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STRUCTURAL ANALYSIS REPORT - 23-00038 - 3871 W 5200 S - T-Mobile Cell Tower
tnxTower Report - version 8.1.1.0 Date: April 19, 2022 Morrison Hershfield 1455 Lincoln Parkway, Suite 500 Atlanta, GA 30346 (770) 379-8500 Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Site Number: SL03739A Site Name: Thornton Crown Castle Designation: BU Number: 857623 Site Name: Thornton JDE Job Number: 709003 Work Order Number: 2102344 Order Number: 608295 Rev. 0 Engineering Firm Designation: Morrison Hershfield Project Number: CN11-251 / 2200039 Site Data: 3665 West 5200 South, Rexburg, Madison County, ID 83440 Latitude 43° 45' 2.5'', Longitude -111° 51' 17.99'' 150 Foot – Valmont Self Support Tower Morrison Hershfield is pleased to submit this “Structural Analysis Report” to determine the structural integrity of the above-mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Proposed Equipment Configuration Sufficient Capacity This analysis has been performed in accordance with the 2018 International Building Code based upon an ultimate 3-second gust wind speed of 105 mph. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Respectfully submitted by: G. Lance Cooke, C.E. (ID License No. P-14780) Senior Engineer tnxTower Report - version 8.1.1.0 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 – LC5 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 3 tnxTower Report - version 8.1.1.0 1) INTRODUCTION This tower is a 150 ft self-support tower designed by Valmont Microflect. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 105 mph Exposure Category: C Topographic Factor: 1 Seismic Ss: 0.369 Seismic S1: 0.141 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) 119.0 119.0 3 rfs/celwave APXVAALL24_43-U-NA20_TMO w/ Mount Pipe 3 1-5/8 3 ericsson AIR 6419 B41_TMO w/ Mount Pipe 3 ericsson RADIO 4460 B2/B25 B66_TMO 3 ericsson Radio 4480_TMOV2 3 Site Pro 1 12' Heavy Duty V-Frame [#VFA12-HD] Table 2 - Other Considered Equipment Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 149.0 151.0 4 ems wireless RV105-17-00DP w/ Mount Pipe 12 2 1 1-1/4 3/4 3/8 3 powerwave technologies 7722.00 w/ Mount Pipe 149.0 3 kathrein 80010992 w/ Mount Pipe 2 powerwave technologies 7221.40 w/ Mount Pipe 3 powerwave technologies LGP18601 3 alcatel lucent RRH2X40-07-L-AT 3 nokia AHFIB_CCIV2 1 - T-Arm Mount [TA 602-3] 145.0 145.0 1 raycap DC6-48-60-18-8F - - 131.0 131.0 2 raycap RC3DC-3315-PF-48 - - 130.0 131.0 12 commscope SBNHH-1D65C w/ Mount Pipe 2 1-1/2 130.0 3 alcatel lucent B13 RRH4X30-4R 3 alcatel lucent B5 RRH4X30-4R 3 alcatel lucent B66A RRH4X45-4R 1 - Sector Mount [SM 503-3] April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 4 tnxTower Report - version 8.1.1.0 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Reference Source 4-GEOTECHNICAL REPORTS 5195204 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 5195205 CCISITES 4-TOWER MANUFACTURER DRAWINGS 5195190 CCISITES 3.1) Analysis Method tnxTower (version 8.1.1.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 standard. 3.2) Assumptions 1) Tower and structures were maintained in accordance with the TIA-222 Standard. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Morrison Hershfield should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail T1 150 - 140 Leg P2.5x.203 3 -4.98 60.05 8.3 Pass T2 140 - 120 Leg P3x.216 21 -25.27 86.69 29.2 Pass T3 120 - 100 Leg P4x.237 48 -49.26 122.05 40.4 Pass T4 100 - 80 Leg P5x.258 68 -69.15 177.84 38.9 Pass T5 80 - 60 Leg P6x.280 89 -85.24 213.87 39.9 Pass T6 60 - 40 Leg P6x.280 104 -101.80 213.87 47.6 Pass T7 40 - 20 Leg P8x.322 119 -117.91 351.14 33.6 Pass T8 20 - 0 Leg P8x.322 134 -133.40 351.14 38.0 Pass T1 150 - 140 Diagonal L1 3/4x1 3/4x3/16 12 -1.42 12.13 11.7 Pass T2 140 - 120 Diagonal L1 3/4x1 3/4x3/16 25 -3.04 12.29 24.7 Pass T3 120 - 100 Diagonal L2x2x3/16 54 -3.05 10.66 28.7 Pass T4 100 - 80 Diagonal L2x2x3/16 72 -2.93 8.48 34.5 Pass T5 80 - 60 Diagonal L2 1/2x2 1/2x3/16 93 -3.57 8.24 43.4 Pass T6 60 - 40 Diagonal L3x3x3/16 108 -3.81 11.92 32.0 Pass T7 40 - 20 Diagonal L3x3x3/16 123 -4.11 10.07 40.8 Pass T8 20 - 0 Diagonal L3x3x3/16 138 -4.59 8.36 55.0 Pass T1 150 - 140 Top Girt L2 1/2x2 1/2x3/16 5 -0.31 15.13 2.1 Pass Summary Leg (T6) 47.6 Pass Diagonal (T8) 55.0 Pass April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 5 tnxTower Report - version 8.1.1.0 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail Top Girt (T1) 2.1 Pass Bolt Checks 54.6 Pass Rating = 55.0 Pass Table 5 - Tower Component Stresses vs. Capacity – LC5 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 22.8 Pass 1 Base Foundation (Structure) 0 20.4 Pass 1 Base Foundation (Soil Interaction) 41.1 Pass Structure Rating (max from all components) = 55.0%* 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 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report - version 8.1.1.0 APPENDIX A TNXTOWER OUTPUT Consulting Engineers Morrison Hershfield 1455 Lincoln Parkway, Suite 500 Atlanta, GA 30346 Phone: (770) 379-8500 FAX: (770) 379-8501 Job: CN11-251 / 2200039 Project: 857623 / Thornton Client: Crown Castle USA Drawn by: BB App'd: Code: TIA-222-H Date: 04/19/22 Scale: NTS Path: C:\Users\BBhimini\OneDrive - MORRISON HERSHFIELD\Desktop\CN11-251 - 857623- THORNTON\CN11-251 BU_857623 WO_2102344 CCISeismic 3.3.9 Wind And Seismic Analysis.eri Dwg No. E-1 150.0 ft 140.0 ft 120.0 ft 100.0 ft 80.0 ft 60.0 ft 40.0 ft 20.0 ft 0.0 ft REACTIONS - 105 mph WIND TORQUE 18 kip-ft 22 K SHEAR 1965 kip-ft MOMENT 34 K AXIAL SEISMIC 4 K SHEAR 415 kip-ft MOMENT 37 K AXIAL SHEAR: 12 K UPLIFT: -114 K SHEAR: 14 K DOWN: 137 K MAX. CORNER REACTIONS AT BASE: ARE FACTORED ALL REACTIONS S e c t i o n T1 T2 T3 T4 T5 T6 T7 T8 L e g s P2 . 5 x . 2 0 3 P3 x . 2 1 6 P4 x . 2 3 7 P5 x . 2 5 8 P6 x . 2 8 0 P8 x . 3 2 2 L e g G r a d e A5 7 2 - 5 0 D i a g o n a l s L1 3 / 4 x 1 3 / 4 x 3 / 1 6 L2 x 2 x 3 / 1 6 L2 1 / 2 x 2 1 / 2 x 3 / 1 6 L3 x 3 x 3 / 1 6 D i a g o n a l G r a d e A3 6 T o p G i r t s A N. A . F a c e W i d t h ( f t ) 6 8 10 12 14 16 18 # P a n e l s @ ( f t ) 6 @ 5 6 @ 6 . 6 6 6 6 7 8 @ 1 0 W e i g h t ( K ) 0. 4 0. 9 1. 1 1. 4 1. 7 1. 9 2. 5 2. 6 12 . 4 SYMBOL LIST MARK MARKSIZE SIZE A L2 1/2x2 1/2x3/16 MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi TOWER DESIGN NOTES 1. Tower is located in Madison County, Idaho. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 105 mph basic wind in accordance with the TIA-222-H Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category II. 6. Topographic Category 1 with Crest Height of 0.00 ft 7. CCISeismic Note: Seismic loads generated by CCISeismic 3.3.9 8. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1 9. TOWER RATING: 55% April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 7 tnxTower Report - version 8.1.1.0 Tower Input Data The main tower is a 3x free standing tower with an overall height of 150.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.00 ft at the top and 18.00 ft at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Madison County, Idaho. Tower base elevation above sea level: 4857.00 ft. Basic wind speed of 105 mph. Risk Category II. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.00 ft. Deflections calculated using a wind speed of 60 mph. CCISeismic Note: Seismic loads generated by CCISeismic 3.3.9. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used: Kes(Fw) = 0.95, Kes(Ev and Eh) = 1.0. Maximum demand-capacity ratio is: 1.05. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned √ Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area √ SR Leg Bolts Resist Compression √ Use Code Stress Ratios √ Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients √ Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles √ Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 8 tnxTower Report - version 8.1.1.0 Leg B Leg C Leg A F a c e A F a c e B Face C Triangular Tower Wind Normal Wind 90 Wind 180 Z X Tower Section Geometry Tower Section Tower Elevation ft Assembly Database Description Section Width ft Number of Sections Section Length ft T1 150.00-140.00 6.00 1 10.00 T2 140.00-120.00 6.00 1 20.00 T3 120.00-100.00 6.00 1 20.00 T4 100.00-80.00 8.00 1 20.00 T5 80.00-60.00 10.00 1 20.00 T6 60.00-40.00 12.00 1 20.00 T7 40.00-20.00 14.00 1 20.00 T8 20.00-0.00 16.00 1 20.00 Tower Section Geometry (cont’d) Tower Section Tower Elevation ft Diagonal Spacing ft Bracing Type Has K Brace End Panels Has Horizontals Top Girt Offset in Bottom Girt Offset in T1 150.00-140.00 5.00 X Brace No No 0.0000 0.0000 T2 140.00-120.00 5.00 X Brace No No 0.0000 0.0000 T3 120.00-100.00 6.67 X Brace No No 0.0000 0.0000 T4 100.00-80.00 6.67 X Brace No No 0.0000 0.0000 T5 80.00-60.00 10.00 X Brace No No 0.0000 0.0000 T6 60.00-40.00 10.00 X Brace No No 0.0000 0.0000 T7 40.00-20.00 10.00 X Brace No No 0.0000 0.0000 T8 20.00-0.00 10.00 X Brace No No 0.0000 0.0000 Tower Section Geometry (cont’d) Tower Elevation ft Leg Type Leg Size Leg Grade Diagonal Type Diagonal Size Diagonal Grade T1 150.00- 140.00 Pipe P2.5x.203 A572-50 (50 ksi) Equal Angle L1 3/4x1 3/4x3/16 A36 (36 ksi) T2 140.00-Pipe P3x.216 A572-50 Equal Angle L1 3/4x1 3/4x3/16 A36 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 9 tnxTower Report - version 8.1.1.0 Tower Elevation ft Leg Type Leg Size Leg Grade Diagonal Type Diagonal Size Diagonal Grade 120.00 (50 ksi) (36 ksi) T3 120.00- 100.00 Pipe P4x.237 A572-50 (50 ksi) Equal Angle L2x2x3/16 A36 (36 ksi) T4 100.00- 80.00 Pipe P5x.258 A572-50 (50 ksi) Equal Angle L2x2x3/16 A36 (36 ksi) T5 80.00-60.00 Pipe P6x.280 A572-50 (50 ksi) Equal Angle L2 1/2x2 1/2x3/16 A36 (36 ksi) T6 60.00-40.00 Pipe P6x.280 A572-50 (50 ksi) Equal Angle L3x3x3/16 A36 (36 ksi) T7 40.00-20.00 Pipe P8x.322 A572-50 (50 ksi) Equal Angle L3x3x3/16 A36 (36 ksi) T8 20.00-0.00 Pipe P8x.322 A572-50 (50 ksi) Equal Angle L3x3x3/16 A36 (36 ksi) Tower Section Geometry (cont’d) Tower Elevation ft Top Girt Type Top Girt Size Top Girt Grade Bottom Girt Type Bottom Girt Size Bottom Girt Grade T1 150.00- 140.00 Equal Angle L2 1/2x2 1/2x3/16 A36 (36 ksi) Flat Bar A36 (36 ksi) Tower Section Geometry (cont’d) 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 T1 150.00- 140.00 0.00 0.0000 A36 (36 ksi) 1.05 1 1 36.0000 36.0000 36.0000 T2 140.00- 120.00 0.00 0.0000 A36 (36 ksi) 1.05 1 1 36.0000 36.0000 36.0000 T3 120.00- 100.00 0.00 0.0000 A36 (36 ksi) 1.05 1 1 36.0000 36.0000 36.0000 T4 100.00- 80.00 0.00 0.0000 A36 (36 ksi) 1.05 1 1 36.0000 36.0000 36.0000 T5 80.00- 60.00 0.00 0.0000 A36 (36 ksi) 1.05 1 1 36.0000 36.0000 36.0000 T6 60.00- 40.00 0.00 0.0000 A36 (36 ksi) 1.05 1 1 36.0000 36.0000 36.0000 T7 40.00- 20.00 0.00 0.0000 A36 (36 ksi) 1.05 1 1 36.0000 36.0000 36.0000 T8 20.00-0.00 0.00 0.0000 A36 (36 ksi) 1.05 1 1 36.0000 36.0000 36.0000 Tower Section Geometry (cont’d) K Factors1 Tower Elevation ft Calc K Single Angles Calc K Solid Rounds Legs X Brace Diags X Y K Brace Diags X Y Single Diags X Y Girts X Y Horiz. X Y Sec. Horiz. X Y Inner Brace X Y T1 150.00- 140.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T2 140.00- 120.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T3 120.00- 100.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 10 tnxTower Report - version 8.1.1.0 K Factors1 Tower Elevation ft Calc K Single Angles Calc K Solid Rounds Legs X Brace Diags X Y K Brace Diags X Y Single Diags X Y Girts X Y Horiz. X Y Sec. Horiz. X Y Inner Brace X Y T4 100.00- 80.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T5 80.00- 60.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T6 60.00- 40.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T7 40.00- 20.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T8 20.00- 0.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of- plane direction applied to the overall length. Tower Section Geometry (cont’d) Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 150.00- 140.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T2 140.00- 120.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T3 120.00- 100.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T4 100.00- 80.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T5 80.00- 60.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T6 60.00- 40.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T7 40.00- 20.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T8 20.00-0.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 Tower Elevation ft Redundant Horizontal Redundant Diagonal Redundant Sub- Diagonal Redundant Sub- Horizontal Redundant Vertical Redundant Hip Redundant Hip Diagonal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 150.00- 140.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T2 140.00- 120.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T3 120.00- 100.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T4 100.00- 80.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T5 80.00- 60.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T6 60.00- 40.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T7 40.00- 20.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T8 20.00-0.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 11 tnxTower Report - version 8.1.1.0 Tower Section Geometry (cont’d) Tower Elevation ft Leg Connection Type Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. T1 150.00- 140.00 Flange 0.6250 A325N 4 0.5000 A325N 2 0.6250 A325N 1 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T2 140.00- 120.00 Flange 0.7500 A325N 4 0.5000 A325N 2 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T3 120.00- 100.00 Flange 0.8750 A325N 4 0.5000 A325N 2 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T4 100.00- 80.00 Flange 0.8750 A325N 4 0.5000 A325N 2 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T5 80.00- 60.00 Flange 0.8750 A325N 4 0.5000 A325N 1 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T6 60.00- 40.00 Flange 1.0000 A325N 6 0.7500 A325N 1 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T7 40.00- 20.00 Flange 0.8750 A325N 12 0.7500 A325N 1 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 T8 20.00-0.00 Flange 1.5000 A325N 0 0.6250 A325N 1 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 0.6250 A325N 0 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacin g in Width or Diameter in Perimete r in Weight plf ****** Safety Line 3/8'' A No No Ar (CaAa) 150.00 - 0.00 0.0000 0.5 1 1 0.3750 0.3750 0.22 Climbing Ladder A No No Af (CaAa) 150.00 - 0.00 0.0000 0.5 1 1 0.2500 3.0000 7.90 Step Pegs A No No Ar (CaAa) 150.00 - 0.00 0.0000 0.5 1 1 0.7050 0.7050 1.80 Step Pegs B No No Ar (CaAa) 150.00 - 0.00 0.0000 0.5 1 1 0.7050 0.7050 1.80 Step Pegs C No No Ar (CaAa) 150.00 - 0.00 0.0000 0.5 1 1 0.7050 0.7050 1.80 ****** Feedline Ladder (Af) A No No Af (CaAa) 150.00 - 0.00 0.0000 0.2 1 1 3.0000 3.0000 8.40 Feedline Ladder (Af) B No No Af (CaAa) 150.00 - 0.00 0.0000 0 1 1 3.0000 3.0000 8.40 ****** Lighting Cable (1/4) A No No Ar (CaAa) 150.00 - 0.00 0.0000 0 1 1 0.5000 0.3450 0.06 ****** LDF6-50A(1- 1/4) A No No Ar (CaAa) 149.00 - 0.00 0.0000 0.2 12 12 0.5000 1.5500 0.60 FB-L98-002- XXX(3/8) A No No Ar (CaAa) 149.00 - 0.00 0.0000 0.1 1 1 0.5000 0.3937 0.06 WR- VG86T(3/4) A No No Ar (CaAa) 149.00 - 0.00 0.0000 0.05 2 2 0.5000 0.7560 0.53 ****** RFF-36SM- 1006-218- SPE(1-1/2) C No No Ar (CaAa) 130.00 - 0.00 0.0000 0 2 2 0.5000 1.3400 1.33 ****** HB158- 21U6S24- xxM_TMO(1- 5/8) B No No Ar (CaAa) 119.00 - 0.00 0.0000 0 3 3 0.5000 1.9960 2.50 ****** April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 12 tnxTower Report - version 8.1.1.0 Feed Line/Linear Appurtenances Section Areas Tower Sectio n Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K T1 150.00-140.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 29.880 5.705 0.705 0.000 0.000 0.000 0.26 0.10 0.02 T2 140.00-120.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 63.861 11.410 4.090 0.000 0.000 0.000 0.53 0.20 0.06 T3 120.00-100.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 63.861 22.787 6.770 0.000 0.000 0.000 0.53 0.35 0.09 T4 100.00-80.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 63.861 23.386 6.770 0.000 0.000 0.000 0.53 0.35 0.09 T5 80.00-60.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 63.861 23.386 6.770 0.000 0.000 0.000 0.53 0.35 0.09 T6 60.00-40.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 63.861 23.386 6.770 0.000 0.000 0.000 0.53 0.35 0.09 T7 40.00-20.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 63.861 23.386 6.770 0.000 0.000 0.000 0.53 0.35 0.09 T8 20.00-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 63.861 23.386 6.770 0.000 0.000 0.000 0.53 0.35 0.09 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in T1 150.00-140.00 -1.6369 -10.7480 -1.6369 -10.7480 T2 140.00-120.00 -1.8629 -11.0333 -1.8629 -11.0333 T3 120.00-100.00 -0.6594 -11.6237 -0.6572 -11.5881 T4 100.00-80.00 -0.6776 -13.7349 -0.6636 -13.4721 T5 80.00-60.00 -0.7495 -15.7365 -0.7191 -15.1398 T6 60.00-40.00 -0.7743 -16.9155 -0.7484 -16.3764 T7 40.00-20.00 -0.8163 -18.2134 -0.7610 -17.0273 T8 20.00-0.00 -0.8619 -19.6014 -0.8130 -18.5240 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T1 2 Safety Line 3/8" 140.00 - 150.00 0.6000 0.6000 T1 3 Climbing Ladder 140.00 - 150.00 0.6000 0.6000 T1 4 Step Pegs 140.00 - 150.00 0.6000 0.6000 T1 5 Step Pegs 140.00 - 150.00 0.6000 0.6000 T1 6 Step Pegs 140.00 - 150.00 0.6000 0.6000 T1 8 Feedline Ladder (Af) 140.00 - 150.00 0.6000 0.6000 T1 9 Feedline Ladder (Af) 140.00 - 150.00 0.6000 0.6000 T1 11 Lighting Cable (1/4) 140.00 - 150.00 0.6000 0.6000 T1 13 LDF6-50A(1-1/4) 140.00 - 149.00 0.6000 0.6000 T1 14 FB-L98-002-XXX(3/8) 140.00 - 149.00 0.6000 0.6000 T1 15 WR-VG86T(3/4) 140.00 - 149.00 0.6000 0.6000 T2 2 Safety Line 3/8" 120.00 - 140.00 0.6000 0.6000 T2 3 Climbing Ladder 120.00 - 140.00 0.6000 0.6000 T2 4 Step Pegs 120.00 - 140.00 0.6000 0.6000 T2 5 Step Pegs 120.00 - 140.00 0.6000 0.6000 T2 6 Step Pegs 120.00 - 140.00 0.6000 0.6000 T2 8 Feedline Ladder (Af) 120.00 - 140.00 0.6000 0.6000 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 13 tnxTower Report - version 8.1.1.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T2 9 Feedline Ladder (Af) 120.00 - 140.00 0.6000 0.6000 T2 11 Lighting Cable (1/4) 120.00 - 140.00 0.6000 0.6000 T2 13 LDF6-50A(1-1/4) 120.00 - 140.00 0.6000 0.6000 T2 14 FB-L98-002-XXX(3/8) 120.00 - 140.00 0.6000 0.6000 T2 15 WR-VG86T(3/4) 120.00 - 140.00 0.6000 0.6000 T2 17 RFF-36SM-1006-218-SPE(1-1/2) 120.00 - 130.00 0.6000 0.6000 T3 2 Safety Line 3/8" 100.00 - 120.00 0.6000 0.6000 T3 3 Climbing Ladder 100.00 - 120.00 0.6000 0.6000 T3 4 Step Pegs 100.00 - 120.00 0.6000 0.6000 T3 5 Step Pegs 100.00 - 120.00 0.6000 0.6000 T3 6 Step Pegs 100.00 - 120.00 0.6000 0.6000 T3 8 Feedline Ladder (Af) 100.00 - 120.00 0.6000 0.6000 T3 9 Feedline Ladder (Af) 100.00 - 120.00 0.6000 0.6000 T3 11 Lighting Cable (1/4) 100.00 - 120.00 0.6000 0.6000 T3 13 LDF6-50A(1-1/4) 100.00 - 120.00 0.6000 0.6000 T3 14 FB-L98-002-XXX(3/8) 100.00 - 120.00 0.6000 0.6000 T3 15 WR-VG86T(3/4) 100.00 - 120.00 0.6000 0.6000 T3 17 RFF-36SM-1006-218-SPE(1-1/2) 100.00 - 120.00 0.6000 0.6000 T3 19 HB158-21U6S24-xxM_TMO(1-5/8) 100.00 - 119.00 0.6000 0.6000 T4 2 Safety Line 3/8" 80.00 - 100.00 0.6000 0.6000 T4 3 Climbing Ladder 80.00 - 100.00 0.6000 0.6000 T4 4 Step Pegs 80.00 - 100.00 0.6000 0.6000 T4 5 Step Pegs 80.00 - 100.00 0.6000 0.6000 T4 6 Step Pegs 80.00 - 100.00 0.6000 0.6000 T4 8 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T4 9 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T4 11 Lighting Cable (1/4) 80.00 - 100.00 0.6000 0.6000 T4 13 LDF6-50A(1-1/4) 80.00 - 100.00 0.6000 0.6000 T4 14 FB-L98-002-XXX(3/8) 80.00 - 100.00 0.6000 0.6000 T4 15 WR-VG86T(3/4) 80.00 - 100.00 0.6000 0.6000 T4 17 RFF-36SM-1006-218-SPE(1-1/2) 80.00 - 100.00 0.6000 0.6000 T4 19 HB158-21U6S24-xxM_TMO(1-5/8) 80.00 - 100.00 0.6000 0.6000 T5 2 Safety Line 3/8" 60.00 - 80.00 0.6000 0.6000 T5 3 Climbing Ladder 60.00 - 80.00 0.6000 0.6000 T5 4 Step Pegs 60.00 - 80.00 0.6000 0.6000 T5 5 Step Pegs 60.00 - 80.00 0.6000 0.6000 T5 6 Step Pegs 60.00 - 80.00 0.6000 0.6000 T5 8 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T5 9 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T5 11 Lighting Cable (1/4) 60.00 - 80.00 0.6000 0.6000 T5 13 LDF6-50A(1-1/4) 60.00 - 80.00 0.6000 0.6000 T5 14 FB-L98-002-XXX(3/8) 60.00 - 80.00 0.6000 0.6000 T5 15 WR-VG86T(3/4) 60.00 - 80.00 0.6000 0.6000 T5 17 RFF-36SM-1006-218-SPE(1-1/2) 60.00 - 80.00 0.6000 0.6000 T5 19 HB158-21U6S24-xxM_TMO(1-5/8) 60.00 - 80.00 0.6000 0.6000 T6 2 Safety Line 3/8" 40.00 - 60.00 0.6000 0.6000 T6 3 Climbing Ladder 40.00 - 60.00 0.6000 0.6000 T6 4 Step Pegs 40.00 - 60.00 0.6000 0.6000 T6 5 Step Pegs 40.00 - 60.00 0.6000 0.6000 T6 6 Step Pegs 40.00 - 60.00 0.6000 0.6000 T6 8 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T6 9 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T6 11 Lighting Cable (1/4) 40.00 - 60.00 0.6000 0.6000 T6 13 LDF6-50A(1-1/4) 40.00 - 60.00 0.6000 0.6000 T6 14 FB-L98-002-XXX(3/8) 40.00 - 60.00 0.6000 0.6000 T6 15 WR-VG86T(3/4) 40.00 - 60.00 0.6000 0.6000 T6 17 RFF-36SM-1006-218-SPE(1-1/2) 40.00 - 60.00 0.6000 0.6000 T6 19 HB158-21U6S24-xxM_TMO(1-5/8) 40.00 - 60.00 0.6000 0.6000 T7 2 Safety Line 3/8" 20.00 - 40.00 0.6000 0.6000 T7 3 Climbing Ladder 20.00 - 40.00 0.6000 0.6000 T7 4 Step Pegs 20.00 - 40.00 0.6000 0.6000 T7 5 Step Pegs 20.00 - 40.00 0.6000 0.6000 T7 6 Step Pegs 20.00 - 40.00 0.6000 0.6000 T7 8 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T7 9 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T7 11 Lighting Cable (1/4) 20.00 - 40.00 0.6000 0.6000 T7 13 LDF6-50A(1-1/4) 20.00 - 40.00 0.6000 0.6000 T7 14 FB-L98-002-XXX(3/8) 20.00 - 40.00 0.6000 0.6000 T7 15 WR-VG86T(3/4) 20.00 - 40.00 0.6000 0.6000 T7 17 RFF-36SM-1006-218-SPE(1-1/2) 20.00 - 40.00 0.6000 0.6000 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 14 tnxTower Report - version 8.1.1.0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T7 19 HB158-21U6S24-xxM_TMO(1-5/8) 20.00 - 40.00 0.6000 0.6000 T8 2 Safety Line 3/8" 0.00 - 20.00 0.6000 0.6000 T8 3 Climbing Ladder 0.00 - 20.00 0.6000 0.6000 T8 4 Step Pegs 0.00 - 20.00 0.6000 0.6000 T8 5 Step Pegs 0.00 - 20.00 0.6000 0.6000 T8 6 Step Pegs 0.00 - 20.00 0.6000 0.6000 T8 8 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T8 9 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T8 11 Lighting Cable (1/4) 0.00 - 20.00 0.6000 0.6000 T8 13 LDF6-50A(1-1/4) 0.00 - 20.00 0.6000 0.6000 T8 14 FB-L98-002-XXX(3/8) 0.00 - 20.00 0.6000 0.6000 T8 15 WR-VG86T(3/4) 0.00 - 20.00 0.6000 0.6000 T8 17 RFF-36SM-1006-218-SPE(1-1/2) 0.00 - 20.00 0.6000 0.6000 T8 19 HB158-21U6S24-xxM_TMO(1-5/8) 0.00 - 20.00 0.6000 0.6000 User Defined Loads - Seismic Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K CCISeismic Tower Section 1 145.00 0.00 0.0000 0.03 0.00 0.00 0.09 CCISeismic Tower Section 2 130.00 0.00 0.0000 0.06 0.00 0.00 0.16 CCISeismic Tower Section 3 110.00 0.00 0.0000 0.08 0.00 0.00 0.17 CCISeismic Tower Section 4 90.00 0.00 0.0000 0.10 0.00 0.00 0.18 CCISeismic Tower Section 5 70.00 0.00 0.0000 0.13 0.00 0.00 0.17 CCISeismic Tower Section 6 50.00 0.00 0.0000 0.14 0.00 0.00 0.14 CCISeismic Tower Section 7 30.00 0.00 0.0000 0.19 0.00 0.00 0.11 CCISeismic Tower Section 8 10.00 0.00 0.0000 0.19 0.00 0.00 0.04 CCISeismic tower mounts Lighting Rod 5/8'' x 4' 150.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic miscl Flash Beacon Lighting 150.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic miscl Side Lighting 80.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Side Lighting 80.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Side Lighting 80.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) ems wireless RV105-17-00DP w/ Mount Pipe 149.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic (2) ems wireless RV105-17-00DP w/ Mount Pipe 149.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic kathrein 80010992 w/ Mount Pipe 149.00 0.00 0.0000 0.01 0.00 0.00 0.04 CCISeismic kathrein 80010992 w/ Mount Pipe 149.00 0.00 0.0000 0.01 0.00 0.00 0.04 CCISeismic kathrein 80010992 w/ Mount Pipe 149.00 0.00 0.0000 0.01 0.00 0.00 0.04 CCISeismic powerwave technologies 7722.00 w/ Mount Pipe 149.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic powerwave technologies 7722.00 w/ Mount Pipe 149.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic powerwave technologies 7722.00 w/ Mount Pipe 149.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (2) powerwave technologies 7221.40 w/ Mount Pipe 149.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic powerwave technologies LGP18601 149.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic powerwave technologies LGP18601 149.00 0.00 0.0000 0.00 0.00 0.00 0.00 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 15 tnxTower Report - version 8.1.1.0 Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K CCISeismic powerwave technologies LGP18601 149.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic alcatel lucent RRH2X40-07-L-AT 149.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic alcatel lucent RRH2X40-07-L-AT 149.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic alcatel lucent RRH2X40-07-L-AT 149.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic nokia AHFIB_CCIV2 149.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHFIB_CCIV2 149.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHFIB_CCIV2 149.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic tower mounts 10' x 2.375'' Horizontal Mount Pipe 149.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic tower mounts 10' x 2.375'' Horizontal Mount Pipe 149.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic tower mounts 10' x 2.375'' Horizontal Mount Pipe 149.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic tower mounts T- Arm Mount [TA 602-3] 149.00 0.00 0.0000 0.06 0.00 0.00 0.17 CCISeismic raycap DC6-48- 60-18-8F 145.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic raycap RC3DC- 3315-PF-48 131.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic raycap RC3DC- 3315-PF-48 131.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (4) commscope SBNHH-1D65C w/ Mount Pipe 130.00 0.00 0.0000 0.02 0.00 0.00 0.06 CCISeismic (4) commscope SBNHH-1D65C w/ Mount Pipe 130.00 0.00 0.0000 0.02 0.00 0.00 0.06 CCISeismic (4) commscope SBNHH-1D65C w/ Mount Pipe 130.00 0.00 0.0000 0.02 0.00 0.00 0.06 CCISeismic alcatel lucent B13 RRH4X30-4R 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic alcatel lucent B13 RRH4X30-4R 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic alcatel lucent B13 RRH4X30-4R 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic alcatel lucent B5 RRH4X30-4R 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic alcatel lucent B5 RRH4X30-4R 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic alcatel lucent B5 RRH4X30-4R 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic alcatel lucent B66A RRH4X45-4R 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic alcatel lucent B66A RRH4X45-4R 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic alcatel lucent B66A RRH4X45-4R 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic tower mounts Sector Mount [SM 503-3] 130.00 0.00 0.0000 0.13 0.00 0.00 0.32 CCISeismic rfs celwave APXVAALL24_43-U- NA20_TMO w/ Mount Pipe 119.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic rfs celwave APXVAALL24_43-U- NA20_TMO w/ Mount Pipe 119.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic rfs celwave APXVAALL24_43-U- 119.00 0.00 0.0000 0.01 0.00 0.00 0.03 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 16 tnxTower Report - version 8.1.1.0 Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K NA20_TMO w/ Mount Pipe CCISeismic ericsson AIR 6419 B41_TMO w/ Mount Pipe 119.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic ericsson AIR 6419 B41_TMO w/ Mount Pipe 119.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic ericsson AIR 6419 B41_TMO w/ Mount Pipe 119.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic ericsson RADIO 4460 B2/B25 B66_TMO 119.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic ericsson RADIO 4460 B2/B25 B66_TMO 119.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic ericsson RADIO 4460 B2/B25 B66_TMO 119.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic ericsson Radio 4480_TMOV2 119.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic ericsson Radio 4480_TMOV2 119.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic ericsson Radio 4480_TMOV2 119.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic (2) tower mounts 8' x 2'' Mount Pipe 119.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (2) tower mounts 8' x 2'' Mount Pipe 119.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (2) tower mounts 8' x 2'' Mount Pipe 119.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic 12' Heavy Duty V-Frame [#VFA12-HD] 119.00 0.00 0.0000 0.05 0.00 0.00 0.11 CCISeismic 12' Heavy Duty V-Frame [#VFA12-HD] 119.00 0.00 0.0000 0.05 0.00 0.00 0.11 CCISeismic 12' Heavy Duty V-Frame [#VFA12-HD] 119.00 0.00 0.0000 0.05 0.00 0.00 0.11 CCISeismic miscl (mh) Safety Line 3/8'' From 0 to 150 (140ft to150ft) 145.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl (mh) Safety Line 3/8'' From 0 to 150 (120ft to140ft) 130.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl (mh) Safety Line 3/8'' From 0 to 150 (100ft to120ft) 110.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl (mh) Safety Line 3/8'' From 0 to 150 (80ft to100ft) 90.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl (mh) Safety Line 3/8'' From 0 to 150 (60ft to80ft) 70.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl (mh) Safety Line 3/8'' From 0 to 150 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl (mh) Safety Line 3/8'' From 0 to 150 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl (mh) Safety Line 3/8'' From 0 to 150 (0ft to20ft) 10.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Climbing Ladder From 0 to 150 (140ft to150ft) 145.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic Climbing Ladder From 0 to 150 (120ft to140ft) 130.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic Climbing Ladder From 0 to 150 (100ft to120ft) 110.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic Climbing Ladder From 0 to 150 (80ft to100ft) 90.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic Climbing Ladder From 0 to 150 (60ft to80ft) 70.00 0.00 0.0000 0.01 0.00 0.00 0.02 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 17 tnxTower Report - version 8.1.1.0 Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K CCISeismic Climbing Ladder From 0 to 150 (40ft to60ft) 50.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic Climbing Ladder From 0 to 150 (20ft to40ft) 30.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic Climbing Ladder From 0 to 150 (0ft to20ft) 10.00 0.00 0.0000 0.01 0.00 0.00 0.00 CCISeismic Step Pegs From 0 to 150 (140ft to150ft) 145.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Step Pegs From 0 to 150 (120ft to140ft) 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic Step Pegs From 0 to 150 (100ft to120ft) 110.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic Step Pegs From 0 to 150 (80ft to100ft) 90.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Step Pegs From 0 to 150 (60ft to80ft) 70.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Step Pegs From 0 to 150 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Step Pegs From 0 to 150 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Step Pegs From 0 to 150 (0ft to20ft) 10.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Step Pegs From 0 to 150 (140ft to150ft) 145.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Step Pegs From 0 to 150 (120ft to140ft) 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic Step Pegs From 0 to 150 (100ft to120ft) 110.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic Step Pegs From 0 to 150 (80ft to100ft) 90.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Step Pegs From 0 to 150 (60ft to80ft) 70.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Step Pegs From 0 to 150 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Step Pegs From 0 to 150 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Step Pegs From 0 to 150 (0ft to20ft) 10.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Step Pegs From 0 to 150 (140ft to150ft) 145.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Step Pegs From 0 to 150 (120ft to140ft) 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic Step Pegs From 0 to 150 (100ft to120ft) 110.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic Step Pegs From 0 to 150 (80ft to100ft) 90.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Step Pegs From 0 to 150 (60ft to80ft) 70.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Step Pegs From 0 to 150 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Step Pegs From 0 to 150 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Step Pegs From 0 to 150 (0ft to20ft) 10.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl (mh) Feedline Ladder (Af) From 0 to 150 (140ft to150ft) 145.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic miscl (mh) Feedline Ladder (Af) From 0 to 150 (120ft to140ft) 130.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic miscl (mh) Feedline Ladder (Af) From 0 to 150 (100ft to120ft) 110.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic miscl (mh) Feedline Ladder (Af) From 0 to 150 (80ft to100ft) 90.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic miscl (mh) Feedline Ladder (Af) From 0 70.00 0.00 0.0000 0.01 0.00 0.00 0.02 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 18 tnxTower Report - version 8.1.1.0 Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K to 150 (60ft to80ft) CCISeismic miscl (mh) Feedline Ladder (Af) From 0 to 150 (40ft to60ft) 50.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic miscl (mh) Feedline Ladder (Af) From 0 to 150 (20ft to40ft) 30.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic miscl (mh) Feedline Ladder (Af) From 0 to 150 (0ft to20ft) 10.00 0.00 0.0000 0.01 0.00 0.00 0.00 CCISeismic miscl (mh) Feedline Ladder (Af) From 0 to 150 (140ft to150ft) 145.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic miscl (mh) Feedline Ladder (Af) From 0 to 150 (120ft to140ft) 130.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic miscl (mh) Feedline Ladder (Af) From 0 to 150 (100ft to120ft) 110.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic miscl (mh) Feedline Ladder (Af) From 0 to 150 (80ft to100ft) 90.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic miscl (mh) Feedline Ladder (Af) From 0 to 150 (60ft to80ft) 70.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic miscl (mh) Feedline Ladder (Af) From 0 to 150 (40ft to60ft) 50.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic miscl (mh) Feedline Ladder (Af) From 0 to 150 (20ft to40ft) 30.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic miscl (mh) Feedline Ladder (Af) From 0 to 150 (0ft to20ft) 10.00 0.00 0.0000 0.01 0.00 0.00 0.00 CCISeismic Lighting Cable (1/4) From 0 to 150 (140ft to150ft) 145.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Lighting Cable (1/4) From 0 to 150 (120ft to140ft) 130.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Lighting Cable (1/4) From 0 to 150 (100ft to120ft) 110.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Lighting Cable (1/4) From 0 to 150 (80ft to100ft) 90.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Lighting Cable (1/4) From 0 to 150 (60ft to80ft) 70.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Lighting Cable (1/4) From 0 to 150 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Lighting Cable (1/4) From 0 to 150 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic Lighting Cable (1/4) From 0 to 150 (0ft to20ft) 10.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (12) andrew LDF6-50A(1-1/4) From 0 to 149 (140ft to149ft) 144.50 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (12) andrew LDF6-50A(1-1/4) From 0 to 149 (120ft to140ft) 130.00 0.00 0.0000 0.01 0.00 0.00 0.03 CCISeismic (12) andrew LDF6-50A(1-1/4) From 0 to 149 (100ft to120ft) 110.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic (12) andrew LDF6-50A(1-1/4) From 0 to 90.00 0.00 0.0000 0.01 0.00 0.00 0.02 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 19 tnxTower Report - version 8.1.1.0 Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K 149 (80ft to100ft) CCISeismic (12) andrew LDF6-50A(1-1/4) From 0 to 149 (60ft to80ft) 70.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic (12) andrew LDF6-50A(1-1/4) From 0 to 149 (40ft to60ft) 50.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic (12) andrew LDF6-50A(1-1/4) From 0 to 149 (20ft to40ft) 30.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic (12) andrew LDF6-50A(1-1/4) From 0 to 149 (0ft to20ft) 10.00 0.00 0.0000 0.01 0.00 0.00 0.00 CCISeismic rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 149 (140ft to149ft) 144.50 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 149 (120ft to140ft) 130.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 149 (100ft to120ft) 110.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 149 (80ft to100ft) 90.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 149 (60ft to80ft) 70.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 149 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 149 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 149 (0ft to20ft) 10.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni WR-VG86T(3/4) From 0 to 149 (140ft to149ft) 144.50 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni WR-VG86T(3/4) From 0 to 149 (120ft to140ft) 130.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni WR-VG86T(3/4) From 0 to 149 (100ft to120ft) 110.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni WR-VG86T(3/4) From 0 to 149 (80ft to100ft) 90.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni WR-VG86T(3/4) From 0 to 149 (60ft to80ft) 70.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni WR-VG86T(3/4) From 0 to 149 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni WR-VG86T(3/4) From 0 to 149 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) rosenberger leoni WR-VG86T(3/4) From 0 to 149 (0ft to20ft) 10.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) commscope RFF-36SM-1006-218-SPE(1- 1/2) From 0 to 130 (120ft to130ft) 125.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) commscope RFF-36SM-1006-218-SPE(1- 1/2) From 0 to 130 (100ft 110.00 0.00 0.0000 0.00 0.00 0.00 0.01 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 20 tnxTower Report - version 8.1.1.0 Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K to120ft) CCISeismic (2) commscope RFF-36SM-1006-218-SPE(1- 1/2) From 0 to 130 (80ft to100ft) 90.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (2) commscope RFF-36SM-1006-218-SPE(1- 1/2) From 0 to 130 (60ft to80ft) 70.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic (2) commscope RFF-36SM-1006-218-SPE(1- 1/2) From 0 to 130 (40ft to60ft) 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) commscope RFF-36SM-1006-218-SPE(1- 1/2) From 0 to 130 (20ft to40ft) 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (2) commscope RFF-36SM-1006-218-SPE(1- 1/2) From 0 to 130 (0ft to20ft) 10.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic (3) rfs celwave HB158-21U6S24- xxM_TMO(1-5/8) From 0 to 119 (100ft to119ft) 109.50 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic (3) rfs celwave HB158-21U6S24- xxM_TMO(1-5/8) From 0 to 119 (80ft to100ft) 90.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic (3) rfs celwave HB158-21U6S24- xxM_TMO(1-5/8) From 0 to 119 (60ft to80ft) 70.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic (3) rfs celwave HB158-21U6S24- xxM_TMO(1-5/8) From 0 to 119 (40ft to60ft) 50.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic (3) rfs celwave HB158-21U6S24- xxM_TMO(1-5/8) From 0 to 119 (20ft to40ft) 30.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic (3) rfs celwave HB158-21U6S24- xxM_TMO(1-5/8) From 0 to 119 (0ft to20ft) 10.00 0.00 0.0000 0.01 0.00 0.00 0.00 Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K ****** Lighting Rod 5/8'' x 4' C From Leg 0.00 0.00 0.00 0.0000 150.00 No Ice 0.25 0.25 0.03 Flash Beacon Lighting C None 0.0000 150.00 No Ice 2.70 2.70 0.05 Side Lighting A From Leg 0.00 0.00 0.00 0.0000 80.00 No Ice 0.12 0.12 0.01 Side Lighting B From Leg 0.00 0.00 0.00 0.0000 80.00 No Ice 0.12 0.12 0.01 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 21 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K Side Lighting C From Leg 0.00 0.00 0.00 0.0000 80.00 No Ice 0.12 0.12 0.01 ****** (2) RV105-17-00DP w/ Mount Pipe A From Leg 4.00 0.00 2.00 12.0000 149.00 No Ice 5.87 4.23 0.05 (2) RV105-17-00DP w/ Mount Pipe C From Leg 4.00 0.00 2.00 -12.0000 149.00 No Ice 5.87 4.23 0.05 80010992 w/ Mount Pipe A From Leg 4.00 0.00 0.00 12.0000 149.00 No Ice 18.52 8.99 0.18 80010992 w/ Mount Pipe B From Leg 4.00 0.00 0.00 -12.0000 149.00 No Ice 18.52 8.99 0.18 80010992 w/ Mount Pipe C From Leg 4.00 0.00 0.00 -12.0000 149.00 No Ice 18.52 8.99 0.18 7722.00 w/ Mount Pipe A From Leg 4.00 0.00 2.00 12.0000 149.00 No Ice 3.11 2.78 0.06 7722.00 w/ Mount Pipe B From Leg 4.00 0.00 2.00 -12.0000 149.00 No Ice 3.11 2.78 0.06 7722.00 w/ Mount Pipe C From Leg 4.00 0.00 2.00 -12.0000 149.00 No Ice 3.11 2.78 0.06 (2) 7221.40 w/ Mount Pipe B From Leg 4.00 0.00 0.00 -12.0000 149.00 No Ice 9.91 8.49 0.06 LGP18601 A From Leg 4.00 0.00 0.00 0.0000 149.00 No Ice 0.60 0.25 0.01 LGP18601 B From Leg 4.00 0.00 0.00 0.0000 149.00 No Ice 0.60 0.25 0.01 LGP18601 C From Leg 4.00 0.00 0.00 0.0000 149.00 No Ice 0.60 0.25 0.01 RRH2X40-07-L-AT A From Leg 4.00 0.00 0.00 0.0000 149.00 No Ice 2.38 1.26 0.05 RRH2X40-07-L-AT B From Leg 4.00 0.00 0.00 0.0000 149.00 No Ice 2.38 1.26 0.05 RRH2X40-07-L-AT C From Leg 4.00 0.00 0.00 0.0000 149.00 No Ice 2.38 1.26 0.05 AHFIB_CCIV2 A From Leg 4.00 0.00 0.00 0.0000 149.00 No Ice 2.79 1.53 0.07 AHFIB_CCIV2 B From Leg 4.00 0.00 0.00 0.0000 149.00 No Ice 2.79 1.53 0.07 AHFIB_CCIV2 C From Leg 4.00 0.00 0.00 0.0000 149.00 No Ice 2.79 1.53 0.07 10' x 2.375'' Horizontal Mount Pipe A From Leg 2.00 0.00 0.00 0.0000 149.00 No Ice 2.38 0.01 0.04 10' x 2.375'' Horizontal Mount Pipe B From Leg 2.00 0.00 0.00 0.0000 149.00 No Ice 2.38 0.01 0.04 10' x 2.375'' Horizontal C From Leg 2.00 0.0000 149.00 No Ice 2.38 0.01 0.04 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 22 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K Mount Pipe 0.00 0.00 T-Arm Mount [TA 602-3] C None 0.0000 149.00 No Ice 13.40 13.40 0.77 ****** DC6-48-60-18-8F A From Leg 0.50 0.00 0.00 0.0000 145.00 No Ice 0.92 0.92 0.02 ****** RC3DC-3315-PF-48 B From Leg 0.50 0.00 0.00 0.0000 131.00 No Ice 3.79 2.51 0.03 RC3DC-3315-PF-48 C From Leg 0.50 0.00 0.00 0.0000 131.00 No Ice 3.79 2.51 0.03 ****** (4) SBNHH-1D65C w/ Mount Pipe A From Leg 4.00 0.00 1.00 12.0000 130.00 No Ice 5.56 4.47 0.08 (4) SBNHH-1D65C w/ Mount Pipe B From Leg 4.00 0.00 1.00 -12.0000 130.00 No Ice 5.56 4.47 0.08 (4) SBNHH-1D65C w/ Mount Pipe C From Leg 4.00 0.00 1.00 -12.0000 130.00 No Ice 5.56 4.47 0.08 B13 RRH4X30-4R A From Leg 4.00 0.00 0.00 0.0000 130.00 No Ice 2.16 1.62 0.06 B13 RRH4X30-4R B From Leg 4.00 0.00 0.00 0.0000 130.00 No Ice 2.16 1.62 0.06 B13 RRH4X30-4R C From Leg 4.00 0.00 0.00 0.0000 130.00 No Ice 2.16 1.62 0.06 B5 RRH4X30-4R A From Leg 4.00 0.00 0.00 0.0000 130.00 No Ice 2.12 1.29 0.05 B5 RRH4X30-4R B From Leg 4.00 0.00 0.00 0.0000 130.00 No Ice 2.12 1.29 0.05 B5 RRH4X30-4R C From Leg 4.00 0.00 0.00 0.0000 130.00 No Ice 2.12 1.29 0.05 B66A RRH4X45-4R A From Leg 4.00 0.00 0.00 0.0000 130.00 No Ice 2.54 1.61 0.06 B66A RRH4X45-4R B From Leg 4.00 0.00 0.00 0.0000 130.00 No Ice 2.54 1.61 0.06 B66A RRH4X45-4R C From Leg 4.00 0.00 0.00 0.0000 130.00 No Ice 2.54 1.61 0.06 Sector Mount [SM 503-3] C None 0.0000 130.00 No Ice 30.43 30.43 1.69 ****** APXVAALL24_43-U- NA20_TMO w/ Mount Pipe A From Leg 4.00 0.00 0.00 2.0000 119.00 No Ice 14.69 6.87 0.18 APXVAALL24_43-U- NA20_TMO w/ Mount Pipe B From Leg 4.00 0.00 0.00 -8.0000 119.00 No Ice 14.69 6.87 0.18 APXVAALL24_43-U- NA20_TMO w/ Mount Pipe C From Leg 4.00 0.00 0.00 -28.0000 119.00 No Ice 14.69 6.87 0.18 AIR 6419 B41_TMO w/ Mount Pipe A From Leg 4.00 0.00 0.00 2.0000 119.00 No Ice 6.58 3.50 0.11 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 23 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K AIR 6419 B41_TMO w/ Mount Pipe B From Leg 4.00 0.00 0.00 -8.0000 119.00 No Ice 6.58 3.50 0.11 AIR 6419 B41_TMO w/ Mount Pipe C From Leg 4.00 0.00 0.00 -28.0000 119.00 No Ice 6.58 3.50 0.11 RADIO 4460 B2/B25 B66_TMO A From Leg 4.00 0.00 0.00 0.0000 119.00 No Ice 2.14 1.69 0.11 RADIO 4460 B2/B25 B66_TMO B From Leg 4.00 0.00 0.00 0.0000 119.00 No Ice 2.14 1.69 0.11 RADIO 4460 B2/B25 B66_TMO C From Leg 4.00 0.00 0.00 0.0000 119.00 No Ice 2.14 1.69 0.11 Radio 4480_TMOV2 A From Leg 4.00 0.00 0.00 0.0000 119.00 No Ice 2.88 1.40 0.08 Radio 4480_TMOV2 B From Leg 4.00 0.00 0.00 0.0000 119.00 No Ice 2.88 1.40 0.08 Radio 4480_TMOV2 C From Leg 4.00 0.00 0.00 0.0000 119.00 No Ice 2.88 1.40 0.08 (2) 8' x 2'' Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 119.00 No Ice 1.90 1.90 0.03 (2) 8' x 2'' Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 119.00 No Ice 1.90 1.90 0.03 (2) 8' x 2'' Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 119.00 No Ice 1.90 1.90 0.03 12' Heavy Duty V-Frame [#VFA12-HD] A From Leg 2.00 0.00 0.00 2.0000 119.00 No Ice 13.20 9.20 0.66 12' Heavy Duty V-Frame [#VFA12-HD] B From Leg 2.00 0.00 0.00 -8.0000 119.00 No Ice 13.20 9.20 0.66 12' Heavy Duty V-Frame [#VFA12-HD] C From Leg 2.00 0.00 0.00 -28.0000 119.00 No Ice 13.20 9.20 0.66 ****** Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 24 tnxTower Report - version 8.1.1.0 Comb. No. Description 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service 38 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 39 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 40 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 41 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 42 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 43 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 44 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 45 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 46 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 47 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 48 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 49 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 50 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 51 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 52 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 53 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 54 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 55 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 56 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 57 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 58 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 59 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 60 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 61 0.9 Dead-1.0 Ev+1.0 Eh 330 deg Maximum Member Forces Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft T1 150 - 140 Leg Max Tension 7 2.83 0.04 -0.01 Max. Compression 2 -4.98 0.00 -0.03 Max. Mx 8 -2.01 0.60 0.01 Max. My 2 -2.27 -0.01 -0.60 Max. Vy 8 -0.62 0.00 0.00 Max. Vx 3 0.62 0.00 0.00 Diagonal Max Tension 4 1.40 0.00 0.00 Max. Compression 16 -1.42 0.00 0.00 Max. Mx 2 1.15 0.01 0.00 Max. My 8 0.91 0.00 -0.00 Max. Vy 2 -0.01 0.01 0.00 Max. Vx 8 -0.00 0.00 -0.00 Top Girt Max Tension 19 0.30 0.00 0.00 Max. Compression 6 -0.31 0.00 0.00 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 25 tnxTower Report - version 8.1.1.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Mx 2 -0.17 -0.02 0.00 Max. Vy 2 0.01 0.00 0.00 T2 140 - 120 Leg Max Tension 7 19.57 0.04 -0.01 Max. Compression 2 -25.27 -0.03 0.39 Max. Mx 10 -24.93 -0.31 -0.21 Max. My 2 -25.27 -0.03 0.39 Max. Vy 20 0.69 0.07 -0.12 Max. Vx 2 0.73 -0.00 0.13 Diagonal Max Tension 13 2.95 0.00 0.00 Max. Compression 24 -3.04 0.00 0.00 Max. Mx 24 1.25 0.02 -0.00 Max. My 20 2.76 0.01 -0.00 Max. Vy 24 -0.01 0.02 -0.00 Max. Vx 20 0.00 -0.00 -0.00 T3 120 - 100 Leg Max Tension 23 39.39 -0.15 -0.02 Max. Compression 2 -49.26 0.18 0.01 Max. Mx 2 -31.97 0.39 0.03 Max. My 20 -4.41 -0.07 -0.48 Max. Vy 14 -0.64 -0.34 -0.03 Max. Vx 12 -0.52 0.03 -0.06 Diagonal Max Tension 16 3.23 0.00 0.00 Max. Compression 18 -3.45 0.00 0.00 Max. Mx 2 2.67 0.02 0.00 Max. My 4 -3.23 -0.00 0.01 Max. Vy 2 -0.01 0.02 0.00 Max. Vx 4 -0.00 0.00 0.00 T4 100 - 80 Leg Max Tension 23 57.10 -0.28 -0.01 Max. Compression 10 -69.15 0.46 0.03 Max. Mx 10 -69.15 0.46 0.03 Max. My 8 -8.36 0.01 0.45 Max. Vy 10 -0.07 0.46 0.03 Max. Vx 8 -0.09 0.01 0.45 Diagonal Max Tension 12 2.98 0.00 0.00 Max. Compression 10 -3.01 0.00 0.00 Max. Mx 10 2.32 0.02 0.00 Max. My 8 -1.92 0.01 0.00 Max. Vy 22 0.01 0.02 -0.00 Max. Vx 8 -0.00 0.00 0.00 T5 80 - 60 Leg Max Tension 23 71.07 -0.47 -0.04 Max. Compression 10 -85.24 0.64 0.04 Max. Mx 10 -85.24 0.64 0.04 Max. My 8 -9.27 -0.04 0.69 Max. Vy 50 -0.11 -0.14 0.00 Max. Vx 8 -0.12 -0.04 0.69 Diagonal Max Tension 12 3.55 0.00 0.00 Max. Compression 10 -3.60 0.00 0.00 Max. Mx 10 2.65 0.04 0.01 Max. My 8 2.89 0.04 0.01 Max. Vy 22 0.02 0.04 -0.01 Max. Vx 8 -0.00 0.00 0.00 T6 60 - 40 Leg Max Tension 23 85.13 -0.45 -0.04 Max. Compression 10 -101.80 0.64 0.03 Max. Mx 10 -93.46 0.64 0.04 Max. My 8 -10.33 -0.05 0.68 Max. Vy 50 -0.09 -0.13 0.00 Max. Vx 8 -0.12 -0.05 0.68 Diagonal Max Tension 12 3.69 0.00 0.00 Max. Compression 10 -3.81 0.00 0.00 Max. Mx 10 2.67 0.06 0.01 Max. My 8 2.94 0.06 0.01 Max. Vy 22 0.02 0.06 -0.01 Max. Vx 8 -0.00 0.00 0.00 T7 40 - 20 Leg Max Tension 23 98.28 -0.87 -0.03 Max. Compression 10 -117.91 0.90 0.02 Max. Mx 10 -117.91 0.90 0.02 Max. My 8 -12.13 -0.04 0.88 Max. Vy 14 0.11 -0.85 -0.01 Max. Vx 8 0.13 -0.04 0.88 Diagonal Max Tension 12 3.89 0.00 0.00 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 26 tnxTower Report - version 8.1.1.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft Max. Compression 10 -4.11 0.00 0.00 Max. Mx 22 2.82 0.06 -0.01 Max. My 8 2.98 0.05 0.01 Max. Vy 22 0.02 0.06 -0.01 Max. Vx 8 -0.00 0.00 0.00 T8 20 - 0 Leg Max Tension 23 110.65 -0.83 -0.03 Max. Compression 10 -133.40 0.00 -0.00 Max. Mx 10 -125.82 0.90 0.02 Max. My 8 -13.54 -0.11 1.54 Max. Vy 14 -0.15 -0.84 -0.02 Max. Vx 8 0.24 -0.11 1.54 Diagonal Max Tension 12 4.15 0.00 0.00 Max. Compression 10 -4.59 0.00 0.00 Max. Mx 10 2.81 0.07 0.01 Max. My 8 3.36 0.06 0.01 Max. Vy 8 0.03 0.07 0.01 Max. Vx 8 -0.00 0.00 0.00 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Leg C Max. Vert 18 132.39 11.35 -7.02 Max. Hx 18 132.39 11.35 -7.02 Max. Hz 7 -109.19 -9.59 5.96 Min. Vert 7 -109.19 -9.59 5.96 Min. Hx 7 -109.19 -9.59 5.96 Min. Hz 18 132.39 11.35 -7.02 Leg B Max. Vert 10 137.36 -11.88 -7.37 Max. Hx 23 -113.74 10.11 6.30 Max. Hz 23 -113.74 10.11 6.30 Min. Vert 23 -113.74 10.11 6.30 Min. Hx 10 137.36 -11.88 -7.37 Min. Hz 10 137.36 -11.88 -7.37 Leg A Max. Vert 2 133.53 -0.07 13.26 Max. Hx 20 11.33 1.87 0.76 Max. Hz 2 133.53 -0.07 13.26 Min. Vert 15 -106.39 0.07 -11.13 Min. Hx 9 11.25 -1.87 0.78 Min. Hz 15 -106.39 0.07 -11.13 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 28.71 0.00 -0.00 -18.44 -1.81 0.00 1.2 Dead+1.0 Wind 0 deg - No Ice 34.45 0.17 -20.39 -1902.45 -26.63 -2.20 0.9 Dead+1.0 Wind 0 deg - No Ice 25.84 0.17 -20.39 -1896.92 -26.09 -2.20 1.2 Dead+1.0 Wind 30 deg - No Ice 34.45 9.38 -16.22 -1543.56 -884.43 -3.81 0.9 Dead+1.0 Wind 30 deg - No Ice 25.84 9.38 -16.22 -1538.02 -883.88 -3.81 1.2 Dead+1.0 Wind 60 deg - No Ice 34.45 16.88 -9.93 -953.77 -1573.58 -11.83 0.9 Dead+1.0 Wind 60 deg - No Ice 25.84 16.88 -9.93 -948.24 -1573.03 -11.83 1.2 Dead+1.0 Wind 90 deg - 34.45 21.20 -0.17 -46.59 -1946.51 -18.44 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 27 tnxTower Report - version 8.1.1.0 Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft No Ice 0.9 Dead+1.0 Wind 90 deg - No Ice 25.84 21.20 -0.17 -41.06 -1945.97 -18.44 1.2 Dead+1.0 Wind 120 deg - No Ice 34.45 18.79 10.83 960.69 -1711.14 -12.95 0.9 Dead+1.0 Wind 120 deg - No Ice 25.84 18.79 10.83 966.22 -1710.60 -12.95 1.2 Dead+1.0 Wind 150 deg - No Ice 34.45 10.30 18.15 1651.17 -943.86 -3.90 0.9 Dead+1.0 Wind 150 deg - No Ice 25.84 10.30 18.15 1656.70 -943.32 -3.90 1.2 Dead+1.0 Wind 180 deg - No Ice 34.45 -0.17 19.37 1787.23 22.30 2.20 0.9 Dead+1.0 Wind 180 deg - No Ice 25.84 -0.17 19.37 1792.76 22.84 2.20 1.2 Dead+1.0 Wind 210 deg - No Ice 34.45 -9.38 16.22 1499.30 880.09 3.81 0.9 Dead+1.0 Wind 210 deg - No Ice 25.84 -9.38 16.22 1504.83 880.63 3.81 1.2 Dead+1.0 Wind 240 deg - No Ice 34.45 -17.76 10.44 945.00 1630.71 11.83 0.9 Dead+1.0 Wind 240 deg - No Ice 25.84 -17.76 10.44 950.53 1631.25 11.83 1.2 Dead+1.0 Wind 270 deg - No Ice 34.45 -21.20 0.17 2.34 1942.18 18.44 0.9 Dead+1.0 Wind 270 deg - No Ice 25.84 -21.20 0.17 7.87 1942.72 18.44 1.2 Dead+1.0 Wind 300 deg - No Ice 34.45 -17.91 -10.32 -969.45 1645.34 12.95 0.9 Dead+1.0 Wind 300 deg - No Ice 25.84 -17.91 -10.32 -963.92 1645.88 12.95 1.2 Dead+1.0 Wind 330 deg - No Ice 34.45 -10.30 -18.15 -1695.42 939.52 3.90 0.9 Dead+1.0 Wind 330 deg - No Ice 25.84 -10.30 -18.15 -1689.89 940.07 3.90 Dead+Wind 0 deg - Service 28.71 0.06 -7.17 -671.45 -10.21 -0.76 Dead+Wind 30 deg - Service 28.71 3.30 -5.71 -547.19 -308.41 -1.31 Dead+Wind 60 deg - Service 28.71 5.94 -3.49 -342.01 -547.73 -4.07 Dead+Wind 90 deg - Service 28.71 7.44 -0.06 -26.85 -676.82 -6.34 Dead+Wind 120 deg - Service 28.71 6.59 3.80 322.72 -595.02 -4.45 Dead+Wind 150 deg - Service 28.71 3.62 6.38 562.51 -328.83 -1.34 Dead+Wind 180 deg - Service 28.71 -0.06 6.81 610.17 6.60 0.76 Dead+Wind 210 deg - Service 28.71 -3.30 5.71 510.31 304.80 1.31 Dead+Wind 240 deg - Service 28.71 -6.24 3.67 317.33 565.25 4.07 Dead+Wind 270 deg - Service 28.71 -7.44 0.06 -10.03 673.21 6.34 Dead+Wind 300 deg - Service 28.71 -6.29 -3.63 -347.40 570.28 4.45 Dead+Wind 330 deg - Service 28.71 -3.62 -6.38 -599.39 325.22 1.34 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 36.58 0.00 -3.54 -415.40 -2.17 0.00 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 23.72 0.00 -3.54 -409.87 -1.62 0.00 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 36.58 1.77 -3.07 -362.71 -198.80 0.00 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 23.72 1.77 -3.07 -357.18 -198.26 0.00 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 36.58 3.07 -1.77 -218.76 -342.75 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 23.72 3.07 -1.77 -213.23 -342.21 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 36.58 3.54 -0.00 -22.13 -395.44 -0.00 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 28 tnxTower Report - version 8.1.1.0 Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 23.72 3.54 -0.00 -16.60 -394.90 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 36.58 3.07 1.77 174.51 -342.75 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 23.72 3.07 1.77 180.04 -342.21 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 36.58 1.77 3.07 318.46 -198.80 0.00 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 23.72 1.77 3.07 323.99 -198.26 0.00 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 36.58 0.00 3.54 371.14 -2.17 0.00 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 23.72 0.00 3.54 376.68 -1.62 0.00 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 36.58 -1.77 3.07 318.46 194.47 0.00 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 23.72 -1.77 3.07 323.99 195.01 0.00 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 36.58 -3.07 1.77 174.51 338.42 0.00 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 23.72 -3.07 1.77 180.04 338.96 0.00 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 36.58 -3.54 -0.00 -22.13 391.10 0.00 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 23.72 -3.54 -0.00 -16.60 391.65 0.00 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 36.58 -3.07 -1.77 -218.76 338.42 0.00 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 23.72 -3.07 -1.77 -213.23 338.96 0.00 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 36.58 -1.77 -3.07 -362.71 194.47 0.00 0.9 Dead-1.0 Ev+1.0 Eh 330 deg 23.72 -1.77 -3.07 -357.18 195.01 0.00 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 1 0.00 -28.71 0.00 0.00 28.71 0.00 0.000% 2 0.17 -34.45 -20.39 -0.17 34.45 20.39 0.000% 3 0.17 -25.84 -20.39 -0.17 25.84 20.39 0.000% 4 9.38 -34.45 -16.22 -9.38 34.45 16.22 0.000% 5 9.38 -25.84 -16.22 -9.38 25.84 16.22 0.000% 6 16.88 -34.45 -9.93 -16.88 34.45 9.93 0.000% 7 16.88 -25.84 -9.93 -16.88 25.84 9.93 0.000% 8 21.20 -34.45 -0.17 -21.20 34.45 0.17 0.000% 9 21.20 -25.84 -0.17 -21.20 25.84 0.17 0.000% 10 18.79 -34.45 10.83 -18.79 34.45 -10.83 0.000% 11 18.79 -25.84 10.83 -18.79 25.84 -10.83 0.000% 12 10.30 -34.45 18.15 -10.30 34.45 -18.15 0.000% 13 10.30 -25.84 18.15 -10.30 25.84 -18.15 0.000% 14 -0.17 -34.45 19.37 0.17 34.45 -19.37 0.000% 15 -0.17 -25.84 19.37 0.17 25.84 -19.37 0.000% 16 -9.38 -34.45 16.22 9.38 34.45 -16.22 0.000% 17 -9.38 -25.84 16.22 9.38 25.84 -16.22 0.000% 18 -17.76 -34.45 10.44 17.76 34.45 -10.44 0.000% 19 -17.76 -25.84 10.44 17.76 25.84 -10.44 0.000% 20 -21.20 -34.45 0.17 21.20 34.45 -0.17 0.000% 21 -21.20 -25.84 0.17 21.20 25.84 -0.17 0.000% 22 -17.91 -34.45 -10.32 17.91 34.45 10.32 0.000% 23 -17.91 -25.84 -10.32 17.91 25.84 10.32 0.000% 24 -10.30 -34.45 -18.15 10.30 34.45 18.15 0.000% 25 -10.30 -25.84 -18.15 10.30 25.84 18.15 0.000% 26 0.06 -28.71 -7.17 -0.06 28.71 7.17 0.000% April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 29 tnxTower Report - version 8.1.1.0 Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 27 3.30 -28.71 -5.71 -3.30 28.71 5.71 0.000% 28 5.94 -28.71 -3.49 -5.94 28.71 3.49 0.000% 29 7.44 -28.71 -0.06 -7.44 28.71 0.06 0.000% 30 6.59 -28.71 3.80 -6.59 28.71 -3.80 0.000% 31 3.62 -28.71 6.38 -3.62 28.71 -6.38 0.000% 32 -0.06 -28.71 6.81 0.06 28.71 -6.81 0.000% 33 -3.30 -28.71 5.71 3.30 28.71 -5.71 0.000% 34 -6.24 -28.71 3.67 6.24 28.71 -3.67 0.000% 35 -7.44 -28.71 0.06 7.44 28.71 -0.06 0.000% 36 -6.29 -28.71 -3.63 6.29 28.71 3.63 0.000% 37 -3.62 -28.71 -6.38 3.62 28.71 6.38 0.000% 38 0.00 -36.58 -3.54 0.00 36.58 3.54 0.000% 39 0.00 -23.72 -3.54 0.00 23.72 3.54 0.000% 40 1.77 -36.58 -3.07 -1.77 36.58 3.07 0.000% 41 1.77 -23.72 -3.07 -1.77 23.72 3.07 0.000% 42 3.07 -36.58 -1.77 -3.07 36.58 1.77 0.000% 43 3.07 -23.72 -1.77 -3.07 23.72 1.77 0.000% 44 3.54 -36.58 0.00 -3.54 36.58 0.00 0.000% 45 3.54 -23.72 0.00 -3.54 23.72 0.00 0.000% 46 3.07 -36.58 1.77 -3.07 36.58 -1.77 0.000% 47 3.07 -23.72 1.77 -3.07 23.72 -1.77 0.000% 48 1.77 -36.58 3.07 -1.77 36.58 -3.07 0.000% 49 1.77 -23.72 3.07 -1.77 23.72 -3.07 0.000% 50 0.00 -36.58 3.54 0.00 36.58 -3.54 0.000% 51 0.00 -23.72 3.54 0.00 23.72 -3.54 0.000% 52 -1.77 -36.58 3.07 1.77 36.58 -3.07 0.000% 53 -1.77 -23.72 3.07 1.77 23.72 -3.07 0.000% 54 -3.07 -36.58 1.77 3.07 36.58 -1.77 0.000% 55 -3.07 -23.72 1.77 3.07 23.72 -1.77 0.000% 56 -3.54 -36.58 0.00 3.54 36.58 0.00 0.000% 57 -3.54 -23.72 0.00 3.54 23.72 0.00 0.000% 58 -3.07 -36.58 -1.77 3.07 36.58 1.77 0.000% 59 -3.07 -23.72 -1.77 3.07 23.72 1.77 0.000% 60 -1.77 -36.58 -3.07 1.77 36.58 3.07 0.000% 61 -1.77 -23.72 -3.07 1.77 23.72 3.07 0.000% Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 150 - 140 3.140 37 0.1947 0.0339 T2 140 - 120 2.729 37 0.1919 0.0338 T3 120 - 100 1.944 37 0.1671 0.0300 T4 100 - 80 1.295 37 0.1290 0.0236 T5 80 - 60 0.802 37 0.0951 0.0172 T6 60 - 40 0.441 37 0.0672 0.0120 T7 40 - 20 0.203 30 0.0383 0.0079 T8 20 - 0 0.063 30 0.0192 0.0039 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 150.00 Lighting Rod 5/8'' x 4' 37 3.140 0.1947 0.0339 340385 149.00 (2) RV105-17-00DP w/ Mount Pipe 37 3.098 0.1946 0.0339 340385 145.00 DC6-48-60-18-8F 37 2.934 0.1939 0.0340 340385 144.50 CCISeismic (12) andrew LDF6- 50A(1-1/4) From 0 to 149 (140ft to149ft) 37 2.913 0.1937 0.0340 309386 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 30 tnxTower Report - version 8.1.1.0 Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 131.00 RC3DC-3315-PF-48 37 2.365 0.1837 0.0327 56419 130.00 (4) SBNHH-1D65C w/ Mount Pipe 37 2.325 0.1825 0.0325 52414 125.00 CCISeismic (2) commscope RFF-36SM-1006-218-SPE(1-1/2) From 0 to 130 (120ft to130ft) 37 2.131 0.1753 0.0314 38682 119.00 APXVAALL24_43-U-NA20_TMO w/ Mount Pipe 37 1.908 0.1653 0.0298 31123 110.00 CCISeismic Tower Section 3 37 1.600 0.1484 0.0269 30115 109.50 CCISeismic (3) rfs celwave HB158-21U6S24-xxM_TMO(1- 5/8) From 0 to 119 (100ft to119ft) 37 1.584 0.1474 0.0268 30089 90.00 CCISeismic Tower Section 4 37 1.030 0.1110 0.0203 33231 80.00 Side Lighting 37 0.802 0.0951 0.0172 37417 70.00 CCISeismic Tower Section 5 37 0.605 0.0810 0.0144 37622 50.00 CCISeismic Tower Section 6 30 0.308 0.0522 0.0098 43563 30.00 CCISeismic Tower Section 7 30 0.122 0.0279 0.0059 51248 10.00 CCISeismic Tower Section 8 30 0.026 0.0099 0.0019 100639 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 150 - 140 9.012 11 0.5570 0.0984 T2 140 - 120 7.840 11 0.5491 0.0981 T3 120 - 100 5.599 11 0.4781 0.0872 T4 100 - 80 3.737 11 0.3698 0.0684 T5 80 - 60 2.317 11 0.2729 0.0501 T6 60 - 40 1.277 11 0.1930 0.0348 T7 40 - 20 0.587 11 0.1102 0.0228 T8 20 - 0 0.180 11 0.0552 0.0113 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 150.00 Lighting Rod 5/8'' x 4' 11 9.012 0.5570 0.0984 123623 149.00 (2) RV105-17-00DP w/ Mount Pipe 11 8.895 0.5566 0.0984 123623 145.00 DC6-48-60-18-8F 11 8.425 0.5545 0.0985 123623 144.50 CCISeismic (12) andrew LDF6- 50A(1-1/4) From 0 to 149 (140ft to149ft) 11 8.367 0.5542 0.0985 112363 131.00 RC3DC-3315-PF-48 11 6.802 0.5256 0.0948 20064 130.00 (4) SBNHH-1D65C w/ Mount Pipe 11 6.688 0.5220 0.0943 18621 125.00 CCISeismic (2) commscope RFF-36SM-1006-218-SPE(1-1/2) From 0 to 130 (120ft to130ft) 11 6.133 0.5017 0.0911 13650 119.00 APXVAALL24_43-U-NA20_TMO w/ Mount Pipe 11 5.495 0.4731 0.0864 10899 110.00 CCISeismic Tower Section 3 11 4.612 0.4250 0.0782 10544 109.50 CCISeismic (3) rfs celwave HB158-21U6S24-xxM_TMO(1- 5/8) From 0 to 119 (100ft to119ft) 11 4.565 0.4222 0.0777 10535 90.00 CCISeismic Tower Section 4 11 2.976 0.3184 0.0589 11596 80.00 Side Lighting 11 2.317 0.2729 0.0501 13048 70.00 CCISeismic Tower Section 5 11 1.751 0.2327 0.0420 13118 50.00 CCISeismic Tower Section 6 11 0.893 0.1499 0.0286 15177 30.00 CCISeismic Tower Section 7 11 0.350 0.0803 0.0171 17858 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 31 tnxTower Report - version 8.1.1.0 Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 10.00 CCISeismic Tower Section 8 11 0.073 0.0284 0.0056 35036 Bolt Design Data Section No. Elevation ft Component Type Bolt Grade Bolt Size in Number Of Bolts Maximum Load per Bolt K Allowable Load per Bolt K Ratio Load Allowable Allowable Ratio Criteria T1 150 Leg A325N 0.6250 4 0.71 20.34 0.035 1.05 Bolt Tension Diagonal A325N 0.5000 2 0.70 5.00 0.140 1.05 Member Block Shear Top Girt A325N 0.6250 1 0.30 7.83 0.038 1.05 Member Bearing T2 140 Leg A325N 0.7500 4 4.89 30.10 0.163 1.05 Bolt Tension Diagonal A325N 0.5000 2 1.48 5.00 0.295 1.05 Member Block Shear T3 120 Leg A325N 0.8750 4 9.85 41.56 0.237 1.05 Bolt Tension Diagonal A325N 0.5000 2 1.62 5.51 0.293 1.05 Member Block Shear T4 100 Leg A325N 0.8750 4 14.27 41.56 0.344 1.05 Bolt Tension Diagonal A325N 0.5000 2 1.49 5.51 0.270 1.05 Member Block Shear T5 80 Leg A325N 0.8750 4 17.77 41.56 0.428 1.05 Bolt Tension Diagonal A325N 0.5000 1 3.55 6.20 0.573 1.05 Member Bearing T6 60 Leg A325N 1.0000 6 14.19 54.52 0.260 1.05 Bolt Tension Diagonal A325N 0.7500 1 3.69 9.46 0.390 1.05 Member Bearing T7 40 Leg A325N 0.8750 12 8.19 41.56 0.197 1.05 Bolt Tension Diagonal A325N 0.7500 1 3.89 9.46 0.411 1.05 Member Bearing T8 20 Diagonal A325N 0.6250 1 4.15 7.83 0.530 1.05 Member Bearing Compression Checks Leg Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 150 - 140 P2.5x.203 10.00 5.00 63.3 K=1.00 1.7040 -4.98 57.19 0.087 1 T2 140 - 120 P3x.216 20.00 5.00 51.6 K=1.00 2.2285 -25.27 82.56 0.306 1 T3 120 - 100 P4x.237 20.03 6.68 53.1 K=1.00 3.1741 -49.26 116.24 0.424 1 T4 100 - 80 P5x.258 20.03 6.68 42.7 K=1.00 4.2999 -69.15 169.37 0.408 1 T5 80 - 60 P6x.280 20.03 10.02 53.5 K=1.00 5.5813 -85.24 203.69 0.418 1 T6 60 - 40 P6x.280 20.03 10.02 53.5 K=1.00 5.5813 -101.80 203.69 0.500 1 T7 40 - 20 P8x.322 20.03 10.02 40.9 K=1.00 8.3993 -117.91 334.42 0.353 1 T8 20 - 0 P8x.322 20.03 10.02 40.9 K=1.00 8.3993 -133.40 334.42 0.399 1 1 P u / fPn controls April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 32 tnxTower Report - version 8.1.1.0 Diagonal Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 150 - 140 L1 3/4x1 3/4x3/16 7.81 3.58 124.0 K=0.99 0.6211 -1.42 11.55 0.123 1 T2 140 - 120 L1 3/4x1 3/4x3/16 7.81 3.55 123.1 K=0.99 0.6211 -3.04 11.71 0.260 1 T3 120 - 100 L2x2x3/16 10.16 4.89 142.0 K=0.95 0.7150 -3.05 10.15 0.301 1 T4 100 - 80 L2x2x3/16 11.74 5.63 159.2 K=0.93 0.7150 -2.93 8.08 0.362 1 T5 80 - 60 L2 1/2x2 1/2x3/16 15.24 7.48 181.4 K=1.00 0.9020 -3.57 7.85 0.456 1 T6 60 - 40 L3x3x3/16 16.80 8.23 165.8 K=1.00 1.0900 -3.81 11.35 0.336 1 T7 40 - 20 L3x3x3/16 18.45 8.96 180.4 K=1.00 1.0900 -4.11 9.59 0.429 1 T8 20 - 0 L3x3x3/16 20.16 9.83 198.0 K=1.00 1.0900 -4.59 7.96 0.577 1 1 P u / fPn controls Top Girt Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 150 - 140 L2 1/2x2 1/2x3/16 6.00 5.52 133.8 K=1.00 0.9020 -0.31 14.41 0.022 1 1 P u / fPn controls Tension Checks Leg Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 150 - 140 P2.5x.203 10.00 5.00 63.3 1.7040 2.83 76.68 0.037 1 T2 140 - 120 P3x.216 20.00 5.00 51.6 2.2285 19.57 100.28 0.195 1 T3 120 - 100 P4x.237 20.03 6.68 53.1 3.1741 39.39 142.83 0.276 1 T4 100 - 80 P5x.258 20.03 6.68 42.7 4.2999 57.10 193.49 0.295 1 T5 80 - 60 P6x.280 20.03 10.02 53.5 5.5813 71.07 251.16 0.283 1 T6 60 - 40 P6x.280 20.03 10.02 53.5 5.5813 85.13 251.16 0.339 1 T7 40 - 20 P8x.322 20.03 10.02 40.9 8.3993 98.28 377.97 0.260 1 T8 20 - 0 P8x.322 20.03 10.02 40.9 8.3993 110.65 377.97 0.293 1 1 P u / fPn controls Diagonal Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 150 - 140 L1 3/4x1 3/4x3/16 7.81 3.58 83.8 0.3779 1.40 16.44 0.085 1 April 19, 2022 150 Ft Self Support Tower Structural Analysis CCI BU No 857623 Project Number CN11-251 / 2200039, Order 608295, Revision 0 Page 33 tnxTower Report - version 8.1.1.0 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T2 140 - 120 L1 3/4x1 3/4x3/16 7.81 3.55 83.0 0.3779 2.95 16.44 0.179 1 T3 120 - 100 L2x2x3/16 9.67 4.65 93.7 0.4484 3.23 19.50 0.166 1 T4 100 - 80 L2x2x3/16 10.67 5.10 102.5 0.4484 2.98 19.50 0.153 1 T5 80 - 60 L2 1/2x2 1/2x3/16 15.24 7.48 117.0 0.5886 3.55 25.60 0.139 1 T6 60 - 40 L3x3x3/16 16.80 8.23 107.0 0.6945 3.69 30.21 0.122 1 T7 40 - 20 L3x3x3/16 18.45 8.96 116.2 0.6945 3.89 30.21 0.129 1 T8 20 - 0 L3x3x3/16 20.16 9.83 127.2 0.7120 4.15 30.97 0.134 1 1 P u / fPn controls Top Girt Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 150 - 140 L2 1/2x2 1/2x3/16 6.00 5.52 88.8 0.5710 0.30 24.84 0.012 1 1 P u / fPn controls Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail T1 150 - 140 Leg P2.5x.203 3 -4.98 60.05 8.3 Pass T2 140 - 120 Leg P3x.216 21 -25.27 86.69 29.2 Pass T3 120 - 100 Leg P4x.237 48 -49.26 122.05 40.4 Pass T4 100 - 80 Leg P5x.258 68 -69.15 177.84 38.9 Pass T5 80 - 60 Leg P6x.280 89 -85.24 213.87 39.9 Pass T6 60 - 40 Leg P6x.280 104 -101.80 213.87 47.6 Pass T7 40 - 20 Leg P8x.322 119 -117.91 351.14 33.6 Pass T8 20 - 0 Leg P8x.322 134 -133.40 351.14 38.0 Pass T1 150 - 140 Diagonal L1 3/4x1 3/4x3/16 12 -1.42 12.13 11.7 Pass T2 140 - 120 Diagonal L1 3/4x1 3/4x3/16 25 -3.04 12.29 24.7 Pass T3 120 - 100 Diagonal L2x2x3/16 54 -3.05 10.66 28.7 Pass T4 100 - 80 Diagonal L2x2x3/16 72 -2.93 8.48 34.5 Pass T5 80 - 60 Diagonal L2 1/2x2 1/2x3/16 93 -3.57 8.24 43.4 Pass T6 60 - 40 Diagonal L3x3x3/16 108 -3.81 11.92 32.0 Pass T7 40 - 20 Diagonal L3x3x3/16 123 -4.11 10.07 40.8 Pass T8 20 - 0 Diagonal L3x3x3/16 138 -4.59 8.36 55.0 Pass T1 150 - 140 Top Girt L2 1/2x2 1/2x3/16 5 -0.31 15.13 2.1 Pass Summary Leg (T6) 47.6 Pass Diagonal (T8) 55.0 Pass Top Girt (T1) 2.1 Pass Bolt Checks 54.6 Pass RATING = 55.0 Pass tnxTower Report - version 8.1.1.0 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 8.1.1.0 APPENDIX C ADDITIONAL CALCULATIONS Self Support Anchor Rod Capacity *TIA-222-H Section 15.5 Applied Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) (6) 1-1/2" ø bolts (F1554-55 N; Fy=55 ksi, Fu=75 ksi) Pu_t = 18.96 φPn_t = 79.31 Stress Rating l ar (in):1.625 Vu = 1.99 φVn = 49.7 22.8% Mu = n/a φMn = n/a Pass Iar (in) 1.625 Grout Considered:Yes Site Info BU # 857623 Site Name Thornton Order # 608295 Rev. 0 Analysis Considerations TIA-222 Revision H Comp. Applied Loads Analysis Results Axial Force (kips) 137.36 Shear Force (kips) 13.98 Considered Eccentricity Leg Mod Eccentricity (in)0.000 *Anchor Rod Eccentricity Applied Anchor Rod N.A Shift (in)0.000 Uplift 113.74 11.91 Total Eccentricity (in)0.000 Connection Properties Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 Analysis Date: 04/19/2022CCIplate - Version 4.1.2 Self Support Anchor Rod Capacity - Seismic *TIA-222-H Section 15.5 Applied ***1.5 Overstrength factor Applied Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) (6) 1-1/2" ø bolts (F1554-55 N; Fy=55 ksi, Fu=75 ksi) Pu_t = 8.31 φPn_t = 79.31 Stress Rating l ar (in):1.625 Vu = 0.93 φVn = 49.7 10.0% Mu = n/a φMn = n/a Pass Uplift 49.88 5.55 Total Eccentricity (in)0.000 Connection Properties Analysis Results Axial Force (kips) 79.47 Shear Force (kips) 7.95 Considered Eccentricity Leg Mod Eccentricity (in)0.000 *Anchor Rod Eccentricity Applied Anchor Rod N.A Shift (in)0.000 Comp. Applied Loads Iar (in) 1.625 Grout Considered:Yes Site Info BU # 857623 Site Name Thornton Order # 608295 Rev. 0 Analysis Considerations TIA-222 Revision H Show image? Plate Dia. Shaft Dia. Pole Shape Plate Type: Plate Geometry: Plate Quantity Plate Dia. 2 Shaft Dia. 2 Analysis Date: 04/19/2022CCIplate - Version 4.1.2 1962.38 ft-kips Capacity Demand Rating*Check 34.45 kips 177.48 21.69 11.6%Pass 21.69 kips 6.75 1.04 14.7%Pass 137.36 kips 4976.51 2043.94 41.1%Pass 13.98 kips 1932.78 0.00 0.0%Pass 113.74 kips 1251.26 0.00 0.0%Pass 11.91 kips #DIV/0!0.00 0.0%Pass 150 ft 2186.12 469.23 20.4%Pass 18 ft 874.74 76.97 8.4%Pass 3.125 in 0.164 0.025 14.2%Pass 13.25 in 689.99 0.00 0.0%Pass 0.164 0.020 11.8%Pass 689.99 0.00 0.0%Pass Circular ft 0.50 ft Structural Rating*:20.4% Soil Rating*:41.1% 4 Tie 3 in 3.50 ft 28.00 ft 3.00 ft 5 28 7 26 3 in 60 ksi 3 ksi 150 pcf 110 pcf 9.000 ksf <-- Toggle between Gross and Net 0.000 ksf 34 degrees 0.58 3.0 ft No 8 ftGroundwater Depth, gw: Base Friction, μ: Cohesion, Cu: Friction Angle, ϕ: Total Soil Unit Weight, γ: Ultimate Gross Bearing, Qult: SPT Blow Count, Nblows: Pad Width, W1: Pad Thickness, T: Material Properties Foundation Bearing on Rock? Pad Properties Soil Properties Depth, D: Pad Clear Cover, ccpad: Dry Concrete Density, δc: Rebar Grade, Fy: Pad Rebar Quantity (Bottom dir. 2), mp2: Pad Rebar Size (Top dir.2), Sptop2: Pad Rebar Quantity (Top dir. 2), mptop2: Pad Rebar Size (Bottom dir. 2), Sp2: Pier Properties Global Moment, M: Concrete Compressive Strength, F'c: Tower Centroid Offset?: Leg Comp. Shear, Vu_comp: Pier Diameter, dpier: Pier Rebar Quantity, mc: Pier Tie/Spiral Size, St: Pier Clear Cover, ccpier: Neglected Depth, N: Pier Shape: Pier Rebar Size, Sc: Pier Reinforcement Type: Ext. Above Grade, E: Pier Tie/Spiral Quantity, mt: SST Unit Base Foundation BU # : Site Name: Leg Compression, Pcomp: TIA-222 Revision: App. Number: Superstructure Analysis Reactions H Global Axial, P: Global Shear, V: 857623 Thornton 608295 Rev. 0 Leg Uplift. Shear, Vu_uplift: BP Dist. Above Fdn, bpdist: Block Foundation?: Pad Shear - Comp 2-way (ksi) Pier Compression (kip) Pier Flexure (Comp.) (kip*ft) Pad Shear - 1-way (kips) Tower Height, H: Base Face Width, BW: Leg Uplift, Puplift:Pier Flexure (Tension) (kip*ft) Bearing Pressure (ksf) Overturning (kip*ft) Foundation Analysis Checks Rectangular Pad?: Top & Bot. Pad Rein. Different?: Anchor Bolt Circle, BC:Flexural 2-way (Comp) (kip*ft) Flexural 2-way (Tension) (kip*ft) *Rating per TIA-222-H Section 15.5 Pad Flexure (kip*ft) Pad Shear - Tension 2-way (ksi) Lateral (Sliding) (kips) Version 4.0.3 BU: 857623 Structure: A WO: 2102344 Order: 608295 Rev: 0 Decimal Degrees Deg Min Sec ###Lat: 43.750694 + 43 45 2.50 ###Long: -111.854997 - 111 51 17.99 Seismic Design Code: TIA-222-H-1 ###Site Soil: D (Determined) Stiff Soil Risk Category: II ###USGS Seismic Reference SS: 0.3690 g ###S1: 0.1410 g TL: 6 s 1 Importance Factor, Ie: 1 Acceleration-based site coefficient, Fa: 1.5048 Velocity-based site coefficient, Fv: 2.3180 Design spectral response acceleration short period, SDS: 0.3702 g Design spectral response acceleration 1 s period, SD1: 0.2179 g Ts: 0.5886 Seismic Design Category Based on SDS: C Seismic Design Category Based on SD1: D Seismic Design Category Based on S1: N/A Controlling Seismic Design Category: D Location Code and Site Parameters Seismic Design Category Determination CCISeismic 3.3.9 Page 1 Analysis Date: 04/19/2022 BU: 857623 Structure: A WO: 2102344 Order: 608295 Rev: 0 Tower Type:Self-Support Height, h:150 ft ###Effective Seismic Weight, W: 28.71 kips Amplification Factor, As:1.0 2.7.8.1 ###Response Modification Factor, R: 3 ###0.503766555 wa: 10.8000 ft w0: 18.0000 ft W1: 14.6427 kips Weight of Structure and Appurtenances within top 5%, W2: 3.0044 kips Kf: 4540 ft Fa: 1.9850 hz Approximate Fundamental Period Self-Support, Ta: 0.5038 s 2.7.7.1.3.2 Seismic Response Coefficient, Cs 0.1234 2.7.7.1.1 Seismic Response Coefficient Max 1, Csmax 0.1442 2.7.7.1.1 Seismic Response Coefficient Max 2, Csmax N/A 2.7.7.1.1 Seismic Response Coefficient Min 1, Csmin 0.0300 2.7.7.1.1 Seismic Response Coefficient Min 2, Csmin N/A 2.7.7.1.1 Controlling Seismic Response Coefficient, Csc 0.1234 Seismic Base Shear, V 3.543 kips 2.7.7.1.1 Period Related Exponent, k: 1.002 Sum of wihi k 2469.74 ### Tower Details Seismic Base Shear Vertical Distribution Factors CCISeismic 3.3.9 Page 2 Analysis Date: 04/19/2022 Section Number Length Top Height Mid Height, hx Section Weight, wx wxhx k Cvx Fxh Fxv 1 10.00 150.00 145.00 0.4273 62.54 0.0253 0.0897 0.0316 2 20.00 140.00 130.00 0.8511 111.67 0.0452 0.1602 0.0630 3 20.00 120.00 110.00 1.0729 119.06 0.0482 0.1708 0.0794 4 20.00 100.00 90.00 1.3701 124.36 0.0504 0.1784 0.1014 5 20.00 80.00 70.00 1.6892 119.19 0.0483 0.1710 0.1251 6 20.00 60.00 50.00 1.8717 94.27 0.0382 0.1352 0.1386 7 20.00 40.00 30.00 2.5203 76.09 0.0308 0.1092 0.1866 8 20.00 20.00 10.00 2.5957 26.07 0.0106 0.0374 0.1922 Sum 12.3983 733.27 Tower Section Loads CCISeismic 3.3.9 Page 3 Analysis Date: 04/19/2022 Name hx wx wxhx k Cvx Fxh Fxv tower mounts Lighting Rod 5/8" x 4'150.00 0.0300 4.54 0.0018 0.0065 0.0022 miscl Flash Beacon Lighting 150.00 0.0500 7.57 0.0031 0.0109 0.0037 miscl Side Lighting 80.00 0.0050 0.40 0.0002 0.0006 0.0004 miscl Side Lighting 80.00 0.0050 0.40 0.0002 0.0006 0.0004 miscl Side Lighting 80.00 0.0050 0.40 0.0002 0.0006 0.0004 (2) ems wireless RV105-17-00DP w/ Mount Pipe 149.00 0.0972 14.62 0.0059 0.0210 0.0072 (2) ems wireless RV105-17-00DP w/ Mount Pipe 149.00 0.0972 14.62 0.0059 0.0210 0.0072 kathrein 80010992 w/ Mount Pipe 149.00 0.1801 27.09 0.0110 0.0389 0.0133 kathrein 80010992 w/ Mount Pipe 149.00 0.1801 27.09 0.0110 0.0389 0.0133 kathrein 80010992 w/ Mount Pipe 149.00 0.1801 27.09 0.0110 0.0389 0.0133 powerwave technologies 7722.00 w/ Mount Pipe 149.00 0.0578 8.70 0.0035 0.0125 0.0043 powerwave technologies 7722.00 w/ Mount Pipe 149.00 0.0578 8.70 0.0035 0.0125 0.0043 powerwave technologies 7722.00 w/ Mount Pipe 149.00 0.0578 8.70 0.0035 0.0125 0.0043 (2) powerwave technologies 7221.40 w/ Mount Pipe 149.00 0.1200 18.05 0.0073 0.0259 0.0089 powerwave technologies LGP18601 149.00 0.0099 1.49 0.0006 0.0021 0.0007 powerwave technologies LGP18601 149.00 0.0099 1.49 0.0006 0.0021 0.0007 powerwave technologies LGP18601 149.00 0.0099 1.49 0.0006 0.0021 0.0007 alcatel lucent RRH2X40-07-L-AT 149.00 0.0500 7.52 0.0030 0.0108 0.0037 alcatel lucent RRH2X40-07-L-AT 149.00 0.0500 7.52 0.0030 0.0108 0.0037 alcatel lucent RRH2X40-07-L-AT 149.00 0.0500 7.52 0.0030 0.0108 0.0037 nokia AHFIB_CCIV2 149.00 0.0700 10.53 0.0043 0.0151 0.0052 nokia AHFIB_CCIV2 149.00 0.0700 10.53 0.0043 0.0151 0.0052 nokia AHFIB_CCIV2 149.00 0.0700 10.53 0.0043 0.0151 0.0052 tower mounts 10' x 2.375" Horizontal Mount Pipe 149.00 0.0366 5.51 0.0022 0.0079 0.0027 tower mounts 10' x 2.375" Horizontal Mount Pipe 149.00 0.0366 5.51 0.0022 0.0079 0.0027 tower mounts 10' x 2.375" Horizontal Mount Pipe 149.00 0.0366 5.51 0.0022 0.0079 0.0027 tower mounts T-Arm Mount [TA 602-3]149.00 0.7743 116.46 0.0472 0.1671 0.0573 raycap DC6-48-60-18-8F 145.00 0.0200 2.93 0.0012 0.0042 0.0015 raycap RC3DC-3315-PF-48 131.00 0.0300 3.97 0.0016 0.0057 0.0022 raycap RC3DC-3315-PF-48 131.00 0.0300 3.97 0.0016 0.0057 0.0022 (4) commscope SBNHH-1D65C w/ Mount Pipe 130.00 0.3308 43.39 0.0176 0.0622 0.0245 (4) commscope SBNHH-1D65C w/ Mount Pipe 130.00 0.3308 43.39 0.0176 0.0622 0.0245 (4) commscope SBNHH-1D65C w/ Mount Pipe 130.00 0.3308 43.39 0.0176 0.0622 0.0245 alcatel lucent B13 RRH4X30-4R 130.00 0.0600 7.87 0.0032 0.0113 0.0044 alcatel lucent B13 RRH4X30-4R 130.00 0.0600 7.87 0.0032 0.0113 0.0044 alcatel lucent B13 RRH4X30-4R 130.00 0.0600 7.87 0.0032 0.0113 0.0044 alcatel lucent B5 RRH4X30-4R 130.00 0.0500 6.56 0.0027 0.0094 0.0037 alcatel lucent B5 RRH4X30-4R 130.00 0.0500 6.56 0.0027 0.0094 0.0037 alcatel lucent B5 RRH4X30-4R 130.00 0.0500 6.56 0.0027 0.0094 0.0037 alcatel lucent B66A RRH4X45-4R 130.00 0.0600 7.87 0.0032 0.0113 0.0044 alcatel lucent B66A RRH4X45-4R 130.00 0.0600 7.87 0.0032 0.0113 0.0044 alcatel lucent B66A RRH4X45-4R 130.00 0.0600 7.87 0.0032 0.0113 0.0044 tower mounts Sector Mount [SM 503-3]130.00 1.6905 221.79 0.0898 0.3181 0.1252 rfs celwave APXVAALL24_43-U-NA20_TMO w/ Mount Pipe 119.00 0.1828 21.95 0.0089 0.0315 0.0135 rfs celwave APXVAALL24_43-U-NA20_TMO w/ Mount Pipe 119.00 0.1828 21.95 0.0089 0.0315 0.0135 rfs celwave APXVAALL24_43-U-NA20_TMO w/ Mount Pipe 119.00 0.1828 21.95 0.0089 0.0315 0.0135 ericsson AIR 6419 B41_TMO w/ Mount Pipe 119.00 0.1112 13.35 0.0054 0.0192 0.0082 ericsson AIR 6419 B41_TMO w/ Mount Pipe 119.00 0.1112 13.35 0.0054 0.0192 0.0082 ericsson AIR 6419 B41_TMO w/ Mount Pipe 119.00 0.1112 13.35 0.0054 0.0192 0.0082 ericsson RADIO 4460 B2/B25 B66_TMO 119.00 0.1100 13.21 0.0053 0.0189 0.0081 ericsson RADIO 4460 B2/B25 B66_TMO 119.00 0.1100 13.21 0.0053 0.0189 0.0081 ericsson RADIO 4460 B2/B25 B66_TMO 119.00 0.1100 13.21 0.0053 0.0189 0.0081 ericsson Radio 4480_TMOV2 119.00 0.0800 9.61 0.0039 0.0138 0.0059 ericsson Radio 4480_TMOV2 119.00 0.0800 9.61 0.0039 0.0138 0.0059 ericsson Radio 4480_TMOV2 119.00 0.0800 9.61 0.0039 0.0138 0.0059 (2) tower mounts 8' x 2" Mount Pipe 119.00 0.0600 7.20 0.0029 0.0103 0.0044 (2) tower mounts 8' x 2" Mount Pipe 119.00 0.0600 7.20 0.0029 0.0103 0.0044 (2) tower mounts 8' x 2" Mount Pipe 119.00 0.0600 7.20 0.0029 0.0103 0.0044 12' Heavy Duty V-Frame [#VFA12-HD]119.00 0.6580 79.01 0.0320 0.1133 0.0487 12' Heavy Duty V-Frame [#VFA12-HD]119.00 0.6580 79.01 0.0320 0.1133 0.0487 12' Heavy Duty V-Frame [#VFA12-HD]119.00 0.6580 79.01 0.0320 0.1133 0.0487 Sum 9.2756 1222.29 Discrete Loads CCISeismic 3.3.9 Page 4 Analysis Date: 04/19/2022 Name Start Height End Height hx wx wxhx k Cvx Fxh Fxv miscl (mh) Safety Line 3/8" From 0 to 150 140.00 150.00 145.00 0.0022 0.32 0.0001 0.0005 0.0002 miscl (mh) Safety Line 3/8" From 0 to 150 120.00 140.00 130.00 0.0044 0.58 0.0002 0.0008 0.0003 miscl (mh) Safety Line 3/8" From 0 to 150 100.00 120.00 110.00 0.0044 0.49 0.0002 0.0007 0.0003 miscl (mh) Safety Line 3/8" From 0 to 150 80.00 100.00 90.00 0.0044 0.40 0.0002 0.0006 0.0003 miscl (mh) Safety Line 3/8" From 0 to 150 60.00 80.00 70.00 0.0044 0.31 0.0001 0.0004 0.0003 miscl (mh) Safety Line 3/8" From 0 to 150 40.00 60.00 50.00 0.0044 0.22 0.0001 0.0003 0.0003 miscl (mh) Safety Line 3/8" From 0 to 150 20.00 40.00 30.00 0.0044 0.13 0.0001 0.0002 0.0003 miscl (mh) Safety Line 3/8" From 0 to 150 0.00 20.00 10.00 0.0044 0.04 0.0000 0.0001 0.0003 Climbing Ladder From 0 to 150 140.00 150.00 145.00 0.0790 11.56 0.0047 0.0166 0.0058 Climbing Ladder From 0 to 150 120.00 140.00 130.00 0.1580 20.73 0.0084 0.0297 0.0117 Climbing Ladder From 0 to 150 100.00 120.00 110.00 0.1580 17.53 0.0071 0.0252 0.0117 Climbing Ladder From 0 to 150 80.00 100.00 90.00 0.1580 14.34 0.0058 0.0206 0.0117 Climbing Ladder From 0 to 150 60.00 80.00 70.00 0.1580 11.15 0.0045 0.0160 0.0117 Climbing Ladder From 0 to 150 40.00 60.00 50.00 0.1580 7.96 0.0032 0.0114 0.0117 Climbing Ladder From 0 to 150 20.00 40.00 30.00 0.1580 4.77 0.0019 0.0068 0.0117 Climbing Ladder From 0 to 150 0.00 20.00 10.00 0.1580 1.59 0.0006 0.0023 0.0117 Step Pegs From 0 to 150 140.00 150.00 145.00 0.0180 2.64 0.0011 0.0038 0.0013 Step Pegs From 0 to 150 120.00 140.00 130.00 0.0361 4.73 0.0019 0.0068 0.0027 Step Pegs From 0 to 150 100.00 120.00 110.00 0.0361 4.00 0.0016 0.0057 0.0027 Step Pegs From 0 to 150 80.00 100.00 90.00 0.0361 3.27 0.0013 0.0047 0.0027 Step Pegs From 0 to 150 60.00 80.00 70.00 0.0361 2.55 0.0010 0.0037 0.0027 Step Pegs From 0 to 150 40.00 60.00 50.00 0.0361 1.82 0.0007 0.0026 0.0027 Step Pegs From 0 to 150 20.00 40.00 30.00 0.0361 1.09 0.0004 0.0016 0.0027 Step Pegs From 0 to 150 0.00 20.00 10.00 0.0361 0.36 0.0001 0.0005 0.0027 Step Pegs From 0 to 150 140.00 150.00 145.00 0.0180 2.64 0.0011 0.0038 0.0013 Step Pegs From 0 to 150 120.00 140.00 130.00 0.0361 4.73 0.0019 0.0068 0.0027 Step Pegs From 0 to 150 100.00 120.00 110.00 0.0361 4.00 0.0016 0.0057 0.0027 Step Pegs From 0 to 150 80.00 100.00 90.00 0.0361 3.27 0.0013 0.0047 0.0027 Step Pegs From 0 to 150 60.00 80.00 70.00 0.0361 2.55 0.0010 0.0037 0.0027 Step Pegs From 0 to 150 40.00 60.00 50.00 0.0361 1.82 0.0007 0.0026 0.0027 Step Pegs From 0 to 150 20.00 40.00 30.00 0.0361 1.09 0.0004 0.0016 0.0027 Step Pegs From 0 to 150 0.00 20.00 10.00 0.0361 0.36 0.0001 0.0005 0.0027 Step Pegs From 0 to 150 140.00 150.00 145.00 0.0180 2.64 0.0011 0.0038 0.0013 Step Pegs From 0 to 150 120.00 140.00 130.00 0.0361 4.73 0.0019 0.0068 0.0027 Step Pegs From 0 to 150 100.00 120.00 110.00 0.0361 4.00 0.0016 0.0057 0.0027 Step Pegs From 0 to 150 80.00 100.00 90.00 0.0361 3.27 0.0013 0.0047 0.0027 Step Pegs From 0 to 150 60.00 80.00 70.00 0.0361 2.55 0.0010 0.0037 0.0027 Step Pegs From 0 to 150 40.00 60.00 50.00 0.0361 1.82 0.0007 0.0026 0.0027 Step Pegs From 0 to 150 20.00 40.00 30.00 0.0361 1.09 0.0004 0.0016 0.0027 Step Pegs From 0 to 150 0.00 20.00 10.00 0.0361 0.36 0.0001 0.0005 0.0027 miscl (mh) Feedline Ladder (Af) From 0 to 150 140.00 150.00 145.00 0.0840 12.29 0.0050 0.0176 0.0062 miscl (mh) Feedline Ladder (Af) From 0 to 150 120.00 140.00 130.00 0.1680 22.04 0.0089 0.0316 0.0124 miscl (mh) Feedline Ladder (Af) From 0 to 150 100.00 120.00 110.00 0.1680 18.64 0.0075 0.0267 0.0124 miscl (mh) Feedline Ladder (Af) From 0 to 150 80.00 100.00 90.00 0.1680 15.25 0.0062 0.0219 0.0124 miscl (mh) Feedline Ladder (Af) From 0 to 150 60.00 80.00 70.00 0.1680 11.85 0.0048 0.0170 0.0124 miscl (mh) Feedline Ladder (Af) From 0 to 150 40.00 60.00 50.00 0.1680 8.46 0.0034 0.0121 0.0124 miscl (mh) Feedline Ladder (Af) From 0 to 150 20.00 40.00 30.00 0.1680 5.07 0.0021 0.0073 0.0124 miscl (mh) Feedline Ladder (Af) From 0 to 150 0.00 20.00 10.00 0.1680 1.69 0.0007 0.0024 0.0124 miscl (mh) Feedline Ladder (Af) From 0 to 150 140.00 150.00 145.00 0.0840 12.29 0.0050 0.0176 0.0062 miscl (mh) Feedline Ladder (Af) From 0 to 150 120.00 140.00 130.00 0.1680 22.04 0.0089 0.0316 0.0124 miscl (mh) Feedline Ladder (Af) From 0 to 150 100.00 120.00 110.00 0.1680 18.64 0.0075 0.0267 0.0124 miscl (mh) Feedline Ladder (Af) From 0 to 150 80.00 100.00 90.00 0.1680 15.25 0.0062 0.0219 0.0124 miscl (mh) Feedline Ladder (Af) From 0 to 150 60.00 80.00 70.00 0.1680 11.85 0.0048 0.0170 0.0124 miscl (mh) Feedline Ladder (Af) From 0 to 150 40.00 60.00 50.00 0.1680 8.46 0.0034 0.0121 0.0124 miscl (mh) Feedline Ladder (Af) From 0 to 150 20.00 40.00 30.00 0.1680 5.07 0.0021 0.0073 0.0124 miscl (mh) Feedline Ladder (Af) From 0 to 150 0.00 20.00 10.00 0.1680 1.69 0.0007 0.0024 0.0124 Lighting Cable (1/4) From 0 to 150 140.00 150.00 145.00 0.0006 0.09 0.0000 0.0001 0.0000 Lighting Cable (1/4) From 0 to 150 120.00 140.00 130.00 0.0012 0.16 0.0001 0.0002 0.0001 Lighting Cable (1/4) From 0 to 150 100.00 120.00 110.00 0.0012 0.13 0.0001 0.0002 0.0001 Lighting Cable (1/4) From 0 to 150 80.00 100.00 90.00 0.0012 0.11 0.0000 0.0002 0.0001 Lighting Cable (1/4) From 0 to 150 60.00 80.00 70.00 0.0012 0.08 0.0000 0.0001 0.0001 Lighting Cable (1/4) From 0 to 150 40.00 60.00 50.00 0.0012 0.06 0.0000 0.0001 0.0001 Lighting Cable (1/4) From 0 to 150 20.00 40.00 30.00 0.0012 0.04 0.0000 0.0001 0.0001 Lighting Cable (1/4) From 0 to 150 0.00 20.00 10.00 0.0012 0.01 0.0000 0.0000 0.0001 (12) andrew LDF6-50A(1-1/4) From 0 to 149 140.00 149.00 144.50 0.0648 9.45 0.0038 0.0136 0.0048 (12) andrew LDF6-50A(1-1/4) From 0 to 149 120.00 140.00 130.00 0.1440 18.89 0.0076 0.0271 0.0107 (12) andrew LDF6-50A(1-1/4) From 0 to 149 100.00 120.00 110.00 0.1440 15.98 0.0065 0.0229 0.0107 (12) andrew LDF6-50A(1-1/4) From 0 to 149 80.00 100.00 90.00 0.1440 13.07 0.0053 0.0187 0.0107 (12) andrew LDF6-50A(1-1/4) From 0 to 149 60.00 80.00 70.00 0.1440 10.16 0.0041 0.0146 0.0107 (12) andrew LDF6-50A(1-1/4) From 0 to 149 40.00 60.00 50.00 0.1440 7.25 0.0029 0.0104 0.0107 (12) andrew LDF6-50A(1-1/4) From 0 to 149 20.00 40.00 30.00 0.1440 4.35 0.0018 0.0062 0.0107 (12) andrew LDF6-50A(1-1/4) From 0 to 149 0.00 20.00 10.00 0.1440 1.45 0.0006 0.0021 0.0107 rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 149 140.00 149.00 144.50 0.0006 0.08 0.0000 0.0001 0.0000 rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 149 120.00 140.00 130.00 0.0013 0.17 0.0001 0.0002 0.0001 rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 149 100.00 120.00 110.00 0.0013 0.14 0.0001 0.0002 0.0001 rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 149 80.00 100.00 90.00 0.0013 0.12 0.0000 0.0002 0.0001 rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 149 60.00 80.00 70.00 0.0013 0.09 0.0000 0.0001 0.0001 rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 149 40.00 60.00 50.00 0.0013 0.06 0.0000 0.0001 0.0001 rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 149 20.00 40.00 30.00 0.0013 0.04 0.0000 0.0001 0.0001 rosenberger leoni FB-L98-002-XXX(3/8) From 0 to 149 0.00 20.00 10.00 0.0013 0.01 0.0000 0.0000 0.0001 Linear Loads CCISeismic 3.3.9 Page 5 Analysis Date: 04/19/2022 (2) rosenberger leoni WR-VG86T(3/4) From 0 to 149 140.00 149.00 144.50 0.0095 1.39 0.0006 0.0020 0.0007 (2) rosenberger leoni WR-VG86T(3/4) From 0 to 149 120.00 140.00 130.00 0.0212 2.78 0.0011 0.0040 0.0016 (2) rosenberger leoni WR-VG86T(3/4) From 0 to 149 100.00 120.00 110.00 0.0212 2.35 0.0010 0.0034 0.0016 (2) rosenberger leoni WR-VG86T(3/4) From 0 to 149 80.00 100.00 90.00 0.0212 1.92 0.0008 0.0028 0.0016 (2) rosenberger leoni WR-VG86T(3/4) From 0 to 149 60.00 80.00 70.00 0.0212 1.49 0.0006 0.0021 0.0016 (2) rosenberger leoni WR-VG86T(3/4) From 0 to 149 40.00 60.00 50.00 0.0212 1.07 0.0004 0.0015 0.0016 (2) rosenberger leoni WR-VG86T(3/4) From 0 to 149 20.00 40.00 30.00 0.0212 0.64 0.0003 0.0009 0.0016 (2) rosenberger leoni WR-VG86T(3/4) From 0 to 149 0.00 20.00 10.00 0.0212 0.21 0.0001 0.0003 0.0016 (2) commscope RFF-36SM-1006-218-SPE(1-1/2) From 0 to 130 120.00 130.00 125.00 0.0266 3.36 0.0014 0.0048 0.0020 (2) commscope RFF-36SM-1006-218-SPE(1-1/2) From 0 to 130 100.00 120.00 110.00 0.0532 5.90 0.0024 0.0085 0.0039 (2) commscope RFF-36SM-1006-218-SPE(1-1/2) From 0 to 130 80.00 100.00 90.00 0.0532 4.83 0.0020 0.0069 0.0039 (2) commscope RFF-36SM-1006-218-SPE(1-1/2) From 0 to 130 60.00 80.00 70.00 0.0532 3.75 0.0015 0.0054 0.0039 (2) commscope RFF-36SM-1006-218-SPE(1-1/2) From 0 to 130 40.00 60.00 50.00 0.0532 2.68 0.0011 0.0038 0.0039 (2) commscope RFF-36SM-1006-218-SPE(1-1/2) From 0 to 130 20.00 40.00 30.00 0.0532 1.61 0.0007 0.0023 0.0039 (2) commscope RFF-36SM-1006-218-SPE(1-1/2) From 0 to 130 0.00 20.00 10.00 0.0532 0.53 0.0002 0.0008 0.0039 (3) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 119 100.00 119.00 109.50 0.1425 15.74 0.0064 0.0226 0.0106 (3) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 119 80.00 100.00 90.00 0.1500 13.61 0.0055 0.0195 0.0111 (3) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 119 60.00 80.00 70.00 0.1500 10.58 0.0043 0.0152 0.0111 (3) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 119 40.00 60.00 50.00 0.1500 7.56 0.0031 0.0108 0.0111 (3) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 119 20.00 40.00 30.00 0.1500 4.53 0.0018 0.0065 0.0111 (3) rfs celwave HB158-21U6S24-xxM_TMO(1-5/8) From 0 to 119 0.00 20.00 10.00 0.1500 1.51 0.0006 0.0022 0.0111 Sum 7.0372 514.19 CCISeismic 3.3.9 Page 6 Analysis Date: 04/19/2022 ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Risk Category:II Soil Class:D - Stiff Soil Elevation:4857.34 ft (NAVD 88) Latitude: Longitude: 43.750694 -111.854997 Wind Results: Wind Speed 105 Vmph 10-year MRI 75 Vmph 25-year MRI 81 Vmph 50-year MRI 86 Vmph 100-year MRI 90 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: Tue Apr 19 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. Page 1 of 3https://asce7hazardtool.online/Tue Apr 19 2022 SS : 0.369 S1 : 0.141 F a : 1.505 F v : 2.317 SMS : 0.555 SM1 : 0.328 SDS : 0.37 SD1 : 0.218 T L : 6 PGA : 0.158 PGA M : 0.234 F PGA : 1.485 Ie : 1 C v : 0.946 Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum S (g) vs T(s)a MCE Vertical Response SpectrumR S (g) vs T(s)a Seismic Site Soil Class: Results: Seismic Design Category D - Stiff Soil D Data Accessed: Tue Apr 19 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. Page 2 of 3https://asce7hazardtool.online/Tue Apr 19 2022 Ice Results: Data Source: Date Accessed: Ice Thickness: 0.25 in. Concurrent Temperature: 5 F Gust Speed 50 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Tue Apr 19 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. Page 3 of 3https://asce7hazardtool.online/Tue Apr 19 2022