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Home My WebLink AboutStructural Analysis Reporta�a�•asa� Date: November 18, 2021 Subject: Structural Analysis Report - Revision 1 Carrier Designation: Crown Castle Designation. Engineering Firm Designation: Site Data: Verizon Wireless Co -Locate Site Number: Site Name: BU Number: Site Name: JDE Job Number: Work Order Number: Order Number: TEP Project Number: RECEIVED DEC 10 2021 t, FL COA# 31011 St. Lucie County Tower Engineering ProfessionalsPermitting 326 Tryon Road Raleigh, NC 27603 (919) 661-6351 131457 West Midway 800642 FL West Midway CCI 800642 631477 1944556 541111 Rev. 1 223082.523189 16800 Okeechobee Road, Fort Pierce, St. Lucie County, FL 34945 Latitude 27° 22' 53.30", Longitude -80° 29'48.40" 245 Foot - Self -Supporting Tower Tower Engineering Professionals is pleased to submit this "Structural Analysis Report - Revision 1" to determine the structural integrity of the above -mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the.following load case, to be: LC5: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 155 mph as required by the 2020 Florida Building Code, 7th Edition. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Anqi Wang / JWB Respectfully submitted by: Adam M. Amortnont, P.E. Revision # Date Issued` Qescnptlon 0 April 6, 2021 �— Original structural analysis 1 November 18, 2021 Revised County in Appendix A 16 AMO No. 77387 .p STATE OF gr RIOP?�� S�ONAL �11111111\ November 18, 2021 245-ft Self -Supporting Tower Structural Analysis Report - Revision 1 CCI BU No 800642 TEP Project Number 223082.523189, Order 541111, Revision 1 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 - Tower Component Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report - version 8.0.7.5 245-ft Self -Supporting Tower Structural Analysis Report - Revision 1 TEP Project Number 223082.523189, Order 541111, Revision 1 1) INTRODUCTION This tower is a 245-ft self-supporting tower designed by Trylon. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: If Wind Speed: 155 mph Exposure Category: C Topographic Factor: 1.0 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration November 18, 2021 CCI BU No 800642 Page 3 2Mountmg Ievel'(fi) -center._Number Line Elevation (ft) Antennas s Antenna Manufactures = Antenna�Model: i Number' I of.Feed g Lines 'Size Feed ,- .' Line-' (in) 249.0 1 I Tower Mounts Platform Mount [LP 603-1] 4 JMA Wireless X7CQAP-FRO-645-VRO w/ Mount Pipe 2 JMA Wireless X7CQAP-665-VR0 w/ Mount Pipe 2 CSS VC-FRO-640 w/ Mount Pipe 249.0 248.0 18 1-5/8 1 CSS X7-665-4 w/ Mount Pipe 3 VZW Sub6 Antenna w/ Mount Pipe 3 Ericsson 4449 3 Ericsson 8843 3 JMA Wireless DBC-67C-U-2SF j 2 Raycap RVZDC-6627-PF-48 Table 2 - Other Considered Equipment Mounting; Center ° Elevation �. Number OU Antennas Antenna,,,-Nuinberi Manufacturer Antenna Model','` `' of Feed ; Lines, Feed. Line,Level,(ft) Size: (in) 3 Andrew ADFD1820-3333E-XDM w/ Mount Pipe 3 Commscope FFHH-65C-R3 w/ Mount Pipe 3 Nokia AEHC w/ Mount Pipe 220.0 1 223.0 3 1 1-1/ 1-1/22 3 Nokia AHLOA 6 Nokia AHFIG 3 Raycap ASU9338TYP0l 1 1 Commscope HCS 2.0 i 220.0 1 3 Site Pro 1 VFA12-HD Sector Mount tnxTower Report - version 8.0.7.5 November 18, 2021 245-ft Self -Supporting Tower Structural Analysis Report - Revision 1 CC/ BU No 800642 TEP Project Number 223082.523189, Order 541111, Revision 1 Page 4 .Mounting, u7Level #t) A . Center Line Elevation; Number of°, Antennas Antenna Manufacturer, s Antenna Model.• Number, of Feed: Lines, ;Size Feed , Lin' - (in) 200.0 203.0 3 Commscope SBNHH-1D85C w/ Mount Pipe 12 6 3 3 1-5/8 3/4 5/16 3/8 3 Kathrein 800 10723 w/ Mount Pipe 4 CCI Antennas HPA-33R-BUU-H6-K w/ Mount Pipe 1 Kathrein 800 10865 w/ Mount Pipe 6 Commscope E15Z01 P19 6 Triasx TBC0020FlVl 5 Ericsson RRUS 32 2 Raycap DC6-48-60-18-8C 5 KMW Comm. KFTDR00110030 3 Ericsson RRUS 4415 B25 1 Raycap DC6-48-60-18-8F 1 Ericsson RRUS 4426 B66 3 Ericsson RRUS-11 200.0 1 Tower Mounts Sector Mount [SM 502-31 128.0 129.0 3 Commscope TTTT65AP-1XR w/ Mount Pipe 3 7/8 3 RFS Celwave APXVSPP18-C w/ Mount Pipe 3 Ericsson RRUS 82 w/ Solar Shield 3 Ericsson RRUS-11800MHz 3 Ericsson RRUS 31 B25 3 Ericsson 80OMHZ SMR Filter 128.0 3 _T_ Connect -It Frame P/N : PV FM (F W)-3-N -M H-2 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document g k Reference Source Geotechnical Report 369766 CCISites Tower Foundation Drawings 2293716 CCISites Tower Manufacturer Drawings 366603 CCISites 3.1) Analysis Method tnxTower (version 8.0.7.5), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 Standard. tnxTower Report - version 8.0.7.5 November 18, 2021 245-ft Self -Supporting Tower Structural Analysis Report - Revision 1 CC/ BU No 800642 TEP Project Number 223082.523189, Order 541111, Revision 1 Page 5 3.2) Assumptions 1) The tower and structures were maintained in accordance with the TIA-222 Standard. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2, and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Tower Engineering Professionals should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Section; Type' Srze ��"' Critical p.(k) �Panow (k)� % Pass I Fail. No.. Elevation (ft) Component ,, Element _ CapacityF T1 245 - 240 Leg 2 1/2" solid 1 ( -13.61 118.23 11.5 Pass T2 240 - 220 Leg 2 1/2" solid 13 -70.07 118.23 59.3 Pass T3 220 - 210 Leg 15TL1.5x1/2x5/8 43 -93.66 222.84 59.6 Pass T4 210 - 200 Leg 15TL1.5xl/2x5/8 f 57 i -127.48 222.84 57.2 Pass T5 200 -180 Leg 15TL1.75xl/2x5/8 66 ( -168.03 312.87 88.9 Pass T6 180 -160 Leg 15TL1.75xl/2x5/8 81 -283.17 312.87 90.5 Pass _J T7 160 - 140� Leg Trylon 2.00 (18xl5) 96 -323.70 417.74 77.5 Pass T8 140 -120 Leg Trylon 2.25 (18xl5) 105 -405.17 528.76 76.6 Pass T9 120 -100 Leg Trylon 2.25 (18x15) 114 -472.46 528.76 89.4 Pass T10 100 - 80 Leg Trylon 2.5 (18x24) 123 -548.55 633.19 86.6 Pass Tl l 80 - 60 Leg Trylon 2.75 (18x24) 132 -619.51 780.85 79.3 Pass T12 60 - 40 Leg Trylon 2.75 (18x24) 141 -688.97 780.85 88.2 Pass T13 40 - 20 Leg Trylon 2.75 (18x24) 150 -760.26 780.85 97.4 Pass T14 20 - 0 Leg Trylon 3.00 (18x24) 159 -822.25 940.35 87.4 Pass T1 245 - 240 Diagonal L2 1/2x2 1/2xl/4 12 II I -5.61 35.08 16.0 38.7 (b) Pass T2 240 - 220 Diagonal L2 1/2x2 1/2xl/4 24 -8.12 35.08 23.1 56.0 (b) Pass T3 220 - 210 Diagonal L3x3xl/4 53 iIII E -12.13 i 36.67 33.1 43.8 (b) Pass FT47210 - 200 Diagonal L3x3xlA 62 -12.72 33.70 37.7 49.7 (b) Pass T5 200 - 180 159.5 Diagonal L3x3xl/4 71 -15.26 27.88 54.7 (b) Pass T6 180 -160 Diagonal L3 1/2x3 1/2x1/4 92 j 1 -17.32 38.40 59 5 fib) Pass T7 160 -140 Diagonal L5x5x3/8 101 -29.25 61.93 47.2 70.1 (b) Pass TS 140 - 120 Diagonal L5x5x3/8 ill -26.61 56.94 46.7 66.5 (b) Pass T9 I 120 - 100 Diagonal L5x5x3/8 119 -31.01 52.26 59.3 74.3 (b) Pass FTlo 100-80 Diagonal L5x5x3/8 128 4k I -30.07 47.92 62.7 72.0 (b )) Pass Tl l 80 - 60 Diagonal L5x5x3/8 137 -31.13 43.93 774.(6 (b) Pass T12 60 - 40 Diagonal L5x5x3/8 146 I -33.15 40.28 82.3 Pass T13 40 - 20 Diagonal L5x5x3/8 156 i -30.70 36.97 83.0 Pass tnxTower Report - version 8.0.7.5 November 18, 2021 245-ft Self -Supporting Tower Structural Analysis Report - Revision 1 M BU No 800642 TEP Project Number 223082.523189, Order 541111, Revision 1 Page 6 Sections Elevation (ft) I Component Type �� s Size . Criticah I P (k) �P;,,,„ (k)° Pass i Fail E No .�; s Element ��s _ I Capacity T14 20 - 0 Diagonal L6x6x7/16 164 -38.94 64.55 60.3 93.3 (b) Pass i T1 245 - 240 Top Girt L6x6x7/16 5 1.83 182.41 121. (b) Pass FT2 240 - 220 Top Girt L6x6x7/16 17 i 0.40 182.41 2 0. fib) Pass T3 220 - 210 Top Girt L3x3x1/4 47 -0.51 38.57 2 �'�b) Pass Summary Leg (T13) 97.4 Pass Diagonal 93.3 Pass (T14) Top Girt 12.6 Pass (Ti) Bolt Checks 93.3 Pass Rating = 97.4 Pass Table 5 - Tower Component Stresses vs. Caoacitv - LC5 Notes I °;.Component Elevation (ft) f ` a -% Capacity Pass Fail 1,2 Anchor Rods - 40.7 Pass 1,2 Base Foundation Soil Interaction - 90.4 Pass 1,2 Base Foundation Structural - 63.6 Pass Structure; Rating (max from all components) 97 4%�= Notes: 1) See additional documentation in "Appendix C -Additional Calculations" for calculations supporting the % capacity listed. 2) Rating per TIA-222-H Section 15.5 4.1) Recommendations 1) The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report - version 8.0.7.5 245-ft Self -Supporting Tower Structural Analysis Report - Revision TEP Project Number 223082.523189, Order 541111, Revision 1 APPENDIX A TNXTOWER OUTPUT November 18, 2021 CCI BU No 800642 Page 7 tnxTower Report - version 8.0.7.5 m x N � N N x A X X N N N N O (° N —. ....1. x -- --- x J ' w O N � a A A J m O O NX N n b u) a! J h X F O O N _O m N N TiS O Z r i m c m N w x N O � J 3 N N � a m 0 z N d W o x F m N yj V) a - 2 a Y a o a N J J 0 O F- IL 3t �i 1 245.0 ft ` 2400ft MATERIAL STRENGTH TOWER DESIGN NOTES zzo:o n. 1. Tower is located in St. Lucie County, Florida. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 155 mph basic wind in accordance with the TIA-222-H Standard. 210.0 ft 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category Il. 6. Topographic Category 1 with Crest Height of 0.00 ft zao.oft 7. TOWER RATING: 97A% Vp 120.0 ftft 100.011 eo.o ft 60.0 ft ALL REACTIONS AREFACTORED MAX. CORNER REACTIONS AT BASE. 40.0 ft DOWN: 860 K SHEAR: 94 K UPLIFT: -760 K SHEAR: 84 K 20.0It AXIAL 120 K SHEARMOMENT 146 K 19902 kip-ft 0.0 It TORQUE 274 kip-ft REACTIONS -155 mph WIND Tower Engineering Professional °b' FL West Wo CCI 800642 BU 80064 Project: � 326 Tryon Road TEP No. 223082.523189 Raleigh, NC ad client: Crown Castle Drawn by: Jay W. Balk Apl Tower Engineering Professionals Phone: (919) 661-6351 Code: TIA-222-H Date' 04/06/21 state: NTS FAX: 919 661-6350 Path: Dwg No. E-1 tnx,Tow 'Y Tower Engineering ,lob FL West Midway CCI 800642 (BU 800642) Page of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX- (919) 661-6350 Tower hiout Data' The main tower is a 3x free standing tower with an overall height of 245.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.000 ft at the top and 28.000 ft at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in St. Lucie County, Florida. Tower base elevation above sea level: 19.00 ft. Basic wind speed of 155 mph. Risk Category H. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.00 ft. Deflections calculated using a wind speed of 60 mph. Pressures are calculated at each section. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used: K.(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 4 Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile 4 Include Bolts In Member Capacity Leg Bolts Are At Top Of Section -4 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 Retension 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 Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-H Bracing Resist. Exemption Use TIA 222 H Tension Splice Exemption 7 _ Poled Include Shear -Torsion Interaction a-r Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known tnx,ToWeY' Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Page2 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Wind 180 Leg A Wind 90 41 m C m° B Q Leg C Z Leg B Face C Wind Normal Triangular Tower Tower'Se'dion Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections ft ft ft Tl 245.00-240.00 6.000 1 5.00 T2 240.00-220.00 6.000 1 20.00 T3 220.00-210.00 6.000 1 10.00 T4 210.00-200.00 7.000 1 10.00 T5 200.00-180.00 8.000 1 20.00 T6 180.00-160.00 10.000 1 20.00 T7 160.00-140.00 12.000 1 20.00 T8 140.00-120.00 14.000 1 20.00 T9 120.00-100.00 16.000 1 20.00 T10 100.00-80.00 18.000 1 20.00 Tl 1 80.00-60.00 20.000 1 20.00 T12 60.00-40.00 22.000 1 20.00 T13 40.00-20.00 24.000 1 20.00 T14 20.00-0.00 26.000 1 20.00 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 245.00-240.00 5.000 X Brace No No 0.000 0.000 WxTower Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Page3 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle ,lay W. Balk FAX.- (919) 661-6350 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End f? ft Panels in in T2 240.00-220.00 5.000 X Brace No No 0.000 0.000 T3 220.00-210.00 10.000 X Brace No No 0.000 0.000 T4 210.00-200.00 10.000 X Brace No No 0.000 0.000 T5 200.00-180.00 10.000 X Brace No No 0.000 0.000 T6 180.00-160.00 10.000 X Brace No No 0.000 0.000 T7 160.00-140.00 20.000 X Brace No No 0.000 0.000 T8 140.00-120.00 20.000 X Brace No No 0.000 0.000 T9 120.00-100.00 20.000 X Brace No No 0.000 0.000 T10 100.00-80.00 20.000 X Brace No No 0.000 0.000 Tll 80.00-60.00 20.000 XBrace No No 0.000 0.000 T12 60.00- 40.00 20.000 X Brace No No 0.000 0.000 T13 40.00-20.00 20.000 X Brace No No 0.000 0.000 T14 20.00-0.00 20.000 XBrace No No 0.000 0.000 Tower Section Geometry cont°d Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft TI 245.00-240.00 Solid Round 2 1/2" solid A572-50 Equal Angle L2 1/2x2 1/2x1/4 300W (50 ksi) (44 ksi) T2 240.00-220.00 Solid Round 2 1/2" solid A572-50 Equal Angle L2 1/2x2 1/2xl/4 300W (50 ksi) (44 ksi) T3 220.00-210.00 Truss Leg 15TL1.5xl/2x5/8 A572-50 Equal Angle L3x3xl/4 300W (50 ksi) (44 ksi) T4 210.00-200.00 Truss Leg 15TL1.5xl/2x5/8 A572-50 Equal Angle L3x3x1/4 300W (50 ksi) (44 ksi) T5 200.00-180.00 Truss Leg 15TL1.75xl/2x5/8 A572-50 Equal Angle L3x3xl/4 300W (50 ksi) (44 ksi) T6 180.00-160.00 Truss Leg 15TL1.75xl/2x5/8 A572-50 Equal Angle L3 1/20 1/2xl/4 300W (50 ksi) (44 ksi) T7 160.00-140.00 Truss Leg Trylon 2.00 (18x15) 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T8 140.00-120.00 Truss Leg Trylon 2.25 (18x15) 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T9 120.00-100.00 Truss Leg Trylon 2.25 (18x15) 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T10 100.00-80.00 Truss Leg Trylon 2.5 (18x24) 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) Tl 1 80.00-60.00 Truss Leg Trylon 2.75 (18x24) 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T12 60.0040.00 Truss Leg Trylon 2.75 (18x24) 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T13 40.00-20.00 Truss Leg Trylon 2.75 (18x24) 350W Equal Angle L5x5x3/8 300W (51 ksi) (44 ksi) T14 20.00-0.00 Truss Leg Trylon 3.00 (18x24) 350W Equal Angle L6x6x7/16 300W (51 ksi) (44 ksi) Tower Section Geometry cont'd l`nxTower Tower Engineering Job FL West Midway CC[ 800642 (BU 800642) Page4 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade Tl 245.00-240.00 Equal Angle L6x6x7/16 30OW Solid Round A36 (44 ksi) (36 ksi) T2 240.00-220.00 Equal Angle L6x6x7/16 30OW Solid Round A36 (44 ksi) (36 ksi) T3 220.00-210.00 Equal Angle L3x3xl/4 30OW Solid Round A36 (44 ksi) (36 ksi) `Tower.SectUon'`Geomet confd '- Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (perface) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft' in in in in Tl 0.00 0.875 A36 1.03 1 1.05 36.000 36.000 36.000 245.00-240.00 (36 ksi) T2 0.00 0.375 A36 1.03 1 1.05 36.000 36.000 36.000 240.00-220.00 (36 ksi) T3 0.00 0.375 A36 1.03 1 1.05 36.000 36.000 36.000 220.00-210.00 (36 ksi) T4 0.00 0.375 A36 1.03 1 LOS 36.000 36.000 36.000 210.00-200.00 (36 ksi) T5 0.00 0.375 A36 1.03 1 1.05 36.000 36.000 36.000 200.00-180.00 (36 ksi) T6 0.00 0.375 A36 1.03 1 1.05 36.000 36.000 36.000 180.00-160.00 (36 ksi) T7 0.00 0.375 A36 1.03 1 1.05 36.000 36.000 36.000 160.00-140.00 (36 ksi) T8 0.00 0.375 A36 L03 1 1.05 36.000 36.000 36.000 140.00-120.00 (36 ksi) T9 0.00 0.375 A36 1.03 1 1.05 36.000 36.000 36.000 120.00-100.00 (36 ksi) T10 0.00 0.375 A36 1.03 1 1.05 36.000 36.000 36.000 100.00-80.00 (36 ksi) T11 0.00 0.375 A36 1.03 1 1.05 36.000 36.000 36.000 80.0040.00 (36 ksi) T12 0.00 0.375 A36 1.03 1 1.05 36.000 36.000 36.000 60.00-40.00 (36 ksi) T13 0.00 0.375 A36 1.03 1 1.05 36.000 36.000 36.000 40.00-20.00 (36 ksi) T14 20.00-0.00 0.00 0.875 A36 1.03 1 1.05 36.000 36.000 36.000 (36 ksi) Tower Section_ Geomet rm' cont'd K Factors' Tower Calc Cale Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X tt Y Y Y Y Y Y Y T1 Yes Yes 1 1 1 1 1 1 1 1 tnx.T Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Pageower 5 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 1 K Factors' Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X fr Y Y Y Y Y Y Y 245.00-240.00 1 1 1 1 1 1 1 T2 Yes Yes 1 1 1 1 1 1 1 1 240.00-220.00 1 1 1 1 1 1 1 T3 Yes No I 1 1 1 1 1 1 1 220.00-210.00 1 1 1 1 1 1 1 T4 Yes No 1 1 1 1 1 1 1 1 210.00-200.00 I 1 1 1 1 1 1 T5 Yes No 1 1 1 1 1 1 1 1 200.00-180.00 1 1 1 1 1 1 1 T6 Yes No I 1 1 1 1 I 1 1 180.00-160.00 1 1 1 1 1 1 1 T7 Yes No 1 1 1 1 1 1 1 1 160.00-140.00 1 1 1 1 1 I 1 T8 Yes No I 1 1 1 1 I 1 1 140.00-120.00 1 1 1 1 1 1 1 T9 Yes No I 1 1 1 1 1 1 1 120.00-100.00 1 1 1 1 1 1 1 T10 Yes No I 1 I 1 1 1 1 1 100.00-80.00 1 1 1 1 1 1 1 T11 Yes No 1 1 1 1 1 1 I 1 80.00-60.00 1 1 1 1 1 1 1 T12 Yes No I 1 1 1 1 1 I 1 60.0040.00 1 1 1 1 1 1 1 T13 Yes No 1 1 1 1 1 1 1 1 40.00-20.00 1 1 1 1 1 1 1 T14 Yes No 1 1 1 1 1 1 1 1 20.00-0.00 1 1 1 1 1 1 1 !Note: Kfactors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out -of -plane direction applied to the overall length. Tower Section Geometry- cont'd Truss -Leg K Factors Truss -Legs Used As Leg Members Truss -Legs Used As Inner Members Tower Leg X z Leg X z Elevation Panels Brace Brace Panels Brace Brace ft Diagonals Diagonals Diagonals Diagonals T3 1 0.5 0.85 1 0.5 0.85 220.00-210.00 T4 1 0.5 0.85 1 0.5 0.85 210.00-200.00 T5 1 0.5 0.85 1 0.5 0.85 200.00-180.00 T6 1 0.5 0.85 1 0.5 0.85 180.00-160.00 T7 1 0.5 0.85 1 0.5 0.85 160.00-140.00 T8 1 0.5 0.85 1 0.5 0.85 140.00-120.00 T9 1 0.5 0.85 1 0.5 0.85 120.00-100.00 T10 1 0.5 0.85 1 0.5 0.85 100.00-80.00 tnxTo. wee Tower Engineering Job FL West Midway CCl 800642 (BU 800642) Page6 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Tl1 1 0.5 0.85 1 0.5 0.85 80.00-60.00 T12 1 0.5 0.85 1 0.5 0.85 60.00-40.00 T13 1 0.5 0.85 1 0.5 0.85 T14 1 0.5 0.85 1 0.5 0.85 20.00-0.00 Tower Section Geometry. co•nt'd Tower Elevation f Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 245.00-240.00 T2 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 240.00-220.00 T3 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 220.00-210.00 T4 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 210.00-200.00 T5 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 200.00-180.00 T6 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 180.00-160.00 T7 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 160.00-140.00 T8 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 140.00-120.00 T9 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 120.00-100.00 T10 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 100.00-80.00 Tll 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 80.00-60.00 T12 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 60.00-40.00 T13 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 40.00-20.00 T 14 20.00-0.0010.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 Tower Section Geomet 'y (cont'd Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation Connection ft Type Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 Flange 0.875 6 0.625 1 0.625 1 0.625 0 0.625 0 0.625 0 0.625 0 245.00-240.00 A325N A325N A325N A325N A325N A325N A325N tnxTower Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Page 7 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Tower Elevation f 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 T2 Flange 0.875 6 0.625 1 0.625 1 0.625 0 0.625 0 0.625 0 0.625 0 240.00-220.00 A325N A325N A325N A325N A325N A325N A325N T3 Flange 0.625 18 0.625 2 0.625 2 0.000 0 0.625 0 0.625 0 0.625 0 220.00-210.00 A325N A325N A325N A325N A325N A325N A325N T4 Flange 0.750 18 0.625 2 0.625 0 0.625 0 0-625 0 0.625 0 0.625 0 210.00-200.00 A325N A325N A325N A325N A325N A325N A325N T5 Flange 0.750 18 0.625 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 200.00-180.00 A325N A325N A325N A325N A325N A325N A325N T6 Flange 0.875 18 0.625 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 180.00-160.00 A325N A325N A325N A325N A325N A325N A325N T7 Flange 0.875 18 0.750 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 160.00-140.00 A325N A325N A325N A325N A325N A325N A325N T8 Flange U75 18 0.750 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 140.00-120.00 A325N A325N A325N A325N A325N A325N A325N T9 Flange 0.875 18 0.750 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 120.00-100.00 A325N A325N A325N A325N A325N A325N A325N TIO Flange 1.000 18 0.750 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 100.00-80.00 A325N A325N A325N A325N A325N A325N A325N Tll Flange 1.000 18 0.750 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 80.00-60.00 A325N A325N A325N A325N A325N A325N A325N T12 Flange 1.000 18 0.750 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 60.00-40.00 A325N A325N A325N A325N A325N A325N A325N T13 Flange 1.125 18 0.750 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 40.00-20.00 A325N A325N A325N A325N A325N A325N A325N T14 20.00-0.00 Flange 1.125 18 0.750 2 0.625 0 0.625 0 0.625 0 0.625 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N feed Line/Linear Appurtenances - Entered. As Round Or Flat 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 plf 1" round B No No Ar (CaAa) 245.00 - 3.000 0.1 2 2 1.000 1.000 2.670 Climb Ladder 220.00 Rail 5/8" ladder B No No Ar (CaAa) 245.00 - 3.000 0.1 1 1 0.625 0.625 1.043 rung (12" long 220.00 12" oc) Safety Line B No No Ar (CaAa) 220.00- 0.000 0.5 1 1 0.375 0.375 0.220 3/8 0.00 Safety Line B No No Ar (CaAa) 245.00 - 0.000 0.1 1 1 0.375 0.375 0.220 3/8 220.00 3/8" DC B No No Ar (CaAa) 245.00 - 0.000 -0.49 1 1 0.375 0.375 0.620 Power 0.00 5/8" Cable B No No Ar (CaAa) 245.00 - 0.000 -0.485 1 1 0.500 0.625 0.300 (Lights) 0.00 HCS 2.0 Part A No No Ar (CaAa) 220.00- 0.000 OA 1 1 0.500 1.550 1.710 3(1-1/2) 0.00 ASU9323TYP A No No Ar (CaAa) 220.00- 1.250 0.4 3 3 0.500 1.240 1.050 01(1-1/4) 0.00 Feedline A No No Af (CaAa) 220.00- 0.000 0.4 1 1 3.000 3.000 8.400 tnxTover Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Page8 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Description Face Allow Exclude Component Placement Face Lateral # # Clear Widthor Perimeter Weight or Shield From Type Offset Offset Per Spacing Diameter Leg Torque ft in (Frac FW) Row in in in p f Calculation Ladder (Af) 0.00 LDF7-50A(I- A No No Ar (CaAa) 200.00 - 0.000 -0.38 6 4 0.500 1.980 0.820 5/8) 0.00 LDF7-50A(I- A No No Ar (CaAa) 200.00 - 0.000 -0.41 4 4 0.500 1.980 0.820 5/8) 0.00 WR-VG86ST- A No No Ar (CaAa) 200.00 - 0.000 -0.44 6 3 0.500 0.774 0.590 BRD(3/4) 0.00 FB-L98B-034- A No No Ar (CaAa) 200.00 - 1.500 -0.44 3 2 0.394 0.394 0.057 XXX(3/8) 0.00 840 A No No Ar (CaAa) 200.00 - 1.500 -0.44 3 2 0.315 0.315 0.064 10414(5/16) 0.00 LDF7-50A(1- A No No Ar (CaAa) 200.00 - 0.000 -0.46 2 2 0.500 1.980 0.820 5/8) 0.00 Feedline A No No Af (CaAa) 200.00 - 0.000 -0.41 1 1 3.000 3.000 8.400 Ladder (Af) *** 0.00 LDF5-50A(7/ C No No Ar (CaAa) 128.00 - 0.000 -0.45 3 2 0.500 1.090 0.330 8") 0.00 T-Brackets C No No Af (CaAa) 230.00 - 0.000 -0.45 1 1 1.000 1.000 8.400 0.00 T-Brackets B No No Af (CaAa) 230.00 - 0.000 0.45 1 1 1.000 1.000 8.400 *** 0.00 AVA7-50(1-5/ C No No Ar (CaAa) 245.00 - 0.000 0.4 18 9 0.500 2.010 0.700 8) 0.00 Feedline C No No Af (CaAa) 245.00 - 0.000 0.4 1 1 3.000 3.000 8.400 Ladder (Af) *** 0.00 Feed' Line/Linear Appurtenances 'Entered As Area Description Face Allow Exclude Component Placement Total CAAA Weight or Shield From Type Number Leg Torque ft JI"Ift plf Calculation Feed Line/Linear Appurtenances Section Areas Tower Tower Face AA AF CAAA C.A., Weight Section Elevation In Face Out Face ft ft, fi' ft, fr' x Tl 245.00-240.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 2.000 0.000 0.04 C 0.000 0.000 20.590 0.000 0.11 T2 240.00-220.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 9.000 0.000 0.23 C 0.000 0.000 83.360 0.000 0.50 tn,x,Tower Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Page9 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX: (919) 661-6350 Tower Tower Face AR AF CAA,, CAAA Weight Section Elevation In Face Out Face ft ft2 12 ft2 ft2 K T3 220.00-210.00 A 0.000 0.000 10.270 0.000 0.13 B 0.000 0.000 2.375 0.000 0.10 C 0.000 0.000 42.180 0.000 0.29 T4 210.00-200.00 A 0.000 0.000 10.270 0.000 0.13 B 0.000 0.000 2.375 0.000 0.10 C 0.000 0.000 42.180 0.000 0.29 T5 200.00-180.00 A 0.000 0.000 91.600 0.000 0.71 B 0.000 0.000 4.750 0.000 0.19 C 0.000 0.000 84.360 0.000 0.59 T6 180.00-160.00 A 0.000 0.000 91.600 0.000 0.71 B 0.000 0.000 4.750 0.000 0.19 C 0.000 0.000 84.360 0.000 0.59 T7 160.00-140.00 A 0.000 0.000 91.600 0.000 0.71 B 0.000 0.000 4.750 0.000 0.19 C 0.000 0.000 84.360 0.000 0.59 T8 140.00-120.00 A 0.000 0.000 91.600 0.000 0.71 B 0.000 0.000 4.750 0.000 0.19 C 0.000 0.000 86.976 0.000 0.60 T9 120.00-100.00 A 0.000 0.000 91.600 0.000 0.71 B 0.000 0.000 4.750 0.000 0.19 C 0.000 0.000 90.900 0.000 0.61 T10 100.00-80.00 A 0.000 0.000 91.600 0.000 0.71 B 0.000 0.000 4.750 0.000 0.19 C 0.000 0.000 90.900 0.000 0.61 Tll 80.00-60.00 A 0.000 0.000 91.600 0.000 0.71 B 0.000 0.000 4.750 0.000 0.19 C 0.000 0.000 90.900 0.000 0.61 T12 60.0040.00 A 0.000 0.000 91.600 0.000 0.71 B 0.000 0.000 4.750 0.000 0.19 C 0.000 0.000 90.900 0.000 0.61 T13 40.00-20.00 A 0.000 0.000 91.600 0.000 0.71 B 0.000 0.000 4.750 0.000 0.19 C 0.000 0.000 90.900 0.000 0.61 T14 20.00-0.00 A 0.000 0.000 91.600 0.000 0.71 B 0.000 0.000 4.750 0.000 0.19 C 0.000 0.000 90.900 0.000 0.61 Feed Un'e C,onter-of Pressure Section Elevation CPX CPZ CPX CPZ Ice Ice ft in in in in Tl 245.00-240.00 -8.754 1.953 -8.750 1.952 T2 240.00-220.00 -9.754 2.693 -9.750 2.691 T3 220.00-210.00 -9.114 -1.879 -9.114 -1.879 T4 210.00-200.00 -10.616 -2.212 -10.616 -2.212 T5 200.00-180.00 -19.143 4.379 -19.143 4.379 T6 180.00-160.00 -21.698 5.006 -21.698 5.006 T7 160.00-140.00 -23.757 5.485 -23.757 5.485 T8 140.00-120.00 -25.415 6.555 -25.415 6.555 T9 120.00-100.00 -26.593 7.934 -26.593 7.934 T10 100.00-80.00 -28.949 8.655 -28.949 8.655 T11 80.00-60.00 -30.896 9.238 30.896 9.238 T12 60.00-40.00 -33.008 9.884 -33.008 9.884 T13 40.00-20.00 -35.023 10.502 -35.023 10.502 T14 20.00-0.00 -34.386 10.327 -34.386 10.327 tnJli<Tow, Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Pageer 10 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX: (919) 661-6350 Shielding. Factor Ka, Tower Section Feed Line Record No. Description Feed Line Se meat Elev. K. No Ice K Ice Tl 2 1" round Climb Ladder Rail 240.00- 0.6000 0.6000 245.00 Tl 3 5/8" ladder rung (12" long 240.00- 0.6000 0.6000 12" oc) 245.00 Tl 5 Safety Line 3/8 240.00- 0.6000 0.6000 245.00 T1 6 3/8" DC Power 240.00- 1.0000 1.0000 245.00 Tl 7 5/8" Cable (Lights) 240.00- 1.0000 1.0000 245.00 Tl 24 AVA7-50(1-5/8) 240.00- 0.6000 0.6000 245.00 Tl 27 Feedline Ladder (Af) 240.00- 0.6000 0.6000 245.00 T2 2 1" round Climb Ladder Rail 220.00- 0.6000 0.6000 240.00 T2 3 5/8" ladder rung (12" long 220.00- 0.6000 0.6000 12" oc) 240.00 T2 5 Safety Line 3/8 220.00- 0.6000 0.6000 240.00 T2 6 3/8" DC Power 220.00- 1.0000 1.0000 240.00 T2 7 5/8" Cable (Lights) 220.00- 1.0000 1.0000 240.00 T2 21 T-Brackets 220.00- 0.6000 0.6000 230.00 T2 22 T-Brackets 220.00- 0.6000 0.6000 230.00 T2 24 AVA7-50(1-5/8) 220.00- 0.6000 0.6000 240.00 T2 27 Feedline Ladder (Af) 220.00- 0.6000 0.6000 240.00 T3 4 Safety Line 3/8 210.00- 0.6000 0.6000 220.00 T3 6 3/8" DC Power 210.00- 1.0000 1.0000 220.00 T3 7 5/8" Cable (Lights) 210.00- 1.0000 1.0000 1 220.00 T3 9 HCS 2.0 Part 3(1-1/2) 210.00- 0.6000 0.6000 220.00 T3 10 ASU9323TYPO1( 1-1/4) 210.00- 0.6000 0.6000 220.00 T3 11 Feedline Ladder (Af) 210.00- 0.6000 0.6000 220.00 T3 21 T-Brackets 210.00- 0.6000 0.6000 220.00 T3 22 T-Brackets 210.00- 0.6000 0.6000 220.00 T3 24 AVA7-50(1-5/8) 210.00- 0.6000 0.6000 220.00 T3 27 Feedline Ladder (Af) 210.00- 0.6000 0.6000 220.00 T4 4 Safety Line 3/8 200.00 - 0.6000 0.6000 210.00 T4 6 3/8" DC Power 200.00 - 1.0000 1.0000 taxTo�i er Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Page 11 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh., NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Tower Section Feed Line Record No. Description Feed Line SegmentElev. K. No Ice K. Ice 210.00 T4 7 5/8" Cable (Lights) 200.00- 1.0000 1.0000 210.00 T4 9 HCS 2.0 Part 3(1-1/2) 200.00- 0.6000 0.6000 210.00 T4 10 ASU9323TYP01( 1-1/4) 200.00- 0.6000 0.6000 210.00 T4 11 Feedline Ladder (Af) 200.00- 0.6000 0.6000 210.00 T4 21 T-Brackets 200.00- 0.6000 0.6000 210.00 T4 22 T-Brackets 200.00- 0.6000 0.6000 210.00 T4 24 AVA7-50(1-5/8) 200.00- 0.6000 0.6000 210.00 T4 27 Feedline Ladder (Af) 200.00- 0.6000 0.6000 210.00 T5 4 Safety Line 3/8 180.00- 0.6000 0.6000 200.00 T5 6 3/8" DC Power 180.00- 1.0000 1.0000 200.00 T5 7 5/8" Cable (Lights) 180.00- 1.0000 1.0000 200.00 T5 9 HCS 2.0 Part 3(1-1/2) 180.00- 0.6000 0.6000 200.00 T5 10 ASU9323TYP01( 1-1/4) 180.00- 0.6000 0.6000 200.00 T5 11 Feedline Ladder (Af) 180.00- 0.6000 0.6000 200.00 T5 12 LDF7-50A(I-5/8) 180.00- 0.6000 0.6000 200.00 T5 13 LDF7-50A(I-5/8) 180.00- 0.6000 0.6000 200.00 T5 14 WR-VG86ST-BRD(3/4) 180.00- 0.6000 0.6000 200.00 TS 15 FB-L98B-034-XXX(3/8) 180.00- 0.6000 0.6000 200.00 T5 16 840 10414(5/16) 180.00- 0.6000 0.6000 200.00 T5 17 LDF7-SOA(1-5/8) 180.00- 0.6000 0.6000 200.00 T5 18 Feedline Ladder (Af) 180.00- 0.6000 0.6000 200.00 T5 21 T-Brackets 180.00- 0.6000 0.6000 200.00 T5 22 T-Brackets 180.00- 0.6000 0.6000 200.00 T5 24 AVA7-50(1-5/8) 180.00- 0.6000 0.6000 200.00 T5 27 Feedline Ladder (Af) 180.00- 0.6000 0.6000 200.00 T6 4 Safety Line 3/8 160.00 - 0.6000 0.6000 180.00 T6 6 3/8" DC Power 160.00 - 1.0000 1.0000 180.00 T6 7 5/8" Cable (Lights) 160.00 - 1.0000 1.0000 180.00 T6 9 HCS 2.0 Part 3(1-I/2) 160.00 - 0.6000 0.6000 180.00 T6 10 ASU9323TYP01( 1-1/4) 160.00- 0.6000 0.6000 180.00 1 T6 11 Feedline Ladder (Ai) 160.00 - 0.6000 0.6000 l'1ZJICTower Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Page12 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed b g Y Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K No Ice K. Ice 180.00 T6 12 LDF7-50A(1-5/8) 160.00- 0.6000 0.6000 180.00 T6 13 LDF7-50A(1-5/8) 160.00- 0.6000 0.6000 180.00 T6 14 WR-VG86ST-BRD(3/4) 160.00- 0.6000 0.6000 180.00 T6 15 FB-L98B-034-XXX(3/8) 160.00- 0.6000 0.6000 180.00 T6 16 840 10414(5/16) 160.00- 0.6000 0.6000 180.00 T6 17 LDF7-50A(1-5/8) 160.00- 0.6000 0.6000 180.00 T6 18 Feedline Ladder (AO 160.00- 0.6000 0.6000 180.00 T6 21 T-Brackets 160.00- 0.6000 0.6000 180.00 T6 22 T-Brackets 160.00- 0.6000 0.6000 180.00 T6 24 AVA7-50(1-5/8) 160.00- 0.6000 0.6000 180.00 T6 27 Feedline Ladder (Af) 160.00- 0.6000 0.6000 180.00 T7 4 Safety Line 3/8 140.00- 0.6000 0.6000 160.00 T7 6 3/8" DC Power 140.00- 1.0000 1.0000 160.00 T7 7 5/8" Cable (Lights) 140.00- 1.0000 1.0000 160.00 T7 9 HCS 2.0 Part 3(1-1/2) 140.00- 0.6000 0.6000 160.00 T7 10 ASU9323TYP01( 1-1/4) 140.00- 0.6000 0.6000 160.00 T7 11 Feedline Ladder (Af) 140.00- 0.6000 0.6000 160.00 T7 12 LDF7-50A(1-5/8) 140.00- 0.6000 0.6000 160.00 T7 13 LDF7-50A(1-5/8) 140.00- 0.6000 0.6000 160.00 T7 14 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000 160.00 T7 15 FB-L98B-034-XXX(3/8) 140.00- 0.6000 0.6000 160.00 T7 16 840 10414(5/16) 140.00- 0.6000 0.6000 160.00 T7 17 LDF7-50A(1-5/8) 140.00- 0.6000 0.6000 160.00 T7 18 Feedline Ladder (AO 140.00- 0.6000 0.6000 160.00 T7 21 T-Brackets 140.00- 0.6000 0.6000 160.00 T7 22 T-Brackets 140.00- 0.6000 0.6000 160.00 T7 24 AVA7-50(1-5/8) 140.00- 0.6000 0.6000 160.00 T7 27 Feedline Ladder (Af) 140.00- 0.6000 0.6000 160.00 T8 4 Safety Line 3/8 120.00 - 0.6000 0.6000 140.00 T8 6 3/8" DC Power 120.00 - 1.0000 1.0000 140.00 T8 7 5/8" Cable (Lights) 120.00 - 1.0000 1.0000 ttnxTo%ver Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Pa e g 13 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K Ice 140.00 T8 9 HCS 2.0 Part 3(1-1/2) 120.00- 0.6000 0.6000 140.00 T8 10 ASU9323TYPO1( 1-1/4) 120.00- 0.6000 0.6000 140.00 T8 11 Feedline Ladder (Af) 120.00- 0.6000 0.6000 140.00 T8 12 LDF7-50A(I-5/8) 120.00- 0.6000 0.6000 140.00 T8 13 LDF7-50A(I-5/8) 120.00- 0.6000 0.6000 140.00 T8 14 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140.00 T8 IS FB-L98B-034-XXX(3/8) 120.00- 0.6000 0.6000 140.00 T8 16 840 10414(5/16) 120.00- 0.6000 0.6000 140.00 T8 17 LDF7-50A(I-5/8) 120.00- 0.6000 0.6000 140.00 T8 18 Feedline Ladder (Af) 120.00- 0.6000 0.6000 140.00 T8 20 LDF5-50A(7/8") 120.00- 0.6000 0.6000 128.00 T8 21 T-Brackets 120.00- 0.6000 0.6000 140.00 T8 22 T-Brackets 120.00- 0.6000 0.6000 140.00 T8 24 AVA7-50(1-5/8) 120.00- 0.6000 0.6000 140.00 T8 27 Feedline Ladder (Af) 120.00- 0.6000 0.6000 140.00 T9 4 Safety Line 3/8 100.00 - 0.6000 0.6000 120.00 T9 6 3/8" DC Power 100.00 - 1.0000 1.0000 120.00 T9 7 5/8" Cable (Lights) 100.00 - 1.0000 1.0000 120.00 T9 9 HCS 2.0 Part 3(1-1/2) 100.00 - 0.6000 0.6000 120.00 T9 10 ASU9323TYP01( 1-1/4) 100.00 - 0.6000 0.6000 120.00 T9 11 Feedline Ladder (Af) 100.00 - 0.6000 0.6000 120.00 T9 12 LDF7-50A(1-5/8) 100.00 - 0.6000 0.6000 120.00 T9 13 LDF7-50A(1-5/8) 100.00 - 0.6000 0.6000 120.00 T9 14 WR-VG86ST-BRD(3/4) 100.00 - 0.6000 0.6000 120.00 T9 15 FB-L98B-034-XXX(3/8) 100.00 - 0.6000 0.6000 120.00 T9 16 840 10414(5/16) 100.00 - 0.6000 0.6000 120.00 T9 17 LDF7-50A(I-5/8) 100.00 - 0.6000 0.6000 120.00 T9 18 Feedline Ladder (Af) 100.00 - 0.6000 0.6000 120.00 T9 20 LDF5-50A(7/8") 100.00 - 0.6000 0.6000 120.00 T9 21 T-Brackets 100.00 - 0.6000 0.6000 120.00 T9 22 T-Brackets 100.00 - 0.6000 0.6000 tnxTQw,er Tower Engineering b JoFL West Midway CCI 800642 (BU 800642) Page 14 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC 27603 Phone:.(919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Tower Section Feed Line Record No. Description Feed Line Se ent Elev. K No Ice K. Ice 120.00 T9 24 AVA7-50(1-5/8) 100.00- 0.6000 0.6000 120.00 T9 27 Feedline Ladder (Af) 100.00- 0.6000 0.6000 120.00 T10 4 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 TIO 6 3/8" DC Power 80.00 - 100.00 1.0000 1.0000 TIO 7 5/8" Cable (Lights) 80.00 - 100.00 1.0000 1.0000 T10 9 HCS 2.0 Part 3(1-1/2) 80.00 - 100.00 0.6000 0.6000 T10 10 ASU9323TYP01( 1-1/4) 80.00 - 100.00 0.6000 0.6000 TIO 11 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T10 12 LDF7-50A(1-5/8) 80.00-100.00 0.6000 0.6000 T10 13 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T10 14 WR-VG86ST-BRD(3/4) 80.00 - 100.00 0.6000 0.6000 T10 15 FB-L98B-034-XXX(3/8) 80.00 - 100.00 0.6000 0.6000 T10 16 840 10414(5/16) 80.00- 100.00 0.6000 0.6000 T10 17 LDF7-50A(1-5/8) 80.00-100.00 0.6000 0.6000 T10 18 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T10 20 LDF5-50A(7/8") 80.00 - 100.00 0.6000 0.6000 TIO 21 T-Brackets 80.00 - 100.00 0.6000 0.6000 T10 22 T-Brackets 80.00 - 100.00 0.6000 0.6000 T10 24 AVA7-50(1-5/8) 80.00 - 100.00 0.6000 0.6000 T10 27 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 Tl 1 4 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 Tl l 6 3/8" DC Power 60.00 - 80.00 1.0000 1.0000 Tl 1 7 5/8" Cable (Lights) 60.00 - 80.00 1.0000 1.0000 Tl l 9 HCS 2.0 Part 3(1-1/2) 60.00 - 80.00 0.6000 0.6000 Tl l 10 ASU9323TYP01( 1-1/4) 60.00 - 80.00 0.6000 0.6000 Tl l 11 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 Tl l 12 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 Tl 1 13 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 Tl 1 14 WR-VG86ST-BRD(3/4) 60.00 - 80.00 0.6000 0.6000 Tl 1 15 FB-L98B-034-XXX(3/8) 60.00 - 80.00 0.6000 0.6000 Tl 1 16 840 10414(5/16) 60.00 - 80.00 0.6000 0.6000 TI 1 17 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 Tl I 18 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T 11 20 LDF5-50A(7/8") 60.00 - 80.00 0.6000 0.6000 T l l 21 T-Brackets 60.00 - 80.00 0.6000 0.6000 Tl l 22 T-Brackets 60.00 - 80.00 0.6000 0.6000 Tl l 24 AVA7-50(1-5/8) 60.00 - 80.00 0.6000 0.6000 Tl l 27 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T12 4 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000 T12 6 3/8" DC Power 40.00 - 60.00 1.0000 1.0000 T12 7 5/8" Cable (Lights) 40.00 - 60.00 1.0000 1.0000 T12 9 HCS 2.0 Part 3(1-1/2) 40.00 - 60.00 0.6000 0.6000 T12 10 ASU9323TYP01( 1-1/4) 40.00 - 60.00 0.6000 0.6000 T12 I I Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T12 12 LDF7-50A(I-5/8) 40.00 - 60.00 0.6000 0.6000 T12 13 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 T12 14 WR-VG86ST-BRD(3/4) 40.00 - 60.00 0.6000 0.6000 T12 15 FB-L98B-034-XXX(3/8) 40.00 - 60.00 0.6000 0.6000 T12 16 840 10414(5/16) 40.00 - 60.00 0.6000 0.6000 T12 17 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 T12 18 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T12 20 LDF5-50A(7/8") 40.00 - 60.00 0.6000 0.6000 T12 21 T-Brackets 40.00 - 60.00 0.6000 0.6000 T12 22 T-Brackets 40.00 - 60.00 0.6000 0.6000 T12 24 AVA7-50(1-5/8) 40.00 - 60.00 0.6000 0.6000 T12 27 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T13 4 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000 T13 6 3/8" DC Power 20.00 -40.00 1.0000 1.0000 T13 7 5/8" Cable (Lights) 20.00 - 40.00 1.0000 1.0000 MxTower Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Page 15 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice T13 9 HCS 2.0 Part 3(1-1/2) 20.00 - 40.00 0.6000 0.6000 T13 10 ASU9323TYP01(1-1/4) 20.00 - 40.00 0.6000 0.6000 T13 11 Feedline Ladder (Al) 20.00 - 40.00 0.6000 0.6000 T13 12 LDF7-50A(I-5/8) 20.00-40.00 0.6000 0.6000 T13 13 LDF7-50A(1-5/8) 20.00-40.00 0.6000 0.6000 T13 14 WR-VG86ST-BRD(3/4) 20.00 - 40.00 0.6000 0.6000 T13 15 FB-L98B-034-XXX(3/8) 20.00-40.00 0.6000 0.6000 T13 16 840 10414(5/16) 20.00 - 40.00 0.6000 0.6000 T13 17 LDF7-50A(1-5/8) 20.00-40.00 0.6000 0.6000 T13 18 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T13 20 LDF5-50A(7/8") 20.00 - 40.00 0.6000 0.6000 T13 21 T-Brackets 20.00 - 40.00 0.6000 0.6000 T13 22 T-Brackets 20.00 - 40.00 0.6000 0.6000 T13 24 AVA7-50(1-5/8) 20.00-40.00 0.6000 0.6000 T13 27 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T14 4 Safety Line 3/8 0.00-20.00 0.6000 0.6000 T14 6 3/8" DC Power 0.00-20.00 1.0000 1.0000 T14 7 5/8" Cable (Lights) 0.00-20.00 1.0000 1.0000 T14 9 HCS 2.0 Part 3(1-1/2) 0.00-20.00 0.6000 0.6000 T14 10 ASU9323TYP01( 1-1/4) 0.00-20.00 0.6000 0.6000 T14 11 Feedline Ladder (Af) 0.00-20.00 0.6000 0.6000 T14 12 LDF7-50A(I-5/8) 0.00-20.00 0.6000 0.6000 T14 13 LDF7-50A(I-5/8) 0.00-20.00 0.6000 0.6000 T14 14 WR-VG86ST-13RD(3/4) 0.00-20.00 0.6000 0.6000 T14 15 FB-L98B-034-XXX(3/8) 0.00-20.00 0.6000 0.6000 T14 16 840 10414(5/16) 0.00-20.00 0.6000 0.6000 T14 17 LDF7-50A(1-5/8) 0.00-20.00 0.6000 0.6000 T14 18 Feedline Ladder (Af) 0.00-20.00 0.6000 0.6000 T14 20 LDF5-50A(7/8") 0.00-20.00 0.6000 0.6000 T14 21 T-Brackets 0.00-20.00 0.6000 0.6000 T14 22 T-Brackets 0.00-20.00 0.6000 0.6000 T14 24 AVA7-50(1-5/8) 0.00-20.00 0.6000 0.6000 IL T14 27 Feedline Ladder (Af) 0.00-20.00 0.6000 0.6000 Discrete Tower Loads Weight Description Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Hors Adjustment Front Side Leg Lateral Vert ft o ft ft, ft-' K ft ft 5/8"x8-ft LRod C From Leg 0.00 0.000 249.00 No Ice 0.50 0.50 0.01 0.000 4.000 Strobe Light B From Leg 0.00 0.000 254.00 No Ice 1.08 1.08 0.05 0.000 0.000 2 3/8" OD x 3.5' Mount Pipe B From Leg 0.00 0.000 245.00 No Ice 0.72 0.72 0.01 0.000 0.000 Obstruction light A From Leg 1.00 0.000 125.00 No Ice 0.50 0.50 0.01 0.000 to-Tower Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Page 16 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh., NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Inert ft 0 ft ft, ft, x f ft 0.000 Obstruction light B From Leg 1.00 0.000 125.00 No Ice 0.50 0.50 0.01 0.000 0.000 Obstruction light C From Leg 1.00 0.000 125.00 No Ice 0.50 0.50 0.01 0.000 0.000 **249** (2) X7CQAP-FRO-645-VRO A From 4.00 -80.000 249.00 No Ice 11.63 7.79 0.09 w/ Mount Pipe Centroid-Fa 0.000 ce -1.000 (2) X7CQAP-FRO-645-VRO B From 4.00 -20.000 249.00 No Ice 11.63 7.79 0.09 w/ Mount Pipe Centroid-Fa 0.000 ce -1.000 (2) X7CQAP-665-VRO w/ C From 4.00 -70.000 249.00 No Ice 9.51 6.34 0.08 Mount Pipe Centroid-Fa 0.000 ce -1.000 X7C-FRO-640 w/ Mount A From 4.00 -80.000 249.00 No Ice 12.82 6.54 0.07 Pipe Centroid-Fa -2.000 ce -1.000 X7C-FRO-640 w/ Mount B From 4.00 -20.000 249.00 No Ice 12.82 6.54 0.07 Pipe Centroid-Fa -2.000 ce -1.000 X7-6654 w/ Mount Pipe C From 4.00 -70.000 249.00 No Ice 7.44 5.64 0.07 Centroid-Fa -2.000 ce -1.000 Sub6 Antenna w/ Mount Pipe A From 4.00 -80.000 249.00 No Ice 4.23 2.88 0.09 Centroid-Fa 2.000 ce -1.000 Sub6 Antenna w/ Mount Pipe B From 4.00 -20.000 249.00 No Ice 4.23 2.88 0.09 Centroid-Fa 2.000 ce -1.000 Sub6 Antenna w/ Mount Pipe C From 4.00 -70.000 249.00 No Ice 4.23 2.88 0.09 Centroid-Fa 2.000 ce -1.000 4449 A From 4.00 -80.000 249.00 No Ice 1.97 1.40 0.07 Centroid-Fa -6.000 ce -1.000 4449 B From 4.00 -20.000 249.00 No Ice 1.97 1.40 0.07 Centroid-Fa -6.000 ce -1.000 4449 C From 4.00 -70.000 249.00 No Ice 1.97 1.40 0.07 Centroid-Fa -6.000 ce -1.000 8843 A From 4.00 -80.000 249.00 No Ice 1.65 1.36 0.07 Centroid-Fa -2.000 ce -1.000 8843 B From 4.00 -20.000 249.00 No Ice 1.65 1.36 0.07 Centroid-Fa -2.000 ce -1.000 8843 C From 4.00 -70.000 249.00 No Ice 1.65 1.36 0.07 Centroid-Fa -2.000 ce -1.000 DBC-67C-U-2SF A From 4.00 -80.000 249.00 No Ice 0.16 0.11 0.01 Centroid-Fa 6.000 ce -1.000 DBC-67C-U-2SF B From 4.00 -20.000 249.00 No Ice 0.16 0.11 0.01 tnx,Tow,G'N Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Page 17 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Description Face or Leg Offset Type Offsets: Hor- Lateral. Vert ft ft ft Azimuth Adjustment oI Placement CAAA Front ft: CAI Side ft, Weight x Centroid-Fa 6.000 ce -1.000 DBC-67C-U-2SF C From 4.00 -70.000 249.00 No Ice 0.16 0.11 0.01 Centroid-Fa 6.000 ce -1.000 RVZDC-6627-PF48 B From 4.00 -20.000 249.00 No Ice 3.79 2.51 0.03 Centroid-Fa -6.000 ce -1.000 RVZDC-6627-PF48 C From 4.00 -70.000 249.00 No Ice 3.79 2.51 0.03 Centroid-Fa -6.000 ce -1.000 10-3/4"xl2' Pipe C None 0.000 245.00 No Ice 6.45 6.45 0.66 Platform Mount [LP 603-1] C None 0.000 249.00 No Ice 40.62 40.62 2.06 ***220*** ADFD 1820-3333B-XDM w/ A From Leg 4.00 30.000 220.00 No Ice 11.64 4.06 0.06 Mount Pipe -6.000 3.000 ADFD1820-3333B-XDM w/ B From Leg 4.00 30.000 220.00 No Ice 11.64 4.06 0.06 Mount Pipe -6.000 3.000 ADFD1820-3333B-XDM w/ C From Leg 4.00 0.000 220.00 No Ice 11.64 4.06 0.06 Mount Pipe -6.000 3.000 FFHH-65C-R3 w/ Mount A From Leg 4.00 30.000 220.00 No Ice 12.97 6.20 0.16 Pipe 0.000 3.000 FFHH-65C-R3 w/ Mount B From Leg 4.00 30.000 220.00 No Ice 12.97 6.20 0.16 Pipe 0.000 3.000 FFHH-65C-R3 w/ Mount C From Leg 4.00 0.000 220.00 No Ice 12.97 6.20 0.16 Pipe 0.000 3.000 AEHC w/ Mount Pipe A From Leg 4.00 30.000 220.00 No Ice 6.96 3.45 0.11 6.000 3.000 AEHC w/ Mount Pipe B From Leg 4.00 30.000 220.00 No Ice 6.96 3.45 0.11 6.000 3.000 AEHC w/ Mount Pipe C From Leg 4.00 0.000 220.00 No Ice 6.96 3.45 0.11 6.000 3.000 AHLOA A From Leg 4.00 30.000 220.00 No Ice 2.23 1.39 0.08 -6.000 3.000 AHLOA B From Leg 4.00 30.000 220.00 No Ice 2.23 1.39 0.08 -6.000 3.000 AHLOA C From Leg 4.00 0.000 220.00 No Ice 2.23 1.39 0.08 -6.000 3.000 (2) AHFIG A From Leg 4.00 30.000 220.00 No Ice 3.08 1.40 0.08 0.000 3.000 (3) AHFIG B From Leg 4.00 30.000 220.00 No Ice 3.08 1.40 0.08 2.000 3.000 AHFIG C From Leg 4.00 0.000 220.00 No Ice 3.08 1.40 0.08 tnx,Towe Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Page 18 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CIA Weight or Type Horz Adjustment Front Side Leg Lateral Vert f1 ft ft, ft, K ft ft 6.000 3.000 ASU9338TYPOI A From Leg 4.00 30.000 220.00 No Ice 3.20 1.03 0.01 0.000 3.000 ASU9338TYPOI B From Leg 4.00 30.000 220.00 No Ice 3.20 1.03 0.01 0.000 3.000 ASU9338TYPOI C From Leg 4.00 0.000 220.00 No Ice 3.20 1.03 0.01 0.000 3.000 HCS 2.0 A From Leg 4.00 30.000 220.00 No Ice 0.94 0.70 0.00 6.000 3.000 Site Pro I VFA12-HD A From Leg 2.00 30.000 220.00 No Ice 13.20 9.20 0.66 0.000 0.000 Site Pro 1 VFA12-HD B From Leg 2.00 30.000 220.00 No Ice 13.20 9.20 0.66 0.000 0.000 Site Pro 1 VFA12-HD C From Leg 2.00 0.000 220.00 No Ice 13.20 9.20 0.66 0.000 0.000 **200** SBNHH-ID85C w/ Mount A From Leg 4.00 40.000 200.00 No Ice 5.56 4.47 0.08 Pipe -6.000 3.000 SBNHH-ID85C w/ Mount B From Leg 4.00 -55.000 200.00 No Ice 5.56 4.47 0.08 Pipe -2.000 3.000 SBNHH-ID85C w/ Mount C From Leg 4.00 -40.000 200.00 No Ice 5.56 4.47 0.08 Pipe -6.000 3.000 800 10723 w/ Mount Pipe A From Leg 4.00 -40.000 200.00 No Ice 6.67 4.76 0.10 0.000 3.000 800 10723 w/ Mount Pipe B From Leg 4.00 -55.000 200.00 No Ice 6.67 4.76 0.10 6.000 3.000 800 10723 w/ Mount Pipe C From Leg 4.00 -40.000 200.00 No Ice 6.67 4.76 0.10 6.000 3.000 HPA-33R-BUU-H6-K w/ A From Leg 4.00 -70.000 200.00 No Ice 14.77 7.45 0.11 Mount Pipe 6.000 3.000 HPA-33R-BUU-H6-K w/ B From Leg 4.00 50.000 200.00 No Ice 14.77 7.45 0.11 Mount Pipe -6.000 3.000 HPA-33R-BUU-H6-K w/ C From Leg 4.00 -10.000 200.00 No Ice 14.77 7.45 0.11 Mount Pipe -2.000 3.000 HPA-33R-BUU-H6-K w/ C From Leg 4.00 -70.000 200.00 No Ice 14.77 7.45 0.11 Mount Pipe 2.000 3.000 800 10865 w/ Mount Pipe B From Leg 4.00 -55.000 200.00 No Ice 7.15 4.45 0.10 2.000 3.000 tlZxToweN Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Page19 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft n ft Azimuth Adjustment 0 Placement ft CAAA Front ft, CAAA Side ft, Weight K (2) E15Z01P19 A From Leg 4.00 40.000 200.00 No Ice 0.78 0.34 0.01 0.000 3.000 (4) E15Z0IP19 B From Leg 4.00 -55.000 200.00 No Ice 0.78 0.34 0.01 -1.000 3.000 TBC0020FI V 1 A From Leg 4.00 40.000 200.00 No Ice 0.51 0.37 0.01 -6.000 3.000 (2) TBC0020FIVI B From Leg 4.00 -55.000 200.00 No Ice 0.51 0.37 0.01 4.000 3.000 (3) TBC0020FIV 1 C From Leg 4.00 -10.000 200.00 No Ice 0.51 0.37 0.01 -2.000 3.000 (5) RRUS 32 A From Leg 4.00 40.000 200.00 No Ice 2.86 1.78 0.06 1.200 3.000 DC6-48-60-18-8C A From Leg 4.00 0.000 200.00 No Ice 1.14 1.14 0.03 -6.000 3.000 DC6-48-60-18-8C C From Leg 4.00 0.000 200.00 No Ice 1.14 1.14 0.03 -6.000 3.000 KFTDR00110030 A From Leg 4.00 -40.000 200.00 No Ice 0.91 0.42 0.03 6.000 3.000 (4) KFTDR00110030 C From Leg 4.00 40.000 200.00 No Ice 0.91 0.42 0.03 2.000 3.000 RRUS 4415 B25 A From Leg 4.00 -70.000 200.00 No Ice 1.64 0.68 0.04 6.000 3.000 RRUS 4415 B25 B From Leg 4.00 -55.000 200.00 No Ice 1.64 0.68 0.04 6.000 3.000 RRUS 4415 B25 C From Leg 4.00 -70.000 200.00 No Ice 1.64 0.68 0.04 2.000 3.000 DC648-60-18-8F B From Leg 4.00 0.000 200.00 No Ice 1.21 1.21 0.03 -2.000 3.000 RRUS 4426 B66 B From Leg 4.00 -55.000 200.00 No Ice 1.64 0.73 0.05 2.000 3.000 RRUS-II C From Leg 4.00 -10.000 200.00 No Ice 2.79 1.19 0.05 -2.000 3.000 (2) RRUS-II C From Leg 4.00 -40.000 200.00 No Ice 2.79 1.19 0.05 0.000 3.000 2.4" Dia x 8-ft Mount Pipe A From Leg 4.00 0.000 200.00 No Ice 1.90 1.90 0.03 0.000 0.000 2.4" Dia x 8-ft Mount Pipe B From Leg 4.00 0.000 200.00 No Ice 1.90 1.90 0.03 0.000 0.000 WxTower Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Page20 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft 0ft ft2 ft2 K ft ft 2.4" Dia x 8-ft Mount Pipe C From Leg 4.00 0.000 200.00 No Ice 1.90 1.90 0.03 0.000 0.000 Sector Mount [SM 502-3] C None 0.000 200.00 No Ice 29.82 29.82 1.67 **128** TTTT65AP-1XR w/ Mount A From Leg 4.00 -30.000 128.00 No Ice 5.30 3.18 0.06 Pipe -6.000 1.000 TTTT65AP-1XR w/ Mount B From Leg 4.00 -30.000 128.00 No Ice 5.30 3.I8 0.06 Pipe -6.000 1.000 TTTT65AP-lXR w/ Mount C From Leg 4.00 -30.000 128.00 No Ice 5.30 3.18 0.06 Pipe -6.000 1.000 APXVSPP18-C w/ Mount A From Leg 4.00 -30.000 128.00 No Ice 4.60 4.01 0.09 Pipe 6.000 1.000 APXVSPPI8-C w/ Mount B From Leg 4.00 -30.000 128.00 No Ice 4.60 4.01 0.09 Pipe 6.000 1.000 APXVSPPI8-C w/ Mount C From Leg 4.00 -30.000 128.00 No Ice 4.60 4.01 0.09 Pipe 6.000 1.000 RRUS 82 W/SOLAR A From Leg 4.00 -30.000 128.00 No Ice 2.98 1.43 0.06 SHIELD -6.000 1.000 RRUS 82 W/SOLAR B From Leg 4.00 -30.000 128.00 No Ice 2.98 1.43 0.06 SHIELD -6.000 1.000 RRUS 82 W/SOLAR C From Leg 4.00 -30.000 128.00 No Ice 2.98 1.43 0.06 SHIELD -6.000 1.000 RRUS-I 1800MHz A From Leg 4.00 -30.000 128.00 No Ice 2.52 1.30 0.05 6.000 1.000 RRUS-I 1800MHz B From Leg 4.00 -30.000 128.00 No Ice 2.52 1.30 0.05 6.000 1.000 RRUS-I 1800MHz C From Leg 4.00 -30.000 128.00 No Ice 2.52 1.30 0.05 6.000 1.000 RRUS 31 B25 A From Leg 4.00 -30.000 128.00 No Ice 1.62 1.28 0.06 6.000 1.000 RRUS 31 B25 B From Leg 4.00 -30.000 128.00 No Ice 1.62 1.28 0.06 6.000 1.000 RRUS 31 B25 C From Leg 4.00 -30.000 128.00 No Ice 1.62 1.28 0.06 6.000 1.000 800MHZ SMR FILTER A From Leg 4.00 -30.000 128.00 No Ice 0.65 0.22 0.01 6.000 1.000 800MHZ SMR FILTER B From Leg 4.00 -30.000 128.00 No Ice 0.65 0.22 0.01 6.000 1.000 800MHZ SMR FILTER C From Leg 4.00 -30.000 128.00 No Ice 0.65 0.22 0.01 taxTower Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Page 21 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21. 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAA.4 CA14A Weight or Type Harz Adjustment Front Side Leg Lateral Vert ft 0jt ft2 ft, K ft 6.000 1.000 (3) 2.4" Dia x 6-ft Pipe A From Leg 4.00 0.000 128.00 No Ice 1.43 1.43 0.02 0.000 0.000 (3) 2.4" Dia x 6-ft Pipe B From Leg 4.00 0.000 128.00 No Ice 1.43 1.43 0.02 0.000 0.000 (3) 2.4" Dia x 6-ft Pipe C From Leg 4.00 0.000 128.00 No Ice 1.43 1.43 0.02 0.000 0.000 (3) Connect -It V-Frame P/N: C None 0.000 128.00 No Ice 33.02 33.02 1.67 PVFM(fw)-3-n-mh-2 Truss=Le Rro :erties, n. Section Area Area Self Ice Equiv. Equiv. Leg Designation Ice Weight Weight Diameter Diameter Area Ice inz in' K K in in inz 15TL1.5xl/2x5/8 2501.416 2501.416 0.80 0.00 8.685 8.685 5.301 15TL1.5xl/2x5/8 2501.416 2501.416 0.80 0.00 8.685 8.685 5.301 15TL1.75xl/2x5/8 2628.430 2628A30 0.93 0.00 9.126 9.126 7.216 15TL1.75xl/2x5/8 2628.430 2628.430 0.93 0.00 9.126 9.126 7.216 Trylon 2.00 (18xl5) 2978.480 2978.480 1.01 0.00 10.342 10.342 9.425 Trylon 2.25(18x15) 3106.344 3106.344 1.19 0.00 10.786 10.786 11.928 Trylon 2.25 (18xl5) 3106.344 3106.344 1.19 0.00 10.786 10.786 11.928 Trylon 2.5 (18x24) 3096.478 3096.478 1.49 0.00 10.752 10.752 14.726 Trylon 2.75 (18x24) 3227.699 3227.699 1.71 0.00 11.207 11.207 17.819 Trylon 2.75 (18x24) 3227.699 3227.699 1.71 0.00 11.207 11.207 17.819 Trylon 2.75 (18x24) 3227.699 3227.699 1.71 0.00 11.207 11.207 17.819 Trylon 3.00 (18x24) 3421.553 3421.553 2.01 0.00 11.880 11.880 21.206 Comb. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg -No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice Load 'Combinations, Description i'tZaCTower Tower Engineering Job FL West Midway CC[ 800642 (BU 800642) Page22 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX: (919) 661-6350 Comb. Description No. 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg -No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg -No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Max' illlum_ Member Forces, ,, , . Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip Jt kip ft Tl 245 - 240 Leg Max Tension 7 10.41 -0.06 0.03 Max. Compression 18 -13.61 0.07 -0.03 Max. Mx 10 -12.21 -0.08 -0.01 Max. My 3 4.88 0.02 0.10 Max. Vy 20 3.56 0.00 0.00 Max. Vx 2 3.64 0.00 0.00 Diagonal Max Tension 5 5.33 0.00 0.00 Max. Compression 16 -5.61 0.00 0.00 Max. Mx 16 5.22 0.01 -0.00 Max. My 4 5.26 0.01 0.00 Max. Vy 16 -0.01 0.01 -0.00 Max. Vx 4 -0.00 0.00 0.00 Top Girt Max Tension 18 1.83 0.00 0.00 Max. Compression 7 -1.62 0.00 0.00 Max. Mx 2 -0.80 -0.10 0.00 Max. Vy 2 0.07 0.00 0.00 T2 240 - 220 Leg Max Tension 7 62.90 -0.00 0.00 Max. Compression 18 -70.07 0.30 -0.16 Max. Mx 12 -54.46 -0.31 0.00 Max. My 2 -68.50 -0.11 0.33 Max. Vy 12 0.12 -0.31 0.00 Max. Vx 2 -0.12 0.09 0.I7 Diagonal Max Tension 4 8.05 0.00 0.00 Max. Compression 16 -8.12 0.00 0.00 Max. Mx 18 5.65 0.06 -0.01 t`nx,Tower Tower Engineering Job FL West Midway CC[ 800642 (BU 800642) Page 23 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Ralcigh, NC27603 Phone: (919) 661-6351 Crown Castle ,lay W. 681k FAX.- (919) 661-6350 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-ft kip ft Max. My 12 -5.85 -0.02 -0.02 Max. Vy 18 -0.02 0.06 -0.01 Max. Vx 12 0.00 0.04 -0.02 Top Girt Max Tension 6 0.40 0.00 0.00 Max. Compression 19 -0.16 0.00 0.00 Max. Mx 2 0.25 -0.10 0.00 Max. Vy 2 0.07 0.00 0.00 T3 220 - 210 Leg Max Tension 15 82.93 -6.90 -0.80 Max. Compression 18 -93.66 6.28 -0.51 Max. Mx 14 81.75 -7.02 -0.80 Max. My 16 -2.52 -0.63 12.85 Max. Vy 14 -1.74 -0.27 -0.11 Max. Vx 20 -1.61 0.01 0.06 Diagonal Max Tension 15 11.27 0.12 -0.04 Max. Compression 2 -12.13 0.00 0.00 Max. Mx 14 8.06 0.12 0.01 Max. My 16 -11.22 -0.09 -0.04 Max. Vy 14 0.03 0.12 0.01 Max. Vx 16 0.01 0.00 0.00 Top Girt Max Tension 6 0.54 0.00 0.00 Max. Compression 19 -0.51 0.00 0.00 Max. Mx 2 0.29 -0.03 0.00 Max. My 2 -0.44 0.00 0.00 Max. Vy 2 0.02 0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 T4 210 - 200 Leg Max Tension 15 113.75 -6.90 -0.80 Max. Compression 2 -127.48 7.85 0.59 Max. Mx 2 -127.48 7.85 0.59 Max. My 16 -3.07 -0.63 12.85 Max. Vy 2 -0.41 7.85 0.59 Max. Vx 12 -1.17 -0.25 -11.77 Diagonal Max Tension 16 12.77 0.00 0.00 Max. Compression 5 -12.72 0.00 0.00 Max. Mx 2 7.96 0.16 0.02 Max. My 2 7.97 0.08 0.02 Max. Vy 2 -0.04 0.16 0.02 Max. Vx 14 0.00 0.00 0.00 T5 200 - 180 Leg Max Tension 15 195.04 -9.03 -0.44 Max. Compression 2 -206.71 9.45 0.88 Max. Mx 14 182.38 -9.79 -0.92 Max. My 16 -6.66 -0.43 12.77 Max. Vy 14 -2.73 -7.12 -0.60 Max. Vx 8 2.50 0.68 3.05 Diagonal Max Tension 4 15.29 0.00 0.00 Max. Compression 4 -15.34 0.00 0.00 Max. Mx 2 10.18 0.13 0.02 Max. My 14 -14.01 -0.03 -0.02 Max. Vy 2 -0.03 0.13 0.02 Max. Vx 2 -0.00 0.00 0.00 T6 180 - 160 Leg Max Tension 15 255.35 -11.41 -0.14 Max. Compression 2 -283.17 14.26 1.68 Max. Mx 3 -280.26 14.33 1.69 Max. My 12 -20.09 0.10 -17.72 Max. Vy 2 -0.59 12.64 0.13 Max. Vx 12 2.03 0.10 -17.72 Diagonal Max Tension 2 16.76 0.00 0.00 Max. Compression 2 -17.32 0.00 0.00 Max. Mx 14 7.54 0.23 0.00 Max. My 2 -13.00 -0.07 0.06 Max. Vy 14 0.05 0.23 0.00 Max. Vx 2 -0.01 0.00 0.00 tnx,T Tower Engineering Job FL West Midway CCI 800642 (BU 800642) PageoWer 24 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Section Elevation Component Condition Gov. Axial Major Axis Minor -Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft T7 160 - 140 Leg Max Tension 15 293.21 -14.20 -1.74 Max. Compression 2 -323.70 17.54 2.00 Max. Mx 14 289.41 -17.96 -2.10 Max. My 12 -21.85 -0.20 -24.60 Max. Vy 6 0.81 -17.07 0.71 Max. Vx 12 1.46 -0.20 -24.60 Diagonal Max Tension 15 27.21 0.00 0.00 Max. Compression 2 -29.25 0.00 0.00 Max. Mx 14 18.31 0.88 -0.04 Max. My 2 -28.86 -0.28 0.14 Max. Vy 2 -0.13 0.87 0.04 Max. Vx 2 -0.02 0.00 0.00 T8 140 - 120 Leg Max Tension 15 364.13 -17.83 -2.08 Max. Compression 2 405.17 23.41 1.42 Max. Mx 2 -405.17 23.41 1.42 Max. My 12 -25.14 -0.20 -24.60 Max. Vy 3 -1.76 23.38 1.42 Max. Vx 12 -2.07 -0.20 -24.60 Diagonal Max Tension 2 27.77 0.00 0.00 Max. Compression 14 -26.61 0.00 0.00 Max. Mx 2 17.73 0.88 0.13 Max. My 12 18.96 0.69 -0.14 Max. Vy 2 -0.13 0.88 0.13 Max. Vx 12 0.01 0.00 0.00 T9 120 - 100 Leg Max Tension 15 424.50 -22.37 -1.48 Max. Compression 2 -472.46 16.28 1.64 Max. Mx 2 -471.20 23.41 1.42 Max. My 12 -30.94 -0.30 -23.35 Max. Vy 2 0.98 23.41 1.42 Max. Vx 12 1.41 -0.30 -23.35 Diagonal Max Tension 15 29.28 0.00 0.00 Max. Compression 2 -31.01 0.00 0.00 Max. Mx 2 15.52 0.83 0.08 Max. My 12 -21.98 0.24 -0.10 Max. Vy 2 -0.13 0.83 0.08 Max. Vx 24 -0.01 0.00 0.00 T10 100 - 80 Leg Max Tension 15 491.78 -16.64 -1.73 Max. Compression 2 -548.56 21.65 1.26 Max. Mx 2 -548.56 21.65 1.26 Max. My 12 -33.06 -0.30 -23.35 Max. Vy 2 -0.86 21.65 1.26 Max. Vx 12 -1.40 -0.30 -23.35 Diagonal Max Tension 2 29.35 0.00 0.00 Max. Compression 2 -30.07 0.00 0.00 Max. Mx 2 18.04 0.78 0.12 Max. My 12 20.75 0.65 -0.12 Max. Vy 2 -0.13 0.78 0.12 Max. Vx 12 0.01 0.00 0.00 Tl 1 80 - 60 Leg Max Tension 15 554.01 -20.23 -1.33 Max. Compression 2 -619.51 18.74 1.33 Max. Mx 2 -617.62 21.65 1.26 Max. My 12 -39.23 -0.43 -22.73 Max. Vy 2 0.73 21.65 1.26 Max. Vx 12 1.34 -0.43 -22.73 Diagonal Max Tension 2 29.64 0.00 0.00 Max. Compression 2 -31.13 0.00 0.00 Max. Mx 2 17.86 0.69 0.10 Max. My 12 20.76 0.63 -0.10 Max. Vy 14 0.13 0.67 -0.10 Max. Vx 12 0.01 0.00 0.00 T12 60 - 40 Leg Max Tension 15 614.49 -19.21 -1.42 tIIZxTowe%° Tower Engineering Job FL West Midway CC[ 800642 (BU 800642) Page 25 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by - Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-ft kip ft Max. Compression 2 -688.97 21.93 0.76 Max. Mx 2 -688.97 21.93 0.76 Max. My 12 -40.71 -0.43 -22.73 Max. Vy 2 -0.71 21.93 0.76 Max. Vx 12 -1.51 -0.43 -22.73 Diagonal Max Tension 14 31.24 0.00 0.00 Max. Compression 2 -33.15 0.00 0.00 Max. Mx 2 18.07 0.72 0.10 Max. My 24 -18.69 0.01 0.10 Max. Vy 14 0.14 0.71 -0.10 Max. Vx 12 0.01 0.00 0.00 T13 40 - 20 Leg Max Tension 15 675.58 -19.96 -0.81 Max. Compression 2 -760.26 20.65 2.50 Max. Mx 14 665.92 -22.53 -2.67 Max. My 12 -47.66 -1.20 -41.95 Max. Vy 6 0.70 -20.91 0.74 Max. Vx 12 2.38 -1.20 41.95 Diagonal Max Tension 2 32.39 0.00 0.00 Max. Compression 14 -30.70 0.00 0.00 Max. Mx 14 16.47 0.76 -0.08 Max. My 2 -30.01 0.02 0.12 Max. Vy 14 0.15 0.76 -0.08 Max. Vx 2 -0.01 0.00 0.00 T14 20 - 0 Leg Max Tension 15 728.82 -22.16 -2.65 Max. Compression 2 -822.25 0.00 -0.00 Max. Mx 14 720.17 -22.53 -2.67 Max. My 12 -48.65 -1.20 41.95 Max. Vy 14 -1.64 -22.53 -2.67 Max. Vx 12 -2.88 -1.20 -41.95 Diagonal Max Tension 15 36.01 0.00 0.00 Max. Compression 2 -38.94 0.00 0.00 Max. Mx 2 17.60 1.34 0.26 Max. My 12 23.55 1.15 -0.28 Max. Vy 2 -0.22 1.34 0.26 Max. Vx 12 0.02 0.00 0.00 Maximum. Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Leg C Max. Vert 18 798.56 74.18 -43.63 Max. H. 18 798.56 74.18 -43.63 Max. H. 5 -632.75 -57.04 39.35 Min. Vert 7 -691.47 -65.17 38.44 Min. H. 7 -691.47 -65.17 38.44 Min. Hz 18 798.56 74.18 -43.63 Leg B Max. Vert 10 801.83 -78.20 -41.14 Max. H. 23 -700.84 69.26 36.08 Max. H, 23 -700.84 69.26 36.08 Min. Vert 23 -700.84 69.26 36.08 Min. H. lA 801.83 -78.20 -41.14 Min. H. 10 801.83 -78.20 -41.14 Leg A Max. Vert 2 860.32 -5.00 93.62 Max. H. 19 -358.26 6.10 -39.31 Max. H. 2 860.32 -5.00 93.62 Min. Vert 15 -760.48 4.93 -83.37 tnx,T Tower Engineering Job FL West.Midway CCI 800642 (BU 800642) Pageower 26 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX: (919) 661-6350 Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Min. H. 6 409.30 -5.77 43.32 Min, H. 15 -760.48 4.93 -83.37 Tower Mast Reaction Summa Load Vertical Shea: Shear. Overturning Overturning Torque Combination Moment, Mx Moment, M_ K K K kip-ft kip ft kip-ft Dead Only 100.15 -0.00 0.00 32.30 40.61 0.00 1.2 Dead+1.0 Wind 0 deg -No 120.18 1.38 -145.58 -19890.33 -281.42 -243.42 Ice 0.9 Dead+1.0 Wind 0 deg - No 90.13 1.38 -145.58 -1990U2 -293.60 -243.42 Ice 1.2 Dead+1.0 Wind 30 deg -No 120.18 66.79 -115.16 -16004.73 -9300.19 -122.43 Ice 0.9 Dead+1.0 Wind 30 deg - No 90.13 66.79 -115.16 -16014.42 -9312.38 -122.43 Ice 1.2 Dead+1.0 Wind 60 deg - No 120.18 108.66 -64.02 -8953.52 -15015.38 -35.80 Ice 0.9 Dead+1.0 Wind 60 deg - No 90.13 108.66 -64.02 -8963.21 -15027.56 -35.80 Ice 1.2 Dead+1.0 Wind 90 deg - No 120.18 127.60 -1.38 -291.39 -17383.52 46.02 Ice 0.9 Dead+1.0 Wind 90 deg - No 90.13 127.60 -1.38 -301.08 -17395.70 46.02 Ice 1.2 Dead+1.0 Wind 120 deg - 120.18 119.11 68.47 9221.55 -16005.63 167.05 No Ice 0.9 Dead+1.0 Wind 120 deg - 90.13 119.11 68.47 9211.86 -16017.81 167.05 No Ice 1.2 Dead+1.0 Wind 150 deg - 120.18 69.07 121.85 16635.17 -9238.19 273.90 No Ice 0.9 Dead+1.0 Wind 150 deg - 90.13 69.07 121.85 16625.48 -9250.37 273.90 No Ice 1.2 Dead+1.0 Wind 180 deg - 120.18 -1.38 138.63 19178.83 378.88 243.42 No Ice 0.9 Dead+1.0 Wind 180 deg - 90.13 -1.38 138.63 19169.14 366.70 243.42 No Ice 1.2 Dead+1.0 Wind 210 deg - 120.18 -66.79 115.16 16082.26 9397.65 122.43 No Ice 0.9 Dead+1.0 Wind 210 deg - 90.13 -66.79 115.16 16072.57 9385.47 122.43 No Ice 1.2 Dead+1.0 Wind 240 deg - 120.18 -114.67 67.49 9425.57 15796.16 35.80 No Ice 0.9 Dead+1.0 Wind 240 deg - 90.13 -114.67 67.49 9415.87 15783.98 35.80 No Ice 1.2 Dead+1.0 Wind 270 deg - 120.18 -127.60 1.38 368.92 17480.98 -46.02 No Ice 0.9 Dead+1.0 Wind 270 deg - 90.13 -127.60 1.38 359.23 17468.79 -46.02 No Ice 1.2 Dead+1.0 Wind 300 deg - 120.18 -113.09 -64.99 -8749.50 15419.77 -167.05 No Ice 0.9 Dead+1.0 Wind 300 deg - 90.13 -113.09 -64.99 -8759.19 15407.59 -167.05 No Ice 1.2 Dead+1.0 Wind 330 deg - 120.18 -69.07 -121.85 -16557.64 9335.65 -273.90 No Ice 0.9 Dead+1.0 Wind 330 deg - 90.13 -69.07 -121.85 -16567.33 9323.47 -273.90 No Ice t1Z,7f .Tow,er Tower Engineering Job FL West Midway CC[ 800642 (BU 800642) Page27 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Load Vertical Shear, Shear: Overturning Overturning Torque Combination Moment, M. Moment, M- K K K kip-ft kiP ft kip -It Dead+Wind 0 deg - Service 100.15 0.22 -22.96 -3111.12 -11.47 -38.40 Dead+Wind 30 deg - Service 100.15 10.53 -18.16 -2498.24 -1434.00 -19.31 Dead+Wind 60 deg - Service 100.15 17.14 -10.10 -1386.05 -2335.46 -5.65 Dead+Wind 90 deg - Service 100.15 20.13 -0.22 -19.77 -2708.99 7.26 Dead+Wind 120 deg - Service 100.15 18.79 10.80 1480.71 -2491.65 26.35 Dead+Wind 150 deg - Service 100.15 10.89 19.22 2650.06 -1424.22 43.20 Dead+Wind 180 deg - Service 100.15 -0.22 21.87 305128 92.68 38.40 Dead+Wind 210 deg - Service 100.15 -10.53 18.16 2562.85 1515.22 19.31 Dead+Wind 240 deg - Service 100.15 -18.09 10.65 1512.89 2524.46 5.65 Dead+Wind 270 deg - Service 100.15 -20.13 0.22 84.38 2790.20 -7.26 Dead+Wind 300 deg - Service 100.15 -17.84 -10.25 -1353.87 2465.09 -26.35 Dead+Wind 330 deg - Service 100.15 -10.89 -19.22 -2585.45 1505.44 -43.20 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 0.00 -100.15 0.00. 0.00 100.15 -0.00 0.000% 2 1.38 -120.18 -145.58 -1.38 120.18 145.58 0.000% 3 1.38 -90.13 -145.58 -1.38 90.13 145.59 0.000% 4 66.79 -120.18 -115.16 -66.79 120.18 115.16 0.000% 5 66.79 -90.13 -115.16 -66.79 90.13 115.16 0.000% 6 108.65 -120.18 -64.02 -108.66 120.18 64.02 0.000% 7 108.65 -90.13 -64.02 -108.66 90.13 64.02 0.000% 8 127.60 -120.18 -1.38 -127.60 120.18 1.38 0.000% 9 127.60 -90.13 -1.38 -127.60 90.13 1.38 0.000% 10 119.11 -120.18 68.47 -119.11 120.18 -68.47 0.000% 11 119.11 -90.13 68.47 -119.11 90.13 -68.47 0.000% 12 69.07 -120.18 121.85 -69.07 120.18 -121.85 0.000% 13 69.07 -90.13 121.85 -69.07 90.13 -121.85 0.000% 14 -1.38 -120.18 138.63 1.38 120.18 -138.63 0.000% 15 -1.38 -90.13 138.63 1.38 90.13 -138.63 0.000% 16 -66.79 -120.18 115.16 66.79 120.18 -115.16 0.000% 17 -66.79 -90.13 115.16 66.79 90.13 -115.16 0.000% 18 -114.67 -120.18 67.49 114.67 120.18 -67.49 0.000% 19 -114.67 -90.13 67.49 114.67 90.13 -67.49 0.000% 20 -127.60 -120.18 1.38 127.60 120.18 -1.38 0.000% 21 -127.60 -90.13 1.38 127.60 90.13 -1.38 0.000% 22 -113.09 -120.18 -64.99 113.09 120.18 64.99 0.000% 23 -113.09 -90.13 -64.99 113.09 90.13 64.99 0.000% 24 -69.07 -120.18 -121.85 69.07 120.18 121.85 0.000% 25 -69.07 -90.13 -121.85 69.07 90.13 121.85 0.000% 26 0.22 -100.15 -22.96 -0.22 100.15 22.96 0.000% 27 10.53 -100.15 -18.16 -10.53 100.15 18.16 0.000% 28 17.14 -100.15 40.10 -17.14 100.15 10.10 0.000% 29 20.13 -100.15 -0.22 -20.13 100.15 0.22 0.000% 30 18.79 -100.15 10.80 -18.79 100.15 -10.80 0.000% 31 10.89 -100.15 19.22 -10.89 100.15 -19.22 0.000% 32 -0.22 -100.15 21.87 0.22 100.15 -21.87 0.000% 33 -10.53 -100.15 18.16 10.53 100.15 -18.16 0.000% 34 -18.09 -100.15 10.65 18.09 100.15 -10.65 0.000% 35 -20.13 -100.15 0.22 20.13 100.15 -0.22 0.000% 36 -17.84 -100.15 -10.25 17.84 100.15 10.25 0.000% 37 -10.89 -100.15 -19.22 10.89 100.15 19.22 0.000% t`IZ. Tow Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Pageer 28 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX: (919) 661-6350 Maximum Tower Deflections Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. 0° Tl 245-240 6.496 26 0.264 0.052 T2 240 - 220 6.217 26 0.263 0.051 T3 220 - 210 5.126 26 0.248 0.046 T4 210 - 200 4.609 26 0.234 0.042 T5 200 - 180 4.126 26 0.219 0.039 T6 180 - 160 3.241 26 0.190 0.035 T7 160 - 140 2.486 26 0.157 0.029 T8 140 -120 1.864 26 0.130 0.025 T9 120 - 100 1.351 26 0.108 0.020 T10 100 - 80 0.929 26 0.084 0.016 Tl 1 80 - 60 0.601 26 0.065 0.013 T12 60 - 40 0.345 26 0.048 0.009 T13 40 - 20 0.157 26 0.031 0.006 T14 20 - 0 0.039 26 0.014 0.002 Critical Deflections and Radius of Curvature -_Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in o oft 254.00 Strobe Light 26 6.496 0.264 0.052 175854 249.00 5/8"x8-ft LRod 26 6.496 0.264 0.052 175854 245.00 2 3/8" OD x 3.5' Mount Pipe 26 6.496 0.264 0.052 175854 220.00 ADFD1820-3333B-XDM w/ Mount 26 5.126 0.248 0.046 51938 Pipe 200.00 SBNHH-1D85C w/ Mount Pipe 26 4.126 0.219 0.039 45724 128.00 TTTT65AP-1XR w/ Mount Pipe 26 1.545 0.117 0.022 50816 125.00 Obstruction light 26 1.470 0.114 0.021 52383 Maximum Tower Deflections Design Wind - Section No. Elevation ft Hon. Deflection in Gov. Load Comb. Tilt ° Twist ° Tl 245 - 240 41.552 3 1.692 0.327 T2 240 - 220 39.766 3 1.685 0.323 T3 220 - 210 32.781 3 1.584 0.292 T4 210 - 200 29.477 3 1.497 0.268 T5 200 -180 26.382 3 1.398 0.247 T6 180 - 160 20.723 3 1.218 0.219 T7 160 - 140 15.893 3 1.006 0.185 T8 140 -120 11.916 3 0.834 0.157 T9 120 - 100 8.631 3 0.690 0.130 T10 100 - 80 5.938 3 0.540 0.104 Tl 1 80 - 60 3.834 3 0.414 0.080 T12 60 - 40 2.199 3 0.309 0.058 T13 40 - 20 1.003 3 0.201 0.036 T14 20 - 0 0.247 3 0.091 0.015 WxTower Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Page 29 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX: (919) 661-6350 Section Elevation Hon. Gov. Tilt Twist No. Deflection Load ft in Comb. o° -Critical Deflections and Radius of Curvature Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in _ ft 254.00 Strobe Light 3 41.552 1.692 0.327 27841 249.00 5/8"x8-ft LRod 3 41.552 1.692 0.327 27841 245.00 2 3/8" OD x 3.5' Mount Pipe 3 41.552 1.692 0.327 27841 220.00 ADFD1820-3333B-XDM w/ Mount 3 32.781 1.584 0.292 8282 Pipe 200.00 SBNHH-1D85C w/ Mount Pipe 3 26.382 1.398 0.247 7292 128.00 TTTT65AP-lXR w/ Mount Pipe 3 9.872 0.747 0.140 7939 125.00 Obstruction light 3 9.396 0.726 0.136 8183 Bolt Design Data Section No. Elevation ft Component Type Bolt Grade Bolt Size in Number Of Bolts Maximum Load per Bolt K Allowable Load per Bolt K Ratio Load Allowable Allowable Ratio Criteria T1 245 Leg A325N 0.875 6 1.74 41.56 0.042 1.05 Bolt Tension Diagonal A325N 0.625 1 5.61 13.81 0.407 1.05 Bolt Shear Top Girt A325N 0.625 1 1.83 13.81 0.132 1.05 Bolt Shear T2 240 Leg A325N 0.875 6 10.48 41.56 0.252 1.05 Bolt Tension Diagonal A325N 0.625 1 8.12 13.81 0.588 1.05 Bolt Shear Top Girt A325N 0.625 1 0.40 13.81 0.029 1.05 Bolt Shear T3 220 Leg A325N 0.625 18 4.61 20.34 0.227 1.05 Bolt Tension Diagonal A325N 0.625 2 5.63 12.24 0.460 1.05 Member Block Shear Top Girt A325N 0.625 2 0.27 12.24 0.022 1.05 Member Block Shear T4 210 Leg A325N 0.750 18 6.32 30.10 0.210 1.05 Bolt Tension Diagonal A325N 0.625 2 6.38 12.24 0.522 1.05 Member Block Shear T5 200 Leg A325N 0.750 18 10.28 30.10 0.342 1.05 Bolt Tension Diagonal A325N 0.625 2 7.65 12.24 0.625 1.05 Member Block Shear T6 180 Leg A325N 0.875 18 14.19 41.56 0.341 1.05 Bolt Tension Diagonal A325N 0.625 2 8.66 13.81 0.627 1.05 Bolt Shear T7 160 Leg A325N 0.875 18 16.29 41.56 0.392 1.05 Bolt Tension Diagonal A325N 0.750 2 14.63 19.88 0.736 1.05 Bolt Shear T8 140 Leg A325N 0.875 18 20.23 41.56 0.487 1.05 Bolt Tension Diagonal A325N 0.750 2 13.89 19.88 0.698 1.05 Bolt Shear T9 120 Leg A325N 0.875 18 23.58 41.56 0.568 1.05 Bolt Tension Diagonal A325N 0.750 2 15.50 19.88 0.780 1.05 Bolt Shear T10 100 Leg A325N 1.000 18 27.32 54.52 0.501 1.05 Bolt Tension Diagonal A325N 0.750 2 15.03 19.88 0.756 1.05 Bolt Shear Tl l 80 Leg A325N 1.000 18 30.78 54.52 0.565 1.05 Bolt Tension Diagonal A325N 0.750 2 15.56 19.88 0.783 1.05 Bolt Shear T12 60 Leg A325N 1.000 18 34.14 54.52 0.626 1.05 Bolt Tension Diagonal A325N 0.750 2 16.58 19.88 0.834 1.05 Bolt Shear t`nxTower Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Page30 of 34 Project TEP No. 223082.523189 Date 15:10:33 04/06/21 Professionals 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 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 T13 40 Leg A325N 1.125 18 37.53 68.69 0.546 1.05 Bolt Tension Diagonal A325N 0.750 2 16.19 19.88 0.815 1.05 Bolt Shear T14 20 Leg A325N 1.125 18 40.49 68.69 0.589 1.05 Bolt Tension Diagonal A325N 0.750 2 19.47 19.88 0.979 1.05 Bolt Shear Corn cession Checks Leg, Design Data (Compression) Section No. Elevation ft Size L ft L ft KI/r A in' P. K rpP„ K Ratio P. �P" Tl 245 - 240 2 1/2" solid 5.00 5.00 96.0 4.909 -13.61 112.60 0.121 ' K=1.00 T2 240 - 220 2 1/2" solid 20.00 5.00 96.0 4.909 -70.07 112.60 0.622 ' K=1.00 T3 220 - 210 15TL1.5x1/2x5/8 10.02 10.02 40.0 5.301 -93.66 212.23 0.441 ` K=1.00 T4 210-200 15TL1.5xl/2x5/8 10.02 10.02 40.0 5.301 -127.48 212.23 0.601' K=1.00 T5 200 -180 15TL1.75xl/2x5/8 20.03 10.02 34.3 7.216 -206.71 297.97 0.694' K=1.00 T6 180 -160 15TL1.75xl/2x5/8 20.03 10.02 34.3 7.216 -283.17 297.97 0.950' K=1.00 T7 160 - 140 Trylon 2.00 (18x15) 20.03 20.03 32.6 9.425 -323.70 397.95 0.814' K=1.00 T8 140 - 120 Trylon2.25 (18x15) 20.03 20.03 32.6 11.928 -405.I7 503.58 0.805' K=1.00 T9 120 -100 Trylon 2.25 (18x15) 20.03 20.03 32.6 11.928 -472.46 503.58 0.938 ` K=1.00 T10 100 - 80 Trylon 2.5 (18x24) 20.03 20.03 38.4 14.726 -548.55 603.04 0.910' K=1.00 T 11 80 - 60 Trylon 2.75 (18x24) 20.03 20.03 34.9 17.819 -619.51 743.67 0.833 ' K=1.00 T12 60-40 Trylon 2.75 (18x24) 20.03 20.03 34.9 17.819 -688.97 743.67 0.926' K=1.00 T13 40 - 20 Trylon 2.75 (18x24) 20.03 20.03 34.9 17.819 -760.26 743.67 1.022' K=1.00 T14 20 - 0 Trylon 3.00 (18x24) 20.03 20.03 32.5 21.206 -822.25 895.57 0.918 ` K=1.00 1 P" / �P" controls Truss -Leg Diagonal Data Section Elevation Diagonal Size L,t KI/r �P" A V. r V. Stress No. ft ft K in' K K Ratio tnxTo er Tower Engineering Job FL West Midway CC[ 800642 (BU 800642) Page 31 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed b g Y Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle 1 Jay W. Balk FAX.- (919) 661-6350 Section Elevation Diagonal Size Ld KI1r OP A V. �K Stress No. ft ft K in' K K Ratio T3 220 - 210 0.5 1.68 137.2 238.57 0.196 1.81 2.89 0.626 T4 210 - 200 0.5 1.68 137.2 238.57 0.196 1.17 2.89 0.407 T5 200 - 180 0.5 1.67 136.1 324.71 0.196 2.74 2.93 0.934 T6 180 - 160 0.5 1.67 136.1 324.71 0.196 2.03 2.93 0.692 T7 160 -140 0.625 1.83 119.3 430.59 0.307 1.46 6.48 0.226 T8 140 -120 0.625 1.81 118.3 544.96 0.307 2.09 6.56 0.319 T9 120 - 100 0.625 1.81 118.3 544.96 0.307 1.41 6.56 0.215 T10 100 - 80 0.625 2.38 155.4 672.79 0.307 1.40 2.98 0.471 T11 80 - 60 0.625 2.37 154.7 814.08 0.307 1.35 3.01 0.448 T12 60 - 40 0.625 2.37 154.7 814.08 0.307 1.51 3.01 0.503 T13 40 - 20 0.625 2.37 154.7 814.08 0.307 2.38 3.01 0.791 T14 20 - 0 0.75 2.36 128.3 968.83 0.442 2.88 6.30 0.457 Diagonal -Design Data Com � ression Section No. Elevation ft Size L ft L ft KI1r A in2 P. K OP K Ratio P. OP„ T1 245-240 L21/2x21/2x1/4 7.81 3.63 96.6 1.190 -5.61 33.41 0.168' K=1.09 T2 240-220 L21/2x21/2x1/4 7.81 3.63 96.6 1.190 -8.12 33.41 0.243' K=1.09 T3 220-210 L3x3xl/4 11.93 5.06 107.9 1.440 -12.13 34.92 0.347' K=1.04 T4 210 - 200 L3x3x1/4 12.50 5.41 113.3 1.440 -12.72 32.09 0.396' K=1.02 T5 200 -180 L3x3x1/4 13.80 6.14 124.6 1.440 -15.26 26.56 0.575' K=0.99 T6 180 -160 L3 1/20 l/2x1/4 14.50 6.56 115.0 1.690 -17.32 36.57 0.474' K=1.01 T7 160 - 140 L5x5x3/8 23.86 11.23 132.4 3.610 -29.25 58.98 0.496' K=0.97 T8 140 -120 L5x5x3/8 25.01 11.85 138.0 3.610 -26.61 54.23 0.491 ' K=0.96 T9 120 -100 L5x5x3/8 26.26 12.50 144.1 3.610 -31.01 49.77 0.6231 K=0.95 TIO 100-80 L5x5x3/8 27.59 13.19 150.5 3.610 -30.07 45.64 0.659' K=0.94 T11 80 - 60 L5x5x3/8 29.01 13.92 157.2 3.610 -31.13 41.84 0.744' K=0.93 T12 60-40 L5x5x3/8 30.49 14.67 164.1 3.610 -33.15 38.36 0.864' K=0.92 T13 40 - 20 L5x5x3/8 32.02 15.45 171.3 3.610 -30.70 35.21 0.872' K=0.91 T14 20 - 0 L6x6x7/16 33.61 16.25 153.5 5.060 -38.94 61.48 0.633' K=0.94 1 P � / v controls To Girt Design Data (Compression) tna-Tow. Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Page 32 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle JayW. Balk FAX.- (919) 661-6350 Section Elevation Size L L„ KI1r A P„ OP Ratio No. P. ft ft ft in' K K � T1 245-240 L6x6x7/16 6.00 5.52 87.8 5.060 -1.62 155.61 0.010' K=1.58 T2 240 - 220 L6x6x7/16 6.00 5.52 87.8 5.060 -0.16 155.61 0.0011 K=1.58 T3 220-210 L3x3xl/4 6.00 4.32 104.3 1.440 -0.51 36.73 0.014' K=1.18 ' P „ / OP„ controls I Tension Checks Leg Design Data Tension . Section No. Elevation ft Size L ft L„ ft KI1r A inz P. K OP„ K Ratio P. OP„ T1 245 - 240 2 1/2" solid 5.00 5.00 96.0 4.909 10.41 220.89 0.047' T2 240 - 220 2 1/2" solid 20.00 5.00 96.0 4.909 62.90 220.89 0.2851 T3 220-210 15TL1.5xl/2x5/8 10.02 10.02 40.0 5.301 82.93 238.57 0.348' T4 210-200 15TL1.5xl/2x5/8 10.02 10.02 40.0 5.301 113.75 238.57 0.477' T5 200 - 180 15TLI.75x1/2x5/8 20.03 10.02 34.3 7.216 185.04 324.71 0.570' T6 180 -160 15TLI.75xl/2x5/8 20.03 10.02 34.3 7.216 255.35 324.71 0.786' T7 160 - 140 Trylon 2.00 (18x15) 20.03 20.03 32.6 9.425 293.21 430.59 0.681 ' T8 140 - 120 Trylon 2.25 (l8x15) 20.03 20.03 32.6 11.928 364.13 544.96 0.668' T9 120 - 100 Trylon 2.25 (18x15) 20.03 20.03 32.6 11.928 424.50 544.96 0.779' T10 100 - 80 Trylon 2.5 (18x24) 20.03 20.03 38.4 14.726 491.78 672.79 0.731 ' T11 80 - 60 Trylon 2.75 (18x24) 20.03 20.03 34.9 17.819 554.01 814.08 0.681 ' T12 60 -40 Trylon 2.75 (18x24) 20.03 20.03 34.9 17.819 614.49 814.08 0.755' T13 40-20 Trylon 2.75 (18x24) 20.03 20.03 34.9 17.819 675.58 814.08 0.830' T14 20 - 0 Trylon 3.00 (18x24) 20.03 20.03 32.5 21.206 728.83 968.83 0.752' ' P„ / OP„ controls Truss -Leg Diagonal Data Stress Section Elevation Diagonal Size La Kl/r OP„ A V. OV No. ft ft K in' K K Ratio T3 220 - 210 0.5 1.68 137.2 238.57 0.196 1.81 2.89 0.626 T4 210 - 200 0.5 1.68 137.2 238.57 0.196 1.17 2.89 0.407 T5 200 - 180 0.5 1.67 136.1 324.71 0.196 2.74 2.93 0.934 T6 180 -160 0.5 1.67 136.1 324.71 0.196 2.03 2.93 0.692 T7 160 - 140 0.625 1.83 119.3 430.59 0.307 1.46 6.48 0.226 T8 140 -120 0.625 1.81 118.3 544.96 0.307 2.09 6.56 0.319 T9 120 - 100 0.625 1.81 118.3 544.96 0.307 1.41 6.56 0.215 T10 100 - 80 0.625 2.38 155.4 672.79 0.307 1.40 2.98 0.471 TI I 80 - 60 0.625 2.37 154.7 814.08 0.307 1.35 3.01 0.448 T12 60-40 0.625 2.37 154.7 814.08 0.307 1.51 3.01 0.503 T13 40 - 20 0.625 2.37 154.7 814.08 0.307 2.38 3.01 0.791 T14 20 - 0 0.75 2.36 128.3 968.83 0.442 2.88 6.30 0.457 tnx,Tower Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Page 33 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Section Elevation Diagonal Size Ld KI/r �P„ A V. �[;, Stress No. ft ft K W K K Ratio Dia onal`Desi n Data Tension Section Elevation Size L L„ Kl/r A P. Ratio No. P. ft ft ft in, K K gyp„ Tl 245-240 L2 1/2x2 1/2xl/4 7.81 3.63 58.8 0.752 5.33 36.80 0.145' T2 240-220 L21/2x21/2x1/4 7.81 3.63 58.8 0.752 8.05 36.80 0.219' T3 220-210 L3x3x1/4 11.93 5.06 68.4 0.939 11.27 45.98 0.245' T4 210-200 L3x3xl/4 12.50 5.41 72.9 0.939 12.77 45.98 0.278' T5 200 -180 L3x3xl/4 13.80 6.14 82.3 0.939 15.29 45.98 0.333' T6 180 - 160 L3 1/20 1/2x1/4 15.24 6.91 78.4 1.127 16.76 55.16 0.304' T7 160 - 140 L5x5x3/8 23.86 11.23 88.3 2.461 27.21 120.49 0.226' T8 140-120 L5x5x3/8 25.01 11.85 93.0 2.461 27.77 120.49 0.230' T9 120 -100 L5x5x3/8 26.26 12.50 98.0 2.461 29.28 120.49 0.243 ' T10 100 - 80 L5x5x3/8 27.59 13.19 103.3 2.461 29.35 120.49 0.244' Tl 1 80 - 60 L5x5x3/8 29.01 13.92 108.9 2.461 29.64 120.49 0.246' T12 60-40 L5x5x3/8 30.49 14.67 114.7 2.461 31.24 120.49 0.259' T13 40-20 L5x5x3/8 32.02 15.45 120.7 2.461 32.39 120.49 0.269' T14 20-0 L6x6x7/16 33.61 16.25 105.8 3.508 36.01 171.71 0.210' t P „ controls Top Girt Design Data Tension Section Elevation Size L L. KI1r A P. oP Ratio No. P. •Jt ft ft in' K K Op„ Tl 245 - 240 L6x6x7/16 6.00 5.52 37.2 3.549 1.83 173.72 0.011, T2 240 - 220 L6x6x7/16 6.00 5.52 37.2 3.549 0.40 173.72 0.002' T3 220-210 L3x3xl/4 6.00 4.32 61.6 0.939 0.54 45.98 0.012' ' P„ / op controls Section. Capacity. Table Section Elevation Component Size Critical P oP„lro,,. % Pass No. f Type Element K K Capacity Fail T1 245 -240 Leg 2 1/2" solid 1 -13.61 118.23 11.5 Pass T2 240 - 220 Leg 2 1/2" solid 13 -70.07 118.23 59.3 Pass T3 220 - 210 Leg 15TL1.5xl/2x5/8 43 -93.66 222.84 59.6 Pass T4 210-200 Leg 15TL1.5xl/2x5/8 57 -127.48 222.84 57.2 Pass T5 200 - 180 Leg 15TL1.75xl/2x5/8 66 -168.03 312.87 88.9 Pass T6 180 - 160 Leg 15TL1.75x1/2x5/8 81 -283.17 312.87 90.5 Pass T7 160 - 140 Leg Trylon 2.00 (18xl5) 96 -323.70 417.74 77.5 Pass T8 140 - 120 Leg Trylon 2.25 (18x15) 105 -405.17 528.76 76.6 Pass T9 120 - 100 Leg Trylon 2.25 (18xl5) 114 -472.46 528.76 89.4 Pass T10 100 - 80 Leg Trylon 2.5 (18x24) 123 -548.55 633.19 86.6 Pass tnx-To Tower Engineering Job FL West Midway CCI 800642 (BU 800642) Pagewer 34 of 34 Project Date Professionals TEP No. 223082.523189 15:10:33 04/06/21 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle Jay W. Balk FAX.- (919) 661-6350 Section Elevation Component size Critical P eP.H... % Pass No. ft Type Element K K Capacity Fail Tl 1 80 - 60 Leg Trylon 2.75 (18x24) 132 -619.51 780.85 79.3 Pass T12 60 - 40 Leg Trylon 2.75 (18x24) 141 -688.97 780.85 88.2 Pass T13 40 -20 Leg Trylon 2.75 (18x24) 150 -760.26 780.85 97.4 Pass T14 20 - 0 Leg Trylon 3.00 (18x24) 159 -822.25 940.35 87.4 Pass T1 245 - 240 Diagonal L2 1/2x2 1/2xl/4 12 -5.61 35.08 16.0 Pass 38.7 (b) T2 240-220 Diagonal L2 1/2x2 1/2xl/4 24 -8.12 35.08 23.1 Pass 56.0 (b) T3 220 - 210 Diagonal L3x3xl/4 53 -12.13 36.67 33.1 Pass 43.8 (b) T4 210 - 200 Diagonal L3x3x1/4 62 -12.72 33.70 37.7 Pass 49.7 (b) T5 200 - 180 Diagonal L3x3xl/4 71 -15.26 27.88 54.7 Pass 59.5 (b) T6 180-160 Diagonal L31/201/2xI/4 92 -17.32 38.40 45.1 Pass 59.7 (b) T7 160 - 140 Diagonal L5x5x3/8 101 -29.25 61.93 47.2 Pass 70.1 (b) T8 140 - 120 Diagonal L5x5x3/8 111 -26.61 56.94 46.7 Pass 66.5 (b) T9 120 -100 Diagonal L5x5x3/8 119 -31.01 52.26 59.3 Pass 74.3 (b) T10 100 - 80 Diagonal L5x5x3/8 128 -30.07 47.92 62.7 Pass 72.0 (b) T11 80 - 60 Diagonal L5x5x3/8 137 -31.13 43.93 70.9 Pass 74.6 (b) T12 60 - 40 Diagonal L5x5x3/8 146 -33.15 40.28 82.3 Pass T13 40 - 20 Diagonal L5x5x3/8 156 -30.70 36.97 83.0 Pass T14 20-0 Diagonal L6x6x7/16 164 -38.94 64.55 60.3 Pass 93.3 (b) Tl 245 - 240 Top Girt L6x6x7/16 5 1.83 182.41 1.0 Pass 12.6 (b) T2 240 - 220 Top Girt L6x6x7/16 17 0.40 182.41 0.2 Pass 2.8 (b) T3 220 - 210 Top Girt L3x3xl/4 47 -0.51 38.57 1.3 Pass 2.1 (b) Summary Leg (T13) 97.4 Pass Diagonal 93.3 Pass (T14) Top Girt 12.6 Pass (T1) Bolt Checks 93.3 Pass Rating = 97.4 Pass Program Version 8.0.7.5 - 8/3/2020 File:C:/Users/jbalk/Desktop/WIP/Week of4-5-2021/P-264151_L-523189_800642_FL WEST MIDWAY CCI 800642-Structural Analysis/tnxTower/800642_1944556_LC5.eri 245-ft Self -Supporting Tower Structural Analysis Report - Revision TEP Project Number 223082.523189, Order 541111, Revision 1 APPENDIX B BASE LEVEL DRAWING November 18, 2021 CCI BU No 800642 Page 8 tnxTower Report - version 8.0.7.5 (OTHER CONSIDERED x (3) 1-1/4' TO 220 j1 (1) 1-1/2' TO 220 (OTHER CONSIDERED E 3 5/16' TO 200 FT 3 3/8' TO 200 FTI (6) 3/4' TO 200 FT (12) 1-5/8' TO 200 (PROPOSED EQUIPMEN .(18) 1-5/8' TO 249 (OTHER CONSIDERED E (3) 7/8' TO 128 ET EQUIPMENT) I TOWER LIGHTING I TOWER LIGHTING November 18, 2021 245-ft Self -Supporting Tower Structural Analysis Report - Revision 1 CC/ BU No 800642 TEP Project Number 223082.523189, Order 541111, Revision 1 Page 9 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 8.0.7.5 AMERICM SOCIETY OF CML ENGINEERS Address: No Address at This Location ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Elevation: 18.55 ft (NAVD 88) Risk Category: II Latitude: 27.381472. Soil Class: D - Default (see Longitude:-80.496778 Section 11.4.3) +t:R t s � g rt h.: ! �. i q #�,k e y s�s L `1 �i �z•g 6v e_E }$ T P 9 s f SA$ &d 4 R k�'X4eE. �� i�`� L E � $s ;'� tttjjjlll s I� •�a�-.i3 �xa� �ai�t Wind 3 I *t $1 — ...... Y � � f � � F♦♦ k t sahKnri � �� d eve Results: Wind Speed: 154 Vmph* Vult = 155mph per jurisdictional requirement 10-year MRI 86 Vmph 25-year MRI 105 Vmph 50-year MRI 117 Vmph 100-year MRI 128 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-16 and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Thu Apr 01 2021 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 7-16 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 7-16 Section 26.2. Glazed openings shall be protected against wind-borne debris as specified in Section 26.12.3. https://asce7hazardtoo1.on1ine/ Page 1 of 3 Thu Apr 01 2021 ASCE PMMIM SOCIETY OFCML ENGINMS Seismic Site Soil Class: Results: SS S1 Fa F SMS SM1 : SDS Seismic Design Category D - Default (see Section 11.4.3) 0.051 0.028 1.6 2.4 0.081 0.067 0.054 A SD1 0.044 TL : 8 PGA: 0.024 PGA.M : 0.038 F PGA 1.6 le : 1 C V : 0.7 MCER Response Spectrum Design Response Spectrum fl 0� i fl05 fl 07 I__ > 0 06 _.._. ( - _ O.04 • . s �} fl 03 -4 �y ..� .. _ VO4 0 0 0.� a i 02 ws.i 1 fl 02 001 111 / p 1 2 3 4 5 B ? 8 9 0 1 2 3 4 g ,5u - 6 7 8 Sa(g) vs T(s) Sa(g) vs T(s) 0.045 MCER Vertical Response Spectrum fl 03fl Design Vertical Response Spectrum 0.028.. 0.040,, , 0.026 c _ fl_035 ` 0-024 _ k 0.022 fry 0.030 - -- &020 RE i w DA18-, ' r` 0-025 e �� 0.015 T 0.014, 0.015� �a n e 0.010,� tit. .,r..� Ex •. . IJ U to 1.5 2.0 0 0.5 to 1.5 2.o Sa (g) vs T(s) Sa (g) vs T(s) Data Accessed: Thu Apr 012021 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USES. https://asce7hazardtool.online/ Page 2 of 3 Thu Apr 01 2021 ASCE PMMIGM SOCIETY OFCMLENGINEEMS Ice Results: Ice Thickness: 0.00 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Date Accessed: Thu Apr 012021 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent. professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Thu Apr 01 2021 Self Support Anchor Rod Capacity sU# =z `.so664z Site Name esi Midw6Kcl BOO Order# `f,I541111Rev.`1 ,, Analysis Considerations TIA-222 Revision H z Grout Considered _ y6s,1414_ , Applied Loads Comp. Uplift Axial Force (kips) ,4;`; ,':,86032,, r.z., I6048 = Shear Force (kips) : {e 93.75 'TIA-222-H Section 15.5 Applied 'Considered Eccentricity Leg Mod Eccentricity (in) Anchor Rod N.A Shift (in) t� ,0:606-111, Total Eccentricity Anchor Rod Eccentricity Applied CROWN CASTLE PropertiesConnection Anchor Rod Data Anchor Rod Summary (units of kips, kip -in) (6) 2" 0 bolts (2" Williams Tie -Rods N; Fy=81 ksi, Fu=105 ksi) Pu—t=126.75 (pPn_t=196.88 Stress Rating I., (in): 0.875 Vu =13.92 d,Vn =123.7 40.7% Mu = n/a iW n = n/a Pass CClplate - Version 4.0.1 Analysis Date: 4/6/2021 Drilled Pier Foundation BU #: 1800642 Site Name: I FL West Midway CCI 8 Order Number: 1541,111 Rev TIA-222 Revison: Tower Type: Applie• d Loads Comp. Uplift Moment 01 -0 Axial Force (kips) I .860.321' 760.48 Shear Force (kips) I', :, 93.7% 83.52 Material Properties I Concrete Streng , �fc: 777 :, 31k§ Rebar Strength, Fy: 11,1�_ ksi Tie Yield Strength, Fyt: Pier Design Data Depth FK,49:171ft Ext. Above Grade J�PliUajft Pier Section I From 0.83'above grade to 49.17'below grade Pier Diameter - 6 ft Rebar Quantity ,'25 Rebar Size ' 9 Clear Cover to Ties ,..,-,2.9 in Tie Size 4, lin Tie Spacing , CROWN Report File: IC:\Vsbi�sNlbq]kNDesktopkWIP\Weeko(.4.5-2021\P-215164 _;L -523189 800642 TrM FLWES.lPA CASTLE Analysis Results qnil I atar.l ch.,k I Inlift ,D,.o(ft from TOQ 27.00 27.00 , Soil'Safdty Factor 14.98 16.82 Max Moment (kip-ft) 1700.74 1515.16 Rating* 8.5% 7.5% Sail Vertical Check GornnreSsinn Unfin Skin Fricti6n'(kips) 679.30 679.30 End Bearing (kips) 1351.87 - Weight of Concrete (kips) 163.06 122.29 2: Total Capacity (kips) 2031.17 801.60 .-Axial"(kips) 1023.38 760.48 049dtlng'" 48.0% 90.4% R,i,tnrA r-rato Fla-ra I Ini'm Critical Depth(ft from TOC) 27.45 23.48 Critical ,Moment ,(klp-'ft), 1699.79 1464.46 'Critical Moment Capacity 4730.67 2194.07 Rating* 34.2% 63.6% RaintnrraA rn-rato Chanr I :_ I InI,ff Critical Depth, (ft from TOC) 40.05 40.05 Critical Shear (kip) 150.71 134.26 Critical Shear, Capacity 622.89 294.74 1 �7 ' Rating! 23.0% 43.4% ',Soil Interaction Rdtlhg*1 90.4% I Structural Foundation"Itatifigtj 63.6% *Rating per TIA-222-H Section 15.5 _F #of Layers F-, Soil Profile I Groundwater D6p-th '6,' 7 '1 Check Limitation I ApplyTi-A-222-H Section 15.5. N/AjR'VIJ Shear Design Options I Check Shear along Depth of Pier: I Utilize Shear -Friction Methodology: 13 1. Override Critical Depth:[ go to sou upicuiations "-Calculated' -Calculated 'Ultimate Skin', Ult.'Gross Bottom ottom -Thickness ywnaef�' 'Cohesion Angle_of Ultimate Skid 'Ultimate Skin Friction Comp' Bearing SPT Blow, Layer. (ft) (ft) (ft) (pcf) '(pd) (ksf) Friction- . -1 Friction Comp Friction Uplift = Override, Friction Uplift Capacity Count,, Soll.Type (degrees) Iks (ksf) (ksf)'- Override (ksf) (ksf) 1 0 _3 3 -110 150 0 0.000 0.000 Cohesionless 2 3 5 2 110 150 '29 0.541 0.541 -15 Cohesionless 3 5 - ,,6 1 -106 150 0.550 0.550 j k" Cohesive 4 6 12 6 _:A3.6 87.6 4 0.550 0.550 Cohesive 5 12 6 44.6 87.6 0.473 0.473 &.,k I,,,A4V7- Cohesionless 6 17 z,,r�=22.5 5.5 ,;�,43,6 87.60 1, 0.550 0.550 Cohesive 7 22.5 40 17.5 5T,61 87.6 ; 42 1.37 1.37 �P '-'*23 Cohesionless L8 40 9.17 51 ZI 87.6 42 1.51 1.51 ",6375 �,I7�23 Cohesionless Version 4.2.3