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HomeMy WebLinkAbout37209-Z Town of Southold Annex 3/12/2013 �Q Gym P.O.Box 1179 54375 Main Road 10 � Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 36163 Date: 3/11/2013 THIS CERTIFIES that the building WIRELESS COMMUNICATION SYSTEMS Location of Property: 21855 CR 48 CUTCHOGUE, SCTM#: 473889 Sec/Block/Lot: 96.4-19.1 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this officed dated 3/23/2012 pursuant to which Building Permit No. 37209 dated 5/10/2012 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: extend&co-locate to an existing wireless tower as applied for. (Metro PCS) The certificate is issued to Arthur V Junge (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. 37209 10/16/12 PLUMBERS CERTIFICATION DATED A t orized Si ure �SUFFntK TOWN OF SOUTHOLD Sao cod BUILDING DEPARTMENT y TOWN CLERK'S OFFICE o • SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 37209 Date: 5/10/2012 Permission is hereby granted to: METRO PCS/ARTHUR JUNGE 418 MOULTON HILL ROAD LYMAN, NH 03585 To: extend & co-locate to an existing wireless tower as per Planning as applied for At premises located at: 21855 CR 48 CUTCHOGUE SCTM # 473889 Sec/Block/Lot# 96.-1-19.1 Pursuant to application dated 3/23/2012 and approved by the Building Inspector. To expire on 11/9/2013. Fees: CO -COMMERCIAL $50.00 NEW COMMERCIAL, ALTERATION OR ADDITIONS $500.00 Total: $550.00 Building Inspector 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: Aw 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- 'Swvorn statement from plumber certifying that the solder used.in system contains less than 2110 of 1% lead. . 5. Commercial building,industrial building, multiple residences and similar buildings and installations, a certificate of Code Compliahce-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 Epmpleted 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. Certificaie of Occupancy-New dwelling.$50.00,Additions to dwelling$50.00, Alterations to dwelling S50.00, Swimming pool$50.00, Accessory building-$50.00, Additions to accessory building$50.00,Businesses$50.001 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 I Date. New Construction: �i Old or Pre-existing Building: (check one) Location of Property: b 5 l O �Q House No. I� Street Hamlet Owner or Owners of Property: VA r+ �ui-c 1,i1 vJ Ij Suffolk County Tax Map No 1000, Section Block 1 Lot 19 Subdivision Filed Map. Lot: Permit No. 32a o� Date of Permit. �� t7�` Applicant: Health Dept.Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: (check one) Fee Submitted: $ 5a -aD Re, 'elsen, Huber & Coughlin, LLP B A calit Signa J. Coughlin - Attorney for Applicant, Met oPCS New York, LLC oF s0Uryo Town Hall Annex l� Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 roger.riche rt(aD-town.southold.ny.us Southold,NY 11971-0959 COUNTY,Oc� BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Metro PCS Address: 21855 County Road 48 City: Cutchogue St: NY Zip: 11935 Building Permit#: 37209 Section: 96 Block: 1 Lot: 19.1 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: Charles M Dwyer Inc License No: 4278-me SITE DETAILS Office Use Only Residential Indoor Basement Service Only X Commerical X Outdoor 1st Floor Pool New Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Service 1 ph 200a Heat Duplec Recpt Ceiling Fixtures HID Fixtures Service 3 ph Hot Water GFCI Recpt Wall Fixtures Smoke Detectors Main Panel 200a A/C Condenser Single Recpt Recessed Fixtures CO Detectors Sub Panel A/C Blower Range Recpt Fluorescent Fixture Pumps Transformer Appliances Dryer Recpt Emergency Fixtures Time Clocks Disconnect 200a Switches Twist Lock Exit Fixtures TVSS Other Equipment: 200a single phase, underground service Notes: Inspector Signature: Date: Oct 16 2012 81-Cert Electrical Compliance Form.xls 372 9 oF souryo L � o �ly�ourm,N�' TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 NSPECTION [ FOUNDATION 1 ST [ ] ROUGH PLOG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING/STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION . [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: c DATE 171171A INSPECTOR z gea 0� GI~ O��OF SO�Tyol -3-72- (o ��y00UNi`1,�� TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION — [ ] FOUNDATION 1 ST [ ] ROUGH PLOG. [ ] FOUNDATION 2ND [ ] INS TION [ ] FRAMING/STRAPPING [ FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: >01 DATE l INSPECTOR / J l .y • FIELD INSPECTIQN REPORT DATE COMlV1ENTS FOUNDATION(1ST) � - --------------------------------- t�W FOUNDATION(ZND) ROUGH FRAMING& y PLUMBING �\ INSUL•ATION PER N.Y. STATE ENERGY CODE " Y FINAL I� ADDITIONAL COMMENTS Ct" e e c, ,t c 20- kc �6� z m � z 01 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 Survey SoutholdTown.NorthFork.net. PERWRT NO. Check Septic Form N.Y.S.D.E.C. Trustees Flood Permit Examined 10--V Storm-Water Assessment Form Contact: Attorney for Applicant: . Approved ,20�� — y Mail to: Re;Nielsen,Huber&Coughlin,LLP Disapproved a/c 'P — !/ff A•e�v�� 36 N.New York Ave.,Huntington,NY 11 f 743 /�� lCr Phone: 631-425-4100 Expiration 20/3 // Building Inspector. APPLICATION FOR BUILDING PERMIT Date �l.Ul ,20 INSTRUCTIONS 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 accordingto schedule. b.Plot plan showing location of lot,and of buildings on premises,relationship to adjoining premises or public streets or areas, and 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. 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 Qccupancy,. 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 IS months from such date.If no zoning amendments or other`regulations affecting the property have been enacted in the interim,'the 13uil'diba Inspector may authorize,in writing;the extens on,ofthe 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 Regulations,for the construction of buildings,`additions;or alterations,or for removal or demolition as herein described:The applicant agrees to comply.with all applicable laws;ordinances,building code,housing code,and:regulations;and to admit authorized,inspectors on premises and in buildmg for.necessary inspections.' MetroPCS New York,LLC (Signature of applicant or name,if a corporation) 5 Skyline Drive,Hawthorne,NY 10532 ' (Mailing address of applicant)' State whether applicant is owner, lessee,agent,architect,engineer, general contractor, electrician,plumber or builder Applicarit is Lessee Name of owner of premises Art bur V.June (As on the tax roll or latest deed)` 1VIatpCbl' S%es 4 'c cr,'LL . io o duly authorized officer } ,� B : (Name and title of corporate officer) Builders License No. Plumbers.License No. N/A Electricians License No. Other Trade's License No. 1. Location of land on which proposed work will be done: , 21855 County Road 48 Cutchogue House Number Street Hamlet g County Tax Map No. 1000 Section 96 Block 1 �' Lot" 1`9.1` Subdivision Filed,-Map No Lot 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy Commercial and public utility wireless telecommunications facility b. Intended use and occupancy. Public Utility Wireless Telecommunications Facility 3. Nature of work(check which applicable):New Building Addition Alteration Repair Removal Demolition 'Other Work Applicant propose to extend the existing monopole and colocate its public utility.wireless telecommunications antennas on the extension,and install (llescription) related�qui in ton the ground,all as depicted in the plans submitt d herewith. 4. Esttmaptec�Cost 100,0oo:olL rFee (To be paid on filing this application) 5. If dwelling,number of dwelling units N/A Number.of dwelling units oneach floor . if garage, number of cars Commercial and public utility wireless telecommunication 6. If business, commercial`.or mixed occupancy,specify nature and extent of each type of usefacility 7. Dimensions of existing structures,if any:Front Rear Depth Height Number-of Stories*Existing 100.5'+1-monopole Dimensions of same structure with alterations or additions: Front Rear Depth Height Number of Stories* 109'+/-monopole with relocated * 'lightning rod thereon 8. Dimensions of entire new construction:Front Rear � Depth Height Number of Stories*Proposed 8.5'+/-extension to existing monopole and proposed 360 square / 45,589 square feet foot equipment area 9. Size of lot: Front Rear Depth 10.Date of Purchase 4/6/1987 Name of Former Owner;Timothy Scott Gray -� 11. Zone or use district in which premises are,situated Light Industrial District 12. Does proposed construction violate any zoning law,ordinance or regulation?YES NO X- 13. Will Iot be re-graded? YES.. NO X Will excess fill be removed from premises?YES X NO 418 Moulton Hill Rd: 14.Names of Owner,ofpremises Arthur V.Junge Address Lyman,NH 03585 PhprieNo. 603-838-8982 Name of Architect MTM Design Group,Inc. Address P.O.Box 3 Hazlet`NJ Phone No 732-888-6210 Name of Contractor Address Phone No. 15 a. Is this property within 1.00 feet of a tidal-wetland or a freshwater wetland? *YES . NO x * IF YES, SOUTHOLD TOWN TRUSTEES*D.E.C.PERMITS MAYBE REQUIRED. b. Is this propeirty.within 300 feet of a tidal wetland?* YES NO x * 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 X NO * IF YES,PROVIDE A COPY. .:STATE OF NEW YORK) SS: COUNTY OF��P�1� �Qk Y1 bt YV� --� f being dilly sworn,deposes and says that(s)he is the applicant (Name of individual signing contract)above named, (S)He is the Lessee/Applicant (Contractor,Agent,Corporate Officer,etc.) of said owner or owners,and is duly authorized to perform or have performed the said work and to make and file this application; that all statements contained in this application are true to the best of his knowledge and belief;and that the work will be performed in the manner set forth in the application filed therewith. Sworn o ore me th' f 20� Me oPCS N w Q" r t41U�t � By: AA of III ure of l-- Signat of Applicant 41 1�7�� �uali€red in Wasgr�olJnQr My Commission Expires January 25,2014 MAILING ADDRESS: PLANNING BOARD MEMBERS rsf so P.O.Box 1179 DONALD J.WILCENSKI ��� y0//__ Southold,NY 11971 Chair h �o OFFICE LOCATION: WILLIAM J.CREMERS Town Hall Annex .PIERCE RAFFERTY yG%��` • �C 54375 State Route 25 JAMES MARTIN H. CH in ��� � (cor.Main Rd.&Youngs Ave.) QUO,� Southold,NY Telephone:631 765-1938 Fax:631 765-3136 PLANNING BOARD OFFICE TOWN OF SOUTHOLD February 26, 2013 John Coughlin, Esq. 36 North New York Avenue Huntington, NY 11743 Re: Proposed Site Plan for MetroPCS @ Junge Located at 21855 CR 48, +/-800' west of Cox Lane, Cutchogue SCTM#1000-96-1-19.1 Zoning District: Light Industrial (LI) Dear Mr. Coughlin: The Planning Board, at their February 25, 2013 Work Session, found that the requirements of the above-referenced site plan and special exception have been completed based on the site inspection made February 20, 2013. The site is now in conformance with the Approved Site Plan, dated May 11, 2010, prepared by MTM Design Group, Inc., last revised May 18, 2011. This letter does not condone any changes from the approved site plan and approvals from other agencies; Planning Board approval is required prior to any significant changes to the site. Please, if you have any questions regarding this site plan or its process, do not hesitate to call this office. Very truly yours, Donald J. Wilcenski Chairman cc: Planning Board Heather Lanza, Planning Director Michael Verity, Chief Building Inspector Jamie Richter, Town Engineer ` MAILING ADDRESS: PLANNING BOARD MEMBERS *Q� SO�Ty®l Southold,P.O.Box 1179 11971 DONALD J.WILCENSKI Q ��;;�� Chair d? OFFICE LOCATION: WILLIAM J.CREMERS va ",:'- Town Hall Annex KENNETH L.EDWARDS Got `'' a� 54375 State Route 25 JAMES H.RICH III (cor.Main Rd. &Youngs Ave.) MARTIN H.SIDOR I�C�UMfY,�c� Southold,NY Telephone: 631 765-1938 Fax: 631 765-3136 PLANNING BOARD OFFICE TOWN OF SOUTHOLD State Environmental Quality Review NEGATIVE DECLARATION Notice of Determination Non-Significance March 12, 2012 This notice is issued pursuant to Part 617 of the implementing regulations pertaining to Article 8 (State Environmental Quality Review Act) of the Environmental Law. The Southold Town Planning Board, as lead agency, has determined that the proposed action described below will not have a significant effect on the environment and a Draft Environmental Impact Statement will not be prepared. Name of Action: MetroPCS, New York at Junge SCTM#: 1000-96-1-19.1 Location: 21855 CR 48, t800' West of Cox Lane, Cutchogue SEAR Status: Type I ( ) Unlisted (X) Conditioned Negative Declaration: Yes ( ) No (X) Description of Action: This application is for proposed 8'6" pole extension to co-locate a wireless communication facility of 6 antennas (2 per sector) on an existing 100'5" monopole, and install related base equipment in a LI Zoning District on CR 48, Cutchogue. Reasons Supporting This Determination: An Environmental Assessment Form has been submitted and reviewed and it was determined that no significant adverse effects to the environment were likely to occur should the project be implemented as planned. The proposed action requires Special Exception Approval from the Southold Town Planning Board pursuant to Section 280-70(E) of the Southold Town Code. Y SEQR Negative Declaration— Page Two — March 12, 2012 The property is currently improved with a 100'.5" monopole and equipment area within a fenced compound (see photo below). The property is zoned Light Industrial (LI). Zoning districts located within the vicinity of the parcel include LI (Limited Business) to the north (town landfill), R-40 (Residential) immediately to the west and AC (Agricultural Conservation) to the south. r ' 1.• 4 s Figure 1. Subject parcel (black arrow) with zoning boundary lines. The land use on site is Light Industrial (motor vehicle repair) and private utility. Surrounding land uses within the vicinity of the site are residential and commercial. Based on the existing use and improved facilities, the proposed action will not cause a substantial intensification of use over the current use. Further, the proposed action will not cause significant impacts to agricultural, open space or recreational resources. No substantial adverse change in existing air quality, ground or surface water quality or quantity, traffic or noise level will occur as a result of the proposed action. The tower is visible from County Route 48 and New York State Route 25, New York State Scenic Byways and secondary roads. A Visual Analysis (dated May 4, 20.10), prepared by EBI Consulting, has been submitted. Based upon the analysis, the proposed action will not result in a significant impact to the existing view. Therefore, the Planning Board has determined that the 8'6" pole extension to co-locate a wireless communication facility of 6 antennas (2 per sector) on the existing 100'.5" monopole will SEQR Negative Declaration — Page Three — March 12, 2012 not result in significant impacts to the view sheds important to the community. Equipment cabinets will be located in a fenced compound and screened with 18 evergreen trees 10 feet in height. No exterior lighting is proposed. Further, no major change in the use of either the quantity or type of energy will occur. The applicant has submitted an assessment of Radio Frequency (RF) Compliance entitled Antenna Site FCC RF Compliance Assessment and Report(June 30, 2011). The report concluded that the radio frequency emissions from the combination of the existing and proposed antenna to be in compliance with FCC Maximum Permissible Exposure (MPE) limits. Therefore, no known creation of a hazard to human health is expected to occur as a result of the proposed action. The site is cleared and improved, therefore, the proposed action will not result in the significant removal or destruction of large quantities of vegetation. No impact to soils is proposed. The New York Department of Environmental Conversation in a 2009 policy memorandum entitled Guidelines for Consultation with NY Natural Heritage regarding Proposed Co-locations of Telecommunication Facilities on Existing Towers and Buildings (2009) has determined that proposed actions involving the co-location of new equipment on an existing structure (tower) are not likely to adversely affect Federally- listed species in New York, nor have any significant impacts on migratory birds or other trust resources. However, an Osprey nest (Species of Special Concern) has been constructed'on the monopole in the top antennae array. Ospreys are migratory and use nests between March and October. This nest has been active in past years. The NYSDEC was contacted to determine protocols for nest removal. If there are no birds present prior to March 31st, the nest can be removed. If the nest is to be removed after March 31St, a Migratory Bird Depredation Permit from USFWS is required: Link http://www.aphis.usda.gov/ws/ca/news/usfws migratory bird depredation permit.pdf. Construction is not permitted once the birds return. It is recommended that due to the safety issues the nest poses to the antennae array, it is recommended that the nest be removed prior to March 31. Interference with a migratory wildlife species will occur if the action is implemented as planned. An Osprey nest will be removed from the antennae array of the monopole. This, however, would affect the Osprey on site and will not result in a significant impact to the species local population. No significant impacts to a significant habitat area will occur. The site is improved, therefore, the action would not result in adverse impacts to cultural/historic resources. Similarly, the proposed action will not impair the character or quality of important historical or architectural resources. The site is currently improved and the proposed action will not result in significant adverse impacts to aesthetic resources or to existing community or neighborhood SEQR Negative Declaration — Page Four— March 12, 2012 character or result in a material conflict with the community current plans or goals as officially approved. Based upon such, no significant adverse impacts to the environment are expected to occur should the project be implemented as planned. For Further Information: Contact Person: Mark Terry, Principal Planner Address: Southold Town Planning Board Telephone Number: 631-765-1938 cc: Town Board - MAILING ADDRESS: PLANNING BOARD MEMBERS -'\®f SO(/Ty P.O.Box 1179 DONALD J.WILCENSKI ®� ®� Southold,NY 11971 Chairr"Z �' d OFFICE LOCATION: WILLIAM J.CREMERS Town Hall Annex KENNETH L.EDWARDS i ® - apt 54375 State Route 25 JAMES H.RICH III MARTIN H.IDOR OI�"Oum, (cor.Main South d,NY Youngs Ave.) Telephone: 631 765-1938 Fax: 631 765-3136 PLANNING BOARD OFFICE TOWN OF SOUTHOLD March 13, 2012 John Coughlin, Esq. c/o Re, Nielsen, Huber & Coughlin, LLP 36 North New York Avenue Huntington, NY 11743 Re: Approval: Special Exception for MetroPCS New York at Junge Located at 21855 CR 48, t800' West of Cox Lane, Cutchogue SCTM#1000-96-1-19.1 Zoning District: Light Industrial Dear Mr. Coughlin: The Southold Town Planning Board adopted the following resolutions at a meeting held on Monday, March 12, 2012: WHEREAS, an application for a Special Exception & Site Plan Approval for a public utility wireless communication facility was accepted for review on November 22, 2011, including a site plan prepared by MTM Design Group Inc., dated May 18, 2011; and WHEREAS, the Southold Town Planning Board reviewed the above-referenced request for a Special Exception for a proposed 8'6" pole extension to co-locate a wireless communication facility of 6 antennas (2 per sector) on an existing 100'5" monopole, and install related base equipment in a LI Zoning District on CR 48, Cutchogue; and WHEREAS, on November 22, 2011, the Southold Town Planning Board, pursuant to Part 617, Article 6 of the Environmental Conservation Law acting under the State Environmental Quality Review Act, initiated the SEAR lead agency coordination process for this Unlisted Action; and WHEREAS, the submission by the applicant has been reviewed and corroborated with an independent radio frequency engineer retained by the Town to assist in the review process; and WHEREAS, on January 9, 2012, a public hearing was held and closed; and MetroPCS Junge Page Two March 13, 2012 WHEREAS, on February 23, 2012, the Town of Southold LWRP Coordinator reviewed the above-referenced project and had recommended the proposed project to be consistent with Southold Town LWRP policies; and WHEREAS, on February 27, 2012, the General Requirements in 280-70 were met; and WHEREAS, on February 27, 2012, the Southold Town Planning Board made a determination that the applicant has satisfied the requirements for a Special Exception pursuant to Town Code Section 280-142 based on the following: 1. That the use will not prevent the orderly and reasonable use of adjacent properties or of properties in adjacent use districts. 2. That the use will not prevent the orderly and reasonable use of permitted or legally established uses in the district wherein the proposed use is to be located or of permitted or legally established uses in adjacent use districts. 3. That the safety, the health, the welfare, the comfort, the convenience or the order of the Town will not be adversely affected by the proposed use and its location. 4. That the use will be in harmony with and promote the general purposes and intent of this chapter. 5. That the use will be compatible with its surroundings and with the character of the neighborhood and of the community in general, particularly with regard to visibility, scale and overall appearance. 6. That all proposed structures, equipment and material shall be readily accessible for fire and police protection; and WHEREAS, on February 27, 2012, the Southold Town Planning Board reviewed the application to determine whether it met the additional standards for a Special Exception Approval for a Wireless Communication Facility pursuant to §280-73B as follows: 1. Construction of the proposed facility or modification of the existing facility is a public necessity, in that it is required to meet current or expected demands of the telecommunications provider and to render adequate service to the public. 2. The applicant has made substantial effort to co-locate with existing wireless facilities, or, failing that, has made substantial effort to locate on municipally- owned land or structures, or within or on existing buildings or structures. 3. There are compelling reasons which make it more feasible to construct the proposed facilities rather than alternatives; and WHEREAS, on March 12, 2012, the Southold Town Building Inspector reviewed the plan and certified that the proposed action is-a permitted use in this Light Industrial Zoning District; therefore, be it RESOLVED, that the Southold Town Planning Board, pursuant to the State Environmental Quality Review Act, performed a coordinated review of this Unlisted Action and, as lead agency, made a determination of non-significance and grants a Negative Declaration; and be it further MetroPCS (cD- Junge Page Three March 13, 2012 RESOLVED, that the Southold Town Planning Board hereby finds and determines that the standards for Special Exception Approval have been met; and be it further RESOLVED, that the Southold Town Planning Board has determined that the action is consistent under the policies of the Town of Southold Local Waterfront Revitalization Program as outlined in the memo prepared by the LWRP'Coordinator; and be it further RESOLVED, that after deliberation of the application and consideration of the above factors, the Southold Town Planning Board grants a Special Exception for the Wireless Co-location Facility as shown in the site plan application for"MetroPCS Co- location", prepared by MTM Design Group, Inc., dated May 3, 2011, and last revised May 18, 2011. Please also note the following requirements in the Southold Town Code relating to Special Exceptions: 1. Any Special Exception Approval granted under this article shall have a term of five years, commencing from the granting of the Special Exception, which may be extended for an additional five-year term upon application to the Planning Board. 2. On a renewal application, the applicant shall demonstrate that the wireless communication facility is in compliance with all applicable laws, rules and .regulations and with all of the conditions of the Special Exception Approval and site plan, that the facility is necessary to provide adequate service, and that there is no reasonable alternative available to-the owner which will provide adequate service without the continuing use of the facility. 3. Subsequent Special Exception renewals shall be subject to review by the Planning Board and subject to such standards that shall be included in the Town Code at that point in time. Enclosed please find a copy of the Negative Declaration for your records. If you have any questions regarding the information contained in this resolution, please contact the Planning Board Office. Very truly yours, Donald ilcenski Chairman Encl. cc: Town Engineer Building Dept. o��pF S0�/1y0� � o Town Hall Annex 4 Telephone(631)765-1802 54375 Main Road N, (631)765-9950o22 P.O.Box 1179 G Q roger.dchertt town.souttloltl.nv us Southold,NY 11971-0959 BUILDING DEPARTMENT TOWN OF SOUTHOLD � APPLICATION FOR ELECTRICAL INSPECTION REQUESTED BY. Date: Company Name: nenP. o �C Name: ` License No.: Address: 'Phone No.: JOBSITE INFORMATION: (*Indicates required information) *Name: *Address: *Cross Street: `Phone No.. Permit No.: 2 Tax-Map District: 1000 . Section: Block:�_ Lot:_ ` *BRIEF DESCRIPTION OF WORK(Please Print Clearly) 2n -)g& ,� I i (Please Circle All That Apply) *Is job ready for inspection: Rough In Final *Do-you need a Temp Certificate: nYENO Temp Information(if.needed) *Service Size: 1 Phase 3Phase 100 150 200 300 350 400 Other I . *New Service: Re-connectQn:d��ergr�� umber of ete ' Change of Se i Additional Information: PAYMENT DUE WITH APPLIC f [(( �' -[ W E IL C .82-Request for Inspection Form B!DG Di ~-� DeGenova, Lori (Contractor) From: Aker, Julie Sent: Wednesday, March 14, 2012 8:08 AM To: Frederick Hamilton Cc: Hickman„Alan; Hamilton, Barbara; DeGenova, Lori (Contractor); Sands, Russell (Contractor); Barbara Loucks; Michelle Gibbons;Turcotte,Allen; Khan, Mohamed Subject: RE: NYSDEC R1 Osprey Removal/806579 Attachments: FW: Photos Osprey Nest NY7314 806579 ny cutchogue Hi Chip, The nest was removed yesterday—see attached photos for your records. Thanks,Julie From: Frederick Hamilton [ma i Ito:fxhamilt@gw.dec.state.ny.us] Sent: Friday, March 09, 2012 3:03 PM To: Aker,Julie Cc: Hickman, Alan; Hamilton, Barbara; DeGenova, Lori (Contractor); Sands, Russell (Contractor); Barbara Loucks; Michelle Gibbons Subject: RE: NYSDEC R1 Osprey Removal/ 806579 Thank you Julie, I will inform the local ECO. If you have any questions or are un able to preform the work by the 31st please let me know. Yes if you could notify me that the removal has been completed I would appreciate it. Thank you. Chip Hamilton Senior Wildlife Biologist NYS DEC Region 1 50 Circle Road SUNY Stony Brook Stony Brook, NY 11790 631) 444-0308>>> "Aker, Julie" <Julie.Aker crowncastle.com> 3/9/2012 1:55 PM >>> Hi Chip, Attached is the completed form for the removal of an inactive Osprey nest. All work will be completed by March 315L Do you need an email once the nest has been removed? Please provide your approval at your earliest convenience. Thank you,Julie From: Frederick Hamilton [mai Ito:fxhamilt@gw.dec.state.ny.us] Sent: Friday, March 09, 2012 12:44 PM To: Hickman, Alan Cc: Barbara Loucks; Michelle Gibbons Subject: NYSDEC R1 Osprey Removal 1 f Hello Allan, Please see the attached PDF's regarding the conversation we had today about the removal of the Osprey nest in Cutchogue NY. Please fill out and send back the Removal Notification Form before any work is done in the area of the nest. As well keep in mind the importance of finishing all work by the March 31st dead line. If you have any questions or issues please let me know ASAP. Chip Hamilton Senior Wildlife Biologist NYS DEC Region 1 50 Circle Road SUNY Stony Brook Stony Brook, NY 11790 631) 444-0308 This email may contain confidential or privileged material. Use or disclosure of it by anyone other than the recipient is unauthorized. If you are not an intended recipient, please delete this email. z RE, NIELSEN, HUBER & COUGHLIN, LLP ATTORNEYS AT LAW 36 NORTH NEW YoRx AVENUE HUNTINGTON, NEw YORH 11743 TELEPHONE: (631) 425-4100 FACSIMILE: (631) 425-4104 OF COUNSEL WILLIAM J. NIELSEN March 26, 2012 By Hand Building Department Town of Southold Annex Building 54375 Route 25 Southold,NY 11971 Attn.: Mr. Michael Verity RE: MetroPCS New York,LLC (Site No.NY7314) Building Permit Application Proposed Public Utility Wireless Telecommunications Facility Premises: 21855 County Road 48, Cutchogue,New York SCTM#: 1000—96— 1 — 19.1 Dear Mr. Verity: As you know, we represent MetroPCS New York, LLC (`MetroPCS') with regard to its pending application to colocate at the existing public utility wireless telecommunications facility at the subject property. We enclose herewith the following documents required for processing the Building Permit: 1. MetroPCS Check No. 8396 in the amount of$500.00,which sum represents the Building Permit fee pursuant to Town Code Section 280-74A(1)(a); ` 2. Copies of Planning Board Site Plan and Special Exception Approvals, dated March 13, 2012, along with SEQR Negative Declaration, dated March 12, 2012; and 3. Photographs, taken March 13, 2012, documenting the removal of the existing osprey nest at the site, along with a copy of the email correspondence of Julie Aker of Crown Castle to Chip Hamilton of New York State Department of Environmental Conservation providing notice of said removal of nest,pursuant to Condition 1 set forth in the Planning Board's Site Plan Approval. Please contact our office once the Building Permit is ready so that we can pick up same from the Building Department. Very truly yours, RE,NIELSEN, HUBER& COUGHLIN,LLP D By: MAR 2 6 2012 ohn Co.4 hl' JC:mk Enclosures BLDG. DEPT. Cc via email: Heather Lanza, (with copy of line item 3 above) TOWN OF SOUTHOLD ARVA&L JDE, SIGNu. GROUP, A.'RG;HI.TECTli,R'E ENGINEERING •PO BOX 3• HAZLET,NEW JERSEY 07730 •TEL:732 817 9090 • FAX: 732 847 4335• April 26, 2012 Mike Verity Town of Southold Building Department r:::] Town Hall Annex Building 54375 Route 25 PO Box 1179 Southold, NY 11971 RE: MetroPCS proposed installation 21855 County Road 48, Cutchogue Section: 096, Block: 1, Lot: 19.1 TRANSMITTAL PROJECT# DESCRIPTION MTM PROJECT# # OF COPIES NY7314 S&S Construction Drawings rev5 09MPSTS014 4 (l 1x17)' We have enclosed the above documents for your use. If you have any questions please do not hesitate to contact our office. Sincerely, Jenna Esposito MTM Design Group, Inc. r RE,NIELSEN, HUBER & COUGHLIN, LLP ATTORNEYS AT LAW 36 NORTH NEw YOEK AvENuE HUNTINGTON, NEw Yong 11743 TELEPHONE: (631) 425-4100 FACSIMILE: (631) 425-4104 OF COUNSEL WILLIAM J. NIELSEN May 14, 2012 VIA UPS Building Department Town of Southold Annex Building 54375 Route 25 Southold,NY 11971 Attn.: Ms. Connie Bunch RE: MetroPCS New York,LLC (Site No.NY7314) Application for Certificate of Occupancy and CO Fee Check for pending Building Permit No. 37209 Public Utility Wireless Telecommunications Facility Premises: 21855 C.R. 48, Cutchogue,NY SCTM#: 1000-96— 1 — 19.1 Dear Ms. Bunch: On behalf of MetroPCS New York, LLC ("MetroPCS"), and pursuant to your request, we enclose, herewith,the following documents: 1. Application for Certificate of Occupancy; and 2. Our firm's check number 1317 in the amount of$50.00, which amount represents the required Certificate of Occupancy fee. We respectfully request that our office be notified once the Building Permit is issued so that we may pick up same from the Town. Thanking you for your courtesies,we remain Very truly yours, RE,NIELSEN, HUBER& COUGHLIN, LLP By: — o 0. Cou li E C E �n JJC:mk ® LI Enclosures MAY 15 2012 BLDG. DEPT. TOWN OF SOUTHOLD RE,NIELSEN,HUBER & COUGHLIN, LLP ATTORNEYS AT LAW 36 NORTH NEW YOnx AVENUE HUNTINGTON, NEw YORK 11743 TELEPHONE: (631) 425-4100 FAGSIMILE: (631) 425-4104 OF COUNSEL WILLIAM J. NIELSEN July 5,2011 By Hand Building Department D E C E � V E Town of Southold Annex Building 54375 Route 25 Southold,NY 11971 JUL "7 2011 RE: MetroPCS New York,LLC (Site No.NY7314) BLDG.DEPT. Revised Submission for Pending Building Permit Application TOWN OF SOUTHOLD f Proposed Public Utility Wireless Telecommunications Facility Premises: 21855 County Road 48, Cutchogue,New York SCTM#: 1000—96— 1 — 19.1 Dear Sir or Madam: We represent MetroPCS New York, LLC (`MetroPCS') with regard to its pending application to colocate at the existing public utility wireless telecommunications facility at the subject property. MetroPCS' Building Permit Application was.filed with your office on March 31, 2010 and a Notice of Disapproval was issued on April 21, 2010. MetroPCS' Site Plan and Special Exception Permit Applications were filed with the Planning Board on July 2, 2010. However, in light of the enactment of Local Law No. 4 of 2010 and the amendments made therein to Town Code Article XVII addressing the zoning of"Wireless Communications Facilities,"MetroPCS has modified its proposal and revised a number of documents to further comply with the Town's Code provisions. You will note that MetroPCS has reduced the proposed height extension from 12' to 8'6". Accordingly, we submit herewith the following revised documents for issuance of an updated Notice of Disapproval: 1. Updated Building Permit Application Form; 2. MetroPCS Check No. 7435 in the amount of$50.00, which sum represents the fee for an updated Notice of Disapproval; 3. Two (2) counterparts of revised Antenna Site FCC RF Compliance Assessment and Report of Pinnacle Telecom Group, dated June 30, 2011, demonstrating the project's compliance with the Maximum Permissible Exposure regulations pursuant to Code §§ 280-74B(1)(a) and 280-70(K); 4. Two (2) counterparts of revised Structural Analysis Report, prepared by GPD Group, dated April 29, 2011, documenting the facility's structural compliance with local, state and federal codes pursuant to Code §280-74B(1)(b); 5. Updated Gap and Propagation Maps,dated June 17,2011,pursuant to Code§ 280-74B(1)(d)and(e); 6. Updated RF Affidavit of Nicholas Balzano,pursuant to §280-74B(1)(e); 7. CD Rom,with digital shapefiles of updated gap and propagation maps, §280-74B(1)(f); and 8. Four(4) sets of revised Construction Drawings with Site Plans and Elevations,prepared by MTM Design Group, Inc.,revision 4, dated May 18,2011. Town of Southold Building Department Re: MetroPCS @ 21855 C.R.48, Cutchogue,NY July 5, 2011 Page 2 of 2 We have not submitted an additional Building Permit Application fee check in the amount of$500.00 as same was submitted with our original application in 2010 (MetroPCS Check No. 5117). In addition, please note that copies of all other Building Permit Application filing requirements, including Owner's Authorization, FCC License, FAA Determination, Search Ring Maps, Lease, Deed and Surveys are on file with your office and are not impacted by the modified design; accordingly those items have not been revised. Should you require any additional copies or further information,please advise. Very truly yours, RE,NIELSEN,HUBER&COUGHLIN, LLP t By: Co JC:mk Enclosures o��oF so�ryol Town Hall Annex ~ Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 Southold,NY 11971-0959 �l • �O 00M,� BUILDING DEPARTMENT TOWN OF SOUTHOLD December 18, 2012 Re, Nielsen, Huber & Coughlin, LLP 36 North New York Ave .Huntington, NY 11743 Re: Metro PCS New York, LLC (Site No. NY7314), 21855 CR 48 Cutchogue NY TO WHOM IT MAY CONCERN: The Following Items Are Needed To Complete Your Certificate of Occupancy: Application for Certificate of Occupancy. (Enclosed) Electrical Underwriters Certificate. (contact your electrician) A fee of$50.00. Final Health Department Approval. Plumbers Solder Certificate. (All permits involving plumbing after 4/1184) Trustees Certificate of Compliance. (Town Trustees#765-18.92) Final Planning Board Approval. (Planning #765-1938) Final Fire Inspection from Fire Marshall. Final Landmark Preservation approval. Final inspection by Building Dept BUILDING PERMIT : 37209 —Wireless Telecommunications Facility TOWN OF SOUTHOLD COUNTY OF SUFFOLK : STATE OF NEW YORK -----------------------------------------------------------------------------------X In the Matter of the Application of MetroPCS New York,LLC For Approval to collocate public utility wireless telecommunications AFFIDAVIT OF antennas on a proposed extension on an existing monopole and install RADIO FREQUENCY related equipment at the premises("Premises"): ENGINEER 21855 County Road 48 Cutchogue,New York District 1000 Section 96,Block 1,Lot 19.1 [MetroPCS Site No.NY 7314] -----------------------------------------------------------------------------------X STATE OF NEW YORK ) ) SS.. COUNTY OF WESTCHESTER ) NICHOLAS BALZANO,being duly sworn, deposes and says: 1. I am a radio frequency engineer for MetroPCS New York, LLC (hereinafter "MetroPCS"). As a radio frequency engineer, I am trained to identify service deficiencies in MetroPCS' wireless telecommunications network and to evaluate the ability of proposed antenna sites to remedy these service deficiencies. MetroPCS is in the process of establishing a wireless telecommunications network in Suffolk County. I am fully familiar with MetroPCS' wireless telecommunications network in Suffolk County. 2. I submit this affidavit in support of MetroPCS' application for approval to install a wireless telecommunications facility at the Premises. Pursuant to this application, MetroPCS requests approval to affix public utility wireless telecommunications antennas to a proposed extension on an existing monopole and install related equipment on the ground as depicted in the plans submitted herewith. 3. MetroPCS is considered a public utility for zoning purposes under the laws of the State of New York and is licensed by the Federal Communications Commission to serve the public within Suffolk County and throughout much of the United States. MetroPCS strives to provide reliable service throughout its licensed coverage area. 4. MetroPCS is in the process of establishing a wireless telecommunications network throughout Suffolk County. The proposed facility will allow MetroPCS to provide reliable coverage in the vicinity of the proposed site. Unreliable service can represent an inconvenience to users of MetroPCS' services and can have serious consequences during times of emergency or disaster. 5. In order to understand why the proposed antenna site is needed, it is necessary to understand how MetroPCS' system works from an engineering standpoint. MetroPCS' wireless telecommunications system is designed so that low powered base stations are strategically located at determined distances apart and at predetermined heights. Due to such factors as hills, valleys, trees, buildings, and other physical obstructions and due to the nature of radio waves, each coverage area or "cell" is irregularly shaped. With sufficient signal strength from each base station, the MetroPCS user can reliably transmit,receive or maintain voice or data connections. The sites are ordinarily engineered to cover a limited area so that an antenna facility will cover only the area surrounding it but will not interfere with other sites in the system. 6. MetroPCS has established design criteria so that its wireless network will provide reliable wireless service to its customers,whether those customers are on the street, in a vehicle, or in a building. Providing reliable service to MetroPCS' customers within vehicles and buildings is critical.for MetroPCS to provide the quality of wireless service that customers demand and successfully compete with other wireless providers. 7. To meet customer demands and expectations,MetroPCS strives to provide In-Vehicle(or In-Car)coverage and In-Building coverage. These coverage levels represent the minimum signal strength and reliability of service needed to transmit, receive or maintain a voice or data connection at the mobile handset as the environment changes. 8. MetroPCS has reliable In-Vehicle coverage when a customer can place or receive a call within a vehicle successfully across 95% of a site's coverage area. In-Vehicle coverage generally results 2 in unreliable in-building coverage. Since the signal level is stronger closer to the antenna site than further away from the antenna site,there will be some coverage within buildings close to the site. 9. MetroPCS has reliable In-Building Residential coverage when a MetroPCS customer can place or receive a call while in a building that is three stories or less in height successfully across 95% of the site's coverage area. This type of coverage will typically provide reliable coverage over the majority of the cell coverage area; however in some areas, and specifically at the outer geographic boundaries of the cell site's coverage area, coverage will be restricted and will likely lead to customers dissatisfaction if customers try to place or receive a call inside a windowless room, cellars or emergency shelters. 10. MetroPCS has reliable In-Building Commercial overage when a MetroPCS customer can place or receive a call while in a building that is greater than three stories in height successfully across 95% of the site's coverage area. In-Building Commercial coverage is targeted for urban residential centers and business districts with high-rise buildings, and suburban business centers. Coverage issues may still occur in hard to serve locations such as within elevators and parking structures. 11. To provide these levels of coverage, MetroPCS has scientifically determined the strength of the wireless signal ("signal strength")necessary to provide these levels of coverage. Because wireless signals are attenuated (i.e. degraded or partially blocked) by obstructions such as trees, automobile windows, automobile sheet metal, and building materials such as wood,brick and metal, a wireless signal must be of sufficient strength in the ambient environment (i.e. outside with no obstructions) to reliably penetrate into automobiles and buildings. 12. Wireless signal strength is measured on a logarithmic power scale referenced to 1 milli- watt of power. Signal strength levels less than 1 milli-watt being negative. The smaller the negative dBm number, the stronger the signal. For example, -75dBm is a stronger signal level than —85dBm. An ambient signal level of —95dBm would provide reliable In-Vehicle coverage on MetroPCS' system. MetroPCS' system requires an ambient signal level of —85dBm to provide reliable In-Building Residential coverage, and an ambient signal level of—75dBm to provide reliable In-Building Commercial coverage. These signal level requirements provide the basis for MetroPCS' design criteria. 3 13. MetroPCS' design criteria for wireless facilities serving an area are based upon providing 95% reliable signal over a site's coverage area to ensure reliable service for customers. This standard reflects a business judgment that 100% reliability is an unrealistic goal at this time due to financial, technical and environmental constraints. A 95% level of reliability is consistent with the level of service provided by MetroPCS' competitors and is the standard in the industry. Providing service at this level allows MetroPCS to satisfy customers' demands and compete on an equal footing with competitors serving the market. 14. To achieve the 95% reliable design goal, MetroPCS conducts extensive analysis based upon MetroPCS' technology and the area served. 15. In order to eliminate the service deficiency in a particular area, MetroPCS performs signal propagation studies to determine the height and location of the needed cell site. Based on its studies, MetroPCS determined that an antenna facility would have to be established within a narrowly defined search area in order to remedy the service gap in question. In this case, we determined that the installation of the proposed facility will allow MetroPCS to provide reliable service in the vicinity of the Premises. 16. The existing monopole is the tallest structure in the search area. I conducted studies of what coverage MetroPCS could provide if it located its antennas at the next available height on the existing monopole (60'). Such a facility would provide approximately 1.58 square miles of reliable coverage at—85dBm. This would still leave a substantial gap in coverage in the area and would not meet MetroPCS' coverage objectives in the area. The proposed extension will allow MetroPCS to provide approximately 3.183 square miles of reliable coverage at—85dBm. The proposed extension will allow MetroPCS to provide an additional 1.603 square miles of reliable coverage in the vicinity of the premises and will obviate the need for the construction of a new facility. 17. The instant proposal, with the antennas affixed at the height depicted on the plans submitted herewith, allows MetroPCS to provide such reliable service in the vicinity of the Premises. The location and height of the antennas is determined by some or all of the following factors: availability 4 of existing structures, willingness of property owners to enter into leases, drive test data, location of existing antenna sites in the area,topography in the surrounding area, land cover features in the area such as buildings and foliage, and the results provided by computer propagation software that enables radio frequency engineers to predict the anticipated signal propagation at a given height and location. 18. In order to illustrate the effect that the proposed site would have on coverage in its vicinity, propagation maps have been prepared demonstrating the different coverage levels summarized above. The maps depict the areas presently enjoying reliable service in the vicinity, and the area to be served by the proposed site. As the maps indicate, the proposed facility is of vital importance to MetroPCS' efforts to provide reliable service to the area in question. Unless this application is granted, MetroPCS will be unable to provide reliable service in the vicinity of the Premises. 19. The antennas proposed will not interfere with radio or television service or public safety telecommunications in the surrounding area. S� o CHOLA A ANO to before�meihis --,Poll. WTNI/�UJV_ N R UBLIC P,AMIETURUSETA Notary Public,State of New York O11UB216795 Quaff od in Westchester County My Commission Expires January 25,2014 5 Date: April 29,2011 ®®�� GPD GROUP Cheryl Schultz GPD Group Crown Castle USA Inc. 520 South Main St.; Suite 2531 3530 Toringdon Way; Suite 300 Akron, OH 44311 Charlotte, NC 28277 (330) 572-2137 (704)405-6632 jcheronisO-gpdgroup.com Subject: Structural Analysis Report Carrier Designation: Metro PCS Co-Locate Carrier Site Number: NY 7314 Carrier Site Name: NY 7314 Crown Castle Designation: Crown Castle BU Number: 806579 Crown Castle Site Name: NY Cutchogue 958280 Crown Castle JDE Job Number: 149440 Engineering Firm Designation: GPD Associates Project Number: 2011178.90 . Site Data: 21855 Country Rd., Cutchogue, NY 11935, Suffolk County Latitude 410 1'46.57", Longitude-720 29'50.29" 100 Foot-Monopole Tower w/8.5' Extension Dear Ms. Cheryl Schultz, GPD Group is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 413832, in accordance with application 116487, revision 4. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC1: Structure w/ Existing + Reserved + Proposed Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading,respectively. The analysis has been performed in accordance with the TIA-222-G standard and all local code requirements based upon a wind speed of 120 mph 3-second gust. We at GPD Group appreciate the opportunity of providing our continuing professional services to you and Crown Castle USA Inc. If you have any questions or need further assistance on this or any other projects please give us a call. Respe fully submitt d by: avid B. Granger, P.E. New York#: 071387-1 520 South Main Street.Suite 2531 .Akron,Ohio 44311 . 330-572-2100. Fax 330-572-2101 . www.GPDGroup.com Claus Pyle Schomer Burns and DeHaven,Inc Akron.Cleveland.Columbus.Marion.Youngstown.Indianapolis.Atlanta.Seattle.Phoenix Crown Castle USA, Inc. April 29, 2011 100 Ft Monopole w/8.5'Extension Tower Structural Analysis CC/BU No 806579 Project Number 2011178.90,Application 116487,Revision 4 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 -Proposed Antenna and Cable Information Table 2-Existing and Reserved Antenna and Cable Information Table 3-Design Antenna and Cable Information 3)ANALYSIS PROCEDURE Table 4-Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Table 6-Tower Component Stresses vs. Capacity—LC1 4.1)Recommendations 5) DISCLAIMER OF WARRANTIES 6)APPENDIX A RISATower Output 7)APPENDIX B Base Level Drawing 8)APPENDIX C Additional Calculations RISATower Report-version 5.4.2.0 Crown Castle USA,Inc. April 29, 2011 100 Ft Monopole w/8.5'Extension Tower Structural Analysis CC/BU No 806579 Project Number 2011178.90,Application 116487,Revision 4 Page 3 1) INTRODUCTION The existing monopole has 12 sides and is evenly tapered from 36" (flat-flat) at the base to 14.5" (flat-flat)at the top. It has three major sections, connected with slip joints. The tower is painted white and has no tower lighting. The tower was originally designed by EEI in August of 1991 for a wind speed of 80 mph per EIA-222-D. Modifications designed by PJF (Job#: 41704-152, dated 11/30/05) have been installed and were considered in the analysis. They consisted of installing modification plates to the pole shaft and adding anchor rods to the base plate. Modifications designed by GPD (Project #: 2010111.14 Rev. C, dated 8/18/10) have also been installed and were considered in this analysis. They consist of installing modification channels to the pole shaft, removing existing flat plate reinforcement on the pole, installing additional anchor rods to the base plate, and installing a concrete collar to the tower base foundation. The proposed 12' tower extension called out in these drawings was not installed was therefore not considered. The modifications designed by GPD (Project #: 2011111.18, dated 3/30/11) which consist of adding an 8.5' extension to the top of the tower were considered in this analysis. 2)ANALYSIS CRITERIA The rigorous structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 120 mph with no ice, 50 mph with 0.75 inch ice thickness and 60 mph under service loads. Table 1 -Proposed Antenna and Cable Information Center Number Number Feed Mounting Une Antenha of; Antenna Model of Feed Lme Note- Level(f) leat1on Manu#acturer ft Antennas Lines Size(m} 110 6 Kathreln 80010504 12 1-5/8 108 w _..... ....._ _ 1 108 1 T Arm Mount[TA 702 30 30 1 Maxrad GPS-TMG 26NMS 1 1/2 1 1 Pipe Mount[PM 601-1] . .. . ........................ Notes: 1) See Appendix B for the proposed coax layout. RISATower Report-version 5.4.2.0 r ' Crown Castle USA, Inc. April 29, 2011 100 Ft Monopole w/8.5'Extension Tower Structural Analysis CC/BU No 806579 Project Number 2011178.90,Application 116487,Revision 4 Page 4 Table 2-Existing and Reserved Antenna and Cable Information Center Number Number Fee—,.,,,.. MountingLfne Antenna Antenna Model of Feetl �Ltne . Note Level,(ft) Ele�tat�on; of° Manufacturer Antennas Ernes Size,(m) 104 6 Antel ADA-85408580CF 3 Antel ADA-63406380CF 9 7/8 100 1 Platform Mount[LP 602-11 1 3/8 100 1 Comsat RSI A-18A24N-U 1 T-Arm Mount[TA 602-3] E 3 Andrew E15S08P80 TMA 90 90 3 Andrew E15S09P94 TMA 24 7/8 6 Andrew TMBXX-6516-R2M ,F 6 EMS Wireless RR65-19-02DP 12 Scala AP13 850/065D/DT6 12 7/8 1 82 _ ..,:.x�......... ... .... 80 12 Decibel DB845N65ZAXT 12 7/8 2 80 1 Platform Mount[LP 305-1] 3 Powerwave LGP17205 TMA 6 Powerwave TTAW-0000112-001 TMA 70 70 Kathrein 80010121 12 7/8 3 Powerwave 7770.00 3 Powerwave 7250.02 T-Arm Mount[TA 602-3] Notes: 1) SLA loading. 2) Both the existing and SLA loadings were considered. The existing loading was found to control the analysis. Table 3-Design Antenna and Cable Information Center Number N umber Feetl Illlounting Ime Antenna of Antenna Model of Feed Line Level(ft) Eleuatron Manufacturer Lines Size(inJ' Antennas ......... 12 �.... ALP 9212 100 100 1 AMPS type platform DB560 80 80 2 8'Standard Dishes RISATower Report-version 5.4.2.0 Crown Castle USA,Inc. April 29, 2011 100 Ft Monopole w/8.5'Extension Tower Structural Analysis CC/BU No 806579 Project Number 2011178.90,Application 116487,Revision 4 Page 5 3)ANALYSIS PROCEDURE Table 4-Documents Provided Dlocument Remarks Reference Source y ' ------- 'Original Tower Drawings EEI Job# CSONY257, dated 8/21/91 DOC ID#642734 Crown DMZ Edwards&Kelcey, Inc. Dwg M 92-8012, Foundation Drawings DOC ID#260900 Crown DMZ dated 7/31/91 Geotechnical Report FDH Project#: 04-1016E, dated 10/12/04 FDOC ID#949960 Crown DMZ Modification Drawings PJF Job#:41704-152, dated 11/30/05 DOC ID#2412725 Crown DMZJ Modification Drawings GPD Project#:2010111.14 Rev. C, DOC ID#2619474 Crown DMZ dated 8/18/10 Post Modification i GPD Project M 2010111.68, dated 8/26/10 DOC ID#2710931 Crown DMZ Inspection Report ....... j Previous Analysis GPD Project#:2010111.18, dated 3/30/11 DOC ID#2861709 Crown DMZ Modification Drawings GPD Project#:2011111.18, dated 3130/11 DOC ID#2861710 TCrown DMZ 3.1) Analysis Method RISATower(version 5.4.2.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) When applicable, transmission cables are considered as structural components for calculating wind loads as allowed by TIA-222-G. 5) Mount sizes, weights, and manufacturers are best estimates based on site photos provided and were determined without the benefit of a site visit by GPD. 6) The existing splice plates and end connections for the bent plate pole reinforcement were considered adequate and were not analyzed due to lack of information. Additionally the intermediate bolt connection spacings were assumed due to lack of information. 7) Transition stiffeners at the base of the tower were not considered in this analysis. However,the tower base section was found to be adequate based on the modified reactions due to the installed anchor rod modifications. 8) Additional moment due to tower eccentricity on the modified pad foundation was considered in this analysis. 9) All member connections and foundation steel reinforcing are assumed designed to meet or exceed the load carrying capacity of the connected member and surrounding soils respectively unless otherwise specified in this report. 10) The modification drawings designed by GPD (Project M 2011111.18, dated 3/30/11) were considered in this analysis and shall be installed prior to the proposed loading. This analysis may be affected if any assumptions are not valid or have been made in error. GPD Associates should be notified to determine the effect on the structural integrity of the tower. RISATower Report-version 5.4.2.0 ^ Crown Castle USA,Inc. April 29,2011 /00Ft Monopole w/85'Extension Tower Structural Analysis CCi8UNo806579 Project Number 20YY/7890,Application Y/0487,Revision 4 Page /N ANALYSIS RESULTS Table 5-Section Capacity(Summary) ize No Oy L3 8- Pass 82.083 20.5386xl 8.5521 xO.7618 ["--8.85--'l 3326.73 48-' 70.2338 FTP 33.7477 30.5 F-25-3o Pass 16.2083 [TP:2�9.0:291��5.476&0-9198 7 F3 12.9583 ISummaryl 96.4 Pass Pass Rating 96.4 *See Appendix C for Modified Monopole Capacities Table 6-Tower Component Stresses vs;C LC Anchor Rods .3/6 Pa s Base Found tion 69.8% Flange Plate 100, 12.7% Pass tu 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 4'1) Recommendations The designs of the modified tower and its modified foundation are sufficient for the proposed loading and do not require further modification. R|GATowor Report-version 5.42.0 Crown Castle USA,Inc. April 29, 2011 100 Ft Monopole w/8.5'Extension Tower Structural Analysis CC/BU No 806579 Project Number 2011178.90,Application 116487,Revision 4 Page 7 5) DISCLAIMER OF WARRANTIES GPD GROUP 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 GROUP 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 GROUP 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 GROUP 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, 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 GROUP, 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 GROUP 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 GROUP 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 GROUP pursuant to this report will be limited to the total fee received for preparation of this report. RISATower Report-version 5.4.2.0 r Crown Castle USA,Inc. April 29, 2011 100 Ft Monopole w/8.5'Extension Tower Structural Analysis CC/BU No 806579 Project Number 2011178.90,Application 116487,Revision 4 Page 8 APPENDIX A RISA TOWER OUTPUT RISATower Report-version 5.4.2.0 108.5ft o I o I DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION o m olo I m c I of 'Ni o T-Arm Mount[TA 702-3] 108 E15S09P94 190 ' 80010504 w/Mount Pipe 108 E15S09P94 190 100.5ft £ ':u+i._� 80010504 w/Mount Pipe 108 Platform Mount[LP 305-1] i80 . 3 _____-_________.._________-- o j (2)800 10504 w/Mount Pipe 108 (4)DB845N65ZAXTw/Mount Pipe 80 m (2)80010504 w/Mount Pipe 108 (4)DB845N65ZAxrw/Mount Pipe 80 I < 1 ( Platform Mount[LP 602-11 100 (4)DB845N65ZAXTw/Mount Pipe 80 T x 60"Mount Pipe 100 T-Arm Mount[TA 602-3] 170 1 2"x 60"Mount Pipe 100 80010121 w/Mount Pipe 170 N c N [[ 2"x 60"Mount Pipe 100 7770.00 wNount Pipe 170 r ua m o E: -I (3)ADA-85408580CF w/Mount Pipe 100 7260.02 wl Mount Pipe 170 o € (3)ADA-85408580CF w/Mount Pipe 100 80010121 w/Mount Pipe 70 (3)ADA-63406380CF w/Mount Pipe 100 7770.00 w/Mount Pipe 70 I A-18A24N-U 100 7250.02 w/Mount Pipe j 70 T-Ami Mount[rA 602-3] 90 80010121 w/Mount Pipe j 70 82-1 ft '. (2)TMBXX-6516-R2M w/Mount Pipe 90 7770.00 w/Mount Pipe 170 2)TMBXX-6516-R2M w/Mount Pipe 90 7250.02 wl Mount Pipe 170 1 (2)TMBXX-6516-R2M w/Mount Pipe 90 LGP17205 170 (2)RR6S19-02DPw/mount pipe 90 (2)TTAW-0000112-001 70 i —...---...._......------- 1 m N m (2)RR65.19-02DP w/mount pipe 90 LGPI7205 170 * 1 o ; (N I cq (2)RR65-19-02DP w/mount pipe 90 (2)TTAW-0000112-001 70 1 E15S08P80 92 LGP17205 70 E16S08P80 90 (2)TTAW-0000112-001 170 70.2 ft F?. E15S08P80 190 Pipe Mount[PM 601-1] 130 E75S09P94 190 GPS-TMG•26NM5 130 j MATERIAL STRENGTH N N m N I GRADE Fy Fu GRADE Fy Fu m I 1 � A53-B-35 35 ksi 63 ksi A572-65 165 ksi 180 ksi so.zft r TOWER DESIGN NOTES I 1. Tower is located in Suffolk County,New York. 2. Tower designed for Exposure C to the TIA-222-G Standard. j O 3. Tower designed for a 120 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 j increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. j a N o m 7. Topographic Category 1 with Crest Height of 0.00 ft so i N d y °N1 Q ui I � ) N N I i 1 I I 1 I M I 33.7ft I� c 30.5 ft 0 i ALL REACTIONS „ N ARE FACTORED Co N N A I No N N 1 o j N m AXIAL j 62 K j 1 16.2 ft I_._. SHEAR MOMENT m N o o 7 K 536 kip-ft N o f m 13.0 ft TORQUE 0 kip-ft 50 mph WIND-0.7500 in ICE M AXIAL 40 K N of SHEARMOMENT :j 41 K 3028 kip-ft 0.0 ft iy N TORQUE 3 kip-H a $ N REACTIONS-120 mph WIND N c ^1 c • a E ulY � 10 � a GPD Group Job:NY Cutchogue,BU#:806579 ' 520 S.Main St.Suite 2531 Project:2011178.90 rf1 n 6110l1F Akron,OH 44311 Cl1enc Crown Castl Drawn by.cburto APp'd: Phone:(330)572-2100 code' TIA-222-G I Dale:04/29/11 scale' NTS FAX: 330 572-2101 Path'N:'201112mlln8laolRISA180e579.e,i Dwg No.E-1 Feedline'Distribution Chart 0' -108'6" Round Flat App In Face _ App Out Face Truss Leg 108.50 Face A 108.00 Face B I-ljq� Face C 108.50 100m50 100.00 I 100.00 100.50 90.00 90.00 ... ............ ................... 85.50 85-50 ............................. 81.50 1.50 82.08 F,- A 80.00 > 75.50 76.50 72.25 V @ 72.25 2 ZO 70.00 70.00 66.25 66.25 8' ................. w 00 0 150.171 -4 1- 6 160.17 0 r- i U. - 9 PIZ. 0 1 - > 0 > LU CJ < 0 o LL I DO 0 AN I uL u% T I 36.75 133.75' 30.50 30.50 130.50 ............ ..............w................ ............. ..... > 16.21. >O 16.21 L. . ..... 12.961 12.96 9.001 8.00 9.00 C5 A 10.00 GPD Group Job:NY Cutchogue,BU#:806579 A&I 520 S.Main St.Suite 2531 Pojec:2011178.90 GIT GROUP Akron,OH 44311 Client Crown castl Drawn by.CbUrto Appd: Phone:(330)572-2100 Code: TIA-222-G I Dale:04/29/11_scale: NTS FAX:(330)572-2101 Path:N'201 112011178X901RISA\808579.ed No.E-7 Job Page l ISA.ToweY NY Cutchogue, BUM 806579 1 of 9 GPD Group Project Date 520 S.Main St.Suite 2531 2011178.90 15:52:17 04/29/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX.-(330)572-2101 cburton Towel�lnput Data There is a pole section. 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 120 mph. Structure Class II. 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. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads,feedline supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals Assume Rigid Index Plate 4 Calculate Redundant Bracing Forces Use Moment Magnification Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios Use Clear Spans For KUr SR Leg Bolts Resist Compression Use Code Safety Factors-Guys Retension Guys To Initial Tension J All Leg Panels Have Same Allowable Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz Use Azimuth Dish Coefficients 4 Consider Feedline Torque Use Special Wind Profile Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas _ _ Poles P tY q __ _ _. Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Tapered Pole"Sectio"n Geometry,. Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius jt ft ft Sides in in in in Ll 108.50-100.50 8.00 0.00 Round 12.0000 12.0000 0.3750 A53-B-35 (35 ksi) L2 100.50-100.00 0.50 0.00 Round 12.0000 14.5000 0.3750 A53-B-35 (35 ksi) L3 100.00-82.08 17.92 0.00 12 14.5000 18.5521 0.1875 0.7500 A572-65 Job Page SA.-Tower NY Cutchogue, BUM 806579 2 of 9 GPD Group Project Date 520 S.Main St.Suite 2531 2011178M 15:52:17 04/29/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX.-(330)572-2101 cburton Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in (65 ksi) L4 82.08-70.23 11.85 3.16 12 18.5521 20.5386 0.7269 2.9076 A572-65 (65 ksi) L5 70.23-60.17 13.22 0.00 12 18.5555 22.9987 0.7502 3.0008 A572-65 (65 ksi) L6 60.17-33.75 26.42 4.13 12 22.9987 28.0930 0.8909 3.5636 A572-65 (65 ksi) L7 33.75-30.50 7.38 0.00 12 25.5149 29.0291 0.9002 3.6008 A572-65 (65 ksi) L8 30.50-16.21 14.29 0.00 12 29.0291 32.2955 0.8978 3.5912 A572-65 (65 ksi) L9 16.21-12.96 3.25 0.00 12 32.2955 33.0830 0.9036 3.6144 A572-65 (65 ksi) LIO 12.96-9.00 3.96 0.00 12 33.0830 33.9430 0.9784 3.9136 A572-65 (65 ksi) Lll 9.00-0.00 9.00 12 33.9430 36.0000 0.7501 3.0004 A572-65 (65 ksi) h Peed'.Line/Linear Appurtenances Entered As Round Or°Flat N Description Sector Component Placement Total Number Start/End Width or Perimeter Weight Type Number Per Row Position Diameter ft in in klf LDF7-50A(1-5/8 FOAM) C Surface Ar 108.00-8.00 1 1 0.000 1.9800 0.00 (CaAa) 0.000 LDF7-50A(1-5/8 FOAM) C Surface Ar 108.00-8.00 11 11 0.000 0.0000 0.00 (CaAa) 0.000 LDF2-50A(3/8 FOAM) C Surface Ar 108.00-8.00 1 1 0.000 0.0000 0.00 (CaAa) 0.000 LDF4-50A(1/2') C Surface Ar 30.00-8.00 1 1 0.000 0.0000 0.00 (CaAa) 0.000 MP3-08 Mod Channel(Rev G) B Surface Af 15.50-8.00 1 1 0.000 7.9300 24.9100 0.00 (CaAa) 0.000 MP3-08 Mod Channel(Rev G) B Surface Af 30.50-15.50 1 1 0.000 7.9300 24.9100 0.00 (CaAa) 0.000 MP3-06 Mod Channel(Rev G) B Surface Af 66.25-30.50 1 1 0.000 6.8900 21.9900 0.00 (CaAa) 0.000 MP3-06 Mod Channel(Rev G) B Surface Af 75.50-72.25 1 1 0.000 6.8900 21.9900 0.00 (CaAa) 0.000 MP3-06 Mod Channel(Rev G) B Surface Af 85.50-75.50 1 I 0.000 6.8900 21.9900 0.00 (CaAa) 0.000 Bridge Stiffeners B Surface Af 72.25-66.25 1 1 0.000 1.2500 32.0000 0.05 (CaAa) 0.000 Bridge Stiffeners B Surface Af 81.50-75.50 1 1 0.000 1.2500 32.0000 0.05 (CaAa) 0.000 Bridge Stiffeners C Surface Af 72.25-66.25 1 1 0.000 1.2500 32.0000 0.05 (CaAa) 0.000 Bridge Stiffeners C Surface Af 81.50-75.50 1 1 0.000 1.2500 32.0000 0.05 (CaAa) 0.000 ' Job Page RIS Towe NY Cutchogue, BU#:806579 3 of 9 GPD Group Project Date 520 S.Main St.Suite 2531 2011178.90 15:52:17 04/29/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX.•(330)572-2101 cburton r Feed Line/Linear Appurtenances.z-,Entered As Area k „ Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft Aft klf LDF5-50A(7/8 FOAM) A No Inside Pole 70.00-8.00 12 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 LDF5-50A(7/8 FOAM) B No Inside Pole 100.00-8.00 9 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 LDF2-50A(3/8 FOAM) B No Inside Pole 100.00-8.00 1 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 LDF5-50A(7/8 FOAM) C No Inside Pole 90.00-8.00 24 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 I"Ice 0.00 0.00 LDF5-50A(7/8 FOAM) C No Inside Pole 80.00-8.00 12 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 a5 Discrete Tower Loads a s Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Hom Adjustment Front Side Leg Lateral Vert ft o ft fig f? K ft T-Arm Mount[TA 702-3] C None 0.0000 108.00 No Ice 5.64 5.64 0.34 1/2"Ice 6.55 6.55 0.43 1"Ice 7.46 7.46 0.52 80010504 w/Mount Pipe A From Leg 3.46 30.0000 108.00 No Ice 3.94 3.53 0.04 2.00 1/2"Ice 4.55 4.59 0.08 2.00 1"Ice 5.06 5.36 0.12 80010504 w/Mount Pipe A From Leg 3.46 40.0000 108.00 No Ice 3.94 3.53 0.04 2.00 1/2"Ice 4.55 4.59 0.08 2.00 1"Ice 5.06 5.36 0.12 (2)80010504 w/Mount Pipe B From Leg 3.94 10.0000 108.00 No Ice 3.94 3.53 0.04 0.69 1/2"Ice 4.55 4.59 0.08 2.00 1"Ice 5.06 5.36 0.12 (2)80010504 w/Mount Pipe C From Leg 3.94 10.0000 108.00 No Ice 3.94 3.53 0.04 0.69 1/2"Ice 4.55 4.59 0.08 2.00 1"Ice 5.06 5.36 0.12 Platform Mount[LP 602-1] C None 0.0000 100.00 No Ice 32.03 32.03 1.34 1/2"Ice 38.71 38.71 1.80 1"Ice 45.39 45.39 2.26 2"x 60"Mount Pipe A From 3.80 18.0000 100.00 No Ice 1.00 1.00 0.03 Centroid-Le -1.24 1/2"Ice 1.39 1.39 0.04 g 0.00 1"Ice 1.70 1.70 0.05 2"x 60"Mount Pipe B From 3.80 -18.0000 100.00 No Ice 1.00 1.00 0.03 Centroid-Le -1.24 1/2"Ice 1.39 1.39 0.04 g 0.00 1"Ice 1.70 1.70 0.05 2"x 60"Mount Pipe C From 3.80 -18.0000 100.00 No Ice 1.00 1.00 0.03 Centroid-Le -1.24 1/2"Ice 1.39 1.39 0.04 g 0.00 1"Ice 1.70 1.70 0.05 (3)ADA-85408580CF w/ A From 3.80 -18.0000 100.00 No Ice 5.41 3.44 0.03 Mount Pipe Centroid-Le -1.24 1/2"Ice 5.86 4.04 0.07 9 4.00 1"Ice 6.32 4.66 0.12 y Job Page .SSAIrower NY Cutchogue, BU#:806579 4 of 9 GPD Group Project Date 520 S.Main St.Suite 2531 2011178.90 15:52:17 04/29/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle cburton FAX.-(330)572-2101 Description Face Offset Offsets: Azimuth Placement CAAA CAA., Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft fi f? ft, K ft 1i (3)ADA-85408580CF w/ B From 3.80 -18.0000 100.00 No Ice 5.41 3.44 0.03 Mount Pipe Centroid-Le -1.24 1/2"Ice 5.86 4.04 0.07 g 4.00 1"Ice 6.32 4.66 0.12 (3)ADA-63406380CF w/ C From 3.80 -18.0000 100.00 No Ice 8.62 4.07 0.06 Mount Pipe Centroid-Le -1.24 1/2"Ice 9.29 4.94 0.11 g 4.00 1"Ice 9.91 5.67 0.18 A-18A24N-U C From 4.00 0.0000 100.00 No Ice 6.57 0.54 0.02 Centroid-Fa 0.00 1/2"Ice 6.91 0.70 0.04 cc 0.00 1"Ice 7.25 0.86 0.06 T-Arm Mount[TA 602-3] C None 0.0000 90.00 No Ice 11.59 11.59 0.77 1/2"Ice 15.44 15.44 0.99 1"Ice 19.29 19.29 1.21 (2)TMBXX-6516-R2M w/ A From Leg 3.46 30.0000 90.00 No Ice 7.56 5.72 0.06 Mount Pipe 2.00 1/2"Ice 8.34 6.92 0.12 0.00 1"Ice 9.07 7.97 0.19 (2)TMBXX-6516-R2M w/ B From Leg 3.46 30.0000 90.00 No Ice 7.56 5.72 0.06 Mount Pipe 2.00 1/2"Ice 8.34 6.92 0.12 0.00 1"Ice 9.07 7.97 0.19 (2)TMBXX-6516-R2M w/ C From Leg .3.46 30.0000 90.00 No Ice 7.56 5.72 0.06 Mount Pipe 2.00 1/2"Ice 8.34 6.92 0.12 0.00 1"Ice 9.07 7.97 0.19 (2)RR65-19-02DP w/mount A From Leg 3.46 30.0000 90.00 No Ice 5.87 4.17 0.04 pipe 2.00 1/2"Ice 6.32 5.16 0.08 0.00 1"Ice 6.79 5.96 0.13 (2)RR65-19-02DP w/mount B From Leg 3.46 36.0000 90.00 No Ice 5.87 4.17 0.04 pipe 2.00 1/2"Ice 6.32 5.16 0.08 0.00 1"Ice 6.79 5.96 0.13 (2)RR65-19-02DP w/mount C From Leg 3.46 30.0000 90.00 No Ice 5.87 4.17 0.04 pipe 2.00 1/2"Ice 6.32 5.16 0.08 0.00 1"Ice 6.79 5.96 0.13 E15S08P80 A From Leg 3.46 30.0000 90.00 No Ice 0.23 0.12 0.00 2.00 1/2"Ice 0.30 0.17 0.00 0.00 1"Ice 0.38 0.24 0.01 E15S08P80 B From,Leg 3.46 30.0000 90.00 No Ice 0.23 0.12 0.00 2.00 1/2"Ice 0.30 0.17 0.00 0.00 1"Ice 0.38 0.24 0.01 E15S08P80 C From Leg 3.46 30.0000 90.00 No Ice 0.23 0.12 0.00 2.00 1/2"Ice 0.30 0.17 0.00 0.00 1"Ice 0.38 0.24 0.01 E15S09P94 A From Leg 3.46 30.0000 90.00 No Ice 0.66 0.37 0.01 2.00 1/2"Ice 0.78 0.46 0.02 0.00 1"Ice 0.90 0.56 0.03 E15S09P94 B From Leg 3.46 30.0000 90.00 No Ice 0.66 0.37 0.01 2.00 1/2"Ice 0.78 0.46 0.02 0.00 1"Ice 0.90 0.56 0.03 E15S09P94 C From Leg 3.46 30.0000 90.00 No Ice 0.66 0.37 0.01 2.00 1/2"Ice 0.78 0.46 0.02 0.00 1"Ice 0.90 0.56 0.03 Platform Mount[LP 305-1] C None 0.0000 80.00 No Ice 18.01 18.01 1.12 1/2"Ice 23.33 23.33 1.35 1"Ice 28.65 28.65 1.58 (4)DB845N65ZAXT A From 3.46 30.0000 80.00 No Ice 6.31 6:63 0.04 w/Mount Pipe Centroid-Le 2.00 1/2"Ice 6.97 7.80 0.10 g 2.00 1"Ice 7.57 8.69 0.17 (4)DB845N65ZAXT B From 3.46 30.0000 80.00 No Ice 6.31 6.63 0.04 w/Mount Pipe Centroid-Le 2.00 1/2"Ice 6.97 7.80 0.10 9 2.00 1"Ice 7.57 8.69 0.17 'Page Towwer Job NY Cutchogue, BU#: 806579 5 of 9 GPD Group Project Date 520 S.Main St.Suite 2531 2011178.90 15:52:17 04/29/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX.-(330)572-2101 cburton Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft ft, fi K ft A (4)DB845N65ZAXT C From 3A6 30.0000 80.00 No Ice 6.31 6.63 0.04 w/Mount Pipe Centroid-Le 2.00 1/2"Ice 6.97 7.80 0.10 g 2.00 1"Ice 7.57 8.69 0.17 T-Arm Mount[TA 602-3] C None 0.0000 70.00 No Ice 11.59 11.59 0.77 1/2"Ice 15.44 15.44 0.99 1"Ice 19.29 19.29 1.21 800 10121 w/Mount Pipe A From Leg 3.76 20.0000 70.00 No Ice 5.69 4.60 0.07 1.37 1/2"Ice 6.18 5.34 0.11 0.00 1"Ice 6.67 6.04 0.17 7770.00 w/Mount Pipe A From Leg 3.76 20.0000 70.00 No Ice 6.58 4.94 0.08 1.37 1/2"Ice 7.21 5.86 0.13 0.00 1"Ice 7.80 6.64 0.19 7250.02 w/Mount Pipe A From Leg 3.76 20.0000 70.00 No Ice 4.24 3.32 0.04 1.37 1/2"Ice 4.71 4.30 0.07 0.00 1"Ice 5.17 5.05 0.11 80010121 w/Mount Pipe B From Leg 4.00 0.0000 70.00 No Ice 5.69 4.60 0.07 0.00 1/2"Ice 6.18 5.34 0.11 0.00 1"Ice 6.67 6.04 0.17 7770.00 w/Mount Pipe B From Leg 4.00 0.0000 70.00 No Ice 6.58 4.94 0.08 0.00 1/2"Ice 7.21 5.86 0.13 0.00 1"Ice 7.80 6.64 0.19 7250.02 w/Mount Pipe B From Leg 4.00 0.0000 70.00 No Ice 4.24 3.32 0.04 0.00 1/2"Ice 4.71 4.30 0.07 0.00 1"Ice 5.17 5.05 0.11 800 10121 w/Mount Pipe C From Leg 4.00 0.0000 70.00 No Ice 5.69 4.60 0.07 0.00 1/2"Ice 6.18 5.34 0.11 0.00 1"Ice 6.67 6.04 0.17 7770.00 w/Mount Pipe C From Leg 4.00 0.0000 70.00 No Ice 6.58 4.94 0.08 0.00 1/2"Ice 7.21 5.86 0.13 0.00 1"Ice 7.80 6.64 0.19 7250.02 w/Mount Pipe C From Leg 4.00 0.0000 70.00 No Ice 4.24 3.32 0.04 0.00 1/2"Ice 4.71 4.30 0.07 0.00 1"Ice 5.17 5.05 0.11 LGP17205 A From Leg 3.76 20.0000 70.00 No Ice 1.95 0.50 0.03 1.37 1/2"Ice 2.13 0.62 0.04 0.00 1"Ice 2.33 0.75 0.06 (2)TTAW-0000112-001 A From Leg 3.76 20.0000 70.00 No Ice 0.44 0.15 0.01 1.37 1/2"Ice 0.53 0.21 0.01 0.00 1"Ice 0.63 0.29 0.01 LGP17205 B From Leg 4.00 0.0000 70.00 No Ice 1.95 0.50 0.03 0.00 1/2"Ice 2.13 0.62 0.04 0.00 1"Ice 2.33 0.75 0.06 (2)TTAW-0000112-001 B From Leg 4.00 0.0000 70.00 No Ice 0.44 0.15 0.01 0.00 1/2"Ice 0.53 0.21 0.01 0.00 1"Ice 0.63 0.29 0.01 LGP17205 C From Leg 4.00 0.0000 70.00 No Ice 1.95 0.50 0.03 0.00 1/2"Ice 2.13 0.62 0.04 0.00 1"Ice 2.33 0.75 0.06 (2)TTAW-0000112-001 C From Leg 4.00 0.0000 70.00 No Ice 0.44 0.15 0.01 0.00 1/2"Ice 0.53 0.21 0.01 0.00 1"Ice 0.63 0.29 0.01 Pipe Mount[PM 601-1] A From Leg 0.50 0.0000 30.00 No Ice 3.00 0.90 0.07 0.00 1/2"Ice 3.74 1.12 0.08 0.00 1"Ice 4.48 1.34 0.09 GPS-TMG-26NMS A From Leg 1.00 0.0000 30.00 No Ice 0.16 0.16 0.00 0.00 1/2"Ice 0.21 0.21 0.00 0.00 1"Ice 0.28 0.28 0.01 Page "SA.Tower Job NY Cutchogue, BUM 806579 6 of 9 GPD Group Project Date 520 S.Main St.Suite 2531 2011178.90 15:52:17 04/29/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX.-(330)572-2101 cburton um 76werlDr6f,lections �Seruice;Wind. ,» , Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. o ° Ll 108.5-100.5 10.882 44 0.9640 0.0044 L2 100.5-100 9.284 44 0.9471 0.0034 L3 100-82.083 9.185 44 0.9460 0.0034 1.4 82.083-70.2338 6.041 44 0.6923 0.0012 L5 73.3913-60.1667 4.834 44 0.6307 0.0010 L6 60.1667-33.7477 3.230 44 0.5146 0.0007 L7 37.8773-30.5 1.291 44 0.3130 0.0003 L8 30.5-16.2083 0.840 44 0.2620 0.0002 L9 16.2083-12.9583 0.243 44 0.1386 0.0001 L10 12.9583-9 0.158 44 0.1120 0.0001 Ll 1 9-0 0.077 44 0.0826 0.0001 Cr�ti`cal Deflections and Rad us-of Curvature Service Wirid Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in o Dft 108.00 T-Arm Mount[TA 702-3] 44 10.782 0.9629 0.0043 20746 100.00 Platform Mount[LP 602-1] 44 9.185 0.9460 0.0034 7998 90.00 T-Arm Mount[TA 602-3] 44 7.326 0.8183 0.0021 4232 80.00 Platform Mount[LP 305-1] 44 5.735 0.6720 0.0011 4268 70.00 T-Arm Mount[TA 602-3] 44 4.396 0.6066 0.0009 8542 30.00 Pipe Mount[PM 601-1] 44 0.813 0.2582 0.0002 6721 Maximum Towekr Deflections Design Wind n x r.s Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. o ° LI 108.5-100.5 77.291 12 6.8288 0.0326 L2 100.5-100 66.003 12 6.7114 0.0263 L3 100-82.083 65.306 12 6.7035 0.0261 14 82.083-70.2338 43.030 12 4.9281 0.0113 L5 73.3913-60.1667 34.449 12 4.4910 0.0103 L6 60.1667-33.7477 23.042 12 3.6691 0.0070 L7 37.8773-30.5 9.215 12 2.2345 0.0032 L8 30.5-16.2083 6.001 12 1.8708 0.0025 L9 16.2083-12.9583 1.736 12 0.9898 0.0012 L10 12.9583-9 1.127 12 0.8002 0.0009 L11 9-0 0.551 12 0.5898 0.0007 Cnt cal,Deflections and Radius of Curvature ' DesignFW16,, Job Page Tower NY Cutchogue, BU#: 806579 7 of 9 GPD Group Project Date 520 S.Main St.Suite 2531 2011178.90 15:52:17 04/29/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX.-(330)572-2101 cburton Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 108.00 T-Arm Mount[TA 702-3] 12 76.582 6.8213 0.0322 3074 100.00 Platform Mount[LP 602-1] 12 65.306 6.7035 0.0261 1192 90.00 T-Arm Mount[TA 602-3] 12 52.145 5.8142 0.0167 620 80.00 Platform Mount[LP 305-1] 12 40.858 4.7842 0.0110 613 70.00 T-Arm Mount[TA 602-3] 12 31.340 4.3201 0.0097 1216 30.00 Pipe Mount[PM 601-1] 12 5.807 1.8440 0.0025 944 ° , . . Compresslaon Ghelcks r s . r PkA Desi n Data rx r y Section Elevation Size L L KI/r A P. rpP Ratio No. P. ft ft ft in2 K K 77iT Ll 108.5-100.5 TP12xl2x0.375 8.00 0.00 0.0 13.6954 -0.91 431.40 0.002 (1) L2 100.5-100(2) TP14.5xl2x0.375 0.50 0.00 0.0 13.6954 -0.91 431.40 0.002 L3 100-82.083 TP18.552lxl4.5x0.1875 17.92 0.00 0.0 11.0876 -4.85 785.50 0.006 (3) 1.4 82.083- TP20.5386xl8.552lx0.7269 11.85 0.00 0.0 45.1326 -8.85 3326.73 0.003 70.2338(4) L5 70.2338- TP22.9987xl8.5555x0.7502 13.22 0.00 0.0 53.7445 -14.77 3961.50 0.004 60.1667(5) L6 60.1667- TP28.093x22.9987x0.8909 26.42 0.00 0.0 75.7503 -22.50 5583.55 0.004 33.7477(6) L7 33.7477-30.5 TP29.029lx25.5149x0.9002 7.38 0.00 0.0 77.0513 -25.30 5679.45 0.004 (7) L8 30.5-16.2083 TP32.2955x29.029lx0.8978 14.29 0.00 0.0 90.7681 -32.65 6690.52 0.005 (8) L9 16.2083- TP33.083x32.2955x0.9036 3.25 0.00 0.0 93.6289 -34.11 6901.39 0.005 12.9583(9) L10 12.9583-9 TP33.943x33.083x0.9784 3.96 0.00 0.0 103.853 -36.04 7655.02 0.005 (10) 0 L11 9-0(11) TP36x33.943x0.7501 9.00 0.00 0.0 85.1399 -39.52 6275.66 0.006 Pole tiding Design:Data Section Elevation Size M WM Ratio Mom. r M„„y Ratio No. M. MV ft kip ft kip ft W x kip ft kip ft W Ll 108.5-100.5 TP12xl2x0.375 23.08 133.07 0.173 0.00 133.07 0.000 (1) L2 100.5-100(2) TP14.5xl2x0.375 23.08 133.07 0.173 0.00 133.07 0.000 L3 100-82.083 TP18.5521x14.50.1875 254.60 293.22 0.868 0.00 293.22 0.000 (3) L4 82.083- TP20.5386x18.5521x0.7269 451.38 1269.35 0.356 0.00 1269.35 0.000 70.2338(4) L5 70.2338- TP22.9987x18.5555x0.7502 832.37 1750.78 0.475 0.00 1750.78 0.000 60.1667(5) L6 60.1667- TP28.093x22.9987x0.8909 1577.43 2928.69 0.539 0.00 2928.69 0.000 Job Page RI , T`ower NY Cutchogue, BU#: 806579 8 of 9 GPD Group Project Date 520 S.Main St.Suite 2531 2011178:90 15:52:17 04/29/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX.-(330)572-2101 cburton Section Elevation Size M rpM Ratio My �M,y Ratio No. M My ft kip ft kip ft 04 kip ft kip ft OM,y 33.7477(6) L7 33.7477-30.5 TP29.029lx25.5149x0.9002 1725.20 2998.49 0.575 0.00 2998.49 0.000 (7) L8 30.5-16.2083 TP32.2955x29.029lx0.8978 2382.57 4193.62 0.568 0.00 4193.62 0.000 (8) L9 16.2083- TP33.083x32.2955x0.9036 2509.39 4435.70 0.566 0.00 4435.70 0.000 12.9583(9) L10 12.9583-9 TP33.943x33.083x0.9784 2665.81 5032.30 0.530 0.00 5032.30 0.000 (10) L11 9-0(11) TP36x33.943x0.7501 3028.49 4447.82 0.681 0.00 4447.82 0.000 Q - � heir � w Pole S a Design Dat Section Elevation Size Actual V. Ratio Actual OT Ratio No. V, V T T. ft K K kip ft kip ft T Ll 108.5-100.5 TP12xl2x0.375 2.82 215.70 0.013 0.24 202.31 0.001 (1) L2 100.5-100(2) TP14.5xl2x0.375 2.85 262.09 0.011 0.24 202.31 0.001 L3 100-82.083 TP18.5521x14.5x0.1875 16.21 392.75 0.041 0.65 594.56 0.001 (3) L4 82.083- TP20.5386x18.5521x0.7269 23.75 1663.36 0.014 0.65 2573.84 0.000 70.2338(4) L5 70.2338- TP22.9987x18.5555x0.7502 31.79 1980.75 0.016 0.54 3550.05 0.000 60.1667(5) L6 60.1667- TP28.093x22.9987x0.8909 35.38 2791.78 0.013 2.32 5938.47 0.000 33.7477(6) L7 33.7477-30.5 TP29.0291x25.5149x0.9002 36.35 2894.82 0.013 2.32 6080.00 0.000 (7) L8 30.5-16.2083 TP32.2955x29.0291x0.8978 38.81 3345.26 0.012 2.32 8503.33 0.000 (8) L9 16.2083- TP33.08302.29550.9036 39.25 3450.69 0.011 2.31 8994.25 0.000 12.9583(9) L10 12.9583-9 TP33.94303.0830.9784 39.80 3827.51 0.010 2.31 10203.92 0.000 (10) Ll 1 9-0(11) TP3603.9430.7501 40.85 3137.83 0.013 2.31 9018.83 0.000 r Pole Interaction Design,--Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M M,y V. T. Stress Stress ft P M M Y T Ratio Ratio Ll 108.5-100.5 0.002 0.173 0.000 0.013 0.001 0.176 1.000 4 8 2 (1) L2 100.5-100(2) 0.002 0.173 0.000 0.011 0.001 0.176 1.000 4 8 2 V L3 100-82.083 0.006 0.868 0.000 0.041 0.001 0.876 1.000 4 8 2 (3) Page e g NY Cutchogue, BU#: 806579 9 of 9 GPD Group Project Date 520 S.Main St.Suite 2531 2011178:90 15:52:17 04/29/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX.-(330)572-2101 cburton r x ' z4 Sect�on�Capacit ZTable k .3n Section Elevation Component Size Critical P eP.H.. % Pass No. /ft Type Element K K Capacity Fail Ll 108.5-100.5 Pole TP12xl2x0.375 1 -0.91 431.40 17.6 Pass L2 100.5-100 Pole TP14.5xl2x0.375 2 -0.91 431.40 17.6 Pass L3 100-82.083 Pole TP18.5521x14.50.1875 3 -4.85 785.50 87.6 Pass L4 82.083-70.2338 Pole TP20.5386xl8.5521x0.7269 4 -8.85 3326.73 * Pass L5 70.2338- Pole TP22.9987x18.5555x0.7502 5 -14.77 3961.50 * Pass 60.1667 L6 60.1667- Pole TP28.093x22.9987x0.8909 6 -22.50 5583.55 * Pass 33.7477 L7 33.7477-30.5 Pole TP29.0291x25.51490.9002 7 -25.30 5679.45 * Pass L8 30.5-16.2083 Pole TP32.2955x29.029Ix0.8978 8 -32.65 6690.52 * Pass L9 16.2083- Pole TP33.08302.29550.9036 9 -34.11 6901.39 * Pass 12.9583 L10 12.9583-9 Pole TP33.94303.0830.9784 10 -36.04 7655.02 * Pass L11 9-0 Pole TP3603.9430.7501 11 -39.52 6275.66 * Pass Summary Pole(I3) 87.6 Pass RATING= 87.6 Pass *See Appendix C for Modified Monopole Calculations. Program Version 5.4.2.0-6/17/2010 File:N:/20 1 1/2 01 1 1 78/90/RISA/806579.eri Crown Castle USA, Inc. April29,2011 100 Ft Monopole w/8.5'Extension Tower Structural Analysis CC/BU No 806579 Project Number 2011178.90,Application 116487,Revision 4 Page 9 APPENDIX B BASE LEVEL DRAWING RISATower Report-version 5.4.2.0 ((INSTALLED) all ((12} 1-�51, TO 108 FT LEVEL (12)7/e•TO 70 Fr LEVEL ®�Ah ® (i}3/8•TO 108 FT LEVEL (1) i/Y TO 30 Fr LEVEL is�12A)17/4- M )TO 60 FT LEVELli2)7/8•TO 80 Fr LEVEL go �� w I I N A b® es so ((INSTALLED) f ® \ / (INSTALLED) 100 Fr LEVEL & 7/8•TO 00 Fr LEVEL s/e•To 100 Fr LEVEL 0 1 2 3Fr mmm'R"e°D°670 70NOi M"`AS'"" LEGEND: FEEDLINES g SOLID BLUE CIRCLE DENOTES ffi1StIN& FEEDLINE Q OPEN RED CIRCLE DENOTES PROPOSED FEBDLINE R BLUE "r DENOTES LOCATION NOT GIVEN SCALE : NOTE:ASSUME FEEDUNE ATTACHMENT HEIGHT TO TOWER STEEL AT 8-FEET ABOVE FINISHED GRADE UNLESS OTHERWISE SPECIFIED BASE LEVEL DRAWING 1 Crown Castle USA,Inc. April29, 2011 100 Ft Monopole w/8.5'Extension Tower Structural Analysis CC/BU No 806579 Project Number 2011178.90,Application 116487,Revision 4 Page 10 APPENDIX C ADDITIONAL CALCULATIONS RISATower Report-version 5.4.2.0 Reinforced Monopole Analysis NY Cutchogue BU:806579 c rhat. u. t.rc s 2011178.90 Code= 'TIX222-G-2 AISF= 1, Max Capacity= A 05 ; #of Sides= ',Im• �..%>.,..- ,,,5hapx� ,. R� t GJ,, 4Ya1€f„(f i1 ,7 4 °,', K�� �C�ulp 1' IM°q en€fk,f { fst(k)„ r Shear(kj.: Torsion(k ft}', i tvate t42 j€n} 1? a::'- .R9100 emeM t 77Fatt7 MP30-6,= '' 3 14 73:5787 :., 20 5386.:::. 0:287.5 = :65•••. _.. .0.8.,_;. ?8u,�, Y15"8'.. H8.85... +23.75, s's .0.65"= 0.7269`- 37.0% 48.8% Pass MP30 6 3 LS` 60.66? �t 22.9987 a"}: fl'?2ff126 ,.� 65,�', 0.8 `. .,m�. ......� !83237 .�*�14.77' 31 79 '_0 54 0.7502 48.0% 68.3% Pass Ptate5x0 75 3 L6 37 8773 28 093 fl 2812b: 65 0 8 18 ,1577 43 =: 22 5 35.38 232 0 8909: : 53.4% 69.6% Pass MP30-6 .3. L6' 37,8773 28.093 <'. 0 8125, 65 0.8:`:-£ x.'.1$ {577.43 `,P &S 35380 ',.;s 53.4% 71.9% Pass Plate9x075 - - 3- L7' 305 29021 03125; 65 DB:;� 1t# 7252 253- : -3835 232 09002' 52.7% 70.5% Pass MR30-6 = 3 L7 30 5 29.0291 »;.0 3125 65.... 0.8 .. . .•.1$ 17252 25.3. 36:35 2 32,.:;.-, 0,9002 ;,F 52.7% 72.6% Pass Plate 90.75 3- 1.8' -- -16.2083 312965 03125 65 08 , 1& '23825T•'- ',3265 , 38.81 232 08978' 60.6% 78.2% Pass MP30-8 3 . - L8'- 16.2083 32.2955 "'.` 0.3125 65' t1:$ 18 '2382.57= 32,65` "38.$1 2.32 0,8978=,. 60.6% 79.6% Pass Plate"'iW75 3 � L9 129583 33A383 0.3125 65 0=8 18 250939 3411 3925 231 s�09096h�' 59.0% 78.2% Pass �vwt�F?30 8., 3, L9�',, , 2. 5$33.0383 03125 ¢5 4$ 1$ .. 509 39 341 39 25 '�: 2 31_ :;"',.-w 0 903&I. 59.0% 80.6% Pass Platg9x075 'I• z 3 L10': 9r33943 03125 2 �65 08 18 Z66581 3604 398 ,+ 23i 09784�Tr 64.1% 65.5% Pass MP308'� 3d, ��L18', -- 9. 8943, ;,03125';,•,r 66, 8 .��. 8at..266b8� �� 3604a - 39$ ,' � 231- 097$k- 64.1% 75.5% Pass Plate 9xfl 75 3 _'> L11 a 0 z 36 0 3125 65 'A 8 1'8 3028 49 ;39 52 40 85 2 31 0 7501` 78.4% 81.6% Pass MP30 8 - 3 L11'< 0 ._ _. _:�_ 36 03125 65 _,_QB a'': 15 .� ••3028 3. ,r'*3052� 40.SS -2.31 .,.,4.7509v�.> 78.4% 96.4% Pass GPD Modified Monopole Analysis-V1.00 520 South Main Street*Suite 2531*Akron,Ohio 44311*PHONE 330-572-2100-FAX 330-572-2101 GPD GROUP Job 2011178.90 Calculated By CB date 4/29/2011 Engineers*Architects*Planners Sheet No 1 Of1 Checked By DJP date 4/29/2011 GPD GROUP ANCHOR ROD TRANSFORMATION(Rev.G) Moment from RISA(M)= asp 3028)kip-ft Axial from RISA(A)= 40 kip Shear from RISA(V)_ F 41 Kip Existing Bolt Diameter 2 25 in. Distance from neutral axis(d) 7 :in.(determined in CAD) Existing Bolt Area(A..)= i 3 98 in.' Fy 75;ksi Number Existing Bolts(nE) &; Fu 1041ksi Modified Bolt(1)Diameter 2 01in.* Distance from neutral axis(d) ; 235 in.(determined in CAD) Modified Bolt Area(Amod)= 3 1,7'in? Fy 127 ksi Number Modified Bolts(nM) 4: Fu 154�ksi Modified Bolt(2)Diameter t7l2 79?in.* Distance from neutral axis(d) *26 985 in.(determined in CAD) Modified Bolt Area(Amod) ? Fy 117 ksi Number Modified Bolts(nM) � 4€ Fu ksi 'Taken from DSI Spec Sheet Iroai(t1=, 1t3606,i0;in° (Combined MCI of existing and post installed rods determined in CAD,Existing&Modified(2)Anchor Rod Capacity Controlling) Irotag2l= 17576.$9 in.' (Combined M01 of existing and post installed rods determined in CAD,Modified(1)Anchor Rod Capacity Controlling) fe%= 169.95 kips (M*(d)*Ae,)/It.mi(�)1+V/((nE+nM1+nM2)*.333) (Mod 1)fmod= 164.28 kips (M*(d)*Amodlll)/IroraQ2ti+V/((nE+nM1+nM2)*.333) (Mod 2)fmod= 306.44 kips (M*(d)*Amodl2l)/Irorail�11+V/((nE+nM1+nM2)*.333) Axex 2.31 kips A*(Aj/(Ae.*nE+nA_d(1)*nM111+nE+nAmod(2)*nM(2)) (Mod 1)Axmod= 1.84kips A*(nAmodli))//(A.*nE+nAmod111*nMl11+nE+nAmodl2l*nM121) (Mod 2)Axmod= 3.54 kips A*(nAmodl2i)//(Ae*nE+nAmodl2l*nMl11+nE+nAmodl2l*nM121) Total= 40.00 kips Maximum compressive force in existing rods= 172.26 kips(fe%+Axex) Maximum compressive force in modification(1)rods= 166.12 kips(fmod+Axmod) Maximum compressive force in modification(2)rods= 309.98 kips(fmod+Axmod) Ultimate Axial Strength:Existing Rods(ftex)=� 260.00 kips Ultimate Axial Strength:Modification(1)Rods(ft..d)=1 309a 0 kips Ultimate Axial Strength:Modification(2)Rods(ftr„od)= 592.90,kips(based on pull test load of 502 kips referenced in PMI by GPD dated 8/26/10) Modification Rod(1)Rating= 53.1% Modification Rod(2)Rating= 51.7% Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /G Assumptions: 1)Rod groups at corners. Total#rods divisible by 4. Maximum total#of rods=48(12 per Corner). 2)Rod Spacing=Straight Center-to-Center distance between any(2)adjacent rods(same corner) 3)Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod Diameter) Site Data Base Reactions BU#: 806579 TIA Revision G Site Name: NY Cutchogue Factored Moment Mu.. 1152;= ft-kips App#: 116487 Rev 4 Factored Axial, Pu. ..` 40":r kips Anchor Rod Data Factored Shear,Vu. ..� 41 _ kips Eta Factor, f) t)5 TIA G(Fig.4-4) *Reactions have been modified due to modifications Qty ;8 Diam25 in Anchor Rod Results Rod Material r4615 J TIA G—>Max Rod(Cu+Vu/n): 172.3 Kips Yield, Fy 75 ksi Axial Design Strength, (D*Fu*Anet: 260.0 Kips Strength, Fu TO si Anchor Rod Stress Ratio: 66.3% Pass Bolt Circle _; :"44 in Plate Data Base Plate Results Flexural Check PL Ref. Data W=Side 42 .in Base Plate Stress: 41.2 ksi Yield tine(in): Thick: " 2 26 ,:` in PL Design Bending Strength, VFy: 54.0 ksi 23.40 Grade: ksi Base Plate Stress Ratio: 76.2% Pass Max PL Length: Clip Distance 7677 in 23.40 NIA-Unstiffened Stiffener Data(Welding at both sides) Stiffener Results Configuration: Unstiffened Horizontal Weld : N/A Weld Type �fiHet. ** Vertical Weld: N/A Groove Depth 0375 5± <—Disregard Plate Flex+Shear,fb/Fb+(fv/Fv)^2: N/A Groove Angle 45 <—Disregard Plate Tension+Shear,ft/Ft+(fv/Fv)^2: N/A Fillet H.Weld 0;3125-'";;in Plate Comp. (AISC Bracket): N/A Fillet V.Weld: :3125. in Pole Results Width �5 " in Pole Punching Shear Check: N/A Height, ""24 "_ v, in Max PL Length Thick: 0=75 "? in Yield Line Notch of co „Q 5 +in # a snare st st rners t= BASE PL Grade =50 k$i Oty/4 / THICKNESS Weld str. ;`70" [ksiSTIFFENE Ct.Anchor, Typ. Clear Space ASSUMEDD IN OTOOLURAT ON between Ge / I B.C. Stiffeners at — — — — B.C. i Input Clear Space / •-.�, I of B.C. for Single i Anchor Case .... .........................-....... __. Pole Data P DPole IAM W/ D Diam 36 in c � Anchor Spacing Some As Thick ;0.3125�__In Stiffener Spacing, Except for Sianle Corner Grade "�`65 % ksi Anchor (Input Clear Space) #Of Sides 12 "0"IF Round **Note:for completejoint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.4-Square Base F-G 1.1, Effective April 4,2011 Analysis date:4/29/2011 Anchor Rod Layout �2.01 279 2.25 r `r 22.0000 26.3850 25.7500 O 23.500 0 0 0 r" 0 520 South Main Street.Suite 2531.Akron,Ohio 44311 Phone 330-572 2100 Fax 330-572-2101 �1 GPD ASSOCIATES Engineers.Architects.Planners Job l 117 Calculated By: �yp Date: / Sheet No. Of Checked By: f Date: (�°l A ---------------- .� ?$S10,eeI ,'hit , 3ersf Y- F+ � cAV CA 0 ----------------- vm *r'n (-,z ��iLG���t�` f'�(CiT"'i'1��t5 �LJ G�i42� �G�✓N�a(E���` ���2+• fdrarG- 1T�/ A�C��tGLy e; Reinforced Monopole Analysis NY Cutchogue BU:806579 2011178.90 Code= ITIA 222 G2 AISF= Max Capacity= 1©6'?' Tower base considering modified reactions #of Sides= „12 Transition Stiffeners not considered. b s ape Z?: Ru'arisliyr .Se.,..:... .., a„, b}a ;?'''.. ,w;l€7 ,wal 1:, ai"Y,€sl -,. fi .Duna",;.. y (t? "tMment(k it}`�?tixiat.(kj., Httsar.#kj :T,xsian#',n}; Eau[Y aS't 1 of'sS.*•.'t`jatu€a`,`,�'B..- Passf.Fa7J= n1a >- nla .;, t+11.. U r.. .. ,fi,;:., 3& ..''! 0,3125 R 65 ; 18 9. .._..,2 31 nla...; 78.7% Na Pass GPD Modified Monopole Analysis-V1.00 Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G Reactions Bolt Threads: Site Data Mu _.'30.6 .:'ft-kips X=Excluded BUM 806579 Axial, Pu: _" 0.91 ;- kips (pVn=(p 0.55*Ab*Fu Site Name: NY Cutchogue Shear,Vu: ":,2.85 kips (p=0.75,(p*Vn (kips): App#: 116487 Rev 4 Elevation: 100 feet 40.50 *Reaction have been modified Pole Manufacturer OtheF' ff No_stiffehers,Criteria TIA,G ='<-Only Applcable to Unstiffened Cases e. _ Flange Bolt Results Non-Rigid Bolt Data Bolt Tension Capacity, (p*Tn,B1: 56.81 kips w*Tn Qty:777IT7 Adjusted T*Tn(due to Vu=Vu/Qty), B: 56.81 kips (pTn[(1-(vu4vn)^2]^0.5 Diameter(in.): .�1., Bolt Fu: 125 Max Bolt directly applied Tu: 4.68 Kips Bolt Material Other.; Bolt Fy: 105 Min. PL"tc"for B cap.w/o Pry: 2.806 in Strength(Fu): 125: ksi Min PL"treg"for actual T w/Pry: 0.625 in Yield (Fy): " 5 ksi:10 Min PL 11"for actual T w/o Pry: 0.805 in Circle T allowable with Prying: 29.98 kips 0sa'51 case Prying Force,q: 0.00 kips Plate Data Total Bolt Tension=Tu+q: 4.68 kips Diam: _ 85 ., in Prying Bolt Stress Ratio=(Tu+q)/(B): 8.2% Pass Thick,t: in Grade(Fy): ksi Exterior Flange Plate Results Flexural Check Non-Rigid Strength, Fu: 65 ksi Compression Side Plate Stress: 4.7 ksi TIA G Single-Rod B-eff: 3.14 in Allowable Plate Stress: 45.0 ksi (p*Fy Compression Plate Stress Ratio: 10.4% Past Comp.Y.L.Length: Stiffener Data(Welding at Both Sides) No Prying 22.78 Config: 0�� . Tension Side Stress Ratio, (treq/t)"2: 12.7% Pass Weld Type: Fillet' Groove Depth: Disregard nla Groove Angle: 45i : <--Disregard Stiffener Results Fillet H.Weld: 0 W5 in Horizontal Weld : n/a Fillet V.Weld: 0.3125 in Vertical Weld: n/a Width: 3 . I in Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Height: _ 18= in Plate Tension+Shear,fVFt+(fv/Fv)^2: n/a Thick: Q=75" in Plate Comp. (AISC Bracket): n/a Notch: 0.5 " " in Pole Results Grade: ""36. F ksi Pole Punching Shear Check: n/a Weld str.: 70! ksi Pole Data 3 � Diam: 12 InJ. Thick: 0.375 in Grade: 35; ksi #Of Sides: 0 0 IF Round: Fu 6Q ksi t"` Reinf.Fillet Weld 0.. "0"if None *0=none,1 =every bolt,2=every 2 bolts,3=2 per bolt **Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.4-Ext Flange G 1.3, Effective April 4,2011 Analysis Date:4/29/2011 Stiffened or Unstiffened, Exterior Flange Plate -Any Bolt Material TIA Rev G Reactions Bolt Threads: Site Data Mu 306 ft-kips X-Excluded BUM 806579 Axial, Pu: 0.92 kips (pVn=(p(0.55*Ab*Fu Site Name: NY Cutchogue Shear,Vu: 2.85; - kips (p=0.75, (p*Vn (kips): App#: 116487 Rev 4 Elevation: !": 100 feet 40.50 *Reaction have been modified Pole Manufacturer: Other If No stiffeners,Criteria: TIA`G. <-Only Applcable to Unstiffened Cases Flange Bolt Results Non-Rigid Bolt Data Bolt Tension Capacity, T*Tn,B1: 56.81 kips q)*Tn Qty: 12 Adjusted(p*Tn (due to Vu=Vu/Qty), B: 56.81 kips cpTn[(1-(Vu/wn)^21^0.5 Diameter(in.): 1 Bolt Fu: 125 Max Bolt directly applied Tu: 4.68 Kips Bolt Material: :Other Bolt Fy: 105 Min. PL"tc"for B can.w/o Pry: 2.289 in Strength(Fu): ._. 125 ksi Min PL"tred"for actual T w/Pry: 0.501 in Yield(Fy): 105: ksi Min PL 11"for actual T w/o Pry: 0.657 in Circle in. : =25.7 T allowable with Prying: 33.08 kips 0:5a'51 case Prying Force, q: 0.00 kips Plate Data Total Bolt Tension=Tu+q: 4.68 kips Diam: 285__; in Prying Bolt Stress Ratio=(Tu+q)/(B): 8.2% Pass Thick,t: 1":5 in Grade(Fy): 50 ksi Exterior Flange Plate Results Flexural Check Non-Rigid Strength, Fu: ,.."._ .B5-.".: ksi Compression Side Plate Stress: 5.1 ksi TIA G Single-Rod B-eff: 3.89 in Allowable Plate Stress: 45.0 ksi 9*Fy Compression Plate Stress Ratio: 11.4% Pas, Comp.Y.L.Length: Stiffener Data(Welding at Both Sides) No Prying 21.28 Config: Q' * Tension Side Stress Ratio, (treq/t)^2: 11.1% Pass Weld Type: Fillet Groove Depth: 0:25 <--Disregard n/a Groove Angle: 45 <--Disregard Stiffener Results Fillet H.Weld: 0.3125 i in Horizontal Weld : n/a Fillet V.Weld: 70.3125 in Vertical Weld: n/a Width: 3 in Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Height: 1& in Plate Tension+Shear,ft/Ft+(fv/Fv)^2: n/a Thick: 0.75: in Plate Comp. (AISC Bracket): n/a Notch: 0.5 " in Pole Results Grade: 36 ksi Pole Punching Shear Check: n/a Weld str.: ksi Pole Data Diam: 14:5 in Thick: 0.1875 in Grade: w 65 ksi #of Sides: 12 "o"IF Round Fu 80- ksi ` Reinf.Fillet Weld 0 "0'if None 0=none,1=every bolt,2=every 2 bolts,3=2 per bolt '*Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.4-Ext Flange G 1.3, Effective April 4,2011 Analysis Date:4/29/2011 Reactions-100' Quantity of Bolts= 9 Moment 23.08 k-ft Axial 0.91 k Flange at 100'-Bolt Fortes rPP el Member Size D from Centroid(in) Quantity Lu(in) Area(in ) Pl* Tension(Kips) Compresion(Kips) , Bolt .00= 12 88 s ) 00 1.QQ' Q 79 e12 8 4 68 4 88 3 Bolt 1 00 11 15 4 00 1 00 0 79 38 63 4 04 4 24 z -Bolt: 1 00 6 44 2 00 1 00 0 79 6 44 2 29 2 49 , Bolt', 1.00 �, 00 OQ 1 000,00 010 0.10 (Bearing and Stability Checks)Tool for TIA Rev F or G -Any application (MP, SST, GT) Monopole Base Reaction Forces Site Data TIA Revision: :" " G <-Pull Down BUM 806579 Factored DLAxial, PDu: kips Site Name: NY Cutchogue 958280 Factored WL Axial,PWu: 0;;. kips App#: 116487 Rev 4 Factored WL Shear,Vu: 41 kips Factored WL Moment,Mu: ,:-,$098.7;."= ft-kips Loads Alread Factored Load Factor Shaft Factored Loads For P DL 12 <-Disregard 1.00 1.2D+1.6W,Pu: 40 kips For P,V,and M 0.90 0.9D+1.6W,Pu: 30 kips 1 35 = <-Disregard (WL) Vu: 41 kips 1.00 Mu: 3098.7 ft-kips Pad &Pier Data *Moment increased to account for pier eccentricity Base PL Dist.Above Pier: 3 in 1.2D+1.6W Load Combination Bearina Results: Pier Dist.Above Grade .': 24," in (No Soil Wedges) 703.14 P1="1.2p+1.6W" Pad Bearing Depth, D �0."_ ft Reaction+Conc+Soil (Kips) Pad Thickness T 4 ft Factored"1.6W"Overturning Pad Width=Length,L. 20:5 ft Moment(MW-Msoil),M1 2883.73 ft-kips Pier Cross Section Shape = Round " <-Pull Down Enter Pier Diameter 6 ft Orthogonal Direction: Concrete Density pcf Pier Cross Section Area: 28.27 ft12 ecc1 =M1/P1 = 4.10 ft . Pier Height: 8.00 ft Orthogonal qu= 3.01 ksf Soil above pad Height: 6.00 ft qu/4*qn Ratio= 40.16% Pass Soil Parameters Diagonal Direction: Effective Unit Weight,y 113:3 pcf Ultimate Bearing Capacity,qn ksf ecc2=(0.707M1)/P1 = 2.90 ft Strength Reduct.factor,4): Diagonal qu= 4.60 ksf Angle of Friction,m: 0':0 '` " degrees qu/(�*qn Ratio= 61.35% Pass Undrained Shear Strength, Cu. 2:50 ;'' ksf Allowable Bearing:4)*qn: 7.50 ksf RUn F__ <-Press Upon Completing All Input Passive Pres. Coeff., Kp 1.00 Overturning Stability Check Forces/Moments due to Wind and Lateral Soil 0.9D+1.6W Load Combination,Bearina Results: Factored Pad Passive Force: 484.3 kips Pad Force Location Above D: 1.97 ft (w/Soil Wedges) 527.35 P2="0.9D+1.6W" (Passive Pressure Moment): 717.22 ft-kips Reaction+Conc+Soil (Kips) Factored O.T.M(WL),"1.6W": 3601.0 ft-kips Factored OT(MW-Msoil),M1 2883.73 _ft-kips Factored"1.6W"Overturning Moment(MW-Msoil)-0.9(M of 1369.68 ft-kips Wedge+M of Cohesion),M2 Resistance due to Foundation Gravity Soil Wedge Projection grade,a: 0.00 ft Sum of Soil Wedges Wt: 0.00 kips Orthogonal ecc3=M2/P2= 2.60 ft Soil Wedges ecc,K1: 0.00 ft Ortho Non Bearing Length,NBL= 15.31 ft Ftg+Soil above Pad wt: 552.6 kips Orthogonal qu= 1.89 ksf Unfactored(Total ftg-soil Wt): 552.61 kips Diagonal qu= 2.63 ksf 1.2D. No Soil Wedges. 703.14 kips 0.9D. With Soil Wedges 527.35 kips Max Reaction Moment(ft-kips)so that qu=T*qn= 100% Capacity Rating Resistance due to Cohesion Vertical Actual M: 3098.70 (�*(1/2*Cu)(Total Vert. Planes)1 275.79 Ikips M Orthogonal: 6076.11 51.00% Pass Cohesion Force Eccentricity, K21 6.10 Ift M Diagonal: 5627.54 55.06% 1 Pass "Baring/Stability Pier Square Pad"Tool, BSPSQP,Version 2.0-Effective 05/03/2010 Analysis Date:4/29/2011 Monopole or Self Support Pad Foundation Reinforcing NY Cutchogue BU:806579 2011178.90 GPD GROUP Analysis Code a G-^ Overall Capacity 69.8% OR ea°; Axial Force f=z_. 4,Ok Pad Geometry&Reinforcing . Pier w�^in, ,. Pad Length 1,8jft -�.�. Pad Width 18ft Pad Thickness € 4 ft Pad RebarSize 1 ttSz Pad Rebar Quantity' 11$S Clear Cover - 3f fc, [r� .3.Sksi RebarFy (, 601ksi Pier Shape Round( Pier Diameter ti` '61ft Bearing Calculation LlMon., x Orth.Bearing Pressure 3 01 ksf dge of Pad to PiIt earingLength(forecd) 8.2,ft Reinforcing Calculations Minimum Reinforcement Check A,Min= 1.78 inz/ft m Total A,= 0.79 Inz/ft ... .. .......... ... ___ .. NG Punching Shear (0(Shear)= 075=" ea` - paorP aroPt«.Fore V„= 40.00 k V,= 2890.62 k As min for shrinkage not met,F#o.•a+etirr,(4,%3) s{yeti)<As,therefore r€Infcreing considered. Shear Capacity 1.4% OF Pad Flexure ¢(Tension)= ^^^^ ^7R M„ 108.74 k-ft (M.= 155.84 k-ft Moment Capacity 69.8% OR Beam Shear V 196.14 k V�= 984.81 k Shear Capacity 19.9% OK Plain Concrete Interaction Moment Capacity 147.3% OR Shear Capacity 48.8% OK *Original foundation rebar only considered. „ 520 South Main Street.Suite 2531.Akron,Ohio 44311 Phone 330-572-2100 Fax 330-572-2101 /�� GPD ASSOCIATES Engineers.Architects.Planners Job U 11 P T,°�� Calculated By: Date: Sheet No. , Of Checked By: / Date: �w� ►� f`� � ��u'Pf� ��� GYP, .�.CZ) 41 rC�s(/ 1h Cam\! e?r 1 Q __+ t UJ.FL� V + t���Cl{/��61t M/ ©(7z A5 �tS.�ji�t �� •�- �'• . • . • J, rt `/ - ....11 • l 44, As log Fy.6v �s r�e VC �36 �►� v h� V/BGC PINNACE TE[ECOM GROUP Professional and Technical Services ry Tdaom Co wwung ANTENNA SiTEFCC RF COMPUANCE AsSESSM ENT ANC REPORT M ET RO PCS SiTE NY7314 21855 COUNTy ROAd 48 CUTChOGUE, NY JUNE 30, 2011 14 RidgEdalE AVENUE - SUiTE 209 0 CEdAR KNolls, NJ 07927 • 973.451.1630 CONTENTS INTROdUCTION ANd SUMMARY 3 ANTENNA ANd TRANSMISSION DATA 5 COMPLIANCE ANALYSIS 7 COMPLIANCE CONCLUSION 12 CERTIFiCATION 13 AppENdix A. BAckgROUNd ON THE FCC MPE LIMIT AppENdix B. SUMMARY OF EXPERT QUALIFICATIONS 2 INTROdUCTION ANd SUMMARY At the request of MetroPCS, Pinnacle Telecom Group has performed an independent expert assessment of radiofrequency (RF) levels and related FCC compliance for a proposed wireless base station antenna operation to be added to an existing monopole at 21855 County Road 48 in Cutchogue, NY. MetroPCS refers to the site by the code "NY7314", and proposes panel antennas arranged for sectorized service coverage using the 2100 MHz frequency band. The FCC requires all wireless operators to perform an assessment of the RF fields emanating from all the transmitting antennas at a site whenever antenna operations are added or modified, and to ensure compliance with the Maximum Permissible Exposure (MPE) limit in the FCC regulations. In this case, the compliance assessment needs to incorporate the RF effects of existing wireless antenna operations by AT&T, Nextel, T-Mobile, and Verizon Wireless. Note that FCC regulations require any future antenna collocator to specifically assess and assure continuing FCC compliance based on the overall RF effects of all proposed and then-existing antennas at the site. This report describes a mathematical analysis of compliance with the FCC MPE limit for safe continuous exposure of the general public. The RF effects of the antennas are calculated using a standard FCC formula — and the analysis is designed to conservatively overstate the RF levels that actually occur from the antennas. In that way, though, as long as the results indicate RF levels below the MPE limit, we can have great confidence the compliance requirement is satisfied. The results of a compliance assessment can be explained in layman's terms by describing the calculated RF levels as simple percentages of the FCC MPE limit. If the reference for that limit is 100 percent, then calculated RF levels higher than 100 percent indicate the MPE limit is exceeded, while calculated RF levels consistently lower than 100 percent serve as a clear and sufficient demonstration of compliance with the MPE limit. We will also describe the overall worst-case calculated result via the "plain-English" equivalent"times-below-the-limit factor". 3 The result of the FCC compliance assessment in this case is as follows: ❑ The conservatively calculated maximum RF level from the combination of proposed and existing antenna operations at the site is 2.0055 percent of the FCC MPE limit — well below the 100-percent reference for compliance. In other words, the worst-case calculated RF level is more than 49 times below the limit established as safe for continuous human exposure to the RF emissions from antennas. ❑ The results of the calculations provide clear demonstration that the RF levels from the combination of proposed and existing antenna operations will be in clear compliance with the FCC MPE limit. Moreover, because of the conservative methodology and assumptions we incorporated in the analysis, the RF levels actually caused by the antennas will be even less significant than these calculation results indicate. The remainder of this report provides the following: ❑ relevant technical data on the proposed MetroPCS antenna operation at the site, as well as on the existing antenna operations; ❑ a description of the FCC model for assessing MPE compliance, and application of the relevant technical data to that model; and ❑ analysis of the results, and the compliance conclusion for the antenna site. In addition, two Appendices are included. Appendix A provides background on the FCC MPE limit along with a list of key FCC references on compliance. Appendix B provides a summary of the qualifications of the expert certifying FCC compliance for this site. r 4 ANTENNA ANd TRANSMISSION DATA The table below summarizes the relevant technical data for the proposed MetroPCS antenna operation. Technical Data-MetroPCS Frequency Band 2100 MHz Service Coverage Type Sectorized Antenna Model Kathrein 800-10504 Antenna Maximum Gain 17.8 dBi Antenna Centerline Height AGL 110 ft. 3 in. RF Channels per Sector 3 @ 24 watts and 1 @ 60 watts Antenna Line Loss Conservative) ignored assumed 0 dB The antenna vertical-plane emission pattern is used in the calculations of RF levels at ground level around a site, as it is a key determinant of the relative amount of RF emissions in the "downward" direction. Figure 1 on the next page shows the vertical-plane emission pattern of the antenna model proposed here by MetroPCS. Note that in these types of antenna emission pattern diagrams, the antenna is effectively pointed at the three o'clock position (the horizon) and the relative strength of the pattern at different angles is described using decibel units. Note, too, that the use of a decibel scale to describe the relative pattern at different angles incidentally serves to significantly understate the actual focusing effects of the antenna. Where the antenna pattern reads 20 dB, for example, the relative RF energy emitted at the corresponding downward angle is 1/100th of the maximum that occurs in the main beam (at 0 degrees); at the 30 dB point, it is 1/1,000th of the maximum. 5 Figure 1. Kathrein 800-10504—Vertical-plane Emission Pattern 0 deg horizon 5 dB/division As noted at the outset, there are other antenna operations to include in the compliance assessment. Each involves the use of directional panel antennas arranged for sectorized cellular coverage, and in the analysis for each of the carriers, we will conservatively assume maximum capacity (and thus maximum power) operation. AT&T is licensed to operate in the 700, 850 and 1900 MHz frequency bands. In the 700 MHz band, AT&T uses as many as four RF channels per antenna sector and a maximum transmitter power of 40 watts. In the 850 MHz band, AT&T uses as many as eight RF channels per antenna sector and a maximum transmitter power of 20 watts. In the 1900 MHz band, AT&T uses as many as four RF channels per antenna sector, with a maximum of 16 watts of transmitter power per channel. Nextel is licensed to operate in the 851 MHz frequency band. There is a maximum of 12 RF channels in each sector, and each channel is set for maximum of 100 watts of effective radiated power (for which the equivalent antenna input power is less than six watts). 6 Verizon is licensed to operate in the 700, 850 and 1900 MHz frequency bands. In the 700 MHz band, Verizon uses one RF channel per antenna sector and a maximum transmitter power of 40 watts. In the 850 MHz band, Verizon uses as many as eight RF channels per antenna sector and a maximum transmitter power of 20 watts. In the 1900 MHz band, Verizon uses as many as four RF channels per antenna sector, with a maximum of 16 watts of transmitter power per channel. T-Mobile (also known as Omnipoint) is licensed to operate in the 1900 MHz and 2100 MHz frequency bands. In the 1900 MHz band, T-Mobile uses a maximum of eight RF channels in each antenna sector, with a maximum transmitter power of 20 watts per channel. In the 2100 MHz band, T-Mobile uses two channels per sector, with a maximum of 40 watts of transmitter power per channel. In order to be as conservative as possible, the calculations for all the existing operators will be performed using the lowest of their respective antenna centerline heights, which is 70 feet 2 inches AGL. COMPLIANCE ANA1ySIS FCC Office of Engineering and Technology Bulletin 65 ("OET Bulletin 65") provides guidelines for mathematical models to calculate the RF levels at various points around transmitting antennas. At street-level around an antenna site (in what is called the "far field" of the antennas), the RF levels are directly proportional to the total antenna input power and the relative antenna gain in the downward direction of interest — and the levels are otherwise inversely proportional to the square of the straight-line distance to the antenna. Conservative calculations also assume the potential RF exposure is enhanced by reflection of the RF energy from the ground. Our calculations will assume a 100% "perfect" reflection, the worst-case approach. 7 The formula for street-level compliance assessment for any given wireless antenna operation is as follows: MPE% _ 000 *TxPower* 10 (Gmax-Vdisc/10) *4 )/( MPE *47c * R2) where MPE% = RF level, expressed as a percentage of the MPE limit applicable to continuous exposure of the general public 100 = factor to convert the raw result to a percentage TxPower = maximum net power into antenna sector, in milliwatts, a function of the number of channels per sector, the transmitter power per channel, and line loss 10 (Gmax-Vdisc/10) = numeric equivalent of the relative antenna gain in the downward direction of interest; data on the antenna vertical-plane pattern is taken from manufacturer specifications 4 = factor to account for a 100-percent-efficient energy reflection from the ground, and the squared relationship between RF field strength and power density (22=4) MPE = FCC general population MPE limit R = straight-line distance from the RF source to the point of interest, centimeters The MPE% calculations are performed out to a distance of 500 feet from the facility to points 6.5 feet (approximately two meters, the FCC-recommended standing height) off the ground, as illustrated in Figure 2 on the following page. s antenna height from antenna R bottom to 6.5'above ground level 0 500 Ground Distance D from the site Figure 2. MPE%Calculation Geometry It is popularly understood that the farther away one is from an antenna, the lower the RF level — which is generally but not universally correct. The results of MPE% calculations fairly close to the site will reflect the variations in the vertical- plane antenna pattern as well as the variation in straight-line distance to the antennas. Therefore, RF levels may actually increase slightly with increasing distance within the range of zero to 500 feet from the site. As the distance approaches 500 feet and beyond, though, the antenna pattern factor becomes less significant, the RF levels become primarily distance-controlled, and as a result the RF levels generally decrease with increasing distance, and are well understood to be in compliance. FCC compliance for a collocated antenna site is assessed in the following manner. At each distance point along the ground, an MPE% calculation is made for each antenna operation, and the sum of the individual MPE% contributions at each point is compared to 100 percent, the normalized reference for compliance with the MPE limit. We refer to the sum of the individual MPE% contributions as "total MPE%", and any calculated total MPE% result exceeding 100 percent is, 9 by definition, higher than the FCC limit and represent non-compliance and a need to mitigate the potential exposure. If all results are consistently below 100 percent, on the other hand, that set of results serves as a clear and sufficient demonstration of compliance with the MPE limit. Note that according to the FCC, when directional antennas and sectorized coverage arrangements are used, the compliance assessments are based on the RF effect of a single (facing) sector, as the RF effects of directional antennas facing generally away are insignificant. The following conservative methodology and assumptions are incorporated into the MPE% calculations on a general basis: 1. The antennas are assumed to be operating continuously at maximum power and maximum channel capacity. 2. The power-attenuation effects of shadowing or other obstructions to the line-of-sight path from the antenna to the point of interest are ignored. 3. The calculations intentionally minimize the distance factor (R) by assuming a 6'6" human and performing the calculations from the bottom (rather than the centerline) of each operator's lowest-mounted antenna, as applicable. 4. The potential RF exposure at ground level is assumed to be 100-percent enhanced (increased)via a "perfect"field reflection from the ground itself. The net result of these assumptions is to significantly overstate the calculated RF exposure levels relative to the levels that will actually occur— and the purpose of this conservatism is to allow very"safe-side" conclusions about compliance. The table on the next page provides the results of the MPE% calculations for each operation, with the worst-case (maximum) result highlighted in bold in the last column. 10 Ground MetroPCS AT&T Nextel T-Mobile Verizon Total Dist ft MPE% MPE% MPE% MPE% MPE% MPE% 0 0.0105 0.0499 0.0031 0.0015 0.0313 0.0963 20 0.0021 0.1620 0.0034 0.0334 0.1047 0.3056 40 0.0562 0.1604 0.0211 0.0334 0.0961 0.3672 60 0.2372 0.1836 0.0099 0.0736 0.1160 0.6203 80 0.0443 0.6024 0.1280 0.1089 0.3401 1.2237 100 0.0520 1.0282 0.2166 0.1275 0.5812 2.0055 120 0.0635 0.3339 0.0596 0.0367 0.1934 0.6871 140 0.0364 0.1071 0.0202 0.0463 0.0616 0.2716 160 0.0359 0.4010 0.0807 0.0033 0.2283 0.7492 180 0.0315 0.8096 0.1467 0.1467 0.4678 1.6023 200 0.0214 0.7022 0.1299 0.1392 0.4046 1.3973 220 0.0406 0.3880 0.0790 0.0754 0.2206 0.8036 240 0.0517 0.2028 0.0433 0.0571 0.1144 0.4693 260 0.0397 0.0939 0.0170 0.0779 0.0544 0.2829 280 0.0155 0.0784 0.0068 0.1175 0.0484 0.2666 300 0.0143 0.1422 0.0149 0.1455 0.0868 0.4037 320 0.0225 0.2818 0.0435 0.1345 0.1660 0.6483 340 0.0334 0.2505 0.0387 0.1197 0.1476 0.5899 360 0.0398 0.4143 0.0776 0.0758 0.2383 0.8458 380 0.0381 0.3729 0.0699 0.0682 0.2145 0.7636 400 0.0346 0.5680 0.1177 0.0289 0.3219 1.0711 420 0.0276 0.5163 0.1070 0.0263 0.2926 0.9698 440 0.0192 0.7424 0.1584 0.0380 0.4188 1.3768 460 0.0177 0.6803 0.1451 0.0348 0.3839 1.2618 480 0.0122 0.6258 0.1335 0.0320 0.3530 1.1565 500 0.0112 0.5775 0.1232 0.0295 0.3257 1.0671 As indicated, the conservatively calculated, worst-case calculated result is 2.0055 percent of the FCC MPE limit-well below the 100-percent reference for compliance. A graph of the overall calculation results, shown on the next page, perhaps provides a clearer visual illustration of the relative insignificance of the calculated RF levels. As might be expected with such low calculated RF levels, the line representing the results barely rises above the graph's zero baseline, and shows an obviously clear and consistent margin to the FCC MPE limit. 11 COMPLIANCE ASSESSMENT RESULTS Normalized FCC MPE Limit Total MPE% Results 120 a 100 C 80 IL 60 c m U 40 4- 20 0 0 100 200 300 400 500 Distance(ft) COMPLIANCE CONCLUSION According to the FCC, the MPE limit has been constructed in such a manner that continuous human exposure to RF emissions up to and including 100 percent of the MPE limit is acceptable and safe. As described, the analysis in this case shows that the maximum calculated RF level from the combination of proposed and existing antenna operations at the site is 2.0055 percent of the FCC MPE limit. In other words, the worst-case calculated RF level from all the antennas at the site is more than 49 times below the limit established as safe for continuous human exposure to the RF emissions from antennas. The results of the calculations provide a clear demonstration of compliance with the FCC MPE limit. Moreover, because of the conservative calculation methodology and operational assumptions we applied in the analysis, RF levels actually caused by the antennas will be even less significant than the calculation results here indicate. 12 CERTIFICATION It is the policy of Pinnacle Telecom Group that all FCC RF compliance assessments are reviewed, approved, and signed by the firm's Chief Technical Officer, who certifies as follows: 1. I have read and fully understand the FCC regulations concerning RF safety and the control of human exposure to RF fields (47 CFR 1.1301 et seg). 2. To the best of my knowledge, the statements and information disclosed in this report are true, complete and accurate. 3. The analysis of site RF compliance provided herein is consistent with the applicable FCC regulations, additional guidelines issued by the FCC, and industry practice. 4. The results of the analysis indicate that the antenna emissions at the subject site will be in compliance with the FCC regulations concerning RF exposure. 6/30/11 Danie J. ollins Date Chief Technical Officer Pinnacle Telecom Group, LLC 13 AppENdix A. BAckgROUNd ON THE FCC MPE LIMIT FCC Rules and Regulations As directed by the Telecommunications Act of 1996, the FCC has established limits for maximum continuous human exposure to RF fields. The FCC maximum permissible exposure (MPE) limits represent the consensus of federal agencies and independent experts responsible for RF safety matters. Those agencies include the National Council on Radiation Protection and Measurements (NCRP), the Occupational Safety and Health Administration (OSHA), the National Institute for Occupational Safety and Health (NIOSH), the American National Standards Institute (ANSI), the Environmental Protection Agency (EPA), and the Food and Drug Administration (FDA). In formulating its guidelines, the FCC also considered input from the public and technical community—notably the Institute of Electrical and Electronics Engineers (IEEE). The FCC's RF exposure guidelines are incorporated in Section 1.301 et seq of its Rules and Regulations (47 CFR 1.1301-1.1310). Those guidelines specify MPE limits for both occupational and general population exposure. The specified continuous exposure MPE limits are based on known variation of human body susceptibility in different frequency ranges, and a Specific Absorption Rate (SAR) of 4 watts per kilogram, which is universally considered to accurately represent human capacity to dissipate incident RF energy (in the form of heat). The occupational MPE guidelines incorporate a safety factor of 10 or greater with respect to RF levels known to represent a health hazard, and an additional safety factor of five is applied to the MPE limits for general population exposure. Thus, the general population MPE limit has a built-in safety factor of more than 50. The limits were constructed to appropriately protect humans of both sexes and all ages and sizes and under all conditions — and continuous exposure at levels equal to or below the applicable MPE limits is considered to result in no adverse health effects or even health risk. The reason for two tiers of MPE limits is based on an understanding and assumption that members of the general public are unlikely to have had appropriate RF safety training and may not be aware of the exposures they receive; occupational exposure in controlled environments, on the other hand, is assumed to involve individuals who have had such training, are aware of the exposures, and know how to maintain a safe personal work environment. The FCC's RF exposure limits are expressed in two equivalent forms, using alternative units of field strength (expressed in volts per meter, or V/m), and power density (expressed in milliwatts per square centimeter, or mW/cm2). The table on the next page lists the FCC limits for both occupational and general population exposures, using the mW/cm2 reference, for the different radio frequency ranges. 14 Frequency Range(F) Occupational Exposure General Public Exposure (MHz) (mWlcm2) (mWlcmz) 0.3- 1.34 100 100 1.34- 3.0 100 180/ F2 3.0- 30 900/ F2 180/F2 30- 300 1.0 0.2 300- 1,500 F/300 F/ 1500 1,500 - 100,000 5.0 1.0 The diagram below provides a graphical illustration of both the FCC's occupational and general population MPE limits. Power Density (mW/cm2) 100 Occupational `\ --------- General Public 5.0 1.0 0.2 ----' 14 I I I I I IVI1 0.3 1.34 3.0 30 300 1,500 100,000 Frequency(MHz) Because the FCC's RF exposure limits are frequency-shaped, the exact MPE limits applicable to the instant situation depend on the frequency range used by the systems of interest. 15 The most appropriate method of determining RF compliance is to calculate the RF power density attributable to a particular system and compare that to the MPE limit applicable to the operating frequency in question. The result is usually expressed as a percentage of the MPE limit. For potential exposure from multiple systems, the respective percentages of the MPE limits are added, and the total percentage compared to 100 (percent of the limit). If the result is less than 100, the total exposure is in compliance; if it is more than 100, exposure mitigation measures are necessary to achieve compliance. FCC References 47 CFR, FCC Rules and Regulations, Part 1 (Practice and Procedure), Section 1.1310 (Radiofrequency radiation exposure limits). FCC Second Memorandum Opinion and Order and Notice of Proposed Rulemaking (FCC 97-303), In the Matter of Procedures for Reviewing Requests for Relief From State and Local Regulations Pursuant to Section 332(c)(7)(B)(v) of the Communications Act of 1934 (WT Docket 97-192), Guidelines for Evaluating the Environmental Effects of Radiofrequency Radiation (ET Docket 93-62), and Petition for Rulemaking of the Cellular Telecommunications Industry Association Concerning Amendment of the Commission's Rules to Preempt State and Local Regulation of Commercial Mobile Radio Service Transmitting Facilities, released August 25, 1997. FCC First Memorandum Opinion and Order, ET Docket 93-62, In the Matter of Guidelines for Evaluating the Environmental Effects of Radiofrequency Radiation, released December 24, 1996. FCC Report and Order, ET Docket 93-62, In the Matter of Guidelines for Evaluating the Environmental Effects of Radiofrequency Radiation, released August 1, 1996. FCC Office of Engineering and Technology (OET) Bulletin 65, "Evaluating Compliance with FCC Guidelines for Human Exposure to Radiofrequency Electromagnetic Fields", Edition 97-01, August 1997. FCC Office of Engineering and Technology (OET) Bulletin 56, "Questions and Answers About Biological Effects and Potential Hazards of RF Radiation", edition 4, August 1999. 16 AppENdix"B. SUMMARY OF ExpERT QUALIFICATIONS Daniel J. Collins, Chief Technical Officer, Pinnacle Telecom Group, LLC Synopsis: •39 years of experience in all aspects of wireless system engineering, related regulation, and RF exposure • Has performed or led RF exposure compliance assessments on more than 14,000 antenna sites since the new FCC rules went into effect in 1997 •Has provided testimony as an RF compliance expert more than 1,300 times since 1997 •Accepted as an expert in New York, New Jersey, Connecticut, Pennsylvania and more than 40 other states, as well as by the FCC Education: •B.E.E., City College of New York(Sch. Of Eng.), 1971 •M.B.A., 1982, Fairleigh Dickinson University, 1982 • Bronx High School of Science, 1966 Current Responsibilities: • Leads all PTG staff work involving RF safety and FCC compliance, microwave and satellite system engineering, and consulting on wireless technology and regulation Prior Experience: •Edwards& Kelcey, VP—RF Engineering and Chief Information Technology Officer, 1996-99 • Bellcore, Executive Director—Regulation and Public Policy, 1983-96 •AT&T(Corp. HQ), Director—Spectrum Management Policy and Practice, 1977-83 •AT&T Long Lines, Group Supervisor-Microwave Radio System Design, 1972-77 Specific RF Safety • Involved in RF exposure matters since 1972 Compliance Experience: •Have had lead corporate responsibility for RF safety and compliance at AT&T, Bellcore, Edwards& Kelcey, and PTG •While at AT&T, helped develop the mathematical models later adopted by the FCC for predicting RF exposure •Have been relied on for compliance by all major wireless carriers, as well as by the federal government, several state and local governments, equipment manufacturers, system inte rators, and other consulting I engineering firms Other Background: •Author, Microwave System Engineering(AT&T, 1974) .Co-author and executive editor, A Guide to New Technologies and Services(Bellcore, 1993) •National Spectrum Managers Association (NSMA)—former three-term President and Chairman of the Board of Directors; was founding member, twice-elected Vice President, a long-time member of the Board of Directors, and was named an NSMA Fellow in 1991 •Listed in Who's Who in the Media and Communication and International Who's Who in Information Technology .Published more than 35 articles in industry magazines 17 3 Date: April 29,2011 ®®�� GPD GROUP Cheryl Schultz GPD Group Crown Castle USA Inc. 520 South Main St.; Suite 2531 3530 Toringdon Way; Suite 300 Akron, OH 44311 Charlotte, NC 28277 (330) 572-2137 (704)405-6632 Dccheronis(Q-gpdgroup.com Subject: Structural Analysis Report Carrier Designation: Metro PCS Co-Locate Carrier Site Number: NY 7314 Carrier Site Name: NY 7314 Crown Castle Designation: Crown Castle BU Number: .806579 Crown Castle Site Name: NY Cutchogue 958280 Crown Castle JDE Job Number: 149440 Engineering Firm Designation: GPD Associates Project Number: 2011178.90 Site Data: 21855 Country Rd., Cutchogue, NY 11935, Suffolk County Latitude 410 1'46.57", Longitude-720 29'50.29" 100 Foot-Monopole Tower w/8.5' Extension Dear Ms. Cheryl Schultz, GPD Group is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 413832, in accordance with application 116487, revision 4. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: I-Cl: Structure w/ Existing + Reserved + Proposed Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading,respectively. The analysis has been performed in accordance with the TIA-222-G standard and all local code requirements based upon a wind speed of 120 mph 3-second gust. We at GPD Group appreciate the opportunity of providing our continuing professional services to you and Crown Castle USA Inc. If you have any questions or need further assistance on this or any other projects please give us a call. Respec Ily submitte by: David B. Granger, P.E. New York#: 071387-1 FO 10. Qofi�Ssto �` 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 Akron.Cleveland.Columbus.Marion.Youngstown.Indianapolis.Atlanta.Seattle.Phoenix Crown Castle USA, Inc. April 29, 2011 100 Ft Monopole w/8.5'Extension Tower Structural Analysis CC/BU No 806579 Project Number 2011178.90,Application 116487,Revision 4 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2-Existing and Reserved Antenna and Cable Information Table 3-Design Antenna and Cable Information 3)ANALYSIS PROCEDURE Table 4-Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Table 6-Tower Component Stresses vs. Capacity—LC1 4.1)Recommendations 5) DISCLAIMER OF WARRANTIES 6)APPENDIX A RISATower Output 7)APPENDIX B Base Level Drawing 8)APPENDIX C Additional Calculations RISATower Report-version 5.4.2.0 Crown Castle USA,Inc. April29, 2011 100 Ft Monopole w/8.5'Extension Tower Structural Analysis CC/BU No 806579 Project Number 2011178.90,Application 116487,Revision 4 Page 3 1) INTRODUCTION The existing monopole has 12 sides and is evenly tapered from 36" (flat-flat) at the base to 14.5" (flat-flat)at the top. It has three major sections, connected with slip joints. The tower is painted white and has no tower lighting. The tower was originally designed by EEI in August of 1991 for a wind speed of 80 mph per EIA-222-D. Modifications designed by PJF (Job#: 41704-152, dated 11/30/05) have been installed and were considered in the analysis. They consisted of installing modification plates to the pole shaft and adding anchor rods to the base plate. Modifications designed by GPD (Project #: 2010111.14 Rev. C, dated 8/18/10) have also been installed and were considered in this analysis. They consist of installing modification channels to the pole shaft, removing existing flat plate reinforcement on the pole, installing additional anchor rods to the base plate, and installing a concrete collar to the tower base foundation. The proposed 12' tower extension called out in these drawings was not installed was therefore not considered. The modifications designed by GPD (Project #: 2011111.18, dated 3/30/11) which consist of adding an 8.5' extension to the top of the tower were considered in this analysis. 2)ANALYSIS CRITERIA The rigorous structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 120 mph with no ice, 50 mph with 0.75 inch ice thickness and 60 mph under service loads. Table 1 -Proposed Antenna and Cable Information Center , Number Number deed Mounting Lme , Anten'na - .of Antenna Model of Feed Line Note Level(ft) Elev.ation;Anten Manufacturer (ft) nas; Lines Size(in) _. _...._ + 108 110 . _. 6 Kathretn 800 10504 12:. _._ . _ ... .. ..............................._. ..... 108 1 T Arm Mount TA 702 3 1 3/8 I [ ] 1 Maxrad GPS-TMG-26NMS 30 30 1 Pipe Mount[PM 601-1] 1 1/2 1 Notes: 1) See Appendix B for the proposed coax layout. RISATower Report-version 5.4.2.0 Crown Castle USA, Inc. April29, 2011 100 Ft Monopole w/8.5'Extension Tower Structural Analysis CC/BU No 806579 Project Number 2011178.90,Application 116487,Revision 4 Page 4 Table 2 -Existing and Reserved Antenna and Cable Information Center Number Antenna_Mod Number Feed Mounting .Line Antenna of el of Feed lane Note Level�f) ElevationMarlufacturer. (fo Antennas. Lines Size(in) Antel ADA-85408580CF 104 6 3 Antel ADA-63406380CF 9 718 100 _ - 100 1 Platform Mount[LP 602-1] 1 3/8 1 Comsat RSI A-18A24N-U 1 T-Arm Mount[TA 602-3] 3 Andrew E15S08P80 TMA 90 90 3 Andrew E15S09P94 TMA 24 7/8 6 And TMBXX-6516-R2M r 6 , EMS Wireless f . 12 Scala AP13 850/065D/DT6 1 12 7/8 1 80 82 12 Decibel DB845N65ZAXT 12 7/8 2 80 —',�1 Platform Mount[LP 305-1] 3 Powerwave LGP17205 TMA 6 Powerwave TTAW-0000112-001 TMA E 70 70 3 Kathrein 80010121 12 7/8 I 3 Powerwave 7770.00 3 Powerwave 7250.02 T-Arm Mount[TA 602-3] Notes: 1) SLA loading. 2) Both the existing and SLA loadings were considered. The existing loading was found to control the analysis. Table 3-Design Antenna and Cable Information Center Number Number Feed Mounting tine Antenna of Antenna Model= of Feed Line Level(ff) Elevation Manufacturer Antennas in Les size(in), M . .._ 12.. ALP 9212 jj 100 100 1 AMPS type platform 3 DB560 80 80 2 8'Standard Dishes RISATower Report-version 5.4.2.0 Crown Castle USA, Inc. April29, 2011 100 Ft Monopole w/8.5'Extension Tower Structural Analysis CC/BU No 806579 Project Number 2011178.90,Application 116487,Revision 4 Page 5 3)ANALYSIS PROCEDURE Table 4-Documents Provided Document Remarks Reference Source I Original Tower�Drawings EEI Job#: CSONY257, dated 8/21/91 MDOC ID#642734 Crown DMZ Foundation Drawings Edwards& Kelcey, Inc. Dwg#: 92-8012, DOC ID#260900 Crown DMZ j dated 7/31/91 - Geotechnical Report FDH Project#: 04-1016E, dated 10/12/04OC ID#949960 Crown DMZ _Modification Drawings Drawin s PJF Job#:41704-152, dated 11/30/05 DOC ID#2412725 Crown DMZ g �� GPD Project#:2010111.14 Rev. C, i 1 Modification Drawings DOC ID#2619474 Crown DMZ dated 8/18/10 � + Post Modification GPD Project#:2010111.68, dated 8/26/10 DOC ID#2710931 Crown DMZ Inspection Report ...._............_..... Previous Analysis GPD Project#:2010111.18, dated 3/30/11 DOC ID#2861709 1 Crown DMZ Modification Drawings GPD Project#:2011111.18, dated 3/30/11 DOC ID#2861710 1 Crown DMZ 3.1) Analysis Method RISATower(version 5.4.2.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) When applicable, transmission cables are considered as structural components for calculating wind loads as allowed by TIA-222-G. 5) Mount sizes, weights, and manufacturers are best estimates based on site photos provided and were determined without the benefit of a site visit by GPD. 6) The existing splice plates and end connections for the bent plate pole reinforcement were considered adequate and were not analyzed due to lack of information. Additionally the intermediate bolt connection spacings were assumed due to lack of information. 7) Transition stiffeners at the base of the tower were not considered in this analysis. However,the tower base section was found to be adequate based on the modified reactions due to the installed anchor rod modifications. 8) Additional moment due to tower eccentricity on the modified pad foundation was considered in this analysis. 9) All member connections and foundation steel reinforcing are assumed designed to meet or exceed the load carrying capacity of the connected member and surrounding soils respectively unless otherwise specified in this report. 10) The modification drawings designed by GPD (Project #: 2011111.18, dated 3/30/11) were considered in this analysis and shall be installed prior to the proposed loading. This analysis may be affected if any assumptions are not valid or have been made in error. GPD Associates should be notified to determine the effect on the structural integrity of the tower. RISATower Report-version 5.4.2.0 Crown Castle USA,Inc. April29, 2011 100 Ft Monopole w/8.5'Extension Tower Structural Analysis CC/BU No 806579 Project Number 2011178.90,Application 116487, Revision 4 Page 6 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Section Coirponent Cnbcal SF*P=allow Elevation(ft) Size P(K) - Pass l Fail No. Type_ Element (f� Capacity, L1 108.5-100.5 Pole TP12xl2x0.375 1 0.91 ( 431.40 17.6 Pass i 8 � - . { L2 100.5-100 Pole TP14.5xl2x0.375 2 -0.91 431.40 17.6 Pass L3 100-82.083 Pole TP18.5521x14.5x0.1875 3 -4.85 785.50 87.6 Pass L4 82.083 Pole&Reinf. TP20.5386x18.5521x0.7618 4 -8.85 3326.73 48.8* Pass 70.2338 �� `I -�. L5 70.2338-60.1667 Pole&Reinf. (TP22.9987xl8.4857x0.7477 I- 5 -�e 14.77 3961.50 68.3* Pass l L633.667- I L6 33.7477 Pole&Reinf. TP28.093x22.9987x0.9102 6 -22.50 5583.55 71.9* Pass L7 3330.57 Pole&Reinf. TP29.029lx25.4763x0.9198 7 -25.30 5679.45F72.�: Pass III __ { L8 305 Pole&Reinf. TP32.2955x29.0291x0.9216 8 -32.65 6690.52F79-6- Pass 16.2083 16.2083- L9 Pole&Reinf. TP33.083x32.2955x0.9137 ' 9 -34.11 6901.39 80.6* Pass 12.9583 11 L10 12.9583-9 Pole&Reinf. TP33.943x33.083x1.0422 10 -36.04 7655.02 75.5* Pass 1_11 9-0 Pole&Reinf. TP36x33.943x0.8124 11 39.52 6275.66 96.4 Pass Summary Pole(L3) 96.4 Pass " 7 _ Rating= 96.4 Pass *'See Appendix C for Modified Monopole Capacities Table 6-Tower Component Stresses vs. Capacity-LC1 ...... F ° Notes Component Elevation(ft) /°Capacity Pass l Fail 1 Anchor Rods 66 3% Pass 1 Base Plate 76.2% Pass 1 Base Foundation 69.8% ...... _ 1 Flange Bolts 100' 8.2% Pass 1 Flange Plate 100' F 12.7%. Pass r Structure Rat ing"(maxfrom all°"components)::= 96.4% Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The designs of the modified tower and its modified foundation are sufficient for the proposed loading and do not require further modification. RISATower Report-version 5.4.2.0 Crown Castle USA, Inc. April29,2011 100 Ft Monopole w/8.5'Extension Tower Structural Analysis CCI BU No 806579 Project Number 2011178.90,Application 116487,Revision 4 Page 7 5) DISCLAIMER OF WARRANTIES GPD GROUP 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 GROUP 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 GROUP 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 GROUP 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, 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 GROUP, 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 GROUP 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 GROUP 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 GROUP pursuant to this report will be limited to the total fee received for preparation of this report. RISATower Report-version 5.4.2.0 Crown Castle USA, Inc. April 29, 2011 100 Ft Monopole w/8.5'Extension Tower Structural Analysis CCI BU No 806579 Project Number 2011178.90,Application 116487,Revision 4 Page 8 APPENDIX A RISA TOWER OUTPUT RISATower Report-version 5.4.2.0 ` 108.5ft DESIGNED APPURTENANCE LOADING o o o 1 TYPE ELEVATION TYPE ELEVATION °D c c2 i �i o a 1 j T--Arm Mount[rA 702-31 108 E15SOBP94 190 80010504 w/Mount Pipe 108 E15S09P94 90 o n o l 0 ' y , ! _ ;i 800 10504 w/Mount Pipe 108 Platform Mount[LP 3051] 80 100.5ft o c i Ili 4 i r !(2)800 10504 w/Mount Pipe 108 (4)DB845N65ZAxT w/Mount Pipe 180 i(2)800 10504 w/Mount Pipe 108 (4)DB845N65ZAXT w/Mount Pipe 80 1 i Platform Mount[LP 602-11 100 (4)DB845N657AXT wIMount Pipe 80 12"x 60"Mount Pipe 100 T-Arm Mount[TA 602-3] 170 j 2"x 60"Mount Pipe 100 80010121 w/Mount Pipe 170 2"x 60"Mount Pipe 100 7770.00 w/Mount Pipe 170 1° 1 v 1 1(3)ADA 85408580CF w/Mount Pipe 100 7250.02 w/Mount Pipe c i (3)ADA 85408580CF w/Mount Pipe 100 80010121 w/Mount Pipe '70 1(3)ADA-63406380CF w/Mount Pipe 100 7770.00 w/Mount Pipe 170 1 A-18A24N-U 100 7250.02 w/Mount Pipe j 70 T-Arm Mount[rA 602-3] 90 80010121 w/Mount Pipe 170 82.1 ft - 1(2)TMBXX-6516-R2M w/Mount Pipe 90 7770.00 w/Mount Pipe 170 1(2)TMBXX-6516-R2M w/Mount Pipe 90 7250.02 w/Mount Pipe 70 I(2)TMBXX-6516-R2M w/Mount Pipe 90 LGP17205 70 (2)RR `! -02DP w/mount pipe 90 (2)TTAW-0000112-001 70 m n i (2)RR6S19-02DP w/mount pipe 90 LGP17205 170 v n m c m 1(2)RR65-19-02DP w/mount pipe 90 (2)TTAW-0000112-001 170 E15S08P80 90 LGP17205 170 1 E15S08P80 90 (2)TTAW-0000112-001 70 70.2 ft E15S08P80 90 Pipe Mount[PM 601-1] 30 !:E15S09P94 90 130 N o m MATERIAL STRENGTH m i i GRADE Fy Fu GRADE Fy Fu io 11 A53-B-35 135 ksi 163 ksi I A572-65 165 ksi 80 ksi 60.2 ft TOWER DESIGN NOTES 1. Tower is located in Suffolk County,New York. 2. Tower designed for Exposure C to the TIA-222-G Standard. I 0 3. Tower designed for a 120 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 increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. N o a i 7. Topographic Category 1 with Crest Height of 0.00 ft NN I 1 I 1 I I i I 1 1 m � 337ft c I 30.5 ft © I 1 1 I ALL REACTIONS i I ARE FACTORED AXIAL O! NiCN I 1 62 K I _ 16_2 ft_ SHEAR MOMENT N o j m o 7 K 536 kip-ft 13.0ft TORQUE 0 kip-R N o ! m 50 mph WIND-0.7500 in ICE c 1 9.0 it i -----; AXIAL 40 K N ,raj I O I L m SHEA MOMENT " 41 K 3028 kip-ft o.oft L_.........I TORQUE 3 kip-ft N � 1 REACTIONS-120 mph WIND $ z' n m° ? 3 GPD GroupJob: NY Cutchogue,BU#:806579 y 520 S.Main St.Suite 2531 Project:2011178.90 GPL)6110 rh Akron, OH 44311 Client:Crown CastH Drawn by:cburto Appd' Phone:(330)572-2100 Code: TIA-222-G I Date:04/29/11 scale' NTS FAX: 330 572-2101 Path'N:1P011!2011178190U215AlB08579.en Dwg No.E-1 Feedline Distribution Chart 0'i 108'6" Round _ Flat App In Face __ App Out Face Truss Leg .10850. Face A 108.00 Face B 108.00 Face C .108.50 .......... I 100.50 10050 100.00 100.00 90.00 82,08, 81.50 82.08 80.00 75.50 75.50 1 ........................ M 70.23. 70.00 70.00 5 70.23 w in rn 6.6.25 66.25 O 60.17 i u- O 160.17 92 0 m > 9 CIL Lo U- 33.L5 J 33.75 30.60 . 30.50 30.50 ............ (9 > ai 16.211 >15.50 m15.50 .21 12o96.1 12.96 19-00 8.00 IL P..00 10.00 GPD Group Job:NY Cutchogue,BU#:806579 520 S.Main St.Suite 2531 Project:2011178.90: Drawn by.CbUrto Apr& GI' GROUP Client Akron,OH 44311 Code Crown Castl�I Phone:(330)572-2100 : TIA-222-G Date:04/29/11 Scale: NTS FAX:(330)572-2101 Path:N:%2011%2011178190VUSA%BO6579.ed Dg No.E-7 Job Page wet 1 of 9 RISA'v- NY Cutchogue, BUM 806579 GPD Group Project Date 520 S.Main St.Suite 2531 2011178.90 15:52:17 04/29111 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle cburton FAX.-(330)572-2101 P6W "fi 66t ...... ', There is a pole section. 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 120 mph. Structure Class II. 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. A non-linear(P-delta)analysis wag Used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads,feedline supports,and appurtenance mounts are not considered. 1Pns­,' 3" X Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals 4 Assume Rigid Index Plate 1i Calculate Redundant Bracing Forces Use Moment Magnification 4 Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios 4 Use Clear Spans For YJ_Jr SR Leg Bolts Resist Compression Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice 4 Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz 4 Use Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile 4 Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts hi Member Capacity Autocale Torque Arm Areas Leg Bolts Are At Top Of Section SR Members Have Cut Ends -4 Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add lBC.6D+W Combination Tapered Pole=Section :Geometr Y­ Section Elevation Section Splice Number TOP Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in LI 108.50-100.50 8.00 0.00 Round 12.0000 12.0000 0.3750 A53-13-35 (35 ksi) L2 100.50-100.00 0.50 0.00 Round 12.0000 14.5000 0.3750 A53-B-35 (35 ksi) L3 100.00-82.08 17.92 0.00 12 14.5000 18.5521 0.1875 0.7500 A572-65 Job Page RI► A.Tower NY Cutchogue, BUM 806579 2 of 9 GPD Group Project Date 520 S.Main St.Suite 2531 2011178.90 15:52:17 04/29/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX.-(330)572-2101 cburton Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in (65 ksi) L4 82.08-70.23 11.85 3.16 12 18.5521 20.5386 0.7269 2.9076 A572-65 (65 ksi) L5 70.23-60.17 13.22 0.00 12 18.5555 22.9987 0.7502 3.0008 A572-65 (65 ksi) L6 60.17-33.75 26.42 4.13 12 22.9987 28.0930 0.8909 3.5636 A572-65 (65 ksi) L7 33.75-30.50 7.38 0.00 12 25.5149 29.0291 0.9002 3.6008 A572-65 (65 ksi) L8 30.50-16.21 14.29 0.00 12 29.0291 32.2955 0.8978 3.5912 A572-65 (65 ksi) L9 16.21-12.96 3.25 0.00 12 32.2955 33.0830 0.9036 3.6144 A572-65 (65 ksi) L10 12.96-9.00 3.96 0.00 12 33.0830 33.9430 0.9784 3.9136 A572-65 (65 ksi) Lll 9.00-0.00 9.00 12 33.9430 36.0000 0.7501 3.0004 A572-65 (65 ksi) FeedSLine/Linear Appurtenances Entered As Rmind,;Or Description Sector Component Placement Total Number Start/End Width or Perimeter Weight Type Number Per Row Position Diameter ft in in klf LDF7-50A(1-5/8 FOAM) C Surface Ar 108.00-8.00 1 1 0.000 1.9800 0.00 (CaAa) 0.000 LDF7-50A(1-5/8 FOAM) C Surface Ar 108.00-8.00 11 11 0.000 0.0000 0.00 (CaAa) 0.000 LDF2-50A(3/8 FOAM) C Surface Ar 108.00-8.00 1 1 0.000 0.0000 0.00 (CaAa) 0.000 LDF4-50A(1/2') C Surface Ar 30.00-8.00 1 1 0.000 0.0000 0.00 (CaAa) 0.000 MP3-08 Mod Channel(Rev G) B Surface Af 15.50-8.00 1 1 0.000 7.9300 24.9100 0.00 (CaAa) 0.000 MP3-08 Mod Channel(Rev G) B Surface Af 30.50-15.50 1 1 0.000 7.9300 24.9100 0.00 (CaAa) 0.000 MP3-06 Mod Channel(Rev G) B Surface Af 66.25-30.50 1 1 0.000 6.8900 21.9900 0.00 (CaAa) 0.000 MP3-06 Mod Channel(Rev G) B Surface Af 75.50-72.25 1 1 0.000 6.8900 21.9900 0.00 (CaAa) 0.000 MP3-06 Mod Channel(Rev G) B Surface Af 85.50-75.50 1 1 0.000 6.8900 21.9900 0.00 (CaAa) 0.000 Bridge Stiffeners B Surface Af 72.25-66.25 1 1 0.000 1.2500 32.0000 0.05 (CaAa) 0.000 Bridge Stiffeners B Surface Af 81.50-75.50 1 1 0.000 1.2500 32.0000 0.05 (CaAa) 0.000 Bridge Stiffeners C Surface Af 72.25-66.25 1 1 0.000 1.2500 32.0000 0.05 (CaAa) 0.000 Bridge Stiffeners C Surface Af 81.50-75.50 1 1 0.000 1.2500 32.0000 0.05 (CaAa) 0.000 Job Page �SA trwer NY Cutchogue, BUM 806579 3 of 9 GPD Group Project Date 520 S.Main St.Suite 2531 2011178.90 15:52:17 04/29/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX.-(330)572-2101 cburton y feed;Line/LinearYAppdrtenances: Entered,.As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg t frz klf LDF5-50A(7/8 FOAM) A No Inside Pole 70.00-8.00 12 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 LDF5-50A(7/8 FOAM) B No Inside Pole 100.00-8.00 9 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 LDF2-50A(3/8 FOAM) B No Inside Pole 100.00-8.00 1 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 LDF5-50A(7/8 FOAM) C No Inside Pole 90.00-8.00 24 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 LDF5-50A(7/8 FOAM) C No Inside Pole 80.00-8.00 12 No Ice 0.00 0.00 1/2"Ice 0.00 0.00 1"Ice 0.00 0.00 rr4n Dlscrete�Tower Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Hors Adjustment Front Side Leg Lateral Vert ft o ft ft2 f? K ft ft T-Arm Mount[TA 702-3] C None 0.0000 108.00 No Ice 5.64 5.64 0.34 1/2"Ice 6.55 6.55 0.43 P Ice 7.46 7.46 0.52 80010504 w/Mount Pipe A From Leg 3.46 30.0000 108.00 No Ice 3.94 3.53 0.04 2.00 1/2"Ice 4.55 4.59 0.08 2.00 1"Ice 5.06 5.36 0.12 80010504 w/Mount Pipe A From Leg 3.46 40.0000 108.00 No Ice 3.94 3.53 0.04 2.00 1/2"Ice 4.55 4.59 0.08 2.00 1"Ice 5.06 5.36 0.12 (2)80010504 w/Mount Pipe B From Leg 3.94 10.0000 108.00 No Ice 3.94 3.53 0.04 0.69 1/2"Ice 4.55 4.59 0.08 2.00 1"Ice 5.06 5.36 0.12 (2)800 10504 w/Mount Pipe C From Leg 3.94 10.0000 108.00 No Ice 3.94 3.53 0.04 0.69 1/2"Ice 4.55 4.59 0.08 2.00 1"Ice 5.06 5.36 0.12 Platform Mount[LP 602-1] C None 0.0000 100.00 No Ice 32.03 32.03 1.34 1/2"Ice 38.71 38.71 1.80 1"Ice 45.39 45.39 2.26 2"x 60"Mount Pipe A From 3.80 -18.0000 100.00 No Ice 1.00 1.00 0.03 Centroid-Le -1.24 1/2"Ice 1.39 1.39 0.04 g 0.00 1"Ice 1.70 1.70 0.05 2"x 60"Mount Pipe B From 3.80 -18.0000 100.00 No Ice 1.00 1.00 0.03 Centroid-Le -1.24 1/2"Ice 1.39 1.39 0.04 g 0.00 1"Ice 1.70 1.70 0.05 2"x 60"Mount Pipe C From 3.80 -18.0000 100.00 No Ice 1.00 1.00 0.03 Centroid-Le -1.24 1/2"Ice 1.39 1.39 0.04 g 0.00 1"Ice 1.70 1.70 0.05 (3)ADA-85408580CF w/ A From 3.80 -18.0000 100.00 No Ice 5.41 3.44 0.03 Mount Pipe Centroid-Le -1.24 1/2"lee 5.86 4.04 0.07 9 4.00 1"Ice 6.32 4.66 0.12 Ti,� owed" Job Page �[j T NY Cutchogue, BU#: 806579 4 of 9 GPD Group Project Date 520 S.Main St.Suite 2531 2011178.90 15:52:17 04/29/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX.-(330)572-2101 1 1 cburton Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft o ft fry fi K ft ft (3)ADA-85408580CF w/ B From 3.80 -18.0000 100.00 No Ice 5.41 3.44 0.03 Mount Pipe Centroid-Le -1.24 1/2"Ice 5.86 4.04 0.07 g 4.00 1"Ice 6.32 4.66 0.12 (3)ADA-63406380CF w/ C From 3.80 -18.0000 100.00 No Ice 8.62 4.07 0.06 Mount Pipe Centroid-Le -1.24 1/2"Ice 9.29 4.94 0.11 g 4.00 1"Ice 9.91 5.67 0.18 A-18A24N-U C From 4.00 0.0000 100.00 No Ice 6.57 0.54 0.02 Centroid-Fa 0.00 1/2"Ice 6.91 0.70 0.04 ce 0.00 1"Ice 7.25 0.86 0.06 T-Arm Mount[TA 602-3] C None 0.0000 90.00 No Ice 11.59 11.59 0.77 1/2"Ice 15.44 15.44 0.99 1"Ice 19.29 19.29 1.21 (2)TMBXX-6516-R2M w/ A From Leg 3.46 30.0000 90.00 No Ice 7.56 5.72 0.06 Mount Pipe 2.00 1/2"Ice 8.34 6.92 0.12 0.00 P Ice 9.07 7.97 0.19 (2)TMBXX-6516-R2M w/ B From Leg 3.46 30.0000 90.00 No Ice 7.56 5.72 0.06 Mount Pipe 2.00 1/2"Ice 8.34 6.92 0.12 0.00 1"Ice 9.07 7.97 0.19 (2)TMBXX-6516-R2M w/ C From Leg 3.46 30.0000 90.00 No Ice 7.56 5.72 0.06 Mount Pipe 2.00 1/2"Ice 8.34 6.92 0.12 0.00 1"Ice 9.07 7.97 0.19 (2)RR65-19-02DP w/mount A From Leg 3.46 30.0000 90.00 No Ice 5.87 4.17 0.04 pipe 2.00 1/2"Ice 6.32 5.16 0.08 0.00 1"Ice 6.79 5.96 0.13 (2)RR65-19-02DP w/mount B From Leg 3.46 30.0000 90.00 No Ice 5.87 4.17 0.04 pipe 2.00 1/2"Ice 6.32 5.16 0.08 0.00 1"Ice 6.79 5.96 0.13 (2)RR65-19-02DP w/mount C From Leg 3.46 30.0000 90.00 No Ice 5.87 4.17 0.04 pipe 2.00 1/2"Ice 6.32 5.16 0.08 0.00 1"Ice 6.79 5.96 0.13 E15S08P80 A From Leg 3.46 30.0000 90.00 No Ice 0.23 0.12 0.00 2.00 1/2"Ice 0.30 0.17 0.00 0.00 1"Ice 0.38 0.24 0.01 E15S08P80 B From Leg 3.46 30.0000 90.00 No Ice 0.23 0.12 0.00 2.00 1/2"Ice 0.30 0.17 0.00 0.00 1"Ice 0.38 0.24 0.01 E15S08P80 C From Leg 3.46 30.0000 90.00 No Ice 0.23 0.12 0.00 2.00 1/2"Ice 0.30 0.17 0.00 0.00 1"Ice 0.38 0.24 0.01 E15S09P94 A From Leg 3.46 30.0000 90.00 No Ice 0.66 0.37 0.01 2.00 1/2"Ice 0.78 0.46 0.02 0.00 l"Ice 0.90 0.56 0.03 E15S09P94 B From Leg 3.46 30.0000 90.00 No Ice 0.66 0.37 0.01 2.00 1/2"Ice 0.78 0.46 0.02 0.00 1"Ice 0.90 0.56 0.03 E15S09P94 C From Leg 3.46 30.0000 90.00 No Ice 0.66 0.37 0.01 2.00 1/2"Ice 0.78 0.46 0.02 0.00 1"Ice 0.90 0.56 0.03 Platform Mount[LP 305-11 C None 0.0000 80.00 No Ice 18.01 18.01 1.12 1/2"Ice 23.33 23.33 1.35 1"Ice 28.65 28.65 1.58 (4)DB845N65ZAXT A From 3.46 30.0000 80.00 No Ice 6.31 6.63 0.04 w/Mount Pipe Centroid-Le 2.00 1/2"Ice 6.97 7.80 0.10 g 2.00 1"Ice 7.57 8.69 0.17 (4)DB845N65ZAXT B From 3.46 30.0000 80.00 No Ice 6.31 6.63 0.04 w/Mount Pipe Centroid-Le 2.00 1/2"Ice 6.97 7.80 0.10 9 2.00 1"Ice 7.57 8.69 0.17 Job Page RISA Tower NY Cutchogue, BU#: 806579 5 of 9 GPD Group Project Date 520 S.Main St.Suite 2531 2011178.90 15:52:17 04/29/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX.-(330)572-2101 1 cburton Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Hon Adjustment Front Side Leg Lateral Vert ft o ft fr fi K n f: (4)DB845N65ZAXT C From 3.46 30.0000 80.00 No Ice 6.31 6.63 0.04 w/Mount Pipe Centroid-Le 2.00 1/2"Ice 6.97 7.80 0.10 g 2.00 1"Ice 7.57 8.69 0.17 T-Arm Mount[TA 602-3] C None 0.0000 70.00 No Ice 11.59 11.59 0.77 1/2"Ice 15.44 15.44 0.99 1"Ice 19.29 19.29 1.21 800 10121 w/Mount Pipe A From Leg 3.76 20.0000 70.00 No Ice 5.69 4.60 0.07 1.37 1/2"Ice 6.18 5.34 0.11 0.00 1"Ice 6.67 6.04 0.17 7770.00 w/Mount Pipe A From Leg 3.76 20.0000 70.00 No Ice 6.58 4.94 0.08 1.37 1/2"Ice 7.21 5.86 0.13 0.00 1"Ice 7.80 6.64 0.19 7250.02 w/Mount Pipe A From Leg 3.76 20.0000 70.00 No Ice 4.24 3.32 0.04 1.37 1/2"Ice 4.71 4.30 0.07 0.00 1"Ice 5.17 5.05 0.11 800 10121 w/Mount Pipe B From Leg 4.00 0.0000 70.00 No Ice 5.69 4.60 0.07 0.00 1/2"Ice 6.18 5.34 0.11 0.00 1"Ice 6.67 6.04 0.17 7770.00 w/Mount Pipe B From Leg 4.00 0.0000 70.00 No Ice 6.58 4.94 0.08 0.00 1/2"Ice 7.21 5.86 0.13 0.00 1"Ice 7.80 6.64 0.19 7250.02 w/Mount Pipe B From Leg 4.00 0.0000 70.00 No Ice 4.24 3.32 0.04 0.00 1/2"Ice 4.71 4.30 0.07 0.00 1"Ice 5.17 5.05 0.11 80010121 w/Mount Pipe C From Leg 4.00 0.0000 70.00 No Ice 5.69 4.60 0.07 0.00 1/2"Ice 6.18 5.34 0.11 0.00 1"Ice 6.67 6.04 0.17 7770.00 w/Mount Pipe C From Leg 4.00 0.0000 70.00 No Ice 6.58 4.94 0.08 0.00 1/2"Ice 7.21 5.86 0.13 0.00 1"Ice 7.80 6.64 0.19 7250.02 w/Mount Pipe C From Leg 4.00 0.0000 70.00 No Ice 4.24 3.32 0.04 0.00 1/2"Ice 4.71 4.30 0.07 0.00 1"Ice 5.17 5.05 0.11 LGP17205 A From Leg 3.76 20.0000 70.00 No Ice 1.95 0.50 0.03 1.37 1/2"Ice 2.13 0.62 0.04 0.00 1"Ice 2.33 0.75 0.06 (2)TTAW-0000112-001 A From Leg 3.76 20.0000 70.00 No Ice 0.44 0.15 0.01 1.37 1/2"Ice 0.53 0.21 0.01 0.00 1"Ice 0.63 0.29 0.01 LGP17205 B From Leg 4.00 0.0000 70.00 No Ice 1.95 0.50 0.03 0.00 1/2"Ice 2.13 0.62 0.04 0.00 1"Ice 2.33 0.75 0.06 (2)7rAW-0000112-001 B From Leg 4.00 0.0000 70.00 No Ice 0.44 0.15 0.01 0.00 1/2"Ice 0.53 0.21 0.01 0.00 1"Ice 0.63 0.29 0.01 LGP17205 C From Leg 4.00 0.0000 70.00 No Ice 1.95 0.50 0.03 0.00 1/2"Ice 2.13 0.62 0.04 0.00 1"Ice 2.33 0.75 0.06 (2)TTAW-0000112-001 C From Leg 4.00 0.0000 70.00 No Ice 0.44 0.15 0.01 0.00 1/2"Ice 0.53 0.21 0.01 0.00 1"Ice 0.63 0.29 0.01 Pipe Mount[PM 601-1] A From Leg 0.50 0.0000 30.00 No Ice 3.00 0.90 0.07 0.00 1/2"Ice 3.74 1.12 0.08 0.00 1"Ice 4.48 1.34 0.09 GPS-TMG-26NMS A From Leg 1.00 0.0000 30.00 No Ice 0.16 0.16 0.00 0.00 1/2"Ice 0.21 0.21 0.00 0.00 1"Ice 0.28 0.28 0.01 Job Page SA R Tower NY Cutchogue, BU#: 806579 6 of 9 GPD Group Project Date 520 S.Main St.Suite 2531 2011178.90 15:52:17 04/29/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX.-(330)572-2101 cburton Maxirn;um,Tower Deflections Service Wind x u Section Elevation Hon. Gov. Tilt Twist No. Deflection Load ft in Comb. o ° L1 108.5-100.5 10.882 44 0.9640 0.0044 L2 100.5-100 9.284 44 0.9471 0.0034 L3 100-82.083 9.185 44 0.9460 0.0034 L4 82.083-70.2338 6.041 44 0.6923 0.0012 L5 73.3913-60.1667 4.834 44 0.6307 0.0010 L6 60.1667-33.7477 3.230 44 0.5146 0.0007 L7 37.8773-30.5 1.291 44 0.3130 0.0003 L8 30.5-16.2083 0.840 44 0.2620 0.0002 L9 16.2083-12.9583 0.243 44 0.1386 0.0001 L10 12.9583-9 0.158 44 0.1120 0.0001 Ll 1 9-0 0.077 44 0.0826 0.0001 ?. Critrcaly 010i;tions�and Radius of Curvafiure� xService Wind X Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in o oft 108.00 T-Arm Mount[TA 702-3] 44 10.782 0.9629 0.0043 20746 100.00 Platform Mount[LP 602-1] 44 9.185 0.9460 0.0034 7998 90.00 T-Arm Mount[TA 602-3] 44 7.326 0.8183 0.0021 4232 80.00 Platform Mount[LP 305-1] 44 5.735 0.6720 0.0011 4268 70.00 T-Arm Mount[TA 602-3] 44 4.396 0.6066 0.0009 8542 30.00 Pipe Mount[PM 601-1 1 44 0.813 0.2582 0.0002 6721 ;Maximum Tower Deflections Des 'gn Wind F -�p c Section Elevation Hon. Gov. Tilt Twist No. Deflection Load ft in Comb. ° ° Ll 108.5-100.5 77.291 12 6.8288 0.0326 L2 100.5-100 66.003 12 6.7114 0.0263 L3 100-82.083 65.306 12 6.7035 0.0261 L4 82.083-70.2338 43.030 12 4.9281 0.0113 L5 73.3913-60.1667 34.449 12 4.4910 0.0103 L6 60.1667-33.7477 23.042 12 3.6691 0.0070 L7 37.8773-30.5 9.215 12 2.2345 0.0032 L8 30.5-16.2083 6.001 12 1.8708 0.0025 L9 16.2083-12.9583 1.736 12 0.9898 0.0012 L10 12.9583-9 1.127 12 0.8002 0.0009 Ll 1 9-0 0.551 12 0.5898 0.0007 Critical D`eflection`s and`'Radus of Curvature, Design Wind, ,, Job Page J SAT Tower NY Cutchogue, BUM 806579 7 of 9 GPD Group Project Date 520 S.Main St.Suite 2531 2011178.90 15:52:17 04/29/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX.-(330)572-2101 cburton Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in o oft 108.00 T-Arm Mount[TA 702-3] 12 76.582 6.8213 0.0322 3074 100.00 Platform Mount[LP 602-1] 12 65.306 6.7035 0.0261 1192 90.00 T-Arm Mount[TA 602-3] 12 52.145 5.8142 0.0167 620 80.00 Platform Mount[LP 305-1] 12 40.858 4.7842 0.0110 613 70.00 T-Arm Mount[TA 602-3] 12 31.340 4.3201 0.0097 1216 30.00 Pipe Mount[PM 601-11 12 5.807 1.8440 0.0025 944 h Cornpress�on :Checks n E L X Pole DesignDataP.10y :k 6 Section Elevation Size L L KI1r A P. Ratio No. P. ft ft ft in2 K K V Ll 108.5-100.5 TP12xl2x0.375 8.00 0.00 0.0 13.6954 -0.91 431.40 0.002 (1) L2 100.5-100(2) TP14.5xl2x0.375 0.50 0.00 0.0 13.6954 -0.91 431.40 0.002 L3 100-82.083 TP18.5521x14.50.1875 17.92 0.00 0.0 11.0876 -4.85 785.50 0.006 (3) 1.4 82.083- TP20.5386xl8.552lx0.7269 11.85 0.00 0.0 45.1326 -8.85 3326.73 0.003 70.2338(4) L5 70.2338- TP22.9987xl8.5555x0.7502 13.22 0.00 0.0 53.7445 -14.77 3961.50 0.004 60.1667(5) L6 60.1667- TP28.093x22.9987x0.8909 26.42 0.00 0.0 75.7503 -22.50 5583.55 0.004 33.7477(6) L7 33.7477-30.5 TP29.029lx25.5149x0.9002 7.38 0.00 0.0 77.0513 -25.30 5679.45 0.004 (7) L8 30.5-16.2083 TP32.2955x29.029lx0.8978 14.29 0.00 0.0 90.7681 -32.65 6690.52 0.005 (8) L9 16.2083- TP33.083x32.2955x0.9036 3.25 0.00 0.0 93.6289 -34.11 6901.39 0.005 12.9583(9) L10 12.9583-9 TP33.943x33.083x0.9784 3.96 0.00 0.0 103.853 -36.04 7655.02 0.005 (10) 0 LI 1 9-0(11) TP36x33.943x0.7501 9.00 0.00 0.0 85.1399 -39.52 6275.66 0.006 -Pole,Bend"' Design Data ,. Section Elevation Size M Ratio Mu), �M y Ratio No. M M,ry ft kip ft kip ft W. kip ft kip ft �Mny LI 108.5-100.5 TP12xl2x0.375 23.08 133.07 0.173 0.00 133.07 0.000 (1) L2 100.5-100(2) TP14.5xl2x0.375 23.08 133.07 0.173 0.00 133.07 0.000 L3 100-82.083 TP18.5521xI4.5x0.1875 254.60 293.22 0.868 0.00 293.22 0.000 (3) L4 82.083- TP20.5386x18.5521x0.7269 451.38 1269.35 0.356 0.00 1269.35 0.000 70.2338(4) L5 70.2338- TP22.9987xI8.5555x0.7502 832.37 1750.78 0.475 0.00 1750.78 0.000 60.1667(5) L6 60.1667- TP28.093x22.9987x0.8909 1577.43 2928.69 0.539 0.00 2928.69 0.000 Job Page PUS Tower NY Cutcliogue, BUM 806579 8 of 9 GPD Group Project Date 520 S.Main St.Suite 2531 2011178.90 15:52:17 04/29/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX.-(330)572-2101 cburton Section Elevation Size M,. Ratio M,y WM y Ratio No. M,. My ft kip ft kip ft W M kip ft kip ft Wy 33.7477(6) L7 33.7477-30.5 TP29.0291x25.5149x0.9002 1725.20 2998.49 0.575 0.00 2998.49 0.000 (7) L8 30.5-16.2083 TP32.2955x29.0291x0.8978 2382.57 4193.62 0.568 0.00 4193.62 0.000 (8) L9 16.2083- TP33.08302.29550.9036 2509.39 4435.70 0.566 0.00 4435.70 0.000 12.9583(9) L10 12.9583-9 TP33.943x33.083x0.9784 2665.81 5032.30 0.530 0.00 5032.30 0.000 (10) L11 9-0(11) TP36x33.943x0.7501 3028.49 4447.82 0.681 0.00 4447.82 0.000 5 >k Pole ShearzDes n Data , Section Elevation Size Actual rpV Ratio Actual rpT Ratio No. V. V. T. T. ft K K �V kip ft kip ft �T Ll 108.5-100.5 TP12xl2x0.375 2.82 215.70 0.013 0.24 202.31 0.001 (1) L2 100.5-100(2) TP14.5xl2x0.375 2.85 262.09 0.011 0.24 202.31 0.001 L3 100-82.083 TP18.5521x14.5x0.1875 16.21 392.75 0.041 0.65 594.56 0.001 (3) L4 82.083- TP20.5386x18.5521x0.7269 23.75 1663.36 0.014 0.65 2573.84 0.000 70.2338(4) L5 70.2338- TP22.9987x18.5555x0.7502 31.79 1980.75 0.016 0.54 3550.05 0.000 60.1667(5) L6 60.1667- TP28.093x22.99870.8909 35.38 2791.78 0.013 2.32 5938.47 0.000 33.7477(6) L7 33.7477-30.5 TP29.0291x25.5149x0.9002 36.35 2894.82 0.013 2.32 6080.00 0.000 (7) L8 30.5-16.2083 TP32.2955x29.0291x0.8978 38.81 3345.26 0.012 2.32 8503.33 0.000 (8) L9 16.2083- TP33.08302.29550.9036 39.25 3450.69 0.011 2.31 8994.25 0.000 12.9583(9) L10 12.9583-9 TP33.94303.0830.9784 39.80 3827.51 0.010 2.31 10203.92 0.000 (10) L11 9-0(11) TP3603.943x0.7501 40.85 3137.83 0.013 2.31 9018.83 0.000 Pole Interact on:Desi n:.Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M M,ry V. T. Stress Stress f 5W 404 WM6 �V �T Ratio Ratio Ll 108.5-100.5 0.002 0.173 0.000 0.013 0.001 0.176 1.000 4 8 2 (1) , L2 100.5-100(2) 0.002 0.173 0.000 0.011 0.001 0.176 1.000 4 8 2 ' V 1.3 100-82.083 0.006 0.868 0.000 0.041 0.001 0.876 1.000 4 8 2 (3) c� Job Page SATower NY Cutchogue, BU#: 806579 9 of 9 GPD Group Project Date 520 S.Main St.Suite 2531 2011178.90 15:52:17 04/29/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX.-(330)572-2101 cburton :Section Capacity Tabie Section Elevation Component Size Critical P OP.,/.. % Pass No. ./t Type Element K K Capacity Fail Ll 108.5-100.5 Pole TP12xl2x0.375 1 -0.91 431.40 17.6 Pass L2 100.5-100 Pole TP14.5xl2x0.375 2 -0.91 431.40 17.6 Pass L3 100-82.083 Pole TP18.5521x14.50.1875 3 -4.85 785.50 87.6 Pass L4 82.083-70.2338 Pole TP20.5386x18.5521xo.7269 4 -8.85 3326.73 * Pass L5 70.2338- Pole TP22.9987x18.5555x0.7502 5 -14.77 3961.50 * Pass 60.1667 L6 60.1667- Pole TP28.093x22.99870.8909 6 -22.50 5583.55 * Pass 33.7477 L7 33.7477-30.5 Pole TP29.029Ix25.5149x0.9002 7 -25.30 5679.45 * Pass L8 30.5-16.2083 Pole TP32.2955x29.029Ix0.8978 8 -32.65 6690.52 * Pass L9 16.2083- Pole TP33.083x32.2955x0.9036 9 -34.11 6901.39 * Pass 12.9583 L10 12.9583-9 Pole TP33.94303.0830.9784 10 -36.04 7655.02 * Pass Ll l 9-0 Pole TP36x33.943x0.7501 11 -39.52 6275.66 * Pass Summary Pole(1,3) 87.6 Pass RATING= 87.6 Pass *See Appendix C for Modified Monopole Calculations. Program Version 5.4.2.0-6/17/2010 File:N:/20 1 1/20 1 1 1 78/90/RISA/806579.eri Crown Castle USA,Inc. April29,2011 100 Ft Monopole w/8.5'Extension Tower Structural Analysis CC/BU No 806579 Project Number 2011178.90,Application 116487,Revision 4 Page 9 APPENDIX B BASE LEVEL DRAWING RISATower Report-version 5.4.2.0 PROPOS ONSEALLED) ®•®e®�� 12 5%B•To 108 FT LEVEL (12)7/6'To 70 Ft LEVEL •®®�® i)31 TO 108 Fr LEVEL (1) 1/2'TO 30 FT LEVEL ()7/6-TO 80 FT LEVEL ®•/ �� `�\ \\ ((12)7/e•TO 60 Fr LEVEL ®�I• / \ 1 ®•� 4 D 1 N � (INSTALLED) •®�•® / (S)7/6•TO 100 Fr LEVEL (24)7/6•TO 60 Fr LEVEL .®�® _— 1)3/6'TO 100 Fr LEVEL 0 1 2 3Fr 0"'41M'""t8°°670 109M"D C°4`U"n LEGEND: FEEDLINES ® SOLD) BLUE CIRCLE DENOTES EXISTIIIG FEEDLTNE O OPEN RED CIRCLE DENOTES PROPOSED FEEDLINE X BLUR •X' DENOTES LOCATION NOT GIVEN SCALE : NOTE ASSUME FEEDUNE ATTACHMENT HEIGHT TO TOWER STEEL AT 8—FEET ABOVE FINISHED GRADE UNLESS OTHERWISE SPECIFIED BASE LEVEL DRAWING 1 Crown Castle USA,Inc. April 29, 2011 100 Ft Monopole w/8.5'Extension Tower Structural Analysis CCI BU No 806579 Project Number 2011178.90,Application 116487,Revision 4 Page 10 APPENDIX C ADDITIONAL CALCULATIONS RISATower Report-version 5.4.2.0 Reinforced Monopole Analysis A NY Cutchogue BU:806579 UIIA OCIATIL51 2011178.90 Code= TIA-222-G-2' AISF= 1 Max Capacity-- 1 05 X31 , #of Sides L e >,< 5a!».. 4uandly �. ,�SecSlgFi E€e atlgR(t£3` Pole-F3at n):`wal!£=jir[} _CdhWS-44,,pY,-Klement(k ttj ;'-fit MP30-6_- 73Z,787 20.5386 -- •0.1875-��.• _65 0.8 ,':'18 ;.451.38 8;65 ' 23.75 -.._a:0.65 -'-0.7269:.2 37.0% 48.8% Pass MP30 6 3,.�. i�•. ��t 6.: 60, 667 22.9987 0.2812a 65 0.8= = 1$ 832.37' 314.7Z. 31 79- ::"`�0,54 - 0.7502 "'_ 48.0% 68.3% Pass Plate 9x0 75 3 L6 3Z873 - 28.093• - 0 28123",� 65 0.8 18` 1577:43 22 5 35 38 2.32 0 89D9 r,;; 53.4% 69.6% Pass MP30-6 3 . • Lfi 37.8773 28:093 A.28125n`r 65' D.8 18' ? 1577A3 -22 5`. :35.38 . 2.32> ,0.8909= 53.4% 71.9% Pass Plate-9x0 76 31 L7 '30:5 r29 0291 a f 0.3125;;i- - 65 08 -AV 1725 2 25.3 �•,�35.35 2 32 0 900Z. 52.7% 70.5% Pass -,NIP30 8 3 L7 ` :' s305 29 0291,;r"0.3125 65 0.8,,M,, ': --_18 `- - 1725 2, >.,, 25 3 .+36 35 __�: 2 32 0.90D2'` 52.7% 72.6% Pass Plate 9x0.75 3 ' LS 16.2'083 32 2955 .= D.3125 65 ,J 0 8 18 2382 57 ",32 65 38 81 2 32 0.8978 60.6% 78.2% Pass MP O-8- ; ' -3 �E 8's`" 162083 32.2955 0.3125„ 65.,,.,,E, .0.8'-` 18 .., ./2382.57 .=132.65 38.81 ., .a.2 32 0.897$- 60.6% 79.6% Pass Plate•9x0 75 3 t9, 12.9583 33.0383,, 0 3125 g 65 0 8 18 2509 39 34 11 39 25 2.31, 0 9036 59.0% 78.2% Pass P30 8 .3 '.•L9 12,9583 33 0383'° 0.3125-`".` 35-- ,_0.8,< -, -•18 2509.39;,; 3411 „4,..39 25, 2.31 0.9036^: 59.0% 80.6% Pass Plate 9x0 75 3 L10; 9 33.943 0.3125 65 0 8 18 ;2665 81 36 04 39 8 2 3i 0.9784 64.1% 65.5% Pass MP30 8 3 L10�, 9, 33 943 0.3125a` ,65,,- _ 0 8- ' 18 2665.81.._."`_3604 f .39.8 ., 231 09784,`� 64.1% 75.5% Pass „Plate'9x0 75; 3 LIV 0 36 0 3125 65 3028 49 39 52 40 85. 2 31 0 75Da' 78.4% 81.6% Pass MP308_ �.3,,,w, L7.1.:.e. d 36 03125,;;,�, 65 ._.0.8_. 18 ... 3028.49, r-3952_ ..'40.85. .,-.2.31 03501 78.4% 96.4% Pass GPD Modified Monopole Analysis-V1.00 520 South Main Street•Suite 2531*Akron,Ohio 44311•PHONE 330-572-2100•FAX 330-572-2101 GPD GROUP Job 2011178.90 Calculated By CB date 4/29/2011 Engineers•Architects*Planners Sheet No__J—_Of 1 Checked By DJP date 4/29/2011 GPD GROUP ANCHOR ROD TRANSFORMATION(Rev.G) Moment from RISA(M)_ 3028 kip-ft Axial from RISA(A)= 40=kip Shear from RISA(V) Kip Existing Bolt Diameter 2 25in. Distance from neutral axis(d) 22 in.(determined in CAD) Existing Bolt Area(Aej= 3 98€in? Fy 75 ksi Number Existing Bolts(nE) 8, Fu T 100 ksi Modified Bolt 1 Diameter N 2.01 in.* Distance from neutral axis d 32 S€in.(determined in CAD ( ) ( ) ) Modified Bolt Area(A_d) V 317 in.l Fy 127 ksi Number Modified Bolts(nM) 4 Fu 150�ksi Modified Bolt(2)Diameter 2179 in Distance from neutral axis(d) 2b 385 in.(determined in CAD) 1.Modified Bolt Area(Ames) in Fy 127 ksi Number Modified Bolts(nM) 4j Fu t 150 ksi •Taken from DSI Spec Sheet Im�gt1 l `t960810<in•' (Combined M01 of existing and post installed rods determined in CAD,Existing&Modified(2)Anchor Rod Capacity Controlling) Imag2>— ^} 17576 89 in° (Combined Mol of existing and post installed rods determined in CAD,Modified(1)Anchor Rod Capacity Controlling) f.= 169.95 kips (M*(d)*Ae%)/I,e„ill))+V/((nE+nM1+nM2)•.333) (Mod 1)fmod= 164.28kips (M*(d)*Amedill)/ltotal(2))+V/((nE+nM1+nM2)*.333) (Mod 2)fmod= 306.44 kips (M*(d)*Amedl2l)/Itetail2l)+V/((nE+nM1+nM2)*.333) Axex 2.31 kips A*(A.)/(Aa%nE+nAmedll)'nMllt+nE+nAmodt2j nMl2i) (Mod 1)Axmad= 1.84 kips A*(nAmod(t))H(A.*nE+nAmodlit*nMl2l+nE+nAmodl2l*nM121) (Mod 2)Axmod= 3.54 kips A*(nAmedl2l)//(Ae*nE+nAmod(,)*nMlli+nE+nAmodl2l*nM(2)) Total= 40.00 kips Maximum compressive force in existing rods= 172.26 kips(fe%+Axex) Maximum compressive force in modification(1)rods= 166.12 kips(fined+Axmod) Maximum compressive force in modification(2)rods= 309.98 kips(fmcd+Axmed) Ultimate Axial Strength:Existing Rods(fteX)= kips Ultimate Axial Strength:Modification(1)Rods(ft,,,od)= 309.60 kips Ultimate Axial Strength:Modification(2)Rods(ftmod)= 592,901 kips(based on pull test load of 502 kips referenced in PMI by GPD dated 8/26/10) Modification Rod(1)Rating= 53.1% Modification Rod(2)Rating= 51.7% Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /G Assumptions: 1)Rod groups at corners. Total#rods divisible by 4. Maximum total#of rods=48(12 per Comer). 2)Rod Spacing=Straight Center-to-Center distance between any(2)adjacent rods(same corner) 3)Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod Diameter) Site Data Base Reactions BUM 806579 TIA Revision. Site Name: NY Cutchogue Factored Moment,Mu: .. 1152;; ft-kips App#: 116487 Rev 4 Factored Axial Pu :' 40: :.: kips Anchor Rod Data Factored Shear,Vu: .° : 41: kips Eta Factor, n 0.5 TIA G(Fig.4-4) *Reactions have been modified due to modifications Qty $.-: Diam: 225_.'-- in Anchor Rod Results Rod Material: - A615-J TIA G-->Max Rod (Cu+Vu/n): 172.3 Kips Yield, Fy. 751 ksi Axial Design Strength, (D*Fu*Anet: 260.0 Kips Strength, Fu: 100 ksi Anchor Rod Stress Ratio: 66.3% Pass Bolt Circle. Plate Data Base Plate Results Flexural Check PL Ref. Data W=Side: in Base Plate Stress: 41.2 ksi Yield Line(in): Thick: Z1,251 in PL Design Bending Strength, VFy: 54.0 ksi 23.40 Grade 60 ksi Base Plate Stress Ratio: 76.2% Pass Max PL Length: Clip Distance 6 in 23.40 NIA-Unstiffened Stiffener Data Welding at both sides) Stiffener Results Configuration: Unstiffened Horizontal Weld : N/A Weld Type: Fillet ** Vertical Weld: N/A .._.___..._::____._.._...... Groove Depth. 0.375 <--Disregard Plate Flex+Shear,fb/Fb+(fv/Fv)^2: N/A Groove Angle 45 <—Disregard Plate Tension+Shear,ft/Ft+(fv/Fv)^2: N/A Fillet H.Weld: 03125 in Plate Comp. (AISC Bracket): N/A Fillet V.Weld 03125 in Pole Results Width: :'S." in Pole Punching Shear Check: N/A Height __ 24 ' In Max PL Length Thick. 0 75 : in 'reld Line Notch: 0.5 in a Anchors st st at corner= t= BASE PL Grade �50 ksi oty/4 THICKNESS Weld str.. � 7Q ksi H_ Anchor, Typ. STIFFENED CONFIGURATION Clear Space j ASSUMED IN TOOL G Q I B.C. between 6 in Stiffeners at B.C. �( '` rinput Clear Space 'a at B.C. for Single `'• (Anchor Case I so 4 Pole Data oq Pole w/ DIAM = D Diam: 36. in RF Anchor Spacing Some As Thick: 03125 in Stiffener Spacing, 1 Except for Sianle Corner Grade. 65.._, ksi Anchor (Input Clear Space) #of Sides: . =12 "0"IF Round **Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.4-Square Base F-G 1.1, Effective April 4,2011 Analysis date:4/29/2011 Anchor Rod Layout �2.01 2.7 �2.25 t 22.0000 26.3850 25.7500 O 23.5000-----Q � o 0 o 520 South Main Street.Suite 2531.Akron,Ohio 4431 I Phone 330-572 2100 Fax 330.572-2101 �~ GPD ASSOCIATES Engineers.Architects.Planners Job ��fg���.! Calculated By: Date: Sheet No. ( Of Checked By: I Date: -------------- ✓1G�1 rtr 1��5 75 74,k I h4 CA 0 (3ou) ex��rr (Llo� (3t.�1� _ I ,. kt ' 4,ao-�"5 Reinforced Monopole Analysis NY Cutchogue BU:806579 G n kiJr Alta.2011178.90 Code= .TlA-222-G-2 AISF= 1 Max Capacity 1 05 Tower base considering modified reactions #of Sides Ail2, .,., Transition Stiffeners not considered. :.Reacoo put a, e„pge'atio"ii`,. "1;€evaao i.(tc�. P'otB;F' ;is"t'�ipi : Wall ton),;,..Fy,t�elfh . AK Cann, rG 0n) m—ent(k-t)1, Axial(k) iSnear(k) 7«sToii#k tt} �Ei�i tvaienttt�?. ._. "� .3Ta"fj}tq�irant..�.F„�as1F."`'.air'.: Stiapa, �f.3u�t t1r>„'�Ia Na _ t 11,g 0'. 36 0 3125,:<<,r 65' s1352.5.' ;_'18 5 "18 J 2 31 _ ' nla 78.7% Na Pass GPD Modified Monopole Analysis-V1.00 Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G Reactions Bolt Threads: Site Data Mu `30.6- -ft-kips X-Excluded BU#: 806579 Axial, Pu: kips (pVn=(p 0.55*Ab*Fu Site Name: NY Cutchogue Shear,Vu: 2;85 kips cp=0.75,cp*Vn (kips): App#: 116487 Rev 4 Elevation: 100 feet 40.50 *Reaction have been modified Pole Manufacturer: Other if Nd.stiffeners,Criteria: TIA G;_ -Only Applcable to Unstiffened Cases Flange Bolt Results Non-Rigid Bolt Data Bolt Tension Capacity,cp*Tn,B1: 56.81 kips 9*Tn Qty: 12` Adjusted cp*Tn (due to Vu=Vu/Qty), B: 56.81 kips cpTn[(1-(vu1pvn)^2]^0.5 Diameter(in.): 1 Bolt Fu: 125 Max Bolt directly applied Tu: 4.68 Kips Bolt Material: Other Bolt Fy: 105 Min. PL"tc"for B cap.w/o Pry: 2.806 in Strength (Fu): 125 ksi Min PL"treg"for actual T w/Pry: 0.625 in Yield (Fy): " ° 105 ksi Min PL 11"for actual T w/o Pry: 0.805 in Circle in. :r7M T allowable with Prying: 29.98 kips 0:5a'51 case Prying Force,q: 0.00 kips Plate Data Total Bolt Tension=Tu+q: 4.68 kips Diam: 285 in Prying Bolt Stress Ratio=(Tu+q)/(B): 8.2% Pass Thick,t: 1.75 in Grade(Fy): 50! ksi Exterior Flange Plate Results Flexural Check Non-Rigid Strength, Fu: 65 ksi Compression Side Plate Stress: 4.7 ksi TIA G Single-Rod B-eff: 3.14 in Allowable Plate Stress: 45.0 ksi WFy Compression Plate Stress Ratio: 10.4% Pas Comp.Y.L.Length: Stiffener Data(Welding at Both Sides) No Prying 22.78 Config: O. * Tension Side Stress Ratio, (treq/t)^2: 12.7% Pass Weld Type: Fillet- Groove Depth: 0.25 <--Disregard n/a Groove Angle: 45' <_Disregard Stiffener Results Fillet H.Weld: 0.31,25 _' in Horizontal Weld : n/a Fillet V.Weld: ' 0.3125 in Vertical Weld: n/a Width: 3.;�. in Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Height: 18'i in Plate Tension+Shear,ft/Ft+(fv/Fv)^2: n/a Thick: 0.75. in Plate Comp. (AISC Bracket): n/a Notch: 0.5 in Pole Results Grade: 36:_ ksi Pole Punching Shear Check: n/a Weld strT7770_ ksi Pole Data......... ` Diam: 12; in Thick: 0.375° in Grade: 35 ksi #Of Sides: 0 T"IF Round Fu . 60 ksi 3 . Y •.: . Reinf.Fillet Weld 0. �0°If NOne .. � V r 0=none,1 =every bolt,2=every 2 bolts,3=2 per bolt "Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.4-Ext Flange G 1.3, Effective April 4,2011 Analysis Date:4/29/2011 Stiffened or Unstiffened, Exterior Flange Plate -Any Bolt Material TIA Rev G Reactions Bolt Threads: Site Data Mu ,2 " 30.6 ft-kips X-Excluded BU#: 806579 Axial, Pu: 0,92, kips (pVn=(p 0.55*Ab*Fu Site Name: NY Cutchogue Shear,Vu: 2.85:- kips (p=0.75, (p*Vn (kips): App#: 116487 Rev 4 Elevation: 100 . feet 40.50 *Reaction have been modified Pole Manufacturer "; Other" If No stiffeners,Critena." 7,77 G - <-OnlyApplcable to Unstiffened Cases Flange Bolt Results Non-Rigid Bolt Data Bolt Tension Capacity, T*Tn,B1: 56.81 kips (p*Tn Qty: 12 " Adjusted(p*Tn(due to Vu=Vu/Qty), B: 56.81 kips gTni(1-(Vu/(pvn)^21^0.5 Diameter(in.): 1 Bolt Fu: 125 Max Bolt directly applied Tu: 4.68 Kips Bolt Material: Other Bolt Fy: 105 Min. PL"tc"for B cap.w/o Pry: 2.289 in Strength (Fu): _".,",125 ksi Min PL"trea"for actual T w/Pry: 0.501 in Yield (Fy): .105', ksi Min PL"t1"for actual T w/o Pry: 0.657 in Circle in. :1775.75 T allowable with Prying: 33.08 kips 0:5a'51 case Prying Force,q: 0.00 kips Plate Data Total Bolt Tension=Tu+q: 4.68 kips Diam: 28:5 in Prying Bolt Stress Ratio=(Tu+q)/(B): 8.2% Pass Thick,t: "'," 1.5 in Grade(Fy): 50 ksi Exterior Flange Plate Results Flexural Check Non-Rigid Strength, Fu: 65! ksi Compression Side Plate Stress: 5.1 ksi TIA G Single-Rod B-eff: 3.89 in Allowable Plate Stress: 45.0 ksi cp*Fy Compression Plate Stress Ratio: 11.4% Pas., Comp.Y.L.Length: Stiffener Data Welding at Both Sides) No Prying 21.28 Config: " > 0 ! * Tension Side Stress Ratio, (treq/t)^2: 11.1% Fuss Weld Type: Fillet_, Groove Depth: 0.25 " <--Disregard n/a Groove Angle: 45. . " <--Disregard Stiffener Results Fillet H.Weld: : 0.3125 `in Horizontal Weld : n/a Fillet V.Weld: 0.3125 in Vertical Weld: n/a Width: 3 in Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Height: 18 in Plate Tension+Shear,fUFt+(fv/Fv)^2: n/a Thick: 0.75 " in Plate Comp. (AISC Bracket): n/a Notch: 0.5:_ in Pole Results Grade: " 36 ksl Pole Punching Shear Check: n/a Weld str.: 70 _ ksi Pole Data Diam: 14.5 in ? Thick: 0.1875 in Grade: 65 ksi ' i g � #of Sides: 12 °o°IF Round ` j. Fu 80' ' ksi V "A Reinf.Fillet Weld 0 °0"if None 3 *0=none,1=every bolt,2=every 2 bolts,3=2 per bolt **Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.4-Ext Flange G 1.3,Effective April 4,2011 Analysis Date:4/29/2011 Reactions-100' Quantity of Bolts= 9 Moment 23.08 k-ft Axial 0.91 k Flange at 100'-Bolt Forces Label Member Size D from Centroid(in) Quantity Lu(in) Area(in ) Pl* Tension(Kips) Compresion(Kips) Pl Bolt 1 00' 12 88 1„'00 1 z00 0?9 12 88 4 68 4 88 Pz Bolt 1 A0 _ 11.15 4A0 c 1 00 : 0 79 3g 63 4 04 5 4 24 P3 Bolt 1.00 6.44 2 00 1 AE} 0?9 6 44 2.29 2 49 Pa Bolt r: I.00' 0:00 200 ' 1.00: 0;79 0 00 010 0.1b (Bearing and Stability Checks) Tool for TIA Rev F or G -Any application NP, SST, GT) Monopole Base Reaction Forces Site Data TIA Revision: G'' <-Pull Down BUM 806579 Factored DL Axial, PDu: 40: kips Site Name: NYCutchogue 958280 Factored WL Axial, PWu: . 0: kips App#: 116487 Rev 4 Factored WL Shear,Vu: 41 kips Factored WL Moment, Mu: `.3098 T,,..ft-kips Loads Alread Factored Load Factor Shaft Factored Loads For P DL) 1':2 <-Disregard 1.00 1.2D+1.6W,Pu: 40 kips For P,V,and M = 0.90 0.9D+1.6W,Pu: 30 kips 135 <-Disregard (WL) Vu: 41 kips 1.00 Mu: 3098.7 ft-kips Pad&Pier Data *Moment increased to account for pier eccentricity Base PL Dist.Above Pier: 3 .:' in 1.2D+1.6W Load Combination Bearino Results: Pier Dist.Above Grade: 24 in (No Soil Wedges) 703.14 P1="1.2p+1sW" Pad Bearing Depth, D: 10 ? ft Reaction+Conc+Soil (Kips) Pad Thickness T 4 ft Factored 1.6W"Overturning 2883.73 ft-kips Pad Width=Length,L 20 5 ft Moment(MW-Msoiq,M1 Pier Cross Section Shape: Rourid'� -Pull Down Enter Pier Diameter. 6 ft Orthogonal Direction: Concrete Density: 150.0;. pcf Pier Cross Section Area: 28.27 ft12 eccl =M1/P1 = 4.10 ft Pier Height: 8.00 ft Orthogonal qu= 3.01 ksf Soil above ad Height: 6.00 ift qu/(�*qn Ratio= 40.16% Pass Soil Parameters Diagonal Direction: Effective Unit Weight,y: . 113..3= 'pcf Ultimate Bearing Capacity,qn. , 10.00 i ksf ecc2=(0.707M1)/P1 = 2.90 ft Strength Reduct.factor,4): ` �';" 0.75 Diagonal qu= 4.60 ksf Angle of Friction,m: O.Q'- degrees qu/4)*qn Ratio= 61.35% Pass Undrained Shear Strength,Cu: 2.50! ksf Allowable Bearing:�*qn: 7.50 ksf „Run u�' <-Press Upon Completing All Input Passive Pres. Coeff., Kp 1.00 Overturning Stability Check Forces/Moments due to Wind and Lateral Soil 0.9D+1.6W Load Combination,Bearing Results: Factored Pad Passive Force: 484.3 kips Pad Force Location Above D: 1.97 ft (w/Soil Wedges) 527.35 P2="0.9D+1.6W" (Passive Pressure Moment): 717.22 ft-kips Reaction+Conc+Soil (Kips) Factored O.T.M(WL),1.6W": 3601.0 ft-kips Factored OT(MW-Msoil), M1 2883.73 ft-kips Factored"1.6W"Overturning Moment(MW-Msoil)-0.9(M of 1369.68 ft-kips Wedge+M of Cohesion),M2 Resistance due to Foundation Gravity Soil Wedge Projection grade,a: 0.00 ft Sum of Soil Wedges Wt: 0.00 kips Orthogonal ecc3=M2/P2= 2.60 ft Soil Wedges ecc,K1: 0.00 ft Ortho Non Bearing Length,NBL= 15.31 ft Ftg+Soil above Pad wt: 552.6 kips Orthogonal qu= 1.89 ksf Unfactored(Total ftg-soil Wt): 552.61 ki s Diagonal qu= 2.63 ksf 1.2D. No Soil Wedges. 703.14 kips 0.9D. With Soil Wedges 527.35 kips Max Reaction Moment(ft-kips)so that qu=T*qn = 100% Capacity Rating Resistance due to Cohesion Vertical Actual M: 3098.70 (�*(1/2*Cu)(Total Vert.Planes)j 275.79 Ikips M Orthogonal: 6076.11 51.00% Pass Cohesion Force Eccentricity,K21 6.10 1ft M Diagonal: 5627.54 55.06% Pass "Baring/Stability Pier Square Pad"Tool, BSPSQP,Version 2.0-Effective 05/03/2010 Analysis Date:4/29/2011 Monopole or Self Support Pad Foundation Reinforcing NYCutchogue BU:806579 2011178.90 GPD GROUP Analysis Code 3.. ,G Overall Capacity 69.8% 0 i Axial Force i' ',_40 k Pad Geometry&Reinforcing a erwmn—y," Pad Length ' 38ft ' Pad Width ",MS8ift Pad Thickness Pad RebarSize k8j Pad Rebar Quantity - :28i Clear Cover f< 3i5Iksi RebarFy 60lksl Pier5hape Round; Pier Diameter 61ft Bearing Calculation Max Orth.Bearing Pressure 9 OI ksf Edge of Pad to Pier Face 8 5 ft Non-Bearing Length(for eccl) �: .. 8,2 ft -� Reinforcing Calculations ' l Minimum Reinforcement Check A,Min= 1.78 in'/ft m; Total A,= 0.79 in'/ft 41 _ :....'... .... .._....._. NG Punching Shear_ 4)(Shear)= T; 0.75 ease er Pnaroa«F'�ce V„= 40.00 k 0.= 2890.62 k As min forshrinkage not met-However,(4/3)As(recp)<As,therefore reinforcing considered. Shear Capacity 1.4% OR Pad Flexure ¢(Tension)= M� 108.74 k-ft (MK 155.84 k-ft Moment Capacity 69.8% OR Beam Shear VU 196.14 k dtV„= 984.81 k Shear Capacity 19.9% OK Plain Concrete Interaction Moment Capacity 147.3% 0V, Shear Ca pa city 48.8% OK 'Original foundation rebar only considered. ~ a I 520 South Main Street.Suite 2531.Akron,Ohio 44311 Phone 330-572-2100 Fax 330-572 2101 �-1 GPD ASSOCIATES Engineers.Architects.Planners Job U[l rq q. Calculated By: Cam, Date: Sheet No. Date: F , Of Checked By: `� 4A 41 Fy 2- Na V ( ,;D1s�)(i� APPROVALS I�►TAOL DESIGN" RF ENGINEER DATE G R O U P a ARC HITECTU RE metroPCS .) CONSTRUCTION DATE ENGINEERING P. O. BOX 3 HAZLET, NEW JERSEY 07730 Wireless for All TEL: 732.817. 33 APP OV AS NOTED FAX: 7 3 2.8 4 7.4 3 3 5 E0 '/END DAT � IS.P.# SI — " Lou Moglino,AIA Robert W.Toms,P.E. O RV NJ #Al 13345 NJ-#STRUCTURALE362 9 FEE`s1NLER NOTIFY _ / NY-#028992-1 CT-#22375 7 75384 BUILDING 81 P AM TO 4PM FOR THE a 5 5 C O U N T I ROAD O E) PA-#061412 FOLLOWING INSPECTIONS: 04/26/12 RE-155ZD FOR FILING JE9 PMo 1. FOUNDATION-TWO REQUIRED T FOR POURED CONCRETE A 05/15/11 RE-155UED FOR FILING MJt PMo / _ _.. . _--< _..x;- a x, AS o5/10/11 RE-I550 FOR(,16R6TI% DGa BTo STRAPPING;ELECTRICAL&CAULKING 3.. INSULATION p. s .; ,. :• y 051 o s u SECTION: 096 BLOCK: I LOT: 141.1 � /9/I I S ED FOR FILING DGa PMo 4.. FINAL-:CON TRU ION&ELECTRICAL �^ ^, ZONE:LI-LIGHT INDU5TRIAL "'SPTQ FF+ .O, �t .' OI/22/10 RE 155 FOR GDISTRUGTION DGa PMo ..ALL CONSTRUCTI N ;. ;a, , - . z R u o sHALL THE r CPE N.RE IRE PRO�EGT INFORMATION: REVISION �S REQUIRE®.'.., >` •' ` �.s �`...' +t�, .:,,_ ,7;ti''abn REV. DATE RAT, GBKD. REQUIREMENT F DESCRIPTION BY BY S O THE'CODES EW SITE ADDRESS: 21WS COUNTY ROAD 48 YOT a,b SEAL RK STATE., NOT RESPONSIBLE-FOR u ' CUTCHOGUE,NY IIg55 'DESIGN OR CONSTRUCTION t W ? o .` � rs� 5' �� A EXISTING STRUCTURE ERRORS'. Y a' T ' HEIGHT: 100'-5"+/-AGLG',�, AA r" ^`' ��C /Q ;a. n ;;, a wr t g PROPOSED STRUCTURE G� 2 MEET THE REQU `, U ;.. M ..iq , , $ a y a a rn HEIGHT: 108'-II"+/-AGL -y y• �/ A� / Wi/W � T . LATITUDE: 41' OI'465-1" (� `R COMPLY WITH ALL CODES O L DATUM t 3 �„ �D r NAP b3 }� LONGITUDE: '72'24'502g" NEW Y - ORK STATE,&TOWN COD P, . � GROUND ELEVATION: '10'+/-AM5L(NAVD 88) •`' THI D - 51 P TY AS REQUIRED D coNDI NSF ,� _ °w,,;!.,• -:, .�; _ - ANTENNA(RAD CENTER): CAPtR r+r •rr+ D�91 NC. AND .'°,''"`• "•�*.t(;4-'-0'"' .'p `k; ,wd� ,3' O E VE USE E ANY 31/VLIMY iV�l� a ALPHA SECTOR: 50'® 110'-5"+/-SDJ F aI eD. t ¢ BETA SECTOR: 30" ® I10'-3"+- T/y����}p�� �. I. / F N D IOMfW�t`111r1180� et �� r oc � � GAMMA SECTOR: 250° ® 110'-3"+/- cso V1N1 i0LD,,I' tRWTEG? Wir.,eless- PROJECT DIRECTORY: f = _ : orA 1 FH I C., MAAF: 5 SKYLINE DRIVE MAF TOFOORA TOWER OWNER: GROWN CASTLE HAIMTHORNE,NY 10532 SCALE: NTS SCALE: NT5 1200 MAGARTHUR BOULEVARD 5UITE 200 SITE JOB#: N T 7314 DWG. DWG. TITLE APPLICABLE:CODES: MAHWAH,NJ 0T430 m-.Io— OaMPST5014 T-I TITLE SHEET T-I L THESE DOGUMENT5 ARE IN COMPLIANCE a ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THE FOLLOWING CODES 3 PROPERTY OWNER: ARTHUR.LUNGE SITE INFORMATION - STANDARDS AS APPLICABLE: A-I SITE PLAN 418 MOULTON HILL ROAD A-2WAWFUL NEW YORK STATE BUILDING CODE-2010 LYMAN,NH 03585 • NATIONAL ELECTRICAL CODE/2006 21555 COUNTY ROAD 45 A-3 ELEVATION,GABLE ROUTING DETAIL'S NEW YORK STATE ENERGY CONSERVATION CODE/2010 0T5IDENTIAL)AND A5WAE 110.1-2004(COMMEIiCIAU PROPERTY CONTACT:ARTHUR JUNGE-603-838-8g82 GUTCH0C UF-j,NY 11 G35 A-4 L V DETAIL NEW YORK STATE MECHANICAL CODE/2010 • NEW YORK STATE PLUMBING CODE/2010 A-S FOUNDATION DETAILS 4 EQUIPMENT ELEVATIONS BARRIER FREE SUBCODE AND ANSI A111.1-2003 UTILITY CONTACT: LIPA �DESIGN TYPE: p,_6 INTERNATIONAL STANDARD PLUMBING GODE/2006 VERIZON A--7 FENCE AND GATE DETAILS EIAMA 222-6 STANDARDS"STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS AND SUPPORTING 5TRUCTURES' MINIMUM BA51C WIND 5PEED OF 120 MILES/HOUR5(50 MILES/HOUR IN CONJJNGTION WITH 0.715 INCHES OF RADIAL ICE AND GO-LOCATION ES-I EQUIPMENT SPECIFICATIONS 60 MILES/HOUR UNDER SERVICE LOADS). RF-I RF INFORMATION RETAIN STORM WATER RI-01 W- - DRAWN BY: GHEGKED BY: DATE: E-I ELECTRICAL NOTES 6 INFORMATION APPLICANT: METRO PCS NEW YOWL,L.L.C._ .. _ 5 SKYLINE DRIVE MTs JPe 05/22/09 E-2 ELECTRICAL PLAN OF HAWTHORNE,NY 10552 SHEET TITLE E-B GROUNDING DETAILS E-4 GROUNDING DETAILS RF EN61NEER: NIGHOLA5 BALZANO ql-I-640-446g CONSTRUCTION ANTHONY GILLO SHEET NUMBER REV. MANAGER: BEfOW Tau DKs SAG SUPERVISOR: DOUG HALL CALL Wu Fad Nw= S nr�uopQ>GnnYe�TaoG I. ALL CONSTRUCTION,LABOR AND MATERIAL SHALL COMPLY WITH ALL LOCAL AND STATE BUILDING CODES,ORDINANCES AND ACCORDANCE WITH MANUFACTURERS INSTRUCTION5. ALL SURFACES CONTAMINATION SHALL BE REMOVED PRIOR TO PAINTING TO THE RULES AND RE6ULATION5 OF ALL A6ENEIE5 HAVING JURISDICTION. THE NEW SURFACES. ALL GALVANIZED SURFACES SHALL HAVE ONE COAT OF PERMABOND BONDING AGENT,WHILE STILL WET APPLY ONE COAT OF 5FERWIN WILLIAM5 FLAT LATEX PAINT,LET DRY THEN A SECOND GOAT OF FLAT LATEX PAINT. 2. THE CONTRACTOR MUST VISIT THE SITE AND BE RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND CONDITIONS. ANY _ VI AREPAN IES SHALL BE REPORTED TO THE A/E BEFORE PROCEEDINGS WITH ANY WORK,PURCHASE,FABRICATION AND ERECTION la THE CONTRACTORSURFACES SHALL PT INT THE NEWCABINET,4"HID DENOTE THECLEARANCETRAFFIC FFIYE IMOITWS OR APPRHE OVED EOUAL SHELTER.NTHED E S I G NU GROUP 3. THE CONTRACTOR SHALL ARRANGE AND PAY FOR ALL PERMITS,APPROVALS, INSPECTIONS AND TESTS REQUIRED BY ALL 20.ALL EQUIPMENT SHALL BE INSTALLED LEVEL AND PLUMB. AGENCIES HAVING JURISDICTION. A R C H I T E C T U R E 21.MATERIALS AND CONDITIONS NOT FABRICATED CORRECTLY,DAMAGED OR NON-0ONFORMIN&SHALL BE REPORTED TO ENGINEERING 4. THE CONTRACTOR SHALL PROVIDE ALL ITEMS OF LABOR AND MATERIALS,WHETHER OR NOT SPECIFICALLY INDICATED, IF CONSTRUCTION MANAGER,A/E AND OWNER PRIOR TO ANY CORRECTIVE ACTION.ALL ACTIONS REQUIRES APPROVAL FROM THE P. O. BOX 3 REQUIRED TO COMPLETE THE INSTALLATION. OWNER HAZLET, NL-W JERSEY 07730 S. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADEQUATE BRAMIN&AND PROTECTING OF ALL WORK DURING CONSTRUCTION 22.CONTRACTOR MUST INSTALL RF WARNING 516N5 AT ALL ENTRY POINTS TO EQUIPMENT AREAS. THESE ARE TO INCLUDE,BUT TEL: 7 3 2.8 17.9 0 9 0 TO AVOID DAMAGE,COLLAPSE,DISTORTION,MISALIGNMENT,VOIDING ROOFING GUARANTEES AND WARRANTIE5,ETC..PROTECTION NOT LIMITED TO,INTERIOR FACES OF ROOF ACCESS DOORS/HATCHES. AND EXTERIOR FACES AT COMPOUND ACCESS GATES FAX: 7 3 2.8 4 7.4 3 3 5 SHALL BE IN COMPLIANCE WITH ALL APPLICABLE CODE5,5TANVARDS AND BEST PRACTICES.ROOF SURFACES SHALL BE AND EQUIPMENT ROOM DOORS. 51GN5 ARE TO BE AS SPECIFIED AND SUPPLIED BY METRO P05. RESTORED TO COMPLETE WATER TIGHTNE55 WITH THE APPROVED MATERIAL AND AS PRE-APPROVED BY THE OWNER IN WRITING. POUNDATION5 6. ALL MATERIALS SHALL BE INSTALLED AS PER THE MANUFACTURERS SPECIFICATIONS. Lou MoC lmo,AIA Robert Toms,P.E. I.SOIL HAS AN ASSUMED BEARING CAPACITY OF 2,500 POUND' PER SQUARE FOOT.ESTIMATED BOTTOM OF FOOTING ARCHITECT STRUCTURAL ENGINEER ELEVATIONS ARE SHOWN ON FOUNDATION PLAN.THE5E ELEVATIONS SHALL BE ADJUSTED TO THE ACTUAL LEVELS OF NJ-#Al 13345 NJ-#GE 36209 T DO NOT SCALE DRAWINGS5. APPROVED BEARING STRATA FOUND UPON EXCAVATION.ANY UNUSUAL CONDITIONS SHALL BE GALLED TO THE NY-#028992-1 NY-#075384 ATTENTION OF THE ARGHITEMT/EN&INEER. CT-#22375 8. THE CONTRACTOR SHALL BEAR FULL RESPONSIBILITY FOR THE MEANS AND METHODS OF GONSTRUGTING THE WORK 5HOWN PA-#061412 ON THESE PLANS. ALL WORK PERFORMED SHALL BE DONE IN A GOOD WORKMANSHIP MANNER TO THE SATISFACTION OF THE 2.NO BACK FILLING OF FOUNDATION WALL5 SHALL BE DONE UNTIL SLAB ON GROUND 15 IN PLACE AND CONCRETE HAS OWNER. THE CONTRACTOR SHALL TAKE ALL PRECAUTIONARY EFFORTS TO PROTECT THE NEW EQUIPMENT DURING THI5 SET. INSTALLATION AND APPLICATION SUCH A5: 5 04/26/12 RE-155UED FOR FILING JEs FMo 3.BOTTOM OF FOOTINGS SHALL BE A MINIMUM OF 4'-0°BELOW FINISHED GRADE FOR FROST PROTECTION. NO -THE TENANT'S E&RE55 TO AND FROM THE BUILDING AND/OR THE SITE. FOOTINGS SHALL BE PLACED ON FROZEN&ROUND OR WATER ALL FOOTINGS SHALL BE PROTECTED FROM FROST,AS A 0510111 RE-ISSUED FOR FILING MJt FMo -THE BUILDINGS FIRE SAFETY OR SHALL NOT CREATE ANY FIRE HAZARDS. REQUIRED. -THE STRUCTURAL INTEGRITY AND SAFETY OF THE BUILDING. 05/10/11 RE-15M FOR CONSTUTION DGa BTo -THERE SHALL NOT BE ANY CREATION OF NOISE OUTSIDE THE NORMAL HOURS OF 7 AM TO 6 PM,UNLESS OTHERWISE AGREED 4.MAXIMUM SLOPE BETNEEN BOTTOM OF ADJACENT FOOTIN65 SHALL BE ONE(1)VERTICAL TO(2)HORIZONTAL.ALL 3 UPON WITH THE OWNER. FOUNDATION WALLS SHALL BE ADEQUATELY BRACED TO WITHSTAND BACK FILLING,EARTH PRESSURE,AND -THE BUILDINGS SECURITY SHALL BE MAINTAINED IN ORDER TO PREVENT ANY UNAUTHORIZED PERSON5 FROM ENTERING THE CONSTRUCTION LOADS UNTIL ALL EQUIPMENT ARE INSTALLED PER THE CONSTRUCTION DRAWIN65. 2 03/19/10 ISSUED FOR FILING DGa FMO PREMISES. CONCRETE -THE BUILDINGS UTILITY'S(ELECTRICITY,&A5,WATER AND OTHER UTILITYS)SHALL NOT BE INTERRUPTED DURING THIS I.CONCRETE HAS BEEN DESIGNED AND SHALL BE GONSTRUGTED IN ACCORDANCE WITH REQUIREMENTS OF THE AMERIGAN 01/22/10 RE-1550 FOR CD�I5TMT10N DGa FMo APPLICATION 4 INSTALLATION. -ALL MASONRY PENETRATIONS SHALL BE DONE USING ROTARY ACTION ONLY(NO HAMNERIN&ACTION). CONCRETE INSTITUTE(AGI)BUILDING,CODE FOR REINFORCED CONCRETE,LATEST AMENDMENTS. REV1510N -ALL Ftt E[B ATION5 SHALL BE FIRE-STOPPI=Z7 WITH SM FS IBIS YgRAP STRIP FIRE-STOP AND GP25 NON-SHRINK PUTTY FIRE F EV. DATE RANM GHKD. BARRIER SEALANT. MAINTAIN THE FIRE RATING OF ALL PENETRATED 9URFACE5. 2.THE MATERIAL SHALL CONFORM TO THE FOLLOWING STANDARDS AND REQUIREMENT5(LATEST EDITIONS): ve50R1Pr1oN BY By 4. THE CONTRACTOR SHALL,AT ALL TIMES,KEEP THE PREMISES FREE FROM AGGUMULATION OF WASTE,GONSTR PORTLAND CEMENT ASTM GI510 SEALUGTION FLED Ay,QC READY MIX CONCRETE A5TM E44 d ACI-aOl MATERIAL AND RUBBISH. UPON COMPLETION,ALL DEBRIS SHALL BE REMOVED AND THE PREM15E5 LEFT IN A 'BROOM GLEAN" CONCRETE AG61REGATE A5TM C33 CONDITION. ALL RUBBISH SHALL BE DISPOSED OF IN A L.E6AL MANNER. DEFORMED BILLET STEEL BAR A57M A615 'M 0 G WELDED WIRE FABRIC A5TM A185 ���y� �� 10. THE CONTRACTOR SHALL COORDINATE ALL SPECIAL CONSIDERATIONS OF THE CONSTRUCTION(EX.N015Y OPERATIONS, . INTERRUPTIONS OF ANY MECHANICAL AND/OR ELECTRICAL SERVICES,MATERIAL DELIVERIES AND/OR STORAGE)WITH THE 3.PORTLAND CEMENT SHALL BE TYPE IA. BUILDING OWNER OR MANAGEMENT PRIOR TO THE START OF THE WORK. J C� 4.CEMENT SHALL DEVELOP A COMPRESSIVE STRENGTH(F'G)OF 5000 P51 AFTER 28 DAYS AND HAVE A MINIMUM SLUMP IL THE CONTRACTOR SHALL PATCH AND REPAIR EXISTING CONDITIONS WHERE DISTURBED BY NEW WORK OR AS REQUIRED BY OF 3 INCHES,AND A MAXIMUM OF 5 INCHES. THE PLANS. ALL EXISTING AREAS OF THE BUILDING DAMAGED BY THE CONTRACTOR SHALL BE RESTORED TO ORIGINAL ' CONDITION AT NO ADDITIONAL C05T TO THE XWNER. 5.PROPORTIONING OF THE CONCRETE MIX SHALL BE BY THE SPECIFIC GRAVITY METHOD. Is THE DESIGN• 16 f I 6.VIBRATORS SHALL HAVE A MINIMUM FREQUENCY OF cIOOO RPM. FORT E c' 12. ALL ELFGTRIGAL WORK SHALL BE PERFORhiFD BY A LICENSED ELECTRICIAN AND CONFORM TO ALL BUILDING GORE AND vwuc rIo us coNSEwr rRrqrjQ9 LS.VAIML TED. LOCAL UTILITYS REQUIREMENTS. -7.MINIMUM A&&RE&ATE SIZE SHALL BE 3/4° INCH. 15. THE GENERAL NOTES CONTAINED HEREIN ARE PART OF THE PLANS AND SPECIFICATIONS,AND ARE TO BE COMPLIED WITH IN 8.CONCRETE SHALL BE STONE CONCRETE HAVING AN ULTIMATE 5TRIEN&TH OF 5,000 PSI AT 28 DAYS WITH A MINIMUM metro S. , ALL RESPECTS. THE M05T RESTRICTIVE NOTES SPECIFIED ARE TO TAKE PRECEDENCE. CEMENT CONTENT OF 5.•T5 BAGS PER CUBIC YARD.CONCRETE EXPOSED TO WEATHER SHALL BE AIR ENTRAINED,SLUMP 14. THESE DOCUMENTS ARE IN COMPLIANCE 4 ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THE FOLLOWING CODES FOR ALL CONCRETE SHALL BE 3°MINIMUM AND 5°MAXIMUM Wireless for All. STANDARDS,LATEST EDITIONS AS APPLICABLE: 9 CONCRETE MIX SHALL BE IN ACCORDANCE WITH A.G.I.CODE. 5 SKYLINE DRIVE • NFJN YORK STATE BUILDING CODE-2010 • NATIONAL ELECTRICAL CODWOOD 10.CONTRACTOR SHALL COORDINATE ALL OF THE REQUIREMENTS PRIOR TO POURING CONCRETE TO ACCOMMODATE HAWTHORNE,NY 10532 • NEW YORK STATE ENERGY C aRVATTON CODE/2010(RESIDENTIAL)AND ASH;tAE 90.1-2004(COMMERCIAL) ANY AND ALL PENETRATIONS FOR ARCHITECTURAL,STRUCTURAL,MECHANICAL 4 ELECTRICAL DRAWINGS. • NBN YORK STATE MECHANICAL GODS/2010 517E-joa#: NY-1514 • NEW YORK STATE PLUMBING CODE/2010 II.ALL REINFORCING BARS SHALL BE DEFORMED BARS OF NEW BILLET STEEL CONFORMING TO ASTM SPEC,A615,GRADE • BARRIER FREE SUBGODE AND AI51 AII7.I-2005 60,COLD DRAWN WIRE FOR WELDED WIRE MESH SHALL CONFORM TO REQUIREMENTS OF -SPECS FOR GOLD DRAWN WIRE m-JOB° OaMPSTS014 • INTERNATIONAL STANDARD PLUMBING CODE12006 OR CONCRETE REINFORCEMENT"(ASTM A82-70),OR'SPEC,FOR WELDED STEEL WIRE FABRIC FOR CONCRETE • EIAMA 222-6 STANDARDS'STRUCTURAL.STANDARDS FOR STEEL ANTENNA TOWERS AND SUPPORTING STRUGTLPMS' MINIMUM 5A510 WIND SPEED OF 120 REINFORCEMENT,(A5TM AI85-10).REINFORCING SHALL BE SECURELY TIED TO PREVENT DISLOCATION AND PER THE AGI SITE INFORMATION MILES/HOURS(50 MILES/HOUR IN CONJUNCTION NTH 0.75 WHE5 OF RADIAL ICE AND 60 MILES/HOUR UNDER SERVICE LOADS). DETAILING MANUAL. 15. ALL PROPOSED STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISG CODE AND ASTM 12 MARKED BARS M4RK CONTINUOUS(GONT)SHALL BE LAPPED 40 X BAR DIAMETER AT SPLICES AND CORNERS AND 21855 COUNTY ROAD 48 SPECIFICATIONS,LATEST EDITION. HOOKED AT NON-CONTINUOUS ENDS.LAP TOP BARS AT CENTER BETPEEN SUPPORTS AND LAP CONTINUOUS BOTTOM -WIDE FLANGE SECTIONS SHALL CONFORM TO A5TM A-992 BARS AT SUPPORTS. GUTC HOGUE°, NY 11-155 -MI5E. STEEL SHALL CONFORM TO A5TM ANT-56 -ALL STEEL.PIPES SHALL CONFORM TO TO ASTM ANT-501 OR ANT-53,CRAVE B. 15.ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY GLEANED,WERRED AND SLUSHED WITH CEMENT GROUT JUST -CONNEMTION5 SHALL MADE USING SPECIFIED WELDS AND WELDING. F-LECTRODES E-'TOXX OR SPECIFIED HIGH STRENGTH BOLTS BEFORE PLACING NEW CONCRETE.THE CONCRETE AND MASONRY CONTRACTOR SHALL INSTALL(OR GIVE OTHER DESIGN TYPE: SHALL BE A5TM A325. THREADS ARE EXCLUDED FROM THE SHEAR PLANE. TRADES AMPLE OPPORTUNITY TO INSTAL.0 ALL ANCHOR BOLTS,PLATES,SLOTS,CHASES,NAILFR5, INSERT5,SLEEVES, 16. -ALL SWOP AND FIELD WELDING SHALL BE DONE BY NELDER5 QUALIFIED AS DESCRIBED IN THE "AMERICAN WELDING ETC.AS REQUIRED BY OTHER TRADES.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE SETTING SCREED5 GO-LOCATION 50CIETYS STANDARD QUALIFICATION PROCEDURE"TO PERFORM THE PROPOSED WORK. AND FORMS. -BE HOT DIPPED GALVANIZED AFTER FABRICATION(ONLY EXPOSED TO M015TURE APPLICATIONS)PER ASTM A-123. ALL 14.PROVIDE MINIMUM CONCRETE COVER FOR REINFORGIN6 BARS AS ROLLOWS: EXPOSED TO GRADE FOOTINGS(3°), DRAWN BY: � CTCAED5Y-. DATE: DAMAGES SURFACES,WELDED AREAS AND AUTHORIZED NON-GALVANIZED MEMBERS OR PARTS(NEW OR OLD)SHALL BE PAINTED INTERIOR FAMES OF WALLS(IT EXTERIOR RAGES FO WALLS(I-I/2"),SLAB TOP AND BOTTOM BARS(3/FO BEAMS(I-1/2"J,WITH TWO(2) GOATS OF ZRC COLD GALVANIZING COMPOUND MANUFACTURED BY ARC,CHEMICAL PRODUCTS. SLAB ON GROUND BOTTOM(3"),EXTERNS,AND PADS AND(2°)TO VERTICAL BARS. MTS05/22/04 -ALL PIPE SIZES INDICATED HEREIN ARE NOMINAL DIAMETER(INSIDE DIAMETER). IT ALL NEW ANTENNA APPLICATIONS MOUNTED TO EXTERIOR WALLS SHALL BE SEALED AT THE TOP AND SIDES WITH DOA 15.WHEREVER CONCRETE SURFACES ABUIT OR ARE VENEERED WITH MASONRY,PROVIDE VERTICAL DOVETAIL INSERTS SHEET TITLE CORNING CLEAR SILICONE SEALANT OR APPROVED EQUAL. THE SILICONE APPLICATIONS SHALL BE TOOLED TO MAINTAIN A FOR MASONRY ANCHORS SPACED AT 2'-0"O.G.MAXIMUM. FINISHED APPEARANCE. C��NE=fZ?.L_ NOTE=S I6.THE CONTRACTOR SHALL APPLY ANON-SLIP BROOM FINISH IMMEDIATELY AFTERTHE TROWEL FINISHING PHASE. 15. WHERE INDICATED ON THE PLANS THE CONTRACTOR SHALL PAINT ALL NEW ANTENNAS,SHROUD AND RELATED MOUNTING 17.THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS IN ORDER TO PROTECT THE CONCRETE FROM HARDWARE TO MATCH THE EXISTING,ADJACENT SURFACES. ALL PAINT SHALL BE 5HERWIN WILLIAMS OR APPROVED EQUAL. THE PREMATURE CURING AS SOON A5 THE FORMS ARE REMOVED,ESPECIALLY DURING THE FIRST 24 HOURS. CONTRACTOR SHALL NOT USE A METAL BASED PAINT ON THE ANTENNAS. ANTENNAS SHALL HAVE ONE PRIMER GOAT OF POLANE FILL NUMBER REV. 2.8 PLUS FIL P&H-15 PRIMER IN ACCORDANCE WITH MANUFACTURERS INSTRUCTIONS AND THEN APPLY ONE TOP GOAT IN I.ALL FILL UNDER CONCRETE SLABS TO BE 4596 COMPACTED EARTH,WELL TAMPED AND 4"COMPACTED CRUSHED GRAVEL. ALL BACK FILL MATERIAL SHALL BE FREE OF ANY ORGANIC MATTER. I GENERAL NOTES 2 1 CONCRETE SPECIFICATIONS OF REGUIRED) O N ZONING INFORMATION �"V� 'LI'L16K INDUSTRIAL ITEM REQUIRED EXISTING _ PROPOSED METRO PC5 EWIPMENT CABINETS PROPOSED i Mr.OF 4)MOUNTED ON PROPOSED STEEL DESIGN U MIN.LOT AREA 40,000 5017. 45,5M 5P. NO CHANGE j ��t3 RAILS ANCHORED TO NEJN coNGRErc SLAB IN G R O U P J �q 18'x 20'COMPOUND(205 50 FT LEASE MIN.LOT WIDTH 100 FT. 168.IT FT. NO GRANGE }, i a ARE}V(5!�2/A-2 FOR DETAILS) A R C H I T E C T U R E MIN.LOT DEPTH I50 PT. 263.16 FT. NO CHANGE � � TAX LOT #17.5 �+� c loop ENGINEERING MIN.FRONT YARD SETBACK 100 FT. 236.4 FT. 210.9 FT. 14 nY S tiac N/O/F TOWN OF SOUTHOLD g kit P. O. BOX 3 MIN.SIDE YARD SETBACK ONE 20 F'T. 152 FT. -102 FT. O� 70pa;ttu1FJ E To 3 p p 1 1 2 2'NW HAZLET, NEW JERSEY 07730 TOTAL 40 FT. 1455 FT. 150.-T FT. 188.1 FAX: 7 3 2.8 4 7 4 39 0 MIN.REAR YARD MIN.LANDSCAPE AREAETSAGK 35 20 I © 34.1 FT. N 23 C 14'00" L j N K FENCE 10.9'SW 10.4' MAX. LOT COVERAGE 50% 45.16%QQ 45.62 r 4.0'NW 1`N H STORA E BIN 17,7'SE Lou Moglino,AIA Robert W.Toms,P.E. MAX.BUILDING HEIGHT/STORIES 35 FT./2 100.41 FT.- 108'-II--TON R EXTENS10N 152'SM YAW , ARCHITECT STRUCTURAL ENGINEER EXISTING TO 112'-b'-TOP OF ANTENNA 8 6'SE i ` IE 1Mm nxn+ O NJ-#Al 13345 NJ-#GE 36209 ADDITIONAL REGlI11FaOn FOR Ca44 ICAT10N5 TOI't A FM TaA6HIP GORE ARTICLE XVII,SECTIO 287-280-115 GRASS 165' ¢ m �Y� NY-#028992-1 CT 4 -#222375 ARE AS FOLLOM; 1 STY PA-#061412 � MAX. HIE'-I( HT SO FT. 100.41 FT.@ 112'4' O - j �Z p Q METAL & FRAME MAX.EQUIPMENT AREA 500 SQ.FT. N/A 560 50.FT. G R A S p 04/26/12 RE-ISSUED FOR FILING JE s PMo z z�" -w' Coo 0' w 0 PROXIMATE LOCATION OF Z L)a ci 429,sMyARDSETSAcK 05/15/II RE-155UEDFOR FILING MJt PMo KEY: © EXISTING NoN-CONFORMITY WA NON APPLICABLE CO 0 mwsnnsrg.Em � o F VERIZON EASEMENT O O GA GATE �rrutrFU N= RECORD-EXIBIT "A" V105786) ( 05/10/II RE•I55O FOR wA6TMLTION DGa BTa 9.3'SW 3 0 Y wB-SIDEYA-SEr VK UNDER R UND VERIZON '10 AFO A 03/Iq/10 ISSUED FOR FILING DGa PMo GADWM To BOUNDARY INFORMATION 15 TAKEN FROM THE N o SPRopam UwJ WIRE S CONDUIT STY�J ����. �01/22/I0 RE•155JED FOR lANSTRKTION DGa PMo 0 Nos'SIM YARD SETBAM (RECO -EXIBIT 0 l EOJFMEW "A" V 06723) 0.00, REVISION RANN GHKD. -A DRAWING TITLED'PROPERTY e�VEY' Ld CABDIM TO r.y REV. DATE DESCRIPTION $Y BY PREPARED FOR THE MTM DESIGN GROUP INC. z PRoPIM Y ut�J EDGE F ASPHALT z 'A S P H A L T P A R K I N G ON JIN 4,200q BY AREK WWEYING TAX LOT #19.1 3.1'SW SEAL COMPANY NY LUG.0505ba �' Iwr N D En AREA: 1a Q¢ -SITE MEAri1RMENTS TAKEN BY T}E MTM In In o y w p DGGI6N 6RDI1P INC.AT SITE VISIT ON 04.1104 0 N 45,589 Sq.F. >rr 38.3' \ Vi`tJ ¢ 1.0465 Acres w Q w z ;1 0 c9 ASPHALT o p� i :-A 0 PARKING NOTES: ROOF OVER 29.9 r 105.15 „ 14.B5'SW #22155 ``M' 1. INSTALLATION 15 IN COMPLIANCE WITH: o } 3 f10'CONCRETE 1 STY P 0��'`c E MTM nEsi l P P NTMr a -ALL LOCAL AND STATE BUILDING GORES. .0 ¢ rn -THE Et�FaY CONSERVATION #21855 LO FRAME L N N CONSTRUCTION GORE OF NYS. Isli -, w M 22.7' J Q;1-7 co E G STR HISITED. y~I w N 1 STY i a ✓✓ �� `F > METAL r �_� ? CN _ a O (AUTO SHOP) °i _ - m� CS® A-i8 Wireless for All. -dN 105.15' 38.0' U1 V) C O N C R E T E P A E M I- 5 SKYLINE DRIVE Fr O ROOF OVER _j 0 0 - J C) HAWTHORNE,NY 10532 06 x `p Qum 0 Q t, � 3 w U SITE JOB#: NY-7514 z o z 0 ¢Y O Ja. ii o 0 TAX LOT #HER OaMPST5014 N/0/F CHRISTOPHER MOHR MTM JO$#: a 0 o aIt ¢ P ¢ In N SITE INFORMATION H\ lop p t/I Q Ln z 00j o GRASS 3 Qa o \721s o¢ °' m G R A S S ?8 21555 COUNTY ROAD 45 z S' 0v woo0 cuRe "0 3 703.32'(ACTUAL) GUTGHOGUE, NY I I�t35 W 0 Ci -z N ±750' (DEED) uLco Z 1 5'NW �2 DESIGN TYPE: UTILITY POLE ±20 DO' UTILITY POLE #420 -/ #421 GO-LOCATION CONCRETE CURB in NC TE CURB DRAWN BY: CHECKED$Y: DATE: S 25°52'30" W 168.17' MTS JP0 )5/22/Oq ELEC. CONDUIT ^ (MARK-OUT) MIDDLE (120' WIDE) RO D SHEET TITLE (C.R.-48) (NORTH ROAD) ti SHEET NUMSER REV. I SITE PLAN A- I 5 IIxI-T SCALE: I"=40'-O" 24x36 SCALE: I"=60'-O" O=PROPOSED ELECTRIC FROM EXISTING METER 5TAGK NEXT TO AUTO BODY Mr SHOP TO MEN COMPOUND ©=PROPOSED GROUND RING =PROPoSED moo FROM EXISTING ow CABINET TO NEJN COMPOUND D E S I G N OT EXISTING EQUIPMENT G R O U P) (BY OTHERS) ARCHITECTURE ENGINEERING EXISTING 6'-0"FENCE WITH P. O. BOX 3 BARBED WIRE HAZLET, NEW JERSEY 07730 TEL: 732.817.9090 FAX: 732.847.4335 O I i Lou Moglino,AIA Robert W.Toms,P.E. ARCHITECT STRUCTURAL ENGINEER NJ-#Al 13345 NJ-#GE 36209 NY-#028992-1 NY-#075384 CT-#22375 ` PA-#061412 EXISTING VERIZON SHELTER 04/26/12 RE-155UED FOR FILING JEs PMo EXISTING GABLE ! BRIDGE BY i 05/15/11 RE-155UED FOR FILING MJt PMo OTHERS(TYP.) j PROPOSED METRO PG5 j EXI5TIN6 DOUBLE GATE 6'-0'HIGH CHAIN LINK A 05/10/11 RE-IY�UED FOR OGP51RlrTION DGa BTo 50, ALPHA EXISTING EQUIPMENT FENCE WITH BARBED EXISTING 100'-5" SECTOR (BY OTHERS) WIRE d FTRIVAGY SLATS 03/19/10 ISSUED FOR FILING DGa PMo MONOPOLE TO BE (SEE DETAIL I/A-l) MODIFIED FROP05M METRO PGS Z� I zj 01/22/10 RE-1550 FOR C.06TRULTION DGa PMo AGGORDINGLY TO Q AGGOMODATE SECTOR,6 TOTAL) 2 PER 1D 4'-0' i6 u 161-0'GONGRETE SLAB/A5's __ REV. DATE RIP rlo BY N GBYD. EXISTING AND r MOUNTED TO PROPOSED METRO PGS II REV 1510 PROPOSED LOADING. ' MONOPOLE EXTENLSION ON _. ........ .....- -- _-... _-- --_ —... _._..1 6P5 ANTENNA MOUNTED SEAL DRAWIN65 AND =' PROPOSED T-ARM TO GABLE BRIDGE" Gj Cy DETAILS ARE BRACKETS(SEE DRAWING SUPPORT POST(SEE �� es 1,41 O(QPRO FORVREFERENGE(SEE I Ali FOR DETAILS) DETAIL 4/A-4) � p ` /L DETAIL I/A-6) 250. --- Nt M / 0 0 GA _ EXISTING (] PROP05M METRO PGS . SECTOR iI NEXTEL SHELTER O COAX[&CABLES ROUTED ALONG NEN is }Ily- GABLE BRIDGE TOEXISTING L EXISTING G5G {— (SEE DETAIL �.� Q c O NOPOLE �' CABINET Imo. --..........-- .. _c...__.._---- -- ra s s c —........._..._—..—_... .... GO G IN I G I ."AND O FOR �5E ANY DUPLICA O E NRZITTEN BETA = PROPOSED METRO PG5 "EXISTING SECTOR ___........-._.__......._. Q EQUIPMBIT CABINETSCONSENT OFT ATOR IS 5 PROHIBITED. EQUIPMENT EXISTING EQUIPMENT _......_ —_....__—_...._ —_...—__ (7YP.OF 4)MOUNTED (BY OTHERS) ! --- __ --_--(BY OTHER5) -- ._. ON PROP05W STEEL metroPCS. z RAILS ANCHORED TO SOUND_ �"GONG SLAB Wireless for All. O EXISTING UTILITIES 4 (SEE DETAIL I d 2/A 5) 5 SKYLINE DRIVE _ r�B3A ER/SOU SOUND�NID AB550RMR COMPOSE COMPOSITE(OR-2APPROVED .............— -- — —'' 1 ----------- ---- EXISTING 4'-O"GATE BcWAL)TO BE INSTALLED A5 PER MANUFAG'M2ER SPECIFICATIONS NE,NY m I HAVYTHOR 10532 .................._.......__............. ......._ .._._ __......... ON THE IN51DE OF THE PROPOSED FENCING,ALONG THE ONE 18 (TYPICAL) SIDE OF THE PROPOSED EQUIPMENT COMPOUND. SITE JOB#: NY-1314 PPcs c OPOSED �O I 0j i� MTM JaBtt: OcIMP5T5014 BRIDGE ROUTED I _....._..._...........__.J 1 PROPOSED METRO P65 FTC CABINET ON SUPPORT PROPOSED 18'-0'x oven GOR A PROPOSED METRO PG5 POSTS MOUNTED TO PROPOSED SLAB(SEE DETAILS v; 20'O' � SITE INFORMATION 0 EXISTING -MO LE I 1SPS AANTENNA I/A-4 d DRANUNG E5-2) Fr LEASE EQUIPMENT AREA I 1 I TO GABLE BRIDGE R PROPOSED METRO PG5 DUAL WORK LIGHT WITH (SEE DETAIL 2/A-5) I I — - G SUPPORT POST(SEE MANUAL TIMER SWITCH(SEE DETAIL B/A-4) ' DETAIL 4/A-4) 21555 OOUNTI' ROAD 48 GUTGHOGUE', NY I I a35 0 PROPOSED 4'-0'WIDE IL GATE(SEE DETAIL I/A-') DESIGN TXPE: I-- - - - — — � E \ — —— —— PROPOSED METRO PG5 I I UNDERGROUND UTILITY GO-LOCATION I 20'-0' COMPOUND CONDUIT FROM METER l — — — —1---J (SEE ELECTRICAL DRAWN BY: CHECKED BY: DATE: A3 \ DRAKNG5 FOR DETAILS) MTs JP0 05/22/04 PROPOSED METRO PG5 EQUIPMENT CABINETS 00 SHEET TITLE (TYP.OF 4)MOUNTED ON PROPOSED STEEL RAILS ANCHORED TO N54 CONCRETE SLAB IN PROPOSED METRO PG5 15'x 20'COMPOUND(208 5Q FT LEASE UNDERGROUND TELEPHONE AREA)(SEE 2/A-2 FOR DEMAIL5) FROP05ED METRO PM UNDERGROUND UTILITY CONDUIT FROM EXISTING O PROP05M FTC FROP05M LAN05GAPING 5GREENING AROUND METRO PG5 CONDUIT ELECTOUTEDRICAL FROM N6EX15 r-O METER STACK Mc TNET(SEE ELECTRICAL SHEET NUMBER REV. FENCED EQUIPMENT GOMPOUND,10'+/-HIGH ARBORVITAE'S ( ��IGAL DRAWINK�S FOR DETAILS) PROPOSED ABBREVIATES DRAWINGS POR DETAILS) OR APPROVED EQUAL(SEE DETAIL 2/A-6) NOT SHOWN FOR CLARITY. A�2 PARTIAL SITE PLAN 2 EQUIPMENT PLAN �1�1-1-T ' AL.E:I"=10'-0" 24x36 5--ALE: I"=20'-0' IIxI-f SCALE:I/4"=1'-0" 24x5b 5--ALE: AN UPDATED STRUCTURAL ANALYSIS OF THE EXISTING MONOPOLE WAS COMPLETED ON 3 ^-------_� PROPOSED VALMONT GABLE BRIDGE Afi T� APRIL 29,2011 BY THE 6PD GROUP(NY P.E.DAVID B.GRANGER,LIG 0011581-1). THE A55EMBLY OR APPROVED EQUAL.SEE STRUCTURAL ANALY515 WA5 PERFORMED IN ACCORDANCE WITH TIA-222-6 I I MANUFACTURERS SPECIFICATIONS FOR D E S I G N STANDARDS AND DETERMINED THE EXI5TIN6 STRUCTURE WILL NOT REQUIRE ANY I INSTALLATION GUIMINES MODIFICATIONS TO SUPPORT 1TE EXISTING AND PROPOSED LOADING. TOWER � I I GROLJP� MODIFICATIONS AS OUTLINED IN A PREIAOL15 STRUCTURAL ANALYSIS REPORT DATED I COAXIAL GABLES ROUTED AUGUST 18,2010,COMPLETED BY 6PD GROUP,HAVE BEEN INSTALLED AND WERE TAKEN a I ALONG GABLE BRIDGE A R C H I T E C T U R E INTO AGGOUNT IN THE UPDATED ANALYSIS. PLEASE REVENGE THE LATEST y 1 GRATING ON TRAPEZE E N G I N E E R I N G STRUCTURAL ANALYSIS REPORT FOR DETAILS. 4�w _ __�� HANGERS(SEE DETAIL S/A-5) P. O. BOX 3 NJO�: b"m 5 1/2'4)SCHEDULE 40 HAZLET, NEW JERSEY 07r30 NOT ALL EX15TN6 EQUIPMENT f POST,AT 8'-0' TEL: 7 3 2.817.9 0 9 0 SHOWN FOR CLARITY. TOP OF PROP.METRO PCs ANTENNAS _ F MAXIMUM ON CENTER o 0 II2'-b°t ABOVE GRADE V� PROPOSED VALMONT - - FAX: 7 3 2.8 4 7.4 3 3 5 CENTER OF PROP.METRO PG5 ANTEWAS GABLE BRIDGE ASSEMBLY IIO'3°t ABOVE GRADE COAXIAL GABLES ROUTED UP GABLE MANUFACOR APPROVED EQUAL.SEE �• ..y �_ TOP OF PROPOSED MONOPOLE EXTENSION BRIDGE POST ON VALMONT DOUBLE SPECIFICATIONS T5FOR ARCHl ARCHITECT AIA STRUCTURAL ENG NEER 108'-11't ABOVE GRADE ��, T-LINE BRACKETS OR APPROVED INSTALLATION WIMINES NJ-#Al 13345 N]-#GE 36209 _ TOP OF EXISTING ANTENNAS Q EQUAL(SEE DETAILS 4 3 5/A3) 106'-O"t ABOVE GRADE — NY-#028992-1 NY-#223754 ��FER ��ANTENNAS6 —� _ CENTER OF EXISTING ANTENNAS _ 4 PROPOSED VALMONT PA-#061412 MOUNTED TO PROPOSED MONOPOLE TOTAU I04'-0"ABOVE GRADE HANGER A5r.�BLY OR TOP OF EXISTING MONOPOLE `'F APPROVED MA-® 04/26/12 RE-15aE l FOR FILING JEs PMo EXTENSION ON PROP05W T-ARM 1 - - - —� 6;5 1 15_0-5"t ABOVE GRADE ?z 5'-0"ON CENTER BRACKETS(SEE DRAWING A-6 FOR o _ TOP OF EXISTING ANTENNAS DETAILS) I 612'-II"t ABOVE GRADE 05/18/II RE-ISSUED FOR FILING MJt PMo PROPOSED 8'-6°MONOPOLE EXTENSION _ CENTER OF EXISTING ANTENNAS To BE INSTALLED BY METRO PG5.SEE 90'-II"t ABOVE GRADE - ; OS/10/II RE-IS DTORlONSTRUGTON DGa BTo DRAWINGS BY 6PD ASSOCIATES, 1 _ TOP OF EXISTING ANTENNAS 2 ° SUBMITTED UNDER SEPARATE COVER i - - _� 85'-O"t ABOVE GRADE v, 1 EXISTING 501E (TYPICAL) 2 03/19/10 ISSUED FOR FILING DGa PMo FROP05M COAXIAL _ CENTER OF EXISTING ANTENNAS _ Q 1'-O°4)CONCRETE FOOTING(SEE DETAILS GABLES(TYPICAL) EXISTING ANTENNAS(BY ' 82'-b"t ABOVE GRADE < •! �j 01/22/10 RE-155FD FOR fANSTPo GTION DGa PMo OTHERS)(TYPICAL) 6El/A-5 FOR MOUNTING TO 5LAB) 5E-CURED To HANGER WITH STAN12ARD 5NAP-IN CLIPS REV. DATE RAWN GHKD. REVISION PROPOSED 6'THICK LAYER DE5GRIPTION BY BY `fl ' 3/4'DIA CRUSHED STONE _ TOP OF EXISTING ANTENNAS — BASE SEAL �— U-5"f ABOVE GRADE • 1 CENTER OF EXISTING ANTENNAS -10'-2"t ABOVE GRADE 2 GABLE BRIDGE ELEVATION 5 GABLE MOUNT DETAIL GABLE BRIDGE ED�RC,4, IIxl-T 5GALE:1/4'=1'-0' 24x3b SCALE:: 1/2" = P-O" IIxI-N SCALE: 3/4"=1'-0" 24x36 SCALE: I �Q PROPOSED COAXIAL r; r O � GABLES(TYPICAL) A� SECURED TO DOUBLE PROPOSED COAXIAL GABLES T-LINE BRACKET WITH (TYPICAL)SECURED TO PROPOSED METRO P05 PTG STANDARD 5NAP-IN - DOUBLE T-LINE BRACKET 16" 1 GABLE BRIDGE �(•.;? THIS D R ° /rIF CABINET MOUNTED TO UNISTRUT CLIPS 1 WITH STANIDARD SNAP-IN T F"HE a A ID FRAME ON GALVANIZED P05T9 '" SUPPORT P05T CLIPS v --BY THE TI c NR PROPOSED METRO PG5 COAXIAL GABLES i WITH LIGHT ABOVE(SEE DETAILS GABLE BRIDGE (`�DETAIL 2/A�) GONSE IHI D. SUPPORT POST ROUTED UP OUTSIDE OF MONOPOLE TO I I/A-4 4 DRAWING ES-2) \—PROPOSED VALMONT UBLE T-LINE ANTENNAS(SEE DETAIL 2/A--I) PROPOSED METRO (SEE 6P5 UNIT (SEE DETAIL 2/A3) DO PROPOSED VALMONT DOUBLE MOUNTED TO GABLE BRIDGE BRACKET MOB' T-LINE BRACKET MODE. � �® SUPPORT POST(TYPICAL OF?) 802173 OR APPROVED 8021 OR (SEE DETAIL 4/A-4) EQUAL SPACED®3'-O° rs � Wireless for All. ON CENTER(AS I EQUAL SPACED®3'-0'ON PROPOSED METRO PG5 EQUIPMENT REWIRED) -- CENTER(A5 REQUIRED) 5 SKYLINE DRIVE GA51NET5(TYR.OF 4)MOUNTED ON HAWTHORNE,NY 10532 PROPOSED STEEL RAILS 4 BRACKET PLAN 5 BRACKET ELEVATION ANCHORED TO NIEW CONCRETE 5ITE JOB#: NY-15I4 EXISTING 100'-5"MONOPOLE To BE I SLAB IN IV X I6'FENCED IIxl?5GALE:N,T5. 24x36 50ALE:N.T.5. IIxI-T 50AL.EAT.S. 24x36 51—AL.E:N.T.S. MODIFIED ACCORDINGLY TO COMPOUND(208 SQ FT LEASE M OaMPSTSOI.4' AGGOMODATE EX15TING AND PROPOSED LOADING. DRAWINGS AND AREA)(` A-2 FOR DETAILS) SITE JO INFORMATION N DETAILS ARE PROVIDED BY OTHERS PROPOSED METRO PG5 COAXIAL FOR REFERENCE i GABLES ROUTED ALONG NEW GABLE BRIDGE To EXISTING 1/210 ANCHOR SET 4 1/4'INTO 1 MONOPOLE(SEE DETAILS 1 S 2/A-5) 21555 COUNTY ROAD 48 PROPOSED egplp c��.� 1 HILTI-HIT HY-150 SYSTEM(SEE CURTAIN,55C-EXT-R-2 EXTERIOR N015E MANUFACTURERS SPECIFICATIONS GUTr H0CGUE'., NY I I-155 BARRIER/SOUND ABSORBER EXISTING EQUIPMENT FOR INSTALLATION PROCEDURE COMPOSITE(OR APPROVED EQUAL)TO 1 (BY OTHERS) ' - (TYPICAL OF 4 PER PLATE) PROPOSED CONCRETE SLAB BE INSTALLED AS PER MANUFACTURER - o I/2'0 WEEP HOLE 8NVA/2'BASE PLATE DESIGN TYPE: SPECIFICATIONS ON THE INSIDE OF THE PROPOSED FENCING,AL.ON6 THE ONE 18' f`•, n. 8'x8'xl/2'BASE PLATE ----.. - 51DE of THE PROPOSED EQUIPMENT / a GO-LOCATION COMPOUND. 1 �;, l ad PROPOSED CONCRETE SLAB ® O PROPOSED 5 1/2'0 SCHEDULE 40 MD5 (SEE DETAIL 3/A�) m io GABLE BRIDGE SUPPORT POST DRAWN BY: CHECKED BY: DATE: v PROVIDE NON-E�HRINK GROUT® WELDED ONTO 8'x5"xl/2'BASEAPPROXIMATE GRADE / a INTERFACE BETYEEN CONCRETE SLAB ®-- PLATE(TYPICAL OF 2) MTS JPe �5/22/09 C-- ------------------ %\� a AND BASE PLATE ? SHEET TITLE PROPOSED METRO PG5 INDER&ROUND ----- /i\%\ \` O UTILITY CONDUIT ROUTED FROM EXISTINGETER M STACK To PTG CABINET(SEE \�,�, �9\�%;�S'�� ELEVATION, GABLE ROUTING ELECTRICAL DRAWINGS FOR DETAIL$) �, ///i;/��/// / // ExI5nN6 SOIL 1 ° S. ° 1/210 ANCHOR SET 4 1/4'INTO4 GABLE PORT DETAILS PROPOSED METRO PG5 6'-0'HIGH CHAIN LINK FENCE 11 \\\�\ 2 HILTI-HIT HY-150 SYSTEM(SEE WITH BARBED WIRE(SEE DETAIL I/A-'I) 6. 8• MANUFACTURERS SPECIFICATIONS FROP05ED LANIDSGAPIN6 SGREENINL6 AROUND N11TKO PG5 MIµ FOR INSTALLATION PROCEDURE) SHEET NUMBER REV. (TYPICAL OF 4 PER PLATE) FENCED EQUIPMENT COMPOUND,10'+/-HIGH ARBORVITAES OR APPROVED EQUAL(SEE DETAIL 2/A-6) I 1 SOUTHAEST ELEVATION 6 GABLE BRIDGE DETAIL AT CONCRETE SLAB 7 BASE PLATE DETAIL AT GONGRETE SLAB — IIx17 5GALE-IA6°=1'-V 24x36 SCALE: 1/5'=1'-O° 1 un SCALE: 3/4"=I'-O" 24x36 5--ALE: I I/2"=1'-0" IIxI-T 50ALE: 5/4"=1'-O" 24x36 SCALE: 1 1/2"=1'-O" I.ALL MATERIAL TO BE HOT-DIPPED 6ALVANIZJ]7A"3FAU 2.5Ecae EQUIPMENT TO UNISTRUT BRACKETS UTILIZING UNISTRUT CHANNEL.NUTS. D E IS I G N U 3.EQUIPMENT SHALL BE MOUNTED TO UNISTRUT FRAME AS PER - GOVERNING CODE REQUIREMENTS. 3'6' PROPOSED CONCRETE SLAB ®�'.......®..' G- R O U P CAP(NLD ALL AROUND) ONO'xl/2"BASE PLATE < ni A R C H I T E C T U R E (TYPICAL OF 2) 2° 2° ® . ENGINEERING PPDP05M 2 1/2'0 SCHEDULE 40 GABLE � - - PROPOSED WORK LIGHT,RACO I BELL#5518 5 BRIDGE SUPPORT POST HIVED ONTO Z P. O. PDX 3 OR APPROVED EQUAL ON A MANIAC TIMER8'x8NI/2°BASE PLATE(TYPICAL OF 2) - o HAZLET, NEW JERSEY 07730 TEL: 732.817.9090 1/2'(P ANCHOR SET 2 1/5"INTO HILT]-HIT HY-150 FAX: 7 3 2.8 4 7.4 3 3 5 5Y5TEM(SEE MANUFACTURERS SPECIFICATIONS 5° N GALVANIZED UNI5TRUT Pl000 FOR INSTALLATION PROCEDURE)(TYPICAL OF 4 I I ' (TYPICAL)QUANTITY AND LOCATION PER PLATE) 6° 8° Lou Moglino,AIA Robert W.Toms,P.E. A5 REQUIRED TO MOUNT EQUIPMENT N ARCHITECT#AI 13345 NJ STRUCTURAL#GE 362091NEER 075384 1/2'0 U-BOLT(TYPICAL OF 2 PER r- — — — — — MIN. 1•y-#028992-1 NY-#22375 CT-#22375 UNISTRUT) PA-#061412 2 POST BASE PLATE PLAN PROPOSED PTC CABINET ON I lxl i SGALE:3/4"=1'-0" 24x36 SCALE:I I/2"=1'-0" 04/26/12 RE-ISSUED FOR FILING JEs F Mo 5 UPPORT POSTS 05/IS/11 RE-155UEO FOR FILING MJt PMo O PROPOSED TIMER 5NUTGH I 05/10/II RE•ISSEDFORLONSTRGTON DGa BTo 3- I ® 051100 155UED FOR FILING DGa PMo Tin 01/22/10 RE-15MO FOR OOVIWTION DGa PMo PROPOSED 2 1/2' NOMINAL REv15ION LAWN cHKv. DIAMETER 5GHEDULE 40 PIPE WITH REV' DATE DE5GRIPTION BY BY GAP(TYPICAL OF 2) ® SEAL -BED q 5 �y N10 G� 8°x8'xl/2'BASE PLATE YV/(4)I/Z'�HIL71 HIT HY-I50 VQ/2 I/8'EMBEDMErI'f INTO I ^I/4/ •TYP. RACOA3ELL LI6HHT KIT =V CONCRETE SLAB(SEE DETAIL 2/A-5) — — — — — M� I� GRAY DOUBLE FLOODLIGHT ' a3 HOLDER KIT,CONTAINS ji+s=;r3r RECTANGULAR BOX COVERS (PGII m ACCESSORIES,NEATT�PROOF, THIS O s DES] /��JOR I50uruWv PAaM1 GOP TC' G FOR THF .. ....... __...._..C.._... (] 6O MINUTE MANUAL TIMER ITDUPUGATIo G. ° I CONSENT OF T CRE T 5 OHI 51DE ELEVATION FRONT ELEVATION metro CS� I UTILITY MOUNT DETAIL 5 PROPOSED WORK LIGHT SPECIFICATIONS Wireless for All. Ilxl-I SGALE:1/2°=1'-O" 24x36 SCALE:5/4"=1'-0" IIA-7 5GAL.E:N.T.S. 24x36 SCALE:N.T.S. 5 SKYLINE DRIVE HAWTHORNE,NY 10532 I.THE ELEVATION AND LOCATION OF THE SIPS ANTENNA SHALL BE IN ACCORDANCE WITH THE FINAL W REPORT. SITE JOBtt: NY 75 I Q 2.THE GPS ANTENNA MOUNT 15 DESIGNED TO FASTEN TO A STANDARD 1-1/4'NOMINAL DIAMETi32,SCHEDULE 40, GALVANIZED STEEL OR GPS ANTENNA MTM JOB#: OQMP5T5014 STAINLESS STEEL PIPE.THE PIPE MUST NOT BE THREADED AT THE ANTENNA MOUNT END. THE PIPE 5HALL BE CUT TO THE REQUIRED LENGTH (SUPPLIED BY LUCENT) (MINIMUM OF 18 INCHES)U51NS A HAND OR ROTARY PIPE CUTTER To ASSURE A 5MOOT14 AND PERPENDICULAR OUT. A HACK SAW SHALL NOT BE SITE INFORMATION USED.THE CUT PIPE END SHALL BE DESURRFD AND SMOOTH IN ORDER TO SEAL AGAINST THE NEOPRENE 6A5KET ATTACHE TO THE ANTENNA MOUNT. 3.THE MOUNTING PLATE SHALL BE FABRICATED AS SHOWN AND ATTACHED TO THE APPROPRIATE SUPPORT STRUCTURE USING U-BOLTS. THE GABLE BRI06E 5UPPORT SUPPORT PIPE SHALL THEN BE ATTACHED TO THE MOUNTING PLATE U51NG THE OVER51ZE U-BOLTS PROVIDED TO ALLOW ADJUSTMENT. IT 15 P05T 21555 COUNTY ROAD 45 CRITICAL THAT THE 6PS ANTENNA 15 MOUNTED SUCH THAT IT 15 WITHIN 2 DEGREES OF VERTICAL AND THE BASE OF THE ANTE"IS WITHIN 2 DEGREES OF LEVEL. MOUNTING BRACKET PLATE GUTGf-IOGUB, NY I I G35 4' 1/4'THICK PLATE 3, S. 2' I' ?i SS DESIGN TYPE: 7YP 7A6°x'I/8'SLOTTED HOLE a2 AWG BGW (TYP) 2 PLcs) BILL O F I-I ATE f�11"' L S GO-LOCATION FOR 1-1/4"NOMINAL _ DIAMETER PIPE DRAWN BY: CHECKED BY: DATE: --- - GROUNDING KIT ITEM# DESCRIPTION Q eaclJ m _ _ _ _-- _ GIWE GROUND BAR MTs JPe 05/22/04 TILT HOLES FOR ADJUSTMENT OI I-I/4°NOMINAL DIAMETER sch.40 x 18'L6.MIN 55 OR SAWN.PIPE I 1/2'm COAX GABLE MINIMUM SHEET TITLE BENDING RADIUS MR GABLE TO PIPE CONNECTOR O PLATE 1/4 x 4-1/4 x 16-1/4'L&.6ALV.(A-56) 1 MANUFACTURERS STANDARD BURMpY TYPE GAR(TYP 2 PL05) UTILITY FRAME ELEVATIONS STD.U-BOLT FOR 3 I/2'NOMINAL DIAMETER SCHEDULE 40 PIPE 2 MOUNTING,BRACKET PLATE #6 AN"IIS GROUNDING KIT GABLE O NV DOUBLE HEX NITS AND WASFER SAWN. 4 GPS MOUNTING DETAIL IA6°x 2-1/8'SLOTTED (PROVIDED WITH KIT) 6125 ANTENNA MOUNTING BRACKET STD.U-BOLT FOR 1 I/4'NOMINAL DIAMETER PIPE W/DOUBLE HEX HOLE FOR 3 I/2'NOMINAL NOTE, TO MI68 `H NITS AND YVASfNER,SAWN.(SEE NOTE 3) 2 SHEET NUMBER REV. DIAMETER SCHEDULE 40 OVERSIZE U-BOLT PROVIDED TO PIPE,U-BOLT WITH DOUBLE ALLOW+/-2'TILT/AD.ZTH3fr TO �W NUTS AND HASHER5.(TYP) ACHIEVE TOLERANCE.4 _GPS MOUNTING DETAIL 5 FIxj_r SCALE: 11/2"=1'-O" 24x36 SCALE: 5"=1'-0" OAC211P x HOLE -24 SLOTTED HOLE ��—' 11 �T� CL q FOR 1/2"o BOLT (TYP.OF M) FEAR OF L t t CA5W6 D E S I GNU REAR OF 1\CABINETS -------- C3 R 0 U P�A F------------ -------------I ARCHITECTURE ............... .................. ....... o ENGINEERING p of o To —0 0 P. O. BOX 3 111645 1116XI5 HAZLET, NEW JERSEY 01730 PROPOSED x PROPOSED PROPOSED PROPOSED TEL: 732.817.9090 -,r I i p LTIE PROPOSED LTE x MODCELL GARNET x MOOCELL CABINET BATTERY BATTERY I BATTERY BATTERY -T i W6X15 I I uyoxs FAX: 732.847.4335 p -L4p— 01 -------------- -------- ---------- Lou Moghno,AIA Robert W.Toms,P.E. ,yam ---------- STRUCTURAL ENGINEER ARCHITECT L------- 4-6' -------- NJ-#Al 13345 NJ-#GE 36209 Y .............................. NY-#028992-1 #075384 CT-#22375 FRONT OF CABINETS PA-#061412 CONCRETE PAD( SIDE O N OF CABINETS In-0 14ILTI HIT HY-150 161-01 4FRONT '1� 04/26/12 RE-ISSUED FOR FILING JE9 PM0 STAGGER BOLTS AT^b WITH(V MIN.EMBEDMENT.. IV-01IV-0 NO'T14ICK A 05/15/1I.PE-155M)FOR FILING M.Jt PMc -5 CA-5> V-0"O.C.EACH 5m �1� aa DETAIL 5/A-5) NOTES: 13'-0nxI6'-0ux8"T14ICK 05/10/11 RE-MED FOR 6MRMON Pr-ai BTo L TOP OF STEEL ELEVATION 10'4/-ABOVE GRADE LEVEL CONCRETE PAD(SEE A5 2.FOR MOUNTING HOLE LOCATIONS SEE DETAIL 2/A-5. I EQUIPMENT SUPPORT FRAME PLAN DETAIL 5/A-5) 2 MOUNTING HOLE LOCATION PLANA2 03/I9/10 155UEP FOR FILING Dr-a FMO IIxI'1 51-ALE: 5/5"=I'-0" 1 24x56 5CALE:5/4" 1'-0" IIxI7 5r-ALE- 5/5"=I'-0" 24x56 50ALE:5/4"=1'-0" Z 01/22/10 RE-155U FOR WETIMT10 Dr-a PMo PROPOSED VTHICK 4000 P51 CONCRETE SLAB WITH (TYPL4x4xV4(BEYOND) EXIST[Wa GRADE REV. DATE RE DESCRIPTION rIRANN r-HKD. 2 LAYERS OF bx(7-5/5 VELVED AIM FABRIC.SEE BY BY PLANS FOR PAD SIZE(TOP TO BE L16MY EIRLISHEP) 1116(Tyr.) ,-STEEL TO BE FLUM5 SEAL AND LEVEL,SIKA NON-SHRINK GROUT AS PROPOSED CHAMFERED EDGE z REQUIRED A- 1116 Uya v 4 APPROX. 4 zI 4 FINISH GRADE -x—X-4,.x X- v vv .mac (TYP) (TYp) u-X—)C—X—X- ii�ji I I I 4 -1 1�=! T r z Li .... ....... �..Ez ji 0 0 T k "7p. 51c, ROPE 4 SIGN P,I .'A Xx T�- Cl- IVE U5,E IT E L.1 11S OF XND x L4-4x 4,p x f�/"Xx L4x4xV4 1 0 E iT'TEN *4 i 3 4/4"'P H55-X 4'THICK LAYER OF 3/4'DIAL 3/8"GUSSET PLATE CRLISHED STONE BASE 112"0 WILTI HIT NY-W UTH 4'MR "-13'-01xIV-0'x8"TI4ICKCOWRETE (BEYOND)(TYP) cso EXISTING UNDISTURBED EMBEDMENT STAGGER BOLTS AT PAD(SEE DETAIL 5/A-5) Wireless for All. VIIRSIN 501L V-0"O.C.EACH SIDE OF M5 5 SKYLINE DRIVE 5 DETAIL 4 DETAIL 5 DETAIL HAWTHORNE,NY 10532 IIA-7 51-ALE: 5/4"=P-C)" 124x56 I IIxI7 5--ALE- I/2"=1'-0-' 1.24x36 SCALE:P=I'-C)" IIxI7 50ALE:'5/4"=I'-0" 124x5b 50ALE:1 1/2"=1'-C)" 51TE-- NY-1514 MTH-B#: O11MP5T50I4 SITE INFORMATION MODCELL (BEYOND) r------------I PROVIDE STEEL SHIM PLATES BETWEEN HORIZONTAL LEG OF Lbx4 21555 COUNTY ROAD 45 AND CABINET AT BOLTS (fUTCHOGUF-, N--r I I cT55 BATTERY CA5MT--,,.- EXISTING W1.s (31X31 MIN) CA15MT DESIGN TYPE: U16 cli Ln in EXISTING-L44 SECTION (3)3/41 DIA.A325 W.5. CO-LOCATION 0 TOP OF CONCRETECONCRETEEXISTING GUSSET PAD BOLTS a 161 OIC 43CABINS? CA131WT CABINET OF CONCRETE PAD % PROPOSED Lbx4x3/Sx3'-O"0'-4"+/-AGL MAX PLATE 51-01 DRAWN 5,r: � CHECKED BY: PATE: TOP 14� 1, 1-4- EXISTING Uib MT5 jPp- 5/22/0q 0'- . . . . MOOCELL BATTERY BATTERY TOP AGL MAX FINISH GRADE LONG(LL14)FASTENED To SHEET TITLE �P —FINISH GRADE FOUNDATION DETAILS AND 9 EX15TING,LUIs I3'-0'xI6'-0"x8"THICK FLAN VIEW (3)3/4.PIA A325 H.S. EQUIPMENT ELEVATIONS 13'-0'xIr2'-0'x9"THICK CONCRETE C014CRETE PAD(SEE BOLTS a 161 O/c SHEET NUMBER REV. PAD(SEE DETAIL B/A-5) A-5 DETAIL 3/A--5) (BEYOND)(TTp.) (0 1 EQUIPMENT ELEVATION (FRONT VIEW) -T I EQUIPMENT ELEVATION (SIDE VIEN 5 DETAIL (IF REQUIRED) A-5 I1xI'7 So-ALE: 1/4'*'-0" 124x56 50ALE: 1/2"=1'-O" IIxI'7 SCALE: I/4"=I'-0- 1 24x56 SOALE: 1/2'1=11-0" IIA-1 5--ALE: 5/8'*'-0" 1:24x56 5r-ALE: 5/4"=1'-O" AffirAm DESIGNu GROUP EX16TING MONOPOLE A R C H I T E C T U R E ENGINEERING P. O. BOX 3 HAZLET, NEW JERSEY 07730 TEL: 732.817.9090 NOTE: FAX: 732.847.4335 -SITE PRO I PM R165-263(OR AFFRDVED EQUAL)FOR POLE DIAMETERS 12"-30",SITE PRO I PM RIL5-263(OR APPROVED EQUAL)FOR POLE DIAMETERS 30°-60" Lou Moglino,AIA Robert W.Toms,P.E. ARCHITECT STRUCTURAL ENGINEER -COMPLETE KIT INCLUDES N -#GE 36209 (3)36"SUPPORT AFd1S NJ-#AI 13345 NY-#075384 (3)3 1/R'X 60'LONG HORIZONTAL PIPES NY-#025992-1 CT-#22375 (6)2 3/8'X 63"ANTENNA MOUNTING PIPES PA-#061412 (1)UNIVERSAL RING MOUNT ALL HARDWARE RE MIRED FOR INSTALLATION 5 04/26/12 RE-ISSUED FOR FILING JEs PMo -MOUNTS ARE ENGINEERED IN ACCORDANCE WITH THE LATEST ANSIMA/EIA-222 STANDARDS 05/15/11 RE-155UED FOR FILING MJt PMo Q A 05/10/11 RE-15910 FOR CONSTRICTION DGa BTo m 03/19/10 ISSUED FOR FILING DGa PMo PROPOSED TRIPLE T-FRAME KIT 01/22/10 RE-155 ED FOR LONSTRUCTION DGa PMo FOR(b)ANTENNAS(SITE PRO I PM WSD-263 OR APPROVED EQUAL) REV. DATE REVISION RAWN GElf DESCRIPTION BY BY 4'-O'(TYPCCAL) SEAL I ANTENNA T-ARM MOUNT DETAILS 0 -0 I1xl-T 50ALE:5/5'=1'-0' 24x5b 50ALE:5/4" = 1'-0" " Nis-hoc SIGN, R " I OF Ti 516N JP,IN AND F C, I HE E GLI ANY E 55 ' ITTEN N 9z OHIBI=. PROPOSED 10'-0'+/-H16H LANDSCAPING m CSO SCREENING Wireless for All. 5 SKYLINE DRIVE HAWTHORNE,NY 10532 517E JOE3#: NY7514 / ANTENNA 3 MOUNTING BRACKM MTM-JO-: 011MP5T5014 (SUPPLIED BY METRO PGS) SET OF UY (T (5)STAKES WITH ON OF 2 PER SECTOR) SITE INFORMATION WIRES BETWEEN 1/2 AND 2/3 WAY UP TREE. PROPOSED DOYOMLT BRACKET 4'HIGH MULCH MOUND TO FORM (TYPICAL OF I PER SECTOR) 2 COUNTY ROAD COUNT ROAD 45 SAUctR AROUND 71IME GUTGHOGUE, Nr- 11-155 REMOVE BURLAP FROM TOP 1/3 OF ROOT BALL. GRADE rr � � E DESIGN TYPE: yi�ll D�#132514)L�VEQUAL(TYPICAL OF 4) � GO-LOCATION DRAWN BY: CHECKED BY: DATE: NEN PLANT GRADE FILL-• \ // MTS JPe 05/22/04/ PIPE MAST SUPPI-IED WITH SIMF`RO I 50ARIFY 4'BELOW ROOT BALL /��/ , �/j /%\/%\/%\/%/\/ //' T-ARM ANTENNA MOUNT SHEET TITLE REC° '°CTIEP ANTENNA MOUNT DETAILS STAKES TO EXTEND 15"BELOW TREME PIT IN UN12I5TUPBM GROUND. SHEET NUMBER REV. 2 TREE PLANTING DETAIL 5 ANTENNA DETAIL 6 IIx1-T SCALE:N.T5. 24x5b SCALE: N.T.S. IIXI-I SCALE:5/8°=1'-0° 24x56 SCALE: 5/4"=1'-O" UTO NNER DI WELDM SATE MrAu 1RA- p DIAMETER) DESIGN FRAME(TYPICAL OF?)PROVIDE(U 4'-0' U FORKED LATCH ASSEMBLY AND -I PADLOCK EYE(TO PERMIT OPERATION SATE G R O U P-4 FROM EITHER SIDE OF SATE) ARCHITECTURE E N G I N E E R I N G MID-RAIL BRACE(0 SATE) P. O. BOX 3 U I'0 5C+0 LE 40 PIPE EXISTING VERTICAL ROUND MEMBER HAZLET, NEW JERSEY 07730 TEL: 732.817.9090 FAX: 732.847.4335 —AWIRS1 1/2'0(INNER DIAMETER)5GHEDULE / CONTRACTOR ROUND MEMBER ADAPTER CONTRACTOR TO FIELD VERIFY 40 MID RAIL(TYPICAL AT TOP,MID - DIAMETER OF EXI5TINS ROUND MEMBER LouLou M alino,ALA Robert W.Toms,P.E. %r \ STRUCTURAL ENGINEER AND BOTTOM) Q " U�� �f BEFORE ORDERINS EQUIPMENT NJ-#AI 13345 NJ-#GE 36209 ,. 3 1/2'0(INSIDE DIAMET% > ( NY-#028992-1 1C�Y-�075384 ',, 2 SCHEDULE 40 CORNER POST PA-#061412 � 3 ; II CAUSE GALVANIZED(2'MESt() CHAIN LINK FENCE WITH A-? }J/ \ 04/26/12 RE-ISSUED FOR FILING JE s PMo PRIVACY 5LAT5 II`/ \\ y '"\• i4I Ty-_AWIR&S BUTTERFLY GABLE CLIP5 OR OS/IS/II RE ISSUED FOR FILING MJt PMo / :, APPROVED EQUAL "\ r� \ 05/10/II RE-1 FOR 1051RULTION DGa BTo t/ \\ \\ \ ,\`�\ !!G%1 ��� COAXIAL CABLES(TYPICAL) �2 `\\ \ \ ,\ f O3/19/10 155UED FOR FILING DGa PMo / / ,� // // // /\// i p' '\ \�!L[f (PAINT TO MATCH MONOPOLE) /\\/��•`/\, �� 01/22/10 RE•15RED FOR GON5 IMTI0N DGa PMo PROPOSED CONCRETE SLAB /\ a n //\/\//\\//\/ n \/ O REV. DATE REV15ION ION BY N GBYD SEAIL \ \ •r 2 GABLE MOUNTING PLAN AT ROUND MEMBER �\`j IIxI7 SCALE: 3"=I'-0" 24x36 SCALE:6"=I'-0" Foonr ,FILL WIC a000 P51 % ` J�x\X // CONCRETE.(TYMICAu '. /X" \� \\; t• - (P �I Uhl 6N,P PERTY LO F:,THE MTM DE N G 'PL INC AND ANY 104 l-I I ITTEN INSTALL(3)STRANDS OF GO N9lbF E 5 91TED. BARBED WIRE AT TOP OF FENCE ANDREM EUTTERFLY GABLE CLIPS OR I -- APPROVED EQUAL me cso Wireless for All. 5 SKYLINE DRIVE 2 I/2'0 SCHEDULE 40 LINE POST HAWTHORNE,NY 10532 WITH 1 1/2'4 SAUSE STEEL WIRE SPADED 14'ON CENTER (TYPICAL ALL LINE POSTS) COAXIAL GABLES(TYPICAL) SITE JOB::: NY7314 (PAINT TO MATCH MONOPOLE) MTM JOOQMPSTS014 1 1/2'0(INNER DIAMETER SGFEDULE INFORMATION 40 MID RAIL(TYPICAL AT TOP,MID EXISTING VERTICAL MONOPOLE SITE INFORMATION AND BOTTOM) Q 3 1/2'9(INSIDE DIAMETER m SCHEDULE 40 CORNER Posy 21555 COUNTY ROAD 45 ANDREWS ROUND MEMBER ADAPTER. II SAUSE GALVANIZED(T MESH)CHAIN CONTRACTOR TO FIELD VERIFY GUTC HOGUE'., NY 11-155 LINK FENCE NTH PRIVACY SLATS DIAMETER OF EXISTINS ROUND MEMBER BEFORE ORDERING EQUIPMENT. DESIGN TYPE: /j/.///\/j/j/j////////;///� //\� �g I — _ NOTE GO-LOCATION ALL STD TO BE HOT PROPOSED CONCRETE SLAG j/ j\\-X-,- �\jam\j\� \jam \\//\\' �\ DIPPED GALVANIZED DRAWN BY: 7,JKf2c BY: DATE: /\//\ //\\//\//////\\��\�\//\//\\r/�\ //� AFTER FABRICATION ,.:\\/j\//\ MTs 05/22/Oq f/ /' d SHEET TITLE EXISTING 501E % \\ GABLE DIAMETER NOMINAL ACTUAL P=E=1�GE= �?.TE= 12'0x4'-O'DEEP Posr 1/8' 1.1r I� T. I L FoanNS.FILL WITH 4000 1 1/4' 158' PSI CONCRETE.(TYPICAL 15/8' 2AI5' SHEET NUMBER REV. 1 PENCE 4 GATE ELEVATION 5 GABLE MOUNTING DETAIL IIxl'T SCALE: 5/8"=1'-0° 24x36 SCALE:5/4"=1'-O° 1 IIxI-T SCALE: 5'=1'-O" 24x36 SCALE: ANI�► 3'-I I I/I6" DESIGN u GROUP ARCHITECTURE E N G I N E E R I N G P. O. BOX 3 OUTDOOR MLOVIREHAZLET, NEW JERSEY 07730 ,- TEL: 732.817.9090 MOUNTIN6 TEMPLATE ' '� FAX: 7 3 2.8 4 7.4 3 3 5 AG SUR6E 5UPFRF55OR FLOOR CONTACT Lou Moglino,AIA Robert W.Toms,P.E. AREA - ARCHITECT STRUCTURAL ENGINEER 7 EWIRHCN CABINET 07 '#0753S4 PLAN ME" GE 36209 o '�� NJ-#Al 13345 NJ-# �' NY-#028992-1384 2'-I CT-# LOAD CENTER PA-#06141 061412 LATCH 0 �;I 04/26/12 RE -155UEO FOR FILING JEs PMO i0 �'�'• HINGED DEADFRONT 5 r ®®8® j�l. 05/0/II RE-155UED FOR FILING Kh PMo \ ®8 0 8 05/10/I I RE-IYUFD FOR(ANSTRKT ON DGa BTo In 3 -zl.I . . --®.®�® rtl - -- 5 1i!I" !r 6FGI CONVENIENCE OUTLET 03/Iq/10 ISSUED FOR FILING DGa PMo ;p STEEL PGS LTE GABRET TO 5TE5.BEAMS AS PER �!I 2 POSIT10N TERMINAL BLOCK(OPTIONAL) ? 01/22/10 RE-1%FD FOR C.PW 9IOTION DGa PMo TO MANUFACTURERS 5PECIFICATION5 OYPICAQ PUNCH DOWN BLOCK REVISION RAM r-HrD. co� FRONT VIEh �. REV. DATE VE51-RIPTION BY BY aR6E S1PPRESSION(OPTIONAL) SEAL O CABINET WEIGHT IS a rs POUNDS. WIND STOP MLq POINT GROUND BAR TRO SECURE NEW ME PGS EMIPMEN CABINET CABI TO NEW STffi.DUNNAGE A5 PER 404 N O T TO 5 G A L E MANUFAGTURCRS SPEGIFIGATIONS M?) z o I EQUIPMENT CABINET DETAILS 2 LTE CABINET DETAILS � n , (n T Is _516K PERTY 2 ANV IIxl7 SCALE: 1/4"=P-0" 24x56 SCE: I/2"AL =1'-O" IIxI-1 50ALEd/4"=P-O" 24x56 SCALE:17---0 OF 6N6 INC. AN F EWLUSIVE USE BY�T{iE TI —IF ANY N C �fj'/fM �L OHIBI7ED. PROPOSED AREA: m�F CS® AREA FOR(I)MODGELL CABINET-553'15"x 52'=1.6150.FT. Wireless for All. AREA FOR n)BATTERY CABINET-2bSq'x 28.14"=5.1150.FT. AREA FOR N FTC,CABINET-50'x 12'=25 50.FT. 2 5 SKYLINE DRIVE HAWTHORNE,NY 10532 TOTAL AREA OF CABINETS-Tb'P+5.11'+25'=16.05 Sa FT. O iv SITE. 5#: NY-1514 % MTM_J0-: OaMP5T5014 / m PLAN 0 PTC BOX SITE INFORMATION 4 5/16" \ - 2,- 2 " I'-S 3/I6"� /I6" * 6 q/16-�I- -�I '4q��� 4 3 4 HOLIES(TYP) 21855 COUNTY ROAD 48 NEW POWt3t TEt Go GABINtT 2-g GUTGHOGUF_, NT' 11-1 3B T 1 (PTW i m m _ DESIGN TYPE: n I e e GO-LOCATION m MOUNTING BRACKET TEMPLATE DRAWN BY: GHEGKED BY: DATE: . I ry \ MOUNTING TEMPLATE O MTS JPe 05/22/Oq SHEET TITLE SEC.UIiE NBN t�TRO PG5 Pl'G PLAN®BATTEi¢Y GABRET CABINET TO NEW UNISTRIP FRAM AS PER MANUFAGTLIRER5 EQUIPMENT 5PECIPICATIONS ELEVATION SPECIFICATIONS(SEE DITAIL I/A-4) SHEET NUMBER REV. 5 BATTERY CABINET DETAILS 4 PTG CABINET DETAILS E IIxI'7 50ALE: I/4"=1'-0" 24x56 51—'ALE: 1/2"=P-0" IIxI-1 50ALE: 1/411=1'-01, 24x56 5GALE: 1/2"=P-0" ANTENNA SCHEDULE GABLE SCHEDULE PROPOSED PANEL ANTENNA: ��� KATHREIN MODEL NO.WO-MO4 SECTOR RX/TX MANUFACTURER MODEL# GABLE LENGTH DIA. LABEL D E S I G Nu A 50° O° MDT ° EDT TX/RX KATHREIN MODE-N0.WO-10504 TX/RX 165'f 1 5/8" 1 RED O° MDT °EDT TX/RX TX/RX 165't 1 5/8" 2 RED 2,7' G R O U P�+ A 50° O° MDT ° EDT TX/RX KATHREIN MODEL NO.WO-10504 TX/RX I65't 1 5/5" 5 RED S A R C H I T E C T U R E O° MDT °EDTTX/RX TX/RX Ib5'f 1 5/5" 4 RED E N G I N E E R I N G P. O. BOX 3 HAZLET, NEW JERSEY 07730 B LBO° O° MDT ° EDT TX�KATHREIN MODE.N0.WO-10504 TAX 1b5't 15/8" I BLUE u`� u`� TEL: 7 3 2.817.9 0 9 0 FAX: 732.847.4335 O° MDT ° EDTTX/RX TX/RX 165't 15/8" 2 BLUE B 130° 0° MDT ° EDT TX/RX KATIfMIN MODE-NO.WO-10504 TAX 165't 1 515' 5 SLUE LLJ O° MOT* EDT TX/RX TX/Rx I65'f 1 5/8" 4 BLUE Lou ARCHITECT o,AIA Robert R Toms,P.E. 54f'z bP•23Y 80.FT. ARCHITECT STRUCTURAL ENGINEER FRONT VIEW SIDEVIEW NJ-#Al 13345 NJ-#GE 36209 NY-#028992-1 NY-#0753S4 CT-#22375 6 25O°O° MDT ° EDTTX/RX KATHREIN MODEL NO.WO-10504 TX/RX 165't 1 5/5" 1 GREEN PA-#061412 O° MDT ° EDTTX/RX TX/RX 165'f 1 5/8" 2 GREEN 6 250° O° MDT ° EDTTX/RX KATHREIN MODE-NO.WO-10504 TX/RX 165't 15/8" 3 GRAN 5 04/26/12 RE ISSUED FOR FILING JEs F'Mo O° MDT ° EDTTX/RX TX/RX 1651t 1 5/5" 4 GREEN 05/15/11 RE-155UED FOR FILING MJt PMo 4 A05/10/11 RE-15HW FOR fANSiRllLTION DGa BTo A03/100 155UED FOR FILING DGa PMo NOTE. 01/22/10 RE-15JFD FOR LON5TRILTION DCa PMo 6C TO VERIFY ALL MATERIALS 8 ALPHA ALPHA BETA BETA GAMMA GAMMA REVISION QUANTITIES PRIOR TO ORDERING. ANTENNA ANTENNA ANTENNA ANTENNA ANTENNA DNA REV. DATE RANN CHKD. DESCRIPTION BY BY &G TO VERIFY MODEL#5 WITH METRO PGS PRIOR TO ORDERING. RGU GABLE 2 RCU GABLE 5 RGU GABLE 4 RGU GABLE 5 RGU GABLE 6 RGU SEAL \�\ER p 490 RX Tx RX TX RX TX RX TX RX TX RX TX . CJ m 0G` :A O n BILL OF MATERIALS NO.GITY.DESCRIPTION PNANIFAGTURi3t I I MODC;m- BLUE JUMPER RED 2 1 EZBFO BATTERY CABINET LUCENT S I LTE CABINET LUCENT NE+ W — m — m m Fo � ^"D 4 - AT078J50 7/8'#AIRGB L COAXIAL GABLES TRILOGY COMMUNICATION5,INC VIOLET p EN O GATT�Q}Jj�`�R ITTEN GONSE F TFIk G S IL PROHIBITED. 5 - DFAO7850 IWO 1/16 DIN 09 CONNECTOR TRILOGY COMMUNICATIONS,INC, 6 - &K-578AG 1/8'GROUND KIT TRILOGY COMMUNICATIONS,INC TERMINATE IN �GG13TS metroPCS® 7 - G5411278 7/8°WEATH�tPROOFING KIT TRILOGY COMMUNICATIONS,INC AT BT5 e 1980' ATI58J5o 15/8'm AIRCELL COAXIAL GABLES TRILOGY COMMUNICATIONS,ING Wireless for All. 9 24 DFAI5850 15/8'0 7/16 DIN(F)CONNECTOR TRILOGY COMMUNICATIONS,INC 10 24 &K-5158AG 15/6'GROUND KIT TRILOGY COMMUNICATIONS,INC 5 SKYLINE DRIVE HAWTHORNE,NY 10532 II 24 G5-UI258 15/8'NEA7HERPROOFIN6 KIT TRILOGY GOMKNIGATION5,INC 12 24 6'JAU012DMOM6 1/2'0.LIMPER 1/I6 DIN(M)CONNEGTORS TRILOGY COMMUNICATIONS,INC SITE Jos=: NY7314 13 6 REMOTE M.EGTRICAL TILT KATHREIN Oc1MP5T5014 MTM JOBtt: 14 6 ANTENNA-MODEL#800-10504 KA�IN COAX SITE INFORMATION ANTENNA CABLING NOTES CABLE I� I.COLORED ELECTRICAL TAPE SHALL MARK EACH END OF EVERY GABLE AS CLOSE TO EACH END AS �a POSSIBLE _ m _ m — m 21555 COUNTY ROAD 48 2.IN ADDITION TO TAPE MARKINGS,EACH END OF GUTCHOGUEE, NY I I Q55 EVERY GABLE SHALL ALSO BE LABELED WITH BRA55 PANEL ANTENNA TA65(SUPPLEV BY OM!R)INSCRIBED WITH NUMBER 6'-O'STANDARD NMFERS TO BACK OF 575 JUMPER DESIGN TYPE: AND COLOR OF TAPE MARKINGS AS INDICATED IN THE ABOVE 5CHe4ATIG. THIS SYSTEM 15 TO BE USED TX CABLES FOR ALL COLORS, &'-0'STANDARD JUMPERS GO-LOCATION 5.ALL TAPE MARKINGS SHOULD BE DONE IN SEQUENCE PROM THE NORTH WORKING, CLOCKWISE AS BTS 5140M IN THE SCHEMATIC ABOVE. DRAWN BY: CHECKED BY: DATE: 4.THE CONTRACTOR SHALL INSTALL ANTENNA AND ,LIMPER GABLES WITH DRIP LOOPS TO PREVENT TYPICAL SECTOR GABLE ROUTING MTS JPC 05/22 04 UNDESIRABLE WATER RUN-OFF. SHEET TITLE S.THE CONTRACTOR 514ALL INSTALL ADDITIONAL MINIMUM GABLE BENDING RADIUS GABLE SUPPORTS AS NMDED TO MAINTAIN A MINIMUM CABLE RADIUS SPACING OF 5'-0'ON CENT13t. �� I NP 0RM,4T I O1� 6.CONTRACTOR WILL RECORD THE LOCATION AND SMSRIAL NUMBERS OF ALL ANTENNAS,ANTENNA I/2"Q (AT012J50) 6" CONTROLLER MOTORS,AND THEIR CORRESPONDING SHEET NUMBER REV. INSTALLED LOCATION AT THE TIME OF CONSTRUCTION. 7/8110 (ATO-18J50) 10" -1.ALL ANI REVS MOTORS ARE&ENDER SPECIFIC,AND 1-5/8"o(ATI5&50) 20" WILL BE WIRED STARTING NTH THE MALE END OF THE GABLE AT THE BTS AND CONTINUE ALONG,THE RUN FOLLOWING THE TE"IALE UP ROLE'. I ANTENNA GABLE SCHEMATIC 1Ix17 SCALE:NOT TO SCALE 24x36 SCALE: DESIGN CRITERIA ABBREVIATIONS AND LABELS I.ELECTRIC: PROVIDE AND INSTALL A 205V OR 24OV,2P,3 WIRE CIRCUIT FROM A RELIABLE SOURCE TO THE COMMUNICATION CABINET. TH15 AFF ABOVE FINISHED FLOOR M68 MASTER GROUND BAR SOURCE SHALL BE LOCKED ON WITH A GB LOCK. THE CONTRACTOR SHALL PROVIDE(5) SPARE FUSES WHEREVER A FUSED DISCONNECT IS AFC, ABOVE FINISHED GRADE 568 SECTOR GROUND BAR D E S I G N" REQUIRED. THE CONTRACTOR SHALL VERIFY(BEFORE ANY CONSTRUCTION 15 STARTED)THAT THE POWER SOURCE 15 BETWEEN 208V AND 240V AWG AMERICAN WIRE GAUGE MLO MAIN LU65 ONLY :-I LINE TO LINE. IF IT IS NOT BETWEEN THE SPECIFIED VOLTAGE,THEN GALL THE ARCHITECT. ALL ELECTRICAL EQUIPMENT SHALL BE LABELED WITH G CONDUIT N NEUTRAL G R O U P 1-1 A BLACK PLASTIC TAG WITH WHITE LETTERS "METRO PG5"ENGRAVED IN IT. GB CIRCUIT BREAKER NEC NATIONAL ELECTRIC GODS EMT ELECTRICAL METALLIC PNL PANEL A R C H I T E C T U R E 2.UTILITY METER: IF A UTILITY METER 15 SPECIFIED ON THE DRAWIN65,IT 15 THE CONTRACTORS RESPONSIBILITY TO OBTAIN ALL NECESSARY TUBING PP POWER PANEL EN GINEERING INSPEGTION5,GUT-IN CARDS,ETC.,THAT ARE REQUIRED TO SET THE METER. THE CONTRACTOR SHALL MEET WITH THE UTILITY COMPANY TO VERIFY GND GROUND PPG POWER PROTECTION CABINET P. O. BOX 3 METTB2 AND TAP LOCATION PRIOR TO INSTALLATION. THE ARCHITECT BEGINS THE PAPERWORK WITH THE VARIOUS UTILITY COMPANIES AND CAN MG METAL GLAD GABLE PVC POLYVINYL CHLORIDE PROVIDE THE ELECTRICAL DETAILERS NAME AND PHONE NUMBER TEL: 732.8 8 8.6 210 CONTACT THE ARCHITECT FOR UTILITY RELATED QUESTION5. IF TEMPORARY MOB MAIN CIRCUIT BREAKER RA RIGID ALUMINUM , NEW JERSEY 07730 POWER IS REQUIRED, ALL NEC,AND/OR LOCAL ELECTRIC CODES SHALL BE ADHERED TO. CONTACT METRO PG5 WIRELESS PRIOR TO MAKING MOP MAIN DISTRIBUTION PANEL R5S RIGID GALVANIZED STEEL TEL: 7 3 TEMPORARY POWER CONNECTIONS. HP WEATHER PROOF FAX: 7 3 2.8 4 7.4 3 3 5 3.TELEPHONE:PROVIDE A 2"CONDUIT WITH A 25 PAIR#22 AW6 TAPPAN WIRE AND GABLE#22505B2E/A5T/0B/BK/6LAGK OR EQUAL BY GOMM5COPE FROM THE COMMUNICATIONS CABINET TO THE MAIN DEMARCATION POINT. FROM THE PPG CABINET TO THE BT5,PROVIDE Jumper. SUPPLIER: STONY POINT PN: 5PSMTOI-40(40 FT 13765'ISPE)40 FOOT LENGTH WITH 4-RJ45 CONNECTORS CRIMPED ON ONE END. Lou ARCHITECT ,AIA Robert W.Toms,P.E. THE MAIN DEMARCATION POINT ALLOWS FOR THE LEAST AMOUNT OF N015E AND THE MOST AMOUNT OF PROTECTION. FOR COST SAVINGS,A ARCHITECT NJ-# E 36209 ENGINEER CLOSER DEMARCATION POINT MAY BE SPECIFIED IN MULTIPLE STORY BUIL.DING5 WITH THE APPROVAL OF THE TELEPHONE COMPANY. FOR NEW NJ-# 0 8992 NJ-#GE 384 TELEPHONE SERVICES IN NJ,NY 8 GT,PROVIDE A 4"CONDUIT WITH A DRA6LINE FROM THE SPECIFIED UTILITY POLE TO THE LOCATION OF THE NEW NY-#028992-1 NY-#075384 CT-#22375 DEMARCATION POINT. PA-#061412 4.CONDUIT ROUTING: THE ROUTING OF THE CONDUIT SHALL BE SUCH THAT THE EASIEST AND M05T PRACTICAL METH005 ARE USED WITHOUT IMPACTING THE BUILDING OWNER AND THE AESTHETIC APPEAL OF THE BUILDING. BECAUSE THE WORK BEING DONE 15 IN EXISTING STRUCTURES, IT 15 04/26/12 RE-155UED FOR FILING JEs PMo IMP05SIBLE TO 5HOW EVERY JUNCTION BOX,LB,CONDUIT BEND,ETC. IN A TWO DIMENSIONAL PLAN. IT 15 FOR THIS REASON THAT THE 5 GONTRAOTOR MUST V151T THE SITE BEFORE AOCEFT'ING THE OFFER AND UNDERSTAND THE TRUE INSTALLATION OBSTACLES THAT ARE UNIQUE TO THAT BUILDING. 4 05/18/11 RE-155UED FOR FILING Kit PMo S.EQUIPMENT:ALL PANELS,DISCONNECTS,AND EQUIPMENT SHALL BE SQUARE "D"UNLE55 DIRECTED OTHERWISE BY THE ARCHITECT OR METRO PGS WIRELESS PROJECT MANAGER. LEGEND 05/10/II RE-IS:IF�FOR(Ai5i(d1LTI0N DGa BTo WIRING METHODS LEGEND �03/19/10 ISSUED FOR FILING DGa PMo Al01/22/10 RE-ISSIEDFORLaNSTkLTION DGa PMo 1.GENERAL: ALL WIRING IN FINISHED AREAS SHALL BE CONGEALED UNLE55 NOTED OTHERWISE. IN UNFINISHED AREAS SUCH AS BASEMENTS, IDENTIFIER DESCRIPTION IDENTIFIER DE50RIPTION REV. DATE REVISION RAM GHKD. MECHANICAL ROOM5,ELECTRICAL CLOSETS,ETC.WIRING SHALL BE ROUTED ON THE INTERIOR SURFACE. NO WIRING SHALL$E ROUTED ON THE DESCRIPTION BY BY OUTSIDE SURFACES OF THE BUILDING UNLESS SPECIFICALLY NOTED. ALL NEC AND LOCAL ELECTRIC CODES SHALL BE ADHERED TO. ALL E EXISTING ELECTRIC NT NEW TELEPHONE ED CONDUCTORS SHALL BE COPPER UNLE55 OTHERWISE NOTED. SEAL41 2.5M OW GRADE(UNDERGROUND IN EARTH OR FILL): ALL CONDUITS SHALL HAVE A MINIMUM BURIAL DEPTH OF 24".-BRANCH CIRCUITS SHALL NE NEW ELECTRIC NT NEW UNDERGROUND CONSIST OF PULLED GONDUOTOR5 IN DIRECT BURIED SCHEDULE 40 PVC CONDUITS. CONDUITS THAT ARE BURIED UNDER EARTH THAT HAVE HEAVY TELEPHONE �/ S. �� ;A VEHICLE VEHICLE TRAFFIC OVER IT SHALL BE ENCASED IN CONCRETE. CONCRETE ENCASEMENT SHALL BE 3"MINIMUM ALL AROUND AND BETWEEN NE NEW UNDERGROUND CONDUITS. ALL-ELBOWS USED WITH PVC CONDUIT SHALL BE SCHEDULE 80 PVC. ALL CONDUIT INSTALLED ABOVE FINISHED GRADE SHALL BE ELECTRIC T EXISTING UNDERGROUND SCHEDULE 80 PVC. PRIOR TO EXCAVATION,A UTILITY MARK OUT SHALL BE DONE TO LOCATE EXISTING UNDERGROUND UTILITIES. PICTURES SHALL TELEPHONE 4 BE TAKEN OF ALL UNDERGROUND WORK TO BE VIEWED AT THE PUNOHLI5T. E EXI5TIN6 UNDERGROUND y 3. INDOORS NNGLASSIFIED AREAS): ALL FEEDERS SHALL CON515T OF PULLED GONDUGTOR5 IN EMT. ALL BRANCH CIRCUITS SHALL CON515T OF ELECTRIC PL PROPERTY LINE PULLED OONDUCTOR5 IN EMT.,EXCEPT 15 AND 20 AMPERE I POLE LIGHTING RECEPTACLE,OR M15CELLANEOU5 BRANCH CIRCUITS CONGEALED I ABOVE SUSPENDED CEILINGS OR WITHIN DRY WALLS SHALL CONSIST OF TYPE MG METAL GLAD GABLE IF ALLOWED BY CODE. CONNECTIONS TO T EXISTING TELEPHONE COMMUNICATION CABINETS AND VIBRATING EQUIPMENT SHALL CONSIST OF PULLED OONDUCTORS IN FLEXIBLE METALLIC,CONDUIT,MAXIMUM b' IN N V H 11 NG �, 'AND F T L ANY LENGTH. I To use WITH YR TTEN 4.OUTDOORS OR INDOORS CLASSIFIED 'DAMP'OR'WET'LOCATION: ALL FEEDERS AND BRANCH CIRCUITS SHALL CONSIST OF PULLED co of c s �zoHIBITED.Nse -"- CONDUCTORS IN RG5 CONDUIT CONNECTIONS TO COMMUNICATION CABINET AND VIBRATING EQUIPMENT SHALL CONSIST OF PULLED CONDUCTORS IN ^C �'1 LIQUID TIGHT FLEXIBLE STEEL CONDUIT,MAXIMUM V IN LENGTH. me �01� J� Wireless for All. 5 SKYLINE DRIVE HAWTHORNE,NY 10532 517E a— NY7514 M7-M.JO5#: OcIMP5T5014 SITE INFORMATION SPECIAL EMPHASIS, CONCERNS, AND LIMITATIONS SYMBOLS 21555 COUNTY ROAD 45 GUTGHOGUF-, NY 11 ci55 COMMUNICATION [DENTIN DESCRIPTION IDENTIFIER DESCRIPTION DESIGN TYPE: I. THE AROHITEGT SHALL BE NOTIFIED IMMEDIATELY UPON DISCOVERY OF A PROBLEM OR CONFLICT. CONTRACTOR SHALL PROMPTLY 0' SAFETY SWITCH (b RECEPTACLE IDENTIFY ONE OR MORE PROPOSED SOLUTIONS BUT SHALL NOT PROCEED UNTIL 50 AUTHORIZED. PANEL BOARD NEW UTILITY POLE GO-LOCATION LIMITATIONS ON DOWNTIME 0 ELECTRIC METER j EXISTING UTILITY POLE DRAWN BY: CHECKED BY: DATE: I, COORDINATE ALL DISCONNECTIONS AND INTERRUPTIONS OF ELECTRICAL SERVICE AND GROUNDING SYSTEM WITH THE OWNER. A SCHEDULE MTS JPe 05/22/09 OF INTERRUPTIONS AND SHUTDOWNS SHALL BE SUBMITTED TO THE OWNER FOR APPROVAL. THE SCHEDULE OF INTERRUPTION5 SHALL BE ELECTRICAL WIRING SUBMITTED TO THE OWNER A MINIMUM OF TWO WEEK5 PRIOR TO ANY ANTICIPATED INTERRUPTION OF SERVICE AND SHALL BE APPROVED (TURNING UP) SHEET TITLE BY THE OWNER BEFORE ANY INTERRUPTION 15 PERMITTED. r-- ELECTRICAL WIRING (TURNING DOWN) #=L�GTiRIG,4L_ NOTE CONTRACTORS 0 COMMUNICATIONS CABINET I. EACH CONTRACTOR SHALL SECURE AND PAY FOR ALL REQUIRED PERMITS AND SHALL ARRANGE ALL REQUIRED INSPECTIONS. SHEET NUMBER REV. 2. EACH CONTRACTOR SHALL COORDINATE HI5 WORK WITH THE WORK OF ALL OTHER CONTRACTORS AND EXISTING FIELD CONDITIONS. o BACKBOARD KEY NOTES (Symbols QI , 2Q, Etc.) I. EXISTING 050 CABINET. D E S I G N" -- 2• PROPOSED ELECTRIC ROUTED UNDERGROUND GROUP a A R C H I T E C T U R E .... 5, USE EXISTING METER SOCKET ENGINEERING P. O. BOX 3 -_ HAZLET, NEW JERSEY 07730 `\ 4. PROVIDE NEW 200A BYPASS UTILITY TEL: 7 3 2.8 8 8.6 210 I FAX: 732.847.4335 APPROVED METER SOCKET AND NEW 200A, 25OV,NEMA 5 FUSED LOCKABLE DISCONNECT. PROVIDE (2) 200A,250V FUSES. Lou Mo'alino,AIA Robert W.Toms,P.E. ! i 5. NEW PTO CABINET FOR ELECTRIC AND NJC HITECT STRUCTURAL#AI 13345 -#GEENGINEER N #GE 36209 --- TELCO. SEE ARCHITECTURAL DRAWINGS FOR NY-#028992-1 NY-#075384 MOUNTING PA . - 2 2375 PA-#0614161412 6. GROUND TO EXISTING TOWER GROUND. 04/26/12 RE-ISSUED FOR FILING JE:s F'Mo b 7. MASTER GROUND BAR. CONNECT 2#2 SOLID TINNED GROUND WIRES TO NEW GROUND RING. Z�05AWI RE-155UED FOR FILING MJt PMo 8. PROVIDE NEW#2 SOLID TINNED COPPER 05/10/II RF-IY�FD FOR 00I51Rll0TI0N DGa BTo _ GROUND RING IS" BELOW GRADE al. PROVIDE 5/8"XIO'COPPER GROUND ROD A2 O511g110 155UED FOR FILING DGa PMo AND GAD WELD TO GROUND RING. 01/22/10 RE-155,EDFOR00N 1IMTION DGa PMo I 10. PROVIDE NEW TEST WELL FOR&ROUND ROD. REV15ION REV. DATE PRANN GHKD. DE5CRIFTION BY BY ---- I1. #2 SOLID TINNED CONDUCTOR(TYP) TO BE I CONNECTED TO POSTS AND OTHER METAL SEAL OBJECTS. TO - -- ED A 12. PROPOSED TELCO CONDUITS ROUTED C' 12 - ---— — UNDERGROUND. QG✓ (,� / vot GN, T7 a 6R0 ,INC.' IVE US TITL LIENT. U Z�Q. O WI XF 5(WRI N CA 5Et1 ITEV. m t S, II 9 Wireless for All. --- - `__= = 5 SKYLINE DRIVE ---- - --::-_10 ... ...-- to 2 HAWTHORNE,NY 10532 I 12 5 517E 1—: NY7514 4 — s NOTE: CONDUIT ROUTING ON PLANS IS m--jal- OcIMP5T5014 CONCEPTUAL,ACTUAL ROUTING TO BE BASED SITE INFORMATION ON FIELD CONDITIONS. s 8 WIRE AND CONDUIT LEGEND 21555 COUNTY ROAD 48 OUTCHOGUE, NY 11-155 I 151TE PLAN DESCRIPTION WIRE CONDUIT IIx1"i SCE AL : 1"=50'-O" 2 64x5 5GALE: I"=15'-O" 200 AMP FEEDER 5#3/0 4 1#56 2" DESIGN TYPE: PROPOSED WORK LIGHT,RAW I BELL#551" 100 AMP FEEDER 5#2 4 1#66 2" GO-LOCATION OR APPROVED EGMIAL ON A MANJAL TIMER (2)#12#126-3/4° 80 AMP CIRCUIT 5#4 4 #8& I-I/4" DRAWN BY: GHEGKED BY: DATE: O-4 HOUR MECHANICAL TIMER IN NEMA 5R CONDUIT ENCLOSURE TORK#A504H OR EQUIVALENT. 50 AMP CIRCUIT 2#10 4 I#10& 5/4" MTS JPe 05/22/04 346/0 AW6,046-2°CONDUIT TIME 5#4#86-1-1/4• 15 4 20 AMP CIRCUIT 2#12 4 1#126 5/4" SHEET TITLE 3 4 CONDUIT TELCO DEMARC TO SEE E-1 2" E:LE=GTiZI G?.L P'L AN EQUIPMENT METER PTO MODCELL LTE 6ROUND WIRE 1#4/0 2" BANK CABINET CABINET CABINET (ABOVE &ROUND) SHEET NUMBER REV. 5 GROUND WIRE 2#2 TINNED NONE (BELOW GROUND) 2 ONE LINE RISER 50HEMATIG ❑ 2 S IIxl? SCALE: N.T.S. 24x56 5-ALE: N.T.S. GENERAL NOTES ��A& I I. WHERE ICE BRIDGE-5 AND ICE SHIELDS ARE DESIGN u USED,BOND ALL POSTS VIA #2 SOLID TINNED G R O U P�-I WIRE TO THE GROUND RING. ARCHITECTURE fQ 2. FOR NEN FENCE INSTALLATIONS BOND ALL ENGINEERING I CORNER FENCE POSTS FROM GROUND RING TO A P. O. BOX 3 "Y" TYPE CADWELD TO FENCE P05T VIA CLAMP. HAZLET, NEW JERSEY 07730 (THOMAS t BETTS#2 OR APPROVED EQUAL) TEL: 7 3 2.8 8 8.6 210 BOND ALL GATE P05T5 AND GATE FRAMES KITH FAX: 7 3 2.8 4 7.4 3 3 5 A MINIMUM OF 1/0 COPPER FLEX AND ERICO FENCE GROUND ASSEMBLIES OR APPROVED EQUAL. Lou Moglino,AIA Robert W.Toms,P.E. ARCHITECT STRUCTURALENGINEER 3. ALL COAXIAL GABLES SHALL BE GROUNDED TO NJ-#AI 13345 NJ-#GE 36209 A UNIN5ULATED GROUND BAR VIA GABLE NY-#028992-1 NY-#075384 GROUND KITS. NEWTON INSTRUMENT COMPANY OR CT-#22375 8 EQUAL. THIS GROUND BAR SHALL BE LOCATED PA-#061412 JUST BELON THE POINT WHERE ALL GABLES COME TOGETHER AND DESCEND DONN THE 0412bl12 RE-155UED FOR FILING JEs PMo 2 TOWER.THIS GROUND BAR SHALL BE ATTACHED AM8C1A FIFE MAST(IYPIGAL DIRECTLY TO THE TOWER VIA BEAM CLAMP. 05/201 RE-155UED FOR FILING MJt PMo FOR EACH ANTE" 4. ALL COAXIAL GABLES LEAVING THE COMMUNICATION CABINET SHALL BE GROUNDED 5 05/10/11 RE-15MFORGONSTTd1OTION DGa BTo 4 TO A UNINSULATED GROUND BAR VIA GABLE GROUND KITS. NEWTON INSTRUMENT COMPANY 03/19/10 ISSUED FOR FILING DGa PMo � 6RourtD OR EQUAL. THI5 GROUND BAR SHALL BE� COALX KIT O KIT 9 5 LOCATED AT THE POINT WHERE THE GABLES OI/22/10 RE-I550 FOR MIRJ,'.TI% DGa PMo ANTENNA ANTENNA MAKE A NINETY DEGREE BEND OFF THE TONER. REV15ION RAm GHKO. / S. 2#2 SOLID TINNED COPPER CONDUCTOR FROM REV. DATE DE5GRIFTION BY BY O'SROW KIT �� 06 EROW MT 10 6 THE INSULATED GROUND BAR TO THE GROUND "CAL FOR -- �ANr�IN ���� RING VIA "Y" TYPE GADWELD. SEAL `;.------r to O 6. 5/8"g/aXIO'GROUND ROD GADNELDED TO #2 '( RED I SOLID TINNED COPPER INSTALLED IN 8" PVC C' UNINE-dAnD SECTOR 13 12 -1. #25 T NELL5. O AW O S G LID CONTINUOUS TINNED COPPER 6ROUweAR t1 B WIRE EXTERIOR GROUND RING TO BE PLACED '' v 2'-0" AWAY FROM ALL FOUNDATIONS. SEE O 01 SPECIFICATIONS. COAX rA 2 ANTENNA GROUNDING DETAIL � 3 „ IIxI'7 SCALE: NITS. 24x36 SCALE: NTS. 8. 5/5'1a X 10'COPPER-GLAD STEEL GROUND ROD. PROPER MORE THAN 2/3 OF THE ROD LENGTH MUST BE F`O "EUSE BY TME n E a' �' A p)PER COAX CABLE bROI ID BELOW THE LOCAL FROST LINE. 'D _ " 0B KIT' THREADED T M-L CIO 6° FROVIPE LOOP KEY NOTES (Symbols 0, QQ , Etc.) M, so UNINSULATED FINISHED GRADE FOR TESTING—— Wireless for All. &ROUND BAR 5 SKYLINE DRIVE I I I• ANTENNA. (50HEMATIC REPRESENTATION,SEE HAWTHORNE,NY 10532 N FM COAX CABLE I I ARCHITECTURAL DRANINC75 FOR MOUNTINGJ 6 alarm -----------' I'-6' 51TE Jo— NY-1514 KIT PVC,INSPECTION 2. MAST. °via 2'-0° MTM-jo— TESTIN6 v�LL OaMPST5014 S. ANTENNA JUMPER. SITE INFORMATION EGURIE T HA TOR 4. COAX GROUND KIT. DO NOT INSTALL ON y�NET &ROTUND MAR N P8i COAX CA91F 6 7 BENDS. trrPlcAU ( S=nra�v COPHR ROD'C,ADYELD'FINISHED 6ROUND 5. GADNELD TYPE "vs". 21555 COUNTY ROAD 45 ATTAOM TO EXISTING 6. ANTENNA COAXIAL GABLE. OUTOHOGUE, NY 1 1-155 LcQ1a souv nrrm r souD nwmv _ eRalNv wry 3 TEST WELL DETA I L coFFsi Ilxl'1 SCALE: NTS. 24x36 SCALE: NTS. "1. TO GOMMUNIGATION CABINET. DESIGN TYPE: ATTA M TO NM FINISH GRADE 5. 2 BARREL HYDRAULICALLY COMPRESSED spa' ;?illiNllj.r-::;.•� CONNECTION PANDUIT CATALOG #GTAP CO-LOCATION SMOK30' " 2-2X. Mtn. 9. #(2 INTEGRAL GROUND CONDUCTOR FROM DRAWN BY: CHECKED BY: DATE: �6FaWROD — GROUNDING KIT TO 598. s TtsT 100-1.. TEST JAM I '-o° 10. #2 SOLID TINNED COPPER GROUNDING MTs JPe 05/22/09 GADMLD CONDUCTOR 8" MINIMUM RADIUS. SHEET TITLE IQ'-0� ° CONNECTION Min. 11. 2 BARREL HYDRAULICALLY COMPRESSED f;;_=,O L)1--1 D 1 1-_1 C� CONNECTION PANDUIT CATALOG #GTAP ASSUMW FROST LINE 2-40. trO ESE VERIFIED) 12. TO NEXT ANTENNA. SHEET NUMBER REV. 15. TO MASTER GROUND BAR. I GROUNDING ONE LINE DIAGRAM 1 4 16ROUND ROD DETAIL [II.11 SCALE: NT5. 24x36 SCALE: NITS. IIxl'1 SCALE: NT5. 24x36 SCALE: NT5. ALGA 12°APPROX. 3 3/4° 6. ANTENNA I-I/4°DIA. (SUPPLIED BY LUCENT) MAX D E S I G NU ANTENNA CABLE GROUP,-i NEATHERPROOFIN&KIT A R C H I T E C T U R E ANDREW#221215 FTC PANEL SCHEDULE ENGINEERING P. O. SOX 3 #6 AN&STRANDED COPPER&ROUND 200 AMP MAIN 24 CIRCUIT 120/240V HAZLET, NEW JERSEY 07730 WIRE(&ROUNDED TO&ROUND BAR) TEL: 7 3 2.8 8 8.6 210 GABLE TO PIPE CONNECTOR (STANDARD ANDREW&ROUNDING KIT) 1 2 FAX: 7 3 2.8 4 7.4 3 3 5 #2 AWG BGW BURNDY TYPE OAR SPARE 80 100 MODGELL POWER' (TYP 2 FLOW CONNECTION of GABLE e,IZOUND KIT 3 4 (TYP 2 PLO TO&P5 ANTENNA CABLE RECEPTACLE 15 5 6 20 LIGHT Lou Moghno,AIA Robert W.Toms,P.E. ARCHITECT STRUCTURAL ENGINEER -1 8 SPACE NJ-#Al 13345 NJ-#GE 36209 075384 EBRE AG UNIT 15 9 1O NY-#028992-1 NY-#22375 ALGA CT-#06141 SPACE PA-#061412 2 1/2'DIA. 2° 6• SPACE II 12 MAX. ANTENNA 13 14 5 04/26/12 RE-15 UED FOR FILING JE s PMo CABLE SPACE I5 16 SPACE WEATHERPROOFING KIT 1 �05/IS/II RE-155UED FOR FILING MJt PMo ANDREW#221215 ABLE&ROUND KIT I-1 18 SPACE IQ 20 SPACE 05/10/I I RE-IYiffD FOR(ANSTR O110N DGa BTo GROUNDING KIT x6 AW&STRANDED COPPER GROUND SPACE 21 22 SPACE 03/19/10 ISSUED FOR FILING DGa. PMo WIRE(&ROUNDED TO GROUND BAR) 23 24 1/2%COAX GABLE (STANDARD ANDREW GROUNDING KIT) 01/22/10 RE-MEP FOR OONSTfdIOT10N DGa PMo MINIMUM BENDING RADIUS PER MAIN CIRCUIT BREAKER RATING -22,000 AIG MANUFACTURER'S STANDARD REV15ION wAN GHKD. NOTE: DO NOT INSTALL GABLE GROUND KIT AT A BEND REV. DATE DE5GRIPTION BY BY GIGBE AWG GROUNDING KIT AND ALWAYS DIRECT GROUND WIRE DOWN GROUND BAR GABLE(PROVIDED WITH KIT) TO GROUND BAR SEAL #2 AWG BCW TO MIGB n v T I J&PS ANTENNA GROUNDING DETAIL 2 100NNECTION OF GABLE GROUND KIT 3 PTO PANEL SCHEDULE Ilxl-1 SCALE: NTS. 24x36 SCALE: NTS. IlxI 1 SCALE: NT5. 24x36 SCALE: NTS. Ilxl-1 SCALE: N.T.5. 24x36 5OALE: N.T.5. a y 1 rFE KEY NOTE5 (symbols O, O, EtG J R I T U51 USE BY NTI�OGLIWN aANY LO N�JF I I IBITED. I. ALL COAXIAL GABLES LEAVING THE EW C�o COMMUNICATION CABINET SHALL BE J &ROUNDED AT THIS POINT VIA GABLE &ROUND KITS. NEWTON INSTRUMENT COMPANY Wireless for All.. LTE MODGELL BATTERY BATTERI' OR EQUAL. 2 (GROUND BAR 20" X 4 X CABINET CABINET CABINET CABINET I/4"9,#3061-4(INS(INSULATORS),#3015-8 (5/8" 5 SKYLINE DRIVE LOCKWA5HER5),#A-6056 (WALL MOUNTING HAWTHORNE,NY 10532 02/0 STRANDED COPPER BRACKETS),AND #3012-1 (5/8"-II X I" H.H.C.S. SITE JOB#: N`f7314 0 0 0 0 0 0 0 0 GROUNDING CONDUCT BOLTS). 0 0 0 0 0 0 0 0 MTM JOB: OCIMF5T5014 7 T 2. HYDRAULICALLY COMPRESSED LONG BARREL SITE INFORMATION N I e 6 5 0 2-HOLE &ROUNDING LU& FOR&ROUNDING CONDUCTORS BETWEEN GABLE AND THE MA5TER GROUND BAR TERMINAL. THOMAS 4 GROUND 0 0 0 ° ° ° ° 4 BETTS #54811BE OR EQUAL. 21555 COUNTY ROAD 48 MOUNTED AT ° ® CUTGHOCGUI✓ NY I I-zI55 REAR OF CABINET ° ° (TYPIG To GROUND PLATE) 0 ecra° a=ron eeecTae ° °°- ° 3. HYDRAULICALLY COMPRESSED LONG(TYPICAL o BARREL 2-HOLE GROUNDING LUG FOR THE MAIN GROUNDING DOWN CONDUCTOR DESIGN TYPE: 0 0 0 0 0 0 0 0 #2 SOLID TINNED COPPER 1 3 5 6 2 BETWEEN THE MASTER GROUND BAR FROM CABINET TO MGP TERMINAL AND THE MAIN GROUNDING GO-LOCATION 111 0 0 (TYPICAL OF 2 PER CABINET) MAIN GROUNDING DOWN CONDUCT ELECTRODE. THOMAS 4 5ET75#548625E OR EQUAL. MA5TER GROUND BAR 4. 5/8" STAINLESS STEEL DIAMETER BOLTS TO DRA CHECKED BY: DATE:WN BY: CONNECT GROUNDING LUG TO THE GROUND MTs JPO 05/22/04 BAR(TYPICAL). 5. 5/5" STAINLESS STEEL DIAMETER FLAT SHEET TITLE WASHER(TYPICAL). cs,fzp—O U r--4 1 11-1 c� TO TO 6. 5/8" STAINLESS STEEL DIAMETER LOCK GROUND GROUND WASHER(TYPICAL). RING RING 7 SHEET NUMBER REV. . 5/8" HEX HEAD STAINLESS STEEL NUT (TYPICAL). 4 EQUIPMENT CABINET SINGLE LINE GROUND DIAGRAM 5 IMASTER GROUND BAR TERMINATION DETAIL 8• PROVIDE LOGKTITE THREAD LOOKER RED TO E_4 5 PREVENT THEFT. IIxI7 SCALE: NT5. 24x36 SCALE: NTS. Ilxl'1 SCALE: NT5. I 24x36 SCALE: NT5. r vj r 00, L Am. S" Moll ON _ ..-�yj !. .ti p , 1. � r� ..,..:. , •FBI HIV • ��• r�' (y� �* ��� �� .lay OR. ..c�I� �•� • of �► • 1 �s yr oN 314 O � Gop r� ucENE 1 1 i fA u ` o Z EWA I G k O��G NY7313 1 C T D e�1 E T Tw Town metroPCS. Of Site ID NY7314A I� I Town Boundaries Southold 21855 County Road 48 -85 dBm In Building Residential 0 Subject Site MAP 1 Cutchogue , New York Existing Coverage O Proposed Sites Map Scale:1"=0.6580 mi 0 On Air Sites Prepared by June 17,2011 Nico Balzano 9L � p�P - C\ O� \ R d C � !, roeCHLN � � C NY7314 OGEN L 1 �- • I C� N NY7313 � w T 31 1 \� �CENT W Town metro',CS. I� I Town Boundaries ""'�""-' 'W, Of Site ID NY7314A MAP 2 Southold 21855 County Road 48 85 dBm In Building Residential o Subject Site Coverage from Cutchogue , New York Subject Site o Proposed Sites Sub� Map Scale:1"=0.6580 mi 0 Prepared by June 17,2011 On Air Sites Nico Balzano T QUO � fB• CH LN NY7314 I • t �Eiy 1` 7 M O BAY VIEW A. Lgpy 5 a 0�P Y7313 E S C J TW Town metro GCS. Of Site ID NY7314A I� I Town Boundaries Southold 21855 County Road 48 85 dBm In Building Residential Subject Site MAP 3 Cutchogue , New York Coverage from Subject Site Proposed Sites and On Air Sites June 17,2011 Map Scale:1"=0.6580 mi 0 On Air Sites Prepared by Nico Balzano • _ 1 T roe NY7314 BEN � l_ L • "� ud O • N 7 ' ¢;-�� r� k NY7313In w \ T �G0 p l l 1 I E 11S o R6SF�Nr w metro`�CS. Town I__.. o..�,..�,e.P...,,..W of Site ID NY7314A Town Boundaries Southold 21855 County Road 48 -85 dBm In Building Residential O Subject Site MAP 4 Cutchogue , New York ® Coverage from Subject Site Proposed Sites On Air Sites and proposed Sites Map Scale:1"=0.6580 mi Prepared by June 17,2011 On Air Sites Nico Balzano C I LEARV...__- IEW i roe L Uy 2 NY7314 • t g � 0• • • ? i t E I \S GE RE,SCENT W \`.. -------- Town '--( metroICS. of Site ID NY7314A I� I Town Boundaries Southold 21855 County Road 48 ® -85 dBm In Building Residential O Subject Site MAP 5 Cutchogue , New York ® Coverage from Subject Site at 60' Proposed Sites On Air Sites and proposed Sites Map Scale:1"=0.6580 mi Prepared by June 17,2011 On Air Sites Nico Balzano QP � • J1 0Q f z, p� roe U/ UG ud NY7314 • ���\ Nm i N B"y kLL � < E S 1_r w Town metro-C& Site ID NY7314A I� Town Boundaries ` Wi tr"W Of Southold 21855 County Road 48 -85 dBm In Building Residential C) Subject Site MAP 6 Cutchogue, New York Coverage from Subject Site at 60' Proposed Sites On Air Sites and proposed Site at 55' Map Scale:1"=0.6580 mi Prepared by June 17,2011 On Air Sites Nico Balzano 4 ' f • NY731�5 _ i pv • L �� m NY73 I • • • ud o I NY7311, `� \ \ dF P I ! OD" e•1 E \ S C 'C Town — metro -10S. Of Site ID NY7314A Town Boundaries Southold 21855 County Road 48 -85 dBm In Building Residential n Subject Site MAP 7 Cutchogue , New York Coverage from Subject Site at 60' o Proposed Sites and on Air Sites Map Scale:1"=0.6580 mi On Air Sites Prepared by June 17,2011 Nico Balzano l O,9 A�'CMoR - C1, i • Y7315 0Q R' C ri Y7314 • • • T� uGENEg R i 49/ u k L NY7313 LU ) ; D ' P m NY731 \ E RESCENTW Town r-- of Site ID NY7314A I_ I Town Boundaries Southold 21855 County Road 48 -85 dBm In Building Residential n Subject Site MAP 8 CutChogue , New York Proposed Sites Coverage from Subject Site at 60' Map Scale:1"=0.6580 mi Prepared by June 17,2011 On Air Sites Nico Balzano ^k, _ �� � �_ � ` i- 'fir �.'� y r-.., z-h >r "' - ,.i � � / /fir , � `� h e ` -. �. .46 IN� � id Or r OF _ -4k 1 f , ol 311 10 UAL �1 Awl ilk s t Ilk -irt, �J � r t r � .<012 PNi 03 4 rr`:,