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813700_566925_Passing_SA_Digital
B+T GRP 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 270 29'0", Longitude -800 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 �\\\��►`{►r l u r►IFr���� ® �8 CHADTUTTLE,P.E. \c k8 „` ° � B&T ENGINEERING,INC -_ THIS ITEM HAS BEEN ELECTRONICALLY 57199a SIGNED AND SEALED BY CHAD TUTTLE, P.E. USING A DIGITAL SIGNATURE. PRINTED COPIES OF THIS DOCUMENT ARE -�-= �W OF =46_ NOT CONSIDERED SIGNED AND THE ��O � `:� ►`: SIGNATURE MUST BE VERIFIED ON ANY � L`�� `````� ELECTRONIC COPIES. �/rllfl{{f111 Chad E. Tuttle, P.E. tnxTower Report-version 8.1.1.0 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 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 tnxTower Report-version 8.1.1.0 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 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 Center Line Number Antenna Number Feed Mounting Elevation of Antenna Model of Feed Line Level (ft) (ft) Antennas Manufacturer Lines Size (in) 1 3 1 Commscope I FFVV-65C-R3-V1 TMO 3 Ericsson I RADIO 4460 B2/B25 B66 TMO 217.0 217.0 3 Ericsson RADIO 4480 B71_TMO 13 1-5/8 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 Center Line Number Number Feed Mounting Elevation of Antenna Antenna Model of Feed Line Level (ft) (ft) Antennas Manufacturer Lines Size (in) 2 Cci Antennas I HPA33R-CS4AA-K1 I I 1 Commscope TTTT65AP-1XR 3 Ericsson RRUS 31 B25 210.0 3 Ericsson RRUS 82 W/SOLAR SHIELD 207.0 3 Ericsson RRUS-1180OMHZ 3 1-1/32 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] 3 Commscope SBNHH-1 D85C F--1T Ericsson RRUS 32 195.0 200.0 1 Ericsson RRUS 4449 135/1312 6 1-5/8 1 Ericsson RRUS 8843 132/1366A 2 3/4 1 Raycap DC6-48-60-18-8C 195.0 1 -- Sector Mount[SM 502-1] 2 Ericsson RRUS 32 2 Ericsson RRUS 4449 135/1312 2 Ericsson RRUS 8843 B2/B66A 11 1-5/8 160.0 160.0 6 Kathrein 80010966K 5 3/4 1 Raycap DC6-48-60-18-8C 4 I 3/8 2 Raycap I DC6-48-60-18-8F 2 -- Sector Mount[SM 502-11 tnxTower Report-version 8.1.1.0 August 17, 2021 250 Ft Self Support Tower Structural Analysis CC/BU No 813700 Project Number 82906.003.01, Order 566925, Revision 4 Page 4 Center Line Number Number Feed Mounting Elevation of Antenna Antenna Model of Feed Line Level (ft) (ft) Antennas Manufacturer Lines Size (in) 128.0 128.0 1 Radiowaves SPD2-5.8 1 1/2 1 I -- Pipe Mount[PM 601-1] 1 Andrew HPX6-59-P3A/K 120.0 120.0 i 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 Elevation Component Type Size Critical P(K) SF*P_allow(K) % Pass/ No. (ft) Element Capacity Fail T1 250-240 I Leg + 2 2 -1.655 I 51.751 I 3.2 I Pass T2 240-220 Leg 3 1 19 -11.620 1 144.956 1 8.0 1 Pass T3 220-200 Leg 3 1/2 41 -44.033 1 246.208 1 17.9 1 Pass T4 200-186.6 Leg 4 61 -76.317 1 371.284 1 20.6 1 Pass T5 186.6-180 Leg 4 76 -92.683 1 371.284 1 25.0 1 Pass tnxTower Report-version 8.1.1.0 August 17, 2021 250 Ft Self Support Tower Structural Analysis M BU No 813700 Project Number 82906.003.01, Order 566925, Revision 4 Page 5 Section Elevation Component Type Size Critical P(K) SFP_allow(K) % Pass/ No. (ft) Element [capacity Fail T6 1180-160 I Leg + 4 I 85 -135.897 I 455.948 29.8 I Pass T7 160-140 Leg 4 1/4 125 -193.079 530.481 36.4 Pass T8 140-12 Leg 4 1/2 164 -250.170 609.947 1 41.0 1 Pass T9 120-100 Leg 4 3/4 204 -310.479 694.293 1 44.7 1 Pass T10 100-80 Leg 5 243 -353.869 783.476 1 45.2 Pass T11 80-60 Leg 5 288 11 -416.332 783.476 53.1 Pass T12 60-40 Leg 5 1/4 333 -474.365 877.463 1 54.1 1 Pass T13 40-20 Leg 5 1/2 390 -535.180 976.227 1 54.8 1 Pass T14 20-0 Leg 5 3/4 447 -592.723 1079.746 1 54.9 1 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 1 Diagonal L3x3x1/4 69 -9.146 27.907 32.8 Pass T5 186.6-180 Diagonal 2L3x3xl/4x3/8 83 -9.481 79.626 11.9 Pass T6 180-160 Diagonal 21-2 1/2x2 1/2x3/16x3/8 95 -11.740 1 31.941 1 36.8 1 Pass T7 160-140 Diagonal 21-2 1/2x2 1/2x3/16x3/8 135 -14.498 1 32.272 1 44.9 1 Pass T8 140-120 Diagonal 2L3x3x3/16x3/8 174 -16.044 1 35.707 1 44.9 1 Pass T9 120-100 Diagonal 2L3x3x3/16x3/8 212 -18.589 1 39.481 47.1 1 Pass T10 100-80 Diagonal 2L3x3x5/16 x1/2 259 -26.679 1 55.103 1 48.4 1 Pass T11 80-60 Diagonal 2L3x3x5/16 x1/2 304 26.321 49.721 52.9 1 Pass T12 60-40 Diagonal 2L3x3xl/4xl/2 351 -28.538 1 69.058 1 41.3 1 Pass T13 40-20 Diagonal 2L3x3x5/16 x1/2 408 -28.278 1 82.478 1 34.3 1 Pass T14 20-0 Diagonal 2L3x3x5/16 x1/2 465 -29.896 1 77.471 1 38.6 1 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 21-2 1/2x2 1/2x3/16xl/2 251 -6.137 20.872 29.4 Pass T11 80-60 Horizontal 21-2 1/2x2 1/2x3/16x1/2 296 -7.220 17.423 41.4 Pass T12 60-40 Horizontal 21-2 1/2x2 1/2x3/16xl/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 1 18.337 1 56.1 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 1 493 -10.279 1 24.893 1 41.3 1 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 21-2 1/2x2 1/2x3/16xl/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 tnxTower Report-version 8.1.1.0 August 17, 2021 250 Ft Self Support Tower Structural Analysis CC/BU No 813700 Project Number 82906.003.01, Order 566925, Revision 4 Page 6 Section Elevation Component Type Size Critical P(K) SFP_allow(K) % Pass/ No. (ft) Element Capacity Fail T13 I 40-20 Redund Hip 1 Bracing L2 1/2x2 1/2x3/16 I 414 I -0.053 10.882 0.5 I 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 L2 1/2x2 1/2x3/16 387 0.109 3.454 3.1 Pass Bracing T13 40-20 Redund Hip Diagonal 1 L2 1/2x2 1/2x3/16 444 0.092 3.026 3.0 Pass Bracing T14 20-0 Redund Hip Diagonal 1 L2 1/2x2 1/2x3/16 501 -0.092 2.669 3.4 Pass Bracing 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 21-2 1/2x2 1/2x3/16x3/8 419 -0.035 11.637 0.3 Pass T14 20-0 Inner Bracing 21-2 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 41.3 Pass Bracing(T14) 77 F-T Redund Diag 1 33.5 Pass Bracing(T13) 77 Redund Hip 1 Bracing 0.6 Pass (T14) Redund Hip Diagonal F3.4 Pass 1 Bracing(T14) Inner Bracing(T12) 0.4 Pass Bolt Checks 62.2 1 Pass Rating= 62.2 1 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. tnxTower Report-version 8.1.1.0 APPENDIX A TNXTOWER OUTPUT 250.0 ft Ntah` F Q Q V e � N 240.0ft SYMBOL LIST MARK SIZE I MARK I SIZE � M A I L2x2x3/16 I C 21-2 1/2x2 1/2x3/16x1/2 N x B 2L3x3x1/4x3/8 MATERIAL STRENGTH 220.0ft GRADE Fy Fu GRADE Fy Fu Q Q r E E0 A572-50 150 ksi 165 ksi I A36 136 ksi 58 ksi N TOWER DESIGN NOTES x c, � � 1. Tower designed for Exposure C to the TIA-222-H Standard. J200.0 ft 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. yQ l�l 4. Tower Risk Category II. 5. Topographic Category 1 with Crest Height of 0.000 ft 186.7 ft 6. TIA-222-H Annex S M 7. TOWER RATING:62.2% m /\ 180.0 ft m rn � Q Q tR N Z Z W �y X % p N N x J 1so.oft fNV% Q J a Z N � J N U) N x � 140.0ft X � � M N V OJ Q Q 120.0 ft �% Z M � V N V N J fm V M m X U) J 100.0 ft N N X � � N 80.0 ft m xx N X M ` X N % � N � M K N K tV N \ f0 N 60.0 ft N X N N a N o ALL REACTIONS x x ARE FACTORED m x x o N N N MAX.CORNER REACTIONS AT BASE. 40.0 ft DOWN: 621 K N SHEAR: 72 K X N N N M UPLIFT. -511 K N N N SHEAR: 61 K J N 20.0 ft AXIAL x M N 120 K SHEAR MOMENT 118 K V 15095 kip-ft o.o ft TORQUE 174 kip-ft REACTIONS-153 mph WIND 0 10 c o r c o m a 4 o u rn rn m m a� N J J ❑ ❑ B+T Group Job:82906.003.01-MINUTE MAID BRA360,FL(BU#81370 1717 S. Boulder, Suite 300 Project: Client: Crown Castle Dawn by:Vina ak App'd: g+r Gkr Tulsa, OK 74119 y Phone:(918)587-4630 Code: TIA-222-H Date:08/03/21 scale: NTS FAX: 918 587-4630 Path: Dwg No.E-1 Plot Plan Total Area-0.09 Acres 0 S p,, i N l M n m a m 0 m _ m o Base Elev=0.000 ft N 15.000 15.000 15.000 30.000 15.000 60.000 B+T Group Job:82906.003.01-MINUTE MAID BRA360,FL(BU#81370 1717 S. Boulder, Suite 300 Project: Client: Crown Castle Drawn by:Vina ak App'd: gar Gkr Tulsa, OK 74119 Y Phone:(918)587-4630 code: TIA-222-H Date:08/03/21 scale: NTS FAX: 918 587-4630 Path: Dwg No.E-2 TIA-222-H - 153 mph Exposure C Leg Capacity Leg Compression (K) 1500 1000 500 <-Minimum-0 Maximum-> -500 -1000 -1500 250.00 _ _ 250.000 240.00 t + 240.000 IIII IIII IIII IIII IIII IIII 220.00 T 4— I T 220.000 IIIII IIII IIII IIII IIIII IIII 200.00 14 � +- 14 200.000 186 667 186.667 180.00 —1 I - I I t 180.000 IIII III III IIII IIII IIII 160.00 T —I I rt I fi fi rt 160.000 IIII IIII IIII IIII IIII IIII C 140.00 FtT 717 140.000 s IIII II I II I IIII IIII IIII yr 120.00 120.000 _d LU 100.0U 100.000 IIII IIII I II IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII 20.0U II I 120.000 IIII IIII IIII IIII IIII TI I 0.00C 0.000 1500 1000 500 <-Minimum-0 Maximum-> -500 -1000 -1500 B+T Group Job:82906.003.01-MINUTE MAID BRA360,FL(BU#81370 1717 S. Boulder, Suite 300 Project: Client Crown Castle Dawn by:Vina ak App'd: gar Gkr Tulsa, OK 74119 Y Phone:(918)587-4630 Code: TIA-222-H Date:08/03/21 scale: NTS FAX: 918 587-4630 Path: Dwg No.E-3 TIA-222-H - 153 mph Exposure C Maximum Values Vx Vz Mx Mz Global Mast Shear (K) Global Mast Moment (kip-ft) 0 50 100 150 0 5000 10000 15000 20000 250.000 250.000 240.000 + t iI 40.000 I I I I I I I I I I I I I I I I I I I I I I I I III 220.00 14 I I T TI 1-� 14 220.000 I I I I I I I I I I I I IIII IIII IIII III 200.Oo 4 II I —t H 14 I + I T TI H —4 I4 200.000 180.000 I T T I H —t I- 180.000 I I I I I I I I I I I I IIII IIII IIII III 160.00 T- � � � rt 160.000 I I I I I I I I I I I I I I I IIII IIII III 140.0o T I T 7 I T T I T I T TI T T I T 140.000 s IIII IIII III :-r 120.00 III IIII IIII IIII 120.000 _N W 100.00 IIII IIII IIII 100.000 I I I I I I I I I I I IIII IIII IIII III 80 OOC IIII III IIII IIII 0.000 I I I I I I I I I I I IIII IIII IIII III 60.00C IIII IIII IIII 0.000 I I I I I I I I I I I I IIII III IIII III 4000 IIII IIII IIII IIII 0.000 IIII IIII I I III 20.0001 I I II I I I I I I I I I I I I I I I 0.000 I I I I I I I I I I I I IIII IIII I I I III 0.00 .000 0 50 100 150 0 5000 10000 15000 20000 B+T Group Job:82906.003.01-MINUTE MAID BRA360,FL(BU#81370 1717 S. Boulder, Suite 300 Project: ore"t: Crown Castle Drawn by:Vina ak App'd: g+r Gkr Tulsa, OK 74119 Y Phone:(918)587-4630 Code: TIA-222-H Date:08/03/21 scale: NTS FAX: 918 587-4630 Path: Dwg No.E-4 TIA-222-H - Service - 60 mph Maximum Values Deflection (in) Tilt (deg) Twist(deg) 0 5 0 0.05 0.1 0 0.05 0.1 250.000 250.000 2ao.00a 40.000 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 220.000 220.000 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 200.000 L— L— 00.000 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 180.000 180.000 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 160.000 160.000 I rt �I �I rt I I �I I I rt I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 140.000 140.000 r 7 I I I I I I I I I I I I I I I C 120.000 120.000 LJJ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 100.000 L— <_I I I 1 100.000 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 80.000 BO.000 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 60.000 50000 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 40.000 _ 0.000 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 20.000 20.000 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.000 1 1 0.000 0 5 0 0.05 0.1 0 0.05 0.1 B+T Group Job:82906.003.01-MINUTE MAID BRA360,FL(BU#81370 1717 S. Boulder, Suite 300 Project: Client: Crown Castle Drawn by:Vina ak App'd: sir GK�' Tulsa, OK 74119 v Phone:(918)587-4630 Code: TIA-222-H Date:08/03/21 scale: NTS FAX: 918 587-4630 Path: Dwg No.E-5 Feed Line Distribution Chart 0' - 250' Round Flat App In Face App Out Face Truss Leg 250.000 Face A Face B Face C 250.000 247.000 247.000 240.000 240.000 220.000 220.000 217.000 217.000 207.000 207.000 200.000 _ 200.000 195.000 195.000 rn � 186.667 _ o 186.667 a � m 180.000 _ U � F 180.000 � in rn LL j J >K ... N 160.000 160.000 160.000 160.000 140.000 140.000 ... a a 0 128.000 °� fd 128-000 v 125.000 m - 125.000 m 120.000 N M C 120.000 ' N ._ N Q E n N W o a Q Q n m T J N 100.000 m d 100.000 o m m y m LL e m N � M 60.000 Mo 60.000 N p� Co LL ; w .2 J J d o ro 60.000 60.000 X LL N N 40.000 - _ 40.000 20.000 L _ 20.000 0.000 0.000 B+T Group Job:82906.003.01-MINUTE MAID BRA360,FL(BU#81370 1717 S. Boulder, Suite 300 Project: Client: Crown Castle Drawn by:Vina ak App'd: ear Gkr Tulsa, OK 74119 Y Phone:(918)587-4630 Code: TIA-222-H Date:08/03/21 scale: NTS FAX: 918 587-4630 Path: Dwg No.E-7 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 1 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX. (918)587-4630 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(F,,)=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 4 Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification 4 Use Clear Spans For Wind Area SR Leg Bolts Resist Compression 4 Use Code Stress Ratios 4 Use Clear Spans For KL/r All Leg Panels Have Same Allowable 4 Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice 4 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 a 4 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 4 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 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 2 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Wind 180 Leg A Wind 90 c Leg C Z Leg B Face C Wind Normal Triangular Tower Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections ft ft ft Tl 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 T 10 100.000-80.000 20.000 1 20.000 T 11 80.000-60.000 22.000 1 20.000 T 12 60.000-40.000 24.000 1 20.000 T 13 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 Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End ft ft Panels in in Tl 250.000-240.000 5.000 X Brace No No 0.000 0.000 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 3 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End ft ft Panels in 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 Kl No Yes 0.000 0.000 Tl l 80.000-60.000 10.000 Double Kl No Yes 0.000 0.000 T12 60.000-40.000 10.000 Double Kl No Yes 0.000 0.000 T13 40.000-20.000 10.000 Double Kl No Yes 0.000 0.000 T14 20.000-0.000 10.000 Double Kl No Yes 0.000 0.000 Tower Section Geometry cont'd Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft Tl Solid Round 2 A572-50 Equal Angle L2x2x3/16 A36 250.000-240.000 (50 ksi) (36 ksi) T2 Solid Round 3 A572-50 Equal Angle L3x3x3/16 A36 240.000-220.000 (50 ksi) (36 ksi) T3 Solid Round 3 1/2 A572-50 Equal Angle L3x3xl/4 A36 220.000-200.000 (50 ksi) (36 ksi) T4 Solid Round 4 A572-50 Equal Angle L3x3xl/4 A36 200.000-186.667 (50 ksi) (36 ksi) T5 Solid Round 4 A572-50 Double Equal 2L3x3xl/4x3/8 A36 186.667-180.000 (50 ksi) Angle (36 ksi) T6 Solid Round 4 A572-50 Double Equal 2L2 1/2x2 1/2x3/16x3/8 A36 180.000-160.000 (50 ksi) Angle (36 ksi) T7 Solid Round 4 1/4 A572-50 Double Equal 2L2 1/2x2 1/20/160/8 A36 160.000-140.000 (50 ksi) Angle (36 ksi) T8 Solid Round 4 1/2 A572-50 Double Equal 2L300/160/8 A36 140.000-120.000 (50 ksi) Angle (36 ksi) T9 Solid Round 4 3/4 A572-50 Double Equal 2L3x3x3/16x3/8 A36 120.000-100.000 (50 ksi) Angle (36 ksi) T10 Solid Round 5 A572-50 Double Equal 2L3x3x5/16 xl/2 A36 100.000-80.000 (50 ksi) Angle (36 ksi) Tl l Solid Round 5 A572-50 Double Equal 2L3x3x5/16 xl/2 A36 80.000-60.000 (50 ksi) Angle (36 ksi) T12 Solid Round 51/4 A572-50 Double Equal 2L3x3xl/4xl/2 A36 60.000-40.000 (50 ksi) Angle (36 ksi) T13 Solid Round 5 1/2 A572-50 Double Equal 2L3x3x5/16 xl/2 A36 40.000-20.000 (50 ksi) Angle (36 ksi) T14 20.000-0.000 Solid Round 5 3/4 A572-50 Double Equal 2L3x3x5/16 xl/2 A36 (50 ksi) Angle (36 ksi) Tower Section Geometry cont'd tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 4 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ft Tl Equal Angle L2x2x3/16 A36 Equal Angle A36 250.000-240.000 (36 ksi) (36 ksi) Tower Section Geometry (cont'd Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid ft Girts T6 None Single Angle A36 Equal Angle L2 1/2x2 1/2x3/16 A36 180.000-160.000 (36 ksi) (36 ksi) T7 None Single Angle A36 Equal Angle L3x3x3/16 A36 160.000-140.000 (36 ksi) (36 ksi) T8 None Single Angle A36 Equal Angle L3x3x3/16 A36 140.000-120.000 (36 ksi) (36 ksi) T9 None Single Angle A36 Equal Angle L3x3xl/4 A36 120.000-100.000 (36 ksi) (36 ksi) T10 None Single Angle A36 Double Equal 21,2 1/2x2 1/2x3/16xl/2 A36 100.000-80.000 (36 ksi) Angle (36 ksi) T11 None Single Angle A36 Double Equal 2L2 1/2x2 1/2x3/16xl/2 A36 80.000-60.000 (36 ksi) Angle (36 ksi) T12 None Single Angle A36 Double Equal 2L2 1/2x2 1/2x3/16xl/2 A36 60.000-40.000 (36 ksi) Angle (36 ksi) T13 None Single Angle A36 Double Equal 2L3x3x3/16xl/2 A36 40.000-20.000 (36 ksi) Angle (36 ksi) T14 20.000-0.000 None Single Angle A36 Double Equal 2L3x3x3/16xl/2 A36 (36 ksi) Angle (36 ksi) Tower Section Geometry cont'd Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft T6 Equal Angle A36 Equal Angle L2x2x3/16 A36 180.000-160.000 (36 ksi) (36 ksi) T7 Equal Angle A36 Equal Angle L2x2x3/16 A36 160.000-140.000 (36 ksi) (36 ksi) T8 Equal Angle A36 Equal Angle L2 1/2x2 1/2x3/16 A36 140.000-120.000 (36 ksi) (36 ksi) T9 Equal Angle A36 Equal Angle L2 1/2x2 1/2x3/16 A36 120.000-100.000 (36 ksi) (36 ksi) T10 Equal Angle A36 Double Equal 2L2x2x3/16x3/8 A36 100.000-80.000 (36 ksi) Angle (36 ksi) Tl l Equal Angle A36 Double Equal 2L2x2x3/16x3/8 A36 80.000-60.000 (36 ksi) Angle (36 ksi) T12 Equal Angle A36 Double Equal 2L2x2x3/16x3/8 A36 60.000-40.000 (36 ksi) Angle (36 ksi) T13 Equal Angle A36 Double Equal 2L2 1/2x2 1/20/160/8 A36 40.000-20.000 (36 ksi) Angle (36 ksi) T14 20.000-0.000 Equal Angle A36 Double Equal 2L2 1/2x2 1/20/160/8 A36 tnx over Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 5 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft (36 ksi) Angle (36 ksi) Tower Section Geometry cont'd Tower Redundant Redundant Redundant KFactor Elevation Bracing Type Size Grade ft T10 A36 Horizontal(1) Double Equal Angle 2L2x2x3/16xl/2 1 100.000-80.00 (36 ksi) Diagonal(1) Double Equal Angle 2L2x2x3/16x1/2 1 0 Tl l A36 Horizontal(1) Double Equal Angle 2L2x2x3/16xl/2 1 80.000-60.000 (36 ksi) Diagonal(1) Double Equal Angle 2L2x2x3/16x 1/2 1 T12 A36 Horizontal(1) Double Equal Angle 2L2x2x3/16xl/2 1 60.000-40.000 (36 ksi) Diagonal(1) Double Equal Angle 2L2x2x3/16xl/2 1 Hip(1) Equal Angle L2 1/2x2 1/2x3/16 1 Hip Diagonal(1) Equal Angle L2 1/2x2 1/2x3/16 1 T13 A36 Horizontal(1) Double Equal Angle 2L2x2x3/16xl/2 1 40.000-20.000 (36 ksi) Diagonal(1) Double Equal Angle 2L2x2x3/16xl/2 1 Hip(1) Equal Angle L2 1/2x2 1/2x3/16 1 Hip Diagonal(1) Equal Angle L2 1/2x2 1/2x3/16 1 T14 A36 Horizontal(1) Double Equal Angle 2L2x2x3/16xl/2 1 20.000-0.000 (36 ksi) Diagonal(1) Double Equal Angle 2L2 1/2x2 1/2x3/16xl/2 1 Hip(1) Equal Angle L2 1/2x2 1/2x3/16 1 Hip Diagonal(1) Equal Angle L2 1/2x2 1/2x3/16 1 Tower Section Geometry (cont'd) Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft, in in in in Tl 0.000 0.250 A36 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt 250.000-240.0 (36 ksi) 00 T2 0.000 0.250 A36 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt 240.000-220.0 (36 ksi) 00 T3 0.000 0.250 A36 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt 220.000-200.0 (36 ksi) 00 T4 0.000 0.375 A36 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt 200.000-186.6 (36 ksi) 67 T5 0.000 0.375 A36 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt 186.667-180.0 (36 ksi) 00 T6 0.000 0.375 A36 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt 180.000-160.0 (36 ksi) 00 T7 0.000 0.375 A36 1.03 1 1.05 26.334 Mid-Pt Mid-Pt tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 6 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ftz in in in in 160.000-140.0 (36 ksi) 00 T8 0.000 0.375 A36 1.03 1 1.05 Mid-Pt Mid-Pt Mid-Pt 140.000-120.0 (36 ksi) 00 T9 0.000 0.375 A36 1.03 1 1.05 31.536 Mid-Pt Mid-Pt 120.000-100.0 (36 ksi) 00 T10 0.000 0.500 A36 1.03 1 1.05 42.417 Mid-Pt Mid-Pt 100.000-80.00 (36 ksi) 0 T11 0.000 0.500 A36 1.03 1 1.05 44.712 Mid-Pt Mid-Pt 80.000-60.000 (36 ksi) T12 0.000 0.500 A36 1.03 1 1.05 47.868 36.411 Mid-Pt 60.000-40.000 (36 ksi) T13 0.000 0.500 A36 1.03 1 1.05 50.280 Mid-Pt Mid-Pt 40.000-20.000 (36 ksi) T14 0.000 0.500 A36 1.03 1 1.05 52.746 Mid-Pt Mid-Pt 20.000-0.000 (36 ksi) Tower Section Geometry cont'd K Factors' Tower Cale Cale Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y T1 Yes Yes 1 1 1 1 1 1 1 1 250.000-240.0 1 1 1 1 1 1 1 00 T2 Yes Yes 1 1 1 1 1 1 1 1 240.000-220.0 1 1 1 1 1 1 1 00 T3 Yes Yes 1 1 1 1 1 1 1 1 220.000-200.0 1 1 1 1 1 1 1 00 T4 Yes Yes 1 1 1 1 1 1 1 1 200.000-186.6 1 1 1 1 1 1 1 67 T5 Yes Yes 1 1 1 1 1 1 1 1 186.667-180.0 1 1 1 1 1 1 1 00 T6 Yes Yes 1 1 1 1 1 1 1 1 180.000-160.0 1 1 1 1 1 0.5 1 00 T7 Yes Yes 1 1 1 1 1 1 1 1 160.000-140.0 1 1 1 1 1 0.5 1 00 T8 Yes Yes 1 1 1 1 1 1 1 1 140.000-120.0 1 1 1 1 1 0.5 1 00 T9 Yes Yes 1 1 1 1 1 1 1 1 120.000-100.0 1 1 1 1 1 0.5 1 00 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 7 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak K Factors' Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y T10 Yes Yes 1 1 1 1 1 1 1 1 100.000-80.00 1 1 1 1 1 1 1 0 Tll Yes Yes 1 1 1 1 1 1 1 1 80.000-60.000 1 1 1 1 1 1 1 T12 Yes Yes 1 1 1 1 1 1 1 1 60.000-40.000 1 1 1 1 1 1 1 T13 Yes Yes 1 1 1 1 1 1 1 1 40.000-20.000 1 1 1 1 1 1 1 T14 Yes Yes 1 1 1 1 1 1 1 1 20.000-0.000 1 1 1 1 1 1 1 'Note: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 Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation ft Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 250.000-240.0 00 T2 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 0.75 240.000-220.0 00 T3 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 0.75 220.000-200.0 00 T4 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 0.75 200.000-186.6 67 T5 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 0.75 186.667-180.0 00 T6 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 0.75 180.000-160.0 00 T7 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 0.75 160.000-140.0 00 T8 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 0.75 140.000-120.0 00 T9 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 0.75 120.000-100.0 00 T10 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 0.75 100.000-80.00 0 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 8 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation ft Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T11 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 80.000-60.000 T12 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 60.000-40.000 T13 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 40.000-20.000 T14 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 20.000-0.000 Tower Redundant Redundant Redundant Redundant Redundant Vertical Redundant Hip Redundant Hip Elevation Horizontal Diagonal Sub-Diagonal Sub-Horizontal Diagonal ft Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 250.000-240.0 00 T2 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 0.75 240.000-220.0 00 T3 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 0.75 220.000-200.0 00 T4 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 0.75 200.000-186.6 67 T5 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 0.75 186.667-180.0 00 T6 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 0.75 180.000-160.0 00 T7 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 0.75 160.000-140.0 00 T8 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 0.75 140.000-120.0 00 T9 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 0.75 120.000-100.0 00 T10 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 0.75 100.000-80.00 0 Tll 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 80.000-60.000 T12 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 60.000-40.000 T13 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 40.000-20.000 T14 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 20.000-0.000 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 9 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Tower Section Geometry (cont'd Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation Connection ft Type Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 Flange 0.625 4 0.625 2 0.625 1 0.000 0 0.625 0 0.000 0 0.000 0 250.000-240.0 A325N A325N A325N A325N A325N A325N A325N 00 T2 Flange 0.875 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.000 0 240.000-220.0 A325N A325N A325N A325N A325N A325N A325N 00 T3 Flange 1.000 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.000 0 220.000-200.0 A325N A325N A325N A325N A325N A325N A325N 00 T4 Flange 1.250 0 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.000 0 200.000-186.6 A325N A325N A325N A325N A325N A325N A325N 67 T5 Flange 1.250 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.000 0 186.667-180.0 A325N A325N A325N A325N A325N A325N A325N 00 T6 Flange 1.250 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 180.000-160.0 A325N A325N A325N A325N A325N A325N A325N 00 T7 Flange 1.250 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 160.000-140.0 A325N A325N A325N A325N A325N A325N A325N 00 T8 Flange 1.375 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 140.000-120.0 A325N A325N A325N A325N A325N A325N A325N 00 T9 Flange 1.500 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 120.000-100.0 A325N A325N A325N A325N A325N A325N A325N 00 T10 Flange 1.500 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 0 100.000-80.00 A325N A325N A325N A325N A325N A325N A325N 0 T11 Flange 1.500 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 0 80.000-60.000 A325N A325N A325N A325N A325N A325N A325N T12 Flange 1.750 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.000 0 60.000-40.000 A325N A325N A325N A325N A325N A325N A325N T13 Flange 1.750 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.000 0 40.000-20.000 A325N A325N A325N A325N A325N A325N A325N T14 Flange 2.500 0 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.000 0 20.000-0.000 A36 A325N A325N A325N A325N A325N A325N Tower Section Geometry cont'd tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 10 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Tower Redundant Redundant Redundant Redundant Redundant Vertical Redundant Hip Redundant Hip Elevation Horizontal Diagonal Sub-Diagonal Sub-Horizontal Diagonal ft Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 250.000-240.0 A325N A325N A325N A325N A325N A325N A325N 00 T2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 240.000-220.0 A325N A325N A325N A325N A325N A325N A325N 00 T3 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 220.000-200.0 A325N A325N A325N A325N A325N A325N A325N 00 T4 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 200.000-186.6 A325N A325N A325N A325N A325N A325N A325N 67 T5 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 186.667-180.0 A325N A325N A325N A325N A325N A325N A325N 00 T6 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 180.000-160.0 A325N A325N A325N A325N A325N A325N A325N 00 T7 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 160.000-140.0 A325N A325N A325N A325N A325N A325N A325N 00 T8 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 140.000-120.0 A325N A325N A325N A325N A325N A325N A325N 00 T9 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 120.000-100.0 A325N A325N A325N A325N A325N A325N A325N 00 T10 0.625 1 0.625 1 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 100.000-80.00 A325N A325N A325N A325N A325N A325N A325N 0 T11 0.625 1 0.625 1 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 80.000-60.000 A325N A325N A325N A325N A325N A325N A325N T12 0.625 1 0.625 1 0.625 0 0.625 0 0.625 0 0.625 1 0.625 1 60.000-40.000 A325N A325N A325N A325N A325N A325X A325X T13 0.625 1 0.625 1 0.625 0 0.625 0 0.625 0 0.625 1 0.625 1 40.000-20.000 A325N A325N A325N A325N A325N A325X A325X T14 0.625 1 0.625 1 0.625 0 0.625 0 0.625 0 0.625 1 0.625 1 20.000-0.000 A325N A325N A325N A325N A325N A325X A325X Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Exclude Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield From Type Offset Offset Per Spacing Diameter Leg Torque ft in (Frac FW) Row in in in klf Calculation Climbing B No No Af(CaAa) 250.000- 0.000 0 1 1 3.000 3.000 0.004 Ladder(At) 0.000 Safety Line B No No Ar(CaAa) 250.000- 0.000 0 1 1 0.375 0.375 0.000 3/8 0.000 5/8"Cable B No No Ar(CaAa) 125.000- 0.000 -0.01 2 1 0.500 0.625 0.000 (Lights) 0.000 518"Cable B No No Ar(CaAa) 247.000- 0.000 -0.01 1 1 0.500 0.625 0.000 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 11 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Description Face Allow Exclude Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield From Type Offset Offset Per Spacing Diameter Leg Torque ft in (Frac FW) Row in in in klf Calculation (Lights) 125.000 * **Face A** * LDF7-50A(1- A No No Ar(CaAa) 217.000- -6.000 -0.1 13 5 0.850 1.980 0.001 5/8) 0.000 0.750 Feedline A No No Af(CaAa) 217.000- -6.000 -0.1 1 1 3.000 3.000 0.008 Ladder(Af) 0.000 * * **Face B** * TSZ 999 B No No Ar(CaAa) 207.000- -2.500 -0.24 3 2 0.500 1.039 0.001 066/XXXM-8 0.000 AWG(1-1/32) FXL-780(7/8") B No No Ar(CaAa) 128.000- -2.000 -0.26 1 1 0.500 1.090 0.000 0.000 Feedline B No No Af(CaAa) 207.000- -2.000 -0.24 1 1 3.000 3.000 0.008 Ladder(Af) 0.000 * * **Face C** * LCF158-50J(1 C No No Ar(CaAa) 160.000- 0.000 0.4 17 9 0.500 2.010 0.001 -518) 0.000 LCF158-50J(1 C No No Ar(CaAa) 195.000- 0.000 0.4 6 6 0.500 2.010 0.001 -5/8) 160.000 WR-VG86ST- C No No Ar(CaAa) 160.000- 0.000 0.35 7 3 0.500 0.795 0.001 BRD(3/4) 0.000 WR-VG86ST- C No No Ar(CaAa) 195.000- 0.000 0.35 2 2 0.500 0.795 0.001 BRD(3/4) 160.000 FB-L98B-034- C No No Ar(CaAa) 160.000- 0.000 0.36 4 1 0.500 0.394 0.000 XXX(3/8) 0.000 Feedline C No No Af(CaAa) 250.000- 0.000 0.4 1 1 3.000 3.000 0.008 Ladder(Af) 0.000 * Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Component Placement Total CAAA Weight or Shield From Type Number Leg Torque ft ftz/ft klf Calculation * **Face A** * **Face B** * **Face C** * tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 12 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Feed Line/Linear Appurtenances Section Areas Tower Tower Face A,t A,: CAA CAA Weight Section Elevation In Face Out Face fit fit, fit, fit, fit, K T1 250.000-240.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 5.813 0.000 0.044 C 0.000 0.000 5.000 0.000 0.084 T2 240.000-220.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 12.000 0.000 0.090 C 0.000 0.000 10.000 0.000 0.168 T3 220.000-200.000 A 0.000 0.000 52.258 0.000 0.324 B 0.000 0.000 17.682 0.000 0.164 C 0.000 0.000 10.000 0.000 0.168 T4 200.000-186.667 A 0.000 0.000 40.987 0.000 0.254 B 0.000 0.000 18.823 0.000 0.201 C 0.000 0.000 18.042 0.000 0.168 T5 186.667-180.000 A 0.000 0.000 20.493 0.000 0.127 B 0.000 0.000 9.411 0.000 0.100 C 0.000 0.000 12.433 0.000 0.101 T6 180.000-160.000 A 0.000 0.000 61.480 0.000 0.381 B 0.000 0.000 28.234 0.000 0.301 C 0.000 0.000 37.300 0.000 0.302 T7 160.000-140.000 A 0.000 0.000 61.480 0.000 0.381 B 0.000 0.000 28.234 0.000 0.301 C 0.000 0.000 92.620 0.000 0.567 T8 140.000-120.000 A 0.000 0.000 61.480 0.000 0.381 B 0.000 0.000 29.419 0.000 0.304 C 0.000 0.000 92.620 0.000 0.567 T9 120.000-100.000 A 0.000 0.000 61.480 0.000 0.381 B 0.000 0.000 31.664 0.000 0.312 C 0.000 0.000 92.620 0.000 0.567 T10 100.000-80.000 A 0.000 0.000 61.480 0.000 0.381 B 0.000 0.000 31.664 0.000 0.312 C 0.000 0.000 92.620 0.000 0.567 Tll 80.000-60.000 A 0.000 0.000 61.480 0.000 0.381 B 0.000 0.000 31.664 0.000 0.312 C 0.000 0.000 92.620 0.000 0.567 T12 60.000-40.000 A 0.000 0.000 61.480 0.000 0.381 B 0.000 0.000 31.664 0.000 0.312 C 0.000 0.000 92.620 0.000 0.567 T13 40.000-20.000 A 0.000 0.000 61.480 0.000 0.381 B 0.000 0.000 31.664 0.000 0.312 C 0.000 0.000 92.620 0.000 0.567 T14 20.000-0.000 A 0.000 0.000 61.480 0.000 0.381 B 0.000 0.000 31.664 0.000 0.312 C 0.000 0.000 92.620 0.000 0.567 Feed Line Center of Pressure Section Elevation CPX CPz CPX CPz Ice Ice fit in in in 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 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 13 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Section Elevation CPX CPZ CPX CPZ Ice Ice ft in in in 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 Tll 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 Feed Line Description Feed Line K. Ka Section Record No. Segment Elev. No Ice Ice T1 2 Climbing Ladder(At) 240.00- 0.6000 0.6000 250.00 T1 3 Safety Line 3/8 240.00- 0.6000 0.6000 250.00 T1 6 5/8"Cable(Lights) 240.00- 0.6000 0.6000 247.00 T1 34 Feedline Ladder(Af) 240.00- 0.6000 0.6000 250.00 T2 2 Climbing Ladder(Af) 220.00- 0.6000 0.6000 240.00 T2 3 Safety Line 3/8 220.00- 0.6000 0.6000 240.00 T2 6 5/8"Cable(Lights) 220.00- 0.6000 0.6000 240.00 T2 34 Feedline Ladder(Af) 220.00- 0.6000 0.6000 240.00 T3 2 Climbing Ladder(At) 200.00- 0.6000 0.6000 220.00 T3 3 Safety Line 3/8 200.00- 0.6000 0.6000 220.00 T3 6 5/8"Cable(Lights) 200.00- 0.6000 0.6000 220.00 T3 1 I LDF7-50A(1-5/8) 200.00- 0.6000 0.6000 217.00 T3 12 Feedline Ladder(Af) 200.00- 0.6000 0.6000 217.00 T3 20 TSZ 999 200.00- 0.6000 0.6000 066/XXXM-8AWG(1-1/32) 207.00 T3 22 Feedline Ladder(Af) 200.00- 0.6000 0.6000 207.00 T3 34 Feedline Ladder(Af) 200.00- 0.6000 0.6000 220.00 T4 2 Climbing Ladder(Af) 186.67- 0.6000 0.6000 200.00 T4 3 Safety Line 3/8 186.67- 0.6000 0.6000 200.00 T4 6 5/8"Cable(Lights) 186.67- 0.6000 0.6000 200.00 T4 I I LDF7-50A(1-5/8) 186.67- 0.6000 0.6000 200.00 T4 12 Feedline Ladder(Af) 186.67- 0.6000 0.6000 200.00 T4 20 TSZ 999 186.67- 0.6000 0.6000 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 14 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Tower Feed Line Description Feed Line K. K. Section Record No. Segment Elev. No Ice Ice 066/XXXM-8AWG(1-1/32) 200.00 T4 22 Feedline Ladder(Af) 186.67- 0.6000 0.6000 200.00 T4 30 LCF158-50J(1-5/8) 186.67- 0.6000 0.6000 195.00 T4 32 WR-VG86ST-BRD(3/4) 186.67- 0.6000 0.6000 195.00 T4 34 Feedline Ladder(Af) 186.67- 0.6000 0.6000 200.00 T5 2 Climbing Ladder(At) 180.00- 0.6000 0.6000 186.67 T5 3 Safety Line 3/8 180.00- 0.6000 0.6000 186.67 T5 6 5/8"Cable(Lights) 180.00- 0.6000 0.6000 186.67 T5 I I LDF7-50A(1-5/8) 180.00- 0.6000 0.6000 186.67 T5 12 Feedline Ladder(Af) 180.00- 0.6000 0.6000 186.67 T5 20 TSZ 999 180.00- 0.6000 0.6000 066/XXXM-8AWG(1-l/32) 186.67 T5 22 Feedline Ladder(Af) 180.00- 0.6000 0.6000 186.67 T5 30 LCF158-50J(1-5/8) 180.00- 0.6000 0.6000 186.67 T5 32 WR-VG86ST-BRD(3/4) 180.00- 0.6000 0.6000 186.67 T5 34 Feedline Ladder(Af) 180.00- 0.6000 0.6000 186.67 T6 2 Climbing Ladder(At) 160.00- 0.6000 0.6000 180.00 T6 3 Safety Line 3/8 160.00- 0.6000 0.6000 180.00 T6 6 5/8"Cable(Lights) 160.00- 0.6000 0.6000 180.00 T6 1 1 LDF7-50A(1-5/8) 160.00- 0.6000 0.6000 180.00 T6 12 Feedline Ladder(Af) 160.00- 0.6000 0.6000 180.00 T6 20 TSZ 999 160.00- 0.6000 0.6000 066/XXXM-8AWG(1-1/32) 180.00 T6 22 Feedline Ladder(Af) 160.00- 0.6000 0.6000 180.00 T6 30 LCF158-50J(1-5/8) 160.00- 0.6000 0.6000 180.00 T6 32 WR-VG86ST-BRD(3/4) 160.00- 0.6000 0.6000 180.00 T6 34 Feedline Ladder(Af) 160.00- 0.6000 0.6000 180.00 T7 2 Climbing Ladder(At) 140.00- 0.6000 0.6000 160.00 T7 3 Safety Line 3/8 140.00- 0.6000 0.6000 160.00 T7 6 5/8"Cable(Lights) 140.00- 0.6000 0.6000 160.00 T7 I I LDF7-50A(1-5/8) 140.00- 0.6000 0.6000 160.00 T7 12 Feedline Ladder(Af) 140.00- 0.6000 0.6000 160.00 T7 20 TSZ 999 140.00- 0.6000 0.6000 066/XXXM-8AWG(1-1/32) 160.00 T7 22 Feedline Ladder(Af) 140.00- 0.6000 0.6000 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 15 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Tower Feed Line Description Feed Line K. K. Section Record No. Segment Elev. No Ice Ice 160.00 T7 29 LCF158-50J(1-5/8) 140.00- 0.6000 0.6000 160.00 T7 31 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000 160.00 T7 33 FB-L98B-034-XXX(3/8) 140.00- 0.6000 0.6000 160.00 T7 34 Feedline Ladder(Af) 140.00- 0.6000 0.6000 160.00 T8 2 Climbing Ladder(At) 120.00- 0.6000 0.6000 140.00 T8 3 Safety Line 3/8 120.00- 0.6000 0.6000 140.00 T8 5 5/8"Cable(Lights) 120.00- 0.6000 0.6000 125.00 T8 6 5/8"Cable(Lights) 125.00- 0.6000 0.6000 140.00 T8 1 1 LDF7-50A(1-5/8) 120.00- 0.6000 0.6000 140.00 T8 12 Feedline Ladder(Af) 120.00- 0.6000 0.6000 140.00 T8 20 TSZ 999 120.00- 0.6000 0.6000 066/XXXM-8AWG(1-1/32) 140.00 T8 21 FXL-780(7/8") 120.00- 0.6000 0.6000 128.00 T8 22 Feedline Ladder(Af) 120.00- 0.6000 0.6000 140.00 T8 29 LCF158-50J(1-5/8) 120.00- 0.6000 0.6000 140.00 T8 31 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140.00 T8 33 FB-L98B-034-XXX(3/8) 120.00- 0.6000 0.6000 140.00 T8 34 Feedline Ladder(Af) 120.00- 0.6000 0.6000 140.00 T9 2 Climbing Ladder(Af) 100.00- 0.6000 0.6000 120.00 T9 3 Safety Line 3/8 100.00- 0.6000 0.6000 120.00 T9 5 5/8"Cable(Lights) 100.00- 0.6000 0.6000 120.00 T9 I I LDF7-50A(1-5/8) 100.00- 0.6000 0.6000 120.00 T9 12 Feedline Ladder(Af) 100.00- 0.6000 0.6000 120.00 T9 20 TSZ 999 100.00- 0.6000 0.6000 066/XXXM-8AWG(1-1/32) 120.00 T9 21 FXL-780(7/8") 100.00- 0.6000 0.6000 120.00 T9 22 Feedline Ladder(Af) 100.00- 0.6000 0.6000 120.00 T9 29 LCF158-50J(1-5/8) 100.00- 0.6000 0.6000 120.00 T9 31 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000 120.00 T9 33 FB-L98B-034-XXX(3/8) 100.00- 0.6000 0.6000 120.00 T9 34 Feedline Ladder(Af) 100.00- 0.6000 0.6000 120.00 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 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 16 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Tower Feed Line Description Feed Line Kq K. Section Record No. Segment Elev. No Ice 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 80.00-100.00 0.6000 0.6000 066/XXXM-8A W G(1-1/32) Tlo 21 FXL-780(7/8") 80.00-100.00 0.6000 0.6000 T10 22 Feedline Ladder(At) 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(At) 80.00-100.00 0.6000 0.6000 T l l 2 Climbing Ladder(Af) 60.00-80.00 0.6000 0.6000 Tl l 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 Tl l 11 LDF7-50A(1-5/8) 60.00-80.00 0.6000 0.6000 Tl l 12 Feedline Ladder(At) 60.00-80.00 0.6000 0.6000 T11 20 TSZ 999 60.00-80.00 0.6000 0.6000 066/XXXM-8A W G(1-1/32) Tl l 21 FXL-780(7/8") 60.00-80.00 0.6000 0.6000 T11 22 Feedline Ladder(At) 60.00-80.00 0.6000 0.6000 Tl l 29 LCF158-50J(1-5/8) 60.00-80.00 0.6000 0.6000 Tl l 31 WR-VG86ST-BRD(3/4) 60.00-80.00 0.6000 0.6000 Tl l 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(At) 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 1 1 LDF7-50A(1-5/8) 40.00-60.00 0.6000 0.6000 T12 12 Feedline Ladder(At) 40.00-60.00 0.6000 0.6000 T12 20 TSZ 999 40.00-60.00 0.6000 0.6000 066/XXXM-8A W G(1-1/32) 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(At) 40.00-60.00 0.6000 0.6000 T13 2 Climbing Ladder(At) 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 20.00-40.00 0.6000 0.6000 066/XXXM-8A W G(1-1/32) 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(At) 20.00-40.00 0.6000 0.6000 T14 2 Climbing Ladder(At) 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 1 I 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 0.00-20.00 0.6000 0.6000 066/XXXM-8A W G(1-1/32) T14 21 FXL-780(7/8") 0.00-20.00 0.6000 0.6000 T14 22 Feedline Ladder(At) 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(At) 0.00-20.00 0.6000 0.6000 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 17 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft ft2 ft2 K ft ft Lighting Rod 5/8"x 5' B From Leg 0.000 0.000 250.000 No Ice 0.313 0.313 0.031 0.000 2.500 Flash Beacon Lighting B From Leg 0.000 0.000 250.000 No Ice 2.700 2.700 0.050 0.000 1.000 Side Lighting A From Leg 0.500 0.000 125.000 No Ice 0.096 0.096 0.005 0.000 0.000 Side Lighting B From Leg 0.500 0.000 125.000 No Ice 0.096 0.096 0.005 0.000 0.000 Side Lighting C From Leg 0.500 0.000 125.000 No Ice 0.096 0.096 0.005 0.000 0.000 FFVV-65C-R3-V 1_TMO A From Leg 4.000 0.000 217.000 No Ice 12.950 4.890 0.125 0.000 0.000 FFVV-65C-R3-VI_TMO B From Leg 4.000 0.000 217.000 No Ice 12.950 4.890 0.125 0.000 0.000 FFVV-65C-R3-V 1_TMO C From Leg 4.000 0.000 217.000 No Ice 12.950 4.890 0.125 0.000 0.000 RADIO 4460 132/1325 A From Leg 4.000 0.000 217.000 No Ice 2.139 1.686 0.109 B66_TMO 0.000 0.000 (2)RADIO 4460 132/1325 B From Leg 4.000 0.000 217.000 No Ice 2.139 1.686 0.109 B66_TMO 0.000 0.000 RADIO 4480 B71_TMO A From Leg 4.000 0.000 217.000 No Ice 2.852 1.383 0.093 0.000 0.000 (2)RADIO 4480 B71_TMO C From Leg 4.000 0.000 217.000 No Ice 2.852 1.383 0.093 0.000 0.000 (4)8'x 2"Mount Pipe A From Leg 4.000 0.000 217.000 No Ice 1.900 1.900 0.029 0.000 0.000 (4)8'x 2"Mount Pipe B From Leg 4.000 0.000 217.000 No Ice 1.900 1.900 0.029 0.000 0.000 (4)8'x 2"Mount Pipe C From Leg 4.000 0.000 217.000 No Ice 1.900 1.900 0.029 0.000 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 18 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft ft, ft, K ft ft 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 A From Leg 2.000 0.000 217.000 No Ice 3.563 3.563 0.055 Mount 0.000 0.000 (2)Horizontal 15'x 2"Pipe B From Leg 2.000 0.000 217.000 No Ice 3.563 3.563 0.055 Mount 0.000 0.000 (2)Horizontal 15'x 2"Pipe C From Leg 2.000 0.000 217.000 No Ice 3.563 3.563 0.055 Mount 0.000 0.000 APXV9ERR18-C-A20 w/ A From Leg 4.000 0.000 207.000 No Ice 4.600 4.010 0.095 Mount Pipe 0.000 3.000 TTTT65AP-lXR w/Mount A From Leg 4.000 0.000 207.000 No Ice 5.300 3.180 0.056 Pipe 0.000 3.000 HPA33R-CS4AA-Kl w/ B From Leg 4.000 0.000 207.000 No Ice 7.260 4.410 0.069 Mount Pipe 0.000 3.000 HPA33R-CS4AA-K1 w/ C From Leg 4.000 0.000 207.000 No Ice 7.260 4.410 0.069 Mount Pipe 0.000 3.000 (2)ACU-A20-N A From Leg 4.000 0.000 207.000 No Ice 0.067 0.117 0.001 0.000 3.000 ACU-A20-N C From Leg 4.000 0.000 207.000 No Ice 0.067 0.117 0.001 0.000 3.000 RRUS-11 800MHZ A From Leg 4.000 0.000 207.000 No Ice 2.522 1.303 0.054 0.000 3.000 (2)RRUS-I 1800MHZ B From Leg 4.000 0.000 207.000 No Ice 2.522 1.303 0.054 0.000 3.000 RRUS 82 W/SOLAR A From Leg 4.000 0.000 207.000 No Ice 2.978 1.431 0.062 SHIELD 0.000 3.000 RRUS 82 W/SOLAR B From Leg 4.000 0.000 207.000 No Ice 2.978 1.431 0.062 SHIELD 0.000 3.000 RRUS 82 W/SOLAR C From Leg 4.000 0.000 207.000 No Ice 2.978 1.431 0.062 SHIELD 0.000 3.000 (2)RRUS 31 B25 A From Leg 4.000 0.000 207.000 No Ice 1.623 1.279 0.056 0.000 3.000 RRUS 31 B25 B From Leg 4.000 0.000 207.000 No Ice 1.623 1.279 0.056 0.000 3.000 Sector Mount[SM 301-1] A From Leg 2.000 0.000 207.000 No Ice 15.350 10.840 0.434 0.000 0.000 Sector Mount[SM 301-1] B From Leg 2.000 0.000 207.000 No Ice 15.350 10.840 0.434 0.000 0.000 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 19 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft ft, ft, K ft ft Horizontal 10'x 2"Mount A From Leg 4.000 0.000 207.000 No Ice 2.375 2.375 0.037 Pipe 0.000 0.000 Horizontal 10'x 2"Mount B From Leg 4.000 0.000 207.000 No Ice 2.375 2.375 0.037 Pipe 0.000 0.000 (2)Horizontal 6'x 2"Mount A From Leg 2.000 0.000 207.000 No Ice 1.425 1.425 0.022 Pipe 0.000 0.000 (2)Horizontal 6'x 2"Mount B From Leg 2.000 0.000 207.000 No Ice 1.425 1.425 0.022 Pipe 0.000 0.000 Sector Mount[SM 309-1] C From Leg 2.000 0.000 207.000 No Ice 13.180 8.040 0.164 0.000 0.000 Horizontal 10'x 2"Mount C From Leg 4.000 0.000 207.000 No Ice 2.375 2.375 0.037 Pipe 0.000 0.000 (3)SBNHH-1D85C w/ C From Leg 4.000 0.000 195.000 No Ice 5.560 4.470 0.083 Mount Pipe 0.000 5.000 RRUS 32 C From Leg 4.000 0.000 195.000 No Ice 2.857 1.777 0.055 0.000 5.000 RRUS 4449 135/B 12 C From Leg 4.000 0.000 195.000 No Ice 1.968 1.408 0.071 0.000 5.000 RRUS 8843 132/1366A C From Leg 4.000 0.000 195.000 No Ice 1.639 1.353 0.072 0.000 5.000 DC6-48-60-18-8C C From Leg 4.000 0.000 195.000 No Ice 2.737 2.737 0.026 0.000 5.000 8'x 2"Mount Pipe C From Leg 4.000 0.000 195.000 No Ice 1.900 1.900 0.029 0.000 5.000 Sector Mount[SM 502-1] C From Leg 2.000 0.000 195.000 No Ice 15.400 11.110 0.558 0.000 0.000 Horizontal 10'x 2"Mount C From Leg 4.000 0.000 195.000 No Ice 2.375 2.375 0.037 Pipe 0.000 0.000 (3)80010966K w/Mount A From Leg 4.000 0.000 160.000 No Ice 14.610 6.840 0.182 Pipe 0.000 0.000 (3)80010966K w/Mount B From Leg 4.000 0.000 160.000 No Ice 14.610 6.840 0.182 Pipe 0.000 0.000 DC6-48-60-18-8C A From Leg 4.000 0.000 160.000 No Ice 2.737 2.737 0.026 0.000 0.000 (2)DC6-48-60-18-8F B From Leg 4.000 0.000 160.000 No Ice 1.212 1.212 0.033 0.000 0.000 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 20 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft ft, ft, x ft ft RRUS 32 A From Leg 4.000 0.000 160.000 No Ice 2.857 1.777 0.055 0.000 0.000 RRUS 32 B From Leg 4.000 0.000 160.000 No Ice 2.857 1.777 0.055 0.000 0.000 RRUS 4449 135/1312 A From Leg 4.000 0.000 160.000 No Ice 1.968 1.408 0.071 0.000 0.000 RRUS 4449 135/1312 B From Leg 4.000 0.000 160.000 No Ice 1.968 1.408 0.071 0.000 0.000 RRUS 8843 132/1366A A From Leg 4.000 0.000 160.000 No Ice 1.639 1.353 0.072 0.000 0.000 RRUS 8843 132/1366A B From Leg 4.000 0.000 160.000 No Ice 1.639 1.353 0.072 0.000 0.000 8'x 2"Mount Pipe A From Leg 4.000 0.000 160.000 No Ice 1.900 1.900 0.029 0.000 0.000 8'x 2"Mount Pipe B From Leg 4.000 0.000 160.000 No Ice 1.900 1.900 0.029 0.000 0.000 Sector Mount[SM 502-1] A From Leg 2.000 0.000 160.000 No Ice 15.400 11.110 0.558 0.000 0.000 Sector Mount[SM 502-1] B From Leg 2.000 0.000 160.000 No Ice 15.400 11.110 0.558 0.000 0.000 Horizontal 10'x 2"Mount A From Leg 2.000 0.000 160.000 No Ice 2.375 2.375 0.037 Pipe 0.000 0.000 Horizontal 10'x 2"Mount B From Leg 2.000 0.000 160.000 No Ice 2.375 2.375 0.037 Pipe 0.000 0.000 Pipe Mount[PM 601-1] A From Leg 0.500 0.000 128.000 No Ice 1.320 1.320 0.065 0.000 0.000 FIBEAIR 1500HP C From Leg 1.000 0.000 120.000 No Ice 0.973 1.742 0.016 0.000 0.000 Pipe Mount[PM 601-1] C From Leg 0.500 0.000 120.000 No Ice 1.320 1.320 0.065 0.000 0.000 Dishes tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 21 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft o o fit fit ft2 K r SPD2-5.8 A Paraboloid w/o From 1.000 -32.000 128.000 2.000 No Ice 3.140 0.022 Radome Leg 0.000 0.000 HPX6-59-P3A/K C Paraboloid From 1.000 4.000 120.000 6.458 No Ice 32.759 0.320 w/Shroud(HP) Leg 0.000 0.000 Load Combinations Comb. Description No. 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 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 22 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft 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 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 23 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft 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 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 24 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft 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 Max Tension 2 1.694 0.000 0.000 Bracing 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 Max Tension 12 1.082 0.000 0.000 Bracing 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 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 25 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft 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 Tl 1 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 Max Tension 2 2.109 0.000 0.000 Bracing 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 I Max Tension 15 1.175 0.000 0.000 Bracing 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 Herz I Max Tension 2 2.484 0.000 0.000 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 26 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft 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 Max Tension 15 1.330 0.000 0.000 Bracing 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 Max Tension 13 0.048 0.000 0.000 Bracing 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 Max Tension 24 0.105 0.000 0.000 Diagonal 1 Bracing 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 Max Tension 2 2.348 0.000 0.000 Bracing 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 Max Tension 16 1.363 0.000 0.000 Bracing 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 Max Tension 5 0.044 0.000 0.000 Bracing tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 27 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft 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 Max Tension 24 0.087 0.000 0.000 Diagonal 1 Bracing 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 Max Tension 2 2.864 0.000 0.000 Bracing 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 Max Tension 15 1.377 0.000 0.000 Bracing 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 Max Tension 13 0.039 0.000 0.000 Bracing 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 Max Tension 24 0.089 0.000 0.000 Diagonal 1 Bracing 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 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 28 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Leg C Max.Vert 18 591.405 58.197 -34.531 Max.Hx 18 591.405 58.197 -34.531 Max.H, 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.H, 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.H, 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.H, 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.H. 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.H, 15 -511.303 3.326 -61.402 Tower Mast Reaction Summary Load Vertical Shear, Shear Overturning Overturning Torque Combination Moment,M Moment,M K K K kip ft kip ft kip ft Dead Only 99.656 -0.000 0.000 6.976 49.555 0.000 1.2 Dead+1.0 Wind 0 deg-No 119.587 0.498 -118.495 -15092.672 9.769 -173.128 Ice 0.9 Dead+1.0 Wind 0 deg-No 89.690 0.498 -118.495 -15094.765 -5.097 -173.128 Ice 1.2 Dead+1.0 Wind 30 deg-No 119.587 54.361 -93.619 -12085.592 -6948.476 -102.474 Ice 0.9 Dead+1.0 Wind 30 deg-No 89.690 54.361 -93.619 -12087.685 -6963.343 -102.474 Ice 1.2 Dead+1.0 Wind 60 deg-No 119.587 87.773 -50.547 -6618.096 -11445.016 -40.869 Ice 0.9 Dead+1.0 Wind 60 deg-No 89.690 87.773 -50.547 -6620.189 -11459.882 -40.869 Ice 1.2 Dead+1.0 Wind 90 deg-No 119.587 103.376 0.111 33.384 -13502.989 -5.549 Ice 0.9 Dead+1.0 Wind 90 deg-No 89.690 103.376 0.111 31.291 -13517.856 -5.549 Ice 1.2 Dead+1.0 Wind 120 deg- 119.587 99.511 56.879 7378.516 -12803.352 73.545 No Ice 0.9 Dead+1.0 Wind 120 deg- 89.690 99.511 56.879 7376.423 -12818.219 73.545 No Ice 1.2 Dead+1.0 Wind 150 deg- 119.587 56.046 97.044 12516.036 -7164.050 171.677 No Ice 0.9 Dead+1.0 Wind 150 deg- 89.690 56.046 97.044 12513.943 -7178.916 171.677 No Ice 1.2 Dead+1.0 Wind 180 deg- 119.587 -0.002 109.316 14062.873 48.587 174.321 No Ice 0.9 Dead+1.0 Wind 180 deg- 89.690 -0.002 109.316 14060.780 33.721 174.321 No Ice tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 29 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M Moment,M. K K K kip ft kip ft kip ft 1.2 Dead+1.0 Wind 210 deg- 119.587 -53.893 93.494 12088.535 7010.188 101.592 No Ice 0.9 Dead+1.0 Wind 210 deg- 89.690 -53.893 93.494 12086.443 6995.322 101.592 No Ice 1.2 Dead+1.0 Wind 240 deg- 119.587 -95.343 54.965 7137.815 12425.263 41.411 No Ice 0.9 Dead+1.0 Wind 240 deg- 89.690 -95.343 54.965 7135.722 12410.397 41.411 No Ice 1.2 Dead+1.0 Wind 270 deg- 119.587 -102.848 -0.045 -7.209 13558.063 4.945 No Ice 0.9 Dead+1.0 Wind 270 deg- 89.690 -102.848 -0.045 -9.301 13543.197 4.945 No Ice 1.2 Dead+1.0 Wind 300 deg- 119.587 -91.189 -52.376 -6847.391 11970.643 -75.535 No Ice 0.9 Dead+1.0 Wind 300 deg- 89.690 -91.189 -52.376 -6849.483 11955.776 -75.535 No Ice 1.2 Dead+1.0 Wind 330 deg- 119.587 -56.253 -96.861 -12476.760 7307.412 -172.834 No Ice 0.9 Dead+1.0 Wind 330 deg- 89.690 -56.253 -96.861 -12478.852 7292.546 -172.834 No Ice 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 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K 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% tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 30 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K 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 Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. o ° 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 Tl 1 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 Appurtenance Gov. Deflection Till Twist Radius of Load Curvature ft Comb. in o oft 250.000 Lighting Rod 5/8"x 5' 26 2.874 0.084 0.020 Inf 217.000 FFVV-65C-R3-VI_TMO 26 2.288 0.083 0.020 Inf 207.000 APXV9ERR18-C-A20 w/Mount 26 2.110 0.082 0.020 Inf Pipe 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 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 31 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. o ° 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 Tl 1 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 Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in o oft 250.000 Lighting Rod 5/8"x 5' 3 17.492 0.516 0.121 393855 217.000 FFVV-65C-R3-Vl_TMO 3 13.919 0.505 0.123 360862 207.000 APXV9ERR18-C-A20 w/Mount 3 12.837 0.497 0.125 Inf Pipe 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 Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio ft in Bolts per Bolt per Bolt Allowable K K T1 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 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 32 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio ft in Bolts per Bolt per Bolt Allowable K K 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 A325N 0.625 1 6.137 15.750 0.390 1.05 Member Block Bracing Shear Redund Diag 1 A325N 0.625 1 4.345 15.750 0.276 1.05 Member Block Bracing Shear Tl l 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 A325N 0.625 1 7.220 15.750 0.458 1.05 Member Block Bracing Shear Redund Diag 1 A325N 0.625 1 4.904 15.750 0.311 1.05 Member Block Bracing 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 A325N 0.625 1 8.226 15.750 0.522 1.05 Member Block Bracing Shear Redund Diag 1 A325N 0.625 1 5.398 15.750 0.343 1.05 Member Block Bracing Shear Redund Hip 1 A325X 0.625 1 0.048 7.830 0.006 1.05 Member Bearing Bracing Redund Hip A325X 0.625 1 0.105 7.830 0.013 1.05 Member Bearing Diagonal 1 Bracing 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 A325N 0.625 1 9.281 15.750 0.589 1.05 Member Block Bracing Shear Redund Diag 1 A325N 0.625 1 5.915 15.750 0.376 1.05 Member Block tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 33 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio ft in Bolts per Bolt per Bolt Allowable K K Bracing Shear Redund Hip 1 A325X 0.625 1 0.044 7.830 0.006 1.05 Member Bearing Bracing Redund Hip A325X 0.625 1 0.087 7.830 0.011 1.05 Member Bearing Diagonal 1 Bracing 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 A325N 0.625 1 10.279 15.750 0.653 1.05 Member Block Bracing Shear Redund Diag 1 A325N 0.625 1 6.391 19.828 0.322 1.05 Member Block Bracing Shear Redund Hip 1 A325X 0.625 1 0.039 7.830 0.005 1.05 Member Bearing Bracing Redund Hip A325X 0.625 1 0.089 7.830 0.011 1.05 Member Bearing Diagonal 1 Bracing Compression Checks Leg Design Data Compression Section Elevation Si_e L L„ Klh A P, OP. Ratio No. P. ft ft ft in2 K K op Tl 250-240 2 10.000 5.000 120.0 3.142 -1.655 49.286 0.034 K=1.00 T2 240-220 3 20.033 6.678 106.8 7.069 -11.620 138.053 0.084' K=1.00 T3 220-200 3 1/2 20.033 6.678 91.6 9.621 -44.033 234.484 0.188' K=1.00 T4 200-186.667 4 13.356 6.678 80.1 12.566 -76.317 353.604 0.216' K=1.00 T5 186.667-180 4 6.678 6.678 80.1 12.566 -92.683 353.604 0.262' K=1.00 T6 180-160 4 20.033 5.008 60.1 12.566 -135.897 434.236 0.313' K=1.00 T7 160-140 41/4 20.033 5.008 56.6 14.186 -193.079 505.220 0.382' K=1.00 T8 140-120 4 1/2 20.033 5.008 53.4 15.904 -250.170 580.902 0.431 ' K=1.00 T9 120-100 4 3/4 20.033 5.008 50.6 17.721 -310.479 661.231 0.470' K=1.00 T10 100-80 5 20.033 5.008 48.1 19.635 -353.869 746.168 0.474' K=1.00 Tl l 80-60 5 20.033 5.008 48.1 19.635 -416.332 746.168 0.558' K=1.00 T12 60-40 51/4 20.033 5.008 45.8 21.647 -474.365 835.679 0.568' K=1.00 T13 40-20 5 1/2 20.033 5.008 43.7 23.758 -535.180 929.740 0.576' K=1.00 T14 20-0 5 3/4 20.033 5.008 41.8 25.967 -592.723 1028.330 0.576' tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 34 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Section Elevation Size L Ln Kl/r A P �P Ratio No. Pn ft ft ft in2 K K �Pn K=1.00 'P n /�P controls Diagonal Design Data (Compression) Section Elevation Size L L„ K11r A P„ OPn Ratio No. Pn ft ft ft in2 K K OPn Tl 250-240 L2x2x3/16 7.810 3.573 111.6 0.715 -0.660 15.658 0.042 K=1.03 T2 240-220 L3x3x3/16 10.162 4.912 104.2 1.090 -1.741 25.412 0.069 K=1.05 T3 220-200 L3x3xl/4 11.744 5.673 116.3 1.440 -7.277 29.810 0.244 K=1.01 T4 200-186.667 L3x3xl/4 12.864 6.208 124.5 1.440 -9.146 26.578 0.344 K=0.99 T5 186.667-180 2L3x3xl/4x3/8 13.438 6.495 86.5 2.880 -9.481 75.834 0.125 K=1.00 2L'a'>37.212 in-83 T6 180-160 2L2 1/2x2 1/20/160/8 8.603 7.951 125.8 1.800 -11.740 30.420 0.386' K=1.00 2L'a'>45.152 in-95 T7 160-140 2L21/2x21/20/160/8 9.435 8.778 129.5 1.800 -14.498 30.735 0.472' K=0.96 T8 140-120 2L3x3x3/16x3/8 10.297 9.634 128.2 2.180 -16.044 34.007 0.472' K=1.00 2L'a'>54.498 in-174 T9 120-100 2L3x3x3/16x3/8 11.181 10.512 128.8 2.180 -18.589 37.601 0.494' K=0.96 T10 100-80 2L3x3x5/16 x1/2 14.869 14.139 137.6 3.555 -26.679 52.479 0.508' K=1.00 T11 80-60 2L3x3x5/16 x1/2 15.623 14.904 145.1 3.555 -26.321 47.354 0.556' K=1.00 T12 60-40 2L3x3xl/4xl/2 16.404 7.702 103.3 2.875 -28.538 65.770 0.434' K=1.00 2L'a'>45.717 in-351 T13 40-20 2L3x3x5/16 x1/2 17.207 8.380 109.1 3.555 -28.278 78.550 0.360 K=1.00 2L'a'>48.208 in-408 T14 20-0 2L3x3x5/16 x1/2 18.030 8.791 114.5 3.555 -29.896 73.782 0.405 K=1.00 2L'a'>50.576 in-465 ' P„ /�Pn controls Horizontal Design Data Compression Section Elevation Size 1. L„ K1h. A P. OPn Ratio No. P. ft ft ft in' K K OPn tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 35 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Section Elevation Size L Lu Kl/r A Pu �P„ Ratio No. Pu ft ft ft in2 K K �pu T6 180-160 L2 1/2x2 1/2x3/16 13.500 6.438 156.1 0.902 -2.359 10.600 0.223 K=1.00 T7 160-140 L3x3x3/16 15.500 7.427 149.5 1.090 -3.348 13.951 0.240 K=1.00 T8 140-120 L3x3x3/16 17.500 8.417 169.5 1.090 -4.338 10.864 0.399' K=1.00 T9 120-100 L3x3xl/4 19.500 9.406 190.7 1.440 -5.384 11.337 0.475' K=1.00 T10 100-80 2L2 1/2x2 1/2x3/16xl/2 21.000 10.146 158.2 1.805 -6.137 19.878 0.309 K=1.00 2L'a'>58.064 in-251 T11 80-60 2L2 1/2x2 1/2x3/16xl/2 23.000 11.146 173.8 1.805 -7.220 16.593 0.435 K=1.00 2L'a'>63.787 in-296 T12 60-40 2L2 1/2x2 1/2x3/16xl/2 25.000 12.135 187.1 1.805 -8.226 14.753 0.558 K=1.00 T13 40-20 2L3x3x3/16xl/2 27.000 13.125 172.3 2.180 -9.281 20.044 0.463 K=1.00 2L'a'>74.987 in-398 T14 20-0 2L3x3x3/16xl/2 29.000 14.115 185.3 2.180 -10.279 17.464 0.589 K=1.00 2L'a'>80.641 in-455 1 P u /�P controls Top Girt Design Data Compression Section Elevation Size L L„ Klir A P„ opu Ratio No. Pu ft ft ft in2 K K OP, Tl 250-240 L2x2x3/16 6.000 5.542 168.8 0.715 -0.045 7.184 0.006' K=1.00 1 P u /OP controls Redundant Horizontal (1) Design Data Compression Section Elevation Size L L„ Kl/r A Pu op Ratio No. Pu ft ft ft in2 K K opu T10 100-80 2L2x2x3/16xl/2 5.250 4.750 92.3 1.430 -6.137 36.776 0.167' K=1.00 2L'a'>27.270 in-256 T11 80-60 2L2x2x3/16xl/2 5.750 5.250 102.1 1.430 -7.220 33.887 0.213' K=1.00 2L'a'>30.141 in-301 T12 60-40 2L2x2x3/16xl/2 6.250 5.740 111.6 1.430 -8.226 30.738 0.268' K=1.00 2L'a'>32.951 in-346 T13 40-20 2L2x2x3/16xl/2 6.750 6.229 121.1 1.430 -9.281 27.285 0.340' K=1.00 tnxTower Job 82906.003.01 - MINUTE MAID BRA360,FL (BU#813700) Page36 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK 74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX-(918)587-4630 Vinayak Section Elevation Size L L Kl/r A P. �P Ratio No. P. ft ft ft in, K K �P 2L'a'>35.762 in-403 T14 20-0 2L2x2x3/16x1/2 7.250 6.719 130.6 1.430 -10.279 23.707 0.434' K=1.00 2L'a'>38.573 in-460 ' P u /�P„controls Redundant Diagonal 1 Design Data Compression Section Elevation Size L L Kl/r A P. �P„ Ratio No. P. ft ft ft in2 K K �P T10 100-80 2L2x2x3/16xl/2 7.434 6.848 133.1 1.430 -4.345 22.855 0.190, K=1.00 2L'a'>39.316 in-279 T11 80-60 2L2x2x3/16xl/2 7.812 7.238 140.7 1.430 -4.904 20.543 0.239 K=1.00 2L'a'>41.556 in-324 T12 60-40 2L2x2x3/16xl/2 8.202 7.625 148.2 1.430 -5.398 18.572 0.291 K=1.00 2L'a'>43.779 in-375 T13 40-20 2L2x2x3/16xl/2 8.603 8.023 156.0 1.430 -5.915 16.825 0.352' K=1.00 2L'a'>46.059 in-432 T14 20-0 2L2 1/2x2 1/2x3/16x1/2 9.015 8.429 131.4 1.805 -6.391 28.188 0.227' K=1.00 2L'a'>48.239 in-489 ' P u /�P„controls Redundant Hip 1 Design Data Compression Section Elevation Size L I- KZ/r A P. OPn Ratio No. P. ft ft ft in2 K K Op T12 60-40 L2 1/2x2 1/2x3/16 6.250 6.010 145.7 0.902 -0.057 12.160 0.005' K=1.00 TO 40-20 L2 1/2x2 1/2x3/16 6.750 6.510 157.8 0.902 -0.053 10.364 0.005' K=1.00 T14 20-0 L2 1/2x2 1/2x3/16 7.250 7.010 169.9 0.902 -0.052 8.938 0.006' K=1.00 'P„ l OP„controls Redundant Hip Diagonal 1 Design Data Compression tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 37 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Section Elevation Size L L Kl/r A P„ �P„ Ratio No. P. ft ft ft in2 K K gyp„ T12 60-40 L2 1/2x2 1/2x3/16 11.796 11.556 280.2 0.902 -0.109 3.289 0.033 K=1.00 KL/R>250(C)-387 T13 40-20 L2 1/2x2 1/2x3/16 12.586 12.346 299.3 0.902 -0.092 2.882 0.032 K=1.00 KL/R>250(C)-444 T14 20-0 L2 1/2x2 1/2x3/16 13.384 13.145 318.7 0.902 -0.092 2.542 0.036' K=1.00 KL/R>250(C)-501 'P„ /OP„controls Inner Bracing Design Data Compression Section Elevation Size L L K11r A P op„ Ratio No. P„ ft ft ft in2 K K Op„ T6 180-160 L2x2x3/16 6.750 6.750 205.6 0.715 -0.003 4.842 0.001' K=1.00 T7 160-140 L2x2x3/16 7.750 7.750 236.0 0.715 -0.004 3.673 0.001 K=1.00 T8 140-120 L2 1/2x2 1/2x3/16 8.750 8.750 212.1 0.902 -0.005 5.738 0.001' K=1.00 T9 120-100 L2 1/2x2 1/2x3/16 9.750 9.750 236.4 0.902 -0.005 4.621 0.001 ' K=1.00 T10 100-80 2L2x2x3/16x3/8 10.500 10.500 205.4 1.430 -0.012 9.578 0.001 K=1.00 2L'a'>60.345 in-267 T11 80-60 2L2x2x3/16x3/8 11.500 11.500 225.0 1.430 -0.012 8.003 0.002 K=1.00 2L'a'>66.092 in-311 T12 60-40 2L2x2x3/16x3/8 12.500 12.500 243.1 1.430 -0.030 6.925 0.004 K=1.00 T13 40-20 2L2 1/2x2 1/20/160/8 13.500 13.500 213.6 1.800 -0.035 11.083 0.003' K=1.00 2L'a'>77.304 in-419 T14 20-0 2L2 1/2x2 1/20/160/8 14.500 14.500 229.4 1.800 -0.029 9.633 0.003' K=1.00 2L'a'>83.030 in-476 1 P„ /OP„controls Tension Checks Leg Design Data Tension Section Elevation Size L L„ Kl/r A P„ op„ Ratio No. P„ ft ft ft in2 K K op„ tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 38 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Section Elevation Size L Lu Kl/r A P �P„ Ratio No. P. ft ft ft in2 K K �pn Tl 250-240 2 10.000 5.000 120.0 3.142 1.069 141.372 0.008' T2 240-220 3 20.033 6.678 106.8 7.069 8.376 318.086 0.026 T3 220-200 3 1/2 20.033 6.678 91.6 9.621 32.759 432.951 0.076 T4 200-186.667 4 13.356 6.678 80.1 12.566 60.559 565.487 0.107 T5 186.667-180 4 6.678 6.678 80.1 12.566 74.668 565.487 0.132 T6 180-160 4 20.033 5.008 60.1 12.566 112.506 565.487 0.199' T7 160-140 41/4 20.033 5.008 56.6 14.186 160.182 638.381 0.251' T8 140-120 41/2 20.033 5.008 53.4 15.904 209.483 715.694 0.293' T9 120-100 4 3/4 20.033 5.008 50.6 17.721 259.596 797.425 0.326 T10 100-80 5 20.033 5.008 48.1 19.635 296.297 883.573 0.335 T11 80-60 5 20.033 5.008 48.1 19.635 347.391 883.573 0.393 T12 60-40 5 1/4 20.033 5.008 45.8 21.647 395.053 974.139 0.406' T13 40-20 5 1/2 20.033 5.008 43.7 23.758 444.054 1069.120 0.415' T14 20-0 5 3/4 20.033 5.008 41.8 25.967 488.747 1168.530 0.418 1 P u /op.controls Diagonal Design Data Tension Section Elevation Size L L K11'r A P OP. Ratio No. P ft ft ft in2 K K op, Tl 250-240 L2x2x3/16 7.810 3.573 73.8 0.431 0.645 18.739 0.034 T2 240-220 L3x3x3/16 10.162 4.912 65.6 0.712 1.640 30.973 0.053' T3 220-200 L3x3xl/4 11.744 5.673 76.1 0.939 7.157 40.863 0.175' T4 200-186.667 L3x3xl/4 12.864 6.208 83.0 0.939 9.044 40.863 0.221 ' T5 186.667-180 2L3x3x1/4x3/8 13.438 6.495 86.7 1.879 9.446 81.726 0.116' 2L'a'>37.212 in-83 T6 180-160 2L2 1/2x2 1/20/160/8 8.202 7.549 123.3 1.139 11.371 49.549 0.229' 2L'a'>43.228 in-105 T7 160-140 2L2 1/2x2 1/20/160/8 9.015 8.358 135.8 1.139 14.394 49.549 0.290' T8 140-120 2L3x3x3/16x3/8 9.863 9.200 123.3 1.424 15.888 61.947 0.256' 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' T10 100-80 2L3x3x5/16 x1/2 14.145 13.416 115.0 2.314 23.987 100.679 0.238' T11 80-60 2L3x3x5/16 x1/2 14.869 14.150 121.1 2.314 25.087 100.679 0.249' T12 60-40 2L3x3xl/4xl/2 16.404 7.702 105.8 1.875 25.469 81.563 0.312' 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' 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' 2L'a'>48.208 in-492 1 P u /OP,controls Horizontal Design Data Tension Section Elevation Size L Lu Kl/r A P OP Ratio No. P ft ft ft in2 K K Op T6 180-160 L2 1/2x2 1/2x3/16 12.500 5.938 93.8 0.571 2.359 24.840 0.095' tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 39 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Section Elevation Size L L K11r A P �P„ Ratio No. P ft ft ft in2 K K �p- 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 L3x3xl/4 19.500 9.406 123.3 0.939 5.384 40.863 0.132 1 T10 100-80 2L2 1/2x2 1/2x3/16xl/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 1/2x3/16xl/2 23.000 11.146 174.1 1.143 7.220 49.702 0.1451 2L'a'>63.787 in-296 T12 60-40 2L2 1/2x2 1/2x3/16xl/2 25.000 12.135 189.4 1.143 8.226 49.702 0.1661 T13 40-20 2L3x3x3/16xl/2 27.000 13.125 169.5 1.424 9.281 61.937 0.150 2L'a'>74.987 in-398 T14 20-0 2L3x3x3/16xl/2 29.000 14.115 182.2 1.424 10.279 61.937 0.166 2L'a'>80.641 in-455 1 P u /�P controls Top Girt Design Data Tension Section Elevation Size L L„ Kl/r A P„ Ratio No. P ft ft ft in2 K K OP. Tl 250-240 L2x2x3/16 6.000 5.542 113.5 0.431 0.022 18.739 0.0011 1 P u /OP,controls Redundant Horizontal (1) Design Data (Tension) Section Elevation Size L L„ Kl/r A P„ OPn Ratio No. P ft ft ft in2 K K op T10 100-80 2L2x2x3/16xl/2 5.250 4.750 98.0 0.861 6.137 37.468 0.164' 2L'a'>27.270 in-260 T11 80-60 2L2x2x3/16xl/2 5.750 5.250 107.7 0.861 7.220 37.468 0.1931 2L'a'>30.141 in-301 T12 60-40 2L2x2x3/16xl/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 2L2x2x3/16xl/2 6.750 6.229 126.8 0.861 9.281 37.468 0.2481 2L'a'>35.762 in-409 T14 20-0 2L2x2x3/16xl/2 7.250 6.719 136.3 0.861 10.279 37.468 0.274' 2L'a'>38.573 in-466 P, /op.controls Redundant Diagonal 1 Design Data Tension Section Elevation Size L L Kl/r A P OP Ratio No. P ft ft ft in2 K K OP. tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 40 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Section Elevation Size L Lu K11r A Pu �P„ Ratio No. Pu ft ft ft in2 K K �pu T10 100-80 2L2x2x3/16xl/2 7.434 6.848 138.8 0.861 4.345 37.468 0.116 2L'a'>39.316 in-282 T11 80-60 2L2x2x3/16xl/2 7.812 7.238 146.4 0.861 4.904 37.468 0.131 2L'a'>41.556 in-324 T12 60-40 2L2x2x3/16xl/2 8.202 7.625 153.9 0.861 5.398 37.468 0.144 2L'a'>43.779 in-375 T13 40-20 2L2x2x3/16xl/2 8.603 8.023 161.6 0.861 5.915 37.468 0.158' 2L'a'>46.059 in-432 T14 20-0 2L2 1/2x2 1/2x3/16xl/2 9.015 8.429 134.5 1.143 6.391 49.702 0.129' 2L'a'>48.239 in-494 1 P u /�P controls Redundant Hip 1) Design Data (Tension) Section Elevation Size L L„ KlIr A P„ OP. Ratio No. Pu ft ft ft in2 K K Op T12 60-40 L2 1/2x2 1/2x3/16 6.250 6.010 96.4 0.571 0.048 24.840 0.002' T13 40-20 L2 1/2x2 1/2x3/16 6.750 6.510 104.1 0.571 0.044 24.840 0.002 T14 20-0 L2 1/2x2 1/2x3/16 7.250 7.010 111.8 0.571 0.039 24.840 0.002' 1 P u /OP controls Redundant Hip Diagonal (1) Design Data (Tension) Section Elevation Size L L„ K11r A P„ op Ratio No. Pu ft ft ft in2 K K op T12 60-40 L2 1/2x2 1/2x3/16 11.796 11.556 181.9 0.571 0.105 24.840 0.004 T13 40-20 L2 1/2x2 1/2x3/16 12.586 12.346 194.1 0.571 0.087 24.840 0.004 T14 20-0 L2 1/2x2 1/2x3/16 13.384 13.145 206.4 0.571 0.089 24.840 0.004 1 P u /OPn controls Inner Bracing Design Data Tension Section Elevation Size L Lu K11r A P„ Op Ratio No. Pu ft ft ft in2 K K Opu T12 60-40 2L2x2x3/16x3/8 12.500 12.500 243.1 1.430 0.016 46.332 0.000 T13 40-20 2L2 1/2x2 1/2x3/16x3/8 13.500 13.500 208.2 1.800 0.016 58.320 0.000 2L'a'>77.304 in-419 T14 20-0 2L2 1/2x2 1/20/160/8 14.500 14.500 223.6 1.800 0.011 58.320 0.000 2L'a'>83.030 in-475 tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 41 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak 1 P u /�P controls Section Capacity Table Section Elevation Component Size Critical P eP.11- % Pass No. /t Type Element K K Capacity Fail Tl 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 Tl l 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 Tl 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 L3x3xl/4 45 -7.277 31.301 23.2 Pass T4 200-186.667 Diagonal L3x3xl/4 69 -9.146 27.907 32.8 Pass T5 186.667-180 Diagonal 2L3x3xl/4x3/8 83 -9.481 79.626 11.9 Pass T6 180-160 Diagonal 2L2 1/2x2 1/20/160/8 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 xl/2 259 -26.679 55.103 48.4 Pass Tl l 80-60 Diagonal 2L3x3x5/16 x1/2 304 -26.321 49.721 52.9 Pass T12 60-40 Diagonal 2L3x3xl/4xl/2 351 -28.538 69.058 41.3 Pass T13 40-20 Diagonal 2L3x3x5/16 xl/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 L3x3xl/4 208 -5.384 11.904 45.2 Pass T10 100-80 Horizontal 2L2 1/2x2 1/2x3/16xl/2 251 -6.137 20.872 29.4 Pass Tl l 80-60 Horizontal 2L2 1/2x2 1/2x3/16xl/2 296 -7.220 17.423 41.4 Pass T12 60-40 Horizontal 2L2 1/2x2 1/2x3/16xl/2 341 -8.226 15.491 53.1 Pass T13 40-20 Horizontal 2L3x3x3/16xl/2 398 -9.281 21.046 44.1 Pass T14 20-0 Horizontal 2L3x3x3/16xl/2 455 -10.279 18.337 56.1 Pass Tl 250-240 Top Girt L2x2x3/16 4 -0.045 7.543 0.6 Pass T10 100-80 Redund Horz 1 2L2x2x3/16xl/2 278 -6.137 38.615 15.9 Pass Bracing Tl l 80-60 Redund Horz 1 2L2x2x3/16xl/2 301 -7.220 35.581 20.3 Pass Bracing T12 60-40 Redund Horz 1 2L2x2x3/16xl/2 374 -8.226 32.275 25.5 Pass Bracing T13 40-20 Redund Horz 1 2L2x2x3/16xl/2 431 -9.281 28.650 32.4 Pass Bracing T14 20-0 Redund Horz 1 2L2x2x3/16xl/2 493 -10.279 24.893 41.3 Pass Bracing T10 100-80 Redund Diag 1 2L2x2x3/16xl/2 279 -4.345 23.998 18.1 Pass Bracing Tl l 80-60 Redund Diag 1 2L2x2x3/16xl/2 324 -4.904 21.570 22.7 Pass Bracing T12 60-40 Redund Diag 1 2L2x2x3/16xl/2 375 -5.398 19.501 27.7 Pass tnxTower Job Page 82906.003.01 - MINUTE MAID BRA360,FL (BU# 813700) 42 of 42 B+T Group Project Date 1717 S.Boulder,Suite 300 19:33:36 08/03/21 Tulsa,OK74119 Client Designed by Phone:(918)587-4630 Crown Castle FAX.-(918)587-4630 Vinayak Section Elevation Component Size Critical P oP.11- % Pass No. ft Type Element K K Capacity Fail Bracing T13 40-20 Redund Diag 1 2L2x2x3/16xl/2 432 -5.915 17.666 33.5 Pass Bracing T14 20-0 Redund Diag 1 2L2 1/2x2 1/2x3/16xl/2 489 -6.391 29.597 21.6 Pass Bracing T12 60-40 Redund Hip 1 L2 1/2x2 1/2x3/16 386 -0.057 12.768 0.4 Pass Bracing T13 40-20 Redund Hip 1 L2 1/2x2 1/2x3/16 414 -0.053 10.882 0.5 Pass Bracing T14 20-0 Redund Hip 1 L2 1/2x2 1/2x3/16 500 -0.052 9.385 0.6 Pass Bracing T12 60-40 Redund Hip Diagonal L2 1/2x2 1/2x3/16 387 -0.109 3.454 3.1 Pass 1 Bracing T13 40-20 Redund Hip Diagonal L2 1/2x2 1/2x3/16 444 -0.092 3.026 3.0 Pass 1 Bracing T14 20-0 Redund Hip Diagonal L2 1/2x2 1/2x3/16 501 -0.092 2.669 3.4 Pass 1 Bracing 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 1/20/160/8 476 -0.029 10.115 0.3 Pass Summary Leg(T14) 54.9 Pass Diagonal 52.9 Pass (T11) Horizontal 56.1 Pass (T14) Top Girt 0.6 Pass (T1) Redund 41.3 Pass Horz 1 Bracing (T14) Redund 33.5 Pass Diag 1 Bracing (T13) Redund Hip 0.6 Pass 1 Bracing (T14) Redund Hip 3.4 Pass Diagonal 1 Bracing (T14) Inner 0.4 Pass Bracing (T12) Bolt Checks 62.2 Pass RATING= 62.2 Pass Program Version 8.1.1.0- APPENDIX B BASE LEVEL DRAWING LEG A (OTHER CONSIDERED EQUIPMENT) (1)1/2-TO 128 FT LEVEL (OTHER CONSIDERED EQUIPMENT) (3)1-1/32-TO 207 Ff LEVEL CLIMBING UDDER IW/SAFETY CLIMB 0 (PROPOSED EQUIPMENT CONFIGURATON) (13)1-5/W TO 217 FE LEVEL LEG C LEG B (OTHER CONSIDERED EQUIPMENT) (4)3/8-TO 160 Ff LEVEL (5)3/4-TO 160 Ff LEVEL (11)1-5/8-TO 160 ET LEVEL (2)3/4-TO 195 Ff LEVEL (6)1-5/8-TO 195 FT LEVEL BUSINESS UNIT: 813700 APPENDIX C ADDITIONAL CALCULATIONS Self Support Anchor Rod Capacity V CPOWN ...CASTLE Site Info BU# 813700 Site Name INUTE MAID BRA360, Order#1 566925 Rev#4 0 TIA-222 Revision H Grout Considered: No I.,(in)n 1.75 Applied Loads Comp. Uplift Axial Force(kips) 620.78 511.30 Shear Force(kips) 72.45 61.49 *TIA-222-H Section 15.5 Applied Considered Eccentricity Leg Mod Eccentricity(in)l 0.000 0 0 Anchor Rod N.A Shift(in)l 0.000 0 Total Eccentricity(in)M 0.000 *Anchor Rod Eccentricity Applied Connection •. Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (6)2-3/4"0 bolts(A36 N;Fy=36 ksi,Fu=58 ksi) Pu_c=103.46 (�Pn_c=192.44 Stress Rating l a,(in): 1.75 Vu=12.08 4)Vn=86.6 53.1% Mu=n/a (Mn=n/a CClplate-Version 4.1.2 Analysis Date:03-08-2021 PROJECT 82906.003.01 - MINUTE MAID BRA36 Jf SUBJECT Foundation Reaction Comparison B+T G R P 1717 S. Boulder,Suite 300 Tulsa,OK 74119 DATE 0$-03-21 (918)587-4630 v1.3.2 TIA Rev. H -Self Support Unfactored Factored Rating %with TIA- Base Reaction Type Original Design Reactions 222-H Seciton 15.5 Reactions applied Leg Uplift 122.4 kips 511 kips 49.9% Pass SST Leg Compression kips 621 kips 53.6% Pass SST Leg Comp. Shear 78.6 kips 72 kips 64.6% Pass -ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OF CIVIL ENGINEERS Address: Standard: ASCE/SEI 7-16 Elevation: 23.53 ft (NAVD 88) No Address at This Risk Category: II Latitude: 27.483333 Location Soil Class: D - Default (see Longitude: -80.567028 Section 11.4.3) E .....r .... i nnYw,.�l n,m 0+1 . ---------YCIAh P.IVER - ---- - �i► •4 - - — I - - -.cam,_...,- 9 I I a � I 46 +1 LL t fF'al 5[ https://asce7hazardtool.online/ Page 1 of 3 Mon Aug 02 2021 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss : 0.052 Sol 0.045 S, 0.028 TL 8 Fa 1.6 PGA : 0.024 Fv 2.4 PGA M : 0.039 SMS 0.083 FPGA 1.6 SM, 0.068 le : 1 SIDS 0.055 Cv 0.7 Seismic Design Category A G.N MCER Response Spectrum 0 Design Response Spectrum 0.08 0.07 0.00 0.04 0.05 4.03 0.04 0.03 4.02 0.02 0 0.01 .01 0 1 2 4 : : 3 9 0 1 4 5 B 7 3 r Sa(g)vs T(s) Sa(g)vs T(s) 4a54 MCER Vertical Response Spectrum 4025 Design Vertical Response Spectrum 0.a45 ++ 4.030 0.040 �* i� ss�•�ffs � 0.045 0.025 s� r 0.03D * 0.424 0.025 � ems■ �• 0.015 pia*• 0.020 0.015 - 0.010 - 1.0 1.5 2.0 0 - 1.0 1.5 20 Sa(g)vs T(s) Sa(g)vs T(s) Data Accessed: Mon Aug 02 2021 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. https://asce7hazardtool.online/ Page 2 of 3 Mon Aug 02 2021 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Ice Results: Ice Thickness: 0.00 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Date Accessed: 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. ASCE does not intend, nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool,you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers,directors, employees, members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Mon Aug 02 2021