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Structural AnalysistnxTower Report - version 8.0.7.5 Date: February 12, 2021 Morrison Hershfield 1455 Lincoln Parkway, Suite 500 Atlanta, GA 30346 (770) 379-8500 Subject: Structural Analysis Report Carrier Designation: Sprint PCS Co-Locate Site Number: SL04376A Crown Castle Designation: BU Number: 839266 Site Name: Fairview & Locus Grove JDE Job Number: 627586 Work Order Number: 1922678 Order Number: 537340 Rev. 0 Engineering Firm Designation: Morrison Hershfield Project Number: CN7-235 / 2101398 Site Data: 1776 North Avest Lane, Meridian, Ada County, ID 83642 Latitude 43° 37' 18.922'', Longitude -116° 22' 24.466'' 100 Foot – TAPP 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: LC5: Proposed Equipment Configuration Sufficient Capacity This analysis has been performed in accordance with the 2018 International Building Code based upon an ultimate 3-second gust wind speed of 100 mph. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Respectfully submitted by: G. Lance Cooke, C.E. (ID License No. P-14780) Senior Engineer tnxTower Report - version 8.0.7.5 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 – Tower Component Stresses vs. Capacity – LC5 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations February 11, 2021 100 Ft Monopole Tower Structural Analysis CCI BU No 839266 Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 3 tnxTower Report - version 8.0.7.5 1) INTRODUCTION This tower is a 100 ft monopole tower designed by TAPP. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 100 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) 79.0 79.0 3 rfs/celwave APXVAA4L24_43-U-NA20_TMO w/ Mount Pipe 4 1-5/8 3 ericsson AIR 32 B2A B66AA_T-MOBILE w/ Mount Pipe 3 ericsson AIR6449 B41_T-MOBILE w/ Mount Pipe 3 ericsson RADIO 4415 B25_TMO 3 ericsson RADIO 4415 B66A_CCIV3 3 ericsson RADIO 4449 B71 B85A_T-MOBILE 1 Site Pro 1 Sector Frame Attachment [#MSFAA] 3 Site Pro 1 10' HD V-Frame [#VFA10-HD] Table 2 - Other Considered Equipment Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 96.0 96.0 6 kathrein 80010992 w/ Mount Pipe 4 2 3/4 3/8 3 nokia AHCA_CCIV3 6 nokia AHFIB 3 nokia AHLBA 3 nokia AHNA 2 raycap DC6-48-60-18-8F 3 - T-Arm Mount [TA 702-3] February 11, 2021 100 Ft Monopole Tower Structural Analysis CCI BU No 839266 Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 4 tnxTower Report - version 8.0.7.5 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Reference Source 4-GEOTECHNICAL REPORTS 8190576 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 9620572 CCISITES 4-TOWER MANUFACTURER DRAWINGS 8273594 CCISITES 3.1) Analysis Method tnxTower (version 8.0.7.5), 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 100 - 48.25 Pole TP33.39x22x0.25 1 -13.20 1564.31 21.6 Pass L2 48.25 - 0 Pole TP43.5x31.8445x0.375 2 -24.19 3152.92 22.7 Pass Summary Pole (L2) 22.7 Pass Rating = 22.7 Pass Table 5 - Tower Component Stresses vs. Capacity – LC5 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 21.5 Pass 1 Base Plate 21.3 Pass 1 Base Foundation 0 21.0 Pass 1 Base Foundation Soil Interaction 19.8 Pass Structure Rating (max from all components) = 22.7%* Notes: 1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity consumed. 2) Capacity per TIA-222-H, Section 15.5. February 11, 2021 100 Ft Monopole Tower Structural Analysis CCI BU No 839266 Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 5 tnxTower Report - version 8.0.7.5 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report - version 8.0.7.5 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: CN7-235 / 2101398 Project: 839266 / Fairview & Locus Grove Client: Crown Castle USA Drawn by: SSK App'd: Code: TIA-222-H Date: 02/12/21 Scale: NTS Path: C:\Users\skumar\Desktop\cn7-235\Ananlysis\CN7-235 BU_839266 WO_1922678.eri Dwg No. E-1 100.0 ft 48.3 ft 0.0 ft REACTIONS - 100 mph WIND TORQUE 0 kip-ft 10 K SHEAR 739 kip-ft MOMENT 24 K AXIAL ARE FACTORED ALL REACTIONS Section12 Length (ft)51.7553.00 Number of Sides1818 Thickness (in)0.25000.3750 Socket Length (ft)4.75 Top Dia (in)22.000031.8445 Bot Dia (in)33.390043.5000 GradeA572-65 Weight (K)3.88.011.8MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in Ada County, Idaho. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 100 mph basic wind in accordance with the TIA-222-H Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category II. 6. Topographic Category 1 with Crest Height of 0.00 ft 7. TOWER RATING: 22.7% February 11, 2021 100 Ft Monopole Tower Structural Analysis CCI BU No 839266 Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 7 tnxTower Report - version 8.0.7.5 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 Ada County, Idaho. Tower base elevation above sea level: 2608.00 ft. Basic wind speed of 100 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 1.05. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used: Kes(Fw) = 0.95. 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 100.00-48.25 51.75 4.75 18 22.0000 33.3900 0.2500 0.3750 A572-65 (65 ksi) L2 48.25-0.00 53.00 18 31.8445 43.5000 0.3750 0.5625 A572-65 (65 ksi) February 11, 2021 100 Ft Monopole Tower Structural Analysis CCI BU No 839266 Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 8 tnxTower Report - version 8.0.7.5 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 22.3201 17.2586 1031.4832 7.7212 11.1760 92.2945 2064.3237 8.6310 3.6520 14.608 33.8858 26.2966 3648.7314 11.7647 16.9621 215.1106 7302.2639 13.1508 5.6566 22.627 L2 33.3676 37.4566 4686.4811 11.1717 16.1770 289.6998 9379.1287 18.7319 5.2746 14.066 44.1421 51.3295 12060.434 8 15.3094 22.0980 545.7704 24136.739 0 25.6696 7.3260 19.536 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 100.00- 48.25 1 1 1 L2 48.25-0.00 1 1 1 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 ****** Safety Line 3/8'' B No No Inside Pole 96.00 - 10.00 1 No Ice 0.00 0.22 Climbing Rungs B No No Inside Pole 96.00 - 10.00 1 No Ice 0.00 1.80 Lighting Cable(1/2) A No No Inside Pole 28.00 - 8.00 1 No Ice 0.00 0.14 ****** WR-VG86ST- BRD(3/4) B No No Inside Pole 96.00 - 8.00 4 No Ice 0.00 0.58 FB-L98-002- XXX(3/8) B No No Inside Pole 96.00 - 8.00 2 No Ice 0.00 0.06 ****** *** HB158-21U6S24- xxM_TMO(1-5/8) B No No Inside Pole 79.00 - 8.00 4 No Ice 0.00 1.70 ****** ****** 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 100.00-48.25 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.42 0.00 L2 48.25-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.45 0.00 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in L1 100.00-48.25 0.0000 0.0000 0.0000 0.0000 L2 48.25-0.00 0.0000 0.0000 0.0000 0.0000 Note: For pole sections, center of pressure calculations do not consider feed line shielding. February 11, 2021 100 Ft Monopole Tower Structural Analysis CCI BU No 839266 Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 9 tnxTower Report - version 8.0.7.5 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 ****** (2) 80010992 w/ Mount Pipe A From Leg 1.00 0.00 0.00 0.0000 96.00 No Ice 18.52 8.99 0.18 (2) 80010992 w/ Mount Pipe B From Leg 1.00 0.00 0.00 0.0000 96.00 No Ice 18.52 8.99 0.18 (2) 80010992 w/ Mount Pipe C From Leg 1.00 0.00 0.00 0.0000 96.00 No Ice 18.52 8.99 0.18 (2) AHFIB A From Leg 1.00 0.00 0.00 0.0000 96.00 No Ice 3.68 2.31 0.09 (2) AHFIB B From Leg 1.00 0.00 0.00 0.0000 96.00 No Ice 3.68 2.31 0.09 (2) AHFIB C From Leg 1.00 0.00 0.00 0.0000 96.00 No Ice 3.68 2.31 0.09 AHLBA A From Leg 1.00 0.00 0.00 0.0000 96.00 No Ice 3.67 2.31 0.10 AHLBA B From Leg 1.00 0.00 0.00 0.0000 96.00 No Ice 3.67 2.31 0.10 AHLBA C From Leg 1.00 0.00 0.00 0.0000 96.00 No Ice 3.67 2.31 0.10 AHNA A From Leg 1.00 0.00 0.00 0.0000 96.00 No Ice 1.79 1.15 0.04 AHNA B From Leg 1.00 0.00 0.00 0.0000 96.00 No Ice 1.79 1.15 0.04 AHNA C From Leg 1.00 0.00 0.00 0.0000 96.00 No Ice 1.79 1.15 0.04 AHCA_CCIV3 A From Leg 1.00 0.00 0.00 0.0000 96.00 No Ice 1.53 0.82 0.04 AHCA_CCIV3 B From Leg 1.00 0.00 0.00 0.0000 96.00 No Ice 1.53 0.82 0.04 AHCA_CCIV3 C From Leg 1.00 0.00 0.00 0.0000 96.00 No Ice 1.53 0.82 0.04 DC6-48-60-18-8F B From Leg 1.00 0.00 0.00 0.0000 96.00 No Ice 0.92 0.92 0.02 DC6-48-60-18-8F C From Leg 1.00 0.00 0.00 0.0000 96.00 No Ice 0.92 0.92 0.02 T-Arm Mount [TA 702-3] A None 0.0000 96.00 No Ice 4.75 4.75 0.34 ****** *** AIR 32 B2A B66AA_T- MOBILE w/ Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 79.00 No Ice 7.09 6.39 0.19 AIR 32 B2A B66AA_T- MOBILE w/ Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 79.00 No Ice 7.09 6.39 0.19 AIR 32 B2A B66AA_T-C From Leg 4.00 0.0000 79.00 No Ice 7.09 6.39 0.19 February 11, 2021 100 Ft Monopole Tower Structural Analysis CCI BU No 839266 Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 10 tnxTower Report - version 8.0.7.5 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 MOBILE w/ Mount Pipe 0.00 0.00 APXVAA4L24_43-U- NA20_TMO w/ Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 79.00 No Ice 14.69 6.87 0.20 APXVAA4L24_43-U- NA20_TMO w/ Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 79.00 No Ice 14.69 6.87 0.20 APXVAA4L24_43-U- NA20_TMO w/ Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 79.00 No Ice 14.69 6.87 0.20 AIR6449 B41_T-MOBILE w/ Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 79.00 No Ice 5.87 3.27 0.13 AIR6449 B41_T-MOBILE w/ Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 79.00 No Ice 5.87 3.27 0.13 AIR6449 B41_T-MOBILE w/ Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 79.00 No Ice 5.87 3.27 0.13 RADIO 4449 B71 B85A_T- MOBILE A From Leg 4.00 0.00 0.00 0.0000 79.00 No Ice 1.97 1.59 0.07 RADIO 4449 B71 B85A_T- MOBILE B From Leg 4.00 0.00 0.00 0.0000 79.00 No Ice 1.97 1.59 0.07 RADIO 4449 B71 B85A_T- MOBILE C From Leg 4.00 0.00 0.00 0.0000 79.00 No Ice 1.97 1.59 0.07 RADIO 4415 B66A_CCIV3 A From Leg 4.00 0.00 0.00 0.0000 79.00 No Ice 1.64 0.68 0.05 RADIO 4415 B66A_CCIV3 B From Leg 4.00 0.00 0.00 0.0000 79.00 No Ice 1.64 0.68 0.05 RADIO 4415 B66A_CCIV3 C From Leg 4.00 0.00 0.00 0.0000 79.00 No Ice 1.64 0.68 0.05 RADIO 4415 B25_TMO A From Leg 4.00 0.00 0.00 0.0000 79.00 No Ice 1.86 0.87 0.05 RADIO 4415 B25_TMO B From Leg 4.00 0.00 0.00 0.0000 79.00 No Ice 1.86 0.87 0.05 RADIO 4415 B25_TMO C From Leg 4.00 0.00 0.00 0.0000 79.00 No Ice 1.86 0.87 0.05 Sector Frame Attachment [#MSFAA] A None 0.0000 79.00 No Ice 6.67 6.67 0.79 10' HD V-Frame [#VFA10- HD] A From Leg 2.00 0.00 0.00 0.0000 79.00 No Ice 12.10 9.20 0.63 10' HD V-Frame [#VFA10- HD] B From Leg 2.00 0.00 0.00 0.0000 79.00 No Ice 12.10 9.20 0.63 10' HD V-Frame [#VFA10- HD] C From Leg 2.00 0.00 0.00 0.0000 79.00 No Ice 12.10 9.20 0.63 ****** Street Light Support C From Leg 1.00 0.00 0.00 0.0000 28.00 No Ice 0.85 1.67 0.07 Street Light C From Leg 2.00 0.00 0.00 0.0000 28.00 No Ice 3.20 3.20 0.08 February 11, 2021 100 Ft Monopole Tower Structural Analysis CCI BU No 839266 Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 11 tnxTower Report - version 8.0.7.5 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 100 - 48.25 Pole Max Tension 14 0.00 -0.00 0.00 Max. Compression 6 -13.20 -216.04 124.68 Max. Mx 20 -13.20 249.47 -0.05 Max. My 14 -13.20 0.00 -249.51 Max. Vy 20 -7.90 249.47 -0.05 Max. Vx 14 7.90 0.00 -249.51 Max. Torque 21 0.05 L2 48.25 - 0 Pole Max Tension 1 0.00 0.00 0.00 February 11, 2021 100 Ft Monopole Tower Structural Analysis CCI BU No 839266 Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 12 tnxTower Report - version 8.0.7.5 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Compression 6 -24.19 -639.19 368.99 Max. Mx 20 -24.19 739.23 -0.10 Max. My 14 -24.19 0.25 -739.33 Max. Vy 20 -10.49 739.23 -0.10 Max. Vx 14 10.50 0.25 -739.33 Max. Torque 24 0.38 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Pole Max. Vert 14 24.20 -0.01 -10.49 Max. Hx 20 24.20 10.48 0.01 Max. Hz 2 24.20 0.01 10.49 Max. Mx 2 738.69 0.01 10.49 Max. Mz 8 738.28 -10.48 -0.01 Max. Torsion 24 0.38 5.25 9.09 Min. Vert 7 18.15 -9.08 5.24 Min. Hx 8 24.20 -10.48 -0.01 Min. Hz 14 24.20 -0.01 -10.49 Min. Mx 14 -739.33 -0.01 -10.49 Min. Mz 20 -739.23 10.48 0.01 Min. Torsion 12 -0.38 -5.25 -9.09 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 20.16 0.00 0.00 0.26 0.39 0.00 1.2 Dead+1.0 Wind 0 deg - No Ice 24.20 -0.01 -10.49 -738.69 0.70 -0.31 0.9 Dead+1.0 Wind 0 deg - No Ice 18.15 -0.01 -10.49 -734.98 0.58 -0.31 1.2 Dead+1.0 Wind 30 deg - No Ice 24.20 5.24 -9.08 -639.57 -368.71 -0.15 0.9 Dead+1.0 Wind 30 deg - No Ice 18.15 5.24 -9.08 -636.37 -366.93 -0.15 1.2 Dead+1.0 Wind 60 deg - No Ice 24.20 9.08 -5.24 -368.99 -639.19 0.04 0.9 Dead+1.0 Wind 60 deg - No Ice 18.15 9.08 -5.24 -367.17 -636.03 0.04 1.2 Dead+1.0 Wind 90 deg - No Ice 24.20 10.48 0.01 0.55 -738.28 0.23 0.9 Dead+1.0 Wind 90 deg - No Ice 18.15 10.48 0.01 0.47 -734.61 0.23 1.2 Dead+1.0 Wind 120 deg - No Ice 24.20 9.08 5.25 370.02 -639.41 0.35 0.9 Dead+1.0 Wind 120 deg - No Ice 18.15 9.08 5.25 368.04 -636.25 0.35 1.2 Dead+1.0 Wind 150 deg - No Ice 24.20 5.25 9.09 640.44 -369.09 0.38 0.9 Dead+1.0 Wind 150 deg - No Ice 18.15 5.25 9.09 637.07 -367.32 0.38 1.2 Dead+1.0 Wind 180 deg - No Ice 24.20 0.01 10.49 739.33 0.25 0.31 0.9 Dead+1.0 Wind 180 deg - No Ice 18.15 0.01 10.49 735.46 0.13 0.31 1.2 Dead+1.0 Wind 210 deg - No Ice 24.20 -5.24 9.08 640.21 369.66 0.15 0.9 Dead+1.0 Wind 210 deg - No Ice 18.15 -5.24 9.08 636.85 367.64 0.15 1.2 Dead+1.0 Wind 240 deg - No Ice 24.20 -9.08 5.24 369.63 640.14 -0.04 0.9 Dead+1.0 Wind 240 deg - No Ice 18.15 -9.08 5.24 367.66 636.74 -0.04 1.2 Dead+1.0 Wind 270 deg - No Ice 24.20 -10.48 -0.01 0.10 739.23 -0.23 0.9 Dead+1.0 Wind 270 deg - No Ice 18.15 -10.48 -0.01 0.02 735.32 -0.23 1.2 Dead+1.0 Wind 300 deg - No Ice 24.20 -9.08 -5.25 -369.38 640.36 -0.35 0.9 Dead+1.0 Wind 300 deg - No Ice 18.15 -9.08 -5.25 -367.56 636.96 -0.35 1.2 Dead+1.0 Wind 330 deg - No Ice 24.20 -5.25 -9.09 -639.79 370.05 -0.38 0.9 Dead+1.0 Wind 330 deg - No Ice 18.15 -5.25 -9.09 -636.59 368.03 -0.38 Dead+Wind 0 deg - Service 20.16 -0.00 -3.56 -249.46 0.47 -0.10 Dead+Wind 30 deg - Service 20.16 1.78 -3.08 -215.97 -124.36 -0.05 Dead+Wind 60 deg - Service 20.16 3.08 -1.78 -124.53 -215.76 0.02 Dead+Wind 90 deg - Service 20.16 3.55 0.00 0.34 -249.25 0.08 Dead+Wind 120 deg - Service 20.16 3.08 1.78 125.20 -215.84 0.12 Dead+Wind 150 deg - Service 20.16 1.78 3.08 216.58 -124.49 0.13 February 11, 2021 100 Ft Monopole Tower Structural Analysis CCI BU No 839266 Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 13 tnxTower Report - version 8.0.7.5 Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead+Wind 180 deg - Service 20.16 0.00 3.56 250.00 0.32 0.10 Dead+Wind 210 deg - Service 20.16 -1.78 3.08 216.50 125.15 0.05 Dead+Wind 240 deg - Service 20.16 -3.08 1.78 125.07 216.55 -0.02 Dead+Wind 270 deg - Service 20.16 -3.55 -0.00 0.19 250.04 -0.08 Dead+Wind 300 deg - Service 20.16 -3.08 -1.78 -124.66 216.63 -0.12 Dead+Wind 330 deg - Service 20.16 -1.78 -3.08 -216.04 125.28 -0.13 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 -20.16 0.00 0.00 20.16 0.00 0.000% 2 -0.01 -24.20 -10.49 0.01 24.20 10.49 0.000% 3 -0.01 -18.15 -10.49 0.01 18.15 10.49 0.000% 4 5.24 -24.20 -9.08 -5.24 24.20 9.08 0.000% 5 5.24 -18.15 -9.08 -5.24 18.15 9.08 0.000% 6 9.08 -24.20 -5.24 -9.08 24.20 5.24 0.000% 7 9.08 -18.15 -5.24 -9.08 18.15 5.24 0.000% 8 10.48 -24.20 0.01 -10.48 24.20 -0.01 0.000% 9 10.48 -18.15 0.01 -10.48 18.15 -0.01 0.000% 10 9.08 -24.20 5.25 -9.08 24.20 -5.25 0.000% 11 9.08 -18.15 5.25 -9.08 18.15 -5.25 0.000% 12 5.25 -24.20 9.09 -5.25 24.20 -9.09 0.000% 13 5.25 -18.15 9.09 -5.25 18.15 -9.09 0.000% 14 0.01 -24.20 10.49 -0.01 24.20 -10.49 0.000% 15 0.01 -18.15 10.49 -0.01 18.15 -10.49 0.000% 16 -5.24 -24.20 9.08 5.24 24.20 -9.08 0.000% 17 -5.24 -18.15 9.08 5.24 18.15 -9.08 0.000% 18 -9.08 -24.20 5.24 9.08 24.20 -5.24 0.000% 19 -9.08 -18.15 5.24 9.08 18.15 -5.24 0.000% 20 -10.48 -24.20 -0.01 10.48 24.20 0.01 0.000% 21 -10.48 -18.15 -0.01 10.48 18.15 0.01 0.000% 22 -9.08 -24.20 -5.25 9.08 24.20 5.25 0.000% 23 -9.08 -18.15 -5.25 9.08 18.15 5.25 0.000% 24 -5.25 -24.20 -9.09 5.25 24.20 9.09 0.000% 25 -5.25 -18.15 -9.09 5.25 18.15 9.09 0.000% 26 -0.00 -20.16 -3.56 0.00 20.16 3.56 0.000% 27 1.78 -20.16 -3.08 -1.78 20.16 3.08 0.000% 28 3.08 -20.16 -1.78 -3.08 20.16 1.78 0.000% 29 3.55 -20.16 0.00 -3.55 20.16 -0.00 0.000% 30 3.08 -20.16 1.78 -3.08 20.16 -1.78 0.000% 31 1.78 -20.16 3.08 -1.78 20.16 -3.08 0.000% 32 0.00 -20.16 3.56 -0.00 20.16 -3.56 0.000% 33 -1.78 -20.16 3.08 1.78 20.16 -3.08 0.000% 34 -3.08 -20.16 1.78 3.08 20.16 -1.78 0.000% 35 -3.55 -20.16 -0.00 3.55 20.16 0.00 0.000% 36 -3.08 -20.16 -1.78 3.08 20.16 1.78 0.000% 37 -1.78 -20.16 -3.08 1.78 20.16 3.08 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 0.00000001 3 Yes 4 0.00000001 0.00000001 4 Yes 4 0.00000001 0.00009574 5 Yes 4 0.00000001 0.00006553 6 Yes 4 0.00000001 0.00009500 7 Yes 4 0.00000001 0.00006501 8 Yes 4 0.00000001 0.00000001 9 Yes 4 0.00000001 0.00000001 February 11, 2021 100 Ft Monopole Tower Structural Analysis CCI BU No 839266 Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 14 tnxTower Report - version 8.0.7.5 10 Yes 4 0.00000001 0.00009913 11 Yes 4 0.00000001 0.00006787 12 Yes 4 0.00000001 0.00009385 13 Yes 4 0.00000001 0.00006417 14 Yes 4 0.00000001 0.00000001 15 Yes 4 0.00000001 0.00000001 16 Yes 4 0.00000001 0.00009671 17 Yes 4 0.00000001 0.00006614 18 Yes 4 0.00000001 0.00009747 19 Yes 4 0.00000001 0.00006669 20 Yes 4 0.00000001 0.00000001 21 Yes 4 0.00000001 0.00000001 22 Yes 4 0.00000001 0.00009366 23 Yes 4 0.00000001 0.00006404 24 Yes 4 0.00000001 0.00009891 25 Yes 4 0.00000001 0.00006772 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00000001 28 Yes 4 0.00000001 0.00000001 29 Yes 4 0.00000001 0.00000001 30 Yes 4 0.00000001 0.00000001 31 Yes 4 0.00000001 0.00000001 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00000001 34 Yes 4 0.00000001 0.00000001 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00000001 37 Yes 4 0.00000001 0.00000001 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 100 - 48.25 5.803 33 0.4706 0.0003 L2 53 - 0 1.723 34 0.2948 0.0002 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 96.00 (2) 80010992 w/ Mount Pipe 33 5.405 0.4574 0.0003 69259 79.00 AIR 32 B2A B66AA_T-MOBILE w/ Mount Pipe 33 3.765 0.3993 0.0002 16490 28.00 Street Light Support 34 0.620 0.1655 0.0001 13945 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 100 - 48.25 17.174 14 1.3934 0.0008 L2 53 - 0 5.097 16 0.8725 0.0004 February 11, 2021 100 Ft Monopole Tower Structural Analysis CCI BU No 839266 Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 15 tnxTower Report - version 8.0.7.5 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 96.00 (2) 80010992 w/ Mount Pipe 14 15.996 1.3541 0.0008 23404 79.00 AIR 32 B2A B66AA_T-MOBILE w/ Mount Pipe 16 11.143 1.1819 0.0006 5572 28.00 Street Light Support 16 1.833 0.4898 0.0003 4709 Compression Checks Pole Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn L1 100 - 48.25 (1) TP33.39x22x0.25 51.75 0.00 0.0 25.467 0 -13.20 1489.82 0.009 L2 48.25 - 0 (2) TP43.5x31.8445x0.375 53.00 0.00 0.0 51.329 5 -24.19 3002.78 0.008 Pole Bending Design Data Section No. Elevation ft Size Mux kip-ft fMnx kip-ft Ratio Mux fMnx Muy kip-ft fMny kip-ft Ratio Muy fMny L1 100 - 48.25 (1) TP33.39x22x0.25 249.51 1144.47 0.218 0.00 1144.47 0.000 L2 48.25 - 0 (2) TP43.5x31.8445x0.375 739.33 3210.07 0.230 0.00 3210.07 0.000 Pole Shear Design Data Section No. Elevation ft Size Actual Vu K fVn K Ratio Vu fVn Actual Tu kip-ft fTn kip-ft Ratio Tu fTn L1 100 - 48.25 (1) TP33.39x22x0.25 7.90 446.95 0.018 0.00 1256.22 0.000 L2 48.25 - 0 (2) TP43.5x31.8445x0.375 10.50 889.17 0.012 0.31 3402.15 0.000 Pole Interaction Design Data Section No. Elevation ft Ratio Pu fPn Ratio Mux fMnx Ratio Muy fMny Ratio Vu fVn Ratio Tu fTn Comb. Stress Ratio Allow. Stress Ratio Criteria L1 100 - 48.25 (1) 0.009 0.218 0.000 0.018 0.000 0.227 1.050 4.8.2 L2 48.25 - 0 (2) 0.008 0.230 0.000 0.012 0.000 0.239 1.050 4.8.2 February 11, 2021 100 Ft Monopole Tower Structural Analysis CCI BU No 839266 Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 16 tnxTower Report - version 8.0.7.5 Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail L1 100 - 48.25 Pole TP33.39x22x0.25 1 -13.20 1564.31 21.6 Pass L2 48.25 - 0 Pole TP43.5x31.8445x0.375 2 -24.19 3152.92 22.7 Pass Summary Pole (L2) 22.7 Pass RATING = 22.7 Pass tnxTower Report - version 8.0.7.5 APPENDIX B BASE LEVEL DRAWING SSDCDF81MB tnxTower Report - version 8.0.7.5 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) (12) 2-1/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 50.5" BC Pu_c = 60.53 φPn_c = 268.39 Stress Rating Vu = 0.88 φVn = 120.77 21.5% Base Plate Data Mu = n/a φMn = n/a Pass 56.5" OD x 2" Plate (A572-60; Fy=60 ksi, Fu=75 ksi) Base Plate Summary Stiffener Data Max Stress (ksi):12.05 (Flexural) N/A Allowable Stress (ksi):54 Stress Rating:21.3%Pass Pole Data 43.5" x 0.375" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi) 24.19 10.50 Adjusted Pole Reactions BU # 839266 Applied Loads Site Name Fairview & Locus Grove Order # 537340 Rev. 0 Analysis Considerations Site Info TIA-222 Revision H Grout Considered:No Analysis ResultsConnection Properties Iar (in) 1.375 Moment (kip-ft) 739.33 Axial Force (kips) 24.19 Shear Force (kips) 10.50 Moment (kip-ft) Axial Force (kips) Shear Force (kips) 0.00 Analysis Date: 2/12/2021CCIplate - Version 3.7.3.1 Report File:TIA-222 Revison:Check Pier Capacity only at location of Max Moment?NoTower Type:Soil Lateral CheckCompression UpliftComp.Uplift5.19-739.336.39-24.2803.18-10.4919.8%-Soil Vertical CheckCompressionUpliftGo to Soil Calculations156.31-4ksi2305.60-60ksi79.33-40ksi2461.91-103.53-4.0%-18ftReinforced Concrete FlexureCompressionUplift0.5ft5.04-803.09-4445.57-6ft17.2%-2726Reinforced Concrete ShearCompressionUplift1012.79 -3 in120.91 -5549.33 -12 in21.0% -in*Rating per TIA-222-H Section 15.511# of Layers7121FALSE1 0 3.3 3.3 115 150 0 0 0.000 0.0000.00 0.00FALSE2 3.3 5 1.7 115 150 0 45 0.000 0.0000.31 0.31FALSE3 5 7.5 2.5 114 150 0 45 0.000 0.0000.47 0.47FALSE4 7.5 10 2.5 115 150 0 45 0.000 0.0000.67 0.67FALSE5 10 11 1 118 150 0 45 0.000 0.0000.80 0.80FALSE6 11 15 4 55.6 87.6 0 45 0.000 0.0000.91 0.91FALSE7 15 18 3 55.6 87.6 0 45 0.00 0.001.08 1.08108.725Pier DiameterRebar QuantityRebar Cage DiameterCalculated Ultimate Skin Friction Uplift (ksf)Calculated Ultimate Skin Friction Comp (ksf)LayerTop (ft)Bottom (ft)Thickness (ft)Ultimate Skin Friction Comp Override (ksf)Groundwater DepthSoil ProfileSoil TypeSPT Blow CountUlt. Gross Bearing Capacity (ksf)γsoil (pcf)γconcrete (pcf)Cohesion (ksf)Angle of Friction (degrees)Drilled Pier FoundationBU # :Site Name:Order Number:MonopoleApplied LoadsMaterial PropertiesPier Design DataH839266Fairview & Locus Grove537340 Rev. 0Moment (kip-ft)Axial Force (kips)Shear Force (kips)Concrete Strength, f'c:Rebar Strength, Fy:CohesionlessCohesionlessCohesionlessCohesionlessCohesionlessCohesionlessCohesionlessUltimate Skin Friction Uplift Override (ksf)Shear Design OptionsCheck Shear along Depth of Pier:Utilize Shear-Friction Methodology:Critical Shear CapacityRating*Override Critical Depth:Dv=0 (ft from TOC)Soil Safety FactorMax Moment (kip-ft)Rating*Skin Friction (kips)Weight of Concrete (kips)Rating*Critical Shear (kip)End Bearing (kips)Axial (kips)Critical Depth (ft from TOC)Critical Depth (ft from TOC)19.8%Soil Interaction Rating*Ext. Above GradeCritical Moment (kip-ft)Critical Moment CapacityRating*From 0.5' above grade to 18' below gradeRebar SizeClear Cover to TiesTie SizeC:\Users\skumar\Desktop\cn7-235\Ananlysis\CN7-235 BU_839266 WO_1922678.eri.rtf21.0%Structural Foundation Rating*Total Capacity (kips)Tie Yield Strength, Fyt:Tie SpacingDepthN/AAnalysis ResultsRebar QuantityRebar SizePier Section 1Check LimitationApply TIA-222-H Section 15.5:Rebar & Pier OptionsEmbedded Pole InputsBelled Pier InputsVersion 4.2.0 ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Risk Category:II Soil Class:D - Stiff Soil Elevation:2607.8 ft (NAVD 88) Latitude: Longitude: 43.621923 -116.373463 Wind Results: Wind Speed: 102 Vmph 10-year MRI 71 Vmph 25-year MRI 77 Vmph 50-year MRI 82 Vmph 100-year MRI 87 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 Feb 11 2021 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://asce7hazardtool.online/Thu Feb 11 2021 100 mph Ultimate Wind Speed per Meridian City Exception. SS : 0.293 S1 : 0.106 F a : 1.566 F v : 2.387 SMS : 0.458 SM1 : 0.254 SDS : 0.306 SD1 : 0.169 T L : 6 PGA : 0.129 PGA M : 0.199 F PGA : 1.541 Ie : 1 C v : 0.885 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 C Data Accessed: Date Source: Thu Feb 11 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 Feb 11 2021 Ice Results: Data Source: Date Accessed: Ice Thickness: 0.50 in. Concurrent Temperature: 15 F Gust Speed: 40 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Thu Feb 11 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 Feb 11 2021