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Home My WebLink AboutAPPROVED ADAMS RANCH_237546_16280499_Structural Analysis_09-09-2021June 15, 2021 FL COA# 31011 John Scandura Tower Engineering Professionals Verizon Wireless 326 Tryon Road 4700 Exchange Court, Suite 100 Raleigh, NC 27603 Boca Raton, FL 33431 (919) 661-6351 SDD@tepgroup.net Subject: Structural Modification Analysis Report Verizon Wireless Designation: Carrier Site Number: 237546 Carrier Site Name: Adams Ranch Engineering Firm Designation: TEP Project Number: 152906.551427 Site Data: 21715 Orange Avenue, Fort Pierce, St. Lucie County, FL 34945 Latitude 27° 26' 26.79”, Longitude -80° 32' 51.31” 300 Foot - Guyed Tower Dear John Scandura, Tower Engineering Professionals is pleased to submit this “Structural Modification 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, under the following load case, to be: LC2: Existing + Proposed + Reserved Loading with Proposed Modifications Sufficient Capacity Note: See Table 1 for the existing and proposed loading The analysis has been performed in accordance with the ANSI/TIA-222-H Structural Standard for Antenna Supporting Structures, Antennas, and Small Wind Turbine Support Structures and the 2020 Florida Building Code, 7th Edition. All modifications and equipment proposed in this report shall be installed in accordance with the appurtenances listed in Table 1 and attached drawings for the determined available structural capacity to be effective. We at Tower Engineering Professionals appreciate the opportunity of providing our continuing professional services to you and Verizon Wireless. If you have any questions or need further assistance on this or any other projects, please give us a call. Structural analysis prepared by: Jessica Moebs, P.E. / ECL Respectfully submitted by: Shawn Hoffmeyer, P.E. Structure Capacity Foundation Capacity 97.2% 49.0% June 15, 2021 300-ft Guyed Tower Structural Modification Analysis Report 237546 - Adams Ranch TEP Project Number 152906.551427 Page 2 tnxTower report - version 8.1.1.0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Existing and 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 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Additional Calculations 7) APPENDIX C Structural Design Drawings June 15, 2021 300-ft Guyed Tower Structural Modification Analysis Report 237546 - Adams Ranch TEP Project Number 152906.551427 Page 3 tnxTower report - version 8.1.1.0 1) INTRODUCTION This tower is a 300-ft guyed tower design by Rohn and mapped by Tower Engineering Professionals in June of 2019. The tower has been modified multiple times in the past to accommodate additional loading. All information provided to TEP was to be assumed accurate and complete. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 153 mph Exposure Category: C Topographic Factor: 1.0 Service Wind Speed: 60 mph Table 1 - Existing and Proposed Antenna and Cable Information Existing/ Proposed/ Reserved Mount Level (ft) Ant CL (ft) Qty Antenna Model Mount Type Qty Coax Coax Size Coax Location Owner/ Tenant Existing 297.0 306.0 1 BCD-80612 6’ Standoff 1 1-5/8 AB Face Verizon Proposed 284.8 288.0 3 Ericsson VZE01 12.5-ft Sector Mount w/ Modifications 2 12x24 Hybrid CA Face Verizon 3 Ericsson 4449 B5/B13 3 Ericsson 8843 B2/B66A 2 Raycap RHSDC-6627-PF-48 Existing 284.8 288.0 6 CSS Antenna X7CQAP-665-V 14 1-5/8 CA Face Verizon 3 JMA Wireless DBC-67C-U-1SF To Be Removed 284.8 288.0 3 Antel X7-666-4 - - - - Verizon Existing 127.0 127.0 1 Andrew UHX6-59-P3A/L-P Pipe Mount 1 EW63 CA Face Verizon Existing 115.0 115.0 1 Andrew P4-57W-PXA/A Pipe Mount 1 EW63 AB Face Verizon June 15, 2021 300-ft Guyed Tower Structural Modification Analysis Report 237546 - Adams Ranch TEP Project Number 152906.551427 Page 4 tnxTower report - version 8.1.1.0 3) ANALYSIS PROCEDURE Table 2 - Documents Provided Document Remarks Source Tower Reinforcement Drawings Excell Communications, Inc., dated February 2, 2010 Verizon Tower Reinforcement Drawings Kimley-Horn and Associates, Inc., dated September 1, 2016 KHA Job #: 044048141 Verizon Tower Mapping Report Tower Engineering Professionals dated June 11, 2019 TEP No: 152906.261285 Verizon Structural Analysis Report CBVR Telecom Design Group, dated June 26, 2019 CBVR Project Number: VZW.072.19 Verizon Previous Structural Analysis Tower Engineering Professionals dated April 16, 2021 TEP No: 152906.498968 TEP Correspondence Correspondence from Verizon Wireless in reference to the existing, proposed, and reserved loading. Verizon 3.1) Analysis Method tnxTower (version 8.1.1.0), 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) The tower and foundation were built in accordance with the manufacturer’s specifications. 2) The tower and foundation have been maintained in accordance with the manufacturer’s specification. 3) All tower components are in sufficient condition to carry their full design capacity. 4) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is left to the carrier or tower owner to ensure conformance. 5) All antenna mounts and mounting hardware are structurally sufficient to carry the full design capacity requirements of appurtenance wind area and weight as provided by the original manufacturer specifications. It is the carrier’s responsibility to ensure compliance to the structural limitations of the existing and/or proposed antenna mounts. TEP did not analyze antennas supporting mounts as part of this structural analysis report. 6) Unless specified by the client or tower mapping, the location of the existing and proposed coax is assumed by TEP and listed in Table 1. 7) The original tower geometry, foundation information, and geotechnical values were assumed correct per the structural analysis performed by CBVR Telecom Design Group, dated June 26, 2019. 8) TEP assumes that the leg modifications by Kimley Horn and Associates and by Excell Communications were designed to properly terminate at the flanges and adequately transfer the load to the tower sections above and below. This analysis may be affected if any assumptions are not valid or have been made in error. Tower Engineering Professionals should be notified to determine the effect on the structural integrity of the tower. June 15, 2021 300-ft Guyed Tower Structural Modification Analysis Report 237546 - Adams Ranch TEP Project Number 152906.551427 Page 5 tnxTower report - version 8.1.1.0 4) ANALYSIS RESULTS Table 3 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) ΦPallow (K) % Capacity Pass / Fail T1 300 - 287.341 Leg ROHN 2 X-STR 2 -7.16 46.05 15.6 Pass T2 287.341 - 280 Leg ROHN 2 X-STR 23 -35.95 69.78 51.5 Pass T3 280 - 260 Leg ROHN 2 X-STR 50 -36.75 46.05 79.8 Pass T4 260 - 240 Leg ROHN 2 X-STR 82 -33.30 46.05 72.3 Pass T5 240 - 220 Leg ROHN 2 X-STR 115 -55.14 62.91 87.6 Pass T6 220 - 200 Leg ROHN 2.5 EH w/ 3XS Half Sleeve Note 1 Note 1 Note 1 77.4 Pass T7 200 - 180 Leg ROHN 2 X-STR w/ 3'' X- STR Half-Sleeve Note 1 Note 1 Note 1 64.3 Pass T8 180 - 160 Leg ROHN 2 X-STR 286 -37.66 46.05 81.8 Pass T9 160 - 140 Leg ROHN 2.5 STD 320 -55.70 75.22 74.0 Pass T10 140 - 120 Leg ROHN 2.5 STD 377 -56.17 75.22 74.7 Pass T11 120 - 100 Leg ROHN 2.5 STD 435 -53.97 61.33 88.0 Pass T12 100 - 80 Leg ROHN 2.5 STD 467 -56.78 75.22 75.5 Pass T13 80 - 60 Leg ROHN 2.5 STD 523 -58.93 75.22 78.4 Pass T14 60 - 40 Leg ROHN 2.5 X STR 581 -74.09 85.78 86.4 Pass T15 40 - 20 Leg ROHN 2.5 X STR 614 -74.36 85.78 86.7 Pass T16 20 - 4.81771 Leg ROHN 2.5 X STR 646 -64.98 85.78 75.8 Pass T17 4.81771 - 0 Leg ROHN 2.5 X STR 673 -57.10 112.31 50.8 Pass T1 300 - 287.341 Diagonal ROHN 1.5 x 16GA 11 -2.96 6.16 48.1 Pass T2 287.341 - 280 Diagonal L2x2x1/4 33 -6.79 20.62 32.9 Pass T3 280 - 260 Diagonal ROHN 1.5 x 16GA 73 -3.95 6.16 64.2 Pass T4 260 - 240 Diagonal ROHN 1.5 x 16GA 92 -3.18 6.16 51.7 Pass T5 240 - 220 Diagonal ROHN 1.5 x 16GA 126 -3.30 6.16 53.6 Pass T6 220 - 200 Diagonal ROHN 1.5 x 11GA 204 -5.61 12.04 46.6 Pass T7 200 - 180 Diagonal ROHN 1.5 x 16GA 284 -3.57 6.16 57.9 Pass T8 180 - 160 Diagonal ROHN 1.5 x 16GA 318 -3.12 6.16 50.7 Pass T9 160 - 140 Diagonal ROHN 1.5 x 11GA 329 -3.73 11.83 31.6 Pass T10 140 - 120 Diagonal ROHN 1.5 x 16GA 431 -3.64 6.24 58.3 Pass T11 120 - 100 Diagonal ROHN 1.5 x 16GA 444 -3.44 6.24 55.2 Pass T12 100 - 80 Diagonal ROHN 1.5 x 16GA 480 -3.65 6.24 58.6 Pass T13 80 - 60 Diagonal ROHN 1.5 x 16GA 574 -3.38 6.24 54.1 Pass T14 60 - 40 Diagonal ROHN 1.5 x 16GA 610 -4.70 6.24 75.3 Pass T15 40 - 20 Diagonal ROHN 1.5 x 16GA 624 -4.19 6.24 67.2 Pass T16 20 - 4.81771 Diagonal ROHN 1.5 x 16GA 657 -4.75 6.24 76.2 Pass T17 4.81771 - 0 Horizontal L4x4x1/4 680 -1.05 72.39 13.8 Pass T1 300 - 287.341 Top Girt ROHN 1.5 x 16GA 5 -0.34 7.33 4.6 Pass T2 287.341 - 280 Top Girt L2x2x1/4 27 -1.60 25.14 6.4 Pass T4 260 - 240 Top Girt ROHN 1.5 x 16GA 85 -0.87 7.33 11.8 Pass T5 240 - 220 Top Girt ROHN 1.5 x 16GA 120 -1.00 7.33 13.6 Pass T6 220 - 200 Top Girt ROHN 1.5 x 16GA 175 -1.40 7.48 18.8 Pass T7 200 - 180 Top Girt ROHN 1.5 x 16GA 234 -1.03 7.33 14.1 Pass June 15, 2021 300-ft Guyed Tower Structural Modification Analysis Report 237546 - Adams Ranch TEP Project Number 152906.551427 Page 6 tnxTower report - version 8.1.1.0 Section No. Elevation (ft) Component Type Size Critical Element P (K) ΦPallow (K) % Capacity Pass / Fail T8 180 - 160 Top Girt ROHN 1.5 x 16GA 291 -1.26 7.33 17.2 Pass T9 160 - 140 Top Girt ROHN 1.5 x 16GA 322 -1.02 7.40 13.8 Pass T10 140 - 120 Top Girt ROHN 1.5 x 16GA 379 -1.02 7.40 13.8 Pass T11 120 - 100 Top Girt ROHN 1.5 x 16GA 437 -0.93 7.40 12.6 Pass T12 100 - 80 Top Girt ROHN 1.5 x 16GA 469 -1.04 7.40 14.1 Pass T13 80 - 60 Top Girt ROHN 1.5 x 16GA 526 -1.05 7.40 14.2 Pass T14 60 - 40 Top Girt ROHN 1.5 x 16GA 583 -1.72 7.40 23.2 Pass T15 40 - 20 Top Girt ROHN 1.5 x 16GA 616 -1.29 7.40 17.4 Pass T16 20 - 4.81771 Top Girt ROHN 1.5 x 16GA 650 -1.37 7.40 18.4 Pass T17 4.81771 - 0 Top Girt L4x4x1/4 678 11.16 74.48 15.0 Pass T2 287.341 - 280 Bottom Girt L2x2x1/4 29 2.60 28.81 9.0 Pass T3 280 - 260 Bottom Girt ROHN 1.5 x 16GA 55 -0.87 7.33 11.9 Pass T4 260 - 240 Bottom Girt ROHN 1.5 x 16GA 89 -1.32 7.33 18.0 Pass T5 240 - 220 Bottom Girt ROHN 1.5 x 16GA 123 -1.00 7.33 13.6 Pass T6 220 - 200 Bottom Girt L2 1/2x2 1/2x1/4 178 -1.40 32.15 4.4 Pass T7 200 - 180 Bottom Girt ROHN 1.5 x 16GA 237 -1.03 7.33 14.1 Pass T8 180 - 160 Bottom Girt ROHN 1.5 x 16GA 292 -1.31 7.33 17.8 Pass T9 160 - 140 Bottom Girt ROHN 1.5 x 16GA 325 -1.02 7.40 13.8 Pass T10 140 - 120 Bottom Girt ROHN 1.5 x 16GA 382 -1.02 7.40 13.8 Pass T11 120 - 100 Bottom Girt ROHN 1.5 x 16GA 441 -1.22 7.40 16.5 Pass T12 100 - 80 Bottom Girt ROHN 1.5 x 16GA 472 -1.04 7.40 14.1 Pass T13 80 - 60 Bottom Girt ROHN 1.5 x 16GA 529 -1.05 7.40 14.2 Pass T14 60 - 40 Bottom Girt ROHN 1.5 x 16GA 586 -1.28 7.40 17.3 Pass T15 40 - 20 Bottom Girt ROHN 1.5 x 16GA 619 -1.29 7.40 17.4 Pass T16 20 - 4.81771 Bottom Girt ROHN 1.5 x 16GA 654 1.68 10.43 16.2 Pass T3 280 - 260 Guy A@279.385 3/4 690 35.33 36.73 96.2 Pass T6 220 - 200 Guy A@209.75 9/16 700 16.16 22.05 73.3 Pass T10 140 - 120 Guy A@139.385 9/16 708 18.67 22.05 84.7 Pass T13 80 - 60 Guy A@79.3854 9/16 714 17.38 22.05 78.8 Pass T3 280 - 260 Guy B@279.385 3/4 689 35.71 36.73 97.2 Pass T6 220 - 200 Guy B@209.75 9/16 696 16.98 22.05 77.0 Pass T10 140 - 120 Guy B@139.385 9/16 707 18.76 22.05 85.1 Pass T13 80 - 60 Guy B@79.3854 9/16 713 17.41 22.05 79.0 Pass T3 280 - 260 Guy C@279.385 3/4 688 35.59 36.73 96.9 Pass T6 220 - 200 Guy C@209.75 9/16 691 16.93 22.05 76.8 Pass T10 140 - 120 Guy C@139.385 9/16 703 18.33 22.05 83.1 Pass T13 80 - 60 Guy C@79.3854 9/16 709 17.14 22.05 77.7 Pass T3 280 - 260 Top Guy Pull- Off@279.385 L2x2x1/4 54 13.32 25.71 51.8 Pass T10 140 - 120 Top Guy Pull- Off@139.385 4.5x3/8 706 7.60 57.41 13.2 Pass T13 80 - 60 Top Guy Pull- Off@79.3854 4.5x3/8 712 8.26 57.41 14.4 Pass T6 220 - 200 Torque Arm Top@209.75 C12x20.7 701 -4.88 181.27 55.2 Pass Summary June 15, 2021 300-ft Guyed Tower Structural Modification Analysis Report 237546 - Adams Ranch TEP Project Number 152906.551427 Page 7 tnxTower report - version 8.1.1.0 Section No. Elevation (ft) Component Type Size Critical Element P (K) ΦPallow (K) % Capacity Pass / Fail Leg (T11) 88.0 Pass Diagonal (T16) 76.2 Pass Horizontal (T17) 13.8 Pass Top Girt (T14) 23.2 Pass Bottom Girt (T4) 18.0 Pass Guy A (T3) 96.2 Pass Guy B (T3) 97.2 Pass Guy C (T3) 96.9 Pass Top Guy Pull-Off (T3) 51.8 Pass Torque Arm Top (T6) 55.2 Pass Bolt Checks 75.3 Pass RATING = 97.2 Pass Table 4 - Tower Component Stresses vs. Capacity Notes Component Elevation (ft) % Capacity Pass / Fail 1,2 Mast Foundation Soil Interaction - 39.1 Pass 1,2 Mast Foundation Structural - 15.8 Pass 1,2 Inner Guy Anchor Foundation - 49.0 Pass 1,2 Inner Guy Anchor Shaft - 49.0 Pass 1,2 Outer Guy Anchor Foundation - 47.5 Pass 1,2 Outer Guy Anchor Shaft - 34.3 Pass Structure Rating (max from all components) = 97.2% Notes: 1) See additional documentation in “Appendix B - Additional Calculations” for calculations supporting the % capacity listed. 2) Rating per TIA-222-H, Section 15.5 4.1) Recommendations 1) If the load differs from that described in Table 1 of this report or the provisions of this analysis are found to be invalid, another structural analysis should be performed. 2) The modifications depicted in “Appendix C – Structural Design Drawings” shall be installed and, upon completion, inspected. The tower and its foundation have sufficient capacity to carry the existing, proposed, and reserved loading once the proposed modifications are installed. June 15, 2021 300-ft Guyed Tower Structural Modification Analysis Report 237546 - Adams Ranch TEP Project Number 152906.551427 Page 8 tnxTower report - version 8.1.1.0 APPENDIX A TNX TOWER OUTPUT TEP Tower Engineering Professionals 326 Tryon Road Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Job: Adams Ranch (237546) Project: TEP No. 152906.551427 Client: Verizon Wireless Drawn by: JRM App'd: Code: TIA-222-H Date: 06/15/21 Scale: NTS Path: G:\Shared drives\152800 - 153499\152906\P-242151_L-551427_237546_ADAMS RANCH_Tower - Structural Design Drawings\TNX\Mod Run\237546 - Adams Ranch.eri Dwg No. E-1 3 / 4 E HS L C= 3 6 4 . 7 5 ft I T = 1 2 %R=240.00 ft 9/1 6 E H S L C = 2 9 3.2 8 ft I T = 7 %R=209.00 ft 9 / 1 6 E H S L C = 2 9 3 . 2 8 f t I T = 7% 9/16 E H S L C =248.47 ft IT=10 % 9/16 EHS LC=221.02 ft IT=10% 300.0 ft 287.3 ft 280.0 ft 260.0 ft 240.0 ft 220.0 ft 200.0 ft 209.8 ft209.8 ft209.8 ft209.8 ft209.8 ft209.8 ft 180.0 ft 160.0 ft 140.0 ft 120.0 ft 100.0 ft 80.0 ft 60.0 ft 40.0 ft 20.0 ft 4.8 ft 0.0 ft 146 K (Axial) 6 kip-ft (Torque) 3 K 55 K 38 K 67 K 24 K 26 K 3 5 K ALL REACTIONS ARE FACTORED SectionT1T2T3T4T5T6T7T8T9T10T11T12T13T14T15T16T17 LegsROHN 2 X-STRABROHN 2 X-STRROHN 2.5 STDROHN 2.5 X STR Leg GradeA572-50 DiagonalsCDROHN 1.5 x 16GAEROHN 1.5 x 16GAEROHN 1.5 x 16GAF Diagonal GradeA53-B-42GA53-B-42A500-42A53-B-42A500-42A53-B-42F Top GirtsCDN.A.ROHN 1.5 x 16GAH Bottom GirtsN.A.DROHN 1.5 x 16GAIROHN 1.5 x 16GAF HorizontalsN.A.H Top Guy Pull-OffsN.A.L2x2x1/4N.A.4.5x3/8N.A.4.5x3/8N.A. Face Width (ft)3.41667 # Panels @ (ft)5 @ 2.40886J110 @ 2.40885K Weight (K)0.30.40.50.40.51.70.80.40.80.60.50.60.60.60.60.50.310.2PLAN R=242.00 ft (3)R=240.00 ft (3) R=240.00 ft (3) R=208.00 ft (2)R=209.00 ft (2) R=206.00 ft (2) R=208.00 ft (2)R=209.00 ft (2) R=206.00 ft (2) R=208.00 ft (2)R=209.00 ft (2) R=206.00 ft (2) SYMBOL LIST MARK MARKSIZE SIZE A ROHN 2.5 EH w/ 3XS Half Sleeve B ROHN 2 X-STR w/ 3" X-STR Half-Sleeve C ROHN 1.5 x 16GA D L2x2x1/4 E ROHN 1.5 x 11GA F N.A. G A572-50 H L4x4x1/4 I L2 1/2x2 1/2x1/4 J 3 @ 2.40884 K 4 @ 1.20443 MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-50 50 ksi 65 ksi A53-B-42 42 ksi 63 ksi A500-42 42 ksi 58 ksi TOWER DESIGN NOTES 1. Tower designed for Exposure C to the TIA-222-H Standard. 2. Tower designed for a 153 mph basic wind in accordance with the TIA-222-H Standard. 3. Deflections are based upon a 60 mph wind. 4. Tower Risk Category II. 5. Topographic Category 1 with Crest Height of 0.00 ft 6. TOWER RATING: 97.2% ttnnxxTToowweerr Job Adams Ranch (237546) Page 1 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM  Tower Input Data The main tower is a 3x guyed tower with an overall height of 300.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 3.42 ft at the top and tapered at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower base elevation above sea level: 20.00 ft. Basic wind speed of 153 mph. Risk Category II. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.00 ft. Deflections calculated using a wind speed of 60 mph. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Safety factor used in guy design is 1. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used: Kes(Fw) = 0.95. Maximum demand-capacity ratio is: 1.05. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned √ Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression √ Use Code Stress Ratios √ Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Safety Factors - Guys √ Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients √ Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles √ Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known ttnnxxTToowweerr Job Adams Ranch (237546) Page 2 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Leg B Guy B Leg C G u y C Leg A Guy A Face A F a c e B Face C Corner & Starmount Guyed Tower Wind 0 Wind 90 Wind 180 Z X ttnnxxTToowweerr Job Adams Ranch (237546) Page 3 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Leg B Guy B Leg C Guy C Leg A Guy A Face A F a c e B Face C Face Guyed Wind 0 Wind 90 Wind 180 Z X Tower Section Geometry Tower Section Tower Elevation ft Assembly Database Description Section Width ft Number of Sections Section Length ft T1 300.00-287.34 3.42 1 12.66 T2 287.34-280.00 3.42 1 7.34 T3 280.00-260.00 3.42 1 20.00 T4 260.00-240.00 3.42 1 20.00 T5 240.00-220.00 3.42 1 20.00 T6 220.00-200.00 3.42 1 20.00 T7 200.00-180.00 3.42 1 20.00 T8 180.00-160.00 3.42 1 20.00 T9 160.00-140.00 3.42 1 20.00 T10 140.00-120.00 3.42 1 20.00 T11 120.00-100.00 3.42 1 20.00 T12 100.00-80.00 3.42 1 20.00 T13 80.00-60.00 3.42 1 20.00 T14 60.00-40.00 3.42 1 20.00 T15 40.00-20.00 3.42 1 20.00 T16 20.00-4.82 3.42 1 15.18 ttnnxxTToowweerr Job Adams Ranch (237546) Page 4 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Tower Section Tower Elevation ft Assembly Database Description Section Width ft Number of Sections Section Length ft T17 4.82-0.00 3.42 1 4.82 Tower Section Geometry (cont’d) Tower Section Tower Elevation ft Diagonal Spacing ft Bracing Type Has K Brace End Panels Has Horizontals Top Girt Offset in Bottom Girt Offset in T1 300.00-287.34 2.41 K Brace Right No No 7.3750 0.0000 T2 287.34-280.00 2.41 CX Brace No No 0.0000 1.3750 T3 280.00-260.00 2.41 K Brace Left No No 7.3750 1.3750 T4 260.00-240.00 2.41 K Brace Left No No 7.3750 1.3750 T5 240.00-220.00 2.41 CX Brace No No 7.3750 1.3750 T6 220.00-200.00 2.41 CX Brace No No 7.3750 1.3750 T7 200.00-180.00 2.41 CX Brace No No 7.3750 1.3750 T8 180.00-160.00 2.41 K Brace Left No No 7.3750 1.3750 T9 160.00-140.00 2.41 CX Brace No No 7.3750 1.3750 T10 140.00-120.00 2.41 CX Brace No No 7.3750 1.3750 T11 120.00-100.00 2.41 K Brace Left No No 7.3750 1.3750 T12 100.00-80.00 2.41 CX Brace No No 7.3750 1.3750 T13 80.00-60.00 2.41 CX Brace No No 7.3750 1.3750 T14 60.00-40.00 2.41 K Brace Left No No 7.3750 1.3750 T15 40.00-20.00 2.41 K Brace Left No No 7.3750 1.3750 T16 20.00-4.82 2.41 K Brace Left No No 7.3750 1.3750 T17 4.82-0.00 1.20 X Brace No Yes 0.0000 0.0000 Tower Section Geometry (cont’d) Tower Elevation ft Leg Type Leg Size Leg Grade Diagonal Type Diagonal Size Diagonal Grade T1 300.00-287.34 Pipe ROHN 2 X-STR A572-50 (50 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T2 287.34-280.00 Pipe ROHN 2 X-STR A572-50 (50 ksi) Equal Angle L2x2x1/4 A572-50 (50 ksi) T3 280.00-260.00 Pipe ROHN 2 X-STR A572-50 (50 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T4 260.00-240.00 Pipe ROHN 2 X-STR A572-50 (50 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T5 240.00-220.00 Pipe ROHN 2 X-STR A572-50 (50 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T6 220.00-200.00 Arbitrary Shape ROHN 2.5 EH w/ 3XS Half Sleeve A572-50 (50 ksi) Pipe ROHN 1.5 x 11GA A500-42 (42 ksi) T7 200.00-180.00 Arbitrary Shape ROHN 2 X-STR w/ 3'' X-STR Half-Sleeve A572-50 (50 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T8 180.00-160.00 Pipe ROHN 2 X-STR A572-50 (50 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T9 160.00-140.00 Pipe ROHN 2.5 STD A572-50 (50 ksi) Pipe ROHN 1.5 x 11GA A500-42 (42 ksi) T10 140.00-120.00 Pipe ROHN 2.5 STD A572-50 (50 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T11 Pipe ROHN 2.5 STD A572-50 Pipe ROHN 1.5 x 16GA A53-B-42 ttnnxxTToowweerr Job Adams Ranch (237546) Page 5 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Tower Elevation ft Leg Type Leg Size Leg Grade Diagonal Type Diagonal Size Diagonal Grade 120.00-100.00 (50 ksi) (42 ksi) T12 100.00-80.00 Pipe ROHN 2.5 STD A572-50 (50 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T13 80.00-60.00 Pipe ROHN 2.5 STD A572-50 (50 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T14 60.00-40.00 Pipe ROHN 2.5 X STR A572-50 (50 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T15 40.00-20.00 Pipe ROHN 2.5 X STR A572-50 (50 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T16 20.00-4.82 Pipe ROHN 2.5 X STR A572-50 (50 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T17 4.82-0.00 Pipe ROHN 2.5 X STR A572-50 (50 ksi) Equal Angle A36 (36 ksi) Tower Section Geometry (cont’d) Tower Elevation ft Top Girt Type Top Girt Size Top Girt Grade Bottom Girt Type Bottom Girt Size Bottom Girt Grade T1 300.00-287.34 Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) Equal Angle A36 (36 ksi) T2 287.34-280.00 Equal Angle L2x2x1/4 A572-50 (50 ksi) Equal Angle L2x2x1/4 A572-50 (50 ksi) T3 280.00-260.00 Equal Angle L2x2x1/4 A36 (36 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T4 260.00-240.00 Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T5 240.00-220.00 Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T6 220.00-200.00 Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) Equal Angle L2 1/2x2 1/2x1/4 A36 (36 ksi) T7 200.00-180.00 Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T8 180.00-160.00 Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T9 160.00-140.00 Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T10 140.00-120.00 Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T11 120.00-100.00 Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T12 100.00-80.00 Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T13 80.00-60.00 Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T14 60.00-40.00 Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T15 40.00-20.00 Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T16 20.00-4.82 Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) Pipe ROHN 1.5 x 16GA A53-B-42 (42 ksi) T17 4.82-0.00 Equal Angle L4x4x1/4 A572-50 (50 ksi) Equal Angle A572-50 (50 ksi) ttnnxxTToowweerr Job Adams Ranch (237546) Page 6 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Tower Section Geometry (cont’d) Tower Elevation ft No. of Mid Girts Mid Girt Type Mid Girt Size Mid Girt Grade Horizontal Type Horizontal Size Horizontal Grade T17 4.82-0.00 None Flat Bar A36 (36 ksi) Equal Angle L4x4x1/4 A572-50 (50 ksi) Tower Section Geometry (cont’d) Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in 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 T1 300.00-287.34 0.00 0.3750 A36 (36 ksi) 1 1.03 1.05 Third-Pt Third-Pt Third-Pt T2 287.34-280.00 0.00 0.1543 A36 (36 ksi) 1 1.03 1.05 Third-Pt Third-Pt Third-Pt T3 280.00-260.00 0.00 0.3750 A36 (36 ksi) 1 1.03 1.05 Third-Pt Third-Pt Third-Pt T4 260.00-240.00 0.00 0.3750 A36 (36 ksi) 1 1.03 1.05 Third-Pt Third-Pt Third-Pt T5 240.00-220.00 0.00 0.3750 A36 (36 ksi) 1 1.03 1.05 Third-Pt Third-Pt Third-Pt T6 220.00-200.00 0.00 0.1757 A36 (36 ksi) 1 1.03 1.05 Third-Pt Third-Pt Third-Pt T7 200.00-180.00 0.00 0.3750 A36 (36 ksi) 1 1.03 1.05 Third-Pt Third-Pt Third-Pt T8 180.00-160.00 0.00 0.3750 A36 (36 ksi) 1 1.03 1.05 Third-Pt Third-Pt Third-Pt T9 160.00-140.00 0.00 0.1757 A36 (36 ksi) 1 1.03 1.05 Third-Pt Third-Pt Third-Pt T10 140.00-120.00 0.00 0.3750 A36 (36 ksi) 1 1.03 1.05 Third-Pt Third-Pt Third-Pt T11 120.00-100.00 0.00 0.3750 A36 (36 ksi) 1 1.03 1.05 Third-Pt Third-Pt Third-Pt T12 100.00-80.00 0.00 0.3750 A36 (36 ksi) 1 1.03 1.05 Third-Pt Third-Pt Third-Pt T13 80.00-60.00 0.00 0.3750 A36 (36 ksi) 1 1.03 1.05 Third-Pt Third-Pt Third-Pt T14 60.00-40.00 0.00 0.3750 A36 (36 ksi) 1 1.03 1.05 Third-Pt Third-Pt Third-Pt T15 40.00-20.00 0.00 0.3750 A36 (36 ksi) 1 1.03 1.05 Third-Pt Third-Pt Third-Pt T16 20.00-4.82 0.00 0.3750 A36 (36 ksi) 1 1.03 1.05 Third-Pt Third-Pt Third-Pt T17 4.82-0.00 0.00 0.0000 A36 (36 ksi) 1 1 1 Third-Pt Third-Pt Third-Pt Tower Section Geometry (cont’d) ttnnxxTToowweerr Job Adams Ranch (237546) Page 7 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM K Factors1 Tower Elevation ft Calc K Single Angles Calc K Solid Rounds Legs X Brace Diags X Y K Brace Diags X Y Single Diags X Y Girts X Y Horiz. X Y Sec. Horiz. X Y Inner Brace X Y T1 300.00-287.34 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T2 287.34-280.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T3 280.00-260.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T4 260.00-240.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T5 240.00-220.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T6 220.00-200.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T7 200.00-180.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T8 180.00-160.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T9 160.00-140.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T10 140.00-120.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T11 120.00-100.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T12 100.00-80.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T13 80.00-60.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T14 60.00-40.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T15 40.00-20.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T16 20.00-4.82 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T17 4.82-0.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length. Tower Section Geometry (cont’d) Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 300.00-287.34 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 1 0.0000 0.75 T2 287.34-280.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 1 0.0000 0.75 T3 280.00-260.00 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 T4 260.00-240.00 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 ttnnxxTToowweerr Job Adams Ranch (237546) Page 8 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T5 240.00-220.00 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 T6 220.00-200.00 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 1 0.0000 0.75 T7 200.00-180.00 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 T8 180.00-160.00 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 T9 160.00-140.00 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 T10 140.00-120.00 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 T11 120.00-100.00 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 T12 100.00-80.00 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 T13 80.00-60.00 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 T14 60.00-40.00 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 T15 40.00-20.00 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 T16 20.00-4.82 0.0000 1 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 1 0.0000 0.75 T17 4.82-0.00 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 Tower Elevation ft Redundant Horizontal Redundant Diagonal Redundant Sub-Diagonal Redundant Sub-Horizontal Redundant Vertical Redundant Hip Redundant Hip Diagonal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 300.00-287.34 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T2 287.34-280.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T3 280.00-260.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T4 260.00-240.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T5 240.00-220.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T6 220.00-200.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T7 200.00-180.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T8 180.00-160.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T9 160.00-140.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T10 140.00-120.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T11 120.00-100.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 ttnnxxTToowweerr Job Adams Ranch (237546) Page 9 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Tower Elevation ft Redundant Horizontal Redundant Diagonal Redundant Sub-Diagonal Redundant Sub-Horizontal Redundant Vertical Redundant Hip Redundant Hip Diagonal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T12 100.00-80.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T13 80.00-60.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T14 60.00-40.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T15 40.00-20.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T16 20.00-4.82 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T17 4.82-0.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 Tower Section Geometry (cont’d) Tower Elevation ft Leg Connection Type Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. T1 300.00-287.34 Flange 0.7500 A325X 0 0.5000 A325X 1 0.5000 A325X 1 0.0000 A325X 0 0.6250 A325N 0 0.0000 A325N 0 0.6250 A325N 0 T2 287.34-280.00 Flange 0.7500 A325X 4 0.5000 A325X 1 0.5000 A325X 1 0.6250 A325X 1 0.6250 A325N 0 0.0000 A325N 0 0.6250 A325N 0 T3 280.00-260.00 Flange 0.7500 A325X 4 0.5000 A325X 1 0.6250 A325X 2 0.5000 A325X 1 0.6250 A325N 0 0.0000 A325N 0 0.6250 A325N 0 T4 260.00-240.00 Flange 0.7500 A325X 4 0.5000 A325X 1 0.5000 A325X 1 0.5000 A325X 1 0.6250 A325N 0 0.0000 A325N 0 0.6250 A325N 0 T5 240.00-220.00 Flange 0.7500 A325X 4 0.5000 A325X 1 0.5000 A325X 1 0.5000 A325X 1 0.6250 A325N 0 0.0000 A325N 0 0.6250 A325N 0 T6 220.00-200.00 Flange 0.7500 A325X 4 0.5000 A325X 1 0.5000 A325X 1 0.6250 A325X 1 0.6250 A325N 0 0.0000 A325N 0 0.6250 A325N 0 T7 200.00-180.00 Flange 0.7500 A325X 4 0.5000 A325X 1 0.5000 A325X 1 0.5000 A325X 1 0.6250 A325N 0 0.0000 A325N 0 0.6250 A325N 0 T8 180.00-160.00 Flange 0.7500 A325X 4 0.5000 A325X 1 0.5000 A325X 1 0.5000 A325X 1 0.6250 A325N 0 0.0000 A325N 0 0.6250 A325N 0 T9 160.00-140.00 Flange 0.7500 A325X 4 0.5000 A325X 1 0.5000 A325X 1 0.5000 A325X 1 0.6250 A325N 0 0.0000 A325N 0 0.6250 A325N 0 T10 140.00-120.00 Flange 0.7500 A325X 4 0.5000 A325X 1 0.5000 A325X 1 0.5000 A325X 1 0.6250 A325N 0 0.0000 A325N 0 0.6250 A325N 0 T11 120.00-100.00 Flange 0.7500 A325X 4 0.5000 A325X 1 0.5000 A325X 1 0.5000 A325X 1 0.6250 A325N 0 0.0000 A325N 0 0.6250 A325N 0 T12 100.00-80.00 Flange 0.7500 A325X 4 0.5000 A325X 1 0.5000 A325X 1 0.5000 A325X 1 0.6250 A325N 0 0.0000 A325N 0 0.6250 A325N 0 T13 80.00-60.00 Flange 0.7500 A325X 4 0.5000 A325X 1 0.5000 A325X 1 0.5000 A325X 1 0.6250 A325N 0 0.0000 A325N 0 0.6250 A325N 0 T14 60.00-40.00 Flange 0.7500 A325X 4 0.5000 A325X 1 0.5000 A325X 1 0.5000 A325X 1 0.6250 A325N 0 0.0000 A325N 0 0.6250 A325N 0 T15 40.00-20.00 Flange 0.7500 A325X 4 0.5000 A325X 1 0.5000 A325X 1 0.5000 A325X 1 0.6250 A325N 0 0.0000 A325N 0 0.6250 A325N 0 T16 20.00-4.82 Flange 0.7500 A325X 0 0.5000 A325X 1 0.5000 A325X 1 0.5000 A325X 1 0.6250 A325N 0 0.0000 A325N 0 0.6250 A325N 0 T17 4.82-0.00 Flange 0.7500 A325X 0 0.0000 A325X 0 0.0000 A325X 0 0.5000 A325X 1 0.6250 A325N 0 0.0000 A325N 0 0.6250 A325N 0 ttnnxxTToowweerr Job Adams Ranch (237546) Page 10 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Guy Data Guy Elevation ft Guy Grade Guy Size Initial Tension K % Guy Modulus ksi Guy Weight plf Lu ft Anchor Radius ft Anchor Azimuth Adj. ° Anchor Elevation ft End Fitting Efficiency % 279.385 EHS A B C 3/4 3/4 3/4 7.00 7.00 7.00 12% 12% 12% 24000 24000 24000 1.155 1.155 1.155 364.45 364.45 365.76 240.00 240.00 242.00 0.0000 0.0000 0.0000 3.00 3.00 3.00 100% 100% 100% 209.75 EHS A B C 9/16 9/16 9/16 2.45 2.45 2.45 7% 7% 7% 23000 23000 23000 0.671 0.671 0.671 291.04 293.15 292.45 206.00 209.00 208.00 0.0000 0.0000 0.0000 2.00 2.00 2.00 100% 100% 100% 139.385 EHS A B C 9/16 9/16 9/16 3.50 3.50 3.50 10% 10% 10% 23000 23000 23000 0.671 0.671 0.671 245.79 248.28 247.45 206.00 209.00 208.00 0.0000 0.0000 0.0000 2.00 2.00 2.00 100% 100% 100% 79.3854 EHS A B C 9/16 9/16 9/16 3.50 3.50 3.50 10% 10% 10% 23000 23000 23000 0.671 0.671 0.671 218.05 220.86 219.92 206.00 209.00 208.00 0.0000 0.0000 0.0000 2.00 2.00 2.00 100% 100% 100% Guy Data(cont’d) Guy Elevation ft Mount Type Torque-Arm Spread ft Torque-Arm Leg Angle ° Torque-Arm Style Torque-Arm Grade Torque-Arm Type Torque-Arm Size 279.385 Corner 209.75 Torque Arm 7.00 0.0000 Channel A36 (36 ksi) Channel C12x20.7 139.385 Corner 79.3854 Corner Guy Data (cont’d) Guy Elevation ft Diagonal Grade Diagonal Type Upper Diagonal Size Lower Diagonal Size Is Strap. Pull-Off Grade Pull-Off Type Pull-Off Size 279.39 A572-50 (50 ksi) Solid Round No A36 (36 ksi) Equal Angle L2x2x1/4 209.75 A572-50 (50 ksi) Solid Round A36 (36 ksi) Solid Round 139.39 A572-50 (50 ksi) Solid Round Yes A36 (36 ksi) Flat Bar 4.5x3/8 79.39 A572-50 (50 ksi) Solid Round Yes A36 (36 ksi) Flat Bar 4.5x3/8 ttnnxxTToowweerr Job Adams Ranch (237546) Page 11 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Guy Data (cont’d) Guy Elevation ft Cable Weight A K Cable Weight B K Cable Weight C K Cable Weight D K Tower Intercept A ft Tower Intercept B ft Tower Intercept C ft Tower Intercept D ft 279.385 0.42 0.42 0.42 10.73 5.7 sec/pulse 10.73 5.7 sec/pulse 10.81 5.7 sec/pulse 209.75 0.20 0.20 0.20 11.29 5.8 sec/pulse 11.45 5.8 sec/pulse 11.40 5.8 sec/pulse 139.385 0.16 0.17 0.17 5.72 4.1 sec/pulse 5.84 4.2 sec/pulse 5.80 4.2 sec/pulse 79.3854 0.15 0.15 0.15 4.53 3.7 sec/pulse 4.65 3.7 sec/pulse 4.61 3.7 sec/pulse Guy Data (cont’d) Torque Arm Pull Off Diagonal Guy Elevation ft Calc K Single Angles Calc K Solid Rounds Kx Ky Kx Ky Kx Ky 279.385 Yes No 1 1 1 1 209.75 Yes No 1 1 1 1 1 1 139.385 Yes No 1 1 1 1 79.3854 Yes No 1 1 1 1 Guy Data (cont’d) Torque-Arm Pull Off Diagonal Guy Elevation ft Bolt Size in Number Net Width Deduct in U Bolt Size in Number Net Width Deduct in U Bolt Size in Number Net Width Deduct in U 279.385 0.0000 A325N 0 0.0000 0.75 0.6250 A325X 2 0.0000 0.75 0.6250 A325N 0 0.0000 0.75 209.75 0.6250 A325X 2 0.0000 0.75 0.0000 A325X 0 0.0000 0.75 0.6250 A325N 0 0.0000 0.75 139.385 0.0000 A325N 0 0.0000 0.75 0.7500 A325X 2 0.0000 1 0.6250 A325N 0 0.0000 0.75 79.3854 0.0000 A325N 0 0.0000 0.75 0.7500 A325X 2 0.0000 1 0.6250 A325N 0 0.0000 0.75 Guy Pressures Guy Elevation ft Guy Location z ft qz psf qz Ice psf Ice Thickness in 279.385 A B C 141.19 141.19 141.19 66 66 66 209.75 A B 105.88 105.88 62 62 ttnnxxTToowweerr Job Adams Ranch (237546) Page 12 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Guy Elevation ft Guy Location z ft qz psf qz Ice psf Ice Thickness in C 105.88 62 139.385 A B C 70.69 70.69 70.69 57 57 57 79.3854 A B C 40.69 40.69 40.69 51 51 51 Guy-Tensioning Information Temperature At Time Of Tensioning 0 F 20 F 40 F 60 F 80 F 100 F 120 F Guy Elevation ft H ft V ft Initial Tension K Intercept ft Initial Tension K Intercept ft Initial Tension K Intercept ft Initial Tension K Intercept ft Initial Tension K Intercept ft Initial Tension K Intercept ft Initial Tension K Intercept ft 279.385 A B C 238.03 238.03 240.03 276.39 276.39 276.39 8.204 8.204 8.214 9.18 9.18 9.23 7.795 7.795 7.802 9.65 9.65 9.71 7.392 7.392 7.395 10.17 10.17 10.24 6.996 6.996 6.996 10.73 10.73 10.81 6.608 6.608 6.605 11.35 11.35 11.43 6.229 6.229 6.223 12.02 12.02 12.12 5.861 5.861 5.853 12.76 12.76 12.87 209.75 A B C 204.01 207.01 206.01 207.75 207.75 207.75 3.104 3.109 3.108 8.96 9.07 9.03 2.874 2.877 2.876 9.66 9.79 9.74 2.655 2.657 2.656 10.43 10.58 10.53 2.450 2.450 2.450 11.29 11.45 11.40 2.259 2.258 2.258 12.22 12.40 12.34 2.084 2.082 2.083 13.21 13.41 13.35 1.925 1.923 1.924 14.27 14.49 14.42 139.385 A B C 204.03 207.03 206.03 137.39 137.39 137.39 4.586 4.593 4.590 4.38 4.46 4.43 4.215 4.219 4.218 4.76 4.85 4.82 3.852 3.854 3.854 5.20 5.31 5.27 3.500 3.500 3.500 5.72 5.84 5.80 3.162 3.160 3.161 6.33 6.46 6.41 2.841 2.839 2.840 7.03 7.18 7.13 2.543 2.541 2.542 7.84 8.01 7.95 79.3854 A B C 204.03 207.03 206.03 77.39 77.39 77.39 4.889 4.891 4.890 3.25 3.33 3.30 4.413 4.414 4.414 3.60 3.69 3.66 3.949 3.949 3.949 4.02 4.12 4.09 3.500 3.500 3.500 4.53 4.65 4.61 3.074 3.074 3.074 5.15 5.28 5.24 2.679 2.681 2.680 5.90 6.05 6.00 2.326 2.329 2.328 6.79 6.96 6.90 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacing in Width or Diameter in Perimeter in Weight plf Safety Line 3/8 A No No Ar (CaAa) 300.00 - 5.00 0.0000 0.5 1 1 0.3750 0.3750 0.22 Step Pegs (5/8'' SR) 7-in. w/30'' step A No No Ar (CaAa) 300.00 - 5.00 0.0000 0.5 1 1 0.3500 0.3500 0.49 *** L2x2x1/8 (40'' W 58'' Step) A No No Af (CaAa) 300.00 - 5.00 0.0000 0 1 1 1.3790 1.3790 1.15 LDF7-50A(1- 5/8) A No No Ar (CaAa) 285.00 - 11.00 0.0000 0 14 7 0.5000 1.9800 0.82 3/8'' Cable (Lights) A No No Ar (CaAa) 300.00 - 11.00 0.0000 0.48 1 1 0.3750 0.3750 0.22 9/16'' Feedline A No No Ar (CaAa) 59.00 - 11.00 0.0000 0.49 1 1 0.5000 0.6875 0.33 EW63(ELLIP TICAL) A No No Ar (CaAa) 127.00 - 11.00 0.0000 0.3 1 1 0.5000 2.0100 0.51 MLCH 12/24 LOW INDUCTION( 2) A No No Ar (CaAa) 285.00 - 11.00 0.0000 -0.3 2 2 0.5000 2.0160 3.04 *** L2x2x1/8 (40'' W 58'' Step) B No No Af (CaAa) 300.00 - 5.00 0.0000 0 1 1 1.3790 1.3790 1.15 ttnnxxTToowweerr Job Adams Ranch (237546) Page 13 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacing in Width or Diameter in Perimeter in Weight plf LDF7-50A(1- 5/8) B No No Ar (CaAa) 298.50 - 11.00 0.0000 -0.4 1 1 0.5000 1.9800 0.82 EW63(ELLIP TICAL) B No No Ar (CaAa) 115.00 - 11.00 0.0000 0.4 1 1 0.5000 2.0100 0.51 *** D-X wind area A No No Af (CaAa) 100.00 - 60.00 0.0000 0 1 1 0.0000 1.3000 3.20 D-X wind area B No No Af (CaAa) 100.00 - 60.00 0.0000 0 1 1 0.0000 1.3000 3.20 D-X wind area C No No Af (CaAa) 100.00 - 60.00 0.0000 0 1 1 0.0000 1.3000 3.20 D-X wind area A No No Af (CaAa) 160.00 - 120.00 0.0000 0 1 1 0.0000 1.3000 3.20 D-X wind area B No No Af (CaAa) 160.00 - 120.00 0.0000 0 1 1 0.0000 1.3000 3.20 D-X wind area C No No Af (CaAa) 160.00 - 120.00 0.0000 0 1 1 0.0000 1.3000 3.20 D-X wind area A No No Af (CaAa) 287.30 - 280.00 0.0000 0 1 1 0.0000 1.3000 3.20 D-X wind area B No No Af (CaAa) 287.30 - 280.00 0.0000 0 1 1 0.0000 1.3000 3.20 D-X wind area C No No Af (CaAa) 287.30 - 280.00 0.0000 0 1 1 0.0000 1.3000 3.20 Feed Line/Linear Appurtenances Section Areas Tower Section Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K T1 300.00-287.34 A B C 0.000 0.000 0.000 0.000 0.000 0.000 4.302 5.119 0.000 0.000 0.000 0.000 0.03 0.02 0.00 T2 287.34-280.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 19.952 4.722 1.582 0.000 0.000 0.000 0.13 0.04 0.02 T3 280.00-260.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 70.301 8.557 0.000 0.000 0.000 0.000 0.39 0.04 0.00 T4 260.00-240.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 70.301 8.557 0.000 0.000 0.000 0.000 0.39 0.04 0.00 T5 240.00-220.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 70.301 8.557 0.000 0.000 0.000 0.000 0.39 0.04 0.00 T6 220.00-200.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 70.301 8.557 0.000 0.000 0.000 0.000 0.39 0.04 0.00 T7 200.00-180.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 70.301 8.557 0.000 0.000 0.000 0.000 0.39 0.04 0.00 T8 180.00-160.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 70.301 8.557 0.000 0.000 0.000 0.000 0.39 0.04 0.00 T9 160.00-140.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 74.634 12.890 4.333 0.000 0.000 0.000 0.46 0.10 0.06 ttnnxxTToowweerr Job Adams Ranch (237546) Page 14 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Tower Section Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K T10 140.00-120.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 76.041 12.890 4.333 0.000 0.000 0.000 0.46 0.10 0.06 T11 120.00-100.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 74.321 11.572 0.000 0.000 0.000 0.000 0.40 0.05 0.00 T12 100.00-80.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 78.654 16.910 4.333 0.000 0.000 0.000 0.47 0.11 0.06 T13 80.00-60.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 78.654 16.910 4.333 0.000 0.000 0.000 0.47 0.11 0.06 T14 60.00-40.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 75.627 12.577 0.000 0.000 0.000 0.000 0.41 0.05 0.00 T15 40.00-20.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 75.696 12.577 0.000 0.000 0.000 0.000 0.41 0.05 0.00 T16 20.00-4.82 A B C 0.000 0.000 0.000 0.000 0.000 0.000 35.877 7.039 0.000 0.000 0.000 0.000 0.20 0.03 0.00 T17 4.82-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.00 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in T1 300.00-287.34 0.2101 -3.6936 0.2101 -3.6936 T2 287.34-280.00 -2.0270 -2.8183 -2.0270 -2.8183 T3 280.00-260.00 -4.5760 -4.2951 -4.5760 -4.2951 T4 260.00-240.00 -4.6571 -4.3393 -4.6571 -4.3393 T5 240.00-220.00 -4.1877 -3.9787 -4.1877 -3.9787 T6 220.00-200.00 -3.8677 -3.7383 -3.7914 -3.6763 T7 200.00-180.00 -3.9099 -3.7585 -3.8348 -3.6981 T8 180.00-160.00 -4.6571 -4.3393 -4.6571 -4.3393 T9 160.00-140.00 -3.6439 -3.5749 -3.6265 -3.5605 T10 140.00-120.00 -3.5033 -3.6302 -3.4910 -3.6193 T11 120.00-100.00 -3.6138 -4.3534 -3.5975 -4.3371 T12 100.00-80.00 -2.7636 -3.6410 -2.7583 -3.6350 T13 80.00-60.00 -2.6498 -3.5327 -2.6480 -3.5306 T14 60.00-40.00 -3.2764 -4.4634 -3.2764 -4.4634 T15 40.00-20.00 -3.2742 -4.4763 -3.2742 -4.4763 T16 20.00-4.82 -2.3895 -3.8094 -2.3895 -3.8094 T17 4.82-0.00 0.0000 0.0000 0.0000 0.0000 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice ttnnxxTToowweerr Job Adams Ranch (237546) Page 15 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T1 1 Safety Line 3/8 287.34 - 300.00 0.6000 0.6000 T1 2 Step Pegs (5/8" SR) 7-in. w/30" step 287.34 - 300.00 0.6000 0.6000 T1 4 L2x2x1/8 (40" W 58" Step) 287.34 - 300.00 0.6000 0.6000 T1 6 3/8" Cable (Lights) 287.34 - 300.00 0.6000 0.6000 T1 11 L2x2x1/8 (40" W 58" Step) 287.34 - 300.00 0.6000 0.6000 T1 12 LDF7-50A(1-5/8) 287.34 - 298.50 0.6000 0.6000 T2 1 Safety Line 3/8 280.00 - 287.34 0.6000 0.6000 T2 2 Step Pegs (5/8" SR) 7-in. w/30" step 280.00 - 287.34 0.6000 0.6000 T2 4 L2x2x1/8 (40" W 58" Step) 280.00 - 287.34 0.6000 0.6000 T2 5 LDF7-50A(1-5/8) 280.00 - 285.00 0.6000 0.6000 T2 6 3/8" Cable (Lights) 280.00 - 287.34 0.6000 0.6000 T2 9 MLCH 12/24 LOW INDUCTION(2) 280.00 - 285.00 0.6000 0.6000 T2 11 L2x2x1/8 (40" W 58" Step) 280.00 - 287.34 0.6000 0.6000 T2 12 LDF7-50A(1-5/8) 280.00 - 287.34 0.6000 0.6000 T2 21 D-X wind area 280.00 - 287.30 0.6000 0.6000 T2 22 D-X wind area 280.00 - 287.30 0.6000 0.6000 T2 23 D-X wind area 280.00 - 287.30 0.6000 0.6000 T3 1 Safety Line 3/8 260.00 - 280.00 0.6000 0.6000 T3 2 Step Pegs (5/8" SR) 7-in. w/30" step 260.00 - 280.00 0.6000 0.6000 T3 4 L2x2x1/8 (40" W 58" Step) 260.00 - 280.00 0.6000 0.6000 T3 5 LDF7-50A(1-5/8) 260.00 - 280.00 0.6000 0.6000 T3 6 3/8" Cable (Lights) 260.00 - 280.00 0.6000 0.6000 T3 9 MLCH 12/24 LOW INDUCTION(2) 260.00 - 280.00 0.6000 0.6000 T3 11 L2x2x1/8 (40" W 58" Step) 260.00 - 280.00 0.6000 0.6000 T3 12 LDF7-50A(1-5/8) 260.00 - 280.00 0.6000 0.6000 T4 1 Safety Line 3/8 240.00 - 260.00 0.6000 0.6000 T4 2 Step Pegs (5/8" SR) 7-in. w/30" step 240.00 - 260.00 0.6000 0.6000 T4 4 L2x2x1/8 (40" W 58" Step) 240.00 - 260.00 0.6000 0.6000 T4 5 LDF7-50A(1-5/8) 240.00 - 260.00 0.6000 0.6000 T4 6 3/8" Cable (Lights) 240.00 - 260.00 0.6000 0.6000 T4 9 MLCH 12/24 LOW INDUCTION(2) 240.00 - 260.00 0.6000 0.6000 ttnnxxTToowweerr Job Adams Ranch (237546) Page 16 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T4 11 L2x2x1/8 (40" W 58" Step) 240.00 - 260.00 0.6000 0.6000 T4 12 LDF7-50A(1-5/8) 240.00 - 260.00 0.6000 0.6000 T5 1 Safety Line 3/8 220.00 - 240.00 0.6000 0.6000 T5 2 Step Pegs (5/8" SR) 7-in. w/30" step 220.00 - 240.00 0.6000 0.6000 T5 4 L2x2x1/8 (40" W 58" Step) 220.00 - 240.00 0.6000 0.6000 T5 5 LDF7-50A(1-5/8) 220.00 - 240.00 0.6000 0.6000 T5 6 3/8" Cable (Lights) 220.00 - 240.00 0.6000 0.6000 T5 9 MLCH 12/24 LOW INDUCTION(2) 220.00 - 240.00 0.6000 0.6000 T5 11 L2x2x1/8 (40" W 58" Step) 220.00 - 240.00 0.6000 0.6000 T5 12 LDF7-50A(1-5/8) 220.00 - 240.00 0.6000 0.6000 T6 1 Safety Line 3/8 200.00 - 220.00 0.6000 0.6000 T6 2 Step Pegs (5/8" SR) 7-in. w/30" step 200.00 - 220.00 0.6000 0.6000 T6 4 L2x2x1/8 (40" W 58" Step) 200.00 - 220.00 0.6000 0.6000 T6 5 LDF7-50A(1-5/8) 200.00 - 220.00 0.6000 0.6000 T6 6 3/8" Cable (Lights) 200.00 - 220.00 0.6000 0.6000 T6 9 MLCH 12/24 LOW INDUCTION(2) 200.00 - 220.00 0.6000 0.6000 T6 11 L2x2x1/8 (40" W 58" Step) 200.00 - 220.00 0.6000 0.6000 T6 12 LDF7-50A(1-5/8) 200.00 - 220.00 0.6000 0.6000 T7 1 Safety Line 3/8 180.00 - 200.00 0.6000 0.6000 T7 2 Step Pegs (5/8" SR) 7-in. w/30" step 180.00 - 200.00 0.6000 0.6000 T7 4 L2x2x1/8 (40" W 58" Step) 180.00 - 200.00 0.6000 0.6000 T7 5 LDF7-50A(1-5/8) 180.00 - 200.00 0.6000 0.6000 T7 6 3/8" Cable (Lights) 180.00 - 200.00 0.6000 0.6000 T7 9 MLCH 12/24 LOW INDUCTION(2) 180.00 - 200.00 0.6000 0.6000 T7 11 L2x2x1/8 (40" W 58" Step) 180.00 - 200.00 0.6000 0.6000 T7 12 LDF7-50A(1-5/8) 180.00 - 200.00 0.6000 0.6000 T8 1 Safety Line 3/8 160.00 - 180.00 0.6000 0.6000 T8 2 Step Pegs (5/8" SR) 7-in. w/30" step 160.00 - 180.00 0.6000 0.6000 T8 4 L2x2x1/8 (40" W 58" Step) 160.00 - 180.00 0.6000 0.6000 T8 5 LDF7-50A(1-5/8) 160.00 - 180.00 0.6000 0.6000 T8 6 3/8" Cable (Lights) 160.00 - 180.00 0.6000 0.6000 ttnnxxTToowweerr Job Adams Ranch (237546) Page 17 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T8 9 MLCH 12/24 LOW INDUCTION(2) 160.00 - 180.00 0.6000 0.6000 T8 11 L2x2x1/8 (40" W 58" Step) 160.00 - 180.00 0.6000 0.6000 T8 12 LDF7-50A(1-5/8) 160.00 - 180.00 0.6000 0.6000 T9 1 Safety Line 3/8 140.00 - 160.00 0.6000 0.6000 T9 2 Step Pegs (5/8" SR) 7-in. w/30" step 140.00 - 160.00 0.6000 0.6000 T9 4 L2x2x1/8 (40" W 58" Step) 140.00 - 160.00 0.6000 0.6000 T9 5 LDF7-50A(1-5/8) 140.00 - 160.00 0.6000 0.6000 T9 6 3/8" Cable (Lights) 140.00 - 160.00 0.6000 0.6000 T9 9 MLCH 12/24 LOW INDUCTION(2) 140.00 - 160.00 0.6000 0.6000 T9 11 L2x2x1/8 (40" W 58" Step) 140.00 - 160.00 0.6000 0.6000 T9 12 LDF7-50A(1-5/8) 140.00 - 160.00 0.6000 0.6000 T9 18 D-X wind area 140.00 - 160.00 0.6000 0.6000 T9 19 D-X wind area 140.00 - 160.00 0.6000 0.6000 T9 20 D-X wind area 140.00 - 160.00 0.6000 0.6000 T10 1 Safety Line 3/8 120.00 - 140.00 0.6000 0.6000 T10 2 Step Pegs (5/8" SR) 7-in. w/30" step 120.00 - 140.00 0.6000 0.6000 T10 4 L2x2x1/8 (40" W 58" Step) 120.00 - 140.00 0.6000 0.6000 T10 5 LDF7-50A(1-5/8) 120.00 - 140.00 0.6000 0.6000 T10 6 3/8" Cable (Lights) 120.00 - 140.00 0.6000 0.6000 T10 8 EW63(ELLIPTICAL) 120.00 - 127.00 0.6000 0.6000 T10 9 MLCH 12/24 LOW INDUCTION(2) 120.00 - 140.00 0.6000 0.6000 T10 11 L2x2x1/8 (40" W 58" Step) 120.00 - 140.00 0.6000 0.6000 T10 12 LDF7-50A(1-5/8) 120.00 - 140.00 0.6000 0.6000 T10 18 D-X wind area 120.00 - 140.00 0.6000 0.6000 T10 19 D-X wind area 120.00 - 140.00 0.6000 0.6000 T10 20 D-X wind area 120.00 - 140.00 0.6000 0.6000 T11 1 Safety Line 3/8 100.00 - 120.00 0.6000 0.6000 T11 2 Step Pegs (5/8" SR) 7-in. w/30" step 100.00 - 120.00 0.6000 0.6000 T11 4 L2x2x1/8 (40" W 58" Step) 100.00 - 120.00 0.6000 0.6000 T11 5 LDF7-50A(1-5/8) 100.00 - 120.00 0.6000 0.6000 T11 6 3/8" Cable (Lights) 100.00 - 120.00 0.6000 0.6000 ttnnxxTToowweerr Job Adams Ranch (237546) Page 18 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T11 8 EW63(ELLIPTICAL) 100.00 - 120.00 0.6000 0.6000 T11 9 MLCH 12/24 LOW INDUCTION(2) 100.00 - 120.00 0.6000 0.6000 T11 11 L2x2x1/8 (40" W 58" Step) 100.00 - 120.00 0.6000 0.6000 T11 12 LDF7-50A(1-5/8) 100.00 - 120.00 0.6000 0.6000 T11 13 EW63(ELLIPTICAL) 100.00 - 115.00 0.6000 0.6000 T12 1 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 T12 2 Step Pegs (5/8" SR) 7-in. w/30" step 80.00 - 100.00 0.6000 0.6000 T12 4 L2x2x1/8 (40" W 58" Step) 80.00 - 100.00 0.6000 0.6000 T12 5 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T12 6 3/8" Cable (Lights) 80.00 - 100.00 0.6000 0.6000 T12 8 EW63(ELLIPTICAL) 80.00 - 100.00 0.6000 0.6000 T12 9 MLCH 12/24 LOW INDUCTION(2) 80.00 - 100.00 0.6000 0.6000 T12 11 L2x2x1/8 (40" W 58" Step) 80.00 - 100.00 0.6000 0.6000 T12 12 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T12 13 EW63(ELLIPTICAL) 80.00 - 100.00 0.6000 0.6000 T12 15 D-X wind area 80.00 - 100.00 0.6000 0.6000 T12 16 D-X wind area 80.00 - 100.00 0.6000 0.6000 T12 17 D-X wind area 80.00 - 100.00 0.6000 0.6000 T13 1 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 T13 2 Step Pegs (5/8" SR) 7-in. w/30" step 60.00 - 80.00 0.6000 0.6000 T13 4 L2x2x1/8 (40" W 58" Step) 60.00 - 80.00 0.6000 0.6000 T13 5 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 T13 6 3/8" Cable (Lights) 60.00 - 80.00 0.6000 0.6000 T13 8 EW63(ELLIPTICAL) 60.00 - 80.00 0.6000 0.6000 T13 9 MLCH 12/24 LOW INDUCTION(2) 60.00 - 80.00 0.6000 0.6000 T13 11 L2x2x1/8 (40" W 58" Step) 60.00 - 80.00 0.6000 0.6000 T13 12 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 T13 13 EW63(ELLIPTICAL) 60.00 - 80.00 0.6000 0.6000 T13 15 D-X wind area 60.00 - 80.00 0.6000 0.6000 T13 16 D-X wind area 60.00 - 80.00 0.6000 0.6000 T13 17 D-X wind area 60.00 - 80.00 0.6000 0.6000 T14 1 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000 T14 2 Step Pegs (5/8" SR) 7-in. w/30" step 40.00 - 60.00 0.6000 0.6000 T14 4 L2x2x1/8 (40" W 58" Step) 40.00 - 60.00 0.6000 0.6000 T14 5 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 T14 6 3/8" Cable (Lights) 40.00 - 60.00 0.6000 0.6000 T14 7 9/16" Feedline 40.00 - 59.00 0.6000 0.6000 T14 8 EW63(ELLIPTICAL) 40.00 - 60.00 0.6000 0.6000 T14 9 MLCH 12/24 LOW INDUCTION(2) 40.00 - 60.00 0.6000 0.6000 T14 11 L2x2x1/8 (40" W 58" Step) 40.00 - 60.00 0.6000 0.6000 T14 12 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 T14 13 EW63(ELLIPTICAL) 40.00 - 60.00 0.6000 0.6000 T15 1 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000 T15 2 Step Pegs (5/8" SR) 7-in. w/30" step 20.00 - 40.00 0.6000 0.6000 T15 4 L2x2x1/8 (40" W 58" Step) 20.00 - 40.00 0.6000 0.6000 T15 5 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000 T15 6 3/8" Cable (Lights) 20.00 - 40.00 0.6000 0.6000 T15 7 9/16" Feedline 20.00 - 40.00 0.6000 0.6000 T15 8 EW63(ELLIPTICAL) 20.00 - 40.00 0.6000 0.6000 T15 9 MLCH 12/24 LOW 20.00 - 40.00 0.6000 0.6000 ttnnxxTToowweerr Job Adams Ranch (237546) Page 19 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice INDUCTION(2) T15 11 L2x2x1/8 (40" W 58" Step) 20.00 - 40.00 0.6000 0.6000 T15 12 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000 T15 13 EW63(ELLIPTICAL) 20.00 - 40.00 0.6000 0.6000 T16 1 Safety Line 3/8 5.00 - 20.00 0.6000 0.6000 T16 2 Step Pegs (5/8" SR) 7-in. w/30" step 5.00 - 20.00 0.6000 0.6000 T16 4 L2x2x1/8 (40" W 58" Step) 5.00 - 20.00 0.6000 0.6000 T16 5 LDF7-50A(1-5/8) 11.00 - 20.00 0.6000 0.6000 T16 6 3/8" Cable (Lights) 11.00 - 20.00 0.6000 0.6000 T16 7 9/16" Feedline 11.00 - 20.00 0.6000 0.6000 T16 8 EW63(ELLIPTICAL) 11.00 - 20.00 0.6000 0.6000 T16 9 MLCH 12/24 LOW INDUCTION(2) 11.00 - 20.00 0.6000 0.6000 T16 11 L2x2x1/8 (40" W 58" Step) 5.00 - 20.00 0.6000 0.6000 T16 12 LDF7-50A(1-5/8) 11.00 - 20.00 0.6000 0.6000 T16 13 EW63(ELLIPTICAL) 11.00 - 20.00 0.6000 0.6000 Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 5/8''x6-ft LRod B From Leg 0.50 0.00 11.00 0.0000 300.00 No Ice 0.38 0.38 0.01 2.4'' x 16' B From Leg 0.50 0.00 0.00 0.0000 300.00 No Ice 3.84 3.84 0.06 2.4'' Dia. x 3-ft A From Leg 0.00 0.00 1.50 0.0000 300.00 No Ice 0.58 0.58 0.01 8''x15'' Dia. Beacon C From Leg 0.00 0.00 1.00 0.0000 300.00 No Ice 0.42 0.42 0.05 ***297*** BCD-80612 A From Leg 6.00 0.00 9.00 0.0000 297.00 No Ice 4.65 4.65 0.08 2.4'' x 8' Pipe A From Face 0.50 0.00 0.00 0.0000 297.00 No Ice 1.90 1.90 0.03 Side Arm Mount [SO 303-1] A From Leg 3.00 0.00 0.00 0.0000 297.00 No Ice 1.08 5.31 0.12 *** VZE01 w/ Mount Pipe A From Leg 4.00 0.00 3.00 0.0000 285.00 No Ice 5.36 4.10 0.13 VZE01 w/ Mount Pipe B From Leg 4.00 0.00 0.0000 285.00 No Ice 5.36 4.10 0.13 ttnnxxTToowweerr Job Adams Ranch (237546) Page 20 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 3.00 VZE01 w/ Mount Pipe C From Leg 4.00 0.00 3.00 0.0000 285.00 No Ice 5.36 4.10 0.13 (2) X7CQAP-665-V w/ Mount Pipe A From Leg 4.00 0.00 3.00 0.0000 285.00 No Ice 8.64 7.00 0.08 (2) X7CQAP-665-V w/ Mount Pipe B From Leg 4.00 0.00 3.00 0.0000 285.00 No Ice 8.64 7.00 0.08 (2) X7CQAP-665-V w/ Mount Pipe C From Leg 4.00 0.00 3.00 0.0000 285.00 No Ice 8.64 7.00 0.08 RADIO 4449 B13/B5 A From Leg 4.00 0.00 3.00 0.0000 285.00 No Ice 1.98 1.71 0.07 RADIO 4449 B13/B5 B From Leg 4.00 0.00 3.00 0.0000 285.00 No Ice 1.98 1.71 0.07 RADIO 4449 B13/B5 C From Leg 4.00 0.00 3.00 0.0000 285.00 No Ice 1.98 1.71 0.07 RADIO 8843 B2/B66A A From Leg 4.00 0.00 3.00 0.0000 285.00 No Ice 1.64 1.38 0.08 RADIO 8843 B2/B66A B From Leg 4.00 0.00 3.00 0.0000 285.00 No Ice 1.64 1.38 0.08 RADIO 8843 B2/B66A C From Leg 4.00 0.00 3.00 0.0000 285.00 No Ice 1.64 1.38 0.08 DBC-67C-U-1SF A From Leg 4.00 0.00 3.00 0.0000 285.00 No Ice 0.16 0.07 0.00 DBC-67C-U-1SF B From Leg 4.00 0.00 3.00 0.0000 285.00 No Ice 0.16 0.07 0.00 DBC-67C-U-1SF C From Leg 4.00 0.00 3.00 0.0000 285.00 No Ice 0.16 0.07 0.00 RHSDC-6627-PF-48 A From Leg 4.00 0.00 3.00 0.0000 285.00 No Ice 4.06 3.10 0.03 RHSDC-6627-PF-48 B From Leg 4.00 0.00 3.00 0.0000 285.00 No Ice 4.06 3.10 0.03 3.5'' Dia. x 12.5-ft Pipe A From Leg 2.00 0.00 0.00 0.0000 285.00 No Ice 3.05 3.05 0.09 3.5'' Dia. x 12.5-ft Pipe B From Leg 2.00 0.00 0.00 0.0000 285.00 No Ice 3.05 3.05 0.09 3.5'' Dia. x 12.5-ft Pipe C From Leg 2.00 0.00 0.00 0.0000 285.00 No Ice 3.05 3.05 0.09 (2) Miscellaneous [NA 509-1] A From Leg 2.00 0.00 0.0000 285.00 No Ice 6.32 4.85 0.09 ttnnxxTToowweerr Job Adams Ranch (237546) Page 21 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 0.00 (2) Miscellaneous [NA 509-1] B From Leg 2.00 0.00 0.00 0.0000 285.00 No Ice 6.32 4.85 0.09 (2) Miscellaneous [NA 509-1] C From Leg 2.00 0.00 0.00 0.0000 285.00 No Ice 6.32 4.85 0.09 Sector Mount [SM 1305-3] C None 0.0000 285.00 No Ice 31.68 31.68 1.25 *** HSS 4x4 (8-ft long) A From Face 0.50 0.00 0.00 0.0000 178.50 No Ice 5.24 5.24 0.01 *** (2) 1.9in dia x 8-ft B From Face 0.50 0.00 0.00 0.0000 127.00 No Ice 1.52 1.52 0.02 Pipe Mount [PM 601-1] A From Leg 0.50 0.00 0.00 0.0000 127.00 No Ice 1.32 1.32 0.07 *** 1.9in dia x 8-ft B From Face 0.50 0.00 0.00 0.0000 115.00 No Ice 1.52 1.52 0.02 Pipe Mount [PM 601-1] A From Leg 0.50 0.00 0.00 0.0000 115.00 No Ice 1.32 1.32 0.07 Dishes Description Face or Leg Dish Type Offset Type Offsets: Horz Lateral Vert ft Azimuth Adjustment ° 3 dB Beam Width ° Elevation ft Outside Diameter ft Aperture Area ft2 Weight K UHX6-59-P3A/L A Paraboloid w/Shroud (HP) From Leg 1.00 0.00 0.00 30.0000 127.00 6.46 No Ice 32.76 0.32 P4-57W-PXA A Paraboloid w/Radome From Leg 1.00 0.00 0.00 30.0000 115.00 4.37 No Ice 14.98 0.17 Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice+1.0 Guy 3 1.2 Dead+1.0 Wind 30 deg - No Ice+1.0 Guy ttnnxxTToowweerr Job Adams Ranch (237546) Page 22 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Comb. No. Description 4 1.2 Dead+1.0 Wind 60 deg - No Ice+1.0 Guy 5 1.2 Dead+1.0 Wind 90 deg - No Ice+1.0 Guy 6 1.2 Dead+1.0 Wind 120 deg - No Ice+1.0 Guy 7 1.2 Dead+1.0 Wind 150 deg - No Ice+1.0 Guy 8 1.2 Dead+1.0 Wind 180 deg - No Ice+1.0 Guy 9 1.2 Dead+1.0 Wind 210 deg - No Ice+1.0 Guy 10 1.2 Dead+1.0 Wind 240 deg - No Ice+1.0 Guy 11 1.2 Dead+1.0 Wind 270 deg - No Ice+1.0 Guy 12 1.2 Dead+1.0 Wind 300 deg - No Ice+1.0 Guy 13 1.2 Dead+1.0 Wind 330 deg - No Ice+1.0 Guy 14 Dead+Wind 0 deg - Service+Guy 15 Dead+Wind 30 deg - Service+Guy 16 Dead+Wind 60 deg - Service+Guy 17 Dead+Wind 90 deg - Service+Guy 18 Dead+Wind 120 deg - Service+Guy 19 Dead+Wind 150 deg - Service+Guy 20 Dead+Wind 180 deg - Service+Guy 21 Dead+Wind 210 deg - Service+Guy 22 Dead+Wind 240 deg - Service+Guy 23 Dead+Wind 270 deg - Service+Guy 24 Dead+Wind 300 deg - Service+Guy 25 Dead+Wind 330 deg - Service+Guy Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 300 - 287.341 3.372 24 0.1673 0.9354 T2 287.341 - 280 3.055 24 0.1596 0.8840 T3 280 - 260 2.888 24 0.1421 0.8743 T4 260 - 240 2.582 24 0.1022 0.7375 T5 240 - 220 2.282 24 0.0795 0.5666 T6 220 - 200 1.992 24 0.0467 0.4696 T7 200 - 180 1.860 24 0.0182 0.4636 T8 180 - 160 1.817 24 0.0160 0.5488 T9 160 - 140 1.708 24 0.0353 0.6944 T10 140 - 120 1.554 24 0.0240 0.7302 T11 120 - 100 1.507 18 0.0235 0.7651 T12 100 - 80 1.411 18 0.0445 0.6947 T13 80 - 60 1.228 18 0.0362 0.6431 T14 60 - 40 1.133 18 0.0351 0.5890 T15 40 - 20 0.936 18 0.0711 0.4551 T16 20 - 4.81771 0.540 18 0.1108 0.2972 T17 4.81771 - 0 0.131 18 0.1273 0.1584 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 300.00 5/8''x6-ft LRod 24 3.372 0.1673 0.9354 144604 297.00 BCD-80612 24 3.296 0.1671 0.9199 144604 285.00 VZE01 w/ Mount Pipe 24 2.999 0.1548 0.8810 28991 279.39 Guy 24 2.875 0.1406 0.8726 15862 ttnnxxTToowweerr Job Adams Ranch (237546) Page 23 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 209.75 Guy 24 1.904 0.0301 0.4556 25641 178.50 HSS 4x4 (8-ft long) 24 1.813 0.0173 0.5597 47294 139.39 Guy 24 1.551 0.0236 0.7312 28449 127.00 UHX6-59-P3A/L 24 1.513 0.0200 0.7602 46821 115.00 P4-57W-PXA 18 1.499 0.0288 0.7555 23667 79.39 Guy 18 1.224 0.0358 0.6419 24811 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 300 - 287.341 47.050 6 1.4976 3.4951 T2 287.341 - 280 43.685 6 1.4716 3.2939 T3 280 - 260 41.803 6 1.3830 3.2620 T4 260 - 240 37.475 6 1.1852 3.0563 T5 240 - 220 33.232 6 1.0328 2.6490 T6 220 - 200 29.386 6 0.7173 2.3548 T7 200 - 180 26.878 6 0.4880 2.3734 T8 180 - 160 25.167 6 0.4190 2.7951 T9 160 - 140 23.326 6 0.4650 3.4443 T10 140 - 120 21.430 6 0.3623 3.5812 T11 120 - 100 20.162 6 0.3679 3.7658 T12 100 - 80 18.207 6 0.5562 3.3986 T13 80 - 60 15.621 6 0.5574 3.1047 T14 60 - 40 13.432 6 0.6377 2.8694 T15 40 - 20 10.343 6 0.9247 2.2515 T16 20 - 4.81771 5.713 6 1.2292 1.4741 T17 4.81771 - 0 1.385 6 1.3529 0.7931 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 300.00 5/8''x6-ft LRod 6 47.050 1.4976 3.4951 43746 297.00 BCD-80612 6 46.250 1.5008 3.4339 43746 285.00 VZE01 w/ Mount Pipe 6 43.071 1.4477 3.2809 5901 279.39 Guy 6 41.654 1.3750 3.2593 2909 209.75 Guy 6 27.940 0.5822 2.3189 3726 178.50 HSS 4x4 (8-ft long) 6 25.040 0.4216 2.8456 8581 139.39 Guy 6 21.384 0.3592 3.5864 4297 127.00 UHX6-59-P3A/L 6 20.609 0.3372 3.7371 9129 115.00 P4-57W-PXA 6 19.772 0.4119 3.7186 3937 79.39 Guy 6 15.549 0.5563 3.0987 3894 Bolt Design Data ttnnxxTToowweerr Job Adams Ranch (237546) Page 24 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Section No. Elevation ft Component Type Bolt Grade Bolt Size in Number Of Bolts Maximum Load per Bolt K Allowable Load per Bolt K Ratio Load Allowable Allowable Ratio Criteria T1 300 Diagonal A325X 0.5000 1 3.00 5.92 0.507 1.05 Member Bearing Top Girt A325X 0.5000 1 0.34 5.92 0.057 1.05 Member Bearing T2 287.341 Leg A325X 0.7500 4 8.14 30.10 0.270 1.05 Bolt Tension Diagonal A325X 0.5000 1 6.79 8.59 0.790 1.05 Gusset Bearing Top Girt A325X 0.5000 1 1.60 8.59 0.187 1.05 Gusset Bearing Bottom Girt A325X 0.6250 1 2.60 8.70 0.299 1.05 Gusset Bearing T3 280 Leg A325X 0.7500 4 2.25 30.10 0.075 1.05 Bolt Tension Diagonal A325X 0.5000 1 4.02 5.92 0.679 1.05 Member Bearing Bottom Girt A325X 0.5000 1 0.99 5.92 0.167 1.05 Member Bearing Top Guy Pull-Off@279.38 5 A325X 0.6250 2 6.66 8.43 0.790 1.05 Member Block Shear T4 260 Leg A325X 0.7500 4 2.79 30.10 0.093 1.05 Bolt Tension Diagonal A325X 0.5000 1 2.94 5.92 0.496 1.05 Member Bearing Top Girt A325X 0.5000 1 0.88 5.92 0.149 1.05 Member Bearing Bottom Girt A325X 0.5000 1 1.51 5.92 0.256 1.05 Member Bearing T5 240 Leg A325X 0.7500 4 4.80 30.10 0.159 1.05 Bolt Tension Diagonal A325X 0.5000 1 2.84 5.92 0.480 1.05 Member Bearing Top Girt A325X 0.5000 1 1.00 5.92 0.169 1.05 Member Bearing Bottom Girt A325X 0.5000 1 1.00 5.92 0.169 1.05 Member Bearing T6 220 Leg A325X 0.7500 4 4.96 30.10 0.165 1.05 Bolt Tension Diagonal A325X 0.5000 1 5.61 9.78 0.573 1.05 Gusset Bearing Top Girt A325X 0.5000 1 1.40 5.92 0.237 1.05 Member Bearing Bottom Girt A325X 0.6250 1 1.40 9.91 0.142 1.05 Gusset Bearing Torque Arm Top@209.75 A325X 0.6250 2 6.09 11.07 0.551 1.05 Gusset Bearing T7 200 Leg A325X 0.7500 4 3.04 30.10 0.101 1.05 Bolt Tension Diagonal A325X 0.5000 1 3.13 5.92 0.529 1.05 Member Bearing Top Girt A325X 0.5000 1 1.03 5.92 0.174 1.05 Member Bearing Bottom Girt A325X 0.5000 1 1.03 5.92 0.174 1.05 Member Bearing T8 180 Leg A325X 0.7500 4 2.97 30.10 0.099 1.05 Bolt Tension Diagonal A325X 0.5000 1 3.25 5.92 0.548 1.05 Member Bearing Top Girt A325X 0.5000 1 1.36 5.92 0.229 1.05 Member Bearing Bottom Girt A325X 0.5000 1 1.17 5.92 0.197 1.05 Member Bearing T9 160 Leg A325X 0.7500 4 4.91 30.10 0.163 1.05 Bolt Tension Diagonal A325X 0.5000 1 3.73 9.78 0.382 1.05 Gusset Bearing Top Girt A325X 0.5000 1 1.02 5.92 0.173 1.05 Member Bearing Bottom Girt A325X 0.5000 1 1.12 5.92 0.189 1.05 Member Bearing T10 140 Leg A325X 0.7500 4 4.34 30.10 0.144 1.05 Bolt Tension Diagonal A325X 0.5000 1 3.60 5.92 0.609 1.05 Member Bearing Top Girt A325X 0.5000 1 1.18 5.92 0.200 1.05 Member Bearing Bottom Girt A325X 0.5000 1 1.02 5.92 0.173 1.05 Member Bearing Top Guy Pull-Off@139.38 5 A325X 0.7500 2 3.80 23.82 0.160 1.05 Gusset Bearing T11 120 Leg A325X 0.7500 4 4.09 30.10 0.136 1.05 Bolt Tension Diagonal A325X 0.5000 1 3.12 5.92 0.527 1.05 Member Bearing Top Girt A325X 0.5000 1 0.93 5.92 0.158 1.05 Member Bearing Bottom Girt A325X 0.5000 1 1.35 5.92 0.228 1.05 Member Bearing T12 100 Leg A325X 0.7500 4 5.02 30.10 0.167 1.05 Bolt Tension Diagonal A325X 0.5000 1 3.65 7.02 0.521 1.05 Member Bearing Top Girt A325X 0.5000 1 1.04 5.92 0.176 1.05 Member Bearing Bottom Girt A325X 0.5000 1 1.07 5.92 0.181 1.05 Member Bearing T13 80 Leg A325X 0.7500 4 5.06 30.10 0.168 1.05 Bolt Tension Diagonal A325X 0.5000 1 3.51 5.92 0.593 1.05 Member Bearing Top Girt A325X 0.5000 1 1.29 5.92 0.217 1.05 Member Bearing Bottom Girt A325X 0.5000 1 1.05 5.92 0.178 1.05 Member Bearing Top Guy Pull-Off@79.385 4 A325X 0.7500 2 4.13 23.82 0.173 1.05 Gusset Bearing ttnnxxTToowweerr Job Adams Ranch (237546) Page 25 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Section No. Elevation ft Component Type Bolt Grade Bolt Size in Number Of Bolts Maximum Load per Bolt K Allowable Load per Bolt K Ratio Load Allowable Allowable Ratio Criteria T14 60 Leg A325X 0.7500 4 6.10 30.10 0.203 1.05 Bolt Tension Diagonal A325X 0.5000 1 4.55 5.92 0.768 1.05 Member Bearing Top Girt A325X 0.5000 1 1.75 5.92 0.296 1.05 Member Bearing Bottom Girt A325X 0.5000 1 1.28 5.92 0.217 1.05 Member Bearing T15 40 Leg A325X 0.7500 4 5.50 30.10 0.183 1.05 Bolt Tension Diagonal A325X 0.5000 1 3.79 5.92 0.640 1.05 Member Bearing Top Girt A325X 0.5000 1 1.29 5.92 0.218 1.05 Member Bearing Bottom Girt A325X 0.5000 1 1.39 5.92 0.235 1.05 Member Bearing T16 20 Diagonal A325X 0.5000 1 4.67 5.92 0.789 1.05 Member Bearing Top Girt A325X 0.5000 1 1.64 5.92 0.278 1.05 Member Bearing Bottom Girt A325X 0.5000 1 1.68 5.92 0.285 1.05 Member Bearing Guy Design Data Section No. Elevation ft Size Initial Tension K Breaking Load K Actual Tu K Allowable Tn K Required S.F. Actual S.F. T3 279.39 (A) (690) 3/4 EHS 7.00 58.30 35.33 36.73 0.952 0.990 279.39 (B) (689) 3/4 EHS 7.00 58.30 35.71 36.73 0.952 0.980 279.39 (C) (688) 3/4 EHS 7.00 58.30 35.59 36.73 0.952 0.983 T6 209.75 (A) (699) 9/16 EHS 2.45 35.00 15.48 22.05 0.952 1.357 209.75 (A) (700) 9/16 EHS 2.45 35.00 16.16 22.05 0.952 1.299 209.75 (B) (695) 9/16 EHS 2.45 35.00 15.94 22.05 0.952 1.317 209.75 (B) (696) 9/16 EHS 2.45 35.00 16.98 22.05 0.952 1.237 209.75 (C) (691) 9/16 EHS 2.45 35.00 16.93 22.05 0.952 1.240 209.75 (C) (692) 9/16 EHS 2.45 35.00 14.48 22.05 0.952 1.451 T10 139.39 (A) (708) 9/16 EHS 3.50 35.00 18.67 22.05 0.952 1.125 139.39 (B) (707) 9/16 EHS 3.50 35.00 18.76 22.05 0.952 1.119 139.39 (C) (703) 9/16 EHS 3.50 35.00 18.33 22.05 0.952 1.146 T13 79.39 (A) (714) 9/16 EHS 3.50 35.00 17.38 22.05 0.952 1.208 79.39 (B) (713) 9/16 EHS 3.50 35.00 17.41 22.05 0.952 1.206 79.39 (C) (709) 9/16 EHS 3.50 35.00 17.14 22.05 0.952 1.225 Compression Checks ttnnxxTToowweerr Job Adams Ranch (237546) Page 26 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Leg Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 300 - 287.341 ROHN 2 X-STR 12.66 2.41 75.4 K=2.00 1.4773 -7.16 43.86 0.163 1 T2 287.341 - 280 ROHN 2 X-STR 7.34 0.11 1.8 K=1.00 1.4773 -35.95 66.46 0.541 1 T3 280 - 260 ROHN 2 X-STR 20.00 2.41 75.4 K=2.00 1.4773 -36.75 43.86 0.838 1 T4 260 - 240 ROHN 2 X-STR 20.00 2.41 75.4 K=2.00 1.4773 -33.30 43.86 0.759 1 T5 240 - 220 ROHN 2 X-STR 20.00 2.41 37.7 K=1.00 1.4773 -55.14 59.91 0.920 1 T6 220 - 200 ROHN 2.5 EH w/ 3XS Half Sleeve 20.00 2.41 31.3 K=1.00 3.7610 -81.08 157.58 0.515 1 T7 200 - 180 ROHN 2 X-STR w/ 3'' X-STR Half-Sleeve 20.00 2.41 38.6 K=1.00 2.9852 -57.11 120.45 0.474 1 T8 180 - 160 ROHN 2 X-STR 20.00 2.41 75.4 K=2.00 1.4773 -37.66 43.86 0.859 1 T9 160 - 140 ROHN 2.5 STD 20.00 2.41 30.5 K=1.00 1.7040 -55.70 71.64 0.778 1 T10 140 - 120 ROHN 2.5 STD 20.00 2.41 30.5 K=1.00 1.7040 -56.17 71.64 0.784 1 T11 120 - 100 ROHN 2.5 STD 20.00 2.41 61.0 K=2.00 1.7040 -53.97 58.41 0.924 1 T12 100 - 80 ROHN 2.5 STD 20.00 2.41 30.5 K=1.00 1.7040 -56.78 71.64 0.793 1 T13 80 - 60 ROHN 2.5 STD 20.00 2.41 30.5 K=1.00 1.7040 -58.93 71.64 0.823 1 T14 60 - 40 ROHN 2.5 X STR 20.00 2.41 63.1 K=2.00 2.4278 -74.09 81.69 0.907 1 T15 40 - 20 ROHN 2.5 X STR 20.00 2.41 63.1 K=2.00 2.4278 -74.36 81.69 0.910 1 T16 20 - 4.81771 ROHN 2.5 X STR 15.18 2.41 63.1 K=2.00 2.4278 -64.98 81.69 0.795 1 T17 4.81771 - 0 ROHN 2.5 X STR 5.21 1.30 17.0 K=1.00 2.4278 -57.10 106.96 0.534 1 1 P u / Pn controls Diagonal Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 300 - 287.341 ROHN 1.5 x 16GA 4.18 3.94 92.6 K=1.00 0.2627 -2.96 5.86 0.505 1 T2 287.341 - 280 L2x2x1/4 4.18 3.71 116.9 K=1.03 0.9380 -6.79 19.64 0.345 1 T3 280 - 260 ROHN 1.5 x 16GA 4.18 3.94 92.6 K=1.00 0.2627 -3.95 5.86 0.674 1 T4 260 - 240 ROHN 1.5 x 16GA 4.18 3.94 92.6 K=1.00 0.2627 -3.18 5.86 0.543 1 T5 240 - 220 ROHN 1.5 x 16GA 4.18 3.94 92.6 K=1.00 0.2627 -3.30 5.86 0.563 1 T6 220 - 200 ROHN 1.5 x 11GA 4.18 3.82 93.7 0.5202 -5.61 11.47 0.489 1 ttnnxxTToowweerr Job Adams Ranch (237546) Page 27 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn K=1.00 T7 200 - 180 ROHN 1.5 x 16GA 4.18 3.94 92.6 K=1.00 0.2627 -3.57 5.86 0.608 1 T8 180 - 160 ROHN 1.5 x 16GA 4.18 3.94 92.6 K=1.00 0.2627 -3.12 5.86 0.532 1 T9 160 - 140 ROHN 1.5 x 11GA 4.18 3.89 95.2 K=1.00 0.5202 -3.73 11.26 0.331 1 T10 140 - 120 ROHN 1.5 x 16GA 4.18 3.89 91.4 K=1.00 0.2627 -3.64 5.94 0.612 1 T11 120 - 100 ROHN 1.5 x 16GA 4.18 3.89 91.4 K=1.00 0.2627 -3.44 5.94 0.579 1 T12 100 - 80 ROHN 1.5 x 16GA 4.18 3.89 91.4 K=1.00 0.2627 -3.65 5.94 0.615 1 T13 80 - 60 ROHN 1.5 x 16GA 4.18 3.89 91.4 K=1.00 0.2627 -3.38 5.94 0.568 1 T14 60 - 40 ROHN 1.5 x 16GA 4.18 3.89 91.4 K=1.00 0.2627 -4.70 5.94 0.791 1 T15 40 - 20 ROHN 1.5 x 16GA 4.18 3.89 91.4 K=1.00 0.2627 -4.19 5.94 0.705 1 T16 20 - 4.81771 ROHN 1.5 x 16GA 4.18 3.89 91.4 K=1.00 0.2627 -4.75 5.94 0.800 1 1 P u / Pn controls Horizontal Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T17 4.81771 - 0 L4x4x1/4 2.56 2.32 77.5 K=2.21 1.9400 -1.05 63.47 0.016 1 1 P u / Pn controls Top Girt Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 300 - 287.341 ROHN 1.5 x 16GA 3.42 3.22 75.7 K=1.00 0.2627 -0.34 6.99 0.048 1 T2 287.341 - 280 L2x2x1/4 3.42 2.99 105.9 K=1.15 0.9380 -1.60 23.94 0.067 1 T4 260 - 240 ROHN 1.5 x 16GA 3.42 3.22 75.7 K=1.00 0.2627 -0.87 6.99 0.124 1 T5 240 - 220 ROHN 1.5 x 16GA 3.42 3.22 75.7 K=1.00 0.2627 -1.00 6.99 0.143 1 T6 220 - 200 ROHN 1.5 x 16GA 3.42 3.13 73.5 K=1.00 0.2627 -1.40 7.13 0.197 1 T7 200 - 180 ROHN 1.5 x 16GA 3.42 3.22 75.7 K=1.00 0.2627 -1.03 6.99 0.148 1 ttnnxxTToowweerr Job Adams Ranch (237546) Page 28 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T8 180 - 160 ROHN 1.5 x 16GA 3.42 3.22 75.7 K=1.00 0.2627 -1.26 6.99 0.180 1 T9 160 - 140 ROHN 1.5 x 16GA 3.42 3.18 74.7 K=1.00 0.2627 -1.02 7.05 0.145 1 T10 140 - 120 ROHN 1.5 x 16GA 3.42 3.18 74.7 K=1.00 0.2627 -1.02 7.05 0.145 1 T11 120 - 100 ROHN 1.5 x 16GA 3.42 3.18 74.7 K=1.00 0.2627 -0.93 7.05 0.133 1 T12 100 - 80 ROHN 1.5 x 16GA 3.42 3.18 74.7 K=1.00 0.2627 -1.04 7.05 0.148 1 T13 80 - 60 ROHN 1.5 x 16GA 3.42 3.18 74.7 K=1.00 0.2627 -1.05 7.05 0.149 1 T14 60 - 40 ROHN 1.5 x 16GA 3.42 3.18 74.7 K=1.00 0.2627 -1.72 7.05 0.244 1 T15 40 - 20 ROHN 1.5 x 16GA 3.42 3.18 74.7 K=1.00 0.2627 -1.29 7.05 0.183 1 T16 20 - 4.81771 ROHN 1.5 x 16GA 3.42 3.18 74.7 K=1.00 0.2627 -1.37 7.05 0.194 1 T17 4.81771 - 0 L4x4x1/4 3.42 3.18 84.0 K=1.75 1.9400 -1.05 60.37 0.017 1 1 P u / Pn controls Bottom Girt Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T2 287.341 - 280 L2x2x1/4 3.42 2.98 105.7 K=1.16 0.9380 -2.03 24.01 0.085 1 T3 280 - 260 ROHN 1.5 x 16GA 3.42 3.22 75.7 K=1.00 0.2627 -0.87 6.99 0.125 1 T4 260 - 240 ROHN 1.5 x 16GA 3.42 3.22 75.7 K=1.00 0.2627 -1.32 6.99 0.189 1 T5 240 - 220 ROHN 1.5 x 16GA 3.42 3.22 75.7 K=1.00 0.2627 -1.00 6.99 0.143 1 T6 220 - 200 L2 1/2x2 1/2x1/4 3.42 2.89 95.3 K=1.35 1.1900 -1.40 30.62 0.046 1 T7 200 - 180 ROHN 1.5 x 16GA 3.42 3.22 75.7 K=1.00 0.2627 -1.03 6.99 0.148 1 T8 180 - 160 ROHN 1.5 x 16GA 3.42 3.22 75.7 K=1.00 0.2627 -1.31 6.99 0.187 1 T9 160 - 140 ROHN 1.5 x 16GA 3.42 3.18 74.7 K=1.00 0.2627 -1.02 7.05 0.145 1 T10 140 - 120 ROHN 1.5 x 16GA 3.42 3.18 74.7 K=1.00 0.2627 -1.02 7.05 0.145 1 T11 120 - 100 ROHN 1.5 x 16GA 3.42 3.18 74.7 K=1.00 0.2627 -1.22 7.05 0.173 1 T12 100 - 80 ROHN 1.5 x 16GA 3.42 3.18 74.7 K=1.00 0.2627 -1.04 7.05 0.148 1 T13 80 - 60 ROHN 1.5 x 16GA 3.42 3.18 74.7 K=1.00 0.2627 -1.05 7.05 0.149 1 T14 60 - 40 ROHN 1.5 x 16GA 3.42 3.18 74.7 K=1.00 0.2627 -1.28 7.05 0.182 1 T15 40 - 20 ROHN 1.5 x 16GA 3.42 3.18 74.7 K=1.00 0.2627 -1.29 7.05 0.183 1 ttnnxxTToowweerr Job Adams Ranch (237546) Page 29 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T16 20 - 4.81771 ROHN 1.5 x 16GA 3.42 3.18 74.7 K=1.00 0.2627 -1.14 7.05 0.162 1 1 P u / Pn controls Top Guy Pull-Off Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T3 280 - 260 L2x2x1/4 3.42 2.81 103.2 K=1.20 0.9380 -0.37 22.47 0.017 1 1 P u / Pn controls Top Guy Pull-Off Bending Design Data Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny T3 280 - 260 L2x2x1/4 0.00 1.69 0.000 0.00 0.87 0.000 Top Guy Pull-Off Interaction Design Data Section No. Elevation ft Size Ratio Pu Pn Ratio Mux Mnx Ratio Muy Mny Comb. Stress Ratio Allow. Stress Ratio Criteria T3 280 - 260 L2x2x1/4 0.017 0.000 0.000 0.017 1 1.050 4.8.1 1 P u / Pn controls Torque-Arm Top Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T6 220 - 200 (693) C12x20.7 3.50 3.35 50.4 K=1.00 6.0900 -1.44 172.64 0.008 T6 220 - 200 (694) C12x20.7 3.50 3.35 50.4 K=1.00 6.0900 -0.32 172.64 0.002 T6 220 - 200 (697) C12x20.7 3.50 3.35 50.4 K=1.00 6.0900 -3.60 172.64 0.021 ttnnxxTToowweerr Job Adams Ranch (237546) Page 30 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T6 220 - 200 (698) C12x20.7 3.50 3.35 50.4 K=1.00 6.0900 -4.36 172.64 0.025 T6 220 - 200 (701) C12x20.7 3.50 3.35 50.4 K=1.00 6.0900 -4.88 172.64 0.028 T6 220 - 200 (702) C12x20.7 3.50 3.35 50.4 K=1.00 6.0900 -5.03 172.64 0.029 Torque-Arm Top Bending Design Data Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny T6 220 - 200 (693) C12x20.7 -36.60 68.50 0.534 0.00 7.01 0.000 T6 220 - 200 (694) C12x20.7 -38.44 68.50 0.561 -0.00 7.01 0.000 T6 220 - 200 (697) C12x20.7 -38.54 68.50 0.563 0.00 7.01 0.000 T6 220 - 200 (698) C12x20.7 -35.06 68.50 0.512 -0.00 7.01 0.000 T6 220 - 200 (701) C12x20.7 -38.71 68.50 0.565 0.00 7.01 0.000 T6 220 - 200 (702) C12x20.7 -36.96 68.50 0.540 0.00 7.01 0.000 Torque-Arm Top Interaction Design Data Section No. Elevation ft Size Ratio Pu Pn Ratio Mux Mnx Ratio Muy Mny Comb. Stress Ratio Allow. Stress Ratio Criteria T6 220 - 200 (693) C12x20.7 0.008 0.534 0.000 0.539 1.050 4.8.1 T6 220 - 200 (694) C12x20.7 0.002 0.561 0.000 0.562 1.050 4.8.1 T6 220 - 200 (697) C12x20.7 0.021 0.563 0.000 0.573 1.050 4.8.1 T6 220 - 200 (698) C12x20.7 0.025 0.512 0.000 0.524 1.050 4.8.1 T6 220 - 200 (701) C12x20.7 0.028 0.565 0.000 0.579 1.050 4.8.1 T6 220 - 200 (702) C12x20.7 0.029 0.540 0.000 0.554 1.050 4.8.1 Tension Checks Leg Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 300 - 287.341 ROHN 2 X-STR 12.66 2.41 37.7 1.4773 7.17 66.48 0.108 1 T2 287.341 - 280 ROHN 2 X-STR 7.34 0.11 1.8 1.4773 32.57 66.48 0.490 1 T3 280 - 260 ROHN 2 X-STR 20.00 0.61 9.6 1.4773 32.58 66.48 0.490 1 T5 240 - 220 ROHN 2 X-STR 20.00 0.11 1.8 1.4773 14.47 66.48 0.218 1 T6 220 - 200 ROHN 2.5 EH w/ 3XS Half Sleeve 20.00 2.41 31.3 3.7610 36.67 169.25 0.217 1 ttnnxxTToowweerr Job Adams Ranch (237546) Page 31 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM 1 P u / Pn controls Diagonal Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 300 - 287.341 ROHN 1.5 x 16GA 4.18 3.94 92.6 0.2627 3.00 9.93 0.302 1 T2 287.341 - 280 L2x2x1/4 4.18 3.71 77.6 0.5863 6.67 28.58 0.233 1 T3 280 - 260 ROHN 1.5 x 16GA 4.18 3.94 92.6 0.2627 4.02 9.93 0.405 1 T4 260 - 240 ROHN 1.5 x 16GA 4.18 3.94 92.6 0.2627 2.94 9.93 0.296 1 T5 240 - 220 ROHN 1.5 x 16GA 4.18 3.94 92.6 0.2627 2.84 9.93 0.286 1 T6 220 - 200 ROHN 1.5 x 11GA 4.18 3.82 93.7 0.5202 5.57 19.67 0.283 1 T7 200 - 180 ROHN 1.5 x 16GA 4.18 3.94 92.6 0.2627 3.13 9.93 0.315 1 T8 180 - 160 ROHN 1.5 x 16GA 4.18 3.94 92.6 0.2627 3.25 9.93 0.327 1 T9 160 - 140 ROHN 1.5 x 11GA 4.18 3.89 95.2 0.5202 2.79 19.67 0.142 1 T10 140 - 120 ROHN 1.5 x 16GA 4.18 3.89 91.4 0.2627 3.60 9.93 0.363 1 T11 120 - 100 ROHN 1.5 x 16GA 4.18 3.89 91.4 0.2627 3.12 9.93 0.314 1 T12 100 - 80 ROHN 1.5 x 16GA 4.18 3.89 91.4 0.2627 3.01 9.93 0.303 1 T13 80 - 60 ROHN 1.5 x 16GA 4.18 3.89 91.4 0.2627 3.51 9.93 0.353 1 T14 60 - 40 ROHN 1.5 x 16GA 4.18 3.89 91.4 0.2627 4.55 9.93 0.458 1 T15 40 - 20 ROHN 1.5 x 16GA 4.18 3.89 91.4 0.2627 3.79 9.93 0.382 1 T16 20 - 4.81771 ROHN 1.5 x 16GA 4.18 3.89 91.4 0.2627 4.67 9.93 0.470 1 1 P u / Pn controls Horizontal Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T17 4.81771 - 0 L4x4x1/4 0.85 0.61 5.9 1.4550 1.05 70.93 0.015 1 1 P u / Pn controls Top Girt Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 300 - 287.341 ROHN 1.5 x 16GA 3.42 3.22 75.7 0.2627 0.34 9.93 0.034 1 T2 287.341 - 280 L2x2x1/4 3.42 2.99 63.4 0.5863 1.53 28.58 0.054 1 T4 260 - 240 ROHN 1.5 x 16GA 3.42 3.22 75.7 0.2627 0.88 9.93 0.089 1 T5 240 - 220 ROHN 1.5 x 16GA 3.42 3.22 75.7 0.2627 1.00 9.93 0.100 1 T6 220 - 200 ROHN 1.5 x 16GA 3.42 3.13 73.5 0.2627 1.40 9.93 0.141 1 T7 200 - 180 ROHN 1.5 x 16GA 3.42 3.22 75.7 0.2627 1.03 9.93 0.104 1 T8 180 - 160 ROHN 1.5 x 16GA 3.42 3.22 75.7 0.2627 1.36 9.93 0.136 1 T9 160 - 140 ROHN 1.5 x 16GA 3.42 3.18 74.7 0.2627 1.02 9.93 0.103 1 T10 140 - 120 ROHN 1.5 x 16GA 3.42 3.18 74.7 0.2627 1.18 9.93 0.119 1 T11 120 - 100 ROHN 1.5 x 16GA 3.42 3.18 74.7 0.2627 0.93 9.93 0.094 1 ttnnxxTToowweerr Job Adams Ranch (237546) Page 32 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T12 100 - 80 ROHN 1.5 x 16GA 3.42 3.18 74.7 0.2627 1.04 9.93 0.105 1 T13 80 - 60 ROHN 1.5 x 16GA 3.42 3.18 74.7 0.2627 1.29 9.93 0.129 1 T14 60 - 40 ROHN 1.5 x 16GA 3.42 3.18 74.7 0.2627 1.75 9.93 0.176 1 T15 40 - 20 ROHN 1.5 x 16GA 3.42 3.18 74.7 0.2627 1.29 9.93 0.130 1 T16 20 - 4.81771 ROHN 1.5 x 16GA 3.42 3.18 74.7 0.2627 1.64 9.93 0.166 1 T17 4.81771 - 0 L4x4x1/4 3.42 3.18 30.5 1.4550 11.16 70.93 0.157 1 1 P u / Pn controls Bottom Girt Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T2 287.341 - 280 L2x2x1/4 3.42 2.98 63.4 0.5629 2.60 27.44 0.095 1 T3 280 - 260 ROHN 1.5 x 16GA 3.42 3.22 75.7 0.2627 0.99 9.93 0.099 1 T4 260 - 240 ROHN 1.5 x 16GA 3.42 3.22 75.7 0.2627 1.51 9.93 0.152 1 T5 240 - 220 ROHN 1.5 x 16GA 3.42 3.22 75.7 0.2627 1.00 9.93 0.100 1 T6 220 - 200 L2 1/2x2 1/2x1/4 3.42 2.89 48.8 0.7519 1.40 32.71 0.043 1 T7 200 - 180 ROHN 1.5 x 16GA 3.42 3.22 75.7 0.2627 1.03 9.93 0.104 1 T8 180 - 160 ROHN 1.5 x 16GA 3.42 3.22 75.7 0.2627 1.17 9.93 0.118 1 T9 160 - 140 ROHN 1.5 x 16GA 3.42 3.18 74.7 0.2627 1.12 9.93 0.113 1 T10 140 - 120 ROHN 1.5 x 16GA 3.42 3.18 74.7 0.2627 1.02 9.93 0.103 1 T11 120 - 100 ROHN 1.5 x 16GA 3.42 3.18 74.7 0.2627 1.35 9.93 0.136 1 T12 100 - 80 ROHN 1.5 x 16GA 3.42 3.18 74.7 0.2627 1.07 9.93 0.108 1 T13 80 - 60 ROHN 1.5 x 16GA 3.42 3.18 74.7 0.2627 1.05 9.93 0.106 1 T14 60 - 40 ROHN 1.5 x 16GA 3.42 3.18 74.7 0.2627 1.28 9.93 0.129 1 T15 40 - 20 ROHN 1.5 x 16GA 3.42 3.18 74.7 0.2627 1.39 9.93 0.140 1 T16 20 - 4.81771 ROHN 1.5 x 16GA 3.42 3.18 74.7 0.2627 1.68 9.93 0.170 1 1 P u / Pn controls Top Guy Pull-Off Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T3 280 - 260 L2x2x1/4 3.42 2.81 63.4 0.5629 13.32 24.49 0.544 1 T10 140 - 120 4.5x3/8 3.42 3.18 352.2 1.6875 7.60 54.67 0.139 1 T13 80 - 60 4.5x3/8 3.42 3.18 352.2 1.6875 8.26 54.67 0.151 1 1 P u / Pn controls Top Guy Pull-Off Bending Design Data ttnnxxTToowweerr Job Adams Ranch (237546) Page 33 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny T3 280 - 260 L2x2x1/4 0.00 1.69 0.000 0.00 0.87 0.000 T10 140 - 120 4.5x3/8 0.00 5.13 0.000 0.00 0.43 0.000 T13 80 - 60 4.5x3/8 0.00 5.13 0.000 0.00 0.43 0.000 Top Guy Pull-Off Interaction Design Data Section No. Elevation ft Size Ratio Pu Pn Ratio Mux Mnx Ratio Muy Mny Comb. Stress Ratio Allow. Stress Ratio Criteria T3 280 - 260 L2x2x1/4 0.544 0.000 0.000 0.544 1 1.050 4.8.1 T10 140 - 120 4.5x3/8 0.139 0.000 0.000 0.139 1 1.050 4.8.1 T13 80 - 60 4.5x3/8 0.151 0.000 0.000 0.151 1 1.050 4.8.1 1 P u / Pn controls Torque-Arm Top Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T6 220 - 200 (693) C12x20.7 3.50 3.35 50.4 4.4089 4.36 191.79 0.023 T6 220 - 200 (694) C12x20.7 3.50 3.35 50.4 4.4089 5.85 191.79 0.031 T6 220 - 200 (697) C12x20.7 3.50 3.35 50.4 4.4089 3.52 191.79 0.018 T6 220 - 200 (698) C12x20.7 3.50 3.35 50.4 4.4089 1.37 191.79 0.007 T6 220 - 200 (701) C12x20.7 3.50 3.35 50.4 4.4089 2.83 191.79 0.015 T6 220 - 200 (702) C12x20.7 3.50 3.35 50.4 4.4089 5.66 191.79 0.029 Torque-Arm Top Bending Design Data Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny T6 220 - 200 (693) C12x20.7 -34.48 68.50 0.503 0.00 7.01 0.000 T6 220 - 200 (694) C12x20.7 -37.09 68.50 0.541 0.00 7.01 0.000 T6 220 - 200 (697) C12x20.7 -29.10 68.50 0.425 0.00 7.01 0.000 T6 220 - 200 (698) C12x20.7 -33.01 68.50 0.482 0.00 7.01 0.000 T6 220 - 200 (701) C12x20.7 -28.06 68.50 0.410 -0.00 7.01 0.000 T6 220 - 200 (702) C12x20.7 -32.86 68.50 0.480 -0.00 7.01 0.000 Torque-Arm Top Interaction Design Data Section No. Elevation ft Size Ratio Pu Pn Ratio Mux Mnx Ratio Muy Mny Comb. Stress Ratio Allow. Stress Ratio Criteria T6 220 - 200 (693) C12x20.7 0.023 0.503 0.000 0.515 1.050 4.8.1 T6 220 - 200 (694) C12x20.7 0.031 0.541 0.000 0.557 1.050 4.8.1 T6 220 - 200 (697) C12x20.7 0.018 0.425 0.000 0.434 1.050 4.8.1 T6 220 - 200 (698) C12x20.7 0.007 0.482 0.000 0.485 1.050 4.8.1 T6 220 - 200 (701) C12x20.7 0.015 0.410 0.000 0.417 1.050 4.8.1 T6 220 - 200 (702) C12x20.7 0.029 0.480 0.000 0.494 1.050 4.8.1 ttnnxxTToowweerr Job Adams Ranch (237546) Page 34 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Section No. Elevation ft Size Ratio Pu Pn Ratio Mux Mnx Ratio Muy Mny Comb. Stress Ratio Allow. Stress Ratio Criteria Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail T1 300 - 287.341 Leg ROHN 2 X-STR 2 -7.16 46.05 15.6 Pass T2 287.341 - 280 Leg ROHN 2 X-STR 23 -35.95 69.78 51.5 Pass T3 280 - 260 Leg ROHN 2 X-STR 50 -36.75 46.05 79.8 Pass T4 260 - 240 Leg ROHN 2 X-STR 82 -33.30 46.05 72.3 Pass T5 240 - 220 Leg ROHN 2 X-STR 115 -55.14 62.91 87.6 Pass T6 220 - 200 Leg ROHN 2.5 EH w/ 3XS Half Sleeve Note 1 Note 1 Note 1 77.4 Pass T7 200 - 180 Leg ROHN 2 X-STR w/ 3'' X-STR Half-Sleeve Note 1 Note 1 Note 1 64.3 Pass T8 180 - 160 Leg ROHN 2 X-STR 286 -37.66 46.05 81.8 Pass T9 160 - 140 Leg ROHN 2.5 STD 320 -55.70 75.22 74.0 Pass T10 140 - 120 Leg ROHN 2.5 STD 377 -56.17 75.22 74.7 Pass T11 120 - 100 Leg ROHN 2.5 STD 435 -53.97 61.33 88.0 Pass T12 100 - 80 Leg ROHN 2.5 STD 467 -56.78 75.22 75.5 Pass T13 80 - 60 Leg ROHN 2.5 STD 523 -58.93 75.22 78.4 Pass T14 60 - 40 Leg ROHN 2.5 X STR 581 -74.09 85.78 86.4 Pass T15 40 - 20 Leg ROHN 2.5 X STR 614 -74.36 85.78 86.7 Pass T16 20 - 4.81771 Leg ROHN 2.5 X STR 646 -64.98 85.78 75.8 Pass T17 4.81771 - 0 Leg ROHN 2.5 X STR 673 -57.10 112.31 50.8 Pass T1 300 - 287.341 Diagonal ROHN 1.5 x 16GA 11 -2.96 6.16 48.1 Pass T2 287.341 - 280 Diagonal L2x2x1/4 33 -6.79 20.62 32.9 Pass T3 280 - 260 Diagonal ROHN 1.5 x 16GA 73 -3.95 6.16 64.2 Pass T4 260 - 240 Diagonal ROHN 1.5 x 16GA 92 -3.18 6.16 51.7 Pass T5 240 - 220 Diagonal ROHN 1.5 x 16GA 126 -3.30 6.16 53.6 Pass T6 220 - 200 Diagonal ROHN 1.5 x 11GA 204 -5.61 12.04 46.6 Pass T7 200 - 180 Diagonal ROHN 1.5 x 16GA 284 -3.57 6.16 57.9 Pass T8 180 - 160 Diagonal ROHN 1.5 x 16GA 318 -3.12 6.16 50.7 Pass T9 160 - 140 Diagonal ROHN 1.5 x 11GA 329 -3.73 11.83 31.6 Pass T10 140 - 120 Diagonal ROHN 1.5 x 16GA 431 -3.64 6.24 58.3 Pass T11 120 - 100 Diagonal ROHN 1.5 x 16GA 444 -3.44 6.24 55.2 Pass T12 100 - 80 Diagonal ROHN 1.5 x 16GA 480 -3.65 6.24 58.6 Pass T13 80 - 60 Diagonal ROHN 1.5 x 16GA 574 -3.38 6.24 54.1 Pass T14 60 - 40 Diagonal ROHN 1.5 x 16GA 610 -4.70 6.24 75.3 Pass T15 40 - 20 Diagonal ROHN 1.5 x 16GA 624 -4.19 6.24 67.2 Pass T16 20 - 4.81771 Diagonal ROHN 1.5 x 16GA 657 -4.75 6.24 76.2 Pass T17 4.81771 - 0 Horizontal L4x4x1/4 680 -1.05 72.39 13.8 Pass T1 300 - 287.341 Top Girt ROHN 1.5 x 16GA 5 -0.34 7.33 4.6 Pass T2 287.341 - 280 Top Girt L2x2x1/4 27 -1.60 25.14 6.4 Pass T4 260 - 240 Top Girt ROHN 1.5 x 16GA 85 -0.87 7.33 11.8 Pass T5 240 - 220 Top Girt ROHN 1.5 x 16GA 120 -1.00 7.33 13.6 Pass T6 220 - 200 Top Girt ROHN 1.5 x 16GA 175 -1.40 7.48 18.8 Pass T7 200 - 180 Top Girt ROHN 1.5 x 16GA 234 -1.03 7.33 14.1 Pass T8 180 - 160 Top Girt ROHN 1.5 x 16GA 291 -1.26 7.33 17.2 Pass T9 160 - 140 Top Girt ROHN 1.5 x 16GA 322 -1.02 7.40 13.8 Pass T10 140 - 120 Top Girt ROHN 1.5 x 16GA 379 -1.02 7.40 13.8 Pass T11 120 - 100 Top Girt ROHN 1.5 x 16GA 437 -0.93 7.40 12.6 Pass T12 100 - 80 Top Girt ROHN 1.5 x 16GA 469 -1.04 7.40 14.1 Pass T13 80 - 60 Top Girt ROHN 1.5 x 16GA 526 -1.05 7.40 14.2 Pass T14 60 - 40 Top Girt ROHN 1.5 x 16GA 583 -1.72 7.40 23.2 Pass T15 40 - 20 Top Girt ROHN 1.5 x 16GA 616 -1.29 7.40 17.4 Pass T16 20 - 4.81771 Top Girt ROHN 1.5 x 16GA 650 -1.37 7.40 18.4 Pass T17 4.81771 - 0 Top Girt L4x4x1/4 678 11.16 74.48 15.0 Pass T2 287.341 - 280 Bottom Girt L2x2x1/4 29 2.60 28.81 9.0 Pass ttnnxxTToowweerr Job Adams Ranch (237546) Page 35 of 35 Tower Engineering Professionals 326 Tryon Road Project TEP No. 152906.551427 Date 12:25:50 06/15/21 Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Client Verizon Wireless Designed by JRM Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail T3 280 - 260 Bottom Girt ROHN 1.5 x 16GA 55 -0.87 7.33 11.9 Pass T4 260 - 240 Bottom Girt ROHN 1.5 x 16GA 89 -1.32 7.33 18.0 Pass T5 240 - 220 Bottom Girt ROHN 1.5 x 16GA 123 -1.00 7.33 13.6 Pass T6 220 - 200 Bottom Girt L2 1/2x2 1/2x1/4 178 -1.40 32.15 4.4 Pass T7 200 - 180 Bottom Girt ROHN 1.5 x 16GA 237 -1.03 7.33 14.1 Pass T8 180 - 160 Bottom Girt ROHN 1.5 x 16GA 292 -1.31 7.33 17.8 Pass T9 160 - 140 Bottom Girt ROHN 1.5 x 16GA 325 -1.02 7.40 13.8 Pass T10 140 - 120 Bottom Girt ROHN 1.5 x 16GA 382 -1.02 7.40 13.8 Pass T11 120 - 100 Bottom Girt ROHN 1.5 x 16GA 441 -1.22 7.40 16.5 Pass T12 100 - 80 Bottom Girt ROHN 1.5 x 16GA 472 -1.04 7.40 14.1 Pass T13 80 - 60 Bottom Girt ROHN 1.5 x 16GA 529 -1.05 7.40 14.2 Pass T14 60 - 40 Bottom Girt ROHN 1.5 x 16GA 586 -1.28 7.40 17.3 Pass T15 40 - 20 Bottom Girt ROHN 1.5 x 16GA 619 -1.29 7.40 17.4 Pass T16 20 - 4.81771 Bottom Girt ROHN 1.5 x 16GA 654 1.68 10.43 16.2 Pass T3 280 - 260 Guy A@279.385 3/4 690 35.33 36.73 96.2 Pass T6 220 - 200 Guy A@209.75 9/16 700 16.16 22.05 73.3 Pass T10 140 - 120 Guy A@139.385 9/16 708 18.67 22.05 84.7 Pass T13 80 - 60 Guy A@79.3854 9/16 714 17.38 22.05 78.8 Pass T3 280 - 260 Guy B@279.385 3/4 689 35.71 36.73 97.2 Pass T6 220 - 200 Guy B@209.75 9/16 696 16.98 22.05 77.0 Pass T10 140 - 120 Guy B@139.385 9/16 707 18.76 22.05 85.1 Pass T13 80 - 60 Guy B@79.3854 9/16 713 17.41 22.05 79.0 Pass T3 280 - 260 Guy C@279.385 3/4 688 35.59 36.73 96.9 Pass T6 220 - 200 Guy C@209.75 9/16 691 16.93 22.05 76.8 Pass T10 140 - 120 Guy C@139.385 9/16 703 18.33 22.05 83.1 Pass T13 80 - 60 Guy C@79.3854 9/16 709 17.14 22.05 77.7 Pass T3 280 - 260 Top Guy Pull-Off@279.385 L2x2x1/4 54 13.32 25.71 51.8 Pass T10 140 - 120 Top Guy Pull-Off@139.385 4.5x3/8 706 7.60 57.41 13.2 Pass T13 80 - 60 Top Guy Pull-Off@79.3854 4.5x3/8 712 8.26 57.41 14.4 Pass T6 220 - 200 Torque Arm Top@209.75 C12x20.7 701 -4.88 181.27 55.2 Pass Summary Leg (T11) 88.0 Pass Diagonal (T16) 76.2 Pass Horizontal (T17) 13.8 Pass Top Girt (T14) 23.2 Pass Bottom Girt (T4) 18.0 Pass Guy A (T3) 96.2 Pass Guy B (T3) 97.2 Pass Guy C (T3) 96.9 Pass Top Guy Pull-Off (T3) 51.8 Pass Torque Arm Top (T6) 55.2 Pass Bolt Checks 75.3 Pass RATING = 97.2 Pass Notes: 1) See additional documentation in “Appendix B - Additional Calculations” for calculations supporting the % capacity listed. 2) Rating per TIA-222-H, Section 15.5 Program Version 8.1.1.0 - 6/3/2021 File:G:/Shared drives/152800 - 153499/152906/P-242151_L-551427_237546_ADAMS RANCH_Tower - Structural Design Drawings/TNX/Mod Run/237546 - Adams Ranch.eri June 15, 2021 300-ft Guyed Tower Structural Modification Analysis Report 237546 - Adams Ranch TEP Project Number 152906.551427 Page 9 tnxTower report - version 8.1.1.0 APPENDIX B ADDITIONAL CALCULATIONS ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Risk Category:II Soil Class:D - Default (see Section 11.4.3) Elevation:20.47 ft (NAVD 88) Latitude: Longitude: 27.440775 -80.547586 Wind Results: Wind Speed: 152 Vmph 10-year MRI 86 Vmph 25-year MRI 104 Vmph 50-year MRI 116 Vmph 100-year MRI 127 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Tue Apr 13 2021 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 7-16 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 7-16 Section 26.2. Glazed openings shall be protected against wind-borne debris as specified in Section 26.12.3. Page 1 of 3https://asce7hazardtool.online/Tue Apr 13 2021 153mph per ASCE7-10 SS : 0.051 S1 : 0.028 F a : 1.6 F v : 2.4 SMS : 0.082 SM1 : 0.067 SDS : 0.055 SD1 : 0.045 T L : 8 PGA : 0.024 PGA M : 0.039 F PGA : 1.6 Ie : 1 C v : 0.7 Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum S (g) vs T(s)a MCE Vertical Response SpectrumR S (g) vs T(s)a Seismic Site Soil Class: Results: Seismic Design Category D - Default (see Section 11.4.3) A Data Accessed: Date Source: Tue Apr 13 2021 USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. Page 2 of 3https://asce7hazardtool.online/Tue Apr 13 2021 Ice Results: Data Source: Date Accessed: Ice Thickness: 0.00 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Tue Apr 13 2021 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 500-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 7 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 7 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 7 standard. 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Page 3 of 3https://asce7hazardtool.online/Tue Apr 13 2021 Project Name:Engineer: Project Number:Check: Client Site Number: Date: CODE:TIA-H Pipe Leg + Half Sleeve R/F ΦcL =0.90 - LRFD strength reduction factor (leg, compression)Mast St.:1.00 ΦtL =0.90 - LRFD strength reduction factor (leg, tension) ΦcS =0.90 - LRFD strength reduction factor (sleeve, compression) ΦtS =0.90 - LRFD strength reduction factor (sleeve, tension) Φw =0.75 - LRFD strength reduction factor (weld shear) Φv =0.75 - LRFD strength reduction factor (shear) Input - Loads Quick Check Pinitial:12.7 kips - force from initial load (no wind)Weld Size: OK Pwind:81.1 kips - force due to final loading including reinforcement Weld Connection:52.1% Tu:36.7 kips - maximum load on leg Crushing Check:76.5% Leg Comp. Check:51.0% Input - Tower Leg 2.5 XS Sleeve Check:56.7% Built-up Check:77.4% K:1.00 - effective length factor for leg Leg Tension Check:34.4% Lu:2.41 ft - unbraced length of tower leg *Rating per TIA-222-H Section 15.5 Fy_leg: 50.00 ksi - minimum specified yield strength of tower leg Fu_leg: 65.00 ksi - minimum specified ultimate strength of tower leg r: 0.92 in - minimum radius of gyration of tower leg Aleg:2.25in2 - area of tower leg Di: 2.32 in - inside diameter of tower leg tleg: 0.276 in - thickness of tower leg Input - Sleeve R/F 3 XS Fy_sleeve: 35.00 ksi - minimum specified yield strength of sleeve r/f Fu_sleeve: 60.00 ksi - minimum specified ultimate strength of sleeve r/f rx_sleeve:0.50in - minimum radius of gyration of sleeve r/f about the x-axis ry_sleeve:1.14in - minimum radius of gyration of sleeve r/f about the y-axis Asleeve:1.51in2 - area of sleeve r/f tsleeve:0.30in - thickness of sleeve r/f Termination: Connected to Leg ONLY Input - Sleeve Connection to Leg a: 12.00 in - spacing of connectors connecting the sleeve to the leg D: 3.00 - weld size for the weld connecting the sleeve to the leg (unit = # of 16ths) Length //: 6.00 in - length of weld on each side of the leg at the termination Length :0.00in - length of weld at the bottom/top of the leg sleeve at termination (D/2) No: 2.00 - number of longitudinal welds per end of the leg (typically near side & far side, so 2) FEXX: 70.00 ksi - weld electrode classification Width: 3.50 in - maximum width of the built-up leg Gap:7.00in - length of leg considered for crushing Input - Built-up Leg Section 2.5 XS w/3 XS Half Sleeve rx_bu:0.92in - minimum radius of gyration of the built-up section about the x-axis ry_bu:1.01in - minimum radius of gyration of the built-up section about the y-axis Input - Grouted Leg Ec: 0 ksi - Modulus of Elasticity of Grout E_leg: 29,000 ksi - Modulus of Elasticity of Leg E_sleeve: 29,000 ksi - Modulus of Elasticity of Sleeve Elevation:200ft - 220ft - from tnxTower Adams Ranch JRM TEP No. 152906.551427 RAL 237546 6/15/2021 G:\Shared drives\152800 ‐ 153499\152906\P‐242151_L‐551427_237546_ADAMS RANCH_Tower ‐ Structural Design Drawings\Additional Calculations\05_Built‐Up Leg Calculations_Added Eccentric Checks 200‐220 Project Name:Engineer: Project Number:Check: Client Site Number: Date: CODE:TIA-H Pipe Leg + Half Sleeve R/F ΦcL =0.90 - LRFD strength reduction factor (leg, compression)Mast St.:1.00 ΦtL =0.90 - LRFD strength reduction factor (leg, tension) ΦcS =0.90 - LRFD strength reduction factor (sleeve, compression) ΦtS =0.90 - LRFD strength reduction factor (sleeve, tension) Φw =0.75 - LRFD strength reduction factor (weld shear) Φv =0.75 - LRFD strength reduction factor (shear) Input - Loads Quick Check Pinitial: 13.1 kips - force from initial load (no wind) Pwind:57.1 kips - force due to final loading including reinforcement Weld Connection:46.1% Tu:0.00 kips - maximum load on leg Crushing Check:49.9% Leg Comp. Check:50.9% Input - Tower Leg 2 XS Sleeve Check:46.0% Built-up Check:64.3% K:1.00 - effective length factor for leg Slenderness Check: OK Lu:2.41 ft - unbraced length of tower leg Leg Tension Check:0.0% Fy_leg:50.00 ksi - minimum specified yield strength of tower leg *Rating per TIA-222-H Section 15.5 Fu_leg: 65.00 ksi - minimum specified ultimate strength of tower leg r: 0.77 in - minimum radius of gyration of tower leg Aleg:1.48in2 - area of tower leg Di: 1.94 in - inside diameter of tower leg tleg:0.22in - thickness of tower leg f`c:0.00ksi - minimum specified compressive strength of grout (If ungrouted enter 0) Input - Sleeve R/F 3 XS Fy_sleeve: 35.00 ksi - minimum specified yield strength of sleeve r/f Fu_sleeve: 60.00 ksi - minimum specified ultimate strength of sleeve r/f rx_sleeve:0.50in - minimum radius of gyration of sleeve r/f about the x-axis ry_sleeve:1.14in - minimum radius of gyration of sleeve r/f about the y-axis Asleeve:1.51in2 - area of sleeve r/f tsleeve:0.30in - thickness of sleeve r/f Termination: Connected to Flange Input - Sleeve Connection to Leg a: 12.00 in - spacing of connectors connecting the sleeve to the leg D: 4.00 - weld size for the weld connecting the sleeve to the leg (unit = # of 16ths) Length //: 0.00 in - length of weld on each side of the leg at the termination Length :5.50in - length of weld at the bottom/top of the leg sleeve at termination (D/2) No: 2.00 - number of longitudinal welds per end of the leg (typically near side & far side, so 2) FEXX: 70.00 ksi - weld electrode classification Width: 3.50 in - maximum width of the built-up leg Gap:0.00in - length of leg considered for crushing Input - Built-up Leg Section 2 XS w/3 XS Half Sleeve rx_bu:0.75in - minimum radius of gyration of the built-up section about the x-axis ry_bu:0.97in - minimum radius of gyration of the built-up section about the y-axis Input - Grouted Leg Ec: 0 ksi - Modulus of Elasticity of Grout E_leg: 29,000 ksi - Modulus of Elasticity of Leg E_sleeve: 29,000 ksi - Modulus of Elasticity of Sleeve Elevation:180ft - 200ft - from tnxTower Adams Ranch JRM TEP No. 152906.551427 RAL 237546 6/15/2021 G:\Shared drives\152800 ‐ 153499\152906\P‐242151_L‐551427_237546_ADAMS RANCH_Tower ‐ Structural Design Drawings\Additional Calculations\06_Built‐Up Leg Calculations_Added Eccentric Checks 180‐200 Tower Type: 146 kips Capacity Demand Rating* Check 3 kips 20.59 0.00 0.0% Pass 9.99 3.00 28.6% Pass 14.16 5.81 39.1% Pass 0 ft-kips 233.69 15.00 6.4% Pass 300 ft 202.09 9.00 4.2% Pass ft 558.49 0.00 0.0% Pass 0 in 1499.67 147.70 9.4% Pass 0 in 267.86 44.38 15.8% Pass 107.77 2.77 2.4% Pass 0.164 0.013 7.7% Pass Circular 535.72 5.40 1.0% Pass 2ft 0.164 0.000 0.0% Pass 0.5 ft 535.72 0.00 0.0% Pass 6 8 4 Structural Rating*:15.8% 3 Soil Rating*:39.1% Tie 3in 4.5 ft 5.5 ft 2ft 6 7 3in 60 ksi 3ksi 150 pcf 125 pcf 23.600 ksf <--Toggle between Gross and Net 0.000 ksf 30 degrees 0 0 0.00 ft No 4ft Uplift, Puplift: Base Shear, Vu_comp: Groundwater Depth, gw: Rebar Grade, Fy: Dry Concrete Density, δc: Depth, D: Pad Width, W1: Pad Thickness, T: Pad Clear Cover, ccpad: Material Properties Soil Properties Friction Angle, ϕ: Moment, Mu: Flexural 2-way (Tension) (kip*ft) Pad Shear - 2-way (Uplift) (ksi) Pier Properties BP Dist. Above Fdn, bpdist: Bolt Circle / Bearing Plate Width, BC: Flexural 2-way (Comp) (kip*ft) Block Foundation?: Pad Shear - 2-way (Comp) (ksi) Pier Flexure (Tension) (kip*ft) Overturning (kip*ft) Pad Flexure (kip*ft) Pad Shear - 1-way (kips) Pier Compression (kip) Rectangular Pad?: Pier and Pad Foundation Site Number: Site Name: Compression, Pcomp: TIA-222 Revision: TEP Number: Superstructure Analysis Reactions H Guyed 237546 Adams Ranch 152906.551427 Pier Flexure (Comp.) (kip*ft) Lateral (Sliding) (kips) Bearing Pressure (ksf) Uplift (kips) Foundation Analysis Checks Neglected Depth, N: Uplift Shear, Vu_uplift: Pier Shape: Tower Height, H: Base Face Width, BW: Cohesion, Cu: Ultimate Gross Bearing, Qult: Pad Rebar Quantity (Bottom dir. 2), mp2: Pad Rebar Size (Bottom dir. 2), Sp2: Total Soil Unit Weight, γ: Top & Bot. Pad Rein. Different?: *Rating per TIA-222-H Section 15.5 Foundation Bearing on Rock? SPT Blow Count, Nblows: Base Friction, μ: Pier Diameter, dpier: Ext. Above Grade, E: Pier Rebar Size, Sc: Pier Rebar Quantity, mc: Concrete Compressive Strength, F'c: Pier Tie/Spiral Quantity, mt: Pier Reinforcement Type: Pier Clear Cover, ccpier: Pad Properties Pier Tie/Spiral Size, St: Version 4.1.0 TIA-222 Revision:55.00 kips38.00 kipsResultant Force, Rf:66.85kips106.89 55.0049.0% Pass300.00 ft90.93 38.0039.8% Pass206.00 ft2142.21 137.506.1% Pass34.6deg2148.24 95.004.2% Pass129.84 66.8549.0% Pass*Rating per TIA-222-H Section 15.58ft49.0%6ft6.1%5ft49.0%20 ft22.2yd30ft0ft1.5 ft8Warning: Maximum soil depth is not equal to bottom of deadman.11Soil Properties:No. of Soil Layers:38Layerφ, degcu, ksfδ, pcf depth, ft Ultimate fs (ksf) N (blows/ft)9 1 32 0.000 125 1.500.0004 2 32 0.000 62.6 3.000.000Anchor Shaft Diameter, ds:1.4375 in 3 32 0.000 62.6 8.000.00024in251678960 ksi4 ksi *key: φ = Internal Angle of Friction0.088kcfcu = Cohesion / Undrained Shear Strength3inδ = Buoyant Soil Unit Weight50 ksid = Depth to Bottom of Layer65 ksiUltimate fs = Geotechnical Report-provided skin friction / adhesionN = SPT Blow CountAnchor Shaft Area Override:Shear Lag Factor, u:No. of Bars in Front of Block:Groundwater Level, gw:Stirrup Size:Anchor Shaft Quantity. n:Guyed Anchor Top Rebar Size, Sat:No. of Bars in Top of Block:Guyed Anchor Front Rebar Size, Saf:Uplift Capacity (kips):Neglect Depth, Neg:Anchor Shaft Ultimate Strength, Fu':Section Type (Reference Only):Material PropertiesRebar Grade, Fy:Concrete Strength, F'c:Wt. Avg.Concrete Density, δx:Anchor Shaft Grade, Fy':Clear Cover, cc:Checks capacity of anchor blocks for a guyed tower.Concrete Volume, Vc:Design ReactionsToe Width, toe:Anchor Thickness, Ta:Shear, S:Resultant Angle to Horizontal, θ: Guy Anchor Radius, R:Tower Height, H:Guy Anchor PropertiesHDepth to Bottom of Deadman, Da:Anchor Width, Wa:Anchor Length, La:Guyed Anchor Block FoundationSite Number:Site Name:Design ChecksRating* CheckCapacity Demand237546Adams RanchTEP Number:Location:Uplift, Ua:152906.551427INNERLateral Capacity (kips):Lateral Flexural Capacity (ft*kips):Uplift Flexural Capacity (ft*kips):Anchor Shaft (kips):Anchor Shaft Rating: Structural Rating: Soil Rating: Version 4.0.0 TIA-222 Revision:24.00 kips26.00 kipsResultant Force, Rf:35.38kips48.10 24.0047.5% Pass300.00 ft61.48 26.0040.3% Pass240.00 ft637.23 45.006.7% Pass47.3deg342.83 48.7513.5% Pass98.17 35.3834.3% Pass*Rating per TIA-222-H Section 15.57ft34.3%5.3 ft13.5%3ft47.5%15 ft8.8yd30ft0ft1.5 ft7Warning: Maximum soil depth is not equal to bottom of deadman.4Soil Properties:No. of Soil Layers:37Layerφ, degcu, ksfδ, pcf depth, ft Ultimate fs (ksf) N (blows/ft)4 1 32 0.000 125 1.500.0003 2 32 0.000 62.6 4.000.000Anchor Shaft Diameter, ds:1.25 in 3 32 0.000 62.6 7.000.00024in251678960 ksi3 ksi *key: φ = Internal Angle of Friction0.088kcfcu = Cohesion / Undrained Shear Strength3inδ = Buoyant Soil Unit Weight50 ksid = Depth to Bottom of Layer65 ksiUltimate fs = Geotechnical Report-provided skin friction / adhesionN = SPT Blow CountAnchor Shaft Area Override:Shear Lag Factor, u:No. of Bars in Front of Block:Groundwater Level, gw:Stirrup Size:Anchor Shaft Quantity. n:Guyed Anchor Top Rebar Size, Sat:No. of Bars in Top of Block:Guyed Anchor Front Rebar Size, Saf:Uplift Capacity (kips):Neglect Depth, Neg:Anchor Shaft Ultimate Strength, Fu':Section Type (Reference Only):Material PropertiesRebar Grade, Fy:Concrete Strength, F'c:Wt. Avg.Concrete Density, δx:Anchor Shaft Grade, Fy':Clear Cover, cc:Checks capacity of anchor blocks for a guyed tower.Concrete Volume, Vc:Design ReactionsToe Width, toe:Anchor Thickness, Ta:Shear, S:Resultant Angle to Horizontal, θ: Guy Anchor Radius, R:Tower Height, H:Guy Anchor PropertiesHDepth to Bottom of Deadman, Da:Anchor Width, Wa:Anchor Length, La:Guyed Anchor Block FoundationSite Number:Site Name:Design ChecksRating* CheckCapacity Demand237546Adams RanchTEP Number:Location:Uplift, Ua:152906.551427OUTERLateral Capacity (kips):Lateral Flexural Capacity (ft*kips):Uplift Flexural Capacity (ft*kips):Anchor Shaft (kips):Anchor Shaft Rating: Structural Rating: Soil Rating: Version 4.0.0 June 15, 2021 300-ft Guyed Tower Structural Modification Analysis Report 237546 - Adams Ranch TEP Project Number 152906.551427 Page 10 tnxTower report - version 8.1.1.0 APPENDIX C STRUCTURAL DESIGN DRAWINGS PROJECT TEAMPROJECT CONTACT:SITE NAME:ADAMS RANCHSITE NUMBER:STRUCTURAL DESIGN DRAWINGS21715 ORANGE AVENUEFORT PIERCE, FL 34945(ST. LUCIE COUNTY)N 27°26'26.79", W 80°32'51.31"SITE ADDRESS:237546ENGINEERING FIRM PROJECT MANAGER:MODIFICATION PROVISIONS006-15-21MODIFICATION DRAWINGSJoRMJRMTITLE SHEETNO.SHEET TITLEINDEX OF SHEETSREVT-10152906.551427ATTENTIONJune 15, 2021TOWER ENGINEERING PROFESSIONALS326 TRYON ROADRALEIGH, NC 27603OFFICE: (919) 661-6351www.tepgroup.netFL COA # 31011 XNANAXNAXXNANANAXNAXNAXNAXNAXXNAMI CHECKLISTPRE-CONSTRUCTIONCONSTRUCTIONPOST-CONSTRUCTIONXXXGENERALMODIFICATION INSPECTION NOTES:SERVICE LEVEL COMMITMENT····REQUIRED PHOTOS···················NANANA006-15-21MODIFICATION DRAWINGSADAMS RANCH(237546)June 15, 2021TOWER ENGINEERING PROFESSIONALS326 TRYON ROADRALEIGH, NC 27603OFFICE: (919) 661-6351www.tepgroup.net0152906.551427FL COA # 31011JoRMJRMN-1MI CHECKLISTAND NOTES ATTENTIONGENERAL NOTES:WELDING NOTES:STRUCTURAL STEEL NOTES:N-2PROJECT NOTES I006-15-21MODIFICATION DRAWINGSADAMS RANCH(237546)June 15, 2021TOWER ENGINEERING PROFESSIONALS326 TRYON ROADRALEIGH, NC 27603OFFICE: (919) 661-6351www.tepgroup.net0152906.551427FL COA # 31011JoRMJRM LEGWORKABLE GAGES221213433124NOMINAL HOLE DIMENSIONSSHORT SLOTSTANDARDHOLEBOLTDIAMETERALLOWABLE ANGLE COPEBOLT THREADSBOLTDIAMETERTHREADLENGTHBOLT DETAILSSINGLE SHEAR CONNECTIONS:DOUBLE SHEAR CONNECTIONS:BOLT EDGE AND SPACINGSPACINGMIN. EDGEBOLTDIAMETERNOTE:SECTION AT CENTER ANDSTITCH CONNECTIONBOLT LENGTHS OVER FOUR DIA. BUT NOT EXCEEDING EIGHT DIA.BOLT LENGTHS UP TO AND INCLUDING FOUR DIA.8.2.1 TURN-OF-THE-NUT TIGHTENINGBOLT TIGHTENING PROCEDURE:N-3PROJECT NOTES II006-15-21MODIFICATION DRAWINGSADAMS RANCH(237546)June 15, 2021TOWER ENGINEERING PROFESSIONALS326 TRYON ROADRALEIGH, NC 27603OFFICE: (919) 661-6351www.tepgroup.net0152906.551427FL COA # 31011JoRMJRM GUY PATHGUY ANCHOR RADIUSGUY ANCHOR RADIIINNEROUTERNO.MODIFICATION DESCRIPTIONELEVATION(FT.)SHEETMODIFICATION SCHEDULENOTES:006-15-21MODIFICATION DRAWINGSADAMS RANCH(237546)June 15, 2021TOWER ENGINEERING PROFESSIONALS326 TRYON ROADRALEIGH, NC 27603OFFICE: (919) 661-6351www.tepgroup.net0152906.551427FL COA # 31011JoRMJRMS-1TOWER ELEVATIONAND MODIFICATIONSCHEDULETOWER ELEVATION BRACING PARTS SCHEDULEPROPOSED BRACE(A572-50)QTYPROPOSEDBOTTOMSECTIONTOPELEVATION(FT.)PANEL #SIZE x LENGTHLENGTHBRACE BOLT(A325X)BOLT-ON LUGASSEMBLYQTYLUG PART #NOTES:ATTENTIONPANEL #87654321MEMBERQTYS-2SECTION ELEVATIONBRACINGREPLACEMENTDETAILS I006-15-21MODIFICATION DRAWINGSADAMS RANCH(237546)June 15, 2021TOWER ENGINEERING PROFESSIONALS326 TRYON ROADRALEIGH, NC 27603OFFICE: (919) 661-6351www.tepgroup.net0152906.551427FL COA # 31011JoRMJRMALLOWABLE COPE DETAIL FABRICATION DIMENSIONSPIECEMARKEXISTING LEGDIMENSION"A"DIMENSION"B"DIMENSION"C"DIMENSION"D"DIMENSION"E"U-BOLTTORQUEFRONT VIEWSIDE VIEWTOP VIEWNOTES:LUG INVERTEDLUG UPRIGHT006-15-21MODIFICATION DRAWINGSADAMS RANCH(237546)June 15, 2021TOWER ENGINEERING PROFESSIONALS326 TRYON ROADRALEIGH, NC 27603OFFICE: (919) 661-6351www.tepgroup.net0152906.551427FL COA # 31011JoRMJRMS-3BRACINGREPLACEMENTDETAILS IIBOLT ON LUG - DETAILSBOLT ON LUG - ISOMETRICTYPICAL LUG INSTALLATION DETAIL GIRT REPLACEMENT SCHEDULEGIRT BRACE (ASTM A572-50)QTYPROPOSEDBOTTOMSEC.TOPELEVATION (FT.)AVERAGE LENGTHBRACE BOLT (A325-X)SIZE x LENGTHQUANTITYFACEPLAN VIEWABC006-15-21MODIFICATION DRAWINGSADAMS RANCH(237546)June 15, 2021TOWER ENGINEERING PROFESSIONALS326 TRYON ROADRALEIGH, NC 27603OFFICE: (919) 661-6351www.tepgroup.net0152906.551427FL COA # 31011JoRMJRMALLOWABLE COPE DETAILBRACINGREPLACEMENTDETAILS IIIS-4DAMAGED TOP GIRT BRACE AT 300' ON BC FACEDAMAGED BOTTOM GIRT BRACE AT 260' ON AB FACETYPICAL SECTION ELEVATIONS SCREW PIN MOUSING DETAILTAG TEXT CHART"A"TAGQTY.TENSION TAG NOTES:ELEV.(FT.)"B""C"GUY HARDWAREGUY HARDWARE NOTESSIDE VIEWTOP VIEWGUY WIRE SPLICE DETAILTURNBUCKLESIZEQTY.EXTRA HEAVY THIMBLESIZEQTY.BIG GRIPSIZEQTY.END SLEEVESIZEQTY.WIRE PROPERTIESSIZE# WIRES INSTRANDMIN. B.S.(KIPS)SHACKLESIZECROSBYPART #QTY.CROSBYPART #CROSBYPART #PLP PART #GUY WIREDETAILS I006-15-21MODIFICATION DRAWINGSADAMS RANCH(237546)June 15, 2021TOWER ENGINEERING PROFESSIONALS326 TRYON ROADRALEIGH, NC 27603OFFICE: (919) 661-6351www.tepgroup.net0152906.551427FL COA # 31011JoRMJRMS-5 INSTALL GUYS & PLUMB TOWER:GUY WIRE PROPERTIESGUY TENSIONING INFORMATIONGUY WIREDETAILS II006-15-21MODIFICATION DRAWINGSADAMS RANCH(237546)June 15, 2021TOWER ENGINEERING PROFESSIONALS326 TRYON ROADRALEIGH, NC 27603OFFICE: (919) 661-6351www.tepgroup.net0152906.551427FL COA # 31011JoRMJRMS-6 ATTENTIONNOTES:AAACCCBBB006-15-21MODIFICATION DRAWINGSADAMS RANCH(237546)June 15, 2021TOWER ENGINEERING PROFESSIONALS326 TRYON ROADRALEIGH, NC 27603OFFICE: (919) 661-6351www.tepgroup.net0152906.551427FL COA # 31011JoRMJRMGUY ANCHORGROUNDING DETAILSGUY ANCHOR PLAN VIEWS-7