3209 02851 0.0207 23630 TI 130-110 IA01 43 0.0836 0.0064 88, Scott Mount[SM402-3] 10 3.020 02776 0.0200 23522 72 110-90 1.051 43 0.0769 0.0062 90' MXOSFRO665-21 w/Monet Pipe 10 2539 02579 0.0185 24455 T3 90-70 0334 43 0.0660 D.0047 78' Sector Mount ISM 502-1] 10 2.424 02527 0.0181 24718 T4 70-50 OA62 43 0.0541 0.0038 72' Side Arm Mount[SO 202-1] 10 2.089 02371 0.0168 2.5298 T5 50-30 0242 43 0.0394 O.OD26 _38' Side Am Mount 701.11 IO 0.625 03M6 00085 16538 T6 30-10 0.095 43 0.0227 0.0016 - _ 17 10-0 0.015 43 0.0076 0.0005 , . Critical Deflections and Radius of Curvature-Service Wind ;Bolt Desi n Data. Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable CYSteria Elevation Appurtenance Gov. Deflection ?Sit Twist Radius of No. Type Grade Of Lead Load Load Ratio Load Curvature .h in Bolts perBoli per lowa Bolt Alble ft- Comb.- in. - ° ° 1 --_ - -- - _Ib _lb. 133' 2.0'Dish 43 IAOI 0.0836 0.0064 505329 TI 130 Leg A325N 0.7500 6 4243A2 301OIAO 0.141 1.05 Bolt Tension 131' 2.9"Dia.x S'Ape 43 IAD. 0.0836 0.0064 505329 Diagonal A325N 0.6250 1 3975.47 10440.00 0.381 1.05 Gusset Bearing 128' 2.5-ft HP Dish 43 1.366 0.0831 0.0064 505329 Top Girt A325N 0.6250 1 814.05 7875.00 0.103 1.05 Mcmbcr Block 115' AIR6449 B41 w/Mount Pipe 43 1.136 0.0789 0.0064 168444 Shear 100' (2)20'x 1.5-ine Omni 43 0.887 0.0718 0.0054 112103 T2 110 Leg A325N 0.7500 6 9817.33 30101.40 0326 1.05 Bolt Tension 93' Side Arm Mount[SO 202-1] 43 0.778 0.0678 0.0049 103989 Diagonal A325N 0.6250 1 5576.34 10440.00 0534 1.05 Gusset Bearing 91' 6-ft YegS 43 0.748 0.0666 0.0048 102392 13 90 Leg A325N 0.7500 6 15994.10 30101.40 0.531 1.05 Bult Tension 86' Sector Mount ISM 402-3] 43 0.704 0.0649 0.0046 101746 Diagonal A325N 0.6250 1 7586.15 13805.80 0.549 1.05 Bolt Shear 80' MX03FRO665-21w/Mount Pipe 43 0.592 0.06D3 0.0043 104557 T4 70 Leg A325N 0.7500 6 22717.80 30101.40 0.755 1.05 Bolt Tension 78' Sector Mnnm(SM 502.1] 43 0565 0.0591 0.0042 105352 Diagonal A325N 1.6250 1 7552.53 13805.80 0.547 1.05 Bolt Shear Am 72' Side A Mount[SO 202-1] 43- 0.487 0.0554 0.0039 106840 T5 50 Leg A325N 0.7500 6 28228.40 30101.40 0938 1.05 Bolt Tension 38' Side Arm Mo-t[S0701-I] 43 0.146 0.0293 0.0020 70849 Diagonal A325N 0.6250 1 8737.39 15660.00 0.558 1.05 Gusset Bearing Horizontal A325N 0.6250 1 3467.25 13218.80 0262 1.05 Member Block Shear T6 30 Leg A325N 1.0000 6 33774.90 54517.00 0.620 1.05 Bolt Teasion Diagonal A325N 0.6250 1 8796.35 15660.00 0.562 1.05 Gusset Bing Horizontal A325N 0.6250 1 4145.52 13218.80 0.314 1.05 Member Block Maximum Tower Deflections-Design Wind Shear T7 10 Diagonal A325N 0.6250 I 8781.88 15660.00 0.561 1.05 Gussct Bearing Section Elevation Hors. Go, Tilt Twist Hodwatal A325N 0.6250 1 4456.74 13218.80 0337 1.05 McmbcrBlock Na. Deflection Load Sh- in comb. TI 130-110 6.006 10 0.3577 D.0277 T2 110-90 4505 10 0.3295 0.0267 T3 90-70 3.145 10 1.2926 0.0205 T4 70-50 1.982 IO 02316 0.0163 TS 50-30 1.038 10 0.1687 0.0110 Compression Checks T6 30-1D OA10 10 0.0973 0.0069 T7 10-0 0.063 11 0.0327 D.0024 Leg Design,Data (Compression) Critical Deflections and Radius of Curvature Design Wind sN an Elevation s7=e L A P. RPn J7 fl ft in' lb lb �1+ Job Page Job Page MxTower 10074795(WSNYJ0045449) 25 of 28 WxTower 10074795(WSNYJ0045449) 26 of 28 Project Date Project Date Tower Engineering Tower Engineering - Professionals,Inc. TEP No.265240.941634 10:49:14 06/04/24 Professionals,Inc TEP No.265240.941634 10:49:14 06/04/24 326 7Yyon Road 326 2Yyon Road Raleigh,NC27603-5263 Client Designed by Raleigh,NC27603-5263 Client Designed by Phone:(919)661-6351 Jacobs Telecommunications Inc. AAA Phone:(919)661-6351 Jacobs Telecommunications Inc. AAL FAX.• 19 661-6350 11 FAX.-919 6616350 Seaton Elevation Size L L. KUr A P. OP. Ratio No. fi /1 Jt in' !b !b P 'P. /W.controls 0P, TI 130.110 3 MIS" 5'1/8" 80.1 7.0686 .32282.70 198902.00 0.162' K=1.00 72 110-90 312 203/8" 6'8.5/32' 91.6 9.6211 .70069.80 234484.00 0.299' Top Girt Design Data(Compression) ' K-1.00 T3 90-70 4 2038' 6'8-5/52' 80.1 12.5664 -116022.00 353604.00 0.328' K=1.00 SectWn Elevation Stu L L. KUr A P. Ratio T4 70-50 4 2038' 6'8-5/32' K80.1 00 fr Jt ft 12.5664 -161264.00 353604.00 0.456' No. at Ml !b 16 by T5 50-30 4 2038" 5'IP. /8. 60.1 12.5664 -199711.00 434236.00 0.460 Tl 130-110 L2x112x3/16 4' 35-17/3 128.9 0.6211 -859.12 10699.90 0.080' K-1.00 2" K=1.00 T6 30-10 45/16 203/8" 511/8" 55.7 14.6066 .239043.00 523702.00 0.456' K-1.00 T7 10.0 45116 10'1/4' 5'1/8" 55.7 14.6066 -256989.00 523702.00 0.491' 1P. /OP,controls K-1.00 'P./p.controls Tension Checks Diagonal Design Data(Compression) Log Design Data Tension Section Elevadan Size L L. KUr A P. OP. Ratio Secdon Elevadon Stu L L. K11 A P. OP. Ratio No. P No. P. fl ft Jt lb Ib 9. ft f! ft in, 1b Ib TI 130-110 L212x212xl/4 77-7/16' 37-29/3 972 1.1900 -4008.36 30119.20 0.1331 TI 130-110 3 203/8" 5'1/8' 80.1 7.0686 25460.50 318086.00 0.080' 2" K=1.08 T2 110-90 31/2 203/8" 6'8-5/32' 91.6 9.6211 59904.00 432951.00 0.136' T2 110-90 L212x212xl/4 10'1-29/ 4'11-171 1213 1.1900 -5605.25 23023.60 0.243' 32" 3r K-1.00 T3 90-70 4 203/8" 6'8-5/32' 80.1 12.5664 95964.80 565487.00 0.170' T3 90-70 L3x3xl/4 1 1'8-7/8' 5.8-3/4" 118.1 1.4400 -7586.15 29105.40 0,261' K-1.01 T4 70-50 4 2013/8' 6'8.5/3T 80.1 12.5664 136307.00 565487.00 0.241' T4 70-50 L3x3xl/4 13-5-9/3 6'6-272 134.8 1.4400 -7500.47 22668.60 0.331' 2" 2" K-1.00 - TS 50-30 4 20'3/8" 5'1/8" 60.1 12.5664 169700.00 565487.00 0J00' TS 50-30 2L2 I/W 12x1/4 87-3/16' 81-5/16 126.5 2.3800 -8694.47 42563.50 0.204' T6 30-10 45/16 203/8' 5'1/8" 55.7 14.6066 202944.00 657295.00 0.309' K=1.00 77 10-0 45116 1011/4' 5'1/8" 55.7 14.6066 218051.00 657295.00 0.332' T6 30-10 21.2 I/W 12xl/4 9'5-9/32' 8'11-513 139A 2.3800 -8811.09 35068.20 0251' 2" K-1.00 T7 10.0 21.2 I/W 12x1/4 9'10-5/1 9'45/16' 146.1 23800 -9278.96 3191420 0.291' 6' K=1.00 'P./OP.controls 1 P. /V.controls Diagonal Design Data Tension Suwon Elevation Si. L L, KUr A P. OP. Ratio Horizontal Design Data(Compression) No. P. ft R Jt in' ib Ib W. Seuion Elevodon Size L L, KI/r A P, ml'. Ratio Tl 130-110 L212x212xl/4 7'7-7/16' 37-29/3 59.5 0.7519 3975.47 32706.60 0.122' No. P. 2" Jt ft ft W lb lb OPT 3T'12 I10-90 L2 I/2x212x1/4 109/ 4'1 79.7 0.7519 557634 32706.60 0.170' 32" 32" T5 50-30 L2 I/W 1/2xl/4 13'6" 12'10-9/ 200.9 1.1900 .3467.25 8438.02 0.411' T3 90-70 L3x3xl/4 11'8-7/8' 5'8.3/4" 76.1 0.9394 7514AO 40862.80 0.184' 16" K-1.00 T6 30-10 L2 i2x212a1/4 15'6" 14'l0-31 131.7 1.1900 .4145.52 6343.70 0.653' T4 70-50 L3x3x1/4 13'5-9/3 66-27/3 87.1 0.9394 7549.19 40962.80 0.185' 16" K=1.00 2" 2" T7 10-0 L212x212x1/4 16'6" 15'10-3/ 247.3 1.1900 .4456.14 5568.44 0.800' T5 50-30 2L212x2 MUM 82-13/3 78-17/3 124.8 1.5037 873738 65413.10 0.134' 16" K=I.00 2" 2" T6 30-10 2L212x212x1/4 91/4" 8'6-119" 137A 1.5037 879635 65413.10 0.134' tnxTower Job Page Job Page 10074795(WSNYJ0045449) 27 of 28 tnxTower 10074795(WSNYJ0045449) 28 of 28 Tower Engineering Project Date Tower Engineering Project Date Professionals,Inc TEP No.265240.941634 10:49:14 06/04/24 Professionals,Inc TEP No.265240.941634 10:49:14 06/04/24 326 Tryon Road 326 Tryon Road Raleigh,NC 27603-5263 Client Designed by Raleigh,NC 2 76 03-52 63 Client Designed by Phone,(919)661-6351 Jacobs Telecommunications Inc. AAL Phone.,(919)661-6351 Jacobs Telecommunications Inc. AAL FAX- 19 661-6350 FAX' 19)661.6350 Section Elevation St. L L. KLI• A P. V. Ratio $action Elevation Conponent Size Critical P opa % Pau No. P. No. Jl Type Element lb lb Capacity Fail Jl fl ft in2fb lb Op" _ T2 110-90 Diagonal L212.212x1/4 37 -5605.25 24174.78 23.2 Pass 17 10-0 2L212x212xl/4 9'5-9/32' 8-11.5/3 144.0 1.5037 8781.88 65413.10 0.134 50.9(b) 2" T3 90-70 Diagonal L3x3xl/4 58 -7586.15 30560.67 24.8 Pass 52.3(b) T4 70-50 Diagonal L3x3x1/4 79 -7500.47 23802.03 31.5 Pass 2.1 t P,/V.controls T5 50-30 Diagonal 21,2124 1/2xl/4 102 .8694.47 44691.67 519.5b) Pass 53.1(b) T6 30-10 Diagonal 21.21/2x21/2xl/4 135 -8811.09 36821.61 23.9 Pass Horizontal Design Data Tension 535ro) T7 10-0 Diagonal 2L212x212x1/4 170 -9278.86 33509.91 27.7 Pays 53A(b) Section Elevation Size L L. KI/ A P. $P Ratio T5 50-30 Horizontal L212x2l/2xl/4 100 -3467.25 8859.92 39.1 Pass No. P. T6 30-10 Horizontal L212x212xl/4 130 -4145.52 6660.88 62.2 Pau fi /t ft id /b lb W. T7 10-0 Horizontal L212x212x1/4 163 -4456.74 5846:86 762 Pass TS 50-30 L212.212x1/4 13'6" 12'10-9/ 102.7 0.7519 346725 32706.60 0.1061 TI 130-110 Top Girt L2x112x3/16 4 -859.12 11234.89 7.6 Pass 16' 9.8(b) T6 30-10 L212x212xl/4 15'6" 14'10-3/ 118.1 0.7519 414552 32706.60 0.127' Summary 16" Leg(T5) 89.3 Pau T7 I0-0 L212x212 125 x1/4 16'6" IS'10-3/ .9 0.7519 4456.74 32706.60 0.136 Diagonal 53.5 Pau 16" ' (T6) Horizontal 76.2 Pass Top Girt 9.8 Pass _ 'P. /V.controls (TI) Holt Checks 89.3 Pau RATING= 89.3 P- Top Girt Design Data(Tension) Section Elevaion Size L L. Kf/r A P. gyp" Ratio - No. P. Jl J1 Jt ins lb lb V. TI 130-110 L2xl 1/2x3/16 4' 35-17/3 102.4 0.3604 914.05 15675.30 0.052' Program Version 82A.3 2" t P. /¢P controls Section Capacity Table Seaton Elewtion Component Size Cntioal P oP % Pau No. F 73,pe Element lb lb Capacity Fail TI 130-110 Leg 3 2 -32282.70 208847.U9 15.5 Pass 72 1I0-90 Leg 31/2 32 -70069.80 246208.19 28.5 Pass 3Ll(b) T3 90-70 Leg 4 53 -116022.00 371284.19 312 Pass 50.6(b) T4 70-50 Leg 4 74 -161264.00 371284.19 43.4 Pass 71.9(b) T5 50-30 Lcg 4 95 -199711.00 455947.78 43.8 Pass 89.3(b) T6 30-10 Leg 45/16 128 -239043.00 549887.06 43.S Pass 59.0(b) 17 10.0 Leg 45116 161 -256989.00 549887.06 46.7 Pass Tl 130-110 Diagonal L212x212xl/4 10 -4008.36 31625.16 12.7 Pass 36.3(b) June 4, 2024 730 ft Self-Support Tower Structural Analysis WSNYJ0045449(10074795) TEP Project Number 265240.941634 Page 8 APPENDIX B ADDITIONAL CALCULATIONS Self Support Anchor Rod Capacity Site# WSNyjoo45449 -! Site Name '100747�95' TEP# _ 265240.941634 0 o-s TIA-222 Revision I W Grout Considered: Yes I.,(in) ,A'pplied Loads Comp. Uplift Axial Force(kips) 266.11' 225:45• Shear Force(kips) ',28.79. 25.25 •TIA-222-H Section IS.S Applied Eccentricity Leg Mod Eccentricity(in)1 -0.000 Anchor Rod N.A Shift in .;0.000 ' Total Eccentricity(in) '° 0.000. *Anchor Rod Eccentricity Applied Connection op• Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (6)2"0 bolts(A36 N;Fy=36 ksi,Fu=58 ksi) Pu.t=37.58 4)Pn_t=108.75 Stress Rating 1 er(in): 1 Vu=4.21 4)Vn=68.33 32.9% Mu=n/a i�Mn=n/a Pass CClplate-Version 5.0.2 Analysis Date:6/4/2024 SST Unit Base Foundation Site#: WSNYJ0045449 Site Name: 10074795 TEP Number: 265240.941634 Top&Bot.Pad Rein.Different?: ❑ TIA-222 Revision: H Tower Centroid Offset?: Block Foundation?: ❑' Rectangular Pad?: ❑ - Superstructure , . . Global Moment,M: 3649.655_,ft-kips Capacity Demand Rating* Check Global Axial,P: - 54:633 'kips Lateral(Sliding)(kips) 323.18 46.31 13.6% Pass Global Shear,V: 46.3.1 :kips Bearing Pressure(kst) 6.00 4.01 66.9% Pass Leg Compression,P°°°1p: 266..1168 kips Overturning(kip*ft) 5044.44 4197.89 83.2% Pass Leg Comp.Shear,V, °„°P: 28.793', ;kips Pier Flexure(Comp.)(kip*ft) 861.28 136.77 15.1% Pass Leg Uplift,P°prde: 225.454 kips Pier Flexure(Tension)(kip*ft) 502.65 1 119.93 22.7% Pass Leg Uplift.Shear,V„„ptin: 25.249 .kips Pier Compression(kip) 3436.99 273.80 7.6% Pass Tower Height,H: 136,: ft Pad Flexure(kip*ft) 3932.35 554.15 13.4% Pass Base Face Width,BW: 17 ft Pad Shear-1-way(kips) 870.45 55.95 6.1% Pass BP Dist.Above Fdn,bpol t: 3 in Pad Shear-Comp 2-way(ksi) 0.164 0.029 17.1% Pass Flexural 2-way(Comp)(kip*ft) 1716.14 82.06 4.6% Pass Pad Shear-Tension 2-way(ksi)1 0.164 1 0.028 1 16.2% Pass Pier Properties Flexural 2-way(Tension)(kip*ft) 1716.14 71.96 4.0% Pass Pier Shape: Square *Rating per TIA-222-H Section Pier Diameter,dpier: 3.6 -,ft 15.5 Ext.Above Grade,E: 0:50' ft Structural Rating*: 22.7% Pier Reber Size,Sc: 9 Soil Rating*: 83.2% Pier Rebar Quantity,mc: 12 Pier Tie/Spiral Size,St: _'4 Pier Tie/Spiral Quantity,mt: 7 . Pier Reinforcement Type: Tie Pier Clear Cover,ccp,,,: 3, EIE Pad Properties D: 8.0.0 ft Pad Width,WI: 21;80 ft Pad Thickness,T:": 175' ft Pad Reber Size(Bottom dir.2),Spz: _ 8 Pad Reber Quantity(Bottom dir.2),mpz: 28 ; Pad Clear Cover,CCId: •_3, in Material Properties Grade,Fy: `60. Concrete Compressive Strength,F'c: _ 3 ksi Dry Concrete Density,6c: '150 pcf Soil Properties Soil Unit Weight,y:I 130 _-,pcf Ultimate Gross Bearing,Quit: i8A00; ,ksf <--Toggle between Gross and Net Cohesion,Cu: ,0.'00.0 ,ksf Friction Angle,9: ' __33, degrees SPT Blow Count,Ne,°,,,: _ Base Friction,A: Neglected Depth,N: 4:2_ ft Foundation Bearing on Rock? -,No Groundwater Depth,gw: 18. ft Version 5.0.2 i APPROVED As NOTED OCCUPANCTOR DATE: �' J�'Z B•P:# s o USE 1S UNLAWFUL FEE�BY• f WITHOUT CERTIFICATE ; NOTIFY BUILDING DEPARTMENTAT OF OCCUPANCY 631-765-1802.8AM TO 4PM FOR THE FOLLOWING INSPECTIONS: 1. FOUNDATION-TWO REQUIRED FOR POURED CONCRETE 2. ROUGH-FRAMING&PLUMBING 3. INSULATION 4. FINAL.CONSTRUCTION MUST BE COMPLETE FOR C.O. COMPLY.WITH ALL CODES OF ALL CONSTRUCTION SHALL MEET THE NEW YORK STATE&TOWN CODES REQUIREMENTS OFTHE CODES OF NEW ASREQy!5gDANDCOND,1T10NS0F YORK STATE NOT RESPONSIBLE FOR SOUTHOLD TOWN zm DESIGN 0R CONSTRUCTON ERRORS f,/r-..a y SO LD TOWN PLANNING BOARD OUTHOLDTOWNTRUSTO N.Y:DEC SOUTHOLD HM Additional . SCHD Certification May Be Required. RETAIN STORM WATER RUNOFF PURSUANT TO CHAPTER236 A OF THE TOWN CODE. PROJECT INFORMATION SITE ADDRESS: 165 PECONIC LANE PECONIC, NY - APPLICANT: AT&T - A T&T 1 AT&T WAY BEDMINSTER, NJ 07921 SITE OWNER: TOWN OF SOUTHOLD 53095 ROUTE 25 SOUTHOLD, NY 11971 SECTION: 75 SITE NAME: SOUTHOLD BLOCK: 5 LOT: 14 FA CODE:10074795 ZONE: R-80 JURISDICTION: TOWN OF SOUTHOLD PACE ID: MRNYJ02128, MRNYJ042043, MRNYJ0421021 LATITUDE: 41.04133 N. 41* 02' 28.8" N MRNYJ042319, MRNYJ0423889 MRNYJ042070, MRNYJ042035 PROJECT: ERICSSON MODERNIZATION LONGITUDE: 72.45877 W. 72' 27' 31.6" W TYPE OF SITE: SELF—SUPPORT TOWER / EQUIPMENT SHELTER VIGNIIY MAP GENERAL NOTES 1. THIS DOCUMENT IS THE CREATION, DESIGN, PROPERTY AND COPYRIGHTED WORK OF AT&T. ANY TOWER HEIGHT: 131'-0"t c* tS _ DUPLICATION OR USE WITHOUT EXPRESS WRITTEN CONSENT IS STRICTLY PROHIBITED. DUPLICATION it.-z a AND USE BY GOVERNMENT AGENCIES FOR THE PURPOSES OF CONDUCTING THEIR LAWFULLY AUTHORIZED REGULATORY AND ADMINISTRATIVE FUNCTIONS IS SPECIFICALLY ALLOWED. y3" �a N IS AN UNMANNED PRIVATE AND SECURED EQUIPMENT INSTALLATION. IT IS ONLY RAD CENTER: 131'—O"t °�� 2. THE FACILITY ACCESSED BY TRAINED TECHNICIANS FOR PERIODIC ROUTINE MAINTENANCE AND THEREFORE DOES DRAWING INDEX _ NOT REQUIRE ANY WATER OR SANITARY SEWER SERVICE. THE FACILITY IS NOT GOVERNED-BY y -. ' REGULATIONS REQUIRING PUBLIC ACCESS PER ADA REQUIREMENTS. SHEET NO. DESCRIPTION REV. c+.pp0P f �$q A% f 3. CONTRACTOR SHALL VERIFY ALL PLANS AND EXISTING DIMENSIONS AND CONDITIONS ON THE JOB SITE 5 �`� r a 1 AND SHALL IMMEDIATELY NOTIFY THE AT&T MOBILITY REPRESENTATTVE IN WRITING OF DISCREPANCIES cooC �� BEFORE PROCEEDING WITH THE WORK OR BE RESPONSIBLE FOR SAME. T-1 TITLE SHEET 4. CONSTRUCTION DRAWINGS ARE VALID FOR SIX MONTHS AFTER ENGINEER OF RECORD'S STAMPED AND GN-1 GENERAL NOTES SIGNED SUBMITTAL DATE LISTED HEREIN. Len4'slard -' C-1 AREA PLAN A-1 COMPOUND PLAN 1 _ p _ CT �', UNDERGROUND SERVICE ALERT A-2 EXISTING & PROPOSED EQUIPMENT PLANS A-3 ANTENNA LAYOUTS & ELEVATIONIt A-4 DETAILS `` A-5 MOUNTING DETAILS G-1 GROUNDING DETAILS RF-1 RF PLUMBING DIAGRAM i 4aUDIG . N Q _ -- Cam`-3,} a=.� 9 TS HERE a TPROFESSIOWER E NONALS GMaMRING SITE NUMBER:10074795 AT&T MOBILITY S Ll.l M&H ENGINEERING,PLLC SITE NAME: SOUTHOLD 1 06/11/24 ISSUED FOR CONSTRUCTION BB J �H 326 TRYONRo _ sue/ AT&T 0 05/10/24 ISSUED FOR PERMITTING ASB JC C? TITLE SHEET RALEIGEI,NC 276o3 .Jacobs w� A 03/29/24 ISSUED FOR REVIEW vS Jc 8 62 (ERICSSON MODERNIZATION) (919)661b351 ONE PENN PLAZA 165 PECONIC LANE ffE NUMBER DRAWING NUMBER RE`/ 24TH FLOOR, SUITE 2400 PECONIC, NY 11958 1 AT&TWAY N0. DATE REVISIONS BY CH APP 9pFESS10 NEW YORK. NY 10119 SUFFOLX COUNTY BEDMINSTER,NJ 07921 SCALE. AS SHOWN DESIGNED BY: JC DRAWN BY: VS 10074795 T-1 1 GTE q:O�OSR GROUNDING NOTES GENERAL NOTES 14. ANY NEW CONCRETE NEEDED FOR THE CONSTRUCTION SHALL BE AIR-ENTRAINED AND SHALL HAVE 4000 PSI STRENGTH AT 28 DAYS. ALL CONCRETE WORK SHALL BE DONE IN 1. THE SUBCONTRACTOR SHALL REVIEW AND INSPECT THE EXISTING FACILITY GROUNDING SYSTEM ACCORDANCE WITH ACI 318 CODE REQUIREMENTS. AND LIGHTNING PROTECTION SYSTEM (AS DESIGNED AND INSTALLED) FOR STRICT COMPLIANCE 1. FOR THE PURPOSE OF CONSTRUCTION DRAWING, THE FOLLOWING DEFINITIONS SHALL APPLY: WITH THE NEC (AS ADOPTED BY THE AHJ), THE SITE-SPECIFIC (UL, LPI, OR NFPA) LIGHTING PROTECTION CODE, AND GENERAL COMPLIANCE WITH TELCORDIA AND TIA GROUNDING CONTRACTOR - JACOBS 15. ALL STRUCTURAL STEEL WORK SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE STANDARDS. THE SUBCONTRACTOR SHALL REPORT ANY VIOLATIONS OR ADVERSE FINDINGS TO SUBCONTRACTOR - GENERAL CONTRACTOR (CONSTRUCTION) WITH AISC SPECIFICATIONS. ALL STRUCTURAL STEEL SHALL BE ASTM A36 (Fy = 36 ksi) THE CONTRACTOR FOR RESOLUTION. OWNER - AT&T MOBILITY UNLESS OTHERWISE NOTED. PIPES SHALL BE ASTM A53 TYPE E (Fy = 36 ksi). ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED. TOUCH UP ALL SCRATCHES AND 2. ALL GROUND ELECTRODE SYSTEMS (INCLUDING TELECOMMUNICATION, RADIO, LIGHTNING 2. PRIOR TO THE SUBMISSION OF BIDS, THE BIDDING SUBCONTRACTOR SHALL VISIT THE CELL OTHER MARKS IN THE FIELD AFTER STEEL IS ERECTED USING A COMPATIBLE ZINC RICH PAINT. SITE TO FAMILIARIZE WITH THE EXISTING CONDITIONS AND TO CONFIRM THAT THE WORK CAN PROTECTION, AND AC POWER GES'S) SHALL BE BONDED TOGETHER, AT OR BELOW GRADE, BY TWO OR MORE COPPER BONDING CONDUCTORS IN ACCORDANCE WITH THE NEC. BE ACCOMPLISHED AS SHOWN ON THE CONSTRUCTION DRAWINGS. ANY DISCREPANCY FOUND 16. CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND "GENERAL CONSTRUCTION SERVICES SHALL BE BROUGHT TO THE ATTENTION OF CONTRACTOR. FOR CONSTRUCTION OF AT&T SITES." 3. THE SUBCONTRACTOR SHALL PERFORM IEEE FALL-OF-POTENTIAL RESISTANCE TO EARTH 3. ALL MATERIALS FURNISHED AND INSTALLED SHALL BE IN STRICT ACCORDANCE WITH ALL 17. SUBCONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS PRIOR TO TESTING (PER IEEE 1100 AND 81 STANDARDS) FOR NEW GROUND ELECTRODE SYSTEMS. THE APPLICABLE CODES, REGULATIONS, AND ORDINANCES. SUBCONTRACTOR SHALL ISSUE ALL COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE SUBCONTRACTOR SHALL FURNISH AND INSTALL SUPPLEMENTAL GROUND ELECTRODES AS APPROPRIATE NOTICES AND COMPLY WITH ALL LAWS, ORDINANCES, RULES, REGULATIONS, AND OF ANY NEEDED TO ACHIEVE A TEST RESULT OF 5 OHMS OR LESS. LAWFUL ORDERS OF ANY PUBLIC AUTHORITY REGARDING THE PERFORMANCE OF THE WORK. DRAWINGS MUST VERIFIED. SUBCONTRACTOR SHALL NOTIFY THE CONTRACTOR ALL WORK CARRIED OUT SHALL COMPLY WITH ALL APPLICABLE MUNICIPAL AND UTILITY DISCREPANCIES PRIOR TO ORDERING MATERIAL OR PROCEEDING WITH CONSTRUCTION. O 4. METAL RACEWAY SHALL NOT BE USED AS THE NEC REQUIRED EQUIPMENT GROUND COMPANY SPECIFICATIONS AND LOCAL JURISDICTIONAL CODES, ORDINANCES AND APPLICABLE REGULATIONS. 18. THE EXISTING CELL SITE IS IN FULL COMMERCIAL OPERATION. ANY CONSTRUCTION WORK B CONDUCTOR. STRANDED COPPER CONDUCTORS WITH GREEN INSULATION, SIZED IN ACCORDANCE WITH THE NEC, SHALL BE FURNISHED AND INSTALLED WITH THE POWER CIRCUITSSUBCONTRACTOR SHALL NOT DISRUPT THE EXISTING NORMAL OPERATION. ANY WORK ON EXISTING EQUIPMENT MUST BE COORDINATED WITH CONTRACTOR. ALSO, WORK SHOULD TO BTS EQUIPMENT. 4. DRAWINGS PROVIDED HERE ARE NOT TO BE SCALED AND ARE INTENDED TO SHOW OUTLINE SCHEDULED FOR AN APPROPRIATE MAINTENANCE WINDOW USUALLY IN LOW TRAFFIC PERIODS 5. EACH BTS CABINET FRAME SHALL BE DIRECTLY CONNECTED TO THE MASTER GROUND BAR ONLY. AFTER MIDNIGHT. WITH GREEN INSULATED SUPPLEMENTAL EQUIPMENT GROUND WIRES, #6 AWG STRANDED 5. UNLESS NOTED OTHERWISE, THE WORK SHALL INCLUDE FURNISHING MATERIALS, EQUIPMENT, 19. SINCE THE CELL SITE IS ACTIVE, ALL SAFETY PRECAUTIONS MUST BE TAKEN WHEN WORKING COPPER OR LARGER FOR INDOOR BTS AND #2 AWG STRANDED COPPER FOR OUTDOOR BTS. APPURTENANCES, AND LABOR NECESSARY TO COMPLETE ALL INSTALLATIONS AS INDICATED ON AROUND HIGH LEVELS OF ELECTROMAGNETIC RADIATION. EQUIPMENT SHOULD BE SHUTDOWN 6. EXOTHERMIC WELDS SHALL BE USED FOR ALL GROUNDING CONNECTIONS BELOW GRADE. THE DRAWINGS. PRIOR TO PERFORMING ANY WORK THAT COULD EXPOSE THE WORKERS TO DANGER. PERSONAL RF EXPOSURE MONITORS ARE ADVISED TO BE WORN TO ALERT OF ANY DANGEROUS 6. "KITTING LIST" SUPPLIED WITH THE BID PACKAGE IDENTIFIES ITEMS THAT WILL BE SUPPLIED BY EXPOSURE LEVELS. 7. APPROVED ANTIOXIDANT COATINGS (I.E., CONDUCTIVE GEL OR PASTE) SHALL BE USED ON ALL CONTRACTOR. ITEMS NOT INCLUDED IN THE BILL OF MATERIALS AND KITTING LIST SHALL BE COMPRESSION AND BOLTED GROUND CONNECTIONS. SUPPLIED BY THE SUBCONTRACTOR. J 20.APPLICABLE BUILDING CODES: SUBCONTRACTOR'S WORK SHALL COMPLY WITH ALL APPLICABLE NATIONAL, STATE, AND LOCAL 8. ICE BRIDGE BONDING CONDUCTORS SHALL BE EXOTHERMICALLY BONDED OR BOLTED TO 7. THE SUBCONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH CODES AS ADOPTED BY THE LOCAL AUTHORITY HAVING JURISDICTION (AHJ) FOR THE LOCATION. GROUND BAR. MANUFACTURER'S RECOMMENDATIONS UNLESS SPECIFICALLY STATED OTHERWISE. THE EDITION OF THE AHJ ADOPTED CODES AND STANDARDS IN EFFECT ON THE DATE OF 9. ALUMINUM CONDUCTOR OR COPPER CLAD STEEL CONDUCTOR SHALL NOT BE USED FOR B. IF THE SPECIFIED EQUIPMENT CANNOT BE INSTALLED AS SHOWN ON.THESE DRAWINGS, THE CONTRACT AWARD SHALL GOVERN THE DESIGN. GROUNDING CONNECTIONS. SUBCONTRACTOR SHALL PROPOSE AN ALTERNATIVE INSTALLATION SPACE FOR APPROVAL BY BUILDING CODE: EBC 2018 WITH 2O20 BUILDING CODE OF NEW YORE STATE 10. MISCELLANEOUS ELECTRICAL AND NON-ELECTRICAL METAL BOXES, FRAMES AND SUPPORTS THE CONTRACTOR. ELECTRICAL CODE: REFER TO ELECTRICAL DRAWINGS SHALL BE BONDED TO THE GROUND RING, IN ACCORDANCE WITH THE NEC. 9. SUBCONTRACTOR SHALL DETERMINE ACTUAL ROUTING OF CONDUIT, POWER AND T1 CABLES, G SUBCONTRACTOR'S WORK SHALL COMPLY WITH THE LATEST EDITION OF THE FOLLOWING ROUNDING CABLES AS SHOWN ON THE POWER, GROUNDING AND TELCO PLAN DRAWING. 11. METAL CONDUIT SHALL BE MADE ELECTRICALLY CONTINUOUS WITH LISTED BONDING FITTINGS SUBCONTRACTOR SHALL UTILIZE EXISTING TRAYS AND/OR SHALL ADD NEW TRAYS AS STANDARDS: OR BY BONDING ACROSS THE DISCONTINUITY WITH #6 AWG COPPER WIRE UL APPROVED NECESSARY. SUBCONTRACTOR SHALL CONFIRM THE ACTUAL ROUTING WITH THE CONTRACTOR. GROUNDING TYPE CONDUIT CLAMPS. - AMERICAN CONCRETE INSTITUTE (ACI) 318; BUILDING CODE REQUIREMENTS FOR 10. THE SUBCONTRACTOR SHALL PROTECT, EXISTING IMPROVEMENTS, PAVEMENTS, CURBS, STRUCTURAL CONCRETE; 12. ALL NEW STRUCTURES WITH A FOUNDATION AND/OR FOOTING HAVING 20 FT. OR MORE OF LANDSCAPING AND STRUCTURES. ANY DAMAGED PART SHALL BE REPAIRED AT AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) MANUAL OF STEEL 1/2 IN. OR GREATER ELECTRICALLY CONDUCTIVE REINFORCING STEEL MUST HAVE IT BONDED SUBCONTRACTOR'S EXPENSE TO THE SATISFACTION OF OWNER. CONSTRUCTION, ASD, FOURTEENTH EDITION; TO THE GROUND RING USING AN EXOTHERMIC WELD CONNECTION USING #2 AWG SOLID BARE TINNED COPPER GROUND WIRE, PER NEC 250.50 11. SUBCONTRACTOR SHALL LEGALLY AND PROPERLY DISPOSE OF ALL SCRAP MATERIALS SUCH AS TELECOMMUNICATIONS INDUSTRY ASSOCIATION (TIA) 222-H, COAXIAL CABLES AND OTHER ITEMS REMOVED FROM THE EXISTING FACILITY. ANTENNAS STRUCTURAL STANDARDS FOR STEEL REMOVED SHALL BE RETURNED TO THE OWNER'S DESIGNATED LOCATION. 12. SUBCONTRACTOR SHALL LEAVE PREMISES IN CLEAN CONDITION. FOR ANY CONFLICTS BETWEEN SECTIONS OF LISTED CODES AND STANDARDS REGARDING MATERIAL, METHODS OF CONSTRUCTION, OR OTHER REQUIREMENTS, THE MOST RESTRICTIVE 13. ALL CONCRETE REPAIR WORK SHALL BE DONE IN ACCORDANCE WITH AMERICAN CONCRETE REQUIREMENT SHALL GOVERN. WHERE THERE IS CONFLICT BETWEEN A GENERAL REQUIREMENT AND A SPECIFIC REQUIREMENT, THE SPECIFIC REQUIREMENT SHALL GOVERN. INSTITUTE (ACI) 301. ABBREVIATIONS AGL ABOVE GRADE LEVEL EQ EQUAL REQ REQUIRED AWG AMERICAN WIRE GAUGE GC GENERAL CONTRACTOR RF RADIO FREQUENCY BBU BATTERY BACKUP UNIT GRC GALVANIZED RIGID CONDUIT TBD TO BE DETERMINED BTCW BARE TINNED SOLID MGB MASTER GROUND BAR TBR TO BE REMOVED COPPER WIRE TO BE REMOVED AND BGR BURIED GROUND RING MIN MINIMUM TBRR REPLACED BTS BASE TRANSCEIVER STATION P Pnn TYP TYPICAL E EXISTING ��TFO � UG UNDER GROUND >PO� E VIF VERIFY IN FIELD EGB EQUIPMENT GROUND BAR (ANTE NA) EGR EQUIPMENT GROUND RING * EF F Tt TOWER ENGINEERING I Lij W AT&T MOBILITY I PROFESSIONALS SITE NUMBER:10074795 M&H ENGINEERING,PLLC SITE NAME: SOUTHOLD AT&T 1 06/11/24 ISSUED FOR CONsmc;10N BB J '� I 326 TRYON RD 0 �/29/24 /10/24 ISSUED FOR PERM(1'TINC ASB JC GENERAL NOTES RALEIG6351 C 603 JaUtAbs ERICSSON MODERNIZATION) RAL 661-6351 A ISSUED FOR REVIEW VSM JC 2152'ONE PENN PLAZA 165 PECONIC LANE DRAWING NUMBER REV 24TH FLOOR, SURE 2400 PECONIC, NY 11958 1 AT&TWAY N0. DATE REVISIONS BY CHK APP '901c�SSlONP NEW YORK, NY 10119 SUFFOLK COUNTY BEDMINSTER,NJ 07921 Sb1LE: AS SHOWN DESIGNED BY: Jc oRAwN ar: vSM 10074795 GN-1 1 M STATE�TE 9:..5n NOTE: THE TOWER IS LOCATED WITHIN ZONE 'X", AREAS DETERMINED TO BE OUTSIDE OF THE 0.2% ANNUAL CHANCE FLOODPLAIN ACCORDING TO FEMA COMMUNITY PANEL #36103CO162H, DATED SEPTEMBER 25, 2009. I � � O I n EXISTING SELF-SUPPORT TOWER , I EXISTING CHAIN LINK I 1 FENCE COMPOUND , EXISTING PROPERTY LINE--,,,,,I l I I I EXISTING BUILDING (TYP) I OL,Ll - O - - - - - � - _ -� - 1_0- - - --I - - ROUTE 25 MAIN ROAD AREA PLAN O OF NEW 0 .�, toW ttx17 SCALE: E 1"=1160' A-1 6 40' 60' 180' 240' �QEL P Nq��,Q� TOWER ENGINEERING, W AT&T MOBILITY PROFESSIONAIS SITE NUMBER:10074795 � I L!J 4MgnATE RING,PI.0 SITE NAME: SOUTHOLD �� AT&T I 06/11/24 ISSUED FOR CONSTRUCTION BB J - I AREA P� 32jacobsR603 `��, 0 OS/10/24 ISSUED FOR PERMffTTNC ASS JC ,\ (9 �,� A 03/29/24 ISSUED FOR REVIEW vSM Jc 21 5`L" (ERICSSON MODERNIZATION) ONE PENN PLAZA 165 PECONIC LANE TTE NUMBER DRAWING NUMBER REV 24TH FLOOR, SUITE 2400 PECONIC, NY 11958 I AT&T N0. DATE REVISIONS er CHK APP R�FESSIONP NEW YORK, NY 101 19 SUFFOL K COUNTY BEDMINSTER,NJ 07921 SEA,E AS SHOWN DESIGNED BY: JC DRAWN BY: vsM 10074795 A-1 1 '[GTE q:00?Di12 EXISTING AT&T EXISTING AT&T ICE NOTE: (16) 7/8" COAX BRIDGE TOWER ANALYSIS HAS BEEN COMPLETED (2) 18 PAIR FIBER TRUNKS PROPOSED 40kW DIESEL EXISTING TOWER BY TOWER ENGINEERING PROFESSIONALS (TO REMAIN) GENERATOR TO REPLACE CONCRETE DATED 06/04/24 FOR THE CAPACITY (2) 7/8" COAX EXISTING ON CONCRETE PAD FOUNDATION PAD OF THE EXISTING STRUCTURE TO ( ) 8 AWG TRUNKS SUPPORT THE PROPOSED EQUIPMENT. (TO BE REMOVED) PROPOSED (1) 24 PAIR xx x—x—x—x—x—x—x—x— x—x—x x—xxx—xxx xxx EXISTING T-MOBILE --A---------- ---� ICE BRIDGE NOTE: FIBER TRUNK AND (6) 6 _ —��--_--_==-—---------= � AWG OC TRUNK (TO FOLLOW I I REFER TO THE FINAL RF EXISTING ROUTING AS PER II ,. MENT DATA SHEET FOR FINAL TOWER ANALYSIS ---� ' I I EXISTING T-MOBILE EQUIP ANTENNA SETTINGS. xl I' ON CONCRETE PAD EXISTING CHAIN LINK J X FENCE I I I — L_-�I =r x EXISTING SHELTER (BY OTHERS) x-x�EXISTING AT&T MOBILITY J EQUIPMENT SHELTER EXISTING CSC CABINET EXISTING SELF-SUPPORT TOWER EXISTING DOUBLE-WIDE EXISTING GENERATOR ON ACCESS GATE (TYP.) CONCRETE PAD (BY OTHERS) O x �x—x—x x x x—x x x—x—x—x—x x x—x x x—x—x x x—x—x EXISTING PROPANE TANK (BY OTHERS) x EXISTING VERIZON EQUIPMENT SHELTER EXISTING ELECTRICAL PANEL (BY OTHERS) [—xx—x--xxx x x—x—x—xx—x—x \G �� EXISTING WOOD POLE 10 COMPOUND PLAN 1 of: NEIV /�vF 22x34 SCALE: 3/16"=1'-0" A-1 0 2'—B' S-4' 10'_8" 16,-0' Q- ��` F Hq 11x17 SCALE: 3/32"=1'-0" OQ- .4- F. PROFESS ONHAIS �G SITE NUMBER:10074795 W AT&T MOBILITY � � I W . ENGINEERING,P3.1.c SITE NAME: SOUTHOLD �� 1 06/11/24 ISSUED FOR CONSTRUCnON Be J '� \ 326 TRYON RD Jacobs �ra� AT&T 0 05/10/24 ISSUED FOR PERMRTING ASS JC 1 I CAI COMPOUND PLAN RALEIGH,NC T. A (ERICSSON MODERNIZATION) (919)663-6351 �.�� A 03/29/24 ISSUED FOR REVIEW VSM Jc- 2152' ONE PENN PLAZA 165 PECONIC LANE RE NUMBER DRAWING NUMBER REV 24TH FLOOR, SUITE 2400 PECONIC, NY 11958 1AT&TWAY N0. DATE REVISIONS er GNK alP '�OFESs�ONP NEW YORK, NY 10119 SUFFOL.K COUNTY BEDMINSTER,NJ 07921 SCALE. AS SHOWN DESIGNED BY: JG DRAWN BY: VSM 10074795 A-1 1 rix sr�re cesnr�uze a:omnva EXISTING AT&T MOBILITY EXISTING AT&T NOTE: EXISTING AT&T MOBILITY EXISTING AT&T MOBILITY DESK (TO REMAIN) (16) 7/8" COAX HVAC UNIT (TYP.) ICE BRIDGE EXISTING AT&T MOBILITY (2) 18 PAIR FIBER TRUNKS TOWER ANALYSIS HAS BEEN COMPLETED EQUIPMENT RACK (TO 'REMAIN) BY TOWER ENGINEERING PROFESSIONALS EXISTING AT&T MOBILITY (TOTAL OF 2) (2) 7/8" COAX DATED 06/04/24 FOR THE CAPACITY LUCENT CABINET 0 BE REMOVED (4) 8 AWG DC TRUNKS OF THE EXISTING STRUCTURE TO -- --- --------- —�T (TO BE REMOVED) SUPPORT THE PROPOSED EQUIPMENT. EXISTING AT&T -- — — - -- - - -- — - -- - — - - - -- -- - - — — - (16) 7/8" COAX -- ------------ (2) 18 PAIR FIBER TRUNKS I I I �� EREFER (TO REMAIN) I I (T 7EM COAX I I \�`� THE FINAL RF (2) 8 AWG A TRUNKS EXISTING AT&T MOBILITY \\ T FOR FINAL (4) BE REMOVED) 1900 NMPK CABINET ETTINGS. (TO BE REMOVED) EXISTING AT&T MOBILITY EXISTING AT&T MOBILITY OVERHEAD CABLE 850 NMPK CABINET LADDER RACK (TO BE REMOVED) EXISTING AT&T MOBILITY—, II (4) STRINGS OF EAST PENN MFG, DEKA FAHRENHEIT, HT170ET, 12V CELLS BATTERIES TO BE RELOCATED EXISTING AT&T MOBILITY 4) +24V/48V PROPOSED (1) 24 PAIR FIBER EXISTING CO ( TRUNK AND (5) 6 AWG DC (16) 7/8" COAX CONVERTERS (2) 18PAIR FIBER TRUNKS TO BE REMOVED TRUNK (TO FOLLOW EXISTING ROUTING AS PER TOWER ANALYSIS) EXISTING AT&T MOBILITY DESK EXISTING AT&T MOBILITY POWER PLANT (TO BE EXISTING AT&T MOBILITY REMOVED do REPLACED) o ° ICE BRIDGE EXISTING A7&T'MOBILITY HVAC UNIT EELEXISTING AT&T ° — —�— MOBILITY FIF RACK r..•.•.. . - -------- ------- ----- \ EXISTING AT&T MOBILITY EXISTING AT&T MOBILITY MAIN AC PANEL TELCO BLACKBOARD EXISTING AT&T I \� MOBILITY METER EXISTING AT&T MOBILITY EXISTING AT&T MOBILITY ACCESS DOOR GENERATOR PLUG EXISTING AT&T MOBILITY �\G �� LUCENT CABINET EXISMAINTING AT&T AC PANELMOBILITY EXISTING AT&T MOBILITY II `+-J�•. `' EXISTING EQUIPMENT PLAN OVERHEAD CABLE 22.34 SCALE: 3/8"=1'-0" A-2 LADDER RACK NOEL 11x17 SCALE: 3/16"=1'-O" 0 1'-4' 2'-8' 5'-4' 8'.-0' PROPOSED AT&T MOBILITY VERTN 1 7100 -48V DC POWER PLANT WITH l (11) -24V RECTIFIERS & I (4) STRINGS,OF EAST PENN MFG, DEKA FAHRENHEIT, HT170Er. 12V CELLS BATTERIES (BELOW) IL�I 1 EXISTING AT&T MOBILITY I "I, (4) STRINGS OF EAST PENN MFG, J DEKA FAHRENHEIT, HT170ET, 12V CELLS BATTERIES TO BE RELOCATED TO PROPOSED POWER PLANT EXISTING AT&T MOBILITY FIF RACK EXISTING AT&T EXISTING AT&T MOBILITY EXISTING AT&T MOBILITY MOBILITY METER TELCO BLACKBOARD ACCESS DOOR G �iT EXISTING AT&T MOBILITY GENERATOR PLUG PROPOSED EQUIPMENT PLAN OF NEB 2204 SCALE: 3/8"=1'-O" A-2 9 0 5, 11x17 SCALE: 3/16"=1'-O" ' TOWFRENGINEERING SITE NUMBER:10074795 - I Lij Lll AT&T MOBILITY PROFESSIONALS M&H ENGINEERING,Pr LC OacobsSITE NAME: SOUTHOLD AT&T 1 05/11/24 ISSUED FOR CONSTRUCTION es '� i J261'RYON RD o OS/10/24 ISSUED FOR PERMTRING ASe do 1 =C? ISTING dt PROPOSED EQUIPMENT PLANS RAMGH,Nc Z7603 326 661ON A 03/29/24 ISSUED FOR REVIEW VSM ac 2152" (ERICSSON MODERNIZATION) ONE PENN PLAZA 165 PECONIC LANE iQ ITE NUMBER DRAWING NUMBER REV 24TH FLOOR, SUITE 2400 PECONIC, NY 11958 1ATBT WAY NO. DATE REVISIONS BY CHK APP OFES S,`0` NEW YORK, NY 10119 SUFFOLK COUNTY BEDMINSTER,NJ 07921 SCALE: AS SHOWN DESIGNED BY: JC DRAWN BY: VSM 10074795 A-2 1 Nr srwre�Rnr[cwrs a:omnssz ALPHA SECTOR AZ.=O' ff I EXISTING AT&T SURGE ARRESTOR PROPOSED AT&T MOBILITY C9-48-60-24-BC-EV DC6-48-60-18-BF SURGE ARRESTOR (TOTAL OF 1) EXISTING AT&T MOBILITY (TOTAL OF 2) (TO REMAIN) TOP OF HIGHEST RRH4X25-WCS-4R APPURTENANCE (TYP. OF 1 PER SECTOR, - ELEV. = 141'-6"t A.G.L A1R6419 877DPROPOSED �OMPOS 7A, STACKED VERTICALLY TOTAL OF 3) (TO BE REMOVED) EXISTING WHIP ANTENNA (TYP.) (TYP. OF 1 PER SECTOR, TOTAL OF 3) EXISTING AT&T MOBILITY SECTOR, EXISTING MICROWAVE DISH (TYP.) PROPOSED AT&T MOBILITY 4490 85/812A RRH MOUNT (TYP. OF 1 PER SECTOR TOTAL OF 3) (TO REMAIN) OF EXISTING & PROPOSED T POE. 1 (TYP. OF 1 PER SECTOR, EXISTING AT&T MOBILITY AIRSCALE RRH 4T4R BS T�T ANJEN AS -_ TOTAL OF 3) �A EXISTING AT&T MOBILITY AIRSCALE 16OW AHCA (TYP. OF 1 PER SECTOR, TOTAL OF 3) Y 'ELEV. = 131�-0"f A.G. -— EXISTING AT&T MOBILITY ANTENNA DUAL RRH 4T4R B12/14 320W AHLBA (TO BE REMOVED) TOP OF SELF-SUPPORT TOWER NNHH-65A-R4 POE. 1 (TYP. OF 1 PER SECTOR, \ ELEV. = 130'-O"t A.G.L TOTAL OF 13)PER SECTOR, TOTAL OF 3) (TO BE REMOVED) / f \ BETA PROPOSED AT&T MOBILITY ANTENNA SECTOR NNH4-65A-R6H4 O POS. 3 PROPOSED AT&T MOBILITY ANTENNA SE EXISTING AT&T MOBILITY ANTENNA AZ. CTOR (TYP. OE 1 PER SECTOR, AIRS419 B77G O POS. 2B, STACKED VERTICALLY NNHH-65A-R4 @ POS. 2 & 3 TOTAL OF 3) (TYP. OF 1 PER SECTOR, TOTAL OF 3) (TYP. OF 2 PER SECTOR, TOTAL OF 6) (TO BE REMOVED) GAMMA / PROPOSED AT&T MOBILITY 4890 PROPOSED AT&T MOBILITY 4415 SECTOR EXISTING AT&T MOBILITY AIRSCALE B25/B66 RRH O POS. 3 B30 RRH O POS. 1 AZ.=280' 825 RRH4X30-4R (TYP. OF 1 PER SECTOR, (TYP. OF 1 PER SECTOR, (TYP. OF 1 PER SECTOR, TOTAL OF 3) TOTAL OF 3) (BEHIND) TOTAL OF 3) EXISTING AT&T MOBILITY ANTENNA (TO BE REMOVED) - NNHH-65A-R4 ® POS. 1 RRH (TYP. OF 1 PER SECTOR, 13'19 EXISTING MICROWAVE DISH (UNKNOWN) PROPOSED MOBILITY 4478 B14 R RRH O POE. 3 TOTAL OF 3) ATTACHED TO AT&T MOUNT (TYP. OF 1 PER SECTOR, (TO REMAIN) y j TOTAL OF 3) yZ EXISTING ANTENNA LAYOUT 1 - x 22x34 SCALE: 3/8"=1'-0" 1'-4' 2'-8' S'-4' 8'-0' 11x17 SCALE: 3/16"=1'-0" ALPHA SECTOR EXISTING AT&T MOBILITY ANTENNA AZ"(r EXISTING AT&T SURGE ARRESTOR PTo ROPOSED HOIST GRIP SUPPORT NNHH-65A-R4 @ POS. 1 (DC6-48-60-18-BF) CA ACCOMMODATE PROPOSED EXISTING ANTENNA CABLING AT APPROX. 75't AGL (BY OTHERS) (TYP.) (TYP. OF 1 PER SECTOR, Y rL r f (ALPHA & BETA, TOTAL OF 2) AND AT AT&T RAD TOTAL OF 3) PROPOSED PIPE TO PIPE CLAMP (TYP.) Mt PROPOSED AT&T MOBILITY 4890 EXISTING SELF-SUPPORT TOWER , PROPOSED AT&T MOBILITY 4415 _ ___. _.__ _ ---- _ - - - - --- - -- B25/866 RRH O POS. 3 B30 RRH O POS. 1 (TYP. OF 1 PER SECTOR, (TYP. OF 1 PER SECTOR, TOTAL OF 3) (BEHIND) EXISTING AT&T TOTAL OF 3) CAX (2))18/PAR FIBER TRUNKS b (TO REMAIN) EXISTING AT&T MOBILITY ^; (2) 7/8" COAX SECTOR MOUNT (TYP. OF 1 ;° (4) 8 AWG OC TRUNKS PER SECTOR, TOTAL OF 3) ;", ~ BNA SECTOR NOTE: (TO BE REMOVED) PROPOSED AT&T MOBILITY =-i, �•-1��3' MOUNT ANALYSIS HAS BEEN PROPOSED (1) 24 PAIR FIBER 4478 B14 RRH O POS.,3 _ .t PROPOSED AT&T MOBILITY ANTENNA COMPLETED BY TOWER ENGINEERING (TYP. OF 1 PER SECTOR, / AIR6419 B77G O POS. 2B, STACKED VERTICALLY PROFESSIONALS DATED 06/14/24 FOR 1 TRUNK AND (6) 6 AWG OC TOTAL OF 3) (TYP. OF 1 PER SECTOR, TOTAL OF 3) THE CAPACITY OF THE MOUNT TO I TRUNK (TO FOLLOW EXISTING 's SUPPORT THE PROPOSED EQUIPMENT. ROUTING AS PER TOWER ANALYSIS) PROPOSED AT&T MOBILITY ANTENNA �} NNH4-65A-R6H4 O POS. 3 GAMMA SECTOR 4 (TYP. OF 1 PER SECTOR, AZ.=24(r NOTE. TOTAL OF 3)- �d PROPOSED AT&T MOBILITY DC9-48-60-24-BC-EV TOWER ANALYSIS HAS BEEN COMPLETED PROPOSED AT&T MOBILITY ANTENNA �� S•� SURGE ARRESTOR (TOTAL OF 1) BY TOWER ENGINEERING PROFESSIONALS AIR6419 B77D O POS. 2A, STACKED VERTICALLY 4 EXISTING MICROWAVE DISH (UNKNOWN) DATED 06/04/24 FOR THE CAPACITY (TYP. OF 1 PER SECTOR, TOTAL OF 3) ATTACHED TO AT&T MOUNT OF THE EXISTING STRUCTURE TO 1319 / SUPPORT THE PROPOSED EQUIPMENT. f PROPOSED AT&T MOBILITY 4490 B5/B12A RRH O POS. 1 (TYP. OF 1 PER SECTOR, GROUND LEVEL Z o,` o TOTAL OF 3) NOTE: ELEV. 0'-0"t (AGL) \\\. 12" MINIMUM EQUIPMENT SETBACK (TYP.) Z N~Z PROPOSED ANTENNA LAYOUT / 2 , REFER TO THE FINAL RF 3 P DEL P y O 22x34 SCALE: 3/8"=1'-O" A-3 0 V-4' 2'-B' 5-4- 8'-0- DATA SHEET FOR FINAL ELEVATION 11x17 SCALE: 3/16"=1'-0" ANTENNA SETTINGS. 2204 SCALE: 1"=10' A-3 * 5 * 30' 11x17 SCALE: 1"=20' J32N— ROMSIONAAISpRiNG SITE NUMBER:10074795 ` I' W AT&T MOBILITY ENGINEERING,PLLC JacobsSITE NAME: SOUTHOLD AT&T 1 O6/11/24 ISSUED FOR CONSTFtUCIION Be J 1 YON RD 0 O'/10/24 ISSUED FOR PERMUTING ASB JC ANTENNA LAYOUT 6e ELEVAl1ON ALEIGH,NC 27603 "��1,)663-6351 ONE PENN PLAZA 165 PECONIC LANE �� A D3/29/24 ISSUED FOR REVIEW VSM Jc 82152' (ERICSSON MODERNIZATION 24TH FLOOR, SUITE 2400 PECONIC, NY 119$8 1 AT&T WAY NO. DATE REVISIONS BY CHK APP F O RE NUMBER DRAWING NUMBER REV NEW YORK, NY 10119 SUFFOLK COUNTY BEDMINSTER,NJ 07921 SCALE: AS SHOWN DESIGNED BY: JC DRAWN BY: VSM R� �SS� tJP 10074795 A-3 1 NY STATECENM-T tl:00]DSR ANTENNA SCHEDULE NOTE: BASED ON RFDS REV1.00 DATED 03/08/2024 RRU CHART MOUNT ANALYSIS HAS BEEN E)GSTING/ S� (I�6) ANTENNA RRU �� COMPLETED BY TOWER ENGINEE]FOR SECTOR PROPOSED BIWD ANTENNA (L x W x D) HF]GHTAZIMUTH RAYCAP QUANTITY MODEL SIZE (L x W x D) PROFESSIONALS DATED O6/14/2THE CAPACITY OF THE MOUNT TAl EXISTING 700/850/AWS/ NNHH-65A-R4 55.1"X19.6"X7.8" 131,-0" O' (P)(1) 4415 B30 m (P)(3) 4415 B30 (RCS) 16.5"z13.4"z5.9" SUPPORT THE PROPOSED EQUIP PCS/WCS (P)(1) 4490 B5/B12A a I PROPOSED DUAL RRU y (P)(3) 4490 B5/B12A (700) 17.5"X15.1"X8.8" MOUNT, COMMSCOPE NOTE: A2A PROPOSED .3.45 GHz AlR6419 B77G 28.30"z18.10"z7.90" 131'-0 0' — Y qa o PART ERR—FA2 A2B PROPOSED C-BAND AIR6419 B77D 30.39"z15.67"z8.07" 131'-0" 0" - Of V ^_.1 (P)(3) 4478 B14 (700) 14.9"X15.1"X8.9" (� R, 3 PER TOWER ANALYSIS HAS BEEN COMPLETED 700/850/AWS (P)(1) 4476 H14 SECTOR, TOTAL OF 9) BY TOWER ENGINEERING PROFESSIONALS A3 PROPOSED NNH4-65A-RBH4 59"z19.8"z7.8" 131'-0" 0" M 0 w� DATED 06/04/24 FOR THE CAPACITY /PCS/1TC5 (P)(1) 4890 B25/B66 m.5 "v (P)(3) 4890 B25/B66 (1900) 18.1"X13.4"X8.3" OF THE EXISTING STRUCTURE TO A4 - - - - - - 9 e 0 SUPPORT THE PROPOSED EQUIPMENT, NOTE: Ell EXISTING 700/850/AWS/ NNHH-65A-R4 55.1"X19.6"X7.8' 131'-0" 120' (P)(1) 4415 B30 am m NOTE: MOUNT PER MANUFACTURER'S SPECIFICATIONS 4490 B5/B12A EL PCS/WCS (P)(1) 12 B2A PROPOSED 3.45 GHz AIR8419 B77G 28.30"z18.10"z7.90" 131'-0" 120' - °0 y - _-1 REFER TO THE FINAL RF €, : '.; v �� — � '��._.. _ O DATA SHEET FOR FINAL B2B PROPOSED C-BAND AIRS419 B77D 30.39"z15.87"z6.O7" 131'-0" 120• - ^I >= + ANTENNA SETTINGS. 700/850/AWS (P)(1) 4478 B14 . %�� NOTE. �� y B3 PROPOSED /PCS/WCS NNH4-85A-R6H4 59"z19.6"z7.6" 131'-0" 120' (P)(1) 4890 B25/B66 0 era �- (� SEE RFDS FOR RRH 84 - - - - - - - a FREQUENCY AND t• = 11 .`, o MODEL NUMBER Cl EXISTING 700/850/AWS/ NNHH-65A-R4 55.1"X19.6"X7.8" 131'-0" 240' (P)(1) 4415 H30 � PCS WCS (P)(1) 4490 B5/B12A T. o a / a °d I PROPOSED RRU REFER 70 THE C2A PROPOSED 3.45 GHz AIR6419 B77G 28.30"z18.10"z7.90" 131'-0" 240' - vN �N FINAL RFDS AND CHART FOR QUANTITY. MODEL AND DIMENSIONS C2B PROPOSED C-BAND AIR6419 B77D 30.39"z15.87"z8.07 131'-0" 240• - vti m E'a C9 PROPOSED 700/850/AWS NNH4-65A-R6H4 59"z19.8"z7.8" 131'-O" 240' (P)(1) 4478 B14 v NOTE: /PCS/1TCS (P)(1),4890 B25/B66 MOUNT PER MANUFACTURER'S - - - - - - - a SPECIFICATIONS. r PROPOSED BACK TO BACK c4 PROPOSED RRUS DETAIL I 2 MOUNT COMMSCOPE(RR-FA2) 3 FINAL ANTENNA SCHEDULE SCALE: N.T.S A-4 SCALE: N.T.S A-4 1 SCALE: N.T.S A-4 PROPOSED SITEPR01 CABLE HANGER BRACKET V-CLAMP W/TWO TABS SITEPROI P/N CHB-DCP2 PROPOSED POWER PLANT Z \off ----------� PROPOSED 1/2'0 THREADED 1 41,4 PROPOSED SURGE ( - SUPPRESSOR ROD WITH HILT( HTT-HY200 MODEL NUMBERS: EPDXY ANCHOR SYSTEM I I I DC9-48-60-24-8C-EV (MINIMUM 4' EMBEDMENT) 1 I s DIMENSIONS: (TYP. OF 6) I I I EXISTING CONCRETE PAD r i - I h / J r STRIKESORB 30-V1 �� k SURGE PROTECTIVE DEVICE `\ s• x ROUND LEG CONNECTION ANGLE LEG CONNECTION !NOTE: MOUNT PER MANUFACTURER'S SPECIFICATIONS. PROPOSED AT&T MOBILITY VERTN 7100 -48V DC POWER PLANT WITH (11) -24V RECTIFIERS & PR RIP D / ETAIL fi DC SURGE SUPPRESSOR DETAIL 4-, PROPOSED POWER PLANT DETAIL 5 (4) STRINGS OF EAST PENN SCALE: N.T.S A-4 SCALE: N.T.S A-4 MFG. DEKA FAHRENHEIT, SC AN N HT170ET, 12V CELLS co OP 4� BATTERIES (BELOW) TOWERENGINEERING LU AT&T MOBILITY PROFFSSIONAIS SITE NUMBER:10074795 I W M&H ENGINEERING,PLu ,jacobsSITE NAME: SOUTHOLD `■+� •�T&T 1 08/11/24 ISSUED FOR CONSTRUCTION 9B J 1 �: 326 TRYON RD iR' 0 05/10/24 ISSUED FOR PERMITTING ASEI JC ,\ DETAILS RALEIGFI,NC 27603 (919)6616351 A 03/29/24 ISSUED FOR REVIEW VSM JC 21 52' (ERICSSON MODERNIZATION ONE PENN PLAZA 165 PECONIC LANE ITE NUMBER DRAWING NUMBER REV 24TH FLOOR, SUITE 2400 PECONIC, NY 11958 1 AT&T WAY NO. DATE REVISIONS 9Y cHK APP RpFESSIO NEW YORK, NY 10119 SUFFOLK COUNTY BEDMINSTER,NJ 07921 SCALE: AS SHOWN DESIGNED BY: Jc JDRAWN - VSM 10074795 A-4 1 Nr scwre�icr�lurs a:aamsu , NOTE: " MOUNT ANALYSIS HAS BEEN COMPLETED BY TOWER ENGINEERING PROFESSIONALS DATED 06/14/24 FOR THE CAPACITY OF THE MOUNT TO SUPPORT THE PROPOSED EQUIPMENT. N OTE:� TOWER ANALYSIS HAS BEEN COMPLETED BY TOWER ENGINEERING PROFESSIONALS DATED 06/04/24 FOR THE CAPACITY OF THE EXISTING STRUCTURE TO SUPPORT THE PROPOSED EQUIPMENT. NOTE: REFER TO THE FINAL RF DATA SHEET FOR FINAL ANTENNA SETTINGS. PROPOSED AT&T 4478 B14 RRU O POS. 3 (TYP.OF 1 PER SECTOR, TOTAL OF 3) 67-31- PROPOSED AT&T PROPOSED AT&T ANTENNA DC9-48-60-18-8F SQUID PROPOSED AT&T ANTENNA PROPOSED AT O ANTENNA 2 (TYP. (TYP•OF 1 PER SECTOR, TOTAL NNH4-65A-R6H4 O POS. 3 1= OF 3) MOUNTED TO TOWER LEG (TYP. OF 1 PER SECTOR, TOTAL OF 3 / OF 1 PER SECTOR, TOTAL OF 3) (STACKED TOP) r' s. OF PROPOSED r AT&T ANTENNAS PROPOSED AT&T 4415 B30 RRU ELEV. 133'-0"t (AGL) O POS. 3 (TYP: OF 1 PER SECTOR, TOTAL OF 3) ;' q OF PROPOSED AT&T ANTENNAS. PROPOSED AT&T 4490 B5/B12A Y ELEV. 131'-0"t (AGL) PROPOSED DUAL RRU MOUNT, o RRU O POS. 3 (TYP. OF 1 PER - COMMSCOPE PART #RR-FA2 SECTOR, TOTAL OF 3) 01?. OF 1 PER SECTOR, TOTAL OF 3) [` PROPOSED AT&T 4890 B25/B66 q OF PROPOSED e } RRU O POS. 3 (IYP. OF 1 PER AT&T ANTENNAS SECTOR, TOTAL OF 3) EXISTING 130' ELEV. 129'-0"f (AGL) PROPOSED DUAL RRU. MOUNT, SELF- SUPPORT TOWER `:'' COMMSCOPE PART ERR-FA2 (TYP. OF 1 PER SECTOR, PROPOSED AT&T ANTENNA TOTAL OF 3) AIR6419 B77G O POS. 2 (TYP. OF 1 PER SECTOR, TOTAL OF 3) (STACKED BOTTOM) EXISTING 130' SELF SUPPORT TOWER Li EXISTING AT&T SECTOR MOUNT EXISTING AT&T SECTOR MOUNT PROPOSED AIR ANTENNA&RRU'S MOUNTING DETAIL PROPOSED ANTENNA&RRU'S MOUNTING DETAIL/ L , 22x34 SCALE: 3/4"=1'-0" A-5 0 8' 1'-4' 2'-8' 4'-0' 22x34 SCALE: 3/4"=1'-0" A-5 0 8' 1'-4' 2'-8' 4'-0' 11x17 SCALE: 3/8"=1'-0" 11x17 SCALE: 3/8"=1'-0" \ .`�pF NEW1- { TOWER ENGINEERINGI W AT&T MOBILITY PROFESSIONALS SITE NUMBER:10074795. ® W M&H ENGINEERING,PLLC SITE NAME: SOUTHOLD 1 06/11/24 ISSUED FOR CONSTRUCTION BB J ' G MOUNTING DETAILS 326 TRYON RDjacobs � AT&T 0 05/10/24 ISSUED FOR PERMITTING ASB JC RALEIGH,NC 27603 �,� A 03/29/24 ISSUED FOR REVIEW VSM JC ' 2152', (ERICSSON MODERNIZATION) 1st�66t-63st ONE PENN PLAZA 165 PECONIC LANE ITE NUMBER DRAWING NUMBER REV 24TH FLOOR, SUITE 2400 PECONIC, NY 11958 1 AT&T WAY N0. DATE REVISIONS BY cHx APP 9OFES S10NP 1 NEW YORK, NY 10119 SUFFOLK COUNTY BEDMINSTER,NJ 07921 srel r• AS SHOWN DESIGNED BY: Jc DRAWN BY: VSM 10074795 A—$ NY ST�lE CERiIPIG25 p:0020S12 FROM ANTENNA STAINLESS p STEEL TWO HOLE COPPER HARDWARE COMPRESSION TERMINAL WEATHERPROOFING GROUNDING CABLE GROUND BAR KIT (TYP.) JUMPER REQUIRED ONLY WHEN 1-1/4'0 AND LARGER STANDARD A (TYP-) GROUND KIT (TYP.) A ELEVATION FLAT WASHER, FLAT WASHER, TYP. ANTENNA CABLE TYR LOCK WASHER, TYP. CONNECTOR TO CABLE TRAY (TYP.) WEATHERPROOFING 3/8"x1-1/4" HEX KIT (TYP.) FROM ANTENNA NUT, TYP. BOLT FRAME SUPPORT COAX GROUND KIT GROUND BAR COMMSCOPE KIT NO. GB-0414-IT EXPOSED BARE COPPER TO BE OR EQUAL GROUNDING CABLE KEPT TO ABSOLUTE MINIMUM, NO SECTION "A-A" INSULATION ALLOWED WITHIN THE COMPRESSION TERMINAL (TYPICAL) #2 AWG BCW 2 AWG BCW, BONDED NOTE; 0 GROUND WIRE ALONG NOTES: CABLE TRAY TO CIGBE/MIGB 1. "DOUBLING UP" OR "STACKING" OF CONNECTION IS NOT PERMITTED. 1.DO NOT INSTALL CABLE GROUND KIT AT A BEND AND ALWAYS 2. OXIDE INHIBITING COMPOUND TO BE USED AT ALL LOCATION. DIRECT GROUND WIRE DOWN TO CIGBE. 3. CADWELD DOWNLEADS FROM UPPER EGB, LOWER EGB, AND MGB GROUND WIRE TO GROUND BAR CONNECTION DETAIL 1 TYPICAL GROUND BAR CONNECTION DETAIL / 3 1 SCALE: N.T.S G-1 SCALE: N.T.S G-1 EXISTING/PROPOSED EXISTING/PROPOSED ANTENNA SUPPORT ANTENNA PIPE AT&T GROUNDING STANDARDS , _ TO BE FOLLOWED: TMA, RRU, EACH GROUND CONDUCTOR TERMINATING ON ANY GROUND BAR SHALL HAVE A2 MODULE & IDENTIFICATION AN IDCACICATION TAG ATTACHED AT EACH END THAT WILL IDENTIFY ITS SURGE ARRESTOR ATT-TP-76300 GROUND KITS ATT-CEM-18002 ORIGIN-AND DESTINATION, ATT-002-290-531 UPPER CIGBE ATT-002-290-701 r SECTION "P" - SURGE PRODUCERS ATT-CEM-23001 CABLE ENTRY PORTS (HATCH PLATES) (#2 AWG) EXISTING #2G GENERATOR FRAMEWORK (IF AVAILABLE) (#2 AWG) HOMERUN TELCO GROUND BAR POWER/FIBER COMMERCIAL POWER COMMON NEUTRAL/GROUND BOND (#2 AWG) GROUND CABLE TRAY LOWER CIGBE JUNCTION BOX +24V POWER SUPPLY RETURN BAR (#2 AWG) & ICE BRIDGE, (AS APPLICABLE) _ (AS APPLICABLE) -48V POWER SUPPLY RETURN BAR (#2 AWG) JUMPER ALL SPLICES EXISTING (2) #2 AWG RECTIFIER FRAMES. •• ••••• GROUND KITS BCW TO EXISTING SECTION "A" - SURGE ABSORBERS GROUND RING _ ----------------- INTERIOR GROUND RING (#2 AWG) \ EXISTING #2G EXTERNAL EARTH GROUND FIELD (BURIED GROUND RING) (#2 AWG) (ROOFTOP ON METALLIC COLD WATER PIPE (IF AVAILABLE) (#2 AWG) BUILDING STEEL (IF AVAILABLE) (#2 AWG) GROUND KITS i GROUND ICE \ BRIDGE POSTS \` --------'"-- s' ". MIGBE 0 METER AND 1, —#2 GROUND TO EXISTING DISCONNECT i HALO OR MIGBE ° ° ° ° a p 00 O o° 000 000 EXISTING GROUND EQUIPMENT CABINET p 0 0 0 p 0 0 0 RING OR UTILITY OR RACK, RBS 6601, ®0 0 0 0 ° GROUND` & SURGE SUPPRESSOR 0° i�#2 AWG SOLID TO EXISTING TINNED COPPER (TYP) OF NEW SERVICE GROUND GROUNDING RISER DIAGRAM 2 �� GROUND BAR-DETAIL(AS SCALE: N.T.S G-1 SCALE: N.T.S * O TOWER ENGINEERING � I W AT&T MOBILITY LAI PROFESSIONALS SITE NUMBER:10074795 !' M&H ENGINEERING,PLLC SITE NAME: SOUTHOLD � 1 06/11/24 ISSUED FOR CONsTRUC110N BB J '�H I I 326 TRYON RD bs AT&T 0 GS/10/24 ISSUED FOR PERmrMNC ASS :,AC 1 ��? GROUNDING DETAILS RALEIGH,NC 27603 ERICSSON MODERNIZATION (919)661-6351 A 03/29/24 ISSUED FOR REVIEW V5M JC 215`L' ONE PENN PLAZA 165 PECONIC LANE RE NUMBER DRAWING NUMBER REV 24TH FLOOR. SURE 2400 PECONIC, NY 11958 T AT&T WAY NO• DATE REVISIONS BY CHK APP 90FESS10NP NEW YORK, NY 10119 SUFFOLK COUNTY BEDMINSTER,NJ 07921 SCALE: AS SHOWN DESIGNED BY: Jc DRAWN BY: VSM 10074795 G-1 1 NY STAiE�ftTRRGTE p:0p21LU2 T • t 3 n 1 sr y Me `3 dSGFIs '_ rAIR8419 ` c, s s�AlEt6419-'' , B14 r' 85/1312 83D s,, 4478 4490 4415. canuoc a °. ceitrmc 1 � 3 � � 1 OPCic Fib DCCab'_ Optic Fib s NOTE: 2owetHalt/ r 1. CONTRACTOR TO CONFIRM ALL PARTS. 2. INSTALL ALL EQUIPMENT TO DCDtIbJtgns MANUFACTURER'S RECOMMENDATIONS NOTE: RF PLUMBING DIAGRAM r 1 REFER TO THE FINAL RF DATA SHEET SCALE: N.T.S RF-1 FOR FINAL ANTENNA SETTINGS. TOWER ENGINEERING SITE NUMBER:10074795 i AT&T MOBILITY 4P4NY 9CE=ICA�#:�z AT&T PENGINEERING,PLLC SITE NAME: SOUTHOLD t 06/11/24 ISSUED FOR CONSTRUCTION BB JC DPH RF PLUMBING DIAGRAM 3RfiO3Jacobs 0 05/10/24 ISSUED FOR PERMITTING ASB JC DPH R A 03/29/24 ISSUED FOR REVIEW VSM JC DPH (ERICSSON MODERNIZATION) ONE PENN PLAZA 165 PECONIC LANE SITE NUMBER DRAWING NUMBER REV 24TH FLOOR, SUITE 2400 PECONIC, NY 11958 1 AT&T war N0. DATE REVISIONS Br CHK APP'D NEW YORK, NY 10119 SUFFOLK COUNTY BEDMINSTER.NJ 07921 SCALE: AS sHOWN DESIGNED BY: JC DRAWN BY: VSM 10074795 RF-1 1