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HomeMy WebLinkAbout12575130_MRIND051994_ Structural Analysis_IN-1 Carmel ATT Passing SA 5.20.22.pdfDate: Tracy Crittendon Tabb Structural Engineering PLLC K2 Tower II, LLC Austin, TX 78737 57 E Washington St (512) 956-6124 Chagrin Falls, OH 44022 EngineeringSupport@TabbSE.com Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Site Name: Site Number: K2 Tower II, LLC Designation: Site Name: Site Number: Branch Engineering: Project Number: TSE Designation: Project Number: Site Data: 10636 Lakeshore Drive West, Carmel, Hamilton County, IN Latitude 39° 56' 33.02'', Longitude -86° 6' 44.9'' 150 ft - Monopole Tower Tracy Crittendon, Existing + Proposed Equipment Configuration Note: See Table 1 and Table 2 for the proposed and other loading, respectively. Respectfully submitted by: Tabb Structural Engineering PLLC Braden Tabb, PE IN0360 FA12575130 Carmel IN-1 14532 May 20, 2022 3986001.01.02 TSE is please to submit this Structural Analysis Report to determine the structural integrity of the above-mentioned tower. The purpose of this 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: Sufficient This analysis has been performed in accordance with the 2012 IBC based upon an ultimate 3-second gust wind speed of 115 mph. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. We at TSE appreciate the opportunity of providing our professional services. Please give us a call if you have any questions or concerns. TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Equipment Configuration 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 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Additional Calculations 7) APPENDIX C Additional Information 150 ft - Monopole Tower Structural Analysis Report TSE Project No. 3986001.01.02, Carmel, IN May 20, 2022 K2 Tower II, LLC No. IN-1 Page 2 May 20, 2022 K2 Tower II, LLC No. IN-1 150 ft - Monopole Tower Structural Analysis Report TSE Project No. 3986001.01.02, Carmel, IN 1) INTRODUCTION This tower is a 150 ft Monopole Tower designed by Sabre in 2014. 2) ANALYSIS CRITERIA IBC Edition: TIA-222 Revision: Risk Category: Ultimate Wind Speed: Equivalent Wind Speed: Exposure Category: Topographic Factor: Ice Thickness: Wind Speed with Ice: Seismic Ss: Seismic S1: Service Wind Speed: Table 1 - Proposed Equipment Configuration Table 2 - Other Equipment Configuration Feedline Data Type Size DC DC Fiber 0.92" 0.92" 0.39" 1 Platform Mount MC-PK8-DSH 1 5/8 1 Raycap RDIDC-9181-PF-48 125.0 125.0 1 3 Fujitsu TA08025-B605 3 Fujitsu TA08025-B604 3 JMA MX08FRO665-21 SitePro1 VFA12-WLL 3 Ericsson RRUS-32 B30 3 -- Support Rail Kit 3 -- 4.75' T-Arm Mount 3 Ericsson VZE01 5G Ericsson AIR6449 B77D 3 Ericsson AIR6419 B77G 145.0 145.0 2 1 1/2 145.0 3 Ericsson RRUS-32 B66A 1 Raycap DC9 135.0 135.0 3 4 3 2 Raycap DC6 3 3 Ericsson 8843 146.9 6 Commscope NNH4-65C-R6-V3 3 Ericsson 4449 3 Commscope NHH4-65C-R6 150 ft - Monopole Tower Structural Analysis Report TSE Project No. 3986001.01.02, Carmel, IN May 20, 2022 K2 Tower II, LLC No. IN-1 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 1) 2) 2021723.16.169167.01 111589 -- 3986001.01.01 This analysis may be affected if any assumptions are not valid or have been made in error. TSE should be notified to determine the effect on the structural integrity of the tower and foundation. MA by GPD Group 10/2/2014 Structural Design Report by Sabre 10/2/2014 Geotech by Apex Companies, LLC 6/23/2014 -- Reference Existing Loading Proposed Loading Mount Data Soil Data Foundation Data Document Remarks Date Tower Data Structural Design Report by Sabre 10/2/2014 111589 SA by TSE 6/9/2021 ATT Application 5/2/2022 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. Select output from the analysis is included in Appendix A. The tower and structures were maintained in accordance with the TIA-222 standard. The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. Page 4 150 ft - Monopole Tower Structural Analysis Report TSE Project No. 3986001.01.02, Carmel, IN May 20, 2022 K2 Tower II, LLC No. IN-1 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 - Tower Component Stresses vs. Capacity Notes: 1) 2) 3) 4.1) Recommendations Sect. No. Elevation (ft) Component Type Size Load (k) ΦPn (k) % Capacity Pass / Fail Structure Rating (max from all components) = 67.3% See additional documentation in APPENDIX B - Additional Calculations for calculations supporting the % capacity consumed. Rating per TIA-222-H Section 15.5. The tower and its foundations have sufficient capacity to carry the proposed loading configuration. It is unknown whether the foundation is a drilled shaft or pier and pad. Both designs were analyzed and determined to be sufficient. Elevation (ft) % Capacity¹ ² ³ Pass / Fail Anchor Rods Base 51.5 Pass Base Plate Base 59.6 Pass Foundation (Pad & Pier) Base 67.3 Pass L1 150 - 101.75 Pole TP28.26x16x0.25 -14.302 1365.231 60.7 Pass Foundation (Drilled Pier) Base 40.6 Pass Component L2 101.75 - 48.25 Pole TP42.09x28.26x0.375 -23.408 2936.43 50.3 Pass L3 48.25 - 1 Pole TP53.35x39.789x0.375 -38.02 3873.061 57.4 Pass Summary Pole (L1) 60.7 Pass RATING = Flange 101.8 45.6 Pass 60.7 Pass Page 5 APPENDIX A tnxTower Output Tabb Structural Engineering Austin, TX Phone: FAX: Job: 3986001.01.02 - Carmel Project: Client: K2 Tower II, LLC Drawn by: btabb App'd: Code: TIA-222-H Date: 05/20/22 Scale: NTS Path: C:\Users\15125\OneDrive - tabbse.com\TSE\Projects\3986\001 - Carmel\01 - Branch Communication\02 - SA\Engineering\Modeling\3986001.01.02 - Carmel.eri Dwg No. E-1 150.0 ft 101.8 ft 48.3 ft 1.0 ft REACTIONS - 115 mph WIND TORQUE 0 kip-ft 24 K SHEAR 2672 kip-ft MOMENT 38 K AXIAL 40 mph WIND - 1.500 in ICE TORQUE 0 kip-ft 5 K SHEAR 542 kip-ft MOMENT 61 K AXIAL ARE FACTORED ALL REACTIONS Section 3 2 1 Length (ft) 53.250 53.500 48.250 Number of Sides 18 18 18 Thickness (in) 0.375 0.375 0.250 Socket Length (ft) 6.000 Top Dia (in) 39.789 28.260 16.000 Bot Dia (in) 53.350 42.090 28.260 Grade A572-65 Weight (K) 20.4 10.0 7.5 2.9 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in Hamilton County, Indiana. 2. Tower designed for Exposure C 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 1.50 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: 60.7% Tabb Structural Engineering Austin, TX Phone: FAX: Job: 3986001.01.02 - Carmel Project: Client: K2 Tower II, LLC Drawn by: btabb App'd: Code: TIA-222-H Date: 05/20/22 Scale: NTS Path: C:\Users\15125\OneDrive - tabbse.com\TSE\Projects\3986\001 - Carmel\01 - Branch Communication\02 - SA\Engineering\Modeling\3986001.01.02 - Carmel.eri Dwg No. E-5 TIA-222-H - Service - 60 mph Maximum Values 0 0 5 5 10 10 15 15 20 20 25 25 Deflection (in) 150.000 101.750 48.250 1.000 Elevation (ft) 0 0 0.5 0.5 1 1 1.5 1.5 2 2 Tilt (deg) 0 0 0.05 0.05 0.1 0.1 Twist (deg) 150.000 101.750 48.250 1.000 Tabb Structural Engineering Austin, TX Phone: FAX: Job: 3986001.01.02 - Carmel Project: Client: K2 Tower II, LLC Drawn by: btabb App'd: Code: TIA-222-H Date: 05/20/22 Scale: NTS Path: C:\Users\15125\OneDrive - tabbse.com\TSE\Projects\3986\001 - Carmel\01 - Branch Communication\02 - SA\Engineering\Modeling\3986001.01.02 - Carmel.eri Dwg No. E-7 Feed Line Distribution Chart 1' - 150' Round Flat App In Face App Out Face Truss Leg Face A 101.750 48.250 1.000 150.000 Elevation (ft) (2) HL-9612180 HYBRID Face B 145.000 135.000 125.000 Face C 101.750 48.250 1.000 150.000 145.000 135.000 125.000 Safety Line 3/8 (3) FB-L98B-034-XXX(3/8") (7) 1 1/4" LDF7-50A(1-5/8") Tabb Structural Engineering Austin, TX Phone: FAX: Job: 3986001.01.02 - Carmel Project: Client: K2 Tower II, LLC Drawn by: btabb App'd: Code: TIA-222-H Date: 05/20/22 Scale: NTS Path: C:\Users\15125\OneDrive - tabbse.com\TSE\Projects\3986\001 - Carmel\01 - Branch Communication\02 - SA\Engineering\Modeling\3986001.01.02 - Carmel.eri Dwg No. E-7 Feed Line Plan Round Flat App In Face App Out Face (2) HL-9612180 HYBRID (3) FB-L98B-034-XXX(3/8") (7) 1 1/4" LDF7-50A(1-5/8") ttnnxxTToowweerr Job 3986001.01.02 - Carmel Page 1 of 16 Tabb Structural Engineering Project Date 11:24:23 05/20/22 Austin, TX Phone: FAX: Client K2 Tower II, LLC Designed by btabb 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: 786.000 ft. Basic wind speed of 115 mph. Risk Category II. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.000 ft. Nominal ice thickness of 1.500 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 Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are ttnnxxTToowweerr Job 3986001.01.02 - Carmel Page 2 of 16 Tabb Structural Engineering Project Date 11:24:23 05/20/22 Austin, TX Phone: FAX: Client K2 Tower II, LLC Designed by btabb 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 150.000-101.75 0 48.250 0.000 18 16.000 28.260 0.250 1.000 A572-65 (65 ksi) L2 101.750-48.250 53.500 6.000 18 28.260 42.090 0.375 1.500 A572-65 (65 ksi) L3 48.250-1.000 53.250 18 39.789 53.350 0.375 1.500 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. in Area in2 I in4 r in C in I/C ttnnxxTToowweerr Job 3986001.01.02 - Carmel Page 3 of 16 Tabb Structural Engineering Project Date 11:24:23 05/20/22 Austin, TX Phone: FAX: Client K2 Tower II, LLC Designed by btabb Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Total Number CAAA ft2/ft Weight klf HYBRID 1/2'' Ice 1'' Ice 2'' Ice 0.000 0.000 0.000 0.002 0.002 0.002 * FB-L98B-034-XXX( 3/8'') C No No Inside Pole 135.000 - 1.000 3 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 1 1/4'' C No No Inside Pole 135.000 - 1.000 7 No Ice ttnnxxTToowweerr Job 3986001.01.02 - Carmel Page 4 of 16 Tabb Structural Engineering Project Date 11:24:23 05/20/22 Austin, TX Phone: FAX: Client K2 Tower II, LLC Designed by btabb Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in L1 150.000-101.750 0.000 0.532 0.000 2.138 L2 101.750-48.250 0.000 0.467 0.000 1.945 L3 48.250-1.000 0.000 0.438 0.000 1.896 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 1 Safety Line 3/8 101.75 - 150.00 1.0000 1.0000 L2 1 Safety Line 3/8 48.25 - 101.75 1.0000 1.0000 L3 1 Safety Line 3/8 1.00 - 48.25 1.0000 1.0000 Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ttnnxxTToowweerr Job 3986001.01.02 - Carmel Page 5 of 16 Tabb Structural Engineering Project Date 11:24:23 05/20/22 Austin, TX Phone: FAX: Client K2 Tower II, LLC Designed by btabb 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 2'' Ice 5.116 3.030 0.223 VZE01 B From Leg 3.000 0.000 1.900 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.028 4.289 4.557 5.116 2.147 2.357 2.574 3.030 0.082 0.111 0.145 ttnnxxTToowweerr Job 3986001.01.02 - Carmel Page 6 of 16 Tabb Structural Engineering Project Date 11:24:23 05/20/22 Austin, TX Phone: FAX: Client K2 Tower II, LLC Designed by btabb 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 6' x 2.875'' Horizontal Mount Pipe A From Leg 3.000 0.000 -2.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.770 2.130 2.500 3.270 0.030 0.070 0.130 0.290 0.044 0.057 ttnnxxTToowweerr Job 3986001.01.02 - Carmel Page 7 of 16 Tabb Structural Engineering Project Date 11:24:23 05/20/22 Austin, TX Phone: FAX: Client K2 Tower II, LLC Designed by btabb 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 RRUS-32 B66 C From Leg 3.000 0.000 0.000 0.000 135.000 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 ttnnxxTToowweerr Job 3986001.01.02 - Carmel Page 8 of 16 Tabb Structural Engineering Project Date 11:24:23 05/20/22 Austin, TX Phone: FAX: Client K2 Tower II, LLC Designed by btabb 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 2.200 2.386 2.780 1.396 1.554 1.891 0.077 0.097 0.147 4478 B14 C From Leg 1.500 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice ttnnxxTToowweerr Job 3986001.01.02 - Carmel Page 9 of 16 Tabb Structural Engineering Project Date 11:24:23 05/20/22 Austin, TX Phone: FAX: Client K2 Tower II, LLC Designed by btabb 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 2.138 2.320 2.705 1.331 1.480 1.800 0.093 0.114 0.164 TA08025-B605 C From Face 4.000 0.000 0.000 0.000 125.000 No Ice 1/2'' Ice ttnnxxTToowweerr Job 3986001.01.02 - Carmel Page 10 of 16 Tabb Structural Engineering Project Date 11:24:23 05/20/22 Austin, TX Phone: FAX: Client K2 Tower II, LLC Designed by btabb Comb. No. Description 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 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service Maximum Member Forces Section ttnnxxTToowweerr Job 3986001.01.02 - Carmel Page 11 of 16 Tabb Structural Engineering Project Date 11:24:23 05/20/22 Austin, TX Phone: FAX: Client K2 Tower II, LLC Designed by btabb Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft L3 48.25 - 1 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 26 -60.965 0.090 -0.609 Max. Mx 8 -38.020 -2656.942 -10.453 Max. My 2 -38.020 10.508 2665.520 Max. Vy 8 23.923 -2656.942 -10.453 Max. Vx 2 -23.982 10.508 2665.520 Max. Torque 15 -0.219 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Pole Max. Vert 32 60.965 -2.403 -4.158 Max. Hx 20 38.037 23.895 0.075 Max. Hz 2 38.037 0.075 23.953 Max. Mx 2 2665.520 0.075 23.953 Max. Mz 8 2656.942 -23.895 -0.075 Max. Torsion 3 0.218 0.075 23.953 Min. Vert 19 28.528 20.656 -11.912 Min. Hx 8 38.037 -23.895 -0.075 Min. Hz 14 38.037 -0.075 -23.953 Min. Mx 14 -2665.390 -0.075 -23.953 ttnnxxTToowweerr Job 3986001.01.02 - Carmel Page 12 of 16 Tabb Structural Engineering Project Date 11:24:23 05/20/22 Austin, TX Phone: FAX: Client K2 Tower II, LLC Designed by btabb 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 300 deg - No Ice 28.528 -20.731 -12.041 -1326.380 2279.572 -0.066 1.2 Dead+1.0 Wind 330 deg - No Ice 38.037 -12.012 -20.782 -2313.673 1337.549 -0.162 0.9 Dead+1.0 Wind 330 deg - No Ice 28.528 -12.012 -20.782 -2286.923 1322.097 -0.164 1.2 Dead+1.0 Ice+1.0 Temp 60.965 0.000 0.000 0.609 0.090 0.000 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 60.965 -0.010 -4.796 -539.669 1.587 -0.022 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 60.965 2.385 -4.148 -466.541 -268.160 -0.026 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 60.965 4.142 -2.389 -268.234 -466.027 -0.024 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 60.965 4.788 0.010 2.115 -538.994 -0.015 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 60.965 4.152 2.407 272.066 -467.510 -0.002 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 60.965 2.403 4.158 469.287 -270.729 0.011 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 60.965 0.010 4.796 540.932 -1.379 0.022 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 60.965 -2.385 4.148 467.804 268.368 0.026 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 60.965 -4.142 2.389 269.497 466.235 0.024 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 60.965 -4.788 -0.010 -0.852 539.202 0.015 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 60.965 -4.152 -2.407 -270.803 467.718 0.002 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 60.965 -2.403 -4.158 -468.024 270.938 -0.011 Dead+Wind 0 deg - Service 31.698 -0.019 -6.143 -679.412 2.672 -0.054 Dead+Wind 30 deg - Service 31.698 3.048 -5.311 -587.057 -336.278 -0.054 Dead+Wind 60 deg - Service 31.698 5.298 -3.055 -337.414 -585.124 -0.040 Dead+Wind 90 deg - Service 31.698 6.128 0.019 2.624 -677.188 -0.014 Dead+Wind 120 deg - Service 31.698 5.317 3.088 341.945 -587.802 0.015 Dead+Wind 150 deg - Service 31.698 3.081 5.330 589.627 -340.916 0.040 Dead+Wind 180 deg - Service 31.698 0.019 6.143 679.305 -2.685 0.054 Dead+Wind 210 deg - Service 31.698 -3.048 5.311 586.949 336.265 0.054 Dead+Wind 240 deg - Service 31.698 -5.298 3.055 337.307 585.112 0.040 Dead+Wind 270 deg - Service 31.698 -6.128 -0.019 -2.732 677.176 0.014 Dead+Wind 300 deg - Service 31.698 -5.317 -3.088 -342.052 587.789 -0.015 Dead+Wind 330 deg - Service 31.698 -3.081 -5.330 -589.734 340.904 -0.040 ttnnxxTToowweerr Job 3986001.01.02 - Carmel Page 13 of 16 Tabb Structural Engineering Project Date 11:24:23 05/20/22 Austin, TX Phone: FAX: Client K2 Tower II, LLC Designed by btabb Load Comb. Sum of Applied Forces Sum of Reactions PX % Error K PY K PZ K PX K PY K PZ K 25 -12.012 -28.528 -20.782 12.012 28.528 20.782 0.000% 26 0.000 -60.965 0.000 0.000 60.965 0.000 0.000% 27 -0.010 -60.965 -4.796 0.010 60.965 4.796 0.000% 28 2.385 -60.965 -4.148 -2.385 60.965 4.148 0.000% 29 4.142 -60.965 -2.389 -4.142 60.965 2.389 0.000% 30 4.788 -60.965 0.010 -4.788 60.965 -0.010 0.000% 31 4.152 -60.965 2.407 -4.152 60.965 -2.407 0.000% 32 2.403 -60.965 4.158 -2.403 60.965 -4.158 0.000% 33 0.010 -60.965 4.796 -0.010 60.965 -4.796 0.000% 34 -2.385 -60.965 4.148 2.385 60.965 -4.148 0.000% 35 -4.142 -60.965 2.389 4.142 60.965 -2.389 0.000% 36 -4.788 -60.965 -0.010 4.788 60.965 0.010 0.000% 37 -4.152 -60.965 -2.407 4.152 60.965 2.407 0.000% 38 -2.403 -60.965 -4.158 2.403 60.965 4.158 0.000% 39 -0.019 -31.698 -6.143 0.019 31.698 6.143 0.000% 40 3.048 -31.698 -5.311 -3.048 31.698 5.311 0.000% 41 5.298 -31.698 -3.055 -5.298 31.698 3.055 0.000% 42 6.128 -31.698 0.019 -6.128 31.698 -0.019 0.000% 43 5.317 -31.698 3.088 -5.317 31.698 -3.088 0.000% 44 3.081 -31.698 5.330 -3.081 31.698 -5.330 0.000% 45 0.019 -31.698 6.143 -0.019 31.698 -6.143 0.000% 46 -3.048 -31.698 5.311 3.048 31.698 -5.311 0.000% 47 -5.298 -31.698 3.055 5.298 31.698 -3.055 0.000% 48 -6.128 -31.698 -0.019 6.128 31.698 0.019 0.000% 49 -5.317 -31.698 -3.088 5.317 31.698 3.088 0.000% 50 -3.081 -31.698 -5.330 3.081 31.698 5.330 0.000% Non-Linear Convergence Results Load Combination ttnnxxTToowweerr Job 3986001.01.02 - Carmel Page 14 of 16 Tabb Structural Engineering Project Date 11:24:23 05/20/22 Austin, TX Phone: FAX: Client K2 Tower II, LLC Designed by btabb 26 Yes 4 0.00000001 0.00000001 27 Yes 5 0.00000001 0.00019296 28 Yes 5 0.00000001 0.00022048 29 Yes 5 0.00000001 0.00022041 30 Yes 5 0.00000001 0.00019244 31 Yes 5 0.00000001 0.00022212 32 Yes 5 0.00000001 0.00022232 33 Yes 5 0.00000001 0.00019304 34 Yes 5 0.00000001 0.00022088 35 Yes 5 0.00000001 0.00022050 36 Yes 5 0.00000001 0.00019256 37 Yes 5 0.00000001 0.00022216 38 Yes 5 0.00000001 0.00022241 39 Yes 4 0.00000001 0.00003854 40 Yes 4 0.00000001 0.00026942 41 Yes 4 0.00000001 0.00027569 42 Yes 4 0.00000001 0.00003678 43 Yes 4 0.00000001 0.00028071 44 Yes 4 0.00000001 0.00027742 45 Yes 4 0.00000001 0.00003738 46 Yes 4 0.00000001 0.00027684 47 Yes 4 0.00000001 0.00026945 48 Yes 4 0.00000001 0.00003711 49 Yes 4 0.00000001 0.00027903 50 Yes 4 0.00000001 0.00028348 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 150 - 101.75 24.837 50 1.560 0.000 L2 101.75 - 48.25 10.592 50 1.076 0.000 L3 54.25 - 1 2.822 50 0.501 0.000 Critical Deflections and Radius of Curvature - Service Wind ttnnxxTToowweerr Job 3986001.01.02 - Carmel Page 15 of 16 Tabb Structural Engineering Project Date 11:24:23 05/20/22 Austin, TX Phone: FAX: Client K2 Tower II, LLC Designed by btabb Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 150 - 101.75 97.434 24 6.134 0.002 L2 101.75 - 48.25 41.584 24 4.228 0.001 L3 54.25 - 1 11.080 24 1.967 0.000 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 150.000 Lightning Rod 5/8'' x 4' 24 97.434 6.134 0.002 8566 145.000 NNH4-65C-R6_TIA w/ Mount Pipe 24 91.100 5.950 0.002 8566 135.000 DC6-48-60-18-8F 24 78.574 5.580 0.002 2853 125.000 MX08FRO665-21_TIA w/ Mount Pipe 24 66.475 5.199 0.001 1709 Compression Checks Pole Design Data Section No. Elevation ft ttnnxxTToowweerr Job 3986001.01.02 - Carmel Page 16 of 16 Tabb Structural Engineering Project Date 11:24:23 05/20/22 Austin, TX Phone: FAX: Client K2 Tower II, LLC Designed by btabb Section No. Elevation ft Size Actual Vu K Vn K Ratio Vu Vn Actual Tu kip-ft Tn kip-ft Ratio Tu Tn L1 150 - 101.75 (1) TP28.26x16x0.25 17.644 390.065 0.045 0.163 956.817 0.000 L2 101.75 - 48.25 (2) TP42.09x28.26x0.375 20.735 838.981 0.025 0.162 2951.000 0.000 L3 48.25 - 1 (3) TP53.35x39.789x0.375 24.032 1106.590 0.022 0.162 5133.783 0.000 Pole Interaction Design Data Section No. Elevation ft Ratio Pu Pn Ratio Mux Mnx Ratio Muy Mny Ratio Vu APPENDIX B Additional Calculations Flange Connection at 101.8' Corner Clip 10.00 in 42.76 k 0.88 k Mut 0.00 k-in 0.00 k Detailed Results 41.32 k Bolts Flange Plate Comp. Uplift Thickness 0.25 in Material 65 ksi Grade A572-65 Summary Results 567.4 k-ft 14.3 k Fy Fu 17.6 k 0.0 k-ft 0.0 k Comp. Uplift 0.0% 25.6% 0.0% N/A N/A N/A Project Information 3986001.01.02 Carmel H Monopole Project #: Site Name: TIA-222 Rev.: Shear Moment Yes Loading Wind Seismic - N/A Tower Type: Apply Section 15.5? Comp. Axial Uplift Moment Shear 45.6% 80 ksi Sides 18 Diameter 28.26 in Pole Properties N/A N/A N/A Bolt Loads Shape Diameter Material Grade Anchor Rods & Base Plate Corner Clip 10.00 in 135.82 k 1.50 k Mut 0.00 k-in 0.00 k Detailed Results 131.07 k Anchor Rods Base Plate Comp. Uplift Thickness 0.38 in Material 65 ksi Grade A572-65 Summary Results 2672.5 k-ft 38.0 k Fy Fu 24.0 k 0.0 k-ft 0.0 k Comp. Uplift 0.0% 59.6% 0.0% N/A N/A N/A Project Information 3986001.01.02 Carmel H Monopole Project #: Site Name: TIA-222 Rev.: Shear Moment Yes Loading Wind Seismic - N/A Tower Type: Apply Section 15.5? Comp. Axial Uplift Moment Shear 51.5% 80 ksi Sides 18 Diameter 53.35 in Pole Properties N/A N/A N/A Anchor Loads Shape Width Material Drilled Pier Foundation 3986001.01.02 Carmel H Monopole Yes Comp. Uplift Moment 2672.5 k-ft 0.0 k-ft Axial 38.0 k 0.0 k Shear 24.0 k 0.0 k 4.0 ksi 60 ksi 60 ksi 30.0 ft 0.50 ft 7.0 ft 32 #10 3.0 in #5 8 in 8 in 12.0 ft Provided Max Min ρ 0.00733 0.0033 Comp. Uplift Comp. Uplift ρw 0.00855 0.0033 0 -0.5 0 0.5 0 150 0 0 0 0 0 0 0 0 ld 36.1 in 1 0.0 5.0 5.0 110 150 30 0.0685 0.0685 0 0 Tie Space o.c. 8 in & 8 in 20.3 in 1.63 in 2 5.0 8.0 3.0 110 150 30 0.1789 0.1789 0.208 Long Bar Space o.c. 7.36 in 1.91 in 3 8.0 12.0 4.0 130 150 32 0.2845 0.2845 0.8 4 12.0 20.0 8.0 67.6 88 32 0.4172 0.4172 0.8 5 20.0 30.0 10.0 72.6 88 32 0.5754 0.5754 1.2 15 6 7 8 9 10 0.0% Results 40.6% 22.6% 0.0 k-ft 1735.0 k-ft 0.0% -0.50 ft 0.0 k 685.2 k -- 119.6 k 296.8 k 0.0 k 0.0% -0.50 ft Uplift Zero Shear Depth from TOC Need Solve Max Moment Rating Skin Friction End Bearing Concrete Wt. Pad & Pier Foundation 3986001.01.02 Carmel H Monopole Yes Comp. Uplift Circular Capacity Demand Rating Moment 2672.5 k-ft 0.0 k-ft 7.00 ft 707.3 k 0.0 k 0.0% Axial 38.0 k 0.0 k 0.50 ft 292.3 k 24.0 k 7.8% Shear 24.0 k 0.0 k 38 6.83 ksf 2.60 ksf 38.0% #8 6174.2 k-ft 2930.5 k-ft 47.5% Tie Tension 1621.1 k 0.0 k 0.0% 4.0 ksi #5 Compression 23053.8 k 96.9 k 0.4% 60 ksi 12 in Flexure 5071.5 k-ft 2876.5 k-ft 54.0% 150 pcf 3.0 in Shear 945.3 k 24.0 k 2.4% 3.0 in 1-way Shear 499.5 k 195.1 k 37.2% 2-way Shear 0.190 ksi 0.062 ksi 31.3% 110 pcf Flexure 2124.3 k-ft 895.6 k-ft 40.2% 8.00 ksf 10.0 ft 2-way Flexure 2442.0 k-ft 1725.9 k-ft 67.3% 22.5 ft 30° 2.00 ft 32 #8 5.00 ft 3.0 in Plastic 12.0 ft 67.3% 47.5% Summary Overturning Pad Pier Struct. Checks Structural Rating Soil Interaction Rating Soil Properties Soil Unit Wt. Ult. Net Bearing Cohesion Friction Angle SPT Blow Count Depth Base Friction Bearing Layer Behavior Groundwater Depth Neglect Depth Pad Clear Cover Pad Properties Pad Width Pad Thickness Pad Rebar Size Pad Rebar Qty Project Information Project #: Site Name: TIA-222 Rev.: Tower Type: Apply Section 15.5? Results Pier Shape APPENDIX C Additional Information ASCE 7 Hazards Report Address: No Address at This Location Standard: ASCE/SEI 7-16 Risk Category: II Soil Class: D - Default (see Section 11.4.3) Elevation: 785.27 ft (NAVD 88) Latitude: Longitude: 39.942506 -86.112472 Wind Results: Wind Speed 106 Vmph 10-year MRI 74 Vmph 25-year MRI 81 Vmph 50-year MRI 85 Vmph 100-year MRI 94 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: Fri May 20 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://asce7hazardtool.online/ Page 1 of 3 Fri May 20 2022 SS : 0.169 S1 : 0.082 Fa : 1.6 Fv : 2.4 SMS : 0.271 SM1 : 0.196 SDS : 0.181 SD1 : 0.13 TL : 12 PGA : 0.085 PGA M : 0.136 FPGA : 1.6 Ie : 1 Cv : 0.7 Design Response Spectrum S a (g) vs T(s) MCE R Response Spectrum S a (g) vs T(s) Design Vertical Response Spectrum S a (g) vs T(s) MCE R Vertical Response Spectrum S a (g) vs T(s) Seismic Site Soil Class: Results: Seismic Design Category D - Default (see Section 11.4.3) B Data Accessed: Fri May 20 2022 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. https://asce7hazardtool.online/ Page 2 of 3 Fri May 20 2022 Ice Results: Data Source: Date Accessed: Ice Thickness: 1.50 in. Concurrent Temperature: 5 F Gust Speed 40 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Fri May 20 2022 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Fri May 20 2022 Pier Diameter Uplift Tie Spacing Rebar Size Pier Clear Cover Tie Size Rebar Qty BP Above TOC Pier Properties Concrete Density Material Properties Concrete Strength, f'c Rebar Strength, Fy Applied Loads Soil Checks Trans. Reinf. Type Sliding Bearing Ext. Avobe Grade Total Capacity Axial Load Rating Critical Flexure Depth 246.6 k 2560.3 k 9.2% 159.4 k 875.5 k 197.5 k 21.5% Tie Spacing 2 Tie Size Tie Spacing 1 Pier Properties Summary 20.95 ft 22.6% 365.8 k 509.8 k Soil Interaction Rating Site Name: TIA-222 Rev.: Tower Type: Depth Ext. Avobe Grade Diameter 6539.5 k-ft Critical Shear Depth Structural Rating 40.6% Soil Lateral Check Soil Vertical Check Reinforced Concrete Flexure Reinforced Concrete Shear Critical Shear Critical Shear Capacity Rating Clear Cover Cohesion (ksf) Friction Angle (°) Ult. Net Bearing Cap. (ksf) SPT Blow Count Spacing Change Depth Project #: Calculated Ult. Skin Friction (ksf) Layer Top (ft) Bottom (ft) Thick. (ft) γSoil (pcf) γConc. (pcf) Override 5.60 ft 2788.0 k-ft Soil Properties Compression 6.86 ft 5.614 2790.0 k-ft Groundwater Depth Rebar Qty Rebar Size Applied Loads Concrete Strength, f'c Rebar Strength, Fy Tie Strength, Fyt Material Properties Critical Moment Critical Moment Capacity Rating Project Information Apply Section 15.5? Need Solve Need Solve Need Solve 177.3 k Soil Safety Factor Reinforced Concrete Details Depth to Zero Shear Eff. Shear-Fric. Zone Critical Shear Section Critical Flexure Section Grade Thickness Fy 50 ksi Fu 65 ksi A572-50 Square 59.00 in 2.50 in 2.250 in 0.55 Anchor Strength ФtRnt ФcRnc ФcRnb Stiffener Config. None Flexure Thread Type N ФfMn 0.0 k Put 16 Vuc 2.250 in A615-75 ФvRnv No ФcRnvc 0.00 k-in 0.00 k 0.00 k 0.00 k 0.00 k-in 268.4 k 267.7 k Puc Vut Base Plate Properties 149.1 k 120.8 k Base Plate Details Mode Flexure 128.1 k-in 45.0 ksi 28.1 ksi 0.0 ksi 243.6 k ФPn Muc 0.00 k-in fu Fy 75 ksi 1.50 k Grouted Base Plate η Iar Axial Fu 100 ksi Configuration Symmetric Bolt Circle 59.75 in Anchor Rod Properties Quantity Diameter Material Grade Thickness Fy 50 ksi Fu 65 ksi A572-50 Circular 35.88 in 2.00 in 0.000 in 0.55 Bolt Strength ФtRnt ФcRnc ФcRnb Stiffener Config. None Flexure Thread Type N ФfMn 0.0 k Put 20 Vuc 1.250 in A325 ФvRnv Yes ФcRnvc 0.00 k-in 0.00 k 0.00 k 0.00 k 0.00 k-in 89.5 k 89.5 k Puc Vut Flange Plate Properties 55.2 k 40.3 k Flange Plate Details Mode Flexure 23.7 k-in 45.0 ksi 12.1 ksi 0.0 ksi 87.2 k ФPn Muc 0.00 k-in fu Fy 81 ksi 0.88 k Grouted Base Plate η Iar Axial Fu 120 ksi Configuration Symmetric Bolt Circle 32.38 in Bolt Properties Quantity Diameter Material Grade Vn Ratio Tu Tn Comb. Stress Ratio Allow. Stress Ratio Criteria L1 150 - 101.75 (1) 0.011 0.624 0.000 0.045 0.000 0.637 1.050 4.8.2 L2 101.75 - 48.25 (2) 0.008 0.520 0.000 0.025 0.000 0.529 1.050 4.8.2 L3 48.25 - 1 (3) 0.010 0.592 0.000 0.022 0.000 0.603 1.050 4.8.2 Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail L1 150 - 101.75 Pole TP28.26x16x0.25 1 -14.302 1365.231 60.7 Pass L2 101.75 - 48.25 Pole TP42.09x28.26x0.375 2 -23.408 2936.430 50.3 Pass L3 48.25 - 1 Pole TP53.35x39.789x0.375 3 -38.020 3873.061 57.4 Pass Summary Pole (L1) 60.7 Pass RATING = 60.7 Pass Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn L1 150 - 101.75 (1) TP28.26x16x0.25 48.250 0.000 0.0 22.226 -14.302 1300.220 0.011 L2 101.75 - 48.25 (2) TP42.09x28.26x0.375 53.500 0.000 0.0 47.805 -23.408 2796.600 0.008 L3 48.25 - 1 (3) TP53.35x39.789x0.375 53.250 0.000 0.0 63.054 -38.020 3688.630 0.010 Pole Bending Design Data Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny L1 150 - 101.75 (1) TP28.26x16x0.25 567.436 909.642 0.624 0.000 909.642 0.000 L2 101.75 - 48.25 (2) TP42.09x28.26x0.375 1476.108 2840.608 0.520 0.000 2840.608 0.000 L3 48.25 - 1 (3) TP53.35x39.789x0.375 2672.475 4515.317 0.592 0.000 4515.317 0.000 Pole Shear Design Data Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 150.000 Lightning Rod 5/8'' x 4' 50 24.837 1.560 0.000 32989 145.000 NNH4-65C-R6_TIA w/ Mount Pipe 50 23.221 1.514 0.000 32989 135.000 DC6-48-60-18-8F 50 20.025 1.419 0.000 10996 125.000 MX08FRO665-21_TIA w/ Mount Pipe 50 16.939 1.322 0.000 6597 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00063522 3 Yes 4 0.00000001 0.00023992 4 Yes 5 0.00000001 0.00073343 5 Yes 5 0.00000001 0.00032427 6 Yes 5 0.00000001 0.00073847 7 Yes 5 0.00000001 0.00032691 8 Yes 4 0.00000001 0.00059197 9 Yes 4 0.00000001 0.00019152 10 Yes 5 0.00000001 0.00075129 11 Yes 5 0.00000001 0.00033158 12 Yes 5 0.00000001 0.00074851 13 Yes 5 0.00000001 0.00033004 14 Yes 4 0.00000001 0.00058478 15 Yes 4 0.00000001 0.00017986 16 Yes 5 0.00000001 0.00073993 17 Yes 5 0.00000001 0.00032756 18 Yes 5 0.00000001 0.00073330 19 Yes 5 0.00000001 0.00032442 20 Yes 4 0.00000001 0.00060517 21 Yes 4 0.00000001 0.00020726 22 Yes 5 0.00000001 0.00074943 23 Yes 5 0.00000001 0.00033060 24 Yes 5 0.00000001 0.00075383 25 Yes 5 0.00000001 0.00033264 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions PX % Error K PY K PZ K PX K PY K PZ K 1 0.000 -31.698 0.000 0.000 31.698 0.000 0.000% 2 -0.075 -38.037 -23.953 0.075 38.037 23.953 0.000% 3 -0.075 -28.528 -23.953 0.075 28.528 23.953 0.000% 4 11.883 -38.037 -20.707 -11.883 38.037 20.707 0.000% 5 11.883 -28.528 -20.707 -11.883 28.528 20.707 0.000% 6 20.656 -38.037 -11.912 -20.656 38.037 11.912 0.000% 7 20.656 -28.528 -11.912 -20.656 28.528 11.912 0.000% 8 23.895 -38.037 0.075 -23.895 38.037 -0.075 0.000% 9 23.895 -28.528 0.075 -23.895 28.528 -0.075 0.000% 10 20.731 -38.037 12.041 -20.731 38.037 -12.041 0.000% 11 20.731 -28.528 12.041 -20.731 28.528 -12.041 0.000% 12 12.012 -38.037 20.782 -12.012 38.037 -20.782 0.000% 13 12.012 -28.528 20.782 -12.012 28.528 -20.782 0.000% 14 0.075 -38.037 23.953 -0.075 38.037 -23.953 0.000% 15 0.075 -28.528 23.953 -0.075 28.528 -23.953 0.000% 16 -11.883 -38.037 20.707 11.883 38.037 -20.707 0.000% 17 -11.883 -28.528 20.707 11.883 28.528 -20.707 0.000% 18 -20.656 -38.037 11.912 20.656 38.037 -11.912 0.000% 19 -20.656 -28.528 11.912 20.656 28.528 -11.912 0.000% 20 -23.895 -38.037 -0.075 23.895 38.037 0.075 0.000% 21 -23.895 -28.528 -0.075 23.895 28.528 0.075 0.000% 22 -20.731 -38.037 -12.041 20.731 38.037 12.041 0.000% 23 -20.731 -28.528 -12.041 20.731 28.528 12.041 0.000% 24 -12.012 -38.037 -20.782 12.012 38.037 20.782 0.000% Min. Mz 20 -2656.926 23.895 0.075 Min. Torsion 15 -0.219 -0.075 -23.953 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 31.698 0.000 0.000 -0.047 -0.005 0.000 1.2 Dead+1.0 Wind 0 deg - No Ice 38.037 -0.075 -23.953 -2665.520 10.507 -0.216 0.9 Dead+1.0 Wind 0 deg - No Ice 28.528 -0.075 -23.953 -2634.723 10.378 -0.218 1.2 Dead+1.0 Wind 30 deg - No Ice 38.037 11.883 -20.707 -2303.207 -1319.382 -0.212 0.9 Dead+1.0 Wind 30 deg - No Ice 28.528 11.883 -20.707 -2276.586 -1304.151 -0.214 1.2 Dead+1.0 Wind 60 deg - No Ice 38.037 20.656 -11.912 -1323.719 -2295.759 -0.152 0.9 Dead+1.0 Wind 60 deg - No Ice 28.528 20.656 -11.912 -1308.418 -2269.249 -0.153 1.2 Dead+1.0 Wind 90 deg - No Ice 38.037 23.895 0.075 10.453 -2656.942 -0.051 0.9 Dead+1.0 Wind 90 deg - No Ice 28.528 23.895 0.075 10.339 -2626.270 -0.051 1.2 Dead+1.0 Wind 120 deg - No Ice 38.037 20.731 12.041 1341.776 -2306.224 0.064 0.9 Dead+1.0 Wind 120 deg - No Ice 28.528 20.731 12.041 1326.284 -2279.584 0.065 1.2 Dead+1.0 Wind 150 deg - No Ice 38.037 12.012 20.782 2313.541 -1337.569 0.162 0.9 Dead+1.0 Wind 150 deg - No Ice 28.528 12.012 20.782 2286.827 -1322.112 0.164 1.2 Dead+1.0 Wind 180 deg - No Ice 38.037 0.075 23.953 2665.390 -10.529 0.216 0.9 Dead+1.0 Wind 180 deg - No Ice 28.528 0.075 23.953 2634.629 -10.394 0.219 1.2 Dead+1.0 Wind 210 deg - No Ice 38.037 -11.883 20.707 2303.079 1319.361 0.213 0.9 Dead+1.0 Wind 210 deg - No Ice 28.528 -11.883 20.707 2276.494 1304.137 0.215 1.2 Dead+1.0 Wind 240 deg - No Ice 38.037 -20.656 11.912 1323.591 2295.742 0.152 0.9 Dead+1.0 Wind 240 deg - No Ice 28.528 -20.656 11.912 1308.326 2269.236 0.153 1.2 Dead+1.0 Wind 270 deg - No Ice 38.037 -23.895 -0.075 -10.584 2656.926 0.050 0.9 Dead+1.0 Wind 270 deg - No Ice 28.528 -23.895 -0.075 -10.433 2626.259 0.050 1.2 Dead+1.0 Wind 300 deg - No Ice 38.037 -20.731 -12.041 -1341.909 2306.206 -0.064 No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft L1 150 - 101.75 Pole Max Tension 2 0.000 -0.000 -0.000 Max. Compression 26 -30.927 0.090 0.113 Max. Mx 8 -14.319 -563.250 -2.561 Max. My 2 -14.309 2.664 565.740 Max. Vy 8 17.527 -563.250 -2.561 Max. Vx 2 -17.590 2.664 565.740 Max. Torque 15 -0.221 L2 101.75 - 48.25 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 26 -42.566 0.090 -0.191 Max. Mx 8 -23.416 -1466.494 -6.332 Max. My 2 -23.412 6.420 1471.900 Max. Vy 8 20.621 -1466.494 -6.332 Max. Vx 2 -20.683 6.420 1471.900 Max. Torque 15 -0.220 1'' Ice 2'' Ice 1.964 2.138 2.320 2.705 1.189 1.331 1.480 1.800 0.075 0.093 0.114 0.164 TA08025-B604 A From Face 4.000 0.000 0.000 0.000 125.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.964 2.138 2.320 2.705 1.033 1.168 1.310 1.617 0.064 0.081 0.100 0.148 TA08025-B604 B From Face 4.000 0.000 0.000 0.000 125.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.964 2.138 2.320 2.705 1.033 1.168 1.310 1.617 0.064 0.081 0.100 0.148 TA08025-B604 C From Face 4.000 0.000 0.000 0.000 125.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.964 2.138 2.320 2.705 1.033 1.168 1.310 1.617 0.064 0.081 0.100 0.148 RDIDC-9181-PF-48 A From Face 4.000 0.000 0.000 0.000 125.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.867 2.037 2.215 2.593 1.067 1.204 1.348 1.659 0.022 0.038 0.057 0.104 (2) 6' x 3.5'' Mount Pipe A From Face 4.000 0.000 0.000 0.000 125.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.928 2.293 2.667 3.442 1.928 2.293 2.667 3.442 0.030 0.046 0.065 0.117 (2) 6' x 3.5'' Mount Pipe B From Face 4.000 0.000 0.000 0.000 125.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.928 2.293 2.667 3.442 1.928 2.293 2.667 3.442 0.030 0.046 0.065 0.117 (2) 6' x 3.5'' Mount Pipe C From Face 4.000 0.000 0.000 0.000 125.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.928 2.293 2.667 3.442 1.928 2.293 2.667 3.442 0.030 0.046 0.065 0.117 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 1'' Ice 2'' Ice 2.021 2.200 2.386 2.780 1.246 1.396 1.554 1.891 0.059 0.077 0.097 0.147 RADIO 4449 B5/B12 A From Leg 3.000 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.644 1.804 1.972 2.329 1.300 1.445 1.597 1.924 0.073 0.090 0.110 0.159 RADIO 4449 B5/B12 B From Leg 3.000 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.644 1.804 1.972 2.329 1.300 1.445 1.597 1.924 0.073 0.090 0.110 0.159 RADIO 4449 B5/B12 C From Leg 3.000 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.644 1.804 1.972 2.329 1.300 1.445 1.597 1.924 0.073 0.090 0.110 0.159 (3) 10' x 2.875'' Mount Pipe A From Leg 3.000 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.875 3.907 4.956 6.188 2.875 3.907 4.956 6.188 0.058 0.079 0.107 0.182 (3) 10' x 2.875'' Mount Pipe B From Leg 3.000 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.875 3.907 4.956 6.188 2.875 3.907 4.956 6.188 0.058 0.079 0.107 0.182 (3) 10' x 2.875'' Mount Pipe C From Leg 3.000 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.875 3.907 4.956 6.188 2.875 3.907 4.956 6.188 0.058 0.079 0.107 0.182 VFA12-WLL C None 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 30.430 43.020 55.430 79.890 30.430 43.020 55.430 79.890 2.295 3.108 3.921 5.547 * MX08FRO665-21_TIA w/ Mount Pipe A From Face 4.000 0.000 0.000 0.000 125.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 12.726 13.327 13.893 15.048 7.529 8.715 9.615 11.449 0.091 0.183 0.284 0.515 MX08FRO665-21_TIA w/ Mount Pipe B From Face 4.000 0.000 0.000 0.000 125.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 12.726 13.327 13.893 15.048 7.529 8.715 9.615 11.449 0.091 0.183 0.284 0.515 MX08FRO665-21_TIA w/ Mount Pipe C From Face 4.000 0.000 0.000 0.000 125.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 12.726 13.327 13.893 15.048 7.529 8.715 9.615 11.449 0.091 0.183 0.284 0.515 Platform Mount [LP 716-1] C None 0.000 125.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 26.800 32.200 37.600 48.400 26.800 32.200 37.600 48.400 1.509 1.811 2.113 2.717 TA08025-B605 A From Face 4.000 0.000 0.000 0.000 125.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.964 2.138 2.320 2.705 1.189 1.331 1.480 1.800 0.075 0.093 0.114 0.164 TA08025-B605 B From Face 4.000 0.000 125.000 No Ice 1.964 1.189 0.075 RRUS-32 B30 A From Leg 3.000 0.000 0.000 0.000 135.000 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 3.000 0.000 0.000 0.000 135.000 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 C From Leg 3.000 0.000 0.000 0.000 135.000 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 (2) NNH4-65C-R6-V3_TIA w/ Mount Pipe A From Leg 3.000 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 17.310 18.039 18.777 20.188 10.338 11.860 13.406 15.752 0.159 0.276 0.405 0.697 (2) NNH4-65C-R6-V3_TIA w/ Mount Pipe B From Leg 3.000 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 17.310 18.039 18.777 20.188 10.338 11.860 13.406 15.752 0.159 0.276 0.405 0.697 (2) NNH4-65C-R6-V3_TIA w/ Mount Pipe C From Leg 3.000 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 17.310 18.039 18.777 20.188 10.338 11.860 13.406 15.752 0.159 0.276 0.405 0.697 AIR6419 B77G A From Leg 3.000 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.351 4.617 4.891 5.459 2.388 2.600 2.819 3.279 0.100 0.133 0.171 0.257 AIR6419 B77G B From Leg 3.000 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.351 4.617 4.891 5.459 2.388 2.600 2.819 3.279 0.100 0.133 0.171 0.257 AIR6419 B77G C From Leg 3.000 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.351 4.617 4.891 5.459 2.388 2.600 2.819 3.279 0.100 0.133 0.171 0.257 AIR 6449 B77D A From Leg 3.000 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.055 4.317 4.586 5.147 2.372 2.587 2.810 3.276 0.080 0.111 0.146 0.228 AIR 6449 B77D B From Leg 3.000 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.055 4.317 4.586 5.147 2.372 2.587 2.810 3.276 0.080 0.111 0.146 0.228 AIR 6449 B77D C From Leg 3.000 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.055 4.317 4.586 5.147 2.372 2.587 2.810 3.276 0.080 0.111 0.146 0.228 4478 B14 A From Leg 1.500 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.021 2.200 2.386 2.780 1.246 1.396 1.554 1.891 0.059 0.077 0.097 0.147 4478 B14 B From Leg 1.500 0.000 135.000 No Ice 2.021 1.246 0.059 0.074 0.122 6' x 2.875'' Horizontal Mount Pipe B From Leg 3.000 0.000 -2.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.770 2.130 2.500 3.270 0.030 0.070 0.130 0.290 0.044 0.057 0.074 0.122 6' x 2.875'' Horizontal Mount Pipe C From Leg 3.000 0.000 -2.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.770 2.130 2.500 3.270 0.030 0.070 0.130 0.290 0.044 0.057 0.074 0.122 L3x3x3/8x4' A From Leg 3.000 0.000 -2.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.200 1.487 1.781 2.393 0.075 0.112 0.156 0.268 0.038 0.049 0.064 0.106 L3x3x3/8x4' B From Leg 3.000 0.000 -2.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.200 1.487 1.781 2.393 0.075 0.112 0.156 0.268 0.038 0.049 0.064 0.106 L3x3x3/8x4' C From Leg 3.000 0.000 -2.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.200 1.487 1.781 2.393 0.075 0.112 0.156 0.268 0.038 0.049 0.064 0.106 * DC6-48-60-18-8F A From Leg 1.500 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.212 1.892 2.105 2.570 1.212 1.892 2.105 2.570 0.033 0.055 0.080 0.138 DC6-48-60-18-8F B From Leg 1.500 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.212 1.892 2.105 2.570 1.212 1.892 2.105 2.570 0.033 0.055 0.080 0.138 DC9-48-60-24-8C-EV C From Leg 1.500 0.000 0.000 0.000 135.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.556 1.718 1.887 2.248 4.789 5.068 5.356 5.952 0.026 0.063 0.104 0.199 RRUS-32 B2 A From Leg 3.000 0.000 0.000 0.000 135.000 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 RRUS-32 B2 B From Leg 3.000 0.000 0.000 0.000 135.000 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 RRUS-32 B2 C From Leg 3.000 0.000 0.000 0.000 135.000 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 RRUS-32 B66 A From Leg 3.000 0.000 0.000 0.000 135.000 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 3.000 0.000 0.000 0.000 135.000 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 0.223 VZE01 C From Leg 3.000 0.000 1.900 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.028 4.289 4.557 5.116 2.147 2.357 2.574 3.030 0.082 0.111 0.145 0.223 4449 A From Leg 3.000 0.000 0.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.969 2.145 2.329 2.719 1.402 1.558 1.720 2.068 0.071 0.089 0.110 0.162 4449 B From Leg 3.000 0.000 0.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.969 2.145 2.329 2.719 1.402 1.558 1.720 2.068 0.071 0.089 0.110 0.162 4449 C From Leg 3.000 0.000 0.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.969 2.145 2.329 2.719 1.402 1.558 1.720 2.068 0.071 0.089 0.110 0.162 8843 A From Leg 3.000 0.000 0.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.980 2.157 2.341 2.733 1.410 1.566 1.729 2.078 0.070 0.089 0.110 0.162 8843 B From Leg 3.000 0.000 0.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.980 2.157 2.341 2.733 1.410 1.566 1.729 2.078 0.070 0.089 0.110 0.162 8843 C From Leg 3.000 0.000 0.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.980 2.157 2.341 2.733 1.410 1.566 1.729 2.078 0.070 0.089 0.110 0.162 RRODC-3315-PF-48 A From Leg 3.000 0.000 0.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.510 2.708 2.913 3.345 1.645 1.813 1.987 2.359 0.032 0.055 0.081 0.143 RRODC-3315-PF-48 B From Leg 3.000 0.000 0.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.510 2.708 2.913 3.345 1.645 1.813 1.987 2.359 0.032 0.055 0.081 0.143 (2) 10'6''x2-3/8'' Pipe Mount A From Leg 3.000 0.000 0.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.494 3.572 4.667 6.317 2.494 3.572 4.667 6.317 0.036 0.055 0.080 0.152 (2) 10'6''x2-3/8'' Pipe Mount B From Leg 3.000 0.000 0.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.494 3.572 4.667 6.317 2.494 3.572 4.667 6.317 0.036 0.055 0.080 0.152 (2) 10'6''x2-3/8'' Pipe Mount C From Leg 3.000 0.000 0.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.494 3.572 4.667 6.317 2.494 3.572 4.667 6.317 0.036 0.055 0.080 0.152 T-Arm Mount [TA 702-3] C None 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.750 5.820 6.980 9.720 4.750 5.820 6.980 9.720 0.339 0.432 0.550 0.868 ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K Lightning Rod 5/8'' x 4' C From Leg 0.000 0.000 2.000 0.000 150.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.250 0.664 0.973 1.494 0.250 0.664 0.973 1.494 0.031 0.034 0.039 0.059 * NNH4-65C-R6_TIA w/ Mount Pipe A From Leg 3.000 0.000 0.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 17.310 18.039 18.777 20.188 10.338 11.860 13.406 15.752 0.132 0.250 0.378 0.671 NNH4-65C-R6_TIA w/ Mount Pipe B From Leg 3.000 0.000 0.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 17.310 18.039 18.777 20.188 10.338 11.860 13.406 15.752 0.132 0.250 0.378 0.671 NNH4-65C-R6_TIA w/ Mount Pipe C From Leg 3.000 0.000 0.000 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 2'' Ice 17.310 18.039 18.777 20.188 10.338 11.860 13.406 15.752 0.132 0.250 0.378 0.671 VZE01 A From Leg 3.000 0.000 1.900 0.000 145.000 No Ice 1/2'' Ice 1'' Ice 4.028 4.289 4.557 2.147 2.357 2.574 0.082 0.111 0.145 1/2'' Ice 1'' Ice 2'' Ice 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 * LDF7-50A(1-5/8'') C No No Inside Pole 125.000 - 1.000 1 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 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 150.000-101.750 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.809 0.000 0.000 0.000 0.161 0.000 0.268 L2 101.750-48.250 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.006 0.000 0.000 0.000 0.200 0.000 0.439 L3 48.250-1.000 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.772 0.000 0.000 0.000 0.176 0.000 0.388 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 L1 150.000-101.750 A B C 1.455 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 15.853 0.000 0.000 0.000 0.161 0.000 0.425 L2 101.750-48.250 A B C 1.382 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.791 0.000 0.000 0.000 0.200 0.000 0.598 L3 48.250-1.000 A B C 1.239 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.830 0.000 0.000 0.000 0.176 0.000 0.528 in3 J in4 It/Q in2 w in w/t L1 16.208 12.498 391.675 5.591 8.128 48.188 783.866 6.250 2.376 9.504 28.657 22.226 2203.047 9.944 14.356 153.457 4408.992 11.115 4.534 18.135 L2 28.638 33.190 3260.525 9.899 14.356 227.118 6525.341 16.598 4.314 11.503 42.681 49.651 10915.720 14.809 21.382 510.516 21845.803 24.830 6.748 17.994 L3 41.897 46.912 9207.172 13.992 20.213 455.512 18426.459 23.461 6.343 16.914 54.115 63.053 22355.714 18.806 27.102 824.879 44740.843 31.533 8.730 23.279 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 150.000-101.7 50 1 1 1 L2 101.750-48.25 0 1 1 1 L3 48.250-1.000 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 Safety Line 3/8 C No Surface Ar (CaAa) 150.000 - 1.000 1 1 0.000 0.000 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 * HL-9612180 A No No Inside Pole 145.000 - 1.000 2 No Ice 0.000 0.002 Known Tapered Pole Section Geometry 2 Ericsson RRODC-3315-PF-48 3 Ericsson RRUS-32 B2 3 Mount Antenna QTY Manufacturer Model QTY Antenna QTY Manufacturer Model QTY Size (in) 3 Ericsson 4478 B14 Centerline (ft) Antenna Data Feedline Data Mount Ericsson 4449 B5/B12 3 0.169 0.082 60 mph Centerline (ft) Antenna Data II 115 mph 89 mph C 1.00 1.50 in TIA-222-H 40 mph 2012 IBC Page 3