Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
STRUCTURAL ANALYSIS PLANS
tnxTower Report - version 7.0.5.1 Date: September 5, 2017 Marianne Dunst Paul J. Ford and Company Crown Castle 250 East Broad Street, Suite 600 3530 Toringdon Way Suite 300 Columbus, Ohio 43215 Charlotte, NC 28277 614.221.6679 kmahlum@pjfweb.com Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: 368-335 Carrier Site Name: 368-335 Crown Castle Designation: Crown Castle BU Number: 842417 Crown Castle Site Name: C - SPRINGHILL Crown Castle JDE Job Number: 454453 Crown Castle Work Order Number: 1448638 Crown Castle Application Number: 399734 Rev. 0 Engineering Firm Designation: Paul J. Ford and Company Project Number: 37517-3004.001.8700 Site Data: 1408 Spring Hill Church Rd, LILLINGTON, Harnett County, NC Latitude 35° 21' 38.1'', Longitude -78° 56' 56.3'' 300 Foot - Self Support Tower Dear Marianne Dunst, 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 1073335, in accordance with application 399734, 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 Sufficient Capacity Note: See Table I and Table II for the proposed and existing loading, respectively. The structural analysis was performed for this tower in accordance with the requirements of 2012 North Carolina Building Code and the ANSI/TIA-222-G-2005 Standard, “Structural Standard for Antenna Supporting Structures and Antennas”, with ANSI/TIA-222-G-1-2007 and ANSI/TIA-222-G-2-2009 Addenda using a 3-second gust wind speed of 95 mph with no ice, 30 mph with 0.75 inch ice thickness and 60 mph under service loads. Exposure Category C and Topographic Category 1 were used in this analysis. We at Paul J. Ford and Company appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Respectfully submitted by: Kevin Mahlum, PE Project Engineer September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 2 tnxTower Report - version 7.0.5.1 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 – Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 3 tnxTower Report - version 7.0.5.1 1) INTRODUCTION This tower is a 300 ft Self Support tower designed by NELLO CORP in June of 2006. The tower was originally designed for a wind speed of 75 mph per TIA/EIA-222-F. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of 2012 North Carolina Building Code and the ANSI/TIA-222-G-2005 Standard, “Structural Standard for Antenna Supporting Structures and Antennas”, with ANSI/TIA-222-G-1-2007 and ANSI/TIA-222-G-2-2009 Addenda using a 3-second gust wind speed of 95 mph with no ice, 30 mph with 0.75 inch ice thickness and 60 mph under service loads. Exposure Category C and Topographic Category 1 were used in this analysis. Table 1 - Proposed Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 298.0 298.0 3 ericsson RRUS 32 B2 2 3/4 - 3 kmw communications EPBQ-652L8H8 w/ Pipe 1 raycap DC6-48-60-18-8F 1 kenwood T1671KT10 Sector Mount Notes: 1) Proposed Equipment Table 2 - Existing Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 298.0 300.0 6 andrew E15S09P80 12 2 2 1-5/8 3/4 3/8 1 3 ericsson RRUS12/RRUS A2 298.0 3 andrew SBNHH-1D65C 3 ericsson RRUS 11 2 kathrein 741 989 w/ Pipe 1 kathrein 742 213 w/ Pipe 1 raycap DC6-48-60-18-8F 2 kathrein 741 989 w/ Pipe - 3 1 kathrein 742 213 w/ Pipe 1 tower mounts Sector Mount [SM 403-3] Notes: 1) Existing Equipment 2) Equipment To Be Removed Table 3 - Design Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) - - - - - - - September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 4 tnxTower Report - version 7.0.5.1 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS R&R, G66-5325, 04/17/2006 4525858 CCISITES 4-TOWER MANUFACTURER DRAWINGS Nello, 110906, 06/15/2006 4712148 CCISITES 4-POST-MODIFICATION INSPECTION TEP, 43011, 01/13/2016 6061529 CCISITES 3.1) Analysis Method tnxTower (version 7.0.5.1), 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 manufacturer’s 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 existing base plate grout was considered in this analysis. Grout must be maintained and inspected periodically, and must be replaced if damaged or cracked. Refer to crown document PRC-10012, Base Plate Grout Inspection & Classification. 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. September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 5 tnxTower Report - version 7.0.5.1 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail T1 300 - 280 Leg Pipe 2.375" x 0.154" (2 STD) 1 -31.95 31.62 101.1 Pass See Note #2 T2 280 - 260 Leg Pipe 3.5" x 0.216" (3 STD) 31 -64.72 82.53 78.4 Pass T3 260 - 240 Leg Pipe 4" x 0.226" (3.5 STD) 58 -91.87 104.03 88.3 Pass T4 240 - 220 Leg Pipe 5.563" x 0.258" (5 STD) 85 -117.12 169.41 69.1 Pass T5 220 - 200 Leg Pipe 5.563" x 0.258" (5 STD) 106 -143.85 169.41 84.9 Pass T6 200 - 180 Leg Pipe 6.625" x 0.280" (6 STD) 127 -168.38 203.75 82.6 Pass T7 180 - 160 Leg Pipe 6.625" x 0.280" (6 STD) 142 -195.57 203.75 96.0 Pass T8 160 - 140 Leg Pipe 8.625" x 0.322" (8 STD) 157 -223.76 334.48 66.9 Pass T9 140 - 120 Leg Pipe 8.625" x 0.322" (8 STD) 172 -253.05 334.48 75.7 Pass T10 120 - 100 Leg Pipe 8.625" x 0.322" (8 STD) 187 -283.24 334.48 84.7 Pass T11 100 - 80 Leg Pipe 8.625" x 0.322" (8 STD) 202 -313.89 334.48 93.8 Pass T12 80 - 60 Leg Pipe 8.625" x 0.322" (8 STD) 217 -345.34 334.48 103.2 Pass See Note #2 T13 60 - 40 Leg Pipe 8.625" x 0.322" (8 STD) 232 -376.92 366.19 102.9 Pass See Note #2 T14 40 - 20 Leg Pipe 10.75" x 0.365" (10 STD) 253 -410.98 495.59 82.9 Pass T15 20 - 0 Leg Pipe 10.75" x 0.365" (10 STD) 268 -443.90 495.59 89.6 Pass T1 300 - 280 Diagonal L 1.5 x 1.5 x 1/8 7 -4.20 5.90 71.3 91.6 (b) Pass T2 280 - 260 Diagonal L 1.5 x 1.5 x 1/8 35 -2.80 4.62 60.5 62.6 (b) Pass T3 260 - 240 Diagonal L 1.75 x 1.75 x 1/8 61 -3.00 5.53 54.2 54.4 (b) Pass T4 240 - 220 Diagonal L 2 x 2 x 1/8 88 -3.80 5.16 73.7 Pass T5 220 - 200 Diagonal L 2 x 2 x 1/8 109 -4.15 4.08 101.7 Pass See Note #2 T6 200 - 180 Diagonal L 2.5 x 2.5 x 3/16 130 -5.53 7.02 78.8 Pass T7 180 - 160 Diagonal L 2.5 x 2.5 x 3/16 145 -5.99 6.01 99.7 Pass T8 160 - 140 Diagonal L 3 x 3 x 3/16 160 -6.60 9.32 70.8 Pass T9 140 - 120 Diagonal L 3 x 3 x 3/16 175 -7.21 8.04 89.8 Pass T10 120 - 100 Diagonal L 3 x 3 x 5/16 190 -7.94 11.12 71.4 Pass T11 100 - 80 Diagonal L 3.5 x 3.5 x 1/4 205 -8.68 12.80 67.8 Pass T12 80 - 60 Diagonal L 3.5 x 3.5 x 1/4 220 -9.41 11.25 83.7 Pass T13 60 - 40 Diagonal L 3.5 x 3.5 x 3/8 235 -11.44 13.89 82.4 Pass T14 40 - 20 Diagonal L 4 x 4 x 1/4 256 -10.99 13.54 81.2 Pass T15 20 - 0 Diagonal L 4 x 4 x 1/4 271 -12.38 12.10 102.4 Pass See Note #2 T13 60 - 40 Secondary Horizontal L 3 x 3 x 5/16 241 -6.53 9.31 70.2 Pass T1 300 - 280 Top Girt L 1.5 x 1.5 x 1/8 4 -0.19 5.09 3.7 5.5 (b) Pass Summary September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 6 tnxTower Report - version 7.0.5.1 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail Leg (T12) 103.2 Pass See Note #2 Diagonal (T15) 102.4 Pass See Note #2 Secondary Horizontal (T13) 70.2 Pass Top Girt (T1) 5.5 Pass Bolt Checks 91.6 Pass RATING = 103.2 Pass See Note #2 Table 6 - Tower Component Stresses vs. Capacity Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 53.5 Pass 1 Base Foundation Structural Interaction 0 41.8 Pass 1 Base Foundation Soil Interaction 0 80.8 Pass Structure Rating (max from all components) = 103.2% 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 and its foundation(s) have sufficient capacity to carry the proposed loading configuration. No modifications are required at this time. September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 7 tnxTower Report - version 7.0.5.1 APPENDIX A TNXTOWER OUTPUT Tower Input Data The main tower is a 3x free standing tower with an overall height of 300.00 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 3.50 ft at the top and 24.50 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Harnett County, North Carolina. Basic wind speed of 95 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 0.750 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Deflections calculated using a wind speed of 60 mph. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned √ Calculate Redundant Bracing Forces Consider Moments - Diagonals Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression √ Use Code Stress Ratios √ Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients √ Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Exemption √ Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles √ Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 8 tnxTower Report - version 7.0.5.1 Leg B Leg C Leg A Face A F a c e B Face C Triangular Tower Wind Normal Wind 90 Wind 180 Z X Tower Section Geometry Tower Section Tower Elevation ft Assembly Database Description Section Width ft Number of Sections Section Length ft T1 300.00-280.00 3.50 1 20.00 T2 280.00-260.00 3.50 1 20.00 T3 260.00-240.00 5.00 1 20.00 T4 240.00-220.00 6.50 1 20.00 T5 220.00-200.00 8.00 1 20.00 T6 200.00-180.00 9.50 1 20.00 T7 180.00-160.00 11.00 1 20.00 T8 160.00-140.00 12.50 1 20.00 T9 140.00-120.00 14.00 1 20.00 T10 120.00-100.00 15.50 1 20.00 T11 100.00-80.00 17.00 1 20.00 T12 80.00-60.00 18.50 1 20.00 T13 60.00-40.00 20.00 1 20.00 T14 40.00-20.00 21.50 1 20.00 T15 20.00-0.00 23.00 1 20.00 Tower Section Geometry (cont’d) Tower Section Tower Elevation ft Diagonal Spacing ft Bracing Type Has K Brace End Panels Has Horizontals Top Girt Offset in Bottom Girt Offset in T1 300.00-280.00 5.00 X Brace No No 0.000 0.000 T2 280.00-260.00 5.00 X Brace No No 0.000 0.000 T3 260.00-240.00 5.00 X Brace No No 0.000 0.000 T4 240.00-220.00 6.67 X Brace No No 0.000 0.000 T5 220.00-200.00 6.67 X Brace No No 0.000 0.000 T6 200.00-180.00 10.00 X Brace No No 0.000 0.000 T7 180.00-160.00 10.00 X Brace No No 0.000 0.000 T8 160.00-140.00 10.00 X Brace No No 0.000 0.000 September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 9 tnxTower Report - version 7.0.5.1 Tower Section Tower Elevation ft Diagonal Spacing ft Bracing Type Has K Brace End Panels Has Horizontals Top Girt Offset in Bottom Girt Offset in T9 140.00-120.00 10.00 X Brace No No 0.000 0.000 T10 120.00-100.00 10.00 X Brace No No 0.000 0.000 T11 100.00-80.00 10.00 X Brace No No 0.000 0.000 T12 80.00-60.00 10.00 X Brace No No 0.000 0.000 T13 60.00-40.00 10.00 X Brace No Yes 0.000 0.000 T14 40.00-20.00 10.00 X Brace No No 0.000 0.000 T15 20.00-0.00 10.00 X Brace No No 0.000 0.000 Tower Section Geometry (cont’d) Tower Elevation ft Leg Type Leg Size Leg Grade Diagonal Type Diagonal Size Diagonal Grade T1 300.00- 280.00 Pipe Pipe 2.375'' x 0.154'' (2 STD) A500-50 (50 ksi) Equal Angle L 1.5 x 1.5 x 1/8 A36 (36 ksi) T2 280.00- 260.00 Pipe Pipe 3.5'' x 0.216'' (3 STD) A500-50 (50 ksi) Equal Angle L 1.5 x 1.5 x 1/8 A36 (36 ksi) T3 260.00- 240.00 Pipe Pipe 4'' x 0.226'' (3.5 STD) A500-50 (50 ksi) Equal Angle L 1.75 x 1.75 x 1/8 A36 (36 ksi) T4 240.00-220.00 Pipe Pipe 5.563'' x 0.258'' (5 STD) A500-50 (50 ksi) Equal Angle L 2 x 2 x 1/8 A36 (36 ksi) T5 220.00- 200.00 Pipe Pipe 5.563'' x 0.258'' (5 STD) A500-50 (50 ksi) Equal Angle L 2 x 2 x 1/8 A36 (36 ksi) T6 200.00- 180.00 Pipe Pipe 6.625'' x 0.280'' (6 STD) A500-50 (50 ksi) Equal Angle L 2.5 x 2.5 x 3/16 A36 (36 ksi) T7 180.00- 160.00 Pipe Pipe 6.625'' x 0.280'' (6 STD) A500-50 (50 ksi) Equal Angle L 2.5 x 2.5 x 3/16 A36 (36 ksi) T8 160.00- 140.00 Pipe Pipe 8.625'' x 0.322'' (8 STD) A500-50 (50 ksi) Equal Angle L 3 x 3 x 3/16 A36 (36 ksi) T9 140.00-120.00 Pipe Pipe 8.625'' x 0.322'' (8 STD) A500-50 (50 ksi) Equal Angle L 3 x 3 x 3/16 A36 (36 ksi) T10 120.00- 100.00 Pipe Pipe 8.625'' x 0.322'' (8 STD) A500-50 (50 ksi) Equal Angle L 3 x 3 x 5/16 A36 (36 ksi) T11 100.00- 80.00 Pipe Pipe 8.625'' x 0.322'' (8 STD) A500-50 (50 ksi) Equal Angle L 3.5 x 3.5 x 1/4 A36 (36 ksi) T12 80.00- 60.00 Pipe Pipe 8.625'' x 0.322'' (8 STD) A500-50 (50 ksi) Equal Angle L 3.5 x 3.5 x 1/4 A36 (36 ksi) T13 60.00- 40.00 Pipe Pipe 8.625'' x 0.322'' (8 STD) A500-50 (50 ksi) Equal Angle L 3.5 x 3.5 x 3/8 A36 (36 ksi) T14 40.00- 20.00 Pipe Pipe 10.75'' x 0.365'' (10 STD) A500-50 (50 ksi) Equal Angle L 4 x 4 x 1/4 A36 (36 ksi) T15 20.00-0.00 Pipe Pipe 10.75'' x 0.365'' (10 STD) A500-50 (50 ksi) Equal Angle L 4 x 4 x 1/4 A36 (36 ksi) Tower Section Geometry (cont’d) Tower Elevation ft Top Girt Type Top Girt Size Top Girt Grade Bottom Girt Type Bottom Girt Size Bottom Girt Grade T1 300.00- 280.00 Equal Angle L 1.5 x 1.5 x 1/8 A36 (36 ksi) Equal Angle A36 (36 ksi) Tower Section Geometry (cont’d) September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 10 tnxTower Report - version 7.0.5.1 Tower Elevation ft Secondary Horizontal Type Secondary Horizontal Size Secondary Horizontal Grade Inner Bracing Type Inner Bracing Size Inner Bracing Grade T13 60.00- 40.00 Equal Angle L 3 x 3 x 5/16 A36 (36 ksi) Equal Angle A36 (36 ksi) Tower Section Geometry (cont’d) Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in Gusset Grade Adjust. Factor Af Adjust. Factor Ar Weight Mult. Double Angle Stitch Bolt Spacing Diagonals in Double Angle Stitch Bolt Spacing Horizontals in Double Angle Stitch Bolt Spacing Redundants in T1 300.00- 280.00 0.00 0.500 A36 (36 ksi) 1.03 1 1.05 0.000 0.000 36.000 T2 280.00- 260.00 0.00 0.500 A36 (36 ksi) 1.03 1 1.05 0.000 0.000 36.000 T3 260.00- 240.00 0.00 0.500 A36 (36 ksi) 1.03 1 1.05 0.000 0.000 36.000 T4 240.00- 220.00 0.00 0.500 A36 (36 ksi) 1.03 1 1.05 0.000 0.000 36.000 T5 220.00- 200.00 0.00 0.500 A36 (36 ksi) 1.03 1 1.05 0.000 0.000 36.000 T6 200.00- 180.00 0.00 0.500 A36 (36 ksi) 1.03 1 1.05 0.000 0.000 36.000 T7 180.00- 160.00 0.00 0.500 A36 (36 ksi) 1.03 1 1.05 0.000 0.000 36.000 T8 160.00- 140.00 0.00 0.500 A36 (36 ksi) 1.03 1 1.05 0.000 0.000 36.000 T9 140.00-120.00 0.00 0.500 A36 (36 ksi) 1.03 1 1.05 0.000 0.000 36.000 T10 120.00- 100.00 0.00 0.500 A36 (36 ksi) 1.03 1 1.05 0.000 0.000 36.000 T11 100.00- 80.00 0.00 0.500 A36 (36 ksi) 1.03 1 1.05 0.000 0.000 36.000 T12 80.00- 60.00 0.00 0.500 A36 (36 ksi) 1.03 1 1.05 0.000 0.000 36.000 T13 60.00- 40.00 0.00 0.500 A36 (36 ksi) 1.03 1 1.05 0.000 0.000 36.000 T14 40.00-20.00 0.00 0.500 A36 (36 ksi) 1.03 1 1.05 0.000 0.000 36.000 T15 20.00- 0.00 0.00 0.500 A36 (36 ksi) 1.03 1 1.05 0.000 0.000 36.000 Tower Section Geometry (cont’d) K Factors1 Tower Elevation ft Calc K Single Angles Calc K Solid Rounds Legs X Brace Diags X Y K Brace Diags X Y Single Diags X Y Girts X Y Horiz. X Y Sec. Horiz. X Y Inner Brace X Y T1 300.00- 280.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T2 280.00- 260.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T3 260.00- 240.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T4 240.00- 220.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T5 220.00- 200.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T6 200.00- Yes No 1 1 1 1 1 1 1 1 September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 11 tnxTower Report - version 7.0.5.1 K Factors1 Tower Elevation ft Calc K Single Angles Calc K Solid Rounds Legs X Brace Diags X Y K Brace Diags X Y Single Diags X Y Girts X Y Horiz. X Y Sec. Horiz. X Y Inner Brace X Y 180.00 1 1 1 1 1 1 1 T7 180.00- 160.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T8 160.00- 140.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T9 140.00- 120.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T10 120.00-100.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T11 100.00- 80.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T12 80.00- 60.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T13 60.00- 40.00 No No 1 1 1 1 1 1 1 1 1 1 1 1 0.5 1 1 T14 40.00- 20.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T15 20.00-0.00 Yes No 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of- plane direction applied to the overall length. Tower Section Geometry (cont’d) Tower Elevation ft Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U Net Width Deduct in U T1 300.00-280.00 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 T2 280.00- 260.00 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 T3 260.00- 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 T4 240.00- 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 T5 220.00- 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 T6 200.00- 180.00 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 T7 180.00- 160.00 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 T8 160.00- 140.00 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 T9 140.00- 120.00 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 T10 120.00- 100.00 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 T11 100.00-80.00 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 T12 80.00- 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 T13 60.00- 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 T14 40.00- 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 T15 20.00- 0.00 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 September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 12 tnxTower Report - version 7.0.5.1 Tower Section Geometry (cont’d) Tower Elevation ft Leg Connection Type Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. Bolt Size in No. T1 300.00- 280.00 Flange 0.750 A325N 4 0.500 A325N 1 0.500 A325N 1 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.000 A325N 0 T2 280.00- 260.00 Flange 0.750 A325N 8 0.500 A325N 1 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.000 A325N 0 T3 260.00- 240.00 Flange 0.750 A325N 8 0.625 A325N 1 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.000 A325N 0 T4 240.00- 220.00 Flange 0.750 A325N 8 0.625 A325N 1 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.000 A325N 0 T5 220.00-200.00 Flange 0.750 A325N 8 0.625 A325N 1 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.000 A325N 0 T6 200.00- 180.00 Flange 0.750 A325N 8 0.625 A325N 1 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.000 A325N 0 T7 180.00- 160.00 Flange 1.000 A325N 14 0.625 A325N 1 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.000 A325N 0 T8 160.00- 140.00 Flange 1.000 A325N 14 0.750 A325N 1 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.000 A325N 0 T9 140.00- 120.00 Flange 1.000 A325N 14 0.750 A325N 1 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.000 A325N 0 T10 120.00-100.00 Flange 1.000 A325N 14 0.750 A325N 1 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.000 A325N 0 T11 100.00- 80.00 Flange 1.000 A325N 14 0.750 A325N 1 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.000 A325N 0 T12 80.00- 60.00 Flange 1.000 A325N 14 0.750 A325N 1 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.000 A325N 0 T13 60.00- 40.00 Flange 1.000 A325N 14 0.750 A325N 1 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.750 A325N 1 T14 40.00- 20.00 Flange 1.000 A325N 14 0.750 A325N 1 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.000 A325N 0 T15 20.00- 0.00 Flange 0.000 A325N 0 0.750 A325N 1 0.000 A325N 0 0.000 A325N 0 0.625 A325N 0 0.000 A325N 0 0.000 A325N 0 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face or Leg Allow Shield Component Type Placement ft Face Offset in Lateral Offset (Frac FW) # # Per Row Clear Spacing in Width or Diameter in Perimete r in Weight plf SO 1/2'' Cord C No Ar (CaAa) 300.00 - 5.00 0.000 -0.48 2 2 0.500 0.500 0.14 SO 1/2'' Cord C No Ar (CaAa) 300.00 - 150.00 0.000 -0.48 1 1 0.500 0.500 0.14 Safety Line 3/8 C No Ar (CaAa) 300.00 - 5.00 0.000 -0.48 1 1 0.375 0.375 0.22 *** WR- VG86ST-BRD(3/4) C No Ar (CaAa) 298.00 - 5.00 5.000 0.025 2 2 0.795 0.000 0.58 LDF2- 50(3/8'') C No Ar (CaAa) 298.00 - 5.00 6.000 -0.025 2 2 0.440 0.000 0.08 WR- VG86ST-BRD( 3/4) C No Ar (CaAa) 298.00 - 5.00 5.000 -0.025 2 2 0.774 0.000 0.59 LDF7-50A(1- 5/8'') C No Ar (CaAa) 298.00 - 5.00 0.000 0 12 6 1.000 0.500 1.980 0.82 1.5'' flat Cable Ladder Rail C No Af (CaAa) 300.00 - 5.00 0.000 0 2 2 30.000 1.500 1.500 1.80 ****** ****** September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 13 tnxTower Report - version 7.0.5.1 Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K Flash Beacon Lighting B From Leg 0.00 0 0 0.000 300.00 No Ice 1/2'' Ice 1'' Ice 2.70 3.10 3.50 2.70 3.10 3.50 0.05 0.07 0.09 Obstruction light A From Leg 1.00 0 0 0.000 150.00 No Ice 1/2'' Ice 1'' Ice 0.50 0.83 0.96 0.50 0.83 0.96 0.01 0.02 0.03 Obstruction light B From Leg 1.00 0 0 0.000 150.00 No Ice 1/2'' Ice 1'' Ice 0.50 0.83 0.96 0.50 0.83 0.96 0.01 0.02 0.03 Obstruction light C From Leg 1.00 0 0 0.000 150.00 No Ice 1/2'' Ice 1'' Ice 0.50 0.83 0.96 0.50 0.83 0.96 0.01 0.02 0.03 *** EPBQ-652L8H8 w/ Mount Pipe A From Leg 4.00 0 0 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 12.22 12.96 13.71 9.59 11.15 12.74 0.10 0.19 0.29 EPBQ-652L8H8 w/ Mount Pipe B From Leg 4.00 0 0 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 12.22 12.96 13.71 9.59 11.15 12.74 0.10 0.19 0.29 EPBQ-652L8H8 w/ Mount Pipe C From Leg 4.00 0 0 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 12.22 12.96 13.71 9.59 11.15 12.74 0.10 0.19 0.29 RRUS 32 B2 A From Leg 4.00 0 0 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 2.73 2.95 3.18 1.67 1.86 2.05 0.05 0.07 0.10 RRUS 32 B2 B From Leg 4.00 0 0 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 2.73 2.95 3.18 1.67 1.86 2.05 0.05 0.07 0.10 RRUS 32 B2 C From Leg 4.00 0 0 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 2.73 2.95 3.18 1.67 1.86 2.05 0.05 0.07 0.10 DC6-48-60-18-8F C From Leg 4.00 0 0 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 0.92 1.46 1.64 0.92 1.46 1.64 0.02 0.04 0.06 SBNHH-1D65C A From Leg 4.00 0 0 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 11.47 12.09 12.72 7.72 8.31 8.91 0.05 0.12 0.19 SBNHH-1D65C B From Leg 4.00 0 0 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 11.47 12.09 12.72 7.72 8.31 8.91 0.05 0.12 0.19 SBNHH-1D65C C From Leg 4.00 0 0 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 11.47 12.09 12.72 7.72 8.31 8.91 0.05 0.12 0.19 741 989 w/ Mount Pipe A From Leg 4.00 0 0 0.000 298.00 No Ice 1/2'' Ice 3.38 3.78 4.18 2.98 3.65 4.30 0.04 0.07 0.10 September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 14 tnxTower Report - version 7.0.5.1 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 1'' Ice 741 989 w/ Mount Pipe B From Leg 4.00 0 0 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 3.38 3.78 4.18 2.98 3.65 4.30 0.04 0.07 0.10 742 213 w/ Mount Pipe C From Leg 4.00 0 0 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 5.37 5.95 6.50 4.62 6.00 6.98 0.05 0.09 0.15 DC6-48-60-18-8F A From Leg 4.00 0 0 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 0.92 1.46 1.64 0.92 1.46 1.64 0.02 0.04 0.06 RRUS12/RRUS A2 A From Leg 4.00 0 2 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 3.14 3.36 3.59 1.84 2.01 2.20 0.07 0.10 0.13 RRUS12/RRUS A2 B From Leg 4.00 0 2 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 3.14 3.36 3.59 1.84 2.01 2.20 0.07 0.10 0.13 RRUS12/RRUS A2 C From Leg 4.00 0 2 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 3.14 3.36 3.59 1.84 2.01 2.20 0.07 0.10 0.13 RRUS 11 A From Leg 4.00 0 0 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 2.79 3.00 3.21 1.19 1.34 1.50 0.05 0.07 0.10 RRUS 11 B From Leg 4.00 0 0 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 2.79 3.00 3.21 1.19 1.34 1.50 0.05 0.07 0.10 RRUS 11 C From Leg 4.00 0 0 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 2.79 3.00 3.21 1.19 1.34 1.50 0.05 0.07 0.10 (2) E15S09P80 A From Leg 4.00 0 2 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 0.57 0.67 0.77 0.22 0.29 0.37 0.01 0.01 0.02 (2) E15S09P80 B From Leg 4.00 0 2 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 0.57 0.67 0.77 0.22 0.29 0.37 0.01 0.01 0.02 (2) E15S09P80 C From Leg 4.00 0 2 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 0.57 0.67 0.77 0.22 0.29 0.37 0.01 0.01 0.02 Sector Mount [SM 1303-3] C None 0.000 298.00 No Ice 1/2'' Ice 1'' Ice 30.20 43.90 57.60 30.20 43.90 57.60 1.10 1.77 2.43 ****** Load Combinations Comb. No. Description September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 15 tnxTower Report - version 7.0.5.1 Comb. No. Description 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 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 1.2 Dead+1.0 Ice 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Leg C Max. Vert 18 452.64 32.88 -18.37 Max. Hx 18 452.64 32.88 -18.37 Max. Hz 7 -392.93 -29.00 16.19 Min. Vert 7 -392.93 -29.00 16.19 Min. Hx 7 -392.93 -29.00 16.19 Min. Hz 18 452.64 32.88 -18.37 Leg B Max. Vert 10 452.60 -32.85 -18.40 Max. Hx 23 -392.73 28.98 16.22 Max. Hz 23 -392.73 28.98 16.22 Min. Vert 23 -392.73 28.98 16.22 Min. Hx 10 452.60 -32.85 -18.40 September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 16 tnxTower Report - version 7.0.5.1 Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Min. Hz 10 452.60 -32.85 -18.40 Leg A Max. Vert 2 450.90 0.05 37.63 Max. Hx 21 12.50 3.00 0.84 Max. Hz 2 450.90 0.05 37.63 Min. Vert 15 -394.00 -0.05 -33.22 Min. Hx 11 -204.04 -3.00 -17.55 Min. Hz 15 -394.00 -0.05 -33.22 Tower Mast Reaction Summary Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead Only 44.67 0.00 0.00 19.33 -0.93 -0.00 1.2 Dead+1.6 Wind 0 deg - No Ice 53.60 0.01 -60.95 -9188.02 -2.73 2.23 0.9 Dead+1.6 Wind 0 deg - No Ice 40.20 0.01 -60.95 -9177.29 -2.44 2.22 1.2 Dead+1.6 Wind 30 deg - No Ice 53.60 27.46 -47.55 -7238.14 -4195.57 14.50 0.9 Dead+1.6 Wind 30 deg - No Ice 40.20 27.46 -47.55 -7230.81 -4187.65 14.46 1.2 Dead+1.6 Wind 60 deg - No Ice 53.60 48.61 -28.06 -4299.11 -7488.12 20.45 0.9 Dead+1.6 Wind 60 deg - No Ice 40.20 48.61 -28.06 -4297.09 -7474.17 20.38 1.2 Dead+1.6 Wind 90 deg - No Ice 53.60 54.91 -0.01 21.83 -8387.01 21.10 0.9 Dead+1.6 Wind 90 deg - No Ice 40.20 54.91 -0.01 15.97 -8371.44 21.03 1.2 Dead+1.6 Wind 120 deg - No Ice 53.60 52.79 30.47 4627.78 -7979.14 20.87 0.9 Dead+1.6 Wind 120 deg - No Ice 40.20 52.79 30.47 4613.61 -7964.49 20.79 1.2 Dead+1.6 Wind 150 deg - No Ice 53.60 27.45 47.54 7283.41 -4192.59 11.11 0.9 Dead+1.6 Wind 150 deg - No Ice 40.20 27.45 47.54 7264.33 -4184.69 11.07 1.2 Dead+1.6 Wind 180 deg - No Ice 53.60 -0.01 56.12 8665.76 0.43 -2.01 0.9 Dead+1.6 Wind 180 deg - No Ice 40.20 -0.01 56.12 8644.12 0.71 -2.00 1.2 Dead+1.6 Wind 210 deg - No Ice 53.60 -27.46 47.55 7285.00 4193.03 -14.50 0.9 Dead+1.6 Wind 210 deg - No Ice 40.20 -27.46 47.55 7265.92 4185.69 -14.46 1.2 Dead+1.6 Wind 240 deg - No Ice 53.60 -52.79 30.48 4630.52 7978.45 -22.80 0.9 Dead+1.6 Wind 240 deg - No Ice 40.20 -52.79 30.48 4616.35 7964.36 -22.71 1.2 Dead+1.6 Wind 270 deg - No Ice 53.60 -54.91 0.01 24.98 8384.75 -21.10 0.9 Dead+1.6 Wind 270 deg - No Ice 40.20 -54.91 0.01 19.11 8369.76 -21.03 1.2 Dead+1.6 Wind 300 deg - No Ice 53.60 -48.60 -28.05 -4296.40 7484.29 -18.75 0.9 Dead+1.6 Wind 300 deg - No Ice 40.20 -48.60 -28.05 -4294.39 7470.90 -18.69 1.2 Dead+1.6 Wind 330 deg - No Ice 53.60 -27.45 -47.54 -7236.59 4190.56 -11.11 0.9 Dead+1.6 Wind 330 deg - No Ice 40.20 -27.45 -47.54 -7229.26 4183.21 -11.07 1.2 Dead+1.0 Ice 141.80 0.00 0.00 124.69 -22.60 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 Ice 141.80 -0.00 -6.80 -976.26 -22.48 0.55 September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 17 tnxTower Report - version 7.0.5.1 Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft 1.2 Dead+1.0 Wind 30 deg+1.0 Ice 141.80 3.21 -5.56 -782.82 -546.54 1.77 1.2 Dead+1.0 Wind 60 deg+1.0 Ice 141.80 5.66 -3.27 -410.43 -949.91 2.39 1.2 Dead+1.0 Wind 90 deg+1.0 Ice 141.80 6.42 0.00 125.09 -1070.74 2.35 1.2 Dead+1.0 Wind 120 deg+1.0 Ice 141.80 5.89 3.40 675.65 -976.23 2.00 1.2 Dead+1.0 Wind 150 deg+1.0 Ice 141.80 3.21 5.56 1032.81 -546.84 0.88 1.2 Dead+1.0 Wind 180 deg+1.0 Ice 141.80 0.00 6.54 1195.90 -22.79 -0.53 1.2 Dead+1.0 Wind 210 deg+1.0 Ice 141.80 -3.21 5.56 1032.66 501.29 -1.78 1.2 Dead+1.0 Wind 240 deg+1.0 Ice 141.80 -5.89 3.40 675.38 930.80 -2.51 1.2 Dead+1.0 Wind 270 deg+1.0 Ice 141.80 -6.42 -0.00 124.78 1025.46 -2.35 1.2 Dead+1.0 Wind 300 deg+1.0 Ice 141.80 -5.67 -3.27 -410.69 904.78 -1.91 1.2 Dead+1.0 Wind 330 deg+1.0 Ice 141.80 -3.21 -5.56 -782.98 501.53 -0.88 Dead+Wind 0 deg - Service 44.67 0.00 -15.20 -2274.57 -1.33 0.55 Dead+Wind 30 deg - Service 44.67 6.85 -11.85 -1788.92 -1045.46 3.60 Dead+Wind 60 deg - Service 44.67 12.12 -7.00 -1057.01 -1865.41 5.09 Dead+Wind 90 deg - Service 44.67 13.69 -0.00 19.05 -2089.28 5.26 Dead+Wind 120 deg - Service 44.67 13.16 7.60 1166.11 -1987.80 5.19 Dead+Wind 150 deg - Service 44.67 6.84 11.85 1827.41 -1044.76 2.75 Dead+Wind 180 deg - Service 44.67 -0.00 13.99 2171.66 -0.55 -0.50 Dead+Wind 210 deg - Service 44.67 -6.85 11.85 1827.80 1043.57 -3.60 Dead+Wind 240 deg - Service 44.67 -13.16 7.60 1166.78 1986.31 -5.67 Dead+Wind 270 deg - Service 44.67 -13.69 0.00 19.83 2087.41 -5.26 Dead+Wind 300 deg - Service 44.67 -12.12 -6.99 -1056.33 1863.15 -4.66 Dead+Wind 330 deg - Service 44.67 -6.84 -11.85 -1788.53 1042.90 -2.75 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 300 - 280 17.72 47 0.709 0.045 T2 280 - 260 14.80 43 0.637 0.037 T3 260 - 240 12.29 43 0.545 0.029 T4 240 - 220 10.16 43 0.458 0.025 T5 220 - 200 8.33 43 0.401 0.020 T6 200 - 180 6.74 43 0.343 0.016 T7 180 - 160 5.37 43 0.296 0.013 T8 160 - 140 4.21 43 0.249 0.011 T9 140 - 120 3.21 43 0.217 0.009 T10 120 - 100 2.34 43 0.185 0.007 T11 100 - 80 1.61 43 0.152 0.006 T12 80 - 60 1.02 43 0.118 0.005 T13 60 - 40 0.57 43 0.084 0.003 T14 40 - 20 0.27 43 0.049 0.002 T15 20 - 0 0.08 47 0.025 0.001 September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 18 tnxTower Report - version 7.0.5.1 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 300.00 Flash Beacon Lighting 47 17.72 0.709 0.045 37202 298.00 EPBQ-652L8H8 w/ Mount Pipe 47 17.42 0.703 0.044 37202 150.00 Obstruction light 43 3.69 0.232 0.010 33346 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° T1 300 - 280 70.93 18 2.837 0.180 T2 280 - 260 59.25 18 2.548 0.150 T3 260 - 240 49.20 18 2.182 0.119 T4 240 - 220 40.67 18 1.833 0.099 T5 220 - 200 33.35 18 1.606 0.081 T6 200 - 180 26.96 18 1.371 0.064 T7 180 - 160 21.51 18 1.186 0.053 T8 160 - 140 16.84 18 0.996 0.044 T9 140 - 120 12.83 18 0.869 0.036 T10 120 - 100 9.35 18 0.740 0.028 T11 100 - 80 6.45 18 0.607 0.024 T12 80 - 60 4.09 18 0.473 0.019 T13 60 - 40 2.29 18 0.336 0.013 T14 40 - 20 1.08 18 0.198 0.010 T15 20 - 0 0.34 18 0.099 0.005 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 300.00 Flash Beacon Lighting 18 70.93 2.837 0.180 9368 298.00 EPBQ-652L8H8 w/ Mount Pipe 18 69.73 2.810 0.177 9368 150.00 Obstruction light 18 14.76 0.927 0.040 8338 Bolt Design Data Section No. Elevation ft Component Type Bolt Grade Bolt Size in Number Of Bolts Maximum Load per Bolt K Allowable Load K Ratio Load Allowable Allowable Ratio Criteria T1 300 Leg A325N 0.750 4 7.42 29.82 0.249 1 Bolt Tension Diagonal A325N 0.500 1 4.04 4.40 0.916 1 Member Block Shear Top Girt A325N 0.500 1 0.17 3.13 0.055 1 Member Block Shear T2 280 Leg A325N 0.750 8 7.60 29.82 0.255 1 Bolt Tension Diagonal A325N 0.500 1 2.76 4.40 0.626 1 Member Block Shear T3 260 Leg A325N 0.750 8 10.75 29.82 0.361 1 Bolt Tension Diagonal A325N 0.625 1 2.86 5.25 0.544 1 Member Block Shear September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 19 tnxTower Report - version 7.0.5.1 Section No. Elevation ft Component Type Bolt Grade Bolt Size in Number Of Bolts Maximum Load per Bolt K Allowable Load K Ratio Load Allowable Allowable Ratio Criteria T4 240 Leg A325N 0.750 8 13.64 29.82 0.457 1 Bolt Tension Diagonal A325N 0.625 1 3.64 5.93 0.613 1 Member Block Shear T5 220 Leg A325N 0.750 8 16.67 29.82 0.559 1 Bolt Tension Diagonal A325N 0.625 1 3.96 5.93 0.668 1 Member Block Shear T6 200 Leg A325N 0.750 8 19.42 29.82 0.651 1 Bolt Tension Diagonal A325N 0.625 1 5.26 10.93 0.481 1 Member Block Shear T7 180 Leg A325N 1.000 14 12.82 53.01 0.242 1 Bolt Tension Diagonal A325N 0.625 1 5.64 10.93 0.515 1 Member Block Shear T8 160 Leg A325N 1.000 14 14.56 53.01 0.275 1 Bolt Tension Diagonal A325N 0.750 1 6.36 13.22 0.481 1 Member Block Shear T9 140 Leg A325N 1.000 14 16.37 53.01 0.309 1 Bolt Tension Diagonal A325N 0.750 1 6.92 13.22 0.523 1 Member Block Shear T10 120 Leg A325N 1.000 14 18.21 53.01 0.343 1 Bolt Tension Diagonal A325N 0.750 1 7.94 17.89 0.444 1 Bolt Shear T11 100 Leg A325N 1.000 14 20.06 53.01 0.378 1 Bolt Tension Diagonal A325N 0.750 1 8.68 17.89 0.485 1 Bolt Shear T12 80 Leg A325N 1.000 14 21.95 53.01 0.414 1 Bolt Tension Diagonal A325N 0.750 1 9.41 17.89 0.526 1 Bolt Shear T13 60 Leg A325N 1.000 14 23.75 53.01 0.448 1 Bolt Tension Diagonal A325N 0.750 1 11.44 17.89 0.639 1 Bolt Shear Secondary Horizontal A325N 0.750 1 6.53 17.89 0.365 1 Bolt Shear T14 40 Leg A325N 1.000 14 25.75 53.01 0.486 1 Bolt Tension Diagonal A325N 0.750 1 10.99 17.89 0.614 1 Bolt Shear T15 20 Diagonal A325N 0.750 1 12.38 17.89 0.692 1 Bolt Shear Compression Checks Leg Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 300 - 280 Pipe 2.375'' x 0.154'' (2 STD) 20.00 5.00 76.2 K=1.00 1.075 -31.95 31.62 1.011 1 4.8.1 (1.01 CR) - 1 T2 280 - 260 Pipe 3.5'' x 0.216'' (3 STD) 20.02 5.00 51.6 K=1.00 2.228 -64.72 82.53 0.784 1 T3 260 - 240 Pipe 4'' x 0.226'' (3.5 STD) 20.02 5.00 44.9 K=1.00 2.680 -91.87 104.03 0.883 1 T4 240 - 220 Pipe 5.563'' x 0.258'' (5 STD) 20.02 6.67 42.6 K=1.00 4.300 -117.12 169.41 0.691 1 T5 220 - 200 Pipe 5.563'' x 0.258'' (5 STD) 20.02 6.67 42.6 K=1.00 4.300 -143.85 169.41 0.849 1 T6 200 - 180 Pipe 6.625'' x 0.280'' (6 20.02 10.01 53.5 5.581 -168.38 203.75 0.826 1 September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 20 tnxTower Report - version 7.0.5.1 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn STD) K=1.00 T7 180 - 160 Pipe 6.625'' x 0.280'' (6 STD) 20.02 10.01 53.5 K=1.00 5.581 -195.57 203.75 0.960 1 T8 160 - 140 Pipe 8.625'' x 0.322'' (8 STD) 20.02 10.01 40.9 K=1.00 8.399 -223.76 334.48 0.669 1 T9 140 - 120 Pipe 8.625'' x 0.322'' (8 STD) 20.02 10.01 40.9 K=1.00 8.399 -253.05 334.48 0.757 1 T10 120 - 100 Pipe 8.625'' x 0.322'' (8 STD) 20.02 10.01 40.9 K=1.00 8.399 -283.24 334.48 0.847 1 T11 100 - 80 Pipe 8.625'' x 0.322'' (8 STD) 20.02 10.01 40.9 K=1.00 8.399 -313.89 334.48 0.938 1 T12 80 - 60 Pipe 8.625'' x 0.322'' (8 STD) 20.02 10.01 40.9 K=1.00 8.399 -345.34 334.48 1.032 1 4.8.1 (1.03 CR) - 217 T13 60 - 40 Pipe 8.625'' x 0.322'' (8 STD) 20.02 5.09 20.8 K=1.00 8.399 -376.92 366.19 1.029 1 4.8.1 (1.03 CR) - 232 T14 40 - 20 Pipe 10.75'' x 0.365'' (10 STD) 20.02 10.01 32.7 K=1.00 11.908 -410.98 495.59 0.829 1 T15 20 - 0 Pipe 10.75'' x 0.365'' (10 STD) 20.02 10.01 32.7 K=1.00 11.908 -443.90 495.59 0.896 1 1 P u / fPn controls Diagonal Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 300 - 280 L 1.5 x 1.5 x 1/8 6.10 2.75 113.7 K=1.02 0.359 -4.20 5.90 0.713 1 T2 280 - 260 L 1.5 x 1.5 x 1/8 6.94 3.27 132.5 K=1.00 0.359 -2.80 4.62 0.605 1 T3 260 - 240 L 1.75 x 1.75 x 1/8 8.05 3.79 131.1 K=1.00 0.422 -3.00 5.53 0.542 1 T4 240 - 220 L 2 x 2 x 1/8 10.22 4.83 145.7 K=1.00 0.484 -3.80 5.16 0.737 1 T5 220 - 200 L 2 x 2 x 1/8 11.40 5.42 163.7 K=1.00 0.484 -4.15 4.08 1.017 1 4.8.1 (1.02 CR) - 109 T6 200 - 180 L 2.5 x 2.5 x 3/16 14.59 7.03 170.4 K=1.00 0.902 -5.53 7.02 0.788 1 T7 180 - 160 L 2.5 x 2.5 x 3/16 15.72 7.60 184.2 K=1.00 0.902 -5.99 6.01 0.997 1 T8 160 - 140 L 3 x 3 x 3/16 16.90 8.07 162.5 K=1.00 1.090 -6.60 9.32 0.708 1 T9 140 - 120 L 3 x 3 x 3/16 18.13 8.69 175.0 K=1.00 1.090 -7.21 8.04 0.898 1 T10 120 - 100 L 3 x 3 x 5/16 19.40 9.33 190.2 K=1.00 1.780 -7.94 11.12 0.714 1 T11 100 - 80 L 3.5 x 3.5 x 1/4 20.70 9.99 172.7 K=1.00 1.690 -8.68 12.80 0.678 1 T12 80 - 60 L 3.5 x 3.5 x 1/4 22.03 10.65 184.2 K=1.00 1.690 -9.41 11.25 0.837 1 T13 60 - 40 L 3.5 x 3.5 x 3/8 23.37 11.50 200.8 K=1.00 2.480 -11.44 13.89 0.824 1 KL/R > 200 (C) - 235 T14 40 - 20 L 4 x 4 x 1/4 24.74 11.92 179.9 1.940 -10.99 13.54 0.812 1 September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 21 tnxTower Report - version 7.0.5.1 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn K=1.00 T15 20 - 0 L 4 x 4 x 1/4 26.12 12.61 190.3 K=1.00 1.940 -12.38 12.10 1.024 1 4.8.1 (1.02 CR) - 271 1 P u / fPn controls Secondary Horizontal Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T13 60 - 40 L 3 x 3 x 5/16 21.12 10.20 207.8 K=1.00 1.780 -6.53 9.31 0.702 1 1 P u / fPn controls Top Girt Design Data (Compression) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 300 - 280 L 1.5 x 1.5 x 1/8 3.50 3.09 125.3 K=1.00 0.359 -0.19 5.09 0.037 1 1 P u / fPn controls Tension Checks Leg Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 300 - 280 Pipe 2.375'' x 0.154'' (2 STD) 20.00 5.00 76.2 1.075 29.68 48.35 0.614 1 4.8.1 (1.00 CR) - 3 T2 280 - 260 Pipe 3.5'' x 0.216'' (3 STD) 20.02 5.00 51.6 2.228 60.77 100.28 0.606 1 T3 260 - 240 Pipe 4'' x 0.226'' (3.5 STD) 20.02 5.00 44.9 2.680 86.04 120.58 0.714 1 T4 240 - 220 Pipe 5.563'' x 0.258'' (5 STD) 20.02 6.67 42.6 4.300 109.12 193.49 0.564 1 T5 220 - 200 Pipe 5.563'' x 0.258'' (5 STD) 20.02 6.67 42.6 4.300 133.38 193.49 0.689 1 T6 200 - 180 Pipe 6.625'' x 0.280'' (6 STD) 20.02 10.01 53.5 5.581 155.39 251.16 0.619 1 T7 180 - 160 Pipe 6.625'' x 0.280'' (6 STD) 20.02 10.01 53.5 5.581 179.51 251.16 0.715 1 T8 160 - 140 Pipe 8.625'' x 0.322'' (8 20.02 10.01 40.9 8.399 203.88 377.97 0.539 1 September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 22 tnxTower Report - version 7.0.5.1 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn STD) T9 140 - 120 Pipe 8.625'' x 0.322'' (8 STD) 20.02 10.01 40.9 8.399 229.23 377.97 0.606 1 T10 120 - 100 Pipe 8.625'' x 0.322'' (8 STD) 20.02 10.01 40.9 8.399 254.89 377.97 0.674 1 T11 100 - 80 Pipe 8.625'' x 0.322'' (8 STD) 20.02 10.01 40.9 8.399 280.85 377.97 0.743 1 T12 80 - 60 Pipe 8.625'' x 0.322'' (8 STD) 20.02 10.01 40.9 8.399 307.33 377.97 0.813 1 4.8.1 (1.03 CR) - 219 T13 60 - 40 Pipe 8.625'' x 0.322'' (8 STD) 20.02 4.92 20.1 8.399 332.87 377.97 0.881 1 4.8.1 (1.02 CR) - 234 T14 40 - 20 Pipe 10.75'' x 0.365'' (10 STD) 20.02 10.01 32.7 11.908 360.52 535.87 0.673 1 T15 20 - 0 Pipe 10.75'' x 0.365'' (10 STD) 20.02 10.01 32.7 11.908 387.11 535.87 0.722 1 1 P u / fPn controls Diagonal Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 300 - 280 L 1.5 x 1.5 x 1/8 6.10 2.75 74.3 0.211 4.04 9.18 0.440 1 T2 280 - 260 L 1.5 x 1.5 x 1/8 6.44 3.04 81.5 0.211 2.76 9.18 0.301 1 T3 260 - 240 L 1.75 x 1.75 x 1/8 8.05 3.79 86.5 0.246 2.86 10.71 0.267 1 T4 240 - 220 L 2 x 2 x 1/8 10.22 4.83 95.3 0.293 3.64 12.74 0.285 1 T5 220 - 200 L 2 x 2 x 1/8 11.40 5.42 106.7 0.293 3.96 12.74 0.311 1 4.8.1 (1.02 CR) - 110 T6 200 - 180 L 2.5 x 2.5 x 3/16 14.59 7.03 110.7 0.571 5.26 24.84 0.212 1 T7 180 - 160 L 2.5 x 2.5 x 3/16 15.72 7.60 119.5 0.571 5.64 24.84 0.227 1 T8 160 - 140 L 3 x 3 x 3/16 16.90 8.07 105.3 0.694 6.36 30.21 0.211 1 T9 140 - 120 L 3 x 3 x 3/16 18.13 8.69 113.2 0.694 6.92 30.21 0.229 1 T10 120 - 100 L 3 x 3 x 5/16 19.40 9.33 123.7 1.130 7.68 49.15 0.156 1 T11 100 - 80 L 3.5 x 3.5 x 1/4 20.70 9.99 111.8 1.103 8.34 48.00 0.174 1 T12 80 - 60 L 3.5 x 3.5 x 1/4 22.03 10.65 119.1 1.103 9.02 48.00 0.188 1 T13 60 - 40 L 3.5 x 3.5 x 3/8 23.37 11.50 128.9 1.614 10.18 70.20 0.145 1 T14 40 - 20 L 4 x 4 x 1/4 24.74 11.92 116.0 1.291 10.63 56.16 0.189 1 T15 20 - 0 L 4 x 4 x 1/4 26.12 12.61 122.7 1.291 11.38 56.16 0.203 1 4.8.1 (1.02 CR) - 272 September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 23 tnxTower Report - version 7.0.5.1 Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn 1 P u / fPn controls Secondary Horizontal Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T13 60 - 40 L 3 x 3 x 5/16 21.12 10.20 265.5 1.130 6.53 49.15 0.133 1 1 P u / fPn controls Top Girt Design Data (Tension) Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K fPn K Ratio Pu fPn T1 300 - 280 L 1.5 x 1.5 x 1/8 3.50 3.09 85.2 0.211 0.17 9.18 0.019 1 1 P u / fPn controls Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail T1 300 - 280 Leg Pipe 2.375'' x 0.154'' (2 STD) 1 -31.95 31.62 101.1 Pass T2 280 - 260 Leg Pipe 3.5'' x 0.216'' (3 STD) 31 -64.72 82.53 78.4 Pass T3 260 - 240 Leg Pipe 4'' x 0.226'' (3.5 STD) 58 -91.87 104.03 88.3 Pass T4 240 - 220 Leg Pipe 5.563'' x 0.258'' (5 STD) 85 -117.12 169.41 69.1 Pass T5 220 - 200 Leg Pipe 5.563'' x 0.258'' (5 STD) 106 -143.85 169.41 84.9 Pass T6 200 - 180 Leg Pipe 6.625'' x 0.280'' (6 STD) 127 -168.38 203.75 82.6 Pass T7 180 - 160 Leg Pipe 6.625'' x 0.280'' (6 STD) 142 -195.57 203.75 96.0 Pass T8 160 - 140 Leg Pipe 8.625'' x 0.322'' (8 STD) 157 -223.76 334.48 66.9 Pass T9 140 - 120 Leg Pipe 8.625'' x 0.322'' (8 STD) 172 -253.05 334.48 75.7 Pass T10 120 - 100 Leg Pipe 8.625'' x 0.322'' (8 STD) 187 -283.24 334.48 84.7 Pass T11 100 - 80 Leg Pipe 8.625'' x 0.322'' (8 STD) 202 -313.89 334.48 93.8 Pass T12 80 - 60 Leg Pipe 8.625'' x 0.322'' (8 STD) 217 -345.34 334.48 103.2 Pass T13 60 - 40 Leg Pipe 8.625'' x 0.322'' (8 STD) 232 -376.92 366.19 102.9 Pass T14 40 - 20 Leg Pipe 10.75'' x 0.365'' (10 STD) 253 -410.98 495.59 82.9 Pass T15 20 - 0 Leg Pipe 10.75'' x 0.365'' (10 STD) 268 -443.90 495.59 89.6 Pass T1 300 - 280 Diagonal L 1.5 x 1.5 x 1/8 7 -4.20 5.90 71.3 91.6 (b) Pass T2 280 - 260 Diagonal L 1.5 x 1.5 x 1/8 35 -2.80 4.62 60.5 62.6 (b) Pass T3 260 - 240 Diagonal L 1.75 x 1.75 x 1/8 61 -3.00 5.53 54.2 54.4 (b) Pass T4 240 - 220 Diagonal L 2 x 2 x 1/8 88 -3.80 5.16 73.7 Pass T5 220 - 200 Diagonal L 2 x 2 x 1/8 109 -4.15 4.08 101.7 Pass T6 200 - 180 Diagonal L 2.5 x 2.5 x 3/16 130 -5.53 7.02 78.8 Pass T7 180 - 160 Diagonal L 2.5 x 2.5 x 3/16 145 -5.99 6.01 99.7 Pass September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 24 tnxTower Report - version 7.0.5.1 Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail T8 160 - 140 Diagonal L 3 x 3 x 3/16 160 -6.60 9.32 70.8 Pass T9 140 - 120 Diagonal L 3 x 3 x 3/16 175 -7.21 8.04 89.8 Pass T10 120 - 100 Diagonal L 3 x 3 x 5/16 190 -7.94 11.12 71.4 Pass T11 100 - 80 Diagonal L 3.5 x 3.5 x 1/4 205 -8.68 12.80 67.8 Pass T12 80 - 60 Diagonal L 3.5 x 3.5 x 1/4 220 -9.41 11.25 83.7 Pass T13 60 - 40 Diagonal L 3.5 x 3.5 x 3/8 235 -11.44 13.89 82.4 Pass T14 40 - 20 Diagonal L 4 x 4 x 1/4 256 -10.99 13.54 81.2 Pass T15 20 - 0 Diagonal L 4 x 4 x 1/4 271 -12.38 12.10 102.4 Pass T13 60 - 40 Secondary Horizontal L 3 x 3 x 5/16 241 -6.53 9.31 70.2 Pass T1 300 - 280 Top Girt L 1.5 x 1.5 x 1/8 4 -0.19 5.09 3.7 5.5 (b) Pass Summary Leg (T12) 103.2 Pass Diagonal (T15) 102.4 Pass Secondary Horizontal (T13) 70.2 Pass Top Girt (T1) 5.5 Pass Bolt Checks 91.6 Pass RATING = 103.2 Pass September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 25 tnxTower Report - version 7.0.5.1 APPENDIX B BASE LEVEL DRAWING September 5, 2017 300 Ft Self Support Tower Structural Analysis CCI BU No 842417 Project Number 37517-3004.001.8700, Application 399734, Revision 0 Page 26 tnxTower Report - version 7.0.5.1 APPENDIX C ADDITIONAL CALCULATIONS Paul J. Ford and Company 250 East Broad Street, Suite 600 Columbus, Ohio 43215 Phone: 614.221.6679 FAX: 614.448.4118 Job: 300-ft S/S Tower - Lillington, NC Project: PJF# 37517-3004 (BU# 842417) Client: Crown Castle Drawn by: Kevin Mahlum App'd: Code: TIA-222-G Date: 09/05/17 Scale: NTS Path: G:\TOWER\375_Crown_Castle\2017\37517-3004_842417_C - Springhill\37517-3004.001.8700_SA_1448638\37517-3004.001.8700.eri Dwg No. E-1 300.0 ft 280.0 ft 260.0 ft 240.0 ft 220.0 ft 200.0 ft 180.0 ft 160.0 ft 140.0 ft 120.0 ft 100.0 ft 80.0 ft 60.0 ft 40.0 ft 20.0 ft 0.0 ft REACTIONS - 95 mph WIND TORQUE 23 kip-ft 61 K SHEAR 9225 kip-ft MOMENT 54 K AXIAL 30 mph WIND - 0.750 in ICE TORQUE 3 kip-ft 7 K SHEAR 1196 kip-ft MOMENT 142 K AXIAL SHEAR: 33 K UPLIFT: -394 K SHEAR: 38 K DOWN: 453 K MAX. CORNER REACTIONS AT BASE: ARE FACTORED ALL REACTIONS SectionT1T2T3T4T5T6T7T8T9T10T11T12T13T14T15 LegsABCPipe 5.563" x 0.258" (5 STD)Pipe 6.625" x 0.280" (6 STD)Pipe 8.625" x 0.322" (8 STD)Pipe 10.75" x 0.365" (10 STD) Leg GradeA500-50 DiagonalsL 1.5 x 1.5 x 1/8DL 2 x 2 x 1/8L 2.5 x 2.5 x 3/16L 3 x 3 x 3/16L 3 x 3 x 5/16L 3.5 x 3.5 x 1/4L 3.5 x 3.5 x 3/8L 4 x 4 x 1/4 Diagonal GradeA36 Top GirtsL 1.5 x 1.5 x 1/8N.A. Sec. HorizontalsN.A.L 3 x 3 x 5/16N.A. Face Width (ft)3.556.589.51112.51415.51718.52021.52324.5 # Panels @ (ft)12 @ 56 @ 6.6666720 @ 10 Weight (K)0.40.70.91.21.31.81.82.62.63.33.33.45.04.64.737.5 Flash Beacon Lighting 300 EPBQ-652L8H8 w/ Mount Pipe 298 EPBQ-652L8H8 w/ Mount Pipe 298 EPBQ-652L8H8 w/ Mount Pipe 298 RRUS 32 B2 298 RRUS 32 B2 298 RRUS 32 B2 298 DC6-48-60-18-8F 298 SBNHH-1D65C 298 SBNHH-1D65C 298 SBNHH-1D65C 298 741 989 w/ Mount Pipe 298 741 989 w/ Mount Pipe 298 742 213 w/ Mount Pipe 298 DC6-48-60-18-8F 298 RRUS12/RRUS A2 298 RRUS12/RRUS A2 298 RRUS12/RRUS A2 298 RRUS 11 298 RRUS 11 298 RRUS 11 298 (2) E15S09P80 298 (2) E15S09P80 298 (2) E15S09P80 298 Sector Mount [SM 1303-3] 298 Obstruction light 150 Obstruction light 150 Obstruction light 150DESIGNED APPURTENANCE LOADING TYPE TYPEELEVATION ELEVATION Flash Beacon Lighting 300 EPBQ-652L8H8 w/ Mount Pipe 298 EPBQ-652L8H8 w/ Mount Pipe 298 EPBQ-652L8H8 w/ Mount Pipe 298 RRUS 32 B2 298 RRUS 32 B2 298 RRUS 32 B2 298 DC6-48-60-18-8F 298 SBNHH-1D65C 298 SBNHH-1D65C 298 SBNHH-1D65C 298 741 989 w/ Mount Pipe 298 741 989 w/ Mount Pipe 298 742 213 w/ Mount Pipe 298 DC6-48-60-18-8F 298 RRUS12/RRUS A2 298 RRUS12/RRUS A2 298 RRUS12/RRUS A2 298 RRUS 11 298 RRUS 11 298 RRUS 11 298 (2) E15S09P80 298 (2) E15S09P80 298 (2) E15S09P80 298 Sector Mount [SM 1303-3] 298 Obstruction light 150 Obstruction light 150 Obstruction light 150 SYMBOL LIST MARK MARKSIZE SIZE A Pipe 2.375" x 0.154" (2 STD) B Pipe 3.5" x 0.216" (3 STD) C Pipe 4" x 0.226" (3.5 STD) D L 1.75 x 1.75 x 1/8 MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A500-50 50 ksi 62 ksi A36 36 ksi 58 ksi TOWER DESIGN NOTES 1. Tower is located in Harnett County, North Carolina. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 95 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 30 mph basic wind with 0.75 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING: 103.2% Anchor Rod Check for Self Supporting Towers TIA-222-G, Section 4.9.9 Rev. 6.1 BU#:Eta Factor, η 0.55 Detail Type Site Name:Uplift, Pu:394 kips App #:Shear, Vu:33 kips lar:in Qty:14 Mu = 0.65*lar*Vu ft-kips Diam:1 in Rod Material:Other Strength (Fu): 125 ksi Anchor Rod Results: Yield (Fy): 105 ksi Max Rod (Cu+ Vu/ή): 32.4 Kips Design Axial, Φ*Fu*Anet: 60.6 Kips * Rod Circle: in Anchor Rod Stress Ratio: 53.5% * e: in * # of Rods 1 or 2 If Applicable; Mu= Pu x e: ft-kips Anchor Rod Results with Bending Considered: * Only enter rod circle, offset (e) and number of anchor rods at the extreme fiber to consider if eccentric load due to leg reinforcement exist. (Vu/fRnv)2 + [(Pu/fRnt) + (Mu/fRnm)]2 < = 1 fRnv=f*0.45*Fub*Ab=kips fRnt=f*Fu*Anet =kips fRnm=f*Fy*Z =ft-kips Maximum Acceptable Ratio: 105 % Governing Stress Ratio:53.5%Pass Figure 4-4 of TIA-222-G 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): Anchor Rod Data Site Data 842417 C-Springhill Reactions 37517-3004.001.8800 - SST Anchor Rod Check .xls Job Number:37517-3004.001.8700 Page:1 Site Number:BU 842417 By:KMM Site Name:C - SPRINGHILL Date:9/5/2017 Factored Base Reactions from RISA Safety Factors / Load Factors / Φ Factors Comp. (+) Tension (-)Tower Type = Self-Supported Moment, Mu = k-ft ACI Code = ACI 318-05 Shear, Vu = 38.0 33.0 kips Seismic Design Category = D Axial Load, Pu = 453.0 -394.0 kips Reference Standard =TIA-222-G Axial Load, Pu = 453.0 -394.0 kips Use 1.3 Load Factor? No OTMu = 19.0 16.5 k-ft @ Ground Load Factor = 1.00 *Axial Load, Pu1 will be used for Soil Compression Analysis. **Axial Load, Pu2 will be used for Steel Analysis. Drilled Pier Parameters Safety Factor Φ Factor Diameter = 4.5 ft Soil Lateral Resistance = 2.00 0.75 Height Above Grade = 0.5 ft Skin Friction = 2.00 0.75 Depth Below Grade = 39 ft End Bearing = 2.00 0.75 fc' =4 ksi Concrete Wt. Resist Uplift = 1.25 εc =0.003 in/in L / D Ratio =8.78 > 6 Load Combinations Checked per TIA-222-G 1. (0.75) Ult. Skin Friction + (0.75) Ult. End Bearing Mat Ftdn. Cap Width = ft + (1.2) Effective Soil Wt. - (1.2) Buoyant Conc. Wt. ≥ Comp. Mat Ftdn. Cap Length = ft 2. (0.75) Ult. Skin Friction + (0.9) Buoyant Conc. Wt. ≥ Uplift Depth Below Grade = ft Steel Parameters Soil Parameters Number of Bars = 18 Water Table Depth = 6.00 ft Rebar Size = #8 Depth to Ignore Soil = 2.25 ft Rebar Fy = 60 ksi Depth to Full Cohesion = 0 ft Rebar MOE = 29000 ksi Full Cohesion Starts at?* Ground Tie Size = #4 Above Full Cohesion Lateral Resistance = 4(Cohesion)(Dia)(H) Side Clear Cover to Ties = 3 in Below Full Cohesion Lateral Resistance = 8(Cohesion)(Dia)(H) Direct Embed Pole Shaft Parameters Maximum Capacity Ratios Dia @ Grade = in Maximum Soil Ratio = 110.0% Dia @ Depth Below Grade = in Maximum Steel Ratio = 105.0% Number of Sides = Thickness =in Fy =ksi Backfill Condition = Define Soil Layers Note: Cohesion = Undrained Shear Strengh = Unconfined Compressive Strength / 2 Friction Ultimate Comp. Ult.Tension Ult. Thickness Unit Weight Cohesion Angle End Bearing Skin Friction Skin Friction Depth Layer ft pcf psf degrees Soil Type psf psf psf ft 1 6 120 0 26 Sand 0 430 430 6 2 17.5 127.4 0 30 Sand 0 1260 1260 23.5 3 5 122.4 1800 0 Clay 0 990 990 28.5 4 21.5 122.4 0 26 Sand 7407 1700 1700 50 5 6 7 8 9 10 11 12 Soil Results: Overturning Depth to COR = 30.03 ft, from Grade Shear, Vu = 38.00 kips Bending Moment, Mu = 1160.11 k-ft, from COR Resisting Shear, ΦVn = 477.74 kips Resisting Moment, ΦMn = 14585.20 k-ft, from COR Soil Results: Uplift Soil Results: Compression Uplift, Tu = 394.00 kips Compression, Cu = 453.00 kips Uplift Capacity, ΦTn = 547.97 kips Comp. Capacity, ΦCn = 560.41 kips Steel Results (ACI 318-05): Minimum Steel Area = 7.63 sq in Axial Load, Pu = -263.91 kips @ 16.00 ft Below Grade Actual Steel Area = 14.22 sq in Moment, Mu = 407.70 k-ft @ 16.00 ft Below Grade Moment, ΦMn = 974.22 k-ft Axial, ΦPn (min) = -767.88 kips, Where ΦMn = 0 k-ft Axial, ΦPn (max) = 4467.63 kips, Where ΦMn = 0 k-ft MOMENT RATIO = 41.8% OK OKCOMPRESSION RATIO = 80.8% DRILLED PIER SOIL AND STEEL ANALYSIS - TIA-222-G SHEAR RATIO = 8.0% OKMOMENT RATIO = 8.0% OK *Note: The drilled pier foundation was analyzed using the methodology in the software ‘PLS- Caisson’ (Version 8.10, or newer, by Power Line Systems, Inc.). Per the methods in PLS- Caisson, the soil reactions of cohesive soils are calculated using 8CD independent of the depth of the soil layer. The depth of soil to be ignored at the top of the drilled pier is based the recommendations of the site specific geotechnical report. In the absence of any recommendations, the frost depth at the site or one half of the drilled pier diameter (whichever is greater) shall be ignored. UPLIFT RATIO = 71.9% OK v4.3 - Effective: 03-14-16 (c) Copyright 2016 by Paul J. Ford and Company, all rights reserved.