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Home My WebLink About43643-Z �O�SIIFFU � Town of Southold 3/28/2021 Q y� P.O.Box 1179 o N 53095 Main Rd G21 '0p� Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 41922 Date: 3/28/2021 THIS CERTIFIES that the building WIRELESS COMMUNICATION SYSTEMS Location of Property: 165 Peconic Ln,Peconic SCTM#: 473889 Sec/Block/Lot: 75.-5-14.1 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 2/20/2019 pursuant to which Building Permit No. 43643 dated 4/12/2019 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: upgrades.and modifications(co-location for New Cingular)to an existing wireless communications tower. The certificate is issued to Town of Southold of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. 43643 9/22/2020 PLUMBERS CERTIFICATION DATED Auth razed Signat e �gOFFO(�- TOWN OF SOUTHOLD h�a �oay BUILDING DEPARTMENT TOWN CLERK'S OFFICE • SOUTHOLD, NY y�q �ao� 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#: 43643 Date: 4/12/2019 Permission is hereby granted to: Town of Southold Attn: DPW 53095 Route 25 Southold, NY 11971 To: make upgardes and modifications (co-location - new Cingular) to an existing wireless communications tower. At premises located at: 165 Peconic Ln, Peconic SCTM # 473889 Sec/Block/Lot# 75.-5-14.1 Pursuant to application dated 4/10/2019 and approved by the Building Inspector. To expire on 10/11/2020. Fees: LESS CO CATIONS -MODIFICATIONS $500.00 CO -CO MERCIAL $50.00 Total: $550.00 Building Inspector rzjf SID Town Hall Annex ® Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 sean.devlin(a)_town.Southold.n us Southold,NY 11971-0959 �® y' BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICAL COMPLIANCE SITE LOCATION Issued To: Town of Southold Address: 165 Peconic Ln city Peconic st: NY zip 11958 Budding Permit* 43643 Section- 75 Block. 5 Lot- 14.1 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: Trius Electric License No: 60636 SITE DETAILS Office Use Only Residential Indoor X Basement Service Commerical X Outdoor X 1st Floor Pool New Renovation 2nd Floor Hot Tub Addition Survey X Attic Garage INVENTORY Service 1 ph Heat Duplec Recpt Ceiling Fixtures Bath Exhaust Fan Service 3 ph Hot Water GFCI Recpt Wall Fixtures Smoke Detectors Main Panel A/C Condenser Single Recpt Recessed Fixtures CO2 Detectors Sub Panel A/C Blower Range Recpt Ceiling Fan Combo Smoke/CO Transformer UC Lights Dryer Recpt Emergency Fixtures Time Clocks Disconnect Switches 4'LED Exit Fixtures Pump Other Equipment Added 9- Remote Radio Heads and 9 Antenna's, Upgraded DC Cabinet Internals Notes: AT&T Cell Tower Inspector Signature: Date: September 22, 2020 S Devlin-Cert Electrical Compliance Form.xls w q 50UlyOlo # TOWN -OF SOUTHOLD BUILDING DEPT. cou765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] IN ULATIOWCAUL-KING [ ] FRAMING /STRAPPING [ FINAL [ ] FIREPLACE-&-CHIMNEY _ [ ] FIRE SAFETY'INSPECTION . [ ] FIRE RESISTANT CONSTRUCTION [°''] FIRE RESISTANT-PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATIO [ ] PRE C/O REMARKS: oe DATE 071'06/-%-o INSPECTOR MP�� . -_ ho�agsouryo� t tO -57- 'P0e_0A`C✓ LA # TOWN OF'SOUTHOLD BUILDING DEPT. �0 • i0 `ycourm N�' 765.1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATIOWCAULKING [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ]' FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ]' FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [gyp ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] -PRE C/O "' 7 REMARKS: - DATE INSPECTOR FIELD INSPECTION REPORT DATE COMMENTS FOUNDATION(1ST) �1 ---------------------------------- 'FOUNDATION (2ND) • o ROUGH FRAMING PLUMBING H m 1 INSULATION PER N.Y-. H STATE ENERGY CODE FINAL ADDITIONAL COMMENTS Go l rl I LD 0 e ,c -db • rn d - ,H TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING DEPARTMENT Do you have or need the following,before applying? TOWN HALL Board of Health SOUTHOLD,NY 11971 4 sets of Building Plans TEL: (631) 765-1802 Planning Board approval FAX: (631) 765-9502 1. Survey Southoldtownny.gov PERMIT NO. Check Septic Form N.Y.S.D.E.C. Trustees C.O.Application Flood Permit Examined ,20 Single&Separate Truss Identification Form Storm-Water Assessment Form 1 Contact: Approved 1 ,20 Mail to: ' Disapproved a/c 1 Phone: Expiration 120 nuildingor D P FEB 2 0 2019 rLICATION FOR EUIL ING PERMIT ate INSTRUCTIONS TOWN OF SOIUTH!__ .D a. This application MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets of plans, accurate plot plan to scale. Fee according to schedule. b. Plot plan showing location of lot and of buildings on premises,relationship to adjoining premises or public streets or areas, an1 waterways. C The work covered by this application may not be commenced before issuance of Building Permit. d.Upon approval of this application,the Building Inspector will issue a Building Permit to the applicant. Such a permit shall be kept on the premises available for inspection throughout the work. _j e.No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f. Every building permit shall expire if the work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date.If no zoning amendments or other regulations affecting the property have been enacted in the interim,the Building Inspector may authorize, in writing,the extension of the permit for an addition six months. Thereafter, a new permit shall be required. APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold, Suffolk County,New York, and other applicable Laws, Ordinances or Regulati or the•eonstruption ogs, additions, or alterations or for removal or demolition as herein described. The applicani D eLiD coznpy witlj a 1p k6able laws, ordinances,building code,housing code, and regulations, and to admit authorize Ton premises andlin building for necessary inspections. APR 1 0 2019 - /U6,J &e J614412, W ipj= C.ssl /�'GJ, L LC (" rT) (Signature of applicant or name,if a corporation) - Ns , Y71 ..T 5Sr d MEILR 61, ldep3), Sustt3a1 ,H T,� IM SSA PE Qt1A)P4 It 7 (Mailing address of applicant) State whetherapplicant is ownesse agent, architect, engineer, general contractor, electrician, plumber or builder ��uZA�T er�s 4e-46 Name of owner of premises 7? O� S6 L11 L (As on the tax roll or latest deed) If a licant is a corporatio , signature of duly authorized officer Name an itle of corporate offreer) Builders License No. Plumbers License No. Electricians License No. Other Trade's License No. 1. Location of land on which proposed work will be done: House Number Street Hamlet County Tax Map No. 1000 Section _75� Block �J Lot � Subdivision Filed Map No. Lot 2. State existing use and occupancy of prq;j ises and intended use and occupancy of proposed construction: a. Existing use and occupancy /"�� Sri<1T e� ,Ov,9L[L Orl LJ t VI /,6�J b. Intended use and occupancy SIQMC IQ� ��d 3. Nature of work(check which applicable): New Building Addition Alteration Repair Removal Demolition Other Work ArprX d N16p) G'k1_ &;4 j'&7,rUH,-It NI &scription),0,4ei.1T� 4. Estimated Cost mss,b Fee (To be paid on filing this application) 5. If dwelling, number of dwelling units N LA Number of dwelling units on each floor If garage, number of cars 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 7. Dimensions of existing structures, if any: Front Rear Depth Height Number of Storiesr,6Wbj1 Dimensions of same structure with alterations or additions: Front Rear Depth Height Number of Stories p r►2� AS d 8. Dimensions of entire new construction: Front Rear Depth Height Number of Stories 9. Size of lot: Front 1 a 1 lis Rear Depth 10. Date of Purchase 7 1�I a Name of Former Owner W,�b AM M• Q FQE 60-fir P.h yp"t �a�gt4 11. Zone or use district in which premises are situated Z��/�6:rTj-1-A L Y- ,goo 12. Does proposed construction violate any zoning law, ordinance or regulation? YES NO 13. Will lot be re-graded? YES NO Will excess fill be removed from premises? YES NO ✓ r��a�,se �lar� S3dS�'' 14. Names of Owner of premises, Address,SadT�lau,��l Ip71 phone No. G31- 745-11960 Name of Architect Address Phone No Name of Contractor Address Phone No. 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES NO * IF YES, SOUTHOLD TOWN TRUSTEES &D.E.C. PERMITS MAY By REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES NO * IF YES, D.E.C. PERMITS MAY BE REQUIRED. 16. Provide survey, to scale, with accurate foundation plan and distances to property lines. 17. If elevation at any point on property is at 10 feet or below, must provide topographical data on survey. 18. Are there any covenants and restrictions with respect to this property? * YES NO * IF YES, PROVIDE A COPY. STATE OF NEW Y-GqW) SS: COUNTY OF Somers& being duly sworn, deposes and says that(s)he is the applicant e (Na of ind' idual signing contract) above named, (S)He is the Area- ani r (Co actor,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 application�V0'ti"u'6'Vogbe best of his knowledge and belief; and that the work will be performed in the manner set forth in the app�I �j�pWli� �thei`e�vith. L;'•4b s Sworn to before me this 11 day of Ica 21� 02,2 $ Notary Public ''�.,, STATE ��.\` Signature of App icant u�`�` OFFICE LOCATION: MAILING ADDRESS: Town Hall Annex *0 so P.O.Box 1179 . 54375 State Route 25 ® Southold, NY 11971 (cor.Main Rd. &Youngs Ave.) Xq- Southold,NY si µ - Telephone: 631765-1938 www.southoldtownny.gov Ute, PLANNING BOARD OFFICE TOWN OF SOUTHOLD APR 1 0 2019 MEMORANDUM To: Michael J. Verity, Chief Building Inspector From: Heather M. Lanza, AICP, Planning Director Date: April 10, 2019 Re: Planning Department Report New Cingular Wireless (AT&T) at the Animal Shelter SCTM#1000-75.-5-14.1 165 Peconic Lane, Peconic The Planning Department has conducted a review of the proposed modification pursuant to §280-74 B.(2), and has received a report from our Wireless Technical Consultant, Cityscape, Inc. (see attached report). We have the following recommendations for this application: 1. The proposed modifications and up-grades are in compliance with the General Requirements of§280-70, therefore, we recommend a Building Permit be issued for this application in accordance with the Structural Analysis Report, dated September 26, 2018. 2. The Building Permit must state the following: a. All of the Applicant's feed lines/cables shall be installed inside the monopole structure; b. All ports shall remain sufficiently sealed to prevent access by birds and other wildlife; c. The facility shall remain secured and protected from unauthorized personnel. Thank you for your cooperation. OFFICE LOCATION: MAILING ADDRESS: Town Hall Annex ®F SU, P.O. Box 1179 54375 State Route 25 ®�,� s�� Southold, NY 11971 (cor.Main Rd. &Youngs Ave.) e` Southold,NY Telephone: 631 765-1938 www.southoldtownny.gov ��C4UNTY,�� PLANNING BOARD OFFICE TOWN OF SOUTHOLD MEMORANDUM To: Michael J. Verity, Chief Building Inspector From: Heather M. Lanza, AICP, Planning Director Date: February 28, 2020 Re: Planning Department Report New Cingular Wireless`Modifcatio'ris and Up-grades SCTM#1000-75.-5-14.1 165 Peconic Lane, Peconic The Planning Board has found that the requirements of the above-referenced Verizon modifications and up-grades have been completed based on the site inspection made February 13, 2020. The improvements are in compliance with the General Requirements of§280-70 and the Planning Department report dated April 10, 2019; therefore, we recommend a Certificate of Occupancy be issued for this application. Thank you for your cooperation. FEB 2 8 2020 Sent from my BUILDING DEPARTMENT- Electrical Inspector TOWN OF SOUTHOLD r7 2020 New York 11971-0959 Southold, Hall Annex - 54375 Main Road - PO Box 1179 , ' Telephone 631 765-1802 - FAX 631 765-9502 p � ) ( ) r;; .O gerrCcDsoutholdtownny.gov - seand(a)-southoldtownny gov APPLICATION FOR ELECTRICAL INSPECTION ELECTRICIAN INFORMATION (Ail Information Required) Date: g—. Company Name: —7— j 4.s t Nam M 0C, ( .O License No.:160 �% email: ®��Address: 2-- 1 Phone No.: e—o —/ LU4L'- 6 0-56 JOB SITE INFORMATION (All Information Required) FA, !0 O 7 Y7 Q Name: 0 /y CJ-J Address: Cross Street: t C-- o-f-- Phone No.: � , '� Bldg.Permit##: 3 6 I email: Tax Map District: 1000 Section: ® Block: Lot: BRIEF DESCRIPTION OF WORK (Please Print Clearly) 4 io Circle All That Apply: Is job ready for inspection?: VES NO Rough In Final Do you need a Temp Certificate?: NO Issued On Temp Information: (All information required) Service Size 1 Ph 3 Ph Size: A # Meters Old Meter# New Service- Fire Reconnect- Flood Reconnect- Service Reconnected - Underground - Overhead # Underground Laterals 1 2 H Frame Pole Work done on Service? Y N Additional Information: PAYMENT DUE WITH APPLICATION Request for Inspection Form.xls 9 �t'& \ a � j r �9 AAM FAA& D }ESIGN" JAN 25 2021 GROUPz ARCHITECTURE ENGINEERING - •13 VINE STREET • WALDWICK,NEW JERSEY 07463 •TEL:201670 0021 • January 20,2021 Ms.Victoria Brennan Shore-2-Shore Wireless,Inc. 5550 Merrick Road, Suite 302 Massapequa,New York 11758 RE: TOWN OF SOUTHOLD BUILDING PERMIT#43643 SITE ID: NYNYNY0229:FA#10074795: SOUTHOLD DPW YARD LETTER OF COMPLETION 165 PECONIC LN,PECONIC,NY 11958(aka 41405 ROUTE 25) Dear Ms.Brennan: With reference to the above noted site, the MTM Design Group reviewed the completed wireless upgrades of the antenna and equipment installations on the existinglattice tower that is located at the Town of Southold's DPW Yard. To assist with this evaluation, the contractor forwarded photos and documentation of the antenna mount installation,antennas,and related accessory equipment for review. The MTM Design Group reviewed these photos and documentation in order to determine if construction had been completed in accordance with the design documents issued by our office; Construction Drawings,"Issued for Construction",Revision 0,dated April 15,2019. Information reviewed included the following documentation: • Certification Letter provided by Communication Components Inc. dated January 13, 2021 certifying that the antenna mount,antennas,and related accessory equipment had been installed in accordance with the manufacturer specifications and was adequately secured as detailed by the provided construction drawings. • Site photographs received by our office on the following dates:January 20,2020 and September 22,2020 from Communication Components Inc. Antenna Mount and Upgrade Modifications(on the existing lattice tower structure): As depicted by detail 2 / A-2 on the approved construction drawings, the existing antenna mounts located on the exiting lattice tower with related antennas and equipment had been removed and upgraded.The new tower mount was required based on the structural analysis that confirmed the need for this replacement.The new mount was installed and secured to the existing lattice tower structure as required.nine(9)existing antennas were removed and replaced with nine(9)new antennas(3 antennas at each of the 3 sectors) on the new antenna support mounts. Three (3) existing 700 RRH units were removed and replaced with three(3)new B 12/14 RRH units(1 at each antenna sector). The three(3) Page 1 existing WCS RRH units along with the three(3) 1900 B25 RRH units(1 of each at each antenna sector) were reinstalled on the new antenna mount. Three (3) new 850 RRH units were installed on the new antenna mount frame.An existing and new Raycap OVP were also mounted to the new antenna mount at the top of the tower with these installed in accordance with the provided details and in accordance with manufacturer specifications. Two (2) additional DC cable and fiber lines along with all required grounding was also installed as required. Equipment Modifications(within the existing equipment shelter at grade level): A new DC12 and Fiber Management Tray were installed on the existing equipment rack within the equipment shelter. Three (3) new converters were also installed on the existing equipment rack within the existing equipment shelter. In concluding, construction was found to have been completed in general accordance with the design documents and are therefore acceptable. All construction is structurally sound and will not compromise the tower's structural integrity in any manner. Should you have any questions,please do not hesitate to contact our office. Since OF NEW,y TO n W b p �GLC A ROF SSIONP cc: ore Wireless,Inc. Communication Components Inc. File Town of Southold CkyScape Telecommunications Site Review C ON s U L T A N T S , INC . 7050 W.Palmetto Park Road#15-652 Equipment Upgrade Application Boca Raton,FL 33433-3483 Tel:877.438.2851 Fax,877.220.4593 March 14,2019 Mr. Brian Cummings Planner Town Hall Annex Building 53095 Route 25 Southold,New York 11971 RE: Town of Southold/SCTM#1000-75-5-14.1 New Cingular Wireless PCS,LLC d/b/a AT&T Mobility/NYNYNY0229 r Dear Mr. Cummings, 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 by AT&T Mobility("Applicant")to modify its equipment on an existing one hundred thirty-one foot six inch(131'6")lattice tower. There are top mounted antennas which raise the overall height to 148'10". The tower is located at 165 Peconic Lane,Peconic,New York,see Figure 1. Support Structure&Equipment The existing support structure is depicted in Appendix, Exhibit A. The Applicant currently has nine (9) antennas, six (6) RRHs, one (1) surge suppressor and a microwave backhaul dish at the top of the tower(130-foot level). It is proposed to replace the antenna mounts and all nine (9) antennas. Six (6) new RRHs will be installed and the existing six (6) will be relocated. One (1) new surge suppressor will be installed while the existing one and existing microwave dish will remain,see Appendix, Exhibit B. Two(2)new DC power cables will be added to the existing feed cables. All changes to ground equipment will be within the existing shelter. Town of Southold-SCTM#1000-75-5-14.1 ckyscape AT&T Mobility/NYNYNY0229 Page CON SU LTA N T S , I NC . Structural Analysis A structural report, prepared by GPD Group, dated September 26, 2018 based on ANSI/EIA/TIA-222-G standards was provided. This analysis indicates that the tower will be loaded to 94.7%and the foundation 80.5%,see Appendix, Exhibit C. The Applicant submitted a complete study indicating compliance with the FCC's Radio Frequency(RF) energy and exposure limits with previous applications. Under the Middle-Class Tax Relief and Job Creation Act of 2012("The Act")any personal wireless facility collocation, modification or upgrade may qualify for streamlined processing. Furthermore, under Section 6409(a) it can qualify for administrative approval if the request meets six criteria,most notably(1)it does not increase the structure height by 10%or 20 feet,whichever is greater, (2) it does not increase the structure width by 20 feet and (3) it does not require any excavation outside the existing ground compound or leased area. Section 6409(a) further states that if an application meets the criteria, the application should be approved and not denied. Cityscape has determined this application complies with the Act and recommends approval, with the following condition: The facility shall remain secured and protected from unauthorized personnel. 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 recommendations are based on technical merits without prejudice per pr(-vailing laws and codes. Respectfully submitted, Jonathan N.Edwards,P.E. CityScape Consultants, Inc. Town of Southold—SCTM#1000-75-5-14.1 co yySca AT&T Mobility/NYNYNY0229 pe Page CON SU LTA N T S , I NC . ® • DeLorrne StreetAtlas USA®2009 v� � y 0 Cyt fAI �'PO Nr P9 0 R"3'. A Y 25 O Vpp +p-P' ra q��.��' o'✓or aQPyy 4o�, Peconic 25 I O `�e Pemnle Oy. Ja R D� , t �' ARD� �-,. ��`�� w Q °ate EME N RD 91 J � J\ Data use subject to license. * e ®DeLorme DeLorme Street Atlas USA®2009. �jVll 0 600 1200 1600 2400 3000 3600 wwwdelorme com MN(13 6°W) Data Zoom 13-2 1 Figure 1 — Site Location Town of Southold-SCTM#1000-75-5-14.1 CkyScape AT&T Mobility/NYNYNY0229 Page C O N S U L T A N T S ] N C . Appendix Town of Southold-SCTM#1000-75-5-14.1 AT&T Mobility/NYNYNY0229 cRyscape Page C ON S U L T A N T S , I N C . __ L�eafil�G cep N 7LL.45(��( irj_ FftOHOGE9 050 RPJi 70 6E IIID TD - R.t —r—-—-—- NEIF A�GOM WPMU FMK- ON IE8 -'ii l'-70 6 SJOi:�aL: Ut1:S1"LIOM(F1Eyaq(eVCAL(F 3. 1 PER gxrJP4 E mw'TLD"TD EIE(EPJCC?RITH Ffl11 mt/m FRVM vm RRH TO 8r WRA-Im 7 t%e(ffPlJ7C 3.1 PER SICi01)OY NE1 AYI�e►1 A'Lf/al'IQ11a1 .1 F S t ;PPPP�n7i -- 111NviP�r1(TTe7<JVL�$i Rc'tr SECfQi1) E—]��-r-A,A 1P C7 KU —FFAV=Ati'DWS TO P.43'M ESC 11MOM VXW-S 70 Etc m-MG Ale i = 9 1�. (SM Aoki 7/A-3) �WN sm SMER CID-W-mr. ! Y7SA7S X EEFILS Q1 A-!) j �3i II EA�.AP PrP 1L aE LQfG-D T3 nV E>G*4 AW?►M2 4`P i P l.1SfM3h SS!'rF 0'i7 FFAYE(RE Ef1bt5 L!7/a-� Y_ r t ` {� II Exam„�C>ktiTSlSS!BT-1%-;W Ct? 3�Jab RGA a JIA.a�L''S y� :S'.A:LATME—,0 A 9PaXuk 0:415`G:LE E1f.Sim 1A7NCOM cols aWXV rS M2S.1e EY W 0W ME IIST.Y.FM-l't ri-a FC1304W '1 ,Rae ALL Fes.sm-im if FEzrom ta+cs G slaCAPAls ADMA-41- gg -A Wlro J8R=CF VE P&MMEWI: I 1 SLPPM WW1 1715 COLVLM CN CW.19 er CFD W="Fx WMIG v I EasM4 'i&PfS;T y LIM G SG'JG1F.W G f1,� I Rims (i)RX CC Parti;tli`'XQ Fal:'it LUM � _1 SMRR CRE cm we r PlS�itJ>s 1D l E1F KP1911 1a4 RArW GWP ID I£Fam UP AM ch MUIG WAYMMC UACLIR fro FQ11.GW I eE61 18.Tk E7LSiltc CME AOUry c m leo°: Dtlr1G arra m aur 10 QWIN I /_(Dricu V r) EMSTN,G"N LVA FEKE(8t 0DIER-4 _D=649 KAY ECMENr SFFLTER I (SEE DUAl 1/A-1) ,y.>,>• L`T.cr. •\��1.'G',�: .�;'.,i 1„4 S.'":. � �F.v'S.'.f J1.4 i 1r Sti': J+N`.;;,,; .f�t,/ [[ r� tt•�' r•b' •*:1' ry'i!1!�,+ �.�.4 ti.'t.1_:: 'yr 1 ti /w°. S\' Yc Y K'tf�'"r: -�•r,. -.�.'.Y•`,1,' .. '�,_ ti'i•°i r, IVP(:F f.P1J:.r F :,�' =``zt .__._-SFti"�r+e�``�'�'',�.,ti��S__.'1: }�';', .v::Y:rti°,°�: <,.• �. Exhibit A— Support Structure Town of Southold-SCTM#1000-75-5-14.1 ckyscape AT&T Mobility/NYNYNY0229 Page C ON S U L T A N T S , I N C . F70ST11C 19CO RRH TO B_PELOWED TO YtW VOUNT r PRCPOSED WCS RR1 TO BE MOUNTED 10 PDS. NEW MW14A SUPPORT FRAME ON NEW E195TN1G 700 RRH TO BE REPIACED VM— #4 UNISTRUT MINT(SEE DETAIL 3/A-3) 1x91 812/14 FM ON NEW SUFPORT(SEE SECTOR DETAIL S/A-3) V PROPOSED AIREILVAS TO REPLACE DOSTING PLATFORM TRUT 0V NEW LNCSPRCPMED 850 fW TO BE MOUNTED TD MSW ANIETM(TYPICAL OF 3 PER MOUNT(SEE MAIL 4/A-3) SECTOR.9 TOTAL)(SEE COAL 2/A-3) POS. � P0: 01 �3 E7.iS1LVG 1U?CO MRH 10 BE ElGWX RWAP 04P TO BE `vi RaCCATID TO hZW MOUNT RELOCATED TO REX I:OUNT J2 PROPOSED RAICAP OYP TO BE NGLP.ITED POS, TO NEW ANTENNA SUPPORT FRAME(SEE PCS #3 DETAU 6&7/A-3) F2 e PCs Oa PROPOSED 850 RRH TO BE MOUNTED TO NEW ANTENIA SUPPORT FRAME ON NOV E705TNG 700 RRH TO BE REPLACED VM LOiSTRUT MOUNT(SEE DETAIL 4/A-3) POS NEW 812/14 RRH ON NEW ANTENNA j1 SUPPORT(SEE DETAIL 5/A-3) PROPOSED ACS RRH TO BE MOUNTED TO POU NEW ANIERNA SUPPORT ME ON NEW SECCTOR P U149STRUT MOVIT(SEE DETAIL 3/A-3) 240' pas PROPOSED 1405 RRH TO BE M0IRITED TD MOUS WICPO"WAVE OV ABOYT TO NEW ANTENNA SUPPORT FRAME ON NEW REMn'N IRJSIRUT MOUNT(SEE DEraUI 3/A-3) PDS. EASING ANTENNA MOUNTS TO BE REMOVED NS PROPOSED Ow RRH TO BE MOUNTED TO AND REPLACED MTH NEW SABER NEW ANTENNA SUPPORT FRALE 0T1 NEW CIO-L57-DD,c MOUNTS QTPX&OF 3.1 UKISTRUT MOUNT(SEE DEWL 4/A-3) AT EACH SECTOR)(SEE DRA11OtC A-4) 04 SUtoa A' v U:IOSTNG 700 RRH TO EE REPLACED WITH E)CSitYC 1900 RRH TO BE PELOCATTD 127 NEW B12/14 RRH ON FEW ANTQOUI TO NEW YOUNT SUPPORT(SEE DECAL 5/A-3) Exhibit B—Proposed Equipment Configuration Town of Southold-SCTM#1000-75-5-14.1 CKYScape AT&T Mobility/NYNYNY0229 Pagel CON SULTANTS , 1NC . GPD GROUP. F'" ring r,n,se:u,w,Yes�a."xoea tex. Shore 2 Shore Wireless,Inc. Kevin Fraleigh 124 Amaya Dr 520 South Main Street,Suate 2531 Folsom,CA 95630 Akron,Ohio 44311 (916)467-7694 (330)572-2191 kfraleigh ftpdgroup.com GPD#2018720.46 September 26,2018 RIGOROUS STRUCTURAL ANALYSIS REPORT PROJECT DESIGNATION: Site USID: NYNYNY0229(5678) Site FA: 10074795 Site Name: SOUTNOLD ANALYSIS CRITERIA: Codes: TIA-222•G,2015 IBC,&2016 NYSUC 134-mph Ultimate(3-Second Gust)with 0"ice 104-mph Nominal(3-Second Gust)with 0"ice 50-mph(3-Second Gust)with 314"ice SITE DATA: 414 05 Route 25,Peconic,NY 11958,Suffolk County Latitude 410 2'28.784"N,Longitude 721 27'31.568"W 130'Modified FWT Self Support Tower Ms.Jackie Mancusi, GPD is pleased to submit this Rigorous Structural Analysis Report to determine the structural Integrity of the aforementioned tower. The purpose of the analysis is to determine the suitability of the tower with the existing and proposed loading configuration detailed in the analysis report. Analysis Results Tower Stress level with Proposed Equipment: 94.71, 2PassFoundation Ratio with Proposed Equipment: 80.5"b We at GPD appreciate the opportunity of providing our continuing professional services to you and Shore 2 Share Wireless,Inc. If you have any questions or need further assistance on this or any other projects please do not hesitate to call. Respectfully submitted, x S i • i � - �•1 it A T. UJ R'Q A V Pill'7 I.S ''rrM-PX "�rf�cS510"+t Christopher J.Scheks,P.F. New Yorlk It:093566-1 Exhibit C — Structural Analysis Summary Form No.6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings,property lines, streets,and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal(S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1% lead. 5. Commercial building,industrial building,multiple residences and similar buildings and installations,a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings(prior to April 9, 1957) non-conforming uses,or buildings and "pre-existing"land uses: 1. Accurate survey of property showing all property lines, streets,building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant.If a Certificate of Occupancy is denied,the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy-New dwelling$50.00,Additions to dwelling$50.00,Alterations to dwelling$50.00, Swimming pool$50.00,Accessory building$50.00,Additions to accessory building$50.00,Businesses $50.00. 2. Certificate of Occupancy on Pre-existing Building- $100.00 3. Copy of Certificate of Occupancy-$.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy-Residential$15.00, Commercial$15.00 Date. New Construction: Old or Pre-existing Building: (check one) Location of Property: 417't 66�6 �tC/JAfyG I1I'-6 House No. I Stre'eIt Hamlet Td-Owner or Owners of Property: ��®" d �� N �"� Suffolk County Tax Map No 1000, Section 15 Block Lot 1q. Subdivision Filed Map. Lot: Permit No. Date of Permit. Applicant: Health Dept.Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary CCertificate Final Certificate: (check one) Fee Submitted: $ Applicant Signature r cKyscape 7050 West Palmetto Park Road#15-652 Boca Raton, Florida 33433 C o N S U L T A N T S , I N C . Tel: 877.438-2851 Fax- 877.220-4593 LETTER OF AGREEMENT February 22, 2019 Brian Cummings, Planner Town of Southold 53095 Route 25 Southold, New York 11971 Re: Agreement between Town of Southold, New York(Town) and CityScape Consultants, Inc. (Consultant) Dear Mr. Cummings, As perthe above referenced Agreement between Town and Consultant, Consultant agrees to provide a review and analysis for a New Cingular application to modify and/or upgrade equipment at a wireless communications facility located at Southold Town Animal Shelter SCTM#1000-75-5-14.1, 165 Peconic Lane, Southold. Review services for the Application will be performed at an agreed upon rate of four thousand, dollars ($4,000). There will be no additional costs of fees associated with the review of this Application and/or follow-up letters relating to this Application. Consultant will provide the services as outlined in Exhibit A, Scope of Services, of the J Agreement. Sincerely, Elizabeth Herington-Smith Government Relations Manager CityScape Consultants, Inc. 4 Shore 2 Shore Wireless, Inc 5550 Merrick Road, Suite 302 Massapequa, NY 11758 516-557-2398 Office naFebruary 20, 2019 RECEIVED BY HAND ii FEB 2 12019 i Town of Southold l� Southo-Td Town-` Southold, NY 11971 Town Hall Planning Board Brian Cummings - Town Planner RE: New Cingular Wireless PCS, LLC (AT&T) — Building Permit Application' AT&T site NYNYNY0229 Premises: 53095 Route 25 Southold, NY 11971 Section 75, Block 5, Lot 14.1 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. The proposed modification is part of AT&T's "LTE Upgrade" project which will allow AT&T to provide better service to the Town of Southold. 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 2) Four(4) set of signed and sealed construction drawings, prepared by MTM Design Group and dated February 6, 2019, including site plans and elevations 3) One (1) Structural Analysis performed by GDP Group and dated September 26, 2018 4) One (1) Mount Analysis performed by GPD Group and dated February 1, 2019 4) A check for $8,500 (#2749) as a consultant 'review Escrow fee. 5) Certificates of Insurance from the contractor 6) Application for Certificate of Occupancy form Thank you for your time on this matter, let me know how to proceed. Patrick O'Rourke Site Acquisition Manager on Behalf of AT&T 516-263-8817 patrick@brennanshore.com TOWN OF SOUTHOLD COUNTY OF SUFFOLK: STATE OF NEW YORK ---------------------------------------------------------------------------------X In the Matter of the Application of New Cingular Wireless PCS, LLC AUTHORIZATION OF OWNER At the premises: 41405 Route 25 Peconic,NY Section 75, Block 5, Lot 14.1 ---------------------------------------------------------------------------------X STATE OF NEW YORK ) ) SS.. COUNTY OF SUFFOLK ) Patrick O'Rourke, being duly sworn, deposes and says: I am the APPLICANT in fee of the premises known as Section 75, Block 5, Lot 14.1 (the "Premises" hereafter), and do hereby authorize New Cingular Wireless, PCS, LLC ('AT&T' hereafter), and its representatives to bring such applications for municipal approvals as may be necessary for constructing or installing on the Premises such antennas,support structures,and related equipment as AT&T may require for the establishment of its public utility wireless telecommunication facility. As such,I will fully cooperate with AT&T and its agents in obtaining any required Approvals. By: Y Swornto before me this 130day of NOVCMB ER 52018 PETER A NENADICH,JR. , ; ' Notary Public, state of New York- ` NO 02NE6125360 NOTARY PUBLI Qualified in Queens County _ Commission Exp"e"April 18, "2021 " �„ .n, ,y- v� . �. Y workers' CERTIFICATE OF INSURANCE COVERAGE STATE Compensation Board DISABILITY AND PAID FAMILY LEAVE BENEFITS LAW PART 1.To be completed by Disability and Paid Family Leave Benefits Carrier or Licensed Insurance Agent of that Carrier 1 a Legal Name&Address of Insured(use street address only) 1 b Business Telephone Number of Insured (973)244-1323 KMM TELECOMMUNICATIONS 4051 N HWY 121 STE 400 GRAPEVINE,TEXAS 76051 Work Location of Insured(Only required if coverage is specifically limited to 1 c.Federal Employer Identification Number of Insured certain locations in New York State,i a,Wrap-Up Policy) or Social Security Number 93-1088391 2 Name and Address of Entity Requesting Proof of Coverage 3a.Name of Insurance Carrier (Entity Being Listed as the Certificate Halder) AETNA LIFE INSURANCE COMAPANY TOWN OF SOUTHOLD 3b Policy Number of Entity Listed In Box"1 a" 54375 ROUTE 25 PO BOX 1179 GS-700398-311 SOUTHOLD,NY 11971 3c.Policy effective period 06/03/2018 to 06/01/2019 4. Policy provides the following benefits ❑X A.Both disability and paid family leave benefits ❑ B.Disability benefits only ❑ C.Paid family leave benefits only 5. Policy covers X❑ A All of the employer's employees eligible under the NYS Disability and Paid Family Leave Benefits Law ❑ B.Only the following class or classes of employer's employees. Under penalty of perjury,I certify that I am an authorized representative or licensed agent of the Insurance carrier referenced above and that the named insured has NYS Disability and/or Paid Family Leave Benefits insurance coverage as described above 02/11/2019 Acal&de- Date Signed By (Signature of insurance carrier's authorized representative or NYS Licensed Insurance Agent of that insurance carrier) Telephone Number (860)547-7192 Name and Title AANAL BHATT,STATUTORY SERVICE SPECIALIST IMPORTANT: If Boxes 4A and 5A are checked,and this form Is signed by the insurance carrier's authorized representative or NYS Licensed Insurance Agent of that carrier,this certificate is COMPLETE. Mail it directly to the certificate holder If Box 4B,4C or 5B is checked,this certificate is NOT COMPLETE for purposes of Section 220, Subd. 8 of the NYS Disability and Paid Family Leave Benefits Law. It must be mailed for completion to the Workers'Compensation Board, Plans Acceptance Unit, PO Box 5200, Binghamton, NY 13902-5200 PART 2.To be completed by the NYS Workers'Compensation Board(Only if Box 4C or 5B of Part 1 has been checked) State of New York Workers' Compensation Board According to information maintained by the NYS Workers'Compensation Board,the above-named employer has complied with the NYS Disability and Paid Family Leave Benefits Law with respect to all of his/her employees. Date Signed By (Signature of Authorized NYS Workers'Compensation Board Employee) Telephone Number Name and Title Please Note: Only insurance carriers licensed to write NYS disability and paid family leave benefits insurance policies and NYS licensed insurance agents of those insurance carriers are authorized to issue Form DB-120.1. Insurance brokers are NOT authorized to issue this form. D13-120.1 (10-17) 111111111°��°!°°11°1°°1°1°1°1°11°°!��IIIIIIl AC�® DATE(MM/DD/YYYY) CERTIFICATE OF LIABILITY INSURANCE 2/5/2019 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(les) must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Insurance Office of America, Inc. PHONEFAX 100 Galleria Parkway e •678-919-1150 (AIC,No 678-919-1151 Suite 600 ADDRESS: Atlanta GA 30339 INSURERS AFFORDING COVERAGE NAIC# INSURER A:Depositors Insurance Company 42587 INSURED KMM0000-01 INSURER B:Allied Property&Casualty Insurance Company 42579 KMM Telecommunications, Inc. 1900 Lakeview Drive INSURER C:Westchester Fire Insurance Company 10030 Suite 100 INSURER D: Lewisville TX 75057 INSURER E: INSURER F. COVERAGES CERTIFICATE NUMBER:2109806996 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS INSR TYPE OF INSURANCE ADDL SUER POLICY EFF POLICY EXP LIMITS LTR POLICY NUMBER MM/DD/YYYY MM/DD/YYYY B X COMMERCIAL GENERAL LIABILITY Y Y ACPGLP03008826504 6/27/2018 6/27/2019 EACH OCCURRENCE $1,000,000 CLAIMS-MADE �OCCUR DAMAGE TO RENTED PREMISES Ea occurrence $300,000 MED EXP(Any one person) $10,000 PERSONAL&ADV INJURY $1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER GENERAL AGGREGATE $2,000,000 POLICY I PRO JECT ❑ LOC PRODUCTS-COMP/OP AGG $2,000,000 OTHER $ B AUTOMOBILE LIABILITY Y Y ACPBAP3008826504 6/27/2018 6/27/1019 COMBINED SINGLE LIMIT $1,000,000 Ea accident) 1 000 000 X ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BODILY INJURY(Per accident) $ AUTOS AUTOS X HIRED AUTOS X AUTOS NON-OWNEO PeoacadenDAMAGE $ A X UMBRELLA LIAB X OCCUR Y Y ACPCAD3008826504 6/27/2018 6/27/2019 EACH OCCURRENCE $10,000,000 EXCESS LIAB CLAIMS-MADE AGGREGATE $10,000,000 DED I X I RETENTION$lo ano I $ WORKERS COMPENSATION AND EMPLOYERS'LIABILITY Y I N STATUTE ER , ANY PROPRIETOR/PARTNER/EXECUTIVEF-1 N/A E L EACH ACCIDENT $ OFFICER/MEMBER EXCLUDED? (Mandatory In NH) E L DISEASE-EA EMPLOYE $ If yes,describe under DESCRIPTION OF OPERATIONS below E L DISEASE-POLICY LIMIT $ C Professional Liability 7G2368004A 006 1/29/2019 1/29/2020 Per Occur/Aggregate $2,000,000 B Leased/Rented Equip ACPCIMP3008826504 6/27/2018 6/27/2019 Limit $250,000 El DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (ACORD 101,Additional Remarks Schedule,may be attached If more space Is required) Pollution Liability. Policy Effective 6/27/2018 to 6/28/2019 Illinois Union Insurance Company,Policy#CPY G46810375 002 $5,000,000 Per Pollution Condition or Site Environmental Condition $5,000,000 Aggregate Limit for all Pollution Conditions and Site Environmental Conditions $25,000 Deductible Per Pollution Condition or Site Environmental Condition Installation Floater See Attached . CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Town of Southold ACCORDANCE WITH THE POLICY PROVISIONS. 54375 Route 25 PO Box 1179 AUTHORIZED REPRESENTATIVE Southold NY 11971 a'_c ©1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25(2014/01) The ACORD name and logo are registered marks of ACORD YORK Workers' STATE Compensation CERTIFICATE OF Board NYS WORKERS' COMPENSATION INSURANCE COVERAGE 1 a.Legal Name&Address of Insured(use street address only) 1 b.Business Telephone Number of Insured ADP TotalSource FL XVII,Inc. (973)244-1323 10200 Sunset Drive Miami,FL 33173 UC/F 1 c NYS Unemployment Insurance Employer Registration Number of KMM Telecommunications Insured 4051 N HWY 121 STE 400 45045108 Grapevine,TX 76051 1d.Federal Employer Identification Number of Insured or Social Security Work Location of Insured(Only required if coverage is specifically limited to Number certain locations in New York State,t e,a Wrap-Up Policy) 931088391 2.Name and Address of Entity Requesting Proof of Coverage 3a.Name of Insurance Carrier (Entity Being Listed as the Certificate Holder) New Hampshire Ins Co Town of Southold 3b.Policy Number of Entity Listed in Box"l a" 54375 Route 25 WC 047032053 PO Box 1179 3c.Policy effective period Southold,NY 11971 07/01/2018 to 07/01/2019 3d.The Proprietor,Partners or Executive Officers are ®included (Only check box if all partners/officers included) ❑ all excluded or certain partners/officers excluded This certifies that the insurance carrier indicated above in box"3"insures the business referenced above in box"la"for workers'compensation under the New York State Workers'Compensation Law.(To use this form,New York(NY)must be listed under Item 3A on the INFORMATION PAGE of the workers'compensation insurance policy).The Insurance Carrier or its licensed agent will send this Certificate of Insurance to the entity listed above as the certificate holder in box"T'. The insurance carrier must notify the above certificate holder and the Workers'Compensation Board within 10 days IF a policy is canceled due to nonpayment of premiums or within 30 days IF there are reasons other than nonpayment of premiums that cancel the policy or eliminate the insured from the coverage indicated on this Certificate.(These notices may be sent by regular mail.)Otherwise,this Certificate is valid for one year after this form is approved by the insurance carrier or its licensed agent,or until the policy expiration date listed in box"30,whichever is earlier. This certificate is issued as a matter of information only and confers no rights upon the certificate holder.This certificate does not amend,extend or alter the coverage afforded by the policy listed,nor does it confer any rights or responsibilities beyond those contained in the referenced policy. This certificate may be used as evidence of a Workers'Compensation contract of insurance only while the underlying policy is in effect. Please Note:Upon cancellation of the workers'compensation policy indicated on this form,if the business continues to be named on a permit, license or contract issued by a certificate holder,the business must provide that certificate holder with a new Certificate of Workers' Compensation Coverage or other authorized proof that the business is complying with the mandatory coverage requirements of the New York State Workers'Compensation Law. Under penalty of perjury,I certify that I am an authorized representative or lieensed agent of the insuranee earrie referenced above and that the named insured has the coverage as depicted on this form. Approved by: Adnana Sanchez (Pont name of authonzed rep re anve or licensed f insurance carver) Approved by: 2/14/2019 (Signature) (Date) Title: Account Specialist II Telephone Number of authorized representative ef Heensed agent ef insufaflee eanien 800-743-8130 Please Note:Only insurance carriers and their licensed agents are authorized to issue Form C-105.2.Insurance brokers are NOT authorized to issue it. C-105.2 (9-17) www.wcb.ny.gov OL GPD GROUP® ,r Glaus,Pyle,Schomer,Bums&DeHaven,Inc Shore 2 Shore Wireless, Inc. Kevin Fraleigh 124 Amaya Dr 520 South Main Street, Suite 2531 Folsom, CA 95630 Akron, Ohio 44311 (916) 467-7694 (330) 572-2191 kfraleigh@gpdgroup.com GPD# 2018720.46 September 26, 2018 RIGOROUS STRUCTURAL ANALYSIS REPORT PROJECT DESIGNATION: Site USID: NYNYNY0229(5678) Site FA: 10074795 Site Name: SOUTHOLD ANALYSIS CRITERIA: Codes: TIA-222-G,2015 IBC,&2016 NYSUC 134-mph Ultimate(3-Second Gust)with 0" ice 104-mph Nominal (3-Second Gust)with 0" ice 50-mph(3-Second Gust)with 3/4" ice SITE DATA: 414 05 Route 25, Peconic, NY 11958, Suffolk County Latitude 411 2128.78411 N, Longitude 721 27'31.568"W 130'Modified FWT Self Support Tower Ms.Jackie Mancusi, GPD is pleased to submit this Rigorous Structural Analysis Report to determine the structural integrity of the aforementioned tower. The purpose of the analysis is to determine the suitability of the tower with the existing and proposed loading configuration detailed in the analysis report. Analysis Results Tower Stress Level with Proposed Equipment: 94.7% Pass Foundation Ratio with Proposed Equipment: 80.5% Pass We at GPD appreciate the opportunity of providing our continuing professional services to you and Shore 2 Shore Wireless, Inc. If you have any questions or need further assistance on this or any other projects please do not hesitate to call. Respectfully submitted, .��()F N,�y SSio�'P Christopher J. Scheks, P.E. New York#: 093566-1 520 South Main Street.Suite 2531 Akron,Ohio 44311 .330-572-2100 Fax 330-572-2101 .www.GPDGroup.com Glaus Pyle Schomer Burns and DeHaven,Inc. t 130 Ft.Self Support Tower-Structural Evaluation AT&T USID:5678 SUMMARY&RESULTS The purpose of this analysis was to verify whether the existing structure is capable of carrying the proposed loading configuration as specified by AT&T Mobility to Shore 2 Shore Wireless, Inc. This report was commissioned by Ms. Jackie Mancusi of Shore 2 Shore Wireless, Inc. Seismic loads were considered using a substantiated analysis utilizing the TIA-222-G standard. The wind effects were found to control the tower loading. The proposed coax shall be installed on Face A in order for the analysis results to be valid. See Appendix C for the coax layout. TOWER SUMMARY AND RESULTS 'r Y3Member§§'' Capacityy„n ` . r Results;;c-Py Legs 62.0% Pass Diagonals 60.0% Pass Secondary Horizontals 33.1% Pass Top Girts 12.0% Pass Bolt Checks 94.7% Pass Anchor Rods 52.2% Pass Foundation 80.5% Pass ANALYSIS METHOD tnxTower (Version 8.0.4.0), a commercially available software program, was used to create a three-dimensional model of the tower and calculate primary member stresses for various dead, live, wind and seismic load cases. Selected output from the analysis is included in Appendix B. The following table details the information provided to complete this structural analysis. This analysis is solely based on this information and is being provided without the benefit of a detailed site visit. DOCUMENTS PROVIDED Uacu'iiienf ;Reinarks�_� �_ Eff = _ :.;� `;°a..gr, Source=, , mom' Radio Frequency Data Sheet RFDS Name: NYNYNY0229 ,dated 4/24/2018 � S2S Tower Design Not Provided N/A Foundation Design Tectonic WO#: 756.229.1.3,dated 5/2/1991 AT&T Geotechnical Report Tectonic WO#: 756.229.1.3,dated 3/6/1991 AT&T Construction Drawings Bechtel Job#: 25736-415-LS dated 2/2/2015 AT&T Previous Structural Analysis GPD Project#: 2015700.03.5678.03,dated 5/28/2015 AT&T Modification Drawings GPD Project#: 2015700.03.5678.03,dated 5/28/2015' AT&T Post Modification Inspection GPD Project#: 2017723.03.5678.05 Rev. 1,dated 3/20/2017 1 AT&T 9/26/2018 Page 2 of 4 L 130 Ft Self Support Tower-StructuralEva[uation AT&TUSID:5678 ASSUMPTIONS This rigorous structural analysis is based on the theoretical capacity of the members and is not a condition assessment of the tower. This analysis is from information supplied, and therefore, its results are based on and are as accurate as that supplied data. GPD has made no independent determination, nor is it required to, of its accuracy. The following assumptions were made for this structural analysis. 1. The tower member sizes and shapes are considered accurate as supplied. The material grade is as per data supplied and/or as assumed and as stated in the materials section. 2. The antenna configuration is as supplied and/or as modeled in the analysis. It is assumed to be complete and accurate. All antennas, mounts, coax and waveguides are assumed to be properly installed and supported as per manufacturer requirements.- 3. Some assumptions are made regarding antennas and mount sizes and their projected areas based on best interpretation of data supplied and of best knowledge of antenna type and industry practice. 4. All mounts, if applicable, are considered adequate to support the loading. No actual analysis of the mount(s) is performed. This analysis is limited to analyzing the tower only. 5. The soil parameters are as per data supplied or as assumed and stated in the calculations. 6. Foundations are properly designed and constructed to resist the original design loads indicated in the documents provided. 7. The tower and structures have been properly maintained in accordance with TIA Standards and/or with manufacturer's specifications. 8. All welds and connections are assumed to develop at least the member capacity unless determined otherwise and explicitly stated in this report. 9. All prior structural modifications are assumed to be as per data supplied/avai]able and to have been properly installed. 10. The azimuth of Leg A is assumed to be at 10 degrees based on the tower mapping by GPD (2013723.15.137009.01, dated 2/14/2014). 11. All existing loading was obtained from the previous structural analysis by GPD (Project #: 2015700.03.5678.03, dated 5/28/2015), the provided RF Data Sheet and site photos, and is assumed to be accurate. 12. The proposed coax shall be installed in two rows on Face A in order for the analysis results to be valid. See Appendix C for the coax layout. If any of these assumptions are not valid or have been made in error, this analysis may be affected, and GPD Group should be allowed to review any new information to determine its effect on the structural integrity of the tower. 9/26/2018 Page 3 of 4 130 Ft.Self Support Tower-Structural Evaluation AT&T USID•5678 DISCLAIMER OF WARRANTIES GPD has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been properly fabricated, erected, maintained, in good condition, twist free,and plumb. The engineering services rendered by GPD in connection with this Rigorous Structural Analysis are limited to a computer analysis of the tower structure and theoretical capacity of its main structural members. All tower components have been assumed to only resist dead loads when no other loads are applied. No allowance was made for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made for loose bolts or cracked welds. GPD does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub-component and connection of an existing tower. GPD provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the feasibility of adding appurtenances usually accompanied by transmission lines to the structure. It Is the owner's responsibility to determine the amount of ice accumulation in excess of the specified code recommended amount, if any,that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD, but are beyond the scope of this report. Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer. GPD makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower. GPD will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD pursuant to this report will be limited to the total fee received for preparation of this report. 9/26/2018 Page 4 of 4 130 Ft.Self Support Tower-Structural Evaluation AT&T USID:5678 APPENDIX A Tower Analysis Summary Form 9/26/2018 Tower Analysis Summary Form General Into Sale Name SOUTHOLD The information contained in this summary report Is not to be used Independently SIB Number NYNYNY0229(5678) FAN umber too74795 from the PE stamped tower analysis. Dag of Analysts 9!262018 Company Performing Analysis GPD Tower into De—Tinton Data Design Parameters Analysts Results%Maximum Usage) Tower Type(a,SST,MP) SST Desgn Code Used TIA-222(1,2D751BC, Eattr, Reserved•FW—♦Proposed Cond01.n Talar Height(top of steel AGL) 130' 2016 NYSUC T—,1%) 947% T—Manufacturer FWT Lncadonof Tower(C-1y.SBta) Su11oIk,Now York Tenet Bass I%) 522% Tomer Model N!A B.IDWInd Spood(mph) 104(Fastastdlge) Foundation PQ 805% Tower Design WA Ice Thickness(in) D75 Foundation Ad.quotaT Yes Foundation Design Testonlo WO R 756228.1.3 5@11991 S Wcture Clazsiticatien(I,II,III) U Gaoiech Report Testonic WO 0 7562291.3 3,6/1991 Exposure Category(B,C,D) C Construction Drawings Bocht.IJob02573"15•LS 2/2/2 111 5 Toloographlo Category(I to S) 1 Previous Structural Analysis GPD Project 92015700.03567803 52812015 Steel Yield Strength(kati Legs 50 Bracing 36 ads .0325 Anchor Rods 3s Existing I Reserved Loading _ - '" _ -3 "- Antenna ,: - - Mount Tmnsmisslon Line Mount-mmAntenna& - -._ -nom" -" AVechmenl J Antenna Owner "Mount n Ouanaty Type ManutazWrer s Model AamuN Ouanaty, Manufacturer Type Ouanby Model Sita F Unknown 13' 1" 1 Omnl Unknown 16'Omnl 1 Unknown 10'plalform 2 Unknown 12" F.-B Link— 130 131 1 Omni Unknown &'Omni On the Soma Mount 3 Unknown 7B" F.-c AT&T Mob0lty, 130 131 1 Panel Col..- Unknown 120 On the Som.Mount 18 Unknown 718" Fac.A AT&T Mob IOty 130 131 3 Panel AOgon 726202 01120240 On the Sam.Mount 1 Fiber 3B' F..A AT&T Mobigry 130 131 3 Parrel Andrew SgNHH•1D65A 0,120/240 On the Same Mount 2 DC Power Wit" Fac.A AT&TMob01ry 130 131 2 Portal And,.. DBXNH-6565A 0240 On the Same Mount 2 RET 318' FmoA AT&TM.bBIty 130 131 1 Dish R.dlowaves 25'Dlsh 120 On the Sumo Mount AT&TIADblBly 130 131 6 TMA Nokia SB MHA On the Sam.Mount AT&TMobiBty 13D 1313 RRH Al .1 Luce. RRH2x60-1..R AT&T MobRty 130 131 3 RRH Alcatel Lucent RRH2x40W.07L On the Same Mount AT&T Mobility 130 131 2 Do ror CBaroom CCOP<70-410On the Same Mount AT&T Mobdity 130 131 2 Diplewr Clear— CCD1a-565.1116P62 On the Same Mount AT&T MobWty 130 131 1 Surge SupProssor Raysap DC64830.18-91' On the Same Mount T-M bit. 115 115 3 Pana[ And— TMBXX-G516-R2M Assumed 3 Unkno— 12'T-Frame 24 Unknown 1.114" Few T.Mobilo 115 115 3 Panel RFS APX16PV-16PVL Assumed On the Same Mount 1 Univ— 1M" 1-8 T-Mobile 115 115 3 TMA Unknown TMA On the Same Mount Unknown 100 110 2 Omni Union— 20'0mn1 3 Unknown 12'T-Frame 3 Unknown lie" F.-C Unknown 100 109 1 Omni Unknown 18'Dan] On the Som.Mount V.ban foo 100 6 Panel Antal BXA-7009014CF Aaaum.d On the Same Mount 12 Unknown 718' Face V.1— 100 100 3 Petrel Antal BXA-17109WBCF As.umed Onihe Samo Mount Voriron 100 100 6 Diploxor RFS FD9R6D04_1C.71- Onlha6ame Mou01 Unkmwn 100 100 1 y", Unknown 8'Yagl On it.6omo Mount 4 Unknom 718' Face Unknown 100 1)o 1 OPS Unknown OPS On Uw Same Mount Unknown 100 90 2 Onnnt Unknown 20'Omnl On the Same Mount Unknown 9t 81 1 Y.gt Unknoem &'Vogl Leg Mounted t Unknovm 7111" F.-B Unknown Ba 88 6 Panel KethmI. BDO.10504 Assumed 3 Unknown 10'T-Fmmo 12 Unknown 1318" FaoeB Unk— 1 Unknown 114' Face B Unkrmwn 38 41 1 Omnl Unkrotm 6Omni 1 Unknown 3'Standoff i Unknown 314" F.-B Note All AT&T MobNty equipment WJF the exception of the DC6 antl Dkh az 131'elevation shall be removed prior B the Installation of the proposed configura0m and have not been cor eldered In BB enaysis All other existing/reserved equipment shall be roused Proposed Loading Antenna. __ _ _ _ _ Mount Tmnsm¢sion Line Antenna Owner Mount Antenna CL Osenbty Type Manulacturer Model Anmuth Ouanbty Manufacturer Typs Ouentay Model She —'I—m H.i m 1 tt Fa AT&TMobtgly 130131 9 Panel Cornmscope HIM R4 0(120240 On the Sam.Mounl 1 Fiber 3A1" F.-A AT&T LAobliy, 130 131 7 RRU Aictel Luce. R.H4x25-WCS4R On gro Same Mount 2 DC Power 7B" Face AT&T Mobdity Sam 131 3 RR U Nok1. AIM ale RRH 4T4R B5160W AHCA Onihe SaMount AT&TMobRity 130 131 3 RRU Not AlrSeaI.Dual RRH4T4RBi2/I4320WAHLBA On the Same Mount AT&TMobtU'y 130 131 3 RRU Aletel Lue.at 625 RRH4X30AR On the Samo Mount AT&T Mob71ty 130 131 1 Surge Suppressor Raytap OC6.4S30.18.8 On the Same Mount Note The proposed equipment sha8 be Installed In adtabon to the reme ning existing/reserved loadng a!loo—swell- Future osameswellonFuture Loading „--Antenna:' � Mount T—...-Una x Amenna Owner „-mMounl YAnBnna CL Ouanby -'Typo Marla umr Model _ µ —u- ..-at,Ouat, � del Man--m( Type Duan Moan AlBchmenl Hei ht 11 tt Fe 130 Ft.Self Support Tower-StructuralEva]uation AT&TUSID 5678 APPENDIX B tnxTower Output File 9/26/2018 MxToWer Job NYNYNY0229(5678) SOUTHOLD Page 1 of 7 GPD Project Date 520 South Main Street Suite 2531 2018720.46 09:30:46 09/26/18 Akron,Ohio 44311 Client Designed by Phone (555)555-1234 S2S Wireless FAX.-(555)555-1235 edoan Tower Input Data The main tower is a 3x free standing tower with an overall height of 130.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 4.00 ft at the top and 17.00 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Suffolk County,New York. Basic wind speed of 104 mph. Structure Class IL Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 0.7500 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. 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. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Feed Line/Linear Appurtenances_- Entered As Round Or Flat Description Face Allow Component Placement Face Lateral # #• Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FW) Row in in in plf Climbing C No Af(CaAa) 13000-800 00000 0 1 1 38400 38400 481 Ladder(Ai) Safety Line C No Ar(CaAa) 13000-800 00000 0 1 1 03750 03750 022 (3/8") Feedline A No Af(CaAa) 13000-800 00000 0 1 1 30000 30000 840 Ladder(A fl LDFS-50A A No Ar(CaAa) 13000-800 00000 002 18 18 10900 10900 033 (7/8 FOAM) 3/8"Fiber A No Ar(CaAa) 13000-800 00000 008 2 2 03750 03750 0 10 Cable 7/8"DC A No Ar(CaAa) 13000-800 00000 009 4 4 08750 08750 060 Power Cable RET Cable A No Ar(CaAa) 13000-800 00000 0 1 2 2 04400 04400 008 Feedline B No Af(CaAa) 13000-800 00000 0 1 1 30000 30000 840 Ladder(A0 LDF4-50A B No Ar(CaAa) 13000-800 00000 003 2 2 06300 06300 0 15 (1/2 FOAM) LDF5-50A B No Ar(CaAa) 9100-800 00000 001 1 1 10900 10900 033 (7/8 FOAM) 3/4"feedline B No Ar(CaAa) 3800-800 00000 003 1 1 07500 07500 025 Feedline B No Af(CaAa) 11500-800 -10000 -0.33 1 1 30000 30000 840 Ladder(Af LDF6-50A B No Ar(CaAa) 11500-800 -60000 -033 24 8 15500 15500 066 (I-1/4 FOAM) thAl"Mer Job NYNYNY0229 (5678) SOUTHOLD Page2 of 7 GPD Project Date 520 South Main Street Suite 2531 2018720.46 09:30:46 09/26/18 Akron,Ohio 44311 Client Designed by Phone:(555)555-1234 S2S Wireless FAX. (555)555-1235 edoan Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (FiacFW) Row in in in plf LDF 1-50A B No Ar(CaAa) 11500-800 -10000 039 1 1 03500 03500 006 (1/4 FOAM) Feedline B No Af(CaAa) 8800-800 00000 025 1 1 30000 30000 840 Ladder(At) LDF7-50A B No Ar(CaAa) 8800-800 00000 025 12 6 19800 19800 082 (1-5/8 FOAM) LDFI-50A B No Ar(CaAa) 8800-800 0.0000 03 1 1 03500 03500 006 (1/4 FOAM) Feedline C No Af(CaAa) 10000-800 00000 03 I 1 30000 30000 840 Ladder(Af LDF5-50A C No At(CaAa) 12800-800 00000 01 3 3 10900 10900 033 (7/8 FOAM) LDF5-50A C No Ar(CaAa) 10000-800 00000 03 19 15 10900 1.0900 033 (7/8 FOAM) Discrete Tower Loads Description Face Offset Offsets. Azimuth Placement CAAA C.4A4 Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft ft' ft' K ft - ft 10'Platform w/Rails C None 00000 13000 No Ice 2669 2669 140 1/2"Ice 3719 37 19 170 V Ice 4769 4769 200 6'Standoff-Round(GPD) A From Leg 300 00000 13000 No Ice 1 14 3 14 007 000 1/2"Ice 179 464 0 10 000 1"Ice 244 6 14 0 13 6'Standoff-Round(GPD) B From Leg 300 00000 13000 No Ice 1 14 3 14 007 000 1/2"Ice 179 464 010 000 1"Ice 244 6 14 013 6'Standoff-Round(GPD) C From Leg 300 00000 130,00 No Ice 1 14 3 14 007 000 1/2"Ice 179 464 010 000 1"Ice 244 6 14 013 (2)Pipe Mount 6'x2 375" A From 600 00000 -13000 No Ice 143 143 003 Centroid-Fa 000 1/2"Ice 1 92 192 004 ce 000 1"Ice 229 229 005 (2)Pipe Mount 6'x2 375" B From 600 )0 0000 13000 No Ice 143 143 003 Centroid-Fa 000 1/2"Ice 192 192 004 ce 000 P Ice 229 229 005 (2)Pipe Mount 6'x2 375" C From 600 00000 13000 No Ice 143 143 003 Centroid-Fa 000 1/2"Ice 192 192 004 ce 000 V Ice 229 229 005 16'Omni C From 400 00000 13000 No Ice 5 11 5 11 006 Centroid-Fa 000 1/2"Ice 7 18 7 18 010 ce 800 1"Ice 8 83 8 83 015 6'Omni B From 400 00000 13000 No Ice 177 177 003 Centroid-Fa 000 1/2"Ice 2 13 2 13 004 ce 300 1"Ice 250 250 006 NNHH-65A-R4 w/Mount A From 400 00000 130.00 No Ice 934 551 010 Pipe Centroid-Fa 000 1/2"Ice 9 82 627 0 18 ce 100 P Ice 1029 697 025 NNHH-65A-R4 w/Mount B From 400 00000 13000 No Ice 934 551 010 Pipe Centroid-Fa 000 1/2"Ice 9 82 627 0 18 ce 100 V Ice 1029 697 025 NNHH-65A-R4 w/Mount C From 400 00000 130.00 No Ice 9.34 5 51 010 Pipe Centroid-Fa 000 1/2"Ice 982 627 018 InxTower Job Page NYNYNY0229 (5678) SOUTHOLD 3 of 7 GPD Project Date 520 South Main Street Suite 2531 2018720.46 09:30:46 09/26/18 Akron,Ohio 44311 Client Designed by Phone (555)555-1234 S2S Wireless FAX-(555)555-1235 1 edoan Description Face Offset Offsets. Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft ft, f 1 x ft ft ce 100 P Ice 10.29 697 025 (2)NNHH-65A-R4 w/Mount A From Leg 600 00000 13000 No Ice 934 551 010 Pipe 000 1/2"Ice 982 627 0 18 100 1"Ice 1029 697 025 (2)NNHH-65A-R4 w/Mount B From Leg 600 00000 13000 No Ice 934 551 010 Pipe 000 1/2"Ice 982 627 0 18 100 1"Ice 1029 697 025 (2)NNHH-65A-R4 w/Mount C From Leg 600 00000 13000 No Ice 934 551 010 Pipe 000 1/2"Ice 982 627 0 18 1.00 P Ice 1029 697 025 AirScale Dual RRH 4T4R A From 400 00000 13000 No Ice 367 230 005 B 12/14 320W AHLBA Centroid-Fa 000 1/2"Ice 392 251 008 ce 100 P Ice 4 18 273 Oil AirScale Dual RRH 4T4R B From 400 00000 13000 No Ice 367 2 30, 005 B12/14 320W AHLBA Centroid-Fa 000 1/2"Ice 392 251 008 ce 100 P Ice 4 18 273 Oil AirScale Dual RRH 4T4R C From 400 00000 13000 No Ice 367 230 005 B12/14 320W AHLBA Centroid-Fa 000 1/2"Ice 392 251 008 ce 100 V Ice 4 18 273 Oil AIRSCALE RRH 4T4R B5 A From 400 00000 13000 No Ice 129 072 004 160W Centroid-Fa 000 1/2"Ice 143 083 005 ce 100 V Ice 1 58 096 006 AIRSCALE RRH 4T4R B5 B From 400 00000 13000 No Ice 129 072 004 160W Centroid-Fa 000 1/2"Ice 143 083 005 ce 100 1"Ice 1 58 096 006 AIRSCALE RRH 4T4R B5 C From 400 00000 13000 No Ice 129 072 004 160W Centroid-Fa 000 1/2"Ice 143 083 005 ce 100 1"Ice 1 58 096 006 B25 RRH4x30-4R A From 400 00000 13000 No Ice 214 131 005 Centroid-Fa 000 1/2"Ice 233 146 007 ce 100 P Ice 253 1 63 009 B25 RRH4x30-4R B From 400 00000 13000 No Ice 214 131 005 Centroid-Fa 000 1/2"Ice 233 146 007 ce 100 P Ice 253 1 63 009 B25 RRH4x30-4R C From 400 00000 13000 No Ice 214 131 005 Centroid-Fa 000 1/2"Ice 233 146 007 ce 100 1"Ice 253 163 009 RRH4x25-WCS-4R A From 400 00000 13000 No Ice 3 16 238 0.07 Centroid-Fa 000 1/2"Ice 3.40 260 0.10 ce 100 1"Ice 365 282 0 13 RRH4x25-WCS-4R B From 400 00000 13000 No Ice 3 16 238 007 Centroid-Fa 000 1/2"Ice 340 260 010 ce 100 1"Ice 365 282 0 13 RRH4x25-WCS-4R C From 400 00000 13000 No Ice 3 16 238 007 Centroid-Fa 000 1/2"Ice 340 260 010 ce 100 1"Ice 365 282 0 13 (2)Fiber Box B From 400 00000 13000 No Ice 029 026 001 Centroid-Fa 000 1/2"Ice 037 033 001 ce 100 V Ice 046 042 001 DC6-48-60-18-8F Surge A From 400 00000 13000 No Ice 092 092 002 Suppression Unit Centroid-Fa 000 1/2"Ice 146 146 004 ce 100 1"Ice 164 164 006 DC6-48-60-18-8F Surge C From 400 00000 13000 No Ice 092 092 002 Suppression Unit Centroid-Fa 000 1/2"Ice 146 146 004 ce 100 1"Ice 1.64 164 006 Pirod 12'Knockdown A From Leg 100 600000 11500 No Ice 976 705 028 T-Frame 173 1/2"Ice 1367 10 13 041 Job Page thX1vwe-.r NYNYNY0229 (5678) SOUTHOLD 4 of 7 GPD Project Date 520 South Main Street Suite 2531 2018720.46 09:30:46 09/26/18 Akron,Ohio 44311 Client Designed by Phone (555)555-1234 S2S Wireless FAX-(555)555-1235 1 1 edoan Description Face Offset Offsets Azimuth Placement CAA.4 C,AA.a Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft' ft, K ft ft 000 VIce .1758 1321 054 Pirod 12'Knockdown B From Leg 100 600000 11500 No Ice 976 7.05 028 T-Frame 173 1/2"Ice 1367 10 13 041 000 V Ice 1758 1321 054 Pirod 12'Knockdown C From Leg 100 600000 11500 No Ice 976 705 028 T-Frame 1.73 1/2"Ice 1367 10 13 041 0.00 1"Ice 1758 1321 054 TMBXX-6516-R2M w/ A From Leg 200 600000 11500 No Ice 584 471 006 Mount Pipe 3.46 1/2"Ice 632 553 Oil 000 1"Ice 678 623 0 17 TMBXX-6516-R2M w/ B From Leg 2.00 600000 11500 No Ice 584 471 006 Mount Pipe 346 1/2"Ice 632 553 Oil 000 1"Ice 678 623 0 17 TMBXX-6516-R2M w/ C From Leg 200 600000 11500 No Ice 584 471 006 Mount Pipe 346 1/2"Ice 632 553 Oil 000 1"Ice 678 623 0 17 APXI6PV-16PVL w/Mount A From Leg 200 600000 11500 No Ice 6.17 305 006 Pipe 346 1/2"Ice 653 365 Oil 000 1"Ice 690 427 016 APXI6PV-16PVL w/Mount B From Leg 200 600000 11500 No Ice 6.17 305 006 Pipe 346 1/2"Ice 653 365 0.11 000 V Ice 690 427 016 APXI6PV-16PVL w/Mount C From Leg 200 600000 11500 No Ice 6 17 305 006 Pipe 346 1/2"Ice 653 365 0 11 000 V Ice 690 427 016 TMA(Tower Mounted A From Leg 200 600000 11500 No Ice 120 060 001 Amplifier) 346 I/2"Ice 134 070 002 000 V Ice 148 081 0.03 TMA(Tower Mounted B From Leg 200 600000 11500 No Ice 120 060 001 Amplifier) 346 1/2"Ice 134 070 002 000 V Ice 148 081 003 TMA(Tower Mounted C From Leg 200 600000 11500 No Ice 120 0.60 001 Amplifier) 346 1/2"Ice 134 070 002 000 P Ice 148 081 003 Pirod 12'Knockdown A From Leg 173 300000 10000 No Ice 976 705 028 T-Frame 100 1/2"Ice 1367 10.13 0.41 000 1"Ice 17.58 1321 054 Pirod 12'Knockdown B From Leg 173 300000 10000 No Ice 976 705 028 T-Frame 100 1/2"Ice 1367 10 13 041 000 V Ice 1758 1321 054 Pirod 12'Knockdown C From Leg 173 300000 10000 No Ice 976 705 028 T-Frame 100 1/2"Ice 1367 1013 041 000 V Ice 1758 1321 054 (2)20'Omni A From Leg 346 00000 10000 No Ice 400 400 004 200 1/2"Ice 6 03 603 007 10.00 1"Ice 8.07 807 0.11 18'Omni C From Leg 346 00000 10000 No Ice 540 540 002 200 1/2"Ice 723 723 006 900 1"Ice 908 908 Oil (2)BXA-70090/4CF w/ A From Leg 346 300000 10000 No Ice 447 472 005 Mount Pipe 200 1/2"Ice 503 560 010 000 1"Ice 552 634 0 15 (2)BXA-70090/4CF w/ B From Leg 346 300000 10000 No Ice 447 472 005 Mount Pipe 200 1/2"Ice 503 - 560 010 000 1"Ice 552 634 0 15 (2)BXA-70090/4CF w/ C From Leg 346 300000 10000 No Ice 447 472 005 Mount Pipe 200 1/2"Ice 503 560 010 tnxTvweJob Page NYNYNY0229 (5678) SOUTHOLD 5 of 7 GPD Project Date 520 South Main Street Suite 2531 2018720.46 09:30:46 09/26/18 Akron,Ohio 44311 Client Designed by Phone (555)555-1234 S2S Wireless FAX. (555)555-1235 edoan Description Face Offset Offsets Azimuth Placement CAA.4 C,AAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft ft, ft, K ft ft 000 1"Ice 552 634 015 BXA-171090/8CF w/Mount A From Leg 346 300000 10000 No Ice 363 3 80 004 Pipe 200 1/2"Ice 425 483 007 000 1"Ice 475 557 0.12 BXA-171090/8CF w/Mount B From Leg 346 300000 10000 No Ice 363 380 004 Pipe 200 1/2"Ice 425 483 007 000 V Ice 4.75 557 0 12 BXA-171090/8CF w/Mount C From Leg 346 300000 10000 No Ice 363 380 004 Pipe 200 1/2"Ice 425 483 007 000 P Ice 475 557 012 (2)FD9R6004/1C-3L A From Leg 346 300000 10000 No Ice 031 008 000 200 1/2"Ice 039 012 000 000 V Ice 047 0 17 001 (2)FD9R6004/1C-3L B From Leg 346 30.0000 10000 No Ice 031 008 000 200 1/2"Ice 039 0 12 000 000 1"Ice 047 0 17 001 (2)FD9R6004/1C-3L C From Leg 346 300000 10000 No Ice 031 008 000 200 1/2"Ice 039 0 12 000 000 1"Ice 047 0 17 001 8'Yagi C From Leg 346 00000 10000 No Ice 160 160 004 200 1/2"Ice 242 2.42 0.05 000 1"Ice 324 324 007 GPS C From Leg 346 00000 10000 No Ice 0 11 Oil 000 200 1/2"Ice 021 021 000 000 1"Ice 028 028 001 (2)20'Omni B From Leg 346 00000 10000 No Ice 400 4.00 004 200 1/2"Ice 6 03 603 007 -1000 P Ice 807 807 Oil 2'Sidearm-Flat(GPD) B From Leg 100 00000 9300 No Ice 080 160 003 000 1/2"Ice 1 05 200 004 000 1"Ice 130 240 005 6'Yagi A From Leg 000 00000 9100 No Ice 120 120 003 000 1/2"Ice 1 80 180 004 000 I"Ice 2 17 2 17 005 Pirod 10'Knockdown A From Leg 100 00000 8800 No Ice 8 83 705 027 T-Frame 000 1/2"Ice 12.37 10 13 039 000 1"Ice 1591 1321 051 Pirod 10'Knockdown B From Leg 100 00000 8800 No Ice 883 705 027 T-Frame 000 1/2"Ice 12 37 10 13 039 000 PIce 1591 1321 051 Pirod 10'Knockdown C From Leg 100 00000 8800 No Ice 8 83 705 027 T-Frame 000 1/2"Ice 1237 10 13 039 000 VIce 1591 1321 051 (2)5'x6"x3"Panel A From Leg 200 00000 8800 No Ice 375 229 001 000 1/2"Ice 4 13 265 0.03 0.00 1"Ice 4 51 302 006 (2)5'x6"x3"Panel B From Leg 200 00000 8800 No Ice 3 75 229 0.01 000 1/2"Ice 4 13 265 003 000 1"Ice 451 302 006 (2)5'x6"x3"Panel C From Leg 200 00000 8800 No Ice 375 229 001 000 1/2"Ice 4 13 265 003 000 P Ice 451 302 006 2'Sidearm-Flat(GPD) B From Leg 100 00000 7800 No Ice 080 160 003 000 1/2"Ice 105 200 004 000 1"Ice 130 240 005 2'Sidearm-Flat(GPD) B From Leg 100 00000 7200 No Ice 080 160 003 000 1/2"Ice 105 200 004 WxTowr Job Page k NYNYNY0229 (5678) SOUTHOLD 6 of 7 GPD Project Date 520 South Main Street Suite 2531 2018720.46 09:30:46 09/26/18 Akron,Ohio 44311 Client Designed by Phone (555)555-1234 S2S Wireless FAX. (555)555-1235 1 1 edoan Description Face Offset Offsets: Azimuth Placement CAA_a CAA_i Weight or Type Hoiz Adjustment Front Side Leg Lateral Vert ft ° ft fil fr2 K ft ft 000 1"Ice 130 240 005 3'Sidearm-Flat(GPD) B From Leg 150 00000 38.00 No Ice 080 240 004 000 1/2"Ice 105 300 006 000 1"Ice 130 360 0.07 6Omni B From Leg 300 00000 3800 No Ice 177 1.77 003 000 1/2"Ice 213 213 004 300 1"Ice 250 250 006 Dishes - Description Face Dish Offset Offsets. Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Ho r-, Adjustment Beam Diameter Area Leg Lateral Width Vert ft o ft ft ft' K 2 5'Dish B Paraboloid w/o From 4.00 0.0000 12800 250 No Ice 491 004 Radome Centroid 200 1/2"Ice 524 005 -Face 200 1"Ice 557 U6 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Till Tivist Radius of Load Curvature ft Comb in o oft 13000 2 5'Dish 39 1 539 00895 00147 548936 11500 Pirod 12'Knockdown T-Frame 39 1 255 00852 00149 182978 10000 Pirod 12'Knockdown T-Frame 39 0 984 00782 00134 112987 9300 2'Sidearm-Flat(GPD) 39 0 866 00740 00122 100209 9100 6'Yagi 39 0 833 00728 00119 97822 8800 Pirod 10'Knockdown T-Frame 39 0 785 00710 00114 96857 7800 2'Sidearm-Flat(GPD) 39 0 633 00648 00097 102177 7200 2'Sidearm-Flat(GPD) 39 0 547 00609 00087 104783 3800 3'Sidearm-Flat(GPD) 39 0 167 00328 00036 65542 Bolt Design Data ' Section Elevation Component Bolt Bolt Size Number Maximum Alloivable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio ft in Bolts per Bolt per Bolt Allowable K K �J Tl 130 Leg A325N 0.7500 6 490 2982 0 164 1 Bolt Tension Diagonal A325N 06250 1 457 1243 0 367 1 Bolt Shear Top Girt A325N 06250 1 097 7.50 0 129 1 Member Block Shear T2 110 Leg A325N 07500 6 11.49 2982 0 385 1 Bolt Tension Diagonal A325N 06250 1 784 1243 0 631 1 Bolt Shear T3 90 Leg A325N 07500 6 1981 2982 0 664 1 Bolt Tension Diagonal A325N 06250 1 953 1243 0 767 1 Bolt Shear tnxTOWeI' Job Page NYNYNY0229 (5678) SOUTHOLD 7 of 7 GPD Project Date 520 South Main Street Suite 2531 2018720.46 09.30:46 09/26/18 Akron,Ohio 44311 Client Designed by Phone:(555)555-1234 S2S Wireless FAX.-(555)555-1235 edoan Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No Type Grade Of Load Load Load Rano ft in Bolts per Bolt per Bolt Allowable K K T4 70 Leg A325N 07500 6 2824 2982 0 947 e 1 Bolt Tension Diagonal A325N 06250 1 10.65 1243 0 857 1 Bolt Shear T5 50 Diagonal A325N 06250 1 13 18 24.85 0 530 1 Bolt Shear Secondary A325N 06250 1 4.29 1044 0 411 1 Member Bearing Horizontal J's T6 30 Diagonal A325N 06250 1 1388 2485 0 558 Jy 1 Bolt Shear Secondary A325N 06250 1 511 1044 0 490 1 Member Bearing Horizontal T7 10 Leg A325N 20000 6 47.34 21206 0 223 1 Bolt Tension Diagonal A325N 06250 1 1399 2485 0 563 I Bolt Shear Secondary A325N 06250 1 555 1044 0 532 1 Member Bearing Horizontal Section Capacity Table Section Elevation Component Size Critical P 00— % Pass No .ft Type Element K K Capacity Fail Tl 130-110 Leg 3 1 -35 17 19890 177 Pass T2 110-90 Leg 3 1/2 31 -7929 23448 33.8 Pass T3 90-70 Leg 4 52 -134.59 35360 381 Pass T4 70-50 Leg 4 73 -19051 35360 539 Pass T5 50-30 Leg 4 94 -24073 42498 566 Pass T6 30-10 Leg 45/16 115 -29487 51542 572 Pass T7 10-0 Leg 45116 136 -32007 51643 620 Pass T1 130-110 Diagonal L2 1/2x2 1/2x1/4 12 -457 2341 195 Pass T2 110-90 Diagonal L2 1/2x2 1/2x1/4 39 -784 1772 442 Pass T3 90-70 Diagonal L3x3xl/4 60 -953 2261 421 Pass T4 70-50 Diagonal L3x3xl/4 81 -1062 1826 582 Pass T5 50-30 Diagonal 2L2 1/2x2 1/2x1/4 102 -13.18 3051 432 Pass T6 30-10 Diagonal 2L2 1/2x2 1/2x1/4 123 -13 88 2549 544 Pass T7 10-0 Diagonal 2L2 1/2x2 1/2x114 144 -1399 2332 600 Pass T5 50-30 Secondary Horizontal L2 1/2x2 1/2x1/4 103 -429 22 16 194 Pass T6 30-10 Secondary Horizontal L2 1/2x2 1/2x1/4 124 -5 11 1852 276 Pass T7 10-0 Secondary Horizontal L2 1/2x2 1/2x1/4 145 -555 1676 33 1 Pass Tl 130-110 Top Girt L2x1 1/2x3/16 5 -100 830 120 Pass Summary ELC Proposed Leg(T7) 620 Pass Diagonal 600 Pass (T7) Secondary 331 Pass Horizontal (T7) Top Girt 12 0 Pass (T1) Bolt Checks 947 Pass Rating= 94 7 Pass 130 Ft.Self Support Tower-Structural Evaluation AT&T USID:5678 APPENDIX C Tower Elevation Drawing 9/26/2018 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION 10'Platform w/Rails 130 TMBXX-6516-R2M w/Mount Pipe 115 6'Standoff-Round(GPD) 130 TMBXX-6516-R2M w/Mount Pipe 115 _ 6'Standoff-Round(GPD) 130 APX16PV16PVLw/Mount Pipe 115 130 0 it 6'Standoff-Round(GPD) 130 APX16PV-16PVLw/Mount Pipe 115 (2)Pipe Mount 6'x2 375" 130 APXI6PV-16PVLw/Mount Pipe 115 (2)Pipe Mount 6'x2 375" 130 TMA(rower Mounted Amplifier) 115 (2)Pipe Mount 6'x2 375" 130 TMA(rawer Mounted Amplifler) 115 m 16'Omni 130 TMA CFower Mounted Amplifier) 115 6'Omni 130 Pirod 12 Knockdown T-Frame 115 Uri " \ NNHH-65A-R4 w/Mount Pipe 130 Pined 12'Knockdown T-Frame 100 NNHH-65A-R4 w/Mount Pipe 130 Pined 12'Knockdown T-Frame 100 NNHH-65A-R4 w/Mount Pipe 130 (2)20'Omm 100 (2)NNHH-65A-R4 w/Mount Pipe 130 18'Omni 100 110011 (2)NNHH-65A-R4 w/Mount Pipe 130 (2)BXA-70090/4CF w/Mount Pipe 100 (2)NNHH-65A-R4 w/Mount Pipe 130 (2)BXA-7009014CF wl Mount Pipe 100 AlrScale Dual RRH 4T4R 812/14 130 (2)BXA-70090/4CF w/Mount Pipe 100 320W AHLBA BXA-171090/8CF w/Mount Pipe 100 AkScale Dual RRH 4T4R 812/14 130 BXA-171090/8CF w/Mount Pipe 100 a 320W AHLBA BXA-17109018CF w/Mount Pipe 100 C N AirScale Dual RRH 4T4R 812/14 130 (2)FD9R60G4/l C-3L 100 y AI320W AHLBA (2)FD9R600411G3L 100 RSCALE RRH 4T4R B5 160W 130 \ AIRSCALE RRH 4T4R B5 160W 130 (2)FD9R6004/1C-3L 100 AIRSCALE RRH 4T4R B5 16OW 130 8'Yagi 100 90011 B25 RRH4x30-4R 130 GPS 100 z � 625 RRH4x30-4R 130 (2)20'Omni 100 B25 RRH4x3O-4R 130 Pined 12'Knockdown T-Frame 100 RRH4x25-WCS-4R 130 2'Sidearm-Flat(GPD) 93 RRH4x25-WCS-4R 130 6'Yagi 91 m Pirod 10'Knockdown T-Frame 88 RRH4x25-WCS-4R 130 r ,o (2)Fiber Box 130 Pined 10'Knockdown T-Frame 88 U m DC6-48-60.18-8F Surge Suppression 130 (2)5'x&KT'Panel 88 m Unit (2)5x6'k3"Panel 88 DC6-48-60-18-8F Surge Suppression 130 (2)*Wx3"Panel 88 a Unit PUod 10'Knockdown T-Frame 88 x 70 0 ft 2 S Dish 1128 2'Sidearm-Flat(GPD) 178 PUod 12'Knockdown T-Frame 115 2 Sidearm-Flat(GPD) 72 o J Fired 12'Knockdown T-Frame 1115 6'Omni 38 ti coi Q TMBXX-6516-R2M w/Mount Pipe 1115 3'Sidearm-Flat(GPD) 138 v MATERIAL STRENGTH U, GRADE Fy I Fu GRADE Fy Fu A572-50 150 ksi 165 ksl A36 136 ksi 158 ksi z 500ft TOWER DESIGN NOTES 1 Tower Is located In Suffolk County,New York ALL RE2,_Tower designed for Exposure C to the TIA-222-G Standard. ARE F/3 Tower designed for a 104 mph basic wind In accordance with the TIA-222-G Standard. \ 4. Tower is also designed for a 50 mph basic wend with 0.75 In ice Ice Is considered to ®I MAX C011ncrease In thickness with height r DOO_Deflections are based upon a 60 mph wind SHE6 Tower Structure Class II 7 Topoqraphic Category 1 with Crest Height of 0 00 ft UPL8 TOWER RATING 94 7% SHEAR 34 K zt 30.0 ft AXIAL 126 K SHEAR \ MOMENT N 16 K i 1264 kip-ft TORQUE 5 kip-ft N 50 mph WIND-0 7500/n ICE 10 0 ft AXIAL 49 K N SHEMOMENT 62 K "'�� 4660 kip-ft OOft TORQUE 28 kip-ft r v N REACTIONS-104 mph WIND a ^ N v in J J Ei F Ul u- it GPD Job NYNYNY0229(5678)SOUTHOLD 520 South Main Street Suite 2531 Projeol 2018720.46 client S2S Wireless Drawn by edoan App'd Akron, Ohio 44311 Phone (555)555-1234 code TIA-222-G Date 09/26/18 Scale NTS FAX. 555 555-1235 Path T1ATendi156781062018720 46 S2S MM MA1TNx15878..Dwg No E-1 Feed Line Distribution Chart 0' - 130' Round Flat App In Face App Out Face Truss Leg Face A Face B Face C 13000 I 13000 12800 12800 115.00 _ 11500 11000 ----- ---- ---- —_ —___—_— __--- —__—__— 11000 100.00 10000 9000 9100 9000 _---- --_-- 8800 -- _ —__—_ -- —_ _ —_ 8800 Q a l Q OLL m m v LL no O 7000 it m y.. m J Q 73 W� ti N r to v OLL E N ❑ j'�, m v fV {9p Y J N Q Q W V LL H ¢ LLO ❑ i m LL J ❑J � C C LL 0 N Q 4 m u�i c N 5000 °� �o- OLL 5000 _ .0 _ J O Q LL T ❑ � Q O N 3800 3800 3000 — ----- ---- ---- ----- — -- _ -- -- _ -- -- — -- — ----- ---- ---- ----- — 3000 m a 1000 _ _____ ____ ____ _____ _ — —--_—_ --__ ____ 1000 8 00 8 00 000 000 GPD ob NYNYNY0229(5678)SOUTHOLD 520 South Main Street Suite 2531 Project 2018720.46 Akron, Ohio 44311 went S2S Wireless Drawn by edoan Appd Phone.(555)555-1234 code TIA-222-G Date 09/26/18 Scale NTS FAX' 555 555-1235 Path T WT=dT15678106201872046 S2S MM MA1T.%,, 6 8 a Dwg No E-7 Feed Line Plan Round Flat App In Face App Out Face �• edline Ladder(Af (24MI -50A(1-1/4 FOAM) (4)7/ffi (18)Wee�f11�0tQl.QArQA ) ��Ml fltpeNil (1/2 FOAM) •• 12)LDF7-50A 1-5/8 FOAM) a�dime Ladder(A� • f9F1-50A(1/4 FOAM) DFl-50A(1/4 FOAM) C aae�`P F°P�l•. ��1 O0 GPD °b NYNYNY0229(5678)SOUTHOLD 520 South Main Street Suite 2531 P"Je 2098720.46 Drawn by App'd Akron, Ohio 44311 S2S Wireless edoan Phone (555)555-1234 code TIA-222-G I Date 09/26/18 scale NTS FAX 555 555-1235 Path T1ATand R5678\062010720 46 S2S MM MA\TNX15676 a Dwg No E-7 • 130 Ft.Self SupportTower-Structural Evaluation AT&T USID:5678 APPENDIX D Anchor Rod Analysis 9/26/2018 Self-Support Anchor Rod Analysis �® 5678 SOUTHOLD o GPD Project#: 2018720.46 GPD GROUP General Info,�� - _ AnchorRotl�Resiilts�� ' Code TIA-222-G _ (Pu+Vu/rl) 67.8 kips ._ Modified Anchor Rods No (�*Rnt=�*Fub*An= 130.0 kips Clear Distance>db No Anchor Rod Stress Ratio= 52.2% JOK Leg Eccentricity No Max Capacity 1.05 ` CO9 O 9 —� -- - 'td A ° A 9 cOea `Tower Reactions _ Detail Type d Eta Factor,rl= 0.50 SECTION A-A SECTION B-9 Detail Type(a) Detail Type(b) Down Load,Pu= 333.00 kips Down Load Shear,Vu= . 37.00 kips Uplift,Pu= 295.00 kips C °p° D °o° o Uplift Shear,Vu= 34.00 kips as snvr _ - _ -_—__ _ _ ooaia C°'sda r, - An61h&�Rdds"_ _' `` Number of Anchor Rods,N= 6 SECTION C-C SECTION o-D Anchor Rod Grade= A572-50 Detail Type(c) Detail Type(d) Anchor Rod Diameter,dd= 2` in -m.ss i 'o?So I Bolt Circle,BC= 24 in Figure 4-4 ofTlA-222-G Yield,Fy= 50 ksi Tensile,Fub= 65 ksi GPD Self-Support Anchor Rod Analysis-V1.0 130 Ft Self Support Tower-StructuralEva]uation AT&TUSID:5678 APPENDIX E Foundation Analysis 9/26/2018 r Mat Foundation Analysis 5678 SOUTHOLD GPD Project#:2018720.46 ',8earin'g Summary;Foundation Criteria �zGPD Case Demand/omits Capocfty/Availabllity Check Eccentrlcfty Load Case TIA Code TIA-222-G Qxmax 483 ksf 600ksf OK,<=105% L/2.6 09D+16W Sail Code AASHTO 2010 Qymax 4 83 ksf 60D ksf OK,<=105°b W/2 6 0 9D-1 6W Concrete Cade ACI 318-11 Qmax @ 45° 4 62 ksf 6 00 ksf OK,<=105% W/3 9 0 9D.1 6W Seismic Design Category B Controlling Capacity 805% Pass Tower Height130 it Bearing On Sop _�_�° Foundation Type SS Pad Case Demand/Limits Capaclty/Avallabihty Check Load Case Pler Type Square Ovtx 43691 k-ft 56412 k-ft 774% OK 09D+16W Reinforcing Known Yes Ovty 43691 k-ft 56412k-ft 774% OK 09D+16W Max Bearing Capacity 105% ' " Ovtxy 29023 k-ft 56412 k-ft 514% OK 09D+16W Max Overturning Capacity 105% Controlling Capacity 77.4% Pass wer`'Reaitfdns=t �•- _ ,,Sliding Su``mmary: _ _ _ s� Moment,M 4660 k-R - Case DemandNmits Capaclty/Avallability Check Load Case Axial,P 49 k Slldingx 62 0 k 323 9 k 191% OK 0 90+16W Shear,V 62k Slidingy 620k 3239k 191% OK 9D,1 6W Controlling Capacity 191% Pass -_-- - Pad&PletiGebmetrya _ _ Pier Width,p aft Reinforcemegt 5_6mmary- :tea i Pad Length,L[y] 21 B k Component Demand/Lands Capacity/Availability Check LoadCase Pad Width,W[xl 21 8 ft Pad Flexural Bending 693 3 k-ft 3932 3 k-ft 176% OK 1.2D+1 6W Pad Thickness,t Y 375it One-Way Shear in Pad 00k 8705k 00% OK 09D+16W Depth,D eft Two-Way Shear in Pad 00k 02k 224% OK 120+16W Height Above Grade,HG -0 61t Compression on Pier 340 7 k 3436 9 k 99% OK 12D+1 6W Tower Centroid,X 10 9 R Moment on Pier 1615 k-ft 440 5 k-ft 367% OK 12D+1BIN Tower Centroid,Y 10 9 ft As Min Pad Met? 2 03 sq in 0 57 sq in. Yes Tower Eccentricity 0 0000 It As Min Pier Met? 12 00 sq in 6 48 sq In Yes Controlling Capacity 36.7% Pass fP.`d[&Pier Reinforcing, 1,1_,_ p Rebar Fy 60 ksi Concrete F'c 3ksi M Pier Reinforcing Clear Cover 3 in V , , HG Shear Rebar Type Shear Rebar Size #4 Pad Reinforcing Clear Cover 3 i y Reinforced Top&Bottom? ,Yes D t Pad Reinforcing Size 08 r.{ %Y "Y 4 —qrj� Pad Quantity Per Layer 28 Pier Rebar Size #9 I� LxW Pier Quantity of Rebar 12 Sol Type Granular Soil Unit Weight 130 pcf Angle of Friction,0 33 —e————— —m e——— Base Friction Coeff Provided in Geo? Yes Base Friction Coefficient,p 04 Bearing Type Gross Ultimate Bearing 8kst WaterTable Depth 18ft r Frost Depth 4 ft - GVDMat Fourftlatlon Analysts-V3] CPI] GROUP° �- ENC.INEERING ANO MCHITECTUP,E PROFE55IONAL CORPORATION Shore 2 Shore Wireless Kevin Fraleigh 5550 Merrick Road, Suite 302 520 South Main Street, Suite 2531 Massapequa, NY 11758 Akron, OH 44311 (516) 557-2398 (330) 572-2191 kfraleigh@gpdgroup.com GPD#2019702.21 February 1, 2019 MOUNT ANALYSIS REPORT AT&T DESIGNATION: Site USID: 5678 Site FA: 10074795 Client#: NYNYNY0229 Site Name: Southold(2012819) ANALYSIS CRITERIA: Codes: TIA-222-1-11,ASCE 7-16,&AISC 360 128-mph Ultimate(3-second gust)with 0" ice 50-mph(3-second gust)with 1" ice SITE DATA: 414 05 Route 25, Peconic, New York 11958,Suffolk County Latitude 411 2' 28.784" N, Longitude 721 27' 31.568" W Market: NYC/N NJ (3)Sabre C10857001C Sector Frames Ms. Vicky Brennan, GPD is pleased to submit this Mount Analysis Report to determine the structural integrity of the aforementioned mount. The purpose of the analysis is to determine the suitability of the mount with the existing and proposed loading configuration detailed in the analysis report. Analysis Results Mount Stress Level with Proposed Equipment: 77.5% Pass Note:The mount was verified to be capable of withstanding a 250 Ib live load concurrent with 30-mph wind speeds. We at GPD appreciate the opportunity of providing our continuing professional services to you and Shore 2 Shore Wireless. If you have any questions or need further assistance on this or any other projects please do not hesitate to call. Respectfully submitted, p NE ,r �P pp1.1ER J a- N UJ � •rc e' Z Christopher J. Scheks, P.E. 083g�6-L. � � � kT yam, t Ash grr 1d"` �� n New York#: 093566-1 ' 'g at gd°�J,",' `w�+- � ' ,.�z--�' .�V�' }�:yxy.�'r�1SLd�y�ds�µWd; ac��tRt,,r��,�,� i�1J�'[l}� '�. tdlat i-—14. LCKatFii t EFINE A 2/1/2019 520 South Main Street.Suite 2531 .Akron,Ohio 44311 .330-572-2100.Fax 330-572-2101 .www.GPDGroup corn GPD Engineering And Architecture Professional Corporation (3)Sabre C10857001 C Sector Frames-Structural Evaluation AT&T USID:5678 SUMMARY&RESULTS The purpose of this analysis was to verify whether the proposed mounts are capable of carrying the proposed loading configuration as specified by AT&T Mobility to Shore 2 Shore Wireless. This report was commissioned by Ms. Vicky Brennan of Shore 2 Shore Wireless. This analysis has been performed in accordance with the TIA-222-H Standard and the 2018 IBC based upon an ultimate 3-second gust wind speed of 128 mph. Exposure Category C with a maximum topographic factor, Kzt, of 1.0 and Risk Category II were used in this analysis in accordance with AISC 360. The mount was verified to be capable of withstanding a 250 Ib live load concurrent with 30-mph wind speeds. MOUNT SUMMARY AND RESULTS 'Member •Capacity. ='-' Resultsµ _ Y s, Mount 77.5% Pass ANALYSIS METHOD RISA-3D (Version 17.0.0),a commercially available analysis software package,and hand calculations were used to create a three-dimensional model of the mount and calculate member stresses for the proposed loading configuration. Selected calculations from this analysis are included in Appendix B. The following table details the information provided to complete this structural analysis. This analysis is solely based on this information and is being provided without the benefit of a recent, site visit. DOCUMENTS PROVIDED Document' _ Reinarks � � Source Antenna Loading RFDS Name: NYNYNY0229 Rev. 1, updated 4/2412018 S2S Construction Drawings MTM Design Group Site ID#: NYNYNY0229, dated 07/25/2018 S2S Mount-Design Sabre DWG#: C10857001C,dated 12/22/2015 GPD Previous Structural Analysis GPD Job#: 2018720.46, dated 09/26/2018 AT&T 2/1/2019 Page 2 of 4 r, l (3)Sabre C10857001 C Sector Frames-Structural Evaluation AT&T USID 5678 ASSUMPTIONS This mount structural analysis is based on the theoretical capacity of the members and is not a condition assessment of the mount. This analysis is from information supplied, and therefore, its results are based on and are as accurate as that supplied data. GPD has made no independent determination, nor is it required to, of its accuracy. The following assumptions were made for this structural analysis. 1. The mount member sizes and shapes are considered accurate as supplied. The material grade is as per data supplied and/or as assumed and as stated in the materials section. 2. The antenna configuration is as supplied and/or as modeled in the analysis. When information was not provided, the configuration was modeled based upon past experience with similar loading. _ 3. Some assumptions are made regarding antennas and mount sizes and their projected areas based on best interpretation of data supplied and of best knowledge of antenna type and industry practice. 4. The mount has been properly maintained in accordance with TIA Standards and/or with manufacturer's specifications. 5. All welds and connections are assumed to develop at least the member capacity unless determined otherwise and explicitly stated in this report. 6. All steel grades have been assumed based upon industry standard minimums. 7. AT&T's proposed loading has been modeled to reflect the final loading configuration found in the provided Construction Drawings and RF Data Sheet. 8. The mount and equipment elevations were obtained from the Mount Mapping and Construction Drawings. 9. A 5th P2 (Sch. 40) mount pipe must be added in the center of the mount face to maintain 6' horizontal spacing between the antennas as specified in the RF Data Sheet. 10. This report analyzes a proposed mount, therefore the following assumptions concerning the mount must be correct in order for the results to be valid. A. This analysis is valid for equipment installed with a 3' or less vertical offset from the mount centerline. B. The stiff arm was modeled based on the referenced mount design. See the RISA diagrams in Appendix B for clarification on stiff arm location. If any of these assumptions are not valid or have been made in error, this analysis may be affected, and GPD should be allowed to review any new information to determine its effect on the structural integrity of the mount. 2/1/2019 Page 3 of 4 (3)Sabre C10857001C Sector Frames-Structural Evaluation AT&T USID.5678 DISCLAIMER OF WARRANTIES GPD has not performed a recent site visit to the mount to verify the member sizes and antenna/coax loading. If the existing conditions are not as represented on the mount elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the mount. This report does not replace a full mount inspection. The mount is assumed to have been properly fabricated, maintained, in good condition,twist free,and plumb. The engineering services rendered by GPD in connection with this Mount Analysis are limited to a computer analysis of the mount structure and theoretical capacity of its main structural members. All mount components have been assumed to only resist dead loads when no other loads are applied. No allowance was made for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made for loose bolts or cracked welds. This analysis is limited to the designated maximum wind and seismic conditions per the governing mount standards and code. Wind forces resulting in tower vibrations near the structure's resonant frequencies were not considered in this analysis and are outside the scope of this analysis. Lateral loading from any dynamic response was not evaluated under a time-domain based fatigue analysis. GPD does not analyze the fabrication of the structure(including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub-component and connection of an existing mount. GPD provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the feasibility of adding appurtenances usually accompanied by transmission lines to the structure. It is the owner's responsibility to determine the amount of ice accumulation in excess of the specified code recommended amount, if any,that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed mount. If any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD, but are beyond the scope of this report. Towers are designed to carry gravity, wind, and ice loads. All members, legs,diagonals, struts, and redundant members provide structural stability to the tower with little redundancy. Absence or removal of a member can trigger catastrophic failure unless a substitute is provided before any removal. Legs carry axial loads and derive their strength from shorter unbraced lengths by the presence of redundant members and their connection to the diagonals with bolts or welds. If the bolts or welds are removed without providing any substitute to the frame, the leg is subjected to a higher unbraced length that immediately reduces its load carrying capacity. If a diagonal is also removed in addition to the connections, the unbraced length of the leg is greatly increased,jeopardizing its load carrying capacity. Failure of one leg can result in a tower collapse because there is no redundancy. Redundant members and diagonals are critical to the stability of the tower. GPD makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this mount. GPD will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person,firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD pursuant to this report will be limited to the total fee received for preparation of this report. 2/1/2019 Page 4 of 4 (3)Sabre C10857001C Sector Frames-Structural Evaluation AT&T USID.5678 APPENDIX A Mount Analysis Summary Form 2/1/2019 Mount Analysis Summary Form General Info Site Name Southold(2012619) The information contained in this summary report is not to be used independently from the PE Site USID Number 5678 Site FA Number 10074795 stamped mount analysis. Date of Analysis 2/1/2019 Company Performing Analysis GPD Tower Info Description Date Design Parameters Analysis Results %Maximum Usage) Tower Type(G,SST,MP) Self Support TIA-222-H,ASCE 7-16, 1froposed Condition Tower Height(top of steel AGL) 130' Design Code Used &AISC 360 Mount N 1 77.5% Mount Manufacturer Sabre Location of Tower(County,State) Suffolk,New York Mount Model C10857001C Ultimate Wind Speed(mph) 128(3-sec gust) Tower Design WA Ice Thickness(in) 1 Mount Design Sabre DWG# C10857001C 12/22/2015 Risk Category(I,It,III) 11 Mount Mapping WA Exposure Category(B,C,D) C Previous Mount Analysis WA Topographic Category(I to 5) i Construction Drawings MTMDesign Group Site ID# NYNYNY0229 7/25/2018 Previous Tower Analysis GPD Job# 2016720.46 9/26/2016 , Steel Yield Strength(ksl) Plates 3fi Pipes 35 The mount was verified to be capable of withstanding a 2501b live load concurrent with 30- S011d Rou d 136 mph wind speeds. Note Steel grades have been assumed based upon industry standard minimums. Proposed Configuration Antenna;"- _ __ �"" _ _ Mount Antenna Owner Mount Height(ft) Antenna CL(ft) quantity Type Manufacturer Madel Y Azimuth quantity Manufacturer Type AT&T Mobility 128 131 9 Panel Commscope NNHH-65A-R4 0/120/240 3 Sabre C10B57001 C Sector Frames AT&T Mobility 128 131 3 RAH Alcatel Lucent RRH4x25-WCS-4R On The Same Mount AT&T Mobility 128 131 3 RRH Nokia AirScale RRH 4T4R B5 160W AHCA On The Same Mount AT&T Mobility 128 131 3 RRH Nokia AlrScale Duel RRH 4T4R 812/14 320W AHLBA On The Same Mount AT&T Mobility 128 131 3 RRH Alcatel Lucent B25 RRH4%30-4R On The Same Mount AT&T Mobility 128 131 1 Dish Radio Waves SP3-5.2NS On The Same Mount AT&T Mobility 126 131 2 Box unknown Fiber Box On The Same Mount AT&T Mobility 128 131 2 Surge Raycap DC6-48-60-18-8F On The Same Mount (3)Sabre C10857001 C Sector Frames-Structural Evaluation AT&T USID.5678 APPENDIX B Wind Calculations and RISA-31D Output File 2/1/2019 ® TIA-222-H:Mount Analysis Wind Loading Southold(2012819)/5678 - ® 2019702.21 Structure Information Code Specifications Topographic Inputs Structure Type Self Support IBC Edition• 2018 ( Topographic Feature( N/A Structure Height 130 ft TIA/EIA Code H z(Mount Centerline)= 128 Ift Ultimate Wind Speed(No Ice)= 128, mph(3-s gust) Gh(Mount Gust Effect Factor)= 100 Ultimate Wind Speed(With Ice)= 50 mph(3-s gust) Risk Category I II Ice Thickness 1` In Exposure Category C Tower Base Elevation(AMSC) 187 ft Section Sets No Ice Ice Output Side(Longest seeing Calculated Dc,for ice Area Type User's Wind Normal ice Wind Force Mount Components Member Type Length(in) wind)(In) Other Side I n) ,Height(in) Dc,for ice weight(in) (Round or Flat) K. Multiplier Normal Wind Force(Ib/ft)• (Ib/ft)• Ice Weight(Ib/ft)' Standoff Arm - - Pipe 50 00� 2 375 2 375 2 38 Round 090 100 .- 1169 278 493 Standoff Arm Vertical Pipe 3600 075 - 075 075 Round 090 100 398 186 265 Standoff Arm Diagonal Pipe 5700 075 075 075 Round 09D 100 398 218 265 Face Pipe Pipe 15600 2 375 2 375 238 Round 090 100 1261 378 493 Mount Pipe Pipe 9600 - 2.375 2375 238 Round 090 100 1261 347 493 Pivot Plate Square/Rect 800 0 625 5 504 Flat 090 100 441 160 865 Tieback Stiffarm Pipe 12000 2375 2375 238 Round 090 100 1261 378 493 •wlrorresorev�laaoree Appurtenances Shielding No Ice Ice Output Front Shielding Side Shielding K.and/or block Normal Wind Normal Wind Force(IbsJ Appurtenance Model Loading Elevation(ft) Heigh[(in) Front Width(In) Side Depth(In) Wt(lbs) Type for Area (%) (%) shielding Force(lbs)' Wt(lbs)(no Ice)' (w/ice)• Wt(Ibs)(only ice)* (3)NNHH-65A-R4 ' 131 551 196 78 838 Flat 0% 0% 090 43705 8380 7254 13817 (1)RRH4x25-WCS-4R 131 315 12 87 70 Flat - 0% 0% 090 15193 7000 2682 6558 (1)AuScale FRH 4T4R BS 160W AHCA 131 133 126 65 35 27 Flat 0% 0% 090 — 6172 3527 1164 2927 (1)AuScale Dual RRH 4T4R 812/14320W AHLBA -. 131 28,72 1535 944 - '46 Flit 0% - -0% 090 17637 4600 3070 7328 (1) B25 RRH4X30-4R ` '"131 216 12 9 57 2' Flat 0% - 0% 090 10370 5720 1876 4945 (1)SP3-5 2NS ,131 35 35 30 78 Dish w/Radome 0% 0% 090 27692 7800 4798 8331 (1)Fiber Box 131 17 - 17 6 10 Flat D% 0% 090 21562 1000 2061 4390 (1) DC648-60-18-8F - ,131 24 11 11 189 Round 0% 0% 090 6161 1890 1245 5653 •ai rorm�re vaaaoren. A z x 46 48 60 28 7 55 N50 4 4 20 2 5 52 42 9 9 718 4 6 47 3 3 3 43 6 6% 49 29 1 61 4 4 8 51 10 112 53 GPD SK- 1 Merwin, Derrick Southold (2012819) /5678 Feb 1, 2019 at 9:23 AM 2019702.21 5678 Sabre C10-857-001C.Loaded... A z x 0 N Q_ M PIP 2.01 HRA t late 5/8" — o cV Q � A/ m /4 0 Z \Q� / \�O O/ CO Q d N d 2� c PIP 2 O1 HRA 4 e5/8' a M cli �o a N M / CL Q d � / GPD SK-2 Merwin, Derrick Southold (2012819)/5678 Feb 1, 2019 at 9:23 AM 2019702.21 5678 Sabre C10-857-001 C.Loaded... y Section Sets Standoff Arm Standoff Arm Vertical Standoff Arm Diagonal Z X Face Pipe Mount Pipe #. Pivot Plate Tieback Stiffarm RIGID CD C: 0 0 S andoff Arm a) V t Plate a ACE, > m E sf� < Fao a°Oai o o g andoti Arm tr ate D C >� F eQe Fac 0 < -moo GPD SK-3 Merwin, Derrick Southold (2012819) /5678 Feb 1, 2019 at 9:24 AM 2019702.21 5678 Sabre C10-857-001 C.Loaded... � 2 , \ , \ GPD SK-4 UerwM, De¥C Southold (2042 4$ /36 8 Feb 1, 20]gg 9:2 a9 20190224 5678 Sabre q$a57m1ELoaded. z x -218.5231b 11.3471b/ft -151.9281b 111�- 218.5231b -11.3471b/ft 11.3471b/ft 28 6 /ft -218.5231b 1 -276.9161 -115.622 -218. >-1 1.347lb/ft 11 47 .6121 ft-8.6961b/ft 218. 61b/ft 11.34 Loads•BLC 8,No Ice Wind 180 deg GPD SK-5 Merwin, Derrick Southold (2012819) /5678 Feb 1, 2019 at 9:24 AM 2019702.21 5678 Sabre C10-857-001C.Loaded... Y Code Check Env) No Calc >1.0 Z X 90-1 0 75-90 50-75 0-.50 m .23 29 N 000U) N , .23 IX) N Member Code Checks Displayed(Enveloped) Envelope Only Solution GPD SK-6 Merwin, Derrick Southold (2012819)/5678 Feb 1, 2019 at 9:27 AM 2019702.21 5678 Sabre C10-857-OO1C.Loaded... Y Shear Check (Env No Calc >10 Z X 90-10 75-90 50-75 0:.50 oa 000 oa h .07 �o N � Member Shear Checks Displayed(Enveloped) Envelope Only Solution GPD SK-7 Merwin, Derrick Southold (2012819) /5678 Feb 1, 2019 at 9:27 AM 201 9702.21 5678 Sabre C10-857-001 C.Loaded... Company GPD Feb 1,2019 IIIRISA 2019 Designer 7 , Derrick 9.28 AM Job Number 2019702.21 Checked By ANEMETSCNEK COMPANY Model Name Southold(2012819)/5678 Material Takeoff Material Size Pieces Len th ft Wei ht K =2;1 General _ 3 Total General 17 4.2 0 5 Hot Rolled Steel 6° A3E.Gr'.36 Pivot-Plate' 7 A36 Gr.36 SR 3/4 6 _2 A53- B _ PIPEX47 1.4 0 9' A53 Gr.B PIPE 2.OX HRA 6 42.8 2 _10' - vTotal HR�Steel' . --- -7, Joint Joint Coordinates and Temperatures Label X rftl Y[ftl Z fffl Temp[Fl Detach From Dia ... 1 N1 0 0 0 0 _-2i ,N2- 0:395833': 3N3 0.76176 0 -0.533822 0 ,4,- IN4�- -.0.76176: ' 0`v"=`- 0.533822 0 5 N5 3.120227 _ �� 0 -4.000295 0 s°3:396268=- '. b 0- 7 N7 3.120227 0 4.000295 0 N8 - ,3.396268 4.000295°' 0 - 9 N9 3.396268 0 -6.500295 0 �10 =N 10" --"°3.396268 `"' 0' _ 6:499705." 6 11 N 11 ��3.396268 - 0 5.999705 0 _=3.594185=-� '0, " 5:999705 13 N13 3.396268 0 2.999705 0 14 -N14 f - 3.'594185; -0 999705 0 15 N15 3.396268 0 -3.000295 0 A-6 � Nifi,. ' x`3:5941:86 0 =3.000295 °;; �'`0; 17 N17 3.396268 0 -6.000295 0 18: :N18X3:594185. '0` -6.006295°-. 19 N19 0 3 0 0 `20 N20a _ :6:395833 3= _' =0.n 0" tea, 21 N21 0.76176 3 -0.533822 0 22, N22�` 0.7fi176' . 3` '0:553822 - 30,'- 23 N23 s 3.120227 w 3 -4.000295 0 24:, -N24=` u_ ,`3.396268°_ 3'` -4.000295 : 25 N25 3.120227 3 4.000295 0 =26 -A26----- 3:396268` t= =3 . z�° - :`4.000295' `• 0 27 N27 3.396268 3 4.323212 0 '8.396268- -28' -N28,--- 13.396268=- .�3= -6.500295 0" 29 N29 3.396268 3 6.499705 0 30`` �N30 3:396268 ti35:99`9705_.°r' �0 - 31 N31 3.594185 3 5.999705 0 32 ,-N32 �3= - - 2:999705 - - 0 - 33 N33 3.594185 _ 3 2.999705 1 0 34.r N34 :�3°:396268."max=' _� 3` =3.000295, 0 35 N35 3.594185 3 -3.000295 0 r-N36 3:396268 3 -6';6002966. 37 N37 3.594185 3 -6.000295 0 38° N38; � '2:956159=� 3' 3:769149 39 � N39 0.928757 0 0.779274 0 u�40f'- 'N40 �n�_ - -20:928757,'-:, - 3_ - - s�0:7�79274 �0'; 41 N41 2.956159 0 1 3.759149 0 RISA-3D Version 17.0.0 [TA...\...\...\Mount Analysis\RISA\5678 Sabre C10-857-001 C.Loaded.r3d] Page 1 Company GPD Feb 1,2019 Designer Mervin, Derrick 9:28 AM 111RISAJob Number 2019702.21 Checked By: ANEMETSCHEKCOMPANY Model Name Southold(2012819)/5678 Joint Coordinates and Temperatures (Continued) Label xrfti Y rm z MI Tem r)IF1 Detach From Par)... 56459-�,' 0 42, 2'.9 43 N43 0.928757 0 -0.779274 0 44 . 6' M:C - $-- 45 N45 2.956159 0 -3.759149 0 60 5 -.-600OT3,- -6.600995,,' 46 , N46' :--" "3-. 418 7 47 N47 3.594185 -0.999997 -6.000295 I - - '!, --- -- V '�1156419-6 -0060 --a-000205-1 48 .0 49 N49 3.594185 -0.999997 -3.000295 0 "N60." -3.5 � '941ZSC 7-, .b0000'3- "'2,.990706 51 N51 3.594185 -0.999997 2.999705 0 -5� '97 Vfi' .0 -62 11 .5 .99 53 N53 3.594185 -0.999997 5.999705 -0 -l"456 , "A -, -1 --l'4.,8232'f Z 55 N55 -3.464 3 2 0 -56A ," 268 060206 57 N57 3.594185 0 -0.000295 0 7 '58 _ N58� __ -8.396268 I , - =0-000295.' 59 N59 3.594185 3 -0.000295 0 -1 - 0 ='0:000295`61 - N60 = -3.50485 �-z,' .,'0 0003 O'� N61 3.594185 -0.999997 -0.000295 0 Hot Rolled Steel Section Sets Label ShaDe T Desian List Material Desian... A fint l Ivy rin4l izz rin4l J lin4l 1 Standoff Arm PIPE 2-OX ... Beam- None A53 Gr.B Typical 1.4 827 .827 1.65 Standoff ArmVertid4l', Be =None 6 A8 6 G SR�3/4-"' ' am Typida[ "44z 3 Standoff Arm Diagonal SR 3/4 Beam None A36 Gr.36 Typical .442 .016 .016 .031 Abne�---- -,A58-GaL B al .82T, ' - A -17' P i b 6 P 1 P EL2 a 0)- A27,, 1.65 a66 "'BbAn�. ""' ' -�Tipic 5 Mount Pie PIPE 2.0 Beam None A53 Gr.B Typical 1.02 .627 .627 1.25 Pivot 6, iV6f'-Pl4te",- iv PWd'.v am --A36!6r.-36- T. y&al, .376-'- ,B�i N 6 fi 7 1 Tieback Stiffar� PIPE 2.0 Beam None A53 Gr.B Typical 1 1.02 '.627±.6*27"'I' 1.25' Member Primary Data Label I Joint J Joint K Joint Rotate(.. Section/Shape T Desian List Material Desian R... 1 Mi NI N2 RIGID None None RIGID - ical 2 -NZW'-1 -,Pivot"0atq--,t- -V-'---� Beam ,N666 A36 07r,' al 3 M3 N2 N4 90 Pivot Plate Beam None A36 Gr.36 TvDicaf St'-doff.Ar'- an m., earn on'&--�, 5 M5 N4 N7 Standoff Arm Beam None A53 Gr.B ical 5'-' R IG I 'N' D 3�6 N brie-, o n e.,.T icall 7 M7 N7 N8 RIGID None None RIGID TyPical -M- - I--i -, Oe A53 -pibal" -Face.p.i -,N6n6i- -Qf.R,---fTy 8' 9 M9 N11 N12 RIGID None, None RIGID Twical A 0 M 1-0-, K NT8 None N0, 6e,- RIGID v N 14, 11 M11 N15 N16 RIGID None None RIGID e J Typical "1 -2- -RIGID "--TS(bical None "',-Ml 'N 17,' *16 RIGID 13 M13 N19 N20 RIGID None None RIGID ical -Typid'6 14:�., 14-'-'-%'WO°: k,pivb Idte-",:7-.,, --Aolttk�.36'�a 15 M15 N20 N22 90 Pivot Plate Beam, None A36 Gr.36 Typical - a�-. - r,_��_,, "I "M 6 N�l� N2-'- taiid6ft,Affi ,- r 6 --,, I S 17 M17 N22 N25 Standoff Arm Beam None I A53 Gr.B Typical 18' M 18- _"N'23" A24� f RIG'ID' None Noh&,-' - RIGID 'T vdica' 19 M19 N25 N26 RIGID None None RIGID Typical , T' "-'-I �-20- -"'A26- �,N56' ;RIGID: N6n''6T Ndhe"--- 'RIOID 21 M21 N28 N29 Face Pipe Beam None A53 Gr.B RISA-3D Version 17.0.0 [TA... ...Wount Analysis\RISA\5678 Sabre C10-857-001 C.Loaded.r3d] Page 2 Company GPD Feb 1,2019 11RISA Designer Merwin, Derrick 9 28 AM Job Number 2019702.21 Checked By: ANEMETSCHEKCOMPANY Model Name Southold(2012819)/5678 Member Primary Data (Continued) Label I Joint J Joint K Joint Rotate(.. Section/Shape Tvoe Desian List Material Desion R. 22 M22 N31 RIGID , None 1, None-- RIGID _ Typical 23 M23 N32 N33 RIGID None None RIGID T ical 24 M24 N34 N35 RIGID None, None RIGID Tvpical 25 M25 N36 N37 RIGID None None RIGID Typical 26 M26 N38 N41- . .. Standoff Arm°Vertical _`_, Beam „ None A36 Gr.36 Typical 27 M27 N40 N39 Standoff Arm Vertical Beam None A36 Gr.36 T ical 28' M28 _N40 N4t Standoff Arne Dia onal Beam None A36 Gr-.36 Typical. 29 M29 N42 N45 Standoff Arm Vertical Beam None A36 Gr.36 Typical 30 M30 N44 N43 Standoff Arm Vertical Beam None A36.Gr.36 T ical 31 M31 N44 N45 Standoff Arm Diagonal Beam None A36 Gr.36 T ical 32' , . ' M32"- N46 N47-,'-- =_ Mount Pie , '-,,-Beam None A53,'Gr-.B T ical 33 M33 N48 N49 Mount Pie Beam None A53 Gr.B Typical 34 M34 N50 N61 Mount Pie _Beam Beam _ None A53.Gr.B Typical 35 M35 N52 N53 Mount Pie Beam None A53 Gr.B Typical 36._ M36 'N'56 N55 : Tieback Stiffamn Beam None A53 Gr.B T ical 37 M37 N56A N57 RIGID None None RIGID Typical �38 M38 :: N58. N59'' --RIGID. _, None `None, RIGID TypicaL 39 M39 N60 N61 Mount Pie 113eaml None A53 Gr.B Typical Hot Rolled Steel Properties Label E rksil G rksil Nu Therm AI E...Densit k/ft... YieldFksil Rv Furksil Rt 1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 2 A36 Gr.36 29000_;_ 11154 .3 .65 r .49 e- 36 1.5 58' 1:2 3 A572 Gr.50 29000 11154 .3 .65 .4950 1.1 65 1.1 4` A500 Gr.B RND 29000` 11154 .3 .65 .527` 42 - 1.4 58 1.3 . 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 -6', A53.Gr.B 29000, 11154 �' :3 _ _ 65 .49,E = 35 _ 1.6'. _ =60 1.2a 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Basic Load Cases BLC Description Cateoory X Gravitv Y Gravitv Z Gravitv Joint Point Distributed Area Me...Surface(.. 1 Dead DL -1 18 2 No Ice Wind-0 deg None �18 - 22 3 No Ice Wind 30 deci None 36 44 .4 No-Ice Wind 60 deig None 36' _ 44 5 No Ice Wind 90 deci None 18 20 6- No IceWnd 120 de None, = 36% 44,' 7 No Ice Wind 150 deci None 36 44 �_8 .No Ice Wind 180,deg None 18 22 9 No Ice Wind 210 deci None 36 44 10 _ No Ice,Wind 240 dea None "36 -44 , 11 No Ice Wind 270 deci None 18 20 12. No,IceWnd,300 de-q None,',.'-' 36, 44 13 No Ice Wind 330 deq None 36 44 _14 . Ice-Weiciht None 18 ' . 22 15 Ice Wind 0 deci None 18 22 16 . • Ice'Wind 30 dea None-- . �36 rA- 44 17 Ice Wind 60 deci None 36 44 1-8 Ice Wind,90 de' None° "� _.1820. 19 Ice Wind 120 deg None 36 44 20 Ice-- Wfnd 150 de None 36� 44 21 Ice Wind 180 de None 18 22 22 Ice Wind 210 degNone 86' ` 44 23 Ice Wind 240 de None 36 44 RISA-3D Version 17.0.0 [TA...\...\...\Mount Analysis\RISA\5678 Sabre 010-857-001 C.Loaded.r3d] Page 3 Company GPD Feb 1,2019 11RISA Designer Merwin,Derrick 9.28 AM Job Number 2019702.21 Checked By ANEMETSCHEK COMPANY Model Name Southold(2012819)/5678 Basic Load Cases (Continued) BLC Description Cateciory X Gravltv Y Gravitv Z Gravitv Joint Point DistributedArea Me...Surface ... 24`' Ice Wind 270-de' None 18 20_ 25 Ice Wind 300 de_q None 36 44 26, Ice Wind 330 deg None 36- 44 27 LL1 LL 1 28_ LL2 LL_ -1, 29 LL3 LL 1 '30 11_4 LL 1 31 LL5 LL 1 32 LL6 _ LL 1 ' 33 LL7 LL 1 .34 LL8' LL - 1 35 LL9 LL 1 36: LL10 LL 1 _ Load Combinations Descri tion So... PDelta S... BLC Fact..BLC Fact..BLC Fact..BLC Fact.BLC Fact.BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact... 1 1.4 Dead 1yes Y 1 1 1.4 0 0 0 0 0 0 0 2 1.2 Dead Yes Y 1 1.2 2 1 0 0 0- 0 0 0 3 0.9 Dead...Yes Y 1 .9 2 1 0 0 0 0 0 0 4 1.2 Dead..Yes Y =1 1.2 3 ` _i 0 0 0. 0 0 0 5 0.9 Dead...Yes Y 1 .9 3 1 0 0 0 0 0 0 6- .1.2 Dead..Yes 'Y 1 1.2 1 4 _ 1t 0 0"t 0 .0 , '0• ;'_` 0- ' 7 0.9 Dead..Yes Y 1 .9 4 1 0 0 0 0 0 0 g 1.2 Dead..Yes ` Y .1 1.2 5 -_V 0 0 0 0 0 0 g 0.9 Dead..Yes Y 1 .9 5 1 0 0 0 0 0 0 10, 1.2 Dead...Yes Y . 1 1.2 6 A '0 6' 0 '0 6 0 11 0.9 Dead...Yes Y 1 .9 6 1 0 0 0 0 0 0 1.2= 1.2 Dead..Yes Y A 1.2 7 1° 0 01- 0 '0 0 0 13 0.9 Dead..Yes Y 1 .9 7 1 0 0 00 0 0 14 1.2 Dead..,Yes Y 1 1.2 8- 1- 0 -0 -` 0 `_0 0' 0 15 0.9 Dead...Yes Y 1 .9 8 1 0 0 0 0 0 0 16 .1.2 Dead...Yes Y= A 1.2 .9 1 0 0° 0 `0 0 °" 0' 17 0.9 Dead...Yes Y 1 .9 9 1 0 0 0 0 0 0 18' 1.2 Dead.,..Yes Y 1 1.2 10 " 1`', 0 0 0 0� 0 _ f•0 19 0.9 Dead...Yes Y 1 .9 10 1 0 0 0 0 0 0 20 1.2 Dead..'Yes Y = 1` 1.2 Ill _1 0 0- 0 0 0 0 21 0.9 Dead.. Yes Y 1 .9 11 1 0 0 0 0 0 0 "22 1.2 Dead..-.Yes Y -1._ 1.2 12 1 ,0 1, _ 0,` 0 -0-: -0 - 0 23 0.9 Dead...Yes Y 1 .9 12 1 0 0 0 0 0 0 24 :1_.2Dead...Yes Y" 1' 1.2, 13 -1' - -0 0, _` 0. '., 0.' 0 0 , 25 0.9 Dead.. Yes Y 1 .9 13 1 0 0 0 0 0 0 26 1.2 Dead..Yes Y 1 1.2 15 1 114 1 1 ''0 ° `o 0 0 27 1.2 Dead..Yes Y 1 1.2 16 1 14 1 1 0 0 00 28 1.2 Dead..Yes Y 1- 1.2 17 1: 14 1 ,.11 I b 0, 0 ' 29 1.2 Dead..Yes Y 1 1.2 18 114 1 1 0 0 0 0 ,30 1.2 Dead..,.Yes _ Y l' 1.2 19 '1:_' 14 1 ` 1 0 ` w 0 0` 0- 31 1.2 Dead..Yes Y 1 1.2 20 1 14 1 1 0 0 0 0 ,S2. 1.2 Dead..Yes Y 1 1.2 21 1 14 1 1 _ 0 A 0 0 , 0 33 1.2 Dead...Yes Y 1 1.2 122 1 14 1 1 0 0 0 0 34, 1.2 Dead::Yes ' ,y , 01. 1.2 23 _1. - 14, 1 1 '0 0 0 - 35 1.2 Dead...Yes Y 1 1.2 24 1 1 14 1 1 0 0 00 E37361.2 Dead.. 1 Yes Y -1' 1.2 25 . 1.4_ 1 1 0' 0 . _ 0 0. 1.2 Dead..Yes Y 1 1.2 26 1 14 1 1 0 0 0 0 1.2D+1....Yes Y -1 1.2 27 1.5 2 .05 -1 0 _0 0 - 0 1.2D+1....lYes Y 1 1.2 P711 55 3 .05 1 0 0 0 0 RISA-3D Version 17.0.0 [TA...\...\...\Mount Analysis\RISA\5678 Sabre C10-857-001 C.Loaded.r3d] Page 4 I. 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The purpose of the analysis is to determine the suitability of the mount with the existing and proposed loading configuration detailed in the analysis report. Analysis Results Mount Stress Level with Proposed Equipment: 77.5% Pass Note:The mount was verified to be capable of withstanding a 250 Ib live load concurrent with 30-mph wind speeds. We at GPD appreciate the opportunity of providing our continuing professional services to you and Shore 2 Shore Wireless. If you have any questions or need further assistance on this or any other projects please do not hesitate to call. Respectfully submitted, 'LF'Q� NE�} .•a: ?' W Christopherj. Scheks, P.E. X93566 19 A � f ;3 New York#: 093566 1 v ,,. ,10 p"s�„ T " F�.ti"`atA�'a 1AXI; ;gad ' I-O OF A WSiSM p7Y &'EMOR 2/112019 520 South Main Street.Suite 2531 .Akron,Ohio 44311 .330-572-2100.Fax 330-572-2101 .www.GPDGroup.com GPD Engineering And Architecture Professional Corporation (3)Sabre C10857001 C Sector Frames-Structural Evaluation AT&T USID:5678 SUMMARY& RESULTS The purpose of this analysis was to verify whether the proposed mounts are capable of carrying the proposed loading configuration as specified by AT&T Mobility to Shore 2 Shore Wireless. This report was commissioned by Ms. Vicky Brennan of Shore 2 Shore Wireless. This analysis has,been performed in accordance with the TIA-222-H Standard and the 2018 IBC based upon an ultimate 3-second gust wind speed of 128 mph. Exposure Category C with a maximum topographic factor, Kzt, of 1.0 and Risk Category II were used in this analysis in accordance with AISC 360. The mount was verified to be capable of withstanding a 250 Ib live load concurrent with 30-mph wind speeds. MOUNT SUMMARY AND RESULTS I emberFT ' '� apacity �n Re ul Mount 77.5% Pass ANALYSIS METHOD RISA-3D(Version 17.0.0),a commercially available analysis software package,and hand calculations were used to create a three-dimensional model of the mount and calculate member stresses for the proposed loading configuration. Selected calculations from this analysis are included in Appendix B. The following table details the information provided to complete this structural analysis. This analysis is solely based on this information and is being provided without the benefit of a recent, site visit. DOCUMENTS PROVIDED DO 69 ' • s fir& our.,ce r °� , `«'k'3a,• E11-17ffl E-111 3 zh`. MUM '4�' c. _tea SOP'r ,. a a Antenna Loading RFDS Name: NYNYNY0229 Rev. 1, updated 4/24/2018 S2S Construction Drawings MTM Design Group Site ID#: NYNYNY0229,dated 07/25/2018 S2S Mount Design I Sabre DWG#: C10857001C,dated 12/22/2015 GPD Previous Structural Analysis I GPD Job#: 2018720.46,dated 09/26/2018 AT&T 2/1/2019 Page 2 of 4 (3)Sabre C10857001 C Sector Frames-Structural Fvaluation AT&T USID.5678 ASSUMPTIONS This mount structural analysis is based on the theoretical capacity of the members and is not a condition assessment of the mount. This analysis is from information supplied, and therefore, its results are based on and are as accurate as that supplied data. GPD has made no independent determination, nor is it required to, of its accuracy. The following assumptions were made for this structural analysis. 1. The mount member sizes and shapes are considered accurate as supplied. The material grade is as per data supplied and/or as assumed and as stated in the materials section. 2. The antenna configuration is as supplied and/or as modeled in the analysis. When information was not provided, the configuration was modeled based upon past experience with similar loading. 3. Some assumptions are made regarding antennas and mount sizes and their projected areas based on best interpretation of data supplied and of best knowledge of antenna type and industry practice. 4. The mount has been properly maintained in accordance with TIA Standards and/or with manufacturer's specifications. 5. All welds and connections are assumed to develop at least the member capacity unless determined otherwise and explicitly stated in this report. 6. All steel grades have been assumed based upon industry standard minimums. 7. AT&T's proposed loading has been modeled to reflect the final loading configuration found in the provided Construction Drawings and RF Data Sheet. 8. The mount and equipment elevations were obtained from the Mount Mapping and Construction Drawings. 9. A 51h P2 (Sch. 40) mount pipe must be added in the center of the mount face to maintain 6' horizontal spacing between the antennas as specified in the RF Data Sheet. 10. This report analyzes a proposed mount, therefore the following assumptions concerning the mount must be correct in order for the results to be valid. A. This analysis is valid for equipment installed with a 3' or less vertical offset from the mount centerline. B. The stiff arm was modeled based ori the referenced mount design. See the RISA diagrams in Appendix B for clarification on stiff arm location. If any of these assumptions are not valid or have been made in error, this analysis may be affected, and GPD should be allowed to review any new information to determine its effect on the structural Integrity of the mount. 2/1/2019 Page 3 of 4 (3)Sabre C10857001 C Sector Frames-Structural Evaluation AT&T USID:5678 DISCLAIMER OF WARRANTIES GPD has not performed a recent site visit to the mount to verify the member sizes and antenna/coax loading. If the existing conditions are not as represented on the mount elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the mount. This report does not replace a full mount inspection. The mount is assumed to have been properly fabricated, maintained, in good condition,twist free, and plumb. The engineering services rendered by GPD in connection with this Mount Analysis are limited to a computer analysis of the mount structure and theoretical capacity of its main structural members. All mount components have been assumed to only resist dead loads when no other loads are applied. No allowance was made for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made for loose bolts or cracked welds. This analysis is limited to the designated maximum wind and seismic conditions per the governing mount standards and code. Wind forces resulting in tower vibrations near the structure's resonant frequencies were not considered in this analysis and are outside the scope of this analysis. Lateral loading from any dynamic response was not evaluated under a time-domain based fatigue analysis. GPD does not analyze the fabrication of the structure(including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub-component and connection of an existing mount. GPD provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the feasibility of adding appurtenances usually accompanied by transmission lines to the structure. It is the owner's responsibility to determine the amount of ice accumulation in excess of the specified code recommended amount, if any,that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed mount. If any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD, but are beyond the scope of this report. Towers are designed to carry gravity, wind, and ice loads. All members, legs, diagonals, struts, and redundant members provide structural stability to the tower with little redundancy. Absence or removal of a member can trigger catastrophic failure unless a substitute is provided before any removal. Legs carry axial loads and derive their strength from shorter unbraced lengths by the presence of redundant members and their connection to the diagonals with bolts or welds. If the bolts or welds are removed without providing any substitute to the frame, the leg is subjected to a higher unbraced length that immediately reduces its load carrying capacity. If a diagonal is also removed in addition to the connection, the unbraced length of the leg is greatly increased,jeopardizing its load carrying capacity. Failure of one leg can result in a tower collapse because there is no redundancy. Redundant members and diagonals are critical to the stability of the tower. GPD makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this mount. GPD will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person,firm,or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD pursuant to this report will be limited to the total fee received for preparation of this report. 2/1/2019 Page 4 of 4 (3)Sabre 010857001 C Sector Frames-Structural Evaluation AT&T USID 5678 APPENDIX A Mount Analysis Summary Form 2/1/2019 Mount Analysis Summary Form General Info Site Name Southold(2012619) ry p The Information contained in this summa report is not to be used Independently from the PE Site USID Number 5678 ' Site FA Number 10074795 stamped mount analysis. Date of Analysis 21112019 Company Performing Analysis GPD Tower Info Description Date Design Parameters Anal sls Results%Maximum Usage) Tower Type(G,SST,MP) Sett Support TIA-222-H,'ASCE 7-16, Mount Manufacturer Sabre Pro osed Condlhon Tower Height(top of steel AGL) 130' Design Code Used $AISC 360 P Mount(%) 77,5% Location of Tower(County,State) Suffolk,Now York Mount Model C70857001C Ultimate WindSpeed(mph) 128(3�secgust) Tower Design N/A Ice Thickness(in) 1 Mount Design Sabre DWG#:C10857001C 12/22/2015 Risk Category(I,II,III) II Mount Mapping NiA Exposure Category(B,C,D) C Previous Mount Analysis N/A Topographic Category(1 to 5) 1 Construction Drawings MTM Design Group Site ID#:NYNYNY0229 7/25/2018 Previous Tower Analysis GPD Job#:2018720.46 9/26/2018 Steel Yield Strength(ksi) Plates 36 Pipes 35 The mount was verified to be capable of withstanding a 2501b live lead concurrent with 30- S011d Rounds 136 mph wind speeds. Note.Steel grades have been assumed based upon industry standard minimums. Proposed Configuration E»xc�: w., ,� �- - x;�? t* �. � - _>.,;;,.,�•temba- _ - � � '"` , � � ��e�'",�� a" °� "� r��MdtZnt�.y�:;�,�r° ::��`�'�i�';�T:.�s�;:w `: Antenna Owner Mount Antenna CLft Height(fl) () Quantity Type Manufacturer Model Azimuth quantity Manufacturer T e VP AT&T Mobility 128 131 9 Panel Commscope NNHH-65A-R4 0/120/240 3 Sabre C10857001C Sector Frames AT&T Mobility 128 131 3 RRH Alcatel Lucent RRH4x25-WCS-4R On The Same Mount AT&T Mobility 128 131 3 RRH Nokia AlrScale RRH 4T4R B5 160W AHCA On The Same Mount AT&T Mobility 128 131 3 RRH Nokia AlrScale Dual RRH 4T4R B12114 320W AHLBA On The Same Mount AT&T Mobility 128 131 3 RRH Alcatel Lucent B25 RRH4X30.4R On The Same Mount AT&TMobitrty 128 131 1 Dish Radio Waves SP3-5 2NS On The Same Mount AT&T Mobibty 128 131 2 Box Unknown Fiber Box On The Same Mount AT&T Mobility 128 131 2 Surge Raycap DC6.48-60-18-SF On The Same Mount (3)Sabre C10857001C Sector Frames-Structural Evaluation AT&T USID 5678 APPENDIX B Wind Calculations and RISA-3D Output File 2/1/2019 TIA-222-H:Mount Analysis Wind Loading �® Southold(2012819)/5678 2019702.21 - Structure Information Code Specifications Topographic Inputs Structure Type•"6, 'Se1($�ip6a" IBC Edition. ��yy4 .'' Topographic Feature �F :L Structure Height i0-Mi ley It TIA/EIA Code r H z(Mount Centerllnel- a` ft Ultimate Wind Speed(No Ice)_ �,' 2� mph(3-s gust) Gh(Mount Gust Effect Factor)= 100 Ultimate Wind Speed(With Ice)_ 50',. -mph(3-s gust) d`� q. r- Risk Category- .,iP>?� �%� Ice Thickness �' in � ,. Exposure Category Tower Base Elevation(AMSL) > It Section Sets No Ice Ice Output Side(Longest seeing Calculated Dc,for Ice Area Type User's Wind Normal ice Wind Force Mount Components _Member Type Length(in) wind)(in) Other Side(in) weight(in) Dc,for ice weight(In) (Round or Flat) K. Multiplier Normal Wind Farce(lb/ft)- :ceW• Ice Weight(lb/ft)• Stan�d �"��; ,�>�.�'�;�a ",� x*�+�,,�,' P�pa{=��;�',�y. L10y� �y ',Y.Y .375 "+ 7.,�]� �' 238 v'"•'goundw 0.90 �` �' t� 1169 2.78 493 075 T pound _ 090 3.98 186 265 0 90 nd ray" k• k. h` r��,�. f"}�e * ou, ?��?a, dS75 t� - Sao. i o 7sgd - '_pr ;, 398 28 265 2 38 0 90 � .o, ,*-' '-" sk, M * n, y,-"+ ."° �,✓ .,.�.-�.-"err. �( <. ,: '`-x..xr '`�Round...< _.,..4_ 12..61 3778 4.93 otitic I 0 ;-�,'` :�`, F �c `� P,C��,�_,,,�r Vii'6.`W�,Eg� a:2:3�b' .-^ e*.• TS,3r 238 �°i:�`ROU�� 0.90 ��J*��,,0�p�`y',..�;ij 12651 347 493 P,ttfoiY�a,• +-` ° st sS4�0�{(ect',3,°k 1 �, r{� td.'675,a�4t5.a ?a 5.04 ,,,,'("PASt''° 090 rS} 3:VOa a3,-" 4.41 160 865 238 '�;R uadl; .' 0.90 `k. 12 61 378 493 •NI(orcesare uNactored Appurtenances Shielding No Ice Ice Output Appurtenance Model Loading Elevation(ft) Height(in) Front Width(in) Side Depth(in) Wt(lbs) Type for Area Front Shielding Side Shielding Ke and/or block Normal Wlnd Wt(lbs)(no Ice)* Normal Wind Force(lbs) Wt(lbs)(only ice)' N K shielding Force(lbs)' (w/Ice), SS its ,19`5 ^.x yyw7, t''=idF{at rv't� rOSL�` Q°.$ "TM* 090 43705 8380 7254 13817 i '-+ ''"'s'�1'� ^�t � � x` 4 �,w•,T3'PS � �,.� `� 8 .�^ 0 �g ' a0° '�'�e 7°� 090 151.93 7000 2682 6558 �a,1, i5q(F NH B.S x a jf32 � wyy13.9��i 3rd.,Yb25 Ras! .a�r`.r ,� �.,'* < 7' �, s �Jro ^ODES ' 090 6172 35 27 1164 29 27 �,.-,,. ,.r` "Su ,e, e +�� DIWI R 4 u 4,2 yy�.Alt %'i�= t zry' ,,,°fr7�$372z +*�` 'SSa3�`,• •,`' 3.` K.ct_" a'46� ",t,•, r"" t.' ' �, 'v`, "`";,a" r aM6E•_•• 090 17637 4600 3070 73 28 1f 325AR It3 _`_ 9;�.4'� -."'-'�,� � Sw-rTU•, '6 r L"�3&'L'"�� .�'';a &n��.�'",`f, `",=" 7.2r' �"-�'` at" ;�w ,�t' �i�¢``" 090 1 $^ f i`"';£. +a'k.,^;}t-'r`�• ,,. '"g., £y� .,-..' ,r'�•,S.y,.,J' y�a<s. "`� „;,;,s F.1_= 03 70 57 20 1876 4945 '{3)S�Pg3;5.2P4Si` #„- 1�'� r u`a a' 1'� fi.�, '�t+s,n.�, ',#�', h- x� fr' - ,y-7� hr,�.f- D�Slt N'/Ysai90me1_.i,•�"p�`�;r 7. _ `{L° 090 798 8333 276 92 78 00 4 090 11562 1000 2061 4390 v 3 DCfi•a8�b'DdB=8�Xc "'_ °'+�� ,i' s 131 _ c::r,8L�2?R=��"�” ,11'r^-'^t._ '°'11^�. �+=tl""�*185' ,Roued`r5= ..,�. OSi:�'�'`=er" .w OS6 .�,. 090 6161 1890 1245 5653 •ai f—areveraaere3 z x 46 48 60 28 7 55 W50 4 4 20 2 ;L5 52 2 4 9 9 718 47 3 3 3 43 6 6 3 49 29 %1 61 4 4 8 51 10 112 53 GPD SK- 1 Merwin, Derrick Southold (2012819)/5678 Feb 1, 2019 at 9:23 AM 2019702.21 5678 Sabre C10-857-001C.Loaded... A z x 0 N Q. d PIP 2.OX HRA t late 518 N 4 a -Na - A AF /u o Q a. N a 4� PIP2.OX HRA 4 e51 ' C! N a. [CIE, Q\4 d � GPD SK-2 Merwin, Derrick Southold (2012819) /5678 Feb 1, 2019 at 9:23 AM 2019702.21 5678 Sabre C10-857-001 C.Loaded... y Section Sets Standoff Arm Standoff Arm Vertical Standoff Arm Diagonal Z X Face Pipe Mount Pipe Pivot Plate Tieback Stiffarm RIGID 0 S andoff Arm ° v t Plate > to O a` a° 0 0 m m 2 o ° m g andott Arm 0nr ate _zt_- c ° a) o° E F GgP e Fa -°o GPD SK-3 Merwin, Derrick Southold (2012819)/5678 Feb 1, 2019 at 9:24 AM 2019702.21 5678 Sabre C1 0-857-001 C.Loaded... z x a 1 GPD SK-4 Merwin, Derrick Southold (2012819)/5678 Feb 1, 2019 at 9:24 AM 2019702.21 5678 Sabre C10-857-001C.Loaded... Y Z X -218.5231b -1 1.347lb/ft 151.9281b 218.5231b -11.3471b/ft -1 1.347lb/ft D-Ab�fi .6 /ft -218.5231b 276.9161 -115.622 -218. -11.3471b/ft 11 47 .6121 /ft-8.6961b/ft -218• 61b/ft -11.34- Loads: 1.34Loads:BLC 8,No Ice Wind 180 deg GPD SK-5 Merwin, Derrick Southold (2012819)/5678 Feb 1, 2019 at 9:24 AM 2019702.21 5678 Sabre C10-857-001C.Loaded... Code Check (Env) No Calc >1.0 Z X 90-1.0 .75•.90 .50-75 0,50 000 co qzz 000 23 29 N ja rn N .23 2� N Member Code Checks Displayed(Enveloped) Envelope Only Solution GPD SK-6 Merwin, Derrick Southold (2012819)/5678 Feb 1, 2019 at 9:27 AM 2019702.21 5678 Sabre C 10-857-001 C.Loaded... 1 Shear Check (Env) No Calc >10 Z X 90-1.0 75-90 .50-.75 0:.50 000 08 oa 10000, 00 0 2b � o .07 10 N � Member Shear Checks Displayed(Enveloped) Envelope Only Solution GPD SK-7 Merwin, Derrick Southold (2012819)/5678 Feb 1, 2019 at 9:27 AM 2019702.21 5678 Sabre C1 0-857-001 C.Loaded... IIIRISA Company GPD Feb 1,2019 Designer Merwm,Derrick 9:28 AM Job Number 2019702.21 Checked By- A NEMETSCHEK COMPANY Model Name : Southold(2012819)/5678 Material Takeoff Material Size Pieces Length[ftl Wei ht K 1 General 3 Total General 17 4.2 _ 0 - 7`?�,11%'" ;"u , -;gip-,-'._, .�, ,.. �,.,„.; -.' •_ .,w,"i �-,n �..=`.. r-' `� `+"?'s„' "�'�• _ :,�I rs:?:�� •&+s:..w?: "x'.::�.s-.,.s,,K.+� �:a:,, b:. ..�: z��-.�,s� �i.` ��.o�:�� ,::' x:�:e:u��u""._s s�.-'.,_..;°.��"..;.c�+'�Y�_.�.a7� `, "-.".�=' .i> :,�t, 5 Hot Rolled Steel �'6_.�..,�: �.3E�Gr.36}° � Pivot�Plate:5C8��"� ,u��Ns �•,�-�.,s�� ,�'° 7�2:6�;:��«�' �e .,�.,,. �a ��-�� 7 A36 Gr.36 SR 3/4 6 21.4 0 3aH. .'"., ..'IDEa2 �t7 " T % t 6m 5 •.; _9 A53�Gr.B PIPE 2.OX HRA 6 42.8 .2 1,0 alt O a 18R_ 7t • a - m ,t -t =<Tr° 7"�7, &m ' Joint Coordinates and Temperatures Label X[fti Y rftl Z ft Tem Detach From Diap.. 1 N1 0 0 0 0 � �r�u'` '� '','�'�r`---a�''��a ?'�*"' ",a,y,a� :�sa-„t ms's-€moi m*"�i'n:� �+R,-^F. �i r. c`y"`%°°. 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X6:000 295 ,-0Mqr" 0 -215 �" 47 N47 3.594185 -0.999997 -6.000295 0 m48'� : ,M,Z-. . -rR rr RAW, -.k N485 a t '%3:5985" 49 N49 3.594185 -0.999997 -3.000295 0 4r ';a�tik �i `, ; i -.�U-2-O' $:, 5039415 �s000003t2959b = 4x. Ca 51 N51 3.594185 -0.999997 2.999705 0 ',- y,E T 1�'' =`n :e t`T--�'s-e 9':' 'i'fi�' M'22;0-9070502,71 ...:r` F r�-;�tr f��: t�?'"�' °"*t2_��'"'z.a'� 52.. . 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Beam„ NNone crA53 Gr.B T- ical 1 1.4 .827 M71 1.65 nO XS0.v36.Cr:36 j . aR44e2� -�40 "34 3 Standoff Arm Diagonal SR 3/4 Beam None A36 Gr.36 TvDical .442 .016 .016 .031 ' „'"`#.N' sx«rrv�--.'f_ � ^mns a:7m-;-sir +- t 4 °T-t`i4_.-mss: » ,E' ;ter 5 ,�`� ". 4 ,6LO��,Face Pi e� t 1P �20�C�.. eam`• REPONone v A53�Gr.B .,YT3 Icaf .4 ROCKS 5 Mount Pie PIPE 2.0 1 Beam None A53 Gr.B Typical 1.02 .627 .627 1.25 tNowkam- G:51 " 7 1 Tieback Stiffarm PIPE 2.01 Beam I None I A53 Gr.B ITypical 1.02 1 .627 1 .627 1 1.25 Member Primary Data Label I Joint J Joint K Joint Rotate.. Section/Shape TvDe Desian List Material Desion R... 1 M1 N1 1 N2 RIGID No-nel None RIGID Ty6ical t � i -L z_ 'sem= t �t�-,� 2 ��,=CM2• �' ��}�90 r#�r-��.F .� Beam :(�onef . ;:A36�Gr:36:��Y�7"`•ical" -� �,�� 2x, N3: a.� �� .�,..� ,Pivot�l?late� ,�.,� 3 M3 N2 N4 90 Pivot Plate Beaml None A36 Gr.36 TvDical '212 4iM G-INOM:;NOMEN59 x :�T1 ART-MEN Rem ON66eMOWN-AW-40,807 NsA3Gr;8jT ��i9a 5 M5 N4 N7 Standoff Arm Beam None A53 Gr.B Typical i'_'{P-'�5 d M�s•rv+w a• arnr, 4='^-ra� �'�-; SSv: �6�n�::�,M6� atm`5��p�,N6t�,: .. ��;��' ��,�;.,� 7^� . �RIGIb��,_��: �� .None ��.f�one �` a�.� •Ical� 7 M7 N7 I N8 RIGID None None RIGID T ical R<?8'�:�9AM8m� MI:'�'"NOR27M MMM Face_FI e, Beaiii UiVoneO, 0,2A53rRGr8�, m►cai� 9 M9 N11 N12 RIGID None None RIGID T ical :d pi t.w 1171 .0 I�-1-3T! ;�., "��. .< �:� < ,, :a Y- w �� .,.W 1,4.x,�:,.....�. ��`�..�� :, :�� .xa.��RIGID �._��,�.s,-��atJorae� :l�lone: 11 M11 N15 N16 RIGID None None RIGID Typical -.;;:��,�3�, :: IGIDOU��e= ;;±:.��None=�..None_��.� ;�1�IGrD �:A30caN 13 M13 N19 N20 RIGID None None RIGID T ical 2111 MM1AN20 >W2;i`.: : y �.�_90wba. �. PtatE.M. Beam ,�NoT-A�G�:Gr`:a36 .T"'�°ical� 15 M15 N20 N22 90 Pivot Plate Beam None A36 Gr.36 T ical -,' r - ,�' � 4, c,?3 xb r ty;;,'?.. ? "$':;r_' v.�r.�_.°dl.',•"Yr.:,^' nr ,' r�r--';--.�a r r 1 fi 'M�16k . .'2�1= W N23 t a� s , SiandoffArm . �Beam .(Toner.A k A53�Gr:B aT� ical� 17 M17 N22 N25 Standoff Arm Beam one I A53 Gr.B Tvoical C 91 fax( " e ZEE Uf rr z .',2R,?-,`Z2 ,2,c Pg� � 'S a°°',. ' �e, 6r, �a, ra".s�?,26 A � �' Y e n=ax,"*. 'x s ca z'�;;�'"'`Y�'a'u�"S�'-` 't �GO N,225 '1 2, ' �;:�ty a'�?. r �:1,8,s�, �IV1s1=8 ,�::�iV23 :��:N24.�,�. :,�..��, .__�� _ 4.��` �:��:FtIG1D;�, :.�,�..�:��x:None_ _None .. ,�R1G1D.�,�, �� T` �ical� 19 M19 N25 N26 RIGID None None RIGID T ical n2U`y� 516 'None?ONoneLP`- � =RIG`TDU-1=�a.�I�T&b IcaV 21 M21 N28 N29 Face Pie 113eami None A53 Gr.B I Typical RISA-3D Version 17.0.0 [T:\...\...\...\Mount Analysis\RISA\5678 Sabre C10-857-001 C.Loaded.r3d] Page 2 Company GPD Feb 1,2019 SADesigner Merwin,Derrick 9:28 AM IIIRI Job Number 2019702.21 Checked By: A NEMETSCHEK COMPANY Model Name Southold(2012819)/5678 Member Primary Data (Continued) Label I Joint J Joint K Joint Rotate(... Section/Shane T Desion List Material Desian R... EMU P-U'922.2�,O.KATd-EdNITT45 MMVKVI�-'21:93 ZEM n 23 M23 N32 N33 RIGID None None RIGID Typical I %'MM K IVINRO LIN ENNSEO,M-02 27 1160666,01"N'bRM MERR-I'0_1U. ITTVDIUMM 25 M25 N36 N37 RIGID None None RIGIDical - VD 1226 09MYERMNS-62MEN 0222-3,&-M-2 Z 6ff�TkiVVdjffffi 59'M R W6 n'@POP 27 M27 N40 N39 Standoff Arm Vertical Beam ll one I A36 Gr.36 ical ME RW4 29 M29 N42 I N45 Standoff Arm Vertical Beam None A36 Gr.36 Twicall am OTMID-1011 M-47-CRIEN4-3-04 EUM ONEfORR &FAWWRIEWURN 96M EN MM 31 1 M31 N44 N45 Standoff Arm Diacional Beam None A36 Gr.36 Typica M Z`N-4-6 9NM M:1,75 UM617crilrZ.O. 33 M33 N48 N49 Mount Pipe Beam None A53 Gr.B Twicall MEN- 1-W RIN r M M da K 166MMM Tga-rfflff,70 ERAMMHVNIT!Friffiffi-l-al 35 M35N52 N53 Mount Pipe Beam None A53 Gr.B Tvbica I , 5A U,j MMMT 1-6 6 A-c k-�S-I ri ft®r EMT- 96'affi MR866M nA5eA'99K7GK.,,BW7q, j"M 3 6 a 10 N -1=N �'j 37 M37 N56A N57 RIGID None None RIGID Q'Isgil Ma.MWIA"T-7 ro I va-rm' '�n�z' 6e RIGID" 39 M39 I N60 I N61 I Mount Pipe Beam None A53 Gr.B Hot Rolled Steel Properties Label E rksil G rksil Nu Therm Al E..Densitvfk/ft.. Yieldrksil Rv Ful`ks11 Rt 1 A992 29000 11154 1 .3 .68 .4 50 1A 65 - 1.1 M !U5—29-0-0-05®rX7131 � '64270`1 071-TWITM 3 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 196210AMM C"'-49-60-021 1-1141111-Mil OMM10-065E, 106�7 a4 14W OtO®RE---�3'vmx was"'zomor jumalw"In 7 1 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Basic Load Cases BLC Description Category X Gravitv Y Gravitv Z Gravitv Joint Point Distribute Area(Me...Surface(.. 1 Dead DL 1 -1 18 ,&?,f'w7L5-,.,'N&lre-,Wj-ridr&3d9=r E.-M-1-2-02 MM TY 3 No Ice Wind 30 de-a None 36 44 M MYNb' UrdMO CMNbiiMM MIT EOM MM a-'T474,,:N,OWM-RQW.;� 5 No Ice Wind 90 de ci None 18 20 T-1, GEUMb ih'd,jT2bi*cre-f1- �MNM- L a, T- 5;-N-2 09W DO,On 'ems °'( U=07-0 7 No Ice Wind 150 deg None 1 36 44 1-3 E W 14 76 fiA-J`9-0-cre-gUQ&N �M MMM M EMM M8W, IRMEO OTSUM MWE',' 9 No Ice Wind 210 de q None 36 44 1 110 51JOR 5,,19d,'I&&VVjTd,22tOT M j N 6r V4 i W M MEO V12 -7 7-.M- -UVffig1ffM R- ZAMM1151111102-A 01121"A"17 11 No Ice Wind 270 de a None 1 18 20 2312 0 10 N W 166 A,16 d 18 M d 6 6RU, MRK-2 ZT-HU-1 n3sm 13 No Ice Wind 330 de-q None 36 44 "A?EO 2XIT, 666M PE-111t5la 15 Ice Wind 0 deg None 18 22 E-A-16�W-21 d'OUREE'R Z CFO r,1?233yCaZ M=07 0_49WPO NWAVIZIU My-fl-01 WIIIRIVI-11-0 17 Ice Wind 60 de a None 36 44 UWE 0WM;--1&rWjfic'r9-627d O'Z,;-Nb�fi-e EKN;501-11N��MIMTM'�-IWF TR -91BI-90'Mm-KIM 19 Ice Wind 120 de-q None 36 44 =NM"OI-nd-','1tnW==NM41M E12M KMM UMM M44A 9M&K 21 Ice Wind 180 de-q None18 I 1 22 hgm gm-lAut-0,anglagg)".1ow MIDE "'Ndff6�x` 'R'N I'M FC ROLE' IWOES611'ra A 23 Ice Wind 240 deg None 36 1 44 1 1 RISA-3D Version 17.0.0 [T:\... ...Wount Analysis\RISA\5678 Sabre C10-857-001 C.Loaded.r3d] Page 3 Company GPD Feb 1,2019 S 0 Desi Ajogner Merwin, Derrick 928AM '', RIbNumber 2019702.21 Checked By ANEMETSCHEK COMPANY Model Name Southold(2012819)/5678 Basic Load Cases (Continued) BLC Description Cate or X Gravitv Y Gravitv Z Gravitv Joint Point Distributed Area(Me.. Surface(. L-,zoxm -7m KU -NI-0 BE, 25 Ice Wind 300 de ci None 36 44 22-62 E 2-,'iW Wbr-Fe%-�-4K 5% E'R, E-31 RMIM 92,9-6-01 r RM ga=,- 27 LL1 LL 3' -F-ML7 M R I-j"M,'NUTER,i4nv T5 12117-F-IT-T- oxL , 0 2 ME,'s, M", A 01 29 LI-3 LL ICK, MR-722.,ME75 3 E LAM 52 ELM GWgn rmg,�z-g5-L mm7g-47,�O- gvg,!fgM,--"r�' 31 LL5 LL 1 U3-221 LZ Cr=r-,.1101i VIE G, RZF�, 0- Wma M 33 LL7 LL 1 M��m 22 Elm,I Dcf- llmuzz, 152- 27 1M.-I 35 LL9 LL I t M, Load Combinations DescriDtion So... PDelta S... BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact... 1 1.4 Dead Yes Y 1 1.4 0 0 0 0 0 0 0 wMwMwW QMM M111-1- 3 0.9Dead...Yes y 1 .9 2 1 0 0 0 0 0 0 azz IEZZ-y =EARN am"I'M 5 0.9 Dead...Yes y 1 .9 3 1 0 0 0 0 0 0 9,.% 01111 1112MN1729103W,L30 MR' S ME WR M�63 W-3&=W Z0,idA7 E2 r Mj M 7 0.9 Dead...Yes y 1 .914 1 10 10 , 0 , 0 0 0 W8 WFRR3 esn6MMONIUMM "N- Iwo MWR ErA A"AMMM610 9MON912,9EM11-MAMIN 9 0.9 Dead...Yes y 1 .9 5 1 0 0 0 0 0 0 77-11 ME 24 2 El M IN R J'02-1 PRON,0 2 w 11 0.9Dead-...Yes y 1 1 .9 6 1 0 0 0 0 1 1 0 1 0 MW1439'r ROO Ad w w L EMU WN Zlffi=K6121 wu Q EW=&72M w M 011, R 13 0.9 Dead...Yes y 1 1 .9 17 0 10 0 0 0 0 ITR 0 1 M 3 1 10 20 PU22 All Z Z.-MMIM2, WMIAR"GITNE 15 0.9 Dead...Yes y 1 .9 8 1 0 0 0 0 0 0 Ew J-1 IYU Fir M w CEO'�FP N 17 0.9 Dead...Yes Y 1 1 .9 91 1 0 0 10 10 10 0 LIU O'ER,fIN E-ffMll WWI NOON.F6111,M W IW., Mt- IZ74 T-TRE". 19 0.9 Dead...Yes y 1 .9 110 1 0 0 0 0 0 0 20 t�227%Cac(-','.Y-- 1;X,Mo TO AR 'M ""'T RL", q-- -,&,3 n- ,_f 29� M `4 i11�1 VIM��'®I R62 Ea., W4 r,M M E0 02 Et MIM MEM011W 21 0.9Dead...Yes y 1 .9 11 1 0 0 0 0 0 . 0 rM2v!1"-,2,D,4 Y-482��5.,,'VHA 0,22MMM FAN W VE-D q, �MF6V'�, WoR 23 0.9 Dead...Yes I Y 1 .9 12 1 0 0 01 0 10 0 �Ml Mr M WN�1-1f&�Au�Tj M w om&M w m1w w 25 0.9 Dead...Yes y 1 1 .9 113 1 0 0 0 0 0 0 DgEmrnnowilg fanwEn5t., mong 27 1.2Dead...Yes y 1 1.2 16 1 14 1 1 0 0 0 1 0 2 Dead Yes § :-TF 7 T5 Rlm Aw 0t;16N."�71-1:1;r5 R�ffl��Mq MINO��,w M DE-TEM Ea-]Kem iA--i 5.17�17rlA WRIK's"KIRR lil� AX 29 1.2 Dead...Yes I y 1 1.2 18 1 14 1 1 1 10 0 1 0 0 1 Yes IR-N11-1 M Mo M9 ri%i�M-42"LIU REM,2LEM, N. AREM-V ME I K0 31 1.2 Dead...Yes Y 1 11.2120 1 14 1 1 0 0 0 0 33 1.2 DeadA.. Yes Y 1 1.2 22 1 14 1 1 0 0 0 0 Raul 111MM 1 -12-114115-, -2 -��4,1- ,;vu-v72 zaa o,-us Fon M, zu"zm-ou 35 1.2 Dead...Yes Y 1 1 1.2 24 1 1 14 1 1 1 0 0 0 0 1 1 .1 -AA'MOT=tom 09 W. ZE M M H 37 1.2 Dead...YS Y 1 1.2 21T-1 1 1 0 0 0 �V- 'T� - -T"? ..2t f M, 7 - A R w38 1-i'21D-61N.f. 6% 1w,E 4. C� -�14NO,122 FIT K V Mi 1 39 1.21D+I....Yes Y 4# 1 11.2127 1.5 -q ns I RISA-3D Version 17.0.0 [TA...\...\...Wount Analysis\RISA\5678 Sabre C10-857-001 C.Loaded.r3d] Page 4 11RISCompany GPD Feb 1,2019 A Designer Merwin,Derrick 9:28 AM Job Number 2019702.21 Checked By: ANEMETSCHEKCOMPANY Model Name Southold(2012819)/5678 Load Combinations (Continued) :{Descri on So... PDelta S... BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact... �j`�.`40� t':2D�,��•,'�'��!eS��`'"�;TW}�M�"xi i�' =4 �` r��''� 'y Fi`"`-s,�tx=a"s*'�� `�rtrt-ems �,:.- ^a*T r" 41 M 1 =1':2' 27' fi:5 1,2 ,.1 ,..._. _ s 1.213+1....Yes Y .a. 1 1.2 ��0°�a :�.0��_, ;:;�0 �s s:10r� -.'�•'u � '� ` 27 1.5 5 •.05 1 0 � � 0 �--= 0 0 43 1.2D+1....Yes y 1.2 27 1.5 7 .05 2+,01 T-:Yes I a Y r1- 1 2 r2712fi � 1 :�°a: 0 M71.1-2-120 0 45 1.213+1. .Yes y :�$�.:0��..� '1�:. 0�.�.. �:0�: �0 ��K' 0�E r �,� •��n y�1) ,(•• V 1 1.2 27 1 5 9 .05 1 0 0 0 0 '546 �1=:GO'12,107 d .ai S r Sm " rM m 227 �1.Oo x.05 Edi =.�.��T �..��,TR T, 47 1.213+1...Yes y 1 1.2 27 1.5 11 .05 1 0 0 0 0 MA � Y8S'.'� Y°�'" 112x 21 `5. 1; d5 M Q � �: tlr 0 0 , . 49 1.213+1....Yes y 1 1.2 27 1.5 13 .05 1 0 0 0 M�1;213��' _;1'es'��Y �i�1 1:2�£2$ i t5��2 0� SO I 51 1.2D+1. Yes Y 1 1.2 28 1.5 3 .05 1 0 X52 1.:2�+i;MF t� ori �1 2 iff �_�� G�� 0� - Wm m- 53 4 0 ! 1 -�?; 0�•�� 0:�s§as�� 0 m:�`°��``�", a N=-1771 ¢-.53 1.213+1....Yes y 1 1.2 28 1.5 5 .05 1 0 0 0 0 55 1.2D+1. Yes y 1 1.2 28 1.5 7 05 1 0 0 0 1. 256th +1 :'YW 2a 7`�' ,-Z I M- "w �:. 0 �`' 1_t:2b cw l 1 28�' 1 5 $ 05 s.-1 0 rM Ou �' 0 - j Z7irj M t 57 1.2D+1....Yes y 1 1.2 28 1 5 9, .05 1 0 0 �.� 0 0 5852Q+1 ;°Yes F1i`22$ 1OF0 `_110 0<a ? 0d ' 59 1.21)+1....Yes y 1 1 2 28 1.5 11 .05 u 1 0 0 >fi01:2 9(90 :'-'esti " a "1.:2 ] , °®max 0 0.r, .� .�� . � :16`��1�2�x:06:,�.r��,�1��F"0 • 61 1.2D+1....Yes Y 1 1.2 28 1.5 13 05 1 0 0 0 0 ,W"�� -^n r ""• €'`'`^�' --s,-__,;' ta^-'^' p .` c0 t�t"� .,�.,5's'� ..�E5:;,5- E� � 1 12 63 1.2D+1. Yes Y 1 1.2 29 1.5 3 .05 1 0 0 W6�4 1:213+1 1'?>e_s lr 1 X1;23 TO J : 4 ' 05 � 1 0 � ; v_ ;' x 65 1.2D+I....Yes y 1 1.2 29 1.5 5 05 1 0 0 " 1 2D�1'" es 1 2.'2 h A - 0 66 _ .s.1! 5 t 1 d. 915 ~' f• 1 , > 67 1.21)+1. Yes Y 1 1.2 29 1.5 7 .05 1 0 0 0 0 6$ 1:213+I_;: Yes ' 1! 2-121 MIM s,Of tR 69 1.21)_+1....Yes y 1 1 2 29' 1.5 9 .05 1 0 0 Yq 12iaiaadl Y ' YP i n.t Y ,� u a r-i v �2 O O 3� 7 es Q �e;1 1.2s 29. 1 5 .05 1 0' � 0 �' M0-9W X09 wo � w -1 � 1 . 71 1.213+1....Yes y 1 1.2 29 1.5 11 .05 1 0 0 0 0� X72 i 2b; 1 x Yes OZ.'w nm=2 ti 5 :{i; ; Y `' EINEW,, �,M, - 1. � " 2 b5�1 �'��,��'0��:� ��>i0� x:0`4"MOM.-�0:��_�, ��.� � �: � 73 1.2D+1....Yes y 1 1.�2 29 1.5 13 .05 1 0 0 0 0 FE 71410' 1?:2D ,�. YBS 3y X1`:21`301.:1-.5' i2: s*" s, .; 7 -x -#s3tt' a-'z -";U xr zl'< .ss5i EMOTION :05�.. .,.��, ��. .u�-��w� .� �:0�.. x,., �+ � �. : �c e�•�, .fit 75 1.21)+1....Yes y 1 1.2130 1 5 3 .05 1 0 0 0 0 76 213 1 Y° f 0'�` __ a �:� �E r x . es t E# 1 ''t2 ,3U1.5a X05;, 1 .d o „0�_ �,,ry., r � �:°" +ita .. .�'��.: �•.� ��CG�.�:e:.��@�=A SEE :� ..,� �.��s, ms..&.....�,��rases�Y:C"�:�' �r:?3,.r�i ��, 77 1.2D+1....Yes y 1 1.2 30 1.5 51.051 1 0 _ 0 0 0 278]t2DT+---1?x1Yes 1 �mcr e ,f 's a m garu- E 3 g. e. c .k.Y _. ;1 1:2 3Mif.6�12658:053�.%�i1 wl;��,a� C 7 �0`��" Ori: � d-17g1.21)+1....Yes Y 1 1.2 30 1.5 7 .05 1 0 0 0 001 2Du+i;st'1!es Y 1 12 X30 41 - 3 �.�_ ,e M ;r , , 0 r:05:��iv�:��'�" �.. k:,0.:,�;�.� 0��:��.�~�;:� t�� r,� 5 81 1.2D+1.•.Yes Y 1 1.2 30 1.5 9 .05 1 10 0 0 Ma ��82e��_ �.�.�< • £ � s.5�"1:0;'0'54:��.�;awit�,A��::��0<��.: :,iFO�� 0�. ��. � 83 1.21)+1....Yes Y 1 1.2 30 1.5 11 .05 1 0 0 0 0 rte:- sem_ •�- A �:Ot?�` �0�' ��£0� :��;;��, ' �� 85 1.2D+1....Yes Y 1 1.2 30 1.5 13 .05 1 0 0 0 0 S'*' `�1:2� +?X"& '��+"� �3s.�"?� �-�reP � i "1 t �rE_.«_a�r�" �e t'x-^s..•,n c y� k'CtP; � 's.Y-�a n,�`++m-�� $6.��." �.+�1.� Yes ;�Y�:°_�.�:��:� �1.��1�:2` 3i1�a,Y135�r 2��-.05r x:351 ',;�.�:,• :;•.� ,�:�a6�„ �;u: � p �-�,, �f;b� ,� _ 87 1.2D+1....Yes Y 1 1.2 31 1.5 3 .05 1 0 0 0 0 7 r 1:213"' Y 5 s t 3 p n,. . g 3 i k,`, r W, p � �1� �1->2�;31�1:5 .4.� "05 1"��0��'�;.��'0�� x•$$w ''°`_ _ 1� ��.� 'k.. ., �s t '4'.n � u' ''Yq � a - rrt`•`�*' 89 1.213+1....Yes Y 1 111.213111.5 5 .05 1 0 0 1 0 0 Inn 91 1.2D+1....Yes Y 1 1.2 31 1.5 7 .0-51 0 0 0 0 , 1,1t1k:93 1.2D+1....Yes Y 1 1.2 31 1.5 9 .05 1 0 0 0 0 �' �t t 1:2D�'*+Y Yes si" '?'s k'011 '�# r d z.£ � �t�^ 't fir^�;K 'c �„��'!�i.w�, <�P vr-_� �' ;,v�vaa £:,'1'� 1 1 Za 31 a1 5 ��10 X05 :a3 ani 0. <, 95 1.2D+1....Yes Y 1 1 11.2 ,31 1.5 1111.051 1 0 _0 0 0 K'961°1 .,1:213 �2.3�ir,�1.5��,1�2��:05s;�` ��;�51�'•�� °• ,� r �s.�,��** ��' "�¢:�� = '�dS h,��*r�"x ��,dita'�4 w�.�r,._.*.�Y Q'xn'�ri�ti >✓�«� .&+�:4s .i Ev" �'� RISA-3D Version 17.0.0 [T:\...\...\...\Mount Analysis\RISA\5678 Sabre C10-857-001 C.Loaded.r3d] Page 5 '''R'SA Company GPD Feb 1,2019 Designer Merwin,Derrick 9:28 AM Job Number 2019702.21 Checked By: ANEMETSCHEKCOMPANY Model Name Southold(2012819)/5678 Load Combinations (Continued) Descrir)tion So... I'Delta S... BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC Fact... 97 1.2D+1....Yes Y 11 1.2 31 1.5 13 .051 1 1 0 1 10 1 0 1 10 F-19YE-5i Umm w Emm M RIN WO IN&I'll, M M2=M TIM"Ima in=DONIMM06 V1001 - M 6 MUM 99 1.2D+I....Yes y 1 1.2 33 1.5 1 0 0 0 0 FIC FC F1 R 2 afid. Y-�MRM ON'At 5 UK-M,M R� Eyi=US, W&P, a 101 1.2D+1...Yes Y 1 1.2 35 1.5 1 0 0 0 0 WA I MOM-I MREN U Envelope Joint Reactions Joint X[Ib l LC Y[Ib l LC z ribi LC mx rk-ftl LC MY lk-ftl LC MZ Ik-ft LC 1 N19 max 1 3427.79 17 11319.571 31 13287.551 23 1 .046 25 1.438- 110 .567 127 M Wffin'1149-02070 2M M ff, NION10-4-819-9fyi M MY! 3 N1 max 2506.958 37 1196.572 37 997.601 1021 .027 23 .238 98 .514 37 M .1169. 5 N55 max 2122.36 11 32.593 36 708.907 11 0 102 0 102 0 102 G RQ 2z M-3-1 RE 7 Totals: max 3079.371 114 12528.923 1 27 12073.631 22 POOZ07,011101-wR"',mr-OTE W-M MAN- M Envelope RISC 14th(360-10):LRFD Steel Code Checks Member Shat)e Code Check Lo......She...Lo.........i3hi*P...r)hi*P...r)h!*M..Dhi*M...... E 1 M2 Pivot PI... .289 .647 1.036 O-V 4191839-IJ01250-1.318 10.547...H1-ibj M UZM3-'a'Z,]R-1-iREIRIVI,EM"'STON-1-N - 8-4407-10MUle Z6-07, 8*307MMON X- 17. - , 0 A 0 3 M4 - PIPE 2.... .230 .262 0.069 3.9.. 2435414...44100 2.531 2.531 ...HI-lb MUM REMSM9, &'fLl r- -7269 2 1A A Enll-08110 A 119-%: 1,41ZO01 5 M8 PIPE-2... .227 10.41.103 9.6.. 2 7677....44100 2.531 2.531 ... 111-1b R P R MY MEMO, pivotR. :171"R-7,tLA 7 M15 Pivot PI--- .365 .647 0.147 0-v291839..I1012501.31810.547...-111-1b, ve,j, ptp.�Ywl 2 W8-9,i WO.'s M R- 44-1-1-lto 9 M17 PIPE-2.... 291 .262 9.15113-9-- 1435414...44100 2.531 2.531 ...11-1b ROME 1 T-f-4-61`4 U H.f6 ZO cr 10 AIN MR,LAQMW.l M 11 M26 SR 3/4 .207 0 14.0111 0 664558....14320.. ,184 .184 ... A1-1b =H M=TS ATTW TWO Z8 W110-910 U WRORAROW'.SM"35 MT-84,30 4�I-;D) 13 M28 I SR 3/4 .155 4.6..32.0()g 0 142701....14320....184 1 .184 ...111-1b, ME HIM2_916158-33Z-4122TO j�jfi-?Iq , , Iry 15 M30 SR 3/4 .192 0 36.008 3 816458....14320....184 .184 ... 11-1b MW MM9= 4W 3��=g 9 1-02- jf.0?0�,aM of=P M:O 17 M32 PIPE 2.0 .615 4 14.176 4 2 14916...32130 1.872 1.872... 11-1b U977-Z T-,18 72 -j L�4-t� 19 M34 PIPE-2.0 .544 4 24.165 4 214916...32130 1.872 1.872 tl-lb LIM PUT �6 E22-ME ffi'9 411 12 R %,-2 - - , 1 , . 7, to M g'-,- g. a '3 �pw 21 M36 PIPE 2.0 6.9-11 004 1 .125 7908...32130 1.872 1.872... 1541Z I RISA-3D Version 17.0.0 [TA... ...Wount Analysis\RISA\5678 Sabre C10-857-001 C.Loaded.r3d] Page 6 GPD GROUP® Glaus,Pyle,Schomer,Bums B DeH—,Inc. Shore 2 Shore Wireless, Inc. Kevin Fraleigh 124 Amaya Dr 520 South Main Street, Suite 2531 Folsom, CA 95630 Akron, Ohio 44311 (916)467-7694 (330) 572-2191 kfraleigh@gpdgroup.com GPD#2018720.46 September 26,2018 RIGOROUS STRUCTURAL ANALYSIS REPORT PROJECT DESIGNATION: Site USID: NYNYNY0229(5678) Site FA: 10074795 Site Name: SOUTHOLD ANALYSIS CRITERIA: Codes: TIA-222-G,2015 IBC,&2016 NYSUC 134-mph Ultimate(3-Second Gust)with 0" ice 104-mph Nominal(3-Second Gust)with 0" ice 50-mph(3-Second Gust)with 3/4" ice SITE DATA: 414 05 Route 25, Peconic, NY 11958, Suffolk County Latitude 41° 2'28.78411 N, Longitude 721 27'31.568"W 130'Modified FWT Self Support Tower Ms.Jackie Mancusi, GPD is pleased to submit this Rigorous Structural Analysis Report to determine the structural integrity of the aforementioned tower. The purpose of the analysis is to determine the suitability of the tower with the existing and proposed loading configuration detailed in the analysis report. Analysis Results Tower Stress Level with Proposed Equipment: 94.7% Pass Foundation Ratio with Proposed Equipment: 80.5% Pass We at GPD appreciate the opportunity of providing our continuing professional services to you and Shore 2 Shore Wireless, Inc. If you have any questions or need further assistance on this or any other projects please do not hesitate to call. Respectfully submitted, nF NSW o&IER,, 0 �' f tV V;M=•1f ja AVVJ= IUM f M AMY '4�fiESStDNP Sawa 1340MM Christopher]. Scheks, P.E. New York#:093566-1 520 South Main Street.Suite 2531 .Akron,Ohio 44311 330-572-2100.Fax 330-572-2101 .www.GPDGroup.com Glaus Pyle Schomer Burns and DeHaven,Inc 130 Ft.Self,Support Tower-Structural Evaluation AT&T USID:5678 SUMMARY&RESULTS The purpose of this analysis was to verify whether the existing structure is capable of carrying the proposed loading configuration as specified by AT&T Mobility to Shore 2 Shore Wireless, Inc. This report was commissioned by Ms. Jackie Mancusi of Shore 2 Shore Wireless, Inc. Seismic loads were considered using a substantiated analysis utilizing the TIA-222-G standard. The wind effects were found to control the tower loading. The proposed coax shall be installed on Face A in order for the analysis results to be valid. See Appendix C for the coax layout. TOWER SUMMARY AND RESULTS y, ynx�'fi t TEF T-,„g N-y.^".- 4 ,� `hX", �. ,£. e�y$ >e 8ry »a"`.`-z",�L:'r' "` w�"^„�' M� t@mbe � ? � F � CdpaGilt `� �� ;.� 't y� e6tll Sz� Legs 62.0% Pass Diagonals 60.0% Pass Secondary Horizontals 33.1% Pass Top Girts 12.0% Pass Bolt Checks 94.7% Pass Anchor Rods 52.2% Pass Foundation 80.5% Pass ANALYSIS METHOD tnxTower (Version 8.0.4.0), a commercially available software program, was used to create a three-dimensional model of the tower and calculate primary member stresses for various dead, live, wind and seismic load cases. Selected output from the analysis is included in Appendix B. The following table details the information provided to complete this structural analysis. This analysis is solely based on this information and is being provided without the benefit of a detailed site visit. DOCUMENTS PROVIDED �12114 Se f`a" •� ng umen . R 1e nrs �f� Sou ee�� ` a " i Radio Frequency Data Sheet RFDS Name: NYNYNY0229 ,dated 4/24/2018 S2S Tower Design Not Provided N/A Foundation Design Tectonic WO#: 756.229.1.3,dated 5/2/1991 AT&T Geotechnical Report Tectonic WO#: 756.229.1.3,dated 3/6/1991 AT&T Construction Drawings Bechtel Job#: 25736-415-1-S dated 2/2/2015 AT&T Previous Structural Analysis GPD Project#: 2015700.03.5678.03,dated 5/28/2015 AT&T Modification Drawings GPD Project#: 2015700.03.5678.03,dated 5/28/2015 AT&T Post Modification Inspection GPD Project#: 2017723.03.5678.05 Rev. 1,dated 3/20/2017 AT&T 9/26/2018 Page 2 of 4 130 Ft.SelfiSupportTower-Structural Evaluation AT&T USID:5678 ASSUMPTIONS This rigorous structural analysis is based on the theoretical capacity of the members and is not a condition assessment of the tower. This analysis is from information supplied, and therefore, its results are based on and are as accurate as that supplied data. GPD has made no independent determination, nor is it required to, of its accuracy. The following assumptions were made for this structural analysis. 1. The tower member sizes and shapes are considered accurate as supplied. The material grade is as per data supplied and/or as assumed and as stated in the materials section. 2. The antenna configuration is as supplied and/or as modeled in the analysis. It is assumed to be complete and accurate. All antennas, mounts, coax and waveguides are assumed to be properly installed and supported as per manufacturer requirements. 3. Some assumptions are made regarding antennas and mount sizes and their projected areas based on best interpretation of data supplied and of best knowledge of antenna type and industry practice. 4. All mounts, if applicable, are considered adequate to support the loading. No actual analysis of the mount(s) is performed. This analysis is limited to analyzing the tower only. 5. The soil parameters are as per data supplied or as assumed and stated in the calculations. 6. Foundations are properly designed and constructed to resist the original design loads indicated in the documents provided. 7. The tower and structures have been properly maintained in accordance with TIA Standards and/or with manufacturer's specifications. 8. All welds and connections are assumed to develop at least the member capacity unless determined otherwise and explicitly stated in this report. 9. All prior structural modifications are assumed to be as per data supplied/available and to have been properly installed. 10. The azimuth of Leg A is assumed to be at 10 degrees based on the tower mapping by GPD (2013723.15.137009.01,dated 2/14/2014). 11. All existing loading was obtained from the previous structural analysis by GPD (Project #: 2015700.03.5678.03, dated 5/28/2015), the provided RF Data Sheet and site photos, and is assumed to be accurate. 12. The proposed coax shall be installed in two rows on Face A in order for the analysis results to be valid. See Appendix C for the coax layout. If any of these assumptions are not valid or have been made in error, this analysis may be affected, and GPD Group should be allowed to review any new information to determine its effect on the structural integrity of the tower. 9/26/2018 Page 3 of 4 130 Ft.Self,Support Tower-Structural Evaluation AT&T USID.5678 DISCLAIMER OF WARRANTIES GPD has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions are not as represented on the tower elevation contained in this report,we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been properly fabricated, erected, maintained, in good condition,twist free,and plumb. The engineering services rendered by GPD in connection with this Rigorous Structural Analysis are limited to a computer analysis of the tower structure and theoretical capacity of its main structural members. All tower components have been assumed to only resist dead loads when no other loads are applied. No allowance was made for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made for loose bolts or cracked welds. GPD does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub-component and connection of an existing tower. GPD provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the feasibility of adding appurtenances usually accompanied by transmission lines to the structure. It is the owner's responsibility to determine the amount of ice accumulation in excess of the specified code recommended amount, if any,that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD, but are beyond the scope of this report. Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer. GPD makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower. GPD will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD pursuant to this report will be limited to the total fee received for preparation of this report. 9/26/2018 Page 4 of 4 130 R.Self,Support Tower-Structural Evaluation AT&T USID.5678 APPENDIX A Tower Analysis Summary Form 9/26/2018 Tower Analysis Summary Form Gen...I Info �61W'Numtbar souTHol.DThe information contained in this summary report Is not to be uSNVNVNY022915676) from the PE Stamped tower analysis. FA Number 10074785 P y Dnalysis 9262018 ` C:=PedomJng Analysis OPD Tower Into Decorip0on Date Design Pa rameletc Anal cls ResultsV.Mmdmum Usa e Tower Type(G,SST'.MP) SST Design Code Used T14222-,G,2016 IM EXWIIngRlos.rvod♦Futures Proposed Condulon a Toksr Height(top of steel AOL) 130' 2936 NYSUC Tower(%) 94 7% Tower Manula=uor FN? L—V.h of T-1(County,State) Sulfolk,Nov York Tower Base(%) 62.296 Towv Model WA Bask Wind Speed(mph) 104(Fava,"lic) Foundation(%) B05% T",Design WA Ica Thlrkness on) 475 Foundadon AdequoM7 Yes F—dation Design Tecwd.WO v.756.220.1.3 5/2/1991 Structure Classification(611,III) U Geckch Report Tectonic WO F.756329.13 W1991 ExpMUM Category(B,C.D) C ConsWctign Dmwtng Bach"]Job#25736-015-S 2/2/2015 Topognu hlc Category(I W 5) 1 PreNousSWCNral Anal sus GPD Protect#:2DI5700MWS 03 5"2812015 Steel Yield Strength(keg Leg SD B-Irg 3G Brits A325 Ambor Rods as E.I6I1.g/Reserved Loading ��4 a nTiansmisston Llna AnlnOwer Mount Antenna CL Maulacret Model AZmN .f Ouentl Manufacturer Type O—Wry Modal Sit.Height I ON TYpa �AIWChmeni Faee0.e Unknown 130 136 1 Omni Unknown IWO-11 1 U.Mourn 10'PWtform 2 Unmown 12" Facet Unknown 130 131 1 Omni Unknown WOmni On the Same Mount 3 Dan— 7/8" F—C AT&T MebWRV 130131 1 Pare] Celway. Unkn.wn _ 120 On the Satire Mount 18 Unmown 718" FA AT&T Mobally 130 131 3 Parcel AXgon7262.02 0120/240 On ftSam.Mattel 1 Fiber SM. I-.A AT&T fi.lemw 139 131 3 Pvrel AtMtew SBNHH-1D65A 0120240 On the Same Mount 2 DC Power 7/8" Fac.A AT&T Mobility 139 131 2 Panel And— DBXNHI6565A 9240 Onlh.Some Mount RET 318" 1—A AT&T Mobill 130 131 1 Dish Radlowavos 2S Dish 120 On the Sema Mount AT&T Mobility 130 131 6 TMA No. SB MHA On the Sarno Mount ATATMobRrty 130 131 3 RRH Alcatel Lueont RRH2x6o-i90DA4R AT&T Mobility 130 131 3 RRH Alcatel Lucent RRH2x4OW-07L On the Same Mount AT&T MobWty 130 1312 Dlplexor CWarcam CCDP-41D-IV"2 On the Some M...I AT&T Mobuity 130 131 2 Dipiexer Cl--. CCDP36S•IVFB2 On a.Same Mourn AT&T WORRY 130 131 1 Surge Suppressor Reycap DC648.60.18-SF On tha Sartre M...I T..101. 115 115 3 Panel Andrew TMBXX-6516412M Assumed 3 Unknown 12'T-Frame 24 U.Imown 1-//4" 1—B T-Mobile 115 115 3 Pana) RFS APXI6PV•16PVL Assumed On the Sema Mount 1 Unk-sm 1/4' Face8 T-Mobile 115 115 3 TMA Unknown TMA On lee Sema Mount Unk- 100 110 2 Omni Unknown 20'Omnl 3 U.1—vm 12-T-Fmme 3 Unk-- 7/a" F—C Unknown too 109 1 Omni Unknown IWOmnl Onllm Some Mount Voricon 100 100 6 Parra] Amo] OXA-7009014CP Assumed Onthe Sarno Mounl 12 Unknown 7/8' Fac.0 Verizon 100 100 3 Pvwt Antal BXA-17109D/BCF Assumed Ontha Same Mourn Verizon 100 100 6 Dlploxer RFS FDORGOO IC.9L On lice Sem.Mount Unknown 100 100 1 Yogi Unknown . a'Yen[ On the Sam.Mount 4 Unknown 718' F—C Unk— tog to0 1 OPS Unknown OPS On the Sem.Mount Unktwwn 100 BD 2 Omni Unknown 20'Omn On WS Same Mount Unk-- 91 Of 1 Yogi Unknown G'Yogi Log Mounted 1 Unknown 72" F—B U" - BB BB 6 P.rret Kothreln 800.10504 Assumed 3 Unknown 10'T•Rame 12 Unmown 1.18" Facell Unknown / Unknown 114" Face B Unknown 30 41 1 Omnl Unknown 6'Omnl 1 unit.- 3'Stande" 1 Unknown 33" F-0 Note At AT&T Moblity equipment Z;me excepu of the DCS and DLvh at 131'.11.e.lcn shah be remMed prbr W the Installation of the proposed conllguration and have not been ouwldered In Nle azarysls All other.xL,CnGVrmwod oqulpmenl shaR be mused Proposed Lending z„T/anvNssfon Mount Ant.nna CL Attachment Antenna Owner Hein h Ouantiry Typo ManulacWrer Model Azimuth Quanby Manuf."- Type Ouanby Model Slze aceA AT&T MobWty ISO 131 9 P"" Commscnpe NNHIF65A•R4 0/120240 On the Same Mount 1 Fiber 316" FaeeA AT&T Mobglty 130 131 3 RRU Metol taunt RRH4Y25-WCS4R Onthes.—Mount 2 DC Power 7/8" F—A AT&T MobWry 130 131 3 RRU Non. AlrScna RRH 4T4R as iGOWAHCA On the Satre Mount AT&T MebgilV 130 131 3 RRU No"' AlrScd.Dual RRH 4T4R 912J14 320W AHLBA On the Sema Mount AT&T Whillry 130 131 3 RRU Alclol Luunl B2S RRH4X304R On Ilia 6818 Mount AT&T Mobility 130 131 1 Stage fiuppro.eor R.ycap DC648-60.18-0F On Ilio Som.Mount Note The proposed equipment shag be Installed In add OOn to the remmnng mustingInnummd loading et the—.1—b- Future Loading kY;+P`-+z{s ?ransinlssfbfi Anlonna Owr MohtnItAnl, Type Mamdae—r Model ,. Azimuth Oumbty ..... Typ. Quantitye' CL C.Ar,ly ptlaehnent Model Size FereAe 130 Ft.Se{f SupportTower-Structural Evaluation AT&T USID:5678 APPENDIX B tnxTower Output File 9/26/2018 t��®wer Job Page NYNYNY0229 (5678) SOUTHOLD 1 of 7 GPD Project Date 520 South Main Street Suite 2531 2018720.46 09:30:46 09/26/18 Akron,Ohio 44311Client Designed by Phone:(555)555-1234 S2S Wireless FAX (555)555-1235 edoan Tower,lriput Data The main tower is a 3x free standing tower with an overall height of 130.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 4.00 ft at the top and 17.00 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Suffolk County,New York. Basic wind speed of 104 mph. Structure Class 11. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 0.7500 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. 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. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Feed Line/Linear Appurtenances Entered,As Round.®r Flat Description Face Allow Component Placement Face Lateral # #• Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FW) Row in in in plf Climbing C No Af(CaAa) 13000-800 00000 0 1 1 38400 38400 481 Ladder(Af) Safety Line C No Ar(CaAa) 13000-800 00000 0 1 1 03750 0.3750 022 (3/8") Feedline A No Af(CaAa) 13000-800 00000 0 1 1 3.0000 3.0000 840 Udder(Af) LDF5-SOA A No At(CaAa) 13000-800 00000 002 18 18 1.0900 1.0900 033 (7/8 FOAM) 3/8"Fiber A No Ar(CaAa) 13000-800 00000 0.08 2 2 03750 03750 0 10 Cable 7/8"DC A No Ar(CaAa) 13000-800 00000 009 4 4 08750 08750 060 Power Cable RET Cable A No At(CaAa) 13000-800 00000 01 2 2 04400 04400 008 Feedline B No Af(CaAa) 13000-8.00 0.0000 0 1 1 30000 30000 840 Ladder(At) LDF4-50A B No Ar(CaAa) 13000-800 00000 003 2 2 06300 06300 0 15 (1/2 FOAM) LDF5-50A B No Ar(CaAa) 9100-800 00000 001 1 1 10900 10900 033 (7/8 FOAM) 3/4"feedline B No Ar(CaAa) 3800-800 00000 003 1 1 07500 07500 025 Feedline B No Af(CaAa) 11500-800 -10000 -033 1 1 30000 30000 840 Udder(Af) LDF6-50A B No Ar(CaAa) 11500-800 -60000 -0 33 24 8 15500 15500 066 (1-1/4 FOAM) Q��r Job Page l NYNYNY0229 (5678) SOUTHOLD 2 of 7 GPD Project Date S20 South Main Street Suite 2531 2018720.46 09:30:46 09/26/18 Akron,Ohio 44311 Client Designed by Phone:(555)555-1234 S2S Wireless FAX. (S55)555-1235 edoan Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Legft in (Frac FW) Row in in in plf LDFI-50A B No Ar(CaAa) 11500-800 -10000 039 1 1 03500 0.3500 006 (1/4 FOAM) Feedline B No Af(CaAa) 88.00-800 00000 025 1 1 30000 30000 840 Ladder(Af) LDFI-50A B No Ar(CaAa) 88.00-800 00000 025 12 6 19800 19800 082 (1-5/8 FOAM) LDFI-50A B No Ar(CaAa) 8800-8.00 0.0000 03 1 1 03500 03500 006 (1/4 FOAM) Feedline C No Af(CaAa) 10000-800 00000 03 1 1 30000 30000 840 Ladder(Af) LDF5-50A C No At(CaAa) 12800-800 0.0000 01 3 3 1.0900 10900 033 (7/8 FOAM) LDF5-50A C No Ar(CaAa) 10000-800 00000 03 19 15 10900 1.0900 033 (7/8 FOAM) Discrete Tower-Loads Description Face Offset Offsets: Azimuth Placement CAA.i CAA_ Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft fr= ft2 K ft ft 10'Platform w/Rails C None 0.0000 13000 No Ice 2669 2669 140 1/2"Ice 37.19 3719 170 1"Ice 4769 4769 200 6'Standoff-Round(GPD) A From Leg 300 00000 13000 No Ice 1 14 3.14 007 0.00 1/2"Ice 179 464 010 000 1"Ice 244 614 0 13 6'Standoff-Round(GPD) B From Leg 300 00000 13000 No Ice 114 3 14 0.07 000 1/2"Ice 179 4.64 010 000 1"Ice 244 614 0 13 6'Standoff-Round(GPD) C From Leg 300 0.0000 130.00 No Ice 1 14 3 14 007 000 1/2"Ice 1.79 464 010 000 V Ice 244 6.14 0 13 (2)Pipe Mount 6'x2 375" A From 600 0.0000 13000 No Ice 143 143 003 Centroid-Fa 000 1/2"Ice 1 92 1.92 004 ce 000 V Ice 229 229 005 (2)Pipe Mount 6'x2.375" B From 600 00000 130.00 No Ice 143 143 0.03 Centroid-Fa 000 1/2"Ice 192 192 004 ce 000 1"Ice 229 229 005 (2)Pipe Mount 6'x2.375" C From 600 00000 130.00 No Ice 143 143 003 Centroid-Fa 000 1/2"Ice 192 1.92 004 ce 000 1"Ice 229 229 005 16'Omni C From 400 00000 130.00 No Ice 511 511 006 Centroid-Fa 000 1/2"Ice 7.18 7 18 010 ce 800 1"Ice 883 8 83 0 15 6'Omni B From 400 00000 130.00 No Ice 177 177 003 Centroid-Fa 000 1/2"Ice 2.13 2.13 004 ce 300 1"Ice 250 250 006 NNHH-65A-R4 w/Mount A From 400 00000 130.00 No Ice 934 551 010 Pipe Centroid-Fa 000 1/2"Ice 982 627 0 18 ce 100 1"Ice 1029 697 025 NNHH-65A-R4 w/Mount B From 400 00000 13000 No Ice 934 551 010 Pipe Centroid-Fa 000 1/2"Ice 982 627 0 18 ce 100 1"Ice 1029 697 025 NNHH-65A-R4 w/Mount C From 400 00000 13000 No Ice 934 551 0 10 Pipe Centroid-Fa 0.00 1/2"Ice 9.82 627 018 + diwer Job Page � . "I NYNYNY0229 (5678) SOUTHOLD 3 of 7 GPD Project Date 520 South Main Street Suite 2531 2018720.46 09:30:46 09/26/18 Akron,Ohio 44311 Client Designed by Phone (555)555-1234 S2S Wireless FAX. (555)555-1235 edoan Description Face Offset Offsets Azimuth Placement CAAA CAA_a Weight or Type Horz Adjustment Front Side Leg Lateral Vert f o ft ft, f12 K ft J1 ce 100 1"Ice 10.29 697 025 (2)NNHH-65A-R4 w/Mount A From Leg 600 00000 13000 No Ice 934 551 0.10 Pipe 0.00 1/2"Ice 982 6.27 018 1.00 1"Ice 10.29 6.97 025 (2)NNHH-65A-R4 w/Mount B From Leg 600 00000 13000 No Ice 9.34 5.51 0.10 Pipe 000 1/2"Ice 9.82 627 0 18 100 1"Ice 10.29 697 0.25 (2)NNHH-65A-R4 w/Mount C From Leg 600 00000 13000 No Ice 9.34 5.51 0.10 Pipe 0.00 1/2"Ice 982 6.27 0.18 100 P Ice 1029 6.97 0.25 AirScale Dual RRH 4T4R A From 400 00000 13000 No Ice 367 2.30 0.05 B12/14 320W AHLBA Centroid-Fa 0.00 1/2"Ice 392 251 0.08 ce 100 1"Ice 4.18 2.73 Oil AirScale Dual RRH 4T4R B From 400 00000 13000 No Ice 367 2 30. 005 B12/14 320W AHLBA Centroid-Fa 000 1/2"Ice 3.92 251 0.08 ce 100 1"Ice 4.18 273 0.11 AirScale Dual RRH 4T4R C From 400 00000 13000 No Ice 3.67 230 005 B 12/14 320W ABI-BA Centroid-Fa 0.00 1/2"Ice 392 251 008 ce 1.00 1"Ice 4.18 2.73 Oil AIRSCALE RRH 4T4R B5 A From 4.00 00000 13000 No Ice 129 072 0.04 160W Centroid-Fa 0.00 UT'Ice 143 0.83 0.05 ce 1.00 1"Ice 158 0.96 006 AIRSCALE RRH 4T4R B5 B From 400 00000 13000 No Ice 129 072 0.04 160W Centroid-Fa 0.00 1/2"Ice 143 0.83 005 ce 100 1"Ice 1.58 0.96 0.06 AIRSCALE RRH 4T4R B5 C From 400 0.0000 13000 No Ice 129 072 0.04 160W Centroid-Fa 0.00 1/2"Ice 143 0.83 0.05 ce 100 1"Ice 1.58 0.96 0.06 B25 RRH4x30-4R A From 400 00000 13000 No Ice 214 131 0.05 Centroid-Fa 000 1/2"Ice 2.33 1.46 0.07 ce 100 1"Ice 253 1.63 0.09 B25 RRH4x30-4R B From 400 00000 13000 No Ice 214 1.31 0.05 Centroid-Fa 000 1/2"Ice 2.33 1.46 0.07 ce 100 1"Ice 253 163 009 1325 RRH4x30-4R C From 400 00000 13000 No Ice 214 131 005 Centroid-Fa 000 1/2"Ice 233 146 007 ce 100 1"Ice 2.53 163 009 RRH4x25-WCS-4R A From 400 0.0000 13000 No Ice 3 16 2.38 007 Centroid-Fa 000 1/2"Ice 340 2.60 0.10 ce 100 1"Ice 365 282 013 RRH4x25-WCS-4R B From 400 00000 130.00 No Ice 3 16 238 007 Centroid-Fa 000 1/2"Ice 340 260 0.10 cc 100 1"Ice 365 2.82 013 RRH4x25-WCS-4R C From 400 0.0000 13000 No Ice 316 238 0.07 Centroid-Fa 000 1/2"Ice 340 260 010 ce 100 1"Ice 365 282 013 (2)Fiber Box B From 400 00000 13000 No Ice 029 026 001 Centroid-Fa 0.00 1/2"Ice 037 0.33 0.01 ce 100 1"Ice 046 042 001 DC6-48-60-18-8F Surge A From 400 00000 13000 No Ice 0.92 0.92 002 Suppression Unit Centroid-Fa 0.00 1/2"Ice 1.46 146 0.04 ce 100 1"Ice 164 164 006 DC648-60-18-8F Surge C From 400 00000 13000 No Ice 0.92 0.92 002 Suppression Unit Centroid-Fa 000 1/2"Ice 146 146 004 ce 100 1"Ice 164 164 006 Pirod 12'Knockdown A From Leg 100 600000 11500 No Ice 9.76 705 028 T-Frame 173 1/2"Ice 1367 10 13 041 .WxTower Job Page jj Page (5678) SOUTHOLD 4 of 7 GPD Project Date 520 South Main Street Suite 2531 2018720.46 09:30.46 09/26/18 Akron,Ohio 44311 Client Designed by Phone:(55S)555-1234 S2S Wireless FAX (555)555-1235 edoan Description Face Offset Offsets: Azimuth Placement CAAA C,444 Weight or Type Horz Adjustment Front' Side Leg Lateral Vert ft 0 ft ft, ft, K ft ft 000 PIce 1758 1321 054 Pirod 12'Knockdown B From Leg 100 600000 11500 No Ice 976 7.05 028 T-Frame 173 1/2"Ice 13.67 10.13 041 000 PIce 1758 1321 054 Pirod 12'Knockdown C From Leg 1.00 60.0000 11500 No Ice 9.76 705 028 T-Frame 1.73 1/2"Ice 13.67 1013 041 000 1"Ice 1758 1321 054 TMBXX-6516-R2M w/ A From Leg 2-00 600000 115.00 No Ice 5.84 471 0.06 Mount Pipe 346 1/2"Ice 632 5.53 0.11 000 V Ice 678 6.23 017 TMBXX-6516-R2M w/ B From Leg 200 60.0000 115.00 No Ice 584 4.71 006 Mount Pipe 346 1/2"Ice 6.32 553 Oil 000 P Ice 6.78 623 017 TMBXX-6516-R2M w/ C From Leg 200 60-0000 115.00 No Ice 584 471 006 Mount Pipe 346 1/2"Ice 632 553 Oil 000 P Ice 6.78 623 017 APXI6PV-16PVL w/Mount A From Leg 200 600000 115.00 No Ice 6 17 305 006 Pipe 346 1/2"Ice 653 365 0.11 000 P Ice 690 427 016 APXI6PV-16PVL w/Mount B From Leg 200 60.0000 11500 No Ice 617 305 006 Pipe 346 1/2"Ice 653 365 Oil 000 P Ice 690 427 0.16 APXI6PV-16PVL w/Mount C From Leg 200 600000 11500 No Ice 6.17 305 006 Pipe 346 1/2"Ice 653 365 Oil 000 P Ice 690 427 0 16 TMA(Tower Mounted A From Leg 200 600000 11500 No Ice 120 060 001 Amplifier) 346 1/2"Ice 134 070 002 0.00 1"Ice 148 0 81 003 TMA(Tower Mounted B From Leg 200 600000 11500 No Ice 120 060 001 Amplifier) 346 1/2"Ice 134 070 002 000 V Ice 148 081 003 TMA(Tower Mounted C From Leg 200 600000 11500 No Ice 120 060 001 Amplifier) 346 1/2"Ice 134 070 002 000 1"Ice 148 081 003 Pirod 12'Knockdown A From Leg 173 300000 10000 No Ice 976 705 028 T-Fraine 100 1/2"Ice 1367 1013 0.41 0.00 P Ice 1758 1321 054 Pirod 12'Knockdown B From Leg 173 300000 10000 No Ice 976 705 028 T-Frame 100 1/2"Ice 1367 10.13 041 000 V Ice 1758 1321 054 Pirod 12'Knockdown C From Leg 173 300000 10000 No Ice 976 705 028 T-Frame 100 1/2"Ice 13.67 10-13 041 000 VIce 1758 1321 054 (2)20'Omni A From Leg 346 0.0000 100.00 No Ice 400 400 004 200 1/2"Ice 603 6.03 007 1000 P Ice 807 807 Oil 18'Omm C From Leg 346 00000 10000 No Ice 540 540 002 200 1/2"Ice 723 723 006 900 1"Ice 908 908 Oil (2)BXA-70090/4CF w/ A From Leg 346 300000 10000 No Ice 447 472 0.05 Mount Pipe 200 1/2"Ice 503 560 0 10 000 V Ice 552 6.34 015 (2)BXA-70090/4CF w/ B From Leg 346 300000 10000 No Ice 4.47 472 00S Mount Pipe 200 1/2"Ice 5.03 560 0 10 000 V Ice 5.52 6-34 015 (2)BXA-7009014CF w/ C From Leg 346 300000 10000 No Ice 447 472 005 Mount Pipe 2.00 1/2"Ice 503 560 0 10 MxJob Page lj NYNYNY0229 (5678) SOUTHOLD 5 of 7 GPD Project Date 520 South Main Street Suite 2531 2018720.46 09:30:46 09/26/18 Akron,Ohio 44311 Client Designed by Phone:(555)555-1234 S2S Wireless FAX. (555)555-1235 edoan Description Face Offset Offsets. Azimuth Placement CAA_, CAA•4 Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft It .fti fie K ft ft 000 P Ice 552 634 015 BXA-171090/8CF w/Mount A From Leg 346 300000 10000 No Ice 363 380 004 Pipe 2.00 1/2"Ice 425 483 007 0.00 1"Ice 4.75 557 0.12 BXA-171090/8CF w/Mount B From Leg 3.46 30.0000 10000 No Ice 363 380 004 Pipe 200 1/2"Ice 425 483 007 000 1"Ice 475 557 012 BXA-171090/8CF w/Mount C From Leg 346 300000 100.00 No Ice 363 380 004 Pipe 200 1/2"Ice 425 483 007 0.00 1"Ice 475 557 012 (2)FD9R6004/1C-3L A From Leg 3.46 30.0000 100.00 No Ice 031 008 0.00 200 1/2"Ice 039 012 000 000 1"Ice 047 0.17 001 (2)FD9R6004/1C-3L B From Leg 346 300000 10000 No Ice 031 0.08 000 200 1/2"Ice 039 012 000 000 1"Ice 047 017 001 (2)FD9R6004/IC-3L C From Leg 346 300000 10000 No Ice 0.31 008 000 200 1/2"Ice 039 012 000 000 1"Ice 047 017 001 8'Yagi C From Leg 346 00000 10000 No Ice 160 160 004 2.00 1/2"Ice 2.42 242 005 0.00 1"Ice 324 324 007 GPS C From Leg 3.46 0.0000 100.00 No Ice 0 11 Oil 000 2.00 1/2"Ice 021 021 000 000 1"Ice 028 028 001 (2)20'Omni B From Leg 346 0.0000 10000 No Ice 4.00 4.00 004 200 1/2"Ice 6.03 603 007 -10.00 1"Ice 807 8.07 0.11 2'Sidearm-Flat(GPD) B From Leg 100 0 0000 9300 No Ice 080 160 0.03 0.00 1/2"Ice 105 200 0.04 000 I"Ice 130 240 005 6'Yagi A From Leg 000 00000 9100 No Ice 120 120 003 000 1/2"Ice 180 180 004 000 1"Ice 217 217 005 Pirod 10'Knockdown A From Leg 100 00000 8800 No Ice 883 705 027 T-Frame 000 1/2"Ice 12.37 10.13 0.39 000 P Ice 1591 13.21 0.51 Pirod 10'Knockdown B From Leg 1.00 00000 8800 No Ice 883 7.05 027 T-Frame 000 1/2"Ice 1237 10 13 039 000 1"Ice 1591 1321 051 Pirod 10'Knockdown C From Leg 100 00000 8800 No Ice 8 83 705 027 T-Frame 000 1/2"Ice 1237 10 13 039 000 1"Ice 1591 1321 051 (2)5'x6"x3"Panel A From Leg 200 00000 8800 No Ice 375 229 001 0.00 1/2"Ice 4 13 265 003 000 1"Ice 451 302 006 (2)5'x6"x3"Panel B From Leg 2.00 0.0000 88.00 No Ice 375 2.29 001 0.00 1/2"Ice 4 13 265 003 0.00 I"Ice 451 302 006 (2)5'x6"x3"Panel C From Leg 200 00000 8800 No Ice 375 2.29 001 000 1/2"Ice 413 265 003 000 P Ice 451 302 006 2'Sidearm-Flat(GPD) B From Leg 100 00000 7800 No Ice 0.80 160 003 000 1/2"Ice 105 200 004 0.00 1"Ice 1.30 240 005 2'Sidearm-Flat(GPD) B From Leg 100 00000 7200 No Ice 080 160 003 000 1/2"Ice 105 200 004 WxTower Job Page NYNYNY0229 (5678) SOUTHOLD 6 of 7 GPD Project Date 520 South Main Street Suite 2531 2018720.46 09:30:46 09/26/18 Almon,Ohio 44311 Client Designed by Phone. (55S)555-1234 S2S Wireless FAX. (555)555-1235 edoan Description Face Offset Offsets: Azimuth Placement CAA.4 CAA.t Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft ft, f2 K ft ft 0.00 V Ice 1.30 240 005 3'Sidearm-Flat(GPD) B From Leg ISO 0.0000 38.00 No Ice 080 240 0.04 0.00 1/2"Ice 105 3.00 006 0.00 V Ice 1.30 360 007 6'Omm B From Leg 300 0.0000 3800 No Ice 177 1.77 0.03 000 1/2"Ice 213 2.13 0.04 300 1"Ice 250 2.50 006 Dishes:. Descriphon Face Dish Offset Offsets. Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft o o ft ft ft, K 2 5'Dish B Paraboloid w/o From 400 00000 128.00 250 No Ice 4.91 0.04 Radome Centroid 200 1/2"Ice 524 0.05 -Face 2.00 1"Ice 557 0.06 'Crtical D'eflectio'ns a'rid:Radius of Curvature i Service Wind Elevation Appurtenance Gov Deflection Tilt Twist Radius of Load Curvature ft Comb. in o o ft 13000 2.5'Dish 39 1.539 0.0895 00147 548936 115.00 Pirod 12'Knockdown T-Frame 39 1 255 00852 00149 182978 100.00 Pirod 12'Knockdown T-Frame 39 0 984 00782 00134 112987 93.00 2'Sidearm-Flat(GPD) 39 0 866 0.0740 0.0122 100209 9100 6'Yagi 39 0 833 0.0728 00119 97822 88.00 Pirod 10'Knockdown T-Frame 39 0 785 0.0710 00114 96857 7800 2'Sidearm-Flat(GPD) 39 0 633 00648 00097 102177 7200 2'Sidearm-Flat(GPD) 39 0 547 0.0609 00087 104783 38.00 3'Sidearm-Flat(GPD) 39 0 167 0.0328 00036 65542 Bolt•=Design Data Section Elevation Component Bolt Bok Size Number Maximum Allowable Ratio Allowable Criteria No Type Grade Of Load Load Load Ratio ft in Bolts per Bolt per Boll Allowable K K TI 130 Leg A325N 07500 6 490 2982 0 164 1 Bolt Tension Diagonal A325N 06250 1 4.57 12.430 367 J� 1 Bolt Shear Top Girt A325N 06250 1 097 7.50 0 129 y 1 Member Block Shear T2 110 Leg A325N 07500 6 1149 2982 0.385 y 1 Bolt Tension Diagonal A325N 06250 1 784 1243 0 631 1 Bolt Shear T3 90 Leg A325N 07500 6 1981 2982 0 664 1 Bolt Tension Diagonal A325N 06250 1 953 12.43 0 767 �/ 1 Bolt Shear - TU�� Job Page l NYNYNY0229 (5678) SOUTHOLD 7 of 7 GPD Project Date 520 South Main Street Suite 2531 2018720.46 09:30:46 09/26/18 Akron,Ohio 44311 ClientDesigned by Phone (555)555-1234 S2S Wireless 7 FAX.•(555)555-1235 1 edoan Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No Type Grade Of Load Load Load Ratio ft in Bolts per Bolt per Bolt Allowable K K T4 70 Leg A325N 07500 6 28.24 2982 0.947 1 Bolt Tension Diagonal A325N 06250 1 1065 1243 0 857 1 Bolt Shear T5 50 Diagonal A325N 0.6250 1 13 18 2485 0 530 1 Bolt Shear Secondary A325N 06250 1 4.29 10.44 0 411 1 Member Bearing Horizontal T6 30 Diagonal A325N 06250 1 13.88 2485 0 558 1 Bolt Shear Secondary A325N 0.6250 1 511 1044 0.490 1 Member Bearing Horizontal T7 10 Leg A325N 20000 6 47.34 21206 0 223 1 Bolt Tension Diagonal A325N 0.6250 1 13.99 2485 0 563 1 Bolt Shear Secondary A325N 06250 1 555 10.44 0 532 1 Member Bearing Horizontal . • Section":Ca'pacitji;Table'`; _ Section Elevation Component Size Critical P Opal— % Pass No. f Type Element K K Capacity Fail Tl 130-110 Leg 3 1 -3517 19890 177 Pass T2 110-90 Leg 3 1/2 31 -7929 23448 33.8 Pass T3 90-70 Leg 4 52 -134.59 353.60 38 1 Pass T4 70-50 Leg 4 73 -190.51 353.60 539 Pass T5 50-30 Leg 4 94 -24073 42498 566 Pass T6 30-10 Leg 45/16 115 -29487 51542 572 Pass T7 10-0 Leg 45/16 136 -32007 51643 62.0 Pass TI 130-110 Diagonal L2 1/2x2 1/2x1/4 12 -457 23.41 195 Pass T2 110-90 Diagonal L2 1/2x2 1/2x1/4 39 -784 1772 442 Pass T3 90-70 Diagonal L3x3xl/4 60 -953 2261 421 Pass T4 70-50 Diagonal L3x3xl/4 81 -1062 1826 582 Pass T5 50-30 Diagonal 2L2 1/2x2 1/2x1/4 102 -13 18 3051 43.2 Pass T6 30-10 Diagonal 2L2 1/2x2 1/2x1/4 123 -1388 2549 54.4 Pass 77 10-0 Diagonal 2L2 1/2x2 1/2x1/4 144 -1399 2332 600 Pass TS 50-30 Secondary Horizontal L2 1/2x2 1/2x1/4 103 -429 2216 194 Pass T6 30-10 Secondary Horizontal L2 1/2x2 1/2x1/4 124 -5 11 18.52 276 Pass T7 10-0 Secondary Horizontal L2 1/2x2 1/2x1/4 145 -555 1676 33 1 Pass TI 130-110 Top Girt L2x1 1/2x3116 5 -100 830 120 Pass Summary ELC. Proposed Leg(T7) 620 Pass Diagonal 600 Pass M) Secondary 331 Pass Horizontal (T7) Top Girt 120 Pass (Tl) Bolt Checks 947 Pass Rating= 947 Pass 130 Ft.pelf Support Tower-Structural Evaluation AT&T USID:5678 APPENDIX C Tower Elevation Drawing 9/26/2018 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION 10'Platform w/Rails 130 TMBXX-6516-R2M w/Mount Pipe 115 6'Standoff-Round(GPD) 130 TMBXX-6516-R2M w/Mount Pipe 115 6'Standoff-Round(GPD) 130 APXI6PV-16PVLw/Mount Pipe 115 130 0 fl 6'Standoff-Round(GPD) 130 APX16PV-16PVLw/Mount Pipe 115 (2)Pipe Mount 6'x2 375" 130 APX16PV-16PVLw/Mount Pipe 115 (2)Pipe Mount 6'x2375" 130 TMA(rower Mounted Amplifier) 115 (2)Pipe Mount 6'X1375" 130 TMA(rower Mounted Amplifier) 115 16'Omm 130 TMA Crmer Mounted Amplifier) 115 6'Omni 130 Pirod 12'Knockdown T-Frame 115 co NNHH-65A-R4 w/Mount Pipe 130 Pirod 12'Knockdown T-Frame 100 NNHH-65A-R4 w/Mount Pipe 130 Pirod 12'Knockdown T-Frame 100 NNHH-65A•R4 w/Mount Pipe 130 (2)20'Omni 100 (2)NNHH-65A-R4 wl Mount Pipe 130 18'0mm 100 110 0 fl Li (2)NNHH-65A-R4 w/Mount Pipe 130 (2)BXA-70090/4CF w/Mount Pipe 100 (2)NNHH-65A-R4 w/Mount Pipe 130 (2)BXA-70090/4CF w/Mount Pipe 100 AuScale Dual RRH 4T4R B12/14 130 (2)BXA-7009014CF w/Mount Pipe 100 `� 320W AHLBA BXA-171090/8CF w/Mount Pipe 100 NrScale Dual RRH 4T4R 812114 130 BXA-17109018CF w/Mount Pipe 100 N - 320W AHLBA Alr8calBXA-171090/8CF w/Mount Pipe 100 K Dual RRH 4T4R B12/14 130 FD9R600411 C-31- 100 C � a 320WWA 32HLBA (2) w n AIRSCALE RRH 4T4R BS 160W 130 (2)FD9R6004/10-3L 100 AIRSCALE RRH 4T4R B5160W 130 (2)FD9R6004/1C-3L 100 AIRSCALE RRH 4T4R B5 160W 130 V Yagl 100 90 0 R 825 RRH4x30-4R 130 GPS 100 z � 825 RRH4x30-4R 130 (2)20'Omni 100 B25 RRH4x30.4R 130 Pirod 12 Knockdown T-Frame 100 RRH4x25-WCS4R 190 2'Sidearm-Flat(GPD) 93 r, RRH4x25-WCS-4R 130 6'Yagi 91 RRH4x25-WCS4R 130 Pirod 10'Knockdown T-Frame 88 t'- (2)Fiber Box 130 Pirod 10'Knockdown T-Frame 88 DC6-48-60-18-8F Surge Suppression 130 (2)556"x3"Panel 88 O1 Una (2)556'56"Panel 88 \\ DC6-48-60.18-8F Surge Suppression 130 (2)556"x3"Panel 88 8 Unit Pirod 10'Knockdown T-Frame 88 x 70 0 fl 2 5'Dish 128 2'Sidearm-Flat(GPD) 78 Pirod 12'Knockdown T-Frame 115 2 Sidearm-Flat(GPD) 72 Pirod 12'Knockdown T-Frame 1115 6 Omni 38 m Q n < TMB--6516-R2M w/Mount Pipe I 115 3'Sidearm-Flat(GPD) 38 MATERIAL STRENGTH GRADE Fy Fu GRADE F Fu A572-50 150 ksI 165 ksi JAW 136 ks1 58 ksl 4 z � 5008 TOWER DESIGN NOTES 1. Tower Is located In Suffolk County,New York. ALL RE2,_Tower designed for Exposure C to the TIA-222-G Standard. ARE F13 Tower designed for a 104 mph basic wind in accordance with the TIA-222-G Standard. 4 Tower is also designed for a 50 mph basic wind with 0.75 in Ice.Ice Is considered to MAX COhncrease In thickness with height. \ D045._Deflections are based upon a 60 mph wind SHqTower Structure Class II . Topographic Category 1 with Crest Height of 0.00 ft -- 8 TOWER RATING 94 7% UPLIrw. -zaon SHEAR 34 K 300fl AXIAL 126 K N SHE MOMENT 16 K 1264 kip-ft TORQUE 5 kip-ft y \ 50 mph WIND-0 7500 in ICE 10 0 ft AXIAL \\ / 49 K F r — SHEAMOMENT 62 K 4660 kip-ft OOfl \ TORQUE 28 klp-ft g REACTIONS-104 mph WIND No a @ g a y GPD °b NYNYNY0229(5678)SOUTHOLD 520 South Main Street Suite 2531 Prolect 2018720.46 Client S2S Wireless Drawn by edoan App'd Akron,Ohio 44311 Phone (555)555-1234 Code TIA-222-G I Date Qg/26/18 scale NTS FAX' 555 555-1235 Path T1ATendT156761062DIS72046S2SMMMAUNx1567aeDwgNo.E-1 Feed Line Distribution Chart 0' -130' Round Flat App In Face App Out Face Truss Leg 13000 Face A Face B Face C 13000 _____ ____ ____ _____ 128.00 12800 — _____ ____ ____ _____ 11500 11500 11000 — ————— ———— --—— ————— — -- ——————— — -- --—————— 110.00 ------- — ----- --------- --——— ———— ———— ————— 10000 -- ——————— ———————— 10000 90,00 ----- ---- ---- ----- 9100 -- — — -- — 91.00 ----- —---- — — ---- ---- ———-- 9000 ----- ---- ----- 8800 -- — ----- — 8800 ---- o € m i� m m LL Q m m m o a _ ... m ---� ---� ---� ---� � - ----- -- -- - -- a ----� ---- ---= 70 00 ----- - 70.00 U — c ? C 'a ri °° ❑ d c c Q Wr lL ❑J N n 9 0 E N LL m v N v v \ U O W a 0 9 o a m C N Q 0 Q m N 50.00 C ._.o— _ 5000 _____ — ----- — -- ----- ___ _ J m N O ❑ C LL J LL o 9 N _____ ____ ____ _____ 3800 _ _ _ 3800 , 3000 — ————— ———— --—— ————— — -- — -- -- — -- -- — — - ----- 3000 — — ----- ---- ---- — — m 3 1000 — -- ---- ---- ----- — 8,00 -- — -- -- — r— -- — -- 800 — ----- ---- — 0 00 000 GPD Job NYNYNY0229(5678)SOUTHOLD 520 South Main Street Suite 2531 Prole"2018720.46 Ghent.S2S Wireless Drawn by edoan App'd Akron, Ohio 44311 Phone.(555)555-1234 code TIA-222-G Date 09/26/18 Scale NTS FAX. 555 555-1235 Path T 1ATandTl5678106 2DI8720 46 S2S MM MAITNM5678 a Dwg ND E-7 Feed Line Plan Round Flat App In Face App Out Face •e ••* edline Ladder(Af (2441 s -50A(1-1/4 FOAM) gas (4)7/�j (18)WeFAW LQtlZ1er�A tWja (1/2 FOAM) • • 12)LDF7-50A 1-5/8 FOAM) Ilne Ladder(A0 • [lF1-50A(1/4 FOAM) DFl-50A(1/4 FOAM) C aS oP yo Q't.P0' 4GO GPD Job NYNYNY0229(5678)SOUTHOLD N520 South Main Street Suite 2531 PfoJec1 2018720.46 Akron, Ohio 44311 man, S2S Wireless Drawn by edoan App'd Phone (555)555-1234 Code TIA-222-G Date 09/28/18 scale NTS FAX 555 555-1235 Path T1ATendn5676106 201672046 S2S MM MA\TN%15676 a Dr9 No E-7 130 R.Self SupportTower-Structural Evaluation AT&T USID•5678 APPENDIX D Anchor Rod Analysis 9/26/2018 Self-Support Anchor Rod Analysis �. 5678 SOUTHOLD GPD Project#: 2018720.46 GPD GROUP ofR Code r; lQ:222 G `tl, M,+Vu/rt) 67.8 kips Modified Anchor Rods ` * * * RSI= Fub A 130.0 kips ClearDistance> ta - db � xt� o. �y; Anchor Rod Stress Ratio= 52.2% U , Leg Eccentricity � ' Rq£,' `w zn Max Capacity 0 D g�A B a Detail Type=,,,�� °41f 0.50 +x m epa Y a..�L Eta Factor,n= �� SECTION A-A SECTION B-9 = b Detail Type(a) Detail TYPa(b) ;fir. 3 't00 kips 90 Down Load P Down Load Shear,Vu= c ` 3 ;Oftk�` kips Uplift,P„ 9&',99, kips o 000 Uplift Shear,V„= gIq kips c C Number of Anchor Rods,N=,'ik,6_,W- rar SECTION GC SECTION O-O Anchor Rod Grade=`L�, Ta Q Detail Type(c) Detail Type(d) " �•o.ss ts ►ar�.�eotwrl Anchor Rod Diameter,dd a In 7t•o.ra Bolt Circle,BC in Yield,Fy= 50 ksi figure 4-4 of TIA-222-6 Tensile,Fub= 65 ksi GPD Self-Support Anchor Rod Analysis-V1.0 130.Ft.Self Support Tower-Structural Evaluation AT&T USID:5678 APPENDIX E Foundation Analysis 9/26/2018 Mat Foundation Analysis 5678 SOUTHOLD ®.A, GPD Project#:2018720.46 Foundation Criteria Case Demand/Umfrs Copac(ry/Avallabllrty Check� Eccentrfcfry load Case _ d TIA Code A', i ,yTiA. 222`„ta Oxmax 4 83 ksf 600 ksf OK, 105% L/2 6 0 9D+1 6W Sail Code ��-- ,C7`2010 Qymax 483ksf 600ksf OK,<=105% W/2.6 09D+16W Concrete Cade a' ,41 L3S-?d'r : ,e#� Qmax @ 45' 4 62 ksf 6 00 ksf OK, 105% W/3 9 0 913+1 6W Seismic Design Category ? } n"` �`�� +�� Controlling Capacity 80.5% Pass Tower Height " t+..ii.. ry Bearing On - �SoH>+sa.'osx. ,` fis;;;---?+- "W-r++�rt; •' ..^. ''�--`w- _ - ---',"- •x_ -.-"_-..-.,-.- .. C"'„r Foundatt nTYpe {' ,is; #53P'adm a ,,t^z Case DeandNmits„Capacity/A6fLry va(IaCheck µLoad Case PierType � .. F6 ` OVtx 43691k-ft 56412k-ft 774% OK 09D+16W Reinforcing Known `" P e� r E;� -, ��;� "� Ovty 4369 1 k-ft 56412 k-ft 77.4% OK 0 90+1 6W Max Bearing Capacity °' O ;f �" -'", aq� v[xy 2902 3 k-ft 56412 k-h 514% OK 0 9D+1 6W Max Overturning Capacity } a,z54 Controlling Capacity 77.4% Pass M wJ i;React-0" d _.= L. `°Y�� S�ll l S#lm�t�a ._rr. a• �_ Z' Moment,M '� 0'0`t 4 a„, Case Demand/Limits Copaciry/Avalla6f6ry Check Load Case AxIa1,P � k °' Slldingx 620k 3239k 191% OK 09D+1.6W Shear,V C't� kSlidingy 620k 3239k 19.1% OK 09D+1.6W Controlling Capacity 19.1% Pass iiz, a Y. Pier Wfdth,0 - �'�".,_ �"_�`.�i`�.:..�.i�' �y: w`,`� �_ „1R... "`"'e..-.5u� _•,—_.,.,��a.z.?��.�..:,�.s::,:�,'"„�„ Pad Length,L[y] ..,t.,2,8 .t' Component rt Demand/Limds Copocny/AvaJa6iLry Check load Case Pad Width,W[x] � tt'-"` Pad Flexural Bending 693 3 k-ft 3932.3 k-ft 176% OK 12D+S 6W Pad Thickness,t One-Way Shear In Pad 00k 8705k 00% OK 09D+16W k„ @ Depth,D tiiB,�,L- +re^ Two-way Shear In Pad OOk 0.2k 224% OK 12D+16W Height Above Grade,HG 1'L .t. Compression on Pier 340 7 k 3436 9k 99% OK 12D+1 SW Tower Centrald,X 10 9 ft Moment on Pier 1615 k-ft 440 5 k-ft 36.7••6 OK 1.211+1 SW Tower Centroid,Y 10 9 R As Min Pad Met7 2 03 sq in. 0 57 sq in Yes Tower Eccentricity 0.0000 it As Min Pier Metz 12 00 sq in 6 48 sq.In Yes Controlling Capacity 36.7% Pass - Rebar Fy Concrete F'c t Pier Reinforcing Clear Covera H �+' V z HG Shear RebarTypeL, O'u,t-, Shear Rebar Size , Pad Reinforcing Clear Cover Reinforced Top&Bottom? 0 Pad Reinforcing Size Pad Quantity Per Layer '- ` t Pier Rebar Size LXW Pier Quantity of Rebar C4 i I� s-cr Soil Type G,Fe1i1,F + Soil Unit Weight ��1 _______ ______ Angle of Friction,0 �� 83-� g' � rnV Base Friction Coeff Prowded in Geo? -C s 'SW Base Friction Coefficient,it Bea ring Type ,: Ultimate Bearing d WaterTable Depth Frost Depth GPD Mat Foundation Analysis-W 1 AP R VEE AS NI TE COMPLY WITH ALL CODES OF q DATE: �. m'�B.P. � � NEW YORK STATE & TOWN CODES AS REQUIRED AND CONDITIONS OF FE NOTIF BU!LDING D-PARTMENT AT 765-1802 8 AM TO 4 PM FOR THE SOPOLD TOWN PLANNINaBOARD FOLLOWING INSPECTIONS: MnUVMWffTME$ 1. FOUNDATION - TWO REQUIRED FOR POURED CONCRETE Nvc nG = 2. ROUGH - FRAMING & PLUMBING 3. INSULATION 4. FIN',"- - CONSTRUCTION MUST ALB CONSTRUCTION SHAOLL MEET THE C� p NCY O REQUIREMENTS OF THE CODES OF NEW � �� YORK STATE. NOT RESPONSIBLE FOR DESIGN OR CONSTRUCTION ERRORS. WITHO CERTIFICATE OF PCY r , SITE INFORMATION: CONTACTS: �SF BLOCK 5 PROJECT CONTACT BENJAMIN MACHTINGER - 973-615-7123 D E S I G Nu OT: 14.001 UTILITY CONTACT. PSE&G G R O U P'� ZONING R-80 A R C H I T E C T U R E SECTION 075 ENGINEERING OWNER INFORMATION: TOWN OF SOUTHOLD 13 VINE STREET at &t EXISTING USE TELECOMMUNICATIONS FACILITY 53095 ROUTE 25 WALDWICK,NJ 07463 T 101 670 0021 NEW USE NO CHANGE SOUTHOLD, NY 11971 F 101 701 0318 GROUND ELEVATION:16't AMSL APPLICANT INFORMATION NEW CINGULAR WIRELESS PCS, LLC SITE IDN Y N Y N Y 0 2 2 9 LATITUDE pAN° 40' 02' 29.00" ONE INS T WAY - - BEDMINSTER, NJ 07921 LONGITUDE w'083I-7r 27' 30 87* SITE ACQ CONSULTANT VICTORIA BRENNAN - 516-557-2398 FA# 10074795 DRAWING LIST: 3C (W C S 4 C F N & 5 C 8 5 0) T-1 TITLE SHEET, SITE INFORMATION & COMPOUND LAYOUT G-1 GENERAL NOTES, ABBREVIATIONS & SYMBOLS I SP-1 SITE PLAN A-1 ELEVATION & EQUIPMENT PLAN A-2 SECTORS A, B, & C PLANS & DETAILS A-3 EQUIPMENT DETAILS A-4 ANTENNA MOUNT DETAILS E-1 SYSTEM DIAGRAM E-2 ELECTRICAL NOTES & GROUNDING DETAILS NOTES: , 1. PROPOSED ANTENNAS TO REPLACE T70ST1NG ANTENNAS NOT SHOWN FOR CLARITY(TYPICAL OF 3 SCOPE OF WORK: 3C (WCS), 4C (FN) & 5C (850) KEY MAP. ttd E C 10 B I�D1ED PER afRr DCa PER SECTOR, 9 TOTAL) (SEE DETAIL 2/A-2). Gnmes Custom (� i j B 1181H ED PER aW DCa 1 2. PROPOSED EQUIPMENT AT ANTENNA LOCATION NOT 1 REMOVE AND REPLACE EXISTING ANTENNA MOUNTS (TYPICAL AT EACH Vfndow Treatment Y EXISTING AT&T GPS UNIT TO REMAIN A.00/13.1%0 1AS PRE MI AR DCa (TYPICAL OF 2) A-1 SHOWN FOR CLARITY (SEE DETAIL 2/A-2). SECTOR) INSTALL NEW ANTENNA SUPPORT MOUNTS 2 REMOVE & REPLACE ANTENNAS ON EXISTING MOUNTS (TYPICAL OF 9, 3 Southold Animal Shelter 4 r/ N DATEj SUBMISSIONS BY: PER SECTOR) INSTALL NEW ANTENNA SUPPORT MOUNTS /a, 0 00 EXISTING AT&T CABLE BRIDGE 3 INSTALL NEW RAYCAP OVP TO BE MOUNTED ON EXISTING STRUCTURE. Nto 4. REMOVE & REPLACE 700 RRH WITH B12/14 RRH (TYPICAL OF 3) n oI 5 INSTALL RRH'S ON NEW UNISTRUT FRAME (TYPICAL OF 6, (3) 825 RRH'S w �• 41405 New York 25 AND (3) WCS RRH'S, 1 EACH PER SECTOR) $ D EXISTING 6. INSTALL (2) ADDITIONAL DC LINE & FIBER LINE TO NEW RAYCAP OVP IN Z iij T—MOBILE NEW 2" INNERDUCT APPROXIMATE ;s f �" EXISTING EQUIPMENT 0 EQUIPMENT ¢ 7 INSTALL ADDITIONAL GROUNDING & CABLING AS REQUIRED SITE LOCATION \w SHELTER (BY OTHERS) PAD 8 INSTALL NEW DC12 & FIBER MANAGEMENT TRAY ON EXISTING EQUIPMENT U EQUIPMENT SHELTER ° I RACK WITHIN EXISTING SHELTER AT GRADE z EXISTING AT&T o< p ZO (SEE DETAIL 2/A-1) 9. INSTALL (3) NEW CONVERTERS cn d p k EXISTING rupskl farm w o 0- 0 131'-6"t HIGH EXISTING CHAIN LINK / ° / LATTICE TOWER i i Seifert� 009®w� FENCE (BY OTHERS) APPLICABLE BUILDING CODES AND STANDARDS: _ SUBCONTRACTOR'S WORK SHALL COMPLY WITH APPLICABLE NATIONAL, STATE, AND LOCAL CODES ADOPTED BY THE LOCAL AUTHORITY HAVING JURISDICTION (AHJ) FOR THE LOCATION. THE EDITION OF THE AHJ ADOPTED CODES AND STANDARDS IN EFFECT ON THE DATE OF THE CONTRACT AWARD SHALL GOVERN THE DESIGN THESE DOCUMENTS ARE IN COMPLIANCE & ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THE FOLLOWING CODES & STANDARDS AS APPLICABLE: EXISTING GRAVEL 2015 IBC BUILDING CODE OF NEN YORK STATE EXISTING CSC CABINET COMPOUND EXISTING ACCESS GATE 2017 UNIFORM CODE SUPPLEMENT OF NEW YORK STATE (BY OTHERS) — (BY OTHERS) 2015 RESIDENTIAL CODE OF NEW YORK STATE �� 2015 EXISTING BUILDING CODE OF NEW YORK STATE 2015 FIRE CODE OF NEW YORK STATE 2015 PLUMBING CODE OF NEW YORK STATE EXISTING GENERATOR 2015 MECHANICAL CODE OF NEW YORK STATE (BY OTHERS) iEXISTING FENCED- 2015 FUEL GAS CODE OF NEW YORK STATE COMPOUND ANDI 2015 PROPERTY MAINTENANCE CODE OF NEW YORK STATE CONCRETE SPECIAL INSPECTION STRUCTURAL STEEL — HIGH STRENGTH BOLTS PAD LIGHTNING PROTECTION CODE. NFPA 780-2008 LIGHTNING PROTECTION CODE, SUBCONTRACTOR'S WORK SHALL COMPLY WITH THE LATEST EDITION OF THE EXISTING PROPANE TANK—:] (BY OTHERS) AMERICAN CONCRETE INSTITUTE (ACI) 318, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) MANUAL OF STEEL CONSTRUCTION, THIRTEENTH EDITION. I¢ ANSI/TIA (TELECOMMUNICATIONS INDUSTRY ASSOCIATION) 222—H STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWER AND ANTENNA SUPPORTING STRUCTURES TIA 607 COMMERCIAL BUILDING GROUNDING AND BONDING REQUIREMENTS FOR TELECOMMUNICATIONS. }. EXISTING ACCESS GATE INSTITUTE FOR ELECTRICAL AND ELECTRONIC ENGINEERS (IEEE) 81, GUIDE FOR MEASURING EARTH RESISTIVITY. 1 GROUND IMPEDANCE, AND EARTH SURFACE POTENTIALS OF A GROUND SYSTEM z �;_ EXISTING VERIZON WIRELESS (BY OTHERS) < -m EQUIPMENT SHELTER IEEE 1100 (1999) RECOMMENDED PRACTICE FOR POWERING AND GROUNDING OF ELECTRONIC EQUIPMENT $�w IEEE C2, NATIONAL ELECTRICAL SAFETY CODE - LATEST VERSION TELCORDIA GR-1275, GENERAL INSTALLATION REQUIREMENTS \ ¢o 2 ANSI T1 311, FOR TELECOM - DC POWER SYSTEMS - TELECOM, ENVIRONMENTAL PROTECTION n FOR ANY CONFLICTS BETWEEN SECTIONS OF LISTED CODES AND STANDARDS REGARDING MATERIAL, METHODS OF CONSTRUCTION, OR OTHER REQUIREMENTS, THE z MOST RESTRICTIVE REQUIREMENT SHALL GOVERN WHERE THERE IS CONFLICT BETWEEN A GENERAL REQUIREMENT AND A SPECIFIC REQUIREMENT, THE SPECIFIC / \ REQUIREMENT SHALL GOVERN 18S25004 77 RAW LAND ' TITLE SHEET,`SITE COMPOUW-LAYOUT ai "07 i125LIB IffiUrPw COMPOUND LAYOUT BEFORE YOU DIG`;' 1 CALL TOLL FREE\t, - s 0a DCa SCALE 11x17 t"=1D'-D" . IN NYC & LONG ISLAND; PMO SCALE 24x36 1"=5'-0" 1-800-272-4480 T' 1 THREE WORIONG DAYS BEFORE YOU DIG w r _ 1 OF 9 y 1 GENERAL'NOTES: SIKA TOP 123 PLUS NON SHRINK GENERAL PURPOSE GROUT: ABBREVIATIONS: 1. ALL CONSTRUCTION, LABOR AND MATERIAL SHALL COMPLY WITH ALL LOCAL AND STATE BUILDING CODES, ORDINANCES AND 1 ALL NON-SHRINK GENERAL PURPOSE GROUT SHALL BE INSTALLEDIN ACCORDANCE WITH THE MANUFACTURER'S 1P, 2P, & 3P SINGLE POLE, TWO POLE, &THREE POLES S SOUTH AWMAK TO THE RULES AND REGULATIONS OF ALL AGENCIES HAVING JURISDICTION. RECOMMENDATIONS. A/C AIR CONDITIONING SW. SWITCH ])E S I G N" 2. THE CONTRACTOR MUST VISIT THE SITE AND BE RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND CONDITIONS. ANY 2. THE NON-SHRINK GENERAL PURPOSE GROUT SHALL BE MECHANICALLY MIXED FOR A MINIMUM TEN MINUTES. ADJ. ADJUSTABLE SHT SHEET G R O U P� DISCREPANCIES SHALL BE REPORTED TO THE A/E BEFORE PROCEEDING WITH ANY WORK, PURCHASE, FABRICATION AND 3. MIX NO MORE GROUT THEN CAN BE PLACED IN 10 TO 15 MINUTES. AFF ABOVE FINISH FLOOR SIM. SIMILAR 4. SURFACES TO RECEIVE THE GROUT SHALL BE FREE OF ANY TYPE OF FOREIGN MATERIAL AND BOND INHIBITING MATERIALS. BE APPROX. APPROXIMATELY SPEC SPECIFICATION A R C I [T E C T U R E ERECTION OF ANY MATERIAL ENGINEERING 3. THE CONTRACTOR SHALL NOTIFY THE CONSTRUCTION MANAGER IN WRITING,OF ANY CONFLICTS, ERRORS OR OMISSIONS SURE REPAIR AREA IS NOT LESS THAN 1/8" IN DEPTH. ASTM AMERICAN SOCIETY FOR TESTING & MATERIALS SQ. SQUARE 13 VINE STREET PRIOR TO THE SUBMISSION OF BIDS OR PERFORMANCE OF WORK, MINOR OMISSIONS OR ERRORS IN THE BID PROJECT IN 5. THE SUBSTRATE SHALL BE SATURATED SURFACE DRY WITH NO STANDING WATER. MORTAR MUST BE SCRUBBED INTO AWG AMERICAN WIRE GAUGE SS STAINLESS STEEL WALDWICK Nr 201 710007463 21 0 ACCORDANCE WITH THE OVERALL INTENT OF THESE DRAWINGS. SUBSTRATE FILING ALL PORES AND VOIDS. A. OR AMP. AMPERE STL STEEL 011 F 201 101 0318 4. THE PROPOSED FACILITY WILL CAUSE ONLY A'DE MINIMUS'INCREASE IN STORM WATER RUNOFF,THEREFOR NO DRAINAGE 6. TYPICAL PROPERTIES OF THE GROUT SHALL BE AS FOLLOWS: BLDG. BUILDING STRUCT. STRUCTURAL 11 SUSP. SUSPENDED STRUCTURES ARE PROPOSED. - COMPRESSIVE STRENGTH (ASTM C-109 MODIFIED) BTR. BLOCK S.V. SHEET VINYL 5. NO SMOKE, DUST, OR ODOR WILL RESULT FROM THIS FACILITY. A. 1 DAY: 3500 PSI MIN. BMR BASE MOBILE RADIO THRU THROUGH 6. ALL STRUCTURAL ELEMENTS SHALL BE HOT DIPPED GALVANIZED STEEL. B. 7 DAY. 6000 PSI MIN. B/S BUILDING STANDARD TNND TINNED 7. THE CONTRACTOR SHALL VERIFY THAT ALL PERMITS,APPROVALS/INSPECTIONS, &TESTS REQUIRED BY ALL AGENCIES THAT C. 28 DAY: 7000 PSI MIN. CU COPPER T.O.C. TOP OF CONCRETE C.O. CONDUIT ONLY HAVE JURISDICTION HAVE BEEN ARRANGED & PAID FOR - FLEXURAL STRENGTH (ASTM C-293) T.O.M. TOP OF MASONRY 8. CLIENT SHALL PROVIDE ALL ITEMS OF LABOR AND MATERIALS, WHETHER OR NOT SPECIFICALLY INDICATED, IF REQUIRED TO ® 28 DAYS: 2000 PSI C. CONDUIT SIZE AS NOTED TYP TYPICAL COMPLETE THE INSTALLATION. - SPLITTING TENSILE STRENGTH (ASTM C-495) C.B. CIRCUIT CIRCUIT BREAKER U.O.N. UNLESS OTHERWISE NOTED 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADEQUATE BRACING AND PROTECTING OF ALL WORK DURING CONSTRUCTION ® 28 DAYS: 900 PSI CKT UBC UNIFORM BUILDING CODE TO AVOID DAMAGE, COLLAPSE, DISTORTION, MISALIGNMENT, VOIDING ROOFING GUARANTEES AND WARRANTIES, ETC. CUR CEILING UGP UNDERGROUND POWER PROTECTION SHALL BE IN COMPLIANCE WITH ALL APPLICABLE CODES, STANDARDS AND BEST PRACTICES. ROOF SURFACES - BOND STRENGTH (ASTM C-882 MODIFIED) CLEAR CTR. UGT UNDERGROUND TELEPHONE SHALL BE RESTORED TO COMPLETE WATER TIGHTNESS WITH THE APPROVED MATERIAL AND AS PRE-APPROVED BY THE - 28 DAYS: T PSI CONS. CONCRETE VI, VERTICAL IN WRITING. DENSITY (WET MIX): 132 LBS/CU FT CONST. CONSTRUCTION VIF VERIFY IN FIELD OWNER 10. ALL IN SHALL BE INSTALLED AS PER THE MANUFACTURERS SPECIFICATIONS. - THE PORTLAND CEMENT MORTAR SHALL NOT PRODUCE A VAPOR BARRIER. CONT. CONTINUOUS VI VINYL TILE 11. DRAWINGS CAN ONLY BE SCALED WHEN VIEWED AT THE SIZE NOTED AT EACH DETAIL - PERMEABILITY- AASHTO T-227 ® 28 DAYS: C.F.C.I. CONTRACTOR FURNISHED CONTRACTOR INSTALLED W WEST 12. THE CONTRACTOR SHALL BEAR FULL RESPONSIBILITY FOR THE MEANS AND METHODS OF CONSTRUCTING THE WORK SHOWN ® APPROXIMATELY 500 COULOMBS DBL DOUBLE W/ WITH ON THESE PLANS. ALL WORK PERFORMED SHALL BE DONE IN A GOOD WORKMANSHIP MANNER TO THE SATISFACTION OF 7. ALL STEEL BEARING PLATES AND MAIN SUPPORT STEEL SHALL BE INSTALLED ONCE THE GROUT HAS BEEN LEVELED AND HAS DIA DIAMETER WIN WINDOW THE OWNER. THE CONTRACTOR SHALL TAKE ALL PRECAUTIONARY EFFORTS TO PROTECT THE NEW EQUIPMENT DURING THIS BEEN CURED FORA MINIMUM OF 24 HOURS. THE FULL DESIGN EQUIPMENT LOAD SHALL BE INSTALLED AFTER THE GROUT IMDIAGONAL W/O WITHOUT D HAS CURED FOR 48 HOURS. DIM.. DIMENSION Wr, WATTS INSTALLATION AND APPLICATION SUCH AS: 8 SHOULD THE CONTRACTOR WISH TO PROPOSE AN ALTERNATE GROUT AND METHOD OF WORKING OUTSIDE THESE PARAMETERS. ON DOWN W,P. WEATHERPROOF • THE OCCUPANT EGRESS TO AND FROM THE BUILDING AND/OR THE SITE. THIS MUST BE PRESENTED TO THE ENGINEER IN WRITING WITH A FULL METHOD STATEMENT, MATERIAL DATA SHEET AND DTL DETL DETAIL XFMR TRANSFORMER • THE BUILDING'S FIRE SAFETY OR SHALL NOT CREATE ANY FIRE HAZARDS. INSTALLATION INSTRUCTIONS FOR HIS/HER APPROVAL DWG. DRAWING I& AND D 19I ID HR51R�11WL1 DCa • THE STRUCTURAL INTEGRITY AND SAFETY OF THE BUILDING. 9. FAILURE TO COMPLY WITH THIS SPECIFICATION COULD SERIOUSLY AFFECT THE STABILITY OF THE INSTALLATION. DEF DUAL ELEMENT FUSES 4 CENTER UNE • THERE SHALL NOT BE ANY CREATION OF NOISE OUTSIDE THE NORMAL HOURS OF 9 AM TO 6PM, UNLESS PROPERTY LINE C 10 1B IPMTTD TER O]M DCc OTHERWISE AGREED UPON WITH THE OWNER. EA. EACH ANTENNA AND CABLING SYSTEMS NOTES- E EAST AT B 16181flYG PER OfAT DCa ® DC • THE BUILDING'S SECURITY SHALL BE MAINTAINED IN ORDER TO PREVENT ANY UNAUTHORIZED PERSONS FROM 1. WHERE INDICATED ON THE PLANS THE CONTRACTOR SHALL PAINT ALL NEW ANTENNAS, SHROUD AND RELATED MOUNTING EL, E EV ELEVATION NUMBER A Ol N OATS SUBMISSIONS196SUfD AS PREll69NAR BY: a • ENTERING THE PREMISES. HARDWARE TO MATCH THE EXISTING ADJACENT SURFACES. ALL PAINT SHALL BE SHERWIN WILLIAMS OR APPROVED EQUAL ELECT ELECTRICAL • THE BUILDING'S UTILITY'S (ELECTRICITY, GAS, WATER AND OTHER UTILITY S) SHALL NOT BE INTERRUPTED DURING THE CONTRACTOR SHALL NOT USE A METAL BASED PAINT ON THE ANTENNAS. ANTENNAS SHALL HAVE ONE PRIMER COAT OF EQ, EQUAL 00 THIS APPLICATION & INSTALLATION POLANE 2.8 PLUS FIL D61H75 PRIMER IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS AND THEN APPLY ONE TOP EQUIP. EQUIPMENT N 0 • ALL MASONRY PENETRATIONS SHALL BE DONE USING ROTARY ACTION ONLY (NO HAMMERING ACTION). COAT IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. ALL SURFACES CONTAMINATION SHALL BE REMOVED PRIOR TO E.W. EACH WAY 0) • ALL PENETRATIONS SHALL BE FIRE-STOPPED WITH 3M FS 195 WRAP STRIP FIRE-STOP AND CP25 NON-SHRINK PAINTING THE NEW SURFACES. ALL GALVANIZED SURFACES SHALL HAVE ONE COAT OF PERMABOND BONDING AGENT, WHILE EXIST, EXISTING XIT ING w PUTTY FIRE BARRIER SEALANT. MAINTAIN THE FIRE RATING OF ALL PENETRATED SURFACES. STILL WET APPLY ONE COAT OF SHERWIN WILLIAMS FLAT LATEX PAINT, LET DRY THEN A SECOND COAT OF FLAT LATEX EXT 13. THE CONTRACTOR SHALL, AT ALL TIMES, KEEP THE PREMISES FREE FROM ACCUMULATION OF WASTE, CONSTRUCTION PAINT. EMT, ELECTRICAL METALLIC TUBING (THIN WALL) 8 1) } MATERIAL AND RUBBISH. UPON COMPLETION, ALL DEBRIS SHALL BE REMOVED AND THE PREMISES LEFT INA 'BROOM 2. ALL EQUIPMENT SHALL BE INSTALLED LEVEL AND PLUMB. E.C. ELECTRICAL CONTRACTOR 0 Z 3 SUPPLY ANTENNA MAKE AND MODEL SHOWN ON DRAWINGS. EGB EQUIPMENT GROUND BUS CLEAN" CONDITION. ALL RUBBISH SHALL BE DISPOSED OF IN A LEGAL MANNER. 4. CONTRACTOR SHALL VERIFY EXACT LENGTHS AND DIRECTION OF TRAVEL FIN. FINISH 14. THE CONTRACTOR SHALL COORDINATE ALL SPECIAL CONSIDERATIONS OF THE CONSTRUCTION (EX. NOISY OPERATIONS, 5. CABLES SHALL BE FURNISHED WITHOUT SPLICES AND WITH CONNECTORS AT EACH END. FLOUR FLUORESCENT INTERRUPTIONS OF ANY MECHANICAL AND/OR ELECTRICAL SERVICES, MATERIAL DELIVERIES AND/OR STORAGE) WITH THE 6. CABLING AT EXTERIOR TO BE COVERED WITH A WEATHERPROOF SPLICING KIT. FLR FLOOR SYMBOLS: z �¢ 0 p BUILDING OWNER OR MANAGEMENT PRIOR TO THE START OF THE WORK. 7. CABLES SHALL BE INSTALLED WITH A MINIMUM NUMBER BENDS. FT. FOOT 0 WORK POINT w W 15. THE CONTRACTOR SHALL PATCH AND REPAIR EXISTING CONDITIONS WHERE DISTURBED BY NEW WORK OR AS REQUIRED BY GRC. GALVANIZED) RIGID CONDUIT AT NEW UTILITY POLE o �} D_ THE PLANS. ALL EXISTING AREAS OF THE BUILDING DAMAGED BY THE CONTRACTOR SHALL BE RESTORED TO ORIGINAL G. OR GRD. GROUND CONDITION AT NO ADDITIONAL COST TO THE OWNER. CA, GAUGE EXISTING UTILITY POLE " a 16. ALL ELECTRICAL WORK SHALL BE PERFORMED BY A LICENSED ELECTRICIAN AND CONFORM TO ALL BUILDING CODE AND GALV. GALVANIZED (b RECEPTACLE LOCAL UTILITY'S REQUIREMENTS. GC GENERAL CONTRACTOR ® ELECTRIC METER 17. THE GENERAL NOTES CONTAINED HEREIN ARE PART OF THE PLANS AND SPECIFICATIONS, AND ARE TO BE COMPLIED WITH GWB GYPSUM WALL BOARD p1 SAFELY SWITCH IN ALL RESPECTS. THE MOST RESTRICTIVE NOTES SPECIFIED ARE TO TAKE PRECEDENCE GYP. BD GYPSUM BOARD ELECTRIC PANEL BOARD HARD'WD HARDWOOD STRUCTURAL STEEL NOTES: HORIZ. HORIZONTAL ELECTRIC WIRING(TURNING UP) 1. CONTRACTOR MUST SUBMIT PRODUCT DATA OR MANUFACTURER SPECIFICATIONS INCLUDING LABORATORY TEST REPORTS HR HOUR ELECTRIC WIRING(TURNING DOWN) I-Tf HEIGHT MASTER GROUND BAR VERIFYING COMPLIANCE WITH SPECIFICATIONS. THIS IS TO INCLUDE CERTIFIED COPIES OF MILL REPORTS COVERING CHEMICAL HVAC HEATING, VENTING AND AIR CONDITIONING AND PHYSICAL PROPERTIES FOR STEEL AND HIGH STRENGTH BOLT AND NUT DATA. I.D. INSIDE DIA. o INSULATED GROUND DAR 2. CONTRACTOR TO SUBMIT SHOP DRAWINGS PREPARED UNDER SUPERVISION OF A LICENSED STRUCTURAL ENGINEER, IN. INCH m UNINSULATED GROUND BAR INCLUDING COMPLETE DETAILS FOR STEEL AND HIGH STRENGTH BOLT AND NUT DATA. INFO INFORMATION ® SECTOR GROUND BAR 3. CONTRACTOR TO SUBMIT TEST REPORTS ON SHOP AND FIELD BOLTED AND WELDED CONNECTIONS. INSUL INSULATION CZD REVISION 4. ALL PROPOSED STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISC CODE AND ASTM INT INTERIOR Ml_'-Z-21 MASONRY SPECIFICATIONS, LATEST EDITION. KW KILOWATTS O BRICK • WIDE FLANGE SECTIONS SHALL CONFORM TO ASTM A-992 LB(S) POUND(S) l� CONCRETE • MISC. STEEL SHALL CONFORM TO ASTM A-36 MAX. MAXIMUM • ALL STEEL PIPES SHALL CONFORM TO TO ASTM A-501 OR A-53, GRADE B. MECH MECHANICAL 17-7-M-M EARTH • CONNECTIONS SHALL BE MADE USING SPECIFIED WELDS OR BOLTS.WELDING ELECTRODES SHALL BE E-70XX AND HIGH STRENGTH MET, MTL METAL O STEEL BOLTS SHALL BE ASTM A325 UNLESS OTHERWISE NOTED. BOLT THREADS ARE TO BE EXCLUDED FROM THE SHEAR PLANE. MFR. MANUFACTURER F=-E� GRAVEL 5. ALL SHOP AND FIELD WELDING SHALL BE DONE BY WELDERS QUALIFIED AS DESCRIBED IN THE 'AMERICAN WELDING MGR MANAGER SOCIETY'S STANDARD QUALIFICATION PROCEDURE'TO PERFORM THE PROPOSED WORK. MIN. MINIMUM -- CENTER LINE 6. ALL STEEL TO BE HOT DIPPED GALVANIZED AFTER FABRICATION (ONLY EXPOSED TO MOISTURE APPLICATIONS) PER ASTM MISC MISCELLANEOUS -"- PROPERTY LINE A-123. ALL DAMAGED SURFACES, WELDED AREAS AND AUTHORIZED NON-GALVANIZED MEMBERS OR PARTS (NEW OR OLD) MGB MAIN GROUND BUS LEASE LINE SHALL BE PAINTED WITH TWO (2) COATS OF ZRC COLD GALVANIZING COMPOUND MANUFACTURED BY ARC CHEMICAL MTD. MOUNTED --- EASEMENT LINE CO oma PRODUCTS. NEUT. NEUTRAL " N NORTH - CHAIN LINK FENCE m z 7. WELDING ELECTRODES TO COMPLY WITH AWS CODEOVERHEAD ELECTRIC PHONE < $o'a B. PROVIDE HEAVY HEXAGONAL STRUCTURAL BOLTS, HEAVY HEXAGONAL NUTS, AND TEMPERED MEDIUM-CARBON STEEL NA NOT APPLICABLE ELECTRIC/TELEPHONE a COMPLYING WITH ASTM A325. NIC NOT IN CONTRACT -E- EXISTING ELECTRIC o 9. USE DIRECT TENSION INDICATORS, ASTMF959 TYPE, AS REQUIRED ON ALL A325 HIGH STRENGTH BOLTS ON CONNECTIONS NTS NOT TO SCALE -K- NEW ELECTRIC W THAT ARE SLIP CRITICAL O.F.C.L OWNER FURNISHED, CONTRACTOR INSTALLED ------ NEW UNDERGROUND ELECTRIC 10. HIGH-STRENGTH BOLTED CONSTRUCTION TO BE INSTALLED IN ACCORDANCE WITH AISC 'SPECIFICATIONS FOR STRUCTURAL OC, O/C ON CENTER ---E-- EXISTING UNDERGROUND ELECTRIC -,& JOINTS USING ASTM A325 OR A490 BOLTS'. OD OUTSIDE DIAMETER -I- EXISTING TELEPHONE 18S2SO04 OPENING 11. NOTIFY ENGINEER AT LEAST 2 BUSINESS DAYS IN ADVANCE Of STRUCTURAL STEEL DELIVERY TO SITE SO THAT ENGINEEROPG. ------- NEW UNDERGROUND TELEPHONE � r- �" __- MAY BE AVAILABLE FOR INSPECTION. OPP OPPOSITE RAW'LAND 12. MATERIALS AND CONDITIONS NOT FABRICATED CORRECTLY, DAMAGED OR NON-CONFORMING SHALL BE REPORTED TO OHT/OHP OVERHEAD TELEPHONE/OVERHEAD POWER ---'--- EXISTING UNDERGROUND TELEPHONE-� .'0 0 m vnc nE , CONSTRUCTION MANAGER, A/E AND OWNER PRIOR TO ANY CORRECTIVE ACTION. ALL ACTIONS REQUIRES APPROVAL FROM OHP OVERHEAD POWER '' `"GENERAL .NOTES, THE OWNER. CHT OVERHEAD TELEPHONE ELEVATION REFERENCE & SYMBOLS PVC. SCHEDULE 40 PLASTIC CONDUIT / 11- PLYWD. PLYWOOD CONSTRUCTION SAFETY PLAN, X SECTION REFERENCE ;i 1. ALL PRECAUTIONS AND MEASURES SHALL BE TAKEN TO INSURE THE SAFETY OF THE OCCUPANTS OF THE BUILDING AS WELL PR PAIR f, • ✓oma AS THE SAFETY OF THE PEDESTRIANS BELOW. PROD PROJECT tT__ CC': 2. BARRICADES WILL BE ERECTED SEPARATING WORKS AREAS FROM ALL PUBLIC SPACES AS NEEDED. PROP PROPERTY DETAIL REFERENCE 4= a..•�- 3. ALL FIRE AND OTHER REQUIRED EXITS (WAY OF APPROACH TO EXITS AND WAY OF TRAVEL FROM EXIT TO STREET) SHALL PT PRESSURE TREATED DCa BE CONTINUOUSLY MAINTAINED FREE FOR UNOBSTRUCTED EGRESS. RECPT RECEPTACLE PMo 4. PROVIDE A PORTABLE FIRE EXTINGUISHER(S) WITH A RATING NOT LESS THAN 2-A OR 2-A10BC WITHIN 75 FEET OF ALL REQ'D REQUIRED mc~ PORTIONS OF WORK AREA. RM ROOM G-001.00.00 5. ADHERE TO HOT WORK PROGRAM AS NECESSARY. R.O. ROUGH OPENING °"� 2 OF 9 W ZONING INFORMATION D E S I G Nu GROUPS R-80 �oz ITEM REQUIRED EXISTING PROPOSED ARCHITECTURE T `' E N G I N E E R I N G d 13 VINE STREET MIN. LOT AREA 80,000 S.F. 569,442.17 S.F. NO CHANGE Q r Z w WALDWICK,NJ 07463 21 175 FT 539.76 Fr. NO CHANGE }w <'a F 201]]01 Dl 18 MIN. LOT WIDTH Q F 03318 EXISTING AT&T EQUIPMENT 2^I a SEC 74, BLK: 15 LOT 5 PL MIN. LOT DEPTH 250 FT 1020.47 Fr. NO CHANGE =!R w o m SHELTER (SEE DETAIL 2/A-1) No MIN. FRONT YARD SETBACK (ANTENNA) 100 FT. 992.5 Fr. 992.5 Fr. +I C6 n 8 m a o EXISTING AT&T ICE BRIDGE MIN. FRONT YARD SETBACK (EQUIPMENT) 100 FT. 997.25 Fr. NO CHANGE 25.51 SIDco E yARD To ^° EXISTING LATTICE TOWER MIN. SIDE YARD SETBACK ONE 20' FT. 67.83 FT. 67.83 FT EXISTING AT&T EQ PMEI� N 46' 42' 20_E (ANTENNA) TOTAL 45' FT. 511,58 FT. 511.58 Fr. MIN. SIDE YARD SETBACK ONE 20' FT. 25.5 Fr. NO CHANGE EXISTING AT&T SHELTER ROPO443.75f SIDE Y 536' _ (PSEp (EQUIPMENT) TOTAL 45' FT. 500.5 FT. NO CHANGENAS ON TOwD 9.7 SE�ACK / MIN. REAR YARD SETBACK (ANTENNA) 75° FT. 18.41 FT. © 18.41 FT. 6783f -SIDE EXISTING T-MOBILE TO PROP MIN. REAR YARD SETBACK (EQUIPMENT) 75' FT. 15.83 Fr. © NO CHANGE (PROPOSED gNTE1V S CK 47QUIPMENT PAD UNE) N TOWER MIN. LANDSCAPE AREA 25% 8.68% © 8.68% TO PROP VI UNE) 0 f SIDE y MAX. LOT COVERAGE 20% 5.93% 5.93% / ARD TO EXIST AT&T EQUIP MAX. BUILDING HEIGHT/STORIES 35 FT. / 131.5 Fr. - 132.25 FT-TOP OF I EXISTING VERIZON Is 2 1/2 EXISTING TOWER ANTENNA CSC CABINET EXISTING FENCED COMPOUND AND EC 75 SLK ADDITIONAL REQUIREMENTS FOR COMMUNICATIONS TOWER, PER TOWNSHIP CODE ARTICLE XVII, SECTIONS 280-67 - 280-81, I EXISTING GENERAT R CONCRETE PAD 1 5 COT 2 ARE AS FOLLOWS: EXISTING PROPAN / EXISTING ACCESS GATE °1y MAX. HEIGHT (TOP OF WHIP ANTENNAS) 80 FT. 148.83 FT. © 132.25 Fr. TANK (TYP) MAX. EQUIPMENT AREA 500 SQ. FT. 396.66 SQ. FT. NO CHANGE EXISTING CHAIN _�� D 19 M49®T4RSIBICIIPA DCa C 10 III FM FR QUIT DCa KEY- © EXISTING NON-CONFORMITY LINK FENCE /� I SEC. 75 BLK _jW3 A 19 WB 5 LOT UI AS PREllIA DCa EXISTING VERIZON WIRELESS NODATE.1 SUBMISSIONS BY: EQUIPMENT SHELTER m BOUNDARY INFORMATION IS TAKEN FROM THE ` ' ^ / N to FOLLOWING: n v \ n W THIS PLAN IS BASED ON A DRAWING BY JOHN "'lo � / y / SEC 75' 8(K.5 LOT GALLAGHER, LAND SURVEYOR DATED 10/30/03. z� k ' 4 g Z - SITE MEASURMENTS TAKEN BY THE MTM DESIGN h cYi SUBJECT SITE Nn SITE VISIT 06/06/18. �- a SECTION: 75, BLOCK: 5, GROUP LLC. AT S 2 / 10 LOT: 14.1, ZONE: MUNICIPALO SEC 75, BCK. 5 LOT ` z ¢ O ZO 5 � W rIt- z 't IL '' SEC• a / _ 75, BLK 5 LOT g ` ` om a Jnr- ti SEC• 7` / EXISTING BUILDING (TYPICAL) BCK 5 LOT N 55'S6' � Do- 6.o!gr- cl _ o S 48' 40' 00'W _ 344.84848 _ °`' 7 T_ � S19' 41' 00°W o/ ro ' 2 o I 41.16' c I m !6 SEC. 75 SEC. 75 1 SEC. 75 0/ S 48' 0 H Ni Mlw BLK 5 I BLK 5 / BLK' 5 3 152.84'I ° v a n Z LOT 13 LOT. 12 LOT 11 % SEC 75 All? z a= �� 3 I c o 1 BLK 5 SEC. 75 Ca "o m I I 1 04 o SEC: 75 LOT. 9 BLK 1 J <' z µal^ BLK 5 / W LOT. 10 L— LOT. 14 < Q; N 1 10' 00"E 2 o 177.00' 81.64' w S 48' 39' RT 25 MAIN ROAD (EXIST SCENIC BYWAY) 18S2S004 - SEC B6 SEC 86 SEC. 86 BLK 17T SEC 86 BLK 1 BLK 1 :-,:'• LOT 61 1 I / / BLK 1 LOT 6 2 LOT 7 / SEC 86 SEC 86 BLK' 1 BLK 1 Lor s / LOT s 1 /_n Lor 10 9 ^SI T E�_:"P-'LAN SEC 86 BLK 1 LOT 9 3 ) n� I gh07 25 18 SC:� r �DC. SITE PLAN 41.R. °° r 1PMo SCALE 11 x17 1" = 150'-0" • '.:_ _ SCALE 24x36 1" = 75'-0" SF-oo�,00 -f 3 OF 9 w� A A ►A G Nu PROPOSED 850 RRH TO BE MOUNTED TO _ _ OP OF DCISTING WHIP ANTENNAS_(BY OTHERS G R O U P NEW ANTENNA SUPPORT FRAME ON NEW 148'-10'1 ABOVE GRADE ARCH ITECTU RE UNISTRUT MOUNT (BEYOND) (TYPICAL OF 3, G I N E E R I N G ES RE 1 PER SECTOR) EXISTING 700 RRH TO BE REPLACED WITH NEW 812/14 ET WALDWICK,NJ 07463 PROPOSED WCS RRH TO BE MOUNTED TO RRH (TYPICAL OF 3, 1 PER SECTOR) ON NEW ANTENNA P670 0021 2017010318 NEW ANTENNA SUPPORT FRAME ON NEW SUPPORT FRAME _ UNISTRUT (TYPICAL OF 3, 1 PER SECTOR) _ TOP OF EXISTING & NEW AT&T ANTENNAS _ 132'-3"f A(30VE GRADE —+TOP OF EXISTING TOWER BY OTHERS)_ 131'-6"t ABOVE GRADE PROPOSED ANTENNAS TO REPLACE EXISTING ANTENNAS (TYPICAL OF 3 PER EXISTING ANTENNA MOUNTS TO BE REMOVED AND SECTOR, 9 TOTAL) (SEE DETAIL 2/A-3) REPLACED WITH NEW SABER C10-857-OOIC MOUNTS (SEE DETAILS ON A-4) PROPOSED RAYCAP OVP TO BE MOUNTED TO NEW ANTENNA SUPPORT FRAME (SEE DETAILS 6&7/A-3) EXISTING AT&T RAYCAP OVP 4,CENTER OF EXISTING ANTENNAS (BY OTHERS)_ 115'-0"t ABABOVE GRADE EXISTING WHIP ANTENNAS (BY OTHERS) (TYPICAL) D 19If611®PFR RM DCa CENTER OF EXISTING ANTENNAS BY OTHERS)__ C 100181POI�ED PER OfNT DCa 100=0"t ABOVE GRADE B 1618I1EME PER QfNT DCa A OT D WO AS PREUMWDCa NO DATE SUBMISSIONS 81`. tO to A,CENTER OF FROSTING ANTENNAS BY OTHERS)__ 28-0•t N 0) '9790'-O-± ABOVE GRADE W o � o D } 0 z HVAC HVAC j �¢ O Z EXISTING LUCENT w o 't d EXISTING LATTICE TOWER CABINET EXISTING CABLE PORTS m o_ EXISTING TELCO RACK n i om,m.ume u n -A STRUCTURAL ANALYSIS OF THE EXISTING I ISTIN MONOPOLE WAS COMPLETED ON 09.26.18 BY GPD \ NOKIA GROUP. THE POSTING POLE & ITS FOUNDATION - ` _ CABINET WITH ALL PROPOSED, EXISTING & RESERVED r EXISTING ARGUS EXISTING LOADS IS STRUCTURALLY ADEQUATE POWER PLANT EXISTING AC SUB PANEL -A MOUNT ANALYSIS OF THE NEW ANTENNA SUPPORT MOUNT WAS COMPLETED ON 02.01.19 CABIN ET BY GPD GROUP.THE EXISTING MOUNT WITH F EXISTING MAIN AC PANEL EXISTING & RESERVED LOADS IS STRUCTURALLY IS ADEQUATE. CABLE EXISTING TRANSFER SWITCH LENGTHS EXISTING EXISTING BATTERY BATTERY (2) NEW DC POWER LINE AND FIBER LINE SECTOR CABLERACK RACK WITHIN NEW 2" INNERDUCTS TO NEW ALPHA 180'f SERVICE METER IC RAYCAP OVP TO BE ROUTED UP TOWER ON EXISTING WAVEGUIDE LADDER (TO FOLLOW BETA 180'1 NEW DC12 MOUNTED IN EXISTING EXISTING CABLE ROUTE) GAMMA 180'1 EQUIPMENT RACK PER MANUFACTURER �--� SPECIFICATIONS (SEE DETAIL 8/A-3) EXISTING GENERATOR PLUG _�►^ EXISTING AT&T GPS UNIT TO REMAIN NEW FIBER MANAGEMENT TRAY MOUNTED EXISTING DOOR (� c (TYPICAL OF 2) IN EXISTING EQUIPMENT RACK PER f a q MANUFACTURER SPECIFICATIONS (SEE BACKBOARD ELCO < ®a c K DETAIL 9/A-3) m z EXISTING CHAIN LINK FENCE (BY OTHERS) EXISTING AT&T EQUIPMENT SHELTER NOTES. 1. MINIMUM NUMBER OF 24V DC N+1 RECTIFIERS REQUIRED IS 7. 8 EXISTING, (1) TO BE TURNED OFF. (SEE DETAIL 2/A-1) 2. MINIMUM NUMBER OF 48V DC TO 48V N+1 RECTIFIERS REQUIRED IS 0. 0 EXISTING. R= 18S2SO04 3. MINIMUM NUMBER OF 24V DC N+1 CONVERTERS REQUIRED IS 6. 3 EXISTING, (3) NEW CONVERTERS TO BE ADDED. F" ,107777 RAW,LAND, 4. MINIMUM NUMBER OF 48V DC N+1 CONVERTERS REQUIRED IS 0. 0 EXISTING. 5 TURN OFF (1) EXISTING RECITIFER FOR A TOTAL OF (7) 24VDC RECTIFIERS (N+1) ON. 1' ELEVATION 8C 6. INSTALL A 24-TO-48 5-SLOT CONVERTER SHELF INTO EXISTING 24VDCPP AND CONNECT TO EXISTING EQUIPMENT.{PLAN 5-SLOT CONVERTER SHELF. THERE IS SPACE IN THE 24VDCPP UNDER THE EXISTING 5-SLOT CONVERTER - SHELF FOR AN ADDITIONAL 5-SLOT CONVERTER SHELF. TOP OF GRADE 7. INSTALL (3) ADDITIONAL 24-TO-48 CONERTERS FOR A TOTAL OF (6) CONERTERS (N+1). - '`07 25:18 0'-0" f A G L 8. BATTERY UPGRADE NOT REQUIRED. t TOWER ELEVATION 2 EQUIPMENT PLAN N PMo SCALE 11x17 1/16" = 1'-0" SCALE 11x17 1/4"=1'-0" SCALE 24x36 1/8" = 1'-0" SCALE 24x36 1/2"=1'-0" �'" .' 4 OF 9 EXISTING 1900 RRH TO BE RELOCATED TO NEW MOUNT PROPOSED WCS RRH TO BE MOUNTED TO D E S I G Nu POS NEW ANTENNA SUPPORT FRAME ON NEW G R O U P, EXISTING 700 RRH TO BE REPLACED WITH #4 UNISTRUT MOUNT (SEE DETAIL 3/A-3) ARCH IT ECT U FIE NEW 812/14 RRH ON NEW SUPPORT (SEE SECTOR ENGINEERING 111` DETAIL 5/A-3) •A• 13 VINE STREET WALDWICK NJ 07463 IT T 203 670 0021 PROPOSED ANTENNAS TO REPLACE PROPOSED 850 RRH TO BE MOUNTED TO F,0170I0318 POS #1 SECTOR EXISTING ANTENNAS (TYPICAL OF 3 PER EXISTING PLATFORM ON NEW UNISTRUT POS #3 •0' SECTOR, 9 TOTAL) (SEE DETAIL 2/A-3) MOUNT(SEE DETAIL 4/A-3) m m _ POS 4 POS #1 #3 EXISTING 1900 RRH EXISTING RAYCAP OVP�`� K POS #2 EXISTING RAYCAP OVP TO BE POS. EXISTING 1900 RRH TO BE \ RELOCATED TO NEW MOUNT RELOCATED TO NEW MOUNT Ij� #2 EXISTING 700 RRH PROPOSED RAYCAP OVP TO BE MOUNTED \ POS TO NEW ANTENNA SUPPORT FRAME (SEE POS #3 POS. #3 DETAILS 6&7/A-3) #2 POS EXISTING 1900 RRHES_ I ' #4 POS #2 i;� 3-----= __. SECTOR PROPOSED 850 RRH TO BE MOUNTED TO 240' I /i NEW ANTENNA SUPPORT FRAME ON NEW i POS #1 UNISTRUT MOUNT(SEE DETAIL 4/A-3) �' EXISTING 700 RRH TO BE REPLACED WITH NEW 812/14 RRH ON NEW ANTENNA POS. D 19111N1ID PIA SIRE111N1 DCa #7 SUPPORT(SEE DETAIL 5/A-3) C 10018 WM PER(IFW DCa L EXISTING 700 RRH j' PROPOSED WCS RRH TO BE MOUNTED TO 8 N Ifi IB U OUED fp QN DCa EXISTING 700 RRH i' ' POS i A 01 I915�AS PREll1ANW DCa ' POS #2 SECTOR NEW AMEIdNA SUPPORT FRAME ON NEW #1 UNISTRUT MOUNT SEE DETAIL 3 RD:DATE SUBMISSIONS 8Y: EXISTING AT&T ANTENNA - C. ( /A-3) / (TYPICAL OF 9, 3 PER SECTOR) 240' In to0) ' PROPOSED WCS RRH TO BE MOUNTED TO POS. N W SECTOR NEW ANTENNA SUPPORT FRAME ON NEW #2 EXISTING MICROWAVE DISH ABOVE TO W POS. #1 120' UNISTRUT MOUNT (SEE DETAIL 3/A-3) REMAIN EXISTING 1900 RRH (BELOW) POS o >_ EXISTING ANTENNA MOUNTS TO BE REMOVED #3 PROPOSED 850 RRH TO BE MOUNTED TO 0 Z ` AND REPLACED WITH NEW SABER NEW ANTENNA SUPPORT FRAME ON NEW C10-857-001C MOUNTS (TYPICAL OF 3, 1 UNISTRUT MOUNT (SEE DETAIL 4/A-3) EXISTING AT&T MICROWAVE DISH ¢ Z POS #3 ABOVE AT EACH SECTOR) (SEE DRAWING A-4) z o d O POS W #4 SECTOR w o x} 0_ °B• EXISTING 700 RRH TO BE REPLACED WITH N a EXISTING 1900 RRH TO BE RELOCATED 120' NEW 812/14 RRH ON NEW ANTENNA TO NEW MOUNT SUPPORT (SEE DETAIL 5/A-3) ®nw. SECTORS A B, & C (EXISTING) . SECTORS A, B, & C (PROPOSED) O NOTE° SCALE 11x17 1/4"=1'-O" SCALE 11x17 1/4"=1'-0" N 1. REMOVE TEO DIPLEXER'S ON TOP. SCALE 24x36 1/2"=1'-0" SCALE 2436 1/2"=1'-0" - PROPOSED P1000 UNISTRUT MOUNTED TO PIPE MAST WITH 1/2.0 U-BOLTS (TYPICAL) PROPOSED WCS RRH, B12/14 RRH, WCS RRH, OR 850 RRH o s^ NOTES 'z ��l. MOUNT RRH TO UNISTRUT W/3/8.0 cu UNISTRUT BOLTING HARDWARE AND SPRING CL U e NUTS. TYPICAL (4) FOUR PER BRACKET. ¢ ®a o SUBCONTRACTOR SHALL SUPPLY. e 2. NO PAINTING OF THE RRH OR SOLAR w SHIELD IS ALLOWED. _18S2SO04 PROPOSED 2' STANDARD WEIGHT (2 1/2' O.D) PIPE MAST , rRAW`LAND SECTORS,,'`A; B, & C NEW ANTENNA SUPPORT .,PLANSi=&� DETAILS 1-.,, s�ti _ FRAME (TYPICAL) '". f 0 X07 5Z18 SECTORS A, B, & C 4,.=' f-" DCa RRH MOUNTING DETAIL Y' l.__ y -J PMo `� SCALE 11x17. 1177, 1�- Vi%\_ SCALE 2436 1 =1'-O" °� 4OF9 120° e.7° DESIGNS GROUP O R C H I T E C T U A R E o ENGINEERING O 13 VINESTREET DOWNTILT BRACKET (BSAMNT-1 0 WALDWICK.NJ 07363 T 201 670 0021 INCLUDED WITH ANTENNA) 19 6• o m O F 201 701 0318 NEW ANTENNA TO BE o ' MOUNTED TO EXISTING PIPE MAST PER MANUFACTURER- X6.5' REQUIREMENTS o ° V O O O MOUNTING BRACKET (BSAMNT-1 INCLUDED WITH ANTENNA) N ri EXISTING PIPE MAST JUMPER (S) TO REMOTE RADIO FRONT SIDE FRONT VIEW SIDE VIEW _ FRONT VIEW SIDE VIEW HEAD (RRH) ALL SECTORS SIDE VIEW MANUFACTURER: COMMSCOPE ALCATEL-LUCENT REMOTE RADIO HEAD (RRH) AIRSCALE DUAL RRH MOUNTING DETAIL MODEL#: NNHH-65A-R4 PART #: RRH4x25 WCS PART#: 4T4R B5 16O ARCA NET WEIGHT. B3.8 LB (38.0 KG) WEIGHT: 70 LBS WEIGHT: 16.7 LBS ANTENNA AFACE = 19.6°x55.1'=1079.96 int = 7.49 ft2 DIMENSIONS: 31.5'x12'x8.7" DIMENSIONS: 13.25° (H) x11.6• (W) x6.5' (D) DOV06113 1991TED ffR SIM DCa 1 MOUNTING DETAIL ANTENNA DIMENSIONS ANTENNA RRH DIMENSIONS ANTENNA RRH DIMENSIONS C 10 191POImPRam DCa SCALE 11x17 N.T S. L SCALE 11x17: 1/4"-l'-O" `� SCALE 11x17 NTS SCALE 11x17: NTS B 1618IPOITBI PER QFNf DCa SCALE 24x36• N.T S SCALE 24x36 1/2-=V-0" SCALE 24x36 N.T.S SCALE 24x36 NTS A 90/11100 AS PRE11N DCa NO DATEJ SUBMISSIONS BY: 15.375' 9437" 10 00 1 1 N to� 9.7" 19.00" ' W (246mm) RAYCAP DC6 OVER VOLTAGE PROTECTOR 0 Z WITH DOME COVER I 9.7° c°v o Z (246mm) BACK TO BACK PIPE BY DOME SECURING z o¢ O O E SITE PRO 1 MODEL BAND o w W c.4 ;� E $BBPM-K2 OR w _ APPROVED EQUAL CUP FOR ATTACHING _ _ ui N DC6 (OVP) TO BASE PLAN VIE a ASSEMBLY (TYP.) RAYCAP SUPPLIED POLE - POWER CABLE MOUNTING BRACKETS INGRESS PORTS rDIW 2' MIN. TO 4' MAX. RAYCAP SUPPLIED FRONT VIEW SIDE VIEW PLAN VIEW FRONT VIEW GALVANIZED PIPE - BASE ASSEMBLY FRONT VIEW RAYCAP DC6-48-60-18-BF CABLE TIE BAR RAYCAP OC12 SURGE PROTECTION AIRSCALE DUAL RRH DC POWER SURGE PROTECTION - - PART #: 4T4R 812/14 32OW AHFIB __ ��:2710 LEIS-60-RM WEIGHT: 101.4 LBS DIMENSIONS: (L) 19.00"x(W) 15.40'x(D) 3.48° DIMENSIONS: 28.75• (H) x15.375' (W) x9.437° (D) DC POWER OVER VOLTAGE DC POWER OVER VOLTAGE PROTECTOR ANTENNA RRH DIMENSIONS _ PROTECTOR OVP DIMENSIONS OVP POLE MOUNT BASE ASSEMBLY 8 DC12 DIMENSIONS RACK MOUNT J SCALE 11x17: N.TS. v SCALE 11x17: 3/4"=1'-O" SCALE 11x17 3/4"=1`-0" SCALE 11x17• 3/4"=1'-0" SCALE 24x36: N.T S _ SCALE 24x36: 1 1/2"=1'-O" SCALE 2436 1.1/2"=1'-0' SCALE 2436 1 1/2"=1'-0" rrag 3'z ¢ cu v °omd oaf ANTENNA SCHEDULE < ®�2 z SECTORS POSITION QUANITY MAKE MODEL # DIMENSIONS ANTENNA FACE 1 1 REPLACED COMMSCOPE NNHH-65A-R4 55'H x19.6°W.7.8-(D) 7.48 SF. 17.0• 1 SECTOR A W 2 1 REPLACED COMMSCOPE NNHH-65A-R4 55 H x19.6 W x7.8°D 7.48 SF. N� AZIMUTH = 0' 3 1 REPLACED COMMSCOPE NNHH-65A-R4 55'H x19.6°W x7.8°D 7.48 SF. D " 18S2SO04 1 1 REPLACED COMMSCOPE NNHH-65A-R4 55 H x19.6°W x7.8°D 7.48 SF. o 1 FRONT NEW SIDE VIEW SECTOR B 2 1 REPLACED COMMSCOPE NNHH-65A-R4 55'H x19.6°W x7.8°D 7.48 SF. FWD AZIMUTH = 120' #3 1 REPLACEDI COMMSCOPE NNHH-65A-R4 55°H x19.6'W x7.8'D 7.48 SF. ROSENBERGER - FIBER BOX '> PART $: FB-SLFCS003-000 DB 1 1 REPLACED COMMSCOPE NNHH-65A-R4 55' H x19.6•W x7.8 D 7.48 SF. 2 =`r",'j. EQUIP,MENP;'DETAILS DIMENSIONS: 17'(W)x11.41"(D)x1.25"(H) - SECTOR C 1 REPLACED COMMSCOPE NNHH-65A-R4 55°(H)x19.6'(W)x7.8°(D) 7.48 SF.AZIMUTH = 240'[:L 1 REPLACED COMMSCOPE NNHH-65A-R4 55"H)x19.6'W x7.8•(D) 7.48 SF. "0746h 8 FIBER MANAGEMENT I_. 9 TRAY RACK MOUNT 10 ANTENNA SCHEDULE :e °�'°`'�Dca.- SCALE 11x17Pmo • 3/4"=1'-0 SCALE 11x17. NTS ` SCALE 2436 1 1/2"=1`-0" SCALE 2436 N.T.S. =rte • -- "�"�5 OF F 9 • ' • IA I►TI11► TIEBACK ANGLE RANGE DETAIL C10857001C 12' HD V—BOOM ASSEMBLY W/TIEBACK DESIGN; �/-15 DEGREES VERTICAL ITEM gPART NO DESCRIPTION WEIGHT TOWER LEG G R O U P'7'iC` f/-25 DEGREES HORIZONTAL TOWER LEG(TYP) 1 2 CWO1222 VF DNENE STANDOFF ARM 126 A R C H I T E C T U R E .115 DEGREES 2 _ CW01223 W£LDMENT FACE PIPE 147 _ E N G I N E E R I N G /,SEE UPPER LEG MOUNTING'DETAIL 3. 2 CS03109 PLATE ROTATING 34 4 -25 DEGREES (� f25 DEGREES / ON PAGE 3 4 1 CS03110 PLATE,FIVOIING(UPPER] 1612 W 13 VINESTUET -15 DEGREES �Q 2 5 1 CSD3,11 PLATE LEG CLAMP(UPPER 17 13 5 10 T 2011CK6 0 000'463 6 1 CS03112 PLATE PIVOTING LOWER - -- - 14 I F 201 701 0318 - SEE NOTE 3 ` 1 7 1 0$03113 PLATE.LEG CLAMP(L015fR 17 15 W]�� i \ 18 79 8 2 0503114 PLATE•LEG CLAMP BACK) 14 9 1 0500098 PLATE,TIE BACK SWNEI S g 10 r tJ _ 10 1 CS03295 PLATE,TIE BACK CLAMP 4 NP TOP&BOTTOM ® I I I I 17 11 _ 11 1 CS03333 RPE,71E BA CH 38 12 2 C40026073 BOLT ASSEMBLY 1 0 X 3 A325 4 15 j 13 8 C40140004 BOLT ASSEMBLY 5/8 0 X 8 A307 13 3 14 1 040026033 BOLT ASSEMBLY 5/8 0 X 4 1/2 A325 1 1 17 15 12 C40026025 BOLT'ASSEMBLY 5/8 0 X 2 1/2 A325 6 jl II 1 16 5 C40026024 BOLT ASSEMBLY 5/8 0%2 1/4 A325 '3 17 C4DO34183 U-BOLT ASSEMBLY.1/2 0 X 2 9/15 C-C 3 jl Ij TIE BACK DETAIL 18 1 230992001 MOUNT CLASSIFICATION TAG C10857001C 1 I II jl AT TOWER LEG ..�- 19 2 040062103 STAINLESS STEEL SELF-LOCKING CABLE TIE 1 I II II TOTAL WEIGHT .462 TONER LEG 2 PACKAGING NOTE CK00366 INCLUDES ITEMS 1,3,4,5,6,7,12&15(B OTY) UPPER LEG MOUNTING DETAIL 16 '\ CK00387 INCLUDES ITEMS 2,8.9.10.11.13 14,15(4 OTY),16,17,18&19 TOWER LEG 11 SEE NOTE 1 SEE LOWER LEG MOUNTING DETAIL 12 75 STRAIGHT TAPERED TAPERED 14 1-9 IN 20SLOPE 2IN ON PAGE 3 {'l TOWER SECTION ' ' ' I ff/.r 20'SLOPE O SEE TIE BACK DETAIL 13 9 16 ON PAGE 3 TIE BACK DETAIL D 19 MII)P'R SIRICRN]I DCa INSTALLATION NOTES ------PIVOTING OPTIONS------- C I 18 U91TED ffR QBII DCa AT ANTENNA MOUNTING FRAME 1 INSTALL MOUNT TO TOWER AS SHOWN,SO THAT WELDED STANDOFF DIAGONAL IS SLOPING DOWNWARD FROM TOWER END TO FACE PIPE END 8 0 3 B 9I6181PD4TED PR QW MIlffl DCO 2 UPPER PIVOTING PLATE(ITEM 4)HAS THREE HOLES ON EACH SIDE AND UPPER LEG CLAMP PLATE(ITEM 5)HAS TWO HOLES ON EACH SIDE A 01 0/19 MOD)AS RamaDCO ISOMETRIC VIEW FOR TAPER ADJUSTMENT 7 a INSTALL PRODUCT EXACTLY AS SHOWN IN DRAWING A17H ALL BOLTS FACING UPWARDS. NO•DATE SUBMISSIONS BY' I - r.mvnsc vccrs-n rmw. /[L Odp5IXR WttU4[ axvss of xExw� Vo urzxa� � � [mip+.aFs w.cm»s,�,j,s= S re Industries' 12' HD V—HOObf ASSEMBLY W/TIEBACK s rzs Ko Ac N to 12' HD V—BOOM ASSEMBLY W TIEBACK Jra+ts A+/_o[c ro+EpAr+¢s ro x4r"rar TOwem and P.I. (3' STANDOFF tus. cs,rancllaNs s Vlc• re Industries- W/ TIEBACK Arol.[s:V2[ea TotJTw.as m mr rapv I.—and P01w (S STANDOFF) a CONFIDTDT7'fAL W/NO ANTENNA MOUNTING PIPES �n =e+o- W tnn eao,man[me te.x+o,mo["n CONFIDENTIAL WIND ANTENNA MOUNTING PIPES �H � 1.CMOUNTINGUA"TIE PIPES&CROSSOVER PLATE AL E FOR E(1) SW SEPARATELY, - n. 2 OUAND0E5 S{HOW1H IN LISTS OF MATERIAL ARE POR ONE(1)V-BOOM ONLY +°^+ai^°°^"'^1""°�'"Emlim v°°. LOWER LEG MOUNTING DETAIL rnn a°°uixmt aw mr blama+im o t NwortY or goon Cpmmu^cpuma SIZE DRAWING NO. REV oenlewd n..."n On empdm6d Va•J O 3 THIS V-BOOM WILL MOUNT TO THE FOLLOYANG 11/2'0 TO 5 9/16"0 ROUND LEG wmorpuoc(-$pro)wp xvsl not bo •.v.1 ww^b al 5dr•[ w<°tis O Z 4 TIEBACK MUST BE CONNECTED TO A RIGID MEMBER THAT PRO'ADES ADEOUATEo° �i4 er O9°4^"^8"n^IN'. 12/22/15 B C10857001C 3 Corvo,00m('Satiny a^e mart not e. 56E DRAWING No REV a SUPPORT WITHIN THE LIMITS NOTED ABOVE IN THE TIEBACK ANGLE RANGE DETAIL °1e^°sO•'r'"i1'r`°�' wmmeev sme4 or use.n.nxe a" DATE wins B C10857001C 3 UNLESS APPROVED BY THE ENpNEER OF RECORD ` oipis sm..cmc uws BT 15RF SCALE PAGE osL+a m1 rwco».mm,l Rn pa vi (� e[ScpO1N. ' Nl a n+a,emcee +ice OUC[109 BY EK N.. 1 OF 3 " " • O[ZinS 5dr�t e1funm�w.mtov Cwpom,m DRAPN BY WRF SCATS PAGE EY s.aaand. CIOSLT+U BY EK W U nM[o r �0ca[mna None 3 OF3 W \� Z �¢ 0 0 o W W O � O_ 17 3 4 5 8 TO TOP,&BOTTOM " 16 15 TYP TOP&BOTTOM ®n'� 10 I SFE UPPER AND LOWER LEG MOUNTING DETAILS 12 t ON PAGE 3 .i O .M 2 18 19 O 4..J - - - --Rp 3 fi 7 8 �+"�u m� V fQo / :29 3'-0" 3-0' 3'-0" 3'-O' � - a rR m F•Z 4'-0' 4-0" 4'-0" d `V f a SIDE VIEW < ®f zE z 6'-0" 6'-0° a O 12,-0' zi Z o w U MOUNTING OPTIONSs�a � ppb�5 uII ME N uKxES _ Lr R SHOWING UOUNRNG PAPE PLACEMENTS ra[FArsa[s IRri7n0s A+716, SB rE Industries T2' HD V-BOOM ASSEMBLY W/TIEBACK 1B$25004 rraLEs:+/x pEc ro[[pAr14[5 04 tar ApP[r T.—Mand Polos as m.xeam° (3' STANDOFF) WJNO ANTENNA MOUNTING PIPES +pU,,vuaxct n r_[A'°.' RAW LAND «w.CONFIDENTAL sen[ smwmwl+.aae '`_- Ww�+1y d 5mre eammew[ms size DRAWING NO REV <s� [dp`aptvn( y 4mpal b+ti. -ANTENN_A-MOUNT'•DETAILS MAT Aa M. - BC10857001C 3 � :ary w.p°aa SaDATtN RYSCALE PAGEoba G4amr,rnna CHECKEDBY Non 2 OFS "d 16, a 7` DCD PMo F'.A_4 7 OF 9 . TIN FAAk DESIGN NOTE: DIAGRAM FOR ILLUSTRATIVE PURPOSES ONLY. EXISTING SITE CONDITIONS MAY VARY. G, x o u P'� A R C H I T E C T U R E ENGINEERING 13 VINE STREET WALDWICK,NJ07463 T 201670 0021 F 201 701 0316 l D PROPOSED SECTORS A, B, & C Maintain a minimum cf 6'separatlon UMTS 850/LTE 700(D/E)/W CS _LTE 850 LTE 700/000 7"50 AWStfi96PIWC8 7601850 Al 116Q0NJG8 7001854 AWSl7900lWC D19 U'al®PER 9R1L1UPAL DCa C 10IN18 IraaEn PER QW MM DCa { ' B ggM RM PER aW MUM DCa A UI 191SS11Bl AS PREUMINM DCa NO DATE SUBMISSIONS BY: Rte,, RET RET r x71 N 00 M _ RET IT BEf CmVol CONrol CanVo1 ^ W ,— Cable Cable Cable o 3AICS'RRH - - BlzlBia 0 z RAH cpiwoC 6156RH ¢ CPPVOC - CPNI/DC m o uJ Z o¢ 0 ZO r- W Tower M&T nK Ground DC Trued MR 5;R Main Power TgaUPlant` nit wai wars ALU 9926 � � F a In nweM z ux,ses" � m z w J 1.NOTES MINIMUM NUMBER OF 24V DC N+1 RECTIFIERS REQUIRED IS 7. 8 EXISTING, (1) TO BE TURNED OFF. - �18S2S004 2. MN MUM NUMBER OF 48V DC TO 48V N+1 RECTIFIERS REQUIRED IS 0. 0 EXISTING. ' 3. MINIMUM NUMBER OF 24V DC N+1 CONVERTERS REQUIRED IS 6. 3 EXISTING, (3) NEW CONVERTERS TO BE i-`%• - :RAW LAND ADDED. ;�',`;,= _•yz 4. MINIMUM NUMBER OF 48V DC N+1 CONVERTERS REQUIRED IS 0. 0 EXISTING. 5. TURN OFF(1) EXISTING RECMFER FOR A TOTAL OF (7) 24VDC RECTIFIERS (N+1) ON. y `SYSTEM',DIAGRAM 6. INSTALL A 24-TO-48 5-SLOT CONVERTER SHELF INTO EXISTING 24VDCPP AND CONNECT TO EXISTING "- 5-SLOT CONVERTER SHELF. THERE IS SPACE IN THE 24VDCPP UNDER THE EXISTING 5-SLOT CONVERTERE, ;°"`07 25 18 SHELF FOR AN ADDITIONAL 5-SLOT CONVERTER SHELF. I l 7. INSTALL (3) ADDITIONAL 24-TO-48 CONERTERS FOR A TOTAL OF(6) CONERTERS (N+1). 8 BATTERY UPGRADE NOT REQUIRED. DCa PMO F-00100 — 8OF9 c ELECTRICAL INSTALLATION NOTES (AS APPUCABLE): SURGE SUPPRESSION NOTE- 1. RF SURGE ARRESTOR DEVICES SHALL BE INSTALLED IN ALL NEW ANTENNA& NEW COAXIAL INSTALLATION-REPLACEMENTS AS REQUIRED. 1. WIRING, RACEWAY,AND SUPPORT METHODS AND MATERIALS SHALL COMPLY WITH THE REQUIREMENTS OF THE NEC AND TELCORDIA. 2. AC SURGE PROTECTION DEVICE (SPD) DEVICES FOR AC POWER SHALL BE INSTALLED FOR ALL NEW AC PANEL INSTALLATION OR REPLACEMENTS. D E S I T- N" 2. SUBCONTRACTOR SHALL MODIFY EXISTING CABLE TRAY SYSTEM AS REQUIRED TO SUPPORT RF AND TRANSPORT CABUNG TO THE NEW BTS EQUIPMENT. SUBCONTRACTOR SHALL 3. THE AC SPD SHALL BE COMMON MODE TYPE, MINIMUM RATED 12OKA SURGE CURRENT, AND HAVE MONITORING LIGHTS WITH FORM C ALARM CONTACTS. THE AC SPD SHALL BE G R O U P SUBMIT MODIFICATIONS TO CONTRACTOR FOR APPROVAL RAY CAP STRIKESORB TYPE, INNOVATIVE TECHNOLOGIES PTX12O OR OWNER APPROVED EQUAL RAYCAP STRIKESORB SURGE PROTECTORS SHALL BE FACTORY INSTALLED IN THE ARCH IT ECTURE 3. ALL CIRCUITS SHALL BE SEGREGATED AND MAINTAIN MINIMUM CABLE SEPARATION AS REQUIRED BY THE NEC AND TELECORDIA. PANELBOARD. OTHER MANUFACTURER SPD SHALL BE CONNECTED TO THE AC SYSTEM THROUGH A CIRCUIT BREAKER IN THE AC PANELBOARD AND SHALL BE MOUNTED INTERGAL ENGINEERING 4. CABLES SHALL NOT BE ROUTED THROUGH •LADDER•STYLE CABLE TRAY RUNGS. WITH THE PANE3BOARD OR DIRECTLY ADJACENT. I3 VINE STREEr - WALDWICK NJ 07463 5. EACH END OF EVERY POWER, GROUNDING,AND T1 CONDUCTOR AND CABLE SHALL BE LABELED WITH COLOR-CODED INSULATION OR ELECTRICAL TAPE (3M BRAND, 1/2" 4. TELCO SURGE PROTECTION DEVICES SHALL BE INSTALLED IN ALL NEW T1 INSTALLATIONS (TYPE AS APPROVED BY AT&T MOBILITY). r 201670 0021 F 201 701 0318 PLASTIC ELECTRICAL TAPE WITH UV PROTECTION, OR EQUAL).THE IDENTIFICATION METHOD SHALL CONFORM WTTHNEC & OSHA, AND MATCH EXISTING INSTALLATION 5. THE SUBCONTRACTOR SHALL INSPECT THE EXISTING TELCO SYSTEM FOR PRESENCE OF SURGE PROTECTION AND REPORT FINDINGS TO CONTRACTOR. , REQUIREMENTS. 6. RAYCAP STRIKESORB SPD SHALL BE INSTALLED ON ALL DC CIRCUITS TO REMOTE RADIO UNITS/HEADS MOUNTED ON TOWER OR ROOFTOPS AND AS REQUIRED BY SITE SPECIFIC •�± , 6. POWER PHASE CONDUCTORS (I.E. HOTS) SHALL BE LABELED WIT COLOR-CODED INSULATION OR ELECTRICAL TAPE (3M BRAND, 1/2" PLASTIC ELECTRICAL TAPE WITH UV DESIGN DRAWINGS. - PROTECTION, OR EQUAL). PHASE CONDUCTOR COLOR CODES SHALL CONFORM WITH THE NEC & OSHA AND MATCH EXISTING INSTALLATION REQUIREMENTS. 7. SURGE SUPPRESSION AND PROTECTION DEVICES SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF THE NATIONAL ELECTRICAL CODE (NEC) ARTICLE 250, 280, 285,AND 7. ALL ELECTRICAL COMPONENTS SHALL BE CLEARLY LABELED WITH ENGRAVED LAMACOID PLASTIC LABELS. ALL EQUIPMENT SHALL BE LABELED WITH THEIR VOLTAGE RATING, PHASE CHAPTER 8, AS APPLICABLE. CONFIGURATION, WIRE CONFIGURATION, POWER OR AMPACITY RATING, AND BRANCH CIRCUIT IN NUMBERS (I.E., PANELBOARD AND CIRCUIT ID'S). I 8. PANELBOARDS (ID NUMBERS) AND INTERNAL CIRCUIT BREAKERS (CIRCUIT ID NUMBERS) SHALL BE CLEARLY LABELED WITH ENGRAVED LAMACOID PLASTIC LABELS. I 9. DELETED 10. POWER, CONTROL,AND EQUIPMENT GROUND WIRING IN TUBING OR CIRCUIT SHALL BE SINGLE CONDUCTOR (12 AWG OR LARGER), 600 V, OIL RESISTANT THHN OR THWN-2 GREEN INSULATION, CLASS B STRANDED COPPER CABLE RATED FOR 90'C (WET OR DRY) OPERATION; USTED OR LABELED FOR THE LOCATION AND RACEWAY SYSTEM USED, UNLESS OTHERWISE SPECIFIED. ANTENNA MOUNTING PIPE 11. SUPPLEMENTAL EQUIPMENT GROUND WIRING LOCATED INDOORS SHALL BE SINGLE CONDUCTOR (6 AWG OR LARGER), 600 V. OIL RESISTANT THHN OR THWN-2 GREEN INSULATION, CLASS B STRANDED COPPER CABLE RATED FOR 90'C (WET OR DRY) OPERATION; LISTED OR LABELED FOR THE LOCATION AND RACEWAY SYSTEM USED, UNLESS OTHERWISE SPECIFIED. 12. SUPPLEMENTAL EQUIPMENT GROUND WIRING LOCATED OUTDOORS, OR BELOW GRADE, SHALL BE SINGLE CONDUCTOR 2 AWG SOLID TINNED COPPER CABLE, UNLESS OTHERWISE SPECIFIED. ANTENNA MAST 13. POWER WIRING, NOT IN TUBING OR CONDUIT, SHALL BE MULTI-CONDUCTOR, TYPE TC CABLE (12 AWG OR LARGER), 6OOV, OIL RESISTANT THHN OR THWN-2 GREEN, CLASS B NEW STRANDED COPPER CABLE RATED FOR 90'C (WET OR DRY) OPERATION; LISTED OR LABELED FOR THE LOCATION USED, UNLESS OTHERWISE SPECIFIED. ~ANTENNA 3/8"0 x 1 1 2 S S 1/8" MIN. 14. ALL POWER AND GROUNDING CONNECTIONS SHALL BE CRIMPED-STYLE, COMPRESSION WIRE LUGS AND WIRENUTS BY THOMAS AND BETTS (OR EQUAL). LUGS AND WIRENUTS BOLT (TYP) / / 1/4" MIN. SHALL BE RATED FOR OPERATION AT NO LESS THAN 75C (9O'C IF AVAILABLE). 15. RACEWAY AND CABLE TRAY SHALL BE LISTED OR LABELED FOR ELECTRICAL USE IN ACCORDANCE WITH NEAM, UL, ANSI/IEEE, AND NEC. #6 AWG 1/2' MIN. 16. NEW RACEWAY OR CABLE TRAY WILL MATCH THE EXISTING INSTALLATION WHERE POSSIBLE GROUND S/S NUT 17. ELECTRICAL METALLIC TUBING (EMT) OR RIGID NONMETALLIC CONDUIT (I.E., RIGID PVC SCHEDULE 40, OR RIGID PVC SCHEDULE 80 FOR LOCATIONS SUBJECT TO PHYSICAL WIRE S/S LOCK HEAT SHRINK D 0 19 IO PERSRd161LBk DCo DAMAGE) SHALL BE USED FOR EXPOSED INDOOR LOCATIONS. WASHER - C 10 IS IF E PER QfM fA DCa 18. ELECTRICAL METALLIC TUBING (EMT), ELECTRICAL NONMETALLIC TUBING (ENT), OR RIGID NONMETALLIC CONDUIT (RIGID PVC, SCHEDULE 40) SHALL BE USED FOR CONCEALED u6o 8 1618 LP6ITED PER IDR DCa INDOOR LOCATIONS. S/S FLAT - A 01 19 ISSUED AS PRElNWI DCa 19. GALVANIZED STEEL INTERMEDIATE METALLIC CONDUIT (IMC) OR GALVANIZED STEEL OR ALUMINUM RIGID CONDUIT (RMC) SHALL BE USED FOR OUTDOOR LOCATIONS ABOVE GRADE. WASHERS GROUND BAR HEAT NO:DATE SUBMISSIONS BY' 20. RIGID NONMETALLIC CONDUIT (I.E, RIGID PVC SCHEDULE 40 OR RIGID PVC SCHEDULE 80) SHALL BE USED UNDERGROUND; DIRECT BURIED, IN AREAS OF OCCASIONAL LIGHT NEW COAX #2 AWG, BCW JUMPERS SHRINK VEHICLE TRAFFIC OR ENCASED IN REINFORCED CONCRETE IN AREAS OF HEAVY VEHICLE TRAFFIC. N Lo Lo 21. UQUID-TIGHT FLEXIBLE METALLIC CONDUIT(UQUID-TITS FLEX) SHALL BE USED INDOORS AND OUTDOORS, WHERE VIBRATION OCCURS OR FLEXIBILITY IS NEEDED. GROUND NEW RET CABLE N 0) 22. CONDUIT AND TUBING FITTINGS SHALL BE THREADED OR COMPRESSION-TYPE AND APPROVED FOR THE LOCATION USED. SETSCREW FITTINGS ARE NOT ACCEPTABLE. WIRE n 23. CABINETS, BOXES, AND WIREWAYS SHALL BE LISTED OR LABELED FOR ELECTRICAL USE IN ACCORDANCE WITH NEMA, UL, ANSI/IEEE, AND NEC. NEW RRH 24. CABINETS, BOXES,AND WIREWAYS TO MATCH THE EXISTING INSTALLATION WHERE POSSIBLE. o >_25: WIREWAYS SHALL BE EPDXY-COATED (GRAY) AND INCLUDE A HINGED COVER, DESIGNED TO SWING OPEN DOWNWARD; SHALL BE PANDUIT TYPE E (OR EQUAL); AND RATED NEMA #6 AWG NOTES O Z 1 (OR BETTER) INDOORS, OR NEMA 3R (OR BETTER) OUTDOORS. TO NEXT G GROUND N 26. EQUIPMENT CABINETS, TERMINAL BOXES, JUNCTION BOXES,AND PULL BOXES SHALL BE GALVANIZED OR EPDXY-COATED SHEET STEEL, SHALL MEET OR EXCEED UL 50, AND GROUND BAR WIRE 1 ALL HARDWARE 18-8 STAINLESS STEEL INCLUDING LOCK WASHERS, �w RATED NEMA 1 (OR OEM) INDOORS, OR NEMA 3R (OR BETTER) OUTDOORS. (TYP) G NEW FIBER & COAT ALL SURFACES WITH AN ANTI-OXIDANT COMPOUND BEFORE m N o � Z 27. METAL RECEPTACLE, SWITCH, AND DEVICE BOXES SHALL BE GALVANIZED, EPDXY-COATED, OR NON-CORRODING; SHALL MEET OR EXCEED UL 514A AND NEMA OS 1; AND RATED - POWER CABLE MATING o Q p O NEMA 1 (OR BETTER) INDOORS, OR WEATHER PROTECTED (WP OR BETTER) OUTDOORS. G G� 2 ALL HARDWARE WAS TO BE S/S 3/8 INCH DIAMETER OR LARGER o `t U 28. NONMETALLIC RECEPTACLE, SWITCH, AND DEVICE BOXES SHALL MEET OR EXCEED NEMA OS 2; AND RATED NEMA 1 (OR BETTER) INDOORS, OR WEATHER PROTECTED (WP OR #2 AWG BARE ° W BETTER) OUTDOORS. COPPER GROUND ANTENNA d 0_ 29. THE SUBCONTRACTOR SHALL NOTIFY AND OBTAIN NECESSARY AUTHORIZATION FROM THE CONTRACTOR BEFORE COMMENCING WORK ON THE AC POWER DISTRIBUTION PANELS. G GROUND 3 FOR GROUND BOND TO STEEL ONLY. A DRAGON TOOTH WASHER INSERTED n a 30. THE SUBCONTRACTOR SHALL PROVIDE NECESSARY TAGGING ON THE BREAKERS, CABLES AND DISTRIBUTION PANELS IN ACCORDANCE WITH THE APPLICABLE CODES AND WIRE TO MASTER BETWEEN LUG AND STEEL, ALL SURFACES COATED WITH AN ANTI-OXIDANT STANDARDS TO SAFEGUARD AGAINST THE LIFE AND PROPERTY. GROUND BAR VIA BAR COMPOUND BEFORE MATING 31. UQUID-TIGHT FLEXIBLE NON-METALLIC CONDUIT MAY BE USED WHERE NOTED ON DRAWINGS INDOORS AND OUTDOORS AND WHERE NOT SUBJECT TO PHYSICAL DAMAGE. ALL EQUIPMENT GROUND BAR FITTINGS SHALL BE PRESSURE TYPE, NOT GLUED. 32. CABLES SHALL BE BUNDLED AND/OR SECURED TO THE CABLE RACK OF EQUIPMENT RACK USING 9-PLY WAXED POLYESTER TWINE UNLESS PRIOR APPROVAL IS OBTAINED. 33. NYLON CABLE TIES MAY BE USED FOR TEMPORARILY SECURING CABLES DURING THE INSTALLATION. PERMANENT USE OF NYLON CABLE TIES SHALL NOT BE USED UNLESS PRIOR APPROVAL IS OBTAINED FOR SECURING COAXIAL CABLES, OPTICAL FIBER CABLES, BATTERY CABLES AND CABLES TO DISTRIBUTION FRAMES OR ON CABLE RACKS. NYLON CABLE TIES MAY BE USED FOR SECURING GROUNDING CONDUCTORS EXTERIOR TO SHELTERS AND EQUIPMENT ROOMS. 34. NYLON CABLE TIES SHALL BE OF AN ADEQUATE SIZE, TYPE, STRENGTH, UV RESISTANT ETC. FOR THE PARTICULAR APPLICATION. TAILS SHALL BE TRIMMED TO WITHIN 1/32 INCH r� r�_ USING A TOOL SPECIFICALLY DESIGNED FOR TENSIONING AND CUTTING NYLON CABLE TIES. q ANTENNA GR0UNDING DETAIL �/❑' I I-• L SCALEH 01LENONEU G SCALE llxl7 GN WIRING METHODS I SCALE 2436 NONE SCALE 2436. NONE 1. GENERAL ALL WIRING IN FINISHED AREAS SHALL BE CONCEALED UNLESS NOTED OTHERWISE. IN UNFINISHED AREAS SUCH AS BASEMENTS, MECHANICAL ROOMS, ELECTRICAL CLOSETS, ETC. WIRING SHALL BE ROUTED ON THE INTERIOR SURFACE. NO WIRING SHALL BE ROUTED ON THE OUTSIDE SURFACES OF THE BUILDING UNLESS SPECIFICALLY NOTED. ALL NEC AND LOCAL ELECTRIC CODES SHALL BE ADHERED TO. ALL CONDUCTORS SHALL BE COPPER UNLESS OTHERWISE NOTED. STRANDED CU WIRE WITH GREEN, 2. BELOW GRADE (UNDERGROUND IN EARTH OR FILL): ALL CONDUITS SHALL HAVE A MINIMUM BURIAL DEPTH OF 24". BRANCH CIRCUITS SHALL CONSIST OF PULLED CONDUCTORS _ ANTENNA CABLE 12 SIZE, THHN/THWN INSULATION IN DIRECT BURIED SCHEDULE 40 PVC CONDUITS. CONDUITS THAT ARE BURIED UNDER EARTH THAT HAVE HEAVY VEHICLE TRAFFIC OVER IT SHALL BE ENCASED IN CONCRETE. SIZE AS SPECIFIED CONCRETE ENCASEMENT SHALL BE 3" MINIMUM ALL AROUND AND BETWEEN CONDUITS. ALL ELBOWS USED WITH PVC CONDUIT SHALL BE SCHEDULE 80 PVC. ALL CONDUIT INSTALLED ABOVE FINISHED GRADE SHALL BE SCHEDULE 80 PVC. PRIOR TO EXCAVATION, A UTILITY MARK OUT SHALL BE DONE TO LOCATE EXISTING UNDERGROUND UTILITIES. , PICTURES SHALL BE TAKEN OF ALL UNDERGROUND WORK TO BE VIEWED AT THE PUNCHLIST. 3 INDOORS (UNCLASSIFIED AREAS): ALL FEEDERS SHALL CONSIST OF PULLED CONDUCTORS IN EMT. ALL BRANCH CIRCUITS SHALL CONSIST OF PULLED CONDUCTORS IN EMT., WEATHERPROOFING EXCEPT 15 AND 20 AMPERE 1 POLE LIGHTING RECEPTACLE, OR MISCELLANEOUS BRANCH CIRCUITS CONCEALED ABOVE SUSPENDED CEILINGS OR WITHIN DRY WALLS SHALL CONSIST MASTER GROUND KIT (SEE NOTE 3) -F-+ OF TYPE MC METAL CLAD CABLE IF ALLOWED BY CODE CONNECTIONS TO COMMUNICATION CABINETS AND VIBRATING EQUIPMENT SHALL CONSIST OF PULLED CONDUCTORS IN BAR CABLE GROUND KIT FLEXIBLE METALLIC CONDUIT, MAXIMUM 6' IN LENGTH. Z z 4. OUTDOORS OR INDOORS CLASSIFIED 'DAMP' OR 'WET' LOCATION. ALL FEEDERS AND BRANCH CIRCUITS SHALL CONSIST OF PULLED CONDUCTORS IN RGS CONDUIT CONNECTIONS #6 AWG STRANDED CU WIRE cu w TO COMMUNICATION CABINET AND VIBRATING EQUIPMENT SHALL CONSIST OF PULLED CONDUCTORS IN LIQUID TIGHT FLEXIBLE STEEL CONDUIT, MAXIMUM 6' IN LENGTH. GREEN 6O0V THWN INSULATION ® Z SPECIAL EMPHASIS, CONCERNS, AND LIMITATIONS p O 0 0 0 0 O • O O \ F O O (GROUNDED TO GROUND BAR) a og O O O O O� O- (SEE NOTES 1 & 2) COMMUNICATION w ANTENNA CABLE CONNECTOR 1. MTM DESIGN GROUP, INC SHALL BE NOTIFIED IMMEDIATELY UPON DISCOVERY OF A PROBLEM OR CONFLICT. CONTRACTOR SHALL PROMPTLY IDENTIFY ONE OR MORE NEW DO SOLUTIONS BUT SHALL NOT PROCEED UNTIL SO AUTHORIZED. NOTES LIMITATIONS ON DOWNTIME 1 INSTALL CABLE GROUND KIT NOT INSTALLED AT A BEND AND ALWAYS 18S2SOO4 2. COORDINATE ALL DISCONNECTIONS AND INTERRUPTIONS OF ELECTRICAL SERVICE AND GROUNDING SYSTEM WITH THE OWNER. A SCHEDULE OF INTERRUPTIONS AND SHUTDOWNS TWO-HOLE LUG, BOLTED " GROUND BAR DIRECTED GROUND WIRE DOWN TO GROUND BAR .r. `" SHALL BE SUBMITTED TO THE OWNER FOR APPROVAL. THE SCHEDULE OF INTERRUPTIONS SHALL BE SUBMITTED TO THE OWNER A MINIMUM OF TWO WEEKS PRIOR TO ANY USING 3/8°-16 x 1 1/4" STAINLESS :� " ;`RAW,,LAND` STEEL HEX HEAD BOLTS AND HARDWARE f II"""`°"""'"1- 1 ANTICIPATED INTERRUPTION OF SERVICE AND SHALL BE APPROVED BY THE OWNER BEFORE ANY INTERRUPTION IS PERMITTED. 2 GROUNDING KIT WAS TO BE TYPE AND PART NUMBER AS Ra CONTRACTORS y SUPPLIED OR RECOMMENDED BY CABLE MANUFACTURERUG, ri ,r 1. EACH CONTRACTOR SHALL SECURE AND PAY FOR ALL REQUIRED PERMITS AND SHALL ARRANGE ALL REQUIRED INSPECTIONS. TWO-HOLE CU USED WITH #2 AWG soup ELECTRICAL NOTES TINNED BARE 2 EACH CONTRACTOR SHALL COORDINATE HIS WORK WITH THE WORK OF ALL OTHER CONTRACTORS AND EXISTING FIELD CONDITIONS. WIRE WITH GREEN, WIRE OR STRANDED CU 3 WEATHER PROOFING WASE BE TYPE AND PART NUMBER AS `; = -GROUNDING DETAI NOTES-LS N, 6O0V, THHN/THWN SUPPLIED OR RECOMMENDED BY CABLE MANUFACTURER " TRANSPORT T1 LINES: INSULATION TO ANTENNA STRUCTURE, J{ _ 074251,18 BUILDING, GROUND RING OR BUILDING STEEL t,.r = 1. ALL RACEWAY SHALL COMPLY WITH THE REQUIREMENTS OF THE NATIONAL ELECTRICAL CODE (NEC, NEPA 70), CHAPTER 8. CABLE GROUND � • 2. ALL SPECIFIED MATERIAL FOR EACH LOCATION (E.G., OUTDOORS, INDOORS-OCCUPIED, INDOORS-UNOCCUPIED, PLENUMS, RISER SHAFTS, ETC.) SHALL BE APPROVED, LISTED, OR '',`✓; DCa - LABELED AS REQUIRED BY THE NEC. GROUND WIRE TO GROUND BAR KIT CONNECTION DETAIL ,<y� m."I"! PMa 3. METALLIC CONDUIT OR TUBING FO T7 LINES SHALL BE BONDED TO GROUND AT BOTH ENDS. 3 4 C (� 4. FOR NOKIA GSM BTS CABINET ONLY - THE T1 CABLE SHALL BE IDENTIFIED AT BOTH ENDS WITH A COMPUTER-PRINTED SELF-LAMINATING POLYESTER WIRE MARKERS (BRADY SCALE 11x17 NONE SCALE 11x17 NONE �` E �02 00 CORP. OR EQUAL). USE THE "FROM" LOCATION FOLLOWING TYPICAL ID NAME AT THE NIU AND AT THE NOKIA BTS. SCALE 24x36 NONE SCALE 24x36 NONE �,--``r•'._,:_s} = 9 OF 9