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840783_569055_StructuralAnalysis_PASS_ATT_10.29.2021.pdf
tnxTower Report - version 8.1.1.0 Date: October 29, 2021 B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 918) 587-4630 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Site Number: IN0041 Site Name: DOWNTOWN CARMEL FA Number: 10024060 Crown Castle Designation: BU Number: 840783 Site Name: DOWNTOWN CARMEL JDE Job Number: 667793 Work Order Number: 2031187 Order Number: 569055 Rev. 1 Engineering Firm Designation: B+T Group Project Number: 157635.001.01 Site Data: 1020 Southwest 3rd Avenue, Carmel, Hamilton County, IN Latitude 39° 57' 55.11'', Longitude -86° 7' 57.8'' 77.5 Foot - Monopole Tower B+T Group 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 115 mph as required by the Indiana Building Code (2012 IBC with Amendments). Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Daniel Hast Respectfully submitted by: B+T Engineering, Inc. Chad E. Tuttle, P.E. 77.5 Ft Monopole Tower Structural Analysis Project Number 157635.001.01, Order 569055, Revision 1 October 29, 2021 CCI BU No 840783 Page 2 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 77.5 Ft Monopole Tower Structural Analysis Project Number 157635.001.01, Order 569055, Revision 1 October 29, 2021 CCI BU No 840783 Page 3 tnxTower Report - version 8.1.1.0 1) INTRODUCTION This tower is a 77.5 ft. Monopole tower designed by Pirod Manufactures Inc. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 115 mph Exposure Category: B Topographic Factor: 1 Ice Thickness: 2 in Wind Speed with Ice: 40 mph 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 82.0 3 CCI C-Band Antenna E 14 4 1 7/8 3/8 5/16 3 Ericsson RRUS 32 B66 3 Ericsson RRUS 4478 B14 80.0 6 Ace XXQLH-654L8H8-IVT 3 Ericsson RRUS 4449 B5/B12 1 Powerwave Tech. 7750.00 2 Powerwave Tech. 7770.00 1 Raycap DC6-48-60-0-8C-EV 1 Raycap DC6-48-60-18-8C 1 Raycap DC6-48-60-18-8F 1 Raycap DC9-48-60-24-8C-EV_CCIV2 79.0 3 Ericsson RRUS 32 B2 3 Ericsson RRUS-32 B30 6 Powerwave Tech. LGP21404 1 -- Platform Mount [LP 1201-1_KCKR-HR-1] 77.5 Ft Monopole Tower Structural Analysis Project Number 157635.001.01, Order 569055, Revision 1 October 29, 2021 CCI BU No 840783 Page 4 tnxTower Report - version 8.1.1.0 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Reference Source Tower Mapping 5366164 CCI Sites Mount Analysis Report 10019736 CCI Sites Foundation Drawing 5380952 CCI Sites Geotech Report 5380946 CCI Sites Crown CAD Package Date: 10/11/2021 CCI Sites 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) The 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. 3) Base plate design methodology of the manufacturer has been reviewed and found to be an acceptable means of designing to resist the full capacity of the bolts and shaft. This analysis may be affected if any assumptions are not valid or have been made in error. B+T Group 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_allo w (K) % Capacity Pass / Fail L1 77.5 - 60 Pole P18x1/2 1 -12.444 909.197 32.0 Pass L2 60 - 40 Pole P24x3/8 2 -15.278 920.561 54.9 Pass L3 40 - 20 Pole P30x3/8 3 -18.696 1154.359 58.2 Pass L4 20 - 0 Pole P36x3/8 4 -22.689 1379.511 58.1 Pass Summary Pole (L3) 58.2 Pass Rating = 58.2 Pass 77.5 Ft Monopole Tower Structural Analysis Project Number 157635.001.01, Order 569055, Revision 1 October 29, 2021 CCI BU No 840783 Page 5 tnxTower Report - version 8.1.1.0 Table 5 - Tower Component Stresses vs. Capacity – LC7 Notes Component Elevation (ft) % Capacity Pass / Fail 1,2,4 Flange Connection 60 32.0 Pass 1,2,4 Flange Connection 40 54.9 Pass 1,2,4 Flange Connection 20 58.2 Pass 1,2 Anchor Rods Base 48.6 Pass 1,2,3 Base Plate Base 58.2 Pass 1,2 Base Foundation (Structure) Base 29.4 Pass 1,2 Base Foundation (Soil Interaction) Base 79.1 Pass Structure Rating (max from all components) = 79.1% 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. 3) Base plates have the same capacity as their respective shaft or bolts. 4) Flange plates have the same capacity as their respective bolts and shaft. 4.1) Recommendations The tower and its foundations have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. APPENDIX A TNXTOWER OUTPUT B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Job: 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783 Project: Client: Crown Castle Drawn by: S. SHET App'd: Code: TIA-222-H Date: 10/22/21 Scale: NTS Path: C:\Users\INDPC201\Desktop\10-22-21\157635_840783_DOWNTOWN CARMEL----Suraj----Anand\Tnx_001_01\157635_001_01_DOWNTOWN CARMEL_IN.eri Dwg No. E-1 77.5 ft 60.0 ft 40.0 ft 20.0 ft 0.0 ft REACTIONS - 115 mph WIND TORQUE 1 kip-ft 10 K SHEAR 678 kip-ft MOMENT 23 K AXIAL 40 mph WIND - 2.000 in ICE TORQUE 0 kip-ft 2 K SHEAR 160 kip-ft MOMENT 43 K AXIAL ARE FACTORED ALL REACTIONS Section 4 3 2 1 Size P36x3/8 P30x3/8 P24x3/8 P18x1/2 Length (ft) 20.000 20.000 20.000 17.500 Grade A53-B-35 Weight (K) 8.8 2.9 2.4 1.9 1.6 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A53-B-35 35 ksi 63 ksi TOWER DESIGN NOTES 1. Tower is located in Hamilton County, Indiana. 2. Tower designed for Exposure B to the TIA-222-H Standard. 3. Tower designed for a 115 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 40 mph basic wind with 2.00 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category II. 7. Topographic Category 1 with Crest Height of 0.000 ft 8. TIA-222-H Annex S 9. TOWER RATING: 58.2% B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Job: 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783 Project: Client: Crown Castle Drawn by: S. SHET App'd: Code: TIA-222-H Date: 10/22/21 Scale: NTS Path: C:\Users\INDPC201\Desktop\10-22-21\157635_840783_DOWNTOWN CARMEL----Suraj----Anand\Tnx_001_01\157635_001_01_DOWNTOWN CARMEL_IN.eri Dwg No. E-4 0 0 5 5 10 10 15 15 Global Mast Shear (K) 77.500 60.000 40.000 20.000 0.000 Elevation (ft) 0 0 500 500 1000 1000 Global Mast Moment (kip-ft) 77.500 60.000 40.000 20.000 0.000 TIA-222-H - 115 mph/40 mph 2.000 in Ice Exposure B Maximum Values Vx Vz Mx Mz B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Job: 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783 Project: Client: Crown Castle Drawn by: S. SHET App'd: Code: TIA-222-H Date: 10/22/21 Scale: NTS Path: C:\Users\INDPC201\Desktop\10-22-21\157635_840783_DOWNTOWN CARMEL----Suraj----Anand\Tnx_001_01\157635_001_01_DOWNTOWN CARMEL_IN.eri Dwg No. E-5 TIA-222-H - Service - 60 mph Maximum Values 0 0 5 5 Deflection (in) 77.500 60.000 40.000 20.000 0.000 Elevation (ft) 0 0 0.5 0.5 1 1 Tilt (deg) 0 0 0.05 0.05 0.1 0.1 Twist (deg) 77.500 60.000 40.000 20.000 0.000 B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Job: 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783 Project: Client: Crown Castle Drawn by: S. SHET App'd: Code: TIA-222-H Date: 10/22/21 Scale: NTS Path: C:\Users\INDPC201\Desktop\10-22-21\157635_840783_DOWNTOWN CARMEL----Suraj----Anand\Tnx_001_01\157635_001_01_DOWNTOWN CARMEL_IN.eri Dwg No. E-7 Feed Line Distribution Chart 0' - 77'6" Round Flat App In Face App Out Face Truss Leg Face A 60.000 40.000 20.000 0.000 77.500 Elevation (ft) FB-L98B-034-XXXXXX(3/8) ATCB-B01-001(5/16) (12) LDF5-50A(7/8) (2) FB-L98B-002-50000(3/8) (2) PWRT-606-S(7/8) RFFT-48SM-001-XXX(3/8) CU12PSM6P4XXX(1-3/4) Climbing Rung Safety Line 3/8 Face B 65.000 Face C 60.000 40.000 20.000 0.000 77.500 65.000 2" Rigid Conduit ttnnxxTToowweerr Job 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783) Page 1 of 16 B+T Group 1717 S. Boulder, Suite 300 Project Date 16:52:51 10/22/21 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by S. SHET 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 Hamilton County, Indiana. Tower base elevation above sea level: 845.000 ft. Basic wind speed of 115 mph. Risk Category II. Exposure Category B. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.000 ft. Nominal ice thickness of 2.000 in. Ice thickness is considered to increase with height. Ice density of 56.000 pcf. A wind speed of 40 mph is used in combination with ice. Temperature drop of 50.000 °F. Deflections calculated using a wind speed of 60 mph. TIA-222-H Annex S. 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, Kes(ti) = 0.85. 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 ttnnxxTToowweerr Job 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783) Page 2 of 16 B+T Group 1717 S. Boulder, Suite 300 Project Date 16:52:51 10/22/21 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by S. SHET Pole Section Geometry Section Elevation ft Section Length ft Pole Size Pole Grade Socket Length ft L1 77.500-60.000 17.500 P18x1/2 A53-B-35 (35 ksi) L2 60.000-40.000 20.000 P24x3/8 A53-B-35 (35 ksi) L3 40.000-20.000 20.000 P30x3/8 A53-B-35 (35 ksi) L4 20.000-0.000 20.000 P36x3/8 A53-B-35 (35 ksi) 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 ttnnxxTToowweerr Job 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783) Page 3 of 16 B+T Group 1717 S. Boulder, Suite 300 Project Date 16:52:51 10/22/21 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by S. SHET Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Total Number CAAA ft2/ft Weight klf 2'' Ice 0.000 0.003 ATCB-B01-001(5/1 6) A No No Inside Pole 77.500 - 0.000 1 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LDF5-50A(7/8) A No No Inside Pole 77.500 - 0.000 12 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.000 0.000 0.000 0.000 0.000 ttnnxxTToowweerr Job 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783) Page 4 of 16 B+T Group 1717 S. Boulder, Suite 300 Project Date 16:52:51 10/22/21 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by S. SHET Tower Section Tower Elevation ft Face or Leg Ice Thickness in AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K L1 77.500-60.000 A B C 1.829 0.000 0.000 0.000 0.000 0.000 0.000 15.213 0.000 0.000 0.000 0.000 0.000 0.467 0.000 0.049 L2 60.000-40.000 A B ttnnxxTToowweerr Job 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783) Page 5 of 16 B+T Group 1717 S. Boulder, Suite 300 Project Date 16:52:51 10/22/21 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by S. SHET Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 7750.00 w/ Mount Pipe A From Leg 4.000 0.000 1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 5.746 6.179 6.607 7.488 4.254 5.014 5.711 7.155 0.055 0.103 0.157 ttnnxxTToowweerr Job 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783) Page 6 of 16 B+T Group 1717 S. Boulder, Suite 300 Project Date 16:52:51 10/22/21 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by S. SHET Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 0.000 0.000 1/2'' Ice 1'' Ice 2'' Ice 3.558 3.809 4.333 2.638 2.860 3.324 0.105 0.136 0.211 RRUS-32 B30 C From Leg 4.000 0.000 0.000 0.000 79.000 No Ice ttnnxxTToowweerr Job 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783) Page 7 of 16 B+T Group 1717 S. Boulder, Suite 300 Project Date 16:52:51 10/22/21 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by S. SHET Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 3.000 1'' Ice 2'' Ice 4.497 5.165 3.132 4.005 0.152 0.246 AIR 6449 B77D w/ Mount Pipe A From Leg 4.000 0.000 -1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.580 ttnnxxTToowweerr Job 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783) Page 8 of 16 B+T Group 1717 S. Boulder, Suite 300 Project Date 16:52:51 10/22/21 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by S. SHET Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 0.000 1'' Ice 2'' Ice 2.320 2.705 1.411 1.723 0.114 0.164 TA08025-B605 C From Leg 4.000 0.000 0.000 0.000 65.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.964 2.138 2.320 ttnnxxTToowweerr Job 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783) Page 9 of 16 B+T Group 1717 S. Boulder, Suite 300 Project Date 16:52:51 10/22/21 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by S. SHET Comb. No. Description 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+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 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 ttnnxxTToowweerr Job 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783) Page 10 of 16 B+T Group 1717 S. Boulder, Suite 300 Project Date 16:52:51 10/22/21 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by S. SHET Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. My 2 -15.281 -1.146 297.021 Max. Vy 20 -8.810 299.444 -1.499 Max. Vx 2 -8.766 -1.146 297.021 Max. Torque 20 -0.948 L3 40 - 20 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 26 -37.346 1.961 2.275 Max. Mx 20 -18.696 481.602 -2.335 Max. My 2 -18.697 -1.883 478.195 Max. Vy 20 -9.369 481.602 -2.335 Max. Vx 2 -9.326 -1.883 478.195 Max. Torque 20 -0.947 L4 20 - 0 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 26 -42.803 2.451 2.559 Max. Mx 20 -22.689 675.962 -3.134 Max. My 2 -22.689 -2.563 671.573 Max. Vy 20 -10.029 675.962 -3.134 Max. Vx 2 -9.986 -2.563 671.573 Max. Torque 20 -0.947 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K ttnnxxTToowweerr Job 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783) Page 11 of 16 B+T Group 1717 S. Boulder, Suite 300 Project Date 16:52:51 10/22/21 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by S. SHET Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft 0.9 Dead+1.0 Wind 60 deg - No Ice 17.018 8.704 -5.032 -336.890 -581.049 -0.845 1.2 Dead+1.0 Wind 90 deg - No Ice 22.691 10.024 -0.047 -4.597 -673.358 -0.946 0.9 Dead+1.0 Wind 90 deg - No Ice 17.018 10.024 -0.047 -4.379 -668.873 -0.945 1.2 Dead+1.0 Wind 120 deg - No Ice 22.691 8.657 4.949 331.341 -581.040 -0.791 0.9 Dead+1.0 Wind 120 deg - No Ice 17.018 8.657 4.949 329.160 -577.214 -0.792 1.2 Dead+1.0 Wind 150 deg - No Ice 22.691 4.971 8.620 578.301 -332.681 -0.423 0.9 Dead+1.0 Wind 150 deg - No Ice 17.018 4.971 8.620 574.356 -330.631 -0.426 1.2 Dead+1.0 Wind 180 deg - No Ice 22.691 -0.047 9.981 670.106 5.168 0.059 0.9 Dead+1.0 Wind 180 deg - No Ice 17.018 -0.047 9.981 665.506 4.804 0.055 ttnnxxTToowweerr Job 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783) Page 12 of 16 B+T Group 1717 S. Boulder, Suite 300 Project Date 16:52:51 10/22/21 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by S. SHET 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 330 deg+1.0 Ice+1.0 Temp 42.803 -1.174 -2.035 -137.667 80.408 0.060 Dead+Wind 0 deg - Service 18.909 0.012 -2.560 -171.932 0.093 -0.008 Dead+Wind 30 deg - Service 18.909 1.296 -2.223 -149.472 -85.925 -0.127 Dead+Wind 60 deg - Service 18.909 2.233 -1.291 -87.124 -148.629 -0.211 Dead+Wind 90 deg - Service 18.909 2.571 -0.012 -1.594 -171.220 -0.239 Dead+Wind 120 deg - Service 18.909 2.221 1.270 84.200 -147.643 -0.203 Dead+Wind 150 deg - Service 18.909 1.275 2.211 147.270 -84.217 -0.113 Dead+Wind 180 deg - Service 18.909 -0.012 2.560 170.716 2.065 0.008 Dead+Wind 210 deg - Service 18.909 -1.296 2.223 148.256 88.082 0.127 Dead+Wind 240 deg - Service 18.909 -2.233 1.291 85.908 150.787 0.211 Dead+Wind 270 deg - Service 18.909 -2.571 0.012 0.378 173.378 0.239 Dead+Wind 300 deg - Service 18.909 -2.221 -1.270 -85.416 149.801 0.203 Dead+Wind 330 deg - Service 18.909 -1.275 -2.211 -148.486 86.375 0.112 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions PX % Error K PY K PZ K PX K ttnnxxTToowweerr Job 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783) Page 13 of 16 B+T Group 1717 S. Boulder, Suite 300 Project Date 16:52:51 10/22/21 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by S. SHET Load Comb. Sum of Applied Forces Sum of Reactions PX % Error K PY K PZ K PX K PY K PZ K 39 0.012 -18.909 -2.560 -0.012 18.909 2.560 0.000% 40 1.296 -18.909 -2.223 -1.296 18.909 2.223 0.000% 41 2.233 -18.909 -1.291 -2.233 18.909 1.291 0.000% 42 2.571 -18.909 -0.012 -2.571 18.909 0.012 0.000% 43 2.221 -18.909 1.270 -2.221 18.909 -1.270 0.000% 44 1.275 -18.909 2.211 -1.275 18.909 -2.211 0.000% 45 -0.012 -18.909 2.560 0.012 18.909 -2.560 0.000% 46 -1.296 -18.909 2.223 1.296 18.909 -2.223 0.000% 47 -2.233 -18.909 1.291 2.233 18.909 -1.291 0.000% 48 -2.571 -18.909 0.012 2.571 18.909 -0.012 0.000% 49 -2.221 -18.909 -1.270 2.221 18.909 1.270 0.000% 50 -1.275 -18.909 -2.211 1.275 18.909 2.211 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 0.00009438 3 Yes 4 0.00000001 0.00004911 4 Yes 5 0.00000001 0.00006051 5 Yes 5 0.00000001 0.00003036 6 Yes 5 0.00000001 0.00007642 7 Yes 5 0.00000001 0.00003868 ttnnxxTToowweerr Job 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783) Page 14 of 16 B+T Group 1717 S. Boulder, Suite 300 Project Date 16:52:51 10/22/21 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by S. SHET 40 Yes 4 0.00000001 0.00004014 41 Yes 4 0.00000001 0.00006057 42 Yes 4 0.00000001 0.00004055 43 Yes 4 0.00000001 0.00004166 44 Yes 4 0.00000001 0.00004856 45 Yes 4 0.00000001 0.00001869 46 Yes 4 0.00000001 0.00005218 47 Yes 4 0.00000001 0.00004383 48 Yes 4 0.00000001 0.00004053 49 Yes 4 0.00000001 0.00005999 50 Yes 4 0.00000001 0.00004021 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 77.5 - 60 4.464 47 0.516 0.003 L2 60 - 40 2.679 47 0.435 0.002 L3 40 - 20 1.146 47 0.275 0.001 L4 20 - 0 0.280 47 0.127 0.000 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of ttnnxxTToowweerr Job 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783) Page 15 of 16 B+T Group 1717 S. Boulder, Suite 300 Project Date 16:52:51 10/22/21 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by S. SHET 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 77.5 - 60 (1) P18x1/2 17.500 0.000 0.0 27.489 -12.444 865.902 0.014 L2 60 - 40 (2) P24x3/8 20.000 0.000 0.0 27.833 -15.278 876.725 0.017 L3 40 - 20 (3) P30x3/8 20.000 0.000 0.0 34.901 -18.696 1099.390 0.017 L4 20 - 0 (4) P36x3/8 20.000 0.000 0.0 41.970 -22.689 1313.820 0.017 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 ttnnxxTToowweerr Job 157635.001.01 - DOWNTOWN CARMEL, IN (BU# 840783) Page 16 of 16 B+T Group 1717 S. Boulder, Suite 300 Project Date 16:52:51 10/22/21 Tulsa, OK 74119 Phone: 918) 587-4630 FAX: (918) 295-0265 Client Crown Castle Designed by S. SHET 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 L3 40 - 20 (3) 0.017 0.593 0.000 0.029 0.001 0.611 1.050 4.8.2 L4 20 - 0 (4) 0.017 0.592 0.000 0.025 0.001 0.610 1.050 4.8.2 Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity APPENDIX B BASE LEVEL DRAWING APPENDIX C ADDITIONAL CALCULATIONS Monopole Flange Plate Connection *TIA-222-H Section 15.5 Applied Top Plate Data Bottom Plate Data 24" OD x 1" Plate (A36; Fy=36 ksi, Fu=58 ksi) 18" ID x 1" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 18" x 0.5" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) 24" x 0.375" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) Max Load (kips) 17.58 Allowable (kips) 54.53 Stress Rating: 30.7% Pass Top Plate Capacity Bottom Plate Capacity - - - - Pirod OK Pirod OK Pirod OK Pirod OK Elevation = 60 ft. BU # 840783 Applied Loads Applied Loads to Bridge Stiffeners Site Name Downtown Carmel, IN Moment (kip-ft) 128.64 Moment (kip-ft) 0.00 Order # 569055, Rev# 1 Axial Force (kips) 12.44 Axial Force (kips) 0.00 Shear Force (kips) 8.29 Shear Force (kips) 0.00 TIA-222 Revision H Top Plate - External Bottom Plate - Internal Connection Properties Bolt Data (16) 1" ø bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 21" BC Analysis Results Bolt Capacity Max Stress (ksi): Max Stress (ksi): Allowable Stress (ksi): Allowable Stress (ksi): Stress Rating: Stress Rating: Tension Side Stress Rating: Tension Side Stress Rating: CCIplate - Version 4.1.2 Analysis Date: 22-10-2021 Monopole Flange Plate Connection *TIA-222-H Section 15.5 Applied Top Plate Data Bottom Plate Data 30" OD x 1" Plate (A36; Fy=36 ksi, Fu=58 ksi) 24" ID x 1" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 24" x 0.375" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) 30" x 0.375" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) Max Load (kips) 25.91 Allowable (kips) 54.54 Stress Rating: 45.3% Pass Top Plate Capacity Bottom Plate Capacity - - - - Pirod OK Pirod OK Pirod OK Pirod OK Elevation = 40 ft. BU # 840783 Applied Loads Applied Loads to Bridge Stiffeners Site Name Downtown Carmel, IN Moment (kip-ft) 300.27 Moment (kip-ft) 0.00 Order # 569055, Rev# 1 Axial Force (kips) 15.28 Axial Force (kips) 0.00 Shear Force (kips) 8.84 Shear Force (kips) 0.00 TIA-222 Revision H Top Plate - External Bottom Plate - Internal Connection Properties Bolt Data (20) 1" ø bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 27" BC Analysis Results Bolt Capacity Max Stress (ksi): Max Stress (ksi): Allowable Stress (ksi): Allowable Stress (ksi): Stress Rating: Stress Rating: Tension Side Stress Rating: Tension Side Stress Rating: CCIplate - Version 4.1.2 Analysis Date: 22-10-2021 Monopole Flange Plate Connection *TIA-222-H Section 15.5 Applied Top Plate Data Bottom Plate Data 36" OD x 1" Plate (A36; Fy=36 ksi, Fu=58 ksi) 30" ID x 1" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 30" x 0.375" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) 36" x 0.375" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) Max Load (kips) 28.48 Allowable (kips) 54.54 Stress Rating: 49.7% Pass Top Plate Capacity Bottom Plate Capacity - - - - Pirod OK Pirod OK Pirod OK Pirod OK Elevation = 20 ft. BU # 840783 Applied Loads Applied Loads to Bridge Stiffeners Site Name Downtown Carmel, IN Moment (kip-ft) 482.96 Moment (kip-ft) 0.00 Order # 569055, Rev# 1 Axial Force (kips) 18.70 Axial Force (kips) 0.00 Shear Force (kips) 9.40 Shear Force (kips) 0.00 TIA-222 Revision H Top Plate - External Bottom Plate - Internal Connection Properties Bolt Data (24) 1" ø bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 33" BC Analysis Results Bolt Capacity Max Stress (ksi): Max Stress (ksi): Allowable Stress (ksi): Allowable Stress (ksi): Stress Rating: Stress Rating: Tension Side Stress Rating: Tension Side Stress Rating: CCIplate - Version 4.1.2 Analysis Date: 22-10-2021 Monopole Base Plate Connection *TIA-222-H Section 15.5 Applied #VALUE! Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) (28) 1" ø bolts (A687 N; Fy=105 ksi, Fu=125 ksi) on 39" BC Pu_t = 28.98 φPn_t = 56.81 Stress Rating Vu = 0.36 φVn = 36.82 48.6% Base Plate Data Mu = n/a φMn = n/a Pass 42" OD x 1" Plate (A36; Fy=36 ksi, Fu=58 ksi) Base Plate Summary Stiffener Data Max Stress (ksi): - N/A Allowable Stress (ksi): - Stress Rating: Pirod OK Pole Data 36" x 0.375" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) 22.69 10.06 Adjusted Pole Reactions BU # 840783 Applied Loads Site Name Downtown Carmel, IN Order # 569055, Rev# 1 Analysis Considerations Site Info TIA-222 Revision H Grout Considered: No Connection Properties Analysis Results Iar (in) 0.75 Moment (kip-ft) 677.81 Axial Force (kips) 22.69 Shear Force (kips) 10.06 Moment (kip-ft) Axial Force (kips) Shear Force (kips) 0.00 CCIplate - Version 4.1.2 Analysis Date: 22-10-2021 Tower Type: 23 kips Capacity Demand Rating* Check 10 kips 172.16 0.00 0.0% Pass 77.97 10.00 12.2% Pass 7.24 3.13 43.2% Pass 678 ft-kips 951.27 752.76 79.1% Pass 77.5 ft 2474.83 726.30 27.9% Pass ft 558.49 0.00 0.0% Pass 1.75 in 9372.94 40.07 0.4% Pass in 933.84 287.88 29.4% Pass 332.13 77.51 22.2% Pass 0.164 0.000 0.0% Pass Circular 1634.22 435.78 25.4% Pass 5ft 0.164 0.000 0.0% Pass 0.83 ft 1634.22 0.00 0.0% Pass 10 19 4 Structural Rating*: 29.4% 6 Soil Rating*: 79.1% Tie 5in 6.5 ft 13.5 ft 13.75 ft 2.5 ft 8 11 **0.18%min steel assumed 8 11 ** 4in 60 ksi 3ksi 150 pcf 100 pcf 9.000 ksf <--Toggle between Gross and Net 0.500 ksf 0 degrees 0.3 3.00 ft No N/A ft Uplift, Puplift: Base Shear, Vu_comp: Groundwater Depth, gw: Rebar Grade, Fy: Dry Concrete Density, δc: Depth, D: Pad Width, W1: Pad Thickness, T: Pad Rebar Size (Bottom dir. 1), Sp1: Pad Rebar Quantity (Bottom dir. 1), mp1: Pad Clear Cover, ccpad: Material Properties Soil Properties Friction Angle, ϕ: Moment, Mu: Flexural 2-way (Tension) (kip*ft) Pad Shear - 2-way (Uplift) (ksi) Pier Properties BP Dist. Above Fdn, bpdist: ASCE 7 Hazards Report Address: No Address at This Location Standard: ASCE/SEI 7-10 Risk Category: II Soil Class: D - Stiff Soil Elevation: 844.58 ft (NAVD 88) Latitude: Longitude: 39.965308 -86.132722 Wind Results: Wind Speed: 115 Vmph 10-year MRI 76 Vmph 25-year MRI 84 Vmph 50-year MRI 90 Vmph 100-year MRI 96 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1–CC-4, and Section 26.5.2, incorporating errata of March 12, 2014 Date Accessed: Thu Oct 21 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 7-10 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 7-10 Section 26.2. https://asce7hazardtool.online/ Page 1 of 3 Fri Oct 22 2021 SS : 0.147 S1 : 0.082 Fa : 1.6 Fv : 2.4 SMS : 0.235 SM1 : 0.196 SDS : 0.157 SD1 : 0.131 TL : 12 PGA : 0.067 PGA M : 0.108 FPGA : 1.6 Ie : 1 Design Response Spectrum S a (g) vs T(s) MCE R Response Spectrum S a (g) vs T(s) Seismic Site Soil Class: Results: Seismic Design Category D - Stiff Soil B Data Accessed: Date Source: Thu Oct 21 2021 USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. https://asce7hazardtool.online/ Page 2 of 3 Fri Oct 22 2021 Ice Results: Data Source: Date Accessed: Ice Thickness: 1.00 in. Concurrent Temperature: 5 F Gust Speed: 40 mph Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Thu Oct 21 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 50-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. https://asce7hazardtool.online/ Page 3 of 3 Fri Oct 22 2021 Bolt Circle / Bearing Plate Width, BC: Flexural 2-way (Comp) (kip*ft) Block Foundation?: Pad Shear - 2-way (Comp) (ksi) Pier Flexure (Tension) (kip*ft) Overturning (kip*ft) Pad Flexure (kip*ft) Pad Shear - 1-way (kips) Pier Compression (kip) Rectangular Pad?: Pier and Pad Foundation BU # : Site Name: Compression, Pcomp: TIA-222 Revision: App. Number: Superstructure Analysis Reactions H Monopole 840783 Downtown Carmel, 569055, Rev# 1 Pier Flexure (Comp.) (kip*ft) Lateral (Sliding) (kips) Bearing Pressure (ksf) Uplift (kips) Foundation Analysis Checks Neglected Depth, N: Uplift Shear, Vu_uplift: Pier Shape: Tower Height, H: Base Face Width, BW: Cohesion, Cu: Ultimate Net Bearing, Qnet: Pad Width, W2: Pad Rebar Quantity (Bottom dir. 2), mp2: Pad Rebar Size (Bottom dir. 2), Sp2: Total Soil Unit Weight, γ: Top & Bot. Pad Rein. Different?: *Rating per TIA-222-H Section 15.5 Foundation Bearing on Rock? SPT Blow Count, Nblows: Base Friction, μ: Pier Diameter, dpier: Ext. Above Grade, E: Pier Rebar Size, Sc: Pier Rebar Quantity, mc: Concrete Compressive Strength, F'c: Pier Tie/Spiral Quantity, mt: Pier Reinforcement Type: Pier Clear Cover, ccpier: Pad Properties Pier Tie/Spiral Size, St: Version 4.1.1 Pass Fail L1 77.5 - 60 Pole P18x1/2 1 -12.444 909.197 32.0 Pass L2 60 - 40 Pole P24x3/8 2 -15.278 920.561 54.9 Pass L3 40 - 20 Pole P30x3/8 3 -18.696 1154.359 58.2 Pass L4 20 - 0 Pole P36x3/8 4 -22.689 1379.511 58.1 Pass Summary Pole (L3) 58.2 Pass RATING = 58.2 Pass Program Version 8.1.1.0 Muy Mny L1 77.5 - 60 (1) P18x1/2 128.643 402.063 0.320 0.000 402.063 0.000 L2 60 - 40 (2) P24x3/8 300.273 538.742 0.557 0.000 538.742 0.000 L3 40 - 20 (3) P30x3/8 482.957 813.829 0.593 0.000 813.829 0.000 L4 20 - 0 (4) P36x3/8 677.813 1144.592 0.592 0.000 1144.592 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 77.5 - 60 (1) P18x1/2 8.290 259.770 0.032 0.851 399.675 0.002 L2 60 - 40 (2) P24x3/8 8.842 263.018 0.034 0.851 546.307 0.002 L3 40 - 20 (3) P30x3/8 9.400 329.816 0.029 0.850 859.033 0.001 L4 20 - 0 (4) P36x3/8 10.060 396.614 0.025 0.850 1242.233 0.001 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 77.5 - 60 (1) 0.014 0.320 0.000 0.032 0.002 0.335 1.050 4.8.2 L2 60 - 40 (2) 0.017 0.557 0.000 0.034 0.002 0.576 1.050 4.8.2 Curvature ft 79.000 7750.00 w/ Mount Pipe 47 4.464 0.516 0.003 26385 65.000 MX08FRO665-21 w/ Mount Pipe 47 3.160 0.464 0.002 10554 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 77.5 - 60 17.439 18 2.015 0.012 L2 60 - 40 10.468 18 1.701 0.006 L3 40 - 20 4.479 18 1.076 0.003 L4 20 - 0 1.095 18 0.495 0.001 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 79.000 7750.00 w/ Mount Pipe 18 17.439 2.015 0.012 6812 65.000 MX08FRO665-21 w/ Mount Pipe 18 12.349 1.812 0.008 2724 8 Yes 4 0.00000001 0.00061444 9 Yes 4 0.00000001 0.00042438 10 Yes 5 0.00000001 0.00005628 11 Yes 5 0.00000001 0.00002826 12 Yes 5 0.00000001 0.00006761 13 Yes 5 0.00000001 0.00003424 14 Yes 4 0.00000001 0.00011559 15 Yes 4 0.00000001 0.00006575 16 Yes 5 0.00000001 0.00007186 17 Yes 5 0.00000001 0.00003623 18 Yes 5 0.00000001 0.00005889 19 Yes 5 0.00000001 0.00002947 20 Yes 4 0.00000001 0.00056841 21 Yes 4 0.00000001 0.00039223 22 Yes 5 0.00000001 0.00007415 23 Yes 5 0.00000001 0.00003750 24 Yes 5 0.00000001 0.00005977 25 Yes 5 0.00000001 0.00002991 26 Yes 4 0.00000001 0.00005667 27 Yes 5 0.00000001 0.00011526 28 Yes 5 0.00000001 0.00011719 29 Yes 5 0.00000001 0.00011587 30 Yes 5 0.00000001 0.00011031 31 Yes 5 0.00000001 0.00011111 32 Yes 5 0.00000001 0.00011071 33 Yes 5 0.00000001 0.00010906 34 Yes 5 0.00000001 0.00011457 35 Yes 5 0.00000001 0.00011643 36 Yes 5 0.00000001 0.00011515 37 Yes 5 0.00000001 0.00011935 38 Yes 5 0.00000001 0.00011919 39 Yes 4 0.00000001 0.00001877 PY K PZ K 1 0.000 -18.909 0.000 0.000 18.909 0.000 0.000% 2 0.047 -22.691 -9.981 -0.047 22.691 9.981 0.000% 3 0.047 -17.018 -9.981 -0.047 17.018 9.981 0.000% 4 5.053 -22.691 -8.667 -5.053 22.691 8.667 0.000% 5 5.053 -17.018 -8.667 -5.053 17.018 8.667 0.000% 6 8.704 -22.691 -5.032 -8.704 22.691 5.032 0.000% 7 8.704 -17.018 -5.032 -8.704 17.018 5.032 0.000% 8 10.024 -22.691 -0.047 -10.024 22.691 0.047 0.000% 9 10.024 -17.018 -0.047 -10.024 17.018 0.047 0.000% 10 8.657 -22.691 4.949 -8.657 22.691 -4.949 0.000% 11 8.657 -17.018 4.949 -8.657 17.018 -4.949 0.000% 12 4.971 -22.691 8.620 -4.971 22.691 -8.620 0.000% 13 4.971 -17.018 8.620 -4.971 17.018 -8.620 0.000% 14 -0.047 -22.691 9.981 0.047 22.691 -9.981 0.000% 15 -0.047 -17.018 9.981 0.047 17.018 -9.981 0.000% 16 -5.053 -22.691 8.667 5.053 22.691 -8.667 0.000% 17 -5.053 -17.018 8.667 5.053 17.018 -8.667 0.000% 18 -8.704 -22.691 5.032 8.704 22.691 -5.032 0.000% 19 -8.704 -17.018 5.032 8.704 17.018 -5.032 0.000% 20 -10.024 -22.691 0.047 10.024 22.691 -0.047 0.000% 21 -10.024 -17.018 0.047 10.024 17.018 -0.047 0.000% 22 -8.657 -22.691 -4.949 8.657 22.691 4.949 0.000% 23 -8.657 -17.018 -4.949 8.657 17.018 4.949 0.000% 24 -4.971 -22.691 -8.620 4.971 22.691 8.620 0.000% 25 -4.971 -17.018 -8.620 4.971 17.018 8.620 0.000% 26 0.000 -42.803 0.000 0.000 42.803 0.000 0.000% 27 0.007 -42.803 -2.353 -0.007 42.803 2.353 0.000% 28 1.185 -42.803 -2.041 -1.185 42.803 2.041 0.000% 29 2.046 -42.803 -1.182 -2.046 42.803 1.182 0.000% 30 2.359 -42.803 -0.007 -2.359 42.803 0.007 0.000% 31 2.039 -42.803 1.171 -2.039 42.803 -1.171 0.000% 32 1.174 -42.803 2.035 -1.174 42.803 -2.035 0.000% 33 -0.007 -42.803 2.353 0.007 42.803 -2.353 0.000% 34 -1.185 -42.803 2.041 1.185 42.803 -2.041 0.000% 35 -2.046 -42.803 1.182 2.046 42.803 -1.182 0.000% 36 -2.359 -42.803 0.007 2.359 42.803 -0.007 0.000% 37 -2.039 -42.803 -1.171 2.039 42.803 1.171 0.000% 38 -1.174 -42.803 -2.035 1.174 42.803 2.035 0.000% 1.2 Dead+1.0 Wind 210 deg - No Ice 22.691 -5.053 8.667 582.163 341.979 0.525 0.9 Dead+1.0 Wind 210 deg - No Ice 17.018 -5.053 8.667 578.188 339.209 0.522 1.2 Dead+1.0 Wind 240 deg - No Ice 22.691 -8.704 5.032 338.034 587.506 0.850 0.9 Dead+1.0 Wind 240 deg - No Ice 17.018 -8.704 5.032 335.802 582.983 0.848 1.2 Dead+1.0 Wind 270 deg - No Ice 22.691 -10.024 0.047 3.134 675.962 0.947 0.9 Dead+1.0 Wind 270 deg - No Ice 17.018 -10.024 0.047 3.292 670.808 0.946 1.2 Dead+1.0 Wind 300 deg - No Ice 22.691 -8.657 -4.949 -332.804 583.645 0.789 0.9 Dead+1.0 Wind 300 deg - No Ice 17.018 -8.657 -4.949 -330.248 579.151 0.790 1.2 Dead+1.0 Wind 330 deg - No Ice 22.691 -4.971 -8.620 -579.765 335.287 0.421 0.9 Dead+1.0 Wind 330 deg - No Ice 17.018 -4.971 -8.620 -575.445 332.568 0.424 1.2 Dead+1.0 Ice+1.0 Temp 42.803 -0.000 -0.000 -2.559 2.451 0.000 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 42.803 0.007 -2.353 -158.886 1.930 -0.015 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 42.803 1.185 -2.041 -138.228 -76.397 -0.086 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 42.803 2.046 -1.182 -81.230 -133.586 -0.134 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 42.803 2.359 -0.007 -3.163 -154.313 -0.146 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 42.803 2.039 1.171 75.054 -133.025 -0.119 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 42.803 1.174 2.035 132.462 -75.426 -0.060 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 42.803 -0.007 2.353 153.681 3.052 0.015 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 42.803 -1.185 2.041 133.023 81.379 0.086 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 42.803 -2.046 1.182 76.025 138.568 0.134 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 42.803 -2.359 0.007 -2.042 159.295 0.146 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 42.803 -2.039 -1.171 -80.258 138.007 0.119 Horizontal, Z K Pole Max. Vert 26 42.803 0.000 0.000 Max. Hx 20 22.691 10.024 -0.047 Max. Hz 2 22.691 -0.047 9.981 Max. Mx 2 671.573 -0.047 9.981 Max. Mz 8 673.358 -10.024 0.047 Max. Torsion 8 0.946 -10.024 0.047 Min. Vert 13 17.018 -4.971 -8.620 Min. Hx 8 22.691 -10.024 0.047 Min. Hz 14 22.691 0.047 -9.981 Min. Mx 14 -670.106 0.047 -9.981 Min. Mz 20 -675.962 10.024 -0.047 Min. Torsion 20 -0.947 10.024 -0.047 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 18.909 0.000 0.000 -0.592 1.049 -0.000 1.2 Dead+1.0 Wind 0 deg - No Ice 22.691 0.047 -9.981 -671.573 -2.563 -0.059 0.9 Dead+1.0 Wind 0 deg - No Ice 17.018 0.047 -9.981 -666.596 -2.868 -0.056 1.2 Dead+1.0 Wind 30 deg - No Ice 22.691 5.053 -8.667 -583.629 -339.376 -0.523 0.9 Dead+1.0 Wind 30 deg - No Ice 17.018 5.053 -8.667 -579.278 -337.274 -0.520 1.2 Dead+1.0 Wind 60 deg - No Ice 22.691 8.704 -5.032 -339.498 -584.904 -0.848 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service Maximum Member Forces Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft L1 77.5 - 60 Pole Max Tension 26 0.000 -0.000 -0.000 Max. Compression 26 -28.426 1.054 1.698 Max. Mx 20 -12.446 128.361 -0.634 Max. My 2 -12.449 -0.358 126.921 Max. Vy 20 -8.259 128.361 -0.634 Max. Vx 2 -8.213 -0.358 126.921 Max. Torque 20 -0.948 L2 60 - 40 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 26 -32.513 1.499 2.000 Max. Mx 20 -15.279 299.444 -1.499 2.705 1.129 1.267 1.411 1.723 0.075 0.093 0.114 0.164 TA08025-B604 A From Leg 4.000 0.000 0.000 0.000 65.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.964 2.138 2.320 2.705 0.981 1.112 1.250 1.548 0.064 0.081 0.100 0.148 TA08025-B604 B From Leg 4.000 0.000 0.000 0.000 65.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.964 2.138 2.320 2.705 0.981 1.112 1.250 1.548 0.064 0.081 0.100 0.148 TA08025-B604 C From Leg 4.000 0.000 0.000 0.000 65.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.964 2.138 2.320 2.705 0.981 1.112 1.250 1.548 0.064 0.081 0.100 0.148 RDIDC-9181-PF-48 A From Leg 4.000 0.000 0.000 0.000 65.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.012 2.189 2.373 2.763 1.168 1.311 1.461 1.784 0.022 0.040 0.060 0.110 (2) 8' x 2'' Mount Pipe A From Leg 4.000 0.000 0.000 0.000 65.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.900 2.728 3.401 4.396 1.900 2.728 3.401 4.396 0.029 0.044 0.063 0.119 (2) 8' x 2'' Mount Pipe B From Leg 4.000 0.000 0.000 0.000 65.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.900 2.728 3.401 4.396 1.900 2.728 3.401 4.396 0.029 0.044 0.063 0.119 (2) 8' x 2'' Mount Pipe C From Leg 4.000 0.000 0.000 0.000 65.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.900 2.728 3.401 4.396 1.900 2.728 3.401 4.396 0.029 0.044 0.063 0.119 Commscope MC-PK8-DSH C None 0.000 65.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 34.240 62.950 91.660 149.080 34.240 62.950 91.660 149.080 1.749 2.099 2.450 3.151 * 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 3.920 4.270 5.020 2.310 2.600 2.910 3.570 0.095 0.130 0.173 0.277 AIR 6449 B77D w/ Mount Pipe B From Leg 4.000 0.000 -1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.580 3.920 4.270 5.020 2.310 2.600 2.910 3.570 0.095 0.130 0.173 0.277 AIR 6449 B77D w/ Mount Pipe C From Leg 4.000 0.000 -1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.580 3.920 4.270 5.020 2.310 2.600 2.910 3.570 0.095 0.130 0.173 0.277 DC9-48-60-24-8C-EV_CCIV 2 A From Leg 4.000 0.000 1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.736 2.962 3.195 3.683 2.736 2.962 3.195 3.683 0.016 0.042 0.071 0.142 (2) L 2 1/2x2 1/2x3/16x7' A From Leg 2.000 0.000 -1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.750 2.234 2.726 3.731 0.007 0.025 0.051 0.126 0.062 0.072 0.088 0.139 (2) L 2 1/2x2 1/2x3/16x7' B From Leg 2.000 0.000 -1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.750 2.234 2.726 3.731 0.007 0.025 0.051 0.126 0.062 0.072 0.088 0.139 (2) L 2 1/2x2 1/2x3/16x7' C From Leg 2.000 0.000 -1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.750 2.234 2.726 3.731 0.007 0.025 0.051 0.126 0.062 0.072 0.088 0.139 Platform Mount [LP 1201-1_KCKR-HR-1] C None 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 37.610 45.620 53.590 69.650 37.610 45.620 53.590 69.650 2.631 3.478 4.462 6.848 Pipe Mount (PM 701-1) C None 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 10.610 12.460 14.290 18.080 10.610 12.460 14.290 18.080 0.278 0.361 0.471 0.772 * MX08FRO665-21 w/ Mount Pipe A From Leg 4.000 0.000 0.000 0.000 65.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 8.010 8.520 9.040 10.110 4.230 4.690 5.160 6.120 0.108 0.194 0.292 0.522 MX08FRO665-21 w/ Mount Pipe B From Leg 4.000 0.000 0.000 0.000 65.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 8.010 8.520 9.040 10.110 4.230 4.690 5.160 6.120 0.108 0.194 0.292 0.522 MX08FRO665-21 w/ Mount Pipe C From Leg 4.000 0.000 0.000 0.000 65.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 8.010 8.520 9.040 10.110 4.230 4.690 5.160 6.120 0.108 0.194 0.292 0.522 TA08025-B605 A From Leg 4.000 0.000 0.000 0.000 65.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.964 2.138 2.320 2.705 1.129 1.267 1.411 1.723 0.075 0.093 0.114 0.164 TA08025-B605 B From Leg 4.000 0.000 0.000 65.000 No Ice 1/2'' Ice 1.964 2.138 1.129 1.267 0.075 0.093 1/2'' Ice 1'' Ice 2'' Ice 3.314 3.558 3.809 4.333 2.424 2.638 2.860 3.324 0.077 0.105 0.136 0.211 RRUS 4478 B14 A From Leg 4.000 0.000 3.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.843 2.012 2.190 2.566 1.059 1.197 1.342 1.656 0.060 0.076 0.094 0.140 RRUS 4478 B14 B From Leg 4.000 0.000 3.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.843 2.012 2.190 2.566 1.059 1.197 1.342 1.656 0.060 0.076 0.094 0.140 RRUS 4478 B14 C From Leg 4.000 0.000 3.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.843 2.012 2.190 2.566 1.059 1.197 1.342 1.656 0.060 0.076 0.094 0.140 RRUS 32 B2 A From Leg 4.000 0.000 0.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.731 2.953 3.182 3.663 1.668 1.855 2.049 2.458 0.053 0.074 0.098 0.157 (2) RRUS 32 B2 C From Leg 4.000 0.000 0.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.731 2.953 3.182 3.663 1.668 1.855 2.049 2.458 0.053 0.074 0.098 0.157 (2) LGP21404 A From Leg 4.000 0.000 0.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.104 1.239 1.381 1.688 0.347 0.442 0.544 0.770 0.014 0.021 0.030 0.055 LGP21404 B From Leg 4.000 0.000 0.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.104 1.239 1.381 1.688 0.347 0.442 0.544 0.770 0.014 0.021 0.030 0.055 (3) LGP21404 C From Leg 4.000 0.000 0.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.104 1.239 1.381 1.688 0.347 0.442 0.544 0.770 0.014 0.021 0.030 0.055 DC6-48-60-18-8F B From Leg 4.000 0.000 1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.917 1.458 1.643 2.042 0.917 1.458 1.643 2.042 0.019 0.037 0.057 0.105 DC6-48-60-18-8C B From Leg 4.000 0.000 1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.737 2.963 3.196 3.684 2.737 2.963 3.196 3.684 0.026 0.052 0.082 0.152 C-Band Antenna E w/ Mount Pipe A From Leg 4.000 0.000 3.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.870 4.178 4.497 5.165 2.324 2.720 3.132 4.005 0.078 0.113 0.152 0.246 C-Band Antenna E w/ Mount Pipe B From Leg 4.000 0.000 3.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.870 4.178 4.497 5.165 2.324 2.720 3.132 4.005 0.078 0.113 0.152 0.246 C-Band Antenna E w/ Mount Pipe C From Leg 4.000 0.000 0.000 79.000 No Ice 1/2'' Ice 3.870 4.178 2.324 2.720 0.078 0.113 0.287 7770.00 w/ Mount Pipe B From Leg 4.000 0.000 1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 5.746 6.179 6.607 7.488 4.254 5.014 5.711 7.155 0.055 0.103 0.157 0.287 7770.00 w/ Mount Pipe C From Leg 4.000 0.000 1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 5.746 6.179 6.607 7.488 4.254 5.014 5.711 7.155 0.055 0.103 0.157 0.287 (2) XXQLH-654L8H8-IVT w/ Mount Pipe A From Leg 4.000 0.000 1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 11.090 11.760 12.450 13.860 5.620 6.240 6.870 8.160 0.142 0.252 0.375 0.666 (2) XXQLH-654L8H8-IVT w/ Mount Pipe B From Leg 4.000 0.000 1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 11.090 11.760 12.450 13.860 5.620 6.240 6.870 8.160 0.142 0.252 0.375 0.666 (2) XXQLH-654L8H8-IVT w/ Mount Pipe C From Leg 4.000 0.000 1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 11.090 11.760 12.450 13.860 5.620 6.240 6.870 8.160 0.142 0.252 0.375 0.666 RRUS 4449 B5/B12 A From Leg 4.000 0.000 1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.968 2.144 2.328 2.718 1.408 1.564 1.727 2.075 0.071 0.090 0.111 0.163 RRUS 4449 B5/B12 B From Leg 4.000 0.000 1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.968 2.144 2.328 2.718 1.408 1.564 1.727 2.075 0.071 0.090 0.111 0.163 RRUS 4449 B5/B12 C From Leg 4.000 0.000 1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.968 2.144 2.328 2.718 1.408 1.564 1.727 2.075 0.071 0.090 0.111 0.163 RRUS 32 B66 A From Leg 4.000 0.000 3.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.743 2.965 3.194 3.675 1.668 1.855 2.049 2.458 0.053 0.074 0.098 0.157 RRUS 32 B66 B From Leg 4.000 0.000 3.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.743 2.965 3.194 3.675 1.668 1.855 2.049 2.458 0.053 0.074 0.098 0.157 RRUS 32 B66 C From Leg 4.000 0.000 3.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.743 2.965 3.194 3.675 1.668 1.855 2.049 2.458 0.053 0.074 0.098 0.157 DC6-48-60-0-8C-EV A From Leg 4.000 0.000 1.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.736 2.962 3.195 3.683 4.783 5.063 5.350 5.947 0.026 0.063 0.104 0.200 RRUS-32 B30 A From Leg 4.000 0.000 0.000 0.000 79.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.314 3.558 3.809 4.333 2.424 2.638 2.860 3.324 0.077 0.105 0.136 0.211 RRUS-32 B30 B From Leg 4.000 0.000 79.000 No Ice 3.314 2.424 0.077 C 1.772 0.000 0.000 0.000 0.000 0.000 0.000 16.927 0.000 0.000 0.000 0.000 0.000 0.561 0.000 0.056 L3 40.000-20.000 A B C 1.684 0.000 0.000 0.000 0.000 0.000 0.000 16.221 0.000 0.000 0.000 0.000 0.000 0.543 0.000 0.056 L4 20.000-0.000 A B C 1.509 0.000 0.000 0.000 0.000 0.000 0.000 14.819 0.000 0.000 0.000 0.000 0.000 0.510 0.000 0.056 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in L1 77.500-60.000 -0.065 -1.246 -0.140 -2.676 L2 60.000-40.000 -0.067 -1.275 -0.152 -2.900 L3 40.000-20.000 -0.068 -1.293 -0.157 -2.998 L4 20.000-0.000 -0.068 -1.305 -0.153 -2.926 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 11 Climbing Rung 60.00 - 77.50 1.0000 1.0000 L1 12 Safety Line 3/8 60.00 - 77.50 1.0000 1.0000 L2 11 Climbing Rung 40.00 - 60.00 1.0000 1.0000 L2 12 Safety Line 3/8 40.00 - 60.00 1.0000 1.0000 L3 11 Climbing Rung 20.00 - 40.00 1.0000 1.0000 L3 12 Safety Line 3/8 20.00 - 40.00 1.0000 1.0000 L4 11 Climbing Rung 0.00 - 20.00 1.0000 1.0000 L4 12 Safety Line 3/8 0.00 - 20.00 1.0000 1.0000 Discrete Tower Loads 0.000 0.000 0.000 FB-L98B-002-50000 (3/8) A No No Inside Pole 77.500 - 0.000 2 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 PWRT-606-S(7/8) A No No Inside Pole 77.500 - 0.000 2 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 RFFT-48SM-001-X XX(3/8) A No No Inside Pole 77.500 - 0.000 1 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 * CU12PSM6P4XXX( 1-3/4) A No No Inside Pole 65.000 - 0.000 1 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.000 0.000 0.000 0.000 0.003 0.003 0.003 0.003 * Feed Line/Linear Appurtenances Section Areas Tower Section Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K L1 77.500-60.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 2.406 0.000 0.000 0.000 0.000 0.000 0.270 0.000 0.049 L2 60.000-40.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 2.750 0.000 0.000 0.000 0.000 0.000 0.348 0.000 0.056 L3 40.000-20.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 2.750 0.000 0.000 0.000 0.000 0.000 0.348 0.000 0.056 L4 20.000-0.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 2.750 0.000 0.000 0.000 0.000 0.000 0.348 0.000 0.056 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Section Tower Elevation ft Face or Leg Ice Thickness in AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K Spacing Horizontals in Double Angle Stitch Bolt Spacing Redundants in L1 77.500-60.000 1 1 1 L2 60.000-40.000 1 1 1 L3 40.000-20.000 1 1 1 L4 20.000-0.000 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Exclude From Torque Calculation Component Type Placement ft Total Number Number Per Row Start/End Position Width or Diameter in Perimeter in Weight klf * Climbing Rung A No Surface Ar (CaAa) 77.500 - 0.000 1 1 0.450 0.500 1.000 0.008 Safety Line 3/8 A No Surface Ar (CaAa) 77.500 - 0.000 1 1 0.470 0.480 0.375 0.000 * Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Total Number CAAA ft2/ft Weight klf FB-L98B-034-XXX XXX(3/8) A No No Inside Pole 77.500 - 0.000 1 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2'' Rigid Conduit C No No Inside Pole 77.500 - 0.000 1 No Ice 1/2'' Ice 1'' Ice 0.000 0.000 0.000 0.003 0.003 0.003 Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known 78.0 3 Ericsson AIR 6449 B77D 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) 65.0 65.0 3 Fujitsu TA08025-B604 1 1-3/4 3 Fujitsu TA08025-B605 3 Jma Wireless MX08FRO665-21 1 Raycap RDIDC-9181-PF-48 1 Commscope MC-PK8-DSH