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2005-606 TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518) 761-8201 Community Development - Building & Codes (518) 761-8256 CERTIFICATE OF COMPLIANCE Permit Number: P20050606 Date Issued: Thursday, March 19, 2015 This is to certify that work requested to be done as shown by Permit Number P20050606 has been completed. Tax Map Number: 523400-309-017-0001-021-000-0000 Location: Owner: Applicant: VERIZON WIRELESS This structure may be occupied as a: Miscellaneous Structure By Order of Town Board TOWN OF QUEENSBURY Issuance of this Certificate of Compliance DOES NOT relieve the property owner of the responsibility for compliance with Site Plan, Variance, or other issues and conditions as a result of approvals by the Director of Building&Code Enforcement Planning Board or Zoning Board of Appeals. TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development-Building& Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20050606 Application Number: A20050606 Tax Ntap No: 523400-309-017-0001-021-000-0000 Permission is hereby granted to: VERIZON WIRELESS For property located at: 112 BIG BOOM Rd in the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance. Type of Construction Value Owner Address: GLENS FALLS READY MIX 774 STATE HWY 5S Miscellaneous Structure $5,000.00 PO BOX 430 Total Value $5,000.00 AMSTERDAM, NY 12010 Contractor or Builder's Name / Address Electrical Inspection Agency Plans&Specifications 2005-606 Verizon Wireless Addition of one antenna $50.00 PERMIT FEE PAID -THIS PERMIT EXPIRES: Wednesday, January 17, 2007 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at wn of ensbury• Tuesday, January 17, 2006 SIGNED Y )aj/ for the Town of Queensbury. Director of Bui ding& ode Enforcement Permit No. c Building&Codes Office-Deportment of Community Development-Town of Queensbury Fee Paid 1 7d2 Boy Rood,Queensbury.NY 128D4 Recreation Fee Dave Holin.Director codoc ouaeneburv.net Phong: 1418)761-8256 FAX: (5161 74 -4<17 Principal Structure Building Permit Application Application g Plans subject to review before issuance of a valid permit for construction Instructions; A permit must be obtained before beginning construction. No inspections will be made until the applicant has received a valid building permit. All applicants' spaces on this application must be completed and must appear on the application form. � J Applicant/Builder h1 Vf-TIzal Owner: fk al� K,60)1 ' e Address: I f f 5 Address: Co D' LIU 12 1 Home Phone; 15,15-14321 - * Home Phone; Email Address: Danniva! H Email Address: Cell Phone: Cell Phone: FAX Phone: 5$ - .5H - 35 3 FAX Phone: Person responsible for supervision of work with respect to building and codes compliance: s Name: e Lh f— Address: 2-2 "- Phone Location of proposed construction: Lot No. Legal Address: 1 Tax Mop Number. ena is, A)l3'7,�� -�-5, Subdivision Name: -- Estimated Cost of Construction: Proposed construction is for: _Residential Use Zommencial UseJ l I Name of Business: y eriz-0l'I If proposed construction is an addition,what will use of new addition bet New Addition AReralfon Proposed Construction 1A Floor tad Roar Ocher Total Proposed F structure (Occuponcy Type) Sq.Ft. sq.fL Sq.Ft. Square feet Height Single-Farrilly Dwelling F1.R in. Two-Family Dwellln Townhouse MudlfamYy Dwelling Number of Units: Office Mercantile Manufacturin Other. Aftached Garage 1, 2, T)"pe of Heating System: "Electric, Oil, Gas. wood, Forced Hot Air, Baseboard, Other: - 2No Is a fireplace and/or woodstove being installed,please refer to a separate application. Yes Applications are subject to Zoning Administrator, Code Compliance, and Structural Plan review. The Building and Codes office will allow commencement of your proposed project only after issuance of your permit. Declaration: Please sign below offer you hove carefully read the statement: To the best of my knowledge,the statements contained in the application,together with the plans and specifications submitted,are a true and complete statement of all proposed work to be done on the described premises and that all provisions of the Building Codes, the Zoning Ordinance,and all other laws pertaining to the proposed work shall be complied with,whether specified or noted,and that such work is authorized by the owner. FUr'sher-Jitz ui�daistood ti Iat f/we s��uw submit prior to a Certificate of Occupancy or Cert(iflccte of Compliance being issued, as requested by the Zoning Administrator or Director of Building and Codes, an As-Built Survey by a licensed surveyor,drawn to scale,showing actual location of all new construction. Date: 'T 05- Applicant/Builder Signature: The application of dated is hereby approved and permission granted for the construction, reconstruction or alteration of a building/and or accessory structure as set forth above. Date: Authorized Signature: L:\,Sue Hemingway\Bvilding.Permh.FORMS\Princlpol Structure Permit Applieallon.doc v:12/14/04 Zoo/zooln IIa111d0Ta0.aa SITURN 03 001 LCtt StL 8TS IVA TC:CT 31U 900Z/ZO/90 Town of Queensbury Building&Code Enforcement Office No. (518)761-8256 Commercial Final Inspection Report Inspection request received: ))-- Name. 1 E�' Z© ►J �.: R�L � 7 Inspected on: Location: 1 1 Z- 'r3 t &�bG Q�� Arrive: m.I D.M. Permit No.: �_>� — Lob(a Inspector's Initials: COMMENTS Y N NA Chimney/"B"Vent/Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish/Grade Complete 6"in 10'or Equivalent Interior/Exterior Guardrails 42 inch Platform/Decks Interior/Exterior Balusters 4 inch Spacing Platform/Decks Stair Handrail 34 inch—38 inch/Step Risers 7"/Treads 11" Vestibules For Exit doors>3000 sq.ft. All Doors 36 inch w/Lever Handles/Panic Hardware, if required Exits At Grade Or Platform 36"(w)x 44"(1)/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator(18")Above Grade Floor Bathroom Watertight/Other Floors Okay Relief Valve,Heat Trap/Water Temperature 110 Degrees Maximum Boiler/Furnace Enclosure 1 hour or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft.or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 '%doors > 10%> 1000 sq.ft. 1/4 Hour Corridor Doors&Closers Firewalls/Fire Separation,2 Hour,3 Hour Complete/Fire Dampers I Fire Doors Ceiling Fire Stopping,3,000 sq.ft.Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan,if required Elevator Operation and Signage/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets/Mirrors Handicapped Bath/Parking Lot Signage Public Toilet Room Handicapped Accessible Handicapped Service Counters,34 inch,Checkout 36 inch Handicapped Ramp/Handrails Continuous/12 inch Beyond[Both sides] Active Listening System and Signage Assembly Space Final Electrical/Flex Gas Piping Bonded Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if req. As-built Septic System Layout Required or On File Building Number or Tenant Address on Building or Driveway 4" Water Fountain or Cooler �` e Building Access All Sides by 20'/Drivable Surface 20'wide Special Inspections/Engineer or Architect ApprovalOf Okay To Issue Temporary or Permanent C/O Okay To Issue C/C O Commercial Final Inspection_11 2712 ` G � I TOWN OF QUEENSBURY 742 13MY Road, Qucciisbnr.il, NY. 12804-5902 August 30, 2005 MS. Donna Love Verizon Wireless 175 Calkins Road Rochester, NY 14623 Re: Parcel#309.17-1-21 Building Permit Application #2005-606 Dear Ms. Love: We are in receipt of your building permit application for a cell tower addition. Additional information is required. You will need to provide the following: - a site plan review application as per Zoning Code §179-5-130E for an administrative review. - There may be other code requirements that apply as well. You can view all Queensbury Codes on-line at www.gueensbury.net. Please contact Craig Brown, Zoning Administrator, at 761-8218 to set up an appointment to go over the requirements. Our deadline date for ZBA and/or Planning Board applications is the 15m of each month. We respectfully request that you contact us at least one week before applications are due. This will allow adequate time for application submittal, review by staff, and any further changes that may need to be made upon discussion. Thank you. PLEASE BE AWARE THAT NO BUILDING PERMITS CAN BE ISSUED UNTIL SUCH TIME AS THE ABOVE REQUIREMENTS HAVE BEEN MET. Sincerely, Town t Queensb ry` - Marilyn yba Acting Zoning Administrator Cc: Dave Hatin, B&C Director;Craig Brown, Zoning Administrator;Susan Barden, Land Use Planner; Pam Whiting, Office Specialist (all via e-mail);file 2005-606 L:\Zoning Determinations\Vefton 2005-606 8-30-05.dot " Hone of Natural Beauty ... A Good Place to Line " TOWN OF QUEEN( 'RY COMMUN 618745{ ' p.2 TOWN OF QUEENSBURY 742 Bay Road. QumnsbuM NY 12804-5902 518-761-8201 November 16, 2005 Robert Burgdorf Nixon Peabody LLP P.O. Box 31051 Rochester, NY 14603-1051 Re: Cellco Partnership d/bja Verizon Wireless Addition of Microwave Dish on Teleconnnunications Facility 112 Big Boom Road Dear Mr. Burgdorf: i am writing to you as a follow up to a recent conversation regarding the status of the above referenced project As discussed, the Town of Queensbury has reviewed the project and the same has been found to be a satisfactory application fnr- the placement of a microwave dish on the existing telecommunications facility located on tax map parcel 309.17-1-21. We will need to receive three (3) sets of the final plans, for our files; in grader to finalize the approval. The next step required for this project is to file fDr a building permit application with our Building Department prior to the commencement of construction. The required (3) sets of plans can be submitted at the same time as the filing for a Building Permit. Should you have any questions or comments, please do not hesitate to contact this office. Sincerely, Ccw_n u ty Development Department TOWN c,F QUE, 'rjL ., n "Z _6 vltwireless Network Engineering 175 Calkins Road Rochester,New York 14623 -J-H 5��ojTupd " November 29, 2005 Marilyn Ryba Town of Queensbury 742 Bay Road Queensbury, New York 12804 RE: Parcel#309.17-1-21 Building Permit Application #2005-606 Dear Ms. Ryba, Per the attached November 16, 2005 letter, the Town of Queensbury issued site plan approval to Celico Partnership d/b/a Verizon Wireless for the placement of a dish on the existing tower located on parcel 309.17-1-21. Please find attached three (3) sets of final plans. Per your August 30, 2005 letter, these items should satisfy the requirements for a building permit, which was applied for in August 2005. If you could please let me know when the building permit will be available, I would appreciate it. Should you need any additional items or have any questions regarding this matter please do not hesitate to call. Sincerely, i C-v'\ .- Tana L. Padden Enclosures COPWA UN s1 r Y LEVEL O,MEN f RE CE?! pr r PLANNNG -- _ _ FNl EXEC.D1P, --_ - Writer's Direct Numbers: Tel: (585)321-5455 Fax: (585)359-3503 s� C O N GPD GROUP Steve Tuttle July 12, 2005 Crown Castle International 349 West Commercial St., Suite 2630 East Rochester, New York 14445 (585) 899-3445 Subject: Structural Analysis Report Carrier Designation Verizon Wireless Co-location Site Name: Glens Falls Crown Castle Designation BU Number:806664 Site Name:ABY Glens Falls 959394 GPD Associate Designation Project Number: 2005278.60 Site Data 112 Big Boom Road, Glens Falls, NY 12801 Latitude 430 17' 24.93", Longitude 730 40'45.01" 188' ROHN Self Support Tower Dear Mr. Tuttle, " GPD is pleased to submit this structural analysis report as a determination of the structural integrity of the aforementioned tower. The purpose of the analysis is to determine the suitability of the tower with the addition of the following proposed antenna configuration. Elev. 160' (1) Andrew PAR6-65A Dish, pipe mounted, w/(1) EW63 waveguide This analysis has been performed in accordance with the TIA/EIA-222-F standard based upon a wind speed condition of 70 mph. Based on our analysis we have determined the tower and its foundations are sufficient for the proposed loading. We at GPD appreciate the opportunity of providing our continuing professional services to you and Crown Castle International. If you have any questions please do not hesitate to call. Respectfully submitted r� FI COPY N� Q ,I David B. Granger, P.E. �U New York#:071387 520 South Main Street.Suite 2531 .Akron,Ohio 44311 .330-572-2100. Fax 330-572-2101 .Web www.gpdgroup.com Glaus Pyle Schomer Burns and DeHaven,Inc Akron.Cleveland.Stow,Ohio.Indianapolis,Indiana Crown Castle International 7112105 188 Ft Self Support Tower Structural Evaluation CCI BU No. 806664 GPD Project Number 2005278.60 Page 2 of 6 TABLE OF CONTENTS EXECUTIVESUMMARY...................................................................................................................3 ANALYSISCRITERIA........................................................................................................................3 Table 1 — Proposed Antenna and Cable Information ............................................................3 Table 2 — Existing and Reserved Antenna and Cable Information.........................................3 TOWERDESCRIPTION....................................................................................................................4 Table3 — Original Design ....................................................................................................4 ANALYSIS PROCEDURE Table 4— Documents Provided ............................................................................................4 AnalysisMethods..................................................................................................................4 Assumptions.........................................................................................................................5 ANALYSISRESULTS.........................................................................................................................5 Table5 —Tower Summary....................................................................................................5 RecommendedModifications...............................................................................................5 DISCLAIMEROF WARRANTIES......................................................................................................6 APPENDIX A ERI Tower Output File APPENDIX B Tower Elevation Drawing ABY Glen Falls 806664.doc �f Crown Castle international 188 Ft Self Support Tower Structural Evaluation 7112105 GPD Project Number2005278.60 CCI BU No.806664 Page 3 of 6 EXECUTIVE SUMMARY The purpose of this analysis was to verify that the existing structure is capable of carrying the proposed loading configuration as specified by Verizon Wireless to Crown Castle International. This report was commissioned by Mr. Steve Tuttle of Crown Castle International. The existing tower is structurally satisfactory for the proposed loading configuration for a basic wind speed of 70 mph with '/2" radial ice (25% reduction) in accordance with TIA/EIA-222-F. The tower rating/capacity is 80.3%. The foundation reactions, with the proposed loading, were found to be less than the capacity of the existing foundations. Therefore the foundations are adequate. The foundations rating/capacity is 97.9% ANALYSIS CRITERIA The current requirements of TIA/EIA-222-F are for a basic wind speed of 70 mph with '/2" of radial ice. A 25% reduction in wind load is allowed when wind and ice are applied simultaneously. TIA/EIA-222-F requires towers within Warren County be analyzed with a 70 mph wind speed. Table 1 —Proposed Antenna and Cable Information L = x ., .., r.. a•, :-, 186 12 Decibel DB844H90E-XY (3) 12' T-frames 12 180 3 Allgon 7262.02 Pipe 6 1-5/8 6 TMA's 160 1 Andrew PAR6-65A Pipe 1 EW63 149 2 Andrew PG NOF-0090-310 (2)4' Stand-offs 2 7/8 124 1 Andrew PI6-65D Pipe 1 EW52 85 1 Andrew PI6-65D Pipe 1 EW52 44 1 Channel Master 1.2M Pipe 1 13/32 Note: Bold indicates a new appurtenance. See Appendix B for proposed coax layout. Table 2 — Existing and Reserved Antenna and Cable Information n r y 186 12 Decibel DB844H90E-XY (3) 12' T-frames 12 180 3 Allgon 7262.02 Pipe 6 1-5/8 6 TMA's 149 2 Andrew PG1 NOF-0090-310 (2) 4'Side arms 2 7/8 124 1 Andrew PI6-65D Pipe 1 EW52 85 1 Andrew PL6-65D Pipe 1 EW52 44 1 Channel Master 1.2M Pipe 1 13/32 ABY Glen Falls 806664.doc a.' ' Crown Castle International 7112105 188 Ft Self Support Tower Structural Evaluation CCI BU No.806664 GPD Project Number2005278.60 Page 4 of 6 TOWER DESCRIPTION The existing tower is supported on three legs and has ten major sections. The tower has a triangular cross section made of bolted connections, with an "X" frame configuration. The tower is fabricated with pipe legs and single angle diagonals. The tower was originally designed for NYNEX by UNR-Rohn Industries of Peoria, Illinois for zone "A" with Y2" radial ice in accordance with EIA/TIA-222-C. Table 3 —Original Design Top 1 9 1 ASP852 (3) 3' Side-arms 175 2 8' Dishes Pipe Modifications were reported in a previous analysis by Clough, Harbour, & Associates LLP dated 2/24/03 (Project# 11988.1135.1601). These modifications were reported as redundant horizontals at 5 ,45', 55', and 65'. These modifications were assumed to be installed for the purpose of this analysis. ANALYSIS PROCEDURE Table 3 — Documents Provided `, }�} y p1/ } ■y ..aim -�v'f\ 7 ^ #_ � `, ° �SLi '° .�3: 411r '4 ._✓»,-.a4 YMl cMy „w. wl- IAN Geotechnical Report THOMSEN Associates, Project#: ATA-87-245, S.Tuttle Crown dated 11/24/87 Previous Analysis Clough, Harbour and Associates LLP Doc ID#312289 Crown DMZ Project#: 11988.1135.1601, dated 2/24/03 Tower Drawings Rohn Industries File#: 23176JC, dated 1/4/88 Doc ID#261646 Crown DMZ Analysis Methods ERI Tower (Version 3.0.0.16), a commercially available software program, was used to create a three- dimensional model of the tower and calculate member stresses for various dead, live, wind, and ice load cases. All loads were computed in accordance with the ANSI/EIA/TIA-222-F and all local building code requirements. Selected output from the analysis is included in Appendix A. ABY Glen Falls 606664.doc asf Crown Castle International 188 Ft Self Support Tower Structural Evaluation 7112105 GPD Project Number 2005278.60 CCI BU No.806664 Page 5 of 6 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 manufacturer's specifications. 3. The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 & 2 and the referenced drawings. 4. When applicable, transmission cables are considered to be structural components for calculating wind loads, as allowed by TIA/EIA-222-F. 5. Dishes have zero offsets and are oriented per Crown Castle elevation drawings. If any of these assumptions are not valid or have been made in error, this analysis may be affected, and GPD Associates should be allowed to review any new information to determine its effect on the structural integrity of the tower. ANALYSIS RESULTS Table 4 —Tower Summary exatin s' teg�atsaraganl � crfYIt , 180' — 188' 5.7% 25.2%* Pass 160'— 180' 30.5% 30.3% Pass 140' — 160' 64.1% 49.6% Pass 120'— 140' 75.5% 62.0% Pass 100'— 120' 76.1% 55.6%* Pass 80'— 100' 73.0% 68.1% Pass 60'—80' 79.1% 71.4% Pass 40' —60' 74.2% 74.0% Pass 20'—40' 74.6% 68.6%`* Pass 0' —20' 78.9% 80.3%t* Pass Foundations 97.9% Adequate * Bolt capacity controls ` 50 KSI Yield Strength Recommended Modifications The tower and its foundations are satisfactory for the proposed loading and do not require modifications. ABY Glen Falls 806664.doc of Crown Castle International 7112105 188 Ft Self Support Tower Structural Evaluation CCI BU No.806664 GPD Project Number 2005278.60 Page 6 of 6 DISCLAIMER OF WARRANTIES The engineering services rendered by GPD ASSOCIATES in connection with this Structural Analysis are limited to a computer analysis of the tower structure, size and capacity of its members. GPD ASSOCIATES does not analyze the fabrication, including welding, except as included in this report. The purpose of this report is to assess the feasibility of adding appurtenances usually accompanied by transmission lines. 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 ASSOCIATES, but are beyond the scope of this report. GPD ASSOCIATES makes no warranties, expressed or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower. GPD ASSOCIATES 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 ASSOCIATES pursuant to this report will be limited to the total fee received for preparation of this report. ABY Glen Falls 806664.doc of Crown Castle International 7112105 188 Ft Self Support Tower Structural Evaluation CCI BU No.806664 GPD Project Number2005278.60 APPENDIX A ERI Tower Output File ABY Glen Falls 806664 APPA00 4f ERIower Job Page ABY Glen Falls 959394 BU#806664 1 of 5 GPD Associates Project Date 520 South Main Street;Suite 2531 2005278.60 07:43:16 07/08/05 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX:(330)572-2102 C. SCheks Tower Input Data The main tower is a 3x free standing tower with an overall height of 188.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 4.52 ft at the top and 22.78 ft at the base. This tower is designed using the TIA/EIA-222-F standard. The following design criteria apply: Tower is located in Warren County,New York. Basic wind speed of 70 mph. Nominal ice thickness of 0.5000 in. Ice density of 56 pcf. A wind speed of 61 mph is used in combination with ice. Temperature drop of 50°F. Deflections calculated using a wind speed of 50 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1.333. Local bending stresses due to climbing loads,feedline supports,and appurtenance mounts are not considered. Feed Line/Linear Appurtenances,-,Entered As Round Or Flat Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FW) Row in in in klf CR 501973 C No Ar(Leg) 190.00-8.00 0.0000 0.1 6 3 1.0000 1.9800 0.00 (1-5/8 FOAM) T-Bracket C No Ar(Leg) 180.00-8.00 0.0000 0.1 1 1 1.5000 0.0000 0.01 LDF7-50A 0- C Yes Ar(CfAe) 199.00-8.00 0.0000 -0.1 12 6 1.00W 1.9800 0.00 5/8 FOAM) EW52 C Yes Af(CfAe) 85.00-8.00 0.0000 -0.14 1 1 1.0000 1.7426 5.5505 0.00 EW52 C Yes Af(CfAe) 124.00-9.00 0.0000 -0.155 1 1 1.0000 1.7426 5.5505 0.00 EW63 C Yes Af(CfAe) 160.00-8.00 0.0000 -0.17 1 1 1.5742 1.5742 5.0668 0.00 LDF5-50A C Yes Ar(CfAe) 141.00-8.00 0.0000 -0.05 2 2 1.0000 1.0900 0.00 (7/9 FOAM) 8267(13/32 C Yes Ar(CfAe) 44.00-8.00 2.0000 -0.055 1 1 1.0000 0.4100 0.00 POLYETHYL ENE) Feedline C Yes Af(CfAe) 188.00-8.00 0.0000 -0.1 1 1 3.0000 3.0000 12.0000 0.01 Ladder(Af) ERITJob Page oWer ABY Glen Fails 959394 BU# 806664 2 of 5 GPD Associates Project Date 520 South Main Street;Suite 2531 2005278.60 07:43:16 07/08/05 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX:(330)572-2102 C. Scheks Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 lb h ft (4)DB844H90E-XY A From Leg 4.00 9.0000 186.00 No Ice 2.87 3.73 10.00 0.00 1/2"Ice 3.18 4.10 35.38 0.00 (4)DB844H90E-XY B From Leg 4.00 9.0000 186.00 No Ice 2.87 3.73 10.00 0.00 1/2"Ice 3.18 4.10 35.38 0.00 (4)DB844H90E-XY C From Leg 4.00 9.0000 186.00 No Ice 2.87 3.73 10.00 0.00 1/2"Ice 3.18 4.10 35.38 0.00 Rohn 6'x12'Boom Gate(3) A None 0.0000 186.00 No Ice 49.80 49.80 1680.00 1/2"Ice 59.30 59.30 2100.00 7262.02 w/Mount Pipe A From Leg 0.00 39,0000 180.00 No Ice 3.33 3.60 36.35 0.00 1/2"Ice 3.94 4.64 68.10 0.00 7262.02 w/Mount Pipe B From Leg 0.00 39.0000 180.00 No Ice 3.33 3.60 36.35 0.00 1/2"Ice 3.94 4.64 68.10 0.00 7262.02 w/Mount Pipe C From Leg 0.00 39.0000 180.00 No Ice 3.33 3.60 36.35 0.00 1/2"Ice 3.94 4.64 68.10 0.00 (2)LGP 1390x A From Leg 0.00 39.0000 180.00 No Ice 0.42 0.20 9.90 0.00 1/2"Ice 0.59 0.40 12.87 0.00 (2)LGP 1390x B From Leg 0.00 39.0000 180.00 No Ice 0.42 0.20 9.90 0.00 1/2"Ice 0.59 0.40 12.87 0.00 (2)LGP 1390x C From Leg 0.00 39.0000 180.00 No Ice 0.42 0.20 9.90 0.00 1/2"Ice 0.59 0.40 12.87 0.00 PGINOF-0090-310 A From Leg 4.00 9.0000 149.00 No Ice 3.00 3.00 28.00 0.00 1/2"Ice 4.03 4.03 49.79 0.00 PGINOF-0090-310 C From Leg 4.00 9.0000 149.00 No Ice 3.00 3.00 28.00 0.00 1/2"Ice 4.03 4.03 49.79 0.00, Pirod 4'Side Mount Standoff A From Leg 2.00 0.0000 141.00 No Ice 2.72 2.72 50.00 (1) 0.00 1/2"Ice 4.91 4.91 89.00 0.00 Pirod 4'Side Mount Standoff C From Leg 2.00 0.0000 141.00 No Ice 2.72 2.72 50.00 (1) 0.00 1/2"Ice 4.91 4.91 89.00 0.00 TMA(8x12) C From Leg 0.00 0.0000 141.00 No Ice 0.93 0.29 2.00 0.00 1/2"Ice 1.07 0.39 7.49 0.00 ,t RITower Job ABY Glen Falls 959394 BU#806664 Page3 of 5 GPD Associates Project Date 520 South Main Street;Suite 2531 2005278.60 07:43:16 07/08/05 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX:(330)572-2102 C. Scheks Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert .ft o o R ft ftZ lb PARE-65A A Paraboloid w/o From 0.00 83.0000 160.00 6.36 No Ice 31.80 143.00 (proposed) Radome Leg 0.00 1/2"Ice 32.57 310.21 0.00 PL6-65D B Paraboloid From 0.00 44.0000 124.00 6.00 No Ice 28.27 143.00 w/Radome Leg 0.00 1/2"Ice 29.05 292.13 0.00 PL6-65D B Paraboloid From 0.00 44.0000 85.00 6.00 No Ice 28.27 143.00 w/Radome Leg 0.00 1/2"Ice 29.05 292.13 0.00 1.2M C Paraboloid w/o From 0.00 -11.0000 44.00 4.00 No Ice 12.17 165.00 Radome Leg 0.00 1/2"Ice 13.09 232.19 0.00 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt lb Allowable lb T1 188 Diagonal A325N 0.5000 1 1218.92 3625.00 0.336 '$0 1.333 Member Bearing Top Girt A325N 0.5000 1 46.36 4123.34 0.011 i' 1.333 Bolt Shear T2 180 Leg A325N 0.6250 4 1072.32 13499.00 0.079 1.333 Bolt Tension Diagonal A325N 0.5000 1 1191.46 4123.34 0.289 I 1.333 Bolt Shear T3 176 Diagonal A325N 0.5000 1 1230.89 4123.34 0.299 �i�/ 1.333 Bolt Shear T4 172 Diagonal A325N 0.5000 1 1270.79 4123.34 0.309 1/ 1.333 Bolt Shear Top Girt A325N 0.5000 1 167.68 3625.00 0.046 110/ 1.333 Member Bearing T5 168 Diagonal A325N 0.5000 1 1304.47 4123.34 0.316 4 1.333 Bolt Shear T6 164 Diagonal A325N 0.5000 1 1362.29 4123.34 0.330 V/ 1.333 Bolt Shear 77 160 Leg A325N 0.6250 4 3963.83 13498.20 0.294 6001f 1.333 Bolt Tension Diagonal A325N 0.5000 1 2176.37 4123.34 0.528 1.333 Bolt Shear T8 140 Leg A325N 0.6250 4 7290.67 13498.90 0.540 1.333 Bolt Tension Diagonal A325N 0.5000 1 2515.24 4123.34 0.610 �r 1.333 Bolt Shear T9 120 Leg A325N 0.7500 4 10362.40 19438.50 0.533 Y 1.333 Bolt Tension Diagonal A325N 0.5000 1 3056.55 4123.34 0.741 1.333 Bolt Shear T10 100 Leg A325N 0.8750 4 13480.40 26458.00 0.510 6000' 1.333 Bolt Tension Diagonal A325N 0.5000 1 3546.09 4123.34 0.860 1.333 Bolt Shear Tl 1 80 Leg A325N 0.8750 4 16765.10 26457.90 0.634 Y 1.333 Bolt Tension Diagonal A325N 0.6250 1 4245.30 6442.72 0.659 1.333 Bolt Shear T12 70 Diagonal A325N 0.6250 1 4365.63 6442.72 0.678 1.333 Bolt Shear Secondary A325N 0.6250 1 337.98 6442.72 0.052 � 1.333 Bolt Shear Horizontal T13 60 Leg A325N 1.0000 4 19859.10 34557.40 0.575 ie 1.333 Bolt Tension Diagonal A325N 0.6250 1 4995.57 6442.72 0.775 600" 1.333 Bolt Shear Ac EIower Job Page ABY Glen Falls 959394 BU#806664 4 of 5 GPD Associates Project Date 520 South Main Street;Suite 2531 2005278.60 07:43:16 07/08/05 Akron,OH44311 Client Phone:(_30)572-2100 Designed by FAX:(330)572-2102 Crown Castle C. Scheks Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio .t in Bolts Bolt lb Allowable lb Secondary A325N 0.6250 1 567.60 6442.72 0 088 +` 1.333 Bolt Shear Horizontal T14 50 Diagonal A325N 0.6250 1 5061.23 6442.72 0.786 .� 1.333 Bolt Shear Secondary A325N 0.6250 1 551.72 6442.72 0.086 Y 1.333 Bolt Shear Horizontal T15 40 Leg A325N 1.0000 4 23053.90 34557.40 0.667 'Y 1.333 Bolt Tension Diagonal A325N 0.6250 1 5894.67 6442.72 0.915 1.333 Bolt Shear T16 20 Leg A325N 1.0000 4 26157.60 34557.30 0.757 1.333 Bolt Tension Diagonal A325N 0.6250 1 6578.73 6442.72 1.021 Y1 1.333 Bolt Shear T17 10 Diagonal A325N 0.6250 1 6900.25 6442.72 1.071 1.333 Bolt Shear Section Capacity Table Section Elevation Component Size Critical P SF*Paco,,, % Pass No. .t Type Element lb lb Capacity Fail TI 188-180 Leg ROHN 2.5 STD 2 -3157.95 55076.63 5.7 Pass Diagonal LI 1/2xl l/2xl/8 7 -1257.42 5210.28 24.1 Pass 25.2(b) Top Girt Ll 1/2x1 1/2xl/8 4 -46.36 2377.71 1.9 Pass T2 180-176 Leg ROHN 2.5 STD 20 -6064.06 55045.30 11.0 Pass Diagonal Li l/2x1 1/20/16 22 -1191.46 6643.63 17.9 Pass 21.7(b) T3 176-172 Leg ROHN 2.5 STD 28 -8693.80 55045.30 15.8 Pass Diagonal Ll l/2x11/2x3/16 32 -1227.14 6005.40 20.4 Pass 22.4(b) T4 172-168 Leg ROHN 2.5 STD 37 -11372.50 55045.30 20.7 Pass Diagonal L11/2xl1/2x3/16 43 -1270.79 5439.61 23.4 Pass Top Girt Ll l/2x1 1/2xl/8 41 -157.01 1676.93 9.4 Pass T5 168-164 Leg ROHN 2.5 STD 49 -14182.20 55045.30 25.8 Pass Diagonal Lll/2x11/2x3/16 53 -1300.21 4938.83 26.3 Pass T6 164-160 Leg ROHN 2.5 STD 58 -16772.20 55045.30 30.5 Pass Diagonal Lll/2x11/2x3/16 61 -1362.29 4495.61 30.3 Pass T7 160-140 Leg ROHN 2.5 STD 67 -32222.10 50251.17 64.1 Pass Diagonal L13/4x13/4x3/16 75 -2131.24 4293.33 49.6 Pass T8 140-120 Leg ROHN 3 STD 94 -47414.40 62814.29 75.5 Pass Diagonal L2x2x3/16 102 -2515.24 4057.60 62.0 Pass 79 120-100 Leg ROHN 3 EH 115 -63770.60 83784.51 76.1 Pass Diagonal L2 1/2x2 1/2x3/16 119 -3056.55 6197.36 49.3 Pass 55.6(b) T10 100-80 Leg ROHN 3.5 EH 136 -80531.30 110267.89 73.0 Pass Diagonal L21/2x21/20/16 140 -3318.74 4870.92 68.1 Pass Tl l 80-70 Leg ROHN 4 EH 157 -87083.30 110035.42 79.1 Pass Diagonal L3x3x3/16 161 -4245.30 6335.99 67.0 Pass T12 70-60 Leg ROHN 4 EH 166 96029.30 150097.13 64.0 Pass Diagonal L300/16 170 -4121.28 5775.50 71.4 Pass Secondary Horizontal L3x3x1/4 176 -304.46 2773.05 11.0 Pass T13 60-50 Leg ROHN 5 STD 178 -104189.00 153512.27 67.9 Pass Diagonal L3x3xl/4 182 -4995.57 6975.43 71.6 Pass Secondary Horizontal L3 1/2x3 1/2xl/4 188 -567.60 3990.06 14.2 Pass T14 50-40 Leg ROHN 5 STD 190 -113923.00 153549.60 74.2 Pass Diagonal 1.3x3xl/4 193 -4742.41 6405.54 74.0 Pass Secondary Horizontal L3 1/20 1/2x1/4 200 -449.03 3553.84 12.6 Pass T15 40-20 Leg ROHN 5 EH 202 -132369.00 177458.28 74.6 Pass Diagonal L3 1/2x3 1/2xl/4 212 -5656.35 9501.30 59.5 Pass of Job Page ETowe ABY Glen Falls 959394 BU# 806664 5 of 5 GPD Associates Project Date 520 South Main Street;Suite 2531 2005278.60 07:43:16 07/08/05 Akron,OH44311 Client Designed by Phone:(330)572-2100 Crown Castle FAX:(330)572-2102 C. Scheks Section Elevation Component Size Critical P SF*Paco„. % Pass No. .t Type Element lb lb Capacity Fail 68.6(b) T16 20-10 Leg ROHN 5 EH 217 -140013.00 177459.62 78.9 Pass Diagonal L4x4x1/4 221 -6578.73 12218.62 53.8 Pass 76.6(b) T17 10-0 Leg ROHN 5 EH 226 -150543.00 217700.22 69.2 Pass Diagonal L4x4x1/4 230 -5681.31 11328.10 50.2 Pass 90.3(b) Secondary Horizontal L4x4x1/4 236 -470.24 3564.39 13.2 Pass Summary Leg(T11) 79.1 Pass Diagonal 80.3 Pass (T17) Secondary 14.2 Pass Horizontal (T13) Top Girt 9.4 Pass (T4) Bolt Checks 80.3 Pass RATING= 80.3 Pass Crown Castle International 7112105 188 Ft Self Support Tower Structural Evaluation CC18U No.806664 GPD Project Number2005278.60 APPENDIX B Tower Elevation Drawing ABY Glen Falls 806664 APP.doc 11i8.0 n .I o it II Q Q N I N 180.0 It ' 176.011 APPURTENANCES � Na TYPE ELEVATION TYPE ELEVATION 172.0 ft (4)DB844H90E-XY 186 PAR6-65A(proposed) 160 i x Q i - 168.0 n (4)DB844H9DE-XY186 PG1 NOF-0090-310 149 t m C (4)DB844H90E-XY 186 PGlNDF-0090310 149 12 N a 164.0 n Rohn 6k12'Boom Gate(3) 186 1 Pirod 4'Side Mount Standoff(i) 141 _ V I 160.0 n 7262.02 w/Mount Pipe 180 TMA(8x12) 141 ¢ 7262.02 w/Mount Pipe 180 Pirod 4'Side Mount Standoff(1) 141 N I 7262.02 w/Mount Pipe 180 PL6-65D 124 e o (2)LGP 1390x 180 PLG-65D 85- (2)LGP 1390x 180 1.2M 144 (2)LGP 139ox 180 SYMBOL LIST 140.0n MARK SIZE IMARKI SIZE A ILI 1/2x1 1/2xl/8 N N m e MATERIAL STRENGTH 1� GRADE Fy Fu GRADE Fy Fu p¢ A572-50 50 ksi 1 65 ksi A36 j 36 ksI 158 ksi i 120.0n TOWER DESIGN NOTES 1. Tower is located in Warren County,New York. _ 2. Tower designed for a 70 mph basic wind in accordance with the TIA/EIA-222-F Standard. _ 3. Tower is also designed for a 61 mph basic wind with 0.50 in ice. ¢ ® 4. Deflections are based tlpon a 50 mph wind. a 5. TOWER RATING:80.3% 100.o It � � m N W n Qb ¢ Q Z 80.0 n rn ua e w ° $ Z 70.0 n O 2 t2 $ ---- 60.0 It o x MAX PIER FORCES: x 5o.on DOWN: 1537281b cc UPLIFT.- -1133851b J - SHEAR: 15906Ib 0 40.0 It AXIAL m 44092/b o n e MOMENT a SHEAR 2743 kip-ft m d 2705215 x J Z z 20.0 ft TORQUE 17 kip-ft o m 61 mph WIND-0.5000 in ICE ¢ R AXIAL 26437lb 10.o n MOMENT a0 SHEAR 6 14 2569 kip-ft N _ 25 /b J 0.on TORQUE 18 kip-ft REACTIONS-70 mph WIND m q � r r C L O m m m ai GPD Associates ob:AB Gler,Falls 959394 BU#806664 ;%®�� 520 South Main Street;Suite 2531 Project:2oo527aso GPD GROUP Akron,OH 44311 C11enti Crown Castle Drawnby.C.Scheks APPd: Consulting Engineers Phone:(330)5722100 Code' TIA/EIA-222-F Date:07/12/05 Scale' NTS FAX: 330 572-2102 Path'GATel-\2005278\60\ER1 ModeMBY Glen Falls 806664.e Dwg No'E-1 of Feedline Distribution Chart 0' - 188, Round Flat App In Face App Out Face Truss Leg 18800 Face A Face B Face C _ ,66.0o 180.00 ------------ ------- 180.00 ------------------------ 180.00 -- -- ---------------- 180.00 176.00 ------------------------ 172.00 ------------------------ 168.00 -- -- --- ------------------------ ------------------------ -- -- --- ------ 164.00 --- ------------------------ ---------------- 164.00 160400 160.00 ------------------------ 160.00 ------------------------ 160.00 140.00 ------------------------ 141.00 ------------------------ 141.00 -- -- ------- -- ----- 140.00 ------------------------ 124.00 ---------- -------- 124.00 ---- - ----- 120.00 - - - m 100.00 ---- ------------------------ � � 100.00 O > Co Com c > t J ILL W85.00 v W w =� ------------------------ ------------------------ -- -- -- ---- -� ----- � ro N O J N 60.00 v 5_00 ------------------------ ____-------____---_____- _- -- -- -_-- -- -____ 5000 N ------------------------ 44.00 44.00 40.00 40.00 W W p� 1 m 10.00 10.00 8.00 0.001 0.00 GPD Associates Job:ABY Glen Falls 959394 BU#806664 520 South Main Street; Suite 2531 Proleot:2005278.60 GPD GROUP Akron, OH 44311 C11ent:Crown Castle I Drawn by.C.SCheks App'd: Consulting Engineers Phone:(330)572-2100 Code: TINE NTS FAX: 330 572-2102 Path.G:\Te atom 2a05279 b0 ER ModeMBV G en Fe is 806664. Dwg No.E-7 at Feedline Plan 40' Round Flat App In Face App Out Face Section @ 40' �r T rackk* (6)CR 0 1873(1-5/8 OAM) C GPD Associates ob:ABY Glen Falls 959394 BU#806664 520 South Main Street; Suite 2531 Project 2005278.60 GPD GROUP Akron,OH 44311 cl1B"` Crown Castle Drawn by.C.Scheks 11�pd' _ Con5ulbng Engineers Phone:(330)572-2100 TIA/EIA-222-F °ate 07/12/05 scale: NTS FAX: 330 572-2102 Path'G:\Telecom\2005278\60\ER1 Mod.MBV Glen FaW 606664. °wg No.E-7 ,f DOUGI ASNMABEY. lNC T.A. O309.17-01-22 AN I v000�. � 4A� VerffOnwireless , SECTION/PARCEL BOUNDARY """""�� �� ; --- --- PROPOSED EASEMENT LINE Q� ���G MIN. BUILDING SETBACK p / 175 CALKINS ROAD CENTER LINE J�� �p ROCHESTER, NEW YORK 14623 EXIST. EASEMENT LINE 'I- EXIST. RIGHT-OF-WAY LINE - - EXIST. EDGE OF PAVEMENT /� � GLEN FALL$ READY MIX J CONIFEROUS, DECIDUOUS TREE, to po®./7-m-21 ^ / EDGE OF WOODS Cb�.. -_-- -------" EXISTING CONTOUR -CIVIL ENGINEERING 5^ PROPOSED CONTOUR O� 5. EXISTING 8'-3'x8'-3" •LAND PLA1jMG x350.5 350x4 EXISTING/PROPOSED SPOT ELEVATION ® X C� EQUIPMENT BUILDING .. ~ .EXISTING CROXN CASTLE (68 SO. FT.) � •SURVEYING WATER,CREEK � STREAM '`,`" ' I -a- "a-z+- EXISTING SINGLE/DOUBLE SIGNS EXISTING GENERATOR wv LEASE P14RCEL �CONCRETExPAD1" O W ° EXIST. WATERMAIN, VALVE & HYDRANT EXISTING 26'-a"xlO'-8" 217 LAKE AVENUE AREA= 3600± SQ. FT. �G COSTICH ROCF� NW YORX EXIST. SANITARY SEWER dt MANHOLE � EQUIPMENT BUILDING ® ••+�•• �1� �� EXIST. STORM SEWER. FIELD INLET (277 SO. FT.) �+ HGINMRING (585 EXISTING 190't G )'58 3020 INLET MANHOLE, M.H., & END SECTION SELF-SUPPORTING APPROXIMATE BARBED WRE,STOCKADE,CHAIN LINKED FENCE TOWER LOCATION (CROWN) x EXISTING DRIVE DESIGN APPROVAL EXISTING BUILDING EXISTING e'-5'x15'-0 CONSTRUCTION " � PREUMINARY/ CONCRETE PAD / N/� EXISTING NON-EXCLUSIVE IRF ENG. DATE: 130 ING a ROAD. LLC ACCESS STRIP FOR INGRESS, EQUIP. ENG. DATE: T.A. #309.17-M-20 EGRESS AND UTILITY EASEMENT • OPERATIONS DATE: CONST. MGR. DATE: NETWORK ENO. DATE: LEGEND SCHEMATIC T 0 T A L HOLDINGS SCALE: 1"a60' REAL ESTATE DATE: WORK r ORDER NUMBER DRAWN BY NO. DATE ISSUE 1. LAND OWNER: GLEN FALLS READY MIX P.O. BOX 430 AMSTERDAM, NEW YORK 12010 NOTES:- 1. TOWER IS GALVANIZED STEEL GREY IN COLOR. 2. TOWER OWNER: CROWN CASTLE INTERNATIONAL 2. THE TOWER IS NOT UT AND NO LIGHTING IS PROPOSED BY VERIZON WIRELESS. 1200 MCARTHUR BLED. 3. ALL REFERENCES TO THE TOWER AND ITS FOUNDATION ARE CONTACT- AH, NEW JERSEY TO BE DIRECTED TO THE DESIGN AND DETAIL DRAWINGS ONTACTi ROBERT LEONARD ARD III PHONE: (518) 433-625$ BY THE TOWER SUPPLIER. 4. Tom twORMmm 'MOWN HEREON is BASED UPON 3. PROJECT OWNER: CELLCO PARTNERSHIP STRUCTURAL ANALYSIS REPORT BY GPD GROUP DATED JULY 12, d/b/a VERIZON WIRELESS 200& ANALYSIS ASSUMES (12) DECIBEL D6844H9OE-XY PANEL 175 CALKINS ROAD ANTENNAS ON (3) CELLULAR BOOMS MOUNTED AT 188't AGL; ROCHESTER, NEW YORK 14623 (3) ALGON 7202.02 FANEL ANTENNAS AND (8) TMA S ON (3) CONTACT: TANA PADDEN PIPE MOUNTS MOUNTED AT 180'f AOL; (2) ANDREW PHONE: (585) 321-5455 PGINOF-0090-310 DISHES AT 149't AGL; (1) ANDREW PLd-63D DISH AT 124't AGLAND SW* AGL;(1) CHf **L 3. PROJECT ENGINEER: DAVID WEISENREDER, P.E. MASTER 1.2M MOUNTED AT 44'f AGL- PROPOSED CEL1.00 COSTICH ENGINEERING, P.C. N PARTNERSHIP (1) ANCREW PARE-65 DISH AT 160't AGLSEE 217 LAKE AVENUE STRUCTURAL ANALYSIS FOR DETAILS. ROCHESTER, NEW YORK 14608 PHONE: (585) 458-3020 EXT. 109 4. PROJECT LOCATION: 112 BIG BOOM ROAD, QUEENSBURY, NEW YORK 12010 RELEASED BY DATE 8. CROWMN LEASSE PARCELL:. 36OO-SQ. FT: EXISTING CROWN CASTLE LEASEP14RCEL EXISTING (12) DECIBEL DB844H90E-XY PANEL ANTENNAS O 186't AGL PROJECT INFORMATION AREA— 3600± SO. FT �` --- - PROJECT ENGINEER 1 EXISTING (3) ALLGON 7262.02 EXISTING 8'-3"x8'-3" PANEL ANTENNAS O 180'f AGL of W. EQUIPMENT BUILDING EXISTING 6' TALL x 12, 0� N D.A. (68 SQ. FT.) WIDE TALL CHAINLINK �4�Q� COST] = 1. SITE INFORMATION PROVIDED BY CROWN CASTLE INTL�2NATIONAL GATE W/BARBED WIRE TOP DRAWN BY D.M. EXHIBITS AND CONFIRMED BY A COSTICH ENGINEERING SITE EXISTING GENERATOR INSPECTION COMPLETED 10/11/2005. x ON A 4'-O"x1G'-I* � CELLCO PAR7A TIP s 2. A MAP ENTITLED "LEASE EXHIBIT" PREPARED BY G.T. MALE .X. CONCRETE POD AIWNWW P�-"A S' ' 4 DATE ASSOCIATES, P.C„ HAVING DRAWING NO. 97.4224, DATED 2/12/1999. . . . . . . . . . . . . . .I . ""--x X MAMWAW DISH O f60'* AGL �c 1r 10112105 A. . . . . . . . . . . . . . . ~`—x --,ti EXISTING (2) ANDREW PGINOF-0090-310 rygmO 06�1�C�`� SCALE EXISTING ' OMNIWHIP ANTENNAS O 149't AGL.' O' /. METER'BOARD IOI' tea CENTERLINE BOOM O 141't AGL. rofeS$1O AS SHOWN REFERENCESa .. . . . . . . . . . . . 1: : : : �-' /. . . . . . . . . . . . . EXISTING CELLCO PARTNERSHIP COPYRIGHT 2005 . . . . . . . . . . . . 26'-0'x10'-8" COSTICH ENGINEERING, P.C. R EQUIPMENt BUILDiNG EXISTING 6' DISH . . . (277 SO. FT.) EXISTING 8' TALL x 4' EXISTING•ISIO'� ' ' ' ' • . WIDE TALL CHAINLINK ANDREW PLB-65D SELF-SUPPORTING- /. . ' ' . . GATE W/BARBED WIRE TOP O 124'f AGL IT IS A VIOLATION LAW FOR ANY PERSON, ' UNLESS ACTING UNDER THE DIRECTION OF A . . . . . . . . TOWER' . . . . . . . •(CROWN) . . . . . . . , . . . . LICENSED PROFESSIONAL ENGINEER. LAND . . x UNIT APPROVED D EXISTING HVAC P R O V ARCH17ECT OR LANDSCAPE ARCHITECTSURVEYOR, TO ALTER ANY ITEM ON THIS ' - T (TYPICAL) DOCUMENTIN ANY WAY . ANY LICENSEE 1JASTING . . .EXISTING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . WHO ALTERS THIS DOCUMENT S REQUIRED ICE BRIDGE STONE YARD X- x . x X X. .X.' . - .-X . Ap IICBtIO►1 BY LAW TO AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY, FOLLOWED BY H!S EC 111�1 SIGNATURE E ALTERATION, TO ' (TYPICAL) . \\_ EXISTING 6' TALL 9 ministrator = EXISTING 8'-5"x15'-0 EXISTING CHAINLINK FEVCE ITOWN OF QUEENSBURY ORIGINAL SIZE IN INCHES METER BOARD D CONCRETE PAD � � W/BARBED WIRE TOP EXISTING 6' ISH °' • x ANDREW PL6-65D O 85't AGL 0 1 2 3 .' •• d - <. • - EXISTING NONEXCLUSIVE . . . . . . . . . . . . . ACCESS STRIP FOR INGRESS, EGRESS AND UTILITY EASEMENT . . . .X. . .X. . . . X. SITE INFORMATION EXISSELF SUPPORTING 190'±PORTI AGL »,2 BIG BOOM. ROAD SELF SUPPORTING TOWER (CROWN) �7 �1I ,/s�/�./ �rAPPROXIMATE LOCATION PROPERTY UNE QUEl'iNS BURY//2 /O EXISTING 4' CHANNEL MASTER 1.2M DISH O 44't AGL. TOWN OF QUEENSOURY TOWN OF QUEENSBURY COMMUNITY DEVELOPMENT RECEIVED COUNTY OF WARREN DEC 1 - ACC`) STATE OF NEW YORK ACo ZCNINIG SHEET TITLE B&C PLANNING - HICRO�A vE DISH FM EXEC. OI R. GRAPHIC SCALE ADDITION SITE 10 0 5 10 20 40 EXHIBIT i IBM EXISTING GRADE C.E. JOB NUMBER SHEET NUMBER .. . 1 h FEET )rt~ ,____SITE PLAN SCALE: 1"=10' " I T LF O SCALE. , -20 EXH- �` 79 5 (SHEET 1 OF 1 1