Loading...
HomeMy WebLinkAboutBLD2015-00234 - ANALYSIS r r Al SACOUM ORII( D 4LYDCD IPt00 A A C Date: February 02, 2016 V :uildin.a world&difference' Cathy Garziano Black&Veatch orp. Crown Castle 6800 W. 115th St., Suite 2292 7 2055 S. Stearman Drive Overland Park, KS 66211 Chandler, AZ 85286 (913)458-7245 Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number: SE06102B (iiiii Carrier Site Name: PT Highway 19 (Beaver Vly) Crown Castle Designation: Crown Castle BU Number: 826842 Crown Castle Site Name: PT Hwy 19 (Beaver Vly) Crown Castle JDE Job Number: 332403 31 Crown Castle Work Order Number: 1187525 Crown Castle Application Number: 292767 Rev. 18 Engineering Firm Designation: Black&Veatch Corp. Project Number: 182896 Site Data: 2805 Larson lake rd., Port Ludlow,Jefferson County,WA Latitude 47°55'49.13", Longitude-122°44'58.25" 195 Foot-Self Support Tower Dear Cathy Garziano, Black & Veatch Corp. 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 868767, in accordance with application 292767, revision 18. 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. This analysis has been performed in accordance with the 2012 International Building Code based upon an .� ultimate 3-second gust wind speed of 110 mph converted to a nominal 3-second gust wind speed of 85 mph per SCI 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 maximum topographic factor, Kzt, of 1 and Risk Category II were used in this analysis. Seismic forces have been evaluated based on Site Class D with spectral response factors Ss of 1.274g and S1 0 of 0.517g. 114-1c We at Black& Veatch Corp. appreciate the opportunity of providing our continuing professional services to you w and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. off, Z.HERIr�+P Structural analysis prepared by: Sumit Bhujbal/Aniruddha Kulkarni ��oF wnsgl4o >"Respectfully submitted by: x Qs 0 Noel Z. Herrera, P.E. ' Digitally signs, t, ` asao� qt" w� 9 'd by Herrera,No O,� 're, eNo4' Structural Engineer ) Date: �sSIONALE�� 1 2016.02.02 Lif tnxTower Report-version 6.1.4.1 09:43:48-06'00' U w * y A February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information 3)ANALYSIS PROCEDURE Table 3- Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS 4.1)Wind Results Table 4-Section Capacity (Summary) Table 5—Tower Components vs. Capacity 4.2) Seismic Results 4.3) Recommendations 5)APPENDIX A-1 WIND tnxTower Output Additional Calculations 6)APPENDIX A-2 SEISMIC 7)APPENDIX B Base Level Drawing tnxTower Report-version 6.1.4.1 February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 3 1) INTRODUCTION This tower is a 195 ft Self Support tower mapped by Tower Engineering Professionals in April of 2012. The original design wind speed and code specifications are unknown. 2)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 85 mph with no ice, 0 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. Seismic forces have been evaluated based on Site Class D with spectral response factors Ss of 1.274g and Si of 0.517g. Table 1 - Proposed Antenna and Cable Information Center Number Number Feed Mounting Lineof Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 3 commscope LNX-6515DS-A1M w/ 200.0 Mount Pipe 198.0 I RR65-19-00DP w/ Mount - 3 ems wireless Pipe 198.0 1 cci tower mounts Sector Mount[SM 602-3] I 1 cci tower mounts Pipe Mount [PM 601-1] 190.0 190.0 1 5/8 1 1 commscope VHLP1-23 1 cci tower mounts Pipe Mount [PM 601-1] 150.0 150.0 1 5/8 1 1 commscope VHLP2-18/B Notes: 1) Refer appendix B for detailed coax layout. Table 2 - Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 6 nokia FXFB r3 raycap RNSDC-7771-PF-48 9 1 5/8 3 200.0 r 9 rfs celwave APXV18-206517S-ACU w/Mount Pipe 198.0 3 rfs celwave ATMAP1412D-1A20 12 1 5/8 1 6 rfs celwave ATMAP1412D-1A20 198.0 ; 1 cci tower mounts Platform Mount[LP 713-1] 3 195.5 r 1 cci tower mounts Miscellaneous [NA 509-3] 1 gabriel electronics RSS2-57BSE 170.0 170.01 5/8 2 1 tower mounts Pipe Mount [PM 601-1] Notes: 1) Existing Equipment 2) Existing Equipment to be relocated at proposed ACL 190' 3) Equipment To Be Removed; Not considered in this analysis tnxTower Report-version 6.1.4.1 x , February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 4 3)ANALYSIS PROCEDURE Table 3-Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS Tower Engineering Professionals, 3564589 CCISITES Inc. 4-TOWER FOUNDATION Tower Engineering Professionals, 3564588 CCISITES DRAWINGS/DESIGN/SPECS Inc. (Mapped) 4-TOWER MANUFACTURER Tower Engineering Professionals, 3564590 CCISITES DRAWINGS Inc. (Mapped) 4-TOWER STRUCTURAL Black&Veatch Corp. 5880609 CCISITES ANALYSIS REPORTS 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-1 Wind. 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) This analysis was performed under the assumption that all information provided to Black& Veatch is current and correct. This is to include site data, existing/proposed appurtenance loading, tower/foundation details, and geotechnical data. The existing/proposed loading on the structure is based on CAD level drawings and carrier applications provided by the owner. If any of this information is not current and correct, this report should be considered obsolete and further analysis will be required. This analysis may be affected if any assumptions are not valid or have been made in error. Black& Veatch Corp. should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS 4.1)Wind Results Table 4-Section Capacity (Summary) Section Elevation(ft) Component Type Size Critical P(K) SF*P allow % pass/Fail No. Element (K) Capacity T1 195-180 Leg 1 3/4"solid 1 -16.91 49.94 33.9 Pass Diagonal L2x2x1/4 12 -2.09 19.44 10.7 Pass 20.9(b) 3.5 Top Girt L2x2x1/4 4 -0.47 13.29 4.6(b) Pass T2 180-160 Leg 2 1/4"solid 31 -47.29 105.06 45.0 Pass Diagonal L2x2x1/4 39 -3.27 19.22 17.0 Pass 31.6(b) T3 160-140 Leg 2 3/4"solid 64 -68.41 186.97 36.6 Pass Diagonal L2x2x1/4 75 -1.97 16.00 12.3 Pass 19.2(b) tnxTower Report-version 6.1.4.1 4 4 t y February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 5 Section Elevation(ft) Component Type Size Critical P(K) SF"P allow % Pass/Fail No. Element (K) Capacity Top Girt L2x2x1/4 68 -0.10 13.52 0 8 fib) Pass T4 140-120 Leg 3 1/4"solid 100 -86.93 250.28 34.7 Pass Diagonal I L2 1/2x2 1/2x1/4 108 -2.48 19.91 12.5 Pass 18.9(b) T5 --T. 120-100 Leg ( 3 1/2"solid 127 I -106.38 306.71 34.7 Pass Diagonal 1111 L2 1/2x2 1/2x1/4 135 -2.93 16.22 18.1 Pass III 22.4(b) T6 ! 100-80 TT-Leg -r 3 1/2"solid 154 -126.63 306.71 ; 41.3 Pass Diagonal I L2 1/2x2 1/2x1/4 162 -3.47 12.25 28.3 Pass T7 - 80-60 1 Leg - 3 3/4"solid 181 ( -147.37 368.08 40.0 f Pass -I Diagonal -T L2 1/2x2 1/2x1/4 7 189 -3.93 9.48 I 41.5 r Pass T8 60-40 Leg j 4 1/4"solid 208 -167.77 421.28 39.8 Pass Ts Diagonal I L3x3x1/4 i 216 -4.63 12.30 37.7 Pass T9 40-20 Leg --T--T 4 1/2"solid 229 -189.57 493.99 38.4 Pass Diagonal L3 1/2x3 1/2x1/4 237 -5.13 16.32 I 31.4 Pass T10 20-0 I Leg 4 3/4"solid 250 -211.76 571.73 37.0 I Pass ; Diagonal 7- L31/2x31/2x1/4 258 -5.71 13.87 41.2 Pass Summary l � Leg(T2) 45.0 Pass ----t j Diagonal 41.5 Pass (T7) -- 7- Top Girt (T1) 4.6 Pass Bolt Checks 31.9 Pass I Rating= 45.0 Pass Table 5-Tower Component Stresses vs.Capacity- LC5 Notes Component Elevation (ft) % Capacity Pass/Fail 1 Anchor Rods 0 51.7 Pass 1 Base Foundation 0 6.24 Pass 1 Base Foundation 0 69.56 Pass Soil Interaction Structure Rating (max from all components)= 69.56% Notes: 1) See additional documentation in"Appendix A-1 Wind-Additional Calculations"for calculations supporting the% capacity consumed. 4.2)Seismic Results Tower and foundation have been analyzed based on the seismic criteria outlined in section 2 of this report. Based on the analysis, seismic loading is not governing the tower and foundation stress. Wind loading governing the tower and foundation stress. 4.3) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. tnxTower Report-version 6.1.4.1 d t February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 6 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 190.00 VHLP1-23 34 — 3.68 0.22 0.02 124810 150.00 VHLP2-18/B 34 2.07 0.15 0.01 28700 tnxTower Report-version 6.1.4.1 R 1 February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 7 APPENDIX A-1 WIND TNXTOWER OUTPUT &ADDITIONAL CALCULATIONS tnxTower Report-version 6.1.4.1 f i 4 t, 4r 195.08 i I I DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION r � I Ai Sector Mount[SM 602-3] 198 Lightning Rod 518"x 6' 195 M0 LNX-6515DS-A1M w/Mount Pipe 198 Pipe Mount[PM 601-1] 190 e6 RR65-19-00DP w/Mount Pipe 198 Pipe Mount[PM 601-1] 190 re co LNX-6515DS-A1M wl Mount Pipe 198 VHLP1-23 190 180.0 R RR65-19-OODP w/Mount Pipe 198 RSS2-57BSE 190 LNX-6515DS-A1M w/Mount Pipe 198 Pipe Mount[PM 601-1] 150 RR65-19-OODP w/MountPipe 198 VHLP2-18/B 150 q ATMAP1412D-1A20 198 (2)Beacon side markers 100 a v ¢ ATMAP1412D-1A20 198 (2)Beacon side markers 100 ,,, K Z ATMAP1412D-1A20 198 (2)Beacon side markers 100 re n Flash Beacon Lighting 195 0 e C 160.08 MATERIAL STRENGTH F2 GRADE Fy Fu GRADE Fy Fu 72 A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi $ a C ' T' N N TOWER DESIGN NOTES 0 y 1. Tower is located in Jefferson County,Washington. 2. Tower designed for Exposure C to the TIA-222-G Standard. 140.0 ft 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. N 4. Deflections are based upon a 60 mph wind. R 5. Tower Structure Class II. o m 6. Topographic Category 1 with Crest Height of 0.00 ft 7. TOWER RATING:45% c 120.09 _. -os- fg o �� ro r a 0 "' - N _�_ a 100.0 ft `\� '/' J o) a — a <--\ c. ><--- B --B mss- 80.0 ft <-.. �..,,> ,n r -n Te; -h 60.08 oa K > 0 0 a r e M 0 y J Co 40.011 ALL REACTIONS gl , — ARE FACTORED ,- § -„, __,= MAX.CORNER REACTIONS AT BASE: S 0 DOWN : 215 K SHEAR: 20 K coce a m NUPLIFT: -174 K 20.011 —� 03 SHEAR: 16 K V 3, --- _ AXIAL -___\ 49 K M F n �‹, / ce y SHEA MOMENT 31 K r 3258 kip-ft 0.0 R m TORQUE 9 kip-ft REACTIONS-85 mph WIND 0 o 0 `S' ., g a r d c 0$' o w a m Black& Veatch Corp. oh.PT Hwy 19(Beaver Vly)(BU#826842,1 BLACK&VEATCH 6800 W. 115th St.; Suite 2292�Pro;ect 182896(826842.1187525) Building a world of differences Client: r. ,., r peel Drawn by:c, ..oti ati��App'tl � 1 1 February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 8 Tower Input Data The main tower is a 3x free standing tower with an overall height of 195.00 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 4.50 ft at the top and 18.92 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: 2) Tower is located in Jefferson County, Washington. 3) Basic wind speed of 85 mph. 4) Structure Class II. 5) Exposure Category C. 6) Topographic Category 1. 7) Crest Height 0.00 ft. 8) Deflections calculated using a wind speed of 60 mph. 9) A non-linear(P-delta) analysis was used. 10) Pressures are calculated at each section. 11) Stress ratio used in tower member design is 1. 12) 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 Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals \I Assume Rigid Index Plate 'I Calculate Redundant Bracing Forces Use Moment Magnification \I Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios \I Use Clear Spans For KL/r SR Leg Bolts Resist Compression Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice I/ Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz ' Use Azimuth Dish Coefficients \/ Consider Feedline Torque Use Special Wind Profile \I Project Wind Area of Appurt. \/ Include Angle Block Shear Check \I Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption tnxTower Report-version 6.1.4.1 1 # 1 February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896,Application 292767, Revision 18 Page 9 Wind 180 1 A Leg A Wind 90 Leg C Leg B Face C Wind Normal Triangular To wer Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections ft ft ft T1 195.00-180.00 4.50 1 15.00 T2 180.00-160.00 4.50 1 20.00 T3 160.00-140.00 4.50 1 20.00 T4 140.00-120.00 6.30 1 20.00 T5 120.00-100.00 8.11 1 20.00 T6 100.00-80.00 9.91 1 20.00 T7 80.00-60.00 11.71 1 20.00 T8 60.00-40.00 13.52 1 20.00 T9 40.00-20.00 15.32 1 20.00 T10 20.00-0.00 17.13 1 20.00 Tower Section Geometry (cont'd) Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in T1 195.00-180.00 3.75 X Brace No No 0.00 0.00 T2 180.00-160.00 4.00 X Brace No No 0.00 0.00 T3 160.00-140.00 4.00 X Brace No No 0.00 0.00 T4 140.00-120.00 5.00 X Brace No No 0.00 0.00 T5 120.00-100.00 5.00 X Brace No No 0.00 0.00 T6 100.00-80.00 5.00 X Brace No No 0.00 0.00 T7 80.00-60.00 5.00 X Brace No No 0.00 0.00 T8 60.00-40.00 6.67 X Brace No No 0.00 0.00 T9 40.00-20.00 6.67 X Brace No No 0.00 0.00 T10 20.00-0.00 6.67 X Brace No No 0.00 0.00 tnxTower Report-version 6.1.4.1 f , • February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 10 Tower Section Geometry (cont'd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft T1 195.00- Solid Round 1 3/4"solid A572-50 Equal Angle L2x2x1/4 A36 180.00 (50 ksi) (36 ksi) T2 180.00- Solid Round 2 1/4"solid A572-50 Equal Angle L2x2x1/4 A36 160.00 (50 ksi) (36 ksi) T3 160.00- Solid Round 2 3/4"solid A572-50 Equal Angle L2x2x1/4 A36 140.00 (50 ksi) (36 ksi) T4 140.00- Solid Round 3 1/4"solid A572-50 Equal Angle L2 1/2x2 1/2x1/4 A36 120.00 (50 ksi) (36 ksi) T5 120.00- Solid Round 3 1/2"solid A572-50 Equal Angle L2 1/2x2 1/2x1/4 A36 100.00 (50 ksi) (36 ksi) T6 100.00- Solid Round 3 1/2"solid A572-50 Equal Angle L2 1/2x2 1/2x1/4 A36 80.00 (50 ksi) (36 ksi) T7 80.00-60.00 Solid Round 3 3/4"solid A572-50 Equal Angle L2 1/2x2 1/2x1/4 A36 (50 ksi) (36 ksi) T8 60.00-40.00 Solid Round 4 1/4"solid A572-50 Equal Angle L3x3x1/4 A36 (50 ksi) (36 ksi) T9 40.00-20.00 Solid Round 4 1/2"solid A572-50 Equal Angle L3 1/2x3 1/2x1/4 A36 (50 ksi) (36 ksi) T10 20.00-0.00 Solid Round 4 3/4"solid A572-50 Equal Angle L3 1/2x3 1/2x1/4 A36 50 ksi (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 195.00- Equal Angle L2x2x1/4 A36 Single Angle A36 180.00 (36 ksi) (36 ksi) T3 160.00- Equal Angle L2x2x1/4 A36 Single Angle A36 140.00 (36 ksi) (36 ksi) Tower Section Geometry (cont'd) Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft ft2 in in in T1195.00- 0.00 0.00 A36 1.05 1 1.05 0.00 0.00 180.00 (36 ksi) T2 180.00- 0.00 0.00 A36 1.05 1 1.05 0.00 0.00 160.00 (36 ksi) T3160.00- 0.00 0.00 A36 1.05 1 1.05 0.00 0.00 140.00 (36 ksi) T4 140.00- 0.00 0.00 A36 1.05 1 1.05 0.00 0.00 120.00 (36 ksi) T5 120.00- 0.00 0.00 A36 1.05 1 1.05 0.00 0.00 100.00 (36 ksi) T6100.00- 0.00 0.00 A36 1.05 1 1.05 0.00 0.00 80.00 (36 ksi) T7 80.00- 0.00 0.00 A36 1.05 1 1.05 0.00 0.00 60.00 (36 ksi) T8 60.00- 0.00 0.00 A36 1.05 1 1.05 0.00 0.00 40.00 (36 ksi) T9 40.00- 0.00 0.00 A36 1.05 1 1.05 0.00 0.00 20.00 (36 ksi) T10 20.00- 0.00 0.00 A36 1.05 1 1.05 0.00 0.00 0.00 36 ksi tnxTower Report-version 6.1.4.1 t February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 11 Tower Section Geometry (cont'd) K Factors' Tower Calc Calc Legs X K Single Gilts 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 V Y Y T1 195.00- Yes Yes 1 1 1 1 1 1 1 1 180.00 1 1 1 1 1 1 1 T2 180.00- Yes Yes 1 1 1 1 1 1 1 1 160.00 1 1 1 1 1 1 1 T3 160.00- Yes Yes 1 1 1 1 1 1 1 1 140.00 1 1 1 1 1 1 1 T4 140.00- Yes Yes 1 1 1 1 1 1 1 1 120.00 1 1 1 1 1 1 1 T5 120.00- Yes Yes 1 1 1 1 1 1 1 1 100.00 1 1 1 1 1 1 1 T6 100.00- Yes Yes 1 1 1 1 1 1 1 1 80.00 1 1 1 1 1 1 1 T7 80.00- Yes Yes 1 1 1 1 1 1 1 1 60.00 1 1 1 1 1 1 1 T8 60.00- Yes Yes 1 1 1 1 1 1 1 1 40.00 1 1 1 1 1 1 1 T9 40.00- Yes Yes 1 1 1 1 1 1 1 1 20.00 1 1 1 1 1 1 1 T10 20.00- Yes Yes 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 factor in the out-of- plane direction applied to the overall length. Tower Section Geometry (cont'd) Tower Leg Diagonal i Top Girt Bottom Girt I Mid Girt Long Horizontal Short Horizontal Elevation ft Net Width U Net U Net Width U Net U Net U Net U Net U Deduct Width Deduct Width Width ; Width Width in Deduct in Deduct Deduct Deduct Deduct in in in in in T1195.00- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 1 0.00 0.75 0.00 1 180.00 T2 180.00- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 1 0.00 0.75 0.00 1 160.00 T3 160.00- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 1 0.00 0.75 0.00 1 140.00 T4 140.00- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 1 0.00 0.75 0.00 1 120.00 T5 120.00- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 1 0.00 0.75 0.00 1 100.00 T6 100.00- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 1 0.00 0.75 0.00 1 80.00 T7 80.00- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 1 0.00 0.75 0.00 1 60.00 I T8 60.00- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 1 0.00 0.75 0.00 1 40.00 T9 40.00- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 1 0.00 0.75 0.00 1 20.00 T10 20.00- 0.00 1 0.00 0.75 0.00 0.75 0.00 0.75 0.00 1 0.00 0.75 0.00 1 0.00 tnxTower Report-version 6.1.4.1 February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 12 Tower Section Geometry (cont'd) Tower Leg Leg Diagonal Top Girt I Bottom Girt I Mid Girt Long Horizonta, Short Elevation Connection I Horizontal ft Type Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. i Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in T1 195.00- Flange 0.88 4 0.63 1 0.63 1 0.63 0 0.63 0 0.63 0 0.63 0 180.00 A325N A325N A325N A325N A325N A325N A325N T2 180.00- Flange 0.88 4 0.63 1 0.00 0 0.63 0 0.63 0 0.63 0 0.63 0 160.00 A325N A325N A325N A325N A325N A325N A325N T3 160.00- Flange 1.38 6 0.63 1 0.63 1 0.63 0 0.63 0 0.63 0 0.63 0 140.00 A325N A325N A325N A325N A325N A325N A325N T4 140.00- Flange 1.38 6 0.88 1 0.00 0 0.63 0 0.63 0 0.63 0 0.63 0 120.00 A325N A325N A325N A325N A325N A325N A325N T5 120.00- Flange 1.38 6 ' 0.88 1 0.00 0 0.63 0 0.63 0 0.63 0 0.63 0 100.00 A325N A325N A325N A325N A325N A325N i A325N T6 100.00- Flange 1.38 6 0.88 1 0.00 0 0.63 0 0.63 0 0.63 0 0.63 0 80.00 A325N A325N A325N A325N A325N A325N A325N T7 80.00- Flange 1.25 6 0.88 1 0.00 0 ! 0.63 0 0.63 0 0.63 0 0.63 0 60.00 A325N A325N A325N A325N A325N A325N A325N T8 60.00- Flange 1.25 6 0.88 1 0.00 0 0.63 0 0.63 0 0.63 0 0.75 0 40.00 A325N A325N A325N A325N A325N A325N A325N T9 40.00- Flange 1.38 6 , 0.88 1 0.00 0 0.63 0 0.63 0 0.63 0 0.75 0 20.00 A325N I A325N A325N A325N A325N A325N A325N T10 20.00- Flange 1.50 0 I 1.38 1 0.00 0 0.63 00.63 0 0.63 0 0.75 0 0.00 A36 i A325N A325N A325N I A325N A325N A325N Feed Line/Linear Appurtenances - Entered As Round 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 klf in Safety Line B No Ar(CaAa) 195.00-0.00 0.00 0 1 1 0.38 0.38 0.00 3/8 Climbing B No Af(CaAa) 195.00-0.00 0.00 0 1 1 3.00 3.00 0.01 Ladder(At) Feedline A No Af(CaAa) 195.00-0.00 0.00 0 1 1 3.00 3.00 0.01 Ladder(AO LDF7-50A(1- A No Ar(CaAa) 195.00-0.00 0.00 0 12 12 0.50 1.98 0.00 5/8") LDF4.5- A No Af(CaAa) 190.00-150.00 0.00 0 2 2 0.50 0.86 0.00 50(5/8") LDF4.5- A No Ar(CaAa) 150.00-0.00 0.00 0.05 3 3 0.50 0.86 0.00 50(5/8") Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AR CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K T1 195.00-180.00 A 0.000 0.000 46.023 0.000 0.28 B 0.000 0.000 8.063 0.000 0.13 C 0.000 0.000 0.000 0.000 0.00 T2 180.00-160.00 A 0.000 0.000 63.287 0.000 0.37 B 0.000 0.000 10.750 0.000 0.17 C 0.000 0.000 0.000 0.000 0.00 T3 160.00-140.00 A 0.000 0.000 62.998 0.000 0.37 B 0.000 0.000 10.750 0.000 0.17 C 0.000 0.000 0.000 0.000 0.00 T4 140.00-120.00 A 0.000 0.000 62.710 0.000 0.37 B 0.000 0.000 10.750 0.000 0.17 tnxTower Report-version 6.1.4.1 1 February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 13 Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K C 0.000 0.000 0.000 0.000 0.00 T5 120.00-100.00 A 0.000 0.000 62.710 0.000 0.37 B 0.000 0.000 10.750 0.000 0.17 C 0.000 0.000 0.000 0.000 0.00 T6 100.00-80.00 A 0.000 0.000 62.710 0.000 0.37 B 0.000 0.000 10.750 0.000 0.17 C 0.000 0.000 0.000 0.000 0.00 T7 80.00-60.00 A 0.000 0.000 62.710 0.000 0.37 B 0.000 0.000 10.750 0.000 0.17 C 0.000 0.000 0.000 0.000 0.00 T8 60.00-40.00 A 0.000 0.000 62.710 0.000 0.37 B 0.000 0.000 10.750 0.000 0.17 C 0.000 0.000 0.000 0.000 0.00 T9 40.00-20.00 A 0.000 0.000 62.710 0.000 0.37 B 0.000 0.000 10.750 0.000 0.17 C 0.000 0.000 0.000 0.000 0.00 T10 20.00-0.00 A 0.000 0.000 62.710 0.000 0.37 B 0.000 0.000 10.750 0.000 0.17 C 0.000 0.000 0.000 0.000 0.00 Feed Line Center of Pressure Section Elevation CPX CPZ CPx CPZ Ice Ice ft in in in in T1 195.00-180.00 -1.93 -1.60 -2.02 -1.96 T2 180.00-160.00 -1.96 -1.60 -2.09 -1.98 T3 160.00-140.00 -2.20 -1.84 -2.28 -2.22 T4 140.00-120.00 -2.74 -2.31 -2.74 -2.73 T5 120.00-100.00 -3.26 -2.75 -3.26 -3.25 T6 100.00-80.00 -3.77 -3.18 -3.77 -3.76 T7 80.00-60.00 -4.21 -3.56 -4.21 -4.19 T8 60.00-40.00 -4.66 -3.93 -4.66 -4.63 T9 40.00-20.00 -4.84 -4.08 -4.84 -4.81 T10 20.00-0.00 -5.17 -4.36 -5.17 -5.14 Shielding Factor Ka Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. T1 1 Safety Line 3/8 180.00- 0.6000 0.6000 195.00 T1 2 Climbing Ladder(At) 180.00- 0.6000 0.6000 195.00 T1 5 Feedline Ladder(Af) 180.00- 0.6000 0.6000 195.00 T1 8 LDF7-50A(1-5/8") 180.00- 0.6000 0.6000 195.00 T1 9 LDF4.5-50(5/8") 180.00- 0.6000 0.6000 190.00 T2 1 Safety Line 3/8 160.00- 0.6000 0.6000 180.00 T2 2 Climbing Ladder(Af) 160.00- 0.6000 0.6000 180.00 T2 5 Feedline Ladder(Af) 160.00- 0.6000 0.6000 180.00 T2 8 LDF7-50A(1-5/8") 160.00- 0.6000 0.6000 180.00 T2 9 LDF4.5-50(5/8") 160.00- 0.6000 0.6000 180.00 T3 1 Safety Line 3/8 140.00- 0.6000 0.6000 tnxTower Report-version 6.1.4.1 � a � s February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 14 Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. 160.00 T3 2 Climbing Ladder(Af) 140.00- 0.6000 0.6000 160.00 T3 5 Feedline Ladder(At) 140.00- 0.6000 0.6000 160.00 T3 8 LDF7-50A(1-5/8") 140.00- 0.6000 0.6000 160.00 T3 9 LDF4.5-50(5/8") 150.00- 0.6000 0.6000 160.00 T3 10 LDF4.5-50(5/8") 140.00- 0.6000 0.6000 150.00 T4 1 Safety Line 3/8 120.00- 0.6000 0.6000 140.00 T4 2 Climbing Ladder(At) 120.00- 0.6000 0.6000 140.00 T4 5 Feedline Ladder(Af) 120.00- 0.6000 0.6000 140.00 T4 8 LDF7-50A(1-5/8") 120.00- 0.6000 0.6000 140.00 T4 10 LDF4.5-50(5/8") 120.00- 0.6000 0.6000 140.00 T5 1 Safety Line 3/8 100.00- 0.6000 0.6000 120.00 T5 2 Climbing Ladder(At) 100.00- 0.6000 0.6000 120.00 T5 5 Feedline Ladder(At) 100.00- 0.6000 0.6000 120.00 T5 8 LDF7-50A(1-5/8") 100.00- 0.6000 0.6000 120.00 T5 10 LDF4.5-50(5/8") 100.00- 0.6000 0.6000 120.00 T6 1 Safety Line 3/8 80.00- 0.6000 0.6000 100.00 T6 2 Climbing Ladder(At) 80.00- 0.6000 0.6000 100.00 T6 5 Feedline Ladder(Af) 80.00- 0.6000 0.6000 100.00 T6 8 LDF7-50A(1-5/8") 80.00- 0.6000 0.6000 100.00 T6 10 LDF4.5-50(5/8") 80.00- 0.6000 0.6000 100.00 T7 1 Safety Line 3/8 60.00- 0.6000 0.6000 80.00 T7 2 Climbing Ladder(At) 60.00- 0.6000 0.6000 80.00 T7 5 Feedline Ladder(At) 60.00- 0.6000 0.6000 80.00 T7 8 LDF7-50A(1-5/8") 60.00- 0.6000 0.6000 80.00 T7 10 LDF4.5-50(5/8") 60.00- 0.6000 0.6000 80.00 T8 1 Safety Line 3/8 40.00- 0.6000 0.6000 60.00 T8 2 Climbing Ladder(At) 40.00- 0.6000 0.6000 60.00 T8 5 Feedline Ladder(Af) 40.00- 0.6000 0.6000 60.00 T8 8 LDF7-50A(1-5/8") 40.00- 0.6000 0.6000 60.00 T8 10 LDF4.5-50(5/8") 40.00- 0.6000 0.6000 60.00 T9 1 Safety Line 3/8 20.00- 0.6000 0.6000 40.00 T9 2 Climbing Ladder(Af) 20.00- 0.6000 0.6000 40.00 T9 5 Feedline Ladder(Af) 20.00- 0.6000 0.6000 40.00 T9 8 LDF7-50A(1-5/8") 20.00- 0.6000 0.6000 40.00 T9 10 LDF4.5-50(5/8") 20.00- 0.6000 0.6000 tnxTower Report-version 6.1.4.1 February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 15 Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. 40.00 T10 1 Safety Line 3/8 0.00-20.00 0.6000 0.6000 T10 2 Climbing Ladder(Af) 0.00-20.00 0.6000 0.6000 T10 5 Feedline Ladder(AO 0.00-20.00 0.6000 0.6000 T10 8 LDF7-50A(1-5/8") 0.00-20.00 0.6000 0.6000 T10 10 LDF4.5-50(5/8") 0.00-20.00 0.6000 0.6000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft Flash Beacon Lighting A From Leg 0.00 0.00 195.00 No Ice 2.70 2.70 0.05 0.00 0.00 Lightning Rod 5/8"x 6' B From Leg 0.00 0.00 195.00 No Ice 0.38 0.38 0.03 0.00 5.00 Sector Mount[SM 602-3] C None 0.00 198.00 No Ice 33.11 33.11 1.54 LNX-6515DS-A1M w/ A From Leg 3.00 50.00 198.00 No Ice 11.68 9.84 0.08 Mount Pipe -6.00 2.00 RR65-19-00DP w/Mount A From Leg 3.00 50.00 198.00 No Ice 6.10 4.41 0.04 Pipe 0.00 2.00 LNX-6515DS-A1M w/ B From Leg 3.00 60.00 198.00 No Ice 11.68 9.84 0.08 Mount Pipe -6.00 2.00 RR65-19-00DP w/Mount B From Leg 3.00 60.00 198.00 No Ice 6.10 4.41 0.04 Pipe 0.00 2.00 LNX-6515DS-A1M w/ C From Leg 3.00 60.00 198.00 No Ice 11.68 9.84 0.08 Mount Pipe -6.00 2.00 RR65-19-00DP w/Mount C From Leg 3.00 60.00 198.00 No Ice 6.10 4.41 0.04 Pipe 0.00 2.00 ATMAP1412D-1A20 A From Leg 3.00 50.00 198.00 No Ice 0.47 1.17 0.01 0.00 2.00 ATMAP1412D-1A20 B From Leg 3.00 60.00 198.00 No Ice 0.47 1.17 0.01 0.00 2.00 ATMAP1412D-1A20 C From Leg 3.00 60.00 198.00 No Ice 0.47 1.17 0.01 0.00 2.00 Pipe Mount[PM 601-1] C From Leg 0.50 0.00 190.00 No Ice 3.00 0.90 0.07 0.00 0.00 Pipe Mount[PM 601-1] C From Leg 0.50 0.00 190.00 No Ice 3.00 0.90 0.07 0.00 0.00 Pipe Mount[PM 601-1] C From Leg 0.50 0.00 150.00 No Ice 3.00 0.90 0.07 0.00 0.00 (2)Beacon side markers A From Leg 0.50 0.00 100.00 No Ice 0.93 0.93 0.02 0.00 0.00 (2)Beacon side markers B From Leg 0.50 0.00 100.00 No Ice 0.93 0.93 0.02 tnxTower Report-version 6.1.4.1 February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 16 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ff ft2 K ft ft 0.00 0.00 (2)Beacon side markers C From Leg 0.50 0.00 100.00 No Ice 0.93 0.93 0.02 0.00 0.00 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 ft f K VHLP1-23 C Paraboloid From 1.00 90.00 190.00 1.27 No Ice 1.28 0.01 w/Shroud(HP) Leg 0.00 0.00 RSS2-57BSE C Paraboloid w/o From 1.00 20.00 190.00 2.00 No Ice 3.14 0.01 Radome Leg 0.00 0.00 VHLP2-18/B C Paraboloid From 1.00 52.00 150.00 2.16 No Ice 3.66 0.03 w/Shroud(HP) Leg 0.00 0.00 Load Combinations ....Comb._..�®.,.�..�.,.......,_,.�..a . _.m....�� 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 150deg-NoIce 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 Dead+Wind 0 deg-Service 27 Dead+Wind 30 deg-Service 28 Dead+Wind 60 deg-Service 29 Dead+Wind 90 deg-Service tnxTower Report-version 6.1.4.1 February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 17 Comb. Description No. 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 Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft k41-ft T1 195-180 Leg Max Tension 7 14.27 -0.00 0.01 Max.Compression 18 -16.91 0.01 -0.01 Max. Mx 8 5.40 0.08 -0.01 Max.My 12 -0.99 -0.04 0.06 Max.Vy 20 0.93 0.00 0.00 Max.Vx 2 0.96 0.00 0.00 Diagonal Max Tension 16 2.09 0.00 0.00 Max.Compression 16 -2.09 0.00 0.00 Max.Mx 18 1.69 0.02 0.00 Max.My 4 -1.29 0.00 0.00 Max.Vy 18 -0.01 0.02 0.00 Max.Vx 4 -0.00 0.00 0.00 Top Girt Max Tension 2 0.45 0.00 0.00 Max.Compression 14 -0.47 0.00 0.00 Max.Mx 6 -0.45 -0.01 0.00 Max.My 16 0.03 0.00 -0.00 Max.Vy 6 0.01 0.00 0.00 Max.Vx 16 0.00 0.00 0.00 T2 180-160 Leg Max Tension 7 42.52 -0.01 0.01 Max.Compression 18 -47.29 0.10 -0.07 Max.Mx 20 -1.83 0.12 -0.01 Max.My 2 -46.60 -0.01 0.12 Max.Vy 20 -0.05 0.12 -0.01 Max.Vx 2 -0.05 -0.01 0.12 Diagonal Max Tension 16 3.16 0.00 0.00 Max.Compression 16 -3.27 0.00 0.00 Max. Mx 18 2.62 0.03 0.00 Max.My 12 -2.88 -0.01 -0.01 Max.Vy 18 -0.02 0.03 0.00 Max.Vx 12 0.00 -0.01 -0.01 T3 160-140 Leg Max Tension 7 60.66 -0.06 0.01 Max.Compression 18 -68.41 0.09 -0.00 Max. Mx 18 -52.88 0.12 -0.01 Max. My 8 -3.21 -0.01 0.16 Max.Vy 6 -0.06 -0.11 -0.01 Max.Vx 12 0.10 -0.01 -0.14 Diagonal Max Tension 16 1.92 0.00 0.00 Max.Compression 16 -1.97 0.00 0.00 Max. Mx 18 1.66 0.02 0.00 Max. My 16 -1.69 -0.01 -0.01 Max.Vy 18 -0.01 0.02 0.00 Max.Vx 16 0.00 0.00 0.00 Top Girt Max Tension 19 0.03 0.00 0.00 Max.Compression 6 -0.10 0.00 0.00 Max.Mx 6 -0.10 -0.01 0.00 Max. My 2 -0.05 0.00 0.00 Max.Vy 6 0.01 0.00 0.00 Max.Vx 2 -0.00 0.00 0.00 T4 140-120 Leg Max Tension 7 76.00 -0.10 0.00 Max.Compression 18 -86.93 0.10 -0.00 Max. Mx 6 74.88 -0.11 0.00 Max.My 8 -5.15 -0.00 0.11 Max.Vy 14 0.03 -0.10 -0.00 Max.Vx 18 0.03 -0.05 -0.10 tnxTower Report-version 6.1.4.1 February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 18 Sectio Elevation Component.. . iti Axis Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K ki-ft kip-ft Diagonal Max Tension 16 2.43 0.00 0.00 Max.Compression 16 -2.48 0.00 0.00 Max.Mx 18 1.87 0.03 -0.00 Max.My 14 -2.03 0.00 -0.00 Max.Vy 18 -0.02 0.03 -0.00 Max.Vx 14 0.00 0.00 0.00 T5 120-100 Leg Max Tension 7 91.68 -0.11 0.00 Max.Compression 18 -106.38 0.11 -0.00 Max.Mx 19 -90.36 0.12 -0.00 Max.My 8 -6.68 -0.00 0.12 Max.Vy 14 0.03 -0.11 -0.00 Max.Vx 18 -0.04 -0.06 -0.11 Diagonal Max Tension 16 2.89 0.00 0.00 Max.Compression 16 -2.93 0.00 0.00 Max.Mx 18 2.27 0.03 -0.00 Max.My 2 -0.11 0.02 0.00 Max.Vy 6 0.02 0.03 0.00 Max.Vx 14 0.00 0.00 0.00 T6 100-80 Leg Max Tension 7 107.75 -0.10 0.00 Max.Compression 18 -126.63 0.11 -0.00 Max.Mx 6 105.89 -0.12 0.00 Max.My 8 -7.52 -0.00 0.12 Max.Vy 14 0.03 -0.11 -0.00 Max.Vx 18 -0.04 -0.06 -0.11 Diagonal Max Tension 16 3.42 0.00 0.00 Max.Compression 16 -3.47 0.00 0.00 Max. Mx 18 2.73 0.04 -0.00 Max.My 14 -2.82 0.02 -0.00 Max.Vy 6 0.02 0.03 0.00 Max.Vx 14 0.00 0.00 0.00 T7 80-60 Leg Max Tension 7 123.92 -0.10 0.00 Max.Compression 18 -147.37 0.21 -0.01 Max.Mx 6 121.62 -0.21 0.01 Max.My 8 -10.36 -0.01 0.22 Max.Vy 14 0.06 -0.21 -0.01 Max.Vx 8 -0.06 -0.01 0.22 Diagonal Max Tension 16 3.90 0.00 0.00 Max.Compression 16 -3.93 0.00 0.00 Max.Mx 6 2.87 0.04 0.00 Max.My 14 -3.33 0.03 -0.00 Max.Vy 6 0.02 0.04 0.00 Max.Vx 14 0.00 0.00 0.00 T8 60-40 Leg Max Tension 7 139.39 -0.17 0.01 Max.Compression 18 -167.77 0.22 -0.01 Max.Mx 19 -164.75 0.22 -0.01 Max.My 8 -12.40 -0.00 0.22 Max.Vy 14 -0.06 -0.21 -0.01 Max.Vx 18 0.06 -0.12 -0.21 Diagonal Max Tension 16 4.54 0.00 0.00 Max.Compression 16 -4.63 0.00 0.00 Max.Mx 6 3.38 0.06 0.01 Max.My 14 -3.86 0.04 -0.01 Max.Vy 6 0.03 0.06 0.01 Max.Vx 16 0.00 0.00 0.00 T9 40-20 Leg Max Tension 7 155.35 -0.18 0.01 Max.Compression 18 -189.57 0.14 -0.01 Max.Mx 19 -171.45 0.22 -0.01 Max.My 8 -14.79 -0.03 0.24 Max.Vy 14 -0.05 -0.21 -0.01 Max.Vx 18 0.06 -0.11 -0.22 Diagonal Max Tension 16 5.07 0.00 0.00 Max.Compression 16 -5.13 0.00 0.00 Max.Mx 6 3.70 0.09 0.01 Max.My 16 -5.11 0.05 -0.01 Max.Vy 6 0.04 0.09 0.01 Max.Vx 16 0.00 0.00 0.00 T10 20-0 Leg Max Tension 7 171.20 -0.20 0.01 Max.Compression 18 -211.76 -0.00 0.00 Max. Mx 18 -196.95 0.25 -0.01 Max. My 8 -16.86 -0.04 0.40 tnxTower Report-version 6.1.4.1 February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 19 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.Vy 14 -0.08 -0.21 -0.01 Max.Vx 8 0.10 -0.04 0.40 Diagonal Max Tension 16 5.59 0.00 0.00 Max.Compression 16 -5.71 0.00 0.00 Max. Mx 18 4.52 0.10 -0.01 Max. My 16 -5.43 0.06 -0.01 Max.Vy 8 0.04 0.10 0.01 Max.Vx 16 0.00 0.00 0.00 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Leg C Max.Vert 18 215.12 16.78 -10.01 Max.H, 18 215.12 16.78 -10.01 Max.H. 5 -151.46 -11.67 8.35 Min.Vert 7 -173.51 -13.96 8.32 Min.H, 7 -173.51 -13.96 8.32 Min.H, 18 215.12 16.78 -10.01 Leg B Max.Vert 10 213.78 -16.87 -9.78 Max.H, 23 -171.82 13.96 8.08 Max.H. 23 -171.82 13.96 8.08 Min.Vert 23 -171.82 13.96 8.08 Min.H, 10 213.78 -16.87 -9.78 Min.Hz 10 213.78 -16.87 -9.78 Leg A Max.Vert 2 213.86 -0.25 19.44 Max.H, 21 12.03 2.46 0.78 Max.H. 2 213.86 -0.25 19.44 Min.Veil 15 -170.70 0.23 -16.10 Min.H, 9 13.36 -2.46 0.86 Min.H. 15 -170.70 0.23 -16.10 Tower Mast Reaction Summary Load Vertical Shear, Shear. Overturning Overturning Torque Combination Moment, M, Moment,M K K K kip-ft kip-ft kip-ft. ..__ Dead Only 40.61 0.00 0.00 -8.01 5.85 0.00 1.2 Dead+1.6 Wind 0 deg- 48.73 0.11 -31.29 -3237.39 -13.54 -8.21 No Ice 0.9 Dead+1.6 Wind 0 deg- 36.55 0.11 -31.29 -3231.86 -15.28 -8.20 No Ice 1.2 Dead+1.6 Wind 30 deg- 48.73 14.86 -25.36 -2659.80 -1562.56 -7.94 No Ice 0.9 Dead+1.6 Wind 30 deg- 36.55 14.86 -25.36 -2654.81 -1562.79 -7.93 No Ice 1.2 Dead+1.6 Wind 60 deg- 48.73 25.04 -14.34 -1517.77 -2639.50 -7.68 No Ice 0.9 Dead+1.6 Wind 60 deg- 36.55 25.04 -14.34 -1513.88 -2638.68 -7.67 No Ice 1.2 Dead+1.6 Wind 90 deg- 48.73 29.47 -0.06 -21.80 -3084.76 -5.93 No Ice 0.9 Dead+1.6 Wind 90 deg- 36.55 29.47 -0.06 -19.36 -3083.52 -5.92 No Ice 1.2 Dead+1.6 Wind 120 deg 48.73 27.28 15.56 1587.63 -2820.07 -1.00 -No Ice 0.9 Dead+1.6 Wind 120 deg 36.55 27.28 15.56 1588.51 -2819.11 -0.99 -No Ice 1.2 Dead+1.6 Wind 150 deg 48.73 14.77 25.29 2627.05 -1545.38 4.70 -No Ice 0.9 Dead+1.6 Wind 150 deg 36.55 14.77 25.29 2626.91 -1545.64 4.70 -No Ice tnxTower Report-version 6.1.4.1 February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 20 Load KK Vertical Shearx Shea. Overturning Overturning Torque Combination Moment, M, Moment,M, K K K kip-ft kip-ft kip-ft 1.2 Dead+1.6 Wind 180 deg 48.73 -0.05 28.63 2996.56 17.83 7.45 -No Ice 0.9 Dead+1.6 Wind 180 deg 36.55 -0.05 28.63 2996.05 16.04 7.45 -No Ice 1.2 Dead+1.6 Wind 210 deg 48.73 -14.74 25.38 2644.48 1553.83 8.25 -No Ice 0.9 Dead+1.6 Wind 210 deg 36.55 -14.74 25.38 2644.32 1550.56 8.23 -No Ice 1.2 Dead+1.6 Wind 240 deg 48.73 -27.26 15.69 1614.04 2830.19 9.02 -No Ice 0.9 Dead+1.6 Wind 240 deg 36.55 -27.26 15.69 1614.88 2825.69 9.01 -No Ice 1.2 Dead+1.6 Wind 270 deg 48.73 -29.38 0.05 0.03 3083.88 6.07 -No Ice 0.9 Dead+1.6 Wind 270 deg 36.55 -29.38 0.05 2.44 3079.12 6.07 -No Ice 1.2 Dead+1.6 Wind 300 deg 48.73 -24.85 -14.27 -1503.98 2619.04 0.87 -No Ice 0.9 Dead+1.6 Wind 300 deg 36.55 -24.85 -14.27 -1500.11 2614.72 0.87 -No Ice 1.2 Dead+1.6 Wind 330 deg 48.73 -14.66 -25.28 -2644.68 1538.71 -4.50 -No Ice 0.9 Dead+1.6 Wind 330 deg 36.55 -14.66 -25.28 -2639.70 1535.46 -4.50 -No Ice Dead+Wind 0 deg-Service 40.61 0.03 -9.74 -1012.57 -0.53 -2.56 Dead+Wind 30 deg-Service 40.61 4.63 -7.90 -832.81 -482.62 -2.47 Dead+Wind 60 deg-Service 40.61 7.80 -4.46 -477.39 -817.78 -2.39 Dead+Wind 90 deg-Service 40.61 9.18 -0.02 -11.81 -956.36 -1.85 Dead+Wind 120 deg- 40.61 8.50 4.84 489.08 -873.99 -0.31 Service Dead+Wind 150 deg- 40.61 4.60 7.88 812.56 -477.27 1.46 Service Dead+Wind 180 deg- 40.61 -0.02 8.92 927.56 9.22 2.32 Service Dead+Wind 210 deg- 40.61 -4.59 7.90 817.98 487.26 2.57 Service Dead+Wind 240 deg- 40.61 -8.49 4.89 497.29 884.49 2.81 Service Dead+Wind 270 deg- 40.61 -9.15 0.02 -5.02 963.44 1.89 Service Dead+Wind 300 deg- 40.61 -7.74 -4.44 -473.10 818.77 0.27 Service Dead+Wind 330 deg- 40.61 -4.57 -7.87 -828.11 482.55 -1.40 Service 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 -40.61 0.00 0.00 40.61 0.00 0.000% 2 0.11 -48.73 -31.29 -0.11 48.73 31.29 0.000% 3 0.11 -36.55 -31.29 -0.11 36.55 31.29 0.000% 4 14.86 -48.73 -25.36 -14.86 48.73 25.36 0.001% 5 14.86 -36.55 -25.36 -14.86 36.55 25.36 0.000% 6 25.04 -48.73 -14.34 -25.04 48.73 14.34 0.000% 7 25.04 -36.55 -14.34 -25.04 36.55 14.34 0.000% 8 29.47 -48.73 -0.06 -29.47 48.73 0.06 0.000% 9 29.47 -36.55 -0.06 -29.47 36.55 0.06 0.000% 10 27.28 -48.73 15.56 -27.28 48.73 -15.56 0.000% 11 27.28 -36.55 15.56 -27.28 36.55 -15.56 0.000% 12 14.77 -48.73 25.29 -14.77 48.73 -25.29 0.000% 13 14.77 -36.55 25.29 -14.77 36.55 -25.29 0.000% 14 -0.05 -48.73 28.63 0.05 48.73 -28.63 0.000% 15 -0.05 -36.55 28.63 0.05 36.55 -28.63 0.000% 16 -14.74 -48.73 25.38 14.74 48.73 -25.38 0.001% 17 -14.74 -36.55 25.38 14.74 36.55 -25.38 0.000% tnxTower Report-version 6.1.4.1 February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 21 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 18 -27.26 -48.73 15.69 27.26 48.73 -15.69 0.000% 19 -27.26 -36.55 15.69 27.26 36.55 -15.69 0.000% 20 -29.38 -48.73 0.05 29.38 48.73 -0.05 0.000% 21 -29.38 -36.55 0.05 29.38 36.55 -0.05 0.000% 22 -24.85 -48.73 -14.27 24.85 48.73 14.27 0.000% 23 -24.85 -36.55 -14.27 24.85 36.55 14.27 0.000% 24 -14.66 -48.73 -25.28 14.66 48.73 25.28 0.000% 25 -14.66 -36.55 -25.28 14.66 36.55 25.28 0.000% 26 0.03 -40.61 -9.74 -0.03 40.61 9.74 0.000% 27 4.63 -40.61 -7.90 -4.63 40.61 7.90 0.000% 28 7.80 -40.61 -4.46 -7.80 40.61 4.46 0.000% 29 9.18 -40.61 -0.02 -9.18 40.61 0.02 0.000% 30 8.50 -40.61 4.84 -8.50 40.61 -4.84 0.000% 31 4.60 -40.61 7.88 -4.60 40.61 -7.88 0.000% 32 -0.02 -40.61 8.92 0.02 40.61 -8.92 0.000% 33 -4.59 -40.61 7.90 4.59 40.61 -7.90 0.000% 34 -8.49 -40.61 4.89 8.49 40.61 -4.89 0.000% 35 -9.15 -40.61 0.02 9.15 40.61 -0.02 0.000% 36 -7.74 -40.61 -4.44 7.74 40.61 4.44 0.000% 37 -4.57 -40.61 -7.87 4.57 40.61 7.87 0.000% Non-Linear Convergence Results Load Converged? NumberDisplacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00000001 3 Yes 4 0.00000001 0.00000001 4 Yes 4 0.00000001 0.00000001 5 Yes 4 0.00000001 0.00000001 6 Yes 4 0.00000001 0.00000001 7 Yes 4 0.00000001 0.00000001 8 Yes 4 0.00000001 0.00000001 9 Yes 4 0.00000001 0.00000001 10 Yes 4 0.00000001 0.00000001 11 Yes 4 0.00000001 0.00000001 12 Yes 4 0.00000001 0.00000001 13 Yes 4 0.00000001 0.00000001 14 Yes 4 0.00000001 0.00000001 15 Yes 4 0.00000001 0.00000001 16 Yes 4 0.00000001 0.00000001 17 Yes 4 0.00000001 0.00000001 18 Yes 4 0.00000001 0.00000001 19 Yes 4 0.00000001 0.00000001 20 Yes 4 0.00000001 0.00000001 21 Yes 4 0.00000001 0.00000001 22 Yes 4 0.00000001 0.00000001 23 Yes 4 0.00000001 0.00000001 24 Yes 4 0.00000001 0.00000001 25 Yes 4 0.00000001 0.00000001 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00000001 28 Yes 4 0.00000001 0.00000001 29 Yes 4 0.00000001 0.00000001 30 Yes 4 0.00000001 0.00000001 31 Yes 4 0.00000001 0.00000001 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00000001 34 Yes 4 0.00000001 0.00000001 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00000001 37 Yes 4 0.00000001 0.00000001 tnxTower Report-version 6.1.4.1 February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 22 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° T1 195-180 3.92 34 0.22 0.02 T2 180-160 3.23 34 0.21 0.02 T3 160-140 2.41 34 0.17 0.01 T4 140-120 1.77 34 0.13 0.01 T5 120-100 1.26 34 0.10 0.01 T6 100-80 0.86 34 0.08 0.01 T7 80-60 0.54 34 0.06 0.01 T8 60-40 0.31 34 0.04 0.00 T9 40-20 0.15 34 0.03 0.00 T10 20-0 0.05 34 0.01 0.00 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 198.00 Sector Mount[SM 602-3] 34 3.92 0.22 0.02 124810 195.00 Flash Beacon Lighting 34 3.92 0.22 0.02 124810 190.00 VHLP1-23 34 3.68 0.22 0.02 124810 150.00 VHLP2-18/B 34 2.07 0.15 0.01 28700 100.00 (2)Beacon side markers 34 0.86 0.08 0.01 53532 Maximum Tower Deflections - Design Wind Section r....n__Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° T1 195- 180 12.56 18 0.71 0.06 T2 180-160 10.35 18 0.67 0.05 T3 160-140 7.73 18 0.54 0.05 T4 140-120 5.68 18 0.42 0.04 T5 120-100 4.06 18 0.34 0.03 T6 100-80 2.76 18 0.26 0.02 T7 80-60 1.74 18 0.19 0.02 T8 60-40 0.99 18 0.13 0.01 T9 40-20 0.48 18 0.08 0.01 T10 20-0 0.16 18 0.04 0.00 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 198.00 Sector Mount[SM 602-3] 18 12.56 0.71 0.06 39356 195.00 Flash Beacon Lighting 18 12.56 0.71 0.06 39356 190.00 VHLP1-23 18 11.81 0.70 0.06 39356 150.00 VHLP2-18/B 18 6.63 0.48 0.04 8964 100.00 (2)Beacon side markers 18 2.76 0.26 0.02 16687 Bolt Design Data tnxTower Report-version 6.1.4.1 February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 23 Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt K Allowable K T1 195 Leg A325N 0.88 4 3.57 40.59 0.088 ✓ 1 Bolt Tension Diagonal A325N 0.63 1 2.09 9.99 0.209 V 1 Member Block Shear Top Girt A325N 0.63 1 0.45 9.99 0.046 V 1 Member Block Shear T2 180 Leg A325N 0.88 4 10.63 40.59 0.262 ✓ 1 Bolt Tension Diagonal A325N 0.63 1 3.16 9.99 0.316 ✓ 1 Member Block Shear T3 160 Leg A325N 1.38 6 10.11 100.23 0.101 ✓ 1 Bolt Tension Diagonal A325N 0.63 1 1.92 9.99 0.192 ✓ 1 Member Block Shear Top Girt A325N 0.63 1 0.10 12.43 0.008 ✓ 1 Bolt Shear T4 140 Leg A325N 1.38 6 12.67 100.23 0.126 V 1 Bolt Tension Diagonal A325N 0.88 1 2.43 12.87 0.189 V 1 Member Block Shear T5 120 Leg A325N 1.38 6 15.28 100.23 0.152 V 1 Bolt Tension Diagonal A325N 0.88 1 2.89 12.87 0.224 V 1 Member Block Shear T6 100 Leg A325N 1.38 6 17.96 100.23 0.179 V 1 Bolt Tension Diagonal A325N 0.88 1 3.42 12.87 0.266 V 1 Member Block Shear T7 80 Leg A325N 1.25 6 20.65 82.83 0 249 V 1 Bolt Tension Diagonal A325N 0.88 1 3.90 12.870.303 ll 1 Member Block Shear T8 60 Leg A325N 1.25 6 23.23 82.83 0.280 V 1 Bolt Tension Diagonal A325N 0.88 1 4.54 14.23 0.319 V 1 Member Block Shear T9 40 Leg A325N 1.38 6 25.89 100.23 0.258 V 1 Bolt Tension Diagonal A325N 0.88 1 5.07 16.95 0.299 ✓ 1 Member Block Shear T10 20 Diagonal A325N 1.38 1 5.59 17.900.312 V 1 Member Block Shear Compression Checks Leg Design Data (Compression) Section Elevation Size L L„ Kl/r A P, (i)P„ Ratio No. P. ft ft ft in2 K K ci,P T1 195-180 1 3/4"solid 15.00 3.75 102.9 2.41 -16.91 49.94 0.339 K=1.00 V T2 180-160 2 1/4"solid 20.00 4.00 85.3 3.98 -47.29 105.06 0.450' K=1.00 V T3 160-140 2 3/4"solid 20.03 4.01 69.9 5.94 -68.41 186.97 0.366' K=1.00 V T4 140-120 3 1/4"solid 20.03 5.01 73.9 8.30 -86.93 250.28 0.347 1 K=1.00 V T5 120-100 3 1/2"solid 20.03 5.01 68.7 9.62 -106.38 306.71 0.347 1 K=1.00 V T6 100-80 3 1/2"solid 20.03 5.01 68.7 9.62 -126.63 306.71 0.413 K=1.00 V T7 80-60 3 3/4"solid 20.03 5.01 64.1 11.04 -147.37 368.08 0.400 K=1.00 V tnxTower Report-version 6.1.4.1 • February 02, 2016 195 Ft Self Support Tower Structural Analysis CC/BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 24 Section Elevation Size L L, KI/r A Pu 41P, Ratio No. P„ ft ft ft in2 K K vP, T8 60-40 4 1/4"solid 20.03 6.68 75.4 14.19 -167.77 421.28 0.398' K=1.00 ✓ T9 40-20 4 1/2"solid 20.03 6.68 71.2 15.90 -189.57 493.99 0.384' K=1.00 V T10 20-0 4 3/4"solid 20.03 6.68 67.5 17.72 -211.76 571.73 0.370 1 K=1.00 V 1 P„ /,P„controls Diagonal Design Data (Compression) Section Elevation Size L L„ Kl/r A Pu •p Ratio No. Pu ft ft ft in2 K K T1 195-180 L2x2x1/4 5.86 2.70 92.1 0.94 -2.09 19.44 0.1071 K=1.11 T2 180-160 L2x2x1/4 6.02 2.75 93.3 0.94 -3.27 19.22 0.170' K=1.11 V T3 160-140 L2x2x1/4 7.31 3.49 110.4 0.94 -1.97 16.00 0.123' K=1.03 V T4 140-120 L2 1/2x2 1/2x1/4 9.34 4,47 112.0 1.19 -2.48 19.91 0.125' K=1.02 p1 T5 120-100 L2 1/2x2 1/2x1/4 10.90 5.25 128.2 1.19 -2.93 16.22 0.181 1 K=1.00 V T6 100-80 L2 1/2x2 1/2x1/4 12.53 6.06 148.2 1.19 -3.47 12.25 0.283' K=1.00 V T7 80-60 L2 1/2x2 1/2x1/4 14.20 6.89 168.4 1.19 -3.93 9.48 0.415' K=1.00 V T8 60-40 L3x3x1/4 16.44 8.02 162.6 1.44 -4.63 12.30 0.377' K=1.00 V T9 40-20 L3 1/2x3 1/2x1/4 18.10 8.84 152.9 1.69 -5.13 16.32 0.314' K=1.00 V T10 20-0 L3 1/2x3 1/2x1/4 19.78 9.59 165.9 1.69 -5.71 13.87 0.412' K=1.00 ✓ 1 P„ /(1)P„controls Top Girt Design Data (Compression) Section Elevation Size L L. Kl/r A P.• pP,, Ratio No. Pu ft ft ft in2 K K 4)p, T1 195-180 L2x2x1/4 4.50 4.08 125.3 0.94 -0.47 13.29 0.035' K=1.00 y/ T3 160-140 L2x2x1/4 4.50 4.04 124.0 0.94 -0.10 13.52 0.007' K=1.00 V 1 P„ /(OP„controls Tension Checks tnxTower Report-version 6.1.4.1 i 1 February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 25 Leg Design Data (Tension) Section Elevation Size L L. KI/r A P„ (pp„ Ratio No. Po ft ft ft in2 K K SPS T1 195-180 1 3/4"solid 15.00 3.75 102.9 2.41 14.27 108.24 0.132' V T2 180-160 2 1/4"solid 20.00 4.00 85.3 3.98 42.52 178.92 0.238' V T3 160-140 2 3/4"solid 20.03 4.01 69.9 5.94 60.66 267.28 0.227 1 V T4 140-120 3 1/4"solid 20.03 5.01 73.9 8.30 76.00 373.31 0.204 1 V T5 120-100 3 1/2"solid 20.03 5.01 68.7 9.62 91.68 432.95 0.212' V T6 100-80 3 1/2"solid 20.03 5.01 68.7 9.62 107.75 432.95 0.249 1 V T7 80-60 3 3/4"solid 20.03 5.01 64.1 11.04 123.92 497.01 0.249' V T8 60-40 4 1/4"solid 20.03 6.68 75.4 14.19 139.39 638.38 0.218 1 V T9 40-20 4 1/2"solid 20.03 6.68 71.2 15.90 155.35 715.69 0.217' V T10 20-0 4 3/4"solid 20.03 6.68 67.5 17.72 171.20 797.42 0.215 1 V 1 P„ /(1)P„controls Diagonal Design Data (Tension) Section Elevation Size L L, Kl/r A Po lPP Ratio No. P. ft ft ft in2 K K SP_ T1 195-180 L2x2x1/4 5.86 2.70 55.8 0.56 2.09 24.49 0.085' V T2 180-160 L2x2x1/4 6.02 2.75 56.8 0.56 3.16 24.49 0.129' V T3 160-140 L2x2x1/4 7.31 3.49 71.5 0.56 1.92 24.49 0.078 1 V T4 140-120 L2 1/2x2 1/2x1/4 9.34 4.47 72.4 0.70 2.43 30.67 0.079' V T5 120-100 L2 1/2x2 1/2x1/4 10.90 5.25 84.5 0.70 2.89 30.67 0.094 1 V T6 100-80 L2 1/2x2 1/2x1/4 12.53 6.06 97.2 0.70 3.42 30.67 0.111 1 V T7 80-60 L2 1/2x2 1/2x1/4 14.20 6.89 110.1 0.70 3.90 30.67 0.127' V T8 60-40 L3x3x1/4 16.44 8.02 105.7 0.89 4.54 38.82 0.117' V T9 40-20 L3 1/2x3 1/2x1/4 18.10 8.84 99.2 1.08 5.07 46.98 0.108' V T10 20-0 L3 1/2x3 1/2x1/4 19.78 9.59 108.3 0.99 5.59 42.90 0.130 1 V 1 P P. /4>P„controls Top Girt Design Data (Tension) tnxTower Report-version 6.1.4.1 February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 26 Section Elevation Size L L„ KUr A P„ (1)P„ Ratio No. Pu ft ft ft in2 K K 4)P, T1 195-180 L2x2x1/4 4.50 4.08 85.8 0.56 0.45 24.49 0.019 1 V T3 160-140 L2x2x1/4 4.50 4.04 85.0 0.56 0.03 24.49 0.001 V 1 P„ /(OP„ controls Section Capacity Table Section Elevation Component Size Critical P 0Pa,low % Pass No. ft Type Element K K Capacity Fail T1 195-180 Leg 1 3/4"solid 1 -16.91 49.94 33.9 Pass Diagonal L2x2x1/4 12 -2.09 19.44 10.7 Pass 20.9(b) Top Girt L2x2x1/4 4 -0.47 13.29 3.5 Pass 4.6(b) T2 180-160 Leg 2 1/4"solid 31 -47.29 105.06 45.0 Pass Diagonal L2x2x1/4 39 -3.27 19.22 17.0 Pass 31.6(b) T3 160-140 Leg 2 3/4"solid 64 -68.41 186.97 36.6 Pass Diagonal L2x2x1/4 75 -1.97 16.00 12.3 Pass 19.2(b) Top Girt L2x2x1/4 68 -0.10 13.52 0.7 Pass 0.8(b) T4 140-120 Leg 3 1/4"solid 100 -86.93 250.28 34.7 Pass Diagonal L2 1/2x2 1/2x1/4 108 -2.48 19.91 12.5 Pass 18.9(b) T5 120-100 Leg 3 1/2"solid 127 -106.38 306.71 34.7 Pass Diagonal L2 1/2x2 1/2x1/4 135 -2.93 16.22 18.1 Pass 22.4(b) T6 100-80 Leg 3 1/2"solid 154 -126.63 306.71 41.3 Pass Diagonal L2 1/2x2 1/2x1/4 162 -3.47 12.25 28.3 Pass T7 80-60 Leg 3 3/4"solid 181 -147.37 368.08 40.0 Pass Diagonal L2 1/2x2 1/2x1/4 189 -3.93 9.48 41.5 Pass T8 60-40 Leg 4 1/4"solid 208 -167.77 421.28 39.8 Pass Diagonal L3x3x1/4 216 -4.63 12.30 37.7 Pass T9 40-20 Leg 4 1/2"solid 229 -189.57 493.99 38.4 Pass Diagonal L3 1/2x3 1/2x1/4 237 -5.13 16.32 31.4 Pass T10 20-0 Leg 4 3/4"solid 250 -211.76 571.73 37.0 Pass Diagonal L3 1/2x3 1/2x1/4 258 -5.71 13.87 41.2 Pass Summary Leg(T2) 45.0 Pass Diagonal 41.5 Pass (T7) Top Girt 4.6 Pass (T1) Bolt 31.9 Pass Checks RATING= 45.0 Pass tnxTower Report-version 6.1.4.1 • Anchor Rod Check for Self Supporting Towers C wN TIA-222-G, Section 4.9.9 Rev. 6.1 c ,4 S TL E Site Data Reactions BU#: 826842 Eta Factor, n 0.55 Detail Type Site Name: PT Hwy 19(Beaver Vly) Uplift, Pu: 174 kips App#: 292767 Rev 18 Shear,Vu: 16 kips Anchor Rod Data ler, ;r Qty: 6 Mu=0.65*lar*Vu ft K p Diam: 1.5 in Rod Material: A36 Strength (Fu): 58 ksi Anchor Rod Results: Yield(Fy): 36 ksi Max Rod(Cu+Vu/11): 33.8 Kips Design Axial, 0*Fu*Anet: 65.4 Kips * Rod Circle: n Anchor Rod Stress Ratio: 51.7% e: *#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 When the clear distance from the top of concrete to the bottom of anchor rods at the extreme fiber to of level nut excceeds 1.0 times the diameter of the anchor rod, consider if eccentric load due to leg the following interaction equation shall also be satisfied(see reinforcement exist. Figure 4-4 of Rev. G). (Vu/4Rnv)2+R(Pu/4Rnt) + (Mu/4Rnm))2<= 1 OR„=00.45*Fub*Ab= kips A gOi A B 9 , ti B Rnt=0Fu*Anel= kips iRnm=(1)*Fy*Z= ft-kips Cencre,a- Goxrate SECTION A-A SECTION 3-3 Detail Type (a) Detail Type(b) =d•9d ;1'p-7o C I on DOge ss; c i-r�on snnrr -��rout ConproNs•��� Concrete SECTION C-C SECTION D-D Detail Type (c) Detail Type (d) Maximum Acceptable Ratio: 105 r(-O.SS (See Note 1 below) �[= P.5 — — Governing Stress Ratio: 51.7% Pass Figure 4-4 of TIA-222-G 826842.1187525 SST Anchor Rod Check For Rev G-Rev 6.1 091912.xls CCI Foundation Tool Suite-SS Drilled Pier CCIFTS 1.2.108.14286-Phase 1-2 Date: 2/2/2016 BU: 826842 Site Name: PT Hwy 19(Beaver Vly) CROWN App Number: 292767 Rev 18 CASTLE Work Order: 1187525 Self-Support Drilled Pier InPut Criteria TIA Revision: G ACI 318 Revision: 2008 • Seismic Category: D • Forces ^'• d• Compression 215 kips • Compression Shear 20 kips Uplift 174 kips Uplift Shear 16 kips Add'I Moment 0 k-ft Swelling Force 0 kips ^\ Foundation Dimensions 45 Tie Size Pier Diameter: 5.75 ft Ext.above grade: 0.25 ft - _ .7,- (24)-48 Depth below grade: 21.5 ft r ry Bell Diameter: ft Bell Angle: deg Material Properties Number of Rebar: 24*Steel is unknown Rebar Size: 8 0.5%code minimum was assumed Tie Size 5 Rebar tensile strength: 60 ksi Concrete Strength: 3000 psi Ultimate Concrete Strain 0.003 in/in Clear Cover to Ties: 3 in --7--7- 5.75' Soil Profile A 4 ► Ultimate Friction Ultimate Ultimate Bearing Thickness From To Unit Weight Cohesion Angle Uplift Skin Comp.Skin Capacity SPT'N' Layer (ft) (ft) (ft) (pcf) (psf) (deg) Friction(ksf) Friction(ksf) (ksf) Counts 1 5 0 5 115 32 0.16 0.16 2 2.5 5 7.5 122 45 0.64 0.64 3 2.5 7.5 10 122 45 0.9 0.9 4 5 10 15 122 45 1.32 1.32 5 5 15 20 124 45 1.86 1.86 6 5 20 25 124 45 2.42 2.42 99 7 2 25 27 124 45 2.81 2.81 Analysis Results Concrete/Steel Check Uplift Case Comp case Soil Lateral Capacity Uplift case Comp.case Mu(from soil analysis) 128.9 k-ft 161.1 k-ft Depth to Zero Shear: 11.0 ft 11.0 ft ¢Mn 2067.2 k-ft 2879.8 k-ft Max Moment,Mu: 128.9 k-ft 161.1 k-ft RATING: 6.24% 5.59% Soil Safety Factor: 40.7 32.6 Safety Factor Req'd: 1.33 1.33 RATING: 3.27% 4.09% rho provided 0.51 Soil Axial Capacity rho required 0.50 OK Concrete Weight: 76.2 kips Skin Friction: 309.1 kips Rebar Spacing 7.0 Soil Cone: kips Spacing required 16.0 OK Uplift Capacity(k),4)Tn: 385.3 kips Uplift(k),Tu: 174.0 kips RATING: 45.15% Skin Friction(k): 309.1 kips End Bearing(k): 0.0 kips Comp.Capacity(k),4Cn: 309.1 kips Comp.(k),Cu: 215.0 kips RATING: 6956% I uverail Foundation Hating: b9.S6% ' Page 1 of 1 • February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 27 APPENDIX A-2 SEISMIC tnxTower Report-version 6.1.4.1 all Se �k Self-Support Analysis per TIA-222-G Site BU: 826842 COW Work Order: 1187525 RI1 S TLN Application: 292767 Rev.18 Axial,Wt= 49.0 kips From TNX: Shear,VW= 31.0 kips degrees minutes seconds Site Latitude= 47 55 49.13 47.9303 degrees Site Longitude= -122 44 58.25 -122.7495 degrees Mass or Stiffness Irregularities= Yes (Table 2-9) Ground Supported Structure= Yes Foundation Type= Independent Structure Class= II (Table 2-1) Site Class= D-Stiff Soil (Table 2-11) Spectral response acceleration short periods,Ss= 1.274 USGS Seismic Tool Spectral response acceleration 1 s period,Si= 0.517 Tower Height(AGL),Ht= 195.0 ft Importance Factor,I= 1.0 (Table 2-3) Acceleration-based site coefficient,Fa= 1.0 (Table 2-12) Velocity-based site coefficient,F,= 1.5 (Table 2-13) Design spectral response acceleration short period,Sps= 0.849 (2.7.6) Design spectral response acceleration 1 s period,SD1= 0.517 (2.7.6) Calculated CS= 0.283 (2.7.7.1) Base Seismic Shear,VS= 11.6 kips Base Face Width,wo= 18.9 ft Average Face Width of Structure,wa= 10.4 ft Variable,W1= 18.5 (2.7.11.1) Tower Weight of Top 5%of Structure= 0.6 kips Appurtenance Weight Within Top 5%of Structure= 2.3 kips Total Weight Within Top 5%of Structure,W2= 2.9 kips Fundamental Frequency,Ff= 1.157 (2.7.11.1) Ff related variable,SA= 0.598 (2.7.8.1) Calculated CS= 0.199 (2.7.7.1) Minimum CS= 0.037 (2.7.7.1) Minimum CS when Si>_0.75= 0.000 (2.7.7.1) Final CS= 0.199 Alternative Base Seismic Shear,VS= 8.1 kips Seismic shear does not exceed 50%of wind shear.No further analysis is required per section 2.7.3 of TIA-222-G. This site requires grade beams to resist 2/3 of the Seismic Base Shear= 5.4288 kips CCISeismic 2.0.07 Page 1 Analysis Date: 2/2/2016 • • Design Maps Detailed Report Page 1 of 4 WAS Design Maps Detailed Report 2012 International Building Code (47.93031°N, 122.74951°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S1). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)En Ss = 1.274 g From Figure 1613.3.1(2:V21 S1 = 0.517 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor Kid, su A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s. < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 , , • Design Maps Detailed Report Page 2 of 4 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss < 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss > 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S5 For Site Class = D and Ss = 1.274 g, F, = 1.000 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S; <_ 0.10 S, = 0.20 S, = 0.30 S, = 0.40 5, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.517 g, F„ = 1.500 Design Maps Detailed Report Page 3 of 4 Equation (16-37): SMS = FaSs = 1.000 x 1.274 = 1.274 g Equation (16-38): SM, = FvS, = 1.500 x 0.517 = 0.775 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SL = 2/ SMS = 2/ x 1.274 = 0.849 g Equation (16-40): So = 2/3 SM, = 2/3 x 0.775 = 0.517 g Design Maps Detailed Report Page 4 of 4 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sos I or II III IV Sos < 0.167g A A A 0.167g 5 SE's < 0.33g B B C 0.33g 5 Sps < 0.50g C C D 0.50g <_ Sos D D D For Risk Category = I and Sus = 0.849 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sp, I or II III IV Sol < 0.067g A A A 0.067g 5 S . < 0.133g B B C 0.133g 5 S., < 0.20g C C D 0.20g 5 So, D D D For Risk Category = I and So, = 0.517 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(2).pdf r February 02, 2016 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 182896, Application 292767, Revision 18 Page 28 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.1.4.1 , a m 8m a, zoo 2 U 3 U i N i N W C Z Z N 7 m ••iiiiiiiiii• 000000000 U O rl'al tLc4,42, LS 801' O O O O O -Or j O m , . 7' I PAUL J. FORD r'� EQ�/ E PJF & COMPANY ` E__------`�� 19652015 D ^015 �\ I „ .,, g c } ; Date: June 9,2015 �, � `��� Cathy Garziano �,, it F Paul J. Ford and Cornparjy,FERSU C°nN �p�rElvT Crown Castle cc REV1"`1 !0 ` CR 250 E. Broad Streelit 5350 North 48th Street Suite 305'0® t..C)iv:IjLiANCE Columbus, OH 43215 -.,, Chandler,AZ 85226 RDorris@pjfweb.com 480.735.6952 614.221.6679 Subject: Structural Analysis Report Carrier Designation: T-Mobile Co-Locate Carrier Site Number: SE06102B Carrier Site Name: PT Highway 19 (Beaver Vly) Crown Castle Designation: Crown Castle BU Number: 826842 Crown Castle Site Name: PT Hwy 19(Beaver Vly) ® ii C» Crown Castle JDE Job Number: 332403 Crown Castle Work Order Number: 1072494 p ', Crown Castle Application Number: 292767 Rev. 7 t" it `engineering Firm Designation: Paul J. Ford and Company Project Number: 37515-2037.001.8700 a 8 g :::Site Data: 2805 Larson Lake Rd., Port Ludlow,Jefferson County,WA h. `= Latitude 47°55'49.13", Longitude-122°44'58.25" �, 1' 195 Foot-Self Support Tower ,Dear Cathy Garziano, t'. 1., f. Wa t: 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 f Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 794810, in accordance with application 292767, revision 7. o) v, The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we "E R g have determined the tower stress level for the structure and foundation, under the following load case, to be: Q gqLC5: Existing + Proposed Equipment Sufficient Capacity a. Note:See Table I and Table II for the proposed and existing loading,respectively. --g O 0 E a This analysis has been performed in accordance with the 2012 International Building Code based upon an c'P. ctz ultimate 3-second gust wind speed of 110 mph converted to a nominal 3-second gust wind speed of 85 mph per '_ p .2 sectioJr .4 It f. use in the TIA-222-G Standard per Exception#5 of Section 1609.1.1. m .a. O Expos i •4,ria •••lhD' gory 1 and crest height of 0 feet, and Risk Category II were used O p in this PLAN REVIEW I ! .6--, aP a! reciate the opportunity of providing our continuing professional services to j. > you and Crown Cas�Te. l`I't restions or need further assistance on this or any other projects M '- ease gAPacall. 8 t `o PROVED AS NOTED Respectfully submitted by: �a,��NNETH4. CI R i, �C `� atm"SOF W e 0 Date /4. D h" A� Retie . I .. 4t Nr Z Structural Designer 51427 cel'" 1 . ' ,.1'/1/itAt,042 o) tnxTower Report-version 6.1.4.1i.6-4:0 i' JUN,092015 June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700,Application 292767, Revision 7 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information 3)ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 4- Section Capacity(Summary) Table 5—Tower Components vs. Capacity Table 6- Microwave Dish Tilt(Sway) Results for 60 mph Rev G Service 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 6.1.4.1 June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700, Application 292767, Revision 7 Page 3 1) INTRODUCTION This tower is a 195-ft Self Support tower that was mapped by Tower Engineering Professionals in April of 2012. The original design wind speed and code specifications are unknown. 2)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 85.2 mph with no ice and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. This tower type and bracing configuration are known to provide sufficient equivalent restrain to satisfy the exception of section 9.6 TIA-222-G; therefore grade beams to connect foundations are not required. Table 1 - Proposed Antenna and Cable Information Center Number Number Feed Mounting Line Antenna Antenna Model of Feed Line Note Level (ft) Elevation( Antennas Manufacturer Lines Size (in) ft 3 commscope LNX-6515DS A1 M w/ 198.0 200.0 Mount Pipe 3 ems wireless RR65-19-00DP w/ Mount Pipe 170.0 I 170.0 1 commscope VHLP1-23 - I - I - Table 2 - Existing Antenna and Cable Information Center Number Number Feed Mounting Line Antenna Antenna Model of Feed Line Note Level (ft) Elevation 'Antennas Manufacturer Lines Size (in) (ft) 9 rfs celwave APXV18-206517S-ACU w/ Mount Pipe ---------- ------------------------------------- 6 nokia FXFB 9 1-5/8 2 200.0 --- 198.0 3 raycap RNSDC-7771-PF-48 6 rfs celwave ATMAP1412D-1A20 3 rfs celwave ATMAP1412D-1A20 12 1-5/8 1 I 198.0 1 tower mounts Platform Mount [LP 713-1] 170.0 170.0 1 gabriel electronics RSS2-57BSE - - 2 1 I tower mounts I Pipe Mount[PM 601-1] I 1 I 5/8 1 Notes: 1) Existing Equipment 2) Equipment To Be Removed;not considered tnxTower Report-version 6.1.4.1 June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700,Application 292767, Revision 7 Page 4 3)ANALYSIS PROCEDURE Table 3 - Documents Provided Document Remarks Reference , Source Geotechnical Report TEP, 4/5/2012 I 3564589 CCI Sites I Tower Mapping TEP, 4/17/2012 I 3564590 CCI Sites I Tower Foundation Mapping I TEP, 4/19/2012 I 3564588 I CCI Sites I 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 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) Flange plate has the capacity to carry the full tension load of the flange bolts. 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 Elevation(ft) Component Type Size Critical P(K) SF*P allow % Pass/Fail No. Element (K) Capacity', T1 [195-180 ` Leg 1 3/4"solid 3 15.689 49.938 31.4 Pass T2 180-160 Leg 2 1/4"solid 33 -43.564 105.060 41.5 Pass T3 160-140 Leg 2 3/4"solid 64 -63.236 186.965 33.8 Pass T4 140-120 Leg ( 3 1/4"solid 100 -80.584 250.284 32.2 Pass T5 120-100 Leg 3 1/2"solid 127 -99.033 306.707 32.3 Pass T6 100-80 Leg 3 1/2"solid 154 -118.310 306.707 38.6 Pass T7 80-60 Leg 3 3/4"solid 181 -138.166 368.082 37.5 Pass T8 60-40 Leg 4 1/4"solid 208 -157.783 421.280 37.5 Pass T9 40-20 Leg 4 1/2"solid 229 -178.808 493.986 36.2 Pass J T10 20-0 Leg 4 3/4"solid 250 -200.256 571.727 35.0 Pass T1 195-180 Diagonal L2x2x1/4 12 -1.802 19.375 9.3 Pass T2 180-160 Diagonal L2x2x1/4 39 -2.954 I 19.153 15.4 Pass T3 160-140 Diagonal L2x2x1/4 75 -1.721 15.935 10.8 Pass 1 T4 140-120 Diagonal L2 1/2x2 1/2x1/4 108 -2.218 19.847 11.2 Pass T5 120-100 Diagonal L2 1/2x2 112x1/4 135 -2.653 16.141 16.4 Pass I T6 100-80 Diagonal L2 1/2x2 1/2x1/4 162 -3.160 12.185 25.9 Pass T7 80-60 Diagonal L2 1/2x2 1/2x1/4 189 -3.608 9.440 38.2 Pass T8 I 60-40 Diagonal ( L3x3x1/4 I 216 I -4.271 12.255 I 34.8 Pass tnxTower Report-version 6.1.4.1 ' June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700,Application 292767, Revision 7 Page 5 r Section Elevation(ft) Component Type Size Critical P(K) SF*P allow % Pass/Fail No. Element (K) Capacity T9 40-20 Diagonal L3 1/2x3 1/2x1/4 237 -4.753 16.266 29.2 I Pass T10 20 0 Diagonal L3 1/2x3 1/2x1/4 258 -5.374 13.790 39.0 Pass T1 195-180 Top Girt L2x2x1/4 5 -0.463 13.127 3.5 Pass 1—T3 160-140 Top Girt --7— L2x2x1/4 68 -0.090 13.351 0.7 Pass (Summary Leg(T2) 41.5 Pass Diiagonal 39.0 Pass Top Girt 3.5 Pass (T1) I I I I I BoIt Checks I 31.8 Pass Rating= 41.5 Pass Table 5 -Tower Component Stresses vs. Capacity Notes Component Elevation (ft) % Capacity Pass/Fail 1 Anchor Rods - 48.0 r Pass Base Foundation 1, 2 Structural - 8.8 Pass Structural Base Foundation 1 Soil Interaction - 47.7 Pass Structure Rating (max from all components)= 48.0% Notes: a»a,_. „,_�� �� .�_A 1) See additional documentation in"Appendix C–Additional Calculations"for calculations supporting the%capacity consumed. 2) Foundation steel was unknown;therefore ACI minimum steel was used. Table 6 -Microwave Dish Tilt(Sway) Results for 60 mph Rev G Service Dish Analysis Results Tilt Analysis Results Twist(Sway) Elevation Dish Dish Diameter at Service Wind at Service Wind ft ft deg deg 170.0 1 VHLP1-23 1.275 I 0.177 ( 0.015 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. tnxTower Report-version 6.1.4.1 • • t t June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700, Application 292767, Revision 7 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.1.4.1 June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700, Application 292767, Revision 7 Page 7 Tower Input Data The main tower is a 3x free standing tower with an overall height of 195.000 ft above the ground line. The base of the tower is set at an elevation of 0.000 ft above the ground line. The face width of the tower is 4.500 ft at the top and 18.917 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: 1) Tower is located in Jefferson County, Washington. 2) ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). 3) Basic wind speed of 85 mph. 4) Structure Class II. 5) Exposure Category C. 6) Topographic Category 1. 7) Crest Height 0.000 ft. 8) Deflections calculated using a wind speed of 60 mph. 9) A non-linear(P-delta) analysis was used. 10) Pressures are calculated at each section. 11) Stress ratio used in tower member design is 1. Options Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals Assume Rigid Index Plate 4 Calculate Redundant Bracing Forces Use Moment Magnification Use Clear Spans For Wind Area Ignore Redundant Members in FEA 4 Use Code Stress Ratios 4 Use Clear Spans For KL/r .1 SR Leg Bolts Resist Compression 4 Use Code Safety Factors-Guys Retension Guys To Initial Tension 4 All Leg Panels Have Same Allowable Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz ' Use Azimuth Dish Coefficients 4 Consider Feedline Torque Use Special Wind Profile NI Project Wind Area of Appurt. 41 Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction NI Secondary Horizontal Braces Leg NI Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption tnxTower Report-version 6.1.4.1 June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700, Application 292767, Revision 7 Page 8 Wind 180 1 f Leg A Wind 90 AL Leg C Leg B Face C A Wind Normal Triangular Tower Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections ft ft ft T1 195.000- 4.500 1 15.000 180.000 T2 180.000- 4.500 1 20.000 160.000 T3 160.000- 4.500 1 20.000 140.000 T4 140.000- 6.302 1 20.000 120.000 T5 120.000- 8.109 1 20.000 100.000 T6 100.000-80.000 9.911 1 20.000 T7 80.000-60.000 11.714 1 20.000 T8 60.000-40.000 13.521 1 20.000 T9 40.000-20.000 15.323 1 20.000 T10 20.000-0.000 17.130 1 20.000 Tower Section Geometry (cont'd) Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in T1 195.000- 3.750 X Brace No No 0.000 0.000 180.000 T2 180.000- 4.000 X Brace No No 0.000 0.000 160.000 T3 160.000- 4.000 X Brace No No 0.000 0.000 140.000 T4 140.000- 5.000 X Brace No No 0.000 0.000 120.000 T5 120.000- 5.000 X Brace No No 0.000 0.000 100.000 T6 100.000-80.000 5.000 X Brace No No 0.000 0.000 T7 80.000-60.000 5.000 X Brace No No 0.000 0.000 T8 60.000-40.000 6.667 X Brace No No 0.000 0.000 T9 40.000-20.000 6.667 X Brace No No 0.000 0.000 tnxTower Report-version 6.1.4.1 June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700, Application 292767, Revision 7 Page 9 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft ft Panels in in T10 20.000-0.000 6.667 X Brace No No 0.000 0.000 Tower Section Geometry (cont'd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft T1 195.000- Solid Round 1 3/4"solid A572-50 Equal Angle L2x2x1/4 A36 180.000 (50 ksi) (36 ksi) T2 180.000- Solid Round 2 1/4"solid A572-50 Equal Angle L2x2x1/4 A36 160.000 (50 ksi) (36 ksi) T3 160.000- Solid Round 2 3/4"solid A572-50 Equal Angle L2x2x1/4 A36 140.000 (50 ksi) (36 ksi) T4 140.000- Solid Round 3 1/4"solid A572-50 Equal Angle L2 1/2x2 1/2x1/4 A36 120.000 (50 ksi) (36 ksi) T5 120.000- Solid Round 3 1/2"solid A572-50 Equal Angle L2 1/2x2 1/2x1/4 A36 100.000 (50 ksi) (36 ksi) T6 100.000- Solid Round 3 1/2"solid A572-50 Equal Angle L2 1/2x2 1/2x1/4 A36 80.000 (50 ksi) (36 ksi) T7 80.000- Solid Round 3 3/4"solid A572-50 Equal Angle L2 1/2x2 1/2x1/4 A36 60.000 (50 ksi) (36 ksi) T8 60.000- Solid Round 4 1/4"solid A572-50 Equal Angle L3x3x1/4 A36 40.000 (50 ksi) (36 ksi) T9 40.000- Solid Round 4 1/2"solid A572-50 Equal Angle L3 1/2x3 1/2x1/4 A36 20.000 (50 ksi) (36 ksi) T10 20.000- Solid Round 4 3/4"solid A572-50 Equal Angle L3 1/2x3 1/2x1/4 A36 0.000 (50 ksi) (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 195.000- Equal Angle L2x2x1/4 A36 Single Angle A36 180.000 (36 ksi) (36 ksi) T3 160.000- Equal Angle L2x2x1/4 A36 Single Angle A36 140.000 (36 ksi) (36 ksi) Tower Section Geometry (cont'd) Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Diagonals Horizontals ft ft2 in in in T1 195.000- 0.000 0.000 A36 1 1 1.1 0.000 0.000 180.000 (36 ksi) T2 180.000- 0.000 0.000 A36 1 1 1.1 0.000 0.000 160.000 (36 ksi) T3 160.000- 0.000 0.000 A36 1 1 1.1 0.000 0.000 140.000 (36 ksi) T4 140.000- 0.000 0.000 A36 1 1 1.1 0.000 0.000 120.000 (36 ksi) T5 120.000- 0.000 0.000 A36 1 1 1.1 0.000 0.000 100.000 (36 ksi) T6 100.000- 0.000 0.000 A36 1 1 1.1 0.000 0.000 80.000 (36 ksi) T7 80.000- 0.000 0.000 A36 1 1 1.1 0.000 0.000 60.000 (36 ksi) T8 60.000- 0.000 0.000 A36 1 1 1.1 0.000 0.000 40.000 (36 ksi) T9 40.000- 0.000 0.000 A36 1 1 1.1 0.000 0.000 20.000 (36 ksi) tnxTower Report-version 6.1.4.1 June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700, Application 292767, Revision 7 Page 10 Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft ft2 in in in T10 20.000- 0.000 0.000 A36 1 1 1.1 0.000 0.000 0.000 (36 ksi) Tower Section Geometry (cont'd) 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 T1195.000- Yes No 1 1 1 1 1 1 1 1 180.000 1 1 1 1 1 1 1 T2 180.000- Yes No 1 1 1 1 1 1 1 1 160.000 1 1 1 1 1 1 1 T3 160.000- Yes No 1 1 1 1 1 1 1 1 140.000 1 1 1 1 1 1 1 T4 140.000- Yes No 1 1 1 1 1 1 1 1 120.000 1 1 1 1 1 1 1 T5 120.000- Yes No 1 1 1 1 1 1 1 1 100.000 1 1 1 1 1 1 1 T6 100.000- Yes No 1 1 1 1 1 1 1 1 80.000 1 1 1 1 1 1 1 T7 80.000- Yes No 1 1 1 1 1 1 1 1 60.000 1 1 1 1 1 1 1 T8 60.000- Yes No 1 1 1 1 1 1 1 1 40.000 1 1 1 1 1 1 1 T9 40.000- Yes No 1 1 1 1 1 1 1 1 20.000 1 1 1 1 1 1 1 T10 20.000- Yes No 1 1 1 1 1 1 1 1 0.000 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 factor in the out-of- plane direction applied to the overall length. Tower Section Geometry (cont'd) Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation ft Net Width U Net U Net Width U Net U Net U Net U Net U Deduct Width Deduct Width Width Width Width in Deduct in Deduct Deduct Deduct Deduct in in in in in T1195.000- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 1 0.000 0.75 0.000 1 180.000 T2 180.000- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 1 0.000 0.75 0.000 1 160.000 T3 160.000- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 1 0.000 0.75 0.000 1 140.000 T4 140.000- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 1 0.000 0.75 0.000 1 120.000 T5 120.000- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 1 0.000 0.75 0.000 1 100.000 T6 100.000- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 1 0.000 0.75 0.000 1 80.000 T7 80.000- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 1 0.000 0.75 0.000 1 60.000 T8 60.000- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 1 0.000 0.75 0.000 1 40.000 T9 40.000- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 1 0.000 0.75 0.000 1 20.000 T10 20.000- 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 1 0.000 0.75 0.000 1 0.000 tnxTower Report-version 6.1.4.1 June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700, Application 292767, Revision 7 Page 11 Tower Section Geometry (cont'd) Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Elevation Connection Horizontal ft 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 T1 195.000- Flange 0.875 4 0.625 1 0.625 1 0.625 0 0.625 0 0.625 0 0.625 0 180.000 A325N A325N A325N A325N A325N A325N A325N T2 180.000- Flange 0.875 4 0.625 1 0.000 0 0.625 0 0.625 0 0.625 0 0.625 0 160.000 A325N A325N A325N A325N A325N A325N A325N T3 160.000- Flange 1.375 6 0.625 1 0.625 1 0.625 0 0.625 0 0.625 0 0.625 0 140.000 A325N A325N A325N A325N A325N A325N A325N T4 140.000- Flange 1.375 6 0.875 1 0.000 0 0.625 0 0.625 0 0.625 0 0.625 0 120.000 A325N A325N A325N A325N A325N A325N A325N T5 120.000- Flange 1.375 6 0.875 1 0.000 0 0.625 0 0.625 0 0.625 0 0.625 0 100.000 A325N A325N A325N A325N A325N A325N A325N T6 100.000- Flange 1.375 6 0.875 1 0.000 0 0.625 0 0.625 0 0.625 0 0.625 0 80.000 A325N A325N A325N A325N A325N A325N A325N T7 80.000- Flange 1.250 6 0.875 1 0.000 0 0.625 0 0.625 0 0.625 0 0.625 0 60.000 A325N A325N A325N A325N A325N A325N A325N T8 60.000- Flange 1.250 6 0.875 1 0.000 0 0.625 0 0.625 0 0.625 0 0.750 1 40.000 A325N A325N A325N A325N A325N A325N A325N T9 40.000- Flange 1.375 6 0.875 1 0.000 0 0.625 0 0.625 0 0.625 0 0.750 1 20.000 A325N A325N A325N A325N A325N A325N A325N T10 20.000- Flange 1.500 0 1.375 1 0.000 0 0.625 0 0.625 0 0.625 0 0.750 1 0.000 A36 A325N A325N A325N A325N A325N A325N Feed Line/Linear Appurtenances - Entered As Round 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 klf in LDF4.5- A No Ar(CaAa) 170.000-0.000 0.000 0.05 1 1 1.000 0.865 0.000 50(5/8") 0.500 LDF7-50A(1- A No Ar(CaAa) 195.000-0.000 0.000 0 12 12 1.000 1.980 0.001 5/8") 0.500 1.5"flat A No Af(CaAa) 195.000-0.000 0.000 0 2 2 36.000 1.500 0.002 Cable Ladder 0.500 Rail Safety Line B No Ar(CaAa) 195.000-0.000 0.000 0 1 1 0.375 0.375 0.000 3/8 0.500 5/8"ladder B No Ar(CaAa) 195.000-0.000 0.000 0 1 1 0.625 0.625 0.001 rung(12" 0.500 long 12"oc) 1/4"x 2" B No Af(CaAa) 195.000-0.000 0.000 0 2 2 12.000 0.250 0.004 Climb Ladder 0.500 Rail Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft Flash Beacon Lighting A From Leg 0.000 0.000 195.000 No Ice 2.700 2.700 0.050 0.000 0.000 Lightning Rod 5/8"x 6' B From Leg 0.000 0.000 195.000 No Ice 0.375 0.375 0.033 0.000 5.000 (2)Obstruction light A From Leg 0.500 0.000 100.000 No Ice 0.800 0.800 0.010 tnxTower Report-version 6.1.4.1 • June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700, Application 292767, Revision 7 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft 0.000 0.000 (2)Obstruction light B From Leg 0.500 0.000 100.000 No Ice 0.800 0.800 0.010 0.000 0.000 (2)Obstruction light C From Leg 0.500 0.000 100.000 No Ice 0.800 0.800 0.010 0.000 0.000 **Proposed 198`" ATMAP1412D-1A20 A From Face 4.000 0.000 198.000 No Ice 0.467 1.167 0.013 0.000 2.000 ATMAP1412D-1A20 B From Face 4.000 0.000 198.000 No Ice 0.467 1.167 0.013 0.000 2.000 ATMAP1412D-1A20 C From Face 4.000 0.000 198.000 No Ice 0.467 1.167 0.013 0.000 2.000 LNX-6515DS-A1M w/ A From Face 4.000 0.000 198.000 No Ice 11.683 9.842 0.083 Mount Pipe 0.000 2.000 LNX-6515DS-A1M w/ B From Face 4.000 0.000 198.000 No Ice 11.683 9.842 0.083 Mount Pipe 0.000 2.000 LNX-6515DS-A1M w/ C From Face 4.000 0.000 198.000 No Ice 11.683 9.842 0.083 Mount Pipe 0.000 2.000 RR65-19-00DP w/Mount A From Face 4.000 0.000 198.000 No Ice 6.104 4.412 0.042 Pipe 0.000 2.000 RR65-19-00DP w/Mount B From Face 4.000 0.000 198.000 No Ice 6.104 4.412 0.042 Pipe 0.000 2.000 RR65-19-00DP w/Mount C From Face 4.000 0.000 198.000 No Ice 6.104 4.412 0.042 Pipe 0.000 2.000 6'x 2"Mount Pipe A From Face 4.000 0.000 198.000 No Ice 1.425 1.425 0.022 0.000 2.000 6'x 2"Mount Pipe B From Face 4.000 0.000 198.000 No Ice 1.425 1.425 0.022 0.000 2.000 6'x 2"Mount Pipe C From Face 4.000 0.000 198.000 No Ice 1.425 1.425 0.022 0.000 2.000 Platform Mount[LP 713-1] C None 0.000 198.000 No Ice 31.270 31.270 1.510 "TBR 198** **Proposed 170" Pipe Mount[PM 601-1] C From Leg 0.500 0.000 170.000 No Ice 3.000 0.900 0.065 0.000 0.000 tnxTower Report-version 6.1.4.1 June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700, Application 292767, Revision 7 Page 13 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Ven ft ft ft ft2 K VHLP1-23 C Paraboloid w/o From 1.000 20.000 170.000 1.275 No Ice 1.277 0.014 Radome Leg 0.000 0.000 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 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 0 deg-Service 27 Dead+Wind 30 deg-Service 28 Dead+Wind 60 deg-Service 29 Dead+Wind 90 deg-Service 30 Dead+Wind 120 deg-Service 31 Dead+Wind 150 deg-Service 32 Dead+Wind 180 deg-Service 33 Dead+Wind 210 deg-Service 34 Dead+Wind 240 deg-Service 35 Dead+Wind 270 deg-Service 36 Dead+Wind 300 deg-Service 37 Dead+Wind 330 des -Service Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Leg C Max.Vert 18 203.491 15.987 -9.563 Max.H. 18 203.491 15.987 -9.563 Max.H, 7 -161.494 -13.119 7.861 Min.Vert 7 -161.494 -13.119 7.861 Min. H, 7 -161.494 -13.119 7.861 Min.H, 18 203.491 15.987 -9.563 Leg B Max.Vert 10 202.789 -16.094 -9.322 Max. H, 23 -160.958 13.196 7.637 Max. H 23 -160.958 13.196 7.637 tnxTower Report-version 6.1.4.1 June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700,Application 292767, Revision 7 Page 14 Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Min.Vert 23 -160.958 13.196 7.637 Min. H. 10 202.789 -16.094 -9.322 Min. Hz 10 202.789 -16.094 -9.322 Leg A Max.Veil 2 203.428 -0.263 18.594 Max. H. 19 -80.736 2.362 -7.961 Max. Hz 2 203.428 -0.263 18.594 Min.Vert 15 -160.150 0.237 -15.229 Min. H. 9 13.140 -2.280 0.861 Min. Hz 15 -160.150 0.237 -15.229 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° T1 195- 180 3.648 26 0.206 0.017 T2 180- 160 3.008 26 0.193 0.016 T3 160-140 2.250 26 0.157 0.014 T4 140- 120 1.655 26 0.122 0.011 T5 120- 100 1.185 26 0.098 0.009 T6 100-80 0.807 26 0.077 0.007 T7 80-60 0.511 26 0.056 0.006 T8 60-40 0.292 26 0.038 0.004 T9 40-20 0.142 26 0.024 0.003 T10 20-0 0.048 34 0.011 0.001 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 198.000 ATMAP1412D-1A20 26 3.648 0.206 0.017 135029 195.000 Flash Beacon Lighting 26 3.648 0.206 0.017 135029 170.000 VHLP1-23 26 2.611 0.177 0.015 32385 100.000 (2)Obstruction light 26 0.807 0.077 0.007 57737 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° T1 195-180 11.679 18 0.660 0.054 T2 180-160 9.636 18 0.617 0.051 T3 160-140 7.208 18 0.504 0.044 T4 140-120 5.304 18 0.392 0.035 T5 120- 100 3.799 18 0.313 0.030 T6 100-80 2.587 18 0.246 0.024 T7 80-60 1.639 18 0.180 0.018 T8 60-40 0.936 18 0.122 0.013 T9 40-20 0.456 18 0.077 0.008 T10 20-0 0.153 18 0.036 0.004 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 198.000 ATMAP1412D-1A20 18 11.679 0.660 0.054 42525 195.000 Flash Beacon Lighting 18 11.679 0.660 0.054 42525 170.000 VHLP1-23 18 8.363 0.566 0.048 10157 tnxTower Report-version 6.1.4.1 . June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700, Application 292767, Revision 7 Page 15 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 100.000 (2)Obstruction light 18 2.587 0.246 0.024 18026 Bolt Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt K Allowable K T1 195 Leg A325N 0.875 4 3.286 40.589 0.081 V 1 Bolt Tension Diagonal A325N 0.625 1 1.808 9.108 0.198 V 1 Member Block Shear Top Girt A325N 0.625 1 0.452 9.108 0.050 V 1 Member Block Shear T2 180 Leg A325N 0.875 4 9.670 40.589 0 238 V 1 Bolt Tension Diagonal A325N 0.625 1 2.830 9.1080.311 V 1 Member Block Shear T3 160 Leg A325N 1.375 6 9.256 100.230 0.092 V 1 Bolt Tension Diagonal A325N 0.625 1 1.675 9.1080.184 V 1 Member Block Shear Top Girt A325N 0.625 1 0.090 12.425 0.007 V 1 Bolt Shear T4 140 Leg A325N 1.375 6 11.603 100.230 0.116 ✓ 1 Bolt Tension Diagonal A325N 0.875 1 2.170 12.0980 179 V 1 Member Block Shear T5 120 Leg A325N 1.375 6 14.036 100.230 0.140 V 1 Bolt Tension Diagonal A325N 0.875 1 2.611 12.098 0.216 V 1 Member Block Shear T6 100 Leg A325N 1.375 6 16.552 100.230 0.165 V 1 Bolt Tension Diagonal A325N 0.875 1 3.116 12.0980 258 V 1 Member Block Shear T7 80 Leg A325N 1.250 6 19.093 82.835 0.230 V 1 Bolt Tension Diagonal A325N 0.875 1 3.576 12.098 0.296 V 1 Member Block Shear T8 60 Leg A325N 1.250 6 21.530 82.835 0.260 V 1 Bolt Tension Diagonal A325N 0.875 1 4.188 13.4580.311 V 1 Member Block Shear T9 40 Leg A325N 1.375 6 24.048 100.230 0.240 V 1 Bolt Tension Diagonal A325N 0.875 1 4.697 14.7900.318 V 1 Member Bearing T10 20 Diagonal A325N 1.375 1 5.194 16.509 0.315 V 1 Member Block Shear Compression Checks Leg Design Data (Compression) Section Elevation Size L L„ Kl/r A P. o)P„ Ratio No. P„ ft ft ft in2 K K 4,p, T1 195-180 1 3/4"solid 15.000 3.750 102.9 2.405 -15.689 49.938 0.314' K=1.00 V T2 180-160 2 1/4"solid 20.000 4.000 85.3 3.976 -43.564 105.060 0.415' K=1.00 V! T3 160-140 2 3/4"solid 20.027 4.005 69.9 5.940 -63.236 186.965 0.338' K=1.00 V T4 140-120 3 1/4"solid 20.027 5.007 73.9 8.296 -80.584 250.284 0.322' K=1.00 V T5 120-100 3 1/2"solid 20.027 5.007 68.7 9.621 -99.033 306.707 0.323 1 tnxTower Report-version 6.1.4.1 June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700, Application 292767, Revision 7 Page 16 Section Elevation Size L L„ Kl/r A P„ 4P„ Ratio No. Pu ft ft ft int K K (1)1'„ K=1.00 V T6 100-80 3 1/2"solid 20.027 5.007 68.7 9.621 -118.310 306.707 0.386 1 K=1.00 V T7 80-60 3 3/4"solid 20.027 5.007 64.1 11.045 -138.166 368.082 0.375 1 K=1.00 V T8 60-40 4 1/4"solid 20.027 6.676 75.4 14.186 -157.783 421.280 0.375 1 K=1.00 V T9 40-20 4 1/2"solid 20.027 6.676 71.2 15.904 -178.808 493.986 0.362 1 K=1.00 `/ T10 20-0 4 3/4"solid 20.027 6.676 67.5 17.721 -200.256 571.727 0.350 1 K=1.00 V 1 P„ /(I)P„controls Diagonal Design Data (Compression) Section Elevation Size L L„ Kl/r A Pu (i)P„ Ratio No. P„ ft ft ft int K K (1)1D„ T1 195-180 L2x2x1/4 5.858 2.714 92.5 0.938 -1.802 19.375 0.093 1 K=1.11 ✓ T2 180-160 L2x2x1/4 6.021 2.765 93.6 0.938 -2.954 19.153 0.154 1 K=1.10 y/ T3 160-140 L2x2x1/4 7.314 3.508 110.7 0.938 -1.721 15.935 0.108 1 K=1.03 V/ T4 140-120 L2 1/2x2 1/2x1/4 9.336 4.491 112.3 1.190 -2.218 19.847 0.112 K=1.02 V T5 120-100 L2 1/2x2 1/2x1/4 10.901 5.262 128.6 1.190 -2.653 16.141 0.164 K=1.00 V T6 100-80 L2 1/2x2 1/2x1/4 12.530 6.078 148.5 1.190 -3.160 12.185 0.259 1 K=1.00 V T7 80-60 L2 1/2x2 1/2x1/4 14.205 6.905 168.8 1.190 -3.608 9.440 0.382 K=1.00 y/ T8 60-40 L3x3x1/4 16.436 8.038 162.9 1.440 -4.271 12.255 0.348 1 K=1.00 y/ T9 40-20 L3 1/2x3 1/2x1/4 18.102 8.860 153.2 1.690 -4.753 16.266 0.292 K=1.00 V T10 20-0 L3 1/2x3 1/2x1/4 19.777 9.623 166.4 1.690 -5.374 13.790 0.390 1 K=1.00 V 1 P„ /41P„controls Top Girt Design Data (Compression) Section Elevation Size L Lu Kl/r A Pu (pp, Ratio No. P„ ft ft ft in2 K K „p„ T1 195-180 L2x2x1/4 4.500 4.115 126.3 0.938 -0.463 13.127 0.035 K=1.00 V T3 160-140 L2x2x1/4 4.500 4.073 125.0 0.938 -0.090 13.351 0.007 1 K=1.00 V 1 P u /(I)P„controls tnxTower Report-version 6.1.4.1 June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700, Application 292767, Revision 7 Page 17 Tension Checks Leg Design Data (Tension) Section Elevation Size L L. Kl/r A P. (1)P„ Ratio No. P, ft ft ft in2 K K (1)P,, T1 195-180 1 3/4"solid 15.000 3.750 102.9 2.405 13.145 108.238 0.121 V T2 180-160 2 1/4"solid 20.000 4.000 85.3 3.976 38.680 178.924 0.216 V T3 160-140 2 3/4"solid 20.027 4.005 69.9 5.940 55.535 267.281 0.208 V T4 140-120 3 1/4"solid 20.027 5.007 73.9 8.296 69.615 373.310 0.186 1 V T5 120-100 3 1/2"solid 20.027 5.007 68.7 9.621 84.215 432.951 0.195' V T6 100-80 3 1/2"solid 20.027 5.007 68.7 9.621 99.312 432.951 0.229 1 ✓ 1 T7 80-60 3 3/4"solid 20.027 5.007 64.1 11.045 114.559 497.010 0.230' V T8 60-40 4 1/4"solid 20.027 6.676 75.4 14.186 129.182 638.381 0.202 V T9 40-20 4 1/2"solid 20.027 6.676 71.2 15.904 144.289 715.694 0.202 1 V T10 20-0 4 3/4"solid 20.027 6.676 67.5 17.721 159.317 797.425 0.200 109 1 P„ /(1)P,controls Diagonal Design Data (Tension) Section Elevation Size L L. KI/r A P. (1)P, Ratio No. Pu ft ft ft in2 K K +a T1 195-180 L2x2x1/4 5.858 2.714 55.8 0.563 1.808 24.485 0.074 1 V T2 180-160 L2x2x1/4 6.021 2.765 56.8 0.563 2.830 24.485 0.116 1 V T3 160-140 L2x2x1/4 7.314 3.508 71.5 0.563 1.675 24.485 0.068 V T4 140-120 L2 1/2x2 1/2x1/4 9.336 4.491 72.4 0.705 2.170 30.668 0.071 V T5 120-100 L2 1/2x2 1/2x1/4 10.901 5.262 84.5 0.705 2.611 30.668 0.085 V T6 100-80 L2 1/2x2 1/2x1/4 12.530 6.078 97.2 0.705 3.116 30.668 0.102 V T7 80-60 L2 1/2x2 1/2x1/4 14.205 6.905 110.1 0.705 3.576 30.668 0.117 V T8 60-40 L3x3x1/4 16.436 8.038 105.7 0.892 4.188 38.824 0.108 V T9 40-20 L3 1/2x3 1/2x1/4 18.102 8.860 99.2 1.080 4.697 46.980 0.100 V T10 20-0 L3 1/2x3 1/2x1/4 19.777 9.623 108.3 0.986 5.194 42.902 0.121 V 1 P„ /(I)P„controls tnxTower Report-version 6.1.4.1 June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700, Application 292767, Revision 7 Page 18 Top Girt Design Data (Tension) Section Elevation Size L L. Kl/r A P„ 4,p, Ratio No. Pu ft ft ft in2 K K +Pa T1 195-180 L2x2x1/4 4.500 4.115 85.8 0.563 0.452 24.485 0.018 1 V T3 160- 140 L2x2x1/4 4.500 4.073 85.0 0.563 0.025 24.485 0.001 V 1 P„ /+P„controls Section Capacity Table Section Elevation Component Size Critical P 0Pa„ow % Pass No. ft Type Element K K Capacity Fail T1 195-180 Leg 1 3/4"solid 3 -15.689 49.938 31.4 Pass T2 180-160 Leg 2 1/4"solid 33 -43.564 105.060 41.5 Pass T3 160-140 Leg 2 3/4"solid 64 -63.236 186.965 33.8 Pass T4 140-120 Leg 3 1/4"solid 100 -80.584 250.284 32.2 Pass T5 120-100 Leg 3 1/2"solid 127 -99.033 306.707 32.3 Pass T6 100-80 Leg 3 1/2"solid 154 -118.310 306.707 38.6 Pass T7 80-60 Leg 3 3/4"solid 181 -138.166 368.082 37.5 Pass T8 60-40 Leg 4 1/4"solid 208 -157.783 421.280 37.5 Pass T9 40-20 Leg 4 1/2"solid 229 -178.808 493.986 36.2 Pass T10 20-0 Leg 4 3/4"solid 250 -200.256 571.727 35.0 Pass T1 195-180 Diagonal L2x2x1/4 12 -1.802 19.375 9.3 Pass T2 180-160 Diagonal L2x2x1/4 39 -2.954 19.153 15.4 Pass T3 160-140 Diagonal L2x2x1/4 75 -1.721 15.935 10.8 Pass T4 140-120 Diagonal L2 1/2x2 1/2x1/4 108 -2.218 19.847 11.2 Pass T5 120-100 Diagonal L2 1/2x2 1/2x1/4 135 -2.653 16.141 16.4 Pass T6 100-80 Diagonal L2 1/2x2 1/2x1/4 162 -3.160 12.185 25.9 Pass T7 80-60 Diagonal L2 1/2x2 1/2x1/4 189 -3.608 9.440 38.2 Pass T8 60-40 Diagonal L3x3x1/4 216 -4.271 12.255 34.8 Pass T9 40-20 Diagonal L3 1/2x3 1/2x1/4 237 -4.753 16.266 29.2 Pass T10 20-0 Diagonal L3 1/2x3 1/2x1/4 258 -5.374 13.790 39.0 Pass T1 195-180 Top Girt L2x2x1/4 5 -0.463 13.127 3.5 Pass T3 160-140 Top Girt L2x2x1/4 68 -0.090 13.351 0.7 Pass Summary Leg(T2) 41.5 Pass Diagonal 39.0 Pass (T10) Top Girt 3.5 Pass (T1) Bolt 31.8 Pass Checks RATING= 41.5 Pass tnxTower Report-version 6.1.4.1 June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700, Application 292767, Revision 7 Page 19 APPENDIX B BASE LEVEL DRAWING LEG A CLIMBING PEGS W/ SAFETY CLIMB (INSTALLED-TO BE REMOVED) ::: LEG B (9) 1-S/B"TO 198 FT LEVEL (INSTALLED) (1)5/8'TO 170 FT LEVEL (12) 1-5/8"TO 198 FT LEVEL ... ... LEG C tnxTower Report-version 6.1.4.1 • June 9, 2015 195 Ft Self Support Tower Structural Analysis CCI BU No 826842 Project Number 37515-2037.001.8700, Application 292767, Revision 7 Page 20 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.1.4.1 III[11111111111111 195.09 DESIGNED APPURTENANCE LOADING o TYPE ':. ELEVATION TYPE ELEVATION ATMAP1412D-1A20 198 6'x 2"Mount Pipe 198 w X co ' M ` .2 ATMAP1412D-1A20 198 6'x 2"Mount Pipe 198 ct v ATMAP1412D-1A20 198 Platform Mount[LP 713-1] 198 N _ 180.0 ft LNX-6515DS-A1M w/Mount Pipe 198 Flash Beacon Lighting 195 LNX-6515DS-A1M w/Mount Pipe 198 Lightning Rod 5/8"x 6' 195 LNX-6515DS-A1M w/Mount Pipe 198 Pipe Mount[PM 601-1] 170 N RR65-19-00DP w/Mount Pipe 198 VHLP1-23 170 e v I RR65-19-00DP w/Mount Pipe 198 (2)Obstruction light 100 ~ N Z f RR65-19-000P w/Mount Pipe 198 (2)Obstruction light 100 of `y 6'x 2"Mount Pipe 198 (2)Obstruction light 100 160.0 ft ,e2 Nur MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu N e A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi e o TOWER DESIGN NOTES 0 1. Tower is located in Jefferson County,Washington. 140.0 ft 2. Tower designed for Exposure C to the TIA-222-G Standard. co 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. g 6. Topographic Category 1 with Crest Height of 0.000 ft 7. TOWER RATING:41.5% r on 120.0 f --er- 0 Oo t Im N -L� m c 100.0 5 bt4 0 M N Q co .- ,-En. ,,,,,0 Q • n Q r co Q of �s iloWil 80.0 5 .-441110, Ti OM K Airi co 60.0 ft 0 N ▪ Y r V x v J 0) 0 ALL REACTIONS — 40.0 ft —or ARE FACTORED N N MAX.CORNER REACTIONS AT BASE: DOWN: 203 K r SHEAR: 19 K u w 0OW41 UPLIFT: -161 K —,5,-- 20.0 n SHEAR: 15 K Oppo.W111 AXIAL J NI- 49 K cl. i i h h..._.—.41 II I II I% SHEA MOMENT 30 K i 3064 kip-ft 0.011 <o TORQUE 9 kip-ft REACTIONS-85 mph WIND a w < ▪ U ? Y a O• 5 5 O 8 d rn Ft" fn .. - O 0 H IL 0 lob: piFPaul J. Ford and Company 190-ft S/S Port Ludlow, WA 250 E. Broad Street Suite 600 Project:gU826842/PJF37515-2037 Columbus, OH 43215 Client:Crown Castle Drawn by:Rebekah Dorris App'd' Phone:614.221.6679 Code: TIA-222-G Data:06/08/15 Scale''NTS FAX:614.448.4105 Path:,, nmaD,vg Pbl E-1 Anchor Rod Check for Self Supporting Towers TIA-222-G, Section 4.9.9 Rev.6.1 (A CCR 0 N ASTE Site Data Reactions BU#: 826842 Eta Factor, q 0.55 Detail Type Site Name: Uplift, Pu: 161 kips App#: Shear,Vu: 15 kips Anchor Rod Data lar: in Qty: 6 Mu =0.65*lar*Vu ft-kips Diam: 1.5 _in Rod Material: A36 Strength (Fu): 58 ksi Anchor Rod Results: Yield (Fy): 36 ksi Max Rod (Cu+Vu/q): 31.4 Kips Design Axial, c*Fu*Anet: 65.4 Kips *Rod Circle: in Anchor Rod Stress Ratio: 48.0% *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 When the clear distance from the top of concrete to the bottom of anchor rods at the extreme fiber to of level nut excceeds 1.0 times the diameter of the anchor rod, consider if eccentric load due to leg the following interaction equation shall also be satisfied(see reinforcement exist. Figure 4-4 of Rev. G) (Vu4Rnv)2+I(Pu/4Rnt)+ (leu4Rnm)12<= 1 oho e o a: �Rnv=�*0.45*Fub*Ab= kips A A B B (1)1Rnt=4)*Fu*Anel= kips (I)Rnm=d*Fy*Z= ft-kips Concrete--t corcrete 'D'1'" PiF.._-1 SECTION A-A SECTION 8-5 Detail Type (a) Detail Type(b) ct.f.:6)C oho p G snnrx cc.te - Grout Concrete—N., ,q.+g-., 1 SECTION C-C SECTION D-D Detail Type (c) Detail Type (d) Maximum Acceptable Ratio: 105 % "(- •s.c (See Note 1 below) 14.d7.s -- Governing Stress Ratio: 48.0% Pass Figure 4-4 of TIA-222-G 37515-2037.001.8700-SST Anchor Rod Check For Rev G-Rev 6.1 091912.xls RIFPAUL J. FORD Job Number: 37515-2037 Page: 1 & COMPANY Site Number: 826842 By: Rq,,!D 250 E Broad St,Ste 600•Columbus,OH 43215 Site Name: PT HWY 19 Date: 6/8/2015 Phone 614.221.6679 www.pauljford.com DRILLED PIER SOIL AND STEEL ANALYSIS -TIA-222-G Factored Base Reactions from RISA Safe Factors/Load Factors/cl,Factors Comp.(+) Tension(-) Tower Type= .elf-Su•sorted Moment,Mu= k-ft ACI Code= 'CI 318-08 Shear,Vu= 19.0 15.0 kips Seismic Design Category= Axial Load,Pu= 203.0 -161.0 kips Reference Standard= IA-222-G Use 1.3 Load Factor? OTMu= I 4.81 3.81k-ft @ Ground Load Factor= 1.00 Drilled Pier Parameters Safety Factor tP Factor Diameter= 5.75 ft Soil Lateral Resistance= 0.75 Height Above Grade= 0.25 ft Skin Friction= 0.75 Depth Below Grade= 22.2 ft End Bearing= 0.75 fc'= 3 ksi Concrete Wt.Resist Uplift= EC= 0.003 in/in Load Combinations Checked per T1A-222-G Mat Ftdn.Cap Width= ft 1.(0.75)Ult.Skin Friction+(0.75)Ult.End Bearing Mat Ftdn.Cap Length= ft +(1.2)Effective Soil Wt.-(1.2)Buoyant Conc.Wt.>_Comp. Depth Below Grade= ft 2.(0.75)Ult.Skin Friction+(0.9)Buoyant Conc.Wt.z Uplift Steel Parameters Soil Parameters Number of Bars= 16 Water Table Depth= 99.00 't Rebar Size= #8 Depth to Ignore Soil= 3.00 't Rebar Fy= 60 ksi Depth to Full Cohesion= 0 t Rebar MOE= 29000 ksi Full Cohesion Starts at? around Tie Size= #3 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 5 115 0 32 Sand 120 120 5 2 2.5 122 0 45 Sand 480 480 7.5 3 2.5 122 0 45 Sand 680 680 10 4 5 122 0 45 Sand 990 990 15 5 5 124 0 45 Sand 1400 1400 20 6 5 124 0 45 Sand 140000 1820 1820 25 7 2 124 0 45 Sand 2110 2110 27 8 9 10 11 12 Soil Results: Overturnin Depth to COR= 17.67 ft,from Grade Shear,Vu= 19.00 cips Bending Moment,Mu= 340.52 k-ft,from COR Resisting Shear,4 Vn= 505.58 kips Resisting Moment,4 Mn= 9061.21 k-ft,from COR MOMENT RATIO= 3.8% OK SHEAR RATIO= 3.8% OK Soil Results: Uplift Soil Results: Compression Uplift,Tu= 161.00 kips Compression,Cu= 203.00 <ips Uplift Capacity,<1)Tn= 337.39 kips Comp.Capacity,(1)Cn= 2964.07 kips UPLIFT RATIO= 47.7% OK COMPRESSION RATIO= 6.8% OK Steel Results(ACI 318-08): Minimum Steel Area= 12.46 sq in Axial Load,Pu= -105.70 <ips @ 10.75 ft Below Grade Actual Steel Area= 12.64 sq in Moment,Mu= 127.42 <-ft @ 10.75 ft Below Grade Moment,irl)Mn= 1445.19 k-ft Axial,PPn(min)= -682.56 kips,Where(1)Mn=0 k-ft MOMENT RATIO= 8.8% OK Axial,(1)Pn(max)= 5335.89 kips,Where(3)Mn=0 k-ft v4.0-Effective:10-18-13 (c)Copyright 2013 by Paul J.Ford and Company,all rights reserved. e MISeOzoutOc Self-Support Analysis per 2012 IBC WN n/^' Site BU: 826842 �kJ V CRO V V! V Work Order: j 4 S TL E Aplication: Rev. / , t Axial,Wt= 49.0 kips From TNX: Shear,VW= 30.0 kips degrees minutes seconds Site Latitude= 47 55 49.13 47.9303 degrees Site Longitude= -122 44 58.25 -122.7495 degrees Mass or Stiffness Irregularities= No (Table 2-9) Ground Supported Structure= Yes Foundation Type= Independent Structure Class= II (Table 2-1) Site Class= D-Stiff Soil (Table 2-11) Spectral response acceleration short periods,Ss= 1.274 USGS Seismic Tool Spectral response acceleration 1 s period,S1= 0.517 Tower Height(AGL),HL= 195.0 ft Importance Factor,I= 1.0 (Table 2-3) Acceleration-based site coefficient,Fa= 1.0 (Table 2-12) Velocity-based site coefficient,Fy= 1.5 (Table 2-13) Design spectral response acceleration short period,SDS= 0.849 (2.7.6) Design spectral response acceleration 1 s period,SD1= 0.517 (2.7.6) Calculated CS= 0.283 (2.7.7.1) Base Seismic Shear,VS= 11.6 kips Base Face Width,wo= 18.9 ft Average Face Width of Structure,wa= 10.4 ft Variable,W1= 18.5 (2.7.11.1) Tower Weight of Top 5%of Structure= 0.6 kips Appurtenance Weight Within Top 5%of Structure= 2.2 kips Total Weight Within Top 5%of Structure,W2= 2.8 kips Fundamental Frequency,Ff= 1.159 (2.7.11.1) Ff related variable,SA= 0.599 (2.7.8.1) Calculated CS= 0.200 (2.7.7.1) Minimum CS= 0.037 (2.7.7.1) Minimum CS when Si>_0.75= 0.000 (2.7.7.1) Final C5= 0.200 Alternative Base Seismic Shear,VS= 8.2 kips Full seismic analysis is required by 2012 IBC for all sites. This site requires grade beams to resist 2/3 of the Seismic Base Shear= 5.4393 kips CCISeismic 2.0.07 Page 1 Analysis Date: 6/8/2015 t195Oft a •• t v v M © - DESIGNED APPURTENANCE LOADING x co TYPE ELEVATION TYPE ELEVATION 180_0 ft Seismic Discrete Force 1 200 Seismic Linear Force 10 105 Seismic Discrete Force 2 198 Seismic Discrete Force 5 100 Seismic Discrete Force 3 195 Seismic Linear Force 11 95 Seismic Linear Force 1 192.5 Seismic Section Force 6 90 12 v v Seismic Section Force 1 187.5 Seismic Linear Force 12 85 N Seismic Linear Force 2 185 Seismic Linear Force 13 75 ix co Seismic Linear Force 3 175 Seismic Section Force 7 70 > Seismic Discrete Force 4 170 Seismic Linear Force 14 65 © 160.0 ft . Seismic Section Force 2 170 Seismic Linear Force 15 55 Seismic Linear Force 4 165 Seismic Section Force 8 50 - Seismic Linear Force 5 155 Seismic Linear Force 16 45 Seismic Section Force 3 150 Seismic Linear Force 17 35 P M , Seismic Linear Force 6 145 Seismic Section Force 9 30 N Seismic Linear Force 7 135 Seismic Linear Force 18 25 re co Seismic Section Force 4 130 Seismic Linear Force 19 15 140.0 ft Seismic Linear Force 8 125 Seismic Section Force 10 10 2 Seismic Linear Force 9 115 Seismic Linear Force 20 5 N . Seismic Section Force 5 110 clro Ti MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu m A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi 1zo.on TOWER DESIGN NOTES - 1. Tower is located in Jefferson County,Washington. os 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. rii 6. Topographic Category 1 with Crest Height of 0.000 ft — N - © — limo ft 7. TOWER RATING:19.4% CI cc 1;3a A 80.0 ft Cl R. W Q 2 ,.•-, Z M litl 01 co w 60.0n 0 N ,ft Wr N V r < M a X J iiM re rn -".111111111 -05- - 40.0n ALL REACTIONS N ARE FACTORED M _y - MAX.CORNER REACTIONS AT BASE: §riiu? e DOWN: 61 K Nr SHEAR: 4 K y UPLIFT.' -32 K o — 20.0 n el SHEAR: 2 K N el 1i-. AXIAL fi a 49 K N SHEAR> MOMENT 111100-1044 5 HK 731 ki ft 0.0 n TORQUE 0 kip-ft co REACTIONS-85 mph WIND I e v m � r m m r w P3 m e a "d N s 3 ❑ ❑ H !L h 2i RIFPaul J. Ford and Company 'ab'190-ft S/S Port Ludlow, WA 250 E. Broad Street Suite 600 Proiea:BU826842/PJF375152037 Columbus, OH 43215 01ien1 Crown Castle Drawn by:Rebekah Dorris APp'd Phone:614.221.6679 code. TIA-222-G Date:06/09/15 Scale: NTS FAX.614.448.4105 Path:----,-...„---,,,..,,,..-------,..n._� °"9N;E-1