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HomeMy WebLinkAboutA2P0036B_Passing SA considering Mods_2019tnxTower Report - version 8.0.5.0 Date: August 08, 2019 Ryan Shaffer Crown Castle Crown Castle 2000 Corporate Drive 8000 Avalon Blvd Suite 700 Canonsburg, PA Alpharetta, GA 30009 (724) 416-2000 Subject: Structural Modification Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number: A2P0036B Carrier Site Name: Pinnacle Crown Castle Designation: Crown Castle BU Number: 870159 Crown Castle Site Name: Port St. Lucie (Dyer Rd.) Crown Castle JDE Job Number: 577521 Crown Castle Work Order Number: 1776764 Crown Castle Order Number: 495190 Rev. 0 Engineering Firm Designation: Crown Castle Project Number: 1776764 Site Data: 1100 Dyer Road, Port Saint Lucie, St. Lucie County, FL Latitude 27° 19' 27.58'', Longitude -80° 18' 47.82'' 480 Foot - Guyed Tower Dear Ryan Shaffer, Crown Castle is pleased to submit this “Structural Modification 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 including the proposed modifications as outlined in the attached drawings, “Appendix D”. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC4: Modified Structure w/ Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 161 mph as required by the 2017 Florida Building Code, 6th Edition. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Mishka Stueber / MJL Respectfully submitted by: Maham Barimani, P.E. Senior Project Engineer August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 2 tnxTower Report - version 8.0.5.0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 – Non-Carrier Equipment To Be Removed Table 3 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 – Tower Component Stresses vs. Capacity – LC4 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations 8) APPENDIX D Required Modification Drawings August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 3 tnxTower Report - version 8.0.5.0 1) INTRODUCTION This tower is a 480 ft Guyed tower designed by Sabre Communications. The tower has been modified per reinforcement drawings prepared by Pier Structural Engineering Corp. Reinforcement consists of reinforcement of existing torque arms at 467’, 416’, 367’, 308’, and 248’, and replacement of existing guy wires at 467’ and 187’. The modification drawings designed by CCI and attached in Appendix D have been considered in this analysis. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 161 mph Exposure Category: C Topographic Factor: 1 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 254.0 256.0 6 cellmax technologies CMA-BDHH/6520/E0-8 w/ Mount Pipe 12 1 1-5/8 1-3/5 3 commscope FFHH-65C-R3 w/ Mount Pipe 3 commscope TMAT1921B78-21A 3 nokia AHLOA 3 nokia FHFB 3 nokia FRIG 254.0 1 site pro 1 VFA12-HD 1 raycap ASU9338TYP01 Table 2 – Non-Carrier Equipment To Be Removed Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 276.0 283.0 1 decibel ASPD974 - - 477.0 2 tower mounts Side Arm Mount [SO 602-3] Table 3 - Other Considered Equipment Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 477.0 484.0 1 andrew HMD16SM-V 1 EW20 477.0 2 tower mounts Side Arm Mount [SO 602-3] August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 4 tnxTower Report - version 8.0.5.0 Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 457.0 457.0 1 microwave radio ULTRASCAN DR II-6.5/7GHZ - - 2 tower mounts Side Arm Mount [SO 601-1] 438.0 438.0 1 tower mounts Side Arm Mount [SO 602-1] 1 1/2 430.0 1 swr FM1/1 380.0 384.0 1 kathrein 750 10074 1 1-5/8 380.0 1 tower mounts Side Arm Mount [SO 308-1] 373.0 373.0 1 tower mounts Side Arm Mount [SO 602-3] - - 346.0 346.0 1 andrew PL6-65-PXA 1 EW63 1 tower mounts Pipe Mount [PM 601-1] 316.0 322.0 1 andrew PG1DOF-0093-011 1 1-1/4 316.0 1 tower mounts Side Arm Mount [SO 304-1] 314.0 1 andrew PL8-65D 267.0 267.0 1 andrew PL8-65-PXA 1 EW63 1 tower mounts Pipe Mount [PM 601-1] 238.0 238.0 1 tower mounts Pipe Mount [PM 601-1] 1 1/2 237.0 1 kathrein CA5-150EB/CP 180.0 180.0 1 motorola PTP58600 w/ Mount Pipe 1 17/64 1 tower mounts Pipe Mount [PM 601-1] 130.0 131.0 5 cellmax technologies CMA-B/3324 12 1-5/8 1 cellmax technologies CMA-B/6521 130.0 1 tower mounts Pipe Mount [PM 601-3] 1 tower mounts Sector Mount [SM 402-3] 118.0 118.0 1 kathrein HDCA-10 1 1/2 1 tower mounts Pipe Mount [PM 601-1] 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS Professional Service Industries, Inc. 1300377 CCISITES 4-POST-MODIFICATION INSPECTION Morrison Hershfield 2848311 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS Pinnacle Towers, Inc. 1300431 CCISITES 4-TOWER MANUFACTURER DRAWINGS Sabre Communications 1299446 CCISITES August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 5 tnxTower Report - version 8.0.5.0 Document Remarks Reference Source 4-TOWER MANUFACTURER DRAWINGS Pier Structural Engineering Corp. (Mapping) 2608344 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA Pier Structural Engineering Corp. 2735731 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA Crown Castle Appendix D ON FILE 3.1) Analysis Method tnxTower (version 8.0.5.0), 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. August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 6 tnxTower Report - version 8.0.5.0 3.2) Assumptions 1) Tower and structures were built and maintained in accordance with the manufacturer’s specifications. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Crown Castle should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail T1 480 - 460 Leg 2 1/4 2 -79.79 135.75 58.8 Pass T2 460 - 440 Leg 2 1/4 51 -82.60 135.75 60.8 Pass T3 440 - 420 Leg 2 1/4 99 -74.66 135.75 55.0 Pass T4 420 - 400 Leg 2 1/2 147 -109.77 178.26 61.6 Pass T5 400 - 380 Leg 2 3/4 195 -107.65 225.78 47.7 Pass T6 380 - 360 Leg 2 3/4 242 -158.71 225.78 70.3 Pass T7 360 - 340 Leg 2 3/4 290 -180.28 225.78 79.8 Pass T8 340 - 320 Leg 2 3/4 338 -184.11 225.78 81.5 Pass T9 320 - 300 Leg 3 1/4 386 -214.15 335.44 63.8 Pass T10 300 - 280 Leg 3 434 -214.46 278.19 77.1 Pass T11 280 - 260 Leg 3 1/2 481 -215.27 397.47 54.2 Pass T12 260 - 240 Leg 3 1/2 529 -229.93 397.47 57.8 Pass T13 240 - 220 Leg 3 1/2 579 -236.67 397.47 59.5 Pass T14 220 - 200 Leg 3 1/2 627 -235.63 397.47 59.3 Pass T15 200 - 180 Leg 3 1/2 673 -247.95 397.47 62.4 Pass T16 180 - 160 Leg 3 1/2 721 -244.05 397.47 61.4 Pass T17 160 - 140 Leg 3 1/2 769 -271.13 397.47 68.2 Pass T18 140 - 120 Leg 3 1/2 817 -306.99 397.47 77.2 Pass T19 120 - 100 Leg 3 1/2 865 -286.40 397.47 72.1 Pass T20 100 - 80 Leg 3 1/2 914 -273.52 397.47 68.8 Pass T21 80 - 60 Leg 3 1/2 961 -280.08 397.47 70.5 Pass T22 60 - 40 Leg 3 1/2 1009 -301.90 397.47 76.0 Pass T23 40 - 20 Leg 3 1/2 1057 -302.34 397.47 76.1 Pass T24 20 - 6.5 Leg 3 1/2 1107 -288.32 399.59 72.2 Pass T25 6.5 - 0 Leg 3 1/2 1139 -288.82 432.27 66.8 Pass T1 480 - 460 Diagonal 1 1/2 17 -7.09 34.62 20.5 Pass T2 460 - 440 Diagonal 1 3/8 93 -6.13 26.19 23.4 Pass T3 440 - 420 Diagonal 1 3/8 106 -7.14 26.19 27.2 Pass T4 420 - 400 Diagonal 1 1/2 189 -7.59 34.85 21.8 Pass T5 400 - 380 Diagonal 1 1/2 204 -5.91 35.07 16.8 Pass T6 380 - 360 Diagonal 1 1/2 257 -10.58 35.07 30.2 Pass T7 360 - 340 Diagonal 1 1/2 333 -11.14 35.07 31.8 Pass T8 340 - 320 Diagonal 1 1/2 348 -9.69 35.07 27.6 Pass T9 320 - 300 Diagonal 1 3/4 415 -14.13 55.60 25.4 Pass T10 300 - 280 Diagonal 1 1/2 479 -7.77 35.30 22.0 Pass August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 7 tnxTower Report - version 8.0.5.0 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail T11 280 - 260 Diagonal 1 1/2 490 -16.74 35.76 46.8 Pass T12 260 - 240 Diagonal 1 1/2 561 -22.37 35.76 62.6 Pass T13 240 - 220 Diagonal 1 1/2 622 -11.11 35.76 31.1 Pass T14 220 - 200 Diagonal 1 1/2 634 -9.48 35.76 26.5 Pass T15 200 - 180 Diagonal 1 1/2 705 -11.56 35.76 32.3 Pass T16 180 - 160 Diagonal 1 1/2 766 -8.05 35.76 22.5 Pass T17 160 - 140 Diagonal 1 1/2 779 -11.17 35.76 31.2 Pass T18 140 - 120 Diagonal 1 1/2 841 -14.57 35.76 40.8 Pass T19 120 - 100 Diagonal 1 1/2 911 -14.49 35.76 40.5 Pass T20 100 - 80 Diagonal 1 1/2 959 -7.90 35.76 22.1 Pass T21 80 - 60 Diagonal 1 1/2 972 -12.71 35.76 35.5 Pass T22 60 - 40 Diagonal 1 1/2 1055 -11.85 35.76 33.1 Pass T23 40 - 20 Diagonal 1 1/2 1067 -8.44 35.76 23.6 Pass T24 20 - 6.5 Diagonal 1 1/2 1114 -9.96 36.07 27.6 Pass T1 480 - 460 Horizontal 1 23 -4.22 13.01 32.5 Pass T2 460 - 440 Horizontal 1 90 -2.29 13.01 17.6 Pass T3 440 - 420 Horizontal 1 112 -1.29 13.01 9.9 Pass T4 420 - 400 Horizontal 1 186 -6.77 13.13 51.5 Pass T5 400 - 380 Horizontal 1 208 -1.86 13.24 14.1 Pass T6 380 - 360 Horizontal 1 261 -9.45 13.24 71.4 Pass T7 360 - 340 Horizontal 1 302 -3.12 13.24 23.6 Pass T8 340 - 320 Horizontal 1 351 -3.19 13.24 24.1 Pass T9 320 - 300 Horizontal 1 405 -9.81 13.46 72.9 Pass T10 300 - 280 Horizontal 1 446 -3.71 13.35 27.8 Pass T11 280 - 260 Horizontal 1 496 -3.73 13.58 27.5 Pass T12 260 - 240 Horizontal 1 549 -17.10 18.31 93.4 Pass T13 240 - 220 Horizontal 1 591 -4.10 13.58 30.2 Pass T14 220 - 200 Horizontal 1 639 -4.08 13.58 30.1 Pass T15 200 - 180 Horizontal 1 693 -7.42 13.58 54.7 Pass T16 180 - 160 Horizontal 1 734 -4.23 13.58 31.1 Pass T17 160 - 140 Horizontal 1 782 -4.70 13.58 34.6 Pass T18 140 - 120 Horizontal 1 832 -5.32 13.58 39.2 Pass T19 120 - 100 Horizontal 1 885 -4.96 13.58 36.5 Pass T20 100 - 80 Horizontal 1 926 -4.74 13.58 34.9 Pass T21 80 - 60 Horizontal 1 976 -4.85 13.58 35.7 Pass T22 60 - 40 Horizontal 1 1022 -5.23 13.58 38.5 Pass T23 40 - 20 Horizontal 1 1070 -5.24 13.58 38.6 Pass T24 20 - 6.5 Horizontal 1 1120 -4.99 13.58 36.8 Pass T1 480 - 460 Secondary Horizontal 1 48 0.00 26.72 0.0 Pass T2 460 - 440 Secondary Horizontal 1 96 0.00 26.72 0.0 Pass T3 440 - 420 Secondary Horizontal 1 137 0.00 26.72 0.0 Pass T4 420 - 400 Secondary Horizontal 1 185 -0.00 18.89 0.0 Pass T5 400 - 380 Secondary Horizontal 1 233 0.00 26.72 0.0 Pass T6 380 - 360 Secondary 1 267 0.00 26.72 0.0 Pass August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 8 tnxTower Report - version 8.0.5.0 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail Horizontal T7 360 - 340 Secondary Horizontal 1 301 0.00 26.72 0.0 Pass T8 340 - 320 Secondary Horizontal 1 363 0.00 26.72 0.0 Pass T9 320 - 300 Secondary Horizontal 1 411 -0.00 18.98 0.0 Pass T10 300 - 280 Secondary Horizontal 1 445 -0.00 18.95 0.0 Pass T11 280 - 260 Secondary Horizontal 1 507 -0.00 19.01 0.0 Pass T12 260 - 240 Secondary Horizontal 1 555 -0.00 22.56 0.0 Pass T13 240 - 220 Secondary Horizontal 1 589 -0.00 19.01 0.0 Pass T14 220 - 200 Secondary Horizontal 1 665 -0.00 19.01 0.0 Pass T15 200 - 180 Secondary Horizontal 1 713 -0.00 19.01 0.0 Pass T16 180 - 160 Secondary Horizontal 1 761 -0.00 19.01 0.0 Pass T17 160 - 140 Secondary Horizontal 1 809 -0.00 19.01 0.0 Pass T18 140 - 120 Secondary Horizontal 1 829 -0.00 19.01 0.0 Pass T19 120 - 100 Secondary Horizontal 1 905 -0.00 19.01 0.0 Pass T20 100 - 80 Secondary Horizontal 1 953 -0.00 19.01 0.0 Pass T21 80 - 60 Secondary Horizontal 1 1001 -0.00 19.01 0.0 Pass T22 60 - 40 Secondary Horizontal 1 1049 -0.00 19.01 0.0 Pass T23 40 - 20 Secondary Horizontal 1 1097 -0.00 19.01 0.0 Pass T24 20 - 6.5 Secondary Horizontal 1 1131 -0.00 19.01 0.0 Pass T1 480 - 460 Top Girt 1 5 -0.52 13.01 4.0 Pass T2 460 - 440 Top Girt 1 52 -2.06 13.01 15.8 Pass T3 440 - 420 Top Girt 1 101 -1.04 13.01 8.0 Pass T4 420 - 400 Top Girt 1 150 4.95 26.72 18.5 Pass T5 400 - 380 Top Girt 1 197 1.53 26.72 5.7 Pass T6 380 - 360 Top Girt 1 245 -1.74 13.24 13.1 Pass T7 360 - 340 Top Girt 1 292 -2.37 13.24 17.9 Pass T8 340 - 320 Top Girt 1 342 -1.23 13.24 9.3 Pass T9 320 - 300 Top Girt 1 390 -2.63 13.46 19.5 Pass T10 300 - 280 Top Girt 1 438 -1.59 13.35 11.9 Pass T11 280 - 260 Top Girt 1 484 -0.91 13.58 6.7 Pass T12 260 - 240 Top Girt 1 534 -3.48 13.58 25.6 Pass T13 240 - 220 Top Girt 1 581 -1.86 13.58 13.7 Pass T14 220 - 200 Top Girt 1 629 2.10 26.72 7.8 Pass T15 200 - 180 Top Girt 1 678 3.12 26.72 11.7 Pass T16 180 - 160 Top Girt 1 724 2.91 26.72 10.9 Pass T17 160 - 140 Top Girt 1 774 2.58 26.72 9.6 Pass T18 140 - 120 Top Girt 1 821 -1.82 13.58 13.4 Pass August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 9 tnxTower Report - version 8.0.5.0 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail T19 120 - 100 Top Girt 1 870 5.04 26.72 18.9 Pass T20 100 - 80 Top Girt 1 918 2.70 26.72 10.1 Pass T21 80 - 60 Top Girt 1 964 2.04 26.72 7.6 Pass T22 60 - 40 Top Girt 1 1014 3.55 26.72 13.3 Pass T23 40 - 20 Top Girt 1 1062 1.89 26.72 7.1 Pass T24 20 - 6.5 Top Girt 1 1108 3.70 26.72 13.9 Pass T25 6.5 - 0 Top Girt 12"x3/8" 1142 35.10 153.09 22.9 Pass T1 480 - 460 Bottom Girt 1 9 -1.76 13.01 13.5 Pass T2 460 - 440 Bottom Girt 1 56 -1.28 13.01 9.9 Pass T3 440 - 420 Bottom Girt 1 105 -3.50 13.01 26.9 Pass T4 420 - 400 Bottom Girt 1 152 -0.69 13.13 5.2 Pass T5 400 - 380 Bottom Girt 1 200 -1.70 13.24 12.8 Pass T6 380 - 360 Bottom Girt 1 249 -3.15 13.24 23.8 Pass T7 360 - 340 Bottom Girt 1 297 -1.00 13.24 7.5 Pass T8 340 - 320 Bottom Girt 1 345 -2.02 13.24 15.2 Pass T9 320 - 300 Bottom Girt 1 393 3.51 26.72 13.1 Pass T10 300 - 280 Bottom Girt 1 439 1.83 26.72 6.8 Pass T11 280 - 260 Bottom Girt 1 489 -2.82 13.58 20.8 Pass T12 260 - 240 Bottom Girt 1 535 4.96 26.72 18.6 Pass T13 240 - 220 Bottom Girt 1 584 2.08 26.72 7.8 Pass T14 220 - 200 Bottom Girt 1 633 3.03 26.72 11.3 Pass T15 200 - 180 Bottom Girt 1 679 3.82 26.72 14.3 Pass T16 180 - 160 Bottom Girt 1 729 2.30 26.72 8.6 Pass T17 160 - 140 Bottom Girt 1 776 3.72 26.72 13.9 Pass T18 140 - 120 Bottom Girt 1 825 -3.40 13.58 25.0 Pass T19 120 - 100 Bottom Girt 1 873 2.81 26.72 10.5 Pass T20 100 - 80 Bottom Girt 1 920 1.84 26.72 6.9 Pass T21 80 - 60 Bottom Girt 1 969 3.91 26.72 14.6 Pass T22 60 - 40 Bottom Girt 1 1017 2.17 26.72 8.1 Pass T23 40 - 20 Bottom Girt 1 1063 2.94 26.72 11.0 Pass T24 20 - 6.5 Bottom Girt 1 1111 20.77 26.72 77.8 Pass T25 6.5 - 0 Bottom Girt 12" x 3/8" 1145 -13.77 153.09 52.2 Pass T25 6.5 - 0 Mid Girt 9" x 3/8" 1151 -1.15 16.35 7.0 Pass T1 480 - 460 Guy A@466.875 1 (ECP - 24000) 1163 41.66 65.83 63.3 Pass T4 420 - 400 Guy A@416.25 7/8 (ECP - 24000) 1175 34.45 50.21 68.6 Pass T6 380 - 360 Guy A@366.875 7/8 (ECP - 24000) 1187 36.29 50.21 72.3 Pass T9 320 - 300 Guy A@306.875 3/4 (ECP - 24000) 1198 29.14 36.73 79.3 Pass T12 260 - 240 Guy A@246.875 7/8 (ECP - 24000) 1210 36.77 50.21 73.2 Pass T15 200 - 180 Guy A@186.875 9/16 (ECP - 23000) 1222 16.44 22.05 74.6 Pass T18 140 - 120 Guy A@126.875 7/8 (ECP - 24000) 1231 38.10 50.21 75.9 Pass T21 80 - 60 Guy A@66.875 5/8 (ECP - 23000) 1237 20.34 26.71 76.1 Pass T1 480 - 460 Guy B@466.875 1 (ECP - 24000) 1158 42.08 65.83 63.9 Pass T4 420 - 400 Guy B@416.25 7/8 (ECP - 24000) 1170 35.16 50.21 70.0 Pass T6 380 - 360 Guy B@366.875 7/8 (ECP - 24000) 1182 37.61 50.21 74.9 Pass T9 320 - 300 Guy B@306.875 3/4 (ECP - 24000) 1194 30.65 36.73 83.4 Pass T12 260 - 240 Guy B@246.875 7/8 (ECP - 24000) 1206 36.88 50.21 73.4 Pass August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 10 tnxTower Report - version 8.0.5.0 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail T15 200 - 180 Guy B@186.875 9/16 (ECP - 23000) 1218 15.87 22.05 72.0 Pass T18 140 - 120 Guy B@126.875 7/8 (ECP - 24000) 1230 37.40 50.21 74.5 Pass T21 80 - 60 Guy B@66.875 5/8 (ECP - 23000) 1236 19.99 26.71 74.8 Pass T1 480 - 460 Guy C@466.875 1 (ECP - 24000) 1154 41.82 65.83 63.5 Pass T4 420 - 400 Guy C@416.25 7/8 (ECP - 24000) 1166 34.91 50.21 69.5 Pass T6 380 - 360 Guy C@366.875 7/8 (ECP - 24000) 1178 37.59 50.21 74.9 Pass T9 320 - 300 Guy C@306.875 3/4 (ECP - 24000) 1191 30.85 36.73 84.0 Pass T12 260 - 240 Guy C@246.875 7/8 (ECP - 24000) 1203 38.21 50.21 76.1 Pass T15 200 - 180 Guy C@186.875 9/16 (ECP - 23000) 1215 16.66 22.05 75.6 Pass T18 140 - 120 Guy C@126.875 7/8 (ECP - 24000) 1226 37.63 50.21 74.9 Pass T21 80 - 60 Guy C@66.875 5/8 (ECP - 23000) 1232 19.97 26.71 74.8 Pass T18 140 - 120 Top Guy Pull- Off@126.875 3" x 3/8" 1228 11.60 38.27 30.3 Pass T21 80 - 60 Top Guy Pull- Off@66.875 3" x 3/8" 1233 7.95 38.27 20.8 Pass T1 480 - 460 Torque Arm Top@466.875 C15x33.9+(2)4x4x1/2 1160 1.82 595.35 43.6 Pass T4 420 - 400 Torque Arm Top@416.25 C15x33.9+(2)4x4x1/2 1169 -1.60 583.33 36.4 Pass T6 380 - 360 Torque Arm Top@366.875 C15x33.9+(2)4x4x1/2 1184 5.61 595.35 38.2 Pass T9 320 - 300 Torque Arm Top@306.875 C15x33.9+(2)4x4x1/2 1192 -5.01 583.52 30.0 Pass T12 260 - 240 Torque Arm Top@246.875 C15x33.9+(2)4x4x1/2 1208 -11.46 583.58 34.4 Pass T15 200 - 180 Torque Arm Top@186.875 C15x33.9 1220 4.27 338.84 32.4 Pass Summary Leg (T8) 81.5 Pass Diagonal (T12) 62.6 Pass Horizontal (T12) 93.4 Pass Secondary Horizontal (T1) 0.0 Pass Top Girt (T12) 25.6 Pass Bottom Girt (T24) 77.8 Pass Mid Girt (T25) 7.0 Pass Guy A (T9) 79.3 Pass Guy B (T9) 83.4 Pass Guy C (T9) 84.0 Pass Top Guy Pull-Off (T18) 30.3 Pass Torque Arm Top (T1) 43.6 Pass Bolt Checks 33.2 Pass Rating = 93.4 Pass August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 11 tnxTower Report - version 8.0.5.0 Table 6 - Tower Component Stresses vs. Capacity - LC4 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Base Foundation (Structure) 0 27.6 Pass 1 Base Foundation (Soil Interaction) 0 17.5 Pass 1 Guy Anchor Foundation (Structure) 0 36.9 Pass 1 Guy Anchor Foundation (Soil Interaction) 0 81.4 Pass Structure Rating (max from all components) = 93.4% Notes: 1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity consumed. 4.1) Recommendations Perform the modifications detailed in "Appendix D" to remedy the deficiencies identified in Crown Castle Work Order No. 1772046. August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 12 tnxTower Report - version 8.0.5.0 APPENDIX A TNXTOWER OUTPUT The Pathway to Possible Crown Castle 2000 Corporate Drive Canonsburg, PA, 15317 Phone: (724) 416-2000 FAX: Job: PSEC --- (for T-Mobile) Project: 870159 - PORT ST LUCIE (DYER RD) Client: Crown Castle Drawn by: MLopienski App'd: Code: TIA-222-H Date: 08/08/19 Scale: NTS Path: R:\Modification Design\Work Area\2019\08 August\870159 WO 1776764\Working\QA\Test SR clips\870159.eri Dwg No. E-1 1 (ECP - 24000) EHS LC=498.15 f t I T=15%R=176.00 ft 1 (ECP - 24000) EHS LC=498.15 f t I T=15% 7/8 (ECP - 24000) EHS LC=451.05 f t I T=15% 7/8 (ECP - 24000) EHS LC=451.05 f t I T=15% 7/8 (ECP - 24000) EHS LC=405.93 f t I T=15% 7/8 (ECP - 24000) EHS LC=405.93 f t I T=15% 3/4 (ECP - 24000) EHS LC=352.64 f t I T=15% 3/4 (ECP - 24000) EHS LC=352.64 f t I T=15% 7/8 (ECP - 2 4 0 00) EHS LC=3 0 1 .88 ft I T=8% 7 / 8 (ECP - 2 4 0 00) EHS L C=3 0 1 .88 ft I T=8% 9 / 1 6 ( E CP - 2 3 0 0 0 ) E HS L C= 2 5 5 . 1 6 ft I T = 8 % 9 / 1 6 ( E C P - 2 3 0 0 0 ) E H S L C = 2 5 5 . 1 6 ft I T = 8 % 7/8 (E C P - 24 000) E H S L C = 215.2 5 ft IT =8 % 5/8 (ECP - 23000) EHS LC=186.30 ft IT=14% 480.0 ft 460.0 ft 466.9 ft466.9 ft466.9 ft466.9 ft466.9 ft466.9 ft 440.0 ft 420.0 ft 400.0 ft 380.0 ft 360.0 ft 366.9 ft366.9 ft366.9 ft366.9 ft366.9 ft366.9 ft 340.0 ft 320.0 ft 300.0 ft 306.9 ft306.9 ft306.9 ft306.9 ft306.9 ft306.9 ft 280.0 ft 260.0 ft 240.0 ft 246.9 ft246.9 ft246.9 ft246.9 ft246.9 ft246.9 ft 220.0 ft 200.0 ft 180.0 ft 186.9 ft186.9 ft186.9 ft186.9 ft186.9 ft186.9 ft 160.0 ft 140.0 ft 120.0 ft 126.9 ft126.9 ft126.9 ft 100.0 ft 80.0 ft 60.0 ft 66.9 ft66.9 ft66.9 ft 40.0 ft 20.0 ft 6.5 ft 0.0 ft 793 K (Axial) 6 kip-ft (Torque) 2 K 235 K 361 K 430 KALL REACTIONS ARE FACTORED SectionT1T2T3T4T5T6T7T8T9T10T11T12T13T14T15T16T17T18T19T20T21T22T23T24T25 LegsSR 2 1/4SR 2 1/2SR 2 3/4SR 3 1/4SR 3SR 3 1/2 Leg GradeA572-50 DiagonalsSR 1 1/2SR 1 3/8SR 1 1/2SR 1 3/4SR 1 1/2A Diagonal GradeA36A Top GirtsSR 1B Mid GirtsN.A.C Bottom GirtsSR 1D HorizontalsSR 1A Sec. HorizontalsSR 1A Top Guy Pull-OffsN.A.3" x 3/8"N.A.3" x 3/8"N.A. Face Width (ft)3.66667 # Panels @ (ft)138 @ 3.125EF Weight (K)3.11.61.63.32.13.62.12.14.32.32.94.42.92.93.72.92.92.92.92.92.92.92.91.91.068.5PLAN R=176.00 ft R=176.00 ft R=176.50 ft R=176.00 ft R=176.00 ft R=176.50 ft R=176.00 ft R=176.00 ft R=176.50 ft R=176.00 ft R=176.00 ft R=176.50 ft R=176.00 ft R=176.00 ft R=176.50 ft R=176.00 ft R=176.00 ft R=176.50 ft R=176.00 ft R=176.00 ft R=176.50 ft R=176.00 ft R=176.00 ft R=176.50 ft SYMBOL LIST MARK MARKSIZE SIZE A N.A. B 12"x3/8" C 9" x 3/8" D 12" x 3/8" E 4 @ 3.0625 F 4 @ 1.81944 MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi TOWER DESIGN NOTES 1. Tower designed for Exposure C to the TIA-222-H Standard. 2. Tower designed for a 161 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: 93.4% August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 13 tnxTower Report - version 8.0.5.0 Tower Input Data The main tower is a 3x guyed tower with an overall height of 480.00 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 3.67 ft at the top and tapered at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: 1) Tower base elevation above sea level: 14.00 ft. 2) Basic wind speed of 161 mph. 3) Risk Category II. 4) Exposure Category C. 5) Simplified Topographic Factor Procedure for wind speed-up calculations is used. 6) Topographic Category: 1. 7) Crest Height: 0.00 ft. 8) Deflections calculated using a wind speed of 60 mph. 9) Pressures are calculated at each section. 10) Safety factor used in guy design is 0.9524. 11) Tower analysis based on target reliabilities in accordance with Annex S. 12) Load Modification Factors used: Kes(Fw) = 0.95. 13) Stress ratio used in tower member design is 1.05. 14) 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 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 14 tnxTower Report - version 8.0.5.0 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 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 15 tnxTower Report - version 8.0.5.0 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 480.00-460.00 3.67 1 20.00 T2 460.00-440.00 3.67 1 20.00 T3 440.00-420.00 3.67 1 20.00 T4 420.00-400.00 3.67 1 20.00 T5 400.00-380.00 3.67 1 20.00 T6 380.00-360.00 3.67 1 20.00 T7 360.00-340.00 3.67 1 20.00 T8 340.00-320.00 3.67 1 20.00 T9 320.00-300.00 3.67 1 20.00 T10 300.00-280.00 3.67 1 20.00 T11 280.00-260.00 3.67 1 20.00 T12 260.00-240.00 3.67 1 20.00 T13 240.00-220.00 3.67 1 20.00 T14 220.00-200.00 3.67 1 20.00 T15 200.00-180.00 3.67 1 20.00 T16 180.00-160.00 3.67 1 20.00 T17 160.00-140.00 3.67 1 20.00 T18 140.00-120.00 3.67 1 20.00 T19 120.00-100.00 3.67 1 20.00 T20 100.00-80.00 3.67 1 20.00 T21 80.00-60.00 3.67 1 20.00 T22 60.00-40.00 3.67 1 20.00 T23 40.00-20.00 3.67 1 20.00 T24 20.00-6.50 3.67 1 13.50 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 16 tnxTower Report - version 8.0.5.0 Tower Section Tower Elevation ft Assembly Database Description Section Width ft Number of Sections Section Length ft T25 6.50-0.00 3.67 1 6.50 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 480.00-460.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T2 460.00-440.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T3 440.00-420.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T4 420.00-400.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T5 400.00-380.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T6 380.00-360.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T7 360.00-340.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T8 340.00-320.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T9 320.00-300.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T10 300.00-280.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T11 280.00-260.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T12 260.00-240.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T13 240.00-220.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T14 220.00-200.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T15 200.00-180.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T16 180.00-160.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T17 160.00-140.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T18 140.00-120.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T19 120.00-100.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T20 100.00-80.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T21 80.00-60.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T22 60.00-40.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T23 40.00-20.00 3.13 K Brace Left No Yes+Steps 7.500 7.500 T24 20.00-6.50 3.06 K Brace Left No Yes+Steps 7.500 7.500 T25 6.50-0.00 1.82 K Brace Left No Yes 7.500 5.000 Tower Section Geometry (cont’d) Tower Elevation ft Leg Type Leg Size Leg Grade Diagonal Type Diagonal Size Diagonal Grade T1 480.00- 460.00 Solid Round 2 1/4 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T2 460.00- 440.00 Solid Round 2 1/4 A572-50 (50 ksi) Solid Round 1 3/8 A36 (36 ksi) T3 440.00- 420.00 Solid Round 2 1/4 A572-50 (50 ksi) Solid Round 1 3/8 A36 (36 ksi) T4 420.00- 400.00 Solid Round 2 1/2 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T5 400.00- 380.00 Solid Round 2 3/4 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T6 380.00- 360.00 Solid Round 2 3/4 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T7 360.00- 340.00 Solid Round 2 3/4 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T8 340.00- 320.00 Solid Round 2 3/4 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T9 320.00- 300.00 Solid Round 3 1/4 A572-50 (50 ksi) Solid Round 1 3/4 A36 (36 ksi) T10 300.00- 280.00 Solid Round 3 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T11 280.00- 260.00 Solid Round 3 1/2 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 17 tnxTower Report - version 8.0.5.0 Tower Elevation ft Leg Type Leg Size Leg Grade Diagonal Type Diagonal Size Diagonal Grade T12 260.00- 240.00 Solid Round 3 1/2 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T13 240.00- 220.00 Solid Round 3 1/2 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T14 220.00- 200.00 Solid Round 3 1/2 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T15 200.00- 180.00 Solid Round 3 1/2 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T16 180.00- 160.00 Solid Round 3 1/2 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T17 160.00- 140.00 Solid Round 3 1/2 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T18 140.00- 120.00 Solid Round 3 1/2 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T19 120.00- 100.00 Solid Round 3 1/2 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T20 100.00- 80.00 Solid Round 3 1/2 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T21 80.00- 60.00 Solid Round 3 1/2 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T22 60.00- 40.00 Solid Round 3 1/2 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T23 40.00- 20.00 Solid Round 3 1/2 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T24 20.00-6.50 Solid Round 3 1/2 A572-50 (50 ksi) Solid Round 1 1/2 A36 (36 ksi) T25 6.50-0.00 Solid Round 3 1/2 A572-50 (50 ksi) Solid Round 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 480.00- 460.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T2 460.00- 440.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T3 440.00- 420.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T4 420.00- 400.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T5 400.00- 380.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T6 380.00- 360.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T7 360.00- 340.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T8 340.00- 320.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T9 320.00- 300.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T10 300.00- 280.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T11 280.00- 260.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T12 260.00- 240.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T13 240.00- 220.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T14 220.00- 200.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T15 200.00- 180.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 18 tnxTower Report - version 8.0.5.0 Tower Elevation ft Top Girt Type Top Girt Size Top Girt Grade Bottom Girt Type Bottom Girt Size Bottom Girt Grade T16 180.00- 160.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T17 160.00- 140.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T18 140.00- 120.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T19 120.00- 100.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T20 100.00- 80.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T21 80.00- 60.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T22 60.00- 40.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T23 40.00- 20.00 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T24 20.00-6.50 Solid Round 1 A36 (36 ksi) Solid Round 1 A36 (36 ksi) T25 6.50-0.00 Flat Bar 12''x3/8'' A36 (36 ksi) Flat Bar 12'' x 3/8'' A36 (36 ksi) 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 T1 480.00- 460.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T2 460.00- 440.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T3 440.00- 420.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T4 420.00- 400.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T5 400.00- 380.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T6 380.00- 360.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T7 360.00- 340.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T8 340.00- 320.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T9 320.00- 300.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T10 300.00- 280.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T11 280.00- 260.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T12 260.00- 240.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T13 240.00- 220.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T14 220.00- 200.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T15 200.00- 180.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T16 180.00- 160.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T17 160.00- 140.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T18 140.00- 120.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T19 120.00- None Solid Round A36 Solid Round 1 A36 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 19 tnxTower Report - version 8.0.5.0 Tower Elevation ft No. of Mid Girts Mid Girt Type Mid Girt Size Mid Girt Grade Horizontal Type Horizontal Size Horizontal Grade 100.00 (36 ksi) (36 ksi) T20 100.00- 80.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T21 80.00- 60.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T22 60.00- 40.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T23 40.00- 20.00 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T24 20.00-6.50 None Solid Round A36 (36 ksi) Solid Round 1 A36 (36 ksi) T25 6.50-0.00 2 Flat Bar 9'' x 3/8'' A36 (36 ksi) Solid Round 1 A36 (36 ksi) Tower Section Geometry (cont’d) Tower Elevation ft Secondary Horizontal Type Secondary Horizontal Size Secondary Horizontal Grade Inner Bracing Type Inner Bracing Size Inner Bracing Grade T1 480.00- 460.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T2 460.00- 440.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T3 440.00- 420.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T4 420.00- 400.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T5 400.00- 380.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T6 380.00- 360.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T7 360.00- 340.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T8 340.00- 320.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T9 320.00- 300.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T10 300.00- 280.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T11 280.00- 260.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T12 260.00- 240.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T13 240.00- 220.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T14 220.00- 200.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T15 200.00- 180.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T16 180.00- 160.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T17 160.00- 140.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T18 140.00- 120.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T19 120.00- 100.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T20 100.00- 80.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T21 80.00- 60.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T22 60.00- Solid Round 1 A36 Solid Round A36 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 20 tnxTower Report - version 8.0.5.0 Tower Elevation ft Secondary Horizontal Type Secondary Horizontal Size Secondary Horizontal Grade Inner Bracing Type Inner Bracing Size Inner Bracing Grade 40.00 (36 ksi) (36 ksi) T23 40.00- 20.00 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 ksi) T24 20.00-6.50 Solid Round 1 A36 (36 ksi) Solid Round A36 (36 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 480.00- 460.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T2 460.00- 440.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T3 440.00- 420.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T4 420.00- 400.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T5 400.00- 380.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T6 380.00- 360.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T7 360.00- 340.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T8 340.00- 320.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T9 320.00- 300.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T10 300.00- 280.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T11 280.00- 260.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T12 260.00- 240.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T13 240.00- 220.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T14 220.00- 200.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T15 200.00- 180.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T16 180.00- 160.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T17 160.00- 140.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T18 140.00- 120.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T19 120.00- 100.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T20 100.00- 80.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T21 80.00- 60.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T22 60.00- 40.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T23 40.00- 20.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T24 20.00- 6.50 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt T25 6.50-0.00 0.00 0.000 A36 (36 ksi) 1 1 1.05 Mid-Pt Mid-Pt Mid-Pt August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 21 tnxTower Report - version 8.0.5.0 Tower Section Geometry (cont’d) 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 480.00- 460.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T2 460.00- 440.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T3 440.00- 420.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T4 420.00- 400.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T5 400.00- 380.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T6 380.00- 360.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T7 360.00- 340.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T8 340.00- 320.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T9 320.00- 300.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T10 300.00- 280.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T11 280.00- 260.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T12 260.00- 240.00 Yes No 1 1 1 0.7 0.7 1 1 0.7 0.7 0.523 0.523 0.7 0.7 1 1 T13 240.00- 220.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T14 220.00- 200.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T15 200.00- 180.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T16 180.00- 160.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T17 160.00- 140.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T18 140.00- 120.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T19 120.00- 100.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T20 100.00- 80.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T21 80.00- 60.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T22 60.00- 40.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T23 40.00- 20.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T24 20.00- 6.50 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T25 6.50- 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) August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 22 tnxTower Report - version 8.0.5.0 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 480.00- 460.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T2 460.00- 440.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T3 440.00- 420.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T4 420.00- 400.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T5 400.00- 380.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T6 380.00- 360.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T7 360.00- 340.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T8 340.00- 320.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T9 320.00- 300.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T10 300.00- 280.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T11 280.00- 260.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T12 260.00- 240.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T13 240.00- 220.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T14 220.00- 200.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T15 200.00- 180.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T16 180.00- 160.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T17 160.00- 140.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T18 140.00- 120.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T19 120.00- 100.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T20 100.00- 80.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T21 80.00- 60.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T22 60.00- 40.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T23 40.00- 20.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T24 20.00- 6.50 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T25 6.50-0.00 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 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 480.00- 460.00 Flange 1.000 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T2 460.00- 440.00 Flange 1.000 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 23 tnxTower Report - version 8.0.5.0 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. T3 440.00- 420.00 Flange 1.000 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T4 420.00- 400.00 Flange 1.000 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T5 400.00- 380.00 Flange 1.000 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T6 380.00- 360.00 Flange 1.000 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T7 360.00- 340.00 Flange 1.000 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T8 340.00- 320.00 Flange 1.375 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T9 320.00- 300.00 Flange 1.375 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T10 300.00- 280.00 Flange 1.375 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T11 280.00- 260.00 Flange 1.375 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T12 260.00- 240.00 Flange 1.375 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T13 240.00- 220.00 Flange 1.375 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T14 220.00- 200.00 Flange 1.375 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T15 200.00- 180.00 Flange 1.375 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T16 180.00- 160.00 Flange 1.375 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T17 160.00- 140.00 Flange 1.375 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T18 140.00- 120.00 Flange 1.375 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T19 120.00- 100.00 Flange 1.375 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T20 100.00- 80.00 Flange 1.375 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T21 80.00- 60.00 Flange 1.375 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T22 60.00- 40.00 Flange 1.375 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T23 40.00- 20.00 Flange 1.375 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T24 20.00- 6.50 Flange 1.375 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 T25 6.50-0.00 Flange 1.375 A325N 4 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 0.000 A325X 0 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 % 466.875 EHS A B C 1 (ECP - 24000) 1 (ECP - 24000) 1 (ECP - 24000) 15.68 15.68 15.68 15% 15% 15% 24000 24000 24000 2.10 2.10 2.10 497.78 497.61 497.61 176.50 176.00 176.00 0.000 0.000 0.000 0 0 0 100% 100% 100% August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 24 tnxTower Report - version 8.0.5.0 416.25 EHS A B C 7/8 (ECP - 24000) 7/8 (ECP - 24000) 7/8 (ECP - 24000) 11.96 11.96 11.96 15% 15% 15% 24000 24000 24000 1.58 1.58 1.58 450.75 450.56 450.56 176.50 176.00 176.00 0.000 0.000 0.000 0 0 0 100% 100% 100% 366.875 EHS A B C 7/8 (ECP - 24000) 7/8 (ECP - 24000) 7/8 (ECP - 24000) 11.96 11.96 11.96 15% 15% 15% 24000 24000 24000 1.58 1.58 1.58 405.70 405.49 405.49 176.50 176.00 176.00 0.000 0.000 0.000 0 0 0 100% 100% 100% 306.875 EHS A B C 3/4 (ECP - 24000) 3/4 (ECP - 24000) 3/4 (ECP - 24000) 8.74 8.74 8.74 15% 15% 15% 24000 24000 24000 1.16 1.16 1.16 352.51 352.26 352.26 176.50 176.00 176.00 0.000 0.000 0.000 0 0 0 100% 100% 100% 246.875 EHS A B C 7/8 (ECP - 24000) 7/8 (ECP - 24000) 7/8 (ECP - 24000) 6.38 6.38 6.38 8% 8% 8% 24000 24000 24000 1.58 1.58 1.58 302.01 301.72 301.72 176.50 176.00 176.00 0.000 0.000 0.000 0 0 0 100% 100% 100% 186.875 EHS A B C 9/16 (ECP - 23000) 9/16 (ECP - 23000) 9/16 (ECP - 23000) 2.80 2.80 2.80 8% 8% 8% 23000 23000 23000 0.67 0.67 0.67 255.35 255.01 255.01 176.50 176.00 176.00 0.000 0.000 0.000 0 0 0 100% 100% 100% 126.875 EHS A B C 7/8 (ECP - 24000) 7/8 (ECP - 24000) 7/8 (ECP - 24000) 6.38 6.38 6.38 8% 8% 8% 24000 24000 24000 1.58 1.58 1.58 215.54 215.14 215.14 176.50 176.00 176.00 0.000 0.000 0.000 0 0 0 100% 100% 100% 66.875 EHS A B C 5/8 (ECP - 23000) 5/8 (ECP - 23000) 5/8 (ECP - 23000) 5.94 5.94 5.94 14% 14% 14% 23000 23000 23000 0.81 0.81 0.81 186.57 186.10 186.10 176.50 176.00 176.00 0.000 0.000 0.000 0 0 0 100% 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 466.875 Torque Arm 8.00 0.000 Channel A36 (36 ksi) Arbitrary Shape C15x33.9+(2)4x4x1/ 2 416.25 Torque Arm 8.00 0.000 Channel A36 (36 ksi) Arbitrary Shape C15x33.9+(2)4x4x1/ 2 366.875 Torque Arm 8.00 0.000 Channel A36 (36 ksi) Arbitrary Shape C15x33.9+(2)4x4x1/ 2 306.875 Torque Arm 8.00 0.000 Channel A36 (36 ksi) Arbitrary Shape C15x33.9+(2)4x4x1/ 2 246.875 Torque Arm 8.00 0.000 Channel A36 (36 ksi) Arbitrary Shape C15x33.9+(2)4x4x1/ 2 186.875 Torque Arm 8.00 0.000 Channel A36 (36 ksi) Channel C15x33.9 126.875 Corner 66.875 Corner August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 25 tnxTower Report - version 8.0.5.0 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 466.88 A36 (36 ksi) Solid Round A36 (36 ksi) Solid Round 416.25 A36 (36 ksi) Solid Round A36 (36 ksi) Solid Round 366.88 A36 (36 ksi) Solid Round A36 (36 ksi) Solid Round 306.88 A36 (36 ksi) Solid Round A36 (36 ksi) Solid Round 246.88 A36 (36 ksi) Solid Round A36 (36 ksi) Solid Round 186.88 A36 (36 ksi) Solid Round A36 (36 ksi) Solid Round 126.88 A36 (36 ksi) Solid Round Yes A36 (36 ksi) Flat Bar 3'' x 3/8'' 66.88 A36 (36 ksi) Solid Round Yes A36 (36 ksi) Flat Bar 3'' x 3/8'' 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 466.875 1.05 1.04 1.04 16.11 6.9 sec/pulse 16.10 6.9 sec/pulse 16.10 6.9 sec/pulse 416.25 0.71 0.71 0.71 13.09 6.2 sec/pulse 13.08 6.2 sec/pulse 13.08 6.2 sec/pulse 366.875 0.64 0.64 0.64 10.64 5.6 sec/pulse 10.63 5.6 sec/pulse 10.63 5.6 sec/pulse 306.875 0.41 0.41 0.41 8.05 4.9 sec/pulse 8.04 4.9 sec/pulse 8.04 4.9 sec/pulse 246.875 0.48 0.48 0.48 10.98 5.7 sec/pulse 10.96 5.7 sec/pulse 10.96 5.7 sec/pulse 186.875 0.17 0.17 0.17 7.65 4.8 sec/pulse 7.63 4.8 sec/pulse 7.63 4.8 sec/pulse 126.875 0.34 0.34 0.34 5.68 4.1 sec/pulse 5.65 4.1 sec/pulse 5.65 4.1 sec/pulse 66.875 0.15 0.15 0.15 2.38 2.7 sec/pulse 2.36 2.7 sec/pulse 2.36 2.7 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 466.875 No No 1 1 0.85 0.85 1 1 416.25 No No 1 1 0.85 0.85 1 1 366.875 No No 1 1 0.85 0.85 1 1 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 26 tnxTower Report - version 8.0.5.0 Torque Arm Pull Off Diagonal Guy Elevation ft Calc K Single Angles Calc K Solid Rounds Kx Ky Kx Ky Kx Ky 306.875 No No 1 1 0.85 0.85 1 1 246.875 No No 1 1 0.85 0.85 1 1 186.875 No No 1 1 0.85 0.85 1 1 126.875 No No 0.85 0.85 1 1 66.875 No No 0.85 0.85 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 466.875 0.625 A325N 5 0.000 1 0.625 A325X 0 0.000 0.75 0.625 A325X 0 0.000 0.75 416.25 0.625 A325N 5 0.000 1 0.625 A325X 0 0.000 0.75 0.625 A325X 0 0.000 0.75 366.875 0.625 A325N 5 0.000 1 0.625 A325X 0 0.000 0.75 0.625 A325X 0 0.000 0.75 306.875 0.625 A325N 5 0.000 1 0.625 A325X 0 0.000 0.75 0.625 A325X 0 0.000 0.75 246.875 0.625 A325N 5 0.000 1 0.625 A325X 0 0.000 0.75 0.625 A325X 0 0.000 0.75 186.875 0.625 A325N 5 0.000 1 0.625 A325X 0 0.000 0.75 0.625 A325X 0 0.000 0.75 126.875 0.625 A325N 0 0.000 0.75 0.625 A325X 0 0.000 0.75 0.625 A325X 0 0.000 0.75 66.875 0.625 A325N 0 0.000 0.75 0.625 A325X 0 0.000 0.75 0.625 A325X 0 0.000 0.75 Guy Pressures Guy Elevation ft Guy Location z ft qz psf qz Ice psf Ice Thickness in 466.875 A B C 233 233 233 81.03 81.03 81.03 416.25 A B C 208 208 208 79.09 79.09 79.09 366.875 A B C 183 183 183 77.02 77.02 77.02 306.875 A B C 153 153 153 74.18 74.18 74.18 246.875 A B C 123 123 123 70.85 70.85 70.85 186.875 A B C 93 93 93 66.82 66.82 66.82 126.875 A B C 63 63 63 61.59 61.59 61.59 66.875 A B C 33 33 33 53.82 53.82 53.82 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 27 tnxTower Report - version 8.0.5.0 Guy-Mast Forces (Excluding Wind) - No Ice Guy Elevation ft Guy Location Chord Angle ° Guy Tension Top Bottom K Fx K Fy K Fz K Mx kip-ft My kip-ft Mz kip-ft 466.875 A 69.535 16.65 15.68 -0.13 15.67 -5.65 -36.18 22.89 -62.67 A 69.535 16.65 15.68 0.13 15.67 -5.65 -36.18 -22.89 62.67 B 69.588 16.65 15.68 4.94 15.67 2.70 72.39 22.84 0.00 B 69.588 16.65 15.68 4.81 15.67 2.93 -36.19 -22.84 -62.69 C 69.588 16.65 15.68 -4.81 15.67 2.93 -36.19 22.84 62.69 C 69.588 16.65 15.68 -4.94 15.67 2.70 72.39 -22.84 0.00 Sum: 0.00 94.02 -0.03 0.02 0.00 0.00 416.25 A 67.286 12.61 11.96 -0.11 11.69 -4.74 -26.99 19.21 -46.75 A 67.286 12.61 11.96 0.11 11.69 -4.74 -26.99 -19.21 46.75 B 67.345 12.61 11.96 4.15 11.69 2.27 54.00 19.17 0.00 B 67.345 12.61 11.96 4.04 11.69 2.46 -27.00 -19.17 -46.77 C 67.345 12.61 11.96 -4.04 11.69 2.46 -27.00 19.17 46.77 C 67.345 12.61 11.96 -4.15 11.69 2.27 54.00 -19.17 0.00 Sum: 0.00 70.14 -0.02 0.02 0.00 0.00 366.875 A 64.596 12.53 11.96 -0.12 11.38 -5.25 -26.28 21.28 -45.52 A 64.596 12.53 11.96 0.12 11.38 -5.25 -26.28 -21.28 45.52 B 64.660 12.53 11.96 4.60 11.39 2.51 52.59 21.23 0.00 B 64.660 12.53 11.96 4.48 11.39 2.72 -26.30 -21.23 -45.55 C 64.660 12.53 11.96 -4.48 11.39 2.72 -26.30 21.23 45.55 C 64.660 12.53 11.96 -4.60 11.39 2.51 52.59 -21.23 0.00 Sum: 0.00 68.31 -0.02 0.03 0.00 0.00 306.875 A 60.413 9.10 8.75 -0.10 7.96 -4.40 -18.39 17.85 -31.85 A 60.413 9.10 8.75 0.10 7.96 -4.40 -18.39 -17.85 31.85 B 60.484 9.10 8.75 3.86 7.97 2.11 36.80 17.81 0.00 B 60.484 9.10 8.75 3.75 7.97 2.28 -18.40 -17.81 -31.87 C 60.484 9.10 8.75 -3.75 7.97 2.28 -18.40 17.81 31.87 C 60.484 9.10 8.75 -3.86 7.97 2.11 36.80 -17.81 0.00 Sum: 0.00 47.79 -0.02 0.02 0.00 0.00 246.875 A 54.787 6.77 6.38 -0.09 5.61 -3.79 -12.95 15.35 -22.43 A 54.787 6.77 6.38 0.09 5.61 -3.79 -12.95 -15.35 22.43 B 54.864 6.77 6.38 3.32 5.61 1.81 25.92 15.32 0.00 B 54.864 6.77 6.38 3.23 5.61 1.96 -12.96 -15.32 -22.45 C 54.864 6.77 6.38 -3.23 5.61 1.96 -12.96 15.32 22.45 C 54.864 6.77 -3.32 5.61 1.81 25.92 -15.32 0.00 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 28 tnxTower Report - version 8.0.5.0 Guy Elevation ft Guy Location Chord Angle ° Guy Tension Top Bottom K Fx K Fy K Fz K Mx kip-ft My kip-ft Mz kip-ft 6.38 Sum: 0.00 33.66 -0.01 0.02 0.00 0.00 186.875 A 47.004 2.93 2.80 -0.04 2.18 -1.95 -5.03 7.91 -8.72 A 47.004 2.93 2.80 0.04 2.18 -1.95 -5.03 -7.91 8.72 B 47.087 2.93 2.80 1.71 2.18 0.94 10.08 7.90 0.00 B 47.087 2.93 2.80 1.66 2.18 1.01 -5.04 -7.90 -8.73 C 47.087 2.93 2.80 -1.66 2.18 1.01 -5.04 7.90 8.73 C 47.087 2.93 2.80 -1.71 2.18 0.94 10.08 -7.90 0.00 Sum: 0.00 13.09 -0.01 0.01 0.00 0.00 126.875 A 36.038 6.58 6.38 0.00 3.98 -5.24 -8.43 0.00 0.00 B 36.117 6.58 6.38 4.53 3.99 2.62 4.22 0.00 -7.31 C 36.117 6.58 6.38 -4.53 3.99 2.62 4.22 -0.00 7.31 Sum: 0.00 11.95 -0.01 0.01 0.00 0.00 66.875 A 20.982 5.99 5.94 0.00 2.21 -5.57 -4.68 0.00 0.00 B 21.037 5.99 5.94 4.82 2.22 2.78 2.35 0.00 -4.06 C 21.037 5.99 5.94 -4.82 2.22 2.78 2.35 -0.00 4.06 Sum: 0.00 6.64 -0.00 0.01 0.00 0.00 Guy-Mast Forces (Excluding Wind) - Service Guy Elevation ft Guy Location Chord Angle ° Guy Tension Top Bottom K Fx K Fy K Fz K Mx kip-ft My kip-ft Mz kip-ft 466.875 A 69.535 16.65 15.68 -0.13 15.67 -5.65 -36.18 22.89 -62.67 A 69.535 16.65 15.68 0.13 15.67 -5.65 -36.18 -22.89 62.67 B 69.588 16.65 15.68 4.94 15.67 2.70 72.39 22.84 0.00 B 69.588 16.65 15.68 4.81 15.67 2.93 -36.19 -22.84 -62.69 C 69.588 16.65 15.68 -4.81 15.67 2.93 -36.19 22.84 62.69 C 69.588 16.65 15.68 -4.94 15.67 2.70 72.39 -22.84 0.00 Sum: 0.00 94.02 -0.03 0.02 0.00 0.00 416.25 A 67.286 12.61 11.96 -0.11 11.69 -4.74 -26.99 19.21 -46.75 A 67.286 12.61 11.96 0.11 11.69 -4.74 -26.99 -19.21 46.75 B 67.345 12.61 11.96 4.15 11.69 2.27 54.00 19.17 0.00 B 67.345 12.61 11.96 4.04 11.69 2.46 -27.00 -19.17 -46.77 C 67.345 12.61 11.96 -4.04 11.69 2.46 -27.00 19.17 46.77 C 67.345 12.61 11.96 -4.15 11.69 2.27 54.00 -19.17 0.00 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 29 tnxTower Report - version 8.0.5.0 Guy Elevation ft Guy Location Chord Angle ° Guy Tension Top Bottom K Fx K Fy K Fz K Mx kip-ft My kip-ft Mz kip-ft Sum: 0.00 70.14 -0.02 0.02 0.00 0.00 366.875 A 64.596 12.53 11.96 -0.12 11.38 -5.25 -26.28 21.28 -45.52 A 64.596 12.53 11.96 0.12 11.38 -5.25 -26.28 -21.28 45.52 B 64.660 12.53 11.96 4.60 11.39 2.51 52.59 21.23 0.00 B 64.660 12.53 11.96 4.48 11.39 2.72 -26.30 -21.23 -45.55 C 64.660 12.53 11.96 -4.48 11.39 2.72 -26.30 21.23 45.55 C 64.660 12.53 11.96 -4.60 11.39 2.51 52.59 -21.23 0.00 Sum: 0.00 68.31 -0.02 0.03 0.00 0.00 306.875 A 60.413 9.10 8.75 -0.10 7.96 -4.40 -18.39 17.85 -31.85 A 60.413 9.10 8.75 0.10 7.96 -4.40 -18.39 -17.85 31.85 B 60.484 9.10 8.75 3.86 7.97 2.11 36.80 17.81 0.00 B 60.484 9.10 8.75 3.75 7.97 2.28 -18.40 -17.81 -31.87 C 60.484 9.10 8.75 -3.75 7.97 2.28 -18.40 17.81 31.87 C 60.484 9.10 8.75 -3.86 7.97 2.11 36.80 -17.81 0.00 Sum: 0.00 47.79 -0.02 0.02 0.00 0.00 246.875 A 54.787 6.77 6.38 -0.09 5.61 -3.79 -12.95 15.35 -22.43 A 54.787 6.77 6.38 0.09 5.61 -3.79 -12.95 -15.35 22.43 B 54.864 6.77 6.38 3.32 5.61 1.81 25.92 15.32 0.00 B 54.864 6.77 6.38 3.23 5.61 1.96 -12.96 -15.32 -22.45 C 54.864 6.77 6.38 -3.23 5.61 1.96 -12.96 15.32 22.45 C 54.864 6.77 6.38 -3.32 5.61 1.81 25.92 -15.32 0.00 Sum: 0.00 33.66 -0.01 0.02 0.00 0.00 186.875 A 47.004 2.93 2.80 -0.04 2.18 -1.95 -5.03 7.91 -8.72 A 47.004 2.93 2.80 0.04 2.18 -1.95 -5.03 -7.91 8.72 B 47.087 2.93 2.80 1.71 2.18 0.94 10.08 7.90 0.00 B 47.087 2.93 2.80 1.66 2.18 1.01 -5.04 -7.90 -8.73 C 47.087 2.93 2.80 -1.66 2.18 1.01 -5.04 7.90 8.73 C 47.087 2.93 2.80 -1.71 2.18 0.94 10.08 -7.90 0.00 Sum: 0.00 13.09 -0.01 0.01 0.00 0.00 126.875 A 36.038 6.58 6.38 0.00 3.98 -5.24 -8.43 0.00 0.00 B 36.117 6.58 6.38 4.53 3.99 2.62 4.22 0.00 -7.31 C 36.117 6.58 6.38 -4.53 3.99 2.62 4.22 -0.00 7.31 Sum: 0.00 11.95 -0.01 0.01 0.00 0.00 66.875 A 20.982 5.99 5.94 0.00 2.21 -5.57 -4.68 0.00 0.00 B 21.037 5.99 5.94 4.82 2.22 2.78 2.35 0.00 -4.06 C 21.037 5.99 5.94 -4.82 2.22 2.78 2.35 -0.00 4.06 Sum: 0.00 6.64 -0.00 0.01 0.00 0.00 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 30 tnxTower Report - version 8.0.5.0 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 466.875 A B C 174.24 173.74 173.74 466.88 466.88 466.88 16.339 16.336 16.336 15.47 15.46 15.46 16.117 16.115 16.115 15.68 15.67 15.67 15.896 15.895 15.895 15.89 15.88 15.88 15.675 15.675 15.675 16.11 16.10 16.10 15.454 15.455 15.455 16.34 16.33 16.33 15.234 15.236 15.236 16.57 16.56 16.56 15.015 15.018 15.018 16.81 16.79 16.79 416.25 A B C 174.24 173.74 173.74 416.25 416.25 416.25 12.574 12.571 12.571 12.46 12.45 12.45 12.367 12.365 12.365 12.66 12.65 12.65 12.161 12.159 12.159 12.87 12.86 12.86 11.955 11.955 11.955 13.09 13.08 13.08 11.749 11.750 11.750 13.32 13.30 13.30 11.544 11.546 11.546 13.55 13.53 13.53 11.339 11.342 11.342 13.79 13.77 13.77 366.875 A B C 174.24 173.74 173.74 366.88 366.88 366.88 12.721 12.717 12.717 10.01 10.00 10.00 12.465 12.462 12.462 10.21 10.20 10.20 12.210 12.208 12.208 10.42 10.41 10.41 11.955 11.955 11.955 10.64 10.63 10.63 11.701 11.702 11.702 10.87 10.85 10.85 11.448 11.450 11.450 11.10 11.09 11.09 11.195 11.199 11.199 11.35 11.33 11.33 306.875 A B C 174.24 173.74 173.74 306.88 306.88 306.88 9.487 9.484 9.484 7.43 7.42 7.42 9.239 9.237 9.237 7.63 7.62 7.62 8.992 8.991 8.991 7.83 7.82 7.82 8.745 8.745 8.745 8.05 8.04 8.04 8.499 8.500 8.500 8.28 8.27 8.27 8.254 8.256 8.256 8.52 8.51 8.51 8.010 8.013 8.013 8.78 8.76 8.76 246.875 A B C 174.24 173.74 173.74 246.88 246.88 246.88 7.577 7.573 7.573 9.28 9.27 9.27 7.166 7.164 7.164 9.80 9.78 9.78 6.765 6.764 6.764 10.37 10.35 10.35 6.376 6.376 6.376 10.98 10.96 10.96 6.000 6.001 6.001 11.65 11.62 11.62 5.640 5.641 5.641 12.37 12.34 12.34 5.296 5.298 5.298 13.15 13.12 13.12 186.875 A B C 174.24 173.74 173.74 186.88 186.88 186.88 3.501 3.500 3.500 6.14 6.13 6.13 3.261 3.260 3.260 6.59 6.57 6.57 3.026 3.026 3.026 7.09 7.07 7.07 2.800 2.800 2.800 7.65 7.63 7.63 2.577 2.577 2.577 8.30 8.27 8.27 2.371 2.372 2.372 9.00 8.97 8.97 2.178 2.179 2.179 9.78 9.75 9.75 126.875 A B C 174.38 173.88 173.88 126.88 126.88 126.88 8.797 8.794 8.794 4.13 4.11 4.11 7.956 7.954 7.954 4.56 4.54 4.54 7.146 7.145 7.145 5.07 5.05 5.05 6.376 6.376 6.376 5.68 5.65 5.65 5.659 5.660 5.660 6.38 6.36 6.36 5.008 5.009 5.009 7.20 7.17 7.17 4.433 4.433 4.433 8.11 8.08 8.08 66.875 A B C 174.38 173.88 173.88 66.88 66.88 66.88 7.729 7.728 7.728 1.83 1.82 1.82 7.127 7.126 7.126 1.98 1.97 1.97 6.529 6.529 6.529 2.16 2.15 2.15 5.936 5.936 5.936 2.38 2.36 2.36 5.351 5.351 5.351 2.63 2.62 2.62 4.776 4.776 4.776 2.95 2.94 2.94 4.216 4.217 4.217 3.34 3.32 3.32 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacin g in Width or Diameter in Perimete r in Weight plf *** A *** FXL 1873 PE(1-5/8) A No No Ar (CaAa) 380.00 - 5.00 -1.000 -0.3 1 1 1.000 0.500 1.980 0.67 LDF6-50A(1- 1/4) A No No Ar (CaAa) 316.00 - 0.00 0.000 -0.15 1 1 1.000 0.500 1.550 0.60 LDF7-50A(1- 5/8) A No No Ar (CaAa) 254.00 - 5.00 0.000 0.25 4 4 1.000 0.500 1.980 0.82 *** B *** EW63(ELLIP TICAL) B No No Ar (CaAa) 346.00 - 5.00 -1.000 -0.27 1 1 0.500 2.010 0.51 LDF5- 50A(7/8) B No No Ar (CaAa) 427.00 - 5.00 -1.000 -0.34 1 1 1.500 0.500 1.090 0.33 LDF4- 50A(1/2) B No No Ar (CaAa) 238.00 - 5.00 -1.000 -0.37 1 1 2.000 0.500 0.630 0.15 ASU9325TY P01(1-3/5) B No No Ar (CaAa) 254.00 - 5.00 2.000 0.45 1 1 1.000 0.500 1.584 1.61 LDF7-50A(1- 5/8) B No No Ar (CaAa) 254.00 - 5.00 0.000 0.38 4 4 1.000 0.500 1.980 0.82 *** C *** LDF7-50A(1- 5/8) C No No Ar (CaAa) 254.00 - 5.00 0.000 -0.42 4 4 1.000 0.500 1.980 0.82 LDF4- 50A(1/2) C No No Ar (CaAa) 118.00 - 5.00 0.000 -0.14 2 2 2.000 0.500 0.630 0.15 LDF4- 50A(1/2) C No No Ar (CaAa) 438.00 - 118.00 0.000 -0.14 1 1 2.000 0.500 0.630 0.15 LDF5- 50A(7/8) C No No Ar (CaAa) 457.00 - 5.00 -1.000 -0.04 2 2 1.500 0.500 1.090 0.33 EW63(ELLIP TICAL) C No No Ar (CaAa) 267.00 - 5.00 0.000 -0.05 2 2 0.500 2.010 0.51 EW63(ELLIP TICAL) C No No Ar (CaAa) 316.00 - 267.00 0.000 0 1 1 0.500 2.010 0.51 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 31 tnxTower Report - version 8.0.5.0 Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacin g in Width or Diameter in Perimete r in Weight plf 7919A(17/64 ) C No No Ar (CaAa) 180.00 - 5.00 0.000 0.05 1 1 2.500 0.500 0.265 0.03 LDF7-50A(1- 5/8) C No No Ar (CaAa) 130.00 - 5.00 0.000 0.2 12 6 1.000 0.500 1.980 0.82 ****** 5/8'' Line A No No Ar (CaAa) 240.00 - 5.00 0.000 -0.47 3 2 2.000 0.500 0.870 0.15 5/8'' Line A No No Ar (CaAa) 480.00 - 240.00 0.000 -0.47 1 1 2.000 0.500 0.870 0.15 Safety Line 3/8 C No No Ar (CaAa) 480.00 - 5.00 0.000 -0.45 1 1 0.375 0.375 0.22 waveguide bracket A No No Af (CaAa) 480.00 - 5.00 0.000 0 1 1 1.750 1.750 1.27 waveguide bracket B No No Af (CaAa) 480.00 - 5.00 0.000 0 1 1 1.750 1.750 1.27 waveguide bracket C No No Af (CaAa) 480.00 - 5.00 0.000 0 1 1 1.750 1.750 1.27 ****** *** Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Total Number CAAA ft2/ft Weight plf ****** *** Feed Line/Linear Appurtenances Section Areas Tower Sectio n Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K T1 480.00-460.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 7.573 5.833 6.583 0.000 0.000 0.000 0.03 0.03 0.03 T2 460.00-440.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 7.573 5.833 10.289 0.000 0.000 0.000 0.03 0.03 0.04 T3 440.00-420.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 7.573 6.596 12.077 0.000 0.000 0.000 0.03 0.03 0.05 T4 420.00-400.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 7.573 8.013 12.203 0.000 0.000 0.000 0.03 0.03 0.05 T5 400.00-380.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 7.573 8.013 12.203 0.000 0.000 0.000 0.03 0.03 0.05 T6 380.00-360.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 11.533 8.013 12.203 0.000 0.000 0.000 0.04 0.03 0.05 T7 360.00-340.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 11.533 9.219 12.203 0.000 0.000 0.000 0.04 0.04 0.05 T8 340.00-320.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 11.533 12.033 12.203 0.000 0.000 0.000 0.04 0.04 0.05 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 32 tnxTower Report - version 8.0.5.0 Tower Sectio n Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K T9 320.00-300.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 14.013 12.033 15.419 0.000 0.000 0.000 0.05 0.04 0.05 T10 300.00-280.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 14.633 12.033 16.223 0.000 0.000 0.000 0.05 0.04 0.06 T11 280.00-260.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 14.633 12.033 17.630 0.000 0.000 0.000 0.05 0.04 0.06 T12 260.00-240.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 25.721 25.339 31.331 0.000 0.000 0.000 0.10 0.11 0.11 T13 240.00-220.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 33.953 32.175 36.083 0.000 0.000 0.000 0.13 0.14 0.13 T14 220.00-200.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 33.953 32.301 36.083 0.000 0.000 0.000 0.13 0.14 0.13 T15 200.00-180.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 33.953 32.301 36.083 0.000 0.000 0.000 0.13 0.14 0.13 T16 180.00-160.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 33.953 32.301 36.613 0.000 0.000 0.000 0.13 0.14 0.13 T17 160.00-140.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 33.953 32.301 36.613 0.000 0.000 0.000 0.13 0.14 0.13 T18 140.00-120.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 33.953 32.301 60.373 0.000 0.000 0.000 0.13 0.14 0.23 T19 120.00-100.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 33.953 32.301 85.267 0.000 0.000 0.000 0.13 0.14 0.33 T20 100.00-80.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 33.953 32.301 85.393 0.000 0.000 0.000 0.13 0.14 0.33 T21 80.00-60.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 33.953 32.301 85.393 0.000 0.000 0.000 0.13 0.14 0.33 T22 60.00-40.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 33.953 32.301 85.393 0.000 0.000 0.000 0.13 0.14 0.33 T23 40.00-20.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 33.953 32.301 85.393 0.000 0.000 0.000 0.13 0.14 0.33 T24 20.00-6.50 A B C 0.000 0.000 0.000 0.000 0.000 0.000 22.919 21.803 57.641 0.000 0.000 0.000 0.08 0.10 0.22 T25 6.50-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 3.321 2.423 6.404 0.000 0.000 0.000 0.01 0.01 0.02 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in T1 480.00-460.00 -0.453 0.581 -0.452 0.580 T2 460.00-440.00 -0.305 1.055 -0.305 1.053 T3 440.00-420.00 -0.117 1.105 -0.117 1.104 T4 420.00-400.00 -0.046 0.618 -0.046 0.612 T5 400.00-380.00 -0.045 0.607 -0.044 0.595 T6 380.00-360.00 -1.598 1.156 -0.998 0.933 T7 360.00-340.00 -1.455 0.657 -0.920 0.627 T8 340.00-320.00 -1.151 -0.399 -0.749 -0.044 T9 320.00-300.00 -1.440 0.505 -1.120 0.493 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 33 tnxTower Report - version 8.0.5.0 Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in T10 300.00-280.00 -1.550 0.718 -1.256 0.636 T11 280.00-260.00 -1.438 0.612 -1.112 0.668 T12 260.00-240.00 2.106 0.074 2.441 0.313 T13 240.00-220.00 2.421 0.088 2.721 0.295 T14 220.00-200.00 2.418 0.068 2.720 0.275 T15 200.00-180.00 2.786 -0.058 2.720 0.275 T16 180.00-160.00 2.764 -0.004 2.700 0.328 T17 160.00-140.00 2.750 0.334 2.700 0.328 T18 140.00-120.00 1.099 0.943 1.084 0.928 T19 120.00-100.00 -0.060 1.562 -0.059 1.537 T20 100.00-80.00 -0.056 1.562 -0.055 1.540 T21 80.00-60.00 -0.055 1.530 -0.054 1.512 T22 60.00-40.00 -0.055 1.557 -0.055 1.540 T23 40.00-20.00 -0.055 1.553 -0.055 1.540 T24 20.00-6.50 -0.055 1.546 -0.055 1.539 T25 6.50-0.00 -0.181 0.231 -0.181 0.231 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T1 23 5/8" Line 460.00 - 480.00 0.6000 0.6000 T1 24 Safety Line 3/8 460.00 - 480.00 0.6000 0.6000 T1 25 waveguide bracket 460.00 - 480.00 0.6000 0.6000 T1 26 waveguide bracket 460.00 - 480.00 0.6000 0.6000 T1 27 waveguide bracket 460.00 - 480.00 0.6000 0.6000 T2 16 LDF5-50A(7/8) 440.00 - 457.00 0.6000 0.6000 T2 23 5/8" Line 440.00 - 460.00 0.6000 0.6000 T2 24 Safety Line 3/8 440.00 - 460.00 0.6000 0.6000 T2 25 waveguide bracket 440.00 - 460.00 0.6000 0.6000 T2 26 waveguide bracket 440.00 - 460.00 0.6000 0.6000 T2 27 waveguide bracket 440.00 - 460.00 0.6000 0.6000 T3 7 LDF5-50A(7/8) 420.00 - 427.00 0.6000 0.6000 T3 15 LDF4-50A(1/2) 420.00 - 438.00 0.6000 0.6000 T3 16 LDF5-50A(7/8) 420.00 - 440.00 0.6000 0.6000 T3 23 5/8" Line 420.00 - 440.00 0.6000 0.6000 T3 24 Safety Line 3/8 420.00 - 440.00 0.6000 0.6000 T3 25 waveguide bracket 420.00 - 440.00 0.6000 0.6000 T3 26 waveguide bracket 420.00 - 440.00 0.6000 0.6000 T3 27 waveguide bracket 420.00 - 440.00 0.6000 0.6000 T4 7 LDF5-50A(7/8) 400.00 - 420.00 0.6000 0.6000 T4 15 LDF4-50A(1/2) 400.00 - 0.6000 0.6000 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 34 tnxTower Report - version 8.0.5.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 420.00 T4 16 LDF5-50A(7/8) 400.00 - 420.00 0.6000 0.6000 T4 23 5/8" Line 400.00 - 420.00 0.6000 0.6000 T4 24 Safety Line 3/8 400.00 - 420.00 0.6000 0.6000 T4 25 waveguide bracket 400.00 - 420.00 0.6000 0.6000 T4 26 waveguide bracket 400.00 - 420.00 0.6000 0.6000 T4 27 waveguide bracket 400.00 - 420.00 0.6000 0.6000 T5 7 LDF5-50A(7/8) 380.00 - 400.00 0.6000 0.6000 T5 15 LDF4-50A(1/2) 380.00 - 400.00 0.6000 0.6000 T5 16 LDF5-50A(7/8) 380.00 - 400.00 0.6000 0.6000 T5 23 5/8" Line 380.00 - 400.00 0.6000 0.6000 T5 24 Safety Line 3/8 380.00 - 400.00 0.6000 0.6000 T5 25 waveguide bracket 380.00 - 400.00 0.6000 0.6000 T5 26 waveguide bracket 380.00 - 400.00 0.6000 0.6000 T5 27 waveguide bracket 380.00 - 400.00 0.6000 0.6000 T6 2 FXL 1873 PE(1-5/8) 360.00 - 380.00 1.0000 0.6000 T6 7 LDF5-50A(7/8) 360.00 - 380.00 0.6000 0.6000 T6 15 LDF4-50A(1/2) 360.00 - 380.00 0.6000 0.6000 T6 16 LDF5-50A(7/8) 360.00 - 380.00 0.6000 0.6000 T6 23 5/8" Line 360.00 - 380.00 0.6000 0.6000 T6 24 Safety Line 3/8 360.00 - 380.00 0.6000 0.6000 T6 25 waveguide bracket 360.00 - 380.00 0.6000 0.6000 T6 26 waveguide bracket 360.00 - 380.00 0.6000 0.6000 T6 27 waveguide bracket 360.00 - 380.00 0.6000 0.6000 T7 2 FXL 1873 PE(1-5/8) 340.00 - 360.00 1.0000 0.6000 T7 6 EW63(ELLIPTICAL) 340.00 - 346.00 1.0000 0.6000 T7 7 LDF5-50A(7/8) 340.00 - 360.00 0.6000 0.6000 T7 15 LDF4-50A(1/2) 340.00 - 360.00 0.6000 0.6000 T7 16 LDF5-50A(7/8) 340.00 - 360.00 0.6000 0.6000 T7 23 5/8" Line 340.00 - 360.00 0.6000 0.6000 T7 24 Safety Line 3/8 340.00 - 360.00 0.6000 0.6000 T7 25 waveguide bracket 340.00 - 360.00 0.6000 0.6000 T7 26 waveguide bracket 340.00 - 360.00 0.6000 0.6000 T7 27 waveguide bracket 340.00 - 360.00 0.6000 0.6000 T8 2 FXL 1873 PE(1-5/8) 320.00 - 340.00 1.0000 0.6000 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 35 tnxTower Report - version 8.0.5.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T8 6 EW63(ELLIPTICAL) 320.00 - 340.00 1.0000 0.6000 T8 7 LDF5-50A(7/8) 320.00 - 340.00 0.6000 0.6000 T8 15 LDF4-50A(1/2) 320.00 - 340.00 0.6000 0.6000 T8 16 LDF5-50A(7/8) 320.00 - 340.00 0.6000 0.6000 T8 23 5/8" Line 320.00 - 340.00 0.6000 0.6000 T8 24 Safety Line 3/8 320.00 - 340.00 0.6000 0.6000 T8 25 waveguide bracket 320.00 - 340.00 0.6000 0.6000 T8 26 waveguide bracket 320.00 - 340.00 0.6000 0.6000 T8 27 waveguide bracket 320.00 - 340.00 0.6000 0.6000 T9 2 FXL 1873 PE(1-5/8) 300.00 - 320.00 1.0000 0.6000 T9 3 LDF6-50A(1-1/4) 300.00 - 316.00 0.6000 0.6000 T9 6 EW63(ELLIPTICAL) 300.00 - 320.00 1.0000 0.6000 T9 7 LDF5-50A(7/8) 300.00 - 320.00 0.6000 0.6000 T9 15 LDF4-50A(1/2) 300.00 - 320.00 0.6000 0.6000 T9 16 LDF5-50A(7/8) 300.00 - 320.00 0.6000 0.6000 T9 18 EW63(ELLIPTICAL) 300.00 - 316.00 1.0000 0.6000 T9 23 5/8" Line 300.00 - 320.00 0.6000 0.6000 T9 24 Safety Line 3/8 300.00 - 320.00 0.6000 0.6000 T9 25 waveguide bracket 300.00 - 320.00 0.6000 0.6000 T9 26 waveguide bracket 300.00 - 320.00 0.6000 0.6000 T9 27 waveguide bracket 300.00 - 320.00 0.6000 0.6000 T10 2 FXL 1873 PE(1-5/8) 280.00 - 300.00 1.0000 0.6000 T10 3 LDF6-50A(1-1/4) 280.00 - 300.00 0.6000 0.6000 T10 6 EW63(ELLIPTICAL) 280.00 - 300.00 1.0000 0.6000 T10 7 LDF5-50A(7/8) 280.00 - 300.00 0.6000 0.6000 T10 15 LDF4-50A(1/2) 280.00 - 300.00 0.6000 0.6000 T10 16 LDF5-50A(7/8) 280.00 - 300.00 0.6000 0.6000 T10 18 EW63(ELLIPTICAL) 280.00 - 300.00 1.0000 0.6000 T10 23 5/8" Line 280.00 - 300.00 0.6000 0.6000 T10 24 Safety Line 3/8 280.00 - 300.00 0.6000 0.6000 T10 25 waveguide bracket 280.00 - 300.00 0.6000 0.6000 T10 26 waveguide bracket 280.00 - 300.00 0.6000 0.6000 T10 27 waveguide bracket 280.00 - 300.00 0.6000 0.6000 T11 2 FXL 1873 PE(1-5/8) 260.00 - 280.00 1.0000 0.6000 T11 3 LDF6-50A(1-1/4) 260.00 - 0.6000 0.6000 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 36 tnxTower Report - version 8.0.5.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 280.00 T11 6 EW63(ELLIPTICAL) 260.00 - 280.00 1.0000 0.6000 T11 7 LDF5-50A(7/8) 260.00 - 280.00 0.6000 0.6000 T11 15 LDF4-50A(1/2) 260.00 - 280.00 0.6000 0.6000 T11 16 LDF5-50A(7/8) 260.00 - 280.00 0.6000 0.6000 T11 17 EW63(ELLIPTICAL) 260.00 - 267.00 0.6000 0.6000 T11 18 EW63(ELLIPTICAL) 267.00 - 280.00 1.0000 0.6000 T11 23 5/8" Line 260.00 - 280.00 0.6000 0.6000 T11 24 Safety Line 3/8 260.00 - 280.00 0.6000 0.6000 T11 25 waveguide bracket 260.00 - 280.00 0.6000 0.6000 T11 26 waveguide bracket 260.00 - 280.00 0.6000 0.6000 T11 27 waveguide bracket 260.00 - 280.00 0.6000 0.6000 T12 2 FXL 1873 PE(1-5/8) 240.00 - 260.00 1.0000 0.6000 T12 3 LDF6-50A(1-1/4) 240.00 - 260.00 0.6000 0.6000 T12 4 LDF7-50A(1-5/8) 240.00 - 254.00 0.6000 0.6000 T12 6 EW63(ELLIPTICAL) 240.00 - 260.00 1.0000 0.6000 T12 7 LDF5-50A(7/8) 240.00 - 260.00 0.6000 0.6000 T12 9 ASU9325TYP01(1-3/5) 240.00 - 254.00 0.6000 0.6000 T12 10 LDF7-50A(1-5/8) 240.00 - 254.00 0.6000 0.6000 T12 12 LDF7-50A(1-5/8) 240.00 - 254.00 0.6000 0.6000 T12 15 LDF4-50A(1/2) 240.00 - 260.00 0.6000 0.6000 T12 16 LDF5-50A(7/8) 240.00 - 260.00 0.6000 0.6000 T12 17 EW63(ELLIPTICAL) 240.00 - 260.00 0.6000 0.6000 T12 23 5/8" Line 240.00 - 260.00 0.6000 0.6000 T12 24 Safety Line 3/8 240.00 - 260.00 0.6000 0.6000 T12 25 waveguide bracket 240.00 - 260.00 0.6000 0.6000 T12 26 waveguide bracket 240.00 - 260.00 0.6000 0.6000 T12 27 waveguide bracket 240.00 - 260.00 0.6000 0.6000 T13 2 FXL 1873 PE(1-5/8) 220.00 - 240.00 1.0000 0.6000 T13 3 LDF6-50A(1-1/4) 220.00 - 240.00 0.6000 0.6000 T13 4 LDF7-50A(1-5/8) 220.00 - 240.00 0.6000 0.6000 T13 6 EW63(ELLIPTICAL) 220.00 - 240.00 1.0000 0.6000 T13 7 LDF5-50A(7/8) 220.00 - 240.00 0.6000 0.6000 T13 8 LDF4-50A(1/2) 220.00 - 238.00 0.6000 0.6000 T13 9 ASU9325TYP01(1-3/5) 220.00 - 240.00 0.6000 0.6000 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 37 tnxTower Report - version 8.0.5.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T13 10 LDF7-50A(1-5/8) 220.00 - 240.00 0.6000 0.6000 T13 12 LDF7-50A(1-5/8) 220.00 - 240.00 0.6000 0.6000 T13 15 LDF4-50A(1/2) 220.00 - 240.00 0.6000 0.6000 T13 16 LDF5-50A(7/8) 220.00 - 240.00 0.6000 0.6000 T13 17 EW63(ELLIPTICAL) 220.00 - 240.00 0.6000 0.6000 T13 22 5/8" Line 220.00 - 240.00 0.6000 0.6000 T13 24 Safety Line 3/8 220.00 - 240.00 0.6000 0.6000 T13 25 waveguide bracket 220.00 - 240.00 0.6000 0.6000 T13 26 waveguide bracket 220.00 - 240.00 0.6000 0.6000 T13 27 waveguide bracket 220.00 - 240.00 0.6000 0.6000 T14 2 FXL 1873 PE(1-5/8) 200.00 - 220.00 1.0000 0.6000 T14 3 LDF6-50A(1-1/4) 200.00 - 220.00 0.6000 0.6000 T14 4 LDF7-50A(1-5/8) 200.00 - 220.00 0.6000 0.6000 T14 6 EW63(ELLIPTICAL) 200.00 - 220.00 1.0000 0.6000 T14 7 LDF5-50A(7/8) 200.00 - 220.00 0.6000 0.6000 T14 8 LDF4-50A(1/2) 200.00 - 220.00 0.6000 0.6000 T14 9 ASU9325TYP01(1-3/5) 200.00 - 220.00 0.6000 0.6000 T14 10 LDF7-50A(1-5/8) 200.00 - 220.00 0.6000 0.6000 T14 12 LDF7-50A(1-5/8) 200.00 - 220.00 0.6000 0.6000 T14 15 LDF4-50A(1/2) 200.00 - 220.00 0.6000 0.6000 T14 16 LDF5-50A(7/8) 200.00 - 220.00 0.6000 0.6000 T14 17 EW63(ELLIPTICAL) 200.00 - 220.00 0.6000 0.6000 T14 22 5/8" Line 200.00 - 220.00 0.6000 0.6000 T14 24 Safety Line 3/8 200.00 - 220.00 0.6000 0.6000 T14 25 waveguide bracket 200.00 - 220.00 0.6000 0.6000 T14 26 waveguide bracket 200.00 - 220.00 0.6000 0.6000 T14 27 waveguide bracket 200.00 - 220.00 0.6000 0.6000 T15 2 FXL 1873 PE(1-5/8) 180.00 - 200.00 0.6000 0.6000 T15 3 LDF6-50A(1-1/4) 180.00 - 200.00 0.6000 0.6000 T15 4 LDF7-50A(1-5/8) 180.00 - 200.00 0.6000 0.6000 T15 6 EW63(ELLIPTICAL) 180.00 - 200.00 1.0000 0.6000 T15 7 LDF5-50A(7/8) 180.00 - 200.00 0.6000 0.6000 T15 8 LDF4-50A(1/2) 180.00 - 200.00 0.6000 0.6000 T15 9 ASU9325TYP01(1-3/5) 180.00 - 200.00 0.6000 0.6000 T15 10 LDF7-50A(1-5/8) 180.00 - 0.6000 0.6000 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 38 tnxTower Report - version 8.0.5.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 200.00 T15 12 LDF7-50A(1-5/8) 180.00 - 200.00 0.6000 0.6000 T15 15 LDF4-50A(1/2) 180.00 - 200.00 0.6000 0.6000 T15 16 LDF5-50A(7/8) 180.00 - 200.00 0.6000 0.6000 T15 17 EW63(ELLIPTICAL) 180.00 - 200.00 0.6000 0.6000 T15 22 5/8" Line 180.00 - 200.00 0.6000 0.6000 T15 24 Safety Line 3/8 180.00 - 200.00 0.6000 0.6000 T15 25 waveguide bracket 180.00 - 200.00 0.6000 0.6000 T15 26 waveguide bracket 180.00 - 200.00 0.6000 0.6000 T15 27 waveguide bracket 180.00 - 200.00 0.6000 0.6000 T16 2 FXL 1873 PE(1-5/8) 160.00 - 180.00 0.6000 0.6000 T16 3 LDF6-50A(1-1/4) 160.00 - 180.00 0.6000 0.6000 T16 4 LDF7-50A(1-5/8) 160.00 - 180.00 0.6000 0.6000 T16 6 EW63(ELLIPTICAL) 160.00 - 180.00 1.0000 0.6000 T16 7 LDF5-50A(7/8) 160.00 - 180.00 0.6000 0.6000 T16 8 LDF4-50A(1/2) 160.00 - 180.00 0.6000 0.6000 T16 9 ASU9325TYP01(1-3/5) 160.00 - 180.00 0.6000 0.6000 T16 10 LDF7-50A(1-5/8) 160.00 - 180.00 0.6000 0.6000 T16 12 LDF7-50A(1-5/8) 160.00 - 180.00 0.6000 0.6000 T16 15 LDF4-50A(1/2) 160.00 - 180.00 0.6000 0.6000 T16 16 LDF5-50A(7/8) 160.00 - 180.00 0.6000 0.6000 T16 17 EW63(ELLIPTICAL) 160.00 - 180.00 0.6000 0.6000 T16 19 7919A(17/64) 160.00 - 180.00 0.6000 0.6000 T16 22 5/8" Line 160.00 - 180.00 0.6000 0.6000 T16 24 Safety Line 3/8 160.00 - 180.00 0.6000 0.6000 T16 25 waveguide bracket 160.00 - 180.00 0.6000 0.6000 T16 26 waveguide bracket 160.00 - 180.00 0.6000 0.6000 T16 27 waveguide bracket 160.00 - 180.00 0.6000 0.6000 T17 2 FXL 1873 PE(1-5/8) 140.00 - 160.00 0.6000 0.6000 T17 3 LDF6-50A(1-1/4) 140.00 - 160.00 0.6000 0.6000 T17 4 LDF7-50A(1-5/8) 140.00 - 160.00 0.6000 0.6000 T17 6 EW63(ELLIPTICAL) 140.00 - 160.00 0.6000 0.6000 T17 7 LDF5-50A(7/8) 140.00 - 160.00 0.6000 0.6000 T17 8 LDF4-50A(1/2) 140.00 - 160.00 0.6000 0.6000 T17 9 ASU9325TYP01(1-3/5) 140.00 - 160.00 0.6000 0.6000 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 39 tnxTower Report - version 8.0.5.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T17 10 LDF7-50A(1-5/8) 140.00 - 160.00 0.6000 0.6000 T17 12 LDF7-50A(1-5/8) 140.00 - 160.00 0.6000 0.6000 T17 15 LDF4-50A(1/2) 140.00 - 160.00 0.6000 0.6000 T17 16 LDF5-50A(7/8) 140.00 - 160.00 0.6000 0.6000 T17 17 EW63(ELLIPTICAL) 140.00 - 160.00 0.6000 0.6000 T17 19 7919A(17/64) 140.00 - 160.00 0.6000 0.6000 T17 22 5/8" Line 140.00 - 160.00 0.6000 0.6000 T17 24 Safety Line 3/8 140.00 - 160.00 0.6000 0.6000 T17 25 waveguide bracket 140.00 - 160.00 0.6000 0.6000 T17 26 waveguide bracket 140.00 - 160.00 0.6000 0.6000 T17 27 waveguide bracket 140.00 - 160.00 0.6000 0.6000 T18 2 FXL 1873 PE(1-5/8) 120.00 - 140.00 0.6000 0.6000 T18 3 LDF6-50A(1-1/4) 120.00 - 140.00 0.6000 0.6000 T18 4 LDF7-50A(1-5/8) 120.00 - 140.00 0.6000 0.6000 T18 6 EW63(ELLIPTICAL) 120.00 - 140.00 0.6000 0.6000 T18 7 LDF5-50A(7/8) 120.00 - 140.00 0.6000 0.6000 T18 8 LDF4-50A(1/2) 120.00 - 140.00 0.6000 0.6000 T18 9 ASU9325TYP01(1-3/5) 120.00 - 140.00 0.6000 0.6000 T18 10 LDF7-50A(1-5/8) 120.00 - 140.00 0.6000 0.6000 T18 12 LDF7-50A(1-5/8) 120.00 - 140.00 0.6000 0.6000 T18 15 LDF4-50A(1/2) 120.00 - 140.00 0.6000 0.6000 T18 16 LDF5-50A(7/8) 120.00 - 140.00 0.6000 0.6000 T18 17 EW63(ELLIPTICAL) 120.00 - 140.00 0.6000 0.6000 T18 19 7919A(17/64) 120.00 - 140.00 0.6000 0.6000 T18 20 LDF7-50A(1-5/8) 120.00 - 130.00 0.6000 0.6000 T18 22 5/8" Line 120.00 - 140.00 0.6000 0.6000 T18 24 Safety Line 3/8 120.00 - 140.00 0.6000 0.6000 T18 25 waveguide bracket 120.00 - 140.00 0.6000 0.6000 T18 26 waveguide bracket 120.00 - 140.00 0.6000 0.6000 T18 27 waveguide bracket 120.00 - 140.00 0.6000 0.6000 T19 2 FXL 1873 PE(1-5/8) 100.00 - 120.00 0.6000 0.6000 T19 3 LDF6-50A(1-1/4) 100.00 - 120.00 0.6000 0.6000 T19 4 LDF7-50A(1-5/8) 100.00 - 120.00 0.6000 0.6000 T19 6 EW63(ELLIPTICAL) 100.00 - 120.00 0.6000 0.6000 T19 7 LDF5-50A(7/8) 100.00 - 0.6000 0.6000 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 40 tnxTower Report - version 8.0.5.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 120.00 T19 8 LDF4-50A(1/2) 100.00 - 120.00 0.6000 0.6000 T19 9 ASU9325TYP01(1-3/5) 100.00 - 120.00 0.6000 0.6000 T19 10 LDF7-50A(1-5/8) 100.00 - 120.00 0.6000 0.6000 T19 12 LDF7-50A(1-5/8) 100.00 - 120.00 0.6000 0.6000 T19 14 LDF4-50A(1/2) 100.00 - 118.00 0.6000 0.6000 T19 15 LDF4-50A(1/2) 118.00 - 120.00 0.6000 0.6000 T19 16 LDF5-50A(7/8) 100.00 - 120.00 0.6000 0.6000 T19 17 EW63(ELLIPTICAL) 100.00 - 120.00 0.6000 0.6000 T19 19 7919A(17/64) 100.00 - 120.00 0.6000 0.6000 T19 20 LDF7-50A(1-5/8) 100.00 - 120.00 0.6000 0.6000 T19 22 5/8" Line 100.00 - 120.00 0.6000 0.6000 T19 24 Safety Line 3/8 100.00 - 120.00 0.6000 0.6000 T19 25 waveguide bracket 100.00 - 120.00 0.6000 0.6000 T19 26 waveguide bracket 100.00 - 120.00 0.6000 0.6000 T19 27 waveguide bracket 100.00 - 120.00 0.6000 0.6000 T20 2 FXL 1873 PE(1-5/8) 80.00 - 100.00 0.6000 0.6000 T20 3 LDF6-50A(1-1/4) 80.00 - 100.00 0.6000 0.6000 T20 4 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T20 6 EW63(ELLIPTICAL) 80.00 - 100.00 0.6000 0.6000 T20 7 LDF5-50A(7/8) 80.00 - 100.00 0.6000 0.6000 T20 8 LDF4-50A(1/2) 80.00 - 100.00 0.6000 0.6000 T20 9 ASU9325TYP01(1-3/5) 80.00 - 100.00 0.6000 0.6000 T20 10 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T20 12 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T20 14 LDF4-50A(1/2) 80.00 - 100.00 0.6000 0.6000 T20 16 LDF5-50A(7/8) 80.00 - 100.00 0.6000 0.6000 T20 17 EW63(ELLIPTICAL) 80.00 - 100.00 0.6000 0.6000 T20 19 7919A(17/64) 80.00 - 100.00 0.6000 0.6000 T20 20 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T20 22 5/8" Line 80.00 - 100.00 0.6000 0.6000 T20 24 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 T20 25 waveguide bracket 80.00 - 100.00 0.6000 0.6000 T20 26 waveguide bracket 80.00 - 100.00 0.6000 0.6000 T20 27 waveguide bracket 80.00 - 100.00 0.6000 0.6000 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 41 tnxTower Report - version 8.0.5.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T21 2 FXL 1873 PE(1-5/8) 60.00 - 80.00 0.6000 0.6000 T21 3 LDF6-50A(1-1/4) 60.00 - 80.00 0.6000 0.6000 T21 4 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 T21 6 EW63(ELLIPTICAL) 60.00 - 80.00 0.6000 0.6000 T21 7 LDF5-50A(7/8) 60.00 - 80.00 0.6000 0.6000 T21 8 LDF4-50A(1/2) 60.00 - 80.00 0.6000 0.6000 T21 9 ASU9325TYP01(1-3/5) 60.00 - 80.00 0.6000 0.6000 T21 10 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 T21 12 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 T21 14 LDF4-50A(1/2) 60.00 - 80.00 0.6000 0.6000 T21 16 LDF5-50A(7/8) 60.00 - 80.00 0.6000 0.6000 T21 17 EW63(ELLIPTICAL) 60.00 - 80.00 0.6000 0.6000 T21 19 7919A(17/64) 60.00 - 80.00 0.6000 0.6000 T21 20 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 T21 22 5/8" Line 60.00 - 80.00 0.6000 0.6000 T21 24 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 T21 25 waveguide bracket 60.00 - 80.00 0.6000 0.6000 T21 26 waveguide bracket 60.00 - 80.00 0.6000 0.6000 T21 27 waveguide bracket 60.00 - 80.00 0.6000 0.6000 T22 2 FXL 1873 PE(1-5/8) 40.00 - 60.00 0.6000 0.6000 T22 3 LDF6-50A(1-1/4) 40.00 - 60.00 0.6000 0.6000 T22 4 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 T22 6 EW63(ELLIPTICAL) 40.00 - 60.00 0.6000 0.6000 T22 7 LDF5-50A(7/8) 40.00 - 60.00 0.6000 0.6000 T22 8 LDF4-50A(1/2) 40.00 - 60.00 0.6000 0.6000 T22 9 ASU9325TYP01(1-3/5) 40.00 - 60.00 0.6000 0.6000 T22 10 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 T22 12 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 T22 14 LDF4-50A(1/2) 40.00 - 60.00 0.6000 0.6000 T22 16 LDF5-50A(7/8) 40.00 - 60.00 0.6000 0.6000 T22 17 EW63(ELLIPTICAL) 40.00 - 60.00 0.6000 0.6000 T22 19 7919A(17/64) 40.00 - 60.00 0.6000 0.6000 T22 20 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 T22 22 5/8" Line 40.00 - 60.00 0.6000 0.6000 T22 24 Safety Line 3/8 40.00 - 0.6000 0.6000 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 42 tnxTower Report - version 8.0.5.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 60.00 T22 25 waveguide bracket 40.00 - 60.00 0.6000 0.6000 T22 26 waveguide bracket 40.00 - 60.00 0.6000 0.6000 T22 27 waveguide bracket 40.00 - 60.00 0.6000 0.6000 T23 2 FXL 1873 PE(1-5/8) 20.00 - 40.00 0.6000 0.6000 T23 3 LDF6-50A(1-1/4) 20.00 - 40.00 0.6000 0.6000 T23 4 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000 T23 6 EW63(ELLIPTICAL) 20.00 - 40.00 0.6000 0.6000 T23 7 LDF5-50A(7/8) 20.00 - 40.00 0.6000 0.6000 T23 8 LDF4-50A(1/2) 20.00 - 40.00 0.6000 0.6000 T23 9 ASU9325TYP01(1-3/5) 20.00 - 40.00 0.6000 0.6000 T23 10 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000 T23 12 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000 T23 14 LDF4-50A(1/2) 20.00 - 40.00 0.6000 0.6000 T23 16 LDF5-50A(7/8) 20.00 - 40.00 0.6000 0.6000 T23 17 EW63(ELLIPTICAL) 20.00 - 40.00 0.6000 0.6000 T23 19 7919A(17/64) 20.00 - 40.00 0.6000 0.6000 T23 20 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000 T23 22 5/8" Line 20.00 - 40.00 0.6000 0.6000 T23 24 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000 T23 25 waveguide bracket 20.00 - 40.00 0.6000 0.6000 T23 26 waveguide bracket 20.00 - 40.00 0.6000 0.6000 T23 27 waveguide bracket 20.00 - 40.00 0.6000 0.6000 T24 2 FXL 1873 PE(1-5/8) 6.50 - 20.00 0.6000 0.6000 T24 3 LDF6-50A(1-1/4) 6.50 - 20.00 0.6000 0.6000 T24 4 LDF7-50A(1-5/8) 6.50 - 20.00 0.6000 0.6000 T24 6 EW63(ELLIPTICAL) 6.50 - 20.00 0.6000 0.6000 T24 7 LDF5-50A(7/8) 6.50 - 20.00 0.6000 0.6000 T24 8 LDF4-50A(1/2) 6.50 - 20.00 0.6000 0.6000 T24 9 ASU9325TYP01(1-3/5) 6.50 - 20.00 0.6000 0.6000 T24 10 LDF7-50A(1-5/8) 6.50 - 20.00 0.6000 0.6000 T24 12 LDF7-50A(1-5/8) 6.50 - 20.00 0.6000 0.6000 T24 14 LDF4-50A(1/2) 6.50 - 20.00 0.6000 0.6000 T24 16 LDF5-50A(7/8) 6.50 - 20.00 0.6000 0.6000 T24 17 EW63(ELLIPTICAL) 6.50 - 20.00 0.6000 0.6000 T24 19 7919A(17/64) 6.50 - 20.00 0.6000 0.6000 T24 20 LDF7-50A(1-5/8) 6.50 - 20.00 0.6000 0.6000 T24 22 5/8" Line 6.50 - 20.00 0.6000 0.6000 T24 24 Safety Line 3/8 6.50 - 20.00 0.6000 0.6000 T24 25 waveguide bracket 6.50 - 20.00 0.6000 0.6000 T24 26 waveguide bracket 6.50 - 20.00 0.6000 0.6000 T24 27 waveguide bracket 6.50 - 20.00 0.6000 0.6000 T25 2 FXL 1873 PE(1-5/8) 5.00 - 6.50 0.3350 0.3350 T25 3 LDF6-50A(1-1/4) 0.00 - 6.50 0.3350 0.3350 T25 4 LDF7-50A(1-5/8) 5.00 - 6.50 0.3350 0.3350 T25 6 EW63(ELLIPTICAL) 5.00 - 6.50 0.3350 0.3350 T25 7 LDF5-50A(7/8) 5.00 - 6.50 0.3350 0.3350 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 43 tnxTower Report - version 8.0.5.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T25 8 LDF4-50A(1/2) 5.00 - 6.50 0.3350 0.3350 T25 9 ASU9325TYP01(1-3/5) 5.00 - 6.50 0.3350 0.3350 T25 10 LDF7-50A(1-5/8) 5.00 - 6.50 0.3350 0.3350 T25 12 LDF7-50A(1-5/8) 5.00 - 6.50 0.3350 0.3350 T25 14 LDF4-50A(1/2) 5.00 - 6.50 0.3350 0.3350 T25 16 LDF5-50A(7/8) 5.00 - 6.50 0.3350 0.3350 T25 17 EW63(ELLIPTICAL) 5.00 - 6.50 0.3350 0.3350 T25 19 7919A(17/64) 5.00 - 6.50 0.3350 0.3350 T25 20 LDF7-50A(1-5/8) 5.00 - 6.50 0.3350 0.3350 T25 22 5/8" Line 5.00 - 6.50 0.3350 0.3350 T25 24 Safety Line 3/8 5.00 - 6.50 0.3350 0.3350 T25 25 waveguide bracket 5.00 - 6.50 0.3350 0.3350 T25 26 waveguide bracket 5.00 - 6.50 0.3350 0.3350 T25 27 waveguide bracket 5.00 - 6.50 0.3350 0.3350 Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K ****** Flash Beacon Lighting A From Leg 0.00 0 0 0.000 481.00 No Ice 2.70 2.70 0.05 *** 477 AB *** HMD16SM-V A From Leg 6.00 0 7 0.000 477.00 No Ice 2.92 2.92 0.01 5' x 2'' Pipe Mount A From Leg 6.00 0 0 0.000 477.00 No Ice 1.10 1.10 0.02 12' horizontal x 2'' Pipe Mount A None 0.000 477.00 No Ice 2.40 0.02 0.10 Side Arm Mount [SO 602- 1] A From Leg 3.00 0 0 0.000 477.00 No Ice 2.58 10.83 0.15 *** 457 *** microwave radio ULTRASCAN DR II- 6.5/7GHZ C From Face 4.00 0 0 0.000 457.00 No Ice 16.00 16.00 0.20 Side Arm Mount [SO 601- 1] B From Leg 2.00 0 0 0.000 457.00 No Ice 1.04 5.32 0.16 Side Arm Mount [SO 601- 1] C From Leg 2.00 0 0 0.000 457.00 No Ice 1.04 5.32 0.16 *** 438 AB *** *** 427 DNE *** ****** FM1/1 C From Leg 2.00 0 0 0.000 443.00 No Ice 0.68 0.86 0.01 FM1/1 C From Leg 2.00 0 0 0.000 427.50 No Ice 0.68 0.86 0.01 FM1/1 C From Leg 2.00 0 0 0.000 419.75 No Ice 0.68 0.86 0.01 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 44 tnxTower Report - version 8.0.5.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K FM1/1 C From Leg 2.00 0 0 0.000 412.00 No Ice 0.68 0.86 0.01 30' x 2'' Pipe Mount C From Leg 1.00 0 0 0.000 427.50 No Ice 6.65 6.65 0.24 *** 380 *** 750 10074 B From Leg 6.00 0 4 0.000 380.00 No Ice 2.90 2.90 0.02 Side Arm Mount [SO 308- 1] B From Leg 3.00 0 0 0.000 380.00 No Ice 0.41 3.06 0.05 *** 373 AB *** Side Arm Mount [SO 602- 3] C None 0.000 373.00 No Ice 16.09 16.09 0.44 *** 346 *** 7'X2'' Horizontal Pipe C From Leg 0.50 0 0 0.000 346.00 No Ice 1.40 1.40 0.03 Pipe Mount [PM 601-1] C From Leg 0.50 0 0 0.000 346.00 No Ice 1.32 1.32 0.07 *** 316 *** PG1DOF-0093-011 B From Leg 4.00 0 6 0.000 316.00 No Ice 1.40 1.40 0.01 Side Arm Mount [SO 304- 1] B From Leg 2.00 0 0 0.000 316.00 No Ice 0.31 0.88 0.02 *** 276 AB *** *** 267 *** 12' horizontal x 2'' Pipe Mount C From Leg 1.00 0 0 0.000 267.00 No Ice 2.40 0.02 0.10 Pipe Mount [PM 601-1] C From Leg 0.50 0 0 0.000 267.00 No Ice 1.32 1.32 0.07 *** 254 P *** (2) CMA-BDHH/6520/E0-8 w/ Mount Pipe A From Leg 4.00 0 2 0.000 254.00 No Ice 9.29 5.08 0.09 (2) CMA-BDHH/6520/E0-8 w/ Mount Pipe B From Leg 4.00 0 2 0.000 254.00 No Ice 9.29 5.08 0.09 (2) CMA-BDHH/6520/E0-8 w/ Mount Pipe C From Leg 4.00 0 2 0.000 254.00 No Ice 9.29 5.08 0.09 FFHH-65C-R3 w/ Mount Pipe A From Leg 4.00 0 2 0.000 254.00 No Ice 12.97 6.20 0.16 FFHH-65C-R3 w/ Mount Pipe B From Leg 4.00 0 2 0.000 254.00 No Ice 12.97 6.20 0.16 FFHH-65C-R3 w/ Mount Pipe C From Leg 4.00 0 2 0.000 254.00 No Ice 12.97 6.20 0.16 ASU9338TYP01 A From Leg 4.00 0 0 0.000 254.00 No Ice 3.20 1.03 0.02 TMAT1921B78-21A A From Leg 4.00 0 2 0.000 254.00 No Ice 0.65 0.30 0.02 TMAT1921B78-21A B From Leg 4.00 0 0.000 254.00 No Ice 0.65 0.30 0.02 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 45 tnxTower Report - version 8.0.5.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 2 TMAT1921B78-21A C From Leg 4.00 0 2 0.000 254.00 No Ice 0.65 0.30 0.02 FRIG A From Leg 4.00 0 2 0.000 254.00 No Ice 2.39 0.97 0.06 FRIG B From Leg 4.00 0 2 0.000 254.00 No Ice 2.39 0.97 0.06 FRIG C From Leg 4.00 0 2 0.000 254.00 No Ice 2.39 0.97 0.06 AHLOA A From Leg 4.00 0 2 0.000 254.00 No Ice 2.23 1.39 0.08 AHLOA B From Leg 4.00 0 2 0.000 254.00 No Ice 2.23 1.39 0.08 AHLOA C From Leg 4.00 0 2 0.000 254.00 No Ice 2.23 1.39 0.08 FHFB A From Leg 4.00 0 2 0.000 254.00 No Ice 3.63 2.39 0.05 FHFB B From Leg 4.00 0 2 0.000 254.00 No Ice 3.63 2.39 0.05 FHFB C From Leg 4.00 0 2 0.000 254.00 No Ice 3.63 2.39 0.05 (3) VFA12-HD C None 0.000 254.00 No Ice 33.02 33.02 1.67 ****** Flash Beacon Lighting B From Leg 0.50 0 0 0.000 240.00 No Ice 2.70 2.70 0.05 Flash Beacon Lighting C From Leg 0.50 0 0 0.000 240.00 No Ice 2.70 2.70 0.05 *** 238 *** CA5-150EB/CP C From Leg 1.00 0 -1 0.000 238.00 No Ice 2.84 2.84 0.01 Pipe Mount [PM 601-1] C From Leg 0.50 0 0 0.000 238.00 No Ice 1.32 1.32 0.07 *** 180 *** PTP58600 w/ Mount Pipe A From Leg 1.00 0 0 0.000 180.00 No Ice 1.93 0.87 0.02 Pipe Mount [PM 601-1] A From Leg 0.50 0 0 0.000 180.00 No Ice 1.32 1.32 0.07 *** 130 AB *** (2) CMA-B/3324 A From Leg 4.00 0 1 0.000 130.00 No Ice 8.93 5.00 0.04 (2) CMA-B/3324 B From Leg 4.00 0 1 0.000 130.00 No Ice 8.93 5.00 0.04 (2) CMA-B/3324 C From Leg 4.00 0 1 0.000 130.00 No Ice 8.93 5.00 0.04 Sector Mount [SM 402-3] C None 0.000 130.00 No Ice 18.87 18.87 0.85 Pipe Mount [PM 601-3] C None 0.000 130.00 No Ice 3.17 3.17 0.20 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 46 tnxTower Report - version 8.0.5.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K *** 118 AB *** HDCA-10 A From Leg 1.00 0 0 0.000 118.00 No Ice 5.76 5.76 0.02 Pipe Mount [PM 601-1] A From Leg 0.50 0 0 0.000 118.00 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 *** 346 *** andrew PL6-65- PXA C Paraboloid w/o Radome From Leg 1.00 0 0 -20.000 346.00 6.36 No Ice 31.75 0.16 *** 316 *** PL8-65D B Paraboloid w/o Radome From Leg 1.00 0 -2 -20.000 316.00 8.00 No Ice 50.26 0.25 *** 267 *** PL8-65-PXA C Paraboloid w/o Radome From Leg 1.00 0 0 -10.000 267.00 8.38 No Ice 55.09 0.30 ****** *** 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 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 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 47 tnxTower Report - version 8.0.5.0 Comb. No. Description 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 Member Forces Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft T1 480 - 460 Leg Max Tension 4 7.88 1.73 -0.91 Max. Compression 8 -81.25 0.26 0.30 Max. Mx 4 7.83 -6.71 3.45 Max. My 8 4.17 0.05 -7.56 Max. Vy 12 -3.11 1.76 1.14 Max. Vx 8 3.07 0.05 -7.56 Diagonal Max Tension 11 6.60 0.00 0.00 Max. Compression 11 -7.09 0.00 0.00 Max. Mx 9 2.96 0.02 0.00 Max. My 13 1.22 0.00 0.00 Max. Vy 9 -0.01 0.00 0.00 Max. Vx 13 -0.00 0.00 0.00 Horizontal Max Tension 13 5.23 0.00 0.00 Max. Compression 7 -4.22 0.00 0.00 Max. Mx 8 1.37 0.01 0.00 Max. My 13 5.23 0.00 -0.00 Max. Vy 8 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 Secondary Horizontal Max Tension 9 0.00 -0.00 -0.00 Max. Compression 6 -0.00 -0.00 -0.00 Max. Mx 13 0.00 0.01 0.00 Max. My 9 0.00 -0.00 -0.00 Max. Vy 13 -0.01 0.00 0.00 Max. Vx 9 0.00 -0.00 -0.00 Top Girt Max Tension 11 0.49 0.00 0.00 Max. Compression 5 -0.52 0.00 0.00 Max. Mx 3 0.07 0.01 0.00 Max. My 13 -0.08 0.00 -0.00 Max. Vy 3 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 Bottom Girt Max Tension 4 3.17 0.00 0.00 Max. Compression 12 -1.76 0.00 0.00 Max. Mx 7 2.95 0.01 0.00 Max. My 13 -1.75 0.00 -0.00 Max. Vy 7 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 Guy A Bottom Tension 8 40.70 Top Tension 8 41.66 Top Cable Vert 8 39.53 Top Cable Norm 8 13.16 Top Cable Tan 8 0.04 Bot Cable Vert 8 -37.43 Bot Cable Norm 8 15.98 Bot Cable Tan 8 0.04 Guy B Bottom Tension 12 41.12 Top Tension 12 42.08 Top Cable Vert 12 39.94 Top Cable Norm 12 13.27 Top Cable Tan 12 0.03 Bot Cable Vert 12 -37.84 Bot Cable Norm 12 16.09 Bot Cable Tan 12 0.05 Guy C Bottom Tension 4 40.86 Top Tension 4 41.82 Top Cable Vert 4 39.69 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 48 tnxTower Report - version 8.0.5.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Top Cable Norm 4 13.18 Top Cable Tan 4 0.02 Bot Cable Vert 4 -37.59 Bot Cable Norm 4 16.00 Bot Cable Tan 4 0.05 Torque Arm Top Max Tension 5 10.96 -54.78 -0.00 Max. Compression 11 -1.06 -146.71 0.00 Max. Mx 4 -0.47 -155.79 0.00 Max. My 13 1.59 -146.35 -0.00 Max. Vy 4 39.05 -155.79 0.00 Max. Vx 13 -0.00 -146.35 -0.00 T2 460 - 440 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 8 -82.60 0.09 0.59 Max. Mx 12 -35.82 -1.29 -1.06 Max. My 10 -59.36 -0.85 1.25 Max. Vy 12 2.19 0.07 -0.14 Max. Vx 10 -2.12 -0.31 -0.07 Diagonal Max Tension 5 4.79 0.00 0.00 Max. Compression 11 -6.13 0.00 0.00 Max. Mx 9 -1.03 0.01 0.00 Max. My 13 -0.74 0.00 0.00 Max. Vy 9 -0.01 0.00 0.00 Max. Vx 13 -0.00 0.00 0.00 Horizontal Max Tension 12 2.97 0.00 0.00 Max. Compression 5 -2.29 0.00 0.00 Max. Mx 8 1.51 0.01 0.00 Max. My 13 0.93 0.00 -0.00 Max. Vy 8 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 Secondary Horizontal Max Tension 9 0.00 -0.00 -0.00 Max. Compression 9 -0.00 0.00 0.00 Max. Mx 13 -0.00 0.01 0.00 Max. My 9 0.00 -0.00 -0.00 Max. Vy 13 -0.01 0.00 0.00 Max. Vx 9 0.00 -0.00 -0.00 Top Girt Max Tension 10 1.82 0.00 0.00 Max. Compression 4 -2.06 0.00 0.00 Max. Mx 3 -1.49 0.01 0.00 Max. My 13 1.82 0.00 -0.00 Max. Vy 3 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 Bottom Girt Max Tension 6 1.09 0.00 0.00 Max. Compression 12 -1.28 0.00 0.00 Max. Mx 5 0.07 0.01 0.00 Max. My 13 0.72 0.00 -0.00 Max. Vy 5 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 T3 440 - 420 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 8 -76.35 0.19 -0.65 Max. Mx 11 -59.17 -1.78 -0.23 Max. My 8 -53.67 0.20 1.56 Max. Vy 11 -3.58 0.45 -0.35 Max. Vx 2 -3.40 0.17 0.57 Diagonal Max Tension 5 7.21 0.00 0.00 Max. Compression 11 -7.14 0.00 0.00 Max. Mx 9 -1.75 0.01 0.00 Max. My 13 -3.97 0.00 0.00 Max. Vy 9 -0.01 0.00 0.00 Max. Vx 13 -0.00 0.00 0.00 Horizontal Max Tension 12 1.44 0.00 0.00 Max. Compression 8 -1.29 0.00 0.00 Max. Mx 4 1.32 0.01 0.00 Max. My 13 1.01 0.00 -0.00 Max. Vy 4 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 Secondary Horizontal Max Tension 9 0.00 -0.00 -0.00 Max. Compression 13 -0.00 0.00 -0.00 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 49 tnxTower Report - version 8.0.5.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Mx 12 0.00 0.00 0.00 Max. My 12 0.00 0.00 0.00 Max. Vy 12 -0.01 0.00 0.00 Max. Vx 12 -0.00 0.00 0.00 Top Girt Max Tension 12 1.73 0.00 0.00 Max. Compression 6 -1.04 0.00 0.00 Max. Mx 5 0.20 0.01 0.00 Max. My 13 -0.68 0.00 -0.00 Max. Vy 12 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 Bottom Girt Max Tension 2 2.30 0.00 0.00 Max. Compression 8 -3.50 0.00 0.00 Max. Mx 4 0.40 0.01 0.00 Max. My 12 -3.23 0.00 -0.00 Max. Vy 4 -0.01 0.00 0.00 Max. Vx 12 0.00 0.00 0.00 T4 420 - 400 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 8 -109.77 -0.76 0.42 Max. Mx 4 -104.48 6.25 -2.28 Max. My 8 -108.54 -0.87 6.52 Max. Vy 11 -3.58 2.68 -0.45 Max. Vx 2 -3.38 -0.04 2.68 Diagonal Max Tension 11 5.98 0.00 0.00 Max. Compression 5 -7.59 0.00 0.00 Max. Mx 12 2.12 0.02 0.00 Max. My 13 -1.15 0.00 0.00 Max. Vy 12 -0.01 0.00 0.00 Max. Vx 13 -0.00 0.00 0.00 Horizontal Max Tension 3 7.93 0.00 0.00 Max. Compression 13 -6.77 0.00 0.00 Max. Mx 4 1.84 0.01 0.00 Max. My 12 1.83 0.00 -0.00 Max. Vy 4 -0.01 0.00 0.00 Max. Vx 12 0.00 0.00 0.00 Secondary Horizontal Max Tension 9 0.00 -0.00 -0.00 Max. Compression 13 -0.00 -0.00 -0.00 Max. Mx 12 -0.00 0.01 0.00 Max. My 12 -0.00 0.01 0.00 Max. Vy 12 -0.01 0.00 0.00 Max. Vx 12 -0.00 0.01 0.00 Top Girt Max Tension 7 4.95 0.00 0.00 Max. Compression 2 -1.17 0.00 0.00 Max. Mx 4 1.21 0.01 0.00 Max. My 12 4.32 0.00 -0.00 Max. Vy 4 -0.01 0.00 0.00 Max. Vx 12 0.00 0.00 0.00 Bottom Girt Max Tension 4 0.82 0.00 0.00 Max. Compression 12 -0.69 0.00 0.00 Max. Mx 6 0.08 0.01 0.00 Max. My 12 -0.69 0.00 -0.00 Max. Vy 6 -0.01 0.00 0.00 Max. Vx 12 0.00 0.00 0.00 Guy A Bottom Tension 8 33.81 Top Tension 8 34.45 Top Cable Vert 8 32.19 Top Cable Norm 8 12.28 Top Cable Tan 8 0.02 Bot Cable Vert 8 -30.60 Bot Cable Norm 8 14.36 Bot Cable Tan 8 0.03 Guy B Bottom Tension 12 34.52 Top Tension 12 35.16 Top Cable Vert 12 32.85 Top Cable Norm 12 12.53 Top Cable Tan 12 0.03 Bot Cable Vert 12 -31.27 Bot Cable Norm 12 14.61 Bot Cable Tan 12 0.02 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 50 tnxTower Report - version 8.0.5.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Guy C Bottom Tension 4 34.27 Top Tension 4 34.91 Top Cable Vert 4 32.63 Top Cable Norm 4 12.43 Top Cable Tan 4 0.03 Bot Cable Vert 4 -31.04 Bot Cable Norm 4 14.52 Bot Cable Tan 4 0.03 Torque Arm Top Max Tension 11 11.31 0.00 0.00 Max. Compression 11 -2.60 -122.85 0.00 Max. Mx 4 -1.60 -129.74 -0.00 Max. My 13 0.92 -121.99 -0.00 Max. Vy 4 32.55 -129.74 -0.00 Max. Vx 13 -0.00 -121.99 -0.00 T5 400 - 380 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 9 -108.88 0.40 -0.32 Max. Mx 4 -86.57 1.29 -0.62 Max. My 8 -93.22 -0.14 1.74 Max. Vy 5 1.95 -0.22 -0.39 Max. Vx 8 1.93 0.63 0.02 Diagonal Max Tension 12 4.67 0.00 0.00 Max. Compression 3 -5.91 0.00 0.00 Max. Mx 12 2.50 0.02 0.00 Max. My 13 -1.95 0.00 0.00 Max. Vy 12 -0.01 0.00 0.00 Max. Vx 13 -0.00 0.00 0.00 Horizontal Max Tension 9 1.86 0.00 0.00 Max. Compression 9 -1.86 0.00 0.00 Max. Mx 9 1.86 0.01 0.00 Max. My 12 1.78 0.00 -0.00 Max. Vy 9 -0.01 0.00 0.00 Max. Vx 12 0.00 0.00 0.00 Secondary Horizontal Max Tension 4 0.00 -0.00 -0.00 Max. Compression 13 -0.00 -0.00 -0.00 Max. Mx 12 -0.00 0.00 0.00 Max. My 12 -0.00 0.00 0.00 Max. Vy 12 -0.00 0.00 0.00 Max. Vx 12 -0.00 0.00 0.00 Top Girt Max Tension 12 1.53 0.00 0.00 Max. Compression 3 -0.47 0.00 0.00 Max. Mx 6 0.61 0.01 0.00 Max. My 12 1.53 0.00 -0.00 Max. Vy 6 -0.01 0.00 0.00 Max. Vx 12 0.00 0.00 0.00 Bottom Girt Max Tension 2 2.04 0.00 0.00 Max. Compression 12 -1.70 0.00 0.00 Max. Mx 10 -0.54 0.01 0.00 Max. My 12 -1.70 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 12 0.00 0.00 0.00 T6 380 - 360 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 10 -160.09 -0.69 0.62 Max. Mx 4 -68.24 -6.41 2.48 Max. My 8 -65.22 0.71 -6.51 Max. Vy 11 3.94 2.12 -0.32 Max. Vx 2 3.03 0.22 1.91 Diagonal Max Tension 12 9.09 0.00 0.00 Max. Compression 12 -10.58 0.00 0.00 Max. Mx 12 3.54 0.02 0.00 Max. My 13 -1.95 0.00 0.00 Max. Vy 12 -0.01 0.00 0.00 Max. Vx 13 -0.00 0.00 0.00 Horizontal Max Tension 13 12.12 0.00 0.00 Max. Compression 3 -9.45 0.00 0.00 Max. Mx 10 3.31 0.01 0.00 Max. My 12 2.46 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 12 0.00 0.00 0.00 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 51 tnxTower Report - version 8.0.5.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Secondary Horizontal Max Tension 4 0.00 -0.00 -0.00 Max. Compression 13 -0.00 -0.00 -0.00 Max. Mx 12 -0.00 0.00 0.00 Max. My 12 -0.00 0.00 0.00 Max. Vy 12 -0.00 0.00 0.00 Max. Vx 12 -0.00 0.00 0.00 Top Girt Max Tension 4 2.64 0.00 0.00 Max. Compression 7 -1.74 0.00 0.00 Max. Mx 10 0.98 0.01 0.00 Max. My 12 2.61 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 12 0.00 0.00 0.00 Bottom Girt Max Tension 3 3.88 0.00 0.00 Max. Compression 13 -3.15 0.00 0.00 Max. Mx 3 0.59 0.01 0.00 Max. My 12 1.79 0.00 -0.00 Max. Vy 3 -0.01 0.00 0.00 Max. Vx 12 0.00 0.00 0.00 Guy A Bottom Tension 9 35.72 Top Tension 9 36.29 Top Cable Vert 9 33.12 Top Cable Norm 9 14.83 Top Cable Tan 9 0.34 Bot Cable Vert 9 -31.74 Bot Cable Norm 9 16.37 Bot Cable Tan 9 0.69 Guy B Bottom Tension 12 37.04 Top Tension 12 37.61 Top Cable Vert 12 34.36 Top Cable Norm 12 15.28 Top Cable Tan 12 0.05 Bot Cable Vert 12 -32.91 Bot Cable Norm 12 17.00 Bot Cable Tan 12 0.00 Guy C Bottom Tension 4 37.02 Top Tension 4 37.59 Top Cable Vert 4 34.34 Top Cable Norm 4 15.28 Top Cable Tan 4 0.04 Bot Cable Vert 4 -32.89 Bot Cable Norm 4 16.99 Bot Cable Tan 4 0.01 Torque Arm Top Max Tension 11 15.51 0.00 0.00 Max. Compression 11 -5.61 -129.21 0.00 Max. Mx 4 -3.67 -135.65 0.00 Max. My 12 -2.43 -132.50 -0.00 Max. Vy 4 34.02 -135.65 0.00 Max. Vx 12 -0.00 -132.50 -0.00 T7 360 - 340 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 10 -182.04 -0.51 0.87 Max. Mx 11 -105.39 -2.77 -0.88 Max. My 13 -148.75 -1.82 -2.56 Max. Vy 11 3.89 -0.34 -0.62 Max. Vx 2 3.03 0.73 0.02 Diagonal Max Tension 9 6.56 0.00 0.00 Max. Compression 12 -11.14 0.00 0.00 Max. Mx 8 2.92 0.02 0.00 Max. My 13 -4.21 0.00 0.00 Max. Vy 8 -0.01 0.00 0.00 Max. Vx 13 -0.00 0.00 0.00 Horizontal Max Tension 10 3.12 0.00 0.00 Max. Compression 10 -3.12 0.00 0.00 Max. Mx 11 2.49 0.01 0.00 Max. My 12 2.80 0.00 -0.00 Max. Vy 11 -0.01 0.00 0.00 Max. Vx 12 0.00 0.00 0.00 Secondary Horizontal Max Tension 4 0.00 -0.00 -0.00 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 52 tnxTower Report - version 8.0.5.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Compression 13 -0.00 -0.00 -0.00 Max. Mx 13 -0.00 -0.00 0.00 Max. My 8 -0.00 0.00 0.00 Max. Vy 13 0.00 -0.00 0.00 Max. Vx 8 -0.00 0.00 0.00 Top Girt Max Tension 13 3.83 0.00 0.00 Max. Compression 3 -2.37 0.00 0.00 Max. Mx 3 0.30 0.01 0.00 Max. My 12 -0.51 0.00 -0.00 Max. Vy 3 -0.01 0.00 0.00 Max. Vx 12 0.00 0.00 0.00 Bottom Girt Max Tension 3 1.88 0.00 0.00 Max. Compression 8 -1.00 0.00 0.00 Max. Mx 11 0.58 0.01 0.00 Max. My 12 0.13 0.00 -0.00 Max. Vy 11 -0.01 0.00 0.00 Max. Vx 12 0.00 0.00 0.00 T8 340 - 320 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 10 -184.11 0.61 -1.21 Max. Mx 4 -110.50 1.86 -1.00 Max. My 3 -155.93 0.00 -1.79 Max. Vy 4 2.42 0.35 0.25 Max. Vx 2 -2.68 0.52 0.39 Diagonal Max Tension 8 5.60 0.00 0.00 Max. Compression 3 -9.69 0.00 0.00 Max. Mx 13 3.21 0.02 0.00 Max. My 13 -6.15 0.00 0.00 Max. Vy 13 -0.01 0.00 0.00 Max. Vx 13 -0.00 0.00 0.00 Horizontal Max Tension 10 3.19 0.00 0.00 Max. Compression 10 -3.19 0.00 0.00 Max. Mx 10 3.19 0.01 0.00 Max. My 13 2.94 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 Secondary Horizontal Max Tension 4 0.00 -0.00 -0.00 Max. Compression 11 -0.00 -0.00 -0.00 Max. Mx 13 -0.00 -0.00 0.00 Max. My 8 -0.00 0.00 0.00 Max. Vy 13 0.01 -0.00 0.00 Max. Vx 8 -0.00 0.00 0.00 Top Girt Max Tension 8 2.00 0.00 0.00 Max. Compression 3 -1.23 0.00 0.00 Max. Mx 2 0.83 0.01 0.00 Max. My 12 1.02 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 12 0.00 0.00 0.00 Bottom Girt Max Tension 3 3.04 0.00 0.00 Max. Compression 8 -2.02 0.00 0.00 Max. Mx 8 0.68 0.01 0.00 Max. My 13 -0.48 0.00 -0.00 Max. Vy 8 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 T9 320 - 300 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 10 -214.90 -0.77 0.97 Max. Mx 5 -133.90 -5.65 0.38 Max. My 7 -115.21 0.14 -5.08 Max. Vy 13 -2.60 2.17 -1.31 Max. Vx 2 -2.67 -0.44 2.05 Diagonal Max Tension 11 11.22 0.00 0.00 Max. Compression 5 -14.13 0.00 0.00 Max. Mx 13 -6.08 0.02 0.00 Max. My 13 -6.61 0.00 0.00 Max. Vy 13 0.02 0.00 0.00 Max. Vx 13 -0.00 0.00 0.00 Horizontal Max Tension 13 13.61 0.00 0.00 Max. Compression 3 -9.81 0.00 0.00 Max. Mx 4 2.97 0.01 0.00 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 53 tnxTower Report - version 8.0.5.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. My 13 3.25 0.00 -0.00 Max. Vy 4 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 Secondary Horizontal Max Tension 5 0.00 -0.00 -0.00 Max. Compression 10 -0.00 -0.00 -0.00 Max. Mx 13 -0.00 -0.00 0.00 Max. My 2 0.00 -0.00 0.00 Max. Vy 13 0.01 -0.00 0.00 Max. Vx 2 -0.00 -0.00 0.00 Top Girt Max Tension 8 3.59 0.00 0.00 Max. Compression 3 -2.63 0.00 0.00 Max. Mx 12 0.04 0.01 0.00 Max. My 13 1.80 0.00 -0.00 Max. Vy 8 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 Bottom Girt Max Tension 7 3.51 0.00 0.00 Max. Compression 5 -1.59 0.00 0.00 Max. Mx 6 2.06 0.01 0.00 Max. My 13 1.92 0.00 -0.00 Max. Vy 6 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 Guy A Bottom Tension 9 28.80 Top Tension 9 29.14 Top Cable Vert 9 25.59 Top Cable Norm 9 13.93 Top Cable Tan 9 0.22 Bot Cable Vert 9 -24.63 Bot Cable Norm 9 14.91 Bot Cable Tan 9 0.57 Guy B Bottom Tension 11 30.31 Top Tension 11 30.65 Top Cable Vert 11 26.92 Top Cable Norm 11 14.65 Top Cable Tan 11 0.20 Bot Cable Vert 11 -25.95 Bot Cable Norm 11 15.65 Bot Cable Tan 11 0.52 Guy C Bottom Tension 4 30.51 Top Tension 4 30.85 Top Cable Vert 4 27.12 Top Cable Norm 4 14.70 Top Cable Tan 4 0.01 Bot Cable Vert 4 -26.10 Bot Cable Norm 4 15.80 Bot Cable Tan 4 0.04 Torque Arm Top Max Tension 11 15.90 0.00 0.00 Max. Compression 11 -6.82 0.00 0.00 Max. Mx 4 -4.77 -105.68 0.00 Max. My 13 -2.32 -61.15 -0.00 Max. Vy 4 26.54 -105.68 0.00 Max. Vx 13 -0.00 -61.15 -0.00 T10 300 - 280 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 6 -215.08 -0.40 -1.15 Max. Mx 5 -165.15 2.31 -0.41 Max. My 3 -190.32 -0.13 -1.91 Max. Vy 5 -2.20 0.93 0.04 Max. Vx 2 2.33 0.97 0.18 Diagonal Max Tension 9 4.45 0.00 0.00 Max. Compression 4 -7.77 0.00 0.00 Max. Mx 10 -0.92 0.02 0.00 Max. My 13 -1.03 0.00 0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 13 -0.00 0.00 0.00 Horizontal Max Tension 10 3.71 0.00 0.00 Max. Compression 10 -3.71 0.00 0.00 Max. Mx 6 3.70 0.01 0.00 Max. My 13 3.34 0.00 -0.00 Max. Vy 6 -0.01 0.00 0.00 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 54 tnxTower Report - version 8.0.5.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Vx 13 0.00 0.00 0.00 Secondary Horizontal Max Tension 5 0.00 -0.00 -0.00 Max. Compression 10 -0.00 -0.00 -0.00 Max. Mx 13 -0.00 -0.00 0.00 Max. My 2 0.00 -0.00 0.00 Max. Vy 13 0.01 -0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 Top Girt Max Tension 5 2.48 0.00 0.00 Max. Compression 9 -1.59 0.00 0.00 Max. Mx 6 0.04 0.01 0.00 Max. My 13 -0.13 0.00 -0.00 Max. Vy 6 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 Bottom Girt Max Tension 9 1.83 0.00 0.00 Max. Compression 4 -0.22 0.00 0.00 Max. Mx 2 1.31 0.01 0.00 Max. My 13 0.15 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 T11 280 - 260 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 6 -215.27 -0.63 -1.78 Max. Mx 11 -137.16 -4.13 -1.63 Max. My 13 -196.82 -2.68 -3.27 Max. Vy 11 -5.69 -0.58 -0.95 Max. Vx 2 -4.57 1.22 -0.10 Diagonal Max Tension 9 10.22 0.00 0.00 Max. Compression 11 -16.74 0.00 0.00 Max. Mx 10 5.49 0.02 0.00 Max. My 13 -4.34 0.00 0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 13 -0.00 0.00 0.00 Horizontal Max Tension 8 4.53 0.00 0.00 Max. Compression 6 -3.73 0.00 0.00 Max. Mx 2 3.70 0.01 0.00 Max. My 13 3.22 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 Secondary Horizontal Max Tension 5 0.00 -0.00 -0.00 Max. Compression 10 -0.00 -0.00 -0.00 Max. Mx 13 -0.00 -0.00 0.00 Max. My 2 0.00 -0.00 0.00 Max. Vy 13 0.01 -0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 Top Girt Max Tension 4 1.75 0.00 0.00 Max. Compression 9 -0.91 0.00 0.00 Max. Mx 2 0.35 0.01 0.00 Max. My 13 1.51 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 Bottom Girt Max Tension 13 5.06 0.00 0.00 Max. Compression 8 -2.82 0.00 0.00 Max. Mx 2 -1.08 0.01 0.00 Max. My 13 0.72 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 T12 260 - 240 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 13 -229.93 0.50 -0.56 Max. Mx 5 -125.90 -6.95 0.13 Max. My 2 -158.14 0.84 6.92 Max. Vy 11 -5.73 3.00 -0.23 Max. Vx 2 -4.59 -0.30 2.77 Diagonal Max Tension 11 19.22 0.00 0.00 Max. Compression 9 -22.37 0.00 0.00 Max. Mx 10 15.96 0.02 0.00 Max. My 13 8.23 0.00 0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 13 -0.00 0.00 0.00 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 55 tnxTower Report - version 8.0.5.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Horizontal Max Tension 13 21.25 0.00 0.00 Max. Compression 3 -17.10 0.00 0.00 Max. Mx 2 3.78 0.01 0.00 Max. My 12 3.49 0.00 0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 12 -0.00 0.00 0.00 Secondary Horizontal Max Tension 5 0.00 -0.00 -0.00 Max. Compression 10 -0.00 -0.00 -0.00 Max. Mx 13 -0.00 -0.00 0.00 Max. My 2 0.00 -0.00 0.00 Max. Vy 13 0.01 -0.00 0.00 Max. Vx 10 0.00 -0.00 -0.00 Top Girt Max Tension 8 4.32 0.00 0.00 Max. Compression 13 -3.48 0.00 0.00 Max. Mx 2 2.82 0.01 0.00 Max. My 13 0.86 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 13 0.00 0.00 0.00 Bottom Girt Max Tension 3 4.96 0.00 0.00 Max. Compression 9 -2.28 0.00 0.00 Max. Mx 2 3.40 0.01 0.00 Max. My 12 0.73 0.00 0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 12 -0.00 0.00 0.00 Guy A Bottom Tension 9 36.39 Top Tension 9 36.77 Top Cable Vert 9 30.31 Top Cable Norm 9 20.83 Top Cable Tan 9 0.15 Bot Cable Vert 9 -29.27 Bot Cable Norm 9 21.62 Bot Cable Tan 9 0.57 Guy B Bottom Tension 11 36.50 Top Tension 11 36.88 Top Cable Vert 11 30.42 Top Cable Norm 11 20.85 Top Cable Tan 11 0.14 Bot Cable Vert 11 -29.38 Bot Cable Norm 11 21.65 Bot Cable Tan 11 0.52 Guy C Bottom Tension 3 37.83 Top Tension 3 38.21 Top Cable Vert 3 31.50 Top Cable Norm 3 21.63 Top Cable Tan 3 0.16 Bot Cable Vert 3 -30.47 Bot Cable Norm 3 22.42 Bot Cable Tan 3 0.56 Torque Arm Top Max Tension 5 24.03 0.00 0.00 Max. Compression 11 -11.47 0.00 0.00 Max. Mx 3 -2.76 -121.64 -0.00 Max. My 13 -4.88 -66.19 -0.00 Max. Vy 3 30.52 -121.64 -0.00 Max. Vx 13 -0.00 -66.19 -0.00 T13 240 - 220 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 10 -237.71 1.59 0.12 Max. Mx 5 -225.12 2.57 -0.25 Max. My 8 -199.81 -0.30 3.52 Max. Vy 4 -3.50 -0.49 -1.35 Max. Vx 8 -3.96 -0.68 1.12 Diagonal Max Tension 13 6.30 0.00 0.00 Max. Compression 8 -11.11 0.00 0.00 Max. Mx 10 -4.74 0.02 0.00 Max. My 3 -5.07 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Horizontal Max Tension 10 4.10 0.00 0.00 Max. Compression 10 -4.10 0.00 0.00 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 56 tnxTower Report - version 8.0.5.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Mx 10 4.10 0.01 0.00 Max. My 3 3.67 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Secondary Horizontal Max Tension 6 0.00 -0.00 -0.00 Max. Compression 10 -0.00 -0.00 -0.00 Max. Mx 13 -0.00 -0.00 0.00 Max. My 2 0.00 -0.00 0.00 Max. Vy 13 0.00 -0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 Top Girt Max Tension 9 3.36 0.00 0.00 Max. Compression 12 -1.86 0.00 0.00 Max. Mx 2 -0.31 0.01 0.00 Max. My 12 1.03 0.00 0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 12 -0.00 0.00 0.00 Bottom Girt Max Tension 12 2.08 0.00 0.00 Max. Compression 9 -0.22 0.00 0.00 Max. Mx 10 0.72 0.01 0.00 Max. My 3 1.36 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 T14 220 - 200 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 10 -237.74 1.86 -0.05 Max. Mx 11 -194.52 -2.60 -1.23 Max. My 2 -214.34 -0.62 -2.40 Max. Vy 11 -3.03 -0.70 -1.26 Max. Vx 2 -2.88 1.54 0.04 Diagonal Max Tension 9 5.18 0.00 0.00 Max. Compression 11 -9.48 0.00 0.00 Max. Mx 10 -0.16 0.02 0.00 Max. My 3 -0.94 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Horizontal Max Tension 10 4.08 0.00 0.00 Max. Compression 10 -4.08 0.00 0.00 Max. Mx 10 4.08 0.01 0.00 Max. My 3 3.72 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Secondary Horizontal Max Tension 6 0.00 -0.00 -0.00 Max. Compression 10 -0.00 -0.00 -0.00 Max. Mx 13 -0.00 -0.00 0.00 Max. My 2 0.00 -0.00 0.00 Max. Vy 13 0.00 -0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 Top Girt Max Tension 9 2.10 0.00 0.00 Max. Compression 1 0.00 0.00 0.00 Max. Mx 10 1.46 0.01 0.00 Max. My 3 0.26 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Bottom Girt Max Tension 2 3.03 0.00 0.00 Max. Compression 9 -0.94 0.00 0.00 Max. Mx 10 0.08 0.01 0.00 Max. My 3 2.78 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 T15 200 - 180 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 10 -247.95 0.84 2.11 Max. Mx 11 -215.24 4.54 -0.75 Max. My 2 -210.51 -0.83 4.83 Max. Vy 11 -3.10 1.23 -1.23 Max. Vx 2 -2.89 0.90 1.84 Diagonal Max Tension 11 5.34 0.00 0.00 Max. Compression 9 -11.56 0.00 0.00 Max. Mx 10 3.53 0.02 0.00 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 57 tnxTower Report - version 8.0.5.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. My 3 -9.06 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Horizontal Max Tension 9 12.47 0.00 0.00 Max. Compression 3 -7.42 0.00 0.00 Max. Mx 10 4.03 0.01 0.00 Max. My 3 3.93 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Secondary Horizontal Max Tension 6 0.00 -0.00 -0.00 Max. Compression 10 -0.00 0.00 -0.00 Max. Mx 13 -0.00 -0.00 0.00 Max. My 2 0.00 -0.00 0.00 Max. Vy 13 0.00 -0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 Top Girt Max Tension 9 3.12 0.00 0.00 Max. Compression 13 -1.38 0.00 0.00 Max. Mx 10 2.04 0.01 0.00 Max. My 3 -1.12 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Bottom Girt Max Tension 3 3.82 0.00 0.00 Max. Compression 9 -1.40 0.00 0.00 Max. Mx 10 1.21 0.01 0.00 Max. My 3 1.06 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Guy A Bottom Tension 9 16.32 Top Tension 9 16.44 Top Cable Vert 9 12.16 Top Cable Norm 9 11.06 Top Cable Tan 9 0.09 Bot Cable Vert 9 -11.71 Bot Cable Norm 9 11.36 Bot Cable Tan 9 0.25 Guy B Bottom Tension 13 15.75 Top Tension 13 15.87 Top Cable Vert 13 11.76 Top Cable Norm 13 10.65 Top Cable Tan 13 0.10 Bot Cable Vert 13 -11.31 Bot Cable Norm 13 10.95 Bot Cable Tan 13 0.25 Guy C Bottom Tension 3 16.54 Top Tension 3 16.66 Top Cable Vert 3 12.34 Top Cable Norm 3 11.19 Top Cable Tan 3 0.09 Bot Cable Vert 3 -11.88 Bot Cable Norm 3 11.50 Bot Cable Tan 3 0.25 Torque Arm Top Max Tension 3 11.81 0.00 0.00 Max. Compression 7 -5.58 0.00 0.00 Max. Mx 3 -0.75 -45.99 -0.00 Max. My 3 -2.93 -28.00 0.00 Max. Vy 3 11.57 -45.99 -0.00 Max. Vx 3 0.00 -28.00 0.00 T16 180 - 160 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 10 -245.75 -0.78 -1.52 Max. Mx 10 -235.97 2.49 -0.01 Max. My 9 -213.23 -1.11 2.80 Max. Vy 4 -2.19 -0.63 -1.40 Max. Vx 9 -2.40 -0.83 1.33 Diagonal Max Tension 4 3.22 0.00 0.00 Max. Compression 9 -8.05 0.00 0.00 Max. Mx 10 -7.59 0.02 0.00 Max. My 3 -4.94 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 58 tnxTower Report - version 8.0.5.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Vx 3 0.00 0.00 0.00 Horizontal Max Tension 10 4.23 0.00 0.00 Max. Compression 10 -4.23 0.00 0.00 Max. Mx 10 4.09 0.01 0.00 Max. My 3 3.83 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Secondary Horizontal Max Tension 6 0.00 -0.00 -0.00 Max. Compression 10 -0.00 -0.00 -0.00 Max. Mx 13 -0.00 -0.00 0.00 Max. My 2 0.00 -0.00 0.00 Max. Vy 13 0.00 -0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 Top Girt Max Tension 9 2.91 0.00 0.00 Max. Compression 3 -0.98 0.00 0.00 Max. Mx 10 1.36 0.01 0.00 Max. My 3 0.72 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Bottom Girt Max Tension 3 2.30 0.00 0.00 Max. Compression 9 -0.30 0.00 0.00 Max. Mx 10 0.26 0.01 0.00 Max. My 3 2.30 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 T17 160 - 140 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 10 -276.04 -0.76 -1.64 Max. Mx 4 -235.52 3.05 -1.23 Max. My 7 -231.12 0.24 3.34 Max. Vy 11 -3.39 -0.70 -1.51 Max. Vx 13 -3.24 -0.77 1.46 Diagonal Max Tension 9 5.91 0.00 0.00 Max. Compression 7 -11.17 0.00 0.00 Max. Mx 10 0.49 0.02 0.00 Max. My 3 -1.20 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Horizontal Max Tension 10 4.70 0.00 0.00 Max. Compression 10 -4.70 0.00 0.00 Max. Mx 10 4.01 0.01 0.00 Max. My 3 4.17 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Secondary Horizontal Max Tension 6 0.00 -0.00 -0.00 Max. Compression 10 -0.00 -0.00 -0.00 Max. Mx 13 -0.00 -0.00 0.00 Max. My 2 0.00 -0.00 0.00 Max. Vy 13 0.00 -0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 Top Girt Max Tension 9 2.58 0.00 0.00 Max. Compression 3 -0.47 0.00 0.00 Max. Mx 10 1.96 0.01 0.00 Max. My 3 -0.47 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Bottom Girt Max Tension 6 3.72 0.00 0.00 Max. Compression 9 -1.30 0.00 0.00 Max. Mx 6 0.06 0.01 0.00 Max. My 3 3.40 0.00 -0.00 Max. Vy 6 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 T18 140 - 120 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 10 -306.99 0.78 2.62 Max. Mx 4 -179.76 -3.57 -0.57 Max. My 2 -242.10 -0.07 4.76 Max. Vy 4 -4.45 -3.57 -0.57 Max. Vx 2 5.54 0.99 3.62 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 59 tnxTower Report - version 8.0.5.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Diagonal Max Tension 2 9.74 0.00 0.00 Max. Compression 7 -14.57 0.00 0.00 Max. Mx 10 2.48 0.02 0.00 Max. My 3 0.94 0.00 -0.00 Max. Vy 10 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Horizontal Max Tension 9 8.10 0.00 0.00 Max. Compression 10 -5.32 0.00 0.00 Max. Mx 6 3.98 0.01 0.00 Max. My 3 4.78 0.00 -0.00 Max. Vy 6 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Secondary Horizontal Max Tension 6 0.00 -0.00 -0.00 Max. Compression 10 -0.00 -0.00 -0.00 Max. Mx 13 -0.00 -0.00 0.00 Max. My 2 0.00 -0.00 0.00 Max. Vy 13 0.00 -0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 Top Girt Max Tension 9 3.54 0.00 0.00 Max. Compression 6 -1.82 0.00 0.00 Max. Mx 6 2.18 0.01 0.00 Max. My 3 -1.52 0.00 -0.00 Max. Vy 6 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Bottom Girt Max Tension 8 4.98 0.00 0.00 Max. Compression 2 -3.40 0.00 0.00 Max. Mx 6 2.71 0.01 0.00 Max. My 3 -1.95 0.00 -0.00 Max. Vy 6 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Guy A Bottom Tension 7 37.90 Top Tension 7 38.10 Top Cable Vert 7 22.59 Top Cable Norm 7 30.68 Top Cable Tan 7 0.03 Bot Cable Vert 7 -21.96 Bot Cable Norm 7 30.89 Bot Cable Tan 7 0.33 Guy B Bottom Tension 13 37.21 Top Tension 13 37.40 Top Cable Vert 13 22.23 Top Cable Norm 13 30.08 Top Cable Tan 13 0.03 Bot Cable Vert 13 -21.60 Bot Cable Norm 13 30.30 Bot Cable Tan 13 0.32 Guy C Bottom Tension 3 37.43 Top Tension 3 37.63 Top Cable Vert 3 22.36 Top Cable Norm 3 30.27 Top Cable Tan 3 0.03 Bot Cable Vert 3 -21.73 Bot Cable Norm 3 30.48 Bot Cable Tan 3 0.32 Top Guy Pull-Off Max Tension 9 11.60 0.00 0.00 Max. Compression 1 0.00 0.00 0.00 Max. Mx 6 9.74 0.01 0.00 Max. My 3 10.66 0.00 -0.00 Max. Vy 6 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 T19 120 - 100 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 10 -294.32 -3.47 -1.16 Max. Mx 10 -286.27 -3.47 -1.16 Max. My 8 -237.95 -0.14 4.14 Max. Vy 4 -4.51 -0.79 -1.23 Max. Vx 2 5.55 1.90 0.16 Diagonal Max Tension 8 7.82 0.00 0.00 Max. Compression 2 -14.49 0.00 0.00 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 60 tnxTower Report - version 8.0.5.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Mx 6 -9.93 0.02 0.00 Max. My 3 -6.65 0.00 -0.00 Max. Vy 6 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Horizontal Max Tension 10 4.96 0.00 0.00 Max. Compression 10 -4.96 0.00 0.00 Max. Mx 6 4.32 0.01 0.00 Max. My 3 4.43 0.00 -0.00 Max. Vy 6 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Secondary Horizontal Max Tension 6 0.00 -0.00 -0.00 Max. Compression 10 -0.00 -0.00 -0.00 Max. Mx 13 0.00 -0.00 0.00 Max. My 2 0.00 -0.00 0.00 Max. Vy 13 0.00 -0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 Top Girt Max Tension 2 5.04 0.00 0.00 Max. Compression 8 -2.48 0.00 0.00 Max. Mx 6 -0.52 0.01 0.00 Max. My 3 3.56 0.00 -0.00 Max. Vy 6 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Bottom Girt Max Tension 7 2.81 0.00 0.00 Max. Compression 2 -0.93 0.00 0.00 Max. Mx 6 2.03 0.01 0.00 Max. My 3 -0.04 0.00 -0.00 Max. Vy 8 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 T20 100 - 80 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 2 -274.14 -1.07 1.56 Max. Mx 10 -251.59 -2.68 -0.01 Max. My 9 -236.93 -1.08 2.55 Max. Vy 4 -1.91 -0.73 -1.46 Max. Vx 2 2.37 1.75 -0.03 Diagonal Max Tension 4 1.36 0.00 0.00 Max. Compression 2 -7.90 0.00 0.00 Max. Mx 2 -0.83 0.02 0.00 Max. My 3 -1.86 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Horizontal Max Tension 2 4.74 0.00 0.00 Max. Compression 2 -4.74 0.00 0.00 Max. Mx 4 4.00 0.01 0.00 Max. My 3 4.61 0.00 -0.00 Max. Vy 4 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Secondary Horizontal Max Tension 6 0.00 -0.00 -0.00 Max. Compression 10 -0.00 -0.00 -0.00 Max. Mx 13 -0.00 -0.00 0.00 Max. My 2 0.00 -0.00 0.00 Max. Vy 13 0.00 -0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 Top Girt Max Tension 2 2.70 0.00 0.00 Max. Compression 8 -0.31 0.00 0.00 Max. Mx 2 0.56 0.01 0.00 Max. My 3 1.95 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Bottom Girt Max Tension 7 1.84 0.00 0.00 Max. Compression 1 0.00 0.00 0.00 Max. Mx 2 0.90 0.01 0.00 Max. My 3 1.47 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 T21 80 - 60 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 2 -282.30 -1.09 1.59 Max. Mx 10 -255.96 3.38 -1.38 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 61 tnxTower Report - version 8.0.5.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. My 13 -277.36 0.13 3.61 Max. Vy 5 -3.44 -3.03 -1.65 Max. Vx 2 3.59 1.22 2.19 Diagonal Max Tension 3 7.01 0.00 0.00 Max. Compression 9 -12.71 0.00 0.00 Max. Mx 2 -10.73 0.02 0.00 Max. My 3 -0.76 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Horizontal Max Tension 13 5.55 0.00 0.00 Max. Compression 2 -4.85 0.00 0.00 Max. Mx 2 4.85 0.01 0.00 Max. My 3 4.75 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Secondary Horizontal Max Tension 6 0.00 -0.00 -0.00 Max. Compression 10 -0.00 -0.00 -0.00 Max. Mx 13 -0.00 -0.00 0.00 Max. My 2 0.00 -0.00 0.00 Max. Vy 13 0.00 -0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 Top Girt Max Tension 3 2.04 0.00 0.00 Max. Compression 7 -0.02 0.00 0.00 Max. Mx 2 1.67 0.01 0.00 Max. My 3 0.45 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Bottom Girt Max Tension 8 3.91 0.00 0.00 Max. Compression 2 -1.87 0.00 0.00 Max. Mx 2 2.37 0.01 0.00 Max. My 3 -1.61 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Guy A Bottom Tension 7 20.28 Top Tension 7 20.34 Top Cable Vert 7 7.37 Top Cable Norm 7 18.96 Top Cable Tan 7 0.02 Bot Cable Vert 7 -7.13 Bot Cable Norm 7 18.99 Bot Cable Tan 7 0.13 Guy B Bottom Tension 13 19.94 Top Tension 13 19.99 Top Cable Vert 13 7.26 Top Cable Norm 13 18.63 Top Cable Tan 13 0.03 Bot Cable Vert 13 -7.02 Bot Cable Norm 13 18.66 Bot Cable Tan 13 0.13 Guy C Bottom Tension 3 19.91 Top Tension 3 19.97 Top Cable Vert 3 7.26 Top Cable Norm 3 18.60 Top Cable Tan 3 0.03 Bot Cable Vert 3 -7.01 Bot Cable Norm 3 18.64 Bot Cable Tan 3 0.13 Top Guy Pull-Off Max Tension 13 7.95 0.00 0.00 Max. Compression 1 0.00 0.00 0.00 Max. Mx 2 7.59 0.01 0.00 Max. My 3 7.30 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 T22 60 - 40 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 3 -303.15 -0.91 -1.84 Max. Mx 4 -221.71 3.11 -1.41 Max. My 7 -214.86 0.34 3.48 Max. Vy 5 -3.52 -0.88 -1.60 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 62 tnxTower Report - version 8.0.5.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Vx 2 3.58 1.79 -0.06 Diagonal Max Tension 9 5.96 0.00 0.00 Max. Compression 3 -11.85 0.00 0.00 Max. Mx 2 -3.74 0.02 0.00 Max. My 3 -4.31 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Horizontal Max Tension 3 5.23 0.00 0.00 Max. Compression 3 -5.23 0.00 0.00 Max. Mx 2 5.11 0.01 0.00 Max. My 3 5.23 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Secondary Horizontal Max Tension 6 0.00 -0.00 -0.00 Max. Compression 10 -0.00 -0.00 -0.00 Max. Mx 13 -0.00 -0.00 0.00 Max. My 2 0.00 -0.00 0.00 Max. Vy 13 0.00 -0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 Top Girt Max Tension 2 3.55 0.00 0.00 Max. Compression 8 -1.32 0.00 0.00 Max. Mx 2 0.21 0.01 0.00 Max. My 3 3.45 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Bottom Girt Max Tension 9 2.17 0.00 0.00 Max. Compression 1 0.00 0.00 0.00 Max. Mx 2 1.36 0.01 0.00 Max. My 3 0.02 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 T23 40 - 20 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 3 -303.18 -1.11 -2.23 Max. Mx 10 -277.61 -2.91 -0.06 Max. My 9 -243.58 -1.18 3.26 Max. Vy 4 2.51 -0.77 -1.61 Max. Vx 2 -2.87 -1.13 1.57 Diagonal Max Tension 4 3.02 0.00 0.00 Max. Compression 9 -8.44 0.00 0.00 Max. Mx 2 2.85 0.02 0.00 Max. My 3 -0.74 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Horizontal Max Tension 3 5.24 0.00 0.00 Max. Compression 3 -5.24 0.00 0.00 Max. Mx 2 5.11 0.01 0.00 Max. My 3 5.24 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Secondary Horizontal Max Tension 6 0.00 -0.00 -0.00 Max. Compression 10 -0.00 -0.00 -0.00 Max. Mx 13 -0.00 -0.00 0.00 Max. My 2 0.00 -0.00 0.00 Max. Vy 13 0.00 -0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 Top Girt Max Tension 3 1.89 0.00 0.00 Max. Compression 1 0.00 0.00 0.00 Max. Mx 2 1.34 0.01 0.00 Max. My 3 1.89 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Bottom Girt Max Tension 9 2.94 0.00 0.00 Max. Compression 3 -0.98 0.00 0.00 Max. Mx 2 0.28 0.01 0.00 Max. My 3 1.49 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 63 tnxTower Report - version 8.0.5.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft T24 20 - 6.5 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 3 -292.58 -2.30 -1.44 Max. Mx 2 -274.47 -16.01 9.31 Max. My 9 -269.07 1.84 -18.39 Max. Vy 3 29.48 -15.52 10.15 Max. Vx 9 32.87 1.84 -18.39 Diagonal Max Tension 4 7.67 0.00 0.00 Max. Compression 10 -9.96 0.00 0.00 Max. Mx 2 6.42 0.02 0.00 Max. My 3 7.18 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Horizontal Max Tension 9 4.99 0.00 0.00 Max. Compression 9 -4.99 0.00 0.00 Max. Mx 2 4.98 0.01 0.00 Max. My 3 4.97 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Secondary Horizontal Max Tension 6 0.00 -0.00 -0.00 Max. Compression 10 -0.00 -0.00 -0.00 Max. Mx 13 -0.00 -0.00 0.00 Max. My 2 0.00 -0.00 0.00 Max. Vy 13 0.00 -0.00 0.00 Max. Vx 2 -0.00 -0.00 0.00 Top Girt Max Tension 3 3.70 0.00 0.00 Max. Compression 9 -1.14 0.00 0.00 Max. Mx 2 2.38 0.01 0.00 Max. My 3 0.48 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 Bottom Girt Max Tension 10 20.77 0.00 0.00 Max. Compression 1 0.00 0.00 0.00 Max. Mx 2 18.63 0.01 0.00 Max. My 3 18.29 0.00 -0.00 Max. Vy 2 -0.01 0.00 0.00 Max. Vx 3 0.00 0.00 0.00 T25 6.5 - 0 Leg Max Tension 1 0.00 0.00 0.00 Max. Compression 2 -288.82 0.25 0.13 Max. Mx 2 -238.14 -18.80 -0.05 Max. My 3 -281.94 -0.77 4.15 Max. Vy 2 55.04 -17.66 -0.58 Max. Vx 3 -12.17 -4.73 3.29 Top Girt Max Tension 2 35.10 -10.33 -0.05 Max. Compression 1 0.00 0.00 0.00 Max. Mx 3 32.42 -12.05 -0.20 Max. My 3 32.42 -12.05 -0.20 Max. Vy 3 -2.06 -12.05 -0.20 Max. Vx 3 -0.12 -12.05 -0.20 Bottom Girt Max Tension 1 0.00 0.00 0.00 Max. Compression 3 -14.15 1.09 0.12 Max. Mx 3 -13.05 -8.92 -0.13 Max. My 3 -13.05 -8.92 -0.13 Max. Vy 3 -47.97 -8.92 -0.13 Max. Vx 3 -1.10 -8.92 -0.13 Mid Girt Max Tension 1 0.00 0.00 0.00 Max. Compression 2 -1.15 0.00 0.00 Max. Mx 4 -0.67 0.01 0.00 Max. My 3 -0.65 0.00 0.00 Max. Vy 4 -0.02 0.00 0.00 Max. Vx 3 -0.00 0.00 0.00 Maximum Reactions August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 64 tnxTower Report - version 8.0.5.0 Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Mast Max. Vert 2 792.68 -0.06 -2.33 Max. Hx 7 743.66 2.23 -0.36 Max. Hz 5 745.64 1.02 1.93 Max. Mx 1 0.00 0.00 0.02 Max. Mz 1 0.00 0.00 0.02 Max. Torsion 9 5.64 -1.98 -0.34 Min. Vert 1 429.25 0.00 0.02 Min. Hx 9 760.26 -1.98 -0.34 Min. Hz 2 792.68 -0.06 -2.33 Min. Mx 1 0.00 0.00 0.02 Min. Mz 1 0.00 0.00 0.02 Min. Torsion 3 -5.75 -1.49 -1.79 Guy C @ 176 ft Elev 0 ft Azimuth 240 deg Max. Vert 10 -58.42 -15.04 8.70 Max. Hx 10 -58.42 -15.04 8.70 Max. Hz 3 -358.14 -201.58 125.42 Min. Vert 4 -360.72 -203.27 117.44 Min. Hx 4 -360.72 -203.27 117.44 Min. Hz 9 -69.38 -24.40 7.10 Guy B @ 176 ft Elev 0 ft Azimuth 120 deg Max. Vert 6 -59.12 15.36 8.88 Max. Hx 11 -347.60 199.51 106.10 Max. Hz 13 -349.75 196.82 122.62 Min. Vert 12 -353.35 199.48 114.84 Min. Hx 6 -59.12 15.36 8.88 Min. Hz 7 -71.41 25.39 7.65 Guy A @ 176.5 ft Elev 0 ft Azimuth 0 deg Max. Vert 2 -58.30 -0.01 -17.37 Max. Hx 11 -207.27 14.72 -125.06 Max. Hz 2 -58.30 -0.01 -17.37 Min. Vert 8 -350.14 -0.00 -231.87 Min. Hx 5 -199.54 -14.69 -121.09 Min. Hz 9 -349.81 7.93 -232.38 Tower Mast Reaction Summary Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead Only 429.25 -0.00 -0.02 0.00 0.00 -0.02 1.2 Dead+1.0 Wind 0 deg - No Ice+1.0 Guy 792.68 0.06 2.33 0.00 0.00 0.49 1.2 Dead+1.0 Wind 30 deg - No Ice+1.0 Guy 757.64 1.49 1.79 0.00 0.00 5.75 1.2 Dead+1.0 Wind 60 deg - No Ice+1.0 Guy 705.06 1.16 -0.81 0.00 0.00 4.48 1.2 Dead+1.0 Wind 90 deg - No Ice+1.0 Guy 745.64 -1.02 -1.93 0.00 0.00 0.64 1.2 Dead+1.0 Wind 120 deg - No Ice+1.0 Guy 780.07 -1.97 -1.24 0.00 0.00 1.80 1.2 Dead+1.0 Wind 150 deg - No Ice+1.0 Guy 743.66 -2.23 0.36 0.00 0.00 2.91 1.2 Dead+1.0 Wind 180 deg - No Ice+1.0 Guy 697.46 0.12 1.96 0.00 0.00 -0.39 1.2 Dead+1.0 Wind 210 deg - No Ice+1.0 Guy 760.26 1.98 0.34 0.00 0.00 -5.64 1.2 Dead+1.0 Wind 240 deg - No Ice+1.0 Guy 787.59 1.84 -1.15 0.00 0.00 -4.34 1.2 Dead+1.0 Wind 270 deg - No Ice+1.0 Guy 747.83 0.91 -1.76 0.00 0.00 -1.30 1.2 Dead+1.0 Wind 300 deg 700.32 -1.40 -0.40 0.00 0.00 -2.77 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 65 tnxTower Report - version 8.0.5.0 Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft - No Ice+1.0 Guy 1.2 Dead+1.0 Wind 330 deg - No Ice+1.0 Guy 753.95 -1.42 1.67 0.00 0.00 -3.32 Dead+Wind 0 deg - Service+Guy 434.81 -0.01 -0.75 0.00 0.00 0.08 Dead+Wind 30 deg - Service+Guy 435.13 0.32 -0.61 0.00 0.00 0.90 Dead+Wind 60 deg - Service+Guy 435.44 0.48 -0.30 0.00 0.00 0.65 Dead+Wind 90 deg - Service+Guy 435.12 0.52 0.00 0.00 0.00 0.09 Dead+Wind 120 deg - Service+Guy 434.81 0.52 0.28 0.00 0.00 0.28 Dead+Wind 150 deg - Service+Guy 435.13 0.34 0.55 0.00 0.00 0.44 Dead+Wind 180 deg - Service+Guy 435.43 -0.00 0.67 0.00 0.00 -0.08 Dead+Wind 210 deg - Service+Guy 435.07 -0.36 0.55 0.00 0.00 -0.90 Dead+Wind 240 deg - Service+Guy 434.77 -0.53 0.28 0.00 0.00 -0.70 Dead+Wind 270 deg - Service+Guy 435.05 -0.53 0.00 0.00 0.00 -0.21 Dead+Wind 300 deg - Service+Guy 435.39 -0.49 -0.29 0.00 0.00 -0.37 Dead+Wind 330 deg - Service+Guy 435.08 -0.32 -0.60 0.00 0.00 -0.52 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 1 0.00 -105.90 0.00 0.00 105.89 -0.00 0.010% 2 4.80 -123.74 -204.47 -4.81 123.74 204.45 0.007% 3 106.07 -122.63 -175.34 -106.07 122.63 175.32 0.005% 4 173.79 -121.52 -103.26 -173.79 121.52 103.26 0.001% 5 197.12 -122.64 -6.94 -197.11 122.64 6.95 0.005% 6 173.21 -123.76 92.81 -173.19 123.76 -92.80 0.006% 7 97.03 -122.66 171.68 -97.02 122.66 -171.68 0.006% 8 0.77 -121.54 199.40 -0.77 121.54 -199.40 0.001% 9 -104.39 -122.66 171.99 104.38 122.65 -171.98 0.005% 10 -174.15 -123.76 96.41 174.14 123.76 -96.41 0.007% 11 -194.38 -122.64 -0.75 194.37 122.64 0.76 0.005% 12 -172.43 -121.52 -94.74 172.43 121.52 94.74 0.001% 13 -99.22 -122.63 -173.68 99.23 122.63 173.66 0.007% 14 0.70 -106.06 -29.89 -0.70 106.06 29.89 0.003% 15 15.51 -105.90 -25.63 -15.50 105.90 25.63 0.008% 16 25.41 -105.74 -15.10 -25.40 105.74 15.09 0.012% 17 28.82 -105.90 -1.01 -28.81 105.90 1.01 0.009% 18 25.32 -106.07 13.57 -25.31 106.07 -13.57 0.002% 19 14.19 -105.90 25.10 -14.19 105.90 -25.09 0.007% 20 0.11 -105.74 29.15 -0.11 105.74 -29.14 0.010% 21 -15.26 -105.90 25.14 15.26 105.90 -25.14 0.007% 22 -25.45 -106.07 14.09 25.45 106.07 -14.09 0.002% 23 -28.42 -105.90 -0.11 28.41 105.90 0.10 0.008% 24 -25.21 -105.74 -13.85 25.20 105.74 13.85 0.011% 25 -14.51 -105.90 -25.39 14.50 105.90 25.39 0.008% Non-Linear Convergence Results August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 66 tnxTower Report - version 8.0.5.0 Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 9 0.00000001 0.00008497 2 Yes 29 0.00012077 0.00009943 3 Yes 29 0.00011528 0.00009239 4 Yes 30 0.00012768 0.00010715 5 Yes 29 0.00011932 0.00010959 6 Yes 29 0.00011898 0.00011681 7 Yes 28 0.00011426 0.00009784 8 Yes 25 0.00013201 0.00011274 9 Yes 29 0.00011467 0.00009445 10 Yes 29 0.00014050 0.00011850 11 Yes 29 0.00012303 0.00009348 12 Yes 30 0.00014400 0.00010060 13 Yes 28 0.00014523 0.00010661 14 Yes 11 0.00015000 0.00002080 15 Yes 11 0.00015000 0.00004009 16 Yes 11 0.00015000 0.00004473 17 Yes 11 0.00015000 0.00004216 18 Yes 11 0.00015000 0.00002304 19 Yes 11 0.00015000 0.00002652 20 Yes 11 0.00015000 0.00003107 21 Yes 11 0.00015000 0.00002666 22 Yes 11 0.00015000 0.00002519 23 Yes 11 0.00015000 0.00003868 24 Yes 11 0.00015000 0.00004641 25 Yes 11 0.00015000 0.00003407 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 480 - 460 2.20 24 0.035 0.041 T2 460 - 440 2.32 16 0.031 0.062 T3 440 - 420 2.38 16 0.014 0.079 T4 420 - 400 2.39 16 0.011 0.081 T5 400 - 380 2.39 16 0.012 0.108 T6 380 - 360 2.37 16 0.014 0.108 T7 360 - 340 2.37 16 0.011 0.125 T8 340 - 320 2.35 16 0.020 0.144 T9 320 - 300 2.26 16 0.030 0.141 T10 300 - 280 2.15 16 0.031 0.134 T11 280 - 260 2.04 16 0.040 0.132 T12 260 - 240 1.87 16 0.042 0.114 T13 240 - 220 1.71 16 0.033 0.087 T14 220 - 200 1.58 16 0.034 0.082 T15 200 - 180 1.43 16 0.035 0.096 T16 180 - 160 1.29 16 0.031 0.114 T17 160 - 140 1.19 20 0.032 0.140 T18 140 - 120 1.08 20 0.031 0.158 T19 120 - 100 1.00 20 0.022 0.170 T20 100 - 80 0.95 14 0.022 0.177 T21 80 - 60 0.87 14 0.029 0.177 T22 60 - 40 0.73 14 0.036 0.172 T23 40 - 20 0.56 14 0.051 0.161 T24 20 - 6.5 0.31 14 0.067 0.144 T25 6.5 - 0 0.10 14 0.073 0.144 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 67 tnxTower Report - version 8.0.5.0 Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 481.00 Flash Beacon Lighting 24 2.20 0.035 0.041 Inf 477.00 HMD16SM-V 24 2.21 0.035 0.044 Inf 466.88 Guy 16 2.28 0.034 0.055 97977 457.00 microwave radio ULTRASCAN DR II-6.5/7GHZ 16 2.33 0.029 0.065 61933 443.00 FM1/1 16 2.38 0.016 0.077 49382 427.50 FM1/1 16 2.39 0.010 0.078 196139 419.75 FM1/1 16 2.39 0.011 0.081 142469 416.25 Guy 16 2.39 0.011 0.085 203125 412.00 FM1/1 16 2.39 0.012 0.091 Inf 380.00 750 10074 16 2.37 0.014 0.108 136953 373.00 Side Arm Mount [SO 602-3] 16 2.37 0.013 0.111 188491 366.88 Guy 16 2.37 0.012 0.117 318118 346.00 andrew PL6-65-PXA 16 2.37 0.016 0.141 59681 316.00 PG1DOF-0093-011 16 2.24 0.030 0.139 214135 314.00 PL8-65D 16 2.23 0.030 0.138 223464 306.88 Guy 16 2.19 0.031 0.135 264530 267.00 PL8-65-PXA 16 1.93 0.043 0.122 203672 254.00 (2) CMA-BDHH/6520/E0-8 w/ Mount Pipe 16 1.82 0.039 0.105 98758 246.88 Guy 16 1.76 0.036 0.095 71671 240.00 Flash Beacon Lighting 16 1.71 0.033 0.087 58997 238.00 CA5-150EB/CP 16 1.69 0.033 0.086 65030 186.88 Guy 16 1.33 0.033 0.107 139436 180.00 PTP58600 w/ Mount Pipe 16 1.29 0.031 0.114 142151 130.00 (2) CMA-B/3324 20 1.04 0.026 0.165 105598 126.88 Guy 20 1.02 0.025 0.167 98494 118.00 HDCA-10 20 0.99 0.021 0.171 105934 66.88 Guy 14 0.78 0.033 0.175 159314 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 480 - 460 37.43 6 0.388 0.550 T2 460 - 440 38.50 2 0.370 0.682 T3 440 - 420 39.45 2 0.308 0.800 T4 420 - 400 39.81 2 0.298 0.809 T5 400 - 380 40.12 10 0.324 0.864 T6 380 - 360 40.37 10 0.319 0.895 T7 360 - 340 40.56 10 0.271 1.026 T8 340 - 320 40.40 10 0.312 1.164 T9 320 - 300 39.38 10 0.345 1.149 T10 300 - 280 37.81 10 0.418 1.092 T11 280 - 260 35.76 10 0.576 1.047 T12 260 - 240 33.08 10 0.668 0.891 T13 240 - 220 30.23 10 0.661 0.726 T14 220 - 200 27.81 2 0.693 0.711 T15 200 - 180 25.29 2 0.720 0.771 T16 180 - 160 22.80 2 0.690 0.847 T17 160 - 140 20.43 2 0.675 0.990 T18 140 - 120 18.05 2 0.632 1.079 T19 120 - 100 15.96 2 0.527 1.132 T20 100 - 80 14.18 2 0.493 1.176 T21 80 - 60 12.11 2 0.536 1.173 T22 60 - 40 9.75 2 0.598 1.132 T23 40 - 20 7.08 2 0.716 1.062 T24 20 - 6.5 3.77 2 0.844 0.950 T25 6.5 - 0 1.24 2 0.894 0.866 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 68 tnxTower Report - version 8.0.5.0 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 481.00 Flash Beacon Lighting 6 37.43 0.388 0.550 72846 477.00 HMD16SM-V 6 37.56 0.388 0.569 60705 466.88 Guy 2 38.06 0.382 0.635 13875 457.00 microwave radio ULTRASCAN DR II-6.5/7GHZ 2 38.68 0.361 0.704 8588 443.00 FM1/1 2 39.35 0.315 0.789 6560 427.50 FM1/1 2 39.72 0.298 0.807 18601 419.75 FM1/1 2 39.82 0.298 0.809 23769 416.25 Guy 2 39.86 0.301 0.816 36490 412.00 FM1/1 2 39.91 0.308 0.828 30850 380.00 750 10074 10 40.37 0.319 0.895 16166 373.00 Side Arm Mount [SO 602-3] 10 40.44 0.302 0.929 22020 366.88 Guy 10 40.50 0.286 0.971 35803 346.00 andrew PL6-65-PXA 10 40.53 0.292 1.136 5539 316.00 PG1DOF-0093-011 10 39.10 0.349 1.136 11028 314.00 PL8-65D 10 38.95 0.358 1.130 11176 306.88 Guy 10 38.40 0.386 1.108 11736 267.00 PL8-65-PXA 10 34.07 0.651 0.960 13224 254.00 (2) CMA-BDHH/6520/E0-8 w/ Mount Pipe 10 32.22 0.670 0.840 20012 246.88 Guy 10 31.20 0.665 0.778 13880 240.00 Flash Beacon Lighting 10 30.23 0.661 0.726 11229 238.00 CA5-150EB/CP 10 29.95 0.661 0.714 12674 186.88 Guy 2 23.64 0.702 0.812 24792 180.00 PTP58600 w/ Mount Pipe 2 22.80 0.690 0.847 22270 130.00 (2) CMA-B/3324 2 16.95 0.580 1.106 9406 126.88 Guy 2 16.63 0.562 1.114 8950 118.00 HDCA-10 2 15.77 0.518 1.137 9284 66.88 Guy 2 10.59 0.573 1.149 20209 Bolt Design Data 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 480 Leg A325N 1.000 4 6.77 54.52 0.124 1.05 Bolt Tension Torque Arm Top@466.875 A325N 0.625 5 2.19 13.81 0.159 1.05 Bolt Shear T2 460 Leg A325N 1.000 4 6.36 54.52 0.117 1.05 Bolt Tension T3 440 Leg A325N 1.000 4 4.96 54.52 0.091 1.05 Bolt Tension T4 420 Leg A325N 1.000 4 9.07 54.52 0.166 1.05 Bolt Tension Torque Arm Top@416.25 A325N 0.625 5 2.26 13.81 0.164 1.05 Bolt Shear T5 400 Leg A325N 1.000 4 8.78 54.52 0.161 1.05 Bolt Tension T6 380 Leg A325N 1.000 4 13.34 54.52 0.245 1.05 Bolt Tension Torque Arm Top@366.875 A325N 0.625 5 3.10 13.81 0.225 1.05 Bolt Shear T7 360 Leg A325N 1.000 4 15.17 54.52 0.278 1.05 Bolt Tension T8 340 Leg A325N 1.375 4 15.24 103.94 0.147 1.05 Bolt Tension T9 320 Leg A325N 1.375 4 17.91 103.94 0.172 1.05 Bolt Tension Torque Arm Top@306.875 A325N 0.625 5 3.18 13.81 0.230 1.05 Bolt Shear T10 300 Leg A325N 1.375 4 17.92 103.94 0.172 1.05 Bolt Tension T11 280 Leg A325N 1.375 4 16.71 103.94 0.161 1.05 Bolt Tension T12 260 Leg A325N 1.375 4 19.14 103.94 0.184 1.05 Bolt Tension Torque Arm Top@246.875 A325N 0.625 5 4.81 13.81 0.348 1.05 Bolt Shear T13 240 Leg A325N 1.375 4 19.81 103.94 0.191 1.05 Bolt Tension T14 220 Leg A325N 1.375 4 19.22 103.94 0.185 1.05 Bolt Tension T15 200 Leg A325N 1.375 4 20.45 103.94 0.197 1.05 Bolt Tension Torque Arm A325N 0.625 5 2.36 13.81 0.171 1.05 Bolt Shear August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 69 tnxTower Report - version 8.0.5.0 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 Top@186.875 T16 180 Leg A325N 1.375 4 20.48 103.94 0.197 1.05 Bolt Tension T17 160 Leg A325N 1.375 4 23.00 103.94 0.221 1.05 Bolt Tension T18 140 Leg A325N 1.375 4 24.52 103.94 0.236 1.05 Bolt Tension T19 120 Leg A325N 1.375 4 22.43 103.94 0.216 1.05 Bolt Tension T20 100 Leg A325N 1.375 4 22.84 103.94 0.220 1.05 Bolt Tension T21 80 Leg A325N 1.375 4 23.52 103.94 0.226 1.05 Bolt Tension T22 60 Leg A325N 1.375 4 25.26 103.94 0.243 1.05 Bolt Tension T23 40 Leg A325N 1.375 4 24.38 103.94 0.235 1.05 Bolt Tension T24 20 Leg A325N 1.375 4 22.87 103.94 0.220 1.05 Bolt Tension T25 6.5 Leg A325N 1.375 4 22.89 103.94 0.220 1.05 Bolt Tension 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. T1 466.88 (A) (1162) 1 (ECP - 24000) EHS 15.68 104.50 41.55 65.83 0.952 1.509 466.88 (A) (1163) 1 (ECP - 24000) EHS 15.68 104.50 41.66 65.83 0.952 1.505 466.88 (B) (1158) 1 (ECP - 24000) EHS 15.68 104.50 42.08 65.83 0.952 1.490 466.88 (B) (1159) 1 (ECP - 24000) EHS 15.68 104.50 41.22 65.83 0.952 1.521 466.88 (C) (1154) 1 (ECP - 24000) EHS 15.68 104.50 41.82 65.83 0.952 1.499 466.88 (C) (1155) 1 (ECP - 24000) EHS 15.68 104.50 41.48 65.83 0.952 1.511 T4 416.25 (A) (1174) 7/8 (ECP - 24000) EHS 11.96 79.70 34.27 50.21 0.952 1.395 416.25 (A) (1175) 7/8 (ECP - 24000) EHS 11.96 79.70 34.45 50.21 0.952 1.388 416.25 (B) (1170) 7/8 (ECP - 24000) EHS 11.96 79.70 35.16 50.21 0.952 1.360 416.25 (B) (1171) 7/8 (ECP - 24000) EHS 11.96 79.70 33.90 50.21 0.952 1.411 416.25 (C) (1166) 7/8 (ECP - 24000) EHS 11.96 79.70 34.91 50.21 0.952 1.370 416.25 (C) (1167) 7/8 (ECP - 24000) EHS 11.96 79.70 34.87 50.21 0.952 1.372 T6 366.88 (A) (1186) 7/8 (ECP - 24000) EHS 11.96 79.70 35.80 50.21 0.952 1.336 366.88 (A) (1187) 7/8 (ECP - 24000) EHS 11.96 79.70 36.29 50.21 0.952 1.318 366.88 (B) (1182) 7/8 (ECP - 24000) EHS 11.96 79.70 37.61 50.21 0.952 1.272 366.88 (B) 7/8 (ECP - 11.96 79.70 35.76 50.21 0.952 1.337 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 70 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size Initial Tension K Breaking Load K Actual Tu K Allowable Tn K Required S.F. Actual S.F. (1183) 24000) EHS 366.88 (C) (1178) 7/8 (ECP - 24000) EHS 11.96 79.70 37.59 50.21 0.952 1.272 366.88 (C) (1179) 7/8 (ECP - 24000) EHS 11.96 79.70 37.58 50.21 0.952 1.273 T9 306.88 (A) (1198) 3/4 (ECP - 24000) EHS 8.74 58.30 29.14 36.73 0.952 1.200 306.88 (A) (1199) 3/4 (ECP - 24000) EHS 8.74 58.30 29.07 36.73 0.952 1.203 306.88 (B) (1194) 3/4 (ECP - 24000) EHS 8.74 58.30 30.65 36.73 0.952 1.141 306.88 (B) (1195) 3/4 (ECP - 24000) EHS 8.74 58.30 29.14 36.73 0.952 1.201 306.88 (C) (1190) 3/4 (ECP - 24000) EHS 8.74 58.30 30.23 36.73 0.952 1.157 306.88 (C) (1191) 3/4 (ECP - 24000) EHS 8.74 58.30 30.85 36.73 0.952 1.134 T12 246.88 (A) (1210) 7/8 (ECP - 24000) EHS 6.38 79.70 36.77 50.21 0.952 1.300 246.88 (A) (1211) 7/8 (ECP - 24000) EHS 6.38 79.70 35.90 50.21 0.952 1.332 246.88 (B) (1206) 7/8 (ECP - 24000) EHS 6.38 79.70 36.88 50.21 0.952 1.297 246.88 (B) (1207) 7/8 (ECP - 24000) EHS 6.38 79.70 35.58 50.21 0.952 1.344 246.88 (C) (1202) 7/8 (ECP - 24000) EHS 6.38 79.70 37.21 50.21 0.952 1.285 246.88 (C) (1203) 7/8 (ECP - 24000) EHS 6.38 79.70 38.21 50.21 0.952 1.251 T15 186.88 (A) (1222) 9/16 (ECP - 23000) EHS 2.80 35.00 16.44 22.05 0.952 1.278 186.88 (A) (1223) 9/16 (ECP - 23000) EHS 2.80 35.00 15.73 22.05 0.952 1.335 186.88 (B) (1218) 9/16 (ECP - 23000) EHS 2.80 35.00 15.87 22.05 0.952 1.323 186.88 (B) (1219) 9/16 (ECP - 23000) EHS 2.80 35.00 15.23 22.05 0.952 1.379 186.88 (C) (1214) 9/16 (ECP - 23000) EHS 2.80 35.00 15.46 22.05 0.952 1.358 186.88 (C) (1215) 9/16 (ECP - 23000) EHS 2.80 35.00 16.66 22.05 0.952 1.261 T18 126.88 (A) (1231) 7/8 (ECP - 24000) EHS 6.38 79.70 38.10 50.21 0.952 1.255 126.88 (B) (1230) 7/8 (ECP - 24000) EHS 6.38 79.70 37.40 50.21 0.952 1.278 126.88 (C) 7/8 (ECP - 6.38 79.70 37.63 50.21 0.952 1.271 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 71 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size Initial Tension K Breaking Load K Actual Tu K Allowable Tn K Required S.F. Actual S.F. (1226) 24000) EHS T21 66.88 (A) (1237) 5/8 (ECP - 23000) EHS 5.94 42.40 20.34 26.71 0.952 1.251 66.88 (B) (1236) 5/8 (ECP - 23000) EHS 5.94 42.40 19.99 26.71 0.952 1.273 66.88 (C) (1232) 5/8 (ECP - 23000) EHS 5.94 42.40 19.97 26.71 0.952 1.274 Compression Checks 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 480 - 460 2 1/4 20.00 3.13 66.7 K=1.00 3.976 -79.79 129.28 0.617 1 T2 460 - 440 2 1/4 20.00 3.13 66.7 K=1.00 3.976 -82.60 129.28 0.639 1 T3 440 - 420 2 1/4 20.00 3.13 66.7 K=1.00 3.976 -74.66 129.28 0.578 1 T4 420 - 400 2 1/2 20.00 3.13 60.0 K=1.00 4.909 -109.77 169.77 0.647 1 T5 400 - 380 2 3/4 20.00 3.13 54.5 K=1.00 5.940 -107.65 215.03 0.501 1 T6 380 - 360 2 3/4 20.00 3.13 54.5 K=1.00 5.940 -158.71 215.03 0.738 1 T7 360 - 340 2 3/4 20.00 3.13 54.5 K=1.00 5.940 -180.28 215.03 0.838 1 T8 340 - 320 2 3/4 20.00 3.13 54.5 K=1.00 5.940 -184.11 215.03 0.856 1 T9 320 - 300 3 1/4 20.00 3.13 46.2 K=1.00 8.296 -214.15 319.47 0.670 1 T10 300 - 280 3 20.00 3.13 50.0 K=1.00 7.069 -214.46 264.95 0.809 1 T11 280 - 260 3 1/2 20.00 3.13 42.9 K=1.00 9.621 -215.27 378.54 0.569 1 T12 260 - 240 3 1/2 20.00 3.13 42.9 K=1.00 9.621 -229.93 378.54 0.607 1 T13 240 - 220 3 1/2 20.00 3.13 42.9 K=1.00 9.621 -236.67 378.54 0.625 1 T14 220 - 200 3 1/2 20.00 3.13 42.9 K=1.00 9.621 -235.63 378.54 0.622 1 T15 200 - 180 3 1/2 20.00 3.13 42.9 K=1.00 9.621 -247.95 378.54 0.655 1 T16 180 - 160 3 1/2 20.00 3.13 42.9 K=1.00 9.621 -244.05 378.54 0.645 1 T17 160 - 140 3 1/2 20.00 3.13 42.9 K=1.00 9.621 -271.13 378.54 0.716 1 T18 140 - 120 3 1/2 20.00 3.13 42.9 K=1.00 9.621 -306.99 378.54 0.811 1 T19 120 - 100 3 1/2 20.00 3.13 42.9 K=1.00 9.621 -286.40 378.54 0.757 1 T20 100 - 80 3 1/2 20.00 3.13 42.9 K=1.00 9.621 -273.52 378.54 0.723 1 T21 80 - 60 3 1/2 20.00 3.13 42.9 K=1.00 9.621 -280.08 378.54 0.740 1 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 72 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T22 60 - 40 3 1/2 20.00 3.13 42.9 K=1.00 9.621 -301.90 378.54 0.798 1 T23 40 - 20 3 1/2 20.00 3.13 42.9 K=1.00 9.621 -302.34 378.54 0.799 1 T24 20 - 6.5 3 1/2 13.50 3.06 42.0 K=1.00 9.621 -288.32 380.56 0.758 1 T25 6.5 - 0 3 1/2 6.84 1.91 26.2 K=1.00 9.621 -288.82 411.69 0.702 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 480 - 460 1 1/2 4.82 4.57 102.4 K=0.70 1.767 -7.09 32.97 0.215 1 T2 460 - 440 1 3/8 4.82 4.57 111.7 K=0.70 1.485 -6.13 24.94 0.246 1 T3 440 - 420 1 3/8 4.82 4.57 111.7 K=0.70 1.485 -7.14 24.94 0.286 1 T4 420 - 400 1 1/2 4.82 4.54 101.8 K=0.70 1.767 -7.59 33.19 0.229 1 T5 400 - 380 1 1/2 4.82 4.52 101.2 K=0.70 1.767 -5.91 33.40 0.177 1 T6 380 - 360 1 1/2 4.82 4.52 101.2 K=0.70 1.767 -10.58 33.40 0.317 1 T7 360 - 340 1 1/2 4.82 4.52 101.2 K=0.70 1.767 -11.14 33.40 0.334 1 T8 340 - 320 1 1/2 4.82 4.52 101.2 K=0.70 1.767 -9.69 33.40 0.290 1 T9 320 - 300 1 3/4 4.82 4.46 85.7 K=0.70 2.405 -14.13 52.96 0.267 1 T10 300 - 280 1 1/2 4.82 4.49 100.6 K=0.70 1.767 -7.77 33.62 0.231 1 T11 280 - 260 1 1/2 4.82 4.43 99.3 K=0.70 1.767 -16.74 34.06 0.491 1 T12 260 - 240 1 1/2 4.82 4.43 99.3 K=0.70 1.767 -22.37 34.06 0.657 1 T13 240 - 220 1 1/2 4.82 4.43 99.3 K=0.70 1.767 -11.11 34.06 0.326 1 T14 220 - 200 1 1/2 4.82 4.43 99.3 K=0.70 1.767 -9.48 34.06 0.278 1 T15 200 - 180 1 1/2 4.82 4.43 99.3 K=0.70 1.767 -11.56 34.06 0.339 1 T16 180 - 160 1 1/2 4.82 4.43 99.3 K=0.70 1.767 -8.05 34.06 0.236 1 T17 160 - 140 1 1/2 4.82 4.43 99.3 K=0.70 1.767 -11.17 34.06 0.328 1 T18 140 - 120 1 1/2 4.82 4.43 99.3 K=0.70 1.767 -14.57 34.06 0.428 1 T19 120 - 100 1 1/2 4.82 4.43 99.3 K=0.70 1.767 -14.49 34.06 0.425 1 T20 100 - 80 1 1/2 4.82 4.43 99.3 K=0.70 1.767 -7.90 34.06 0.232 1 T21 80 - 60 1 1/2 4.82 4.43 99.3 K=0.70 1.767 -12.71 34.06 0.373 1 T22 60 - 40 1 1/2 4.82 4.43 99.3 K=0.70 1.767 -11.85 34.06 0.348 1 T23 40 - 20 1 1/2 4.82 4.43 99.3 K=0.70 1.767 -8.44 34.06 0.248 1 T24 20 - 6.5 1 1/2 4.78 4.40 98.5 K=0.70 1.767 -9.96 34.35 0.290 1 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 73 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn 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 T1 480 - 460 1 3.67 3.48 116.9 K=0.70 0.785 -4.22 12.39 0.341 1 T2 460 - 440 1 3.67 3.48 116.9 K=0.70 0.785 -2.29 12.39 0.185 1 T3 440 - 420 1 3.67 3.48 116.9 K=0.70 0.785 -1.29 12.39 0.104 1 T4 420 - 400 1 3.67 3.46 116.2 K=0.70 0.785 -6.77 12.50 0.541 1 T5 400 - 380 1 3.67 3.44 115.5 K=0.70 0.785 -1.86 12.61 0.148 1 T6 380 - 360 1 3.67 3.44 115.5 K=0.70 0.785 -9.45 12.61 0.750 1 T7 360 - 340 1 3.67 3.44 115.5 K=0.70 0.785 -3.12 12.61 0.248 1 T8 340 - 320 1 3.67 3.44 115.5 K=0.70 0.785 -3.19 12.61 0.253 1 T9 320 - 300 1 3.67 3.40 114.1 K=0.70 0.785 -9.81 12.82 0.765 1 T10 300 - 280 1 3.67 3.42 114.8 K=0.70 0.785 -3.71 12.72 0.292 1 T11 280 - 260 1 3.67 3.38 113.4 K=0.70 0.785 -3.73 12.93 0.288 1 T12 260 - 240 1 3.67 3.38 84.7 K=0.52 0.785 -17.10 17.44 0.980 1 T13 240 - 220 1 3.67 3.38 113.4 K=0.70 0.785 -4.10 12.93 0.317 1 T14 220 - 200 1 3.67 3.38 113.4 K=0.70 0.785 -4.08 12.93 0.316 1 T15 200 - 180 1 3.67 3.38 113.4 K=0.70 0.785 -7.42 12.93 0.574 1 T16 180 - 160 1 3.67 3.38 113.4 K=0.70 0.785 -4.23 12.93 0.327 1 T17 160 - 140 1 3.67 3.38 113.4 K=0.70 0.785 -4.70 12.93 0.363 1 T18 140 - 120 1 3.67 3.38 113.4 K=0.70 0.785 -5.32 12.93 0.411 1 T19 120 - 100 1 3.67 3.38 113.4 K=0.70 0.785 -4.96 12.93 0.384 1 T20 100 - 80 1 3.67 3.38 113.4 K=0.70 0.785 -4.74 12.93 0.366 1 T21 80 - 60 1 3.67 3.38 113.4 K=0.70 0.785 -4.85 12.93 0.375 1 T22 60 - 40 1 3.67 3.38 113.4 K=0.70 0.785 -5.23 12.93 0.404 1 T23 40 - 20 1 3.67 3.38 113.4 K=0.70 0.785 -5.24 12.93 0.405 1 T24 20 - 6.5 1 3.67 3.38 113.4 K=0.70 0.785 -4.99 12.93 0.386 1 1 P u / Pn controls Secondary Horizontal Design Data (Compression) August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 74 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 480 - 460 1 1.83 1.74 81.3 K=0.97 0.785 -0.00 17.97 0.000 1 T2 460 - 440 1 1.83 1.74 81.3 K=0.97 0.785 -0.00 17.97 0.000 1 T3 440 - 420 1 1.83 1.74 81.3 K=0.97 0.785 -0.00 17.97 0.000 1 T4 420 - 400 1 1.83 1.73 81.1 K=0.98 0.785 -0.00 17.99 0.000 1 T5 400 - 380 1 1.83 1.72 81.0 K=0.98 0.785 -0.00 18.02 0.000 1 T6 380 - 360 1 1.83 1.72 81.0 K=0.98 0.785 -0.00 18.02 0.000 1 T7 360 - 340 1 1.83 1.72 81.0 K=0.98 0.785 -0.00 18.02 0.000 1 T8 340 - 320 1 1.83 1.72 81.0 K=0.98 0.785 -0.00 18.02 0.000 1 T9 320 - 300 1 1.83 1.70 80.6 K=0.99 0.785 -0.00 18.08 0.000 1 T10 300 - 280 1 1.83 1.71 80.8 K=0.98 0.785 -0.00 18.05 0.000 1 T11 280 - 260 1 1.83 1.69 80.4 K=0.99 0.785 -0.00 18.11 0.000 1 T12 260 - 240 1 1.83 1.69 56.7 K=0.70 0.785 -0.00 21.48 0.000 1 T13 240 - 220 1 1.83 1.69 80.4 K=0.99 0.785 -0.00 18.11 0.000 1 T14 220 - 200 1 1.83 1.69 80.4 K=0.99 0.785 -0.00 18.11 0.000 1 T15 200 - 180 1 1.83 1.69 80.4 K=0.99 0.785 -0.00 18.11 0.000 1 T16 180 - 160 1 1.83 1.69 80.4 K=0.99 0.785 -0.00 18.11 0.000 1 T17 160 - 140 1 1.83 1.69 80.4 K=0.99 0.785 -0.00 18.11 0.000 1 T18 140 - 120 1 1.83 1.69 80.4 K=0.99 0.785 -0.00 18.11 0.000 1 T19 120 - 100 1 1.83 1.69 80.4 K=0.99 0.785 -0.00 18.11 0.000 1 T20 100 - 80 1 1.83 1.69 80.4 K=0.99 0.785 -0.00 18.11 0.000 1 T21 80 - 60 1 1.83 1.69 80.4 K=0.99 0.785 -0.00 18.11 0.000 1 T22 60 - 40 1 1.83 1.69 80.4 K=0.99 0.785 -0.00 18.11 0.000 1 T23 40 - 20 1 1.83 1.69 80.4 K=0.99 0.785 -0.00 18.11 0.000 1 T24 20 - 6.5 1 1.83 1.69 80.4 K=0.99 0.785 -0.00 18.11 0.000 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 480 - 460 1 3.67 3.48 116.9 K=0.70 0.785 -0.52 12.39 0.042 1 T2 460 - 440 1 3.67 3.48 116.9 K=0.70 0.785 -2.06 12.39 0.166 1 T3 440 - 420 1 3.67 3.48 116.9 K=0.70 0.785 -1.04 12.39 0.084 1 T4 420 - 400 1 3.67 3.46 116.2 0.785 -1.17 12.50 0.094 1 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 75 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn K=0.70 T5 400 - 380 1 3.67 3.44 115.5 K=0.70 0.785 -0.47 12.61 0.038 1 T6 380 - 360 1 3.67 3.44 115.5 K=0.70 0.785 -1.74 12.61 0.138 1 T7 360 - 340 1 3.67 3.44 115.5 K=0.70 0.785 -2.37 12.61 0.188 1 T8 340 - 320 1 3.67 3.44 115.5 K=0.70 0.785 -1.23 12.61 0.098 1 T9 320 - 300 1 3.67 3.40 114.1 K=0.70 0.785 -2.63 12.82 0.205 1 T10 300 - 280 1 3.67 3.42 114.8 K=0.70 0.785 -1.59 12.72 0.125 1 T11 280 - 260 1 3.67 3.38 113.4 K=0.70 0.785 -0.91 12.93 0.071 1 T12 260 - 240 1 3.67 3.38 113.4 K=0.70 0.785 -3.48 12.93 0.269 1 T13 240 - 220 1 3.67 3.38 113.4 K=0.70 0.785 -1.86 12.93 0.144 1 T15 200 - 180 1 3.67 3.38 113.4 K=0.70 0.785 -1.38 12.93 0.107 1 T16 180 - 160 1 3.67 3.38 113.4 K=0.70 0.785 -0.98 12.93 0.076 1 T17 160 - 140 1 3.67 3.38 113.4 K=0.70 0.785 -0.47 12.93 0.036 1 T18 140 - 120 1 3.67 3.38 113.4 K=0.70 0.785 -1.82 12.93 0.141 1 T19 120 - 100 1 3.67 3.38 113.4 K=0.70 0.785 -2.48 12.93 0.192 1 T20 100 - 80 1 3.67 3.38 113.4 K=0.70 0.785 -0.31 12.93 0.024 1 T21 80 - 60 1 3.67 3.38 113.4 K=0.70 0.785 -0.02 12.93 0.001 1 T22 60 - 40 1 3.67 3.38 113.4 K=0.70 0.785 -1.32 12.93 0.102 1 T24 20 - 6.5 1 3.67 3.38 113.4 K=0.70 0.785 -1.14 12.93 0.088 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 T1 480 - 460 1 3.67 3.48 116.9 K=0.70 0.785 -1.76 12.39 0.142 1 T2 460 - 440 1 3.67 3.48 116.9 K=0.70 0.785 -1.28 12.39 0.104 1 T3 440 - 420 1 3.67 3.48 116.9 K=0.70 0.785 -3.50 12.39 0.283 1 T4 420 - 400 1 3.67 3.46 116.2 K=0.70 0.785 -0.69 12.50 0.055 1 T5 400 - 380 1 3.67 3.44 115.5 K=0.70 0.785 -1.70 12.61 0.134 1 T6 380 - 360 1 3.67 3.44 115.5 K=0.70 0.785 -3.15 12.61 0.250 1 T7 360 - 340 1 3.67 3.44 115.5 K=0.70 0.785 -1.00 12.61 0.079 1 T8 340 - 320 1 3.67 3.44 115.5 K=0.70 0.785 -2.02 12.61 0.160 1 T9 320 - 300 1 3.67 3.40 114.1 K=0.70 0.785 -1.59 12.82 0.124 1 T10 300 - 280 1 3.67 3.42 114.8 0.785 -0.22 12.72 0.017 1 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 76 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn K=0.70 T11 280 - 260 1 3.67 3.38 113.4 K=0.70 0.785 -2.82 12.93 0.218 1 T12 260 - 240 1 3.67 3.38 113.4 K=0.70 0.785 -2.28 12.93 0.176 1 T13 240 - 220 1 3.67 3.38 113.4 K=0.70 0.785 -0.22 12.93 0.017 1 T14 220 - 200 1 3.67 3.38 113.4 K=0.70 0.785 -0.94 12.93 0.073 1 T15 200 - 180 1 3.67 3.38 113.4 K=0.70 0.785 -1.40 12.93 0.108 1 T16 180 - 160 1 3.67 3.38 113.4 K=0.70 0.785 -0.30 12.93 0.023 1 T17 160 - 140 1 3.67 3.38 113.4 K=0.70 0.785 -1.30 12.93 0.101 1 T18 140 - 120 1 3.67 3.38 113.4 K=0.70 0.785 -3.40 12.93 0.263 1 T19 120 - 100 1 3.67 3.38 113.4 K=0.70 0.785 -0.93 12.93 0.072 1 T21 80 - 60 1 3.67 3.38 113.4 K=0.70 0.785 -1.87 12.93 0.145 1 T23 40 - 20 1 3.67 3.38 113.4 K=0.70 0.785 -0.98 12.93 0.076 1 T25 6.5 - 0 12'' x 3/8'' 0.24 0.00 0.0 K=1.00 4.500 -14.15 145.80 0.097 1 1 P u / Pn controls Mid Girt Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T25 6.5 - 0 9'' x 3/8'' 2.29 2.00 221.3 K=1.00 3.375 -1.15 15.57 0.074 1 KL/R > 200 (C) - 1151 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 T1 480 - 460 (1156) C15x33.9+(2)4x4x1/2 4.00 3.91 19.7 K=1.00 17.500 -0.22 555.49 0.000 T1 480 - 460 (1157) C15x33.9+(2)4x4x1/2 4.00 3.91 19.7 K=1.00 17.500 -0.45 555.49 0.001 T1 480 - 460 (1160) C15x33.9+(2)4x4x1/2 4.00 3.91 19.7 K=1.00 17.500 -0.47 555.49 0.001 T1 480 - 460 (1161) C15x33.9+(2)4x4x1/2 4.00 3.91 19.7 K=1.00 17.500 -0.47 555.49 0.001 T1 480 - 460 (1164) C15x33.9+(2)4x4x1/2 4.00 3.91 19.7 K=1.00 17.500 -0.19 555.49 0.000 T1 480 - 460 (1165) C15x33.9+(2)4x4x1/2 4.00 3.91 19.7 K=1.00 17.500 -0.21 555.49 0.000 T4 420 - 400 (1168) C15x33.9+(2)4x4x1/2 4.00 3.90 19.7 K=1.00 17.500 -1.46 555.55 0.003 T4 420 - 400 (1169) C15x33.9+(2)4x4x1/2 4.00 3.90 19.7 K=1.00 17.500 -1.60 555.55 0.003 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 77 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T4 420 - 400 (1172) C15x33.9+(2)4x4x1/2 4.00 3.90 19.7 K=1.00 17.500 -1.98 555.55 0.004 T4 420 - 400 (1173) C15x33.9+(2)4x4x1/2 4.00 3.90 19.7 K=1.00 17.500 -1.57 555.55 0.003 T4 420 - 400 (1176) C15x33.9+(2)4x4x1/2 4.00 3.90 19.7 K=1.00 17.500 -0.90 555.55 0.002 T4 420 - 400 (1177) C15x33.9+(2)4x4x1/2 4.00 3.90 19.7 K=1.00 17.500 -1.31 555.55 0.002 T6 380 - 360 (1180) C15x33.9+(2)4x4x1/2 4.00 3.89 19.6 K=1.00 17.500 -4.16 555.61 0.007 T6 380 - 360 (1181) C15x33.9+(2)4x4x1/2 4.00 3.89 19.6 K=1.00 17.500 -3.27 555.61 0.006 T6 380 - 360 (1184) C15x33.9+(2)4x4x1/2 4.00 3.89 19.6 K=1.00 17.500 -3.67 555.61 0.007 T6 380 - 360 (1185) C15x33.9+(2)4x4x1/2 4.00 3.89 19.6 K=1.00 17.500 -4.62 555.61 0.008 T6 380 - 360 (1188) C15x33.9+(2)4x4x1/2 4.00 3.89 19.6 K=1.00 17.500 -2.43 555.61 0.004 T6 380 - 360 (1189) C15x33.9+(2)4x4x1/2 4.00 3.89 19.6 K=1.00 17.500 -3.27 555.61 0.006 T9 320 - 300 (1192) C15x33.9+(2)4x4x1/2 4.00 3.87 19.5 K=1.00 17.500 -5.01 555.73 0.009 T9 320 - 300 (1193) C15x33.9+(2)4x4x1/2 4.00 3.87 19.5 K=1.00 17.500 -6.09 555.73 0.011 T9 320 - 300 (1196) C15x33.9+(2)4x4x1/2 4.00 3.87 19.5 K=1.00 17.500 -4.77 555.73 0.009 T9 320 - 300 (1197) C15x33.9+(2)4x4x1/2 4.00 3.87 19.5 K=1.00 17.500 -6.82 555.73 0.012 T9 320 - 300 (1200) C15x33.9+(2)4x4x1/2 4.00 3.87 19.5 K=1.00 17.500 -3.06 555.73 0.006 T9 320 - 300 (1201) C15x33.9+(2)4x4x1/2 4.00 3.87 19.5 K=1.00 17.500 -3.95 555.73 0.007 T12 260 - 240 (1204) C15x33.9+(2)4x4x1/2 4.00 3.86 19.5 K=1.00 17.500 -11.29 555.79 0.020 T12 260 - 240 (1205) C15x33.9+(2)4x4x1/2 4.00 3.86 19.5 K=1.00 17.500 -10.88 555.79 0.020 T12 260 - 240 (1208) C15x33.9+(2)4x4x1/2 4.00 3.86 19.5 K=1.00 17.500 -11.46 555.79 0.021 T12 260 - 240 (1209) C15x33.9+(2)4x4x1/2 4.00 3.86 19.5 K=1.00 17.500 -11.47 555.79 0.021 T12 260 - 240 (1212) C15x33.9+(2)4x4x1/2 4.00 3.86 19.5 K=1.00 17.500 -0.07 555.79 0.000 T12 260 - 240 (1213) C15x33.9+(2)4x4x1/2 4.00 3.86 19.5 K=1.00 17.500 -0.03 555.79 0.000 T15 200 - 180 (1216) C15x33.9 4.00 3.86 51.2 K=1.00 9.960 -5.51 281.07 0.020 T15 200 - 180 (1217) C15x33.9 4.00 3.86 51.2 K=1.00 9.960 -5.45 281.07 0.019 T15 200 - 180 (1220) C15x33.9 4.00 3.86 51.2 K=1.00 9.960 -0.75 281.07 0.003 T15 200 - 180 (1221) C15x33.9 4.00 3.86 51.2 K=1.00 9.960 -5.54 281.07 0.020 T15 200 - 180 (1224) C15x33.9 4.00 3.86 51.2 K=1.00 9.960 -5.47 281.07 0.019 T15 200 - 180 (1225) C15x33.9 4.00 3.86 51.2 K=1.00 9.960 -0.57 281.07 0.002 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 T1 480 - 460 (1156) C15x33.9+(2)4x4x1/2 -155.08 340.61 0.455 -0.00 183.47 0.000 T1 480 - 460 C15x33.9+(2)4x4x1/2 -155.71 340.61 0.457 0.00 183.47 0.000 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 78 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny (1157) T1 480 - 460 (1160) C15x33.9+(2)4x4x1/2 -155.79 340.61 0.457 0.00 183.47 0.000 T1 480 - 460 (1161) C15x33.9+(2)4x4x1/2 -155.52 340.61 0.457 0.00 183.47 0.000 T1 480 - 460 (1164) C15x33.9+(2)4x4x1/2 -155.58 340.61 0.457 -0.00 183.47 0.000 T1 480 - 460 (1165) C15x33.9+(2)4x4x1/2 -155.22 340.61 0.456 0.00 183.47 0.000 T4 420 - 400 (1168) C15x33.9+(2)4x4x1/2 -127.76 340.61 0.375 0.00 183.47 0.000 T4 420 - 400 (1169) C15x33.9+(2)4x4x1/2 -129.74 340.61 0.381 -0.00 183.47 0.000 T4 420 - 400 (1172) C15x33.9+(2)4x4x1/2 -128.72 340.61 0.378 0.00 183.47 0.000 T4 420 - 400 (1173) C15x33.9+(2)4x4x1/2 -129.29 340.61 0.380 0.00 183.47 0.000 T4 420 - 400 (1176) C15x33.9+(2)4x4x1/2 -127.98 340.61 0.376 -0.00 183.47 0.000 T4 420 - 400 (1177) C15x33.9+(2)4x4x1/2 -128.20 340.61 0.376 0.00 183.47 0.000 T6 380 - 360 (1180) C15x33.9+(2)4x4x1/2 -135.27 340.61 0.397 -0.00 183.47 0.000 T6 380 - 360 (1181) C15x33.9+(2)4x4x1/2 -130.31 340.61 0.383 0.00 183.47 0.000 T6 380 - 360 (1184) C15x33.9+(2)4x4x1/2 -135.65 340.61 0.398 0.00 183.47 0.000 T6 380 - 360 (1185) C15x33.9+(2)4x4x1/2 -132.51 340.61 0.389 0.00 183.47 0.000 T6 380 - 360 (1188) C15x33.9+(2)4x4x1/2 -132.50 340.61 0.389 -0.00 183.47 0.000 T6 380 - 360 (1189) C15x33.9+(2)4x4x1/2 -129.68 340.61 0.381 0.00 183.47 0.000 T9 320 - 300 (1192) C15x33.9+(2)4x4x1/2 -105.64 340.61 0.310 0.00 183.47 0.000 T9 320 - 300 (1193) C15x33.9+(2)4x4x1/2 -99.73 340.61 0.293 -0.00 183.47 0.000 T9 320 - 300 (1196) C15x33.9+(2)4x4x1/2 -105.68 340.61 0.310 0.00 183.47 0.000 T9 320 - 300 (1197) C15x33.9+(2)4x4x1/2 -103.66 340.61 0.304 -0.00 183.47 0.000 T9 320 - 300 (1200) C15x33.9+(2)4x4x1/2 -103.11 340.61 0.303 -0.00 183.47 0.000 T9 320 - 300 (1201) C15x33.9+(2)4x4x1/2 -97.53 340.61 0.286 0.00 183.47 0.000 T12 260 - 240 (1204) C15x33.9+(2)4x4x1/2 -119.06 340.61 0.350 0.00 183.47 0.000 T12 260 - 240 (1205) C15x33.9+(2)4x4x1/2 -115.85 340.61 0.340 -0.00 183.47 0.000 T12 260 - 240 (1208) C15x33.9+(2)4x4x1/2 -119.63 340.61 0.351 -0.00 183.47 0.000 T12 260 - 240 (1209) C15x33.9+(2)4x4x1/2 -117.66 340.61 0.345 -0.00 183.47 0.000 T12 260 - 240 (1212) C15x33.9+(2)4x4x1/2 -120.61 340.61 0.354 0.00 183.47 0.000 T12 260 - 240 (1213) C15x33.9+(2)4x4x1/2 -117.50 340.61 0.345 0.00 183.47 0.000 T15 200 - 180 (1216) C15x33.9 -43.90 135.60 0.324 0.00 12.60 0.000 T15 200 - 180 (1217) C15x33.9 -43.78 135.60 0.323 -0.00 12.60 0.000 T15 200 - 180 (1220) C15x33.9 -45.99 135.60 0.339 -0.00 12.60 0.000 T15 200 - 180 (1221) C15x33.9 -43.25 135.60 0.319 -0.00 12.60 0.000 T15 200 - 180 (1224) C15x33.9 -43.41 135.60 0.320 -0.00 12.60 0.000 T15 200 - 180 (1225) C15x33.9 -45.22 135.60 0.334 0.00 12.60 0.000 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 79 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny 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 T1 480 - 460 (1156) C15x33.9+(2)4x4x1/2 0.000 0.455 0.000 0.456 1.050 4.8.1 T1 480 - 460 (1157) C15x33.9+(2)4x4x1/2 0.001 0.457 0.000 0.458 1.050 4.8.1 T1 480 - 460 (1160) C15x33.9+(2)4x4x1/2 0.001 0.457 0.000 0.458 1.050 4.8.1 T1 480 - 460 (1161) C15x33.9+(2)4x4x1/2 0.001 0.457 0.000 0.457 1.050 4.8.1 T1 480 - 460 (1164) C15x33.9+(2)4x4x1/2 0.000 0.457 0.000 0.457 1.050 4.8.1 T1 480 - 460 (1165) C15x33.9+(2)4x4x1/2 0.000 0.456 0.000 0.456 1.050 4.8.1 T4 420 - 400 (1168) C15x33.9+(2)4x4x1/2 0.003 0.375 0.000 0.376 1.050 4.8.1 T4 420 - 400 (1169) C15x33.9+(2)4x4x1/2 0.003 0.381 0.000 0.382 1.050 4.8.1 T4 420 - 400 (1172) C15x33.9+(2)4x4x1/2 0.004 0.378 0.000 0.380 1.050 4.8.1 T4 420 - 400 (1173) C15x33.9+(2)4x4x1/2 0.003 0.380 0.000 0.381 1.050 4.8.1 T4 420 - 400 (1176) C15x33.9+(2)4x4x1/2 0.002 0.376 0.000 0.377 1.050 4.8.1 T4 420 - 400 (1177) C15x33.9+(2)4x4x1/2 0.002 0.376 0.000 0.378 1.050 4.8.1 T6 380 - 360 (1180) C15x33.9+(2)4x4x1/2 0.007 0.397 0.000 0.401 1.050 4.8.1 T6 380 - 360 (1181) C15x33.9+(2)4x4x1/2 0.006 0.383 0.000 0.386 1.050 4.8.1 T6 380 - 360 (1184) C15x33.9+(2)4x4x1/2 0.007 0.398 0.000 0.402 1.050 4.8.1 T6 380 - 360 (1185) C15x33.9+(2)4x4x1/2 0.008 0.389 0.000 0.393 1.050 4.8.1 T6 380 - 360 (1188) C15x33.9+(2)4x4x1/2 0.004 0.389 0.000 0.391 1.050 4.8.1 T6 380 - 360 (1189) C15x33.9+(2)4x4x1/2 0.006 0.381 0.000 0.384 1.050 4.8.1 T9 320 - 300 (1192) C15x33.9+(2)4x4x1/2 0.009 0.310 0.000 0.315 1.050 4.8.1 T9 320 - 300 (1193) C15x33.9+(2)4x4x1/2 0.011 0.293 0.000 0.298 1.050 4.8.1 T9 320 - 300 (1196) C15x33.9+(2)4x4x1/2 0.009 0.310 0.000 0.315 1.050 4.8.1 T9 320 - 300 (1197) C15x33.9+(2)4x4x1/2 0.012 0.304 0.000 0.310 1.050 4.8.1 T9 320 - 300 (1200) C15x33.9+(2)4x4x1/2 0.006 0.303 0.000 0.305 1.050 4.8.1 T9 320 - 300 (1201) C15x33.9+(2)4x4x1/2 0.007 0.286 0.000 0.290 1.050 4.8.1 T12 260 - 240 (1204) C15x33.9+(2)4x4x1/2 0.020 0.350 0.000 0.360 1.050 4.8.1 T12 260 - 240 (1205) C15x33.9+(2)4x4x1/2 0.020 0.340 0.000 0.350 1.050 4.8.1 T12 260 - 240 (1208) C15x33.9+(2)4x4x1/2 0.021 0.351 0.000 0.362 1.050 4.8.1 T12 260 - 240 (1209) C15x33.9+(2)4x4x1/2 0.021 0.345 0.000 0.356 1.050 4.8.1 T12 260 - 240 (1212) C15x33.9+(2)4x4x1/2 0.000 0.354 0.000 0.354 1.050 4.8.1 T12 260 - 240 C15x33.9+(2)4x4x1/2 0.000 0.345 0.000 0.345 1.050 4.8.1 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 80 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size Ratio Pu Pn Ratio Mux Mnx Ratio Muy Mny Comb. Stress Ratio Allow. Stress Ratio Criteria (1213) T15 200 - 180 (1216) C15x33.9 0.020 0.324 0.000 0.334 1.050 4.8.1 T15 200 - 180 (1217) C15x33.9 0.019 0.323 0.000 0.333 1.050 4.8.1 T15 200 - 180 (1220) C15x33.9 0.003 0.339 0.000 0.340 1.050 4.8.1 T15 200 - 180 (1221) C15x33.9 0.020 0.319 0.000 0.329 1.050 4.8.1 T15 200 - 180 (1224) C15x33.9 0.019 0.320 0.000 0.330 1.050 4.8.1 T15 200 - 180 (1225) C15x33.9 0.002 0.334 0.000 0.335 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 480 - 460 2 1/4 20.00 3.13 66.7 3.976 7.88 178.92 0.044 1 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 480 - 460 1 1/2 4.82 4.57 146.3 1.767 6.60 57.26 0.115 1 T2 460 - 440 1 3/8 4.82 4.57 159.6 1.485 4.79 48.11 0.100 1 T3 440 - 420 1 3/8 4.82 4.57 159.6 1.485 7.21 48.11 0.150 1 T4 420 - 400 1 1/2 4.82 4.54 145.4 1.767 5.98 57.26 0.104 1 T5 400 - 380 1 1/2 4.82 4.52 144.5 1.767 4.67 57.26 0.082 1 T6 380 - 360 1 1/2 4.82 4.52 144.5 1.767 9.09 57.26 0.159 1 T7 360 - 340 1 1/2 4.82 4.52 144.5 1.767 6.56 57.26 0.115 1 T8 340 - 320 1 1/2 4.82 4.52 144.5 1.767 5.60 57.26 0.098 1 T9 320 - 300 1 3/4 4.82 4.46 122.4 2.405 11.22 77.93 0.144 1 T10 300 - 280 1 1/2 4.82 4.49 143.7 1.767 4.45 57.26 0.078 1 T11 280 - 260 1 1/2 4.82 4.43 141.9 1.767 10.22 57.26 0.179 1 T12 260 - 240 1 1/2 4.82 4.43 141.9 1.767 19.22 57.26 0.336 1 T13 240 - 220 1 1/2 4.82 4.43 141.9 1.767 6.30 57.26 0.110 1 T14 220 - 200 1 1/2 4.82 4.43 141.9 1.767 5.18 57.26 0.090 1 T15 200 - 180 1 1/2 4.82 4.43 141.9 1.767 5.34 57.26 0.093 1 T16 180 - 160 1 1/2 4.82 4.43 141.9 1.767 3.22 57.26 0.056 1 T17 160 - 140 1 1/2 4.82 4.43 141.9 1.767 5.91 57.26 0.103 1 T18 140 - 120 1 1/2 4.82 4.43 141.9 1.767 9.74 57.26 0.170 1 T19 120 - 100 1 1/2 4.82 4.43 141.9 1.767 7.82 57.26 0.137 1 T20 100 - 80 1 1/2 4.82 4.43 141.9 1.767 1.36 57.26 0.024 1 T21 80 - 60 1 1/2 4.82 4.43 141.9 1.767 7.01 57.26 0.122 1 T22 60 - 40 1 1/2 4.82 4.43 141.9 1.767 5.96 57.26 0.104 1 T23 40 - 20 1 1/2 4.82 4.43 141.9 1.767 3.02 57.26 0.053 1 T24 20 - 6.5 1 1/2 4.78 4.40 140.7 1.767 7.67 57.26 0.134 1 1 P u / Pn controls August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 81 tnxTower Report - version 8.0.5.0 Horizontal Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 480 - 460 1 3.67 3.48 167.0 0.785 5.23 25.45 0.206 1 T2 460 - 440 1 3.67 3.48 167.0 0.785 2.97 25.45 0.117 1 T3 440 - 420 1 3.67 3.48 167.0 0.785 1.44 25.45 0.057 1 T4 420 - 400 1 3.67 3.46 166.0 0.785 7.93 25.45 0.312 1 T5 400 - 380 1 3.67 3.44 165.0 0.785 1.86 25.45 0.073 1 T6 380 - 360 1 3.67 3.44 165.0 0.785 12.12 25.45 0.476 1 T7 360 - 340 1 3.67 3.44 165.0 0.785 3.12 25.45 0.123 1 T8 340 - 320 1 3.67 3.44 165.0 0.785 3.19 25.45 0.125 1 T9 320 - 300 1 3.67 3.40 163.0 0.785 13.61 25.45 0.535 1 T10 300 - 280 1 3.67 3.42 164.0 0.785 3.71 25.45 0.146 1 T11 280 - 260 1 3.67 3.38 162.0 0.785 4.53 25.45 0.178 1 T12 260 - 240 1 3.67 3.38 162.0 0.785 21.25 25.45 0.835 1 T13 240 - 220 1 3.67 3.38 162.0 0.785 4.10 25.45 0.161 1 T14 220 - 200 1 3.67 3.38 162.0 0.785 4.08 25.45 0.160 1 T15 200 - 180 1 3.67 3.38 162.0 0.785 12.47 25.45 0.490 1 T16 180 - 160 1 3.67 3.38 162.0 0.785 4.23 25.45 0.166 1 T17 160 - 140 1 3.67 3.38 162.0 0.785 4.70 25.45 0.185 1 T18 140 - 120 1 3.67 3.38 162.0 0.785 8.10 25.45 0.318 1 T19 120 - 100 1 3.67 3.38 162.0 0.785 4.96 25.45 0.195 1 T20 100 - 80 1 3.67 3.38 162.0 0.785 4.74 25.45 0.186 1 T21 80 - 60 1 3.67 3.38 162.0 0.785 5.55 25.45 0.218 1 T22 60 - 40 1 3.67 3.38 162.0 0.785 5.23 25.45 0.205 1 T23 40 - 20 1 3.67 3.38 162.0 0.785 5.24 25.45 0.206 1 T24 20 - 6.5 1 3.67 3.38 162.0 0.785 4.99 25.45 0.196 1 1 P u / Pn controls Secondary Horizontal Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 480 - 460 1 1.83 1.74 83.5 0.785 0.00 25.45 0.000 1 T2 460 - 440 1 1.83 1.74 83.5 0.785 0.00 25.45 0.000 1 T3 440 - 420 1 1.83 1.74 83.5 0.785 0.00 25.45 0.000 1 T4 420 - 400 1 1.83 1.73 83.0 0.785 0.00 25.45 0.000 1 T5 400 - 380 1 1.83 1.72 82.5 0.785 0.00 25.45 0.000 1 T6 380 - 360 1 1.83 1.72 82.5 0.785 0.00 25.45 0.000 1 T7 360 - 340 1 1.83 1.72 82.5 0.785 0.00 25.45 0.000 1 T8 340 - 320 1 1.83 1.72 82.5 0.785 0.00 25.45 0.000 1 T9 320 - 300 1 1.83 1.70 81.5 0.785 0.00 25.45 0.000 1 T10 300 - 280 1 1.83 1.71 82.0 0.785 0.00 25.45 0.000 1 T11 280 - 260 1 1.83 1.69 81.0 0.785 0.00 25.45 0.000 1 T12 260 - 240 1 1.83 1.69 81.0 0.785 0.00 25.45 0.000 1 T13 240 - 220 1 1.83 1.69 81.0 0.785 0.00 25.45 0.000 1 T14 220 - 200 1 1.83 1.69 81.0 0.785 0.00 25.45 0.000 1 T15 200 - 180 1 1.83 1.69 81.0 0.785 0.00 25.45 0.000 1 T16 180 - 160 1 1.83 1.69 81.0 0.785 0.00 25.45 0.000 1 T17 160 - 140 1 1.83 1.69 81.0 0.785 0.00 25.45 0.000 1 T18 140 - 120 1 1.83 1.69 81.0 0.785 0.00 25.45 0.000 1 T19 120 - 100 1 1.83 1.69 81.0 0.785 0.00 25.45 0.000 1 T20 100 - 80 1 1.83 1.69 81.0 0.785 0.00 25.45 0.000 1 T21 80 - 60 1 1.83 1.69 81.0 0.785 0.00 25.45 0.000 1 T22 60 - 40 1 1.83 1.69 81.0 0.785 0.00 25.45 0.000 1 T23 40 - 20 1 1.83 1.69 81.0 0.785 0.00 25.45 0.000 1 T24 20 - 6.5 1 1.83 1.69 81.0 0.785 0.00 25.45 0.000 1 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 82 tnxTower Report - version 8.0.5.0 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 480 - 460 1 3.67 3.48 167.0 0.785 0.49 25.45 0.019 1 T2 460 - 440 1 3.67 3.48 167.0 0.785 1.82 25.45 0.071 1 T3 440 - 420 1 3.67 3.48 167.0 0.785 1.73 25.45 0.068 1 T4 420 - 400 1 3.67 3.46 166.0 0.785 4.95 25.45 0.195 1 T5 400 - 380 1 3.67 3.44 165.0 0.785 1.53 25.45 0.060 1 T6 380 - 360 1 3.67 3.44 165.0 0.785 2.64 25.45 0.104 1 T7 360 - 340 1 3.67 3.44 165.0 0.785 3.83 25.45 0.150 1 T8 340 - 320 1 3.67 3.44 165.0 0.785 2.00 25.45 0.079 1 T9 320 - 300 1 3.67 3.40 163.0 0.785 3.59 25.45 0.141 1 T10 300 - 280 1 3.67 3.42 164.0 0.785 2.48 25.45 0.097 1 T11 280 - 260 1 3.67 3.38 162.0 0.785 1.75 25.45 0.069 1 T12 260 - 240 1 3.67 3.38 162.0 0.785 4.32 25.45 0.170 1 T13 240 - 220 1 3.67 3.38 162.0 0.785 3.36 25.45 0.132 1 T14 220 - 200 1 3.67 3.38 162.0 0.785 2.10 25.45 0.082 1 T15 200 - 180 1 3.67 3.38 162.0 0.785 3.12 25.45 0.123 1 T16 180 - 160 1 3.67 3.38 162.0 0.785 2.91 25.45 0.114 1 T17 160 - 140 1 3.67 3.38 162.0 0.785 2.58 25.45 0.101 1 T18 140 - 120 1 3.67 3.38 162.0 0.785 3.54 25.45 0.139 1 T19 120 - 100 1 3.67 3.38 162.0 0.785 5.04 25.45 0.198 1 T20 100 - 80 1 3.67 3.38 162.0 0.785 2.70 25.45 0.106 1 T21 80 - 60 1 3.67 3.38 162.0 0.785 2.04 25.45 0.080 1 T22 60 - 40 1 3.67 3.38 162.0 0.785 3.55 25.45 0.140 1 T23 40 - 20 1 3.67 3.38 162.0 0.785 1.89 25.45 0.074 1 T24 20 - 6.5 1 3.67 3.38 162.0 0.785 3.70 25.45 0.145 1 T25 6.5 - 0 12''x3/8'' 3.31 3.02 335.0 4.500 35.10 145.80 0.241 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 T1 480 - 460 1 3.67 3.48 167.0 0.785 3.17 25.45 0.125 1 T2 460 - 440 1 3.67 3.48 167.0 0.785 1.09 25.45 0.043 1 T3 440 - 420 1 3.67 3.48 167.0 0.785 2.30 25.45 0.090 1 T4 420 - 400 1 3.67 3.46 166.0 0.785 0.82 25.45 0.032 1 T5 400 - 380 1 3.67 3.44 165.0 0.785 2.04 25.45 0.080 1 T6 380 - 360 1 3.67 3.44 165.0 0.785 3.88 25.45 0.152 1 T7 360 - 340 1 3.67 3.44 165.0 0.785 1.88 25.45 0.074 1 T8 340 - 320 1 3.67 3.44 165.0 0.785 3.04 25.45 0.119 1 T9 320 - 300 1 3.67 3.40 163.0 0.785 3.51 25.45 0.138 1 T10 300 - 280 1 3.67 3.42 164.0 0.785 1.83 25.45 0.072 1 T11 280 - 260 1 3.67 3.38 162.0 0.785 5.06 25.45 0.199 1 T12 260 - 240 1 3.67 3.38 162.0 0.785 4.96 25.45 0.195 1 T13 240 - 220 1 3.67 3.38 162.0 0.785 2.08 25.45 0.082 1 T14 220 - 200 1 3.67 3.38 162.0 0.785 3.03 25.45 0.119 1 T15 200 - 180 1 3.67 3.38 162.0 0.785 3.82 25.45 0.150 1 T16 180 - 160 1 3.67 3.38 162.0 0.785 2.30 25.45 0.090 1 T17 160 - 140 1 3.67 3.38 162.0 0.785 3.72 25.45 0.146 1 T18 140 - 120 1 3.67 3.38 162.0 0.785 4.98 25.45 0.196 1 T19 120 - 100 1 3.67 3.38 162.0 0.785 2.81 25.45 0.110 1 T20 100 - 80 1 3.67 3.38 162.0 0.785 1.84 25.45 0.072 1 T21 80 - 60 1 3.67 3.38 162.0 0.785 3.91 25.45 0.154 1 T22 60 - 40 1 3.67 3.38 162.0 0.785 2.17 25.45 0.085 1 T23 40 - 20 1 3.67 3.38 162.0 0.785 2.94 25.45 0.116 1 T24 20 - 6.5 1 3.67 3.38 162.0 0.785 20.77 25.45 0.816 1 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 83 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn 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 T18 140 - 120 3'' x 3/8'' 3.67 3.38 374.1 1.125 11.60 36.45 0.318 1 T21 80 - 60 3'' x 3/8'' 3.67 3.38 374.1 1.125 7.95 36.45 0.218 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 T18 140 - 120 3'' x 3/8'' 0.00 2.28 0.000 0.00 0.28 0.000 T21 80 - 60 3'' x 3/8'' 0.00 2.28 0.000 0.00 0.28 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 T18 140 - 120 3'' x 3/8'' 0.318 0.000 0.000 0.318 1 1.050 4.8.1 T21 80 - 60 3'' x 3/8'' 0.218 0.000 0.000 0.218 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 T1 480 - 460 (1156) C15x33.9+(2)4x4x1/2 4.00 3.91 19.7 17.500 1.99 567.00 0.004 T1 480 - 460 (1157) C15x33.9+(2)4x4x1/2 4.00 3.91 19.7 17.500 1.76 567.00 0.003 T1 480 - 460 (1160) C15x33.9+(2)4x4x1/2 4.00 3.91 19.7 17.500 1.82 567.00 0.003 T1 480 - 460 (1161) C15x33.9+(2)4x4x1/2 4.00 3.91 19.7 17.500 1.59 567.00 0.003 T1 480 - 460 (1164) C15x33.9+(2)4x4x1/2 4.00 3.91 19.7 17.500 1.98 567.00 0.003 T1 480 - 460 (1165) C15x33.9+(2)4x4x1/2 4.00 3.91 19.7 17.500 1.75 567.00 0.003 T4 420 - 400 (1168) C15x33.9+(2)4x4x1/2 4.00 3.90 19.7 17.500 0.87 567.00 0.002 T4 420 - 400 C15x33.9+(2)4x4x1/2 4.00 3.90 19.7 17.500 1.05 567.00 0.002 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 84 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn (1169) T4 420 - 400 (1172) C15x33.9+(2)4x4x1/2 4.00 3.90 19.7 17.500 0.92 567.00 0.002 T4 420 - 400 (1173) C15x33.9+(2)4x4x1/2 4.00 3.90 19.7 17.500 0.89 567.00 0.002 T4 420 - 400 (1176) C15x33.9+(2)4x4x1/2 4.00 3.90 19.7 17.500 1.46 567.00 0.003 T4 420 - 400 (1177) C15x33.9+(2)4x4x1/2 4.00 3.90 19.7 17.500 1.29 567.00 0.002 T6 380 - 360 (1180) C15x33.9+(2)4x4x1/2 4.00 3.89 19.6 17.500 5.44 567.00 0.010 T6 380 - 360 (1181) C15x33.9+(2)4x4x1/2 4.00 3.89 19.6 17.500 0.18 567.00 0.000 T6 380 - 360 (1184) C15x33.9+(2)4x4x1/2 4.00 3.89 19.6 17.500 5.61 567.00 0.010 T6 380 - 360 (1185) C15x33.9+(2)4x4x1/2 4.00 3.89 19.6 17.500 0.15 567.00 0.000 T6 380 - 360 (1188) C15x33.9+(2)4x4x1/2 4.00 3.89 19.6 17.500 1.04 567.00 0.002 T6 380 - 360 (1189) C15x33.9+(2)4x4x1/2 4.00 3.89 19.6 17.500 1.29 567.00 0.002 T9 320 - 300 (1192) C15x33.9+(2)4x4x1/2 4.00 3.87 19.5 17.500 4.83 567.00 0.009 T9 320 - 300 (1193) C15x33.9+(2)4x4x1/2 4.00 3.87 19.5 17.500 6.85 567.00 0.012 T9 320 - 300 (1196) C15x33.9+(2)4x4x1/2 4.00 3.87 19.5 17.500 5.20 567.00 0.009 T9 320 - 300 (1197) C15x33.9+(2)4x4x1/2 4.00 3.87 19.5 17.500 6.70 567.00 0.012 T9 320 - 300 (1200) C15x33.9+(2)4x4x1/2 4.00 3.87 19.5 17.500 0.76 567.00 0.001 T9 320 - 300 (1201) C15x33.9+(2)4x4x1/2 4.00 3.87 19.5 17.500 1.41 567.00 0.002 T12 260 - 240 (1204) C15x33.9+(2)4x4x1/2 4.00 3.86 19.5 17.500 7.26 567.00 0.013 T12 260 - 240 (1205) C15x33.9+(2)4x4x1/2 4.00 3.86 19.5 17.500 10.29 567.00 0.018 T12 260 - 240 (1208) C15x33.9+(2)4x4x1/2 4.00 3.86 19.5 17.500 7.35 567.00 0.013 T12 260 - 240 (1209) C15x33.9+(2)4x4x1/2 4.00 3.86 19.5 17.500 10.55 567.00 0.019 T12 260 - 240 (1212) C15x33.9+(2)4x4x1/2 4.00 3.86 19.5 17.500 9.03 567.00 0.016 T12 260 - 240 (1213) C15x33.9+(2)4x4x1/2 4.00 3.86 19.5 17.500 9.12 567.00 0.016 T15 200 - 180 (1216) C15x33.9 4.00 3.86 51.2 9.960 4.53 322.70 0.014 T15 200 - 180 (1217) C15x33.9 4.00 3.86 51.2 9.960 4.66 322.70 0.014 T15 200 - 180 (1220) C15x33.9 4.00 3.86 51.2 9.960 4.27 322.70 0.013 T15 200 - 180 (1221) C15x33.9 4.00 3.86 51.2 9.960 5.24 322.70 0.016 T15 200 - 180 (1224) C15x33.9 4.00 3.86 51.2 9.960 0.45 322.70 0.001 T15 200 - 180 (1225) C15x33.9 4.00 3.86 51.2 9.960 3.92 322.70 0.012 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 T1 480 - 460 (1156) C15x33.9+(2)4x4x1/2 -147.45 340.61 0.433 0.00 183.47 0.000 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 85 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny T1 480 - 460 (1157) C15x33.9+(2)4x4x1/2 -148.40 340.61 0.436 0.00 183.47 0.000 T1 480 - 460 (1160) C15x33.9+(2)4x4x1/2 -146.97 340.61 0.431 0.00 183.47 0.000 T1 480 - 460 (1161) C15x33.9+(2)4x4x1/2 -146.35 340.61 0.430 -0.00 183.47 0.000 T1 480 - 460 (1164) C15x33.9+(2)4x4x1/2 -147.15 340.61 0.432 -0.00 183.47 0.000 T1 480 - 460 (1165) C15x33.9+(2)4x4x1/2 -145.67 340.61 0.428 -0.00 183.47 0.000 T4 420 - 400 (1168) C15x33.9+(2)4x4x1/2 -121.70 340.61 0.357 0.00 183.47 0.000 T4 420 - 400 (1169) C15x33.9+(2)4x4x1/2 -123.95 340.61 0.364 0.00 183.47 0.000 T4 420 - 400 (1172) C15x33.9+(2)4x4x1/2 -121.99 340.61 0.358 -0.00 183.47 0.000 T4 420 - 400 (1173) C15x33.9+(2)4x4x1/2 -122.99 340.61 0.361 0.00 183.47 0.000 T4 420 - 400 (1176) C15x33.9+(2)4x4x1/2 -122.33 340.61 0.359 -0.00 183.47 0.000 T4 420 - 400 (1177) C15x33.9+(2)4x4x1/2 -122.00 340.61 0.358 -0.00 183.47 0.000 T6 380 - 360 (1180) C15x33.9+(2)4x4x1/2 -111.29 340.61 0.327 0.00 183.47 0.000 T6 380 - 360 (1181) C15x33.9+(2)4x4x1/2 -125.52 340.61 0.369 0.00 183.47 0.000 T6 380 - 360 (1184) C15x33.9+(2)4x4x1/2 -113.02 340.61 0.332 -0.00 183.47 0.000 T6 380 - 360 (1185) C15x33.9+(2)4x4x1/2 -126.85 340.61 0.372 -0.00 183.47 0.000 T6 380 - 360 (1188) C15x33.9+(2)4x4x1/2 -130.10 340.61 0.382 -0.00 183.47 0.000 T6 380 - 360 (1189) C15x33.9+(2)4x4x1/2 -126.85 340.61 0.372 -0.00 183.47 0.000 T9 320 - 300 (1192) C15x33.9+(2)4x4x1/2 -91.62 340.61 0.269 -0.00 183.47 0.000 T9 320 - 300 (1193) C15x33.9+(2)4x4x1/2 -83.42 340.61 0.245 -0.00 183.47 0.000 T9 320 - 300 (1196) C15x33.9+(2)4x4x1/2 -92.09 340.61 0.270 -0.00 183.47 0.000 T9 320 - 300 (1197) C15x33.9+(2)4x4x1/2 -86.27 340.61 0.253 -0.00 183.47 0.000 T9 320 - 300 (1200) C15x33.9+(2)4x4x1/2 -105.30 340.61 0.309 0.00 183.47 0.000 T9 320 - 300 (1201) C15x33.9+(2)4x4x1/2 -99.89 340.61 0.293 0.00 183.47 0.000 T12 260 - 240 (1204) C15x33.9+(2)4x4x1/2 -107.36 340.61 0.315 -0.00 183.47 0.000 T12 260 - 240 (1205) C15x33.9+(2)4x4x1/2 -96.30 340.61 0.283 -0.00 183.47 0.000 T12 260 - 240 (1208) C15x33.9+(2)4x4x1/2 -108.51 340.61 0.319 -0.00 183.47 0.000 T12 260 - 240 (1209) C15x33.9+(2)4x4x1/2 -98.97 340.61 0.291 -0.00 183.47 0.000 T12 260 - 240 (1212) C15x33.9+(2)4x4x1/2 -109.95 340.61 0.323 0.00 183.47 0.000 T12 260 - 240 (1213) C15x33.9+(2)4x4x1/2 -100.82 340.61 0.296 0.00 183.47 0.000 T15 200 - 180 (1216) C15x33.9 -41.26 135.60 0.304 -0.00 12.60 0.000 T15 200 - 180 (1217) C15x33.9 -40.04 135.60 0.295 -0.00 12.60 0.000 T15 200 - 180 (1220) C15x33.9 -42.48 135.60 0.313 -0.00 12.60 0.000 T15 200 - 180 (1221) C15x33.9 -41.25 135.60 0.304 -0.00 12.60 0.000 T15 200 - 180 (1224) C15x33.9 -45.07 135.60 0.332 0.00 12.60 0.000 T15 200 - 180 C15x33.9 -39.70 135.60 0.293 0.00 12.60 0.000 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 86 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny (1225) 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 T1 480 - 460 (1156) C15x33.9+(2)4x4x1/2 0.004 0.433 0.000 0.435 1.050 4.8.1 T1 480 - 460 (1157) C15x33.9+(2)4x4x1/2 0.003 0.436 0.000 0.437 1.050 4.8.1 T1 480 - 460 (1160) C15x33.9+(2)4x4x1/2 0.003 0.431 0.000 0.433 1.050 4.8.1 T1 480 - 460 (1161) C15x33.9+(2)4x4x1/2 0.003 0.430 0.000 0.431 1.050 4.8.1 T1 480 - 460 (1164) C15x33.9+(2)4x4x1/2 0.003 0.432 0.000 0.434 1.050 4.8.1 T1 480 - 460 (1165) C15x33.9+(2)4x4x1/2 0.003 0.428 0.000 0.429 1.050 4.8.1 T4 420 - 400 (1168) C15x33.9+(2)4x4x1/2 0.002 0.357 0.000 0.358 1.050 4.8.1 T4 420 - 400 (1169) C15x33.9+(2)4x4x1/2 0.002 0.364 0.000 0.365 1.050 4.8.1 T4 420 - 400 (1172) C15x33.9+(2)4x4x1/2 0.002 0.358 0.000 0.359 1.050 4.8.1 T4 420 - 400 (1173) C15x33.9+(2)4x4x1/2 0.002 0.361 0.000 0.362 1.050 4.8.1 T4 420 - 400 (1176) C15x33.9+(2)4x4x1/2 0.003 0.359 0.000 0.360 1.050 4.8.1 T4 420 - 400 (1177) C15x33.9+(2)4x4x1/2 0.002 0.358 0.000 0.359 1.050 4.8.1 T6 380 - 360 (1180) C15x33.9+(2)4x4x1/2 0.010 0.327 0.000 0.332 1.050 4.8.1 T6 380 - 360 (1181) C15x33.9+(2)4x4x1/2 0.000 0.369 0.000 0.369 1.050 4.8.1 T6 380 - 360 (1184) C15x33.9+(2)4x4x1/2 0.010 0.332 0.000 0.337 1.050 4.8.1 T6 380 - 360 (1185) C15x33.9+(2)4x4x1/2 0.000 0.372 0.000 0.373 1.050 4.8.1 T6 380 - 360 (1188) C15x33.9+(2)4x4x1/2 0.002 0.382 0.000 0.383 1.050 4.8.1 T6 380 - 360 (1189) C15x33.9+(2)4x4x1/2 0.002 0.372 0.000 0.374 1.050 4.8.1 T9 320 - 300 (1192) C15x33.9+(2)4x4x1/2 0.009 0.269 0.000 0.273 1.050 4.8.1 T9 320 - 300 (1193) C15x33.9+(2)4x4x1/2 0.012 0.245 0.000 0.251 1.050 4.8.1 T9 320 - 300 (1196) C15x33.9+(2)4x4x1/2 0.009 0.270 0.000 0.275 1.050 4.8.1 T9 320 - 300 (1197) C15x33.9+(2)4x4x1/2 0.012 0.253 0.000 0.259 1.050 4.8.1 T9 320 - 300 (1200) C15x33.9+(2)4x4x1/2 0.001 0.309 0.000 0.310 1.050 4.8.1 T9 320 - 300 (1201) C15x33.9+(2)4x4x1/2 0.002 0.293 0.000 0.295 1.050 4.8.1 T12 260 - 240 (1204) C15x33.9+(2)4x4x1/2 0.013 0.315 0.000 0.322 1.050 4.8.1 T12 260 - 240 (1205) C15x33.9+(2)4x4x1/2 0.018 0.283 0.000 0.292 1.050 4.8.1 T12 260 - 240 (1208) C15x33.9+(2)4x4x1/2 0.013 0.319 0.000 0.325 1.050 4.8.1 T12 260 - 240 (1209) C15x33.9+(2)4x4x1/2 0.019 0.291 0.000 0.300 1.050 4.8.1 T12 260 - 240 (1212) C15x33.9+(2)4x4x1/2 0.016 0.323 0.000 0.331 1.050 4.8.1 August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 87 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Size Ratio Pu Pn Ratio Mux Mnx Ratio Muy Mny Comb. Stress Ratio Allow. Stress Ratio Criteria T12 260 - 240 (1213) C15x33.9+(2)4x4x1/2 0.016 0.296 0.000 0.304 1.050 4.8.1 T15 200 - 180 (1216) C15x33.9 0.014 0.304 0.000 0.311 1.050 4.8.1 T15 200 - 180 (1217) C15x33.9 0.014 0.295 0.000 0.302 1.050 4.8.1 T15 200 - 180 (1220) C15x33.9 0.013 0.313 0.000 0.320 1.050 4.8.1 T15 200 - 180 (1221) C15x33.9 0.016 0.304 0.000 0.312 1.050 4.8.1 T15 200 - 180 (1224) C15x33.9 0.001 0.332 0.000 0.333 1.050 4.8.1 T15 200 - 180 (1225) C15x33.9 0.012 0.293 0.000 0.299 1.050 4.8.1 Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail T1 480 - 460 Leg 2 1/4 2 -79.79 135.75 58.8 Pass T2 460 - 440 Leg 2 1/4 51 -82.60 135.75 60.8 Pass T3 440 - 420 Leg 2 1/4 99 -74.66 135.75 55.0 Pass T4 420 - 400 Leg 2 1/2 147 -109.77 178.26 61.6 Pass T5 400 - 380 Leg 2 3/4 195 -107.65 225.78 47.7 Pass T6 380 - 360 Leg 2 3/4 242 -158.71 225.78 70.3 Pass T7 360 - 340 Leg 2 3/4 290 -180.28 225.78 79.8 Pass T8 340 - 320 Leg 2 3/4 338 -184.11 225.78 81.5 Pass T9 320 - 300 Leg 3 1/4 386 -214.15 335.44 63.8 Pass T10 300 - 280 Leg 3 434 -214.46 278.19 77.1 Pass T11 280 - 260 Leg 3 1/2 481 -215.27 397.47 54.2 Pass T12 260 - 240 Leg 3 1/2 529 -229.93 397.47 57.8 Pass T13 240 - 220 Leg 3 1/2 579 -236.67 397.47 59.5 Pass T14 220 - 200 Leg 3 1/2 627 -235.63 397.47 59.3 Pass T15 200 - 180 Leg 3 1/2 673 -247.95 397.47 62.4 Pass T16 180 - 160 Leg 3 1/2 721 -244.05 397.47 61.4 Pass T17 160 - 140 Leg 3 1/2 769 -271.13 397.47 68.2 Pass T18 140 - 120 Leg 3 1/2 817 -306.99 397.47 77.2 Pass T19 120 - 100 Leg 3 1/2 865 -286.40 397.47 72.1 Pass T20 100 - 80 Leg 3 1/2 914 -273.52 397.47 68.8 Pass T21 80 - 60 Leg 3 1/2 961 -280.08 397.47 70.5 Pass T22 60 - 40 Leg 3 1/2 1009 -301.90 397.47 76.0 Pass T23 40 - 20 Leg 3 1/2 1057 -302.34 397.47 76.1 Pass T24 20 - 6.5 Leg 3 1/2 1107 -288.32 399.59 72.2 Pass T25 6.5 - 0 Leg 3 1/2 1139 -288.82 432.27 66.8 Pass T1 480 - 460 Diagonal 1 1/2 17 -7.09 34.62 20.5 Pass T2 460 - 440 Diagonal 1 3/8 93 -6.13 26.19 23.4 Pass T3 440 - 420 Diagonal 1 3/8 106 -7.14 26.19 27.2 Pass T4 420 - 400 Diagonal 1 1/2 189 -7.59 34.85 21.8 Pass T5 400 - 380 Diagonal 1 1/2 204 -5.91 35.07 16.8 Pass T6 380 - 360 Diagonal 1 1/2 257 -10.58 35.07 30.2 Pass T7 360 - 340 Diagonal 1 1/2 333 -11.14 35.07 31.8 Pass T8 340 - 320 Diagonal 1 1/2 348 -9.69 35.07 27.6 Pass T9 320 - 300 Diagonal 1 3/4 415 -14.13 55.60 25.4 Pass T10 300 - 280 Diagonal 1 1/2 479 -7.77 35.30 22.0 Pass T11 280 - 260 Diagonal 1 1/2 490 -16.74 35.76 46.8 Pass T12 260 - 240 Diagonal 1 1/2 561 -22.37 35.76 62.6 Pass T13 240 - 220 Diagonal 1 1/2 622 -11.11 35.76 31.1 Pass T14 220 - 200 Diagonal 1 1/2 634 -9.48 35.76 26.5 Pass T15 200 - 180 Diagonal 1 1/2 705 -11.56 35.76 32.3 Pass T16 180 - 160 Diagonal 1 1/2 766 -8.05 35.76 22.5 Pass T17 160 - 140 Diagonal 1 1/2 779 -11.17 35.76 31.2 Pass T18 140 - 120 Diagonal 1 1/2 841 -14.57 35.76 40.8 Pass T19 120 - 100 Diagonal 1 1/2 911 -14.49 35.76 40.5 Pass T20 100 - 80 Diagonal 1 1/2 959 -7.90 35.76 22.1 Pass T21 80 - 60 Diagonal 1 1/2 972 -12.71 35.76 35.5 Pass August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 88 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail T22 60 - 40 Diagonal 1 1/2 1055 -11.85 35.76 33.1 Pass T23 40 - 20 Diagonal 1 1/2 1067 -8.44 35.76 23.6 Pass T24 20 - 6.5 Diagonal 1 1/2 1114 -9.96 36.07 27.6 Pass T1 480 - 460 Horizontal 1 23 -4.22 13.01 32.5 Pass T2 460 - 440 Horizontal 1 90 -2.29 13.01 17.6 Pass T3 440 - 420 Horizontal 1 112 -1.29 13.01 9.9 Pass T4 420 - 400 Horizontal 1 186 -6.77 13.13 51.5 Pass T5 400 - 380 Horizontal 1 208 -1.86 13.24 14.1 Pass T6 380 - 360 Horizontal 1 261 -9.45 13.24 71.4 Pass T7 360 - 340 Horizontal 1 302 -3.12 13.24 23.6 Pass T8 340 - 320 Horizontal 1 351 -3.19 13.24 24.1 Pass T9 320 - 300 Horizontal 1 405 -9.81 13.46 72.9 Pass T10 300 - 280 Horizontal 1 446 -3.71 13.35 27.8 Pass T11 280 - 260 Horizontal 1 496 -3.73 13.58 27.5 Pass T12 260 - 240 Horizontal 1 549 -17.10 18.31 93.4 Pass T13 240 - 220 Horizontal 1 591 -4.10 13.58 30.2 Pass T14 220 - 200 Horizontal 1 639 -4.08 13.58 30.1 Pass T15 200 - 180 Horizontal 1 693 -7.42 13.58 54.7 Pass T16 180 - 160 Horizontal 1 734 -4.23 13.58 31.1 Pass T17 160 - 140 Horizontal 1 782 -4.70 13.58 34.6 Pass T18 140 - 120 Horizontal 1 832 -5.32 13.58 39.2 Pass T19 120 - 100 Horizontal 1 885 -4.96 13.58 36.5 Pass T20 100 - 80 Horizontal 1 926 -4.74 13.58 34.9 Pass T21 80 - 60 Horizontal 1 976 -4.85 13.58 35.7 Pass T22 60 - 40 Horizontal 1 1022 -5.23 13.58 38.5 Pass T23 40 - 20 Horizontal 1 1070 -5.24 13.58 38.6 Pass T24 20 - 6.5 Horizontal 1 1120 -4.99 13.58 36.8 Pass T1 480 - 460 Secondary Horizontal 1 48 0.00 26.72 0.0 Pass T2 460 - 440 Secondary Horizontal 1 96 0.00 26.72 0.0 Pass T3 440 - 420 Secondary Horizontal 1 137 0.00 26.72 0.0 Pass T4 420 - 400 Secondary Horizontal 1 185 -0.00 18.89 0.0 Pass T5 400 - 380 Secondary Horizontal 1 233 0.00 26.72 0.0 Pass T6 380 - 360 Secondary Horizontal 1 267 0.00 26.72 0.0 Pass T7 360 - 340 Secondary Horizontal 1 301 0.00 26.72 0.0 Pass T8 340 - 320 Secondary Horizontal 1 363 0.00 26.72 0.0 Pass T9 320 - 300 Secondary Horizontal 1 411 -0.00 18.98 0.0 Pass T10 300 - 280 Secondary Horizontal 1 445 -0.00 18.95 0.0 Pass T11 280 - 260 Secondary Horizontal 1 507 -0.00 19.01 0.0 Pass T12 260 - 240 Secondary Horizontal 1 555 -0.00 22.56 0.0 Pass T13 240 - 220 Secondary Horizontal 1 589 -0.00 19.01 0.0 Pass T14 220 - 200 Secondary Horizontal 1 665 -0.00 19.01 0.0 Pass T15 200 - 180 Secondary Horizontal 1 713 -0.00 19.01 0.0 Pass T16 180 - 160 Secondary Horizontal 1 761 -0.00 19.01 0.0 Pass T17 160 - 140 Secondary Horizontal 1 809 -0.00 19.01 0.0 Pass T18 140 - 120 Secondary Horizontal 1 829 -0.00 19.01 0.0 Pass T19 120 - 100 Secondary Horizontal 1 905 -0.00 19.01 0.0 Pass T20 100 - 80 Secondary Horizontal 1 953 -0.00 19.01 0.0 Pass T21 80 - 60 Secondary Horizontal 1 1001 -0.00 19.01 0.0 Pass T22 60 - 40 Secondary 1 1049 -0.00 19.01 0.0 Pass August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 89 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail Horizontal T23 40 - 20 Secondary Horizontal 1 1097 -0.00 19.01 0.0 Pass T24 20 - 6.5 Secondary Horizontal 1 1131 -0.00 19.01 0.0 Pass T1 480 - 460 Top Girt 1 5 -0.52 13.01 4.0 Pass T2 460 - 440 Top Girt 1 52 -2.06 13.01 15.8 Pass T3 440 - 420 Top Girt 1 101 -1.04 13.01 8.0 Pass T4 420 - 400 Top Girt 1 150 4.95 26.72 18.5 Pass T5 400 - 380 Top Girt 1 197 1.53 26.72 5.7 Pass T6 380 - 360 Top Girt 1 245 -1.74 13.24 13.1 Pass T7 360 - 340 Top Girt 1 292 -2.37 13.24 17.9 Pass T8 340 - 320 Top Girt 1 342 -1.23 13.24 9.3 Pass T9 320 - 300 Top Girt 1 390 -2.63 13.46 19.5 Pass T10 300 - 280 Top Girt 1 438 -1.59 13.35 11.9 Pass T11 280 - 260 Top Girt 1 484 -0.91 13.58 6.7 Pass T12 260 - 240 Top Girt 1 534 -3.48 13.58 25.6 Pass T13 240 - 220 Top Girt 1 581 -1.86 13.58 13.7 Pass T14 220 - 200 Top Girt 1 629 2.10 26.72 7.8 Pass T15 200 - 180 Top Girt 1 678 3.12 26.72 11.7 Pass T16 180 - 160 Top Girt 1 724 2.91 26.72 10.9 Pass T17 160 - 140 Top Girt 1 774 2.58 26.72 9.6 Pass T18 140 - 120 Top Girt 1 821 -1.82 13.58 13.4 Pass T19 120 - 100 Top Girt 1 870 5.04 26.72 18.9 Pass T20 100 - 80 Top Girt 1 918 2.70 26.72 10.1 Pass T21 80 - 60 Top Girt 1 964 2.04 26.72 7.6 Pass T22 60 - 40 Top Girt 1 1014 3.55 26.72 13.3 Pass T23 40 - 20 Top Girt 1 1062 1.89 26.72 7.1 Pass T24 20 - 6.5 Top Girt 1 1108 3.70 26.72 13.9 Pass T25 6.5 - 0 Top Girt 12''x3/8'' 1142 35.10 153.09 22.9 Pass T1 480 - 460 Bottom Girt 1 9 -1.76 13.01 13.5 Pass T2 460 - 440 Bottom Girt 1 56 -1.28 13.01 9.9 Pass T3 440 - 420 Bottom Girt 1 105 -3.50 13.01 26.9 Pass T4 420 - 400 Bottom Girt 1 152 -0.69 13.13 5.2 Pass T5 400 - 380 Bottom Girt 1 200 -1.70 13.24 12.8 Pass T6 380 - 360 Bottom Girt 1 249 -3.15 13.24 23.8 Pass T7 360 - 340 Bottom Girt 1 297 -1.00 13.24 7.5 Pass T8 340 - 320 Bottom Girt 1 345 -2.02 13.24 15.2 Pass T9 320 - 300 Bottom Girt 1 393 3.51 26.72 13.1 Pass T10 300 - 280 Bottom Girt 1 439 1.83 26.72 6.8 Pass T11 280 - 260 Bottom Girt 1 489 -2.82 13.58 20.8 Pass T12 260 - 240 Bottom Girt 1 535 4.96 26.72 18.6 Pass T13 240 - 220 Bottom Girt 1 584 2.08 26.72 7.8 Pass T14 220 - 200 Bottom Girt 1 633 3.03 26.72 11.3 Pass T15 200 - 180 Bottom Girt 1 679 3.82 26.72 14.3 Pass T16 180 - 160 Bottom Girt 1 729 2.30 26.72 8.6 Pass T17 160 - 140 Bottom Girt 1 776 3.72 26.72 13.9 Pass T18 140 - 120 Bottom Girt 1 825 -3.40 13.58 25.0 Pass T19 120 - 100 Bottom Girt 1 873 2.81 26.72 10.5 Pass T20 100 - 80 Bottom Girt 1 920 1.84 26.72 6.9 Pass T21 80 - 60 Bottom Girt 1 969 3.91 26.72 14.6 Pass T22 60 - 40 Bottom Girt 1 1017 2.17 26.72 8.1 Pass T23 40 - 20 Bottom Girt 1 1063 2.94 26.72 11.0 Pass T24 20 - 6.5 Bottom Girt 1 1111 20.77 26.72 77.8 Pass T25 6.5 - 0 Bottom Girt 12'' x 3/8'' 1145 -13.77 153.09 52.2 Pass T25 6.5 - 0 Mid Girt 9'' x 3/8'' 1151 -1.15 16.35 7.0 Pass T1 480 - 460 Guy A@466.875 1 (ECP - 24000) 1163 41.66 65.83 63.3 Pass T4 420 - 400 Guy A@416.25 7/8 (ECP - 24000) 1175 34.45 50.21 68.6 Pass T6 380 - 360 Guy A@366.875 7/8 (ECP - 24000) 1187 36.29 50.21 72.3 Pass T9 320 - 300 Guy A@306.875 3/4 (ECP - 24000) 1198 29.14 36.73 79.3 Pass T12 260 - 240 Guy A@246.875 7/8 (ECP - 24000) 1210 36.77 50.21 73.2 Pass T15 200 - 180 Guy A@186.875 9/16 (ECP - 23000) 1222 16.44 22.05 74.6 Pass T18 140 - 120 Guy A@126.875 7/8 (ECP - 24000) 1231 38.10 50.21 75.9 Pass T21 80 - 60 Guy A@66.875 5/8 (ECP - 23000) 1237 20.34 26.71 76.1 Pass T1 480 - 460 Guy B@466.875 1 (ECP - 24000) 1158 42.08 65.83 63.9 Pass T4 420 - 400 Guy B@416.25 7/8 (ECP - 24000) 1170 35.16 50.21 70.0 Pass T6 380 - 360 Guy B@366.875 7/8 (ECP - 24000) 1182 37.61 50.21 74.9 Pass T9 320 - 300 Guy B@306.875 3/4 (ECP - 24000) 1194 30.65 36.73 83.4 Pass T12 260 - 240 Guy B@246.875 7/8 (ECP - 24000) 1206 36.88 50.21 73.4 Pass T15 200 - 180 Guy B@186.875 9/16 (ECP - 23000) 1218 15.87 22.05 72.0 Pass August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 90 tnxTower Report - version 8.0.5.0 Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail T18 140 - 120 Guy B@126.875 7/8 (ECP - 24000) 1230 37.40 50.21 74.5 Pass T21 80 - 60 Guy B@66.875 5/8 (ECP - 23000) 1236 19.99 26.71 74.8 Pass T1 480 - 460 Guy C@466.875 1 (ECP - 24000) 1154 41.82 65.83 63.5 Pass T4 420 - 400 Guy C@416.25 7/8 (ECP - 24000) 1166 34.91 50.21 69.5 Pass T6 380 - 360 Guy C@366.875 7/8 (ECP - 24000) 1178 37.59 50.21 74.9 Pass T9 320 - 300 Guy C@306.875 3/4 (ECP - 24000) 1191 30.85 36.73 84.0 Pass T12 260 - 240 Guy C@246.875 7/8 (ECP - 24000) 1203 38.21 50.21 76.1 Pass T15 200 - 180 Guy C@186.875 9/16 (ECP - 23000) 1215 16.66 22.05 75.6 Pass T18 140 - 120 Guy C@126.875 7/8 (ECP - 24000) 1226 37.63 50.21 74.9 Pass T21 80 - 60 Guy C@66.875 5/8 (ECP - 23000) 1232 19.97 26.71 74.8 Pass T18 140 - 120 Top Guy Pull- Off@126.875 3'' x 3/8'' 1228 11.60 38.27 30.3 Pass T21 80 - 60 Top Guy Pull- Off@66.875 3'' x 3/8'' 1233 7.95 38.27 20.8 Pass T1 480 - 460 Torque Arm Top@466.875 C15x33.9+(2)4x4x1/2 1160 1.82 595.35 43.6 Pass T4 420 - 400 Torque Arm Top@416.25 C15x33.9+(2)4x4x1/2 1169 -1.60 583.33 36.4 Pass T6 380 - 360 Torque Arm Top@366.875 C15x33.9+(2)4x4x1/2 1184 5.61 595.35 38.2 Pass T9 320 - 300 Torque Arm Top@306.875 C15x33.9+(2)4x4x1/2 1192 -5.01 583.52 30.0 Pass T12 260 - 240 Torque Arm Top@246.875 C15x33.9+(2)4x4x1/2 1208 -11.46 583.58 34.4 Pass T15 200 - 180 Torque Arm Top@186.875 C15x33.9 1220 4.27 338.84 32.4 Pass Summary Leg (T8) 81.5 Pass Diagonal (T12) 62.6 Pass Horizontal (T12) 93.4 Pass Secondary Horizontal (T1) 0.0 Pass Top Girt (T12) 25.6 Pass Bottom Girt (T24) 77.8 Pass Mid Girt (T25) 7.0 Pass Guy A (T9) 79.3 Pass Guy B (T9) 83.4 Pass Guy C (T9) 84.0 Pass Top Guy Pull-Off (T18) 30.3 Pass Torque Arm Top (T1) 43.6 Pass Bolt Checks 33.2 Pass RATING = 93.4 Pass August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 91 tnxTower Report - version 8.0.5.0 APPENDIX B BASE LEVEL DRAWING August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 92 tnxTower Report - version 8.0.5.0 APPENDIX C ADDITIONAL CALCULATIONS Additional SR Diagonals with Clips Design with G-450 Crosby Clips BU#: Site name: App. Number: Elevation: TIA-222 Revision: Compression Load, Pu:17.10 kip Demand Capacity Rating*Check Unbraced length, Lb:3.38 ft Compression (Modified Section), kip:17.10 17.42 93.5%Pass Existing SR Diameter:1 in Compression (Existing Section), kip:17.10 12.90 126.2%FAIL SR Yield Strength:36 ksi *Section 15.5 Applied Proposed SR Diameter:1 in Clip Spacing:12 in Max Spacing = 12in Existing Slenderness Ratio Check:OK Proposed Slenderness Ratio Check:OK Bracing Type, k:K-Braced (Cut Ends)Number of Clips, Nc:4 Clip Spacing, Sc:10.85 in K Factor to enter into TNX:0.523 Area, Ae:0.79 in2 Moment of Inertia, Ie:0.05 in4 Radius of Gyration, re:0.25 in Area, Ap:0.79 in2 Moment of Inertia, Ip:0.05 in4 Radius of Gyration, rp:0.25 in Area, Am:0.79 in2 Moment of Inertia, Im:0.10 in4 Radius of Gyration, rm:0.35 in 870159 Port St. Lucie (Dyer Rd.) 495190 Rev. 0 240-260 H Proposed Member Properties Analysis Inputs Modified Member Properties Existing Member Properties Bracing Type Results Design Information Version 1.2.0 Tower Type: 793 kips Capacity Demand Rating*Check 2 kips 118.99 0.00 0.0%Pass 194.78 2.00 1.0%Pass 12.97 2.38 17.5%Pass 0 ft-kips 6155.34 8.00 0.1%Pass 480 ft 7141.11 2.00 0.0%Pass ft 295.98 0.00 0.0%Pass in 18370.97 799.93 4.1%Pass in 3396.92 845.75 23.7%Pass 597.61 159.12 25.4%Pass 0.164 0.048 27.6%Pass Circular 5432.76 1.20 0.0%Pass 7 ft 0.164 0.000 0.0%Pass 0.5 ft 5432.76 0.00 0.0%Pass 10 28 5 Soil Rating*:17.5% 7 Structural Rating*:27.6% Tie 3 in 3.5 ft 20 ft 3 ft 9 26 4 in 60 ksi 3 ksi 150 pcf 48 pcf 21.600 ksf <--Toggle between Gross and Net 0.000 ksf 30 degrees 14 3.50 ft No 1 ft 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: Total Soil Unit Weight, γ: 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: Neglected Depth, N: Uplift Shear, Vu_uplift: Pier Shape: Tower Height, H: Base Face Width, BW: Cohesion, Cu: Ultimate Net Bearing, Qnet: Pier Flexure (Comp.) (kip*ft) Lateral (Sliding) (kips) Bearing Pressure (ksf) Uplift (kips) Foundation Analysis Checks Pier and Pad Foundation BU # : Site Name: Compression, Pcomp: TIA-222 Revision: App. Number: Superstructure Analysis Reactions H Guyed 870159 Port St. Lucie (Dyer Rd.) 495190 Rev. 0 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) 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) Uplift, Puplift: Base Shear, Vu_comp: Groundwater Depth, gw: Rebar Grade, Fy: Dry Concrete Density, δc: Depth, D: Pad Width, W: Pad Thickness, T: Pad Rebar Size (Bottom), Sp: Pad Rebar Quantity (Bottom), mp: Pad Clear Cover, ccpad: Material Properties Soil Properties Friction Angle, ϕ: Moment, Mu: Version 3.2.0 TIA-222 Revison:Check Pier Capacity only at location of Max Moment?No Tower Type: Soil Lateral Capacity Compression Uplift Comp.Uplift -19.87 0 -2.45 361 -3159.17 235 -51.8% Soil Vertical Capacity Compression Uplift -302.34 3 ksi -- 60 ksi -120.06 -422.40 -361.00 38 ft -81.4% 0.5 ft Reinforced Concrete Capacity Compression Uplift -19.54 -3157.91 7 ft -8160.10 38 -36.9% 11 4 in 3 *Rating per TIA-222-H Section 15.5 1 ft # of Layers 8 FALSE 1 0 1 1 105 150 0 0 0.000 0.000 0.00 0.00 FALSE 2 1 3 2 42.6 87.6 0 0 0.000 0.000 0.00 0.00 FALSE 3 3 3.5 0.5 47.6 87.6 0 0 0.000 0.000 0.00 0.00 FALSE 4 3.5 12 8.5 47.6 87.6 0 30 0.000 0.000 0.26 0.26 FALSE 5 12 17 5 42.6 87.6 0 29 0.000 0.000 0.25 0.25 FALSE 6 17 27 10 47.6 87.6 0 30 0.000 0.000 0.51 0.51 FALSE 7 27 37 10 52.6 87.6 0 32 0.00 0.00 0.89 0.89 FALSE 8 37 38 1 47.6 87.6 0 30 0.00 0.00 0.91 0.91 N/A Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless 81.4% 36.9% Soil Interaction Rating* Structural Foundation Rating* Analysis Results Drilled Pier Foundation BU # : Site Name: Order Number: Guyed (Anchor) Applied Loads Material Properties Pier Design Data H 870159 Port St. Lucie (Dyer Rd.) 495190 Rev. 0 Moment (kip-ft) Axial Force (kips) Shear Force (kips) Concrete Strength, f'c: Dv=0 (ft from TOC) Soil Safety Factor Max Moment (kip-ft) Rating* Skin Friction (kips) Weight of Concrete (kips) Calculated Ultimate Skin Friction Uplift (ksf) Calculated Ultimate Skin Friction Comp (ksf) Layer Top (ft) Bottom (ft) Thickness (ft) Ultimate Skin Friction Comp Override (ksf) Ultimate Skin Friction Uplift Override (ksf) Groundwater Depth Soil Profile Soil TypeSPT Blow Count Ult. Gross Bearing Capacity (ksf) γsoil (pcf) γconcrete (pcf) Cohesion (ksf) Angle of Friction (degrees) Depth Ext. Above Grade Critical Depth (ft from TOC) Critical Moment (kip-ft) Critical Moment Capacity Rating* Pier Section 1 From 0.5' above grade to 38' below grade Rebar Size Clear Cover to Ties Tie Size Rating* Rebar Strength, Fy: End Bearing (kips) Total Capacity (kips) Axial (kips) Check Limitation Apply TIA-222-H Section 15.5: Pier Diameter Rebar Quantity Version 2.1.1 ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-10 Risk Category:II Soil Class:D - Stiff Soil Elevation:13.6 ft (NAVD 88) Latitude: Longitude: 27.324328 -80.313283 Wind Results: Data Source: Date Accessed: Wind Speed: 161 Vmph 10-year MRI 87 Vmph 25-year MRI 107 Vmph 50-year MRI 119 Vmph 100-year MRI 131 Vmph ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1–CC-4, incorporating errata of March 12, 2014 Fri Aug 02 2019 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. Glazed openings shall be protected against wind-borne debris as specified in Section 26.10.3. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. Page 1 of 2https://asce7hazardtool.online/Fri Aug 02 2019 Ice Results: Data Source: Date Accessed: Ice Thickness: 0.00 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Fri Aug 02 2019 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 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. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Page 2 of 2https://asce7hazardtool.online/Fri Aug 02 2019 APPROXIMATE TOWER LOCATION August 08, 2019 480 Ft Guyed Tower Structural Analysis CCI BU No 870159 Project Number 1776764, Order 495190, Revision 0 Page 93 tnxTower Report - version 8.0.5.0 APPENDIX D REQUIRED MODIFICATION DRAWINGS S-1TITLE PAGENO.DATEDESCRIPTIONBYREVISIONSTHIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT ISPRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THEINFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE.SITE NAME: PORT ST. LUCIE(DYER RD.)BU NUMBER: 870159WO NUMBER: 1776764SITE ADDRESS:1100 DYER ROADPORT SAINT LUCIE, FL 34985ST. LUCIE COUNTY, USAENG/QA BY:DFT BY:DFT/QA BY:APRV'D BY:SCALE: N.T.S.DATE:DATE:DATE:DATE:REVMJL08/08/19SL08/08/19SL08/08/19MAS08/08/19.CODE COMPLIANCESHEET NUMBERDESCRIPTIONS-1S-2TITLE PAGEMODIFICATION INSPECTION CHECKLISTS-3 & S-4S-5TOWER MODIFICATION SCHEDULES-6DETAILSNOTESATTENTION ALL CONTRACTORS, ANYTIME YOU ACCESS A CROWNSITE FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPONARRIVAL AND DEPARTURE, DAILY AT 800-788-7011DRAWINGS INCLUDEDSAFETY CLIMB: 'LOOK UP'THE INTEGRITY OF THE WIRE ROPE SAFETY CLIMB SYSTEM SHALL BECONSIDERED DURING ALL STAGES OF DESIGN, INSTALLATION, ANDINSPECTION. TOWER REINFORCEMENTS AND EQUIPMENT INSTALLATIONSSHALL NOT COMPROMISE THE INTEGRITY OR FUNCTIONAL USE OF ANY WIREROPE SAFETY CLIMB ON THE STRUCTURE. THIS SHALL INCLUDE, BUT NOT BELIMITED TO: PINCHING OF THE WIRE ROPE, BENDING OF THE WIRE ROPEFROM ITS SUPPORTS, DIRECT CONTACT OR CLOSE PROXIMITY TO THE WIREROPE WHICH MAY CAUSE FRICTIONAL WEAR, OR IMPACT TO THE ANCHORAGEPOINTS IN ANY WAY. ANY COMPROMISED SAFETY CLIMB MUST BE REPORTEDTO YOUR CROWN POC FOR RESOLUTION, INCLUDING EXISTING CONDITIONS.SITE NAME: PORT ST. LUCIE (DYER RD.)TOWER MODIFICATION DRAWINGSSITE ADDRESS:1100 DYER ROADPORT SAINT LUCIE, FL 34985ST. LUCIE COUNTY, USABU NUMBER: 870159PROJECT CONTACTS:1. CROWN PROJECT MANAGERERIC CUTHBERT(813) 342-3854ERIC.CUTHBERT@CROWNCASTLE.COM4511 N HIMES AVE, SUITE 210TAMPA, FL 336142. CROWN DESIGN ENGINEER (EOR)MAHAM BARIMANI, P.E.(724) 416-9627EORAPPROVAL@CROWNCASTLE.COM2000 CORPORATE DRIVECANONSBURG, PA 15317HOT WORK INCLUDED.NABASE GRINDING ONLYNABASE WELDING (AND GRINDING)NAAERIAL GRINDING ONLYNAAERIAL WELDING (AND GRINDING)0THIS MODIFICATION DESIGN IS BASED ON THE REQUIREMENTS OF THETIA-222-H STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS ANDANTENNA SUPPORTING STRUCTURES BASED UPON AN ULTIMATE3-SECOND GUST WIND SPEED OF 161 MPH WITH NO ICE AS REQUIRED BYTHE 2017 FLORIDA BUILDING CODE, 6TH EDITION, 60 MPH UNDER SERVICELOADS, EXPOSURE CATEGORY C AND RISK CATEGORY II.TOWER INFORMATIONTOWER MANUFACTURER / DWG #:SABRE / DWG # 909183TOWER HEIGHT / TYPE: 480 FT GUYED TOWERTOWER LOCATION: LAT27º 19' 27.58"DATUM: (NAD 1983)LONG-80º 18' 47.82"ELEV15.0 FT AMSLSTRUCTURAL DESIGN DRAWING: CCI / WO # 1776764STRUCTURAL ANALYSIS REPORT: PSEC / WO # 1772046STRUCTURAL ANALYSIS DATE: 07/24/19ORDER #:495190 REV # 0CCISITES DOCUMENT ID:8545317 S-2.NO.DATEDESCRIPTIONBYREVISIONSTHIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT ISPRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THEINFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE.SITE NAME: PORT ST. LUCIE(DYER RD.)BU NUMBER: 870159WO NUMBER: 1776764SITE ADDRESS:1100 DYER ROADPORT SAINT LUCIE, FL 34985ST. LUCIE COUNTY, USAENG/QA BY:DFT BY:DFT/QA BY:APRV'D BY:SCALE: N.T.S.DATE:DATE:DATE:DATE:REVMJL08/08/19SL08/08/19SL08/08/19MAS08/08/19XMI CHECKLISTREQUIREDREPORT ITEMAPPLICABLECROWN DOC #BRIEF DESCRIPTIONPRE-CONSTRUCTIONMI CHECKLIST DRAWINGCED-SOW-10007THIS CHECKLIST SERVES AS A GUIDELINE FOR THE REQUIRED CONSTRUCTION DOCUMENTS ANDINSPECTIONS FOR THIS MODIFICATION.EOR APPROVED SHOP DRAWINGSCED-SOW-10007ONCE THE PRE-MODIFICATION MAPPING IS COMPLETE AND PRIOR TO FABRICATION, THE CONTRACTOR SHALLPROVIDE DETAILED ASSEMBLY DRAWINGS AND/OR SHOP DRAWINGS. THESE ARE TO INCLUDE, BUT ARE NOTLIMITED TO, A VISUAL LAYOUT OF NEW REINFORCEMENT, EXISTING REINFORCEMENT CONFIGURATION,PORTHOLES, MOUNTS, STEP PEGS, SAFETY CLIMBS AND ANY OTHER MISCELLANEOUS ITEMS WHICH MAYAFFECT SUCCESSFUL INSTALLATION OF MODIFICATIONS ON THE TOWER. THESE DRAWINGS SHALL BESUBMITTED TO THE EOR FOR APPROVAL. SHOP DRAWING SUBMISSION SHALL INCLUDE THE EOR RFI FORMDETAILING ANY CHANGES FROM THE ORIGINAL DESIGN.FABRICATION INSPECTIONCED-SOW-10007A LETTER FROM THE FABRICATOR, STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITHINDUSTRY STANDARDS AND THE CONTRACT DOCUMENTS, SHALL BE PROVIDED TO THE MI INSPECTOR FORINCLUSION IN THE MI REPORT.FABRICATOR CERTIFIED WELD INSPECTIONCED-SOW-10007CED-STD-10069A CWI SHALL INSPECT ALL WELDING PERFORMED ON STRUCTURAL MEMBERS DURING FABRICATION. AWRITTEN REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.MATERIAL TEST REPORTS (MTR)CED-SOW-10007MATERIAL TEST REPORTS SHALL BE PROVIDED FOR MATERIAL USED AS REQUIRED PER SECTION 9.2.5 OFCED-SOW-10007. MTRS SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.FABRICATOR NDE INSPECTION REPORTCED-SOW-10066CED-STD-10069CRITICAL SHOP WELDS THAT REQUIRE TESTING ARE NOTED ON THESE CONTRACT DRAWINGS. A CERTIFIEDNDT INSPECTOR SHALL PERFORM NON-DESTRUCTIVE EXAMINATION AND A REPORT SHALL BE PROVIDED TOTHE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.NDE OF MONOPOLE BASE PLATEENG-SOW-10033A NDE OF THE POLE TO BASE PLATE CONNECTION IS REQUIRED AND A WRITTEN REPORT SHALL BE PROVIDEDTO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. PACKING SLIPSCED-SOW-10007PACKING/SHIPPING LIST FOR ALL MATERIAL USED DURING CONSTRUCTION OF THE MODIFICATION.ADDITIONAL TESTING AND INSPECTIONS:CONSTRUCTIONFOUNDATION INSPECTIONSCED-SOW-10144A VISUAL OBSERVATION OF THE EXCAVATION AND REBAR SHALL BE PERFORMED BEFORE PLACING THECONCRETE. A VISUAL OBSERVATION OF THE REBAR SHALL BE PERFORMED BEFORE PLACING THE EPOXY. ASEALED WRITTEN REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.CONCRETE COMP. STRENGTH AND SLUMP TESTCED-SOW-10144THE CONCRETE MIX DESIGN, SLUMP TEST, AND COMPRESSIVE STRENGTH TESTS SHALL BE PROVIDED ASPART OF THE FOUNDATION REPORT.EARTHWORKCED-SOW-10144FOUNDATION SUB-GRADES SHALL BE INSPECTED AND APPROVED BY AN APPROVED FOUNDATION INSPECTORAND RESULTS INCLUDED AS PART OF THE FOUNDATION REPORT.MICROPILE/ROCK ANCHORCED-SOW-10144MICROPILES/ROCK ANCHORS SHALL BE INSPECTED BY THE FOUNDATION INSPECTION VENDOR AND SHALL BEINCLUDED AS PART OF THE FOUNDATION INSPECTION REPORT, ADDITIONAL TESTING AND/OR INSPECTIONREQUIREMENTS ARE NOTED IN THESE CONTRACT DOCUMENTS.POST-INSTALLED ANCHOR ROD VERIFICATIONCED-SOW-10007CED-FRM-10358POST INSTALLED ANCHOR ROD VERIFICATION SHALL BE PERFORMED IN ACCORDANCE WITH CROWNREQUIREMENTS AND A REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MIREPORT.BASE PLATE GROUT VERIFICATIONENG-STD-10323THE GENERAL CONTRACTOR SHALL PROVIDE DOCUMENTATION TO THE MI INSPECTOR THAT CERTIFIES THATTHE GROUT WAS REMOVED AND/OR INSTALLED IN ACCORDANCE WITH CROWN REQUIREMENTS FORINCLUSION IN THE MI REPORT.FIELD CERTIFIED WELD INSPECTIONCED-SOW-10066CED-STD-10069A CROWN APPROVED CERTIFIED WELD INSPECTOR SHALL INSPECT AND TEST FIELD WELDS, FOLLOWING ALLPROCEDURES SPECIFIED IN CROWN STANDARD DOCUMENTS APPLICABLE TO WELD INSPECTIONS. A REPORTSHALL BE PROVIDED. NDE OF FIELD WELDS SHALL BE PERFORMED AS REQUIRED BY CROWN STANDARDSAND CONTRACT DOCUMENTS. THE NDE REPORT SHALL BE INCLUDED IN THE CWI REPORT.ON-SITE COLD GALVANIZING VERIFICATIONENG-STD-10149CED-FRM-10358THE GENERAL CONTRACTOR SHALL PROVIDE WRITTEN AND PHOTOGRAPHIC DOCUMENTATION TO THE MIINSPECTOR VERIFYING THAT ANY ON-SITE COLD GALVANIZING WAS APPLIED PER MANUFACTURERSPECIFICATIONS AND APPLICABLE STANDARDS.TENSION TWIST AND PLUMBCED-PRC-10182CED-STD-10261THE GENERAL CONTRACTOR SHALL PROVIDE A REPORT IN ACCORDANCE WITH APPLICABLE STANDARDSDOCUMENTING TENSION TWIST AND PLUMB.GC AS-BUILT DRAWINGSCED-SOW-10007THE GENERAL CONTRACTOR SHALL SUBMIT A LEGIBLE COPY OF THE ORIGINAL DESIGN DRAWINGS EITHERSTATING "INSTALLED AS DESIGNED" OR NOTING ANY CHANGES THAT WERE REQUIRED AND APPROVED BYTHE ENGINEER OF RECORD. EOR/RFI FORMS APPROVING ALL CHANGES SHALL BE SUBMITTED.ADDITIONAL TESTING AND INSPECTIONS:POST-CONSTRUCTIONCONSTRUCTION COMPLIANCE LETTERCED-SOW-10007CED-FRM-10358A LETTER FROM THE GENERAL CONTRACTOR STATING THAT THE WORKMANSHIP WAS PERFORMED INACCORDANCE WITH INDUSTRY STANDARDS AND THESE CONTRACT DRAWINGS, INCLUDING LISTINGADDITIONAL PARTIES TO THE MODIFICATION PROCESS.POST-INSTALLED ANCHOR ROD PULL TESTSCED-PRC-10119POST-INSTALLED ANCHOR RODS SHALL BE TESTED BY A CROWN APPROVED PULL TEST INSPECTOR AND AREPORT SHALL BE PROVIDED INDICATING TESTING RESULTS.PHOTOGRAPHSCED-SOW-10007PHOTOGRAPHS SHALL BE SUBMITTED TO THE MI. PHOTOS SHALL DOCUMENT ALL PHASES OF THECONSTRUCTION. THE PHOTOS SHALL BE ORGANIZED IN A MANNER THAT EASILY IDENTIFIES THE EXACTLOCATION OF THE PHOTO.BOLT INSTALLATION VERIFICATION REPORTCED-SOW-10007THE MI INSPECTOR SHALL VERIFY THE INSTALLATION AND TIGHTNESS 10% OF ALL NON PRE-TENSIONEDBOLTS INSTALLED AS PART OF THE MODIFICATION. THE MI INSPECTOR SHALL LOOSEN THE NUT AND VERIFYTHE BOLT HOLE SIZE AND CONDITION. THE MI REPORT SHALL CONTAIN THE COMPLETED BOLT INSTALLATIONVERIFICATION REPORT, INCLUDING THE SUPPORTING PHOTOGRAPHS.PUNCHLIST DEVELOPMENT AND CORRECTION DOCUMENTATIONCED-PRC-10283CED-FRM-10285FINAL PUNCHLIST INDICATING ALL NONCONFORMANCE(S) IDENTIFIED AND THE FINAL RESOLUTION/APPROVAL.MI INSPECTOR REDLINE OR RECORD DRAWING(S)CED-SOW-10007THE MI INSPECTOR SHALL OBSERVE AND REPORT ANY DISCREPANCIES BETWEEN THE CONTRACTOR'SREDLINE DRAWING AND THE ACTUAL COMPLETED INSTALLATION.ADDITIONAL TESTING AND INSPECTIONS:GENERALTHE MI IS AN ON-SITE VISUAL AND HANDS-ON INSPECTION OF TOWER MODIFICATIONS INCLUDING A REVIEW OF CONSTRUCTION REPORTS ANDADDITIONAL PERTINENT DOCUMENTATION PROVIDED BY THE GENERAL CONTRACTOR (GC), AS WELL AS ANY INSPECTION DOCUMENTS PROVIDED BY3RD PARTY INSPECTORS. THE MI IS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, NAMELYTHE MODIFICATION DRAWINGS; IN ACCORDANCE WITH APPLICABLE CROWN STANDARDS; AND AS DESIGNED BY THE ENGINEER OF RECORD (EOR).NO DOCUMENT, CODE OR POLICY CAN ANTICIPATE EVERY SITUATION THAT MAY ARISE. ACCORDINGLY, THIS CHECKLIST IS INTENDED TO SERVE AS ASOURCE OF GUIDING PRINCIPLES IN ESTABLISHING GUIDELINES FOR MODIFICATION INSPECTION.THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE MODIFICATION DESIGN ITSELF, AND THEMI INSPECTOR DOES NOT TAKE OWNERSHIP OF THE MODIFICATION DESIGN. OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESSAND INTEGRITY RESIDES WITH THE EOR AT ALL TIMES. THE MI INSPECTOR SHALL INSPECT AND NOTE CONFORMANCE/NONCONFORMANCE AND PROVIDETO THE CROWN POINT OF CONTACT (CROWN POC) FOR EVALUATION.ALL MI'S SHALL BE CONDUCTED BY A CROWN APPROVED MI INSPECTOR, WORKING FOR A CROWN APPROVED MI VENDOR. SEE CROWN CED-LST-10173,"APPROVED MI VENDORS".TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET, IT IS VITAL THAT THE GENERAL CONTRACTOR (GC) AND THE MI INSPECTOR BEGINCOMMUNICATING AND COORDINATING AS SOON AS A PURCHASE ORDER ( PO) IS RECEIVED. IT IS EXPECTED THAT EACH PARTY WILL BE PROACTIVE INREACHING OUT TO THE OTHER PARTY. IF CONTACT INFORMATION IS NOT KNOWN THE GC AND/OR INSPECTOR SHALL CONTACT THE CROWN POINT OFCONTACT (POC).REFER TO CROWN CED-SOW-10007, "MODIFICATION INSPECTION SOW", FOR FURTHER DETAILS AND REQUIREMENTS.SERVICE LEVEL COMMITMENTTHE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND EFFECTIVENESS OF DELIVERING AN MIREPORT:·THE GC SHALL PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE, PREFERABLY 10, TO THE MI INSPECTOR AS TO WHEN THE SITE WILL BE READYFOR THE MI TO BE CONDUCTED.·THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT.·WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR ANY GUY WIRE TENSIONING ORRE-TENSIONING OPERATIONS.·WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE MI TO HAVE ANY MINOR DEFICIENCIES CORRECTEDDURING THE INITIAL MI. THEREFORE, THE GC MAY CHOOSE TO COORDINATE THE MI CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES AREAT THEIR DISPOSAL WHEN THE MI INSPECTOR IS ON SITE.REQUIRED PHOTOSBETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS, AT A MINIMUM, ARE TO BE TAKEN AND INCLUDED IN THE MI REPORT:·PRE-CONSTRUCTION GENERAL SITE CONDITION·PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTION/ERECTION AND INSPECTION··RAW MATERIALS··PHOTOS OF ALL CRITICAL DETAILS··FOUNDATION MODIFICATIONS··WELD PREPARATION··BOLT INSTALLATION··FINAL INSTALLED CONDITION··SURFACE COATING REPAIR·POST CONSTRUCTION PHOTOGRAPHS··FINAL INFIELD CONDITIONPHOTOS OF ELEVATED MODIFICATIONS TAKEN ONLY FROM THE GROUND SHALL BE CONSIDERED INADEQUATE.THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS, PLEASE REFER TO CROWN DOCUMENT # CED-SOW-10007.MODIFICATION INSPECTION NOTESNANANAXNANAXX OR NANANANANANANANAXXXX OR NAXNAXNAXXX OR NAMODIFICATIONINSPECTIONCHECKLIST0THE MI CHECKLIST SHALL BE REVIEWED PRIOR TO THE START OF CONSTRUCTION. ALL PARTIES TO THE MODIFICATION SHALL UNDERSTAND CROWN REQUIREMENTS AND INSPECTION/DOCUMENTATION THAT IS APPLICABLE TO THE SCOPE OF WORK THEY AREPERFORMING. ERRORS ON THE MI CHECKLIST SHALL BE BROUGHT TO THE ATTENTION OF THE CROWN POC AND EOR AS SOON AS POSSIBLE. S-3NOTES.DETAIL DRAWINGS SHALL GOVERNOVER ANY VARIANCE FROM THIS SHEETNO.DATEDESCRIPTIONBYREVISIONSTHIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT ISPRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THEINFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE.SITE NAME: PORT ST. LUCIE(DYER RD.)BU NUMBER: 870159WO NUMBER: 1776764SITE ADDRESS:1100 DYER ROADPORT SAINT LUCIE, FL 34985ST. LUCIE COUNTY, USAENG/QA BY:DFT BY:DFT/QA BY:APRV'D BY:SCALE: N.T.S.DATE:DATE:DATE:DATE:REVMJL08/08/19SL08/08/19SL08/08/19MAS08/08/190GENERAL NOTES1.The General Contractor (GC) shall reference CED-STD-10159, "TowerModification Construction Specifications", as a continuation of the followingGeneral Notes. The GC shall keep a copy of this document with the StructuralDesign Drawings (SDD) at all times, and shall ensure that all ContractorPersonnel are aware of the information enclosed within the General Notes andCED-STD-10159.2.The Contract Documents are the property of Crown Castle (Crown). They areprovided to the GC and its Lower Tier Contractors and material suppliers forthe limited purpose of use in completing the Work for this Site, and shall bekept in strict confidence and not disclosed to any third parties. The ContractDocuments shall not be used for any other purpose whatsoever without theprior written consent of Crown.3.Detail drawings, including notes and tables, shall govern over general notesand typical details. Contact the Crown Point of Contact (POC) and Engineer ofRecord (EOR) for clarification as needed.4.Do not scale drawings.5.Any Work performed without a prefabrication mapping is done at the risk of theGC and/or fabricator. All dimensions of existing structural elements areassumed based on the available documentation and are preliminary untilfield-verified by the GC, unless noted otherwise (UNO). Where discrepanciesare found, GC shall contact the Crown POC and EOR through RFI.6.For this analysis and modification, the tower has been assumed to be in goodcondition without any structural defects, UNO. If the GC discovers anyindication of an existing structural defect, contact the Crown POC and EORimmediately.7.All construction means and methods, including but not limited to erection plans,rigging plans, climbing plans, and rescue plans, shall be the responsibility ofthe GC responsible for the execution of the Work contained herein, and shallmeet ANSI/ASSE A10.48 (latest edition); federal, state, and local regulations;and any applicable industry consensus standards related to the constructionactivities being performed. All rigging plans shall adhere to ANSI/ASSE A10.48(latest edition) and Crown standard CED-STD-10253, "Rigging Program",including the required involvement of a qualified engineer for class IVconstruction to certify the supporting structure(s) in accordance with theANSI/TIA-322 (latest edition).8.The structural integrity of the modification design extends to the completecondition only. The GC must be cognizant that the removal of any structuralcomponent of an existing tower has the potential to cause the partial orcomplete collapse of the structure. All necessary precautions must be taken toensure structural integrity, including, but not limited to, engineering assessmentof construction stresses with installation maximum wind speed and/ortemporary bracing and shoring.9.Aerial and underground utilities and facilities may or may not be shown on thedrawings. The GC shall take every precaution to preserve and protect theseitems, which may include aerial or underground power lines, telephone lines,water lines, sewer lines, cable television facilities, pipelines, structures andother public and private improvements within or adjacent to the Work area. Theresponsibility for determining the actual on-site location of these items shallrest exclusively with the GC.10.All manufacturer's hardware assembly instructions shall be followed, UNO.Conflicting notes shall be brought to the attention of the EOR and the CrownPOC.11.The GC shall fabricate all required items per the materials specified below,UNO on the detail drawing sheets. If the GC finds for any component that thematerials have not been clearly specified, the GC shall submit an RFI to theEOR to confirm the required material.All structural elements shall be new and shall conform to the followingrequirements, UNO:Monopoles:·Structural shapes and plates: ASTM A572 Grade 65 (FY = 65 KSI)·Welding electrodes, SMAW: E80XX·Welding electrodes, FCAW: E8XT-XXSelf-Support and Guyed Towers:·Structural shapes and plates: ASTM A572 Grade 50 (FY = 50 KSI)·Welding electrodes, SMAW: E70XX·Welding electrodes, FCAW: E7XT-XXAll tower types:·Steel angle:ASTM A572 Grade 50 (FY = 50 KSI)·Solid rod:ASTM A36 (FY = 36 KSI)·Pipe/tube (round):ASTM A500 Grade C (FY = 46 KSI)·Pipe/tube (square):ASTM A500 Grade C (FY = 50 KSI)·Bolts: ASTM F3125 Grade A325 Type 1·U-bolts:ASTM A307 Grade A, or SAE J429 Grade 2·Nuts: ASTM A563 Grade DH·Washers: ASTM F436 Type 1·Guy Wires:ASTM A475 Grade EHS·Bridge Strand:ASTM A586 Grade 112.After fabrication, hot-dip galvanize all steel items, UNO. Galvanize per ASTMA123, ASTM A153/A153M, or ASTM A653 G90, as applicable. ASTM A490bolts shall not be hot-dip galvanized, but shall instead be coated with Magni565 or EOR approved equivalent, per ASTM F2833.13.Contractor Personnel shall not drill holes in any new or existing structuralmembers, other than those drilled holes shown on structural drawings, withoutthe approval of the EOR.14.For a list of Crown-approved cold galvanizing compounds, refer toENG-STD-10149, “Tower Protective Coatings Guidelines”.15.All exposed structural steel as the result of this scope of Work including welds(after final inspection of the weld by the CWI), field drilled holes, and shaftinteriors (where accessible), shall be cleaned and two (2) coats coldgalvanizing shall be applied by brush in accordance with ENG-STD-10149,“Tower Protective Coatings Guidelines”. Photo documentation is required to besubmitted to the MI Inspector.16.If removal of existing modifications is required per the modification scope, theGC shall clean and cold galvanize any existing empty bolt holes, UNO. Ifadditional unexpected, oversized, or slotted holes are found, the GC shallcontact the EOR and Crown POC for guidance prior to proceeding with themodifications.17.All Work involving base plate grout scope items or resulting in disturbance ofbase plate grout shall reference ENG-STD-10323, "Base Plate Grout", andshall follow any Base Plate Grout Removal Notes contained herein.18.All tower grounding affected by the Work shall be repaired or replaced inaccordance with OPS-STD-10090, "Tower Grounding", and OPS-BUL-10133,"Grounding Repair Recommendation".19.If scope of modification requires removal or covering of tower ID tag, the tagmust be replaced.20.Any hardware removed from the existing tower shall be replaced with newhardware of equal size and quality, UNO. No existing fasteners shall be reused.21.All joints using ASTM A325 or A490 bolts, U-bolts, V-bolts, and threaded rodsshall be snug tightened, UNO.22.A nut locking device shall be installed on all proposed and/or replaced snugtightened ASTM A325 or A490 bolts, U-bolts, V-bolts, and threaded rods.23.All joints are bearing type connections UNO. If no bolt length is given in the Billof Materials, the connection may include threads in the shear planes, and theGC is responsible for sizing the length of the bolt.24.Blind bolts shall be installed per the installation specifications on thecorresponding Approved Fastener sheets contained in CED-CAT-10300,"Monopole Standard Drawings and Approved Reinforcement Components".25.If ASTM A325 or A490 bolts, and/or threaded rods are specified to bepre-tensioned, these shall be installed and tightened to the pretensionedcondition according to the requirements of the RCSC Specification forStructural Joints Using ASTM High Strength Bolts.26.All proposed and/or replaced bolts shall be of sufficient length such that theend of the bolt be at least flush with the face of the nut. It is not permitted forthe bolt end to be below the face of the nut after tightening is completed. S-4NOTES.DETAIL DRAWINGS SHALL GOVERNOVER ANY VARIANCE FROM THIS SHEETNO.DATEDESCRIPTIONBYREVISIONSTHIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT ISPRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THEINFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE.SITE NAME: PORT ST. LUCIE(DYER RD.)BU NUMBER: 870159WO NUMBER: 1776764SITE ADDRESS:1100 DYER ROADPORT SAINT LUCIE, FL 34985ST. LUCIE COUNTY, USAENG/QA BY:DFT BY:DFT/QA BY:APRV'D BY:SCALE: N.T.S.DATE:DATE:DATE:DATE:REVMJL08/08/19SL08/08/19SL08/08/19MAS08/08/190GUY WIRE TENSIONING (FOR GUYED TOWERS ONLY)1.Only those personnel that have been qualified through the procedure as outlined in CED-PRC-10182, "QualificationRequirements for General Contractors Performing TTP", shall perform this work on Crown guyed towers that requireadjustment or guy wire tension as a part of a modification design.2.When replacing guy wires, refer to CED-STD-10261, "Guy Wire Construction and Tension, Twist, and Plumb", forprocedures to follow. A rigging plan is required.3.All guy wire tension must be performed in accordance with CED-STD-10261, "Guy Wire Construction and Tension, Twist,and Plumb". All guy tension reporting must be completed utilizing CED-FRM-10261, "Tension Twist and Plumb Tool".This completed document shall be provided to the modification inspector.4.If the existing guy wires contain rust, the GC shall not clean or cold galvanize the guy wires in these locations. All existingguy hardware shall be cleaned and free from rust and coated with Crown-approved cold galvanizing compound perENG-STD-10149, “Tower Protective Coatings Guidelines”.5.The GC shall tension the guy wire to within a range from the target tension to +/- 10% of the target tension for guy wires<= 1" and within +/- 5% for guy wires > 1" in diameter. The GC should tension to the upper 75th percentile of the limits. 176'-0"BASE LEVEL DRAWINGTOWER MODIFICATION SCHEDULEELEVATION (FT)240.0 - 260.0TOWER MODIFICATION DESCRIPTIONAPRIOR TO FABRICATION AND INSTALLATION, CONTRACTOR SHALL FIELD VERIFY ALLLENGTHS AND QUANTITIES GIVEN. LENGTH AND QUANTITIES PROVIDED ARE FOR QUOTINGPURPOSES ONLY, AND SHALL NOT BE USED FOR FABRICATION.S-6REFERENCESHEETTOWER ELEVATIONLEG A276.0REMOVE ALL EQUIPMENTBABLEG BLEG CADD NEW CLAMPED ON SOLID RODSFOR PARTS NOT DETAILED WITHIN THE DRAWING AND STARTING WITH "CCI-", SEE THEFOLLOWING CATALOG FOR DETAILS: CED-CAT-10301, GUYED TOWER STANDARD DRAWINGSAND APPROVED REINFORCEMENT COMPONENTS / CED-CAT-10302, SELF SUPPORT TOWERSTANDARD DRAWINGS AND APPROVED REINFORCEMENT COMPONENTSS-50.0 FT66.9 FT126.9 FT186.9 FT246.9 FT306.9 FT366.9 FT416.3 FT466.9 FT480.0 FT276.0 FT240.0 FT260.0 FTEXISTING 5/8 EHS GUY WIRE IT=14%EXISTING 7/8 EHS GUY WIRE IT=8%EXISTING 9/16 EHS GUY WIRE IT=8%EXISTING 9/16 EHS GUY WIRE IT=8%EXISTING 7/8 EHS GUY WIRE IT=8%EXISTING 7/8 EHS GUY WIRE IT=8%EXISTING 3/4 EHS GUY WIRE IT=15%EXISTING 3/4 EHS GUY WIRE IT=15%EXISTING 7/8 EHS GUY WIRE IT=15%EXISTING 7/8 EHS GUY WIRE IT=15%EXISTING 7/8 EHS GUY WIRE IT=15%EXISTING 7/8 EHS GUY WIRE IT=15%EXISTING 1 EHS GUY WIRE IT=15%EXISTING 1 EHS GUY WIRE IT=15%(OTHER CONSIDERED EQUIPMENT)(1) 17/64" TO 180 FT LEVEL(PROPOSED EQUIPMENT CONFIGURATION)(4) 1-5/8" TO 254 FT LEVEL(PROPOSED EQUIPMENT CONFIGURATION)(4) 1-5/8" TO 254 FT LEVEL(OTHER CONSIDERED EQUIPMENT)(1) 1-1/4" TO 316 FT LEVEL(OTHER CONSIDERED EQUIPMENT)(1) EW63 TO 267 FT LEVEL(1) EW63 TO 316 FT LEVEL(OTHER CONSIDERED EQUIPMENT)(1) EW63 TO 346 FT LEVEL(OTHER CONSIDERED EQUIPMENT)(1) 1-5/8" TO 380 FT LEVEL(OTHER CONSIDERED EQUIPMENT)(1) 1/2" TO 238 FT LEVEL(1) 7/8" TO 427 FT LEVEL(OTHER CONSIDERED EQUIPMENT - ABANDONED)(1) 1/2" TO 118 FT LEVEL(1) 1/2" TO 438 FT LEVEL(OTHER CONSIDERED EQUIPMENT)(1) EW20 TO 477 FT LEVEL(OTHER CONSIDERED EQUIPMENT - ABANDONED)(12) 1-5/8" TO 130 FT LEVEL(OTHER CONSIDERED EQUIPMENT)(2) 7/8" TO 457 FT LEVEL(PROPOSED EQUIPMENT CONFIGURATION)(1) 1-3/5" TO 254 FT LEVEL(4) 1-5/8" TO 254 FT LEVELS-5.NO.DATEDESCRIPTIONBYREVISIONSTHIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT ISPRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THEINFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE.SITE NAME: PORT ST. LUCIE(DYER RD.)BU NUMBER: 870159WO NUMBER: 1776764SITE ADDRESS:1100 DYER ROADPORT SAINT LUCIE, FL 34985ST. LUCIE COUNTY, USAENG/QA BY:DFT BY:DFT/QA BY:APRV'D BY:SCALE: N.T.S.DATE:DATE:DATE:DATE:REVMJL08/08/19SL08/08/19SL08/08/19MAS08/08/19TOWERMODIFICATIONSCHEDULE0 SOLID ROD INSTALLATIONB-B2" MAX FROMEXISTING WELD(TYP)3 1/2" MAX(TYP)3"(TYP)NEW SOLID RODHORIZONTAL(TYP)EXISTING DIAGONALEXISTING TOWER LEG(TYP)S-6EXISTING SOLID RODHORIZONTAL(TYP)A-AS-6NEW WIRE CLIP(TYP)S-6B-BSOLID ROD CONNECTIONOPTION 2EXISTING SOLID RODNEW SOLID RODSAME SIZE AS EXISTINGS-6A-ASOLID ROD CONNECTIONOPTION 1NEW WIRE CLIPNEW SOLID RODSAME SIZE AS EXISTINGEXISTING SOLID RODNEW WIRE CLIPELEVATION (FT)ROD QUANTITYROD DIAMETERROD LENGTHBILL OF MATERIALS240.0 - 260.0WIRE CLIPQUANTITY2113'-3"126NOTES:1.IF EXISTING SOLID ROD MEMBERS ARE BENT, THEY WILL NEED STRAIGHTENING PRIOR TOATTACHMENT OF NEW MEMBERS. USE PROPER TOOLS & AVOID STRESSING OTHER TOWERMEMBERS & WELDS OF BENT MEMBERS. REFERENCE CROWN ENG-STD-10022: REINFORCINGBENT BRACING MEMBERS.2.NEW SOLID ROD SHALL BE INSTALLED PARALLEL & STRAIGHT AGAINST EXISTING SOLID RODMEMBER.3.NEW SOLID ROD MUST BE SNUG TIGHT.4.NEW SOLID ROD MUST BE ASTM A36 OR GREATER, UNO.5.SOLID ROD CONNECTION: OPTION 1 IS THE DEFAULT OPTION.6.THE WIRE CLIP SIZE SHALL MATCH THE ROD SIZE, UNLESS NOTED OTHERWISE.S-6.NO.DATEDESCRIPTIONBYREVISIONSTHIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT ISPRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THEINFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE.SITE NAME: PORT ST. LUCIE(DYER RD.)BU NUMBER: 870159WO NUMBER: 1776764SITE ADDRESS:1100 DYER ROADPORT SAINT LUCIE, FL 34985ST. LUCIE COUNTY, USAENG/QA BY:DFT BY:DFT/QA BY:APRV'D BY:SCALE: N.T.S.DATE:DATE:DATE:DATE:REVMJL08/08/19SL08/08/19SL08/08/19MAS08/08/19DETAILS0