The URL can be used to link to this page

Home My WebLink AboutSE202300006 Correspondence 2023-02-22 (5)NallIEC'" TOTALLY COMMITTED. Date: June 23, 2022 Charmagne Stevens NB+C Engineering Services T-Mobile Northeast LLC 120 Eastshore Drive, 200 Westgate Parkway, Suite 200 Suite 300 Richmond, VA 23222 Glen Allen, VA 23059 Subject., Structural Analysis Report-Rev.1 Carrier Designation: T-Mobile Shentel Keep Carrier Site ID: VA72471A Carrier Site Name: Commonwealth Engineering Firm Designation: NB+C Engineering Services Project Number: 100838 Site Data: 345 Greenbrier Drive, Charlottesville, VA 22901, Albemarle County Latitude 38.071701050 Longitude-78.48809814' 100.0' — Self Support Tower Dear Charmagne Stevens, 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 • Construction Drawings prepared by NB+C ES ( project #: 100838) dated June 15, 2022 • Radio Frequency Data Sheet provided by T-Mobile dated May 24, 2022 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 Sufficient Capacity Note: See Table 1 and Table 2 for the proposed and existing loading, respectively. 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: Majdi Kreidi, P.E. CEP ITH OF Respectfully submitted by: / pCl Gjf' U ERIK M. BOWERS D Lic. No. 57974 Erik M. Bowers, P.E. w4 Engineering Market Manager O VA PE License No. 57974 6/2312022 rSI0NA1. - tnxTower Report - version 8.1.1.0 T-Mobile — VA72471A-Rev.1 100.0' 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 June 23, 2022 Page 2 tnxTower Report - version 8.1.1.0 T-Mobile - VA72471A-Rev.1 100.0' Self Support Structural Analysis NB+C ES Project Number 100838 1) INTRODUCTION June 23, 2022 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: TIA-222 Revision: Risk Category: Ultimate Wind Speed Exposure Category: Topographic Factor: Ice Thickness: Wind Speed with Ice: Service Wind Speed: Center Mounting Line Level (ft) Elevation 2018 Virginia Construction Code ANS11TIA-222-H 110 mph C 1 1.0 in 30 mph 60 mph Table 1 - Pr000sed Antenna and Cable Information Number I Antenna I I I (in) f Manufacturer Antenna Model Carrier Line Size Note \nte ( ) 3 Commscope FFVV-65A-R2-V1 �-Ericsson — AlR6419 B41 (4) 6/24 85.0 85.0 3 F Ericsson —Radio 4480 B71+1385 T-Mobile 4AWG 3 Ericsson —Radio 4460 B25+B666 Hybrid 3 Site Pro 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 Number Mounting Line of Antenna Antenna Model Carrier Feed Line Note Level (ft) Elevation Antennas Manufacturer Size (in) (ft) (ft) 1 RFS 6' Dish w/ Radome 97.0 — Tower Mount (1) EW52 2 Pipe Mount 3 Commscope RV4PX310R1 (6)1-5/8 3 Commscope ALU 4x45 RRH 85.0 85.0 ALU 2x50 RRH nTelos (2) 10 #8AWG 3 3 Commscope 1 Commscope ALU 8x20 RRH Hybriflex 4 Tower Mount Pipe Mount 10.0 10.0 2 2' Dish 2 Notes: Existing Equipment to remain 3) Existing Equipment to be removed tnxTower Report - version 8.1.1.0 T-Mobile - VA 72471A-Rev. 1 100.0' SeH Support Structural Analysis NB+C ES Project Number 100838 3) ANALYSIS PROCEDURE 3.1) Analysis Method June 23, 2022 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 - VA 72471A-Rev. 1 100.0' SeH Support Structural Analysis NB+C ES Project Number 100838 4) ANALYSIS RESULTS Table 3 - Section Capacity (Summary) June 23, 2022 Page 5 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF'P_allow (K) Capacity Pass /Fail T1 100-80 Leg L31/2x31/2x3/8 4 -7.78 51.14 12 88 Pass T2 80-60 Leg L31/2x31/2x3/8 44 -18.86 51.14 36.9 45.5 (b) Pass T3 60 - 40 Leg L4x4x3/8 84 -29.63 35.23 84.1 Pass T4 40 - 20 Leg L4x4x1/2 112 -40.27 45.49 88.5 97.2 (b) Pass T5 20 - 0 Leg L5x5x3/8 139 -50.73 69.80 72.7 Pass T1 100 - 80 Diagonal 518 15 3.23 9.94 32.5 Pass T2 80 - 60 Diagonal 518 79 3.87 9.94 38.9 Pass T3 60 - 40 Diagonal 314 94 4.69 14.31 32.8 Pass T4 40 - 20 Diagonal 314 122 4.77 14.31 33.4 Pass T5 20 - 0 Diagonal 718 150 4.95 19.48 25.4 Pass T1 100 - 80 Horizontal L2x2x1/4 20 -1.21 20.31 6.0 Pass T2 80 - 60 Horizontal l-2x2x1/4 60 -2.28 14.76 15.5 Pass T3 60 - 40 Horizontal L2x2x1/4 99 -2.53 11.36 22.3 Pass T4 40 - 20 Horizontal L2x3xl/4 127 -2.91 12.65 23.0 Pass T5 20 - 0 Horizontal L2x3xl/4 155 -3.27 10.08 32.5 Pass T1 100 - 80 Top Girt L2x2xl/4 5 -0.15 23.19 0.7 Pass T2 80 - 60 Top Girt L2x2x1/4 48 -2.04 18.74 10.9 Pass T3 60 - 40 Top Girt L2x2x1/4 88 -2.41 13.36 18.0 Pass T4 40 - 20 Top Girt L2x3xl/4 115 -2.74 14.50 18.9 Pass T5 20 - 0 Top Girt L2x3xl/4 143 -3.09 11.39 27.1 Pass Summary Leg (T4) 97.2 Pass Diagonal (T2) 38.9 Pass Horizontal (T5) 32.5 Pass Top Girt (T5) 27.1 Pass Bolt Checks 97.2 Pass RATING= 97.2 Pass Structure Rating (max from all components) = I 97.2% Notes: 1) See additional documentation in "Appendix A- Additional Calculations" for calculations supporting the % capacity consumed. tnxTower Report - version 8.1.1.0 T-Mobile - VA 72471A-Rev. 1 100.0' Seff Support Structural Analysis NB+C ES Project Number 100838 Table 4 - Foundation Capacity (Summary) Component Anchor Rods Base Foundation - Soil Interaction Base Foundation - Structural Elevation I %Capacity 32.8 86.2 _ 10.4 Foundation Rating (max from all components) = June 23, 2022 Page 6 Pass/Fail Pass Pass Pass 86.2% Notes: 1) See additional documentation in "Appendix A- Additional Calculations" for calculations supporting the % capacity consumed. 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-Rev.1 100.0' Self Support Structural Analysis NB+C ES Project Number 100838 APPENDIX A TNXTOWER OUTPUT & ADDITIONAL CALCULATIONS June 23, 2022 Page 7 tnxTower Report - version 8.1.1.0 1 o0.0ft r1 � N � A A 8 m e A A m _ N 8 9 0 o LL� %5 rA 9 r i Wo X 60.0 ft 40.0ft 20.0 ft O.Oft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION r STD Pi, (4.5 OD)W6 97 NR6419 B61 v MO Pipe 85 PN.6a5AD w NR6419 B61 v MO Pipe 55 WF HD Sedv Fr 85 RN)104460 BTB25 1366_TMO 55 WF HD Secor Fr 85 RN)104460 B2B2s B66_TMO 55 FFWE.SA-R2-VITMOTIAWMount Rpe — 85 Rr1D106160 B2B2s B66_TMO 85 RN)104 1]171Ba5A 55 FFWfi.SA-R2-V1_TMO_TIAWMount Pipe 85 R 10*18o B]1IB85A N RADI0448o B]1IB85A 85 FFW6.5A-R2-V1_TMO_TIAvd Mount Pipe 85 WF Hi) Sector Frame 85 NR6419 B41 w/MO P%* as WiL -18 10 WiL -1B 110 MATERIAL STRENGTH GRADE Fu GRADE FyFu N'fs 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: 97.2% ALL REACTIONS ARE FACTORED MAX. CORNER REACTIONS AT BASE.' DOWN: 51 K SHEAR: 2 K UPLIFT..' 46 K SHEAR: 5 K AXIAL 23 K HEAR MOMENT K 871dp-ft TORQUE 1 kip-ft iph WIND-1.0000 in ICE AXIAL 14KK IEAR" MOMENT TORQUE 8 kip-ft REACTIONS - 110 mph WIND VA72471A =4L 120 EASTSHORE DRIVE, SUITE TOTnuvcoae6Taa GLEN ALLEN, VA 23059 Phone: (804) 5484079 W TIA-222-H - 110 mph/30 mph 1.0000 in Ice Exposure C Leg Capacity Leg Compression (K) 150 MAC 100 50 <-MIMMV OMMIMM> -50 -100 -uo 100.0 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 1 I I 1 1 I I 1 1 I I 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 _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 II _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 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 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 1 1 I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 1 I I I 1 I I I 1 I I I 1 I I I 1 I I I 1 I I I 1 I I I 1 I I I 1 I I I 1 I I I 1 I I I 1 I I I 1 I I I 1 I I I 1 I I I 1 I I I 1 I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 60. .00 40 w M I I I I I I 1 I I I 1 I I I I I I I I I I I I I I I I I I I I .00 I I I I I I I I I I I I I I I I I I I I I I I 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 00 150 100 50 -1 -100 -150 VA72471A =4L 120 EASTSHORE DRIVE, SUITE TOULLYCOWTTED GLEN ALLEN, VA 23059 Phone: (804) 548-4079 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) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 _I OW I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I W I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I W I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 C:1%= 120 EASTSHORE DRIVE, SUITE TOULLYCOWTTED GLEN ALLEN, VA 23059 Phone: (804) 548-4079 TIA-222-H - Service - 60 mph Maximum Values W Deflection (in) 00 0 05 , ,. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 _1_J_1_1_ 1 1 1 11 1 1 11 1 1 11 1 1 11 1 1 11 1 1 11 1 1 11 1 1 11 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 66. 40. 20.X1 0. Tilt Twist I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I __L_J__ __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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 =4L 120 EASTSHORE DRIVE, SUITE nULLYCOWTTEo GLEN ALLEN, VA 23059 Phone: (804) 548-4079 Feed Line Distribution Chart 0' - 100, Romtl Flab AppInFace AppOut F.. Tms.1-, W Face A Face B Face C Face D VA72471A C:11L 120 EASTSHORE DRIVE, SUITE TOULLY COWTTED GLEN ALLEN, VA 23059 Phone: (804) 548-4079 Stress Distribution Chart 0' -100, > 100%' 90%-100%' 75%-90%' 50%-75%' < 50% Overstress Face A w Face B Face C VA72471A Face D C:11L 120 EASTSHORE DRIVE, SUITE TOULLY COWTTED GLEN ALLEN, VA 23059 Phone: (804) 548-4079 tnxl owe% Job Page VA72471A 1 of 19 NB+CES, LLC Project Date 120 EASTSHORE DRIVE, SUFTE 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 548-4079 T-Mobile MKreidi FAX 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: K4,(Fw) = 0.95, Ker(h) = 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 Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appun. Autocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Ignore KL/ry For 60 Deg. Angle Legs Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-H Bracing Resist. Exemption Use TIA-222-H Tension Splice Exemption Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Comer Radii Are Known tnxTower Job Page VA72471A 2 of 19 NB+CES, LLC Project Date 120 EASTSHOEE DELVE, SU TE 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 5484079 T-Mobile MKreidi FAX Leg A Leg B Face B Wind 90 v X m Z� N C7 Face D �pO Wind 0 Square To Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections T1 100.00-80.00 3.33 1 20.00 12 80.00-60.00 4.58 1 20.00 T3 60.00-40.00 5.83 1 20.00 T4 40.00-20.00 7.08 1 20.00 T5 20.00-0.00 8.33 1 20.00 Tower Section Geometry cont d Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End T1 100.00-80.00 6.67 TX Brace No Yes 0.0000 0.0000 12 80.00-60.00 6.67 TX Brace No Yes 0.0000 0.0000 T3 60.00-40.00 10.00 TX Brace No Yes 0.0000 0.0000 T4 40.00-20.00 10.00 TX Brace No Yes 0.0000 0.0000 T5 20.00-0.00 10.00 TX Brace No Yes 0.0000 0.0000 Tower Section Geometry cont'd tnxl owe% Job Page VA72471A 3 of 19 NB+CES, LLC Project Date 120 EASTSHOEE DRIVE, SDTTE 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 548-4079 T-Mobile MKreidi FAX Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade T1 100.00-80.00 Single Angle L3 1/20 MOM A36 Solid Round 5/8 A36 (36 ksi) (36 ksi) 12 80.00-60.00 Single Angle L3 1/20 1/2x3/8 A36 Solid Round 5/8 A36 (36 ksi) (36 ksi) T3 60.00-40.00 Single Angle 14x4x3/8 A36 Solid Round 3/4 A36 (36 ksi) (36 ksi) T440.00-20.00 Single Angle 14x4xl/2 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 T1100.00-80.00 Single Angle L2x2xl/4 A36 Flat Bar A36 (36 ksi) (36 ksi) 12 80.00-60.00 Single Angle L2x2xl/4 A36 Flat Bar A36 (36 ksi) (36 ksi) T3 60.00-40.00 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) T5 20.00-0.00 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 Girts Tl 100.00-80.00 None Flat Bar A36 Single Angle L2x2xl/4 A36 (36 ksi) (36 ksi) 12 80.00-60.00 None Flat Bar A36 Single Angle L2x2xl/4 A36 (36 ksi) (36 ksi) T3 60.00-40.00 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) T5 20.00-0.00 None Flat Bar A36 Single Angle L2x3xl/4 A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd tnxl owe% Job Page VA72471A 4 of 19 NB+CES, LLC Project Date 120 EASTSHORE DRIVE, SUTTE 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 548-4079 T-Mobile MKreidi FAX Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Aj Factor Stitch Bolt Stitch Bolt Stitch Bolt (perface) A, Spacing Spacing Spacing Diagonals Horizontals Redunalums ft li= 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) 12 80.00-60.00 0.00 0.3750 A36 1.05 1.05 1.1 36.0000 36.0000 36.0000 (36 ksi) T3 60.00-40.00 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 KFactors Tower Calc Calc Legs X K Single Giris Horiz. Sec. Inner Elevation K K Brace Brace Diggs Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X R Y Y Y Y Y Y Y T1 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 60.00-40.00 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 1 1 1 t t 1 Note: Kfactors are applied to member segment lengths. K-braces without inner supporting members will have the Kfactor in the outof-plane direction applied to the overall length. Tower Section Geometry cont'd Tower Elevation R Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 0.0000 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 80.00-60.00 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 60.00-40.00 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 T4 40.00-20.00 0.0000 l 0.0000 1 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 1 1 0.0000 1 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 tnxl owe% Job Page VA72471A 5 of 19 NB+CES, LLC Project Date 120 EASTSHORE DRLVE, SU TE 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 548-4079 T-Mobile MKreidi FAX Tower Elevation n Redundant Horizontal Redundant Diagonal Redundant Sub -Diagonal Redundant Sub -Horizontal Redundant Vertical Redundant Hip Redundant Hip Diagonal Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 0.0000 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 I00.00-80.00 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 60.00-40.00 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 T4 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 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 ft 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 TI 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 12 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 60.00-40.00 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 ft in (FracF99 Row in in in pr 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 0.22 3/8 10.00 rr+ EW52(ELLIP B No No At (CaAa) 97.00- 0.0000 -0.47 1 1 2.2500 2.2500 0.59 TICAL) 10.00 rr+ 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 tnxTower Job Page VA72471A 6 of 19 NB+CES, LLC Project Date I20 EASTSHOEE DELVE, SUITE 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 5484079 T-Mobile MKreidi FAX Feed Line/Linear Appurtenances Section Areas Tower Tower Face Aa AF CAAA CAAA Weight Section Elevation In Face Out Face h rt= ft , ft2 K TI 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 0.00 T2 80.00-60.00 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 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 0.00 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice Ax AF CAAA 74A Weight Section Elevation or Thickness In Face Out Face Tl 100.00-80.00 A 0.940 0.000 0.000 4.610 0.000 0.04 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 0.842 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 tnxl owe% Job Page VA72471A 7 of 19 NB+CES, LLC Project Date 120 EASTSHORE DRIVE, SUITE 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 548-4079 T-Mobile MKreidi FAX Section Elevation CPx CPz CPx CPz Ice Ice Tl 100.00-80.00 -1.0047 -3.6309 -1.3020 -5.8137 T2 80.00-60.00 -1.2961 -6.5162 -1.6000 -10.0622 T3 60.00-40.00 -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 Tl 1 Climbing Ladder 80.00 - 100.00 0.6000 0.6000 Tl 2 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 Tl 4 EW52(ELLIPTICAL) 80.00-97.00 0.6000 0.6000 Tl 6 Ericsson Hybrid 6/24 4AWG 80.00 - 85.00 0.6000 0.6000 Tl 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 06000 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 CAAq CfAq Weight or Type Horz Adjustment Front Side Leg Lateral Vert rt 0 n ft, ft2 K ft ft 4" STD Pipe (4.5 OD)x5'-0" 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 V Ice 2.40 2.40 0.09 tnxl owe% Job Page VA72471A 8 of 19 NB+CES, LLC Project Date 120 EASTSHORE DRIVE, SUTTE 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 548-4079 T-Mobile MKreidi FAX Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert rt 0 rt n2 fe K ft ft VFA6-HD Sector Frame A From Leg 4.00 0.0000 85.00 No Ice 10.00 9.20 0.55 0.00 12" Ice 14.80 14.60 0.67 0.00 P 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 P 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 P Ice 19.60 19.50 0.84 FFVV-65A-R2-VI_TMO_17 A From Leg 4.00 0.0000 85.00 No Ice 10.36 5.28 0.11 A w/ Mount Pipe 0.00 12" Ice 10.83 5.90 0.18 0.00 P Ice 11.31 6.53 0.27 FFVV-65A-R2-VI_TMO_17 B From Leg 4.00 30.0000 85.00 No Ice 10.36 5.28 0.11 A w/ Mount Pipe 0.00 12" Ice 10.83 5.90 0.18 0.00 P Ice 11.31 6.53 0.27 FFVV-65A-R2-VI_TMO_17 D From Leg 4.00 -30.0000 85.00 No Ice 10.36 5.28 0.11 A w/ Mount Pipe 0.00 12" Ice 10.83 5.90 0.18 0.00 P Ice 11.31 6.53 0.27 AIR6419 B41 w/ Mount Pipe A From Leg 4.00 0.0000 85.00 No Ice 7.50 4.78 0.11 0.00 12" Ice 8.34 5.85 0.18 0.00 P Ice 9.09 6.78 0.25 AIR6419 B41 w/ Mount Pipe B From Leg 4.00 30.0000 85.00 No Ice 7.50 4.78 0.11 0.00 12" Ice 8.34 5.85 0.18 0.00 P Ice 9.09 6.78 0.25 AIR6419 B41 w/ Mount Pipe D From Leg 4.00 -30.0000 85.00 No Ice 7.50 4.78 0.11 0.00 12" Ice 8.34 5.85 0.18 0.00 P Ice 9.09 6.78 0.25 RADIO 4460 B2B25 A From Leg 4.00 0.0000 85.00 No Ice 2.14 1.69 0.11 B66_TMO 0.00 12" Ice 2.32 1.85 0.13 0.00 P 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 0.11 B66_TMO 0.00 12" Ice 2.32 1.85 0.13 0.00 V Ice 2.51 2.02 0.16 RADIO 4460 B2/625 D From Leg 4.00 -30.0000 85.00 No Ice 2.14 1.69 0.11 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 12" Ice 3.06 1.54 0.11 0.00 P 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 12" Ice 3.06 1.54 0.11 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 0.11 0.00 V Ice 3.28 1.71 0.13 Dishes tnxl owe% Job Page VA72471A 9 of 19 NB+CES, LLC Project Date 120 EASTSHOEE DELVE, SUTTE 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 548-4079 T-Mobile MKreidi FAX Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft 0ft ft Lis K PAI,6-65AD 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 P Ice 29.83 0.45 VHLP2-18 D Paaboloid 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 VDLP2-18 D Paaboloid 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. 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 45 deg - No Ice 5 0.9 Dead+1.0 Wind 45 deg - No Ice 6 1.2 Dead+1.0 Wind 90 deg - No Ice 7 0.9 Dead+1.0 Wind 90 deg - No Ice 8 1.2 Dead+1.0 Wind 135 deg - No Ice 9 0.9 Dead+1.0 Wind 135 deg - No Ice 10 1.2 Dead+1.0 Wind 180 deg - No Ice 11 0.9 Dead+1.0 Wind 180 deg - No Ice 12 1.2 Dead+1.0 Wind 225 deg - No Ice 13 0.9 Dead+1.0 Wind 225 deg - No Ice 14 1.2 Dead+1.0 Wind 270 deg - No Ice 15 0.9 Dead+1.0 Wind 270 deg - No Ice 16 1.2 Dead+1.0 Wind 315 deg - No Ice 17 0.9 Dead+1.0 Wind 315 deg - No Ice 18 1.2 Dead+1.0 Ice+1.0 Temp 19 1.2 Dead+1.0 Wind 0 deg+1.0 lce+1.0 Temp 20 1.2 Dead+1.0 Wind 45 deg+1.0 lce+1.0 Temp 21 1.2 Dead+1.0 Wind 90 deg+1.0 lce+1.0 Temp 22 1.2 Dead+1.0 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 tnxl owe% Job Page VA72471A 10 of 19 NB+CES, LLC Project Date 120 EASTSHORE DRIVE, Su7TE 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 548-4079 T-Mobile MKreidi FAX Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. jt Type Load Moment Moment Comb. K kip-jl ki" Tl 100 - 80 Leg Max Tension 16 2.07 0.13 0.13 Max. Compression 16 -7.78 -0.11 -0.11 Max. Mx 6 0.34 -0.70 -0.01 Max. My 10 0.52 -0.00 -0.71 Max. Vy 6 0.62 0.33 -0.01 Max. Vx 10 0.62 -0.00 0.31 Diagonal Max Tension 10 3.23 0.00 0.00 Horizontal Max Tension 18 0.00 0.00 0.00 Max. Compression 10 -1.21 0.00 0.00 Max. Mx 22 -0.12 -0.02 0.00 Max. My 19 -0.09 0.00 0.00 Max. Vy 22 0.02 0.00 0.00 Max. Vx 19 -0.00 0.00 0.00 Top Girt Max Tension t 0.00 0.00 0.00 Max. Compression 6 -0.15 0.00 0.00 Max. Mx 22 -0.02 -0.01 0.00 Max. My 19 -0.02 0.00 0.00 Max. Vy 22 0.01 0.00 0.00 Max. Vx 19 -0.00 0.00 0.00 T2 80 - 60 Leg Max Tension 17 12.10 0.04 0.04 Max. Compression 16 -18.86 -0.06 -0.05 Max. Mx 6 -0.02 0.26 -0.05 Max. My 10 0.36 -0.05 0.26 Max. Vy 6 0.08 0.26 -0.05 Max. Vx 14 0.08 -0.06 0.25 Diagonal Max Tension 10 3.87 0.00 0.00 Horizontal Max Tension l 0.00 0.00 0.00 Max. Compression 10 -2.28 0.00 0.00 Max. Mx 22 -0.21 -0.03 0.00 Max. My 19 -0.12 0.00 0.00 Max. Vy 22 -0.02 0.00 0.00 Max. Vx 19 -0.00 0.00 0.00 Top Girt Max Tension l 0.00 0.00 0.00 Max. Compression 10 -2.04 0.00 0.00 Max. Mx 22 -0.19 -0.02 0.00 Max. My 19 -0.10 0.00 0.00 Max. Vy 22 -0.02 0.00 0.00 Max. Vx 19 -0.00 0.00 0.00 T3 60 - 40 Leg Max Tension 17 20.48 0.09 0.11 Max. Compression 16 -29.63 -0.09 -0.08 Max. Mx 6 6.03 0.17 -0.04 Max. My 14 6.89 -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 6 4.69 0.00 0.00 Horizontal Max Tension l 0.00 0.00 0.00 Max. Compression 6 -2.53 0.00 0.00 Max. Mx 22 -0.25 -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 t 0.00 0.00 0.00 Max. Compression 10 -2.41 0.00 0.00 Max. Mx 22 -0.23 -0.04 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 30.57 0.10 0.07 Max. Compression 16 -40.27 -0.10 -0.09 Max. Mx 4 -7.07 0.21 -0.21 Max. My 5 -6.16 0.21 -0.21 tnxl owe% Job Page VA72471A 11 of 19 NB+CES, LLC Project Date 120 EASTSHORE DRIVE, SUITE 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 548-4079 T-Mobile MKreidi FAX Section Elevation Component No. ft Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-jl tenor Axis Moment ki" Max. Vy 6 -0.07 0.21 -0.07 Max. Vx 14 -0.07 -0.07 0.21 Diagonal Max Tension 6 4.77 0.00 0.00 Horizontal Max Tension 1 0.00 0.00 0.00 Max. Compression 6 -2.91 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 1 0.00 0.00 0.00 Max. Compression 6 -2.74 0.00 0.00 Max. Mx 18 -0.05 -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 40.45 0.14 0.13 Max. Compression 4 -50.73 -0.00 0.00 Max. Mx 3 -33.48 -0.25 0.09 Max. My 5 -6.36 0.24 -0.25 Max. Vy 2 0.13 0.24 -0.07 Max. Vx 2 0.13 -0.07 0.24 Diagonal Max Tension 6 4.95 0.00 0.00 Horizontal Max Tension 1 0.00 0.00 0.00 Max. Compression 6 -3.27 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 0.00 0.00 Top Girt Max Tension 1 0.00 0.00 0.00 Max. Compression 6 -3.09 0.00 0.00 Max. Mx 18 -0.05 -0.08 0.00 Max. My 19 -0.21 0.00 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 48.87 1.54 -1.54 Max. H. 12 48.87 1.54 -1.54 Max. H. 5 -45.51 -3.44 4.28 Min. Vert 5 -45.51 -3.44 4.28 Min. H, 7 -28.31 -3.63 2.22 Min. H, 12 48.87 1.54 -1.54 Leg Max. Vert 8 47.51 -1.50 -1.50 Max. H„ 17 -45.19 3.71 3.94 Max. H. 17 -45.19 3.71 3.94 Min. Vert 17 -45.19 3.71 3.94 Min. H, 8 47.51 -1.50 -1.50 Min. H, 8 47.51 -1.50 -1.50 Leg Max. Vert 4 50.72 -1.59 1.59 Max. H„ 15 -26.75 4.12 -1.89 Max. H� 4 50.72 -1.59 1.59 Min. Vert 13 -43.64 4.10 -3.42 Min. H, 4 50.72 -1.59 1.59 tnxTower Job Page VA72471A 12 of 19 NB+CES, LLC Project Date 120 EASTSHOEE DELVE, SUITE 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 5484079 T-Mobile MKreidi FAX Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Min. H, 11 -27.39 2.15 -3.63 Leg A Max. Vert 16 50.68 1.59 1.59 Max. H„ 16 50.68 1.59 1.59 Max. H. 16 50.68 1.59 1.59 Min. Vert 9 -42.45 -3.74 -3.69 Min. H, 7 -26.43 -4.16 -1.87 Min. H. 11 -27.10 -1.93 -4.09 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, A Moment, M_ K K K kip-Jl kiv-h ki" Dead Only 11.35 -0.00 -0.00 -7.09 4.90 -0.00 1.2 Dead+1.0 Wind 0 deg -No 13.62 0.00 -10.01 -601.47 5.57 -3.97 Ice 0.9 Dead+1.0 Wind 0 deg - No 10.21 0.00 -10.01 -598.85 4.12 -3.96 Ice 1.2 Dead+1.0 Wind 45 deg - No 13.62 7.65 -7.87 -467.59 -447.11 -7.58 Ice 0.9 Dead+1.0 Wind 45 deg - No 10.21 7.65 -7.87 -465.07 -448.21 -7.57 Ice 1.2 Dead+1.0 Wind 90 deg - No 13.62 9.89 -0.11 -19.10 -572.51 -5.69 Ice 0.9 Dead+1.0 Wind 90 deg - No 10.21 9.89 -0.11 -16.96 -573.52 -5.68 Ice 1.2 Dead+1.0 Wind 135 deg - 13.62 7.49 7.50 424.89 -427.65 -0.61 No Ice 0.9 Dead+1.0 Wind 135 deg - 10.21 7.49 7.50 426.68 -428.79 -0.61 No Ice 1.2 Dead+1.0 Wind 180 deg - 13.62 0.02 9.81 569.48 3.65 4.42 No Ice 0.9 Dead+1.0 Wind 180 deg - 10.21 0.02 9.81 571.15 2.18 4.41 No Ice 1.2 Dead+1.0 Wind 225 deg - 13.62 -7.55 7.59 433.52 444.79 7.00 No Ice 0.9 Dead+1.0 Wind 225 deg - 10.21 -7.55 7.59 435.30 442.95 6.99 No Ice 1.2 Dead+1.0 Wind 270 deg - 13.62 -9.82 -0.07 -15.66 578.02 5.59 No Ice 0.9 Dead+1.0 Wind 270 deg - 10.21 -9.82 -0.07 -13.55 576.08 5.58 No Ice 1.2 Dead+1.0 Wind 315 deg - 13.62 -7.55 -7.83 -463.53 449.13 1.34 No Ice 0.9 Dead+1.0 Wind 315 deg - 10.21 -7.55 -7.83 -461.02 447.29 1.34 No Ice 1.2 Dead+1.01m+1.0 Temp 23.22 0.00 -0.00 -15.85 9.93 -0.00 1.2 Dead+1.0 Wind 0 deg+1.0 23.22 0.00 -1.03 -77.69 9.89 -0.45 Ice+1.0 Temp 1.2 Dead+1.0 Wind 45 deg+1.0 23.22 0.82 -0.83 -64.84 -38.50 -0.94 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 23.22 1.05 -0.01 -16.69 -52.38 -0.88 Ice+1.0 Temp 1.2 Dead+1.0 Wind 135 23.22 0.80 0.80 31.03 -36.98 -0.21 deg+1.O Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 23.22 0.00 1.02 44.73 9.75 0.48 deg+l.01ce+1.0 Temp tnxl owe% Job Page VA72471A 13 of 19 NB+CES, LLC Project Date 120 EASTSHORE DRIVE, SUFTE 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 548-4079 T-Mobile MKreidi FAX Load Vertical Shear, Shear, Overwriting Overwriting Torque Combination Moment, A Moment, M K x K ki" ki" ki" 1.2 Dead+1.0 Wind 225 23.22 -0.81 0.81 31.71 57.32 0.89 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 23.22 -1.05 -0.01 -16.41 71.81 0.88 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 315 23.22 -0.81 -0.83 -64.52 57.66 0.27 deg+1.0 Ice+1.0 Temp Dead+Wind0deg -Service 11.35 0.00 -3.14 -192.72 4.81 -1.25 Dead+Wind 45 deg - Service 11.35 2.40 -2.47 -150.81 -136.90 -2.37 Dead+Wind 90 deg - Service 11.35 3.10 -0.03 -10.42 -176.15 -1.79 Dead+Wind 135 deg - Service 11.35 2.35 2.35 128.57 -130.81 -0.19 Dead+Wind 180 deg - Service 11.35 0.01 3.07 173.83 4.21 1.39 Dead+Wind 225 deg - Service 11.35 -2.36 2.38 131.27 142.30 2.19 Dead+Wind 270 deg - Service 11.35 -3.08 -0.02 -9.34 184.00 1.76 Dead+Wind 315 deg - Service 11.35 -2.37 -2.45 -149.54 143.66 0.42 Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error 1 0.00 -11.35 0.00 0.00 11.35 0.00 0.000% 2 0.00 -13.62 -10.01 -0.00 13.62 10.01 0.000% 3 0.00 -10.21 -10.01 -0.00 10.21 10.01 0.000% 4 7.65 -13.62 -7.87 -7.65 13.62 7.87 0.000% 5 7.65 -10.21 -7.87 -7.65 10.21 7.87 0.000% 6 9.89 -13.62 -0.11 -9.89 13.62 0.11 0.000% 7 9.89 -10.21 -0.11 -9.89 10.21 0.11 0.000% 8 7.49 -13.62 7.50 -7.49 13.62 -7.50 0.000% 9 7.49 -10.21 7.50 -7.49 10.21 -7.50 0.000% 10 0.02 -13.62 9.81 -0.02 13.62 -9.81 0.000% 11 0.02 -10.21 9.81 -0.02 10.21 -9.81 0.000% 12 -7.55 -13.62 7.59 7.55 13.62 -7.59 0.000% 13 -7.55 -10.21 7.59 7.55 10.21 -7.59 0.000% 14 -9.82 -13.62 -0.07 9.82 13.62 0.07 0.000% 15 -9.82 -10.21 -0.07 9.82 10.21 0.07 0.000% 16 -7.55 -13.62 -7.83 7.55 13.62 7.83 0.000% 17 -7.55 -10.21 -7.83 7.55 10.21 7.83 0.000% 18 0.00 -23.22 0.00 -0.00 23.22 0.00 0.000% 19 0.00 -23.22 -1.03 -0.00 23.22 1.03 0.000% 20 0.82 -23.22 -0.83 -0.82 23.22 0.83 0.000% 21 1.05 -23.22 -0.01 -1.05 23.22 0.01 0.000% 22 0.80 -23.22 0.80 -0.80 23.22 -0.80 0.000% 23 0.00 -23.22 1.02 -0.00 23.22 -1.02 0.000% 24 -0.81 -23.22 0.81 0.81 23.22 -0.81 0.000% 25 -1.05 -23.22 -0.01 1.05 23.22 0.01 0.000% 26 -0.81 -23.22 -0.83 0.81 23.22 0.83 0.000% 27 0.00 -11.35 -3.14 -0.00 11.35 3.14 0.000% 28 2.40 -11.35 -2.47 -2.40 11.35 2.47 0.000% 29 3.10 -11.35 -0.03 -3.10 11.35 0.03 0.000% 30 2.35 -11.35 2.35 -2.35 11.35 -2.35 0.000% 31 0.01 -11.35 3.07 -0.01 11.35 -3.07 0.000% 32 -2.36 -11.35 2.38 2.36 11.35 -2.38 0.000% 33 -3.08 -11.35 -0.02 3.08 11.35 0.02 0.000% 34 -2.37 -11.35 -2.45 2.37 11.35 2.45 0.000% tnxTower Job Page VA72471A 14 of 19 NB+CES, LLC Project Date 120 EASTSHGEE DELVE, SDTLE 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 5484079 T-Mobile MKreidi FAX Non -Linear Convergence Results Load Converged? Number Displacement Force 2 Yes 50 0.00000001 0.00001287 3 Yes 50 0.00000001 0.00001256 4 Yes 50 0.00000001 000002684 5 Yes 50 0.00000001 000002627 6 Yes 50 0.00000001 000001173 7 Yes 50 0.00000001 000001145 8 Yes 50 0.00000001 000002509 9 Yes 50 0.00000001 000002505 10 Yes 50 0.00000001 000001296 11 Yes 50 0.00000001 000001253 12 Yes 50 0.00000001 000002697 13 Yes 50 0.00000001 000002641 14 Yes 50 0.00000001 000001181 15 Yes 50 0.00000001 000001158 16 Yes 50 0.00000001 000002910 17 Yes 50 0.00000001 000002794 18 Yes 60 0.00000001 000000000 19 Yes 50 0.00000001 000000001 20 Yes 50 0.00000001 000000001 21 Yes 50 0.00000001 000000001 22 Yes 50 0.00000001 000000001 23 Yes 50 0.00000001 000000001 24 Yes 50 0.00000001 000000001 25 Yes 50 0.00000001 000000001 26 Yes 50 0.00000001 000000001 27 Yes 50 0.00000001 000000001 28 Yes 50 0.00000001 000002750 29 Yes 50 0.00000001 000000001 30 Yes 50 0.00000001 000002509 31 Yes 50 0.00000001 000000001 32 Yes 50 0.00000001 000002735 33 Yes 50 0.00000001 000000001 34 Yes 50 0.00000001 000002990 Maximum Tower Deflections - Service Wind Section Elevation Harz. Gov. Tilt Twist No. Deflection Load TI 100 - 80 1.281 34 0.0759 0.0937 T2 80 - 60 0.932 34 0.0741 0.0803 T3 60 - 40 0.583 34 0.0594 0.0532 T4 40 - 20 0.302 34 0.0400 0.0300 T5 20 - 0 0.103 28 00220 0.0131 Critical Deflections and Radius of Curvature - Service Wind tnxTower Job Page VA72471A 15 of 19 NB+CES, LLC Project Date 120 EASTSHORE DRIVE, SUITE 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 5484079 T-Mobile MKreidi FAX Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0ft 97.00 PAL6-65AD 34 1.229 0.0761 0.0925 258801 85.00 VFA6-HD Sector Frame 34 1.021 0.0755 0.0854 86267 10.00 VHLP2-18 28 0.044 0.0114 0.0063 75481 Maximum Tower Deflections - Design Wind Twist Section Elevation Horz. Gov. Tilt No. Deflection Load ft in Comb. Tl 100 - 80 3.864 16 0.2236 0.2657 12 80 - 60 2.835 4 0.2199 0.2285 T3 60 - 40 1.784 4 0.1811 0.1488 T4 40 - 20 0.925 4 0.1235 0.0848 T5 20 - 0 0.311 4 0.0684 0.0369 Critical Deflections and Radius of Curvature - Design Wind Radius of Elevation Appurtenance Gov. Deflection Tilt Twist Load Curvature ft Comb. in 0ft 97.00 PAL6-65AD 16 3.711 0.2242 0.2622 110733 85.00 VFA6-HD Sector Frame 16 3.096 0.2235 0.2425 36911 10.00 VHLP2-18 4 0.130 0.0357 0.0176 23697 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 2.59 13.81 1 Bolt SS 0188 �/ Diagonal A325N 0.6250 2 1.62 13.81 1 Bolt Shear 0.117 1/ Horizontal A325N 0.6250 2 0.61 13.81 / 1 Bolt Shear 0.044 Top Girt A325N 0.6250 2 0.08 13.81 ✓ 1 Bolt Shear 0.006 T2 80 Leg A325N 0.6250 6 6.29 13.81 ✓ 1 Bolt SS 0.455 Diagonal A325N 0.6250 2 1.93 13.81 0.140 (� 1 Bolt Shear Horizontal A325N 0.6250 2 1.14 13.81 0.083 ✓ 1 Bolt Shear Top Girt A325N 0.6250 2 1.02 13.81 1 Bolt Shear 0.074 1/ T3 60 Leg A325N 0.6250 6 9.88 13.81 ✓ 1 Bolt SS 0.715 Diagonal A325N 0.6250 2 2.35 13.81 ✓ 1 Bolt Shear 0.170 Horizontal A325N 0.6250 2 1.27 13.81 1 Bolt Shear 0.092 Top Girt A325N 0.6250 2 1.20 13.81 ✓ 1 Bolt Shear 0.087 tnxTower Job Page VA72471A 16 of 19 NB+CES, LLC Project Date 120 EASTSHORE DRIVE, SOTTE 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 5484079 T-Mobile MKreidi FAX Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio ft in Bolts per Bolt per Bolt Allowable K K T4 40 Leg A325N 0.6250 6 13.42 13.81 ✓ 1 BASS 0.972 Diagonal A325N 0.6250 2 2.39 13.81 1 Bolt Shear 0.173 Horizontal A325N 0.6250 2 1.46 13.81 0.106 / 1 Bolt Shear Top Girt A325N 0.6250 2 1.37 13.81 0.099 ✓ 1 Bolt Shear T5 20 Diagonal A325N 0.6250 2 2.47 13.81 0.179 1 Bolt Shear Horizontal A325N 0.6250 2 1.64 13.81 ✓ 1 Bolt Shear 0.118 Top Girt A325N 0.6250 2 1.54 13.81 1 Bolt Shear 0.112 Compression Checks Leg Design Data (Compression) Section No. Elevation ft Size L ft L. ft KUr A in' P. K ¢P, K Ratio P. Opp Tl 100-80 01/201/2x3/8 20.02 6.67 116.6 2.4800 -7.78 51.14 0.152' K=1.00 T2 80-60 L31/201/2x3/8 20.02 6.67 116.6 2.4800 -18.86 51.14 0.369' K=1.00 T3 60 - 40 14x4x3/8 20.02 10.01 152.4 2.8600 -29.63 35.23 0.8411 K=1.00 KUR> 150 (C) - 84 T4 40-20 14x4x1/2 20.02 10.01 153.6 3.7500 -40.27 45.49 0.885' K=1.00 KUR> 150 (C) - 112 T5 20 - 0 L5x5x3/8 20.02 10.01 121.3 3.6100 -50.73 69.80 0.727' K=1.00 v ' P„ / �P, controls Horizontal Design Data (Compression) Ratio Section Elevation Size L L, KUr A P. OP„ No. P. ft ,/i ,/i in' K K op, Tl 100-80 L2x2xl/4 4.17 3.43 112.6 0.9380 -1.21 20.31 0.060' K=1.07 T2 80-60 L2x2xl/4 5.42 4.70 134.9 0.9380 -2.28 14.76 0.155' K=0.94 T3 60-40 L2x2xl/4 6.46 5.70 153.7 0.9380 -2.53 11.36 0.223' K=0.88 tnxl owe% Job Page VA72471A 17 of 19 NB+CES, LLC Project Date 120 EASTSHORE DRIVE, Su77E 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 548-4079 T-Mobile MKreidi FAX Section Elevation Size L L, KUr A P. 4p, Ratio No. P. ft ft ft in' K K bpp T4 40-20 L2x3x1/4 7.71 6.95 164.1 1.1900 -2.91 12.65 0.230' K=0.86 v T5 20-0 L2x3xl/4 8.96 8.11 183.9 1.1900 -3.27 10.08 0.325' K=0.82 ' P„ / r P. controls Top Girt Design Data (Compression) Ratio Section Elevation Size L L. KUr A P. ¢p, No. P. in' K K Opp Tl 100-80 L2x2x1/4 3.33 2.59 99.8 0.9380 -0.15 23.19 0.007' K=1.25 T2 80-60 L2x2x1/4 4.58 3.84 119.0 0.9380 -2.04 18.74 0.109' K=1.01 ✓ T3 60-40 L2x2xl/4 5.83 5.06 141.7 0.9380 -2.41 13.36 0.180' K=0.91 ✓ T4 40-20 L2x3xl/4 7.08 6.31 153.3 1.1900 -2.74 14.50 0.189' K=0.88 v T5 20-0 L2x3xl/4 8.33 7.47 172.9 1.1900 -3.09 11.39 0.271' K=0.84 ' P„ / r P. controls Tension Checks Leg Design Data Tension Ratio Section Elevation Size L L„ K!/r A P. gyp„ No. P. ft ft ,/i in' K K Op. Tl 100-80 L31/2x31/20/8 20.02 6.67 74.8 2.4800 2.07 80.35 0.026' 12 80-60 L31/201/20/8 20.02 6.67 74.8 2.4800 12.10 80.35 0.151' T3 60 - 40 14x4x3/8 20.02 10.01 97.7 2.8600 20.48 92.66 0.221 ' T4 40-20 14x4xl/2 20.02 10.01 98.5 3.7500 30.57 121.50 0.252' T5 20 - 0 L5x5x3/8 20.02 10.01 77.0 3.6100 40.42 116.96 0.346' ' P„ / r P. controls tnxl owe% Job Page VA72471A 18 of 19 NB+CES, LLC Project Date 120 EASTSHORE DRIVE, SUITE 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 548-4079 T-Mobile MKreidi FAX Diagonal Design Data Tension Section Elevation Size L L, KUr A P. OP. Ratio No. P. in2 K K op, Tl 100-80 5/8 7.98 7.45 571.8 0.3068 3.23 9.94 0.325' 12 80 - 60 5/8 8.21 7.76 596.0 0.3068 3.87 9.94 0.389' T3 60-40 3/4 12.08 11.49 735.1 0.4418 4.69 14.31 0.328' T4 40-20 3/4 12.82 12.29 786.6 0.4418 4.77 14.31 0.334' T5 20 - 0 7/8 13.64 13.03 714.6 0.6013 4.95 19.48 0.254' 1 P„ / r P. controls Horizontal Design Data Tension Ratio Section Elevation Size L L, KUr A P. AP, No. P. in, K K Opp Tl 100-80 L2x2x1/4 4.17 3.43 76.3 0.5629 0.12 24.49 0.005' 12 80-60 L2x2x1/4 5.42 4.70 101.0 0.5629 0.28 24.49 0.012' T3 60-40 L2x2xl/4 6.46 5.70 120.7 0.5629 0.44 24.49 0.018' T4 40-20 L2x3xl/4 7.71 6.95 154.6 0.7519 0.60 32.71 0.018' T5 20-0 L2x3xl/4 8.96 8.11 179.0 0.7519 0.76 32.71 0.023' 1 P„ / r P. controls Top Girt Design Data Tension Ratio Section Elevation Size L L„ KI/r A P. ✓QP,. No. P. ft ft ft in2 K K op, 12 80-60 L2x2x1/4 4.58 3.84 84.6 0.5629 0.28 24.49 0.012' T3 60-40 L2x2x1/4 5.83 5.06 108.4 0.5629 0.44 24.49 0.018' T4 40-20 L2x3xl/4 7.08 6.31 141.5 0.7519 0.60 32.71 0.018' tnxl owe% Job Page VA72471A 19 of 19 NB+CES, LLC Project Date 120 EASTSHORE DRIVE, SU TE 300 100838 12:22:59 06/23/22 GLENALLEN, VA 23059 Client Designed by Phone: (804) 548-4079 T-Mobile MKreidi FAX Section Elevation Size L L, KlIr A P. ¢P, Ratio No. P. .ft .ft .ft in' K K bPp T5 20-0 L2x3x1/4 8.33 7.47 165.9 0.7519 0.76 32.71 0.023Ve 1 P„ / �P, controls Section Capacity Table Section Elevation Component Size Crttical P op.,„ % P¢ss No. .fr Type Element K K Capacity Fail Tl 100-80 Leg L31/201/2x3/8 4 -7.78 51.14 15.2 Pass 18.8 (b) 12 80-60 Leg L31/2x31/2x3/8 44 -18.86 51.14 36.9 Pass 45.5 (b) T3 60 - 40 Leg 14x4x3/8 84 -29.63 35.23 84.1 Pass T4 40-20 Leg L4x4x1/2 112 -40.27 45.49 88.5 Pass 97.2 (b) T5 20 - 0 Leg L5x5x3/8 139 -50.73 69.80 72.7 Pass Tl 100 - 80 Diagonal 5/8 15 3.23 9.94 32.5 Pass T2 80 - 60 Diagonal 5/8 79 3.87 9.94 38.9 Pass T3 60 - 40 Diagonal 3/4 94 4.69 14.31 32.8 Pass T4 40 - 20 Diagonal 3/4 122 4.77 14.31 33.4 Pass T5 20 - 0 Diagonal 7/8 150 4.95 19.48 25.4 Pass Tl 100-80 Horizontal L2x2xl/4 20 -1.21 20.31 6.0 Pass T2 80-60 Horizontal L2x2xl/4 60 -2.28 14.76 15.5 Pass T3 60-40 Horizontal L2x2xl/4 99 -2.53 11.36 22.3 Pass T4 40-20 Horizontal L2x3xl/4 127 -2.91 12.65 23.0 Pass T5 20-0 Horizontal L2x3xl/4 155 -3.27 10.08 32.5 Pass Tl 100-80 Top Girt L2x2xl/4 5 -0.15 23.19 0.7 Pass T2 80 - 60 Top Girt L2x2xl/4 48 -2.04 18.74 10.9 Pass T3 60 - 40 Top Girt L2x2xl/4 88 -2.41 13.36 18.0 Pass T4 40-20 Top Girt L2x3xl/4 115 -2.74 14.50 18.9 Pass T5 20-0 Top Girt L2x3xl/4 143 -3.09 11.39 27.1 Pass Summary Leg (T4) 97.2 Pass Diagonal 38.9 Pass M) Horizontal 32.5 Pass (T5) Top Girt 27.1 Pass (T5) Bolt Checks 97.2 Pass RATING= 97-2 Pass Program Version 8.1.1.0 - 6/3/2021 File:R:/Glen Allen/Projects/Wireless/T-MobilenMO - SOVA Shentel Keep (100838)/VA72471A/Sbvctaral/SA - Rev. l/Analysis/VA72471A.en Self Support Anchor Rod Capacity Site If VA72471A Site Name Commonwealth Project# 100838 TIA-222 Revision H Grout Considered: No Comp. Uplift O Axial Force (kips) 51.00 40.00 Shear Force (kips) 2.00 5.00 • Leg Mod Eccentricity (in) 0.000 Anchor Rod N.A Shift (in)0.000 Total Eccentricity(in) I0.000 *Anchor Rod Eccentricity Applied I Anchor Rod Data Anchor Rod Summary (units of kips, kip -in) (2) 1-3/4" 0 bolts (A36 N; Fy=36 ksi, Fu=58 ksi) Pu_c = 25.5 tpPn_c = 77.93 Stress Rating pas. (deg): 0, 180 Vu =1 (�Vn = 35.07 32.8% i„ (in): 0 Mu = n/a (bMn = n/a Pass CClplate - Version 3.7.2 Analysis Date: 6/23/2022 a rc @c c c mN 3 m�mNt7N C �y o E N O N C 41 F N V ❑ iD is a°�Oa d Fm w m LL W N U a 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