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1545 MAIN ST ROW23-0007 COAB Permit Form with ConditionsOWNER:ADDRESS:CITY:STATE:ZIP: PAR PRO LTD PO BOX 330177 ATLANTIC BEACH FL 32233-0177 COMPANY:ADDRESS:CITY:STATE:ZIP: TYPE OF CONSTRUCTION: REAL ESTATE NUMBER:ZONING:BUILDING USE GROUP:SUBDIVISION: 172325 0010 SECTION LAND JOB ADDRESS:PERMIT TYPE:DESCRIPTION: VALUE OF WORK: 1545 MAIN ST RIGHT OF WAY SINGLE OR TWO FAMILY RIGHT OF WAY VERIZON - ANTENNAS, BOXES, CABINETS, GENERATOR, PADS $55000.00 LIST OF CONDITIONS Roll off container company must be on City approved list . Container cannot be placed on City right-of-way. 1 PUBLIC WORKS EROSION CONTROL INSTALLATION INFORMATIONAL Notes: Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line (904-247- 5814) to request an Erosion and Sediment Control Inspection prior to start of construction. 2 PUBLIC WORKS ON SITE RUNOFF INFORMATIONAL Notes: All runoff must remain on-site during construction. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. MUST CALL INSPECTION PHONE LINE (904) 247-5814 BY 4 PM FOR NEXT DAY INSPECTION. ALL WORK MUST CONFORM TO THE CURRENT 6TH EDITION (2017) OF THE FLORIDA BUILDING CODE, NEC, IPMC, AND CITY OF ATLANTIC BEACH CODE OF ORDINANCES . ALL CONDITIONS OF PERMIT APPLY, PLEASE READ CAREFULLY. 1 of 2Issued Date: 4/4/2023 PERMIT NUMBER ROW23-0007 ISSUED: 4/4/2023 EXPIRES: 7/3/2023 RIGHT OF WAY PERMIT CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 FEES DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT TOTAL: 3 PUBLIC WORKS DUMPSTERS/ROLL-OFF CONTAINERS INFORMATIONAL Notes: Dumpsters and roll-off containers must be used in compliance with Section 16-8 and must comply with all standards, per City code. 4 PUBLIC WORKS RIGHT OF WAY RESTORATION INFORMATIONAL Notes: Full right-of-way restoration, including sod, is required. 5 PUBLIC WORKS UTILITY ROAD CUT INFORMATIONAL Notes: Any utility cuts in the road must be repaired using COJ Standard Detail Case X and must be overlaid 10 feet in each direction from the center of the cut. Repair must be shown on the plans.\r\r\r\r\r\r\r 6 PUBLIC WORKS GRASS INFORMATIONAL Notes: Full site to be grassed. 7 PUBLIC WORKS TOPO SURVEY INFORMATIONAL Notes: Must provide a topographic (TOPO) survey with water retention for final C.O. Inspection. 8 PUBLIC WORKS REVISION INFORMATIONAL Notes: Any plan change must be submitted as a Revision to the Building Department. 9 PUBLIC WORKS DEBRIS REMOVED INFORMATIONAL Notes: All construction debris must be removed from job site by Contractor. 10 PUBLIC WORKS INFRASTRUCTURE INFORMATIONAL Notes: Any damage done to infrastructure must be repaired by Contractor. 2 of 2Issued Date: 4/4/2023 PERMIT NUMBER ROW23-0007 ISSUED: 4/4/2023 EXPIRES: 7/3/2023 RIGHT OF WAY PERMIT CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 tnxTower Report - version 8.1.1.0 Date: October 10, 2022 Morrison Hershfield 1455 Lincoln Parkway, Suite 500 Atlanta, GA 30346 (707) 379-8500 Subject: Structural Analysis Report Carrier Designation: Verizon Wireless Co-Locate Site Number: 578574 Site Name: Mayport A Crown Castle Designation: BU Number: 812565 Site Name: Mayport JDE Job Number: 728408 Work Order Number: 2167566 Order Number: 630060 Rev. 0 Engineering Firm Designation: Morrison Hershfield Project Number: CN1-071R3 / 2200039 Site Data: 1545 Main Street, Atlantic Beach, Duval County, FL 32233 Latitude 30° 20' 13'', Longitude -81° 25' 12'' 190 Foot – Rohn Self Support Tower Morrison Hershfield is pleased to submit this “Structural Analysis Report” to determine the structural integrity of the above-mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 129 mph as required by the 2020 Florida Building Code 7th Edition. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Respectfully submitted by: G. Lance Cooke, P.E. (FL License No. 68787) Senior Engineer Certificate of Authorization # 8508 Digitally signed by G. Lance Cooke Date: 2022.10.10 11:13:40-07'00' tnxTower Report - version 8.1.1.0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 - Tower Component Stresses vs. Capacity – LC5 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations Digitally signed by G. Lance Cooke Date: 2022.10.10 11:13:51-07'00' October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 3 tnxTower Report - version 8.1.1.0 1) INTRODUCTION This tower is a 190ft self-support tower designed by Rohn Industries, Inc. The tower was modified per reinforcement drawings prepared by Paul J. Ford and the company in June of 2011. Per the post modification inspection completed by Tower Engineering Professionals, Inc in January of 2012, these modifications have been properly installed and were considered in this analysis. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 129 mph Exposure Category: C Topographic Factor: 1 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 100.0 100.0 3 ericsson AIR 6449 B77 w/ Mount Pipe 3 1-5/8 3 jma wireless MX06FRO660-02 w/ Mount Pipe 3 jma wireless MX10FRO660-XX w/ Mount Pipe 3 ericsson 4449_V2 3 ericsson 8843_V2 3 ericsson RADIO 4408 3 raycap RCMDC-6627-PF-48 3 Site Pro 1 12' HD V-Frame Assembly [#VFA12-HD] Table 2 - Other Considered Equipment Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 187.0 190.0 3 andrew SBNHH-1D65B w/ Mount Pipe 12 6 4 3 1-5/8 3/4 3/8 5/16 3 commscope NNHH-65B-R4 w/ Mount Pipe 3 commscope NNHH-65B-R4_CCIV2 w/ Mount Pipe 3 ericsson AIR 6449 B77 w/ Mount Pipe 3 ericsson RRUS 4449 B5/B12 3 ericsson RRUS 4478 B14 1 raycap DC9-48-60-24-8C-EV 187.0 2 commscope WCS-IMFQ-AMT-43 3 ericsson RRUS 32 B2 3 ericsson RRUS 32 B30 3 ericsson RRUS 32 B66 3 raycap DC2-48-60-0-9E 1 raycap DC6-48-60-18-8C October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 4 tnxTower Report - version 8.1.1.0 Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 187.0 187.0 1 raycap DC6-48-60-18-8F - - 1 - Sector Mount [SM 502-3] 131.0 131.0 3 commscope FFVV-65C-R3-V1 w/ Mount Pipe 7 2 1-5/8 1-1/4 3 ericsson AIR6449 B41_T-MOBILE w/ Mount Pipe 3 ericsson RADIO 4460 B2/B25 B66_TMO 3 ericsson RADIO 4480 B71_TMO 1 - Sector Mount [SM 502-3] 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Reference Source 4-GEOTECHNICAL REPORTS 111139 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 816089 CCISITES 4-TOWER MANUFACTURER DRAWINGS 225932 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA 3009343 CCISITES 4-POST-MODIFICATION INSPECTION 3062154 CCISITES 3.1) Analysis Method tnxTower (version 8.1.1.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 standard. 3.2) Assumptions 1) 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. Morrison Hershfield should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail T1 190 - 180 Leg ROHN 2.5 X-STR 3 -4.22 78.23 5.4 Pass T2 180 - 160 Leg ROHN 3 X-STR 29 -21.63 99.18 21.8 Pass T3 160 - 140 Leg ROHN 4 X-STR 67 -42.38 167.90 25.2 Pass T4 140 - 120 Leg ROHN 5 X-STR 106 -65.20 251.35 25.9 Pass T5 120 - 100 Leg ROHN 6 EHS 145 -86.17 256.20 33.6 Pass T6 100 - 80 Leg ROHN 6 X-STR 172 -113.87 318.83 35.7 Pass October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 5 tnxTower Report - version 8.1.1.0 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail T7 80 - 60 Leg ROHN 6 X-STR 199 -141.05 318.76 44.2 Pass T8 60 - 40 Leg ROHN 8 EHS 226 -167.42 405.62 41.3 Pass T9 40 - 20 Leg ROHN 8 EHS 253 -194.07 405.62 47.8 Pass T10 20 - 0 Leg ROHN 8 EH 280 -206.92 530.71 39.0 Pass T1 190 - 180 Diagonal ROHN 2 STD 11 -3.51 25.36 13.8 Pass T2 180 - 160 Diagonal ROHN 2 X-STR 32 -5.73 24.29 23.6 Pass T3 160 - 140 Diagonal ROHN 2 STD 71 -5.41 16.10 33.6 Pass T4 140 - 120 Diagonal ROHN 2 STD 110 -7.60 13.83 55.0 Pass T5 120 - 100 Diagonal ROHN 2.5 STD 149 -9.21 17.25 53.4 Pass T6 100 - 80 Diagonal ROHN 3 STD 176 -10.65 29.92 35.6 Pass T7 80 - 60 Diagonal ROHN 3 STD 203 -10.23 26.02 39.3 Pass T8 60 - 40 Diagonal ROHN 3 STD 230 -10.97 23.18 47.3 Pass T9 40 - 20 Diagonal ROHN 3 STD 257 -11.33 20.36 55.6 Pass T10 20 - 0 Diagonal ROHN 2.5 EH 284 -16.48 35.81 46.0 Pass T1 190 - 180 Horizontal ROHN 1.5 STD 10 -2.43 23.71 10.2 Pass T2 180 - 160 Horizontal ROHN 1.5 STD 31 -3.06 23.65 12.9 Pass T3 160 - 140 Horizontal ROHN 1.5 STD 70 -3.45 20.10 17.2 Pass T4 140 - 120 Horizontal ROHN 2 STD 109 -5.22 28.57 18.3 Pass T5 120 - 100 Horizontal ROHN 2 STD 148 -5.57 23.66 23.5 Pass T6 100 - 80 Horizontal ROHN 2 STD 175 -6.90 17.61 39.2 Pass T7 80 - 60 Horizontal ROHN 2.5 STD 202 -7.12 30.07 23.7 Pass T8 60 - 40 Horizontal ROHN 2.5 STD 229 -7.96 23.50 33.9 Pass T9 40 - 20 Horizontal ROHN 2.5 STD 256 -8.47 18.71 45.3 Pass T10 20 - 0 Horizontal ROHN 2.5 STD 283 -9.16 16.85 54.4 Pass T1 190 - 180 Top Girt ROHN 1.5 STD 5 -0.71 19.48 3.6 Pass T10 20 - 0 Redund Horz 1 Bracing ROHN 1.5 STD 304 -0.76 14.41 5.3 Pass T10 20 - 0 Redund Diag 1 Bracing ROHN 2 STD 293 -0.73 9.45 7.7 Pass T10 20 - 0 Redund Hip 1 Bracing ROHN 1.5 STD 308 -0.02 12.89 0.1 Pass T10 20 - 0 Redund Hip Diagonal 1 Bracing ROHN 2.5 STD 298 -0.06 11.09 0.5 Pass T1 190 - 180 Inner Bracing L 2 x 2 x 1/8 18 -0.00 8.80 0.1 Pass T2 180 - 160 Inner Bracing L 2 x 2 x 1/8 40 -0.00 8.65 0.1 Pass T3 160 - 140 Inner Bracing L 2 x 2 x 1/8 81 -0.00 6.37 0.1 Pass T4 140 - 120 Inner Bracing L 2 x 2 x 1/8 120 -0.01 4.37 0.1 Pass T5 120 - 100 Inner Bracing L 2 x 2 x 1/8 159 -0.01 3.28 0.2 Pass T6 100 - 80 Inner Bracing L 2.5 x 2.5 x 3/16 186 -0.01 6.92 0.2 Pass T7 80 - 60 Inner Bracing L 3 x 3 x 3/16 213 -0.01 9.09 0.1 Pass T8 60 - 40 Inner Bracing L 3.5 x 3.5 x 1/4 240 -0.01 14.80 0.1 Pass T9 40 - 20 Inner Bracing L 3.5 x 3.5 x 1/4 267 -0.01 11.87 0.2 Pass T10 20 - 0 Inner Bracing ROHN 2 STD 312 -0.01 6.92 0.2 Pass Summary Leg (T9) 47.8 Pass Diagonal (T9) 55.6 Pass Horizontal (T10) 54.4 Pass October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 6 tnxTower Report - version 8.1.1.0 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail Top Girt (T1) 3.6 Pass Redund Horz 1 Bracing (T10) 5.3 Pass Redund Diag 1 Bracing (T10) 7.7 Pass Redund Hip 1 Bracing (T10) 0.1 Pass Redund Hip Diagonal 1 Bracing (T10) 0.5 Pass Inner Bracing (T10) 0.2 Pass Bolt Checks 36.7 Pass Rating = 55.6 Pass Table 5 - Tower Component Stresses vs. Capacity – LC5 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 33.6 Pass 1 Base Foundation (Structure) 0 7.7 Pass 1 Base Foundation (Soil Interaction) 41.0 Pass Structure Rating (max from all components) = 55.6%* Notes: 1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity consumed. 2) *Rating per TIA-222-H, Section 15.5. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report - version 8.1.1.0 APPENDIX A TNXTOWER OUTPUT Consulting Engineers Morrison Hershfield 1455 Lincoln Parkway, Suite 500 Atlanta, GA 30346 Phone: (707) 379-8500 FAX: (707) 379-8501 Job: CN1-071R3 / 2200039 Project: 812565 / Mayport Client: Crown Castle USA Drawn by: RBA App'd: Code: TIA-222-H Date: 10/10/22 Scale: NTS Path: C:\New folder\CN1-071s\CN1-071R3 SA\Analysis\CN1-071R3 BU_812565 WO_2167566.eri Dwg No. E-1 190.0 ft 180.0 ft 160.0 ft 140.0 ft 120.0 ft 100.0 ft 80.0 ft 60.0 ft 40.0 ft 20.0 ft 0.0 ft REACTIONS - 129 mph WIND TORQUE 75 kip-ft 51 K SHEAR 5217 kip-ft MOMENT 61 K AXIAL SHEAR: 28 K UPLIFT: -200 K SHEAR: 31 K DOWN: 232 K MAX. CORNER REACTIONS AT BASE: ARE FACTORED ALL REACTIONS SectionT1T2T3T4T5T6T7T8T9T10 LegsAROHN 3 X-STRROHN 4 X-STRROHN 5 X-STRROHN 6 EHSROHN 6 X-STRROHN 8 EHSROHN 8 EH Leg GradeA572-50 DiagonalsBROHN 2 X-STRROHN 2 STDROHN 2.5 STDROHN 3 STDROHN 2.5 EH Diagonal GradeA572-50 Top GirtsCN.A. HorizontalsROHN 1.5 STDROHN 2 STDROHN 2.5 STD Red. HorizontalsN.A.ROHN 1.5 STD Red. DiagonalsN.A.ROHN 2 STD Red. HipsN.A.ROHN 1.5 STD Inner BracingL 2 x 2 x 1/8L 2.5 x 2.5 x 3/16L 3 x 3 x 3/16L 3.5 x 3.5 x 1/4ROHN 2 STD Face Width (ft)8.58.54168.62510.708312.791615.12517.541620.17722.67725.17727.677 # Panels @ (ft)2 @ 59 @ 6.6666710 @ 101 @ 20 Weight (K)0.71.61.72.32.63.43.84.44.65.030.2SYMBOL LIST MARK MARKSIZE SIZE A ROHN 2.5 X-STR B ROHN 2 STD C ROHN 1.5 STD MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-50 50 ksi 65 ksi TOWER DESIGN NOTES 1. Tower is located in Duval County, Florida. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 129 mph basic wind in accordance with the TIA-222-H Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category II. 6. Topographic Category 1 with Crest Height of 0.00 ft 7. TOWER RATING: 55.6% October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 8 tnxTower Report - version 8.1.1.0 Tower Input Data The main tower is a 3x free standing tower with an overall height of 190.00 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 8.50 ft at the top and 27.68 ft at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Duval County, Florida. Tower base elevation above sea level: 12.00 ft. Basic wind speed of 129 mph. Risk Category II. 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. Stress ratio used in tower member design is 1. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used: Kes(Fw) = 0.95. Maximum demand-capacity ratio is: 1.05. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area √ SR Leg Bolts Resist Compression √ Use Code Stress Ratios √ Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients √ Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles √ Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 9 tnxTower Report - version 8.1.1.0 Leg B Leg C Leg A Face A F a c e B Face C Triangular Tower Wind Normal Wind 90 Wind 180 Z X Tower Section Geometry Tower Section Tower Elevation ft Assembly Database Description Section Width ft Number of Sections Section Length ft T1 190.00-180.00 8.50 1 10.00 T2 180.00-160.00 8.54 1 20.00 T3 160.00-140.00 8.63 1 20.00 T4 140.00-120.00 10.71 1 20.00 T5 120.00-100.00 12.79 1 20.00 T6 100.00-80.00 15.13 1 20.00 T7 80.00-60.00 17.54 1 20.00 T8 60.00-40.00 20.18 1 20.00 T9 40.00-20.00 22.68 1 20.00 T10 20.00-0.00 25.18 1 20.00 Tower Section Geometry (cont’d) Tower Section Tower Elevation ft Diagonal Spacing ft Bracing Type Has K Brace End Panels Has Horizontals Top Girt Offset in Bottom Girt Offset in T1 190.00-180.00 5.00 K Brace Down No Yes 0.0000 0.0000 T2 180.00-160.00 6.67 K Brace Down No Yes 0.0000 0.0000 T3 160.00-140.00 6.67 K Brace Down No Yes 0.0000 0.0000 T4 140.00-120.00 6.67 K Brace Down No Yes 0.0000 0.0000 T5 120.00-100.00 10.00 K Brace Down No Yes 0.0000 0.0000 T6 100.00-80.00 10.00 K Brace Down No Yes 0.0000 0.0000 T7 80.00-60.00 10.00 K Brace Down No Yes 0.0000 0.0000 T8 60.00-40.00 10.00 K Brace Down No Yes 0.0000 0.0000 T9 40.00-20.00 10.00 K Brace Down No Yes 0.0000 0.0000 T10 20.00-0.00 20.00 K1 Down No Yes 0.0000 0.0000 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 10 tnxTower Report - version 8.1.1.0 Tower Section Geometry (cont’d) Tower Elevation ft Leg Type Leg Size Leg Grade Diagonal Type Diagonal Size Diagonal Grade T1 190.00- 180.00 Pipe ROHN 2.5 X-STR A572-50 (50 ksi) Pipe ROHN 2 STD A572-50 (50 ksi) T2 180.00- 160.00 Pipe ROHN 3 X-STR A572-50 (50 ksi) Pipe ROHN 2 X-STR A572-50 (50 ksi) T3 160.00- 140.00 Pipe ROHN 4 X-STR A572-50 (50 ksi) Pipe ROHN 2 STD A572-50 (50 ksi) T4 140.00-120.00 Pipe ROHN 5 X-STR A572-50 (50 ksi) Pipe ROHN 2 STD A572-50 (50 ksi) T5 120.00- 100.00 Pipe ROHN 6 EHS A572-50 (50 ksi) Pipe ROHN 2.5 STD A572-50 (50 ksi) T6 100.00- 80.00 Pipe ROHN 6 X-STR A572-50 (50 ksi) Pipe ROHN 3 STD A572-50 (50 ksi) T7 80.00-60.00 Pipe ROHN 6 X-STR A572-50 (50 ksi) Pipe ROHN 3 STD A572-50 (50 ksi) T8 60.00-40.00 Pipe ROHN 8 EHS A572-50 (50 ksi) Pipe ROHN 3 STD A572-50 (50 ksi) T9 40.00-20.00 Pipe ROHN 8 EHS A572-50 (50 ksi) Pipe ROHN 3 STD A572-50 (50 ksi) T10 20.00-0.00 Pipe ROHN 8 EH A572-50 (50 ksi) Pipe ROHN 2.5 EH A572-50 (50 ksi) Tower Section Geometry (cont’d) Tower Elevation ft Top Girt Type Top Girt Size Top Girt Grade Bottom Girt Type Bottom Girt Size Bottom Girt Grade T1 190.00- 180.00 Pipe ROHN 1.5 STD A36 (36 ksi) Solid Round A36 (36 ksi) Tower Section Geometry (cont’d) Tower Elevation ft No. of Mid Girts Mid Girt Type Mid Girt Size Mid Girt Grade Horizontal Type Horizontal Size Horizontal Grade T1 190.00- 180.00 None Flat Bar A36 (36 ksi) Pipe ROHN 1.5 STD A572-50 (50 ksi) T2 180.00- 160.00 None Flat Bar A36 (36 ksi) Pipe ROHN 1.5 STD A572-50 (50 ksi) T3 160.00-140.00 None Flat Bar A36 (36 ksi) Pipe ROHN 1.5 STD A572-50 (50 ksi) T4 140.00- 120.00 None Flat Bar A36 (36 ksi) Pipe ROHN 2 STD A572-50 (50 ksi) T5 120.00- 100.00 None Flat Bar A36 (36 ksi) Pipe ROHN 2 STD A572-50 (50 ksi) T6 100.00- 80.00 None Flat Bar A36 (36 ksi) Pipe ROHN 2 STD A572-50 (50 ksi) T7 80.00-60.00 None Flat Bar A36 (36 ksi) Pipe ROHN 2.5 STD A572-50 (50 ksi) T8 60.00-40.00 None Flat Bar A36 (36 ksi) Pipe ROHN 2.5 STD A572-50 (50 ksi) T9 40.00-20.00 None Flat Bar A36 (36 ksi) Pipe ROHN 2.5 STD A572-50 (50 ksi) T10 20.00-0.00 None Flat Bar A36 (36 ksi) Pipe ROHN 2.5 STD A572-50 (50 ksi) October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 11 tnxTower Report - version 8.1.1.0 Tower Section Geometry (cont’d) Tower Elevation ft Secondary Horizontal Type Secondary Horizontal Size Secondary Horizontal Grade Inner Bracing Type Inner Bracing Size Inner Bracing Grade T1 190.00-180.00 Solid Round A572-50 (50 ksi) Equal Angle L 2 x 2 x 1/8 A36 (36 ksi) T2 180.00- 160.00 Solid Round A572-50 (50 ksi) Equal Angle L 2 x 2 x 1/8 A36 (36 ksi) T3 160.00- 140.00 Solid Round A572-50 (50 ksi) Equal Angle L 2 x 2 x 1/8 A36 (36 ksi) T4 140.00- 120.00 Solid Round A572-50 (50 ksi) Equal Angle L 2 x 2 x 1/8 A36 (36 ksi) T5 120.00- 100.00 Solid Round A572-50 (50 ksi) Equal Angle L 2 x 2 x 1/8 A36 (36 ksi) T6 100.00-80.00 Solid Round A572-50 (50 ksi) Equal Angle L 2.5 x 2.5 x 3/16 A36 (36 ksi) T7 80.00-60.00 Solid Round A572-50 (50 ksi) Equal Angle L 3 x 3 x 3/16 A572-50 (50 ksi) T8 60.00-40.00 Solid Round A572-50 (50 ksi) Equal Angle L 3.5 x 3.5 x 1/4 A572-50 (50 ksi) T9 40.00-20.00 Solid Round A572-50 (50 ksi) Equal Angle L 3.5 x 3.5 x 1/4 A572-50 (50 ksi) T10 20.00-0.00 Solid Round A572-50 (50 ksi) Pipe ROHN 2 STD A572-50 (50 ksi) Tower Section Geometry (cont’d) Tower Elevation ft Redundant Bracing Grade Redundant Type Redundant Size K Factor T10 20.00- 0.00 A500-46 (46 ksi) Horizontal (1) Diagonal (1) Hip (1) Hip Diagonal (1) Pipe Pipe Pipe Pipe ROHN 1.5 STD ROHN 2 STD ROHN 1.5 STD ROHN 2.5 STD 1 1 1 1 Tower Section Geometry (cont’d) Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in Gusset Grade Adjust. Factor Af Adjust. Factor Ar Weight Mult. Double Angle Stitch Bolt Spacing Diagonals in Double Angle Stitch Bolt Spacing Horizontals in Double Angle Stitch Bolt Spacing Redundants in T1 190.00- 180.00 0.00 0.2500 A36 (36 ksi) 1 1 1 0.0000 0.0000 36.0000 T2 180.00- 160.00 0.00 0.2500 A36 (36 ksi) 1 1 1 0.0000 0.0000 36.0000 T3 160.00- 140.00 0.00 0.2500 A36 (36 ksi) 1 1 1 0.0000 0.0000 36.0000 T4 140.00-120.00 0.00 0.2500 A36 (36 ksi) 1 1 1 0.0000 0.0000 36.0000 T5 120.00- 100.00 0.00 0.2500 A36 (36 ksi) 1 1 1 0.0000 0.0000 36.0000 T6 100.00- 80.00 0.00 0.2500 A36 (36 ksi) 1 1 1 0.0000 0.0000 36.0000 T7 80.00- 60.00 0.00 0.2500 A36 (36 ksi) 1 1 1 0.0000 0.0000 36.0000 T8 60.00- 40.00 0.00 0.2500 A36 (36 ksi) 1 1 1 0.0000 0.0000 36.0000 T9 40.00-20.00 0.00 0.2500 A36 (36 ksi) 1 1 1 0.0000 0.0000 36.0000 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 12 tnxTower Report - version 8.1.1.0 Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in Gusset Grade Adjust. Factor Af Adjust. Factor Ar Weight Mult. Double Angle Stitch Bolt Spacing Diagonals in Double Angle Stitch Bolt Spacing Horizontals in Double Angle Stitch Bolt Spacing Redundants in T10 20.00- 0.00 0.00 0.3750 A36 (36 ksi) 1 1 1 0.0000 0.0000 36.0000 Tower Section Geometry (cont’d) K Factors1 Tower Elevation ft Calc K Single Angles Calc K Solid Rounds Legs X Brace Diags X Y K Brace Diags X Y Single Diags X Y Girts X Y Horiz. X Y Sec. Horiz. X Y Inner Brace X Y T1 190.00- 180.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T2 180.00- 160.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T3 160.00- 140.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T4 140.00- 120.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T5 120.00- 100.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T6 100.00- 80.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T7 80.00- 60.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T8 60.00-40.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T9 40.00- 20.00 Yes Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T10 20.00- 0.00 No No 1 1 1 0.773331 0.773331 1 1 1 1 1 1 1 1 1 1 1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of- plane direction applied to the overall length. Tower Section Geometry (cont’d) Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 190.00- 180.00 0.0000 1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 1 0.0000 0.75 T2 180.00- 160.00 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 1 0.0000 0.75 T3 160.00- 140.00 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 1 0.0000 0.75 T4 140.00- 120.00 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 1 0.0000 0.75 T5 120.00- 100.00 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 1 0.0000 0.75 T6 100.00- 80.00 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 1 0.0000 0.75 T7 80.00-60.00 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 1 0.0000 0.75 T8 60.00- 40.00 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 1 0.0000 0.75 T9 40.00- 20.00 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 1 0.0000 0.75 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 13 tnxTower Report - version 8.1.1.0 Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T10 20.00- 0.00 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 1 0.0000 0.75 Tower Elevation ft Redundant Horizontal Redundant Diagonal Redundant Sub- Diagonal Redundant Sub- Horizontal Redundant Vertical Redundant Hip Redundant Hip Diagonal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 190.00- 180.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T2 180.00-160.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T3 160.00- 140.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T4 140.00- 120.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T5 120.00- 100.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T6 100.00- 80.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T7 80.00-60.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T8 60.00- 40.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T9 40.00- 20.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T10 20.00- 0.00 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 1 0.0000 1 Tower Section Geometry (cont’d) Tower Elevation ft Leg Connection Type Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. T1 190.00- 180.00 Flange 1.0000 A325N 4 0.6250 A325X 3 0.6250 A325N 2 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325X 2 0.6250 A325N 0 T2 180.00- 160.00 Flange 1.0000 A325N 4 0.6250 A325X 3 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325X 2 0.6250 A325N 0 T3 160.00- 140.00 Flange 1.0000 A325N 4 0.6250 A325X 3 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325X 2 0.6250 A325N 0 T4 140.00- 120.00 Flange 1.0000 A325N 6 0.6250 A325X 3 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325X 2 0.6250 A325N 0 T5 120.00- 100.00 Flange 1.0000 A325N 6 0.6250 A325X 3 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325X 2 0.6250 A325N 0 T6 100.00-80.00 Flange 1.0000 A325N 6 0.6250 A325X 3 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325X 2 0.6250 A325N 0 T7 80.00- 60.00 Flange 1.0000 A325N 8 0.6250 A325X 3 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325X 2 0.6250 A325N 0 T8 60.00- 40.00 Flange 1.0000 A325N 8 0.6250 A325X 3 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325X 2 0.6250 A325N 0 T9 40.00- 20.00 Flange 1.0000 A325N 8 0.6250 A325X 3 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325X 2 0.6250 A325N 0 T10 20.00- 0.00 Flange 1.0000 A354-BC 0 0.7500 A325X 3 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.7500 A325X 2 0.6250 A325N 0 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 14 tnxTower Report - version 8.1.1.0 Tower Section Geometry (cont’d) Tower Elevation ft Redundant Horizontal Redundant Diagonal Redundant Sub- Diagonal Redundant Sub- Horizontal Redundant Vertical Redundant Hip Redundant Hip Diagonal Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. T1 190.00- 180.00 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T2 180.00- 160.00 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T3 160.00- 140.00 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T4 140.00- 120.00 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T5 120.00- 100.00 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T6 100.00-80.00 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T7 80.00- 60.00 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T8 60.00- 40.00 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T9 40.00- 20.00 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T10 20.00- 0.00 0.6250 A325N 1 0.6250 A325N 1 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325X 1 1.0000 A325X 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacin g in Width or Diameter in Perimete r in Weight plf ****** Safety Line 3/8 B No No Ar (CaAa) 190.00 - 3.00 0.0000 0.5 1 1 0.3750 0.3750 0.22 Climbing Pegs B No No Ar (CaAa) 190.00 - 3.00 0.0000 0.5 1 1 0.7050 0.7050 1.80 ****** ATCB-B01(5/16) B No No Ar (CaAa) 187.00 - 6.00 -1.0000 0.45 3 1 0.5000 0.3150 0.07 LDF7-50A(1- 5/8) B No No Ar (CaAa) 187.00 - 6.00 - 1.0000 0.35 12 12 0.5000 1.9800 0.82 FB-L98B- 002-50000(3/8) B No No Ar (CaAa) 187.00 - 6.00 - 3.0000 0.4 4 4 0.5000 0.3937 0.06 RLSS 8AWG DC(3/4) B No No Ar (CaAa) 187.00 - 6.00 - 3.0000 0.325 6 6 0.5000 0.7350 0.49 Feedline Ladder (Af) B No No Af (CaAa) 187.00 - 6.00 0.0000 0.4 1 1 3.0000 3.0000 8.40 ****** Feedline Ladder (Af) C No No Af (CaAa) 178.00 - 6.00 0.0000 -0.4 1 1 3.0000 3.0000 8.40 ****** ****** AVA7-50(1- 5/8) A No No Ar (CaAa) 131.00 - 6.00 0.0000 0.48 1 1 0.5000 2.0100 0.70 LDF7-50A(1- 5/8) A No No Ar (CaAa) 131.00 - 6.00 0.0000 0.48 3 2 0.5000 1.9800 0.82 C4006L-NFNF(1-1/4) A No No Ar (CaAa) 131.00 - 6.00 0.0000 0.45 2 2 0.5000 1.2800 0.56 HB158- 21U6S24- xxM_TMO(1- 5/8) A No No Ar (CaAa) 131.00 - 6.00 0.0000 0.4 3 2 0.5000 1.9960 2.50 Feedline Ladder (Af) A No No Ar (CaAa) 131.00 - 6.00 0.0000 0.45 1 1 3.0000 3.0000 8.40 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 15 tnxTower Report - version 8.1.1.0 Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacin g in Width or Diameter in Perimete r in Weight plf ****** HFT1206- 24SVL- XXX(1-5/8) B No No Ar (CaAa) 100.00 - 6.00 0.0000 -0.4 3 3 0.5000 1.7100 1.92 Feedline Ladder (Af) B No No Af (CaAa) 100.00 - 6.00 0.0000 -0.4 1 1 3.0000 3.0000 8.40 ******* Feed Line/Linear Appurtenances Section Areas Tower Sectio n Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K T1 190.00-180.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 26.063 0.000 0.000 0.000 0.000 0.00 0.17 0.00 T2 180.00-160.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 73.540 9.000 0.000 0.000 0.000 0.00 0.47 0.15 T3 160.00-140.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 73.540 10.000 0.000 0.000 0.000 0.00 0.47 0.17 T4 140.00-120.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 21.448 73.540 10.000 0.000 0.000 0.000 0.22 0.47 0.17 T5 120.00-100.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 38.996 73.540 10.000 0.000 0.000 0.000 0.40 0.47 0.17 T6 100.00-80.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 38.996 93.800 10.000 0.000 0.000 0.000 0.40 0.76 0.17 T7 80.00-60.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 38.996 93.800 10.000 0.000 0.000 0.000 0.40 0.76 0.17 T8 60.00-40.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 38.996 93.800 10.000 0.000 0.000 0.000 0.40 0.76 0.17 T9 40.00-20.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 38.996 93.800 10.000 0.000 0.000 0.000 0.40 0.76 0.17 T10 20.00-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 27.297 65.984 7.000 0.000 0.000 0.000 0.28 0.54 0.12 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in T1 190.00-180.00 13.5910 7.9095 13.5910 7.9095 T2 180.00-160.00 18.6360 10.6000 18.4345 10.5086 T3 160.00-140.00 19.9940 11.4395 19.2234 11.0815 T4 140.00-120.00 18.5530 2.4114 17.4041 2.2850 T5 120.00-100.00 18.9916 -4.5978 17.3583 -4.2562 T6 100.00-80.00 20.2318 -12.1464 18.5962 -11.2947 T7 80.00-60.00 22.2319 -13.4224 20.5314 -12.5263 T8 60.00-40.00 23.2853 -14.1951 21.2329 -13.0902 T9 40.00-20.00 25.2463 -15.4352 23.0324 -14.2356 T10 20.00-0.00 23.8037 -14.4965 21.1207 -13.0201 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 16 tnxTower Report - version 8.1.1.0 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T1 2 Safety Line 3/8 180.00 - 190.00 0.6000 0.6000 T1 3 Climbing Pegs 180.00 - 190.00 0.6000 0.6000 T1 5 ATCB-B01(5/16) 180.00 - 187.00 0.6000 0.6000 T1 6 LDF7-50A(1-5/8) 180.00 - 187.00 0.6000 0.6000 T1 7 FB-L98B-002-50000(3/8) 180.00 - 187.00 0.6000 0.6000 T1 9 RLSS 8AWG DC(3/4) 180.00 - 187.00 0.6000 0.6000 T1 11 Feedline Ladder (Af) 180.00 - 187.00 0.6000 0.6000 T2 2 Safety Line 3/8 160.00 - 180.00 0.6000 0.6000 T2 3 Climbing Pegs 160.00 - 180.00 0.6000 0.6000 T2 5 ATCB-B01(5/16) 160.00 - 180.00 0.6000 0.6000 T2 6 LDF7-50A(1-5/8) 160.00 - 180.00 0.6000 0.6000 T2 7 FB-L98B-002-50000(3/8) 160.00 - 180.00 0.6000 0.6000 T2 9 RLSS 8AWG DC(3/4) 160.00 - 180.00 0.6000 0.6000 T2 11 Feedline Ladder (Af) 160.00 - 180.00 0.6000 0.6000 T2 17 Feedline Ladder (Af) 160.00 - 178.00 0.6000 0.6000 T3 2 Safety Line 3/8 140.00 - 160.00 0.6000 0.6000 T3 3 Climbing Pegs 140.00 - 160.00 0.6000 0.6000 T3 5 ATCB-B01(5/16) 140.00 - 160.00 0.6000 0.6000 T3 6 LDF7-50A(1-5/8) 140.00 - 160.00 0.6000 0.6000 T3 7 FB-L98B-002-50000(3/8) 140.00 - 160.00 0.6000 0.6000 T3 9 RLSS 8AWG DC(3/4) 140.00 - 160.00 0.6000 0.6000 T3 11 Feedline Ladder (Af) 140.00 - 160.00 0.6000 0.6000 T3 17 Feedline Ladder (Af) 140.00 - 160.00 0.6000 0.6000 T4 2 Safety Line 3/8 120.00 - 140.00 0.6000 0.6000 T4 3 Climbing Pegs 120.00 - 140.00 0.6000 0.6000 T4 5 ATCB-B01(5/16) 120.00 - 140.00 0.6000 0.6000 T4 6 LDF7-50A(1-5/8) 120.00 - 140.00 0.6000 0.6000 T4 7 FB-L98B-002-50000(3/8) 120.00 - 140.00 0.6000 0.6000 T4 9 RLSS 8AWG DC(3/4) 120.00 - 140.00 0.6000 0.6000 T4 11 Feedline Ladder (Af) 120.00 - 140.00 0.6000 0.6000 T4 17 Feedline Ladder (Af) 120.00 - 140.00 0.6000 0.6000 T4 21 AVA7-50(1-5/8) 120.00 - 131.00 0.6000 0.6000 T4 22 LDF7-50A(1-5/8) 120.00 - 131.00 0.6000 0.6000 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 17 tnxTower Report - version 8.1.1.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T4 23 C4006L-NFNF(1-1/4) 120.00 - 131.00 0.6000 0.6000 T4 24 HB158-21U6S24- xxM_TMO(1-5/8) 120.00 - 131.00 0.6000 0.6000 T4 25 Feedline Ladder (Af) 120.00 - 131.00 0.6000 0.6000 T5 2 Safety Line 3/8 100.00 - 120.00 0.6000 0.6000 T5 3 Climbing Pegs 100.00 - 120.00 0.6000 0.6000 T5 5 ATCB-B01(5/16) 100.00 - 120.00 0.6000 0.6000 T5 6 LDF7-50A(1-5/8) 100.00 - 120.00 0.6000 0.6000 T5 7 FB-L98B-002-50000(3/8) 100.00 - 120.00 0.6000 0.6000 T5 9 RLSS 8AWG DC(3/4) 100.00 - 120.00 0.6000 0.6000 T5 11 Feedline Ladder (Af) 100.00 - 120.00 0.6000 0.6000 T5 17 Feedline Ladder (Af) 100.00 - 120.00 0.6000 0.6000 T5 21 AVA7-50(1-5/8) 100.00 - 120.00 0.6000 0.6000 T5 22 LDF7-50A(1-5/8) 100.00 - 120.00 0.6000 0.6000 T5 23 C4006L-NFNF(1-1/4) 100.00 - 120.00 0.6000 0.6000 T5 24 HB158-21U6S24- xxM_TMO(1-5/8) 100.00 - 120.00 0.6000 0.6000 T5 25 Feedline Ladder (Af) 100.00 - 120.00 0.6000 0.6000 T6 2 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 T6 3 Climbing Pegs 80.00 - 100.00 0.6000 0.6000 T6 5 ATCB-B01(5/16) 80.00 - 100.00 0.6000 0.6000 T6 6 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T6 7 FB-L98B-002-50000(3/8) 80.00 - 100.00 0.6000 0.6000 T6 9 RLSS 8AWG DC(3/4) 80.00 - 100.00 0.6000 0.6000 T6 11 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T6 17 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T6 21 AVA7-50(1-5/8) 80.00 - 100.00 0.6000 0.6000 T6 22 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000 T6 23 C4006L-NFNF(1-1/4) 80.00 - 100.00 0.6000 0.6000 T6 24 HB158-21U6S24- xxM_TMO(1-5/8) 80.00 - 100.00 0.6000 0.6000 T6 25 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T6 27 HFT1206-24SVL-XXX(1- 5/8) 80.00 - 100.00 0.6000 0.6000 T6 28 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T7 2 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 T7 3 Climbing Pegs 60.00 - 80.00 0.6000 0.6000 T7 5 ATCB-B01(5/16) 60.00 - 80.00 0.6000 0.6000 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 18 tnxTower Report - version 8.1.1.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T7 6 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 T7 7 FB-L98B-002-50000(3/8) 60.00 - 80.00 0.6000 0.6000 T7 9 RLSS 8AWG DC(3/4) 60.00 - 80.00 0.6000 0.6000 T7 11 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T7 17 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T7 21 AVA7-50(1-5/8) 60.00 - 80.00 0.6000 0.6000 T7 22 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000 T7 23 C4006L-NFNF(1-1/4) 60.00 - 80.00 0.6000 0.6000 T7 24 HB158-21U6S24-xxM_TMO(1-5/8) 60.00 - 80.00 0.6000 0.6000 T7 25 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T7 27 HFT1206-24SVL-XXX(1- 5/8) 60.00 - 80.00 0.6000 0.6000 T7 28 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T8 2 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000 T8 3 Climbing Pegs 40.00 - 60.00 0.6000 0.6000 T8 5 ATCB-B01(5/16) 40.00 - 60.00 0.6000 0.6000 T8 6 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 T8 7 FB-L98B-002-50000(3/8) 40.00 - 60.00 0.6000 0.6000 T8 9 RLSS 8AWG DC(3/4) 40.00 - 60.00 0.6000 0.6000 T8 11 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T8 17 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T8 21 AVA7-50(1-5/8) 40.00 - 60.00 0.6000 0.6000 T8 22 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000 T8 23 C4006L-NFNF(1-1/4) 40.00 - 60.00 0.6000 0.6000 T8 24 HB158-21U6S24-xxM_TMO(1-5/8) 40.00 - 60.00 0.6000 0.6000 T8 25 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T8 27 HFT1206-24SVL-XXX(1- 5/8) 40.00 - 60.00 0.6000 0.6000 T8 28 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T9 2 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000 T9 3 Climbing Pegs 20.00 - 40.00 0.6000 0.6000 T9 5 ATCB-B01(5/16) 20.00 - 40.00 0.6000 0.6000 T9 6 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000 T9 7 FB-L98B-002-50000(3/8) 20.00 - 40.00 0.6000 0.6000 T9 9 RLSS 8AWG DC(3/4) 20.00 - 40.00 0.6000 0.6000 T9 11 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 19 tnxTower Report - version 8.1.1.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T9 17 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T9 21 AVA7-50(1-5/8) 20.00 - 40.00 0.6000 0.6000 T9 22 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000 T9 23 C4006L-NFNF(1-1/4) 20.00 - 40.00 0.6000 0.6000 T9 24 HB158-21U6S24- xxM_TMO(1-5/8) 20.00 - 40.00 0.6000 0.6000 T9 25 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T9 27 HFT1206-24SVL-XXX(1- 5/8) 20.00 - 40.00 0.6000 0.6000 T9 28 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T10 2 Safety Line 3/8 3.00 - 20.00 0.6000 0.6000 T10 3 Climbing Pegs 3.00 - 20.00 0.6000 0.6000 T10 5 ATCB-B01(5/16) 6.00 - 20.00 0.6000 0.6000 T10 6 LDF7-50A(1-5/8) 6.00 - 20.00 0.6000 0.6000 T10 7 FB-L98B-002-50000(3/8) 6.00 - 20.00 0.6000 0.6000 T10 9 RLSS 8AWG DC(3/4) 6.00 - 20.00 0.6000 0.6000 T10 11 Feedline Ladder (Af) 6.00 - 20.00 0.6000 0.6000 T10 17 Feedline Ladder (Af) 6.00 - 20.00 0.6000 0.6000 T10 21 AVA7-50(1-5/8) 6.00 - 20.00 0.6000 0.6000 T10 22 LDF7-50A(1-5/8) 6.00 - 20.00 0.6000 0.6000 T10 23 C4006L-NFNF(1-1/4) 6.00 - 20.00 0.6000 0.6000 T10 24 HB158-21U6S24- xxM_TMO(1-5/8) 6.00 - 20.00 0.6000 0.6000 T10 25 Feedline Ladder (Af) 6.00 - 20.00 0.6000 0.6000 T10 27 HFT1206-24SVL-XXX(1- 5/8) 6.00 - 20.00 0.6000 0.6000 T10 28 Feedline Ladder (Af) 6.00 - 20.00 0.6000 0.6000 Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K ****** Flash Beacon Lighting B From Leg 0.00 0.00 1.00 0.0000 190.00 No Ice 2.70 2.70 0.05 ***** AIR 6449 B77 w/ Mount Pipe A From Leg 4.00 0.00 3.00 -60.0000 187.00 No Ice 3.65 2.72 0.11 AIR 6449 B77 w/ Mount Pipe B From Leg 4.00 0.00 3.00 -60.0000 187.00 No Ice 3.65 2.72 0.11 AIR 6449 B77 w/ Mount Pipe C From Leg 4.00 0.00 3.00 -60.0000 187.00 No Ice 3.65 2.72 0.11 NNHH-65B-R4_CCIV2 w/ Mount Pipe A From Leg 4.00 0.00 3.00 -60.0000 187.00 No Ice 7.55 4.23 0.11 NNHH-65B-R4_CCIV2 w/ Mount Pipe B From Leg 4.00 0.00 3.00 -60.0000 187.00 No Ice 7.55 4.23 0.11 NNHH-65B-R4_CCIV2 w/ Mount Pipe C From Leg 4.00 0.00 -60.0000 187.00 No Ice 7.55 4.23 0.11 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 20 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 3.00 SBNHH-1D65B w/ Mount Pipe A From Leg 4.00 0.00 3.00 -60.0000 187.00 No Ice 4.09 3.30 0.07 SBNHH-1D65B w/ Mount Pipe B From Leg 4.00 0.00 3.00 -60.0000 187.00 No Ice 4.09 3.30 0.07 SBNHH-1D65B w/ Mount Pipe C From Leg 4.00 0.00 3.00 -60.0000 187.00 No Ice 4.09 3.30 0.07 NNHH-65B-R4 w/ Mount Pipe A From Leg 4.00 0.00 3.00 -60.0000 187.00 No Ice 7.55 4.23 0.11 NNHH-65B-R4 w/ Mount Pipe B From Leg 4.00 0.00 3.00 -60.0000 187.00 No Ice 7.55 4.23 0.11 NNHH-65B-R4 w/ Mount Pipe C From Leg 4.00 0.00 3.00 -60.0000 187.00 No Ice 7.55 4.23 0.11 RRUS 4449 B5/B12 A From Leg 4.00 0.00 3.00 0.0000 187.00 No Ice 1.97 1.41 0.07 (2) RRUS 4449 B5/B12 B From Leg 4.00 0.00 3.00 0.0000 187.00 No Ice 1.97 1.41 0.07 RRUS 32 B2 A From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.73 1.67 0.05 RRUS 32 B2 B From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.73 1.67 0.05 RRUS 32 B2 C From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.73 1.67 0.05 (3) RRUS 4478 B14 A From Leg 4.00 0.00 3.00 0.0000 187.00 No Ice 1.84 1.06 0.06 RRUS 32 B30 A From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.69 1.57 0.06 RRUS 32 B30 B From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.69 1.57 0.06 RRUS 32 B30 C From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.69 1.57 0.06 WCS-IMFQ-AMT-43 A From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 0.55 0.39 0.02 WCS-IMFQ-AMT-43 B From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 0.55 0.39 0.02 RRUS 32 B66 A From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.74 1.67 0.05 RRUS 32 B66 B From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.74 1.67 0.05 RRUS 32 B66 C From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.74 1.67 0.05 DC2-48-60-0-9E A From Leg 1.00 0.00 0.00 0.0000 187.00 No Ice 0.93 0.56 0.02 DC2-48-60-0-9E B From Leg 1.00 0.0000 187.00 No Ice 0.93 0.56 0.02 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 21 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 0.00 0.00 DC2-48-60-0-9E C From Leg 1.00 0.00 0.00 0.0000 187.00 No Ice 0.93 0.56 0.02 DC9-48-60-24-8C-EV A From Leg 1.00 0.00 3.00 0.0000 187.00 No Ice 2.74 4.78 0.03 DC6-48-60-18-8F C From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 0.92 0.92 0.02 DC6-48-60-18-8C B From Leg 1.00 0.00 0.00 0.0000 187.00 No Ice 2.74 2.74 0.03 Sector Mount [SM 502-3] C None 0.0000 187.00 No Ice 29.82 29.82 1.67 ****** ****** ***** FFVV-65C-R3-V1 w/ Mount Pipe A From Leg 4.00 0.00 0.00 20.0000 131.00 No Ice 12.97 6.20 0.18 FFVV-65C-R3-V1 w/ Mount Pipe B From Leg 4.00 0.00 0.00 -20.0000 131.00 No Ice 12.97 6.20 0.18 FFVV-65C-R3-V1 w/ Mount Pipe C From Leg 4.00 0.00 0.00 60.0000 131.00 No Ice 12.97 6.20 0.18 AIR6449 B41_T-MOBILE w/ Mount Pipe A From Leg 4.00 0.00 0.00 20.0000 131.00 No Ice 5.19 2.71 0.13 AIR6449 B41_T-MOBILE w/ Mount Pipe B From Leg 4.00 0.00 0.00 -20.0000 131.00 No Ice 5.19 2.71 0.13 AIR6449 B41_T-MOBILE w/ Mount Pipe C From Leg 4.00 0.00 0.00 60.0000 131.00 No Ice 5.19 2.71 0.13 RADIO 4460 B2/B25 B66_TMO A From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 2.14 1.69 0.11 RADIO 4460 B2/B25 B66_TMO B From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 2.14 1.69 0.11 RADIO 4460 B2/B25 B66_TMO C From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 2.14 1.69 0.11 RADIO 4480 B71_TMO A From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 2.85 1.38 0.09 RADIO 4480 B71_TMO B From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 2.85 1.38 0.09 RADIO 4480 B71_TMO C From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 2.85 1.38 0.09 Sector Mount [SM 502-3] C None 0.0000 131.00 No Ice 29.82 29.82 1.67 **** MX06FRO660-02 w/ Mount Pipe A From Leg 4.00 0.00 0.00 -45.0000 100.00 No Ice 6.54 5.54 0.08 MX06FRO660-02 w/ Mount Pipe B From Leg 4.00 0.00 0.00 -60.0000 100.00 No Ice 6.54 5.54 0.08 MX06FRO660-02 w/ Mount Pipe C From Leg 4.00 0.00 0.00 -50.0000 100.00 No Ice 6.54 5.54 0.08 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 22 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K MX10FRO660-XX w/ Mount Pipe A From Leg 4.00 0.00 0.00 -45.0000 100.00 No Ice 6.23 4.13 0.10 MX10FRO660-XX w/ Mount Pipe B From Leg 4.00 0.00 0.00 -60.0000 100.00 No Ice 6.23 4.13 0.10 MX10FRO660-XX w/ Mount Pipe C From Leg 4.00 0.00 0.00 -50.0000 100.00 No Ice 6.23 4.13 0.10 AIR 6449 B77 w/ Mount Pipe A From Leg 4.00 0.00 0.00 -45.0000 100.00 No Ice 3.65 2.72 0.11 AIR 6449 B77 w/ Mount Pipe B From Leg 4.00 0.00 0.00 -60.0000 100.00 No Ice 3.65 2.72 0.11 AIR 6449 B77 w/ Mount Pipe C From Leg 4.00 0.00 0.00 -50.0000 100.00 No Ice 3.65 2.72 0.11 RCMDC-6627-PF-48 A From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 4.06 3.10 0.03 RCMDC-6627-PF-48 B From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 4.06 3.10 0.03 RCMDC-6627-PF-48 C From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 4.06 3.10 0.03 RADIO 4408 A From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 0.60 0.33 0.01 RADIO 4408 B From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 0.60 0.33 0.01 RADIO 4408 C From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 0.60 0.33 0.01 8843_V2 A From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1.98 1.41 0.07 8843_V2 B From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1.98 1.41 0.07 8843_V2 C From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1.98 1.41 0.07 4449_V2 A From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1.98 1.41 0.07 4449_V2 B From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1.98 1.41 0.07 4449_V2 C From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1.98 1.41 0.07 12' HD V-Frame Assembly [#VFA12-HD] A From Leg 2.00 0.00 0.00 0.0000 100.00 No Ice 13.20 9.20 0.66 12' HD V-Frame Assembly [#VFA12-HD] B From Leg 2.00 0.00 0.00 0.0000 100.00 No Ice 13.20 9.20 0.66 12' HD V-Frame Assembly [#VFA12-HD] C From Leg 2.00 0.00 0.00 0.0000 100.00 No Ice 13.20 9.20 0.66 8' x 2'' Mount Pipe A From Leg 4.00 0.00 0.0000 100.00 No Ice 1.90 1.90 0.03 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 23 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 0.00 8' x 2'' Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1.90 1.90 0.03 8' x 2'' Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1.90 1.90 0.03 ****** Dishes Description Face or Leg Dish Type Offset Type Offsets: Horz Lateral Vert ft Azimuth Adjustment ° 3 dB Beam Width ° Elevation ft Outside Diameter ft Aperture Area ft2 Weight K ****** ****** Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 24 tnxTower Report - version 8.1.1.0 Comb. No. Description 37 Dead+Wind 330 deg - Service Maximum Member Forces Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft T1 190 - 180 Leg Max Tension 7 1.13 -0.84 -0.00 Max. Compression 2 -4.22 -0.22 -0.02 Max. Mx 22 -0.68 1.47 -0.08 Max. My 20 -1.88 0.00 1.56 Max. Vy 22 1.17 -0.85 -0.08 Max. Vx 8 -1.22 -0.01 0.87 Diagonal Max Tension 13 3.44 0.00 0.00 Max. Compression 12 -3.51 0.00 0.00 Max. Mx 2 3.06 0.02 0.00 Max. Vy 2 -0.01 0.00 0.00 Horizontal Max Tension 14 2.46 -0.01 0.00 Max. Compression 3 -2.43 0.00 0.00 Max. Mx 6 -0.94 -0.01 -0.01 Max. My 6 -0.94 -0.01 -0.01 Max. Vy 6 -0.01 -0.01 -0.01 Max. Vx 6 0.00 0.00 0.00 Top Girt Max Tension 15 0.70 -0.01 0.00 Max. Compression 2 -0.71 0.00 0.00 Max. Mx 6 -0.27 -0.01 -0.00 Max. My 10 0.36 -0.01 0.00 Max. Vy 6 0.01 -0.01 -0.00 Max. Vx 10 -0.00 -0.01 0.00 Inner Bracing Max Tension 19 0.00 0.00 0.00 Max. Compression 6 -0.00 0.00 0.00 Max. Mx 2 -0.00 -0.00 0.00 Max. Vy 2 0.00 0.00 0.00 T2 180 - 160 Leg Max Tension 7 17.54 -0.05 -0.06 Max. Compression 10 -21.63 0.10 0.02 Max. Mx 22 4.31 0.22 0.02 Max. My 20 -2.18 -0.00 0.24 Max. Vy 22 0.10 -0.14 -0.01 Max. Vx 4 0.18 0.00 -0.23 Diagonal Max Tension 21 5.65 0.00 0.00 Max. Compression 20 -5.73 0.00 0.00 Max. Mx 2 5.10 0.03 0.00 Max. Vy 2 -0.01 0.00 0.00 Horizontal Max Tension 20 3.10 -0.01 -0.00 Max. Compression 21 -3.06 -0.01 -0.00 Max. Mx 6 0.24 -0.02 -0.01 Max. My 6 -0.63 -0.02 -0.01 Max. Vy 6 -0.01 -0.02 -0.01 Max. Vx 6 -0.00 -0.02 -0.01 Inner Bracing Max Tension 19 0.00 0.00 0.00 Max. Compression 6 -0.00 0.00 0.00 Max. Mx 2 -0.00 -0.00 0.00 Max. Vy 2 -0.00 0.00 0.00 T3 160 - 140 Leg Max Tension 7 37.43 -0.17 -0.07 Max. Compression 18 -42.38 0.08 0.06 Max. Mx 6 30.64 -0.17 -0.07 Max. My 4 -4.03 -0.01 -0.23 Max. Vy 22 -0.07 -0.17 -0.00 Max. Vx 4 -0.14 -0.01 -0.23 Diagonal Max Tension 18 5.32 0.00 0.00 Max. Compression 18 -5.41 0.00 0.00 Max. Mx 2 4.63 0.03 0.00 Max. Vy 2 -0.01 0.00 0.00 Horizontal Max Tension 7 3.43 0.00 0.00 Max. Compression 18 -3.45 -0.02 -0.00 Max. Mx 6 -0.98 -0.02 -0.01 Max. My 18 0.01 -0.00 0.01 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 25 tnxTower Report - version 8.1.1.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Vy 6 -0.01 -0.02 -0.01 Max. Vx 18 -0.00 -0.00 0.01 Inner Bracing Max Tension 19 0.00 0.00 0.00 Max. Compression 6 -0.00 0.00 0.00 Max. Mx 2 -0.00 -0.01 0.00 Max. Vy 2 0.00 0.00 0.00 T4 140 - 120 Leg Max Tension 7 56.18 -0.53 -0.06 Max. Compression 18 -65.20 0.47 0.09 Max. Mx 22 42.72 1.03 0.05 Max. My 24 -3.48 -0.03 -1.14 Max. Vy 22 -0.78 -0.74 0.05 Max. Vx 12 -0.78 -0.07 -0.66 Diagonal Max Tension 20 7.48 0.00 0.00 Max. Compression 20 -7.60 0.00 0.00 Max. Mx 2 6.08 0.03 0.00 Max. Vy 2 -0.01 0.00 0.00 Horizontal Max Tension 20 5.22 -0.02 0.00 Max. Compression 18 -5.22 -0.03 -0.01 Max. Mx 6 0.46 -0.04 -0.01 Max. My 18 -0.41 -0.01 0.01 Max. Vy 6 0.02 -0.04 -0.01 Max. Vx 18 -0.00 0.00 0.00 Inner Bracing Max Tension 19 0.00 0.00 0.00 Max. Compression 6 -0.01 0.00 0.00 Max. Mx 2 -0.00 -0.01 0.00 Max. Vy 2 0.01 0.00 0.00 T5 120 - 100 Leg Max Tension 7 75.35 -0.47 -0.05 Max. Compression 18 -86.17 0.45 0.08 Max. Mx 6 62.85 -0.47 -0.05 Max. My 4 -7.73 -0.03 -0.62 Max. Vy 22 0.11 -0.46 -0.09 Max. Vx 4 -0.19 -0.03 -0.62 Diagonal Max Tension 20 9.03 0.00 0.00 Max. Compression 20 -9.21 0.00 0.00 Max. Mx 2 7.67 0.08 0.00 Max. Vy 2 -0.03 0.00 0.00 Horizontal Max Tension 7 5.53 0.00 0.00 Max. Compression 18 -5.57 -0.04 -0.01 Max. Mx 6 0.50 -0.05 -0.01 Max. My 18 -0.50 -0.01 0.01 Max. Vy 6 -0.02 -0.05 -0.01 Max. Vx 18 0.00 -0.01 0.01 Inner Bracing Max Tension 19 0.00 0.00 0.00 Max. Compression 6 -0.01 0.00 0.00 Max. Mx 2 -0.00 -0.01 0.00 Max. Vy 2 0.01 0.00 0.00 T6 100 - 80 Leg Max Tension 7 98.09 -0.45 -0.00 Max. Compression 18 -113.87 0.63 0.05 Max. Mx 6 95.77 -0.64 -0.05 Max. My 4 -11.71 -0.02 -0.76 Max. Vy 14 -1.22 -0.43 0.14 Max. Vx 16 1.19 -0.01 0.52 Diagonal Max Tension 21 10.45 0.00 0.00 Max. Compression 20 -10.69 0.00 0.00 Max. Mx 2 9.17 0.13 0.00 Max. Vy 2 -0.04 0.00 0.00 Horizontal Max Tension 20 6.94 -0.04 -0.00 Max. Compression 18 -7.01 -0.04 -0.01 Max. Mx 6 -1.35 -0.05 -0.01 Max. My 18 1.92 -0.02 0.01 Max. Vy 6 -0.02 -0.05 -0.01 Max. Vx 18 -0.00 -0.02 0.01 Inner Bracing Max Tension 19 0.00 0.00 0.00 Max. Compression 6 -0.01 0.00 0.00 Max. Mx 2 -0.01 -0.03 0.00 Max. Vy 2 0.02 0.00 0.00 T7 80 - 60 Leg Max Tension 7 122.26 -0.49 -0.01 Max. Compression 18 -141.05 0.49 0.02 Max. Mx 6 108.20 -0.64 -0.05 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 26 tnxTower Report - version 8.1.1.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. My 4 -12.27 -0.02 -0.76 Max. Vy 14 -0.12 -0.61 0.13 Max. Vx 16 0.17 -0.02 0.75 Diagonal Max Tension 21 9.88 0.00 0.00 Max. Compression 20 -10.23 0.00 0.00 Max. Mx 2 8.96 0.16 0.00 Max. Vy 2 -0.05 0.00 0.00 Horizontal Max Tension 20 7.17 -0.08 -0.00 Max. Compression 19 -7.12 -0.08 -0.01 Max. Mx 6 -1.22 -0.11 -0.01 Max. My 18 1.53 -0.04 0.02 Max. Vy 6 -0.04 -0.11 -0.01 Max. Vx 18 0.00 0.00 0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max. Compression 6 -0.01 0.00 0.00 Max. Mx 2 -0.01 -0.05 0.00 Max. Vy 2 0.02 0.00 0.00 T8 60 - 40 Leg Max Tension 7 145.21 -0.95 -0.01 Max. Compression 18 -167.42 0.66 0.02 Max. Mx 6 130.56 -0.95 -0.02 Max. My 4 -16.04 -0.04 -0.95 Max. Vy 14 0.16 -0.88 0.08 Max. Vx 4 0.20 -0.02 -0.94 Diagonal Max Tension 21 10.54 0.00 0.00 Max. Compression 20 -10.97 0.00 0.00 Max. Mx 2 9.63 0.20 0.00 Max. Vy 2 -0.05 0.00 0.00 Horizontal Max Tension 20 8.14 -0.10 -0.00 Max. Compression 19 -7.96 -0.09 -0.01 Max. Mx 6 -1.14 -0.13 -0.02 Max. My 6 -1.14 -0.13 -0.02 Max. Vy 6 -0.05 -0.13 -0.02 Max. Vx 6 0.00 -0.12 -0.01 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max. Compression 6 -0.01 0.00 0.00 Max. Mx 2 -0.01 -0.10 0.00 Max. Vy 2 -0.04 0.00 0.00 T9 40 - 20 Leg Max Tension 7 168.20 -1.29 0.01 Max. Compression 18 -194.07 -1.55 0.15 Max. Mx 18 -194.07 -1.55 0.15 Max. My 4 -18.45 -0.45 -2.91 Max. Vy 18 0.38 1.39 -0.02 Max. Vx 4 0.39 -0.45 -2.91 Diagonal Max Tension 21 10.83 0.00 0.00 Max. Compression 20 -11.33 0.00 0.00 Max. Mx 2 9.93 0.23 0.00 Max. Vy 2 -0.06 0.00 0.00 Horizontal Max Tension 20 8.80 -0.13 -0.00 Max. Compression 21 -8.47 -0.10 -0.00 Max. Mx 6 -0.67 -0.15 -0.01 Max. My 6 0.33 -0.14 -0.01 Max. Vy 6 -0.05 -0.15 -0.01 Max. Vx 6 0.00 -0.14 -0.01 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max. Compression 6 -0.01 0.00 0.00 Max. Mx 2 -0.01 -0.12 0.00 Max. Vy 2 0.04 0.00 0.00 T10 20 - 0 Leg Max Tension 7 178.35 0.89 -0.14 Max. Compression 18 -206.92 0.00 -0.00 Max. Mx 18 -206.56 4.84 -0.27 Max. My 4 -19.38 -0.45 -2.91 Max. Vy 18 -0.71 4.84 -0.27 Max. Vx 16 0.65 -0.45 2.89 Diagonal Max Tension 21 15.83 -0.10 -0.01 Max. Compression 20 -16.48 0.00 0.00 Max. Mx 6 13.00 -0.14 0.01 Max. My 14 -14.93 -0.09 -0.05 Max. Vy 6 -0.04 -0.14 0.01 Max. Vx 14 0.00 -0.09 -0.05 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 27 tnxTower Report - version 8.1.1.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Horizontal Max Tension 7 9.07 0.00 0.00 Max. Compression 18 -9.16 -0.16 -0.01 Max. Mx 6 -0.13 -0.17 -0.02 Max. My 18 0.16 -0.11 0.02 Max. Vy 6 0.06 -0.17 -0.02 Max. Vx 18 0.00 -0.12 0.02 Redund Horz 1 Bracing Max Tension 8 0.89 0.00 0.00 Max. Compression 9 -0.76 0.00 0.00 Max. Mx 2 0.62 0.02 0.00 Max. Vy 2 -0.01 0.00 0.00 Redund Diag 1 Bracing Max Tension 8 0.86 0.00 0.00 Max. Compression 9 -0.73 0.00 0.00 Max. Mx 2 -0.40 0.04 0.00 Max. Vy 2 -0.01 0.00 0.00 Redund Hip 1 Bracing Max Tension 15 0.00 0.00 0.00 Max. Compression 8 -0.02 0.00 0.00 Max. Mx 2 -0.02 0.02 0.00 Max. Vy 2 -0.01 0.00 0.00 Redund Hip Diagonal 1 Bracing Max Tension 2 0.05 0.00 0.00 Max. Compression 14 -0.06 0.00 0.00 Max. Mx 2 0.05 0.15 0.00 Max. Vy 2 -0.04 0.00 0.00 Inner Bracing Max Tension 1 0.00 0.00 0.00 Max. Compression 2 -0.01 0.00 0.00 Max. Mx 2 -0.01 0.09 0.00 Max. Vy 2 -0.03 0.00 0.00 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Leg C Max. Vert 18 231.76 26.80 -14.70 Max. Hx 18 231.76 26.80 -14.70 Max. Hz 7 -200.43 -24.33 13.28 Min. Vert 7 -200.43 -24.33 13.28 Min. Hx 7 -200.43 -24.33 13.28 Min. Hz 18 231.76 26.80 -14.70 Leg B Max. Vert 10 213.59 -23.27 -14.80 Max. Hx 21 -170.94 21.87 10.16 Max. Hz 23 -176.07 20.73 13.27 Min. Vert 23 -176.07 20.73 13.27 Min. Hx 8 208.45 -24.40 -11.69 Min. Hz 10 213.59 -23.27 -14.80 Leg A Max. Vert 2 212.06 1.29 27.39 Max. Hx 20 21.79 5.40 1.74 Max. Hz 2 212.06 1.29 27.39 Min. Vert 15 -174.91 -1.22 -24.43 Min. Hx 9 15.36 -5.34 1.21 Min. Hz 15 -174.91 -1.22 -24.43 Tower Mast Reaction Summary Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead Only 50.47 0.00 0.00 -20.81 -40.81 0.00 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 28 tnxTower Report - version 8.1.1.0 Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft 1.2 Dead+1.0 Wind 0 deg - No Ice 60.57 -0.09 -45.10 -4598.94 -35.52 59.75 0.9 Dead+1.0 Wind 0 deg - No Ice 45.43 -0.09 -45.10 -4592.70 -23.28 59.75 1.2 Dead+1.0 Wind 30 deg - No Ice 60.57 25.42 -44.00 -4464.77 -2613.34 74.97 0.9 Dead+1.0 Wind 30 deg - No Ice 45.43 25.42 -44.00 -4458.53 -2601.10 74.97 1.2 Dead+1.0 Wind 60 deg - No Ice 60.57 44.06 -25.32 -2575.51 -4495.34 31.67 0.9 Dead+1.0 Wind 60 deg - No Ice 45.43 44.06 -25.32 -2569.27 -4483.10 31.67 1.2 Dead+1.0 Wind 90 deg - No Ice 60.57 51.23 0.09 -11.52 -5217.29 -18.03 0.9 Dead+1.0 Wind 90 deg - No Ice 45.43 51.23 0.09 -5.28 -5205.05 -18.03 1.2 Dead+1.0 Wind 120 deg - No Ice 60.57 39.30 22.68 2277.09 -4038.06 -55.03 0.9 Dead+1.0 Wind 120 deg - No Ice 45.43 39.30 22.68 2283.34 -4025.82 -55.03 1.2 Dead+1.0 Wind 150 deg - No Ice 60.57 20.44 35.20 3564.17 -2137.73 -46.36 0.9 Dead+1.0 Wind 150 deg - No Ice 45.43 20.44 35.20 3570.41 -2125.48 -46.36 1.2 Dead+1.0 Wind 180 deg - No Ice 60.57 0.09 45.10 4549.01 -62.42 -59.75 0.9 Dead+1.0 Wind 180 deg - No Ice 45.43 0.09 45.10 4555.25 -50.17 -59.75 1.2 Dead+1.0 Wind 210 deg - No Ice 60.57 -25.42 44.00 4414.84 2515.40 -74.97 0.9 Dead+1.0 Wind 210 deg - No Ice 45.43 -25.42 44.00 4421.08 2527.64 -74.97 1.2 Dead+1.0 Wind 240 deg - No Ice 60.57 -44.06 25.32 2525.58 4397.40 -31.67 0.9 Dead+1.0 Wind 240 deg - No Ice 45.43 -44.06 25.32 2531.82 4409.64 -31.67 1.2 Dead+1.0 Wind 270 deg - No Ice 60.57 -51.23 -0.09 -38.41 5119.35 18.03 0.9 Dead+1.0 Wind 270 deg - No Ice 45.43 -51.23 -0.09 -32.17 5131.59 18.03 1.2 Dead+1.0 Wind 300 deg - No Ice 60.57 -39.30 -22.68 -2327.03 3940.12 55.03 0.9 Dead+1.0 Wind 300 deg - No Ice 45.43 -39.30 -22.68 -2320.78 3952.36 55.03 1.2 Dead+1.0 Wind 330 deg - No Ice 60.57 -20.44 -35.20 -3614.10 2039.79 46.36 0.9 Dead+1.0 Wind 330 deg - No Ice 45.43 -20.44 -35.20 -3607.86 2052.03 46.36 Dead+Wind 0 deg - Service 50.47 -0.02 -10.85 -1103.21 -37.75 13.60 Dead+Wind 30 deg - Service 50.47 6.08 -10.52 -1067.19 -645.17 17.07 Dead+Wind 60 deg - Service 50.47 10.54 -6.06 -622.02 -1088.68 7.21 Dead+Wind 90 deg - Service 50.47 12.25 0.02 -17.74 -1258.56 -4.10 Dead+Wind 120 deg - Service 50.47 9.46 5.46 523.83 -984.55 -12.53 Dead+Wind 150 deg - Service 50.47 4.95 8.52 831.86 -536.87 -10.55 Dead+Wind 180 deg - Service 50.47 0.02 10.85 1061.60 -43.87 -13.60 Dead+Wind 210 deg - Service 50.47 -6.08 10.52 1025.58 563.56 -17.07 Dead+Wind 240 deg - Service 50.47 -10.54 6.06 580.41 1007.07 -7.21 Dead+Wind 270 deg - Service 50.47 -12.25 -0.02 -23.87 1176.94 4.10 Dead+Wind 300 deg - Service 50.47 -9.46 -5.46 -565.44 902.94 12.53 Dead+Wind 330 deg - Service 50.47 -4.95 -8.52 -873.47 455.25 10.55 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 29 tnxTower Report - version 8.1.1.0 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 1 0.00 -50.47 0.00 0.00 50.47 0.00 0.000% 2 -0.09 -60.57 -45.10 0.09 60.57 45.10 0.000% 3 -0.09 -45.43 -45.10 0.09 45.43 45.10 0.000% 4 25.42 -60.57 -44.00 -25.42 60.57 44.00 0.000% 5 25.42 -45.43 -44.00 -25.42 45.43 44.00 0.000% 6 44.06 -60.57 -25.32 -44.06 60.57 25.32 0.000% 7 44.06 -45.43 -25.32 -44.06 45.43 25.32 0.000% 8 51.23 -60.57 0.09 -51.23 60.57 -0.09 0.000% 9 51.23 -45.43 0.09 -51.23 45.43 -0.09 0.000% 10 39.30 -60.57 22.68 -39.30 60.57 -22.68 0.000% 11 39.30 -45.43 22.68 -39.30 45.43 -22.68 0.000% 12 20.44 -60.57 35.20 -20.44 60.57 -35.20 0.000% 13 20.44 -45.43 35.20 -20.44 45.43 -35.20 0.000% 14 0.09 -60.57 45.10 -0.09 60.57 -45.10 0.000% 15 0.09 -45.43 45.10 -0.09 45.43 -45.10 0.000% 16 -25.42 -60.57 44.00 25.42 60.57 -44.00 0.000% 17 -25.42 -45.43 44.00 25.42 45.43 -44.00 0.000% 18 -44.06 -60.57 25.32 44.06 60.57 -25.32 0.000% 19 -44.06 -45.43 25.32 44.06 45.43 -25.32 0.000% 20 -51.23 -60.57 -0.09 51.23 60.57 0.09 0.000% 21 -51.23 -45.43 -0.09 51.23 45.43 0.09 0.000% 22 -39.30 -60.57 -22.68 39.30 60.57 22.68 0.000% 23 -39.30 -45.43 -22.68 39.30 45.43 22.68 0.000% 24 -20.44 -60.57 -35.20 20.44 60.57 35.20 0.000% 25 -20.44 -45.43 -35.20 20.44 45.43 35.20 0.000% 26 -0.02 -50.47 -10.85 0.02 50.47 10.85 0.000% 27 6.08 -50.47 -10.52 -6.08 50.47 10.52 0.000% 28 10.54 -50.47 -6.06 -10.54 50.47 6.06 0.000% 29 12.25 -50.47 0.02 -12.25 50.47 -0.02 0.000% 30 9.46 -50.47 5.46 -9.46 50.47 -5.46 0.000% 31 4.95 -50.47 8.52 -4.95 50.47 -8.52 0.000% 32 0.02 -50.47 10.85 -0.02 50.47 -10.85 0.000% 33 -6.08 -50.47 10.52 6.08 50.47 -10.52 0.000% 34 -10.54 -50.47 6.06 10.54 50.47 -6.06 0.000% 35 -12.25 -50.47 -0.02 12.25 50.47 0.02 0.000% 36 -9.46 -50.47 -5.46 9.46 50.47 5.46 0.000% 37 -4.95 -50.47 -8.52 4.95 50.47 8.52 0.000% Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 190 - 180 2.30 29 0.1040 0.0618 T2 180 - 160 2.08 29 0.1031 0.0609 T3 160 - 140 1.65 29 0.0944 0.0549 T4 140 - 120 1.27 29 0.0817 0.0425 T5 120 - 100 0.93 29 0.0701 0.0313 T6 100 - 80 0.65 29 0.0572 0.0230 T7 80 - 60 0.42 29 0.0457 0.0170 T8 60 - 40 0.25 29 0.0329 0.0123 T9 40 - 20 0.12 29 0.0213 0.0081 T10 20 - 0 0.04 35 0.0092 0.0042 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 30 tnxTower Report - version 8.1.1.0 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 190.00 Flash Beacon Lighting 29 2.30 0.1040 0.0618 769712 187.00 AIR 6449 B77 w/ Mount Pipe 29 2.24 0.1039 0.0616 769712 131.00 FFVV-65C-R3-V1 w/ Mount Pipe 29 1.11 0.0765 0.0371 93577 100.00 MX06FRO660-02 w/ Mount Pipe 29 0.65 0.0572 0.0230 116625 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 190 - 180 9.58 8 0.4282 0.2715 T2 180 - 160 8.67 8 0.4255 0.2675 T3 160 - 140 6.89 8 0.3909 0.2413 T4 140 - 120 5.30 8 0.3390 0.1865 T5 120 - 100 3.89 8 0.2910 0.1374 T6 100 - 80 2.73 8 0.2376 0.1008 T7 80 - 60 1.77 8 0.1896 0.0744 T8 60 - 40 1.04 8 0.1361 0.0541 T9 40 - 20 0.50 8 0.0880 0.0356 T10 20 - 0 0.16 20 0.0379 0.0183 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 190.00 Flash Beacon Lighting 8 9.58 0.4282 0.2715 233238 187.00 AIR 6449 B77 w/ Mount Pipe 8 9.31 0.4279 0.2706 233238 131.00 FFVV-65C-R3-V1 w/ Mount Pipe 8 4.64 0.3175 0.1626 22521 100.00 MX06FRO660-02 w/ Mount Pipe 8 2.73 0.2376 0.1008 27996 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 190 Leg A325N 1.0000 4 0.35 54.52 0.006 1.05 Bolt Tension Diagonal A325X 0.6250 3 1.15 15.08 0.076 1.05 Gusset Bearing Horizontal A325X 0.6250 2 1.23 13.92 0.089 1.05 Gusset Bearing Top Girt A325N 0.6250 2 0.35 13.81 0.026 1.05 Bolt Shear T2 180 Leg A325N 1.0000 4 4.38 54.52 0.080 1.05 Bolt Tension Diagonal A325X 0.6250 3 1.88 15.08 0.125 1.05 Gusset Bearing Horizontal A325X 0.6250 2 1.55 13.92 0.111 1.05 Gusset Bearing T3 160 Leg A325N 1.0000 4 9.36 54.52 0.172 1.05 Bolt Tension Diagonal A325X 0.6250 3 1.77 15.08 0.118 1.05 Gusset Bearing Horizontal A325X 0.6250 2 1.71 13.92 0.123 1.05 Gusset Bearing T4 140 Leg A325N 1.0000 6 9.36 54.52 0.172 1.05 Bolt Tension Diagonal A325X 0.6250 3 2.49 15.08 0.165 1.05 Gusset Bearing Horizontal A325X 0.6250 2 2.61 13.92 0.187 1.05 Gusset Bearing T5 120 Leg A325N 1.0000 6 12.56 54.52 0.230 1.05 Bolt Tension Diagonal A325X 0.6250 3 3.01 15.08 0.200 1.05 Gusset Bearing Horizontal A325X 0.6250 2 2.76 13.92 0.198 1.05 Gusset Bearing T6 100 Leg A325N 1.0000 6 16.35 54.52 0.300 1.05 Bolt Tension Diagonal A325X 0.6250 3 3.48 15.08 0.231 1.05 Gusset Bearing Horizontal A325X 0.6250 2 3.47 13.92 0.249 1.05 Gusset Bearing October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 31 tnxTower Report - version 8.1.1.0 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 T7 80 Leg A325N 1.0000 8 15.28 54.52 0.280 1.05 Bolt Tension Diagonal A325X 0.6250 3 3.29 15.08 0.218 1.05 Gusset Bearing Horizontal A325X 0.6250 2 3.59 13.92 0.258 1.05 Gusset Bearing T8 60 Leg A325N 1.0000 8 18.15 54.52 0.333 1.05 Bolt Tension Diagonal A325X 0.6250 3 3.51 15.08 0.233 1.05 Gusset Bearing Horizontal A325X 0.6250 2 4.07 13.92 0.292 1.05 Gusset Bearing T9 40 Leg A325N 1.0000 8 21.03 54.52 0.386 1.05 Bolt Tension Diagonal A325X 0.6250 3 3.61 15.08 0.239 1.05 Gusset Bearing Horizontal A325X 0.6250 2 4.40 13.92 0.316 1.05 Gusset Bearing T10 20 Diagonal A325X 0.7500 3 5.49 24.85 0.221 1.05 Bolt Shear Horizontal A325X 0.7500 2 4.58 24.85 0.184 1.05 Bolt Shear Redund Horz 1 Bracing A325N 0.6250 1 0.89 12.95 0.069 1.05 Member Bearing Redund Diag 1 Bracing A325N 0.6250 1 0.86 13.75 0.063 1.05 Member Bearing Redund Hip 1 Bracing A325X 0.6250 1 0.02 17.26 0.001 1.05 Bolt Shear Redund Hip Diagonal 1 Bracing A325X 1.0000 1 0.05 25.45 0.002 1.05 Gusset Bearing Compression Checks Leg Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 190 - 180 ROHN 2.5 X-STR 10.00 5.00 64.9 K=1.00 2.2535 -4.22 74.51 0.057 1 T2 180 - 160 ROHN 3 X-STR 20.00 6.67 70.4 K=1.00 3.0159 -21.63 94.46 0.229 1 T3 160 - 140 ROHN 4 X-STR 20.04 6.68 54.3 K=1.00 4.4074 -42.38 159.90 0.265 1 T4 140 - 120 ROHN 5 X-STR 20.04 6.68 43.6 K=1.00 6.1120 -65.20 239.38 0.272 1 T5 120 - 100 ROHN 6 EHS 20.05 10.02 54.0 K=1.00 6.7133 -86.17 244.00 0.353 1 T6 100 - 80 ROHN 6 X-STR 20.05 10.02 54.8 K=1.00 8.4049 -113.87 303.65 0.375 1 T7 80 - 60 ROHN 6 X-STR 20.06 10.03 54.8 K=1.00 8.4049 -141.05 303.58 0.465 1 T8 60 - 40 ROHN 8 EHS 20.05 10.03 41.2 K=1.00 9.7193 -167.42 386.31 0.433 1 T9 40 - 20 ROHN 8 EHS 20.05 10.03 41.2 K=1.00 9.7193 -194.07 386.31 0.502 1 T10 20 - 0 ROHN 8 EH 20.05 10.03 41.8 K=1.00 12.762 7 -206.92 505.43 0.409 1 1 P u / fPn controls Diagonal Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 190 - 180 ROHN 2 STD 6.58 6.39 97.4 1.0745 -3.51 24.15 0.145 1 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 32 tnxTower Report - version 8.1.1.0 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn K=1.00 T2 180 - 160 ROHN 2 X-STR 7.94 7.67 120.1 K=1.00 1.4773 -5.73 23.14 0.248 1 T3 160 - 140 ROHN 2 STD 8.55 8.25 125.8 K=1.00 1.0745 -5.41 15.33 0.353 1 T4 140 - 120 ROHN 2 STD 9.24 8.91 135.8 K=1.00 1.0745 -7.60 13.17 0.577 1 T5 120 - 100 ROHN 2.5 STD 12.54 12.08 153.1 K=1.00 1.7040 -9.21 16.43 0.560 1 T6 100 - 80 ROHN 3 STD 13.31 12.89 132.9 K=1.00 2.2285 -10.65 28.50 0.374 1 T7 80 - 60 ROHN 3 STD 14.21 13.82 142.5 K=1.00 2.2285 -10.23 24.78 0.413 1 T8 60 - 40 ROHN 3 STD 15.12 14.64 151.0 K=1.00 2.2285 -10.97 22.07 0.497 1 T9 40 - 20 ROHN 3 STD 16.08 15.62 161.1 K=1.00 2.2285 -11.33 19.40 0.584 1 T10 20 - 0 ROHN 2.5 EH 24.33 12.17 122.2 K=0.77 2.2535 -16.48 34.11 0.483 1 1 P u / fPn controls Horizontal Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 190 - 180 ROHN 1.5 STD 8.52 4.14 79.8 K=1.00 0.7995 -2.43 22.58 0.108 1 T2 180 - 160 ROHN 1.5 STD 8.60 4.15 80.0 K=1.00 0.7995 -3.06 22.52 0.136 1 T3 160 - 140 ROHN 1.5 STD 10.01 4.82 92.9 K=1.00 0.7995 -3.45 19.14 0.180 1 T4 140 - 120 ROHN 2 STD 12.10 5.82 88.7 K=1.00 1.0745 -5.22 27.21 0.192 1 T5 120 - 100 ROHN 2 STD 13.96 6.70 102.2 K=1.00 1.0745 -5.57 22.53 0.247 1 T6 100 - 80 ROHN 2 STD 16.33 7.89 120.3 K=1.00 1.0745 -6.90 16.78 0.411 1 T7 80 - 60 ROHN 2.5 STD 18.86 9.15 115.9 K=1.00 1.7040 -7.12 28.64 0.248 1 T8 60 - 40 ROHN 2.5 STD 21.43 10.35 131.1 K=1.00 1.7040 -7.96 22.38 0.356 1 T9 40 - 20 ROHN 2.5 STD 23.93 11.60 147.0 K=1.00 1.7040 -8.47 17.82 0.475 1 T10 20 - 0 ROHN 2.5 STD 25.18 12.23 154.9 K=1.00 1.7040 -9.16 16.05 0.571 1 1 P u / fPn controls Top Girt Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 190 - 180 ROHN 1.5 STD 8.50 4.13 79.6 K=1.00 0.7995 -0.71 18.55 0.038 1 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 33 tnxTower Report - version 8.1.1.0 1 P u / fPn controls Redundant Horizontal (1) Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T10 20 - 0 ROHN 1.5 STD 6.29 5.93 114.4 K=1.00 0.7995 -0.76 13.73 0.055 1 1 P u / fPn controls Redundant Diagonal (1) Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T10 20 - 0 ROHN 2 STD 11.50 10.77 164.2 K=1.00 1.0745 -0.73 9.00 0.081 1 1 P u / fPn controls Redundant Hip (1) Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T10 20 - 0 ROHN 1.5 STD 6.29 6.29 121.3 K=1.00 0.7995 -0.02 12.27 0.001 1 1 P u / fPn controls Redundant Hip Diagonal (1) Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T10 20 - 0 ROHN 2.5 STD 15.07 15.07 190.9 K=1.00 1.7040 -0.06 10.56 0.005 1 1 P u / fPn controls Inner Bracing Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 190 - 180 L 2 x 2 x 1/8 4.26 4.26 128.6 K=1.00 0.4844 -0.00 8.38 0.000 1 T2 180 - 160 L 2 x 2 x 1/8 4.30 4.30 129.8 K=1.00 0.4844 -0.00 8.23 0.000 1 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 34 tnxTower Report - version 8.1.1.0 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T3 160 - 140 L 2 x 2 x 1/8 5.01 5.01 151.1 K=1.00 0.4844 -0.00 6.07 0.001 1 T4 140 - 120 L 2 x 2 x 1/8 6.05 6.05 182.6 K=1.00 0.4844 -0.01 4.16 0.001 1 T5 120 - 100 L 2 x 2 x 1/8 6.98 6.98 210.7 K=1.00 0.4844 -0.01 3.12 0.002 1 T6 100 - 80 L 2.5 x 2.5 x 3/16 8.17 8.17 198.0 K=1.00 0.9020 -0.01 6.59 0.001 1 T7 80 - 60 L 3 x 3 x 3/16 9.43 9.43 189.9 K=1.00 1.0900 -0.01 8.65 0.001 1 T8 60 - 40 L 3.5 x 3.5 x 1/4 10.71 10.71 185.2 K=1.00 1.6900 -0.01 14.10 0.001 1 T9 40 - 20 L 3.5 x 3.5 x 1/4 11.96 11.96 206.9 K=1.00 1.6900 -0.01 11.30 0.001 1 T10 20 - 0 ROHN 2 STD 12.59 12.59 191.9 K=1.00 1.0745 -0.01 6.59 0.002 1 1 P u / fPn controls Tension Checks Leg Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 190 - 180 ROHN 2.5 X-STR 10.00 5.00 64.9 2.2535 1.13 101.41 0.011 1 T2 180 - 160 ROHN 3 X-STR 20.00 6.67 70.4 3.0159 17.54 135.72 0.129 1 T3 160 - 140 ROHN 4 X-STR 20.04 6.68 54.3 4.4074 37.43 198.34 0.189 1 T4 140 - 120 ROHN 5 X-STR 20.04 6.68 43.6 6.1120 56.18 275.04 0.204 1 T5 120 - 100 ROHN 6 EHS 20.05 10.02 54.0 6.7133 75.35 302.10 0.249 1 T6 100 - 80 ROHN 6 X-STR 20.05 10.02 54.8 8.4049 98.09 378.22 0.259 1 T7 80 - 60 ROHN 6 X-STR 20.06 10.03 54.8 8.4049 122.26 378.22 0.323 1 T8 60 - 40 ROHN 8 EHS 20.05 10.03 41.2 9.7193 145.21 437.37 0.332 1 T9 40 - 20 ROHN 8 EHS 20.05 10.03 41.2 9.7193 168.20 437.37 0.385 1 T10 20 - 0 ROHN 8 EH 20.05 10.03 41.8 12.7627 178.35 574.32 0.311 1 1 P u / fPn controls Diagonal Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 190 - 180 ROHN 2 STD 6.58 6.39 97.4 1.0745 3.44 48.35 0.071 1 T2 180 - 160 ROHN 2 X-STR 7.94 7.67 120.1 1.4773 5.65 66.48 0.085 1 T3 160 - 140 ROHN 2 STD 8.55 8.25 125.8 1.0745 5.32 48.35 0.110 1 T4 140 - 120 ROHN 2 STD 9.24 8.91 135.8 1.0745 7.48 48.35 0.155 1 T5 120 - 100 ROHN 2.5 STD 12.54 12.08 153.1 1.7040 9.03 76.68 0.118 1 T6 100 - 80 ROHN 3 STD 12.92 12.50 128.9 2.2285 10.45 100.28 0.104 1 T7 80 - 60 ROHN 3 STD 14.21 13.82 142.5 2.2285 9.88 100.28 0.099 1 T8 60 - 40 ROHN 3 STD 15.12 14.64 151.0 2.2285 10.54 100.28 0.105 1 T9 40 - 20 ROHN 3 STD 16.08 15.62 161.1 2.2285 10.83 100.28 0.108 1 T10 20 - 0 ROHN 2.5 EH 24.33 12.17 158.0 2.2535 15.83 101.41 0.156 1 October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 35 tnxTower Report - version 8.1.1.0 1 P u / fPn controls Horizontal Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 190 - 180 ROHN 1.5 STD 8.52 4.14 79.8 0.7995 2.46 35.98 0.069 1 T2 180 - 160 ROHN 1.5 STD 8.60 4.15 80.0 0.7995 3.10 35.98 0.086 1 T3 160 - 140 ROHN 1.5 STD 10.01 4.82 92.9 0.7995 3.43 35.98 0.095 1 T4 140 - 120 ROHN 2 STD 12.10 5.82 88.7 1.0745 5.22 48.35 0.108 1 T5 120 - 100 ROHN 2 STD 13.96 6.70 102.2 1.0745 5.53 48.35 0.114 1 T6 100 - 80 ROHN 2 STD 16.33 7.89 120.3 1.0745 6.94 48.35 0.144 1 T7 80 - 60 ROHN 2.5 STD 18.86 9.15 115.9 1.7040 7.17 76.68 0.094 1 T8 60 - 40 ROHN 2.5 STD 21.43 10.35 131.1 1.7040 8.14 76.68 0.106 1 T9 40 - 20 ROHN 2.5 STD 23.93 11.60 147.0 1.7040 8.80 76.68 0.115 1 T10 20 - 0 ROHN 2.5 STD 25.18 12.23 154.9 1.7040 9.07 76.68 0.118 1 1 P u / fPn controls Top Girt Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 190 - 180 ROHN 1.5 STD 8.50 4.13 79.6 0.7995 0.70 25.90 0.027 1 1 P u / fPn controls Redundant Horizontal (1) Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T10 20 - 0 ROHN 1.5 STD 6.29 5.93 114.4 0.7995 0.89 33.10 0.027 1 1 P u / fPn controls Redundant Diagonal (1) Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T10 20 - 0 ROHN 2 STD 11.50 10.77 164.2 1.0745 0.86 44.49 0.019 1 1 P u / fPn controls October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 36 tnxTower Report - version 8.1.1.0 Redundant Hip (1) Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T10 20 - 0 ROHN 1.5 STD 6.29 6.29 121.3 0.7995 0.00 33.10 0.000 1 1 P u / fPn controls Redundant Hip Diagonal (1) Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T10 20 - 0 ROHN 2.5 STD 15.07 15.07 190.9 1.7040 0.05 70.55 0.001 1 1 P u / fPn controls Inner Bracing Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 190 - 180 L 2 x 2 x 1/8 4.26 4.26 81.6 0.4844 0.00 15.69 0.000 1 T2 180 - 160 L 2 x 2 x 1/8 4.30 4.30 82.4 0.4844 0.00 15.69 0.000 1 T3 160 - 140 L 2 x 2 x 1/8 4.31 4.31 82.6 0.4844 0.00 15.69 0.000 1 T4 140 - 120 L 2 x 2 x 1/8 5.70 5.70 109.3 0.4844 0.00 15.69 0.000 1 T5 120 - 100 L 2 x 2 x 1/8 6.40 6.40 122.6 0.4844 0.00 15.69 0.000 1 T6 100 - 80 L 2.5 x 2.5 x 3/16 7.56 7.56 116.6 0.9020 0.00 29.22 0.000 1 1 P u / fPn controls Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail T1 190 - 180 Leg ROHN 2.5 X-STR 3 -4.22 78.23 5.4 Pass T2 180 - 160 Leg ROHN 3 X-STR 29 -21.63 99.18 21.8 Pass T3 160 - 140 Leg ROHN 4 X-STR 67 -42.38 167.90 25.2 Pass T4 140 - 120 Leg ROHN 5 X-STR 106 -65.20 251.35 25.9 Pass T5 120 - 100 Leg ROHN 6 EHS 145 -86.17 256.20 33.6 Pass T6 100 - 80 Leg ROHN 6 X-STR 172 -113.87 318.83 35.7 Pass T7 80 - 60 Leg ROHN 6 X-STR 199 -141.05 318.76 44.2 Pass T8 60 - 40 Leg ROHN 8 EHS 226 -167.42 405.62 41.3 Pass T9 40 - 20 Leg ROHN 8 EHS 253 -194.07 405.62 47.8 Pass T10 20 - 0 Leg ROHN 8 EH 280 -206.92 530.71 39.0 Pass T1 190 - 180 Diagonal ROHN 2 STD 11 -3.51 25.36 13.8 Pass T2 180 - 160 Diagonal ROHN 2 X-STR 32 -5.73 24.29 23.6 Pass T3 160 - 140 Diagonal ROHN 2 STD 71 -5.41 16.10 33.6 Pass T4 140 - 120 Diagonal ROHN 2 STD 110 -7.60 13.83 55.0 Pass T5 120 - 100 Diagonal ROHN 2.5 STD 149 -9.21 17.25 53.4 Pass T6 100 - 80 Diagonal ROHN 3 STD 176 -10.65 29.92 35.6 Pass T7 80 - 60 Diagonal ROHN 3 STD 203 -10.23 26.02 39.3 Pass T8 60 - 40 Diagonal ROHN 3 STD 230 -10.97 23.18 47.3 Pass T9 40 - 20 Diagonal ROHN 3 STD 257 -11.33 20.36 55.6 Pass T10 20 - 0 Diagonal ROHN 2.5 EH 284 -16.48 35.81 46.0 Pass T1 190 - 180 Horizontal ROHN 1.5 STD 10 -2.43 23.71 10.2 Pass October 10, 2022 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number CN1-071R3 / 2200039, Order 630060, Revision 0 Page 37 tnxTower Report - version 8.1.1.0 Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail T2 180 - 160 Horizontal ROHN 1.5 STD 31 -3.06 23.65 12.9 Pass T3 160 - 140 Horizontal ROHN 1.5 STD 70 -3.45 20.10 17.2 Pass T4 140 - 120 Horizontal ROHN 2 STD 109 -5.22 28.57 18.3 Pass T5 120 - 100 Horizontal ROHN 2 STD 148 -5.57 23.66 23.5 Pass T6 100 - 80 Horizontal ROHN 2 STD 175 -6.90 17.61 39.2 Pass T7 80 - 60 Horizontal ROHN 2.5 STD 202 -7.12 30.07 23.7 Pass T8 60 - 40 Horizontal ROHN 2.5 STD 229 -7.96 23.50 33.9 Pass T9 40 - 20 Horizontal ROHN 2.5 STD 256 -8.47 18.71 45.3 Pass T10 20 - 0 Horizontal ROHN 2.5 STD 283 -9.16 16.85 54.4 Pass T1 190 - 180 Top Girt ROHN 1.5 STD 5 -0.71 19.48 3.6 Pass T10 20 - 0 Redund Horz 1 Bracing ROHN 1.5 STD 304 -0.76 14.41 5.3 Pass T10 20 - 0 Redund Diag 1 Bracing ROHN 2 STD 293 -0.73 9.45 7.7 Pass T10 20 - 0 Redund Hip 1 Bracing ROHN 1.5 STD 308 -0.02 12.89 0.1 Pass T10 20 - 0 Redund Hip Diagonal 1 Bracing ROHN 2.5 STD 298 -0.06 11.09 0.5 Pass T1 190 - 180 Inner Bracing L 2 x 2 x 1/8 18 -0.00 8.80 0.1 Pass T2 180 - 160 Inner Bracing L 2 x 2 x 1/8 40 -0.00 8.65 0.1 Pass T3 160 - 140 Inner Bracing L 2 x 2 x 1/8 81 -0.00 6.37 0.1 Pass T4 140 - 120 Inner Bracing L 2 x 2 x 1/8 120 -0.01 4.37 0.1 Pass T5 120 - 100 Inner Bracing L 2 x 2 x 1/8 159 -0.01 3.28 0.2 Pass T6 100 - 80 Inner Bracing L 2.5 x 2.5 x 3/16 186 -0.01 6.92 0.2 Pass T7 80 - 60 Inner Bracing L 3 x 3 x 3/16 213 -0.01 9.09 0.1 Pass T8 60 - 40 Inner Bracing L 3.5 x 3.5 x 1/4 240 -0.01 14.80 0.1 Pass T9 40 - 20 Inner Bracing L 3.5 x 3.5 x 1/4 267 -0.01 11.87 0.2 Pass T10 20 - 0 Inner Bracing ROHN 2 STD 312 -0.01 6.92 0.2 Pass Summary Leg (T9) 47.8 Pass Diagonal (T9) 55.6 Pass Horizontal (T10) 54.4 Pass Top Girt (T1) 3.6 Pass Redund Horz 1 Bracing (T10) 5.3 Pass Redund Diag 1 Bracing (T10) 7.7 Pass Redund Hip 1 Bracing (T10) 0.1 Pass Redund Hip Diagonal 1 Bracing (T10) 0.5 Pass Inner Bracing (T10) 0.2 Pass Bolt Checks 36.7 Pass RATING = 55.6 Pass *NOTE: Above stress ratios for reinforced sections are approximate. More exact calculations are presented in Appendix – C. tnxTower Report - version 8.1.1.0 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 8.1.1.0 APPENDIX C ADDITIONAL CALCULATIONS Split Pipe on Bracing for Additional Stiffness Design with U-bolts BU #: Site Name: Order #: Elevation: TIA-222 Revision: Global Axial, Pu:16.48 kip Capacity Demand Rating*Check Unbraced Length, Lu:12.17 feet Compression (Modified Section), kip:34.08 16.48 46.0%Pass U-bolt Spacing :12 in Compression (Existing Section), kip:20.38 16.48 77.0%Pass Max Spacing = 12in *Section 15.5 Applied Existing Pipe Member:Pipe 2.5 EH Select Existing Slenderness Ratio Check:OK Pipe Diameter, De:2.875 in Proposed Slenderness Ratio Check:OK Pipe thickness, te:0.276 in Crosby Clips number, Nc:13 Existing Pipe Yield Strength Fye:50 ksi Crosby Spacing, Sc:11.50 in K factor for TNX, Ktnx:0.773 Proposed Split Pipe Member:Pipe3XS Select Split Pipe Diameter, Dp:3.500 in Split Pipe Thickness, tp:0.300 in Proposed Split Pipe Yield Strength Fyp:46 ksi Existing K Factor:1.00 Proposed K Factor:1.00 Modified K Factor:1.00 Area, Ae:2.254 in2 Moment of Inertia, Ie:1.924 in4 Radius of Gyration, re:0.924 in Area, Ap:1.508 in2 Moment of Inertia, Ip:0.373 in4 Radius of Gyration, rp:0.498 in Area, Ap:2.254 in2 Moment of Inertia, Ip:3.218 in4 Radius of Gyration, rp:1.195 in Existing Member Properties Modified Member Properties Design Information Proposed Member Properties Effective Length Checks Existing Pipe Proposed Split Pipe Analysis Inputs 0'-20' 812565 Mayport Results 630060 Rev. 0 H Version 1.1.0 Self Support Anchor Rod Capacity *TIA-222-H Section 15.5 Applied Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) (10) 1" ø bolts (A354-BC N; Fy=109 ksi, Fu=125 ksi) Pu_t = 20.04 φPn_t = 56.81 Stress Rating l ar (in):1.5 Vu = 2.77 φVn = 36.82 33.6% Mu = n/a φMn = n/a Pass Iar (in) 1.5 Grout Considered:Yes Site Info BU # 812565 Site Name Mayport Order # 630060 Rev. 0 Analysis Considerations TIA-222 Revision H Comp. Applied Loads Analysis Results Axial Force (kips) 231.76 Shear Force (kips) 30.57 Considered Eccentricity Leg Mod Eccentricity (in)0.000 *Anchor Rod Eccentricity Applied Anchor Rod N.A Shift (in)0.000 Uplift 200.43 27.72 Total Eccentricity (in)0.000 Connection Properties Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 Analysis Date: 10/10/2022CCIplate - Version 4.1.2 5217.3 ft-kips Capacity Demand Rating*Check 60.57 kips 380.80 51.23 12.8%Pass 51.23 kips 3.75 1.47 37.3%Pass 231.76 kips 14090.46 5781.30 41.0%Pass 30.57 kips 1569.95 45.86 2.8%Pass 200.43 kips 1076.94 41.58 3.7%Pass 27.72 kips 7637.76 236.08 2.9%Pass 190 ft 17293.20 238.08 1.3%Pass 27.68 ft 1990.28 20.90 1.0%Pass 2.5 in 0.164 0.013 7.7%Pass in 4188.56 27.51 0.6%Pass 0.164 0.012 7.0%Pass 4188.56 24.95 0.6%Pass Square 4.0 ft 0.50 ft Structural Rating*:7.7% 9 Soil Rating*:41.0% 16 3 3 Tie 3 in 6.00 ft 36.50 ft 5.00 ft 8 39 9 72 3 in 60 ksi 3 ksi 150 pcf 110 pcf 5.000 ksf <-- Toggle between Gross and Net 0.000 ksf 30 degrees 8 3.0 ft No 4.5 ft Top & Bot. Pad Rein. Different?: Anchor Bolt Circle, BC:Flexural 2-way (Comp) (kip*ft) Flexural 2-way (Tension) (kip*ft) *Rating per TIA-222-H Section 15.5 Pad Flexure (kip*ft) Pad Shear - Tension 2-way (ksi) Lateral (Sliding) (kips) Leg Uplift. Shear, Vu_uplift: BP Dist. Above Fdn, bpdist: Block Foundation?: Pad Shear - Comp 2-way (ksi) Pier Compression (kip) Pier Flexure (Comp.) (kip*ft) Pad Shear - 1-way (kips) Tower Height, H: Base Face Width, BW: Leg Uplift, Puplift:Pier Flexure (Tension) (kip*ft) Bearing Pressure (ksf) Overturning (kip*ft) Foundation Analysis Checks Rectangular Pad?: SST Unit Base Foundation BU # : Site Name: Leg Compression, Pcomp: TIA-222 Revision: App. Number: Superstructure Analysis Reactions H Global Axial, P: Global Shear, V: 812565 Mayport 630060 Rev. 0 Pier Properties Global Moment, M: Concrete Compressive Strength, F'c: Tower Centroid Offset?: Leg Comp. Shear, Vu_comp: Pier Diameter, dpier: Pier Rebar Quantity, mc: Pier Tie/Spiral Size, St: Pier Clear Cover, ccpier: Neglected Depth, N: Pier Shape: Pier Rebar Size, Sc: Pier Reinforcement Type: Ext. Above Grade, E: Pier Tie/Spiral Quantity, mt: Pad Width, W1: Pad Thickness, T: Material Properties Foundation Bearing on Rock? Pad Properties Soil Properties Depth, D: Pad Clear Cover, ccpad: Dry Concrete Density, δc: Rebar Grade, Fy: Pad Rebar Quantity (Bottom dir. 2), mp2: Pad Rebar Size (Top dir.2), Sptop2: Pad Rebar Quantity (Top dir. 2), mptop2: Pad Rebar Size (Bottom dir. 2), Sp2: Groundwater Depth, gw: Base Friction, μ: Cohesion, Cu: Friction Angle, ϕ: Total Soil Unit Weight, γ: Ultimate Gross Bearing, Qult: SPT Blow Count, Nblows: Version 4.0.3 ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Risk Category:II Soil Class:D - Stiff Soil Elevation:11.59 ft (NAVD 88) Latitude: Longitude: 30.336944 -81.42 Wind Results: Wind Speed 129 Vmph 10-year MRI 75 Vmph 25-year MRI 86 Vmph 50-year MRI 96 Vmph 100-year MRI 104 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Mon Oct 10 2022 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 need not be protected against wind-borne debris. Page 1 of 3https://asce7hazardtool.online/Mon Oct 10 2022 SS : 0.107 S1 : 0.055 Fa : 1.6 Fv : 2.4 SMS : 0.171 SM1 : 0.132 SDS : 0.114 SD1 : 0.088 TL : 8 PGA : 0.052 PGA M : 0.083 FPGA : 1.6 Ie : 1 Cv : 0.7 Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum S (g) vs T(s)a MCE Vertical Response SpectrumR S (g) vs T(s)a Seismic Site Soil Class: Results: Seismic Design Category D - Stiff Soil B Data Accessed: Mon Oct 10 2022 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. Page 2 of 3https://asce7hazardtool.online/Mon Oct 10 2022 Ice Results: Data Source: Date Accessed: Ice Thickness: 0.25 in. Concurrent Temperature: 25 F Gust Speed 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Mon Oct 10 2022 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. Page 3 of 3https://asce7hazardtool.online/Mon Oct 10 2022 ROW23-0007 VERIZON: NEW SITE BUILDVERIZON WIRELESS SITE NUMBER:VERIZON WIRELESS SITE NAME:SITE TYPE:TOWER HEIGHT:BUSINESS UNIT #:SITE ADDRESS:COUNTY:JURISDICTION:578574MAYPORT ASELF SUPPORT TOWER192'-6"812565DUVALCITY OF ATLANTICBEACH1545 MAIN STREETATLANTIC BEACH, FL 32233LOCATION MAPNO SCALESITE INFORMATIONCARRIER/APPLICANT:SHEET #DRAWING INDEXSHEET DESCRIPTIONJEA----ELECTRIC PROVIDER:AT&T----TELCO PROVIDER:GROUND ELEVATION:30° 20' 13.00"-81° 25' 12.00"UFACILITY IS UNMANNED AND NOT FORHUMAN HABITATIONOCCUPANCY CLASSIFICATION:A.D.A. COMPLIANCE:MAP/PARCEL #:CITY OF ATLANTIC BEACHJURISDICTION:172325-0010MAYPORTDUVALAREA OF CONSTRUCTION: EXISTINGNAD83PROPERTY OWNER:CROWN CASTLE6420 CONGRESS AVENUE, STE 2000BOCA RATON, FL 33487TOWER OWNER:IIBTYPE OF CONSTRUCTION:12 FT.1545 MAIN STREETATLANTIC BEACH, FL 32233PAR PRO LTDPO BOX 330177ATLANTIC BEACH, FL 32233CROWN CASTLE USA INC.SITE NAME:LAT/LONG TYPE:LONGITUDE:LATITUDE:CURRENT ZONING:COUNTY:SITE ADDRESS:CALL FLORIDA ONE CALL(800) 432-4770CALL 3 WORKING DAYSBEFORE YOU DIG!PROJECT TEAMA&E FIRM:CROWN CASTLEUSA INC. DISTRICTCONTACTS:TOWERSOURCE, INC.1355 WINDWARD CONCOURSESUITE 410ALPHARETTA, GA 30005TITLE SHEETT-1SITE PLANC-1.1C-1.2C-2C-3PROPOSED EQUIPMENT PLANFINAL ANTENNA & CABLE CONFIGURATIONANTENNA LAYOUT & TOWER ELEVATIONGENERAL NOTEST-2KEVIN JONES - CONSTRUCTION MANAGER6420 CONGRESS AVE SUITE 2000BOCA RATON, FL 33487VERIZON WIRELESS7701 TELECOM PARKWAYTEMPLE TERRACE, FL 33637ALL DRAWINGS CONTAINED HEREIN ARE FORMATTED FOR 11X17.CONTRACTOR SHALL VERIFY ALL PLANS AND EXISTING DIMENSIONS ANDCONDITIONS ON THE JOB SITE AND SHALL IMMEDIATELY NOTIFY THEENGINEER IN WRITING OF ANY DISCREPANCIES BEFORE PROCEEDING WITHTHE WORK OR BE RESPONSIBLE FOR SAME.PROJECT DESCRIPTIONSTRUCTURAL ANALYSIS:DATED:APPLICABLE CODES/REFERENCEDOCUMENTSMORRISON HERSHFIELD10/10/2022REFERENCE DOCUMENTS:MOUNT ANALYSIS:DATED:ORDER ID:REVISION:6300602RFDS REVISION:DATED:----09/27/2022C-4EQUIPMENT SPECSC-5 SITE DETAILSG-1.1G-2PROPOSED UTILITY ROUTINGPROPOSED GROUNDING PLAN01.0CREST HEIGHT:V = 129 MPH (ULTIMATE 3 SECOND GUST)NAANALYSIS CRITERIA:WIND SPEED:SEISMIC RESPONSE:CEXPOSURE CATEGORY:IIRISK CATEGORY:1TOPOGRAPHIC CATEGORY:K=ZTTIA-222-H / ASCE 7-16APPLICABLE CODES:NOTE:PRIOR TO ACCESSING/ENTERING THE SITE YOU MUST CONTACT THE CROWNNOC AT (800) 788-7011 & CROWN CONSTRUCTION MANAGER.SITE ID:578574LAT: 30° 20' 13.00"LONG: -81° 25' 12.00"THE PURPOSE OF THIS PROJECT IS TO ENHANCEBROADBAND CONNECTIVITY AND CAPACITY TO THEEXISTING ELIGIBLE WIRELESS FACILITY.TOWER SCOPE OF WORK:·INSTALL (9) ANTENNAS·INSTALL (3) OVPs·INSTALL (9) RRHs·INSTALL (3) 1-5/8" HYBRID CABLES·INSTALL (3) VFA12-HD SECTOR ANTENNA MOUNTGROUND SCOPE OF WORK:·INSTALL (1) 4' x 10' CONCRETE EQUIPMENT PAD·INSTALL (1) 4' x 10' CONCRETE PAD FOR LP TANK·INSTALL (1) 4' x 10' CONCRETE GENERATOR PAD·INSTALL (1) EQUIPMENT H-FRAMEG-3 PANEL SCHEDULE & ONE-LINE DIAGRAMALL WORK SHALL BE PERFORMED AND MATERIALS INSTALLED IN ACCORDANCEWITH THE CURRENT EDITIONS OF THE FOLLOWING CODES AS ADOPTED BY THELOCAL GOVERNING AUTHORITIES. NOTHING IN THESE PLANS IS TO BECONSTRUED TO PERMIT WORK NOT CONFORMING TO THESE CODES:CODE TYPECODEBUILDING 2020 FLORIDA BUILDING CODE 7TH EDITION/2015 IBCMECHANICAL 2020 FLORIDA BUILDING CODE 7TH EDITION/2015 IMCELECTRICAL 2020 FLORIDA BUILDING CODE 7TH EDITION/2017 NECIT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0T-1REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #31572PETER VERDECCHIA - PROJECT MANAGERPETER.VERDECCHIA@CROWNCASTLE.COMverizonGENERATOR SPECSG-4ELECTRICAL & GROUNDING DETAILSC-6C-7C-8C-9SITE DETAILSSITE DETAILSSITE DETAILSG-5 ELECTRICAL & GROUNDING DETAILSC-10 PROPANE TANK DETAILSG-1.2 FUEL LINE DIAGRAMC-4.1EQUIPMENT SPECS11/29/2022javad k parsaDigitally signed by javad k parsa Date: 2022.11.29 10:07:35 -05'00'By Toni Gindlesperger at 3:48 pm, Mar 15, 2023 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0T-2REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #3157211/29/2022 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0C-1.1REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #3157211/29/2022 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0C-1.2REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #3157211/29/2022 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0C-2REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #3157211/29/2022 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0C-3REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #3157211/29/2022 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0C-4REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #3157211/29/2022 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0C-4.1REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #31572ERICSSON11/29/2022 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0C-5REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #31572LEGEND1. PRIMARY CABINET2. (NOT USED)3. (NOT USED)4. OVP-12 (PROPOSED AND FUTURE AS NEEDED)5. RADIO MOUNTING AREA. FOLLOW OEM SPECS.6. ILC CABINET (WITH CAMLOCK IF NEEDED)7. DARK FIBER JUNCTION BOX (RESERVE SPACE FORTELCO CABINET IF NECESSARY)8. METER & DISCONNECT (UNLESS METER IS LOCATED ATA CENTRAL METER BANK/RACK)9. RESERVED SPACE FOR CHARLES TELCO CABINETELEVATION VIEW - FRONTELEVATION VIEW - REARNOTE:1. WHEN H-FRAME IS INSTALLED ADJACENT TO CABINET PAD,INTERCONNECTING CONDUITS SHALL BE INSTALLED AT ORABOVE GRADE.FUTUREFUTURENOTE:EACH CABINET SIZE ON THE DRAWINGS HAVING RANGES OF30”- 36”W X 72”- 84”H X 39”- 46”D (WITH COOLING SYSTEM)24" ICE BRIDGE / GRIP STRUT ABOVE(INITIALLY ABOVE OVP ONLY, INSTALL OVERILC AS NEEDED)MAINTAIN 15" (MIN.)CLEARANCE ABOVE RADIOSDUAL FIXTURE LED LIGHT WITH 60 MINUTETIMER (VERIFY WITH LOCAL CX MANAGER)RADIO MOUNTING AREA,FOLLOW OEM SPECS1-5/8" UNISTRUT (TYP.). INSTALL AS NEEDEDFOR RRU MOUNT BRACKETS PRIOR TOINSTALLING ADDITIONAL EQUIPMENT.METER & DISCONNECTSWITCH (AS REQUIRED)FRAME SUPPORT PIPE, ADJUST PIPEDIAMETER AND DEPTH AS NECESSARYFOR LOCAL CONDITIONS (SOIL TYPE,SEISMIC ZONE, ETC.) (TYP.)4000 PSI FIBERMESH CONCRETE PIER,ADJUST PIER DIAMETER AND DEPTH ASNECESSARY FOR LOCAL CONDITIONS (SOILTYPE, SEISMIC ZONE, ETC.) (TYP.)6" THK. (MIN) CONCRETE SLAB4000 PSI FIBERMESH CONCRETE, ADJUSTTHICKNESS AND DESIGN IF NECESSARY FORLOCAL CONDITIONS (REINFORCEMENT, SOILTYPE, SEISMIC ZONE, ETC.) (TYP)NOTE:1. USE 3" CONDUITS BETWEEN CABINET FRAMES.2. ALL CONDUIT TO/FROM ANY BATTERY CABINETMUST BE SEALED TO PREVENT BATTERY GASPENETRATION INTO ADJACENT CABINETS.MAINTAIN 15" (MIN)CLEARANCE ABOVE RADIOSNOTE:1. USE 3" CONDUITS BETWEEN CABINET FRAMES.2. ALL CONDUIT TO/FROM ANY BATTERY CABINETMUST BE SEALED TO PREVENT BATTERY GASPENETRATION INTO ADJACENT CABINETS.RESERVE SPACE FORTELCO CABINET IF NECESSARY11/29/2022 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0C-6REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #31572INCOMINGPOWERSERVICE#6 GROUND WIRE BONDED TO ANMGN(EXCEPT IN CA) OR UFER GROUNDTERMINATED TO A GROUNDING BUS BARGROUND DEMARCO BOX PERMANUFACTURER REQUIREMENTPROPOSED TELCO CONDUITFROM INCOMING TELCO FIBERFROM UTILITY DEMARC (TYP.)PROPOSED TELCO 1-1/4" SEALTIGHT CONDUIT (TYP.)PROPOSED FIBER FEED 1-1/4"SEAL TIGHT CONDUIT (TYP.)1-1/4" SEAL TIGHT CONDUITFROM PRIMARY CABINET TOCIENA. LEAVE MALE COUPLERFOR TERMINATION BY OTHERSPOWER CONDUITS FROMDISCONNECT SWITCH TO ATSPROPOSEDDISCONNECTPROPOSEDMETERPROPOSEDGROUND (TYP)(2) 5AMP, 48V DROPS TOPRIMARY CABINETGROUND PRIMARY CABINET PERMANUFACTURER REQUIREMENT(3) #3/0 AWG, (1)#6 AWG EG IN1-1/2"C (185 LF MAX)11/29/2022 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0C-7REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #31572#6 AWG GROUNDWIRE TO CADWELDGPSANTENNA (TYP.)PROPOSEDHYBRID CABLES (TYP.)TO TOWERPROPOSEDICE BRIDGE POST (TYP.)4000 PSI WELDED WIRE FABRIC4 X 4-W10.0 X W10.0 PIER. (TYP.)USE BAND AND BUTTERFLYCONNECTION TO SECURE GPSCABLE AND GROUND WIRE TOICE BRIDGE POST AS REQUIREDUNIVERSAL PIPEADAPTER KITGPS ANTENNACOAX GROUND KITPROPOSEDOVP BOXPROPOSED 2' WIDE VERIZONICE BRIDGE CHANNELPROPOSED HYBRID DC /FIBER CABLES (TYP.)HORSE HEAD BRACKET BYVALMONT, MTS OR APPROVEDEQUAL ATTACHED WITH 1/2"U-BOLTMICROFLECT SNAP-INCOAX HANGER (TYP.)MICROFLECT TRAPEZESUPPORT KIT (#B1889)#B1560 FOR 7/8" COAX#B1562 FOR 1-5/8" COAX#B1914 FOR 2-1/4" COAX11/29/2022 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0C-8REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #315722" MIN. (TYP.)SECTION VIEWSLUMP - 4" MIN. / 6" MAX.AIR ENTRAINMENT - 2% TO 3% BY VOLUMECLASSES OF CONCRETEREINFORCING STEEL SHALL CONFORM TO ASTM A 615, GRADE 60, DEFORMED UNLESS NOTED OTHERWISE. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 WELDED STEEL WIRE FABRIC UNLESS NOTED OTHERWISE. SPLICES FOR REBAR SHALL BE CLASS "B" AND ALL HOOKS SHALL BE STANDARD, UNO. LAPS FOR WELDED WIRE FABRIC SHALL BE AT LEAST 8 INCHES, UNO.THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCING STEEL UNLESS SHOWN OTHERWISE ON DRAWINGS: CONCRETE CAST AGAINST EARTH CONCRETE EXPOSED TO EARTH OR WEATHER #6 AND LARGER #5 AND SMALLER & W.W.F.NOTES4.3.TYPE ICLASS1-1/2"2"3"WATER/CEMENT0.55RATIOMAXPLACEMENTLOCATIONPRECAST2.1.NORMAL WEIGHT(PSI)300028 DAYSTRENGTHPRECAST CONCRETE FOR SLABS SHALL HAVE A MINIMUM COMPRESSIVESTRENGTH OF 3000 PSI AT 28 DAYS. CONCRETE TESTING IS NOT REQUIREDUNLESS NOTED OTHERWISE OR REQUIRED BY THE JURISDICTION HAVINGAUTHORITY.SLABSTYPE III0.45SITE CAST SLABS HIGH EARLY5000& POST FOOTINGS STRENGTHIF REQUIRED BY THE CONSTRUCTION SCHEDULE THE CONTRACTOR MAYSUBSTITUTE TYPE III HIGH EARLY STRENGTH CONCRETE WITH THE APPROVAL OFTHE CONSTRUCTION MANAGER.**WELDED WIRE FRAME6X6 - W2.9X2.9 (TYP)6" THICK PRECAST CONCRETE SLABWITH LIGHT BROOM FINISH (TYP)TOP OF SLAB = 9" AGLPROVIDE 3/4" CHAMFER AT ALLEXPOSED EDGES (TYP.)TOP OF GRAVEL = 6" AGLFINISHED GRADE = 0" AGLWELDED WIRE FRAME 6X6 - W2.9X2.9EACH WAY (TYP.)FOUNDATION ASSUMED TO BEAR ONSUBSTANTIALLY CONSOLIDATED SOILWITH A MINIMUM BEARING CAPACITYOF 1000 PSF. VERIFY PRIOR TO PADINSTALLATION (TYP.)MIRAFI 500X GEOFABRICUNDERLAYMENT(OR EQUIVALENT FABRIC) ABOVEFINSIHED GRADE6" THICK #57 STONE6" THICK CONCRETE SLAB(4000 PSI FIBERMESH CONCRETE)4" 45° CHAMFER6" THK. #57 STONETOP OF GRAVEL = 6" AGLFINISH GRADE = 0" AGLMIRAFI 500X GEOFABRICUNDERLAYMENT(OR EQUIVALENT FABRIC) ABOVEFINSIHED GRADEPREPARED SUBGRADE COMPACTEDTO 95% MAXIMUM DRY DENSITY(PER MODIFIED PROCTOR ASTMD1557/AASHTO T180)ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE ACI 301, ACI 318,ACI 336, ASTM A184, ASTM A185, IBC 2006.OUTLINE OF PROPOSEDGENERATOR. COORDINATEEXACT LOCATION OFGENERATOR WITH CONDUITSTUB-UP PLACEMENTSTUB-UP CONDUITS6" MIN. ABOVE GEN. PADINSTALL 6" X 12"KNOCKOUT FOR CONDUITSABINSTALL 10" X 16" KNOCKOUT FOR HIGH VOLTAGECONDUITS.GENERATOR CONDUIT KNOCKOUTSARE SIZED AND LOCATED TOCORRESPOND WITH A 50 KWGENERAC LP GAS GENERATORCONSULT WITH VERIZON CM IF ADIFFERENT MODEL GENERATOR ISUSED.BINSTALL 8" X 16" KNOCKOUT FOR LOW VOLTAGECONDUITS.11/29/2022 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0C-9REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #3157211/29/2022 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0C-10REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #315721. MAINTAIN MINIMUM 1'-0" VERTICAL AND 1'-0" HORIZONTAL SEPARATION OF GAS LINE FROMOTHER UTILITIES.2. CONNECTION POINT MAY VARY WITH GENERATOR MANUFACTURER.3. MAINTAIN 3' SERVICE CLEARANCE ON ALL SIDES OF GENERATOR.4. GENERAL CONTRACTOR SHALL ANCHOR GENERATOR BASE4 TO SLAB OR PLATFORM WITHHOLES PROVIDED.5. CONTRACTOR SHALL VERIFY LOCATION OF ALL EQUIPMENT PRIOR TO INSTALLATION.6. CONTRACTOR SHALL COORDINATE INSTALLATION WITH GAS COMPANY & OTHERDISCIPLINES.7. CONTRACTOR SHALL ADHERE TO APPLICABLE STATE & LOCAL CODES.8. COORDINATE LOCATION OF GAS PIPE WITH OTHER UTILITIES.9. FLEXIBLE CONNECTION TO BE SAME SIZE AS PIPING TIE-IN THAT IS PROVIDED BY THEGENERATOR SUPPLIER.10. CONTRACTOR TO VERIFY GAS PRESSURE PER NOTE ON "GAS PIPE SIZING SCHEDULE".11. GENERATOR TO BE LOCATED A SUITABLE DISTANCE FROM ANY ROOF PENETRATIONS INACCORDANCE WITH NFPA.12. CONTRACTOR TO PROVIDE LOW POINT DRAINS AND HIGH POINT VENTS PER NFPA ANDAGA CODES.GENERAL NOTES:SPECIFICATIONS:BTS ENGINEER:1. DELIVERY AND SET UP OF GENERATOR.GENERAL CONTRACTOR:1. RUNS STUB-UPS FOR LP GAS TO GENERATOR.2. COORDINATE DELIVERY OF LP GAS LINE TO THE SITE.3. PULLS ALARM WIRES, START CIRCUIT WIRES, CONTROL CIRCUIT WIRES, AND LINE VOLTAGE WIRES FROM THE PPC TO THEATS AND TO THE GENERATOR. HOME RUNS WIRES BACK TO THE ATS.4. GROUNDS FOR GENERATOR.GENERATOR MANUFACTURER CERTIFIED ELECTRICIAN:1. COMPLETES FUEL CONNECTIONS.2. TERMINATES ALARMS AND CONTROL CIRCUITS TO THE GENERATOR.3. INSTALL FUEL REGULATORS.4. FINAL INSPECTION AND START UP.5. NOTIFY OPERATIONS (CELL TECHS) TWO DAYS PRIOR TO START-UP SCHEDULE, PLAN ON CELL TECH ARRIVAL EARLYAFTERNOON. IF START-UP PROBLEMS OCCUR, NOTIFY CELL TECH OF DELAY BEFORE NOON.6. RUN LOAD TEST (ADDITIONAL COST TO VERIZON) AS REQUIRED, MOSTLY IN CORE.7. EMAIL COPY OF START-UP CHECK OFF LIST TO VERIZON.CELL TECH:1. CELL TECH TO PUNCH DOWN ALL ALARMS IN CROSS CONNECT AND BTS.2. CELL TECH TO VERIFY START-UP AND SIGN OFF ACCEPTING GENERATOR.3. CELL TECH TO NOTIFY VIA TEXT MESSAGING OF ACCEPTANCE.GENERATOR INSTALLATION RESPONSIBILITIES:NOTE: BEFORE RUNNING GENERATOR OR INTERRUPTING POWER, NOTIFY THE NETWORK OPERATIONS CENTER (NOC) AND APPROPRIATE CELL TECH.1. INSPECT ALL CONNECTING CIRCUITS (GROUND LEADS - START LEADS - BLOCK HEATER - BATTERY CHARGER - POWER OUTLET LEADS) AND ANCHORING OFTHE GENERATOR.2. VERIFY ALL CIRCUITS ARE TERMINATED CORRECTLY AND CORRECT WIRE SIZES ARE USED, THE BATTERY IS CONNECTED, THE CHARGER ACTIVATED AND THEBATTERY IS CHARGING.3. CHECK ALL LIQUID LEVELS.4. PLACE ATS IN THE MANUAL MODE AND PROGRAMMED TO SET THE EXERCISER CLOCK TO OPERATE EVERY TWO WEEKS FOR ONE HOUR UNDER LOAD.5. FUEL SYSTEM IS INSPECTED AND CHECKED FOR LEAKS. VERIFY CORRECT PRESSURE (4 TO 6 OUNCES) AND VERIFY PIPE SIZE.6. DOCUMENT THE MODEL AND SERIAL NUMBER (SEND INFORMATION TO OPS AND BTS ENGINEER).7. PREPARE FOR A NO LOAD (MANUAL) START-UP - IF REQUIRED.8. VERIFY ATS IS IN MANUAL CONTROL POSITION.9. START UP GENERATOR MANUALLY AND VERIFY VOLTAGE AND FREQUANCY. SET VOLTAGE FOR 230 VOLTS AND FREQUANCY FOR 60 HERTZ.10. VERIFY ENGINE RUN ALARM IS ACTIVATED AND THERE IS CONTINUITY TO TELCO BOX.11. INDUCE LOW OIL PRESSURE, HIGH WATER TEMP, OVER/UNDER VOLTAGE/FREQUANCY FAULTS SEPARATELY AND VERIFY THE ALARM IS ACTIVATED ANDHAS CONTINUITY TO TELCO BOX.12. PLACE ATS CONTROLS IN AUTOMATIC.13. MANUALLY DISCONNECT COMMERCIAL POWER AND VERIFY GENERATOR TRANSFER.14. ALLOW GENERATOR TO RUN UNDER LOAD FOR ONE HOUR - IF REQUIRED AND RECORD LOAD, COOLANT TEMPERATURE AND VOLTAGE (SENDINFORMATION TO OPS).15. RESTORE COMMERCIAL POWER AND CHECK FOR TRANSFER, GENERATOR WILL REMAIN RUNNING FOR APPROXIMATELY 5 MINUTES FOR COOL DOWN.16. COMPLETE ALL REQUIRED START-UP DOCUMENTATION LOCATED IN THE MANUAL, SCAN INTO JOB FILE AND EMAIL COPY TO KATOLIGHT AND OPS.17. CONTACT OPS TWO DAYS PRIOR TO TESTING.GENERATOR MANUFACTURER / VERIZON WIRELESS START-UP PROCEDURES:1. PIPE (LOW-PRESSURE): STEEL PIPE; ASTM A53, TYPE OR S, ELECTRIC-RESISTANCE WELDED OR SEAMLESS, GRADE A OR B, SCHEDULE 40GALVANIZED STEEL, PAINTED YELLOW.2. PIPE FITTINGS (ABOVE GROUND):A. GRAY-IRON THREAD FITTINGS: ASME B16.4, CLASS 125, GALVANIZED STANDARD PATTERN.B. UNIONS: ASME B16.39, CLASS 150, BLACK MALLEABLE IRON, FEMALE PATTERN, BRASS TO IRON SEAT, GROUND JOINT.C. TRANSITION FITTINGS: TYPE, MATERIAL, AND END CONNECTIONS TO MATCH PIPING BEING JOINED.D. PROVIDE DI-ELECTRIC UNIONS WHERE REQUIRED BETWEEN DIFFERENT METALLIC PIPE MATERIALS.3. PIPE (UNDERGROUND): POLYETHYLENE PIPE; ASTM D 2513, SDR 11 OR IN ACCORDANCE WITH LOCAL CODES AND REGULATIONS.4. POLYETHYLENE FITTINGS (UNDERGROUND): ASTM D 2683, SOCKET TYPE OR ASTM D 3261, BUTT TYPE WITH DIMENSIONS MATCHINGASTM D 2513, SDR 11, POLYETHYLENE PIPE.5. TRANSITION FITTINGS: MANUFACTURED PIPE FITTING FOR CONNECTION TO POLYETHYLENE PIPE AND WITH ONE ASTM A 533 / A 53M,SCHEDULE 40, GALVANIZED STEEL PIPE END FOR THREADED CONNECTION TO GALVANIZED STEEL PIPE.6. SERVICE-LINE RISER: MANUFACTURED PIPE FITTING WITH POLYETHYLENE PIPE INLET FOR CONNECTION TO UNDERGROUNDPOLYETHYLENE PIPE RISER SECTION WITH PROTECTIVE-COATED, ANODES, STEEL CASING AND THREADED OUTLET FOR THREADEDCONNECTION TO ABOVE GROUND STEEL PIPING.NOT TO SCALELP GAS SYSTEM FOR BACKUP GENERATORGROUND LEVEL3/4" MDPE GAS SUPPLY LINE. PROVIDE PROTECTIVECOATING FOR UNDERGROUND PIPE. INSTALLER TO VERIFYGENERATOR REQUIRED FLOW RATE PRIOR TOINSTALLATION. SUPPLY LINE SHALL BE BURIED 3' MIN. BELOWGRADE AND MARKED WITH BURIED FLAGGING AT 3' O.C.12" BELOW GRADEAGA APPROVED FLEXIBLECONNECTION PIPE (TYP.)PROPOSED 3/4" SCH. 40STL. GAS PIPE W/THREADED FITTINGSAPPLIANCESHUT-OFF VALVEPRESSURE REGULATOR TO BE SUPPLIED AND INSTALLEDBY GENERAL CONTRACTOR (SERVICE TO 11" W.C.)UNIONPROPOSED 3/4" SCH. 40 STL. GAS PIPE(FROM REGULATOR TO GENERATOR)FLEXIBLE PIPECONNECTIONNOTE:GENERATOR SHOWNSCHEMATICALLY. SEE SITE PLANSHEETS FOR GENERATOR LAYOUT.NOTE:REFER TO GENERATORMANUFACTURER'SRECOMMENDATION FOR GAS PIPINGCONNECTION SIZE ANDREQUIREMENTS.POLYETHYLENE TO METAL PIPETRANSITION FITTINGS (TYP.)PROPOSED VERIZON50 KW LP GASGENERATOR(220 C.F.H.)*NOTE: PIPE SIZE IS BASED ON A MAX. 125' PIPE LENGTHPROPOSEDLP GAS TANK (~10 PSI )USE 1-1/4" STRAP OR 5/16" CABLESIF SINGLE STRAP IS USED,PLACE AS CLOSE TO CENTEROF TANK AS POSSIBLEAUGER STYLE EARTH ANCHORNOTE:1. LOADING FOR STRAP AND CABLECONDITIONS BASED UPON 3,150 LBWORKING LOAD CAPACITY2. ALWAYS CHECK FOR UNDERGROUNDUTILITIES PRIOR TO INSTALLATIONPROPOSED DOUBLE CHECKFILL VALVE W/ CAP(P/N: ME600)PRESSURE REGULATOR TOBE SUPPLIED AND INSTALLEDBY GENERAL CONTRACTOR(2 P.S.I.)11/29/2022 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0G-1.1REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #3157211/29/2022 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0G-1.2REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #3157211/29/2022 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0G-2REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #3157211/29/2022 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0G-3REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #31572PANEL SCHEDULECOMMON VzW DC PLANT RECTIFIER REQUIREMENTSRECTIFIERINPUT FLA CURRENT AT 240 VAC(EACH RECTIFIER)2 RECT / BRANCH CIRCUIT(PREFERRED APPROACH)1 RECT / BRANCH CIRCUIT(ALT APPROACH)GE 75A(NE075AC48xxxx or sim)22 AMPS (MAX)60A/2P #3 THHN30A/2P #10 THHNNOTES:1. ALL EQUIPMENT SHALL BE NEMA 3R RATED.2. ALL EQUIPMENT SHALL BE LIGHTNING PROTECTED IN ACCORDANCE WITH TIA-222-G AND VERIZONWIRELESS STANDARDS.3. CONDUCTOR SIZES AND DISTANCES HAVE BEEN SIZED FOR 3% MAX VOLTAGE DROP (TOTAL SYSTEMVOLTAGE DROP ON BOTH FEEDERS AND BRANCH CIRCUITS TO THE FARTHEST DEMAND SHALL NOTEXCEED 5%).4. WIRE SIZING AND MAXIMUM DISTANCE FROM GENERATOR TO ILC ASSUMES POWER FACTOR OF 0.9.5. BELOW GRADE CONDUIT SHALL BE SCHEDULE 80 PVC. ABOVE GRADE CONDUIT SHALL BE GALVANIZEDRIGID CONDUIT. BELOW GRADE PVC CONDUIT SHALL TRANSITION TO GRC PRIOR TO RISING ABOVEGRADE. ALL BENDS SHALL HAVE A MINIMUM 24" RADIUS. ALL FITTINGS SHALL BE SUITABLE FOR USE WITHTHREADED RIGID CONDUIT. VERIFY CONDUIT TYPE WITH LOCAL CONSTRUCTION MANAGER AND ADJUSTIF NECESSARY. ALL CONDUIT SHALL MEET NEC, STATE, AND LOCAL CODE REQUIREMENTS AS REQUIRED.TO UTILITY TRANSFORMER200A200A ILC50KWGENVERIZON WIRELESS50KW LP GAS GENERATOR3-#3/0 AWG6 AWG EG1-1/2" CONDUIT(185 LF MAX)1" CONDUIT FOR GEN CONTROLS & ALARMS200A4-#12 AWG,1-#12 AWG EG,1" CONDUIT (FOR GEN HEATER & BATT. CHARGER)NOTE: THE GENERATOR USED INCONJUNCTION WITH A 2-POLE ILCWITH A SOLID NEUTRAL IS NOT ASEPARATELY DERIVED SYSTEM. ASSUCH, DO NOT BOND THENEUTRAL TO GROUND AT THEGENERATORINTEGRATEDLOADCENTERVERIZONWIRELESS ILCCABINETWITH2P/200AUTILITYBREAKER3-#3/0 AWG#6 AWG EG2" CONDUIT(130 LF MAX)200AMUTILITY METER 120/240 VACPRIMARYCABINET8-#10 AWG, 1-#10 AWG EG, IN (1) 1-1/2"CONDUIT(INSTALL (1) 1-1/2" CONDUIT WITH PULL STRINGFOR FUTURE RECTIFIER CIRCUITS) ROUTE CONDUITABOVE GROUND SECURED TO EQUIPMENTFRAME200A4 AWG MBJ4 AWG GECSERVICEDISCONNECT/CIRCUIT BREAKERGEN MAIN DISCONNECT/FUSED SWITCHGFCIRECPT.LIGHT3-#12 AWG#12 AWG EG1" CONDUITOVP-1212-#6 AWG (6 PAIRS)#6 AWG EG2" LMFC1" CONDUIT FOR GEN & ILC ALARMSNOTES:* ADD (1) ADDITIONAL 2" CONDUIT FORDARK FIBER (2 TOTAL) IF REQUIRED BYLOCAL MARKET FACILITIES, VERIFY PRIOR TOCONSTRUCTION. (ADD 2 PULL STRINGS TOEACH CONDUIT)** VERIFY EBH REQUIREMENTS WITH TELCOPROVIDER PRIOR TO CONSTRUCTION. (ADD2 PULL STRINGS TO EACH CONDUIT)FIBER HANDHOLE/MEET-ME POINT ATROW FOR EBHPROVIDER (IF NEEDED)EBH FIBER HANDHOLE (ORJUNCTION BOX ONCOMMON USE UTILITYFRAME) AT COMPOUND(IF NEEDED)VZW EQUIPMENT FRAMETERMINATION POINT(18"X18" FIBER JUNCTION BOXFOR DARK FIBER OR CHARLESCABINET AS NEEDED FOREBH)EBH DEMARC(IF REQUIRED, VERIFYREQUIREMENTS WITH EBHPROVIDER)(1) 2" CONDUIT FOR EBH **(1) 2" CONDUIT(FOR EBH IF NEEDED)(1) 2" RGC STRAIGHT RUN AT GRADE (CLAMP TOEQUIPMENT FRAME POSTS), TRANSITION TO 2"LMFC AT EACH FOR EQUIPMENT CABINETCONNECTIONSPRIMARY CABINETOVP-121-1/2" LMFC FOR FIBERAND ALARM (SHIELDEDCAT 5) AS NEEDEDATT CIENA1-1/4" TELCO SEAL TIGHTCONDUIT (TYP.)1-1/4" FIBER FEED SEAL TIGHTCONDUIT (TYP.)NOTE:PANEL SCHEDULE AND SINGLE LINE DIAGRAMREPRESENT A SITE WITH A NEW GE POWERPLANT, 50 KW LP GAS GENERATOR, AND TWOSOURCE ILC (THREE SOURCE ILC OPTIONAL ASNEEDED). ADJUST AS NECESSARY PER LOCALSITE CONDITIONS.FIBER HANDHOLE/MEET-ME POINTAT ROW FOR VZWDARK FIBERVZW FIBERHANDHOLE FORDARK FIBER ATCOMPOUND(1) 2" CONDUITFOR DARK FIBER *(1) 2" CONDUIT(FOR EBH IF NEEDED)ELECTRICAL SINGLE LINE DIAGRAMPANEL SCHEDULEFIBER SINGLE LINE DIAGRAM:SUB TOTAL AMPS135111111179111315111719212311.251.251.25111111112468111416182022241210SUB TOTAL AMPS:FACTORED TOTALPROPOSED VERIZON WIRELESS PANEL SCHEDULEPANEL NAMERATED VOLTAGEMAIN BREAKERMOUNTENCLOSURE TYPEPOSUSAGEFACTORBUS AMPSLOADPOLESAMPSMODEL NUMBERL1L2PHASE / WIREBUS RATINGNEUTRAL BARAICBUS AMPSLOADAMPSPOLESUSAGEFACTORPOSNOTESVZW ILC120 240VOLTSAMPS200SURFACENEMA 3RL1L2INTERSECT AA300G-1PH-3R13200YESKEY DOORLATCHHINGED DOORYESYESL1L218181818181818181212522221818181818181818222230A.30A.30A.30A.30A.30A.30A.30A.20A.20A.20A.111RECTIFIERRECTIFIERRECTIFIERRECTIFIERRECTIFIERRECTIFIERRECTIFIERRECTIFIERGFI RECPT./LIGHTBLOCK HEATERBATT. CHARGER65K8793.2572 72165.25 159VOLTSAMPS(WATTS)VOLTSAMPS(WATTS)VOLTAGE AMPSTOTAL VOLTAGE AMPSMAX AMPSMAX 125%2880288028802880192019201920288028802880288017,28011,52028,8001201501. ALL CONDUCTORS ARE TYPE THWN (75°C) COPPER.2. MAXIMUM LENGTH OF RUN FOR RECTIFIER CIRCUITS IS 50FT.3. INTERSECT/GENERAC INTEGRATED LOAD CENTER INCLUDES 200A. MAIN DISCONNECT AND TRANSFER SWITCH FOR PORTABLE OR PERMANENT GENERATOR4. RECTIFIER LOADS ARE CONSIDERED TO BE NON-CONTINUOUS.5. IF ADDITIONAL FUTURE LOADS ARE ADDED WHICH CAUSE TOTAL DEMAND TO EXCEED GENERATOR BREAKER SIZE, BACKUP POWER SYSTEM SHALL BE EVALUATED ANDUPGRADED AS NECESSARY.VERIZON WIRELESS EMERGENCYGENERATOR E-STOP#16AWG1/2" CONDUIT11/29/2022 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0G-4REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #3157211/29/2022 IT IS A VIOLATION OF LAW FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTIONOF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT.0G-5REVISION:SHEET NUMBER:DRWNREVDESCRIPTIONDES./QADATE8000 AVALON BLVD, SUITE 700ALPHARETTA, GA 30009VERIZON WIRELESSSITE NUMBER: 578574BU #: 812565MAYPORT1545 MAIN STREETATLANTIC BEACH, FL 32233EXISTING 192'-6" SELFSUPPORT TOWERTHIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BYJAVAD K. PARSA, P.E. ON THE DATE ADJACENT TO THE SEAL.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BEVERIFIED ON ANY ELECTRONIC COPIES.ISSUED FOR:verizon7701 E. TELECOM PARKWAYTEMPLE TERRACE, FL 336370 11/29/22 FSISSUED FOR FINALSMAT1355 WINDWARD CONCOURSE, SUITE 410ALPHARETTA, GA 30005TEL: 678-990-2338FL COA #3157211/29/2022