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Home My WebLink AboutSE202300006 Agreements 2023-02-22Albemarle County Service Authority Serving*Conserving ACSA Application Number: ACSA Building Permit Pre -Application Review Proper Permit Documentation Submitted by Applicant: YES W/I NO RWSA Approval Granted: YES ❑ NO ❑ N/A F RWSA Comments Attached: YES ❑ N/AFv ACSA Jurisdictional Area Designation: Water and Sewer ACSA Utility Connection(s) Approval (if applicable): Sewer Connection Fee Special Conditions (if applicable): Backflow Requirements (if applicable): Sewer Discharge Permit Requirements (if applicable): Comments: No conflict with existing ACSA utilities. PA-ACSA2O220132 This document must be submitted at the time of Building Permit application to the County of Albemarle. Any revisions to the scope of work approved under this ACSA Building Permit Pre -Application requires a revision submittal to the ACSA for re -approval, prior to a Building Permit revision application to the County of Albemarle. This Pre -Application becomes null and void if application for a Building Permit is not commenced within 6 months of the approval date. Application Review Status: Approved: Denied: ❑ 1/27/2022 Authorized ACSA Signature Date Last Revised: September 16, 2021 From: bounce+webmaster=serviceauthority.ora((bb.atomicsites.net on behalf of Albemarle County Service Authority To: Locators; damorvCmnbcllc.com Subject: ACSA Building Permit Pre -Application Submittal for 061WO-03-00-00700 Date: Thursday, January 27, 2022 2:04:21 PM CAUTION: This email originated from outside the ACSA. Do not click links or open attachments unless you recognize the sender and know the content is safe. Date: January 27, 2022 Applicant Name: T-Mobile Contact Person: David Amory Contact Phone: 704-517-1980 Contact Email: damory@nbcllc.com Applicant Address: 120 Eastshore Drive, Suite 300 Glen Allen, Virginia 23059 Address of Proposed 345 Greenbrier Drive Work (Tax Map and Charlottesville, Virginia 22901 Parcel below if no assigned address): Tax Map and Parcel: 061WO-03-00-00700 Initial Or Revised Initial Submittal: Submittal Type: OTHER (Define below) Description if OTHER: T-Mobile antenna modification to existing configuration on an existing 100-foot self support tower Water Supply: None Sewage Disposal: None Irrigation System No Proposed: FOG Device Proposed N/A (if applicable): Total Number of Floors 0 With Plumbing (including habitable areas above the upper floor) Description of Work: Replace existing mount with sector frame at existing 85-foot rad center / replace (3) antennas / add (3) antennas / replace (6) remote radio units / remove existing coax / add (4) hybrid fiber cables / replace (2) ground based cabinets / remove (2) ground based cabinets Comments: No change to tower height. Construction drawings and passing structural e- mailed to locators@serviceauthority.org on 1/27/2022 Supporting After submitting this form, please e-mail supporting documents (Plans, Documentation stakeout surveys, etc.) to locators@serviceauthority.org. Please place "Pre - Submission App Documents" and the "Address of Work or Tax Map and Parcel Instructions Number" in the subject line. Thank you. Date: December 2, 2021 Charmagne Stevens T-Mobile Northeast LLC 200 Westgate Parkway, Suite 200 Richmond, VA 23222 Subject: Carrier Designation: Engineering Firm Designation: Site Data: Dear Charmagne Stevens, Structural Analysis Report T-Mobile Shentel Keep Carrier Site ID: Carrier Site Name: nia+•c TOTALLY COMMITTED. NB+C Engineering Services 120 Eastshore Drive, Suite 300 Glen Allen, VA 23059 VA72471 A Commonwealth NB+C Engineering Services Project Number: 100838 345 Greenbrier Drive, Charlottesville, VA 22901, Albemarle County Latitude 38.071701050, Longitude-78.488098140 100.0' — Self Support Tower NB+C Engineering Services is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. Information we received for this analysis includes: • Tower and Foundation Drawings provided by Andrews Tower, Inc. dated August 6, 1973 • Previous Structural Analysis provided by Malouf Engineering International, Inc. dated October 31, 2014 • Construction Drawings provided by Mead & Hunt dated March 2, 2015 • Radio Frequency Data Sheet provided by T-Mobile dated September 7, 2021 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: Existing + Proposed Equipment Note: See Table 1 and Table 2 for the proposed and existing loading, respectively. Sufficient Capacity The analysis has been performed in accordance with the TIA-222-H, 2018 Virginia Construction Code, standard and local code requirements based upon a wind speed of 110 mph 3-second gust. All equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at NB+C Engineering Services appreciate the opportunity of providing our continuing professional services to T-Mobile. If you have any questions or need further assistance on this or any other projects, please give us a call. NB+C Engineering Services, LLC Structural analysis prepared by: Vipul Patel, P.E. Respectfully submitted by: FMAt M� Erik M. Bowers, P.E. Engineering Market Manager VA PE License No. 57974 �pLTH OF U ER IK M. BOWERS Lic. N. 57974 4 12/2/2021SS7pNnL ONG tnxTower Report - version 8.1.1.0 T-Mobile — VA72471A 100.0' Self Support Structural Analysis NB+C ES Project Number 100838 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information 3) ANALYSIS PROCEDURE 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 3 - Section Capacity (Summary) Table 4 — Foundation Capacity (Summary) 4.1) Recommendations 5) APPENDIX A tnxTower Output & Additional Calculations December 2, 2021 Page 2 tnxTower Report - version 8.1.1.0 T-Mobile — VA72471A 100.0' Self Support Structural Analysis NB+C ES Project Number 100838 1) INTRODUCTION December 2, 2021 Page 3 This tower is a 100.0' Self Support tower in Charlottesville, VA. The tower is designed by Andrews Tower, Inc. in August of 1973. 2) ANALYSIS CRITERIA Building Code: 2018 Virginia Construction Code TIA-222 Revision: ANSYTIA-222-H Risk Category: II Ultimate Wind Speed: 110 mph Exposure Category: C Topographic Factor: 1 Ice Thickness: 1.0 in Wind Speed with Ice: 30 mph Service Wind Speed: 60 mph Table 1 - Proposed Antenna and Cable Information Center Mounting Line Nuomber Antenna Antenna Model Carrier Feed Line Size Note Level (ft) Elevation Antennas Manufacturer ( In) (ft) � J RFS APXVAALL24-43-U-NA20 � Ericsson AIR6449 B41 (4) 6/24 �J 3 Ericsson Radio 4480 B71+gg5 85.0 85.0 T-Mobile 4AWG 1 Hybrid Ericsson I Radio 4460 1325+1366 3F Site Pro 1 1 VFA6-HD Sector Frame Notes: 1) Coax is considered stacked and routed along the tower leg. Table 2 - Existing Antenna and Cable Information Center Mounting Line Number Of Antenna Antenna Model Carrier Feed Line Note Level (ft) Elevation Antennas Manufacturer Size (in) (ft) F- 1 RFS 6' Dish w/ Radome 97.0 97.0 F 1 (1) EW52 2 Tower Mount Pipe Mount FCommscope I RV4PX310R1 �J Commscope I ALU 4x45 RRH (6)1-5/8 85.0 85.0 �J F J Commscope ALU 2x50 RRH nTelos (2) 10 #8AWG 3 Commscope F ALU 8x20 RRH Hybriflex Tower Mount I Pipe Mount 10.0 I 10.0 F —2F— - 2' Dish I - F F2 Notes: 2) Existing Equipment to remain 3) Existing Equipment to be removed tnxTower Report - version 8.1.1.0 T-Mobile — VA72471A 100.0' Self Support Structural Analysis NB+C ES Project Number 100838 3) ANALYSIS PROCEDURE 3.1) Analysis Method December 2, 2021 Page 4 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. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Table 1 and the referenced drawings. 4) All welds and bolt connections are assumed to develop at least the member capacity unless determined otherwise and explicitly stated in this report. 5) The material grade of angles and solid rods are assumed to be ASTM A36 as they were not provided in the original tower drawings. 6) The material grade of the anchor bolts is assumed to ASTM A36 as they were not provided in the original tower drawings. 7) A geotechnical report was not available at the time of the analysis. The presumptive soil parameters for sandy soils were used per TIA-222-H Annex F. This analysis may be affected if any assumptions are not valid or have been made in error. NB+C Engineering Services should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 8.1.1.0 T-Mobile - VA72471A 100.0' Self Support Structural Analysis NB+C ES Project Number 100838 4) ANALYSIS RESULTS Table 3 - Section Capacity (Summary) December2, 2021 Page 5 Section No. Elevation (ft) Component]Size Type Critical Element P (K) SF P_allow (K) /o Capacity Pass /Fail T1 100-80 Leg L31/2x31/2x3/8 4 -8.28 51.14 216 (b) Pass T2 80-60 Leg L31/2x31/2x3/8 44 -20.34 51.14 4�39.8 Pass T3 60 - 40 Leg L4x4x3/8 84 -31.73 35.23 90.1 Pass T4 40 - 20 Leg L4x4x1/2 112 42.78 45.49 94. fi 10b) PASS' T5 20 - 0 Leg L5x5x3/8 140 -53.49 69.80 76.6 Pass T1 100 - 80 Diagonal 5/8 15 3.67 9.94 37.0 Pass T2 80 - 60 Diagonal 5/8 79 4.40 9.94 44.3 PASS T3 60-40 Diagonal 3/4 107 5.10 14.31 35.6 Pass T4 40 - 20 Diagonal 3/4 134 5.07 F 14.31 35.4 Pass T5 20 - 0 Diagonal F 718 1N 5.17 F 19.48 26.5 Pass T1 100 - 80 Horizontal F 2x1/4 20 -1.33 20.31 6.6 Pass T2 80 - 60 Horizontal F x2xl/4 F 60 -2.54 F 4.76 17.2 Pass T3 60-40 Horizontal L2x2x1/4 99 -2.75 11.36 24.2 PASS T4 40 -20 Horizontal L2x3x1/4 127 -3.10 12.65 24.5 Pass T5 20 - 0 Horizontal L2x3x1/4 155 -3.43 10.08 34.0 Pass T1 100 - 80 Top Girt L2x2xl/4 5 -0.15 23.19 0.7 Pass T2 80 - 60 F Top Girt F L2x2x1/4 48 -2.31 18.74 12.3 Pass T3 60-40 Top Girt F 2x1/4 9-2.65 F 3.36 19.8 Pass T4 40 - 20 Top Girt F x3x1/4 115 -2.93 14.50 20.2 Pass T5 20 - 0 Top Girt L2x3x1/4 143 -3.26 11.39 28.6 Pass Summary Leg (T4) 103.3 PASS' Diagonal (T2) 44.3 Pass HOdzOntal (T5) 34.0 Pass Top Girt (T5) 28.6 Pass Bolt Checks 103.3 PaSS2 F--L--F-F-F--F-- RATING= 103.3 1 Pass' Structure Rating (max from all components) = 103.3% Notes, 1) See additional documentation in "Appendix A- Additional Calculations' for calculations supporting the % capacity consumed. 2) Capacities up to 105% are considered acceptable based on analysis methods used. tnxTower Report - version 8.1.1.0 T-Mobile — VA72471A 100.0' Self Support Structural Analysis NB+C ES Project Number 100838 Table 4 — Foundation Capacity (Summary) December 2, 2021 Component I Elevation %Capacity I Pass/Fail Anchor Rods Base Foundation - Soil Interaction Base Foundation - Structural 34.4 Pass 104.0 Passz 12.1 Pass Page 6 Foundation Rating (max from all components) = 104.0% Notes: 1) See additional documentation in "Appendix A -Additional Calculations" for calculations supporting the % capacity consumed. 2) Capacities up to 105% are considered acceptable based on analysis methods used. 4.1) Recommendations 1) The tower and its foundation have sufficient capacity to carry the existing and proposed loads. Modifications are not required at this time. 2) T-Mobile cables are to be stacked and routed along the tower leg. tnxTower Report - version 8.1.1.0 T-Mobile — VA72471A 100.0' Self Support Structural Analysis NB+C ES Project Number 100838 APPENDIX A TNXTOWER OUTPUT & ADDITIONAL CALCULATIONS December 2, 2021 Page 7 tnxTower Report - version 8.1.1.0 1ODOft r1 � N � 03 A A 8 m e 2 G - A A m N 8 9 0 o LL� %5 rh 9 r i BDO X NOR 40.0ft 20.0 ft O.Oft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION 4' STD Pi,(4.5 OD)x6-0' 97 NR8449 B41v MOMR Pipe 85 PN.aa5AD w NR8449 B41v MOMR Pipe 55 VFAWHD Sedor Fr 85 RADIO 44a0 BTB25 B66_TMO 55 VFAWHD Sedor Feme 85 RADIO 44a0 BUMS B68_TMO 55 N "AAL-24_4 U- N-0_TIAW Mwd Pipe 85 RADIO 44a0 BUMS B68_TMO 55 RAD10448013711885A 55 N"AAL-24_4 U- A20_TIAW Mwd Pipe 85 RAD104 ffr1IB85A N RADIO B711085A 85 N"AALL24_4 U- A20_TIAW Mwd Pipe 85 WF HD Sedor Frame 85 NR8449 B41 w/ MOMR Pipe as 10 VHLP2-18 10 MATERIAL STRENGTH GRADE Fu GRADE FyFu P36 111 saw TOWER DESIGN NOTES Tower is located in Albemade County, Virginia. Tower designed for Exposure C to the TIA-222-H Standard. Tower designed for a 110 mph basic wind in accordance with the TIA-222-H Standard. Tower is also designed for a 30 mph basic wind with 1.00 in ice. Ice is considered to increase in thickness wRh height. Deflections are based upon a 60 mph wind. Tower Risk Category If. Topographic Category 1 with Crest Height of 0.00 ft TOWER RATING: 103.3% ALL REACTIONS ARE FACTORED MAX. CORNER REACTIONS AT SASE.' DOWN: 53 K SHEAR: 2 K UPLIFT.-48 K SHEAR: 6 K AXIAL 24 K HEAR MOMENT K 91 Idp-ft TORQUE 1 kip-ft iph WIND-1.0000 in ICE AXIAL 14KK TEAR" MOMENT K �� ,,, 684 kip-ft TORQUE 9 kip-ft REACTIONS - 110 mph WIND VA72471A J=7'` 8601 Six Forks Road Suite 540 TOTALLY COMMITTED Raleigh, NC 27615 Eryinwnry Semen Phone: (919) 657-9131 Ext. 6055 W TIA-222-H - 110 mph/30 mph 1.0000 in Ice Exposure C Leg Capacity Leg Compression (K) 150 00.011wo 100 50 <-MinmV WMIMM-> -50 -100 -uo I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _ IIII I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _y I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I_I_ _ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II _ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _ II _ II _ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _i _r20.00 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I .00 60. .00 ADA w 20. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 00 IN 1. ED -00 -100 -IN VA72471A J=7'` 8601 Six Forks Road Suite 540 TOTALLY COMMITTED Raleigh, NC 27615 E,ineen, sem. Phone: (919) 657-9131 Ext. 6055 W TIA-222-H - 110 mph/30 mph 1.0000 in Ice Exposure C Maximum Values Vx Vz — Mx Mz Global Mast Shear (K) Global Mast Moment (kip-ft) oo. - BOO( I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I WA 4O 0.0 0 5 10 1. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I VA72471A TOTALLY COMMITTED Egin.n, Som. 8601 Six Forks Road Suite 540 Raleigh, NC 27615 Phone: (919) 657-9131 Ext. 6055 TIA-222-H - Service - 60 mph Maximum Values W Deflection (in) OOIX 0 05 1 1. 80. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _I_J_1_L__J_1_1_L I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _I__I_1_L__J I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I J_L_L__J_1_L I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _J_1_L _I_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I F -I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I EDO, d0. 2O 0. 0 0.5 1 1. j j Tilt Twist (deg) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 00 VA72471A J=7'` 8601 Six Forks Road Suite 540 TOTALLY COMMITTED Raleigh, NC 27615 Egin.n, Somme Phone: (919) 657-9131 Ext. 6055 Feed Line Plan Routs Flat App In Face Hpp OW Face (2) Ericsson Hybrid 6124 VA72471A Ericsson Hybrid 6/24 4AWG J=7'` 8601 Six Forks Road Suite 540 TOTALLY COMMITTED Raleigh, NC 27615 Engmaeanq Somme Phone: (919) 657-9131 Ext. 6055 Stress Distribution Chart 0' -100' > 100%' 90%-100%' 75%-90%' 50%-75%' < 50% Overstress Face A w Face B Face C NB+C Engineering Services!"' V Ja11'C 8601 Six Forks Road Suite 540 1oo838 TOTALLY COMMITTED Raleigh, NC 27615 G' T-Mobile E,inwn g Somme Phone: (919) 657-9131 Ext. 6055 cone: TIA-222-H Face D tnxTower Job VA72471A Page1 of 19 NB+CEngineering Services 8601 Six Forks Road Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by Vipul Patel Tower Input Data The main tower is a 4x freestanding tower with an overall height of 100.00 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 3.33 ft at the top and 9.58 ft at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: • Tower is located in Albemarle County, Virginia. • Tower base elevation above sea level: 494.35 ft. • Basic wind speed of 110 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. • Nominal ice thickness of 1.0000 in. • Ice thickness is considered to increase with height. • Ice density of 56 pcf. • A wind speed of 30 mph is used in combination with ice. • Temperature drop of 50 °F. • Deflections calculated using a wind speed of 60 mph. • A non -linear (P-delta) analysis was used. • 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: K.(F.) = 0.95, Ke,(ti) = 0.85. • Maximum demand -capacity ratio is: 1. • Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Boating (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area ofAppurt. Autocalc Torque Arm Areas Add IBC .6DtW Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Ignore KIJry For 60 Deg. Angle Legs Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-H Bracing Resist, Exemption Use TIA-222-H Tension Splice Exemption Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known tnxTower Job VA72471A Page2 of 19 NB+CEngineering Services 8601 Six Forks (toad Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh, NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by VIpUI Patel Leg A Leg B Face B Wind 90 X m n Face D �pO Wind 0 Square To Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections � ft ft Tl 100.00-80.00 3.33 1 20.00 T2 80.00-60.00 4.58 1 20.00 T3 60.00-40.00 5.83 1 2000 T4 40.00-20.00 7.08 1 2000 T5 20.00-0.00 8.33 1 20.00 Tower Section Geometry cont'd Tower Tower Diagonal Bracing Section Elevation Spacing Type T1 100 00-80,00 6.67 TX Brace T2 80.00-60 00 6.67 TX Brace T3 60,00-40.00 10.00 TX Brace T4 40.00-20.00 10.00 TX Brace T5 20.00-0.00 10.00 TX Brace Has Has KBrace Horizontals End Top Girt Bottom Girt Offset Offset No Yes 0,0000 0.0000 No Yes 0.0000 0.0000 No Yes 0.0000 0.0000 No Yes 0.0000 0.0000 No Yes 0.0000 0.0000 Tower Section Geometry cont'd tnXTower Job VA72471A Page3 of 19 NB+CEngineering Services 8601 Six Forks Road Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by Vpul Patel Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade TI 100.00-80.00 Single Angle L3 I/2x.3 MOM A36 Solid Round 5/8 A36 (36 ksi) (36 ksi) 12 80.00-60.00 Single Angle L3 120 MOM A36 Solid Rowd 5/8 A36 (36 ksi) (36 ksi) T3 60.00d0.00 Single Angle L4x4x3/8 A36 Solid Rowd 3/4 A36 (36 ksi) (36 ksi) T4 40.00-20.00 Single Angle I4x4xl2 A36 Solid Round 3/4 A36 (36 ksi) (36 ksi) T5 20.00-0.00 Single Angle L5x5x3/8 A36 Solid Round 7/8 A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation ft Type Size Grade Type Size Grade TI 100.00-80.00 Single Angle L2x2xl/4 A36 Flat Bar A36 (36 ksi) (36 ksi) 1280.00-60.00 Single Angle L2x2xl/4 A36 Flat Bar A36 (36 ksi) (36 ksi) T360.00d0.00 Single Angle L2x2xl/4 A36 Flat Bar A36 (36 ksi) (36 ksi) T440.00-20.00 Single Angle L2x3xl/4 A36 Flat Bar A36 (36 ksi) (36 ksi) T520.00-0.00 Single Angle L2x3xl/4 A36 Flat Bar A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid ft Giris T1100.00-80.00 None Flat Bar A36 Single Angle L2x2xl/4 A36 (36 ksi) (36 ksi) 7280.00-60.00 None Flat Bar A36 Single Angle L2x2xl/4 A36 (36 ksi) (36 ksi) T360.00d0.00 None Flat Bar A36 Single Angle L2x2xl/4 A36 (36 ksi) (36 ksi) T440.00-20.00 None Flat Bar A36 Single Angle L2x3xl/4 A36 (36 ksi) (36 ksi) T520.00-0.00 None Flat Bar A36 Single Angle L2x3xl/4 A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd tnXTower Job VA72471A Page4 of 19 NB+CEngineering Services 8601 Six Forks Road Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by Vpul Patel Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness AJ Factor Stitch Bolt Stitch Bolt Stitch Bolt (perforce) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft' in in in in Tl 0.00 0.3750 A36 1.05 1.05 1.1 36.0000 36.0000 36.0000 100.00-80.00 (36 ksi) 72 80.00-60.00 0.00 0.3750 A36 1.05 1.05 1.1 36.0000 36.0000 36.0000 (36 ksi) T3 60.00d0.00 0.00 0.3750 A36 1.05 1.05 1.1 36.0000 36.0000 36.0000 (36 ksi) T4 40.00-20.00 0.00 0.3750 A36 1.05 1.05 1.1 36.0000 36.0000 36.0000 (36 ksi) T5 20.00-0.00 0.00 0.3750 A36 1.05 1.05 1.1 36.0000 36.0000 36.0000 (36 ksi) Tower Section Geometry cont'd K Factors' Tower Cale Cale Legs X K Single Girts Hariz. Sec. Inner Elevation K K Brace Brace Drags Hariz. Brace Single Solid Diags Drags Angles Rounds X X X X X X X fr Y Y Y Y Y Y Y Tl Yes No 1 1 1 1 1 1 1 1 100.00-80.00 1 1 1 1 1 1 1 T2 Yes No 1 1 1 1 1 1 1 1 80.00-60.00 1 1 1 1 1 1 1 T3 Yes No 1 1 1 1 1 1 1 1 60.00d0.00 1 1 1 1 1 1 1 T4 Yes No 1 1 1 1 1 1 1 1 40.00-20.00 1 1 1 1 1 1 1 T5 20.00-0.00 Yes No 1 1 1 1 1 1 1 1 1 I 1 1 I I 1 'Note: Kfactors are applied to member segment lengths. K-braces without inner supporting members will have the Kfactor in the out -of -plane direction applied to the overall length. Tower Section Geometry cont'd Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Lang Horizontal Short Horizontal Net Width U Met Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 100.00-80.00 T2 80.00fi0.00 0.0000 1 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T3 60.0040.00 0.0000 1 0.0000 1 00000 0.75 0.0000 0.75 0.0000 0.75 00000 0.75 0.0000 0.75 T4 40.00-20.00 0.00. 1 0.0000 1 00000 0.75 0.0000 0.75 0.0000 0.75 00000 0.75 0.0000 0.75 T5 20.00-0.00 0.0000 1 1 0.0000 1 1 00000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 l tnxTower Job VA72471 A Page 5 of 19 NB+CEngineering Services 8601 Six Forks Road Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by Vpul Patel Tower Elevation ft Redundant Horizontal Redundant Diagonal Redundant Sub -Diagonal Redundant Sub -Horizontal Redundant Vertical Redundant Hip Redundant Hip Diagonal Net Width U Met Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 100.00-80.00 T2 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 T3 60.0040.00 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 40.00-20.00 0.00. 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 20.00-0.00 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 1 0.0000 0.75 Tower Section Geometry cont'd Tower Elevation f Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Lang Horizontal Short Horizontal Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 Sleeve SS 0.6250 6 0.6250 2 0.6250 2 0.6250 0 0.6250 0 0.6250 2 0.6250 0 100.00-80.00 A325N A325N A325N A325N A325N A325N A325N 72 80.00-60.00 Sleeve SS 0.6250 6 0.6250 2 0.6250 2 0.6250 0 0.6250 0 0.6250 2 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T3 60.00d0.00 Sleeve SS 0.6250 6 0.6250 2 0.6250 2 0.6250 0 0.6250 0 0.6250 2 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T440.00-20.00 Sleeve SS 0.6250 6 0.6250 2 0.6250 2 0.6250 0 0.6250 0 0.6250 2 0.6250 0 A325N A325N A325N A325N A325N A325N A325N T5 20.00-0.00 Sleeve SS 0.0000 6 0.6250 2 0.6250 2 0.6250 0 0.6250 0 0.6250 2 0.6250 0 A325N A325N A325N A325N A325N A325N A325N Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Exclude Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield From Type Offset Offset Per Spacing Diameter Leg Torque jt in (Fr-FW) Row in in in plf Climbing B No No Af (CaAa) 100.00 - 0.0000 0 1 1 1.5000 1.5000 7.90 Ladder 10.00 Safety Line B No No At (CaAa) 100.00 - 6.0000 0 1 1 0.3750 0.3750 022 3/8 10.00 EW52(ELLIP B No No At (CaAa) 97.00 - 0.0000 -0.47 1 1 2.2500 2.2500 0.59 TICAL) 10.00 ••r Ericsson A No No At (CaAa) 85.00 - 0.0000 0.47 2 2 1.5500 1.5500 0.66 Hybrid 6/24 10.00 4AWG Ericsson C No No At (CaAa) 85.00 - 0.0000 -0.47 2 2 1.5500 1.5500 0.66 Hybrid 6/24 10.00 4AWG MxTower Job VA72471A Page 6 of 19 NB+CEngineering Services 8601 Six Forks Road Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh, NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by VIpUI Patel Feed Line/Linear Appurtenances Section Areas Tower Tower Face Aa AF CAAe CAAe Weight Section Elevation In Face Out Face it it, it, it, it, K Tl 100.00-80.00 A 0.000 0.000 1.550 0.000 0.01 B 0.000 0.000 9.575 0.000 0.17 C 0.000 0.000 1.550 0 000 0.01 D 0.000 0.000 0.000 0 000 000 T2 80.00-60.00 A 0.000 0.000 6.200 0 000 003 B 0.000 0,000 10.250 0 000 0.17 C 0.000 0.000 6,200 0 000 0.03 D 0.000 0.000 0.000 0 000 0.00 T3 60.00-40.00 A 0.000 0.000 6,200 0 000 0.03 B 0.000 0.000 10.250 0 000 0.17 C 0.000 0,000 6.200 0 000 0.03 D 0.000 0.000 0,000 0 000 0.00 T4 40.00-20.00 A 0.000 0.000 6.200 0 000 0.03 B 0.000 0.000 10.250 0 000 0.17 C 0.000 0,000 6,200 0 000 0.03 D 0.000 0.000 0.000 0 000 0.00 T5 20.00-0.00 A 0.000 0.000 3.100 0 000 0.01 B 0.000 0.000 5.125 0 000 0.09 C 0.000 0,000 3.100 0 000 0.01 D 0,000 0,000 0 000 0 000 000 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice As AF EAA Cole Weight Section Elevation or Thickness In Face Out Face B 0.000 0 000 20.288 0.000 0.36 C 0.000 0 000 4.610 0.000 0.04 D 0.000 0 000 0.000 0.000 0.00 T2 80.00-60.00 A 0.916 0.000 0 000 18.281 0.000 0.15 B 0.000 0 000 21.247 0.000 0.37 C 0.000 0 000 18.281 0.000 0.15 D 0.000 0 000 0.000 0.000 0.00 T3 60.00-40.00 A 0.886 0.000 0 000 18.076 0.000 0.14 B 0.000 0 000 20.883 0.000 0.36 C 0.000 0 000 18.076 0.000 0.14 D 0.000 0 000 0.000 0.000 0.00 T4 40.00-20.00 A 0.942 0.000 0 000 17.779 0.000 0.14 B 0.000 0 000 20.353 0.000 0.35 C 0.000 0 000 17.779 0.000 0.14 D 0.000 0 000 0.000 0.000 0.00 T5 20.00-0.00 A 0.754 0.000 0 000 6.117 0.000 0.06 B 0.000 0.000 9.651 0.000 0.16 C 0.000 0,000 6.117 0.000 0.06 D 0.000 0.000 0.000 0.000 0.00 Feed Line Center of Pressure tnxTower Job VA72471A Page7 of 19 NB+CEngineering Services 8601 Six Forks Road Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by Vpul Patel Section Elevation CPx CPz CPx CPz Ice Ice T1 100.00-80.00 -1.0047 -3.6309 -1.3020 -5.8137 32 80.00-60.00 -1.2961 -6.5162 -1.6000 -10.0622 T3 60.0Od0.00 -1.4579 -7.3295 -1.8319 -11.5430 T4 40.00-20.00 -1.6558 -8.3160 -2.0439 -12.9167 T5 20.00-0.00 -0.8288 -4.2670 -1.0862 -6.4536 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. K" No Ice K. Ice TI 1 Climbing ladder 80.00-100.00 0.6000 0.6000 TI 2 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 TI 4 EW52(ELLIPTICAL) 80.00-97.00 0.6000 0.6000 TI 6 Ericsson Hybrid 6/24 4AWG 80.00 - 85.00 0.6000 0.6000 TI 7 Ericsson Hybrid 6/24 4AWG 80.00 - 85.00 0.6000 0.6000 T2 1 Climbing ladder 60.00 - 80.00 0.6000 0.6000 T2 2 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 T2 4 EW52(ELLIPTICAL) 60.00 - 80.00 0.6000 0.6000 T2 6 Ericsson Hybrid 6/24 4AWG 60.00 - 80 00 0.6000 0.6000 T2 7 Ericsson Hybrid 6/24 4AWG 60.00 - 80.00 0.6000 0.6000 T3 1 Climbing ladder 40.00 - 60.00 0.6000 0.6000 T3 2 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000 T3 4 EW52(ELLIPTICAL) 40.00-60.00 0.6000 0.6000 T3 6 Ericsson Hybrid 6/24 4AWG 40.00 - 60 00 0.6000 0.6000 T3 7 Ericsson Hybrid 6/24 4AWG 40.00 - 60.00 0.6000 0.6000 T4 1 Climbing ladder 20.00 - 40.00 0.6000 0.6000 T4 2 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000 T4 4 EW52(ELLIPTICAL) 20.00-40.00 0.6000 0.6000 T4 6 Ericsson Hybrid 6/24 4AWG 20.00 - 40 00 0.6000 0.6000 T4 7 Ericsson Hybrid 6/24 4AWG 20.00 - 40.00 0.6000 0.6000 T5 1 Climbing ladder 10.00 - 20.00 0.6000 0.6000 T5 2 Safety Line 3/8 10.00 - 20.00 0.6000 0.6000 T5 4 EW52(ELLIPTICAL) 10.00-20.00 0.6000 0.6000 T5 6 Ericsson Hybrid 6/24 4AWG 10.00 - 20.00 0.6000 0.6000 T5 7 Ericsson Hybrid 6/24 4AWG 10.00 - 20.00 0.6000 0.6000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAe CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft ft, /t2 K D From Face 0.50 0.0000 97.00 No Ice 1.43 1.43 0.05 0.00 12" Ice 2.08 2.08 0.07 0.00 I" Ice 2.40 2.40 0.09 tnxTower Job VA72471A Page8 of 19 NB+CEngineering Services 8601 Six Forks Road Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by Vpul Patel Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft ft' Jt2 K ft ft VFA6-HD Sector Frame A From Leg 4.00 0.0000 85.00 No Ice 10.00 9.20 0.55 000 12" Ice 14.80 14.60 0.67 0.00 V Ice 19.60 19.50 0.84 VFA6-HD Sector Frame B From Leg 4.00 30.0000 85.00 No Ice 10.00 9.20 0.55 0.00 12" Ice 14.80 14.60 0.67 0.00 V Ice 19.60 19.50 0.84 VFA6-HD Sector Frame D From Leg 4.00 -30.0000 85.00 No Ice 10.00 9.20 0.55 0.00 12" Ice 14.80 14.60 0.67 0.00 V Ice 19.60 19.50 0.84 APXVAALL24 43-O-NA20 A From Leg 4.00 0.0000 85.00 No Ice 20.48 10.87 0.18 _17A w/ Mount Pipe 0.00 12" Ice 21.23 12.39 0.32 0.00 V Ice 21.99 13.94 0.46 APXVAALL24_43-O-NA20 B From Leg 4.00 30.0000 85.00 No Ice 20.48 10.87 0.18 _17A w/ Mount Pipe 0.00 12" Ice 21.23 12.39 0.32 0.00 V Ice 21.99 13.94 0.46 APXVAALL24 43-O-NA20 D From Leg 4.00 -30.0000 85.00 No Ice 20.48 10.87 0.18 _17A w/ Mount Pipe 0.00 l2" Ice 21.23 12.39 0.32 0.00 V Ice 21.99 13.94 0.46 AIR6449 B41 w/ Mount Pipe A From Leg 4.00 0.0000 85.00 No Ice 5.89 3.28 0.12 0.00 12" Ice 6.26 3.74 0.17 0.00 V Ice 6.63 4.22 0.22 AIR6449 B41 w/ Mount Pipe B From Leg 4.00 30.0000 85.00 No Ice 5.89 3.28 0.12 0.00 l2" Ice 6.26 3.74 0.17 0.00 V Ice 6.63 4.22 0.22 AIR6449 B41 w/ Mount Pipe D From Leg 4.00 -30.0000 85.00 No Ice 5.89 3.28 0.12 0.00 l2" Ice 6.26 3.74 0.17 0.00 V Ice 6.63 4.22 0.22 RADIO 4460 B2B25 A From Leg 4.00 0.0000 85.00 No Ice 2.14 1.69 0.1I B66 TMO 0.00 12" Ice 2.32 1.85 0.13 0.00 V Ice 2.51 2.02 0.16 RADIO 4460 B2B25 B From Leg 4.00 30.0000 85.00 No Ice 2.14 1.69 0.1I B66 TMO 0.00 l2" Ice 2.32 1.85 0.13 0.00 V Ice 2.51 2.02 0.16 RADIO 4460 132B25 D From Leg 4.00 -30.0000 85.00 No Ice 2.14 1.69 0.1I B66 TMO 0.00 12" Ice 2.32 1.85 0.13 0.00 V Ice 2.51 2.02 0.16 RADIO 4480 B71B85A A From Leg 4.00 0.0000 85.00 No Ice 2.85 1.38 0.08 0.00 l2" Ice 3.06 1.54 0.1I 0.00 V Ice 3.28 1.71 0.13 RADIO 4480 B71B85A B From Leg 4.00 30.0000 85.00 No Ice 2.85 1.38 0.08 0.00 l2" Ice 3.06 1.54 0.1I 0.00 V Ice 3.28 1.71 0.13 RADIO 4480 B71B85A D From Leg 4.00 -30.0000 85.00 No Ice 2.85 1.38 0.08 0.00 12" Ice 3.06 1.54 0.1I 0.00 V Ice 3.28 1.71 0.13 Dishes tnxTower Job VA72471A Page9 of 19 NB+C Engineering Serwices 8601 Six Forks Road Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by Vpul Patel Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horn Adjustment Beam Diameter Area Leg Lateral Width Vert ft 0 0 ft ft f12 K PALE-65AD D Paraboloid From 1.00 9.5380 97.00 6.00 No Ice 28.27 0.15 w/Radome Face 0.00 12" Ice 29.05 0.30 0.00 V Ice 29.83 0.45 VHLP2-18 D Paraboloid w/o From 0.00 0.0000 10.00 2.00 No Ice 3.14 0.03 Radome Face 2.50 12" Ice 3.41 0.05 0.00 V Ice 3.68 0.07 VHLP2-18 D Paraboloid w/o From 0.00 0.0000 10.00 2.00 No Ice 3.14 0.03 Radome Face -2.50 12" Ice 3.41 0.05 0.00 V Ice 3.68 0.07 Load Combinations Comb. Description No. I Dead Only 2 1.2 Dead+FO Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 45 deg - No Ice 5 0.9 Dead+FO Wind 45 deg - No Ice 6 1.2 Dead+FO Wind 90 deg - No Ice 7 0.9 Dead+FO Wind 90 deg - No Ice 8 1.2 Dead+FO Wind 135 deg - No Ice 9 0.9 Dead+FO Wind 135 deg - No Ice 10 1.2 Dead+FO Wind 180 deg - No Ice 11 0.9 Dead+FO Wind 180 deg - No Ice 12 1.2 Dead+FO Wind 225 deg - No Ice 13 0.9 Dead+FO Wind 225 deg - No Ice 14 1.2 Dead+FO Wind 270 deg - No Ice 15 0.9 Dead+FO Wind 270 deg - No Ice 16 1.2 Dead+FO Wind 315 deg - No Ice 17 0.9 Dead+FO Wind 315 deg - No Ice 18 1.2 Dead+FO Ice+1.0 Temp 19 1.2 Dead+FO Wind 0 deg+1.0 Ice+1.0 Temp 20 1.2 Dead+FO Wind 45 deg+1.0 Ice+1.0 Temp 21 1.2 Dead+FO Wind 90 deg+1.0 Ice+1.0 Temp 22 1.2 Dead+FO Wind 135 deg+1.0 Ice+1.0 Temp 23 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 24 1.2 Dead+1.0 Wind 225 deg+1.0 Ice+1.0 Temp 25 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 26 1.2 Dead+1.0 Wind 315 deg+1.0 Ice+1.0 Temp 27 Dead+Wind 0 deg - Service 28 Dead+Wind 45 deg - Service 29 Dead+Wind 90 deg- Service 30 Dead+Wind 135 deg - Service 31 Dead+Wind 180 deg - Service 32 Dead+Wind 225 deg - Service 33 Dead+Wind 270 deg - Service 34 Dead+Wind 315 deg - Service Maximum Member Forces tnxTOWBP Job VA72471A Page10 of 19 NB+CEngineering Serpices 8601 Six Forks Road Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by Vpul Patel Section Elevation No. ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment ki" Mdnar Axis Moment kip-./l Tl 100 - 80 Leg Max Tension 16 2.08 0.15 0.15 Max. Compression 16 -8.28 -0.13 -0.13 Max. Mx 6 0.20 -0.85 -0.02 Max. My 10 0.38 -0.01 -0.86 Max. Vy 6 0.75 0.39 -0.02 Max. Vx 10 0.75 401 0.37 Diagonal Max Tension 10 3.67 0.00 0.00 Horizontal Max Tension 23 0.00 000 0.00 Max. Compression 10 -1.33 000 0.00 Max. Mx 20 -0.10 -0.02 0.00 Max. My 19 -0.09 0.00 0.00 Max. Vy 20 0.02 000 0.00 Max. Vx 19 -0.00 000 0.00 Top Girt Max Tension I 0.00 000 0.00 Max. Compression 6 -0.15 0.00 0.00 Max. Mx 20 -0.02 -0 01 0.00 Max. My 19 -0.02 000 0.00 Max. Vy 20 0.01 0.00 0.00 Max. Vx 19 -0.00 0.00 0.00 T2 80 - 60 Leg Max Tension 17 13.15 0.04 0.04 Max. Compression 16 -20.34 -0.06 -0.05 Max. Mx 6 -0.11 0.31 -0.06 Max. My 10 0.27 -0.06 0.31 Max. Vy 6 0.09 0.31 -0.06 Max. Vx 14 0.09 -0.07 0.30 Diagonal Max Tension 10 4.40 0.00 0.00 Horizontal Max Tension I 0.00 0.00 0.00 Max. Compression 10 -2.54 0.00 0.00 Max. Mx 24 -0.29 -0.03 0.00 Max. My 19 -0.12 0.00 0.00 Max. Vy 24 -0.02 0.00 0.00 Max. Vx 19 -0.00 000 0.00 Top Girt Max Tension I 0.00 000 0.00 Max. Compression 10 -2.31 000 0.00 Max. Mx 22 -0.21 -0.02 0.00 Max. My 19 -0.10 0.00 0.00 Max. Vy 22 -0.02 000 0.00 Max. Vx 19 -0.00 0.00 0.00 T3 60 - 40 Leg Max Tension 17 22.15 0.09 0.11 Max. Compression 16 -31.73 -0.09 -0.08 Max. Mx 6 6.69 0.17 -0.04 Max. My 14 7.62 -0.04 0.17 Max. Vy 6 -0.08 0.17 -0.04 Max. Vx 14 -0.08 -0.04 0.17 Diagonal Max Tension 10 5.10 0.00 0.00 Horizontal Max Tension I 0.00 0.00 0.00 Max. Compression 6 -2.75 0 00 0.00 Max. Mx 22 -0.26 -0.04 0.00 Max. My 19 -0.16 0.00 0.00 Max. Vy 22 0.03 0.00 0.00 Max. Vx 19 -0.00 0.00 0.00 Top Girt Max Tension I 0.00 0.00 0.00 Max. Compression 10 -2.65 0.00 0.00 Max. Mx 22 -0.24 404 0.00 Max. My 19 -0.14 0.00 0.00 Max. Vy 22 0.02 0.00 0.00 Max. Vx 19 -0.00 0.00 0.00 T4 40 - 20 Leg Max Tension 5 32.74 0.10 0.07 Max. Compression 16 -42.78 -0.10 -0.09 Max. Mx 4 -7.44 0.22 -0.22 Max. My 5 -6.50 0.22 -0.22 tnxTower Job VA72471A Page11 of 19 NB+CEngineering Serpices 8601 Six Forks Road Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by Vpul Patel Section Elevation Component No. jt Type Condition Gov. Load Comb. Axial K Major Axis Moment ki" Mdnor Axis Moment kip-./l Max. Vy 6 -0.07 0.22 -0.08 Max. Vx 14 -0.07 -0.08 0.22 Diagonal Max Tension 6 5.07 0.00 0.00 Horizontal Max Tension 1 0.00 0.00 0.00 Max. Compression 6 -3.10 0.00 0.00 Max. Mx 18 -0.05 -0.07 0.00 Max. My 19 -0.20 0.00 0.00 Max. Vy 18 0.04 0.00 0.00 Max. Vx 19 -0.00 0.00 0.00 Top Girt Max Tension I 0.00 0.00 0.00 Max. Compression 6 -2.93 0.00 0.00 Max. Mx 18 -0.06 -0.06 0.00 Max. My 19 -0.18 0.00 0.00 Max. Vy 18 0.04 0.00 0.00 Max. Vx 19 -0.00 0.00 0.00 T5 20 - 0 Leg Max Tension 5 43.01 0.14 0.13 Max. Compression 16 -53.49 0.00 -0.00 Max. Mx 3 -35.48 -0.26 0.09 Max. My 5 -6.68 0.25 -0.26 Max. Vy 2 0.13 0.25 -0.08 Max. Vx 2 0.13 407 0.25 Diagonal Max Tension 6 5.17 0.00 0.00 Horizontal Max Tension I 0.00 0.00 0.00 Max. Compression 6 -3.43 0.00 0.00 Max. Mx 18 -0.54 -0.09 0.00 Max. My 18 -0.54 0.00 0.00 Max. Vy 18 0.04 0.00 0.00 Max. Vx 18 0.00 000 0.00 Top Girt Max Tension 1 0.00 000 0.00 Max. Compression 6 -3.26 0.00 0.00 Max. Mx 18 -0.05 -0 08 0.00 Max. My 19 -0.21 000 0.00 Max. Vy 18 -0.04 0.00 0.00 Max. Vx 19 -0.00 0.00 0.00 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Leg Max. Vert 12 51.62 1,62 -1.62 Max. Hx 12 51.62 1.62 -1.62 Max. H. 5 -48.26 -3.56 4.52 Min. Vert 5 -48.26 -3.56 4.52 Min. Hx 7 -30.20 -3.74 2.39 Min. H, 12 51.62 1.62 -1.62 Leg Max. Vert 8 50.20 -1.58 -1.58 Max. Hx 17 -47.98 3.88 4.11 Max. H. 17 -47.98 3.88 4.11 Min. Vert 17 -47.98 3.88 4.11 Min. Hx 8 50.20 -1.58 -1.58 Min. H. 8 50.20 -1.58 -1.58 Leg Max. Vert 4 53.47 -1.67 1.68 Max. Hx 13 -46.39 4.33 -3.52 Max. H. 4 53.47 -1.67 1.68 Min. Vert 13 -46.39 4.33 -3.52 Min. Hx 4 53.47 -1.67 1.68 tnxTower Job VA72471A Page12 of 19 NB+CEngineering Services 8601 Six Forks Road Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by Vpul Patel Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Min. H, 11 -29.28 2.31 -3.74 Leg Max. Vert 16 53.49 1.68 1.67 Max. H. 16 53.49 1.68 1.67 Max. H. 16 53.49 1.68 1.67 Min. Vert 9 -45.17 -3.91 -3.86 Min. H. 7 -28.26 -4.36 -1.99 Min. H. 11 -28.94 -2.05 -4.29 Tower Mast Reaction Summary Load Combination Vertical K Shear, K Shear, K Overturning Moment, M, kip-- t Overturning Moment, M ki" Torque ki" Dead Only 11.59 -0.00 -0.00 -7.49 5.30 -0.00 1.2 Dead+LO Wind 0 deg - No 13.91 0.00 -10.45 -639.11 6.03 -4.87 Ice 0.9 Dead+1.0 Wind 0 deg - No 10.43 0.00 -10.45 -636.32 4.47 -4.86 Ice 1.2 Dead+1.0 Wind 45 deg - No 13.91 7.96 -8.18 -494.36 -472.92 -8.87 Ice 0.9 Dead+1.0 Wind 45 deg - No 10.43 7.96 -8.18 -491.68 -474.10 -8.86 Ice 1.2 Dead+1.0 Wind 90 deg - No 13.91 10.32 -0.11 -19.58 -609.19 -6.59 Ice 0.9 Dead+1.0 Wind 90 deg - No 10.43 10.32 -0.11 -17.32 -610.27 -6.58 Ice 1.2 Dead+1.0 Wind 135 deg - 13.91 7.80 7.81 450.68 -453.45 -0.61 No Ice 0.9 Dead+1.0 Wind 135 deg - 10.43 7.80 7.81 452.56 -454.67 -0.61 No Ice 1.2 Dead+1.0 Wind 180 deg - 13.91 0.02 10.25 606.16 4.13 5.32 No Ice 0.9 Dead+1.0 Wind 180 deg - 10.43 0.02 10.25 607.90 2.54 5.31 No Ice 1.2 Dead+1.0 Wind 225 deg - 13.91 -7.86 7.89 459.33 471.55 8.29 No Ice 0.9 Dead+1.0 Wind 225 deg - 10.43 -7.86 7.89 461.19 469.55 8.28 No Ice 1.2 Dead+1.0 Wind 270 deg - 13.91 -10.26 -0.07 -16.13 615.66 6.49 No Ice 0.9 Dead+1.0 Wind 270 deg - 10.43 -10.26 -0.07 -13.89 613.55 6.48 No Ice 1.2 Dead+1.0 Wind 315 deg - 13.91 -7.86 -8.14 -490.29 475.89 1.34 No Ice 0.9 Dead+1.0 Wind 315 deg - 10.43 -7.86 -8.14 -487.62 473.89 1.34 No Ice 1.2 Dead+1.0 Ice+LO Temp 23.76 -0.00 -0.00 -16.76 10.84 -0.00 1.2 Dead+1.0 Wind 0 deg+1.0 23.76 0.00 -1.07 -81.47 10.80 -0.51 Ice+1.0 Temp 1.2 Dead+LO Wind 45 deg+1.0 23.76 0.84 -0.86 -67.79 -39.63 -1.03 Ice+1.0 Temp 1.2 Dead+LO Wind 90 deg+1.0 23.76 1.09 -0.01 -17.60 -54.34 -0.95 Ice+1.0 Temp 1.2 Dead+LO Wind 135 23.76 0.83 0.83 32.16 -38.10 -0.21 deg+1.0 Ice+LO Temp 1.2 Dead+LO Wind 180 23.76 0.00 1.05 46.69 10.66 0.55 deg+1.O Ice+LO Temp tnxTower Job VA72471A Page13 of 19 NB+CEngineering Services 8601 Six Forks Road Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by Vpul Patel Load ver0cal Shear, Shear, Overturning Overrunning Torque Combination Moment, At, Moment, .M K K K kio-ft kio-ft kio-ft 1.2 Dead+LO Wind 225 23.76 -0.83 0.83 32.84 60.27 0.99 deg+1.01ce+1.0 Temp 1.2 Dead+LO Wind 270 23.76 -1.08 -0.01 -17.31 75.59 0.94 deg+1.01ce+1.0 Temp 1.2 Dead+LO Wind 315 23.76 -0.83 -0.85 -67.47 60.60 0.27 deg+1.01ce+1.0 Temp Dead+Wind 0 deg - Service 11.59 0.00 -3.27 -204.75 5.20 -1.54 Dead+Wind 45 deg - Service 11.59 2.49 -2.56 -159.44 -144.72 -2.77 Dead+Wind 90 deg - Service 11.59 3.23 -0.03 -10.82 -187.38 -2.07 Dead+Wind 135 deg- Service 11.59 2.44 2.44 136.39 -138.63 -0.19 Dead+Wind 180 deg- Service 11.59 0.01 3.21 185.06 4.61 1.68 Dead+Wind 225 deg - Service 11.59 -2.46 2.47 139.10 150.92 2.59 Dead+Wind 270 deg - Service 11.59 -3.21 -0.02 -9.74 196.03 2.04 Dead+Wind 315 deg- Service 11.59 -2.46 -2.55 -158.16 152.28 0.42 Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error 1 0.00 -11.59 0.00 0.00 11.59 0.00 0.000"/0 2 0.00 -13.91 -10.45 -0.00 13.91 10.45 0.000"/0 3 0.00 -10.43 -10.45 -0.00 10.43 10.45 0.000"/0 4 7.96 -13.91 -8.18 -7.96 13.91 8.18 0.000"/0 5 7.96 -10.43 -8.18 -7.96 10.43 8.18 0.000"/0 6 10.32 -13.91 -0.11 -10.32 13.91 0.11 0.000"/0 7 10.32 -10.43 -0.11 -10.32 10.43 0.11 0.000"/0 8 7.80 -13.91 7.81 -7.80 13.91 -7.81 0.000"/0 9 7.80 -10.43 7.81 -7.80 10.43 -7.81 0.000"/0 10 0.02 -13.91 10.25 -0.02 13.91 -10.25 0.000"/0 11 0.02 -10.43 10.25 -0.02 10.43 -10.25 0.000"/0 12 -7.86 -13.91 7.89 7.86 13.91 -7.89 0.000"/0 13 -7.86 -10.43 7.89 7.86 10.43 -7.89 0.000"/0 14 -10.26 -13.91 -0.07 10.26 13.91 0.07 0.000"/0 15 -10.26 -10.43 -0.07 10.26 10.43 0.07 0.000"/0 16 -7.86 -13.91 -8.14 7.86 13.91 8.14 0.000"/0 17 -7.86 -10.43 -8.14 7.86 10.43 8.14 0.000"/0 18 0.00 -23.76 0.00 0.00 23.76 0.00 0.000"/0 19 0.00 -23.76 -1.07 -0.00 23.76 1.07 0.000"/0 20 0.84 -23.76 -0.86 -0.84 23.76 0.86 0.000"/0 21 1.09 -23.76 -0.01 -1.09 23.76 0.01 0.000"/0 22 0.83 -23.76 0.83 -0.83 23.76 -0.83 0.000"/0 23 0.00 -23.76 1.05 -0.00 23.76 -1.05 0.000"/0 24 -0.83 -23.76 0.83 0.83 23.76 -0.83 0.000"/0 25 -1.08 -23.76 -0.01 1.08 23.76 0.01 0.000"/0 26 -0.83 -23.76 -0.85 0.83 23.76 0.85 0.000"/0 27 0.00 -11.59 -3.27 -0.00 11.59 3.27 0.000"/0 28 2.49 -11.59 -2.56 -2.49 11.59 2.56 0.000"/0 29 3.23 -11.59 -0.03 -3.23 11.59 0.03 0.000"/0 30 2.44 -11.59 2.44 -2.44 11.59 -2.44 0.000"/0 31 0.01 -11.59 3.21 -0.01 11.59 -3.21 0.000"/0 32 -2.46 -11.59 2.47 2.46 11.59 -2.47 0.000"/0 33 -3.21 -11.59 -0.02 3.21 11.59 0.02 0.000"/0 34 -2.46 -11.59 -2.55 2.46 11.59 2.55 0.000"/0 MxTower Job VA72471A Page 14 of 19 NB+CEngineering Services 8601 Six Forks Road Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh, NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by VIpUI Patel Non -Linear Convergence Results Load Converged? Number Displacement Force 2 Yes 50 000000001 0.00001265 3 Yes 50 000000001 000001234 4 Yes 50 000000001 000002653 5 Yes 50 000000001 000002585 6 Yes 50 000000001 000001167 7 Yes 50 000000001 000001136 8 Yes 50 000000001 000002467 9 Yes 50 000000001 000002465 10 Yes 50 000000001 000001339 It Yes 50 000000001 000001305 12 Yes 50 000000001 000002669 13 Yes 50 000000001 000002611 14 Yes 50 000000001 000001172 15 Yes 50 000000001 000001145 16 Yes 50 000000001 000002902 17 Yes 50 000000001 000002778 18 Yes 50 000000001 000004220 19 Yes 50 000000001 000000001 20 Yes 50 000000001 000000001 21 Yes 50 000000001 000000001 22 Yes 50 000000001 000000001 23 Yes 50 000000001 000000001 24 Yes 50 000000001 000000001 25 Yes 50 000000001 000000001 26 Yes 50 000000001 000002184 27 Yes 50 000000001 000000001 28 Yes 50 000000001 000002759 29 Yes 50 000000001 000000001 30 Yes 50 000000001 000002513 31 Yes 50 000000001 000000001 32 Yes 50 000000001 000002745 33 Yes 50 000000001 000000001 34 Yes 50 000000001 000003016 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. Tl 100 - 80 1.367 34 0.0815 0.1073 T2 80 - 60 0.994 34 0.0796 0.0926 T3 60 - 40 0.618 34 0.0637 0.0598 T4 40 - 20 0,318 34 0.0428 0.0332 T5 20-0 0,108 28 0.0234 0.0143 Critical Deflections and Radius of Curvature - Service Wind t1 xTower Job VA72471A Page15 of 19 NB+CEngineering Services 8601 Six Forks Road Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh, NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by VIpUI Patel Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 0ft 97.00 PALE-65AD 34 1.312 0.0817 0.1061 229117 85.00 VFA6-HD Sector Frame 34 1.089 0.0811 0.0984 76372 10.00 VHLP2-18 28 0.045 0.0122 0.0068 70604 Maximum Tower Deflections - Design Wind Twist Section Elevation Horz. Gov. Tilt No. Deflection Load ft in Comb. Tl 100 - 80 4.125 16 0.2396 0.3082 T2 80 - 60 3.021 16 0.2360 0.2709 T3 60 - 40 1.891 4 0.1941 0.1688 T4 40 - 20 0.975 4 0.1319 0.0946 T5 20 - 0 0.326 4 0.0728 0.0406 Critical Deflections and Radius of Curvature - Design Wind Radius of Elevation Appurtenance Gov. Dellechon Tilt Twist Load Curvature ft Comb. in 0 0ft 97.00 PALE-65AD 16 3.962 0.2403 0.3046 96451 85.00 VFA6-HD Sector Frame 16 3.304 0.2397 0.2867 32150 10.00 VHLP2-18 4 0.136 0.0379 0.0192 22231 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 100 Leg A325N 0.6250 6 2.76 13.81 0200 I Bolt SS Diagonal A325N 0.6250 2 1.84 13.81 1 Bolt Shear 0.133 Horizontal A325N 0.6250 2 0.67 13.81 ✓ 1 Bolt Shear 0 048 Top Girt A325N 0.6250 2 0.08 13.81 ✓ 1 Bolt Shear 0,006 T2 80 Leg A325N 0.6250 6 6.78 13.81 0.491 ✓ 1 Bolt SS Diagonal A325N 0.6250 2 2.20 13.81 0.159 1 Bolt Shear Horizontal A325N 0.6250 2 1.27 13.81 0.092 1 Bolt Shear Top Girt A325N 0.6250 2 1.16 13.81 0.084 1/ 1 Bolt Shear T3 60 Leg A325N 0.6250 6 10.58 13.81 ✓ 1 Bolt SS 0.766 Diagonal A325N 0.6250 2 2.55 13.81 1 Bolt Shear 0.185 Horizontal A325N 0.6250 2 1.37 13.81 1 Bolt Shear 0.I00 Top Girt A325N 0.6250 2 1.33 13.81 0.096 1 Bolt Shear t1 xTower Job VA72471A Page16 of 19 NB+CEngineering Services 8601 Six Forks (toad Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh, NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by VIpUI Patel 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 T4 40 Leg A325N 0.6250 6 14.26 13.81 1.033 1 Bolt SS Diagonal A325N 0.6250 2 2.54 13.81 1 Bolt Shear 0.184 Horizontal A325N 0.6250 2 1.55 13.81 I Bolt Shear 0.112 Top Girt A325N 0.6250 2 1.47 13.81 0.106 1 Bolt Shear T5 20 Diagonal A325N 0.6250 2 2.58 13.81 0.187 1 Bolt Shear Horizontal A325N 0.6250 2 1.71 13.81 0.124 1 Bolt Shear Top Girt A325N 0.6250 2 1.63 13.81 0.118 1 Bolt Shear Compression Checks Leg Design Data (Compression) Section Elevation Size L L KUr A P. +P, Ratio No. P. ft ft ft in, K K hP, K=1.00 V T2 80-60 L31201/ OM 20.02 6.67 116.6 2.4800 -20.34 51.14 0.398' K=1.00 V T3 60 - 40 L4x4x3/8 20.02 10.01 152.4 2.8600 -31.73 35.23 0.901 ' K=1.00 KL/R> 150 (C) - 84 T4 40-20 L4x4xl2 20.02 10.01 153.6 3.7500 -42.78 45.49 0.940' K=1.00 KL/R> 150 (C) - 112 T5 20 - 0 L5x5x3/8 20.02 10.01 121.3 3.6100 -53.49 69.80 0.766' K=1.00 V 1 P, / 4P, controls Horizontal Design Data (Compression) Ratio Section Elevation Size L L. KUr A P. +P, No. P. ft ft ft in, K K +P, T1 100-80 L2x2xl/4 4.17 3.43 112.6 0.9380 -1.33 20.31 0.066' K=1.07 T2 80-60 L2x2xl/4 5.42 4.70 134.9 0.9380 -2.54 14.76 0.172' K=0.94 T3 60-40 L2x2xl/4 6.46 5.70 153.7 0.9380 -2.75 11.36 0.242' K=0.88 T4 40-20 L2x3xl/4 7.71 6.95 164.1 1.1900 -3.10 12.65 0.245' tnXTower Job VA72471A Page17 of 19 NB+CEngineering Services 8601 Six Forks Road Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by Vpul Patel Section Elevation Size L L, KUr A P. �P„ Ratio No. P. ft ft ft in' K K +P, K=0.86 v T5 20-0 L2x3xl/4 8.96 8.11 183.9 1.1900 -3.43 10.08 0.340' K=0.82 ' P , / OP, controls Top Girt Design Data (Compression) Section No. Elevation ft Size L ft L„ ft KUr A in' P. K OP„ K Ratio P, OP, Tl 100-80 L2x2xl/4 3.33 2.59 99.8 0.9380 -0.15 23.19 0.007' K=1.25 T2 80-60 L2x2xl/4 4.58 3.84 119.0 0.9380 -2.31 18.74 0.123' K=1.01 T3 60-40 L2x2xl/4 5.83 5.06 141.7 0.9380 -2.65 13.36 0.198' K=0.91 T4 40-20 L2x3xl/4 7.08 6.31 153.3 1.1900 -2.93 14.50 0.202' K=0.88 T5 20-0 L2x3xl/4 8.33 7.47 172.9 1.1900 -3.26 11.39 0.286' K=0.84 ✓ ' P u / 4P� controls Tension Checks Leg Design Data Tension Section Elevation Size L L. KUr A P. �P„ Ratio No. P. ft ft ft in' K K +p, Tl 100-80 L31/2x.312x3/8 20.02 6.67 74.8 2.4800 2.08 80.35 0.026' T2 80-60 L3120 MOM 20.02 6.67 74.8 2.4800 13.15 80.35 0.164' T3 60 - 40 L4x4x3/8 20.02 10.01 97.7 2.8600 22.15 92.66 0.239' T4 40-20 L4x4x12 20.02 10.01 98.5 3.7500 32.74 121.50 0.269' T5 20 - 0 L5x5x3/8 20.02 10.01 77.0 3.6100 42.99 116.96 0.368 ' ' P , / OP, controls huTower Job VA72471A Page 18 of 19 NB+CEngineering Services 8601 Six Forks Road Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh, NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by VIpUI Patel Diagonal Design Data Tension Section Elevation Size L L„ KUr A P. �P„ Ratio No. P, ft ft ft in' K K gyp. Tl 100-80 5/8 7.98 7.45 571.8 0.3068 3.67 9.94 0.370' T2 80-60 5/8 8.21 7.76 596.0 0.3068 4.40 9.94 0.443' T3 60-40 3/4 11.74 11.15 713.4 0.4418 5.10 14.31 0.356' T4 40-20 3/4 12.44 11.91 762.2 0.4418 5.07 14.31 0.354' T5 20 - 0 7/8 13.64 13.03 714.6 0.6013 5.17 19.48 0.265' ' P , / OP, controls Horizontal Design Data Tension Ratio Section Elevation Size L L, KUr A P. �P„ No. P. ft ft ft in' K K fp, Tl 100-80 L2x2x1/4 4.17 3.43 76.3 0.5629 0.12 24.49 0.005' T2 80-60 L2x2xl/4 5.42 4.70 101.0 0.5629 0.31 24.49 0.012' T3 60-40 L2x2xl/4 6.46 5.70 120.7 0.5629 0.48 24.49 0.019' T4 40-20 L2x3xl/4 7.71 6.95 154.6 0.7519 0.64 32.71 0.020' T5 20-0 L2x3xl/4 8.96 8.11 179.0 0.7519 0.80 32.71 0.025' ' P , / OP, controls Top Girt Design Data Tension Ratio Section Elevation See L L„ KUr A P. r P„ No. P ft ft ft in' K K �p- T2 80-60 L2x2x1/4 4.58 3.84 84.6 0.5629 0.31 24.49 0.012' T3 60-40 L2x2x1/4 5.83 5.06 108.4 0.5629 0.48 24.49 0.019' T4 40-20 L2x3xl/4 7.08 6.31 141.5 0.7519 0.64 32.71 0.020' tnxTower Job VA72471A Page19 of 19 NB+CEngineering Services 8601 Six Forks Road Suite 540 Project 100838 Date 17:21:32 12/02/21 Raleigh NC 27615 Phone: (919) 657-9131 Ext. 6055 FAX' Client T-Mobile Designed by Vpul Patel Section Elevation Size L L, KI/r A P. �P„ Ratio No. P. ft ft ft in' K K +P, T5 20-0 L2x3xl/4 8.33 7.47 165.9 0.7519 0.80 32.71 0.025' ve t P, / OP. controls Section Capacity Table Section Elevation Component Size Critical P ePanw % Pass No. .fr Type Element K K Capacity Fail Tl 100-80 Leg L3 l/2x.3 MOM 4 -8.28 51.14 16.2 Pass 20.0 (b) T2 80 - 60 Leg L3 I/20 12x3/8 44 -20.34 51.14 39.8 Pass 49.1 (b) T3 60 - 40 Leg lAx4x3/8 84 -31.73 35.23 90.1 Pass T4 40-20 Leg lAx4xl2 112 -42.78 45.49 94.0 Pass 103.3 (b) T5 20 - 0 Leg L5x5x3/8 140 -53.49 69.80 76.6 Pass Tl 100 - 80 Diagonal 5/8 15 3.67 9.94 37.0 Pass T2 80 - 60 Diagonal 5/8 79 4.40 9.94 44.3 Pass T3 60 - 40 Diagonal 3/4 107 5.10 14.31 35.6 Pass T4 40 - 20 Diagonal 3/4 134 5.07 14.31 35.4 Pass T5 20 - 0 Diagonal 7/8 150 5.17 19.48 26.5 Pass Tl 100-80 Horizontal L2x2xl/4 20 -1.33 20.31 6.6 Pass T2 80-60 Horizontal L2x2xl/4 60 -2.54 14.76 17.2 Pass T3 60-40 Horizontal L2x2xl/4 99 -2.75 11.36 24.2 Pass T4 40-20 Horizontal L2x3xl/4 127 -3.10 12.65 24.5 Pass T5 20-0 Horizontal L2x3xl/4 155 -3.43 10.08 34.0 Pass Tl 100-80 Top Girt L2x2xl/4 5 -0.15 23.19 0.7 Pass T2 80 - 60 Top Girt L2x2xl/4 48 -2.31 18.74 12.3 Pass T3 60 - 40 Top Girt L2x2xl/4 88 -2.65 13.36 19.8 Pass T4 40 - 20 Top Girt L2x3xl/4 115 -2.93 14.50 20.2 Pass T5 20-0 Top Girt L2x3xl/4 143 -3.26 11.39 28.6 Pass Summary Leg (T4) 103.3 Pass Diagonal 44.3 Pass (T2) Horizontal 34.0 Pass (T5) Top Girt 28.6 Pass (T5) Bolt Checks 103.3 Pass RATING= 103.3 Pass Program Version 8. 1.1.0 - 6/32021 File://nbcllc.com/dfs/ES/Glen Allen/Projmts/Wimless/ r-Mobilc"O - SOVA Shentel Keep (100838)/VA72471 A/StmcturaVrNX/VA72471 A.eri Self Support Anchor Rod Capacity Site # VA72473A Site Name Commonwealth Project # 100838 TIA-222 Revision H Grout Considered: ND Comp. Uplift 0 Axial Force (kips) 53.49 48.26 Shear Force (kips) 2.37 5.75 , Eccentricity (in) 0.000 Leg Mod Anchor Rod NA Shift (1n)II 0.000 Total Eccentricity (in) I0.000 *Anchor Rod Eccentricity Applied Anchor Rod Data (2)1-3/4" 0 bolts (A36 N; Fy=36 ksi, Fu=58 ksi) pas. (deg): 0, 180 1, (in): 0 Anchor Rod Summary (units of kips, kip -in) Pu_c = 26.75 ¢Pn_c = 77.93 Stress Rating Vu=1.19 ¢Vn=35.07 34.4% Mu=n/a OMn=n/a Pass Analysis Date: 12/2/2021 Drilled Pier Foundation Site # VA72471A Site Name: ICommonwealth Project Number:j 100838 TIA-222 Revison: H Tower Type: Self SuppoA ' Comp. Uplift Moment ki -ft 0 0 Axial Force (kips) 53.49 48.26 Shear Force (kips) 2.37 5.75 Concrete Strength, fc 1 3 ksi Reber Strength, F : 60 ksi Tie Yield Strength, F : 60 ksi Depth 12.5 ft 6d. Above Grade 1 0.5 it Pier Section 1 From a5'abow gmde to 12 5' below grade Pier Diameter 2.5 ft Reber Quantity 11 Reber Size 6 Clear Cover to Ties 2 in Tie Size 3 Tie Spacing 12 in Rohar k Pier option= Embedded Pole Inputs Belled Pier Inputs Soil Lateral Check Compression Uplift D-0(it from TOC) 6.75 6.75 Soil Safety Factor 18.93 7.80 Max Moment (kip-ft) 11.66 28.29 Rating 7.0% 17.0% Soil Vertical Check Compression U lift Skin Friction (kips) 37.81 37.81 End Bearing (kips) 38.20 Weight of Concrete (kips) 11.49 8.61 Total Capacity (kips) 76.00 46.42 Axial (kips) 64.98 48.26 Rating 85.5% f04.0% Reinforced Concrete Flexure Compression Uplift Critical Depth (ft from TOC) 6.83 6.55 Critical Moment (kip-ft) 11.66 28.25 Critical Moment Capacity 1 286.06 1 232.07 Ratingj 4.1% 1 12.2% Reinforced Concrete Shear Com ression U lift Critical Depth (it from TOC) 11.11 10.38 Critical Shear (kip) 2.g6 9.30 Critical Shear Capacity 1 111.08 291.56 Ratingj 3.2% Soil Interaction Rating 104.0% Structural Foundation Rating 12.2°/, Soil Profile Groundwater Depth N/A I # of Layers 2 ApplyTIA-222-H Section 15.5: ❑ N/A Check Shear along Depth of Pier: ❑ Utilize Shear -Friction Methodolo Shear -Fr odw Wfftcdobgy is Applied Go to Soil Calculations Calculated Calculated Ultimate Skin Ult. Net Angle of Ultimate Skin Top Bottom Thickness Ymil Yren.,m Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SPT Blow Layer Friction Friction Uplift Soil Type (ft) (ft) (ft) (pcf) (pcf) (ksf) Friction Comp Friction Uplift Override Capacity Count (degrees) Override (ksf) (ksf) (ksf) (ksf) (ksf) 1 0 1.67 1.67 110 150 0 0 0.000 0.000 Cohesionless 2 1.67 12.5 10.83 110 150 0 30 0.593 0.593 9 10 Cohesionless Version 4.1.2 ASCE WERIC N SOCIEW OF CML ENGINEERS Address: No Address at This Location ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Elevation: 494.35 ft (NAVD 88) Risk Category: II Latitude: 38.071701 Soil Class: D - Default (see Longitude:-78.488098 Section 11.4.3) C 4 2 % G 20 3grt � o Commonwealth n, e J Y � E �r Wind Results: Wind Speed 110 Vmph 10-year MRI 75 Vmph 25-year MRI 83 Vmph 50-year MRI 89 Vmph 100-year MRI 94 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Tue Nov 30 2021 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2 hftps:/Iasce7hazardtool.online/ Page 1 of 3 Tue Nov 30 2021 ASCE AMERICAN SOCIM OF CIVIL ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss 0.211 S, 0.058 Fa 1.6 F 2.4 SMs 0.338 SM, 0.139 SIDS 0.225 Seismic Design Category B 0.35 MCER Response Spectrum 0.30 0.25 0.20 0.15 0.10 0.05 0 0 2 4 8 10 0.20 0.18 0.16 0.14 0.12 0.10 0.08 0.06 0.04 0.02 Sa(g) vs T(s) 12 14 MCER Vertical Response Spectrum Sa (9) VS T(S) S o, TL PGA: PGA M F PGA I : C, : 0.25 0.20 0.15 0.10 0.05 0 0 0.093 12 0.122 0.19 1.555 1 0.723 Design Response Spectrum 2 8 10 12 14 Sa(g) vs T(s) 0.14 Design Vertical Response Spectrum 0.12 0.10 0.08 0.06 0.04 •••�••N•• 0.02 1 0 1.0 15 Sa(g) vs T(s) . 20 Data Accessed: Tue Nov 30 2021 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. https:/Iasce7hazardtool.online/ Page 2 of 3 Tue Nov 30 2021 ASCE WERQN SOCIEW OF CML ENGINEERS Ice Results: Ice Thickness: Concurrent Temperature: Gust Speed Data Source: Date Accessed: 1.00 in. 15F 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Tue Nov 30 2021 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. hftps:/Iasce7hazardtool.online/ Page 3 of 3 Tue Nov 30 2021