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HomeMy WebLinkAboutAPPROVED, 813700_566925_Passing_SA_DigitaltnxTower Report - version 8.1.1.0 Date: August 17, 2021 B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Site Number: A2P0049A Site Name: N/A Crown Castle Designation: BU Number: 813700 Site Name: Minute Maid Bra360 JDE Job Number: 665705 Work Order Number: 1974463 Order Number: 566925 Rev. 4 Engineering Firm Designation: B+T Group Project Number: 82906.003.01 Site Data: 2651 Minute Maid Road, Ft. Pierce, St. Lucie County, FL Latitude 27° 29' 0'', Longitude -80° 34' 1.3'' 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: LC5: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 153 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: Clint Coody Respectfully submitted by: B+T Engineering, Inc. COA: 27496; Expires: N/A Chad E. Tuttle, P.E. August 17, 2021 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 82906.003.01, Order 566925, Revision 4 Page 2 tnxTower Report - version 8.1.1.0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 – Tower Component Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations August 17, 2021 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 82906.003.01, Order 566925, Revision 4 Page 3 tnxTower Report - version 8.1.1.0 1) INTRODUCTION This is a 250 ft. Self-Support tower designed by FWT Inc. The tower has been modified multiple times in the past to accommodate additional loading. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 153 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) 217.0 217.0 3 Commscope FFVV-65C-R3-V1_TMO 13 1-5/8 3 Ericsson RADIO 4460 B2/B25 B66_TMO 3 Ericsson RADIO 4480 B71_TMO 3 Site Pro 1 VFA12-HD 12 -- P2.0 x 8'-0" Mount Pipes 6 -- P2.0 x 15'-0" Tie Backs 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) 207.0 210.0 2 Cci Antennas HPA33R-CS4AA-K1 3 1-1/32 1 Commscope TTTT65AP-1XR 3 Ericsson RRUS 31 B25 3 Ericsson RRUS 82 W/SOLAR SHIELD 3 Ericsson RRUS-11 800MHZ 3 Rfs Celwave ACU-A20-N 1 Rfs Celwave APXV9ERR18-C-A20 207.0 2 -- Sector Mount [SM 301-1] 1 -- Sector Mount [SM 309-1] 195.0 200.0 3 Commscope SBNHH-1D85C 6 2 1-5/8 3/4 1 Ericsson RRUS 32 1 Ericsson RRUS 4449 B5/B12 1 Ericsson RRUS 8843 B2/B66A 1 Raycap DC6-48-60-18-8C 195.0 1 -- Sector Mount [SM 502-1] 160.0 160.0 2 Ericsson RRUS 32 11 5 4 1-5/8 3/4 3/8 2 Ericsson RRUS 4449 B5/B12 2 Ericsson RRUS 8843 B2/B66A 6 Kathrein 80010966K 1 Raycap DC6-48-60-18-8C 2 Raycap DC6-48-60-18-8F 2 -- Sector Mount [SM 502-1] August 17, 2021 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 82906.003.01, Order 566925, Revision 4 Page 4 tnxTower Report - version 8.1.1.0 Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 128.0 128.0 1 Radiowaves SPD2-5.8 1 1/2 1 -- Pipe Mount [PM 601-1] 120.0 120.0 1 Andrew HPX6-59-P3A/K -- -- 1 Ceragon FIBEAIR 1500HP 1 -- Pipe Mount [PM 601-1] 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Reference Source Tower Manufacturer Drawing 245820 CCI Sites Mount Analysis Report 9912904 CCI Sites Tower Modification Drawing 2918194 CCI Sites Post Modification Inspection 3018524 CCI Sites Tower Modification Drawing 3106450 CCI Sites Post Modification Inspection 3041481 CCI Sites Foundation Drawing 447987 CCI Sites Geotech Report 429429 CCI Sites Crown Cad Package Date:04/28/2021 CCI Sites 3.1) Analysis Method tnxTower (version 8.1.1.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 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 2 -1.655 51.751 3.2 Pass T2 240 - 220 Leg 3 19 -11.620 144.956 8.0 Pass T3 220 - 200 Leg 3 1/2 41 -44.033 246.208 17.9 Pass T4 200 - 186.6 Leg 4 61 -76.317 371.284 20.6 Pass T5 186.6 - 180 Leg 4 76 -92.683 371.284 25.0 Pass August 17, 2021 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 82906.003.01, Order 566925, Revision 4 Page 5 tnxTower Report - version 8.1.1.0 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail T6 180 - 160 Leg 4 85 -135.897 455.948 29.8 Pass T7 160 - 140 Leg 4 1/4 125 -193.079 530.481 36.4 Pass T8 140 - 120 Leg 4 1/2 164 -250.170 609.947 41.0 Pass T9 120 - 100 Leg 4 3/4 204 -310.479 694.293 44.7 Pass T10 100 - 80 Leg 5 243 -353.869 783.476 45.2 Pass T11 80 - 60 Leg 5 288 -416.332 783.476 53.1 Pass T12 60 - 40 Leg 5 1/4 333 -474.365 877.463 54.1 Pass T13 40 - 20 Leg 5 1/2 390 -535.180 976.227 54.8 Pass T14 20 - 0 Leg 5 3/4 447 -592.723 1079.746 54.9 Pass T1 250 - 240 Diagonal L2x2x3/16 7 -0.660 16.441 4.0 Pass T2 240 - 220 Diagonal L3x3x3/16 22 -1.741 26.682 6.5 Pass T3 220 - 200 Diagonal L3x3x1/4 45 -7.277 31.301 23.2 Pass T4 200 - 186.6 Diagonal L3x3x1/4 69 -9.146 27.907 32.8 Pass T5 186.6 - 180 Diagonal 2L3x3x1/4x3/8 83 -9.481 79.626 11.9 Pass T6 180 - 160 Diagonal 2L2 1/2x2 1/2x3/16x3/8 95 -11.740 31.941 36.8 Pass T7 160 - 140 Diagonal 2L2 1/2x2 1/2x3/16x3/8 135 -14.498 32.272 44.9 Pass T8 140 - 120 Diagonal 2L3x3x3/16x3/8 174 -16.044 35.707 44.9 Pass T9 120 - 100 Diagonal 2L3x3x3/16x3/8 212 -18.589 39.481 47.1 Pass T10 100 - 80 Diagonal 2L3x3x5/16 x1/2 259 -26.679 55.103 48.4 Pass T11 80 - 60 Diagonal 2L3x3x5/16 x1/2 304 -26.321 49.721 52.9 Pass T12 60 - 40 Diagonal 2L3x3x1/4x1/2 351 -28.538 69.058 41.3 Pass T13 40 - 20 Diagonal 2L3x3x5/16 x1/2 408 -28.278 82.478 34.3 Pass T14 20 - 0 Diagonal 2L3x3x5/16 x1/2 465 -29.896 77.471 38.6 Pass T6 180 - 160 Horizontal L2 1/2x2 1/2x3/16 94 -2.359 11.130 21.2 Pass T7 160 - 140 Horizontal L3x3x3/16 127 -3.348 14.649 22.9 Pass T8 140 - 120 Horizontal L3x3x3/16 166 -4.338 11.407 38.0 Pass T9 120 - 100 Horizontal L3x3x1/4 208 -5.384 11.904 45.2 Pass T10 100 - 80 Horizontal 2L2 1/2x2 1/2x3/16x1/2 251 -6.137 20.872 29.4 Pass T11 80 - 60 Horizontal 2L2 1/2x2 1/2x3/16x1/2 296 -7.220 17.423 41.4 Pass T12 60 - 40 Horizontal 2L2 1/2x2 1/2x3/16x1/2 341 -8.226 15.491 53.1 Pass T13 40 - 20 Horizontal 2L3x3x3/16x1/2 398 -9.281 21.046 44.1 Pass T14 20 - 0 Horizontal 2L3x3x3/16x1/2 455 -10.279 18.337 56.1 Pass T1 250 - 240 Top Girt L2x2x3/16 4 -0.045 7.543 0.6 Pass T10 100 - 80 Redund Horz 1 Bracing 2L2x2x3/16x1/2 278 -6.137 38.615 15.9 Pass T11 80 - 60 Redund Horz 1 Bracing 2L2x2x3/16x1/2 301 -7.220 35.581 20.3 Pass T12 60 - 40 Redund Horz 1 Bracing 2L2x2x3/16x1/2 374 -8.226 32.275 25.5 Pass T13 40 - 20 Redund Horz 1 Bracing 2L2x2x3/16x1/2 431 -9.281 28.650 32.4 Pass T14 20 - 0 Redund Horz 1 Bracing 2L2x2x3/16x1/2 493 -10.279 24.893 41.3 Pass T10 100 - 80 Redund Diag 1 Bracing 2L2x2x3/16x1/2 279 -4.345 23.998 18.1 Pass T11 80 - 60 Redund Diag 1 Bracing 2L2x2x3/16x1/2 324 -4.904 21.570 22.7 Pass T12 60 - 40 Redund Diag 1 Bracing 2L2x2x3/16x1/2 375 -5.398 19.501 27.7 Pass T13 40 - 20 Redund Diag 1 Bracing 2L2x2x3/16x1/2 432 -5.915 17.666 33.5 Pass T14 20 - 0 Redund Diag 1 Bracing 2L2 1/2x2 1/2x3/16x1/2 489 -6.391 29.597 21.6 Pass T12 60 - 40 Redund Hip 1 Bracing L2 1/2x2 1/2x3/16 386 -0.057 12.768 0.4 Pass August 17, 2021 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 82906.003.01, Order 566925, Revision 4 Page 6 tnxTower Report - version 8.1.1.0 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail T13 40 - 20 Redund Hip 1 Bracing L2 1/2x2 1/2x3/16 414 -0.053 10.882 0.5 Pass T14 20 - 0 Redund Hip 1 Bracing L2 1/2x2 1/2x3/16 500 -0.052 9.385 0.6 Pass T12 60 - 40 Redund Hip Diagonal 1 Bracing L2 1/2x2 1/2x3/16 387 -0.109 3.454 3.1 Pass T13 40 - 20 Redund Hip Diagonal 1 Bracing L2 1/2x2 1/2x3/16 444 -0.092 3.026 3.0 Pass T14 20 - 0 Redund Hip Diagonal 1 Bracing L2 1/2x2 1/2x3/16 501 -0.092 2.669 3.4 Pass T6 180 - 160 Inner Bracing L2x2x3/16 98 -0.003 5.084 0.1 Pass T7 160 - 140 Inner Bracing L2x2x3/16 136 -0.004 3.857 0.2 Pass T8 140 - 120 Inner Bracing L2 1/2x2 1/2x3/16 177 -0.005 6.025 0.2 Pass T9 120 - 100 Inner Bracing L2 1/2x2 1/2x3/16 216 -0.005 4.852 0.2 Pass T10 100 - 80 Inner Bracing 2L2x2x3/16x3/8 267 -0.012 10.057 0.2 Pass T11 80 - 60 Inner Bracing 2L2x2x3/16x3/8 312 -0.012 8.403 0.2 Pass T12 60 - 40 Inner Bracing 2L2x2x3/16x3/8 362 -0.030 7.271 0.4 Pass T13 40 - 20 Inner Bracing 2L2 1/2x2 1/2x3/16x3/8 419 -0.035 11.637 0.3 Pass T14 20 - 0 Inner Bracing 2L2 1/2x2 1/2x3/16x3/8 476 -0.029 10.115 0.3 Pass Summary Leg (T14) 54.9 Pass Diagonal (T11) 52.9 Pass Horizontal (T14) 56.1 Pass Top Girt (T1) 0.6 Pass Redund Horz 1 Bracing (T14) 41.3 Pass Redund Diag 1 Bracing (T13) 33.5 Pass Redund Hip 1 Bracing (T14) 0.6 Pass Redund Hip Diagonal 1 Bracing (T14) 3.4 Pass Inner Bracing (T12) 0.4 Pass Bolt Checks 62.2 Pass Rating = 62.2 Pass Table 5 - Tower Component Stresses vs. Capacity Notes Component Elevation (ft) % Capacity Pass / Fail 1,2 Anchor Rods Base 53.1 Pass 1,2,3 Base Foundation Base 64.6 Pass Structure Rating (max from all components) = 64.6% 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 foundations 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) 587-4630 Job: 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700 Project: Client: Crown Castle Drawn by: Vinayak App'd: Code: TIA-222-H Date: 08/03/21 Scale: NTS Path: C:\Users\VINAYAK\Desktop\82906_813700_Minute Maid------Vinayak----P\Tnx_003_01\82906_003_01_MINUTE_MAID_BRA360_FL_.eri Dwg No. E-1 250.0 ft 240.0 ft 220.0 ft 200.0 ft 186.7 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 - 153 mph WIND TORQUE 174 kip-ft 118 K SHEAR 15095 kip-ft MOMENT 120 K AXIAL SHEAR: 61 K UPLIFT: -511 K SHEAR: 72 K DOWN: 621 K MAX. CORNER REACTIONS AT BASE: ARE FACTORED ALL REACTIONS SectionT1T2T3T4T5T6T7T8T9T10T11T12T13T14 LegsSR 2SR 3SR 3 1/2SR 4SR 4 1/4SR 4 1/2SR 4 3/4SR 5SR 5 1/4SR 5 1/2SR 5 3/4 Leg GradeA572-50 DiagonalsAL3x3x3/16L3x3x1/4B2L2 1/2x2 1/2x3/16x3/82L3x3x3/16x3/82L3x3x5/16 x1/22L3x3x1/4x1/22L3x3x5/16 x1/2 Diagonal GradeA36 Top GirtsAN.A. HorizontalsN.A.L2 1/2x2 1/2x3/16L3x3x3/16L3x3x1/42L2 1/2x2 1/2x3/16x1/22L3x3x3/16x1/2 Red. HorizontalsN.A.2L2x2x3/16x1/2 Red. DiagonalsN.A.2L2x2x3/16x1/2C Red. HipsN.A.L2 1/2x2 1/2x3/16 Inner BracingN.A.L2x2x3/16L2 1/2x2 1/2x3/162L2x2x3/16x3/82L2 1/2x2 1/2x3/16x3/8 Face Width (ft)681011.333312141618202224262830 # Panels @ (ft)2 @ 59 @ 6.6666716 @ 510 @ 10 Weight (K)0.62.23.12.61.74.34.95.86.67.88.08.59.910.776.7SYMBOL LIST MARK MARKSIZE SIZE A L2x2x3/16 B 2L3x3x1/4x3/8 C 2L2 1/2x2 1/2x3/16x1/2 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 153 mph basic wind in accordance with the TIA-222-H Standard. 3. Deflections are based upon a 60 mph wind. 4. Tower Risk Category II. 5. Topographic Category 1 with Crest Height of 0.000 ft 6. TIA-222-H Annex S 7. TOWER RATING: 62.2% B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Job: 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700 Project: Client: Crown Castle Drawn by: Vinayak App'd: Code: TIA-222-H Date: 08/03/21 Scale: NTS Path: C:\Users\VINAYAK\Desktop\82906_813700_Minute Maid------Vinayak----P\Tnx_003_01\82906_003_01_MINUTE_MAID_BRA360_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) 587-4630 Job: 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700 Project: Client: Crown Castle Drawn by: Vinayak App'd: Code: TIA-222-H Date: 08/03/21 Scale: NTS Path: C:\Users\VINAYAK\Desktop\82906_813700_Minute Maid------Vinayak----P\Tnx_003_01\82906_003_01_MINUTE_MAID_BRA360_FL_.eri Dwg No. E-3 <- Minimum -0 Maximum -> <- Minimum -0 Maximum -> -500 -500 -1000 -1000 -1500 -1500 500 500 1000 1000 1500 1500 TIA-222-H - 153 mph Exposure C Leg Capacity Leg Compression (K) 250.000 250.000 240.000 240.000 220.000 220.000 200.000 200.000 186.667 186.667 180.000 180.000 160.000 160.000 140.000 140.000 120.000 120.000 100.000 100.000 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) 587-4630 Job: 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700 Project: Client: Crown Castle Drawn by: Vinayak App'd: Code: TIA-222-H Date: 08/03/21 Scale: NTS Path: C:\Users\VINAYAK\Desktop\82906_813700_Minute Maid------Vinayak----P\Tnx_003_01\82906_003_01_MINUTE_MAID_BRA360_FL_.eri Dwg No. E-4 0 0 50 50 100 100 150 150 Global Mast Shear (K) 250.000 240.000 220.000 200.000 186.667 180.000 160.000 140.000 120.000 100.000 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) 250.000 240.000 220.000 200.000 186.667 180.000 160.000 140.000 120.000 100.000 80.000 60.000 40.000 20.000 0.000 TIA-222-H - 153 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) 587-4630 Job: 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700 Project: Client: Crown Castle Drawn by: Vinayak App'd: Code: TIA-222-H Date: 08/03/21 Scale: NTS Path: C:\Users\VINAYAK\Desktop\82906_813700_Minute Maid------Vinayak----P\Tnx_003_01\82906_003_01_MINUTE_MAID_BRA360_FL_.eri Dwg No. E-5 TIA-222-H - Service - 60 mph Maximum Values 0 0 5 5 Deflection (in) 250.000 240.000 220.000 200.000 186.667 180.000 160.000 140.000 120.000 100.000 80.000 60.000 40.000 20.000 0.000Elevation (ft)0 0 0.05 0.05 0.1 0.1 Tilt (deg) 0 0 0.05 0.05 0.1 0.1 Twist (deg) 250.000 240.000 220.000 200.000 186.667 180.000 160.000 140.000 120.000 100.000 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) 587-4630 Job: 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700 Project: Client: Crown Castle Drawn by: Vinayak App'd: Code: TIA-222-H Date: 08/03/21 Scale: NTS Path: C:\Users\VINAYAK\Desktop\82906_813700_Minute Maid------Vinayak----P\Tnx_003_01\82906_003_01_MINUTE_MAID_BRA360_FL_.eri Dwg No. E-7 Feed Line Distribution Chart 0' - 250' Round Flat App In Face App Out Face Truss Leg Face A 240.000 220.000 200.000 186.667 180.000 160.000 140.000 120.000 100.000 80.000 60.000 40.000 20.000 0.000 250.000 Elevation (ft)(13) LDF7-50A(1-5/8)Feedline Ladder (Af)Face B 125.000125.000 247.000 217.000217.000 207.000 128.000 207.000 160.000160.000 195.000 160.000160.000 195.000 160.000 Climbing Ladder (Af)Safety Line 3/8(2) 5/8" Cable (Lights)5/8" Cable (Lights)(3) TSZ 999 066/XXXM-8AWG(1-1/32)FXL-780(7/8")Feedline Ladder (Af)Face C 240.000 220.000 200.000 186.667 180.000 160.000 140.000 120.000 100.000 80.000 60.000 40.000 20.000 0.000 250.000 125.000125.000 247.000 217.000217.000 207.000 128.000 207.000 160.000160.000 195.000 160.000160.000 195.000 160.000 (17) LCF158-50J(1-5/8)(6) LCF158-50J(1-5/8)(7) WR-VG86ST-BRD(3/4)(2) WR-VG86ST-BRD(3/4)(4) FB-L98B-034-XXX(3/8)Feedline Ladder (Af) ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 1 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak  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: 24.000 ft. Basic wind speed of 153 mph. Risk Category II. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.000 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 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 2 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 200.000-186.667 10.000 1 13.333 T5 186.667-180.000 11.333 1 6.667 T6 180.000-160.000 12.000 1 20.000 T7 160.000-140.000 14.000 1 20.000 T8 140.000-120.000 16.000 1 20.000 T9 120.000-100.000 18.000 1 20.000 T10 100.000-80.000 20.000 1 20.000 T11 80.000-60.000 22.000 1 20.000 T12 60.000-40.000 24.000 1 20.000 T13 40.000-20.000 26.000 1 20.000 T14 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 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 3 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 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 200.000-186.667 6.667 X Brace No No 0.000 0.000 T5 186.667-180.000 6.667 X Brace No No 0.000 0.000 T6 180.000-160.000 5.000 Double K No Yes 0.000 0.000 T7 160.000-140.000 5.000 Double K No Yes 0.000 0.000 T8 140.000-120.000 5.000 Double K No Yes 0.000 0.000 T9 120.000-100.000 5.000 Double K No Yes 0.000 0.000 T10 100.000-80.000 10.000 Double K1 No Yes 0.000 0.000 T11 80.000-60.000 10.000 Double K1 No Yes 0.000 0.000 T12 60.000-40.000 10.000 Double K1 No Yes 0.000 0.000 T13 40.000-20.000 10.000 Double K1 No Yes 0.000 0.000 T14 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 3 A572-50 (50 ksi) Equal Angle L3x3x3/16 A36 (36 ksi) T3 220.000-200.000 Solid Round 3 1/2 A572-50 (50 ksi) Equal Angle L3x3x1/4 A36 (36 ksi) T4 200.000-186.667 Solid Round 4 A572-50 (50 ksi) Equal Angle L3x3x1/4 A36 (36 ksi) T5 186.667-180.000 Solid Round 4 A572-50 (50 ksi) Double Equal Angle 2L3x3x1/4x3/8 A36 (36 ksi) T6 180.000-160.000 Solid Round 4 A572-50 (50 ksi) Double Equal Angle 2L2 1/2x2 1/2x3/16x3/8 A36 (36 ksi) T7 160.000-140.000 Solid Round 4 1/4 A572-50 (50 ksi) Double Equal Angle 2L2 1/2x2 1/2x3/16x3/8 A36 (36 ksi) T8 140.000-120.000 Solid Round 4 1/2 A572-50 (50 ksi) Double Equal Angle 2L3x3x3/16x3/8 A36 (36 ksi) T9 120.000-100.000 Solid Round 4 3/4 A572-50 (50 ksi) Double Equal Angle 2L3x3x3/16x3/8 A36 (36 ksi) T10 100.000-80.000 Solid Round 5 A572-50 (50 ksi) Double Equal Angle 2L3x3x5/16 x1/2 A36 (36 ksi) T11 80.000-60.000 Solid Round 5 A572-50 (50 ksi) Double Equal Angle 2L3x3x5/16 x1/2 A36 (36 ksi) T12 60.000-40.000 Solid Round 5 1/4 A572-50 (50 ksi) Double Equal Angle 2L3x3x1/4x1/2 A36 (36 ksi) T13 40.000-20.000 Solid Round 5 1/2 A572-50 (50 ksi) Double Equal Angle 2L3x3x5/16 x1/2 A36 (36 ksi) T14 20.000-0.000 Solid Round 5 3/4 A572-50 (50 ksi) Double Equal Angle 2L3x3x5/16 x1/2 A36 (36 ksi) Tower Section Geometry (cont’d) ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 4 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 Equal Angle L2x2x3/16 A36 (36 ksi) Equal Angle A36 (36 ksi) Tower Section Geometry (cont’d) Tower Elevation ft No. of Mid Girts Mid Girt Type Mid Girt Size Mid Girt Grade Horizontal Type Horizontal Size Horizontal Grade T6 180.000-160.000 None Single Angle A36 (36 ksi) Equal Angle L2 1/2x2 1/2x3/16 A36 (36 ksi) T7 160.000-140.000 None Single Angle A36 (36 ksi) Equal Angle L3x3x3/16 A36 (36 ksi) T8 140.000-120.000 None Single Angle A36 (36 ksi) Equal Angle L3x3x3/16 A36 (36 ksi) T9 120.000-100.000 None Single Angle A36 (36 ksi) Equal Angle L3x3x1/4 A36 (36 ksi) T10 100.000-80.000 None Single Angle A36 (36 ksi) Double Equal Angle 2L2 1/2x2 1/2x3/16x1/2 A36 (36 ksi) T11 80.000-60.000 None Single Angle A36 (36 ksi) Double Equal Angle 2L2 1/2x2 1/2x3/16x1/2 A36 (36 ksi) T12 60.000-40.000 None Single Angle A36 (36 ksi) Double Equal Angle 2L2 1/2x2 1/2x3/16x1/2 A36 (36 ksi) T13 40.000-20.000 None Single Angle A36 (36 ksi) Double Equal Angle 2L3x3x3/16x1/2 A36 (36 ksi) T14 20.000-0.000 None Single Angle A36 (36 ksi) Double Equal Angle 2L3x3x3/16x1/2 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 T6 180.000-160.000 Equal Angle A36 (36 ksi) Equal Angle L2x2x3/16 A36 (36 ksi) T7 160.000-140.000 Equal Angle A36 (36 ksi) Equal Angle L2x2x3/16 A36 (36 ksi) T8 140.000-120.000 Equal Angle A36 (36 ksi) Equal Angle L2 1/2x2 1/2x3/16 A36 (36 ksi) T9 120.000-100.000 Equal Angle A36 (36 ksi) Equal Angle L2 1/2x2 1/2x3/16 A36 (36 ksi) T10 100.000-80.000 Equal Angle A36 (36 ksi) Double Equal Angle 2L2x2x3/16x3/8 A36 (36 ksi) T11 80.000-60.000 Equal Angle A36 (36 ksi) Double Equal Angle 2L2x2x3/16x3/8 A36 (36 ksi) T12 60.000-40.000 Equal Angle A36 (36 ksi) Double Equal Angle 2L2x2x3/16x3/8 A36 (36 ksi) T13 40.000-20.000 Equal Angle A36 (36 ksi) Double Equal Angle 2L2 1/2x2 1/2x3/16x3/8 A36 (36 ksi) T14 20.000-0.000 Equal Angle A36 Double Equal 2L2 1/2x2 1/2x3/16x3/8 A36 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 5 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Tower Elevation ft Secondary Horizontal Type Secondary Horizontal Size Secondary Horizontal Grade Inner Bracing Type Inner Bracing Size Inner Bracing Grade (36 ksi) Angle (36 ksi) Tower Section Geometry (cont’d) Tower Elevation ft Redundant Bracing Grade Redundant Type Redundant Size K Factor T10 100.000-80.00 0 A36 (36 ksi) Horizontal (1) Diagonal (1) Double Equal Angle Double Equal Angle 2L2x2x3/16x1/2 2L2x2x3/16x1/2 1 1 T11 80.000-60.000 A36 (36 ksi) Horizontal (1) Diagonal (1) Double Equal Angle Double Equal Angle 2L2x2x3/16x1/2 2L2x2x3/16x1/2 1 1 T12 60.000-40.000 A36 (36 ksi) Horizontal (1) Diagonal (1) Hip (1) Hip Diagonal (1) Double Equal Angle Double Equal Angle Equal Angle Equal Angle 2L2x2x3/16x1/2 2L2x2x3/16x1/2 L2 1/2x2 1/2x3/16 L2 1/2x2 1/2x3/16 1 1 1 1 T13 40.000-20.000 A36 (36 ksi) Horizontal (1) Diagonal (1) Hip (1) Hip Diagonal (1) Double Equal Angle Double Equal Angle Equal Angle Equal Angle 2L2x2x3/16x1/2 2L2x2x3/16x1/2 L2 1/2x2 1/2x3/16 L2 1/2x2 1/2x3/16 1 1 1 1 T14 20.000-0.000 A36 (36 ksi) Horizontal (1) Diagonal (1) Hip (1) Hip Diagonal (1) Double Equal Angle Double Equal Angle Equal Angle Equal Angle 2L2x2x3/16x1/2 2L2 1/2x2 1/2x3/16x1/2 L2 1/2x2 1/2x3/16 L2 1/2x2 1/2x3/16 1 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 0.250 A36 (36 ksi) 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt T2 240.000-220.0 00 0.000 0.250 A36 (36 ksi) 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt T3 220.000-200.0 00 0.000 0.250 A36 (36 ksi) 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt T4 200.000-186.6 67 0.000 0.375 A36 (36 ksi) 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt T5 186.667-180.0 00 0.000 0.375 A36 (36 ksi) 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt T6 180.000-160.0 00 0.000 0.375 A36 (36 ksi) 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt T7 0.000 0.375 A36 1.03 1 1.05 26.334 Mid-Pt Mid-Pt ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 6 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 160.000-140.0 00 (36 ksi) T8 140.000-120.0 00 0.000 0.375 A36 (36 ksi) 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt T9 120.000-100.0 00 0.000 0.375 A36 (36 ksi) 1.03 1 1.05 31.536 Mid-Pt Mid-Pt T10 100.000-80.00 0 0.000 0.500 A36 (36 ksi) 1.03 1 1.05 42.417 Mid-Pt Mid-Pt T11 80.000-60.000 0.000 0.500 A36 (36 ksi) 1.03 1 1.05 44.712 Mid-Pt Mid-Pt T12 60.000-40.000 0.000 0.500 A36 (36 ksi) 1.03 1 1.05 47.868 36.411 Mid-Pt T13 40.000-20.000 0.000 0.500 A36 (36 ksi) 1.03 1 1.05 50.280 Mid-Pt Mid-Pt T14 20.000-0.000 0.000 0.500 A36 (36 ksi) 1.03 1 1.05 52.746 Mid-Pt Mid-Pt 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 200.000-186.6 67 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T5 186.667-180.0 00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T6 180.000-160.0 00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 0.5 1 1 T7 160.000-140.0 00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 0.5 1 1 T8 140.000-120.0 00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 0.5 1 1 T9 120.000-100.0 00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 0.5 1 1 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 7 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 T10 100.000-80.00 0 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T11 80.000-60.000 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T12 60.000-40.000 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T13 40.000-20.000 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T14 20.000-0.000 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length. Tower Section Geometry (cont’d) Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 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 200.000-186.6 67 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 186.667-180.0 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 T6 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 T7 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 T8 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 T9 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 T10 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 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 8 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 T11 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 T12 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 T13 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 T14 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 T4 200.000-186.6 67 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 186.667-180.0 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 T6 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 T7 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 T8 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 T9 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 T10 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 T11 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 T12 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 T13 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 T14 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 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 9 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 0.000 A325N 0 T2 240.000-220.0 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 0.000 A325N 0 T3 220.000-200.0 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 0.000 A325N 0 T4 200.000-186.6 67 Flange 1.250 A325N 0 0.625 A325N 2 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.000 A325N 0 T5 186.667-180.0 00 Flange 1.250 A325N 6 0.625 A325N 2 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.000 A325N 0 T6 180.000-160.0 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 T7 160.000-140.0 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 T8 140.000-120.0 00 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 T9 120.000-100.0 00 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 T10 100.000-80.00 0 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 0 T11 80.000-60.000 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 0 T12 60.000-40.000 Flange 1.750 A325N 6 0.625 A325N 2 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.625 A325N 1 0.000 A325N 0 T13 40.000-20.000 Flange 1.750 A325N 6 0.625 A325N 2 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.625 A325N 1 0.000 A325N 0 T14 20.000-0.000 Flange 2.500 A36 0 0.625 A325N 2 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.625 A325N 1 0.000 A325N 0 Tower Section Geometry (cont’d) ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 10 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 T2 240.000-220.0 00 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 T3 220.000-200.0 00 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 T4 200.000-186.6 67 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 T5 186.667-180.0 00 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 T6 180.000-160.0 00 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 T7 160.000-140.0 00 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 T8 140.000-120.0 00 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 T9 120.000-100.0 00 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 T10 100.000-80.00 0 0.625 A325N 1 0.625 A325N 1 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 T11 80.000-60.000 0.625 A325N 1 0.625 A325N 1 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 T12 60.000-40.000 0.625 A325N 1 0.625 A325N 1 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325X 1 0.625 A325X 1 T13 40.000-20.000 0.625 A325N 1 0.625 A325N 1 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325X 1 0.625 A325X 1 T14 20.000-0.000 0.625 A325N 1 0.625 A325N 1 0.625 A325N 0 0.625 A325N 0 0.625 A325N 0 0.625 A325X 1 0.625 A325X 1 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 * Climbing Ladder (Af) B No No Af (CaAa) 250.000 - 0.000 0.000 0 1 1 3.000 3.000 0.004 Safety Line 3/8 B No No Ar (CaAa) 250.000 - 0.000 0.000 0 1 1 0.375 0.375 0.000 * 5/8'' Cable (Lights) B No No Ar (CaAa) 125.000 - 0.000 0.000 -0.01 2 1 0.500 0.625 0.000 5/8'' Cable B No No Ar (CaAa) 247.000 - 0.000 -0.01 1 1 0.500 0.625 0.000 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 11 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 (Lights) 125.000 * **Face A** * LDF7-50A(1- 5/8) A No No Ar (CaAa) 217.000 - 0.000 -6.000 -0.1 13 5 0.850 0.750 1.980 0.001 Feedline Ladder (Af) A No No Af (CaAa) 217.000 - 0.000 -6.000 -0.1 1 1 3.000 3.000 0.008 * * **Face B** * TSZ 999 066/XXXM-8 AWG(1-1/32) B No No Ar (CaAa) 207.000 - 0.000 -2.500 -0.24 3 2 0.500 1.039 0.001 FXL-780(7/8'') B No No Ar (CaAa) 128.000 - 0.000 -2.000 -0.26 1 1 0.500 1.090 0.000 Feedline Ladder (Af) B No No Af (CaAa) 207.000 - 0.000 -2.000 -0.24 1 1 3.000 3.000 0.008 * * **Face C** * LCF158-50J(1 -5/8) C No No Ar (CaAa) 160.000 - 0.000 0.000 0.4 17 9 0.500 2.010 0.001 LCF158-50J(1 -5/8) C No No Ar (CaAa) 195.000 - 160.000 0.000 0.4 6 6 0.500 2.010 0.001 WR-VG86ST- BRD(3/4) C No No Ar (CaAa) 160.000 - 0.000 0.000 0.35 7 3 0.500 0.795 0.001 WR-VG86ST- BRD(3/4) C No No Ar (CaAa) 195.000 - 160.000 0.000 0.35 2 2 0.500 0.795 0.001 FB-L98B-034- XXX(3/8) C No No Ar (CaAa) 160.000 - 0.000 0.000 0.36 4 1 0.500 0.394 0.000 Feedline Ladder (Af) C No No Af (CaAa) 250.000 - 0.000 0.000 0.4 1 1 3.000 3.000 0.008 * 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 * **Face A** * **Face B** * **Face C** * ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 12 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 0.000 5.813 5.000 0.000 0.000 0.000 0.000 0.044 0.084 T2 240.000-220.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12.000 10.000 0.000 0.000 0.000 0.000 0.090 0.168 T3 220.000-200.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 52.258 17.682 10.000 0.000 0.000 0.000 0.324 0.164 0.168 T4 200.000-186.667 A B C 0.000 0.000 0.000 0.000 0.000 0.000 40.987 18.823 18.042 0.000 0.000 0.000 0.254 0.201 0.168 T5 186.667-180.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 20.493 9.411 12.433 0.000 0.000 0.000 0.127 0.100 0.101 T6 180.000-160.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 61.480 28.234 37.300 0.000 0.000 0.000 0.381 0.301 0.302 T7 160.000-140.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 61.480 28.234 92.620 0.000 0.000 0.000 0.381 0.301 0.567 T8 140.000-120.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 61.480 29.419 92.620 0.000 0.000 0.000 0.381 0.304 0.567 T9 120.000-100.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 61.480 31.664 92.620 0.000 0.000 0.000 0.381 0.312 0.567 T10 100.000-80.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 61.480 31.664 92.620 0.000 0.000 0.000 0.381 0.312 0.567 T11 80.000-60.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 61.480 31.664 92.620 0.000 0.000 0.000 0.381 0.312 0.567 T12 60.000-40.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 61.480 31.664 92.620 0.000 0.000 0.000 0.381 0.312 0.567 T13 40.000-20.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 61.480 31.664 92.620 0.000 0.000 0.000 0.381 0.312 0.567 T14 20.000-0.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 61.480 31.664 92.620 0.000 0.000 0.000 0.381 0.312 0.567 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in T1 250.000-240.000 -0.461 0.799 -0.461 0.799 T2 240.000-220.000 -0.402 0.736 -0.398 0.726 T3 220.000-200.000 -4.749 -1.514 -4.653 -1.482 T4 200.000-186.667 -9.088 -2.875 -8.844 -2.790 T5 186.667-180.000 -11.726 -2.493 -11.433 -2.421 T6 180.000-160.000 -13.252 -2.879 -12.902 -2.792 T7 160.000-140.000 -22.076 1.101 -21.514 1.067 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 13 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in T8 140.000-120.000 -22.482 0.715 -21.888 0.692 T9 120.000-100.000 -23.487 0.156 -22.805 0.150 T10 100.000-80.000 -27.227 0.110 -26.232 0.105 T11 80.000-60.000 -28.826 0.055 -27.848 0.052 T12 60.000-40.000 -30.284 0.003 -29.201 0.003 T13 40.000-20.000 -31.097 -0.044 -30.008 -0.042 T14 20.000-0.000 -31.604 -0.086 -30.577 -0.083 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T1 2 Climbing Ladder (Af) 240.00 - 250.00 0.6000 0.6000 T1 3 Safety Line 3/8 240.00 - 250.00 0.6000 0.6000 T1 6 5/8" Cable (Lights) 240.00 - 247.00 0.6000 0.6000 T1 34 Feedline Ladder (Af) 240.00 - 250.00 0.6000 0.6000 T2 2 Climbing Ladder (Af) 220.00 - 240.00 0.6000 0.6000 T2 3 Safety Line 3/8 220.00 - 240.00 0.6000 0.6000 T2 6 5/8" Cable (Lights) 220.00 - 240.00 0.6000 0.6000 T2 34 Feedline Ladder (Af) 220.00 - 240.00 0.6000 0.6000 T3 2 Climbing Ladder (Af) 200.00 - 220.00 0.6000 0.6000 T3 3 Safety Line 3/8 200.00 - 220.00 0.6000 0.6000 T3 6 5/8" Cable (Lights) 200.00 - 220.00 0.6000 0.6000 T3 11 LDF7-50A(1-5/8) 200.00 - 217.00 0.6000 0.6000 T3 12 Feedline Ladder (Af) 200.00 - 217.00 0.6000 0.6000 T3 20 TSZ 999 066/XXXM-8AWG(1-1/32) 200.00 - 207.00 0.6000 0.6000 T3 22 Feedline Ladder (Af) 200.00 - 207.00 0.6000 0.6000 T3 34 Feedline Ladder (Af) 200.00 - 220.00 0.6000 0.6000 T4 2 Climbing Ladder (Af) 186.67 - 200.00 0.6000 0.6000 T4 3 Safety Line 3/8 186.67 - 200.00 0.6000 0.6000 T4 6 5/8" Cable (Lights) 186.67 - 200.00 0.6000 0.6000 T4 11 LDF7-50A(1-5/8) 186.67 - 200.00 0.6000 0.6000 T4 12 Feedline Ladder (Af) 186.67 - 200.00 0.6000 0.6000 T4 20 TSZ 999 186.67 - 0.6000 0.6000 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 14 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 066/XXXM-8AWG(1-1/32) 200.00 T4 22 Feedline Ladder (Af) 186.67 - 200.00 0.6000 0.6000 T4 30 LCF158-50J(1-5/8) 186.67 - 195.00 0.6000 0.6000 T4 32 WR-VG86ST-BRD(3/4) 186.67 - 195.00 0.6000 0.6000 T4 34 Feedline Ladder (Af) 186.67 - 200.00 0.6000 0.6000 T5 2 Climbing Ladder (Af) 180.00 - 186.67 0.6000 0.6000 T5 3 Safety Line 3/8 180.00 - 186.67 0.6000 0.6000 T5 6 5/8" Cable (Lights) 180.00 - 186.67 0.6000 0.6000 T5 11 LDF7-50A(1-5/8) 180.00 - 186.67 0.6000 0.6000 T5 12 Feedline Ladder (Af) 180.00 - 186.67 0.6000 0.6000 T5 20 TSZ 999 066/XXXM-8AWG(1-1/32) 180.00 - 186.67 0.6000 0.6000 T5 22 Feedline Ladder (Af) 180.00 - 186.67 0.6000 0.6000 T5 30 LCF158-50J(1-5/8) 180.00 - 186.67 0.6000 0.6000 T5 32 WR-VG86ST-BRD(3/4) 180.00 - 186.67 0.6000 0.6000 T5 34 Feedline Ladder (Af) 180.00 - 186.67 0.6000 0.6000 T6 2 Climbing Ladder (Af) 160.00 - 180.00 0.6000 0.6000 T6 3 Safety Line 3/8 160.00 - 180.00 0.6000 0.6000 T6 6 5/8" Cable (Lights) 160.00 - 180.00 0.6000 0.6000 T6 11 LDF7-50A(1-5/8) 160.00 - 180.00 0.6000 0.6000 T6 12 Feedline Ladder (Af) 160.00 - 180.00 0.6000 0.6000 T6 20 TSZ 999 066/XXXM-8AWG(1-1/32) 160.00 - 180.00 0.6000 0.6000 T6 22 Feedline Ladder (Af) 160.00 - 180.00 0.6000 0.6000 T6 30 LCF158-50J(1-5/8) 160.00 - 180.00 0.6000 0.6000 T6 32 WR-VG86ST-BRD(3/4) 160.00 - 180.00 0.6000 0.6000 T6 34 Feedline Ladder (Af) 160.00 - 180.00 0.6000 0.6000 T7 2 Climbing Ladder (Af) 140.00 - 160.00 0.6000 0.6000 T7 3 Safety Line 3/8 140.00 - 160.00 0.6000 0.6000 T7 6 5/8" Cable (Lights) 140.00 - 160.00 0.6000 0.6000 T7 11 LDF7-50A(1-5/8) 140.00 - 160.00 0.6000 0.6000 T7 12 Feedline Ladder (Af) 140.00 - 160.00 0.6000 0.6000 T7 20 TSZ 999 066/XXXM-8AWG(1-1/32) 140.00 - 160.00 0.6000 0.6000 T7 22 Feedline Ladder (Af) 140.00 - 0.6000 0.6000 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 15 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 160.00 T7 29 LCF158-50J(1-5/8) 140.00 - 160.00 0.6000 0.6000 T7 31 WR-VG86ST-BRD(3/4) 140.00 - 160.00 0.6000 0.6000 T7 33 FB-L98B-034-XXX(3/8) 140.00 - 160.00 0.6000 0.6000 T7 34 Feedline Ladder (Af) 140.00 - 160.00 0.6000 0.6000 T8 2 Climbing Ladder (Af) 120.00 - 140.00 0.6000 0.6000 T8 3 Safety Line 3/8 120.00 - 140.00 0.6000 0.6000 T8 5 5/8" Cable (Lights) 120.00 - 125.00 0.6000 0.6000 T8 6 5/8" Cable (Lights) 125.00 - 140.00 0.6000 0.6000 T8 11 LDF7-50A(1-5/8) 120.00 - 140.00 0.6000 0.6000 T8 12 Feedline Ladder (Af) 120.00 - 140.00 0.6000 0.6000 T8 20 TSZ 999 066/XXXM-8AWG(1-1/32) 120.00 - 140.00 0.6000 0.6000 T8 21 FXL-780(7/8") 120.00 - 128.00 0.6000 0.6000 T8 22 Feedline Ladder (Af) 120.00 - 140.00 0.6000 0.6000 T8 29 LCF158-50J(1-5/8) 120.00 - 140.00 0.6000 0.6000 T8 31 WR-VG86ST-BRD(3/4) 120.00 - 140.00 0.6000 0.6000 T8 33 FB-L98B-034-XXX(3/8) 120.00 - 140.00 0.6000 0.6000 T8 34 Feedline Ladder (Af) 120.00 - 140.00 0.6000 0.6000 T9 2 Climbing Ladder (Af) 100.00 - 120.00 0.6000 0.6000 T9 3 Safety Line 3/8 100.00 - 120.00 0.6000 0.6000 T9 5 5/8" Cable (Lights) 100.00 - 120.00 0.6000 0.6000 T9 11 LDF7-50A(1-5/8) 100.00 - 120.00 0.6000 0.6000 T9 12 Feedline Ladder (Af) 100.00 - 120.00 0.6000 0.6000 T9 20 TSZ 999 066/XXXM-8AWG(1-1/32) 100.00 - 120.00 0.6000 0.6000 T9 21 FXL-780(7/8") 100.00 - 120.00 0.6000 0.6000 T9 22 Feedline Ladder (Af) 100.00 - 120.00 0.6000 0.6000 T9 29 LCF158-50J(1-5/8) 100.00 - 120.00 0.6000 0.6000 T9 31 WR-VG86ST-BRD(3/4) 100.00 - 120.00 0.6000 0.6000 T9 33 FB-L98B-034-XXX(3/8) 100.00 - 120.00 0.6000 0.6000 T9 34 Feedline Ladder (Af) 100.00 - 120.00 0.6000 0.6000 T10 2 Climbing Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T10 3 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 T10 5 5/8" Cable (Lights) 80.00 - 100.00 0.6000 0.6000 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 16 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T10 11 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T10 12 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T10 20 TSZ 999 066/XXXM-8AWG(1-1/32) 80.00 - 100.00 0.6000 0.6000 T10 21 FXL-780(7/8") 80.00 - 100.00 0.6000 0.6000 T10 22 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T10 29 LCF158-50J(1-5/8) 80.00 - 100.00 0.6000 0.6000 T10 31 WR-VG86ST-BRD(3/4) 80.00 - 100.00 0.6000 0.6000 T10 33 FB-L98B-034-XXX(3/8) 80.00 - 100.00 0.6000 0.6000 T10 34 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T11 2 Climbing Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T11 3 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 T11 5 5/8" Cable (Lights) 60.00 - 80.00 0.6000 0.6000 T11 11 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 T11 12 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T11 20 TSZ 999 066/XXXM-8AWG(1-1/32) 60.00 - 80.00 0.6000 0.6000 T11 21 FXL-780(7/8") 60.00 - 80.00 0.6000 0.6000 T11 22 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T11 29 LCF158-50J(1-5/8) 60.00 - 80.00 0.6000 0.6000 T11 31 WR-VG86ST-BRD(3/4) 60.00 - 80.00 0.6000 0.6000 T11 33 FB-L98B-034-XXX(3/8) 60.00 - 80.00 0.6000 0.6000 T11 34 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T12 2 Climbing Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T12 3 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000 T12 5 5/8" Cable (Lights) 40.00 - 60.00 0.6000 0.6000 T12 11 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 T12 12 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T12 20 TSZ 999 066/XXXM-8AWG(1-1/32) 40.00 - 60.00 0.6000 0.6000 T12 21 FXL-780(7/8") 40.00 - 60.00 0.6000 0.6000 T12 22 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T12 29 LCF158-50J(1-5/8) 40.00 - 60.00 0.6000 0.6000 T12 31 WR-VG86ST-BRD(3/4) 40.00 - 60.00 0.6000 0.6000 T12 33 FB-L98B-034-XXX(3/8) 40.00 - 60.00 0.6000 0.6000 T12 34 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T13 2 Climbing Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T13 3 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000 T13 5 5/8" Cable (Lights) 20.00 - 40.00 0.6000 0.6000 T13 11 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000 T13 12 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T13 20 TSZ 999 066/XXXM-8AWG(1-1/32) 20.00 - 40.00 0.6000 0.6000 T13 21 FXL-780(7/8") 20.00 - 40.00 0.6000 0.6000 T13 22 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T13 29 LCF158-50J(1-5/8) 20.00 - 40.00 0.6000 0.6000 T13 31 WR-VG86ST-BRD(3/4) 20.00 - 40.00 0.6000 0.6000 T13 33 FB-L98B-034-XXX(3/8) 20.00 - 40.00 0.6000 0.6000 T13 34 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T14 2 Climbing Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T14 3 Safety Line 3/8 0.00 - 20.00 0.6000 0.6000 T14 5 5/8" Cable (Lights) 0.00 - 20.00 0.6000 0.6000 T14 11 LDF7-50A(1-5/8) 0.00 - 20.00 0.6000 0.6000 T14 12 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T14 20 TSZ 999 066/XXXM-8AWG(1-1/32) 0.00 - 20.00 0.6000 0.6000 T14 21 FXL-780(7/8") 0.00 - 20.00 0.6000 0.6000 T14 22 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T14 29 LCF158-50J(1-5/8) 0.00 - 20.00 0.6000 0.6000 T14 31 WR-VG86ST-BRD(3/4) 0.00 - 20.00 0.6000 0.6000 T14 33 FB-L98B-034-XXX(3/8) 0.00 - 20.00 0.6000 0.6000 T14 34 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 17 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 Lighting Rod 5/8'' x 5' B From Leg 0.000 0.000 2.500 0.000 250.000 No Ice 0.313 0.313 0.031 Flash Beacon Lighting B From Leg 0.000 0.000 1.000 0.000 250.000 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 0.096 0.096 0.005 Side Lighting B From Leg 0.500 0.000 0.000 0.000 125.000 No Ice 0.096 0.096 0.005 Side Lighting C From Leg 0.500 0.000 0.000 0.000 125.000 No Ice 0.096 0.096 0.005 * * * FFVV-65C-R3-V1_TMO A From Leg 4.000 0.000 0.000 0.000 217.000 No Ice 12.950 4.890 0.125 FFVV-65C-R3-V1_TMO B From Leg 4.000 0.000 0.000 0.000 217.000 No Ice 12.950 4.890 0.125 FFVV-65C-R3-V1_TMO C From Leg 4.000 0.000 0.000 0.000 217.000 No Ice 12.950 4.890 0.125 RADIO 4460 B2/B25 B66_TMO A From Leg 4.000 0.000 0.000 0.000 217.000 No Ice 2.139 1.686 0.109 (2) RADIO 4460 B2/B25 B66_TMO B From Leg 4.000 0.000 0.000 0.000 217.000 No Ice 2.139 1.686 0.109 RADIO 4480 B71_TMO A From Leg 4.000 0.000 0.000 0.000 217.000 No Ice 2.852 1.383 0.093 (2) RADIO 4480 B71_TMO C From Leg 4.000 0.000 0.000 0.000 217.000 No Ice 2.852 1.383 0.093 (4) 8' x 2'' Mount Pipe A From Leg 4.000 0.000 0.000 0.000 217.000 No Ice 1.900 1.900 0.029 (4) 8' x 2'' Mount Pipe B From Leg 4.000 0.000 0.000 0.000 217.000 No Ice 1.900 1.900 0.029 (4) 8' x 2'' Mount Pipe C From Leg 4.000 0.000 0.000 217.000 No Ice 1.900 1.900 0.029 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 18 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 0.000 Sector Mount [SM 503-3] C None 0.000 217.000 No Ice 30.430 30.430 1.690 (2) Horizontal 15' x 2'' Pipe Mount A From Leg 2.000 0.000 0.000 0.000 217.000 No Ice 3.563 3.563 0.055 (2) Horizontal 15' x 2'' Pipe Mount B From Leg 2.000 0.000 0.000 0.000 217.000 No Ice 3.563 3.563 0.055 (2) Horizontal 15' x 2'' Pipe Mount C From Leg 2.000 0.000 0.000 0.000 217.000 No Ice 3.563 3.563 0.055 * APXV9ERR18-C-A20 w/ Mount Pipe A From Leg 4.000 0.000 3.000 0.000 207.000 No Ice 4.600 4.010 0.095 TTTT65AP-1XR w/ Mount Pipe A From Leg 4.000 0.000 3.000 0.000 207.000 No Ice 5.300 3.180 0.056 HPA33R-CS4AA-K1 w/ Mount Pipe B From Leg 4.000 0.000 3.000 0.000 207.000 No Ice 7.260 4.410 0.069 HPA33R-CS4AA-K1 w/ Mount Pipe C From Leg 4.000 0.000 3.000 0.000 207.000 No Ice 7.260 4.410 0.069 (2) ACU-A20-N A From Leg 4.000 0.000 3.000 0.000 207.000 No Ice 0.067 0.117 0.001 ACU-A20-N C From Leg 4.000 0.000 3.000 0.000 207.000 No Ice 0.067 0.117 0.001 RRUS-11 800MHZ A From Leg 4.000 0.000 3.000 0.000 207.000 No Ice 2.522 1.303 0.054 (2) RRUS-11 800MHZ B From Leg 4.000 0.000 3.000 0.000 207.000 No Ice 2.522 1.303 0.054 RRUS 82 W/SOLAR SHIELD A From Leg 4.000 0.000 3.000 0.000 207.000 No Ice 2.978 1.431 0.062 RRUS 82 W/SOLAR SHIELD B From Leg 4.000 0.000 3.000 0.000 207.000 No Ice 2.978 1.431 0.062 RRUS 82 W/SOLAR SHIELD C From Leg 4.000 0.000 3.000 0.000 207.000 No Ice 2.978 1.431 0.062 (2) RRUS 31 B25 A From Leg 4.000 0.000 3.000 0.000 207.000 No Ice 1.623 1.279 0.056 RRUS 31 B25 B From Leg 4.000 0.000 3.000 0.000 207.000 No Ice 1.623 1.279 0.056 Sector Mount [SM 301-1] A From Leg 2.000 0.000 0.000 0.000 207.000 No Ice 15.350 10.840 0.434 Sector Mount [SM 301-1] B From Leg 2.000 0.000 0.000 0.000 207.000 No Ice 15.350 10.840 0.434 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 19 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 Horizontal 10' x 2'' Mount Pipe A From Leg 4.000 0.000 0.000 0.000 207.000 No Ice 2.375 2.375 0.037 Horizontal 10' x 2'' Mount Pipe B From Leg 4.000 0.000 0.000 0.000 207.000 No Ice 2.375 2.375 0.037 (2) Horizontal 6' x 2'' Mount Pipe A From Leg 2.000 0.000 0.000 0.000 207.000 No Ice 1.425 1.425 0.022 (2) Horizontal 6' x 2'' Mount Pipe B From Leg 2.000 0.000 0.000 0.000 207.000 No Ice 1.425 1.425 0.022 Sector Mount [SM 309-1] C From Leg 2.000 0.000 0.000 0.000 207.000 No Ice 13.180 8.040 0.164 Horizontal 10' x 2'' Mount Pipe C From Leg 4.000 0.000 0.000 0.000 207.000 No Ice 2.375 2.375 0.037 * (3) SBNHH-1D85C w/ Mount Pipe C From Leg 4.000 0.000 5.000 0.000 195.000 No Ice 5.560 4.470 0.083 RRUS 32 C From Leg 4.000 0.000 5.000 0.000 195.000 No Ice 2.857 1.777 0.055 RRUS 4449 B5/B12 C From Leg 4.000 0.000 5.000 0.000 195.000 No Ice 1.968 1.408 0.071 RRUS 8843 B2/B66A C From Leg 4.000 0.000 5.000 0.000 195.000 No Ice 1.639 1.353 0.072 DC6-48-60-18-8C C From Leg 4.000 0.000 5.000 0.000 195.000 No Ice 2.737 2.737 0.026 8' x 2'' Mount Pipe C From Leg 4.000 0.000 5.000 0.000 195.000 No Ice 1.900 1.900 0.029 Sector Mount [SM 502-1] C From Leg 2.000 0.000 0.000 0.000 195.000 No Ice 15.400 11.110 0.558 Horizontal 10' x 2'' Mount Pipe C From Leg 4.000 0.000 0.000 0.000 195.000 No Ice 2.375 2.375 0.037 * * (3) 80010966K w/ Mount Pipe A From Leg 4.000 0.000 0.000 0.000 160.000 No Ice 14.610 6.840 0.182 (3) 80010966K w/ Mount Pipe B From Leg 4.000 0.000 0.000 0.000 160.000 No Ice 14.610 6.840 0.182 DC6-48-60-18-8C A From Leg 4.000 0.000 0.000 0.000 160.000 No Ice 2.737 2.737 0.026 (2) DC6-48-60-18-8F B From Leg 4.000 0.000 0.000 0.000 160.000 No Ice 1.212 1.212 0.033 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 20 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 RRUS 32 A From Leg 4.000 0.000 0.000 0.000 160.000 No Ice 2.857 1.777 0.055 RRUS 32 B From Leg 4.000 0.000 0.000 0.000 160.000 No Ice 2.857 1.777 0.055 RRUS 4449 B5/B12 A From Leg 4.000 0.000 0.000 0.000 160.000 No Ice 1.968 1.408 0.071 RRUS 4449 B5/B12 B From Leg 4.000 0.000 0.000 0.000 160.000 No Ice 1.968 1.408 0.071 RRUS 8843 B2/B66A A From Leg 4.000 0.000 0.000 0.000 160.000 No Ice 1.639 1.353 0.072 RRUS 8843 B2/B66A B From Leg 4.000 0.000 0.000 0.000 160.000 No Ice 1.639 1.353 0.072 8' x 2'' Mount Pipe A From Leg 4.000 0.000 0.000 0.000 160.000 No Ice 1.900 1.900 0.029 8' x 2'' Mount Pipe B From Leg 4.000 0.000 0.000 0.000 160.000 No Ice 1.900 1.900 0.029 Sector Mount [SM 502-1] A From Leg 2.000 0.000 0.000 0.000 160.000 No Ice 15.400 11.110 0.558 Sector Mount [SM 502-1] B From Leg 2.000 0.000 0.000 0.000 160.000 No Ice 15.400 11.110 0.558 Horizontal 10' x 2'' Mount Pipe A From Leg 2.000 0.000 0.000 0.000 160.000 No Ice 2.375 2.375 0.037 Horizontal 10' x 2'' Mount Pipe B From Leg 2.000 0.000 0.000 0.000 160.000 No Ice 2.375 2.375 0.037 * Pipe Mount [PM 601-1] A From Leg 0.500 0.000 0.000 0.000 128.000 No Ice 1.320 1.320 0.065 * FIBEAIR 1500HP C From Leg 1.000 0.000 0.000 0.000 120.000 No Ice 0.973 1.742 0.016 Pipe Mount [PM 601-1] C From Leg 0.500 0.000 0.000 0.000 120.000 No Ice 1.320 1.320 0.065 * Dishes ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 21 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Description Face or Leg Dish Type Offset Type Offsets: Horz Lateral Vert ft Azimuth Adjustment ° 3 dB Beam Width ° Elevation ft Outside Diameter ft Aperture Area ft2 Weight K * SPD2-5.8 A Paraboloid w/o Radome From Leg 1.000 0.000 0.000 -32.000 128.000 2.000 No Ice 3.140 0.022 * HPX6-59-P3A/K C Paraboloid w/Shroud (HP) From Leg 1.000 0.000 0.000 4.000 120.000 6.458 No Ice 32.759 0.320 * 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 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 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 22 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 15 1.069 -0.001 -0.038 Max. Compression 10 -1.655 -0.028 -0.008 Max. Mx 9 -0.172 -0.055 -0.000 Max. My 2 0.363 0.019 0.063 Max. Vy 19 0.112 0.000 0.000 Max. Vx 3 0.144 0.000 0.000 Diagonal Max Tension 8 0.645 0.000 0.000 Max. Compression 18 -0.660 0.000 0.000 Max. Mx 2 0.069 0.007 -0.000 Max. My 20 0.637 0.005 0.001 Max. Vy 2 0.006 0.007 -0.000 Max. Vx 20 0.000 0.000 0.000 Top Girt Max Tension 7 0.022 0.000 0.000 Max. Compression 2 -0.045 0.000 0.000 Max. Mx 2 0.002 -0.014 0.000 Max. Vy 2 0.009 0.000 0.000 T2 240 - 220 Leg Max Tension 15 8.376 0.164 -0.000 Max. Compression 18 -11.620 0.853 -0.004 Max. Mx 6 7.788 -0.916 0.004 Max. My 16 -1.255 -0.040 0.684 Max. Vy 6 0.233 -0.916 0.004 Max. Vx 12 0.172 -0.036 -0.679 Diagonal Max Tension 20 1.640 0.000 0.000 Max. Compression 18 -1.741 0.000 0.000 Max. Mx 22 -0.284 0.025 0.002 Max. My 4 1.499 0.014 -0.010 Max. Vy 22 -0.014 0.025 0.002 Max. Vx 4 0.002 0.000 0.000 T3 220 - 200 Leg Max Tension 7 32.759 -0.052 0.025 Max. Compression 10 -44.033 0.230 -0.246 Max. Mx 6 11.050 2.493 0.024 Max. My 16 -2.976 -0.053 -2.397 Max. Vy 22 1.418 -0.077 -0.076 Max. Vx 20 1.519 -0.008 0.174 Diagonal Max Tension 25 7.157 0.000 0.000 Max. Compression 12 -7.277 0.000 0.000 Max. Mx 8 4.046 0.042 0.002 Max. My 24 -7.186 0.014 -0.013 Max. Vy 8 0.022 0.042 0.002 Max. Vx 24 0.003 0.000 0.000 T4 200 - 186.667 Leg Max Tension 23 60.559 -0.591 0.501 Max. Compression 18 -76.317 0.210 -0.033 Max. Mx 6 57.219 -0.723 0.026 Max. My 25 -3.518 -0.017 -1.793 Max. Vy 6 0.883 -0.723 0.026 Max. Vx 12 1.483 -0.091 -0.628 Diagonal Max Tension 4 9.044 0.000 0.000 Max. Compression 16 -9.146 0.000 0.000 Max. Mx 20 3.905 0.050 0.003 Max. My 14 -8.100 0.024 -0.017 Max. Vy 20 0.025 0.050 0.003 Max. Vx 14 0.003 0.000 0.000 T5 186.667 - 180 Leg Max Tension 23 74.668 -0.127 -0.072 Max. Compression 18 -92.683 -0.074 -0.017 Max. Mx 18 -92.245 0.210 -0.033 Max. My 9 -5.365 0.014 0.657 Max. Vy 10 0.131 0.210 0.068 Max. Vx 25 0.267 0.028 0.604 Diagonal Max Tension 16 9.446 0.000 0.000 Max. Compression 4 -9.481 0.000 0.000 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 23 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Mx 24 5.316 -0.100 0.006 Max. My 24 7.269 -0.081 -0.048 Max. Vy 24 0.050 -0.100 0.006 Max. Vx 24 0.009 0.000 0.000 T6 180 - 160 Leg Max Tension 23 112.506 0.349 0.013 Max. Compression 18 -135.897 -0.310 -0.021 Max. Mx 18 -135.581 0.654 -0.003 Max. My 24 -9.311 -0.063 0.797 Max. Vy 10 -0.287 0.646 0.028 Max. Vx 24 -0.282 -0.063 0.797 Diagonal Max Tension 16 11.371 0.000 0.000 Max. Compression 2 -11.740 0.000 0.000 Max. Mx 2 7.300 0.058 0.000 Max. My 2 -0.350 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 0.340 0.000 0.000 Max. Compression 5 -0.294 0.017 -0.000 Max. Mx 22 0.097 0.030 -0.001 Max. My 2 -0.160 0.026 -0.001 Max. Vy 22 -0.017 0.030 -0.001 Max. Vx 2 0.001 0.026 -0.001 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 12 -0.003 0.000 0.000 Max. Mx 2 -0.003 -0.017 0.000 Max. Vy 2 0.010 0.000 0.000 T7 160 - 140 Leg Max Tension 23 160.182 0.441 0.023 Max. Compression 10 -193.079 -0.347 -0.021 Max. Mx 10 -192.851 0.895 -0.023 Max. My 24 -11.949 -0.074 0.932 Max. Vy 14 -2.387 0.141 -0.225 Max. Vx 11 2.880 0.058 -0.336 Diagonal Max Tension 4 14.393 0.000 0.000 Max. Compression 16 -14.498 0.000 0.000 Max. Mx 2 13.443 0.073 0.000 Max. My 2 -1.037 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 12 0.544 0.000 0.000 Max. Compression 25 -0.498 0.020 -0.000 Max. Mx 10 -0.048 0.043 -0.002 Max. My 2 -0.192 0.043 -0.002 Max. Vy 22 -0.023 0.041 -0.002 Max. Vx 22 0.001 0.041 -0.002 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 10 -0.004 0.000 0.000 Max. Mx 2 -0.003 -0.023 0.000 Max. Vy 2 0.012 0.000 0.000 T8 140 - 120 Leg Max Tension 23 209.483 0.432 0.040 Max. Compression 10 -250.170 -0.785 0.113 Max. Mx 10 -249.908 1.169 -0.010 Max. My 24 -14.266 -0.066 0.759 Max. Vy 10 0.466 1.169 -0.010 Max. Vx 13 -0.366 -0.047 -0.755 Diagonal Max Tension 4 15.888 0.000 0.000 Max. Compression 16 -16.044 0.000 0.000 Max. Mx 2 12.398 0.108 0.000 Max. My 2 -1.359 0.000 -0.004 Max. Vy 2 -0.042 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Horizontal Max Tension 2 0.656 0.042 -0.001 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 24 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Compression 25 -0.572 0.033 -0.001 Max. Mx 10 -0.062 0.044 -0.001 Max. My 22 0.378 0.043 -0.001 Max. Vy 10 -0.026 0.044 -0.001 Max. Vx 22 -0.001 0.043 -0.001 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 24 -0.005 0.000 0.000 Max. Mx 2 -0.005 -0.037 0.000 Max. Vy 2 0.017 0.000 0.000 T9 120 - 100 Leg Max Tension 23 259.596 0.492 0.092 Max. Compression 2 -310.478 -2.651 0.089 Max. Mx 2 -310.478 -2.651 0.089 Max. My 24 -20.222 -0.298 1.340 Max. Vy 2 0.947 1.736 -0.034 Max. Vx 24 1.212 -0.156 0.744 Diagonal Max Tension 5 18.316 0.000 0.000 Max. Compression 4 -18.589 0.000 0.000 Max. Mx 2 13.744 0.131 0.000 Max. My 2 -2.184 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 24 0.939 0.062 -0.002 Max. Compression 13 -0.844 0.000 0.000 Max. Mx 2 -0.670 0.081 -0.002 Max. My 6 0.664 0.062 -0.002 Max. Vy 2 -0.038 0.081 -0.002 Max. Vx 6 -0.001 0.062 -0.002 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 20 -0.005 0.000 0.000 Max. Mx 2 -0.005 -0.046 0.000 Max. Vy 2 0.019 0.000 0.000 T10 100 - 80 Leg Max Tension 15 296.297 2.002 -0.107 Max. Compression 2 -353.869 -4.790 0.185 Max. Mx 2 -353.869 -4.790 0.185 Max. My 24 -23.559 -0.435 1.997 Max. Vy 2 1.612 2.933 -0.218 Max. Vx 24 -0.757 -0.435 1.997 Diagonal Max Tension 5 23.987 -0.220 0.011 Max. Compression 2 -26.679 0.000 0.000 Max. Mx 2 22.536 -0.259 0.015 Max. My 14 -6.205 -0.028 0.016 Max. Vy 2 0.075 -0.259 0.015 Max. Vx 2 0.004 0.000 0.000 Horizontal Max Tension 3 0.723 -0.077 0.002 Max. Compression 14 -0.700 0.000 0.000 Max. Mx 10 -0.088 -0.112 0.004 Max. My 2 -0.460 -0.111 0.004 Max. Vy 10 0.051 -0.112 0.004 Max. Vx 2 -0.002 -0.111 0.004 Redund Horz 1 Bracing Max Tension 2 1.694 0.000 0.000 Max. Compression 15 -1.449 0.000 0.000 Max. Mx 2 1.484 0.021 0.000 Max. My 2 -0.357 0.000 -0.001 Max. Vy 2 -0.016 0.000 0.000 Max. Vx 2 0.000 0.000 0.000 Redund Diag 1 Bracing Max Tension 12 1.082 0.000 0.000 Max. Compression 2 -1.392 0.000 0.000 Max. Mx 2 0.341 0.031 0.000 Max. My 2 0.394 0.000 0.001 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 25 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 0.017 0.000 0.000 Max. Vx 2 -0.001 0.000 0.000 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 6 -0.012 0.000 0.000 Max. Mx 2 -0.012 0.084 0.000 Max. Vy 2 -0.032 0.000 0.000 T11 80 - 60 Leg Max Tension 15 347.391 3.810 -0.183 Max. Compression 2 -416.332 -5.646 0.065 Max. Mx 2 -416.332 -5.646 0.065 Max. My 24 -25.569 -0.435 1.997 Max. Vy 2 -1.992 4.848 0.190 Max. Vx 24 -0.707 -0.536 1.648 Diagonal Max Tension 2 25.087 -0.275 0.017 Max. Compression 2 -26.321 0.000 0.000 Max. Mx 2 25.087 -0.275 0.017 Max. My 14 -4.621 -0.032 0.018 Max. Vy 2 -0.079 -0.275 0.017 Max. Vx 2 0.004 0.000 0.000 Horizontal Max Tension 3 0.854 -0.095 0.003 Max. Compression 14 -0.804 0.000 0.000 Max. Mx 6 0.349 -0.128 0.003 Max. My 2 -0.571 -0.127 0.004 Max. Vy 6 -0.056 -0.128 0.003 Max. Vx 2 -0.002 -0.127 0.004 Redund Horz 1 Bracing Max Tension 2 2.109 0.000 0.000 Max. Compression 15 -1.796 0.000 0.000 Max. Mx 2 1.681 0.025 0.000 Max. My 2 -0.699 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 15 1.175 0.000 0.000 Max. Compression 2 -1.638 0.000 0.000 Max. Mx 2 0.318 0.036 0.000 Max. My 2 0.368 0.000 -0.001 Max. Vy 2 -0.018 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 16 -0.012 0.000 0.000 Max. Mx 2 -0.012 0.101 0.000 Max. Vy 2 -0.035 0.000 0.000 T12 60 - 40 Leg Max Tension 15 395.053 4.431 -0.079 Max. Compression 2 -474.365 -4.702 0.323 Max. Mx 2 -471.779 5.701 0.319 Max. My 24 -32.185 -0.421 1.870 Max. Vy 2 -2.330 5.701 0.319 Max. Vx 24 -0.815 -0.421 1.870 Diagonal Max Tension 15 25.469 -0.088 0.149 Max. Compression 2 -28.538 0.000 0.000 Max. Mx 2 24.519 -0.230 0.003 Max. My 4 6.623 -0.175 -0.249 Max. Vy 2 -0.066 -0.230 0.003 Max. Vx 4 -0.033 0.000 0.000 Horizontal Max Tension 3 0.791 -0.115 0.003 Max. Compression 14 -0.758 0.000 0.000 Max. Mx 14 0.474 -0.155 0.004 Max. My 18 -0.309 -0.149 0.005 Max. Vy 14 0.061 -0.155 0.004 Max. Vx 18 0.002 -0.149 0.005 Redund Horz 1 Max Tension 2 2.484 0.000 0.000 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 26 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Bracing Max. Compression 15 -2.111 0.000 0.000 Max. Mx 2 -0.075 0.030 0.000 Max. My 2 -1.298 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 15 1.330 0.000 0.000 Max. Compression 2 -1.824 0.000 0.000 Max. Mx 2 0.498 0.041 0.000 Max. My 2 0.254 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 13 0.048 0.000 0.000 Max. Compression 2 -0.057 0.000 0.000 Max. Mx 2 -0.037 -0.019 0.000 Max. Vy 2 0.012 0.000 0.000 Redund Hip Diagonal 1 Bracing Max Tension 24 0.105 0.000 0.000 Max. Compression 10 -0.109 0.000 0.000 Max. Mx 2 0.061 -0.064 0.000 Max. Vy 2 0.021 0.000 0.000 Inner Bracing Max Tension 25 0.016 0.000 0.000 Max. Compression 2 -0.030 0.000 0.000 Max. Mx 2 0.010 0.120 0.000 Max. Vy 2 0.038 0.000 0.000 T13 40 - 20 Leg Max Tension 15 444.054 3.759 -0.318 Max. Compression 2 -535.180 -6.970 0.183 Max. Mx 2 -535.180 -6.970 0.183 Max. My 24 -37.245 -0.797 3.613 Max. Vy 2 2.195 3.723 -0.395 Max. Vx 24 -1.222 -0.797 3.613 Diagonal Max Tension 2 27.019 -0.272 0.007 Max. Compression 2 -28.278 0.000 0.000 Max. Mx 2 27.019 -0.272 0.007 Max. My 2 19.366 -0.259 -0.249 Max. Vy 2 0.083 -0.272 0.007 Max. Vx 2 -0.032 0.000 0.000 Horizontal Max Tension 3 0.814 -0.153 0.004 Max. Compression 12 -0.820 0.000 0.000 Max. Mx 2 -0.704 -0.221 0.006 Max. My 18 -0.456 -0.220 0.006 Max. Vy 2 0.079 -0.221 0.006 Max. Vx 18 0.002 -0.220 0.006 Redund Horz 1 Bracing Max Tension 2 2.348 0.000 0.000 Max. Compression 15 -2.006 0.000 0.000 Max. Mx 2 0.244 0.035 0.000 Max. My 2 -0.608 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 16 1.363 0.000 0.000 Max. Compression 2 -1.733 0.000 0.000 Max. Mx 2 0.461 0.046 0.000 Max. My 2 0.249 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 5 0.044 0.000 0.000 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 27 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Compression 16 -0.053 0.000 0.000 Max. Mx 2 -0.041 -0.022 0.000 Max. Vy 2 0.013 0.000 0.000 Redund Hip Diagonal 1 Bracing Max Tension 24 0.087 0.000 0.000 Max. Compression 10 -0.092 0.000 0.000 Max. Mx 2 0.065 -0.074 0.000 Max. Vy 2 -0.023 0.000 0.000 Inner Bracing Max Tension 15 0.016 0.000 0.000 Max. Compression 2 -0.035 0.000 0.000 Max. Mx 2 0.003 0.176 0.000 Max. Vy 2 -0.052 0.000 0.000 T14 20 - 0 Leg Max Tension 15 488.747 5.242 -0.192 Max. Compression 2 -592.723 0.000 -0.000 Max. Mx 2 -588.598 -6.970 0.183 Max. My 24 -38.685 -0.797 3.613 Max. Vy 2 -2.811 6.847 0.378 Max. Vx 24 0.520 -0.797 3.613 Diagonal Max Tension 4 26.863 -0.255 -0.054 Max. Compression 2 -29.896 0.000 0.000 Max. Mx 2 24.528 -0.271 -0.001 Max. My 4 7.706 -0.216 -0.229 Max. Vy 2 -0.085 -0.271 -0.001 Max. Vx 4 -0.029 0.000 0.000 Horizontal Max Tension 3 0.522 -0.193 0.006 Max. Compression 14 -0.544 0.000 0.000 Max. Mx 14 0.374 -0.261 0.008 Max. My 14 0.374 -0.261 0.008 Max. Vy 14 0.086 -0.261 0.008 Max. Vx 14 -0.003 -0.261 0.008 Redund Horz 1 Bracing Max Tension 2 2.864 0.000 0.000 Max. Compression 15 -2.381 0.000 0.000 Max. Mx 2 -0.068 0.040 0.000 Max. My 2 -0.746 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 15 1.377 0.000 0.000 Max. Compression 2 -2.041 0.000 0.000 Max. Mx 2 0.547 0.065 0.000 Max. My 2 0.448 0.000 -0.002 Max. Vy 2 0.029 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Hip 1 Bracing Max Tension 13 0.039 0.000 0.000 Max. Compression 2 -0.052 0.000 0.000 Max. Mx 2 -0.034 -0.025 0.000 Max. Vy 2 0.014 0.000 0.000 Redund Hip Diagonal 1 Bracing Max Tension 24 0.089 0.000 0.000 Max. Compression 10 -0.092 0.000 0.000 Max. Mx 2 0.050 -0.084 0.000 Max. Vy 2 0.025 0.000 0.000 Inner Bracing Max Tension 25 0.011 0.000 0.000 Max. Compression 2 -0.029 0.000 0.000 Max. Mx 2 0.005 0.203 0.000 Max. Vy 2 -0.056 0.000 0.000 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 28 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Leg C Max. Vert 18 591.405 58.197 -34.531 Max. Hx 18 591.405 58.197 -34.531 Max. Hz 5 -434.842 -42.189 31.735 Min. Vert 7 -479.505 -48.871 29.101 Min. Hx 7 -479.505 -48.871 29.101 Min. Hz 18 591.405 58.197 -34.531 Leg B Max. Vert 10 608.640 -61.565 -33.839 Max. Hx 23 -500.448 51.957 28.317 Max. Hz 23 -500.448 51.957 28.317 Min. Vert 23 -500.448 51.957 28.317 Min. Hx 10 608.640 -61.565 -33.839 Min. Hz 10 608.640 -61.565 -33.839 Leg A Max. Vert 2 620.779 -3.411 72.367 Max. Hx 19 -244.757 8.564 -29.706 Max. Hz 2 620.779 -3.411 72.367 Min. Vert 15 -511.303 3.326 -61.402 Min. Hx 8 38.577 -8.485 3.191 Min. Hz 15 -511.303 3.326 -61.402 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 99.656 -0.000 0.000 6.976 49.555 0.000 1.2 Dead+1.0 Wind 0 deg - No Ice 119.587 0.498 -118.495 -15092.672 9.769 -173.128 0.9 Dead+1.0 Wind 0 deg - No Ice 89.690 0.498 -118.495 -15094.765 -5.097 -173.128 1.2 Dead+1.0 Wind 30 deg - No Ice 119.587 54.361 -93.619 -12085.592 -6948.476 -102.474 0.9 Dead+1.0 Wind 30 deg - No Ice 89.690 54.361 -93.619 -12087.685 -6963.343 -102.474 1.2 Dead+1.0 Wind 60 deg - No Ice 119.587 87.773 -50.547 -6618.096 -11445.016 -40.869 0.9 Dead+1.0 Wind 60 deg - No Ice 89.690 87.773 -50.547 -6620.189 -11459.882 -40.869 1.2 Dead+1.0 Wind 90 deg - No Ice 119.587 103.376 0.111 33.384 -13502.989 -5.549 0.9 Dead+1.0 Wind 90 deg - No Ice 89.690 103.376 0.111 31.291 -13517.856 -5.549 1.2 Dead+1.0 Wind 120 deg - No Ice 119.587 99.511 56.879 7378.516 -12803.352 73.545 0.9 Dead+1.0 Wind 120 deg - No Ice 89.690 99.511 56.879 7376.423 -12818.219 73.545 1.2 Dead+1.0 Wind 150 deg - No Ice 119.587 56.046 97.044 12516.036 -7164.050 171.677 0.9 Dead+1.0 Wind 150 deg - No Ice 89.690 56.046 97.044 12513.943 -7178.916 171.677 1.2 Dead+1.0 Wind 180 deg - No Ice 119.587 -0.002 109.316 14062.873 48.587 174.321 0.9 Dead+1.0 Wind 180 deg - No Ice 89.690 -0.002 109.316 14060.780 33.721 174.321 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 29 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft 1.2 Dead+1.0 Wind 210 deg - No Ice 119.587 -53.893 93.494 12088.535 7010.188 101.592 0.9 Dead+1.0 Wind 210 deg - No Ice 89.690 -53.893 93.494 12086.443 6995.322 101.592 1.2 Dead+1.0 Wind 240 deg - No Ice 119.587 -95.343 54.965 7137.815 12425.263 41.411 0.9 Dead+1.0 Wind 240 deg - No Ice 89.690 -95.343 54.965 7135.722 12410.397 41.411 1.2 Dead+1.0 Wind 270 deg - No Ice 119.587 -102.848 -0.045 -7.209 13558.063 4.945 0.9 Dead+1.0 Wind 270 deg - No Ice 89.690 -102.848 -0.045 -9.301 13543.197 4.945 1.2 Dead+1.0 Wind 300 deg - No Ice 119.587 -91.189 -52.376 -6847.391 11970.643 -75.535 0.9 Dead+1.0 Wind 300 deg - No Ice 89.690 -91.189 -52.376 -6849.483 11955.776 -75.535 1.2 Dead+1.0 Wind 330 deg - No Ice 119.587 -56.253 -96.861 -12476.760 7307.412 -172.834 0.9 Dead+1.0 Wind 330 deg - No Ice 89.690 -56.253 -96.861 -12478.852 7292.546 -172.834 Dead+Wind 0 deg - Service 99.656 0.081 -19.650 -2484.606 41.510 -28.004 Dead+Wind 30 deg - Service 99.656 9.034 -15.560 -1991.519 -1108.403 -16.563 Dead+Wind 60 deg - Service 99.656 14.614 -8.417 -1089.228 -1853.514 -6.594 Dead+Wind 90 deg - Service 99.656 17.202 0.018 11.025 -2192.959 -0.886 Dead+Wind 120 deg - Service 99.656 16.514 9.441 1223.567 -2073.403 11.905 Dead+Wind 150 deg - Service 99.656 9.307 16.115 2072.441 -1143.300 27.779 Dead+Wind 180 deg - Service 99.656 -0.000 18.164 2329.142 47.794 28.198 Dead+Wind 210 deg - Service 99.656 -8.958 15.540 2003.237 1198.250 16.421 Dead+Wind 240 deg - Service 99.656 -15.839 9.132 1184.602 2092.054 6.682 Dead+Wind 270 deg - Service 99.656 -17.117 -0.007 4.454 2281.731 0.788 Dead+Wind 300 deg - Service 99.656 -15.167 -8.713 -1126.347 2018.460 -12.228 Dead+Wind 330 deg - Service 99.656 -9.340 -16.085 -2054.841 1246.364 -27.966 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 -99.656 0.000 0.000 99.656 0.000 0.000% 2 0.498 -119.587 -118.495 -0.498 119.587 118.495 0.000% 3 0.498 -89.690 -118.495 -0.498 89.690 118.495 0.000% 4 54.361 -119.587 -93.619 -54.361 119.587 93.619 0.000% 5 54.361 -89.690 -93.619 -54.361 89.690 93.619 0.000% 6 87.773 -119.587 -50.547 -87.773 119.587 50.547 0.000% 7 87.773 -89.690 -50.547 -87.773 89.690 50.547 0.000% 8 103.376 -119.587 0.111 -103.376 119.587 -0.111 0.000% 9 103.376 -89.690 0.111 -103.376 89.690 -0.111 0.000% 10 99.511 -119.587 56.879 -99.511 119.587 -56.879 0.000% 11 99.511 -89.690 56.879 -99.511 89.690 -56.879 0.000% 12 56.046 -119.587 97.044 -56.046 119.587 -97.044 0.000% 13 56.046 -89.690 97.044 -56.046 89.690 -97.044 0.000% 14 -0.002 -119.587 109.316 0.002 119.587 -109.316 0.000% 15 -0.002 -89.690 109.316 0.002 89.690 -109.316 0.000% 16 -53.893 -119.587 93.494 53.893 119.587 -93.494 0.000% 17 -53.893 -89.690 93.494 53.893 89.690 -93.494 0.000% 18 -95.343 -119.587 54.965 95.343 119.587 -54.965 0.000% 19 -95.343 -89.690 54.965 95.343 89.690 -54.965 0.000% 20 -102.848 -119.587 -0.045 102.848 119.587 0.045 0.000% ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 30 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 21 -102.848 -89.690 -0.045 102.848 89.690 0.045 0.000% 22 -91.189 -119.587 -52.376 91.189 119.587 52.376 0.000% 23 -91.189 -89.690 -52.376 91.189 89.690 52.376 0.000% 24 -56.253 -119.587 -96.861 56.253 119.587 96.861 0.000% 25 -56.253 -89.690 -96.861 56.253 89.690 96.861 0.000% 26 0.081 -99.656 -19.650 -0.081 99.656 19.650 0.000% 27 9.034 -99.656 -15.560 -9.034 99.656 15.560 0.000% 28 14.614 -99.656 -8.417 -14.614 99.656 8.417 0.000% 29 17.202 -99.656 0.018 -17.202 99.656 -0.018 0.000% 30 16.514 -99.656 9.441 -16.514 99.656 -9.441 0.000% 31 9.307 -99.656 16.115 -9.307 99.656 -16.115 0.000% 32 -0.000 -99.656 18.164 0.000 99.656 -18.164 0.000% 33 -8.958 -99.656 15.540 8.958 99.656 -15.540 0.000% 34 -15.839 -99.656 9.132 15.839 99.656 -9.132 0.000% 35 -17.117 -99.656 -0.007 17.117 99.656 0.007 0.000% 36 -15.167 -99.656 -8.713 15.167 99.656 8.713 0.000% 37 -9.340 -99.656 -16.085 9.340 99.656 16.085 0.000% Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 250 - 240 2.874 26 0.084 0.020 T2 240 - 220 2.696 26 0.084 0.020 T3 220 - 200 2.341 26 0.083 0.020 T4 200 - 186.667 1.986 26 0.080 0.020 T5 186.667 - 180 1.754 26 0.077 0.018 T6 180 - 160 1.645 26 0.076 0.018 T7 160 - 140 1.327 26 0.068 0.015 T8 140 - 120 1.032 26 0.060 0.014 T9 120 - 100 0.774 26 0.052 0.012 T10 100 - 80 0.547 26 0.043 0.010 T11 80 - 60 0.364 26 0.034 0.008 T12 60 - 40 0.220 26 0.025 0.006 T13 40 - 20 0.109 26 0.016 0.004 T14 20 - 0 0.034 26 0.008 0.002 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 250.000 Lighting Rod 5/8'' x 5' 26 2.874 0.084 0.020 Inf 217.000 FFVV-65C-R3-V1_TMO 26 2.288 0.083 0.020 Inf 207.000 APXV9ERR18-C-A20 w/ Mount Pipe 26 2.110 0.082 0.020 Inf 195.000 (3) SBNHH-1D85C w/ Mount Pipe 26 1.898 0.079 0.020 206360 160.000 (3) 80010966K w/ Mount Pipe 26 1.327 0.068 0.015 188144 128.000 SPD2-5.8 26 0.873 0.055 0.013 154963 125.000 Side Lighting 26 0.836 0.054 0.013 171176 120.000 HPX6-59-P3A/K 26 0.774 0.052 0.012 190765 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 31 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 250 - 240 17.492 3 0.516 0.121 T2 240 - 220 16.406 3 0.515 0.122 T3 220 - 200 14.244 3 0.507 0.122 T4 200 - 186.667 12.080 3 0.490 0.124 T5 186.667 - 180 10.667 3 0.472 0.114 T6 180 - 160 10.001 3 0.460 0.110 T7 160 - 140 8.065 3 0.416 0.092 T8 140 - 120 6.274 3 0.367 0.085 T9 120 - 100 4.703 3 0.315 0.076 T10 100 - 80 3.321 3 0.263 0.059 T11 80 - 60 2.208 3 0.210 0.048 T12 60 - 40 1.331 3 0.153 0.036 T13 40 - 20 0.662 3 0.099 0.022 T14 20 - 0 0.208 2 0.048 0.011 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 250.000 Lighting Rod 5/8'' x 5' 3 17.492 0.516 0.121 393855 217.000 FFVV-65C-R3-V1_TMO 3 13.919 0.505 0.123 360862 207.000 APXV9ERR18-C-A20 w/ Mount Pipe 3 12.837 0.497 0.125 Inf 195.000 (3) SBNHH-1D85C w/ Mount Pipe 3 11.541 0.484 0.121 33703 160.000 (3) 80010966K w/ Mount Pipe 3 8.065 0.416 0.092 30628 128.000 SPD2-5.8 3 5.308 0.336 0.081 25163 125.000 Side Lighting 3 5.078 0.328 0.079 27784 120.000 HPX6-59-P3A/K 3 4.703 0.315 0.076 31020 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 0.267 20.340 0.013 1.05 Bolt Tension Diagonal A325N 0.625 2 0.323 6.785 0.048 1.05 Member Block Shear Top Girt A325N 0.625 1 0.045 13.050 0.003 1.05 Member Bearing T2 240 Leg A325N 0.875 6 1.396 41.556 0.034 1.05 Bolt Tension Diagonal A325N 0.625 2 0.820 8.314 0.099 1.05 Member Block Shear T3 220 Leg A325N 1.000 6 5.460 54.517 0.100 1.05 Bolt Tension Diagonal A325N 0.625 2 3.579 11.086 0.323 1.05 Member Block ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 32 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 Shear T4 200 Diagonal A325N 0.625 2 4.522 11.086 0.408 1.05 Member Block Shear T5 186.667 Leg A325N 1.250 6 12.445 87.220 0.143 1.05 Bolt Tension Diagonal A325N 0.625 2 4.723 20.880 0.226 1.05 Gusset Bearing T6 180 Leg A325N 1.250 6 18.718 87.220 0.215 1.05 Bolt Tension Diagonal A325N 0.625 2 5.685 15.609 0.364 1.05 Member Block Shear Horizontal A325N 0.625 1 2.359 9.914 0.238 1.05 Member Block Shear T7 160 Leg A325N 1.250 6 26.660 87.220 0.306 1.05 Bolt Tension Diagonal A325N 0.625 2 7.197 15.609 0.461 1.05 Member Block Shear Horizontal A325N 0.625 1 3.348 10.934 0.306 1.05 Member Block Shear T8 140 Leg A325N 1.375 6 34.871 103.939 0.335 1.05 Bolt Tension Diagonal A325N 0.625 2 7.944 16.629 0.478 1.05 Member Block Shear Horizontal A325N 0.625 1 4.338 10.934 0.397 1.05 Member Block Shear T9 120 Leg A325N 1.500 6 43.212 126.472 0.342 1.05 Bolt Tension Diagonal A325N 0.625 2 9.158 16.629 0.551 1.05 Member Block Shear Horizontal A325N 0.625 1 5.384 13.806 0.390 1.05 Bolt Shear T10 100 Leg A325N 1.500 6 49.154 126.472 0.389 1.05 Bolt Tension Diagonal A325N 0.625 2 13.340 27.612 0.483 1.05 Bolt Shear Horizontal A325N 0.625 1 6.137 19.828 0.310 1.05 Member Block Shear Redund Horz 1 Bracing A325N 0.625 1 6.137 15.750 0.390 1.05 Member Block Shear Redund Diag 1 Bracing A325N 0.625 1 4.345 15.750 0.276 1.05 Member Block Shear T11 80 Leg A325N 1.500 6 57.688 126.472 0.456 1.05 Bolt Tension Diagonal A325N 0.625 2 13.160 27.612 0.477 1.05 Bolt Shear Horizontal A325N 0.625 1 7.220 19.828 0.364 1.05 Member Block Shear Redund Horz 1 Bracing A325N 0.625 1 7.220 15.750 0.458 1.05 Member Block Shear Redund Diag 1 Bracing A325N 0.625 1 4.904 15.750 0.311 1.05 Member Block Shear T12 60 Leg A325N 1.750 6 65.664 170.951 0.384 1.05 Bolt Tension Diagonal A325N 0.625 2 12.735 22.172 0.574 1.05 Member Block Shear Horizontal A325N 0.625 1 8.226 19.828 0.415 1.05 Member Block Shear Redund Horz 1 Bracing A325N 0.625 1 8.226 15.750 0.522 1.05 Member Block Shear Redund Diag 1 Bracing A325N 0.625 1 5.398 15.750 0.343 1.05 Member Block Shear Redund Hip 1 Bracing A325X 0.625 1 0.048 7.830 0.006 1.05 Member Bearing Redund Hip Diagonal 1 Bracing A325X 0.625 1 0.105 7.830 0.013 1.05 Member Bearing T13 40 Leg A325N 1.750 6 73.746 170.951 0.431 1.05 Bolt Tension Diagonal A325N 0.625 2 14.139 27.612 0.512 1.05 Bolt Shear Horizontal A325N 0.625 1 9.281 20.880 0.444 1.05 Gusset Bearing Redund Horz 1 Bracing A325N 0.625 1 9.281 15.750 0.589 1.05 Member Block Shear Redund Diag 1 A325N 0.625 1 5.915 15.750 0.376 1.05 Member Block ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 33 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 Bracing Shear Redund Hip 1 Bracing A325X 0.625 1 0.044 7.830 0.006 1.05 Member Bearing Redund Hip Diagonal 1 Bracing A325X 0.625 1 0.087 7.830 0.011 1.05 Member Bearing T14 20 Diagonal A325N 0.625 2 14.948 27.612 0.541 1.05 Bolt Shear Horizontal A325N 0.625 1 10.279 20.880 0.492 1.05 Gusset Bearing Redund Horz 1 Bracing A325N 0.625 1 10.279 15.750 0.653 1.05 Member Block Shear Redund Diag 1 Bracing A325N 0.625 1 6.391 19.828 0.322 1.05 Member Block Shear Redund Hip 1 Bracing A325X 0.625 1 0.039 7.830 0.005 1.05 Member Bearing Redund Hip Diagonal 1 Bracing A325X 0.625 1 0.089 7.830 0.011 1.05 Member Bearing 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 -1.655 49.286 0.034 1 T2 240 - 220 3 20.033 6.678 106.8 K=1.00 7.069 -11.620 138.053 0.084 1 T3 220 - 200 3 1/2 20.033 6.678 91.6 K=1.00 9.621 -44.033 234.484 0.188 1 T4 200 - 186.667 4 13.356 6.678 80.1 K=1.00 12.566 -76.317 353.604 0.216 1 T5 186.667 - 180 4 6.678 6.678 80.1 K=1.00 12.566 -92.683 353.604 0.262 1 T6 180 - 160 4 20.033 5.008 60.1 K=1.00 12.566 -135.897 434.236 0.313 1 T7 160 - 140 4 1/4 20.033 5.008 56.6 K=1.00 14.186 -193.079 505.220 0.382 1 T8 140 - 120 4 1/2 20.033 5.008 53.4 K=1.00 15.904 -250.170 580.902 0.431 1 T9 120 - 100 4 3/4 20.033 5.008 50.6 K=1.00 17.721 -310.479 661.231 0.470 1 T10 100 - 80 5 20.033 5.008 48.1 K=1.00 19.635 -353.869 746.168 0.474 1 T11 80 - 60 5 20.033 5.008 48.1 K=1.00 19.635 -416.332 746.168 0.558 1 T12 60 - 40 5 1/4 20.033 5.008 45.8 K=1.00 21.647 -474.365 835.679 0.568 1 T13 40 - 20 5 1/2 20.033 5.008 43.7 K=1.00 23.758 -535.180 929.740 0.576 1 T14 20 - 0 5 3/4 20.033 5.008 41.8 25.967 -592.723 1028.330 0.576 1 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 34 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn K=1.00 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 -0.660 15.658 0.042 1 T2 240 - 220 L3x3x3/16 10.162 4.912 104.2 K=1.05 1.090 -1.741 25.412 0.069 1 T3 220 - 200 L3x3x1/4 11.744 5.673 116.3 K=1.01 1.440 -7.277 29.810 0.244 1 T4 200 - 186.667 L3x3x1/4 12.864 6.208 124.5 K=0.99 1.440 -9.146 26.578 0.344 1 T5 186.667 - 180 2L3x3x1/4x3/8 13.438 6.495 86.5 K=1.00 2.880 -9.481 75.834 0.125 1 2L 'a' > 37.212 in - 83 T6 180 - 160 2L2 1/2x2 1/2x3/16x3/8 8.603 7.951 125.8 K=1.00 1.800 -11.740 30.420 0.386 1 2L 'a' > 45.152 in - 95 T7 160 - 140 2L2 1/2x2 1/2x3/16x3/8 9.435 8.778 129.5 K=0.96 1.800 -14.498 30.735 0.472 1 T8 140 - 120 2L3x3x3/16x3/8 10.297 9.634 128.2 K=1.00 2.180 -16.044 34.007 0.472 1 2L 'a' > 54.498 in - 174 T9 120 - 100 2L3x3x3/16x3/8 11.181 10.512 128.8 K=0.96 2.180 -18.589 37.601 0.494 1 T10 100 - 80 2L3x3x5/16 x1/2 14.869 14.139 137.6 K=1.00 3.555 -26.679 52.479 0.508 1 T11 80 - 60 2L3x3x5/16 x1/2 15.623 14.904 145.1 K=1.00 3.555 -26.321 47.354 0.556 1 T12 60 - 40 2L3x3x1/4x1/2 16.404 7.702 103.3 K=1.00 2.875 -28.538 65.770 0.434 1 2L 'a' > 45.717 in - 351 T13 40 - 20 2L3x3x5/16 x1/2 17.207 8.380 109.1 K=1.00 3.555 -28.278 78.550 0.360 1 2L 'a' > 48.208 in - 408 T14 20 - 0 2L3x3x5/16 x1/2 18.030 8.791 114.5 K=1.00 3.555 -29.896 73.782 0.405 1 2L 'a' > 50.576 in - 465 1 P u / Pn controls Horizontal Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 35 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T6 180 - 160 L2 1/2x2 1/2x3/16 13.500 6.438 156.1 K=1.00 0.902 -2.359 10.600 0.223 1 T7 160 - 140 L3x3x3/16 15.500 7.427 149.5 K=1.00 1.090 -3.348 13.951 0.240 1 T8 140 - 120 L3x3x3/16 17.500 8.417 169.5 K=1.00 1.090 -4.338 10.864 0.399 1 T9 120 - 100 L3x3x1/4 19.500 9.406 190.7 K=1.00 1.440 -5.384 11.337 0.475 1 T10 100 - 80 2L2 1/2x2 1/2x3/16x1/2 21.000 10.146 158.2 K=1.00 1.805 -6.137 19.878 0.309 1 2L 'a' > 58.064 in - 251 T11 80 - 60 2L2 1/2x2 1/2x3/16x1/2 23.000 11.146 173.8 K=1.00 1.805 -7.220 16.593 0.435 1 2L 'a' > 63.787 in - 296 T12 60 - 40 2L2 1/2x2 1/2x3/16x1/2 25.000 12.135 187.1 K=1.00 1.805 -8.226 14.753 0.558 1 T13 40 - 20 2L3x3x3/16x1/2 27.000 13.125 172.3 K=1.00 2.180 -9.281 20.044 0.463 1 2L 'a' > 74.987 in - 398 T14 20 - 0 2L3x3x3/16x1/2 29.000 14.115 185.3 K=1.00 2.180 -10.279 17.464 0.589 1 2L 'a' > 80.641 in - 455 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 -0.045 7.184 0.006 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 100 - 80 2L2x2x3/16x1/2 5.250 4.750 92.3 K=1.00 1.430 -6.137 36.776 0.167 1 2L 'a' > 27.270 in - 256 T11 80 - 60 2L2x2x3/16x1/2 5.750 5.250 102.1 K=1.00 1.430 -7.220 33.887 0.213 1 2L 'a' > 30.141 in - 301 T12 60 - 40 2L2x2x3/16x1/2 6.250 5.740 111.6 K=1.00 1.430 -8.226 30.738 0.268 1 2L 'a' > 32.951 in - 346 T13 40 - 20 2L2x2x3/16x1/2 6.750 6.229 121.1 K=1.00 1.430 -9.281 27.285 0.340 1 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 36 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn 2L 'a' > 35.762 in - 403 T14 20 - 0 2L2x2x3/16x1/2 7.250 6.719 130.6 K=1.00 1.430 -10.279 23.707 0.434 1 2L 'a' > 38.573 in - 460 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 100 - 80 2L2x2x3/16x1/2 7.434 6.848 133.1 K=1.00 1.430 -4.345 22.855 0.190 1 2L 'a' > 39.316 in - 279 T11 80 - 60 2L2x2x3/16x1/2 7.812 7.238 140.7 K=1.00 1.430 -4.904 20.543 0.239 1 2L 'a' > 41.556 in - 324 T12 60 - 40 2L2x2x3/16x1/2 8.202 7.625 148.2 K=1.00 1.430 -5.398 18.572 0.291 1 2L 'a' > 43.779 in - 375 T13 40 - 20 2L2x2x3/16x1/2 8.603 8.023 156.0 K=1.00 1.430 -5.915 16.825 0.352 1 2L 'a' > 46.059 in - 432 T14 20 - 0 2L2 1/2x2 1/2x3/16x1/2 9.015 8.429 131.4 K=1.00 1.805 -6.391 28.188 0.227 1 2L 'a' > 48.239 in - 489 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 T12 60 - 40 L2 1/2x2 1/2x3/16 6.250 6.010 145.7 K=1.00 0.902 -0.057 12.160 0.005 1 T13 40 - 20 L2 1/2x2 1/2x3/16 6.750 6.510 157.8 K=1.00 0.902 -0.053 10.364 0.005 1 T14 20 - 0 L2 1/2x2 1/2x3/16 7.250 7.010 169.9 K=1.00 0.902 -0.052 8.938 0.006 1 1 P u / Pn controls Redundant Hip Diagonal (1) Design Data (Compression) ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 37 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T12 60 - 40 L2 1/2x2 1/2x3/16 11.796 11.556 280.2 K=1.00 0.902 -0.109 3.289 0.033 1 KL/R > 250 (C) - 387 T13 40 - 20 L2 1/2x2 1/2x3/16 12.586 12.346 299.3 K=1.00 0.902 -0.092 2.882 0.032 1 KL/R > 250 (C) - 444 T14 20 - 0 L2 1/2x2 1/2x3/16 13.384 13.145 318.7 K=1.00 0.902 -0.092 2.542 0.036 1 KL/R > 250 (C) - 501 1 P u / Pn controls 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 T6 180 - 160 L2x2x3/16 6.750 6.750 205.6 K=1.00 0.715 -0.003 4.842 0.001 1 T7 160 - 140 L2x2x3/16 7.750 7.750 236.0 K=1.00 0.715 -0.004 3.673 0.001 1 T8 140 - 120 L2 1/2x2 1/2x3/16 8.750 8.750 212.1 K=1.00 0.902 -0.005 5.738 0.001 1 T9 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 T10 100 - 80 2L2x2x3/16x3/8 10.500 10.500 205.4 K=1.00 1.430 -0.012 9.578 0.001 1 2L 'a' > 60.345 in - 267 T11 80 - 60 2L2x2x3/16x3/8 11.500 11.500 225.0 K=1.00 1.430 -0.012 8.003 0.002 1 2L 'a' > 66.092 in - 311 T12 60 - 40 2L2x2x3/16x3/8 12.500 12.500 243.1 K=1.00 1.430 -0.030 6.925 0.004 1 T13 40 - 20 2L2 1/2x2 1/2x3/16x3/8 13.500 13.500 213.6 K=1.00 1.800 -0.035 11.083 0.003 1 2L 'a' > 77.304 in - 419 T14 20 - 0 2L2 1/2x2 1/2x3/16x3/8 14.500 14.500 229.4 K=1.00 1.800 -0.029 9.633 0.003 1 2L 'a' > 83.030 in - 476 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 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 38 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 1.069 141.372 0.008 1 T2 240 - 220 3 20.033 6.678 106.8 7.069 8.376 318.086 0.026 1 T3 220 - 200 3 1/2 20.033 6.678 91.6 9.621 32.759 432.951 0.076 1 T4 200 - 186.667 4 13.356 6.678 80.1 12.566 60.559 565.487 0.107 1 T5 186.667 - 180 4 6.678 6.678 80.1 12.566 74.668 565.487 0.132 1 T6 180 - 160 4 20.033 5.008 60.1 12.566 112.506 565.487 0.199 1 T7 160 - 140 4 1/4 20.033 5.008 56.6 14.186 160.182 638.381 0.251 1 T8 140 - 120 4 1/2 20.033 5.008 53.4 15.904 209.483 715.694 0.293 1 T9 120 - 100 4 3/4 20.033 5.008 50.6 17.721 259.596 797.425 0.326 1 T10 100 - 80 5 20.033 5.008 48.1 19.635 296.297 883.573 0.335 1 T11 80 - 60 5 20.033 5.008 48.1 19.635 347.391 883.573 0.393 1 T12 60 - 40 5 1/4 20.033 5.008 45.8 21.647 395.053 974.139 0.406 1 T13 40 - 20 5 1/2 20.033 5.008 43.7 23.758 444.054 1069.120 0.415 1 T14 20 - 0 5 3/4 20.033 5.008 41.8 25.967 488.747 1168.530 0.418 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 0.645 18.739 0.034 1 T2 240 - 220 L3x3x3/16 10.162 4.912 65.6 0.712 1.640 30.973 0.053 1 T3 220 - 200 L3x3x1/4 11.744 5.673 76.1 0.939 7.157 40.863 0.175 1 T4 200 - 186.667 L3x3x1/4 12.864 6.208 83.0 0.939 9.044 40.863 0.221 1 T5 186.667 - 180 2L3x3x1/4x3/8 13.438 6.495 86.7 1.879 9.446 81.726 0.116 1 2L 'a' > 37.212 in - 83 T6 180 - 160 2L2 1/2x2 1/2x3/16x3/8 8.202 7.549 123.3 1.139 11.371 49.549 0.229 1 2L 'a' > 43.228 in - 105 T7 160 - 140 2L2 1/2x2 1/2x3/16x3/8 9.015 8.358 135.8 1.139 14.394 49.549 0.290 1 T8 140 - 120 2L3x3x3/16x3/8 9.863 9.200 123.3 1.424 15.888 61.947 0.256 1 2L 'a' > 52.556 in - 182 T9 120 - 100 2L3x3x3/16x3/8 11.181 10.512 140.1 1.424 18.316 61.947 0.296 1 T10 100 - 80 2L3x3x5/16 x1/2 14.145 13.416 115.0 2.314 23.987 100.679 0.238 1 T11 80 - 60 2L3x3x5/16 x1/2 14.869 14.150 121.1 2.314 25.087 100.679 0.249 1 T12 60 - 40 2L3x3x1/4x1/2 16.404 7.702 105.8 1.875 25.469 81.563 0.312 1 2L 'a' > 45.717 in - 351 T13 40 - 20 2L3x3x5/16 x1/2 16.404 7.696 106.8 2.314 27.019 100.679 0.268 1 2L 'a' > 45.897 in - 435 T14 20 - 0 2L3x3x5/16 x1/2 17.207 8.092 112.0 2.314 26.863 100.679 0.267 1 2L 'a' > 48.208 in - 492 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 T6 180 - 160 L2 1/2x2 1/2x3/16 12.500 5.938 93.8 0.571 2.359 24.840 0.095 1 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 39 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T7 160 - 140 L3x3x3/16 14.500 6.927 90.4 0.712 3.348 30.973 0.108 1 T8 140 - 120 L3x3x3/16 16.500 7.917 103.0 0.712 4.338 30.973 0.140 1 T9 120 - 100 L3x3x1/4 19.500 9.406 123.3 0.939 5.384 40.863 0.132 1 T10 100 - 80 2L2 1/2x2 1/2x3/16x1/2 21.000 10.146 158.7 1.143 6.137 49.702 0.123 1 2L 'a' > 58.064 in - 251 T11 80 - 60 2L2 1/2x2 1/2x3/16x1/2 23.000 11.146 174.1 1.143 7.220 49.702 0.145 1 2L 'a' > 63.787 in - 296 T12 60 - 40 2L2 1/2x2 1/2x3/16x1/2 25.000 12.135 189.4 1.143 8.226 49.702 0.166 1 T13 40 - 20 2L3x3x3/16x1/2 27.000 13.125 169.5 1.424 9.281 61.937 0.150 1 2L 'a' > 74.987 in - 398 T14 20 - 0 2L3x3x3/16x1/2 29.000 14.115 182.2 1.424 10.279 61.937 0.166 1 2L 'a' > 80.641 in - 455 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 0.022 18.739 0.001 1 1 P u / Pn controls 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 100 - 80 2L2x2x3/16x1/2 5.250 4.750 98.0 0.861 6.137 37.468 0.164 1 2L 'a' > 27.270 in - 260 T11 80 - 60 2L2x2x3/16x1/2 5.750 5.250 107.7 0.861 7.220 37.468 0.193 1 2L 'a' > 30.141 in - 301 T12 60 - 40 2L2x2x3/16x1/2 6.250 5.740 117.2 0.861 8.226 37.468 0.220 1 2L 'a' > 32.951 in - 352 T13 40 - 20 2L2x2x3/16x1/2 6.750 6.229 126.8 0.861 9.281 37.468 0.248 1 2L 'a' > 35.762 in - 409 T14 20 - 0 2L2x2x3/16x1/2 7.250 6.719 136.3 0.861 10.279 37.468 0.274 1 2L 'a' > 38.573 in - 466 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 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 40 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn T10 100 - 80 2L2x2x3/16x1/2 7.434 6.848 138.8 0.861 4.345 37.468 0.116 1 2L 'a' > 39.316 in - 282 T11 80 - 60 2L2x2x3/16x1/2 7.812 7.238 146.4 0.861 4.904 37.468 0.131 1 2L 'a' > 41.556 in - 324 T12 60 - 40 2L2x2x3/16x1/2 8.202 7.625 153.9 0.861 5.398 37.468 0.144 1 2L 'a' > 43.779 in - 375 T13 40 - 20 2L2x2x3/16x1/2 8.603 8.023 161.6 0.861 5.915 37.468 0.158 1 2L 'a' > 46.059 in - 432 T14 20 - 0 2L2 1/2x2 1/2x3/16x1/2 9.015 8.429 134.5 1.143 6.391 49.702 0.129 1 2L 'a' > 48.239 in - 494 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 T12 60 - 40 L2 1/2x2 1/2x3/16 6.250 6.010 96.4 0.571 0.048 24.840 0.002 1 T13 40 - 20 L2 1/2x2 1/2x3/16 6.750 6.510 104.1 0.571 0.044 24.840 0.002 1 T14 20 - 0 L2 1/2x2 1/2x3/16 7.250 7.010 111.8 0.571 0.039 24.840 0.002 1 1 P u / Pn controls Redundant Hip 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 T12 60 - 40 L2 1/2x2 1/2x3/16 11.796 11.556 181.9 0.571 0.105 24.840 0.004 1 T13 40 - 20 L2 1/2x2 1/2x3/16 12.586 12.346 194.1 0.571 0.087 24.840 0.004 1 T14 20 - 0 L2 1/2x2 1/2x3/16 13.384 13.145 206.4 0.571 0.089 24.840 0.004 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 T12 60 - 40 2L2x2x3/16x3/8 12.500 12.500 243.1 1.430 0.016 46.332 0.000 1 T13 40 - 20 2L2 1/2x2 1/2x3/16x3/8 13.500 13.500 208.2 1.800 0.016 58.320 0.000 1 2L 'a' > 77.304 in - 419 T14 20 - 0 2L2 1/2x2 1/2x3/16x3/8 14.500 14.500 223.6 1.800 0.011 58.320 0.000 1 2L 'a' > 83.030 in - 475 ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 41 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak 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 2 -1.655 51.751 3.2 Pass T2 240 - 220 Leg 3 19 -11.620 144.956 8.0 Pass T3 220 - 200 Leg 3 1/2 41 -44.033 246.208 17.9 Pass T4 200 - 186.667 Leg 4 61 -76.317 371.284 20.6 Pass T5 186.667 - 180 Leg 4 76 -92.683 371.284 25.0 Pass T6 180 - 160 Leg 4 85 -135.897 455.948 29.8 Pass T7 160 - 140 Leg 4 1/4 125 -193.079 530.481 36.4 Pass T8 140 - 120 Leg 4 1/2 164 -250.170 609.947 41.0 Pass T9 120 - 100 Leg 4 3/4 204 -310.479 694.293 44.7 Pass T10 100 - 80 Leg 5 243 -353.869 783.476 45.2 Pass T11 80 - 60 Leg 5 288 -416.332 783.476 53.1 Pass T12 60 - 40 Leg 5 1/4 333 -474.365 877.463 54.1 Pass T13 40 - 20 Leg 5 1/2 390 -535.180 976.227 54.8 Pass T14 20 - 0 Leg 5 3/4 447 -592.723 1079.746 54.9 Pass T1 250 - 240 Diagonal L2x2x3/16 7 -0.660 16.441 4.0 Pass T2 240 - 220 Diagonal L3x3x3/16 22 -1.741 26.682 6.5 Pass T3 220 - 200 Diagonal L3x3x1/4 45 -7.277 31.301 23.2 Pass T4 200 - 186.667 Diagonal L3x3x1/4 69 -9.146 27.907 32.8 Pass T5 186.667 - 180 Diagonal 2L3x3x1/4x3/8 83 -9.481 79.626 11.9 Pass T6 180 - 160 Diagonal 2L2 1/2x2 1/2x3/16x3/8 95 -11.740 31.941 36.8 Pass T7 160 - 140 Diagonal 2L2 1/2x2 1/2x3/16x3/8 135 -14.498 32.272 44.9 Pass T8 140 - 120 Diagonal 2L3x3x3/16x3/8 174 -16.044 35.707 44.9 Pass T9 120 - 100 Diagonal 2L3x3x3/16x3/8 212 -18.589 39.481 47.1 Pass T10 100 - 80 Diagonal 2L3x3x5/16 x1/2 259 -26.679 55.103 48.4 Pass T11 80 - 60 Diagonal 2L3x3x5/16 x1/2 304 -26.321 49.721 52.9 Pass T12 60 - 40 Diagonal 2L3x3x1/4x1/2 351 -28.538 69.058 41.3 Pass T13 40 - 20 Diagonal 2L3x3x5/16 x1/2 408 -28.278 82.478 34.3 Pass T14 20 - 0 Diagonal 2L3x3x5/16 x1/2 465 -29.896 77.471 38.6 Pass T6 180 - 160 Horizontal L2 1/2x2 1/2x3/16 94 -2.359 11.130 21.2 Pass T7 160 - 140 Horizontal L3x3x3/16 127 -3.348 14.649 22.9 Pass T8 140 - 120 Horizontal L3x3x3/16 166 -4.338 11.407 38.0 Pass T9 120 - 100 Horizontal L3x3x1/4 208 -5.384 11.904 45.2 Pass T10 100 - 80 Horizontal 2L2 1/2x2 1/2x3/16x1/2 251 -6.137 20.872 29.4 Pass T11 80 - 60 Horizontal 2L2 1/2x2 1/2x3/16x1/2 296 -7.220 17.423 41.4 Pass T12 60 - 40 Horizontal 2L2 1/2x2 1/2x3/16x1/2 341 -8.226 15.491 53.1 Pass T13 40 - 20 Horizontal 2L3x3x3/16x1/2 398 -9.281 21.046 44.1 Pass T14 20 - 0 Horizontal 2L3x3x3/16x1/2 455 -10.279 18.337 56.1 Pass T1 250 - 240 Top Girt L2x2x3/16 4 -0.045 7.543 0.6 Pass T10 100 - 80 Redund Horz 1 Bracing 2L2x2x3/16x1/2 278 -6.137 38.615 15.9 Pass T11 80 - 60 Redund Horz 1 Bracing 2L2x2x3/16x1/2 301 -7.220 35.581 20.3 Pass T12 60 - 40 Redund Horz 1 Bracing 2L2x2x3/16x1/2 374 -8.226 32.275 25.5 Pass T13 40 - 20 Redund Horz 1 Bracing 2L2x2x3/16x1/2 431 -9.281 28.650 32.4 Pass T14 20 - 0 Redund Horz 1 Bracing 2L2x2x3/16x1/2 493 -10.279 24.893 41.3 Pass T10 100 - 80 Redund Diag 1 Bracing 2L2x2x3/16x1/2 279 -4.345 23.998 18.1 Pass T11 80 - 60 Redund Diag 1 Bracing 2L2x2x3/16x1/2 324 -4.904 21.570 22.7 Pass T12 60 - 40 Redund Diag 1 2L2x2x3/16x1/2 375 -5.398 19.501 27.7 Pass ttnnxxTToowweerr Job 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) Page 42 of 42 B+T Group 1717 S. Boulder, Suite 300 Project Date 19:33:36 08/03/21 Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 587-4630 Client Crown Castle Designed by Vinayak Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail Bracing T13 40 - 20 Redund Diag 1 Bracing 2L2x2x3/16x1/2 432 -5.915 17.666 33.5 Pass T14 20 - 0 Redund Diag 1 Bracing 2L2 1/2x2 1/2x3/16x1/2 489 -6.391 29.597 21.6 Pass T12 60 - 40 Redund Hip 1 Bracing L2 1/2x2 1/2x3/16 386 -0.057 12.768 0.4 Pass T13 40 - 20 Redund Hip 1 Bracing L2 1/2x2 1/2x3/16 414 -0.053 10.882 0.5 Pass T14 20 - 0 Redund Hip 1 Bracing L2 1/2x2 1/2x3/16 500 -0.052 9.385 0.6 Pass T12 60 - 40 Redund Hip Diagonal 1 Bracing L2 1/2x2 1/2x3/16 387 -0.109 3.454 3.1 Pass T13 40 - 20 Redund Hip Diagonal 1 Bracing L2 1/2x2 1/2x3/16 444 -0.092 3.026 3.0 Pass T14 20 - 0 Redund Hip Diagonal 1 Bracing L2 1/2x2 1/2x3/16 501 -0.092 2.669 3.4 Pass T6 180 - 160 Inner Bracing L2x2x3/16 98 -0.003 5.084 0.1 Pass T7 160 - 140 Inner Bracing L2x2x3/16 136 -0.004 3.857 0.2 Pass T8 140 - 120 Inner Bracing L2 1/2x2 1/2x3/16 177 -0.005 6.025 0.2 Pass T9 120 - 100 Inner Bracing L2 1/2x2 1/2x3/16 216 -0.005 4.852 0.2 Pass T10 100 - 80 Inner Bracing 2L2x2x3/16x3/8 267 -0.012 10.057 0.2 Pass T11 80 - 60 Inner Bracing 2L2x2x3/16x3/8 312 -0.012 8.403 0.2 Pass T12 60 - 40 Inner Bracing 2L2x2x3/16x3/8 362 -0.030 7.271 0.4 Pass T13 40 - 20 Inner Bracing 2L2 1/2x2 1/2x3/16x3/8 419 -0.035 11.637 0.3 Pass T14 20 - 0 Inner Bracing 2L2 1/2x2 1/2x3/16x3/8 476 -0.029 10.115 0.3 Pass Summary Leg (T14) 54.9 Pass Diagonal (T11) 52.9 Pass Horizontal (T14) 56.1 Pass Top Girt (T1) 0.6 Pass Redund Horz 1 Bracing (T14) 41.3 Pass Redund Diag 1 Bracing (T13) 33.5 Pass Redund Hip 1 Bracing (T14) 0.6 Pass Redund Hip Diagonal 1 Bracing (T14) 3.4 Pass Inner Bracing (T12) 0.4 Pass Bolt Checks 62.2 Pass RATING = 62.2 Pass  Program Version 8.1.1.0 - APPENDIX B BASE LEVEL DRAWING W S N E 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) 2‐3/4" ø bolts (A36 N; Fy=36 ksi, Fu=58 ksi)             Pu_c = 103.46 φPn_c = 192.44 Stress Rating l ar (in):1.75            Vu = 12.08 φVn = 86.6 53.1%            Mu = n/a φMn = n/a Pass Uplift 511.30 61.49 Total Eccentricity (in) 0.000 Connection Properties Analysis Results Axial Force (kips)  620.78 Shear Force (kips)  72.45 Considered Eccentricity Leg Mod Eccentricity (in) 0.000 *Anchor Rod Eccentricity Applied Anchor Rod N.A Shift (in) 0.000 Comp. Applied Loads Iar (in) 1.75 Grout Considered:No Site Info BU #  813700 Site Name MINUTE MAID BRA360,F Order #  566925 Rev# 4 Analysis Considerations TIA‐222 Revision  H Analysis Date: 03‐08‐2021CCIplate ‐ Version 4.1.2 v1.3.2 TIA Rev. H - Self Support PROJECT SUBJECT DATE 82906.003.01 - MINUTE MAID BRA360 Foundation Reaction Comparison 08-03-21 Rating % with TIA- 222-H Seciton 15.5 applied Pass Pass kips kips kips Unfactored Original Design Reactions Pass49.9% 53.6% 64.6% Factored ReactionsBase Reaction Type SST Leg Uplift SST Leg Compression SST Leg Comp. Shear 511 621 72 722.4 817.0 78.6 kips kips kips 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:23.53 ft (NAVD 88) Latitude: Longitude: 27.483333 -80.567028 Page 1 of 3https://asce7hazardtool.online/Mon Aug 02 2021 SS : 0.052 S1 : 0.028 F a : 1.6 F v : 2.4 SMS : 0.083 SM1 : 0.068 SDS : 0.055 SD1 : 0.045 T L : 8 PGA : 0.024 PGA M : 0.039 F PGA : 1.6 Ie : 1 C v : 0.7 Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum S (g) vs T(s)a MCE Vertical Response SpectrumR S (g) vs T(s)a Seismic Site Soil Class: Results: Seismic Design Category D - Default (see Section 11.4.3) A Data Accessed: Date Source: Mon Aug 02 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 Aug 02 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 Aug 02 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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