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Home My WebLink AboutSE202200063 Correspondence 2022-11-01 (5)Date: August 9, 2022 Glenn Ray Verizon Wireless 1831 Rady Court Richmond, VA 23222 Subject: Structural Analysis Report NaIIIIIEC7 TOTALLY COMMITTED. NB+C Engineering Services 120 Eastshore Drive, Suite 300 Glen Allen, VA 23059 Carrier Designation: Verizon Wireless — 5G LSub Carrier Add Verizon Wireless Site Name: Greenbriar Park Verizon Wireless PSLC Code: 178975 Verizon FUZE Project ID: 16829324 Engineering Firm Designation: NB+C Engineering Services Project Number: 100352 Site Data: 1012 Rio Road East, Charlottesville, VA 22901, Albemarle County Latitude 38.063050, Longitude-78.464760 70 Foot — Monopole Tower Dear Glenn Ray, 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: • RF Data Sheet by Verizon Wireless dated July 11, 2022 • Mount Analysis Report by TES, LLC (Smart Tool Project #: 10146603) dated July 14, 2022 • Mount Mapping Report and Photos by TTS Wireless for TES, LLC dated April 7, 2022 • Inspection Report by Hightower Solutions for Clark Nexsen (Site #: 22) dated May 25, 2016 • Communication Pole Design Calculations and Drawings by Valmont (Order #: 301374) dated October 15, 2015 • Construction Drawings by Engineering Concepts, Inc. (Project #: 12130) dated May 6, 2015 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 ANSIITIA-222-H standard, 2018 Virginia Construction Code, and local code requirements based upon a basic wind speed of 110 mph. 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 Verizon Wireless. If you have any questions or need further assistance on this or any other projects, please give us a call. Structural analysis prepared by: Matthew Shufflebarger, PE _&664*"A_ Respectfully submitted by: 411 M himilml Erik M. Bowers, PE Engineering Market Manager VA License No. 57974 LTI/ ()", ERIK M. BOWERS 3 Lic. No. 57974 819/2022 v` YONAr. 509 tnxTower Report - version 8.1.1.0 Verizon — Greenbriar Park 70 Ft Monopole Tower Structural Analysis NB+C ES Project Number 100352 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 August 9, 2022 Page 2 tnxTower Report - version 8.1.1.0 Verizon — Greenbrier Park 70 Ft Monopole Tower Structural Analysis NB+C ES Project Number 100352 1) INTRODUCTION August 9, 2022 The existing tower is a 70 ft Monopole Tower located in Albemarle County, Virginia. The original tower manufacturer is Valmont designed in October of 2015. 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: 2018 Virginia Construction Code ANSUTIA-222-H 110 mph C 1 1.0 in 30 mph 60 mph Table 1 — Proposed Antenna and Cable Information Center Number Mounting Line of Antenna Level (ft) Elevation Antennas Manufacturer E Antenna Model Page 3 Feed Carrier Line Size Note (in) VI.V i JI VVIIIIIIJWFJ 11111 IlV V-VJV-1\JLIIV 62.0 3 Samsung MT6407-77A w/ Integrated RRH 60.0 1 3 Samsung CBRS RRH — RT4401-48A 7.0 58.0 2 Commscope RHSDC-3315-PF-48 Verizon 58.0 3 Samsung 62/666a RRH ORAN (RF4439d-25A) 56.0 3 Samsung 135/1313 RRH ORAN (RF4440d-13A) 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> 67.0 3 Commscope SBNHH-1D65C 2 60.0 3 Nokia UHIC B4 RRH 2x60-4R 2 67.0 Verizon 2 57.0 3 Nokia UHBA B13 RRH 4x30 reless Wireless 58.0 2 Commscope RHSDC-3315-PF-48 (2) 6x12 1 60.0 3 Pipe Mount Hybrid' F, Notes: 1) Existing Equipment to remain 2) Equipment to be Removed tnxTower Report - version 8.1.1.0 Verizon — Greenbrier Park 70 Pt Monopole Tower Structural Analysis NB+C ES Project Number 100352 3) ANALYSIS PROCEDURE 3.1) Analysis Method August 9, 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 Tables 1 and 2. 4) Tower geometry, member sizes and grades, and foundation are based on the Communication Pole Design Calculations and Drawings by Valmont (Order #: 301374) dated October 15, 2015. 5) Existing tower loading based on the Mount Mapping Report and Photos by TTS Wireless for TES, LLC dated April 7, 2022. 6) Geotechnical information was not available; the soil is conservatively assumed to be sand with parameters per ANSI/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. 4) ANALYSIS RESULTS Table 3 — Section Capacity (Summary) Section Elevation (ft) IL Component Type Size CriticaIC emenitl P (K) to*P(K)IowI Capacity I Pass / Fail L1 71 - 30.5 Pole TP19.738xl1.9994.18751 1 I -3.58 I 657.36 1 29.5 1 Pass L2 30.5 - 1 Pole TP25x18.6942x0.25 2 -6.21 1148.89 31.7 Pass Summary Pole (1-2) 31.7 Pass Anchor Rod 30.5 Pass Base Plate 14.5 Pass RATING = 1 31.7 1 Pass Table 4 — Foundation Capacity (Summary) Component I % Capacity I Pass/Fail Structural Rating 12.9 Pass Soil Interaction Rating 32.5 Pass Notes: 1) See additional documentation in "Appendix A— Additional Calculations" for calculations Structure Rating (max from all components) = 32.5% 4.1) Recommendations 1) The tower has sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. tnxTower Report - version 8.1.1.0 Verizon — Greenbriar Park 70 Ft Monopole Tower Structural Analysis NB+C ES Project Number 100352 APPENDIX A TNXTOWER OUTPUT & ADDITIONAL CALCULATIONS August 9, 2022 Page 5 tnxTower Report - version 8.1.1.0 ]1.0 R DESIGNED APPURTENANCE LOADING S Ff $ � � 8 0 9 z r r� U Ji Ji 5 30.5ft 1.0 a TYPE ELEVATION TYPE ELEVATION IigNring Rod 5ft4' ]3 CEIRS UT 0148A(VBrrsp) 60 NNH0.5S -ROIaT8w!Jounl Pipe �) 67 CDRSIRTd0014aA(VBrrsp0 60 21W.rldounl RW(Vedzd) 60 414H0.5S6.5C43131-8w!Jounl Pipe �) 67 21WX1Jounl Piw(UBnzp,) 60 21WX1JoMt Piw(UBrizp,) 60 NNH0.55fi.5CRMTB W Mw Rw Me m0 67 MSDG3315-PFd (UB,von) 58 MT6C0]-TIAI nt at AMenre (ValiprQ RHSDG3316-PFdB (Ue,von) 58 B2IB66ARF6C390.25A(�) 58 MT6C07-TIN Inlegrated AMenm (Mnrim0 62 a2IB66ARF61391)-25A(�) 58 a2IBB6ARF603913-25A(�) 58 MRMp]-TIA lnlegrated AMenne ') 62 05013RF4 13A(�) 56 B5B13 RF4M00.13A(�Rrimn) 56 CBRS RT4001d8A(Vedzon) 60 =13RF4M00.13A (�Rrimn) 56 MATERIAL TOWER DESIGN NOTES Tower is located in Albemarle 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 with 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: 31.7% I ALL REACTIONS AREFACTORED AXIAL /97IK� SHEAR \ MOMENT 1 K ��( ��.., y 25 kip -It TORQUE 0 kip -It 30 mph WIND-1.0000 in ICE AXIAL 6ITK SHEAR \ MOMENT 5 K � ��,,, ` 229 kip-ft TORQUE 0 kip-ft REACTIONS - 110 mph WIND Greenbriar Park =1'` 120 Eastshore Drive, Suite 300 TOTALLY COMMITTED Glen Allen, VA 23059 iw MM M Semmes Phone: (804) 548-4079 W TIA-222-H - 110 mph/30 mph 1.0000 in Ice Exposure C Leg Capacity Leg Compression (K) Mmtlmum -> Mmtlmum -> I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Greenbriar Park TOTALLY COMMITTED 120 Eastshore Drive, Suite 300 Glen Allen, VA 23059 Phone: (804) 548-4079 TIA-222-H - Service - 60 mph Maximum Values Deflection (in) w Tilt (deg) 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 Greenbriar Park =7'` 120 Eastshore Drive, Suite 300 TOTALLY COMMITTED Glen Allen, VA 23059 WMMM S.M.. Phone: (804) 548-4079 Round Flat Feed Line Distribution Chart 1' - 71' Apo In Face App Out Fem 1I Leg W Face A x Face B Face C Greenbriar Park =1'` 120 Eastshore Drive, Suite 300 TOTALLY COMMITTED Glen Allen, VA 23059 nelMI S.M.. Phone: (804) 548-4079 Stress Distribution Chart 1' - 71' > 100%' 90%-100%' 75%-90%' 50%-75%' < 50% Overstress A w Face B Face C Greenbriar Park =1'` 120 Eastshore Drive, Suite 300 TOTALLY COMMITTED Glen Allen, VA 23059 WMMM S.M.. Phone: (804) 548-4079 tnxTower NB+C Engineering Services, Job Greenbriar Park Page 1 of 17 Project Date LLC 100352 14:28:47 08/08/22 120 Eastshore Drive, Suite 300 Client Designed by Glen Allen, VA 23059 Phone: (804) 548-4079 Verizon Wireless MLS FAX Tower Input Data The tower is a monopole. 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: 451.02 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 pole design is 1. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used: Kes(Fw) = 0.95, K{ ,(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 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 KIA Recension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC oD+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 NB+C Engineering Services, Job Greenbriar Park Page 2 of 17 Project Date LLC 100352 14:28:47 08/08/22 120 Eastshore Drive, Suite 300 Client Designed by Glen Al/en, VA 23059 Phone: (804)548-4079 Verizon Wireless MILS FAX Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius Ll 71.00-30.50 40.50 3.50 18 11.9990 19.7380 0.1875 0.7500 A572-65 (65 ksi) L2 30.50-1.00 33.00 18 18.6942 25.0000 0.2500 1.0000 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area / r C 7/C J 6/Q w IVA in in, tn4 in in in, in4 in, in L1 12.1552 7.0293 123.8970 4.1931 6.0955 20.3260 247.9570 3.5153 1.7818 9.503 20.0136 11.6350 561.8485 6.9404 10.0269 56.0341 1124.4364 5.8186 3.1439 16.767 L2 19.6231 14.6355 629.0189 6.5477 9.4967 66.2359 1258.8654 7.3191 2.8502 11.401 25.3471 196391 1519.8824 8.7863 12.7000 119.6758 3041.7647 9.8214 3.9600 15.84 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Molt. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (perface) A, Spacing Spacing Spacing Diagonals Horizontals Redundonts ft j12 in in in in Ll 71.00-30.50 1 1 1 L2 30.50-1.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Exclude Component Placement Total Number Start/End Width or Perimeter Weight From Type Number Per Row Position Diameter Torque ft in in Ar Calculation Safety Line 3/8 C No Surface At 71.00 - 1.00 1 1 0.000 0.3750 0.22 (CaAa) 0.000 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Component Placement Total C,,Aq Weight or Shield From Type Number Leg Torque ft fP/ft Ar (Verizon Wireless) 1/2" Ice 0.00 0.72 1" Ice 0.00 0.72 tnxTower NB+C Engineering Services, Job Greenbriar Park Page 3 of 17 Project Date LLC 100352 14:28:47 08/08/22 I20 Eastshore Drive, Suite 300 Client Designed by Glen Allen, PA 23059 Phone: (804) 548-4079 Verizon Wireless MLS FAX Feed Line/Linear Appurtenances Section Areas Tower Tower Face A, AF CAAA CAAA weight Section Elevation In Face Out Face ft It, ft, it, ft, K LI 71.00-30.50 A 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 1.519 0.000 0.01 L2 30.50-1.00 A 0.000 0.000 0 000 0 000 0.04 B 0.000 0.000 0 000 0 000 0.00 C 0.000 0.000 1.106 0 000 001 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice Aa AF CAA, CAA, weight Section Elevation or Thickness In Face Out Face ft Leg in ft, ft, ft, ft, K Ll 71.00-30.50 A 0.885 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 8.689 0.000 0.06 L2 30.50-1.00 A 0.786 0.000 0.000 0.000 0.000 0.04 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 6.329 0.000 0.05 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice LI 71.00-30.50 0.0000 0.2998 0.0000 0.8712 L2 30.50-1.00 0.0000 0.3009 0.0000 0.9234 Note: For pole sections, center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Feed Line Description Feed Line K. K. Section Record No. Se ent Elev. No Ice Ice Ll 2 Safety Line 3/8 30.50 - 71.00 1.0000 1.0000 L2 2 Safe Line 3/8 1.00 - 30.50 1.0000 1.0000 Discrete Tower Loads tnxTower NB+C Engineering Services, Job Greenbriar Park Page 4 of 17 Project Date LLC 100352 14:28:47 08/08/22 120 Eastshore Drive, Suite 300 Client Designed by Glen Allen, VA 23059 Phone: (804) 548-4079 Verizon Wireless MLS FAX Description Face Offset Offsets: Azimuth Placement CA, CAA, Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ° ft .1t, f 2 K ft ft Lightning Rod 5/8x4' C None 0.0000 73.00 No Ice 0.25 0.25 0.00 12" Ice 0.66 0.66 0.01 V Ice 0.97 0.97 0.01 rr+ NNH4SS-65C-R3BT8 w/ A From Face 1.00 0.0000 67.00 No Ice 17.07 10.27 0.27 Mount Pipe 0.00 12" Ice 17.70 11.69 0.38 (Verizon) 0.00 PIce 18.33 12.78 0.51 NNH4SS-65C-R3BT8 w/ B From Face 1.00 0.0000 67.00 No Ice 17.07 10.27 0.27 Mount Pipe 0.00 12" Ice 17.70 11.69 0.38 (Verizon) 0.00 PIce 18.33 12.78 0.51 NNH4SS-65C-R3BT8 w/ C From Face 1.00 0.0000 67.00 No Ice 17.07 10.27 0.27 Mount Pipe 0.00 12" Ice 17.70 11.69 0.38 (Verizon) 0.00 PIce 18.33 12.78 0.51 MT6407-77A Integrated A From Face 1.00 0.0000 62.00 No Ice 4.70 1.84 0.08 Antenna 0.00 12" Ice 4.99 2.07 0.11 (Verizon) 0.00 PIce 5.28 2.30 0.14 MT6407-77A Integrated B From Face 1.00 0.0000 62.00 No Ice 4.70 1.84 0.08 Antenna 0.00 12" Ice 4.99 2.07 0.11 (Verizon) 0.00 V Ice 5.28 2.30 0.14 MT6407-77A Integrated C From Face 1.00 0.0000 62.00 No Ice 4.70 1.84 0.08 Antenna 0.00 12" Ice 4.99 2.07 0.11 (Verizon) 0.00 P Ice 5.28 2.30 0.14 B5B13 RF4440D-13A A From Face 1.00 0.0000 56.00 No Ice 1.87 L13 0.07 (Verizon) 0.00 12" Ice 2.03 1.27 0.09 0.00 P Ice 2.21 1.41 0.11 B5B13 RF4440D-13A B From Face 1.00 0.0000 56.00 No Ice 1.87 1.13 0.07 (Verizon) 0.00 12" Ice 2.03 1.27 0.09 0.00 P Ice 2.21 1.41 0.11 B5B13RF4440D-13A C From Face 1.00 0.0000 56.00 No Ice 1.87 1.13 0.07 (Verizon) 0.00 12" Ice 2.03 1.27 0.09 0.00 V Ice 2.21 1.41 0.11 132B66A RF4439D-25A A From Face 1.00 0.0000 58.00 No Ice 1.87 1.25 0.07 (Verizon) 0.00 12" Ice 2.03 1.39 0.09 0.00 P Ice 2.21 1.54 0.11 132B66A RF4439D-25A B From Face 1.00 0.0000 58.00 No Ice 1.87 1.25 0.07 (Verizon) 0.00 12" Ice 2.03 1.39 0.09 0.00 P Ice 2.21 1.54 0.11 132B66A RF4439D-25A C From Face 1.00 0.0000 58.00 No Ice 1.87 1.25 0.07 (Verizon) 0.00 12" Ice 2.03 1.39 0.09 0.00 P Ice 2.21 1.54 0.11 CBRS RT4401-48A A From Face 1.00 0.0000 60.00 No Ice 1.00 0.65 0.02 (Verizon) 0.00 12" Ice 1.12 0.76 0.03 0.00 V Ice 1.26 0.88 0.04 CBRS RT4401-48A B From Face 1.00 0.0000 60.00 No Ice 1.00 0.65 0.02 (Verizon) 0.00 12"Ice 1.12 0.76 0.03 0.00 P Ice 1.26 0.88 0.04 CBRS RT4401-48A C From Face 1.00 0.0000 60.00 No Ice 1.00 0.65 0.02 (Verizon) 0.00 12"Ice 1.12 0.76 0.03 0.00 P Ice 1.26 0.88 0.04 RHSDC-3315-PF-48 A From Face 1.00 0.0000 58.00 No Ice 3.71 2.19 0.04 (Verizon) 1.00 12"Ice 3.95 2.39 0.07 0.00 P Ice 4.20 2.61 0.11 RHSDC-3315-PF-48 B From Face 1.00 0.0000 58.00 No Ice 3.71 2.19 0.04 (Verizon) 1.00 12"Ice 3.95 2.39 0.07 0.00 P Ice 4.20 2.61 0.11 21'x2 4" Mount Pipe A From Face 0.50 0.0000 60.00 No Ice 4.99 4.99 0.08 tnxTower NB+C Engineering Services, Job Greenbriar Park Page 5 of 17 Project Date LLC 100352 14:28:47 08/08/22 120 Eastshore Drive, Suite 300 Client Designed by Glen Allen, VA 23059 Phone: (804) 548-4079 Verizon Wireless MLS FAX Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft, ft, K 0.00 I"Ice 9.26 9.26 0.16 21'x2 4" Mount Pipe B From Face 0.50 0.0000 60.00 No Ice 4.99 4.99 0.08 (Verizon) 0.00 1/2"Ice 7.12 7.12 0.11 0.00 P Ice 9.26 9.26 0.16 21'x2 4" Mount Pipe C From Face 0.50 0.0000 60.00 No Ice 4.99 4.99 0.08 (Verizon) 0.00 1/2"Ice 7.12 7.12 0.11 0.00 V Ice 9.26 9.26 0.16 Tower Pressures - No Ice GH=Ltoo Section z Kz 9: Ac F A, AR A,z Leg CAAA CAAA Elevation a % 7n Out c Face Face e 112 ft2 L171.00-30.50 49.53 1.092 30 54.285 A 0.000 54.285 54.285 100.00 0.000 0.000 B 0.000 54.285 100.00 0.000 0.000 C 0 000 54.285 100.00 1.519 0.000 L230.50-1.00 15.13 0.85 23 55.276 A 0.000 55.276 55.276 100.00 0.000 0.000 B 0.000 55.276 100.00 0.000 0.000 C 1 0.000 1 55.276 100.001 1.1061 0.000 Tower Pressure - With Ice GH = moo Section - Kz 9: tz Ac F Ar Aa A,, Leg C,AA,, C,AA,, Elevation a % 7n Out c Face Face n ft, e L171.00-30.50 49.53 1.092 2 0.8852 60.260 A 0.000 60.260 60.260 100.00 0.000 0.000 B 0.000 60.260 MOM 0.000 0.000 C 0.000 60.260 10000 8.689 0.000 L2 30.50-1.00 15.13 0.85 2 0.7862 59.628 A 0.000 59.628 59.628 10000 0.000 0.000 B 0.000 59.628 10000 0.000 0.000 C 1 0.000 59.628 10000, 6.329 0.000 Tower Pressure - Service GH = t. too tnxTower NB+C Engineering Services, Job Greenbriar Park Page 6 of 17 Project Date LLC 100352 14:28:47 08/08/22 120 Eastshore Drive, Suite 300 Client Designed by Glen Al/en, VA 23059 Phone: (804) 548-4079 Verizon Wireless MLS FAX Section - Ki q, Ao F AF AR Ai, Leg CAA CAAA Elevation a % in Out C Face Face e ft, L171.00-30.50 49.53 1.092 8 54.285 A 0.000 54.285 54.285 100.00 0.000 0000 B 0.000 54.285 100.00 0.000 0 000 C 0.000 54.285 100.00 1.519 0.000 L2 30.50-1.00 15.13 0.85 7 55.276 A 0.000 55 276 55.276 100.00 0.000 0.000 B 0.000 55.276 100.00 0.000 0.000 C 0.000 55.276 100,001 1.106 1 0.000 Tower Forces - No Ice - Wind Normal To Face Section Add Self F e CF q- DF DR Ae F w Oct.. Elevation Weight Weight a Face c Psf ft K K e ft, K pir Ll 0.06 1.29 A 1 0.73 30 1 1 54.285 1.30 32.15 C 71.00-30.50 B 1 0.73 1 1 54.285 C 1 0.73 1 1 54.285 L2 30.50-1.00 0.05 1.92 A 1 0.73 23 1 1 55.276 1.04 35.19 C B 1 0.73 1 1 55.276 C 1 0.73 1 1 55.276 Sum Weight: 0.11 3.21 OTM 77.84 2.34 kip-ft. Tower Forces - No Ice - Wind 60 To Face Section Add Self F e Ct q= Dt Dk At F w Oct.. Elevation Weight Weight a Face c Psf K K e p2 K pir Ll 0.06 1.29 A 1 0.73 30 1 1 54.285 1.30 32.15 C 71.00-30.50 B 1 0.73 1 1 54.285 C 1 0.73 1 1 54.285 L2 30.50-1.00 0.05 1.92 A 1 0.73 23 1 1 55.276 1.04 35.19 C B 1 0.73 1 1 55.276 C 1 0.73 1 1 55.276 Sum Weight: 0.11 3.21 OTM 77.84 2.34 ki -ft Tower Forces - No Ice - Wind 90 To Face Section Add Self F e CF q_ DF DR :L. F w Oct.. Elevation Weight Weight a Face c Psf K K e ft, K pir Ll 0.06 1.29 A 1 0.73 30 1 1 54.285 1.30 32.15 C 71.00-30.50 B 1 0.73 1 1 54.255 C 1 0.73 1 1 54.255 tnxTower NB+C Engineering Services, Job Greenbriar Park Page 7 of 17 Project Date LLC 100352 14:28:47 08/08/22 120 Eastshore Drive, Suite 300 Client Designed by Glen Al/en, VA 23059 Phone: (804) 548-4079 Verizon Wireless MLS FAX Section Add Sef F e CF q= DF DR AF F w CO.. Elevation Weight Weight a Face c Psf K K e li2K pir L2 30.50-1.00 0.05 1.92 A 1 0.73 23 1 1 55.276 1.04 35.19 C B 1 0.73 1 1 55.276 C 1 0.73 1 1 55.276 Sum Weight: 0.11 3.21 OTM 77.84 2.34 ki -ft Tower Forces - With Ice - Wind Normal To Face Section Add Sef F e CF q= DF DR AF F w CO.. Elevation Weight Weight a Face c Psf K K e K PY Ll 0.12 2.03 A 1 1.2 2 1 1 60.260 0.18 4.36 C 71.00-30.50 B 1 1.2 1 1 60.260 C 1 1.2 1 1 60.260 L2 30.50-1.00 0.09 2.58 A 1 1.2 2 1 1 59.141 0.14 4.60 C B 1 1.2 1 1 59.141 C 1 1.2 1 1 59.141 Sum Weight: 0.21 4.61 OTM 10.49 0.31 kip-ft. Tower Forces - With Ice - Wind 60 To Face Section Add Sef F e CF q= DF DR AF F w CO.. Elevation Weight Weight a Face c Psf ft K K e ft, K Pif Ll 0.12 2.03 A 1 1.2 2 1 1 60.260 0.18 4.36 C 71.00-30.50 B 1 1.2 1 1 60.260 C 1 1.2 1 1 60.260 L2 30.50-1.00 0.09 2.58 A 1 1.2 2 1 1 59.141 0.14 4.60 C B 1 1.2 1 1 59.141 C 1 1.2 1 1 59.141 Sum Weight: 0.21 4.61 OTM 10.49 0.31 ki -ft Tower Forces - With Ice - Wind 90 To Face Section Add Self F e Ct q_ DF DR AF F w Cal. Elevation Weight Weight a Face c Psf K K e fi2 K pir Ll 0.12 2.03 A 1 1.2 2 1 1 60.260 0.18 4.36 C 71.00-30.50 1 B I 1 1 1.2 1 1 60.260 tnxTower NB+C Engineering Services, Job Greenbriar Park Page 8 of 17 Project Date LLC 100352 14:28:47 08/08/22 120 Eastshore Drive, Suite 300 Client Designed by Glen Al/en, VA 23059 Phone: (804) 548-4079 Verizon Wireless MLS FAX Section Add Self F e CF q= DF Da AF F w CO.. Elevation Weight Weight a Face c Psf K K e K PY C 1 1.2 1 1 60.260 L2 30.50-1.00 0.09 2.58 A 1 1.2 2 1 1 59.141 0.14 4.60 C B 1 1.2 1 1 59.141 C 1 1.2 1 1 59.141 Sum Weight: 0.21 4.61 OTM 10.49 0.31 ki -ft Tower Forces - Service - Wind Normal To Face Section Add Self F e CF q= DF Da AF F w CO.. Elevation Weight Weight a Face c Psf ft K K e p2 K PIf Ll 0.06 1.29 A 1 0.73 8 1 1 54.285 0.36 9.01 C 71.00-30.50 B 1 0.73 1 1 54.285 C 1 0.73 1 1 54.285 L2 30.50-1.00 0.05 1.92 A 1 0.73 7 1 1 55.276 0.29 9.86 C B 1 0.73 1 1 55.276 C 1 0.73 1 1 55.276 Sum Weight: 0.11 3.21 OTM 21.81 0.66 kip-ft. Tower Forces - Service - Wind 60 To Face Section Add Self F e Ct q- Dv DR Ae F it, CO.. Elevation Weight Weight a Face c Psf K K e K pir Ll 0.06 1.29 A 1 0.73 8 1 1 54.285 0.36 9.01 C 71.00-30.50 B 1 0.73 1 1 54.285 C 1 0.73 1 1 54.285 L2 30.50-1.00 0.05 1.92 A 1 0.73 7 1 1 55.276 0.29 9.86 C B 1 0.73 1 1 55.276 C 1 0.73 1 1 55.276 Sum Weight: 0.11 3.21 OTM 21.81 0.66 ki -ft Tower Forces - Service - Wind 90 To Face Section Add Self F Ct q_ DF DR :L. F w Ctrl. Elevation Weight Weight a Face c Psf K K e K pir Ll 0.061 1.291 A I 11 0,731 8 1 11 11 54.285 1 0.36 1 9.011 C tnxTower NB+C Engineering Services, Job Greenbriar Park Page 9 of 17 Project Date LLC 100352 14:28:47 08/08/22 120 Eastshore Drive, Suite 300 Client Designed by Glen Allen, VA 23059 Phone: (804) 548-4079 Verizon Wireless MLS FAX Section Add Self F e CF q= DF Ds AF F w CO.. Elevation Weight Weight a Face c Psf K K e K pir 71.00-30.50 B 1 0.73 1 1 54.285 C 1 0.73 1 1 54.285 L2 30.50-1.00 0.05 1.92 A 1 0.73 7 1 1 55.276 0.29 9.86 C B 1 0.73 1 1 55.276 C 1 0,73 1 1 55.276 Sum Weight: 0.11 3.21 OTM 21.81 0.66 kip-ft. Force Totals Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments, M. Moments, M- K K K ki ki - t ki - t Leg Weight 3.21 Bracing Weight 0.00 Total Member Self -Weight 321 -0.05 -0 04 Total Weight 5.19 -0.05 -0.04 Wind deg -No lee 0.00 -4.64 -221.60 -0.04 0.10 Wind 30 deg - No Ice 2.34 -4.02 -191.92 -112.00 0.04 Wind 60 deg - No Ice 4.06 -2.32 -110.83 -193.95 -0.03 Wind 90 deg - No Ice 4.69 0.00 -0.05 -223.95 -0.10 Wind 120 deg - No Ice 4.06 2.32 110.72 -193.95 -0.13 Wind 150 deg - No Ice 2.34 4.02 191.82 -112.00 -0.14 Wind 180 deg - No Ice 0.00 4.64 221.50 -0.04 -0.10 Wind 210 deg - No Ice -2.34 4.02 191.82 111.92 -0.04 Wind 240 deg - No Ice -4.06 2.32 110.72 193.87 0.03 Wind 270 deg - No Ice -4.69 0.00 -0.05 223.87 0.10 Wind 300 deg - No Ice -4.06 -2.32 -110.83 193.87 0.13 Wind 330 deg - No Ice -2.34 -4.02 -191.92 111.92 0.14 Member lee 1.40 Total Weight Ice 8.14 -0.08 -0.10 Wind 0 deg - Ice 0.00 -0.53 -24.04 -0.10 0.01 Wind 30 deg - Ice 0.27 -0.46 -20.83 -12.18 0.00 Wind 60 deg - Ice 0.46 -0.26 -12.06 -21.02 -0.00 Wind 90 deg - Ice 0.53 0.00 -0.08 -24.25 -0.01 Wind 120 deg - Ice 0.46 0.26 11.91 -21.02 -0.01 Wind 150 deg - Ice 0.27 0.46 2068 -12.18 -0.01 Wind 180 deg - Ice 0.00 0.53 23.89 -0.10 -0.01 Wind 210 deg - Ice -0.27 0.46 2068. 11.97 -0.00 Wind 240 deg - Ice -0.46 0.26 11.91 20.81 0.00 Wind 270 deg - Ice -0.53 0.00 -0.08 24.05 0.01 Wind 300 deg - Ice -0.46 -0.26 -12.06 20.81 0.01 Wind 330 deg - Ice -0.27 -0.46 -20.83 11.97 0.01 Total Weight 5.18 -0.05 -0.04 Wind 0 deg- Service 0.00 -1.30 -62.15 -0.04 0.03 Wind 30 deg - Service 0.66 -1.13 -53.83 -31.41 0.01 Wind 60 deg - Service 1.14 -0.65 -31.10 -54.38 -0.01 Wind 90 deg - Service 1.31 0.00 -0.06 -62.78 -0.03 Wind 120 deg - Service 1.14 0.65 30.98 -54.38 -0.04 Wind 150 deg - Service 0.66 1.13 53.70 -31.41 -0.04 Wind 180 deg - Service 0.00 1.30 62.02 -0.04 -0.03 Wind 210 deg - Service -0.66 1.13 53.70 31.33 -0.01 Wind 240 deg - Service -1.14 0.65 30.98 54.30 0.01 tnxTower NB+C Engineering Services, Job Greenbriar Park Page 10 of 17 Project Date LLC 100352 14:28:47 08/08/22 120 Eastshore Drive, Suite 300 Client Designed by Glen Allen, VA 23059 Phone: (804) 548-4079 Verizon Wireless MLS FAX Load VerticalLFomes Sum of Sum of Sum of Sum of Torques Case Forces Forces Overturning Overturning Z Moments, M, Moments, MKM K ki ki - Wind 270 deg - Service 1 0.00 -006 6270 0.03 Wind 300 deg - Service 4 -0.65 -31.10 54.30 0.04 Wind 330 de - Service 6 -1.13 -53.83 31.33 0.04 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 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 1.2 Dead+1.O Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.O Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.O Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.O Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.O Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.O Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.O Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.O Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.O Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.O Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.O Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.O Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.O Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg- Service 41 Dead+Wind 60 deg- Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service tnxTower NB+C Engineering Services, Job Greenbriar Park Page 11 of 17 Project Date LLC 100352 14:28:47 08/08/22 120 Eastshore Drive, Suite 300 Client Designed by Glen Al/en, VA 23059 Phone: (804) 548-4079 Verizon Wireless MLS FAX Comb. Description No. 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 des - Service Maximum Member Forces Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment ki" Minor Axis Moment ktp-ft Ll 71 - 30.5 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -5.87 -0.11 0.14 Max. Mx 8 -3.58 -92.10 0.07 Max. My 2 -3.59 -0.05 91.10 Max. Vy 8 3.61 -92.10 0.07 Max. Vic 2 -3.56 -0.05 91.10 Max. Torque 13 0.13 L2 30.5 - 1 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -9.25 -0.1 I 0.09 Max. Mx 8 -6.21 -228.78 0.06 Max. My 2 -6.21 -0.05 226.38 Max. Vy 8 4.69 -228.78 0.06 Max. Vic 2 -4.65 -0.05 226.38 Max. Torque 13 0.13 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Pole Max. Vert 26 9.25 -0.00 0.00 Max. H. 21 4.66 4.69 0.00 Max. H� 3 4.66 -0.00 4.64 Max. M. 2 226.38 -0.00 4.64 Max. M. 8 228.78 -4.69 0.00 Max. Torsion 13 0.13 -2.34 -4.02 Min. Vert 9 4.66 -4.69 0.00 Min. H, 9 4.66 -4.69 0.00 Min. H, 15 4.66 -0.00 -4.64 Min. Mx 14 -226.25 -0.00 -4.64 Min. M. 20 -228.68 4.69 0.00 Min. Torsion 25 -0.13 2.34 4.02 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M, Moment, M K K K ktp-jl ktp-jl kip-ft Dead Only 5.18 0.00 0.00 -0.05 -0.04 0.00 1.2 Dead+1.0 Wind 0 deg - No 621 0.00 -4.64-226.38 -0.05 0.10 Ice 0.9 Dead+1.0 Wind 0 deg - No 466 0.00 -4.64-225.13 -0.04 0.10 Ice tnxTower NB+C Engineering Services, Job Greenbriar Park Page 12 of 17 Project Date LLC 100352 14:28:47 08/08/22 120 Eastshore Drive, Suite 300 Client Designed by Glen Allen, VA 23059 Phone: (804) 548-4079 Verizon Wireless MLS FAX Load Vertical Shea Shear. Overt-ing Overturning Torque Combination Moment, A Moment, M K x x ki" ki" kiy3t 1.2 Dead+1.0 Wind 30 deg - No 6.21 2.34 -4.02 -196.06 -114.41 0.04 Ice 0.9 Dead+1.0 Wind 30 deg - No 4.66 2.34 -4.02 -194.98 -113.78 0.04 Ice 1.2 Dead+1.0 Wind 60 deg - No 6.21 4.06 -2.32 -113.22 -198.13 -0.03 Ice 0.9 Dead+1.0 Wind 60 deg - No 4.66 4.06 -2.32 -112.59 -197.04 -0.03 Ice 1.2 Dead+1.0 Wind 90 deg - No 6.21 4.69 -0.00 -0.06 -228.78 -0.09 Ice 0.9 Dead+1.0 Wind 90 deg - No 4.66 4.69 -0.00 -0.05 -227.52 -0.10 Ice 1.2 Dead+1.0 Wind 120 deg - 6.21 4.06 2.32 113.09 -198.13 -0.13 No Ice 0.9 Dead+1.0 Wind 120 deg - 4.66 4.06 2.32 112.49 -197.04 -0.13 No Ice 1.2 Dead+1.0 Wind 150 deg - 6.21 2.34 4.02 195.93 -114.41 -0.13 No Ice 0.9 Dead+1.0 Wind 150 deg - 4.66 2.34 4.02 194.88 -113.78 -0.13 No Ice 1.2 Dead+1.0 Wind 180 deg - 6.21 0.00 4.64 226.25 -0.05 -0.10 No Ice 0.9 Dead+1.0 Wind 180 deg - 4.66 0.00 4.64 225.04 -0.04 -0.10 No Ice 1.2 Dead+1.0 Wind 210 deg - 6.21 -2.34 4.02 195.93 114.31 -0.04 No Ice 0.9 Dead+1.0 Wind 210 deg - 4.66 -2.34 4.02 194.88 113.70 -0.04 No Ice 1.2 Dead+1.0 Wind 240 deg - 6.21 -4.06 2.32 113.09 198.03 0.03 No Ice 0.9 Dead+1.0 Wind 240 deg - 4.66 -4.06 2.32 112.49 196.97 0.03 No Ice 1.2 Dead+1.0 Wind 270 deg - 6.21 -4.69 -0.00 -0.06 228.68 0.09 No Ice 0.9 Dead+1.0 Wind 270 deg - 4.66 -4.69 -0.00 -0.05 227.44 0.10 No Ice 1.2 Dead+1.0 Wind 300 deg - 6.21 -4.06 -2.32 -113.22 198.03 0.13 No Ice 0.9 Dead+1.0 Wind 300 deg - 4.66 -4.06 -2.32 -112.59 196.97 0.13 No Ice 1.2 Dead+1.0 Wind 330 deg - 6.21 -2.34 -4.02 -196.06 114.31 0.13 No Ice 0.9 Dead+1.0 Wind 330 deg - 4.66 -2.34 -4.02 -194.98 113.70 0.13 No Ice 1.2 Dead+1.0 Ice+1.0 Temp 9.25 0.00 -0.00 -0.09 -0.11 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 9.25 -0.00 -0.53 -24.84 -0.12 0.01 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 9.25 0.27 -0.46 -21.52 -12.58 0.00 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 9.25 0.46 -0.26 -12.47 -21.71 -0.00 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 9.25 0.53 0.00 -0.09 -25.05 -0.01 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 9.25 0.46 0.26 12.28 -21.71 -0.01 deg+l.O Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 9.25 0.27 0.46 21.34 -12.58 -0.01 deg+l.O Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 9.25 -0.00 0.53 24.65 -0.12 -0.01 deg+l.O Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 9.25 -0.27 0.46 21.34 12.35 -0.00 deg+l.O Ice+1.0 Temp tnxTower NB+C Engineering Services, Job Greenbriar Park Page 13 of 17 Project Date LLC 100352 14:28:47 08/08/22 120 Eastshore Drive, Suite 300 Client Designed by Glen Allen, VA 23059 Phone: (804) 548-4079 Verizon Wireless MLS FAX Load Vertical Shear, Shear. Overt-Ing Overturning Torque Combination Moment, A Moment, M. K K K ki" ki" ki" 1.2 Dead+1.0 Wind 240 9.25 -0.46 0.26 12.28 21.48 0.00 deg+l.O Im+1.0 Temp 1.2 Dead+1.0 Wind 270 9.25 -0.53 0.00 -0.09 24.82 0.01 deg+l.O Im+1.0 Temp 1.2 Dead+1.0 Wind 300 9.25 -0.46 -0.26 -12.47 21.48 0.01 deg+l.O Im+1.0 Temp 1.2 Dead+1.0 Wind 330 9.25 -0.27 -0.46 -21.52 12.35 0.01 deg+l.O Im+1.0 Temp Dead+Wind 0 deg- Service 5.18 -0.00 -1.30 -63.25 -0.04 0.03 Dead+Wind 30 deg- Service 5.18 0.66 -1.13 -54.78 -31.98 0.01 Dead+Wind 60 deg- Service 5.18 1.14 -0.65 -31.65 -55.36 -0.01 Dead+Wind 90 deg- Service 5.18 1.31 0.00 -0.05 -63.91 -0.03 Dead+Wind 120 deg- Service 5.18 1.14 0.65 31.54 -55.36 -0.04 Dead+Wind 150 deg- Service 5.18 0.66 1.13 54.68 -31.98 -0.04 Dead+Wind 180 deg- Service 5.18 400 1.30 63.14 -0.04 -0.03 Dead+Wind 210 deg- Service 5.18 -0.66 1.13 54.68 31.89 -0.01 Dead+Wind 240 deg- Service 5.18 -1.14 0.65 31.54 55.27 0.01 Dead+Wind 270 deg- Service 5.18 -1.31 0.00 -0.05 63.83 0.03 Dead+Wind 300 deg- Service 5.18 -1.14 -0.65 -31.65 55.27 0.04 Dead+Wind 330 deg - Service 5.18 466 -1.13 -54.78 31.89 0.04 Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -5.18 0.00 0.00 5.18 0.00 0.000% 2 0.00 -6.21 -4.64 -0.00 6.21 4.64 0.003% 3 0.00 -4.66 -4.64 -0.00 4.66 4.64 0.003% 4 2.34 -6.21 -4.02 -2.34 6.21 4.02 0.003% 5 2.34 -4.66 -4.02 -2.34 4.66 4.02 0.003% 6 4.06 -6.21 -2.32 -4.06 6.21 2.32 0.003% 7 4.06 -4.66 -2.32 -4.06 4.66 2.32 0.003% 8 4.69 -6.21 0.00 -4.69 6.21 0.00 0.003% 9 4.69 -4.66 0.00 -4.69 4.66 0.00 0.003% 10 4.06 -6.21 2.32 -4.06 6.21 -2.32 0.003% 11 4.06 -4.66 2.32 -4.06 4.66 -2.32 0.003% 12 2.34 -6.21 4.02 -2.34 6.21 -4.02 0.003% 13 2.34 -4.66 4.02 -2.34 4.66 -4.02 0.003% 14 0.00 -6.21 4.64 -0.00 6.21 -4.64 0.003% 15 0.00 -4.66 4.64 -0.00 4.66 -4.64 0.003% 16 -2.34 -6.21 4.02 2.34 6.21 -4.02 0.003% 17 -2.34 -4.66 4.02 2.34 4.66 -4.02 0.003% 18 4.06 -6.21 2.32 4.06 6.21 -2.32 0.003% 19 4.06 -4.66 2.32 4.06 4.66 -2.32 0.003% 20 4.69 -6.21 0.00 4.69 6.21 0.00 0.003% 21 4.69 -4.66 0.00 4.69 4.66 0.00 0.003% 22 4.06 -6.21 -2.32 4.06 6.21 2.32 0.003% 23 4.06 -4.66 -2.32 4.06 4.66 2.32 0.003% 24 -2.34 -6.21 -4.02 2.34 6.21 4.02 0.003% 25 -2.34 4.66 -4.02 2.34 4.66 4.02 0.003% 26 0.00 -9.25 0.00 -0.00 9.25 0.00 0.000% 27 0.00 -9.25 -0.53 0.00 9.25 0.53 0.010% 28 0.27 -9.25 -0.46 -0.27 9.25 0.46 0.010% 29 0.46 -9.25 -0.26 -0.46 9.25 0.26 0.010% 30 0.53 -9.25 0.00 -0.53 9.25 -0.00 0.010% 31 0.46 -9.25 0.26 -0.46 9.25 -0.26 0.009% 32 0.27 -9.25 0.46 -0.27 9.25 -0.46 0.009% tnxTower NB+C Engineering Services, Job Greenbriar Park Page 14 of 17 Project Date LLC 100352 14:28:47 08/08/22 120 Eastshore Drive, Suite 300 Client Designed by Glen Allen, VA 23059 Phone: (804) 548-4079 Verizon Wireless MLS FAX Sum of Applied Forces Sum ojReachons Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 33 0.00 -9.25 0.53 0.00 9.25 -0.53 0.009% 34 -0.27 -9.25 0.46 0.27 9.25 -0.46 0.009% 35 -0.46 -9.25 0.26 0.46 9.25 -0.26 0.009% 36 -0.53 -9.25 0.00 0.53 9.25 -0.00 0.009% 37 -0.46 -9.25 -0.26 0.46 9.25 0.26 0.009% 38 -0.27 -9.25 -0.46 0.27 9.25 0.46 0.009% 39 0.00 -5.18 -1.30 0.00 5.18 1.30 0.003% 40 0.66 -5.18 -1.13 -0.66 5.18 1.13 0.003% 41 1.14 -5.18 -0.65 -1.14 5.18 0.65 0.003% 42 1.31 -5.18 0.00 -1.31 5.18 -0.00 0.003% 43 1.14 -5.18 0.65 -1.14 5.18 -0.65 0.003% 44 0.66 -5.18 1.13 -0.66 5.18 -1.13 0.003% 45 0.00 -5.18 1.30 0.00 5.18 -1.30 0.003% 46 -0.66 -5.18 1.13 0.66 5.18 -1.13 0.003% 47 -1.14 -5.18 0.65 1.14 5.18 -0.65 0.003% 48 -1.31 -5.18 0.00 1.31 5.18 -0.00 0.003% 49 -1.14 -5.18 -0.65 1.14 5.18 0.65 0.003% 50 -0.66 -5.18 -1.13 0.66 5.18 1.13 0.003% Non -Linear Convergence Results Load Converged? Number Displacement Force Combimlion o_fCycles Tolerance Tolerance 1 Yes 6 0.00000001 0,00000001 2 Yes 12 0.00000001 000007445 3 Yes 12 0.00000001 000006211 4 Yes 12 0.00000001 000008580 5 Yes 12 0.00000001 000007098 6 Yes 12 0.00000001 000008618 7 Yes 12 0.00000001 000007125 8 Yes 12 0.00000001 000007483 9 Yes 12 0.00000001 000006233 10 Yes 12 0.00000001 000007742 11 Yes 12 0.00000001 000006397 12 Yes 12 0.00000001 000009111 13 Yes 12 0.00000001 000007550 14 Yes 12 0.00000001 000007436 15 Yes 12 0.00000001 000006205 16 Yes 12 0.00000001 000008111 17 Yes 12 0.00000001 000006715 18 Yes 12 0.00000001 000008228 19 Yes 12 0.00000001 000006806 20 Yes 12 0.00000001 000007477 21 Yes 12 0.00000001 000006229 22 Yes 12 0.00000001 000009203 23 Yes 12 0.00000001 000007619 24 Yes 12 0.00000001 000007682 25 Yes 12 0.00000001 000006351 26 Yes 6 0.00000001 000000001 27 Yes 9 0.00000001 000007143 28 Yes 9 0.00000001 000007148 29 Yes 9 0.00000001 000007172 30 Yes 9 0.00000001 000007188 31 Yes 9 0.00000001 0.00007092 32 Yes 9 0.00000001 0.00007007 33 Yes 9 0,00000001 0.00006977 tnxTower NB+C Engineering Services, Job Greenbriar Park Page 15 of 17 Project Date LLC 100352 14:28:47 08/08/22 120 Eastshore Drive, Suite 300 Client Designed by Glen Al/en, VA 23059 Phone: (804)548-4079 Verizon Wireless MILS FAX 34 Yes 9 0,00000001 0.00006935 35 Yes 9 0.00000001 0.00006968 36 Yes 9 0.00000001 000007046 37 Yes 9 0.00000001 000007051 38 Yes 9 0.00000001 0.00007079 39 Yes 11 0.00000001 0.00007183 40 Yes 11 0.00000001 0.00006835 41 Yes 11 0.00000001 000006870 42 Yes 11 0.00000001 0.00007250 43 Yes 11 0.00000001 0.00006849 44 Yes 11 0.00000001 0.00006827 45 Yes 11 0.00000001 0.00007155 46 Yes 11 0.00000001 000006798 47 Yes 11 0.00000001 000006839 48 Yes 11 0.00000001 0.00007231 49 Yes 11 0.00000001 0.00006870 50 Yes 11 0.00000001 0.00006816 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load Ll 71 - 30.5 5.892 42 0.6780 0.0014 L2 34 - 1 1.380 42 0.3816 0.0004 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvatwe 73.00 Lightning Rod 5/8x4' 42 5.892 0.6780 0.0014 25861 67.00 NNH4SS-65C-R3BT8 w/ Momt 42 5.320 0.6497 0.0013 25861 Pipe 62.00 MT6407-77A Integrated Antema 42 4.615 0.6138 0.0012 14367 60.00 CBRS RT4401-48A 42 4.338 0.5993 0.0011 11755 58.00 B21B66A RF4439D-25A 42 4.065 0.5845 0.0011 9946 56.00 B51B13 RF444OD-13A 42 3.797 0.5696 0.0010 8620 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load Ll 71 - 30.5 21.098 L2 34 - 1 4.941 2.4283 0.0051 1.3668 0.0016 Critical Deflections and Radius of Curvature - Design Wind tnXTower NB+C Engineering Services, Job Greenbriar Park Page 16 of 17 Project Date LLC 100352 14:28:47 08/08/22 120 Eastshore Drive, Suite 300 Client Designed by Glen Allen, VA 23059 Phone: (804)548-4079 Verizon Wireless MILS FAX Elevation App olenance Gov. Deflection Tilt Twist Radius of Load Curvature 73.00 Lightning Rod 5/8x4' 8 21.098 2.4283 0.0052 7240 67.00 NNH4SS-65C-R3BT8 w/ Mount 8 19.051 2.3268 0.0047 7240 Pipe 62.00 MT6407-77A Integrated Antenna 8 16.526 2.1985 0.0042 4022 60.00 CBRS RT4401-48A 8 15.534 2.1464 0.0040 3290 58.00 B21B66A RF443913-25A 8 14.557 2.0936 0.0038 2784 56.00 B51B13 RF444OD-13A 8 13.597 2.0401 0.0036 2412 Compression Checks Pole Design Data Section Elevation Size L L K11r A P. 4p, Ratio No. P. ft ft ft in, K K 4p, Ll 71-30.5(1) TP19.738x11.999x0.1875 40.50 0.00 0.0 11.2370 -3.58 657.36 0.005 L2 30.5- 1 (2) 7P25x18.6942x0.25 33.00 0.00 0.0 19.6391 -6.21 1148.89 0.005 Pole Bending Design Data Section Elevation Size M. 4 M Ratio M,v 4M• Ratio No. M. M,v ft ki" ki" 4> , ki" ki" 4M Ll 71-30.5(1) TP19.738x11.999x0.1875 92.10 318.91 0.289 0.00 318.91 0.000 L2 30.5- 1 (2) 7P25x18.6942x0.25 228.78 733.63 0.312 0.00 733.63 0.000 Pole Shear Design Data Section Elevation Size Actual 4 , Ratio Actual 4T Ratio No. V. V. T. T. ft K K 41: ki" ki" 4T Ll 71-30.5(1) TP19.738x11.999xO.I875 3.61 197.21 0.018 0.09 326.10 0.000 L2 30.5- 1 (2) 7P25x18.6942x0.25 4.69 344.67 0.014 0.09 747.06 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M. M,v V. T. Stress Stress ft AP. AM_ AM_, AV AT Ratio Ratio tnxTower NB+C Engineering Services, Job Greenbriar Park Page 17 of 17 Project Date LLC 100352 14:28:47 08/08/22 120 Eastshore Drive, Suite 300 Client Designed by Glen Allen, FA 23059 Phone: (804)548-4079 Verizon Wireless MILS FAX Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. - M,v V. T. Stress Stress .fr OP„ 6M OM Ov. 6T Ratio Ratio Ll 71 - 30.5 (1) 0.005 0.289 0.000 0.018 0.000 0.295 1.000 1/ 4 8 2 L2 30.5 - 1 (2) 0.005 0.312 0.000 0.014 0.000 0.317 1.000 1/ 4 8 2 Section Capacity Table Section Elevation Component Size Critical P ePaa„ % Pass No. ftt Type Element K K Capacity Fail Ll 71-30.5 Pole TP19.738xll.999x0.1875 1 -3.58 657.36 29.5 Pass L2 30.5 - 1 Pole 1P25xl8.6942x0.25 2 -6.21 1148.89 31.7 Pass Summary Pole (1,2) 31.7 Pass RATING = 31.7 Pass Program Version 8.1.1.0 - 6/3/2021 File://nbcllc.com/dfs/ES/Glen Allen/Projects/Wireless/VZWNZW SOVA Mount Analysis (02628)/Greenbriar ParWStructural/2022 SA/Analysisfrower/Greenbriar Parked Monopole Base Plate Connection BUM Site Name Greenbrier Park Order # �QMff!22E=s,on rI H Grout Considered: No le, (in) 1 • Moment (kip-k) 228.78 Axial Force (kips) 1 6.21 Shear Force (kips) 1 4.69 Anchor Rod Data (8) 1-3/4" a bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 31.01" BC Base Plate Data 35.38" OD x 2.25" Plate (A572-50; Fy=50 ksi, Fu=65 ksi) Stiffener Data N/A Pole Data 25" x 0.2S" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi) Anchor Rod Summary (units of kips, kip -in) Pu t=43.43 OPn_t=142.5 Stress Rating Vu=0.59 OVn=90.2 30.5% Mu = n/a OMn = n/a Pass Base Plate Summary Max Stress (ksi): 6.54 Allowable Stress (ksi): 4S Stress Rating: 14.5% (Flexural) Pass COplate - Version 4.1.2 Analysis Date: 8/8/2022 Drilled Pier Foundation BU#: Site Name: Greenbriar Park Order Number: TIA-222 Revison: H Tourer Type: Monopole um . Uplift Moment ki -fl 228.78 Axial Force (kips) 6.21 Shear Force (kips) 4.69 iiiiiiiiiiiiiiiiiiiii i"W Concrete Stren th, Pc: 4 ksi Reber Strength, F : I 60 ksi Tie Yield Strength, F 60 ksi -fg De th 20.5 it Ext. Above Grade 0.5 If Pier Section 1 From 0.5'ab we grade to 20.5' below grade Pier Diameter 4.5 If Reber Quantity 16 Reber Size 10 Clear Cover to Ties 4 in Tie Size 5 Tie Spacing 12 in Rebar & Pier Ondons Rmbrddrd Polr mrun. Belied Pier Innu6 Soil lateral Check Compression Uplift D,_o (ft from TOC) 1 6.01 - Soil Safety Factorl 11.98 Max Moment (kip-ft) 1 250.38 Ratingl 11.1% Soil vertical Check Compression Uplift Skin Friction (kips) 96.75 End Bearing (kips) 107.35 Weight of Concrete (kips) 60.12 Total Capacity (kips) 204.11 Axial (kips) 66.33 Rating 32.5% Reinforced Concrete Flexure Compression Uplift Critical Depth (ft from TOC) 5.96 Critical Moment(kip-ft) 250.38 Critical Moment Capacityl 1938.54 Ratingl 12.9% Reinforced Concrete Shear Compression Uplift Critical Depth (ft from TOC) 15.51 Critical Shear (kip) 1 36.21 Critical Shear Capacity 345.38 Ratingl 10.5% Structural Foundation Ratingl 12.9% Soil Interaction Ratingl 32.5% Groundwater Depth N/A # of Layers 2 Apply TIA-222-H Section 15.5: N/A Input Effective Depths (else Actual) Check Shear alongDepth of Pier: v Utilize Shear -Friction Methodology Override Critical Depth: Go to Soil Calculations Calculated Calculated Ultimate Skin Ult. Gross Angle of Ultimate Skin Top Thickness y.,;; Yc...... Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SPT Blow Layer Bottom (k) Friction Friction Soil Type (ft) (k) (pcf) (pcf) (ksf) Friction Comp Friction Uplift Override Capacity Count (degrees) (ksf) Override (ksf) (ksf) (ksf) (ksf) (ksf) 1 0 2.25 2.25 110 150 0 0 (1 0.000 Cohesionless 2 2.25 20.5 18.25 110 150 0 30 0.871 0.871 0.50 0.50 9 10 Cohesionless Version 5.0.3 ASCE WERIC N SOCIEW OF CML ENGINEERS Address: No Address at This Location ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Elevation: 450.02 ft (NAVD 88) Risk Category: II Latitude: 38.06305 Soil Class: D - Default (see Longitude:-78.46476 Section 11.4.3) a 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: Mon Aug 08 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2 hftps:/Iasce7hazardtool.online/ Page 1 of 3 Mon Aug 08 2022 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: Mon Aug 08 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2 hftps:/Iasce7hazardtool.online/ Page 1 of 3 Mon Aug 08 2022 ASCE AMERICAN SOCIM OF CIVIL ENGINEERS Seismic Site Soil Class: Results: Ss S, Fa F SMS SM1 SIDS Seismic Design Category D - Default (see Section 11.4.3) 0.216 0.058 1.6 2.4 0.346 0.139 0.231 B 0.35 on MCER Response Spectrum 0.30 0.25 t • 0.20 i I. 0.15 0.10 0.05 0 0 2 4 8 10 12 14 Sa(g) vs T(s) 0.22 0.20 0.18 0.16 0.14 0.12 0.10 0.08 0.06 0.04 0.02 MCER Vertical Response Spectrum Sa (g) vs T(s) SD1 TL PGA: PGA M F PGA I : C, : 0.25 0.20 0.15 0.10 0.05 0 0.14 0.12 ... 0.10 0.08 6.06 0.04 0.02 D 0 0.093 12 0.126 0.195 1.548 1 0.733 Design Response Spectrum 14 Se (g) vs T(s) Design Vertical Response Spectrum 0.5 - 1.5 2.0 Sa(g) vs T(s) Data Accessed: Mon Aug 08 2022 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. https:/Iasce7hazardtool.online/ Page 2 of 3 Mon Aug 08 2022 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 Mon Aug 08 2022 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. hftps:/Iasce7hazardtool.online/ Page 3 of 3 Mon Aug 08 2022