Franklin County MIP3 - Musco Pole and Related Wireless and Network Infrastructure.RFB.26.0727-01 - Part 3.pdf
PDF 21 MB Posted
- Attached to
- Musco Pole Installation
- Solicitation number
- 2136883
- Issued by
- Essex County, New York
About this file
This document is a structural analysis report and construction drawing set for the installation of a 95-foot Musco monopole tower with wireless and network infrastructure in Franklin County, New York. The project, identified as Franklin County MIP3, is located at 123 Little Briggs Street in Constable, New York, and is being undertaken by Franklin County in coordination with the Town of Westville. The proposed work consists of installing a 95-foot Musco utility pole, monopole-mounted antennas and equipment, and electric, telco, and cable routing infrastructure to support Hudson Valley Wireless operations. The structural analysis was conducted by Tectonic Engineering Consultants using the tnxTower software in accordance with TIA-222-I-2023 standards, Building Code of New York State 2025 (IBC 2024), and ASCE 7-22. The tower design incorporates three Tarana G2 BN antennas, three 3-foot microwave dishes, three Aviat WTM 4000 units, equipment cabinets, and associated fiber distribution and utility equipment mounted at elevations of 90 feet, 10 feet, 8.5 feet, and 6 feet respectively.
The structural analysis determined that both the 95-foot monopole tower structure and its 9B precast concrete foundation have sufficient capacity to support the proposed equipment configuration. The tower was analyzed for a 106 mph ultimate wind speed under Exposure Category C conditions with a Risk Category II classification, and for ice loading conditions of 2.5 inches thickness at 46 mph wind speed. The analysis results indicate a maximum structural stress ratio of 35.3 percent capacity at the foundation level and 31.5 percent capacity for the pole sections, with the critical section being the lower pole segment (L3, elevation 37.033 to 2 feet). Horizontal deflections at the top of the tower are limited to 6.093 inches at 60 mph service wind speed, representing 18.2 percent of the 33.48-inch allowable deflection. The consulting engineer, Edward N. Iamiceli, P.E., certified the analysis in May 2026 and recommended that the tower be installed in accordance with approved construction drawings, manufacturer specifications, and the geotechnical investigation report prepared by ACER Associates.
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Text version
TITLE
SHEET
SITE:
THIS DOCUMENT AND THE IDEAS AND DESIGNS INCORPORATED
HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, ARE
THE PROPERTY OF AIROSMITH ENGINEERING AND ARE NOT TO
BE USED, IN WHOLE OR IN PART, FOR OTHER PROJECTS
WITHOUT THE WRITTEN AUTHORIZATION OF AIROSMITH
ENGINEERING. IT IS UNLAWFUL FOR ANY PERSON TO AMEND
ANY ASPECT OF THESE DRAWINGS WITHOUT THE WRITTEN
APPROVAL OF THE PROFESSIONAL OF RECORD.
DRAWINGS ISSUED FOR:
DATE DESCRIPTION
PROJECT INFORMATION:
REV. QA/QCDRAWN
THIS DOCUMENT IS PRELIMINARY
IN NATURE AND IS NOT FINAL,
UNTIL SIGNED AND SEALED.
SHEET TITLE:
SHEET NUMBER: REVISION:
PROFESSIONAL STAMP:
A 03/25/26 KPG PRELIMINARY SKB
B 05/19/26 SKB REVISED PER COMMENTS SKB
0 06/12/26 HGG FOR PERMIT SKB
CARRIER:
CONSULTANT TEAM:
06/12/2026
PROJECT #
AIROSMITH DEVELOPMENT
AIROSMITH ENGINEERING
COA: 17285, EXP 5/31/2026
318 WEST AVE.
SARATOGA SPRINGS, NY 12866
FRNKLN CO NY OSP 1.0
LITTLE BRIGGS
123 LITTLE BRIGGS ST
CONSTABLE, NY 12926
FRANKLIN COUNTY
TOWN OF WESTVILLE
55 BARE HILL ROAD
MALONE, NY 63453
PROJECT SCOPE
LOCATION MAP VICINITY MAP
POLE ELEVATION
SITE
SITE NAME: LITTLE BRIGGS
LATITUDE: 44.966972° N
LONGITUDE: -74.401986° W
SITE ADDRESS: 123 LITTLE BRIGGS ST
CONSTABLE, NY 12926
PROJECT: FRANKLIN COUNTY
T01
DRAWING INDEXSHEET NO: REV
T01 TITLE SHEET
GN01 GENERAL NOTES
C01 OVERALL SITE PLAN
C02 SITE PLAN
C04 EQUIPMENT DETAILS
EG01 ONE LINE DIAGRAM & ELECTRICAL DETAILS
EG02 GROUNDING DETAILS
Know what's below.
before you dig.Call
R
SITE INFORMATION
DO NOT SCALE DRAWINGS
CONTRACTOR SHALL VERIFY ALL PLANS
& EXISTING DIMENSIONS & CONDITIONS
ON THE JOB SITE & SHALL IMMEDIATELY
NOTIFY THE ENGINEER IN WRITING OF
ANY DISCREPANCIES BEFORE
PROCEEDING WITH THE WORK OR BE
RESPONSIBLE FOR SAME
SITE NAME: LITTLE BRIGGS
SITE ADDRESS: 123 LITTLE BRIGGS ST
CONSTABLE, NY 12926
MUNICIPALITY: WESTVILLE
COUNTY: FRANKLIN
PUBLIC R.O.W. JURISDICTION: FRANKLIN COUNTY
CLOSEST INTERSECTION: LITTLE BRIGGS ST AND TROUT RIVER-WESTVILLE RD
LATITUDE: 44.966972° N
LONGITUDE: -74.401986° W
GROUND ELEVATION: 206'± AMSL
APPLICANT: FRANKLIN COUNTY
POWER COMPANY: NATIONAL GRID
THE PROPOSED WORK CONSISTS OF:
· INSTALL 95' MUSCO UTILITY POLE
· INSTALL MONOPOLE MOUNTED ANTENNA(S) AND EQUIPMENT
· INSTALL ELECTRIC, TELCO & CABLE ROUTING.
C03 PROPOSED ELEVATION
SITE
C05 EQUIPMENT DETAILS 0
GENERAL NOTES
SITE:
THIS DOCUMENT AND THE IDEAS AND DESIGNS INCORPORATED
HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, ARE
THE PROPERTY OF AIROSMITH ENGINEERING AND ARE NOT TO
BE USED, IN WHOLE OR IN PART, FOR OTHER PROJECTS
WITHOUT THE WRITTEN AUTHORIZATION OF AIROSMITH
ENGINEERING. IT IS UNLAWFUL FOR ANY PERSON TO AMEND
ANY ASPECT OF THESE DRAWINGS WITHOUT THE WRITTEN
APPROVAL OF THE PROFESSIONAL OF RECORD.
DRAWINGS ISSUED FOR:
DATE DESCRIPTION
PROJECT INFORMATION:
REV. QA/QCDRAWN
THIS DOCUMENT IS PRELIMINARY
IN NATURE AND IS NOT FINAL,
UNTIL SIGNED AND SEALED.
SHEET TITLE:
SHEET NUMBER: REVISION:
PROFESSIONAL STAMP:
A 03/25/26 KPG PRELIMINARY SKB
B 05/19/26 SKB REVISED PER COMMENTS SKB
0 06/12/26 HGG FOR PERMIT SKB
CARRIER:
CONSULTANT TEAM:
06/12/2026
PROJECT #
AIROSMITH DEVELOPMENT
AIROSMITH ENGINEERING
COA: 17285, EXP 5/31/2026
318 WEST AVE.
SARATOGA SPRINGS, NY 12866
FRNKLN CO NY OSP 1.0
LITTLE BRIGGS
123 LITTLE BRIGGS ST
CONSTABLE, NY 12926
FRANKLIN COUNTY
TOWN OF WESTVILLE
55 BARE HILL ROAD
MALONE, NY 63453
GN01
OVERALL
SITE PLAN
SITE:
THIS DOCUMENT AND THE IDEAS AND DESIGNS INCORPORATED
HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, ARE
THE PROPERTY OF AIROSMITH ENGINEERING AND ARE NOT TO
BE USED, IN WHOLE OR IN PART, FOR OTHER PROJECTS
WITHOUT THE WRITTEN AUTHORIZATION OF AIROSMITH
ENGINEERING. IT IS UNLAWFUL FOR ANY PERSON TO AMEND
ANY ASPECT OF THESE DRAWINGS WITHOUT THE WRITTEN
APPROVAL OF THE PROFESSIONAL OF RECORD.
DRAWINGS ISSUED FOR:
DATE DESCRIPTION
PROJECT INFORMATION:
REV. QA/QCDRAWN
THIS DOCUMENT IS PRELIMINARY
IN NATURE AND IS NOT FINAL,
UNTIL SIGNED AND SEALED.
SHEET TITLE:
SHEET NUMBER: REVISION:
PROFESSIONAL STAMP:
A 03/25/26 KPG PRELIMINARY SKB
B 05/19/26 SKB REVISED PER COMMENTS SKB
0 06/12/26 HGG FOR PERMIT SKB
CARRIER:
CONSULTANT TEAM:
06/12/2026
PROJECT #
AIROSMITH DEVELOPMENT
AIROSMITH ENGINEERING
COA: 17285, EXP 5/31/2026
318 WEST AVE.
SARATOGA SPRINGS, NY 12866
FRNKLN CO NY OSP 1.0
LITTLE BRIGGS
123 LITTLE BRIGGS ST
CONSTABLE, NY 12926
FRANKLIN COUNTY
TOWN OF WESTVILLE
55 BARE HILL ROAD
MALONE, NY 63453
OVERALL SITE PLAN1
SCALE: 1/64" = 1'-0"
C01
SITE PLAN
THIS DOCUMENT AND THE IDEAS AND DESIGNS INCORPORATED
HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, ARE
THE PROPERTY OF AIROSMITH ENGINEERING AND ARE NOT TO
BE USED, IN WHOLE OR IN PART, FOR OTHER PROJECTS
WITHOUT THE WRITTEN AUTHORIZATION OF AIROSMITH
ENGINEERING. IT IS UNLAWFUL FOR ANY PERSON TO AMEND
ANY ASPECT OF THESE DRAWINGS WITHOUT THE WRITTEN
APPROVAL OF THE PROFESSIONAL OF RECORD.
DRAWINGS ISSUED FOR:
DATE DESCRIPTION
PROJECT INFORMATION:
REV. QA/QCDRAWN
THIS DOCUMENT IS PRELIMINARY
IN NATURE AND IS NOT FINAL,
UNTIL SIGNED AND SEALED.
SHEET TITLE:
SHEET NUMBER: REVISION:
PROFESSIONAL STAMP:
A 03/25/26 KPG PRELIMINARY SKB
B 05/19/26 SKB REVISED PER COMMENTS SKB
0 06/12/26 HGG FOR PERMIT SKB
CARRIER:
CONSULTANT TEAM:
06/12/2026
PROJECT #
AIROSMITH DEVELOPMENT
AIROSMITH ENGINEERING
COA: 17285, EXP 5/31/2026
318 WEST AVE.
SARATOGA SPRINGS, NY 12866
FRNKLN CO NY OSP 1.0
LITTLE BRIGGS
123 LITTLE BRIGGS ST
CONSTABLE, NY 12926
FRANKLIN COUNTY
TOWN OF WESTVILLE
55 BARE HILL ROAD
MALONE, NY 63453
SITE PLAN1
SCALE: 1/8" = 1'-0"
C02 file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF
PROPOSED
ELEVATION VIEW
SITE:
THIS DOCUMENT AND THE IDEAS AND DESIGNS INCORPORATED
HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, ARE
THE PROPERTY OF AIROSMITH ENGINEERING AND ARE NOT TO
BE USED, IN WHOLE OR IN PART, FOR OTHER PROJECTS
WITHOUT THE WRITTEN AUTHORIZATION OF AIROSMITH
ENGINEERING. IT IS UNLAWFUL FOR ANY PERSON TO AMEND
ANY ASPECT OF THESE DRAWINGS WITHOUT THE WRITTEN
APPROVAL OF THE PROFESSIONAL OF RECORD.
DRAWINGS ISSUED FOR:
DATE DESCRIPTION
PROJECT INFORMATION:
REV. QA/QCDRAWN
THIS DOCUMENT IS PRELIMINARY
IN NATURE AND IS NOT FINAL,
UNTIL SIGNED AND SEALED.
SHEET TITLE:
SHEET NUMBER: REVISION:
PROFESSIONAL STAMP:
A 03/25/26 KPG PRELIMINARY SKB
B 05/19/26 SKB REVISED PER COMMENTS SKB
0 06/12/26 HGG FOR PERMIT SKB
CARRIER:
CONSULTANT TEAM:
06/12/2026
PROJECT #
AIROSMITH DEVELOPMENT
AIROSMITH ENGINEERING
COA: 17285, EXP 5/31/2026
318 WEST AVE.
SARATOGA SPRINGS, NY 12866
FRNKLN CO NY OSP 1.0
LITTLE BRIGGS
123 LITTLE BRIGGS ST
CONSTABLE, NY 12926
FRANKLIN COUNTY
TOWN OF WESTVILLE
55 BARE HILL ROAD
MALONE, NY 63453
EXISTING (PHOTO)1
SCALE: NOT TO SCALE
2 PROPOSED MUSCO UTILITY POLE (ELEVATION)
SCALE: 3/32" = 1' (11"X17")
C03
EQUIPMENT DETAILS
THIS DOCUMENT AND THE IDEAS AND DESIGNS INCORPORATED
HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, ARE
THE PROPERTY OF AIROSMITH ENGINEERING AND ARE NOT TO
BE USED, IN WHOLE OR IN PART, FOR OTHER PROJECTS
WITHOUT THE WRITTEN AUTHORIZATION OF AIROSMITH
ENGINEERING. IT IS UNLAWFUL FOR ANY PERSON TO AMEND
ANY ASPECT OF THESE DRAWINGS WITHOUT THE WRITTEN
APPROVAL OF THE PROFESSIONAL OF RECORD.
DRAWINGS ISSUED FOR:
DATE DESCRIPTION
PROJECT INFORMATION:
REV. QA/QCDRAWN
THIS DOCUMENT IS PRELIMINARY
IN NATURE AND IS NOT FINAL,
UNTIL SIGNED AND SEALED.
SHEET TITLE:
SHEET NUMBER: REVISION:
PROFESSIONAL STAMP:
A 03/25/26 KPG PRELIMINARY SKB
B 05/19/26 SKB REVISED PER COMMENTS SKB
0 06/12/26 HGG FOR PERMIT SKB
CARRIER:
CONSULTANT TEAM:
06/12/2026
PROJECT #
AIROSMITH DEVELOPMENT
AIROSMITH ENGINEERING
COA: 17285, EXP 5/31/2026
318 WEST AVE.
SARATOGA SPRINGS, NY 12866
FRNKLN CO NY OSP 1.0
LITTLE BRIGGS
123 LITTLE BRIGGS ST
CONSTABLE, NY 12926
FRANKLIN COUNTY
TOWN OF WESTVILLE
55 BARE HILL ROAD
MALONE, NY 63453
C04
SCALE: NOT TO SCALE SCALE: NOT TO SCALE
RADIO DETAIL3 4
1 2
SCALE: NOT TO SCALE
SCALE: NOT TO SCALE
ANTENNA DETAIL
SCALE: NOT TO SCALE
MICROWAVE DISH DETAIL
RACK EQUIPMENT LAYOUT
EQUIPMENT DETAILS
THIS DOCUMENT AND THE IDEAS AND DESIGNS INCORPORATED
HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, ARE
THE PROPERTY OF AIROSMITH ENGINEERING AND ARE NOT TO
BE USED, IN WHOLE OR IN PART, FOR OTHER PROJECTS
WITHOUT THE WRITTEN AUTHORIZATION OF AIROSMITH
ENGINEERING. IT IS UNLAWFUL FOR ANY PERSON TO AMEND
ANY ASPECT OF THESE DRAWINGS WITHOUT THE WRITTEN
APPROVAL OF THE PROFESSIONAL OF RECORD.
DRAWINGS ISSUED FOR:
DATE DESCRIPTION
PROJECT INFORMATION:
REV. QA/QCDRAWN
THIS DOCUMENT IS PRELIMINARY
IN NATURE AND IS NOT FINAL,
UNTIL SIGNED AND SEALED.
SHEET TITLE:
SHEET NUMBER: REVISION:
PROFESSIONAL STAMP:
A 03/25/26 KPG PRELIMINARY SKB
B 05/19/26 SKB REVISED PER COMMENTS SKB
0 06/12/26 HGG FOR PERMIT SKB
CARRIER:
CONSULTANT TEAM:
06/12/2026
PROJECT #
AIROSMITH DEVELOPMENT
AIROSMITH ENGINEERING
COA: 17285, EXP 5/31/2026
318 WEST AVE.
SARATOGA SPRINGS, NY 12866
FRNKLN CO NY OSP 1.0
LITTLE BRIGGS
123 LITTLE BRIGGS ST
CONSTABLE, NY 12926
FRANKLIN COUNTY
TOWN OF WESTVILLE
55 BARE HILL ROAD
MALONE, NY 63453
C05
SCALE: NOT TO SCALE
EQUIPMENT ENCLOSURE SPECIFICATIONS1
EG01
ELECTRICAL DETAILS
SITE:
THIS DOCUMENT AND THE IDEAS AND DESIGNS INCORPORATED
HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, ARE
THE PROPERTY OF AIROSMITH ENGINEERING AND ARE NOT TO
BE USED, IN WHOLE OR IN PART, FOR OTHER PROJECTS
WITHOUT THE WRITTEN AUTHORIZATION OF AIROSMITH
ENGINEERING. IT IS UNLAWFUL FOR ANY PERSON TO AMEND
ANY ASPECT OF THESE DRAWINGS WITHOUT THE WRITTEN
APPROVAL OF THE PROFESSIONAL OF RECORD.
DRAWINGS ISSUED FOR:
DATE DESCRIPTION
PROJECT INFORMATION:
REV. QA/QCDRAWN
THIS DOCUMENT IS PRELIMINARY
IN NATURE AND IS NOT FINAL,
UNTIL SIGNED AND SEALED.
SHEET TITLE:
SHEET NUMBER: REVISION:
PROFESSIONAL STAMP:
A 03/25/26 KPG PRELIMINARY SKB
B 05/19/26 SKB REVISED PER COMMENTS SKB
0 06/12/26 HGG FOR PERMIT SKB
CARRIER:
CONSULTANT TEAM:
06/12/2026
PROJECT #
AIROSMITH DEVELOPMENT
AIROSMITH ENGINEERING
COA: 17285, EXP 5/31/2026
318 WEST AVE.
SARATOGA SPRINGS, NY 12866
FRNKLN CO NY OSP 1.0
LITTLE BRIGGS
123 LITTLE BRIGGS ST
CONSTABLE, NY 12926
FRANKLIN COUNTY
TOWN OF WESTVILLE
55 BARE HILL ROAD
MALONE, NY 63453
SCALE: NOT TO SCALE
ONE LINE DIAGRAM1
SCALE: NOT TO SCALE
EQUIPMENT ATTACHMENT DETAIL
SCALE: NOT TO SCALE
DISCONNECT DETAIL
GROUNDING DETAIL
THIS DOCUMENT AND THE IDEAS AND DESIGNS INCORPORATED
HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, ARE
THE PROPERTY OF AIROSMITH ENGINEERING AND ARE NOT TO
BE USED, IN WHOLE OR IN PART, FOR OTHER PROJECTS
WITHOUT THE WRITTEN AUTHORIZATION OF AIROSMITH
ENGINEERING. IT IS UNLAWFUL FOR ANY PERSON TO AMEND
ANY ASPECT OF THESE DRAWINGS WITHOUT THE WRITTEN
APPROVAL OF THE PROFESSIONAL OF RECORD.
DRAWINGS ISSUED FOR:
DATE DESCRIPTION
PROJECT INFORMATION:
REV. QA/QCDRAWN
THIS DOCUMENT IS PRELIMINARY
IN NATURE AND IS NOT FINAL,
UNTIL SIGNED AND SEALED.
SHEET TITLE:
SHEET NUMBER: REVISION:
PROFESSIONAL STAMP:
A 03/25/26 KPG PRELIMINARY SKB
B 05/19/26 SKB REVISED PER COMMENTS SKB
0 06/12/26 HGG FOR PERMIT SKB
CARRIER:
CONSULTANT TEAM:
06/12/2026
PROJECT #
AIROSMITH DEVELOPMENT
AIROSMITH ENGINEERING
COA: 17285, EXP 5/31/2026
318 WEST AVE.
SARATOGA SPRINGS, NY 12866
FRNKLN CO NY OSP 1.0
LITTLE BRIGGS
123 LITTLE BRIGGS ST
CONSTABLE, NY 12926
FRANKLIN COUNTY
TOWN OF WESTVILLE
55 BARE HILL ROAD
MALONE, NY 63453
EG02
SCALE: NOT TO SCALESCALE: NOT TO SCALE
ANTENNA GROUNDING DETAIL1 2 DETAIL NOT USED
3 4 5
SCALE: NOT TO SCALE
GROUND BAR DETAIL
SCALE: NOT TO SCALE
GROUND CONDUCTOR
CONNECTION
GROUND LUG
SCALE: NOT TO SCALE
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file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF file:///W:/CADD%20DETAILS/RRU/RRU%20SPEC%20SHEETS/ERICSSON_RRUS%2012%20&%20RRUS%20A2.PDF
Date: May 18, 2026
Structural Analysis Report – Rev 1
Tower Manufacturer: Musco – Wireless Structures Tower Owner: Hudson Valley Wireless
Tower Type: 120C Type (Modified to 95’)
Foundation Type: 9B Precast Base Location: 123 Little Briggs St., Constable, Franklin County, NY 44° 58' 1.1" N, 74° 24' 7.15" W 95 ft Monopole Tower
Tectonic Project Number: 12931.LittleBrigg
Tectonic Engineering Consultants, Geologists & Land Surveyors, D.P.C. is pleased to submit this “Structural
Analysis Report” to determine the structural integrity of the above-mentioned tower.
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 to be:
Structure: Sufficient Foundation: Sufficient
This analysis has been performed in accordance with the Building Code of New York State 2025 (IBC 2024), ANSI/TIA-222-I-2023 Standard and ASCE 7-22 based upon an ultimate 3-second gust wind speed of 106 mph.
Exposure Category C with a maximum topographic factor, Kzt, of 1.0 and Risk Category II were used in this analysis.
All equipment proposed in this report shall be installed in accordance with this analysis for the determined available structural capacity to be effective.
We at Tectonic appreciate the opportunity of providing our continuing professional services to you. If you have any questions or need further assistance on this or any other projects, please give us a call.
Structural analysis prepared by: Mahesh Chillarge / Vinod Ramesh
Respectfully submitted by:
Tectonic Engineering Consultants, Geologists & Land Surveyors, D.P.C.
Edward N. Iamiceli, P.E.
Managing Director 05/18/26
May 12, 2026 95 Ft Monopole Tower Structural Analysis Constable, NY Project Number 12931.LittleBrigg (Rev 1) Page 2 tnxTower Report - version 8.3.1.2
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 2 - Documents Provided 3.1) Analysis Method 3.2) Assumptions
4) ANALYSIS RESULTS
Table 3 - Section Capacity (Summary) Table 4 – Tower Component Stresses vs. Capacity Table 5 – Tower Service Load Deflections 4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Additional Calculations
Project Number 12931.LittleBrigg (Rev 1) Page 3 tnxTower Report - version 8.3.1.2
1) INTRODUCTION
This tower is a 95 ft monopole, Type 120C (modified to 95’), designed and manufactured by Musco – Wireless Structures. The tower is proposed to be installed to support Hudson Valley Wireless equipments at the location referenced above.
2) ANALYSIS CRITERIA
TIA-222 Revision: TIA-222-I-2023 Risk Category: II Wind Speed: 106 mph Exposure Category: C Topographic Factor: 1.0 Ice Thickness: 2.5 in Wind Speed with Ice: 46 mph Seismic Ss: 0.490 Seismic S1: 0.088 Service Wind Speed: 60 mph
Table 1 - Proposed Equipment Configuration
Mounting Level (ft)
Carrier Designation
Number of
Antennas
Antenna Manufacturer
Antenna Model Number of Feed Lines
Feed Line Size (in)
Note
90.0
Hudson Valley Wireless
3 Tarana Tarana G2 BN
Fiber
#10 AWG
3 Musco
2.375” OD x 4’ Mount Pipes
3 Andrew 3’ dia MW Dish
3 Elliptical - 3 Aviat Aviat WTM 4000
3 Musco 4.5” OD x 6’ Mount
Pipes
10.0
1 - Utility Meter
1 - Fiber Distribution
Box
8.5 1 Raycap RBx-HMC-X10MS-
22L6
6.0 1 - Equipment Cabinet
3) ANALYSIS PROCEDURE
Table 2 - Documents Provided
Document Remarks Dated
9B CONCRETE BASE DETAILS – REV D MUSCO; Document #: MP-9-X 03/27/24
ICC-ES EVALUATION REPORT
ICC Evaluation Service, LLC.; Document
#: ESR-3765
May 2025
CONSTRUCTION DRAWINGS – REV A
Airosmith; Project #: FRNKLN CO NY
OSP 1.0
03/25/26
GEOTECHNICAL INVESTIGATION REPORT
ACER Associates, LLC; Project #:
2026118 03/24/26
95C POLE ELEVATION – REV C MUSCO; Job #: 229789 04/30/26
PROPOSED LOADING CONFIGURATION Airosmith; (via email) 05/13/26
Project Number 12931.LittleBrigg (Rev 1) Page 4 tnxTower Report - version 8.3.1.2
3.1) Analysis Method tnxTower (version 8.3.1.2), 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 structure shall be fabricated in accordance with the manufacturer’s specifications.
2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1.
3) The material grade for the pole shaft is assumed to be A572 Gr. 55 steel.
4) The precast base design moment capacity is based on the ICC-ES evaluation report referenced above.
This analysis is solely for the supporting tower structure, and it may be affected if any assumptions are not valid or have been made in error. Tectonic should be notified to determine the effect on the structural integrity of the tower.
4) ANALYSIS RESULTS
Table 3 - Section Capacity (Summary)
Section No. Elevation (ft) Component
Type Size Critical Element P (K) SF*P_allow
(K)
Capacity Pass / Fail
L1 95 - 64.02 Pole TP20.7x16.36x0.239 1 -2.350 672.078 14.4 Pass
L2 64.02 -
37.033 Pole TP24x19.707x0.313 2 -5.126 1052.530 20.6 Pass
L3 37.033 - 2 Pole TP28.28x22.808x0.313 3 -10.067 1209.560 31.5 Pass
Summary
Pole (L3) 31.5 Pass
Rating = 31.5 Pass
Table 4 - Tower Component Stresses vs. Capacity
Notes Component Elevation (ft) % Capacity Pass / Fail
1 Base Foundation (Soil Interaction) 0 34.7 Pass
1 Base Foundation (Structure) 0 28.7 Pass
1 Base Foundation (Embedment Depth) 0 35.3 Pass Note:
1) See additional documentation in “Appendix B – Additional Calculations” for calculations supporting the % capacity consumed.
Structure Rating (max from all components) = 35.3%
Note:
2) See additional documentation in “Appendix B – Additional Calculations” for calculations supporting the % capacity
Table 5 - Tower Service Load Deflections
Component At Top Allowable Percentage
Ratio Pass / Fail
Horizontal Deflection (inch) 6.093 33.48 inch 18.2% Pass
Twist & Sway (deg) 0.502 4.00 deg 12.6% Pass
Project Number 12931.LittleBrigg (Rev 1) Page 5
4.1) Recommendations
The proposed tower and foundation have sufficient capacity to support the load configurations as shown in Table 1. The tower shall be installed in accordance with the approved construction drawings and manufacturer recommendations.
Contractor shall review and incorporate all the recommendations provided in the Geotechnical Investigation Report referenced herein in this report during the foundation construction.
Project Number 12931.LittleBrigg (Rev 1) Page 6
APPENDIX A
TNXTOWER OUTPUT
TECTONIC
1279 Route 300
Newburgh, NY 12550 Phone: 845-567-6656
FAX: 845-534-5999
Job:
Little Briggs - 120C Type (Modified to 95')
Project: 12931.LittleBrigg (Rev 1) Client: Musco - Wireless Structures Drawn by: Vinod Ramesh App'd:
Code: TIA-222-I Date: 05/18/26 Scale: NTS Path:
C:\Users\vinod ramesh\Documents\Projects\12931-Musco\12931.Hudson Valley\Little Briggs\Structural\Rev 1\12931.LittleBrigg_Structural AnalysisR1.eri
Dwg No. E-1
95.0 ft
64.0 ft
37.0 ft
2.0 ft
REACTIONS - 106 mph WIND
TORQUE 0 kip-ft
4 K
SHEAR
269 kip-ft
MOMENT
10 K
AXIAL
46 mph WIND - 2.500 in ICE
TORQUE 0 kip-ft
2 K
SHEAR
114 kip-ft
MOMENT
22 K
AXIAL
ARE FACTORED
ALL REACTIONS
S e c ti o n
L n g th ft
.9
.6
.0
N u m b e r o f S id e s
T h ic k n e s s in
.2
.3
.3
S o c k e t L e n g th ft
.6
.0
T p
D ia in
.3
.7
.8
B t D ia in
.7
.0
.2
G ra d e A
-5
W ig h t (K
.4
.2
.3
.9
Tarana G2 - BN3 90 4' x 2" STD Pipe 90 Tarana G2 - BN3 90 Tarana G2 - BN3 90 4' x 2" STD Pipe 90 4' x 2" STD Pipe 90 6' x 4" STD Pipe 90 6' x 4" STD Pipe 90 6' x 4" STD Pipe 90 3' Dia Dish 90 3' Dia Dish 90 3' Dia Dish 90 Utility Meter 10 Fiber Distribution Box 10 RBx-HMC-Z10MS-22L6 8.5 Whelen Cabinet 6DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATION
Tarana G2 - BN3 90
4' x 2" STD Pipe 90
Tarana G2 - BN3 90
Tarana G2 - BN3 90
4' x 2" STD Pipe 90
4' x 2" STD Pipe 90
6' x 4" STD Pipe 90
6' x 4" STD Pipe 90
6' x 4" STD Pipe 90
3' Dia Dish 90
3' Dia Dish 90
3' Dia Dish 90
Utility Meter 10
Fiber Distribution Box 10
RBx-HMC-Z10MS-22L6 8.5
Whelen Cabinet 6
MATERIAL STRENGTH
GRADE GRADEFy FyFu Fu
A572-55 55 ksi 70 ksi
TOWER DESIGN NOTES
1. Tower is located in Franklin County, New York.
2. Tower designed for Exposure C to the TIA-222-I Standard.
3. Tower designed for a 106 mph basic wind in accordance with the TIA-222-I Standard.
4. Tower is also designed for a 46 mph basic wind with 2.50 in ice. Ice is considered to increase in thickness with height.
5. Deflections are based upon a 60 mph wind.
6. Tower Risk Category II.
7. Topographic Category 1 with Crest Height of 0.000 ft
8. Musco - Wireless Structures - 120C Type Pole (Modified to 95')
9. TOWER RATING: 31.5%
May 18, 2026
Project Number 12931.LittleBrigg (Rev 1) Page 2 tnxTower Report - version 8.3.1.2
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 2 - Documents Provided 3.1) Analysis Method 3.2) Assumptions
4) ANALYSIS RESULTS
Table 3 - Section Capacity (Summary) Table 4 – Tower Component Stresses vs. Capacity Table 5 – Tower Service Load Deflections 4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Additional Calculations
Project Number 12931.LittleBrigg (Rev 1) Page 3 tnxTower Report - version 8.3.1.2
1) INTRODUCTION
This tower is a 95 ft monopole, Type 120C (modified to 95’), designed and manufactured by Musco – Wireless Structures. The tower is proposed to be installed to support Hudson Valley Wireless equipments at the location referenced above.
2) ANALYSIS CRITERIA
TIA-222 Revision: TIA-222-I-2023 Risk Category: II Wind Speed: 106 mph Exposure Category: C Topographic Factor: 1.0 Ice Thickness: 2.5 in Wind Speed with Ice: 46 mph Seismic Ss: 0.490 Seismic S1: 0.088 Service Wind Speed: 60 mph
Table 1 - Proposed Equipment Configuration
Mounting Level (ft)
Carrier Designation
Number of
Antennas
Antenna Manufacturer
Antenna Model Number of Feed Lines
Feed Line Size (in)
Note
90.0
Hudson Valley Wireless
3 Tarana Tarana G2 BN
Fiber
#10 AWG
3 Musco
2.375” OD x 4’ Mount Pipes
3 Andrew 3’ dia MW Dish
3 Elliptical - 3 Aviat Aviat WTM 4000
3 Musco 4.5” OD x 6’ Mount
Pipes
10.0
1 - Utility Meter
1 - Fiber Distribution
Box
8.5 1 Raycap RBx-HMC-X10MS-
22L6
6.0 1 - Equipment Cabinet
3) ANALYSIS PROCEDURE
Table 2 - Documents Provided
Document Remarks Dated
9B CONCRETE BASE DETAILS – REV D MUSCO; Document #: MP-9-X 03/27/24
ICC-ES EVALUATION REPORT
ICC Evaluation Service, LLC.; Document
#: ESR-3765
May 2025
CONSTRUCTION DRAWINGS – REV A
Airosmith; Project #: FRNKLN CO NY
OSP 1.0
03/25/26
GEOTECHNICAL INVESTIGATION REPORT
ACER Associates, LLC; Project #:
2026118 03/24/26
95C POLE ELEVATION – REV C MUSCO; Job #: 229789 04/30/26
PROPOSED LOADING CONFIGURATION Airosmith; (via email) 05/13/26
Project Number 12931.LittleBrigg (Rev 1) Page 4
3.1) Analysis Method tnxTower (version 8.3.1.2), 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 structure shall be fabricated in accordance with the manufacturer’s specifications.
1) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1.
2) The material grade for the pole shaft is assumed to be A572 Gr. 55 steel.
3) The precast base design moment capacity is based on the ICC-ES evaluation report referenced above.
This analysis is solely for the supporting tower structure, and it may be affected if any assumptions are not valid or have been made in error. Tectonic should be notified to determine the effect on the structural integrity of the tower.
4) ANALYSIS RESULTS
Table 3 - Section Capacity (Summary)
No. Elevation (ft) Component
Type Size Critical Element P (K) SF*P_allow
(K)
Capacity Pass / Fail
L1 95 - 64.02 Pole TP20.7x16.36x0.239 1 -2.350 672.078 14.4 Pass
L2 64.02 -
37.033 Pole TP24x19.707x0.313 2 -5.126 1052.530 20.6 Pass
L3 37.033 - 2 Pole TP28.28x22.808x0.313 3 -10.067 1209.560 31.5 Pass
Summary
Rating = 31.5 Pass
Table 4 - Tower Component Stresses vs. Capacity
Notes Component Elevation (ft) % Capacity Pass / Fail
1 Base Foundation (Soil Interaction) 0 34.7 Pass
1 Base Foundation (Structure) 0 28.7 Pass
1 Base Foundation (Embedment Depth) 0 35.3 Pass Note:
1) See additional documentation in “Appendix B – Additional Calculations” for calculations supporting the % capacity
Structure Rating (max from all components) = 35.3%
Note:
2) See additional documentation in “Appendix B – Additional Calculations” for calculations supporting the % capacity
Table 5 - Tower Service Load Deflections
Component At Top Allowable Percentage
Ratio Pass / Fail
Horizontal Deflection (inch) 6.093 33.48 inch 18.2% Pass
Twist & Sway (deg) 0.502 4.00 deg 12.6% Pass
Project Number 12931.LittleBrigg (Rev 1) Page 5
4.1) Recommendations
The proposed tower and foundation have sufficient capacity to support the load configurations as shown in Table 1. The tower shall be installed in accordance with the approved construction drawings and manufacturer recommendations.
Contractor shall review and incorporate all the recommendations provided in the Geotechnical Investigation Report referenced herein in this report during the foundation construction.
Project Number 12931.LittleBrigg (Rev 1) Page 6
APPENDIX A
TNXTOWER OUTPUT
Project Number 12931.LittleBrigg (Rev 1) Page 7
Tower Input Data
The tower is a monopole.
This tower is designed using the TIA-222-I standard.
The following design criteria apply:
• Tower is located in Franklin County, New York.
• Tower base elevation above sea level: 210.000 ft.
• Basic wind speed of 106 mph is used.
• Risk Category II.
• Exposure Category C.
• Crest Height: 0.000 ft.
• Nominal ice thickness of 2.500 in.
• Ice thickness is considered to increase with height.
• Ice density of 56.000 pcf.
• Wind speed of 46 mph is used in combination with ice.
• Temperature drop of 50.000 °F.
• Deflections calculated using a wind speed of 60 mph.
• Fatigue analysis loads are not applied.
• Musco - Wireless Structures - 120C Type Pole (Modified to 95').
• Non-linear (P-delta) analysis was used.
• Pressures are calculated at each section.
• Stress ratio used in pole design is 1.
• Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered.
Options
√ Consider Moments - Legs Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments - Horizontals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Consider Moments - Diagonals √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression
Use Moment Magnification √ Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Stress Ratios Retension Guys To Initial Tension Offset Girt At Foundation √ Use Code Safety Factors - Guys √ Bypass Mast Stability Checks Consider Feed Line Torque
Escalate Ice Use Azimuth Dish Coefficients Include Angle Block Shear Check Always Use Max Kz √ Project Wind Area of Appurtenances Use TIA-222-H Bracing Resist. Exemption Kz In Exposure D Hurricane Region Alternative Appurt. EPA Calculation Use TIA-222-H Tension Splice Exemption
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section Add IBC .6D+W Combination √ Include Shear-Torsion Interaction Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Always Use Sub-Critical Flow
Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder √ Pole Without Linear Attachments SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole With Shroud Or No Appurtenances
Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Outside and Inside Corner Radii Are Known Use Special Wind Profile √ Use Fatigue Analysis Exemption for Gh
Tapered Pole Section Geometry
Section Elevation ft
Length ft
Splice
Length ft
Number of Sides
Top
Diameter in
Bottom
Diameter in
Wall
Thickness in
Bend
Radius in
Pole Grade
L1 95.000-64.020 30.980 3.677 Round 16.360 20.700 0.239 A572-55
(55 ksi) L2 64.020-37.033 30.664 4.050 Round 19.707 24.000 0.312 A572-55
(55 ksi)
L3 37.033-2.000 39.083 Round 22.808 28.280 0.312 A572-55 (55 ksi)
Project Number 12931.LittleBrigg (Rev 1) Page 8
Tapered Pole Properties
Section Tip Dia.
in
Area in2
I in4 r in
C in
I/C in3
J in4
It/Q in2 w in w/t
L1 16.360 12.109 393.462 5.700 8.180 48.100 786.924 6.051 0.000 0
20.700 15.369 804.402 7.235 10.350 77.720 1608.803 7.680 0.000 0
L2 20.222 19.040 895.442 6.858 9.853 90.877 1790.884 9.514 0.000 0
24.000 23.255 1631.335 8.376 12.000 135.945 3262.670 11.621 0.000 0 L3 23.375 22.085 1397.262 7.954 11.404 122.524 2794.525 11.036 0.000 0
28.280 27.457 2684.881 9.889 14.140 189.878 5369.762 13.720 0.000 0
Tower
Elevation
Gusset Area
(per face) ft2
Gusset Thickness
Gusset Grade Adjust. Factor Af
Adjust.
Factor
Ar
Weight Mult.
Double Angle Stitch Bolt Spacing
Diagonals in
Double Angle Stitch Bolt Spacing
Horizontals in
Double Angle Stitch Bolt Spacing
Redundants in
L1 95.000- 64.020
1 1 1
L2 64.020-
37.033
1 1 1
L3 37.033- 2.000
1 1 1
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Sector Exclude From
Torque
Calculation
Componen t
Type
Placement ft
Total Number
Number Per Row
Start/En d
Position
Width or Diamete r in
Perimete r
Weight plf
Step Bolts C Yes Surface Ar
(CaAa)
95.000 -
16.000
1 1 -0.250
0.250
0.375 2.000
Safety Line 3/8 C Yes Surface Ar (CaAa)
95.000 - 16.000
1 1 0.000 0.000
0.375 0.220
Feed Line/Linear Appurtenances - Entered As Area
Description Face or
Leg
Allow Shield
Exclude From
Torque
Calculation
Componen t
Type
Placement ft
Total Number
CAAA
ft2/ft plf
6-Pair Fiber C No Yes Inside Pole 90.000 - 2.000 3 No Ice
1/2'' Ice 1'' Ice 2'' Ice
4'' Ice
0.000
0.000 0.000 0.000
0.000
0.900
0.900 0.900 0.900
0.900 #10 AWG C No Yes Inside Pole 90.000 - 2.000 3 No Ice
1/2'' Ice
1'' Ice 2'' Ice 4'' Ice
0.000 0.000
0.000 0.000 0.000
0.900 0.900
0.900 0.900 0.900
Elliptical C No Yes Inside Pole 90.000 - 2.000 3 No Ice 1/2'' Ice 1'' Ice
2'' Ice 4'' Ice
0.000 0.000 0.000
0.000 0.000
0.340 0.340 0.340
0.340 0.340
Feed Line/Linear Appurtenances Section Areas
Sectio n
Tower Elevation
Face AR
AF
In Face ft2
CAAA
Out Face
K
L1 95.000-64.020 A B C
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 2.324
0.000 0.000 0.000
0.000 0.000 0.236
L2 64.020-37.033 A 0.000 0.000 0.000 0.000 0.000
Project Number 12931.LittleBrigg (Rev 1) Page 9 tnxTower Report - version 8.3.1.2
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