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1545 MAIN ST ROW20-0028 812565_9JK0554B_SA tnxTower Report - version 8.0.7.4 Date: August 04, 2020 Stephanie Lipscomb Paul J. Ford and Company Crown Castle 250 E. Broad St., Ste 600 370 Mallory Station Rd Columbus, OH 43215 Franklin, TN 37067 614-221-6679 Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number: 9JK0554B Carrier Site Name: ATLANTIC BEACH Crown Castle Designation: Crown Castle BU Number: 812565 Crown Castle Site Name: MAYPORT Crown Castle JDE Job Number: 616092 Crown Castle Work Order Number: 1874352 Crown Castle Order Number: 525878 Rev. 0 Engineering Firm Designation: Paul J. Ford and Company Project Number: 37520-0618.003.8700 Site Data: 1545 Main Street, Atlantic Beach, Duval County, FL Latitude 30° 20' 13'', Longitude -81° 25' 12'' 190 Foot - Self Support Tower Dear Stephanie Lipscomb, Paul J. Ford and Company 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 utilizes an ultimate 3-second gust wind speed of 129 mph as required by the 2017 Florida Building Code, 6th Edition. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Respectfully submitted by: Sara Mansoori Structural Designer smansoori@pauljford.com August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 2 tnxTower Report - version 8.0.7.4 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 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 3 tnxTower Report - version 8.0.7.4 1) INTRODUCTION This tower is a 190 ft Self Support tower designed by ROHN in November of 1990. The tower has been modified per reinforcement drawings prepared by PJF in July of 2011. Reinforcement consist of replacing diagonals, redundant diagonals and adding half sleeves to existing diagonals. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 129 mph Exposure Category: C Topographic Factor: 1 Ice Thickness: 0 in Wind Speed with Ice: 30 mph Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 131.0 131.0 3 tower mounts C10857001C V-Boom 8 3 1 1 1-5/8 1-3/5 1-1/2 1-1/4 3 commscope FFHH-65C-R3_T-MOBILE w/ Mount Pipe 1 commscope HCS 2.0 3 nokia AEHC w/ Mount Pipe 3 nokia AHFIG 3 nokia AHLOA_T-MOBILE 3 raycap RNSDC-7771-PF-48 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 4 tnxTower Report - version 8.0.7.4 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) 187.0 190.0 3 andrew DBXNH-6565B-R2M w/ Mount Pipe 12 6 3 3 1-5/8 3/4 3/8 5/16 6 andrew SBNHH-1D65B w/ Mount Pipe 3 commscope NNHH-65B-R4 w/ Mount Pipe 3 ericsson RRUS 4449 B5/B12 3 ericsson RRUS 4478 B14 187.0 6 tower mounts 1.9" OD sched. 40 Pipe 6 andrew E15S09P78 2 commscope WCS-IMFQ-AMT-43 3 ericsson RRUS 32 3 ericsson RRUS 32 B2 3 ericsson RRUS 32 B66 6 raycap DC2-48-60-0-9E 1 raycap DC6-48-60-18-8C 2 raycap DC6-48-60-18-8F 1 tower mounts Sector Mount [SM 504-3] 178.0 184.0 1 andrew VHLP2-11 3 3 1 1-3/16 1/2 7/8 conduit 183.0 2 andrew VHLP2-18 178.0 3 tower mounts Connect-it PVFM-12-3-4- 96 3 dragonwave Horizon DUO 3 ericsson RRUS 31 B25 3 ericsson RRUS 82 W/SOLAR SHIELD 6 ericsson RRUS-11 800MHz 3 kmw communications ETCR-654L12H6 w/ Mount Pipe 3 nokia RADAR FILTER 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS ATEC, 12/03/1990 111139 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS Rohn, 04/07/1993 816089 CCISITES 4-TOWER MANUFACTURER DRAWINGS Rohn, 11/06/1990 225932 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA PJF, 07/05/2011 3009343 CCISITES 4-POST-MODIFICATION INSPECTION TEP, 01/12/2012 3062154 CCISITES August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 5 tnxTower Report - version 8.0.7.4 3.1) Analysis Method tnxTower (version 8.0.7.4), 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. tnxTower was used to determine the loads on the modified structure. Additional calculations were performed to determine the stresses in the reinforced sections. These calculations are presented in Appendix C. 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. Paul J. Ford and Company 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 190 - 180 Leg Pipe 2.875" x 0.276" (2.5 XS) 3 -4.34 78.23 5.5 Pass T2 180 - 160 Leg Pipe 3.5" x 0.300" (3 XS) 29 -30.61 99.18 30.9 Pass T3 160 - 140 Leg Pipe 4.5" x 0.337" (4 XS) 67 -61.88 167.90 36.9 Pass T4 140 - 120 Leg Pipe 5.563" x 0.375" (5 XS) 106 -92.29 251.35 36.7 Pass T5 120 - 100 Leg Pipe 6.625" x 0.340" (6 EHS) 145 -119.10 256.22 46.5 Pass T6 100 - 80 Leg Pipe 6.625" x 0.432" (6 XS) 172 -148.45 318.80 46.6 Pass T7 80 - 60 Leg Pipe 6.625" x 0.432" (6 XS) 199 -175.36 318.76 55.0 Pass T8 60 - 40 Leg Pipe 8.625" x 0.375" (8 EHS) 226 -201.68 405.62 49.7 Pass T9 40 - 20 Leg Pipe 8.625" x 0.375" (8 EHS) 253 -228.38 405.62 56.3 Pass T10 20 - 0 Leg Pipe 8.625" x 0.500" (8 XS) 280 -241.00 530.71 45.4 Pass T1 190 - 180 Diagonal Pipe 2.375" x 0.154" (2 STD) 11 -3.87 25.36 15.2 Pass T2 180 - 160 Diagonal Pipe 2.375" x 0.218" (2 XS) 32 -8.66 24.29 35.6 Pass T3 160 - 140 Diagonal Pipe 2.375" x 0.154" (2 STD) 71 -7.70 16.10 47.8 Pass T4 140 - 120 Diagonal Pipe 2.375" x 0.154" (2 STD) 110 -9.44 13.83 68.3 Pass T5 120 - 100 Diagonal Pipe 2.875" x 0.203" (2.5 STD) 149 -11.70 17.33 67.5 Pass T6 100 - 80 Diagonal Pipe 3.5" x 0.216" (3 STD) 176 -11.27 29.92 37.6 Pass August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 6 tnxTower Report - version 8.0.7.4 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail T7 80 - 60 Diagonal Pipe 3.5" x 0.216" (3 STD) 203 -11.24 26.02 43.2 Pass T8 60 - 40 Diagonal Pipe 3.5" x 0.216" (3 STD) 230 -12.15 23.18 52.4 Pass T9 40 - 20 Diagonal Pipe 3.5" x 0.216" (3 STD) 257 -12.51 20.36 61.4 Pass T10 20 - 0 Diagonal (37515-2715) 2.875" x .276" Pipe w/ 3.5" x .300" Half Sleeve 284 -19.12 31.19 58.6 Pass T1 190 - 180 Horizontal Pipe 1.9" x 0.145" (1.5 STD) 10 -2.69 23.71 11.4 Pass T2 180 - 160 Horizontal Pipe 1.9" x 0.145" (1.5 STD) 31 -4.64 23.65 19.6 Pass T3 160 - 140 Horizontal Pipe 1.9" x 0.145" (1.5 STD) 70 -4.89 20.10 24.3 Pass T4 140 - 120 Horizontal Pipe 2.375" x 0.154" (2 STD) 109 -6.72 28.57 23.5 Pass T5 120 - 100 Horizontal Pipe 2.375" x 0.154" (2 STD) 148 -7.16 23.77 30.1 Pass T6 100 - 80 Horizontal Pipe 2.375" x 0.154" (2 STD) 175 -7.48 17.71 42.2 Pass T7 80 - 60 Horizontal Pipe 2.875" x 0.203" (2.5 STD) 202 -7.95 30.07 26.4 27.5 (b) Pass T8 60 - 40 Horizontal Pipe 2.875" x 0.203" (2.5 STD) 229 -9.01 23.50 38.3 Pass T9 40 - 20 Horizontal Pipe 2.875" x 0.203" (2.5 STD) 256 -9.39 18.71 50.2 Pass T10 20 - 0 Horizontal Pipe 2.875" x 0.203" (2.5 STD) 283 -10.56 16.85 62.7 Pass T1 190 - 180 Top Girt Pipe 1.9" x 0.145" (1.5 STD) 5 -0.78 23.77 3.3 Pass T10 20 - 0 Redund Horz 1 Bracing Pipe 1.9" x 0.145" (1.5 STD) 285 -4.18 13.53 30.9 Pass T10 20 - 0 Redund Diag 1 Bracing Pipe 2.375" x 0.154" (2 STD) 305 -3.82 9.45 40.5 Pass T10 20 - 0 Redund Hip 1 Bracing Pipe 1.9" x 0.145" (1.5 STD) 308 -0.03 12.45 0.2 Pass T10 20 - 0 Redund Hip Diagonal 1 Bracing Pipe 2.875" x 0.203" (2.5 STD) 298 -0.06 11.09 0.6 Pass T1 190 - 180 Inner Bracing L 2 x 2 x 1/8 25 -0.01 8.84 0.2 Pass T2 180 - 160 Inner Bracing L 2 x 2 x 1/8 41 -0.00 8.65 0.1 Pass T3 160 - 140 Inner Bracing L 2 x 2 x 1/8 81 -0.00 6.37 0.1 Pass T4 140 - 120 Inner Bracing L 2 x 2 x 1/8 120 -0.01 4.37 0.2 Pass T5 120 - 100 Inner Bracing L 2 x 2 x 1/8 159 -0.01 3.30 0.2 Pass T6 100 - 80 Inner Bracing L 2.5 x 2.5 x 3/16 186 -0.01 6.95 0.2 Pass T7 80 - 60 Inner Bracing L 3 x 3 x 3/16 213 -0.01 9.09 0.1 Pass T8 60 - 40 Inner Bracing L 3.5 x 3.5 x 1/4 240 -0.01 14.80 0.2 Pass T9 40 - 20 Inner Bracing L 3.5 x 3.5 x 1/4 267 -0.01 11.87 0.2 Pass T10 20 - 0 Inner Bracing Pipe 2.375" x 0.154" (2 STD) 312 -0.01 6.92 0.3 Pass Summary Leg (T9) 56.3 Pass Diagonal (T4) 68.3 Pass Horizontal (T10) 62.7 Pass August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 7 tnxTower Report - version 8.0.7.4 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail Top Girt (T1) 3.3 Pass Redund Horz 1 Bracing (T10) 30.9 Pass Redund Diag 1 Bracing (T10) 40.5 Pass Redund Hip 1 Bracing (T10) 0.2 Pass Redund Hip Diagonal 1 Bracing (T10) 0.6 Pass Inner Bracing (T10) 0.3 Pass Bolt Checks 44.0 Pass Rating = 68.3 Pass Table 5 - Tower Component Stresses vs. Capacity – LC5 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods - 16.7 Pass 1 Base Foundation Structural - 8.8 Pass 1 Base Foundation Soil Interaction - 46.5 Pass Structure Rating (max from all components) = 68.3% Notes: • All structural ratings are per TIA-222-H Section 15.5 1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. Paul J. Ford and Company 250 E. Broad St., Ste 600 Columbus, OH 43215 Phone: 614-221-6679 FAX: Job: 190-ft Self Support Tower Atlantic Beach, FL Project: PJF# 37520-0618.003.8700 (BU# 812565) Client: Crown Castle Drawn by: Sara Mansoori App'd: Code: TIA-222-H Date: 08/04/20 Scale: NTS Path: G:\TOWER\375_Crown_Castle\2020\37520-0618_812565_MAYPORT\37520-0618.003.8700_SA_1874352\37520-0618.003.8700.eri Dwg No. E-1 190.0 ft 180.0 ft 160.0 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 - 129 mph WIND TORQUE 147 kip-ft 55 K SHEAR 5968 kip-ft MOMENT 62 K AXIAL SHEAR: 30 K UPLIFT: -233 K SHEAR: 33 K DOWN: 266 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 T9 T1 0 L e g s A Pi p e 3 . 5 " x 0 . 3 0 0 " ( 3 X S ) Pi p e 4 . 5 " x 0 . 3 3 7 " ( 4 X S ) B C Pi p e 6 . 6 2 5 " x 0 . 4 3 2 " ( 6 X S ) Pi p e 8 . 6 2 5 " x 0 . 3 7 5 " ( 8 E H S ) D L e g G r a d e A6 1 8 - 5 0 D i a g o n a l s E F Pi p e 2 . 3 7 5 " x 0 . 1 5 4 " ( 2 S T D ) G Pi p e 3 . 5 " x 0 . 2 1 6 " ( 3 S T D ) H D i a g o n a l G r a d e A6 1 8 - 5 0 A5 3 - B - 3 5 T o p G i r t s I N. A . H o r i z o n t a l s Pi p e 1 . 9 " x 0 . 1 4 5 " ( 1 . 5 S T D ) Pi p e 2 . 3 7 5 " x 0 . 1 5 4 " ( 2 S T D ) Pi p e 2 . 8 7 5 " x 0 . 2 0 3 " ( 2 . 5 S T D ) R e d . H o r i z o n t a l s N. A . I R e d . D i a g o n a l s N. A . E R e d . H i p s N. A . I I n n e r B r a c i n g L 2 x 2 x 1 / 8 L 2 . 5 x 2 . 5 x 3 / 1 6 L 3 x 3 x 3 / 1 6 L 3 . 5 x 3 . 5 x 1 / 4 E F a c e W i d t h ( f t ) 8. 5 8. 5 4 1 6 7 8. 6 2 5 10 . 7 0 8 3 12 . 7 9 1 7 15 . 0 4 1 7 17 . 5 4 1 7 20 . 1 7 7 1 22 . 6 7 7 1 25 . 1 7 7 1 27 . 6 7 7 1 # P a n e l s @ ( f t ) 2 @ 5 9 @ 6 . 6 6 6 6 7 10 @ 1 0 1 @ 2 0 W e i g h t ( K ) 0. 8 1. 8 1. 9 2. 5 2. 9 3. 7 4. 2 4. 9 5. 1 6. 3 34 . 1 SYMBOL LIST MARK MARKSIZE SIZE A Pipe 2.875" x 0.276" (2.5 XS) B Pipe 5.563" x 0.375" (5 XS) C Pipe 6.625" x 0.340" (6 EHS) D Pipe 8.625" x 0.500" (8 XS) E Pipe 2.375" x 0.154" (2 STD) F Pipe 2.375" x 0.218" (2 XS) G Pipe 2.875" x 0.203" (2.5 STD) H (37515-2715) 2.875" x .276" Pipe w/ 3.5" x .300" Half Sleeve I Pipe 1.9" x 0.145" (1.5 STD) MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A618-50 50 ksi 70 ksi A53-B-35 35 ksi 60 ksi TOWER DESIGN NOTES 1. Tower is located in Duval County, Florida. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 129 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. TIA-222-H Annex S 8. TOWER RATING: 68.3% August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 8 tnxTower Report - version 8.0.7.4 APPENDIX A TNXTOWER OUTPUT August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 9 tnxTower Report - version 8.0.7.4 Tower Input Data The main tower is a 3x free standing tower with an overall height of 190.00 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 8.50 ft at the top and 27.68 ft at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: 3) Tower is located in Duval County, Florida. 4) Tower base elevation above sea level: 12.00 ft. 5) Basic wind speed of 129 mph. 6) Risk Category II. 7) Exposure Category C. 8) Simplified Topographic Factor Procedure for wind speed-up calculations is used. 9) Topographic Category: 1. 10) Crest Height: 0.00 ft. 11) Deflections calculated using a wind speed of 60 mph. 12) TIA-222-H Annex S. 13) Pressures are calculated at each section. 14) Tower analysis based on target reliabilities in accordance with Annex S. 15) Load Modification Factors used: Kes(Fw) = 0.95. 16) Stress ratio used in tower member design is 1.05. 17) 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 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 10 tnxTower Report - version 8.0.7.4 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 190.00-180.00 8.50 1 10.00 T2 180.00-160.00 8.54 1 20.00 T3 160.00-140.00 8.63 1 20.00 T4 140.00-120.00 10.71 1 20.00 T5 120.00-100.00 12.79 1 20.00 T6 100.00-80.00 15.04 1 20.00 T7 80.00-60.00 17.54 1 20.00 T8 60.00-40.00 20.18 1 20.00 T9 40.00-20.00 22.68 1 20.00 T10 20.00-0.00 25.18 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 190.00-180.00 5.00 K Brace Down No Yes 0.0000 0.0000 T2 180.00-160.00 6.67 K Brace Down No Yes 0.0000 0.0000 T3 160.00-140.00 6.67 K Brace Down No Yes 0.0000 0.0000 T4 140.00-120.00 6.67 K Brace Down No Yes 0.0000 0.0000 T5 120.00-100.00 10.00 K Brace Down No Yes 0.0000 0.0000 T6 100.00-80.00 10.00 K Brace Down No Yes 0.0000 0.0000 T7 80.00-60.00 10.00 K Brace Down No Yes 0.0000 0.0000 T8 60.00-40.00 10.00 K Brace Down No Yes 0.0000 0.0000 T9 40.00-20.00 10.00 K Brace Down No Yes 0.0000 0.0000 T10 20.00-0.00 20.00 K1 Down No Yes 0.0000 0.0000 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 11 tnxTower Report - version 8.0.7.4 Tower Section Geometry (cont’d) Tower Elevation ft Leg Type Leg Size Leg Grade Diagonal Type Diagonal Size Diagonal Grade T1 190.00- 180.00 Pipe Pipe 2.875'' x 0.276'' (2.5 XS) A618-50 (50 ksi) Pipe Pipe 2.375'' x 0.154'' (2 STD) A618-50 (50 ksi) T2 180.00- 160.00 Pipe Pipe 3.5'' x 0.300'' (3 XS) A618-50 (50 ksi) Pipe Pipe 2.375'' x 0.218'' (2 XS) A618-50 (50 ksi) T3 160.00- 140.00 Pipe Pipe 4.5'' x 0.337'' (4 XS) A618-50 (50 ksi) Pipe Pipe 2.375'' x 0.154'' (2 STD) A618-50 (50 ksi) T4 140.00- 120.00 Pipe Pipe 5.563'' x 0.375'' (5 XS) A618-50 (50 ksi) Pipe Pipe 2.375'' x 0.154'' (2 STD) A618-50 (50 ksi) T5 120.00- 100.00 Pipe Pipe 6.625'' x 0.340'' (6 EHS) A618-50 (50 ksi) Pipe Pipe 2.875'' x 0.203'' (2.5 STD) A618-50 (50 ksi) T6 100.00- 80.00 Pipe Pipe 6.625'' x 0.432'' (6 XS) A618-50 (50 ksi) Pipe Pipe 3.5'' x 0.216'' (3 STD) A618-50 (50 ksi) T7 80.00-60.00 Pipe Pipe 6.625'' x 0.432'' (6 XS) A618-50 (50 ksi) Pipe Pipe 3.5'' x 0.216'' (3 STD) A618-50 (50 ksi) T8 60.00-40.00 Pipe Pipe 8.625'' x 0.375'' (8 EHS) A618-50 (50 ksi) Pipe Pipe 3.5'' x 0.216'' (3 STD) A618-50 (50 ksi) T9 40.00-20.00 Pipe Pipe 8.625'' x 0.375'' (8 EHS) A618-50 (50 ksi) Pipe Pipe 3.5'' x 0.216'' (3 STD) A618-50 (50 ksi) T10 20.00-0.00 Pipe Pipe 8.625'' x 0.500'' (8 XS) A618-50 (50 ksi) Arbitrary Shape (37515-2715) 2.875'' x .276'' Pipe w/ 3.5'' x .300'' Half Sleeve A53-B-35 (35 ksi) Tower Section Geometry (cont’d) Tower Elevation ft No. of Mid Girts Mid Girt Type Mid Girt Size Mid Girt Grade Horizontal Type Horizontal Size Horizontal Grade T1 190.00- 180.00 None Flat Bar A36 (36 ksi) Pipe Pipe 1.9'' x 0.145'' (1.5 STD) A618-50 (50 ksi) T2 180.00- 160.00 None Flat Bar A36 (36 ksi) Pipe Pipe 1.9'' x 0.145'' (1.5 STD) A618-50 (50 ksi) T3 160.00- 140.00 None Flat Bar A36 (36 ksi) Pipe Pipe 1.9'' x 0.145'' (1.5 STD) A618-50 (50 ksi) T4 140.00- 120.00 None Flat Bar A36 (36 ksi) Pipe Pipe 2.375'' x 0.154'' (2 STD) A618-50 (50 ksi) T5 120.00- 100.00 None Flat Bar A36 (36 ksi) Pipe Pipe 2.375'' x 0.154'' (2 STD) A618-50 (50 ksi) T6 100.00- 80.00 None Flat Bar A36 (36 ksi) Pipe Pipe 2.375'' x 0.154'' (2 STD) A618-50 (50 ksi) T7 80.00-60.00 None Flat Bar A36 (36 ksi) Pipe Pipe 2.875'' x 0.203'' (2.5 STD) A618-50 (50 ksi) T8 60.00-40.00 None Flat Bar A36 (36 ksi) Pipe Pipe 2.875'' x 0.203'' (2.5 STD) A618-50 (50 ksi) T9 40.00-20.00 None Flat Bar A36 (36 ksi) Pipe Pipe 2.875'' x 0.203'' (2.5 STD) A618-50 (50 ksi) T10 20.00-0.00 None Flat Bar A36 (36 ksi) Pipe Pipe 2.875'' x 0.203'' (2.5 STD) A618-50 (50 ksi) Tower Section Geometry (cont’d) Tower Elevation ft Secondary Horizontal Type Secondary Horizontal Size Secondary Horizontal Grade Inner Bracing Type Inner Bracing Size Inner Bracing Grade T1 190.00- 180.00 Solid Round A572-50 (50 ksi) Equal Angle L 2 x 2 x 1/8 A36 (36 ksi) August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 12 tnxTower Report - version 8.0.7.4 Tower Elevation ft Secondary Horizontal Type Secondary Horizontal Size Secondary Horizontal Grade Inner Bracing Type Inner Bracing Size Inner Bracing Grade T2 180.00- 160.00 Solid Round A572-50 (50 ksi) Equal Angle L 2 x 2 x 1/8 A36 (36 ksi) T3 160.00- 140.00 Solid Round A572-50 (50 ksi) Equal Angle L 2 x 2 x 1/8 A36 (36 ksi) T4 140.00- 120.00 Solid Round A572-50 (50 ksi) Equal Angle L 2 x 2 x 1/8 A36 (36 ksi) T5 120.00- 100.00 Solid Round A572-50 (50 ksi) Equal Angle L 2 x 2 x 1/8 A36 (36 ksi) T6 100.00- 80.00 Solid Round A572-50 (50 ksi) Equal Angle L 2.5 x 2.5 x 3/16 A36 (36 ksi) T7 80.00-60.00 Solid Round A572-50 (50 ksi) Equal Angle L 3 x 3 x 3/16 A572-50 (50 ksi) T8 60.00-40.00 Solid Round A572-50 (50 ksi) Equal Angle L 3.5 x 3.5 x 1/4 A572-50 (50 ksi) T9 40.00-20.00 Solid Round A572-50 (50 ksi) Equal Angle L 3.5 x 3.5 x 1/4 A572-50 (50 ksi) T10 20.00-0.00 Solid Round A572-50 (50 ksi) Pipe Pipe 2.375'' x 0.154'' (2 STD) A618-50 (50 ksi) Tower Section Geometry (cont’d) Tower Elevation ft Redundant Bracing Grade Redundant Type Redundant Size K Factor T10 20.00- 0.00 A53-B-35 (35 ksi) Horizontal (1) Diagonal (1) Hip (1) Hip Diagonal (1) Pipe Pipe Pipe Pipe Pipe 1.9'' x 0.145'' (1.5 STD) Pipe 2.375'' x 0.154'' (2 STD) Pipe 1.9'' x 0.145'' (1.5 STD) Pipe 2.875'' x 0.203'' (2.5 STD) 1 1 1 1 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 190.00- 180.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.1 0.0000 0.0000 36.0000 T2 180.00- 160.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.1 0.0000 0.0000 36.0000 T3 160.00- 140.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.1 0.0000 0.0000 36.0000 T4 140.00- 120.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.1 0.0000 0.0000 36.0000 T5 120.00- 100.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.1 0.0000 0.0000 36.0000 T6 100.00- 80.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.1 0.0000 0.0000 36.0000 T7 80.00- 60.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.1 0.0000 0.0000 36.0000 T8 60.00- 40.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.1 0.0000 0.0000 36.0000 T9 40.00- 20.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.1 0.0000 0.0000 36.0000 T10 20.00- 0.00 0.00 0.3750 A36 (36 ksi) 1.03 1 1.1 0.0000 0.0000 36.0000 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 13 tnxTower Report - version 8.0.7.4 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 190.00- 180.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T2 180.00- 160.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T3 160.00- 140.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T4 140.00- 120.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T5 120.00- 100.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T6 100.00- 80.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T7 80.00- 60.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T8 60.00- 40.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T9 40.00- 20.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T10 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 190.00- 180.00 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 180.00- 160.00 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 160.00- 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 T4 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 T5 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 T6 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 T7 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 T8 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 T9 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 T10 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 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 14 tnxTower Report - version 8.0.7.4 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 190.00- 180.00 Flange 0.8750 A325N 4 0.6250 A325N 3 0.0000 A325N 0 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 2 0.6250 A325N 0 T2 180.00- 160.00 Flange 0.8750 A325N 4 0.6250 A325N 3 0.0000 A325N 0 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 2 0.6250 A325N 0 T3 160.00- 140.00 Flange 1.0000 A325N 4 0.6250 A325N 3 0.0000 A325N 0 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 2 0.6250 A325N 0 T4 140.00- 120.00 Flange 1.0000 A325N 6 0.6250 A325N 3 0.0000 A325N 0 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 2 0.6250 A325N 0 T5 120.00- 100.00 Flange 1.0000 A325N 6 0.6250 A325N 3 0.0000 A325N 0 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 2 0.6250 A325N 0 T6 100.00- 80.00 Flange 1.0000 A325N 6 0.6250 A325N 3 0.0000 A325N 0 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 2 0.6250 A325N 0 T7 80.00- 60.00 Flange 1.0000 A325N 8 0.6250 A325N 3 0.0000 A325N 0 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 2 0.6250 A325N 0 T8 60.00- 40.00 Flange 1.0000 A325N 8 0.6250 A325N 3 0.0000 A325N 0 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 2 0.6250 A325N 0 T9 40.00- 20.00 Flange 1.0000 A325N 8 0.6250 A325N 3 0.0000 A325N 0 0.0000 A325N 0 0.6250 A325N 0 0.6250 A325N 2 0.6250 A325N 0 T10 20.00- 0.00 Flange 1.0000 A354-BC 0 0.7500 A325N 3 0.0000 A325N 0 0.0000 A325N 0 0.6250 A325N 0 0.7500 A325N 2 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 ** Face A ** LDF7-50A(1- 5/8'') A No No Ar (CaAa) 131.00 - 0.00 0.0000 0.38 13 7 0.5200 0.5000 1.9800 0.82 1.5'' flat Cable Ladder Rail A No No Af (CaAa) 131.00 - 0.00 0.0000 0.4 2 2 24.000 0 1.5000 1.5000 1.80 ** Face B ** HJ7-50A(1- 5/8'') B No No Ar (CaAa) 187.00 - 0.00 - 2.0000 0.4 11 11 0.5200 0.5000 1.9800 1.04 HJ7-50A(1- 5/8'') C No No Ar (CaAa) 187.00 - 0.00 - 2.0000 -0.4 1 1 0.5200 0.5000 1.9800 1.04 ATCB- B01(5/16) B No No Ar (CaAa) 187.00 - 0.00 - 2.0000 0.4 3 3 2.1900 0.5000 0.3150 0.07 WR- VG86ST- BRD( 3/4) B No No Ar (CaAa) 187.00 - 0.00 - 2.0000 0.4 5 5 0.7740 0.7740 0.59 WR- VG86ST- BRD( 3/4) C No No Ar (CaAa) 187.00 - 0.00 - 2.0000 -0.4 1 1 0.7740 0.7740 0.59 LDF2-50 (3/8'' foam) B No No Ar (CaAa) 187.00 - 0.00 - 2.0000 0.4 2 2 0.4400 0.4400 0.08 LDF2-50 (3/8'' foam) C No No Ar (CaAa) 187.00 - 0.00 - 2.0000 -0.4 1 1 0.4400 0.4400 0.08 1.5'' flat Cable Ladder Rail B No No Af (CaAa) 187.00 - 0.00 - 2.0000 0.4 2 2 32.000 0 1.5000 1.5000 1.80 *** *** ** Face C ** LDF4- 50A(1/2'') C No No Ar (CaAa) 178.00 - 0.00 - 2.0000 -0.47 3 2 0.5200 0.5000 0.6300 0.15 2-1/4'' (Nominal) C No No Ar (CaAa) 178.00 - 0.00 - 2.0000 -0.48 3 3 2.5000 2.5000 0.72 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 15 tnxTower Report - version 8.0.7.4 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 Conduit TSZ 999 067/XXXM- 8AWG(1- 3/16) C No No Ar (CaAa) 178.00 - 0.00 - 2.0000 -0.45 3 3 1.1900 1.1900 1.07 FIBER ONLY CABLE 48(7/8) C No No Ar (CaAa) 178.00 - 0.00 - 2.0000 -0.45 1 1 0.8670 0.8670 0.25 1.5'' flat Cable Ladder Rail C No No Af (CaAa) 178.00 - 0.00 - 2.0000 -0.45 2 2 24.000 0 1.5000 1.5000 1.80 Safety Line 3/8 C No No Ar (CaAa) 190.00 - 0.00 0.0000 -0.5 1 1 0.3750 0.3750 0.22 3/4'' lighting conduit (1/2'' EMT) C No No Ar (CaAa) 190.00 - 0.00 0.0000 -0.5 1 1 0.7060 0.7060 0.30 Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Total Number CAAA ft2/ft Weight plf *** *** 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 190.00-180.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 22.733 3.317 0.000 0.000 0.000 0.00 0.13 0.02 T2 180.00-160.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 64.950 42.439 0.000 0.000 0.000 0.00 0.37 0.22 T3 160.00-140.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 64.950 46.204 0.000 0.000 0.000 0.00 0.37 0.24 T4 140.00-120.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 33.814 64.950 46.204 0.000 0.000 0.000 0.16 0.37 0.24 T5 120.00-100.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 61.480 64.950 46.204 0.000 0.000 0.000 0.29 0.37 0.24 T6 100.00-80.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 61.480 64.950 46.204 0.000 0.000 0.000 0.29 0.37 0.24 T7 80.00-60.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 61.480 64.950 46.204 0.000 0.000 0.000 0.29 0.37 0.24 T8 60.00-40.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 61.480 64.950 46.204 0.000 0.000 0.000 0.29 0.37 0.24 T9 40.00-20.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 61.480 64.950 46.204 0.000 0.000 0.000 0.29 0.37 0.24 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 16 tnxTower Report - version 8.0.7.4 Tower Sectio n Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K T10 20.00-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 61.480 64.950 46.204 0.000 0.000 0.000 0.29 0.37 0.24 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in T1 190.00-180.00 15.0519 10.0704 15.0519 10.0704 T2 180.00-160.00 24.3594 13.4233 24.1444 13.3138 T3 160.00-140.00 26.7514 14.5583 25.9076 14.1273 T4 140.00-120.00 26.6173 5.4180 25.1775 5.1516 T5 120.00-100.00 28.1979 -1.3397 26.0070 -1.2470 T6 100.00-80.00 31.3167 -1.4888 28.8491 -1.3836 T7 80.00-60.00 34.5265 -1.6429 31.9488 -1.5325 T8 60.00-40.00 36.2311 -1.7324 33.1073 -1.5967 T9 40.00-20.00 39.3057 -1.8799 35.9318 -1.7329 T10 20.00-0.00 44.6432 -2.1250 40.4899 -1.9452 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T1 8 HJ7-50A(1-5/8") 180.00 - 187.00 0.6000 0.6000 T1 9 HJ7-50A(1-5/8") 180.00 - 187.00 0.6000 0.6000 T1 10 ATCB-B01(5/16) 180.00 - 187.00 0.6000 0.6000 T1 11 WR-VG86ST-BRD( 3/4) 180.00 - 187.00 0.6000 0.6000 T1 12 WR-VG86ST-BRD( 3/4) 180.00 - 187.00 0.6000 0.6000 T1 13 LDF2-50 (3/8" foam) 180.00 - 187.00 0.6000 0.6000 T1 14 LDF2-50 (3/8" foam) 180.00 - 187.00 0.6000 0.6000 T1 15 1.5" flat Cable Ladder Rail 180.00 - 187.00 0.6000 0.6000 T1 24 Safety Line 3/8 180.00 - 190.00 0.6000 0.6000 T1 25 3/4" lighting conduit (1/2" EMT) 180.00 - 190.00 0.6000 0.6000 T2 8 HJ7-50A(1-5/8") 160.00 - 180.00 0.6000 0.6000 T2 9 HJ7-50A(1-5/8") 160.00 - 180.00 0.6000 0.6000 T2 10 ATCB-B01(5/16) 160.00 - 180.00 0.6000 0.6000 T2 11 WR-VG86ST-BRD( 3/4) 160.00 - 180.00 0.6000 0.6000 T2 12 WR-VG86ST-BRD( 3/4) 160.00 - 180.00 0.6000 0.6000 T2 13 LDF2-50 (3/8" foam) 160.00 - 180.00 0.6000 0.6000 T2 14 LDF2-50 (3/8" foam) 160.00 - 180.00 0.6000 0.6000 T2 15 1.5" flat Cable Ladder Rail 160.00 - 180.00 0.6000 0.6000 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 17 tnxTower Report - version 8.0.7.4 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T2 19 LDF4-50A(1/2") 160.00 - 178.00 0.6000 0.6000 T2 20 2-1/4" (Nominal) Conduit 160.00 - 178.00 0.6000 0.6000 T2 21 TSZ 999 067/XXXM- 8AWG(1-3/16) 160.00 - 178.00 0.0000 0.0000 T2 22 FIBER ONLY CABLE 48(7/8) 160.00 - 178.00 0.0000 0.0000 T2 23 1.5" flat Cable Ladder Rail 160.00 - 178.00 0.6000 0.6000 T2 24 Safety Line 3/8 160.00 - 180.00 0.6000 0.6000 T2 25 3/4" lighting conduit (1/2" EMT) 160.00 - 180.00 0.6000 0.6000 T3 8 HJ7-50A(1-5/8") 140.00 - 160.00 0.6000 0.6000 T3 9 HJ7-50A(1-5/8") 140.00 - 160.00 0.6000 0.6000 T3 10 ATCB-B01(5/16) 140.00 - 160.00 0.6000 0.6000 T3 11 WR-VG86ST-BRD( 3/4) 140.00 - 160.00 0.6000 0.6000 T3 12 WR-VG86ST-BRD( 3/4) 140.00 - 160.00 0.6000 0.6000 T3 13 LDF2-50 (3/8" foam) 140.00 - 160.00 0.6000 0.6000 T3 14 LDF2-50 (3/8" foam) 140.00 - 160.00 0.6000 0.6000 T3 15 1.5" flat Cable Ladder Rail 140.00 - 160.00 0.6000 0.6000 T3 19 LDF4-50A(1/2") 140.00 - 160.00 0.6000 0.6000 T3 20 2-1/4" (Nominal) Conduit 140.00 - 160.00 0.6000 0.6000 T3 21 TSZ 999 067/XXXM- 8AWG(1-3/16) 140.00 - 160.00 0.0000 0.0000 T3 22 FIBER ONLY CABLE 48(7/8) 140.00 - 160.00 0.0000 0.0000 T3 23 1.5" flat Cable Ladder Rail 140.00 - 160.00 0.6000 0.6000 T3 24 Safety Line 3/8 140.00 - 160.00 0.6000 0.6000 T3 25 3/4" lighting conduit (1/2" EMT) 140.00 - 160.00 0.6000 0.6000 T4 3 LDF7-50A(1-5/8") 120.00 - 131.00 0.6000 0.6000 T4 5 1.5" flat Cable Ladder Rail 120.00 - 131.00 0.6000 0.6000 T4 8 HJ7-50A(1-5/8") 120.00 - 140.00 0.6000 0.6000 T4 9 HJ7-50A(1-5/8") 120.00 - 140.00 0.6000 0.6000 T4 10 ATCB-B01(5/16) 120.00 - 140.00 0.6000 0.6000 T4 11 WR-VG86ST-BRD( 3/4) 120.00 - 140.00 0.6000 0.6000 T4 12 WR-VG86ST-BRD( 3/4) 120.00 - 140.00 0.6000 0.6000 T4 13 LDF2-50 (3/8" foam) 120.00 - 140.00 0.6000 0.6000 T4 14 LDF2-50 (3/8" foam) 120.00 - 140.00 0.6000 0.6000 T4 15 1.5" flat Cable Ladder Rail 120.00 - 140.00 0.6000 0.6000 T4 19 LDF4-50A(1/2") 120.00 - 140.00 0.6000 0.6000 T4 20 2-1/4" (Nominal) Conduit 120.00 - 140.00 0.6000 0.6000 T4 21 TSZ 999 067/XXXM-120.00 - 0.0000 0.0000 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 18 tnxTower Report - version 8.0.7.4 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 8AWG(1-3/16) 140.00 T4 22 FIBER ONLY CABLE 48(7/8) 120.00 - 140.00 0.0000 0.0000 T4 23 1.5" flat Cable Ladder Rail 120.00 - 140.00 0.6000 0.6000 T4 24 Safety Line 3/8 120.00 - 140.00 0.6000 0.6000 T4 25 3/4" lighting conduit (1/2" EMT) 120.00 - 140.00 0.6000 0.6000 T5 3 LDF7-50A(1-5/8") 100.00 - 120.00 0.6000 0.6000 T5 5 1.5" flat Cable Ladder Rail 100.00 - 120.00 0.6000 0.6000 T5 8 HJ7-50A(1-5/8") 100.00 - 120.00 0.6000 0.6000 T5 9 HJ7-50A(1-5/8") 100.00 - 120.00 0.6000 0.6000 T5 10 ATCB-B01(5/16) 100.00 - 120.00 0.6000 0.6000 T5 11 WR-VG86ST-BRD( 3/4) 100.00 - 120.00 0.6000 0.6000 T5 12 WR-VG86ST-BRD( 3/4) 100.00 - 120.00 0.6000 0.6000 T5 13 LDF2-50 (3/8" foam) 100.00 - 120.00 0.6000 0.6000 T5 14 LDF2-50 (3/8" foam) 100.00 - 120.00 0.6000 0.6000 T5 15 1.5" flat Cable Ladder Rail 100.00 - 120.00 0.6000 0.6000 T5 19 LDF4-50A(1/2") 100.00 - 120.00 0.6000 0.6000 T5 20 2-1/4" (Nominal) Conduit 100.00 - 120.00 0.6000 0.6000 T5 21 TSZ 999 067/XXXM- 8AWG(1-3/16) 100.00 - 120.00 0.0000 0.0000 T5 22 FIBER ONLY CABLE 48(7/8) 100.00 - 120.00 0.0000 0.0000 T5 23 1.5" flat Cable Ladder Rail 100.00 - 120.00 0.6000 0.6000 T5 24 Safety Line 3/8 100.00 - 120.00 0.6000 0.6000 T5 25 3/4" lighting conduit (1/2" EMT) 100.00 - 120.00 0.6000 0.6000 T6 3 LDF7-50A(1-5/8") 80.00 - 100.00 0.6000 0.6000 T6 5 1.5" flat Cable Ladder Rail 80.00 - 100.00 0.6000 0.6000 T6 8 HJ7-50A(1-5/8") 80.00 - 100.00 0.6000 0.6000 T6 9 HJ7-50A(1-5/8") 80.00 - 100.00 0.6000 0.6000 T6 10 ATCB-B01(5/16) 80.00 - 100.00 0.6000 0.6000 T6 11 WR-VG86ST-BRD( 3/4) 80.00 - 100.00 0.6000 0.6000 T6 12 WR-VG86ST-BRD( 3/4) 80.00 - 100.00 0.6000 0.6000 T6 13 LDF2-50 (3/8" foam) 80.00 - 100.00 0.6000 0.6000 T6 14 LDF2-50 (3/8" foam) 80.00 - 100.00 0.6000 0.6000 T6 15 1.5" flat Cable Ladder Rail 80.00 - 100.00 0.6000 0.6000 T6 19 LDF4-50A(1/2") 80.00 - 100.00 0.6000 0.6000 T6 20 2-1/4" (Nominal) Conduit 80.00 - 100.00 0.6000 0.6000 T6 21 TSZ 999 067/XXXM- 8AWG(1-3/16) 80.00 - 100.00 0.0000 0.0000 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 19 tnxTower Report - version 8.0.7.4 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T6 22 FIBER ONLY CABLE 48(7/8) 80.00 - 100.00 0.0000 0.0000 T6 23 1.5" flat Cable Ladder Rail 80.00 - 100.00 0.6000 0.6000 T6 24 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 T6 25 3/4" lighting conduit (1/2" EMT) 80.00 - 100.00 0.6000 0.6000 T7 3 LDF7-50A(1-5/8") 60.00 - 80.00 0.6000 0.6000 T7 5 1.5" flat Cable Ladder Rail 60.00 - 80.00 0.6000 0.6000 T7 8 HJ7-50A(1-5/8") 60.00 - 80.00 0.6000 0.6000 T7 9 HJ7-50A(1-5/8") 60.00 - 80.00 0.6000 0.6000 T7 10 ATCB-B01(5/16) 60.00 - 80.00 0.6000 0.6000 T7 11 WR-VG86ST-BRD( 3/4) 60.00 - 80.00 0.6000 0.6000 T7 12 WR-VG86ST-BRD( 3/4) 60.00 - 80.00 0.6000 0.6000 T7 13 LDF2-50 (3/8" foam) 60.00 - 80.00 0.6000 0.6000 T7 14 LDF2-50 (3/8" foam) 60.00 - 80.00 0.6000 0.6000 T7 15 1.5" flat Cable Ladder Rail 60.00 - 80.00 0.6000 0.6000 T7 19 LDF4-50A(1/2") 60.00 - 80.00 0.6000 0.6000 T7 20 2-1/4" (Nominal) Conduit 60.00 - 80.00 0.6000 0.6000 T7 21 TSZ 999 067/XXXM- 8AWG(1-3/16) 60.00 - 80.00 0.0000 0.0000 T7 22 FIBER ONLY CABLE 48(7/8) 60.00 - 80.00 0.0000 0.0000 T7 23 1.5" flat Cable Ladder Rail 60.00 - 80.00 0.6000 0.6000 T7 24 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 T7 25 3/4" lighting conduit (1/2" EMT) 60.00 - 80.00 0.6000 0.6000 T8 3 LDF7-50A(1-5/8") 40.00 - 60.00 0.6000 0.6000 T8 5 1.5" flat Cable Ladder Rail 40.00 - 60.00 0.6000 0.6000 T8 8 HJ7-50A(1-5/8") 40.00 - 60.00 0.6000 0.6000 T8 9 HJ7-50A(1-5/8") 40.00 - 60.00 0.6000 0.6000 T8 10 ATCB-B01(5/16) 40.00 - 60.00 0.6000 0.6000 T8 11 WR-VG86ST-BRD( 3/4) 40.00 - 60.00 0.6000 0.6000 T8 12 WR-VG86ST-BRD( 3/4) 40.00 - 60.00 0.6000 0.6000 T8 13 LDF2-50 (3/8" foam) 40.00 - 60.00 0.6000 0.6000 T8 14 LDF2-50 (3/8" foam) 40.00 - 60.00 0.6000 0.6000 T8 15 1.5" flat Cable Ladder Rail 40.00 - 60.00 0.6000 0.6000 T8 19 LDF4-50A(1/2") 40.00 - 60.00 0.6000 0.6000 T8 20 2-1/4" (Nominal) Conduit 40.00 - 60.00 0.6000 0.6000 T8 21 TSZ 999 067/XXXM- 8AWG(1-3/16) 40.00 - 60.00 0.0000 0.0000 T8 22 FIBER ONLY CABLE 40.00 - 0.0000 0.0000 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 20 tnxTower Report - version 8.0.7.4 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 48(7/8) 60.00 T8 23 1.5" flat Cable Ladder Rail 40.00 - 60.00 0.6000 0.6000 T8 24 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000 T8 25 3/4" lighting conduit (1/2" EMT) 40.00 - 60.00 0.6000 0.6000 T9 3 LDF7-50A(1-5/8") 20.00 - 40.00 0.6000 0.6000 T9 5 1.5" flat Cable Ladder Rail 20.00 - 40.00 0.6000 0.6000 T9 8 HJ7-50A(1-5/8") 20.00 - 40.00 0.6000 0.6000 T9 9 HJ7-50A(1-5/8") 20.00 - 40.00 0.6000 0.6000 T9 10 ATCB-B01(5/16) 20.00 - 40.00 0.6000 0.6000 T9 11 WR-VG86ST-BRD( 3/4) 20.00 - 40.00 0.6000 0.6000 T9 12 WR-VG86ST-BRD( 3/4) 20.00 - 40.00 0.6000 0.6000 T9 13 LDF2-50 (3/8" foam) 20.00 - 40.00 0.6000 0.6000 T9 14 LDF2-50 (3/8" foam) 20.00 - 40.00 0.6000 0.6000 T9 15 1.5" flat Cable Ladder Rail 20.00 - 40.00 0.6000 0.6000 T9 19 LDF4-50A(1/2") 20.00 - 40.00 0.6000 0.6000 T9 20 2-1/4" (Nominal) Conduit 20.00 - 40.00 0.6000 0.6000 T9 21 TSZ 999 067/XXXM- 8AWG(1-3/16) 20.00 - 40.00 0.0000 0.0000 T9 22 FIBER ONLY CABLE 48(7/8) 20.00 - 40.00 0.0000 0.0000 T9 23 1.5" flat Cable Ladder Rail 20.00 - 40.00 0.6000 0.6000 T9 24 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000 T9 25 3/4" lighting conduit (1/2" EMT) 20.00 - 40.00 0.6000 0.6000 T10 3 LDF7-50A(1-5/8") 0.00 - 20.00 0.6000 0.6000 T10 5 1.5" flat Cable Ladder Rail 0.00 - 20.00 0.6000 0.6000 T10 8 HJ7-50A(1-5/8") 0.00 - 20.00 0.6000 0.6000 T10 9 HJ7-50A(1-5/8") 0.00 - 20.00 0.6000 0.6000 T10 10 ATCB-B01(5/16) 0.00 - 20.00 0.6000 0.6000 T10 11 WR-VG86ST-BRD( 3/4) 0.00 - 20.00 0.6000 0.6000 T10 12 WR-VG86ST-BRD( 3/4) 0.00 - 20.00 0.6000 0.6000 T10 13 LDF2-50 (3/8" foam) 0.00 - 20.00 0.6000 0.6000 T10 14 LDF2-50 (3/8" foam) 0.00 - 20.00 0.6000 0.6000 T10 15 1.5" flat Cable Ladder Rail 0.00 - 20.00 0.6000 0.6000 T10 19 LDF4-50A(1/2") 0.00 - 20.00 0.6000 0.6000 T10 20 2-1/4" (Nominal) Conduit 0.00 - 20.00 0.6000 0.6000 T10 21 TSZ 999 067/XXXM- 8AWG(1-3/16) 0.00 - 20.00 0.0000 0.0000 T10 22 FIBER ONLY CABLE 48(7/8) 0.00 - 20.00 0.0000 0.0000 T10 23 1.5" flat Cable Ladder Rail 0.00 - 20.00 0.6000 0.6000 T10 24 Safety Line 3/8 0.00 - 20.00 0.6000 0.6000 T10 25 3/4" lighting conduit (1/2" EMT) 0.00 - 20.00 0.6000 0.6000 Discrete Tower Loads August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 21 tnxTower Report - version 8.0.7.4 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 Flash Beacon Lighting B From Leg 0.00 0.00 0.00 0.0000 190.00 No Ice 2.70 2.70 0.05 *** DBXNH-6565B-R2M w/ Mount Pipe A From Leg 4.00 0.00 3.00 0.0000 187.00 No Ice 4.09 3.30 0.07 (2) E15S09P78 A From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 0.75 0.34 0.02 (2) SBNHH-1D65B w/ Mount Pipe A From Leg 4.00 0.00 3.00 0.0000 187.00 No Ice 4.09 3.30 0.07 WCS-IMFQ-AMT-43 A From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 0.55 0.39 0.02 RRUS 32 B2 A From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.74 1.67 0.05 RRUS 32 A From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.86 1.78 0.06 RRUS 32 B66 A From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.74 1.67 0.05 (2) DC2-48-60-0-9E A From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 0.93 0.56 0.02 DC6-48-60-18-8F A From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 1.21 1.21 0.03 DBXNH-6565B-R2M w/ Mount Pipe B From Leg 4.00 0.00 3.00 0.0000 187.00 No Ice 4.09 3.30 0.07 (2) E15S09P78 B From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 0.75 0.34 0.02 (2) SBNHH-1D65B w/ Mount Pipe B From Leg 4.00 0.00 3.00 0.0000 187.00 No Ice 4.09 3.30 0.07 WCS-IMFQ-AMT-43 B From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 0.55 0.39 0.02 RRUS 32 B From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.86 1.78 0.06 RRUS 32 B2 B From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.74 1.67 0.05 RRUS 32 B66 B From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.74 1.67 0.05 (2) DC2-48-60-0-9E B From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 0.93 0.56 0.02 DC6-48-60-18-8C B From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.74 2.74 0.03 DBXNH-6565B-R2M w/ Mount Pipe C From Leg 4.00 0.00 3.00 0.0000 187.00 No Ice 4.09 3.30 0.07 (2) E15S09P78 C From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 0.75 0.34 0.02 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 22 tnxTower Report - version 8.0.7.4 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K (2) SBNHH-1D65B w/ Mount Pipe C From Leg 4.00 0.00 3.00 0.0000 187.00 No Ice 4.09 3.30 0.07 RRUS 32 C From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.86 1.78 0.06 RRUS 32 B2 C From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.74 1.67 0.05 RRUS 32 B66 C From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 2.74 1.67 0.05 (2) DC2-48-60-0-9E C From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 0.93 0.56 0.02 DC6-48-60-18-8F C From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 1.21 1.21 0.03 Sector Mount [SM 504-3] C None 0.0000 187.00 No Ice 31.05 31.05 1.71 (2) 1.9'' OD sched. 40 Pipe A From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 1.71 1.71 0.03 (2) 1.9'' OD sched. 40 Pipe B From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 1.71 1.71 0.03 (2) 1.9'' OD sched. 40 Pipe C From Leg 4.00 0.00 0.00 0.0000 187.00 No Ice 1.71 1.71 0.03 NNHH-65B-R4 w/ Mount Pipe A From Leg 4.00 0.00 3.00 0.0000 187.00 No Ice 7.55 4.23 0.11 RRUS 4449 B5/B12 A From Leg 4.00 0.00 3.00 0.0000 187.00 No Ice 1.97 1.41 0.07 (3) RRUS 4478 B14 A From Leg 4.00 0.00 3.00 0.0000 187.00 No Ice 2.02 1.25 0.06 NNHH-65B-R4 w/ Mount Pipe B From Leg 4.00 0.00 3.00 0.0000 187.00 No Ice 7.55 4.23 0.11 (2) RRUS 4449 B5/B12 B From Leg 4.00 0.00 3.00 0.0000 187.00 No Ice 1.97 1.41 0.07 NNHH-65B-R4 w/ Mount Pipe C From Leg 4.00 0.00 3.00 0.0000 187.00 No Ice 7.55 4.23 0.11 *** Horizon DUO A From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 0.47 0.29 0.01 Horizon DUO B From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 0.47 0.29 0.01 Horizon DUO C From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 0.47 0.29 0.01 RRUS 31 B25 A From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 1.62 1.28 0.06 RRUS 82 W/SOLAR SHIELD A From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 2.98 1.43 0.06 (2) RRUS-11 800MHz A From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 2.52 1.30 0.05 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 23 tnxTower Report - version 8.0.7.4 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 ETCR-654L12H6 w/ Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 10.90 4.61 0.10 RADAR FILTER A From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 1.07 0.27 0.02 RRUS 31 B25 B From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 1.62 1.28 0.06 RRUS 82 W/SOLAR SHIELD B From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 2.98 1.43 0.06 (2) RRUS-11 800MHz B From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 2.52 1.30 0.05 ETCR-654L12H6 w/ Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 10.90 4.61 0.10 RADAR FILTER B From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 1.07 0.27 0.02 RRUS 31 B25 C From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 1.62 1.28 0.06 RRUS 82 W/SOLAR SHIELD C From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 2.98 1.43 0.06 (2) RRUS-11 800MHz C From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 2.52 1.30 0.05 ETCR-654L12H6 w/ Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 10.90 4.61 0.10 RADAR FILTER C From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 1.07 0.27 0.02 Connect-it PVFM-12-3-4- 96 C None 0.0000 178.00 No Ice 33.02 33.02 1.67 (2) 7'x2 1/2'' Pipe Mount A From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 2.01 2.01 0.04 (2) 7'x2 1/2'' Pipe Mount B From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 2.01 2.01 0.04 (2) 7'x2 1/2'' Pipe Mount C From Leg 4.00 0.00 0.00 0.0000 178.00 No Ice 2.01 2.01 0.04 ******* ****** ******* FFHH-65C-R3_T-MOBILE w/ Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 12.97 6.20 0.16 AEHC w/ Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 6.96 3.45 0.11 AHFIG A From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 3.08 1.40 0.08 AHLOA_T-MOBILE A From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 2.86 1.85 0.08 HCS 2.0 A From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 0.94 0.70 0.00 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 24 tnxTower Report - version 8.0.7.4 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 (3) RNSDC-7771-PF-48 A From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 3.18 1.20 0.02 FFHH-65C-R3_T-MOBILE w/ Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 12.97 6.20 0.16 AEHC w/ Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 6.96 3.45 0.11 AHFIG B From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 3.08 1.40 0.08 AHLOA_T-MOBILE B From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 2.86 1.85 0.08 FFHH-65C-R3_T-MOBILE w/ Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 12.97 6.20 0.16 AEHC w/ Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 6.96 3.45 0.11 AHFIG C From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 3.08 1.40 0.08 AHLOA_T-MOBILE C From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 2.86 1.85 0.08 6' x 2'' Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 1.43 1.43 0.02 6' x 2'' Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 1.43 1.43 0.02 6' x 2'' Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 131.00 No Ice 1.43 1.43 0.02 C10857001C V-Boom C None 0.0000 131.00 No Ice 29.82 29.82 1.67 Dishes Description Face or Leg Dish Type Offset Type Offsets: Horz Lateral Vert ft Azimuth Adjustment ° 3 dB Beam Width ° Elevation ft Outside Diameter ft Aperture Area ft2 Weight K VHLP2-18 A Paraboloid w/Shroud (HP) From Leg 4.00 1.00 5.00 -60.0000 178.00 2.17 No Ice 3.72 0.03 VHLP2-11 B Paraboloid w/Shroud (HP) From Leg 4.00 1.00 6.00 -90.0000 178.00 2.17 No Ice 3.72 0.03 VHLP2-18 C Paraboloid w/Shroud (HP) From Leg 4.00 1.00 5.00 -15.0000 178.00 2.17 No Ice 3.72 0.03 *** August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 25 tnxTower Report - version 8.0.7.4 Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Leg C Max. Vert 18 266.24 29.84 -14.90 Max. Hx 18 266.24 29.84 -14.90 Max. Hz 7 -233.03 -27.12 13.38 Min. Vert 7 -233.03 -27.12 13.38 Min. Hx 7 -233.03 -27.12 13.38 Min. Hz 18 266.24 29.84 -14.90 Leg B Max. Vert 10 257.91 -27.26 -17.12 Max. Hx 23 -218.28 24.46 15.47 Max. Hz 23 -218.28 24.46 15.47 Min. Vert 23 -218.28 24.46 15.47 Min. Hx 10 257.91 -27.26 -17.12 Min. Hz 10 257.91 -27.26 -17.12 Leg A Max. Vert 2 250.85 2.19 30.92 Max. Hx 22 138.76 5.54 17.02 Max. Hz 2 250.85 2.19 30.92 Min. Vert 15 -214.93 -2.15 -27.76 Min. Hx 11 -102.54 -5.48 -13.84 Min. Hz 15 -214.93 -2.15 -27.76 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 26 tnxTower Report - version 8.0.7.4 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 51.78 0.00 0.00 1.96 -40.03 0.00 1.2 Dead+1.0 Wind 0 deg - No Ice 62.14 0.06 -50.65 -5516.17 -58.81 103.35 0.9 Dead+1.0 Wind 0 deg - No Ice 46.61 0.06 -50.65 -5516.76 -46.80 103.35 1.2 Dead+1.0 Wind 30 deg - No Ice 62.14 26.76 -46.59 -5090.55 -2967.45 146.31 0.9 Dead+1.0 Wind 30 deg - No Ice 46.61 26.76 -46.59 -5091.13 -2955.44 146.31 1.2 Dead+1.0 Wind 60 deg - No Ice 62.14 47.54 -27.55 -2972.91 -5174.77 95.29 0.9 Dead+1.0 Wind 60 deg - No Ice 46.61 47.54 -27.55 -2973.50 -5162.76 95.29 1.2 Dead+1.0 Wind 90 deg - No Ice 62.14 54.58 -0.07 -10.30 -5885.87 5.07 0.9 Dead+1.0 Wind 90 deg - No Ice 46.61 54.58 -0.07 -10.88 -5873.86 5.07 1.2 Dead+1.0 Wind 120 deg - No Ice 62.14 45.87 26.56 2830.83 -4930.56 -56.30 0.9 Dead+1.0 Wind 120 deg - No Ice 46.61 45.87 26.56 2830.24 -4918.55 -56.30 1.2 Dead+1.0 Wind 150 deg - No Ice 62.14 23.43 40.97 4451.46 -2580.57 -64.05 0.9 Dead+1.0 Wind 150 deg - No Ice 46.61 23.43 40.97 4450.87 -2568.56 -64.05 1.2 Dead+1.0 Wind 180 deg - No Ice 62.14 -0.01 50.67 5524.69 -45.98 -104.14 0.9 Dead+1.0 Wind 180 deg - No Ice 46.61 -0.01 50.67 5524.10 -33.97 -104.14 1.2 Dead+1.0 Wind 210 deg - No Ice 62.14 -26.78 46.57 5092.50 2875.13 -146.51 0.9 Dead+1.0 Wind 210 deg - No Ice 46.61 -26.78 46.57 5091.91 2887.14 -146.51 1.2 Dead+1.0 Wind 240 deg - No Ice 62.14 -47.51 27.58 2982.99 5073.25 -96.07 0.9 Dead+1.0 Wind 240 deg - No Ice 46.61 -47.51 27.58 2982.40 5085.26 -96.07 1.2 Dead+1.0 Wind 270 deg - No Ice 62.14 -54.52 0.10 19.93 5779.32 -5.88 0.9 Dead+1.0 Wind 270 deg - No Ice 46.61 -54.52 0.10 19.34 5791.33 -5.88 1.2 Dead+1.0 Wind 300 deg - No Ice 62.14 -45.82 -26.58 -2829.43 4825.37 56.20 0.9 Dead+1.0 Wind 300 deg - No Ice 46.61 -45.82 -26.58 -2830.02 4837.38 56.20 1.2 Dead+1.0 Wind 330 deg - No Ice 62.14 -23.42 -40.92 -4436.72 2482.79 63.47 0.9 Dead+1.0 Wind 330 deg - No Ice 46.61 -23.42 -40.92 -4437.30 2494.80 63.47 Dead+Wind 0 deg - Service 51.78 0.01 -11.53 -1254.71 -42.48 23.54 Dead+Wind 30 deg - Service 51.78 6.09 -10.61 -1157.79 -704.84 33.32 Dead+Wind 60 deg - Service 51.78 10.82 -6.27 -675.56 -1207.48 21.70 Dead+Wind 90 deg - Service 51.78 12.43 -0.02 -0.92 -1369.41 1.16 Dead+Wind 120 deg - Service 51.78 10.44 6.05 646.06 -1151.87 -12.82 Dead+Wind 150 deg - Service 51.78 5.34 9.33 1015.11 -616.73 -14.59 Dead+Wind 180 deg - Service 51.78 -0.00 11.54 1259.50 -39.56 -23.71 Dead+Wind 210 deg - Service 51.78 -6.10 10.61 1161.08 625.63 -33.36 Dead+Wind 240 deg - Service 51.78 -10.82 6.28 680.71 1126.19 -21.88 Dead+Wind 270 deg - Service 51.78 -12.41 0.02 5.97 1286.97 -1.34 Dead+Wind 300 deg - 51.78 -10.43 -6.05 -642.89 1069.74 12.80 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 27 tnxTower Report - version 8.0.7.4 Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Service Dead+Wind 330 deg - Service 51.78 -5.33 -9.32 -1008.90 536.29 14.45 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 -51.78 0.00 0.00 51.78 0.00 0.000% 2 0.06 -62.14 -50.65 -0.06 62.14 50.65 0.000% 3 0.06 -46.61 -50.65 -0.06 46.61 50.65 0.000% 4 26.76 -62.14 -46.59 -26.76 62.14 46.59 0.000% 5 26.76 -46.61 -46.59 -26.76 46.61 46.59 0.000% 6 47.54 -62.14 -27.55 -47.54 62.14 27.55 0.000% 7 47.54 -46.61 -27.55 -47.54 46.61 27.55 0.000% 8 54.58 -62.14 -0.07 -54.58 62.14 0.07 0.000% 9 54.58 -46.61 -0.07 -54.58 46.61 0.07 0.000% 10 45.87 -62.14 26.56 -45.87 62.14 -26.56 0.000% 11 45.87 -46.61 26.56 -45.87 46.61 -26.56 0.000% 12 23.43 -62.14 40.97 -23.43 62.14 -40.97 0.000% 13 23.43 -46.61 40.97 -23.43 46.61 -40.97 0.000% 14 -0.01 -62.14 50.67 0.01 62.14 -50.67 0.000% 15 -0.01 -46.61 50.67 0.01 46.61 -50.67 0.000% 16 -26.78 -62.14 46.57 26.78 62.14 -46.57 0.000% 17 -26.78 -46.61 46.57 26.78 46.61 -46.57 0.000% 18 -47.51 -62.14 27.58 47.51 62.14 -27.58 0.000% 19 -47.51 -46.61 27.58 47.51 46.61 -27.58 0.000% 20 -54.52 -62.14 0.10 54.52 62.14 -0.10 0.000% 21 -54.52 -46.61 0.10 54.52 46.61 -0.10 0.000% 22 -45.82 -62.14 -26.58 45.82 62.14 26.58 0.000% 23 -45.82 -46.61 -26.58 45.82 46.61 26.58 0.000% 24 -23.42 -62.14 -40.92 23.42 62.14 40.92 0.000% 25 -23.42 -46.61 -40.92 23.42 46.61 40.92 0.000% 26 0.01 -51.78 -11.53 -0.01 51.78 11.53 0.000% 27 6.09 -51.78 -10.61 -6.09 51.78 10.61 0.000% 28 10.82 -51.78 -6.27 -10.82 51.78 6.27 0.000% 29 12.43 -51.78 -0.02 -12.43 51.78 0.02 0.000% 30 10.44 -51.78 6.05 -10.44 51.78 -6.05 0.000% 31 5.34 -51.78 9.33 -5.34 51.78 -9.33 0.000% 32 -0.00 -51.78 11.54 0.00 51.78 -11.54 0.000% 33 -6.10 -51.78 10.61 6.10 51.78 -10.61 0.000% 34 -10.82 -51.78 6.28 10.82 51.78 -6.28 0.000% 35 -12.41 -51.78 0.02 12.41 51.78 -0.02 0.000% 36 -10.43 -51.78 -6.05 10.43 51.78 6.05 0.000% 37 -5.33 -51.78 -9.32 5.33 51.78 9.32 0.000% Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 190 - 180 2.812 28 0.1325 0.0940 T2 180 - 160 2.530 28 0.1316 0.0927 T3 160 - 140 1.977 28 0.1207 0.0844 T4 140 - 120 1.488 28 0.1032 0.0669 T5 120 - 100 1.065 28 0.0870 0.0506 T6 100 - 80 0.724 28 0.0695 0.0378 T7 80 - 60 0.456 28 0.0542 0.0280 T8 60 - 40 0.256 28 0.0383 0.0201 T9 40 - 20 0.112 28 0.0246 0.0126 T10 20 - 0 0.025 35 0.0107 0.0054 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 28 tnxTower Report - version 8.0.7.4 Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 190.00 Flash Beacon Lighting 28 2.812 0.1325 0.0940 556378 187.00 DBXNH-6565B-R2M w/ Mount Pipe 28 2.727 0.1324 0.0937 556378 184.00 VHLP2-11 28 2.643 0.1322 0.0933 465509 183.00 VHLP2-18 28 2.615 0.1321 0.0932 408589 178.00 Horizon DUO 28 2.474 0.1311 0.0923 666368 131.00 FFHH-65C-R3_T-MOBILE w/ Mount Pipe 28 1.288 0.0958 0.0591 66261 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 190 - 180 12.085 6 0.5631 0.4127 T2 180 - 160 10.886 6 0.5604 0.4070 T3 160 - 140 8.521 6 0.5161 0.3704 T4 140 - 120 6.419 6 0.4420 0.2935 T5 120 - 100 4.603 6 0.3733 0.2222 T6 100 - 80 3.134 6 0.2985 0.1659 T7 80 - 60 1.977 6 0.2330 0.1229 T8 60 - 40 1.113 6 0.1648 0.0883 T9 40 - 20 0.491 6 0.1057 0.0553 T10 20 - 0 0.107 20 0.0458 0.0237 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 190.00 Flash Beacon Lighting 6 12.085 0.5631 0.4127 161688 187.00 DBXNH-6565B-R2M w/ Mount Pipe 6 11.726 0.5631 0.4113 161688 184.00 VHLP2-11 6 11.366 0.5626 0.4098 135388 183.00 VHLP2-18 6 11.246 0.5622 0.4091 119409 178.00 Horizon DUO 6 10.645 0.5585 0.4051 309293 131.00 FFHH-65C-R3_T-MOBILE w/ Mount Pipe 6 5.563 0.4109 0.2593 15525 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 190 Leg A325N 0.8750 4 0.36 41.56 0.009 1.05 Bolt Tension August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 29 tnxTower Report - version 8.0.7.4 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 Diagonal A325N 0.6250 3 1.29 13.81 0.093 1.05 Bolt Shear Horizontal A325N 0.6250 2 1.39 13.81 0.101 1.05 Bolt Shear T2 180 Leg A325N 0.8750 4 6.06 41.56 0.146 1.05 Bolt Tension Diagonal A325N 0.6250 3 2.89 13.81 0.209 1.05 Bolt Shear Horizontal A325N 0.6250 2 2.34 13.81 0.170 1.05 Bolt Shear T3 160 Leg A325N 1.0000 4 13.62 54.52 0.250 1.05 Bolt Tension Diagonal A325N 0.6250 3 2.57 13.81 0.186 1.05 Bolt Shear Horizontal A325N 0.6250 2 2.45 13.81 0.177 1.05 Bolt Shear T4 140 Leg A325N 1.0000 6 13.47 54.52 0.247 1.05 Bolt Tension Diagonal A325N 0.6250 3 3.15 13.81 0.228 1.05 Bolt Shear Horizontal A325N 0.6250 2 3.36 13.81 0.244 1.05 Bolt Shear T5 120 Leg A325N 1.0000 6 17.61 54.52 0.323 1.05 Bolt Tension Diagonal A325N 0.6250 3 3.90 13.81 0.283 1.05 Bolt Shear Horizontal A325N 0.6250 2 3.58 13.81 0.259 1.05 Bolt Shear T6 100 Leg A325N 1.0000 6 22.04 54.52 0.404 1.05 Bolt Tension Diagonal A325N 0.6250 3 3.76 13.81 0.272 1.05 Bolt Shear Horizontal A325N 0.6250 2 3.74 13.81 0.271 1.05 Bolt Shear T7 80 Leg A325N 1.0000 8 19.49 54.52 0.358 1.05 Bolt Tension Diagonal A325N 0.6250 3 3.75 13.81 0.271 1.05 Bolt Shear Horizontal A325N 0.6250 2 3.99 13.81 0.289 1.05 Bolt Shear T8 60 Leg A325N 1.0000 8 22.33 54.52 0.410 1.05 Bolt Tension Diagonal A325N 0.6250 3 4.05 13.81 0.293 1.05 Bolt Shear Horizontal A325N 0.6250 2 4.56 13.81 0.330 1.05 Bolt Shear T9 40 Leg A325N 1.0000 8 25.18 54.52 0.462 1.05 Bolt Tension Diagonal A325N 0.6250 3 4.17 13.81 0.302 1.05 Bolt Shear Horizontal A325N 0.6250 2 4.84 13.81 0.351 1.05 Bolt Shear T10 20 Diagonal A325N 0.7500 3 6.37 19.88 0.321 1.05 Bolt Shear Horizontal A325N 0.7500 2 5.28 19.88 0.266 1.05 Bolt Shear 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 190 - 180 Pipe 2.875'' x 0.276'' (2.5 XS) 10.00 5.00 64.9 K=1.00 2.2535 -4.34 74.51 0.058 1 T2 180 - 160 Pipe 3.5'' x 0.300'' (3 XS) 20.00 6.67 70.4 K=1.00 3.0159 -30.61 94.46 0.324 1 T3 160 - 140 Pipe 4.5'' x 0.337'' (4 XS) 20.04 6.68 54.3 K=1.00 4.4074 -61.88 159.90 0.387 1 T4 140 - 120 Pipe 5.563'' x 0.375'' (5 XS) 20.04 6.68 43.6 K=1.00 6.1120 -92.29 239.38 0.386 1 T5 120 - 100 Pipe 6.625'' x 0.340'' (6 20.04 10.02 54.0 6.7133 -119.10 244.02 0.488 1 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 30 tnxTower Report - version 8.0.7.4 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn EHS) K=1.00 T6 100 - 80 Pipe 6.625'' x 0.432'' (6 XS) 20.05 10.03 54.8 K=1.00 8.4049 -148.45 303.62 0.489 1 T7 80 - 60 Pipe 6.625'' x 0.432'' (6 XS) 20.06 10.03 54.8 K=1.00 8.4049 -175.36 303.58 0.578 1 T8 60 - 40 Pipe 8.625'' x 0.375'' (8 EHS) 20.05 10.03 41.2 K=1.00 9.7193 -201.68 386.31 0.522 1 T9 40 - 20 Pipe 8.625'' x 0.375'' (8 EHS) 20.05 10.03 41.2 K=1.00 9.7193 -228.38 386.31 0.591 1 T10 20 - 0 Pipe 8.625'' x 0.500'' (8 XS) 20.05 10.03 41.8 K=1.00 12.762 7 -241.00 505.43 0.477 1 1 P u / fPn controls 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 190 - 180 Pipe 2.375'' x 0.154'' (2 STD) 6.58 6.39 97.4 K=1.00 1.0745 -3.87 24.15 0.160 1 T2 180 - 160 Pipe 2.375'' x 0.218'' (2 XS) 7.94 7.67 120.1 K=1.00 1.4773 -8.66 23.14 0.374 1 T3 160 - 140 Pipe 2.375'' x 0.154'' (2 STD) 8.55 8.25 125.8 K=1.00 1.0745 -7.70 15.33 0.502 1 T4 140 - 120 Pipe 2.375'' x 0.154'' (2 STD) 9.24 8.91 135.8 K=1.00 1.0745 -9.44 13.17 0.717 1 T5 120 - 100 Pipe 2.875'' x 0.203'' (2.5 STD) 12.52 12.06 152.7 K=1.00 1.7040 -11.70 16.50 0.709 1 T6 100 - 80 Pipe 3.5'' x 0.216'' (3 STD) 13.31 12.89 132.9 K=1.00 2.2285 -11.27 28.50 0.395 1 T7 80 - 60 Pipe 3.5'' x 0.216'' (3 STD) 14.21 13.82 142.5 K=1.00 2.2285 -11.24 24.78 0.454 1 T8 60 - 40 Pipe 3.5'' x 0.216'' (3 STD) 15.12 14.64 151.0 K=1.00 2.2285 -12.15 22.07 0.550 1 T9 40 - 20 Pipe 3.5'' x 0.216'' (3 STD) 16.08 15.62 161.1 K=1.00 2.2285 -12.51 19.40 0.645 1 T10 20 - 0 (37515-2715) 2.875'' x .276'' Pipe w/ 3.5'' x .300'' Half Sleeve 24.33 12.17 158.8 K=1.00 3.7615 -19.12 31.19 0.616 1 1 P u / fPn controls Horizontal Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 190 - 180 Pipe 1.9'' x 0.145'' (1.5 STD) 8.52 4.14 79.8 K=1.00 0.7995 -2.69 22.58 0.119 1 T2 180 - 160 Pipe 1.9'' x 0.145'' (1.5 STD) 8.60 4.15 80.0 K=1.00 0.7995 -4.64 22.52 0.206 1 T3 160 - 140 Pipe 1.9'' x 0.145'' (1.5 STD) 10.01 4.82 92.9 K=1.00 0.7995 -4.89 19.14 0.256 1 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 31 tnxTower Report - version 8.0.7.4 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T4 140 - 120 Pipe 2.375'' x 0.154'' (2 STD) 12.10 5.82 88.7 K=1.00 1.0745 -6.72 27.21 0.247 1 T5 120 - 100 Pipe 2.375'' x 0.154'' (2 STD) 13.92 6.68 101.9 K=1.00 1.0745 -7.16 22.64 0.316 1 T6 100 - 80 Pipe 2.375'' x 0.154'' (2 STD) 16.29 7.87 120.0 K=1.00 1.0745 -7.48 16.86 0.444 1 T7 80 - 60 Pipe 2.875'' x 0.203'' (2.5 STD) 18.86 9.15 115.9 K=1.00 1.7040 -7.95 28.64 0.278 1 T8 60 - 40 Pipe 2.875'' x 0.203'' (2.5 STD) 21.43 10.35 131.1 K=1.00 1.7040 -9.01 22.38 0.402 1 T9 40 - 20 Pipe 2.875'' x 0.203'' (2.5 STD) 23.93 11.60 147.0 K=1.00 1.7040 -9.39 17.82 0.527 1 T10 20 - 0 Pipe 2.875'' x 0.203'' (2.5 STD) 25.18 12.23 154.9 K=1.00 1.7040 -10.56 16.05 0.658 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 190 - 180 Pipe 1.9'' x 0.145'' (1.5 STD) 8.50 4.13 79.6 K=1.00 0.7995 -0.78 22.63 0.035 1 1 P u / fPn controls Redundant Horizontal (1) Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T10 20 - 0 Pipe 1.9'' x 0.145'' (1.5 STD) 6.29 5.93 114.4 K=1.00 0.7995 -4.18 12.89 0.325 1 1 P u / fPn controls Redundant Diagonal (1) Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T10 20 - 0 Pipe 2.375'' x 0.154'' (2 STD) 11.50 10.77 164.2 K=1.00 1.0745 -3.82 9.00 0.425 1 1 P u / fPn controls Redundant Hip (1) Design Data (Compression) August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 32 tnxTower Report - version 8.0.7.4 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T10 20 - 0 Pipe 1.9'' x 0.145'' (1.5 STD) 6.29 6.29 121.3 K=1.00 0.7995 -0.03 11.86 0.002 1 1 P u / fPn controls Redundant Hip Diagonal (1) Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T10 20 - 0 Pipe 2.875'' x 0.203'' (2.5 STD) 15.07 15.07 190.9 K=1.00 1.7040 -0.06 10.56 0.006 1 1 P u / fPn controls Inner Bracing Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 190 - 180 L 2 x 2 x 1/8 4.25 4.25 128.3 K=1.00 0.4844 -0.01 8.42 0.002 1 T2 180 - 160 L 2 x 2 x 1/8 4.28 4.28 129.3 K=1.00 0.4844 -0.00 8.29 0.001 1 T3 160 - 140 L 2 x 2 x 1/8 5.01 5.01 151.1 K=1.00 0.4844 -0.00 6.07 0.001 1 T4 140 - 120 L 2 x 2 x 1/8 6.05 6.05 182.6 K=1.00 0.4844 -0.01 4.16 0.002 1 T5 120 - 100 L 2 x 2 x 1/8 6.96 6.96 210.0 K=1.00 0.4844 -0.01 3.14 0.002 1 T6 100 - 80 L 2.5 x 2.5 x 3/16 8.15 8.15 197.5 K=1.00 0.9020 -0.01 6.62 0.001 1 T7 80 - 60 L 3 x 3 x 3/16 9.43 9.43 189.9 K=1.00 1.0900 -0.01 8.65 0.001 1 T8 60 - 40 L 3.5 x 3.5 x 1/4 10.71 10.71 185.2 K=1.00 1.6900 -0.01 14.10 0.001 1 T9 40 - 20 L 3.5 x 3.5 x 1/4 11.96 11.96 206.9 K=1.00 1.6900 -0.01 11.30 0.001 1 T10 20 - 0 Pipe 2.375'' x 0.154'' (2 STD) 12.59 12.59 191.9 K=1.00 1.0745 -0.01 6.59 0.002 1 1 P u / fPn controls Tension Checks Leg Design Data (Tension) August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 33 tnxTower Report - version 8.0.7.4 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 190 - 180 Pipe 2.875'' x 0.276'' (2.5 XS) 10.00 5.00 64.9 2.2535 1.03 101.41 0.010 1 T2 180 - 160 Pipe 3.5'' x 0.300'' (3 XS) 20.00 6.67 70.4 3.0159 24.25 135.72 0.179 1 T3 160 - 140 Pipe 4.5'' x 0.337'' (4 XS) 20.04 6.68 54.3 4.4074 54.47 198.34 0.275 1 T4 140 - 120 Pipe 5.563'' x 0.375'' (5 XS) 20.04 6.68 43.6 6.1120 80.81 275.04 0.294 1 T5 120 - 100 Pipe 6.625'' x 0.340'' (6 EHS) 20.04 10.02 54.0 6.7133 105.67 302.10 0.350 1 T6 100 - 80 Pipe 6.625'' x 0.432'' (6 XS) 20.05 10.03 54.8 8.4049 132.26 378.22 0.350 1 T7 80 - 60 Pipe 6.625'' x 0.432'' (6 XS) 20.06 10.03 54.8 8.4049 155.94 378.22 0.412 1 T8 60 - 40 Pipe 8.625'' x 0.375'' (8 EHS) 20.05 10.03 41.2 9.7193 178.63 437.37 0.408 1 T9 40 - 20 Pipe 8.625'' x 0.375'' (8 EHS) 20.05 10.03 41.2 9.7193 201.44 437.37 0.461 1 T10 20 - 0 Pipe 8.625'' x 0.500'' (8 XS) 20.05 10.03 41.8 12.762 7 211.02 574.32 0.367 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 190 - 180 Pipe 2.375'' x 0.154'' (2 STD) 6.58 6.39 97.4 1.0745 3.79 48.35 0.078 1 T2 180 - 160 Pipe 2.375'' x 0.218'' (2 XS) 7.94 7.67 120.1 1.4773 8.57 66.48 0.129 1 T3 160 - 140 Pipe 2.375'' x 0.154'' (2 STD) 8.55 8.25 125.8 1.0745 7.60 48.35 0.157 1 T4 140 - 120 Pipe 2.375'' x 0.154'' (2 STD) 9.24 8.91 135.8 1.0745 9.30 48.35 0.192 1 T5 120 - 100 Pipe 2.875'' x 0.203'' (2.5 STD) 12.19 11.73 148.5 1.7040 11.53 76.68 0.150 1 T6 100 - 80 Pipe 3.5'' x 0.216'' (3 STD) 13.31 12.89 132.9 2.2285 10.98 100.28 0.109 1 T7 80 - 60 Pipe 3.5'' x 0.216'' (3 STD) 14.21 13.82 142.5 2.2285 10.86 100.28 0.108 1 T8 60 - 40 Pipe 3.5'' x 0.216'' (3 STD) 15.12 14.64 151.0 2.2285 11.67 100.28 0.116 1 T9 40 - 20 Pipe 3.5'' x 0.216'' (3 STD) 16.08 15.62 161.1 2.2285 11.96 100.28 0.119 1 T10 20 - 0 (37515-2715) 2.875'' x .276'' Pipe w/ 3.5'' x .300'' Half Sleeve 24.33 12.17 158.8 3.7615 18.03 118.49 0.152 1 1 P u / fPn controls Horizontal Design Data (Tension) August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 34 tnxTower Report - version 8.0.7.4 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 190 - 180 Pipe 1.9'' x 0.145'' (1.5 STD) 8.52 4.14 79.8 0.7995 2.78 35.98 0.077 1 T2 180 - 160 Pipe 1.9'' x 0.145'' (1.5 STD) 8.60 4.15 80.0 0.7995 4.69 35.98 0.130 1 T3 160 - 140 Pipe 1.9'' x 0.145'' (1.5 STD) 10.01 4.82 92.9 0.7995 4.83 35.98 0.134 1 T4 140 - 120 Pipe 2.375'' x 0.154'' (2 STD) 12.10 5.82 88.7 1.0745 6.65 48.35 0.138 1 T5 120 - 100 Pipe 2.375'' x 0.154'' (2 STD) 13.92 6.68 101.9 1.0745 7.10 48.35 0.147 1 T6 100 - 80 Pipe 2.375'' x 0.154'' (2 STD) 16.29 7.87 120.0 1.0745 7.45 48.35 0.154 1 T7 80 - 60 Pipe 2.875'' x 0.203'' (2.5 STD) 18.86 9.15 115.9 1.7040 7.97 76.68 0.104 1 T8 60 - 40 Pipe 2.875'' x 0.203'' (2.5 STD) 21.43 10.35 131.1 1.7040 9.11 76.68 0.119 1 T9 40 - 20 Pipe 2.875'' x 0.203'' (2.5 STD) 23.93 11.60 147.0 1.7040 9.69 76.68 0.126 1 T10 20 - 0 Pipe 2.875'' x 0.203'' (2.5 STD) 25.18 12.23 154.9 1.7040 10.41 76.68 0.136 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 190 - 180 Pipe 1.9'' x 0.145'' (1.5 STD) 8.50 4.13 79.6 0.7995 0.78 35.98 0.022 1 1 P u / fPn controls Redundant Horizontal (1) Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T10 20 - 0 Pipe 1.9'' x 0.145'' (1.5 STD) 6.29 5.93 114.4 0.7995 4.18 25.18 0.166 1 1 P u / fPn controls Redundant Diagonal (1) Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T10 20 - 0 Pipe 2.375'' x 0.154'' (2 STD) 11.50 10.77 164.2 1.0745 3.82 33.85 0.113 1 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 35 tnxTower Report - version 8.0.7.4 1 P u / fPn controls Redundant Hip (1) Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T10 20 - 0 Pipe 1.9'' x 0.145'' (1.5 STD) 6.29 6.29 121.3 0.7995 0.01 25.18 0.000 1 1 P u / fPn controls Redundant Hip Diagonal (1) Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T10 20 - 0 Pipe 2.875'' x 0.203'' (2.5 STD) 15.07 15.07 190.9 1.7040 0.06 53.68 0.001 1 1 P u / fPn controls Inner Bracing Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 190 - 180 L 2 x 2 x 1/8 4.25 4.25 81.4 0.4844 0.01 15.69 0.001 1 T2 180 - 160 L 2 x 2 x 1/8 4.28 4.28 82.1 0.4844 0.00 15.69 0.000 1 T3 160 - 140 L 2 x 2 x 1/8 4.31 4.31 82.6 0.4844 0.00 15.69 0.000 1 T4 140 - 120 L 2 x 2 x 1/8 5.70 5.70 109.3 0.4844 0.00 15.69 0.000 1 T5 120 - 100 L 2 x 2 x 1/8 6.40 6.40 122.6 0.4844 0.00 15.69 0.000 1 T6 100 - 80 L 2.5 x 2.5 x 3/16 7.52 7.52 116.0 0.9020 0.00 29.22 0.000 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 190 - 180 Leg Pipe 2.875'' x 0.276'' (2.5 XS) 3 -4.34 78.23 5.5 Pass T2 180 - 160 Leg Pipe 3.5'' x 0.300'' (3 XS) 29 -30.61 99.18 30.9 Pass T3 160 - 140 Leg Pipe 4.5'' x 0.337'' (4 XS) 67 -61.88 167.90 36.9 Pass T4 140 - 120 Leg Pipe 5.563'' x 0.375'' (5 XS) 106 -92.29 251.35 36.7 Pass T5 120 - 100 Leg Pipe 6.625'' x 0.340'' (6 EHS) 145 -119.10 256.22 46.5 Pass August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 36 tnxTower Report - version 8.0.7.4 Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail T6 100 - 80 Leg Pipe 6.625'' x 0.432'' (6 XS) 172 -148.45 318.80 46.6 Pass T7 80 - 60 Leg Pipe 6.625'' x 0.432'' (6 XS) 199 -175.36 318.76 55.0 Pass T8 60 - 40 Leg Pipe 8.625'' x 0.375'' (8 EHS) 226 -201.68 405.62 49.7 Pass T9 40 - 20 Leg Pipe 8.625'' x 0.375'' (8 EHS) 253 -228.38 405.62 56.3 Pass T10 20 - 0 Leg Pipe 8.625'' x 0.500'' (8 XS) 280 -241.00 530.71 45.4 Pass T1 190 - 180 Diagonal Pipe 2.375'' x 0.154'' (2 STD) 11 -3.87 25.36 15.2 Pass T2 180 - 160 Diagonal Pipe 2.375'' x 0.218'' (2 XS) 32 -8.66 24.29 35.6 Pass T3 160 - 140 Diagonal Pipe 2.375'' x 0.154'' (2 STD) 71 -7.70 16.10 47.8 Pass T4 140 - 120 Diagonal Pipe 2.375'' x 0.154'' (2 STD) 110 -9.44 13.83 68.3 Pass T5 120 - 100 Diagonal Pipe 2.875'' x 0.203'' (2.5 STD) 149 -11.70 17.33 67.5 Pass T6 100 - 80 Diagonal Pipe 3.5'' x 0.216'' (3 STD) 176 -11.27 29.92 37.6 Pass T7 80 - 60 Diagonal Pipe 3.5'' x 0.216'' (3 STD) 203 -11.24 26.02 43.2 Pass T8 60 - 40 Diagonal Pipe 3.5'' x 0.216'' (3 STD) 230 -12.15 23.18 52.4 Pass T9 40 - 20 Diagonal Pipe 3.5'' x 0.216'' (3 STD) 257 -12.51 20.36 61.4 Pass T10 20 - 0 Diagonal (37515-2715) 2.875'' x .276'' Pipe w/ 3.5'' x .300'' Half Sleeve 284 -19.12 31.19 58.6 Pass T1 190 - 180 Horizontal Pipe 1.9'' x 0.145'' (1.5 STD) 10 -2.69 23.71 11.4 Pass T2 180 - 160 Horizontal Pipe 1.9'' x 0.145'' (1.5 STD) 31 -4.64 23.65 19.6 Pass T3 160 - 140 Horizontal Pipe 1.9'' x 0.145'' (1.5 STD) 70 -4.89 20.10 24.3 Pass T4 140 - 120 Horizontal Pipe 2.375'' x 0.154'' (2 STD) 109 -6.72 28.57 23.5 Pass T5 120 - 100 Horizontal Pipe 2.375'' x 0.154'' (2 STD) 148 -7.16 23.77 30.1 Pass T6 100 - 80 Horizontal Pipe 2.375'' x 0.154'' (2 STD) 175 -7.48 17.71 42.2 Pass T7 80 - 60 Horizontal Pipe 2.875'' x 0.203'' (2.5 STD) 202 -7.95 30.07 26.4 27.5 (b) Pass T8 60 - 40 Horizontal Pipe 2.875'' x 0.203'' (2.5 STD) 229 -9.01 23.50 38.3 Pass T9 40 - 20 Horizontal Pipe 2.875'' x 0.203'' (2.5 STD) 256 -9.39 18.71 50.2 Pass T10 20 - 0 Horizontal Pipe 2.875'' x 0.203'' (2.5 STD) 283 -10.56 16.85 62.7 Pass T1 190 - 180 Top Girt Pipe 1.9'' x 0.145'' (1.5 STD) 5 -0.78 23.77 3.3 Pass T10 20 - 0 Redund Horz 1 Bracing Pipe 1.9'' x 0.145'' (1.5 STD) 285 -4.18 13.53 30.9 Pass T10 20 - 0 Redund Diag 1 Bracing Pipe 2.375'' x 0.154'' (2 STD) 305 -3.82 9.45 40.5 Pass T10 20 - 0 Redund Hip 1 Bracing Pipe 1.9'' x 0.145'' (1.5 STD) 308 -0.03 12.45 0.2 Pass T10 20 - 0 Redund Hip Diagonal 1 Bracing Pipe 2.875'' x 0.203'' (2.5 STD) 298 -0.06 11.09 0.6 Pass T1 190 - 180 Inner Bracing L 2 x 2 x 1/8 25 -0.01 8.84 0.2 Pass T2 180 - 160 Inner Bracing L 2 x 2 x 1/8 41 -0.00 8.65 0.1 Pass T3 160 - 140 Inner Bracing L 2 x 2 x 1/8 81 -0.00 6.37 0.1 Pass T4 140 - 120 Inner Bracing L 2 x 2 x 1/8 120 -0.01 4.37 0.2 Pass T5 120 - 100 Inner Bracing L 2 x 2 x 1/8 159 -0.01 3.30 0.2 Pass T6 100 - 80 Inner Bracing L 2.5 x 2.5 x 3/16 186 -0.01 6.95 0.2 Pass T7 80 - 60 Inner Bracing L 3 x 3 x 3/16 213 -0.01 9.09 0.1 Pass T8 60 - 40 Inner Bracing L 3.5 x 3.5 x 1/4 240 -0.01 14.80 0.2 Pass T9 40 - 20 Inner Bracing L 3.5 x 3.5 x 1/4 267 -0.01 11.87 0.2 Pass T10 20 - 0 Inner Bracing Pipe 2.375'' x 0.154'' (2 STD) 312 -0.01 6.92 0.3 Pass Summary Leg (T9) 56.3 Pass Diagonal (T4) 68.3 Pass Horizontal (T10) 62.7 Pass Top Girt (T1) 3.3 Pass Redund Horz 1 Bracing (T10) 30.9 Pass Redund Diag 1 Bracing (T10) 40.5 Pass Redund Hip 1 Bracing 0.2 Pass August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 37 tnxTower Report - version 8.0.7.4 Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail (T10) Redund Hip Diagonal 1 Bracing (T10) 0.6 Pass Inner Bracing (T10) 0.3 Pass Bolt Checks 44.0 Pass RATING = 68.3 Pass August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 38 tnxTower Report - version 8.0.7.4 APPENDIX B BASE LEVEL DRAWING August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 39 tnxTower Report - version 8.0.7.4 August 04, 2020 190 Ft Self Support Tower Structural Analysis CCI BU No 812565 Project Number 37520-0618.003.8700, Order 525878, Revision 0 Page 40 tnxTower Report - version 8.0.7.4 APPENDIX C ADDITIONAL CALCULATIONS Jo b N u m b e r : Si t e N u m b e r : Ma x r a t i o : 1. 0 5 Si t e N a m e : Ra t i n g i n c l u d e s m a x r a t i o ? Y WO N o . : Or d e r N o . : En g i n e e r : v1 . 6 - E f f e c t i v e 6 / 1 8 / 2 0 D a t e : 0 8 / 0 4 / 2 0 Loads Bo t t o m To p L u Ar e a a i Ar e a a i /r i F' y F cr Co m p . C o p e C r u s h i n g C o m p . ft f t in in 2 in in 2 a i /r ib ks i k s i k i p k i p k i p k i p 0 2 0 P i p e 2 . 8 7 5 " x 0 . 2 7 6 " 1 4 6 . 0 2 . 2 5 1 / 2 S l e e v e 3 . 5 0 0 " x 0 . 3 0 0 " 2 4 . 0 1 . 5 1 B o l t e d 4 8 . 2 3 1 5 7 . 8 6 1 6 5 . 0 6 3 5 . 0 0 9 . 2 1 3 1 . 1 9 N / A N / A 1 9 . 2 0 58.6% P A S S #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A #N / A #N / A # N / A # N / A # N / A # N / A # N / A # N / A #N/A # N / A 37 5 2 0 - 0 6 1 8 . 0 0 3 . 8 7 0 0 81 2 5 6 5 MA Y P O R T 18 7 4 3 5 2 52 5 8 7 8 R e v 0 SF M Rating Mo d i f i e d M e m b e r C a l c u l a t i o n S u m m a r y - T I A - 2 2 2 - H Ty p e Ty p e Re i n f o r c e m e n t Ex i s t i n g M e m b e r El e v a t i o n s Bu i l t - u p M e m b e r C a p a c i t y : ɸ P n (K L / r ) m (K L / r ) o Co n n e c t i o n Ty p e Self Support Anchor Rod Capacity *TIA-222-H Section 15.5 Applied Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) (10) 1" ø bolts (A354-BC N; Fy=109 ksi, Fu=125 ksi) Pu_t = 23.3 φPn_t = 56.81 Stress Rating l ar (in):0 Vu = 3 φVn = 36.82 16.7% Mu = n/a φMn = n/a Pass Uplift 233.00 30.00 Total Eccentricity (in) 0.000 Connection Properties Analysis Results Axial Force (kips) 0.00 Shear Force (kips) 33.00 Considered Eccentricity Leg Mod Eccentricity (in) 0.000 *Anchor Rod Eccentricity Applied Anchor Rod N.A Shift (in) 0.000 Comp. Applied Loads Grout Considered:No Site Info BU # 812565 Site Name MAYPORT Order # 525878 Rev. 0 Analysis Considerations TIA-222 Revision H Analysis Date: 8/4/2020CCIplate - Version 3.7.1 5968 ft-kips Capacity Demand Rating* Check 62 kips 381.09 55.00 13.7% Pass 55 kips 3.75 1.54 39.1% Pass 266 kips 14103.70 6561.55 46.5% Pass 33 kips 1600.23 49.50 2.9% Pass 233 kips 1041.61 45.00 4.1% Pass 30 kips 7637.76 270.32 3.4% Pass 190 ft 17293.20 267.79 1.5% Pass 27.677083 ft 1990.28 23.34 1.1% Pass 2.5 in 0.164 0.015 8.8% Pass in 8379.89 29.70 0.3% Pass 0.164 0.014 8.2% Pass 8379.89 27.00 0.3% Pass Square 4.0 ft 0.50 ft Soil Rating*:46.5% 9 Structural Rating*:8.8% 16 3 4 Tie 3 in 6.00 ft 36.50 ft 5.00 ft 9 72 3 in 60 ksi 3 ksi 150 pcf 110 pcf 5.000 ksf <-- Toggle between Gross and Net 0.000 ksf 30 degrees 5 3.0 ft No 4.5 ft 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) Foundation Analysis Checks Tower Centroid Offset?: Pier Properties Global Moment, M: 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) 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: 812565 MAYPORT 525878 Rev.0 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: Pad Width, W: Pad Thickness, T: Pad Rebar Size (Bottom), Sp: Foundation Bearing on Rock? Pad Properties Groundwater Depth, gw: Base Friction, µ: Cohesion, Cu: Friction Angle, : Total Soil Unit Weight, γ: Ultimate Gross Bearing, Qult: SPT Blow Count, Nblows: Soil Properties Depth, D: Pad Clear Cover, ccpad: Dry Concrete Density, δc: Pad Rebar Quantity (Bottom), mp: Rebar Grade, Fy: Concrete Compressive Strength, F'c: Material Properties Version 3.2.1