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tnxTower Report - version 8.0.9.0 Date: May 16, 2021 B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 Subject: Structural Analysis Report Carrier Designation: Site Number: A2P0238S Crown Castle Designation: BU Number: 813812 Site Name: FL WEST FORT PIERCE JDE Job Number: 635145 Work Order Number: 1948392 Order Number: 545280 Rev. 0 Engineering Firm Designation: B+T Group Project Number: 77034.010.01 Site Data: 8701 Orange Avenue, Ft Pierce, St. Lucie County, FL Latitude 27° 26' 44.6'', Longitude -80° 24' 46.6'' 250 Foot - Self Support 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: LC7: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 170 mph as required by the 2020 Florida Building Code 7th Edition. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Umesh Shrestha, P.E. Respectfully submitted by: B+T Engineering, Inc. Chad E. Tuttle, P.E. May 16, 2021 250 Ft Self Support Tower Structural Analysis CCI BU No 813812 Project Number 77034.010.01, Order 545280, Revision 0 Page 2 tnxTower Report - version 8.0.9.0 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 – LC7 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations May 16, 2021 250 Ft Self Support Tower Structural Analysis CCI BU No 813812 Project Number 77034.010.01, Order 545280, Revision 0 Page 3 tnxTower Report - version 8.0.9.0 1) INTRODUCTION This tower is a 250 ft. Self-Support tower designed by FWT INC. The tower has been modified per reinforcement drawings prepared by B&T Engineering, in May of 2008. Reinforcement consists installation of redundant hips and redundant hip diagonals from the elevations 0’ and 80’ and replacement of new double angle diagonals from 80’ to 100’. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 170 mph Exposure Category: C Topographic Factor: 1 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 130.0 132.0 3 Commscope FFVV-65C-R3-V1_TMO 3 1-5/8 3 Ericsson AIR6449 B41_T-MOBILE 3 Ericsson RADIO 4460 B2/B25 B66_TMO 3 Ericsson RADIO 4480 B71_TMO 130.0 1 -- Sector Mount [SM 702-3] Table 2 - Other Considered Equipment Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 243.0 245.0 1 Raycap RXXDC-3315-PF-48 12 1 1-5/8 1-1/4 244.0 6 Commscope E15R05P19 3 Ericsson RRUS12/RRUS A2 6 Jma Wireless X7CQAP-665-VR0 243.0 6 Css DBC-7CAP 1 -- Sector Mount [SM 402-3] 143.0 146.0 6 Commscope SBNHH-1D85B 12 6 3 1 1-5/8 3/4 3/8 5/16 3 Ericsson RRUS 32 3 Ericsson RRUS 4449 B5/B12 3 Ericsson RRUS 8843 B2/B66A 1 Kathrein 80010965K 2 Kmw Comm. ET-X-UW-68-14-65-18-IR-AT 2 Raycap DC6-48-60-18-8C 1 Raycap DC6-48-60-18-8F 143.0 1 -- Sector Mount [SM 502-3] May 16, 2021 250 Ft Self Support Tower Structural Analysis CCI BU No 813812 Project Number 77034.010.01, Order 545280, Revision 0 Page 4 tnxTower Report - version 8.0.9.0 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Reference Source Tower Manufacturer Drawing 906968 CCI Sites Tower Modification Drawing 2271344 CCI Sites Post Modification Inspection 2323138 CCI Sites Foundation Drawing 906969 CCI Sites Geotech Report 115206 CCI Sites Crown CAD Package Date: 03/30/2021 CCI Sites 3.1) Analysis Method tnxTower (version 8.0.9.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 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) The 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) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail T1 250 - 240 Leg 2 1 -4.132 51.751 8.0 Pass T2 240 - 220 Leg 2 1/2 19 -35.315 70.833 49.9 Pass T3 220 - 200 Leg 3 40 -72.960 144.956 50.3 Pass T4 200 - 180 Leg 3 1/4 61 -114.109 192.479 59.3 Pass T5 180 - 160 Leg 3 1/4 82 -154.933 262.734 59.0 Pass T6 160 - 140 Leg 3 1/2 121 -203.104 321.973 63.1 Pass T7 140 - 120 Leg 3 3/4 160 -263.054 386.416 68.1 Pass T8 120 - 100 Leg 4 199 -331.968 455.948 72.8 Pass T9 100 - 80 Leg 4 1/4 238 -403.711 530.481 76.1 Pass T10 80 - 60 Leg 4 1/2 277 -457.872 609.947 75.1 Pass T11 60 - 40 Leg 4 3/4 328 -530.775 694.293 76.4 Pass T12 40 - 20 Leg 4 3/4 379 -603.659 694.293 86.9 Pass T13 20 - 0 Leg 5 430 -675.950 783.476 86.3 Pass T1 250 - 240 Diagonal L2x2x3/16 7 -2.622 16.441 16.0 Pass T2 240 - 220 Diagonal L2 1/2x2 1/2x3/16 22 -5.462 18.705 29.2 Pass May 16, 2021 250 Ft Self Support Tower Structural Analysis CCI BU No 813812 Project Number 77034.010.01, Order 545280, Revision 0 Page 5 tnxTower Report - version 8.0.9.0 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail T3 220 - 200 Diagonal L2 1/2x2 1/2x3/16 43 -6.889 15.126 45.5 Pass T4 200 - 180 Diagonal L3x3x3/16 64 -8.716 19.745 44.1 Pass T5 180 - 160 Diagonal 2L2 1/2x2 1/2x3/16x3/8 86 -11.466 31.778 36.1 Pass T6 160 - 140 Diagonal 2L2 1/2x2 1/2x3/16x3/8 125 -14.306 26.463 54.1 Pass T7 140 - 120 Diagonal 2L2 1/2x2 1/2x3/16x3/8 164 -19.825 22.210 89.3 Pass T8 120 - 100 Diagonal 2L3x3x3/16x3/8 203 -21.885 30.768 71.1 Pass T9 100 - 80 Diagonal 2L3x3x5/16x3/8 242 -24.591 44.735 55.0 Pass T10 80 - 60 Diagonal 2L3x3x3/16x3/8 281 -31.919 48.962 65.2 Pass T11 60 - 40 Diagonal 2L3x3x3/16x3/8 332 -33.300 46.672 71.3 Pass T12 40 - 20 Diagonal 2L3x3x1/4x3/8 383 -34.426 62.303 55.3 Pass T13 20 - 0 Diagonal 2L3x3x1/4x3/8 434 -35.223 58.081 60.6 Pass T5 180 - 160 Horizontal L2x2x3/16 91 -3.104 5.536 56.1 Pass T6 160 - 140 Horizontal L2 1/2x2 1/2x3/16 130 -3.862 8.292 46.6 Pass T7 140 - 120 Horizontal L3x3x3/16 169 -4.770 11.323 42.1 Pass T8 120 - 100 Horizontal L3x3x3/16 208 -5.763 9.073 63.5 Pass T9 100 - 80 Horizontal L3x3x1/4 247 -7.001 9.687 72.3 Pass T10 80 - 60 Horizontal 2L2 1/2x2 1/2x3/16x3/8 295 -7.940 16.425 48.3 Pass T11 60 - 40 Horizontal 2L2 1/2x2 1/2x3/16x3/8 346 -9.205 13.955 66.0 Pass T12 40 - 20 Horizontal 2L2 1/2x2 1/2x3/16x3/8 397 -10.469 11.979 87.4 Pass T13 20 - 0 Horizontal 2L3x3x3/16x3/8 448 -11.722 17.463 67.1 Pass T1 250 - 240 Top Girt L2x2x3/16 6 -0.239 7.543 3.2 Pass T10 80 - 60 Redund Horz 1 Bracing 2L2x2x3/16x3/8 308 -7.940 32.828 24.2 Pass T11 60 - 40 Redund Horz 1 Bracing 2L2x2x3/16x3/8 333 -9.205 29.175 31.6 Pass T12 40 - 20 Redund Horz 1 Bracing 2L2x2x3/16x3/8 384 -10.469 25.237 41.5 Pass T13 20 - 0 Redund Horz 1 Bracing 2L2x2x3/16x3/8 435 -11.722 21.971 53.4 Pass T10 80 - 60 Redund Diag 1 Bracing 2L2x2x3/16x3/8 309 -5.394 19.156 28.2 Pass T11 60 - 40 Redund Diag 1 Bracing 2L2x2x3/16x3/8 360 -6.040 17.387 34.7 Pass T12 40 - 20 Redund Diag 1 Bracing 2L2x2x3/16x3/8 427 -6.672 15.762 42.3 Pass T13 20 - 0 Redund Diag 1 Bracing 2L2x2x3/16x3/8 462 -7.288 14.367 50.7 Pass T10 80 - 60 Redund Hip 1 Bracing L2 1/2x2 1/2x3/16 327 -0.044 13.951 0.3 Pass T11 60 - 40 Redund Hip 1 Bracing L2 1/2x2 1/2x3/16 378 -0.038 11.808 0.3 Pass T12 40 - 20 Redund Hip 1 Bracing L2 1/2x2 1/2x3/16 429 -0.044 10.124 0.4 Pass T13 20 - 0 Redund Hip 1 Bracing L2 1/2x2 1/2x3/16 480 -0.037 8.775 0.4 Pass T5 180 - 160 Inner Bracing L2x2x3/16 96 -0.003 5.084 0.1 Pass T6 160 - 140 Inner Bracing L2x2x3/16 133 -0.004 3.857 0.2 Pass T7 140 - 120 Inner Bracing L2 1/2x2 1/2x3/16 174 -0.004 6.025 0.2 Pass T8 120 - 100 Inner Bracing L2 1/2x2 1/2x3/16 213 -0.005 4.852 0.2 Pass T9 100 - 80 Inner Bracing L3x3x3/16 252 -0.008 6.992 0.2 Pass May 16, 2021 250 Ft Self Support Tower Structural Analysis CCI BU No 813812 Project Number 77034.010.01, Order 545280, Revision 0 Page 6 tnxTower Report - version 8.0.9.0 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail T10 80 - 60 Inner Bracing 2L2x2x3/16x3/8 306 -0.034 8.403 0.4 Pass T11 60 - 40 Inner Bracing 2L2x2x3/16x3/8 357 -0.029 7.124 0.4 Pass T12 40 - 20 Inner Bracing 2L2 1/2x2 1/2x3/16x3/8 408 -0.036 11.637 0.3 Pass T13 20 - 0 Inner Bracing 2L2 1/2x2 1/2x3/16x3/8 459 -0.032 10.115 0.3 Pass Summary Leg (T12) 86.9 Pass Diagonal (T7) 89.3 Pass Horizontal (T12) 87.4 Pass Top Girt (T1) 3.2 Pass Redund Horz 1 Bracing (T13) 53.4 Pass Redund Diag 1 Bracing (T13) 50.7 Pass Redund Hip 1 Bracing (T12) 0.4 Pass Inner Bracing (T11) 0.4 Pass Bolt Checks 92.4 Pass Rating = 92.4 Pass Table 5 - Tower Component Stresses vs. Capacity – LC7 Notes Component Elevation % Capacity Pass / Fail 1,2 Anchor Rods Base 67.7 Pass 1,2,3 Base Foundation Base 92.5 Pass Structure Rating (max from all components) = 92.5% 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. 3) Foundation capacity determined by comparing analysis reactions to original design reactions. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. APPENDIX A TNXTOWER OUTPUT B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job: 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812 Project: Client: Crown Castle Drawn by: Shathanand App'd: Code: TIA-222-H Date: 05/09/21 Scale: NTS Path: C:\Users\KIRAN\Desktop\After QC\77034_813812_W.FtPierce----Shathanand-----P---------------QCD\tnxTower\77034_010_01_FL WEST FORT PIERCE_FL.eri Dwg No. E-1 250.0 ft 240.0 ft 220.0 ft 200.0 ft 180.0 ft 160.0 ft 140.0 ft 120.0 ft 100.0 ft 80.0 ft 60.0 ft 40.0 ft 20.0 ft 0.0 ft REACTIONS - 170 mph WIND TORQUE 154 kip-ft 145 K SHEAR 17585 kip-ft MOMENT 101 K AXIAL SHEAR: 75 K UPLIFT: -603 K SHEAR: 86 K DOWN: 710 K MAX. CORNER REACTIONS AT BASE: ARE FACTORED ALL REACTIONS SectionT1T2T3T4T5T6T7T8T9T10T11T12T13 LegsSR 2SR 2 1/2SR 3SR 3 1/4SR 3 1/2SR 3 3/4SR 4SR 4 1/4SR 4 1/2SR 4 3/4SR 5 Leg GradeA572-50 DiagonalsAL2 1/2x2 1/2x3/16L3x3x3/162L2 1/2x2 1/2x3/16x3/82L3x3x3/16x3/82L3x3x5/16x3/82L3x3x3/16x3/82L3x3x1/4x3/8 Diagonal GradeA36 Top GirtsAN.A. HorizontalsN.A.L2x2x3/16L2 1/2x2 1/2x3/16L3x3x3/16L3x3x1/42L2 1/2x2 1/2x3/16x3/82L3x3x3/16x3/8 Red. HorizontalsN.A.2L2x2x3/16x3/8 Red. DiagonalsN.A.2L2x2x3/16x3/8 Red. HipsN.A.L2 1/2x2 1/2x3/16 Inner BracingN.A.L2x2x3/16L2 1/2x2 1/2x3/16L3x3x3/162L2x2x3/16x3/82L2 1/2x2 1/2x3/16x3/8 Face Width (ft)681012141618202224262830 # Panels @ (ft)2 @ 59 @ 6.6666720 @ 58 @ 10 Weight (K)0.61.62.22.73.33.94.55.37.56.47.07.78.561.1SYMBOL LIST MARK MARKSIZE SIZE A L2x2x3/16 MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi TOWER DESIGN NOTES 1. Tower designed for Exposure C to the TIA-222-H Standard. 2. Tower designed for a 170 mph basic wind in accordance with the TIA-222-H Standard. 3. Deflections are based upon a 60 mph wind. 4. Tower Risk Category II. 5. Topographic Category 1 with Crest Height of 0.000 ft 6. TIA-222-H Annex S 7. TOWER RATING: 92.4% B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job: 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812 Project: Client: Crown Castle Drawn by: Shathanand App'd: Code: TIA-222-H Date: 05/09/21 Scale: NTS Path: C:\Users\KIRAN\Desktop\After QC\77034_813812_W.FtPierce----Shathanand-----P---------------QCD\tnxTower\77034_010_01_FL WEST FORT PIERCE_FL.eri Dwg No. E-2 Base Elev=0.000 ft 15.000 15.000 60.000 30.000 15.000 15.000 64.64123.66015.00025.9818.660 17.321 Plot Plan Total Area - 0.09 Acres B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job: 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812 Project: Client: Crown Castle Drawn by: Shathanand App'd: Code: TIA-222-H Date: 05/09/21 Scale: NTS Path: C:\Users\KIRAN\Desktop\After QC\77034_813812_W.FtPierce----Shathanand-----P---------------QCD\tnxTower\77034_010_01_FL WEST FORT PIERCE_FL.eri Dwg No. E-3 <- Minimum -0 Maximum -> <- Minimum -0 Maximum -> -500 -500 -1000 -1000 500 500 1000 1000 TIA-222-H - 170 mph Exposure C Leg Capacity Leg Compression (K) 250.000 250.000 240.000 240.000 220.000 220.000 200.000 200.000 180.000 180.000 160.000 160.000 140.000 140.000 120.000 120.000 100.000 100.000 80.000 80.000 60.000 60.000 40.000 40.000 20.000 20.000 0.000 0.000Elevation (ft) B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job: 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812 Project: Client: Crown Castle Drawn by: Shathanand App'd: Code: TIA-222-H Date: 05/09/21 Scale: NTS Path: C:\Users\KIRAN\Desktop\After QC\77034_813812_W.FtPierce----Shathanand-----P---------------QCD\tnxTower\77034_010_01_FL WEST FORT PIERCE_FL.eri Dwg No. E-4 0 0 50 50 100 100 150 150 Global Mast Shear (K) 250.000 240.000 220.000 200.000 180.000 160.000 140.000 120.000 100.000 80.000 60.000 40.000 20.000 0.000Elevation (ft)0 0 5000 5000 10000 10000 15000 15000 20000 20000 Global Mast Moment (kip-ft) 250.000 240.000 220.000 200.000 180.000 160.000 140.000 120.000 100.000 80.000 60.000 40.000 20.000 0.000 TIA-222-H - 170 mph Exposure C Maximum Values Vx Vz Mx Mz B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job: 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812 Project: Client: Crown Castle Drawn by: Shathanand App'd: Code: TIA-222-H Date: 05/09/21 Scale: NTS Path: C:\Users\KIRAN\Desktop\After QC\77034_813812_W.FtPierce----Shathanand-----P---------------QCD\tnxTower\77034_010_01_FL WEST FORT PIERCE_FL.eri Dwg No. E-5 TIA-222-H - Service - 60 mph Maximum Values 0 0 5 5 Deflection (in) 250.000 240.000 220.000 200.000 180.000 160.000 140.000 120.000 100.000 80.000 60.000 40.000 20.000 0.000Elevation (ft)0 0 0.05 0.05 0.1 0.1 0.15 0.15 Tilt (deg) 0 0 0.05 0.05 0.1 0.1 Twist (deg) 250.000 240.000 220.000 200.000 180.000 160.000 140.000 120.000 100.000 80.000 60.000 40.000 20.000 0.000 B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Job: 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812 Project: Client: Crown Castle Drawn by: Shathanand App'd: Code: TIA-222-H Date: 05/09/21 Scale: NTS Path: C:\Users\KIRAN\Desktop\After QC\77034_813812_W.FtPierce----Shathanand-----P---------------QCD\tnxTower\77034_010_01_FL WEST FORT PIERCE_FL.eri Dwg No. E-7 Feed Line Distribution Chart 0' - 250' Round Flat App In Face App Out Face Truss Leg Face A 240.000 220.000 200.000 180.000 160.000 140.000 120.000 100.000 80.000 60.000 40.000 20.000 0.000 250.000 Elevation (ft)(2) LCF158-50J(1-5/8)(5) LCF158-50J(1-5/8)(3) LCF158-50J(1-5/8)(2) LCF158-50J(1-5/8)(6) WR-VG86ST-BRD(3/4)(4) FB-L98B-034-XXX(3/8)Feedline Ladder (Af)(3) HB158-21U6S24-xxM_TMO(1-5/8)Feedline Ladder (Af)Face B 243.000243.000 143.000143.000143.000143.000143.000143.000 130.000130.000 145.000145.000 125.000125.000 (13) LDF7-50A(1-5/8)Feedline Ladder (Af)Climbing Ladder ( Flat)Safety Line 3/8Face C 240.000 220.000 200.000 180.000 160.000 140.000 120.000 100.000 80.000 60.000 40.000 20.000 0.000 250.000 243.000243.000 143.000143.000143.000143.000143.000143.000 130.000130.000 145.000145.000 125.000125.000 Feedline Ladder (Af)Feedline Ladder (Af)(2) Light ChordLight Chord ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 1 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Tower Input Data The main tower is a 3x free standing tower with an overall height of 250.000 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 6.000 ft at the top and 30.000 ft at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower base elevation above sea level: 19.000 ft. Basic wind speed of 170 mph. Risk Category II. 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. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used: Kes(Fw) = 0.95. Maximum demand-capacity ratio is: 1.05. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned √ Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area √ SR Leg Bolts Resist Compression √ Use Code Stress Ratios √ Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients √ Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles √ Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 2 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Leg B Leg C Leg A Face A F a c e B Face C Triangular Tower Wind Normal Wind 90 Wind 180 Z X Tower Section Geometry Tower Section Tower Elevation ft Assembly Database Description Section Width ft Number of Sections Section Length ft T1 250.000-240.000 6.000 1 10.000 T2 240.000-220.000 6.000 1 20.000 T3 220.000-200.000 8.000 1 20.000 T4 200.000-180.000 10.000 1 20.000 T5 180.000-160.000 12.000 1 20.000 T6 160.000-140.000 14.000 1 20.000 T7 140.000-120.000 16.000 1 20.000 T8 120.000-100.000 18.000 1 20.000 T9 100.000-80.000 20.000 1 20.000 T10 80.000-60.000 22.000 1 20.000 T11 60.000-40.000 24.000 1 20.000 T12 40.000-20.000 26.000 1 20.000 T13 20.000-0.000 28.000 1 20.000 Tower Section Geometry (cont’d) Tower Section Tower Elevation ft Diagonal Spacing ft Bracing Type Has K Brace End Panels Has Horizontals Top Girt Offset in Bottom Girt Offset in T1 250.000-240.000 5.000 X Brace No No 0.000 0.000 T2 240.000-220.000 6.667 X Brace No No 0.000 0.000 T3 220.000-200.000 6.667 X Brace No No 0.000 0.000 T4 200.000-180.000 6.667 X Brace No No 0.000 0.000 T5 180.000-160.000 5.000 Double K No Yes 0.000 0.000 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 3 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Tower Section Tower Elevation ft Diagonal Spacing ft Bracing Type Has K Brace End Panels Has Horizontals Top Girt Offset in Bottom Girt Offset in T6 160.000-140.000 5.000 Double K No Yes 0.000 0.000 T7 140.000-120.000 5.000 Double K No Yes 0.000 0.000 T8 120.000-100.000 5.000 Double K No Yes 0.000 0.000 T9 100.000-80.000 5.000 Double K No Yes 0.000 0.000 T10 80.000-60.000 10.000 Double K1 No Yes 0.000 0.000 T11 60.000-40.000 10.000 Double K1 No Yes 0.000 0.000 T12 40.000-20.000 10.000 Double K1 No Yes 0.000 0.000 T13 20.000-0.000 10.000 Double K1 No Yes 0.000 0.000 Tower Section Geometry (cont’d) Tower Elevation ft Leg Type Leg Size Leg Grade Diagonal Type Diagonal Size Diagonal Grade T1 250.000-240.000 Solid Round 2 A572-50 (50 ksi) Equal Angle L2x2x3/16 A36 (36 ksi) T2 240.000-220.000 Solid Round 2 1/2 A572-50 (50 ksi) Equal Angle L2 1/2x2 1/2x3/16 A36 (36 ksi) T3 220.000-200.000 Solid Round 3 A572-50 (50 ksi) Equal Angle L2 1/2x2 1/2x3/16 A36 (36 ksi) T4 200.000-180.000 Solid Round 3 1/4 A572-50 (50 ksi) Equal Angle L3x3x3/16 A36 (36 ksi) T5 180.000-160.000 Solid Round 3 1/4 A572-50 (50 ksi) Double Angle 2L2 1/2x2 1/2x3/16x3/8 A36 (36 ksi) T6 160.000-140.000 Solid Round 3 1/2 A572-50 (50 ksi) Double Angle 2L2 1/2x2 1/2x3/16x3/8 A36 (36 ksi) T7 140.000-120.000 Solid Round 3 3/4 A572-50 (50 ksi) Double Angle 2L2 1/2x2 1/2x3/16x3/8 A36 (36 ksi) T8 120.000-100.000 Solid Round 4 A572-50 (50 ksi) Double Angle 2L3x3x3/16x3/8 A36 (36 ksi) T9 100.000-80.000 Solid Round 4 1/4 A572-50 (50 ksi) Double Angle 2L3x3x5/16x3/8 A36 (36 ksi) T10 80.000-60.000 Solid Round 4 1/2 A572-50 (50 ksi) Double Angle 2L3x3x3/16x3/8 A36 (36 ksi) T11 60.000-40.000 Solid Round 4 3/4 A572-50 (50 ksi) Double Angle 2L3x3x3/16x3/8 A36 (36 ksi) T12 40.000-20.000 Solid Round 4 3/4 A572-50 (50 ksi) Double Angle 2L3x3x1/4x3/8 A36 (36 ksi) T13 20.000-0.000 Solid Round 5 A572-50 (50 ksi) Double Angle 2L3x3x1/4x3/8 A36 (36 ksi) Tower Section Geometry (cont’d) Tower Elevation ft Top Girt Type Top Girt Size Top Girt Grade Bottom Girt Type Bottom Girt Size Bottom Girt Grade T1 250.000-240.000 Single Angle L2x2x3/16 A36 (36 ksi) Flat Bar A36 (36 ksi) ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 4 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Tower Section Geometry (cont’d) Tower Elevation ft No. of Mid Girts Mid Girt Type Mid Girt Size Mid Girt Grade Horizontal Type Horizontal Size Horizontal Grade T5 180.000-160.000 None Flat Bar A36 (36 ksi) Equal Angle L2x2x3/16 A36 (36 ksi) T6 160.000-140.000 None Flat Bar A36 (36 ksi) Equal Angle L2 1/2x2 1/2x3/16 A36 (36 ksi) T7 140.000-120.000 None Flat Bar A36 (36 ksi) Equal Angle L3x3x3/16 A36 (36 ksi) T8 120.000-100.000 None Flat Bar A36 (36 ksi) Equal Angle L3x3x3/16 A36 (36 ksi) T9 100.000-80.000 None Flat Bar A36 (36 ksi) Equal Angle L3x3x1/4 A36 (36 ksi) T10 80.000-60.000 None Flat Bar A36 (36 ksi) Double Angle 2L2 1/2x2 1/2x3/16x3/8 A36 (36 ksi) T11 60.000-40.000 None Flat Bar A36 (36 ksi) Double Angle 2L2 1/2x2 1/2x3/16x3/8 A36 (36 ksi) T12 40.000-20.000 None Flat Bar A36 (36 ksi) Double Angle 2L2 1/2x2 1/2x3/16x3/8 A36 (36 ksi) T13 20.000-0.000 None Flat Bar A36 (36 ksi) Double Angle 2L3x3x3/16x3/8 A36 (36 ksi) Tower Section Geometry (cont’d) Tower Elevation ft Secondary Horizontal Type Secondary Horizontal Size Secondary Horizontal Grade Inner Bracing Type Inner Bracing Size Inner Bracing Grade T5 180.000-160.000 Single Angle A36 (36 ksi) Equal Angle L2x2x3/16 A36 (36 ksi) T6 160.000-140.000 Single Angle A36 (36 ksi) Equal Angle L2x2x3/16 A36 (36 ksi) T7 140.000-120.000 Single Angle A36 (36 ksi) Equal Angle L2 1/2x2 1/2x3/16 A36 (36 ksi) T8 120.000-100.000 Single Angle A36 (36 ksi) Equal Angle L2 1/2x2 1/2x3/16 A36 (36 ksi) T9 100.000-80.000 Single Angle A36 (36 ksi) Equal Angle L3x3x3/16 A36 (36 ksi) T10 80.000-60.000 Single Angle A36 (36 ksi) Double Angle 2L2x2x3/16x3/8 A36 (36 ksi) T11 60.000-40.000 Single Angle A36 (36 ksi) Double Angle 2L2x2x3/16x3/8 A36 (36 ksi) T12 40.000-20.000 Single Angle A36 (36 ksi) Double Angle 2L2 1/2x2 1/2x3/16x3/8 A36 (36 ksi) T13 20.000-0.000 Single Angle A36 (36 ksi) Double Angle 2L2 1/2x2 1/2x3/16x3/8 A36 (36 ksi) ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 5 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Tower Section Geometry (cont’d) Tower Elevation ft Redundant Bracing Grade Redundant Type Redundant Size K Factor T10 80.000-60.000 A36 (36 ksi) Horizontal (1) Diagonal (1) Hip (1) Double Angle Double Angle Equal Angle 2L2x2x3/16x3/8 2L2x2x3/16x3/8 L2 1/2x2 1/2x3/16 1 1 1 T11 60.000-40.000 A36 (36 ksi) Horizontal (1) Diagonal (1) Hip (1) Double Angle Double Angle Equal Angle 2L2x2x3/16x3/8 2L2x2x3/16x3/8 L2 1/2x2 1/2x3/16 1 1 1 T12 40.000-20.000 A36 (36 ksi) Horizontal (1) Diagonal (1) Hip (1) Double Angle Double Angle Equal Angle 2L2x2x3/16x3/8 2L2x2x3/16x3/8 L2 1/2x2 1/2x3/16 1 1 1 T13 20.000-0.000 A36 (36 ksi) Horizontal (1) Diagonal (1) Hip (1) Double Angle Double Angle Equal Angle 2L2x2x3/16x3/8 2L2x2x3/16x3/8 L2 1/2x2 1/2x3/16 1 1 1 Tower Section Geometry (cont’d) Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in Gusset Grade Adjust. Factor Af Adjust. Factor Ar Weight Mult. Double Angle Stitch Bolt Spacing Diagonals in Double Angle Stitch Bolt Spacing Horizontals in Double Angle Stitch Bolt Spacing Redundants in T1 250.000-240.0 00 0.000 0.000 A36 (36 ksi) 1.05 1 1.05 Mid-Pt Mid-Pt Mid-Pt T2 240.000-220.0 00 0.000 0.000 A36 (36 ksi) 1.05 1 1.05 Mid-Pt Mid-Pt Mid-Pt T3 220.000-200.0 00 0.000 0.000 A36 (36 ksi) 1.05 1 1.05 Mid-Pt Mid-Pt Mid-Pt T4 200.000-180.0 00 0.000 0.000 A36 (36 ksi) 1.05 1 1.05 Mid-Pt Mid-Pt Mid-Pt T5 180.000-160.0 00 0.000 0.000 A36 (36 ksi) 1.05 1 1.05 Mid-Pt Mid-Pt Mid-Pt T6 160.000-140.0 00 0.000 0.000 A36 (36 ksi) 1.05 1 1.05 Mid-Pt Mid-Pt Mid-Pt T7 140.000-120.0 00 0.000 0.000 A36 (36 ksi) 1.05 1 1.05 Mid-Pt Mid-Pt Mid-Pt T8 120.000-100.0 00 0.000 0.000 A36 (36 ksi) 1.05 1 1.05 Mid-Pt Mid-Pt Mid-Pt T9 100.000-80.00 0 0.000 0.000 A36 (36 ksi) 1.05 1 1.05 Mid-Pt Mid-Pt Mid-Pt T10 80.000-60.000 0.000 0.000 A36 (36 ksi) 1.05 1 1.05 46.140 Mid-Pt Mid-Pt T11 60.000-40.000 0.000 0.000 A36 (36 ksi) 1.05 1 1.05 48.460 Mid-Pt Mid-Pt T12 40.000-20.000 0.000 0.000 A36 (36 ksi) 1.05 1 1.05 50.890 Mid-Pt Mid-Pt T13 0.000 0.000 A36 1.05 1 1.05 53.340 Mid-Pt Mid-Pt ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 6 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in Gusset Grade Adjust. Factor Af Adjust. Factor Ar Weight Mult. Double Angle Stitch Bolt Spacing Diagonals in Double Angle Stitch Bolt Spacing Horizontals in Double Angle Stitch Bolt Spacing Redundants in 20.000-0.000 (36 ksi) Tower Section Geometry (cont’d) K Factors1 Tower Elevation ft Calc K Single Angles Calc K Solid Rounds Legs X Brace Diags X Y K Brace Diags X Y Single Diags X Y Girts X Y Horiz. X Y Sec. Horiz. X Y Inner Brace X Y T1 250.000-240.0 00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T2 240.000-220.0 00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T3 220.000-200.0 00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T4 200.000-180.0 00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T5 180.000-160.0 00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T6 160.000-140.0 00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T7 140.000-120.0 00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T8 120.000-100.0 00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T9 100.000-80.00 0 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T10 80.000-60.000 No Yes 1 1 1 1 0.5 1 1 1 1 1 1 1 1 1 1 T11 60.000-40.000 No Yes 1 1 1 1 0.5 1 1 1 1 1 1 1 1 1 1 T12 40.000-20.000 No Yes 1 1 1 1 0.5 1 1 1 1 1 1 1 1 1 1 T13 20.000-0.000 No Yes 1 1 1 1 0.5 1 1 1 1 1 1 1 1 1 1 1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length. ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 7 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Tower Section Geometry (cont’d) Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 250.000-240.0 00 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T2 240.000-220.0 00 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T3 220.000-200.0 00 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T4 200.000-180.0 00 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T5 180.000-160.0 00 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T6 160.000-140.0 00 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T7 140.000-120.0 00 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T8 120.000-100.0 00 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T9 100.000-80.00 0 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T10 80.000-60.000 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T11 60.000-40.000 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T12 40.000-20.000 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T13 20.000-0.000 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 Tower Elevation ft Redundant Horizontal Redundant Diagonal Redundant Sub-Diagonal Redundant Sub-Horizontal Redundant Vertical Redundant Hip Redundant Hip Diagonal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 250.000-240.0 00 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T2 240.000-220.0 00 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T3 220.000-200.0 00 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 8 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Tower Elevation ft Redundant Horizontal Redundant Diagonal Redundant Sub-Diagonal Redundant Sub-Horizontal Redundant Vertical Redundant Hip Redundant Hip Diagonal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T4 200.000-180.0 00 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T5 180.000-160.0 00 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T6 160.000-140.0 00 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T7 140.000-120.0 00 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T8 120.000-100.0 00 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T9 100.000-80.00 0 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T10 80.000-60.000 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T11 60.000-40.000 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T12 40.000-20.000 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T13 20.000-0.000 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 Tower Section Geometry (cont’d) Tower Elevation ft Leg Connection Type Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. T1 250.000-240.0 00 Flange 0.625 A325N 4 0.625 A325N 2 * 0.625 A325N 1 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.625 A325N 0 T2 240.000-220.0 00 Flange 0.625 A325N 6 0.625 A325N 2 * 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.625 A325N 0 T3 220.000-200.0 00 Flange 0.875 A325N 6 0.625 A325N 2 * 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.625 A325N 0 T4 200.000-180.0 00 Flange 1.000 A325N 6 0.625 A325N 2 * 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.625 A325N 0 T5 180.000-160.0 00 Flange 1.000 A325N 6 0.625 A325N 2 * 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.625 A325N 1 0.625 A325N 1 T6 160.000-140.0 00 Flange 1.000 A325N 6 0.625 A325N 2 * 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.625 A325N 1 0.625 A325N 1 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 9 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Tower Elevation ft Leg Connection Type Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. T7 140.000-120.0 00 Flange 1.125 A325N 6 0.625 A325N 2 * 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.625 A325N 1 0.625 A325N 1 T8 120.000-100.0 00 Flange 1.250 A325N 6 0.625 A325N 2 * 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.625 A325N 1 0.625 A325N 1 T9 100.000-80.00 0 Flange 1.250 A325N 6 0.625 A325X 2 * 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.625 A325N 1 0.625 A325N 1 T10 80.000-60.000 Flange 1.375 A325N 6 0.625 A325N 2 * 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.625 A325N 1 0.625 A325N 1 T11 60.000-40.000 Flange 1.500 A325N 6 0.625 A325N 2 * 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.625 A325N 1 0.625 A325N 1 T12 40.000-20.000 Flange 1.500 A325N 6 0.625 A325N 2 * 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.625 A325N 1 0.625 A325N 1 T13 20.000-0.000 Flange 2.250 A36 0 0.625 A325N 2 * 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.625 A325N 1 0.625 A325N 1 * Out-of-plane partial restraint assumed Tower Section Geometry (cont’d) Tower Elevation ft Redundant Horizontal Redundant Diagonal Redundant Sub-Diagonal Redundant Sub-Horizontal Redundant Vertical Redundant Hip Redundant Hip Diagonal Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. T1 250.000-240.0 00 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 T2 240.000-220.0 00 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 T3 220.000-200.0 00 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 T4 200.000-180.0 00 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 T5 180.000-160.0 00 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 T6 160.000-140.0 00 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 T7 140.000-120.0 00 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 T8 120.000-100.0 00 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 T9 100.000-80.00 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 10 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Tower Elevation ft Redundant Horizontal Redundant Diagonal Redundant Sub-Diagonal Redundant Sub-Horizontal Redundant Vertical Redundant Hip Redundant Hip Diagonal Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. T10 80.000-60.000 0.625 A325N 1 0.625 A325N 1 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.625 A325N 1 0.000 A325N 0 T11 60.000-40.000 0.625 A325N 1 0.625 A325N 1 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.625 A325N 1 0.000 A325N 0 T12 40.000-20.000 0.625 A325N 1 0.625 A325N 1 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.625 A325N 1 0.000 A325N 0 T13 20.000-0.000 0.625 A325N 1 0.625 A325N 1 0.000 A325N 0 0.000 A325N 0 0.000 A325N 0 0.625 A325N 1 0.000 A325N 0 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacing in Width or Diameter in Perimeter in Weight klf * LDF7-50A(1- 5/8) B No No Ar (CaAa) 243.000 - 0.000 0.000 0.4 13 7 0.850 0.750 1.980 0.001 Feedline Ladder (Af) B No No Af (CaAa) 243.000 - 0.000 0.000 0.4 1 1 3.000 3.000 0.008 * LCF158-50J(1 -5/8) A No No Ar (CaAa) 143.000 - 0.000 0.000 -0.45 2 2 0.850 0.750 2.010 0.001 LCF158-50J(1 -5/8) A No No Ar (CaAa) 143.000 - 0.000 0.000 -0.4 5 4 0.850 0.750 2.010 0.001 LCF158-50J(1 -5/8) A No No Ar (CaAa) 143.000 - 0.000 0.000 -0.365 3 1 0.850 0.750 2.010 0.001 LCF158-50J(1 -5/8) A No No Ar (CaAa) 143.000 - 0.000 0.000 -0.34 2 2 0.850 0.750 2.010 0.001 WR-VG86ST- BRD(3/4) A No No Ar (CaAa) 143.000 - 0.000 0.000 -0.32 6 4 0.850 0.750 0.795 0.001 FB-L98B-034- XXX(3/8) A No No Ar (CaAa) 143.000 - 0.000 3.000 -0.32 4 4 0.850 0.750 0.394 0.000 Feedline Ladder (Af) A No No Af (CaAa) 250.000 - 0.000 0.000 -0.4 1 1 3.000 3.000 0.008 * HB158-21U6S 24-xxM_TMO (1-5/8) A No No Ar (CaAa) 130.000 - 0.000 0.000 0.42 3 3 0.850 0.750 1.996 0.003 Feedline Ladder (Af) A No No Af (CaAa) 130.000 - 0.000 0.000 0.4 1 1 3.000 3.000 0.008 * Climbing Ladder ( Flat) B No No Af (CaAa) 250.000 - 0.000 0.000 0 1 1 3.840 3.840 0.005 Safety Line 3/8 B No No Ar (CaAa) 250.000 - 0.000 0.000 0.01 1 1 0.375 0.375 0.000 * Feedline Ladder (Af) C No No Af (CaAa) 145.000 - 0.000 0.000 -0.4 1 1 3.000 3.000 0.008 Feedline Ladder (Af) C No No Af (CaAa) 145.000 - 0.000 0.000 -0.45 1 1 3.000 3.000 0.008 * Light Chord C No No Ar (CaAa) 125.000 - 0.000 0.000 0.5 2 2 0.500 0.630 0.000 Light Chord C No No Ar (CaAa) 250.000 - 0.000 0.5 1 1 0.500 0.630 0.000 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 11 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacing in Width or Diameter in Perimeter in Weight klf 125.000 * Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Total Number CAAA ft2/ft Weight klf * Feed Line/Linear Appurtenances Section Areas Tower Section Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K T1 250.000-240.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 5.000 15.997 0.630 0.000 0.000 0.000 0.084 0.107 0.002 T2 240.000-220.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 10.000 75.030 1.260 0.000 0.000 0.000 0.168 0.482 0.003 T3 220.000-200.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 10.000 75.030 1.260 0.000 0.000 0.000 0.168 0.482 0.003 T4 200.000-180.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 10.000 75.030 1.260 0.000 0.000 0.000 0.168 0.482 0.003 T5 180.000-160.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 10.000 75.030 1.260 0.000 0.000 0.000 0.168 0.482 0.003 T6 160.000-140.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 19.139 75.030 6.260 0.000 0.000 0.000 0.212 0.482 0.087 T7 140.000-120.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 81.918 75.030 21.575 0.000 0.000 0.000 0.622 0.482 0.340 T8 120.000-100.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 92.906 75.030 22.520 0.000 0.000 0.000 0.781 0.482 0.342 T9 100.000-80.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 92.906 75.030 22.520 0.000 0.000 0.000 0.781 0.482 0.342 T10 80.000-60.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 92.906 75.030 22.520 0.000 0.000 0.000 0.781 0.482 0.342 T11 60.000-40.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 92.906 75.030 22.520 0.000 0.000 0.000 0.781 0.482 0.342 T12 40.000-20.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 92.906 75.030 22.520 0.000 0.000 0.000 0.781 0.482 0.342 T13 20.000-0.000 A B 0.000 0.000 0.000 0.000 92.906 75.030 0.000 0.000 0.781 0.482 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 12 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Tower Section Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K C 0.000 0.000 22.520 0.000 0.342 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in T1 250.000-240.000 1.886 2.000 1.886 2.000 T2 240.000-220.000 7.969 5.530 7.926 5.503 T3 220.000-200.000 9.146 6.667 8.990 6.559 T4 200.000-180.000 9.314 7.144 9.132 7.007 T5 180.000-160.000 11.090 8.602 10.856 8.425 T6 160.000-140.000 8.902 11.114 8.693 10.857 T7 140.000-120.000 -4.430 13.633 -4.340 13.360 T8 120.000-100.000 -4.936 10.203 -4.832 9.989 T9 100.000-80.000 -5.179 10.853 -5.057 10.596 T10 80.000-60.000 -6.007 12.535 -5.824 12.156 T11 60.000-40.000 -6.291 13.253 -6.085 12.821 T12 40.000-20.000 -6.544 13.909 -6.358 13.515 T13 20.000-0.000 -6.658 14.296 -6.479 13.910 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T1 2 LDF7-50A(1-5/8) 240.00 - 243.00 0.6000 0.6000 T1 4 Feedline Ladder (Af) 240.00 - 243.00 0.6000 0.6000 T1 16 Feedline Ladder (Af) 240.00 - 250.00 0.6000 0.6000 T1 23 Climbing Ladder ( Flat) 240.00 - 250.00 0.6000 0.6000 T1 24 Safety Line 3/8 240.00 - 250.00 0.6000 0.6000 T1 30 Light Chord 240.00 - 250.00 0.6000 0.6000 T2 2 LDF7-50A(1-5/8) 220.00 - 240.00 0.6000 0.6000 T2 4 Feedline Ladder (Af) 220.00 - 240.00 0.6000 0.6000 T2 16 Feedline Ladder (Af) 220.00 - 240.00 0.6000 0.6000 T2 23 Climbing Ladder ( Flat) 220.00 - 240.00 0.6000 0.6000 T2 24 Safety Line 3/8 220.00 - 240.00 0.6000 0.6000 T2 30 Light Chord 220.00 - 240.00 0.6000 0.6000 T3 2 LDF7-50A(1-5/8) 200.00 - 220.00 0.6000 0.6000 T3 4 Feedline Ladder (Af) 200.00 - 220.00 0.6000 0.6000 T3 16 Feedline Ladder (Af) 200.00 - 220.00 0.6000 0.6000 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 13 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T3 23 Climbing Ladder ( Flat) 200.00 - 220.00 0.6000 0.6000 T3 24 Safety Line 3/8 200.00 - 220.00 0.6000 0.6000 T3 30 Light Chord 200.00 - 220.00 0.6000 0.6000 T4 2 LDF7-50A(1-5/8) 180.00 - 200.00 0.6000 0.6000 T4 4 Feedline Ladder (Af) 180.00 - 200.00 0.6000 0.6000 T4 16 Feedline Ladder (Af) 180.00 - 200.00 0.6000 0.6000 T4 23 Climbing Ladder ( Flat) 180.00 - 200.00 0.6000 0.6000 T4 24 Safety Line 3/8 180.00 - 200.00 0.6000 0.6000 T4 30 Light Chord 180.00 - 200.00 0.6000 0.6000 T5 2 LDF7-50A(1-5/8) 160.00 - 180.00 0.6000 0.6000 T5 4 Feedline Ladder (Af) 160.00 - 180.00 0.6000 0.6000 T5 16 Feedline Ladder (Af) 160.00 - 180.00 0.6000 0.6000 T5 23 Climbing Ladder ( Flat) 160.00 - 180.00 0.6000 0.6000 T5 24 Safety Line 3/8 160.00 - 180.00 0.6000 0.6000 T5 30 Light Chord 160.00 - 180.00 0.6000 0.6000 T6 2 LDF7-50A(1-5/8) 140.00 - 160.00 0.6000 0.6000 T6 4 Feedline Ladder (Af) 140.00 - 160.00 0.6000 0.6000 T6 6 LCF158-50J(1-5/8) 140.00 - 143.00 0.6000 0.6000 T6 7 LCF158-50J(1-5/8) 140.00 - 143.00 0.6000 0.6000 T6 8 LCF158-50J(1-5/8) 140.00 - 143.00 0.6000 0.6000 T6 9 LCF158-50J(1-5/8) 140.00 - 143.00 0.6000 0.6000 T6 10 WR-VG86ST-BRD(3/4) 140.00 - 143.00 0.6000 0.6000 T6 14 FB-L98B-034-XXX(3/8) 140.00 - 143.00 0.6000 0.6000 T6 16 Feedline Ladder (Af) 140.00 - 160.00 0.6000 0.6000 T6 23 Climbing Ladder ( Flat) 140.00 - 160.00 0.6000 0.6000 T6 24 Safety Line 3/8 140.00 - 160.00 0.6000 0.6000 T6 26 Feedline Ladder (Af) 140.00 - 145.00 0.6000 0.6000 T6 27 Feedline Ladder (Af) 140.00 - 145.00 0.6000 0.6000 T6 30 Light Chord 140.00 - 160.00 0.6000 0.6000 T7 2 LDF7-50A(1-5/8) 120.00 - 140.00 0.6000 0.6000 T7 4 Feedline Ladder (Af) 120.00 - 140.00 0.6000 0.6000 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 14 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T7 6 LCF158-50J(1-5/8) 120.00 - 140.00 0.6000 0.6000 T7 7 LCF158-50J(1-5/8) 120.00 - 140.00 0.6000 0.6000 T7 8 LCF158-50J(1-5/8) 120.00 - 140.00 0.6000 0.6000 T7 9 LCF158-50J(1-5/8) 120.00 - 140.00 0.6000 0.6000 T7 10 WR-VG86ST-BRD(3/4) 120.00 - 140.00 0.6000 0.6000 T7 14 FB-L98B-034-XXX(3/8) 120.00 - 140.00 0.6000 0.6000 T7 16 Feedline Ladder (Af) 120.00 - 140.00 0.6000 0.6000 T7 20 HB158-21U6S24-xxM_TMO (1-5/8) 120.00 - 130.00 0.6000 0.6000 T7 21 Feedline Ladder (Af) 120.00 - 130.00 0.6000 0.6000 T7 23 Climbing Ladder ( Flat) 120.00 - 140.00 0.6000 0.6000 T7 24 Safety Line 3/8 120.00 - 140.00 0.6000 0.6000 T7 26 Feedline Ladder (Af) 120.00 - 140.00 0.6000 0.6000 T7 27 Feedline Ladder (Af) 120.00 - 140.00 0.6000 0.6000 T7 29 Light Chord 120.00 - 125.00 0.6000 0.6000 T7 30 Light Chord 125.00 - 140.00 0.6000 0.6000 T8 2 LDF7-50A(1-5/8) 100.00 - 120.00 0.6000 0.6000 T8 4 Feedline Ladder (Af) 100.00 - 120.00 0.6000 0.6000 T8 6 LCF158-50J(1-5/8) 100.00 - 120.00 0.6000 0.6000 T8 7 LCF158-50J(1-5/8) 100.00 - 120.00 0.6000 0.6000 T8 8 LCF158-50J(1-5/8) 100.00 - 120.00 0.6000 0.6000 T8 9 LCF158-50J(1-5/8) 100.00 - 120.00 0.6000 0.6000 T8 10 WR-VG86ST-BRD(3/4) 100.00 - 120.00 0.6000 0.6000 T8 14 FB-L98B-034-XXX(3/8) 100.00 - 120.00 0.6000 0.6000 T8 16 Feedline Ladder (Af) 100.00 - 120.00 0.6000 0.6000 T8 20 HB158-21U6S24-xxM_TMO (1-5/8) 100.00 - 120.00 0.6000 0.6000 T8 21 Feedline Ladder (Af) 100.00 - 120.00 0.6000 0.6000 T8 23 Climbing Ladder ( Flat) 100.00 - 120.00 0.6000 0.6000 T8 24 Safety Line 3/8 100.00 - 120.00 0.6000 0.6000 T8 26 Feedline Ladder (Af) 100.00 - 120.00 0.6000 0.6000 T8 27 Feedline Ladder (Af) 100.00 - 120.00 0.6000 0.6000 T8 29 Light Chord 100.00 - 120.00 0.6000 0.6000 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 15 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T9 2 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T9 4 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T9 6 LCF158-50J(1-5/8) 80.00 - 100.00 0.6000 0.6000 T9 7 LCF158-50J(1-5/8) 80.00 - 100.00 0.6000 0.6000 T9 8 LCF158-50J(1-5/8) 80.00 - 100.00 0.6000 0.6000 T9 9 LCF158-50J(1-5/8) 80.00 - 100.00 0.6000 0.6000 T9 10 WR-VG86ST-BRD(3/4) 80.00 - 100.00 0.6000 0.6000 T9 14 FB-L98B-034-XXX(3/8) 80.00 - 100.00 0.6000 0.6000 T9 16 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T9 20 HB158-21U6S24-xxM_TMO (1-5/8) 80.00 - 100.00 0.6000 0.6000 T9 21 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T9 23 Climbing Ladder ( Flat) 80.00 - 100.00 0.6000 0.6000 T9 24 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 T9 26 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T9 27 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T9 29 Light Chord 80.00 - 100.00 0.6000 0.6000 T10 2 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 T10 4 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T10 6 LCF158-50J(1-5/8) 60.00 - 80.00 0.6000 0.6000 T10 7 LCF158-50J(1-5/8) 60.00 - 80.00 0.6000 0.6000 T10 8 LCF158-50J(1-5/8) 60.00 - 80.00 0.6000 0.6000 T10 9 LCF158-50J(1-5/8) 60.00 - 80.00 0.6000 0.6000 T10 10 WR-VG86ST-BRD(3/4) 60.00 - 80.00 0.6000 0.6000 T10 14 FB-L98B-034-XXX(3/8) 60.00 - 80.00 0.6000 0.6000 T10 16 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T10 20 HB158-21U6S24-xxM_TMO (1-5/8) 60.00 - 80.00 0.6000 0.6000 T10 21 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T10 23 Climbing Ladder ( Flat) 60.00 - 80.00 0.6000 0.6000 T10 24 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 T10 26 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T10 27 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T10 29 Light Chord 60.00 - 80.00 0.6000 0.6000 T11 2 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 T11 4 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T11 6 LCF158-50J(1-5/8) 40.00 - 60.00 0.6000 0.6000 T11 7 LCF158-50J(1-5/8) 40.00 - 60.00 0.6000 0.6000 T11 8 LCF158-50J(1-5/8) 40.00 - 60.00 0.6000 0.6000 T11 9 LCF158-50J(1-5/8) 40.00 - 60.00 0.6000 0.6000 T11 10 WR-VG86ST-BRD(3/4) 40.00 - 60.00 0.6000 0.6000 T11 14 FB-L98B-034-XXX(3/8) 40.00 - 60.00 0.6000 0.6000 T11 16 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T11 20 HB158-21U6S24-xxM_TMO (1-5/8) 40.00 - 60.00 0.6000 0.6000 T11 21 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T11 23 Climbing Ladder ( Flat) 40.00 - 60.00 0.6000 0.6000 T11 24 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000 T11 26 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T11 27 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T11 29 Light Chord 40.00 - 60.00 0.6000 0.6000 T12 2 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000 T12 4 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T12 6 LCF158-50J(1-5/8) 20.00 - 40.00 0.6000 0.6000 T12 7 LCF158-50J(1-5/8) 20.00 - 40.00 0.6000 0.6000 T12 8 LCF158-50J(1-5/8) 20.00 - 40.00 0.6000 0.6000 T12 9 LCF158-50J(1-5/8) 20.00 - 40.00 0.6000 0.6000 T12 10 WR-VG86ST-BRD(3/4) 20.00 - 40.00 0.6000 0.6000 T12 14 FB-L98B-034-XXX(3/8) 20.00 - 40.00 0.6000 0.6000 T12 16 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T12 20 HB158-21U6S24-xxM_TMO (1-5/8) 20.00 - 40.00 0.6000 0.6000 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 16 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T12 21 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T12 23 Climbing Ladder ( Flat) 20.00 - 40.00 0.6000 0.6000 T12 24 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000 T12 26 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T12 27 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T12 29 Light Chord 20.00 - 40.00 0.6000 0.6000 T13 2 LDF7-50A(1-5/8) 0.00 - 20.00 0.6000 0.6000 T13 4 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T13 6 LCF158-50J(1-5/8) 0.00 - 20.00 0.6000 0.6000 T13 7 LCF158-50J(1-5/8) 0.00 - 20.00 0.6000 0.6000 T13 8 LCF158-50J(1-5/8) 0.00 - 20.00 0.6000 0.6000 T13 9 LCF158-50J(1-5/8) 0.00 - 20.00 0.6000 0.6000 T13 10 WR-VG86ST-BRD(3/4) 0.00 - 20.00 0.6000 0.6000 T13 14 FB-L98B-034-XXX(3/8) 0.00 - 20.00 0.6000 0.6000 T13 16 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T13 20 HB158-21U6S24-xxM_TMO (1-5/8) 0.00 - 20.00 0.6000 0.6000 T13 21 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T13 23 Climbing Ladder ( Flat) 0.00 - 20.00 0.6000 0.6000 T13 24 Safety Line 3/8 0.00 - 20.00 0.6000 0.6000 T13 26 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T13 27 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T13 29 Light Chord 0.00 - 20.00 0.6000 0.6000 Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K Flash Beacon Lighting C From Leg 0.500 0.000 1.000 0.000 249.500 No Ice 2.700 2.700 0.050 Side Lighting A From Leg 0.500 0.000 0.000 0.000 125.000 No Ice 0.091 0.091 0.005 Side Lighting B From Leg 0.500 0.000 0.000 0.000 125.000 No Ice 0.091 0.091 0.005 Side Lighting C From Leg 0.500 0.000 0.000 0.000 125.000 No Ice 0.091 0.091 0.005 * 9' Dipole B From Leg 1.000 0.000 0.000 0.000 234.000 No Ice 3.150 3.150 0.011 9' Dipole A From Leg 1.000 0.000 0.000 0.000 215.000 No Ice 3.150 3.150 0.011 9' Dipole B From Leg 1.000 0.000 0.000 0.000 191.000 No Ice 3.150 3.150 0.011 9' Dipole A From Leg 1.000 0.000 0.000 0.000 177.000 No Ice 3.150 3.150 0.011 * ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 17 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K (2) X7CQAP-665-VR0 A From Leg 4.000 0.000 1.000 0.000 243.000 No Ice 9.520 4.710 0.058 (2) X7CQAP-665-VR0 B From Leg 4.000 0.000 1.000 0.000 243.000 No Ice 9.520 4.710 0.058 (2) X7CQAP-665-VR0 C From Leg 4.000 0.000 1.000 0.000 243.000 No Ice 9.520 4.710 0.058 (2) E15R05P19 A From Leg 4.000 0.000 1.000 0.000 243.000 No Ice 0.908 0.550 0.022 (2) E15R05P19 B From Leg 4.000 0.000 1.000 0.000 243.000 No Ice 0.908 0.550 0.022 (2) E15R05P19 C From Leg 4.000 0.000 1.000 0.000 243.000 No Ice 0.908 0.550 0.022 RRUS12/RRUS A2 A From Leg 4.000 0.000 1.000 0.000 243.000 No Ice 3.143 1.835 0.072 RRUS12/RRUS A2 B From Leg 4.000 0.000 1.000 0.000 243.000 No Ice 3.143 1.835 0.072 RRUS12/RRUS A2 C From Leg 4.000 0.000 1.000 0.000 243.000 No Ice 3.143 1.835 0.072 (2) DBC-7CAP A From Leg 4.000 0.000 0.000 0.000 243.000 No Ice 0.613 0.116 0.007 (2) DBC-7CAP B From Leg 4.000 0.000 0.000 0.000 243.000 No Ice 0.613 0.116 0.007 (2) DBC-7CAP C From Leg 4.000 0.000 0.000 0.000 243.000 No Ice 0.613 0.116 0.007 RXXDC-3315-PF-48 B From Leg 4.000 0.000 2.000 0.000 243.000 No Ice 3.708 2.192 0.032 8' x 2'' Mount Pipe A From Leg 4.000 0.000 0.000 0.000 243.000 No Ice 1.784 1.784 0.029 8' x 2'' Mount Pipe B From Leg 4.000 0.000 0.000 0.000 243.000 No Ice 1.784 1.784 0.029 8' x 2'' Mount Pipe C From Leg 4.000 0.000 0.000 0.000 243.000 No Ice 1.784 1.784 0.029 Sector Mount [SM 402-3] C None 0.000 243.000 No Ice 18.870 18.870 0.851 * DC6-48-60-18-8F A From Leg 4.000 0.000 3.000 0.000 143.000 No Ice 1.212 1.212 0.033 (3) SBNHH-1D85B w/ Mount Pipe A From Leg 4.000 0.000 3.000 0.000 143.000 No Ice 4.090 3.300 0.068 (3) SBNHH-1D85B w/ C From Leg 4.000 0.000 143.000 No Ice 4.090 3.300 0.068 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 18 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K Mount Pipe 0.000 3.000 (2) ET-X-UW-68-14-65-18-IR-A T w/ Mount Pipe B From Leg 4.000 0.000 3.000 0.000 143.000 No Ice 4.110 3.010 0.069 80010965K w/ Mount Pipe B From Leg 4.000 0.000 3.000 0.000 143.000 No Ice 12.260 5.790 0.160 RRUS 32 A From Leg 4.000 0.000 3.000 0.000 143.000 No Ice 2.857 1.777 0.055 RRUS 32 B From Leg 4.000 0.000 3.000 0.000 143.000 No Ice 2.857 1.777 0.055 RRUS 32 C From Leg 4.000 0.000 3.000 0.000 143.000 No Ice 2.857 1.777 0.055 RRUS 4449 B5/B12 A From Leg 4.000 0.000 3.000 0.000 143.000 No Ice 1.968 1.408 0.071 RRUS 4449 B5/B12 B From Leg 4.000 0.000 3.000 0.000 143.000 No Ice 1.968 1.408 0.071 RRUS 4449 B5/B12 C From Leg 4.000 0.000 3.000 0.000 143.000 No Ice 1.968 1.408 0.071 RRUS 8843 B2/B66A A From Leg 4.000 0.000 3.000 0.000 143.000 No Ice 1.639 1.353 0.072 RRUS 8843 B2/B66A B From Leg 4.000 0.000 3.000 0.000 143.000 No Ice 1.639 1.353 0.072 RRUS 8843 B2/B66A C From Leg 4.000 0.000 3.000 0.000 143.000 No Ice 1.639 1.353 0.072 DC6-48-60-18-8C B From Leg 4.000 0.000 3.000 0.000 143.000 No Ice 2.737 2.737 0.026 DC6-48-60-18-8C C From Leg 4.000 0.000 3.000 0.000 143.000 No Ice 2.737 2.737 0.026 2' x 2-1/2'' Mount Pipe C From Leg 2.000 0.000 3.000 0.000 143.000 No Ice 0.346 0.346 0.027 Sector Mount [SM 502-3] C None 0.000 143.000 No Ice 29.820 29.820 1.673 * FFVV-65C-R3-V1_TMO w/ Mount Pipe A From Leg 4.000 0.000 2.000 0.000 130.000 No Ice 12.970 6.200 0.157 FFVV-65C-R3-V1_TMO w/ Mount Pipe B From Leg 4.000 0.000 2.000 0.000 130.000 No Ice 12.970 6.200 0.157 FFVV-65C-R3-V1_TMO w/ Mount Pipe C From Leg 4.000 0.000 2.000 0.000 130.000 No Ice 12.970 6.200 0.157 AIR6449 B41_T-MOBILE A From Leg 4.000 0.000 0.000 130.000 No Ice 5.270 2.030 0.115 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 19 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 2.000 AIR6449 B41_T-MOBILE B From Leg 4.000 0.000 2.000 0.000 130.000 No Ice 5.270 2.030 0.115 AIR6449 B41_T-MOBILE C From Leg 4.000 0.000 2.000 0.000 130.000 No Ice 5.270 2.030 0.115 RADIO 4460 B2/B25 B66_TMO A From Leg 4.000 0.000 2.000 0.000 130.000 No Ice 2.139 1.686 0.109 RADIO 4460 B2/B25 B66_TMO B From Leg 4.000 0.000 2.000 0.000 130.000 No Ice 2.139 1.686 0.109 RADIO 4460 B2/B25 B66_TMO C From Leg 4.000 0.000 2.000 0.000 130.000 No Ice 2.139 1.686 0.109 RADIO 4480 B71_TMO A From Leg 4.000 0.000 2.000 0.000 130.000 No Ice 2.852 1.383 0.093 RADIO 4480 B71_TMO B From Leg 4.000 0.000 2.000 0.000 130.000 No Ice 2.852 1.383 0.093 RADIO 4480 B71_TMO C From Leg 4.000 0.000 2.000 0.000 130.000 No Ice 2.852 1.383 0.093 (3) 10' x 2'' Mount Pipe A From Leg 4.000 0.000 0.000 0.000 130.000 No Ice 2.375 2.375 0.037 (3) 10' x 2'' Mount Pipe B From Leg 4.000 0.000 0.000 0.000 130.000 No Ice 2.375 2.375 0.037 (3) 10' x 2'' Mount Pipe C From Leg 4.000 0.000 0.000 0.000 130.000 No Ice 2.375 2.375 0.037 Sector Mount [SM 702-3] C None 0.000 130.000 No Ice 38.890 38.890 1.551 * Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 20 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Comb. No. Description 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Maximum Member Forces Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft T1 250 - 240 Leg Max Tension 7 2.265 -0.802 0.337 Max. Compression 18 -4.132 0.810 -0.342 Max. Mx 8 -3.635 1.499 0.017 Max. My 3 0.792 -0.010 -1.537 Max. Vy 8 -1.137 -0.737 -0.031 Max. Vx 3 1.165 -0.009 0.747 Diagonal Max Tension 7 2.488 0.000 0.000 Max. Compression 18 -2.622 0.000 0.000 Max. Mx 22 -0.412 0.007 0.000 Max. My 24 0.001 0.004 0.002 Max. Vy 22 0.006 0.007 0.000 Max. Vx 24 0.000 0.000 0.000 Top Girt Max Tension 23 0.193 0.000 0.000 Max. Compression 10 -0.239 0.000 0.000 Max. Mx 2 0.075 -0.014 0.000 Max. Vy 2 0.009 0.000 0.000 T2 240 - 220 Leg Max Tension 7 30.867 -0.144 -0.102 Max. Compression 18 -35.315 0.095 0.089 Max. Mx 11 -11.969 0.882 0.002 Max. My 4 -1.109 -0.001 -0.923 Max. Vy 3 0.232 0.872 -0.081 Max. Vx 4 -0.316 -0.001 -0.923 Diagonal Max Tension 7 5.172 0.000 0.000 Max. Compression 18 -5.462 0.000 0.000 Max. Mx 6 3.474 0.022 -0.005 Max. My 6 -4.808 -0.001 -0.008 Max. Vy 6 0.012 0.022 -0.005 Max. Vx 18 -0.002 0.000 0.000 T3 220 - 200 Leg Max Tension 7 64.571 -0.097 -0.111 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 21 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Compression 18 -72.960 0.183 0.095 Max. Mx 19 -59.180 0.203 0.057 Max. My 16 -2.927 -0.011 0.272 Max. Vy 19 -0.166 0.203 0.057 Max. Vx 10 -0.202 -0.105 0.163 Diagonal Max Tension 18 6.621 0.000 0.000 Max. Compression 18 -6.889 0.000 0.000 Max. Mx 18 4.332 0.027 0.008 Max. My 16 4.086 0.020 0.008 Max. Vy 18 -0.014 0.027 0.008 Max. Vx 16 -0.002 0.000 0.000 T4 200 - 180 Leg Max Tension 7 100.829 -0.223 -0.130 Max. Compression 18 -114.109 0.085 0.083 Max. Mx 19 -112.916 0.235 0.129 Max. My 16 -4.824 -0.014 0.411 Max. Vy 3 0.141 0.177 -0.091 Max. Vx 16 0.316 -0.010 0.389 Diagonal Max Tension 18 8.492 0.000 0.000 Max. Compression 18 -8.716 0.000 0.000 Max. Mx 6 4.956 0.046 -0.009 Max. My 18 -8.639 0.010 0.014 Max. Vy 6 0.021 0.046 -0.009 Max. Vx 18 -0.003 0.000 0.000 T5 180 - 160 Leg Max Tension 7 136.245 0.212 -0.087 Max. Compression 18 -154.933 -0.294 0.078 Max. Mx 18 -154.780 0.564 0.027 Max. My 16 -5.966 -0.038 0.449 Max. Vy 18 0.244 0.564 0.026 Max. Vx 16 0.236 -0.038 0.449 Diagonal Max Tension 18 10.921 0.000 0.000 Max. Compression 18 -11.465 0.000 0.000 Max. Mx 2 8.944 0.058 0.000 Max. My 2 1.459 0.000 -0.002 Max. Vy 2 -0.027 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Horizontal Max Tension 18 0.392 0.018 -0.000 Max. Compression 7 -0.357 0.000 0.000 Max. Mx 6 0.054 0.018 -0.001 Max. My 2 -0.009 0.016 -0.001 Max. Vy 6 0.013 0.018 -0.001 Max. Vx 2 0.000 0.017 -0.001 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 24 -0.003 0.000 0.000 Max. Mx 2 -0.003 -0.017 0.000 Max. Vy 2 0.010 0.000 0.000 T6 160 - 140 Leg Max Tension 7 175.743 0.416 -0.086 Max. Compression 18 -203.104 0.245 0.133 Max. Mx 22 151.600 1.466 0.012 Max. My 4 -9.762 -0.072 1.566 Max. Vy 22 -1.380 -1.238 0.012 Max. Vx 4 -1.070 0.002 -0.466 Diagonal Max Tension 19 13.668 0.000 0.000 Max. Compression 18 -14.306 0.000 0.000 Max. Mx 2 11.335 0.073 0.000 Max. My 2 1.500 0.000 -0.002 Max. Vy 2 0.031 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Horizontal Max Tension 7 1.585 0.000 0.000 Max. Compression 18 -1.648 0.028 0.001 Max. Mx 2 0.485 0.030 -0.004 Max. My 10 0.513 0.030 -0.004 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 22 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Vy 2 -0.019 0.030 -0.004 Max. Vx 10 -0.001 0.030 -0.004 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 22 -0.004 0.000 0.000 Max. Mx 2 -0.004 -0.023 0.000 Max. Vy 2 0.012 0.000 0.000 T7 140 - 120 Leg Max Tension 7 225.837 0.271 -0.092 Max. Compression 18 -263.054 -0.509 0.104 Max. Mx 18 -262.818 0.842 0.002 Max. My 16 -10.246 -0.072 1.345 Max. Vy 22 -2.176 0.201 0.056 Max. Vx 16 2.371 -0.057 0.150 Diagonal Max Tension 20 18.870 0.000 0.000 Max. Compression 18 -19.825 0.000 0.000 Max. Mx 2 15.197 0.089 0.000 Max. My 2 1.994 0.000 -0.003 Max. Vy 2 0.035 0.000 0.000 Max. Vx 2 -0.001 0.000 0.000 Horizontal Max Tension 18 0.476 0.040 -0.001 Max. Compression 7 -0.414 0.000 0.000 Max. Mx 18 -0.309 0.053 -0.002 Max. My 6 0.350 0.046 -0.002 Max. Vy 18 -0.027 0.053 -0.002 Max. Vx 2 0.001 0.053 -0.002 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 14 -0.004 0.000 0.000 Max. Mx 2 -0.004 -0.037 0.000 Max. Vy 2 0.017 0.000 0.000 T8 120 - 100 Leg Max Tension 7 285.142 0.349 -0.083 Max. Compression 18 -331.968 -0.482 0.143 Max. Mx 18 -331.717 1.021 -0.018 Max. My 16 -16.300 -0.087 1.287 Max. Vy 18 -0.383 1.003 -0.009 Max. Vx 16 -0.410 -0.087 1.287 Diagonal Max Tension 20 21.336 0.000 0.000 Max. Compression 18 -21.885 0.000 0.000 Max. Mx 2 16.834 0.131 0.000 Max. My 2 1.518 0.000 -0.004 Max. Vy 2 -0.047 0.000 0.000 Max. Vx 2 0.002 0.000 0.000 Horizontal Max Tension 18 0.498 0.053 -0.002 Max. Compression 17 -0.446 0.047 -0.001 Max. Mx 18 -0.425 0.061 -0.001 Max. My 6 0.391 0.057 -0.002 Max. Vy 18 -0.029 0.061 -0.001 Max. Vx 6 -0.001 0.049 -0.002 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 18 -0.005 0.000 0.000 Max. Mx 2 -0.005 -0.046 0.000 Max. Vy 2 0.019 0.000 0.000 T9 100 - 80 Leg Max Tension 7 345.948 0.592 -0.075 Max. Compression 18 -403.711 -3.553 -0.149 Max. Mx 18 -403.711 -3.553 -0.149 Max. My 16 -17.139 -0.087 1.287 Max. Vy 18 1.189 1.991 0.037 Max. Vx 16 0.416 -0.087 1.287 Diagonal Max Tension 21 24.092 0.000 0.000 Max. Compression 18 -24.591 0.000 0.000 Max. Mx 2 19.146 0.253 0.000 Max. My 2 0.986 0.000 -0.008 Max. Vy 2 -0.084 0.000 0.000 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 23 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Vx 2 0.003 0.000 0.000 Horizontal Max Tension 18 1.174 0.084 -0.002 Max. Compression 7 -1.025 0.000 0.000 Max. Mx 18 -0.487 0.096 -0.004 Max. My 18 -0.487 0.096 -0.004 Max. Vy 18 -0.042 0.096 -0.004 Max. Vx 18 0.001 0.096 -0.004 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 6 -0.008 0.000 0.000 Max. Mx 2 -0.008 -0.068 0.000 Max. Vy 2 0.025 0.000 0.000 T10 80 - 60 Leg Max Tension 7 391.753 3.015 0.142 Max. Compression 18 -457.872 -5.197 0.124 Max. Mx 18 -457.872 -5.197 0.124 Max. My 16 -23.016 -0.411 2.388 Max. Vy 18 -1.718 4.647 0.279 Max. Vx 16 -0.892 -0.411 2.388 Diagonal Max Tension 20 30.801 -0.220 0.116 Max. Compression 18 -31.919 0.000 0.000 Max. Mx 18 29.362 -0.242 0.145 Max. My 18 22.473 -0.229 -0.145 Max. Vy 18 -0.058 -0.242 0.145 Max. Vx 18 0.020 0.000 0.000 Horizontal Max Tension 19 0.737 -0.089 0.002 Max. Compression 6 -0.702 0.000 0.000 Max. Mx 18 -0.345 -0.138 0.005 Max. My 18 -0.345 -0.138 0.005 Max. Vy 18 0.056 -0.138 0.005 Max. Vx 18 -0.002 -0.138 0.005 Redund Horz 1 Bracing Max Tension 18 1.992 0.000 0.000 Max. Compression 7 -1.764 0.000 0.000 Max. Mx 2 -1.221 0.025 0.000 Max. My 2 -1.230 0.000 -0.001 Max. Vy 2 -0.018 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Diag 1 Bracing Max Tension 7 1.192 0.000 0.000 Max. Compression 18 -1.539 0.000 0.000 Max. Mx 2 0.777 0.036 0.000 Max. My 2 0.077 0.000 -0.001 Max. Vy 2 -0.018 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Hip 1 Bracing Max Tension 19 0.042 0.000 0.000 Max. Compression 6 -0.044 0.000 0.000 Max. Mx 2 -0.023 -0.016 0.000 Max. Vy 2 0.011 0.000 0.000 Inner Bracing Max Tension 7 0.021 0.000 0.000 Max. Compression 18 -0.034 0.000 0.000 Max. Mx 2 0.006 0.101 0.000 Max. Vy 2 -0.035 0.000 0.000 T11 60 - 40 Leg Max Tension 7 453.302 4.190 -0.136 Max. Compression 18 -530.775 -4.032 0.246 Max. Mx 18 -528.401 5.733 0.283 Max. My 16 -24.151 -0.411 2.388 Max. Vy 18 -2.261 5.733 0.283 Max. Vx 19 -0.692 1.706 1.258 Diagonal Max Tension 20 32.255 -0.219 0.102 Max. Compression 18 -33.300 0.000 0.000 Max. Mx 18 29.149 -0.237 0.127 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 24 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. My 18 23.539 -0.223 -0.127 Max. Vy 18 -0.058 -0.237 0.127 Max. Vx 18 0.017 0.000 0.000 Horizontal Max Tension 19 0.680 -0.119 0.003 Max. Compression 6 -0.650 0.000 0.000 Max. Mx 6 0.375 -0.162 0.005 Max. My 6 0.375 -0.162 0.005 Max. Vy 6 0.061 -0.162 0.005 Max. Vx 6 -0.002 -0.162 0.005 Redund Horz 1 Bracing Max Tension 18 2.391 0.000 0.000 Max. Compression 7 -2.063 0.000 0.000 Max. Mx 2 0.063 0.030 0.000 Max. My 2 -0.791 0.000 -0.001 Max. Vy 2 -0.019 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Diag 1 Bracing Max Tension 7 1.332 0.000 0.000 Max. Compression 18 -1.758 0.000 0.000 Max. Mx 2 0.536 0.041 0.000 Max. My 2 0.435 0.000 -0.001 Max. Vy 2 -0.020 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Hip 1 Bracing Max Tension 19 0.034 0.000 0.000 Max. Compression 6 -0.038 0.000 0.000 Max. Mx 2 -0.008 -0.019 0.000 Max. Vy 2 0.012 0.000 0.000 Inner Bracing Max Tension 7 0.017 0.000 0.000 Max. Compression 18 -0.029 0.000 0.000 Max. Mx 2 0.004 0.120 0.000 Max. Vy 2 -0.038 0.000 0.000 T12 40 - 20 Leg Max Tension 7 514.877 3.359 -0.247 Max. Compression 18 -603.659 -6.517 0.113 Max. Mx 18 -603.659 -6.517 0.113 Max. My 16 -30.205 -0.542 3.410 Max. Vy 18 2.078 3.538 -0.257 Max. Vx 16 -1.122 -0.542 3.410 Diagonal Max Tension 20 33.599 -0.275 0.120 Max. Compression 18 -34.426 0.000 0.000 Max. Mx 18 30.979 -0.300 0.150 Max. My 18 23.952 -0.287 -0.150 Max. Vy 18 0.077 -0.300 0.150 Max. Vx 18 0.020 0.000 0.000 Horizontal Max Tension 19 0.722 -0.124 0.003 Max. Compression 6 -0.683 0.000 0.000 Max. Mx 18 -0.545 -0.188 0.006 Max. My 2 -0.427 -0.186 0.006 Max. Vy 18 0.066 -0.188 0.006 Max. Vx 2 0.002 -0.186 0.006 Redund Horz 1 Bracing Max Tension 8 2.144 0.000 0.000 Max. Compression 19 -1.947 0.000 0.000 Max. Mx 2 1.684 0.035 0.000 Max. My 2 -1.644 0.000 -0.001 Max. Vy 2 -0.021 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Diag 1 Bracing Max Tension 18 1.362 0.000 0.000 Max. Compression 18 -1.584 0.000 0.000 Max. Mx 2 0.542 0.046 0.000 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 25 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. My 2 0.242 0.000 -0.002 Max. Vy 2 -0.021 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Hip 1 Bracing Max Tension 19 0.038 0.000 0.000 Max. Compression 6 -0.044 0.000 0.000 Max. Mx 2 -0.011 -0.022 0.000 Max. Vy 2 0.013 0.000 0.000 Inner Bracing Max Tension 7 0.020 0.000 0.000 Max. Compression 18 -0.036 0.000 0.000 Max. Mx 2 0.005 0.176 0.000 Max. Vy 2 -0.052 0.000 0.000 T13 20 - 0 Leg Max Tension 7 573.961 5.188 -0.128 Max. Compression 18 -675.950 0.000 -0.000 Max. Mx 18 -672.545 -6.517 0.113 Max. My 16 -31.654 -0.542 3.410 Max. Vy 18 -2.665 6.516 0.266 Max. Vx 16 0.560 -0.542 3.410 Diagonal Max Tension 20 34.500 -0.273 0.104 Max. Compression 18 -35.223 0.000 0.000 Max. Mx 18 30.915 -0.293 0.129 Max. My 18 32.405 -0.293 0.129 Max. Vy 18 -0.077 -0.293 0.129 Max. Vx 18 -0.017 0.000 0.000 Horizontal Max Tension 19 0.476 -0.199 0.006 Max. Compression 6 -0.487 0.000 0.000 Max. Mx 6 0.310 -0.272 0.009 Max. My 6 0.310 -0.272 0.009 Max. Vy 6 0.086 -0.272 0.009 Max. Vx 6 -0.003 -0.272 0.009 Redund Horz 1 Bracing Max Tension 18 2.689 0.000 0.000 Max. Compression 7 -2.292 0.000 0.000 Max. Mx 2 0.683 0.040 0.000 Max. My 2 -0.585 0.000 -0.001 Max. Vy 2 -0.022 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Diag 1 Bracing Max Tension 7 1.363 0.000 0.000 Max. Compression 18 -1.916 0.000 0.000 Max. Mx 2 0.374 0.052 0.000 Max. My 2 0.566 0.000 -0.002 Max. Vy 2 -0.023 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Hip 1 Bracing Max Tension 19 0.030 0.000 0.000 Max. Compression 6 -0.037 0.000 0.000 Max. Mx 2 -0.021 -0.025 0.000 Max. Vy 2 0.014 0.000 0.000 Inner Bracing Max Tension 7 0.015 0.000 0.000 Max. Compression 18 -0.032 0.000 0.000 Max. Mx 2 0.002 0.203 0.000 Max. Vy 2 -0.056 0.000 0.000 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 26 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Leg C Max. Vert 18 710.305 75.939 -40.382 Max. Hx 18 710.305 75.939 -40.382 Max. Hz 7 -603.075 -66.334 34.884 Min. Vert 7 -603.075 -66.334 34.884 Min. Hx 7 -603.075 -66.334 34.884 Min. Hz 18 710.305 75.939 -40.382 Leg B Max. Vert 10 653.980 -69.568 -38.580 Max. Hx 21 -516.128 60.388 25.256 Max. Hz 25 -461.301 48.724 33.049 Min. Vert 23 -542.971 59.929 33.022 Min. Hx 10 653.980 -69.568 -38.580 Min. Hz 10 653.980 -69.568 -38.580 Leg A Max. Vert 2 646.171 -0.074 78.704 Max. Hx 20 33.825 10.555 2.713 Max. Hz 2 646.171 -0.074 78.704 Min. Vert 15 -539.701 0.108 -67.648 Min. Hx 9 23.204 -10.521 1.834 Min. Hz 15 -539.701 0.108 -67.648 Tower Mast Reaction Summary Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead Only 83.994 0.000 0.000 21.853 -26.988 0.000 1.2 Dead+1.0 Wind 0 deg - No Ice 100.792 -0.193 -132.865 -15915.125 -0.247 -5.540 0.9 Dead+1.0 Wind 0 deg - No Ice 75.594 -0.193 -132.865 -15921.681 7.849 -5.540 1.2 Dead+1.0 Wind 30 deg - No Ice 100.792 64.435 -111.605 -13646.204 -7926.165 130.891 0.9 Dead+1.0 Wind 30 deg - No Ice 75.594 64.435 -111.605 -13652.760 -7918.069 130.891 1.2 Dead+1.0 Wind 60 deg - No Ice 100.792 116.057 -66.783 -8101.844 -14174.888 153.861 0.9 Dead+1.0 Wind 60 deg - No Ice 75.594 116.057 -66.783 -8108.399 -14166.792 153.861 1.2 Dead+1.0 Wind 90 deg - No Ice 100.792 134.656 0.193 58.362 -16289.251 106.317 0.9 Dead+1.0 Wind 90 deg - No Ice 75.594 134.656 0.193 51.806 -16281.154 106.317 1.2 Dead+1.0 Wind 120 deg - No Ice 100.792 116.299 67.145 8064.644 -13955.339 71.152 0.9 Dead+1.0 Wind 120 deg - No Ice 75.594 116.299 67.145 8058.088 -13947.243 71.152 1.2 Dead+1.0 Wind 150 deg - No Ice 100.792 61.320 105.825 12664.566 -7366.247 77.351 0.9 Dead+1.0 Wind 150 deg - No Ice 75.594 61.320 105.825 12658.010 -7358.150 77.351 1.2 Dead+1.0 Wind 180 deg - No Ice 100.792 0.193 121.401 14683.070 -64.525 5.540 0.9 Dead+1.0 Wind 180 deg - No Ice 75.594 0.193 121.401 14676.514 -56.428 5.540 1.2 Dead+1.0 Wind 210 deg - 100.792 -64.435 111.605 13698.651 7861.394 -130.891 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 27 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft No Ice 0.9 Dead+1.0 Wind 210 deg - No Ice 75.594 -64.435 111.605 13692.095 7869.490 -130.891 1.2 Dead+1.0 Wind 240 deg - No Ice 100.792 -125.985 72.515 8796.542 15222.528 -153.861 0.9 Dead+1.0 Wind 240 deg - No Ice 75.594 -125.985 72.515 8789.986 15230.624 -153.861 1.2 Dead+1.0 Wind 270 deg - No Ice 100.792 -134.656 -0.193 -5.915 16224.479 -106.317 0.9 Dead+1.0 Wind 270 deg - No Ice 75.594 -134.656 -0.193 -12.471 16232.575 -106.317 1.2 Dead+1.0 Wind 300 deg - No Ice 100.792 -106.370 -61.413 -7369.946 12778.156 -71.152 0.9 Dead+1.0 Wind 300 deg - No Ice 75.594 -106.370 -61.413 -7376.502 12786.252 -71.152 1.2 Dead+1.0 Wind 330 deg - No Ice 100.792 -61.320 -105.825 -12612.119 7301.475 -77.351 0.9 Dead+1.0 Wind 330 deg - No Ice 75.594 -61.320 -105.825 -12618.675 7309.572 -77.351 Dead+Wind 0 deg - Service 83.994 -0.025 -17.847 -2116.396 -22.774 -0.551 Dead+Wind 30 deg - Service 83.994 8.662 -15.002 -1812.461 -1086.030 17.242 Dead+Wind 60 deg - Service 83.994 15.586 -8.970 -1067.909 -1922.940 20.137 Dead+Wind 90 deg - Service 83.994 18.082 0.025 26.067 -2206.609 13.796 Dead+Wind 120 deg - Service 83.994 15.618 9.017 1099.860 -1894.152 9.117 Dead+Wind 150 deg - Service 83.994 8.253 14.245 1720.574 -1012.611 9.918 Dead+Wind 180 deg - Service 83.994 0.025 16.344 1991.673 -31.202 0.551 Dead+Wind 210 deg - Service 83.994 -8.662 15.002 1856.167 1032.053 -17.242 Dead+Wind 240 deg - Service 83.994 -16.888 9.721 1195.830 2014.827 -20.137 Dead+Wind 270 deg - Service 83.994 -18.082 -0.025 17.639 2152.632 -13.796 Dead+Wind 300 deg - Service 83.994 -14.316 -8.265 -971.940 1694.312 -9.117 Dead+Wind 330 deg - Service 83.994 -8.253 -14.245 -1676.868 958.635 -9.918 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 1 0.000 -83.994 0.000 0.000 83.994 0.000 0.000% 2 -0.193 -100.792 -132.865 0.193 100.792 132.865 0.000% 3 -0.193 -75.594 -132.865 0.193 75.594 132.865 0.000% 4 64.435 -100.792 -111.605 -64.435 100.792 111.605 0.000% 5 64.435 -75.594 -111.605 -64.435 75.594 111.605 0.000% 6 116.057 -100.792 -66.783 -116.057 100.792 66.783 0.000% 7 116.057 -75.594 -66.783 -116.057 75.594 66.783 0.000% 8 134.656 -100.792 0.193 -134.656 100.792 -0.193 0.000% 9 134.656 -75.594 0.193 -134.656 75.594 -0.193 0.000% 10 116.299 -100.792 67.145 -116.299 100.792 -67.145 0.000% 11 116.299 -75.594 67.145 -116.299 75.594 -67.145 0.000% 12 61.320 -100.792 105.825 -61.320 100.792 -105.825 0.000% 13 61.320 -75.594 105.825 -61.320 75.594 -105.825 0.000% 14 0.193 -100.792 121.401 -0.193 100.792 -121.401 0.000% 15 0.193 -75.594 121.401 -0.193 75.594 -121.401 0.000% 16 -64.435 -100.792 111.605 64.435 100.792 -111.605 0.000% 17 -64.435 -75.594 111.605 64.435 75.594 -111.605 0.000% 18 -125.985 -100.792 72.515 125.985 100.792 -72.515 0.000% 19 -125.985 -75.594 72.515 125.985 75.594 -72.515 0.000% 20 -134.656 -100.792 -0.193 134.656 100.792 0.193 0.000% 21 -134.656 -75.594 -0.193 134.656 75.594 0.193 0.000% ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 28 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 22 -106.370 -100.792 -61.413 106.370 100.792 61.413 0.000% 23 -106.370 -75.594 -61.413 106.370 75.594 61.413 0.000% 24 -61.320 -100.792 -105.825 61.320 100.792 105.825 0.000% 25 -61.320 -75.594 -105.825 61.320 75.594 105.825 0.000% 26 -0.025 -83.994 -17.847 0.025 83.994 17.847 0.000% 27 8.662 -83.994 -15.002 -8.662 83.994 15.002 0.000% 28 15.586 -83.994 -8.970 -15.586 83.994 8.970 0.000% 29 18.082 -83.994 0.025 -18.082 83.994 -0.025 0.000% 30 15.618 -83.994 9.017 -15.618 83.994 -9.017 0.000% 31 8.253 -83.994 14.245 -8.253 83.994 -14.245 0.000% 32 0.025 -83.994 16.344 -0.025 83.994 -16.344 0.000% 33 -8.662 -83.994 15.002 8.662 83.994 -15.002 0.000% 34 -16.888 -83.994 9.721 16.888 83.994 -9.721 0.000% 35 -18.082 -83.994 -0.025 18.082 83.994 0.025 0.000% 36 -14.316 -83.994 -8.265 14.316 83.994 8.265 0.000% 37 -8.253 -83.994 -14.245 8.253 83.994 14.245 0.000% Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 250 - 240 3.607 34 0.117 0.036 T2 240 - 220 3.362 34 0.116 0.035 T3 220 - 200 2.872 34 0.111 0.032 T4 200 - 180 2.406 34 0.104 0.027 T5 180 - 160 1.971 34 0.095 0.022 T6 160 - 140 1.583 34 0.084 0.019 T7 140 - 120 1.238 34 0.073 0.016 T8 120 - 100 0.930 34 0.062 0.013 T9 100 - 80 0.667 34 0.051 0.010 T10 80 - 60 0.456 34 0.040 0.008 T11 60 - 40 0.273 34 0.030 0.006 T12 40 - 20 0.138 34 0.020 0.003 T13 20 - 0 0.043 34 0.010 0.002 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 249.500 Flash Beacon Lighting 34 3.595 0.117 0.036 Inf 243.000 (2) X7CQAP-665-VR0 34 3.436 0.116 0.036 877440 234.000 9' Dipole 34 3.214 0.115 0.035 902916 215.000 9' Dipole 34 2.753 0.109 0.030 157715 191.000 9' Dipole 34 2.206 0.100 0.025 126370 177.000 9' Dipole 34 1.910 0.093 0.021 96058 143.000 DC6-48-60-18-8F 34 1.287 0.074 0.016 132655 130.000 FFVV-65C-R3-V1_TMO w/ Mount Pipe 34 1.079 0.067 0.014 125854 125.000 Side Lighting 34 1.003 0.065 0.013 120509 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 29 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 250 - 240 27.133 19 0.878 0.270 T2 240 - 220 25.282 19 0.876 0.268 T3 220 - 200 21.589 19 0.837 0.241 T4 200 - 180 18.077 19 0.782 0.205 T5 180 - 160 14.806 19 0.715 0.168 T6 160 - 140 11.884 19 0.631 0.146 T7 140 - 120 9.291 19 0.548 0.122 T8 120 - 100 6.980 19 0.467 0.096 T9 100 - 80 5.002 19 0.385 0.075 T10 80 - 60 3.417 19 0.304 0.062 T11 60 - 40 2.046 19 0.226 0.043 T12 40 - 20 1.032 19 0.153 0.025 T13 20 - 0 0.319 18 0.073 0.012 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 249.500 Flash Beacon Lighting 19 27.041 0.878 0.270 167090 243.000 (2) X7CQAP-665-VR0 19 25.838 0.877 0.269 122644 234.000 9' Dipole 19 24.167 0.868 0.262 140173 215.000 9' Dipole 19 20.690 0.824 0.232 21202 191.000 9' Dipole 19 16.569 0.754 0.187 16648 177.000 9' Dipole 19 14.345 0.703 0.164 12687 143.000 DC6-48-60-18-8F 19 9.661 0.560 0.126 17614 130.000 FFVV-65C-R3-V1_TMO w/ Mount Pipe 19 8.100 0.507 0.109 16721 125.000 Side Lighting 19 7.530 0.487 0.103 16011 Bolt Design Data Section No. Elevation ft Component Type Bolt Grade Bolt Size in Number Of Bolts Maximum Load per Bolt K Allowable Load per Bolt K Ratio Load Allowable Allowable Ratio Criteria T1 250 Leg A325N 0.625 4 0.566 20.340 0.028 1.05 Bolt Tension Diagonal A325N 0.625 2 1.244 6.785 0.183 1.05 Member Block Shear Top Girt A325N 0.625 1 0.193 7.875 0.024 1.05 Member Block Shear T2 240 Leg A325N 0.625 6 5.145 20.340 0.253 1.05 Bolt Tension Diagonal A325N 0.625 2 2.586 7.805 0.331 1.05 Member Block Shear T3 220 Leg A325N 0.875 6 10.762 41.556 0.259 1.05 Bolt Tension Diagonal A325N 0.625 2 3.311 7.805 0.424 1.05 Member Block Shear T4 200 Leg A325N 1.000 6 16.805 54.517 0.308 1.05 Bolt Tension ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 30 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Section No. Elevation ft Component Type Bolt Grade Bolt Size in Number Of Bolts Maximum Load per Bolt K Allowable Load per Bolt K Ratio Load Allowable Allowable Ratio Criteria Diagonal A325N 0.625 2 4.246 8.314 0.511 1.05 Member Block Shear T5 180 Leg A325N 1.000 6 22.683 54.517 0.416 1.05 Bolt Tension Diagonal A325N 0.625 2 5.461 15.609 0.350 1.05 Member Block Shear Horizontal A325N 0.625 1 3.104 7.875 0.394 1.05 Member Block Shear T6 160 Leg A325N 1.000 6 29.249 54.517 0.537 1.05 Bolt Tension Diagonal A325N 0.625 2 6.834 15.609 0.438 1.05 Member Block Shear Horizontal A325N 0.625 1 3.862 9.914 0.390 1.05 Member Block Shear T7 140 Leg A325N 1.125 6 37.522 68.695 0.546 1.05 Bolt Tension Diagonal A325N 0.625 2 9.435 15.609 0.604 1.05 Member Block Shear Horizontal A325N 0.625 1 4.770 10.934 0.436 1.05 Member Block Shear T8 120 Leg A325N 1.250 6 47.483 87.220 0.544 1.05 Bolt Tension Diagonal A325N 0.625 2 10.668 16.629 0.642 1.05 Member Block Shear Horizontal A325N 0.625 1 5.763 10.934 0.527 1.05 Member Block Shear T9 100 Leg A325N 1.250 6 57.603 87.220 0.660 1.05 Bolt Tension Diagonal A325X 0.625 2 12.046 25.658 0.469 1.05 Member Block Shear Horizontal A325N 0.625 1 7.001 13.806 0.507 1.05 Bolt Shear T10 80 Leg A325N 1.375 6 65.133 103.939 0.627 1.05 Bolt Tension Diagonal A325N 0.625 2 15.401 16.629 0.926 1.05 Member Block Shear Horizontal A325N 0.625 1 7.940 19.828 0.400 1.05 Member Block Shear Redund Horz 1 Bracing A325N 0.625 1 7.940 15.750 0.504 1.05 Member Block Shear Redund Diag 1 Bracing A325N 0.625 1 5.394 13.662 0.395 1.05 Member Block Shear Redund Hip 1 Bracing A325N 0.625 1 0.042 9.914 0.004 1.05 Member Block Shear T11 60 Leg A325N 1.500 6 75.430 126.472 0.596 1.05 Bolt Tension Diagonal A325N 0.625 2 16.128 16.629 0.970 1.05 Member Block Shear Horizontal A325N 0.625 1 9.205 19.828 0.464 1.05 Member Block Shear Redund Horz 1 Bracing A325N 0.625 1 9.205 15.750 0.584 1.05 Member Block Shear Redund Diag 1 Bracing A325N 0.625 1 6.040 13.662 0.442 1.05 Member Block Shear Redund Hip 1 Bracing A325N 0.625 1 0.034 9.914 0.003 1.05 Member Block Shear T12 40 Leg A325N 1.500 6 85.599 126.472 0.677 1.05 Bolt Tension Diagonal A325N 0.625 2 16.799 22.172 0.758 1.05 Member Block Shear Horizontal A325N 0.625 1 10.469 19.828 0.528 1.05 Member Block Shear Redund Horz 1 Bracing A325N 0.625 1 10.469 15.750 0.665 1.05 Member Block Shear ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 31 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Section No. Elevation ft Component Type Bolt Grade Bolt Size in Number Of Bolts Maximum Load per Bolt K Allowable Load per Bolt K Ratio Load Allowable Allowable Ratio Criteria Redund Diag 1 Bracing A325N 0.625 1 6.672 13.662 0.488 1.05 Member Block Shear Redund Hip 1 Bracing A325N 0.625 1 0.038 9.914 0.004 1.05 Member Block Shear T13 20 Diagonal A325N 0.625 2 17.250 22.172 0.778 1.05 Member Block Shear Horizontal A325N 0.625 1 11.722 21.867 0.536 1.05 Member Block Shear Redund Horz 1 Bracing A325N 0.625 1 11.722 15.750 0.744 1.05 Member Block Shear Redund Diag 1 Bracing A325N 0.625 1 7.288 13.662 0.533 1.05 Member Block Shear Redund Hip 1 Bracing A325N 0.625 1 0.030 9.914 0.003 1.05 Member Block Shear Compression Checks Leg Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 250 - 240 2 10.000 5.000 120.0 K=1.00 3.142 -4.132 49.286 0.084 1 T2 240 - 220 2 1/2 20.033 6.678 128.2 K=1.00 4.909 -35.315 67.460 0.523 1 T3 220 - 200 3 20.033 6.678 106.8 K=1.00 7.069 -72.960 138.053 0.528 1 T4 200 - 180 3 1/4 20.033 6.678 98.6 K=1.00 8.296 -114.109 183.313 0.622 1 T5 180 - 160 3 1/4 20.033 5.008 74.0 K=1.00 8.296 -154.933 250.223 0.619 1 T6 160 - 140 3 1/2 20.033 5.008 68.7 K=1.00 9.621 -203.104 306.641 0.662 1 T7 140 - 120 3 3/4 20.033 5.008 64.1 K=1.00 11.045 -263.054 368.015 0.715 1 T8 120 - 100 4 20.033 5.008 60.1 K=1.00 12.566 -331.968 434.236 0.764 1 T9 100 - 80 4 1/4 20.033 5.008 56.6 K=1.00 14.186 -403.711 505.220 0.799 1 T10 80 - 60 4 1/2 20.033 5.008 53.4 K=1.00 15.904 -457.872 580.902 0.788 1 T11 60 - 40 4 3/4 20.033 5.008 50.6 K=1.00 17.721 -530.775 661.231 0.803 1 T12 40 - 20 4 3/4 20.033 5.008 50.6 K=1.00 17.721 -603.659 661.231 0.913 1 T13 20 - 0 5 20.033 5.008 48.1 K=1.00 19.635 -675.950 746.168 0.906 1 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 32 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand 1 P u / Pn controls Diagonal Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 250 - 240 L2x2x3/16 7.810 3.573 111.6 K=1.03 0.715 -2.622 15.658 0.167 1 T2 240 - 220 L2 1/2x2 1/2x3/16 10.162 4.940 119.8 K=1.00 0.902 -5.462 17.814 0.307 1 T3 220 - 200 L2 1/2x2 1/2x3/16 11.744 5.699 133.9 K=0.97 0.902 -6.889 14.405 0.478 1 T4 200 - 180 L3x3x3/16 13.438 6.531 128.8 K=0.98 1.090 -8.716 18.804 0.464 1 T5 180 - 160 2L2 1/2x2 1/2x3/16x3/8 8.603 7.989 126.4 K=1.00 1.800 -11.466 30.265 0.379 1 2L 'a' > 45.287 in - 86 T6 160 - 140 2L2 1/2x2 1/2x3/16x3/8 9.435 8.815 139.5 K=1.00 1.800 -14.306 25.203 0.568 1 2L 'a' > 48.196 in - 125 T7 140 - 120 2L2 1/2x2 1/2x3/16x3/8 10.297 9.670 153.0 K=1.00 1.800 -19.825 21.152 0.937 1 2L 'a' > 51.206 in - 164 T8 120 - 100 2L3x3x3/16x3/8 11.181 10.547 140.3 K=1.00 2.180 -21.885 29.302 0.747 1 2L 'a' > 57.705 in - 203 T9 100 - 80 2L3x3x5/16x3/8 12.084 11.494 153.0 K=1.00 3.550 -24.591 42.605 0.577 1 2L 'a' > 61.049 in - 242 T10 80 - 60 2L3x3x3/16x3/8 15.623 15.379 102.3 K=0.50 2.180 -31.919 46.631 0.685 1 2L 'a' > 44.623 in - 281 T11 60 - 40 2L3x3x3/16x3/8 16.404 16.154 107.4 K=0.50 2.180 -33.300 44.450 0.749 1 2L 'a' > 46.853 in - 332 T12 40 - 20 2L3x3x1/4x3/8 17.207 16.964 112.9 K=0.50 2.880 -34.426 59.336 0.580 1 2L 'a' > 49.290 in - 383 T13 20 - 0 2L3x3x1/4x3/8 18.030 17.780 118.4 K=0.50 2.880 -35.223 55.315 0.637 1 2L 'a' > 51.647 in - 434 1 P u / Pn controls ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 33 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Horizontal Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T5 180 - 160 L2x2x3/16 13.500 6.469 197.0 K=1.00 0.715 -3.104 5.272 0.589 1 T6 160 - 140 L2 1/2x2 1/2x3/16 15.500 7.458 180.8 K=1.00 0.902 -3.862 7.897 0.489 1 T7 140 - 120 L3x3x3/16 17.500 8.448 170.1 K=1.00 1.090 -4.770 10.783 0.442 1 T8 120 - 100 L3x3x3/16 19.500 9.438 190.0 K=1.00 1.090 -5.763 8.641 0.667 1 T9 100 - 80 L3x3x1/4 21.500 10.427 211.4 K=1.00 1.440 -7.001 9.226 0.759 1 T10 80 - 60 2L2 1/2x2 1/2x3/16x3/8 23.000 11.313 179.0 K=1.00 1.800 -7.940 15.643 0.508 1 2L 'a' > 64.778 in - 295 T11 60 - 40 2L2 1/2x2 1/2x3/16x3/8 25.000 12.302 194.6 K=1.00 1.800 -9.205 13.291 0.693 1 2L 'a' > 70.444 in - 346 T12 40 - 20 2L2 1/2x2 1/2x3/16x3/8 27.000 13.302 210.5 K=1.00 1.800 -10.469 11.409 0.918 1 2L 'a' > 76.171 in - 397 T13 20 - 0 2L3x3x3/16x3/8 29.000 14.292 190.1 K=1.00 2.180 -11.722 16.632 0.705 1 2L 'a' > 81.641 in - 448 1 P u / Pn controls Top Girt Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 250 - 240 L2x2x3/16 6.000 5.542 168.8 K=1.00 0.715 -0.239 7.184 0.033 1 1 P u / Pn controls Redundant Horizontal (1) Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T10 80 - 60 2L2x2x3/16x3/8 5.750 5.563 108.8 K=1.00 1.430 -7.940 31.264 0.254 1 2L 'a' > 31.969 in - 282 T11 60 - 40 2L2x2x3/16x3/8 6.250 6.052 118.4 K=1.00 1.430 -9.205 27.786 0.331 1 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 34 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn 2L 'a' > 34.782 in - 333 T12 40 - 20 2L2x2x3/16x3/8 6.750 6.552 128.2 K=1.00 1.430 -10.469 24.036 0.436 1 2L 'a' > 37.656 in - 384 T13 20 - 0 2L2x2x3/16x3/8 7.250 7.042 137.8 K=1.00 1.430 -11.722 20.924 0.560 1 2L 'a' > 40.470 in - 435 1 P u / Pn controls Redundant Diagonal (1) Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T10 80 - 60 2L2x2x3/16x3/8 7.812 7.558 147.9 K=1.00 1.430 -5.394 18.244 0.296 1 2L 'a' > 43.438 in - 309 T11 60 - 40 2L2x2x3/16x3/8 8.202 7.944 155.4 K=1.00 1.430 -6.040 16.559 0.365 1 2L 'a' > 45.657 in - 360 T12 40 - 20 2L2x2x3/16x3/8 8.603 8.354 163.4 K=1.00 1.430 -6.672 15.011 0.444 1 2L 'a' > 48.011 in - 411 T13 20 - 0 2L2x2x3/16x3/8 9.015 8.759 171.4 K=1.00 1.430 -7.288 13.682 0.533 1 2L 'a' > 50.340 in - 462 1 P u / Pn controls Redundant Hip (1) Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T10 80 - 60 L2 1/2x2 1/2x3/16 5.750 5.750 139.4 K=1.00 0.902 -0.044 13.287 0.003 1 T11 60 - 40 L2 1/2x2 1/2x3/16 6.250 6.250 151.5 K=1.00 0.902 -0.038 11.246 0.003 1 T12 40 - 20 L2 1/2x2 1/2x3/16 6.750 6.750 163.6 K=1.00 0.902 -0.044 9.642 0.005 1 T13 20 - 0 L2 1/2x2 1/2x3/16 7.250 7.250 175.8 K=1.00 0.902 -0.037 8.357 0.004 1 1 P u / Pn controls ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 35 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Inner Bracing Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T5 180 - 160 L2x2x3/16 6.750 6.750 205.6 K=1.00 0.715 -0.003 4.842 0.001 1 T6 160 - 140 L2x2x3/16 7.750 7.750 236.0 K=1.00 0.715 -0.004 3.673 0.001 1 T7 140 - 120 L2 1/2x2 1/2x3/16 8.750 8.750 212.1 K=1.00 0.902 -0.004 5.738 0.001 1 T8 120 - 100 L2 1/2x2 1/2x3/16 9.750 9.750 236.4 K=1.00 0.902 -0.005 4.621 0.001 1 T9 100 - 80 L3x3x3/16 10.750 10.750 216.4 K=1.00 1.090 -0.008 6.659 0.001 1 T10 80 - 60 2L2x2x3/16x3/8 11.500 11.500 225.0 K=1.00 1.430 -0.034 8.003 0.004 1 2L 'a' > 66.092 in - 306 T11 60 - 40 2L2x2x3/16x3/8 12.500 12.500 244.6 K=1.00 1.430 -0.029 6.785 0.004 1 2L 'a' > 71.840 in - 357 T12 40 - 20 2L2 1/2x2 1/2x3/16x3/8 13.500 13.500 213.6 K=1.00 1.800 -0.036 11.083 0.003 1 2L 'a' > 77.304 in - 408 T13 20 - 0 2L2 1/2x2 1/2x3/16x3/8 14.500 14.500 229.4 K=1.00 1.800 -0.032 9.633 0.003 1 2L 'a' > 83.030 in - 459 1 P u / Pn controls Tension Checks Leg Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 250 - 240 2 10.000 5.000 120.0 3.142 2.265 141.372 0.016 1 T2 240 - 220 2 1/2 20.033 6.678 128.2 4.909 30.867 220.893 0.140 1 T3 220 - 200 3 20.033 6.678 106.8 7.069 64.571 318.086 0.203 1 T4 200 - 180 3 1/4 20.033 6.678 98.6 8.296 100.829 373.310 0.270 1 T5 180 - 160 3 1/4 20.033 5.008 74.0 8.296 136.245 373.310 0.365 1 T6 160 - 140 3 1/2 20.033 5.008 68.7 9.621 175.743 432.951 0.406 1 T7 140 - 120 3 3/4 20.033 5.008 64.1 11.045 225.356 497.010 0.453 1 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 36 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T8 120 - 100 4 20.033 5.008 60.1 12.566 285.142 565.487 0.504 1 T9 100 - 80 4 1/4 20.033 5.008 56.6 14.186 345.948 638.381 0.542 1 T10 80 - 60 4 1/2 20.033 5.008 53.4 15.904 391.753 715.694 0.547 1 T11 60 - 40 4 3/4 20.033 5.008 50.6 17.721 453.302 797.425 0.568 1 T12 40 - 20 4 3/4 20.033 5.008 50.6 17.721 514.877 797.425 0.646 1 T13 20 - 0 5 20.033 5.008 48.1 19.635 573.961 883.573 0.650 1 1 P u / Pn controls Diagonal Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 250 - 240 L2x2x3/16 7.810 3.573 73.8 0.431 2.488 18.739 0.133 1 T2 240 - 220 L2 1/2x2 1/2x3/16 10.162 4.940 79.6 0.571 5.172 24.840 0.208 1 T3 220 - 200 L2 1/2x2 1/2x3/16 11.744 5.699 91.4 0.571 6.621 24.840 0.267 1 T4 200 - 180 L3x3x3/16 13.438 6.531 86.3 0.712 8.492 30.973 0.274 1 T5 180 - 160 2L2 1/2x2 1/2x3/16x3/8 8.202 7.588 123.9 1.139 10.921 49.549 0.220 1 2L 'a' > 43.448 in - 97 T6 160 - 140 2L2 1/2x2 1/2x3/16x3/8 9.435 8.815 142.9 1.139 13.668 49.549 0.276 1 2L 'a' > 48.196 in - 126 T7 140 - 120 2L2 1/2x2 1/2x3/16x3/8 9.863 9.236 149.4 1.139 18.870 49.549 0.381 1 2L 'a' > 49.677 in - 175 T8 120 - 100 2L3x3x3/16x3/8 10.736 10.102 134.8 1.424 21.336 61.947 0.344 1 2L 'a' > 56.142 in - 214 T9 100 - 80 2L3x3x5/16x3/8 12.084 11.494 154.7 2.311 24.092 100.526 0.240 1 2L 'a' > 61.049 in - 243 T10 80 - 60 2L3x3x3/16x3/8 14.869 14.625 127.2 1.424 30.801 61.947 0.497 1 2L 'a' > 42.469 in - 307 T11 60 - 40 2L3x3x3/16x3/8 15.623 15.373 133.7 1.424 32.255 61.947 0.521 1 2L 'a' > 44.623 in - 358 T12 40 - 20 2L3x3x1/4x3/8 16.404 16.161 139.5 1.879 33.599 81.726 0.411 1 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 37 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn 2L 'a' > 46.989 in - 409 T13 20 - 0 2L3x3x1/4x3/8 17.207 16.957 146.4 1.879 34.500 81.726 0.422 1 2L 'a' > 49.290 in - 460 1 P u / Pn controls Horizontal Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T5 180 - 160 L2x2x3/16 13.500 6.469 128.6 0.431 3.104 18.739 0.166 1 T6 160 - 140 L2 1/2x2 1/2x3/16 14.500 6.958 109.6 0.571 3.862 24.840 0.155 1 T7 140 - 120 L3x3x3/16 17.500 8.448 109.8 0.712 4.770 30.973 0.154 1 T8 120 - 100 L3x3x3/16 19.500 9.438 122.5 0.712 5.763 30.973 0.186 1 T9 100 - 80 L3x3x1/4 20.500 9.927 130.0 0.939 7.001 40.863 0.171 1 T10 80 - 60 2L2 1/2x2 1/2x3/16x3/8 23.000 11.313 174.5 1.139 7.940 49.549 0.160 1 2L 'a' > 64.778 in - 295 T11 60 - 40 2L2 1/2x2 1/2x3/16x3/8 25.000 12.302 189.7 1.139 9.205 49.549 0.186 1 2L 'a' > 70.444 in - 346 T12 40 - 20 2L2 1/2x2 1/2x3/16x3/8 27.000 13.302 205.2 1.139 10.469 49.549 0.211 1 2L 'a' > 76.171 in - 397 T13 20 - 0 2L3x3x3/16x3/8 29.000 14.292 182.6 1.424 11.722 61.947 0.189 1 2L 'a' > 81.641 in - 448 1 P u / Pn controls Top Girt Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T1 250 - 240 L2x2x3/16 6.000 5.542 113.5 0.431 0.193 18.739 0.010 1 1 P u / Pn controls ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 38 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Redundant Horizontal (1) Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T10 80 - 60 2L2x2x3/16x3/8 5.750 5.563 108.2 0.862 7.940 37.478 0.212 1 2L 'a' > 31.969 in - 300 T11 60 - 40 2L2x2x3/16x3/8 6.250 6.052 117.7 0.862 9.205 37.478 0.246 1 2L 'a' > 34.782 in - 333 T12 40 - 20 2L2x2x3/16x3/8 6.750 6.552 127.4 0.862 10.469 37.478 0.279 1 2L 'a' > 37.656 in - 402 T13 20 - 0 2L2x2x3/16x3/8 7.250 7.042 137.0 0.862 11.722 37.478 0.313 1 2L 'a' > 40.470 in - 435 1 P u / Pn controls Redundant Diagonal (1) Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T10 80 - 60 2L2x2x3/16x3/8 7.812 7.558 147.0 0.862 5.394 37.478 0.144 1 2L 'a' > 43.438 in - 309 T11 60 - 40 2L2x2x3/16x3/8 8.202 7.944 154.5 0.862 6.040 37.478 0.161 1 2L 'a' > 45.657 in - 360 T12 40 - 20 2L2x2x3/16x3/8 8.603 8.354 162.5 0.862 6.672 37.478 0.178 1 2L 'a' > 48.011 in - 411 T13 20 - 0 2L2x2x3/16x3/8 9.015 8.759 170.4 0.862 7.288 37.478 0.194 1 2L 'a' > 50.340 in - 462 1 P u / Pn controls Redundant Hip (1) Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T10 80 - 60 L2 1/2x2 1/2x3/16 5.750 5.750 88.7 0.571 0.042 24.840 0.002 1 T11 60 - 40 L2 1/2x2 1/2x3/16 6.250 6.250 96.4 0.571 0.034 24.840 0.001 1 T12 40 - 20 L2 1/2x2 1/2x3/16 6.750 6.750 104.1 0.571 0.038 24.840 0.002 1 ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 39 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T13 20 - 0 L2 1/2x2 1/2x3/16 7.250 7.250 111.8 0.571 0.030 24.840 0.001 1 1 P u / Pn controls Inner Bracing Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T10 80 - 60 2L2x2x3/16x3/8 11.500 11.500 223.7 1.430 0.021 46.332 0.000 1 2L 'a' > 66.092 in - 306 T11 60 - 40 2L2x2x3/16x3/8 12.500 12.500 243.1 1.430 0.017 46.332 0.000 1 2L 'a' > 71.840 in - 357 T12 40 - 20 2L2 1/2x2 1/2x3/16x3/8 13.500 13.500 208.2 1.800 0.020 58.320 0.000 1 2L 'a' > 77.304 in - 408 T13 20 - 0 2L2 1/2x2 1/2x3/16x3/8 14.500 14.500 223.6 1.800 0.015 58.320 0.000 1 2L 'a' > 83.030 in - 459 1 P u / Pn controls Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail T1 250 - 240 Leg 2 1 -4.132 51.751 8.0 Pass T2 240 - 220 Leg 2 1/2 19 -35.315 70.833 49.9 Pass T3 220 - 200 Leg 3 40 -72.960 144.956 50.3 Pass T4 200 - 180 Leg 3 1/4 61 -114.109 192.479 59.3 Pass T5 180 - 160 Leg 3 1/4 82 -154.933 262.734 59.0 Pass T6 160 - 140 Leg 3 1/2 121 -203.104 321.973 63.1 Pass T7 140 - 120 Leg 3 3/4 160 -263.054 386.416 68.1 Pass T8 120 - 100 Leg 4 199 -331.968 455.948 72.8 Pass T9 100 - 80 Leg 4 1/4 238 -403.711 530.481 76.1 Pass T10 80 - 60 Leg 4 1/2 277 -457.872 609.947 75.1 Pass T11 60 - 40 Leg 4 3/4 328 -530.775 694.293 76.4 Pass T12 40 - 20 Leg 4 3/4 379 -603.659 694.293 86.9 Pass T13 20 - 0 Leg 5 430 -675.950 783.476 86.3 Pass T1 250 - 240 Diagonal L2x2x3/16 7 -2.622 16.441 16.0 Pass T2 240 - 220 Diagonal L2 1/2x2 1/2x3/16 22 -5.462 18.705 29.2 Pass T3 220 - 200 Diagonal L2 1/2x2 1/2x3/16 43 -6.889 15.126 45.5 Pass T4 200 - 180 Diagonal L3x3x3/16 64 -8.716 19.745 44.1 Pass T5 180 - 160 Diagonal 2L2 1/2x2 1/2x3/16x3/8 86 -11.466 31.778 36.1 Pass T6 160 - 140 Diagonal 2L2 1/2x2 1/2x3/16x3/8 125 -14.306 26.463 54.1 Pass ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 40 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail T7 140 - 120 Diagonal 2L2 1/2x2 1/2x3/16x3/8 164 -19.825 22.210 89.3 Pass T8 120 - 100 Diagonal 2L3x3x3/16x3/8 203 -21.885 30.768 71.1 Pass T9 100 - 80 Diagonal 2L3x3x5/16x3/8 242 -24.591 44.735 55.0 Pass T10 80 - 60 Diagonal 2L3x3x3/16x3/8 281 -31.919 48.962 65.2 Pass T11 60 - 40 Diagonal 2L3x3x3/16x3/8 332 -33.300 46.672 71.3 Pass T12 40 - 20 Diagonal 2L3x3x1/4x3/8 383 -34.426 62.303 55.3 Pass T13 20 - 0 Diagonal 2L3x3x1/4x3/8 434 -35.223 58.081 60.6 Pass T5 180 - 160 Horizontal L2x2x3/16 91 -3.104 5.536 56.1 Pass T6 160 - 140 Horizontal L2 1/2x2 1/2x3/16 130 -3.862 8.292 46.6 Pass T7 140 - 120 Horizontal L3x3x3/16 169 -4.770 11.323 42.1 Pass T8 120 - 100 Horizontal L3x3x3/16 208 -5.763 9.073 63.5 Pass T9 100 - 80 Horizontal L3x3x1/4 247 -7.001 9.687 72.3 Pass T10 80 - 60 Horizontal 2L2 1/2x2 1/2x3/16x3/8 295 -7.940 16.425 48.3 Pass T11 60 - 40 Horizontal 2L2 1/2x2 1/2x3/16x3/8 346 -9.205 13.955 66.0 Pass T12 40 - 20 Horizontal 2L2 1/2x2 1/2x3/16x3/8 397 -10.469 11.979 87.4 Pass T13 20 - 0 Horizontal 2L3x3x3/16x3/8 448 -11.722 17.463 67.1 Pass T1 250 - 240 Top Girt L2x2x3/16 6 -0.239 7.543 3.2 Pass T10 80 - 60 Redund Horz 1 Bracing 2L2x2x3/16x3/8 308 -7.940 32.828 24.2 Pass T11 60 - 40 Redund Horz 1 Bracing 2L2x2x3/16x3/8 333 -9.205 29.175 31.6 Pass T12 40 - 20 Redund Horz 1 Bracing 2L2x2x3/16x3/8 384 -10.469 25.237 41.5 Pass T13 20 - 0 Redund Horz 1 Bracing 2L2x2x3/16x3/8 435 -11.722 21.971 53.4 Pass T10 80 - 60 Redund Diag 1 Bracing 2L2x2x3/16x3/8 309 -5.394 19.156 28.2 Pass T11 60 - 40 Redund Diag 1 Bracing 2L2x2x3/16x3/8 360 -6.040 17.387 34.7 Pass T12 40 - 20 Redund Diag 1 Bracing 2L2x2x3/16x3/8 427 -6.672 15.762 42.3 Pass T13 20 - 0 Redund Diag 1 Bracing 2L2x2x3/16x3/8 462 -7.288 14.367 50.7 Pass T10 80 - 60 Redund Hip 1 Bracing L2 1/2x2 1/2x3/16 327 -0.044 13.951 0.3 Pass T11 60 - 40 Redund Hip 1 Bracing L2 1/2x2 1/2x3/16 378 -0.038 11.808 0.3 Pass T12 40 - 20 Redund Hip 1 Bracing L2 1/2x2 1/2x3/16 429 -0.044 10.124 0.4 Pass T13 20 - 0 Redund Hip 1 Bracing L2 1/2x2 1/2x3/16 480 -0.037 8.775 0.4 Pass T5 180 - 160 Inner Bracing L2x2x3/16 96 -0.003 5.084 0.1 Pass T6 160 - 140 Inner Bracing L2x2x3/16 133 -0.004 3.857 0.2 Pass T7 140 - 120 Inner Bracing L2 1/2x2 1/2x3/16 174 -0.004 6.025 0.2 Pass T8 120 - 100 Inner Bracing L2 1/2x2 1/2x3/16 213 -0.005 4.852 0.2 Pass T9 100 - 80 Inner Bracing L3x3x3/16 252 -0.008 6.992 0.2 Pass T10 80 - 60 Inner Bracing 2L2x2x3/16x3/8 306 -0.034 8.403 0.4 Pass T11 60 - 40 Inner Bracing 2L2x2x3/16x3/8 357 -0.029 7.124 0.4 Pass T12 40 - 20 Inner Bracing 2L2 1/2x2 1/2x3/16x3/8 408 -0.036 11.637 0.3 Pass T13 20 - 0 Inner Bracing 2L2 1/2x2 1/2x3/16x3/8 459 -0.032 10.115 0.3 Pass Summary Leg (T12) 86.9 Pass Diagonal (T7) 89.3 Pass Horizontal (T12) 87.4 Pass Top Girt (T1) 3.2 Pass Redund Horz 1 Bracing 53.4 Pass ttnnxxTToowweerr Job 77034.010.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 41 of 41 B+T Group 1717 S. Boulder, Suite 300 Project Date 21:06:47 05/09/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Shathanand Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail (T13) Redund Diag 1 Bracing (T13) 50.7 Pass Redund Hip 1 Bracing (T12) 0.4 Pass Inner Bracing (T11) 0.4 Pass Bolt Checks 92.4 Pass RATING = 92.4 Pass Program Version 8.0.9.0 APPENDIX B BASE LEVEL DRAWING APPENDIX C ADDITIONAL CALCULATIONS Self Support Anchor Rod Capacity *TIA‐222‐H Section 15.5 Applied Anchor Rod Data Anchor Rod Summary (units of kips, kip‐in) (6) 2‐1/4" ø bolts (A36 N; Fy=36 ksi, Fu=58 ksi) Pu_t = 100.5 φPn_t = 141.38 Stress Rating l ar (in):0 Vu = 12.5 φVn = 86.48 67.7% Mu = n/a φMn = n/a Pass Iar (in) 0 Grout Considered:Yes Site Info BU # 813812 Site Name L WEST FORT PIERCE, F Order # 545280 Rev# 0 Analysis Considerations TIA‐222 Revision H Comp. Applied Loads Analysis Results Axial Force (kips) 710.00 Shear Force (kips) 86.00 Considered Eccentricity Leg Mod Eccentricity (in) 0.000 *Anchor Rod Eccentricity Applied Anchor Rod N.A Shift (in) 0.000 Uplift 603.00 75.00 Total Eccentricity (in) 0.000 Connection Properties Analysis Date: 09‐05‐2021CCIplate ‐ Version 4.1.0 v1.3.2 TIA Rev. H - Self Support kips kips kips Factored ReactionsBase Reaction Type SST Leg Uplift SST Leg Compression SST Leg Comp. Shear 603 710 86 542.1 627.5 65.6 Rating % with TIA- 222-H Seciton 15.5 applied Pass Pass kips kips kips Unfactored Original Design Reactions Pass78.5% 79.8% 92.5% PROJECT SUBJECT DATE 77034.010.01 - FL WEST FORT PIERCE Foundation Reaction Comparison 05-09-21 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Risk Category:II Soil Class:D - Default (see Section 11.4.3) Elevation:18.55 ft (NAVD 88) Latitude: Longitude: 27.445722 -80.412944 Page 1 of 3https://asce7hazardtool.online/Mon May 03 2021 SS : 0.05 S1 : 0.028 F a : 1.6 F v : 2.4 SMS : 0.08 SM1 : 0.067 SDS : 0.054 SD1 : 0.045 T L : 8 PGA : 0.024 PGA M : 0.038 F PGA : 1.6 Ie : 1 C v : 0.7 Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum S (g) vs T(s)a MCE Vertical Response SpectrumR S (g) vs T(s)a Seismic Site Soil Class: Results: Seismic Design Category D - Default (see Section 11.4.3) A Data Accessed: Date Source: Mon May 03 2021 USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. Page 2 of 3https://asce7hazardtool.online/Mon May 03 2021 Ice Results: Data Source: Date Accessed: Ice Thickness: 0.00 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Mon May 03 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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