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HomeMy WebLinkAboutSTRUCTURAL ANALYSIS REPORTa Date: January 23, 2019 Andera Slaughter Crown Castle 8000 Avalon Blvd Suite 700 Alpharetta, GA 30009 Subject. Carrier Designation: Crown Castle Designation: Engineering Firm Designation: Site Data: Dear Andera Slaughter, SCANNED St. Lucie County Structural Analysis Report AT&T Mobility Co -Locate Carrier Site Number: Carrier Site Name: Crown Castle BU Number: Crown Castle Site Name: Crown Castle ME Job Number: Crown Castle Work Order Number: Crown Castle Order Number: B+T Group Project Number: JFB+T GRP B+T Group 1717 S. Boulder, Suite300 Tulsa, OK 74119 (918) 587-4630 10080502 WFTPIERCE (FP30) 813812 FI West Fort Pierce 553175 1684679 475131 Rev. 0 77034.008.01 8701 Orange Avenue, Ft Pierce, St. Lucie County, FL Latitude 27026' 44.54", Longitude -80024' 46.59" 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. Pased on our analysis we have determined the tower stress level for the structure and foundation, underthe following load case, to be: LC5: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 157 mph as required by the 2017 Florida Building Code, 6th Edition, Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Jacob Johnson, E.I.T. Respectfully submitted by: B+T Engineering, Inc. COA: 27496; Expires: 2/28/2019 NK �...... E. .W . a - E STATE OP N 0/0 AL t'0\ John W. Kelly, P.E. tnxTower Report - version 8.0.5.0 250 Ft Self Support Tower Structural Analysis Project Number77034.008.01, Order475131, Revision 0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 — Tower Component Stresses vs. Capacity - LC5 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations January 23, 2019 CCI BU No 813812 Page 2 tnxTower Report - version 8.0.5.0 250 Ft Self Support Tower Structural Analysis Project Number77034.008.01, Order475131, Revision 1) INTRODUCTION January 23, 2019 CCI BU No 813612 + Page 3 This tower is a 250 ft. Self -Support tower designed by FWT Inc. in June of 1998. The tower was originally designed for a wind speed of 110 mph per TIA/EIA-222-F. The tower has been modified per reinforcement Drawings prepared by B&T Engineering, in May of 2008. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 157 mph Exposure Category: C Topographic Factor: 1 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Mounting Level (ft) Center Line Elevation Number . of Antennas Antenna Manufacturer Antenna Model : Number of Feed Lines Feed Line Size (in) 143.0 146.0 6 Commscope I SBNHH-1D85B 12 6 3 1 1-5/8 3/4 3/8 5/16 3 Ericsson RRUS 32 3 Ericsson RRUS 4449 135/612 3 Ericsson RRUS 8843 132/1366A 1 Kathrein 80010965K 2 Kmw Comm. ET-X-UW-68-14-65-18-IR-AT 2 Raycap DC6-48-60-18-8C 1 Raycap DC6-48-60-18-8F 143.0 3 Connect -It PVFM12-3-3-96-3 Mount Table 2 - Other Considered Eauipment Center Number Feed Mounting Line Number of Antenna Antenna Model of Feed Size L_ Lin(in) Level (ft) Elevation Antennas Manufacturer Lines (in)' (ft)_ - 6 Commscope E15R05P19 3 Ericsson RRUS12/RRUS A2 244.0 12 1-5/8 6 Jma Wireless X7CQAP-665-VRO 243.0 1 1-1/4 1 Raycap RXXDC-3315-PF-48 6 Css DBC-7CAP 243.0 1 -- Sector Mount [SM 402-31 3 Ericsson 800MHZ SMR FILTER 133.0 3 Ericsson RRUS-11800MHZ 3 Commscope TTTT65AP-1XR 132.0 3 1-1/32 3 Rfs Celwave APXVS PP18-C 130.0 131.0 3 nokia FZHJ-RRH 1 7/8 3 ericsson RRUS 31 B25 130.0 9 rfs celwave ACU-A20-N 1 Sector Mount [SM 702-31 tnxTower Report - version 8.0.5.0 250 Ft Self Support Tower Structural Analysis Project Number77034.008.01, Order475131, Revision 0 3) ANALYSIS PROCEDURE Table 3 - Documents Provided January 23, 2019 CCI BU No 813812 Page 4 Document Remarks Reference Source Online Order Information AT&T Mobility Co -Locate, Revision # 0 475131 CCI Sites Tower Manufacturer Drawing FWT, Design No. S98-0541-A 906968 CCI Sites Tower Modification Drawing B&T Engineering, Project No.77034 2271344 CCI Sites Post Modification Inspection VSI, Project Number 080878.01 2323138 CCI Sites Foundation Drawings Information Not Available Geotech Report PSI, Inc. Project No.397-85068-2 115206 CCI Sites Antenna Configuration Crown CAD Package Date: 01/18/2019 1 CCI Sites 3.1) Analysis Method tnxTower (version 8.0.5.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) The tower and structures were built and have been maintained in accordance with the manufacturer's specification. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 3) Mount areas and weights are assumed based on photographs provided. 4) The existing base plate grout was not considered in this analysis. This analysis may be affected if any assumptions are not valid or have been made in error. B+T Group should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail T1 250 - 240 I Leg I 2 I 1 I -3.633 I 51.751 7.0 I Pass T2 240 - 220 1 Leg 1 2 1/2 19 -30.407 70.833 42.9 Pass T3 220 - 200 Leg 3 40 -62.513 144.956 43.1 Pass T4 200 -180 1 Leg 3 1/4 61 -97.541 - 192.479 50.7 Pass T5 180 - 160 1 Leg 3 1/4 82 -132.221 1 262.734 50.3 Pass T6 160 - 140 1 Leg 1 3 1/2 121 -173.775 1 321.973 1 54.0 1 Pass T7 140 -120 1 Leg 1 3 3/4 160 1 -227.087 1 386.416 58.8 Pass TB 120 -100 1 Leg 4 1 199 -287.506 1 455.948 63.1 Pass T9 100-80 Leg 41/4 238 -350249 530.481 66.0 Pass T10 80-60 Leg 41/2 277 -397.527 609.947 65.2 Pass T11 60 - 40 Leg 4 3/4 328 -461.048 694.293 66.4 Pass T12 40 - 20 Leg 4 314 379 -524.438 1 694.293 1 75.5 1 Pass T13 20 - 0 Leg 5 430 -587.351 783.476 75.0 Pass T1 250-240 Diagonal L2x2x3/16 7 -2.270 16.441 13.8 15.1 (b) Pass T2 240-220 1 Diagonal L2 1/2x2 1/2x3/16 22 -4.620 18.705 24.7 Pass tnxTower Report - version 8.0.5.0 250 Ft Self Support Tower Structural Analysis Project Number 77034.008.01, Order 475131, Revision 0 January 23, 2019 CCI BU No 813812 Page 5 Section No. Elevation (ft) - Component Type - Size - Critical Element P(K) - SF`P_allow (K) - - % Capacity Pass /Fail I 26.6 (b) T3 220-200 Diagonal L21/2x21/2x3/16 43 -5.850 15.126 38.7 Pass T4 200-180 - Diagonal L3x3x3/16 64 -7.380 19.745 3.7'4 40.9 (b) Pass T5 180-160 Diagonal 2121/2x21/2x3/l6x3/8 86 -9.781 32.930 29.7 Pass T6 160-140 Diagonal 21-21/2x21/2x3/16x3/8 125 -12.554 27.196 46.2 Pass T7 140-120 Diagonal 2121/2x21/2x3/16x3/8 164 -17.189 22.693 75.7 Pass TB 120 - 100 Diagonal 2L&W/18x3/8 203 -18.950 32.178 58.9 Pass T9 100 - 80 Diagonal 2L3x3x5/16x3/8 242 -21.330 45.167 47.2 Pass T10 80-60 Diagonal 2L3x3x3/16x3/8 281 -27.609 52.400 62.7 76.4 (b) Pass T11 60 -40 Diagonal 2L3x3x3/16x3/8 332 -28.755 49.847 57.7 79.8 (b) Pass T12 40-20 Diagonal 2L3x3x1/4x3/8 383 -29.733 63.962 46.5 62.3 (b) Pass T13 20 - 0 Diagonal 2L3x3xl/4x3/8 434 -30.387 59.676 50.9 63.9 (b) Pass T5 -180-160 Horizontal L2x2x3/16 85 -2.649 5.536 47.9 Pass T6 160-140 1 Horizontal L2 1/2x2 1/2x3/16 124 -3.304 8.292 39.9 Pass T7 140 - 120 Horizontal L3x3x3/l6 169 -4.118 11.323 36.4 Pass TB 1120 - 100 1 Horizontal L3x3x3/16 202 -4.991 9.073 55.0 Pass T9 100 - 80 Horizontal L3x3xl/4 241 -6.074 9.68.7 62.7 Pass T10 80-60 Horizontal 21-2 l/2x2.1/2x3/l6x3/8 280 -6.894 16.668 41.4 Pass Tll 60-40 Horizontal 2L21/2x21/2x3ll6x3/8 331 -7.996 14.124 56.6 Pass T12 40-20 Horizontal 21-21/2x21/2x3/16x3/8 382 -9.095 12.100 75.2 Pass T13 20-0 Horizontal 2L3x3x3/16x3/8 433 -10.186 17.817 57.2 Pass T1 250 -240 1 Top Girt L2x2x3/16 6 -0.206 7.543 2.7 Pass T10 80 - 60 Redund Horz 1 Bracing 2L2x2x3/l6x3/8 282 -6.896 33.446 20.6 Pass T11 60-40 Redund Horz l Bracing 2L2x2x3/16x3/8 333 -7.997 29.757 26.9 Pass T12 40-20 Redund Horz l Bracing 2LWx3/16x3/8 402 -9.097 25.730 35.4 Pass T13 20-0 Redund Horz l Bracing 2L2x2x3/l6x3/8 435 -10.187 22.329 45.6 Pass T10 80-60 Redund Diag l Bracing 2L2x2x3/16x3/8 309 -4.684 19.419 24.1 Pass Ttt 60-40 Redund Diag l Bracing 2L2x2x3/l6x3/8 360 -5.247 17.599 29.8 Pass T12 40 - 20 Redund Diag 1 Bracing 2L2x2x3/16x3/8 1 411 -5.798 F 15.933 36.4 Pass T13 20-0 Redund Diag l Bracing 2L2x2x3/16x3/8 462 -6.333 14.506 43.7 Pass T10 80-60 Redund Hip l Bracing L2 1/2x2 1/2x3/16 327 -0.039 13.951 0.3 Pass Tll 60-40 Redund Hip 1 Bracing L21/2x21/24/16 378 -0.034 11.808 0.3 Pass T12 40-20 Redund Hip l Bracing L2 1/2x2 1/2x3/16 429 -0.038 10.124 0.4 (Pass T13 20-0 Redund Hip l Bracing L2 1/2x2 1/2x3/16 480 -0.033 6.775 0.4 Pass T5 180 - 160 1 Inner Bracing L2x2x3/16 96 -0.003 5.084 0.1 Pass T6 160 -140 1 Inner Bracing L2x2x3/16 133 -0.005 3.857 0.2 Pass n 140 - 120 1 Inner Bracing L2 1/2x2 1/2x3/16 174 -0.004 6.025 0.2 Pass TB 120 - 100 1 Inner Bracing L2 1/2x2 1/2x3/16 213 -0.005 4.852 0.2 Pass T9 100 - 80 Inner Bracing L3x3x3/16 252 -0.006 6.992 0.2 Pass T10 80- 60 Inner Bracing 2L2x2x3/l6x3/8 306 -0.030 8.447 0.4 Pass Tll 60-40 Inner Bracing 2L2x2x3/16x3/8 357 -0.026 7.155 0.4 Pass tnxTower Report - version 8.0.5.0 250 Pt Self Support Tower Structural Analysis Project Number 77034.008.01, Order 475131, Revision 0 January 23, 2019 CC/ BU No 813812 Page 6 Section No. Elevation M Component Type Size critical Element P (K) SF'P=allow (K) % Capacity Pass /Fail T12 140 - 20 I Inner Bracing 121_2 1/2x2 1/2x3/16x3/8 1408 -0.032 I 11.751 0.3 I Pass T13 20-0 Inner Bracing 21-21/2x21/2x3/16x3/8 458 -0.027 10.199 0.3 Pass Summary Leg (T12) 75.5 Pass Diagonal (Ttt) 79.8 Pass Horizontal (T12) 75.2 Pass Top Girt (T1) 2.7 Pass Redund Horz 1 Bracing (T13) 45.6 Pass _ Redund Diag 1 Bracing (T13) q3.7 Pass Redund Hip 1 Bracing (T12) 0.4 Pass Inner Bracing (T11) 0.4 Pass Bolt Checks 79.8 Pass Rating = 79.8 Pass Table 6 - Tower Component Stresses vs. Capacitv — LC5 Notes Component Elevation (ft) % Capacity Pass / Fail 1 I Redundant Connections 0-80 I 64.7 Pass 1 Anchor Rods Base 95.5 Pass 1,3 Base Foundation Base 69.4 Pass Structure Rating (max from all components) = 95.5% Notes: 1) See additional documentation in 'Appendix C —Additional Calculations" for calculations supporting the % capacity consumed. 2) Rating per TIA-222-H Section 15.5. 3) Foundation capacity determined by comparing analysis reactions to original design reactions. 4.1) Recommendations The tower and its foundations have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report - version 8.0.5.0 ry m C c+ rc N Sf < � i z :N � $i rc C J 4 a a z z i � � C ei N � C � N � rg � n � 6� �0"mmo1aaa .m. o S s gam 250.0 ftft 240.0 ftft Moo ftft 2000 ftft Mon 1600ftft I��li I I ��ru� iuiin III uu� III Moftft 60D ft SYMBOL LIST MARK SIZE MARK I SIZE A L2,PxL16 MATERIAL STRENGTH TOWER DESIGN NOTES 1. Tower designed for Exposure C to the TIA-222-H Standard. 2. Tower designed for a 157 mph basic wind in accordance with the TIA-222-H Standard. 3. Deflections are based upon a 60 mph wind. 4. Tower Risk Category II. 5. Topographic Category 1 with Crest Height of 0' 6. TIA-222-H Annex S 7. TOWER RATING: 79.8% 60oft ALL REACTIONS ARE FACTORED MAX. CORNER REACTIONSATBASE: 4a.o ft DOWN: 617 K SHEAR: 74 K UPLIFT: -518 K SHEAR: 64 K 20A ft AXIAL 99 K SHEAR MOMENT ' 125 K15176 kip-R 0.0 fl TORQUE 130 kip-ft REACTIONS -157 mph WIND B+T Group 1717 S. Boulder, Suite 3.T GRP Tulsa, OK 74119 Phone: (918) 587-4630 77034.008.01- FL WEST FORT PIERCE FL (BU# 81381 Plot Plan Total Area - 0.09 Acres 3.T GRP B+TGroup 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 587-4630 °°77034.00t P�i�.": CIieM: Cn,. Ca fie' T(A-222-H 81381 a Lu Leg Capacity I 1 I I I I I I 1 I I I 1 I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I 1 I I I I I I I I I I I I I I I I I 1 I I I I I I I i 1 I I I I 1 I I I I I I I 1 I I 1 I I I I I I I I I I 1 I I I I I I 1 I I I I I I I 1 I I 1 I I I I 1 I 1 i I - :.I I I I I I I i 1 I 1 1 I I 1 1 I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I � I I I I I i I t r1 I I I I I r TIA-222-H -157 mph Exposure C Leg Compression (K) Soo cMrIMUM-0Marim, I I I I I I I I I I I I I I I I I I 1 1 I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I 1 1 I I I I I I I I I 1 I I I I I I I I I 1 I I 1 I I I i I I I 1 I I I 1 I I I I I I I I I F J I I I I I I I I I I 1 1 I I 1 1 1 I I I 1 1 I I I 1 I I r 1 I I r r I I 1 1 I 1 1 I I 1 I I I r I I I 1 I I I I I I I I I I 1 I I I I r I 1 1 I 1 I I I I I I I I I I I I I I I I 1 I I I I I 1 I I I 1 1 I I 1 I I I I I 1 1 1 I 1 I 1 I I ( I 1 I I 1 r I I I I i I I I I i I I I I I MIW..-> "TX vroup 1717 S. Boulder, Suite 300 e-T GRP Tulsa, OK 74119 Phone: (918) 587-4630 I I I I I I I I 1 1 1 I I I I 1 I I I I I 1 I I I I I ___I 1 I I I I I I I I 1 I I I 1 I I I 1 I I I 1 I I I I I I I 1 I I I I I I I I I I I I I I I 1 I I I I I I I I I I I 1 I I I I I I I I I 1 1 1 I I I I I 1 1 I 1 I 1 1 1 1 1 1 I I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I 1 I 1 1 1. 1 I I 1 I 1 i 1 1 1 I 1 I I I 1 I 1 I 1 1 1 I I 1 1 1 1 1 1 I 1 I I 1 I 1 1 I 1 1 1 I 1 I 1 _J---------- I"""" Crown Castle P"a"" I °'` Kiran I" P.: FL (BU# 81381 L TIA-222-H -157 mph Exposure C Maximum Values Vx Vz Mx Mz Global Mast Shear (K) Global Mast Moment (kip-ft) 0 250 50 100 151 2 I 1 I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I 1 1 I I I I 1 I I I I I I I I I I I I I 1 I I I 1 1 I I I I 11 I I I 220 I I I I I I 1 I I I I- I I I I I I 1 I I 11 11 1 1 I 1 I 1 I I I 1 I I I I i 20 I I 1 I I 1 _J_ L_J _L I I I I I I I I I I 1 I I I 11 I I I I I I I I I I 11 1 I I I I I 1 I I I I I 1 I I I I 18 I I I I 1 I I I I I I 1 4 -F 4 _r -F-+ -I -4 -+ -I I I I I I I I I I I I I I I I 11 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 I I I I I I 1fi0 I I I I I 1 1 I 1 1 -1 - I' -I - 1 -T -I T 'I-- I I I I I I I I I I I I I I I I I I I I I I I I I I 14 I I I I I I I _ _L_J_1 I I I I I I I I I I i I i I I I I I I I I I I I I _1_J _1_J I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I 11 I I 120 I I 1 I I I I I I I I I I I I l l l I I 1 I I I I I 1 I I I I I I I I I ( 1 I 1 I I I I I I I I 100 I I I 1 1 1 I 1 I 1 11 -r-T----r--1--r--1-- I I I I I I I I I I l I I I I I I II I 11 I I 1 I i I I I I I I I 1 I a I I I I I I I I I I I I I 11 I I I I I I I I 1 I I I I I I 11 I I I I I I I I I I I I I I I 1 I I I I I 1 I I I I I I I I 1 11 II I I I I 1 I I 1 1 I I I I I 1 11 1 1 I I I I I I I I I 1 I i I I zo I I I 0 1 I I i I I I 1 I I I l I I I I I 1 0 50 I I I I I I I I I I I 1 I I I, 4tl --I-- y _I _Y _1 r I 1 1 1 1 I I I I 1 11 1 1 1 I 11 1 I 11 11 1 I 1 1 11 L 11 1 1 I I I I I I I I I I 11 1 1 I I I ng I I I I I 1 11 1 1 11 I 1 1 i t I I 1 1 I 1 1 1 1 1 I 1 I I 1 I I 1 1 1 I I I I f 1 I I I I I I I I I I I I f I I I I I I I I 1 1 1 I I I I I 11 1 I I I I I I I I I 11 1 I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I 1 I I I I I fi0_T____T__I__T__I__ __r I I I I I I I I I I I I I I I I I I I I I I 11 I I I I I i I I I I I I I I I 140 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I 1 1 1 1 1 1 1 i I 1 I 1 1 i I I I 1 1 I I 1 1 I I 1 1 I I I I I 1 I I I I I 100 I I I 1 I l i I I I I I 1 I 1 I I I I I 11 I I I 1 1 11 1 1 I I 1 1 - 1 I a I 1 1 1 1 i 1 I I I I I 1 0, I I 11 I I I I 1 I I I I I I I I I I I 1 I it I I 1 I I I I 1 I I I I I I I I I I 1 I I I I I I I to I 1 1 1 I 1 I r 1 1 1 1 1 I I I I I 1 I I I I I 1 I I I 1____ I I I I I I 1 I 1 1 I 1 I i I I I o I I I I I I 11 1 I 1 1 I I I I I 1 1 1 1 i i 1 B+T Group 1717 S: Boulder, Suite a.T GRP Tulsa, OK 74119 Phone: (918) 587-4630 - FL WEST FORT PIERCE, FL (BU# 81381 TIA-222-H - Service - 60 mph Maximum Values a C O i+ N W Deflection (in) I � I 24 _. r____I_____r I I � 1 1 1 1 1 I 1 I I 1 no 1 _J____ L1____ I I 1 1 i I i r I 1 1 � 1 1 zoo 1 1 1 I 1 I I I � I I I I I I I I 160 1 1 1 I I 1 1 1 1 � 1 1 60 I 1 I 1 1 � 1 � 1 1 � � I 1 1 1 I 1 1 � 1 1 � 1 1 I 120 1. 1 1 1 1 1 I � a6 1 1 I I 1 1 1 1 1 I 1 � I � 1 � 6 1 1 1 I I 1 I 1 I 1 I � 1 � I 1 I 6 1 1 I 1 I I I � 1 � I 4 --------------------- 1 1 1 1 I 1 1 I I 1 1 1 1 1 1 1 1 1 1 zo 1 1 1 1 I i 1 i 1 1 1 Tilt (deg) I I I I I I I I I I I I I I I I I I J I I I I I I I I I I I I I _I_ J_ 1_ L___I_ I I I I I I I I I I I I II I I I I I I I I I I I I I I I I I I I I I I I I I I I I J_ L_L_ I I I I I I I I I I I I F I I I I I I I I I I I I I I I I I I I I I I I I I I I I J_1_L_I_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I {- I I I I I I I I I I I I I -I-7-rr---I--I- I I I I I I I I I I I I I t. I I i I- T-I ---I- I I I I I I I I I I -r---I-rr-I- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I _I-J_1_L_ I I I I I I I I I I I I I I I I I I• I I I I I I I I I I I I J_1_ L_L__J_1 I I I I I I I I I I I I I I I I I I I I I l f l I I I I I I I I _ L _I_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -I-7- -r---ry-r-r--7-r-r-I- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1717 S. Boulder, Suite 3•T GRP Tulsa, OK 74119 Phone: (918) 5874630 Castle Twist I I I I I I I I T I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I --I- T--r--I----r--I--t--r- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I --I- T--j `-I-- _-r--I--T--j _ I I I I I I I 1 I I 1 I I I I I I I i I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I I i I I I I I I I I -r-r-r--l----r-7--r--r- I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I i I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I 1 I I I I I I i I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I FL Feed Line Distribution Chart 0' - 250' Round Flat APP In Fam f_ APP OO Face , Tmsa Leg Face A x O d W Face B -4/ 6 o � j --------------------------- __ ______ V _____ ______ __ B+T Group 1717 S. Boulder, Suite e-T GRP Tulsa, OK 74119 Phone: (918) 5B7.4830 Face C ---------------------- ---------------------- ----------------- ---f-- --------------- ------------------------ I v -FL WESTFOR7 -} FL tnxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 1 of 39 Project Date B+T Group 1717 S Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle - Kiran FAX: (918) 295-0265 Tower Input Data The main tower is a 3x freestanding tower with an overall height of 250' above the ground line. The base of the tower is set at an elevation of 0' above the ground line. The face width of the tower is Gat the top and 30' at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower base elevation above sea level: 19'. Basic wind speed of 157 mph. Risk Category II. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: I. Crest Height: 0'. Deflections calculated using a wind speed of 60 mph. TIA-222-H Annex S. Pressures are calculated at each section. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used: Kes(F,v) = 0.95. Stress ratio used in tower member design is 1.05. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments — Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts hi Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retemion Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Ignore KL/ry For 60 Deg. Angle Legs Use ASCE 10 X-Brace Ly Rules J Calculate Redundant Bracing Forces Ignore Redundant Members in PEA J SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation 4 Consider Feed Line Torque J Include Angle Block Shear Check Use TIA-222-H Bracing Resist. Exemption Use TIA-222-H Tension Splice Exemption l- Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Comer Radii Are Known MxTower ob J 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 2 of 39 Project Date 14:12:19 01 /23/19 B+T Group 1717 S Boulder, Suite 300 Client Designed by Tulsa, OK 74119 Phone: (918)587-4630 FAX. (918) 295-0265 Crown Castle Kiran Wind 180 1 r Lea A Wind 90 Leg C Z Leg B � r Face C Wind Normal Triangular Tower Tower Section Geometry Tower . Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections T1 250'-240' 6' 1 10, T2 240'-220' 6' 1 20' T3 220'-200' 8' 1 20' T4 200'-180, 10, 1 20' T5 180'-160' 12' 1 20' T6 160'-140' 14' 1 20' T7 140'-120' 16' 1 20' T8 120'-100' 18' 1 20' T9 100'-80, 20, 1 20' T10 80'-60' 2T 1 20' TI1 60'-40' 24' 1 20, T12 40'-20' 26' l 20' T13 20'-0' 28' 1 20' Tower Section Geometry cont'd Tower Tower Diagonal Bracing Hits Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End ft ft Panels in in TI 250'-240' 5' XBruce No No 0.000 0.000 T2 240'-220' 6'8" XBruce No No 0.000 0.000 MxTower Job 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 3 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 14:12:19 01 /23/19 Tulsa OK 74119 Phone: (918) 587-4630 FAX.. (918) 295-0265 Client Crown Castle Designed by Kiran Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End %t ft Panels in in T3 220'-200' 6'8" X Brace No No 0.000 0.000 T4 200'-180' 6'8" X Brace No No 0.000 0.000 TS 180'-160' 5' Double K No Yes 0.000 0.000 T6 160'-140' 5' Double K No Yes 0.000 0.000 T7 140'-120' 5' Double K No Yes 0.000 0.000 T8 120'-I00' 5' Double K No Yes 0.000 0.000 T9 100'-80, 5' Double K No Yes 0.000 0.000 T10 80'-60' 10, .Double Kl No Yes 0.000 0.000 T11 60'40' 10, Double Kl No Yes 0.000 0.000 T12 40'-20' 10, Double Kl No Yes 0.000 0.000 T13 20'-0' 10, Double KI No Yes 0.000 0.000 Tower Section Geometry cont'd Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Site Grade ft T1250'-240' Solid Round 2 A572-50 Equal Angle L2x2x3/16 A36 (50 ksi) (36 ksi) T2240'-220' Solid Round 21/2 A572-50 Equal Angle L21/2x212x3/16 A36 (50 ksi) (36 ksi) 13.220'-200' Solid Round 3 A572-50. Equal Angle L212x212x3/16 A36 (50 ksi) (36 ksi) T4200'-180' Solid Round 31/4 A572-50 Equal Angle L3x3x3/16 A36 (50 ksi) (36 ksi) T5180'-160' Solid Round 31/4 A572-50 Double Angle 2L21/2x2120/160/8 A36 (50 ksi) (36 ksi) T6160'-140' Solid Round 31/2 A572-50 Double Angle 2L21/2x212x3/16x3/8 A36 (50 ksi) (36 ksi) T7 140'-120' Solid Round 3 3/4 A572-50 Double Angle 2L2 12x2 12x3/16x3/8 A36 (50 ksi) (36 ksi) T8120'-100' Solid Round 4 A572-50 Double Angle 2L3x3x3/16x3/8 A36 (50 ksi) (36 ksi) T9100'-80' Solid Round 41/4 A572-50 Double Angle 2L30x5/160/8 A36 (50 ksi) (36 ksi) T1080'-60' Solid Round 412 A572-50 Double Angle 2L 00/16x3/8 A36 (50 ksi) (36 ksi) T1160'-40' Solid Round 43/4 A572-50 Double Angle 2L3x3x3/16x3/8 A36 (50 ksi) (36 ksi) T1240'-20' Solid Round 43/4 A572-50 Double Angle 2L3x3xl/4x3/8 A36 (50 ksi) (36 ksi) T1320'-0' Solid Round 5 A572-50 Double Angle 2L3x3xl/4x3/8 A36 (50 ksi) (36 ksi) Tower Section Geometry cont'd Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ft TI 250'-240' Single Angle L2x2x3/16 A36 Flat Bar A36 (36 ksi) (36 ksi) tnxTower Job 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 4 of 39 +T Gro Bup Project Date 1717 S. Boulder, Suite 300 14:12:19 Ol /23l19 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 Crown Castle Kiran FAX: (918) 295-0265 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 f Guts T5180'-160' None Flat Bar A36 Equal Angle L2x2x3/16 A36 (36 ksi) (36ksi) T6160'-140' None Flat Bar A36 Equal Angle L212x2120/16 A36 (36 ksi) (36 ksi) T7140'-120' None Flat Bar A36 Equal Angle L3x3x3/16 A36 (36 ksi) (36 ksi) T8120'-100' None Flat Bar A36 Equal Angle L3x3x3/16 A36 (36 ksi) (36 ksi) 79100'-80' None Flat Bar A36 Equal Angle L3x3xl/4 A36 (36 ksi) (36 ksi) T1080'-60' None Flat Bar A36 Double Angle 2L212x212x3/16x3/8 A36 (36 ksi) (36 ksi) T1160'40' None Flat Bar A36 Double Angle 2L212x2120/160/8 A36 (36 ksi) (36 ksi) T1240'-20' None Flat Bar A36 Double Angle 2L212x212x3/16x3/8 A36 (36 ksi) (36 ksi) T13 20'-0' None Flat Bar A36 Double Angle 2L3x3x3/16x3/8 A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade n T5180'-160' Single Angle A36 Equal Angle L2x2x3/16 A36 (36 ksi) (36 ksi) T6160'-140' Single Angle A36 Equal Angle L2x2x3/16 A36 (36 ksi) (36 ksi) 17 140'-120' Single Angle A36 Equal Angle L2 12x2 12x3/16 A36 (36 ksi) (36 ksi) T8120'-100' Single Angle A36 Equal Angle L21/2x2120/16 A36 (36 ksi) (36 ksi) T9100'-80' Single Angle A36 Equal Angle L3x3x3/16 A36 (36 ksi) (36 ksi) T10 80'-60' Single Angle A36 Double Angle 2L2x2x3/16x3/8 A36 (36 ksi) (36 ksi) Tl1 60'40' Single Angle A36 Double Angle 2L2x2x3/16x3/8 A36 (36 ksi) (36 ksi) T1240'-20' Single Angle A36 Double Angle 2L212x212x3/16x3/8 A36 (36 ksi) (36 ksi) T1320'-0' Single Angle A36 Double Angle 2L211W 1/2x3/16x3/8 A36 (36 ksi) (36 ksi) MxToweY Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 5 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23119 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle IClran FAX (918) 295-0265 Tower Section Geometry cont'd Tower Elevation Redundant Bracing Grade Redundant Type Redundant Size KFactor T1080'-60' A36 Horizontal (1) Double Angle 2L2x2x3/16x3/8 1 (36 ksi) Diagonal (1) Double Angle 2L2x2x3/16x3/8 1 Hip (1) Equal Angle L2 1/2x2 1/2x3/16 1 T1160'40' A36 Horizontal (1) Double Angle 2L2x2x3/16x3/8 l (36 ksi) Diagonal (1) Double Angle 2L2x2x3/16x3/8 1 Hip (1) Equal Angle L2 1/2x2 1/2x3/16 l T1240'-20' A36 Horizontal (1) Double Angle 2L2x2x3/16x3/8 1 (36 ksi) Diagonal (1) Double Angle 2L2x2x3/16x3/8 1 Hip (1) Equal Angle L2 1/2x2 1/20/16 1 T13 20'-0' A36 Horizontal (1) Double Angle 2L2x2x3/16x3/8 1 (36 ksi) Diagonal (1) Double Angle 2L2x2x3/16x3/8 1 Hip (1) Equal Angle L2 1/2x2 1/2x3/16 1 Tower Section Geometry cont'd Double Angle Double Angle Double Angle Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust Weight Mult. Elevation Area Thickness AI Factor Stitch Bolt Stitch Bolt Stitch Bolt (perforce) A, Spacing Spacing Spacing ' Diagonals Horizontals Redundants ft flt in in in in T1 250'-240' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T2 240'-220' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T3 220'-200' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T4200'-180' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt. (36 ksi) T5 180'-160' 0.000 0.000 A36 1.05 I 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T6 160'-140' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T7 140'-120' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) ' T8 120'-100' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) 179100'-80' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) TO 80'-60' 0.000 0.000 A36 1.05 1 1.05 46.140 Mid -Pt Mid -Pt (36 ksi) T1160'40' 0.000 0.000 A36 1.05 1 1.05 48.460 Mid -Pt' Mid -Pt (36 ksi) T1240'-20' 0.000 0.000 A36 1.05 1 1.05 50.890 Mid -Pt Mid -Pt (36 ksi) T1320'-0' 0.000 0.000 A36 1.05 1 1.05 53.340 Mid -Pt Mid -Pt Tower Section Geometry cont'd KFactors' MxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 6 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 Crown Castle Kiran FAX..- (918) 295-0265 Tower Cale Cale Elevation K K Single Solid, Angles Rounds Legs X K Single Girts Horiz. Sec. Inner Brace Brace Diags Hariz. Brace Diags Diags X X X X X X X Y Y Y Y Y Y Y T1250'-240' Yes Yes 1 1 1 I 1 I 1 1 I 1 I 1 l 1 1 T2 240'-220' Yes Yes 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 T3 220'-200' Yes Yes l 1 1 1 1 1 I 1 1 1 1 1 1 1 1 T4 200'-180' Yes Yes l 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T5180'-160' Yes Yes 1 1 1 1 1 1 1 1 1 1 l 1 1 1 1 T6160'-140' Yes Yes 1 1 I 1 l I 1 I 1 1 1 l 1 1 I 17140'-120' Yes Yes 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 T8120'-I00' Yes Yes 1 I 1 1 1 1 1 1 l 1 1 1 1 1 1 T9100'-80' Yes Yes 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 T10 80'-60' No Yes 1 1 l 1 1 1 1 I • 1 0.5 1 1 l 1 1 T1160'-40' No Yes 1 1 1 1 1 1 1 1. I 0.5 1 1 1 1 1 T1240'-20' No Yes 1 1 1 1 1 1 I 1 1 0.5 1 I 1 1 1 T13 20'-0' No Yes I I 1 1 1 1 1 1 I 0.5 1 1 1 1 1 ' 'Note: Kfactors are applied to member segment lengths. K-braces without inner supporting members will have the Kfactor in the out -of -plane direction applied to the overall length Tower Section Geometry cont'd Tower Elevation i Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 250'-240' 0.000 I 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T2 240'-220' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T3 220'-200' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T4 200'-180' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T5 IW-160' 0.000 1 -0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T6 160'-140' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T7 140'-120' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T8 120'-100' 0.000 I 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T9 100'-80, 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T10 80'-60' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T11 60'40' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T12 40'-20' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T13 20'-0' 1 0.000 1 1 0.000 0.75 1 0.000 0.75 1 0.000 0.75 1 0.000 0.75 1 0.000 0.75 1 0.000 0.75 Mxl owe%' Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 7 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone., (918) 5874630 Crown Castle Kiran FAX. (918) 295-0265 Tower Section Geometry cont'd Tower Elevation ft Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 250'-240' Flange 0.625 4 0.625 2 0.625 1 0.000 0 0.625 0 0.000 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N. T2 240'-220' Flange 0.625 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N T3 220'-200' Flange 0.875 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N T4 200'-180' Flange 1.000 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N T5 180'-160' Flange 1.000 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T6 160'-140' Flange 1.000 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T7 140'-120' Flange 1.125 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T8 120'-100' Flange 1.250 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T9 100'-80, Flange 1.250 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325X A325N A325N A325N A325N A325N T10 80'-60' Flange 1.375 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T1160'40' Flange 1.500 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625. 1 A325N A325N A325N A325N A325N A325N A325N T12 40'-20' Flange 1.500 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T13 20'-0' .Flange 2.250 0 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A36 I A325N I A325N I A325N I A325N I A325N I A325N 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 1799 Row in in in k1f LDF7-50A(1- B No 5/8) (E) Feedline B No Ladder (At) (E) *rKs- LCF158-501(1 A No -5/8) (E) LCF158-501(1 A No -5/8) (E) LCF158-501(1 A No -5/8) (E) LCF158-501(1 A No No At (CaAa) 243' - 0' 0.000 0.4 13 7 0.850 1.980 0.750 No Af (CaAa) 243' - 0' 0.000 0.4 1 1 3.000 3.000 No Ar (CaAa) 143' - 0' 0.000 -0.45 2 2 0.850 2.010 0.750 No Ar (CaAa) 143' - 0' 0.000 -0.4 5 4 0.850 2.010 0.750 No At (CaAa) 143' - 0' 0.000 -0.36 3 1 0.850 2.010 0.750 No At (CaAa) 143' - 0' 0.000 -0.34 2 2 0.850 2.010 0.001 0.008 0.001 0.001 0.001 0.001 tnxTower ob d 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 8 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 14:12:19 01 /23/19 Client Designed by Tulsa, OK 74119 Phone: (918)587-4630 FAX.- (918) 295-0265 Crown Castle Kiran Description Face Allow or Shield Leg Exclude From Torque Calculation Component Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Clear Width or Perimeter Per Spacing Diameter Row in in in Weight klf -5/8) 0.750 (E) WR-VG86ST- A No No At (CaAa) 143'-0' 0.000 -0.32 6 4 0.850 0.795 0.001 BRD(3/4) 0.750 (2E+4P) FB-L98B-034- A No No At (CaAa) 143' - 0' 3.000 -0.32 4 4 0.850 0.394 0.000 XXX(3/8) 0.750 (3P+IP(5/16)) Feedlioe A No No Af (CaAa) 250' - 0' 0.000 -0.38 1 1 3.000 3.000 0.008 Ladder (At) (E) ssK«« TSZ 999 A No No At (CaAa) 130' - 0' 0.000 0.4 3 2 0.850 1.039 0.001 066DOOCM-8 0.750 AWG(1-1/32) FIBER ONLY A No No At (CaAa) 130' - 0' 0.000 0.39 1 1 0.850 0.867 0.000 CABLE 0.750 48(7/8) Feedlioe A No No Af (CaAa) 130' - 0' 0.000 0.42 1 1 3.000 3.000 0.008 Ladder (At) (E) Ks - Climbing B No No At (CaAa) 250'- 0' 0.000 0 1 1 3.840 3.840 0.005 Ladder ( Flat) (E) Safety Line B No No At (CaAa) 250' - 0' 0.000 0 I 1 0.375 0.375 0.000 3/8 (E) ««K«« Feedline C No No Af (Caka) 145' - 0' 0.000 -0.4 1 I 3.000 3.000 0.008 Ladder (Af) (Empty) Feedline C No No Af (CaAa) 145' - 0' 0.000 -0.425 1 1 3.000 3.000 0.008 Ladder (At) (Empty) ««g«« Light Chord C No No At (CaAa) 12T - 0' 0.000 0.5 2 2 0.500 0.630 0.000 (E) Light Chord C No No At (CaAa) 250' - 125' 0.000 0.5 1 1 0.500 0.630 0.000 (E) Ks - Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Component Placement Total CAS Weight or Shield From Type Number Leg Torque ft ftt/ft k1f Calculation tnxTower J°b Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 9 of 39 Project Date B+T Group 1717S. Boulder, Suite 300 14:12:19 01/23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 5874630 Crown Castle Kiran FAX.- (918) 295-0265 Feed Line/Linear Appurtenances Section Areas Tower Tower Face Are Ar CiAA Cyla Weight Section Elevation ' In Face Out Face jt S+t fit, jt' Jz= K Tl 250'-240' A 0.000 0.000 5.000 0.000 0.084 B 0.000 0.000 15.997 0.000 0.107 C 0.000 0.000 0.630 0.000 0.002 12 240'-220' A 0.000 0.000 10.000 0.000 0.168 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 1.260 0.000 0.003 T3 220'-200' A 0.000 0.000 10.000 0.000 0.168 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 1.260 0.000 0.003 T4 200'-180' A 0.000 0.000 10.000 0.000 0.168 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 1.260 0.000 0.003 T5 180'-160' A 0.000 0.000 10.000 0.000 0.168 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 1.260 0.000 0.003 T6 160'-140' A 0.000 0.000 19.139 0.000 0.212 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 6.260 0.000 0.087 T7 140'-120' A 0.000 0.000 79.914 0.000 0.571 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 21.575 0.000 0.340 T8 120'-100' A 0.000 0.000, 88.898 0.000 0.679 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 22.520 0.000 0.342 T9 100'-80, A 0.000 0.000 88.898 0.000 0.679 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 22.520 0.000 0.342 T10 80'-60' A 0.000 0.000 88.898 0.000 0.679 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 22.520 0.000 0.342 T11 60'40' A 0.000 0.000 88.898 0.000 0.679 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 22.520 0.000 0.342 T12 40'-20' A 0.000 0.000 88.898 0.000 0.679 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 22.520 0.000 0.342 T13 20'-0' A 0.000 0.000 88.898 0.000 0.679 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 22.520 0.000 0.342 Feed Line Center of Pressure Section Elevation CPx CPr CPx CPi Ice Ice It in in in in TI 250'-240' 1.935 1.902 1.935 1.902 - 72 240'-220' 7.981 5.424 7.970 5.417 T3 220'-200' 9.149 6.532 9.042 6.459 T4 200'-180' 9.321 7.002 9.186 6.902 T5 180'-160' 11.094 8A28 10.923 8.301 T6 160'-140' 8.876 10.922 8.717 10.728 T7 140'-120' -4A76 14.315 -4.404 14.087 T8 120'-100' -4.982 11.657 -4.897 11.458 T9 100'-80, -5.225 12.385 -5.124 12.142 tnXTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 10 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 Crown Castle Kiran FAX (918) 295-0265 Section Elevation CPx CPz CPx CPz Ice Ice Tll 60'40' -6.338 15.097 -6.166 14.685 T12 40'-20' -6.596 15.842 -6.444 15.471 T13 20'-0' -6.711 16.272 -6.565 15.911 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment El" K. No Ice K. Ice TI 2 LDF7-50A(1-5/8) 240100- 0.6000 0.6000 243.00 TI 4 Feedline Ladder (Af) 240.00- 0.6000 0.6000 243.00 T1 16 Feedline Ladder (At) 240.00- 0.6000 0.6000 250.00 TI 22 Climbing Ladder ( Flat) 240.00- 0.6000 0.6000 250.00 TI 23 Safety Line 3/8 240.00- 0.6000 0.6000 250.00 T1 29 Light Chord 240.00- 0.6000 0.6000 250.00 T2 2 LDF7-50A(1-5/8) 220.00- • 0.6000 0.6000 240.00 T2 4 Feedline Ladder (At) 220.00- 0.6000 0.6000 240.00 72 16 Feedline Ladder (At) 220.00- 0.6000 0.6000 240.00 72 22 Climbing Ladder ( Flat) 220.00- 0.6000 0.6000 240.00 T2 23 Safety Line 3/8 220.00- 0.6000 0.6000 240.00 T2 29 Light Chord 220.00- 0.6000 0.6000 240.00 T3 2 LDF7-SOA(I-5/8) 200.00- 0.6000 0.6000 220.00 73 4 Feedline Ladder (At) 200.00- 0.6000 0.6000 220.00 T3 16 Feedline Ladder (At) 200.00- 0.6000 0.6000 220.00 - T3 22 Climbing Ladder ( Flat) 200.00- 0.6000 0.6000 220.00 T3 23 Safety Line 3/8 200.00- 0.6000 0.6000 220.00 T3 29 Light Chord 200.00- 0.6000 0.6000 220.00 T4 2 LDF7-50A(1-5/8) 180.00- 0.6000 0.6000 200.00 T4 4 Feedline Ladder (At) 180.00 - 0.6000 0.6000 200.00 T4 16 Feedline Ladder (At) 180.00 - 0.6000 0.6000 200.00 T4 22 Climbing Ladder ( Flat) 180.00 - 0.6000 0.6000 200.00 T4 23 Safety Line 3/8 180.00 - 0.6000 0.6000 200.00 MxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 11 of 39 Project - Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX: (918) 295-0265 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No lee K. Ice T4 29 Light Chord 180.00- 0.6000 0.6000 200.00 TS 2 LDF7-50A(1-5/8) 160.00- 0.6000 0.6000 180.00 T5 4 Feedline Ladder(A0 160.00- 0.6000 0.6000 180.00 T5 16 Feedline Ladder(A0 160.00- 0.6000 0.6000 180.00 T5 22 Climbing Ladder ( Flat) 160.00- 0.6000 0.6000 180.00 T5 23 Safety Line 3/8 160.00- 0.6000 0.6000 180.00 T5 29 Light Chord 160.00- 0.6000 0.6000 180.00 T6 2 LDF7-50A(1-5/8) 140.00- 0.6000 0.6000 160.00 T6 4 Feedline Ladder (At) 140.00- 0.6000 0.6000 160.00 T6 6 LCF158-50J(1-5/8) 140.00- 0.6000 0.6000 143.00 T6 7 LCF158-50J(1-5/8) 140.00- 0.6000 0.6000 143.00 T6 8 LCF158-50J(1-5/8) 140.00- 0.6000 0.6000 143.00 T6 9 LCF158-50J(1-5/8) 140.00- 0.6000 0.6000 143.00 T6 l0 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000 143.00 T6 14 FB-L98B-034-XXX(3/8) 140.00- 0.6000 0.6000 143.00 T6 16 Feedline Ladder (At 140.00- 0.6000 0.6000 160.00 T6 22 Climbing Ladder ( Flat) 140.00- 0.6000 0.6000 160.00 T6 23 Safety Line 3/9 140.00- 0.6000 0.6000 160.00 T6 25 Feedline Ladder (At) 140.00- 0.6000 0.6000 145.00 T6 26 Feedline Ladder (At) 140.00- 0.6000 0.6000 145.00 T6 29 Light Chord 140.00- 0.6000 0.6000 160.00 T7 2 LDF7-50A(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 4 Feedline Ladder (At) 120.00- 0.6000 0.6000 140.00 T7 6 LCF158-50J(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 7 LCF158-50J(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 8 LCF158-50J(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 9 LCF158-50J(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 10 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140.00 T7 14 FB-L98B-034-XXX(3/8) 120.00- 0.6000 0.6000 140.00 T7 16 Feedline Ladder (At) 120.00-1 0.60001 0.6000 140.00 T7 18 TSZ 999 120.00 - 0.6000 0.6000 066/XXn1-8AWG(1-l/32) 130.00 MxTOWer ob J 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 12 of 39 Project Date B+T Group 7717 S. Boulder, Suite 300 14:12:19 01 /23/19 Client Designed by . Tulsa, OK 74119 Phone. (918) 5874630 Crown Castle Kiran FAX..- (918) 295-0265 Tower Section Feedline Record No. Description Feed Line Segment Elev. K. No lee K. lee T7 19 FIBER ONLY CABLE 120.00- 0.6000 0.6000 48(7/8) 130.00 T7 20 Feedline Ladder (Af) 120.00- 0.6000 0.6000 130.00 T7 22 Climbing Ladder ( Flat) 120.00- 0.6000 0.6000 140.00 T7 23 Safety Line 3/8 120.00- 0.6000 0.6000 140.00 T7 25 Feedline Ladder (At) 120.00- 0.6000 0.6000 140.00 77 26 Feedline Ladder (At) 120.00- 0.6000 0.6000 40.00 T7 28 Light Chord 120.00- 0.6000 0.6000 125.00 T7 29 Light Chord 125.00 - 0.6000 0.6000 140.00 T8 2 LDF7-50A(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 4 Feedline Ladder (At) 100.00- 0.6000 0.6000 120.00 T8 6 LCF158-50J(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 7 LCF158-50J(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 8 LCF158-501(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 9 LCF158-50J(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 10 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000 120.00 T8 14 FB-L98B-034-XXX(3/8) 100.00- 0.6000 0.6000 120.00 T8 16 Feedline Ladder (At) 100.00- 0.6000 0.6000 120.00 T8 18 TSZ 999 100.00- 0.6000 0.6000 066/XXXM-8AWG(1-l/32) 120.00 T8 19 FIBER ONLY CABLE 100.00- 0.6000 0.6000 48(7/8) 120.00 T8 20 Feedline Ladder (At) 100.00- 0.6000 0.6000 120.00 T8 22 Climbing Ladder ( Flat) 100.00- 0.6000 0.6000 120.00 T8 23 Safety Line 3/8 100.00- 0.6000 0.6000 120.00 T8 25 Feedline Ladder (At) 100.00- 0.6000 0.6000 120.00 T8 26 Feedline Ladder (At) 100.00- 0.6000 0.6000 120.00 T8 28 Light Chord 100.00- 0.6000 0.6000 120.00 T9 2 LDF7-50A(1-5/8) 80.00-100.00 0.6000 0.6000 T9 4 Feedline Ladder (At) 80.00 - 100.00 0.6000 0.6000 T9 6 LCF158-50J(1-5/8) 80.00-100.00 0.6000 0.6000 T9 7 LCF158-50J(1-5/8) 80.00 - 100.00 0.6000 0.6000 T9 8 LCF158-50J(1-5/8) 80.00-100.00 0.6000 0.6000 T9 9 LCF158-50J(1-5/8) 80.00- 100.00 0.6000 0.6000 T9 10 WR-VG86ST-BRD(3/4) 80.00-100.00 0.6000 0.6000 T9 14 FB-L98B-034-XXX(3/8) 80.00- 100.00 0.6000 0.6000 T9 16 Feedline Ladder (At) 80.00 - 100.00 0.6000 0.6000 T9 18 TSZ 999 80.00 - 100.00 0.6000 0.6000 066/l XXM-8AWG(1-1/32) T9 191 FIBER ONLY CABLE 80.00 - 100.00 0.6000 0.6000 tnxToweY J°b 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 13 of 39 Project Data 14:12:19 01 /23119 B4Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 5874630 FiLY.. (918) 295-0265 Client Crown Castle Designed by Kiran Traver Section Feed Line Record No. Description Feed Line Segment Elev. Ka No lee K. ice 48(7/8) T9 20 Feedline Ladder (At) 80.00 - 100.00 0.6000 0.6000 T9 22 Climbing Ladder ( Flat) 80.00 - 100.00 0.6000 0.6000 T9 23 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 T9 25 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T9 26 Feedline Ladder (Ai) 80.00 - 100.00 0.6000 0.6000 T9 28 Light Chord 80.00 - 100.00 0.6000 0.6000 T10 2 LDF7-50A(1-5/8) 60.00-80.00 0.6000 0.6000 T10 4 Feedline Ladder (At) 60.00 - 80.00 0.6000 0.6000 T10 6 LCF158-50J(1-5/8) 60.00-80.00 0.6000 0.6000 T10 7 LCF158-50J(1-5/8) 60.00-80.00 0.6000 0.6000 T10 8 LCF158-50J(1-5/8) 60.00 - 80.00 0.6000 0.6000 T10 9 LCF158-50J(1-5/8) 60.00 - 80.00 0.6000 0.6000 T10 10 WR-VG86ST-BRD(3/4) 60.00-80.00 0.6000 0.6000 T10 14 FB-L98B-034-XXX(3/8) 60.00 - 80.00 0.6000 0.6000 T10 16 Feedline Ladder (At) 60.00 - 80.00 0.6000 0.6000 T10 18 TSZ 999 60.00 - 80.00 0.6000 0.6000 066/XXXM-8AWG(l-1/32) T10 19 FIBER ONLY CABLE 60.00 - 80.00 0.6000 0.6000 48(7/8) T10 20 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T10 22 Climbing Ladder ( Flat) 60.00 - 80.00 0.6000 0.6000 T10 23 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 T10 25 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T10 26 Feedline Ladder (At) 60.00 - 80.00 0.6000 0.6000 T10 28 Light Chord 60.00- 80.00 0.6000 0.6000 Tl1 2 LDF7-50A(1-5/8) 40.00-60.00 0.6000 0.6000 T11 4 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 Tll 6 LCF158-50J(1-5/8) 40.00-60.00 0.6000 0.6000 TII 7 LCF158-50J(1-5/8) 40.00-60.00 0.6000 0.6000 Tll 8 LCF158-50J(1-5/8) 40.00-60.00 0.6000 0.6000 Till 9 LCF158-50J(1-5/8) 40.00-60.00 0.6000 0.6000 Tll 10 WR-VG86ST-BRD(3/4) 40.00-60.00 0.6000 0.6000 TI1 14 FB-L98B-034-XXX(3/8) 40.00 - 60.00 0.6000 0.6000 Tl 1 16 Feedline Ladder (At) 40.00 - 60.00 0.6000 0.6000 TII 18 TSZ 999 40.00 - 60.00 0.6000 0.6000 066OL OOv1-8AWG(1-I/32) TII .19 FIBER ONLY CABLE 40.00 - 60.00 0.6000 0.6000 48(7/8) TII 20 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 TII 22 Climbing Ladder ( Flat) 40.00 - 60.00 0.6000 0.6000 TII 23 Safety Line 318 40.00-60.00 0.6000 0.6000 T11 25 Feedline Ladder (Ai) 40.00 - 60.00 0.6000 0.6000 Tl1 26 Feedline Ladder (At) 40.00 - 60.00 0.6000 0.6000 TII 28 Light Chord 40.00 -60.00 0.6000 0.6000 T12 2 LDF7-50A(1-5/8) 20.00-40.00 0.6000 0.6000 T12 4 Feedline Ladder (At) 20.00 - 40.00 0.6000 0.6000 T12 6 LCF158-SOJ(1-5/8) 20.00 -40.00 0.6000 0.6000 T12 7 LCF158-50J(1-5/8) 20.00 -40.00 0.6000 0.6000 T12 8 LCF158-501(1-5/8) 20.00-40.00 0.6000 0.6000 T12 9 LCF158-50J(1-5/8) 20.00-40.00 0.6000 0.6000 T12 10 WR-VG86ST-BRD(3/4) 20.00-40.00 0.6000 0.6000 T12 14 FB-L98B-034-A^O{(3/8) 20.00-40.00 0.6000 0.6000 T12 16 Feedline Ladder (At) 20.00 - 40.00 0.6000 0.6000 T12 18 TSZ 999 20.00-40.00 0.6000 0.6000 066fXXX 4-8AWG(1-l/32) T12 19 FIBER ONLY CABLE 20.00 - 40.00 0.6000 0.6000 48(7/8) T12 20 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T12 22 Climbing Ladder(Fla[) 20.00 - 40.001 0.60001 0.6000 T12 23 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000 TI2 25 Feedline Ladder (Af) 20.00 - 40.001 0.60001 0.6000 tnxTower Job 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 14 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 Ol /23/19 Client Designed by Tulsa, OK 74119 Phone: (918) 5874630 Crown Castle Kiran FAX (918) 295-0265 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice T12 26 Feedline Ladder (At) 20.00 - 40.00 0.6000 0.6000 T12 28 Light Chord 20.00 -40.00 0.6000 0.6000 T13 2 LDF7-50A(I-5/8) 0.00-20.00 0.6000 0.6000 T13 4 Feedline Ladder (At) 0.00-20.00 0.6000 0.6000 T13 6 LCF158-50J(1-5/8) 0.00 -20.00 0.6000 0.6000 T13 7 LCF158-50J(1-5/8) 0.00 -20.00 0.6000 0.6000 T13 8 LCF158-501(1-5/8) 0.00 -20.00 0.6000 0.6000 T13 9 LCF158-50J(1-5/8) 0.00 -20.00 0.6000 0.6000 T13 10 WR-VG86ST-BRD(3/4) 0.00-20.00 0.6000 0.6000 T13 14 FB-L98B-034-XXX(3/8) 0.00-20.00 0.6000 0.6000 T13 16 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T13 18 TSZ 999 0.00 - 20.00 0.6000 0.6000 066/XXXM-8A WG(1-1/32) T13 19 FIBER ONLY CABLE 0.00 - 20.00 0.6000 0.6000 48(7/8) T13 20 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T13 22 Climbing Ladder (Flat) 0.00-20.00 0.6000 0.6000 T13 23 Safety Line 3/81 0.00-20.00 0.6000 0.6000 T13 25 Feedline Ladder(Af) 0.00 -20.00 0.6000 0.6000 T13 26 Feedline Ladder (At) 0.00 - 20.00 0.6000 0.6000 T13 28 Light Chord 0.00 - 20.00 0.6000 0.6000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CFAs CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert jt I+ It' It= K Flash Beacon Lighting C From Leg U.000 (E) 0' 1' Side Lighting A From Leg 0.500 (E) 0' 0' Side Lighting B From Leg 0.500 (E) 0' 0' Side Lighting C From Leg 0.500 (E) 0' 0' 4' Dipole B From Leg 1.000 (E-PER PHOTO AND TIA) 0' 0' 4' Dipole A From Leg 1.000 (E-PER PHOTO AND TIA) 0' 0' 4' Dipole B From Leg 1.000 (E-PER PHOTO AND TIA) 0' 0' 4' Dipole A From Leg 1.000 (E-PER PHOTO AND TIA) 0' 0.000 249'6" No Ice 2.700 2.700 0.050 0.000 125, No Ice 0.133 0.133 0.005 0.000 125' No Ice 0.133 0.133 0.005 0.000 125' No Ice 0.133 0.133 0.005 0.000 234' No Ice 1.393 1.393 0.035 0.000 215' No Ice 1.393 1.393 0.035 0.000 191, No Ice 1.393 1.393 0.035 0.000 177' No Ice 1.393 1.393 0.035 Mx4 owed Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 15 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX (918) 295-0265 Description Face Offset Offsets: Azimuth Placement Cy1A CAAAA Weight or Type Horz Adjustment Front Side Leg Lateral. Pert ft ft ft, ft' K ••K** (2) X7CQAP-665-VRO A From Leg 4.000 0.000 243' No Ice 9.549 5.458 0.045 (E) 0' I' (2) X7CQAP-665-VRO B From Leg 4.000 0.000 243' No Ice 9.549 5.458 0.045 (E) 0' 1' (2) X7CQAP-665-VRO C From Leg 4.000 0.000 243' No Ice 9.549 5.458 0.045 (E) 0' 1' (2) E15R05P19 A From Leg 4.000 0.000 243' No Ice 0.941 0.608 0.023 (E) 0' 1' (2) El5R05P19 B From Leg 4.000 0.000 243' No Ice 0.941 0.608 0.023 (E) 0' 1' (2) El5R05P19 C From Leg 4.000 0.000 243' No Ice 0.941 0.608 0.023 (E) 0' 1' RRUS12/RRUS A2 A From Leg 4.000 0.000 243' No Ice 3.143 1.835 0.072 (E) 0' 1' RRUS12/RRUSA2 B From Leg 4.000 0.000 243' No Ice 3.143 1.835 0.072 (E) 0' I RRUS12/RRUSA2 C From Leg 4.000 0.000 243' No Ice 3.143 1.835 0.072 (E) 0' I (2) DBC-7CAP A From Leg 4.000 0.000 243' No Ice 0.613 0.116 0.007 (E) 0' 0' (2) DBC-7CAP B From Leg 4.000 0.000 243' No Ice 0.613 0.116 0.007 (E) 0' 0' (2) DBC-7CAP C From Leg 4.000 0.000 243' No Ice 0.613 0.116 0.007 (E) 0' 0' RXXDC-3315-PF-48 B From Leg 4.000 0.000 243' No Ice 3.708 2.192 0.032 (E) 0' 1' 6' x 2" Mount Pipe A From Leg 4.000 0.000 243' No Ice 1.425 1.425 0.022 (E) 0' 0' 6' x 2" Mount Pipe B From Leg 4.000 0.000 243' No Ice 1.425 1.425 0.022 (E) 0' 0' 6' x 2" Mount Pipe C From Leg 4.000 0.000 243' No Ice 1.425 1.425 0.022 (E) 0' 0' Sector Mount ISM 402-3] C None 0.000 243' No Ice 18.910 18.910 0.851 (E-2MP Per Sec) s•KR- DC6A8-60-18-8F A From Leg 4.000 0.000 143' No Ice 0.917 0.917 0.019 (E) 0' 3' (3) SBNHH-ID85B w/ A From Leg 4.000 0.000 143' No Ice 8.316 7.004 0.070 MxTower Job 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 16 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Client Designed by Tulsa, OK 74119 Phone. (918) 5874630 Crown Castle Kiran FAX (918) 295-0265 Description Face Offset Offsets. Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 fr fF f2 K ft R Mount Pipe 0' (P) 3' (3) SBNHH-ID85B w/ C From Leg 4.000 0.000 143' No Ice 8.316 7.004 0.070 Mount Pipe 0' (P) 3' (2) B From Leg 4.000 0.000 143' No Ice 8.371 6.537 0.069 ET-X-UW-68-14-65-18-IR-A 0' T w/ Mount Pipe 3' (P) 80010965K w/ Mount Pipe B From Leg 4.000 0.000 143' No Ice 14.051 7.628 0.125 (P) 0' 3' RRUS 32 A From Leg 4.000 0.000 143' No Ice 2.857 1.777 0.055 (P) 0' 3' RRUS 32 B From Leg 4.000 0.000 143' No Ice 2.857 1.777 0.055 (P) 0' 3' RRUS 32 C From Leg 4.000 0.000 143' No Ice 2.857 1.777 0.055 (P) 0' 3' RRUS 4449 B5/B12 A From Leg 4.000 0.000 143' No Ice 1.969 1.408 0.071 (P) 0' 3, RRUS 4449 135/1312 B From Leg 4.000 0.000 143' No Ice 1.968 1.408 0.071 (P) 0' 3' RRUS 4449135/1112 C From Leg 4.000 0.000 143' No Ice 1.968 1.408 0.071 (P) 0' 3' RRUS 8843 132B66A A From Leg 4.000 0.000 143' No Ice 1.639 1.353 0.072 (P) 0' 3' RRUS 8843 B2/B66A B From Leg 4.000 0.000 143' No Ice 1.639 1.353 0.072 (P) 0' 3' RRUS 8843 B2/1366A C. From Leg 4.000 0.000 143' No Ice 1.639 1.353 0.072 (P) 0' 3' DC6-48-60-18-8C B From Leg 4.000 0.000 143' No Ice 2.737 2.737 0.026 (P) 0' 3' DC648-60-18-8C C From Leg 4.000 0.000 143' No Ice 2.737 2.737 0.026 (P) 0' 3' Sector Mount [SM 502-31 C None 0.000 143' No Ice 33.020 33.020 1.673 (E) •sgss TTTT65AP-IXR w/ Mount A From Leg 4.000 0.000 130' No Ice 7.218 4.777 0.056 Pipe 0' (E) 2' TTTT65AP-1XR w/ Mount B From Leg 4.000 0.000 130' No Ice 7.218 4.777 0.056 Pipe 0' (E) 2' TITT65AP-1XR w/ Mount C From Leg 4.000 0.000 130' No Ice 7.218 4.777 0.056 Pipe 0' (E) 2' tnxTower JOb Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 17 of 39 B+T Group Project Date 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client - Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX (918) 295-0265 Description Face Offset Offsets., Azimuth Placement Cyl,, CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert 1t It ft= fi2 K S R APXVSPPI8-C w/ Mount A From Leg 4.000 0.000 130' No Ice 8.262 6.946 0.083 Pipe 0' (E) 2' APXVSPPI8-C w/Mount B From Leg 4.000 0.000 130' No Ice 8.262 6.946 0.083 Pipe 0' (E) 2' APXVSPP18-C w/ Mount C From Leg 4.000 0.000 130' No Ice 8.262 6.946 0.083 Pipe 0' (E) 2- RRUS 31 B25 A From Leg 4.000 0.000 130' No Ice 1.623 1.279 0.056 (E) 0' 0' RRUS 31 B25 B From Leg 4.000 0.000 130' No Ice 1.623 1.279 0.056 (E) 0' 0' RRUS 31 B25 C From Leg 4.000 0.000 130' No Ice 1.623 1.279 0.056 (E) 0' 0' FZHJ-RRH A From Leg 4.000 0.000 130' No Ice 1262 1.015 0.055 (E) 0' 1' FZHJ-RRH B From Leg 4.000 0.000 130, No Ice 1.262 1.015 0.055 (E) 0' I' FZHJ-RRH C From Leg 4.000 0.000 130' No Ice 1.262 1.015 0.055 (E) 0' 1' (3) ACU-A20-N A From Leg 4.000 0.000 130' No Ice 0.067 0.117 0.001 (E) 0 0' (3) ACU-A20-N B From Leg 4.000 0.000 130' No Ice 0.067 0.117 0.001 (E) 0' 0' (3) ACU-A20-N C From Leg 4.000 0.000 130' No Ice 0.067 0.117 0.001 (E) 0' 0' RRUS-11800MHZ A From Leg 4.000 0.000 130, No Ice 2.522 1.303 0.054 (E) 0' 3' RRUS-11800MHZ B From Leg 4.000 0.000 130' No Ice 2.522 1.303 ' 0.054 (E)' 0' 3' RRUS-I1 800MHZ C From Leg 4.000 0.000 130' No Ice 2.522 1.303 0.054 (E) o' 3' 800MHZ SMR FILTER A From Leg 4.000 0.000 130' No Ice 0.650 0.222 0.009 (E) 0' 3' 800MHZ SMR FILTER B From Leg 4.000 0.000 130' No Ice 0.650 0.222 0.009 (E) 0' 3' 800MHZ SMR FILTER C From Leg 4.000 0.000 130' No Ice 0.650 0.222 0.009 (E) 0' 3' (2) Tx2" Auterma Mount Pipe A From Leg 4.000 0.000 130' No Ice 1.663 1.663 0.026 (E) 0' 0' MxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 18 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX..- (918) 295-0265 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft R f+' J12 K ft R (2) Tx2" Antenna Mount Pipe B From Leg 4.000 0.000 130' No Ice 1.663 1.663 0.026 (E) 0' 0' (2) Tx2" Antenna Mount Pipe C From Leg 4.000 0.000 130' No Ice 1.663 1.663 0.026 (E) 0' 0' Sector Mount [SM 702-31 C None 0.000 130' No Ice 37.400 37.400 1.551 Load Combinations Comb. Description No. 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.O Wind 60 deg - No Ice 8 1.2 Dea1+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice IO 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 IS 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+l.O 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 ISO deg - Service 33 Dead+Wind 210 deg -Service 34 Dead+Wind 240 deg -Service 35 Dead+Wmd 270 deg -Service 36 Dead+Wind 300 deg -Service 37 Dead+Wind 330 deg -Service WxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 19 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX (918) 295-0265 Maximum Member Forces Minor Axis Section Elevation Component Condition Gov. Axial Major Axis No. ft Type Load Moment Moment Comb. K kip-t ktp- Tl 250 - 240 Leg Max Tension 7 1.862 -0.691 0.296 Max. Compression 18 -3.633 0.698 -0.300 Max. Mx 8 -3.211 1.302 0.012 Max. My 3 0.587 -0.005 -1.334 Max. Vy 8 -0.987 -0.639 -0.026 Max. Vx 3 1.012 -0.009 0.650 Diagonal Max Tension 7 2.151 0.000 0.000 Max. Compression 18 -2.270 0.000 0.000 Max. Mx 22 -0.338 0.006 0.000 Max. My 24 -0.003 0.004 0.001 Max. Vy 22 0.006 0.006 0.000 Max. Vx 24 0.000 0.000 0.000 Top Girt Max Tension 23 0.161 0.000 0.000 Max. Compression 10 -0.206 0.000 0.000 Max. NIX 2 0.060 -0.014 0.000 Max. Vy 2 0.009 0.000 0.000 T2 240 - 220 Leg Max Tension 7 26.251 -0.130 -0.087 Max. Compression 18 -30.407 0.072 0.082 Max. MX 11 -10.392 0.762 0.002 Max. My 4 -1.075 -0.001 -0.791 Max. Vy 3 0.198 0.754 -0.065 Max. Vx 4 -0.265 -0.001 -0.791 Diagonal Max Tension 7 4.363 0.000 0.000 Max. Compression 18 -4.620 0.000 0.000 Max. MX 6 3.014 0.020 -0.004 Max. My 18 -4.583 0.003 0.007 Max. Vy 6 0.012 0.020 -0.004 Max. Vx 6 0.002 0.000 0.000 T3 220 - 200 Leg Max Tension 7 54.723 -0.090 -0.088 Max. Compression 18 -62.513 0.155 0.086 Max. Mx 19 -61.812 0.156 0.086 Max. My 16 -2.918 -0.010 0.226 Max. Vy 19 -0.112 0.153 0.068 Max. Vx 16 -0.163 -0.010 0.226 Diagonal Max Tension 18 5.624 0.000 0.000 ' Max. Compression 18 -5.850 0.000 0.000 Max. Mx 18 3.667 0.025 0.007 Max. My 18 -5.436 0.006 0.007 Max. Vy 6 0.014 . 0.024 -0.007 Max. Vx 16 -0.002 0.000 0.000 T4 200 - 180 Leg Max Tension 7 85.264 -0.173 -0.093 Max. Compression 18 -97.541 0.073 0.085 Max. Mx 19 -84.563 0.180 0.093 Max. My 16 -4.842 -0.012 0.331 Max. Vy 19 -0.100 0.180 0.093 Max. Vx 16 0.211 -0.010 0.274 Diagonal Max Tension 18 7.133 0.000 0.000 Max. Compression 18 -7.380 0.000 0.000 Max. Mx 6 4.238 0.042 -0.009 Max. My 18 -7.302 0.013 0.011 Max. Vy 6 0.020 0.042 -0.009 Max. Vx 18 -0.002 0.000 0.000 T5 180 -160 Leg Max Tension 7 114.973 0.179 -0.072 Max. Compression 18 -132.221 -0.241 0.066 Max. Mx 18 -132.066 0.479 0.023 tnxTower ob J 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 20 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 14:12:19 01 /23/19 Client Designed by Tulsa, OK 74119 Phone. (918) 587-4630 FAX (918) 295-0265 Crown Castle Kiran Section Elevation No. Jt Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-jl Minor Axis Moment kip- tt Max. My 16 -5.979 -0.038 0.406 Max. Vy 18 -0.207 0.479 0.023 Max. Vx 16 0.205 -0.038 0.406 Diagonal Max Tension 18 9.217 0.000 0.000 Max. Compression 18 -9.781 0.000 0.000 Max. Mx 2 7.456 0.058 0.000 Max. My 2 1.263 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 2.649 0.000 0.000 Max. Compression 18 -2.649 0.018 -0.001 Max. Mx 6 1.324 0.019 -0.001 Max. My 2 -0.154 0.016 -0.001 Max. Vy 6 -0.013 0.019 -0.001 Max. Vx 2 0.000 0.016 -0.001 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 24 -0.003 0.000 0.000 Max. Mx 2 -0.003 -0.017 0.000 Max. Vy 2 0.010 0.000 0.000 T6 160 - 140 Leg Max Tension 7 148.161 0.412 -0.074 Max. Compression 18 -173.775 OA54 0.097 Max. Mx 22 127.062 1.714 0.010 Max. My 24 -8.733 -0.045 -1.858 Max. Vy 22 -1.507 -1.250 0.010 Max. Vx 24 1.245 0.018 0.589 Diagonal Max Tension 19 11.873 0.000 0.000 Max. Compression 18 -12.553 0.000 0.000 ' Max: Mx 2 7.691 0.073 0.000' Max. My 2 1.290 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 18 3.304 0.000 0.000 Max. Compression 18 -3.304 0.030 0.001 Max. Mx 22 -0.466 0.030 0.003 Max. My 10 0.516 0.028 -0.005 Max. Vy 22 0.019 0.030 0.003 Max. Vx 10 -0.001 0.028 -0.005 IrmerBmeing Max Tension 1 0.000 0.000 0.000 Max. Compression 22 -0.005 0.000 0.000 Max. Mx 2 -0.004 -0.023 0.000 Max. Vy 2 0.012 0.000 0.000 T7 140 - 120 Leg Max Tension 7 192.784 0.233 -0.078 Max. Compression 18 -227.087 -0.416 0.088 Max. N4x 18 -226.843 .. 0.727 0.002 Max. My 16 -10.205 -0.069 1.297 Max. Vy 22 -1.722 0.170 0.050 Max. Vx 16 1.910 -0.060 0.219 Diagonal Max Tension 20 16.532 0.000 0.000 Max. Compression 18 -17.189 0.000 0.000 Max. Mx 2 13.287 0.089 0.000 Max. My 2 1.485 0.000 -0.003 Max. Vy 2 -0.035 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Horizontal Max Tension 18 4.118 0.000 0.000 Max. Compression 18 -4.118 0.042 -0.001 Max. Mx 18 -0.496 0.050 -0.001 Max. My 6 -2.021 0.042 -0.002 Max. Vy 18 -0.026 0.050 -0.001 Max. Vx 6 -0.001 0.042 -0.002 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 12 -0.004 0.000 0.000 WxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 21 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone. (918) 587-4630 Crown Castle Kiran FAX: (918) 295-0265 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. jl Type Load Moment Moment Comb. K kin-ft kip-jt Max. Mx 2 -.0.004 -0.037 0.000 Max. Vy 2 0.017 0.000 0.000 T8 120 -100 Leg Max Tension 7 244.389 0.309 -0.071 Max. Compression 18 -287.505 -0.404 0.121 Max. Mx 18 -287.243 0.988 -0.014 Max. My 16 -16.004 -0.083 1.061 Max. Vy 18 -0.334 0.888 -0.014 Max. Vx 18 -0.346 0.081 1.029 Diagonal Max Tension 20 18.592 0.000 0.000 Max. Compression 18 -18.950 0.000 0.000 Max. Mx 2 14.627 0.131 0.000 Max. My 2 1.133 0.000 -0.004 Max. Vy 2 -0.047 0.000 0.000 Max. Vx 2 0.002 0.000 0.000 Horizontal Max Tension 18 4.991 0.000 0.000 Max. Compression 18 4.991 0.053 -0.002 Max. Mx 18 -0.633 0.059 -0.001 Max. My 6 2.499 0.051 -0.002 Mae. Vy 18 -0.029 0.059 -0.001 Max. Vx 6 -0.001 0.051 -0.002 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 18 -0.005 0.000 0.000 Max. Mx 2 -0.005 -0.046 0.000 Max. Vy 2 0.019 0.000 0.000 T9 100 - 80 Leg Max Tension 7 296.943 0.517 -0.065 Max. Compression '18 -350.249 -3.076 -0.125 Max. Mx 18 -350249 -3.076 -0.125 Max. My 16 -16.815 -0.083 1.061 Max. Vy 18 1.029 1.730 0.032 Max. Vx 18 0.349 0.081 1.029 Diagonal Max Tension 21 20.871 0.000 0.000 Max. Compression 20 -21.330 0.000 0.000 Max. Mz 2 16.560 0.253 0.000 Max. My 2 0.711 0.000 -0.008 Max. Vy 2 -0.084 0.000 0.000 Max. Vx 2 -0.003 0.000 0.000 Horizontal Max Tension 18 6.074 0.000 0.000 Max. Compression 18 -6.074 0.085 -0.002 Max. Mx 18 -0.758 0.094 -0.003 Max. My 18 -0.758 0.094 -0.003 Max. Vy 18 -0.042 0.094 -0.003 Max. Vx 18 0.001 0.094 -0.003 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 6 -0.008 0.000 0.000 Max. Mx 2 -0.008 -0.068 0.000 Max. Vy 2 0.025 0.000 0.000 T10 80 - 60 Leg Max Tension 7 336.485 2.581 0.118 Max. Compression 18 -397.527 -4.536 0.103 Max. Mx 18 -397.527 -4.536 0.103 ' Max. My 16 -22.708 -0.406 2.078 Max. Vy 18 -1.486 4.028 0.236 Max. Vx 16 -0.771 -0.406 2.078 Diagonal Max Tension 20 26.664 -0.197 0.101 Max. Compression 18 -27.609 0.000 0.000 Max. Mx 18 25.353 -0.216 0.125 Max. My 18 18.714 -0.205 -0.125 Max. Vy 18 -0.055 -0.216 0.125 Max. Vx 18 0.018 0.000 0.000 Horizontal Max Tension 18 6.894 0.000 0.000 Max. Compression 18 -6.894 -0.121 0.003 Max. Mx 18 -0.634 -0.136 0.005 WxTower '°b Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 22 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX..- (918) 295-0265 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Max. My 18 -0.634 -0.136 0.005 Max. Vy 18 0.056 -0.136 0.005 Max. Vx 18 -0.002 -0.136 0.005 Redund Horz 1 Max Tension 18 6.896 0.000 0.000 Bmcing Max. Compression 18 -6.896 0.000 0.000 Max. Mx 2 6.237 0.025 0.000 Max. My. 2 0.141 0.000 -0.001 Max. Vy 2 0.018 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Ding 1 Max Tension 18 4.684 0.000 0.000 Bracing Max. Compression 18 -4.684 0.000 0.000 Max. Mx 2 1.051 0.036 0.000 Max. My 2 0.413 0.000 -0.001 Max. Vy 2 -0.018 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Hip Max Tension 19 0.036 0.000 0.000 Bracing Max. Compression 6 -0.039 0.000 0.000 Max. Mx 2 -0.008 -0.016 0.000 Max. Vy 2 -0.011 0.000 0.000 Inner Bracing Max Tension 7 0.018 0.000 0.000 Max. Compression 18 -0.030 0.000 0.000 Max. Mx 2 0.004 0.101 0.000 Max. Vy 2 -0.035 0.000 0.000 Tll 60-40 Leg Max Tension 7 389.519 3.586 -0.117 Max. Compression 18 -461.048 -3.503 0.209 Max. Mx 18 -458.755 4.976 0.240 Max. My 16 -23.799 -0.406 2.078 Max. Vy 18 -1.965 4.976 0.240 Max. Vx 19 -0.595 1.445 1.077 Diagonal Max Tension 20 27.870 -0.197 0.088 Max. Compression 18 -28.755 0.000 0.000 Max. Mx 18 26.393 -0.213 0.110 Max. My 18 20A32 -0.201 -0.110 Ma,t. Vy 18 -0.055 -0.213 0.110 Max. Vx 18 0.015 0.000 0.000 Horizontal Max Tension 18 7.996 0.000 0.000 Max. Compression 18 -7.996 -0.157 0.005 Max. Mx 6 -1917 -0.161 0.005 Max. My 6 -3.917 -0.161 0.005 Max. Vy 6 0.061 -0.161 0.005 Max. Vx 6 -0.002 -0.161 0.005 Redund Hom I Max Tension 18 7.997 0.000 0.000 Bracing Max. Compression 18 -7.997 0.000 0.000 Max. Mx 2 0.441 0.030 0.000 Max. My 2 -0.512 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 18 5.247 0.000 0.000 Bracing Max. Compression 18 -5.247 0.000 0.000 Max. Mx 2 0.897 0.041 0.000 Max. My 2 0.794 0.000 -0.001 Max. Vy 2 -0.020 0.000 0.000 Max. Vx 2 -0.001 0.000 0.000 Redund I -lip 1 Max Tension 19 0.029 0.000 0.000 Bracing Max. Compression 6 -0.034 0.000 0.000 tnxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 23 of 39 Project Date B+T Group 1717S Boulder, Suite 300- 14:12:19 01/23/19 Tulsa, OK 74119 Client Designed by Phone., (918)587-4630 Crown Castle Klran FAX: (918) 295-0265 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. jf Type Load Moment Moment Comb. K kip ft kip Jt Max. Mx 2 -0.007 -0.019 0.000 Max. Vy 2 0.012 0.000 0.000 Eimer Bracing Max Tension 7 0.014 0.000 0.000 Max. Compression 18 -0.026 0.000 0.000 Max. Mx 2 0.003 0.120 0.000 Max. Vy 2 0.038 0.000 0.000 T12 40-20 Leg Max Tension 7 442.381 2.873 -0.209 Max. Compression 18 -524.438 -5.689 0.094 Max. Mx 18 -524.438 -5.689 0.094 Max. My 16 -29.970 -0.536 2.957 Max. Vy 18 1.811 3.084 -0.218 Max. Vx 16 -0.968 -0.536 2.957 Diagonal Max Tension 20 29.006 -0.249 0.104 Max. Compression 18 -29.733 0.000 0.000 Max. Na 18 27.731 -0.271 0.130 Max. My 18 21.671 -0.259 -0.130 Max. Vy 18 0.073 -0.271 0.130 Max. Vx 18 0.017 0.000 0.000 Horizontal Max Tension 18 9.095 0.000 0.000 Max. Compression 18 -9.095 -0.168 0.005 Max. Mx 18 -0.927 -0.186 0.006 Max. My 2 -0.874 -0.185 0.006 Max. Vy i8 0.066 -0.186 0.006 Max. Vx 2 0.002 -0.185 0.006 Redund Horz 1 Max Tension 18 9.097 0.000 0.000 Bracing Max. Compression 18 -9.097 0.000 0.000 Max. Mx 2 0.706 0.035 0.000 Max. My 2 -0.067 0.000 -0.001 Max. Vy 2 0.021 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Diag l Max Tension 18 5.798 0.000 0.000 Bracing Max. Compression 18 -5.798 0.000 0.000 Max. Mx 2 0.960 0.046 0.000 Max. My 2 0.674 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 19 0.032 0.000 0.000 Bracing Max. Compression 6 -0.038 0.000 0.000 Max. Mx 2 -0.011 -0.022 0.000 Max. Vy 2 0.013 0.000 0.000 Inner Bracing Max Tension 7 0.017 0.000 0.000 Max. Compression 18 -0.032 0.000 0.000 Max. Mx 2 0.003 0.176 0.000 Max. Vy 2 -0.052 0.000 0.000 T13 20-0 Leg Max Tension 7 493.063 4.434 -0.1I1 Max. Compression 18 -587.351 0.000 -0.000 Max. Mx 18 -584.062 -5.689 0.094 Mini. My 16 -31.272 -0.536 2.957 Max. Vy 18 -2.317 5.655 0.226 Max. Vx 16 0.486 -0.536 2.957 Diagonal Max Tension 20 29.754 -0.249 0.089 Max. Compression 18 -30.387 0.000 0.000 Max. Mx 18 26.643 -0.266 0.112 Max. My 18 27.922 -0.266 0.112 Max. Vy 18 -0.074 -0.266 0.112 Max. Vx 18 -0.015 0.000 0.000 Horizontal Max Tension 18 10.186 0.000 0.000 Max. Compression 18 -10.186 -0.259 0.008 InxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 24 of 39 B+T Group Project Date 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 Crown Castle Kiran FAX.. (918) 295-0265 Section Elevation Component Condition Gov. Axial MajorAsis Minor Axis No. ft Type Load Moment Moment Max. Mx 6 -4.992 -0.269 0.008 Max. My 6 -4.992 -0.269 0.008 Max. Vy 6 0.086 -0.269 0.008 Max. Vx 6 -0.003 -0.269 0.008 Redund Hoa 1 Max Tension 18 10.187 0.000 0.000 Bracing Max. Compression 18 -10.187 0.000 0.000 Max. Mx 2 0.575 0.040 0.000 Max. My 2 0.013 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 1 Max Tension 18 6.333 0.000 0.000 Bracing Max. Compression 18 -6.333 0.000 0.000 Max. Mx 2 0.878 0.052 0.000 Max. My 2 1.031 0.000 -0.002 Max. Vy 2 -0.023 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Hip I Max Tension 19 0.026 0.000 0.000 Bracing Max. Compression 6 -0:033 0.000 0.000 Max. Mx 2 -0.010 -0.025 0.000 'Max. Vy 2 0.014 0.000 0.000 Inner Bracing Max Tension 7 0.012 0.000 0.000 Max. Compression 18 -0.029 0.000 0.000 - Max. Mx 2 0.000 0.203 0.000 Max. Vy 2 -0.056 0.000 0.000 Maximum Reactions Location Condition Gov. [vertical Horizontal, X Horizontal, Z Load K K K Leg Max. Vert 18 617.063 65.742 -35.013 Max. H, 18 617.063 65.742 -35.013 Max. H. 7 -517.835 -57.012 30.029 Min. Vert 7 -517.835 -57.012 30.029 Min. H. 7 -517.835 -57.012 30.029 Min. H. 18 617.063 65.742 -35.013 Leg Max. Vert 10 567.591 -60.088 -33.156 Max. H. 21 -440.939 51.681 21.434 Max. H, 25 -394.177 41.681 28.170 Min. Vert 23 464.501 51.323 28.112 Min. H. 10 567.591 -60.088 -33.156 Min. H,. 10 567.591 -60.088 -33.156 Leg Max. Vert 2 561.871 -0.106 68.247 Max. H„ 20 32.772 8.904 2.654 Max. H, 2 561.871 -0.106 68.247 Min. Vert 15 464.153 0.140 -58.219 Min. H. 9 22.765 -8.869 1.822 Min. H. 15 464.153 0.140 -58.219 Tower Mast Reaction Summary c 1 WxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 25 of 39 B+T Group Project Date 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX' (918) 295-0265 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M. K K K kip-jt kip-jt kip-jt Dead Only 82.616 0.000 0.000 28.385 -27.588 0.000 1.2 Dead+l.O Wind O deg -No 99.140 -0.161 -114.691 -13739.261 -6.177 -7.098 Ice 0.9 Dead+l.O Wind O deg -No 74.355 -0.161 -114.691 -13747.776 2.099 -7.098 Ice 1.2 Dead+1.0 Wind 30 deg -No 99.140 55.979 -96.959 -11821.643 -6878.000 105.265 Ice 0.9 Dead+1.0 Wind 30 deg -No 74.355 55.979 -96.959 -11830.158 -6869.723 105.265 Ice 1.2 Dead+1.0 Wind 60 deg -No 99.140 100.168 -57.646 -6987.097 -12247.965 130.411 Ice 0.9 Dead+1.0 Wind 60 deg -No 74.355 100.168 -57.646 -6995.612 -12239.688 130.411 Ice 1.2 Dead+1.0 Wind 90 deg -No 99.140 115.563 0.161 60.990 -14028.859 98.793 Ice 0.9 Dead+1.0 Wind 90 deg -No 74.355 115.563 0.161 52.474 -14020.583 98.793 Ice 1.2 Dead+1.0 Wind 120 deg- 99.140 99.811 57.626 6955.149 -12020.781 68.681 No Ice 0.9 Dead+1.0 Wind 120 deg- 74.355 99.811 57.626 6946.634 -12012.504 69.681 No Ice 1.2 Dead+1.0 Wind 150 deg - 99.140 52.655 90.879 10926.356 -6352.868 71.565 No Ice 0.9 Dead+1.0 Wind 150 deg - 74.355 52:655 90.879 10917.841 -6344.592 71.565 No Ice 1.2 Dead+1.0 Wind 190 deg - 99.140 0.161 104.911 12711.499 -60.033 7.098 No Ice 0.9 Dead+1.0 Wind 180 deg - 74.355 0.161 104.911 12702.984 -51.757 7.098 No Ice 1.2 Dead+1.0 Wind 210 deg - 99.140 -55.979 96.959 11889.766 6811.789 -105.265 No Ice 0.9 Dead+l.O Wind 210 deg- 74.355 -55.979 96.959 11881.251 6820.065 -105.265 No Ice 1.2 Dead+1.0 Wind 240 deg- 99.140 -109.638 62.536 7603.163 13130.818 -130.411 No Ice 0.9 Dead+1.0 Wind 240 deg- 74.355 -108.638 62.536 7594.647 13139.095 -130.411 No Ice 1.2 Dead+l.O Wind 270 deg- 99.140 -115.563 -0.161 7.134 13962.648 -98.793 No Ice 0.9Dead+1.0 Wind 270 deg- 74.355 -115.563 -0.161 -1.382 13970.925 -98.793 No Ice 1.2 Dead+1.O Wind 300 deg - 99.140 -91.341 -52.736 -6339.083 11005.506 -68.681 No Ice 0.9 Dead+1.0 Wind 300 deg- 74.355 -91.341 -52.736 -6347.599 11013.782 -68.681 No Ice 1.2 Dead+1.0 Wind 330 deg - 99.140 -52.655 -90.879 -10858.233 6286.658 -71.565 No Ice 0.9 Dead+1.0 Wind 330 deg - 74.355 -52.655 -90.879 -10866.749 6294.934 -71.565 No Ice Dead+Wind 0 deg - Service 82.616 -0.025 -17.632 -2089.090 -23.448 -1.091 Dead+Wind 30 deg - Service 82.616 8.606 -14.906 -1794.281 -1079.904 16.183 Dead+Wind 60 deg - Service 92.616 15.400 -9.862 -1051.030 -1905.469 20.049 Dead+Wind 90 deg -Service 82.616 17.766 0.025 32.524 -2179.259 15.188 Dead+Wind 120 deg -Service 82.616 15.345 8.859 1092.415 -1870.542 10.559 Dead+Wind 150 deg - Service 82.616 8.095 13.971 1702.938 -999.172 11.002 Dead+Wind ISO deg - Service 82.616 0.025 16.129 1977.381 -31.728 1.091 Dead+Wind 210 deg - Service 82.616 -8.606 14.906 1851.050 1024.729 -16.183 Dead+Wind 240 deg -Service 82.616 -16.702 9.614 1192.039 1996.200 -20.049 Dead+Wind 270 deg -Service 82.616 -17.766 -0.025 24.245 2124.083 -15.188 Dead+Wind 300 deg -Service 82.616 -14.042 -8.107 -951.406 1669,460 -10.559 tnxTower ob J 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 26 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 14:12:19 Ol /23/19 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 FAX.- (918) 295-0265 Crown Castle Kiran Load Vertical Shear, Shear: Overturning Overturning Torque Combination Moment, M. Moment, M K K K kipft kipft kio-ft Dead+Wind 330 deg - Service 82.616 -8.095-13.971-1646.169 943.996 -11.002 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 -82.616 0.000 -0.000 82.616 -0.000 0.000% 2 -0.161 -99.140 -114.691 0.161 99.140 114.691 0.000% 3 -0.161 -74.355 -114.691 0.161 74.355 114.691 0.000% 4 55.979 -99.140 -96.959 -55.979 99.140 96.959 0.000% 5 55.979 -74.355 -96.959 -55.979 74355 96.959 0.000% 6 100.168 -99.140 -57.646 -100.168 99.140 57.646 0.000% 7 100.168 -74.355 -57.646 -100.168 74.355 57.646 0.000% 8 115.563 -99.140 0.161 -115.563 99.140 -0.161 0.000% 9 115.563 -74.355 0.161 -115.563 74.355 -0.161 0.000% 10 99.811 -99.140 57.626 -99.911 99.140 -57.626 0.000% 11 99.811 -74.355 57.626 -99.811 74.355 -57.626 0.000% 12 52.655 -99.140 90.879 -52.655 99.140 -90.979 0.000% 13 52.655 -74.355 90.879 -52.655 74.355 -90.879 0.000% 14 0.161 -99.140 104.911 -0.161 99.140 -104.911 0.000% 15 0.161 -74.355 104.911 -0.161 74.355 -104.911 0.000% 16 -55.979 -99.140 96.959 55.979 99.140 -96.959 0.000% 17 -55.979 -74.355 96.959 55.979 74.355 -96.959 0.000% 18 -108.638 -99.140 62.536 108.638 99.140 -62.536 0.000% 19 -108.638 -74.355 62.536 108.638 74.355 -62.536 0.000% 20 -115.563 -99.140 -0.161 115.563 99.140 0.161 0.000% 21 -115.563 -74.355 -0.161 115.563 74.355 0.161 0.000% 22 -91.341 -99.140 -52.736 91.341 99.140 52.736 0.000% 23 -91.341 -74.355 -52.736 91.341 74.355 52.736 0.000% 24 -52.655 -99.140 -90.879 52.655 99.140 90.879 0.000% 25 -52.655 -74.355 -90.879 52.655 74.355 90.879 0.000% 26 -0.025 -82.616 -17.632 0.025 82.616 17.632 0.000% 27 8.606 -82.616 -14.906 -8.606 82.616 14.906 0.000% 28 15.400 -82.616 -8.862 -15.400 82.616 8.862 0.000% 29 17.766 -82.616 0.025 -17.766 82.616 -0.025 0.000% 30 15.345 -82.616 8.859 -15.345 82.616 -8.859 0.000% 31 8.095 -82.616 13.971 -8.095 82.616 -13.971 0.000% 32 0.025 -82.616 16.129 -0.025 82.616 -16.129 0.000% 33 -8.606 -82.616 14.906 8.606 82.616 -14.906 0.000% 34 -16.702 -82.616 9.614 16.702 92.616 -9.614 0.000% 35 -17.766 -82.616 -0.025 17.766 82.616 0.025 0.000% 36 -14.042 -82.616 -8.107 14.042 82.616 8.107 0.000% 37 -8.095 -82.616 -13.971 8.095 82.616 13.971 0.000% Maximum Tower Deflections - Service Wind Section Elevation Hon. Gov. Tilt Twist No. Deflection Load J in Comb. T1 250 -240 3.565 34 0.115 0.035 T2 240 -220 3.323 34 0.114 0.034 T3 220 - 200 2.840 34 0.109 0.031 tnxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 27 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01123/19 Tulsa, OK 74119 Client Designed by Phone. (918)587-4630 Crown Castle Kiran FAX.- (918) 295-0265 Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt Twist T4 200 -180 2.381 34 0.102 0.027 T5 180 - 160 1.953 34 0.094 0.022 T6 160 - 140 1.570 34 0.083 0.019 T7 140 -120 1.229 34 0.072 0.016 T8 120 - 100 0.923 34 0.062 0.013 T9 100- 80 0.662 34 0.051 0.010 TIO 80-60 0.452 34 0.040 0.008 T11 60-40 0.271 34 0.030 0.006 T12 40-20 0.137 34 0.020 0.003 T13 20-0 0.042 34 0.010 0.002 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in of1 243' (2)X7CQAP-665-VRO 34 3.396 0.115 0.035 906124 234' 4'Dipole 34 3.177 0.114 0.034 866558 215' 4'Dipole 34 2.723 0.108 0.030 156720 191, 4'Dipole 34 2.183 0.099 0.024 128641 177' 34 1.892 0.092 0.021 98182 143' .4'Dipole DC6-48-60-18-8F 34 1.278 0.074 0.016 142673 130' TTTT65AP-IXR w/Mount Pipe 34 1.072 0.067 0.014 130232 125' Side Lighting 34 0.996 0.064 0.013 122065 Maximum Tower Deflections - Design Wind Section Elevation Hon. Gov. Tilt Twist No. Deflection Load ft in Comb. ° Tl 250-240 23.320 19 0.753 0.226 T2 240 - 220 21.733 19 0.750 0.224 T3 220-200 18.569 19 0.718 0.203 T4 200 - 180 15.560 19 0.670 0.172 T5 180- 160 12.757 19 0.613 0.142 T6 160 - 140 10.250 19 0.542 0.123 T7 140-120 8.022 19 OA71 0.103 T8 120-100 6.026 19 OA02 0.081 T9 100 - 80 4.319 19 0.332 0.064 T10 80-60 2.950 19 0.262 0.053 T11 60-40 1.766 19 0.195 0.037 T12 40 -20 0.891 19 0.132 0.022 T13 20 - 0 0.275 18 0.063 0.011 Critical Deflections and Radius of Curvature - Design Wind tnxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 28 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone., (918)587-4630 Crown Castle Kiran FAX: (918) 295-0265 Elevation ft Appurtenance . Gov. Load Comb. Deflection in Tilt Twist 0 Radius of Curvature ft 249'6" Flash Beacon Lighting 19 23.241 0.753 0.226 196871 243' (2) X7CQAP-665-VRO 19 22.210 0.752 0.225 144530 234' 4'Dipole 19 20.778 0.744 0.220 159737 215' 4'Dipole 19 17.799 0.706 0.196 24702 191, 4'Dipole 19 14.268 0.646 0.158 19547 177' 4'Dipole 19 12.361 0.603 0.139 14954 143' DC648-60-18-8F 19 8.341 0.482 0.106 21649 130' TTTT65AP-1XR w/Mount Pipe 19 6.994 OA37 0.092 19821 125' Side Liahtine 19 6.502 OA20 0.087 18604 Bolt Design Data Criteria Section Elevation Component Bolt BoltSize Number Maximum Allowable Ratio Allowable No. Type Grade Of Load Load Load Ratio f} in Bolts per Bolt per Bolt Allowable K K TI 250 Leg A325N 0.625 4 0.466 20.340 '0.023 1.05 Bolt Tension Diagonal A325N 0.625 2 1.075 6.785 1.05 Member Block 0158 Shear Top Girt A325N 0.625 1 0.161 7.875 1.05 Member Block 0.020 Shear T2 240 Leg A325N 0.625 6 4.375 20.340 1.05 Bolt Tension 0.215 Diagonal A325N 0.625 2 2.182 7.805 1.05 Member Block 0.280 Shear T3 220 Leg A325N 0.875 6 9.121 41.556 1.05 Bolt Tension 0.219 t✓ Diagonal A325N 0.625 2 2.812 7.805 1.05 Member Block 0.360 Shear T4 200 Leg A325N 1.000 6 14.211 54.517 1.05 Bolt Tension 0.261 // Diagonal A325N 0.625 2 3.567 8.314 / "05 Member Block 0.429 Shear T5 180 Leg A325N 1.000 6 19.138 54.517 1.05 Bolt Tension 0.351 Diagonal A325N 0.625 2 4.609 15.609 1.05 Member Block 0.295 Shear Horizontal A325N 0.625 1 2.649 7.875 1.05 Member Block 0.336 Shear T6 160 Leg A325N 1.000 6 24.663 54.517 1.05 Bolt Tension 0.452 l/ Diagonal A325N 0.625 2 5.936 15.609 1.05 Member Block 0.380 Shear Horizontal A325N 0.625 l 3.304 9.914 1.05 Member Block 0.333 Shear T7 140 Leg A325N 1.125 6 32.034 68.695 1.05 Bolt Tension 0.466 Diagonal A325N 0.625 2 8.266 15.609 1.05 Member Block 0.530 Shear Horizontal A325N 0.625 1 4.118 10.934 "05 Member Block 0.377 �/ Shear T8 120 Leg A325N 1.250 6 40.691 87.220 "05 Bolt Tension 0.467 l/ Diagonal A325N 0.625 2 9.296 16.629 1.05 Member Block 0.559 Shear Horizontal A325N 0.625 1 4.991 10.934 1.05 Member Block 0.457 Shear T9 100 Leg A325N 1.250 6 49.436 87.220 1.05 Bolt Tension 0.567 tnxTower d°b Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 29 of 39 B+T Group Project Date 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX (918) 295-0265 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 Diagonal A325X 0.625 2 10.436 25.658 1.05 Member Block 0.407 t✓ Shear Horizontal A325N 0.625 1 6.074 13.806 1.05 Bolt Shear 0.440 �/ T10 80 Leg A325N 1.375 6 55.916 103.939 1.05 Bolt Tension 0538 i/ Diagonal A325N 0.625 2 13.332 16.629 1.05 Member Block 0802 1/ Shear Horizontal A325N 0.625 1 6.894 19.828 1.05 Member Block 0348 i/ Shear Tll 60 Leg A325N 1.500 6 64.786 126.472 LOS Bolt Tension 0.512 Diagonal A325N 0.625 2 13.935 16.629 1.05 Member Block 0838 Shear Horizontal A325N 0.625 1 7.996 19.828 1.05 Member Block 0.403 Shear T12 40 Leg A325N 1.500 6 73.514 126A72 1.05 Bolt Tension 0581 i/ Diagonal A325N 0.625 2 14.503 22.172 V 1.05 Member Block 0.654 Shear Horizontal A325N 0.625 1 9.095 19.828 V 1.05 Member Block 0459 Shear T13 20 Diagonal A325N 0.625 2 14.877 22.172 V "05 Member Block 0.671 Shear Horizontal A325N 0.625 1 10.186 21.867 V 1.05 Member Block 0.466 Shear Compression Checks Leg Design Data (Compression) Section Elevation Size L L. KUr A P. rSp" Ratio No. P. jt ft ft in' K K Op" T2 240-220 21/2 73 220 - 200 3 T4 200 - 180 3 114 T5 180 - 160 3 114 T6 160 - 140 3 1/2 77 140 - 120 3 3/4 T8 120 - 100 4 T9 100 - 80 4 1/4 10, 5' 120.0 3.142 -3.633 49.286 0.074 ' K=1.00 P/ 20'13/32 6'8-1/8" 128.2 4.909 -30.407 67.460 0.4511 " K=1.00 v 20'13/32 6'8-1/8" 106.8 7.069 -62.513 138.053 0.453 ' " K=1.00 ✓ 20'13/32 6'8-1/8" 98.6 8.296 -97.541 183.313 0.532 ' " K=1.00 (/ 20'13/32 5'3/32" 74.0 8.296 -132.221 250.223 0.5281 " K=1.00 ✓ 20'13/32 5'3/32" 68.7 9.621 -173.775 306.641 0.567 ' I. K=1.00 P/ 20'13/32 5'3/32" 64.1 11.045 -227.087 368.015 0.617' It K=1.00 1/ 2013/32 5'3/32" 60.1 12.566 -287.506 434.236 0.662' " K=1.00 101 20tl3/32 5'3/32" 56.6 14.186 -350.249 505.220 0.6931 tnxxTower ob J 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 30 of 39 B+T Group Project Date 1717 S. Boulder, Suite 300 14:12:19 Ol /23/19 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 Crown Castle Kiran FAX (918) 295-0265 Section Elevation Size L L. K11r A P. �P, Ratio No. P" ft ft ft in2 K K gyp" " K=1.00 TIO 80-60 41/2 20'13/32 5'3/32" 53A 15.904 -397.527 580.902 0.684' " K=1.00 T11 60-40 43/4 20'13/32 5'3/32" 50.6 17.721 -461.048 661.231 0.697' " K=1.00 T12 40-20 43/4 20'13132 5'3/32" 50.6 17.721 -524.438 661.231 0.793' " K=1.00 1,/ T13 20-0 5 20'13/32 5'3/32" 48.1 19.635 -587.351 746.168 0.787' " K=1.00 `/ 1 P, l �P" controls Diagonal. Des i n Data . (Compression) Section Elevation Size L L" K11r A P. ✓aP, Ratio No. P. ft it ft In' K K 16p_ Tl 250-240 L2x2x3/16 7'9-23/3 3'6-7/8" 111.6 0.715 -2.270 15.658 0.145' 2" K=1.03 v 12 240-220 L21/2x21/2x3/16 10'1-15/ 4'11-9/3 119.8 0.902 -4.620 17.814 0.259' 16" 2" K=1.00 T3 220-200 L21/2x212x3/16 11'8-15/ 5'8-3/8" 133.9 0.902 -5.850 14.405 0.406' 16" K=0.97 T4 200 - 180 L3x3x3/16 13'5-1/4' 66-3/8" 128.8 1.090 -7.380 18.804 0.392' ' K=0.98 I v T5 180 - 160 2L2 12x2 1/2x3/l6x3/8 87-1/4" T11-7/8' 126.4 1.800 -9.781 31.362 0.312' ' K=1.00 2L'a'> 45.287 in - 86 T6 160-140 2L212x212x3/16x3/8 9'5-7/32' 8'9-25/3 139.5 1.800 -12.554 25.901 0.485' ' 2" K=1.00 t/ 2L'a' > 48.196 in - 125 T7 140-120 2L212x21/20/160/8 10'3-9/1 9'8-1/32' 153.0 1.800 -17.189 21.613 0.795' 6" K=1.00 2L'a' > 51.206 in - 164 T8 120 - 100 2L3x3x3/16x3/8 1 V2-3/1 10'6-9/1 140.3 2.180 -18.950 30.645 0.618' 6" 6" K-1.00 2L'a' > 57.705 in - 203 19 100-80 2L3x3x5/16x3/8 12'1" 11'5-15/ 153.0 3.550 -21.330 43.016 0.496' 16" K=1.00 2L'a'> 61.049 in - 242 T10 80-60 2L3x3x3/16x3/8 15'7-15/ 15'4-9/1 102.3 2.180 -27.609 49.905 0.553 ' 32" 6" K=0.50 2L'a'> 44.623 in - 281 T11 60 -40 2L3x3x3/16x3/8 16'4-27/ 16'1-27/ 107.4 2.180 -28.755 47.474 0.606' 32" 32" K4.50 t/ 2L'a' > 46.853 in - 332 T12 40-20 2L3x3xl/4x3/8 17'2-15/ 16'11-9/ 112.9 2.880 -29.733 60.916 0.488' 32" 16" K=0.50 2L'a'>49.290 in-383 T13 20-0 2L3x3xl/4x3/8 18'3/8" 17'9-3/8' 118.4 2.880 -30.387 56.834 0.535' K=0.50 tnxTower Jeb Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 31 of 39 B+T Group Project Date 1717S. Boulder, Suite 300 14:12:19 01/23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAR: (918) 295-0265 Section Elevation Size L L„ KUr A P. Ratio No. P. ft f1 ft inz K K AP_ 1 P„ / �P„ controls 2L'a' > 51.647 in - 434 Horizontal Design Data (Compression) Section Elevation Size L L„ KUr A P. r P" Ratio No. P. ft fJ f1 in, K K �P" T5 180-160 L2x2x3/16 13'6' 65-5/8" 197.0 0.715 -2.649 5.272 0.502' K=1.00 `/ T6 160-140 L21/2x212x3/16 15'6" 7'5-1/2" 180.8 0.902 -3.304 7.897 0.418' K=1.00 11/ T7 140- 120 L3x3x3/16 17'6" 8'5-3/8" 170.1 1.090 -4.118 10.783 0.3821 K=1.00 T8 120-100 L3x3x3/16 19'6" 9'5-1/4" 190.0 1.090 -4.991 8.641 0.578' K=1.00 v T9 100 - 90 L3x3xl/4 21'6" 10'5-1/8' 211.4 1.440 -6.074 9.226 0.658' K=1.00 T10 80-60 2L212x212x3/16x3/8 23' 111-3/4' 179.0 1.800 -6.894 15.874 0.434' ' K=1.00 6/ 2L'a'> 64.778 in - 280 Tit 60-40 2L2.. 12x21/2x3/16x3/8 25, 12'3-5/8' 194.6 1.800 -7.996 13.451 0.594' ' K=1.00 2L'a'> 70.444 in-331 T12 40-20 2L21/2x21/20/160/8 27' 13'3-5/8' 210.5 1.900 -9.095 11.524 0.789' ' K=1.00 2L'a'> 76.171 in-382 T13 20-0 2L3x3x3/16x3/8 29' 141-1/2' 190.1 2.180 -10.186 16.969 0.600' ' K=1.00 2L'a'> 81.641 in-433 1 P" / ✓aP„ controls Top Girt Design Data (Compression) Section Elevation Size L L. KUr A P. �P„ Ratio No. P. ft f1 ft in' K K 4P Tl 250-240 L2x2x3/l6 6' A-12" 168.8 0.715 -0.206 7.184 0.029' K=1.00 1/ ' P„ / �P„ Controls MxTower J 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 32 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 Crown Castle Kiran FAX: (918) 295-0265 Redundant Horizontal 1 Design Data (Compression) Section Elevation Size L L" K11r A P. r P" Ratio No. P. R fr fr in? K K AP_ TIO 80-60 2L2x2x3/16x3/8 5'9" 56-3/4" 108.8 1.430 -6.896 31.854 0.216' K=1.00 - 2L'a'> 31.969 in - 282 Tll 60-40 2L2x2x3/16x3/8 6'3" 6'5/8" 118.4 1.430 -7.997 28.340 0.282' K=1.00 2L'a' > 34.782 in - 333 T12 40-20 2L2x2x3/16x3/8 69" 66-5/8" 128.2 1.430 -9.097 24.504 0.371' K=1.00 t/ 2L'a' > 37.656 in- 384 T13 20-0 2L2x2x3/16x3/8 73" 7-1/2" 137.8 1.430 -10.187 21.265 0.479' K=1.00 2L'a'> 40.470 in - 435 1 P" /V. controls Redundant Diagonal 1 Design Data' Com ression Ratio Section Elevation Size L L. K11r A P. �Pn No. P. ft ft Jt in K K V. T10 80-60 2L2x2x3/16x3/8 79-3/4" 7'6-11/1 147.9 1.430 -4.684 18.494 0.253' 6" K=1.00 �f 2L'a' > 43.438 in - 309 Tll 60-40 2L2x2x3/16x3/8 8'2-7/16' Tl1-511 155.4 1A30 -5.247 16.761 0.313' ' 6" K=1.00 2L'a'> 45.657 in - 360 T12 40-20 2L2x2x3/16x3/8 8'7-1/4" 8'4-1/4" 163.4 1.430 -5.798 15.174 0.382' K=1.00 2L'a'>48.011 in-411 T13 20-0 2L2x2x3/16x3/8 93/16" 8'9-3/32' 171.4 1.430 -6.333 13.815 0.458' ' K=1.00 2L'a'> 50.340 in-462 1 P" / �P" ccxntrOIS Redundant Hi 1 Design Data (Compression) Section Elevation Size L L. K11r A P. �P" Ratio No. P. fr it fr int K K AP_ T10 80-60 L21/2x21/2x3/16 519" 519" 139.4 0.902 -0.039 13.287 0.003' K=1.00 `/ Tll 60-40 L212x21/2x3/16 6'3" 6'3" 151.5 0.902 -0.034 11.246 0.003' K=1.00 T12 40-20 L21/2x21/2x3/16 6'9" 6'9" 163.6 0.902 -0.038 9.642 0.004' xTvwer M Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 33 of 39 B+T Group Project Date 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone. (918) 5874630 Crown Castle Kiran FAX (918) 295-0265 Section Elevation Size L L. K11r A P. op„ Ratio No. P. i ft ft in, K K 6P. T13 20-0 L21/2x21/20/16 73" 73" 175.8. 0.902 -0.033 8.357 0.004 K=1.00 `/ 1 P. / �P" controls Inner Bracing Design Data (Compression) Section Elevation Size L L. KUr A P. gyp„ Ratio No. P. ft f1 ft in' K K 6P" T5 180 - 160 L2x2x3/16 6'9" 6'9" 205.6 0.715 -0.003 4.842 0.001' K=1.00 T6 160 - 140 L2x2x3/l6 79" 7'9" 236.0 0.715 -0.005 3.673 0.001' K=L00 v 77 140 - 120 L2 12x2 1/2z3/16 819" 8.9" 212.1 0.902 -0.004 5.738 0.001' K=L00 T8 120 - 100 L2 12x2 1/2x3/16 919" 9.9" 236.4 0.902 -0.005 4.621 0.001' K=1.00 1,/ T9 100-80 L3x3x3/16 10,9" 10,9" 216.4 1.090 -0.008 6.659 0.001 � K=L00 P/ Tl0 80-60 2L2x2x3/16x3/8 11-6" 11'6" 225.0 1.430 -0.030 8.045 0.004' K=I.00 1,/ 2L'a' > 66.092 in - 306 T11 60-40 2L2x2x3/16x3/8 176" 12'6" 244.6 1.430 -0.026 6.815 0.004' K=1.00 2L'a' > 71.840 in - 357. T12 40-20 2L21/2x2 I/W/160/8 13'6" 13'6" 213.6 1.800 -0.032 11.192 0.003' K=1.00 2L'a' > 77.304 in - 408 T13 20-0 2L21/2x2120/160/8 14'6" 14'6" 229.4 1.800 -0.029 9.713 0.003' K=1.00 2L'a' > 83.030 in - 459 'P. /V COntrOIS Tension Checks Leg Design Data Tension Section Elevation Size L L. KUr A P. Ratio No. P. f1 ft ft in' K K ' 6p Tl 250-240 2 10, 5' 120.0 3.142 1.862 141.372 0.013' V NxTow& ob J 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 34 of 39 B+T Group Project Date 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Client Designed by Tulsa, OK 74119 Phone: (918)5874630 Crown Castle Kiran FAX (918) 295-0265 Section No. Elevation ft Size L ft L" fl KUr A in' P. K �P" K Ratio P. �P" T2 240-220 2112 20'13/32 08-1/8" 128.2 4.909 26.251 220.993 0.119, T3 220-200 3 20'13/32 68-1/8" 106.8 7.069 54:723 318.086 0.172' T4 200-180 31/4 20'13/32 68-1/8" 98.6 8.296 85.264 373.310 0.228' T5 180 - 160 3 1/4 20'13/32 5'3/32" 74.0 8.296 114.973 373.310 0.308' T6 160 - 140 3 1/2 20'13/32 5'3/32" 68.7 9.621 148.161 432.951 0.342' T7 140 - 120 3 3/4 20'13/32 51/32" 64.1 11.045' 192A24 497.010 0.387' T8 120-100 4 20'13/32 5-3/32" 60.1 12.566 244.389 565.497 0.432' T9 100-80 4114 20'13/32 5'3/32" 56.6 14.186 296.943 638.381 0.465' T10 80-60 41/2 20'13/32 5'3/32" 53.4 15.904 336.485 715.694, 0.470' T11 60-40 43/4 20'13/32 5'3/32" 50.6 17.721 389.519 797.425 0.488' T12 40-20 43/4 20'13/32 53/32" 50.6 17.721 442.381 797.425 0.555' T13 20 -0 5 20'13/32 5'3/32" 48.1 19.635 493.063 883.573 0.558' ' P" / V. controls Diagonal Design Data Tension Ratio Section Elevation Size L L" K11r A P. �P" No. P. ft ft ft in, K K kp" Tl 250-240 L2x2x3/16 7'9-23/3 3'6-7/8" 73.8 0.431 2.151 18.739 0.115' 2" 72 240-220 L2 1/2x2 1/2x3/16 10'1-15/ 4111-9/3 79.6 0.571 4.363 24.840 0.176' 16" 2" v T3 220 -200 L2 1/2x2 1/2x3/16 11'8-15/ 5'8-3/8" 91.4 0.571 5.624 24.840 0.226 ' 16" T4 200-180 L3x3x3/16 13'5-1/4' 6'6-3/8" 86.3 0.712 7.133 30.973 0.230' T5 180-160 2L21/2x212x3/160/8 8'2-7/16' 7'7-1/16' 123.9 1.139 9.217 49.549 0.186' 1 -♦ 21,'a'> 43.448 in - 97 T6 160-140 2L21/2x2120/160/8 9'5-7/32' 8'9-25/3 142.9 ' 2" 2L'a'>48.196 in- 126 T7 140 - 120 2L2 12x2 1/20/160/8 9'10-11/ 92-27/3 149.4 32" 2" 2L'a'> 49.677 in- 175 Ts i20-100 2L300/160/8 10'8-27/ 101-7/3 134.8 1.139 11.873 49.549 0.240 ' 1.139 16.532 49.549 0.334' 1.424 18.592 61.947 0.300' a� taxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 35'of 39 Project Date B+T Group 1717 S..Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX.- (918) 295-0265 Section Elevation Size L L. KI/r A P. r P„ Ratio No. P. ft , ft Ji int K K d,n 2L'a' > 56.142 in - 214 T9 100-80 2L3x3x5/16x3/8 12'1" 11'5-15/ 154.7 2.311 20.871 100.526 0.208' 16" ✓ 2L'a' > 61.049 in - 243 T10 80 -60 2L3x3x3/16x3/8 14'10-7/ 147-1/2' 127.2 1.424 26.664 61.947 0.430' 16" 2L'a' > 42.469 in - 307 Tll 60-40 2L3x3x3/16x3/8 15'7-15/ 154-15/ 133.7 1.424 27.871 61.947 0.450' 32" 32" 2L'a' > 44.623 in - 358 T12 40 -20 2L3x3xl/4x3/8 16'4-27/ 16'1-15/ 139.5 1.879 29.006 81.726 0.355 ' 32" 16" ✓ 2L'a' > 46.989 in - 409 T13 20-0 2L3x3xl/4x3/8 172-15/ 16'11-15 146.4 1.879 29.753 81.726 0.364' 32" /32" 2L'a' > 49.290 in - 460 1 P„ l �P controls Hofizontal Design Da'ta Tension Section Elevation Size L L„ Ki/r A P„ �P" Ratio No. P. ft Jt Jt in' K K �P" T5 190- 160 L2x2x3/16 13'6" 65-5/8" 128.6 0.431 2.649 18.739 0.141' T6 160-140 L212x212x3/16 15'6" 7'5-12" 117.3 0.571 3.304 24.840 0.133' T7 I40-120 L3x3x3/16 17'6" 8'5-3/8" 109.8 0.712 4.118 30.973 0.133' T8 120 - 100 L3x3x3/16 19'6" 9'5-1/4" 122.5 0.712 4.991 30.973 0.161 ' T9 100-80 L3x3x1/4 21'6" 10'5-1/8' 136.4 0.939 6.074 40.863 0.149' 1 101 TIO 80-60 2L21/2x21/20/160/8 23' 11'3-3/4' 174.5 1.139 6.894 49.549 0.139' 2L'a' > 64.778 in - 290 T11 60-40 2L212x21/20/160/8 25' 12'3-5/8' 189.7 1.139 7.996 49.549 0.161' 2L'a' > 70.444 in - 331 T12 40-20 2L21/2x2120/160/8 27' 13'3-5/8' 205.2 1.139 9.095 49.549 0.184' 21,'a' > 76.171 in - 397 T13 20-0 21,300/160/8 29' 14'3-12' 182.6 1.424 10.186 61.947 0.164' 2L'a' > 81.641 in - 448 1 P„ / ✓ . controls MxTower ob J 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 36 of 39 B+T Group Project Date 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Client Designed by Tulsa, OK 74119 Phone: (918)587-4630 Crown Castle Kiran FAX (918) 295-0265 Top Girt'Desi n Data Tension Ratio Section Elevation Size L L" KUr A P„ r P" No. P. ft p ft in' K K �Pn Tl 250 -240 L2x2x3/16 6' 5'6-1/2" 113.5 0.431 0.161 18.739 0.009, I, 1 P" / �P" controls Redundant Horizontal 1 Design Data Tension - Ratio Section Elevation Size L L" KUr A P. �P" No. P. ft ft ft in' K K V. T10 80 -60 2L2x2x3/16x3/8 519" 5'6-34' 108.2 1.430 6.896 46.332 0.149 ' 2L'a'> 31.969 in - 300 ' T11 60-40 2L2x2x3/16x3/8 63" 6'5/8" 117.7 1.430 7.997 46.332 0.173' 2L'a' > 34.782 in - 351 T12 40-20 2L2x2x3/16x3/8 6" 66-5/8" 127.4 1.430' 9.097 46.332 0.196' 2L'a' > 37.656 in - 384 T13 20-0 2L2x2x3/16x3/8 73" 7'1/2" 137.0 1.430 10.187 46.332 0.2201101 2L'a' > 40.470 in - 453 i P" / �P" controls Redundant Diagonal 1 Design Data Tension Ratio Section Elevation Size L L. KUr A P. rpP" No. P. ft Jt ft in, K K �P" TIO 80 -60 2L2x2x3/16x3/8 79-3/4" T6-11/1 147.0 1.430 4.684 46.332 0.101' , 6" t/ 2L'a'> 43.438 in - 325 T11 60-40 2L2x2x3/16x3/8 8'2-7/16' T11-5/1 154.5 1.430 5.247 46.332 0.113' 1 6" ✓ 2L'a'> 45.657 in - 376 T12 40-20 2L2x2x3/l6x3/8 87-1/4" 8'4-1/4" 162.5 1.430 5.798 46.332 0.125' 2L'a' > 48.011 in - 411 T13 20 - 0 2L2x2x3/16x3/8 9'3/16" 8'9-3/32' 170A IA30 6.333 46.332 0.137' 2L'a'> 50.340 in - 478 tnxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 37 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX (918) 295-0265 1 P„ / W. controls Redundant Hi 1 Design Data Tension Section Elevation Site L L. K11r A P„ Ratio No. P. ft ft ft in K K W. T10 80-60 L2 1/2x2 1/2x3/16 519" 5'9" 88.7 0.902 0.036 29.225 0.001' Tll 60-40 L212x21/2x3/16 6'3" 6'3" 96.4 0.902 0.029 29.225 0.0�/01' 10 T12 40-20 L21/2x212x3/16 6.9" 6'9" 104.1 0.902 0.032 29.225 0.001' l/ T13 20 - 0 L2 12x2 1/2x3/16 7'3" 7'3" 111.8 0.902 0.026 29.225 0.001 ' 1 P" / �P„ controls Inner Bracing Design Data Tension Section Na. Elevation ft Size L ,/t L. ft Kl/r A in' P. K ¢P„ K Ratio P. Apr T10 80-60 2L2x2x3/16x3/8 11'6" 11'6" 223.7 1.430 0.018 46.332 0.000' 2L'a' > 66.092 in - 306 Tll 60-40 2L2xW/16x3/8 12'6" 12'6" 243.1 1.430 0.014 46.332 0.0001 2L'a' > 71.840 in - 357 T12 40-20 2L2 12x2 1/20/160/8 13'6" 13'6" 208.2 1.800 0.017 58.320 0.000' 21,'a'>77.304 in-408 T13 20 - 0 2L2 1/2x2 1/2x3/16x3/8 14'6" 14'6" 223.6 1.800 0.012 58.320 0.000, 2L'a' > 83.030 in - 459 1 P" / �P" controls Section Capacity Table Section Elevation Component Size Critical P Opal.. % Pass No. ft Type Element K K Capacity Fail TI 250-240 Leg 2 1 -3.633 51.751 7.0 Pass T2 240 -220 Leg 2 12 19 -30.407 70.833 42.9 Pass 13 220 - 200 Leg 3 40 -62.513 144.956 43.1 Pass T4 200 -180 Leg 3 1/4 61 -97.541 192.479 50.7 Pass T5 180 -160 Leg 3 1/4 82 -132.221 262.734 50.3 Pass T6 160 - 140 Leg 3 1/2 121 -173.775 321.973 54.0 Pass tnxTower ob d 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 38 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 14:12:19 01 /23/19 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 FAX.. (918) 295-0265 Crown Castle Kiran Section Elevation Component Size Critical P ¢Pdio„ % Pass No ,Jt Type Element K K Capacity Fail T7 140 - 120 Leg 3 3/4 160 -227.097 386.416 58.8 Pass T8 120 - 100 Leg 4 199 -287.506 455.948 63.1 Pass T9 100 - 80 Leg 4 114 238 -350.249 530A81 66.0 Pass TIO 80-60 Leg 41/2 277 -397.527 609.947 65.2 Pass TH 60 - 40 Leg 4 3/4 328 461.048 694.293 66.4 Pass T12 40 -20 Leg 4 3/4 379 -524.438 694.293 75.5 Pass T13 20-0 Leg 5 430 -587.351 783.476 75.0 Pass Tl 250-240 Diagonal L2x2x3/16 7 -2.270 16.441 13.8 Pass 15.1 (b) T2 240-220 Diagonal L212x21/2x3/16 22 -4.620 18.705 24.7 Pass 26.6 (b) T3 220-200 Diagonal L2 I/W 1/2x3/16 43 -5.850 15.126 38.7 Pass T4 200-180 Diagonal L3x3x3/16 64 -7.380 19.745 37A Pass 40.9 (b) T5 180 - 160 Diagonal 2L2 12x2 12x3/16x3/8 86 -9.781 32.930 29.7 Pass . T6 160 - 140 Diagonal 2L2 12x2 12z3/16x3/8 125 -12.554 27.196 46.2 Pass T7 140-120 Diagonal 2L212x21/20/160/8 164 -17.189 22.693 75.7 Pass T8 120- 100 Diagonal 2L3x3x3/16x3/8 203 -18.950 32.178 58.9 Pass T9 100 - 80 Diagonal 2L3x3x5/16x3/8 '242 -21.330 45.167 47.2 Pass TIO 80-60 Diagonal 2L3x3x3/16x3/8 281 -27.609 52AOO 52.7 Pass 76.4 (b) Tll 60 -40 Diagonal 2L3x3x3/16x3/8 332 -28.755 49.847 57.7 Pass 79.8 (b) T12 40-20 Diagonal 2L3x3xl/4x3/8 383 -29.733 63.962 46.5 Pass 62.3 (b) T13 20 -0 Diagonal 2L3x3xl/4x3/8 434 -30.387 59.676 50.9 Pass 63.9 (b) T5 180 - 160 Horizontal L2x2x3/16 85 -2.649 5.536 47.9 Pass T6 160-140 Horizontal L21/2x212x3/16 124 -3.304 8.292 39.9 Pass T7 140- 120 Horizontal L3x3x3/16 169 4.118 11.323 36A Pass T8 120- 100 Horizontal L3x3x3/16 202 -4.991 9.073 55.0 Pass T9 100 - 80 Horizontal L3x3xl/4 241 -6.074 9.687 62.7 Pass TIO 80-60 Horizontal 2L212x21/2x3/16x3/8 280 -6.894 16.668 41.4 Pass TH 60-40 Horizontal 2L212x212x3/16x3/8 331 -7.996 14.124 56.6 Pass T12 40-20 Horizontal 2L212x21/2x3/16x3/8 382 -9.095 12.100 75.2 Pass T13 20-0 Horizontal 2L3x3x3/16x3/8 433 -10.186 17.817 57.2 Pass T1 250 - 240 Top Girt L2x2x3/l6 6 -0.206 7.543 2.7 Pass TIO 80 - 60 Redund Harz 1 2L2x2x3/16x3/8 282 -6.896 33.446 20.6 Pass Bracing Tl l 60 - 40 Redund Horz I Bracing T12 40 - 20 Berland Horz 1 Bracing T13 20 - 0 Redund Horz 1 Bracing TIO '80-60 Redund Ding Bracing T11 60 - 40 Redund Diag 1 Bracing T12 40 - 20 Redund Diag 1 Bracing T13 20 - 0 Redund Diag 1 Bracing TIO 80 - 60 Redund Hip 1 Bracing Tit 60 - 40 Redund Hip I Bracing T12 40-20 Redund Hip 1 Bracing T13 20 - 0 Redund Hip I Bracing 2L2x2x3/16x3/8 333 -7.997 29.757 26.9 Pass 2L2x2x3/l6x3/8 402 -9.097 25.730 35.4 Pass 2L2x2x3/l6x3/8 435 -10.187 22.329 45.6 Pass 2L2x2x3/16x3/8 309 4.684 19.419 24.1 Pass 2L2x2x3/16x3/8 360 -5.247 17.599 29.8 Pass 2L2x2x3/16x3/8 411 -5.798 15.933 36.4 Pass 2L2x2x3/16x3/8 462 -6.333 14.506 43.7 Pass L212x212x3/16 327 -0.039 13.951 0.3 Pass L212x212x3/16 378 -0.034 11.808 0.3 Pass L2 1/2x2 120/16 429 -0.038 10.124 0.4 Pass L2 1/2x2 12x3/16 480 -0.033 8.775 0.4 Pass MxToweY Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 39 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01123119 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FiLY.' (918) 295-0265 Section Elevation Component Size Critical P oParm•. % Pass No. ft Type Element K K Capacity Fail TS 180 - 160 Inner Bracing L2x2x3/16 96 -0.003 5.084 0.1 Pass T6 160 - 140 Inner Bracing L2x2x3/16 133 -0.005 3.857 0.2 Pass T7 140-120 hmer Bracing L2 1/2x2 1/2x3/16 174 -0.004 6.025 0.2 Pass T8 120 - 100 Inner Bracing L2 12x2 1/2x3/16 213 -0.005 4.852 0.2 Pass T9 100-80 Inner Bracing L3x3x3/16 252 -0.008 6.992 0.2 Pass T10 80 - 60 Inner Bracing 2L2x2x3/16x3/8 306 -0.030 8.447 0.4 Pass I'll 60 - 40 honer Bracing 2L2x2x3/16z3/8 357 -0.026 7.155 0.4 Pass T12 40-20 Inner Bracing 2L21/2x212x3/16x3/8 408 -0.032 11.751 0.3 Pass T13 20-0 Inner Bracing 2L212x21/20/160/8 458 -0.027 10.199 0.3 Pass Summary Leg (T12) 75.5 Pass Diagonal 79.8 Pass (TI1) Horizontal 752 Pass (TI2) Top Girt 2.7 Pass (Tl) Redund 45.6 Pass Horz 1 Bracing (T13) Redund 43.7 Pass Diag I Bracing (T13) Redund Hip 0.4 Pass • I Bracing, (T12) Inner 0.4 Pass Bracing (Till Bolt Checks 79.8 Pass aaTmrr_— Ios P... Program Version 8.0.5.0 APPENDIX B BASE LEVEL DRAWING 1 s� ro 1]0 1-1/]1' ro s YN 4 s/o• m lu e 1-s/a•ro Jro to tl9 1- Doan wxsmlx I) 6/6 TO 80 BUSINESS UNIT : 813812 APPENDIX C ADDITIONAL CALCULATIONS PROJECT 813812 - FL WEST FORT PIERCE FL SUBJECT 475131 Rev. 0 f B+T GRP DATE O1123/19 TIA-222-H Tulsa, K 7g11170 S. 95uite 300 (918) 587-4630 UTPmj.No.: 77034.008.01 Redundant Connection Analvsis Elevation Member Size Member Block Shear TeadngBMember Bead Soft Shear %Capacity tPn Loatl Rn Laatl Rm Load Redundant Horzontal (1) Design Data (Compression) 80-60 2L212x3/l6x3/8 26.10 6.896 27.61 6.90 26.4% Pass 60-40 2L2x2x3tl6x3/8 26.10 7.997 27.61 8.00 30.6% Pass 40-20 2L2>QX3/l6x3/8 26.10 9.097 27.61 9.10 34.9% Pass 20-0 2L2x2x3ll6x3/8 26.10 10.187 27.61 10.19 39.0% Pass Redundant Diagonal (1) Design Data (Compression) 80-60 2L2x2x3/16x3/8 26.10 4.684 27.61 4.68 17.9% Pass 60-40 2L2)(Wtl6a3/8 26.10 5.247 27.61 525 20.1% Pass 40-20 2LW01160/8 26.10 5.798 27.61 5.80 22.2% Pass 20-0 2L2)2x3/i6x3/8 26.10 6.333 27.61 6.33 24.3% Pass Redundant Hip (1) Design Data (Compression) 80-60 L21/HQ 112x3/16 13.05 0.039 13.81 0.04 0.3% Pass 60-40 L211W 1/2x3/16 13.05 0.034 13.81 0.03 0.3% Pass 40-20 L21/W 1/20/16 13.05 0.038 13.81 0.04 0.3% Pass 20-0 L21021/Dc3116 13.05 0.033 13.81 0.03 0.3% Pass Redundant Horizontal (1) Design Data (Tension) 80-60 21DQY3/16x3/8 15.75 6.90 22.19 6.896 27.61 6.90 418% Pass 60-40 2L2x2x3tl6x3/8 15.75 8.00 22.19 T997 27.61 8.00 50.8% Pass 40-20 2L2 3/16018 15.75 9.10 22.19 9.097 27.61 9.10 57.8% Pass 20-0 2L2x2x3tl6x3/8 15.75 10.19 22.19 10.187 27.61 10.19 64.7% Pass Redundant Diagonal (1) Design Data (Tension) 80-60 2L2x2x3tl6x3/8 15.75 4.68 22.19 4.684 27.61 4.68 29.7% Pass 60-40 2L2x2x3/16x3/8 15.75 5.25 22.19 5.247 27.61 5.25 33.3% Pass 40-20 2L2x2x3tl6x3/8 15.75 5.80 2.2.19 5.798 27.61 5.80 36.8% Pass 20-0 2L2x2x3/l6x3/8 15.75 E33 22.19 6.333 27.61 6.33 40.2% Pass Redundant Hip (1) Design Data (Tension) 80-60 L212R 1/20/16 9.91 0.04 11.09 0.036 13.81 0.04 0.4% Pass 60-40 L21/2x21/2x3/16 9.91 0.03 11.09 0.029 13.81 0.03 0.3% Pass 40-20 L21/2ti21/2z3116 9.91 0.03 11.09 0.032 13.81 0.03 0.3% Pass 20-0 L21 W1¢ 3/16 9.91 0.03 11.09 0.026 13.81 0.03 0.3% Pass Ccop ft Project 1 1 BU # 813812 Site Namel FL WEST FORT•PIERCE, FL Order # 475131, 'Rev 0 Jow.er Information TowerTypel Self _Support _ TIA-222 RevJ H _ ❑✓ Apply TIA-222-H Section 15.5 Applied Loads Comp. I uplift Axial k 617.00 518.00 Shear k 74.00 64.00 Anchor Rod Data Quantity: 6 Diameter (in): 2.25 Material Grade: A36 Grout Considered = No I., (In). 2 Eta Factor, q Thread T e: .tion: N-Included Confi ur Symmetrical �Anchor • 1 1 Results Axial, Pu_c (kips)102.83 Shear, Vu kips 12.33 Moment, Mu kip -in - Axial Cap., Pn_c (kips) 117.00 Shear Cap., (tVn (kips) 35.10 Moment Cap., 4)Mn (kip -in) - Stress Rating 95.5% Fy=36 ksi Fu=58 ksi Not Considered, lar<=1(d) Pass Mplate - version 3.5.0 Analysis Date: 1/23/2019 PROJECT 77034.008.01 - FL West Fort Pierce, FL SUBJECT Foundation Comparison DATE 01/23/19 PAGE 1 OF 1 SST JfB+T GRP 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918)587-4630 Initials Factored TnxTowers Reactions Down = 617 k Uplift = 518 k Un-Factored Original Design Reactions Down = 627.5 k Uplift = 542.1 k Percent Capacity Down = 69.4% Pass Uplift = 67.4% Pass ASCE W MIM SOCIEW OF OM' ENOWr90 Address: No Address at This Location ASCE 7 Hazards Report Standard: ASCE/SEI 7-10 Elevation: 18.55 ft (NAVD 88) Risk Category: II Latitude: 27.445706 Soil Class: D - Stiff Soil Longitude: -80.412942 BMp x 21 � } y - • a - l0 s rY•,`2i 9 \\Itl� � � \.a 1 Wind Results: Wind Speed: 157 Vmph 10-year MRI 87 Vmph 25-year MRI 105 Vmph 50-year MRI 117 Vmph 100-year MRI 129 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Tue Jan 22 2019 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is in a hurricane -prone region as defined in ASCE/SEI 7-10 Section 26.2. Glazed openings shall be protected against wind-borne debris as specified in Section 26.10.3. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. hitos://asce7hazardtooLonline/ Page 1 of 3 Wed Jan 23 2019 ASCE AMDIIC SOCIETYOF DN MUNEEAS Seismic Site Soil Class: D - Stiff Soil Results: Ss : 0.057 SDs 0.061 S, 0.029 SW 0.047 Fa 1.6 TL 8 F 2.4 PGA: 0.027 SMs 0.091 PGA M : 0.043 SM1 0.07 FPGA 1.6 le 1 Seismic Design Category A 0:1n a.o 0.0 0.0 00 a.a 0.0 0.0 0.0 U MCER Response Spectrum Sa(g) vs T(s) 0V a.a a.o o.p 0.9 9.a o.a Desiqn Response Spectrum Sa(9) vs T(s) Data Accessed: Tue Jan 22 2019 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. httos:/Iasce7hazardtool. online/ Page 2 of 3 Wed Jan 23 2019 ASCE Ice Results: Ice Thickness: Concurrent. Temperature: Gust Speed: Data Source: Date Accessed: 0.00 in. 25 F 30 mph Standard ASCEISEI 7-10, Figs. 10-2 through 10-8 Tue Jan 22 2019 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links providedby 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 rare 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. httos://asce7hazardtool.online/ Page 3 of 3 Wed Jan 23 2019 Date: January 23, 2019 Andera Slaughter Crown Castle 8000 Avalon Blvd Suite 700 Alpharetta, GA 30009 Subject. Carrier Designation: Crown Castle Designation: Engineering Firm Designation: Site Data: Dear Andera Slaughter, SCANNED BY St. Lucie County Structural Analysis Report AT&T Mobility Co -Locate Carrier Site Number: Carrier Site Name: Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Order Number: B+T Group Project Number: Jf3 B+T GRP B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918)587-4630 10080502 WFTPIERCE (FP30) 813812 FI West Fort Pierce 553175 1684679 475131 Rev. 0 VVIRY'Killer-III 8701 Orange Avenue, Ft Pierce, St. Lucie County, FL Latitude 270 26' 44.54", Longitude -800 24' 46.59" 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: L05: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 157 mph as required by the 2017 Florida Building Code, 6th Edition, Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Jacob Johnson, E.I.T. Respectfully submitted by: B+T Engineering, Inc. COA: 27496; Expires: 2/28/2019 20039108010n1H00 3H1 JO W1181SHOdS3d 3H13dy SININ IV do Sd3H31Sbd 031730H00,.�```�IN.. i 1KQ,,4j � \C EN FILE --* �A At w� F� ST. LUCfE COUP BUILDING DIVIS FOR MUST BE 10EPTON JOB Op > INSPECTION wILL BE MADE tA811 1=LAWarjD au. t�HQPOSfiG,t�te��., r�r=����rroa►�Yc�la�s.� s hLA/�J_1mG9 iY F11:6D INSPE.. RS TiiiiT MAYDO. NECES3ARYlN0i4 John W. Kelly, P.E. tnxTower Report -version 8.0.5.0 250 Ft Self Support Tower Structural Analysis Project Number 77034.008.01, Order 475131, Revision 0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 — Tower Component Stresses vs. Capacity - LC5 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations January 23, 2019 CCI BU No 813812 Page 2 tnxTower Report - version 8.0.5.0 250 Ft Self Support Tower Structural Analysis Project Number 77034.008.01, Order 475131, Revision 0 1) INTRODUCTION January23, 2019 CC/ BU No 81381� Page 3 This tower is a 250 ft. Self -Support tower designed by FWT Inc. in June of 1998. The tower was originally designed for a wind speed of 110 mph per TIA/EIA-222-F. The tower has been modified per reinforcement Drawings prepared by B&T Engineering, in May of 2008. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 157 mph Exposure Category: C Topographic Factor: 1 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna -Manufacturer Antenna Model Number of Feed Lines Feed Line Siie (in) 6 Commscope SBNHH-1D85B 3 Ericsson RRUS 32 3 Ericsson RRUS 4449 B5/B12 12 1-5/8 3 Ericsson RRUS 8843 B2/1366A 143.0 146.0 6 3 3/4 318 1 Kathrein 80010965K 2 Kmw Comm. ET-X-UW-68-14-65-18-IR-AT 1 5/16 2 Raycap 7 DC6 48-60-18-8C 1 Raycap DC6-48-60-18-8F 143.0 3 Connect -It PVFM12-3-3-96-3 Mount Table 2 - Other Considered Equipment Mounting Level (ft) Center Line Elevation Number of Antennas Antenna Manufacturer Antenna Model NumberWLimSize of Feed(ft) Lines 6 Commscope E15R05P19 243.0 244.0 12 1 1-5/8 1-1/4 3 Ericsson RRUS12/RRUS A2 6 Jma Wireless X7CQAP-665-VRO 1 Raycap RXXDC-3315-PF-48 243.0 6 Css DBC-7CAP 1 Sector Mount [SM 402-3] 133.0 3 Ericsson 80OMHZ SMR FILTER 3 Ericsson RRUS-1180OMHZ 130.0 132.0 3 Commscope TTTT65AP-1XR 3 1-1/32 3 Rfs Celwave APXVSPP18-C 131.0 3 nokia FZHJ-RRH 1 7/8 3 ericsson RRUS 31 B25 130.0 9 rfs celwave I ACU-A20-N 1 I Sector Mount ISM 702-3] tnxTower Report - version 8.0.5.0 250 Ft Self Support Tower Structural Analysis Project Number77034.008.01, Order475131, Revision 0 3) ANALYSIS PROCEDURE Table 3 - Documents Provided January 23, 2019 CCI BU No 813812 Page 4 Document Remarks Reference Source Online Order Information AT&T Mobility Co -Locate, Revision # 0 475131 CCI Sites Tower Manufacturer Drawing FWT, Design No. S98-0541-A 906968 CCI Sites Tower Modification Drawing B&T Engineering, Project No.77034 2271344 CCI Sites Post Modification Inspection VSI, Project Number 080878.01 2323138 CCI Sites Foundation Drawings Information Not Available Geotech Report PSI, Inc. Project No.397-85068-2 1 115206 CCI Sites Antenna Configuration Crown CAD Package I Date: 01/18/2019 CCI Sites 3.1) Analysis Method tnxTower (version 8.0.5.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) The tower and structures were built and have been maintained in accordance with the manufacturer's specification. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 3) Mount areas and weights are assumed based on photographs provided. 4) The existing base plate grout was not considered, in this analysis. This analysis may be affected if any assumptions are not valid or have been made in error. B+T Group should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF•P_allow (K) �o Capacity Pass / Fail T1 1250 - 240 I Leg 1 2 1 -3.633 I 51.751 I 7.0 Pass T2 240-220 1 Leg 1 21/2 1 19 1 -30.407 1 70.833 1 42.9 1 Pass T3 220-200 1 Leg 3 1 40 1 -62.513 1 144.956 1 43.1 1 Pass T4 200 - 180 1 Leg 3 114 61 1 -97.541 1 192.479 1 50.7 1 Pass T5 180 -160 1 Leg 3 114 82 1 -132.221 1 262.734 50.3 Pass T6 1 160-140 Leg 31/2 121 1 -173.775 321.973 54.0 Pass T7 140 -120 1 Leg 1 3 3/4 1 160 1 -227.087 1 386.416 58.8 Pass TS 120 -100 1 Leg 4 1 199 -287.506 1 455.948 1 63.1 1 Pass T9 100-80 Leg 41/4 238 -350.249 530.481 66.0 Pass T10 80 - 60 Leg 4 112 277 -397.527 609.947 65.2 Pass T11 60 - 40 Leg 4 3/4 328 -461.048 1 694.293 66.4 Pass T12 40 - 20 Leg 4 3/4 1 379 -524.438 1 694.293 1 75.5 1 Pass T13 20 - 0 Leg 5 430 -587.351 783.476 75.0 Pass T1 250 - 240 Diagonal L2x2x3/l6 7 -2.270 16.441 138 Pass T2 240-220 1 Diagonal I L2 1/2x2 1/2x3/16 22 -4.620 18.705 24.7 Pass tnxTower Report -version 8.0.5.0 250 Ft Self Support Tower Structural Analysis Project Number77034.008.01, Order475131, Revision 0 January 23, 2019 CC/ BU No 81381 � Page 5 Section. No. Elevation (g) Component Type.. Size, Critical Element P(K) SF`P_allow (K) % Capacity Pass. /Fail 26.6 (b) T3 220-200 1 Diagonal I L2 1/2x2 1/2x3/16 43 -5.850 15.126 38.7 Pass T4 200 -180 Diagonal L3x3x3/l6 64 -7.380 19.745 37.4 40.9 (b) Pass TS 180-160 1 Diagonal 1 21-21/2x21/24/164/8 86 -9.781 32.930 29.7 Pass T6 160 - 140 1 Diagonal 1 21-2 112x2 1/2x3/16x3/8 125 -12.554 27.196 46.2 Pass T7 140-120 1 Diagonal 1 21-21/2x21/24/164/8 164 -17.189 22.693 75.7 Pass TB 120 - 100 1 Diagonal I 2L3x3x3/16x3/8 203 -18.956 32.178 58.9 Pass T9 100 - 80 Diagonal 2L3x3x5/16x3/8 242 -21.330 45.167 47.2 Pass T10 80-60 Diagonal 2L3x3x3/16x3/8 281 -27.609 52.400 5 76.42.7(b) Pass T11 60-40. Diagonal 2L3x3x3/16x3/8 332 -28.755 49.847 57.7 79.8 (b) Pass T12 40-20 Diagonal 2L3x3xl/4x3/8 383 -29.733 63.962 46.5 62.3 (b) Pass T13 20 - 0 Diagonal 2L3x3xl/4x3/8 434 -30.387 59.676 50.9 63.9 (b) Pass T5 180 - 160 1 Horizontal I L2x2x3/16 1 85 1 -2.649 1 6.536 1 47.9 Pass T6 160 - 140 1 Horizontal I L2 I1W 1/2x3/16 1 124 1 -3.304 1 8.292 1 39.9 Pass T7 140 - 120 1 Horizontal I L3x3x3116 1 169 1 -4.118 1 11.323 1 36.4 1 Pass T8 120 - 100 1 Horizontal L3x3x3/16 202 -4.991 9.073 55.0 T9 100 - 80 Horizontal L3x3xl/4 241 -6.074 9.687 62.7 T10 80-60 Horizontal 2121/2x21/2x3/16x3/8 280 -6.894 16.668 41.4 HPa� T11 60-40 Horizontal 2L21/2x21/2x3/16x3/8 331 -7.996 14.124 56.6 T12 40-20. Horizontal 2121/2x21/2x3/16x3/8 382 -9.095 12.100 .75.2 T13 20-.0 Horizontal 2L3x3x3/16x3/8 433 -10.186 17.817 57.2 Pass T1 250-240 1 Top Girt L2x2x3/16 6 -0.206 7.543 2.7 Pass T10 80-60 Redund Horz 1 Bracing 2L2x2x3/16x3/8 282 -6.896 33.446 20.6 Pass T11 60-40 Redund Horz l Bracing 2L2x2x3/16x3/8 333 -7.997 29.757 26.9 Pass T12 40 - 20 Redund Horz 1 Bracing 2L2x2x3/16x3/8- 402 -9.097 25.730 35.4 Pass T13 20 - 0 Redund Horz 1 Bracing 2L2x2x3/16x3/8 435 -10.187 22.329 45.6 Pass T10 80 - 60 Redund Diag 1 Bracing 2L2x2x3/16x3/8 309 -4.684 19.419 24.1 Pass T11 60-40 Redund Diag 1 Bracing 2L2x2x3/l6x3/8 360 -5.247 17.599' 1 29.8 Pass T12 40 - 20 Redund Diag 1 Bracing 2L2x2x3/16x3/8 411 -5.798 15.933 36.4 Pass T13 20 - 0 Redund Diag 1 Bracing 2L2x2x3ll6x3/8 462 -6.333 14.506 43.7 Pass T10 80-60 Redund Hip l Bracing L21/2x21/2x3/16 327 -0.039 13.951 0.3 Pass T11 60-40 Redund Hip l Bracing L2 1/2x2 1/2x3/16 378 -0.034 11.808 0.3 Pass T12 40 - 20 Redund Hip 1 Bracing L2 1/2x2 1/2x3/16 429 -0.038 10.124 0.4 Pass T13 20 - 0 Redund Hip 1 Bracing L2 112x2 1/2x3/16 480 -0.033 8.775 0.4 Pass T5 180 - 160 1 Inner Bracing L2x2x3/16 96 -0.003 5.084 0.1 Pass T6 160 - 140 1 Inner Bracing L2x2x3/16 133 -0.005 3.857 0.2 T7 140 - 120 Inner Bracing L2 112x2 1/2x3/16 174 -0.004 6.025 0.2 PJ TS 120 - 100 Inner Bracing L2 112x2 112x3/16 213 -0.005 4.852 0.2 T9 100- 80 Inner Bracing L3x3x3/16 252 -0.008 6.992 0.2 Pass T10 80- 60 Inner Bracing 2L2x2x3/16x3/8 306 -0.030 8.447 0.4 Pass T11 60 - 40 Inner Bracing 2L2x2x3/l6x3/8 357 -0.026 7.155 0.4 Pass tnxTower Report - version 8.0.5.0 250 Ft Self Support Tower Structural Analysis Project Number 77034.008.01, Order 475131, Revision 0 January 23, 2019 CCI BU No 813812 Page 6 Section No. Elevation (h) Component Type Size Critical Element P (K) SF`P_allow (K) % Capacity Pass / Fail T12 140-20 I Inner Bracing 121.21/2x21/2x3/16x3/8 I 408 I -0.032 I 11.751 I 0.3 IPass T13 20-0 Inner Bracing 21-21/2x21/2x3/16x3/8 458 -0.027 10.199 0.3 Pass Summary Leg (T12) 75.5 Pass Diagonal (T1 1) 79.8 Pass Horizontal (T12) 75.2 Pass Top Girt(T1) 2.7 Pass Redund Horz 1 Bracing (T13) 45.6 Pass Redund Diag 1 Bracing (T13) 43.7 Pass Redund Hip 1 Bracing (T12) 0.4 Pass Inner Bracing (T11) 0.4 Pass Bolt Checks 79.8 Pass Rating = 79.8 Pass Table 6 - Tower Component Stresses vs. Capacity - LC5 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Redundant Connections 0-80 64.7 Pass 1 Anchor Rods Base 95.5 Pass 1,3 Base Foundation Base 69.4 Pass Structure Rating (max from all components) = 95.5% Notes: 1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity consumed. 2) Rating per TIA-222-H Section 15.5. 3) Foundation capacity determined by comparing analysis reactions to original design reactions. 4.1) Recommendations The tower and its foundations have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report - version 8.0.5.0 :rct C a 61 ® e F r+ Na{ Sl� } d 2 Q z Frc rc E m i z d i m a N a5 N- F N n m d � C F w It e 7 m � � F � m � A r 2500ft 2400 ft nao a 2500 nft 160_0 ft 1600 ftft 1400 ft L'1N W Q 1200 ft 1000 ftft 60_0ft 60_0ft SYMBOL LIST MARK SIZE MARK SIZE A lSQx3nfi TOWER DESIGN NOTES 1. Tower designed for Exposure C to the TIA-222-H Standard. 2. Tower designed for a 157 mph basic wind in accordance with the TIA-222-H Standard. 3. Deflections are based upon a 60 mph wind. 4. Tower Risk Category II. 5. Topographic Category 1 with Crest Height of 0' 6. TIA-222-H Annex S 7. TOWER RATING: 79.8% ALL REACTIONS AREFACTORED ao.o ft MAX. CORNER REACTIONS AT BASE: DOWN: 617 K SHEAR: 74 K UPLIFT.: -518K SHEAR: 64 K 20.0 n AXIAL 99I1KK SHEAR/ /J \ MOMENT 125 K ��� ���,,, ` 15176 kip-H 0.0 n TORQUE 130 kip-ft REACTIONS -157 mph lMND B+T Group 1717 S. Boulder, Suite 3-T GRP Tulsa, OK 74119 Phone: (918) 587-4630 rO34.00&01 - Crown Castle jc�e' TIA-222-H oate:0123/19 ISCa1a: NTS Plot Plan Total Area - 0.09 Acres Base Elewg 67 77034.008.01- FL WEST FORT PIERCE, FL (BU# 81381 1717 S. Boulder, Suite s-T GRP Tulsa, OK 74119 Phone: (918) 587-4630 C O d W TIA-222-H - 157 mph Exposure C Leg Capacity Leg Compression (K) 1000 500 Minimum 4 Mmdmum-> -500 -1000 250 259 1 I I I I I 1 I 1 I I I I I I I I I I 1 I I I I I I 240 240 —I —--1 —r —r —I 1 1 1 1 1 1 I 1 1 I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 I 1 I 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I 1 I I I I 1 I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I 1 1 1 Oa 1 1 I 1 I 1 1 1 1 1 I 1 I 1 1 f I 1 I 1 1 1 1 1 1 1 1 I 1 1 1 1 I I I I I I I I I 160 1 1 1 1 1 1 1 1 1 1 1 1 ISO I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 I 1 1 1 1 1 1 1 1 1 1 160 I I 1 I I I 1 1 1 1 1 1 I I I I 1 1 I I I I 1 1 1 I 1 I 1 1 I I I I 1 1 1 1 1 1 1 120 1 ___,___1120 1 1 1 1 1 1 1 1 top 1 1 1 1 1 1 100 -1___r _ ___r___r _1___r___ ___r__l__-.�-__r_ _�___r_.__r 1 I 1 1 1 1 I 1 1 I 1 1 I t I 1 1 1 1 i 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 I 1 1 1 60 I I 1 1 1 1 1 a• 1 1 1 1 I 1 1 1 1 1 1 1 1 i i i i I I I 1 1 1 1 1 1 I 1 I 1 1 1 1 1 1 1 I I I b I 1 I I 1 I I I 1 I I I I I I I I I I I I I I 1 I I I I I I 1 I I I 1 I I I I I I I 1 I I I I I 1 I I I I I I I I I I I I I I I 1 0' I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 I 1 1 I 1 1 1 1 1 1 r 1 1 I 1 1 1 1 1 1 I 1 1 I 1 1 1 1 1 1 20 1 1 I I I I I I I I 1 I I I I I I 1 I I I I 1 I I I I I I I I I I I 1 I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I 1 I I I n 1000 500-Mminum AMuimum-> -500 -1000 oTI vruup 1717 S. Boulder, Suite 3.T GRP Tulsa, OK 74119 Phone: (918) 587-4630 ' - FL WEST FORT PIERCE, FL (BU# 81381 C O d W TIA-222-H - 157 mph Exposure C Vx Vz r Global Mast Shear (K) 150 25 _ 2a I I I 1 I I I I I I I I 1 1 I 11 I 1 11 I 1 I I I I 1 I 1 I I I 11 I 1 I I I I I I I I I 1 I 11 1 1 1 I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 I $20 1 I 1 1 I I 1 I I I i 1 1 1 I I I I I i 1 1 1 I 1 1 I I I I 11 I 1 I I I I 1 1 1 1 1 1 1 1 I i 20 1 1 I I I I I I I I I 1 1 1 I I I I I I I I I 1 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 180 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 160 I I I I I I I I I I I I 1 1 1 1 1 I I I ( 1 1 i i i 1 1 i i I i I i 1 1 I I I I I I I I I r I I I I a 11 I 1 I 11 1 1 I 1 I I I I I I I I I I 1zo I I I I I I 1 i li i I r i i I 1 1 1 I I I I I I I I I I I 11 I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I 10 1 { I I I 1 I I I 1 I 1 I I I I I 1 I 1 1 I I I I I I I I I I I I I I I 1 1 I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I If I I I I I I I I I I I I I I 00 I I I I I I I I I I I I I 'I I I I I I I I I I 1 I 1 1 1 I I I 1 1 1 I I I I I 1 1 I 1 1 I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 11 11 I 1 11 I 1 I I I I 1 1 I 1 1 I 11 I 1 11 1 1 I 1 I I I I 1 I 1 1 1 28 1 I 1 1 I 1 1 1 1 I 1I I I I I I I 1 I I I I I I I I- I I I 0 I I I I I I I I I 1 I I I I 1 Maximum Values Mx Mz r Global Mast Moment (kip-ft) 50' I I I I I I I I I I I I I 1 1 1 I I I I I 1 1 I I aO• I I 1 I 1 I i 1 1 1 1 I 1 I I I I I I I 1 I I 1 1 I I I I I I I I I I I I I I I I I 1 I I I 1 1 I I I I a 11 11 1 1 I I I I I i I I 1 I 1 1 I 1 1 1 i 1 i 1 1 1 I 1 I I I I I I I I fia I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 I I I I I I I I I 1 i I I 1 1 1 I I I 68' 1 1 1 1 I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 I I 1 1 1 ao 1 l l I 1 I I I I I I 1 i 1 1 I I I I I I 1 f I I I 1 I I i I I I I I 1 I I I I I I I 1 I I I I I I I I I I I I I I 1 I I I ma. I I I I 1 I 1 1 I I I I I 1 I I I I I I I i I I I I I 1 I I I I 8' 1 1 ______ I I I I 1 1 I I I I 1 1 I I I I 1 I I I I I 1 I I I I I I I I I I I I I I I I I I I _J _L_J _L _I _.I_ I _1 _ 1 _I _1 _I O• 1 I 1 1 1 I 1 1 I 1 I I 1 1 I I I I I I I I I I I I I I I 1 I I I I I I I I 1 1 1 I I I I I I I I l i l I I I I I I I I I I I I 1 I 1 I I I I I 1 r 1 I 1 I I 1 _ _ I I 1 1 __ I I I 1 I 11 I I I I I 1 I I I I I I I I I I 1 I I I I I I I I I I I I I 11 I I I I I I I I r DTI l](u"P 1717 S. Boulder, Suite 3-T GRR Tulsa, OK 74119 Phone: (918) 587-4630 NITS TIA-222-H - Service - 60 mph Maximum Values c 0 m d W Deflection (in) I I I I I I I 24 I I � I � I I I I I � I i 200 _1 _J _L _1 I I I I I I I I I I I i 1fi0 ' I I I I I I I I I � I � fi0 I I i I I � I I I I I i i I � I I � I 120 I � I I � I 100 80 I I � � I � I � � I i I I I I I I I I � I I � I I I I I I I I --------------------- I I I I I I I I I i I I I I I I I I I i i z 1 1 I � I Tilt (deg) I 7_r___I.7_r_r__� I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I III I I I I I III I I I I iii"11111 I I I I I I I I I I I I -1_4_F_ I I I I I I I I I I I I I I I I -4_4_F_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -1-7-r-r---I-r- I I I I I I I I I I I I I I I I -r--7-r-r-r I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 1 _r I_7_r___I_ I I I I I I I I I I I I I I I I I I � r_r__7_r_r_r I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _I_J_1_L_ I I I I I I I I I I I I I I I I J_J_L_L__J_L_L I I I I I I I I I I I I I I I I _I_ I I I I I I I I I I I I I I I I 4_ __�_.{_F_F__�_}_F I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _r _I 7_r___1_7_r_r__ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I �_r_r_r I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1717 S. Boulder, Suite 3-T GRP Tulsa, OK 74119 Phone: (918) 587-4630 0.15 Twist --,--7--r -,-- --r--, L_J__ __L_J__1__L_ I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I __1__{ I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I --1- r--r--1----r--I--r--r- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I 1 I I I I I I I I I I I I I 1 1 I I 1 I I I I I I I I I I I I I I I I I I I I I I I I _1__4 _._F_-1__ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -1--r--r-7-- --r --I--r--r- I I I I I I I I I I I I I I I I I I I I I I 1 I I 1 I I I I I• I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 77034.008.01- FL WEST FORT PIERCE, FL (BU# 81381 Rountl FW Feed Line Distribution Chart 0' - 250' MPIn Face AWe Out Face - _ _. _ Truss Leg W Face A --------------- ________________ ________ a ffi -- - -- -- - -- -- - -- Ya w' w w^ w m m O j v N ri F ( Face B -- -- --- __ ------ ------ ______ ______ ----- ----- _____ ____ ------ ------ ______ ------ -- --- __ __ ? m ^ � U Y 3 Face C --------------- ---- - - ---------L ---------------------- -- E u ____W _________ m m c i p5 V B+T Gldrouite 300 p 77034.008.01- FL WEST FORT 1717 S. Bouer, SuPr?- 3•T G.v Tulsa, OK 74119 o"en` Crown Castle IDiawn trj Kiren Phone: (918) 587-4630 CO4e' TIA-222-H oale:0123119 Nib ' tnxTower d Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 1 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle %Clran FAX..- (918) 295-0265 Tower Input Data The main tower is a 3x free standing tower with an overall height of 250' above the ground line. The base of the tower is set at an elevation of 0' above the ground line. The face width of the tower is 6' at the top and 30' at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower base elevation above sea level: 19'. Basic wind speed of 157 mph. Risk Category H. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0'. Deflections calculated using a wind speed of 60 mph. TIA-222-H Annex S. Pressures are calculated at each section. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used: ICes(F,) = 0.95. Stress ratio used in tower member design is 1.05. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clem Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Ann Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Ignore KL/ry For 60 Deg. Angle Legs Use ASCE 10 X-Brace Ly Rules J Calculate Redundant Bracing Forces Ignore Redundant Members in FEA 4 SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation J Consider Feed Line Torque 4 Include Angle Block Shear Check Use TIA-222-H Bracing Resist. Exemption Use TIA-222-H Tension Splice Exemption I Poles I Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Comer Radii Are Known tnxTower Job 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Project B+T Group 1717 S. Boulder, Suite 300 Client Tulsa, OK 74119 Phone: (918) 587-4630 Crown Castle Wind 180 Lea A Wind 90 QaoP e� Leg C Z Leg B Face C Wind Normal Triangular Tower 2 of 39 r Date 14:12:19 01/23/19 Designed by Kiran Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections T1 250'-240' 6' 1 10, 12 240'-220' - 6'- 1 20, T3 220'-200' 8' 1 20' T4 200'-180' 10, 1 20' T5 180'-160' 12' 1 20' T6 160'-140' 14' 1 20' T7 140'-120' 16' 1 20' T8 120'-I00' 18, 1 20' T9 100'-80' 20' 1 20' T10 80'-60' 22' 1 20' Tll 60'40' 24' 1 20' TI2 40'-20' 26 1 20' T13 20'-0' 28' 1 20' 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'-240' 5' XBrace No No 0.000 0.000 T2 240'-220' 6'8" X Brace No No 0.000 0.000 t MJob xTower Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 3 of 39 B+T Group Project Date 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone., (918)587-4630 Crown Castle Kiran FAX.- (918) 295-0165 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End Jt 11 Panels in in T3 220'-200' 6'8" XBrace No No 0.000 0.000 T4 200'-180' 68" XBrace No No 0.000 0.000 T5 180'-160' 5' Double K No Yes 0.000 0.000 T6 160'-140' 5' Double K No Yes 0.000 0.000 '17 140'-120' 5' Double K No Yes 0.000 0.000 T8 120'-100' 5' Double K No Yes 0.000 0.000 T9 100'-80' 5' Double K No Yes 0.000 0.000 T10 80'-60' 10, Double Kl No Yes 0.000 0.000 Tit 60'40' 10, Double Kl No Yes 0.000 0.000 T12 40'-20' to, Double Kl No Yes 0.000 0.000 T13 20'-0' 10, Double Kl No Yes 0.000 0.000 Tower Section Geometry cont'd Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation ft Type Sue Grade Type Size Grade Tl 250'-240' Solid Round 2 A572-50 Equal Angle L2x2x3/16 A36 (50 ksi) (36 ksi) T2 240'-220' Solid Round 2 1/2 A572-50 Equal Angle L2 1/2x2 1/2x3/16 A36 (50 ksi) (36 ksi) T3 220'-200' Solid Round. 3 A572-50 Equal Angle L2.1/2x2 1/20/16 A36 (50 ksi) (36 ksi) T4 200'-180' Solid Round 3 1/4 A572-50 Equal Angle L3x3x3/16 A36 (50 ksi) (36 ksi) T5180'-160' Solid Round 31/4 A572-50 Double Angle 2L21/2x2120/16x3/8 A36 (50 ksi) (36 ksi) T6160'-140' Solid Round 31/2 A572-50 Double Angle 2L212x2120/160/8 A36 (50 ksi) (36 ksi) T7 140'-120' Solid Round 3 3/4 A572-50 Double Angle 2L2 12x2 12x3/16x3/8 A36 (50 ksi) (36 ksi) T8 120'-100' Solid Round 4 A572-50 Double Angle 21,300/160/8 A36 (50 ksi) (36 ksi) T9100'-80' Solid Round 4IA A572-50 Double Angle 21,30x5/160/8 A36 (50 ksi) (36 ksi) T10 80'-60' Solid Round 4 12 A572-50 Double Angle 21,300/160/8 A36 (50 ksi) (36 ksi) T11 60'-40' Solid Round 4 3/4 A572-50 Double Angle 2L3x3x3/16x3/8 A36 (50 ksi) (36 ksi) T1240'-20' Solid Round 43/4 A572-50 Double Angle 2L3x3xl/4x3/8 A36 (50 ksi) (36 ksi) T1320'-0' Solid Round 5 A572-50 Double Angle 2L3x3xl/4x3/8 A36 (50 ksi) (36 ksi) Tower Section Geometry cont'd Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type ft Site Grade Type Size Grade T1250'-240' Single Angle L2x2x3/16 A36 Flat Bar A36 (36 ksi) (36 ksi) mxTower Job 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 4 of 39 r B+T Group Project Date 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Client Designed by Tulsa, OK 74119 Phone: (918) 5874630 Crown Castle Kiran FAX.- (918) 295-0265 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 Jl Girts T5 I80'-160' None Flat Bar A36 Equal Angle L2x2x3/16 A36 (36 ksi) (36 ksi) T6160'-140' None Flat Bar A36 Equal Angle L212x212x3/16 A36 (36 ksi) (36 ksi) '17140'-120' None Flat Bar A36 Equal Angle L3x3x3/16 A36 (36 ksi) (36 ksi) T8120'-100' None Flat Bar A36 Equal Angle L3x3x3/16 A36 (36 ksi) (36 ksi) T9100'-80' None Flat Bar A36 Equal Angle L3x3xl/4 A36 (36 ksi) (36 ksi) T1080'-60' None Flat Bar A36 Double Angle 2L2 1/2x2 1/2x3/16x3/8 A36 (36 ksi) (36 ksi) T1160'40' None Flat Bar A36 Double Angle 2L212x212x3/16x3/8 A36 (36 ksi) (36 ksi) T1240'-20' None Flat Bar A36 Double Angle 2L212x2120/160/8 A36 (36 ksi) (36 ksi) T1320'-0' None Flat Bar A36 Double Angle 2L3x3x3/16x3/8 A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Sue Horizontal Type Grade Grade T5 180'-160' , Single Angle A36 Equal Angle L2x2x3/16 A36 (36 ksi) (36 ksi) T6160'-140' Single Angle A36 Equal Angle L2x2x3/16 A36 (36 ksi) (36 ksi) T7140'-120' Single Angle A36 Equal Angle L212x212x3/16 A36 (36 ksi) (36 ksi) T8120'-100' Single Angle A36 Equal Angle L2 1/2x2 1/2x3/16 A36 (36 ksi) (36 ksi) T9100'-80' Single Angle A36 Equal Angle L3x3x3/16 A36 (36 ksi) (36 ksi) T10 80'-60' Single Angle A36 Double Angle 2L2x2x3/16x3/8 A36 (36 ksi) (36 ksi) T1160'30' Single Angle A36 Double Angle 2L2x2x3/16x3/8 A36 (36 ksi) (36 ksi) T1240'-20' Single Angle A36 Double Angle .2L212x21/20/160/8 A36 (36 ksi) (36 ksi) T13 20'-0' Single Angle A36 Double Angle 21,2 12x2 12x3/16x3/8 A36 (36 ksi) (36 ksi) ' tnxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 5 of 39 Project Date B+T Group 1717S. Boulder, Suite300 14:12:19 01/23/19 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 Crown Castle - f(If2n FAX.. (918) 295-0265 Tower Section Geometry cont'd Tower Redundant Redundant Redundant KFactor Elevation Bracing Type Size Grade (36 ksi) Diagonal (1) Double Angle 2L2x2x3/16x3/8 1 Hip (1) Equal Angle L2 1/2x2 1/2x3/16 1 T11 60'-40' A36 Horizontal (1) Double Angle 2L2x2x3/16x3/8 l (36 ksi) Diagonal (1) Double Angle 2L2x2x3/16x3/8 1 Hip (1) Equal Angle L2 1/2x2 1/2x3/16 1 T1240'-20' A36 Horizontal (1) Double Angle 2L2x2x3/16x3/8 1 (36 ksi) Diagonal (I) Double Angle 2L2x2x3/16x3/8 1 Hip (1) Equal Angle L21/2x2120/16 1 T1320'-0' A36 Horizontal (1) Double Angle 2L2x2x3/16x3/8 I (36 ksi) Diagonal (1) Double Angle 2L2x2x3/16x3/8 I Hip (1) Equal Angle L212x212x3/16 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 Aj Factor Stitch Bolt Stitch Bolt Stitch Bolt (perface) A, Spacing Spacing Spacing Diagonals Horizontals Redundant, R liein in in in T1250'-240' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T2 240'-220' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T3 220'-200' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T4200'-180' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T5 180'-160' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T6 160'-140' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T7140'-120' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T8 120'-100' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T9100'-80, 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt. (36 ksi) T10 80'-60' 0.000 0.000 A36 1.05 1 1.05 46.140 Mid -Pt Mid -Pt (36 ksi) T1160'40' 0.000 0.000 A36 1.05 1 1.05 48A60 Mid -Pt Mid -Pt (36 ksi) TI240'-20' 0.000 0.000 A36 1.05 1 1.05 50.890 Mid -Pt Mid -Pt (36 ksi) T13 20'-0' 0.000 0.000 A36 1.05 I 1.05 53.340 Mid -Pt Mid -Pt (36 ksi) Tower Section Geometry cont'd KFactors' tnxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 6 of 39 . B+T Group Project Date 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone. (918) 587-4630 Crown Castle Klran FAX: (918) 295-0265 Tower Elevation fit Cale K Single Angles Cale K Solid Rounds Legs X Brace Diags X Y K Brace Diags X Y Single Diags X Y Girts X Y Hark. X Y Sec. Horiz. X Y Inner Brace X Y T1250'-240' Yes Yes 1 1 1 1 1 1 I 1 1 1 1 l 1 I 1 T2 240'-220' Yes Yes 1 1 1 1 1 1 I I 1 1 1 l 1 I l T3 220'-200' Yes Yes 1 1 1 1 l 1 I I 1 1 1 1 I I l T4200'-180' Yes Yes 1 1 1 1 1 1 I l 1 1 1 1 1 I l T5180'-160' Yes Yes 11 1 1 1 1 1 1 I 1 1 I 1 1 I l T6160'-140' Yes Yes 1 1 1 I 1 1 1 I 1 1 1 1 I 1 1 T7140'-120' Yes Yes 1 I 1 I 1 I I 1 1 1 1 1 I I 1 T8120'-100' Yes Yes 1 1 1 I 1 1 I 1 1 1 I 1 1 I 1 T9100'-80, Yes Yes 1 l 1 I 1 I 1 1 l I I 1 I 1 1 T10 80'-60' No Yes 1 1 L 1 1 1 1 1 1 0.5 1 1 1 1 1 T1160'-40' No. Yes I 1 1 1 I 1 1 1 1 0.5 1 1 1 1 1 T1240'-20' No Yes I 1 1 1 1 1 1 I 1 0.5 1 1 1 1 I T1320'-0' No Yes 1 1 1 1 1 1 1 1 1 0.5 1 1 1 1 I 'Note., Kfactors are applied to member segment lengths. K-braces without inner supporting members will have the Kfactor in the out -of --plane directi the overall length Tower Section Geometry conf'd Tower Elevation n Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct ' in in in in TI 250'-240' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T2 240'-220' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T3 220'-200' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T4 200'-180' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T5 180'-160' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T6 160'-140' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T7 140'-120' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T8 120'-100' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T9 100'-80' 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 TIO 80'-60' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T11 60'40' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T12 40'-20' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T13 20'-0' 1 0.000 1 1 0.000 0.75 1 0.000 0.75 1 0.000 0.75 1 0.000 0.75 1 0.000 0.75 1 0.000 0.75 r tnxTower ob d 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 7 of 39 B+T Group 1717 S. Boulder, Suite 300 Project Date 14:12:19 01 /23119 Tulsa, OK 74119 Phone., (918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by Kiran Tower Section Geometry cont'd Tower Elevation ft Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size No. Bolt Size Na Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No.. in in in in in in in T1 250'-240' Flange 0.625 4 0.625 2 0.625 1 0.000 0 0.625 0 0.000 0- 0.625 0 A325N A325N A325N A325N A325N A325N A325N T2 240'-220' Flange 0.625 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N T3 220'-200' Flange 0.875 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N T4 200'-180' Flange 1.000 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N T5 180'-160' Flange 1.000 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T6 160'-140' Flange 1.000 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T7 140'-120' Flange 1.125 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T8 120'-100' Flange 1.250 6 0,625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T9 100'-80, Flange 1.250 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 I 0.625 1 A325N A325X A325N A325N A325N A325N A325N TIO 80'-60' Flange 1.375 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 I A325N A325N A325N A325N A325N A325N A325N T11 60'-40' Flange . 1.500 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 10.625 I A325N A325N A325N A325N A325N A325N A325N T1240'-20' Flange 1.500 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 I 0.625 I A325N A325N A325N A325N A325N A325N A325N T13 20'-0' Flange 2.250 0 0.625 2 0.000 0 0.000 0 0.625 0 0.625 I 0.625 I A36 A325N A325N A325N A325N I A325N A325N Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Exclude Component Placement Face Lateral # 4 Clear Width or Perimeter Weight or Shield From Type Offset Offset Per Spacing Diameter Leg Torque ft in (Frac FW) Row in in in ldf Calculation LDF7-50A(1- B No 5/8) (E) Feedline B No Ladder(At) (E) s*K-- LCF158-50J(1 A No -5/8) (E) LCF158-50J(1 A No -5/8) (E) LCF158-50J(1 A No -5/8) (E) LCF158-50J(1 A No No At (CaAa) 243' - 0' 0.000 0.4 13 7 0.850 1.980 0.750 No Af (CaAa) 243' - 0' 0.000 0.4 1 1 3.000 3.000 No At (CaAa) 143' - 0' 0.000 -0.45 2 2 0.850 2.010 0.750 No At (CaAa) 143' - 0' 0.000 -0.4 5 4 0.850 2.010 0.750 No Ar (CaAa) 143' - 0' 0.000 -0.36 3 1 0.850 2.010 0.750 No At (CaAa) 143' - 0' 0.000 -0.34 2 2 0.850 2.010 0.001 0.008 0.001 0.001 0.001 0.001 tnxTower Job 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 8 of 39 Project Date j3+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Client Designed by Tulsa, 0K74119 Phone: (918) 5874630 Crown Castle Kiran FAX (918) 295-0265 Description Face Allow Exclude Component Placement Face Lateral # 4 Clear Width or Perimeter Weight or Shield From Type Q$set Offset Per Spacing Diameter Leg Torque ft in (Frac FW) Row in in in k!f WR-VG86ST- A No No At (CaAa) 143'-0' 0.000 -0.32 6 4 0.850 0.795 0.001 BRD(3/4) 0.750 (2E+4P) FB-L98B-034- A No No Ar (CaAa) 143' - 0' 3.000 -0.32 4 4 0.850 0.394 0.000 XXX(3/8) 0.750 (3P+1P(5/16)) Feedline A No No Af (CaAa) 250' - 0' 0.000 -0.38 1 1 3.000 3.000 0.008 Ladder (At) (E) •rKtr TSZ 999 A No No At (CaAa) 130'- 0' 0.000 0.4 3 2 0.850 1.039 0.001 066/.XXXA4-8 0.750 AWG(1-1/32) FIBER ONLY A No No Ar (CaAa) 130' - 0' 0.000 0.39 1 1 0.850 0.867 0.000 CABLE 0.750 48(7/8) (E) Feedline A No No Af (CaAa) 130' - 0' 0.000 0.42 1 1 3.000 3.000 0.008 Ladder (At) ' (E) •rK** Climbing B No No Af (CaAa) 250' - 0' 0.000 0 1 1 3.840 3.840 0.005 Ladder ( Flat) (E) Safety Line B No No Ar (CaAa) 250' - 0' 0.000 0 1 1 0.375 0.375 0.000 3/8 (E) RtK** Feedline C No No At (CaAa) 145' - 0' 0.000 -0.4 1 1 3.000 3.000 0.008 Ladder (At) (Empty) Feedline C No No At (CaAa) 145'-0' 0.000 -0.425 1 1 3.000 3.000 0.008 Ladder (At) (Empty) ssK** Light Chord C No No At (CaAa) 125' - 0' 0.000 0.5 2 2 0.500 0.630 0.000 (E) Light Chord C No No At (CaAa) 250' - 125' 0.000 0.5 1 1 0.500 0.630 0.000 (E) ssKia Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Component Placement Total CAAA Weight or Shield From Type Number Leg Torque ft fr=/ft klf Calculation ♦sKsa tnxTower Job 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 9 of 39 Project Date 14:12:19 01 /23/19 B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: (918) 5874630 FAX. (918) 295-0165 Client Crown Castle Designed by Kiran Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft: fP fJY it, K Tl 250'-240' A 0.000 0.000 5.000 0.000 0.084 B 0.000 0.000 15.997 0.000 0.107 C 0.000 0.000 0.630 0.000 0.002 T2 240'-220' A 0.000 0.000 10.000 0.000 0.168 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 1.260 0.000 0.003 73 220'-200' A 0.000 0.000 10.000 ' 0.000 0.168 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 1.260 0.000 0.003 T4 200'-180' A 0.000 0.000 10.000 0.000 0.168 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 1.260 0.000 0.003 T5 180'-160' A 0.000 0.000 10.000 0.000 0.168 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 1.260 0.000 0.003 T6 160'-140' A 0.000 0.000 19.139 0.000 0.212 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 6.260 0.000 0.087 T7 140'-120' A 0.000 0.000 79.914 0.000 0.571 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 21.575 0.000 0.340 T8 120'-100, A 0.000 0.000 88.898 0.000 0.679 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 22.520 0.000 0.342 T9 100'-90, A 0.000 0.000 88.898 0.000 0.679 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 22.520 0.000 0.342 T10 80'-60' A 0.000 0.000 88.898 0.000 0.679 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 22.520 0.000 0.342 T11 60'40' A 0.000 0.000 88.898 0.000 0.679 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 22.520 0.000 0.342 T12 40'-20' A 0.000 0.000 88.898 0.000 0.679 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 22.520 0.000 0.342 T13 20'-0' A 0.000 0.000 88.898 0.000 0.679 B 0.000 0.000 75.030 0.000 0.482 C 0.000 0.000 22.520 0.000 0.342 Feed Line Center of Pressure Section Elevation CPx Cps CPx CPe Ice ice 11 in in in in TI 250'-240' 1.935 1.902 1.935 1.902 72 240'-220' 7.981 5.424 7.970 5.417 T3 220'-200' 9.149 6.532 9.042 6.459 T4 200'-180' 9.321 7.002 9.186 6.902 T5 180'-160' 11.094 8.428 10.923 8.301 T6 160'-140' 8.876 10.922 8.717 10.728' T7 140'-120' -4.476 14.315 4.404 14.087 T8 120'-100' -4.982 11.657 4.897 11.458 T9 100'-80' -5.225 12.385 -5.124 12.142 tnxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 10 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23119 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX.' (918) 295-0165 Section Elevation CPx CPz CPx CPz Ice Ice JT in in in , in T10 80'-60' -6.055 14.293 -5.902 13.932 T11 60'-40' -6.338 15.097 -6.166 14.685 T12 40'-20' -6.596 15.842 -6.444 15.471 T13 20'-0' -6.711 16.272 -6.565 15.911 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Kv No Ice Kv Ice Tl 2 LDF7-50A(1-5/8) 240.00- 0.6000 0.6000 243.00 T1 4 Feedline Ladder(Af) 240.00- 0.6000 0.6000 243.00 T1 16 Feedline Ladder (All 240.00- 0.6000 0.6000 250.00 T1 22 Climbing Ladder (Flat) 240.00- 0.6000 0.6000 250.00 T1 23 Safety Line 318 240.00- 0.6000 0.6000 250.00 Tl 29 Light Chord 240.00- 0.6000 0.6000 250.00 T2 2 • LDF7-50A(1-5/8) 220.00- 0.6000 6.6000 240.00 T2 4 Feedline Ladder(Af) 220.00- 0.6000 0.6000 240.00 T2 16 Feedline Ladder (Al) 220.00- 0.6000 0.6000 240.00 72 22 Climbing Ladder ( Flat) 220.00- 0.6000 0.6000 240.00 T2 23 Safety Line 3/8 220.00- 0.6000 0.6000 240.00 T2 29 Light Chord 220.00- 0.6000 0.6000 240.00 T3 2 LDF7-50A(1-5/8) 200.00- 0.6000 0.6000 220.00 T3 4 Feedline Ladder(Af) 200.00- 0.6000 0.6000 220.00 T3 16 Feedline Ladder (At) 200.00- 0.6000 0.6000 220.00 T3 22 Climbing Ladder (Flat) 200.00- 0.6000 0.6000 220.00 T3 23 Safety Line 3/8 200.00- 0.6000 0.6000 220.00 T3 29 Light Chard 200.00- 0.6000 0.6000 220.00 T4 2 LDF7-50A(1-5/8) 180.00- 0.6000 0.6000 200.00 T4 4 Feedline Ladder (Al) 180.00 - 0.6000 0.6000 200.00 Ti 16 Feedline Ladder (Al) 180.00 - 0.6000 0.6000 200.00 T4 22 Climbing Ladder ( Flat) 180.00 - 0.6000 0.6000 200.00 T4 23 Safety Line 3/8 180.00 - 0.6000 0.6000 200.00 MxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 11 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK74119 Client Designed by Phone: (918) 5874630 Crown Castle Kiran FAX: (918) 295-0265 Traver Section Feed Line BecordNo. Description Feed Line Segment El". K. No Ice K. Ice T4 29 Light Chord 180.00- 0.6000 0.6000 200.00 TS 2 LDF7-50A(1-5/8) 160.00- 0.6000 0.6000 180.00 T5 4 Feedline Ladder (At) 160.00- 0.6000 0.6000 180.00 T5 16 Feedline Ladder (At) 160.00- 0.6000 0.6000 180.00 T5 22 Climbing Ladder ( Flat) 160.00- 0.6000 0.6000 180.00 T5 23 Safety Line 318 160.00- 0.6000 0.6000 180.00 T5 29 Light Chord 160.00- 0.6000 0.6000 180.00 T6 2 LDF7-50A(1-5/8) 140.00- 0.6000 0.6000 160.00 T6 4 Feedline Ladder (At) 140.00- 0.6000 0.6000 160.00 T6 6 LCF158-50J(1-5/8) 140.00- 0.6000 0.6000 143.00 T6 7 LCF158-50J(1-5/8) 140.00- 0.6000 0.6000 143.00 T6 8 LCF158-SOJ(1-5/8) 140.00- 0.6000 0.6000 143.00 T6 9 LCF158-50J(1-5/8) 140.00- 0.6000 0.6000 143.00 T6 10 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000 143.00 T6 14 FB-L98B-034-XXX(3/8) 140.00- 0.6000 0.6000 143.00 T6 16 Feedline Ladder (Af) 140.00- 0.6000 0.6000 160.00 T6 22 Climbing Ladder ( Flat) 140.00- 0.6000 0.6000 160.00 T6 23 Safety Line 3/8 140.00- 0.6000 0.6000 160.00 T6 25 Feedline Ladder (At) 140.00- 0.6000 0.6000 145.00 T6 26 Feedline Ladder (At) 140.00- 0.6000 0.6000 145.00 T6 29 Light Chord 140.00- 0.6000 0.6000 160.00 T7 2 LDF7-50A(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 4 Feedline Ladder (At) 120.00- 0.6000 0.6000 140.00 T7 6 LCF158-50J(1-5/8) 120.00- 0.6000 0.60,00 140.00 17 7 LCF158-SOJ(1-58) 120.00- 0.6000 0.6000 140.00 T7 8 LCF158-50J(1-5/8) 120.00- 0.6000 0.6000 140.00 T7 9 LCF158-50J(1-5/8) 120.00- 0.6000 0.6000 140.00 17 10 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140.00 T7 14 FB-L98B-034-XXX(3/8) 120.00- 0.6000 0.6000 140.00 T7 16 Feedline Ladder (At) 120.00-1 0.60001 0.6000 140.00 T7 18 TSZ 999 120.00 - 0.6000 0.6000 066/) 130.00 ' tnxTower Job Page 1 77034.008.0.1 - FL WEST FORT PIERCE, FL (BU# 813812) 12 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone. (918) 5874630 Crown Castle Kiran FAX.- (918) 295-0265 Tower Section Feed Line Record No. Description Feed Line SegmentElev. K. No Ice K. Ice T7 19 FIBER ONLY CABLE 120.00- 0.6000 0.6000 48(7/8) 130.00 17 20 Feedline Ladder (At) 120.00- 0.6000 0.6000 130.00 T7 22 Climbing Ladder ( Flat) 120.00- 0.6000 0.6000 140.00 T7 23 Safety Line 3/8 120.00- 0.6000 0.6000 140.00 T7 25 Feedline Ladder (At) 120.00- 0.6000 0.6000 140.00 T7 26 Feedline Ladder (Ali 120.00- 0.6000 0.6000 140.00 T7 28 Light Chord 120.00- 0.6000 0.6000 125.00 T7 29 Light Chord 125.00 - 0.6000 0.6000 140.00 T8 2 LDF7-50A(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 4 Feedline Ladder (At) 100.00- 0.6000 0.6000 120.00 T8 6 LCF158-50J(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 7 LCF158-50J(1-5/8) 100.00- M000 0.6000 120.00 T8 8 LCF158-50J(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 9 LCF158-50J(1-5/8) 100.00- 0.6000 0.6000 120.00 T8 10 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000 120.00 T8 14 FB-L98B-034-XXX(3/8) 100.00- 0.6000 0.6000 120.00 T8 16 Feedline Ladder(Af) 100.00- 0.6000 0.6000 120.00 T8 18 TSZ 999 100.00- 0.6000 0.6000 066/X7CGt4-8AWG(1-l/32) 120.00 T8 19 FIBER ONLY CABLE 100.00- 0.6000 0.6000 48(7/8) 120.00 T8 20 Feedline Ladder(At) 100.00- 0.6000 0.6000 120.00 T8 22 Climbing Ladder ( Flat) 100.00- 0.6000 0.6000 120.00 T8 23 Safety Line 3/8 100.00- 0.6000 0.6000 120.00 T8 25 Feedline Ladder (At) 100.00- 0.6000 0.6000 120:00 T8 26 Feedline Ladder (An 100.00- 0.6000 0.6000 120.00 T8 28 Light Chord 100.00- 0.6000 0.6000 120.00 T9 2 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T9 4 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T9 6 LCF158-50J(1-5/8) 80.00 - 100.00 0.6000 0.6000 T9 7 LCF158-50J(1-5/8) 80.00 - 100.00 0.6000 0.6000 T9 8 LCF158-50J(1-5/8) 80.00-100.00 0.6000 0.6000 T9 9 LCF158-50J(1-5/8) MOO-100.00 0.6000 0.6000 T9 10 WR-VG86ST-BRD(3/4) 80.00-100.00 0.6000 0.6000 T9 14 FB-L98B-034-XXX(3/8) 80.00-100.00 0.6000 0.6000 T9 16 Feedline Ladder(Af) 80.00-100.00 0.6000 0.6000 T9 18 TSZ 999 80.00-100.00 0.6000 0.6000 066/,ND0C 4-8AWG(1-1/32) T9 19 FIBER ONLY CABLE 80.00 - 100.00 0.6000 0.6000 b- t% x oweN Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 13 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX (918)295-0265 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K No Ice & Ice 48(7/8) T9 20 Feedline Ladder (At) 80.00- 100.00 0.6000 0.6000 T9 22 Climbing Ladder ( Flat) 80.00 - 100.00 0.6000 0.6000 T9 23 Safety Line 3/8 90.00- 100.00 0.6000 0.6000 T9 25 Feedline Ladder (At) 80.00 - 100.00 0.6000 0.6000 T9 26 Feedline Ladder (At) 90.00 - 100.00 0.6000 0.6000 T9 28 Light Chord 80.00 - I00.00 0.6000 0.6000 T10 2 LDF7-50A(1-5/8) 60.00-80.00 0.6000 0.6000 T10 4 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T10 6 LCF158-50J(1-5/8) 60.00-80.00 0.6000 0.6000 T10 7 LCFI58-50J(1-5/8) 60.00-80.00 0.6000 0.6000 T10 8 LCF158-50J(1-5/8) 60.00-80.00 0.6000 0.6000 T10 9 LCF158-50J(1-5/8) 60.00-80.00 0.6000 0.6000 T10 10 WR-VG86ST-BRD(3/4) 60.00-80.00 0.6000 0.6000 T10 14 FB-L98B-034-XXX(3/8) 60.00- 80.00 0.6000 0.6000 T10 16 Feedline Ladder (At) 60.00 - 90.00 0.6000 0.6000 TIO 18 TSZ 999 60.00 - 80.00 0.6000 0.6000 066/XXXM-8AWG(1-1132) TI O 19 FIBER ONLY CABLE 60.00 - 80.00 0.6000 0.6000 48(7/8) T10 20 Feedline Ladder (At) 60.00 - 80.00 0.6000 0.6000 Tl0 22 Climbing Ladder ( Flat) 60.00 - 80.00 0.6000 0.6000 TI O 23 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 T10 25 Feedline Ladder (At) 60.00 - 80.00 0.6000 0.6000 T10 26 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T10 28 Light Chord 60.00 -80.00 0.6000 0.6000 Tit 2 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 Tl1 4 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 Tit 6 LCFI58-50J(1-5/8) 40.00-60.00 0.6000 0.6000 Tit 7 LCF158-50J(1-5/8) 40.00-60.00 0.6000 0.6000 Tit 8 LCF158-50J(1-5/8) 40.00-60.00 0.6000 0.6000 Tit 9 LCF158-50J(1-5/8) 40.00-60.00 0.6000 0.6000 Tit 10 WR-VG86ST-BRD(3/4) 40.00-60.00 0.6000 0.6000 Tit 14 FB-L98B-034-XXX(3/8) 40.00-60.00 0.6000 0.6000 Tit 16 Feedline Ladder (At) 40.00 - 60.00 0.6000 0.6000 Tit 18 TSZ 999 40.00 - 60.00 0.6000 0.6000 066/XXXM-8AWG(1-1/32) Tl l 19 F113ER ONLY CABLE 40.00 - 60.00 0.6000 0.6000 48(7/8) Tl1 20 Feedline Ladder (At) 40.00 - 60.00 0.6000 0.6000 Tl l 22 Climbing Ladder ( Flat) 40.00 - 60.00 0.6000 0.6000 Tl I 23 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000 Tl l 25 Feedline Ladder (Ai) 40.00 - 60.00 0.6000 0.6000 Tl I 26 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T11 28 Light Chord 40.00 -60.00 0.6000 0.6000 T12 2 LDF7-50A(1-5/8) 20.00-40.00 0.6000 0.6000 T12 4 Feedline Ladder (Af) 20.00-40.00 0.6000 0.6000 T12 6 LCFI58-50J(1-5/8) 20.00-40.00 0.6000 0.6000 T12 7 LCFI58-50J(1-5/8) 20.00-40.00 0.6000 0.6000 T12 8 LCFI58.50J(1-5/8) 20.00-40.00 0.6000 0.6000 T12 9 LCFI58-50J(1-5/8) 20.00-40.00 0.6000 0.6000 T12 10 WR-VG86ST-BRD(3/4) 20.00-40.00 0.6000 0.6000 T12 14 FB-L98B-034-XXX(3/8) 20.00-40.00 0.6000 0.6000 T12 16 Feedline Ladder (At) 20.00 - 40.00 0.6000 0.6000 T12 18 TSZ 999 20.00-40.00 0.6000 0.6000 066/XXXM-8A WG(1-1/32) T12 19 FIBER ONLY CABLE 20.00 - 40.00 0.6000 0.6000 48(7/8) T12 20 Feedline Ladder (At) 20.00 - 40.00 0.60001 0.6000 T12 22 Climbing Ladder (Flat) 20.00 - 40.00 0.60001 0.6000 T12 23 Safety Line 3/8 20.00 - 40.00 0.60001 0.6000 T12 25 Feedline Ladder (Af) 20.00 - 40.001 0.60001 0.6000 tnxTower Job Page ' 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 14 of 39 B+T Grotip Project Date 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Client Designed by Tulsa, OK 74119 Phone: (918)587-4630 Crown Castle Kiran FAX (918) 295-0265 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice T12 26 Feedline Ladder (Al) 20.00 - 40.00 0.6000 0.6000 T12 28 Light Chord 20.00-40.00 0.6000 0.6000 T13 2 LDF7-50A(1-5/8) 0.00-20.00 0.6000 0.6000 T13 4 Feedline Ladder (Ai) 0.00 - 20.00 0.6000 0.6000 T13 6 LCF158-50J(1-5/8) 0.00-20.00 0.6000 0.6000 T13 7 LCF158-50J(1-5/8) 0.00-20.00 _ 0.6000 0.6000 T13 8 LCF158-50J(1-5/8) 0.00 -20.00 0,6000 0.6000 T13 9 LCF158-50J(1-5/8) 0.00 -20.00 0.6000 0.6000 T13 10 WR-VG86ST-BRD(3/4) 0.00-20.00 0.6000 0.6000 T13 14 FB-L98B-034-XXX(3/8) 0.00-20.00 0.6000 0.6000 T13 16 Feedline Ladder(Af) 0.00-20.00 0.6000 0.6000 T13 18 TSZ 999 0.00-20.00 0.6000 0.6000 066/XRXM-8AW G(I-1/32) T13 19 FIBER ONLY CABLE 0.00 - 20.00 0.6000 0.6000 48(7/8) T13 20 Feedline Ladder (At) 0.00 - 20.00 0.6000 0.6000 T13 22 Climbing Ladder ( Flat) 0.00 - 20.00 0.6000 0.6000 T13 23 Safety Line 3/81 0.00 - 20.00 0.6000 0.6001 T13 25 Feedline Ladder (A0 0.00 - 20.00 0.6000 0.6000 T13 26 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T131 28 LightChordl 0.00 - 20.00 0.6000 0.6000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Hom Adjustment Front Side Leg Lateral Vert it op ft' ft' K n R Flash Beacon Lighting C From Leg 0.000 0.000 249'6" No Ice 2.700 2.700 0.050 (E) 0' 1' Side Lighting A From Leg 0.500 0.000 125' No Ice 0.133 0.133 0.005 (E) 0' 0' Side Lighting B From Leg 0.500 0.000 125' No Ice 0.133 0.133 0.005 (E) 0' 0' Side Lighting C From Leg 0.500 0.000 125' No Ice 0.133 0.133 0.005 (E) 0' 0' "K" 4' Dipole B From Leg 1.000 0.000 234' No Ice 1.393 1.393 0.035 (E-PER PHOTO AND TIA) 0' 0' 4' Dipole A From Leg 1.000 0.000 215' No Ice 1.393 1.393 0.035 (E-PER PHOTO AND TIA) 0' 0' 4' Dipole B From Leg 1.000 0.000 191, No Ice 1.393 1.393 0.035 (E-PER PHOTO AND TIA) 0' 0' 4' Dipole A From Leg 1.000 0.000 177' No Ice 1.393 1.393 0.035 (E-PER PHOTO AND TIA) 0' tnxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 15 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX (918) 295-0265 Description Face Offset Offsets: Azimuth Placement CAA. CAAA Weight or Type Hors Adjustment Front Side Leg Lateral Vert ft ft fF ftr K R R 0' (2)X7CQAP-665-VRO A From Leg 4.000 0.000 243' No Ice 9.549 5.458 0.045 (E) 0' (2)X7CQAP-665-VRO 13 From Leg 1' 4.000 0.000 243' No Ice 9.549 5.458 0.045 (E) 0' 1' (2)X7CQAP-665-VRO C From Leg 4.000 0.000 243' No Ice 9.549 5.458 0.045 (E) 0, 1' (2) E15R05P19 A From Leg 4.000 0.000 243' No Ice 0.941 0.608 0.023 (E) 0' 1' (2) E15R05PI9 B From Leg 4.000 0.000 243' No Ice 0.941 0.608 0.023 (E) 0, 1' (2) E15R05PI9 C From Leg 4.000 0.000 243' No Ice 0.941 0.608 0.023 (E) 0' 1' RRUS12/RRUSA2 A From Leg 4.000 0.000 243' No Ice 3.143 1.835 0.072 (E) 0' 1' RRUS12/RRUS A2 B From Leg 4.000 0.000 243' No Ice 3.143 1.835 0.072 (E) 0' 1' RRUS12/RRUS A2 C From Leg 4.000 0.000 243' No Ice 3.143 1.835 0.072 (E) 0' l' (2) DBC-7CAP A From Leg 4.000 0.000 243' No Ice 0.613 0.116 0.007 (E) 0' 0' (2) DBC-7CAP B From Leg 4.000 0.000 243' No Ice 0.613 0.116 0.007 (E) 0' 0' (2) DBC-7CAP C From Leg 4.000 0.000 243' No Ice 0.613 0.116 0.007 (E) 0' 0' RXXDC-3315-PF-48 B From Leg 4.000 0.000 243' No Ice 3.708 2.192 0.032 (E) 0' 1' 6' is 2" Mount Pipe A From Leg 4.000 0.000 243' No Ice 1A25 1.425 0.022 (E) 0' 0' 6' x 2" Mount Pipe B From Leg 4.000 0.000 243' No Ice 1.425 1A25 0.022 (E) 0' o' 6' x 2" Mount Pipe C From Leg 4.000 0.000 243' No Ice 1.425 LA25 0.022 (E) 0' 0' Sector Mount ISM 402-3] (E-2MP Per Sec) •�X*r DC6-48-60-18-8F (E) (3) SBNHH-ID85B w/ C None A From Leg 4.000 0' 3' A From Leg 4.000 0.000 243' No Ice 18.910 18.910 0.851 0.000 143' No Ice 0.917 0.917 0.019 0.000 143' No Ice 8.316 7.004 0.070 � r i tnxTower Job 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 16 of 39 ' B+T Group Project Date 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Client Designed by Tulsa, OK 74119 Phone: (918)587-4630 Crown Castle Kiran FAX.' (918) 295-0265 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft f1 ft' fl= K f1 ft Mount Pipe 0' (P) 3' (3) SBNHH-1D85B w/ C From Leg 4.000 0.000 143' No Ice 8.316 7.004 0.070 Mount Pipe 0' (P) 3' (2) B From Leg 4.000 0.000 143' No Ice 8.371 6.537 0.069 ET-X-UW-68-14-65-18-IIL-A 0' T w/ Mount Pipe 3' (P) 80010965K w/ Mount Pipe B From Leg 4.000 0.000 143' No Ice 14.051 7.628 0.125 (P) 0' 3' RRUS 32 A From Leg 4.000 0.000 143' No Ice 2.857 1.777 0.055 (P) 0' 3' RRUS 32 B From Leg 4.000 0.000 143' No Ice 2.857 1.777 0.055 (P) 0' 3' RRUS 32 C From Leg 4.000 0.000 143' No Ice 2.857 1.777 0.055 (P) 0' 3' RRUS 4449 135B12 A From Leg 4.000 0.000 143' No Ice 1.968 1.408 0.071 (P) 0' 3' . RRUS 4449 135/1312 B From Leg 4.000 0.000 143' No Ice 1.968 1.408 0.071 (P) 0' 3' RRUS 4449 135B12 C From Leg 4.000 0.000 143' No Ice 1.968 IA08 0.071 (P) 0' 3' RRUS 8843 132B66A A From Leg 4.000 0.000 143' No Ice 1.639 1.353 0.072 (P) 0' 3' RRUS 8843 132/1366A B From Leg 4.000 0.000 143' No Ice 1.639 1.353 0.072 (P) 0' 3' RRUS 8843 132/1366A C From Leg 4.000 0.000 143' No Ice 1.639 1.353 0.072 (P) 0' 3' DC6-48-60-18-8C B From Leg 4.000 0.000 143' No Ice 2.737 2.737 0.026 (P) 0' 3' DC6-48-60-18-8C C From Leg 4.000 0.000 143' No Ice 2.737 2.737 0.026 (P) 0' 3' Sector Mount ISM 502-31 C None 0.000 143' No Ice 33.020 33.020 1.673 (E) w�Kt. TTTT65AP-IXRw/Mount A From Leg 4.000 0.000 130' No Ice 7.218 4.777 0.056 Pipe 0' (E) T =65AP-1XRw/Mount B From Leg 4.000 0.000 130' No Ice 7.218 4.777 0.056 Pipe 0' (E) 2' TTTT65AP-lXR w/ Mount C From Leg 4.000 0.000 130' No Ice 7218 4.777 0.056 Pipe 0' (E) 2' I)Z.. Tower J Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 17 of 39 Project Date B+T Group 1717S. Boulder, Suite 300 14:12:19 01/23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX (918) 295-0265 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft ft fi2 f+t K ft R APXVSPP l8-C w/ Mount A From Leg 4.000 0.000 130' No Ice 8.262 6.946 0.083 Pipe 0' (E) 2' APXVSPPI8-Cw/Mount B From Leg 4.000 0.000 130' No Ice 8.262 6.946 0.083 Pipe 0' (E) 2' APXVSPP19-C w/ Mount C From Leg 4.000 0.000 130' No Ice 8.262 6.946 0.083 Pipe 0' (E) 2' RRUS 31 B25 A From Leg 4.000 0.000 130' No Ice 1.623 1.279 0.056 (E) 0' 0' RRUS 31 B25 B From Leg 4.000 0.000 130' No Ice 1.623 1.279 0.056 (E) 0' 0' RRUS 31 B25 C From Leg 4.000 0.000 130' No Ice 1.623 1.279 0.056 (E) 0' 0' FZHJ-RRH A From Leg 4.000 0.000 130' No Ice 1.262 1.015 0.055 (E) 0' I' FZHJ-RRH B From Leg 4.000 0.000 130' No Ice 1.262 1.015 0.055 (E) 0' 1' FZHJ-RRH C From Leg 4.000 0.000 130' No Ice 1.262 1.015 0.055 (E) 0' 1' (3) ACU-A20-N A From Leg 4.000 0.000 130' No Ice 0.067 0.117 0.001 (E) 0' 0' (3) ACU-A20-N B From Leg 4.000 0.000 130' No Ice 0.067 0:117 0.001 (E) 0' 0' (3) ACU-A20-N C From Leg 4.000 0.000 130' No Ice 0.067 0.117 0.001 (E) 0' 0' RRUS-11 800MHZ A From Leg 4.000 0.000 130' No Ice 2.522 1.303 0.054 (E) 0' 3' RRUS-11 800MIlZ B From Leg 4.000 0.000 130' No Ice 2.522 1.303 0.054 (E) 0' 3' RRUS-11800NUIZ C From Leg 4.000 0.000 130' No Ice 2.522 1.303 0.054 (E) 0' 3' 800MHZ SMR FILTER A From Leg 4.000 0.000 130' No Ice 0.650 0.222 0.009 (E) 0' 3' 800MHZ SMR FILTER B From Leg 4.000 0.000 130' No Ice 0.650 0.222 0.009 (E) 0' 3' 80OMHZ SMR FILTER C From Leg 4.000 0.000 130' No Ice 0.650 0.222 0.009 (E) 0, 3' (2) 7'x2" Antenna Mount Pipe A From Leg 4.000 0.000 130' No Ice 1.663 1.663 0.026 (E) U' 0' tnxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 18 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01/23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX. (918) 295-0265 Description Face Offset Offsets: Azimuth Placement C,ytA Cptq Weight or Type Hum Adjustment Front Side Leg Lateral Pert R o F lt, JP K R h (2) Tx2" Antenna Mount Pipe B From Leg 4.000 0.000 130' No Ice 1.663 1.663 0.026 (E) 0' 0' (2) Tx2" Antenna Mount Pipe C From Leg 4.000 0.000 130' No Ice 1.663 1.663 0.026 (li) 0' 0' ' Sector Mount ISM 702-31 C None 0.000 130' No Ice 37.400 37.400 1.551 Load Combinations Comb. Description 2 1.2 Dead+1.0 Wind 0 deg -No Ice 3 0.9 Dead+1.0 Wind 0 deg -No Ice 4 12 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+I.0 Wind 120 deg -No Ice 12 1.2 Dead+LO Wind 150 deg - No Ice 13 0.9 Dead+LO Wind 150 deg - No Ice 14 1.2 Dead+LO Wind 180 deg - No Ice 15 0.9 Dead+LO Wind 180 deg -No Ice 16 12 Dead+LO Wind 210 deg - No Ice 17 0.9 Dead+LO Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+LO Wind 240 deg - No Ice 20 12 Dead+LO Wind 270 deg - No Ice 21 0.9 Dead+LO Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+I.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+LO 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 tnxTower J Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 19 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX.- (918) 295-0265 Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. fr Type Load Moment Moment Comb. K kip-jl kip-Jt TI 250-240 Leg Max Tension 7 1.862 -0.691 0.296 Max. Compression 18 -3.633 0.698 -0.300 Max. Mx 8 -3.211 1.302 0.012 Max. My 3 0.587 -0.005 -1.334 Max. Vy 8 -0.987 -0.639 .-0.026 Max. Vx 3 1.012 -0.009 0.650 Diagonal Max Tension 7 2.151 0.000 0.000 Max. Compression is -2.270 0.000 0.000 Max. Mx 22 -0.338 0.006 0.000 Max. My 24 -0.003 0.004 0.001 Max. Vy 22 0.006 0.006 0.000 Max. Vx 24 0.000 0.000 0.000 Top Girt Max Tension 23 0.161 0.000 0.000 Max. Compression 10 -0.206 0.000 0.000 Max. Mx 2 0.060 -0.014 0.000 Max. Vy 2 0.009 0.000 0.000 T2 240 - 220 Leg Max Tension 7 26.251 -0.130 -0.087 Max. Compression 18 -30A07 0.072 0.082 Max. Mx 11 -10.392 0.762 0.002 Max. My 4 -1.075 -0.001 -0.791 ' Max. Vy 3 0.198 0.754 -0.065 Max. Vx 4 -0.265 -0.001 -0.791 Diagonal Max Tension 7 4.363 0.000 0.000 Max. Compression 18 -4.620 0.000 0.000 Max. Mx 6 3.014 0.020 -0.004 Max. My 18 -4.583 0.003 0.007 Max. Vy 6 0.012 0.020 -0.004 Max. Vx 6 0.002 0.000 0.000 T3 220-200 Leg Max Tension 7 54.723 -0.090 -0.088 Max. Compression 18 -62.513 0.155 0.086 Max. Mx 19 -61.812 0.156 0.086 Max. My 16 -2.918 -0.010 0.226 Max. Vy 19 -0.112 0.153 0.068 Max. Vx 16 -0.163 -0.010 0.226 Diagonal Max Tension 18 5.624 0.000 0.000 Max. Compression 18 -5.850 0.000 0.000 Max. Mx 18 3.667 0.025 0.007 Max. My 18 -5A36 0.006 0.007 Max. Vy 6 0.014 0.024 -0.007 Max. Vx 16 -0.002 0.000 0.000 T4 200 -180 Leg Max Tension 7 85.264 -0.173 -0.093 Max. Compression 18 -97.541 0.073 0.085 Max. Mx 19 -84.563 0.180 0.093 Max. My 16 -4.842 -0.012 0.331 Max. Vy 19 -0.100 0.180 0.093 Max. Vx 16 0.211 -0.010 0.274 Diagonal Max Tension 18 7.133 0.000 0.000 Max. Compression 18 -7.380 0.000 0.000 Max. Mx 6 4.238 0.042 -0.009 Max. My 18 -7.302 0.013 0.011 Max. Vy 6 0.020 0.042 -0.009 Max. Vx 18 -0.002 0.000 0.000 TS 180 - 160 Leg Max Tension 7 114.973 0.179 -0.072 Max. Compression 18 -132.221 -0.241 0.066 Max. Mx 18 -132.066 0.479 0.023 tnx ower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 20 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23119 Tulsa, OK 74119 Client Designed by Phone. (918) 587-4630 Crown Castle Kiran FAX.. (918) 295-0265 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. jt Type Load Moment - Moment Comb. K kip-jt kipJt Max. Vy 18 -0.207 0.479 0.023 Max. Vx 16 0.205 -0.038 0.406 Diagonal Max Tension 18 9.217 0.000 0.000 Max. Compression 18 -9.781 0.000 0.000 Max. Mx 2 7.456 0.058 0.000 Max. My 2 1.263 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 2.649 0.000 0.000 Max. Compression 18 -2.649 0.018 -0.001 Max. Mx 6 1.324 0.019 -0.001 Max. My 2 -0.154 0.016 -0.001 Max. Vy 6 -0.013 0.019 -0.001 Max. Vx 2 0.000 0.016 -0.001 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 24 -0.003 0.000 0.000 Max. Mx 2 -0.003 -0.017 0.000 Max. Vy 2 0.010 0.000 0.000 T6 160 - 140 Leg Max Tension 7 148.161 0.412 -0.074 Max. Compression 18 -173.775 0.454 0.097 Max. Mx 22 127.062 1.714 0.010 Max. My 24 -8.733 -0.045 -1.858 Max. Vy 22 -1.507 -1.250 0.010 Max. Vx 24 1.245 0.018 0.589 Diagonal Niter Tension 19 11.873 0.000 0.000 Max. Compression 18 -12.553 0.000 0.000 Max. Mx 2 7.691 0.073 0.000 Max. My 2 1290 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 18 3.304 0.000 0.000 Max. Compression 18 -3.304 0.030 0.001 Max. Mx 22 -0.466 0.030 0.003 Max. My 10 0.516 0.028 -0.005 Max. Vy 22 0.019 0.030 0.003 Max. Vx 10 -0.001 0.028 -0.005 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 22 -0.005 0.000 0.000 Max. Mx 2 -0.004 -0.023 0.000 Max. Vy 2 0.012 0.000 0.000 T7 140 - 120 Leg Max Tension 7 192.784 0.233 -0.078 Max. Compression 18 -227.087 -0.416 0.088 Max. Mx 18 -226.843 0.727 0.002 Max. My 16 -10.205 -0.069 1.297 Max. Vy 22 -1.722 0.170 0.050 Max. Vx 16 1.910 -0.060 0.219 Diagonal Max Tension 20 16.532 0.000 0.000 Max. Compression 18 -17.189 0.000 0.000 Max. Mx 2 13.287 0.089 0.000 Max. My 2 1.485 0.000 -0.003 Max. Vy 2 -0.035 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Horizontal Max Tension 18 4.118 0.000 0.000 Max. Compression 18 4.118 0.042 -0.001 Max. Mx 18 -0.496 0.050 -0.001 Max. My 6 -2.021 0.042 -0.002 Max. Vy 18 -0.026 0.050 -0.001 Max. Vx 6 -0.001 0.042 -0.002 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 12 -0.004 0.000 0.000 tnxTowes' Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 21 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone. (918) 587-4630 Crown Castle Kiran FAX (918) 295-0265 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. .R Type Load Moment Moment Comb. K kipn kip-t Max. Mx 2 -0.004 -0.037 0.000 Max. Vy 2 0.017 0.000 0.000 T8 120-100 Leg Max Tension 7 244.389 0.309 -0.071 Max. Compression 18 -287.505 -0.404 0.121 Max. Mx 18 -287.243 0.888 -0.014 Max. My 16 -16.004 -0.083 1.061 Max. Vy 18 -0.334 0.888 -0.014 Max. Vx 18 -0.346 0.081 1.029 Diagonal Max Tension 20 18.592 0.000 0.000 Max. Compression 18 -18.950 0.000 0.000 Max. Mx 2 14.627 0.131 0.000 Max. My 2 1.133 0.000 -0.004 Max. Vy 2 -0.047 0.000 0.000 Max. Vx 2 0.002 0.000 0.000 Horizontal Max Tension 18 4.991 0.000 0.000 Max. Compression 18 -4.991 0.053 -0.002 Max. Mx 18 -0.633 0.059 -0.001 Max. My 6 2.499 0.051 -0.002 Max. Vy 18 -0.029 0.059 -0.001 Max. Vx 6 -0.001 0.051 -0.002 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 18 -0.005 0.000 0.000 Max. Mx 2 -0.005 -0.046 0.000 Max. Vy 2 0.019 0.000 0.000 T9 100 - 80 Leg Max Tension 7 296.943 0.517 -0.065 Max. Compression 18 -350.249 -3.076 -0.125 Max. Mx 18 -350.249 -3.076 -0.125 Max. My 16 -16.815 -0.083 1.061 Max. Vy 18 1.029 1.730 0.032 Max. Vx 18 0.349 0.081 1.029 Diagonal Max Tension 21 20.871 0.000 0.000 Max. Compression 20 -21.330 0.000 0.000 Max. Mx 2 16.560 0.253 0.000 Max. My 2 0.711 0.000 -0.008 Max. Vy 2 -0.084 0.000 0.000 Max. Vx 2 -0.003 0.000 0.000 Horizontal Max Tension 18 6.074 0.000 0.000 Max. Compression 18 -6.074 0.085 -0.002 Max. Mx 18 -0.758 0.094 -0.003 Max. My 18 -0.758 0.094 -0.003 Max. Vy 18 -0.042 0.094 -0.003 Max. Vx 18 0.001 0.094 -0.003 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 6 -0.008 0.000 0.000 Max. Mx 2 -0.008 -0.068 0.000 Max. Vy 2 0.025 0.000 0.000 T10 80 - 60 Leg Max Tension 7 336.485 2.581 0.118 Max. Compression 18 -397.527 -4.536 0.103 Max. Mx 18 -397.527 4.536 0.103 Max. My 16 -22.708 -0.406 2.078 Max. Vy 18 -1.486 4.028 0.236 Max. Vx 16 -0.771 -0.406 2.078 Diagonal Max Tension 20 26.664 -0.197 0.101 Max. Compression 18 -27.609 0.000 0.000 Max. Mx 18 25.353 -0.216 0.125 Max. My 18 18.714 -0.205 -0.125 Max. Vy 18 -0.055 -0.216 0.125 Max. Vx 18 0.018 0.000 0.000 Horizontal Max Tension 18 6.894 0.000 0.000 Max. Compression 18 -6.894 -0.121 0.003 Max. Mx 18 -0.634 -0.136 0.005 WxTower Job Page ' 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 613812) 22 of 39 B+T Group Project Date 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone. (918) 587-4630 Crown Castle Kiran FAX (918) 295-0165 Section Elevation Component Condition Gov. Axial Major Axis MinorAsis No. ft Type Load Moment Moment Comb. K kio-ft kip-jt Max. My 18 -0.634 -0.136 0.005 ' Max. Vy 18 0.056 -0.136 0.005 Max. Vx 18 -0.002 -0.136 0.005 Redund Hors I Max Tension 18 6.896 " 0.000 0.000 Bracing Max. Compression 18 -6.896 0.000 0.000 Max. Mx 2 6.237 0.025 0.000 ' Max. My 2 0.141 0.000 -0.001 Max. Vy 2 0.018 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Ding 1 Max Tension 18 4.684 0.000 0.000 Bracing Max. Compression 18 -4.684 0.000 0.000 Max. Mx 2 1.051 0.036 0.000 Max. My 2 OA13 0.000 -0.001 Max. Vy 2 -0.018 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Hip I Max Tension 19 0.036 0.000 0.000 Bracing Max. Compression 6 -0.039 0.000 0.000 Max. Mx 2 -0.008 -0.016 0.000 Max. Vy 2 -0.011 0.000 0.000 Inner Bracing Max Tension 7 0.018 0.000 0.000 Max. Compression 18 -0.030 0.000 0.000 Max. Mx 2 0.004 0.101 0.000 Max. Vy 2 -0.035 0.000 0.000 TI1 60-40 Leg Max Tension 7 389.519 3.586 -0.117 Max. Compression 18 -461.048 -3.503 0.209 Max. Mx 18 458.755 4.976 0.240 Max. My 16 -23.799 -0.406 2.078 Max. Vy 18 -1.965 4.976 0.240 Max. Vx 19 -0.595 1.445 I.077 Diagonal Max Tension 20 27.870 -0.197 0.088 Max. Compression 18 -28.755 0.000 0.000 Max. Mx 18 26.393 -0.213 0.110 Max. My 18 20.432 -0.201 -0.110 Max. Vy 18 -0.055 -0.213 0.I10 Max. Vx 19 0.015 0.000 0.000 Horizontal Max Tension 18 7.996 0.000 0.000 Max. Compression 18 -7.996 -0.157 0.005 Max. Mx 6 -3.917 -0.161 0.005 Max. My 6 -3.917 -0.161 0.005 Max. Vy 6 0.061 -0.161 0.005 Max. Vx 6 -0.002 -0.161 0.005 Redund Horz 1 Max Tension 18 7.997 0.000 0.000 Bracing Max. Compression 19 -7.997 0.000 0.000 Max. Mx 2 0.441 0.030 0.000 Max. My 2 -0.512 0.000 -0.001 Max. Vy 2 -0.019 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Ding I Max Tension 18 5.247 0.000 0.000 Bracing Max. Compression 18 -5.247 0.000 0.000 Max. Mx 2 0.897 0.041 0.000 Max. My 2 0.794 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 19 0.029 0.000 0.000 Bracing Max. Compression 6 -0.034 0.000 0.000 tnxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 23 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01/23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX (918) 295-0265 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kipJt kip-ft Max. Mx 2 -0.007 -0.019 0.000 Max. Vy 2 0.012 0.000 0.000 Inner Bracing Max Tension 7 0.014 0.000 0.000 Max. Compression 18 -0.026 0.000 0.000 Max. Mx 2 0.003 0.120 0.000 Max. Vy 2 0.038 0.000 0.000 T12 40-20 Leg Max Tension 7 442.381 2.873 -0.209 Max. Compression 18 -524.438 -5.689 0.094 Max. Mx 18 -524.438 -5.689 0.094 Max. My 16 -29.870 -0.536 2.957 Max. Vy 18 1.811 3.084 -0.218 Max. Vx 16 -0.968 -0.536 2.957 Diagonal Max Tension 20 29.006 -0.249 0.104 Max. Compression 18 -29.733 0.000 0.000 Max. Mx 18 27.731 -0.271 0.130 Mani. My 18 21.671 -0.259 -0.130 Max. Vy 18 0.073 -0.271 0.130 Max. Vx 18 0.017 0.000 0.000 Horizontal Max Tension 18 9.095 0.000 0.000 Max. Compression 18 -9.095 -0.168 0.005 Max. Mx 18 -0.927 -0.186 0.006 Max. My 2 -0.874 -0.185 0.006 Max. Vy 18 0.066 -0.186 0.006 Max. Vx 2 0.002 -0.185 0.006 Redund Hoa 1 Max Tension 18 9.097 0.000 0.000 Bracing Max. Compression 18 -9.097 0.000 0.000 Max. Mx 2 0.706 0.035 0.000 Max. My 2 -0.067 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 18 5.798 0.000 0.000 Bmcing Max. Compression 18 -5.798 0.000 0.000 Max. Mx 2 0.960 0.046 0.000 Max. My 2 0.674 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 19 0.032 0.000 0.000 Bracing Max. Compression 6 -0.038 0.000 0.000 Max. Mx 2 -0.011 -0.022 0.000 Max. Vy 2 0.013 0.000 0.000 Inner Bracing Max Tension 7 0.017 0.000 0.000 Max. Compression 18 -0.032 0.000 0.000 Max. Mx 2 0.003 0.176 0.000 Max. Vy 2 -0.052 0.000 0.000 T13 20-0 Leg Max Tension 7 493.063 4.434 -0.111 Max. Compression 18 -587.351 0.000 -0.000 Mai. Mx 18 -584.062 -5.689 0.094 Max. My 16 -31.272 -0.536 2.957 Max. Vy 18 -2.317 5.655 0.226 Max. Vx 16 0.486 -0.536 2.957 Diagonal Max Tension 20 29.754 -0,249 0.089 Max. Compression 18 -30.387 0.000 0.000 Max. Mx 18 26.643 -0.266 0.112 Max. My 18 27.922 -0.266 0.112 ' Max. Vy 18 -0.074 -0.266 0.112 Max. Vx 18 -0.015 0.000 0.000 Horizontal Max Tension 18 10.186 0.000 0.000 Max. Compression 18 -10.186 -0.259 0.008 tnxToweY Jab Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 24 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX.. (918) 295-0265 Section Elevation Component No. Jt Type Condition Gov. Load Comb. Axial K Major Axis Moment kip J1 Minor Axis Moment k4 -jt Max. Mx 6 -4.992 -0.269 0.008 Max. My 6 -4.992 -0.269 0.008 Max. Vy 6 0.086 -0.269 0.008 Max Vx 6 -0.003 -0.269 0.008 Redund Horz I Max Tension 18 10.187 0.000 0.000 Bracing Max. Compression l8 -10.187 0.000 0.000 Max. Mx 2 0.575 0.040 0.000 Max. My 2 0.013 0.000 -0.001 • Max. Vy 2 -0.022 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Dias 1 Max Tension 18 6.333 0.000 0.000 Bracing Max. Compression 18 -6.333 0.000 0.000 Max. Mx 2 0.878 0.052 0.000 Max. My 2 1.031 0.000 -0.002 Max. Vy 2 -0.023 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Hip 1 Max Tension 19 0.026 0.000 0.000 Bracing Max. Compression 6 -0.033 0.000 0.000 Max. Mx 2 -0.010 -0.025 0.000 ' Max. Vy 2 0.014 0.000 0.000 Inner Bracing Max Tension 7 0.012 0.000 0.000 Max. Compression 18 -0.029 0.000 0.000 Max. Mx 2 0.000 0.203 0.000 Max. Vy 2 -0.056 0.000 0.000 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Leg Max. Vert 18 617.063 65.742 -35.013 Max. H. 18 617.063 65.742 -35.013 Max. Hz 7 -517.835 -57.012 30.029 Min. Vert 7 -517.835 -57.012 30.029 Min. H. 7 -517.835 -57.012 30.029 Min. H. 18 617.063 65.742 -35.013 Leg Max. Vert 10 567.591 -60.088 -33.156 ' Max. H, 21 -440.939 51.681 21.434 Max. H. 25 -394.177 41.681 28.170 Min. Vert 23 464.501 51.323 28.112 Min. H. 10 567.591 -60.088 -33.156 Min. H, 10 567.591 -60.088 -33.156 Leg Max. Vert 2 561.871 -0.106 68.247 Max. H. 20 32.772 8.904 2.654 Max. H, 2 561.871 -0.106 68.247 Min. Vert 15 464.153 0.140 -58.219 Min. H. 9 22.765 -8.869 1.822 Min. H. 15 -464.153 0.140 -58.219 Tower Mast Reaction Summary MxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 25 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX (918)295-0265 Load Combination Vertical K Shear, K Shear, K Overturning Moment, M. kip-ft Overturning Moment, M. ktp-ft Torque kip-ft Dead Only 82.616 0.000 0.000 28.385 -27.588 0.000 1.2 Dead+1.0 Wind 0 deg - No 99.140 -0.161 -114.691 -13739.261 -6.177 -7.098 Ice 0.9 Dead+1.0 Wind 0 deg -No 74.355 -0.161 -114.691 -13747.776 2.099 -7.098 Ice 1.2 Dead+1.0 Wind 30 deg -No 99.140 55.979 -96.959 -11821.643 -6878.000 105.265 Ice 0.9 Dead+1.0 Wind 30 deg -No 74.355 55.979 -96.959 -11830.158 -6869.723 105.265 Ice 1.2 Dead+1.0 Wind 60 deg -No 99.140 100.168 -57.646 -6987.097 -12247.965 130.411 Ice 0.9 Dead+1.0 Wind 60 deg -No 74.355 100.168 -57.646 -6995.612 -12239.688 130.411 Ice 1.2 Dcad+1.0 Wind 90 deg -No 99.140 115.563 0.161 60.990 -14028.859 98.793 Ice 0.9 Dead+1.0 Wind 90 deg -No 74.355 115.563 0.161 52.474 -14020.583 98.793 Ice 1.2 Dead+1.0 Wind 120 deg- 99.140 99.811 57.626 6955.149 -12020.781 68.681 No Ice 0.9 Dead+1.0 Wind 120 deg- 74.355 99.811 57.626 6946.634 -12012.504 68.681 No Ice 1.2 Dead+1.0 Wind 150 deg- 99.140 52.655 90.879 10926.356 -6352.868 71.565 No Ice 0.9 Dead+1.0 Wind 150 deg - 74.355 52.655 90.879 10917.841 -6344.592 71.565 No Ice 1.2 Dead+1.0 Wind 180 deg- 99.140 6.161 104.911 12711.499 -60.033 7.098 No Ice 0.9 Dead+1.0 Wind 180 deg- 74.355 0.161 104.911 12702.984 -51.757 7.098 No Ice 1.2 Dead+1.0 Wind 210 deg- 99.140 -55.979 96.959 11889.766 6811.789 -105.265 No Ice 0.9 Dead+1.0 Wind 210 deg- 74.355 -55.979 96.959 11881.251 6820.065 -105.265 No Ice 1.2 Dead+1.0 Wind 240 deg- 99.140 -108.638 62.536 7603.163 13130.818 -130.411 No Ice 0.9 Dead+1.0 Wind 240 deg- 74.355 -108.638 62.536 7594.647 13139.095 -130.411 No Ice 1.2 Dead+1.0 Wind 270 deg- 99.140 -115.563 -0.161 7.134 13962.648 -98.793 No Ice 0.9 Dead+1.0 Wind 270 deg- 74.355 -115.563 -0.161 -1.382 13970.925 -98.793 No Ice 1.2 Dead+1.0 Wind 300 deg- 99.140 -91.341 -52.736 -6339.083 11005.506 -68.681 No Ice 0.9 Dead+1.0 Wind 300 deg- 74.355 -91.341 -52.736 -6347.599 11013.782 -68.681 No Ice 1.2 Dead+1.0 Wind 330 deg- 99.140 -52.655 -90.879 -10858.233 6286.658 -71.565 No Ice 0.9 Dead+1.0 Wind 330.deg - 74.355 -52.655 -90.879 -10866.749 6294.934 -71.565 No Ice Dead+Wind 0 deg - Service 82.616 -0.025 -17.632 -2089.090 -23.448 -1.091 Dead+Wind 30 deg -Service 82.616 8.606 -14.906 -1794.281 -1079.904 16.183 Dead+Wind 60 deg- Service 82.616 15.400 -8.862 -1051.030 -1905.469 20.049 Dead+Wind 90 deg- Service 82.616 17.766 0.025 32.524 -2179.259 15.188 Dead+Wind 120 deg- Service 82.616 15.345 8.859 1092.415 -1870.542 10.559 Dead+Wind 150 deg- Service 82.616 8.095 13.971 1702.938 -999.172 11.002 Dead+Wind 180 deg- Service 82.616 0.025 16.129 1977.381 -31.728 1.091 Dead+Wind 210 deg - Service ' 82.616 -8.606 14.906 1851.050 1024.729 -16.183 Dead+Wind 240 deg -Service 82.616 -16.702 9.614 1192.039 1996.200 -20.049 Dead+Wmd 270 deg - Service 82.616 -17.766 -0.025 24.245 2124.083 -15.188 Dead+Wind 300 deg - Service 82.616 -14.042 -8.107 -951.406 1669A60 -10.559 tnxTower Job -- Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 26 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 5874630 Crown Castle Kiran FAX (918) 295-0265 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment M. Moment, M Dead+Wind 330 dee- Service 82.616 -8.095-13.971-1646.169 943.996 -11.002 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 -82.616 0.000 -0.000 82.616 -0.000 0.000% 2 -0.161 -99.140 -114.691 0.161 99.140 114.691 0.000% 3 -0.161 -74.355 -114.691 0.161 74.355 114.691 0.000% 4 55.979 -99.140 -96.959 -55.979 99.140 96.959 0.000% 5 55.979 -74.355 -96.959 -55.979 74.355 96.959 0.000% 6 100.168 -99.140 -57.646 -100.168 99.140 57.646 0.000% 7 100.168 -74.355 -57.646 -100.169 74.355 57.646 0.000°% 8 115.563 -99.140 0.161 -115.563 99.140 -0.161 0.000% 9 115.563 -74.355 0.161 -115.563 74.355 -0.161 0.000% 10 99.811 -99.140 57.626 -99.811 99.140 -57.626 0.000% 11 99.811 -74.355 57.626 -99.811 74.355 -57.626 0.000% 12 52.655 -99.140 90.879 -52.655 99.140 -90.879 0.000% 13 52.655 -74.355 90.879 -52.655 74.355 -90.879 0.000% 14 0.161 -99.140 104.911 -0.161 99.140 -104.911 0.000% 15 0.161 -14.355 104.911 -0.161 74.355 -104.911 0.000% 16 -55.979 -99.140 96.959 55.979 99.140 -96.959 0.000% 17 -55.979 -74.355 96.959 55.979 74.355 -96.959 0.000% 18 •-108.638-99.140 62.536 108.638 99.140 '62.536 0.000% 19 -108.638 -74.355 62.536 108.638 74.355 -62.536 0.000% 20 -115.563 -99.140 -0.161 115.563 99.140 0.161 0.000% 21 -115.563 -74.355 -0.161 115.563 74.355 0.161 0.000% 22 -91.341 -99.140 -52.736 91.341 99.140 52.736 0.000% 23 -91.341 -74.355 -52.736 91.341 74.355 52.736 0.000% 24 -52.655 -99.140 -90.879 52.655 99.140 90.879 0.000% 25 -52.655 -74.355 -90.879 52.655 74.355 90.879 0.000% 26 -0.025 -82.616 -17.632 0.025 82.616 17.632 0.000% 27 8.606 -82.616 -14.906 -8.606 82.616 14.906 0.000% 28 15.400 -82.616 -8.862 -15.400 82.616 8.862 0.000% 29 17.766 -82.616 0.025 -17.766 82.616 -0.025 0.000% 30 15.345 -82.616 8.859 -15.345 82.616 -8.859 0.000% 31 8.095 -82.616 13.971 -8.095 82.616 -13.971 0.000% 32 0.025 -82.616 16.129 -0.025 82.616 -16.129 0.000% 33 -8.606 -82.616 14.906 8.606 82.616 -14.906 0.000% 34 -16.702 -82.616 9.614 16.702 82.616 -9.614 0.000% 35 -17.766 -82.616 -0.025 17.766 82.616 0.025 0.000% 36 -14.042 -92.616 -8.107 14.042 82.616 8.107 0.000% 37 -8.095 -82.616 -13.971 8.095 82.616 13.971 0.000% Maximum Tower Deflections - Service Wind Section Elevation Hon. Gov. Tilt Twist No. Deflection Load fl in Comb. 0° TI 250 - 240 3.565 34 0.115 0.035 T2 240 - 220 3.323 34 0.114 0.034 T3 220-200 2.840 34 0.109 0.031 MxTowel' Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 27 of 39 B+T Group Project Date 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX (918) 295-0265 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load R in Comb. T4 200-180 2.381 34 0.102 0.027 T5 180-160 1.953 34 0.094 0.022 T6 160-140 1.570 34 0.083 0.019 17 140 - 120 1.229 34 0.072 0.016 T8 120-100 0.923 34 0.062 0.013 T9 100 - 80 0.662 34 0.051 0.010 T10 80 - 60 0.452 34 0.040 0.008 TI1 60-40 0.271 34 0.030 0.006 T12 40-20 0.137 34 0.020 0.003 T13 20-0 0.042 34 0.010 0.002 Critical Deflections and Radius of Curvature - Service Wind Elevation _ ft Appurtenance Gov. Load Comb. Deflection in Tilt o Twist oft Radius of Curvature 249'6" Flash Beacon Lighting 34 3.553 0.115 0.035 Inf 243' (2)X7CQAP-665-VRO 34 3.396 0.115 0.035 906124 234' 4' Dipole 34 3.177 0.114 0.034 866558 215' 4' Dipole 34 2.723 0.108 0.030 156720 191, 4' Dipole 34 2.183 0.099 0.024 128641 177' 4' Dipole 34 1.892 0.092 0.021 98192 143' DC648-60-18-8F 34 1.278 0.014 0.016 142673 130' TTIT65AP-1XR w/Mount Pipe 34 1.072 0.067 0.014 130232 125' Side Liehfine 34 0.996 0.064 0.013 122065 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load (1 in Comb. o Tl 250-240 23.320 19 0:753 0.226 T2 240-220 21.733 19 0.750 0.224 T3 220 -200 18.569 19 0.718 0.203 T4 200 -180 15.560 19 0.670 0.172 T5 ISO- 160 12.757 19 0.613 0.142 T6 160 - 140 10.250 19 0.542 0.123 T7 140 - 120 8.022 19 0,471 0.103 T8 120 - 100 6.026 19 0.402 0.081 T9 100 - 80 4.319 19 0.332 0.064 T10 80 - 60 2.950 19 0.262 0.053 Tll 60-40 1.766 19 0.195 0.037 T12 40-20 0.891 19 0.132 0.022 T13 20 - 0 0.275 18 0.063 0.011 Critical Deflections and Radius of Curvature - Design Wind WxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 28 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 5874630 Crown Castle Kiran FAX (918) 295-0265 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature fl Comb. in oR 249V Flash Beacon Lighting 1.9 23.241 0.753 0.226 196871 243' (2)X7CQAP-665-VRO 19 22.210 0.752 0.225 144530 234' 4' Dipole 19 20.778 0.744 0.220 159737 215' 4'Dipole 19 17.799 0.706 0.196 24702 191, 4' Dipole 19 14.268 0.646 0.158 19547 177' 4' Dipole 19 12.361 0.603 0.139 14954 143' DC648-60-18-SF 19 8.341 0.482 0.106 21649 130' TTTT65AP-1XR w/Mount Pipe 19 6.994 0.437 0.092 19821 125' Side Lighting 19 6.502 0.420 0.087 18604 Bolt Design Data Criteria Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable 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 OA66 20.340 � "05 Bolt Tension 0.023 Diagonal A325N 0.625 2 1.075 6.785 1.05 Member Block 0158 Shear Top Girt A325N 0.625 1 0.161 7.875 1.05 Member Block 0.020 f✓ Shear T4 240 Leg A325N 0.625 6 4.375 20.340 "05 Bolt Tension 0215 �/ Diagonal A325N 0.625 2 2.182 7.805 1.05 Member Block 0280 Shear 73 220 Leg A325N 0.875 6 9.121 41.556 LOS Bolt Tension 0219 Diagonal A325N 0.625 2 2.812 7.805 1.05 Member Block 0.360 Shear T4 200 Leg A325N 1.000 6 14.211 54.517 1.05 Bolt Tension 0.261 �/ Diagonal A325N 0.625 2 3.567 8.314 1.05 Member Block 0.429 t✓ Shear T5 180 Leg A325N 1.000 6 19.138 54.517 1.05 Bolt Tension 0.351 Diagonal A325N 0.625 2 4.609 15.609 1.05 Member Block 0295 y/ Shear Horizontal A325N 0.625 I 2.649 7.875 1.05 Member Block 0.336 Shear T6 160 Leg A325N 1.000 6 24.663 54.517 1.05 Bolt Tension 0.452 Diagonal A325N 0.625 2 5.936 15.609 1.05 Member Block 0380 �/ Shear Horizontal A325N 0.625 1 3.304 9.914 1.05 Member Block 0.333 Shear T7 140 Leg A325N 1.125 6 32.034 68.695 1.05 Bolt Tension 0.466 f� Diagonal A325N 0.625 2 8,266 15.609 1.05 Member Block 0.530 Shear Horizontal A325N 0.625 1 4.118 10.934 1.05 Member Block 0377 i/ Shear T8 120 Leg A325N 1.250 6 40.691 87.220 "05 Bolt Tension 0.467 Diagonal A325N 0.625 2 9.296 16.629 1.05 Member Block 0.559 Shen Horizontal A325N 0.625 1 4.991 10.934 1.05 Member Block 0.457 Shear T9 100 Leg A325N 1.250 6 49.436 87.220 "05 Bolt Tension 0.567 tnxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 29 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 5874630 Crown Castle Kiran FAX (918) 295-0265 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 ' Diagonal A325X 0.625 2 10.436 25.658 1.05 Member Block 0407 1/ Shear Horizontal A325N 0.625 1 6.074 13.806 / 1.05 Bolt Shear 0.440 T10 80 Leg A325N 1.375 6 55.916 103.939 1.05 Bolt Tension 0.538 Diagonal A325N 0.625 2 13.332 16.629 i/ 1.05 Member Block 0802 Shear Horizontal A325N 0.625 1 6.894 19.828 1.05 Member Block 0348 Shear Tit 60 Leg A325N 1.500 6 64.786 126.472 L0' Bolt Tension 0512 // Diagonal A325N 0.625 2 13.935 16.629 1.15 Member Block 0.838 l/ Shear Horizontal A325N 0.625 1 7.996 19.828 1.05 Member Block 0.403 Shear T12 40. Leg A325N 1.500 6 73.514 126.472 1.15 Bolt Tension 0.581 i/ Diagonal A325N 0.625 2 14.503 22.172 LOS Member Block 0.654 Shear Horizontal A325N 0.625 1 9.095 19.828 1.05 Member Block 0.459 Shear T13 20 Diagonal A325N 0.625 2 14.877 22.172 1'05 Member Block 0.671 Shear Horizontal A325N 0.625 1 10.186 21.867 "05 Member Block 0.466 Shear Compression Checks Leg Design Data (Compression) Section Elevation Size L L. Kl/r A P. gyp" Ratio No. P. ft ft ft in K K hP- K=1.00 v T2 240-220 21/2 20'13/32 68-1/8" 128.2 4.909 -30.407 67.460 0.451' " K=1.00 `/ T3 220-200 3 20'13/32 6'8-1/8" 106.8 7.069 -62.513 139.053 0.453' _ K=1.00 `/ T4 200-180 31/4 20'13/32 6'8-1/8" 98.6 8.296 -97.541 183.313 0.532' " K=1.00 `/ T5 180-160 31/4 20'13/32 5'3/32" 74.0 8.296 -132.221 250.223 0.528' " K=1.00 T6 160-140 31/2 20'13/32 5'3/32" 68.7 9.621 -173.775 306.641 0.567' " K=1.00 v T7 140- 120 3 3/4 20'13/32 5'3/32" 64.1 11.045 -227.097 368.015 0.617' K=1.00 T8 120-100 4 20'13/32 5'3/32" 60.1 12.566 -287.506 434.236 0.662' " K=1.00 T9 100-80 41/4 20'13/32 5'3/32" 56.6 14.186 -350.249 505.220 0.693' MxTower B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone. (918) 587-4630 Job 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Project Crown Castle 30 of 39 . 14:12:19 01/23/19 Designed by Kiran Section Elevation Size L L. K11r A P. Ratio No. P. ft ft ft in2 K K gyp" " K=1.00 T10 .80 - 60 4 1/2 20'13/32 5'3/32" 53.4 15.904 -397.527 580.902 0.684 ' " K=1.00 V/ T11 60-40 43/4 20'13/32 5'3/32" 50.6 17.721 -461.048 661.231 0.697' " K=1.00 `/ T12 40-20 43/4 20'13/32 5'3/32" 50.6 17.721 -524.438 661.231 0.793' " K=1.00 101 T13 20-0 5 20'13/32 5'3/32" 48.1 19.635 -587.351, 746.168 0.787' " K=1.00 v 1 P„ / �P" contrOIS Dia' onal Design Data Com ression Section Elevation Size - L L. Kl/r A P. �P„ Ratio No. P. ft ft f1 - in' K K $p' 2" K=L03 v T2 240-220 L212x21/2x3/16 10'1-15/ 411-9/3 119.8 0.902 -4.620 17.814 0.259' 16", 2" K=1.00 . v T3 220-200 L21/2x21/2x3/16 11'8-15/ 5'8-3/8" 133.9 0.902 -5.850 14.405 0.406' 16" K4.97 v T4 200-180 L3x3x3/16 13'5-1/4' 66-3/8" 128.8 1.090 -7.380 18.804 0.392'. K=0.98 v T5 180-160 2L212x2120/16x3/8 8'7-1/4" 7-11-7/8' 126.4 1.800 -9.781 31.362 0.312' K=1.00 2L'a' > 45.287 in - 86 T6 160-140 2L2 1/2x2 1/2x3/16x3/8 9'5-7/32' 8'9-25/3 139:5 1.800 -12.554 25.901 0.485' ' 2" K=1.00 2L'e> 48.196 in - 125 T7 140-120 2L212x21/20/160/8 101-9/1 9'8-1/32' 153.0 1.800 -17.189 21.613 0.795' 6" K=1.00 2L'a' > 51.206 in - 164 T8 120-100 2L3x3x3/16x3/8 11'2-3/1 10'6-9/1 140.3 2.180 -19.950 30.645 0.618' 6" 6" K=1.00 2L'a'> 57.705 in-203 T9 100 - 80 2L3x3x5/16x3/8 12'1" 11'5-151 153.0 3.550 -21.330 43.016 0.496' 16" K=1.00 2L'a' > 61.049 in - 242 T10 80-60 2L3x3x3/16x3/8 157-15/ 15'4-9/1 102.3 2.180 -27.609 49.905 0.563' 32" 6" K=0.50 2L'a' > 44.623 in - 281 T11 60-40 2L3x3x3/16x3/8 16'4-27/ 16'1-27/ 107A 2.180 -28.755 47.474 0.6061 32" 32" K-0.50 2L'a' > 46.853 in - 332 T12 40-20 2L3x3xl/4x3/8 172-15/ 16'11-9/ 112.9 2.890 -29.733 60.916 0.488' 32" 16" K=0.50 ' 2L'a'>49.290 in-383 T13 20-0 2L3x3xl/4x3/8 18'3/8" 17'9-3/8' 118.4 2.880 -30.387 56.834 0.535' ' K=0.50 MxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 31 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23119 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX (918) 295-0265 Section Elevation Size L L. K11r A P. laP„ Ratio No. P. Jt ft ft in, K K 8P- 1 P„ / �P, controls 2L'a'> 51.647 in - 434 Horizontal Design Data (Compression) Section Elevation Size L L„ K11r A P. �P" Ratio No. P. ft ft ft in' K K �P" T5 180 - 160 L2x2x3/16 13'6" 65-5/8" 197.0 0.715 -2.649 5.272 0.502 ' K=1.00 `/ T6 160 -140 L2 11W 1/20/16 15'6" 7'5-1/2" 180.8 0.902 -3.304 7.897 0.418' K=1.00 v T7 140-120 L3x3x3/16 17'6" 8'5-3/8" 170.1 1.090 -4.118 10.783 0.382' K=L00 v T8 120- 100 L3x3x3/16 19'6" 9'5-1/4" 190.0 1.090 4.991 8.641 0.578' K=L00 t/ T9 100-80 L3x3xl/4 21'6" 10'5-1/8' 211.4 1.440 -6.074 9.226 0.658' K=1.00 • v T10 80-60 2L21/2x2120/160/8 23' 11'3-3/4' 179.0 1.800 -6.894 15.874 0.434' ' K=1.00 `/ 2L'a' > 64.778 in - 280 Tll 60-40 2L21/2x2120/160/8 25' 12'3-5/8' 194.6 1.800 -7,996 13.451 0.594' ' K=1.00 I/ 2L'a' > 70.444 in - 331 T12 40-20 2L2 1/2x2 1/2x3/16x3/8 27' 13'3-5/8' 210.5 1.800 -9.095 11.524 0.789' ' K=1.00 2L'a' > 76.171 in - 382 T13 20 -0 2L3x3x3/16x3/8 29' 14'3-12' 190.1 2.180 -10.186 16.969 0.6001 ' K=1.00 2L'a' > 81.641 in - 433 ' P. / V. Controls Top Girt Design Data (Compression) Section Elevation Size L L. KUr A P. gyp" Ratio No. P. ft ft ft in' K K V. Tl 250-240 LWx3/16 6' 5'6-12" 168.8 0.715 -0.206 7.184 0.029' K=I.00 t/ 1 P„ / �P" controls tnx owe% Job -- 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 32 of 39 ' B+T Group Project Date 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 Crown Castle Kiran FAX (918) 295-0265 Redundant Horizontal 1 Design Data (Compression)- Section No. Elevation ft Size L ft L. ft KI/r A in' P. K K Ratio P. V. T10 80-60 2L2x2x3/16x3/8 5'9" 5'6-3/4" 108.8 1.430 -6.896 31.854 0.216' K=1.00 2L'a' > 31.969 in - 282 Tll 60-40 2L2x2x3/16x3/8 6'3" 65/8" 118.4 1.430 -7.997 28.340 0.282' K=1.00 2L'a' > 34.782 in - 333 T12 40-20 2L2x2x3/16x3/8 6'9" 6'6-5/8" 128.2 1.430 -9.097 24.504 0.371' K=1.00 2L'a' > 37.656 in - 384 T13 20-0 2L2x2x3/16x3/8 7'3" T12" 137.8 1.430 -10.187 21.265 0.479' K=1.00 2L'a'> 40.470 in - 435 1 P" / OP" controls Redundant Diagonal 1 Design Data (Compression) Ratio Section Elevation Site L L. KUr A P. r P" No. P. Jj ft jt in' K K �P" TIO 80-60 2L2x2x3/16x3/8 79-3/4" 7'6-11/1 147.9 1.430 -4.684 18.494 0.253 ' 6" K=1.00 k/ 2L'a'> 43.438 in - 309 Tit 60-40 2L2x2x3/16x3/8 82-7/16' T11-5/1 155A IA30 -5.247 16.761 0.3131 ' 6" K=1.00 t% 2L'a'> 45.657 in - 360 T12 40-20 2L2x2x3/16x3/8 8'7-1/4" 8'4-1/4" 163.4 1.430 -5.798 15.174 0.382' K=1.00 2L'a'> 48.011 in - 411 T13 20 -0 2L2x2x3/16x3/8 9'3/16" 8'9-3/32' 171.4 1.430 -6.333 13.815 0.4581 ' K=1.00 2L'a' > 50.340 in - 462 1P. / �P" controls Redundant Hi 1 Design Data (Compression) Ratio Section Elevation Site L L" KUr A P. rpP, No. P. f ft ft in' K K gyp" TIO 80-60 L212x21/2x3/16 519" 519" 139.4 0.902 -0.039 13.287 0.003' K=1.00 Tll 60-40 L2 1/2x2 1/2x3/16 69" 69" 151.5 0.902 -0.034 11.246 0.003' K=1.00 T12 40-20 L212x212x3/16 6'9" 6'9" 163.6 0.902 -0.038 9.642 0.004' t ' tnxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 33 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX: (918) 295-0265 Section Elevation Size L L. KUr A P. OP" Ratio No. P. ft ft ft in K K op. V T13 20-0 L212x2120/16 TY TY 175.8 0.902 -0.033 8.357 0.004' K=1.00 11/ 1 P " / r P. controls Inner Bracing Design Data (Compression) Section Elevation Size L L" KUr A P. rpP„ Ratio No. P. Jf ft ft in' K K �P" 15 18U - 160 L2x2x3/16 6'9" 6'9" 205.6 0.715 -0.003 4.942 0.001 ' K=1.00 P/ T6 160- 140 L2x2x3/16 7'9" 7'9" 236.0 0.715 -0.005 3.673 0.001' K=1.00 Il/ '17 140-120 L2 1/2x2 1/2x3/16 8'9" 8'9" 212.1 0.902 -0.004 5.738 0.001' K=1.00 I/ T8 120-100 L212x21/2x3/16 9.9" 919" 236A 0.902 -0.005 4.621 0.001� K=1.00 li/ T9 100-80 L3x3x3/16 10'9" 10,9" 216.4 1.090 -0.008 6.659 0.001' K=1.00 V TIO 80-60 2L2x2x3/16x3/8 11'6" 1IV- 225.0 1.430 -0.030 8.045 0.0041 K=1.00 2L'a' > 66.092 in - 306 T11 60-40 2L2x2x3/16x3/8 12'6" 12'6" 244.6 1.430 -0.026 6.815 0.0041 K=1.00 2L'a'> 71.840 in - 357 T12 40-20 21,212x212x3/16x3/8 13'6" 13'6" 213.6 1.900 -0.032 11.192 0.003' K=1.00 2L'a'> 77.304 in-408 T13 20-0 2L21/2x2120/160/8 14'6" 14'6" 229.4 1.800 -0.029 9.713 0.003' K=1.00 2L'a'> 83.030 in-459 1 P" /V. controls Tension Checks Leg Design Data Tension Ratio Section Elevation Size L Lu K11r A P. No. P. ft ft ft in' K K �P" Tl 250-240 2 10, 5' 120.0 3.142 1.862 141.372 0.013' MxToweP Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 34 of 39 . B+T Group Project Date 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX.- (918) 295-0265 Section Elevation Sue L L. KUr A P. rbp" Ratio No. P. ft ft ft int K K gyp" T2 240-220 212 20'13/32 68-1/8" 128.2 4.909 26.251 220.893 0.119, T3 220-200 3 20.13/32 68-1/8" 106.8 7.069 54.723 318.086 0.172' T4 200 - 180 3 1/4 20'13/32 68-1/8" 98.6 8.296 85.264 373.310 0.2281 T5 180-160 31/4 20'13/32 5'3/32" 74.0 8.296 114.973 373.310 0.308' T6 160-140 312 20'13/32 5'3/32" 68.7 9.621 148.161 432.951 0.342' T7 140-120 3 3/4 20'13/32 5'3/32" 64.1 11.045 192.424 497.010 0.387' T8 120-100 4 20'13/32 5'3/32" 60.1 12.566 244.389 565.487 0.432' T9 100-80 41/4 20'13/32 5'3/32" 56.6 14.186 296.943 638.381 0.465' T10 80-60 412 20'13/32 5'3/32" 53.4 15.904 336.485 715.694 0.470' 11 T11 60-40 43/4 20'13/32 5'3/32" 50.6 17.721 389.519 797.425 0.488' 1. T12 40-20 43/4 20'13/32 5'3/32" 50.6 17.721 442.381 797.425 0.555' T13 20-0 5 20'13/32 53/32" 48.1 19.635 493.063 883.573 0.558' 1 P„ / r P. controls Diagonal Design Data Tension Ratio Section Elevation Size L L. KUr A P. No. P. ft ft ft int K K 4p" Tl 250-240 L2x2x3/16 7'9-23/3 3'6-7/8" 73.8 0.431 2.151 18.739 0.115' 2" 101 T2 240-220 L212x212x3/16 10'1-15/ 4'11-9/3 79.6 0.571 4.363 24.840 0.176' 16" 2" T3 220-200 L212x21/2x3/16 11'8-15/ 5'8-3/8" 91.4 0.571 5.624 24.840 0226' 16" T4 200 - 180 L3x3x3/16 13'5-1/4' 66-3/8" 86.3 0.712 7.133 30.973 0.230 ' v TS 180-160 2L212x212x3/16x3/8 8-2-7/16' 7-7-1/16' 123.9 1.139 9.217 49.549 0.186' 2L'a'> 43.448 in - 97 T6 160 - 140 2L2 1/2x2 120/160/8 9'5-7/32' 8'9-25/3 142.9 1.139 11.873 49.549 0.240' 2 ✓ 2L'a'> 48.196 in - 126 T7 i40 -120 21,2 12x2 120/160/8 9'10-11/ 9'2-27/3 149.4 1.139 16.532 49.549 0.334' 32" 2" 2L'a'>49.677 in-175 T8 120 -100 2L3x3x3/16x3/8 10'8-27/ 101-7/3 134.8 1.424 18.592 61.947 0.300' I MxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 35 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 5874630 Crown Castle Kiran FAX (918) 295-0265 Section Elevation Size L L„ Kt/r A P. gyp„ Ratio No. P. ft ft ft in' K K Ap 2L'a'> 56.142 in - 214 T9 100-80 2L3x3x5/16x3/8 12'1" 11'5-15/ 154.7 2.311 20.871 100.526 0.208' 16" 2L'a' > 61.049 in - 243 TIO 80-60 2L3x3x3/16x3/8 14'10-7/ 147-1/2' 127.2 1.424 26.664 61.947 0.4301 16" 2L'a'> 42A69 in - 307 T11 60-40 2L3x3x3/16x3/8 15'7-15/ 15'4-15/ 133.7 1.424 27.871 61.947 0.450' 32" 32" 2L'a'> 44.623 in - 358 T12 40-20 2L3x3xl/4x3/8 16'4-27/ 16'1-15/ 139.5 1.879 29.006 81.726 0.355' 32" 16" - 2L'a'>46.989 in-409 T13 20-0 2L3x3xl/4x3/8 17'2-15/ 16'11-15 146.4 1.879 29.753 81.726 0.364' 32" /3T' 2L'a'> 49.290 in - 460 ' P„ / �P„ controls ' 'Horizontal Desi h Data Tension Ratio Section Elevation Size L L. K1/r A P. No. P. ft ft ft in' K K 6p" T5 180.160 L2x2x3/16 13'6" 65-5/8" 128.6 0.431 2.649 18.739 0.141' T6 160-140 L21/2x2 1/20/16 15'6" 7'5-1/2" 117.3 0.571 3.304 24.840 0.133' T7 140-120 1,300/16 176" 8'5-3/8" 109.8 0.712 4.118 30.973 0.133' T8 120- 100 L3x3x3/16 19'6" 9'5-1/4" 122.5 0.712 4.991 30.973 0.161' T9 100-80 L3x3x1/4 21'6" 10'5-1/8' 136.4 0.939 6.074 40.863 0.149' T10 80-60 2L2 1/2x2 1/2x3/16x3/8 23' 11'3-3/4' 174.5 1.139 6.894 49.549 0.139' 2L'a'> 64.778 in - 280 T11 60-40 2L2 1/2x2 1/2x3/16x3/8 25' 12'3-5/8' 189.7 1.139 7.996 49.549 0.161' Y 2L'a'> 70.444 in - 331 T12 40 -20 2L2 1/2x2 1/2x3/160/8 27' 13'3-5/8' 205.2 1.139 9.095 49.549 0.184 ' 2L'a'> 76.171 in - 397 T13 20-0 2L3x3x3/16x3/8 29' 14'3-1/2' 182.6 1.424 10.186 61.947 0.164' 2L'a'> 81.641 in - 448 ' P. / r P„ controls tnxTower Job 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 36 of 39 " B+T Group Project Date 1717 S. Boulder, Suite 300 14:12:19 01/23/19 Client - Designed by Tulsa, OK 74119 Phone: (918) 587-4630 Crown Castle Kiran FAX.. (918) 295-0265 Top Girt Design Data Tension Ratio Section Elevation Size L L„ Kl/r A P. OP„ No. P. fr Jt ft in' K K P. TI 250-240 L2x2x3/16 6' 5'6-1/2" 113.5 0.431 0.161 18.739 0.009, 1 P" / �P" controls Redundant Horizontal 1 Design. Data Tension Section Elevation Site L L„ KOr A P. Ratio No. P. jt Jt Jt in' K K e. T10 80-60 2L2x2x3/16x3/8 5'9" 5'6-3/4" 108.2 1.43U 6.896 45.332 U.149' 2L'a'> 31.969 in - 300 Tll 60-40 2L2x2x3/16x3/8 6'3" 6'5/8" 117.7 1.430 7.997 46.332 0.173' 2L'a'>34.782in-351 T12 40-20. 2L2x2x3/16x3/8 6'9" 66-5/8" 127.4 1.430 9.097 46.332 0.196' 2L'a'> 37.656 in - 384 T13 20-0 2L2x2x3/16x3/8 TY 7'1/2" 137.0 1.430 10187 46.332 0.220' 2L'a' > 40.470 in - 453 I P„ / ¢P" controls Redundant Diagonal 1 Design Data (Tension) Ratio Section Elevation Size L L. KI/r A P. 4iP. No. P. ft ft ,Jt in' K K �P" TIO 80-60 2L2x2x3/16x3/8 T9-3/4" 7'6-11/1 147.0 1.430 4.684 46.332 0.101' 6" 2L'a'> 43.438 in - 325 Tll 60-40 2L2x2x3/16x3/8 8'2-7/16' T11-5/1 154.5 1.430 5.247 46.332 0.113 ' 6„ Y 2L'e > 45.657 in - 376 T12 40-20 2L2x2x3/16x3/8 8'7-1/4" 84-1/4" 162.5 1.430 5.798 46.332 0.125' 2L'a' > 48.011 in - 411 T13 20-0 2L2x2x3/16x3/8 9'3/16" 8'9-3/32' 170.4 1.430 6.333 46.332 0.137' 2L'a'> 50.340 in - 478 tnxTower Job Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 37 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Kiran FAX.- (918) 295-0265 1 P" / ¢P" controls Redundant Hi 1 Design Data Tension Section Elevation Site L L„ Kbr A P. �P, Ratio No. P. ft ft ft in' K K �P" T10 80-60 L21/2x212x3/16 519" 5'9" 88.7 0.902 0.036 29.225 0.001' Tll 60-40 L2 1/2x2 1/2x3/16 6'3" 65" 96.4 0.902 0.029 29.225 0.001' T12 40-20 L212x212x3/16 6'9" 69" 104.1 0.902 0.032 29.225 0.001' kl T13 20-0 L21/2x212x3/16 TY TY 111.8 0.902 0.026 29.225 0.001' 1 P„ / r P. controls Inner Bracing Design Data Tension Section Elevation Size L L. KUr A P. �P„ Ratio No. P. ft ft ft in" K K V. T10 80-60 2L2x2x3/16x3/8 11'6" 11'6" 223.7 1.430 0.018 46.332 0.000, 2L'a' > 66.092 in - 306 Tll 60-40 2L2x2x3/16x3/8 12'6" 12'6" 243.1 1.430 0.014 46.332 0.000, Y 2L'a'> 71.840 in-357 T12 40-20 2L212x21/20/160/8 13'6" 13'6" 208.2 1.800 0.017 58.320 0.000' 2L'a'> 77.304 in - 408 T13 20-0 2L21/2x21/20/160/8 14'6" 14'6" 223.6 1.800 0.012 58.320 0.000' 2L'a'> 83.030 in-459 i P„ / r P" controls Section Capacity Table Section Elevation Component Size Critical P op.11- % .Pass No. ft Type Element K K Capacity Fail T1 250-240 Leg 2 1 -3.633 51.751 7.0 Pass 12 240 -220 Leg 2 1/2 19 -30.407 70.833 42.9 Pass T3 220 - 200 Leg 3 40 -62.513 144.956 43.1 Pass T4 200 -180 Leg 3 1/4 61 -97.541 192.479 50.7 Pass T5 180 - 160 Leg 3 1/4 82 -132.221 262.734 50.3 Pass T6 160 - 140 Leg 3 12 121 -173.775 321.973 54.0 Pass tnxTOwer Job 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) Page 38 of 39 4' B+T Group Project Date 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Client Designed by Tulsa, OK 74119 Phone: (918) 5874630 Crown Castle Kiran FAX.. (918) 295-0265 Section Elevation Component Size Critical P oP,nm. % Pass No. ft Type Element K K Capacity Fail T7 140 -120 Leg 3 3/4 160 -227.087 386.416 58.8 Pass T8 120 -100 Leg 4 199 -287.506 455.948 63.1 Pass T9 100-80 Leg 4 1/4 238 -350.249 530.481 66.0 Pass TIO 80-60 Leg 41/2 277 -397.527 609.947 65.2 Pass T11 60 - 40 Leg 4 3/4 328 -461.048 694.293 66A Pass T12 40-20 Leg 43/4 379 -524.438 694.293 75.5 Pass T13 20-0 Leg 5 430 -587.351 783.476 75.0 Pass T1 250-240 Diagonal L2x2x3/16 7 -2.270 16.441 13.8 Pass 15.1 (b) T2 240-220 Diagonal L212x2120/16 22 -4.620 18.705 24.7 Pass 26.6 (b) T3 220-200 Diagonal L212x212x3/16 43 -5.850 15.126 38.7 Pass T4 200 - 180 Diagonal L3x3x3/16 64 -7.380 19.745 37.4 Pass 40.9 (b) T5 180 - 160 Diagonal 2L2 12x2 12x3/16x3/8 86 -9.781 32.930 29.7 Pass T6 160- 140 Diagonal 2L2 1/2x2 1/20/160/8 125 -12.554 27.196 46.2 Pass T7 140-120 Diagonal 2L212x212x3/16x3/8 164 -17.189 22.693 75.7 Pass T8 120 -100 Diagonal 2L3x3x3/16x3/8 203 -18.950 32.178 58.9 Pass T9 100-80 Diagonal 2L3x3x5/16x3/8 242 -21.330 45.167 47.2 Pass T10 80-60 Diagonal 2L3x3x3/16x3/8 281 -27.609 52AOO 52.7 Pass 76.4 (b) T11 60 -40 Diagonal 2L3x3x3/16x3/8 332 -28.755 49.847 57.7 Pass 79.8 (b) T12 40 -20 Diagonal 2L3x3xl/4x3/8 383 -29.733 63.962 46.5 Pass 62.3 (b) T13 20-0 Diagonal 2L3x3xl/4x3/8 434 -30.387 59.676 50.9 Pass 63.9 (b) T5 180- 160 Horizontal L2x2x3/16 85 -2.649 5.536 47.9 Pass T6 160 - 140 Horizontal L2 12x2 1/20/16 124 -3.304 8.292 39.9 Pass T7 140-120 Horizontal L3x3x3/16 169 4.118 11.323 36.4 Pass T8 120- 100 Horizontal L3x3x3/16 202 4.991 9.073 55.0 Pass T9 100- 80 Horizontal L3x3xl/4 241 -6.074 9.687 62.7 Pass TIO 80-60 Horizontal 2L2 1/2x2 1/20/160/8 280 -6.894 16.668 41A Pass TH 60-40 Horizontal 2L21/2x2120/160/8 331 -7.996 14.124 56.6 Pass T12 40-20 Horizontal 2L2 1/2x2 120/160/8 382 -9.095 12.100 75.2 Pass T13 20-0 Horizontal 2L3x3x3/16x3/8 433 -10.186 17.817 57.2 Pass TI 250 - 240 Top Girt L2x2x3/16 6 -0.206 7.543 2.7 Pass T10 80 - 60 Redund Horz 1 2L2x2x3/16x3/8 282 -6.896 33.446 20.6 Pass Bracing T11 60 - 40 Redund Horz 1 2L2x2x3/16x3/8 333 -7.997 29.757 26.9 Pass Bracing T12 40 -20 Redund Horz 1 2L2x2x3/16x3/8 402 -9.097 25.730 35.4 Pass Bracing T13 20-0 Redund Horz1 2L2x2x3/16x3/8 435 -10.187 22.329 45.6 Pass Bracing 'T10 80-60 Redund DiagI 2L2x2x3/16x3/8 309 -4.684 19.419 24.1 Pass Bracing T11 60-40 Redund DiagI 2L2x2x3/16x3/8 360 -5.247 17.599 29.8 Pass Bracing T12 40-20 Redund Diag1 2L2x2x3/16x3/8 411 -5.798 15.933 36.4 Pass Bracing T13 20 -0 Redund Ding 1 2L2x2x3/16x3/8 462 -6.333 14.506 43.7 Pass Bracing TIO 80-60 Redund Hip L21/2x212x3/16 327 -0.039 13.951 0.3 Pass Bracing T11 60-40 Redund Hip L212x212x3/16 378 -0.034 11.808 0.3 Pass Bracing T12 40-20 Redund Hip L21/2x212x3/16 429 -0.039 10.124 0.4 Pass Bracing T13 20-0 Redund Hip L21/2x21/20/16 480 -0.033 8.775 0.4 Pass Bracing ` tnxTower J ob Page 77034.008.01 - FL WEST FORT PIERCE, FL (BU# 813812) 39 of 39 Project Date B+T Group 1717 S. Boulder, Suite 300 14:12:19 01 /23/19 Tulsa, OK 74119 Client Designed by Phone. (918) 5874630 Crown Castle Kiran FAX.. (918) 295-0265 Section Elevation Component Size Critical P opmta. % Pass No. ii Type Element K K Capacity Fail T5 180-160 InnerBracing L2x2x3/16 96 -0.003 5.084 0.1 Pass T6 160-140 Inner Bracing L2x2x3/16 133 -0.005 3.857 0.2 Pass T7 140-120 Inner Bracing L212x21/20/16 174 -0.004 6.025 0.2 Pass T8 120-100 Inner Bracing L21/2x212x3/16 213 -0.005 4.852 02 Pass T9 100-80 Inner Bracing L3x3x3/16 252 -0.008 6.992 0.2 Pass T10 80 -60 Inner Bracing 2L2x2x3/16x3/8 306 -0.030 8.447 0.4 Pass Tll 60 -40 Inner Bracing 2L2x2x3/16x3/8 357 -0.026 7.155 0.4 Pass T12 40 -20 Inner Bracing 21,2 I/W 120/160/8 408 -0.032 11.751 0.3 Pass T13 20-0 Inner Bracing 2L212x21/2x3/16x3/8 458 -0.027 10.199 0.3 Pass Summary Leg (T12) 75.5 Pass Diagonal 79.8 Pass (TI1) Horizontal 752 Pass (T12) Top Girt 2.7 Pass (TI) Redund 45.6 Pass Hons 1 Bracing (T13) Redund 43.7 Pass Diag I Bracing (T13) Redund Hip 0.4 Pass 1 Bracing (T12) Inner 0.4 Pass Bracing (T11) Bolt Checks 79.8 Pass RATING = 79.8 Pass Program Version 8.0.5.0 APPENDIX B BASE LEVEL DRAWING V.m i vi 0 w yie ro n/n' m IQ iu R) I`�lU I E rams/ wM i n/n• a BUSINESS UNIT : 813812 APPENDIX C ADDITIONAL CALCULATIONS a PROJECT 813812 - FL WEST FORT PIERCE FL SUBJECT 475131 Re, 0 DATE 01/23/19 TIA-222-H Redundant Connection Analvsis J13 B+T GRP 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 BBTPro1.No, 7/034.008.01 Elevason Member Size Member Block Shear Tearing 8 Member Bead Bob Shear % Capacity iPn Loatl Rn Load Rnv Load Redundant Horizontal (1) Design Data (Compression) 80-60 2L24z3ll6x3/8 26.10 6.896 27.61 6.90 26.4% Pass 60-40 21-21Qx3/16"it 26.10 7.997 27.61 8.00 30.6% Pass 40-20 2L2tQx3/16x3/8 26.10 9.097 27.61 9.10 34.9% Pass 20-0 2L24x3/16x3/8 26.10 10.187 27.61 10A9 39.0% Pass Redundant Diagonal (1) Design Data (Compression) ' 80-60 2L2x2x3/16x3/8 26.10 4.684 27.61 4.68 17.9% Pass 60-40 2L2DQx3/160/8 26.10 5.247 27.61 5.25 20.1% Pass 40-20 2L24x3/l6x3/8 26.10 5.798 27.61 5.80 22.2% Pass 20-0 2124x3/16x3/e 26.10 6.333 27.61 6.33 24.3% Pass Redundant Hip (1) Design Data (Compression) 80-60 L212410016 13.05 0.039 13.81 0.04 0.3% Pass 60-40 L21241/2x3/16 13.05 0.034 13.81 0.03 0.3% Pass 40-20 L211W 106116 13.05 0.038 13.81 0.04 0.3% Pass 20-0 L21/2x2 M20116 13.05 0.033 13.81 0.03 0.3% Pass Redundant Horizontal (1) Design Data (Tension) 80-60 212)(WI164/8 15.75 6.90 22.19 6.896 27.61 6.90 43.8% Pass 60-40 21.2441160/8 15.75 8.00 22.19 7.997 27.61 8.00 50.B% Pass 40-20 212)Q13/16418 15.75 9.10 22.19 9.097 27.61 9.10 57.8% Pass 20-0 2L24K3/16x3/8 15.75 10.19 22.19 10.187 27.61 10.19 64.7% Pass Redundant Diagonal (1) Design Data (Tension) 80-60 2L2x2x3/16x3/8 15.75 4.68 22.19 4.684 27.61 4.68 29.7% Pass 60-40 21241C3/16x3/8 15.75 5.25 22.19 5.247 27.61 5.25 33.3% Pass 40-20 21L24Y3/16x3/8 15.75 5.80 22.19 5.798 27.61 5.80 36.8% Pass 20-0 2L2x2x3/16x3/8 15.75 6.33 22.19 6.333 27.61 6.33 40.2% Pass Redundant Hip (1) Design Data (Tension) 80-60 L212412X3/16 9.91 0.04 11.09 0.036 13.81 0.04 0.4% Pass 60-40 L212412X3/16 9.91 0.03 11.09 0.029 13.81 0.03 0.3% Pass 40-20 L212412x3/16 9.91 0.03 11.09 0.032 13.81 0.03 0.3% Pass 20-0 L212IQ 1/2x3H6 9.91 0.03 11.09 0.026 13.81 0.03 0.3% Pass Ccuphle Project Information BU # 813812 Site Name FL WEST FORT PIERCE; FI Order # 475131, Rev 0 Jower Information TowerTypel Self Support TIA-222 Rev] H Q Apply TIA-222-H Section 15.5 ,Applied Loads Comp. Uplift Axial k 617.00 518.00 Shear k 74.00 64.00 Anchor Rod 1 Data Quantity: 6_. Diameter (in): 2.25 Material Grade: A36 Grout Considered: No la, (in): 21. Eta Factor, 9: 0i5- Thread T e: N-Included Confi uration: Symmetrical ,Anchor• 1 1 Results Axial, Pu c kips 102.83 Shear, Vu (kips) 12.33 Moment, Mu (kip -in) - Axial Cap., (pPn c(kips)_117.00 Shear Cap., 4)Vn (kips) 35.10 Moment Cap., (�Mn (kip -in) - Stress Rating 95.5% Fy=36 ksi Fu=58 ksi Not Considered, lar<=1(d) Pass CClplate - version 3.5.0 Analysis Date: 1/23/2019 PROJECT 77034.008.01 - FL West Fort Pierce, FL r SUBJECT Foundation Comparison B+T GRP 1717 S. Boulder, Suite 300 DATE 01/23/19 PAGE 1 OF 1 Tulsa, OK 74119 (918)587-4630 Initials SST Factored TnxTowers Reactions Down = 617 k Uplift = 518 k Un-Factored Original Design Reactions Down = 627.5 k Uplift = 542.1 k Percent Capacity Down = 69.4% Pass Uplift = 67.4% IPass j ASCE AMGUMS ORYU MLBJGNHLS Address: No Address at This Location ASCE 7 Hazards Report Standard: ASCE/SEI 7-10 Elevation: 18.55 ft (NAVD 88) Risk Category: II Latitude: 27.445706 Soil Class: D - Stiff Soil Longitude:-80.412942 I t ! —aed Wind Results: Wind Speed: 10-year MRI 25-year MRI 50-year MRI 100-year MRI Data Source: Date Accessed: a 157 Vmph 87 Vmph 105 Vmph 117 Vmph 129 Vmph ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Tue Jan 22 2019 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is in a hurricane -prone region as defined in ASCE/SEI 7-10 Section 26.2. Glazed openings shall be protected against wind-borne debris as specified in Section 26.10.3. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. httos,//asce7hazardtool online/ Page 1 of 3 Wed Jan 23 2019 ASCE AM90CM SOOM DF CR rNGIN9M Seismic Site Soil Class: D - Stiff Soil Results: SS : 0.057 St 0.029 Fa 1.6 F 2.4 SMS 0.091 SM1 : 0.07 Seismic Design Category A 0.10 MCEg _Response Spectrum, _ 0.09��g 0.08 I ` 0.07 t 0.05 0.05 0.04 0.03 0.02 0.01 0 1 2 Sa(9) vs T(S) 5 6 7 8 9 SDS Sol TL PGA: PGA M F PGA la : 0.07 0.0 0.0 0.0 0.0 0.0 0.0 0.061 0.047 8 0.027 0.043 1.6 1 Desiqn Response Spectrum Sa (9) vs T(s) Data Accessed: Tue Jan 22 2019 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. https:/Iasce7hamrdtool.online/ Page 2 of 3 Wed Jan 23 2019 ASCE AMMM GOCIE FY OF COL ENGWOM Ice Results: Ice Thickness: 0.00 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Date Accessed: Tue Jan 22 2019 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided 'as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool https�//asce7hamrdtool.online/ Page 3 of 3 Wed Jan 23 2019