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Home My WebLink AboutStructural Analysis ReportY Date: March 23, 2021 Subject. Carrier Designation: Crown Castle Designation: Engineering Firm Designation: Site Data: P10CE E® APR 2 9 2021 ST. Lucia County, Permitting Structural Analysis Report T-Mobile Co -Locate Site Number: Site Name: B +T G R P. B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 A2P0036B N/A BU Number: 870159 Site Name: Port St. Lucie (Dyer Rd.) JDE Job Number: 638425 Work Order Number: 1927811 Order Number: 547873 Rev. 0 B+T Group Project Number: 148140.001.01 1100 Dyer Road, Port Saint Lucie, St. Lucie County, FL Latitude 27° 19' 27.58", Longitude -80° 18' 47.82" 480 Foot - Guyed Tower B+T Group is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above -mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Proposed Equipment Configuration Sufficient Capacity This analysis has been performed in accordance with the 2018 International Building Code based upon an ultimate 3-second gust wind speed of 161 mph. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Braden Tabb, P.E. Respectfully submitted by: B+T Engineering, Inc. _ 57199 * STATE OF OR ,FssIO N N. E� 4iirii 1I IV Chad E. Tuttle, P.E. tnxTower Report - version 8.0.7.5 480 Ft Guyed Tower Structural Analysis Project Number 148140.001.01, Order 547873, Revision 0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 — Tower Component Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations March 23, 2021 CC/ BU No 870159 Page 2 tnxTower Report - version 8.0.7.5 480 Ft Guyed Tower Structural Analysis Project Number 148140.001.01, Order 547873, Revision 0 1) INTRODUCTION This tower is a 480 ft. Guyed tower designed by Sabre Communications in February of 1998. I March 23, 2021 CC/ BU No 870159 Page 3 The tower has been modified per reinforcement drawings prepared by P-Sec in October of 2010. Reinforcement consists of reinforcing torque arms at 467',416',367',308' and 248' and replacing guy wires at 187' and 467'. 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 f Mounting, Level (ft) Center Line Elevation : ft O Number of,; j Antennas .: ' ' Antenna Manufacturer E , Antenna Model° Number of Feed Lines Lme Size (in) 3 Commscope FFV4-65C-R3-V1 TMO 3 Ericsson AIR6449 B41 T-MOBILE 254.0 256.0 15 1-5/8 3 Ericsson RADIO 4415 B25_TMO 3 Ericsson RADIO 4424 B25 TMOV1 3 Ericsson RADIO 4449 B71 B85A T- MOBILE 254.0 3 SitePro1 VFA12-HD Table 2 - Other Considered Equipment Mounting Center 'Number Line i Anten a Number Feed Level ft O Elevation 'Manufacturer of` • Antenna Model of Feed Line Size. (ft) Antennas ° Lmes. 6M 1 Microwave Radio I ULTRASCAN DR II-6.5/7GHZ 457.0 457.0 2 7/8 2 -- Side Arm Mount [SO 601-1] 438.0 438.0 1 -- Side Arm Mount [SO 602-1] 1 1/2 427.0 427.0 1 Shively Labs 6810-4 1 7/8 384.0 1 Kathrein 75010074 F380.0 1 1-5/8 380.0 1 — Side Arm Mount [SO 308-1] 373.0 373.0 1 -- Side Arm Mount [SO 602-3] -- -- 1 Andrew PL6-65-PXA 346.0 346.0 1 EW63 1 — Pipe Mount [PM 601-1] 276.0 276.0 1 -- Side Arm Mount [SO 602-3] 238.0 1 — Pipe Mount [PM 601-1] F238.0 1 1/2 237.0 1 Kathrein CA5-150EB/CP 2 Cellmax Tech. CMA-13/3324 131.0 3 Cellmax Tech. CMA-B/3324 130.0 12 1-5/8 1 Cellmax Tech. CMA-13/6521 130.0 1 — Sector Mount [SM 402-3] tnxTower Report - version 8.0.7.5 480 Ft Guyed Tower Structural Analysis Project Number 148140. 001. 01, Order 547873, Revision 0 3) ANALYSIS PROCEDURE Table 3 - Documents Provided March 23, 2021 CC/ BU No 870159 Page 4 ' Document Reference Source Tower Manufacturer Drawing 1299446 CCI Sites 2608344 CCI Sites Tower Modification Drawing 2735731 CCI Sites Post Modification Inspection 2848311 CCI Sites Foundation Drawing 1300431 CCI Sites Geotech Report 1300377 CCI Sites Crown CAD Package Date: 02/17/2021 CCI Sites 3.1) Analysis Method tnxTower (version 8.0.7.5), 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. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 standard. 3.2) Assumptions 1) Tower and structures were maintained in accordance with the TIA-222 Standard. 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. B+T Group should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Section': No. Elevation (ft) Comp Component Type ; Size critical Element P. (K) SF*P_allow (K)' %. Capacity Pass / Fall , T1 480 - 460 Leg 21/4 2 -85.066 130.601 65.1 Pass T2 460 - 440 Leg 2 114 51 -93.131 130.601 71.3 Pass T3 440 - 420 Leg 2 1 /4 97 -91.383 130.601 70.0 Pass T4 420 - 400 Leg 2 1/2 145 -128.749 172.768 74.5 Pass T5 400 - 380 Leg 2 3/4 193 -126.610 220.013 57.5 Pass T6 380 - 360 Leg 2 3/4 241 -162.529 220.013 73.9 Pass T7 360 - 340 Leg 2 3/4 289 -172.144 220.013 78.2 Pass T8 340 - 320 Leg 2 3/4 337 -164.908 220.013 75.0 Pass T9 320 - 300 Leg 3 114 386 -194.906 329.286 59.2 Pass T10 300 - 280 Leg 3 435 -187.592 272.214 68.9 Pass T11 280 - 260 Leg 3 112 483 -195.716 391.173 50.0 Pass T12 260 - 240 Leg 3 112 531 -247.493 391.173 63.3 Pass T13 240 - 220 Leg 3 1/2 577 -253.662 391.173 64.8 Pass T14 220 - 200 Leg 3 1/2 625 -254.016 391.173 64.9 Pass T15 200 -180 Leg 3 1/2 673 -259.205 391.173 66.3 Pass tnxTower Report - version 8.0.7.5 480 Ft Guyed Tower Structural Analysis Project Number 148140.001.01, Order 547873, Revision 0 March 23, 2021 CC/ BU No 870159 Page 5 Section No ' - Elevation (ft) • .. r Component Type x Size Critical Element ; P (IQ SF*P_altov wof (K) Capacity Pass,1 Fill T16 180 - 160 Leg 3 1/2 721 -252.217 391.173 64.5 Pass T17 160 - 140 Leg 3 1/2 769 -266.102 391.173 68.0 Pass T18 140 - 120 Leg 3 1/2 817 -293.763 391.173 75.1 Pass T19 120 - 100 Leg 3 1/2 865 -277.621 391.173 71.0 Pass T20 100 - 80 Leg 3 1/2 914 -272.099 391.173 69.6 Pass T21 80 - 60 Leg 3 1/2 961 -275.251 391.173 70.4 Pass T22 60 - 40 Leg 3 1/2 1010 -299.054 391.173 76.5 Pass T23 40 - 20 Leg 3 1/2 1058 -300.496 391.173 76.8 Pass T24 20 - 6.4375 Leg 3 1/2 1106 -288.470 389.622 74.0 Pass T25 6.4375 - 0 Leg 3 1/2 1140 -290.878 433.709 67.1 Pass T1 480 - 460 Diagonal 1 1/2 17 -6.294 33.673 18.7 Pass T2 460 - 440 Diagonal 1 3/8 87 -4.890 25.343 19.3 Pass T3 440 - 420 Diagonal 1 3/8 106 -8.572 25.343 33.8 Pass T4 420 - 400 Diagonal 1 1/2 189 -6.995 33.907 20.6 Pass T5 400 - 380 Diagonal 1 1/2 202 -6.605 34.141 19.3 Pass T6 380 - 360 Diagonal 1 1/2 271 -9.249 34.141 27.1 Pass T7 360 - 340 Diagonal 1 1/2 327 -6.679 34.141 19.6 Pass T8 340 - 320 Diagonal 1 1/2 353 -10.486 34.141 30.7 Pass T9 320 - 300 Diagonal 1 314 415 1 -13.339 54.540 24.5 Pass T10 300 - 280 Diagonal 1 1/2 478 -7.884 34.376 22.9 Pass T11 280 - 260 Diagonal 1 1/2 497 -8.327 34.845 23.9 Pass T12 260 - 240 Diagonal 1 1/2 560 -18.681 34.845 53.6 Pass T13 240 - 220 Diagonal 1 1/2 622 -9.467 34.845 27.2 Pass T14 220 - 200 Diagonal 1 1/2 636 1 -7.659 34.845 22.0 Pass T15 200 - 180 Diagonal 1 1/2 704 -10.568 34.845 30.3 Pass T16 180 - 160 Diagonal 1 1/2 765 -7.274 34.845 20.9 Pass T17 160 - 140 Diagonal 1 1/2 785 -10.199 34.845 29.3 Pass T18 140 - 120 Diagonal 1 1/2 841 -14.644 34.845 42.0 Pass T19 120 - 100 Diagonal 1 1/2 911 -12.501 34.845 35.9 Pass T20 100 - 80 Diagonal 1 1/2 959 -7.878 34.845 22.6 Pass T21 80 - 60 Diagonal 1 1/2 979 -12.207 34.845 35.0 Pass T22 60 - 40 Diagonal 1 1/2 1055 -11.413 34.845 32.8 Pass T23 40 - 20 Diagonal 1 1/2 1073 -8.073 34.845 23.2 1 Pass T24 20 - 6.4375 Diagonal 1 1/2 1135 -8.947 34.620 25.8 Pass T1 480 - 460 Horizontal 1 23 -4.863 13.013 37.4 Pass T2 460 - 440 Horizontal 1 63 -1.613 13.013 12.4 Pass T3 440 - 420 Horizontal 1 117 -2.317 13.013 17.8 Pass T4 420 - 400 Horizontal 1 187 -6.014 13.126 45.8 Pass T5 400 - 380 Horizontal 1 206 -2.193 13.238 16.6 Pass T6 380 - 360 Horizontal 1 261 -9.504 13.238 71.8 Pass T7 360 - 340 Horizontal 1 302 -2.982 13.238 22.5 Pass T8 340 - 320 Horizontal 1 357 -2.856 13.238 21.6 Pass T9 320 - 300 Horizontal 1 405 -8.026 13.464 59.6 Pass T10 300 - 280 Horizontal 1 454 -3.249 13.351 24.3 Pass T11 280 - 260 Horizontal 1 495 -3.390 13.577 25.0 Pass T12 260 - 240 Horizontal 1 549 -13.488 13.577 99.3 Pass tnxTower Report - version 8.0.7.5 480 Ft Guyed Tower Structural Analysis Project Number 148140.001.01, Order 547873, Revision 0 March 23, 2021 CC/ BU No 870159 Page 6 Sect Noion i Elevation ft . �) iP Com onenf Type Size a Elenie Critic I . nt P (K) � SF*P .alloHi K � �) Capacity p Pass /Fail T13 240 - 220 Horizontal 1 592 -4.394 13.577 32.4 Pass T14 220 - 200 Horizontal 1 638 -4.400 13.577 32.4 Pass T15 200 - 180 Horizontal 1 694 11.425 26.719 42.8 1 Pass T16 180 - 160 Horizontal 1 734 -4.369 13.577 32.2 Pass T17 160 - 140 Horizontal 1 782 -4.609 13.577 33.9 Pass T18 140 - 120 Horizontal 1 830 -5.088 13.577 37.5 Pass T19 120 - 100 Horizontal 1 885 -4.809 1 13.577 35.4 Pass T20 100 - 80 Horizontal 1 933 -4.713 13.577 34.7 Pass T21 80 - 60 Horizontal 1 974 -4.767 13.577 35.1 Pass T22 60 - 40 Horizontal 1 1022 -5.180 13.577 38.2 Pass T23 40 - 20 Horizontal 1 1070 -5.205 13.577 38.3 Pass T24 20 - 6.4375 Horizontal 1 1125 -4.996 13.577 36.8 Pass T25 6.4375 - 0 Horizontal 9x3/8 1152 -5.233 15.624 33.5 Pass T1 480 - 460 Secondary Horizontal 1 34 0.000 26.719 0.0 Pass T2 460 - 440 Secondary Horizontal 1 96 0.000 26.719 0.0 Pass T3 440 - 420 Secondary Horizontal 1 116 -0.000 18.865 0.0 Pass T4 420 - 400 Secondary Horizontal 1 178 -0.000 18.894 0.0 Pass T5 400 - 380 Secondary Horizontal 1 240 -0.000 18.923 0.0 Pass T6 380 - 360 Secondary Horizontal 1 267 -0.000 18.923 0.0 Pass T7 360 - 340 Secondary Horizontal 1 308 -0.000 18.923 0.0 Pass T8 340 - 320 Secondary Horizontal 1 349 -0.000 18.923 0.0 Pass T9 320 - 300 Secondary Horizontal 1 411 -0.000 18.982 0.0 Pass T10 300 - 280 Secondary Horizontal 1 452 -0.000 18.952 0.0 Pass T11 280 - 260 Secondary Horizontal 1 500 -0.000 19.013 0.0 Pass T12 260 - 240 Secondary Horizontal 1 548 -0.000 19.013 0.0 Pass T13 240 - 220 Secondary Horizontal 1 624 -0.000 19.013 0.0 Pass T14 220 - 200 Secondary Horizontal 1 672 -0.000 19.013 0.0 Pass T15 200 - 180 Secondary Horizontal 1 720 -0.000 19.013 0.0 Pass T16 180 - 160 Secondary Horizontal 1 768 -0.000 19.013 0.0 Pass T17 160 - 140 Secondary Horizontal 1 788 -0.000 19.013 0.0 Pass T18 140 - 120 Secondary Horizontal 1 836 -0.000 19.013 0.0 Pass T19 120 - 100 Secondary Horizontal 1 884 -0.000 1 19.013 0.0 Pass T20 1 100 - 80 Secondary Horizontal 1 932 -0.000 19.013 0.0 Pass T21 80 - 60 Secondary Horizontal 1 980 -0.000 19.013 0.0 Pass T22 60 - 40 Secondary Horizontal 1 1028 -0.000 19.013 0.0 Pass T23 40 - 20 Secondary Horizontal 1 1076 -0.000 19.013 0.0 Pass T24 20 - 6.4375 Secondary Horizontal 1 1124 -0.000 19.013 0.0 Pass T1 480 - 460 Top Girt 1 6 -0.240 13.013 1.8 Pass T2 460 - 440 Top Girt 1 53 -1.271 13.013 9.8 Pass T3 440 - 420 Top Girt 1 102 -0.601 13.013 4.6 Pass T4 420 - 400 Top Girt 1 148 3.767 26.719 14.1 Pass T5 400 - 380 Top Girt 1 198 0.644 26.719 2.4 Pass T6 380 - 360 Top Girt 1 245 0.895 26.719 3.4 Pass T7 360 - 340 Top Girt 1 292 0.500 26.719 1.9 Pass T8 340 - 320 Top Girt 1 340 1.003 26.719 3.8 Pass T9 320 - 300 Top Girt 1 388 1 1.128 26.719 4.2 Pass tnxTower Report - version 8.0.7.5 480 Ft Guyed Tower Structural Analysis Project Number 148140. 001. 01, Order 547873, Revision 0 March 23, 2021 CC/ BU No 870159 Page 7 Se ction, 'No Elevation t l 1 Com orient T e. p yP. , Size~ Critical Element P K (l SF*P allow .(IO %: Capacity a Pass / Fall° j T10 300 - 280 Top Girt 1 437 0.935 26.719 3.5 Pass T11 280 - 260 Top Girt 1 484 1.059 26.719 4.0 Pass T12 260 - 240 Top Girt 1 533 1.141 26.719 4.3 Pass T13 240 - 220 Top Girt 1 582 1.489 26.719 5.6 Pass T14 220 - 200 Top Girt 1 628 1.413 26.719 5.3 Pass T15 200 - 180 Top Girt 1 676 1.474 26.719 5.5 Pass T16 180 - 160 Top Girt 1 724 1.498 26.719 5.6 Pass T17 160 - 140 Top Girt 1 773 1.508 26.719 5.6 Pass T18 140 - 120 Top Girt 1 821 1.583 26.719 5.9 Pass T19 120 - 100 Top Girt 1 869 1.486 26.719 5.6 Pass T20 100 - 80 Top Girt 1 916 1.552 26.719 5.8 Pass T21 80 - 60 Top Girt 1 964 1.633 26.719 6.1 Pass T22 60 - 40 Top Girt 1 1012 1.567 26.719 5.9 Pass T23 40 - 20 Top Girt 1 1060 1.680 26.719 6.3 Pass T24 20 - 6.4375 Top Girt 1 1110 1.645 26.719 6.2 Pass T25 6.4375 - 0 Top Girt 12x3/8 1142 52.521 153.090 34.3 Pass T1 480 - 460 Bottom Girt 1 8 1.958 26.719 7.3 Pass T2 460 - 440 Bottom Girt 1 55 -0.293 13.013 2.3 Pass T3 440 - 420 Bottom Girt 1 104 -2.533 13.013 19.5 Pass T4 420 - 400 Bottom Girt 1 151 0.581 26.719 2.2 Pass T5 400 - 380 Bottom Girt 1 199 0.725 26.719 2.7 Pass T6 380 - 360 Bottom Girt 1 247 1.830 26.719 6.9 Pass T7 360 - 340 Bottom Girt 1 296 0.783 26.719 2.9 Pass T8 340 - 320 Bottom Girt 1 343 0.791 26.719 3.0 Pass T9 320 - 300 Bottom Girt 1 392 1.622 26.719 5.7 Pass T10 300 - 280 Bottom Girt 1 440 1.067 26.719 4.0 Pass T11 280 - 260 Bottom Girt 1 488 1.066 26.719 4.0 Pass T12 260 - 240 Bottom Girt 1 537 2.043 26.719 7.6 Pass T13 240 - 220 Bottom Girt 1 583 1.473 26.719 5.5 Pass T14 220 - 200 Bottom Girt 1 633 1.370 26.719 5.1 Pass T15 200 - 180 Bottom Girt 1 679 1.799 26.719 6.7 Pass T16 180 - 160 Bottom Girt 1 729 1.458 1 26.719 5.5 Pass T17 160 - 140 Bottom Girt 1 777 1.372 26.719 5.1 Pass T18 140 - 120 Bottom Girt 1 825 1.650 26.719 6.2 Pass T19 120 - 100 Bottom Girt 1 873 1.641 26.719 6.1 Pass T20 100 - 80 Bottom Girt 1 921 1.551 26.719 5.8 Pass T21 80 - 60 Bottom Girt 1 968 1.702 26.719 6.4 Pass T22 60 - 40 Bottom Girt 1 1017 1.622 26.719 6.1 Pass T23 40 - 20 Bottom Girt 1 1064 1.554 26.719 5.8 Pass T25 6.4375 - 0 Bottom Girt 12x3/8 1145 -7.250 152.927 35.5 Pass T1 480 - 460 Guy A@466.694 1 1235 42.002 65.835 63.8 Pass T4 420 - 400 Guy A@416.611 7/8 1222 35.330 50.211 70.4 Pass T6 380 - 360 Guy A@366.694 7/8 1210 36.658 50.211 73.0 Pass T9 320 - 300 Guy A@306.694 3/4 1198 27.816 36.729 75.7 Pass T12 260 - 240 Guy A@246.694 7/8 1186 32.369 50.211 64.5 Pass T15 1 200 - 180 Guy A@186.694 9/16 1174 14.458 22.050 65.6 Pass tnxTower Report - version 8.0.7.5 480 Ft Guyed Tower Structural Analysis Project Number 148140.001.01, Order 547873, Revision 0 March 23, 2021 CC/ BU No 870159 Page 8 Section No Elevation (ft) Component Type Size Critical Element P. (K) SF*P'allow - (K) y % Capacity Pass / Fail T18 140 - 120 Guy A@126.694 7/8 1165 34.863 50.211 69.4 Pass T21 80 - 60 Guy A@66.6944 518 1159 18.774 26.712 70.3 Pass T1 480 - 460 Guy B@466.694 1 1230 42.528 65.835 64.6 Pass T4 420 - 400 Guy B@416.611 7/8 1218 35.485 50.211 70.7 Pass T6 380 - 360 Guy B@366.694 7/8 1206 36.203 50.211 72.1 Pass T9 320 - 300 Guy B@306.694 3/4 1195 27.454 36.729 74.7 Pass T12 260 - 240 Guy B@246.694 7/8 1183 32.758 50.211 65.2 Pass T15 200 - 180 Guy B@186.694 9/16 1171 14.393 22.050 65.3 Pass T18 140 - 120 Guy B@126.694 7/8 1164 34.290 50.211 68.3 Pass T21 80 - 60 Guy B@66.6944 5/8 1158 18.470 26.712 69.1 Pass T1 480 - 460 Guy C@466.694 1 1226 41.998 65.835 63.8 Pass T4 420 - 400 Guy C@416.611 7/8 1215 35.613 50.211 70.9 Pass T6 380 - 360 Guy C@366.694 7/8 1203 36.966 50.211 73.6 Pass T9 320 - 300 Guy C@306.694 3/4 1191 27.584 36.729 75.1 Pass T12 260 - 240 Guy C@246.694 7/8 1179 32.144 50.211 64.0 Pass T15 200 - 180 Guy C@186.694 9/16 1166 15.098 22.050 68.5 Pass T18 140 - 120 Guy C@126.694 7/8 1160 33.894 50.211 67.5 Pass T21 80 - 60 Guy C@66.6944 5/8 1154 17.352 26.712 65.0 Pass T18 140 - 120 Top Guy Pull- Off@126.694 3x3/8 1161 10.819 38.272 28.3 Pass T21 80 - 60 Top Guy Pull- Off@66.6944 3x3/8 1155 7.524 38.272 19.7 Pass T1 480 - 460 Torque Arm Top@466.694 C15x33.9 1236 ** ** *" Pass' T4 420 - 400 Torque Arm Top@416.611 C15x33.9 1217 ** _* _= Pass' T6 380 - 360 Torque Arm Top@366.694 C15x33.9 1208 ** •• *. Pass' T9 320 - 300 Torque Arm Top@306.694 C15x33.9 1193 Pass' T12 260 - 240 Torque Arm Top@246.694 C15x33.9 1185 *" *, ** Pass' T15 200 - 180 Torque Arm Top@186.694 C15x33.9 1168 3.517 338.839 30.0 Pass Summary Leg (T7) 78.2 Pass Diagonal (T12) 53.6 Pass Horizontal (T12) 99.3 Pass Secondary Horizontal (T1) 0.0 Pass Top Girt (T25) 34.3 Pass Bottom Girt (T25) 35.5 Pass Guy A (T9) 75.7 Pass Guy B (T9) 74.7 Pass Guy C (T9) 75.1 Pass Top Guy Pull -Off (T18) 28.3 Pass Torque Arm Top (T1) "* Pass' Bolt Checks 36.5 Pass Rating = 99.3 Pass tnxTower Report - version 8.0.7.5 480 Ft Guyed Tower Structural Analysis Project Number 148140.001.01, Order 547873, Revision 0 Table 5 - Tower Comoonent Stresses vs. Capacity — LC5 March 23, 2021 CC/ BU No 870159 Page 9 Notes n . Component , ' . Elevation (ft) ' :r %'Capacity. ` Pass / Fail 1 Base Foundation (Structure) Base 27.9 Pass 1 Base Foundation (Soil Interaction) Base 17.7 Pass 1 Guy Anchor Foundation (Structure) Base 79.0 Pass F-1-7 Guy Anchor Foundation (Soil) Base 77.3 Pass Structure.Ratmg.;(maz flrom all components)-=., ;- R ` 99.390• 9 . Notes: 1) See additional documentation in "Appendix C —Additional Calculations" for calculations supporting the % capacity consumed. 2) Rating per TIA-222-H Section 15.5 4.1) Recommendations The tower and its base and anchor foundations have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report - version 8.0.7.5 APPENDIX A TNXTOWER OUTPUT K m d n a � N m o: m F a N K N r 3 in � u1 F rc y � d^ a 0: ur en c co N n o: ur ¢ N N N N z m vi n e a F a th N N - N m M a d Z a � m � n a a i d z a U W a Q Q m Colo Q LL vl m m N ^ O v v m m2 .5 �..°,a'ta = o `o `o m m a N J J (J (J H m= m F IL ik 480.0 It 466.7 ft 460.0 It 440.0 ft 420.0 It 400.0 ft 380.0 ft 366.7 ft 360.0 ft 340.0 ft 320.0 ft 306.7 It 300.0 It 280.0 ft 260.0 It 246.7 It 240.0 It 220.0 ft 2010 It 186.7 It 180.0 It 1600fl 1410 It 126.7 It 1200 It 100.0 It 80.0 ft 66.7 ft 60.0 ft 40.0 ft 20.0 ft 6.4 ft 0.0 It 2 7 kip-ft (Torque) R=176.500 ft ALL REACTIONS ARE FACTORED B+T Group CiP 1717 S. Boulder, Suite 300 B'T GRP Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 Job: 148140.001.01- Port St Lucie (Dyer Rd.), FL (BU# 87015 Project: Men'. Crown Castle Drawn by: Sudhanva :A,,Id. Code: TIA-222-H Date: 03/23/21 scale: NTS Path: DW, No. E-1 Plot Plan Total Area - 2.26 Acres B+T Group 1717 S. Boulder, Suite 300 B.'r GRP Tulsa, OK74119 Phone: (918) 587-4630 FAX: 918 295-0265 Job: 148140.001.01- Port St Lucie (Dyer Rd.), FL (BU# 87015 Project: Client: Crown Castle Drewnby:Sudhanva ^PP'd Code: TIA-222-H Dale:03/23/21 scale: NTS Path: DWI No. E-2 W TIA-222-H -161 mph Exposure C Leg Capacity Leg Compression (K) 50o <- Minimum -0 Maximum -> .500 480.000 480.000 466.694 I I I I I I I I I I I I I I 466.694 460.000 I I ___________r______7 ______I_______ I I I I I I I I I I ------1-------r---'--T-------------- I I I I I I I I I I I I ------7-------r------r-------I------- I ____ I I I - - - -- I-- I I I - -- --I-- I I I T_______i_______r______ I I I I I I I I I r-------I------- r - - - - - - I I I I I I I I I -----I-------r------ 460.000 440.000 440.000 420.000 420.000 4000000 I I I I I I I I I I I I -------1-------r------Y-------1------- I I I I I I I I ' I I I - ------I-- - - - - - r------Y-------I------- I I I I I I I I I I I I I I I I I I I - - - - - -I- - - -- -I-------r------ I I I I I I I I I I I --- ---I- -----T -I-------r------ I I I I I I I I 400.000 380.00 380.000 366.694 366.694 360.000 340.000 I ------- I-------r------y-------I-- - - - -- I I I I I I I I ' ' ' I ------ y-------r------y-----'-I-- - - - -- I I I I ' ' y_______r______y_______I_______ I I I I I I I I - - - -- I - - - -- -1---- --t- I -- - - - -- r------ I I I I I I I I ' I I -I---- -+ -I------- r - - - - - - I I I I r______ I I I I I I I I 360.000 340.000 320m000 320.000 306.694 306.694 300.000 _ _ _ _ _ _ ' y_______r______y_______I_______ I I 1 I I I I I I I I ------'i-- - - - -------- --------- - - - - -- I I I I I I I I ' ' ' I I I I I I I I ______ I______ +____ f______ I I I I I I I I I I I I -- - - -- I -- - - -- +---- -- I I I I I I I I ' ' ' _ I I I I I I 300.000 280.00 280.000 260.000 260.000 246.694 246.694 240.000 220.000220.000 - - - - --------- --- --- ------ -I- - - - --- I I I I I I I I ______._______F______ 4___-___I_______ I I I I I I I I I ------- - - - - - ... I -- - - ----�-------- ------ I I I I I I I I --- - --- ----- -}- --- - I - ----- I I I I I I _______I_ ____-}___ ___I______ I I I I I I I I -------I- -- - - - } -- --- -I- - - - -- I I I I I I - I I I I -- I I 240.000 200.000 200.000 186.694 1.6.694 180.000 160.000 -------I-- -----I-------i-------I------- I I I I I I I I ------4------.... ------4-------I------- I I I I I I ' I I ______4_______ L______4_______I_______ I I I I I I - -- - - - - I ------}---- - -I- ----- I I I I I I I 1 -------I-- -- - -�' - --- - -I- - - - -- I I I I I I _______I__ ____i-____ __I______ I I I I I I -- I I I __ I I I _ I I 160.000 160.000 140A00 140.000 126.694 126.694 120.000 100.000 __ 4_______ L______ 4_______I_______ I I I I I I I I ' I I I ______ 4_______ L______ 4_______I_______ I I I I I I I I -_--__4__-____ L______ 4______-I_______ a I I I I ' ' I _______I_______y_____ I I I _______I__ I I _______I_______1___- I I _I______ I I I I I ____1____ _J______ I I I I _-______ I I I __ I I __ I I I __ I I 120.000 100.000 80.000 80.000 66.6 66.694 60.00 ______ __-___-L______1_______I_______ I I I I I I I I L______1_______I_______ I I I I I I I I I I I I I J_______L______1_______I_______ I I I I ' ' ' ' -------i-------r-------y-------I--- - - -- _______I___ ___1_____ _I______ I I I I I I - - - -- -- ------ I___ ___i______ 1 I I I I I I I I I ' -------1-----+----------- __ I I - _ I I I I I -- 60.000 40.000 00 6.43 6.438 0.000 0.000 buu <- Minimum -0 Maximum -> -600 B+T Group 1717 S. Boulder, Suite 300 S-T GRP Tulsa, OK 74119 Phone: (918) 5874630 FAX: 918 295-0265 Job: 148140.001.01- Port St Lucie (Dyer Rd.), FL (BU# 87015 P1010": Client: Crown Castle °,n by'Sudhanva Aprd: Code: TIA-222-H bale:03/23/21 scale: NTS Path: Dwg No' E-3 a I.0 TIA-222-H -161 mph Exposure C Maximum Values Vx Vz Mx Mz Global Mast Shear (K) Global Mast Moment (kip-ft) 5 10 15 20 0 50 100 150 200 250 480.00C 466.6 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 460.00 I I I I -I--- 1 1 11 1 - --�-T- I I I I I I I I I -1--1- -T- I I I - r-r-r-I---T-T I I I I I I I I -r-r-r-1---T-T-T-r- I I I I I I I I I I I I -r-r-I---T I I I -T-r- I I I I I I 1 1 I I I I I I I I I I I I -T -T -r- I I -1--I-�-T- 1 1 1 1 I I 1 1 - T- I I I I I I I I I I I I -I--I-1-T- 440.00 420.00 400.00 I I I I I I I -I--I "l-T- I I I I I I I I I I -r-1-7-T- 1 1 1 1 1 1 1 1 I I I 1 I I I I I I -r-r-r-I---T-T-t-r- I I I I I I I I I I -r-r-I- I I I 1 1 I I I I I I I I I I I I I I I 1 I I I I I I I I - 1-Y-r-r- 1 1 1 1 I I I I I I I I I I I I I I I I -I--I-1-T- I I I I I I I I I I I I -I--1- -T- I I I I I I I I 380.00 366.69 360.00 I I -r-1- T- I I I 1 1 1 1 1 -r-I-y- I I I I 1 1 1 1 I 1 1 1 1 1 1 1 I 1 I 1 I 1 -r-r-r-1- I I I I 1 1 1 1 1 1 1 1 -r-r-r-I- I I I I 1 1 1 I 1 I I I I 1 1 I 1 I I --1-Y-r-r- 1 1 1 1 1 1 1 1 1 1 1 1 --I-+-r-r- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 -1--1--1--r- I I I I 1 1 1 1 1 I I 1 -1--1--1-�- 1 1 1 1 I I I I I 1 I I 11 1 1 I I I I 340.00 320.00 306.69 300.00 1 I -1--1-� I I 1 1 1 I I I I I I I I I I I I I I I I I 1 -}-r-r-I- 1 1 1 1 I I I I I 1 1 I I I I I I I I I I I I I I I I I 1 I I - t-+-+-r- 1 1 1 1 1 1 1 1 I I 1 1 I I I I I I I I I I I I I I I I 1 -1--1- - - 1 1 1 1 I I I I I I I I I I I I I I I I I I I 41 I I I I I I I 280.0 260.00 246.6941 240.0 I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I 1 I {_+_I-_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _1__I_1_4_ I 1 I I I I I I I I I I I I I I I I 1 1 220.00 200.00 86.6941 180.00 -1--1- -I- I I I I I I I I I I 1 I I I I I 1 1 _L_I_J_.-I_ I I I I I 1 -41 -I--I--1----I--+-4- I I I I I I I I I I I I I I I I I 1 I I I I I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I 1 1 1 -1--1-11 I I I I I I I I I I I I I I I I I I I I I I _II_J_4_ I I I I I 1 I 1 160.00 140.00 26694I 120.00 _1--I-J-J- I I I I I I I I I I I I I I I I I _ L J _ JI _ I I I I I I -�- L-I I I 1 1 I _L I I I I I I I I I I _ L _ L -L. _ I _ I I 1 I I I I I --4 4. 1-- I I I I I I I I I I _J_J _1_L_ I I I I I I I I I I I I _ J _ 1 _ 1 _ L _ I 1 I I I I I I -I--1-J-a- I I I I I I I I I I I I I I I I I I I I I I 1 1 _ I_ _ _ J _ 1 _ I I I I I I I I 100.00 80.00 66.69 I I I I I I I I I _J_J_ 1 I I I I 1 I I I I 1 1 1 1 I I I I I I I I I _L_L_L _1___J_1_1_L_ I I I I I I I I I I I I _L_L_L _I_ I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I _J_1_1_L_ I I I I 1 1 I I I I I I 1 I I I I I 1 _I__I_J_1_ I I I I I I I I I I I I _I__I_J_1_ I I I I 1 1 I 1 40.00 20.00 6.43 o.00 2u 60.000 I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I 66.694 I I '1-rT-r I I I I I I I I 1II --1rIIrTTII1 --r1III I I I -rT-r T- I I I I I I I I -r1III TI -r1I TY1III-T I I I I I I --I- T Ir- I I I I -1-T-1-T--T-I-T-I- I I 1 1 I I I I II TIII -1I1 II1 -1-T-1-T--T-1-T-1- I I I I I I I I I I I -7III -IIII TIIII -IIII 60.000 o.000 20.000 I I I I I I I I I I T-r T-r I I I I I I I I I I I I I I I I I I I I I I I I -r T-r T- I I I I I I I 1 1 1 1 I I I I I I I I I I I I -I-T- I I I I I I I I I 1 I I I I I I I I I I I I I I I I 1 -I-T-I-T--T-I-7-I- I I I I I I I I I I I I -I-Y-I-Y--7-I-7-I- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I 00.000 80.000 66.694 I I I T-rT-r 1 1 1 1 I I I I 1 1 1 1 I I I I 1 1 1 1 I I I 1 1 1 1 I I I I I -r +-r - I I I I I I I I I I I I I I I I I I I I I I I I -I--T 1 1 1 I 1 1 1 I I I I I 1 1 1 1 I I I I I I I I I -rr-rT- I I I I 1 1 1 1 I I I I -I-t-I-t--t-1-+-1- I I I I I I I I I I I I -1-+-I-1--t-I-t-1- I I I I I I I 1 I - t -rt-r 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 I I I 11 1 1 I I I I 60.000 0.000 20.000 306.694 1 1 1 I I I I 11 1 1 I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I +--+-I-+-I- I I I I I I I I I I I -I-+-I-+--+-I-+-I- I I I I I I I I I I I I I I I 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I 00.000 80.000 60.000 46.694 -1I_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -1-+_1- _ 1 1 I I I I I I I -I- -F--1- I I I I I I I I I I I I I _1_{_1_ I I I I I I I I I I i-I-{- I I I I I I I I I I I I I I I I I I _1_{_1_{__+_I_+_1_ I I I I I I I I I I I -I-+-I-+--+-I-+-I- I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 40.000 0.000 00.000 186.694 a-HJ-1- I I I I I I I I I I I 1 I I J-LJ I I I I 1 1 I 1 -4 {_ 7111�_ I 1 I I I I I I I I I I I I I 1 1 I I {_1-+-1- I I I I I I I I I I I I I I I I J-1-1_1_ I I I 1 1 4_44 1_ IIIII I I I I I I I I I I I I I I I I +_I_+__+_I_+_I_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 180.000 1606000 140.000 126.694 J-LJ-L I I I I I I I I I I I I I I I I I I 1 I J_ L J_ L I I I I -L-i I I I I I I I I I I I I I I I I 1 1 I _ L J_ L _ 1 1 I I -LJ-L I I I I I I I I I I I I I I I I I I I I I I I I 1_ L 1_ L I I I I I I I I -I--t-I----+-1-+_I- I I I I I I I I I I I I I I I I I I I I I I I 1 -I- 1_ I_ 1__ I I I I 11 1 1 I I I I I I I I I I I I I I I I I I I I 1_ I_ 1_ I_ I I I I I I I 120.000 0.000 6.694 J_LJ_L I I I I I I I I I I I I I I I I I I I I I I J_LJ_L I I I I I I I 1_L I I I I I I I I I I I I I I I I I I I I I I _LJ_L1 I I l_L1_L I I I I I I I I I I I I I I I I I I I 1_I_1 I I I I I I I I I I I I I I I I I I I I I I I _I_1_I_1__1_I_1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _I_ I I I I I I I I 0.000 0.000 438 000 3 50 100 150 200 250 B+T Group 1717 S. Boulder, Suite 300 e+-r GRF' Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 Job: 148140.001.01- Port St Lucie (Dyer Rd.), FL (BU# 87015 Ploject: chant: Crown Castle;-ale: fawnbY:Sudhanva App'd: code:TIA-222-H 03/23/21 shale: NTS Path: Dwg No. E-4 TIA-222-H - Service - 60 mph Maximum Values W Deflection (in) 480.000 466.694 I I I I I I I I 460.00 ---------I----r--- -T---- I I I I I I I I ' I I I I I I I I ----t-----I----r---- T - - - -- 440.00 420.00 400.00 I I I I I I I I ----t-----I-----r----t----- I I I I I I I I I I I I I I I I 380.00 366.694 360.000 ' ' ----+- -- - -I----r----t----- I I I I I I I I -' ' ---+- - - - -I----r----t----- I I I I I I I I I I ----+-----I-----r----+---- I I I I I I 340.00 320.0 306.694 300.00o ' ----+----I-----I-----+----- I I I I I I I I ' ' I I I I I I I I I I I I I I I 280.0 260.00 246.694 240.000+_____ I I I I I I I I ----+-- --I---------+---- I I I I I I I I I I I I I I I I z2o.00 200.00 186.69 180.00 ----+----I-----�----+----- I I I I I I I I ' I I I I I I I I ' I I I I 160.0 140.00 126.694I 120.00 -----'-----L----1----- I I I I I I I I ' I I I I I I I I ' I ' I I I I I 100.00 80.00 66.694I 60.00I_____ L____1____ I I I I I I I I I I I I I I I I I I I I I ' ----+----------r---- 6.43 0 .00+----- 0 5 Tilt (deg) 0.05 0.1 1 1 - 0.05 0.1 Twist (deg) 0.05 0.1 0.15 0.2 80.000 66.694 71- T- I I I I 1_I_L1__ I I I I I I I -rT -I-r I I I 1L I I I I I I I 1-rT-I- I I I I _I_L1J_ I I I I I I I T1-rT 1 1 1 1 1_I_L1_ I I I I I I I I 60.000 0.000 20.000 I I I I 1_I_L1__L1_I I I I I I I I I T1-rT--rT--r I I I I I L. I I I I I I I I I I I I I J_L1J_ I I I I I I I 1-rT1- I I I I I I I I 1J_L1 I I I I I I I I T1-rT I I I I 00.000 80.000 66.694 1_I_L1__L1_I I I I I I I I I T-1-FT--FT-1 1111 1_1_L1__L1 I I I I L I I I I I I I I r 11 1 I_L I I I I _I_L1_I_ I I I I I I 1-rT1- 1111 J_L1J_ I I I I 1_I_Ll I I I I I I I I T1-FT 1111 1J_L1 I I I I 360.000 40.000 320.000 06.694 T-I-r7--r I I I I 1_I_L1__ I I I I I I I I T-I-IFT-- I I I I -I-r I I I I 1_I_L I I I I I I I I T1-IF I I I -I-rT1- I I I I _I_L1_I_ I I I I I 1-IT1- 1 1 1 1 T1-rT I I I I 1_I_L1 I I I I I I IF I T1-IFT 1 1 1 1 00.000 sa.oao s0.000 46.694 1_I_L1__ I I I I I I I T1-rT--r7-1 I I I I 1_I_L1__L1_I_L I I I I 1L I I I I I I I II I I I I J_L1J_ I I I I I I I I 1-FT-I- I I I I _I_L1_I_ I I I I 1J_Ll I I I I I I I I T1-FT I I I I 1J_L1 I I I I 40.000 0.000 2006000 1866694 T-rrT--rT1-r T1rTr71r III1 NII T1-rTIIII 111_I_L1__L1_I_L 1J_L1 I I I I I I 1 1 T-frT I I 1 1 180.000 16o.o00 140.000 126,694 1_I_L1__Ll_I_L I I I I I I I I 7-1-rT--rT-1-r I I I I 1_1_L1__L1J_L I I I I I I I I I I I I I I I I I I I I J_L1_I_ I I I I I I I 1-FT-1 I I I I J_L1J_ I I I I 1_I_L1 I I I I I I 1-rT IIII 1 _L1 1 1 1 120.000 100.000 0.000 6.694 T-I-rT--FT-I-r IIII 1_I_L1__Ll_I_L I I I I I I I T-1-rT--rT1-r I I I I IIII I I I I I I I -1-7-1-T--rT IIII J_L1J_ I I I I I I 1-rT - I I I 1 11 1_ L1_ I I I I I I 1-FT I I I I 0.000 in 0.000 .438 0.05 0.1 0.15 0.2 B+T Group .J. 1717 S. Boulder, Suite 300 s+T GRP' Tulsa, ON: 74119 Phone: (918) 5874630 FAX: 918 295-0265 Job: 148140.001.01- Port St. Lucie (Dyer Rd.), FL (BU# 87015 Project Client. Crown Castle orawnby:Sudhanva ^PP'd' Code: TIA-222-H Owe:03/23/2, scale: NTS Path: C"'9 No. E-5 0 366'8-11 /32" 66'8-11/32" 2K- I 800 K+(Axial) 7 Idp-ft (Torque) Guy Tensions and Tower Reactions TIA-222-H -161 mph Exposure C Maximum Values Anchor'C'@176 ft Azimuth 240 deg Elev 0 ft Plane through centroid of tower �o� g 00 �s S`F ��d oSS 7.098� �y>O ?SS0 ` '15 K 02 2 T�a-t` 2Ss 34290 877 221 K 21s 1 ?SS PLAN Soh' 994 xe 18.470K Cc, 186.235h Luc 12156614 86.021 p�9 186.6S4 R 57 deg 343 K R=176.000 ft 221 K ELEVATION B+T Group 1717 S. Boulder, Suite 300 13t7 GRP Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 lob: 148140.001.01- Port St. Lucie (Dyer Rd.), FL (BU# 87015 ProJeet. cnent. Crown Castle prawn by: Sudhanva AvId: code: TIA-222-H Date: 03/23/21 scale: NTS Path: DWI No. E-6 Feed Line Distribution Chart 6'5-1 /4" - 480' Round Flat App In Face App Out Face Truss Leg W Face A Face B 466694 460.000 440.000 420.000 ---------------- ---- 4000000 380.000 366694 360.000 340.000 ___________________ ______ 320.000 306694 300.000 2806000 260.000 ---------------- ------ 246694 240.000 ----- _____ -----------� ___________ ------ _____- 220.000 200000 186.694 180000 160000 _ _ _ _ _ 140.000 v' 126.694 ____- _____________ ______. 120000 LC IS 100000 _____ _____________ ______ 80.000 -- — —— — —— ———— — — ———— ------ 66.694 60.000 -- ——— — ————— —— — — ——— — ————— 40.000 _____ _____________ ______ 20.000 6.438 457.000 438.000 427.000 380.000 346.000 254.000 2433e OOW 1300000 ' — ———— —————— —— — — — —— ——— -- --------------------------- 0 ----------- --------------------------- ____m — --45 ________________ ---- --------------- -------- --� -- - - -- zi----- fq --- ---w a n --- - -- - ------ zi -- - - - - -- =- - — _ o --- ___ --- --- LL ____ ---- --- ___ --- L -------- ________ -- — — — ——— — _ -- o J a _ — --- ___ --- ---- ____ ---- —_ u" 6 ___ --- -------- ________ -------- — _ — — _ — —— ___ — — — --- ———— ____ — — — -- ——— ___ — — — -- —— — — — — —— ________L — — — — — — — — -- Face C ---------------------- ---------- --- -- ------ ------ I ------ ------------------------ ----------- -- ---- ------ ------------------------ _______ __ ------------------------ ---------- I ___ ------ __ ______ ------ ------- ------------------------ ------------------------ ---- -- -- — --- --- -- -- ------ ----- — LL 9 f= �1 n — -- -- --- -- —� --- ___ --- __ -- __ -- ___ --- __ -- 9 __ -- ___ --- --- -- -- --- -- -- --- B+T Group 1717 S. Boulder, Suite 300 et.,- GRP Tulsa, OK 74119 Phone: (918) 5874630 FAX: 916 295-0265 ob: 148140.001.01- Port St Lucie (Dyer Rd.), FL (BU# 87015 Project: Client: Crown Castle Drawnhy:Sudhanva ApW:d code: TIA-222-H Date: 03/23/21 scale: NTS Path: Dwg No. E-7 tnx1'Qwer Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 1 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle 1 1 Sudhanva FAX. (918) 295-0265 Tower Input Data The main tower is a 3x guyed tower with an overall height of 480.000 ft above the ground line. The base of the tower is set at an elevation of 0.000 ft above the ground line. The face width of the tower is 3.667 ft at the top and tapered at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Alachua County, Florida. Tower base elevation above sea level: 14.000 ft. Basic wind speed of 161 mph. Risk Category IL Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.000 ft. Deflections calculated using a wind speed of 60 mph. TIA-222-H Annex S. TOWER RATING:103.3%. Pressures are calculated at each section. Safety factor used in guy design is 0.952381. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used: K.$(FW) = 0.95. Stress ratio used in tower member design is 1.05. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric O0 tions Distribute Leg Loads As Uniform Assume Legs Pinned 4 Assume Rigid Index Plate 4 Use Clear Spans For Wind Area 4 Use Clear Spans For KL/r J Retension Guys To Initial Tension 4 Bypass Mast Stability Checks �1 Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Ignore KL/ry For 60 Deg. Angle Legs Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-H Bracing Resist. Exemption Use TIA-222-H Tension Splice Exemption Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Comer Radii Are Known tX IiOe'Y' Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 2 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Wind 180 T IPgA Wind 90 ti Leg C Z eg E ZO Face C C4ye Wind 0 Corner & Starmount Guyed Tower t1ZxTower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 3 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Client Designed by Tulsa, OK74119 Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Wind 180 L-�-i Guy C Face Guyed Tower Section Geometry, Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections rt ft .rt Tl 480.000-460.000 3.667 1 20.000 T2 460.000-440.000 3.667 1 20.000 T3 440.000-420.000 3.667 1 20.000 T4 420.000-400.000 3.667 1 20.000 T5 400.000-380.000 3.667 1 20.000 T6 380.000-360.000 3.667 1 20.000 T7 360.000-340.000 3.667 1 20.000 T8 340.000-320.000 3.667 1 20.000 T9 320.000-300.000 3.667 1 20.000 T10 300.000-280.000 3.667 1 20.000 Tl 1 280.000-260.000 3.667 1 20.000 T12 260.000-240.000 3.667 1 20.000 T13 240.000-220.000 3.667 1 20.000 T14 220.000-200.000 3.667 1 20.000 T15 200.000-180.000 3.667 1 20.000 T16 180.000-160.000 3.667 1 20.000 MxTower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 4 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle 1 Sudhanva FAX.- (918) 295-0265 Tower Section Tower Assembly Elevation Database fi Description Section Width ft Number of Sections Section Length ft T17 160.000-140.000 3.667 1 20.000 T18 140,000-120.000 3.667 1 20.000 T19 120.000-100.000 3.667 1 20.000 T20 100.000-80.000 3.667 1 20.000 T21 80.000-60.000 3.667 1 20.000 122 60.000-40.000 3.667 1 20.000 T23 40.000-20.000 3.667 1 20.000 T24 20.000-6.438 3.667 1 13.563 T25 6.438-0.000 3.667 1 6.438 Tower Section Geomet cont'd Tower Section Tower Elevation ft Diagonal Spacing ft Bracing Type Has KBrace End Panels Has Horizontals Top Girt Offset in Bottom Girt Offset in Tl 480.000-460.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T2 460.000-440.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T3 440.000-420.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T4 420.000-400.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T5 400.000-380.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T6 380.000-360.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T7 360.000-340.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T8 340.000-320.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T9 320.000-300.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T10 300.000-280.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 Tl 1 280.000-260.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T12 260.000-240.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T13 240.000-220.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T14 220.000-200.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T15 200.000-180.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T16 180.000-160.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T17 160.000-140.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T18 140.000-120.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T19 120.000-100.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T20 100.000-80.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T21 80.000-60.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T22 60.000-40.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T23 40.000-20.000 3.306 K Brace Left No Yes+Steps 1.000 1.000 T24 20.000-6.438 3.349 K Brace Left No Yes+Steps 1.000 1.000 T25 6.438-0.000 1.757 K Brace Left No Yes 7.000 7.000 Tower Section Geomet cont'd Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade At Tl Solid Round 2 1/4 A572-50 Solid Round 1 1/2 A36 480.000-460.000 (50 ksi) (36 ksi) T2 Solid Round 2 1/4 A572-50 Solid Round 1 3/8 A36 460.000-440.000 (50 ksi) (36 ksi) T3 Solid Round 2 1/4 A572-50 Solid Round 1 3/8 A36 thxTower J 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 5 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Client Designed by Tulsa, OK74119 Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft 440.000-420.000 (50 ksi) (36 ksi) T4 Solid Round 2 1/2 A572-50 Solid Round 1 1/2 A36 420.000-400.000 (50 ksi) (36 ksi) T5 Solid Round 2 3/4 A572-50 Solid Round 1 1/2 A36 400.000-380.000 (50 ksi) (36 ksi) T6 Solid Round 2 3/4 A572-50 Solid Round 1 1/2 A36 380.000-360.000 (50 ksi) (36 ksi) T7 Solid Round 2 3/4 A572-50 Solid Round 1 1/2 A36 360.000-340.000 (50 ksi) (36 ksi) T8 Solid Round 2 3/4 A572-50 Solid Round 1 1/2 A36 340.000-320.000 (50 ksi) (36 ksi) T9 Solid Round 3 1/4 A572-50 Solid Round 1 3/4 A36 320.000-300.000 (50 ksi) (36 ksi) T10 Solid Round 3 A572-50 Solid Round 1 1/2 A36 300.000-280.000 (50 ksi) (36 ksi) Tl 1 Solid Round 3 1/2 A572-50 Solid Round 1 1/2 A36 280.000-260.000 (50 ksi) (36 ksi) T12 Solid Round 3 1/2 A572-50 Solid Round 1 1/2 A36 260.000-240.000 (50 ksi) (36 ksi) T13 Solid Round 3 1/2 A572-50 Solid Round 1 1/2 A36 240.000-220.000 (50 ksi) (36 ksi) T14 Solid Round 31/2 A572-50 Solid Round 11/2 A36 220.000-200.000 (50 ksi) (36 ksi) T15 Solid Round 3 1/2 A572-50 Solid Round 1 1/2 A36 200.000-180.000 (50 ksi) (36 ksi) T16 Solid Round 3 1/2 A572-50 Solid Round 1 1/2 A36 180.000-160.000 (50 ksi) (36 ksi) T17 Solid Round 3 1/2 A572-50 Solid Round 1 1/2 A36 160.000-140.000 (50 ksi) (36 ksi) T18 Solid Round 3 1/2 A572-50 Solid Round 1 1/2 A36 140.000-120.000 (50 ksi) (36 ksi) T19 Solid Round 3 1/2 A572-50 Solid Round 1 1/2 A36 120.000-100.000 (50 ksi) (36 ksi) T20 Solid Round 3 1/2 A572-50 Solid Round 1 112 A36 100.000-80.000 (50 ksi) (36 ksi) T21 Solid Round 3 1/2 A572-50 Solid Round 1 1/2 A36 80.000-60.000 (50 ksi) (36 ksi) T22 Solid Round 3 1/2 A572-50 Solid Round 1 1/2 A36 60.000-40.000 (50 ksi) (36 ksi) 723 Solid Round 3 1/2 A572-50 Solid Round 1 1/2 A36 40.000-20.000 (50 ksi) (36 ksi) T24 20.000-6.438 Solid Round 3 1/2 A572-50 Solid Round 1 1/2 A36 (50 ksi) (36 ksi) T25 6.438-0.000 Solid Round 3 1/2 A572-50 Solid Round A36 (50 ksi) (36 ksi) Tower Section Geometry cont'd Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ft Tl Solid Round 1 A36 Solid Round 1 A36 480.000-460.000 (36 ksi) (36 ksi) T2 Solid Round 1 A36 Solid Round 1 A36 460.000-440.000 (36 ksi) (36 ksi) T3 Solid Round 1 A36 Solid Round 1 A36 Wx'Tower Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 6 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ft 440.000-420.000 (36 ksi) (36 ksi) T4 Solid Round 1 A36 Solid Round 1 A36 420.000-400.000 (36 ksi) (36 ksi) T5 Solid Round 1 A36 Solid Round 1 A36 400.000-380.000 (36 ksi) (36 ksi) T6 Solid Round 1 A36 Solid Round 1 A36 380.000-360.000 (36 ksi) (36 ksi) T7 Solid Round 1 A36 Solid Round 1 A36 360.000-340.000 (36 ksi) (36 ksi) T8 Solid Round I A36 Solid Round 1 A36 340.000-320.000 (36 ksi) (36 ksi) T9 Solid Round 1 A36 Solid Round I A36 320.000-300.000 (36 ksi) (36 ksi) T10 Solid Round 1 A36 Solid Round I A36 300.000-280.000 (36 ksi) (36 ksi) Tl l Solid Round 1 A36 Solid Round 1 A36 280.000-260.000 (36 ksi) (36 ksi) T12 Solid Round 1 A36 Solid Round 1 A36 260.000-240.000 (36 ksi) (36 ksi) T13 Solid Round 1 A36 Solid Round 1 A36 240.000-220.000 (36 ksi) (36 ksi) T14 Solid Round 1 A36 Solid Round I A36 220.000-200.000 (36 ksi) (36 ksi) T15 Solid Round 1 A36 Solid Round 1 A36 200.000-180.000 (36 ksi) (36 ksi) T16 Solid Round 1 A36 Solid Round 1 A36 180.000-160.000 (36 ksi) (36 ksi) T17 Solid Round 1 A36 Solid Round 1 A36 160.000-140.000 (36 ksi) (36 ksi) T18 Solid Round 1 A36 Solid Round 1 A36 140.000-120.000 (36 ksi) (36 ksi) T19 Solid Round 1 A36 Solid Round I A36 120.000-100.000 (36 ksi) (36 ksi) 120 Solid Round 1 A36 Solid Round 1 A36 100.000-80.000 (36 ksi) (36 ksi) T21 Solid Round 1 A36 Solid Round 1 A36 80.000-60.000 (36 ksi) (36 ksi) 722 Solid Round 1 A36 Solid Round 1 A36 60.000-40.000 (36 ksi) (36 ksi) 123 Solid Round 1 A36 Solid Round 1 A36 40.000-20.000 (36 ksi) (36 ksi) 724 20.000-6.438 Solid Round I A36 Arbitrary SR I(ZeroForce A36 (36 ksi) Shape Member)(BU# 870159) (36 ksi) T25 6.438-0.000 Flat Bar 120/8 A36 Flat Bar 12x3/8 A36 (36 ksi) (36 ksi) Tower Section Geometry con"tV Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid ft Girts Tl None Solid Round A36 Solid Round 1 A36 480.000-460.000 (36 ksi) (36 ksi) T2 None Solid Round A36 Solid Round 1 A36 460.000-440.000 (36 ksi) (36 ksi) WxTower Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 7 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid ft Girts T3 None Solid Round A36 Solid Round 1 A36 440.000-420.000 (36 ksi) (36 ksi) T4 None Solid Round A36 Solid Round 1 A36 420.000-400.000 (36 ksi) (36 ksi) TS None Solid Round A36 Solid Round 1 A36 400.000-380.000 (36 ksi) (36 ksi) T6 None Solid Round A36 Solid Round 1 A36 380.000-360.000 (36 ksi) (36 ksi) T7 None Solid Round A36 Solid Round 1 A36 360.000-340.000 (36 ksi) (36 ksi) T8 None Solid Round A36 Solid Round 1 A36 340.000-320.000 (36 ksi) (36 ksi) T9 None Solid Round A36 Solid Round 1 A36 320.000-300.000 (36 ksi) (36 ksi) T10 None Solid Round A36 Solid Round 1 A36 300.000-280.000 (36 ksi) (36 ksi) Tl l None Solid Round A36 Solid Round 1 A36 280.000-260.000 (36 ksi) (36 ksi) T12 None Solid Round A36 Solid Round 1 A36 260.000-240.000 ' (36 ksi) (36 ksi) T13 None Solid Round A36 Solid Round 1 A36 240.000-220.000 (36 ksi) (36 ksi) T14 None Solid Round A36 Solid Round 1 A36 220.000-200.000 (36 ksi) (36 ksi) T15 None Solid Round A36 Solid Round 1 A36 200.000-180.000 (36 ksi) (36 ksi) T16 None Solid Round A36 Solid Round 1 A36 180.000-160.000 (36 ksi) (36 ksi) T17 None Solid Round A36 Solid Round 1 A36 160.000-140.000 (36 ksi) (36 ksi) T18 None Solid Round A36 Solid Round 1 A36 140.000-120.000 (36 ksi) (36 ksi) T19 None Solid Round A36 Solid Round 1 A36 120.000-100.000 (36 ksi) (36 ksi) T20 None Solid Round A36 Solid Round 1 A36 100.000-80.000 (36 ksi) (36 ksi) T21 None Solid Round A36 Solid Round 1 A36 80.000-60.000 (36 ksi) (36 ksi) T22 None Solid Round A36 Solid Round 1 A36 60.000-40.000 (36 ksi) (36 ksi) T23 None Solid Round A36 Solid Round 1 A36 40.000-20.000 (36 ksi) (36 ksi) T24 20.000-6.438 None Solid Round A36 Solid Round 1 A36 (36 ksi) (36 ksi) T25 6.438-0.000 None Solid Round A36 Flat Bar 9x3/8 A36 (36 ksi) (36 ksi) Tower. Section Geometry (cont'd Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft Tl Solid Round 1 A36 Solid Round A36 480.000-460.000 (36 ksi) (36 ksi) MxTower er Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 8 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle 1 1 Sudhanva FAX- (918) 295-0265 Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade T2 Solid Round 1 A36 Solid Round A36 460.000-440.000 (36 ksi) (36 ksi) T3 Solid Round 1 A36 Solid Round A36 440.000-420.000 (36 ksi) (36 ksi) T4 Solid Round 1 A36 Solid Round A36 420.000-400.000 (36 ksi) (36 ksi) T5 Solid Round 1 A36 Solid Round A36 400.000-380.000 (36 ksi) (36 ksi) T6 Solid Round 1 A36 Solid Round A36 380.000-360.000 (36 ksi) (36 ksi) T7 Solid Round 1 A36 Solid Round A36 360.000-340.000 (36 ksi) (36 ksi) T8 Solid Round 1 A36 Solid Round A36 340.000-320.000 (36 ksi) (36 ksi) T9 Solid Round 1 A36 Solid Round A36 320.000-300.000 (36 ksi) (36 ksi) T10 Solid Round 1 A36 Solid Round A36 300.000-280.000 (36 ksi) (36 ksi) Tl I Solid Round 1 A36 Solid Round A36 280.000-260.000 (36 ksi) (36 ksi) T12 Solid Round 1 A36 Solid Round A36 260.000-240.000 (36 ksi) (36 ksi) T13 Solid Round I A36 Solid Round A36 240.000-220.000 (36 ksi) (36 ksi) T14 Solid Round 1 A36 Solid Round A36 220.000-200.000 (36 ksi) (36 ksi) T15 Solid Round 1 A36 Solid Round A36 200.000-180.000 (36 ksi) (36 ksi) T16 Solid Round 1 A36 Solid Round A36 180.000-160.000 (36 ksi) (36 ksi) T17 Solid Round I A36 Solid Round A36 160.000-140.000 (36 ksi) (36 ksi) T18 Solid Round 1 A36 Solid Round A36 140.000-120.000 (36 ksi) (36 ksi) T19 Solid Round 1 A36 Solid Round A36 120.000-100.000 (36 ksi) (36 ksi) T20 Solid Round 1 A36 Solid Round A36 100.000-80.000 (36 ksi) (36 ksi) T21 Solid Round 1 A36 Solid Round A36 80.000-60.000 (36 ksi) (36 ksi) T22 Solid Round 1 A36 Solid Round A36 60.000-40.000 (36 ksi) (36 ksi) T23 Solid Round 1 A36 Solid Round A36 40.000-20.000 (36 ksi) (36 ksi) 124 20.000-6.438 Solid Round 1 A36 Solid Round A36 (36 ksi) (36 ksi) . Tower Section Geomet 'conVd . Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft f? in in in in Tl 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt tnx, To. wer Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 9 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Client Designed by Tulsa, OK74119 Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mutt. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft- in in in in 480.000-460.0 (36 ksi) 00 T2 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 460.000-440.0 (36 ksi) 00 T3 0.000 0.000 A36 1 .1 1.05 Mid -Pt Mid -Pt Mid -Pt 440.000-420.0 (36 ksi) 00 T4 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 420.000-400.0 (36 ksi) 00 T5 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 400.000-380.0 (36 ksi) 00 T6 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 380.000-360.0 (36 ksi) 00 T7 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 360.000-340.0 (36 ksi) 00 T8 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 340.000-320.0 (36 ksi) 00 T9 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 320.000-300.0 (36 ksi) 00 T10 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 300.000-280.0 (36 ksi) 00 T11 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 280.000-260.0 (36 ksi) 00 T12 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 260.000-240.0 (36 ksi) 00 T13 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 240.000-220.0 (36 ksi) 00 T14 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 220.000-200.0 (36 ksi) 00 T15 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 200.000-180.0 (36 ksi) 00 T16 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 180.000-160.0 (36 ksi) 00 T17 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 160.000-140.0 (36 ksi) 00 T18 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 140.000-120.0 (36 ksi) 00 T19 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 120.000-100.0 (36 ksi) 00 '120 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 100.000-80.00 (36 ksi) 0 tnx-Tower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 10 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ftT in in in in T21 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 80.000-60.000 (36 ksi) 722 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 60.000-40.000 (36 ksi) T23 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 40.000-20.000 (36 ksi) T24 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 20.000-6.438 (36 ksi) T25 0.000 0.000 A36 1 1 1.05 Mid -Pt Mid -Pt Mid -Pt 6.438-0.000 (36 ksi) _ Tower Section Geometi cont'd)F K Factors' Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X __ ft Y Y Y Y Y Y Y Tl No Yes 1 1 1 1 1 1 1 1 480.000-460.0 1 1 1 1 1 1 1 00 T2 No Yes 1 1 1 I 1 1 1 1 460.000-440.0 1 1 I 1 1 1 1 00 T3 No Yes 1 1 1 1 1 1 1 1 440.000-420.0 1 1 1 1 1 1 1 00 T4 No Yes 1 1 I 1 I 1 1 1 420.000-400.0 1 1 1 1 1 1 1 00 T5 No Yes 1 1 1 1 1 1 1 1 400.000-380.0 1 1 1 1 1 1 1 00 T6 No Yes I 1 1 1 1 1 1 1 380.000-360.0 1 1 1 1 1 1 1 00 T7 No Yes 1 1 1 1 I 1 1 1 360.000-340.0 1 1 1 1 1 1 1 00 T8 No Yes 1 1 1 1 1 1 1 1 340.000-320.0 1 1 1 1 1 1 1 00 T9 No Yes 1 1 1 1 1 I 1 1 320.000-300.0 1 1 1 1 1 1 1 00 T10 No Yes 1 1 1 1 1 1 1 1 300.000-280.0 1 1 1 1 1 I 1 00 T11 No Yes 1 1 I 1 1 1 1 1 280.000-260.0 1 1 1 1 1 1 1 00 T12 No Yes 1 1 1 1 1 1 1 1 260.000-240.0 1 1 1 1 1 1 1 00 MxTo der Job Page 11 87 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) of Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle FAX.- (918) 295-0265 FAX.- KFactors` Tower Calc Calc Legs X K Single Girls Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X It! Y Y Y Y Y Y Y T13 No Yes 1 1 I 1 1 1 1 1 240.000-220.0 1 1 1 1 1 1 1 00 T14 No Yes 1 1 1 1 1 1 1 1 220.000-200.0 1 1 1 1 1 1 1 00 T15 No Yes 1 1 1 1 1 1 1 1 200.000-180.0 1 1 1 1 1 1 1 00 T16 No Yes 1 1 1 1 1 1 1 1 180.000-160.0 1 1 1 1 1 1 1 00 T17 No Yes 1 1 1 1 1 1 1 1 160.000-140.0 1 1 1 1 1 1 1 00 T18 No Yes 1 1 1 I 1 1 1 1 140.000-120.0 1 1 1 1 1 1 1 00 T19 No Yes I 1 I 1 1 1 1 1 120.000-100.0 1 1 1 1 1 1 1 00 T20 No Yes 1 1 I 1 1 1 1 1 100.000-80.00 1 1 1 1 1 1 1 0 T21 No Yes I 1 1 1 1 1 1 1 80.000-60.000 1 1 1 1 1 1 1 '122 No Yes 1 1 1 1 1 1 1 I 60.000-40.000 1 1 1 1 1 1 1 T23 No Yes 1 1 1 1 1 1 1 1 40.000-20.000 1 1 1 1 1 1 1 T24 No Yes 1 1 I 1 1 1 1 1 20.000-6.438 1 1 1 1 1 1 1 T25 No Yes I 1 1 1 1 1 1 1 6.438-0.000 1 1 1 1 1 1 1 Note: Kfactors are applied to member segment lengths. K-braces without inner supporting members will have the Kfactor in the out -of -plane direction applied to the overall length. Tower Sectiolri Geomet cont'd Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 480.000-460.0 00 T2 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 460.000-440.0 00 WxTow. Tow. Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 12 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T3 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 440.000-420.0 00 T4 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 420.000-400.0 00 T5 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 400.000-380.0 00 T6 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 380.000-360.0 00 T7 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 360.000-340.0 00 T8 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 340.000-320.0 00 T9 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 320.000-300.0 00 T10 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 300.000-280.0 00 T 11 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 280.000-260.0 00 T12 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 260.000-240.0 00 T13 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 240.000-220.0 00 T14 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 220.000-200.0 00 T15 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 200.000-180.0 00 T16 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 180.000-160.0 00 T17 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 160.000-140.0 00 T18 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 140.000-120.0 00 T19 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 120.000-100.0 00 720 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 100.000-80.00 0 T21 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 80.000-60.000 thxAl"Wer Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 13 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva J FAX. (918) 295-02651 Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T22 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 60.000-40.000 123 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 40.000-20.000 T24 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 20.000-6.438 T25 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 6.438-0.000 T,OWer, Section• Geometry cont'd _ , Tower Elevation ft Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 Flange 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 480.000-460.0 A325N A325N A325N A325N A325X A325N A325N 00 T2 Flange 1.000 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 460.000-440.0 A325N A325N A325N A325N A325X A325N A325N 00 T3 Flange 1.000 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 440.000-420.0 A325N A325N A325N A325N A325X A325N A325N 00 T4 Flange 1.000 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 420.000-400.0 A325N A325N A325N A325N A325X A325N A325N 00 T5 Flange 1.000 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 400.000-380.0 A325N A325N A325N A325N A325X A325N A325N 00 T6 Flange 1.000 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 380.000-360.0 A325N A325N A325N A325N A325X A325N A325N 00 T7 Flange 1.000 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 360.000-340.0 A325N A325N A325N A325N A325X A325N A325N 00 T8 Flange 1.000 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 340.000-320.0 A325N A325N A325N A325N A325X A325N A325N 00 T9 Flange 1.375 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 320.000-300.0 A325N A325N A325N A325N A325X A325N A325N 00 T10 Flange 1.375 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 300.000-280.0 A325N A325N A325N A325N A325X A325N A325N 00 Tll Flange 1.375 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 280.000-260.0 A325N A325N A325N A325N A325X A325N A325N 00 T12 Flange 1.375 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 260.000-240.0 A325N A325N A325N A325N A325X A325N A325N 00 tnxTower Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 14 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Tower Elevation ft Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T13 Flange 1.375 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 240.000-220.0 A325N A325N A325N A325N A325X A325N A325N 00 T14 Flange 1.375 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 220.000-200.0 A325N A325N A325N A325N A325X A325N A325N 00 T15 Flange 1.375 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 200.000-180.0 A325N A325N A325N A325N A325X A325N A325N 00 T16 Flange 1.375 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 180.000-160.0 A325N A325N A325N A325N A325X A325N A325N 00 T17 Flange 1.375 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 160.000-140.0 A325N A325N A325N A325N A325X A325N A325N 00 T18 Flange 1.375 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 140.000-120.0 A325N A325N A325N A325N A325X A325N A325N 00 T19 Flange 1.375 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 120.000-100.0 A325N A325N A325N A325N A325X A325N A325N 00 T20 Flange 1.375 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 100.000-80.00 A325N A325N A325N A325N A325X A325N A325N 0 T21 Flange 1.375 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 80.000-60.000 A325N A325N A325N A325N A325X A325N A325N T22 Flange 1.375 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 60.000-40.000 A325N A325N A325N A325N A325X A325N A325N T23 Flange 1.375 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 40.000-20.000 A325N A325N A325N A325N A325X A325N A325N T24 Flange 1.375 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 20.000-6.438 A325N A325N A325N A325N A325X A325N A325N T25 Flange 1.375 4 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 6.438-0.000 A325N A325N A325N A325N A325X A325N A325N Guy Data Guy Guy Guy Initial % Guy Guy L� Anchor Anchor Anchor End Elevation Grade Size Tension Modulus Weight Radius Azimuth Elevation Fitting Adj. Efficiency K ksi Pr fr t o ft 66.6944 EHS A 5/8 5.936 14% 23000.000 0.813 186.501 176.500 0.000 0.000 100% B 5/8 5.936 14% 23000.000 0.813 186.035 176.000 0.000 0.000 100% C 5/8 5.936 14% 23000.000 0.813 186.035 176.000 0.000 0.000 100% 126.694 EHS A 7/8 6.376 8% 24000.000 1.581 215.438 176.500 0.000 0.000 100% B 7/8 6.376 8% 24000.000 1.581 215.033 176.000 0.000 0.000 100% C 7/8 6.376 8% 24000.000 1.581 215.033 176.000 0.000 0.000 100% 186.694 EHS A 9/16 2.800 8% 23000.000 0.671 255.223 176.500 0.000 0.000 100% B 9/16 2.800 8% 23000.000 0.671 254.882 176.000 0.000 0.000 100% C 9/16 2.800 8% 23000.000 0.671 254.882 176.000 0.000 0.000 100% 246.694 EHS A 7/8 6.376 8% 24000.000 1.581 301.863 176.500 0.000 0.000 100% B 7/8 6.376 8% 24000.000 1.581 301,575 176.000 0.000 0.000 100% C 7/8 6.376 8% 24000.000 1.581 301.575 176.000 0.000 0.000 100% WxTower Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 15 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Cllent Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 306.694 EHS A 3/4 8.745 15% 24000.000 1.155 352.349 176.500 0.000 0.000 100% B 3/4 8.745 15% 24000.000 1.155 352.103 176.000 0.000 0.000 100% C 3/4 8.745 15% 24000.000 1.155 352.103 176.000 0.000 0.000 100% 366.694 EHS A 7/8 11.955 15% 24000.000 1.581 405.542 176.500 0.000 0.000 100% B 7/8 11.955 15% 24000.000 1.581 405.328 176.000 0.000 0.000 100% C 7/8 11.955 15% 24000.000 1.581 405.328 176.000 0.000 0.000 100% 416.611 EHS A 7/8 11.955 15% 24000.000 1.581 451.085 176.500 0.000 0.000 100% B 7/8 11.955 15% 24000.000 1.581 450.893 176.000 0.000 0.000 100% C 7/8 11.955 15% 24000.000 L581 450.893 176.000 0.000 0.000 100% 466.694 EHS A 1 15.675 15% 24000.000 2.100 497.611 176.500 0.000 0.000 100% B 1 15.675 15% 24000.000 2.100 497.436 176.000 0.000 0.000 100% C 1 15.675 15% 24000.000 2.100 497.436 176.000 0.000 0.000 100% Gu Data cont'd Guy Mount Torque Arm Torque Arm Torque Arm Torque Arm Torque Arm Torque Arm Size Elevation Type Spread Leg Angle Style Grade Type ft ft C 66.6944 Corner 126.694 Comer 186.694 Torque Arm 8.000 0.000 Channel A36 Channel C1503.9 (36 ksi) 246.694 Torque Arm 8.000 0.000 Channel A36 Channel C1503.9 (36 ksi) 306.694 Torque Arm 8.000 0.000 Channel A36 Channel C1503.9 (36 ksi) 366.694 Torque Arm 8.000 0.000 Channel A36 Channel C1503.9 (36 ksi) 416.611 Torque Arm 8.000 0.000 Channel A36 Channel C15x33.9 (36 ksi) 466.694 Torque Arm 8.000 0.000 Channel A36 Channel C1503.9 (36 ksi) Guy Data cont'd) Guy Diagonal Diagonal Upper Diagonal Lower Diagonal Is Pull -Off Pull -Off Type Pull -Of Ske Elevation Grade Type Size Size Strap. Grade 66.694 A36 Solid Round Yes A36 Flat Bar 3x3/8 (36 ksi) (36 ksi) 126.694 A36 Solid Round Yes A36 Flat Bar 3x3/8 (36 ksi) (36 ksi) 186.694 A36 Solid Round A36 Flat Bar (36 ksi) (36 ksi) 246.694 A36 Solid Round A36 Flat Bar (36 ksi) (36 ksi) 306.694 A36 Solid Round A36 Flat Bar (36 ksi) (36 ksi) 366.694 A36 Solid Round A36 Flat Bar (36 ksi) (36 ksi) 416.611 A36 Solid Round A36 Flat Bar (36 ksi) (36 ksi) 466.694 A36 Solid Round A36 Flat Bar tnxx'rvwver Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 16 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Guy Diagonal Diagonal Upper Diagonal Lower Diagonal Is Pull -Off Pull -Off Type Pull -Off Size Elevation Grade Type Size Size Strap. Grade ft (36 ksi) (36 ksi) Gu Data cont'd Guy Cable Cable Cable Cable Tower Tower Tower Tower Elevation Weight Weight Weight Weight Intercept Intercept Intercept Intercept A B C D A B C D ft K K K K ft ft ft ft 66.6944 0.152 0.151 0.151 2.374 2.362 2.362 2.7 sec/pulse 2.7 sec/pulse 2.7 sec/pulse 126.694 0.341 0.340 0.340 5.670 5.648 5.648 4.1 sec/pulse 4.1 sec/pulse 4.1 sec/pulse 186.694 0.171 0.171 0.171 7.640 7.620 7.620 4.8 sec/pulse 4.8 sec/pulse 4.8 sec/pulse 246.694 0.477 0.477 0.477 10.970 10.949 10.949 5.7 sec/pulse 5.7 sec/pulse 5.7 sec/pulse 306.694 0.407 0.407 0.407 8.045 8.034 8.034 4.9 sec/pulse 4.9 sec/pulse 4.9 sec/pulse 366.694 0.641 0.641 0.641 10.630 10.619 10.619 5.6 sec/pulse 5.6 sec/pulse 5.6 sec/pulse 416.611 0.713 0.713 0.713 13.109 13.098 13.098 6.3 sec/pulse 6.2 sec/pulse 6.2 sec/pulse 466.694 1.045 1.045 1.045 16.103 16.092 16.092 6.9 sec/pulse 6.9 sec/pulse 6.9 sec/pulse Gu Data, cont'd ToNue Arm Pull Off Diagonal Guy Calc Calc K Ky K Ky Kr Ky Elevation K K ft Single Solid Angles Rounds 66.6944 No No 0.7 0.7 1 1 126.694 No No 0.7 0.7 1 1 186.694 No No 1 1 0.7 0.7 1 1 246.694 No No 1 1 0.7 0.7 1 1 306.694 No No 1 1 0.7 0.7 1 1 366.694 No No 1 1 0.7 0.7 1 1 416.611 No No 1 1 0.7 0.7 1 1 466.694 No No 1 1 0.7 0.7 1 1 Guy. Data cont'd Guy Tor ue Arm Pull Off Diagonal Bolt Size Number Net Width U Bolt Size Number Net Width U Bolt Size Number Net Width U Elevation in Deduct in Deduct in Deduct t in in in 66.6944 0.625 0 0.000 0.75 0.000 0 0.000 1 0.000 0 0.000 1 A325N A325N A325N WxTD%Ver Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 17 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Client Designed by Tulsa, OK74119 Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Guy Torque -Arm Pull Off Diagonal Bolt Size Number Net Width U Bolt Size Number Net Width U Bolt Size Number Net Width U Elevation in Deduct in Deduct in Deduct t in in in 126.694 0.625 0 0.000 0.75 0.000 0 0.000 1 0.000 0 0.000 1 A325N A325N A325N 186.694 0.875 2 0.000 1 0.000 0 0.000 1 0.000 0 0.000 1 A325N A325N A325N 246.694 0.875 2 0.000 1 0.000 0 0.000 1 0.000 0 0.000 1 A325N A325N A325N 306.694 0.875 2 0.000 1 0.000 0 0.000 1 0.000 0 0.000 1 A325N A325N A325N 366.694 0.875 2 0.000 1 0.000 0 0.000 1 0.000 0 0.000 1 A325N A325N A325N 416.611 0.875 2 0.000 1 0.000 0 0.000 1 0.000 0 0.000 1 A325N A325N A325N 466.694 0.875 2 0.000 1 0.000 0 0.000 1 0.000 0 0.000 1 A325N A325N A325N Gdy, Pressures Guy Guy z qz g= Ice Elevation Location Ice Thickness ft ft ksf ksf in 66.6944 A 33.347 0.054 B 33.347 0.054 C 33.347 0.054 126.694 A 63.347 0.062 B 63.347 0.062 C 63.347 0.062 186.694 A 93.347 0.067 B 93.347 0.067 C 93.347 0.067 246.694 A 123.347 0.071 B 123.347 0.071 C 123.347 0.071 306.694 A 153.347 0.074 B 153.347 0.074 C 153.347 0.074 366.694 A 183.347 0.077 B 183.347 0.077 C 183.347 0.077 416.611 A 208,306 0.079 B 208.306 0.079 C 208.306 0.079 466.694 A 233.347 0.081 B 233.347 0.081 C 233.347 0.081 Gu -Mast Forces Excludin Wind - No Ice Guy Guy Chord Guy Tension Fx Fr F. Ms My A Elevation Location Angle Top Bottom K ft o K K K kip ft kip ft kip ft WxTower Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 18 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Guy Guy Chord Guy Tension F. Fy F. M My A Elevation Location Angle Top Bottom K ft K K K kip ft kip ft kip ft 66.6944 A 20.930 5.990 0.000 2.206 -5.569 -4.670 0.000 0.000 5.936 B 20.985 5.990 4.821 2.211 2.784 2.340 0.000 -4.054 5.936 C 20.985 5.990 -4.821 2.211 2.784 2.340 -0.000 4.054 5.936 Sum: 0.000 6.628 -0.002 0.011 0.000 0.000 126.694 A 36.000 6.576 0.000 3.977 -5.238 -8.418 0.000 0.000 6.376 B 36.078 6.576 4.531 3.983 2.616 4.216 0.000 -7.303 6.376 C 36.078 6.576 -4.531 3.983 2.616 4.216 -0.000 7.303 6.376 Sum: 0.000 11.943 -0.005 0.014 0.000 0.000 186.694 A 46.977 2.925 -0.045 2.178 -1.952 -5.030 7.911 -8.713 2.800 A 46.977 2.925 0.045 2.178 -1.952 -5.030 -7.911 8.713 2.800 B 47.059 2.925 1.710 2.181 0.936 10.073 7.899 0.000 2.800 B 47.059 2.925 1.665 2.181 1.013 -5.037 -7.899 -8.724 2.800 C 47.059 2.925 -1.665 2.181 1.013 -5.037 7.899 8.724 2.800 C 47.059 2.925 -1.710 2.181 0.936 10.073 -7.899 0.000 2.800 Sum: 0.000 13.080 -0.006 0.012 0.000 0.000 246.694 A 54.767 6.766 -0.087 5.605 -3.788 -12.945 15.352 -22.422 6.376 A 54.767 6.766 0.087 5.605 -3.788 -12.945 -15.352 22.422 6.376 B 54.845 6.766 3.318 5.610 1.815 25.913 15.323 0.000 6.376 B 54.845 6.766 3.231 5.610 1.966 -12.956 -15.323 -22.441 6.376 C 54.845 6.766 -3.231 5.610 1.966 -12.956 15.323 22.441 6.376 C 54.845 6.766 -3.318 5.610 1.815 25.913 -15.323 0.000 6.376 Sum: 0.000 33.652 -0.015 0.023 0.000 0.000 306.694 A 60.399 9.099 -0.101 7.961 -4.405 -18.385 17.854 -31.843 8.745 A 60.399 9.099 0.101 7.961 -4.405 -18.385 -17.854 31.843 8.745 B 60.469 9.099 3.857 7.966 2.110 36.794 17.816 0.000 8.745 B 60.469 9.099 3.756 7.966 2.285 -18.397 -17.816 -31.864 8.745 C 60.469 9.099 -3.756 7.966 2.285 -18.397 17.816 31.864 8.745 C 60.469 9.099 -3.857 7.966 2.110 36.794 -17.816 0.000 8.745 Sum: 0.000 47.786 -0.019 0.024 0.000 0.000 366.694 A 64.585 12.534 -0.121 11.380 -5.252 -26.281 21.288 -45.520 11.955 A 64.585 12.534 0.121 11.380 -5.252 -26.281 -21.288 45.520 11.955 B 64.649 12.534 4.598 11.386 2.515 52.588 21.239 0.000 11.955 ti xTower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 19 of 87 B+T Group Project Date 1717 S Boulder, Suite 300 14:30:11 03/23/21 Client Designed by Tulsa, OK74119 Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Guy Guy Chord Guy Tension F. Fy F. Mr My A Elevation Location Angle Top Bottom K ft K K K kip ft kip ft kip fl B 64.649 12.534 4.478 11.386 2.725 -26.294 -21.239 -45.542 11.955 C 64.649 12.534 -4.478 11.386 2.725 -26.294 21.239 45.542 11.955 C 64.649 12.534 -4.598 11.386 2.515 52.588 -21.239 0.000 11.955 Sum: 0.000 68.302 -0.025 0.026 0.000 0.000 416.611 A 67.304 12.613 -0.109 11.689 -4.737 -26.995 19.199 -46.756 11.955 A 67.304 12.613 0.109 11.689 -4.737 -26.995 -19.199 46.756 11.955 B 67.363 12.613 4.147 11.694 2.268 54.011 19.153 0.000 11.955 B 67.363 12.613 4.038 11.694 2.457 -27.006 -19.153 -46.775 11.955 C 67.363 12.613 -4.038 11.694 2.457 -27.006 19.153 46.775 11.955 C 67.363 12.613 -4.147 11.694 2.268 54.011 -19.153 0.000 11.955 Sum: 0.000 70.153 -0.023 0.022 0.000 0.000 466.694 A 69.527 16.654 -0.130 15.666 -5.650 -36.178 22.900 -62.663 15.675 A 69.527 16.654 0.130 15.666 -5.650 -36.178 -22.900 62.663 15.675 B 69.581 16.654 4.946 15.671 2.706 72.380 22.844 0.000 15.675 B 69.581 16.654 4.816 15.671 2.930 -36.190 -22.844 -62.683 15.675 C 69.581 16.654 -4.816 15.671 2.930 -36.190 22.844 62.683 15.675 C 69.581 16.654 -4.946 15.671 2.706 72.380 -22.844 0.000 15.675 Sum: 0.000 94.014 -0.028 0.024 0.000 0.000 Guy -Mast forces(Excluding Wind Service . Guy Guy Chord Guy Tension F. Fy F. A My A Elevation Location Angle Top Bottom K ft o K K K kipft kip ft kip ft 66.6944 A 20.930 5.990 0.000 2.206 -5.569 -4.670 0.000 0.000 5.936 B 20.985 5.990 4.821 2.211 2.784 2.340 0.000 -4.054 5.936 C 20.985 5.990 -4.821 2.211 2.784 2.340 -0.000 4.054 5.936 Sum: 0.000 6.628 -0.002 0.011 0.000 0.000 126.694 A 36.000 6.576 0.000 3.977 -5.238 -8.418 0.000 0.000 6.376 B 36.078 6.576 4.531 3.983 2.616 4.216 0.000 -7.303 6.376 C 36.078 6.576 -4.531 3.983 2.616 4.216 -0.000 7.303 6.376 tnx,t 6 er Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870169) 20 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle 1 1 Sudhanva FAX.- (918) 295-0265 Guy Guy Chord Guy Tension F. Fy F. A My M Elevation Location Angle Top Bottom K �ft o K K K kip jt kip- tt kip ft Sum: 0.000 11.943 -0.005 0.014 0.000 0.000 186.694 A 46.977 2.925 -0.045 2.178 -1.952 -5.030 7.911 -8.713 2.800 A 46.977 2.925 0.045 2.178 -1.952 -5.030 -7.911 8.713 2.800 B 47.059 2.925 1.710 2.181 0.936 10.073 7.899 0.000 2.800 B 47.059 2.925 1.665 2.181 1.013 -5.037 -7.899 -8.724 2.800 C 47.059 2.925 -1.665 2.181 1.013 -5.037 7.899 8.724 2.800 C 47.059 2.925 -1.710 2.181 0.936 10.073 -7.899 0.000 2.800 Sum: 0.000 13.080 -0.006 0.012 0.000 0.000 246.694 A 54.767 6.766 -0.087 5.605 -3.788 -12.945 15.352 -22.422 6.376 A 54.767 6.766 0.087 5.605 -3.788 -12.945 -15.352 22.422 6.376 B 54.845 6.766 3.318 5.610 1.815 25.913 15.323 0.000 6.376 B 54.845 6.766 3.231 5.610 1.966 -12.956 -15.323 -22.441 6.376 C 54.845 6.766 -3.231 5.610 1.966 -12.956 15.323 22.441 6.376 C 54.845 6.766 -3.318 5.610 1.815 25.913 -15.323 0.000 6.376 Sum: 0.000 33.652 -0.015 0.023 0.000 0.000 306.694 A 60.399 9.099 -0.101 7.961 -4.405 -18.385 17.854 -31.843 8.745 A 60.399 9.099 0.101 7.961 -4.405 -18.385 -17.854 31.843 8.745 B 60.469 9.099 3.857 7.966 2.110 36.794 17.816 0.000 8.745 B 60.469 9.099 3.756 7.966 2.285 -18.397 -17.816 -31.864 8.745 C 60.469 9.099 -3.756 7.966 2.285 -18.397 17.816 31.864 8.745 C 60.469 9.099 -3.857 7.966 2.110 36.794 -17.816 0.000 8.745 Sum: 0.000 47.786 -0.019 0.024 0.000 0.000 366.694 A 64.585 12.534 -0.121 11.380 -5.252 -26.281 21.288 -45.520 11.955 A 64.585 12.534 0.121 11.380 -5.252 -26.281 -21.288 45.520 11.955 B 64.649 12.534 4.598 11.386 2.515 52.588 21.239 0.000 11.955 B 64.649 12.534 4.478 11.386 2.725 -26.294 -21.239 -45.542 11.955 C 64.649 12.534 -4.478 11.386 2.725 -26.294 21.239 45.542 11.955 C 64.649 12.534 4.598 11.386 2.515 52.588 -21.239 0.000 11.955 Sum: 0.000 68.302 -0.025 0.026 0.000 0.000 416.611 A 67.304 12.613 -0.109 11.689 -4.737 -26.995 19.199 -46.756 11.955 A 67.304 12.613 0.109 11.689 -4.737 -26.995 -19.199 46.756 11.955 B 67.363 12.613 4.147 11.694 2.268 54.011 19.153 0.000 11.955 WxTQwer J 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 21 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Client Designed by Tulsa, OK74119 Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Guy Guy Chord Guy Tension F. Fy F. Mx My Mr Elevation Location Angle Top Bottom ft ° K K K kip ft kip ft kip ft B 67.363 12.613 4.038 11.694 2.457 -27.006 -19.153 -46.775 11.955 C 67.363 12.613 -4.038 11.694 2.457 -27.006 19.153 46.775 11.955 C 67.363 12.613 -4.147 11.694 2.268 54.011 -19.153 0.000 11.955 Sum: 0.000 70.153 -0.023 0.022 0.000 0.000 466.694 A 69.527 16.654 -0.130 15.666 -5.650 -36.178 22.900 -62.663 15.675 A 69.527 16.654 0.130 15.666 -5.650 -36.178 -22.900 62.663 15.675 B 69.581 16.654 4.946 15.671 2.706 72.380 22.844 0.000 15.675 B 69.581 16.654 4.816 15.671 2.930 -36.190 -22.844 -62.683 15.675 C 69.581 16.654 -4.816 15.671 2.930 -36.190 22.844 62.683 15.675 C 69.581 16.654 -4.946 15.671 2.706 72.380-22.844 0.000 15.675 Sum: 0.000 94.014 -0.028 0.024 0.000 0.000 Gu rTensioning information ' Temperature At Time Of Tensioning OF 20F 40F 60F 80F 100F 120F Guy H V Initial Intercept Initial Intercept Initial Intercept Initial Intercept Initial Intercept Initial Intercept Initial Intercept Elevation Tension Tension Tension Tension Tension Tension Tension Jt ft ft K f[ K h K J1 K ft K ft K h K h 66.6944 A 174.38 66.69 7.730 1.82 7.128 1.98 6.529 2.16 5.936 2.37 5.350 2.63 4.775 2.95 4.215 3.34 B 173.88 66.69 7.729 1.82 7.127 1.97 6.529 2.15 5.936 2.36 5.350 2.62 4.775 2.93 4.216 3.32 C 173.88 66.69 7.729 1.82 7.127 1.97 6.529 2.15 5.936 2.36 5.350 2.62 4.775 2.93 4.216 3.32 126.694 A 174.38 126.69 8.800 4.12 7.958 4.56 7.147 5.07 6.376 5.67 5.658 6.38 5.007 7.19 4.431 8.11 B 173.88 126.69 8.797 4.11 7.956 4.54 7.146 5.05 6.376 5.65 5.659 6.35 5.007 7.16 4.432 8.08 C 173.88 126.69 8.797 4.11 7.956 4.54 7.146 5.05 6.376 5.65 5.659 6.35 5.007 7.16 4.432 8.08 186.694 A 174.24 186.69 3.502 6.13 3.261 6.58 3.027 7.08 2.800 7.64 2.577 8.29 2.370 1.99 2.178 9.77 B 173.74 186.69 3.500 6.12 3.260 6.56 3.026 7.06 2.800 7.62 2.577 1.26 2.371 8.97 2.178 9.74 C 173.74 186.69 3.500 6.12 3.260 6.56 3.026 7.06 2.800 7.62 2.577 8.26 2.371 8.97 2.178 9.74 246.694 A 174.24 246.69 7.578 9.27 7.167 9.79 6.765 10.35 6.376 10.97 6.000 11.64 5.639 12.36 5.295 13.14 B 173.74 246.69 7.574 9.26 7.164 9.77 6.764 10.34 6.376 10.95 6.001 11.61 5.641 12.33 5.297 13.11 C 173.74 246.69 7.574 9.26 7.164 9.77 6.764 10.34 6.376 10.95 6.001 11.61 5.641 12.33 5.297 13.11 306.694 A 174.24 306.69 9.488 7.42 9.240 7.62 8.992 7.83 8.745 8.05 8.499 8.27 8.254 8.52 8.010 8.77 B 173.74 306.69 9.485 7.42 9.238 7.61 8.991 7.82 8.745 8.03 8.500 8.26 8.256 8.50 8.013 8.76 C 173.74 306.69 9.495 7.42 9.238 7.61 8.991 7.82 8.745 8.03 8.500 8.26 8.256 8.50 8.013 8.76 366.694 A 174.24 366.69 12.721 10.00 12.465 10.20 12.210 10.41 11.955 10.63 11.701 10.86 11.447 11.09 11.195 11.34 B 173.74 366.69 12.718 9.99 12.463 10.19 12.209 10.40 11.955 10.62 11.702 10.84 11.450 11.08 11.198 11.32 C 173.74 366.69 1 2.71 8 9.99 12.463 10.19 12.209 10.40 11.955 10.62 11.702 10.84 11.450 11.08 11.198 11.32 416.611 A 174.24 416.61 12.573 12.48 12.366 12.68 12.161 12.89 11.955 13.11 11.749 13.33 11.544 13.57 11.340 13.81 B 173.74 416.61 12.570 12.47 12.364 12.67 12.159 12.88 11.955 13.10 11.750 13.32 11.546 13.55 11.343 13.79 C 173.74 416.61 12.570 12.47 12.364 12.67 12.159 12.88 11.955 13.10 11.750 13.32 11.546 13.55 11.343 13.79 466.694 A 174.24 466.69 16.340 15.46 16.118 15.67 15.896 15.88 15.675 16.10 15.454 16.33 15.234 16.56 15.014 16.80 B 173.74 466.69 16.336 15.45 16.116 15.66 15.895 15.87 15.675 16.09 15.455 16.32 15.236 16.55 15.017 16.78 C 173.74 466.69 16.336 15.45 1 6. 11 6 15.66 1 5. 895 15.87 15.675 16.09 15.455 16.32 15.236 16.55 15.017 16.78 Feed Line/Linear Appurtenances - Entered As Round Or Flat MxTower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 22 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle 1 1 Sudhanva FAX.- (918) 295-0265 Description Face Allow Exclude Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield From Type Offset Offset Per Spacing Diameter Leg Torque ft in (Frac Flfg Row in in in Idf Calculation LDF7-50A(1- C No No At (CaAa) 130.000 - 0.000 0.3 12 6 0.500 1.980 0.001 5/8) 0.000 LDF7-50A(1- C No No At (CaAa) 254.000 - 0.000 -0.3 4 4 0.500 1.980 0.001 5/8) 0.000 LDF7-50A(1- A No No Ar (CaAa) 254.000 - 0.000 0.28 7 7 0.500 1.980 0.001 5/8) 0.000 LDF7-50A(1- B No No Ar (CaAa) 254.000 - 0.000 0.3 4 4 0.500 1.980 0.001 5/8) 0.000 Safety Line B No No At (CaAa) 480.000 - 0.000 -0.3 1 1 0.375 0.375 0.000 3/8 0.000 FXL 1873 B No No At (CaAa) 380.000 - -0.500 -0.3 1 1 0.850 1.980 0.001 PE(1-5/8) 0.000 0.750 r EW63(ELLIP C No No At (CaAa) 346.000 - -0.500 0 1 1 0.500 2.010 0.001 TICAL) 0.000 LDF5-50A(7/ C No No Ar (CaAa) 457.000 - -0.500 -0.1 2 2 0.500 1.090 0.000 8) 0.000 LDF5-50A(7/ C No No Ar (CaAa) 427.000 - -0.500 0.1 1 1 0.500 1.090 0.000 8) 0.000 LDF4-50A(1/ C No No Ar (CaAa) 438.000 - . -0.500 -0.15 1 1 0.500 0.630 0.000 2) 0.000 LDF4-50A(1/ C No No Ar (CaAa) 238.000 - -0.500 0.15 1 1 0.500 0.630 0.000 2) 0.000 r FXL-540(1/2") B No No At (CaAa) 242.000 - 0.000 -0.5 3 3 0.100 0.610 0.000 0.000 FXL-540(1/2") B No No At (CaAa) 480.000 - 0.000 -0.5 1 1 0.100 0.610 0.000 242.000 LightWAVE A No No Af (CaAa) 480.000 - 0.000 0 1 1 1.500 1.500 0.002 0.000 LightWAVE B No No Af (CaAa) 480.000 - 0.000 0 1 1 1.500 1.500 0.002 0.000 LightWAVE C No No Af (CaAa) 480.000 - 0.000 0 1 1 1.500 1.500 0.002 0.000 Feed Line/Linear Appurtenances Section.Areas Tower Section Tower Elevation ft Face AR k AF fig CAAA In Face f? CAAA Out Face f? Weight K Tl 480.000-460.000 A 0.000 0.000 5.000 0.000 0.040 B 0.000 0.000 6.970 0.000 0.047 C 0.000 0.000 5.000 0.000 0.040 T2 460.000-440.000 A 0.000 0.000 5.000 0.000 0.040 B 0.000 0.000 6.970 0.000 0.047 C 0.000 0.000 8.706 0.000 0.051 T3 440.000-420.000 A 0.000 0.000 5.000 0.000 0.040 B 0.000 0.000 6.970 0.000 0.047 C 0.000 0.000 11.257 0.000 0.058 T4 420.000-400.000 A 0.000 0.000 5.000 0.000 0.040 MxTfI2'Yer Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 23 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Client Designed by Tulsa, OK74119 Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face f? f? - K B 0.000 0.000 6.970 0.000 0.047 C 0.000 0.000 12.800 0.000 0.063 T5 400.000-380.000 A 0.000 0.000 5.000 0.000 0.040 B 0.000 0.000 6.970 0.000 0.047 C 0.000 0.000 12.800 0.000 0.063 T6 380.000-360.000 A 0.000 0.000 5.000 0.000 0.040 B 0.000 0.000 10.930 0.000 0.060 C 0.000 0.000 12.800 0.000 0.063 T7 360.000-340.000 A 0.000 0.000 5.000 0.000 0.040 B 0.000 0.000 10.930 0.000 0.060 C 0.000 0.000 14.006 0.000 0.066 T8 340.000-320.000 A 0.000 0.000 5.000 0.000 0.040 B 0.000 0.000 10.930 0.000 0.060 C 0.000 0.000 16.820 0.000 0.073 T9 320.000-300.000 A 0.000 0.000 5.000 0.000 0.040 B 0.000 0.000 10.930 0.000 0.060 C 0.000 0.000 16.820 0.000 0.073 T10 300.000-280.000 A 0.000 0.000 5.000 0.000 0.040 B 0.000 0.000 10.930 0.000 0.060 C 0.000 0.000 16.820 0.000 0.073 T11 280.000-260.000 A 0.000 0.000 5.000 0.000 0.040 B 0.000 0.000 10.930 0.000 0.060 C 0.000 0.000 16.820 0.000 0.073 T12 260.000-240.000 A 0.000 0.000 24.404 0.000 0.120 B 0.000 0.000 22.262 0.000 0.107 C 0.000 0.000 27.908 0.000 0.119 T13 240.000-220.000 A 0.000 0.000 32.720 0.000 0.155 B 0.000 0.000 29.210 0.000 0.131 C 0.000 0.000 33.794 0.000 0.141 T14 220.000-200.000 A 0.000 0.000 32.720 0.000 0.155 B 0.000 0.000 29.210 0.000 0.131 C 0.000 0.000 33.920 0.000 0.142 T15 200.000-180.000 A 0.000 0.000 32.720 0.000 0.155 B 0.000 0.000 29.210 0.000 0.131 C 0.000 0.000 33.920 0.000 0.142 T16 180.000-160.000 A 0.000 0.000 32.720 0.000 0.155 B 0.000 0.000 29.210 0.000 0.131 C 0.000 0.000 33.920 0.000 0.142 T17 160.000-140.000 A 0.000 0.000 32.720 0.000 0.155 B 0.000 0.000 29.210 0.000 0.131 C 0.000 0.000 33.920 0.000 0.142 T18 140.000-120.000 A 0.000 0.000 32.720 0.000 0.155 B 0.000 0.000 29.210 0.000 0.131 C 0.000 0.000 57.680 0.000 0.240 T19 120.000-100.000 A 0.000 0.000 32.720 0.000 0.155 B 0.000 0.000 29.210 0.000 0.131 C 0.000 0.000 81.440 0.000 0.338 T20 100.000-80.000 A 0.000 0.000 32.720 0.000 0.155 B 0.000 0.000 29.210 0.000 0.131 C 0.000 0.000 81.440 0.000 0.338 T21 80.000-60.000 A 0.000 0.000 32.720 0.000 0.155 B 0.000 0.000 29.210 0.000 0.131 C 0.000 0.000 81.440 0.000 0.338 T22 60.000-40.000 A 0.000 0.000 32.720 0.000 0.155 B 0.000 0.000 29.210 0.000 0.131 C 0.000 0.000 81.440 0.000 0.338 T23 40.000-20.000 A 0.000 0.000 32.720 0.000 0.155 B 0.000 0.000 29.210 0.000 0.131 C 0.000 0.000 81.440 0.000 0.338 T24 20.000-6.438 A 0.000 0.000 22.188 0.000 0.105 B 0.000 0.000 19.808 0.000 0.089 Wx-To_ �eN' Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 24 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft f� ft f? f? K C 0.000 0.000 55.226 0.000 0.229 T25 6.438-0.000 A 0.000 0.000 10.532 0.000 0.050 B 0.000 0.000 9.402 0.000 0.042 C 0.000 0.000 26.214 0.000 0.109 Feed Line Center df Pressure Section Elevation CPX CPZ CPX CPZ Ice Ice ft in in in in Tl 480.000460.000 0.077 -0.922 0.077 -0.919 T2 460.000-440.000 0.389 -0.351 0.389 -0.350 T3 440.000-420.000 0.500 0.182 0.500 0.182 T4 420.000-400.000 0.377 0.495 0.374 0.490 T5 400.000-380.000 0.371 0.485 0.363 0.476 T6 380.000-360.000 0.648 -1.338 0.534 -0.644 T7 360.000-340.000 0.629 -0.953 0.525 -0.418 T8 340.000-320.000 0.587 -0.140 0.503 0.078 T9 320.000-300.000 0.563 -0.134 0.472 0.073 T10 300.000-280.000 0.578 -0.138 0.491 0.076 T11 280.000-260.000 0.564 -0.135 0.469 0.072 T12 260.000-240.000 2.489 -2.398 2.468 -2.312 T13 240.000-220.000 2.908 -3.221 2.901 -3.166 T14 220.000-200.000 2.896 -3.203 2.890 -3.150 T15 200.000-180.000 2.888 -2.904 2.890 -3.150 T16 180.000-160.000 2.886 -2.902 2.890 -3.150 T17 160.000-140.000 2.952 -3.213 2.890 -3.150 T18 140.000-120.000 0.703 -2.359 0.692 -2.320 T19 120.000-100.000 -0.967 -1.674 -0.953 -1.647 T20 100.000-80.000 -0.966 -1.671 -0.953 -1.647 T21 80.000-60.000 -0.945 -1.636 -0.934 -1.616 T22 60.000-40.000 -0.963 -1.666 -0.953 -1.647 T23 40.000-20.000 -0.961 -1.661 -0.953 -1.647 T24 20.000-6.438 -0.957 -1.654 -0.953 -1.646 T25 6.438-0.000 -0.255 -0.463 -0.255 -0.462 'Shielding Factor Ka Tower Section Feed Line Record No. Description K. No Ice K. Ice Tl 10 Safety Line 3/8 0.6000 0.6000 5460.00- T1 27 FXL-540(1/2") 0.6000 0.6000 TI 29 LightWAVE 0.6000 0.6000 480.00 Tl 30 LightWAVE 460.00 - 0.6000 0.6000 480.00 Tl 31 LightWAVE 460.00 - 0.6000 0.6000 480.00 T2 10 Safety Line 3/8 440.00 - 0.6000 0.6000 460.00 tlZxTowler Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 25 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Client Designed by Tulsa, OK74119 Phone: (918) 587-4630 Crown Castle FAX.- (918) 295-0265 FAX.- Tower Section Feed Line Record No. Description Feed Line Segment Elev. K No Ice K. Ice T2 16 LDFS-50A(7/8) 440.00- 0.6000 0.6000 457.00 72 27 FXL-540(1/2") 440.00- 0.6000 0.6000 460.00 72 29 LightWAVE 440.00- 0.6000 0.6000 460.00 72 30 LightWAVE 440.00- 0.6000 0.6000 460.00 T2 31 LightWAVE 440.00- 0.6000 0.6000 460.00 T3 10 Safety Line 3/8 420.00- 0.6000 0.6000 440.00 T3 16 LDF5-50A(7/8) 420.00- 0.6000 0.6000 440.00 T3 17 LDF5-50A(7/8) 420.00- 0.6000 0.6000 427.00 T3 19 LDF4-50A(1/2) 420.00- 0.6000 0.6000 438.00 T3 27 FXL-540(1/2") 420.00- 0.6000 0.6000 440.00 T3 29 LightWAVE 420.00- 0.6000 0.6000 440.00 T3 30 LightWAVE 420.00- 0.6000 0.6000 440.00 T3 31 LightWAVE 420.00- 0.6000 0.6000 440.00 T4 10 Safety Line 3/8 400.00- 0.6000 0.6000 420.00 T4 16 LDF5-50A(7/8) 400.00- 0.6000 0.6000 420.00 T4 17 LDF5-50A(7/8) 400.00- 0.6000 0.6000 420.00 T4 19 LDF4-50A(1/2) 400.00- 0.6000 0.6000 420.00 T4 27 FXL-540(1/2") 400.00- 0.6000 0.6000 420.00 T4 29 LightWAVE 400.00- 0.6000 0.6000 420.00 T4 30 LightWAVE 400.00- 0.6000 0.6000 420.00 T4 31 LightWAVE 400.00- 0.6000 0.6000 420.00 T5 10 Safety Line 3/8 380.00- 0.6000 0.6000 400.00 T5 16 LDF5-50A(7/8) 380.00- 0.6000 0.6000 400.00 T5 17 LDFS-50A(7/8) 380.00- 0.6000 0.6000 400.00 T5 19 LDF4-50A(1/2) 380.00- 0.6000 0.6000 400.00 TS 27 FXL-540(1/2") 380.00- 0.6000 0.6000 400.00 T5 29 LightWAVE 380.00- 0.6000 0.6000 400.00 T5 30 LightWAVE 380.00- 0.6000 0.6000 400.00 T5 31 LightWAVE 380.00- 0.6000 0.6000 400.00 T6 10 Safety Line 3/8 360.00 - 0.6000 0.6000 380.00 T6 12 FXL 1873 PE(1-5/8) 360.00 - 1.0000 0.6000 380.00 Mx owes Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 26 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Tower Section Feed Line Record No. Description Feed Line Se ent Elev. K. No Ice K. Ice T6 16 LDF5-50A(7/8) 360.00- 0.6000 0.6000 380.00 T6 17 LDF5-50A(7/8) 360.00- 0.6000 0.6000 380.00 T6 19 LDF4-50A(1/2) 360.00- 0.6000 0.6000 380.00 T6 27 FXL-540(1/2") 360.00- 0.6000 0.6000 380.00 T6 29 LightWAVE 360.00- 0.6000 0.6000 380.00 T6 30 LightWAVE 360.00- 0.6000 0.6000 380.00 T6 31 LightWAVE 360.00- 0.6000 0.6000 380.00 T7 10 Safety Line 3/8 340.00- 0.6000 0.6000 360.00 17 12 FXL 1873 PE(I-5/8) 340.00- 1.0000 0.6000 360.00 T7 15 EW63(ELLIPTICAL) 340.00- 1.0000 0.6000 346.00 T7 16 LDF5-50A(7/8) 340.00- 0.6000 0.6000 360.00 T7 17 LDF5-50A(7/8) 340.00- 0.6000 0.6000 360.00 T7 19 LDF4-50A(1/2) 340.00- 0.6000 0.6000 360.00 T7 27 FXL-540(1/2") 340.00- 0.6000 0.6000 360.00 T7 29 LightWAVE 340.00- 0.6000 0.6000 360.00 T7 30 LightWAVE 340.00- 0.6000 0.6000 360.00 T7 31 LightWAVE 340.00- 0.6000 0.6000 360.00 T8 10 Safety Line 3/8 320.00- 0.6000 0.6000 340.00 T8 12 FXL 1873 PE(I-5/8) 320.00- 1.0000 0.6000 340.00 T8 15 EW63(ELLIPTICAL) 320.00- 1.0000 0.6000 340.00 T8 16 LDF5-50A(7/8) 320.00- 0.6000 0.6000 340.00 T8 17 LDF5-50A(7/8) 320.00- 0.6000 0.6000 340.00 T8 19 LDF4-50A(1/2) 320.00- 0.6000 0.6000 340.00 T8 27 FXL-540(1/2") 320.00- 0.6000 0.6000 340.00 T8 29 LightWAVE 320.00- 0.6000 0.6000 340.00 T8 30 LightWAVE 320.00- 0.6000 0.6000 340.00 T8 31 LightWAVE 320.00- 0.6000 0.6000 340.00 T9 10 Safety Line 3/8 300.00 - 0.6000 0.6000 320.00 T9 12 FXL 1873 PE(1-5/8) 300.00 - 1.0000 0.6000 320.00 T9 15 EW63(ELLIPTICAL) 300.00 - 1.0000 0.6000 320.00 T9 16 LDF5-50A(7/8) 300.00 - 0.6000 0.6000 320.00 WxTower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 27 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice T9 17 LDF5-50A(7/8) 300.00- 0.6000 0.6000 320.00 T9 19 LDF4-50A(1/2) 300.00- 0.6000 0.6000 320.00 T9 27 FXL-540(1/2") 300.00- 0.6000 0.6000 320.00 T9 29 LightWAVE 300.00- 0.6000 0.6000 320.00 T9 30 LightWAVE 300.00- 0.6000 0.6000 320.00 T9 31 LightWAVE 300.00- 0.6000 0.6000 320.00 T10 10 Safety Line 3/8 280.00- 0.6000 0.6000 300.00 T10 12 FXL 1873 PE(1-5/8) 280.00- 1.0000 0.6000 300.00 T10 15 EW63(ELLIPTICAL) 280.00- 1.0000 0.6000 300.00 T10 16 LDF5-50A(7/8) 280.00- 0.6000 0.6000 300.00 T10 17 LDF5-50A(7/8) 280.00- 0.6000 0.6000 300.00 T10 19 LDF4-50A(1/2) 280.00- 0.6000 0.6000 300.00 T10 27 FXL-540(1/2") 280.00- 0.6000 0.6000 300.00 T10 29 LightWAVE 280.00- 0.6000 0.6000 300.00 TIO 30 LightWAVE 280.00- 0.6000 0.6000 300.00 T10 31 LightWAVE 280.00- 0.6000 0.6000 300.00 T11 10 Safety Line 3/8 260.00- 0.6000 0.6000 280.00 T11 12 FXL 1873 PE(1-5/8) 260.00- 1.0000 0.6000 280.00 T11 15 EW63(ELLIPTICAL) 260.00- 1.0000 0.6000 280.00 T11 16 LDF5-50A(7/8) 260.00- 0.6000 0.6000 280.00 T11 17 LDF5-50A(7/8) 260.00- 0.6000 0.6000 280.00 Tll 19 LDF4-50A(1/2) 260.00- 0.6000 0.6000 280.00 Tll 27 FXL-540(1/2") 260.00- 0.6000 0.6000 280.00 Tl 1 29 LightWAVE 260.00- 0.6000 0.6000 280.00 T11 30 LightWAVE 260.00- 0.6000 0.6000 280.00 T11 31 LightWAVE 260.00- 0.6000 0.6000 280.00 T12 2 LDF7-50A(1-5/8) 240.00 - 0.6000 0.6000 254.00 T12 4 LDF7-50A(1-5/8) 240.00 - 0.6000 0.6000 254.00 T12 8 LDF7-50A(I-5/8) 240.00 - 0.6000 0.6000 254.00 T12 10 Safety Line 3/8 240.00 - 0.6000 0.6000 260.00 T12 12 FXL 1873 PE(1-5/8) 240.00 - 1.0000 0.6000 260.00 tnx-Tower Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 28 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice K Ice T12 15 EW63(ELLIPTICAL) 240.00- 1.0000 0.6000 260.00 T12 16 LDF5-50A(7/8) 240.00- 0.6000 0.6000 260.00 T12 17 LDF5-50A(7/8) 240.00- 0.6000 0.6000 260.00 T12 19 LDF4-50A(1/2) 240.00- 0.6000 0.6000 260.00 T12 26 FXL-540(1/2") 240.00- 0.6000 0.6000 242.00 T12 27 FXL-540(1/2") 242.00- 0.6000 0.6000 260.00 T12 29 LightWAVE 240.00- 0.6000 0.6000 260.00 T12 30 LightWAVE 240.00- 0.6000 0.6000 260.00 T12 31 LightWAVE 240.00- 0.6000 0.6000 260.00 T13 2 LDF7-50A(1-5/8) 220.00- 0.6000 0.6000 240.00 T13 4 LDF7-50A(I-5/8) 220.00- 0.6000 0.6000 240.00 T13 8 LDF7-50A(1-5/8) 220.00- 0.6000 0.6000 240.00 T13 10 Safety Line 3/8 220.00- 0.6000 0.6000 240.00 T13 12 FXL 1873 PE(I-5/8) 220.00- 1.0000 0.6000 240.00 TI3 15 EW63(ELLIPTICAL) 220.00- 1.0000 0.6000 240.00 T13 16 LDF5-50A(7/8) 220.00- 0.6000 0.6000 240.00 T13 17 LDF5-50A(7/8) 220.00- 0.6000 0.6000 240.00 T13 19 LDF4-50A(1/2) 220.00- 0.6000 0.6000 240.00 T13 20 LDF4-50A(1/2) 220.00- 0.6000 0.6000 238.00 T13 26 FXL-540(1/2") 220.00- 0.6000 0.6000 240.00 T13 29 LightWAVE 220.00- 0.6000 0.6000 240.00 T13 30 LightWAVE 220.00- 0.6000 0.6000 240.00 T13 31 LightWAVE 220.00- 0.6000 0.6000 240.00 T14 2 LDF7-50A(I-5/8) 200.00 - 0.6000 0.6000 220.00 T14 4 LDF7-50A(I-5/8) 200.00 - 0.6000 0.6000 220.00 T14 8 LDF7-50A(1-5/8) 200.00 - 0.6000 0.6000 220.00 T14 10 Safety Line 3/8 200.00 - 0.6000 0.6000 220.00 T14 12 FXL 1873 PE(1-5/8) 200.00 - 1.0000 0.6000 220.00 T14 15 EW63(ELLIPTICAL) 200.00 - 1.0000 0.6000 220.00 T14 16 LDF5-50A(7/8) 200.00 - 0.6000 0.6000 220.00 T14 17 LDF5-50A(7/8) 200.00 - 0.6000 0.6000 220.00 WxTowler Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 29 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice T14 19 LDF4-50A(1/2) 200.00- 0.6000 0.6000 220.00 T14 20 LDF4-50A(1/2) 200.00- 0.6000 0.6000 220.00 T14 26 FXL-540(1/2") 200.00- 0.6000 0.6000 220.00 T14 29 LightWAVE 200.00- 0.6000 0.6000 220.00 T14 30 LightWAVE 200.00- 0.6000 0.6000 220.00 T14 31 LightWAVE 200.00- 0.6000 0.6000 220.00 T15 2 LDF7-50A(1-5/8) 180.00- 0.6000 0.6000 200.00 T15 4 LDF7-50A(1-5/8) 180.00- 0.6000 0.6000 200.00 T15 8 LDF7-50A(1-5/8) 180.00- 0.6000 0.6000 200.00 T15 10 Safety Line 3/8 180.00- 0.6000 0.6000 200.00 T15 12 FXL 1873 PE(1-5/8) 180.00- 0.6000 0.6000 200.00 T15 15 EW63(ELLIPTICAL) 180.00- 1.0000 0.6000 200.00 T15 16 LDF5-50A(7/8) 180.00- 0.6000 0.6000 200.00 T15 17 LDF5-50A(7/8) 180.00 - 0.6000 0.6000 200.00 T15 19 LDF4-50A(1/2) 180.00- 0.6000 0.6000 200.00 T15 20 LDF4-50A(1/2) 180.00- 0.6000 0.6000 200.00 T15 26 FXL-540(1/2") 180.00- 0.6000 0.6000 200.00 T15 29 LightWAVE 180.00- 0.6000 0.6000 200.00 T15 30 LightWAVE 180.00- 0.6000 0.6000 200.00 T15 31 LightWAVE 180.00- 0.6000 0.6000 200.00 T16 2 LDF7-50A(1-5/8) 160.00- 0.6000 0.6000 180.00 T16 4 LDF7-50A(1-5/8) 160.00- 0.6000 0.6000 180.00 T16 8 LDF7-50A(1-5/8) 160.00- 0.6000 0.6000 180.00 T16 10 Safety Line 3/8 160.00- 0.6000 0.6000 180.00 T16 12 FXL 1873 PE(1-5/8) 160.00- 0.6000 0.6000 180.00 T16 15 EW63(ELLIPTICAL) 160.00- 1.0000 0.6000 180.00 T16 16 LDF5-50A(7/8) 160.00- 0.6000 0.6000 180.00 T16 17 LDF5-50A(7/8) 160.00- 0.6000 0.6000 180.00 T16 19 LDF4-50A(1/2) 160.00- 0.6000 0.6000 180.00 T16 20 LDF4-50A(1/2) 160.00- 0.6000 0.6000 180.00 T16 26 FXL-540(1/2") 160.00- 0.6000 0.6000 180.00 WxTower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 30 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Tower Section Feed Line Record No. Description Feed Line Se ent Elev. K. No Ice K. Ice T16 29 LightWAVE 160.00- 0.6000 0.6000 180.00 T16 30 LightWAVE 160.00- 0.6000 0.6000 180.00 T16 31 LightWAVE 160.00- 0.6000 0.6000 180.00 T17 2 LDF7-50A(1-5/8) 140.00- 0.6000 0.6000 160.00 T17 4 LDF7-50A(1-5/8) 140.00- 0.6000 0.6000 160.00 T17 8 LDF7-50A(1-5/8) 140.00- 0.6000 0.6000 160.00 T17 10 Safety Line 3/8 140.00- 0.6000 0.6000 160.00 T17 12 FXL 1873 PE(1-5/8) 140.00- 0.6000 0.6000 160.00 T17 15 EW63(ELLIPTICAL) 140.00- 0.6000 0.6000 160.00 T17 16 LDF5-50A(7/8) 140.00- 0.6000 0.6000 160.00 T17 17 LDF5-50A(7/8) 140.00- 0.6000 0.6000 160.00 T17 19 LDF4-50A(1/2) 140.00- 0.6000 0.6000 160.00 T17 20 LDF4-50A(1/2) 140.00- 0.6000 0.6000 160.00 T17 26 FXL-540(1/2") 140.00- 0.6000 0.6000 160.00 T17 29 LightWAVE 140.00- 0.6000 0.6000 160.00 T17 30 LightWAVE 140.00- 0.6000 0.6000 160.00 T17 31 LightWAVE 140.00- 0.6000 0.6000 160.00 T18 1 LDF7-50A(1-5/8) 120.00 - 0.6000 0.6000 130.00 T18 2 LDF7-50A(1-5/8) 120.00 - 0.6000 0.6000 140.00 T18 4 LDF7-50A(1-5/8) 120.00 - 0.6000 0.6000 140.00 T18 8 LDF7-50A(1-5/8) 120.00 - 0.6000 0.6000 140.00 T18 10 Safety Line 3/8 120.00 - 0.6000 0.6000 140.00 T18 12 FXL 1873 PE(1-5/8) 120.00 - 0.6000 0.6000 140.00 T18 15 EW63(ELLIPTICAL) 120.00 - 0.6000 0.6000 140.00 T18 16 LDF5-50A(7/8) 120.00 - 0.6000 0.6000 140.00 T18 17 LDF5-50A(7/8) 120.00 - 0.6000 0.6000 140.00 T18 19 LDF4-50A(1/2) 120.00 - 0.6000 0.6000 140.00 T18 20 LDF4-50A(1/2) 120.00 - 0.6000 0.6000 140.00 T18 26 FXL-540(1/2") 120.00- 0.6000 0.6000 140.00 T18 29 LightWAVE 120.00 - 0.6000 0.6000 140.00 T18 30 LightWAVE 120.00 - 0.6000 0.6000 140.00 WxTower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 31 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle FAX.- (918) 295-0265 FAX.- Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice T18 31 LightWAVE 120.00- 0.6000 0.6000 140.00 T19 1 LDF7-50A(1-5/8) 100.00- 0.6000 0.6000 120.00 T19 2 LDF7-50A(1-5/8) 100.00- 0.6000 0.6000 120.00 T19 4 LDF7-50A(1-5/8) 100.00- 0.6000 0.6000 120.00 T19 8 LDF7-50A(1-5/8) 100.00- 0.6000 0.6000 120.00 T19 10 Safety Line 3/8 100.00- 0.6000 0.6000 120.00 T19 12 FXL 1873 PE(1-5/8) 100.00- 0.6000 0.6000 120.00 T19 15 EW63(ELLIPTICAL) 100.00- 0.6000 0.6000 120.00 T19 16 LDF5-50A(7/8) 100.00- 0.6000 0.6000 120.00 T19 17 LDF5-50A(7/8) 100.00- 0.6000 0.6000 120.00 T19 19 LDF4-50A(1/2) 100.00- 0.6000 0.6000 120.00 T19 20 LDF4-50A(1/2) 100.00- 0.6000 0.6000 120.00 T19 26 FXL-540(1/2") 100.00- 0.6000 0.6000 120.00 T19 29 LightWAVE 100.00- 0.6000 0.6000 120.00 T19 30 LightWAVE 100.00- 0.6000 0.6000 120.00 T19 31 LightWAVE 100.00- 0.6000 0.6000 120.00 T20 1 LDF7-50A(I-5/8) 80.00 - 100.00 0.6000 0.6000 T20 2 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T20 4 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T20 8 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T20 10 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 T20 12 FXL 1873 PE(1-5/8) 80.00 - 100.00 0.6000 0.6000 T20 15 EW63(ELLIPTICAL) 80.00 - 100.00 0.6000 0.6000 T20 16 LDF5-50A(7/8) 80.00 - 100.00 0.6000 0.6000 T20 17 LDF5-50A(7/8) 80.00 - 100.00 0.6000 0.6000 T20 19 LDF4-50A(1/2) 80.00- 100.00 0.6000 0.6000 T20 20 LDF4-50A(1/2) 80.00 - 100.00 0.6000 0.6000 T20 26 FXL-540(1/2") 80.00 - 100.00 0.6000 0.6000 T20 29 LightWAVE 80.00 - 100.00 0.6000 0.6000 T20 30 LightWAVE 80.00 - 100.00 0.6000 0.6000 T20 31 LightWAVE 80.00 - 100.00 0.6000 0.6000 T21 1 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 T21 2 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 T21 4 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 T21 8 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 T21 10 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 T21 12 FXL 1873 PE(1-5/8) 60.00 - 80.00 0.6000 0.6000 T21 15 EW63(ELLIPTICAL) 60.00 - 80.00 0.6000 0.6000 T21 16 LDF5-SOA(7/8) 60.00 - 80.00 0.6000 0.6000 T21 17 LDF5-50A(7/8) 60.00 - 80.00 0.6000 0.6000 T21 19 LDF4-50A(1/2) 60.00 - 80.00 0.6000 0.6000 T21 20 LDF4-50A(I/2) 60.00 - 80.00 0.6000 0.6000 T21 26 FXL-540(1/2") 60.00 - 80.00 0.6000 0.6000 T21 29 LightWAVE 60.00 - 80.00 0.6000 0.6000 T21 30 LightWAVE 60.00 - 80.00 0.6000 0.6000 T21 31 LightWAVE 60.00 - 80.00 0.6000 0.6000 WxTawer Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 32 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle 1 1 Sudhanva FAX.- (918) 295-0265 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice T22 1 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 722 2 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 T22 4 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 T22 8 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 122 10 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000 T22 12 FXL 1873 PE(1-5/8) 40.00 - 60.00 0.6000 0.6000 T22 15 EW63(ELLIPTICAL) 40.00 - 60.00 0.6000 0.6000 722 16 LDF5-50A(7/8) 40.00 - 60.00 0.6000 0.6000 T22 17 LDF5-50A(7/8) 40.00 - 60.00 0.6000 0.6000 T22 19 LDF4-50A(1/2) 40.00 - 60.00 0.6000 0.6000 T22 20 LDF4-50A(1/2) 40.00 - 60.00 0.6000 0.6000 T22 26 FXL-540(1/2") 40.00 - 60.00 0.6000 0.6000 T22 29 LightWAVE 40.00 - 60.00 0.6000 0.6000 T22 30 LightWAVE 40.00 - 60.00 0.6000 0.6000 T22 31 LightWAVE 40.00 - 60.00 0.6000 0.6000 T23 1 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000 T23 2 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000 T23 4 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000 T23 8 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000 T23 10 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000 T23 12 FXL 1873 PE(1-5/8) 20.00 - 40.00 0.6000 0.6000 T23 15 EW63(ELLIPTICAL) 20.00 - 40.00 0.6000 0.6000 T23 16 LDF5-50A(7/8) 20.00 - 40.00 0,6000 0.6000 T23 17 LDF5-50A(7/8) 20.00 - 40.00 0.6000 0.6000 T23 19 LDF4-50A(1/2) 20.00 - 40.00 0.6000 0.6000 123 20 LDF4-50A(1/2) 20.00 - 40.00 0.6000 0.6000 T23 26 FXL-540(1/2") 20.00 - 40.00 0.6000 0.6000 T23 29 LightWAVE 20.00 - 40.00 0.6000 0.6000 T23 30 LightWAVE 20.00 - 40.00 0.6000 0.6000 T23 31 LightWAVE 20.00 - 40.00 0.6000 0.6000 T24 1 LDF7-50A(1-5/8) 6.44 - 20.00 0.6000 0.6000 T24 2 LDF7-50A(1-5/8) 6.44 - 20.00 0.6000 0.6000 T24 4 LDF7-50A(1-5/8) 6.44 - 20.00 0.6000 0.6000 T24 8 LDF7-50A(1-5/8) 6.44 - 20.00 0.6000 0.6000 T24 10 Safety Line 3/8 6.44 - 20.00 0.6000 0.6000 T24 12 FXL 1873 PE(1-5/8) 6.44 - 20.00 0.6000 0.6000 T24 15 EW63(ELLIPTICAL) 6.44 - 20.00 0.6000 0.6000 T24 16 LDF5-50A(7/8) 6.44 - 20.00 0.6000 0.6000 T24 17 LDF5-50A(7/8) 6.44 - 20.00 0.6000 0.6000 724 19 LDF4-50A(1/2) 6.44 - 20.00 0.6000 0.6000 T24 20 LDF4-50A(1/2) 6.44-20.00 0.6000 0.6000 T24 26 FXL-540(1/2") 6.44-20.00 0.6000 0.6000 T24 29 LightWAVE 6.44 - 20.00 0.6000 0.6000 T24 30 LightWAVE 6.44 - 20.00 0.6000 0.6000 T24 31 LightWAVE 6.44 - 20.00 0.6000 0.6000 T25 1 LDF7-50A(1-5/8) 0.00 - 6.44 0.3203 0.3203 T25 2 LDF7-50A(1-5/8) 0.00 - 6.44 0.3203 0.3203 T25 4 LDF7-50A(1-5/8) 0.00 - 6.44 0.3203 0.3203 T25 8 LDF7-50A(1-5/8) 0.00 - 6.44 0.3203 0.3203 T25 10 Safety Line 3/8 0.00 - 6.44 0.3203 0.3203 T25 12 FXL 1873 PE(1-5/8) 0.00 - 6.44 0.3203 0.3203 T25 15 EW63(ELLIPTICAL) 0.00 - 6.44 0.3203 0.3203 T25 16 LDF5-50A(7/8) 0.00 - 6.44 0.3203 0.3203 725 17 LDF5-50A(7/8) 0.00 - 6.44 0.3203 0.3203 T25 19 LDF4-50A(1/2) 0.00 - 6.44 0.3203 0.3203 T25 20 LDF4-50A(1/2) 0.00 - 6.44 0.3203 0.3203 T25 26 FXL-540(1/2") 0.00 - 6.44 0.3203 0.3203 T25 29 LightWAVE 0.00 - 6.44 0.3203 0.3203 T25 30 LightWAVE 0.00 - 6.44 0.3203 0.3203 T25 31 LightWAVE 0.00 - 6.44 0.3203 0.3203 tnx, owler Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 33 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Client Designed by Tulsa, OK74119 Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Discrete Tower, Loads Weight Description Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft fry f? K fr f Flash Beacon Lighting C From Leg 0.000 0.000 480.000 No Ice 2.700 2.700 0.050 0.000 1.000 Flash Beacon Lighting A From Leg 1.000 0.000 242.000 No Ice 2.700 2.700 0.050 0.000 0.000 Flash Beacon Lighting B From Leg 1.000 0.000 242.000 No Ice 2.700 2.700 0.050 0.000 0.000 Beacon Mount A From Leg 0.500 0.000 241.000 No Ice 1.750 0.007 0.023 0.000 0.000 Beacon Mount B From Leg 0.500 0.000 241.000 No Ice 1.750 0.007 0.023 0.000 0.000 microwave radio A From Face 3.000 0.000 457.000 No Ice 16.000 16.000 0.200 ULTRASCAN DR 0.000 II-6.5nGHz 0.000 Side Arm Mount [SO 601-1] A From Leg 1.000 0.000 457.000 No Ice 1.040 5.320 0.159 0.000 0.000 Side Arm Mount [SO 601-1] C From Leg 1.000 0.000 457.000 No Ice 1.040 5.320 0.159 0.000 0.000 s Side Arm Mount [SO 602-11 C From Leg 3.000 0.000 438.000 No Ice 2.580 10.830 0.146 0.000 0.000 (2) 12' horizontal x 2" Pipe B From Leg 2.000 0.000 438.000 No Ice 2.280 0.010 0.033 Mount 0.000 0.000 6810-4 B From Leg 3.000 0.000 427.000 No Ice 29.900 29.900 0.450 0.000 0.000 s 750 10074 A From Leg 4.000 0.000 380.000 No Ice 2.898 2.898 0.018 0.000 4.000 12' horizontal x 2" Pipe A From Leg 2.000 0.000 380.000 No Ice 2.280 0.010 0.033 Mount 0.000 0.000 Side Arm Mount [SO 308-1] A From Leg 2.000 0.000 380.000 No Ice 0.410 3.060 0.053 0.000 s 0.000 Side Arm Mount [SO 602-3] C None 0.000 373.000 No Ice 16.090 16.090 0.437 tnx, Job Page 0wer 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 34 of 87 B+T Group Project Date 17175. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft fig fry K ft fi (2) 12' horizontal x 2" Pipe A From Leg 6.000 0.000 373.000 No Ice 2.280 0.010 0.033 Mount 0.000 0.000 (2) 12' horizontal x 2" Pipe B From Leg 6.000 0.000 373.000 No Ice 2.280 0.010 0.033 Mount 0.000 0.000 (2) 12' horizontal x 2" Pipe C From Leg 6.000 0.000 373.000 No Ice 2.280 0.010 0.033 Mount 0.000 0.000 6' x 2" Mount Pipe A From Leg 6.000 0.000 373.000 No Ice 1.350 1.350 0.022 0.000 0.000 6' x 2" Mount Pipe B From Leg 6.000 0.000 373.000 No Ice 1.350 1.350 0.022 0.000 0.000 6' x 2" Mount Pipe C From Leg 6.000 0.000 373.000 No Ice 1.350 1.350 0.022 0.000 0.000 Pipe Mount [PM 601-1] B From Leg 0.500 0.000 346.000 No Ice 1.320 1.320 0.065 0.000 0.000 12' horizontal x 2" Pipe B From Leg 0.500 0.000 346.000 No Ice 2.280 0.010 0.033 Mount 0.000 0.000 • Side Arm Mount [SO 602-3] C None 0.000 276.000 No Ice 16.090 16.090 0.437 (2) 12' horizontal x 2" Pipe A From Leg 6.000 0.000 276.000 No Ice 2.280 0.010 0.033 Mount 0.000 0.000 (2) 12' horizontal x 2" Pipe B From Leg 6.000 0.000 276.000 No Ice 2.280 0.010 0.033 Mount 0.000 0.000 (2) 12' horizontal x 2" Pipe C From Leg 6.000 0.000 276.000 No Ice 2.280 0.010 0.033 Mount 0.000 0.000 6' x 2" Mount Pipe A From Leg 6.000 0.000 276.000 No Ice 1.394 1.394 0.022 0.000 0.000 6' x 2" Mount Pipe B From Leg 6.000 0.000 276.000 No Ice 1.394 1.394 0.022 0.000 0.000 6' x 2" Mount Pipe C From Leg 6.000 0.000 276.000 No Ice 1.394 1.394 0.022 0.000 0.000 • FFV4-65C-R3-VI_TMO w/ A From Leg 4.000 0.000 254.000 No Ice 21.347 11.461 0.179 Mount Pipe 0.000 2.000 FFV4-65C-R3-VI_TMO w/ B From Leg 4.000 0.000 254.000 No Ice 21.347 11.461 0.179 Mount Pipe 0.000 2.000 FFV4-65C-R3-VI_TMO w/ C From Leg 4.000 0.000 254.000 No Ice 21.347 11.461 0.179 Mount Pipe 0.000 2.000 tnxTower Job Page 87 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 35 of Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft f? f? K ft ft AIR6449 B41_T-MOBILE A From Leg 4.000 0.000 254.000 No Ice 5.868 3.261 0.128 w/ Mount Pipe 0.000 2.000 AIR6449 B41_T-MOBILE B From Leg 4.000 0.000 254.000 No Ice 5.868 3.261 0.128 w/ Mount Pipe 0.000 2.000 AIR6449 B41_T-MOBILE C From Leg 4.000 0.000 254.000 No Ice 5.868 3.261 0.128 w/ Mount Pipe 0.000 2.000 (3) RADIO 4415 B25_TMO A From Leg 4.000 0.000 254.000 No Ice 1.856 0.870 0.047 0.000 2.000 (3) RADIO 4449 B71 A From Leg 4.000 0.000 254.000 No Ice 1.970 1.587 0.073 B85A_T-MOBILE 0.000 2.000 (3) RADIO 4424 A From Leg 4.000 0.000 254.000 No Ice 2.052 1.610 0.097 B25_TMOV 1 0.000 2.000 Sector Mount [SM 502-3] C None 0.000 254.000 No Ice 29.820 29.820 1.673 8' x 2.875" Mount Pipe A From Leg 4.000 0.000 254.000 No Ice 1.874 1.874 0.035 0.000 0.000 8' x 2.875" Mount Pipe B From Leg 4.000 0.000 254.000 No Ice 1.874 1.874 0.035 0.000 0.000 8' x 2.875" Mount Pipe C From Leg 4.000 0.000 254.000 No Ice 1.874 1.874 0.035 0.000 0.000 10' horizontal x 2" Pipe A From Leg 4.000 0.000 254.000 No Ice 1.900 0.010 0.027 Mount 0.000 0.000 10' horizontal x 2" Pipe B From Leg 4.000 0.000 254.000 No Ice 1.900 0.010 0.027 Mount 0.000 0.000 10' horizontal x 2" Pipe C From Leg 4.000 0.000 254.000 No Ice 1.900 0.010 0.027 Mount 0.000 0.000 CA5-150EB/CP C From Leg 2.000 0.000 238.000 No Ice 4.447 4.447 29.000 0.000 -1.000 Pipe Mount [PM 601-1] C From Leg 0.500 0.000 238.000 No Ice 1.320 1.320 0.065 0.000 0.000 CMA-13/6521 A From Leg 4.000 0.000 130.000 No Ice 4.990 3.100 0.043 0.000 1.000 CMA-B/3324 w/ Mount Pipe A From Leg 4.000 0.000 130.000 No Ice 7.760 5.170 0.082 0.000 1.000 CMA-13/3324 B From Leg 4.000 0.000 130.000 No Ice 7.810 3.490 0.054 0.000 1.000 CMA-B/3324 w/ Mount Pipe B From Leg 4.000 0.000 130.000 No Ice 7.760 5.170 0.082 0.000 1.000 tnx-Tower Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 36 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft oft fr2 fe K ft At CMA-B/3324 C From Leg 4.000 0.000 130.000 No Ice 7.810 3.490 0.054 0.000 1.000 CMA-B/3324 w/ Mount Pipe C From Leg 4.000 0.000 130.000 No Ice 7.760 5.170 0.082 0.000 1.000 Sector Mount [SM 402-3] C None 0.000 130.000 No Ice 18.870 18.870 0.851 Pipe Mount [PM 601-3] C None 0.000 130.000 No Ice 3.170 3.170 0.195 Dishes. Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert rt 0 jt fi K PL6-65-PXA B Paraboloid w/o From 1.000 90.000 346.000 6.358 No Ice 31.750 0.161 Radome Leg 0.000 0.000 Load Combinations Comb. Description No. 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 tnxTpwer Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 37 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Client Designed by Tulsa, OK74119 Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Comb. Description No. 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 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft Tl 480 - 460 Leg Max Tension 4 2.300 1.733 -0.914 Max. Compression 12 -87.044 -0.775 0.006 Max. Mx 12 2.174 6.955 4.175 Max. My 8 2.085 -0.393 -7.516 Max. Vy 11 3.710 0.291 -0.383 Max. Vx 2 3.045 0.155 0.442 Diagonal Max Tension 13 6.006 0.000 0.000 Max. Compression 11 -6.294 0.000 0.000 Max. Mx 9 4.539 0.017 0.000 Max. My 3 2.639 0.000 -0.000 Max. Vy 9 -0.014 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Horizontal Max Tension 13 5.652 0.000 0.000 Max. Compression 7 -4.863 0.000 0.000 Max. Mx 11 1.394 0.006 0.000 Max. My 3 1.373 0.000 0.000 Max. Vy 11 -0.006 0.000 0.000 Max. Vx 3 -0.000 0.000 0.000 Secondary Max Tension 10 0.000 -0.002 -0.000 Horizontal Max. Compression 13 -0.000 0.003 0.000 Max. Mx 13 0.000 0.004 0.000 Max. My 13 0.000 0.004 0.000 Max. Vy 13 -0.005 0.000 0.000 Max. Vx 13 -0.000 0.004 0.000 Top Girt Max Tension 8 0.209 0.000 0.000 Max. Compression 2 -0.240 0.000 0.000 Max. Mx 11 0.087 0.006 0.000 Max. My 3 -0.194 0.000 0.000 Max. Vy 11 -0.006 0.000 0.000 Max. Vx 3 -0.000 0.000 0.000 Bottom Girt Max Tension 12 1.958 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 12 1.958 0.006 0.000 Max. My 3 0.869 0.000 0.000 Max. Vy 12 -0.006 0.000 0.000 Max. Vx 3 -0.000 0.000 0.000 Guy A Bottom Tension 8 41.040 Top Tension 8 42.001 Top Cable Vert 8 39.844 Top Cable Norm 8 13.288 Top Cable Tan 8 0.020 Bot Cable Vert 8 -37.748 Bot Cable Norm 8 16.104 Bot Cable Tan 8 0.054 Guy B Bottom Tension 12 41.567 Top Tension 12 42.528 Top Cable Vert 12 40.348 ��x"wer Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 38 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX- (918) 295-0265 Section Elevation No. ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip- t Minor Axis Moment kip-ft Top Cable Norm 12 13.442 Top Cable Tan 12 0.026 Bot Cable Vert 12 -38.254 Bot Cable Norm 12 16.260 Bot Cable Tan 12 0.048 Guy C Bottom Tension 4 41.037 Top Tension 4 41.998 Top Cable Vert 4 39.854 Top Cable Norm 4 13.249 Top Cable Tan 4 0.022 Bot Cable Vert 4 -37.761 Bot Cable Norm 4 16.067 Bot Cable Tan 4 0.052 Torque Arm Top Max Tension 13 11.601 -56.941 -0.000 Max. Compression 13 -1.549 -149.303 0.000 Max. Mx 12 -0.516 -156.961 -0.000 Max. My 3 8.094 -99.172 0.000 Max. Vy 12 39.280 -156.961 -0.000 Max. Vx 3 0.000 -99.172 0.000 T2 460 - 440 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -93.131 0.411 -0.001 Max. Mx 12 -87.044 -0.772 0.007 Max. My 8 -34.409 0.016 0.575 Max. Vy 11 3.709 -0.021 -0.343 Max. Vx 2 3.045 0.206 0.188 Diagonal Max Tension 13 3.993 0.000 0.000 Max. Compression 2 -4.890 0.000 0.000 Max. Mx 9 1.981 0.014 0.000 Max. My 4 -4.229 0.000 -0.000 Max. Vy 9 -0.012 0.000 0.000 Max. Vx 4 0.000 0.000 0.000 Horizontal Max Tension 4 2.002 0.000 0.000 Max. Compression 8 -1.613 0.000 0.000 Max. Mx 7 1.543 0.006 0.000 Max. My 4 0.591 0.000 -0.000 Max. Vy 7 -0.006 0.000 0.000 Max. Vx 4 0.000 0.000 0.000 Secondary Max Tension 9 0.000 -0.002 -0.000 Horizontal Max. Compression 13 -0.000 0.002 0.000 Max. Mx 13 -0.000 0.004 0.000 Max. My 13 -0.000 0.003 0.000 Max. Vy 13 -0.005 0.000 0.000 Max. Vx 13 -0.000 0.000 0.000 Top Girt Max Tension 1 0.000 0.000 0.000 Max. Compression 13 -1.271 0.000 0.000 Max. Mx 12 -1.150 0.006 0.000 Max. My 3 -0.376 0.000 0.000 Max. Vy 12 -0.006 0.000 0.000 Max. Vx 3 -0.000 0.000 0.000 Bottom Girt Max Tension 3 0.590 0.000 0.000 Max. Compression 10 -0.293 0.000 0.000 Max. Mx 6 0.444 0.006 0.000 Max. My 4 0.501 0.000 -0.000 Max. Vy 6 -0.006 0.000 0.000 Max. Vx 4 0.000 0.000 0.000 T3 440 - 420 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 12 -91.386 -0.067 0.306 Max. Mx 12 -65.379 -1.377 -0.364 Max. My 8 -68.427 0.333 1.194 Max. Vy 11 -7.725 0.192 -0.547 tnx_To_ we,. '" Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 39 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Section Elevation Component No. ft Type Condition Gov. Load Comb. Axial K Major Axis Moment kip ft Minor Axis Moment kip Jt Max. Vx 2 -6.007 0.259 0.417 Diagonal Max Tension 5 7.674 0.000 0.000 Max. Compression 11 -8.572 0.000 0.000 Max. Mx 12 4.386 0.014 0.000 Max. My 4 -4.264 0.000 -0.000 Max. Vy 12 -0.012 0.000 0.000 Max. Vx 4 0.000 0.000 0.000 Horizontal Max Tension 3 3.157 0.000 0.000 Max. Compression 9 -2.317 0.000 0.000 Max. Mx 10 1.274 0.006 0.000 Max. My 4 1.583 0.000 0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 4 -0.000 0.000 0.000 Secondary Max Tension 4 0.000 -0.002 -0.000 Horizontal Max. Compression 13 -0.000 -0.001 -0.000 Max. Mx 4 0.000 -0.002 0.000 Max. My 4 0.000 -0.002 -0.000 Max. Vy 4 0.004 -0.002 0.000 Max. Vx 4 0.000 -0.002 -0.000 Top Girt Max Tension 8 0.910 0.000 0.000 Max. Compression 2 -0.601 0.000 0.000 Max. Mx 6 0.460 0.006 0.000 Max. My 4 -0.382 0.000 -0.000 Max. Vy 6 -0.006 0.000 0.000 Max. Vx 4 0.000 0.000 0.000 Bottom Girt Max Tension 1 0.000 0.000 0.000 Max. Compression 12 -2.533 0.000 0.000 Max. Mx 10 -2.030 0.006 0.000 Max. My 4 -2.423 0.000 0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 4 -0.000 0.000 0.000 T4 420 - 400 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 4 -128.749 -0.417 -0.696 Max. Mx 4 -127.825 6.098 -2.156 Max. My 8 -124.876 -0.571 6.420 Max. Vy 11 -7.736 0.835 -0.644 Max. Vx 2 -6.005 0.173 0.917 Diagonal Max Tension 11 6.001 0.000 0.000 Max. Compression 5 -6.995 0.000 0.000 Max. Mx 12 0.007 0.017 0.000 Max. My 4 -1.429 0.000 -0.000 Max. Vy 12 -0.014 0.000 0.000 Max. Vx 4 0.000 0.000 0.000 Horizontal Max Tension 3 7.955 0.000 0.000 Max. Compression 9 -6.014 0.000 0.000 Max. Mx 3 1.719 0.006 0.000 Max. My 4 2.230 0.000 0.000 Max. Vy 3 -0.006 0.000 0.000 Max. Vx 4 -0.000 0.000 0.000 Secondary Max Tension 4 0.000 -0.001 -0.000 Horizontal Max. Compression 13 -0.000 -0.002 -0.000 Max. Mx 13 -0.000 -0.003 -0.000 Max. My 4 0.000 -0.001 -0.000 Max. Vy 13 0.005 -0.003 -0.000 Max. Vx 4 0.000 -0.001 -0.000 Top Girt Max Tension 2 3.767 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 3.412 0.006 0.000 Max. My 4 3.236 0.000 0.000 WxTower Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 40 of 87 B+T Group Project Date 1717 S Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-026S Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft Max. Vy 10 -0.006 0.000 0.000 Max. Vx 4 -0.000 0.000 0.000 Bottom Girt Max Tension 13 0.581 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 11 0.445 0.006 0.000 Max. My 4 0.346 0.000 0.000 Max. Vy 11 -0.006 0.000 0.000 Max. Vx 4 -0.000 0.000 0.000 Guy A Bottom Tension 8 34.685 Top Tension 8 35.330 Top Cable Vert 8 32.997 Top Cable Norm 8 12.625 Top Cable Tan 8 0.027 Bot Cable Vert 8 -31.413 Bot Cable Norm 8 14.708 Bot Cable Tan 8 0.029 Guy B Bottom Tension 12 34.841 Top Tension 12 35.485 Top Cable Vert 12 33.154 Top Cable Norm 12 12.651 Top Cable Tan 12 0.024 Bot Cable Vert 12 -31.572 Bot Cable Norm 12 14.735 Bot Cable Tan 12 0.033 Guy C Bottom Tension 4 34.970 Top Tension 4 35.613 Top Cable Vert 4 33.270 Top Cable Norm 4 12.706 Top Cable Tan 4 0.020 Bot Cable Vert 4 -31.688 Bot Cable Norm 4 14.791 Bot Cable Tan 4 0.036 Torque Arm Top Max Tension 13 11.881 0.000 0.000 Max. Compression 13 -2.969 0.000 0.000 Max. Mx 4 -1.643 -130.584 -0.000 Max. My 4 -1.826 -129.999 0.000 Max. Vy 4 32.694 -130.584 -0.000 Max. Vx 4 0.000 -129.999 0.000 T5 400 - 380 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 3 -127.660 -0.449 -0.714 Max. Mx 10 -112.731 -0.923 -0.066 Max. My 7 -90.044 -0.228 0.929 Max. Vy 11 -3.760 -0.381 -0.587 Max. Vx 3 -2.917 0.751 -0.065 Diagonal Max Tension 5 4.243 0.000 0.000 Max. Compression 11 -6.605 0.000 0.000 Max. Mx 7 2.532 0.017 0.000 Max. My 3 -2.350 0.000 -0.000 Max. Vy 7 -0.014 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Horizontal Max Tension 3 2.193 0.000 0.000 Max. Compression 3 -2.193 0.000 0.000 Max. Mx 9 1.794 0.006 0.000 Max. My 4 2.140 0.000 0.000 Max. Vy 9 -0.006 0.000 0.000 Max. Vx 4 -0.000 0.000 0.000 Secondary Max Tension 5 0.000 -0.001 -0.000 Horizontal Max. Compression 12 -0.000 -0.001 -0.000 Max. Mx 13 -0.000 -0.003 0.000 Max. My 5 0.000 -0.001 -0.000 tnxApwer Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 41 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft Max. Vy 13 0.005 -0.003 0.000 Max. Vx 5 0.000 -0.001 -0.000 Top Girt Max Tension 7 0.644 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 11 0.239 0.006 0.000 Max. My 4 0.625 0.000 0.000 Max. Vy 11 -0.006 0.000 0.000 Max. Vx 4 -0.000 0.000 0.000 Bottom Girt Max Tension 13 0.725 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 0.653 0.006 0.000 Max. My 4 0.268 0.000 0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 4 -0.000 0.000 0.000 T6 380 - 360 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 2 -166.360 -0.481 -1.254 Max. Mx 5 -85.326 -6.319 1.416 Max. My 8 -72.861 0.500 -6.525 Max. Vy 11 -3.764 -0.384 -0.590 Max. Vx 13 3.355 -0.971 1.041 Diagonal Max Tension 3 7.623 0.000 0.000 Max. Compression 5 -9.249 0.000 0.000 Max. Mx 7 4.557 0.017 0.000 Max. My 3 -5.630 0.000 -0.000 Max. Vy 7 -0.014 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Horizontal Max Tension 9 11.913 0.000 0.000 Max. Compression 3 -9.504 0.000 0.000 Max. Mx 10 2.677 0.006 0.000 Max. My 3 2.722 0.000 -0.000 Max. Vy 2 -0.006 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Secondary Max Tension 6 0.000 -0.001 -0.000 Horizontal Max. Compression 12 -0.000 -0.001 -0.000 Max. Mx 13 -0.000 -0.003 0.000 Max. My 2 -0.000 0.002 0.000 Max. Vy 13 0.005 -0.003 0.000 Max. Vx 2 -0.000 0.002 0.000 Top Girt Max Tension 12 0.895 0.000 0.000 Max. Compression 5 -0.163 0.000 0.000 Max. Mx 10 0.701 0.006 0.000 Max. My 4 0.635 0.000 0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 4 -0.000 0.000 0.000 Bottom Girt Max Tension 2 1.830 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 2 1.830 0.006 0.000 Max. My 3 1.051 0.000 -0.000 Max. Vy 2 -0.006 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Guy A Bottom Tension 8 36.090 Top Tension 8 36.658 Top Cable Vert 8 33.487 Top Cable Norm 8 14.914 Top Cable Tan 8 0.014 Bot Cable Vert 8 -32.033 Dot Cable Norm 8 16.624 Bot Cable Tan 8 0.034 Guy B Bottom Tension 12 35.634 Top Tension 12 36.202 WX17 er Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) - 42 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Section Elevation No. ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip ft Minor Axis Moment kip ft Top Cable Vert 12 33.095 Top Cable Norm 12 14.674 Top Cable Tan 12 0.026 Bot Cable Vert 12 -31.643 Bot Cable Norm 12 16.387 Bot Cable Tan 12 0.022 Guy C Bottom Tension 4 36.398 Top Tension 4 36.966 Top Cable Vert 4 33.780 Top Cable Norm 4 15.013 Top Cable Tan 4 0.003 Bot Cable Vert 4 -32.328 Bot Cable Norm 4 16.725 Bot Cable Tan 4 0.045 Torque Ann Top Max Tension 13 15.075 0.000 0.000 Max. Compression 13 -5.242 0.000 0.000 Max. Mx 4 -3.443 -132.202 0.000 Max. My 3 -0.963 -78.002 0.000 Max. Vy 4 33.098 -132.202 0.000 Max. Vx 3 0.000 -78.002 0.000 T7 360 - 340 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 2 -172.144 0.875 1.024 Max. Mx 9 -162.621 -1.433 -0.126 Max. My 13 -143.200 -0.868 1.582 Max. Vy 5 4.705 -0.524 -1.085 Max. Vx 13 -3.494 -0.550 0.870 Diagonal Max Tension 5 5.684 0.000 0.000 Max. Compression 13 -6.679 0.000 0.000 Max. Mx 5 5.684 0.017 0.000 Max. My 3 -4.182 0.000 -0.000 Max. Vy 5 -0.014 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Horizontal Max Tension 2 4.292 0.000 0.000 Max. Compression 2 -2.982 0.000 0.000 Max. Mx 10 2.781 0.006 0.000 Max. My 3 2.898 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Secondary Max Tension 5 0.000 -0.001 -0.000 Horizontal Max. Compression 11 -0.000 -0.001 -0.000 Max. Mx 2 0.000 0.003 0.000 Max. My 2 0.000 0.003 0.000 Max. Vy 13 0.005 -0.003 0.000 Max. Vx 2 -0.000 0.000 0.000 Top Girt Max Tension 9 0.500 0.000 0.000 Max. Compression 13 -0.110 0.000 0.000 Max. Mx 2 0.014 0.006 0.000 Max. My 3 0.275 0.000 -0.000 Max. Vy 2 -0.006 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Bottom Girt Max Tension 9 0.783 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 0.779 0.006 0.000 Max. My 3 0.351 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 T8 340 - 320 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 2 -168.453 -0.906 -1.049 Max. Mx 2 -145.459 1.393 -0.116 Max. My 2 -138.181 -0.622 1.300 WxTower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 43 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Client Designed by Tulsa, OK74119 Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Section Elevation Component No. ft Type Condition Gov. Load Comb. Axial K Major Axis Moment kip ft Minor Axis Moment kipft Max. Vy 5 6.800 -0.853 -1.099 Max. Vx 13 -5.489 -0.501 1.270 Diagonal Max Tension 5 7.940 0.000 0.000 Max. Compression 5 -10.486 0.000 0.000 Max. Mx 2 1.891 0.017 0.000 Max. My 3 -6.256 0.000 -0.000 Max. Vy 2 -0.014 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Horizontal Max Tension 2 2.856 0.000 0.000 Max. Compression 2 -2.856 0.000 0.000 Max. Mx 10 2.754 0.006 0.000 Max. My 3 2.750 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Secondary Max Tension 5 0.000 -0.001 -0.000 Horizontal Max. Compression 10 -0.000 0.001 -0.000 Max. Mx 2 0.000 0.003 0.000 Max. My 2 0.000 0.003 0.000 Max. Vy 2 -0.005 0.000 0.000 Max. Vx 2 -0.000 0.000 0.000 Top Girt Max Tension 4 1.003 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 0.566 0.006 0.000 Max. My 3 0.451 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Bottom Girt Max Tension 10 0.791 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 12 0.702 0.006 0.000 Max. My 3 0.595 0.000 -0.000 Max. Vy 12 -0.006 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 T9 320 - 300 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 6 -194.906 1.160 -1.423 Max. Mx 5 -95.579 -5.361 -0.412 Max. My 2 -130.080 1.137 5.472 Max. Vy 5 6.770 -1.420 -1.116 Max. Vx 13 -5.476 -0.241 1.726 Diagonal Max Tension 5 7.799 0.000 0.000 Max. Compression 5 -13.339 0.000 0.000 Max. Mx 2 2.588 0.024 0.000 Max. My 3 -8.804 0.000 -0.000 Max. Vy 2 -0.019 0.000 0.000 Max. Vx 3 -0.000 0.000 0.000 Horizontal Max Tension 9 12.102 0.000 0.000 Max. Compression 3 -8.026 0.000 0.000 Max. Mx 10 3.068 0.006 0.000 Max. My 3 2.989 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Secondary Max Tension 5 0.000 -0.001 -0.000 Horizontal Max. Compression 10 -0,000 0.001 -0.000 Max. Mx 2 0.000 0.003 0.000 Max. My 2 0.000 0.003 0.000 Max. Vy 2 -0.005 0.000 0.000 Max. Vx 2 -0.000 0.000 0.000 Top Girt Max Tension 4 1.128 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 12 0.488 0.006 0.000 WxTO"Wer Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 44 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip- t kip- t Max. My 3 0.495 0.000 -0.000 Max. Vy 12 -0.006 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Bottom Girt Max Tension 11 1.522 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 1.497 0.006 0.000 Max. My 3 0.940 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Guy A Bottom Tension 9 27.472 Top Tension 9 27.816 Top Cable Vert 9 24.445 Top Cable Norm 9 13.270 Top Cable Tan 9 0.260 Bot Cable Vert 9 -23.484 Bot Cable Norm 9 14.245 Bot Cable Tan 9 0.524 Guy B Bottom Tension 13 27.110 Top Tension 13 27.454 Top Cable Vert 13 24.151 Top Cable Norm 13 13.054 Top Cable Tan 13 0.232 Bot Cable Vert 13 -23.180 Bot Cable Norm 13 14.050 Bot Cable Tan 13 0.488 Guy C Bottom Tension 3 27.240 Top Tension 3 27.584 Top Cable Vert 3 24.261 Top Cable Norm 3 13.123 Top Cable Tan 3 0.263 Bot Cable Vert 3 -23.301 Bot Cable Norm 3 14.100 Bot Cable Tan 3 0.522 Torque Ann Top Max Tension 13 13.853 0.000 0.000 Max. Compression 13 -5.410 0.000 0.000 Max. Mx 13 1.441 -94.421 -0.000 Max. My 3 -1.780 -58.542 0.000 Max. Vy 13 23.663 -94.421 -0.000 Max. Vx 3 0.000 -58.542 0.000 T10 300 - 280 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 6 -190.213 -0.860 1.634 Max. Mx 10 -185.985 -1.818 -0.100 Max. My 5 -179.419 -0.846 1.638 Max. Vy 13 2.645 -0.701 -1.422 Max. Vx 5 -3.544 -1.015 1.342 Diagonal Max Tension 5 3.144 0.000 0.000 Max. Compression 5 -7.884 0.000 0.000 Max. Mx 9 -3.614 0.017 0.000 Max. My 3 -1.065 0.000 -0.000 Max. Vy 9 -0.014 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Horizontal Max Tension 10 3.249 0.000 0.000 Max. Compression 10 -3.249 0.000 0.000 Max. Mx 6 3.103 0.006 0.000 Max. My 3 2.903 0.000 -0.000 Max. Vy 6 -0.006 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Secondary Max Tension 5 0.000 -0.001 -0.000 Horizontal Max. Compression 10 -0.000 0.001 -0.000 Max. Mx 2 0.000 0.003 0.000 tnXQwer Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 45 of 87 Project Date B+T Group 17175. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle 1 Sudhanva FAX.- (918) 295-0265 Section Elevation No. ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment hip ft Minor Axis Moment kip ft Max. My 2 0.000 0.002 0.000 Max. Vy 2 -0.005 0.000 0.000 Max. Vx 2 -0.000 0.000 0.000 Top Girt Max Tension 5 0.935 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 0.757 0.006 0.000 Max. My 3 0.865 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Bottom Girt Max Tension 11 1.067 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 1.028 0.006 0.000 Max. My 9 0.958 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 T11 280 - 260 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 2 -199.502 1.846 0.117 Max. Mx 2 -188.648 -2.038 0.010 Max. My 2 -181.441 -0.999 1.801 Max. Vy 5 4.534 -0.770 -1.470 Max. Vx 2 -3.509 -0.966 1.677 Diagonal Max Tension 5 3.936 0.000 0.000 Max. Compression 5 -8.327 0.000 0.000 Max. Mx 9 0.856 0.017 0.000 Max. My 3 0.354 0.000 -0.000 Max. Vy 9 -0.014 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Horizontal Max Tension 2 3.390 0.000 0.000 Max. Compression 2 -3.390 0.000 0.000 Max. Mx 10 3.266 0.006 0.000 Max. My 3 3.176 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Secondary Max Tension 5 0.000 -0.001 -0.000 Horizontal Max. Compression 10 -0.000 0.001 -0.000 Max. Mx 2 0.000 0.003 0.000 Max. My 2 0.000 0.002 0.000 Max. Vy 2 -0.004 0.000 0.000 Max. Vx 2 -0.000 0.000 0.000 Top Girt Max Tension 2 1.059 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 0.965 0.006 0.000 Max. My 9 0.885 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Bottom Girt Max Tension 10 1.066 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 1.066 0.006 0.000 Max. My 9 0.934 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 T12 260 - 240 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 2 -247.493 -2.426 -0.360 Max. Mx 11 -194.350 6.685 -1.850 Max. My 2 -166.659 0.260 7.323 Max. Vy 5 4.529 -1.154 -1.483 Max. Vx 7 -4.195 -1.400 1.394 Diagonal Max Tension 7 11.106 0.000 0.000 Max. Compression 13 -18.681 0.000 0.000 Max. Mx 10 8.914 0.017 0.000 tnx-_Towel° Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 46 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle FAX.- (918) 295-0265 FAX.- Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft Max. My 9 4.162 0.000 0.000 Max. Vy 10 -0.014 0.000 0.000 Max. Vx 9 -0.000 0.000 0.000 Horizontal Max Tension 9 18.355 0.000 0.000 Max. Compression 3 -13.488 0.000 0.000 Max. Mx 10 3.712 0.006 0.000 Max. My 9 3.391 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Secondary Max Tension 10 0.000 0.000 0.000 Horizontal Max. Compression 10 -0.000 0.000 -0.000 Max. Mx 2 0.000 0.003 0.000 Max. My 2 0.000 0.002 0.000 Max. Vy 2 -0.004 0.000 0.000 Max. Vx 2 -0.000 0.000 0.000 Top Girt Max Tension 2 1.141 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 1.041 0.006 0.000 Max. My 9 0.962 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Bottom Girt Max Tension 7 2.043 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 1.808 0.006 0.000 Max. My 9 1.695 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Guy A Bottom Tension 7 31.987 Top Tension 7 32.369 Top Cable Vert 7 26.725 Top Cable Norm 7 18.262 Top Cable Tan 7 0.197 Bot Cable Vert 7 -25.681 Bot Cable Norm 7 19.065 Bot Cable Tan 7 0.462 Guy B Bottom Tension 13 32.376 Top Tension 13 32.758 Top Cable Vert 13 27.064 Top Cable Norm 13 18.455 Top Cable Tan 13 0.184 Bot Cable Vert 13 -26.021 Bot Cable Norm 13 19.259 Bot Cable Tan 13 0.474 Guy C Bottom Tension 3 31.762 Top Tension 3 32.144 Top Cable Vert 3 26.563 Top Cable Norm 3 18.098 Top Cable Tan 3 0.218 Bot Cable Vert 3 -25.531 Bot Cable Norm 3 18.888 Bot Cable Tan 3 0.501 Torque Arm Top Max Tension 13 20.761 0.000 0.000 Max. Compression 13 -9.623 0.000 0.000 Max. Mx 13 0.179 -104.294 -0.000 Max. My 9 -3.520 -57.685 -0.000 Max. Vy 13 26.129 -104.294 -0.000 Max. Vx 9 -0.000 -57.685 -0.000 T13 240 - 220 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 6 -256.168 -0.911 -2.259 Max. Mx 6 -218.290 2.519 -0.206 WxTQwer Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 47 of 87 Project Date 14:30:11 03/23/21 B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK74119 Phone: (918) 587-4630 FAX.- (918) 295-0265 Client Crown Castle Designed by Sudhanva Section Elevation Component No. ft Type Condition Gov. Load Comb. Axial K Major Axis Moment kip ft Minor Axis Moment kip ft Max. My 6 -252.963 1.204 2.367 Max. Vy 11 4.494 -0.911 -1.751 Max. Vx 7 -4.173 -1.182 1.740 Diagonal Max Tension 12 3.067 0.000 0.000 Max. Compression 7 -9.467 0.000 0.000 Max. Mx 10 -5.871 0.017 0.000 Max. My 9 -6.283 0.000 0.000 Max. Vy 10 -0.014 0.000 0.000 Max. Vx 9 -0.000 0.000 0.000 Horizontal Max Tension 6 4.394 0.000 0.000 Max. Compression 6 -4.394 0.000 0.000 Max. Mx 10 3.774 0.006 0.000 Max. My 9 4.152 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Secondary Max Tension 10 0.000 0.000 0.000 Horizontal Max. Compression 10 -0.000 0.001 -0.000 Max. Mx 2 0.000 0.002 0.000 Max. My 2 0.000 0.001 0.000 Max. Vy 5 0.004 -0.002 -0.000 Max. Vx 2 -0.000 0.000 0.000 Top Girt Max Tension 6 1.489 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 1.386 0.006 0.000 Max. My 9 1.399 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Bottom Girt Max Tension 3 1.473 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 1.316 0.006 0.000 Max. My 9 1.308 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 T14 220 - 200 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 6 -256.172 -0.909 -2.258 Max. Mx 6 -223.930 2.551 -0.201 Max. My 6 -253.897 1.204 2.380 Max. Vy 5 3.517 -0.913 -2.139 Max. Vx 13 -3.047 -1.212 1.963 Diagonal Max Tension 5 1.378 0.000 0.000 Max. Compression 3 -7.659 0.000 0.000 Max. Mx 10 -2.530 0.017 0.000 Max. My 9 -3.361 0.000 0.000 Max. Vy 10 -0.014 0.000 0.000 Max. Vx 9 -0.000 0.000 0.000 Horizontal Max Tension 6 4.400 0.000 0.000 Max. Compression 6 -4.400 0.000 0.000 Max. Mx 10 3.754 0.006 0.000 Max. My 9 4.074 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Secondary Max Tension 6 0.000 -0.001 -0.000 Horizontal Max. Compression 10 -0.000 0.001 -0.000 Max. Mx 2 0.000 0.002 0.000 Max. My 2 0.000 0.001 0.000 Max. Vy 5 0.004 -0.002 -0.000 Max. Vx 2 -0.000 0.000 0.000 Top Girt Max Tension 2 1.413 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 thArOwei Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 48 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft Max. Mx 10 1.345 0.006 0.000 Max. My 9 1.359 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Bottom Girt Max Tension 7 1.370 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 1.276 0.006 0.000 Max. My 9 1.270 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 T15 200 - 180 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 10 -259.205 1.210 2.337 Max. Mx 11 -210.596 4.530 -0.728 Max. My 2 -208.721 -1.028 4.569 Max. Vy 5 3.505 -1.208 -2.146 Max. Vx 13 -3.026 -1.070 2.215 Diagonal Max Tension 7 3.168 0.000 0.000 Max. Compression 13 -10.568 0.000 0.000 Max. Mx 10 -0.646 0.017 0.000 Max. My 9 -2.254 0.000 0.000 Max. Vy 10 -0.014 0.000 0.000 Max. Vx 9 -0.000 0.000 0.000 Horizontal Max Tension 5 11.425 0.000 0.000 Max. Compression 3 -5.713 0.000 0.000 Max. Mx 6 4.335 0.006 0.000 Max. My 9 4.379 0.000 -0.000 Max. Vy 6 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Secondary Max Tension 5 0.000 -0.001 -0.000 Horizontal Top Girt Bottom Girt Guy A Guy B Max. Compression 10 -0.000 0.000 -0.000 Max. Mx 3 0.000 0.002 0.000 Max. My 2 0.000 0.001 0.000 Max. Vy 5 0.004 -0.002 -0.000 Max. Vx 2 -0.000 0.000 0.000 Max Tension 3 1.474 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 1.360 0.006 0.000 Max. My 9 1.403 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Max Tension 3 1.799 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 1.570 0.006 0.000 Max. My 9 1.460 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Bottom Tension 7 14.336 Top Tension 7 14.458 Top Cable Vert 7 10.717 Top Cable Norm 7 9.703 Top Cable Tan 7 0.096 Bot Cable Vert 7 -10.260 Bot Cable Norm 7 10.010 Bot Cable Tan 7 0.218 Bottom Tension 13 14.271 Top Tension 13 14.393 Top Cable Vert 13 10.684 Top Cable Norm 13 9.644 Top Cable Tan 13 0.097 Bot Cable Vert 13 -10.228 thxTower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 49 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Section Elevation No. ji Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip ft Minor Axis Moment kip ft Bot Cable Norm 13 9.951 Bot Cable Tan 13 0.217 Guy C Bottom Tension 5 14.976 Top Tension 5 15.098 Top Cable Vert 5 11.197 Top Cable Norm 5 10.127 Top Cable Tan 5 0.108 Bot Cable Vert 5 -10.744 Bot Cable Norm 5 10.430 Bot Cable Tan 5 0.236 Torque Arm Top Max Tension 5 11.042 0.000 0.000 Max. Compression 7 -5.165 0.000 0.000 Max. Mx 5 -0.399 -42.643 0.000 Max. My 9 -1.933 -23.731 -0.000 Max. Vy 5 10.734 -42.643 0.000 Max. Vx 9 -0.000 -23.731 -0.000 T16 180 - 160 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 10 -256.336 -1.389 -2.301 Max. Mx 6 -240.603 2.694 -0.107 Max. My 6 -251.722 1.219 2.484 Max. Vy 9 2.835 -1.090 -2.289 Max. Vx 9 -2.035 -1.242 1.939 Diagonal Max Tension 5 0.087 0.000 0.000 Max. Compression 9 -7.274 0.000 0.000 Max. Mx 10 -4.244 0.017 0.000 Max. My 3 -3.118 0.000 -0.000 Max. Vy 10 -0.014 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Horizontal Max Tension 6 4.369 0.000 0.000 Max. Compression 6 -4.369 0.000 0.000 Max. Mx 10 3.986 0.006 0.000 Max. My 3 4.084 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Secondary Max Tension 5 0.000 -0.002 -0.000 Horizontal Max. Compression 10 -0.000 0.000 -0.000 Max. Mx 3 0.000 0.002 0.000 Max. My 2 0.000 0.001 0.000 Max. Vy 5 0.004 -0.002 -0.000 Max. Vx 2 -0.000 0.000 0.000 Top Girt Max Tension 2 1.498 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 1.437 0.006 0.000 Max. My 9 1.406 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Bottom Girt Max Tension 7 1.458 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 12 1.171 0.006 0.000 Max. My 9 1.340 0.000 -0.000 Max. Vy 12 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 T17 160 - 140 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 10 -270.454 -1.188 -2.374 Max. Mx 2 -258.344 -2.743 0.045 Max. My 6 -246.011 -1.218 2.475 Max. Vy 5 5.587 -1.149 -2.145 Max. Vx 13 -4.718 -1.216 2.163 Diagonal Max Tension 5 4.085 0.000 0.000 Max. 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Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Section Elevation Component No. ft Type Condition Gov. Load Comb. Axial K Major Axis Moment kip ft Minor Axis Moment kip ft Max. Compression 1 0.000 0.000 0.000 Max. Mx 4 1.221 0.006 0.000 Max. My 9 1.630 0.000 -0.000 Max. Vy 4 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Guy A Bottom Tension 7 34.666 Top Tension 7 34.863 Top Cable Vert 7 20.681 Top Cable Norm 7 28.067 Top Cable Tan 7 0.049 Bot Cable Vert 7 -20.050 Bot Cable Norm 7 28.278 Bot Cable Tan 7 0.303 Guy B Bottom Tension 13 34.092 Top Tension 13 34.290 Top Cable Vert 13 20.383 Top Cable Norm 13 27.574 Top Cable Tan 13 0.058 Bot Cable Vert 13 -19.753 Bot Cable Norm 13 27.785 Bot Cable Tan 13 0.293 Guy C Bottom Tension 5 33.697 Top Tension 5 33.894 Top Cable Vert 5 20.152 Top Cable Norm 5 27.253 Top Cable Tan 5 0.065 Bot Cable Vert 5 -19.522 Bot Cable Norm 5 27.464 Bot Cable Tan 5 0.286 Top Guy Pull -Off Max Tension 13 10.819 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 8.573 0.008 0.000 Max. My 9 2.419 0.000 -0.000 Max. Vy 10 -0.009 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 T19 120 - 100 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 10 -284.315 -1.644 -2.536 Max. Mx 2 -276.932 3.080 -0.292 Max. My 6 -278.261 -1.385 2.654 Max. Vy 12 5.494 -1.086 -2.204 Max. Vx 2 5.625 2.813 0.177 Diagonal Max Tension 8 4.468 0.000 0.000 Max. Compression 2 -12.501 0.000 0.000 Max. Mx 6 -8.975 0.017 0.000 Max. My 9 -7.959 0.000 0.000 Max. Vy 6 -0.014 0.000 0.000 Max. Vx 9 -0.000 0.000 0.000 Horizontal Max Tension 10 4.809 0.000 0.000 Max. Compression 10 -4.809 0.000 0.000 Max. Mx 4 4.283 0.006 0.000 Max. My 3 4.512 0.000 -0.000 Max. Vy 4 -0.006 0.000 0.000 Max. Vx 3 0.000 0.000 0.000 Secondary Max Tension 6 0.000 -0.001 -0.000 Horizontal Max. Compression 11 -0.000 -0.001 -0.000 Max. Mx 5 0.000 -0.002 -0.000 Max. My 2 0.000 -0.000 0.000 Max. Vy 5 0.004 -0.002 -0.000 Max. Vx 2 -0.000 0.000 0.000 Top Girt Max Tension 2 1.486 0.000 0.000 tnx Awes Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 52 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Section Elevation No. ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment lrip ft Minor Axis Moment ldp ft Max. Compression 1 0.000 0.000 0.000 Max. Mx 4 1.327 0.006 0.000 Max. My 9 1.374 0.000 -0.000 Max. Vy 4 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Bottom Girt Max Tension 7 1.641 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 1.498 0.006 0.000 Max. My 9 1.557 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 720 100 - 80 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 2 -273.243 -1.563 2.328 Max. Mx 10 -255.563 -2.884 -0.095 Max. My 6 -254.183 1.332 2.566 Max. Vy 12 2.800 -1.221 -2.139 Max. Vx 2 2.774 2.644 0.032 Diagonal Max Tension 1 0.000 0.000 0.000 Max. Compression 2 -7.878 0.000 0.000 Max. Mx 6 -2.558 0.017 0.000 Max. My 9 -3.287 0.000 0.000 Max. Vy 6 -0.014 0.000 0.000 Max. Vx 9 -0.000 0.000 0.000 Horizontal Max Tension 2 4.713 0.000 0.000 Max. Compression 2 -4.713 0.000 0.000 Max. Mx 10 4.429 0.006 0.000 Max. My 9 4.564 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Secondary Max Tension 6 0.000 -0.001 -0.000 Horizontal Max. Compression 11 -0.000 -0.001 -0.000 Max. Mx 5 0.000 -0.002 -0.000 Max. My 2 0.000 -0.000 0.000 Max. Vy 5 0.004 -0.002 -0.000 Max. Vx 2 -0.000 0.000 0.000 Top Girt Max Tension 2 1.552 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 1.472 0.006 0.000 Max. My 9 1.428 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Bottom Girt Max Tension 7 1.551 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 1.484 0.006 0.000 Max. My 9 1.503 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 T21 80 - 60 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 2 -280.448 -1.587 2.371 Max. Mx 11 -240.252 3.005 -0.027 Max. My 10 -252.635 -1.098 -2.759 Max. Vy 11 5.171 -0.891 -2.348 Max. Vx 3 4.918 2.449 0.409 Diagonal Max Tension 3 4.705 0.000 0.000 Max. Compression 3 -12.207 0.000 0.000 Max. Mx 7 0.263 0.017 0.000 Max. My 9 -2.101 0.000 0.000 Max. Vy 7 0.014 0.000 0.000 Max. Vx 9 -0.000 0.000 0.000 Horizontal Max Tension 13 5.253 0.000 0.000 o tnx'wer Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 53 of 87 Project Date 14:30:11 03/23/21 B+T Group 17175. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Sudhanva Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft lap ft Max. Compression 2 -4.767 0.000 0.000 Max. Mx 10 4.552 0.006 0.000 Max. My 9 4.619 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Secondary Max Tension 6 0.000 -0.001 -0.000 Horizontal T22 60 - 40 Max. Compression 11 -0.000 -0.001 -0.000 Max. Mx 5 0.000 -0.002 -0.000 Max. My 2 0.000 -0.000 0.000 Max. Vy 5 0.004 -0.002 -0.000 Max. Vx 2 -0.000 0.000 0.000 Top Girt Max Tension 3 1.633 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 1.512 0.006 0.000 Max. My 9 1.501 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Bottom Girt Max Tension 13 1.702 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 1.551 0.006 0.000 Max. My 9 1.694 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Guy A Bottom Tension 7 18.720 Top Tension 7 18.774 Top Cable Vert 7 6.797 Top Cable Norm 7 17.500 Top Cable Tan 7 0.033 Bot Cable Vert 7 -6.555 Bot Cable Norm 7 17.535 Bot Cable Tan 7 0.123 Guy B Bottom Tension 13 18.417 Top Tension 13 18.470 Top Cable Vert 13 6.705 Top Cable Norm 13 17.210 Top Cable Tan 13 0.037 Bot Cable Vert 13 -6.464 Bot Cable Norm 13 17.245 Bot Cable Tan 13 0.119 Guy C Bottom Tension 3 17.298 Top Tension 3 17.352 Top Cable Vert 3 6.307 Top Cable Norm 3 16.165 Top Cable Tan 3 0.045 Bot Cable Vert 3 -6.066 Bot Cable Norm 3 16.199 Bot Cable Tan 3 0.112 Top Guy Pull -Off Max Tension 13 7.524 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 6.153 0.008 0.000 Max. My 9 2.274 0.000 -0.000 Max. Vy 10 -0.009 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 13 -302.537 -1.659 2.387 Max. Mx 10 -275.030 -3.081 -0.100 Max. My 6 -273.840 1.443 2.730 Max. Vy 11 5.152 -1.322 -2.351 Max. Vx 3 4.916 2.689 -0.000 Diagonal Max Tension 9 2.829 0.000 0.000 WxTower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 54 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Section Elevation Component No. ft Type Condition Gov. Load Comb. Axial K Major Axis Moment kip- t Minor Axis Moment kip.ft Max. Compression 3 -11.413 0.000 0.000 Max. Mx 2 -4.068 0.017 0.000 Max. My 9 -3.554 0.000 0.000 Max. Vy 2 0.014 0.000 0.000 Max. Vx 9 -0.000 0.000 0.000 Horizontal Max Tension 13 5.180 0.000 0.000 Max. Compression 13 -5.180 0.000 0.000 Max. Mx 6 4.827 0.006 0.000 Max. My 9 5.048 0.000 -0.000 Max. Vy 6 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Secondary Max Tension 6 0.000 -0.001 -0.000 Horizontal Max. Compression 11 -0.000 -0.002 -0.000 Max. Mx 11 -0.000 -0.002 -0.000 Max. My 2 0.000 -0.001 0.000 Max. Vy 11 0.004 -0.002 -0.000 Max. Vx 2 -0.000 0.000 0.000 Top Girt Max Tension 3 1.567 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 1.474 0.006 0.000 Max. My 9 1.429 0.000 -0.000 Max. Vy 10 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Bottom Girt Max Tension 7 1.622 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 6 1.598 0.006 0.000 Max. My 9 1.585 0.000 -0.000 Max. Vy 6 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 T23 40 - 20 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 13 -302.540 -1.684 2.340 Max. Mx 10 -276.898 -3.085 -0.137 Max. My 6 -276.355 1.415 2.753 Max. Vy 3 3.413 -1.406 -2.567 Max. Vx 2 -2.852 -1.580 2.420 Diagonal Max Tension 3 0.778 0.000 0.000 Max. Compression 3 -8.073 0.000 0.000 Max. Mx 7 -2.275 0.017 0.000 Max. My 9 -2.387 0.000 0.000 Max. Vy 7 -0.014 0.000 0.000 Max. Vx 9 -0.000 0.000 0.000 Horizontal Max Tension 13 5.205 0.000 0.000 Max. Compression 13 -5.205 0.000 0.000 Max. Mx 6 4.847 0.006 0.000 Max. My 9 5.098 0.000 -0.000 Max. Vy 6 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Secondary Max Tension 6 0.000 -0.001 -0.000 Horizontal Max. Compression 11 -0.000 -0.002 -0.000 Max. Mx 11 -0.000 -0.002 -0.000 Max. My 2 0.000 -0.001 0.000 Max. Vy 11 0.004 -0.002 -0.000 Max. Vx 2 -0.000 0.000 0.000 Top Girt Max Tension 3 1.680 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 6 1.571 0.006 0.000 Max. My 9 1.470 0.000 -0.000 Max. Vy 6 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Wx°Tower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 55 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle FAX.- (918) 295-0265 FAX.- Section Elevation No. ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip ft Minor Axis Moment kip ft Bottom Girt Max Tension 10 1.554 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 6 1.548 0.006 0.000 Max. My 9 1.512 0.000 -0.000 Max. Vy 6 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 T24 20 - 6.4375 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 13 -293.694 -1.435 2.632 Max. Mx 2 -274.861 11.907 6.011 Max. My 6 -270.138 -0.762 -13.940 Max. Vy 3 6.858 -11.018 7.978 Max. Vx 8 6.314 -0.907 -12.969 Diagonal Max Tension 3 5.783 0.000 0.000 Max. Compression 3 -8.947 0.000 0.000 Max. Mx 7 2.959 0.017 0.000 Max. My 9 0.496 0.000 0.000 Max. Vy 7 -0.014 0.000 0.000 Max. Vx 9 -0.000 0.000 0.000 Horizontal Max Tension 9 5.215 0.000 0.000 Max. Compression 13 -4.996 0.000 0.000 Max. Mx 6 4.795 0.006 0.000 Max. My 9 4.910 0.000 -0.000 Max. Vy 6 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Secondary Max Tension 6 0.000 -0.001 -0.000 Horizontal Max. Compression 11 -0.000 -0.001 -0.000 Max. Mx 7 0.000 -0.002 0.000 Max. My 2 0.000 -0.001 0.000 Max. Vy 7 0.004 -0.002 0.000 Max. Vx 2 -0.000 0.000 0.000 Top Girt Max Tension 7 1.645 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 6 1.523 0.006 0.000 Max. My 9 1.454 0.000 -0.000 Max. Vy 6 -0.006 0.000 0.000 Max. Vx 9 0.000 0.000 0.000 Bottom Girt Max Tension 2 0.008 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 0.007 0.000 0.000 Max. Vy 10 -0.000 0.000 0.000 T25 6.4375 - 0 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 2 -290.878 1.134 -0.068 Max. Mx 10 -255.841 -36.895 -0.895 Max. My 3 -273.369 -3.987 4.225 Max. Vy 2 83.063 -36.836 -1.012 Max. Vx 3 -10.633 -3.815 4.159 Horizontal Max Tension 2 5.233 -1.482 -0.002 Max. Compression 2 -5.233 -0.568 -0.002 Max. Mx 3 5.117 -4.565 -0.078 Max. My 9 -5.087 -3.825 -0.081 Max. Vy 3 -5.297 -4.565 -0.078 Max. Vx 9 0.122 -3.966 -0.080 Top Girt Max Tension 2 52.521 -17.745 0.007 Max. Compression 1 0.000 0.000 0.000 Max. Mx 9 51.852 -19.643 -0.064 Max. My 9 47.037 -17.689 -0.068 Max. Vy 9 1.144 -19.643 -0.064 Max. Vx 9 0.042 -17.689 -0.068 Bottom Girt Max Tension 1 0.000 0.000 0.000 Max. Compression 13 -7.355 -2.629 0.040 t1ZxTuWe' Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 56 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-ft kip-ft Max. Mx 3 -7.123 -8.386 -0.155 Max. My 3 -7.123 -8.386 -0.155 Max. Vy 3 -32.565 -8.386 -0.155 Max. Vx 3 -0.921 -8.386 -0.155 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Mast Max. Vert 2 799.866 0.058 -1.435 Max. H. 7 767.989 2.107 -0.528 Max. H. 5 765.133 1.050 1.860 Max. Mx 1 0.000 0.082 -0.036 Max. M. 1 0.000 0.082 -0.036 Max. Torsion 9 4.969 -0.988 -0.876 Min. Vert 1 456.634 0.082 -0.036 Min. H. 3 768.923 -1.204 -1.001 Min. H. 8 722.842 0.660 -1.972 Min. Mx 1 0.000 0.082 -0.036 Min. M. 1 0.000 0.082 -0.036 Min. Torsion 3 -6.808 -1.204 -1.001 Guy C @ 176 ft Max. Vert 10 -59.394 -15.710 9.077 Elev 0 ft Azimuth 240 deg Max. H. 10 -59.394 -15.710 9.077 Max. H. 3 -337.903 -185.650 115.977 Min. Vert 4 -342.975 -191.073 110.348 Min. H. 5 -338.285 -194.013 103.237 Min. H. 9 -71.015 -25.584 7.767 Guy B @ 176 ft Max. Vert 6 -59.321 15.709 9.068 Elev 0 ft Azimuth 120 deg Max. H. 12 -342.093 190.786 110.181 Max. H. 13 -339.871 187.991 117.549 Min. Vert 12 -342.093 190.786 110.181 Min. H. 6 -59.321 15.709 9.068 Min. H. 7 -70.607 25.337 7.615 Guy A @ 176.5 ft Max. Vert 2 -58.182 0.004 -17.634 Elev 0 ft Azimuth 0 deg Max. H. 11 -202.286 14.658 -120.816 Max. H. 2 -58.182 0.004 -17.634 Min. Vert 8 -341.871 -0.051 -221.388 Min. H. 5 -200.320 -14.641 -120.983 Min. H. 8 -341.871 -0.051 -221.388 Tower Mast Reaction'Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M Moment, M, K K K kip ft kip ft kip ft Dead Only 456.634 -0.082 0.036 0.000 0.000 0.519 tnxTower Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 57 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M K K K kip ft kip ft kip ft 1.2 Dead+1.0 Wind 0 deg - No 799.866 -0.058 1.435 0.000 0.000 1.049 Ice+1.0 Guy 1.2 Dead+1.0 Wind 30 deg - No 768.923 1.204 1.001 0.000 0.000 6.808 Ice+1.0 Guy 1.2 Dead+1.0 Wind 60 deg - No 723.625 0.915 -0.895 0.000 0.000 3.442 Ice+1.0 Guy 1.2 Dead+1.0 Wind 90 deg - No 765.133 -1.050 -1.860 0.000 0.000 -2.493 Ice+1.0 Guy 1.2 Dead+1.0 Wind 120 deg - 790.940 -1.814 -0.929 0.000 0.000 -0.236 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 150 deg - 767.989 -2.107 0.528 0.000 0.000 3.153 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 180 deg - 722.842 -0.660 1.972 0.000 0.000 0.801 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 210 deg - 763.089 0.988 0.876 0.000 0.000 -4.969 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 240 deg - 788.314 0.838 -0.490 0.000 0.000 -1.455 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 270 deg - 763.922 0.374 -1.455 0.000 0.000 4.515 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 300 deg - 722.809 -1.563 -0.220 0.000 0.000 2.203 No Ice+1.0 Guy 1.2 Dead+1.0 Wind 330 deg - 774.327 -1.406 1.300 0.000 0.000 -0.985 No Ice+1.0 Guy Dead+Wind 0 deg - 462.192 -0.079 -0.645 0.000 0.000 0.534 Service+Guy Dead+Wind 30 deg - 462.419 0.206 -0.512 0.000 0.000 1.388 Service+Guy Dead+Wind 60 deg - 462.694 0.375 -0.232 0.000 0.000 0.889 Service+Guy Dead+Wind 90 deg - 462.482 0.461 0.054 0.000 0.000 0.006 Service+Guy Dead+Wind 120 deg - 462.257 0.425 0.332 0.000 0.000 0.333 Service+Guy Dead+Wind 150 deg - 462.435 0.249 0.582 0.000 0.000 0.851 Service+Guy Dead+Wind 180 deg - 462.607 -0.094 0.665 0.000 0.000 0.535 Service+Guy Dead+Wind 210 deg - 462.312 -0.419 0.555 0.000 0.000 -0.326 Service+Guy Dead+Wind 240 deg - 462.086 -0.587 0.328 0.000 0.000 0.170 Service+Guy Dead+Wind 270 deg - 462.318 -0.626 0.068 0.000 0.000 1.052 Service+Guy Dead+Wind 300 deg - 462.600 -0.556 -0.227 0.000 0.000 0.714 Service+Guy Dead+Wind 330 deg - 462.371 -0.382 -0.530 0.000 0.000 0.231 Service+Guy Solution Summary Sum ofApplied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 1 0.000 -133.303 0.000 0.000 133.302 -0.000 0.001% 2 1.203 -156.623 -190.919 -1.203 156.623 190.917 0.001% 3 93.985 -155.512 -163.570 -93.985 155.511 163.569 0.001% 4 160.655 -154.404 -94.593 -160.655 154.404 94.594 0.000% WxTo- Wer Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 58 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 5 188.109 -155.526 -2.395 -188.108 155.526 2.396 0.000% 6 161.237 -156.647 93.572 -161.236 156.647 -93.572 0.000% 7 95.102 -155.540 164.883 -95.101 155.540 -164.883 0.000% 8 0.593 -154.428 188.009 -0.592 154.428 -188.009 0.001% 9 -92.555 -155.540 161.094 92.554 155.540 -161.093 0.000% 10 -159.246 -156.647 91.705 159.245 156.647 -91.705 0.001% 11 -185.455 -155.526 -0.311 185.454 155.526 0.311 0.000% 12 -161.159 -154.404 -93.463 161.159 154.404 93.461 0.001% 13 -93.245 -155.512 -167.079 93.245 155.512 167.078 0.001% 14 0.176 -133.465 -27.907 -0.176 133.465 27.907 0.000% 15 13.740 -133.301 -23.913 -13.738 133.301 23.912 0.002% 16 23.487 -133.139 -13.829 -23.484 133.139 13.827 0.003% 17 27.500 -133.303 -0.350 -27.499 133.303 0.348 0.002% 18 23.567 -133.470 13.677 -23.568 133.469 -13.676 0.001% 19 13.903 -133.305 24.105 -13.905 133.305 -24.101 0.003% 20 0.087 -133.143 27.486 -0.087 133.142 -27.481 0.003% 21 -13.531 -133.305 23.551 13.531 133.305 -23.548 0.002% 22 -23.276 -133.470 13.404 23.275 133.470 -13.404 0.000% 23 -27.112 -133.303 -0.045 27.110 133.303 0.044 0.002% 24 -23.560 -133.139 -13.664 23.556 133.139 13.662 0.003% 25 -13.632 -133.301 -24.426 13.629 133.301 24.425 0.003% Non-Linear_Convergence Results . Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 11 0.00000001 0.00002253 2 Yes 26 0.00003815 0.00007427 3 Yes 25 0.00005602 0.00008653 4 Yes 25 0.00006546 0.00008460 5 Yes 25 0.00003976 0.00007865 6 Yes 26 0.00002762 0.00007351 7 Yes 25 0.00003654 0.00007339 8 Yes 25 0.00006359 0.00007612 9 Yes 25 0.00006218 0.00009833 10 Yes 26 0.00004597 0.00007621 11 Yes 25 0.00005741 0.00008705 12 Yes 23 0.00007800 0.00008666 13 Yes 25 0.00005067 0.00008359 14 Yes II 0.00000001 0.00002112 15 Yes 11 0.00000001 0.00001511 16 Yes 11 0.00000001 0.00001720 17 Yes 11 0.00000001 0.00001970 18 Yes 11 0.00000001 0.00002943 19 Yes 11 0.00010000 0.00003812 20 Yes 11 0.00010000 0.00003936 21 Yes 11 0.00010000 0.00003330 22 Yes 11 0.00000001 0.00002650 23 Yes I 0.00000001 0.00003175 24 Yes 11 0.00010000 0.00004005 25 Yes 11 0.00010000 0.00003188 WxTower Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 59 of 87 Project Date B+T Group 1717 S Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. o° Tl 480 - 460 2.275 16 0.047 0.032 72 460 - 440 2.431 16 0.041 0.036 T3 440 - 420 2.511 16 0.021 0.062 T4 420 - 400 2.483 16 0.019 0.076 T5 400 - 380 2.402 24 0.034 0.088 T6 380 - 360 2.310 24 0.044 0.083 T7 360 - 340 2.238 20 0.047 0.084 T8 340 - 320 2.159 20 0.056 0.088 T9 320 - 300 2.040 20 0.056 0.074 T10 300 - 280 1.924 24 0.043 0.066 Tl 1 280 - 260 1.801 24 0.052 0.064 T 12 260 - 240 1.612 24 0.071 0.061 T13 240 - 220 1.386 24 0.088 0.066 T14 220 - 200 1.484 16 0.057 0.084 T15 200 - 180 1.493 16 0.031 0.095 T16 180 - 160 1.409 16 0.025 0.107 T17 160 - 140 1.273 16 0.038 0.127 T18 140 - 120 1.091 16 0.042 0.143 T19 120 - 100 0.924 16 0.033 0.155 T20 100 - 80 0.840 14 0.030 0.163 T21 80 - 60 0.751 14 0.032 0.168 T22 60 - 40 0.628 14 0.032 0.170 T23 40 - 20 0.476 14 0.044 0.170 T24 20 - 6.4375 0.261 14 0.057 0.167 T25 6.4375 - 0 0.086 14 0.062 0.060 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature At Comb. in o oft 480.000 Flash Beacon Lighting 16 2.275 0.047 0.032 232294 466.694 Guy 16 2.383 0.045 0.033 87292 457.000 microwave radio ULTRASCAN DR 16 2.449 0.039 0.039 52577 II-6.5/7GHZ 438.000 Side Arm Mount [SO 602-1] 16 2.513 0.019 0.065 35261 427.000 6810-4 16 2.502 0.015 0.077 66645 416.611 Guy 16 2.471 0.022 0.073 98441 380.000 75010074 24 2.310 0.044 0.083 253701 373.000 Side Arm Mount [SO 602-3] 20 2.283 0.045 0.081 241349 366.694 Guy 20 2.261 0.045 0.082 190864 346.000 PL6-65-PXA 20 2.187 0.054 0.088 72875 306.694 Guy 24 1.959 0.048 0.068 63156 276.000 Side Arm Mount [SO 602-31 24 1.769 0.056 0.064 46060 254.000 FFV4-65C-R3-VI_TMO w/ Mount 24 1.544 0.079 0.061 32749 Pipe 246.694 Guy 24 1.459 0.087 0.062 36096 242.000 Flash Beacon Lighting 24 1.407 0.089 0.064 33403 241.000 Beacon Mount 24 1.397 0.089 0.065 33649 238.000 CA5-150EB/CP 24 1.366 0.087 0.067 38938 186.694 Guy 16 1.444 0.022 0.102 57641 130.000 CMA-B/6521 16 1.002 0.038 0.149 110224 126.694 Guy 16 0.975 0.037 0.151 93647 66.694 Guy 14 0.672 0.032 0.171 122717 WxToweh Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 60 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 ..Maximum Tower Deflections Desi n .Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. o° Tl 480 - 460 41.199 6 0.356 0.409 12 460 - 440 41.687 6 0.321 0.423 T3 440 - 420 42.444 2 0.210 0.581 T4 420 - 400 42.357 2 0.295 0.710 T5 400 - 380 41.652 2 0.416 0.662 T6 380 - 360 40.301 2 0.485 0.676 T7 360 - 340 38.625 2 0.477 0.742 T8 340 - 320 36.582 2 0.552 0.784 T9 320 - 300 34.307 10 0.609 0.655 T10 300 - 280 32.108 10 0.568 0.579 Tl 1 280 - 260 29.817 10 0.590 0.517 T12 260 - 240 27.209 10 0.640 0.455 T13 240 - 220 24.794 2 0.641 0.466 T14 220 - 200 23.085 6 0.618 0.552 T15 200 - 180 21.349 6 0.596 0.601 T16 180 - 160 19.385 6 0.545 0.647 T17 160 - 140 17.288 6 0.522 0.726 T18 140 - 120 15.013 6 0.533 0.770 T19 120 - 100 13.134 2 0.468 0.788 T20 100 - 80 11.598 2 0.453 0.789 T21 80 - 60 9.867 2 0.472 0.767 T22 60 - 40 7.916 2 0.489 0.724 T23 40 - 20 5.725 2 0.582 0.666 T24 20 - 6.4375 3.048 2 0.685 0.589 T25 6.4375 - 0 0.997 2 0.727 0.340 Critical Deflections and Radius of Curvature -.Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 480.000 Flash Beacon Lighting 6 41.199 0.356 0.409 30379 466.694 Guy 6 41.560 0.344 0.403 11416 457.000 microwave radio ULTRASCAN DR 2 41.817 0.304 0.440 7066 II-6.5nGHZ 438.000 Side Arm Mount [SO 602-1] 2 42.474 0.213 0.600 4816 427.000 6810-4 2 42.471 0.251 0.686 7157 416.611 Guy 2 42.279 0.316 0.710 9281 380.000 75010074 2 40.301 0.485 0.676 20583 373.000 Side Arm Mount [SO 602-31 2 39.744 0.485 0.696 19373 366.694 Guy 2 39.217 0.480 0.716 16648 346.000 PL6-65-PXA 2 37.251 0.513 0.788 8208 306.694 Guy 10 32.845 0.583 0.597 12592 276.000 Side Arm Mount [SO 602-3] 10 29.319 0.604 0.503 12836 254.000 FFV4-65C-R3-V 1_TMO w/ Mount 10 26.392 0.645 0.449 11652 Pipe 246.694 Guy 2 25.467 0.645 0.452 11587 242.000 Flash Beacon Lighting 2 24.991 0.643 0.460 7684 241.000 Beacon Mount 2 24.892 0.642 0.463 7349 238.000 CA5-150EB/CP 2 24.601 0.639 0.472 7611 WxTower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 61 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle FAX.- (918) 295-0265 FAX.- Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in o oft 186.694 Guy 6 20.056 0.562 0.628 19656 130.000 CMA-B/6521 2 13.985 0.503 0.781 12891 126.694 Guy 2 13.694 0.490 0.784 12125 66.694 Guy 2 8.589 0.469 0.742 27193 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio ft in Bolts per Bolt per Bolt Allowable K K T1 T2 480 460 Torque Arm Top@466.694 Leg A325N A325N 0.875 1.000 2 4 5.800 7.254 27.059 54.517 0.214 0.133 4✓ 1.05 1.05 Bolt Shear Bolt Tension T3 440 Leg A325N 1.000 4 7.615 54.517 0.140 1.05 Bolt Tension T4 420 Leg A325N 1.000 4 5.682 54.517 0.104 1.05 Bolt Tension Torque Arm Top@416.611 A325N 0.875 2 5.940 27.059 0.220 1.05 Bolt Shear T5 400 Leg A325N 1.000 4 10.638 54.517 0.195 - o y 1.05 Bolt Tension T6 380 Leg A325N 1.000 4 9.678 54.517 0.178 �/ 1.05 Bolt Tension Torque Arm Top@366.694 A325N 0.875 2 7.538 27.059 0.279 1/ 1.05 Bolt Shear T7 360 Leg A325N 1.000 4 13.864 54.517 0.254 1.05 Bolt Tension T8 340 Leg A325N 1.000 4 14.038 54.517 0.257 �/ 1.05 Bolt Tension T9 320 Leg A325N 1.375 4 13.701 103.939 0.132 "05 Bolt Tension T10 300 Torque Arm Top@306.694 Leg A325N A325N 0.875 1.375 2 4 6.927 15.851 27.059 103.939 0.256 0.153 "05 1.05 Bolt Shear Bolt Tension Tll 280 Leg A325N 1.375 4 15.748 103.939 0.152 1.05 Bolt Tension T12 260 Leg A325N 1.375 4 16.625 103.939 0.160 1.05 Bolt Tension T13 240 Torque Arm Top@246.694 Leg A325N A325N 0.875 1.375 2 4 10.381 19.829 27.059 103.939 0.384 0.191 1.05 1.05 Bolt Shear Bolt Tension T14 220 Leg A325N 1.375 4 21.348 103.939 0.205 1.05 Bolt Tension T15 200 Leg A325N 1.375 4 20.630 103.939 0.198 1.05 Bolt Tension T16 180 Torque Arm Top@186.694 Leg A325N A325N 0.875 1.375 2 4 5.521 21.361 27.059 103.939 0.204 0.206 1.05 1.05 Bolt Shear Bolt Tension T17 160 Leg A325N 1.375 4 20.916 103.939 0.201 1.05 Bolt Tension T18 140 Leg A325N 1.375 4 22.538 103.939 0.217 1.05 Bolt Tension T19 120 Leg A325N 1.375 4 23.693 103.939 0.228 ' 1.05 Bolt Tension T20 100 Leg A325N 1.375 4 22.360 103.939 0.215 _V Y 1.05 Bolt Tension T21 80 Leg A325N 1.375 4 22.770 103.939 0.219 1.05 Bolt Tension T22 60 Leg A325N 1.375 4 23.371 103.939 0.225 1.05 Bolt Tension T23 40 Leg A325N 1.375 4 25.212 103.939 0.243 1.05 Bolt Tension tnx, Towed' Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 62 of 87 Project Date 14:30:11 03/23/21 B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK74119 Phone: (918) 587-4630 FAX.- (918) 295-0265 Client Crown Castle Designed by Sudhanva Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio ft in Bolts per Bolt per Bolt Allowable K K T24 20 Leg A325N 1.375 4 24.474 103.939 1.05 Bolt Tension 0.235 T25 6.4375 Leg A325N 1.375 4 21.934 103.939 1.05 Bolt Tension 0.211 .GUM Desi on Date! Section Elevation Size Initial Breaking Actual Allowable Required Actual No. Tension Load T. OT S.F. S.F. ft K K K K Tl 466.694 (A) 1 EHS 15.675 104.500 41.827 65.835 0.952 1.499 (1234) 466.694 (A) 1 EHS 15.675 104.500 42.002 65.835 0.952 1.493 y (1235) 466.694 (B) 1 EHS 15.675 104.500 42.528 65.835 0.952 (1230) 1.474 466.694 (B) 1 EHS 15.675 104.500 42.209 65.835 0.952 - 1.485 y (1231) 466.694 (C) 1 EHS 15.675 104.500 41.998 65.835 0.952 (1226) 1.493 466.694 (C) 1 EHS 15.675 104.500 41.943 65.835 0.952 (1227) 1.495 T4 416.611 (A) 7/8 EHS 11.955 79.700 35.330 50.211 0.952 1.354 (1222) 416.611 (A) 7/8 EHS 11.955 79.700 35.313 50.211 0.952 (1223) 1.354 416.611 (B) 7/8 EHS 11.955 79.700 35.485 50.211 0.952 (1218) 1.348 416.611 (B) 7/8 EHS 11.955 79.700 35.247 50.211 0.952 (1219) 1.357 416.611 (C) 7/8 EHS 11.955 79.700 35.369 50.211 0.952 (1214) 1.352 416.611 (C) 7/8 EHS 11.955 79.700 35.613 50.211 0.952 (1215) 1.343 T6 366.694 (A) 7/8 EHS 11.955 79.700 36.658 50.211 0.952 (1210) 1.304 366.694 (A) 7/8 EHS 11.955 79.700 36.417 50.211 0.952 (1211) 1.313 366.694 (B) 7/8 EHS 11.955 79.700 36.203 50.211 0.952 (1206) 1.321 366.694 (B) 7/8 EHS 11.955 79.700 36.183 50.211 0.952 (1207) 1.322 366.694 (C) 7/8 EHS 11.955 79.700 36.581 50.211 0.952 (1202) 1.307 366.694 (C) 7/8 EHS 11.955 79.700 36.966 50.211 0.952 (1203) 1.294 T9 306.694 (A) 3/4 EHS 8.745 58.300 27.816 36.729 0.952 (1198) 1.258 306.694 (A) 3/4 EHS 8.745 58.300 27.247 36.729 0.952 6/ (1199) 1.284 306.694 (B) 3/4 EHS 8.745 58.300 27.217 36.729 0.952 1+' (1194) 1.285 306.694 (B) 3/4 EHS 8.745 58.300 27.454 36.729 0.952 (1195) 1.274 306.694 (C) 3/4 EHS 8.745 58.300 26.896 36.729 0.952 1.301 Y WxTower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 63 of 87 B+T Group 1717 S. Boulder, Suite 300 Project Date 14:30:11 03/23/21 Tulsa, OK74119 Phone: (918) 587-4630 FAX. (918) 295-0265 Client Crown Castle Designed by Sudhanva Section Elevation Size Initial Breaking Actual Allowable Required Actual No. Tension Load T. �T„ S.F. S.F. ft K K K K (1190) 306.694 (C) 3/4 EHS 8.745 58.300 27.584 36.729 0.952 1.268 (1191) T12 246.694 (A) 7/8 EHS 6.376 79.700 32.369 50.211 0.952 1.477 (1186) 246.694 (A) 7/8 EHS 6.376 79.700 31.446 50.211 0.952 1.521 (1187) 246.694 (B) 7/8 EHS 6.376 79.700 31.957 50.211 0.952 a J y (1182) 1.496 246.694 (B) 7/8 EHS 6.376 79.700 32.758 50.211 0.952 00/ (1183) 1.460 246.694 (C) 7/8 EHS 6.376 79.700 31.843 50.211 0.952 (1178) 1.502 246.694 (C) 7/8 EHS 6.376 79.700 32.144 50.211 0.952 4� (1179) 1.488 T15 186.694 (A) 9/16 EHS 2.800 35.000 14.458 22.050 0.952 (1174) 1.453 186.694 (A) 9/16 EHS 2.800 35.000 14.192 22.050 0.952 - y (1175) 1.480 186.694 (B) 9/16 EHS 2.800 35.000 14.227 22.050 0.952 (1170) 1.476 186.694 (B) 9/16 EHS 2.800 35.000 14.393 22.050 0.952 1.459 (1171) 186.694 (C) 9/16 EHS 2.800 35.000 15.098 22.050 0.952 - A 1.391 y (1166) 186.694 (C) 9/16 EHS 2.800 35.000 14.634 22.050 0.952 (1167) 1.435 T18 126.694 (A) 7/8 EHS 6.376 79.700 34.863 50.211 0.952 600OF (1165) 1.372 126.694 (B) 7/8 EHS 6.376 79.700 34.290 50.211 0.952 1.395 (1164) 126.694 (C) 7/8 EHS 6.376 79.700 33.894 50.211 0.952 (1160) 1.411 T21 66.694 (A) 5/8 EHS 5.936 42.400 18.774 26.712 0.952 YOF 1.355 (1159) 66.694 (13) 5/8 EHS 5.936 42.400 18.470 26.712 0.952 1.377 (1158) 66.694 (C) 5/8 EHS 5.936 42.400 17.352 26.712 0.952 - s 1.466 y (1154) Compression Checks Leg Design Data (Compression) Section Elevation Size L L. Kl/r A P. �Pn Ratio No. P. ft ft ft in2 K K �Pn Tl 480 - 460 2 1/4 20.000 3.306 70.5 3.976 -85.066 124.382 0.684 K=1.00 6/ T2 460 - 440 2 1/4 20.000 3.306 70.5 3.976 -93.131 124.382 0.749' K=1.00 V T3 440 - 420 2 1/4 20.000 3.306 70.5 3.976 -91.383 124.382 0.735' t1 x'10wei� Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 64 of 87 B+T Group Project Date 1717S. Boulder, Suite 300 1 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Section Elevation Size L L. Kl/r A P. Ratio No. P ft ft ft ins K K K=1.00 T4 420 - 400 2 1/2 20.000 3.306 63.5 4.909 -128.749 164.541 0.782' K=1.00 V T5 400 - 380 2 3/4 20.000 3.306 57.7 5.940 -126.610 209.536 0.604' K=1.00 V T6 380 - 360 2 3/4 20.000 3.306 57.7 5.940 -162.529 209.536 0.776' K=1.00 V T7 360 - 340 2 3/4 20.000 3.306 57.7 5.940 -172.144 209.536 0.822' K=1.00 y/ T8 340 - 320 2 3/4 20.000 3.306 57.7 5.940 -164.908 209.536 0.787' K=1.00 V T9 320 - 300 3 1/4 20.000 3.306 48.8 8.296 -194.906 313.606 0.622 ` K=1.00 V T10 300-280 3 20.000 3.306 52.9 7.069 -187.592 259.251 0.724' K=1.00 V Tl 1 280 - 260 3 1/2 20.000 3.306 45.3 9.621 -195.716 372.546 0.525' K=1.00 V T12 260-240 31/2 20.000 3.306 45.3 9.621 -247.493 372.546 0.664' K=1.00 V T13 240 - 220 3 1/2 20.000 3.306 45.3 9.621 -253.662 372.546 0.681 ' K=1.00 V T14 220 - 200 3 1/2 20.000 3.306 45.3 9.621 -254.016 372.546 0.682' K=1.00 V T15 200 - 180 3 1/2 20.000 3.306 45.3 9.621 -259.205 372.546 0.696' K=1.00 S/ T16 180 - 160 3 1/2 20.000 3.306 45.3 9.621 -252.217 372.546 0.677' K=1.00 V T17 160 - 140 3 1/2 20.000 3.306 45.3 9.621 -266.102 372.546 0.714' K=1.00 V T18 140 - 120 3 1/2 20.000 3.306 45.3 9.621 -293.763 372.546 0.789' K=1.00 T19 120-100 31/2 20.000 3.306 45.3 9.621 -277.621 372.546 0.I74'5' K=1.00 y T20 100 - 80 3 1/2 20.000 3.306 45.3 9.621 -272.099 372.546 0.730' K=1.00 S/ T21 80 - 60 3 1/2 20.000 3.306 45.3 9.621 -275.251 372.546 0.739' K=1.00 I/ T22 60 - 40 3 1/2 20.000 3.306 45.3 9.621 -299.054 372.546 0.803 ` K=1.00 V T23 40 - 20 3 1/2 20.000 3.306 45.3 9.621 -300.496 372.546 0._80/7 ` K=1.00 V T24 20 - 6.4375 3 1/2 13.563 3.349 45.9 9.621 -288.470 371.069 0.777 ` K=1.00 I,/ 125 6.4375 - 0 3 1/2 6.777 1.850 25.4 9.621 -290.878 413.056 0.704' K=1.00 V 1 P u / �Pn controls Dizional Desi � n Data (Compression) WxTower Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 65 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 1 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Section Elevation Size L Lu KI1r A P. Ratio No. P. ft ft ft in2 K K §Pn Tl 480 - 460 1 1/2 4.937 4.684 104.9 1.767 -6.294 32.070 0.196 K=0.70 S/ T2 460 - 440 1 3/8 4.937 4.684 114.5 1.485 -4.890 24.137 0.203 ' K=0.70 6/ T3 440 - 420 1 3/8 4.937 4.684 114.5 1.485 -8.572 24.137 0.355 ' K=0.70 V T4 420 - 400 1 1/2 4.937 4.656 104.3 1.767 -6.995 32.293 0.217' K=0.70 V T5 400 - 380 1 1/2 4.937 4.628 103.7 1.767 -6.605 32.516 0.203' K=0.70 V T6 380 - 360 1 1/2 4.937 4.628 103.7 1.767 -9.249 32.516 0.284' K=0.70 V T7 360 - 340 1 1/2 4.937 4.628 103.7 1.767 -6.679 32.516 0.205 ` K=0.70 V T8 340 - 320 1 1/2 4.937 4.628 103.7 1.767 -10.486 32.516 0.323' K=0.70 V T9 320 - 300 1 3/4 4.937 4.572 87.8 2.405 -13.339 51.943 0.257' K=0.70 ;/ T10 300 - 280 1 1/2 4.937 4.600 103.0 1.767 -7.884 32.739 0.241 ' K=0.70 Tl 1 280 - 260 1 1/2 4.937 4.544 101.8 1.767 -8.327 33.185 0.251 ' K=0.70 $/ T12 260 - 240 1 1/2 4.937 4.544 101.8 1.767 -18.681 33.185 0.563' K=0.70 V T13 240 - 220 1 1/2 4.937 4.544 101.8 1.767 -9.467 33.185 0.285' K=0.70 V T14 220 - 200 1 1/2 4.937 4.544 101.8 1.767 -7.659 33.185 0.231 ' K=0.70 V T15 200 - 180 1 1/2 4.937 4.544 101.8 1.767 -10.568 33.185 0.318 ` K=0.70 T16 180 - 160 1 1/2 4.937 4.544 101.8 1.767 -7.274 33.185 0.219' K=0.70 V T17 160 - 140 1 1/2 4.937 4.544 101.8 1.767 -10.199 33.185 0.307 ` K=0.70 T18 140 - 120 1 1/2 4.937 4.544 101.8 1.767 -14.644 33.185 0.4-4/1 ` K=0.70 y T19 120 - 100 1 1/2 4.937 4.544 101.8 1.767 -12.501 33.185 0.377 ` K=0.70 6 f T20 100 - 80 1 1/2 4.937 4.544 101.8 1.767 -7.878 33.185 0.237' K=0.70 V T21 80 - 60 1 1/2 4.937 4.544 101.8 1.767 -12.207 33.185 0.368' K=0.70 V T22 60 - 40 1 1/2 4.937 4.544 101.8 1.767 -11.413 33.185 0.344' K=0.70 V T23 40 - 20 1 1/2 4.937 4.544 101.8 1.767 -8.073 33.185 0.243 ' K=0.70 6% T24 20 - 6.4375 1 1/2 4.966 4.571 102.4 1.767 -8.947 32.971 0.2'7J1 ' K=0.70 Y 1 P u / �Pn controls MxTower Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 66 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Horizontal Design ;Data, (Compression") Section Elevation Size L L. KI1r A P. rbP Ratio No. P. ft ft ft in2 K K V. Tl 480-460 1 3.667 3.479 116.9 0.785 -4.863 12.394 0.392' K=0.70 V T2 460 - 440 1 3.667 3.479 116.9 0.785 -1.613 12.394 0.130' K=0.70 $/ T3 440 - 420 1 3.667 3.479 116.9 0.785 -2.317 12.394 0.187' K=0.70 V T4 420 - 400 1 3.667 3.458 116.2 0.785 -6.014 12.501 0.481 ' K=0.70 V T5 400 - 380 1 3.667 3.438 115.5 0.785 -2.193 12.608 0.174' K=0.70 T6 380 - 360 1 3.667 3.438 115.5 0.785 -9.504 12.608 0.754' K=0.70 I✓ T7 360 - 340 1 3.667 3.438 115.5 0.785 -2.982 12.608 0.236' K=0.70 V T8 340 - 320 1 3.667 3.438 115.5 0.785 -2.856 12.608 0.227' K=0.70 V/ T9 320 - 300 1 3.667 3.396 114.1 0.785 -8.026 12.823 0.626 ' K=0.70 ;/ T10 300 - 280 1 3.667 3.417 114.8 0.785 -3.249 12.715 0.256' K=0.70 V Tll 280-260 1 3.667 3.375 113.4 0.785 -3.390 12.931 0.262' K=0.70 V T12 260 - 240 1 3.667 3.375 113.4 0.785 -13.488 12.931 1.043' K=0.70 T13 240 - 220 1 3.667 3.375 113.4 0.785 -4.394 12.931 0.340' K=0.70 T14 220 - 200 1 3.667 3.375 113.4 0.785 -4.400 12.931 0.a34,0' K=0.70 Y T15 200 - 180 1 3.667 3.375 113.4 0.785 -5.713 12.931 0.442' K=0.70 V T16 180 - 160 1 3.667 3.375 113.4 0.785 -4.369 12.931 0.�33/8 ` K=0.70 Y T17 160 - 140 1 3.667 3.375 113.4 0.785 -4.609 12.931 0.356' K=0.70 6/ T18 140 - 120 1 3.667 3.375 113.4 0.785 -5.088 12.931 0.393' K=0.70 V T19 120 - 100 1 3.667 3.375 113.4 0.785 -4.809 12.931 0.372' K=0.70 V T20 100 - 80 1 3.667 3.375 113.4 0.785 -4.713 12.931 0.364 ` K=0.70 I f T21 80 - 60 1 3.667 3.375 113.4 0.785 -4.767 12.931 0.369' K=0.70 6f T22 60 - 40 1 3.667 3.375 113.4 0.785 -5.180 12.931 0.401 ' K=0.70 6" 723 40 - 20 1 3.667 3.375 113.4 0.785 -5.205 12.931 0.403 ' K=0.70 Y T24 20 - 6.4375 1 3.667 3.375 113.4 0.785 -4.996 12.931 0.386' K=0.70 V WxTOWer Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 67 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Section Elevation Size L L KI1r A Pu Ratio No. P. ft ft ft in2 K K OP. T25 6.4375 - 0 9x3/8 2.334 2.042 226.4 3.375 -5.233 14.880 0.352 1 K=1.00 KL/R > 200 (C) - 1151 P . / r P. controls Secondary Horizontal. Desi n Data, Colin press!on) Section Elevation Size L L KI1r A P. Ratio No. P. ft ft ft in2 K K V Tl 480 - 460 1 1.834 1.740 81.3 0.785 -0.000 17.967 0.0001 K=0.97 I/ T2 460 - 440 1 1.834 1.740 81.3 0.785 -0.000 17.967 0.0001 K=0.97 V T3 440 - 420 1 1.834 1.740 81.3 0.785 -0.000 17.967 0.0001 K=0.97 V T4 420 - 400 1 1.834 1.729 81.1 0.785 -0.000 17.994 0.0001 K=0.98 V T5 400 - 380 1 1.834 1.719 81.0 0.785 -0.000 18.022 0.0001 K=0.98 4/ T6 380 - 360 1 1.834 1.719 81.0 0.785 -0.000 18.022 0.0001 K=0.98 V T7 360 - 340 1 1.834 1.719 81.0 0.785 -0.000 18.022 0.0001 K=0.98 V T8 340 - 320 1 1.834 1.719 81.0 0.785 -0.000 18.022 0.0001 K=0.98 V T9 320 - 300 1 1.834 1.698 80.6 0.785 -0.000 18.078 0.0001 K=0.99 V T10 300 - 280 1 1.834 1.709 80.8 0.785 -0.000 18.050 0.0001 K=0.98 S/ Tl 1 280 - 260 1 1.834 1.688 80.4 0.785 -0.000 18.108 0.0001 K=0.99 4/ T12 260 - 240 1 1.834 1.688 80.4 0.785 -0.000 18.108 0.0001 K=0.99 `/ T13 240 - 220 1 1.834 1.688 80.4 0.785 -0.000 18.108 0.0001 K=0.99 6/ T14 220 - 200 1 1.834 1.688 80.4 0.785 -0.000 18.108 0.0001 K=0.99 `/ T15 200 - 180 1 1.834 1.688 80.4 0.785 -0.000 18.108 0.0001 K=0.99 V T16 180 - 160 1 1.834 1.688 80.4 0.785 -0,000 18.108 0.0001 K=0.99 I/ T17 160 - 140 1 1.834 1.688 80.4 0.785 -0.000 18.108 0.0001 K=0.99 y/ T18 140 - 120 1 1.834 1.688 80.4 0.785 -0.000 18.108 0.0001 K=0.99 V T19 120 - 100 1 1.834 1.688 80.4 0.785 -0.000 18.108 0.0001 K=0.99 V 720 100 - 80 1 1.834 1.688 80.4 0.785 -0.000 18.108 0.0001 tax.o- ' We Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 68 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 1 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918 295-0265 Section Elevation Size L L Kl/r A P. Ratio No. P ft ft ft in2 K K K=0.99 T21 80 - 60 1 1.834 1.688 80.4 0.785 -0.000 18.108 0.0001 K=0.99 V T22 60 - 40 1 1.834 1.688 80.4 0.785 -0.000 18.108 0.0001 K=0.99 V T23 40 - 20 1 1.834 1.688 80.4 0.785 -0.000 18.108 0.0001 K=0.99 724 20 - 6.4375 1 1.834 1.688 80.4 0.785 -0.000 18.108 0.0001 K=0.99 S/ 1 P. / �P„ controls To. Girt,Design Data,(Com ression) _ Section Elevation Size L L Kl/r A P �Pn Ratio No. P. ft ft ft in2 K K �& Tl 480 - 460 1 3.667 3.479 116.9 0.785 -0.240 12.394 0.019, K=0.70 t/ T2 460 - 440 1 3.667 3.479 116.9 0.785 -1.271 12.394 0.103' K=0.70 T3 440 - 420 1 3.667 3.479 116.9 0.785 -0.601 12.394 0.048 ' K=0.70 y/ T6 380 - 360 1 3.667 3.438 115.5 0.785 -0.163 12.608 0.013 1 K=0.70 V T7 360 - 340 1 3.667 3.438 115.5 0.785 -0.110 12.608 0.009' K=0.70 V 1 P u / �P„ controls Bottom Girt Design Data(Compression)p Section Elevation Size L L KI1r A P �P Ratio No. P ft ft ft in2 K K T2 460 - 440 1 3.667 3.479 116.9 0.785 -0.293 12.394 0.024 K=0.70 S/ T3 440 - 420 1 3.667 3.479 116.9 0.785 -2.533 12.394 0.2041 K=0.70 V T25 6.4375 - 0 120/8 0.332 0.041 4.5 4.500 -7.355 145.645 0.051 ' K=1.00 V 1 P u/ r P controls Wx pwuer Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 69 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle FAX.- (918) 295-0265 FAX.- Torque -Arm Top Design Data Section Elevation Size L L. KI/r A P. rpP Ratio No. P. ft ft ft in1 K K �P Tl 480 - 460 C1503.9 4.005 3.911 51.9 9.960 -0.229 280.018 0.001 (1228) K=1.00 4.8.1 (1.14 CR) -1228 TI 480-460 C1503.9 4.005 3.911 51.9 9.960 -0.275 280.018 0.001 (1229) K=1.00 4.8.1 (1.15 CR) - 1229 TI 480 - 460 MOM 4.005 3.911 51.9 9.960 -0.600 280.018 0.002 (1232) K=1.00 4.8.1 (1.15 CR) - 1232 TI 480-460 C1503.9 4.005 3.911 51.9 9.960 -0.541 280.018 0.002 (1233) K=1.00 4.8.1 (1.16 CR) - 1233 TI 480 - 460 C1503.9 4.005 3.911 51.9 9.960 -0.516 280.018 0.002 (1236) K=1.00 4.8.1 (1.16 CR) - 1236 TI 480 - 460 C15x33.9 4.005 3.911 51.9 9.960 -0.560 280.018 0.002 (1237) K=1.00 4.8.1 (1.14 CR) - 1237 T4 420 - 400 C1503.9 4.005 3.900 51.8 9.960 -1.608 280.229 0.006 (1216) K=1.00 T4 420 - 400 C 1503.9 4.005 3.900 51.8 9.960 -1.643 280.229 0.006 (1217) K=1.00 T4 420 - 400 C1503.9 4.005 3.900 51.8 9.960 -1.740 280.229 0.006 (1220) K=1.00 T4 420 - 400 C1503.9 4.005 3.900 51.8 9.960 -1.827 280.229 0.007 (1221) K=1.00 T4 420 - 400 C1503.9 4.005 3.900 51.8 9.960 -1.597 280.229 0.006 (1224) K=1.00 T4 420 - 400 MOM 4.005 3.900 51.8 9.960 -1.771 280.229 0.006 (1225) K=1.00 T6 380 - 360 C1503.9 4.005 3.890 51.6 9.960 -3.615 280.440 0.013 (1204) K=1.00 T6 380 - 360 C1503.9 4.005 3.890 51.6 9.960 -3.461 280.440 0.012 (1205) K=1.00 T6 380 - 360 MOM 4.005 3.890 51.6 9.960 -3.443 280.440 0.012 (1208) K=1.00 T6 380 - 360 C1503.9 4.005 3.890 51.6 9.960 -3.436 280.440 0.012 (1209) K=1.00 T6 380 - 360 C1503.9 4.005 3.890 51.6 9.960 -3.089 280.440 0.011 (1212) K=1.00 T6 380 - 360 C1503.9 4.005 3.890 51.6 9.960 -3.474 280.440 0.012 (1213) K=1.00 T9 320 - 300 C1503.9 4.005 3.869 51.4 9.960 -3.547 280.861 0.013 (1192) K=1.00 T9 320 - 300 C1503.9 4.005 3.869 51.4 9.960 -3.632 280.861 0.013 (1193) K=1.00 T9 320 - 300 C 15x33.9 4.005 3.869 51.4 9.960 -3.343 280.861 0.012 (1196) K=1.00 T9 320 - 300 C1503.9 4.005 3.869 51.4 9.960 -3.521 280.861 0.013 (1197) K=1.00 T9 320 - 300 C 15x33.9 4.005 3.869 51.4 9.960 -5.409 280.861 0.019 (1200) K=1.00 T9 320 - 300 C1503.9 4.005 3.869 51.4 9.960 -3.517 280.861 0.013 (1201) K=1.00 T12 260 - 240 C1503.9 4.005 3.859 51.2 9.960 -0.923 281.071 0.003 (1180) K=1.00 T12 260 - 240 C1503.9 4.005 3.859 51.2 9.960 -0.556 281.071 0.002 WxTower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 70 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX (918) 295-0265 Section Elevation Size L L. Kl/r A P. �P„ Ratio No. Pu ft ft ft in K K �Pn (1181) K=1.00 T12 260 - 240 C15x33.9 4.005 3.859 51.2 9.960 -6.867 281.071 0.024 (1184) K=1.00 T12 260 - 240 C15x33.9 4.005 3.859 51.2 9.960 -9.059 281.071 0.032 (1185) K=1.00 T12 260 - 240 C15x33.9 4.005 3.859 51.2 9.960 -9.623 281.071 0.034 (1188) K=1.00 T12 260 - 240 C15x33.9 4.005 3.859 51.2 9.960 -9.419 281.071 0.034 (1189) K=1.00 T15 200 - 180 C15x33.9 4.005 3.859 51.2 9.960 -0.399 281.071 0.001 (1168) K=1.00 T15 200 - 180 C1503.9 4.005 3.859 51.2 9.960 -2.864 281.071 0.010 (1169) K=1.00 T15 200 - 180 C1503.9 4.005 3.859 51.2 9.960 -5.109 281.071 0.018 (1172) K=1.00 T15 200 - 180 C15x33.9 4.005 3.859 51.2 9.960 -3.069 281.071 0.011 (1173) K=1.00 T15 200 - 180 C1503.9 4.005 3.859 51.2 9.960 -5.112 281.071 0.018 (1176) K=1.00 T15 200-180 C1503.9 4.005 3.859 51.2 9.960 -5.165 281.071 0.018 (1177) K=1.00 Torque=Arm Top Bending Design` Data Section Elevation Size M- W_ Ratio Mom, WY Ratio No. M- My ft kip ft kip ft W_ kip ft kip-ft W V Tl 480 - 460 C15x33.9 -154.827 135.333 1.144 0.000 12.595 0.000 (1228) T1 480-460 C15x33.9 -155.143 135.333 1.146 -0.000 12.595 0.000 (1229) T1 480 - 460 MOM -155.353 135.333 1.148 0.000 12.595 0.000 (1232) T1 480-460 C1503.9 -156.532 135.333 1.157 -0.000 12.595 0.000 (1233) T1 480-460 C1503.9 -156.961 135.333 1.160 -0.000 12.595 0.000 (1236) T1 480-460 C1503.9 -154.693 135.333 1.143 -0.000 12.595 0.000 (1237) T4 420 - 400 C1503.9 -129.676 135.387 0.958 -0.000 12.595 0.000 (1216) T4 420 - 400 C15x33.9 -130.584 135.387 0.965 -0.000 12.595 0.000 (1217) T4 420 - 400 C1503.9 -130.358 135.387 0.963 0.000 12.595 0.000 (1220) T4 420 - 400 C1503.9 -129.999 135.387 0.960 0.000 12.595 0.000 (1221) T4 420 - 400 MOM -129.893 135.387 0.959 -0.000 12.595 0.000 (1224) T4 420 - 400 C1503.9 -129.938 135.387 0.960 -0.000 12.595 0.000 (1225) T6 380 - 360 C1503.9 -131.760 135.442 0.973 0.000 12.595 0.000 (1204) T6 380 - 360 C1503.9 -131.514 135.442 0.971 -0.000 12.595 0.000 (1205) T6 380 - 360 C1503.9 -132.202 135.442 0.976 0.000 12.595 0.000 tnxTQwer Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 71 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Section Elevation Size M. Ratio M,y r M,y Ratio No. M My f kip ft kip ft 0M kip ft ktp ft (1208) T6 380 - 360 C1503.9 -129.571 135.442 0.957 0.000 12.595 0.000 (1209) T6 380 - 360 C15x33.9 -130.008 135.442 0.960 -0.000 12.595 0.000 (1212) T6 380 - 360 C15x33.9 -130.820 135.442 0.966 -0.000 12.595 0.000 (1213) T9 320 - 300 C 15x33.9 -93.350 135.549 0.689 0.000 12.595 0.000 (1192) T9 320 - 300 C 15x33.9 -94.375 135.549 0.696 -0.000 12.595 0.000 (1193) T9 320 - 300 MOM -93.488 135.549 0.690 0.000 12.595 0.000 (1196) T9 320 - 300 C1503.9 -92.365 135.549 0.681 0.000 12.595 0.000 (1197) T9 320 - 300 C1503.9 -92.793 135.549 0.685 0.000 12.595 0.000 (1200) T9 320 - 300 C1503.9 -93.612 135.549 0.691 -0.000 12.595 0.000 (1201) T12 260 - 240 C1503.9 -101.096 135.603 0.746 -0.000 12.595 0.000 (1180) T12 260 - 240 C1503.9 -102.879 135.603 0.759 -0.000 12.595 0.000 (1181) T12 260-240 C1503.9 -100.140 135.603 0.738 0.000 12.595 0.000 (1184) T12 260 - 240 C15x33.9 -99.937 135.603 0.737 0.000 12.595 0.000 (1185) T12 260 - 240 C1503.9 -101.978 135.603 0.752 0.000 12.595 0.000 (1188) T12 260 - 240 C1503.9 -99.525 135.603 0.734 -0.000 12.595 0.000 (1189) T15 200 - 180 C1503.9 -42.643 135.603 0.314 0.000 12.595 0.000 (1168) T15 200 - 180 C1503.9 -38.901 135.603 0.287 -0.000 12.595 0.000 (1169) T15 200-180 C1503.9 -41.243 135.603 0.304 -0.000 12.595 0.000 (1172) T15 200-180 C1503.9 -39.654 135.603 0.292 0.000 12.595 0.000 (1173) T15 200 - 180 C1503.9 -40.714 135.603 0.300 0.000 12.595 0.000 (1176) T15 200 - 180 MOM -40.365 135.603 0.298 -0.000 12.595 0.000 (1177) Torque -Arm Top Interaction. Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P. M- MW Stress Stress ft V. W_ Ratio Ratio Tl 480-460 C15x33.9 0.001 1.144 0.000 ** ** ** (1228) T1 480 - 460 C1503.9 0.001 1.146 0.000 ** ** ** (1229) T1 480-460 C1503.9 0.002 1.148 0.000 ** ** ** (1232) T1 480-460 C15x33.9 0.002 1.157 0.000 ** ** ** Wx Tower Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 72 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. Pu M - M,y Stress Stress .ft �P- Ratio Ratio (1233) T1 480-460 C1503.9 0.002 1.160 0.000 ** ** ** (1236) T1 480-460 C1503.9 0.002 1.143 0.000 ** ** ** (1237) T4 420-400 C1503.9 0.006 0.958 0.000 ** ** ** (1216) T4 420-400 C1503.9 0.006 0.965 0.000 ** ** ** (1217) T4 420-400 C1503.9 0.006 0.963 0.000 ** ** ** (1220) T4 420-400 C1503.9 0.007 0.960 0.000 ** ** ** (1221) T4 420-400 C1503.9 0.006 0.959 0.000 ** ** ** (1224) T4 420 - 400 C1503.9 0.006 0.960 0.000 * * * * * * (1225) T6 380 - 360 C1503.9 0.013 0.973 0.000 ** ** ** (1204) T6 380-360 C1503.9 0.012 0.971 0.000 ** ** ** (1205) T6 380-360 MOM 0.012 0.976 0.000 ** ** ** (1208) T6 380-360 C1503.9 0.012 0.957 0.000 ** ** ** (1209) T6 380-360 C1503.9 0.011 0.960 0.000 ** ** ** (1212) T6 380-360 C1503.9 0.012 0.966 0.000 ** ** ** (1213) T9 320-300 C1503.9 0.013 0.689 0.000 ** ** ** (1192) T9 320 - 300 C1503.9 0.013 0.696 0.000 ** ** ** (1193) T9 320 - 300 C1503.9 0.012 0.690 0.000 ** ** ** (1196) T9 320-300 C1503.9 0.013 0.681 0.000 ** ** ** (1197) T9 320 - 300 C1503.9 0.019 0.685 0.000 ** ** ** (1200) T9 320 - 300 C1503.9 0.013 0.691 0.000 ** ** ** (1201) T12 260-240 MOM 0.003 0.746 0.000 ** ** ** (1180) T12 260-240 C1503.9 0.002 0.759 0.000 ** ** ** (1181) T12 260-240 C1503.9 0.024 0.738 0.000 ** ** ** (1184) T12 260-240 C1503.9 0.032 0.737 0.000 ** ** ** (1185) T12 260-240 C1503.9 0.034 0.752 0.000 ** ** ** (1188) T12 260-240 C1503.9 0.034 0.734 0.000 (1189) T15 200-180 C1503.9 0.001 0.314 0.000 0.315 1.050 (1168) V 4.8.14r T15 200-180 C1503.9 0.010 0.287 0.000 0.292 1.050 (1169) V 4.8.1 T15 200- 180 C1503.9 0.018 0.304 0.000 0.313 1.050 (1172) 1/ 4.8.1 MxTower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 73 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Client Designed by Tulsa, OK74119 Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. Pu M- Mom. Stress Stress ft V. WM W, Ratio Ratio T15 200 - 180 MOM 0.011 0.292 0.000 0.298 1.050 (1173) V 4.8.1 T15 200 - 180 MOM 0.018 0.300 0.000 0.309 1.050 (1176) V 4.8.1 T15 200- 180 C1503.9 0.018 0.298 0.000 0.307 1.050 4.8.1 (1177) V Tension Checks Leg Design Data . Tension) Section Elevation Size L L KI/r A P. �P Ratio No. P. ft ft ft in2 K K gyp, Tl 480 - 460 2 1/4 20.000 3.306 70.5 3.976 2.300 178.924 0.013 ` t/ 1 P u / �Pn controls Diagonal Design Data Tension) Section Elevation Size L L KI/r A P. rpP Ratio No. P. ft ft ft in= K K �pn Tl 480 - 460 1 1/2 4.937 4.684 149.9 1.767 6.006 57.255 0.105 S/ T2 460 - 440 1 3/8 4.937 4.684 163.5 1.485 3.993 48.111 0.083 ` V T3 440 - 420 1 3/8 4.937 4.684 163.5 1.485 7.674 48.111 0.160' V T4 420 - 400 1 1/2 4.937 4.656 149.0 1.767 6.001 57.255 0.105' T5 400 - 380 1 1/2 4.937 4.628 148.1 1.767 4.243 57.255 0.074' T6 380 - 360 1 1/2 4.937 4.628 148.1 1.767 7.623 57.255 0.133' T7 360 - 340 1 1/2 4.937 4.628 148.1 1.767 5.684 57.255 0.099' T8 340 - 320 1 1/2 4.937 4.628 148.1 1.767 7.940 57.255 0.139' T9 320 - 300 1 3/4 4.937 4.572 125.4 2.405 7.799 77.931 0.100' l� T10 300-280 11/2 4.937 4.600 147.2 1.767 3.144 57.255 0.055' Tll 280-260 11/2 4.937 4.544 145.4 1.767 3.936 57.255 0.069' t1ZaC_To_ we ' Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 74 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Section Elevation Size L L. KI1r A P. r P. Ratio No. P. ft ft ft in2 K K �P 60 T12 260-240 11/2 4.937 4.544 145.4 1.767 11.106 57.255 0.194' 6/ T13 240 - 220 1 1/2 4.937 4.544 145.4 1.767 3.067 57.255 0.054' T14 220-200 11/2 4.937 4.544 145.4 1.767 1.378 57.255 0.024' 6/ T15 200 - 180 1 1/2 4.937 4.544 145.4 1.767 3.168 57.255 0.055' V T16 180 - 160 1 1/2 4.937 4.544 145.4 1.767 0.087 57.255 0.002' V T17 160-140 11/2 4.937 4.544 145.4 1.767 4.085 57.255 0.0716000, T18 140 - 120 1 1/2 4.937 4.544 145.4 1.767 8.200 57.255 0.143' V T19 120-100 11/2 4.937 4.544 145.4 1.767 4.468 57.255 0.e0778' 1�' T21 80 - 60 1 1/2 4.937 4.544 145.4 1.767 4.705 57.255 0.a0882' 60 T22 60 - 40 1 1/2 4.937 4.544 145.4 1.767 2.829 57.255 0.049' 600, T23 40 - 20 1 1/2 4.937 4.544 145.4 1.767 0.778 57.255 0.014' V T24 20 - 6.4375 1 1/2 4.966 4.571 146.3 1.767 5.783 57.255 0.101' V 1 P � / �Pn controls Horizontal besi n Data Tension Section Elevation Size L Lu KI1r A P. OP„ Ratio No. P. ft ft ft in1 K K Opp Tl 480 - 460 1 3.667 3.479 167.0 0.785 5.652 25.447 0.222 V 12 460 - 440 1 3.667 3.479 167.0 0.785 2.002 25.447 0.079' T3 440 - 420 1 3.667 3.479 167.0 0.785 3.157 25.447 0.124' T4 420 - 400 1 3.667 3.458 166.0 0.785 7.955 25.447 0.313 ' T5 400 - 380 1 3:667 3.438 165.0 0.785 2.193 25.447 0.086' T6 380 - 360 1 3.667 3.438 165.0 0.785 11.913 25.447 0.468' q✓ T7 360 - 340 1 3.667 3.438 165.0 0.785 4.292 25.447 0.169' T8 340 - 320 1 3.667 3.438 165.0 0.785 2.856 25.447 0.112' V thxTower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 75 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Section Elevation Size L L„ KI1r A P. �P„ Ratio No. P. ft ft fr in2 K K �P„ T9 320 - 300 1 3.667 3.396 163.0 0.785 12.102 25.447 0.476 ' T10 300-280 1 3.667 3.417 164.0 0.785 3.249 25.447 0.128' T11 280 - 260 1 3.667 3.375 162.0 0.785 3.390 25.447 0.133' T12 260 - 240 1 3.667 3.375 162.0 0.785 18.355 25.447 0.721 ' T13 240 - 220 1 3.667 3.375 162.0 0.785 4.394 25.447 0.-1773 ' y T14 220 - 200 1 3.667 3.375 162.0 0.785 4.400 25.447 0.173' T15 200 - 180 1 3.667 3.375 162.0 0.785 11.425 25.447 0.449' T16 180 -160 1 3.667 3.375 162.0 0.785 4.369 25.447 0.172' T17 160 - 140 1 3.667 3.375 162.0 0.785 4.609 25.447 0.181' T18 140 - 120 1 3.667 3.375 162.0 0.785 7.553 25.447 0.297' T19 120 - 100 1 3.667 3.375 162.0 0.785 4.809 25.447 0.189' T20 100 - 80 1 3.667 3.375 162.0 0.785 4.713 25.447 0.1885' 00, y T21 80 - 60 1 3.667 3.375 162.0 0.785 5.253 25.447 0.206' T22 60 - 40 1 3.667 3.375 162.0 0.785 5.180 25.447 0.12004' y T23 40 - 20 1 3.667 3.375 162.0 0.785 5.205 25.447 0.205' T24 20 - 6.4375 1 3.667 3.375 162.0 0.785 5.215 25.447 0.205' T25 6.4375 - 0 9x3/8 2.334 2.042 226.4 3.375 5.233 109.350 0.048' 6 1 P„ / �P„ controls 'Secondary Horizontal Design Data (Tension) Section Elevation Size L L. Kl/r A P. r P„ Ratio No. P. ft ft ft in' K K n Tl 480 - 460 1 1.834 1.740 83.5 0.785 0.000 25.447 0.000, 6/ T2 460 - 440 1 1.834 1.740 83.5 0.785 0.000 25.447 0.000' Y T3 440 - 420 1 1.834 1.740 83.5 0.785 0.000 25.447 0.000' t/ T4 420 - 400 1 1.834 1.729 83.0 0.785 0.000 25.447 0.000' MxTower Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 76 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 client Designed by Phone: (918) 587-4630 Crown Castle J Sudhanva FAX.- (918) 295-0265 Section Elevation Size L L KI1r A P. Ratio No. P ft ft ft in2 K K�p� y T5 400 - 380 1 1.834 1.719 82.5 0.785 0.000 25.447 0.0001 T6 380 - 360 1 1.834 1.719 82.5 0.785 0.000 25.447 0.000' V T7 360 - 340 1 1.834 1.719 82.5 0.785 0.000 25.447 0.0001 T8 340 - 320 1 1.834 1.719 82.5 0.785 0.000 25.447 0.0001 T9 320 - 300 1 1.834 1.698 81.5 0.785 0.000 25.447 0.0001 T10 300 - 280 1 1.834 1.709 82.0 0.785 0.000 25.447 0.000' Tl 1 280 - 260 1 1.834 1.688 81.0 0.785 0.000 25.447 0.000' T12 260 - 240 1 1.834 1.688 81.0 0.785 0.000 25.447 0.0001 T13 240 - 220 1 1.834 1.688 81.0 0.785 0.000 25.447 0.0001 600, T14 220 - 200 1 1.834 1.688 81.0 0.785 0.000 25.447 0.0001 T15 200 - 180 1 1.834 1.688 81.0 0.785 0.000 25.447 0.0001 T16 180 - 160 1 1.834 1.688 81.0 0.785 0.000 25.447 0.0001 T17 160 - 140 1 1.834 1.688 81.0 0.785 0.000 25.447 0.000' T18 140 - 120 1 1.834 1.688 81.0 0.785 0.000 25.447 0.0001 T19 120 - 100 1 1.834 1.688 81.0 0.785 0.000 25.447 0.000' 720 100 - 80 1 1.834 1.688 81.0 0.785 0.000 25.447 0.0001 T21 80 - 60 1 1.834 1.688 81.0 0.785 0.000 25.447 0.000' 722 60 - 40 1 1.834 1.688 .81.0 0.785 0.000 25.447 0.0001 Y T23 40 - 20 1 1.834 1.688 81.0 0.785 0.000 25.447 0.000' T24 20 - 6.4375 1 1.834 1.688 81.0 0.785 0.000 25.447 0.0001 V 1 P u / �P controls To : Girt Design Data Tension) Section Elevation Size L L KI1r A P. �P Ratio No. P. ft ft ft in2 K K �p MxToweN Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 77 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Section Elevation Size L L. KI1r A P. Ratio No. Pu ft ft ft in2 K K V. Tl 480 - 460 1 3.667 3.479 167.0 0.785 0.209 25.447 0.008, T3 440 - 420 1 3.667 3.479 167.0 0.785 0.910 25.447 0.036' T4 420 - 400 1 3.667 3.458 166.0 0.785 3.767 25.447 0.-14s8 ' Y T5 400 - 380 1 3.667 3.438 165.0 0.785 0.644 25.447 0.025' T6 380 - 360 1 3.667 3.438 165.0 0.785 0.895 25.447 0.035' T7 360 - 340 1 3.667 3.438 165.0 0.785 0.500 25.447 0.020' T8 340 - 320 1 3.667 3.438 165.0 0.785 1.003 25.447 0.039' Y T9 320 - 300 1 3.667 3.396 163.0 0.785 1.128 25.447 0.044' T10 300 - 280 1 3.667 3.417 164.0 0.785 0.935 25.447 0.-0337' y T11 280 - 260 1 3.667 3.375 162.0 0.785 1.059 25.447 0.042' T12 260 - 240 1 3.667 3.375 162.0 0.785 1.141 25.447 0.045600, T13 240 - 220 1 3.667 3.375 162.0 0.785 1.489 25.447 0.059' T14 220 - 200 1 3.667 3.375 162.0 0.785 1.413 25.447 0.056' T15 200-180 1 3.667 3.375 162.0 0.785 1.474 25.447 0.058' T16 180 - 160 1 3.667 3.375 162.0 0.785 1.498 25.447 0.059' T17 160 - 140 1 3.667 3.375 162.0 0.785 1.508 25.447 0.059' T18 140 - 120 1 3.667 3.375 162.0 0.785 1.583 25.447 0.062' T19 120 - 100 1 3.667 3.375 162.0 0.785 1.486 25.447 0.058' T20 100 - 80 1 3.667 3.375 162.0 0.785 1.552 25.447 0.061 ` Y T21 80 - 60 1 3.667 3.375 162.0 0.785 1.633 25.447 0.064' Y T22 60 - 40 1 3.667 3.375 162.0 0.785 1.567 25.447 0.062 ` T23 40 - 20 1 3.667 3.375 162.0 0.785 1.680 25.447 0.066' T24 20 - 6.4375 1 3.667 3.375 162.0 0.785 1.645 25.447 0.065 ` T25 6.4375 - 0 120/8 3.334 3.043 337.3 4.500 52.521 145.800 0.360' Y 1 P u / +Pu controls WxTowler Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 78 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Bottom G rt`Design Data Tension Section No. Elevation ft Size L ft L. ft KUr A in P K �P„ K Ratio P � P. - Tl 480 - 460 1 3.667 3.479 167.0 0.785 1.958 25.447 0.077 T2 460 - 440 1 3.667 3.479 167.0 0.785 0.590 25.447 0.023 ' T4 420 - 400 1 3.667 3.458 166.0 0.785 0.581 25.447 0.023 ' T5 400 - 380 1 3.667 3.438 165.0 0.785 0.725 25.447 0.028' T6 380 - 360 1 3.667 3.438 165.0 0.785 1.830 25.447 0.072' T7 360 - 340 1 3.667 3.438 165.0 0.785 0.783 25.447 0.031' Y T8 340 - 320 1 3.667 3.438 165.0 0.785 0.791 25.447 0.103311 ' y T9 320 - 300 1 3.667 3.396 163.0 0.785 1.522 25.447 0.060' T10 300 - 280 1 3.667 3.417 164.0 0.785 1.067 25.447 0.042' Tl 1 280 - 260 1 3.667 3.375 162.0 0.785 1.066 25.447 0.0426000, T12 260 - 240 1 3.667 3.375 162.0 0.785 2.043 25.447 0.080' 6001, T13 240 - 220 1 3.667 3.375 162.0 0.785 1.473 25.447 0.058' T14 220 - 200 1 3.667 3.375 162.0 0.785 1.370 25.447 0.054' T15 200 - 180 1 3.667 3.375 162.0 0.785 1.799 25.447 0.071 ' T16 180 - 160 1 3.667 3.375 162.0 0.785 1.458 25.447 0.057' T17 160 - 140 1 3.667 3.375 162.0 0.785 1.372 25.447 0.054' Y T18 140 - 120 1 3.667 3.375 162.0 0.785 1.650 25.447 0.065' T19 120 - 100 1 3.667 3.375 162.0 0.785 1.641 25.447 0.064600, T20 100 - 80 1 3.667 3.375 162.0 0.785 1.551 25.447 0.061 ' T21 80 - 60 1 3.667 3.375 162.0 0.785 1.702 25.447 0.10667' Y T22 60 - 40 1 3.667 3.375 162.0 0.785 1.622 25.447 0.10664' Y T23 40 - 20 1 3.667 3.375 162.0 0.785 1.554 25.447 0.061 ' 610, I P u / �Pn controls WJ Tower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 79 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Top Gu Pu11-0ff Design Data Tension Section Elevation Size L L. Kl/r A P. Ratio No. P. ft ft ft in2 K K gyp„ T18 140 - 120 3x3/8 3.667 3.375 374.1 1.125 10.819 36.450 0.297 T21 80 - 60 3x3/8 3.667 3.375 374.1 1.125 7.524 36.450 0.206' 1 P. / �P„ controls Top Gu Pull-O#f Bending Design Data Section Elevation Size M- W _ Ratio Mom, +MW Ratio No. M- My ft kip-ft kip ft +M- kip ft kip ft Wy T18 140 - 120 3x3/8 0.000 2.278 0.000 0.000 0.285 0.000 T21 80 - 60 3x3/8 0.000 2.278 0.000 0.000 0.285 0.000 Top Guy Pull -Off Interaction Design Data Ratio Ratio Ratio Comb. Allow. Criteria Section Elevation Size No. P. M- M-, Stress Stress ft P„ M M Ratio Ratio T18 140 - 120 3x3/8 0.297 0.000 0.000 0.297 1.050 4.8.1 V 721 80 - 60 3x3/8 0.206 0.000 0.000 0.20061.050 4.8.1 6 1 P. / 0P„ controls Torque -Arm To o Design Data Section Elevation Size L L. KI/r A P. Ratio No. P. ft ft ft in2 K K gyp„ Tl 480 - 460 C15x33.9 4.005 3.911 51.9 9.960 2.248 322.704 0.007 (1228) 4.8.1 (1.14 CR) - 1228 Tl 480 - 460 C15x33.9 4.005 3.911 51.9 9.960 1.970 322.704 0.006 (1229) 4.8.1 (1.15 CR) - 1229 Tl 480 - 460 C1503.9 4.005 3.911 51.9 9.960 1.860 322.704 0.006 (1232) 4.8.1 (1.15 CR) - 1232 Tl 480 - 460 C15x33.9 4.005 3.911 51.9 9.960 1.897 322.704 0.006 (1233) 4.8.1 (1.16 CR) - 1233 tnxpmer Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 80 of 87 B+T Group Project Date 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Section Elevation Size L Lu Kl/r A P. Ratio No. P. ft ft ft in1 K K OP. Tl 480 - 460 C 15x33.9 4.005 3.911 51.9 9.960 1.821 322.704 0.006 (1236) 4.8.1 (1.16 CR) - 1236 Tl 480 - 460 MOM 4.005 3.911 51.9 9.960 1.782 322.704 0.006 (1237) 4.8.1 (1.14 CR) - 1237 T4 420 - 400 C1503.9 4.005 3.900 51.8 9.960 1.036 322.704 0.003 (1216) T4 420 - 400 C15x33.9 4.005 3.900 51.8 9.960 1.075 322.704 0.003 (1217) T4 420 - 400 C15x33.9 4.005 3.900 51.8 9.960 1.470 322.704 0.005 (1220) T4 420 - 400 C15x33.9 4.005 3.900 51.8 9.960 0.786 322.704 0.002 (1221) T4 420 - 400 C1503.9 4.005 3.900 51.8 9.960 1.137 322.704 0.004 (1224) T4 420 - 400 C 15x33.9 4.005 3.900 51.8 9.960 0.856 322.704 0.003 (1225) T6 380 - 360 C1503.9 4.005 3.890 51.6 9.960 0.136 322.704 0.000 (1204) T6 380 - 360 C1503.9 4.005 3.890 51.6 9.960 0.490 322.704 0.002 (1205) T6 380 - 360 C1503.9 4.005 3.890 51.6 9.960 0.250 322.704 0.001 (1208) T6 380 - 360 C1503.9 4.005 3.890 51.6 9.960 1.631 322.704 0.005 (1209) T6 380 - 360 C15x33.9 4.005 3.890 51.6 9.960 0.947 322.704 0.003 (1212) T6 380 - 360 C1503.9 4.005 3.890 51.6 9.960 0.348 322.704 0.001 (1213) T9 320 - 300 C1503.9 4.005 3.869 51.4 9.960 0.292 322.704 0.001 (1192) T9 320 - 300 C 15x33.9 4.005 3.869 51.4 9.960 0.344 322.704 0.001 (1193) T9 320 - 300 C1503.9 4.005 3.869 51.4 9.960 0.519 322.704 0.002 (1196) T9 320 - 300 C1503.9 4.005 3.869 51.4 9.960 1.441 322.704 0.004 (1197) T9 320 - 300 C1503.9 4.005 3.869 51.4 9.960 0.972 322.704 0.003 (1200) T9 320 - 300 C 15x33.9 4.005 3.869 51.4 9.960 0.474 322.704 0.001 (1201) T12 260 - 240 C1503.9 4.005 3.859 51.2 9.960 7.404 322.704 0.023 (1180) T12 260 - 240 C1503.9 4.005 3.859 51.2 9.960 7.604 322.704 0.024 (1181) T12 260 - 240 C1503.9 4.005 3.859 51.2 9.960 7.304 322.704 0.023 (1184) T12 260 - 240 C1503.9 4.005 3.859 51.2 9.960 0.179 322.704 0.001 (1185) T12 260 - 240 C1503.9 4.005 3.859 51.2 9.960 7.883 322.704 0.024 (1188) T12 260 - 240 C1503.9 4.005 3.859 51.2 9.960 7.427 322.704 0.023 (1189) T15 200 - 180 C15x33.9 4.005 3.859 51.2 9.960 3.517 322.704 0.011 (1168) T15 200- 180 C1503.9 4.005 3.859 51.2 9.960 0.651 322.704 0.002 (1169) T15 200- 180 C1503.9 4.005 3.859 51.2 9.960 3.590 322.704 0.011 (1172) tIZxTower Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 81 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Client Designed by Tulsa, OK74119 Phone: (918) 587-4630 Crown Castle FAX.- (918) 295-0265 FAX.- Section Elevation Size L L. KI/r A P. Ratio No. P. ft ft ft in K K V. T15 200 - 180 C15x33.9 4.005 3.859 51.2 9.960 0.554 322.704 0.002 (1173) T15 200 - 180 C15x33.9 4.005 3.859 51.2 9.960 4.060 322.704 0.013 (1176) T15 200 - 180 C1503.9 4.005 3.859 51.2 9.960 3.599 322.704 0.011 (1177) Torque -Arm Top Bending Design Data Section Elevation Size M- Ratio My �M,y Ratio No. M. My ft kip-ft kip-ft W_ kip-ft kip-ft W", Tl 480 - 460 C15x33.9 -149.301 135.333 1.103 0.000 12.595 0.000 (1228) T1 480 - 460 MOM -150.073 135.333 1.109 0.000 12.595 0.000 (1229) T1 480 - 460 MOM -147.741 135.333 1.092 0.000 12.595 0.000 (1232) T1 480-460 C1503.9 -149.373 135.333 1.104 -0.000 12.595 0.000 (1233) T1 480-460 MOM -148.668 135.333 1.099 -0.000 12.595 0.000 (1236) T1 480-460 C15x33.9 -146.080 135.333 1.079 -0.000 12.595 0.000 (1237) T4 420-400 MOM -125.061 135.387 0.924 0.000 12.595 0.000 (1216) T4 420-400 C15x33.9 -126.238 135.387 0.932 0.000 12.595 0.000 (1217) T4 420 - 400 C15x33.9 -125.959 135.387 0.930 0.000 12.595 0.000 (1220) T4 420 - 400 C15x33.9 -124.624 135.387 0.920 0.000 12.595 0.000 (1221) T4 420 - 400 C1503.9 -124.151 135.387 0.917 -0.000 12.595 0.000 (1224) T4 420 - 400 C15x33.9 -123.896 135.387 0.915 -0.000 12.595 0.000 (1225) T6 380 - 360 C15x33.9 -128.417 135.442 0.948 -0.000 12.595 0.000 (1204) T6 380 - 360 C1503.9 -127.291 135.442 0.940 0.000 12.595 0.000 (1205) T6 380 - 360 C1503.9 -129.243 135.442 0.954 0.000 12.595 0.000 (1208) T6 380 - 360 C1503.9 -127.807 135.442 0.944 0.000 12.595 0.000 (1209) T6 380 - 360 MOM -127.098 135.442 0.938 -0.000 12.595 0.000 (1212) T6 380 - 360 C1503.9 -127.401 135.442 0.941 -0.000 12.595 0.000 (1213) T9 320 - 300 C1503.9 -92.813 135.549 0.685 0.000 12.595 0.000 (1192) T9 320 - 300 C 15x33.9 -93.083 135.549 0.687 0.000 12.595 0.000 (1193) T9 320 - 300 C 15x33.9 -94.065 135.549 0.694 -0.000 12.595 0.000 (1196) T9 320 - 300 C 15x33.9 -94.421 135.549 0.697 -0.000 12.595 0.000 (1197) t x1f ul- Ver Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 82 of 87 B+T Group Project Date 17175. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle 1 Sudhanva FAX.- (918) 295-0265 Section Elevation Size M- �M_ Ratio My W-Y Ratio No. M- Mom, It taPf kip-R OM kipft kipft OM,� T9 320 - 300 C 15x33.9 -94.124 135.549 0.694 -0.000 12.595 0.000 (1200) T9 320 - 300 C15x33.9 -94.220 135.549 0.695 0.000 12.595 0.000 (1201) T12 260-240 C1503.9 -85.473 135.603 0.630 0.000 12.595 0.000 (1180) T12 260 - 240 C15x33.9 -89.552 135.603 0.660 0.000 12.595 0.000 (1181) T12 260 - 240 C15x33.9 -89.038 135.603 0.657 -0.000 12.595 0.000 (1184) T12 260-240 C15x33.9 -104.294 135.603 0.769 -0.000 12.595 0.000 (1185) T12 260-240 C15x33.9 -90.968 135.603 0.671 0.000 12.595 0.000 (1188) T12 260-240 C1503.9 -89.519 135.603 0.660 0.000 12.595 0.000 (1189) T15 200 - 180 MOM -37.245 135.603 0.275 0.000 12.595 0.000 (1168) T15 200 - 180 C1503.9 -42.169 135.603 0.311 0.000 12.595 0.000 (1169) T15 200 - 180 C1503.9 -36.940 135.603 0.272 -0.000 12.595 0.000 (1172) T15 200 - 180 C1503.9 -41.886 135.603 0.309 -0.000 12.595 0.000 (1173) T15 200 - 180 C1503.9 -35.077 135.603 0.259 0.000 12.595 0.000 (1176) T15 200 - 180 C1503.9 -34.160 135.603 0.252 0.000 12.595 0.000 (1177) To.r �de-Arm Top Interaction Design Data' Criteria Section Elevation Size Ratio Ratio Ratio Comb. Allow. No. P. M M,,, Stress Stress it �P WM W- Ratio Ratio Tl 480-460 C1503.9 0.007 1.103 0.000 ** ** ** (1228) Tl 480 - 460 C1503.9 0.006 1.109 0.000 ** ** ** (1229) Tl 480-460 C1503.9 0.006 1.092 0.000 ** ** ** (1232) T1 480-460 C1503.9 0.006 1.104 0.000 ** ** ** (1233) T1 480 - 460 C1503.9 0.006 1.099 0.000 ** ** ** (1236) T 1 480 - 460 C 15x33.9 0.006 1.079 0.000 (1237) T4 420 - 400 C 15x33.9 0.003 0.924 0.000 (1216) T4 420-400 C1503.9 0.003 0.932 0.000 ** ** ** (1217) T4 420 - 400 C 15x33.9 0.005 0.930 0.000 (1220) T4 420 - 400 C 1503.9 0.002 0.920 0.000 (1221) T4 420 - 400 C 1503.9 0.004 0.917 0.000 (1224) %T'Uwe,r Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 83 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle FAX.- (918) 295-0265 FAX.- Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. Pu M My Stress Stress ft Vn WM W_ Ratio Ratio T4 420-400 MOM 0.003 0.915 0.000 ** ** ** (1225) T6 380 - 360 C1503.9 0.000 0.948 0.000 ** ** ** (1204) T6 380-360 C1503.9 0.002 0.940 0.000 ** ** ** (1205) T6 380-360 C1503.9 0.001 0.954 0.000 ** ** ** (1208) T6 380-360 C1503.9 0.005 0.944 0.000 ** ** ** (1209) T6 380-360 C1503.9 0.003 0.938 0.000 ** ** ** (1212) T6 380-360 C1503.9 0.001 0.941 0.000 ** ** ** (1213) T9 320-300 C1503.9 0.001 0.685 0.000 ** ** ** (1192) T9 320-300 C1503.9 0.001 0.687 0.000 ** ** ** (1193) T9 320-300 C1503.9 0.002 0.694 0.000 ** ** ** (1196) T9 320-300 C1503.9 0.004 0.697 0.000 ** ** ** (1197) T9 320-300 C1503.9 0.003 0.694 0.000 ** ** ** (1200) T9 320-300 C1503.9 0.001 0.695 0.000 ** ** ** (1201) T12 260-240 C1503.9 0.023 0.630 0.000 ** ** ** (1180) T12 260-240 C1503.9 0.024 0.660 0.000 ** ** ** (1181) T12 260-240 C1503.9 0.023 0.657 0.000 ** ** ** (1184) T12 260-240 C1503.9 0.001 0.769 0.000 ** ** ** (1185) T12 260-240 C1503.9 0.024 0.671 0.000 ** ** ** (1188) T12 260-240 C1503.9 0.023 0.660 0.000 ** ** ** (1189) T15 200-180 C1503.9 0.011 0.275 0.000 0.280 1.050 (1168) yi 4.8.1 T15 200-180 C1503.9 0.002 0.311 0.000 0.312 1.050 4.8.1 (1169) V T15 200 - 180 C1503.9 0.011 0.272 0.000 0.278 1.050 4.8.1 (1172) Y T15 200-180 C1503.9 0.002 0.309 0.000 0.310 1.050 (1173) V 4.8.1 T15 200-180 C1503.9 0.013 0.259 0.000 0.265 1.050 (1176) 4.8.1 T15 200-180 C1503.9 0.011 0.252 0.000 0.257 1.050 61/ (1177) 6% 4.8.1 tnx�pwer Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 84 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX. (918) 295-0265 Section.,Capaci =Table _ a Section Elevation Component Size Critical P eP.11- % Pass No. ft Type Element K K Capacity Fail Tl 480 - 460 Leg 2 1/4 2 -85.066 130.601 65.1 Pass T2 460 - 440 Leg 2 1/4 51 -93.131 130.601 71.3 Pass T3 440 - 420 Leg 2 1/4 97 -91.383 130.601 70.0 Pass T4 420 - 400 Leg 2 1/2 145 -128.749 172.768 74.5 Pass T5 400 - 380 Leg 2 3/4 193 -126.610 220.013 57.5 Pass T6 380 - 360 Leg 2 3/4 241 -162.529 220.013 73.9 Pass T7 360 - 340 Leg 2 3/4 289 -172.144 220.013 78.2 Pass T8 340 - 320 Leg 2 3/4 337 -164.908 220.013 75.0 Pass T9 320 - 300 Leg 3 1/4 386 -194.906 329.286 59.2 Pass T10 300 - 280 Leg 3 435 -187.592 272.214 68.9 Pass Tl 1 280 - 260 Leg 3 1/2 483 -195.716 391.173 50.0 Pass T12 260 - 240 Leg 3 1/2 531 -247.493 391.173 63.3 Pass T13 240 - 220 Leg 3 1/2 577 -253.662 391.173 64.8 Pass T14 220 - 200 Leg 3 1/2 625 -254.016 391.173 64.9 Pass T15 200 - 180 Leg 3 1/2 673 -259.205 391.173 66.3 Pass T16 180 - 160 Leg 3 1/2 721 -252.217 391.173 64.5 Pass T17 160 - 140 Leg 3 1/2 769 -266.102 391.173 68.0 Pass T18 140 - 120 Leg 3 1/2 817 -293.763 391.173 75.1 Pass T19 120 - 100 Leg 3 1/2 865 -277.621 391.173 71.0 Pass T20 100 - 80 Leg 3 1/2 914 -272.099 391.173 69.6 Pass T21 80 - 60 Leg 3 1/2 961 -275.251 391.173 70.4 Pass T22 60 - 40 Leg 3 1/2 1010 -299.054 391.173 76.5 Pass 723 40 - 20 Leg 3 1/2 1058 -300.496 391.173 76.8 Pass 724 20 - 6.4375 Leg 3 1/2 1106 -288.470 389.622 74.0 Pass T25 6.4375 - 0 Leg 3 1/2 1140 -290.878 433.709 67.1 Pass Tl 480 - 460 Diagonal 1 1/2 17 -6.294 33.673 18.7 Pass T2 460 - 440 Diagonal 1 3/8 87 -4.890 25.343 . 19.3 Pass T3 440 - 420 Diagonal 1 3/8 106 -8.572 25.343 33.8 Pass T4 420 - 400 Diagonal 1 1/2 189 -6.995 33.907 20.6 Pass T5 400 - 380 Diagonal 1 1/2 202 -6.605 34.141 19.3 Pass T6 380 - 360 Diagonal 1 1/2 271 -9.249 34.141 27.1 Pass T7 360 - 340 Diagonal 1 1/2 327 -6.679 34.141 19.6 Pass T8 340 - 320 Diagonal 1 1/2 353 -10.486 34.141 30.7 Pass T9 320 - 300 Diagonal 1 3/4 415 -13.339 54.540 24.5 Pass T10 300 - 280 Diagonal 1 1/2 478 -7.884 34.376 22.9 Pass Tl 1 280 - 260 Diagonal 1 1/2 497 -8.327 34.845 23.9 Pass T12 260-240 Diagonal 11/2 560 -18.681 34.845 53.6 Pass T13 240 - 220 Diagonal 1 1/2 622 -9.467 34.845 27.2 Pass T14 220 - 200 Diagonal 1 1/2 636 -7.659 34.845 22.0 Pass T15 200 - 180 Diagonal 1 1/2 704 -10.568 34.845 30.3 Pass T16 180 - 160 Diagonal 1 1/2 765 -7.274 34.845 20.9 Pass T17 160 - 140 Diagonal 1 1/2 785 -10.199 34.845 29.3 Pass T18 140 - 120 Diagonal 1 1/2 841 -14.644 34.845 42.0 Pass T19 120 - 100 Diagonal 1 1/2 911 -12.501 34.845 35.9 Pass T20 100 - 80 Diagonal 1 1/2 959 -7.878 34.845 22.6 Pass T21 80 - 60 Diagonal 1 1/2 979 -12.207 34.845 35.0 Pass 722 60 - 40 Diagonal 1 1/2 1055 -11.413 34.845 32.8 Pass T23 40 - 20 Diagonal 1 1/2 1073 -8.073 34.845 23.2 Pass T24 20 - 6.4375 Diagonal 1 1/2 1135 -8.947 34.620 25.8 Pass T1 480 - 460 Horizontal 1 23 -4.863 13.013 37.4 Pass T2 460 - 440 Horizontal 1 63 -1.613 13.013 12.4 Pass T3 440 - 420 Horizontal 1 117 -2.317 13.013 17.8 Pass T4 420 - 400 Horizontal 1 187 -6.014 13.126 45.8 Pass T5 400 - 380 Horizontal 1 206 -2.193 13.238 16.6 Pass T6 380 - 360 Horizontal 1 261 -9.504 13.238 71.8 Pass T7 360 - 340 Horizontal 1 302 -2.982 13.238 22.5 Pass T8 340 - 320 Horizontal 1 357 -2.856 13.238 21.6 Pass T9 320 - 300 Horizontal 1 405 -8.026 13.464 59.6 Pass tax, To. wer Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 85 of 87 Project Date B+T Group 17175. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Section No. Elevation ft Component Type Size Critical Element P K ePall- K % Capacity Pass Fail T10 300 - 280 Horizontal 1 454 -3.249 13.351 24.3 Pass Tl l 280 - 260 Horizontal 1 495 -3.390 13.577 25.0 Pass T12 260 - 240 Horizontal 1 549 -13.488 13.577 99.3 Pass T13 240 - 220 Horizontal 1 592 -4.394 13.577 32.4 Pass T14 220 - 200 Horizontal 1 638 -4.400 13.577 32.4 Pass T15 200 - 180 Horizontal 1 694 11.425 26.719 42.8 Pass T16 180 - 160 Horizontal 1 734 -4.369 13.577 32.2 Pass T17 160 -140 Horizontal 1 782 -4.609 13.577 33.9 Pass T18 140 - 120 Horizontal 1 830 -5.088 13.577 37.5 Pass T19 120 - 100 Horizontal 1 885 -4.809 13.577 35.4 Pass T20 100 - 80 Horizontal 1 933 -4.713 13.577 34.7 Pass T21 80 - 60 Horizontal 1 974 -4.767 13.577 35.1 Pass T22 60 - 40 Horizontal 1 1022 -5.180 13.577 38.2 Pass T23 40 - 20 Horizontal 1 1070 -5.205 13.577 38.3 Pass T24 20 - 6.4375 Horizontal 1 1125 -4.996 13.577 36.8 Pass T25 6.4375 - 0 Horizontal 9x3/8 1152 -5.233 15.624 33.5 Pass Tl 480 - 460 Secondary Horizontal 1 34 0.000 26.719 0.0 Pass T2 460 - 440 Secondary Horizontal 1 96 0.000 26.719 0.0 Pass T3 440 - 420 Secondary Horizontal 1 116 -0.000 18.865 0.0 Pass T4 420 - 400 Secondary Horizontal 1 178 -0.000 18.894 0.0 Pass T5 400 - 380 Secondary Horizontal 1 240 -0.000 18.923 0.0 Pass T6 380 - 360 Secondary Horizontal 1 267 -0.000 18.923 0.0 Pass T7 360 - 340 Secondary Horizontal 1 308 -0.000 18.923 0.0 Pass T8 340 - 320 Secondary Horizontal 1 349 -0.000 18.923 0.0 Pass T9 320 - 300 Secondary Horizontal 1 411 -0.000 18.982 0.0 Pass T10 300 - 280 Secondary Horizontal 1 452 -0.000 18.952 0.0 Pass Tl l 280 - 260 Secondary Horizontal 1 500 -0.000 19.013 0.0 Pass T12 260 - 240 Secondary Horizontal 1 548 -0.000 19.013 0.0 Pass T13 240 - 220 Secondary Horizontal 1 624 -0.000 19.013 0.0 Pass T14 220 - 200 Secondary Horizontal 1 672 -0.000 19.013 0.0 Pass T15 200 - 180 Secondary Horizontal 1 720 -0.000 19.013 0.0 Pass T16 180 - 160 Secondary Horizontal 1 768 -0.000 19.013 0.0 Pass T17 160 - 140 Secondary Horizontal 1 788 -0.000 19.013 0.0 Pass T18 140 - 120 Secondary Horizontal 1 836 -0.000 19.013 0.0 Pass T19 120 - 100 Secondary Horizontal 1 884 -0.000 19.013 0.0 Pass T20 100 - 80 Secondary Horizontal 1 932 -0.000 19.013 0.0 Pass 121 80 - 60 Secondary Horizontal 1 980 -0.000 19.013 0.0 Pass T22 60 - 40 Secondary Horizontal 1 1028 -0.000 19.013 0.0 Pass T23 40 - 20 Secondary Horizontal 1 1076 -0.000 19.013 0.0 Pass T24 20 - 6.4375 Secondary Horizontal 1 1124 -0.000 19.013 0.0 Pass Tl 480 - 460 Top Girt 1 6 -0.240 13.013 1.8 Pass T2 460 - 440 Top Girt 1 53 -1.271 13.013 9.8 Pass T3 440 - 420 Top Girt 1 102 -0.601 13.013 4.6 Pass T4 420 - 400 Top Girt 1 148 3.767 26.719 14.1 Pass T5 400 - 380 Top Girt 1 198 0.644 26.719 2.4 Pass T6 380 - 360 Top Girt 1 245 0.895 26.719 3.4 Pass T7 360 - 340 Top Girt 1 292 0.500 26.719 1.9 Pass T8 340 - 320 Top Girt 1 340 1.003 26.719 3.8 Pass T9 320 - 300 Top Girt 1 388 1.128 26.719 4.2 Pass T10 300 - 280 Top Girt 1 437 0.935 26.719 3.5 Pass Tl l 280 - 260 Top Girt 1 484 1.059 26.719 4.0 Pass T12 260 - 240 Top Girt 1 533 1.141 26.719 4.3 Pass T13 240 - 220 Top Girt 1 582 1.489 26.719 5.6 Pass T14 220 - 200 Top Girt 1 628 1.413 26.719 5.3 Pass T15 200 - 180 Top Girt 1 676 1.474 26.719 5.5 Pass T16 180- 160 Top Girt 1 724 1.498 26.719 5.6 Pass T17 160 - 140 Top Girt 1 773 1.508 26.719 5.6 Pass T18 140 - 120 Top Girt 1 821 1.583 26.719 5.9 Pass T19 120 - 100 Top Girt 1 869 1.486 26.719 5.6 Pass 120 100 - 80 Top Girt 1 916 1.552 26.719 5.8 Pass T21 80 - 60 Top Girt 1 964 1.633 26.719 6.1 Pass tnx, ,t o er Job 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) Page 86 of 87 Project Date B+T Group 1717 S Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Section Elevation Component Size Critical P ePall- % Pass No. .ft Type Element K K Capacity Fail T22 60 - 40 Top Girt 1 1012 1.567 26.719 5.9 Pass T23 40 - 20 Top Girt 1 1060 1.680 26.719 6.3 Pass T24 20 - 6.4375 Top Girt 1 1110 1.645 26.719 6.2 Pass T25 6.4375 - 0 Top Girt 12x3/8 1142 52.521 153.090 34.3 Pass Tl 480 - 460 Bottom Girt 1 8 1.958 26.719 7.3 Pass T2 460 - 440 Bottom Girt 1 55 -0.293 13.013 2.3 Pass T3 440 - 420 Bottom Girt 1 104 -2.533 13.013 19.5 Pass T4 420 - 400 Bottom Girt 1 151 0.581 26.719 2.2 Pass T5 400 - 380 Bottom Girt 1 199 0.725 26.719 2.7 Pass T6 380 - 360 Bottom Girt 1 247 1.830 26.719 6.9 Pass T7 360 - 340 Bottom Girt 1 296 0.783 26.719 2.9 Pass T8 340 - 320 Bottom Girt 1 343 0.791 26.719 3.0 Pass T9 320 - 300 Bottom Girt 1 392 1.522 26.719 5.7 Pass T10 300 - 280 Bottom Girt 1 440 1.067 26.719 4.0 Pass Tl 1 280 - 260 Bottom Girt 1 488 1.066 26.719 4.0 Pass T12 260 - 240 Bottom Girt 1 537 2.043 26.719 7.6 Pass T13 240 - 220 Bottom Girt 1 583 1.473 26.719 5.5 Pass T14 220 - 200 Bottom Girt 1 633 1.370 26.719 5.1 Pass T15 200 - 180 Bottom Girt 1 679 1.799 26.719 6.7 Pass T16 180 - 160 Bottom Girt 1 729 1.458 26.719 5.5 Pass T17 160 - 140 Bottom Girt 1 777 1.372 26.719 5.1 Pass T18 140 - 120 Bottom Girt 1 825 1.650 26.719 6.2 Pass T19 120 - 100 Bottom Girt 1 873 1.641 26.719 6.1 Pass T20 100 - 80 Bottom Girt 1 921 1.551 26.719 5.8 Pass T21 80 - 60 Bottom Girt 1 968 1.702 26.719 6.4 Pass T22 60 - 40 Bottom Girt 1 1017 1.622 26.719 6.1 Pass T23 40 - 20 Bottom Girt 1 1064 1.554 26.719 5.8 Pass T25 6.4375 - 0 Bottom Girt 120/8 1145 -7.250 152.927 35.5 Pass Tl 480 - 460 Guy A@466.694 1 1235 42.002 65.835 63.8 Pass T4 420 - 400 Guy A@416.611 7/8 1222 35.330 50.211 70.4 Pass T6 380 - 360 Guy A@366.694 7/8 1210 36.658 50.211 73.0 Pass T9 320 - 300 Guy A@306.694 3/4 1198 27.816 36.729 75.7 Pass T12 260 - 240 Guy A@246.694 7/8 1186 32.369 50.211 64.5 Pass T15 200 - 180 Guy A@186.694 9/16 1174 14.458 22.050 65.6 Pass T18 140 - 120 Guy A@126.694 7/8 1165 34.863 50.211 69.4 Pass T21 80 - 60 Guy A@66.6944 5/8 1159 18.774 26.712 70.3 Pass Tl 480 - 460 Guy B@466.694 1 1230 42.528 65.835 64.6 Pass T4 420 - 400 Guy B@416.611 7/8 1218 35.485 50.211 70.7 Pass T6 380 - 360 Guy B@366.694 7/8 1206 36.203 50.211 72.1 Pass T9 320 - 300 Guy B@306.694 3/4 1195 27.454 36.729 74.7 Pass T12 260 - 240 Guy B@246.694 7/8 1183 32.758 50.211 65.2 Pass T15 200 - 180 Guy B@186.694 9/16 1171 14.393 22.050 65.3 Pass T18 140 - 120 Guy B@126.694 7/8 1164 34.290 50.211 68.3 Pass T21 80 - 60 Guy B@66.6944 5/8 1158 18.470 26.712 69.1 Pass Tl 480 - 460 Guy C@466.694 1 1226 41.998 65.835 63.8 Pass T4 420 - 400 Guy C@416.611 7/8 1215 35.613 50.211 70.9 Pass T6 380 - 360 Guy C@366.694 7/8 1203 36.966 50.211 73.6 Pass T9 320 - 300 Guy C@306.694 3/4 1191 27.584 36.729 75.1 Pass T12 260 - 240 Guy C@246.694 7/8 1179 32.144 50.211 64.0 Pass T15 200 - 180 Guy C@186.694 9/16 1166 15.098 22.050 68.5 Pass T18 140 - 120 Guy C@126.694 7/8 1160 33.894 50.211 67.5 Pass T21 80 - 60 Guy C@66.6944 5/8 1154 17.352 26.712 65.0 Pass T18 140 - 120 Top Guy 3x3/8 1161 10.819 38.272 28.3 Pass Pull-Off@126.694 T21 80 - 60 Top Guy 3x3/8 1155 7.524 38.272 19.7 Pass Pull-Off@66.6944 Tl 480 - 460 Torque Arm C1503.9 1236 1.821 ** ** ** Top@466.694 T4 420 - 400 Torque Arm C1503.9 1217 -1.643 ** ** ** Top@416.611 T6 380 - 360 Torque Arm C1503.9 1208 -3.443 ** ** ** WxToWer Job Page 148140.001.01 - Port St. Lucie (Dyer Rd.), FL (BU# 870159) 87 of 87 Project Date B+T Group 1717 S. Boulder, Suite 300 14:30:11 03/23/21 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Sudhanva FAX.- (918) 295-0265 Section Elevation Component Size Critical P aPall— % Pass No. ft Type Element K K Capacity Fail Top@366.694 T9 320-300 Torque Arm C1503.9 1193 ** ** ** ** Top@306.694 T12 260-240 Torque Arm C15x33.9 1185 ** ** ** ** Top@246.694 T15 200 - 180 Torque Arm C1503.9 1168 3.517 338.839 30.0 Pass Top@ 186.694 Summary Leg (T7) 78.2 Pass Diagonal 53.6 Pass (T12) Horizontal 99.3 Pass (T12) Secondary 0.0 Pass Horizontal (Tl) Top Girt 34.3 Pass (T25) Bottom Girt 35.5 Pass (T25) Guy A (T9) 75.7 Pass Guy B (T9) 74.7 Pass Guy C (T9) 75.1 Pass Top Guy 28.3 Pass Pull -Off (T18) Torque Arm ** ** Top (TO Bolt Checks 36.5 Pass RATING = 99.3 Pass * * See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity consumed Program Version 8.0.7.5 APPENDIX B BASE LEVEL DRAWING oTNER CONSIDERED 1) 1-0/6• To 380 PROPOSED 1-5/8. BUSINESS UNR: 670159 EQUIPMENT CONFIGURATION) TO 254 FT LEVEL EQUIPMEM CONFIGURATION) TO 254 FT LEVEL 610ERED EDUIPI�Nn TO 130 FT LEVEL APPENDIX C ADDITIONAL CALCULATIONS PROJECT 148140.001.01 - Port St. Lucie (Dyer Rd.), FL SUBJECT Modified TA at 466.6944444' B+T G R P 1717 S. Boulder, Suite 300 DATE 03/23/21 By: SKM Tulsa, OK 74119 (918)587-4630 V1.0.2 Modified Channel Torque Arm at 466.6944444' TIA Rev Code I Torque Arm Height ft 466.7 Channel Properties Channel Grade: A36 Torque Arm Size: C15X33.9 Fy (ksi) - Torque Arm 36 Fu (ksi) - Torque Arm 58 Builtup Properties c (inl " 6.8287 Aflange (in A2) 2.21 Areinforcement (in A2) 3.75 Abuiltup (in A2) 17.5 Ibuiltup(ih"4)' _w 677.28, E ksi _.� _. 29000 Modified Toraue Arm Reinforcement Properties Reinforcement Shape: Angle Angle Grade: A36 Angle Size: L4X4X1/2 Fy (ksi) - Angle 36 Fu (ksi) - Angle 58 Interm. Conn. Spacing Lu (in) 6 r (in) 1.210 K 1 KL/r 5.0 4.71SQRT(E/Fy) 133.68 F cr (ksi) 36.0 Bolt Size: 3/4 Bolt Type (Assumed A325): N Bolt Quantity: 8 Termination Bolt Spacing (in): 6 Angle Gage: 2.38 End Edge Distance: 1.25 Capacity Limited By: ;ion Rupture of Angle ;ion Yield of Plate /Tear of Angle < Shear of Angle Shear ;ion Rupture of Flange Section 15.5 is applied Load From tnx L Pu (k) T (k) C (k) Tplate (k) Cplate (k) Opiate (k51) Talt.plate (k) Calt.piate (k) Case Mu (k-ft) Tu (k) Capacity C1 ##### 0.229 136.04 136.27 135.81 85.74 85.45 18.73 70.30 70.20 57.9% C2 ##### 0.275 136.32 136.59 136.04 85.94 85.60 18.77 70.45 70.33 58.0% C3 ##### 0.600 136.50 137.10 135.90 86.26 85.51 18.80 70.61 70.36 58.0% C4 ##### 0.541 137.54 138.08 136.99 86.88 86.20 18.94 71.14 70.90 58.4% C5 ##### 0.516 137.91 138.43 137.40 87.10 86.45 18.99 71.33 71.10 58.6% C6 ##### 0.560 135.92 136.48 135.36 85.87 85.17 18.72 70.31 70.07 57.7% T7 ##### 2.248 131.18 133.43 128.93 83.95 81.12 18.06 68.22 67.26 55.4% T8 ##### 1.970 131.86 133.83 129.89 84.21 81.73 18.16 68.51 67.67 55.8% T9 ##### 1.860 131.25 133.11 129.39 83.75 81.41 18.07 68.17 67.37 55.5% T10 ##### 1.897 131.25 133.14 129.35 83.77 81.39 18.07 68.18 67.37 55.5% T11 ##### 1.821 130.63 132.45 128.81 83.34 81.04 17.99 67.84 67.06 55.3% T12 ##### 1.782 128.35 130.13 126.57 81.88 79.64 17.67 66.66 65.90 54.3 Additional Checks Tension Rupture of Angle Tension Yield of Angle Bolt Shear Bear/Tear On Angle Block Shear on Ang C� 0.75 0.90 ern (k) 19.88 1.2(Lcl+d/4) 1.24 CO 0.75 Shear Lag, U 0.972 4)Pn (k) 121.5 (tRn (k) 159.0 1.2(Lc2+d/4) 6.53 Agv, inA2 21.625 (�Pn (k) 140.0 Rating 55.9% Rating 42.7% 2.4d 1.80 Anv, inA2 18.344 Rating 48.5% c�Rn (k) 321.0 Ant, inA2 0.5938 Rating 21.2% d)Pn (k) 376.15 Tension Rupture of Flange Bear/Tear On Flange Rating 18.1% 4) 0.75 1.2(Lc+d/4) 6.5 (�Pn (k) 95.2 2.4d 1.8 Rating 51.4% �Rn (k) 434.3 Rating 15.6% PR03ECT 148140.001.01 - Port St. Lucie (Dyer Rd.), FL r SU63ECT Modified TA at 416.6111111' B+T G RP 1717 S. Boulder, Suite 300 DATE 03/23/21 By: SKM Tulsa, OK74119 (918) 587-4630 v1.0.2 Modified Channel Torque Arm at 416.6111111' TIA Rev Code H Torque Arm Height ft 416.6 Channel Properties Reinforcement Properties Capacity Limited By: Channel Grade: A36 Reinforcement Shape: Angle Tension Yield of Plate Torque Arm Size: C15X33.9 Angle Grade: A36 Bending Fy (ksi) - Torque Arm 36 Angle Size: L4X4X1/2 Tension Rupture of Angle 40.5%0 Fu (ksi) - Torque Arm 58 Fy (ksi) - Angle 36 Tension Yield of Plate 46.70/o Fu (ksi) - Angle 58 Bear/Tear of Angle 0 Block Shear of Angle 5.1% Builtup Properties Bolt Shear c (in) ' 1. _ 618287"' , Interm. Conn. Spacing Lu (in) 6 Tension Rupture of Flange 43.200 Aflange (in ^2)� 2.21 r (in) 1.210 Bear/Tear of Flan a 13.1 0 Areinforcement (in ^2) 3.75 K 1 Section 15.5 is applied Abuiltup (in ^2) _17.5 KL/r 5.0 Ibuiltup (m^4)(m^4) mom, _677:28 4.71SQRT(E/Fy) 133.68 E ksi 29000 F cr (ksi) 36.0 Bolt Size: 3/4 Bolt Type (Assumed A325): N Bolt Quantity: 8 Termination Bolt Spacing (in): 6 Angle Gage: 2.38 End Edge Distance: 1.25 Modified Torque Arm Load From tnx PU (k) T (k) C (k) Tplate (k) Cplate (k) Uplate (ksi) Talt.plate (k) Calt.plate ( k )Case Mu (k-ft) Tu (k) Capacity C1 ##### 1.608 113.94 115.55 112.33 72.70 70.68 15.69 59.18 58.49 48.2% C2 ##### 1.643 114.74 116.38 113.09 73.23 71.16 15.80 59.60 58.90 48.5% 0 ##### 1.740 114.54 116.28 112.80 73.16 70.97 15.77 59.52 58.77 48.4% C4 ##### 1.827 114.22 116.05 112.40 73.02 70.72 15.73 59.37 58.59 48.3% C5 ##### 1.597 114.13 115.73 112.53 72.81 70.81 15.72 59.28 58.59 48.3% C6 ##### 1.771 114.17 115.94 112.40 72.95 70.72 15.72 59.33 58.58 48.3% T7 ##### 1.036 109.88 110.92 108.85 69.79 68.49 15.13 56.96 56.52 46.6% T8 ##### 1.075 110.92 111.99 109.84 70.47 69.11 15.27 57.51 57.05 47.0% T9 ##### 1.470 109.50 110.97 108.03 69.82 67.97 15.08 56.86 56.23 46.3% T10 ##### 0.786 109.50 110.29 108.71 69.39 68.40 15.08 56.71 56.38 46.5% T11 ##### 1.137 109.08 110.22 107.95 69.35 67.92 15.02 56.57 56.09 46.2% T12 ##### 0.856 108.86 109.72 108.00 69.03 67.96 14.99 56.40 56.03 46.2% Max 46.2% Additional Checks Tension Rupture of Angle Tension Yield of Angle Bolt Shear Bear/Tear On Angle Block Shear on Angle (0 0.75 (0 0.90 ern (k) 19.88 1.2(Lc1+d/4) 1.24 4) 0.75 Shear Lag, U 0.972 4tPn (k) 121.5 4)Rn (k) 159.0 1.2(Lc2+d/4) 6.53 Agv, in^2 21.625 4)Pn (k) 140.0 Rating 46.7% Rating 35.7% 2.4d 1.80 Anv, in^2 18.344 Rating 40.5% (ORn (k) 321.0 Ant, in^2 0.5938 Rating 17.7% (OPn (k) 376.15 Tension Rupture of Flange Bear/Tear On Flange Rating 15.1% 0.75 1.2(Lc+d/4) 6.5 coPn (k) 95.2 2.4d 1.8 Rating 43.2% 4)Rn (k) 434.3 Rating 13.1% PROJECT 148140.001.01 - Port St. Lucie (Dyer Rd.), FL SUBJECT Modified TA at 366.6944444' J.3 I3+T G R P 1S. Boulder, Suite 300 Tulsa, 03/23/21 By: simsuls a, OK 74119 (918) 587-4630 V1.0.2 Modified Channel Torque Arm at 366.6944444' TIA Rev Code I H I Torque Arm Height ft 366.7 Channel Properties Reinforcement Properties Capacity Limited By: Channel Grade: A36 Reinforcement Shape: Angle Tension Yield of Plate Torque Arm Size: 'C15X33.9 Angle Grade: A36 Bending 46.5 0 Fy (ksi) - Torque Arm 36 Angle Size: L4X4X1/2 Tension Rupture of Angle Fu (ksi) - Torque Arm 58 Fy (ksi) - Angle 36 Tension Yield of Plate 49.608 Fu (ksi) - Angle 58 Bear/Tear of Angle 18.000 Block Shear of Angle 15.4% Builtup Properties Bolt Shear 36.40- 6:8287 ' Interm. Cann. Spacing Lu (in) 6 Tension Rupture of Flange 44.40l0 Aflange (in A2) 2.21 r (in) 1.210 Bear/Tear of Flange Areinforcement (in A2) 3.75 K 1 Section 15.5 is applied A_builtup (in A2) __ 17.5 _ KL/r 5.0 Ibuiltup (ih^4) 677.28 _v 4.71SQRT(E/Fy) 133.68 E ksi ~ 29000 F cr (ksi) 36.0 Bolt Size: 3/4 Bolt Type (Assumed A325): N Bolt Quantity: 8 Termination Bolt Spacing (in): 6 Angle Gage: 2.38 End Edge Distance: 1.25 Modified Torque Arm Load From tnx PU (k) T (k) C (k) Tplate (k) Cplate (k) opiate (k51) Talt.plate (k) Calt.plate (k) Case Mu (k-ft) Tu (k) Capacity C1 ##### 3.615 115.77 119.39 112.16 75.12 70.57 15.94 60.56 59.01 48.6% C2 ##### 3.461 115.55 119.02 112.09 74.88 70.53 15.91 60.41 58.93 48.6% C3 ##### 3.443 116.16 119.60 112.72 75.25 70.92 16.00 60.72 59.24 48.8% C4 ##### 3.436 113.85 117.28 110.41 73.79 69.47 15.68 59.52 58.05 47.8% C5 ##### 3.089 114.23 117.32 111.14 73.82 69.93 15.73 59.65 58.32 48.1% C6 ##### 3.474 114.94 118.42 111.47 74.51 70.14 15.83 60.10 58.61 48.3% T7 ##### 0.136 112.83 112.97 112.70 71.08 70.91 15.54 58.29 58.24 48.0% T8 ##### 0.490 111.84 112.33 111.35 70.68 70.06 15.40 57.86 57.65 47.5% T9 ##### 0.250 112.30 112.55 112.05 70.81 70.50 15.46 58.04 57.93 47.7% T10 ##### 1.631 112.30 113.93 110.67 71.68 69.63 15.46 58.34 57.64 47.5% T11 ##### 0.947 111.67 112.62 110.73 70.86 69.67 15.38 57.87 57.46 47.4% T12 ##### 0.348 111.94 112.29 111.59 70.65 70.21 15.41 57.88 57.73 47.6% Max 46.5% Additional Checks Tension Rupture of Angle Tension Yield of Angle Bolt Shear Bear/Tear On Angle Block Shear on Angle 0.75 0.90 ern (k) 19.88 1.2(Lcl+d/4) 1.24 0.75 Shear Lag, U 0.972 c�Pn (k) 121.5 4)Rn (k) 159.0 1.2(Lc2+d/4) 6.53 Agv, inA2 21.625 (�Pn (k) 140.0 Rating 47.6% Rating 36.4% 2.4d 1.80 Anv, inA2 18.344 Rating 41.3% 4)Rn (k) 321.0 Ant, inA2 0.5938 Rating 18.0% 4)Pn (k) 376.15 Tension Rupture of Flange Bear/Tear On Flange Rating 15.4% 0.75 1.2(Lc+d/4) 6.5 (bPn (k) 95.2 2.4d 1.8 Rating 44.4% 4)Rn (k) 434.3 Rating 13.3% PROJECT 148140.001.01 - Port St. Lucie (Dyer Rd.), FL Jf3 SUBJECT Modified TA at 306.6944444' B+T G RP 1717 S. Boulder, Suite 300 DATE 03/23/21 By: SKM Tulsa, OK 74119 (918) 587-4630 V1.0.2 Modified Channel Torque Arm at 306.6944444' TIA Rev Code H Torque Arm Height (ft)306.7 Channel Properties Channel Grade: A36 Torque Arm Size: C15X33.9 Fy (ksi) - Torque Arm 36 Fu (ksi) - Torque Arm 58 Builtup Properties '6.8287��=. Aflange (in A2) 2.21 Areinforcement (in A2) 3.75 Abuiltup (in A2) 17.5 Ib iltup'(In^4) 677.28 E ksi 29000 Reinforcement Prooerties Reinforcement Shape: Angle' Angle Grade: A36 Angle Size: L4X4X1/2 Fy (ksi) - Angle 36 Fu (ksi) - Angle 58 Interm. Conn. Spacing Lu (in) 6 r (in) 1.210 K 1 KL/r 5.0 4.71SQRT(E/Fy) 133.68 F cr (ksi) 36.0 Bolt Size: 3/4 Bolt Type (Assumed A325): N Bolt Quantity: 8 Termination Bolt Spacing (in): 6 Angle Gage: 2.38 End Edge Distance: 1.25 Capacity Limited By: Tension Rupture of Angle Tension Yield of Plate Bear/Tear of Angle Block Shear of Angle Bolt Shear Tension Rupture of Flange Bear/Tear of Flange Section 15.5 is applied Load Case From tnx Mu (k-ft) TU (k) Pu k (� T k () C k () T late k p () Cplate k () Qplate k51 (ksi) Talt.plate k Calt.plate k () ( � L Capacity C1 93.35 3.547 82.02 85.57 78.47 53.84 49.38 11.29 43.11 41.59 34.3% C2 94.38 3.632 82.92 86.55 79.29 54.46 49.89 11.42 43.60 42.04 34.6% C3 93.49 3.343 82.14 85.49 78.80 53.79 49.58 11.31 43.13 41.70 34.4% C4 92.37 3.521 81.16 84.68 77.64 53.28 48.85 11.18 42.66 41.15 33.9% C5 92.79 5.409 81.53 86.94 76.12 54.70 47.90 11.23 43.26 40.94 33.7% C6 93.61 3.517 82.25 85.77 78.73 53.97 49.54 11.33 43.23 41.72 34.4% T7 92.81 0.292 81.55 81.84 81.26 51.49 51.13 11.23 42.17 42.05 34.7% T8 93.08 0.344 81.79 82.13 81.44 51.68 51.24 11.26 42.31 42.16 34.7% T9 94.42 0.519 82.96 83.48 82.44 52.53 51.87 11.42 42.95 42.73 35.2% T10 94.42 1.441 82.96 84.40 81.52 53.11 51.29 11.42 43.15 42.53 35.1% T11 94.12 0.972 82.70 83.67 81.73 52.65 51.42 11.39 42.91 42.50 35.0% T12 94.22 0.474 82.79 83.26 82.31 52.39 51.79 11.40 42.85 • 42.65 35.1% Additional Checks Tension Rupture of Angle Tension Yield of Angle Bolt Shear Bear/Tear On Angle Block Shear on Angle 0.75 0.90 ern (k) 19.88 1.2(Lc1+d/4) 1.24 0.75 Shear Lag, U 0.972 4)Pn (k) 121.5 (�Rn (k) 159.0 1.2(Lc2+d/4) 6.53 Agv, inA2 21.625 4)Pn (k) 140.0 Rating 34.2% Rating 26.1% 2.4d 1.80 Anv, inA2 18.344 Rating 29.6% (�Rn (k) 321.0 Ant, inA2 0.5938 Rating 12.9% 4)Pn (k) 376.15 Tension Rupture of Flange Bear/Tear On Flange Rating 11.0% 0.75 1.2(Lc+d/4) 6.5 (�Pn (k) 95.2 2.4d 1.8 Rating 32.3% c�Rn (k) 434.3 Rating 9.6% PROJECT 148140.001.01 - Port St. Lucie (Dyer Rd.), FL jF SUBJECT Modified TA at 246.6944444' B+T G R P 1717 S. Boulder, Suite 300 DATE 03/23/21 By: SKM Tulsa, OK74119 (918)587-4630 V1.0.2 Modified Channel Torque Arm at 246.6944444' TIA Rev Code H Torque Arm Height (ft)246.7 Channel Properties Reinforcement Properties Capacity Limited By: Channel Grade: A36 Reinforcement Shape: Angle Tension Yield Of Plate Torque Arm Size: C15X33.9 Angle Grade: A36 Bending Fy (ksi) - Torque Arm 36 Angle Size: L4X4X1/2 Tension Rupture of Angle Fu (ksi) - Torque Arm 58 Fy (ksi) - Angle 36 Tension Yield of Plate 11804.72% Fu (ksi) -Angle 58 Bear/Tear of Angle Block Shear of Angle Builtu Properties Bolt Shear c (in),� 6.8287 Interm. Conn. Spacing Lu (in) 6 Tension Rupture of Flange Aflange (in^2) 2.21 r (in) 1.210 Bear ear of Flange Areinforcement (in^2) 3.75 K 1 Section 15.5 is applied Abuiltup (in^2) _ 17.5 KL/r 5.0 Ibuiltup (,n^4) m 677.28 4.71SQRT(E/Fy) 133.68 E ksi 29000 F cr (ksi) 36.0 Bolt Size: 3/4 Bolt Type (Assumed A325): N Bolt Quantity: 8 Termination Bolt Spacing (in): 6 Angle Gage: 2.38 End Edge Distance: 1.25 Modified Torque Arm Load From tnx Pu (k) T (k) C (k) Tplate (k) Cplate (k) opiate (k51) Talt.plate (k) Calt.plate (k) Ca aci Case Mu(k-ft) Tu (k) P tY C1 ##### 0.923 88.83 89.75 87.90 56.47 55.31 12.23 46.07 45.67 37.6% C2 ##### 0.556 90.39 90.95 89.84 57.23 56.53 12.45 46.80 46.56 38.4% C3 ##### 6.867 87.99 94.85 81.12 59.68 51.04 12.12 46.91 43.96 36.2% C4 99.94 9.059 87.81 96.87 78.75 60.95 49.55 12.09 47.28 43.40 35.8% C5 ##### 9.623 89.60 99.23 79.98 62.43 50.32 12.34 48.33 44.21 36.4% C6 99.53 9.419 87.45 96.87 78.03 60.95 49.09 12.04 47.17 43.14 35.6% T7 85.47 7.404 75.10 82.50 67.70 51.91 42.59 10.34 40.37 37.19 30.7% T8 89.55 7.604 78.68 86.29 71.08 54.29 44.72 10.83 42.26 39.00 32.1% T9 ##### 7.304 91.64 98.94 84.33 62.25 53.06 12.62 48.88 45.75 37.7% T10 ##### 0.179 91.64 91.82 91.46 57.77 57.55 12.62 47.36 47.28 39.0% T11 90.97 7.883 79.93 87.81 72.05 55.25 45.33 11.01 42.96 39.58 32.6% T12 89.52 7.427 78.66 86.08 71.23 54.16 44.82 10.83 42.21 39.02 32.2% Max 37.1% Additional Checks Tension Rupture of Angle Tension Yield of Angle Bolt Shear Bear/Tear On Angle Block Shear on Angle 0.75 4) 0.90 ern (k) 19.88 1.2(Lc1+d/4) 1.24 4) 0.75 Shear Lag, U 0.972 4tPn (k) 121.5 �Rn (k) 159.0 1.2(Lc2+d/4) 6.53 Agv, in^2 21.625 4)Pn (k) 140.0 Rating 38.3% Rating 29.3% 2.4d 1.80 Anv, in^2 18.344 Rating 33.2% (�Rn (k) 321.0 Ant, in^2 0.5938 Rating 14.5% c�Pn (k) 376.15 Tension Rupture of Flange Bear/Tear On Flange Rating 12.4% 0.75 1.2(Lc+d/4) 6.5 (OPn (k) 95.2 2.4d 1.8 Rating 36.8% 4)Rn (k) 434.3 Rating 10.7% Pier and Pad Foundation ti ROW BU # : 870159----B-4 Site Name: PortSt,Lucie (D a CASTLE App. Number: 547873'Rev# 0: TIA-222 Revision: " �H{ Top & Bot. Pad Rein. Different?: = 0 Tower Type. r Guyed., Block Foundation?: Rectangular Pad?: Superstructure Analysis Reaction Compression, Pomp:.; s - 800`= ,. kips Base Shear, Vu comp: a°" 2 kips Moment M.: ft-kips Tower Height, H: �' 480,' a ft BP Dist. Above Fdn, bpd,,t "" 0 in Bolt Circle / Bearing Plate Width, BC:in Pier Properties Pier Shape: _° Gi[culac Pier Diameter, dpier. "" 7 —ft Ext. Above Grade E. 0.5 ft Pier Rebar Size, Sc: " 10%'� . • Pier Rebar Quantity, mc: 28 PierTie/Spiral Size St "' _ 5 ;' Pier Tie/Spiral Quantity, mt 7 , Pier Reinforcement Type. A" Tie �- lin Pier Clear Cover, ccp,er: ^ `3 • Properties Depth, D: , , 3;5;,-, ,,il_ ft Pad Width, WI: 20 : 'a ft Pad Thickness T. °`` ,3 _ , ft Pad Rebar Size (Top dir.2), Sp,ap2 Pad Rebar Quantity (Top dir. 2), mpt,p2°' 0 Pad Rebar Size (Bottom dir. 2), Sp2: 2 9 Pad Rebar Quantity (Bottom dir. 2), mp2 < r„ - 26 Pad Clear Cover, ccp d 4 in Material Properties Grade Fy 60 " , s ksi Concrete Compressive Strength, F'c: 3 ksi Dry Concrete Density, 6c ' ` ` �"150 pcf PropertiesSoil Total Soil Unit Weight, y: ` 105', pcf Ultimate Net Bearing, Qnet: ,y 21 600 ksf Cohesion, Cu: 0.000 ksf Friction Angle rp <.29,' . degrees SPT Blow Count, Ne,, _ 14 _ Base Friction µ Neglected Depth N: u" ,r350, ft Foundation Bearing on Rock? `No Groundwater Depth, gw. " 1 °"lft Foundation Capacity Demand Rating* Check Lateral (Sliding) (kips) 191.59 2.00 1.0% Pass Bearing Pressure (ksf) 13.09 2.43 17.7% Pass Overturning (kip*ft) 6271.86 8.00 0.1% Pass Pier Flexure (Comp.) (kip'Yt) 7154.64 2.00 0.0% Pass Pier Compression (kip) 18370.97 806.93 4.2% Pass Pad Flexure (kip*ft) 3396.92 851.74 23.9% Pass Pad Shear- 1-way (kips) 597.61 160.25 25.6% Pass Pad Shear- 2-way (Comp) (ksi) 0.164 0.048 27.9% Pass Flexural 2-way (Comp) (kip ft) 2716.38 1.20 0.0% Pass B-4 <—Toggle between Gross and Net Rating per TIA-222-H Section 15.5 Soil Rating*: 1 17.7% Structural Rating*: 1 27.9% Version 4.0.1 1OJECr 148140.001.01 - Port St. Lucie (Dyer Rd.), FL SKIM JB]ECr Horsehead Anchor Analysis ATE 03/23/21 PAGE OF Guv Anchor Rod Analysis Nmber of Anchor Rods = , Size of Anchor rod = �2.25 Grade of Anchor cad = IA615-75 cpRnt = 1243.75, ; Iy = k4302.240 e = j22.875 Shear, Vu = 4221 Uplift, Tu = l343_,-;,_ Resultant, R = 408.03 d = '322 875 Moment, Mu = 5055.375 P .l \r Pu = 162.55 Rating = = 85.1% Plate Bending and Tension Check Tension dh.� F yTn = 1620 K Tu/(pTn Flexure For rectangular Shape Lb = 2e = 45.75 In t = 1:25. in d = 40 In Lbd/t^2 = 1171.2 0.08E/Fy = 64.444444 1.9E/Fy = 1530.5556 64.4 < 1171.2 < 1530.5556 In Kips in^4 In Kips Kips Kips Kip -in K Lateral Torsional Buckling shall be considered Jf3 B+T GRP 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918)587-4630 Rating per TIA-222-H Section 15.5 tOJECr 148140.001.01 - Port St. Lucie (Dyer Rd.), FL r SKM JBJECr Horsehead Anchor Analysis B+T GRP ATE 03/23/21 PAGE ?�� T , OK 74159 "918)-587-463 1 My --;-n My = 12000 k-in C rl�7 = 18000 K-in q)Mn = 12113.61 k-in < K-in Mu/(PMn Combined Pr/Pe = Tu/(pTn = 0.2 < 0.2 Fr, / "Y- rY �k �., f r1 C I. 0 0.50 <= 1.0 Shear per bolt Vu = 55.25 K Uplift per bolt Pu = 85.75 K Mu = 0.65xLarxVu = 0 K-in f{) A'ecvwxf `t >r�m (pRnv = 149.1 k opRnt = 243.75 k 0.26 <= 1.0 24.9% Base Plate Weld Check Weld length 80.000 in Size 0.250 a 0.286 C 3.152 [From AISC manual 13th ED.] (pRnw 756.38 Idps Rating 51.38% Drilled Pier Foundation BU # : 87015.9-13t Site Name: I Port St. Lucie (Dyer R Order Number: 1547873 Rev#'0. TIA-222 Revison: [_ -- H ,- Tower Type: Guyed Anchor Applied Loads Comp. U lift Moment(kip-ft) 421.28 Axial Force (kips - ' 343 Shear Force (kips) 221' Material Properties Strength, fa I 3 ksi Rebar Stren th, F :. 60 ksi Tie Yield Strength, F : 1 601 ksi Pier Data Design De th _ 38 ft Ext. Above Grade `: 0.5 ft Pier Section 1 From 0.5' above grade to 36' belowgrade Pier Diameter - 7 ft RebarQuantity, 38 Rebar Size 11 Clear Cover to Ties ° ` 4 in Tie Size 4 Tie Spacing 18 in Rebar & Pier Options Embedded Pole Ingots Belled Pier Inputs Soil Lateral Check Compression Uolift D , (ft from TOE) 19.27 I:SoiiSafety, Factor 2.43 'Max Moment (kip-ft) I - 1 3340.01 Rating* - 1 52.1% Soil Vertical Check Compression Uplift Skin friction (kips) - 302.34 End Bearing (kips) Weight of Concrete (kips) - 120.02 Total Capa.city_(kips) - 422.36 Axial(kips) 343.00 Rating! - 77.3% Reinforced Concrete Flexure Compression uplift Critical Depth ,(ft•from TOC) - 18.92 Critical Moment (kip-ft) I - 3338.65 :Critical Moment Capacity 8158.52 Rating* - 39.0% Reinforced Concrete Shear Compression uplift Critical Depth (ft from TOO 30.90 "Critical Shear (kip) 368.97 Critical Shear Capacity - 444.85 Rating' - 79.0% Soil Interaction Rating'! 77.3% StructuralFoundation Rating', 79.0% 'Rating per TIA-222-H Section 15.5 ProfileSoil Groundwater Depth 1, 1 # of La ers 8 CCCROWN CASTLE Check Limitation Apply TIA-222-H Section 15.5:1 Ltj N/A OptionsShear Design Check Shear along Depth of Pier. Utilize Shear -Friction Methodology: Override Critical Depth: Go to Soil Calculations Layer. " To p (ft)- - Bottom (ft) Thickness - {ft) • V..n (pef) Y�ogwee. (pcf) Cohesion '(ksf). Angle of Friction (degrees) Calculated Ultimate Skin, Friction Comp (ksf) ' C I I id a cu ate =Ultimate Skin Friction Uplift {ksf) t mate m Ul i 'Ski Friction Comp Override dksfl_ ` Ultimate Skm Friction Uplift" Override (ksf), Ult.Gross Bearing ; ` Capacity ' (ksf)' _ SPT Blow Count Soil Type ' ` 1 0 1 1 105 150 0 0 0.000 0.000 0.00 0.00 Cohesionless 2 1 3 2 42.6 87.6 0 0 0.000 0.000 0.00 0.00 Cohesionless 31 3 3.51 0.5 47.6 87.6 0 _ 0 _ 0.0001 0.000 -0.00 0.00 Cohesionless 4 3.5 . ' 12 8.5 47:6 87.6 0 _ 30 0.000 -0.000 _ 0.26 0 26 Cohesionless 5 12 _ 17 5 ' 42.6 87.6 _ 0 .. 29 " 0.000 w.; .0.000 A25 0.25 Cohesionless 6 17 27 10 47.6 87.6 0 . 30 "", 0.000 0.000 ' 0.51. 0.51' Cohesionless 7 27 37 10 52.6 87.6 0 32 , ".• ' 0.00 0.00 0.89 0.89 Cohesionless 8 37. 38 1 47:6 87.6 0 30 . 0.00 0.00 0.91 _0.91 Cohesionless Version 4.2.3 Drilled Pier Foundation BU # : 870159 , 62"_ Site Name: I Port St., Lucie Dyer R Order Number: 1547873 Rev# 0 TIA-222 Revison: H71 Tower Type: Gu ed Anchor) Applied Loads Comp. U lift Moment ki ft) °42128 Axial Force Ids 343 Shear Force (kips) 221 Material Properties Concrete Strength, fc: I - 31 ksi Reber Strength, F : I 60 ksi Tie Yield Strength, F : 1 601 ksi Pier Design Data DepthDeptF1 38 ft Fxd. Above Grade I 0.5 ft Pier Section 1 From 0.5'above grade to 38'belowgrade Pier Diameter • 7 ft Rebar Quantity '38 Reber Size 11 Clear Cover to Ties 4 in Tie Size 4 Tie Spacing'. 18 in Analysis Results Soil Lateral Check Comnression Unlift D 0 (ft from:TOC) 19.35 "Soil Safety,Factor - 2.43 Max Moment (kip-ft) 3373.81 :r ,Rating* - 52.0% Soil Vertical Check Cmmnressinn Unlift Skin Friction(kips) 363.08 End Bearing (kips) - - Weight of Concrete (kips) - 120.02 Total Capacity (kips) 483.10 Axial (kips) 343.00 Rating* - 67.6% Reinforced Concrete Flexure CmmnrPssinn I/nliff Embedded Pole Inputs Belled PaerInputs`.Critical -,Critical, Depth (ft:from'TOC) 19.00 Moment,(kip-ft) 3372.45 Critical'Moment'Capacity 8184.44 Rating! - 39.291. Reinforced Concrete Shear Comnression Unlift Critical Depth_(ft,from-TOC) 31.05 Critical Shear;(kip) - 370.49 -Critical5hear,Capacity - 446.44 Rating* - 79.001. Soil interaction'Rating* 67.6% Structural Foundation'Rating' 79.0% `Rating per TIA-222-H Section 15.5 Soil Profile Groundwater Depth 1 1 # of Layers I �XCROWN CASTLE Check Limitation Apply TIA-222-H Section 15.5:Shear Design Options Check Shear alongDepth of Pier. LL'* Utilize Shear -Friction Methodology: Override Critical Depth: Go to Soil Calculations Layer Top., P (ft) Bottom. (ft)F- ,Thickness "(ft)' k, (040 ycb�.te ' (pd), " ,_.• Cohesion (ksf), Angle of Frictionp (degrees) ..' - Calculated ° ` Ultimate Skin Frictioniomp . ; ,(ksf) ;�` Calculated ' ° Ultimate Skin.: FrictionUplifi ;(ksf)� ..,x� ' lltimate Skin Friction Com Override- �(ksf) "" Ultimate Skm Friction Uplift Override (ksf) �:„ UIt Gro3s Bearing . ; Capacity; ' (ksf) ,;� SPT-B16w Count ° - Soil Type `. I 0" Z ` '1` 1 "105 150 :0 - ;. 0 .- - 0.000, 0.000 0€00 _Q00 Cohesionless 1 "3 2 ,."_ 42:6 87.6 °_ _° _ 0 0 _ "0;000 _ "'Ot000 A:00 "0.00 Cohesionless 3 3 35 0.5 _'- 47.6 87.6 _ 0 0 0.000 0:000 .0.00 _' .. -0:001 Cohesionless =. 4 3.5.E 12 8.5 a :A7.6 87.6 . .,: `. •' 0 30 �.�� ,0.000 0.000 0.41 _��. = �0:41 Cohesionless 5 12, 17= 5 ,�� >_42.6 87.6 ; - 0 29 a 0.000 0.000 -- r0 32 "s 0`.32 Cohesionless -6 17 _ `27 10 47.6 87.6 ' _'` ' ` '0 °, �' 30 0:000 0.000 �- _ 0.58 Cohesionless 7 27 ' 32 5 `= 52.6 87.6 . 0 32 0.00 000 .. 0.94 _-0i94 Cohesionless 8 32 37 5 ` :LL° 57.6 87.6 _0 ° 33 , .. 0:00 °" ' - . Ot00 ` ' 1'07 . 1.07 Cohesionless :38 1 . ° < °�47.6 87.6 , " ` `. " 0 = " _ 30 . " -,0.0,0 ":' " 0:00 f " J.14 � 1 �14 Cohesionless Version 4.2.3 Drilled Pier Foundation BU # : 870159-B3 Site Name: I Port St., Lucie Dyer R Order Number: 1547873 Rev# 0 TIA-222 Revison: H ` Tower Type:. -Guyed •(Anchor) Loads p • Comp. U lift Moment(kip-ft) 421.28 Axial Force (kips 343 Shear Force (kips) 221 Material Properties Concrete Strength, Pc: 1 31 ksi Rebar Strength, F :. 60 ksi Tie Yield Strength, F : 601 ksi Design Pier Data Depth 38 ft Ext. Above Gradel 0.5 ft Pier Section 1 From 0.5' above grade to 38' below grade Pier Diameter 7 ft Rebar Quantity 38 Rebar Size 11 Clear Cover to Ties 4 in Tie Size 4 Tie Spacing 18 in M., 77,M-W. rnrtxt Analysis Results Soil Lateral Check Compression Uolift D o,(ft.from TOC) - 19.23 Soil Safety Factor - 2.43 Max Moment (kip-ft) - 3379.41 Rating* - 1 52.1% Soil Vertical Check Compression uDlift Skin Friction (kips) 357.29 End Bearing (kips) - - Weight of Concrete (kips) - 120.02 Total Capacity (kips) - 477.30 Axial (kips) - 343.00 Rating* - 68.4% Reinforced Concrete Flexure Compression Uplift Critical Depth (ft from TOC) - 18.90 Critical Moment {kip-ft) - 3378.13 t-Critical Moment ,Capacity - 8180.96 "Rating* - 39.3% Reinforced Concrete Shear Compression Uplift Critical Depth (ft from TOC) - 30.86 Critical Shear (kip) - 364.79 Critical Shear Capacity - 446.50 Rating* - 77.8% Soil Interaction Rating* 1 68.40/6 Structural Foundation Rating* 77.8% `Rating per TIA-222-H Section 15.6 Soil Profile Groundwater Depth 1 I # of Layers 1 9 CROWN � CASTLE Check Limitation Apply TIA-222-H Section 15.5: Shear N/A Design Options Check Shear along Depth of Pier: Utilize Shear -Friction Methodology: Override Critical Depth- Go to Soil Calculations Layer To p (ft) - Bottom (ft) Thickness . (ft) ` Y-n (pcf) Yi-rate (pcf) Cohesion .. (ksf) Angle of Friction (degrees) Calculated Ultimate Skin Friction Comp (ksf) Calculated Ultimate Skin Friction Uplift (ksf) Ultimate Skin Friction Comp Override (ksf) Ultimate Skin - Friction Uplift' Override (ksf) Ult. Gross Bearing Capacity (kif) . SPT Blow, Count Soil Type 1 0 1 1 105 150 0 0 0.000 0.000 0.00 0.00 Cohesionless 2 1 3 2 ° 42.6 87.6 . 0 0 0.000 0.000 _ _ 0.00 " _ __ _d 0.00 Cohesionless 31 3 3.51 0.5 52.61 87.6 0 0 0.0001, 0.000 0.00 D:00 Cohesionless 4 3.5 , 5 1.5 52.6 87.6 0 32 0.000 0.000 0:30 0.30 Cohesionless 5 5 _ 12 7, _47.6 87.6 0 �30 0:000 0.000 0:39 , _ 0.39 Cohesionless 6 12 17 5 42.6 87.6 0 29 0.000 0.000 0.35 0.35 Cohesionless 7 17 27 10, 47.6 87.6 - 0 30 `.-0.00 . 0.00 0.58 0.58 Cohesionless 8 27 37 10 52.6 87.6 0 32 0.00 0.00 1.00 1.00 Cohesionless 9 37 38 1 47.6 87.6 0 301 0.00 0.00 0.93. 0.93 Cohesionless Version 4.2.3 ASCE AMEHICAN SOCIETY OF CML ENOIMS Address: No Address at This Location ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Elevation: 13.6 ft (NAVD 88) Risk Category: II Latitude: 27.324328 Soil Class: D - Default (see Longitude:-80.313283 Section 11.4.3) i y. r� 'n y$��SIL`k iy - FDIC FI fco ' F t j I r Vi f ECC�^'; loon - ' ��✓- C ��ira k 1 A ®i % Port Sl Lue� 1 ,f sTr � T4 � ^gF"eS - �T7 CUCIE�v t' '�ioroan eoa n xonkyi`arIj Y� Ck � a9nn � � s�u�n• ''q httos:Hasce7hazardtool.online/ Page 1 of 3 Fri Feb 26 2021 ASCE AMMIM SOCIETY OF CML ENOINESS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss : 0.049 So, 0.044 S, 0.027 TL 8 Fa : 1.6 PGA: 0.023 F„ 2.4 PGA M : 0.037 SMs 0.078 FPCA 1.6 SM, 0.065 le : 1 S ps 0.052 C 0.7 Seismic Design Category A 0 045 MCER Vertical Response Spectrum o. 0. 0. o. 0. 0. i i 015- I I 0 a(g) vs T(S) 1.0 1.5 2.0 0.03o Design Vertical Response Spectrum a. 0.026- ba (9) vs I (s) Data Accessed: Fri Feb 26 2021 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. https://asee7hazardtool.online/ Page 2 of 3 Fri Feb 26 2021 a ASCE AM6IM SOCIETY OF CML ENGINEEflS Ice Results: Ice Thickness: Concurrent Temperature: Gust Speed: Data Source: Date Accessed: 0.00 in. 25 F 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Fri Feb 26 2021 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. 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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. https://asce7hazardtool.online/ Page 3 of 3 Fri Feb 26 2021