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Home My WebLink AboutAPPROVED 9945900 tnxTower Report - version 8.1.1.0 Date: August 24, 2021 Morrison Hershfield 1455 Lincoln Parkway, Suite 500 Atlanta, GA 30346 (770) 379-8500 Subject: Structural Analysis Report Carrier Designation: Trilogy 5G, Inc Co-Locate Site Number: FP0001 Site Name: St Lucie Blvd and Center Rd Crown Castle Designation: BU Number: 5800245 Site Name: Fox JDE Job Number: 683650 Work Order Number: 2010461 Order Number: 583375 Rev. 2 Engineering Firm Designation: Morrison Hershfield Project Number: CN7-925R2 / 2101398 Site Data: 5041 St. Lucie Blvd., Fort Pierce, St. Lucie County, FL 34996 Latitude 27° 28' 54.17'', Longitude -80° 22' 32.68'' 134 Foot – Sabre Monopole Tower Morrison Hershfield is pleased to submit this “Structural Analysis Report” to determine the structural integrity of the above-mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC7: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 158 mph as required by the 2020 Florida Building Code 7th Edition. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Respectfully submitted by: G. Lance Cooke, P.E. (FL License No. 68787) Senior Engineer Certificate of Authorization #8508 tnxTower Report - version 8.1.1.0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 – Tower Component Stresses vs. Capacity – LC7 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations August 24, 2021 134 Ft Monopole Tower Structural Analysis CCI BU No 5800245 Project Number CN7-925R2 / 2101398, Order 583375, Revision 2 Page 3 tnxTower Report - version 8.1.1.0 1) INTRODUCTION This tower is a 134 ft Monopole tower designed by Sabre Communications Corporation. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 158 mph Exposure Category: C Topographic Factor: 1 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 102.0 102.0 1 - Side Arm Mount [SO 202-3] 6 3 1 1 1/4 5/8 1/8 5/16 3 ericsson Radio 4408 3 kathrein 80010922 w/ Mount Pipe Table 2 - Other Considered Equipment Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 132.0 133.0 6 ericsson RRUS 11 B12 15 3 2 1 1-5/8 5/16 3/4 3/8 6 ericsson RRUS 11 B2 3 ericsson TME-RRUS 11 6 kathrein 800 10122 w/ Mount Pipe 3 kathrein 800 10764 w/ Mount Pipe 132.0 1 - Platform Mount [LP 303-1] 3 andrew CBC819-DF 6 andrew ETB19G8-12UB 1 raycap DC6-48-60-18-8F 120.0 123.0 3 commscope FFHH-65C-R3 w/ Mount Pipe 12 1-5/8 3 ericsson AIR6449 B41_T-MOBILE w/ Mount Pipe 3 ericsson RADIO 4460 B2/B25 B66_TMO 3 ericsson RADIO 4480 B71_TMO 120.0 1 - Platform Mount [LP 303-1_HR-1] 112.0 112.0 1 - Commscope MC-PK8-DSH 1 1-1/2 3 fujitsu TA08025-B604 3 fujitsu TA08025-B605 3 jma wireless MX08FRO665-21 w/ Mount Pipe 1 raycap RDIDC-9181-PF-48 August 24, 2021 134 Ft Monopole Tower Structural Analysis CCI BU No 5800245 Project Number CN7-925R2 / 2101398, Order 583375, Revision 2 Page 4 tnxTower Report - version 8.1.1.0 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Reference Source 4-GEOTECHNICAL REPORTS 2609348 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 2604744 CCISITES 4-TOWER MANUFACTURER DRAWINGS 2604731 CCISITES 3.1) Analysis Method tnxTower (version 8.1.1.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 standard. 3.2) Assumptions 1) Tower and structures were maintained in accordance with the TIA-222 Standard. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Morrison Hershfield should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail L1 134 - 96.75 Pole TP27.77x16x0.25 1 -12.58 1279.74 64.7 Pass L2 96.75 - 47.25 Pole TP42.91x26.0061x0.5 2 -25.48 3949.39 46.7 Pass L3 47.25 - 0 Pole TP56.84x40.0142x0.5 3 -46.39 5492.11 51.4 Pass Summary Pole (L1) 64.7 Pass Rating = 64.7 Pass Table 5 - Tower Component Stresses vs. Capacity – LC7 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 47.1 Pass 1 Base Plate 0 32.4 Pass 1 Base Foundation (Structure) 0 53.9 Pass 1 Base Foundation (Soil Interaction) 0 21.3 Pass Structure Rating (max from all components) = 64.7% Notes: 1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity consumed. 2) Rating per TIA-222-H, Section 15.5. August 24, 2021 134 Ft Monopole Tower Structural Analysis CCI BU No 5800245 Project Number CN7-925R2 / 2101398, Order 583375, Revision 2 Page 5 tnxTower Report - version 8.1.1.0 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report - version 8.1.1.0 APPENDIX A TNXTOWER OUTPUT Consulting Engineers Morrison Hershfield 1455 Lincoln Parkway, Suite 500 Atlanta, GA 30346 Phone: (770) 379-8500 FAX: (770) 379-8501 Job: CN7-925R2 / 2101398 Project: 5800245 / FOX Client: Crown Castle USA Drawn by: MK App'd: Code: TIA-222-H Date: 08/24/21 Scale: NTS Path: C:\Users\mkodey\Documents\Madhuri (WORK)\Reviews\CN7-925\CN7-925R2 SA\Analysis\CN7-925R2 BU_5800245 WO_2010461.eri Dwg No. E-1 134.0 ft 96.8 ft 47.3 ft 0.0 ft REACTIONS - 158 mph WIND TORQUE 2 kip-ft 41 K SHEAR 3894 kip-ft MOMENT 46 K AXIAL ARE FACTORED ALL REACTIONS Section 123 Length (ft) 37.2553.5053.25 Number of Sides 181818 Thickness (in) 0.25000.50000.5000 Socket Length (ft) 4.006.00 Top Dia (in) 16.000026.006140.0142 Bot Dia (in) 27.770042.910056.8400 Grade A572-65 Weight (K) 2.29.813.825.8MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1. Tower designed for Exposure C to the TIA-222-H Standard. 2. Tower designed for a 158 mph basic wind in accordance with the TIA-222-H Standard. 3. Deflections are based upon a 60 mph wind. 4. Tower Risk Category II. 5. Topographic Category 1 with Crest Height of 0.00 ft 6. TOWER RATING: 64.7% August 24, 2021 134 Ft Monopole Tower Structural Analysis CCI BU No 5800245 Project Number CN7-925R2 / 2101398, Order 583375, Revision 2 Page 7 tnxTower Report - version 8.1.1.0 Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower base elevation above sea level: 19.00 ft. Basic wind speed of 158 mph. Risk Category II. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.00 ft. Deflections calculated using a wind speed of 60 mph. 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. Maximum demand-capacity ratio is: 1.05. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression √ Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component √ Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Tapered Pole Section Geometry Section Elevation ft Section Length ft Splice Length ft Number of Sides Top Diameter in Bottom Diameter in Wall Thickness in Bend Radius in Pole Grade L1 134.00-96.75 37.25 4.00 18 16.0000 27.7700 0.2500 1.0000 A572-65 (65 ksi) L2 96.75-47.25 53.50 6.00 18 26.0061 42.9100 0.5000 2.0000 A572-65 (65 ksi) L3 47.25-0.00 53.25 18 40.0142 56.8400 0.5000 2.0000 A572-65 (65 ksi) August 24, 2021 134 Ft Monopole Tower Structural Analysis CCI BU No 5800245 Project Number CN7-925R2 / 2101398, Order 583375, Revision 2 Page 8 tnxTower Report - version 8.1.1.0 Tapered Pole Properties Section Tip Dia. in Area in2 I in4 r in C in I/C in3 J in4 It/Q in2 w in w/t L1 16.2083 12.4976 391.6752 5.5912 8.1280 48.1884 783.8657 6.2500 2.3760 9.504 28.1598 21.8371 2089.4389 9.7696 14.1072 148.1119 4181.6271 10.9206 4.4475 17.79 L2 27.6135 40.4782 3326.9550 9.0547 13.2111 251.8302 6658.2877 20.2429 3.6971 7.394 43.4948 67.3047 15293.933 4 15.0556 21.7983 701.6119 30607.9909 33.6587 6.6722 13.344 L3 42.4795 62.7091 12370.155 4 14.0276 20.3272 608.5509 24756.5878 31.3605 6.1625 12.325 57.6397 89.4116 35856.253 1 20.0007 28.8747 1241.7870 71759.6868 44.7143 9.1238 18.248 Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in Gusset Grade Adjust. Factor Af Adjust. Factor Ar Weight Mult. Double Angle Stitch Bolt Spacing Diagonals in Double Angle Stitch Bolt Spacing Horizontals in Double Angle Stitch Bolt Spacing Redundants in L1 134.00- 96.75 1 1 1 L2 96.75- 47.25 1 1 1 L3 47.25-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Exclude From Torque Calculation Componen t Type Placement ft Total Number Number Per Row Start/En d Position Width or Diamete r in Perimete r in Weight plf **** Safety Line 3/8 C No Surface Ar (CaAa) 134.00 - 10.00 1 1 0.000 0.000 0.3750 0.22 Climbing Pegs C No Surface Ar (CaAa) 134.00 - 10.00 1 1 -0.050 0.050 0.7050 1.80 ******* RPM1191647(5/8) C No Surface Ar (CaAa) 102.00 - 8.00 3 3 -0.260 -0.240 0.6290 0.14 RPM2533512(1/8) C No Surface Ar (CaAa) 102.00 - 8.00 1 1 -0.320 -0.310 0.1880 0.02 TFL90134(1/4) C No Surface Ar (CaAa) 102.00 - 8.00 3 3 -0.310 -0.290 0.3280 0.00 860 10009(1/4) C No Surface Ar (CaAa) 102.00 - 8.00 3 3 -0.290 -0.260 0.3140 0.00 860 10013(5/16) C No Surface Ar (CaAa) 102.00 - 8.00 1 1 -0.270 -0.260 0.3100 0.00 Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Total Number CAAA ft2/ft Weight plf ****** LDF7-50A(1-5/8) A No No Inside Pole 132.00 - 8.00 15 No Ice 0.00 0.82 840 10414(5/16) A No No Inside Pole 132.00 - 8.00 3 No Ice 0.00 0.06 12 PAIR(3/8) A No No Inside Pole 132.00 - 8.00 1 No Ice 0.00 0.08 WR-VG86ST- BRD(3/4) A No No Inside Pole 132.00 - 8.00 2 No Ice 0.00 0.58 ****** EC7-50A(1-5/8) C No No Inside Pole 120.00 - 3.00 10 No Ice 0.00 0.68 *** August 24, 2021 134 Ft Monopole Tower Structural Analysis CCI BU No 5800245 Project Number CN7-925R2 / 2101398, Order 583375, Revision 2 Page 9 tnxTower Report - version 8.1.1.0 Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Total Number CAAA ft2/ft Weight plf HB158-21U6S24- xxM_TMO(1-5/8) C No No Inside Pole 120.00 - 3.00 2 No Ice 0.00 2.50 ***** CU12PSM9P6XXX (1-1/2) B No No Inside Pole 112.00 - 3.00 1 No Ice 0.00 2.35 Feed Line/Linear Appurtenances Section Areas Tower Sectio n Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K L1 134.00-96.75 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6.286 0.000 0.000 0.000 0.48 0.04 0.35 L2 96.75-47.25 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 26.685 0.000 0.000 0.000 0.68 0.12 0.71 L3 47.25-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 20.944 0.000 0.000 0.000 0.54 0.10 0.61 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in L1 134.00-96.75 0.2940 1.2612 0.1870 0.8022 L2 96.75-47.25 1.5211 3.1022 1.0038 2.0471 L3 47.25-0.00 1.3373 2.6907 0.8561 1.7226 Note: For pole sections, center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice L1 2 Safety Line 3/8 96.75 - 134.00 1.0000 1.0000 L1 3 Climbing Pegs 96.75 - 134.00 1.0000 1.0000 L1 18 RPM1191647(5/8) 96.75 - 102.00 1.0000 1.0000 L1 19 RPM2533512(1/8) 96.75 - 102.00 1.0000 1.0000 L1 20 TFL90134(1/4) 96.75 - 102.00 1.0000 1.0000 L1 21 860 10009(1/4) 96.75 - 102.00 1.0000 1.0000 L1 22 860 10013(5/16) 96.75 - 102.00 1.0000 1.0000 L2 2 Safety Line 3/8 47.25 - 96.75 1.0000 1.0000 L2 3 Climbing Pegs 47.25 - 96.75 1.0000 1.0000 L2 18 RPM1191647(5/8) 47.25 - 96.75 1.0000 1.0000 L2 19 RPM2533512(1/8) 47.25 - 96.75 1.0000 1.0000 L2 20 TFL90134(1/4) 47.25 - 96.75 1.0000 1.0000 L2 21 860 10009(1/4) 47.25 - 96.75 1.0000 1.0000 L2 22 860 10013(5/16) 47.25 - 96.75 1.0000 1.0000 L3 2 Safety Line 3/8 10.00 - 47.25 1.0000 1.0000 L3 3 Climbing Pegs 10.00 - 47.25 1.0000 1.0000 L3 18 RPM1191647(5/8) 8.00 - 47.25 1.0000 1.0000 L3 19 RPM2533512(1/8) 8.00 - 47.25 1.0000 1.0000 L3 20 TFL90134(1/4) 8.00 - 47.25 1.0000 1.0000 L3 21 860 10009(1/4) 8.00 - 47.25 1.0000 1.0000 L3 22 860 10013(5/16) 8.00 - 47.25 1.0000 1.0000 August 24, 2021 134 Ft Monopole Tower Structural Analysis CCI BU No 5800245 Project Number CN7-925R2 / 2101398, Order 583375, Revision 2 Page 10 tnxTower Report - version 8.1.1.0 Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K Lighting Rod 3/4'' x 3' C From Leg 0.00 0.00 1.50 0.0000 134.00 No Ice 0.23 0.23 0.03 ******* (2) 800 10122 w/ Mount Pipe A From Leg 4.00 0.00 1.00 0.0000 132.00 No Ice 6.24 4.89 0.09 (2) 800 10122 w/ Mount Pipe B From Leg 4.00 0.00 1.00 0.0000 132.00 No Ice 6.24 4.89 0.09 (2) 800 10122 w/ Mount Pipe C From Leg 4.00 0.00 1.00 0.0000 132.00 No Ice 6.24 4.89 0.09 800 10764 w/ Mount Pipe A From Leg 4.00 0.00 1.00 0.0000 132.00 No Ice 4.33 3.12 0.07 800 10764 w/ Mount Pipe B From Leg 4.00 0.00 1.00 0.0000 132.00 No Ice 4.33 3.12 0.07 800 10764 w/ Mount Pipe B From Leg 4.00 0.00 1.00 0.0000 132.00 No Ice 4.33 3.12 0.07 TME-RRUS 11 A From Leg 4.00 0.00 1.00 0.0000 132.00 No Ice 2.79 1.19 0.05 TME-RRUS 11 B From Leg 4.00 0.00 1.00 0.0000 132.00 No Ice 2.79 1.19 0.05 TME-RRUS 11 C From Leg 4.00 0.00 1.00 0.0000 132.00 No Ice 2.79 1.19 0.05 (2) RRUS 11 B12 A From Leg 4.00 0.00 1.00 0.0000 132.00 No Ice 2.83 1.18 0.05 (2) RRUS 11 B12 B From Leg 4.00 0.00 1.00 0.0000 132.00 No Ice 2.83 1.18 0.05 (2) RRUS 11 B12 C From Leg 4.00 0.00 1.00 0.0000 132.00 No Ice 2.83 1.18 0.05 (2) RRUS 11 B2 A From Leg 4.00 0.00 1.00 0.0000 132.00 No Ice 2.83 1.18 0.05 (2) RRUS 11 B2 B From Leg 4.00 0.00 1.00 0.0000 132.00 No Ice 2.83 1.18 0.05 (2) RRUS 11 B2 C From Leg 4.00 0.00 1.00 0.0000 132.00 No Ice 2.83 1.18 0.05 CBC819-DF A From Leg 4.00 0.00 0.00 0.0000 132.00 No Ice 0.45 0.07 0.00 CBC819-DF B From Leg 4.00 0.00 0.00 0.0000 132.00 No Ice 0.45 0.07 0.00 CBC819-DF C From Leg 4.00 0.00 0.00 0.0000 132.00 No Ice 0.45 0.07 0.00 (2) ETB19G8-12UB A From Leg 4.00 0.00 0.00 0.0000 132.00 No Ice 0.91 0.42 0.02 August 24, 2021 134 Ft Monopole Tower Structural Analysis CCI BU No 5800245 Project Number CN7-925R2 / 2101398, Order 583375, Revision 2 Page 11 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K (2) ETB19G8-12UB B From Leg 4.00 0.00 0.00 0.0000 132.00 No Ice 0.91 0.42 0.02 (2) ETB19G8-12UB C From Leg 4.00 0.00 0.00 0.0000 132.00 No Ice 0.91 0.42 0.02 DC6-48-60-18-8F B From Leg 4.00 0.00 0.00 0.0000 132.00 No Ice 0.92 0.92 0.02 8' x 2'' Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 132.00 No Ice 1.90 1.90 0.03 8' x 2'' Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 132.00 No Ice 1.90 1.90 0.03 8' x 2'' Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 132.00 No Ice 1.90 1.90 0.03 Platform Mount [LP 303-1] B None 0.0000 132.00 No Ice 14.69 14.69 1.25 ****** (2) 8' x 2'' Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 120.00 No Ice 1.90 1.90 0.03 (2) 8' x 2'' Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 120.00 No Ice 1.90 1.90 0.03 (2) 8' x 2'' Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 120.00 No Ice 1.90 1.90 0.03 Platform Mount [LP 303- 1_HR-1] A None 0.0000 120.00 No Ice 17.09 17.09 1.50 **** FFHH-65C-R3 w/ Mount Pipe A From Leg 4.00 0.00 3.00 0.0000 120.00 No Ice 12.97 6.20 0.16 FFHH-65C-R3 w/ Mount Pipe B From Leg 4.00 0.00 3.00 0.0000 120.00 No Ice 12.97 6.20 0.16 FFHH-65C-R3 w/ Mount Pipe C From Leg 4.00 0.00 3.00 0.0000 120.00 No Ice 12.97 6.20 0.16 AIR6449 B41_T-MOBILE w/ Mount Pipe A From Leg 4.00 0.00 3.00 0.0000 120.00 No Ice 5.19 2.71 0.13 AIR6449 B41_T-MOBILE w/ Mount Pipe B From Leg 4.00 0.00 3.00 0.0000 120.00 No Ice 5.19 2.71 0.13 AIR6449 B41_T-MOBILE w/ Mount Pipe C From Leg 4.00 0.00 3.00 0.0000 120.00 No Ice 5.19 2.71 0.13 RADIO 4460 B2/B25 B66_TMO A From Leg 4.00 0.00 3.00 0.0000 120.00 No Ice 2.14 1.69 0.11 RADIO 4460 B2/B25 B66_TMO B From Leg 4.00 0.00 3.00 0.0000 120.00 No Ice 2.14 1.69 0.11 RADIO 4460 B2/B25 B66_TMO C From Leg 4.00 0.00 3.00 0.0000 120.00 No Ice 2.14 1.69 0.11 RADIO 4480 B71_TMO A From Leg 4.00 0.00 3.00 0.0000 120.00 No Ice 2.85 1.38 0.09 RADIO 4480 B71_TMO B From Leg 4.00 0.00 3.00 0.0000 120.00 No Ice 2.85 1.38 0.09 August 24, 2021 134 Ft Monopole Tower Structural Analysis CCI BU No 5800245 Project Number CN7-925R2 / 2101398, Order 583375, Revision 2 Page 12 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K RADIO 4480 B71_TMO C From Leg 4.00 0.00 3.00 0.0000 120.00 No Ice 2.85 1.38 0.09 ****** MX08FRO665-21 w/ Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 112.00 No Ice 8.01 4.23 0.11 MX08FRO665-21 w/ Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 112.00 No Ice 8.01 4.23 0.11 MX08FRO665-21 w/ Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 112.00 No Ice 8.01 4.23 0.11 TA08025-B605 A From Leg 4.00 0.00 0.00 0.0000 112.00 No Ice 1.96 1.13 0.08 TA08025-B605 B From Leg 4.00 0.00 0.00 0.0000 112.00 No Ice 1.96 1.13 0.08 TA08025-B605 C From Leg 4.00 0.00 0.00 0.0000 112.00 No Ice 1.96 1.13 0.08 TA08025-B604 A From Leg 4.00 0.00 0.00 0.0000 112.00 No Ice 1.96 0.98 0.06 TA08025-B604 B From Leg 4.00 0.00 0.00 0.0000 112.00 No Ice 1.96 0.98 0.06 TA08025-B604 C From Leg 4.00 0.00 0.00 0.0000 112.00 No Ice 1.96 0.98 0.06 RDIDC-9181-PF-48 A From Leg 4.00 0.00 0.00 0.0000 112.00 No Ice 2.01 1.17 0.02 (2) 8' x 2'' Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 112.00 No Ice 1.90 1.90 0.03 (2) 8' x 2'' Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 112.00 No Ice 1.90 1.90 0.03 (2) 8' x 2'' Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 112.00 No Ice 1.90 1.90 0.03 Commscope MC-PK8-DSH A None 0.0000 112.00 No Ice 34.24 34.24 1.75 ****** 80010922 w/ Mount Pipe A From Leg 2.00 0.00 0.00 0.0000 102.00 No Ice 1.61 1.27 0.03 80010922 w/ Mount Pipe B From Leg 2.00 0.00 0.00 0.0000 102.00 No Ice 1.61 1.27 0.03 80010922 w/ Mount Pipe C From Leg 2.00 0.00 0.00 0.0000 102.00 No Ice 1.61 1.27 0.03 Radio 4408 A From Leg 2.00 0.00 0.00 0.0000 102.00 No Ice 0.60 0.33 0.01 Radio 4408 B From Leg 2.00 0.00 0.00 0.0000 102.00 No Ice 0.60 0.33 0.01 Radio 4408 C From Leg 2.00 0.00 0.00 0.0000 102.00 No Ice 0.60 0.33 0.01 Side Arm Mount [SO 202- 3] A None 0.0000 102.00 No Ice 5.70 5.70 0.33 August 24, 2021 134 Ft Monopole Tower Structural Analysis CCI BU No 5800245 Project Number CN7-925R2 / 2101398, Order 583375, Revision 2 Page 13 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K *** Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Maximum Member Forces Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft L1 134 - 96.75 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 18 -12.61 462.16 -265.84 Max. Mx 8 -12.60 -536.90 -3.01 Max. My 14 -12.59 -3.61 -536.85 Max. Vy 8 25.31 -536.90 -3.01 Max. Vx 14 25.37 -3.61 -536.85 Max. Torque 2 -2.47 L2 96.75 - 47.25 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 18 -25.49 1644.99 -947.82 August 24, 2021 134 Ft Monopole Tower Structural Analysis CCI BU No 5800245 Project Number CN7-925R2 / 2101398, Order 583375, Revision 2 Page 14 tnxTower Report - version 8.1.1.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Mx 8 -25.48 -1905.31 -7.62 Max. My 14 -25.48 -8.11 -1908.15 Max. Vy 8 32.61 -1905.31 -7.62 Max. Vx 14 32.67 -8.11 -1908.15 Max. Torque 2 -2.47 L3 47.25 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 18 -46.39 3351.62 -1932.10 Max. Mx 8 -46.39 -3878.77 -12.72 Max. My 14 -46.39 -12.97 -3884.86 Max. Vy 8 41.35 -3878.77 -12.72 Max. Vx 14 41.41 -12.97 -3884.86 Max. Torque 2 -2.46 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Pole Max. Vert 14 46.42 -0.09 -41.38 Max. Hx 20 46.42 41.32 0.09 Max. Hz 2 46.42 0.09 41.38 Max. Mx 2 3883.88 0.09 41.38 Max. Mz 8 3878.77 -41.32 -0.09 Max. Torsion 14 2.45 -0.09 -41.38 Min. Vert 7 34.81 -35.74 20.61 Min. Hx 8 46.42 -41.32 -0.09 Min. Hz 14 46.42 -0.09 -41.38 Min. Mx 14 -3884.86 -0.09 -41.38 Min. Mz 20 -3877.26 41.32 0.09 Min. Torsion 2 -2.46 0.09 41.38 Tower Mast Reaction Summary Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead Only 38.68 0.00 0.00 0.40 -0.60 0.00 1.2 Dead+1.0 Wind 0 deg - No Ice 46.42 -0.09 -41.38 -3883.88 11.48 2.46 0.9 Dead+1.0 Wind 0 deg - No Ice 34.81 -0.09 -41.38 -3859.12 11.58 2.45 1.2 Dead+1.0 Wind 30 deg - No Ice 46.42 20.58 -35.79 -3357.39 -1929.17 2.04 0.9 Dead+1.0 Wind 30 deg - No Ice 34.81 20.58 -35.79 -3336.01 -1916.64 2.03 1.2 Dead+1.0 Wind 60 deg - No Ice 46.42 35.74 -20.61 -1931.13 -3353.12 1.07 0.9 Dead+1.0 Wind 60 deg - No Ice 34.81 35.74 -20.61 -1918.89 -3331.45 1.06 1.2 Dead+1.0 Wind 90 deg - No Ice 46.42 41.32 0.09 12.72 -3878.77 -0.19 0.9 Dead+1.0 Wind 90 deg - No Ice 34.81 41.32 0.09 12.50 -3853.72 -0.19 1.2 Dead+1.0 Wind 120 deg - No Ice 46.42 35.83 20.77 1953.26 -3365.30 -1.39 0.9 Dead+1.0 Wind 120 deg - No Ice 34.81 35.83 20.77 1940.61 -3343.54 -1.39 1.2 Dead+1.0 Wind 150 deg - No Ice 46.42 20.74 35.88 3370.55 -1950.32 -2.22 0.9 Dead+1.0 Wind 150 deg - No Ice 34.81 20.74 35.88 3348.83 -1937.62 -2.21 August 24, 2021 134 Ft Monopole Tower Structural Analysis CCI BU No 5800245 Project Number CN7-925R2 / 2101398, Order 583375, Revision 2 Page 15 tnxTower Report - version 8.1.1.0 Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft 1.2 Dead+1.0 Wind 180 deg - No Ice 46.42 0.09 41.38 3884.86 -12.97 -2.45 0.9 Dead+1.0 Wind 180 deg - No Ice 34.81 0.09 41.38 3859.85 -12.68 -2.45 1.2 Dead+1.0 Wind 210 deg - No Ice 46.42 -20.58 35.79 3358.37 1927.68 -2.03 0.9 Dead+1.0 Wind 210 deg - No Ice 34.81 -20.58 35.79 3336.73 1915.54 -2.03 1.2 Dead+1.0 Wind 240 deg - No Ice 46.42 -35.74 20.61 1932.10 3351.62 -1.07 0.9 Dead+1.0 Wind 240 deg - No Ice 34.81 -35.74 20.61 1919.62 3330.34 -1.07 1.2 Dead+1.0 Wind 270 deg - No Ice 46.42 -41.32 -0.09 -11.73 3877.26 0.18 0.9 Dead+1.0 Wind 270 deg - No Ice 34.81 -41.32 -0.09 -11.76 3852.61 0.18 1.2 Dead+1.0 Wind 300 deg - No Ice 46.42 -35.83 -20.77 -1952.27 3363.80 1.38 0.9 Dead+1.0 Wind 300 deg - No Ice 34.81 -35.83 -20.77 -1939.87 3342.43 1.38 1.2 Dead+1.0 Wind 330 deg - No Ice 46.42 -20.74 -35.88 -3369.56 1948.83 2.22 0.9 Dead+1.0 Wind 330 deg - No Ice 34.81 -20.74 -35.88 -3348.09 1936.52 2.22 Dead+Wind 0 deg - Service 38.68 -0.01 -5.62 -525.57 1.03 0.34 Dead+Wind 30 deg - Service 38.68 2.80 -4.86 -454.27 -261.75 0.28 Dead+Wind 60 deg - Service 38.68 4.86 -2.80 -261.15 -454.56 0.15 Dead+Wind 90 deg - Service 38.68 5.61 0.01 2.06 -525.74 -0.02 Dead+Wind 120 deg - Service 38.68 4.87 2.82 264.83 -456.22 -0.19 Dead+Wind 150 deg - Service 38.68 2.82 4.87 456.74 -264.62 -0.31 Dead+Wind 180 deg - Service 38.68 0.01 5.62 526.38 -2.28 -0.34 Dead+Wind 210 deg - Service 38.68 -2.80 4.86 455.09 260.50 -0.28 Dead+Wind 240 deg - Service 38.68 -4.86 2.80 261.96 453.31 -0.15 Dead+Wind 270 deg - Service 38.68 -5.61 -0.01 -1.25 524.49 0.02 Dead+Wind 300 deg - Service 38.68 -4.87 -2.82 -264.01 454.96 0.19 Dead+Wind 330 deg - Service 38.68 -2.82 -4.87 -455.93 263.36 0.31 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 1 0.00 -38.68 0.00 0.00 38.68 0.00 0.000% 2 -0.09 -46.42 -41.38 0.09 46.42 41.38 0.000% 3 -0.09 -34.81 -41.38 0.09 34.81 41.38 0.000% 4 20.58 -46.42 -35.79 -20.58 46.42 35.79 0.000% 5 20.58 -34.81 -35.79 -20.58 34.81 35.79 0.000% 6 35.74 -46.42 -20.61 -35.74 46.42 20.61 0.000% 7 35.74 -34.81 -20.61 -35.74 34.81 20.61 0.000% 8 41.32 -46.42 0.09 -41.32 46.42 -0.09 0.000% 9 41.32 -34.81 0.09 -41.32 34.81 -0.09 0.000% 10 35.83 -46.42 20.77 -35.83 46.42 -20.77 0.000% 11 35.83 -34.81 20.77 -35.83 34.81 -20.77 0.000% 12 20.74 -46.42 35.88 -20.74 46.42 -35.88 0.000% 13 20.74 -34.81 35.88 -20.74 34.81 -35.88 0.000% 14 0.09 -46.42 41.38 -0.09 46.42 -41.38 0.000% 15 0.09 -34.81 41.38 -0.09 34.81 -41.38 0.000% 16 -20.58 -46.42 35.79 20.58 46.42 -35.79 0.000% August 24, 2021 134 Ft Monopole Tower Structural Analysis CCI BU No 5800245 Project Number CN7-925R2 / 2101398, Order 583375, Revision 2 Page 16 tnxTower Report - version 8.1.1.0 Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 17 -20.58 -34.81 35.79 20.58 34.81 -35.79 0.000% 18 -35.74 -46.42 20.61 35.74 46.42 -20.61 0.000% 19 -35.74 -34.81 20.61 35.74 34.81 -20.61 0.000% 20 -41.32 -46.42 -0.09 41.32 46.42 0.09 0.000% 21 -41.32 -34.81 -0.09 41.32 34.81 0.09 0.000% 22 -35.83 -46.42 -20.77 35.83 46.42 20.77 0.000% 23 -35.83 -34.81 -20.77 35.83 34.81 20.77 0.000% 24 -20.74 -46.42 -35.88 20.74 46.42 35.88 0.000% 25 -20.74 -34.81 -35.88 20.74 34.81 35.88 0.000% 26 -0.01 -38.68 -5.62 0.01 38.68 5.62 0.000% 27 2.80 -38.68 -4.86 -2.80 38.68 4.86 0.000% 28 4.86 -38.68 -2.80 -4.86 38.68 2.80 0.000% 29 5.61 -38.68 0.01 -5.61 38.68 -0.01 0.000% 30 4.87 -38.68 2.82 -4.87 38.68 -2.82 0.000% 31 2.82 -38.68 4.87 -2.82 38.68 -4.87 0.000% 32 0.01 -38.68 5.62 -0.01 38.68 -5.62 0.000% 33 -2.80 -38.68 4.86 2.80 38.68 -4.86 0.000% 34 -4.86 -38.68 2.80 4.86 38.68 -2.80 0.000% 35 -5.61 -38.68 -0.01 5.61 38.68 0.01 0.000% 36 -4.87 -38.68 -2.82 4.87 38.68 2.82 0.000% 37 -2.82 -38.68 -4.87 2.82 38.68 4.87 0.000% Non-Linear Convergence Results Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00035105 3 Yes 4 0.00000001 0.00021012 4 Yes 5 0.00000001 0.00011080 5 Yes 5 0.00000001 0.00004545 6 Yes 5 0.00000001 0.00010204 7 Yes 5 0.00000001 0.00004142 8 Yes 4 0.00000001 0.00003646 9 Yes 4 0.00000001 0.00001777 10 Yes 5 0.00000001 0.00010320 11 Yes 5 0.00000001 0.00004170 12 Yes 5 0.00000001 0.00011265 13 Yes 5 0.00000001 0.00004605 14 Yes 4 0.00000001 0.00041611 15 Yes 4 0.00000001 0.00024862 16 Yes 5 0.00000001 0.00009972 17 Yes 5 0.00000001 0.00004039 18 Yes 5 0.00000001 0.00010787 19 Yes 5 0.00000001 0.00004413 20 Yes 4 0.00000001 0.00005781 21 Yes 4 0.00000001 0.00003260 22 Yes 5 0.00000001 0.00010986 23 Yes 5 0.00000001 0.00004482 24 Yes 5 0.00000001 0.00010103 25 Yes 5 0.00000001 0.00004075 26 Yes 4 0.00000001 0.00001079 27 Yes 4 0.00000001 0.00002094 28 Yes 4 0.00000001 0.00001457 29 Yes 4 0.00000001 0.00000001 30 Yes 4 0.00000001 0.00001489 31 Yes 4 0.00000001 0.00002158 32 Yes 4 0.00000001 0.00001102 33 Yes 4 0.00000001 0.00001438 34 Yes 4 0.00000001 0.00001815 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00001881 37 Yes 4 0.00000001 0.00001471 August 24, 2021 134 Ft Monopole Tower Structural Analysis CCI BU No 5800245 Project Number CN7-925R2 / 2101398, Order 583375, Revision 2 Page 17 tnxTower Report - version 8.1.1.0 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 134 - 96.75 10.024 30 0.7637 0.0056 L2 100.75 - 47.25 5.283 31 0.5341 0.0012 L3 53.25 - 0 1.388 31 0.2484 0.0003 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 134.00 Lighting Rod 3/4'' x 3' 30 10.024 0.7637 0.0056 42106 132.00 (2) 800 10122 w/ Mount Pipe 30 9.718 0.7496 0.0053 42106 120.00 (2) 8' x 2'' Mount Pipe 30 7.906 0.6656 0.0035 15038 112.00 MX08FRO665-21 w/ Mount Pipe 31 6.756 0.6102 0.0024 9569 102.00 80010922 w/ Mount Pipe 31 5.436 0.5424 0.0013 6670 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 134 - 96.75 73.769 12 5.5974 0.0411 L2 100.75 - 47.25 38.959 12 3.9399 0.0084 L3 53.25 - 0 10.241 12 1.8331 0.0021 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 134.00 Lighting Rod 3/4'' x 3' 12 73.769 5.5974 0.0411 5866 132.00 (2) 800 10122 w/ Mount Pipe 12 71.523 5.4963 0.0387 5866 120.00 (2) 8' x 2'' Mount Pipe 12 58.233 4.8915 0.0252 2093 112.00 MX08FRO665-21 w/ Mount Pipe 12 49.793 4.4921 0.0172 1330 102.00 80010922 w/ Mount Pipe 12 40.088 4.0006 0.0092 925 Compression Checks Pole Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn L1 134 - 96.75 (1) TP27.77x16x0.25 37.25 0.00 0.0 20.834 2 -12.58 1218.80 0.010 L2 96.75 - 47.25 (2) TP42.91x26.0061x0.5 53.50 0.00 0.0 64.296 1 -25.48 3761.32 0.007 August 24, 2021 134 Ft Monopole Tower Structural Analysis CCI BU No 5800245 Project Number CN7-925R2 / 2101398, Order 583375, Revision 2 Page 18 tnxTower Report - version 8.1.1.0 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn L3 47.25 - 0 (3) TP56.84x40.0142x0.5 53.25 0.00 0.0 89.411 6 -46.39 5230.58 0.009 Pole Bending Design Data Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny L1 134 - 96.75 (1) TP27.77x16x0.25 539.61 813.50 0.663 0.00 813.50 0.000 L2 96.75 - 47.25 (2) TP42.91x26.0061x0.5 1914.03 3962.03 0.483 0.00 3962.03 0.000 L3 47.25 - 0 (3) TP56.84x40.0142x0.5 3894.15 7348.56 0.530 0.00 7348.56 0.000 Pole Shear Design Data Section No. Elevation ft Size Actual Vu K Vn K Ratio Vu Vn Actual Tu kip-ft Tn kip-ft Ratio Tu Tn L1 134 - 96.75 (1) TP27.77x16x0.25 25.44 365.64 0.070 2.23 840.75 0.003 L2 96.75 - 47.25 (2) TP42.91x26.0061x0.5 32.73 1128.40 0.029 2.22 4003.59 0.001 L3 47.25 - 0 (3) TP56.84x40.0142x0.5 41.47 1569.17 0.026 2.22 7742.26 0.000 Pole Interaction Design Data Section No. Elevation ft Ratio Pu Pn Ratio Mux Mnx Ratio Muy Mny Ratio Vu Vn Ratio Tu Tn Comb. Stress Ratio Allow. Stress Ratio Criteria L1 134 - 96.75 (1) 0.010 0.663 0.000 0.070 0.003 0.679 1.050 4.8.2 L2 96.75 - 47.25 (2) 0.007 0.483 0.000 0.029 0.001 0.491 1.050 4.8.2 L3 47.25 - 0 (3) 0.009 0.530 0.000 0.026 0.000 0.540 1.050 4.8.2 Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail L1 134 - 96.75 Pole TP27.77x16x0.25 1 -12.58 1279.74 64.7 Pass L2 96.75 - 47.25 Pole TP42.91x26.0061x0.5 2 -25.48 3949.39 46.7 Pass L3 47.25 - 0 Pole TP56.84x40.0142x0.5 3 -46.39 5492.11 51.4 Pass Summary Pole (L1) 64.7 Pass RATING = 64.7 Pass tnxTower Report - version 8.1.1.0 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 8.1.1.0 APPENDIX C ADDITIONAL CALCULATIONS Monopole Base Plate Connection *TIA-222-H Section 15.5 Applied #VALUE! Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) (24) 2-1/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 63.5" BC Pu_t = 120.65 Stress Rating Anchor Spacing: 6 in Vu = 1.73 47.1% Mu = n/a Pass Base Plate Data 66.5" W x 3" Plate (A572-50; Fy=50 ksi, Fu=65 ksi); Clip: 17 in Base Plate Summary Max Stress (ksi): 15.33 (Flexural) Stiffener Data Allowable Stress (ksi): 45 N/A Stress Rating:32.4%Pass Pole Data 56.84" x 0.5" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi) 46.39 41.47 Adjusted Pole Reactions BU # 5800245 Applied Loads Site Name Fox Order # 583375 Rev. 2 Analysis Considerations Site Info TIA-222 Revision H Grout Considered:No Analysis ResultsConnection Properties Iar (in) 1 Moment (kip-ft) 3894.15 Axial Force (kips) 46.39 Shear Force (kips) 41.47 Moment (kip-ft) Axial Force (kips) Shear Force (kips) 0.00 Analysis Date: 8/24/2021CCIplate - Version 4.1.2 Report File:TIA-222 Revison:Tower Type:Check Pier Capacity only at location of Max Moment?NoLocation:Soil Lateral CheckCompressionUpliftComp.Uplift10.21-3894.147.17-46.424209.38-41.4417.7%-Soil Vertical CheckCompressionUpliftGo to Soil Calculations868.62-3ksi173.18-60ksi186.89-40ksi1041.80-233.31-21.3%-40ftReinforced Concrete FlexureCompressionUplift0.5 ft10.29-4209.34-8322.72-7 ft48.2%-2736Reinforced Concrete ShearCompressionUplift1129.34-4 in300.31-5531.07-in53.9%-in*Rating per TIA-222-H Section 15.57.5# of Layers4121FALSE1 0 3.5 3.5 120 150 0 0 0.000 0.0000.00 0.00FALSE2 3.5 7.5 4 120 150 0 30 0.781 0.781 19FALSE3 7.5 18 10.5 58 87.6 0 30 1.063 1.063 13FALSE4 18 40 22 68 87.6 0 34 1.745 1.745 6 46Pier DiameterRebar QuantityRebar Cage DiameterRebar QuantityTie SpacingDrilled Pier FoundationBU # :Site Name:Order Number:MonopoleApplied LoadsMaterial PropertiesPier Design DataH5800245Fox 583375 Rev.2Moment (kip-ft)Axial Force (kips)Shear Force (kips)Concrete Strength, f'c:Rebar Strength, Fy:Tie Yield Strength, Fyt:CohesionlessCohesionlessCohesionlessUltimate Skin Friction Uplift Override (ksf)Critical Shear CapacityRating*Skin Friction (kips)Weight of Concrete (kips)Rating*Critical Shear (kip)End Bearing (kips)Axial (kips)Critical Depth (ft from TOC)Calculated Ultimate Skin Friction Uplift (ksf)Calculated Ultimate Skin Friction Comp (ksf)Ultimate Skin Friction Comp Override (ksf)Soil ProfileSoil TypeSPT Blow CountUlt. Gross Bearing Capacity (ksf)soil (pcf)concrete (pcf)Critical Depth (ft from TOC)21.3%Soil Interaction Rating*Rebar 2, Fy Override (ksi)Rebar 3, Fy Override (ksi)DepthCohesionlessLayerTop (ft)Bottom (ft)Thickness (ft)Groundwater DepthCohesion (ksf)Angle of Friction (degrees)Rebar SizePier Section 1Check LimitationApply TIA-222-H Section 15.5:Additional Longitudinal RebarShear Design OptionsCheck Shear along Depth of Pier:Utilize Shear-Friction Methodology:Override Critical Depth:Dv=0 (ft from TOC)Soil Safety FactorMax Moment (kip-ft)Rating*Ext. Above GradeCritical Moment (kip-ft)Critical Moment CapacityRating*From 0.5' above grade to 40' below gradeRebar SizeClear Cover to TiesTie SizeInput Effective Depths (else Actual):C:\Users\mkodey\Documents\Madhuri (WORK)\Reviews\CN7-925\CN7-925R2 SA\Analysis\CN7-925R2 BU_5800245 WO_2010461.eri.rtf53.9%Structural Foundation Rating*Total Capacity (kips)N/AAnalysis ResultsRebar & Pier OptionsEmbedded Pole InputsBelled Pier InputsVersion 5.0.3 ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Risk Category:II Soil Class:D - Stiff Soil Elevation:18.54 ft (NAVD 88) Latitude: Longitude: 27.481714 -80.375744 Wind Results: Wind Speed: 158 Vmph 10-year MRI 87 Vmph 25-year MRI 106 Vmph 50-year MRI 118 Vmph 100-year MRI 130 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Thu Aug 19 2021 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Glazed openings shall be protected against wind-borne debris as specified in Section 26.12.3. Page 1 of 3https://asce7hazardtool.online/Thu Aug 19 2021 SS : 0.05 S1 : 0.028 F a : 1.6 F v : 2.4 SMS : 0.08 SM1 : 0.068 SDS : 0.053 SD1 : 0.045 T L : 8 PGA : 0.023 PGA M : 0.037 F PGA : 1.6 Ie : 1 C v : 0.7 Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum S (g) vs T(s)a MCE Vertical Response SpectrumR S (g) vs T(s)a Seismic Site Soil Class: Results: Seismic Design Category D - Stiff Soil A Data Accessed: Date Source: Thu Aug 19 2021 USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. Page 2 of 3https://asce7hazardtool.online/Thu Aug 19 2021 Ice Results: Data Source: Date Accessed: Ice Thickness: 0.00 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Thu Aug 19 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. Page 3 of 3https://asce7hazardtool.online/Thu Aug 19 2021