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c. Additional Standards for New Wireless Support Structures and Substantial Modifications Requiring Special Use Permits Where Special Use Permits are required, all of the following standards shall be applied, and all requirements must be met. Additional conditions may be determined to mitigate negative impacts and the permit should be approved only if all negative impacts by mitigated. 1. The applicant shall provide evidence that collocating new antennae and equipment on an existing wireless support structure or structures within the applicant’s search ring is not reasonably feasible. For the purposes of this section, collocation on an existing wireless support structure is not reasonably feasible if the collocation is technically or commercially impractical or the owner of the existing wireless support structure is unwilling to enter into a contract for such use at fair market value. Please see the Alternative Candidate Analysis by Keith Powell of Optima Towers attached hereto as Exhibit “6” and incorporated herein by reference. In addition, please see the T-Mobile Propagation Maps and Search Ring attached hereto as Exhibit “7” and incorporated herein by reference. 2. The applicant shall conduct a balloon test prior to the submittal of simulated photographic evidence of the proposed appearance of the wireless support structure and wireless facilities. The applicant shall arrange to raise a colored balloon no less than three (3) feet in diameter at the maximum height of the proposed wireless support structure. The balloon test shall provide the basis for simulated photographic evidence from four vantage points and a statement as to the potential visual and aesthetic impacts on all adjacent residential zoning districts. The simulation shall include overall height; configuration; physical location; mass and scale; materials and color (including proposals for stealth structures); and illumination. Please see the Balloon Study and Photo Simulations attached hereto as Exhibit “8” and incorporated herein by reference . 3. Wireless support structures shall be monopole or unipole construction; guyed or lattice-type towers are prohibited. As shown in the Design Drawings in Exhibit “4”, the proposed facility is of a monopole-style design and thus complies with this requirement. 4. All wireless equipment, including any feed lines, antennas, and accessory equipment, must be enclosed in the tower cannister, camouflaged, screened, obscured, mounted flush, or otherwise not readily apparent to a casual observer. As shown on sheet A-3 of Exhibit ‘1”, all wireless equipment will be secured by an 7 ft. chain-link fence topped with three strands of barbed wire as an anti-climbing device for a total height of 8 ft. As shown in the Site Plan and Drawings in Exhibit “1”, the proposed facility is located in a densely wooded area that screens the structure from sight. In addition, please see the Balloon Study and Photo Simulations in Exhibit “8” as further evidence of the proposed facility’s minimal visual impact. 5. Wireless support structures located within general residential districts (RA, AR, R-20, R-20S, R-15, R-10, R-7, or R-5) shall be required to utilize faux tree stealthing except where a structure is proposed in an area containing such dense existing tree clusters that the structure is not visible from existing single- family or duplex residential uses and/or platted lots located within a general residential district. Faux structures shall be designed to match a species of tree located within the existing cluster of trees in which a structure is proposed. I. A wireless support structure may be exempted from this requirement only by the Board of Commissioners as a condition of approval on the special use permit. As shown in the Site Plan and Drawings in Exhibit “1”, the proposed facility is located in a densely wooded area that screens the structure from sight. In addition, please see the Balloon Study and Photo Simulations in Exhibit “8” as further evidence of the proposed facility’s minimal visual impact. In addition to these exhibits, we have also included the following: a Copy of the Current Tax Map, attached hereto as Exhibit "9" and incorporated herein by reference; the Site Survey by North Carolina Professional Land Surveyor Jonathan L. Wayne attached hereto as Exhibit "10" and incorporated herein by reference; the adjacent owners and uses attached hereto as Exhibit "11" and incorporated herein by reference; the Traffic Impact Worksheet attached hereto as Exhibit "12" and incorporated herein by reference; the Recorded Deed attached hereto as Exhibit “13” and incorporated herein by reference; and the Property Owner Authorization letter, attached hereto as Exhibit "14" and incorporated herein by reference. On behalf of Optima Towers, we thank you very much for your time and consideration in the review of this application. If you have any questions or if we can provide any additional information, please call me on my direct line at (843) 414-9754 or on my mobile at (843) 813- 0103. We look forward to working with you and your staff on this project for Optima Towers. We respectfully request that this application be placed on the March 5, 2026, agenda of the New Hanover County Planning Board. With warmest regards, I am Yours very truly, Exhibit “1” Exhibit “2” Products for a Growing World of Technology® 1 Fairholm Avenue Peoria, IL 61603 USA Phone: (309)-566-3000 Fax: (309)-566-3079 November 11, 2025 Optima Towers IV, LLC PO Box 2041 Mt. Pleasant, SC 29465 Attn: Keith Powell Reference: 180 FT O.A.H. Tapered Steel Pole NC-1054-A Castle Hayne, NC 250760 To Whom It May Concern, The referenced Pole is designed to meet the specified loading requirements in accordance with ANSI/TIA-222-H for a 143 mph 7-16 Ultimate Wind Speed with no ice and a 30 mph 3-second gust wind speed with 0.50 inches radial ice, Risk Category II, Exposure Category B, and Topographic Category 1. It is our understanding that the design of the referenced Pole requires consideration of a contained fall radius in the event that a catastrophic wind speed would result in collapse. Although the Pole will not be designed to fail, stronger sections where required by analysis are provided in the lower sections of the Pole. This will result in an increased safety factor in the lower sections of the Pole. This design will enable the Pole to fail through a combination of bending and buckling in the upper portion of the Pole under a catastrophic wind loading. Failure in this manner would result in the upper portion of the Pole folding over the lower portion, resulting in a fall radius no greater than 100 feet. Please contact us at your convenience should you have further questions concerning the safety of Pole structures or other aspects of Pole design. Sincerely, Allen Schneider, P.E. Senior Design Engineer 11/11/2025 Exhibit “3” Ocotber 27, 2025 Optima Towers IV, LLC P.O. Box 2041 Mt. Pleasant, SC 29465 Attention: Mr. Keith Powell Subject: National Environmental Policy Act Compliance Proposed 185-Foot (Overall Height with Appurtenances) Monopole Telecommunications Structure Optima Towers IV, LLC Site – Castle Hayne (NC-1054-A) Angus Drive Castle Hayne, New Hanover County, North Carolina ECA Project No. 25-003411 Dear Mr. Powell: Environmental Corporation of America (ECA) has been contracted by Optima Towers to prepare Federal Communications Commission (FCC) National Environmental Policy Act (NEPA) documentation for the referenced telecommunications facility. ECA conducts FCC NEPA evaluations in accordance with FCC Rules contained in 47 CFR 1.1301 through 1.1320. The FCC NEPA evaluation for the referenced project has not identified any actions associated with the project that would have a significant effect on the quality of the human environment that would require the completion an Environmental Assessment. The radio frequency emissions from the antennas array(s), a proposed by Optima Towers at the subject facility will comply with FCC standards individually and cumulatively. A copy of the FCC NEPA report will be provided to Optima Towers for their records. Submittal of a copy of the report to the FCC is not required at this time. Thank you for the opportunity to be of service. Please contact us with any questions. Sincerely, Ryan Edson Senior NEPA Specialist Exhibit “4” Products for a Growing World of Technology® 1 Fairholm Avenue Peoria, IL 61603 USA Phone: (309)-566-3000 Fax: (309)-566-3079 DATE: NOVEMBER 11, 2025 PURCHASER: OPTIMA TOWERS IV, LLC PROJECT: 180FT TSP NC-1054-A CASTLE HAYNE, NC FILE NUMBER: 250760 I CERTIFY THAT THE ATTACHED DRAWINGS WERE PREPARED UNDER MY SUPERVISION IN ACCORDANCE WITH THE DESIGN AND LOADING CRITERIA SPECIFIED BY THE PURCHASER AND THAT I AM A REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF NORTH CAROLINA. THE REFERENCED FOUNDATION DESIGN IS BASED ON PRESUMPTIVE SOIL PARAMETERS. A GEOTECHNICAL SITE INVESTIGATION SHOULD BE PERFORMED PRIOR TO INSTALLATION FOR COMPETENT PROFESSIONAL EXAMINATION AND VALIDATION OF THE SUITABILITY OF THE PRESUMPTIVE SOIL PARAMETERS FOR THE SITE. 11/11/2025 Products for a Growing World of Technology® 1 Fairholm Avenue Peoria, IL 61603 USA Phone: (309)-566-3000 Fax: (309)-566-3079 November 11, 2025 Optima Towers IV, LLC PO Box 2041 Mt. Pleasant, SC 29465 Attn: Keith Powell Reference: 180 FT O.A.H. Tapered Steel Pole NC-1054-A Castle Hayne, NC 250760 To Whom It May Concern, The referenced Pole is designed to meet the specified loading requirements in accordance with ANSI/TIA-222-H for a 143 mph 7-16 Ultimate Wind Speed with no ice and a 30 mph 3-second gust wind speed with 0.50 inches radial ice, Risk Category II, Exposure Category B, and Topographic Category 1. It is our understanding that the design of the referenced Pole requires consideration of a contained fall radius in the event that a catastrophic wind speed would result in collapse. Although the Pole will not be designed to fail, stronger sections where required by analysis are provided in the lower sections of the Pole. This will result in an increased safety factor in the lower sections of the Pole. This design will enable the Pole to fail through a combination of bending and buckling in the upper portion of the Pole under a catastrophic wind loading. Failure in this manner would result in the upper portion of the Pole folding over the lower portion, resulting in a fall radius no greater than 100 feet. Please contact us at your convenience should you have further questions concerning the safety of Pole structures or other aspects of Pole design. Sincerely, Allen Schneider, P.E. Senior Design Engineer 11/11/2025 1 Fairholm Avenue Peoria, IL 61603 USA Phone 309-566-3000 FAX 309-566-3079 Toll Free 800-727-ROHN November 11, 2025 Optima Towers IV, LLC PO Box 2041 Mt. Pleasant, SC 29465 Attn: Keith Powell Reference: 180 FT Overall Height Tapered Steel Pole NC-1054-A Castle Hayne, NC File # 250760 To Whom It May Concern, ROHN is designing and manufacturing a 180’ tapered steel pole for the above referenced site. The pole is designed in accordance with TIA-222-H using an ASCE 7-16 wind speed of 143 mph, 0.50” radial ice at 30 mph, Structure Class II, Exposure Category B, Topographic Category 1 to support the following antenna loading at 180’: • (3) APXVAALL214M-U-J20 • (3) AIR 6419 • (3) RRU 4480 • (3) RRU 4460 • (1) RCMDC-6627-PF-48 • (1) VFA12-HD-MSFAA • (4) HYBRID CABLES • (1) MT1180M50VH [2 FT DISH, 11 GHz] W/ (1) IP-50E & (1) 1/2” CABLE The above proposed antenna loading that will be installed initially on the POLE is 83 ft2 (11,952 in2). The POLE and foundation are adequate to support the overall proposed design loading up to 113 ft2 (16,272 in2) at 180’ for future loading considerations. The fall radius consideration has not been verified with the new proposed loading conditions. If you have any questions, please let me know. Sincerely, Allen Schneider, P.E. Senior Design Engineer 11/11/2025 REV: DWN: ENG'R: DRAWING NO: DATE:CHK'D: DESCRIPTIONREV. FILE NO. REVISIONS DWN PRODUCTS LLC PEORIA, IL 61601-5999 TOLL FREE 800-727-ROHN PO BOX 5999 THIS DRAWING IS THE PROPERTY OF ROHN. IT IS NOT TO BE REPRODUCED, COPIED OR TRACED IN WHOLE OR IN PART WITHOUT OUR WRITTEN CONSENT. CHK APP SHEET #: PRJ. ENG'R:PRJ. MANG'R: R SWG DWG DWG B090548-SAND ANSI/TIA-222-G/H STANDARD FOUNDATION DESIGN NOTES 8/16/2019 1 1 OF 1 STANDARD FOUNDATION NOTES ANSI/TIA-222-G/H N (blows/ft) [blows/m] Φ (deg) Y (lb/ft3) [kN/m3] C (psf) [kPa] Ultimate Bearing (psf) [kPa] Ultimate Skin Friction (psf) [kPa] k (pci) [kN/m3] ε50 Shallow Fnds. Deep Fnds. 10 [33]30 110 [17]0 3000 [144] 7000 [335] 500 [24] 35 [9500]N/A GROUND WATER TABLE IS AT OR BELOW FOUNDATION DEPTH MAXIMUM FROST PENETRATION DEPTH LESS THAN FOUNDATION DEPTH 13.SPACERS SHALL BE ATTACHED INTERMITTENTLY THROUGHOUT THE ENTIRE LENGTH OF VERTICAL REINFORCING CAGES TO INSURE CONCENTRIC PLACEMENT OF CAGES IN EXCAVATIONS. 14.FOUNDATION DESIGNS ASSUME STRUCTURAL BACKFILL TO BE COMPACTED IN 8 INCH (200 mm) MAXIMUM LAYERS TO 95% OF MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM D698. ADDITIONALLY, STRUCTURAL BACKFILL MUST HAVE A MINIMUM COMPACTED UNIT WEIGHT OF 110 POUNDS PER CUBIC FOOT (17 kN/m3). 15.FOUNDATION DESIGNS ASSUME AN INSTALLATION ON A PROPERLY DRAINED LEVEL SITE. 16.FOUNDATION INSTALLATION SHALL BE SUPERVISED BY PERSONNEL KNOWLEDGEABLE AND EXPERIENCED WITH THE PROPOSED FOUNDATION TYPE. CONSTRUCTION SHALL BE IN ACCORDANCE WITH GENERALLY ACCEPTED INSTALLATION PRACTICES. 17.ALL CONSTRUCTION AND SAFETY EQUIPMENT AND TEMPORARY SUPPORTS REQUIRED FOR CONSTRUCTION SHALL BE DETERMINED, FURNISHED AND INSTALLED BY THE CONTRACTOR BASED ON THE MEANS AND METHODS CHOSEN BY THE CONTRACTOR. ALL CONSTRUCTION ACTIVITIES SHALL BE PREFORMED BY COMPETENT, QUALIFIED AND TRAINED PERSONNEL. 18.FOR FOUNDATION AND ANCHOR TOLERANCES SEE ANCHOR ROD LAYOUT DRAWING. 19.LOOSE MATERIAL SHALL BE REMOVED FROM BOTTOM OF EXCAVATION PRIOR TO CONCRETE PLACEMENT. SIDES OF EXCAVATION SHALL BE ROUGH AND FREE OF LOOSE CUTTINGS. 20.CONCRETE SHALL BE PLACED IN A MANNER THAT WILL PREVENT SEGREGATION OF CONCRETE MATERIALS, INFILTRATION OF WATER OR SOIL AND OTHER OCCURRENCES WHICH MAY DECREASE THE STRENGTH OR DURABILITY OF THE FOUNDATION. 21.FREE FALL CONCRETE MAY BE USED PROVIDED FALL IS VERTICAL DOWN WITHOUT HITTING SIDES OF EXCAVATION, FORMWORK, REINFORCING BARS, ANCHORAGES, FORM TIES, CAGE BRACING OR OTHER OBSTRUCTIONS. UNDER NO CIRCUMSTANCES SHALL CONCRETE FALL THROUGH WATER. 22.CONCRETE SHALL BE PLACED AGAINST UNDISTURBED SOIL EXCEPT FOR PIERS SUPPORTED ON SPREAD FOUNDATIONS. FORMS FOR PIERS SHALL BE REMOVED PRIOR TO PLACING STRUCTURAL BACKFILL. 23.CONSTRUCTION JOINTS, IF REQUIRED IN DRILLED PIER OR CAISSON FOUNDATIONS, SHALL BE AT LEAST 12 INCHES (305 mm) BELOW BOTTOM OF EMBEDMENTS AND MUST BE INTENTIONALLY ROUGHENED TO A FULL AMPLITUDE OF 1/4 INCH (6 mm). FOUNDATION DESIGN ASSUMES NO OTHER CONSTRUCTION JOINTS. 24.CONSTRUCTION JOINTS, IF REQUIRED AT THE BASE OF PIERS SUPPORTED ON SPREAD FOUNDATIONS, SHALL BE INTENTIONALLY ROUGHENED TO A FULL AMPLITUDE OF 1/4 INCH (6 mm). FOUNDATION DESIGN ASSUMES NO OTHER CONSTRUCTION JOINTS. 25.CASING, IF USED, SHALL NOT BE LEFT IN PLACE. EQUIPMENT, PROCEDURES, AND PROPORTIONS OF CONCRETE MATERIALS SHALL INSURE CONCRETE WILL NOT BE ADVERSELY DISTURBED UPON CASING REMOVAL. DRILLING FLUID, IF USED, SHALL BE FULLY DISPLACED BY CONCRETE AND SHALL NOT BE DETRIMENTAL TO CONCRETE OR SURROUNDING SOIL. CONTAMINATED CONCRETE SHALL BE REMOVED FROM TOP OF FOUNDATION AND REPLACED WITH FRESH CONCRETE. 26.TOP OF FOUNDATION SHALL BE SLOPED TO DRAIN WITH A FLOATED FINISHED. EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 3/4" X 3/4" (19 mm X 19 mm) MINIMUM. 27.FOR ANCHOR BLOCK TYPE FOUNDATIONS, FOR GUYED MASTS, ADDITIONAL CORROSION PROTECTION MAY BE REQUIRED FOR STEEL GUY ANCHORS IN DIRECT CONTACT WITH SOIL. DESIGN ASSUMES PERIODIC INSPECTIONS WILL BE PERFORMED OVER THE LIFE OF THE STRUCTURE TO DETERMINE IF ADDITIONAL ANCHOR CORROSION PROTECTION MEASURES SHALL BE IMPLEMENTED BASED ON OBSERVED SITE-SPECIFIC CONDITIONS. 1.STANDARD FOUNDATION DESIGNS ARE IN ACCORDANCE WITH ANSI/TIA-222-G/H, "STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS AND ANTENNA SUPPORTING STRUCTURES" FOR THE FOLLOWING PRESUMPTIVE SAND SOIL PARAMETERS: 2.THE PURCHASER SHALL VERIFY THAT ACTUAL SITE SOIL PARAMETERS MEET OR EXCEED ANSI/TIA-222-G/H PRESUMPTIVE SAND SOIL DESIGN PARAMETERS AND THAT THE DEPTH OF STANDARD FOUNDATIONS ARE ADEQUATE BASED ON THE FROST PENETRATION AND/OR ZONE OF SEASONAL MOISTURE VARIATION AT THE SITE. FOUNDATION DESIGN MODIFICATIONS MAY BE REQUIRED IN THE EVENT PRESUMPTIVE SAND SOIL PARAMETERS ARE NOT APPLICABLE FOR THE ACTUAL SUBSURFACE CONDITIONS ENCOUNTERED. 3.A SITE-SPECIFIC INVESTIGATION IS REQUIRED FOR CLASS III STRUCTURES IN ACCORDANCE WITH ANSI/TIA-222-G/H. 4.FOUNDATION DESIGNS ASSUME FIELD INSPECTIONS WILL BE PERFORMED BY THE PURCHASER'S REPRESENTATIVE TO VERIFY THAT CONSTRUCTION MATERIALS, INSTALLATION METHODS AND ASSUMED DESIGN PARAMETERS ARE ACCEPTABLE BASED ON THE CONDITIONS EXISTING AT THE SITE. 5.WORK SHALL BE IN ACCORDANCE WITH THE PROJECT CONSTRUCTION DOCUMENTS, LOCAL CODES, SAFETY REGULATIONS AND UNLESS OTHERWISE NOTED, THE LATEST REVISION OF ACI 318, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE". PROCEDURES FOR THE PROTECTION OF EXCAVATIONS, EXISTING CONSTRUCTION AND UTILITIES SHALL BE ESTABLISHED PRIOR TO FOUNDATION INSTALLATION. 6.CONCRETE MATERIALS SHALL CONFORM TO THE APPROPRIATE STATE REQUIREMENTS FOR EXPOSED STRUCTURAL CONCRETE. 7.PROPORTIONS OF CONCRETE MATERIALS SHALL BE SUITABLE FOR THE INSTALLATION METHOD UTILIZED AND SHALL RESULT IN DURABLE CONCRETE FOR RESISTANCE TO LOCAL ANTICIPATED AGGRESSIVE ACTIONS. THE DURABILITY REQUIREMENT OF ACI 318 SHALL BE SATISFIED BASED ON THE CONDITIONS EXPECTED AT THE SITE. AS A MINIMUM, CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4500 PSI (31.0 MPa) IN 28 DAYS. 8.MAXIMUM SIZE OF AGGREGATE SHALL NOT EXCEED SIZE SUITABLE FOR INSTALLATION METHOD UTILIZED OR 3/4 CLEAR DISTANCE BEHIND OR BETWEEN REINFORCING. WORKABILITY AND METHODS OF CONSOLIDATION SUCH AS VIBRATING SHALL BE UTILIZED TO PREVENT HONEYCOMBS OR VOIDS. 9.REINFORCEMENT SHALL BE DEFORMED AND CONFORM TO THE REQUIREMENTS OF ASTM A615 GRADE 60 UNLESS OTHERWISE NOTED. SPLICES IN REINFORCEMENT SHALL NOT BE ALLOWED UNLESS OTHERWISE INDICATED. 10.REINFORCING CAGES SHALL BE BRACED TO RETAIN PROPER DIMENSIONS DURING HANDLING, THROUGHOUT PLACEMENT OF CONCRETE AND DURING EXTRACTION OF TEMPORARY CASING. 11.WELDING IS PROHIBITED ON REINFORCING STEEL AND EMBEDMENTS. 12.MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE 3 INCHES (76 mm) UNLESS OTHERWISE NOTED. APPROVED SPACERS SHALL BE USED TO INSURE A 3 INCH (76 mm) MINIMUM COVER ON REINFORCEMENT. CONCRETE COVER FROM TOP OF FOUNDATION TO ENDS OF VERTICAL REINFORCEMENT SHALL NOT EXCEED 3 INCHES (76 mm) NOR BE LESS THAN 2 INCHES (51 mm). DATE: 1 REVISED TO ANSI/TIA-222-G/H 04/20/2022 ASSWG TSTower - v 6.1.5.0 Tower Analysis Program Licensed to: ROHN Products LLC (c) 1997-2025 TowerSoft www.TSTower.com Peoria, IL ______________________________________________________________________________________________________________ File: \\rohnfs3\jobs\2025\250760\ENGINEERING\250760.out Contract: 250760 Revision: 0 Project: 180 FT O.A.H. TSP Site: NC-1054-A CASTLE HAYNE- NC Date and Time: 11/11/2025 2:05:48 PM Engineer: AS Section A: PROJECT DATA Project Title: 180 FT O.A.H. TSP Customer Name: OPTIMA TOWERS IV- LLC Site: NC-1054-A CASTLE HAYNE- NC Contract No.: 250760 Revision: 0 Engineer: AS Date: Nov 11 2025 Time: 01:46:23 PM Design Standard: ANSI/TIA-222-H-2017 GENERAL DESIGN CONDITIONS Start wind direction: 0.00 (Deg) End wind direction: 315.00 (Deg) Increment wind direction: 45.00 (Deg) Elevation above ground: 0.00 (ft) Mean elevation of base of structure above sea level Zs: 22.00 (ft) Rooftop wind speed-up factor Ks: 1.00 Gust Response Factor Gh: 1.10 Risk category: II Exposure category: B Topographic category: 1 Material Density: 490.1(lbs/ft^3) Young's Modulus: 29000.0(ksi) Poisson Ratio: 0.30 Weight Multiplier: 1.06 WIND ONLY CONDITIONS: Basic Wind Speed (No Ice): 143.00(mph) Directionality Factor Kd: 0.95 Importance Factor I: 1.00 Wind Load Factor: 1.00 Dead Load Factor: 1.20 WIND AND ICE CONDITIONS: Basic Wind Speed (With Ice): 30.00(mph) Directionality Factor Kd: 0.95 Wind Load Importance Factor Iw: 1.00 Ice Thickness Importance Factor Ii: 1.00 Ice Thickness: 0.50 (in) Ice Density: 56.19(lbs/ft^3) Wind Load Factor: 1.00 Dead Load Factor: 1.20 Ice Load Factor: 1.00 WIND ONLY SERVICEABILITY CONDITIONS: Serviceability Wind Speed: 60.00(mph) Directionality Factor Kd: 0.85 Importance Factor I: 1.00 Wind Load Factor: 1.00 Dead Load Factor: 1.00 EARTHQUAKE CONDITIONS: Site class definition: D Spectral response acceleration Ss: 0.153 Spectral response acceleration S1: 0.068 Long-period transition period TL: 8.000 Accelaration-based site coefficient Fa: 1.600 Velocity-based site coefficient Fv: 2.400 Page A 1 ENGINEERING CHECKED BY: SY 11/11/2025 TSTower - v 6.1.5.0 Tower Analysis Program Licensed to: ROHN Products LLC (c) 1997-2025 TowerSoft www.TSTower.com Peoria, IL ______________________________________________________________________________________________________________ File: \\rohnfs3\jobs\2025\250760\ENGINEERING\250760.out Contract: 250760 Revision: 0 Project: 180 FT O.A.H. TSP Site: NC-1054-A CASTLE HAYNE- NC Date and Time: 11/11/2025 2:05:48 PM Engineer: AS Design spectral response acceleration Sds: 0.163 Design spectral response acceleration Sd1: 0.109 Seismic analysis method: 1 Fundamental frequency of structure f1: 0.297 Total seismic shear Vs (Kips) : 1.65 Analysis performed using: TowerSoft Finite Element Analysis Program Page A 2 TSTower - v 6.1.5.0 Tower Analysis Program Licensed to: ROHN Products LLC (c) 1997-2025 TowerSoft www.TSTower.com Peoria, IL ______________________________________________________________________________________________________________ File: \\rohnfs3\jobs\2025\250760\ENGINEERING\250760.out Contract: 250760 Revision: 0 Project: 180 FT O.A.H. TSP Site: NC-1054-A CASTLE HAYNE- NC Date and Time: 11/11/2025 2:05:48 PM Engineer: AS Section B: STRUCTURE GEOMETRY Total Height Bottom Diameter Top Diameter (ft) (in) (in) 179.00 58.50 22.50 Sect. Length Overlap Bot Dia. Top Dia. Thick. Sides Joint Type Yield Mass Calculated Corner No Stress Taper Radius (ft) (ft) (in) (in) (in) (ksi) (lbs) (in/ft) (in) 5 31.33 0.00 29.22 22.50 0.2500 18-sided Telescopic 65.0 2296.4 0.21439 2.38 4 32.00 3.83 34.76 27.89 0.2500 18-sided Telescopic 65.0 2846.3 0.21439 2.38 3 40.00 4.58 41.85 33.27 0.3125 18-sided Telescopic 65.0 5330.7 0.21439 2.50 2 48.00 5.50 50.33 40.04 0.3750 18-sided Telescopic 65.0 9235.6 0.21438 2.63 1 48.17 6.58 58.50 48.17 0.4375 18-sided Flange 65.0 12763.8 0.21439 3.25 Total Mass: 32472.7 Page B 1 TSTower - v 6.1.5.0 Tower Analysis Program Licensed to: ROHN Products LLC (c) 1997-2025 TowerSoft www.TSTower.com Peoria, IL ______________________________________________________________________________________________________________ File: \\rohnfs3\jobs\2025\250760\ENGINEERING\250760.out Contract: 250760 Revision: 0 Project: 180 FT O.A.H. TSP Site: NC-1054-A CASTLE HAYNE- NC Date and Time: 11/11/2025 2:05:48 PM Engineer: AS Section D: TRANSMISSION LINE DATA Transmission Lines Position No. Bot El Top El Desc. Radius Az. Orient. No. Shielded Shielded Antenna (ft) (ft) (ft) Lines 1 0.00 180.00 3/8" CABLE 3.00 0.00 0.00 1 No 0 2 0.00 180.00 LDF7P-50A 0.00 0.00 0.00 12 Yes 12 3 0.00 165.00 LDF7P-50A 0.00 0.00 0.00 9 Yes 9 4 0.00 150.00 LDF7P-50A 0.00 0.00 0.00 9 Yes 9 5 0.00 135.00 LDF7P-50A 0.00 0.00 0.00 9 Yes 9 Transmission Lines Details No. Desc. Width Depth Unit Mass (in) (in) (lb/ft) 1 3/8" CABLE 0.38 0.38 1.00 2 LDF7P-50A 2.01 2.01 0.92 3 LDF7P-50A 2.01 2.01 0.92 4 LDF7P-50A 2.01 2.01 0.92 5 LDF7P-50A 2.01 2.01 0.92 Utilization of the cross-section for TX Lines: 15.23% Page D 1 TSTower - v 6.1.5.0 Tower Analysis Program Licensed to: ROHN Products LLC (c) 1997-2025 TowerSoft www.TSTower.com Peoria, IL ______________________________________________________________________________________________________________ File: \\rohnfs3\jobs\2025\250760\ENGINEERING\250760.out Contract: 250760 Revision: 0 Project: 180 FT O.A.H. TSP Site: NC-1054-A CASTLE HAYNE- NC Date and Time: 11/11/2025 2:05:48 PM Engineer: AS Section F: POINT LOAD DATA Structure Azimuth from North:0.00 POINT LOADS No. Description Elev. Radius Azim. Orient. Vertical Tx Line Comments Offset (ft) (ft) (Deg) (Deg) (ft) 1 LIGHTNING ROD 180.00 0.00 0.0 0.0 0.00 2 CARRIER 180.00 1.10 0.0 0.0 0.00 3 CARRIER 165.00 1.10 0.0 0.0 0.00 4 CARRIER 150.00 1.10 0.0 0.0 0.00 5 CARRIER 135.00 1.10 0.0 0.0 0.00 POINT LOADS WIND AREAS AND WEIGHTS No. Description Frontal Lateral Frontal Lateral Weight Weight Gh Bare Area Bare Area Iced Area Iced Area Bare Iced (ft^2) (ft^2) (ft^2) (ft^2) (Kips) (Kips) 1 LIGHTNING ROD 1.00 1.00 2.00 2.00 0.10 0.20 1.10 2 CARRIER 113.00 113.00 188.00 188.00 4.40 9.20 1.10 3 CARRIER 93.50 93.50 159.00 159.00 4.65 10.90 1.10 4 CARRIER 82.50 82.50 146.00 146.00 3.60 7.05 1.10 5 CARRIER 85.50 85.50 149.00 149.00 3.85 7.95 1.10 Page F 1 TSTower - v 6.1.5.0 Tower Analysis Program Licensed to: ROHN Products LLC (c) 1997-2025 TowerSoft www.TSTower.com Peoria, IL ______________________________________________________________________________________________________________ File: \\rohnfs3\jobs\2025\250760\ENGINEERING\250760.out Contract: 250760 Revision: 0 Project: 180 FT O.A.H. TSP Site: NC-1054-A CASTLE HAYNE- NC Date and Time: 11/11/2025 2:05:48 PM Engineer: AS Section H: STRUCTURE DISPLACEMENT DATA Load Combination Wind Only - Serviceability Wind Direction Maximum displacements Elev. N-S Disp W-E Disp Vert.Disp N-S Rot W-E Rot Twist Rot (ft) (in) (in) (in) (deg) (deg) (deg) 179.00 -33.0 -31.4 -0.4 -1.61 1.74 -0.04 173.55 -31.0 -29.6 -0.3 -1.60 1.73 -0.04 168.10 -29.0 -27.8 -0.3 -1.59 1.71 -0.04 162.65 -27.1 -25.9 -0.3 -1.57 1.68 -0.03 157.20 -25.2 -24.2 -0.3 -1.54 1.64 -0.03 151.74 -23.3 -22.4 -0.2 -1.51 1.60 -0.03 147.91 -22.1 -21.2 -0.2 -1.48 1.57 -0.03 143.15 -20.5 -19.8 -0.2 -1.44 1.52 -0.03 138.38 -19.0 -18.4 -0.2 -1.39 1.46 -0.02 133.62 -17.6 -17.0 -0.2 -1.34 1.41 -0.02 128.85 -16.2 -15.7 -0.1 -1.28 1.34 -0.02 124.09 -14.9 -14.5 -0.1 -1.22 1.28 -0.02 119.50 -13.7 -13.3 -0.1 -1.17 1.21 -0.02 113.52 -12.2 -11.9 -0.1 -1.10 1.14 -0.01 107.54 -10.9 -10.6 -0.1 -1.03 1.07 -0.01 101.55 -9.6 -9.3 -0.1 -0.96 0.99 -0.01 95.57 -8.4 -8.1 -0.1 -0.89 0.92 -0.01 89.59 -7.3 -7.1 -0.1 -0.82 0.84 -0.01 84.09 -6.3 -6.2 0.0 -0.75 0.77 -0.01 76.90 -5.2 -5.1 0.0 -0.68 0.70 -0.01 69.72 -4.2 -4.1 0.0 -0.60 0.62 -0.01 62.54 -3.4 -3.3 0.0 -0.53 0.54 0.00 55.35 -2.6 -2.5 0.0 -0.46 0.47 0.00 48.17 -1.9 -1.9 0.0 -0.39 0.40 0.00 41.59 -1.4 -1.4 0.0 -0.33 0.34 0.00 34.66 -1.0 -1.0 0.0 -0.27 0.28 0.00 27.72 -0.6 -0.6 0.0 -0.21 0.22 0.00 20.79 -0.3 -0.3 0.0 -0.16 0.16 0.00 13.86 -0.2 -0.2 0.0 -0.10 0.11 0.00 6.93 0.0 0.0 0.0 -0.05 0.05 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 Page H 1 TSTower - v 6.1.5.0 Tower Analysis Program Licensed to: ROHN Products LLC (c) 1997-2025 TowerSoft www.TSTower.com Peoria, IL ______________________________________________________________________________________________________________ File: \\rohnfs3\jobs\2025\250760\ENGINEERING\250760.out Contract: 250760 Revision: 0 Project: 180 FT O.A.H. TSP Site: NC-1054-A CASTLE HAYNE- NC Date and Time: 11/11/2025 2:05:48 PM Engineer: AS Section K: POLE OUTPUT LOAD DATA Load Combination Max Envelope Wind Direction Maximum Elev. Axial Ld. Shear Ld. Torque Bend Mom. (ft) (kips) (kips) (kipsft) (kipsft) 179.00 10.60 8.39 8.81 13.03 173.55 10.60 8.39 8.75 58.28 173.55 11.22 8.90 8.74 58.18 168.10 11.22 8.90 8.68 106.20 168.10 16.98 12.34 11.85 108.74 162.65 16.98 12.34 11.78 175.64 162.65 24.41 16.70 15.95 178.99 157.20 24.41 16.70 15.85 268.93 157.20 25.16 17.25 15.83 268.77 151.74 25.16 17.25 15.74 361.68 151.74 30.06 20.80 19.11 364.13 147.91 30.06 20.80 19.04 443.11 147.91 34.44 23.83 21.84 445.12 143.15 34.44 23.83 21.74 557.25 143.15 35.39 24.33 21.73 557.07 138.38 35.39 24.33 21.64 671.55 138.38 38.70 26.44 23.43 672.84 133.62 38.70 26.44 23.34 797.28 133.62 45.71 30.91 27.74 800.69 128.85 45.71 30.91 27.65 947.20 128.85 46.57 31.35 27.63 946.99 124.09 46.57 31.35 27.55 1094.60 124.09 47.43 31.78 27.53 1094.41 119.50 47.43 31.78 27.46 1238.90 119.50 48.85 32.32 27.44 1238.68 113.52 48.85 32.32 27.35 1429.76 113.52 50.52 32.94 27.34 1429.52 107.54 50.52 32.94 27.26 1624.27 107.54 51.88 33.50 27.25 1624.05 101.55 51.88 33.50 27.18 1823.30 101.55 53.29 34.06 27.17 1823.09 95.57 53.29 34.06 27.10 2024.63 95.57 54.73 34.61 27.09 2024.44 89.59 54.73 34.61 27.03 2229.31 89.59 56.14 35.13 27.03 2229.15 84.09 56.14 35.13 26.98 2421.18 84.09 58.45 35.76 26.97 2421.00 76.90 58.45 35.76 26.92 2675.93 76.90 61.15 36.47 26.91 2675.75 69.72 61.15 36.47 26.86 2935.81 69.72 63.31 37.10 26.86 2935.64 62.54 63.31 37.10 26.82 3200.42 62.54 65.54 37.72 26.81 3200.28 55.35 65.54 37.72 26.78 3469.61 55.35 67.83 38.31 26.78 3469.49 48.17 67.83 38.31 26.74 3743.23 48.17 70.08 38.85 26.75 3743.13 41.59 70.08 38.85 26.72 3996.80 41.59 73.47 39.39 26.72 3996.71 34.66 73.47 39.39 26.70 4269.52 34.66 77.10 39.91 26.70 4269.44 27.72 77.10 39.91 26.68 4544.74 27.72 79.81 40.38 26.68 4544.69 20.79 79.81 40.38 26.67 4823.39 20.79 82.58 40.83 26.67 4823.36 13.86 82.58 40.83 26.66 5105.42 13.86 85.41 41.29 26.66 5105.41 Page K 1 TSTower - v 6.1.5.0 Tower Analysis Program Licensed to: ROHN Products LLC (c) 1997-2025 TowerSoft www.TSTower.com Peoria, IL ______________________________________________________________________________________________________________ File: \\rohnfs3\jobs\2025\250760\ENGINEERING\250760.out Contract: 250760 Revision: 0 Project: 180 FT O.A.H. TSP Site: NC-1054-A CASTLE HAYNE- NC Date and Time: 11/11/2025 2:05:48 PM Engineer: AS 6.93 85.41 41.29 26.66 5392.18 6.93 88.29 41.74 26.66 5392.19 0.00 88.29 41.74 26.66 5680.98 Base 89.74 42.14 26.66 5680.98 Page K 2 TSTower - v 6.1.5.0 Tower Analysis Program Licensed to: ROHN Products LLC (c) 1997-2025 TowerSoft www.TSTower.com Peoria, IL ______________________________________________________________________________________________________________ File: \\rohnfs3\jobs\2025\250760\ENGINEERING\250760.out Contract: 250760 Revision: 0 Project: 180 FT O.A.H. TSP Site: NC-1054-A CASTLE HAYNE- NC Date and Time: 11/11/2025 2:05:48 PM Engineer: AS Section L: STRENGTH ASSESSMENT DATA Load Combination Max Envelope Wind Direction Maximum Elev. Axial Ld. Axial Cap Moment Mom. Cap Assess. (ft) (kips) (kips) (kipsft) (kipsft) 179.00 10.60 1314.69 13.03 601.11 0.026 173.55 10.60 1383.59 58.28 666.13 0.091 173.55 11.22 1383.59 58.18 666.13 0.091 168.10 11.22 1452.48 106.20 734.48 0.148 168.10 16.98 1452.48 108.74 734.48 0.154 162.65 16.98 1513.76 175.64 802.12 0.225 162.65 24.41 1513.76 178.99 802.12 0.232 157.20 24.41 1563.63 268.93 866.43 0.319 157.20 25.16 1563.63 268.77 866.43 0.319 151.74 25.16 1611.88 361.68 932.21 0.397 151.74 30.06 1611.88 364.13 932.21 0.402 147.91 34.44 1622.82 445.12 947.62 0.483 143.15 34.44 1663.34 557.25 1006.50 0.566 143.15 35.39 1663.34 557.07 1006.50 0.567 138.38 35.39 1702.63 671.55 1066.33 0.643 138.38 38.70 1702.63 672.84 1066.33 0.646 133.62 38.70 1740.68 797.28 1127.01 0.722 133.62 45.71 1740.68 800.69 1127.01 0.728 128.85 45.71 1777.50 947.20 1188.48 0.814 128.85 46.57 1777.50 946.99 1188.48 0.814 124.09 46.57 1813.08 1094.60 1250.66 0.892 124.09 47.43 1813.08 1094.41 1250.66 0.893 119.50 48.85 2454.82 1238.68 1711.62 0.737 113.52 48.85 2520.82 1429.76 1824.66 0.796 113.52 50.52 2520.82 1429.52 1824.66 0.797 107.54 50.52 2584.87 1624.27 1939.75 0.850 107.54 51.88 2584.87 1624.05 1939.75 0.851 101.55 51.88 2646.98 1823.30 2056.73 0.900 101.55 53.29 2646.98 1823.09 2056.73 0.900 95.57 53.29 2707.13 2024.63 2175.45 0.944 95.57 54.73 2707.13 2024.44 2175.45 0.945 89.59 54.73 2765.34 2229.31 2295.75 0.985 89.59 56.14 2765.34 2229.15 2295.75 0.985 84.09 58.45 3542.25 2421.00 2972.39 0.826 76.90 58.45 3637.13 2675.93 3168.09 0.856 76.90 61.15 3637.13 2675.75 3168.09 0.857 69.72 61.15 3729.19 2935.81 3367.32 0.883 69.72 63.31 3729.19 2935.64 3367.32 0.884 62.54 63.31 3818.45 3200.42 3569.79 0.908 62.54 65.54 3818.45 3200.28 3569.79 0.909 55.35 65.54 3904.89 3469.61 3775.25 0.931 55.35 67.83 3904.89 3469.49 3775.25 0.932 48.17 67.83 3988.53 3743.23 3983.42 0.952 48.17 70.08 3988.53 3743.13 3983.42 0.953 41.59 73.47 4928.82 3996.71 4977.51 0.814 34.66 73.47 5033.27 4269.52 5238.01 0.826 34.66 77.10 5033.27 4269.44 5238.01 0.827 27.72 77.10 5135.11 4544.74 5502.14 0.837 27.72 79.81 5135.11 4544.69 5502.14 0.838 20.79 79.81 5234.33 4823.39 5769.66 0.848 20.79 82.58 5234.33 4823.36 5769.66 0.848 13.86 82.58 5330.93 5105.42 6040.33 0.857 13.86 85.41 5330.93 5105.41 6040.33 0.858 6.93 85.41 5424.92 5392.18 6313.91 0.866 6.93 88.29 5424.92 5392.19 6313.91 0.867 0.00 88.29 5516.29 5680.98 6590.15 0.875 Page L 1 TSTower - v 6.1.5.0 Tower Analysis Program Licensed to: ROHN Products LLC (c) 1997-2025 TowerSoft www.TSTower.com Peoria, IL ______________________________________________________________________________________________________________ File: \\rohnfs3\jobs\2025\250760\ENGINEERING\250760.out Contract: 250760 Revision: 0 Project: 180 FT O.A.H. TSP Site: NC-1054-A CASTLE HAYNE- NC Date and Time: 11/11/2025 2:05:48 PM Engineer: AS Section M: SECTION PROPERTIES DATA Elev. Diam. Width Thick. W/t Area S (ft) (in) (in) (in) (in^2) (in^3) 179.0 22.6 3.5 0.250 13.9 17.7 97.09 173.5 23.7 3.7 0.250 14.7 18.6 107.59 173.5 23.7 3.7 0.250 14.7 18.6 107.59 168.1 24.9 3.9 0.250 15.6 19.6 118.63 168.1 24.9 3.9 0.250 15.6 19.6 118.63 162.6 26.1 4.1 0.250 16.4 20.5 130.21 162.6 26.1 4.1 0.250 16.4 20.5 130.21 157.2 27.2 4.3 0.250 17.2 21.4 142.33 157.2 27.2 4.3 0.250 17.2 21.4 142.33 151.7 28.4 4.5 0.250 18.0 22.3 154.98 151.7 28.4 4.5 0.250 18.0 22.3 154.98 147.9 29.2 4.7 0.250 18.6 23.0 164.21 147.9 28.7 4.6 0.250 18.2 22.5 157.99 143.1 29.7 4.7 0.250 18.9 23.4 169.60 143.1 29.7 4.7 0.250 18.9 23.4 169.60 138.4 30.7 4.9 0.250 19.7 24.2 181.63 138.4 30.7 4.9 0.250 19.7 24.2 181.63 133.6 31.7 5.1 0.250 20.4 25.0 194.07 133.6 31.7 5.1 0.250 20.4 25.0 194.07 128.9 32.8 5.3 0.250 21.1 25.8 206.92 128.9 32.8 5.3 0.250 21.1 25.8 206.92 124.1 33.8 5.5 0.250 21.8 26.6 220.18 124.1 33.8 5.5 0.250 21.8 26.6 220.18 119.5 34.8 5.6 0.250 22.5 27.4 233.32 119.5 34.3 5.4 0.313 17.3 33.7 281.68 113.5 35.5 5.6 0.313 18.1 34.9 303.47 113.5 35.5 5.6 0.313 18.1 34.9 303.47 107.5 36.8 5.9 0.313 18.8 36.2 326.08 107.5 36.8 5.9 0.313 18.8 36.2 326.08 101.6 38.1 6.1 0.313 19.5 37.5 349.49 101.6 38.1 6.1 0.313 19.5 37.5 349.49 95.6 39.4 6.3 0.313 20.2 38.8 373.72 95.6 39.4 6.3 0.313 20.2 38.8 373.72 89.6 40.7 6.5 0.313 20.9 40.0 398.76 89.6 40.7 6.5 0.313 20.9 40.0 398.76 84.1 41.8 6.8 0.313 21.6 41.2 422.49 84.1 41.2 6.5 0.375 17.4 48.6 489.55 76.9 42.8 6.8 0.375 18.1 50.5 527.33 76.9 42.8 6.8 0.375 18.1 50.5 527.33 69.7 44.3 7.1 0.375 18.8 52.3 566.52 69.7 44.3 7.1 0.375 18.8 52.3 566.52 62.5 45.8 7.3 0.375 19.6 54.1 607.11 62.5 45.8 7.3 0.375 19.6 54.1 607.11 55.4 47.4 7.6 0.375 20.3 55.9 649.10 55.4 47.4 7.6 0.375 20.3 55.9 649.10 48.2 48.9 7.9 0.375 21.0 57.8 692.50 48.2 48.9 7.9 0.375 21.0 57.8 692.50 41.6 50.3 8.1 0.375 21.7 59.5 733.50 41.6 49.6 7.9 0.438 18.0 68.2 827.02 34.7 51.1 8.1 0.438 18.6 70.3 878.01 34.7 51.1 8.1 0.438 18.6 70.3 878.01 27.7 52.6 8.4 0.438 19.2 72.4 930.52 27.7 52.6 8.4 0.438 19.2 72.4 930.52 20.8 54.0 8.7 0.438 19.8 74.4 984.56 20.8 54.0 8.7 0.438 19.8 74.4 984.56 13.9 55.5 8.9 0.438 20.4 76.5 1040.13 13.9 55.5 8.9 0.438 20.4 76.5 1040.13 6.9 57.0 9.2 0.438 21.0 78.6 1097.22 6.9 57.0 9.2 0.438 21.0 78.6 1097.22 Page M 1 TSTower - v 6.1.5.0 Tower Analysis Program Licensed to: ROHN Products LLC (c) 1997-2025 TowerSoft www.TSTower.com Peoria, IL ______________________________________________________________________________________________________________ File: \\rohnfs3\jobs\2025\250760\ENGINEERING\250760.out Contract: 250760 Revision: 0 Project: 180 FT O.A.H. TSP Site: NC-1054-A CASTLE HAYNE- NC Date and Time: 11/11/2025 2:05:48 PM Engineer: AS 0.0 58.5 9.4 0.438 21.6 80.6 1155.83 Note: w/t values marked with * (asterisk) indicate width to thickness exceeding maximum allowable values by standards. Page M 2 TSTower - v 6.1.5.0 Tower Analysis Program Licensed to: ROHN Products LLC (c) 1997-2025 TowerSoft www.TSTower.com Peoria, IL ______________________________________________________________________________________________________________ File: \\rohnfs3\jobs\2025\250760\ENGINEERING\250760.out Contract: 250760 Revision: 0 Project: 180 FT O.A.H. TSP Site: NC-1054-A CASTLE HAYNE- NC Date and Time: 11/11/2025 2:05:48 PM Engineer: AS _ Appendix 1 Customer: OPTIMA TOWERS IV, LLC Project: 180 FT O.A.H. TSP Site: NC-1054-A CASTLE HAYNE, NC Engr. File: 250760 Build Code: ANSI/TIA-222-H-2016 Mat Foundation ver.3.0.9 Designed By: AS Date: 11 November, 2025 @ 02:21 PM Page i Design Parameters Load Case Description 1 2 3 4 5 Service Total Moment, ft-kips 5,680.98 5,574.11 512.53 264.75 256.86 900.71 Total Shear, kips 42.14 42.09 3.39 1.66 1.66 6.63 Total Tower Wt, kips 65.98 49.46 89.74 67.89 47.78 55.08 Max. Uplift, kips N/A N/A N/A N/A N/A N/A Shear, kips N/A N/A N/A N/A N/A N/A Max Download, kips N/A N/A N/A N/A N/A N/A Shear N/A N/A N/A N/A N/A N/A Soil L.F. 1.20 0.90 1.20 1.20 0.90 1.00 Concrete L.F. 1.20 0.90 1.20 1.20 0.90 1.00 Foundation Mat Pier Ht. AGL, ft 0.50 Thickness, ft 2.25 Height, ft 4.25 Depth, ft. 6.00 Width, ft 28.75 Diameter, ft 7.00 Pole EA, in 21.00 No. Piers 1 Butt OD, ft 4.88 Batter, in/ft 0.00 Shape Square Offset, in .00 Soil N/A Anchor Bolts Pocket Blow Count N/A Diameter, in 1.7500 Diameter, in N/A Inplace Unit Wt, pcf 110.00 No. 20 Thickness, ft N/A Submerged Unit Wt, pcf 60.00 Length, in 74.00 Friction Angle, φ, deg. 30.00 Bolt Circle, in 64.25 Cohesion, ksf N/A Projection, in 9.00 Uplift Angle, deg. 30.00 Concrete Rebar Fy Water Depth, ft None 28 Day Strength, ksi 4.50 Vertical, ksi 60.00 Dry Unit Wt, pcf 150.00 Circular, ksi 60.00 Ult Bearing Capacity, ksf 3.00 Wet Unit Wt, pcf 88.00 Horizontal, ksi 60.00 Results φ MN – Parallel Axis 6,092.22 ft-kips φ MN – Diagonal Axis 5,877.27 ft-kips Moment – Interaction Ratio 0.995 φ VN – Lateral Load 163.07 kips Lateral Load – Interaction Ratio 0.258 Final Mat Dimension : 28.75 x 28.75 x 2.25 ft. thick w/ (1) 7.00 ft. Square Pier Final Pocket Dimension : Pockets not required Total Volume of Concrete : 76.6 yd3 ENGINEERING CHECKED BY: SY 11/11/2025 Customer: OPTIMA TOWERS IV, LLC Project: 180 FT O.A.H. TSP Site: NC-1054-A CASTLE HAYNE, NC Engr. File: 250760 Build Code: ANSI/TIA-222-H-2016 Mat Foundation ver.3.0.9 Designed By: AS Date: 11 November, 2025 @ 02:21 PM Page ii OTM Capacity Controlling Load Case: 2 [Wind w/Min. Dead Load] Foundation Width = 28.75 ft MU = 5,847.7 ft-kips φMN, ft-kips x, ft N σur Parallel 6,092.2 9.830 0.342 3.00 Diagonal 5,877.3 16.811 0.413 3.00 φMN= 5,877.27 ft-kips IRatio = 0.995 φVN = 163.07 kips IRatio = 0.258 Mat Design γe = 125.00 pcf Moment, ft-kips/ft Shear, kips/ft Exterior Slab x, ft N σR, ksf Ps kips Psu kips DownLoad Side Uplift Side Download Side Uplift Side Parallel 10.564 0.367 2.09 14.66 0.00 83.67 57.76 14.97 10.21 Diagonal 16.855 0.415 2.24 14.66 0.00 52.11 32.78 13.14 7.93 Punching Shear Download Uplift Description Interior Edge Corner Interior Edge Corner bo, ft 35.33 N/A N/A N/A N/A N/A 2-Way Shear Vsu, psi 95.53 N/A N/A N/A N/A N/A φVc, psi 228.08 N/A N/A N/A N/A N/A IR 0.42 N/A N/A N/A N/A N/A 0.5*Mut, ft-kips 1,758.0 N/A Moment transfer to slab Be, ft 13.8 N/A Mu, ft-kips/ft 127.9 N/A Edge Distances: a = 14.38 ft. b = 14.38 ft. c = 14.38 ft. Summary Max. Value Utilization Mat Reinforcement Slab Moment, ft-kips/ft 127.86 0.978 Min. Steel Area (Strength) 1.222 in2/ft. Slab Shear, kips/ft 14.97 0.497 Min. Steel Area (Temperature) .292 in2/ft. Punching Shear, psi 95.53 0.419 Steel Strain Actual 0.017 Soil Bearing Required, σUR, ksf 2.98 0.994 Minimum Steel Strain Required 0.005 46 - #8 Horizontal bars equally spaced @7.53 in., each way, top and bottom, total of 184, As = 1.257 in2/ft Customer: OPTIMA TOWERS IV, LLC Project: 180 FT O.A.H. TSP Site: NC-1054-A CASTLE HAYNE, NC Engr. File: 250760 Build Code: ANSI/TIA-222-H-2016 Mat Foundation ver.3.0.9 Designed By: AS Date: 11 November, 2025 @ 02:21 PM Page iii Pier Design Controlling Load Case: 1 [Wind w/Max. Dead Load] C = 65.98 kips Vc = 42.14 kips Mc = 5,860.08 ft-kips T = .00 kips Vt = .00 kips Mt = .00 ft-kips Fy = 60.00 ksi Fyt = 60.00 ksi L.F. = 1.00 H = 84.00 in. Ds = 75.00 in. F'c = 4.50 ksi U = 1.00 Irs = Square *** NOTE: Pier cross section is Square *** SUMMARY OF ANALYSIS Minimum area of steel required = 38.902 in2 (Rhomin = 0.0055) Area of steel provided. = 40.537 in2 (Rhoactual = 0.0057) Maximum steel area limit = 443.343 in2 (Rhomax = 0.0628) (32) #10 Vertical Bars equally spaced w/ #5 Circular Ties @ 6” on center. CIRCULAR TIE DATA Vu < 0.85*Vc/2, shear reinforcement is not required Use maximum tie spacing specified in ACI 318, Section 7.10.5 for compression reinforcement. DEVELOPMENT LENGTH MODIFIERS FOR BAR DEVELOPMENT Modifier for tension development = 1.000 Modifier for compression development = 0.687 REQUIRED Ld = MODIFIER * BASIC Ld * ACI 318 MODIFIERS, (12 in. min.) Exhibit “5” Mail Processing Center Federal Aviation Administration Southwest Regional Office Obstruction Evaluation Group 10101 Hillwood Parkway Fort Worth, TX 76177 Aeronautical Study No. 2025-ASO-9420-OE Page 1 of 5 Issued Date: 06/09/2025 OPTIMA TOWERS IV, LLC KEITH POWELL P.O. Box 2041 Mt. Pleasant, SC 29465 ** DETERMINATION OF NO HAZARD TO AIR NAVIGATION ** The Federal Aviation Administration has conducted an aeronautical study under the provisions of 49 U.S.C., Section 44718 and if applicable Title 14 of the Code of Federal Regulations, part 77, concerning: Structure:Antenna Tower NC-1054-A Casttle Hayne County, State:New Hanover, North Carolina Collected Point(s): Label Latitude Longitude SE DET AGL AMSL NC-1054-A Casttle Hayne 34-18-46.50N 77-56-32.70W 23 Ft 199 Ft 222 Ft This aeronautical study revealed that the structure does not exceed obstruction standards and would not be a hazard to air navigation provided the following condition(s), if any, is(are) met: Emissions from this site must be in compliance with the parameters set by collaboration between the FAA and telecommunications companies and reflected in the FAA 5G C band compatibility evaluation process (such as power, frequencies, and tilt angle). Operational use of this frequency band is not objectionable provided the Wireless Providers (WP) obtain and adhere to the parameters established by the FAA 5G C band compatibility evaluation process. Failure to comply with this condition will void this determination of no hazard. See attachment for additional condition(s) or information. Based on this evaluation, marking and lighting are not necessary for aviation safety. However, if marking/ lighting are accomplished on a voluntary basis, we recommend it be installed in accordance with FAA Advisory circular 70/7460-1 M Change 1. This determination expires on 12/04/2026 unless: (a)the construction is started (not necessarily completed) and FAA Form 7460-2, Notice of Actual Construction or Alteration, is received by this office. (b)extended, revised, or terminated by the issuing office. (c)the construction is subject to the licensing authority of the Federal Communications Commission (FCC) and an application for a construction permit has been filed, as required by the FCC, within 6 months of the date of this determination. In such case, the determination expires on the date prescribed by the FCC for completion of construction, or the date the FCC denies the application. Page 2 of 5 NOTE: REQUEST FOR EXTENSION OF THE EFFECTIVE PERIOD OF THIS DETERMINATION MUST BE E-FILED AT LEAST 15 DAYS PRIOR TO THE EXPIRATION DATE. AFTER RE-EVALUATION OF CURRENT OPERATIONS IN THE AREA OF THE STRUCTURE TO DETERMINE THAT NO SIGNIFICANT AERONAUTICAL CHANGES HAVE OCCURRED, YOUR DETERMINATION MAY BE ELIGIBLE FOR ONE EXTENSION OF THE EFFECTIVE PERIOD. This determination is based, in part, on the foregoing description which includes specific coordinates, heights, frequency(ies) and power. Any changes in coordinates, heights, and frequencies or use of greater power, except those frequencies specified in the Colo Void Clause Coalition; Antenna System Co-Location; Voluntary Best Practices, will void this determination. Any future construction or alteration, including increase to heights, power, or the addition of other transmitters, requires separate notice to the FAA.This determination includes all previously filed frequencies and power for this structure. If construction or alteration is dismantled or destroyed, you must submit notice to the FAA within 5 days after the construction or alteration is dismantled or destroyed. This determination does include temporary construction equipment such as cranes, derricks, etc., which may be used during actual construction of the structure. However, this equipment shall not exceed the overall heights as indicated above. Equipment which has a height greater than the studied structure requires separate notice to the FAA. This determination concerns the effect of this structure on the safe and efficient use of navigable airspace by aircraft and does not relieve the sponsor of compliance responsibilities relating to any law, ordinance, or regulation of any Federal, State, or local government body. This aeronautical study included evaluation of a structure that exists at this time. Action will be taken to ensure aeronautical charts are updated to reflect the most current coordinates, elevation and height as indicated in the case description. A copy of this determination will be forwarded to the Federal Communications Commission (FCC) because the structure is subject to their licensing authority. If we can be of further assistance, please contact our office at 1-816-329-2525, or natalie.schmalbeck@faa.gov. On any future correspondence concerning this matter, please refer to Aeronautical Study Number 2025- ASO-9420-OE. Signature Control No: 655548472-662044943 ( DNE ) natalie.schmalbeck@faa.gov Technician Attachment(s) Additional Information Frequency Data Map(s) cc: FCC Page 3 of 5 Additional information for ASN 2025-ASO-9420-OE BASIS FOR DECISION Part 77 authorizes the FAA to evaluate a structure or object's potential electromagnetic effects on air navigation, communication facilities, and other surveillance systems. It also authorizes study of impact on arrival, departure, and en route procedures for aircraft operating under visual or instrument flight rules, as well as the impact on airport traffic capacity at existing public use airports. Broadcast in the 3.7 to 3.98 GHz frequency (5G C band) currently causes errors in certain aircraft radio altimeters and the FAA has determined they cannot be relied upon to perform their intended function when experiencing interference from wireless broadband operations in the 5G C band. The FAA has adopted Airworthiness Directives for all transport and commuter category aircraft equipped with radio altimeters that prohibit certain operations when in the presence of 5G C band. This determination of no hazard is based upon those mitigations implemented by the FAA and operators of transport and commuter category aircraft, and helicopters operating in the vicinity of your proposed location. It is also based on telecommunication industry and FAA collaboration on acceptable power levels and other parameters as reflected in the FAA 5G C band evaluation process. The FAA 5G C band compatibility evaluation is a data analytics system used by FAA to evaluate operational hazards related to aircraft design. The FAA 5G C band compatibility evaluation process refers to the process in which the telecommunication companies and the FAA have set parameters, such as power output, locations, frequencies, and tilt angles for antenna that mitigate the hazard to aviation. As the telecommunication companies and FAA refine the tools and methodology, the allowable frequencies and power levels may change in the FAA 5G C band compatibility evaluation process. Therefore, your proposal will not have a substantial adverse effect on the safe and efficient use of the navigable airspace by aircraft provided the equipment and emissions are in compliance with the parameters established through the FAA 5G C band compatibility evaluation process. Any future changes that are not consistent with the parameters listed in the FAA 5G C band compatibility evaluation process will void this determination of no hazard. Page 4 of 5 Frequency Data for ASN 2025-ASO-9420-OE LOW FREQUENCY HIGH FREQUENCY FREQUENCY UNIT ERP ERP UNIT 6 7 GHz 42 dBW 6 7 GHz 55 dBW 10 11.7 GHz 42 dBW 10 11.7 GHz 55 dBW 17.7 19.7 GHz 42 dBW 17.7 19.7 GHz 55 dBW 21.2 23.6 GHz 42 dBW 21.2 23.6 GHz 55 dBW 614 698 MHz 1000 W 614 698 MHz 2000 W 698 806 MHz 1000 W 806 824 MHz 500 W 806 901 MHz 500 W 824 849 MHz 500 W 851 866 MHz 500 W 869 894 MHz 500 W 896 901 MHz 500 W 901 902 MHz 7 W 929 932 MHz 3500 W 930 931 MHz 3500 W 931 932 MHz 3500 W 932 932.5 MHz 17 dBW 935 940 MHz 1000 W 940 941 MHz 3500 W 1670 1675 MHz 500 W 1710 1755 MHz 500 W 1850 1910 MHz 1640 W 1850 1990 MHz 1640 W 1930 1990 MHz 1640 W 1990 2025 MHz 500 W 2110 2200 MHz 500 W 2305 2310 MHz 2000 W 2305 2360 MHz 2000 W 2345 2360 MHz 2000 W 2496 2690 MHz 500 W 3700 3980 MHz 1640 W Page 5 of 5 Verified Map for ASN 2025-ASO-9420-OE Exhibit “6” Optima Towers IV, LLC Site: NC-1054-A Castle Hayne Alternative Candidate Analysis Optima Towers IV, LLC (Optima) submits this document to address alternative candidates it considered during its selection process. T-Mobile, Optima’s anchor tenant, has a specific search ring in an area along and between Angus Drive, Rock Hill Road, and I-140 with a requested antenna centerline of 170-190-ft agl. Existing Structures in the Search Ring Optima Towers was able to confirm there are no existing towers, or other structures close to 180- ft. in height within the specified search ring, nor within a reasonable distance outside of the search ring. Additionally, the nearest towers are more than 2.1 miles away to NE, 2.0 Miles away to SSE, and 2.3 miles away to SW. A water tank is located 1.0 miles to NNE. The search ring is attached below and is noted as Exhibit 1, as noted no existing towers are located in search ring. Exhibit 1 Existing Structures outside of the Search Ring Optima Towers then located the nearest existing tower locations as shown on the attached map, Exhibit 2, within in an approximate radius of 2-miles: Exhibit 2 This above Exhibit 2 map illustrates the existing structures within a 2-mile radius from the proposed search ring center, and as shown on the map, there are no existing towers within 2 miles of the search ring and only 1 elevated structure close to the height required to meet the antenna centerline. The closest structure is a 150-ft water tower, 1.0 miles to the NNE of the search ring and will not cover the intended area. The remaining structures are located over 2- miles away, a 150-ft monopole owned by American Tower 2.1 miles away to NE, a 160-ft monopole owned by Crown 2.0 Miles away to SSE, and a 310-ft self-support tower owned by American Tower 2.3 miles away to SW. T-Mobile is located on all three of these structures and these existing sites will not cover the intended area. Additionally, as stated above, the existing water tank does not provide adequate coverage to the search ring area. Conclusion As noted above, there are no existing structures of within the described search ring. Additionally, the existing towers 1) to the NE is 2.1 miles away, 2) to the SSE 2.0 miles away, 3) to the SW 2.3 miles away, and 4) an elevated water tank to the N 1.0 miles away; all structures and towers are too far to cover the intended coverage area. T-Mobile is located on all three of these structures and these existing sites will not cover the intended area. Optima Towers IV, LLC has leased a property from a willing landlord whose property will be developed in accordance with County regulations. I certify that the foregoing is true and correct: Keith Powell, on behalf of Optima Towers IV, LLC Exhibit “7” T-Mobile ConfidentialNER-South RF ENGINEERING2 Existing coverage T-Mobile ConfidentialNER-South RF ENGINEERING3 Planned coverage @180’ RC Exhibit “8” Photosim Location Map Green = Partially Visible Red = Not Visible %DOORRQ PKoto $SSro[ $nJXs 6iPXlation %alloon PKoto $SSro[ d $SSro[ $nJXs Rd #3 %alloon PKoto $SSro[ %alloon PKoto %elt Rd RoFk d %alloon PKoto $SSle Rd Rd %alloon PKoto %rier Rd 6toney Rd $SSro[ It aZay Not Visible Balloon PKoto RoFkKill Rd near 6toney Rd RoFkKill Rd Near 6torey Rd %alloon PKoto d 6alYador :ay $SSro[ $Zay Not Visible %alloon PKoto d :est oI Exhibit “9” ArcGIS Web Map The information made available by this service originates from the county's building permitting and inspections records. This GIS rendering is refreshed on a monthly basis. New Hanover County, NC Property Owners Addresses Major Roads Roads Municipal Boundaries Parcel Boundaries Aerials2025 Red: Band_1 Green: Band_2 Blue: Band_3 5/22/2025, 5:51:52 PM 0 0.04 0.070.02 mi 0 0.06 0.110.03 km 1:2,057 Exhibit “10” Exhibit “11” Parcel ID Property Owner Mailing Address Use R02500-001-048-000Gerald M. and Pamela S. Latter 3515 Angus Drive, Castle Hayne, NC 28429 Rural Residential R02500-001-068-000Dakota Realty LLC 24 Old Dock Road, Yaphank, NY 11980 Rural Residential R02500-001-003-001Timothy John Richard 3490 Angus Drive, Castle Hayne, NC 28429 Vacant Undeveloped R02500-001-003-000Richard and Gary Dale etal 124 Lake View Lane, Wallace, NC 28466 R02500-001-002-000Christopher L. Dale 3506 Angus Drive, Castle Hayne, NC 28429 Rural Residential R02500-001-001-000Hoosier Daddy LLC 8620 River Road, Wilmington, NC 28412 Rural Residential R02500-001-010-000KG Plaza LLC 8620 River Road, Wilmington, NC 28412 R02500-001-049-000Wayne M. and Joan K. Brown 3600 Angus Drive, Castle Hayne, NC 28429 Rural Residential Exhibit “12” ------------------------------ Traffic Impact Worksheet Prior to submission ofnonresidential site plan, this worksheet must be prepared. A Traffic Impact Analysis will be required for all projects generating 100 peak hour trips or more. The scope ofthe TIA shall be determined by concurrence ofthe Planning Director, the MPO coordinator and NCDOT traffic engineer. Any mitigation measures required must be included in the final site plan submitted for review. PROJECT NAME Optima Towers site NC-1054 Castle Hayne PROJECT ADDRESS 3516 Angus Drive DEVELOPER/OWNER Optima Towers IV LLC EXISTING ZONING R20 GROSS FLOOR AREA _10-'-,_00_0 ________ sq. ft. NEAREST INTERSECTION Angus Drive & Chair Road BEFORE PROPOSED PROJECT Average Daily Traffic (Date) n/a (>1.34 miles away) LEVEL OF SERVICE (LOS) _______ ITE MANUAL TRAFFIC GENERATION ESTIMATE: *ITE Manual available at Planning Department USE AND VARIABLES: Wireless communications facility (Example: Racquet Club; 8 courts; Saturday peaks) AM PEAK HOUR TRIPS _<=_1__ PM PEAK HOUR TRIPS _<=_1__ (Traffic generation of1 00 peak hour trips wi/I require Traffic Imp' ct Analysis Scoping meeting with Planning Department) Keith Powell Person Providing Estimate Peak Hour estimate confirmed by Planning & Zoning on _________________ (Date) By __________________________ 140 140 C a s t l e H a y n e R d C a s t l e H a y n e R d C a s t l e H a y n e R d C a s t l e H a y n e R d NCDOT AADT Map Sources: Esri, TomTom, Garmin, FAO, NOAA, USGS, © OpenStreetMap contributors, and the GIS User Community NCDOT AADT Stations Interstates NC Hwys Ramps NCDOT AADT Traffic Segments Secondary Non-System 2,000 - 4,999 NCDOT AADT Traffic Segments Primaries 10,000 - 19,999 NCDOT AADT Traffic Segments Interstates 20,000 - 34,999 Traffic_Analysis_PTC 10/23/2025, 2:52:03 PM 0 0.25 0.50.13 mi 0 0.4 0.80.2 km 1:18,056 Esri Community Maps Contributors, State of North Carolina DOT, Esri, TomTom, Garmin, SafeGraph, GeoTechnologies, Inc, METI/NASA, USGS, EPA, NPS, US Census Bureau, USDA, USFWS | NCDOT Traffic Survey Group staff collected, analyzed, processed and Exhibit “13” Exhibit “14” To: Zoning Administrator City orWilmington 102 North 3rd Street Wilmington, NC 28402 From: Christopher L. Dale 3509 Angus Dr. Castle Hayne, NC 28429 Re: Zoning and Permit filings Dear Sir, I, Christopher L. Dale, O\\'Iler, hereby give Optima Towers IV, LLC [Keith Powell], and its attomey(s), Jonathan Yates, authorization to sign for all building and zoning applications, including but not limited to conditional-use or special exception applications, for New Hanover County (TMS) # R02500-001-009-000 in respect to their proposed communications facility located in New Hanover County. Sincerely, Date: