HP-1071_Duncan_Tower Procurement Package.pdf

Tower Procurement Package Duncan

November 5, 2025 ETS Job No. 23121427.STR.2696 Rev. 3

3227 Wellington Court Raleigh, NC 27615 (919) 782-2710

Site Name:

Site Number:

Site Address:

Latitude:

Longitude:

Structure Type(s):

Duncan

HP-1071

8494 Christian Light Road, Fuquay Varina, Harnett County, NC 27526

35.550208° -78.851067°

Proposed 293.0-ft Self-Support Lattice Tower

Contact Information: Contact the owner with questions regarding the content of this Document. All questions or concerns shall be directed to the contact stipulated in the Bid Document.

Design Capacity: The tower shall be designed so that, once installed with all loading as shown in Table 1 – Preliminary Design Antenna/Coax Loading, the tower superstructure and substructure shall NOT exceed 95% of its capacity. If, upon evaluation, the design computes to be at a greater stress level than specified the bid will not be accepted. All bidders must provide design calculations verifying that this Design Capacity Requirement is met; see “Deliverables” for details.

Materials: Tower structures shall utilize solid round or angle structural steel members. No other materials or shapes shall be given consideration.

Structural bolts must meet the ASTM A325 specification, or equivalent if approved by the design engineer of record.

Design Fall Radius: No Fall Radius Required

Fall Radius Required from Centerline of Tower: 50-ft

Standard: As a minimum, all towers shall be designed to the requirements of ANSI/TIA-222-G, including released addendums

Design Wind Speed:

Structure Class:

Risk Category:

Topographic Cat.:

Exposure Category:

122 mph ultimate 3-second gust wind speed (converted to an equivalent 95 mph nominal 3-second gust wind speed per Section 1609.3.1 for use with TIA-222 G) as required by the 2018 North Carolina Building Code (2015 IBC) and ASCE 7-10.

Structure Class I – Low Hazard Structure Class II – Significant Hazard (Default) Structure Class III – Substantial Hazard

Risk Category I – Low Hazard Risk Category II – Moderate Hazard (Default) Risk Category III – Substantial Hazard Risk Category IV – Essential Hazard (Essential Communications)

Category I – No abrupt changes in general topography

Category II – Structures located at or near the crest of an escarpment Category III – Structures located in the upper half of a hill Category IV – Structures located in the upper half of a ridge Category V – Wind speed up criteria based on a site-specific investigation (see attached)

Exposure B – Urban and Suburban Areas Exposure C – Open Terrain where Exposure B or D does not apply Exposure D – Flat, Unobstructed Shorelines

November 5, 2025

Design Ice Loading:

Seismic:

Tower Finish:

Tower Lights:

Grounding:

Climbing Facilities:

Ice Bridge:

Transmission Ladder:

Foundation:

Antenna Mounts:

Not required ANSI/TIA-222-H: x.xx inch escalating with a xx mph 3 second gust wind speed

ANSI/TIA-222-G: 0.75 inch escalating with a 30 mph 3 second gust wind speed ANSI/TIA/EIA-222-F: x.xx inch escalating with an xx mph fastest mile wind speed

Seismic Ss: 0.173 / Seismic S1: 0.083 / Seismic TL: 8 Ss exceeds 1.0. Seismic loads shall be evaluated in accordance with the Standard

Galvanized Painted per FAA Advisory Circular AC 70/7460-1K Painted per Local Requirements All structural steel products shall be hot-dip galvanized in accordance with ASTM A123 specifications. Tower manufacturer shall produce documentation verifying the appropriate galvanizing process that is utilized. All steel hardware shall be galvanized in accordance with ASTM A153 or ASTM B695 specifications.

Not required Provide obstruction lights per FAA Advisory Circular AC 70/7460-1K. A lighting system by Drake Lighting, that complies with the FAA regulation, is required.

Tower lighting system with E2 Avian Compliant Obstruction Lighting System (white strobes by day, and red lights at night). Beacons and Obstruction lights shall be all LED and Dual Red/White medium intensity and shall meet the requirements of FAA Advisory Circular AC 70/7460-1K. Ice shields shall be installed above sidelights to prevent damage to lenses from falling objects.

Grounding, lightning protection, and surge protection systems shall be installed as required in compliance with R56 specifications and the construction documents. Coordinate with the Duke Energy bid administrator for the portion of tower grounding scope of work as shown in the construction documents. Minimum of the tower ground ring, connections from the ring to the tower, the bottom tower ground bar, and the connection from the tower ground ring to the bottom ground bar shall be included.

Not required Provide Climbing Facilities with safety climb.

A single face mounted ladder is required. A single safety fall protection system incorporating a 3/8” diameter stainless steel cable meeting OSHA/ANSI specifications shall be installed the full height of the structure. Additionally, full height step pegs on all three tower legs are required.

Not required; Another contractor to provide Provide an option for Ice Bridge

Not required; carrier to provide Provide Transmission Ladder. Include “per foot” pricing.

Provide Preliminary Design using Presumptive Soil Parameters per the TIA-222-G Standard (Annex F). A Geotechnical Report will be provided at a later date for the final foundation design.

Design with Geotechnical Report provided. In accordance with ANSI/TIA-222-G, Annex A, Section A.9.0, the tower manufacturer shall ensure the proper development of anchor rods and anchorage materials.

Not required; Antenna Mounts provided by carrier.

Provide mounts per Table 1 – Design Antenna/Coax Loading

November 5, 2025

Additional Design Requirements

Structural Guidelines:

All leg capacities for lattice towers shall be computed utilizing a global effective length factor (K) of 1.0. All leg capacities shall be calculated utilizing the working points between panel points. Utilizing the side (gusset) plate length to reduce the un-braced length of the leg is not permitted. Leg members are to consist only of steel solid rod and angle members. Tubular steel leg members are not permitted.

For round leg latticed towers, bracing member capacities shall be calculated considering the effective length to be the span between the weld lines of the gusset plates at the face of the round legs for both out-of-plane and in-plane buckling modes.

Hardened galvanized flat washers (ASTM F436) shall only be used in fully tensioned bolted connections and connections that utilize oversized or slotted holes.

Linear Appurtenances:

The tower analysis model shall include all feed lines, feed line ladders, step pegs, climbing ladder and safety climb.

Discrete Appurtenances:

Effective Projected Area (EPA)A for antennas shall be determined according to TIA-222-G, Section 2.6.9.2, Design Wind Force on Appurtenances. If antenna or mount areas are specified, the provided values shall be used in lieu of calculated values. If height, width, and depth dimensions are provided by the antenna manufacturer, the panel shall be treated as a flat rectangular panel. Force coefficients shall be determined based on antenna aspect ratios and multiplied by the projected areas to calculate front and side EPAs.

Wind tunnel test results shall NOT be used unless the results have been provided to ETS and proposed effective areas have been approved. Back-calculating wind areas from published antenna manufacturer’s wind loads are prohibited.

Deliverables: [Once awarded, Final Deliverables shall bear the seal of a North Carolina Professional Engineer]

A PDF softcopy of all deliverables shall be sent to ETS for recording purposes. All tower designs shall be complete with the following:

General Notes Profile drawing (with tower reactions, design parameters, materials grades and referenced codes and standards shall be clearly shown) Foundation design drawings Supporting design calculations for tower and foundation Listing of main structural members Mount documentation specifically showing total EPA

November 5, 2025

Table 1 – Design Antenna/Coax Loading

N otes:

A -L eg orientation is set to an azim u th o f ~ 0 de gree

s. T he final orie nta tio n is set p er the issued con stru ction draw ings

1) M inim um

T otal M oun t E

P A p er latest vend or docum entation

2) Ice

S hields over all M icro w a ves are to be supp lied, bu t installed b y others

3) R eserved Loa din g to be inclu ded in initia l tow er design 4)

T h e bu ild er w ill su pply side a rm s w ith side struts for all dipole and om ni anten nas listed ab ove as current (2 total). H ow ever, tow er m anufa cturer shall de sign to w er so tha t side arm s w ith sid e struts are co nside re d for all dipo le and om n i an ten nas listed abo ve a s current a nd futu re (4 total).

5)

T h e b uilde r w ill supp ly m icrow ave p ipe m ou nts an d high w ind kits for all m icrow aves listed ab ove as current (5 to tal). H ow ever, the tow er m anu factu re r sha ll d esign tow er so tha t pipe m ou nts a nd hig h w in d kits a re conside red for all m icrow ave listed ab ove as curren t an d future (1 to tal).

APPENDIX A

Verification of Design Loads

APPENDIX B

Duncan

ETS Job# 23121427.STR.2696 Rev. 3

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