HP-1044_Cedar Creek_Tower Procurement Package_2026.07.30 (002).pdf

Tower Procurement Package Site Name: Cedar Creek

ETS, PLLC Job No. 26144986.STR.9130 Rev. 1 July 30, 2026

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

Site Name:

Site Number:

Site Address:

Lat / Long:

Structure Type:

Contact Information:

Design Capacity:

Materials:

Design Fall Radius:

Cedar Creek

HP-1044

7109 Cedar Creek Road, Fayetteville, Cumberland County, NC 28312

34.909141°, -78.731622°

Proposed 380.0-ft Self Support Lattice Tower

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.

The tower shall be designed so that, once installed with all loading as shown in Table 1 - Design Antenna/Coax Loading, the tower superstructure and substructure shall NOT exceed 95% of its capacity. Additionally, the tower superstructure and substructure shall NOT exceed 85% of its capacity when excluding all loading marked “Future” in Table 1. 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 these two design capacity requirements are met;

see “Deliverables” for details.

Tower structures shall utilize solid round and 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.

No Fall Radius Required Fall Radius Required from Centerline of Tower: 50’

Standard: ☒ All towers and foundations shall be designed to meet the requirements of ANSI/TIA-222-G-2 per the 2018 North Carolina Building Code (2015 IBC), ASCE 7-10.

Exception: Concrete foundation pads (if specified) to also be designed considering the Transfer of Pier Forces per ANSI/TIA-222-H-1 Section 9.4.2 (Ref. to ACI 318-14 Section 8.4.2.3.2).

Design Wind Speed:

☒ 125 mph ultimate 3-second gust Risk Category II wind speed (converted to an equivalent 97 mph nominal 3-second gust wind speed per 2015 IBC Section 1609.3.1 for use with TIA-222 G) as required by the 2018 North Carolina State Building Code (2015 IBC) and ASCE 7-10. Importance factor of 1.15 considered for Structure Class III in wind pressure equation per Rev. G Sect. 2.6.9.6.

Structure Class: ☐

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

Risk Category: ☐

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

Topographic Category:

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 Category:

Exposure B – Urban and Suburban Areas Exposure C – Open Terrain where Exposure B or D does not apply.

Exposure D – Flat, Unobstructed Shorelines

ETS, PLLC Job No. 26144986.STR.9130 Rev. 1 July 30, 2026

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

Design Ice Loading:

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: ☒

Seismic Ss: 0.229 / Seismic S1: 0.098 / Seismic TL: 8 (Per ASCE 7-10 Risk Category IV) Ss exceeds 1.0. Seismic loads shall be evaluated in accordance with the Standard

Tower Finish: ☒

Galvanized Painted per FAA Advisory Circular AC 70/7460-1M 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 is utilized. All steel hardware shall be galvanized in accordance with ASTM A153 or ASTM B695 specifications

Tower Lights: ☐

Not Required Provide obstruction lights per FAA Advisory Circular AC 70/7460-1K. A lighting system by Drake Lighting, with Armored Control Cables, 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: ☒ 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. A lightning air terminal must also be provided to extend 3’ above the highest appurtenance.

Climbing Facilities:

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.

Ice Bridge: ☒

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

Transmission Ladder:

Not required; carrier to provide Provide (1) Transmission Ladder. Include “per foot” pricing

Foundation: ☐

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

Provide Final Foundation Design using Geotechnical Report provided.

Antenna Mounts: ☐

Not required; Antenna Mounts provided by carrier.

Provide mounts for Current Loading as described per Table 1 – Design Antenna/Coax Loading

ETS, PLLC Job No. 26144986.STR.9130 Rev. 1 July 30, 2026

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

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 must consist only of steel solid rod and angle members. Tubular steel leg members are not permitted (Not applicable to monopoles).

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 Required with Bid Submission:

A soft PDF copy of all required deliverables shall be sent to party soliciting bid. All designs shall be complete with the following:

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

Deliverables Required upon Award: [All Final Deliverables shall bear the seal of a North Carolina Professional Engineer]

A soft PDF copy of all required deliverables shall be sent to party soliciting bid. All designs shall be complete with the following:

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

ETS, PLLC Job No. 26144986.STR.9130 Rev. 1 July 30, 2026

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

Table 1 - Design Antenna/Coax Loading

ETS, PLLC Job No. 26144986.STR.9130 Rev. 1 July 30, 2026

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

N otes:

A-Leg orientation is set to an azim uth of ~0 degrees. The final orientation is set per the issued construction draw ings

1.

M inim um

Total M ount EPA per latest vendor docum entation.

2.

Tow er m anufacturer shall design tow er considering one ice shield for each m icrow ave antenna (including all C urrent and Future).

3.

Ice shield centerline heights considered m ust provide a m inim um of 1-ft clearance above top edge of m icrow ave antenna. For exam ple, for a 6-ft dish specified at a centerline height of 100-ft, the ice shield height shall be 104-ft.

4.

Ice shield plan dim ensions considered / supplied m ust be suƯicient to properly shield the m icrow ave size it is installed above.

5.

Tow er m anufacturer to supply ice shields in quote for C urrent Loading m icrow ave antennas only (not for those m arked Future). Tow er builder shall assem ble all ice shields and leave them on the ground for L& A contractor to install.

6.

Reserved Loading to be included in initial tow er design.

7.

Tow er builder w ill supply and install side arm s w ith side struts for all dipole and om ni antennas listed above as current. H ow ever, tow er m anufacturer shall design tow er so that side arm s w ith side struts are considered for all dipole and om ni antennas listed above as current and future.

8.

Tow er builder w ill supply m icrow ave pipe m ounts for all m icrow aves listed as current and leave on ground for L&

A contractor to install. L& A contractor w ill supply and install high w ind kits for all m icrow aves listed above as current. H ow ever, the tow er m anufacturer shall design tow er so that pipe m ounts and high w ind kits are considered for all m icrow ave listed above as current and future.

9.

Tow er m anufacturer shall design tow er considering 5/8"ø x 4-ft lightning rod installed on a 18-ft pipe extender at tow er top. Final tip elevation of lightning rod to be 399-ft.

ETS, PLLC Job No. 26144986.STR.9130 Rev. 1 July 30, 2026

Appendix A

Verification of Design Loads

ASCE Hazards Report Address:

No Address at This Location

Standard: ASCE/SEI 7-10 Latitude: 34.909141

Risk Category: II Longitude: -78.731622

Soil Class: D - Stiff Soil Elevation: 110.15813534264554 ft

(NAVD 88)

Wind

Results:

Wind Speed 125 Vmph

10-year MRI 76 Vmph

25-year MRI 84 Vmph

50-year MRI 93 Vmph

100-year MRI 102 Vmph

Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1–CC-4, and Section 26.5.2, incorporating errata of March 12, 2014Date Accessed: Wed Feb 18 2026

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years).

Site is in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. Glazed openings need not be protected against wind-borne debris.

Page 1 of 3https://ascehazardtool.org/ Wed Feb 18 2026 https://ascehazardtool.org/

SS : 0.229

S1 : 0.098

Fa : 1.6

Fv : 2.4

SMS : 0.366

SM1 : 0.236

SDS : 0.244

SD1 : 0.157

TL : 8

PGA : 0.115

PGA M : 0.181

FPGA : 1.57

Ie : 1

Seismic Design Category: C Design Response Spectrum

S (g) vs T(s)a

MCE Response SpectrumR

S (g) vs T(s)a

Seismic

D - Stiff SoilSite Soil Class:

Results:

Data Accessed: Wed Feb 18 2026

Date Source:

USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS.

Page 2 of 3https://ascehazardtool.org/ Wed Feb 18 2026

Ice

Results:

Data Source:

Date Accessed:

Ice Thickness: 0.75 in.

Concurrent Temperature: 15 F

Gust Speed 30 mph

Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8

Wed Feb 18 2026

Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values.

Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.

Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values.

The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard.

In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool.

Page 3 of 3https://ascehazardtool.org/ Wed Feb 18 2026

ETS, PLLC Job No. 26144986.STR.9130 Rev. 1 July 30, 2026

Appendix B

Site Vicinity and Location Map