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2005-883
TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5904 (518)761-8201 Community Development-Building&Codes (518)761-8256 CERTIFICATE OF COMPLIANCE Permit Number: P20050883-29562 Date Issued: Monday, August 13, 2018 This is to certify that work requested to be done as shown by Permit Number P20050883-29562 has been completed. Tax Map Number: 304.17-1-29 Location: 0 Boulevard Owner: Frank&Jim Inc Applicant: Mac Tatro This structure may be occupied as a: Cell Tower 85'high(WCKM) 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 force t 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: P20050883 Application Number: A20050883 Tax Map No: 523400-304-017-0001-029-000-0000 Permission is hereby granted to: WCKM RADIO STATION For property located at: BOULEVARD 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: FRANK&JIM, INC Commercial/Industrial Unheatec $5,000.00 C/O FRANK SEARS Total Value $5,000.00 53 BOULEVARD QUEENSBURY,NY 12804 Contractor or Builder's Name/Address Electrical Inspection Agency Plans&Specifications 2005-883 WCKM RADIO STATION RADIO TOWER $50.00 PERMIT FEE PAID-THIS PERMIT EXPIRES: Wednesday,November 29,2006 (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 the Town of Queensbury; Tuesday,November 29,2005 SIGNED BY for the Town of Queensbury. Director of Building&Code Enforcement Permit No. Building&Codes Office-Department of Community Development 1Town of Queensbury Fee Paid SO- 742 Bay Road,Queensbury,NY 12804 Recreation Fee Dave Hatin,Director codes@uueensburv.net Phone: (518) 761-8256 FAX: (518) 745-4437 Principal Structure Building Permit Application Application & 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. 1( G Applicant/Builder At,q,�'ro Owner: tj y 7 !//gvrd Cove `" b 9" Address: 7 $4ihn. Ave_ Address: 029, ale", Sr IN.4 j 2t-0Y Home Phone: 14a- t{t/l. Home Phone: (c'17- 37.24 Email Address: N/A Email Address: p Cell Phone: 3 2 t - 4obc Cell Phone: 3(a I - 0 5a �- FAX Phone: NoN+L FAX Phone: 'j(<< - 9 F 93 Person responsible for supervision of work with respect to building and codes compliance: Name: MAC /afro Address: "7 H1ihn. A✓e- 62u+-0-1.16,21 N.y, Phone 307-1-1/°61 Location of proposed construction: Lot No. A- Legal Address: S3 kg? 60akv41-Cl C9. lI' Tax Map Number: 30'4' l 7- I " 2-9 Subdivision Name: Estimated Cost of Construction: $ Ste•ab RECEIVED Proposed construction is for: Residential Use Commercial Use Il J G�� NOV 0 9 2005 Name of Business: 1,t e,K /n t d I d �l�i��of TOWN OF QUEENSBURY If proposed construction is an addition,what will use of new addition be? BUILDING AND CODE New Addition Alteration Proposed Construction - 1#Floor-- 2.d floor- -- Other - Total - Proposed structure (Occupancy Type) Sq. Ft. sq.ft. Sq.Ft. Square feet Height Ft.&in. Single-Family Dwelling Two-Family Dwelling Townhouse • Multifamily Dwelling Number of Units: Office Mercantile Manufacturing INt.-f Other: sr Attached Garage 1, 2, 3 Type of Heating System: Electric, Oil, Gas, Wood, Forced Hot Air, Baseboard, Other: Is a fireplace and/or woodstove being installed, please refer to a separate application. Yes No 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 after you have 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. Further, it is understood that I/we shall submit prior to a Certificate of Occupancy or Certificate 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: f 0/ o/OS"-- Applicant/Builder Signature:L il� 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\Building.Permit.FORMS\Principal Structure Permit Application.doc V:12/14/04 , Town of Queensbury Building&Code Enforcement = - - - Office No. (518)761-8256 -= . • _ - _ - V Commercial Final Inspection Report - Inspection request received: p, - - - . - " - . Name: I A . Inspected on: "C Location: '3 Arrive: ,,, a.m.1 p.m. Permit No.: 2-0015 - Inspector's Initials: F 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"(I)/Canopy or Equiv. .. Gas Valve Shut-off Exposed&Regulator(18")Above Grade - Floor Bathroom Watertight/Other Floors Okay Relief Valve, Heat Trap 1 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 '/2 doors >10%>1000 sq.ft. _ . %Hour Corridor Doors&Closers Firewalls/Fire Separation,2 Hour,3 Hour Complete/Fire Dampers/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 Rcc.Q F Final Electrical/Flex Gas Piping Bonded 1-A la — Site Plan/Variance required — ZN 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 d Building Access All Sides by 20'/Drivable Surface 20'wide /' Special Inspections/Engineer or Architect Approval _ Okay To Issue Temporary or Permanent C/O / _ Okay To Issue C/C Commercial Final Inspection_11 2712 - . _ - CONSTRUCTION TECHNOLOGY INSPECTION&TESTING DIVISION,P.D.&T.S.,INC. 4 William Street,Ballston Lake,New York 12019 Phone: (518)399-1848 Fax: (518)399-1913 CLIENT: TATRO&SONS,INC. REPORT NUMBER: 1 :PAGE#:1 7 MINNESOTA AVENUE PREPARATION DATE: 11/29/05 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 1130.001 INSPECTOR&TEST SET: TONY SHAHINIAN#20 ATT'N: MR.MATTHEW TATRO AMBIENT WEATHER: 60's:LT.RAIN PROJEC ENERTRONICS BROADCASTING:QUEENSBURY,N Y. OUR FILE LOCATION: 61195 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : MONOPOLE TOWER BASE DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 154/ 803144 YARDAGE DELIVERED/SUBTOTAL: 6.00/ 6.00 TIME CONC. BATCHED/ARRIVED: 12.05/ 12.23 � � � � ., VTIME PLACEMENT BEGAN/ENDED: 12.30/ 1.08 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 1.05 SLUMP ON ARRIVAL (INCHES): 3.00 AUG1 WATER ADDED ONSITE(GALLONS): G 1 J 201$ WATER ADDED AT DISCRETION OF: SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: TOWN OF QUEENSBURY PLACEMENT SLUMP(INCH) (SPEC: - 5.00) 3.00 BUILDING&CODER ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) 6.50 -...... UNIT WEIGHT (PCF) (SPEC: - ) 147.16 CONCRETE TEMP. (F) (SPEC: 45"- 85) 69 NUMBER OF TEST SPECIMEN CAST: 6 LAB CYLINDER CONTROL NUMBERS 61195- 61200 REMARKS: UNLESS NOTED ALL TESTING JAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: CRANESVILLE CONCRETE COMPANY CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 CONCRETE DESIGN STRENGTH: 4500 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 11/30/05 SUPPLIERS MIX FORMULA: PER SUBMITTAL: CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE LOAD UNIT CEMENT: LBS. NUMBER DATE DAYS & BREAK TYPE P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 61195 12/06/05 7 103,500 C 3660 COARSE AGGREGATE#2: LBS. 61196 12/06/05 7 105,750 C 3740 COARSE AGGREGATE#3: LBS. 61197 12/27/05 28 146,250 C 5170 FINE AGGREGATE: LBS. 61198 12/27/05 28 141,300 C 5000 ADMIXTURE#1: OZS. 61199 12/27/05 28 141,800 C 5020 ADMIXTURE#2: OZS. 61200 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. 1111E— Foundation Inspection Report Office No.(518) 761-8256 Date Inspection re st ec v d: Queensbury Building&Code Enforcement Arrive: vpm Depart: 742 Bay Rd., Queensbury,NY 12804 Inspector's Initi ls: IT#: � E2.3 NAME: LOCATION: S SPECT ON: TYPE OF STRUCTURE: Comments Y N NIA Footings _— --— �— — / Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing = Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Sucl-Icmingway\Building.Codes.Inspection.FORMS\Foundation Inspection Report.doc January 28,2003 JUU 11V,."'NORTH COUNTRY vv _____ .. ---Snbjedt r-�_." e CS vt 1� S fro ENGINEERING.' PC _ A-vdre ms\A ,A Computed by , K_ Date 1�/ ZAP 0 ' Checked by Date Approved by Date `+ 1 ! ' I I 1 1 i i ; ! 0 11 i i ! {'r A" i ! I I ! . ,l I ! I ,. I i i I I i" , I _1 i I ! I I 1 1 MIN INIi _i i I i i i I i M II - � I t(1 ! ! ..., . 1 /drol-ra -1. , : .-4,- , 1 , , , 1 AI 12"7 y _ ' ! Ate ' i a:I I i I 1 t.-. e a s, ! 1 1 i I I ' I ' i 1 i 4111111. 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NORTH COUNTRY Glens Falls,NY 12801-4531 i L�l�V 1'� 1 A • Telephone: (518)798-0125 Far-simile; (518)798.0155 www,neepc.00m Principals: November 9, 2005 David M.Klein,P.E. 05-44.01 John M.Golde,P.E. Entertronics Broadcasting, Inc. R ,r E,V 128 Glen Street Glens Falls, NY 12801 NOV 0 9 2005 Attn: Dave Covey T°WB J J FQ UBBNSBU AND Cdi3LY Re: Foundation for 85' Antenna off Boulevard, Queensbury,NY Gentlemen: Per you request we have prepared the attached sketch as a design for the foundation for an 85' high antenna. Loadings were provided by the manufacturer's engineer S.E. Clark and are based on a 100 mph wind and 3/"of ice on the antenna, Foundation excavation was inspected by Dr. James Wood,PhD, P,E, of ESSEX who provided foundation design criteria. We will continue to support your contractor Tatro Brothers to verify the foundation is - constructed in accordance with the design intent. The manufacturer has provided documentation on the antenna, Based on the documentation provided, it would appear that the antenna is suitable for the application, As we discussed this is a manufactured component that we can not be responsible for. Should you have any questions or require additional information, please do not hesitate to contact me. }•� Nth' �- Respectfully. submitted, ! d`1• 'ate ' (3 l 4, . , \ North Country Engineering, P.C. a .kj,.." 2, , e..,... pz.,,..„, ",\ ei3 , ... David M. Klein, P.E. '- °Pest o, Principal New York State License#61309 Attachment Cc: Mac Tatro, Fax#321-4009 • F:1Dacs1PROI105.44\051109 Lit Covq.doc NOV-09-2005 15:11 - - P.03r03 NUKI'FI UUUN'1'.RY -'- ,,..____. _ Subject - ,ra Vt ic..s 1ro+ 0-5t1 Computed by / rc Date IV 240 t Checked by Date . Approved by Date I I 1- I i ! i ; *T isr.,,i 1 ; j ! { i f i I I ,i- �i 1 : • I I I i /iiriUMIll -7' 'grii 1...,,.. , 1 ' d 1 . 1 1 • ... ._. . : —ilk \II I; i L7G. 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II r,, ,,' ,i mg L I •411 I_ ''''. 0...___Sth,\ I I 1 E I th ( ---- x k; 14 'e;" Let TOTAL P.03 nib 'C ti 4 r4D NOV 03,2005 15:27 ESSEX.PC 518 798 4748 Page 1 ESSEX Engineering Science&SuhswTjace Exploration,P.C. 1120 Vaughn Road Hudson Falls,NY 12839 Telephone 518-79H-1878 • Facsimile 518-798-4748 November 3, 2005 David L. Covey, Owner & General Manager Entertronics Inc. Broadcasting 128 Glen Street Glens Falls, NY 12801 via facsimile no.: 761 9893 Antenna Tower Foundation Boulevard, Queensbury, NY Dear Mr. Covey: Thank you for asking us to visit the site of your proposed broadcast antenna along the south side of Boulevard in Oueensbury to observe foundation conditions and provide geotechnical engineering recommendations_ We visited the site on November 2 and met with your contractor, Mr. Mack Tatro. At the time of our visit Mr. Tatro, working from preliminary plans, had excavated about four feet of wood chips and three feet of previously undisturbed glaciolacustrine sand in the foundation area. He reported that groundwater was not encountered during excavation. These conditions are consistent with the local geology. Mr. Tatro had placed about one foot of crushed limestone rubble at the base of the excavation and had begun erecting forms pending final plans. Due to inclement weather Mr. Tatro had not yet compacted the rubble but stated that he would compact it using a vibratory plate tamper or similar equipment. The preliminary plans indicated that the concrete foundation was to be placed on "undisturbed soil" and cited several requirements for the proposed concrete. It is my professional engineering opinion that upon compaction of the rubble the foundation conditions will be at least as good as undisturbed soil. Specifically, I recommend that the foundation be designed on the basis of an allowable gross foundation pressure of 3,000 pounds per square foot, I have reported this recommendation to David M. Klein, P.E. of North Country Engineering, F .C. Sincerely, 7. 'James L. Wood, Ph.D., P.E, -�� N.Y.S.P.E_ No_ 063543 End,: Professional Services Agreement Delanson, NY Malta, NY 518 895 8846 518 899 5377 Noy-04-05 0:30pm From-VALCOM LIMITED + i-1175 r.uuu -1-- ,, Mss b1H-5:34-UUVU p. :s ov ' o4 2tios 12: 47pm stepher? .p .... I.,,r oo • • . . . STEPHEN B. CLARKE & ASSOCIATES LTD. CONSULTMQ ENGINEERS S.B.CLARICE,BASc,MASe,P.Eng, 2675 Wilby Road • RR#213aden,Ontario,Canada N3A 3M8 • • stephen@clarke.ca phone:(519)634-8453,fax:(519)634-8670 . •.. • ,/'.c>v lc A 4, '''<+,, ValCOM Nov. 4, 2005, • * tg .. VIA . 13, 85' hi h antennamom rent m nd wi load • . ra. fc4 :-.'".' 9.:(1 ; , ri , 0 section# length diamet area q Cf Cg Co force distance from base 4",,,,,--'),•--w.7-4-0•''''''•,•0"` ft in ft"2 psf # base to middle moment '"-•,,,,,;,,,- : ,,,o' of section Al(2-A . ft ft-# No co 100 MAI Witkd 1 2.66 1,31 26.72 1,10 1.00 1.67 64.30 83,75 5384.88 2 10,00 3.56 2.97 26.72 1.10 1.00 1.61 140.39 ' 77.42 10867.98 3 18.33 4.75 7.26 26,72 1.10 1.00 1,53 326,28 63.25 20637,44 4 18.38 6.38 e_76 26.72 1.10 1.00 1.43 410,20 - 44.913 18421.02 5 18.33 ' 7.81 11.93 26.72 1.10 1.00 1.23 431.43 26.55 11452.18 6 17,38 9.81 14.21 26.72 1..10 1,00 1,06 442.78 8.69 3847.72 70611, 2, ' 0.5°' ice 100 mph wind • 1 2.66 3.40 26.72 1.10 1.00. 1.67 166.89 83.75 13976,02 2 10.00 4.56 3.80 26.72 1.10 1.00 1.61 179.82 77.42 13920.79 3 18.33 5.75 0.78 26.72 1.10 1.00 1.53 394.98 63.25 24982.17 4 18.38 7.38 11.29 26.72 1.10 1.00 1.43 474.65 44.90 21310,59 5 18.33 8.81 13.46 26.72 1,10 1.00 1.23 486.65 26.55 12918,06 .. 6 17.38 10.81 15.66 26.72 1.10 1.00 1.06 487.90 8.69 4239,84 ' 01347.46 . 0.75" Ice 100 mph Wind 1 2.66 4.45 26.72 1.10 1.00 1,67 218.43 83.75 18292.14, 2 10.00 5.06 4.22 26.72 1,10 1.00 1.61 199.54 77.4.2 15447.19 . , 3 18.33 8.25 9.55 26.72 1.10 1.00 1.53 429.32 63.25 27154.53 4 18.38 7.88 12,07 26.72 1.10 1.00 1.43 507.15 44.90 22769.82 5 18.33 9.31 14.22 26.72 1.10 1,00 1.23 514.12 26,55 13647.34 . 6 17.38 11,31 16.38 26.72 1,10 1.00 . 1.06 510.35 8.69 4434.92 • 10746.94 No ice 150 mph wired . 1 2.66 • 1.31 60.13 1.10 1.00' 1.67. 144,70 83.75 12117.99 2 '10.00 3.56 2.97 60.13 1.10 1.00 1.61 315.92 77.42 24457.03 3 18.33 4.75 7.26 60.13 1.10 1.00 1.53 734.26 63,25 46441.97 4 18.38 6.38 9.76 60.13 1.10 1.00 1.43 .923.31 44.90 41464.18 5. 18.33 7.81 11.93 60.13 1.10 1.00 1.23 :: .970.87 26.55 25771.69 6 17.38 9,81 1421 60.13 1.10 1.00 1.06 996.41 8.69 8658.80 158901.67 • • . ' • . . • Noy-04-05 0-3:32pm From-VALCOM LIMITED Nov U4 UU L INr1 Steilonen JS I.;larKe Hssoo .. • • -•• • ; • • STEPHEN B. CLARKE & ASSOCIATES LTD. CONSULTING ENGINEERS • S.B.CLARKE,BASe,MASc,P.Eps. 2675 lArilby Road R1.#2 Baden, Ontario,Canada 1\1-3A 3M8 stephen@clarke.ca . - phone:(519)634-8453,fax:(519)634-8670 . . 85' high antenna - base moment from wind load section # length diarnet'area q Cf Cg Ce force distance from base ft in ft1¼2 psf # lase to middle moment of section ft ft-# 0.50" Ice 150 moll wand 1 2.66 3.40 60.13 1.10 1.00 1.67 375.66 83.75 31451.27 2 10.00 4.56 3.80 60.13 1.10 1.00 1.61 404.66 77.42 31326.98 3 18.33 5.75 8.78 60.13 1.10 1.00 1.53 888,84 63.25 56219.23 4 18.38 7.38 11.29 60.13 1.10 1.00 1.43 1068.14 44.90 47956.80 5 18.33 8.81 13.46 60.13 1.10 1.00 1.23 1095.14 26.55 29070.47 6 17.38 10.81 15.66 60.13 1.10 1.00 1.06 • 1097.95 8.69 9541,23 205565.98 0.75" Ice 150 mph wino! • 1 2,66 4.45 60.13 1.10 1.00. 1.67 491.54 83.75 41164.16 2 10.00 5.06 4.22 60.13 1.10 1.00 1.61 449.03 • 77.42 34761.95 . 3 18.33 6.25 9.56 60.13 1,10 1.00 1.53 966.13 63.26 61107.86 4 18.38 7.88 12.07 60.13 1.10 1.00 1.43 1141.28 44.90 51240,62 5 18.33 9.31 14.22 60.13 1.10• 1,00 1.23 1156.96 26.55 30711.61 6 17.38 11.31 16.38 60.13 1.10 1.00 1.06 114.8.47 8.69 9980.23 228966.44 • • ,1,411,A,C„ S. 13 (AIME '4.-Trz7 ,0.11 0r0.40," ef5 • • • • • • • • • Nov-04-05 0:32pm From-VALCOM LIMITED + - T-118 F.U4/U4 r-cri Nov - 04 2005 12: 47PM Stephen N. Clarke Hssoo • . . . , ,.„. STEPHEN B. CLARKE & ASSOCIATES LTD. CONSULTING ENGINEERS S.13.CLARKE,BASc,MASc,P.Eng. 2675 Wilby Road RR#2 Baden, Ontario,Canada N3A.3M8 stephengclarke.ca phone:(519)634-8453, fax:(519)634-8670 , • . • 75' high antenna - base moment from wind load 40,• •• ),•• s WWT W‘ s section# length diamet area q Cf Cg Ce force distance from base ‘•-•' ft in ft'2 psi base to middle moment kif of section • ft ft-# r • • ‹JPV.C!ii, "* ' No coI 100 rraphi wind 1 2.66 1.31 26.72 1.10 1.00 1.53 68.91 73.75 4344.35 -? 2 18.33 4.75 7.26 26.72 1.10 1.00 1,53 326,28 63.25 20637.44 3 18.38 6.38 9,76 26.72 1.10 1.00 1.43 410.29 45.67 18820.03 4 '18.33 7.81 11.93 26.72 1.10 1,00 1.23 431.43 27,52 11871.74 5 17.38 9.81 14.21 26.72 1.10 1.00 1.06 442.78 9.17 4058.03 55387.25 0.5" Ice 100 mph wind 1 2.66 3.40 26.72 1.10 1,00 1.53 152,90 73.75 11275.40 2 '18.33 5.75 8.78 26.72 1.10 1.00 1.53 394.98 63.25 24982.17 •••, 3 18.38 7.38 11.29 26.72 1.10 1.00 1.43 474.65 44,90 21310.59 • 4 18.33 8.81 13.46 26.72 1.10 1.00 1,23 486.65 26.55 12918.06 5 17.38 10.19 14.75 26.72 1,10 1,00 1,06 459.58 8.69 3993.78 • , 74480.01 • 0,75" Ica 100 mph wing 1 2.66 4.45 26.72 1.10 1.00 1.53 200.12 73.75 14757.51 2 18.33 6.25 9.55 26.72 1.10 1,00 1.53 429.32 63.25 27154,53 3 18.38 7.88 12.07 26.72 1..10 1.00 • 1.43 507.15 44.90 22769.82 4 18.33 9.31 14.22 26,72 1.10 1.00 1.23 514.12 26.55 13647.34 5 17.38 11.31 16.38 26.72 1.10 1.00 1.06 510.35 8.69 4434.92 82764.13 Np ice 150 nirah masi 1 2.66 1.31 60,13 1.10 1.00 1.53 132.57 73.75 9776.41 2 18,33 4.75 7.26 60,13 1.10 1.00 1.53 734.26 63.25 4644.1.97 3 18.38 6.38 9.76 60,13 1,10 1.00 1.43 923.31 44.90 41454.18 4 18.33 .7.81 11.93 60,13 1.10 1.00 1.23 970.87 26.66 25771.69 • 5 17.38 . 9,81 14.21 60.13 1.10 1.00 1.06 996.41 8.69 8658.80 132103.06 0.5" Ice 150 mph wimi, 1 2,66 3.40 60.13 1.10 1.00 1.53 344.08 73.'75 25373.38 2 18.33 5.75 8,78 60.13 1.10 1.00 1,53 888,84 63.25 56219.23 3 18.38 7,38 11.29 60.13 1.10 1.00 1.43 1068.14 44.90 47956.80 4 18.33 8.81 13.46 60.13 1.10 1.00 1.23 1095.14 26.55 29070,47 5 17.38 10.19 14.75 60.13 1.10 1.00 1.06 1034.24 8.69 8987.50 imen7119 0.75" Ice 150 mph wind • 1 2,66 4.45 60,13 1,10 1.00 1.53 450.33 73.75 33209.93 2 18.33 6,25 9.55 60,13 1.10 1,00 1.53 966.13 63.26 61107.86 3 18.38 7.88 12.07 60.13 1.10 1.00 1,43 1141.28 44.90 61240,62 4 18.33 9.31 14,22 60.13 1.10 1.00 1.23 1156.96 26.55 30711.6'1 5 17.38 11.31 16.38 60.13 1.10 1.00 1.06 1148.47 8.69 9980.23 186250.26 • • WWSC Monopole Warren County, New York Entertronics, Inc. Broadcasting Prepared for: Entertronics, Inc. Broadcasting 128 Glen Street Glens Falls, NY 12801-4432 November 23, 2005 Clough Harbour and Associates LLP III Winners Circle P.O. Box 5269 Albany, NY 12205 CHA Project No. 14995.1001.1601 Rev. 0 moo Bud • CLOUG-4 HARBOUR b4 ASSOC/Al-ES LIP • November 23,2005 Mr.Dave Convoy Entertronics,Inc.Broadcasting 128 Glen Street Glens Falls,NY 12801-4432 RE: Structural Analysis of the WWSC Monopole To be located in Queensbury, Warren County, NY CHA Project No. 14995.1001.1601 Rev. 0 Dear Mr.Convoy: Clough Harbour & Associates LLP (CHA) has performed an analysis of the referenced monopole for the purpose of evaluating its ability to support the loads proposed by Valcom, the tower manufacturer. In summary, our analysis indicates that the tower is structurally capable of supporting the proposed loads. Our analysis is based on the following information: • Tower member sizes and configuration, as well as proposed equipment information, including antenna models and elevations obtained from tower drawings and reference data provided by Valcom. • Foundation and base plate details provided by Valcom. • Previous calculations by Stephen B. Clarke&Associates Ul'll dated July 14, 1999. Our analysis included data for the following proposed equipment: • • - VS30 Valcosphere mounted to the fiberglass monopole at a centerline elevation of 83.7ft - Five section fiberglass 85ft.monopole. The proposed equipment elevations and sizes have been listed in the attached spread sheet. "Satisfying Our Clients with 1 Ill Winners Circle,P.O.Box 5269,Albany, NY 12205-0269 Dedicated People Committed to Total Quality" 1 T 518.453.4500 F 518.458,1735 www.cloughharbour.com Mr. Dave Convoy Page 2 Entertronics Inc.Broadcasting November 23, 2005 With this information and ANSIITIAJEIA-222-F, Structural Standards for Steel Antenna Towers and Antenna Supporting Structures, and the New York Building Code the analysis was performed to determine the structural integrity of the tower. Based on the data provided, section properties, member strengths, and projected areas, applicable loads were calculated. Knowing the projected area of the tower and all of its appurtenances, wind loads were calculated with and without the code defined ice load. These wind and ice loads were then reduced to member forces in the tower components through a monopole analysis spreadsheet. The member forces were then compared to the maximum allowable stress for each member type. The analysis indicates that the existing tower superstructure is structurally capable of supporting the existing and proposed loads. We have included a copy of the governing structural analysis calculation spread sheet for your review and use. If you have any questions or if we can be of further assistance, please do not hesitate to call. Very truly yours, CLOUGH HARBOUR&ASSOCIATES LLP of NE +4 ,yo 4*.� c (Za.'4144.1")u-' :}' h i`"! Pete McTygue,P.E. , 'Y i A, Associate • 4, 710'0 • SSI ilcs W:\Entertronics\1XXXX1Sites\1001'Struct\i4995-1001-letter_revo.doc KS 11-22-05 OF (t 1 CLOUGH, HARBOUR COMP.BY DATE PHApt+ G, ASSOCIATES LLP PMP 11/23I2005 1-- ENGINEERS. . SURVEYORS. S ARCHITECTS CHK.BY DATE Project Name Queensbury Monopole Proj No.: 1 4995-1 001-1 601 Site No.: V33085AM-CL2 Site Name: WWSC Monopole Site Loc.: Queensbury,NY Subject: Monopole analysis ANTENNA INFORMATION Proposed Antennas Carrier Antenna Antenna Elev. Total No.Ant/ Antenna Dimensions(Inches) Mfr. Model (Ft.) No.Ant Sector Valcom V33085AM-CL2 85.00 1 1 Existing Antennas Carrier Antenna Antenna Bev. Total No.Ant! Antenna Dimensions(Inches) Mfr. Model (Ft.) No.Ant Sector Ht. Width Depth • Existing and Proposed Antennas: Weights and Areas Wgt. Wgt.per Tot. Proj. 'roj.Arec Tot. Tot.Proj. per antenna Tot. Wgt. Area per per ant. Proj. Area Elev. antenna w/lce Wgt. w/Ice antenna w/Ice Area wllce Label (ft) (lbs.) (lbs.) (lbs.) (lbs.) (sq.ft.) (sq,ft.) (sq.ft.) (sq,ft.) Valcgsphere @ 85' 85.00 16.00 52.00 16.00 63.60 1.31 3.40 1.31 3.40 • • • Total 16.0 63.6 • Existing and Proposed Cable Information Cable Wgt.of Elev. Diam. No.of Wgt./ft. Cable Label (ft) (in.) Cables (lbs,) (lbs.) Valcosphere®85' 85.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 0.00 KS 11-22-05 OF CLOUGH, HARBOUR �- COMP.BY DATE � p & ASSOCIATES LLP M ENGINEERS.&LANDSCAPE ARCHITECTS S PMP i 1-23-05 CHK.BY DATE Project Name: Queensbury Monopole Proj No.: 14995-1001-1601 Site No.: V33085AM-CL2 Site Name: WWSC Monopole Site Loc.: Queensbury,NY Subject: MONOPOLE ANALYSIS Analysis of Section 1 Base Elevation= 0.00 ft Base Diameter= 1.00 ft Base Thickness= 0.63 in Analysis Division Ht.= 8_50 ft Tower Forces without ice cover Elev.at mid-hgt. Force due Maximum of div. Dp Ae to Tower Force Moment Section (ft.) (ft.) Kz C _ Cf qz (sq.ft.) (Ibs) (Ibs) (k-ft) 1 4.25 0.96 1.00 67.38 0.59 12.54 8.18 102 347 0.43 2 12.75 0.89 1.00 62.13 0.59 12.54 7.54 94 320 1.20 3 21.25 0.81 1.00 56.88 0.59 12.54 6.91 86 293 1.84 4 29.75 0.74 1.00 51.63 0.59 12.54 6.27 78 266 2.33 5 38.25 0.66 1.04 47.36 0.59 13.08 5.63 73 249 2.81 6 46.75 0.59 1.10 43.22 0.59 13.86 4.99 69 234 3.23 7 55.25 0.51 1.16 38.62 0.59 14.53 4.36 63 214 3.49 8 63.75 0.44 1.21 33.65 0.59 15.14 3.72 56 190 3.58 • 9 72.25 0.36 1.25 28.38 0.59 15.69 3.08 48 163 3.48 10 80.75 0.29 1.82 27.15 0.59 22.83 2.44 56 189 4.49 Total moment from tower in k-ft 26.88 Tower Forces with 112"radial ice cover Elev,at mid-hgt. Force due Maximum of div. Dp Ae to Tower Force Moment Section (ft.) (ft.) Kz C Cf qz (sq.ft.) (Ibs) (Ibs) (k-ft) 1 4.25 0.96 1.00 67.38 0.59 12.54 8.89 111 377 0.47 2 12.75 0.89 1.00 62.13 0.59 12.54 8.25 103 350 1.32 3 21.25 0.81 1,00 56.88 0.59 12.54 7.61 95 323 2.02 4 29.75 0.74 1.00 51.63 0.59 12.54 6.98 87 296 2.60 5 36.25 0.66 1.04 47.36 0.59 13.08 6.34 83 280 3.16 6 46.75 0_59 1.10 43.22 0.59 13.86 5.70 79 267 3.68 7 55.25 0.51 1.16 38.62 0.59 14.53 5.06 73 249 4.06 8 63.75 0.44 1.21 33.65 . 0.59 15.14 4.43 67 227 4.26 9 72.25 0.36 1.25 28.36 0.59 15.69 3.79 59 201 4.28 10 80.75 0.29 1.29 22.87 0.59 16.20 3.15 51 173 4.11 Total moment from tower in k-ft 29.97 KS 11-22-05 CLOUGH, HARBOUR 3 OF t 9- COMP.BY DATE I+HAISi. ASSOCIATES LLP PMP 11-23-05 ENGINEERS.SURVEYORS,PLANNERS 6 LANDSCAPE AACHrrst,t s CHK.BY DATE Project Name: Queensbury Monopole Proj No.: 14995-1001-1601 Site No.: V33085AM-CL2 Site Name: WWSC Monopole Site Loc.: Queensbury, NY Subject: MONOPOLE ANALYSIS Antenna Forces Elev.at Proj. Force Moment Proj. Antenna Moment mid-hgt Area Due to Due to Area Force Due to of Ant w/o ice Antenna Antennas w/ice w/ice Antennas . Label.. .. .(tt).... ....(Kz)........_(qz)... ...tsq.tt3...._.....0bs).. ....(#-ft).... ...(sq.it)..._....(lbs)......w/ice(.#_-fi).. Valcosphere 0 85' 85.00 1.31 16.44 1.31 62 5259 3.40 161 13648 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0,00 1.00 12.54 0.00 0 0 0.00 0 0 0,00 1.00 12.54 0.00 0 0 0.00 0 0 0,00 1.00 12.54^ 0.00 0 0 0.00 0 0 0,00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 1.00 12.54 0.00 0 0 0.00 0 0 M(antennas)= 5 kip-ft 14 kip-ft *Moment is at base of section being analyzed. KS 11-22-05 CLOUGH, HARBOUR LI OF j 1- COMP.BY DATE GHA & ASSOCIATES LLP PMP 11-23-05 ENSINttHS.SURVEYORS.PLANNERS S LANDSCAPE ARCHr el.i a CHK.BY DATE Project Name: Queensbury Monopole Proj No.: 14995-1001-1601 Site No.: V33085AM-CL2 Site Name: WWSC Monopole Site Loc.: Queensbury,NY Subject: MONOPOLE ANALYSIS Allowable Loads Calculation Base Diameter= 12.00 in Flat Side Dimension= 0.00 in Wall Thickness= 0.63 in . ;rr=S Sectional-Area.= .....22,3_sq-in.. lx= 362 in^4 Moment of Inertia Sx= 60.39 in^3 Section Modulus rx= 4.03 in Radius of Gyration Fy= 208.00 ksi Given in Table.4 of tower handoff package Fb= 169.00 ksi per Table 4 of tower handoff package Fb= 224.77 ksi =1.33*0.6*Fy per EIA 3_1.1.Allowable combined bending and axial stress Total weight w/o ice= 0.95 kips Tower Weight+Antenna and Coax Weights Total weight with ice= 1.38 kips Tower Weight+Antenna and Coax Weights with 1/2"radial ice cover Total moment w/o ice= 32 k-ft Moment at base due to wind loads Total moment with ice= 44 k-ft Moment at base due to wind loads with 1I2"radial ice cover. Shear at base w/o ice= 0.79 kips Shear force at base due to wind loads Shear at base with ice= 0.97 kips Shear force at base due to wind loads with 1/2"radial ice cover. Load Combinations Definintiorts D=Total self weight of structure including antennas and cables Wo=Wind load on all perpendicular surfaces of structure without ice WI=Wind load on all perpendicular surfaces of structure with ice I=Self weight of ice created by 1/2"radial ice on all tower and antenna components Results for Section 1 D+Wo= 6.4297 ksi < 224.77 ksi OK D+0.75Wi+1= 6.5618 ksi < 224.77 ksi OK KS 11-22-05 Alma CLOUGH, HARBOUR 6 OF J 7. COMP.BY DATE Alma & ASSOCIATES LLP PMP 11-23-05 ENGINEERS.SURVEYOR-4.PLANNERS E.LANDSCAPE ARCHITECTS CHK.BY DATE Project Name: Queensbury Monopole Proj No.: 1 4995-1 001-1 601 Site No.: V33085AM-CL2 Site Name: WWSC Monopole Site Loc.: Queensbury, NY Subject: MONOPOLE ANALYSIS Anchor Bolt Stress Calculations Moment of Inertia Number rry.,.frorn...radius- radius oil-Moment... . . • of bolts x-axis of bolt pattern of Inert. (deg.) (inches) (inches) (in^4) 2 8.0 0.375 8.75 1.3414 2 53.0 0.375 8.75 43.179 2 98.0 0.375 8.75 66.369 2 143.0 0.375 8.75 24.532 Total= 135.42 Type of bolt=A307 Diameter= 0.75 inches Bolt Circle Diameter= 17.50 inches Bolt Area= 0.44 in^2 Total number of bolts= 8.00 Ultimate Tensile Capacity,Fu= 60 ksi Yield Strength,Fy= 36 ksi Allowable tensile stress,Ft= 19.80 ksi 0.33Fu (ASD Table 1-B) Allowable tensile stress w/1/3 increase= 26.4 ksi =1.33*Ft (EtA 3.1.1.1) Allowable shear stress,Fv= 10.20 ksi 0.17Fu (ASD Table 1-D) Allowable shear stress w/1/3 increase= 13.60 ksi =1.33*Fv (ElA 3.1.1.1) Max.Moment without ice= 32.14 k-ft Max.Moment with ice= 43.61 k-ft Section Modulus of Bolt Pattern= 15.477 in^3 = I/c The tensile stresses at the bolts caused by the overturning moment is calculated by dividing the moment by the section modulus of the total bolt pattern. This provides the maximum stress at the center of the bolt. Tensile stress w/o ice= 24.92 ksi=M/S < 26.40 Tensile stress with ice= 25.36 ksi=M/S < 26.40 25%reduction based on TIA/ElA 2.3.16 Shear stress w/o ice= 0.22 ksi < 13.60 Shear stress with ice= 0.21 ksi c 13.60 25%reduction based on T1A/EIA 2.3.16 Anchor bolts are structurally sufficient** combined shear/tension: no ice: 0.91 <1.0 PASS ice: 0.94<1.0 PASS KS 11-22 05 (GL©UGH, HARBOUR C OF 1 COMP.BY DATE H I G. ASSOCIATES LLP PMP 11/23/2005 L_._�( ENGINEERS.SURVEYORS.Amci PLANNERS CHK.BY DATE Project Name: Queensbury Monoploe Proj No.: 14995-1001-1601 site No.: V33085AM-CL2 Site Name: WWSC Monopole Site Loc.: Queensbury,NY Subject: MONOPOLE ANALYSIS Analysis of Section 2 Base Elevation= 17.38 ft Base Diameter= 0.73 ft Base Thickness= 0.63 in Analysis Division Ht= 6.76 ft Tower Forces without ice cover Elev.at mid-hgt Force due Maximum of div. Op Ae to Tower Force Moment Section (ft.) (ft.) Kz C. Cf qz (sq.ft.) (Ibs) (Ibs) (k-ft) 1 20.76 0.82 1.00 57.18 0.59 12.54 5.52 69 234 0.23 2 27.52 0.76 1.00 53.00 0.59 12.54 5.12 64 217 0.65 3 34.29 0.70 1.01 49.09 0.59 12.68 4.72 60 202 1.01 4 41.05 0.64 1.06 46.06 0.59 13.35 4.31 57 195 1.36 5 47.81 0.58 1.11 42.67 0.59 13.95 3.91 54 184 1.65 6 54.57 0.52 1.15 39.00 0.59 14.48 3.51 51 172 1.88 7 61.33 0.46 1.19 35.09 0.59 14.97 3.10 46 157 2.04 8 68.10 0.40 1.23 30.99 0.59 15.43 2.70 42 141 2.11 9 74.86 0.34 1.26_ 26.71 0.59 15.85 2.30 36 123 2.09 10 81.62 0.28 1.30 22.29 0.59 16.25 1.89 31 104 1.97 Total moment from tower in k-ft 14.98 Tower Forces with 1/2"radial ice cover Elev.at mid-hgt. Force due Maximum of div. Dp Ae to Tower Force Moment Section (ft.) (ft) Kz C Cf qz (sq.ft.) (Ibs) (Ibs) (k-ft) 1 20.76 0.82 1.00 57.18 0.59 12.54 6.09 76 258 0.26 2 27.52 0.76 1.00 53.00 0.59 12.54 5.68 71 241 0.72 3 34.29 0.70 1.01 49.09 0.59 12.68 5.28 67 226 1.13 4 41.05 0.64 1.06 46.06 0.59 13.35 4.88 65 220 1.54 5 47.81 0.58 1.11 42.67 0.59 13.95 4.47 62 211 1.89 6 54.57 0.52 1.15 39.00 0.59 14.48 4.07 59 199 2.19 7 61.33 0.46 1.19 35.09 0.59 14.97 3.67 55 186 2.41 8 68.10 0.40 1.23 30.99 0.59 15.43 3.26 50 170 2.55 9 74.86 0.34 1.26 26.71 0.59 15.85 2.86 45 153 2.60 10 81.62 0.28 1.30, 22.29 0.59 16.25 2.46 40 135 2.56 Total moment from tower in k-ft, 17.83 • . KS 11-22-05 �- OF /*7- CL000H, HARBOUR COMP.BY DATE PH 1 & ASSOCIATES LLP PMP 11/23/2005 ENGINEERS,SURVEYORS,PLANNERS G.LANDSCAPE ARCHITECTS CHK.BY DATE Project Name: Queensbury Monoploe Proj No.: 14995-1001-1601 Site No.: V33085AM-CL2 Site Name: wwsC Monopole Site Loc.: Queensbury, NY Subject: MONOPOLE ANALYSIS . Antenna Forces Elev.at Proj. Force Moment Proj. Antenna Moment * mid-hgt Area Due to Due to Area Force Due to of Ant w/o ice Antenna Antennas w/ice w/ice Antennas Label (ft.) (Kz) (qz) (sq.ft.) (Ibs) (#-ft) (sq.%) (Ibs) wlce(#-ft) ... . .Valcosp ieie.r..85'.... .... ....85:0G........1:31.......1.644........1:31._..........62. .- 4183..... .3:40.. .... 1.61.......18857-... . . o.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 o.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 M(antennas)= 4 kip-ft 11 *Moment is at base of section being analyzed. • • KS 11-22-05 CLOUGH HARBOUR OF 1 COMP.BY DATE lc & ASSOCIATES LLP ra PMP 11/23/2005 E NGINtH�S.LSNDSCAPEARCHi Nt.H CHK.BY DATE Project Name: Queensbury Monoploe Proj No.: 14995-1001-1601 Site No.: V33085AM-CL2 Site Name: wwSC Monopole Site Loc.: Queensbury,NY Subject: MONOPOLE ANALYSIS Allowable Loads Calculation Base Diameter= 8.75 in Flat Side Dimension= 0.00 in Wall Thickness= 0.63 in Cross Sectional Area= 15.95 sq.in. Ix=. .i.32,43..irsn�l... .....lytornent-eflnertia... . _... Sx= 30.27 in"3 Section Modulus rx= 2.88 in Radius of Gyration Fy= 208 ksi Fb= 169.00 ksi Fb= 224.77 ksi =1.33*Fb per EIA 3.1.1.1 Allowable combined bending and axial stress Total weight w/o ice= 0.63 kips Tower Weight+Antenna and Coax Weights Total weight with ice= 1.06 kips Tower Weight+Antenna and Coax Weights with 1/2"radial ice cover Total moment w/o ice= 19 k-ft Moment at base due to wind loads Total moment with ice= 29 k ft . Moment at base due to wind loads with 1/2"radial ice cover. Shear at base w/o ice= 0,57 kips Shear force at base due to wind loads Shear at base with ice= 0.75 kips Shear force at base due to wind loads with 1/2"radial ice cover. Load Combinations Definintions D=Total self weight of structure including antennas and cables Wo=Wind load on all perpendicular surfaces of structure without ice Wi=Wind load on all perpendicular surfaces of structure with ice I=Self weight of ice created by 1/2"radial ice on all tower and antenna components Results for Section 2 D+Wo= 7.63859 ksi < 224.77 ksi OK D+0.75Wi+I= 8.59537 ksi < 224.77 ksi OK KS 11-22-05 OF J CLOUGH, HARBOUR COMP.BY DATE ASSOCIATES LLP PMP 11/23/2005 ( �� 45.. ASSOCIATES SURVEYORS, CHK.BY DATE Project Name: Queensbury Monopole Proj No.: 14995-1001-1601 Site No.: V33085AM-CL2 Site Name: WWSC Monopole Site Loc.: Queensbury, NY Subject: MONOPOLE ANALYSIS Analysis of Section 3 Base Elevation= 35.71 ft Base Diameter= 0.65 ft Base Thickness= 0.65 in Analysis Division Ht.= 4.93 ft Tower Forces without ice cover Elev.at mid-hgt. Force due Maximum of div. Dp Ae to Tower Force Moment Section (ft.) (tt.) Kz C Cf qz (sq.ft.) (ibs) (ibs) (k-it) 1 38.17 0.66 1.04 47.40 0.29 13.08 3.27 21 144 0.05 2 43.10 0.62 1.08 45.06 0.59 13.54 3.05 41 140 0.30 3 48.03 0.58 1.11 42.55 0.59 13.96 2.84 40 134 0.49 4 52.96 0.53 1.14 39.90 0.59 14.36 2.63 38 127 0.65 5 57.89 0.49 1.17 37.11 0.59 14.73 2.41 35 120 0.79 6 62.82 0.45 1.20 34.21 0.59 15.08 2.20 33 112 0.90 7 67.75 0.40 1.23 31.20 0.59 15.41 1.98 30 103 0.98 8 72.68 0.36 1.25 28.11 0.59 15.72 1.77 28 94 1.02 9 77.61 0.32 1.28 24.93 0.59 16.02 1.55 25 84 1.04 10 82.54 0.27 1.30 21.68 0.59 16.30 1.34 22 74 1.02 Total moment from tower in k-ft 7.23 Tower Forces with 1/2"radial ice cover Elev.at mid-hgt. Force due Maximum of div. Dp Ae to Tower Force Moment Section (ft.) (ft.) Kz C Cf qz (sq.ft.) (ibs) (Ibs) (k-ft) 1 38.17 0.66 1.04 47.40 0.59 13.08 3.68 48 163 0.12 2 43.10 0.62 1.08 45.06 0.59 13.54 3.47 47 159 0.35 3_ 48.03 0.58 1.11 42.55 0.59 13.96 3.25 45 153 0.56 4 52.96_ 0.53 1.14 39.90 0.59 14.36 3.04 43 147 0.75 5 57.89 0.49 1.17 37.11 0.59 14.73 2.82 41 140 0.92 6 62.82_ 0.45 1.20 34.21 0.59 15.08_ 2.61 39 133 1.06 7 67.75 0.40 1.23 31.20 0.59 15.41 2.39 37 125 1.18 8 72.68 0.36 1.25 28.11 0.59 15.72 2.18 34 116 1.26 9 77.61 0.32 1.28 24.93 0.59 16.02 1.96 31 106 1.31 10 82.54 0.27 1.30 21.68 0.59 16.30 1.75 28 96 1.33 Total moment from tower in k-ft 8.84 r KS 11-22-05 CLOUGH, HARBOUR JO OF f 7- COMP.BY DATE CH f &.ASSOCIATES LLP PMP 11/23/2005 I A ENGINEERS,SURVEYORS.PLANNERS E.LANDSCAPE ARCH!;tC i S CHK.BY DATE Project Name: Queensbury Monopole Proj No.: 1 4995-1 001-1 601 Site No.: V33085AM-CL2 Site Name: WWSC Monopole Site Loc.: Queensbury, NY Subject: MONOPOLE ANALYSIS Antenna Forces Elev.at Proj. Force Moment Proj. Antenna Moment mid-hgt. Area Due to Due to Area Force Due to of Ant. w/o ice Antenna Antennas w/ice w/ice Antennas Label (ft.) (Kz) (qz) (sq.tt.) (Ibs) (#-ft) (sq.f%) (Ibs) wrce(#-ft) Valcosphere 0 85' 85.00 1.31 16.44 1.31 62 3049 3.40 161 7914 o:oo 0.00 1.00 12.54. 0:00 0 •0 ' 0.00 0' 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00` 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 M(antennas)= 3 kip-ft 8 kip-ft *Moment is at base of setion being analyzed. KS 11-22-05 CLOUGH, HARBOUR OF J COMP.BY DATE PF-1,4 ASSOCIATES LLP PMP 11/23/2005 L ENGINEERS.SURVEYORS,PLANNERS CTS S LANDSCAPE,PLANNERS CHK.BY DATE Project Name: Queensbury Monopole Proj No.: 14995-1001-1601 Site No.: V33085AM-CL2 Site Name: WWSC Monopole Site Loc.: Queensbury, NY Subject MONOPOLE ANALYSIS Allowable Loads Calculation Base Diameter= 7.75 in Flat Side Dimension= 0.00 in Wall Thickness= 0.22 in Cross Sectional Area= 5.20 sq.in. lx= 36.92 in^4 Moment of Inertia Sx= 9.53 in^3 Section Modulus rx= 2.66 in Radius of Gyration Fy= 208 ksi Fb= 169.00 ksi Fb= 224.77 ksi =1.33'0.6*Fy per EIA 3.1.1.Allowable combined bending and axial stress Total weight w/o ice= 0.38 kips tower weight+antenna and Coax weights Total weight with ice= 0.81 kips tower weight+antenna and Coax weights with 1/2'radial ice cover Total moment w/o ice= 10 k-ft Moment at base due to wind loads Total moment with ice= 17 k-ft Moment at base due to wind toads with 1/2°radial ice cover. Shear at base w/o ice= 0.37 kips Shear force at base due to wind loads Shear at base with ice= 0.56 kips Shear force at base due to wind loads with 1/2"radial ice cover. Load Combinations Definintions D=Total self weight of structure including antennas and cables Wo=Wind load on all perpendicular surfaces of structure without ice Wi=Wind load on all perpendicular surfaces of structure with ice I=Self weight of ice created by 1/2"radial ice on all tower and antenna components Results for Section 3 D+Wo= 13.023 ksi < 224.77 ksi OK D+0.75Wi+I= 15.983 ksi < 224.77 ksi OK KS 11-22-05 OF j 7- CLOUGH, HARBOUR COMP.BY DATE G. ASSOCIATES LL_P PMP 11/23/2005 I A ENGINEERSL L NS DSCAPE ARCHITECTS CHK.BY DATE Project Name: Queensbury Monopole Proj No.: 14995-1001-1601 Site No.: V33085AM-CL2 Site Name: WWSC Monopole Site Loc.: Queensbury,NY Subject: MONOPOLE ANALYSIS Analysis of Section 4 Base Elevation= 54.09 ft Base Diameter= 0.49 ft Base Thickness= 0.73 in Analysis Division Ht.= 3.09 ft Tower Forces without ice cover Elev.at mid-hgt. Force due Maximum of div. Dp Ae to Tower Force Moment Section (ft) (ft.) Kz C Cf qz (sq.ft.) (ibs) (lbs) (k-ft) 1 55.63 0.51 1.16 38.40 0.59 14.56 1.57 23 77 0.04 2 58.72 0.48 1.18 36.62 0.59 14.79 1.49 22 74 0.10 3 61.81 0.45 1.20 34.81 0.59 15.01 1.41 21 71 0.16 4 64.91 0.43 1.21 32.95 0.59 15.22 1.32 20 68 0.22 5 68.00 0.40 1.23 31.05 0.59 15.42 1.24 19 64 0.26 6 71.09 0.37 1.25 29.12 0.59 15.62 1.15 18 61 0.31 7 74.18 0.35 1.26 27.15 0.59 15.81 1.07 17 57 0.34 8 77.27 0.32 1.28 25.15 0.59 16.00 0.98 16 53 0.36 9 80.36 0.29 1.29 23.13 0.59 16.18 0.90 15 49 0.38 10 83.45 0.26 1.30 21.07 0.59 16.35 0.82 13 45 0.39 Total moment from tower in k-ft 2.56 Tower Forces with 1/2"radial ice cover Elev.at mid-hgt Force due Maximum of div. Dp Ae to Tower Force Moment Section (ft.) (ft.) Kz C Cf qz (sq.ft.) (ibs) (Ibs) (k-ft) 1 55.63 0.51 1.16 38.40 0.59 14.56 1.83 27 90 0.04 2 58.72 0.48 1.18 36.62 0.59 14.79 1.75 26 87 0.12 3 61.81 0.45 1.20 34.81 0.59 15.01 1.66 25 84 0.19 4 64.91 0.43 1.21 32.95 0.59 15.22 1.58 24 81 0.26 5 68.00 0.40 1.23 31.05 0.59 15.42 1.49 23 78 0.32 6 71.09 0.37 1.25 29.12 0.59 15.62 1.41 22 74 0.37 7 74.18 0.35 1.26 27.15 0.59 15.81 1.33 21 71 0.42 8 7727 0.32 1.28 25.15 0.59 16.00 1.24 20 67 0.46 9 80.36 0.29 1.29 23.13 0.59 16.18 1.16 19 63 0.49 10 83.45 0.26 1.30 21.07 0.59 16.35 1.07 17 59 0.51 Total moment from tower in k-ft 3.19 i KS 11-22-05 - I3 OF 11- COMP. GI CLOUGH, HARBOUR BY DATE & ASSOCIATES LLP PMP 11/2312005 �A, EN(31NEE& SURVEYORS, ' CHK.BY DATE Project Name: Queensbury Monopole Proj No.: 14995-1001-1601 Site No.: V33085AM-CL2 Site Name: wWSC Monopole Site Loc.: Queensbury,NY Subject: MONOPOLE ANALYSIS Antenna Forces Elev.at Proj. Force Moment Proj. Antenna Moment * mid-hgt. Area Due to Due to Area Force Due to of Ant. w/o ice Antenna Antennas wlce wiice Antennas Label (ft.) (Kz) (qz) (sq_ft.) (Ibs) (#-ft) (sq.ft.) (Ibs) w/ice(#-ft) Vatcosphere 85' 85.00 1.31 16.44 1.31 62 1913 3.40 161 4964 0.00 0.00' 1.00* 12.54 0.00- 0 0 0.00 0 0 0.00 0,00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 _ 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 _ 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54_ 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 _ 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0, 0.00 0 0 M(antennas)= 2 kip-ft 5 kip-it *Moment is at base of setion being analyzed. • II KS 11-22-05 OF j C CLOUGH, HARBOUR Jar f COMP.BY DATE & ASSOCIATES LLP PMP 11/23/2005 ( �"�A- ENGINEERS.�S NDSCAPESApLANNER c e CHK.BY DATE Project Name: Queensbury Monopole Proj No.: 1 4995-1 001-1 601 Site No.: V33085AM-CL2 Site Name: wwSC Monopole Site Loc.: Queensbury,NY Subject: MONOPOLE ANALYSIS Allowable Loads Calculation Base Diameter= 5.88 in Flat Side Dimension= 0.00 in Wall Thickness= 0.22 in Cross Sectional Area= 3.91 sq.in. Ix= 15.65 in"4 Moment of Inertia Sx= 5.33 in^3 Section Modulus rx= 2.00 in Radius of Gyration Fy= 208 ksi Table 4 of tower handoff package Fb= 169.00 ksi Table 4 of tower handoff package Fb= 224.77 ksi =1.33*0.6*Fy per EIA 3.1.1.Allowable combined bending and axial stress Total weight w/o ice= 0.17 kips tower weight+antenna and Coax weights Total weight with ice= 0.60 kips tower weight+antenna and Coax weights with 1/2"radial ice cover Total moment w/o ice= 4 k-ft Moment at base due to wind loads Total moment with ice= 8 k-ft Moment at base due to wind loads with 1/2"radial ice cover. Shear at base w/o ice= 0.25 kips Shear force at base due to wind loads Shear at base with ice= 0.38 kips Shear force at base due to wind loads with 1/2"radial ice cover. Load Combinations Definintions D=Total self weight of structure including antennas and cables Wo=Wind load on all perpendicular surfaces of structure without ice Wi=Wind load on all perpendicular surfaces of structure with ice I=Self weight of ice created by 1/2"radial ice on all tower and antenna components Results for Section 4 D+Wo= 10.119 ksi < 224.77 ksi OK D+0.75Wi+I= 13.927 ksi < 224.77 ksi OK r s KS 11-22-05 j S OF j 9 CLOUGH, HARBOUR COMP.BY DATE t . ASSOCIATES LLP PMP 11/23/2005 I �A IS.ENGINEERS.LSSUN�YORE.CAPE CHNITNER E ILS CHK.BY DATE Project Name: Queensbury Monopole Proj No.: 14995-1001-1601 Site No.: VS33085AM-CL2 Site Name: WWSC Monopole Site Loc.: Queensbury, NY Subject: MONOPOLE ANALYSIS Analysis of Section 5 Base Elevation= 72.42 ft Base Diameter= 0.38 ft Base Thickness= 0.56 in Analysis Division Ht.= 1.26 ft Tower Forces without ice cover Elev.at mid-hgt. Force due Maximum of div. Dp Ae to Tower Force Moment Section (ft.) (ft.) Kz C Cf qz (sq.ft.) (Ibs) (Ibs) (k-ft) 1 73.04 0.36 1.25 27.88 0.59 15.74 0.45 7 24 0.00 2 74.30 0.34 1.26 27.07 0.59 15.82 0.43 7 23 0.01 3 75.56 0.33 1.27 26.26 0.59 15.89 0.42 7 23 0.02 4 76.82 0.32 1.27 25.45 0.59 15.97 0.41 6 22 0.03 5 78.08 0.31 1.28 24.63 0.59 16.04 0.39 6 21 0.04 6 79.34 0.30 1.28 23.80 0.59 16.12 0.38 6 21 0.04 7 80.60_ 0.29 1.29 22.97 0.59 16.19 0.36 6 20 0.05 8 81.85 0.28 1.30 22.14 0.59 16.26 0.35 6 19 0.05 9 83.11 0.27 1.30 21.30 0.59 16.33 0.34 5 19 0.06 10 84.37 0.26 1.31 20.46 0.59 16.40 0.32 5 18 0.06 Total moment from tower in k-ft 0.37 Tower Forces with 1/2"radial ice cover Etev.at rnid-hgt. Force due Maximum of div. Dp Ae to Tower Force Moment Section (ft.) (ft.) Kz C Cf qz (sq.ft.) (Ibs) (Ibs) (k-ft) 1 73.04 0.36 1.25 27.88 0.59 15.74 0.55 9 29 0.01 2 74.30 0.34 1.26 27.07 0.59 15.82 0.54 8 29 0.02 3 75.56 0.33 1.27 26.26 0.59 15.89 0.52 8 28 0.03 4 76.82 0.32 1.27 25.45 0.59 15.97 0.51 8 28 0.04 5 78.08 0.31 1.28 24.63 0.59 16.04 0.50 8 27 0.04 6 79.34 0.30 1.28 23.80 0.59 16.12 0.48 8 26 0.05 7 80.60 0.29 1.29 22,97 0.59 16.19 0.47 8 26 0.06 8 81.85 0.28 1.30 22.14 0.59 16.26 0.45 7 25 0.07 9 83.11 0.27 1.30 21.30 0.59 16.33 0.44 7 24 0.08 10 84.37 0.26 1.31 20.46 0.59 16.40 0.43 7 24 0.08 Total moment from tower in k-ft 0.47 KS 11-22-05 CH CLOUGH, HARBOUR 16 OF I'i COMP.BY DATE & ASSOCIATES LLP PMP 11/23/2005 , J ENGINEERS.LSURVEYORS. NDSC OPES.PLANNERS LA N CHK.BY DATE Project Name: Queensbury Monopole Proj No.: 14995-1001-1601. Site No.: VS33085AM-CL2 Site Name: WWSC Monopole Site Loc.: Queensbury, NY Subject MONOPOLE ANALYSIS Antenna Forces Elev.at Proj. Force Moment Proj. Antenna Moment * mid-hgt. Area Due to Due to Area Force Due to of Ant. w/o ice Antenna Antennas w/ice w/ice Antennas Label (ft.) (Kz) (q2) (sq.ft.) (ibs) (#-ft) (sq.ft.) (Ibs) wlice(#-it) Valcosphere @ 85' 85.00 1.31 16.44 1.31 62 779 3.40 161 2021 o:oo 0.00 1.00 12.54 0.00 0 0 0:00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 _ 0.00 1.00 12.54 0.00 0 0_ 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 0.00 0.00 1.00 12.54 0.00 0 0 0.00 0 0 M(antennas)= 1 kip-ft 2 kip-ft , *Moment is at base of setion being analyzed. KS 11-22-05 j 7- OF CLOUGH, HARBOUR COMP.BY DATE pHAI G. ASSOCIATES LLP PMP i i/23/2005 � ENGINEERS.`3N S�E ARCHn-acCTS CHK.BY DATE Project Name: Queensbury Monopole Proj No.: 14995-1001-1601 Site No.: VS33085AM-CL2 Site Name: WWSC Monopole Site Loc.: Queensbury, NY Subject MONOPOLE ANALYSIS Allowable Loads Calculation Base Diameter= 4.50 in Flat Side Dimension= 0.00 in Wall Thickness= 0.22 in Cross Sectional Area= 2.96 sq.in. lx= 6.79 iO4 Moment of Inertia Sx= 3.02 I03 Section Modulus rx= 1.52 in Radius of Gyration Fy= 208 ksi Fb= 169.00 ksi Fb= 224.77 ksi =1.33"0.6`Fy per EIA 3.1.1.Allowable combined bending and axial stress Total weight w/o ice= 0.07 kips tower weight+antenna and Coax weights Total weight with ice= 0.50 kips tower weight+antenna and Coax weights with 1/2"radial ice cover Total moment w/o Ice= 1 k-ft Moment at base due to wind loads Total moment with ice= 2 k-ft Moment at base due to wind loads with 1/2"radial ice cover. Shear at base w/o ice= 0.12 kips Shear force at base due to wind loads Shear at base with ice= 0.24 kips Shear force at base due to wind loads with 1/2"radial ice cover. Load Combinations Definintions D=Total self weight of structure including antennas and cables Wo=Wind load on all perpendicular surfaces of structure without ice Wi=Wind load on all perpendicular surfaces of structure with ice I=Self weight of ice created by 1/2"radial ice on all tower and antenna components Results for Section 5 D+Wo= 4.5783 ksi < 224.77 ksi OK D+0.75W i+I= 7.6066 ksi < 224.77 ksi OK NO V 328-2005 05 :t31 art L;vrv' I r'v�. + s vry I CONSTRUCTION TECHNOLOGY INSPECTION & TESTING DIVISION, P.D.&T.S., INC. 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 November 28, 2005 TATRO & SONS,INC. 7 Minnesota Avenue Queensbury,New York 12804 Att'n: Mr. Matthew Tatro Re: ENERTRONICS BROADCASTING, QUEENSBURY,NY. Construction Materials Inspection and Testing Services Dear Mr. Tatra, CONSTRUCTION TECHNOLOGY is pleased to submit the following fee schedule and proposal to provide all necessary labor, equipment,tools, and supplies to complete the construction materials inspection,testing and laboratory evaluations required of the referenced project. From our conversation,we anticipate our services may include: I. FIELD SERVICES: * PORTLAND CEMENT CONCRETE: Services of a Senior Materials Technician,certified as required in ASTM C-94, by the American Concrete Institute(ACI)to Grade I, Field Technician. Services shall include tests for slump, entrained air, temperatures, unit weight/yield and fabrication of test specimens. Recordation of placement shall be in accordance with applicable ASTM Standards and ACI Specifications. Concrete test cylinder and construction materials pickup. Technician hourly rate for above listed services $ 23.50 Transportation per mile portal-to-portal 0.41 II. LABORATORY SERVICES: Compression Test of Concrete Test Cylinders, per cylinder 8.50 All listed fees INCLUDE administrative review and typed report distribution to our client and those parties designated by project specification. We appreciate your interest in our firm. We look forward to serving the construction materials inspection,testing and laboratory requirements of TATRO & SONS,INC. If there are any questions, or when we may be of assistance, please contact this office immediately. Respectfully, CONSTRUCTION TECHNOLOGY Tom Joslin, S.E.T. (NICET) Manager Technical Services NOV-28-2005 04 :5 _ _ _ _ _ _ CONSTRUCTION TECHNOLOGY INSPECTION & TESTING DIVISION, P.D.&T.S., INC. 4 William Street,Ballston Lake,New York 12019 Phone: (518)399-1848 Fax:(518)399-1913 November 28, 2005 TOWN OF QUEENSBURY BUILDING DEPARTMENT 742 Bay Road Queensbury,New York 12804 Att'n: Building Code Enforcement Officials Re: ENERTRONICS BROADCASTING: QUEENSBURY,NEW YORK Construction Materials Inspection and Testing Services Gentlemen, Per the request of Mr. Matthew Tatro, Tatro & Sons, Inc.,we are pleased to inform you that CONSTRUCTION TECHNOLOGY has been retained to provide the construction materials inspection and testing services required of the upcoming referenced project. As such,we would like a moment to introduce our organization. CONSTRUCTION TECHNOLOGY is the construction materials inspection division of Product Development& Technical Services, Inc. Since our 1984 incorporation in New York State, we have been devoted to providing the highest standards of on time field inspection, testing and laboratory support to the construction industry. Our desire is a QC/QA involvement with projects committed to timely completion while satisfying the quality controls and assurances necessary to support today's strict design criteria, All too often materials inspections are viewed as a necessary evil or a requirement to be overlooked. Many times the laboratory brings this attitude on itself because of less than fully qualified personnel,tardy response time or uncompromising attitudes of technicians. Given the opportunity,we are confident we can provide the services that reflect our strong desire to be an asset to the construction process. Our facility and field technical force is supported by state of the art test equipment, including nuclear soil/asphalt density test equipment, automatic soil moisture/density(Proctor)apparatus, temperature/hurnidity controlled curing environments for concrete specimens, and all other necessary equipment to satisfy the requirements of the American Society for Testing and Materials(ASTM) standards C-1077 and E-329 as they relate to a commercial inspection agency. CONSTRUCTION TECHNOLOGY has submitted to outside auditing by having our personnel, equipment, facility and quality assurance plan evaluated by the Cement and Concrete Reference Laboratory (CCRL) of the National Standards Institute. A copy of the CCRLfNSI audit and finding is available upon request. NVV ,Lt5-. ui 100 :ICU in IL-Uri I R 'L J V.`. . . C. ,. - November 28, 2005 TOWN OF QUEENSBURY BUILDING DEPARTMENT Re: ENERTRONICS BROADCASTING: QUEENSBURY,NEW YORK Construction Materials Inspection and Testing Services Our staff ranges from consultant Professional Engineers,hydrologists and geologists to field technicians and materials inspectors with technical backgrounds of educational degrees and/or substantiated experience in a construction oriented discipline. Field inspectors also possess a combination of the following certifications: * Certification at various levels (AET-I through SET-IV) by the National Institute for Certification in the Engineering Technologies (NICET). * American Concrete Institute(ACI) Grade I Concrete Inspector. * American Concrete Institute(ACI) Certified Concrete Construction Special Inspector. * Troxler Nuclear Gauge Training Program for Radiation Safety Officers and Field Operators. * J&L Testing, Inc. Certification Program for Sanitary Landfill Inspectors. * J&L Testing, Inc. Certification Program for Quality Control and Inspection of Geosynthetic Systems for Use in Solid and Hazardous Waste Disposal Facilities. In addition to particular qualifications, field inspectors are familiar with all phases of construction materials testing and inspection including soils, concrete,reinforcement,masonry, structural steel, fireproofing and roof installation. This generally alleviates the need and expense of employing more than one inspector on a particular project. CONSTRUCTION TECHNOLOGY currently has the capabilities to provide inspection and testing services relating to many construction concerns including but not limited to: subsurface drilling and investigation, soils placement and compaction, foundation design recommendations,portland cement concrete,unit masonry,mortars, grouts,bituminous concrete, structural steel and fireproofing, as well as all associated laboratory services. In general, all forms of materials testing and inspection services, as they relate to the construction industry,may be obtained through CONSTRUCTION TECHNOLOGY. We appreciate your interest in our firm and our line of work. We look forward to completing the construction materials inspection,testing and laboratory requirements of the ENERTRONI.CS BROADCASTING PROJECT. If there are any questions, or when we may be of assistance, please contact this office immediately. Respectfully, CONSTRUCTION TECHNOLOGY Tom Joslin, S.E.T.,(NICET) Manager Technical Services T—UZT Y.UZ/UtS r-024 "," Nov-01-05 D1:54pm Froiii-dALCOM LIMITED STEPHEN a. GLAR E, ASSOCIATES LTD. D CI t-TlNG EN0JN 15 a_a CLOHCr.saa 1441 3.119,001,ONT tRIO NOB = WM)+$84d5 July 14, 1999 Attn: John Kubota, . KC: V&COM Panerina tmcmaI IT:a#cuiaucros Following is a page of trial properties prepared by Shell for their£pan 828 epoxy thermosetting resin and .-Glass which is the formulation used for this antenna_ in actual test coupons machined from antenna structures we have achieved compressive strengths in the order of 140 ksi and hide strengths in the order of 90 ksi. The tensile coupon failures initiated front the mechanical damage caused by the jaws of the testing machine and we would expect similar in-situ tensile pr'opeies to the measured compressive sags. For continuous loading I would normally use an allowable stems of 10% of ultimate (i_c. 14 1C$i) to allow for long term creep ' fects, For transient loading such as wind on a cantileverd antenna much higher allowable stresses can be use have prepared a spreadsheet which ealculates the br4tding stress at the bottom of each section of the any The calculations are in the tubular sections and not izi the thickened sections for the jests or base. The maximum calculat cl bending stress in the antenna shaft is 18 ksi under full wind loading. TTh '; .si ne calculations assume that tic =Tama is strand nor deflecting with wind_ actual tea conditions the antenna will substantially deflect and shed wind loading (due to reduced area perpendicular to wind direction) making these emulations and your base calculations very conservative. ,' Nov-01-05 01:550m' From-VALCDM LIMITED + MITT r.varuo r-uw, .MI.. . . . . . .. 4' PIease call we if you have any questions. f3 S. 8 clARKE - .f - ---- \tittl.. --1: Stephen C'arice, P. ., . ``�""4-c f. r a'-. cc: Vaiecirn Ltd. Nov=O1-05 01:55am Ffm-VALCOM LIMITED t r urr r.ag,us, r-uu. K, • ;ter. • TABLE IV �'+ Roam TemPernture 11OL Rine Tiropert es T Get 4.ng Asezx IT 1 $Pori 828 100 Fbnr Cur*ng Agent R` R 50 pbv Accelerator RTA 5 Fltiv Cure: 7 days at Room Temperature Glass: 12 ends. WE - E-Glans Resin Content: 14. Tension; 8 lbs. Speed.: 35 rpm 40 Maximum Tensile le Strength (pal) s 228,000 Maximum E1ongatiou (%) 3.74 Maximum 'Held (psi.) 208,000 Elongation at Yield ( ,) = 3.30 Modul14$ (psi.) 6,350,000 • Flexura3. Strength (psi) 168,875 I .; Modulus (psi) _ 7,5O04.2t 2 119rlaarsntal abo*r (psi) T1229 V 3.71.7 iv. ',nags atiro — ' ) High Frequency (HF) Antennas V-33070: Diagrams •, Z-V--C, N ,..---- Back to Quick Reference Data ..- . Quick Reference Data .— — .., Dimensions and Mounting Details of----10-ce/E-4 -5-"1-EC- /70A/S — , . , • Dimensions Mounting Details • '...1,14COSPHU; . , • ,. _A . ,.. . • ......• _... ,.• ,.. ... .• •• . . . .. , .,_ - i-, -. .. -. •,• -,:-...,:,.., .. .... . . ... •, _.,...,_. ::. .. ....„ . i ....,,- -,: _ ...... -,.. -..-_,-. •_ .......-- ..,_:. . : . ,. . . .. 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'-'4,:;':',e-,'.::,..::-.-'2,;-..4:'',.:.'',-'.:::-.. -:!',6 c.41,....::, t: ' A ----&-Oz • / ..,,:i,::: •-:,,...,,..-::::,..-...,..-:,::,,-;,,,.ii ..i.:,:-...-::. :,..1,-..,:.,.. .•,..::::= ,.....,,,,,, ,.,:-...,::,,f:::,...,„:,-.:::, ..-.._L._:..,;.,.:.,;. .... . :....,,,,4-43: -.keti:,,i4.i, -,.,,-...,,-,:-.--; '• ,,,,::• '.... ..:,::.1,..2‘ ' ::':;f:';'.''., ',,.: i.''''..r,t:li,1:.„'::-.:::: • ': ..:-."''.-'_:,T.-",:.,.':'A:.•'....-z7r:: :...'''',-:'I'''':„'"' • ",.: - :•'•' '.•:t• :.:: ., '-',.'-'7:,,:',:::::., :„S:.,,,,*, i):...',2..':::*7•.„4:.,,Tt,-:-,.,,;.0,-,.- i(L, ......r.,.................. 11/1/2005 http://wvvw.va1com.ca/Guelph/products/highfreq/v3 3 070_diag.html tilri\a‘ CO 4 am `. z � 4tea. N•% itt t j 2Z ate. C,2.. gt 0 5 It O Z Z W• a off`;`1- ; d ® '. NCA * 0\ 2 t7 W y8 M S N � t rI rc*Iik‘ 'kk X. Z. 12. Ci ttt iLt Q. ac t.i 1 la to *pa 11111\ i It z 11I 1\* \ ` 1 1 O \\ 1 `1 \' \ \ \ Cam.) 1 \ 1 `l 1 1 i \\ 1 ' ` 1 1 1 1 1 1 11 ; \ \ , \ 1 1 i , i \ a Z 1 OrY� `\ 1 � \ rm ` a V A \1 1\ \ 11 1, • 1VI...- 1` ` 1 % \ \ l •a tp \ 1 1 , 1 1 % g , , 1 1 � \ \ \ \ 1 1 It ° \ 1 11 i 1 1 \% 1\\ i 1 \ 1 1 , \ 1 1 l \ \ _a `11` ,1 i 1 `1 1\ 11 ` \1 \ \ ` \ CS- 7. ` 1 \ 1 \ 1 \ `` 11 \ \` `\ \ `1 \ 1`1 \ \ 1 `\ 1 % o \ , gy ,c ` \ 1 i ' 7.V. y \, g p 4\1l 1 `\'\' 1 `1 1 \ \11 st 0 \ o . \. 1 1 is \ \ \ \ , o 1_ ID , % * \ • \ t. 1 \ \ 1 L , , N , 1 3 �� \ \ 1 1 r.y(1 C -'1 � VI 4 --; .....st.,, 111 1 ."--4;::..... ....A ..1... --\-- etlt5 \ 1..., • s Vaicom Accessories VS30 Valcosphere Quick Reference Data Dimensions 0 M AOO ty f V 1 r Parts List 1. Element, qty 3 2. Female Ferrule, qty 1 3. Male Ferrule, qty 1 4. Adapter, qty 6 5. Nut, qty 6 Assembly Instructions 1. Insert item 1 into female end of item 4. Screw item 5 onto threads of item 4. 2. Repeat procedure with opposite end of item 1. 3. Repeat steps 1 and 2 for each end of item 1. http://www.valcom.ca/Guelph/products/accessories/vs30_diag.html 11/1/2005 - - • -,--- lov-04-05 03:30pm Hon-UM:COM LIMITED . + T-lig F.tiztu4 r-prl No.. 04 200S , 12: 47PM Stephen B. Clarke.,F.,..„!19,,c,,,,,,,,,.. ..„77=7=4Y,TmmwwlyloplawmooMPMN: .. . . • . . • STEPHEN. B. CLARKE & ASSOCIATES LTD. CONSULTENG ENGINEERS S.B.CLARKE,BASc,MASe,P.Eng. 2675 Wilby Road . , •RR#2 Baden,Ontario, Canada N3A 3M8 . • stephen6_,,Dclarke.ea phone:(519)634-8453,fax:(519)634-8670 . .• . . .,,,„„,,,..trA-7,7.,,„„,440, F- v .e...;%!.,4f.,,,,,,, '4N . • ' • ,,ii'''0 „., ,, 4 '',)„,, • ' P '41 "il mt' 4, ValCOM Nov. 4, 2005 i,• ,.1. Al • 85' high antenna - base, moment from wind. toad • ''' '.11:('Ag; section# length diamet area q Cf Cg CO force distance from base 'kk, 7••.,, ..,4f-''ee' , ri).V'.•' .•;r1' ft in ft^2 psf # base to middle moment ''''-4,•,,„,„„s.,....I.-0' of section ft ft,41. No Ice 100 moh whiLd . . 1 2.66 1.31 26.72 1.10 1,00 1.67 64.30 83.75 5384.88 2 10.00 3.56 2,97 26.72 1.10 1.00 1.61 140.39 • 77.42 10867.98 3 18.33 4..75 7.26 26,72 1.10 1,00 1,53 326.28 63.25 20637A4 4 18.38 6.38 9.76 26.72 1.10 1.00 1.43 410,29 44.90 18421.02 5 18.33 ' 7.81 11.03 26.72 1.10 1.00 1.23 431.43 26.55 11452.18 6 17.38 9.81 14.21 26.72 1..10 1,00 1,06 442,78 8.69 3847.72 70611 22 ' 0.5°' Ica 100 mph wind .• ' . , 1 2.66 3.40 26.72 1.10 1.00. 1.67 166.89 83.75 13976.02 2 10.00 4.56 3.80 26.72 1.10 1.00 1,61 179.82 77.42 13920.79 3 18.33 5.75 6.78 26.72 1.10 1,00 1,53 394.98 63.25 24982.17 4 18.38 7.38 11.29 26.72 1.10 1.00 1.43 474.65 44.90 21310,69 5 18.33 8.81 13.46 26.72 1.10 1.00 1.23 486.65 26,55 12918,06 .. 6 17.38 10.81 15.66 26.72 1.10 1.00 1.06 487.90 8.69 4239,84 ' 01347A6 0.75° ice 100 mph wind 1 2.66 4.46 26.72 1,10 1.00 1.67 218,43 83.75 18292.'14 2 10.00 5.06 4.22 26.72 1,10 1,00 1.61 199.54 77.4.2 15447.19 • .• 3 16.33 3.25 9,55 26.72 1.10 1.00 1.63 429.32 63.25 27154,53 4 18.38 7.88 12.07 26.72 1.10 1,00 1.43 507.15 44,90 22769.82 5 18.33 9.31 14.22 26,72 1,10 1,00 1.23 514.12 26.55 13647.34 6 17.38 11,31 16.38 26.72 1,10 1.00 .1.06 510.35 * 6,69 44.34,92 MI 745..94 No Ica 150 mph wind 1 2.66 1.31 60.13 1.10 1.00* 1.67. 144.70 83.75 12117.99 2 10.00 3.56 2.97 60.13 1.10 1.00 1.61 315.92 77.42 24457.03 3 18,33 4.75 7.26 60.13 1.10 1.00 1.53 734.26 63.25 40441.97 4 18.38 6.38 9,76 60.13 1.10 1.00 1.43 *923.31 44.90 41454,18 5 18.33 7.81 11.93 60,13 1.10 1.00 1.23 ,,: .970,87 26,55 25771,69 6 17.38 9,81 14,21 60.13 1.10 1.00 1.06 996.41 8,69 8658.80 158901.67 • '. ' . . . 'Nov-04-05 03:32pm From-VALCOM LIMITED F.US/U4 r-DM Nov Up a :eIJUb .1 e 1 *4‘',Fri e. •-" " • • • . . . .• STEPHEN B. CLARKE & ASSOCIATES LTD. CONSULTING ENGINEERS • S.B.CLARK.E,BASe,:MA.Sc,P.En5. 2675 Wilby Road RR#2 Baden, Ontario,Canada N3A 3M8 • stephengelarke.ca • • phone:(519)634-8453,fax:(519)634-8670 •• . • .• . • • 85' high antenna - base moment from wind load section # length diernet area q Cf Qg Ce force distance from base ft in ft"2 psf # base to middle moment of section ft 0.50" Ice 150 m,h wind 1 2.66 3.40 60.13 1.10 1.00 1.67 375.56 83.75 31451.27 2 10.00 4.56 3.80 60.13 1.10 1.00 1.61 404,66 77.42 31326.98 3 18.33 5.75 8.78 60.13 1.10 1.00 1.53 888,84 63.25 56219.23 4 18.38 7.38 11.29 60.13 1.10 1.00 1.43 1068,14 44.90 47956.80 5 18.33 8.81 13.46 60.13 1.10 1.00 1.23 1095.14 26.55 29070,47 6 17.38 10.81 15.66 60.13 1.10 1.00 1.06 1097.95 8.69 9541,23 205566.98 015" Ice 1$0 mon wind • •• 1 2,66 4.45 60.13 1.10 1.00. 1.67 491.54 83.75 41164.16 2 10.00 5.06 4.22 60.13 1,10 1.00 1.61 449.03 77.42 34761.95 . 3 18,33 6.25 9.56 60.13 1,10 1.00 1.53 966.13 63.26 61107,86 4 18.38 7.88 12.07 60.13 1.10 1.00 1,43 1141.28 44.90 5124,0.62 5 18.33 9.31 14.22 60.13 1.10• 1.00 1.23 1156.96 26.55 30711.61 6 17.38 11.31 16.38 60.13 1.10 1.00 1.06 1148.47 8,69 9980.23 228966.44 . 44k4; ••.,4, d.vc • n t"i A yl: • '4 1 76, 1 (? 2• • ,• . • • • INCHES POUNDS 30 120 55 220 100 220.5 207 220 250 • 205.6 316 1016.1 928 POUNDS 84.675 FT. Ci-kf-- 4-0 - Lc2 t �. 'NOV 03,2005 15:27 ESSEX.PC 518 798 4748 Page 1 ESSEX Engineering ct:Subsurface Exploration,1'.C', 1120 Vaughn Road Hudson Falls,NY 12839 Telephone 518-798-l 878 Facsimile 518-798-4748 November 3, 2005 David L. Covey, Owner & General Manager Entertronics Inc. Broadcasting 128 Glen Street Glens Falls, NY 12801 via facsimile no.: 761 9893 Antenna Tower Foundation Boulevard, Queensbury, NY Dear Mr. Covey: Thank you for asking us to visit the site of your proposed broadcast antenna along the south side of Boulevard in Queensbury to observe foundation conditions and provide geotechnical engineering recommendations_ We visited the site on November 2 and met with your contractor, Mr. Mack Tatro. At the time of our visit Mr. Tatro, working from preliminary plans, had excavated about four feet of wood chips and three feet of previously undisturbed glaciolacustrine sand in the foundation area. He reported that groundwater was not encountered during excavation. These conditions are consistent with the local geology. Mr. Tatro had placed about one foot of crushed limestone rubble at the base of the excavation and had begun erecting forms pending final plans. Due to inclement weather Mr. Tatro had not yet compacted the rubble but stated that he would compact it using a vibratory plate tamper or similar equipment. The preliminary plans indicated that the concrete foundation was to be placed on "undisturbed soil" and cited several requirements for the proposed concrete. It is my professional engineering opinion that upon compaction of the rubble the foundation conditions will be at least as good as undisturbed soil. Specifically, I recommend that the foundation be designed on the basis of an allowable gross foundation pressure of 3,000 pounds per square foot. I have reported this • recommendation to David M. Klein, P.E. of North Country Engineering, F .C. Sincerely, James L. Wood, Ph-.D., P.F. `,- N.Y.S.P.E. No. 063543 Encl.: Professional Services Agreement Delansan, NY Matta, NY 518 895 8846 518 899 5377 2 Warren Street -• NORTH COUNTRY Glens Falls,NY 12801-4531 . Telephone: (518)798-0125 ENGINEERING, P.C. Facsimile: (518)798-0155 www.ncepc.com Principals: November 9, 2005 David M.Klein,P.E. John M.Golde,P.E. 05-44.01 Entertronics Broadcasting, Inc. 128 Glen Street Glens Falls, NY 12801 Attn: Dave Covey Re: Foundation for 85' Antenna off Boulevard, Queensbury, NY Gentlemen: Per you request we have prepared the attached sketch as a design for the foundation for an 85' high antenna. Loadings were provided by the manufacturer's engineer S.B. Clark and are based on a 100 mph wind and 3/4" of ice on the antenna. Foundation excavation was inspected by Dr. James Wood, PhD, P.E. of ESSEX who provided foundation design criteria, We will continue to support your contractor Tatro Brothers to verify the foundation is constructed in accordance with the design intent. The manufacturer has provided documentation on the antenna. Based on the documentation provided, it would appear that the antenna is suitable for the application. As we discussed this is a manufactured component that we can not be responsible for. Should you have any questions or require additional information, please do not hesitate to contact me. OFF N.y M )-• Respectfully submitted, A% c . - . 4>y North Country Engineering, P.C. A .fcri (11 % tit)) IV .� 1":f4y �i51 � � 12, °� �0• 6,0 David M. Klein, P.E. ��SSION� Principal New York State License#61309 Attachment Cc: Mac Tatro, Fax#3 e09 0,,.,,,, '3 F:\Docs\PROJ\05-44\051109 Ltr Covey.doc NORTH COUNTRY Job No. C-A-5 —'t--r, u 1 Sheet No. ( or - it Subject C7---vi 4--eAr0 v1. l<-5 Iro cLA-Co-4-7 i,t,C.1 ENGINEERING, P.C. e7 c- C,A.:„.... Computed by PAAS......_ Date It/ 2-dio Checked by Date Approved by Date I _I 4-clo IV..„ 6____ Ire--' 1' 7 i T IT . ... , 1 1 1-- 1-- 04.-t-ci - --- 1__. 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