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AST-0637-2022 i Office Use Only J ACCESSORY STRUCTURE Permit#:AST-0637-2022 PERMIT APPLICATION 165.00 Town of Queensbury Permit Fee.$ 742 Bay Road,Queensbury,NY 12804 Invoice#: P:518-761-8256 www.gueensburV.net Flood Zonel? Y b Reviewed By: Project Location. Tower at 89 Everts Avenue, Queensbury, NY 12804 Tax Map ID#: 302.8-2-4 Subdivision Name: N/A PROJECT INFORMATION: TYPE: ElResidential ® Commercial, Proposed Use: TeleCOmmunlCatlOnS STRUCTURE: ❑ Boathouse(with or w/o sundeck) ❑ Canopy ❑ Carport ®I Cell Tower ❑ Deck ❑ Detached Garage (>300 s.f.) ❑ Dock ❑ Gazebo ❑ Pavilion ❑ Pole Barn ❑ Porch ❑ Ramp ❑ Shed (<300 s.f.) ❑ Solar Panels (w/o rafter upgrades) ❑ 3-Season Porch ❑ Other: a8 SQUARE FOOTAGE OF STRUCTURE: OCT 11 1st floor: N/A Tows oF 2022 2nd floor: N/A �U�`D�6'9EL '� C1F'iy Total square feet: 250 SF - Ground Space � S Brief description of scope of project: The proposed project consists of the construction and installation of an unmanned wireless facility with associated utilities: Install WIC and generator on a platform within the existing fenced compound. Plus install new mounts, antennas, radios, squid and associated lines (Fiber/Power) on the existing tower at 152' on the 180' guyed tower. i Accessory Structure Application Revised June 2022 I t � I CONTACT INFORMATION: PLEASE PRINT LEGIBLY OR TYPE, PLEASE INCLUDE AN EMAIL • Applicant: Name(s): AT&T Mobility c/o Centerline Communications Mailing Address, C/S/Z: 38 Treeline Court, Fishkill, NY 12524 Cell Phone: 845-242-6152 Land Line: N/A Email: krevak@clinellc.com • Primary Owner(s): Name(s): EVP Pamal Broadcasting. Ltd. Mailing Address, C/S/Z: 89 Everts Ave,Queensbury, NY 12804 Cell Phone: 602-316-9935 Land Line: N/A Email: Robert Furlong<rfurlong@pamal.com> ❑ Check if all work will be performed by property ownei only • Contractor(s): (List all additional contractors on the back of this form) Contractor Name(s): Qaultek Wireless Contractor Trade: General Contractor Mailing Address, C/S/Z: 6600 New Venture Gear Drive,Suite 101, East Syracuse, NYI13057 Cell Phone: 315-338-3587 Land Line: N/A Email: William Freeman<wfreeman@qualtekwireless.com> "Workers' Comp documentation must be submitted with this application" • Arch itect(s)/Engineer(s): Business Name: Costich Engineering Contact Name(s): David Weisenreder Mailing Address, C/S/Z: 217 Lake Avenue, Rochester, NY 14608 Cell Phone: 585.746 5166 Land Line: 585-458-3020 Email: David Weisenreder<deisenreder@costich.com> Contact Person for any questions regarding this project: Kimberly Revak Cell Phone: 845-242-6152 Land Line: N/A Email: krevak@clinellc.com Accessory Structure Application Revised June 2022 I i ADDITIONAL PROJECT INFORMATION: 1. Estimated Cost of Construction:$ 1251000.00 2. Are there any structures not shown on the plot plan? ❑ YES W NO Explain: 3. Are there any easements on the property? ❑ YES ® NO I DECLARATION: 1. 1 acknowledge that no construction shall be commenced prior to the issuance of a valid permit and will be completed within a 12 month period.Any changes to the approved plans prior to/during construction will require the submittal of amended plans,additional reviews and re-approval. 2. If,for any reason,the building permit application is withdrawn,30%of the fee is retained by the Town of Queensbury.After 1 year from the initial application date, 100%of the fee is retained. 3. Ifthework is not completed by the 1 year expiration date the permit may be renewed, subject to fees and department approval. 4. 1 certify that the application, plans and supporting materials are a true and a complete statement and/or description of the work proposed,that all work will be performed in accordance with the N IS Building Codes, local building laws and ordinances, and in conformance with local zoning regulations. 1 5. 1 acknowledge that prior to occupying the facilities proposed I, or my agents, will obtain a certificate of occupancy. 6. 1 also understand that I/we are required to provide an as-built survey by a lice sed land surveyor of all newly constructed facilities prior to issuance of a certificate of occupancy. I have read and agree to the above: PRINT NAME: Kimberly Revak Digitally sgned by:DEE7109F5D7206449364FDDBWF7066.:krav k@clinelln'm::https//ds927.a mdm.cam/DeAceServices::Nh7CD6eN::Cent7076 DN:CN-DEE7109F5D72B644S364FDDBWF7065..Wr k@dinelle.wm:: sJ/ds927.ewmdm.mm/DeN-S,-,s:-7C-1::Cen17076 SIGNATURE: Dd1e 110J70.17:05 °" DATE: 1 0/01/2022 I I Accessory Structure Application Revised June 2022 STRUCTURAL ANALYSIS REPORT FILE Copy For SITE NAME: GLENS FALLS NORTH FA NUMBER: 15369769 89 Everts Avenue Queensbury, NY 12804 t- ray p�eJ f Lf � bill 11. OCT 2 0 2022 Tr-�VVI''J pFC)-' BS BURY Prepared For. ENT RLINE at t 302.8-2-4 AT& T Mobili AST-0637-2022 89 Everts AVe �Centerline Cell tower up9r i des Dated:May 27,2022 Prepared by: pF NE(N PNG G/ jHudson - ;:�`z.. 6e+17n✓iq{�[ai.'ItJ`11•. 1.. e J... 7t )f r- } W 29 Hamm Road 2`r'�� 067753-1, Hudson, NY 12534 A OF 810 P� Phone: (978) 557-5553 www.hudsondesianarour)llc.com I I II�S®!1 "� DnlgnEnglnemingntt .y SCOPE OF WORK: Hudson Design Engineering PLLC (HDE) has been authorized by AT&T to conduct a structural evaluation of the 180' guyed tower supporting the proposed AT&T antennas located at elevation 152' above the ground level. This report represents this office's findings, conclusions and recommendations pertaining to the support of AT&T's proposed antennas listed below. Record drawings of the existing tower were not available for our use. The previous structural analysis report prepared by Tectonic Engineering, dated January 25, 2022,was available and obtained for our use. Construction Drawings prepared by Cosfich Engineering, dated March 1, 2022, was provided to this office. CONCLUSION SUMMARY: Based on our evaluation, we have determined that the.existing tower and foundation are in conformance with the ANSI/TIA-222-H Standard for the loading considered under the criteria listed in this report. The tower structure is rated at 91.6% - (Legs at Tower Section T4 from EL.100' to EL.120' Controlling). j I I I Hudson Dcslgn Engineering ruC ` F APPURTENANCES CONFIGURATION: Tenant Appurtenances Elev. '' Mount (1) Lightning Rod 180' Tower Leg (1) Flash Beacon 180' Tower Leg (3) AM Skirts 175' Tower Leg AT&T (6)NNH4-65C-R6N17 Antennas 752' ATTj 12'CSOTF Frame AT&T (3)4449 B5/1112 752' ATTI 72'CSOTF Frame AT&T (3)8843 B2/866A 152' ATTj 12'CSOTF Frame AT&T (3) 4478 B 14 152' ATTj 12'CSOTF Frame AT&T (3) DC9-48-60-24-8C-EV 152' ATTj 12'CSOTF Frame AT&T (3)4415 B25 152' All 12'CSOTF Frame (Future) AT&T (3)4415 B30 152' Ali 12'CSOTF Frame (Future) VERIZON (3) MT6407-77A Antennas 139' Sector Mount VERIZON (3) XXDWMM-12.5-65 Antennas 139' Sector Mount VERIZON (6) NHH-65C-R2B Antennas 139' Sector Mount VERIZON (3) TD-850B-LTE78-43 139' Sector Mount VERIZON (3) B2/B66A RRH-BR049 139' Sector Mount VERIZON (3) B5/B13 RRH-BR04C 139' Sector Mount VERIZON (1) OVP Box 139' Sector Mount (3) AM Skirts 105' Tower Leg (3) AM Skirts 60' Tower Leg (3) AM Skirts 10' Tower Leg "Proposed AT&T Appurtenances shown in Bold. AT&T EXISTING/PROPOSED COAX CABLES: Tenant Coax Cables Elev. Mount AT&T (9) DC Power Cables 152' Tower IFace AT&T (2)Fiber Cables 152' Tower jFace 'Proposed AT&T Coax Cables shown in Bold. i Hudson � Design Engineering rue f ANALYSIS RESULTS SUMMARY: Component Max.Stress Elev.of Component Pdss%Fail Comments Ratio ft Legs 91.6%, 100- 120 PASS Controlling Diagonals 74.0% 120- 140 PASS Horizontals 15.4% 140- 160 PASS Top Girt 22.3% 80- 100 PASS Bottom Girt 15.7% 5-20 PASS Mid Girt 21.8% 40-60 PASS Guy 70.2% 170 PASS Foundation 53.0% - PASS I J. I I Huds6n Design Engineering ttLc DESIGN CRITERIA: 1. EIA/TIA-222-H Structural Standard for Antenna Supporting Structures, Antennas and Small Wind Turbine Support Structures County: Warren Basic Wind Speed: 109 mph Risk Category: II Exposure Category: C Topographic Category: 1 Crest Height: Oft. Nominal Ice Thickness: 1.0 inch 2. Approximate height above grade to proposed antennas: 152' ASSUMPTIONS: 1. The appurtenances configuration is as stated in this report. All antennas, coax cables and waveguide cables are assumed to be properly installed and supported as per the manufacturer's requirements. 2. The tower and foundation are properly constructed and maintained.All structural, members and their connections are assumed to be in good condition and are free from defects with no deterioration to its member capacities. 3. The support mounts and platforms are not analyzed and are considered adequate to support the loading. The analysis is limited to the primary support structure itself. 4. All prior structural modification, if any, are assumed to be as per the data supplied (if available),and installed properly. SUPPORT RECOMMENDATIONS: HIDE recommends that the proposed antennas, RRHs and surge arrestors be mounted on the proposed steel frames supported by the tower. I Hudson f h Deiign Engineering w' TNX INPUT/OUTPUT R-144.00 ft I B0_0 It 1 X o� X 170_3 ftft X X F 1600R X a .X cs X Rm144.00 ft", Ra144.00 ft 140.01 X 1 11 1 PLAN N gn X 12 1303fl X DESIGNED/4PPURTENANCE LOADING �ss� TYPE ELEVATION TYPE ELEVATION Oo Lightning Rod 3)4x4' 180 SM 403-3(VERIZON) 139 M.0ft X �`p?� Flash Beacon 180 MT6407-77Awfmmnt pipe 139 X r� AM Skirts 175 MT6407-77Awlmounl pipe 139 X �T AM Skirts 175 MT6407-77Axdmmnlpipe 139 X AM Skirts 175 XXDWMM-125-65w/mountpipe 139 ATT 12'CSOTF Frame(AU- 152 I XXDWMM-12."5 w/mount pipe 139 Proposed) XXDWMM-125-65 w/mount pipe 139 m X ATT 12'CSOTF Frame 152 _ (2)NHHfi5 R26 wt Mount Pipe 139 X ATT 12'CSOTF Frame 152 (2)NHH-65C-R2B w/Mount Pipe 139 (2)NNH4-65C-R6N17 w/Mount Pipe 152 (2)NHH-5GR2B w/Mount Pipe 139 1000 R X (2)NNH4-65C-RGN 17 w/Mount Pipe 152 _ TD-85OB-LTE78-43 139 X 'gie (2)NNH4-65GR6N77 w/Mount Pipe 152 TD-508-LTE7843 139 n Fys 4449 B5tB12 152 TD-85OB-LTE7843 139 X `C 4449 Q54312 152 _ 82f666A RRH-BRO49 139 lr 9 o! ¢ ¢ ¢ X 9 4449 MB12 152 B2'B66A RRH-BR049 139 e m n w ur rn w m X Q �P 8843 821866A 152 _ 02JB66A RRH-BR049 139 X 'r 0 8843 B2/B66A 152 _ B51B73 RRH$R04C 139 �-6 8843 B2/B66A 152 B51613 RRH-BRO4C 139 X B14 4478 152 _ I BS 813 RRH-BR04C 139 80.0 It 9144478 152 _ RrocDC-6627-PFAB 139 B14 4478 152 AM Skirts 105 DC9-48-60-24-8C-EV 152 _ AM Skirls 105 _ OC9-48-60-24-8C-EV 152 _ AM Skirts 105 X DC9-48-60-24 8C-EV - 152 __ AM Skirls 160 X 4415 B25(ATS-Future) 152 _ AM Skirts 60 _ 4415 B25 152 _ AM Skirts 60 4415 B25 152 AM Skirts 10 60.0 R I 4415 B30 152 AM Skirts 110 4415 830 152 _ AM Skirls 10 X4415 B30 162 _- N 50.3It X , SYMBOL LIST xRi MARK-1 SIZE I MARK SIZE <C,7�9j� A _ SR1314 B 5�0.916667 5/1 _ /r'0� 40.6 n MATERIAL STRENGTH X GRADE F F. GRADE Fy Fu X A572-50 50 ksi 65 ksi A36_ 36 ksi 158 ksi X \X TOWER DESIGN NOTES X 1. Tower is located in Warren County,,New York. X 2. Tower designed for Exposure C to the TIA-222-H Standard.\ 3. Tower designed for a 109 mph basic wind In accordance with the TIA-222-H Standard. 20.0 ft 4. Tower is also designed for a 40 mph basic wind with 1.00 in ice.Ice is considered to increase X in thickness with height. $ X 5. Deflections are based upon a 60 mph wind. P 9 X 6. Tower Risk Category II. _ 7. Topographic Category 1 with Crest Height of 0.00 ft m 8. TOWER RATING:91.6% 5.0 R 16938lb F Q Q C C C ¢ m 11 Z Z z 0.0It dj�2 9 522 m--� 21447lb o m 67352lb(Axial) R=144.00 R 1613 lb-ft(Torque) n° m F5 a o 3 6 d o m m a a o 8 a ALL REACTIONS ARE FACTORED Hudson Design Engineering,PLLC :15369769 Queensbury,NY 29 Hamm Road Pf0ject 180 ft Guyed Tower Hudson,NY 12534 Client:AT&T Dram by. Appd- Phone:(P)978.557.5553 Code:TIA-222-H Date:05/26122 scale: NTS FAX Path: Dwg No.E-1 Page MxTower Job 15369769 Queensbury, NY1 1 of 13 Hudson Design Engineering,PLLC Project Date 29HanunRoad 180 ft Guyed Tower 14:50:37 05/26/22 Hudson,NY12534 Client Designed by Phone:(P)978.557.5553 AT&T kw Tower Input Data The main tower is a 3x guyed tower with an overall height of 180.00 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 3.00 ft at the top and tapered at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Warren County,New York. Tower base elevation above sea level:312.00 ft. Basic wind speed of 109 mph. Risk Category H. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is usl d. Topographic Category: 1. Crest Height:0.00 ft. Nominal ice thickness of 1.0000 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 40 mph is used in combination with ice. Temperature drop of 50'F. Deflections calculated using a wind speed of 60 mph. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Safety factor used in guy design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Tower Section Geometry c i Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections ft It It Tl 180.00-160.00 3.00 1 20.00 T2 160.00-140.00 3.00 1 20.00 T3 140.00-120.00 3.00 1 20.00 T4 120.00-100.00 3.00 1 20.00 T5 100.00-80.00 3.00 1 20.00 T6 80.00-60.00 3.00 1 20.00 T7 60.00-40.00 3.00 1 20.00 T8 40.00-20.00 3.00 1 20.00 T9 20.00-5.00 3.00 1 15.00 T10 5.00-0.00 3.00 1 5.00 ry Tower Section Geomet cont'd i Page tnxTower Job 15369769 Queensbury, NY 2 of 13 Hudson Design Engineering,PLLC Project Date 29 Hamm Road 180 ft Guyed Tower 14:50:37 05/26/22 Hudson,NY12534 Client Designed by Phone:(P)978.557.5553 AT&T kw Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End ft ft Panels in in Tl 180.00-160.00 2.42 XBrace No Yes 0.0000 8.0000 T2 160.00-140.00 2.42 X Brace No Yes 0.0000 8.0000 T3 140.00-120.00 2A2 X Brace No Yes 0.0000 8.0000 T4 120.00-100.00 2A2 X Brace No Yes 0.0000 8.0000 T5 100.00-80.00 2.42 X Brace No Yes 0.0000 8.0000 T6 80.00-60.00 2A2 X Brace No Yes 0.0000 8.0000 T7 60.0040.00 2A2 X Brace No Yes 0.0000 8.0000 T8 40.00-20.00 2.42 X Brace No Yes 0.0000 8.0000 T9 20.00-5.00 2.39 X Brace No Yes 0.0000 8.0000 T10 5.00-0.00 0.92 K Brace Down No Yes 8.0000 8.0000 Tower Section Geometry cont'd i Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type S e Grade t Tl 180.00-160.00 Solid Round 1 1/2 A572-50 Solid Round 5%8 A36 (50 ksi) (36 ksi) T2 160.00-140.00 Solid Round 1 1/2 A572-50 Solid Round 5/8 A36 (50 ksi) 1 (36 ksi) T3 140.00-120.00 Solid Round i 12 A572-50 Solid Round 5(8 A36 (50 ksi) (36 ksi) T4 120.00-100.00 Solid Round 1 12 A572-50 Solid Round 3/4 A572-50 (50 ksi) 1 (50 ksi) T5 100.00-80.00 Solid Round 1 12 A572-50 Solid Round 5/8 A36 (50 ksi) 1 (36 ksi) T6 80.00-60.00 Solid Round 1 12 A572-50 Solid Round A36' (50 ksi) (36 ksi) T7 60.0040.00 Solid Round 1 12 A572-50 Solid Round 5/8 A36 (50 ksi) (36 ksi) T8 40.00-20.00 Solid Round 1 12 A572-50 Solid Round 5/8 A36 (50 ksi) 1 (36 ksi) T9 20.00-5.00 Solid Round 1 1/2 A572-50 Solid Round 5/8 A36 (50 ksi) (36 ksi) T10 5.00-0.00 Solid Round 1 3/4 A572-50 Solid Round A36 (50 ksi) (36 ksi) Tower Section Geometry (cont'd i Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type I e Grade (t Tl 180.007160.00 Solid Round 3/4 A36 Solid Round 3/4 A36 (36 ksi) 1 (36 ksi) 72 160.00-140.00 Solid Round 3/4 A36 Solid Round 3A A36 (36 ksi) 1 (36 ksi) T3 140.00-120.00 Solid Round 3/4 A36 Solid Round 3/4 A36 (36 ksi) (36 ksi) T4 120.00-100.00 Solid Round 3/4 A36 Solid Round 3/4 A36 (36 ksi) 1 (36 ksi) TS 100.00-80.00 Solid Round 314 A36 Solid Round 3!4 A36 (36 ksi) (36 ksi) T6 80.00-60.00 Solid Round 3/4 A36 Solid Round 3A A36 Pa tnxTower 15369769 Queensbury, NY Page 3 of 13 Hudson Design Engineering,PLLC Project Date 29 Hamm Road 180 ft Guyed Tower 14:50:37 05/26/22 Hudson,NY12534 Client Designed by Phone:(P)978.557.5553 AT&T kW Tower Top Girt Top Girt Top Girt Bottom Gin Bottom Girt Bottom Girt Elevation Type Size Grade Type Sill e Grade ft (36 ksi) (36 ksi) T7 60.00-00.00 Solid Round 3/4 A36 Solid Round 3 4 A36 (36 ksi) 1 (36 ksi) T8 40.00-20.00 Solid Round 3/4 A36 Solid Round 3/4 A36 (36 ksi) (36 ksi) T9 20.00-5.00 Solid Round 3/4 A36 Solid Round 3/4 A36 (36 ksi) I (36 ksi) T10 5.00-0.00 Flat Bar 6xl/2 A36 Flat Bar 6xl/2 A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd, i Tower No. Mid Girt Mid Girt Mid Gin Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size "Grade Mid ft Girts Tl 180.00-160.00 1 Solid Round 3/4 A36 Solid Round 3/4 A36 (36 ksi) I (36 ksi) 72 160.00-140.00 1 Solid Round 3/4 A36 Solid Round 3/4 A36 (36 ksi) 1 (36 ksi) T3 140.00-120.00 1 Solid Round 3/4 A36 Solid Round A A36 (36 ksi) (36 ksi) T4 120.00-100.00 1 Solid Round 3/4 A36 Solid Round 3/4 A36 (36 ksi) 1 (36 ksi) T5 100.00-80.00 1 Solid Round 3/4 A36 Solid Round �A A36 1 (36 ksi) (36 ksi) T6 80.00-60.00 1 Solid Round 3/4 A36 Solid Round 3/4 A36 (36 ksi) (36 ksi) T7 60.00-40.00 1 Solid Round 3/4 A36 Solid Round /4 A36 (36 ksi) (36 ksi) T8 40.00-20.00 1 Solid Round 3/4 A36 Solid Round /4 A36 (36 ksi) (36 ksi) T9 20.00-5.00 1 Solid Round 3/4 A36 Solid Round 3/4 A36 (36 ksi) (36 ksi) T10 5.00-0.00 1 Flat Bar 6x1/2 A36' Flat Bar 6xl/2 A36 (36 ksi) (36 ksi) Guy Data i Guy Guy Guy Initial % Guy Guy L. Anchor Anchor Anchor End Elevation Grade Size Tension Modulus Weight Radius Azimuth Elevation Fitting Adj. Efficiency ft lb ksi plf R fi ft % 170.333 EHS A 3/8 1540.00 10% 21000 0.273 221.73 144.00 0.0000 0.00 100% B 3/8 1540.00 10% 21000 0.273 221.73 144.00 0.0000 0.00 100% C 318 1540.00 10% ' 21000 0.273 221.73 144.00 0.0000 0.00 100% 130.333 EHS A 1/2 2690.00 10% 21000 0.517 192.78 144.00 0.0000 0.00 100% B 1/2 2690.00 10% 21000 0.517 192.78 144.00 0.0000 0.00 100% C 1/2 2690.00 10% 21000 0.517 192.78 144.00 0.0000 0.00 100% 100 EHS A 9/16 3500.00 10% 21000 0.671 173.75 144.00 0.0000 0.00 100% B 9/16 3500.00 10% 21000 0.671 173.75 144.00 0.0000 0.00 100% C 9/16 3500.00 10% 21000 0.611 173.75 144.00 0.0000 0.00 100% Job Page tnxTower 15369769 QlieenSDury, NY 4 of 13 Hudson Design Engineering,PLLC Project Date 29HammRoad 180 ft Guyed Tower 14:50:37 05/26/22 Hudson,AT 12534 Client Designed by Phone:(P)978.557.5553 AT&T kw 50.3333 EHS A 1/2 2690.00 10% 21000 0.517 150.78 144.00 0.0000 0.00 100% B 1/2 2690.00 10% 21000 0.517 150.78 144.00 0.0000 0.00 100% C 1/2 2690.00 10% 21000 0.517 150.78 144.00 0.0000 0.00 100% Feed Line/Linear Aopurtenances - Entered Asl Round Or Flat i Description Face Allow Exclude Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield From Type Offset Offset Per Spacing Diameter Leg Torque ft in (Frac FW) Row in in in Ar Calculation 114 A No No Ar(CaAa). 180.00- 0.0000 0.5 1 1 0.0000 0.4000 0.25 7.00 DC Power B No No Ar(CaAa) 152.00- 0.0000 -0.2 9 5 0.0000 0.8200 0.58 Cable 7.00 (AT&T- proposed) FB-L98B-002 B No No Ar(CaAa) 152.00- 0.0000 0.3 2 2 0.0000 0.4000 0.25 7.00 �xsx*s - 6X12 Fiber A No No Ar(CaAa) 139.00- 0.0000 -0.2 1 1 0.0000 1.1100 0.54 Cable 7.00 6X12 Fiber A No No Ar(CaAa) 139.00- 0.0000 0 1 1 0.0000 1.1100 0.54 Cable 7.00 1 5/8 A No No Ar(CaAa) 139.00- 0.0000 0.25 6 6 0.0000 1.9800 1.04 7.00 Safety Line C No No Af(CaAa.) 146.50- 2.0000 0 1 1 0.3750 0.3750 0.22 3/8 6.50 Discrete Tower Loads i Description Face Offset Offsets: Azimuth Placement CtAA CAAA Weight or Type Ho z Adjustment Front Side Leg Lateral Vert ft 0ft fl ftr lb ft ft � Lightning Rod 3/4x4' C From Leg 0.00 0.0000 180.00 No Ice 0.30 0.30 40.00 0.00 1/2"Ice 0.71 0.71 43.13 2.00 1"Ice 1.00 1.00 49.94 Flash Beacon B From Leg 0.00 0.0000 180.00 No Ice 3.00 1.50 20.00 0.00 1/2"Ice 3.21 1.66 .45.57 1.00 1"Ice 3.44 1.83 74.44 AM Skirts A From Leg 0.00 0.0000 175.00 No Ice 0.21 0.21 5.00 0.00 12"Ice 0.32 0.32 8.72 2.00 1"Ice 041 0.41 13.60 AM Skirts B From Leg 0.00 0.0000 175.00 No Ice 0 21 0.21 5.00 0.00 12"Ice 0.32 0.32 8.72 2.00 P Ice 0,41 0.41 13.60 AM Skirts C From Leg 0.00 0.0000 175.00 No Ice 0.21 0.21 5.00 0.00 1/2',Ice 0 32 0.32 8.72 2.00 1"Ice 0.41 0.41 13.60 ATT 12'CSOTF Frame A From Leg 2.00 0.0000 152.00 No Ice 15.40 14.00 558.00 (AT&T-Proposed) 0.00 12"Ice 211.30 20.81 741.00 0.00 1"Ice 27.20 27.62 924.00 Job Page tnxTvwer 15369769 Queensbury, NYC 5 of 13 Hudson Design Engineering,PLLC Project Date 29 Hamm Road 180 ft Guyed Tower 14:50:37 05/26/22 Hudson,NY12534. Client Designed by Phone:(P)978.557.5553 AT&T kw i Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horn Adjustment Front Side Leg Lateral Vert ft ft ft' fit lb ft ft ATT 12'CSOTF Frame B From Leg 2.00 0.0000 152.00 No Ice 15.40 14.00 558.00 0.00 1/2"Ice 21.30 20.81 741.00 0.00 1"Ice 27.20 27.62 924.00 ATT 12'CSOTF Frame C From Leg 2.00 0.0000 152.00 No Ice 15.40 14.00 558.00 0.00 1/2"Ice 21.30 20.81 741.00 0.00 1"Ice 27.20 27.62 924.00 (2)NNH4-65C-R6N17 w/ A From Leg 3.50 0.0000 152.00 No Ice 15.40 10.79 185.51 Mount Pipe 0.00 1/2"Ice 16.12 12.31 298.51 0.00 1"Ice 16.32 13.66 422.96 (2)NNH4-65C-R6N17 w/ B From Leg 3.50 0.0000 152.00 No Ice 15.40 10.79 185.51 Mount Pipe 0.00 1/2"Ice 16.12 12.31 298.51 0.00 1"Ice 16.82 13.66 422.96 (2)NNH4-65C-R6N17 w/ C From Leg 3.50 0.0000 152.00 No Ice 15.40 10.79 185.51 Mount Pipe 0.00 1/2"Ice 16.12 12.31 298.51 0.00 1"Ice 16.82 13.66 422.96 4449 135/1312 A From Leg 2.50 0.0000 152.00 No Ice 1.97 1.55 73.00 0.00 1/2"Ice 2.Ll5 1.71 92.52 0.00 P Ice 2.33 1.88 114.92 4449 B5/B12 B From Leg 2.50 0.0000 152.00 No Ice 1.97 1.55 73.00 0.00 1/2"Ice 2.)�5 1.71 - 92.52 0.00 1"Ice 2,33 1.88 114.92 4449 135/13,12 C From Leg 2.50 0.0000 152.00 No Ice 1.917 1.55 73.00 0.00 1/2"Ice 2.115 1.71 92.52 0.00 1"Ice 2.33 1.88 114.92 8843 B2/1366A A From Leg 2.50 0.0000 152.00 No Ice 1.65 1.36 72.00 0.00 1/2"Ice 1.81 1.51 89.68 0.00 1"Ice 1.98 1.67 110.08 8843 132/1366A B From Leg 2.50 0.0000 152.00 No Ice L. 5 1.36 72.00 0.00 1/2"Ice 1.81 1.51 89.68 0.00 1"Ice 1.98 1.67 110.08 8843 132/1366A C From Leg 2.50 0.0000 152.00 No Ice 1.85 1.36 72.00 0.60 1/2"Ice 1.81 1.51 89.68 0.00 1"Ice 1.98 1.67 110.08 B14 4478 A From Leg 2.50 0.0000 152.00 No Ice 1.65 0.93 60.00 0.00 1/2"Ice 1.81 1.05 74.37 0.00 1"Ice 1.98 1.19 91.23 B 14 4478 B From Leg 2.50 0.0000 152.00 No Ice 1.65 0.93 60.00 0.00 1/2"Ice 1.81 1.05 74.37 0.00 1"Ice 1.98 1.19 91.23 B 14 4478 C From Leg 2.50 0.0000 152.00 No Ice 1.65 0.93 60.00 0.00 1/2"Ice 1.81 1.05 74.37 0.00 1"Ice 1.98 1.19 91.23 DC9-4"0-24-8C-EV A From Leg 1.50 0.0000 152.00 No Ice 0.81 0.81 33.00 0.00 1/2"Ice 1-30 1.30 48.38 0.00 1"Ice 1.48 1.48 66.11 DC9-48-60-24-8C-EV B From Leg 1.50 0.0000 152.00 No Ice 0.91 0.81 33.00 0.00 1/2"Ice 1-30 1.30 48.38 0.00 1"Ice 1.48 1A8 66.11 DC948-60-24-8C-EV C From Leg 1.50 0.0000 152.00 No Ice 0.81 0.81 33.00 0.00 1/2"Ice 1.30 1.30 48.38 0.00 1"Ice 1.48 1.48 66.11 •►rya+ 4415 B25 A From Leg 2.50 0.0000 152.00 No Ice 1 84 0.82 46.00 (AT&T-Future) 0.00 1/2"Ice 2.011 094 6007 0.00 1'Ice . . 4415 B25 B From Leg 2.50 0.0000 152.00 No Ice 1.34 0.82 46.00 0.00 1/2"Ice 2'01 0.94 60.07 i I b tnxTOwer Jo 15369769 Queensbury, NY Page 6 of 13 Hodson Design Engineering,PLLC Project Date 29 Hamm Road 180 ft Guyed Tower 14:50:37 05/26/22 Hudson,NY12534 Client Designed by Phone:(P)978.557.5553 AT&T kw Description Face Offset Offsets: Azimuth Placement CaAA CAAA Weight or Type Hon Adjustment Fr nt Side Leg Lateral Vert ft 0 ft fr' f? lb ft ft 0.00 1"Ice 2.19 1.07 76.66 4415 B25 C From Leg 2.50 0.0000 152.00 No Ice L" 4 0.82 46.00 0.00 1/2"Ice 2.011 0.94 60.07 0.00 Ill Ice 2.19 1.07 76.66 4415 B30 A From Leg 2.50 0.0000 152.00- No Ice 3.15 1.29 55.00 0.00 1/2"Ice 336 1.44 78.22 0.00 1"Ice 3.59 1.60 104.64 4415 B30 B From Leg 2.50 0.0000 152.00 No Ice 3.)�5 1.29 55.00 0.00 1/2"Ice 3.36 1.44 78.22 0.00 1"Ice 3.59 1.60 104.64 4415 B30 C From Leg 2.50 0.0000 152.00 No Ice 3.115 1.29 55.00 0.00 1/2"Ice 3.36 1.44 78.22 0.00 1"Ice 3.59 1.60 104.64 SM 403-3 C None 0.0000 139.00 No Ice 19.43 19.43 873.00 (VERIZON) 1/2"Ice 27.51 27.51 1266.00 1"Ice 35.59 35.59 1659.00 MT6407-77A w/mount pipe A From Leg 4.00 0.0000 139.00 No Ice 5.19 3.03 105.35 0.00 1/2"Ice 5.61 3.56 147.92 0.00 1"Ice 6.63 4.10 195.83 MT6407-77A w/mount pipe B From Leg 4.00 0.0000 139.00 No Ice 5.19 3.03 105.35 0.00 1/2"Ice 5.61 3.56 147.92 0.00 1"Ice 6.63 4.10 195.83 MT6407-77A w/mount pipe C From Leg 4.00 0.0000 139.00 No Ice 5.19 3.03 105.35 0.00 1/2"Ice 5.61 3.56 147.92 0.00 1"Ice 6.63 4.10 195.83 XXDWMM-12.5-65 w/mount A From Leg 4.00 0.0000 139.00 No Ice 2.41 1.94 42.25 pipe 0.00 1/2"Ice 2.79 2.37 67.54 0.00 P Ice 3.18 2.81 96.65 XXDWMM-12.5-65 w/mount B From Leg 4.00 0.0000 139.00 No Ice 2.41 1.94 42.25 pipe 0.00 1/2"Ice 2.79 2.37 67.54 0.00 1"Ice 3.18 2.81 96.65 XXDWMM-12.5-65 w/mount C From Leg 4.00 0.0000 139.00 No Ice 2.41 1.94 42.25 pipe 0.00 1/2"Ice 2"79 2.37 67.54 0.00 1"Ice 3.18 2.81 96.65 (2)NHH-65C-R2B w/Mount A From Leg 4.00 0.0000 139.00 No Ice 11'68 10.24 103.71 Pipe 0.00 1/2"Ice 12�40 11.77 197.26 0.00 1"Ice 13110 13.11 301.89 (2)NHH-65C-R2B w/Mount B From Leg 4.00 0.0000 139.00 No Ice 1d68 10.24 103.71 Pipe 0.00 1/2"Ice 12i40 11.77 197.26 0.00 1"Ice 13f 10 13.11 301.89 (2)NHH-65C-R2B w/Mount C From Leg 4.00 0.0000 139.00 No Ice 11�68 10.24 103.71 Pipe 0.00 1/2"Ice 12j40 11.77 197.26 0.00 1"Ice 13f 10 13.11 301.89 TD-850B-LTE78-43 A From Leg 3.00 0.0000 139.00 No Ice 1.95 0.82 53.00 0.00 1/2"Ice 2.12 0.95 68.16 0.00 1"Ice 2.31 1.08 85.92 TD-850B-LTE7843 B From Leg 3.00 0.0000 139.00 No Ice 1.95 0.82 53.00 0.00 1/2"Ice 2.12 0.95 68.16 0.00 1"Ice 231 1.08 85.92 TD-850B-LTE78-43 C From Leg 3.00 0.0000 139.00 No Ice 1.95 0.82 53.00 0.00 1/2"Ice 2"112 0.95 68.16 0.00 V Ice 2.31 1.08 85.92 B2B66A RRH-BRO49 A From Leg 3.00 0.0000 139.00 No Ice 1.88 1.25 97.50 0.00 1/2"Ice 2.05 1.39 115.84 0.00 1"Ice 2.22 1.54 136.97 B2/B66A RRH-BRO49 B From Leg 3.00 0.0000 139.00 No Ice 1 i88 1.25 97.30 I Job Page tnxTower 15369769 Queensbury, NY 7 of 13 Hudson Design Engineering,PLLC Project Date 29 Hamm Road 180 ft Guyed Tower 14:50:37 05/26/22 Hudson,NY12534 Client Designed by Phone:(P)978.557.5553 AT&T kw Description Face Offs et Offsets: Azimuth Placement _ CAA CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Pert jt 0 jt jt-' jt= lb jt jt 0.00 1/2"Ice 2.05 1.39 115.84 0.00 P Ice 2:?2 1.54 136.97 132/1366A RRH-BRO49 C From Leg 3.00 0.0000 139.00 No Ice 1.818 1.25 97.50 0.00 1/2"Ice 2.05 1.39 115.84 0.00 1"Ice 2.?2 1.54 136.97 B5/1313 RRH-BR04C A From Leg 3.00 0.0000 139.00 No Ice 1.88 1.01 82.00 0.00 1/2"Ice 2.05 1.14 98.43 0.00 1"Ice 2:22 1.28 117.53 B5/B 13 RRH-BR04C B From Leg 3.00 0.0000 139.00 No Ice 1.88 1.01 82.00 0.00 1/2"Ice 2.05 1.14 98.43 0.00 1"Ice 2.22 1.28 117.53 135B13 RRH-BR04C C From Leg 3.00 0.0000 139.00 No Ice 1.88 1.01 82.00 0.00 1/2"Ice 2.05 1.14 98.43 0.00 1"Ice 2.22 1.28 117.53 RxxDC-6627-PF48 C From Leg 2.00 0.0000 139.00 No Ice 4.59 2.52 32.00 0.00 1/2"Ice 4.86 2.73 67.82 0.00 1"Ice 5.14 2.95 107.61 AM Skirts A From Leg 0.00 0.0000 105.00 No Ice 0?1 0.21 5.00 0.00 1/2"Ice 0.32 0.32 8.72 2.00 1"Ice 0.41 0.41 13.60 AM Skirts B From Leg 0.00 0.0000 105.00 No Ice 0.21 0.21 5.00 0.00 1/2"Ice 0.32 0.32 8.72 2.00 1"Ice 0.41 0.41 13.60 AM Skirts C From Leg 0.00 0.0000 105.00 No Ice 0.21 0.21 5.00 0.00 1/2"Ice 0.32 0.32 8.72 2.00 1"Ice 0.41 0.41 13.60 AM Skirts A From Leg 0.00 0.0000 60.00 No Ice 0.22 0.22 5.00 0.00 1/2"Ice 0.32 0.32 8.72 2.00 1"Ice 0.41 0.41 13.60 AM Skirts B From Leg 0.00 0.0000 60.00 No Ice 0.22 0.22. 5.00 0.00 1/2"Ice 0.32 0.32 8.72 2.00 1"Ice 0.41 0.41 13.60 AM Skirts C From Leg 0.00 0.0000 60.00 No Ice 0.22 0.22 5.00 0.00 1/2"Ice 0.32 0.32 8.72 2.00 1"Ice 0.41 0.41 13.60 AM Skirts A From Leg 0.00 0.0000 10.00 No Ice 0.24 0.24 5.00 0.00 1/2"Ice 0.32 0.32 8.72 2.00 1"Ice 0.41 0.41 13.60 AM Skirts B From Leg 0.00 0.0000 10.00 No Ice 0.24 0.24 5.00 0.00 1/2"Ice 0.32 0.32 8.72 2.00 1"Ice 0.41 0.41 13.60 AM Skirts C From Leg 0.00 0.0000 10.00 No Ice 0.24 0.24 5.00 0.00 1/2"Ice 0.32 0.32 8.72 2.00 1"Ice 0.41 0.41 13.60 Load Combinations i Comb. Description No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg-No Ice+1.0 Guy 3 1.2 Dead+1.0 Wind30 deg-No Ice+l_0 Guy b tnxToweN Jo 15369769 Queensbury, NY Page 8 of 13 Hudson Design Engineering,PLLC Project Date 29 Hamm Road 180 ft Guyed Tower 14:50:37 05/26/22 Hudson,NY12534 Client Designed by Phone:(P)978.557.5553 AT&T kw Comb. Description No. 4 1.2 Dead+1.0 Wind 60 deg-No Ice+1.0 Guy 5 1.2 Dead+1.0 Wind 90 deg-No Ice+1.0 Guy 6 1.2 Dead+1.0 Wind 120 deg-No Ice+1.0 Guy 7 1.2 Dead+1.0 Wind 150 deg-No Ice+1.0 Guy 8 1.2 Dead+1.0 Wind 180 deg-No Ice+1.0 Guy 9 1.2 Dead+1.0 Wind 210 deg-No Ice+1.0 Guy 10 12 Dead+1.0 Wind 240 deg-No Ice+1.0 Guy 11 1.2 Dead+1.0 Wind 270 deg-No Ice+1.0 Guy 12 1.2 Dead+1.0 Wind 300 deg-No Ice+1.0 Guy 13 1.2 Dead+1.0 Wind 330 deg-No Ice+1.0 Guy 14 1.2 Dead+1.0 Ice+1.0 Temp+Guy 15 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp+1.0 Guy 16 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp+1.0 Guy 17 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp+1.0 Guy 18 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp+1.0 Guy 19 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp+1.0 Guy 20 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp+1.0 Guy 21 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp+1.0 Guy 22 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp+1.0 Guy 23 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp+1.0 Guy 24 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp+1.0 Guy 25 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp+1.0 Guy 26 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp+1.0 Guy 27 Dead+Wind 0 deg-Service+Guy 28 Dead+Wind 30 deg-Service+Guy 29 Dead+Wind 60 deg-Service+Guy 30 Dead+Wind 90 deg-Service+Guy 31 Dead+Wind 120 deg-Service+Guy 32 Dead+Wind 150 deg-Service+Guy 33 Dead+Wind 180 deg-Service+Guy 34 Dead+Wind 210 deg-Service+Guy 35 Dead+Wind 240 deg-Service+Guy 36 Dead+Wind 270 deg-Service+Guy 37 Dead+Wind 300 deg-Service+Guy 38 Dead+Wind 330 deg-Service+Guy Maximum Reactions i Location Condition Gov. Vertical Horizontal,X HorLomdl,Z Load lb lb lb Comb. Mast Max.Vert 19 67351.53 -136.90 -108.55 Max.H. 12 43077.19 456.83 253.42 Max.H. 13 46079.41 295.04 255.08 Max.Mx 1 0.00 -039 -11.05 Max.M. 1 0.00 -0.39 -11.05 Max.Torsion 5 1611.63 411.50 117.10 Min.Vert 1 33166.32 -0.39 -11.05 Min.Hx 5 46535.27 411.50 117.10 Min.H. 8 42740.28 -1.70 428.65 Min.Mx 1 0.00 -039 -11.05 Min.M� 1 0.00 -0.39 -11.0� Min.Torsion 11 -1613.04 409.91 119.53 Guy C @ 144 ft Max.Vert 10 -1069.77 -2003.59 1156.17 Elev 0 R Azimuth 240 deg Max.H. 10 -1069.77 -2003.59 1136.17 Max.H. 5 -16938.36 -18678.48 10542.65 i Pa tnxTower 15369769 Queensbury, NY Page 9 of 13 Hudson Design Engineering,PLLC Project Date 29 Hamm Road 180 ft Guyed Tower 14:50:37 05/26/22 Hudson,NY12534 Client Designed by Phone:(P)978.557.5553 AT&T kw Location Condition Gov. Vertical Horizontal,X Horizontal)Z Load lb lb lb Comb. Min.Vert 5 -16938.36 -18678.48 10542.65 Min.H. 5 -16938.36 -18678.48 10542.65 Min.H� 10 -1069.77 -2003.59 1156.17 Guy 9 @ 144 ft Max.Vert 6 -976.85 1786.92 1031.12 Elev 0 ft Azimuth 120 deg Max.H. 11- -16939.50 18675.76 10541.11 Max.H. 12 -16858.27 18558.43 10720.42 Min.Vert 11 -16939.50 18675.76 10541.11 Min.H 6 -976.85 1786.92 1031.12 Min.H: 6 -976.85 1786.92 1031.12 Guy A @ 144 ft Max.Vert 2 -1134.20 -0.16 -2477.91 Elev 0 ft " Azimuth 0 deg Max.H. 11 -9265.82 476.46 -12208.80 Max.H. 2 -1134.20 -0.16 -2477.91' Min.Vert 7 16544.70 -214.47 -20906.71 Min.Hx 5 -9266.00 476.52 -12198.04 Min.H. 7 -16544.70 -214.47 -20906.71 Tower Mast Reaction Summa i Load Vertical Shear. Shear, Overhirning Owrturning Torque Combination Moment,M. Moment M.16 lb lb lb-ft lb- lb-ft Dead Only 33166.32 039 11.05 0.00 0.00 -0.00 1.2 Dead+1.0 Wind 0 deg-No 47005.53 -0.76 -234.77 0.00 0.00 -263.73 Ice+l_0 Guy 1.2 Dead+1.0 Wind 30 deg-No 45490.35 231.29 -180.67 0.00 0.00 -302.84 Ice+1.0 Guy 1.2 Dead+1.0 Wind 60 deg-No -42938.46 396.11 -216.21 0.00 0.00 -991.11 Ice+1.0 Guy 1.2 Dead+1.0 Wind 90 deg-No 46535.27 411.50 -1.17.10 0.00 0.00 -1611.63 Ice+1.0 Guy 1.2 Dead+1.0 Wind 120 deg- 47946.82 273.96 171.12 0.00 0.00 -966.01 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 150 deg- 46090.62 85.85 403.08 0.00 0.00 -133.81 No Ice+1.0 Guy ` 1.2 Dead+1.0 Wind 180 deg- 42740.28 1.70 428.65 0.00 0.00 278.53 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 210 deg- 45499.68 -50.35 310.57 0.00 0.00 304.02 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 240 deg- 47521.85 -231.90 146.29 0.00 0.00 935.93 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 270 deg- 46534.32 409.91 -119.53 0.00 0.00 1613.04 No Ice+1.0 Guy. 12 Dead+1.0 Wind 300 deg- 43077.19 456.83 -253.42 .0.00 0.00 1026.96 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 330 deg- 46079.41 -295.04 -255.08 0.00 0.00 130.94 No Ice+1.0 Guy 1.2 Dead+1.0 Ice+1.0 66709.07 5.03 32.22 0.00 0.00 0.09 Temp+Guy 1.2 Dead+1.0 Wind 0 deg+1.0 67348.34 4.69 -99.84 0.00 0.00 -35.44 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 30 deg+1.0 67202.86 65.58 -78.48 0.00 0.00 -27.53 Ice+1.0 Temp+1.0 Guy Job Page MxTower 15369769 Queensbury, I 10 of 13 Project Date Hudson Design Engineering,PLLC 29HammRoad 180 ft Guyed Tower 14:50:37 05/26/22 Hudson,NY12534 Client Designed by Phone:(P)978.557.5553 AT&T kw I Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,X filament,M Ib lb 1b lb ft Ilb ft Ib ft 1.2 Dead+1.0 Wind60 deg+1.0 67091.30 120.00 -34.07 0.00 0.00 -171.62 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 90 deg+1.0 67212.07 151.55 35.06 0.00 0.00 -301.53 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 120 67351.53 136.90 108.55 0.00 0.00 -191.48 deg+1-0 lce+l.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 150 67200.23 77.94 153.10 0.00 0.00 1.61 deg+1.0 Ice+i.0'Temp+1.0 Guy 1.2 Dead+1.0 Wind 180 67077.94 5.14 159.45 0.00 0.00 35.66 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 210 67195.21 -60.53 140.20 0.00 0.00 27.11 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 240 67347.21 -11430 100.93 0.00 0.00 170.68 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 270 67214.84 -141.71 34.59 0.00 0.00 301.40 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 300 67101.30 -123.08 41.81 0.00 0.00 19239 deg+1.0 Ice+1.0 Temp+1.0 Guy 1.2 Dead+1.0 Wind 330 67210.80 -63.52 -91.28 0.00 0.00 -1.16 deg+1.0 Ice+I.O Temp+1.0 Guy Dead+Wind 0 deg- 33390.81 0.05 -136.26 0.00 0.00 -95,29 Service+Guy Dead+Wind 30 deg- 33470.01 67.76 -106.42 0.00 0.00 -96.75 Service+Guy Dead+Wind 60 deg- 33535.30 135.49 -66.97 0.00 0.00 -336.36 Service+Guy Dead+Wind 90 deg- 33492.30 189.36 11.16 0.00 0.00 -585.66 Service+Guy Dead+Wind 120 deg- 33399.31 159.42 103.03 0.00 0.00 -349.37 Service+Guy .Dead+Wind 150 deg- 33475.38 87.81 162.22 0.00 0.00 -35.23 Service+Guy Dead+Wind 180 deg- 33523.93 0.68 153.30 0.00 0.00 94.94 Service+Guy Dead+Wind 210 deg- 33468.50 -67.27 128.28 0.00 0.00 96.70 Service+Guy Dead+Wind 240 deg- 33395.94 -139.02 91.34 0.00 0.00 337.25 Service+Guy Dead+Wind 270 deg- 33492.62 -188.60 10.56 0.00 0.00 585.76 Service+Guy Dead+Wind300 deg- 33540.90 -154AI -78.69 0.00 0.00 348.53 Service+Guy Dead+Wind 330 deg- 33477.28 -87.03 -140.22 0.00 0.00 35.18 Service+Guy Solution Summa" i Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. lb lb lb lb lb lb 1 -0.00 -15797.61 0.00 -0.06 15797.53 1-0.12 0.001% 2 6.20 -18858.10 -15557.67 -6.20 18858.06 15556.33 0.005% 3 7685AO -18744.30 -13258.63 -7685.48 18744.25 13257.21 0.006% 4 13986.12 -18630A9 -8051.52 -13985.38 18630.48 8052.41 0.005% 5 17199.92 -18744.30 -6.20 -17198.92 19744.26 16.78 0.004% 6 14600.34 -18858.10 8398.98 -14599.10 18858.06 -8398.27 0.006% 7 8305.86 -18744.30 14345.70 -8304.50 18744.25 -14345.01 0,006% Job Page tnxTower 15369769 Queensbury, NY 11 of 13 Hudson Design Engineering,PLLC Project Date 29 Hamm Road 180 ft Guyed Tower 14:50:37 05/26/22 Hudson,NY12534 Client Designed by Phone:(P)-978.557.5553 AT&T kw Sum of Applied Forces Sum of Reactions Load PX' PY PZ PX PY PZ %Error_ Comb. Ib Ib Ib Ib Ib Ib 8 -6.20 -18630.49 15542.64 7.01 18630.47 -15542.02 0.004% 9 -7685AO 18744.30 13258.63 7684.13 18744.25 -13257.99 0.006% 10 -13999.13 -18858.10 8059.04 13997.93 18858.06 -8658.34 0.006% 11 -17199.82 -18744.30 6.20 17198.92 18744.26 15.61 0.004% 12 -14587.32 -18630.49 -8391.47 14586.53 18630.48 8392.07 0.004% 13 -9305.86 -18744.30 -14345.70 830595 18744.25 14344.17 0.006% 14 -0.00 -42266.81 -0.00 -0.64 42266.72 2.63 0.006% 15 0.82 -42347.66 4692.59 -0.82 42347.66 4691.98 0.001% 16 2335A7 42266.81 4037.58 -2335A1 42266.80 4636.82 0.002% 17 4128A6 42185.95 2380.14 4127.87 42185.94 2379.74 0.002% 1s 4881A6 -42266.81 -0.82 4880.81 42266.80 1.12 0.002% 19 4253.79 -42347.66 2451.56 -4252.92 42347.66 -2451.05 0.002% 20 2405.98 -42266.81 4161.34 -2405.39 42266.80 4160.92 0.002% 21 -0.82 -42185.95 4690.77 0.80 42185.94 4690.07 0.002% 22 -2335.47 42266.81 4037.58 2334.88 42266.80 -4037.16 0.002% 23 4130.03 -42347.66 2381.05 4129.15 42347.66 -2380.54 0.002% 24 -488IA6 -42266.81 0.82 4880.79 42266.80 i0.51 0.002% 25 -4252.21 -42185.95 -2450.65 4251.62 42185.94 2450.26 0.002% 26 -2405.98 -42266.81 4161.34 2405.92 42266.80 - 4160.58 0.002% ` 27 1.88 15832.09 4718.68 -1.87 15832.09 4718.00 0.004% 28 2331.03 -15797.61 4021.44 -2331.12 15797.61 4021.06 0.002% 29 4241.87 -15763.12 -2441.96 4241.51 15763.12 2441.78 0.002% 30 5216.26 -15797.61 -1.88 -5215.95 15797.61 2.19 0.003% 31 4427.98 -15832.09 2547.25 442737 15832.09 -2546.87 0.004% 32 2519.03 -15797.61 4350.82 -2518.64 15797.61 4350.71 0.002% 33 -1.88 -15763.12 4714.12 1.89 15763.12 -4713.72 0.002% 34 -2331.03 -15797.61 402IA4 2330.65 15797.61 4021.33 0.002% 35 -4245.81 -15932.09 2444.24 4245.21 15832.09 -2443.89 0.004% 36 -5216.26 -15797.61 1.88 5215.95 15797.61 11.57 0.003% 37 -4424.04 -15763.12 -2544.97 4423.69 15763.12 2544.79 0.002% 38 -2519.03 -15797.61 4350.82 2519.13 15797.61 4350.43 0.002% Maximum Tower Deflections Service Wind i Section Elevation Harz. Gov. Tilt Twist No. Deflection Load A in Comb. G ° Tl 180-160 3.090 37 0.1040 0.6809 72 160-140 2.673 37 0.1181 0.6854 T3 140-120 2.050 37 0.1801 0.6894 T4 120-100 1.278 37 0.1665 0.6927 T5 100-80 0.694 30 0.1049 0.6842 T6 80-60 0.410 30 0.0482 0.6719 77 60-40 0.271 30 6.0254 0.6426 T8 40-20 0.199 30 0.0151 0.6054 T9 20-5 0.125 30 0.0238 0.5583 T10 5-0 0.034 30 0.0308 0.5019 Critical Deflections and Radius of Curvature -' Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature tt Comb. in ojt I Job Page tnxTower 15369769 Queensbury, NY 12 of 13 Hudson Design Engineering,PLLC Project Date 29HammRoad 180 ft Guyed Tower 14:50:37 05/26/22 Hudson,NY12534 Client Designed by Phone:(P)978.557.5553 AT&T kw Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load - Curvature ft Comb. in _P ft 180.00 Lightning Rod 3/4x4' 37 3.090 0.1040 0.6809 72301 175.00 AM Skirts 37 2.996 0.1035 0.6821 72301 17033 Guy 37 2.904 0.1044 0.6832 37397 152.00 ATT 12'CSOTF Frame 37 2.453 0.1434 0.�869 18640 139.00 SM 403-3 37 2.013 0.1818 0.6897 22446 13033 Guy 37 1.677 0.1843 0.6921 160775 105.00 AM Skirts 37 0.802 0.1215 0.6865 13872 100.00 Guy 30 0.684 0.1049 0.6842 13047 60.00 AM Skirts 30 0.271 0.0254 0.6426 59079 50.33 Guy 30 0.232 0.0188 0.6 27 108201 10.00 AM Skirts 30 0.066 0.0295 0.7,010 145674 Section Capacity Table i Section Elevation Component Size Critical P bPall- % Pass No. ft Type Element !b I lb Capacity Fail Tl 180-160 Leg 1 112 1 -14741.70 51,354.60 28.7 Pass T2 160-140 Leg 1 1/2 79 -23042.50 51,354.60 44.9 Pass T3 140-120 Leg 1 1/2 159 -28541.90 51,354.60 55.6 Pass T4 120-100 Leg 1 1/2 235 47058.90 51,354.60 91.6 Pass T5 100-80 Leg 1 1/2 313 45456.60 51,354.60 88.5 Pass T6 80-60 Leg 1 1/2 393 -32146.80 51.354.60 62.6 Pass T7 60-40 Leg 11/2 470 -24062.50 51,354.60 46.9 Pass T8 40-20 Leg 1 1/2 548 -22528.40 51,354.60 43.9 Pass T9 20-5 Leg 1 1/2 627 -22615.10 51870.40 43.6 Pass T10 5-0 Leg 1 3A 687 -24044.00 87992.80 27.3 Pass T1 180-160 Diagonal 5/8 18 -1396.56 4219.00 33.1 Pass T2 160-140 Diagonal 518 156 -1475.77 4219.00 35.0 Pass T3 140-120 Diagonal 518 221 -3122.18 4219.00 74.0 Pass T4 120-100 Diagonal 3A 252 2262.54 8'�50.32 26.5 Pass T5 100-80 Diagonal 5/8 379 -1739.92 4219.00 41.2 Pass T6 80-60 Diagonal 518 464 -1495.57 4219.00 35.4 Pass T7 60-40 Diagonal 5/8 482 -1499.68 4219.00 35.5 Pass T8 40-20 Diagonal 5/8 620 -1462.71 4219.00 34.7 Pass T9 20-5 Diagonal 5/8 640 -1172.15 41-51.65 27.6 Pass T1 180-160 Horizontal 3/4 54 -212.75 5976.82 3.6 Pass T2 160-140 Horizontal 3/4 131 -919.52 5976.82 15.4 Pass T3 140-120 Horizontal 3/4 186 893.86 14313.90 6.2 Pass T4 120-100 Horizontal 3/4 255 1622A9 14313.90 11.3 Pass TS 100-80 Horizontal 3A 383 -691.87 5976.82 11.6 Pass T6 80-60 Horizontal 3/4 410 1211 A I 14313.90 8.5 Pass T7 60-40 Horizontal 3/4 488 1344.98 14313.90 9.4 Pass T8 40-20 'Horizontal 3A 567 1429.12 14313.90 10.0 Pass T9 20-5 Horizontal 3/4 678 1414.74 14313.90 9.9 Pass T1 180-160 Top Girt 3A 6 -19.73 5976.92 0.3 Pass T2 160-140 Top Girt 3/4 84 322.63 14313.90 2.3 Pass T3 140-120 Top Girt 3/4 161 -725.47 5i976.82 12.1 Pass T4 120-100 Top Girt 3A 240 553.73 14313.90 3.9 Pass T5 100-80 Top Girt 3A 318 3194.52 14313.90 22.3 Pass T6 80-60 Top Girt 3/4 396 370.99 14313.90 6.1 Pass T7 60-40 Top Girt 3A 473 661.59 14313.90 4.6 Pass T8 40-20 Top Girt 3/4 552 748.96 14313.90 5.2 Pass T9 20-5 Top Girt 3/4 630 759.86 14313.90 5.3 Pass T10 5-0 Top Girt 6x1/2 690 3014.54 97200.00 3.1 Pass T1 180-160 Bottom Girt 3/4 8 -587.82 5976.82 9.8 Pass T2 160-140 Bottom Girt 3A 85 322.81 14313.90 2.3 Pass T3 140-120 Bottom Girt 3/4 163 -349.42 5976.82 5.8 Pass I Page tnxTower Job 15369769 Queensbury, NY 13 of 13 Hudson Design Engineering,PLLC Project Date 29 Hamm Road 180 ff Guyed Tower 14:50:37 05/26/22 Hudson,1VY12534 Client Designed by Phone:(P)978.557.5553' AT&T kw Section Elevation Component Size Critical P oPaoo„. % Pass No ft Type Element Ib Ilb Capacity Fail T4 120-100 Bottom Girt 3/4 242 -776.27 5976.82 13.0 Pass T5 100-80 Bottom Girt 3/4 319 624.68 14,313.90 4.4 Pass T6 80-60 Bottom Girt 3/4 397 647.51 14313.90 4.5 Pass T7 60-40 Bottom Girt 3/4 475 760.72 14313.90 5.3 Pass T8 40-20 Bottom Girt 3/4 553 762.49 14313.90 5.3 Pass T9 20-5 Bottom Girt 3/4 633 2246.97 14,313.90 15.7 Pass T10 5-0 Bottom Girt 6x1/2 692 -133.27 93923.20 8.7 Pass Tl 180-160 Mid Girt 3/4 12 1764.14 14313.90 12.3 Pass T2 160-140 Mid Girt 3/4 89 -517.71 5976.82 8.7 Pass T3 140-120 Mid Girt 3/4 168 2804A9 14,313.90 19.6 Pass T4 120-100 Mid Girt 3/4 246 1414.54 14,313.90 9.9 Pass T5 100-80 Mid Girt 3/4 324 1324.27 14,313.90 9.3 Pass T6 80-60 Mid Girt 3/4 401 1141.54 14,313.90 8.0 Pass T7 60-40 Mid Girt 3/4 480 3118.60 14,313.90 21.8 Pass T8 40-20 Mid Girt 3/4 558 1333.84 14.313.90 9.3 Pass T9 20-5 Mid Girt 3/4 636 1341.49 14,313.90 9.4 Pass T10 5-0 Mid Girt 6x1/2 696 -66.10 66781.90 0.1 Pass Tl 180-160 Guy A@170.333 319 699 6397.52 9240.00 69.1 Pass T3 140-120 Guy A@130.333 1/2 702 9391.27 16140.00 58.2 Pass T5 100-80 Guy A@100 9/16 705 7785.09 21000.00 37.1 Pass T7 60-40 Guy A@50.3333 1/2 708 4601.21 16140.00 28.5 Pass Tl 180,160 Guy B@170.333 3/8 698 6485.70 9240.00 70.2 Pass T3 140-120 Guy B@130.333 1/2 701 9594.73 16140.00 59.4 Pass T5 100-80 Guy B@100 9/16 704 8028.27 21,000.00 38.2 Pass T7 60-40 Guy B@503333 12 707 463239 16140.00 28.7 Pass Tl 180-160 Guy C@170333 3/8 697 6474.95 9240.00. 70.1 Pass T3 140-120 Guy C@130.333 12 700 9598.18 16140.00 59.5 Pass TS 100-80 Guy C@100 9/16 703 8035.60 21,000.00 38.3 Pass T7 - 60-40 Guy C@50.3333 12 706 4607.01 16140.00 28.5 Pass Summary Leg(T4) 91.6 Pass Diagonal 74.0 Pass (T3) Horizontal 15.4 Pass I(T2) Top Girt 22.3 Pass . (TS) Bottom Girt 15.7 Pass I(T9) Mid Girt 21.8 Pass Gu(A(T1) 69.1 Pass Guy B(Tl) 70.2 Pass Guy C(Tl) 70.1 Pass RATING= 91.6 Pass I i �,,,,udson gn Engineering ADDITIONAL CALCULATIONS I SITE NAME:GLENS FALLS NORTH 5/26/2022 , FA NUMBER: 15369769 Tower Mast Reactions Axial Load P=67.4•kip Shear H=0.5-kip Moment M=0.0-ft-kip Foundation Information Depth of Pad D:=4.0-ft Width of Pad W:=6.0•ft Length of Pad L:=6.0-ft Thickness of Pad T:=1.0-ft _ Pier Diameter Pdia:=2.5-ft Pier Extend above Grade E:=0.5-ft Material Property Rebar Tensile Fy:=60-ksi Concrete Strength P,:=3000-psi Unit Weight of Concrete rCGnc`150•pcf Concrete Clear Cover CCCV-3-in Soil Property Unit Weight of Soil r5O1t:=110-pcf rsubmerged'=47.6-pcf Unit Weight of Water r.ter =62.4-pcf Friction Angle (�:=300 Ultimate Bearing Butt-=8.0-ksf Base Friction µ:=0.4 Ground Water Below Grade Gwater:=4•ft Shear_(b,: 0.6 Bearing_(�s:=0.6 Bearing_4)s'Buit FS_Bearing:= FS_Bearing=1.89 Bearing_Pressure Rating_Bea ring=53% Shear 4 •µ- P+1.2-Total Weight �d. FS_Sliding:= 5 � � FS_Sli� mg=42.9 H Rating_Sliding=2.3% i SITE NAME: GLENS FALLS NORTH 5/26/2022 FA NUMBER:15369769 Guy Anchor C Reactions Shear FsHEAR:=21.4•kip Uplift Load FupLIFF:=16.9•kip Tower Height Tht:=180.0•ft Guy Anchor Radius R:=144.0•ft Guy Anchor Depth of Anchor Block DAB:=B.D•ft Width of Anchor Block WAB:=3.0•It Length of Anchor Block LAB:=13.5•ft Thickness of Anchor Block TAB:=1.5-ft Material Property Rebar Tensile FY:=60+ksi Concrete Strength f'C:=3b00•psi Unit Weight of Concrete rcan,:=150•pcf Concrete Clear Cover CCOV:=3•in Soil Property Unit Weight of Soil r..,,:=110•pcf rsubmerged:=47.6•pcf Internal Angle of Friction (�-33' Ultimate Bearing B.1t:=8.0•ksf Base Friction µ:=0.4 Ground Water Below Grade Gwater:=8•ft Shea r_KS:=D.75 Uplift_$:=0.75 Dead_Load_(�5:=0.9 Uplift_(ps•Uplift Resistance FS_U pl ift:_ — FS_U plift=4.1 FupuFr Rating_Uplift=24.4% Shear 4)s•FPAssiue FS_Shear:= FS_Shear=1.9I FSHEAR Rating_Shear=52.1%a [ECOSTICH Project No.7963 May 24,2023 Attn:John O'Brien Director of Building&Code Enforcement Town of Queensbury ' 742 Bay Road Queensbury,New York 12804 RE: Substantial Conformance Certification Letter AT&T- Glens Falls North FA Number:15369769 89 Everts Avenue Permit Number:AST-0637-2022 Dated:10/26/2022 Cell Tower Upgrade,AT&T Mobility Dear Mr.O'Brien, This letter certifies that Costich Engineering,D.P.C.is the Civil Engineer of Record for the above mentioned project.The scope of work is a modification to an existing radio/telecommunications broadcasting tower facility,which includes adding(6)NNH4-65C-R6N17 antennas,(9)RRU'S,(3)4449 B/5/B12,(3)8843 B2/B66A,(3)4478 B14,(3)DC9-48-60-244C8-EV,(9)DC Trunks,Walk in Cabinet and Generator.on VERTIV Gravity Platform. As part of the final closeout for this project Costich Engineering,D.P.C.has reviewed the contractor provided as-built photos dated 05/23/2023,to determine if the site was built according to the approved construction drawings entitled"Glens Falls North"job number 7963 prepared by Costich Engineering, D.P.C.dated 03/01/2022 and last revised 04/17/2023.Based on the documents listed above it is our opinion that the site was built in substantial conformance with the design plans prepared by Costich Engineering,D.P.C. Please note that this certification does not relieve the Contractor c its subcontractors of their responsibilities and obligations for quality control of work,for any design work,which is included in their scope of services,and for full compliance with the requirements of the Constructions Documents. Furthermore,the detections of,or the failure to detect,deficiencies or defects in the work during construction does not relieve the Contractor or its subcontractors of their res ponsibility to correct all deficiencies or defects,whether detected or undetected,in all parts of the work,and otherwise comply with all requirements of the Construction Documents. Sincerely, mad LVIC, Michael O.Ritchie,P.E, Costich Engineering,D.P.C. CIVIL ENGINEERING • LAND SURVEYING • LANDSCAPE ARCHITECTURE Costich Engineering,DPC • 217 Lake Avenue • RochesteIr New York 14608 Office(585)458-3020 • Fax(585)458-2731 • www.,C'ostic'h.com I i Maid Office iL74 Doe Rwj Road:-1%"h4lxi�OAL,M45. PCra}lt No........... . . . --................den, MOW wDD23534 ..,. .... j () rn ..�� .AT&T ................._.....:.... ...:............. ,,.....,......._.........................._ Locatjan89.Everts Road Queensburv. NY..... . ..............»,......,,.. ... ,. ... ... '.. ...................... .. .... ... .i.. ......,. . I Instalt3tiou Consisting of.200AFService Equipment including (1) 200A breaker; (1)200A sub panel, • ......r ............... y.1_.....:..:.p.. ...Y_.w..� - and all associated conductors and connections:,...,< < , .. . r . . . i a.u..a •nµi»».e....... ,.•............•... i ...•..:...t..:•................................................ . •....... ........... ..... ..a....� ......... _........•.............................. ualt I l aped By....-..Q...... Wireless.,...... . ... •--.... . . . ..... . ..U. No..................................,............. TMxwditions followiRg gmwapr ,i the,hzwrcc z�f theg..e�eni'IiEcatc,.and any cate:p Brio s 2 is cancelie :- Tift cenificabi, ply coves the elecWtal; equtpmet-and-installation-W"tion� as of daw. 1UP6€1 dh S�€rod cti of urn i€i t�ai sprr�enr�r r l� ratitarts.appticatl n steal->a pioraptiy.-madd for#nsp`dipp. i InI. voors of this Company slia l h&ve they privilege of:IV xRg a'm-S --i6r)s .4t airy 06- if }ts rnlsrs:are'vxolat�d.the Compgny shall bave•dle right to revak-O' bNs r.�gtt'fir.zte, Mt+e.., April 24; 2023............�....,.. 13V5 P��'1�0� �G�N dl?� � Q�'1Zl�61 I ' I i 'i I i I , I i i I Hudson Design Engineering ruc May 25,2022 "r!•� CENTERLINE 3t&t Centerline Communications 750 West Center Street,Suite#301 — West Bridgewater,MA 02379 6J u [ V T 2 00 RE: FA Number: 15369769 (NSB) 22 PACE Number: MRNYJ008098 TOWN ,• e� ENIS�,��,Y PT Number: 21.51AOWFGR Site Name: GLENS FALLS NORTH �R f! ? IN " CODES Site Address: 89 Everts Avenue Queerisbury, NY 12804 To Whom It May Concern: J Hudson Design Engineering PLLC (HDE) has been authorized by Centerline Communications to perform a mount analysis on the proposed AT&T antenna/RRH mounts to determine their capability of supporting the following additional loading: • (6)NNH4-65C-R6N17 Antennas(96.0"x16.9"x7.8"—Wt.=93 lbs./each) • (3)65/612 4449 RRH's(17.9"x13.2"x9.4"—Wt.=73 lbs./each) • (3)62/1366A 8843 RRH's(14.9"x13.2"x10.9"—Wt.=72 lbs./each) • (3)B14 4478 RRH's(18.1 'x13.4"x8.3"—Wt.=60 lbs./each) • (3)4415 B25 RRH's(16.5"x13.4"x5.9"—Wt.=46 lbs./each) • (3)4415 B30 RRH's(16.5"x13.4"x5.9"—Wt.=46 lbs./each) • (3)DC9-48-60-24-8C-EV Surge Arrestor(24.0"x9J"0—Wt.=33 lbs.) *Proposed equipment shown in bold. Mount fabrication drawings prepared by Armor Tower Engineering,AT&T 12 ft. CSOTF,dated September 11, 2018,were used to perform this analysis. 302.8-2-4 AST-0637-2022 AT & T Mobility/Centerline 89 Everts Ave I Cell tower upgrades p:978.557.5553 f:978.336.5586 a:29 Hamm Road,Hudson,NY 112534 Mailing Address:45 Beechwood Drive,N.Andover,MA 01845 i Page 2 of 3 Re: 15369769 May 25,2022 Mount Analysis Methods: • This analysis was conducted in accordance with EIA/TIA-222-H, Structural Standards for Steel Antenna Towers and Antenna Supporting Structures, the International Building Code 2018, the Minimum Design Loads for Buildings and Other Structures ASCE1-16,and 2020 Building Code of New York State,and AT&T Mount Technical Directive-R16. • HIDE considers this mount to be asymmetrical and has applied wind loads in 30 degree increments all around the mount.Per TIA-222-H and 2020 Building Code of New York State,the basic wind speed for this site is equal to 109 mph with a max basic wind speed with ice of 40 mph and a max ice thickness of 1.0 in. An escalated ice thickness of 1.17 in was used for this analysis. • HDE considers this site to be exposure category C; tower is located near large, flat, open, terrain/grasslands. • HIDE considers this site to be topographic category 1;tower is located on flat terrain or the bottom of a hill or ridge. . • HIDE considers this site to have a spectral response acceleration parameter at short periods, Ss, of 0.236 and a spectral response acceleration parameter at a period of 1 second,Si,of 0.068. • The mount has been analyzed with load combinations consisting of 500,lbs live load using a service wind speed of 30 mph wind on the worse case antenna.Analysis performed on each antenna-pipe to determine worst case location;worst case location was antenna position 1. • The mount has been analyzed with load combinations consisting of a 1250 Ibs live load in a worse case location on the mount. The proposed mounts are secured to the existing guyed tower with threaded rods and steel plates tightened around the tower leg.HIDE considers the threaded rods as the governing connection members. Based on our evaluation, we have determined that the New AT&T 12' CSOTF mounts ARE CAPABLE of supporting the proposed installation. I Component Controlling Load Case Stress Ratlo Pass/Pail Proposed(NSB) I PASS Mount Rating35 LC7 47% Reference Documents: • Fabrication drawings . prepared by Armor Tower Engineering, AT&T 12 ft. CSOTF, dated September 11,2018. • I p:978.557.5553 f.,978.336.5586 a:29 Hamm Road,Hudson,NY 12534 Mailing Address:45 Beechwood Drive,N.Andover,AAA 01845 I Page 3 of 3 Re: 15369769 May 25, 2022 This determination was based on the foltowina limitations and assumptions: 1. HDE is not responsible for any modifications completed prior to and hereafter which HDE was not directly involved. 2. All structural members and their connections are assumed to be in goof condition and are free from defects with no deterioration to its member capacities. 3. All antennas, coax cables and waveguide cables are assumed t be properly Installed and supported as per the manufacturer's requirements. P 4. The proposed mount has been adequately secured to the tower structure per the mount manufacturer's specifications. 5. All components pertaining to AT&T's mounts must be tightened and re-plumbed prior to the installation of new appurtenances. 6. HDE performed a localized analysis on the mount itself and not on the supporting tower structure. Please feel free to contact our office should you have any questions. QF RF - Respectfully Submitted, g��P*,EL P. Hudson Design Engineering PLLC sir C7 LU 'rESS1O� Michael Cabral Daniel P.Hamm,PE Vice President Principal p:978.557.5553 f;978.336.5586 a:29 Hamm load,Hudson,NY 12534 Mailing Address:45 Beechwood Drive,N.Andover,NIA 01845 Statement of Special Inspections Project: AT&T —Glens Falls North NSB—Antenna Modification Location: 89 Everts Avenue, Queensbiny, NY 14221 Owner: Pamal Broadcasting Ltd. 6 Johnson Road, Latham, New York 12110 Design Professional in Responsible Charge: Costich Engineering, D.P.C. (Michael Ritchie) This Statement of Special Inspections is submitted as a condition for permit issuance in accordance with the Special Inspection and Structural Testing requirements of the Building Cade. It includes a schedule of Special Inspection services applicable to this project as well as the name of the Special Inspection Coordinator and the identity of other approved agencies to be retained for conducting these inspections and tests. This Statement of Special Inspections encompass the following disciplines: ® Structural ❑ Mechanical/Electrical/Plumbing ❑ Architectural ❑ Other: The Special Inspection Coordinator shall keep records of all inspections and shall furnish inspection reports to the Building Official and the Registered Design Professional in Responsible Charge. Discovered discrepancies shall be brought to the immediate attention of the Contractor for correction. If such discrepancies are not corrected, the discrepancies shall be brought to the attention of the Building Official and the Registered Design Professional in Responsible Charge. The Special Inspection program does not relieve the Contractor of his or her responsibilities. Interim reports shall be submitted to the Building Official and the Registered Design Professional in Responsible Charge. A Final Report of Special Inspections documenting completion of all required Special Inspections, testing and correction of any discrepancies noted in the inspections shall be submitted prior to issuance of a Certificate of Use and Occupancy. Job site safety and means and methods of construction are solely the responsibility of the Contractor. Interim Report Frequency: 1 final report or❑ per attached schedule. Prepared by: Costich Engineering P.C. d 217 Lake Ave. Rochester, NY 14608 / ` 0• Michael Ritchie, P.E. (type or print name) 1 012 412 02 2 V.; 0S61S Signature Date \e iJ rl'rofesP\1n11 Seal Owner's Authorization: Building Official's Acceptance: Signature Date Signature Date CASE Form 109 Statement of Special Inspections ©CASE 2004 I i Page 2 of 3 Schedule of Inspection and Testing Agencies This Statement of Special Inspections/Quality Assurance Plan includes the following building systemis: ❑ Soils and Foundations ❑ Spray Fire Resistant Material ❑ Cast-in-Place Concrete ❑ Wood Construction ❑ Precast Concrete ❑ Exterior Insulation and Finish System ❑ Masonry ❑ Mechanical & Electrical Systems ® Structural Steel ❑ Architectural Systems ❑ Cold-Formed Steel Framing ❑ Special Cases Special Inspection Agencies Firm Address,Telephone, a-mail 1. Special Inspection Costich Engineering,D.P.0 217 Lake Avenue Coordinator Allichael Ritchie, P.E. Rochester, New York 14608 5815-458-3020 NlRitchie@Costich.corn 2. Inspector Albul Engineering,LLC 3840 E. Robinson Road Dmitriy V.Albid,P.E. Amherst,NY 14228 7 I6-800-1364 D�11bu1 A1btdeng.can 3. Inspector I 4. Testing Agency 5. Testing Agency 6. Other Note: The inspectors and testing agencies shall be engaged by the Owner r the Owner's Agent, and not by the Contractor or Subcontractor whose work is to be inspected or tested. Any conflict of interest must be disclosed to the Building Official, prior to commencing work. CASE Form 101 • Statement of Special Inspections ©CASE 2004 I i A � Structural Steel Page 3 of 3 Item Agency# Scope (Qualif.) 1. Fabricator Certification) Review shop fabrication and quality control procedures. Quality Control Procedures ❑ Fabricator Exempt APVS/RISC- SSI ICC-SWSI 2. Material Certification Review certified mill test reporits and identification markings on wide flange shapes, high-strength bolts, nuts and welding AWSIAISC- electrodes SSI ICC-SWSI 3. Open Web Steel Joists Inspect installation,Feld welding and bridging ofjoists. 4. Bolting Inspect installation and tightening of high-strength bolts. Verb that splines have separated from tension control bolts. verify AWS/RISC- proper tightening sequence. Continuous inspection of bolls in slip- SSI critical connections. ICC-SWSI 5. Welding Visually inspect all welds. Inspect pre-heat,post-heat and surface preparation between passes. ,erify size and length of fillet welds. A N!S-CWI -•Ultrasonic testing of all fidl-penetration welds. ASN'1 6. Shear Connectors Inspect size, number,positioning and welding of shear connectors. Inspect suds for far11360 degree flash.Ring test all shear AWSIAISC- connectors with a 3 lb hammer. Bend test all questionable studs to SSI 15 degrees. ICC-SIIISI 7. Structural Details Inspect steel frame for compliance with structural drawings, including bracing, member configuration and connection details. PEISE 8. Metal Deck Inspect welding and side-lap f istening of metal roof and f oor• deck. AWS-CWI 9. Other: CASE Form 101 • Statement of Special Inspections ©CASE 2004 i r%///r�� /�r/rill / /////r ,ry I • • r � ! t r 16488 Insp. Date:.4/24/2023 Appl #: DD23534 ELECTRICAL CERTIFICATE COMMONWEALTH ELECTRICAL INSPECTION SERVICE, INC. 176 DOE RUN ROAD, MANHEIM, PA 17545 TELEPHONE: (717) 664-2347 New York Office: (585) 624-2380 Premises Of: AT&T as CELL TOWER Address. 89 EVERTS AVENUE, QUEENSBURY NY County Of: WARREN Permit #: 69149 Installed by: QUALTEK WIRELESS Apparatus: 120 AMP GIACI BREAKER, 1 15 AMP BREAKER, 120 AMP BREAKER, 125 AMP BREAKER, G 2P 30 AMP BREAKERS, 12P 200 AMP BREAKER, 1200 AMP SUB PANEL, 200 AMP SERVICE Inspected by: DAMON DZEMBO The conditions following governed issuance of this cer ificate, and any certificate previously issued is cancelled. Failure to have the property reinspected when additional equipment or wiring is added; or within one year from the date of the certificate shall void the certificate in its entirely and the company shall not be liable for any damages whatsoever, This certificate does not guarantee efficiency, wearing qualities, maintenance or repair and the company shall. not be liable for any damages resulting from any defect or fault in the plans or specifica- tions, including repair, reconstruction, personal injury or for the death of any.penon; and `fitis certificate only covets visual inspection of wiring and does not cover manufacture or use of wiring. Inspectors of this Company shall have the privilege of making inspections at any time, and if its rules ate violated, the Company shall have the right to revoke the certificate. All corrections must be requested within 60 days. 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