AST-0372-2018TOWN OF QUEENSBURY
742 Bay Road, Queensbury, NY 12804-5904 (518) 761-8201
Community Development - Building & Codes (518) 761-8256
CERTIFICATE OF COMPLIANCE
Permit Number: AST-0372-2018 Date Issued: Wednesday, April 24, 2019
This is to certify that work requested to be done as shown by Permit Number
has been completed.
AST-0372-2018
Tax Map Number:
Location:
Owner:
309.13-2-29
441 BIG BAY RD
NCWPCS TOWER NEWCO LLC
Applicant: NCWPCS TOWER NEWCO LLC
This structure may be occupied as a: Cell Tower
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
Planning Board or Zoning Board of Appeals.
Director of Building & Code Enforcement
TOWN OF QUEENSBURY
742 Bay Road, Queensbury, NY 12804-5904 (518) 761-8201
Community Development - Building & Codes (518) 761-8256
BUILDING PERMIT
NCWPCS TOWER NEWCO LLC
309.13-2-29
AST-0372-2018
Permission is hereby granted to:
Tax Map No:
Permit Number:
For property located at:
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
Owner Address:
Cell Tower
Total Value
Type of Construction
$15,000.00
$15,000.00
441 BIG BAY RD
1010 Pine, 9E-L-01
St. Louis, MO 63101
NCWPCS TOWER NEWCO LLCOwner Name:
Contractor or Builder's Name / Address Electrical Inspection Agency
Empire Telecom USA, LLC
1150 1st AVE, Ste 600
King of Prussia, PA 19406
Plans & Specifications
PERMIT FEE PAID - THIS PERMIT EXPIRES:$150.00 Wednesday, June 26, 2019
(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, June 26, 2018
SIGNED BY:for the Town of Queensbury.
Director of Building & Code Enforcement
________________________________
M FA 10000995
Office Use Only
j ACCESSORY STRUCTURE Permit#: -Pr Si 0311-2.-2o►f6
PERMIT APPLICATION Permit Fee: $
TOW oIQyeensbury
742 Bay Road,Queensbury,NY 12804 Invoice#:
P:518-761-8256 www.queensbury.net
Project Location: 441 Big Bay Road
Tax Map ID#: 309.17-1-25 Subdivision Name:
CONTACT INFORMATION:
• Applicant:
Name(s): New Cingular Wireless PCS, LLC(AT&T Mobility)
Mailing Address, C/S/Z: c/o Centerline Communications, 750 West Center Street Suite 301,West Bridgewater,MA 02379
Cell Phone: ( 978 )994-0252 Land Line: (
Email: mcaulfieldc clinellc.com
• Primary Owner(s): sw
m
Name(s): NCWPCS Tower Newco LLC u
Mailing Address, C/S/Z: 1010 Pine,9E-L-01,St Louis, MO 63101 _ I I4 V I
Cell Phone: ( ) Land Line: ( ) I::• I C-' ICI
Email: I I z I�^!
v
--9 Z-
3m
• Contractor(s): 0
Business Name: Empire Telecom USA, LLC
Contact Name(s):
Mailing Address, C/S/Z: 1150 1st Ave#600, King of Prussia, PA 19406
Cell Phone: ( ) Land Line: ( 484 ) 804-4500
Email:
• Architect(s)/Engineer(s):
Business Name: Hudson Design Group, LLC
Contact Name(s): Andrey Tsikanovsky
Mailing Address, C/S/Z: 29 Hamm Road, Hudson, NY 12534
Cell Phone: ( ) Land Line: ( 978 ) 557-5553
Email:
Contact Person for Building & Code Compliance: Mary Caulfield
Cell Phone: ( 978 ) 994-0252 Land Line: (
Email: mcaulfield@clinellc.com
Town of Queensbury Building&Code Enforcement Accessory Structure Application Revised April 2017
PROJECT INFORMATION:
TYPE: x Commercial Residential
WORK CLASS:
Deck,Open Porch _Solar Panels(w/o rafter upgrades) _Carport X Cell Tower
_Shed _Pavilion, Pole Barn,Canopy _Dock _Gazebo
Detached Garage _Boathouse(with or w/o sundeck) _3-Season Porch
Other(description:
SQUARE FOOTAGE OF STRUCTURE:
N/A
1st floor:
N/A
2nd floor:
Total square feet: N/A
ADDITIONAL PROJECT INFORMATION:
1. Estimated Cost of Construction: $15,000
2. If Commercial project,what is the proposed use:Telecommunications-AT&T to replace 2 existing antennas and upgrade RRHs
3. Are there any structures not shown on the plot plan? YES NO Explain:
4. Are there any easements on the property? YES NO
DECLARATION:
1. I acknowledge that no construction shall be commenced prior to issuance of a valid permit and will be
completed within a 12 month period.
2. If the work is not completed by the 1 year expiration date the permit may be renewed, subject to fees
and department approval.
3. I certify that the application, plans and supporting materials are a true and complete statement and/or
description of the work proposed, that all work will be performed in accordance with the NYS Building Codes, local
building laws and ordinances, and in conformance with local zoning regulations.
4. I acknowledge that prior to occupying the facilities proposed I, or my agents, will obtain a certificate of
occupancy.
5. I also understand that I/we are required to provide an as-built survey by a licensed 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: Mary Caulfield-Agent to AT&T
SIGNATURE: �4y,14:, L DATE: 6/14/2018
l
7
Town of Queensbury Building&Code Enforcement Accessory Structure Application Revised April 2017
•
J ) EIIVF
JUN 19 2018 Pi
TOWN OF QUEENSBURY
BUILDING&CODES I�
Date: May 2,2018 .1110411111.
Marianne Dunst
Crown Castle 520 South Main Street Suite 2531
3530 Toringdon Way Suite 300 Akron,Ohio 44311
Charlotte,NE 28277 (216)927-8663
Subject: Structural Analysis Report
Carrier Designation: AT&T Mobility Co-Locate
Carrier Site Number: 10000995
Carrier Site Name: Glens Falls
Crown Castle Designation: Crown Castle BU Number: 839777
Crown Castle Site Name: GLENS FALLS
Crown Castle JDE Job Number: 477209
Crown Castle Work Order Number: 1547492
Crown Castle Order Number: 419717 Rev.1
Engineering Firm Designation: GPD Project Number: 2018777.839777.04
Site Data: 439 Big Bay Road,Glens Falls,NY 12804,Warren County
Latitude 43°17'37.1';Longitude-73°41'0.9"
286 Foot-Modified Nudd Self Support Tower
Dear Marianne Dunst,
We are pleased to submit this"Structural Analysis Report"to determine the structural integrity of the above
mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural'Statement
of Work'and the terms of Crown Castle Purchase Order Number 1161896,in accordance with order 419717,
revision 1.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we
have determined the tower stress level for the structure and foundation,under the following load case,to be:
LC6.5:Existing+Proposed Equipment Maintenance Configuration Change(MCC)—Suffield-it-Capacity
Note:See Table I and Table II for the proposed and existing/reserved loading,respectively. __ __--
This proposed configuration change is considered maintenance and does not Increase the loading or
• stress rating of the tower and foundation. Therefore,conformance to TIA-222-G is not required.
This analysis has been performed in accordance with the requirements of TIAIEIA-222-F standard,as allowed
by Section 3401.5,Alternative Compliance,of the 2015 IBC and Section 301.1 Exception,of the 2015 IEBC,
based upon a wind speed of 70 mph fastest mile.
We appreciate the opportunity of providing our continuing professional services to
you and Crown Castle. If you have any questions or need further assistance on this of Welit
or any other projects please give us a call.
•�� J Qp
Structural analysis prepared by: Matt Steward 63 8s gr{+ f
it
Respectfully submitted by: f,11
. �•�'-• . .�,
rY VYT-; k:
_';t=�e'd7iti is i*.a" 1'
Christopher J.Scheks,P.E. - c
New York:093566-1 • `4�'�
5/2/2018
520 South Main Street.Suite 2531.AMan.Ohto 44311.330-572-2100.Fax330-572-2101.www,GPDGroup.com
GPO Engineering And Architecture Professional Corporation
309.17-1-25 AST-0372-2018
AT&T Mobility
441 Big Bay Road
Cell Tower
286 ft Self Support Tower Structural Analysis May 2,2018
Project Number 2018777.839777.04,Order 419717,Revision 1 CCf 6U No 839777
Page 2
TABLE OF CONTENTS
1)INTRODUCTION
2)ANALYSIS CRITERIA
Table 1-Proposed Antenna and Cable Information
Table 2-Existing and Reserved Antenna and Cable Information
Table 3-Design Antenna and Cable Information
3)ANALYSIS PROCEDURE
Table 4-Documents Provided
3.1)Analysis Method
3.2)Assumptions '
4)ANALYSIS RESULTS
Table 5-Section Capacity(Summary)
Table 6-Tower Components vs.Capacity
4.1)Recommendations
5)DISCLAIMER OF WARRANTIES
6)APPENDIX A
tnxTower Output
7)APPENDIX B
Base Level Drawing
8)APPENDIX C
Additional Calculations
tnxTower Report-version 7.0.5.1
286 ft Self Support Tower Structural Analysis May 2,2016
Project Number 2018777.839777.04,Order 419717.Revision 1 CC/81J No 839777
Page 3
1)INTRODUCTION
The existing tower is supported on three legs and has fifteen major sections. It has a triangular cross section
with an "X" bracing configuration with bolted connections from 0'-180' and a "K Brace Right" bracing
configurations mad of welded connections from 180'-186'.The structure is fabricated with solid round legs and
angle bracing members from 0'-180' and solid round bracing members from 180'-186'. The structure is
galvanized and has aviation lighting.
This tower is a 286 ft Self Support tower designed by Mudd Towers in November of 1988.There is no available
design information on this tower.All structural information was acquired from a tower mapping completed by
GPO(Project#:2013723.02.69810.01,dated 09/13/2013).
Modifications designed by GPO (Project#: 2013723.02.69810.02, dated 10/30/2013), consisting of adding a
diagonal from 280'-283'to created and X-Bracing configuration,have been considered In this analysis.
All modifications designed by GPD(Project#:2015777.839777.02,dated 3/20/2015)where considered In the
analysis.They consist of making 5'diagonal bays with an"X"bracing configuration with secondary horizontals
from 240'-260'.
•
2)ANALYSIS CRITERIA
This analysis has been performed in accordance with the requirements of TIAIEIA-222-F standard,as allowed
by Section 3401.5,Alternative Compliance,of the 2015 IBC and Section 301.1 Exception,of the 2015 IEBC,
based upon a wind speed of 70 mph fastest mile. •
Table 1-Proposed Antenna and Cable Information
Center Number Number Feed
Mounting Line Antenna
of Antenna Model of Feed Line Note
Level(ft) Elevation Antennas Manufacturer Lines Size(in)
(ft)
282.0 6 L2x2x3/16x5' •
• 3 D&D Welding IBS kit .
3 Andrew SBNli-106565C
•281,0 2 Commscope SB lAFi4-1O65C-DL 1 •
4 Ericsson RRUS 32 B2
2 Ericsson RRUS 32 B66 •
160.0 160.0 2 Ericsson " MLTN6-2X-165T-128X
Notes:
1)See Appendix S for the proposed coax layout.
tnxTower Report-version 7.0.5.1
286 ft Self Support Tower Structural Analysis May 2,2018
Project Number 2018777.839777 04,Order 419717,Revision 1 CC!EU No 839777
Page 4
Table 2-Existing and Reserved Antenna and Cable information
Center Number Number Feed
Mounting Line Antenna
of Antenna Model of Feed Line Note
Level(ft) Elevation Antennas Manufacturer Lines Size{in}
(ft)
• 282.0 • 1 Sector Mount[SM 802-3] • •
•
• 3 : Commscope SBNHH-1D65C
• 1 Andrew SBNH-1D8585C
•
3 - Andrew • E15201P13
•
12 1-5lB
3/4 1 ;
2 Raycap • DC6-48-60-18-8F
.
2 • Ericsson RRUS 11
• .
282.0 • 3 Ericsson RRUS 11-700 •
281.0 1 Ericsson RRUS 11-AWS
•• 2 CommscopeSBNHH-1 D65C
• 3 Andrew SBNH-1D8585C
.
3 Ericsson RRUS 11 B2
2
• 2 Ericsson RRUS 11-AWS
5 Ericsson RRU A2
• 2 • Ericsson • RRUS 12
1 Radlowaves HPD6-5.9
leo.0 1fi0.0 2 3/8 1
1 Pipe Mount[PM 601-1]
1 Andrew HP6-107
;101.0 101.0 -•... :......... .. .... ... .,.............. .._._
1 • • Pipe Mount[PM 601-1]
. _. . . ...•... ..... .....
Notes:
1) Existing equipment
2) Equipment to be removed •
•
tnxTower Report-version 7.0.5.1
•
286 ft Self Support Tower Structural Analysis May 2,2018
Project Number 2018777.839777.04,Order 419717,Revision 1 CC!8U No 839777
Page 5
3)ANALYSIS PROCEDURE
Table 4-Documents Provided
Document Remarks Reference Source
GPO Project#:
Tower Mapping 2013723.02.69810.01,dated ' 5117013 • CCISITES
09/13/2013
GPO Project#:
Foundation Mapping 2013723.69810.01,dated 5117056 CCISITES
09/10/2013
GPD Project#:
Geotechnical Report 2013723.69810.01,dated 5117062 CCISITES
09/10/2013 •
•
Post Modification Inspection • ETS Project#:i50180,dated 5570254 • CCISITES
2/20/15 •
•
Post Modification Inspection TEP Project#:61737,dated 5797727 CCISITES
7/24/2015
GPD Project#:
Modification Drawings . 2013723.02.69810.02,dated 4928087 CCISITES
•
10/30/2013 .
GPD Project#: •
Modification Drawings 2015777.839777.02,dated 560.6120 CCISITES
3/20/15
Tower Manufacturer Drawings :Nudd Drawing#:882127-1,dated GPD : D.Palkovic
9/21/88
Tower Foundation •
•
Nudd Drawing#:88-2127-2 GPO . D.Palkovic
Drawings/Designs/Specs
3.1) Analysis Method
tnxTower(version 7.0.5.1),a commercially available analysis software package,was used to create a
three-dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A.
3.2) Assumptions
1) Tower and structures were built in accordance with the manufacturer's specifications.
2) The tower and structures have been maintained in accordance with the manufacturer's
specification.
3) The configuration of antennas,transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings.
4) When applicable,transmission cables are considered as structural components for calculating
wind loads as allowed by TIA/EIA-222-F.
This analysis may be affected if any assumptions are not valid or have been made in error. GPD
should be notified to determine the effect on the structural integrity of the tower.
tnxTower Report-version 7.0.5.1
4
286 ft Self Support Tower Structural Analysis May 2,2018
Project Number 2018777.839777.04,Order 419717,Revision 1 CCI BU No 839777
Page 6
4)ANALYSIS RESULTS
Table 5-Section Capacity(Summary)
Section l Critical SF•P allow %
•
Elevation(tt) component Type Size
Element P(K) (I() Capacity Pass 1 Fail
•
T1 - 286-283 ' Leg P1.5STD 2 -0.16 14.46 2.4 ` Pass
T2 283-280 : Leg P1.5 STD 12 -3.00 17.11 33.7 : Pass
T3 , 280-260 Leg 1 3/4 28 -33.33 61.31 MA : Pass
T4 ' 260-240 Leg 2114 70 -58.68 114.33 51.3 ; Pass
T5 , 240-220 Leg 2112 - 112 -77.88 91.55 85.1 • Pass -
T6 2207 200 Leg 2 3/4 • 136 -98.52 125.70 78.4 • Pass
T7 - 200-180 Leg 3 : 160 -118.84 163.04 72.9 , Pass
T8 ' 180-160 ' Leg 3114 184 -139.51 203.75 68.5 : Pass •
19 . 160-140 ' Leg 3112 , 208 -161.96 247.91 65.3 Pass
T10 140-120 Leg ;3 1/2 232 -184.73 248.34 74.4 Pass
T11 . 120-100 ' Leg • 4 256 -207.96 346.72 60.0 : Pass
T12 100-80 Leg 4 - 280 -232.19 347.03 66.9 : Pass - -
T13 - 80-60 Leg - 4114 304 -257,16 401.67 64.0 Pass
. T14 60-40 Leg 4112 : 328 -282.68 459.86 61.5 Pass• -
-T15. 40-20 . .
Legg _.. 4 1/2 352.... . ' -308.42 ' 460,06 67.0 Pass•T16 20-0 Leg 5 : 376 -334.10 587.57 - 56.9 Pass
71 ' 286-283 Diagonal 5/8 8 -0.27 1.74 15.6 - Pass
T2 283-280 ` Diagonal 5/8 22 -2.10 4.19 50.2 � Pass
T3 280-260 Diagonal L2x2x3t16 . 63 -4.46 13.66 37.6 ' Pass
70.7(b)
T4 260-240 Diagonal L2x2x3/16 78
-2.88 10.97 26.3 Pass '
_ d6.7(b)
75 240-220 ' Diagonal L2x2x3/16 120 -4.20 5.16 81.5 • Pass •
T6 220-200 Diagonal 12x2x1/4 144 -4.25 5.99 71.0 ' Pass
T7 200-180 : Diagonal • L3x3x1/4 - ' 168 -4.53 16_04 28.2 '. Pass
T8 : 180-160 : Diagonal • L3x3x1/4 ' ' 192 -4.88 14.27 34.2 Pass
T9 160-140 . Diagonal L3x3x1/4 216 -5.53 12.69 43.5 ` Pass .
T10 140-120 Diagonal L3x3x1/4 240 -5.97 11.24 53.1 Pass
T11 120-100 Diagonal L3x3x1/4 264 -6.46 10.06 64.2 Pass
T12 . 100-80 - Diagonal L4x4x1/4 : 288 -7.12 13.03 54.7 : Pass •
713 80-60 Diagonal 14x4x1/4 ; 312 -7.67 17.69 43.4 • Pass
Diagonal 14xdx114 336 -8.17 16.02 51.0 Pass T14 60-40 g •
T15 40-20 Diagonal L4x4x1I4 360 -8.59 14.52 59.2 •• Pass -
T16 . 20-0 Diagonal 14x4x114 384 -9.10 13.27 68.5 Pass
T2 . 283-280 Horizontal LI 1/4x1 1/4x3/16 • 16 -0.49 6.23 7.9 ' Pass
TI 286-283 3/8 10
Secondary -0.00 1.82 0.1 Pass
- Horizontal ' •
T2 283-280 : Secondary 3/8 28 0.00 3.18 0.4 ; Pass '
Horizontal ,
•T3 280-260 Secondary L11/2x11/2x3116 39 0.58 11.19 5.2 • Pass
- Horizontal 13.6(b)
T4 260-240 • Horizontal _ L2x2x3/16 81 -1.02 14.84 18 8 b 6.9 ' Pass
T5 240-220 Secondary L2x2x3/16 123 -1.35 12.67 10.7 ; Pass
Horizontal 21.9(b) .
tnxTowar Report-version 7.0.5.1
t
286 ft Self Support Tower Structural Analysis May 2,2018
Project Number 2018777.839777.04,Order 419717,Revision 1 CCI BU No 839777
Page 7
Section Elevation(ft) Component Type Size Critical P(K) SF"(R)i°W Capacity
Pass 1 Fall
_
T6 ' 220-200 • Secondary L2x2x1/4 148 -1.71 12.70 13.5 Pass
- Horizontal 20.8(b) :
17 . 200.180 : Secondary L3x3x1/4 171 -2.06 26.11 7.9 Pass
• Horizontal 18.9(b) '
T8 • 180-160 Secondary • L3x3x1/4 : 195 -2.42 22.41 10.8 : Pass
Horizontal 22.2(b)-
T9 ' 160-140 Secondary L3x3x1/4 219 2•81 18.36 15.3 Pass
Horizontal 25.8(b) :
710 140-120 Secondary L3x3x114 243 320 •14.60 21.9 Pass
Horizontal 29.4(b) :
T11 120-100 Secondary • L3x3x1/4 267 -3.60 11.94 30.2 • Pass
Horizontal 33.2(b)
712 100-80 , Secondary L4x4x1/4 ° 291 -402 15.98 25.2 Pass
Horizontal 37.0(b)
T13 80-60 • Secondary L4x4x1/4 r 315 -4.46 20.30 22,0 ; Pass
Horizontal 41.0(b)•
T14 60_q0 Secondary L4x4x1/4 340 -4.90 17.37 28.2 • Pass
Horizontal 45.1(b)
T15 ' 40_20 Secondary : L4x4x114 • 363 -5.35 15.01 35.6 Pass
Horizontal 49.2(b)
T16 20-0 • Secondary L4x4x114 . 387 -5.79 13.15 44.1 • Pass
• Horizontal_ 53.3(b)
71 286-283 ' Top Girt L1 114x1 114x3116 • 5 -0.09 6.13 . 1.5 • Pass
T3 280-260 ' Top Girt L2x2x3116 r 32 -0.69 15.52 4.4 . Pass
_ 14.3(b)
T4 260-240 '• Top Girt L2x2x3/16 . 74 0.35 10.14 3.5 Pass
4.9(b)
T5 . 240-220 Top Girt • L2x2x3116 • 116 -0.32 11.06 2.9 . Pass •
T6 : 220-200 Top Girt L2x2x1/4 . 140 -0.25 5.98 4.3 Pass •
T7 200-180 . Top Girt L3x1/4 164 x3 -0.32 12.86 2.5 Pass '
TB : 180-160 : Top Girt L3x3x1/4 188 0.28 9.67 2.9 ' Pass
T9 160-140 Top Girt • L3x3x114 211 -0.22 7.54 3.0 Pass
710 140-120 ° Top Girt L3x3x1/4 • 236 -0.30 6.04 5.0 ' Pass
T11 • 120-100 Top Girt L3x3x1/4 260 -0.30 4.93 6,2 Pass
T12 100-80 Top Girt L3112x3112x114 284 -0,31 6.42 4.8 : Pass
T13 80-60 Top Girt i L4x4x114 :` 308 -0.38 7.92 4.8 Pass
T14 60-40 Top Girt 14x4x1/4 , 332 -0.39 6.82 5.7 Pass
T15 40-20 Top Girt L4x4x1/4 • • 35 -0.39 5.94 6.6 ' Pass
716 20-0 • Top Girt L4x4x1/4 ; 380 -0.35 5.21 fi.7 Pass
11.1(b)
. .... .. .. .. ... . /2x
T2 283-280 Bottom Girt 1 1!?ac3/8 19 -0.29 1.66 17.3 : Pass
• :Summary:
Leg(TS) 85.1 • Pass •
Diagonal 81.5 Pass
Horizontal 7.9 . Pass
(T2)
:Secondary. 53.3 Pass
• .Horizontal
• (T16)
. ' Tap Girt . 11-3 : " Pass
(13)
Bottom Girl- 17.3.. . Pass
. .C12?.... ..._ ....... _. ..
tnxTower Report-version 7.0.5.1
288 ft Self Support Tower Structural Analysis May 2,2018
Project Number 2018777.839777.04,Order 419717,Revision 1 CCI BU No 839777
Page 8
Section Elevation(ft)component Type Size Critical P f t) Sr?allow % Pass i Pail •
No. -Element tKl Capacity
• T •
Boit Checks• 70.7 - Pass
• Rating= . 85-1 Pass
Table 6-Tower Component Stresses vs.Capacity—LC6.5
Notes Component Elevation(ft) %Capacity 1 Pass 1 Fail
1 • Anchor Rods 0 74.2 • Pass
1 Base Foundation 0 • 47.2 Pass •
1 Base Foundation 0 90.6 Pass •
• Soil
Interaction
Structure Rating(max from all components)= [ 90.6%
III Notes: JJJ
1}See additional documentation in"Appendix C—Additionai Calculations for calculations supporting the%capacity
consumed.
4.1) Recommendations
•The tower has sufficient capacity to carry the proposed load configuration. Modifications will not be
required to bring the tower into compliance with the EIAITIA 222-F standard for the proposed load
configuration.
tnxTower Report-version 7.0.5.1
286 ft Seff&pportTower Structure!Maly:* May 2,20t8
Project Number 2018777.83977704,Order419717,Revision 1 CGBU No 839777
• Page
5)DISCLAIMER OF WARRANTIES
• GPD has not performed a site visit to the tower to verily the member sizes or antenna/coax loading. If the
existing conditions are not as represented on the tower elevation contained in this report, we should be
contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the
tower or foundation. This report does not replace a full tower inspection. The tower and foundations are
assumed to have been property fabricated,erected,maintained,in good condition,twist free,and plumb.
The engineering services rendered by GPO in connection with this Structural Analysis are limited to a computer
analysis of the tower structure and theoretical capacity of its main structural members.No allowance was made
for any damaged,bent,missing,loose,or rusted members(above and below ground). No allowance was made
for loose bolts or cracked welds.
This analysis is limited to the designated maximum wind and seismic conditions per the governing tower
standards and code. Wind forces resulting in tower vibrations near the structure's resonant frequencies were
not considered in this analysis and are outside the scope of this analysis. Lateral loading from any dynamic
response was not evaluated under a time-domain based fatigue analysis.
GPO does not analyze the fabrication of the structure(including welding). It is not possible to have all the very
detailed information needed to perform a thorough analysis of every structural sub-component and connection
of an existing tower. GPD provides a limited scope of service in that we cannot verify the adequacy of every
weld,plate connection detail,etc. The purpose of this report is to assess the capability of adding appurtenances
usually accompanied by transmission lines to the structure.
it is the owner's responsibility to determine the amount of ice accumulation in excess of the code specified
amount,if any,that should be considered in the structural analysis.
The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from
these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and
clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be
used as a precise construction document. Precise modification drawings are obtainable from GPO,but are •
beyond the scope of this report.
Miscellaneous items such as antenna mounts,etc.,have not been designed or detailed as a part of our work.
We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer.
Towers are designed to carry gravity,wind,and ice loads. AU members,legs,diagonals,struts,and redundant
members provide structural stability to the tower with little redundancy. Absence or removal of a member can
trigger catastrophic failure unless a substitute is provided before any removal. Legs cany axial loads and derive
their strength from shorter unbraced lengths by the presence of redundant members and their connection to the
diagonals with bolts or welds. if the bolts or welds are removed without providing any substitute to the frame,
the leg is subjected to a higher unbraced length that immediately reduces its load carrying capacity. If a
diagonal is also removed in addition to the connection,the unbraced length of the leg is greatly increased,
jeopardizing its load carrying capacity. Failure of one leg can result in a tower collapse because there is no
redundancy. Redundant members and diagonals are critical to the stability of the tower.
GPO makes no warranties,expressed andtor implied,in connection with this report and disclaims any liability
arising from material,fabrication,and erection of this tower. GPO wilt not be responsible whatsoever for,or on
account of,consequential or incidental damages sustained by any person,firm,or organization as a result of
any data or conclusions contained in this report. The maximum liability of GPO pursuant to this report will be
limited to the total fee received for preparation of this report.
tnxTower Report-version 7.0.5.1
Hu dSo11
Design Engineering PLLC -'
Final Report of Special Inspections
I ECEOVE
Dri
Project: AT&T Site #10000995(GLENS FALLS)
Location: 439 Big Bay Road, Glens Falls,NY 12804 j] APR 1 8 20J91
r OWN OF OUEENSBURY
Engineer of Record: Derek J. Creaser, P.E.. ?�� -24 k$
Hudson Design Engineering, PLLC.
To the best of my information, knowledge and belief, the Special Inspections required by
Chapter 17 for the project have been performed and all discovered discrepancies have been
reported and resolved.
Representatives of Hudson Design Engineering PLLC performed the Final Inspections after the
construction of the telecommunications facility at the above-referenced address. The Final
Inspection was performed on March 21, 2019.
Based on my knowledge, information and belief the AT&T Wireless Installation substantially
conforms to the approved plans, IBC 2015 with 2016 NYSBC Supplement, Structural Standards
for Antenna Supporting Structures and Antennas (ANSUTIA-222-G),and the following:
• Final Construction Drawings dated 06-20-18, prepared by Hudson Design Engineering
PLLC,entitled "GLENS FALLS."
• Mount Analysis dated 06-11-18,prepared by Hudson Design Engineering PLLC.
All deviations from the approved plans do not endanger the intended occupancy of the
facility and equipment substitutions are approved as equivalent to the original specifications.
Interim reports submitted prior to this final report form a basis for and are to be considered an
integral part of this final report.
t: NEV, i ti
Respectfully submitted,
Special Inspector
0Ft h ,
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or rin name) , `u` ''�
04-12-19 R°FESS;(Pr
Signat Date License rc essional
Seal
p:978.557.5553 f:978.336.5586 a:29 Hamm Road,Hudson,NY 12534
ems,....,_.,..._ ..
COMMONWEALTH ELECiRtCAL trkaP.EctioN:E , INC.
l i OtEt 176 uoe Rtlij Read.- sly PA..fl $ •
•
MUNICIPAL CERTIFICATE - OtenttCAL tkrtgovAL
AST-0372-2018 DD1964
permit . cert. �. .. L -i `a f ,,..... .. �....,...�.
wner
AT&T .
.oca esti 4,39,a BigBay Road Glens Falls NY '
,... ...
Insta#lation Consisting of Cell tower upgrades including (2)25A breakers and (2)30A breakers-
• �••• i.1 4tl,.e,+ . . 1r.
installed By... Empire Telecom Lie o, ,,
'11w-1 rd ttons fol.43wh governdr x i; xr<,ee f this,elmilicate„.and any certificate:pfeviotisty isitke4 is
� eclie :
T#ri cenificate Only covers the .-siecttic l equipment-and irrstalila#ion-conditiio as of etc. tJp n the
ir.troductityn equsprnenr or alieratioxts„ appiiicatii n shall be prearjpoy•mkte,Air ins ati ro.
in .ctors of this Company st all has.' The. priviiege Eel .irthkillg ai{y tiaai 4 • if its
rubes°are violated.the Company shaft have to rigiv to.revol';ths ctrtifwate,
Date April 9, 2019 ]NSPE TOR Damon Dzembo W }+
•
•
FRECEOVIE5
Pi! APR 18 2019
• IO r N OF UEENS URY
SUP' J
INSPECTION WORKSHEET (002199-2019)
Town of Queensbury - Building and Codes - Fire Marshal
742 Bay Road - (518) 761-8256 Building (518) 761-8206 Fire Marshal
Case Number:AST-0372-2018 Case Module:Permit
Inspection Date:Wed Apr 24, 2019 Inspection Status:Passed
Inspector:John O'Brien Inspection Type:Accessory Structure Final
Job Address:Parcel Number:441 BIG BAY RD
Queensbury, NY 12804
309.13-2-29
Contact Type Company Name Name
Contractor Empire Telecom USA, LLC
Engineer Hudson Design Group LLC
Granted Permission NCWPCS TOWER NEWCO LLC
Agent Centerline Communications LLC
Primary Owner NCWPCS TOWER NEWCO LLC
Applicant NCWPCS TOWER NEWCO LLC
Checklist Item Passed Comments
Building Inspector Notes YES 4/24/19 Final Inspection Approved - Ok to Issue CC
- Received Final Electrical and Special Inspections Final Sign
Off!
Okay To Issue CC YES 4/24/19 Final Inspection Approved - Ok to Issue CC
- Received Final Electrical and Special Inspections Final Sign
Off!
Apr 24, 2019 Page (1)
O'Brien, John (Inspector)