Loading...
HomeMy WebLinkAboutSTRUCTURAL ANALYSIS REPORTIMFPAUL J. FORD & COMPANY Date: July 20, 2015 RECEM-ED AUG 0 7 2015 David Robertson Crown Castle .12725 Morris Road Extension Suite 400 Alpharetta, GA 30004 678-366-1273 SCANNED BY St. Lucie County Paul J. Ford and Company 250 E. Broad. Street Suite 600 Columbus, OH.. 43215 jkrus@1-6679 J jkrus@p � Subject: Structural Analysis Report Carrier Designation: T-Mobile Co= Carrier Site Num wt A2P0049 Carrier Site Name: N/A. Crown Castle Designation: Engineering Firm Designation: Site Data: Dear David Robertson, Crown Castle BU Number: 813700 Crown Castle Site Name: MINUTE MAID BRA360 Crown Castle JDE Job Number: 340552 Crown Castle Work Order Number: 1091571 Crown Castle Application Number: 303576 Rev. 0 Paul J. Ford and Company Project Number: 37515-2313.001.8700 2651 Minute Maid Road, Ft. Pierce, St. Lucie County, FL Latitude 270 29' 0", Longitude -800 34' 1.3" 250 Foot - Self Support Tower Paul J. Ford and Company is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 807289, in accordance with application 303576, revision 0. 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: Existing + Proposed Equipment Note: See Table I and Table II for the proposed and existing loading, respectively. Sufficient Capacity This analysis has been performed in accordance with the 2014 Florida Building Code based upon an ultimate 3- second gust wind speed of 155 mph converted to a nominal 3-second gust wind speed of 120 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C with a topographic category 1 and crest height of 0 feet, and Risk Category II were used in this analysis. We at Paul J. Ford and Company appreciate the opportunity of you and Crown Castle. If you have any questions or need furtt, please give us a call. -`X\- Respectfully submitted by: Jeffrey r , P.E., LEED AP �N1 Project Engineer �'- our continuing professional services to h*pfl this or any other projects 57077 NAL 25�\0�, JUL 2 lQT7 tnxTower Report - version 6.1.4.1 "r _ /IIIIIIIi%% t. July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1)'Arialysis MetFi'od 3.2) Assumptions' 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 — Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations y_ ..Ir /~^' .%•IL it li`i ,\t\ tnxTower Report - versiori 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 3 1) INTRODUCTION This tower is a 250 ft Self Support tower designed by FWf INC: in May of 1998. The tower was originally designed for a wind speed of 110 mph per TIA/EIA-222-F. The tower has been modified several times in the past. A ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 120.1 mph with no ice, 30 mph with 0 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. Table 1 - Proposed Antenna and Cable Information Center " Mounting "' Line Number Antenna ' . - .. Number 'Feed Level (ft) Elevation of Manufacturer . Antenna Model of Feed Lme Note f . (ft) Antennas .. `Lines'' SUe (in)' 217.0 217.0 3 andrew SBNHH-1D65C w/ Mount i III Pipe Table 2 - Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed' 'ine; Note Level (ft) Elevation Antennas Manufacturer Lines.. Size (in) (ft) 1 { decibel 932DG33T2A-M w/ Mount Pipe 2 decibel 950G65VTZE-M w/ Mount 237.0 237.0 6 1 5/8" 1 Pipe 1 kathrein 742 218 w/ Mount Pipe 1 tower mounts Side Arm Mount ISO 304-3] 3 decibel DB848H105ESX w/ Mount Pipe 226.0 3 decibel DB878H120ESX w/ Mount 225.0 6 [1 5/81, 1 Pipe 225.0 2 tower mounts Sector Mount ISM 406-1] 3 cellmax CMA-B/6521/EO-6 w/ Mount 3 technologies Pipe 6 cellmax CMA-BDHH/6520/EO-8 w/ technologies Mount Pipe 3 nokia FRIE 217.0 217.0 1 3 nokia FRIG 3 1 1/4" I J nokia FXFB 3 raycap ASU9338TYP0l 1 tower mounts Sector Mount ISM 307-3] 2 1 ericsson 800MHZ SMR'FILTER 2 1 ericsson RRUS 31 B25 2 ericsson RRUS-11800MHz 208.0 210.0 2 1 1/32" 1 6 rfs celwave ACU-A20-N 2 rfs celwave APXV9ERR18-Pipe C w/ Mount 2 tower mounts Sector Mount ISM 405-1] tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CCI BU No 813700 Page 4 Mounting L'evel(ft) Center Lme Elevation ft Number of ._ AntennasT Antenna Manufacf:'r - Antenna Model + Number of Feed 3 Ltrie`s ,Feed Line siie_(m) Note. — - 195.0 195.0 1 2 ericsson RRUS-11 2 3/4" 1 j 1 kathrein 800 10723 w/ Mount Pipe 2 kathrein 800-10123 w/ Mount Pipe 4 kathrein 86010025 2 rfs celwave ATM19801712-0 2 rfs celwave FDGW5504/3C-3L 1 tower mounts Sector Mount ISM 401-1] 178.0 180.0 3 decibel DB848H105ESXw/Mount Pipe 3 15/8" 1 178.0 1 tower mounts T Sector Mount ISM 409-1] 162.0 162.0 4 ericsson RRUS-11 12 1 5/8" 1 2 kathrein 800 10766 w/ Mount Pipe 4 kathrein 800-10123 w/ Mount Pipe 8 kathrein 86010025 2 raycap DC2-48-60-0-9E 1 raycap DC648-60-18-8F 4 rfs celwave ATM19801712-0 4 rfs celwave FDGW5504/3C-3L 2 tower mounts Sector Mount ISM 401-1] 128.0 1 128.0 1 radiowaves SPD2-5.8 1 7/8" 1 1 tower mounts Pipe Mount [PM 601-1] 120.0 120.0 1 andrew HPX6-59-P3A/K j 2 ceragon RFU-C-PD 1 tower mounts Pipe Mount [PM 601-11 Notes: 1) Existing Equipment 2) Reserved Equipment 3) Equipment To Be Removed tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number37515-2313.001.8700, Application 303576, Revision 0 Page 5 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Remarks: Reference � Source 4-GEOTECHNICAL REPORTS PSI, 397-85050-3, 10/12/1998 429429 CCISITES 4-POST-MODIFICATION B&T/Morrison Hershfield, INSPECTION 82906.002/6110008.00/CNO- 3041481 CCISITES 223138, 10/14/11 4-TOWER FOUNDATION PSI, 772-80085-16a, 12/07/1998 447987 CCISITES DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER FWT 16922, 05/15/1998 245820 CCISITES DRAWINGS 4-TOWER REINFORCEMENT Morrison Hershfield, 6013009, 3106450 CCISITES DESIGN/DRAWINGS/DATA 06/01/2001 3.1) Analysis Method tnxTower (version 6.1.4.1), 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. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturers specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) The manufacturers drawing contained the original foundation design reactions. Based on these reactions we were able to compare to the current analysis. By doing this we have assumed the existing foundation was properly designed to handle the loading from the original tower design. 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 P (K) Element KSF'P_allow) (k)allow Capacity pass / Fall T1 I 250-240 I Leg-- I... _.. 2"solid 2 i -1.86 I 49.29 I 3.8 Pass T2 240 - 220 Leg ! 3" solid 19 i -19.26 138.05 14.0 Pass T3 220 - 200 Leg 3 1/2" solid 40 -72.55 234.48 30.9 Pass T4 1200 - 186.667 1 Leg 4" solid 61 (-115.73 353.60 32.7 Pass TS 1186.667 - 180 1 Leg ' 4" solid 76-138.34 353.60 39.1 Pass T6 1 180 - 160 Leg 4" solid 85-201.98 424.98 47.5 Pass 17 160 - 140 Leg 4 1/4" solid 106 (-279.12 497.00 56.2 Pass TS 1 140 - 120 Leg 4 1/2" solid 127-356.90 ( 573.49 62.2 Pass T9 120 - 100 Leg 4 3/4" solid 148-438.71 654.48 67.0 Pass T10 I 100 - 80 Leg 5" solid 169-497.35 746.17 66.7 Pass T11 i 80 - 60 Leg i 5" solid 214-581.98 746.17 78.0 I Pass tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number37515-2313.001.8700, Application 303576, Revision 0 Page 6 Section . No. ' Elevation (ft)' ' Component Type - Si-ze - ,Element Critical - .P (K) _ SF'P allow (K):' %, Capa`cit9 .Pass !Fail T12 I 60-40 Leg I 51/4"solid I 259 I -659.64 835.68 78.9 Pass T13 40-20 Leg 51/2"solid 316 -741.57 929.74 79.8 Pass T14 20 - 0 Leg 5 314" solid 373 -819.83 1028.33 79.7 Pass T1 250 - 240 Diagonal L 2 x 2 x 3/l6 7 -0.94 12.02 7.8 Pass T2 240 - 220 Diagonal L 3 x 3 x 3116 27 -5.04 19.65 21.7 29.0 (b) Pass T3 220 - 200 Diagonal L 3 x 3 x 114 47 -10.27 22.90 9''(b) Pass 4 T4 1200 - 186.667 1 Diagonal I L 3 x 3 x l/4 69 1 -12.a4 1 20.63 62.2 1 Pass T5 186.667- 180 Diagonal 2L 3 x 3 x 1/4 (3/8) 83 -13.16 59.27 22'2(b) 29.6 Pass T6 180 - 160 Diagonal 2L 2.5 x 2.6 x 3/16 (1/2) 89 -16.63 23.65 70.3 Pass T7 160 - 140 Diagonal 2L 2.5 x 2.5 x 3/16 (1/2) 111 -19.04 19.78 96.3 Pass T8 140 - 120 Diagonal 2L 3 x 3 x 3/16 (1/2) 131 -20.65 29.01 71.2 Pass T9 120 - 100 Diagonal 2L 3 x 3 x 3/16 (1/2) 155 -23.84 24.86 95.9 Pass 52.8(b) T10 100 - 80 Diagonal 12L 3.5 x 3.5 x 5/16 (112) 187 I -33.21 62.90 66.8 Pass T11 80 - 60 Diagonal 2L 3.5 x 3.5 x 5/16 (112) 232 - 57.63 57'1(b) 66.232.92 Pass T12 60 - 40 Diagonal 2L 3 x 3 x 114 (1/2) 279 -35.16 51.68 6.8. 73 .6 0(b) Pass T13 40 - 20 Diagonal 2L 3.5 x 3.5 x 5/16 (1/2) 336 -35.43 83.89 71.3 42'2(b) Pass T14 20 - 0 Diagonal 2L 3.5 x 3.5 x 5/16 (1/2) 393 -37.07 80.05 46.3 74.6 (b) Pass T10 100 - 80 Horizontal 2L 2.5 x 2.5 x 3/16 (1/2) 172 -8.63 16.19 53.3 Pass T11 80 - 60 Horizontal 2L 2.5 x 2.5 x 3/16 (1/2) 217 -10.09 13.45 75.0 Pass T12 60 - 40 Horizontal 2L 2.5 x 2.5 x 3116 (1/2) 262 -11.44 11.37 100.6 Acceptable' T13 40 - 20 Horizontal 2L 3 x 3 x 3116 (1/2) 319 -12.86 17.13 75.1 Pass T14 20 - 0 Horizontal 2L 3 x 3 x 3/16 (1/2) 376 . -14.22 14.84 95.8 Pass T6 180 - 160 Secondary I L 2.5 x 2.5 x 3/16 94 -3.60 8.02 44.9 Pass Horizontal T7 160 - 140 Secondary Horizontal I L 3 x 3 x 3/16 i 115 -4.64 10.61 45.6 Pass T8 140 - 120 Secondary L 3 x 3 x 3/16 136 -6.19 I 8.30 74.6 Pass Horizontal T9 120 - 100 Secondary L 3 x 3 x 1/4 157 -7.61 8.69 87.6 { I Pass Horizontal 1 T1 250 - 240 Top Girt L 2 x 2 x 3/l6 5 -0.18 5.67 3.2 Pass T12 60 - 40 Redund Hip 1 L 2.5 x 2.5 x 3/16 285 -0.10 8.88 1.1 Pass Bracing T13 I 40 - 20 Redund Hip 1 L 2.5 x 2.5 x 3/16 344 I -0.12 7.61 1.6 Pass Bracing T14 I 20 - 0 Re 1 L 2.5 x 2.5 x 3/16 399 I -0.10 I 6.60 1.6 ( Pass Braci gip T12 60 - 40 Redund L 2.5 x 2.5 x 3116 315 -0.13 I 2.49 5.3 i Pass Diago Bracing ' T13 40 - 20 Redund Hip L 2.5 x 2.5 x 3/16 372 ( -0.15 2.19 67T Pass Diagonal Bracing T14 20 - 0 Redud iic L 2.5 x 2.5 x 3/16 429 i -0.15 1.94 7.7 Pass Di gonad B rig T10 100 - 80 Inner Bracing 2L 2 x 2 x 3/16 (3/8) 194 -0.03 7.75 0.3 Pass J _- Tl l _ 80 - 60 Inner Bracin� -- 2L-2 x 2 x 3/16 (3/8) 239 _ _ -0.02 _ 6.46 0.4 I Pass tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CCI BU No 813700 Page 7 Section' - No '- Elevation (ft) - ''-' Component Type - . ' .Size_= - Critical - - Element - P(K)- SF•P- allow — (K) • - "/o - r -• Capacity -- Pass/Fail T12 60 - 40 I Inner Bracing 2L 2 x 2 x 3/16 (3/8) 290 I -0.06 I 5.47 ( 1.0 Pass T13 40 - 20 Inner Bracing 2L 2.5 x 2.5 x 3/16 (1/2) 347 -0.10 9.41 1.0 Pass T14 20 - 0 Inner Bracing 2L 2.5 x 2.5 x 3/16 (112) 404 -0.05 8.16 0.7 Pass Summary I I Leg (r13) 179.8 Pass I Diagonal F963T Pass (T7) ( Horizo12) ntal 100.E Acceptable ( I I I cr Secondary Horizontal 87.6 Pass (f9) Top Girt 3.2 Pass M) Redund Hip 1 Bracing 1_6 Pass (T13) Redund Hip Diagonal 7.7 Pass B(T14)9 1 Inner I Bracing 1.0 Pass i Bolt Checks 74.6 Pass Rating = 1 100.6 Acceptable 2 Table 5 - Tower Component Stresses vs. Capacity — LC5 Notes Component '- Elevation (ft) % Capacity -- P.ass / Fail 1 Anchor Rods 65.1% Pass Base Foundation 3 :. (Compared wl - 93.3% Pass Design Loads) Structure Rating (max from all components) = 100.6% 2 Notes: 1) See additional documentation in "Appendix C —Additional Calculations" for calculations supporting the % capacity consumed. 2) Capacities up to 105% are considered acceptable based on analysis methods used. 4.1) Recommendations The tower has sufficient capacity to carry the proposed and existing loading. tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 8 APPENDIX A TNXTOWER OUTPUT Tower Input Data'. The main tower is a 3x free standing tower with an overall height of 250.00 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 30.00 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: 4) Tower is located in Saint Lucie County, Florida. 5) ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). 6) Basic wind speed of 120.00 mph. 7) Structure Class Il. 6) Exposure Category C. g) Topographic Category 1. 10) Crest Height 0.00 ft. 11) Deflections calculated using a wind speed of 60.00 mph. 12) A non -linear (P-delta) analysis was used. 13) Pressures are calculated at each section. 14) Stress ratio used in tower member design is 1. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination Options ' Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KUr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Use TIA-222-G Tension Splice Capacity Exemption Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules 4 Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression J All Leg Panels Have Same Allowable Offset Girt At Foundation 4 Consider Feedline Torque J Include Angle Block Shear Check Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 . Wind 180 Lea A Wind 90 Leg C Z Leg B Face C Wind Normal Triangular Tower Tower.Section Geometry July 20, 2015 CCI BU No 813700 Page 9 Tower Tower Assembly Description Section Number Section Section Elevation Database Kidth of Length Sections ft ft It T1 250.00-240.00 6.00 1 10.00 T2 240.00-220.00 6.00 1 20.00 T3 220.00-200.00 8.00 _ 1 20.00 T4 200.00-186.67 10.00 1 13.33 T5 186.67-180.00 11.33 1 6.67 T6 180.00-160.00 ' 12.00 1 20.00 T7 160.00-140.00 14.00 1 20.00 T8 140.00-120.00 16.00 1 20.00 T9 120.00-100.00 18.00 1 20.00 T10 100.00-80.00 20.00 1 20.00 T11 80.00-60.00 22.00 1 20.00 T12 60.00-40.00 24.00 1 20.00 T13 40.00-20.00 26.00 1 20.00 T14 20.00-0.00 28.00 1 20.00 Tower Section Geometry (cont'd) Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End ft ft Panels in in T1 250.00-240.00 5.00 X Brace No No 0.000 0.000 T2 240.00-220.00 6.67 X Brace No No 0.000 0.000 T3 220.00-200.00 6.67 X Brace No No 0.000 0.000 T4 200.00-186.67 6.67 X Brace No No 0.000 0.000 T5 186.67-180.00 6.67 X Brace No No 0.000 0.000 T6 180.00-160.00 10.00 X Brace No Yes 0.000 0.000 T7 160.00-140.00 10.00 X Brace No Yes 0.000 0.000 T8 140.00-120.00 10.00 X Brace No Yes 0.000 0.000 T9 120.00-100.00 10.00 X Brace No Yes 0.000 0.000 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 10 Tower Tower Diagonal Bracing Has . Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End ft It Panels in in T10 100.00-80.00 10.00 Double K1 No Yes 0:000 0.000 T11 80.00-60.00 10.00 Double K1 No Yes 0.000 0.000 T12 60.00-40.00 10.00 Double Kt No Yes 0.000 0.000 T13 40.00-20.00 10.00 Double K1 No Yes 0.000 0.000 T14 20.00-0.00 10.00 Double K1 No Yes 0.000 0.000 Tower Section Geometry (cont'd) Diagonal Tower Leg Leg Leg Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft T1 250.00- Solid Round 2" solid A57250 Equal Angle L 2 x 2 x 3/16 A36 240.00 (50 ksi) (36 ksi) T2 240.00- Solid Round 3" solid A572-50 Equal Angle L 3 x 3 x 3/16 A36 220.00 (50 ksi) (36 ksi) T3 220.00- Solid Round 3 1/2" solid A572-50 Equal Angle L 3 x 3 x 1/4 A36 200.00 (50 ksi) (36 ksi) T4 200.00- Solid Round 4" solid A572-50 Equal Angle L 3 x 3 x 1/4 A36 186.67 (50 ksi) (36 ksi) T5 186.67- Solid Round 4" solid A572-50 Double Equal 2L 3 x 3 x 1/4 (3/8) A36 180.00 (50 ksi) Angle (36 ksi) T6 180.00- Solid Round 4" solid A572-50 Double Equal 21 2.5 x 2.5 x 3/16 (1/2) A36 160.00 (50 ksi) Angle (36 ksi) T7 160.00- Solid Round 4 114" solid A572-50 Double Equal 2L 2.5 x 2.5 x 3/16 (1/2) A36 140.00 (50 ksi) Angle (36 ksi) T8 140.00- Solid Round 4 1/2" solid A572-50 Double Equal 21- 3 x 3 x 3/16 (1/2) A36 120.00 (50 ksi) Angle (36 ksi) T9 120.00- Solid Round 4 3/4" solid A572-50 Double Equal 2L 3 x 3 x 3/16 (1/2) A36 100.00 (50 ksi) Angle (36 ksi) T10 100.00- Solid Round 5" solid A572-50 Double Equal 2L 3.5 x 3.5 x 5/16 (1/2) A36 80.00 (50 ksi) Angle (36 ksi) T11 80.00- Solid Round 5" solid A572-50 Double Equal 2L 3.5 x 3.5 x 5/16 (112) A36 60.00 (50 ksi) Angle (36 ksi) T12 60.00- Solid Round 5 1/4" solid A572-50 Double Equal 2L 3 x 3 x 1/4 (1/2) A36 40.00 (50 ksi) Angle (36 ksi) T13 40.00- Solid Round 5 1/2" solid A572-50 Double Equal, 2L 3.5 x 3.5 x 5/16 (1/2) A36 20.00 (50 ksi) Angle (36 ksi) T14 20.00-0.00 Solid Round 5 3/4" solid A572-50 Double Equal 2L 3.5 x 3.5 x 5/16 (1/2) A35 (50 ksi) Angle (36 ksi) Tower Section Geometry (cont'd) Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ft T1 250.00- Equal Angle L 2 x 2 x 3/16 A36 Equal Angle A36 240.00 (36 ksi) (36 ksi) Tower Section Geometry (cont'd) Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type Size Grade Mid ft Girls T10 100.00- None Single Angle A36 Double Equal 2L 2.5 x 2.5 x 3/16 A36 80.00 (36 ksi) Angle (1/2) (36 ksi) tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 11 Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade _ Type Size Grade Mid It Gins T11 80.00- None Single Angle A36 Double Equal 2L 2.5 x 2.5 x 3/16 A36 60.00 (36 ksi) Angle (112) (36 ksi) T12 60.00- None Single Angle A36 Double Equal 2L 2.5 x 2.5 x 3/16 A36 40.00 (36 ksi) Angle (1/2) (36 ksi) T13 40.00- None Single Angle A36 Double Equal 2L 3 x 3 x 3/16 (112) A36 20.00 (36 ksi) Angle (36 ksi) T14 20.00-0.00 None Single Angle A36 Double Equal 2L 3 x 3 x 3/16 (1/2) A36 (36 ksi) Angle (36 ksi) Tower Section Geometry (cont'd)' Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade ft T6 180.00- Equal Angle L 2.5 x 2.5 x 3/16 A36 Equal Angle L 2 x 2 x 3/l6 A36 160.00 (36 ksi) (36 ksi) T7160.00- Equal Angle L3 x3 x3/16 A36 Equal Angle L2 x2x3116 A36 140.00 (36 ksi) (36 ksi) T8 140.00- Equal Angle L 3 x 3 x 3116 A36 Equal Angle L 2.5 x 2.5 x 3/16 A36 120.00 (36 ksi) (36 ksi) T9 120.00- Equal Angle L 3 x 3 x 1/4 A36 Equal Angle L 2.5 x 2.5 x 3/16 A36 100.00 (36 ksi) (36 ksi) T10 100.00- Equal Angle A36 Double Equal 2L 2 x 2 x 3/16 (3/8) A36 80.00 (36 ksi) Angle (36 ksi) T11 80.00- Equal Angle A36 Double Equal 2L 2 x 2 x 3/16 (3/8) A36 60.00 (36 ksi) Angle (36 ksi) T12 60.00- Equal Angle A36 Double Equal 2L 2 x 2 x 3/16 (3/8) A36 40.00 (36 ksi) Angle (36 ksi) T13 40.00- Equal Angle A36 Double Equal 2L 2.5 x 2.5 x 3/16 (1/2) A36 20.00 (36 ksi) Angle (36 ksi) T14 20.00-0.00 Equal Angle A36 Double Equal 2L 2.5 x 2.5 x 3/16 (112) A36 (36 ksi) Angle (36 ksi) Tower Section Geometry (cont'd) ` Tower Redundant Redundant Redundant KFactor Elevation Bracing Type Size Grade ft T10 100.00- A36 Horizontal (1) Arbitrary Shape 2L 2 x 2 x 3/16 (112) Null 1 80.00 (36 ksi) Diagonal (1) Arbitrary Shape 2L 2 x 2 x 3/16 (1/2) Null 1 T11 80.00- A36 Horizontal (1) Arbitrary Shape 2L 2 x 2 x 3116 (1/2) Null 1 60.00 (36 ksi) Diagonal (1) Arbitrary Shape 2L 2 x 2 x 3116 (1/2) Null 1 T12 60.00- A36 Horizontal (1) Arbitrary Shape 2L 2 x 2 x 3/16 (1/2) Null 1 40.00 (36 ksi) Diagonal (1) Arbitrary Shape 2L 2 x 2 x 3116 (1/2) Null 1 Hip (1) Equal Angle L 2.5 x 2.5 x 3/16 1 Hip Diagonal L 2.5 x 2.5 x 3/16 1 T13 40.00- A36 Horizontal (1) Arbitrary Shape 2L 2 x 2 x 3116 (1/2) Null' 1 20.00 (36 ksi) Diagonal (1) Arbitrary Shape 2L 2 x 2 x 3/16 (1/2) Null 1 Hip (1) Equal Angle L 2.5 x 2.5 x 3/16 1 Hip Diagonal L 2.5 x 2.5 x 3/16 1 T14 20.00- A36 Horizontal (1) Arbitrary Shape 2L 2 x 2 x 3/16 (1/2) Null 1 0.00 (36 ksi) Diagonal (1) Arbitrary Shape 2L 2.5 x 2.5 x 3/16 (3/8) 1 Hip (1) Equal Angle ZERO 1 Hip Diagonal L 2.5 x 2.5 x 3/16 1 L 2.5 x 2.5 x 3/16 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 12 Tower Section Georrretry.(cont'd). Tower Gusset Gusset- -Gusset-GfadeAdjust-Factor -Adjust.-- Weight MuIC Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing ft lCz in Diagonals in Horizontals - in T1250.00- 2.00 0.375 A36 1 1 1.1 0.000 0.000 240.00 (36 ks) - T2 240.00- 0.00 0.375 A36 1 1 1.1 0.000 0.000 220.00 (36 ksi) T3 220.00- 0.00 0.375 A36 1 1 1.1 0.000 0.000 200.00 (36 ksi) T4 200.00- 0.00 0.375 A36 1 1 1.1 0.000 0.000 186.67 (36 ksi) T5186.67- 0.00 0.375 A36 1 1 1.1 0.000 0.000 180.00 (36 ksi) T6180.00- 0.00 0.375 A36 1 1 1.1 45.100 0.000 160.00 (36 ksi) - T7160.00- 0.00 0.375 A36 1 1 1.2 25.000 0.000 140.00 (36 ksi) T8140.00- 0.00 0.375 A36 1 1 1.2 55.000 0.000 120.00 (36 ksi) T9120.00- 0.00 0.375 A36 1 1 1.2 30.100 0.000 100.00 (36 ksi) T10100.00- 0.00 0.500 A36 1 1 1.2 39.400 46.300 80.00 (36 ksi) T1180.00- 0.00 0.500 A36 1 1 1.2 42.000 58.740 60.00 (36 ksi) T12 60.00- 0.00 0.500 A36 1 1 1.2 44.000 64.700 40.00 (36 ksi) T13 40.00- 0.00 0.500 A36 1 1 1.2 46.400 70.600 20.00 (36 ksi) T14 20.00- 0.00 0.500 A36 1 1 1.2 49.000 76.600 Tower Section Geometry{cont'd) K Factors Tower Calc Calc Legs X K Single Ghts Horiz. Sec. Inner Elevation K K Brace Brace Diags Hodz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X it Y Y Y Y Y Y Y T1250.00- Yes No 1 1 1 1 1 1 1 1 240.00 1 1 1 1 1 1 1 T2 240.00- Yes No 1 1 1 1 1 1 1 1 220.00 1 1 1 1 1 1 1 T3 220.00- Yes No 1 1 1 1 1- 1 1 1 200.00 1 1 1 1 1 1 1 T4 200.00- Yes No 1 1 1 1 1 1 1 1 186.67 1 1 1 1 1 1 1 T5186.67- Yes No 1 1 1 1 1 1 1 1 180.00 1 1 1 - 1 1 1 1 T6180.00- No No 1 1 1 1 1 1 0.5 1 160.00 1 1 1 1- 1 0.5 1 T7160.00- No No 1 1 1 1 1 1 0.5 1 140.00 1 1 1 1 1 0.5 1 T8140.00- No No 1 1 1 1 1 1 0.5 1 120.00 1 1 1 1 1 0.5 1 T9120.00- No No 1 1 1 1 1 1 0.5 1 100.00 1 1 1 1 1 0.5 1 T10100.00- No No 1 1 1 1 1 1 1 1 80.00 1 1 1 1 1 1 1 T1180.00- No No 1 1 1 1 1 1 1 1 60.00 1 1 1 1 1 1 1 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 13 K Factors Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y T12 60.00- No No 1 1 1 1 1 1 1 1 ' 40.00 1 1 1 1 1 1 1 T13 40.00- No No 1 1 1 1 1 1 1 1 20.00 1 1 1 1 1 1 1 T14 20.00- No No 1 1 1 1 1 1 1 1 0.00 1 1 1 1 1 1 1 'Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factorin the out -of - plane direction applied to the overall length. Tower Section Geometry. (cont'd - Tower Elevation It Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width U Net U Vat Moth U Net U Net U Net U Net U Deduct Width Deduct WMdth Width Width Width in Deduct in Deduct Deduct Deduct Deduct in in in in in T1250.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 240.00 T2 240.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 220.00 T3 220.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 200.00 T4 200.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 186.67 T5186.67- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 180.00 T6180.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 160.00 T7160.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 140.00 T8140.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.76 0.000 0.75 0.000 0.75 120.00 T9120.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 100.00 T10100.00- 0.000 1 0.000 0.75 0.000 0.75 0.000. 0.75 0.000 0.75 0.000 0.75 0.000 0.75 80.00 T1180.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 60.00 T12 60.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 40.00 T13 40.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 20.00 T14 20.00- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.00 Tower Section Geometry (cont'd) Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizonta Short Elevation Connection Horizontal It Type Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1250.00- Flange 0.625 4 0.625 2 0.625 1 0.000 0 0.625 0 0.000 0 0.000 0 240.00 A325N A325N A325N A325N A325N A325N A325N T2 240.00- Flange 0.875 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.000 0 220.00 A325N A325N A325N A325N A325N A325N A325N tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CCI BU No 813700 Page 14 Tower Elevation If Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt - Mid Girt Long Horizonte Short Horizontal Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Sire No. Bolt Size No. in in in in in in in T3 220.00- Flange 1.000 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.000 0 200.00 A325N A325N A325N A325N A325N A325N A325N T4 200.00- Flange 1.250 0 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.000 0 186.67 A325N A325N A325N A325N A325N A325N A325N T5186.67- Flange 1.250 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.000 0 180.00 A325N A325N A325N A325N A325N A325N A325N T6180.00- Flange 1.250 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.625 1 160.00 A325N A325N A325N A325N A325N A325N A325N T7160.00- Flange 1.250 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.625 1 140.00 A325N A325N A325N A325N A325N A325N A325N T8140.00- Flange 1.375 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.625 1 120.00 A325N A325N A325N A325N A325N A325N A325N T9120.00- Flange 1.600 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.625 1 100.00 A325N A325N A325N A325N A325N A325N A325N T10100.00- Flange 1.500 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 0 80.00 A325N A325N A325N A325N A325N A325N A325N T1180.00- Flange 1.500 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 0 60.00 A325N A325N A325N A325N A325N A325N A325N T12 60.00- Flange 1.750 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.000 0 40.00 A325N A325N A325N A325N A325N A325N A325N T1340.00- Flange 1.750 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.000 0 20.00 A325N A325N A325N A325N A325N A325N A325N T1420.00- Flange 2.500 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.000 0 0.00 A36 A325N A325N A325N A325N A325N A325N Feed Line/Linear'Appurtenances .Entered As 2ound Or Flat Description Face Allow Component Placement Face Lateral # # Clear Width or Perimete Weight or Shield Type Offset Offset Per Spacing Diameter r Leg ft in (Frac FW) Row in in p# in LDF7-50A(1- A No Ar (CaAa) 178.00 - 0.00 -0.500 518") (E - SPRINT) LDF7-50A(1- A No Ar (CaAa) 225.00 - 178.00 -0.500 5/8") (E - SPRINT) 1.5" flat A No At (CaAa) 225.00 - 0.00 -0.500 Cable Ladder Rail (WAVEGUID E) LDF7-50A(1- A No Ar (CaAa) 217.00 - 0.00 -6.000 5/8") (E - TMOBILE) 3X4AWG(1 A No Ar (CaAa) 217.00 - 0.00 -6.000 114) (P - TMOBILE) EC5-50(7/8") A No Ar (CaAa) 120.00 - 0.00 -6.000 (P - TMOBILE) 1.5" flat A No At (CaAa) 217.00 - 0.00 -0.500 Cable Ladder Rail (WAVEGUID E) Face B'. - 1.5" Flat B No Af (CaAa) 250.00 - 0.00 3.000 tnxTower Report - version 6.1.4.1 0.25 9 9 1.000 1.980 0.82 0.500 0.25 6 6 1.020 1.980 0.82 0.500 0.25 2 2 36.000 1.500 1.80 0.500 -0.4 12 4 1.020 1.980 0.82 0.500 -0.4 3 3 1.700 1.300 0.88 0.500 -0.4 1 1 1.898 1.102 0.36 0.500 -0.4 2 2 36.000 1.500 1.80 0.500 0 2 2 12.000 1.500 1.80 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 15 Description Face Allow Component Placement Face Lateral # # Clear Width or Perimete Weight or Shield Type Offset Offset Per Spacing Diameter r Leg ft in (Frac FIND Row in in p/f in FWT Climb 0.000 Ladder Rail (SAFETY LINE) 3/16" safety B No Ar (CaAa) 250.00 - 0.00 1.000 0 2 1 0.250 0.188 0.35 cable (LADDER) LCF158- B No Ar (CaAa) 237.00 - 0.00 1.000 0.4 6 6 1.000 2.010 0.92 50J(1-5/8") 0.500 (E - METRO) 1.5" flat B No Af (CaAa) 237.00 - 0.00 0.000 0.4 2 2 36.000 1.500 1.80 Cable Ladder 0.500 Rail (WAVEGUID E) LDF5- B No Ar (CaAa) 128.00 - 0.00 -0.500 -0.38 1 1 1.910 1.090 0.33 50A(7/8") 0.500 (E - SPRINT) TSZ 999 B No Ar (CaAa) 208.00 - 0.00 -0.500 -0.36 2 2 1.960 1.039 0.71 066h=M- 1.039 8AWG(1- 1 /32") (Installed) 1.5" flat B No Af (CaAa) 210.00 - 0.00 -0.500 -0.4 2 2 36.000 1.500 1.80 Cable Ladder 0.500 Rail (WAVEGUID E) Face C 1" lighting C No Ar (CaAa) 250.00 - 0.00 1.000 0.5 1 1 24.000 1.000 2.00 conduit 0.000 (LIGHTS) LCF158- C No Ar (GaAs) 195.00-162.00 0.000 0.4 6 6 0.990 2.010 0.92 50J(1-518") 0.500 (E -ATT) LCF158- C No Ar (CaAa) 162.00 - 0.00 0.000 0.4 18 11 0.990 2.010 0.92 50J(1-5/8") 0.500 (E - ATT) WR- C No Ar (CaAa) 195.00 - 0.00 2.000 0.43 2 1 0.774 0.774 0.59 VG86ST- BRD(3/4) (P - ATn 1.5" flat C No Af (CaAa) 250.00 - 0.00 0.000 0.4 2 2 36,000 1.500 1.80 Cable Ladder 0.500 Rail (VIIAVEGUID Feed _Une/Linear Appurtenances. Section Areas Tower Sectio . n Tower Elevation ft Face Aa ft2 AF fe CAAA In Face to CAAA Out Face fe Weight K T1 250.00-240.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 5.375 0.000 0.04 C 0.000 0.000 6.000 0.000 0.06 T2 240.00-220.00 A 0.000 0.000 8.440 0.000 0.04 B 0.000 0.000 39.752 0.000 0.24 C 0.000 0.000 12.000 0.000 0.11 T3 220.00-200.00 A 0.000 0.000 89.282 0.000 0.44 8 0.000 0.000 51.532 0.000 0.32 C 0.000 0.000 12.000 0.000 0.11 T4 200.00-186.67 A 0.000 0.000 66.053 0.000 0.33 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 16 Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face - Out Face n ft ftz it, ft2 it, B 0.000 0.000 39.351 0.25 C 0.000 _ _ _ 0.000 99.340 _ _0.000 0.000 0.13 T5 186.67-180.00 A 0.000 0.000 33.027 0.000 0.16 B 0.000 0.000 19.675 0.000 0.12 C 0.000 0.000 13.072 0.000 0.08 T6 180.00-160.00 A 0.000 0.000 109.772 0.000 0.54 B 0.000 0.000 59.026 0.000 0.37 C 0.000 0.000 44.040 0.000 0.27 T7 160.00-140.00 A 0.000 0.000 110.960 0.000 0.54 B 0.000 0.000 59.026 0.000 0.37 C 0.000 0.000 87.456 0.000 0.47 T8 140.00-120.00 A 0.000 0.000 110.960 0.000 0.54 B 0.000 0.000 69.898 0.000 0.37 C 0.000 0.000 87.456 0.000 0.47 T9 120.00-100.00 A 0.000 0.000 113.164 0.000 0.56 B 0.000 0.000 61.205 0.000 0.38 C 0.000 0.000 87.456 0.000 0.47 T10 100.00-80.00 A 0.000 0.000 113.164 0.000 0.55 B 0.000 0.000 61.206 0.000 0.38 C 0.000 0.000 87.456 0.000 0.47 T11 80.00-60.00 A 0.000 0.000 113.164 0.000 0.55 B 0.000 0.000 61.206 0.000 0.38 C 0.000 0.000 87.456 0.000 0.47 T12 60.00-40.00 A 0.000 0.000 113.164 0.000 0.55 B 0.000 0.000 61.206 0.000 0.38 C 0.000 0.000 87.456 0.000 0.47 T13 40.00-20.00 A 0.000 0.000 113.164 0.000 0.55 B 0.000 0.000 61.206 0.000 0.38 C 0.000 0.000 87.455 0.000 0.47 T14 20.00-0.00 A 0.000 0.000 113.164 0.000 0.55 B 0.000 0.000 61.206 0.000 0.38 C 0.000 0.000 87.456 0.000 0.47 Feed Line Center of Pressure Section Elevation CPx CPi CPx CPz Ice Ice R in in in in T1 250.00-240.00 -0.625 0.605 -0.861 0.895 T2 240.00-220.00 2.510 0.973 2.902 1.289 T3 220.00-200.00 -1.094 0.288 -1.235 0.186 T4 200.00-186.67 -2.523 0.646 -2.709 0.346 T5 186.67-180.00 -3.259 1.112 -3.455 0.800 T6 180.00-160.00 -3.991 0.781 -4.201 0.455 T7 160.00-140.00 -6.551 2.707 -6.755 2.395 T8 140.00-120.00 -7.224 2.871 -7.452 2.528 T9 120.00-100.00 -8.052 3.075 -8.305 2.701 T10 100.00-80.00 -8.945 3.381 -9.227 2.966 T11 80.00-60.00 -9.746 3.653 -10.056 3.202 T12 60.00-40.00 -10.296 3.831 -10.624 3.356 T13 - 40.00-20.00 -10.836 4.007 -11.183 3.508 T14 20.00-0.00 -11.442 4.209 -11.809 3.682 Shielding Factor Ka Tower Feed Line Description Feed line K, K, Section Record No. Segment No Ice Ice Elev. T1 10 1.5" Flat FWT Climb 240.00 - 0.6000 0.6000 Ladder Rail 250.00 Tt 11 9116" safety cable 240.00 - 0.6000 0.6000 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 17 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice - Ka Ice 250.00 T1 18 1" lighting conduit 240.00- 0.6000 0.6000 250.00 T1 22 1.5' flat Cable Ladder Rail 240.00- 0.6000 0.6000 250.00 T2 3 LDF7-50A(1-5/8") 220.00- 0.6000 0.6000 225.00 T2 4 1.5" flat Cable Ladder Rail 220.00- 0.6000 0.6000 225.00 T2 10 1.5' Flat FWT Climb 220.00- 0.6000 0.6000 Ladder Rail 240.00 T2 11 3/16" safely cable 220.00- 0.6000 0.6000 240.00 T2 12 LCF158-50J(1-5/8") 220.00- 0.6000 0.6000 237.00 T2 13 1.6" flat Cable Ladder Rail 220.00- 0.6000 0.6000 237.00 T2 18 1" lighting conduit 220.00- 0.6000 0.6000 240.00 T2 22 1.5' flat Cable Ladder Rail 220.00- 0.6000 0.6000 240.00 T3 3 LDF7-50A(1-5/8") 200.00- 0.6000 0.6000 220.00 T3 4 1.5' flat Cable Ladder Rail 200.00- 0.6000 0.6000 220.00 T3 5 LDF7-50A(1-5/8") 200.00- 0.6000 0.6000 217.00 T3 6 3X4AWG(1 1/4) 200.00- 0.6000 0.6000 217.00 T3 8 1.5" flat Cable Ladder Rail 200.00- 0.6000 0.6000 217.00 T3 10 1.5' Flat FWr Climb 200.00- 0.6000 0.6000 Ladder Rail 220.00 T3 11 3116" safety cable 200.00- 0.6000 0.6000 220.00 T3 12 LCF158-50J(1-5/8") 200.00- 0.6000 0.6000 220.00 T3 13 1.5" flat Cable Ladder Rail 200.00- 0.6000 0.6000 220.00 T3 15 TSZ 999 066/x M-BAWG( 200.00- 1.0000 1.0000 1-1/32") 208.00 T3 16 1.5" flat Cable Ladder Rail 200.00- 0.6000 0.6000 210.00 T3 18 1" lighting conduit 200.00- 0.6000 0.6000 220.00 T3 22 1.5' flat Cable Ladder Rail 200.00 - 0.6000 0.6000 220.00 T4 3 LDF7-50A(1-5/8") 186.67- 0.6000 0.6000 200.00 T4 4 1.5' flat Cable Ladder Rail 186.67- 0.6000 0.6000 _ 200.00 T4 5 LDF7-50A(1-5/8") 186.67- 0.6000 0.6000, 200.00 T4 6 3X4AWG(11/4) 186.67- 0.6000 0.6000 200.00 T4 8 1.5' flat Cable Ladder Rail 186.67- 0.6000 0.6000 200.00 T4 10 1.5" Flat FWT Climb 186.67- 0.6000 0.6000 Ladder Rail 200.00 T4 11 3/16" safety cable 186.67- 0.6000 0.6000 200.00 T4 12 LCF158-50J(1-5/8") 186.67- 0.6000 0.6000 200.00 T4 13 1.5' flat Cable Ladder Rail 186.67- 0.6000 0.6000 200.00 T4 15 TSZ 999 066/xxxM-8AWG( 186.67- 1.0000 1.0000 1-1/32") 200.00 T4 16 1.5" flat Cable Ladder Rail 186.67- 0.6000 0.6000 200.00 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis M BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 18 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice . K. Ice T4 18 1" lighting conduit 186.67 - 0.6000 0.6000 --- -- - - -- 200.00 _ T4 19 LCF158-50J(1-5/8') 186.67- 0.6000 0.6000 195.00 T4 21 WR-VG86ST-BRD(3/4) 186.67- 0.6000 0.6000 195.00 T4 22 1.5" flat Cable Ladder Rail 186.67- 0.6000 0.6000 200.00 T5 3 LDF7-50A(1-5/8") 180.00- 0.6000 0.6000 186.67 T5 4 1.5" flat Cable Ladder Rail 180.00- 0.6000 0.6000 186.67 T5 5 LDF7-50A(1-5/8") 180.00- 0.6000 0.6000 186.67 T5 6 3X4AWG(11/4) 180.00- 0.6000 0.6000 186.67 T5 8 1.5" flat Cable Ladder Rail 180.00- 0.6000 0.6000 186.67 T5 10 1.5" Flat FWI-Climb 180.00- 0.6000 0.6000 Ladder Rail 186.67 T5 11 3/16" safety cable 180.00- 0.6000 0.6000 186.67 T5 12 LCF158-50J(1-5/8") 180.00- 0.6000 0.6000 186.67 T5 13 1.5" flat Cable Ladder Rail 180.00- 0.6000 0.6000 186.67 T5 15 TSZ 999 066/xxxM-8AWG( 180.00- 1.0000 1.0000 1-1/32") 186.67 T5 16 1.5" flat Cable Ladder Rail 180.00- 0.6000 -0.6000 186.67 T5 . 18 1" lighting conduit 180.00- 0.6000 0.6000 186.67 T5 19 LCF158-50J(1-5/8") 180.00- 0.6000 0.6000 186.67 T5 21 WR-VG86ST-BRD(3/4) 180.00- 0.6000 0.6000 186.67 T5 22 1.5" flat Cable Ladder Rail 180.00- 0.6000 0.6000 186.67 T6 2 LDF7-50A(1-5/8') 160.00 - 0.6000 0.6000 178.00 T6 3 LDF7-50A(1-5/8") 178.00 - 0.6000 0.6o0o 180.00 T6 4 1.5" flat Cable Ladder Rail 160.00 - 0.6000 0.6000 180.00 T6 5 LDF7-50A(1-5/8") 160.00 - 0.6000 0.6000 180.00 T6 6 3X4AWG(1 1/4) 160.00 - 0.6000 0.6000 180.00 T6 8 1.5" flat Cable Ladder Rail 160.00 - 0.6000 0.6000 180.00 T6 tb 1.5" Flat FWT Climb 160.00 - 0.6000 0.6000 Ladder Rail 180.00 T6 11 3/16" safety cable 160.00 - 0.6000 0.6000 180.00 T6 12 LCF158-50J(1-5/8") 160.00 - 0.6000 0.6000 180.00 T6 13 1.5" flat Cable Ladder Rail 160.00 - 0.6000 0.6000 180.00 T6 15 TSZ 999 066/x M-8AWG( 160.00 - 1.0000 1.0000 1-1/32") 180.00 T6 16 1.5" flat Cable Ladder Rail 160.00 - 0.6000 0.6000 180.00 T6 18 1" lighting conduit 160.00 - 0.6000 0.6000 180.00 T6 19 LCF158-50J(1-5/8") 162.00- 0.6000 0.6000 180.00 T6 20 LCF158-50J(1-5/8") 160.00- 0.6000 0.6000 162.00 T6 21 WR-VG86ST-BRD(3/4) 160.00 - 0.6000 0.6000 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number37515-2313.001.8700, Application 303576, Revision 0 Page 19 Tower Section Feed Line Record No. Description Feed line Segment Elev. K. No Ice - Ka Ice 180.00 T6 22 1.5' flat Cable Ladder Rail 160.00- 0.6000 0.6000 180.00 T7 2 LDF7-50A(1-518") 140.00- 0.6000 0.6000 160.00 T7 4 1.5' flat Cable Ladder Rail 140.00- 0.6000 0.6000 160.00 T7 5 LDF7-50A(1-5/8") 140.00- 0.6000 0.6000 160.00 T7 6 3X4AWG(11/4) 140.00- 0.6000 0.6000 160.00 T7 8 1.6" flat Cable Ladder Rail 140.00- 0.6000 0.6000 160.00 T7 10 1.5" Flat FWr Climb 140.00- 0.6000 0.6000 Ladder Rail 160.00 T7 11 3/16" safety cable 140.00- 0.6000 0.6000 160.00 T7 12 LCF158-50J(1-5/8") 140.00- 0.6000 0.6000 160.00 T7 13 1.5' flat Cable Ladder Rail 140.00- 0.6000 0.6000 160.00 T7 15 TSZ 999 066/)=M-8AWG( 140.00- 1.0000 1.0000 1-1132") 160.00 T7 16 1.5' flat Cable Ladder Rail 140.00- 0.6000 0.6000 160.00 T7 18 1" lighting conduit 140.00- 0.6000 0.6000 160.00 T7 20 LCF158-50J(1-5/8") 140.00- 0.6000 0.6000 160.00 T7 21 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000 160.00 T7 22 1.5' flat Cable Ladder Rail 140.00- 0.6000 0.6000 160.00 T8 2 LDF7-50A(1-5/8") 120.00- 0.6000 0.6000 140.00 TS 4 1.5" flat Cable Ladder Rail 120.00- 0.6000 0.6000 140.00 T8 5 LDF7-50A(1-5/8") 120.00- 0.6000 0.6000 140.00 TS 6 3X4AWG(11/4) 120.00- 0.6000 0.6000 140.00 TS 8 1.5" flat Cable Ladder Rail 120.00- 0.6000 0.6000 140.00 TS 10 1.5' Flat FWl- Climb 120.00- 0.6000 0.6000 Ladder Rail 140.00 T8 11 3/16" safety cable 120.00- 0.6000 0.6000 140.00 TS 12 LCF158-50J(1-5/8") 120.00- 0.6000 0.6000 140.00 TS 13 1.5' flat Cable Ladder Rail 120.00- 0.6000 0.6000 140.00 TS 14 LDF5-50A(7/8") 120.00- 0.6000 0.6000 128.00 TS 15 TSZ 999 066/=M-8AWG( 120.00- 1.0000 1.0000 1-1/32") 140.00 TS 16 1.5" flat Cable Ladder Rail 120.00- 0.6000 0.6000 140.00 T8 18 1" lighting conduit 120.00- 0.6000 0.6000 140.00 T8 20 LCF158-50J(1-5/8") 120.00- 0.6000 0.6000 140.00 T8 21 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140.00 T8 22 1.5' flat Cable Ladder Rail 120.00- 0.6000 0.6000 140.00 T9 2 LDF7-50A(1-5/8") 100.00- 0.6000 0.6000 120.00 T9 4 1.5" flat Cable Ladder Rail 100.00 - 0.6000 0.6000 120.00 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 20 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice - & Ice T9 5 LDF7-50A(1-5/8") 100.00- -120.00 0.6000 0.6000 - - T9 6 3X4AWG(11/4) 100.00- 0.6000 0.6000 120.00 T9 7 EC5-50(7/8") 100.00- 0.6000 0.6000 120.00 T9 8 1.5" flat Cable Ladder Rail 100.00- 0.6000 0.6000 120.00 T9 10 1.5" Flat FWI- Climb 100.00- 0.6000 0.6000 Ladder Rail 120.00 T9 11 3/16" safety cable 100.00- 0.6000 0.6000 120.00 T9 12 LCF158-50J(1-5/8') 100.00- 0.6000 0.6000 120.00 T9 13 1.5" flat Cable Ladder Rail 100.00- 0.6000 0.6000 120.00 T9 14 LDF5-50A(7/8") 100.00- 0.6000 0.6000 120.00 T9 15 TSZ 999 066/)=M-8AWG( 100.00- 1.0000 1.0000 1-1/32") 120.00 T9 16 1.5" flat Cable Ladder Rail 100.00- 0.6000 0.6000 120.00 T9 18 1" lighting conduit 100.00- 0.6000 0.6000 120.00 T9 20 LCF158-50J(1-5/8") 100.00- 0.6000 0.6000 120.00 T9 21 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000 120.00 T9 22 1.5" flat Cable Ladder Rail 100.00- 0.6000 0.6000 120.00 T10 2 LDF7-50A(1-5/8") 80.00- 0.6000 0.6000 100.00 T10 4 1.5" flat Cable Ladder Rail 80.00- 0.6000 0.6000 100.00 T10 5 LDF7-50A(1-5/8") 80.00- 0.6000 0.6000 100.00 T10 6 3X4AWG(11/4) 80.00- 0.6000 0.6000 100.00 T10 7 EC5-50(7/8") 80.00- 0.6000 0.6000 100.00 T10 8 1.5" flat Cable Ladder Rail 80.00- 0.6000 0.6000 100.00 T10 10 1.5" Flat FWT Climb 80.00- 0.6000 0.6000 Ladder Rail 100.00 T10 11 3116" safety cable 80.00- 0.6000 0.6000 100.00 T10 12 LCF158-50J(1-5/8") 80.00- 0.6000 0.6000 100.00 T10 13 1.5" flat Cable Ladder Rail 80.00- 0.6000 0.6000 100.00 T10 '14 LDF5-50A(7/8") 80.00- 0.6000 0.6000 100.00 T10 15 TSZ 999 066/)=M-8AWG( 80.00- 1.0000 1.0000 - 1-1/32") 100.00 T10 16 1.5" flat Cable Ladder Rail 80.00- 0.6000 0.6000 100.00 T10 16 1" lighting conduit 80.00- 0.6000 0.6000 100.00 T10 20 LCF158-50J(1-5/8") 80.00- 0.6000 0.6000 100.00 T10 21 WR-VG86ST-BRD(3/4) 80.00- 0.6000 0.6000 100.00 T10 22 1.5" flat Cable Ladder Rail 80.00- 0.6000 0.6000 100.00 T11 2 LDF7-50A(1-5/8") 60.00- 0.6000 0.6000 80.00 T11 4 1.5" flat Cable Ladder Rail 60.00 - 0.6000 0.6000 80.00 T11 5 LDF7-50A(1-5/8") 60.00- 0.6000 0.6000 1nxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 21 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice - K. Ice 80.00 T11 6 3X4AWG(11/4) 60.00- 0.6000 0.6000 80.00 T11 7 EC5-50(7/8") 60.00- 0.6000 0.6000 80.00 T11 8 1.5' flat Cable Ladder Rail 60.00- 0.6000 0.6000 80.00 T11 10 1.5" Flat FWT Climb 60.00- 0.6000 0.6000 Ladder Rail 80.00 T11 11 3/16" safety cable 60.00- 0.6000 0.6000 80.00 T11 12 LCF158-50J(1-516) 60.00- 0.6000 0.6000 80.00 T11 13 1.5' flat Cable Ladder Rail 60.00- 0.6000 0.6000 80.00 T11 14 LDF5-50A(7/8") 60.00- 0.6000 0.6000 80.00 T11 15 TSZ 999 0661)=M-BAWG( 60.00- 1.0000 1.0000 1-1/32") 80.00 T11 16 1.5' flat Cable Ladder Rail 60.00- 0.6000 0.6000 80.00 Tit 18 1" lighting conduit 60.00- 0.6000 0.6000 80.00 T11 20 LCF158-50J(1-5/8") 60.00- 0.6000 0.6000 80.00 T11 21 WR-VG86ST-BRD(3/4) 60.00- 0.6000 0.6000 80.00 T11 22 1.5" flat Cable Ladder Rail 60.00- 0.6000 0.6000 80.00 T12 2 LDF7-50A(1-5/8") 40.00- 0.6000 0.6000 60.00 T12 4 1.5" flat Cable Ladder Rail 40.00- 0.6000 0.6000 60.00 T12 5 LDF7-50A(1-5/8") 40.00- 0.6000 0.6000 60.00 T12 6 3X4AWG(1 114) 40.00- 0.6000 0.6000 60.00 T12 7 EC5-50(7/8") 40.00- 0.6000 0.6000 60.00 T12 8 1.5' flat Cable Ladder Rail 40.00- 0.6000 0.6000 60.00 T12 10 1.5' Flat FWT Climb 40.00- 0.6000 0.6000 Ladder Rail 60.00 T12 11 3/16" safety cable 40.00- 0.6000 0.6000 60.00 T12 12 LCF158-50J(1-5/8") 40.00- 0.6000 0.6000 60.00 T12 13 1.5" flat Cable Ladder Rail 40.00- 0.6000 0.6000 60.00 T12 14 LDF5-50A(7/8") 40.00- 0.6000 0.6000 60.00 T12 15 TSZ 999 066/)=M-8AWG( 40.00- 1.0000 1.0000 1-1/32") 60.00 T12 16 1.5' flat Cable Ladder Rail 40.00- 0.6000 0.6000 60.00 T12 18 1" lighting conduit 40.00- 0.6000 0.6000 60.00 T12 20 LCF158-50J(1-5/8") 40.00- 0.6000 0.6000 60.00 T12 21 WR-VG86ST-BRD(3/4) 40.00- 0.6000 0.6000 60.00 T12 22 1.5' flat Cable Ladder Rail 40.00- 0.6000 0.6000 60.00 T13 2 LDF7-50A(1-5/8") 20.00- 0.6000 0.6000 40.00 T13 4 1.5" flat Cable Ladder Rail 20.00- 0.6000 0.6000 40.00 T13 5 LDF7-50A(1-518") 20.00- 0.6000 0.6000 40.00 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis M BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 22 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No ice - K. Ice T13 6 3X4AWG(1 1/4) 20.00 _ _ __0.6000 0.6000 46.00 T13 7 ECS-50(7/8') 20.00 - 0.6000 0.6000 40.00 T13 8 1.5" flat Cable Ladder Rail 20.00 - 0.6000 0.6000 40.00 T13 10 1.5" Flat FWT Climb 20.00 - 0.6000 0.6000 Ladder Rail 40.00 T13 11 3/16" safety cable 20.00 - 0.6000 0.6000 40.00 T13 12 LCF158-50J(1-5/8") 20.00- 0.6000 0.6000 40.00 T13 13 1.5" flat Cable Ladder Rail 20.00 - 0.6000 0.6000 40.00 T13 14 LDF5-50A(7/8") 20.00 - 0.6000 0.6000 40.00 T13 15 TSZ 999 066h=M-8AWG( 20.00 - 1.0000 1.0000 1-1/32") 40.00 T13 16 1.5" flat Cable Ladder Rail 20.00 - 0.6000 0.6000 40.00 T13 18 1" lighting conduit 20.00 - 0.6000 0.6000 40.00 T13 20 LCF158-50J(1-5/8") 20.00 - 0.6000 0.6000 40.00 T13 21 WR-VG86ST-BRD(3/4) 20.00 - 0.6000 0.6000 40.00 T13 22 1.5" flat Cable Ladder Rail 20.00 - 0.6000 0.6000 40.00 T14 2 LDF7-50A(1-5/8") 0.00-20.00 0.6000 0.6000 T14 4 1.5" flat Cable Ladder Rail 0.00 - 20.00 0.6000 0.6000 . T14 5 LDF7-50A(1-5/8") 0.00 - 20.00 0.6000 0.6000 T14 6 3X4AWG(1114) 0.00-20.00 0.6000 0.6000 T14 7 EC5-50(7/8") 0.00-20.00 0.6000 0.6000 T14 8 1.5" flat Cable Ladder Rail 0.00 - 20.00 0.6000 0.6000 T14 10 1.5" Flat FWT Climb 0.00 - 20.00 0.6000 0.6000 Ladder Rail T14 11 3/16" safety cable 0.00 - 20.00 0.6000 0.6000 T14 12 LCF158-50J(1-5/8") 0.00-20.00 0.6000 0.6000 T14 13 1.5" flat Cable Ladder Rail 0.00 - 20.00 0.6000 0.6000 T14 14 LDF5-50A(7/8") 0.00 - 20.00 0.6000 0.6000 T14 15 TSZ 999 066/)=M-8AWG( 0.00 - 20.00 1.0000 1.0000 1-1/32") T14 16 1.5" flat Cable Ladder Rail 0.00 - 20.00 0.6000 0.6000 T14 18 1" lighting conduit 0.00-20.00 0.6000 0.6000 T14 20 LCF158-50J(1-5/8") 0.00-20.00 0.6000 0.6000 T14 21 WR-VG86ST-BRD(3/4) 0.00-20.00 0.6000 0.6000 T14 22 1.5" flat Cable Ladder Rail 0.00 - 20.00 0.6000 0.6000 Discrete Tower Loads Weight Description Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Horz Adjustmen Fmnt Side Leg Lateral t Vert ft ft ft' ft' K ft It Beacon B From Leg 0.00 0.000 250.00 No Ice 3.60 3.60 0.10 0.00 0.00 Obstruction light A From Leg 1.00 0.000 125.00 No Ice 0.80 0.80 0.01 0.00 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 23 weight Description Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Horz Adjustmen - Front Side Leg Lateral t Vert it it ftz ftz K fr it 0.00 Obstruction light B From Leg 1.00 0.000 125.00 No Ice 0.80 0.80 0.01 0.00 0.00 Obstruction light C From Leg 1.00 0.000 125.00 No Ice 0.80 0.80 0.01 0.00 0.00 Lightning Rod 5/8x4' C From Leg 0.00 0.000 250.00 No Ice 0.25 0.25 0.03 0.00 2.00 932DG33T2A-M w/ Mount A From Leg 4.00 0.000 237.00 No Ice 6.42 3.22 0.05 Pipe 0.00 (E - METRO) 0.00 742 218 w/ Mount Pipe B From Leg 4.00 0.000 237.00 No Ice 4.15 3.00 0.04 0.00 0.00 950G65VTZE-M w/ Mount B From Leg 4.00 0.000 237.00 No Ice 4.23 4.20 0.03 Pipe 0.00 (E - METRO) 0.00 950G65V FZE-M w/ Mount C From Leg 4.00 0.000 237.00 No Ice 4.23 4.20 0.03 Pipe 0.00 (E - METRO) 0.00 Side Arm Mount [SO 304- C None 0.000 237.00 No Ice 1.76 1.76 0.07 3] (E - METRO) (3) D138481-1105ESX w/ A From Leg 4.00 0.000 225.00 No Ice 7.43 - 10.49 0.06 Mount Pipe 0.00 (E - NEXTEL) 1.00 (3) DB878H120ESX w/ C From Leg 4.00 0.000 225.00 No Ice 11.70 8.16 0.05 Mount Pipe 0.00 - (E - NEXTEL) 1.00 Sector Mount ISM 406-1] A None 0.000 225.00 No Ice 9.68 7.94 0.31 (E - NEXTEL) Sector Mount ISM 406-1] C None 0.000 225.00 No Ice 9.68 7.94 0.31 (E - NEXTEL) SBNHH-1D65C w/ Mount A From Leg 4.00 0.000 217.00 No Ice 11.68 10.24 0.10 Pipe 0.00 0.00 SBNHH-1 D65C w/ Mount B From Leg 4.00 0.000 217.00 No Ice 11.68 10.24 0.10 Pipe 0.00 0.00 SBNHH-1D65C w/ Mount C From Leg 4.00 0.000 217.00 No Ice 11.68 10.24 0.10 Pipe 0.00 0.00 (2) CMA-BDHH/6520/EO-8 A From Leg 4.00 0.000 217.00 No Ice 10.22 5.10 0.09 w/ Mount Pipe 0.00 0.00 (2) CMA-BDHH165201E0-8 B From Leg 4.00 0.000 217.00 No Ice 10.22 5.10 0.09 w/ Mount Pipe 0.00 0.00 . (2) CMA-BDHH/6520/EO-8 C From Leg 4.00 0.000 217.00 No Ice 10.22 5.10 0.09 w/ Mount Pipe 0.00 0.00 FRIE A From Leg 4.00 0.000 217.00 No Ice 4.13 1.11 0.06 0.00 0.00 FRIE B From Leg 4.00 0.000 217.00 No Ice 4.13 1.11 0.06 0.00 0.00 FRIE C From Leg 4.00 0.000 217.00 No Ice 4.13 1.11 0.06 0.00 0.00 tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CCI BU No 813700 Page 24 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t - Placement - it CAAA Front -ftz CAAA Side ff Weight K FRIG A From Leg 4.00 0.000 217.00 No Ice 2.79 1.10 0.06 0.00 0.00 FRIG B From Leg 4.00 0.000 217.00 No Ice 2.79 1.10 0.06 0.00 0.00 FRIG C From Leg 4.00 0.000 217.00 No Ice 2.79 1.10 0.06 0.00 0.00 ASU9338TYP0l A From Leg 4.00 0.000 217.00 No Ice 3.74 1.16 0.02 0.00 0.00 ASU9338TYP0l B From Leg 4.00 0.000 217.00 No Joe 3.74 1.16 0.02 0.00 0.00 ASU9338TYP0l C From Leg 4.00 0.000 217.00 No Ice 3.74 1.16 0.02 0.00 0.00 FXFB A From Leg 4.00 0.000 217.00 No Ice 0.99 1.12 0.06 0.00 0.00 FXFB B From Leg 4.00 0.000 217.00 No Ice 0.99 1.12 0.06 0.00 0.00 FXFB C From Leg 4.00 0.000 217.00 No Ice 0.99 1.12 0.06 0.00 0.00 Sector Mount ISM 307-3] C None (E - TMOBILE) 800MHZ SMR FILTER A From Leg 4.00 0.00 2.00 (3) ACU-A20-N A From Leg 4.00 0.00 2.00 RRUS-11 800MHz A From Leg 4.00 0.00 2.00 RRUS 31 B25 A From Leg 4.00 0.00 2.00 APXV9ERR18-C w/ Mount A From Leg 4.00 Pipe 0.00 2.00 Sector Mount [SM 405-11 A None 800MHZ SMR FILTER B From Leg 4.00 0.00 2.00 (3) ACU-A20-N B From Leg 4.00 0.00 2.00 RRUS-11 800MHz B From Leg 4.00 0.00 2.00 RRUS 31 B25 -B From Leg 4.00 0.00 2.00 APXV9ERR18-C w/ Mount B From Leg 4.00 Pipe 0.00 2.00 Sector Mount [SM 405-1] B None 800 10723 w/ Mount Pipe C From Leg 4.00 tnxTower Report - version 6.1.4.1 0.000 217.00 No Ice 26.22 26.22 1.62 0.000 208.00 No Ice 0.76 0.25 0.01 0.000 208.00 No Ice 0.08 0.14 0.00 0.000 208.00 No Ice 2.94 1.52 0.05 0.000 208.00 No Ice 1.89 1.49 0.06 0.000 208.00 No Ice 8.42 7.42 0.09 0.000 208.00 No Ice 8.27 8.37 0.29 0.000 208.00 No Ice 0.76 0.25 0.01 0.000 208.00 No Ice 0.08 0.14 0.00 0.000 208.00 No Ice 2.94 1.52 0.05 0.000 208.00 No Ice 1.89 1.49 0.06 0.000 208.00 No Ice 8.42 7.42 0.09 0.000 208.00 No Ice 8.27 8.37 0.29 0.000 195.00 No Ice 11.16 8.62 0.10 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 25 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen _ Front Side Leg Lateral t Vert ft It ft2 ft2 K ft ft (P - ATI-) 0.00 0.00 (2) RRUS-11 C From Leg 4.00 0.000 195.00 No Ice 3.25 1.37 0.05 (P -ATT) 0.00 0.00 (2) 800-10123 w/ Mount C From Leg 4.00 0.000 195.00 No Ice 11.38 9.74 0.11 Pipe 0.00 (E - ATT) 0.00 (2) ATM19801712-0 C From Leg 4.00 0.000 195.00 No Ice 1.12 0.58 0.02 (E - ATT) 0.00 0.00 (2) FDGW5504/3C-3L C From Leg 4.00 0.000 195.00 No Ice 0.39 0.08 0.00 (E - ATT) 0.00 0.00 (4) 860 10025 C From Leg 4.00 0.000 195.00 No Ice 0.16 0.13 0.00 (E - ATT) 0.00 0.00 Sector Mount [SM 401A C None 0.000 195.00 No Ice 8.83 7.05 0.27 (E - ATT) (3) DBB48H105ESX w/ B From Leg 4.00 0.000 178.00 No Ice 7.43 10.49 0.06 Mount Pipe 0.00 (E - NEXTEL) 2.00 Sector Mount ISM 409-1] B None 0.000 178.00 No Ice 8.76 11.22 0.34 (E - NEXTEL) 800 10766 w/ Mount Pipe A From Leg 4.00 0.000 162.00 No Ice 11.43 8.82 0.09 (P - ATT) 0.00 0.00 800 10766 w/ Mount Pipe B From Leg 4.00 0.000 162.00 No Ice 11.43 8.82 0.09 (P - ATT) 0.00 0.00 (2) RRUS-11 A From Leg 4.00 0.000 162.00 No Ice 3.25 1.37 0.05 (P - ATT) 0.00 0.00 (2) RRUS-11 B From Leg 4.00 0.000 162.00 .No Ice 3.25 1.37 0.05 (P -ATT) 0.00 0.00 DC6-48-60-18-8F B From Leg 4.00 0.000 162.00 No Joe 1.47 1.47 0.02 (P - ATT) 0.00 0.00 (2) 800-10123 w/ Mount A From Leg 4.00 0.000 162.00 No Ice 11.38 9.74 0.11 Pipe 0.00 (E - ATT) 0.00 (2) 800-10123 w/ Mount B From Leg 4.00 0.000 162.00 No Ice 11.38 9.74 0.11 Pipe 0.00 (E - ATT) 0.00 (2) ATM19801712-0 A From Leg 4.00 0.000 162.00 No Ice 1.12 0.58 0.02 (E - ATT) 0.00 0.00 (2) ATM19801712-0 B From Leg 4.00 0.000 162.00 No Ice 1.12 0.58 0.02 (E - ATT) 0.00 0.00 (2) FDGW5504/3C-3L A From Leg 4.00 0.000 162.00 No Ice 0.39 0.08 0.00 (E - AM 0.00 ' 0.00 (2) FDGW5504/3C-3L B From Leg 4.00 0.000 162.00 No Ice 0.39 0.08 0.00 (E - ATT) 0.00 0.00 (4) 860 10025 A From Leg 4.00 0.000 162.00 No Ice 0.16 0.13 0.00 (E - ATT) 0.00 0.00 (4) 860 10025 B From Leg 4.00 0.000 162.00 No Ice 0.16 0.13 0.00 (E - ATT) 0.00 0.00 tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CCI BU No 813700 Page 26 Description Face Offset Offsets: Azimuth Placement Ca4A CAAA Weight or Type Horz Adjustmen - Front Side Leg Lateral t Vert re - -- ft ft' ft2 K re ° re DC2-48-60-0-9E A From Leg 4.00 0.000 162.00 No Ice 1.08 0.66 0.02 0.00 0.00 DC2-48-60-0-9E B From Leg 4.00 0.000 162.00 No Ice 1.08 0.66 0.02 0.00 0.00 Sector Mount [SM 401-1] A None 0.000 162.00 No Ice 8.83 7.05 0.27 (E - ATT) Sector Mount [SM 401-1] B None 0.000 162.00 No Ice 8.83 7.05 0.27 (E -ATT) Pipe Mount [PM 601-1] A None 0.000 128.00 No Ice 3.00 0.90 0.07 (E - SPRINT) (2) RFU-C-PD C From Leg 4.00 0.000 120.00 No Ice 0.60 0.26 0.01 (P - TMOBILE) 0.00 0.00 Pipe Mount [PM 601-1] C None 0.000 120.00 No Ice 3.00 0.90 0.07 (P - TMOBILE) ' Dishes Description Face Dish Offset Offsets. Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft it ft, SPD2-5.8 A Paraboloid w/o From 1.00 Worst 128.00 2.00 No Ice 3.14 0.02 (E - SPRINT) Radome Leg 0.00 0.00 HPX6-59-P3A/K C Paraboloid From 1.00 Worst 126.00 6.46 No Ice 32.76 0.32 IF -TMOBILE) w/Shroud (HP) Leg 0.00 0.00 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice ' 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice ' 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 27 Comb. Description No. 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 Dead+Wind 0deg -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. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Leg C Max. Vert 18 857.75 85.58 -49.61 Max. Hx 18 857.75 85.58 -49.61 Max. H. 7 -732.77 -75.92 44.01 Min. Vert 7 -732.77 -75.92 44.01 Min. Hx 7 -732.77 -75.92 44.01 Min. H. 18 857.75 85.58 49.61 Leg B Max. Vert 10 848.06 -85.94 -47.98 Max. Hx 23 -729.76 76.31 42.54 Max. H. 23 -729.75 76.31 42.54 Min. Vert 23 -729.75 76.31 42.54 Min. H. 10 848.06 -85.94 -47.98 Min. Hx 10 848.06 -85.94 r17.98 Leg A Max. Vert 2 848.44 -1.61 98.45 Max. H. 19 -372.45 11.77 -45.54 Max. H. 2 848.44 -1.61 98.45 Min. Vert 15 -729.25 1.56 -87.38 Min. Hx 8 46.89 -11.65 3.47 Min. H, 15 -729.25 1.56 -87.38 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overtuming Overturning Torque Combination Moment M. Moment, M. K K K kip-ft kip-lit-ft Dead Only 111.09 0.00 -0.00 20.20 47.44 -0.00 1.2 Dead+1.6 Wind 0 deg - 133.30 0.40 -162.99 -20888.75 -30.99 -83.78 No Ice 0.9 Dead+1.6 Wind 0 deg - 99.98 0.40 -162.99 -20877:08 -45.20 -83.71 No Ice 1.2 Dead+1.6 Wind 30 deg - 133.30 75.71 -130.41 -16971.42 -9859.35 -48.39 No Ice 0.9 Dead+1.6 Wind 30 deg - 99.98 75.71 -130.41 -16962.97 -9865.14 -48.34 No Ice 1.2 Dead+1.6 Wind 60 deg - 133.30 133.61 -77.18 -9957.61 -17235.82 -7.61 No Ice 0.9 Dead+1.6 Wind 60 deg - 99.98 133.61 -77.18 -9955.19 -17235.36 -7.60 No Ice 1.2 Dead+1.6 Wind 90 deg - 133.30 150.74 -0.40 -63.83 -19623.03 33.18 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 28 Load Combination Vertical K Shea, K Shea, - K Overturning Moment, M, kip-ft Overturning Moment, M. kip-ft Torque kip-ft No Ice 0.9 Dead+1.6 Wind 90 deg = ---99:98- 150.74 ---0:40 -69.83 -19620.46 33.14 No Ice 1.2 Dead+1.6 Wind 120 deg 133.30 141.28 81.15 10404.59 -18101.81 74.12 - No Ice 0.9 Dead+1.6 Wind 120 deg 99.98 141.28 81.15 10389.70 AW00.66 74.06 - No Ice 1.2 Dead+1.6 Wind 150 deg 133.30 75.03 130.02 16931.86 -9706.34 84.34 - No Ice 0.9 Dead+1.6 Wind 150 deg 99.98 75.03 130.02 16911.32 -9712.30 84.27 - No Ice 1.2 Dead+1.6 Wind 180 deg 133.30 -0.40 153.67 19835.36 145.51 80.27 - No Ice 0.9 Dead+1.6 Wind 180 deg 99.98 -0.40 153.67 19812.40 131.12 80.21 - No Ice 1.2 Dead+1.6 Wind 210 deg 133.30 -75.71 130.41 17019.99 9973.62 48.38 -No Ice 0.9 Dead+1.6 Wind 210 deg 99.98 -75.71 130.41 16999.36 9950.81 48.34 - No Ice 1.2 Dead+1.6 Wind 240 deg 133.30 -141.68 81.84 10557.31 18304.31 8.88 - No Ice 0.9 Dead+1.6 Wind 240 deg 99.98 -141.68 81.84 10542.26 18274.48 8.87 - No Ice 1.2 Dead+1.6 Wind 270 deg 133.30 -150.74 0.40 112.69 19737.18 -33.19 - No Ice 0.9 Dead+1.6 Wind 270 deg 99.98 -150.74 0.40 106.51 19706.02 -33.16 - No Ice 1.2 Dead+1.6 Wind 300 deg 133.30 -133.21 -76.49 -9804.61 17261.80 -67.67 - No Ice 0.9 Dead+1.6 Wind 300 deg 99.98 -133.21 -76.49 -9802.34 17232.83 -67.61 - No Ice 1.2 Dead+1.6 Wind 330 deg 133.30 -75.03 -130.02 -16883.03 9820.89 -84.32 - No Ice 0.9 Dead+1.6 Wind 330 deg 99.98 -75.03 -130.02 -16874.67 9798.24 -84.25 - No Ice Dead+Wind 0 deg - Service 111.09 0.06 -25.47 -3245.64 33.80 -13.09 Dead+Wind 30 deg - Service 111.09 11.83 -20.38 -2633.9D -1600.99 -7.56 Dead+Wind 60 deg - Service 111.09 20.88 -12.06 -1538.59 -2653.01 -1.19 Dead+Wind 90 deg - Service 111.09 23.55 -0.06 6.54 -3025.77 5.19 Dead+Wind 120 deg - 111.09 22.07 12.68 1541.28 -2788.24 11.57 Service Dead+Wind 160 deg - 111.09 11.72 20.32 2660.59 -1477.22 13.17 Service Dead+Wind 180 deg - 111.09 -0.06 24.01 ' 3114.03 61.31 12.53 Service Dead+Wind 210 deg - 111.09 -11.83 20.38 2674.33 1596.20 7.56 Service Dead+Wind 240 deg - 111.09 -22.14 12.79 1665.14 2897.14 1.38 Service Dead+Wind 270 deg - 111.09 -23.55 0.06 34.10 3120.87 -5.19 Service Dead+Wind 300 deg - 111.09 -20.81 -11.95 -1514.72 2734.29 -10.57 Service Dead+Wind 330 deg - 111.09 -11.72 -20.32 -2620.10 1572.23 -13.17 Solution Summary : Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 1 0.00 -111.09 0.00 -0.00 111.09 0.00 0.000% 2 0.40 -133.30 -162.99 -0.40 133.30 162.99 0.000% 3 0.40 -99.98 -162.99 -0.40 99.98 162.99 0.000% 4 75.71 -133.30 -130.41 -75.71 133.30 130.41 0.000% 5 75.71 -99.98 -130.41 -75.71 99.98 130.41 0.000% tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 29 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX - PY PZ % Error Comb. K K K K K K 6 133.61 -133.30 -77.18 -133.61 133.30 77.18 0.000% 7 133.61 -99.98 -77.18 -133.61 99.98 77.18 0.000% 8 150.74 -133.30 -0.40 -150.74 133.30 0.40 0.000% 9 150.74 -99.98 -0.40 -150.74 99.98 0.40 0.000% ' 10 141.28 -133.30 81.15 -141.28 133.30 -81.15 0.000% 11 141.28 -99.98 81.15 -141.28 99.98 -81.15 0.000% 12 75.03 -133.30 130.02 -75.03 133.30 -130.02 0.000% ' 13 75.03 -99.98 130.02 -75.03 99.98 -130.02 0.000% 14 -0.40 -133.30 153.67 0.40 133.30 -153.67 0.000% 15 -0.40 -99.98 153.67 0.40 99.98 -153.67 0.000% 16 -75.71 -133.30 130.41 75.71 133.30 -130.41 0.000% 17 -75.71 -99.98 130.41 75.71 99.98 -130.41 0,000% 18 -141.68 -133.30 81.84 141.68 133.30 -81.84 0.000% 19 -141.68 -99.98 81.84 141.68 99.98 -81.84 0.000% 20 -150.74 -133.30 0.40 150.74 133.30 -0.40 0.000% 21 -150.74 -99.98 0.40 150.74 99.98 -0.40 0.000% 22 -133.21 -133.30 -76.49 133.21 133.30 76.49 0.000% 23 -133.21 -99.98 -76.49 133.21 99.98 76.49 0.000% 24 -75.03 -133.30 -130.02 75.03 133.30 130.02 0.000% 25 -75.03 -99.98 -130.02 75.03 99.98 130.02 0.000% 26 0.06 -111.09 -25.47 -0.06 111.09 25.47 0.000% 27 11.83 -111.09 -20.38 -11.83 111.09 20.38 0.000% 28 20.88 -111.09 -12.06 -20.88 111.09 12.06 0.000% 29 23.55 -111.09 -0.06 -23.55 111.09 0.06 0.000% 30 22.08 -111.09 12.68 -22.07 111.09 -12.68 0.000% 31 11.72 -111.09 20.32 -11.72 111.09 -20.32 0.000% 32 -0.06 -111.09 24.01 0.06 111.09 -24.01 0.000% 33 -11.83 -111.09 20.38 11.83 111.09 -20.38 0.000% 34 -22.14 -111.09 12.79 22.14 111.09 -12.79 0.000% 35 -23.55 -111.09 0.06 23.55 111.09 -0.06 0.000% 36 -20.81 -111.09 -11.95 20.81 111.09 11.95 0.000% 37 -11.72 -111.09 -20.32 11.72 111.09 20.32 0.000% Non -Linear Conve�gence_:Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 9 0.00000001 0.00004205 3 Yes 9 0.00000001 0.00003121 4 Yes 9 0.00000001 0.00004300 5 Yes 9 0.00000001 0.00003210 6 Yes 9 0.00000001 0.00004371 7 Yes 9 0.00000001 0.00003281 8 Yes 9 0.00000001 0.00004300 9. Yes 9 0.00000001 0.00003210 10 Yes 9 0.00000001 0.00004207 11 Yes 9 0.00000001 0.00003122 12 Yes 9 0.00000001 0.00004294 13 Yes 9 0.00000001 0.00003206 14 Yes 9 0.00000001 0.00004361 15 Yes 9 0.00000001 0.00003273 16 Yes 9 0.00000001 0.00004292 17 Yes 9 0.00000001 0.0000320Z 18 Yes 9 0.00000001 0.00004208 19 Yes 9 0.00000001 0.00003122 20 Yes 9 0.00000001 0.00004296 21 Yes 9 0.00000001 0.00003207 22 Yes 9 0.00000001 0.00004363 23 Yes 9 0.00000001 0.00003275 24 Yes 9 0.00000001 0.00004292 25 Yes 9 0.00000001 0.00003204 26 Yes 9 0.00000001 0.00003284 27 Yes 9 0.00000001 0.00003282 28 Yes - 9 0.00000001 0.00003302 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number 3 7515-2313.001.8 700, Application 303576, Revision 0 Page 30 29 Yes 9 0.00000001 0.00003284 30 Yes 9 0.00000001 _ 0.00003285 31 Yes 9 0.00000001 0.00003554 32 Yes 9 0.00000001 0.00003296 33 Yes - 9 0.00000001, - _ 0.00003286 34 Yes 9 0.00000001 0.00003297 35 Yes 9 0.00000001 0.00003290 36 Yes 9 0.00000001 0.00003300 37 Yes 9 0.00000001 0.00003274 Maximum Tower _Deflections;_ Service Wind Section Elevation Hom Gov. Tilt Twist No. Deflection Load R in Comb. T1 250 - 240 3.97 34 0.120 0.009 T2 240 - 220 3.72 34 0.120 0.009 T3 220 - 200 3.21 34 0.118 0.009 T4 200-186.667 2.71 34 0.113 0.008 T5 186.667 - 180 2.38 34 0.109 0.006 T6 180 - 160 2.23 34 0.105 0.006 T7 160 - 140 1.78 34 0.095 0.005 T8 140 - 120 1.38 34 0.083 0.005 T9 120 - 100 1.03 34 0.071 0.005 T10 100 - 80 0.72 34 0.059 0.004 T11 80 - 60 0.47 34 0.047 0.003 T12 60 - 40 0.28 34 0.034 0.003 T13 40 - 20 0.14 34 0.022 0.001 T14 20 - 0 0.04 34 0.011 0.001 Critical"Deflections and Radiu's.of Curvature'-Service_Wind. � ; Radius of Elevation Appurtenance Gov. Deflection Tilt Twist Load Curvature R Comb. in ° R 250.00 Beacon 34 3.97 0.120 0.009 Inf 237.00 932DG33T2A-M w/ Mount Pipe 34 3.64 0.120 0.009 Inf 225.00 (3) DB848H105ESXw/Mount 34 3.34 0.119 0.010 Inf Pipe 217.00 SBNHH-1 D65C w/ Mount Pipe 34 3.13 0.118 0.009 Inf 208.00 800MHZ SMR FILTER 34 2.91 0.116 0.009 614193 195.00 800 10723 w/ Mount Pipe 34 2.58 0.112 0.007 130816 178.00 (3) DB84SH105ESX w/ Mount 34 2.18 0.104 0.006 309321 Pipe 162.00 800 10766 w/ Mount Pipe 34 1.83 0.096 0.005 122575 128.00 SPD2-5.8 34 1.16 0.076 0.006 112405 125.00 Obstruction light 34 1.11 0.074 0.006 123503 120.00 HPX6-59-P3A/K 34 1.03 0.071 0.005 135948 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load R in Comb. ° T1 250 - 240 25.14 18 0.761 0.057 T2 240 - 220 23.54 18 0.760 0.060 T3 220 - 200 20.33 18 0.749 0.060 T4 200 - 186.667 17.15 18 0.716 0.049 T5 186.667 - 180 15.09 18 0.687 0.040 T6 180 - 160 - 14.12 18 0.668 0.037 tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 31 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load _ R in Comb. ° T7 160 - 140 11.31 18 0.600 0.030 T8 140 - 120 8.75 18 0.526 0.035 T9 120 - 100 6.52 18 0.450 0.035 T10 100 - 80 4.56 18 0.374 0.026 ' T11 80 - 60 3.01 18 0.297 0.021 T12 60 - 40 1.81 18 0.216 0.016 T13 40 - 20 0.87 18 0.141 0.009 ' T14 20 - 0 0.26 18 0.068 0.005 Critical Deflections; an`d• Radius ;of Curvature-; Design Wind- . - Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature 250.00 Beacon 18 25.14 0.761 0.057 370523 237.00 932DG33T2A-M w/ Mount Pipe 18 23.06 0.759 0.060 257260 225.00 (3) DBO48HI05ESX w/ Mount 18 21.14 0.753 0.061 466905 Pipe 217.00 SBNHH-1065C w/ Mount Pipe 18 19.85 0.745 0.059 167732 208.00 800MHZ SMR FILTER 18 18.42 0.731 0.055 93877 195.00 800 10723 w/ Mount Pipe 18 16.36 0.706 0.046 20731 178.00 (3) DB8481-1105ESX w/ Mount 18 13.83 0.662 0.036 46913 Pipe 162.00 800 10766 w/ Mount Pipe 18 11.58 0.607 0.031 19277 128.00 SPD2-5.8 18 7.38 0.480 0.036 17754 125.00 Obstruction light 18 7.05 0.469 0.036 19547 120.00 HPX6-59-P3A/K 18 6.52 0.450 0.035 21590 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Cdtena No. Type Grade Of Loadper Load Load Ratio ft in Bolts Bolt K Allowable K T1 250 Leg A325N 0.625 4 0.30 20.71 0.014 3•/f 1 Bolt Tension Diagonal A325N 0.625 2 0.41 6.79 1 Member Block 0.061 Y Shear Top Girt A325N 0.625 1 0.15 7.88 1 Member Block 0.019 Shear T2 240 Leg A325N 0.875 6 2.44 40.59 0.060 1 Bolt Tension .. Diagonal A325N 0.625 2 2.41 8.31 1✓ 1 Member Block 0290 Shear T3 220 Leg A325N 1.000 6 10.16 53.01 0192 {/ 1 Bolt Tension Diagonal A325N 0.625 2 5.08 11.09 ✓ 1 Member Block 0.459 Shear T4 200 Diagonal A325N 0.625 2 6.31 11.09 8/ 1 Member Block 0.570 Shear T5 186.667 Leg A325N 1.250 6 19.76 82.83 0239 1/ 1 Bolt Tension Diagonal A325N 0.625 2 6.57 22.17 0296 ✓ 1 Member Block Shear T6 180 Leg A325N 1.250 6 29.22 82.83 1 Bolt Tension 0.353 Diagonal A325N 0.625 2 8.11 15.61 1' 1 Member Block 0.520 Shear Secondary A325N 0.625 1 3.60 9.91 Y 1 Member Block Horizontal 0.363 Shear T7 160 Leg A325N 1.250 6 40.65 82.83 1 Bolt Tension 0491 >✓ Diagonal A325N 0.625 2 9.44 15.61 ✓ 1 Member Block 0.605 Shear tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CC/ BU No 813700 Page 32 Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio It in Bolts Bolt K Allowable K - Secondary A325N 0.625 1 -- 4.84- --10.93 1 Member Block Horizontal 0.443 Shear T8 140 Leg A325N 1.375 6 52.00 100.23 0519 �/ 1 Bolt Tension Diagonal A325N 0.625 2 10.23 16.63 1 Member Block 0.615 Shear Secondary A325N 0.625 1 6.19 10.93 0.566 V� 1 Member Block Horizontal Shear T9 120 Leg A325N 1.500 6 63.75 119.28 1 Bolt Tension 0.534 Diagonal A325N 0.625 2 11.84 16.63 0.712 f/ 1 Member Block Shear Secondary A325N 0.625 1 7.61 12.43 1 Bolt Shear Horizontal 0612 �/ T10 100 Leg A325N 1.500 6 71.94 11928 1 Bolt Tension 0.603 Diagonal A325N 0.625 2 16.60 24.85 1 Bolt Shear 0.668 Horizontal A325N 0.625 1 8.63 19.83 1 Member Block 0.435 Shear T11 80 Leg A325N 1.500 6 83.65 119.28 1 Bolt Tension 0701 {� Diagonal A325N 0.625 2 16.46 24.85 0.662 1 Bolt Shear Horizontal A325N 0.625 1 10.09 19.83 0.509 ±� 1 Member Block Shear T12 60 Leg A325N 1.750 6 94.70 162.36 1 Bolt Tension 0.583 Diagonal A325N 0,625 2 16.32 22.17 1 Member Block 0.736 Shear Horizontal A325N 0.625 1 11.44 19.83 �/ 1 Member Block 0.577 Shear T13 40 Leg A325N 1.750 6 105.97 162.36 0.653 :� 1 Bolt Tension Diagonal A325N 0.625 2 17.72 24.85 0.713 1 Bolt Shear Horizontal A325N 0.625 1 12.86 21.87 6/ 1 Member Block 0.588 Shear T14 20 Leg A36 2.500 6 116.58 160.15 0728 1✓ 1 Bolt Tension Diagonal A325N 0.625 2 18.54 24.85 0.746 1✓ 1 Bolt Shear Horizontal A325N 0.625 1 14.22 21.87 1 Member Block 0,650 Shear Compression Checks Leg Design Data (Compression) Ratio Section Elevation Size L L„ KUr A P. No. P It ft ft in2 K K �P„ Tt 250 - 240 2" solid 10.00 5.00 120.0 3.142 -1.86 49.29 0.038 K=1.00 V T2 240 - 220 3" solid 20.03 6.68 106.8 7.069 . -19.26 138.05 0.140 ' K=1.00 V T3 220 - 200 3 1/2" solid - 20.03 6.68 91.6 9.621 -72.55 234.48 0.309' K=1.00 V T4 200 - 186.667 4" solid 13.36 6.68 80.1 12.566 -115.73 353.60 0.327' K=1.00 T5 186.667 - 180 4" solid 6.68 6.68 80.1 12.566 -138,34 353.60 0.391 ' K=1.00 V T6 180 - 160 4" solid 20.03 5.21 62.5 12.566 -201.98 424.98 0.475' K=1.00 tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CCI BU No 813700 Page 33 Section Elevation Size L L„ KVr A P. Ratio No. P. ft It ft inz K K kP_ K=1.00 `/ T8 140 - 120 4 1/2" solid 20.03 5.16 55.0 16.904 -356.90 573.49 0.622' K=1.00 V T9 120 - 100 4 3/4" solid 20.03 5.14 52.0 17.721 438.71 654.48 0.670' K=1.00 `/ T10 100 - 80 6" solid 20603 5.01 48.1 19.635 -497.35 746.17 0.667' K=1.00 V T11 80 - 60 5" solid 20.03 5.01 48.1 19.635 -581.98 746.17 0.780' K=1.00 V T12 60-40 51/4"solid 20.03 5.01 45.8 21.647 -659.64 835.68 0.789' K=1.00 V T13 40-20 51/2"solid 20.03 5.01 43.7 23.758 -741.57 929.74 0.798' K=1.00 V T14 20 - 0 5 3/4" solid 20.03 5.01 41.8 25.967 -819.83 1028.33 0.797 ' K=1.00 V 1 P„ / �P„ controls ". Diagonal Dedsign,Data (Compression) Section Elevation Size L L„ Kilt A P. Ratio No. P It It It ln2 K K �P„ Tt 250 - 240 L 2 x 2 x 3116 7.81 3.57 111.6 0.715 -0.94 12.02 0.078 r K=1.03 T2 240 - 220 L 3 x 3 x 3116 10.16 4.91 104.2 1.090 -5.04 19.65 0.257' K=1.05 6/ T3 220 - 200 L 3 x 3 x 1/4 11.74 5.67 116.3 1.440 -10.27 22.90 0.449' K=1.01 f/ T4 200 - 186.667 L 3 x 3 x 1/4 12.86 6.21 124.5 1.440 -12.84 20.63 0.622' K=0.99 V T5 186.667 - 180 2L 3 x 3 x 114 (3/8) 13.44 6.50 92.9 2.880 -13.16 59.27 0.222' K=1.11 V T6 180 - 160 2L 2.5 x 2.5 x 3116 (1/2) 16.80 8.51 131.1 1.805 -16.63 23.65 0.703' K=1.00 V T7 160 - 140 2L 2.5 x 2.5 x 3/16 (1/2) 18.45 9.31 143.6 1.805 -19.04 19.78 0.963' K=1.00 V T8 140 - 120 2L 3 x 3 x 3/16 (1/2) 20.16 10.15 129.7 2.180 -20.65 29.01 0.712' K=1.00 V T9 120 - 100 - 2L 3 x 3 x 3/16 (1/2) 21.92 11.02 140.7 2.180 -23.84 24.86 0.959' K=1.00 T10 100 - 80 2L 3.5 x 3.5 x 5/16 (1/2) 14.87 14.59 120.7 4.180 -33.21 62.90 0.528' K=1.00 V T11 80 - 60 2L 3.5 x 3.5 x 5/16 (1/2) 15.62 15.35 ' 127.4 4.180 -32.92 57.63 0.571 ' K=1.00 V T12 60 - 40 2L 3 x 3 x 1/4 (1/2) 16.40 8.20 105.8 2.875 -35.16 51.68 0.680' K=1.00 V T13 40 - 20 2L 3.5 x 3.5 x 5/16 (1/2) 17.21 8.60 95.4 4.180 -35.43 83.89 0.422' K=1.00 V T14 20 - 0 2L 3.5 x 3.5 x 5/16 (1/2) 18.03 9.02 99.9 4.180 -37.07 80.05 0.463' K=1.00 1/ 1 P„ l �P„ controls tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CC/ BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 34 Horizontal Design Data'(Compress !on) Section Elevation Size - L Lu KI/r-- A P. OP„ Ratio No. P It ft it Irk K K �p� T10 100 - 80 2L 2.5 x 2.5 x 3/16 (1/2) 21.00 10.29 158.7 1.805 -8.63 16.19 0.533 K=1.00 T11 80 - 60 2L 2.5 x 2.5 x 3116 (1/2) 23.00 11.29 174.1 1.805 -10.09 13.45 0.750' K=1.00 T12 60 - 40 2L 2.6 x 2.5 x 3/16 (112) 25.00 12.28 189.4 1.805 -11.44 11.37 1.006' K=1.00 X 4.9-3 (1.01 CR) - 262 T13 40 - 20 2L 3 x 3 x 3/16 (1/2) 27.00 13.27 169.5 2.180 -12.86 17.13 0.7511 K=1.00 V/ T14 20 - 0 2L 3 x 3 x 3/16 (1/2) 29.00 14.26 182.2 2.180 -14.22 14.84 0.958' K=1.00 `/ 1 P. / ¢P„ Controls Secondary-.Hgrizontal Design Data (Comp'ression) Section Elevation Size L L� KUr A P. OP„ Ratio No. P ft ft ft inz K K gyp„ T6 180 - 160 L 2.5 x 2.5 x 3116 13.48 13.15 159.4 0.902 -3.60 8.02 0.449 r K=0.50 V T7 160 - 140 L 3 x 3 x 3/16 15.48 15.13 152.3 1.090 -4.84 10.61 0.456' K=0.50 `/ T8 140 - 120 L 3 x 3 x 3/16 17.49 17.11 172.3 1.090 -6.19 8.30 0.746' K=0.50 V T9 120 - 100 L 3 x 3 x 114 19.49 19.09 193.5 1.440 -7.61 8.69 0.876' K=0.50 V 1 P � f OP„ Controls Top Girt Diesign Data (Compression) Section Elevation Size L L„ KUr A P. Ratio No. P ft ft ft i� K K �P� T1 250 - 240 L 2 x 2 x 3/16 6.00 5.54 168.8 0.715 -0.18 5.67 0.032 1 P u / OP, Controls K=1.00 V 'Redundant Hip (1) Design Data (Compression) Section Elevation Size L L KUr A P„ OP„ Ratio No. Pu ft it ft inz K K iP2 T12 60 - 40 L 2.5 x 2.5 x 3/16 6.25 6.25 151.5 0.902 -0.10 8.88 0.011 K=1.00 V T13 40 - 20 L 2.5 x 2.5 x 3/16 6.75 6.75 163.6 0.902 -0.12 7.61 0.016, tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CCI BU No 813700 Page 35 Section Elevation Size L L„ KUr A P. Qp� Ratio No. A. It T14 20-0 1 P„ / r P. Controls ft L 2.5 x2.5x 3/16 7.25 ins K 7.25 175.8 0.902 -0.10 K=1.00 K 6.60 0.0161 V ' Redundant_Hip Diagonal Design Data (Compression) Section Elevation Size L L„ KUr A P. OP„ Ratio No. P. ft ft ft in' K K �p T12 60 - 40 L 2.5 x 2.5 x 3/16 11.80 11.80 286.0 0.902 -0.13 2.49 0.053 K=1.00 V KUR > 250 (C) - 315 T13 40 - 20 L 2.5 x 2.5 x 3116 12.59 12.59 305.1 0.902 -0.15 2.19 0.067' K=1.00 KUR > 250 (C) - 372 T14 20 - 0 L 2.5 x 2.5 x 3/16 13.38 13.38 324.5 0.902 -0.15 1.94 0.077' K=1.00 KUR > 250 (C) - 429 t Pu I �P„ Controls Inner Bracing Design Data (Comp'ression) Ratio Section Elevation Size L L„ KUr A P„ $p� No. P. ft ft ft ins K K �P T10 100 - 80 2L 2 x 2 x 3/16 (3/8) 10.50 10.50 204.2 1.430 -0.03 7.75 0.003T K=1.00 V T11 80 - 60 2L 2 x 2 x 3116 (318) 11.50 11.50 223.7 1.430 -0.02 6.46 0.004' K=1.00 i,/ T12 60 - 40 2L 2 x 2 x 3/16 (318) 12.50 12.50 243.1 1.430 -0.06 5.47 0.010' K=1.00 i T13 40 - 20 2L 2.5 x 2.5 x 3/16 (1/2) 13.50 13.50 208.2 1.805 -0.10 9.41 0.010' K=1.00 V T14 20 - 0 2L 2.5 x 2.5 x 3116 (1/2) 14.50 14.50 223.6 1.805 -0.05 8.16 0.007' K=1.00 I/ t Pu / �P controls - Tension Checks - Leg Design Data (Tension) Section Elevation Size L L„ KUr A P. Ratio No. p.. in T1 5.00 0 K tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 36 Section Elevation Size L L„ KUr A P„ OPn Ratio No. P" ft ft ft inr K K �p T2 240-220 3" solid 20.03 6.68 106.8 7.069 14.65 318.09 0.046' T3 220 - 200 3 1/2" solid 20.03 6.68 91.6 9.621 60.94 432.95 0.�141.,� ' T4 200 - 186.667 4" solid 13.36 6.68 80.1 12.566 98.48 565.49 0.1741 T5 186.667 -180 4" solid 6.68 6.68 80.1 12.566 118.55 565.49 0.210' T6 180 - 160 4" solid 20.03 5.21 62.5 12.566 175.60 565.49 0.311 ' T7 160 - 140 4 1/4" solid 20.03 5.18 58.5 14.186 244.30 638.38 0.383' T8 140- 120 41/2" solid 20.03 5.16 55.0 15.904 312.46 715.69 0.437' T9 120 - 100 4 3/4" solid 20.03 5.14 52.0 17.721 383.03 797.42 0. 0' T10 100 - 80 5" solid 20.03 5.01 48.1 19.635 433.65 883.57 0.491 ' T11 80 - 60 5" solid 20.03 5.01 48.1 19.635 503.70 883.57 0. 0' T12 60-40 51l4"solid 20.03 5.01 45.8 21.647 569.31 974.14 0.584' 9 T13 40-20 51/2"solid 20.03 5.01 43.7 23.758 637.97 1069.12 0. ' T14 20 - 0 5 3/4" solid 20.03 5.01 41.8 25.967 700.56 1168.53 0. 0' V 1 P„ / �P, controls Diagonal Design Data(Tension). Ratio Section Elevation Size L L„ KUr A P„ 0P" No. P. ft ft ft ins K K �p T1 250 - 240 L 2 x 2 x 3116 7.81 3.57 73.8 0.431 0.83 18.74 0.044 r T2 240 - 220 L 3 x 3 x 3116 10.16 4.91 65.6 0.712 4.82 30.97 0.1561 T3 220 - 200 L 3 x 3 x 1/4 11.74 5.67 76.1 0.939 10.17 40.86 0.249 T4 200-186.667 L 3 x 3 x 1/4 12.86 6.21 83.0 0.939 12.63 40.86 0. 0 ' T5 186.667 - 180 2L 3 x 3 x 1/4 (3/8) 13.44 6.50 86.7 1.879 13.14 81.73 0.161 ' T6 180 - 160 2L 2.5 x 2.5 x 3/16 (1/2) 16.80 8.51 131.1 1.143 16.23 49.70 0. 6' T7 160 - 140 2L 2.5 x 2.5 x 3/16 (1/2) 17.62 8.90 137.2 1.143 18.88 49.70 0. 0' T8 140 - 120 2L 3 x 3 x 3/16 (1/2) 20.16 10.15 129.7 1.424 20.47 61.94 0.330 T9 120 - 100 2L 3 x 3 x 3/16 (1/2) 21.92 11.02 140.7 1.424 23.67 61.94 0.3_8�2' T10 100 - 80 2L 3.5 x 3.5 x 5/16 (1/2) 14.15 13.86 101.1 2.783 30.85 121.07 0. 55' T11 80 - 60 2L 3.5 x 3.5 x 5116 (1/2) 15.62 15.35 111.9 2.783 32.44 121.07 0. 8' tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CCI BU No 813700 Page 37 Section Elevation Size L L„ KUr A P„ ¢P„ Ratio No. P� It It ft in' K K mP„ T12 60 - 40 2L 3 x 3 x 1 /4 (1/2) 15.62 7.81 100.8 1.875 32.63 81.56 0.400 V T13 40 - 20 2L 3.5 x 3.5 x 6116 (112) 16.40 8.20 90.9 2.783 34.17 121.07 0.282' T14 20 - 0 2L 3.5 x 3.5 x 5/16 (112) 17.21 8.60 95.4 2.783 34.82 121.07 0.288' V 1 P„ / �P„ Controls Horizontal Design`Data (.Tension)°° Section Elevation Size L L KUr A P„ Ratio No. P It It it 0 K K �p� T10 100 - 80 2L 2.5 x 2.5 x 3116 (1/2) 21.00 10.29 158.7 1.143 8.63 49.70 0.174 T11 80 - 60 2L 2.5 x 2.5 x 3/16 (12) 23.00 11.29 174.1 1.143 10.09 49.70 0.203' T12 60 - 40 2L 2.5 x 2.5 x 3/16 (1/2) 25.00 12.28 189.4 1.143 11.44 49.70 0.230' V 4.9-3 (1.01 CR) - 278 T13 40 - 20 2L 3 x 3 x 3/16 (1/2) 27.00 13.27 169.5 1.424 12.86 61.94 0.208' V T14 20 - 0 2L 3 x 3 x 3/16 (1/2) 29.00 14.26 182.2 1.424 14.22 61.94 0.230' V 1 P„ / �P, controls Secondary Hofzontal Design Data (Tension) Section Elevation Size L L„ KUr A P. ¢P„ Ratio No. P ft It it in' K K A,o_ T6 180 -160 L 2.5 x 2.5 x 3116 13.48 13.15 202.8 0.571 3.60 24.84 0.145 ' T7 160 - 140 L 3 x 3 x 3/16 15.48 15.13 193.4 0.712 4.84 30.97 0.156' V T8 140 -120 •• L 3 x 3 x 3/16 17.49 17.11 218.7 0.712 6.19 30.97 0.200' V T9 120 -100 L 3 x 3 x 1/4 19.49 19.09 246.3 0.939 7.61 40.86 0.186' 1 P„ / �Pn controls Top Girt Design Data (Tension) Section Elevation Size L L„ KUr A P„ Ratio No. P It ft ft in' K K pP„ 113.5 0.431 0. tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 CCI t3U No 813700 Page 38 Section Elevation Size L L. KUr A P. Ratio No. P., ft it It 0 K K 1 P„ /�P controls Redundant Hip '(1) Design :Data -(Tension) Section Elevation Size L L Mr A P. Opa Ratio No. P. ft T12 60-40 L2.5 x2.5 x3116 T13 40-20 L2.5 x2.5 x 3/16 T14 20-0 L2.5 x2.5 x 3116 1 P„ /�P controls It It inz K K 6.75 6.75 104.1 0.902 7.25 7.25 111.8 0.902 0.06 29.22 0.002' 0.06 29.22 0.002' t✓ Redundant Hip. DiagonaMesign'Data (Tension){. 1 Section Elevation Size L L KUr A P. �P„ Ratio No. P ft ft ft in2 K K �P' T12 60 - 4D L 2.5 x 2.5 x 3/16 11.80 11.80 181.9 0.902 0.15 29.22 0.005 V T13 40 - 20 L 2.5 x 2.5 x 3/16 12.85 12.85 198.2 0.902 0.17 29.22 0.006, T14 20 - 0 L 2.5 x 2.5 x 3/16 13.38 13.38 206.4 0.902 0.15 29.22 0.005' Yp 1 P u / �P„ controls Inner Bracing Design Data (Tension) - Section Elevation Size L L. KUr A P. Ratio No. P ft ft ft id K K �P� T12 60 - 40 2L 2 x 2 x 3/16 (3/8) 12.50 12.50 243.1 1.430 0.02 46.33 0.0�0j0 Y T13 40 - 20 2L 2.5 x 2.5 x 3/16 (1 /2) 13.50 13.50 208.2 1.805 0.02 58.47 0.0001 T14 20 - 0 2L 2.5 x 2.5 x 3116 (1/2) 14.50 14.50 223.6 1.805 0.03 58.47 0.0011 1 Y 1 P „ / �P„ controls Section Capacity Table tnxTower Report - version 6.1.4.1 250 Ft Self Support Tower Structural Analysis Project Number 37515-2313.001.8700, Application 303576, Revision 0 July 20, 2015 M BU No 813700 Page 39 Section Elevation Component Size Critical P opa�. % Pass No. it Type Element K K Capacity Fail T1 250 - 240 Leg 2" solid 2 -1.86 49.29 3.8 Pass T2 240 - 220 Leg 3" solid 19 -19.26 138.05 14.0 Pass T3 220-200 Leg 31/2"solid 40 -72.55 234.48 30.9 Pass T4 200 - 186.667 Leg 4" solid 61 -115.73 353.60 32.7 Pass T5 186.667 - 180 Leg 4" solid 76 -138.34 353.60 39.1 Pass ' T6 180 - 160 Leg 4" solid 85 -201.98 424.98 47.5 Pass T7 160 - 140 Leg 4 1/4" solid 106 -279.12 497.00 56.2 Pass TS 140 - 120 Leg 4 1/2" solid 127 -356.90 573.49 62.2 Pass ' T9 120 - 100 Leg 4 3/4" solid 148 -438.71 654.48 67.0 Pass T10 100 - 80 Leg 5" solid 169 -497.35 746.17 66.7 Pass Tl l 80 - 60 Leg 5" solid 214 -581.98 746.17 78.0 Pass T12 60-40 Leg 51/4"solid 259 -659.64 835.68 78.9 Pass T13 40-20 Leg 51/2"solid 316 -741.57 929.74 79.8 Pass T14 20 - 0 Leg 5 3/4" solid 373 -819.83 1028.33 79.7 Pass T1 250 - 240 Diagonal L 2 x 2 x 3/16 7 -0.94 12.02 7.8 Pass T2 240 - 220 Diagonal L 3 x 3 x 3116 27 -5.04 19.65 25.7 Pass 29.0 (b) T3 220 - 200 Diagonal L 3 x 3 x 114 47 -10.27 22.90 44.9 Pass 45.9 (b) T4 200 - 186.667 Diagonal L 3 x 3 x 1/4 69 -12.84 20.63 62.2 Pass T5 186.667 - 180 Diagonal 2L 3 x 3 x 1/4 (3/8) 83 -13.16 59.27 22.2 Pass 29.6 (b) T6 180 - 160 Diagonal 2L 2.5 x 2.5 x 3/16 (1/2) 89 -16.63 23.65 70.3 Pass T7 160 - 140 Diagonal 2L 2.5 x 2.5 x 3116 (1/2) ill -19.04 19.78 96.3 Pass T8 140 - 120 Diagonal 2L 3 x 3 x 3/16 (1/2) 131 -20.65 29.01 71.2 Pass T9 120 - 100 Diagonal 2L 3 x 3 x 3/16 (112) 155 -23.84 24.86 95.9 Pass T10 100 - 80 Diagonal 2L 3.5 x 3.5 x 5/16 (1/2) 187 -33.21 62.90 52.8 Pass 66.8 (b) T11 80 - 60 Diagonal 2L 3.5 x 3.5 x 5116 (1/2) 232 -32.92 57.63 57.1 Pass 66.2 (b) T12 60 - 40 Diagonal 2L 3 x 3 x 1/4 (112) 279 -35.16 51.68 68.0 Pass 73.6 (b) T13 40 - 20 Diagonal 2L 3.5 x 3.5 x 5116 (1/2) 336 -35.43 83.89 42.2 Pass 71.3 (b) T14 20 - 0 Diagonal 2L 3.5 x 3.5 x 5/16 (112) 393 -37.07 80.05 46.3 Pass 74.6 (b) T10 100 - 80 Horizontal 2L 2.5 x 2.5 x 3116 (1/2) 172 -8.63 16.19 53.3 Pass Tit 80 - 60 Horizontal 2L 2.5 x 2.5 x 3116 (1/2) 217 -10.09 13.45 75.0 Pass T12 60 - 40 Horizontal 2L 2.5 x 2.5 x 3116 (1/2) 262 -11.44 11.37 100.6 Fail x T13 40 - 20 Horizontal 2L 3 x 3 x 3116 (112) 319 -12.86 17.13 75.1 Pass T14 20 - 0 Horizontal 2L 3 x 3 x 3/16 (112) 376 � -14.22 14.84 95.8 Pass T6 180 - 160 Secondary L 2.5 x 2.5 x 3116 94 -3.60 8.02 44.9 Pass Horizontal T7 160 - 140 Secondary L 3 x 3 x 3/16 115 . -4.84 10.61 45.6 Pass Horizontal T8 140 - 120 Secondary L 3 x 3 x 3/16 136 -6.19 8.30 74.6 Pass Horizontal T9 120 - 100 Secondary L 3 x 3 x 1/4 157 -7.61 8.69 87.6 Pass Horizontal T1 250 - 240 Top Girt L 2 x 2 x 3/16 5 -0.18 5.67 3.2 Pass T12 60 - 40 -. Redund Hip 1 L 2.5 x 2.5 x 3116 285 -0.10 8.88 1.1 Pass Bracing T13 40 - 20 Redund Hip 1 L 2.5 x 2.5 x 3116 344 -0.12 7.61 1.6 Pass Bracing T14 20 - 0 Redund Hip 1 L 2.5 x 2.5 x 3/16 399 -0.10 6.60 1.6 Pass Bracing T12 60 - 40 Redund Hip L 2.5 x 2.5 x 3/16 315 -0.13 2.49 5.3 Pass Diagonal Bracing T13 40 - 20 Redund Hip L 2.5 x 2.5 x 3/16 372 -0..15 2.19 6.7 Pass Diagonal Bracing T14 20 - 0 Redund Hip L 2.5 x 2.5 x 3116 429 -0.15 1.94 7.7 Pass Diagonal Bracing T10 100 - 80 Inner Bracing 2L 2 x 2 x 3/16 (3/8) 194 -0.03 7.75 0.3 Pass T11 80 - 60 Inner Bracing 2L 2 x 2 x 3/16 (3/8) 239 -0.02 6.46 0.4 Pass T12 60 - 40 Inner Bracing 2L 2 x 2 x 3/16 (318) 290 -0.06 5.47 1.0 Pass T13 40 - 20 Inner Bracing 2L 2.5 x 2.5 x 3/16 (112) 347 -0.10 9.41 1.0 Pass T14 20 - 0 Inner Bracing 2L 2.5 x 2.5 x 3/16 (1/2) 404 -0.05 8.16 0.7 Pass Summary Leg (T13) 79.8 Pass - Diagonal 96.3 Pass tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 613700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 40 Section Elevation Component size Critical P op.� , % Pass No. R Type Element K K Capacity Fail (T7) Horizontal 100.6 Fail x (T12) Secondary 87.6 Pass Horizontal (Tg) Top Girt 3.2 Pass (Ti) Redund 1.6 Pass Hip 1 Bracing (T13) Redund 7.7 Pass Hip Diagonal Bracing (T14) Inner 1.0 Pass Bracing (T13) Bolt 74.6 Pass Checks RATING= 100.6 Fall tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis CCI BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 41 IYM] BASE LEVEL DRAWING 1 f LML LLM tnxTower Report - version 6.1.4.1 July 20, 2015 250 Ft Self Support Tower Structural Analysis M BU No 813700 Project Number 37515-2313.001.8700, Application 303576, Revision 0 Page 42 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 6.1.4.1 < ro � n e S C ]y rc N Z = 0 ACC ro a of O CN w izii �<¢ zoi C C Z = F� N p5 FPS R ctN� Z S C� N c It ne r � = a oi i 2?i Cn _ 8 5� im rc y X 'P cc H X = c oe IX m X ry N uO 9ccm 'oSV�� ^O go�zxxfi9m�E fifiri mrcrcrc_= 3 250.0 R X 240.o R 220.0 R 2000 R 186.7 R i \ 180_0R 140_0 R "A 120_0 RR 100_O RR 80.0 R 60.Oft ALL DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Beacon 250 Sector Meun11SM405-1 208 Ughinng Rod SMoV 250 800MH2 SMR FILTER 208 9320G33T2h10 w/Mount PiP.(E- METRO) - 237 (3)ACU-P20.N 20B RRUS-11800MHX Zoe 742218w/Mount Pip. 237 RRUS 31825 208 950G65VTZE-M wl Mount Pipe(E- METRO) 237 APXV9ERR18A wl Mount Pipe 2D8 Sector Mount ISM 40S11 208 950G6WTZE-Mw/Mont Pipe(E- METRO) 237 00010723 w/Mount Pipe IF -A 195 Side Aim Mount[SO 3D43](E- METRO) (3) DB848H105ESX w/Mount Pipe (E- NEXTEL) 237 n5 (3)RRUS11 (P-ATT) 195 ((220.10123 w/Mount Pipe(E- 195 (2)ATM 19801712-0 (E - ATT) 195 (3) DB878H120ESX wl Mount Pipe (E- NEXTEL) nS (2)FOGW550n1 l.(E-ATT) 195 (4) 850 1 W25 IS-ATT) 195 Sedor Mount ISM 408.1](E- NEATEL) US Sector Mount ISM 401-11 (E - ATT) 195 (3) DBMH105EM w/ Mount Pipe (E- NEXTEL) 178 Sector Mount ISM 406-11 IS- NEML) =5 Sector Mount ISM 409-11(E- NEXTEL) 178 SBNHB-1 D650 wl Mount Pipe 217 SBNHH-1065C wl Mount Pipe 217 80010765 w/ Mount Pipe(P -ATT) 162 SSNHH-1 D65C w/Mount Pipe 217 8 00 10766 W Mount Pipe(P -ATT) 162 (2) CMA-5DHHI65201E0-B W Mount Pipe 217 (2) RRUS-11 P-ATT) 162 (2) RRUS-11(P-ATT) 162 (2) CMA-BDHHI6520/E0.6 w/ Mount Pipe 217 DG64Ba0.1 McIF-ATT) 162 (2)800.10123 wl Mount Pipe (E- ATi) 162 (2)CMA-8OHHI652(IE0A wI Mount pipe 217 (2) 801-10123 w/ Mount Pipe IS ATT) 162 FRIE 217 FRIE 217 (2) AW198017124 IS-ATT) 162 FRIE 217 (2)ATM19801712.0(E-AT) 162 FRIG 217 2)FOGW5504r1C-31. -A 162 FRIG 217 (2) FDGW55013031.(E-ATT) 162 FRIG 217 (4) 860 10025 IS-ATT) 162 MU9338WPOI 217 (4)860 IM25 E.ATT) 162 ASU9338TYP01 217 DC24&6 SE 162 ASU9338TYP01 217 DC24M60. SE in FXFB 217 Senor Mount ISM 01-1](E-ATT) 162 FXFB 217 Sed"r Mount SM4D1.1](E-ATT) 162 FXFB 217 Pipe Mount IPM 601-11 (E- SPRINT) 128 Sector Mount ISM W74](E- TMOSILE) 217 SPO2-5.8(E-SPRINT) 128 Obstruction light 125 8WMHZ SMR FILTER 208 ObsWudun light 125 (3)AGLL N 208 Obetenn.o right 125 RRUS118WMHX 208 Pipe Mount [PM 601-11(P- TMOBILE) 120 RRUS 31 B25 200 APXVDERR10-C W Mount Pipe 208 (2)RFU-O-PDP-TMOBILE 120 HPXF59-PSAM(P-TMOBILE) 120 RVMROI 1 IST MARK I SIZE I MARK SIZE A SR2-sohd I C 2L3x3X1/4 8 B L2x2X3/18 I D 2L2.5x2.5x3115(38)ZER0 MATERIAL MAX. UIJKPItKKtAUIIUPIc Al UAJt: DOWN: 858 K TOWER DESIGN NOTES 40.0It — SHij; Tower is located in Saint Lucie County, Florida. „�`� i 2. Tower designed for Exposure C to the TIA-222-G Standard. • UPa. Tower designed for a 120.00 mph basic wind in accordance with the TIA-222-G ` SHEAIStandard. -i 4. Deflections are based upon a 60.00 mph wind. 20.0R / \ Tower Structure Class 11. 1 Topographic Category 1 with Crest Height of 0.00 it i.{-T�OWERRATING: 100.6% � SHEARMOMENT 164 K.J— 21131 kip-R lf 0.0 It TORQUE 84 kip -it REACTIONS - 120.00 mph WIND Paul JFord and Company 250 E. Broad Street Suite 600 Columbus, OH Phone:43215 FAX: 614.448.4105 eb: BU# 813700 (PJF# 37515-2313.001.8700 P1OfeC Existing 250-n self Support Tower 01ient Crown Castl D—"T Matthew R Busk APP'd code: TIA-�-G Date:07120/15 wale: NTS Path: Dx9 Ng. E-1 K N � J g w w zF z z' F c N h z F? a rc N x F<Rcw a wN�a as zz a F N - C � c rc N N � w F z a x 6 n c is c„ - K w C - N u M X N a e L lnw mm>�2'a ee rm�' aE Btl m NJJS(]FSNKCK� 3 250_0 %n 240_0% M1 uoo % ! I11� Iffi i 'Jill 1400%% 1200%% ifflo % Won 60_0 % 40.0 n 20_0 %% 0.0 % U SYMBOL LIST MARK SIZE 1 MARK SIZE A 5Rrso5tl I C 2L3x3x1/4(L6) e L2 x2 x S16 1 D I 2L25x2.5x3n6(31B ZERO MATERIAL STRENGTH GRADE FY Fu GRADE I Fy Fu A 2-50 50W 65 W - A36 3a w - - Saki TOWER DESIGN NOTES 1. Tower is located in Saint Lucie County, Florida. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 120.00 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60.00 mph wind. 5. Tower Structure Class IL 6. Topographic Category 1 with Crest Height of 0.00 it 7. TOWER RATING: 100.6% ALL REACTIONS AREFACTORED MAX. CORNER REACTIONS AT BASE: DOWN: 858 K SHEAR: 99 K UPLIFT. -733 K SHEAR: 88 K AXIAL 13I3K SHEAR /Tj��\\ MOMENT 164 K�---.r ' 21131 kip-R TORQUE 64 kip-ft REACTIONS-120.00 mph WIND Paul J. Ford and Company UP 250 E. Broad Street Suite 600 Columbus, OH. 43215 Phone: 614-221-6679 FAX: 614-221-2540 oD' BU# 813700 (PJF# 37515-2313.001.8700 ",,'Existing 250-n self Support Tower C°e"x Crown Castle D.`""by-Jeffre Krus "PP°� Cotle' TIA-222-G Date: 07/20/15 $Cd1e' NTS Pam: Dx No.E-1 Anchor Rod Check for Self Supporting Towers TIA-222-G, Section 4.9.9 Site Data BU#: 813700 Site Name: Minute Maid BRA360 - App #: Anchor Rod Data Qty: 6 Diam: 2.75 in Rod Material: A36 Strength (Fu): 58 ksi Yield (Fy): 36 ksi 'Rod Circle:.,_ -tin *e: lin • # of Rods ', ';';' 1 or 2 Mu= Pu x e:1 Ift-kips *Enter rod circle, offset (e) and number of anchor rods at the extreme fiber to consider if eccentric load due to leg reinforcement exists. Reactions Eta Factor, 0.55 Detail Type Uplift. Pull- -733 kips Shear, Vu: - • � °� 88 kips er _ m Mu = 0.65*1ar Vu ft-kip Anchor Rod Results: Max Rod (Cu+ Vu/" 148.8 lKips Allowable Axial, (D*Fu*Anet:1 228.8 Kips Anchor Rod Stress Ratio: 1 65.1 If Applicable; Anchor Rod Results with Bending Considered: When the clear distance from the top of concrete *to the bottom of level nut excceeds 1.0 times the diameter of the anchor rod, the following interaction equation shall also be satisfied (see Figure 4-4 of Rev. G): (VJl R,)z+ I(PtJ�Rn) + (MARnm))2 < = 1 a a �R�*0.45*FO*Ab= kips p oCo lA B Jae B �Rn14*F.*Anet= kips �Rnm �*Fy*Z=lIft-kips SZCTION A -A SECTION 6-a Detail Type (a) Detail Type (b) O D11 a lilgl STfiflc SECTION c-c SECTION D-D Detail Type (c) Detail Type (d) Maximum Acceptable Ratio: 105 % -rj-0.55 (So. We 1 eJcjj Governing Stress Ratio: 65.1% Pass Figure 4-4 of TIA-222-G 37515-2313.001.8700 Anchor Rod For Rev G-Rev 5 020212.xis Proj. #: 37515-2313 Eng: JAK OFPAU L J. FORD Site Name: Minute Maid Date: 7/2012015 $c C O M PA N Y Site #: BU 813700 _. .,_ ... i a ... .. 0 .. ,,Foundation Reaction;fCompamson , ^.,b.1, < , ; • , ,, ; , Foundation Reaction Design Reaction Modified Design Reaction Applied Load Ratio (%) Compression (kips) 817.00 1102.95 858 77.8% Tension (kips) 722.40 975.24 733 75.2% Shear (kips) 78.60 106.11 99 93.3% OTM (kip-ft) Not Provided N/A - N/A *Design reactions from FWT drawings dated 5/15/98. Reactions are multiplied by 1.35 per TIA-G p.122, Sect.15.5.1