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Specifications ' PAU L J F 0 R D 05-'40 �� S\kY & COMPANYIC� 1965-4015 -.r Date: December 15, 2017 RECEIVED Kent Nowak Paul J. Ford and Company Crown Castle SEP 2 0 2018 250 East Broad Street, Suite 600 2055 S. Stearman Drive Columbus, Ohio 43215 Chandler, AZ 85286 CITY OF TIGARD 614-221-6679 BUILDING DIVISION austin g @pjfweb.com Subject: Structural Analysis Report Carrier Designation: Sprint PCS Co-Locate Carrier Site Number: P063XC002 Carrier Site Name: Dr FeelGood Crown Castle Designation: Crown Castle BU Number: 825028 Crown Castle Site Name: King City Crown Castle JDE Job Number: 459180 Crown Castle Work Order Number: 1497368 Crown Castle Application Number: 405624 Rev. 1 Engineering Firm Designation: Paul J. Ford and Company Project Number: 37517-3980.001.7805 Site Data: 13680 SW Pacific Highway, Tigard, Washington County, OR Latitude 45°25'14.2", Longitude -122°47'3.5" 99 Foot-Monopole Tower Dear Kent Nowak, Paul J. Ford and Company is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 1117342, in accordance with application 405624, revision 1. 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. _ l This analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code and the 2012 International Building Code based upon an ultimate 3-second gust wind speed of 120 mph converted to a nominal 3-second gust wind speed of 93 mph per section 1609.3.1 as required for use in the ANSI/TIA-222-G- 2005 Standard, "Structural Standard for Antenna Supporting Structures and Antennas", with ANSI/TIA-222-G-1- 2007 and ANSI/TIA-222-G-2-2009 Addenda per Exception#5 of Section 1609.1.1. Risk Category II, Exposure Category B and Topographic Category 1 were used in this analysis, We at Paul J. Ford and Company appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on th'- .�arryivi - .rojects please give us a call. � �`g�� �NGINEFR ssi Respectfully submitted by: - 64241 PE. 7 7 j I-64 Grant J. Austin i �i� • Structural Designer UOY. •1.Gpo RrJ. SN1PCk H tnxTower Report-version 7.0.5.1 {EXPIRES 1 /go' I , , PAUL J. FORD a J59 & COMPANY 1965.20,$ Date: December 15, 2017 Kent Nowak Paul J. Ford and Company Crown Castle 250 East Broad Street, Suite 600 2055 S. Stearman Drive Columbus, Ohio 43215 Chandler,AZ 85286 614-221-6679 gaustin@pjfweb.com Subject: Structural Analysis Report Carrier Designation: Sprint PCS Co-Locate Carrier Site Number: PO63XC002 Carrier Site Name: Dr FeelGood Crown Castle Designation: Crown Castle BU Number: 825028 Crown Castle Site Name: King City Crown Castle JDE Job Number: 459180 Crown Castle Work Order Number: 1497368 Crown Castle Application Number: 405624 Rev. 1 Engineering Firm Designation: Paul J. Ford and Company Project Number: 37517-3980.001.7805 Site Data: 13680 SW Pacific Highway, Tigard, Washington County, OR Latitude 45°25'14.2'; Longitude-122°47'3.5" 99 Foot-Monopole Tower Dear Kent Nowak, Paul J. Ford and Company is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 1117342, in accordance with application 405624, revision 1. 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 2014 Oregon Structural Specialty Code and the 2012 International Building Code based upon an ultimate 3-second gust wind speed of 120 mph converted to a nominal 3-second gust wind speed of 93 mph per section 1609.3.1 as required for use in the ANSI/TIA-222-G- 2005 Standard, "Structural Standard for Antenna Supporting Structures and Antennas", with ANSI/TIA-222-G-1- 2007 and ANSI/TIA-222-G-2-2009 Addenda per Exception#5 of Section 1609.1.1. Risk Category II, Exposure Category B and Topographic Category 1 were used in this analysis. We at Paul J. Ford and Company appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Respectfully submitted by: Grant J.Austin Structural Designer tnxTower Report-version 7.0.5.1 December CCIBUNo 15825028, 2017 99 r al Analysis Project NumberMonopole 3751Towe7 3980.00Structur1.7805,Application 405624, Revision 1 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 4.1)Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 7.0.5.1 December 15, 2017 99 Ft Monopole Tower Structural Analysis CC/BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 3 1) INTRODUCTION This tower is a 99 ft Monopole tower designed by ENGINEERED ENDEAVORS, INC. in December of 2004. The tower was originally designed for a wind speed of 80 mph per TIA/EIA-222-F. 2)ANALYSIS CRITERIA This analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code and the 2012 International Building Code based upon an ultimate 3-second gust wind speed of 120 mph converted to a nominal 3-second gust wind speed of 93 mph per section 1609.3.1 as required for use in the ANSI/TIA-222-G- 2005 Standard, "Structural Standard for Antenna Supporting Structures and Antennas", with ANSI/TIA-222-G-1- 2007 and ANSI/TIA-222-G-2-2009 Addenda per Exception#5 of Section 1609.1.1. Risk Category II, Exposure Category B and Topographic Category 1 were used in this analysis. Table 1 -Proposed Antenna and Cable Information Center Number Mounting Line Antenna Number Feed Level(ft) Elevation of Manufacturer Antenna Model of Feed Line Size Note (ft) Antennas Lines (in) 3 commscope DHHTT65B-3XR w/Mount 80.0 81.0 Pipe samsung 3 1-7/16 3 telecomm. RRH B8 tnxTower Report-version 7.0.5.1 December 15, 2017 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 37517-3980.001.7805, Application 405624, Revision 1 Page 4 Table 2 - Existing Antenna and Cable Information Center Number Number Feed Mounting Lineof Antenna Antenna Model of Feed Line Size Note Level (ft) Elevation Antennas Manufacturer Lines (in) (ft) 6 commscope ATM200-A20 1 5/16 96.0 96.0 SBNHH-1D65B w/ Mount 7/8 1 3 commscope Pipe 91.0 91.0 1 misc 26.8"0 x 8' Concealment -- -- 1 93.0 3 commscope E15S09P84 90.0 91.0 3 commscope E15S09P84 -- -- 1 88.0 3 commscope TMAT1921 XB68-21 A 83.0 83.0 1 misc 26.8"0 x 8' Concealment -- -- 1 80.0 80.0 3 powerwave P65-16-XLPP-RR w/Mount 3 1-1/4 2 technologies Pipe 72.0 72.0 3 csa wireless PCSX065-18-2 w/Mount Pipe 6 7/8 1 67.0 67.0 1 misc 26.8"0 x 8' Concealment -- -- 1 64.0 64.0 1 tower mounts Side Arm Mount [SO 102-3] -- -- 1 3 samsung POWER JUNCTION telecomm. CYLINDER 57.0 3 samsung RRH-P4 telecomm. 55.0 55.0 1 tower mounts Side Arm Mount [SO 102-3] -- -- 1 3 samsung OPTIC FIBER JUNCTION telecomm. CYLINDER 53.0 3 samsung RRH-C2A W/EXT FILTER telecomm. Notes: 1) Existing Equipment 2) Equipment To Be Removed tnxTower Report-version 7.0.5.1 , December 15, 2017 99 Ft Monopole Tower Structural Analysis CC/BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 5 3)ANALYSIS PROCEDURE Table 3 -Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS LSI Adapt, OR03-10399, 3472511 CCISITES 11/21/2003 4-TOWER FOUNDATION EEI, 12215, 12/19/2003 3485467 CCISITES DRAWINGS/DESIGN/SPECS 4-TOWER MAPPING FDH, 1467H31500 (R1), 6388772 CCISITES 06/24/2014 3.1) Analysis Method tnxTower(version 7.0.5.1), a commercially available analysis software package,was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) The monopole has been analyzed for seismic loading using a modal analysis per ASCE 7-10. See Appendix C for seismic calculations. 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. tnxTower Report-version 7.0.5.1 December 15, 2017 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 6 4) ANALYSIS RESULTS Table 4 -Section Capacity (Summary) SectionCritical P(K) SF*P_allow % Pass!Fail No. Elevation(ft) Component Type Size Element (K) Capacity L1 99-91 Pole TP4.5x4.5x0.337 1 -0.47 138.83 11.7 Pass L2 91 -83 Pole TP4.5x4.5x0.674 2 -1.14 253.94 27.2 Pass L3 83-75 Pole TP4.5x4.5x2.25 3 -2.39 715.69 36.7 Pass L4 75-67 Pole TP6x6x3 4 -3.81 1272.35 28.9 Pass L5 67-31.79 Pole TP30.75x25.5x0.1875 5 -7.11 912.69 27.3 Pass L6 31.79-0 Pole TP35x29.716x0.25 6 -11.61 1485.15 33.3 Pass Summary Pole(L3) 36.7 Pass RATING= 36.7 Pass Table 5 -Tower Component Stresses vs. Capacity-LC5 Notes Component Elevation (ft) %Capacity Pass/ Fail 1 Anchor Rods 0 39.3 Pass 1 Base Plate 0 46.1 Pass 1 Base Foundation - 0 15.7 Pass Structural Steel 1 Base Foundation 0 33.8 Pass Soil Interaction 1 Flange Connection 68 Sufficient Pass 1 Flange Connection 76 56.6 Pass 1 Flange Connection 84 52.0 Pass 1 Flange Connection 92 12.4 Pass Structure Rating (max from all components) = 56.6% Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The monopole and its foundation have sufficient capacity to carry the proposed loading configuration. No modifications are required at this time. tnxTower Report-version 7.0.5.1 r r December 15, 2017 99 Ft Monopole Tower Structural Analysis CC/BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 7 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 7.0.5.1 , December 15, 2017 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 8 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 1) Tower is located in Washington County, Oregon. 2) ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). 3) Basic wind speed of 93.00 mph. 4) Structure Class II. 5) Exposure Category B. 6) Topographic Category 1. 7) Crest Height 0.0000 ft. 8) Nominal ice thickness of 1.2500 in. 9) Ice thickness is considered to increase with height. 10) Ice density of 56.00 pcf. 11) A wind speed of 30.00 mph is used in combination with ice. 12) Temperature drop of 50.00 °F. 13) Deflections calculated using a wind speed of 60.00 mph. 14) A non-linear(P-delta)analysis was used. 15) Pressures are calculated at each section. 16) Stress ratio used in pole design is 1. 17) Local bending stresses due to climbing loads,feed line supports, and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments-Diagonals Ni Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification Ni Use Clear Spans For Wind Area SR Leg Bolts Resist Compression NI Use Code Stress Ratios Use Clear Spans For KUr All Leg Panels Have Same Allowable v Use Code Safety Factors-Guys Retension Guys To initial Tension Offset Girt At Foundation Escalate Ice NI Bypass Mast Stability Checks v` Consider Feed Line Torque Always Use Max Kz v' Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile Ni Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Exemption Include Bolts In Member Capacity Autocaic Torque Arm Areas Use TIA-222-G Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component til Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top-Mounted- utketb SR Members Are Concentric Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in 1..1 99.0000- 8.0000 0.00 Round 4.5000 4.5000 0.3370 A53-B-35(35 ks) 91.0000 L2 91.0000- 8.0000 0.00 Round 4.5000 4.5000 0.6700 A53-B-35 83.0000 (35 ksi) L3 83.0000- 8.0000 0.00 Round 4.5000 4.5000 2.2500 A572-50 75.0000 (50 ksi) L4 75.0000- 8.0000 0.00 Round 6.0000 6.0000 3.0000 A572-50 67.0000 (50 ksi) L5 67.0000- 35.2100 4.42 18 25.5000 30.7500 0.1875 0.7500 A572-50 31.7900 (50 ksi) L6 31.7900- 36.2100 18 29.7160 35.0000 0.2500 1.0000 A572-50 0.0000 50 ksi tnxTower Report-version 7.0.5.1 '99 Ft Monopole Tower Structural Analysis December 15, 2017 Project Number 37517-3980.001.7805,Application 405624, Revision 1 CCI 81J No 82520021 9 Page 9 Tapered Pole Properties Section Tip Dia. Area I r C l/C J lt/Q w wit in int in4 in in in3 in4 in2 in L1 4.5000 4.4074 9.6105 1.4767 2.2500 4.2713 19.2210 2.2024 0.0000 0 4.5000 4.4074 9.6105 1.4767 2.2500 4.2713 19.2210 2.2024 0.0000 0 L2 4.5000 8.0616 15.2343 1.3747 2.2500 6.7708 30.4686 4.0284 0.0000 0 4.5000 8.0616 15.2343 1.3747 2.2500 6.7708 30.4686 4.0284 0.0000 0 L3 4.5000 15.9043 20.1289 1.1250 2.2500 8.9462 40.2578 7.9474 0.0000 0 4.5000 15.9043 20.1289 1.1250 2.2500 8.9462 40.2578 7.9474 0.0000 0 L4 6.0000 28.2743 63.6173 1.5000 3.0000 21.2058 127.2345 14.1287 0.0000 0 6.0000 28.2743 63.6173 1.5000 3.0000 21.2058 127.2345 14.1287 0.0000 0 L5 25.8934 15.0641 1219.4128 8.9859 12.9540 94.1341 2440.4302 7.5335 4.1580 22.176 31.2244 18.1885 2146.4080 10.8497 15.6210 137.4053 4295.6403 9.0960 5.0820 27.104 L6 30.8293 23.3812 2564.7551 10.4604 15.0957 169.8997 5132.8850 11.6928 4.7900 19.16 35.5399 27.5741 4206.7704 12.3363 17.7800 236.6013 8419.0762 13.7897 5.7200 22.88 Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Spacing ftDiagonals Horizontals Redundants in in in in L1 99.0000- 1 0 1 91.0000 L2 91.0000- 1 0 1 83.0000 L3 83.0000- 1 1 1 75.0000 L4 75.0000- 1 0 1 67.0000 L5 67.0000- 1 1 1 31.7900 L6 31.7900- 1 1 1 0.0000 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2ift pif LDF5-50A(7/8) C No Inside Pole 96.0000-0.0000 12 No Ice 0.0000 0.33 1/2"Ice 0.0000 0.33 1"Ice 0.0000 0.33 ATCB-B01-003(5/16) C No Inside Pole 96.0000-0.0000 1 No IceIce0.0000 0.07 1/2"Ice 0.0000 0.07 1"Ice 0.0000 0.07 .�, 2"Ice 0.0000 0.07 TYPE 11(1-7/16) C No CaAa(Out Of 80.0000-0.0000 1 No Ice 0.1437 0.74 Face) 1/2"Ice 0.2437 1.92 1"Ice 0.3437 3.72 TYPE 11(1-7/16) C No CaAa(Out Of 80.0000-0.0000 2 No IceIce 0.0000 0.74 Face) 1/2"Ice 0.0000 1.92 1"Ice 0.0000 3.72 ,,, 2"Ice 0.0000 9.14 LDF5-50A(7/8) C No Inside Pole 72.0000-0.0000 6 No Ice 0.0000 0.33 1/2"Ice 0.0000 0.33 1"Ice 0.0000 0.33 . .. 2 Ice 0.0000 0.33 tnxTower Report-version 7.0.5.1 December 15, 2017 99 Ft Monopole Tower Structural Analysis CC!BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 10 I Feed Line/Linear Appurtenances Section Areas I Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K 1..1 99.0000-91.0000 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.02 L2 91.0000-83.0000 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.03 L3 83.0000-75.0000 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.719 0.04 L4 75.0000-67.0000 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 1.150 0.06 L5 67.0000-31.7900 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 5.060 0.29 L6 31.7900-0.0000 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 4.568 0.26 I Feed Line/Linear Appurtenances Section Areas - With Ice I Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Le. in ft2 ft2 ft2 ft2 K L1 99.0000-91.0000 A 2.779 0.000 0.000 0.000 0.000 0.00 g 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.02 L2 91.0000-83.0000 A 2.754 0.000 0.000 0.000 0.000 0.00 g 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.03 L3 83.0000-75.0000 A 2.728 0.000 0.000 0.000 0.000 0.00 g 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 3.447 0.27 L4 75.0000-67.0000 A 2.699 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 5.468 0.41 L5 67.0000-31.7900 A 2.602 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 23.386 1.76 L6 31.7900-0.0000 A 2.318 0.000 0.000 0.000 0.000 0.00 _ B _ 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 21.114 1.53 Feed Line Center of Pressure I Section Elevation CPX CPZ CPX CPZ Ice Ice ft in in in in L1 99.0000-91.0000 0.0000 0.0000 0.0000 0.0000 L2 91.0000-83.0000 0.0000 0.0000 0.0000 0.0000 L3 83.0000-75.0000 -0.0941 0.0543 -0.1665 0.0961 L4 75.0000-67.0000 -0.6495 0.3750 -0.6495 0.3750 L5 67.0000-31.7900 -0.1734 0.1001 -0.5814 0.3357 L6 31.7900-0.0000 -0.1748 0.1009 -0.6082 0.3512 I Shielding Factor Ka I I Tower Feed Line Description Feed Line I Ka I Ka Section I Record No. I Segment No Ice Ice Elev. tnxTower Report-version 7.0.5.1 December 15, 2017 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 11 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 SBNHH-1 D65B w/Mount A From Leg 1.0000 0.0000 96.0000 No Ice 0.0000 0.0000 0.07 Pipe 0.00 1/2" 0.0000 0.0000 0.14 0.00 Ice 0.0000 0.0000 0.21 1"Ice 0.0000 0.0000 0.39 2"Ice SBNHH-1D65B w/Mount B From Leg 1.0000 0.0000 96.0000 No Ice 0.0000 0.0000 0.07 Pipe 0.00 1/2" 0.0000 0.0000 0.14 0.00 Ice 0.0000 0.0000 0.21 1"Ice 0.0000 0.0000 0.39 2"Ice SBNHH-1D65B w/Mount C From Leg 1.0000 0.0000 96.0000 No Ice 0.0000 0.0000 0.07 Pipe 0.00 1/2" 0.0000 0.0000 0.14 0.00 Ice 0.0000 0.0000 0.21 1"Ice 0.0000 0.0000 0.39 2"Ice (2)ATM200-A20 A From Leg 1.0000 0.0000 96.0000 No Ice 0.0000 0.0000 0.00 0.00 1/2" 0.0000 0.0000 0.00 0.00 Ice 0.0000 0.0000 0.01 1"Ice 0.0000 0.0000 0.02 2"Ice (2)ATM200-A20 B From Leg 1.0000 0.0000 96.0000 No Ice 0.0000 0.0000 0.00 0.00 1/2" 0.0000 0.0000 0.00 0.00 Ice 0.0000 0.0000 0.01 1"Ice 0.0000 0.0000 0.02 2"Ice (2)ATM200-A20 C From Leg 1.0000 0.0000 96.0000 No Ice 0.0000 0.0000 0.00 0.00 1/2" 0.0000 0.0000 0.00 0.00 Ice 0.0000 0.0000 0.01 1"Ice 0.0000 0.0000 0.02 2"Ice (2)E15S09P84 A From Leg 1.0000 0.0000 90.0000 No Ice 0.0000 0.0000 0.01 0.00 1/2" 0.0000 0.0000 0.02 3.00 Ice 0.0000 0.0000 0.02 1"Ice 0.0000 0.0000 0.04 2"Ice (2)E15S09P84 B From Leg 1.0000 0.0000 90.0000 No Ice 0.0000 0.0000 0.01 0.00 1/2" 0.0000 0.0000 0.02 1.00 Ice 0.0000 0.0000 0.02 1"Ice 0.0000 0.0000 0.04 2"Ice E15S09P84 C From Leg 1.0000 0.0000 90.0000 No Ice 0.0000 0.0000 0.01 0.00 1/2" 0.0000 0.0000 0.02 1.00 Ice 0.0000 0.0000 0.02 1"Ice 0.0000 0.0000 0.04 2"Ice E15S09P84 C From Leg 1.0000 0.0000 90.0000 No Ice 0.0000 0.0000 0.01 0.00 1/2" 0.0000 0.0000 0.02 3.00 Ice 0.0000 0.0000 0.02 1"Ice 0.0000 0.0000 0.04 2"Ice (2)TMAT1921XB68-21A A From Leg 1.0000 0.0000 90.0000 No Ice 0.0000 0.0000 0.02 0.00 1/2" 0.0000 0.0000 0.02 -2.00 Ice 0.0000 0.0000 0.03 1"Ice 0.0000 0.0000 0.05 2"Ice TMAT1921XB68-21A B From Leg 1.0000 0.0000 90.0000 No Ice 0.0000 0.0000 0.02 0.00 1/2" 0.0000 0.0000 0.02 -2.00 Ice 0.0000 0.0000 0.03 1"Ice 0.0000 0.0000 0.05 tnxTower Report-version 7.0.5.1 December 15, 2017 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 12 DescriptionFace Offset Offsets: Azimuth Placement .,. �_ . CAAA . CaAn Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft 2"Ice DHHTT65B-3XR w/Mount A Fromleg 1.00000.000080.0000 No Ice8.3708 7.0042 0.07 Pipe 0.00 1/2" 8.9314 8.1855 0.14 1.00 Ice 9.4571 9.0806 0.22 1"Ice 10.5310 10.9045 0.40 2"Ice DHHTT65B-3XR w/Mount B From Leg 1.0000 0.000080.0000 No Ice 8.3708 7.0042 0.07 Pipe 0.00 1/2" 8.9314 8.1855 0.14 1 pp Ice 9.4571 9.0806 0.22 1"Ice 10.5310 10.9045 0.40 2"Ice DHHTT65B-3XR w/Mount C From Leg 1.0000 0.0000 80.0000 No Ice 8.3708 7.0042 0.07 Pipe 0.00 1/2" 8.9314 8.1855 0.14 1.00 Ice 9.4571 9.0806 0.22 1"Ice10.5310 10.9045 0.40 2"Ice RRH-B8 AFrom Leg 1.0000 0.0000 80.0000 No Ice 2.8802 1.7425 0.06 0.00 1/2" 3.0951 1.9226 0.08 1.00 Ice 3.3174 2.1119 0.11 1"Ice 3.7843 2.5127 0.18 2"Ice RRH-B8 B FromLeg 1.0000 0.0000 80.0000No Ice 2.8802 1.7425 0.06 0.00 1/2" 3.0951 1.9226 0.08 1.00 Ice 3.3174 2.1119 0.11 1"Ice 3.7843 2.5127 0.18 2"Ice RRH-B8 C FromLeg 1.00000.0000 80.0000 No Ice 2.8802 1.7425 0.06 0.00 1/2" 3.0951 1.9226 0.08 1.00 Ice 3.3174 2.1119 0.11 1"Ice 3.7843 2.5127 0.18 2"Ice PCSX065-18-2 w/Mount A From Leg 1.0000 0.0000 72.0000 No Ice 0.0000 0.0000 0.04 Pipe 0.00 1/2" 0.0000 0.0000 0.08 0.00 Ice 0.0000 0.0000 0.13 1"Ice0.0000 0.0000 0.25 2"Ice PCSX065-18-2 w/Mount B From Leg 1.0000 0.0000 72.0000 No Ice 0.0000 0.0000 0.04 pipe0.00 1/2" 0.0000 0.0000 0.08 0.00 Ice 0.0000 0.0000 0.13 1"Ice0.0000 0.0000 0.25 2"Ice_ PCSX065-18 2 w!Mount C From Leg 1.0000 0.0000 72.0000 No Ice 0.0000 0.0000 0.04 Pipe 0.00 1!2" 0.00000.0000 0.08 0.00 Ice 0.0000 0.0000 0.13 1"Ice0.00000.0000 0.25 2"Ice Side Arm Mount[SO 102- C None 0.000064.0000 No Ice 3.0000 3.0000 0.08 3] 1/2" 3.48 00 3.4800 0.11 Ice3.9600 3.9600 0.14 1"Ice 4.9200 4.9200 0.20 2"Ice OPTIC FIBER JUNCTION A From Leg 1.0000 0.0000 55.0000 No Ice 0.3061 0.3061 0.00 CYLINDER 0.00 1/2" 0.3867 0.3867 0.01 -2.00 Ice 0.4742 0.4742 0.01 1"Ice 0.6731 0.6731 0.03 2"Ice OPTIC FIBER JUNCTION B From Leg 1.0000 0.0000 55.0000 No Ice 0.3061 0.3061 0.00 CYLINDER 0.00 1/2" 0.3867 0.3867 0.01 -2.00 Ice 0.4742 0.4742 0.01 1"Ice 0.6731 0.6731 0.03 2"Ice tnxTower Report-version 7.0.5.1 December 15, 2017 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 13 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 OPTIC FIBER JUNCTION C From Leg 1.0000 0.0000 55.0000 No Ice 0.3061 0.3061 0.00 CYLINDER 0.00 1/2" 0.3867 0.3867 0.01 -2.00 Ice 0.4742 0.4742 0.01 1"Ice 0.6731 0.6731 0.03 2"Ice POWER JUNCTION A From Leg 1.0000 0.0000 55.0000 No Ice 0.4385 0.4385 0.00 CYLINDER 0.00 1/2" 0.5416 0.5416 0.01 2.00 Ice 0.6517 0.6517 0.01 1"Ice 0.8929 0.8929 0.03 2"Ice POWER JUNCTION B From Leg 1.0000 0.0000 55.0000 No Ice 0.4385 0.4385 0.00 CYLINDER 0.00 1/2" 0.5416 0.5416 0.01 2.00 Ice 0.6517 0.6517 0.01 1"Ice 0.8929 0.8929 0.03 2"Ice POWER JUNCTION C From Leg 1.0000 0.0000 55.0000 No Ice 0.4385 0.4385 0.00 CYLINDER 0.00 1/2" 0.5416 0.5416 0.01 2.00 Ice 0.6517 0.6517 0.01 1"Ice 0.8929 0.8929 0.03 2"Ice RRH-C2A W/EXT FILTER A From Leg 1.0000 0.0000 55.0000 No Ice 3.1093 1.3788 0.06 0.00 1/2" 3.3321 1.5454 0.08 -2.00 Ice 3.5623 1.7190 0.10 1"Ice 4.0450 2.0872 0.16 2"Ice RRH-C2A W/EXT FILTER B From Leg 1.0000 0.0000 55.0000 No Ice 3.1093 1.3788 0.06 0.00 1/2" 3.3321 1.5454 0.08 -2.00 Ice 3.5623 1.7190 0.10 1"Ice 4.0450 2.0872 0.16 2"Ice RRH-C2A W/EXT FILTER C From Leg 1.0000 0.0000 55.0000 No Ice 3.1093 1.3788 0.06 0.00 1/2" 3.3321 1.5454 0.08 -2.00 Ice 3.5623 1.7190 0.10 1"Ice 4.0450 2.0872 0.16 2"Ice RRH-P4 A From Leg 1.0000 0,0000 55.0000 No Ice 2.7353 1.7890 0.06 0.00 1/2" 2.9479 1.9675 0.08 2.00 Ice 3.1679 2.1576 0.11 1"Ice 3.6301 2.5663 0.17 2"Ice RRH-P4 B From Leg 1.0000 0.0000 55.0000 No Ice 2.7353 1.7890 0.06 0.00 1/2" 2.9479 1.9675 0.08 2.00 Ice 3.1679 2.1576 0.11 1"Ice 3.6301 2.5663 0.17 2"Ice RRH-P4 C From Leg 1.0000 0.0000 55.0000 No Ice 2.7353 1.7890 0.06 0.00 1/2" 2.9479 1.9675 0.08 2.00 Ice 3.1679 2.1576 0.11 1"Ice 3.6301 2.5663 0.17 2"Ice Side Arm Mount[SO 102- C None 0.0000 55.0000 No Ice 3.0000 3.0000 0.08 3] 1/2" 3.4800 3.4800 0.11 Ice 3.9600 3.9600 0.14 1"Ice 4.9200 4.9200 0.20 2"Ice Canister Load1 C None 0.0000 99.0000 No Ice 5.3600 5.3600 0.06 1/2" 11.1200 11.1200 0.12 Ice 11.5200 11.5200 0.19 1"Ice 12.3200 12.3200 0.34 2"Ice Canister Load2 C None 0.0000 91.0000 No Ice 10.7200 10.7200 0.20 1/2" 22.2400 22.2400 0.34 Ice 23.0400 23.0400 0.47 1"Ice 24.6400 24.6400 0.77 2"Ice tnxTower Report-version 7.0.5.1 December 15, 2017 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 14 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight orType Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ft Canister Load3 C None 0.0000 83.0000 No Ice 5.3600 5.3600 0.21 1/2" 11.5200 11.5200 0.27 Ice 12.3200 12.3200 0.35 1"Ice 13.9200 13.9200 0.51 2"Ice Canister Load4 C None 0.0000 75.0000 No Ice 5.3600 5.3600 0.21 1/2" 11.5200 11.5200 0.27 Ice 12.3200 12.3200 0.35 1"Ice 13.9200 13.9200 0.51 2"Ice Canister Load5 C None 0.0000 67.0000 No Ice 5.3600 5.3600 0.24 1/2" 11.1200 11.1200 0.30 Ice 11.5200 11.5200 0.37 1"Ice 12.3200 12.3200 0.52 2"Ice Tower Pressures - No Ice GH=1.100 A Section z KZ p: AG F AF R Afog Le g CAAA CAAA Elevation a % In Out c Face Face ft ft psf ft2 e ft2 ft2 ft2 ft2 ft2 LI 99.0000- 95.0000 0.974 20.48 3.000 A 0.000 0.000 0.000 0.00 0.000 0.000 91.0000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 91.0000- 87.0000 0.95 19.98 3.000 A 0.000 0.000 0.000 0.00 0.000 0.000 83.0000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 83.0000- 79.0000 0.924 19.43 3.000 A 0.000 3.000 3.000 100.00 0.000 0.000 75.0000 B 0.000 3.000 100.00 0.000 0.000 C 0.000 3.000 100.00 0.000 0.719 L4 75.0000- 71.0000 0.896 18.85 4.000 A 0.000 0.000 0.000 0.00 0.000 0.000 67.0000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 1.150 L5 67.0000- 49.3006 0.807 16.88 83.796 A 0.000 83.796 83.796 100.00 0.000 0.000 31.7900 B 0.000 83.796 100.00 0.000 0.000 C 0.000 83.796 100.00 0.000 5.060 L6 31.7900- 15.5189 0.7 14.72 87.912 A 0.000 87.912 87.912 100.00 0.000 0.000 0.0000 B 0.000 87.912 -- 1-00.00 0.000 4.000 C 0.000 87.912 100.00 0.000 4.568 Tower Pressure -With Ice GH= 1.100 A,„Section z KZ q: tZ AG F AR A R A,g Le 9 CAAA CAAA Elevation a % In Out c Face Face ft ft psf in ft2 e ft2 ft2 ft2 ft2 ft2 Li 99.0000- 95.0000 0.974 2.13 2.7788 6.705 A 0.000 0.000 0.000 0.00 0.000 0.000 91.0000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 91.0000- 87.0000 0.95 2.08 2.7545 6.673 A 0.000 0.000 0.000 0.00 0.000 0.000 83.0000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 83.0000- 79.0000 0.924 2.02 2.7280 6.637 A 0.000 6.637 6.637 100.00 0.000 0.000 75.0000 B 0.000 6.637 100.00 0.000 0.000 C 0.000 6.637 100.00 0.000 3.447 L4 75.0000- 71.0000 0.896 1.96 2.6991 7.599 A 0.000 0.000 0.000 0.00 0.000 0.000 tnxTower Report-version 7.0.5.1 99 Ft Monopole Tower Structural Analysis December 15, 2017 Project Number 37517-3980.001.7805,Application 405624, Revision 1 CCI BU No 825025 Page 15 Section on z Kz q2 tz AG F AF AR Ale, Leg CAAA CAAA Elevatia % In Out c Face Face ft ft psf in ft2 e ft2 ft2 ft2 ft2 ft2 67.0000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 5.468 L5 67.0000- 49.3006 0.807 1.76 2.6024 99.068 A 0.000 99.068 99.068 100.00 0.000 0.000 31.7900 B 0.000 99.068 100.00 0.000 0.000 C 0.000 99.068 100.00 0.000 23.386 L6 31.7900- 15.5189 0.7 1.53 2.3183 101.700 A 0.000 101.700 101.700 100.00 0.000 0.000 0.0000 B 0.000 101.700 100.00 0.000 0.000 C 0.000 101.700 100.00 0.000 21.114 Tower Pressure - Service GM=1.100 Section z Kz qz AG F AF AR AI, Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf ft2 e ft2 ft2 ft2 ft2 ft2 L199.0000- 95.0000 0.974 7.63 3.000 A 0.000 0.000 0.000 0.00 0.000 0.000 91.0000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 91.0000- 87.0000 0.95 7.44 3.000 A 0.000 0.000 0.000 0.00 0.000 0.000 83.0000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 83.0000- 79.0000 0.924 7.24 3.000 A 0.000 3.000 3.000 100.00 0.000 0.000 75.0000 B 0.000 3.000 100.00 0.000 0.000 C 0.000 3.000 100.00 0.000 0.719 L4 75.0000- 71.0000 0.896 7.02 4.000 A 0.000 0.000 0.000 0.00 0.000 0.000 67.0000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 1.150 L5 67.0000- 49.3006 0.807 6.29 83.796 A 0.000 83.796 83.796 100.00 0,000 0.000 31.7900 B 0.000 83.796 100.00 0.000 0.000 C 0.000 83.796 100.00 0.000 5.060 L6 31.7900- 15.5189 0.7 5.48 87.912 A 0.000 87.912 87.912 100.00 0.000 0.000 0.0000 B 0.000 87.912 100.00 0.000 0.000 C 0.000 87.912 100.00 0.000 4.568 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 tnxTower Report-version 7.0.5.1 December 15, 2017 99 Ft Monopole Tower Structural Analysis CC/BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 16 Comb. Description No. 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+i.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft L1 99-91 Pole Max Tension 3 0.00 -0.00 -0.00 Max.Compression 26 -2.85 -0.00 0.01 Max.Mx 8 -0.47 -1.75 0.00 Max.My 2 -0.47 -0.00 1.75 Max.Vy 8 0.23 -1.75 0.00 Max.Vx 2 -0.23 -0.00 1.75 Max.Torque 5 -0.00 L2 91 -83 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -5.04 -0.09 0.17 Max.Mx 8 -1.14 -6.95 0.04 Max.My 2 -1.14 -0.03 6.97 Max.Vy 8 0.65 -6.95 0.04 Max.Vx 2 -0.65 -0.03 6.97 Max.Torque 22 -0.00 L3 83-75 Pole fJ4xTension -1---01)0 0.00 - 0.00 _ Max.Compression 26 -9.28 -0.04 0.15 Max.Mx 8 -2.39 -20.67 0.04 Max.My 2 -2.39 -0.02 20.69 Max.Vy 8 2.04 -20.67 0.04 Max.Vx 2 -2.04 -0.02 20.69 Max.Torque 22 -0.00 L4 75-67 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -12.73 0.05 0.10 Max.Mx 8 -3.81 -38.60 0.04 Max.My 2 -3.81 -0.02 38.62 Max.Vy 20 -2.25 31.83 0.04 Max.Vx 2 -2.25 -0.02 31.89 Max.Torque 25 0.01 L5 67-31.79 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -22.29 1.52 -0.76 Max.Mx 20 -7.11 148.92 -0.01 Max.My 14 -7.11 0.07 -148.86 Max.Vy 20 -4.55 148.92 -0.01 Max.Vx 14 4.55 0.07 -148.86 Max.Torque 25 0.17 L6 31.79-0 Pole Max Tension 1 0.00 0.00 0.00 tnxTower Report-version 7.0.5.1 December 15, 2017 99 Ft Monopole Tower Structural Analysis CC/BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 17 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.Compression 26 -32.31 3.40 -1.87 Max.Mx 20 -11.61 345.10 -0.07 Max.My 14 -11.61 0.18 -344.99 Max.Vy 20 -6.29 345.10 -0.07 Max.Vx 14 6.29 0.18 -344.99 Max.Torque 25 0.35 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 32.31 -0.00 -0.00 Max.H, 20 11.61 6.28 -0.00 Max.HZ 2 11.61 0.00 6.28 Max.M„ 2 344.85 0.00 6.28 Max.M, 8 344.74 -6.28 -0.00 Max.Torsion 25 0.35 3.14 5.44 Min.Vert 3 8.71 0.00 6.28 Min.H, 8 11.61 -6.28 -0.00 Min.HZ 14 11.61 0.00 -6.28 Min.M, 14 -344.99 0.00 -6.28 Min.MZ 20 -345.10 6.28 -0.00 Min.Torsion 13 -0.35 -3.14 -5.44 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 9.68 -0.00 0.00 0.06 0.15 0.00 1.2 Dead+1.6 Wind 0 deg- 11.61 -0.00 -6.28 -344.85 0.18 -0.30 No Ice 0.9 Dead+1.6 Wind 0 deg- 8.71 -0.00 -6.28 -342.94 0.13 -0.30 No Ice 1.2 Dead+1.6 Wind 30 deg- 11.61 3.14 -5.44 -298.64 -172.28 -0.18 No Ice 0.9 Dead+1.6 Wind 30 deg- 8.71 3.14 -5.44 -296.99 -171.37 -0.18 No Ice 1.2 Dead+1.6 Wind 60 deg- 11.61 5.44 -3.14 -172.39 -298.53 -0.00 No Ice 0.9 Dead+1.6 Wind 60 deg- 8.71 5.44 -3.14 -171.44 -296.91 -0.00 No Ice 1.2 Dead+1.6 Wind 90 deg- 11.61 6.28 0.00 0.07 -344.74 0.17 No Ice 0.9 Dead+1.6 Wind 90 deg- 8.71 6.28 0.00 0.05 -342.86 0.17 No Ice 1.2 Dead+1.6 Wind 120 deg 11.61 5.44 3.14 172.53 -298.53 0.30 -No Ice 0.9 Dead+1.6 Wind 120 deg 8.71 5.44 3.14 171.55 -296.91 0.30 -No Ice 1.2 Dead+1.6 Wind 150 deg 11.61 3.14 5.44 298.78 -172.28 0.35 -No Ice 0.9 Dead+1.6 Wind 150 deg 8.71 3.14 5.44 297.10 -171.37 0.35 -No Ice 1.2 Dead+1.6 Wind 180 deg 11.61 -0.00 6.28 344.99 0.18 0.30 -No Ice 0.9 Dead+1.6 Wind 180 deg 8.71 -0.00 6.28 343.05 0.13 0.30 -No Ice 1.2 Dead+1.6 Wind 210 deg 11.61 -3.14 5.44 298.78 172.64 0.18 -No Ice 0.9 Dead+1.6 Wind 210 deg 8.71 -3.14 5.44 297.10 171.63 0.18 -No Ice 1.2 Dead+1.6 Wind 240 deg 11.61 -5.44 3.14 172.53 298.89 0.00 tnxTower Report-version 7.0.5.1 1 December 15, 2017 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 18 Load Vertical Shears Shear Overturning Overturning Torque Combination Moment,Ms Moment,Mz K K K kip-ft kiet kip-ft -No Ice 0.9 Dead+1.6 Wind 240 deg 8.71 -5.44 3.14 171.55 297.18 0.00 -No Ice 1.2 Dead+1.6 Wind 270 deg 11.61 -6.28 0.00 0.07 345.10 -0.17 -No Ice 0.9 Dead+1.6 Wind 270 deg 8.71 -6.28 0.00 0.05 343.13 -0.17 -No Ice 1.2 Dead+1.6 Wind 300 deg 11.61 -5.44 -3.14 -172.39 298.89 -0.30 -No Ice 0.9 Dead+1.6 Wind 300 deg 8.71 -5.44 -3.14 -171.44 297.18 -0.30 -No Ice 1.2 Dead+1.6 Wind 330 deg 11.61 -3.14 -5.44 -298.64 172.64 -0.35 -No Ice 0.9 Dead+1.6 Wind 330 deg 8.71 -3.14 -5.44 -296.99 171.63 -0.35 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 32.31 0.00 0.00 1.87 3.40 0.00 1.2 Dead+1.0 Wind 0 32.31 0.00 -0.91 -50.08 3.46 -0.09 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 32.31 0.45 -0.78 -43.13 -22.50 -0.05 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 32.31 0.78 -0.45 -24.12 -41.51 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 32.31 0.91 0.00 1.84 -48.46 0.05 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 32.31 0.78 0.45 27.81 -41.51 0.09 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 32.31 0.45 0.78 46.81 -22.50 0.10 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 32.31 0.00 0.91 53.77 3.46 0.09 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 32.31 -0.45 0.78 46.81 29.43 0.05 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 32.31 -0.78 0.45 27.81 48.43 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 32.31 -0.91 0.00 1.84 55.39 -0.05 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 32.31 -0.78 -0.45 -24.12 48.43 -0.09 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 32.31 -0.45 -0.78 -43.13 29.43 -0.10 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 9.68 -0.00 -1.46 -79.91 0.15 0.00 Dead+Wind 30 deg-Service 9.68 0.73 -1.27 -69.20 -39.84 0.00 Dead+Wind 60 deg-Service 9.68 1.27 -0.73 -39.92 -69.11 -0.00 Dead+Wind 90 deg-Service 9.68 1.46 0.00 0.06 -79.82 -0.00 Dead+Wind 120 deg- 9.68 1.27 0.73 40.04 -69.11 -0.00 Service Dead+Wind-450 deg- 9.68- - 13.71 1.27_ 69.32 -- -39.84 -0.00 Service Dead+Wind 180 deg- 9.68 -0.00 1.46 80.03 0.15 -0.00 Service Dead+Wind 210 deg- 9.68 -0.73 1.27 69.32 40.13 -0.00 Service Dead+Wind 240 deg- 9.68 -1.27 0.73 40.04 69.40 0.00 Service Dead+Wind 270 deg- 9.68 -1.46 0.00 0.06 80.12 0.00 Service Dead+Wind 300 deg- 9.68 -1.27 -0.73 -39.92 69.40 0.00 Service Dead+Wind 330 deg- 9.68 -0.73 -1.27 -69.20 40.13 0.00 Service -.�, ---.. ... tnxTower Report-version 7.0.5.1 December 15, 2017 99 Ft Monopole Tower Structural Analysis CC/BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 19 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 -9.68 0.00 0.00 9.68 -0.00 0.000% 2 0.00 -11.61 -6.28 0.00 11.61 6.28 0.004% 3 0.00 -8.71 -6.28 0.00 8.71 6.28 0.006% 4 3.14 -11.61 -5.44 -3.14 11.61 5.44 0.004% 5 3.14 -8.71 -5.44 -3.14 8.71 5.44 0.006% 6 5.44 -11.61 -3.14 -5.44 11.61 3.14 0.004% 7 5.44 -8.71 -3.14 -5.44 8.71 3.14 0.006% 8 6.28 -11.61 0.00 -6.28 11.61 -0.00 0.004% 9 6.28 -8.71 0.00 -6.28 8.71 -0.00 0.006% 10 5.44 -11.61 3.14 -5.44 11.61 -3.14 0.004% 11 5.44 -8.71 3.14 -5.44 8.71 -3.14 0.006% 12 3.14 -11.61 5.44 -3.14 11.61 -5.44 0.004% 13 3.14 -8.71 5.44 -3.14 8.71 -5.44 0.006% 14 0.00 -11.61 6.28 0.00 11.61 -6.28 0.004% 15 0.00 -8.71 6.28 0.00 8.71 -6.28 0.006% 16 -3.14 -11.61 5.44 3.14 11.61 -5.44 0.004% 17 -3.14 -8.71 5.44 3.14 8.71 -5.44 0.006% 18 -5.44 -11.61 3.14 5.44 11.61 -3.14 0.004% 19 -5.44 -8.71 3.14 5.44 8.71 -3.14 0.006% 20 -6.28 -11.61 0.00 6.28 11.61 -0.00 0.004% 21 -6.28 -8.71 0.00 6.28 8.71 -0.00 0.006% 22 -5.44 -11.61 -3.14 5.44 11.61 3.14 0.004% 23 -5.44 -8.71 -3.14 5.44 8.71 3.14 0.006% 24 -3.14 -11.61 -5.44 3.14 11.61 5.44 0.004% 25 -3.14 -8.71 -5.44 3.14 8.71 5.44 0.006% 26 0.00 -32.31 0.00 -0.00 32.31 -0.00 0.002% 27 0.00 -32.31 -0.91 -0.00 32.31 0.91 0.001% 28 0.45 -32.31 -0.78 -0.45 32.31 0.78 0.001% 29 0.78 -32.31 -0.45 -0.78 32.31 0.45 0.001% 30 0.91 -32.31 0.00 -0.91 32.31 -0.00 0.001% 31 0.78 -32.31 0.45 -0.78 32.31 -0.45 0.001% 32 0.45 -32.31 0.78 -0.45 32.31 -0.78 0.001% 33 0.00 -32.31 0.91 -0.00 32.31 -0.91 0.001% 34 -0.45 -32.31 0.78 0.45 32.31 -0.78 0.001% 35 -0.78 -32.31 0.45 0.78 32.31 -0.45 0.001% 36 -0.91 -32.31 0.00 0.91 32.31 -0.00 0.001% 37 -0.78 -32.31 -0.45 0.78 32.31 0.45 0.001% 38 -0.45 -32.31 -0.78 0.45 32.31 0.78 0.001% 39 0.00 -9.68 -1.46 0.00 9.68 1.46 0.005% 40 0.73 -9.68 -1.27 -0.73 9.68 1.27 0.005% 41 1.27 -9.68 -0.73 -1.27 9.68 0.73 0.005% 42 1.46 -9.68 0.00 -1.46 9.68 -0.00 0.005% 43 1.27 -9.68 0.73 -1.27 9.68 -0.73 0.005% 44 0.73 -9.68 1.27 -0.73 9.68 -1.27 0.005% 45 0.00 -9.68 1.46 0.00 9.68 -1.46 0.005% 46 -0.73 -9.68 1.27 0.73 9.68 -1.27 0.005% 47 -1.27 -9.68 0.73 1.27 9.68 -0.73 0.005% 48 -1.46 -9.68 0.00 1.46 9.68 -0.00 0.005% 49 -1.27 -9.68 -0.73 1.27 9.68 0.73 0.005% 50 -0.73 -9.68 -1.27 0.73 9.68 1.27 0.005% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 19 0.00009802 0.00004451 3 Yes 18 0.00011075 0.00006183 4 Yes 19 0.00009694 0.00005338 5 Yes 18 0.00010943 0.00007071 6 Yes 19 0.00009693 0.00005398 7 Yes 18 0.00010942 0.00007149 8 Yes 19 0.00009800 0.00004441 tnxTower Report-version 7.0.5.1 December 15, 2017 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 20 9 Yes 18 0.00011073 0.00006171 10 Yes 19 0.00009690 0.00005433 11 Yes 18 0.00010939 0.00007223 12 Yes 19 0.00009686 0.00005264 13 Yes 18 0.00010936 0.00006981 14 Yes 19 0.00009792 0.00004439 15 Yes 18 0.00011066 0.00006171 16 Yes 19 0.00009684 0.00005385 17 Yes 18 0.00010934 0.00007159 18 Yes 19 0.00009684 0.00005320 19 Yes 18 0.00010935 0.00007074 20 Yes 19 0.00009794 0.00004436 21 Yes 18 0.00011068 0.00006166 22 Yes 19 0.00009688 0.00005299 23 Yes 18 0.00010937 0.00007020 24 Yes 19 0.00009691 0.00005473 25 Yes 18 0.00010941 0.00007269 26 Yes 10 0.00000001 0.00000877 27 Yes 22 0.00000001 0.00000493 28 Yes 22 0.00000001 0.00000473 29 Yes 22 0.00000001 0.00000466 30 Yes 22 0.00000001 0.00000475 31 Yes 22 0.00000001 0.00000001 32 Yes 22 0.00000001 0.00000001 33 Yes 22 0.00000001 0.00000473 34 Yes 22 0.00000001 0.00000465 35 Yes 22 0.00000001 0.00000472 36 Yes 22 0.00000001 0.00000490 37 Yes 22 0.00000001 0.00000479 38 Yes 22 0.00000001 0.00000481 39 Yes 16 0.00000001 0.00004697 40 Yes 16 0.00000001 0.00004568 41 Yes 16 0.00000001 0.00004562 42 Yes 16 0.00000001 0.00004684 43 Yes 16 0.00000001 0.00004543 44 Yes 16 0.00000001 0.00004531 45 Yes 16 0.00000001 0.00004652 46 Yes 16 0.00000001 0.00004523 47 Yes 16 0.00000001 0.00004529 48 Yes 16 0.00000001 0.00004666 49 Yes 16 0.00000001 0.00004548 50 Yes 16 0.00000001 0.00004560 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ° ° ft in Comb. L1 99-91 7.322 40 1:0531 - 0.0002 --- L2 91 -83 5.583 40 1.0068 0.0001 L3 83-75 4.001 39 0.8534 0.0001 L4 75-67 2.805 48 0.5157 0.0000 L5 67-31.79 2.127 48 0.2710 0.0000 L6 36.21 -0 0.680 47 0.1630 0.0000 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 99.0000 Canister Load1 40 7.322 1.0531 0.0002 8760 96.0000 SBNHH-1D65B w/Mount Pipe 40 6.663 1.0403 0.0002 8760 91.0000 Canister Load2 40 5.583 1.0068 0.0001 5147 90.0000 (2)E15S09P84 39 5.373 0.9967 0.0001 4421 83.0000 Canister Load3 39 4.001 0.8534 0.0001 2022 80.0000 DHHTT65B-3XR WI Mount Pipe 50 3.493 0.7361 0.0001 1590 75.0000 Canister Load4 48 2.805 0.5157 0.0000 1337 72.0000 PCSX065-18-2 w/Mount Pipe 48 2.504 0.4054 0.0000 1725 tnxTower Report-version 7.0.5.1 December 15, 2017 99 Ft Monopole Tower Structural Analysis CC!BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 21 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 67.0000 Canister Load5 48 2.127 0.2710 0.0000 4964 64.0000 Side Arm Mount[SO 102-3] 47 1.932 0.2154 0.0000 7944 55.0000 OPTIC FIBER JUNCTION 47 1.424 0.1345 0.0000 9389 CYLINDER Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 99-91 31.610 2 4.5427 0.0018 L2 91-83 24.119 2 4.3415 0.0019 L3 83-75 17.291 2 3.6882 0.0020 L4 75-67 12.108 20 2.2306 0.0019 L5 67-31.79 9.172 20 1.1701 0.0016 L6 36.21 -0 2.930 18 0.7026 0.0010 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 99.0000 Canister Load1 2 31.610 4.5427 0.0018 2068 96.0000 SBNHH-1 D65B w/Mount Pipe 2 28.769 4.4860 0.0018 2068 91.0000 Canister Load2 2 24.119 4.3415 0.0019 1215 90.0000 (2)E15S09P84 2 23.212 4.2988 0.0019 1044 83.0000 Canister Load3 2 17.291 3.6882 0.0020 476 80.0000 DHHTT65B-3XR WI Mount Pipe 2 15.090 3.1829 0.0020 372 75.0000 Canister Load4 20 12.108 2.2306 0.0019 310 72.0000 PCSX065-18-2 w/Mount Pipe 20 10.803 1.7531 0.0018 400 67.0000 Canister Load5 20 9.172 1.1701 0.0016 1149 64.0000 Side Arm Mount[SO 102-3] 20 8.331 0.9286 0.0014 1837 55.0000 OPTIC FIBER JUNCTION 20 6.137 0.5772 0.0012 2171 CYLINDER Compression Checks Pole Design Data Section Elevation Size L Lu KO. A P„ 4P„ Ratio No. Pu ft ft ft int K K OP„ L1 99-91 (1) TP4.5x4.5x0.337 8.0000 0.0000 0.0 4.4074 -0.47 138.83 0.003 L2 91 -83(2) TP4.5x4.5x0.67 8.0000 0.0000 0.0 8.0616 -1.14 253.94 0.004 L3 83-75(3) TP4.5x4.5x2.25 8.0000 0.0000 0.0 15.904 -2.39 715.69 0.003 3 L4 75-67(4) TP6x6x3 8.0000 0.0000 0.0 28.274 -3.81 1272.35 0.003 3 L5 67-31.79(5) TP30.75x25.5x0.1875 35.210 0.0000 0.0 17.796 -7.11 912.69 0.008 0 3 L6 31.79-0(6) TP35x29.716x0.25 36.210 0.0000 0.0 27.574 -11.61 1485.15 0.008 0 1 tnxTower Report-version 7.0.5.1 December 15, 2017 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 22 Pole Bending Design Data Section ElevationSize M, 4M„x Ratio M„,, cliMny Ratio No. Mux M ft kip-ft kip-ft ovi. kip-ft kip-ft +M, Li 99-91 (1) TP4.5x4.5x0.337 1.75 15.36 0.114 0.00 15.36 0.000 L2 91-83(2) TP4.5x4.5x0.67 6.98 26.06 0.268 0.00 26.06 0.000 L3 83-75(3) TP4.5x4.5x2.25 20.70 56.95 0.363 0.00 56.95 0.000 L4 75-67(4) TP6x6x3 38.63 135.00 0.286 0.00 135.00 0.000 L5 67-31.79(5) TP30.75x25.5x0.1875 148.92 562.11 0.265 0.00 562.11 0.000 L6 31.79-0(6) TP35x29.716x0.25 345.11 1061.95 0.325 0.00 1061.95 0.000 Pole Shear Design Data Section Elevation Size Actual eVn Ratio Actual 4Tn Ratio V. V. T„ T„ No. ft K K tVn kip-ft kip-ft 4 T, L1 99-91 (1) TP4.5x4.5x0.337 0.23 69.42 0.003 0.00 22.42 0.000 L2 91 -83(2) TP4.5x4.5x0.67 0.65 126.97 0.005 0.00 35.55 0.000 L3 83-75(3) TP4.5x4.5x2.25 2.04 357.85 0.006 0.00 67.10 0.000 L4 75-67(4) TP6x6x3 2.25 636.17 0.004 0.01 159.04 0.000 L5 67-31.79(5) TP30.75x25.5x0.1875 4.55 456.35 0.010 0.08 1125.60 0.000 L6 31.79-0(6) TP35x29.716x0.25 6.29 742.58 0.008 0.00 2126.50 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Pu RIX Mu), V„ T„ Stress Stress ft 41P,, 4MnX +Mm 4)Vn 4Tn Ratio Ratio L1 99-91 (1) 0.003 0.114 0.000 0.003 0.000 0.117 1.000 4.8.2✓ V L2 91 -83(2) 0.004 0.268 0.000 0.005 0.000 0.272 1.000 4.8.2 V V L3 83-75(3) 0.003 0.363 0.000 0.006 0.000 0.367 1.000 48 2 V V L4 75-67(4) 0.003 0.286 0.000 0.004 0.000 0.289 1.000 482 V L5 67-31.79(5) 0.008 0.265 0.000 0.010 0.000 0.273 1.000 482 V V L6 - --31-.79--0(6) 0.008 0.325 0.000 0.008 0.000 0.333 1.000 , V Section Capacity Table Section Elevation Component Size Critical P ePallow % Pass No. ft Type Element K K Capacity Fail L1 99-91 Pole TP4.5x4.5x0.337 1 -0.47 138.83 11.7 Pass L2 91 -83 Pole TP4.5x4.5x0.67 2 -1.14 253.94 27.2 Pass L3 83-75 Pole TP4.5x4.5x2.25 3 -2.39 715.6936.7 Pass L4 75-67 Pole TP6x6x3 4 -3.81 1272.35 28.9 Pass L5 67-31.79 Pole TP30.75x25.5x0.1875 5 -7.11 912.69 27.3 Pass L6 31.79-0 Pole TP35x29.716x0.25 6 -11.61 1485.15 33.3 Pass Summary Pole(L3) 36.7 Pass RATING= 36.7 Pass tnxTower Report-version 7.0.5.1 December 15, 2017 99 Ft Monopole Tower Structural Analysis CC/BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 23 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 7.0.5.1 December 15, 2017 99 Ft Monopole Tower Structural Analysis CCI BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 24 (ABANDONED) (6) 7/8"TO 72 FT LEVEL (CROWN CASTLE) .11111.111111. // \\ / / N (INSTALLED) / // \ \' (1)5/16"TO 96 FT LEVEL \ \ (12) 7/8")TO 96 FT LEVEL / / \ I I 1 I 1 I II \ \ it (PROPOSED) \ \ / (3) 1-7/16"TO 80 FT LEVEL (INSTALLED-TO 8E REMOVED) � \ \\ / / (3) 1-1/4"TO 80 FT LEVEL " \ / (SPRINT PCS) til \` __ /r / J tnxTower Report-version 7.0.5.1 December 15, 2017 99 Ft Monopole Tower Structural Analysis CC/BU No 825028 Project Number 37517-3980.001.7805,Application 405624, Revision 1 Page 25 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 7.0.5.1 99.0 ft i $ o h M' 8 a DESIGNED APPURTENANCE LOADING I TYPE ELEVATION TYPE ELEVATION 910 ft Caister Load1 99 DHHT16563XR w/Mout Pipe 80 SBNHH-1D658 w/Mount Pipe 96 Caister Load4 75 SBNHH-113658 w/Mart Pipe 96 PCSX085-18-2 w/Mous Pipe 72 2 (2)ATM200-A20 96 PCSXO65-18-2 w/Mout Pipe 72 i aIII - a5 c (2)ATM200-A20 96 PCSX065-18-2 w/Mous Pipe 72 a' li (2)ATM200-A20 96 Canister Load5 67 83.0 ft SBNHH-1D658 wl Mount Pipe 96 Side Ann Mout[SO 102-31 64 Canister Load2 91 POWER JUNCTION CYLINDER 55 E15S09P84 90 RRH-C2AW/EXT FILTER 111 _ - E15609P84 90 RRH-C2A W/EXT FILTER 55 (2)TMAT192IXB68-21A 90 RRH-C2A WIEXT FB-TER 55 TMAT792IXB6821A 90 RRH-P4 55 (2) .509P84 90 RRH-P4 55 75.0 ft (2)E15609P84 90 RRH-P4 55 Caister Laad3 83 Side Ann Mount[SO 102-3) 55 _ RRH-B8 80 OPTIC FIBER JUNCTION CYLINDER 55 e _ RRH-88 80 OPTIC FIBER JUNCTION CYLINDER 55 RRH-B8 80 OPTIC FIBER JUNCTION CYLINDER 55 DHHTT65B-3XR w/Mount Pipe 80 POWER JUNCTION CYLINDER 55 67.0 ft DHHTT65B3XR w/Mont Pipe 80 POWER JUNCTION CYLINDER 55 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A53-6-35 35 ksi 60 ksi A572-50 50 ksi 65 ksi TOWER DESIGN NOTES I , 1. Tower is located in Washington County.Oregon. I "i I 2. Tower designed for Exposure B to the TIA-222-G Standard. 3. Tower designed for a 93.00 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 30.00 mph basic wind with 1.25 in ice.Ice is considered to increase in thickness with height. �, 8 o 2 O 5. Deflections are based upon a 60.00 mph wind. m e at _ 6. Tower Structure Class II. c e N a 7. Topographic Category 1 with Crest Height of 0.0000 ft 8. TOWER RATING:36.7% 31.8 ft ALL REACTIONS ARE FACTORED AXIAL 11 32K AMOMENT 1SHEK fR .12 56 kip-ft TORQUE 0 kip ft 30.00 mph WIND-1.2500 in ICE 0.oft 1 AWL 12K SHEAR MOMENT 6 K 345 kip-ft m TORQUE 0 kip-ft REACTIONS-93.00 mph WIND N _ S -e `o I, f c Y z g m F° g 8 ; Paul J.Ford and Company �67-Ft Monopole/King City 250 East Broad Street,Suite 600 437517-3980.001.7805/BU#825028 Columbus,Ohio 43215 Chert:Crown Castle °ra64"bY:gaustin APP.& PJF Phone:614-221-6679 Cod'TIA-222-G ° =12/18/17 Scale;NTS FAX: Pam:W Cm,e...asa�M..a®-. n�,�.�,..N ,7�.o,,,a...sm. No.E-1 CCI Flagpole Tool r'' CROWN r .4110 Site Data CASTLE BU#: 825028 Site Name: King City App#: Code Code: TIA-222-G Ice Thickness: 1 in Windspeed(V): 93 mph Ice Wind Speed(V): 30 mph Exposure Category: B Topographic Feature: N/A Structure Class: II Tower Information Total Tower Height: 99 ft Base Tower Height: 67 ft Total Canister Length: 32 ft Number of Canister Assembly Sections: 4 Mating Mating Canister Canister Flange FlangePlate Canister Canister Section Number of Sides Plate g Solidity AssemblyAssemblyPlate Plate Weight Weight Number*: Canister Section 1"ype: Ratio Length(ft): Diameter(in): Thickness Diameter (Kip): (Kip) (in)**: lin): 1 8 26.8 Round 1 0.75 24.5 0.45 0.090 0.112 2 8 26.8 Round 1 1.25 24.5 0.45 0.150 0.112 3 8 0 Round 1 1.25 24.5 0.45 0.150 0.000 4 8 26.8 Round 1 1.50 24.5 0.45 0,180 0.112 *Sections are numbered from the top of the tower down **Mating Flange Plate Thickness at the bottom of canister section IFlag on Tower: No I Truck Ball on Tower: No I Geometry:Base Tower +Spine 37517-3980.001.7805.eri (last saved 12/18 9:43 am) Top Bottom Wall Pole Height Above Section Lap Splice Diameter Diameter Thickness Bend Pole Base(ft) Length(ft) Length(ft) Number of Sides (in) (in) (in) Radius(in) Material Delete 99 8 0 0 4.5 4.5 0.337 n/a A53-B-35 [x] 91 8 0 0 4.5 4.5 0.67 n/a A53-B-35 [x] 83 8 0 0 4.5 4.5 2.25 n/a 4572-50 [x] 75 8 0 0 6 6 3 n/a A572-50 [x] 67 35.21 4.42 18 25.5 30.75 0.1875 0.75 4572-50 [x} 36.21 36.21 0 18 29.715954 35 0.25 1 A572-50 [x] Page 1 of 2 CCIFlagpole Tool v1.1 Discrete Loads:CFAF for Canister Assembly Canister Canister Assembly Apply CFAF at CFAF CFAF CFAF CFAF CFAF Assembly Weight Canister Loading Elevation(z) ( z) ( z) ( z) ( i) ( z) g (ft) No Ice ft1/2"Ice ft 1"Ice ft 2"Ice ft 4"Ice ft Weight No 1/2"Ice Ice(Kip) (Kip) Canister Load 1 99 5.360 11.120 11.520 12.320 13.920 0.056 0.123 Canister Load 2 91 10.720 22.240 23.040 24.640 27.840 0.202 0.336 Canister Load 3 83 5.360 11.520 12.320 13.920 17.120 0.207 0.274 Canister Load 4 75 5.360 11.520 12.320 13.920 17.120 0.207 0.274 Canister Load 5 67 5.360 11.120 11.520 12.320 13.920 0.237 0.303 Page 2 of 2 CCIFIagpole Tool v1.1 PJF PA U L J. F O R D Job Number: 37517-3980.001.7805 Page: 1 /1 & C O M P A N Y By: GJA Date: 12/19/2017 250 E Broad St, Ste 600 • Columbus, OH 43215 Site Number: 825028 Version: 0.6 Phone 614.221.6679 www.pauljford.com Site Name: KING CITY Effective: 2/1/2016 ©Copyright 2017 by Paul.1.Ford&Company,all rights reserved. CODE: TIA-222-G ASIF: 1.00 EEI FLANGE CONCEALMENT CALCULATIONS (92 Ft) FLANGE CONNECTION REACTIONS EEI Kit Number Custom Moment 1.75 kip*ft Flange Elevation 92.00 lft Shear 0.23 kips Axial 0.47 kips STIFFENER INFORMATION Overrides Stiffener Quantity 4 4 Max Allowable Capacity 105% Width(in) 9.5 9.50 Electrode(ksi) E70 Height(in) 9 9.00 Thickness(in) 0.5 0.50 ,gip Horizontal Fillet Weld 0.375 0.375 �I! r' .. Vertical Fillet Weld 0.375 0.375 Stiffener Grade (ksi) 36 36 i IN RING PLATE INFORMATION Thickness(in) 0.75 0.75 q ID(in) 19.5 19.50 r , I. ; � ..w ,,./ OD(in) 24.5 24.50 - _.,.ter_.../•/ Ring Plate Grade(ksi) 36 36 FLANGE CONNECTION RESULTS Bolts 0.9% Passing BOLT INFORMATION Bolt Quantity 12 12 Ring Plate 12.4% Passing Size(in) 1 1.00 Bolt Circle(in) 22 22.0 Weld-Stiffener& Ring Plate 2.4% Passing Bolt Specification A325 A325 Weld-Spine&Stiffener 2.5% Passing SPINE INFORMATION Spine Wall Tear Out/Punching Shear 2.1% Passing Size 4.5 XXS 4.5 XXS Pipe Grade A-53-B A-53-B Max Tension In Stiffeners 1.0 kips Fy(ksi) 35 35 Max Compression in Stiffeners 1.2 kips Fu(ksi) 60 60 Stiffener Bending 3.8% Passing Pipe OD (in) 4.5 4.50 Stiffener Shear 3.4% Passing Pipe Thickness(in) 0.337 0.337 Stiffener Combined Shear&Bending 4.4% Passing NOTE:Toe Height has been considered in Stiffener Checks P.JF PA U L J. F O R D Job Number: 37517-3980.001.780x: Page: & C O M P A N Y By: WA Date: 12/21/2017 250 E Broad St, Ste 600 • Columbus, OH 43215 Site Number: 825028 Version: 0.6 Phone 614.221.6679 www.pauljford.com Site Name: KING CITY Effective: 2/1/2016 ©Copyright 2017 by Paul J.Ford&Company,all rights reserved. CODE: 11A-222-6 ASIF: 1.00 EEI FLANGE CONCEALMENT CALCULATIONS (83 Ft) FLANGE CONNECTION REACTIONS EEI Kit Number Custom Moment 6.98 kip*ft Flange Elevation 83.00 Ift Shear 0.65 kips Axial 1.14 kips STIFFENER INFORMATION Overrides Stiffener Quantity 4 4 Max Allowable Capacity 105% Width (in) 9.5 9.50 Electrode (ksi) E70 Height(in) 9 9.00 Thickness(in) 0.5 0.50 1tt1�,1' Horizontal Fillet Weld 0.375 0.375 •`II • Vertical Fillet Weld 0.375 0.375 Stiffener Grade (ksi) 36 36411:k RING PLATE INFORMATION Thickness(in) 0.75 0.75 i Ir 41111111111W: // ID (in) 19.5 19.50 A ` OD (in) 24.5 24.50 -_..- Ring Plate Grade (ksi) 36 36 FLANGE CONNECTION RESULTS Bolts 3.8% Passing BOLT INFORMATION Bolt Quantity 12 12 Ring Plate 510% Passing Size (in) 1 1.00 Bolt Circle (in) 22 22.0 Weld-Stiffener& Ring Plate 9.9% Passing Bolt Specification A325 A325 Weld -Spine&Stiffener 9.5% Passing SPINE INFORMATION __ _ __ Spine Wall Tear Out!Punching Shear 4.0% Passing __ Size 4.5 XXS 4.5 XXS Pipe Grade A-53-B A-53-B Max Tension In Stiffeners 4.1 kips Fy(ksi) 35 35 Max Compression in Stiffeners 4.7 kips Fu (ksi) 60 60 Stiffener Bending 14.5% Passing Pipe OD (in) 4.5 4.50 Stiffener Shear 12.9% Passing Pipe Thickness(in) 0.674 0.674 Stiffener Combined Shear& Bending 16.7% Passing NOTE:Toe Height has been considered in Stiffener Checks , P..JFPA U L J. F O R D Job Number: 37517-3980.001.7805 Page: 1 /1 & C O M P A N Y By: GJA Date: 12/21/2017 250 E Broad St, Ste 600 • Columbus, OH 43215 Site Number: 825028 Version: 0.6 Phone 614.221.6679 www.pauljford.com Site Name: KING CITY Effective: 2/1/2016 ©Copyright 2017 by Paul J.Ford&Company,all rights reserved. CODE: TIA-222-G ASI F: 1.00 EEI FLANGE CONCEALMENT CALCULATIONS (75 Ft) FLANGE CONNECTION REACTIONS EEI Kit Number Custom I Moment 20.70 kip*ft Flange Elevation 75.00 Ift Shear 2.04 kips Axial 2.39 kips STIFFENER INFORMATION Overrides Stiffener Quantity 4 4 Max Allowable Capacity 105% Width(in) 9.5 9.50 Electrode (ksi) E70 Height(in) 9 9.00 Thickness(in) 0.75 0.75 MP � Horizontal Fillet Weld 0.5 0.500 I V Vertical Fillet Weld 0.5 0.500 Stiffener Grade(ksi) 36 36 RING PLATE INFORMATION Thickness(in) 1.25 1.25 '1\ ,ir i ID(in) 19.5 19.50 \�- /p \ „,e----- OD OD(in) 24.5 24.50 Ring Plate Grade(ksi) 36 36 FLANGE CONNECTION RESULTS Bolts 11.4% Passing BOLT INFORMATION Bolt Quantity 12 12 Ring Plate 56.6% Passing Size(in) 1 1.00 Bolt Circle(in) 22 22.0 Weld-Stiffener& Ring Plate 20.3% Passing Bolt Specification A325 A325 Weld-Spine&Stiffener 20.7% Passing SPINE INFORMATION Spine Wall Tear Out/Punching Shear N/a Size 4.5 SR 4.5 SR Pipe Grade A572-50 A572-50 Max Tension In Stiffeners 12.4 kips Fy(ksi) 50 50 Max Compression in Stiffeners 13.6 kips Fu(ksi) 80 80 Stiffener Bending 26.9% Passing Pipe OD(in) 4.5 4.50 Stiffener Shear 25.1% Passing Pipe Thickness(in) 2.25 2.250 Stiffener Combined Shear&Bending 32.3% Passing NOTE:Toe Height has been considered in Stiffener Checks �A ►� R D 37517-3980.001.7805 (BU 825028) PJF. & C O M P A N Y 68' Flange Connection 12/28/2017 Concealment FEA Results & Discussion Analysis Software Information:ANSYS, Inc. Products Release 18.2 Elastic & Plastic Analysis 68' CONCEALMENT FLANGE APPLIED MAXIMUM ACCEPTABLE ELEMENT STRESS (PSI)** DESIGN STRESS (PSI)* DESIGNATION Stiffeners -34000 36000 Passing (P) Concealment Flange -32000 36000 Passing (P) Plate Base Pole Flange Plate 32473 36000 Passing (E) (P) = Plastic Analysis Results (E) = Elastic Analysis Results *Allowable Stress = Fy **Applied stresses are approximated values based on the results of the FEA analysis Elastic& Plastic Analysis This analysis has been completed using both an elastic and plastic analysis by means of computer based Finite Element Analysis(FEA). To establish the basic behavior of the connection,an elastic model was developed and solved. This model showed there are possible stress risers occurring in both the stiffeners and the ring plate. To further investigate the connection a plastic(non-linear) model was solved. The plastic model can allow for some stress redistribution which can help to reduce the magnitude of any stress risers in the elastic model. Loading Direction: Two loading directions were considered in this analysis: 1) load perpendicular to the centroidal axis of 2 stiffeners, and 2) load directly between two stiffeners. The results of the loading scenario 1 yielded slightly higher stresses and showed more load redistribution due to the effects of reaching a plastic state. The results listed in this report are based on loading scenario 1. Stiffeners: The results of the elastic analysis show that stresses exceeded the maximum acceptable design stress,therefore a plastic analysis was run. The results of the plastic analysis show the average applied stress in the region of the maximum stress,to be less than the maximum acceptable design stress,therefore we have determined the stiffeners to be acceptable. Concealment Flange Plate: The results of the elastic analysis- •- - - -xceeded the maximum acceptable design stress, therefore a plastic analysis was run. The results of the plastic analysis show the average applied stress in the region of the maximum stress,to be less than the maximum acceptable design stress,therefore we have determined the concealment flange plate to be acceptable. Base Pole Flange Plate: The results of the elastic analysis show the maximum applied stress to be less than the maximum acceptable design stress, therefore we have determined the base pole flange plate to be acceptable. Columbus Orlando 250 E Broad St,Suite 600 ` 1801 Lee Rd, Suite 230 Columbus, OH 43215 Winter Park, FL 32789 Phone 614.221.6679 1965-2015 Phone 407.898.9039 Founded in 1965 www.PaulJFord.com 100%Employee Owned PiFPA U L J. O R D Page 2 of 2 & COMPANY Loading The loading applied to the connection has been done by means of three applied loads:Axial, Shear, and Moment. All loads are calculated through tnxTower. The value of the moment has been adjusted to account for the moment induced by the shear. The applied loads within the model are a set distance from the interface of the two flange plates. Loading has been applied in a direction that results in the highest stresses in the connection. The applied moment has been increased by a factor of 1.11 to consider a Phi equal to 0.9. Modeling Notes • Any contact surfaces that are welded have been modeled as "Bonded". • The surface between bolted flange plates has been modeled as "Frictionless". • The bolts have been modeled by a "Beam" element as recommended by the software developers. These beam elements have been set to "Deformable". • Meshing of the model has been refined such that the "Element Quality" of the model exceeds 0.2. • Meshing of the model has been refined such that no critical member has less than 2 elements through the thickness of the member. Founded in 1965 www.PaulJFord.com 100%Employee Owned PJF PAUL J. FORD Job Number: 37517-3980.001.7805 & COMPANY Engineer: MTL 250 E Broad St, Ste 600 • Columbus, OH 43215 Site Name: KING CITY Phone 614.221.6679 www.pauljford.com Site Number: 825028 (c)Copyright 2017 by Paul J.Ford and Company.all rights reserved. LOAD CONVERSIONS FOR INPUT INTO ANSYS Distance from Applied Loads To Flange Connection [in]: 36.00 Loads from tnx in Kips or Loads for Input into Ansys Elevation Load Type Kip*ft (lb or lb*in) Moment 38.63 382,560 68.00 Axial 3.81 3,810 Shear 2.25 2,250 Moment 42.92222222 434,067 68(11%) Axial 3.81 3,810 Shear 2.25 2,250 Electrode: 70.00 Weld Member Fillet Weld #of Weld Critical Applied Allowable Location Thickness Size Sides Stress* Load Load Capacity (Ansys) -- in in -- ksi k/in k/in % Spine 0.750 0.500 2.0 34.00 25.5 24.749 103.04% <°°lange 0.750 0.500 2.0 25.5 24.749 103.04% `Critical Stress shall not exceed the minimum yield stress of the members being joined. Applied Bolt Allowable Combined Bolt Bolt Bolt Applied Bolt Tension Allowable Bolt Stress Number Diameter Specification Shear(Ansys) (Ansys) Bolt Shear Tension Check -- in -- kips kips kips kips 1 1.00 A325N 2:' 31.8 53.0 6.3% 2 1.00 A325N 7.7E 0.72 31.8 53.0 24.4% 3 1.00 A325N 4.52 0.60 31.8 53.0 14.2% 4 1.00 A325N 1.13 0.22 31.8 53.0 3.6% 5 1.00 A325N 3.76 0.15 31.8 53.0 11.8% 6 1.00 A325N 4.79 14.98 31.8 53.0 28.3% 7 1.00 A325N 1.18 0.23 31.8 53.0 3.7% 8 1.00 A325N 6.32 14.52 31.8 53.0 27.4% 9 1.00 A325N 1.81 0.28 31.8 53.0 5.7% 10 1.00 A325N 2.11 0.36 31.8 53.0 6.6% 11 1.00 A325N 5.59 0.43 31.8 53.0 17.6% 12 ` n. A325N 1.81 z "f 31.8 53.0 14.7% Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /G Assumptions: 1)Rod groups at corners. Total#rods divisible by 4. Maximum total#of rods=48(12 per Corner). 2)Rod Spacing=Straight Center-to-Center distance between any(2)adjacent rods(same corner) 3)Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod Diameter) Site Data Base Reactions BU#: 825028 TIA Revision: G Site Name: King City Factored Moment,Mu: 345 ft-kips App#: Factored Axial, Pu: 12 kips Anchor Rod Data Factored Shear,Vu: 6 kips Eta Factor, r) 0.5 TIA G(Fig.4-4) Qty: 4 Diam: 2.25 in Anchor Rod Results Rod Material: A615-J TIA G--> Max Rod(Cu+Vu/n): 102.3 Kips Yield, Fy: 75 ksi Axial Design Strength,(P*Fu*Anet: 260.0 Kips Strength, Fu: 100 ksi Anchor Rod Stress Ratio: 39.3% Pass Bolt Circle: 43 in Plate Data Base Plate Results Flexural Check PL Ref. Data W=Side: 43 in Base Plate Stress: 20.8 ksi Yield Line(in): Thick: 1.75 in PL Design Bending Strength,cD*Fy: 45.0 ksi 24.98 Grade: 50 ksi Base Plate Stress Ratio: 46.1% ': Max PL Length: Clip Distance: 6 in 25.81 N/A-Unstiffened Stiffener Data(Welding at both sides) Stiffener Results Configuration: Unstiffened Horizontal Weld : N/A Weld Type: ** Vertical Weld: N/A Groove Depth: in** Plate Flex+Shear,fb/Fb+(fv/Fv)^2: N/A Groove Angle: degrees Plate Tension+Shear,ft/Ft+(fv/Fv)^2: N/A Fillet H.Weld: <--Disregard Plate Comp. (AISC Bracket): N/A Fillet V. Weld: in Pole Results Width: in Pole Punching Shear Check: N/A Height: in Max PI_ LengthThick: in _ Yield Line Notch: in Anchors t corner= t= BASE PL Grade: ksi Sty/4 ah THICKNESS Weld str.: ksi JEW C Anahar, Typ. Clear Space /' —STIFFENED TOOLuRAnoN between e ASSUMED IN TOOL Stiffeners at in o B.C. B.C. �Inp t Clear Spoce �- 40Sat B C for Single Anchor Case i Pole Data S°gyp �. IL Pole wi Diam: 35 in ' SIAM – o / Anctatheorner S apoc n Some As Thick: 0.25 in ssang, Grade: 50 ksi 1 !1 Except tar a nle corner (Anchor (Input Clear Space) #of Sides: 18 "0"IF Round *`Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CC(plate 1.5-Square Base F-G 1.2, Effective March 19,2012 Analysis date: 12/18/2017 Drilled Pier Foundationr*I''''-'4 BU#: 825028 CASTLE Site Name: King City App.Number: TIA-222 Revison: G Tower Type: Monopole Analysis Results Applied Loads 1 Soil Lateral Capacity Compression Uplift Comp. Uplift D„_0(ft from TOC) 6.24 - Moment(kip-ft) 345 Soil Safety Factor 12.90 - Axial Force(kips) 12 Max Moment(kip-ft) 374.55 Shear Force(kips) 6 Rating 10.3% - Soil Vertical Capacity Compression Uplift Material Properties Skin Friction(kips) 77.92 - Concrete Stren.th,fc: 4 ksi End Bearing(kips) 204.02 - Rebar Stren.th,F : 60 ksi Weight of Concrete(kips) 83.41 - Total Capacity(kips) 281.94 - Pier Design Data Axial(kips) 95.41 - Depth 21 ft Rating 33.8% - Ext.Above Grade 1 ft Reinforced Concrete Capacity Compression Uplift Pier Section 1 Critical Depth(ft from TOC) 5.96 - From l'above grade to 21'below grade Critical Moment(kip-ft) 374.45 - Pier Diameter 5.5 ft Critical Moment Capacity 2385.01 - Rebar Quantity 12 Rating 15.7% - Rebar Size 11 Clear Cover to Ties 3 in Soil Interaction Rating 33.8% Tie Size 5 Structural Foundation Rating 15.7% Sod Profile Groundwater De.th 15 ft #of La ers 5 Angle of Calculated Calculated Ultimate Skin Ult.Gross Ultimate Skin BearingSPT Blow Top Bottom Thickness y,a, yconc et Cohesion Friction Ultimate Skin Ultimate Skin Friction Comp Soil Type Layer Friction Uplift yp (ft) (ft) (ft) (pcf) (pcf) (ksf) de tees Friction Comp Friction Uplift Override Capacity Count ( g ) Override(ksf) ks (ksf) (ksf) (ksf) (ksf) 1 0 2 2 110 150 0 0 0.000 0.000 Cohesionless 2 2 7.5 5.5 ' 110 150 0 35 0.000 0.000 0.15 0.15 CohesionlessCohesionless 3 7.5 15 7.5 110 150 0 37 0.000 0.000 0.30 0.30 Cohesionless 4 15 20.5 5.5 47.6 87.6 0 33 0.000 0.000 0.50 0.50 5 20.5 21 0.5 47.6 87.6 0 40 0.000 0.000 0.38 0.38 11.45 Cohesionless Version 1.1.1 4.1 Paul J. Ford and Company 1 SK- 1 gaustin 67-Ft Monopole / King City Dec 21, 2017 at 12:44 PM 37517-3980.001.7805/B... 37517-3980.001.7805_Concealme...i Company ber : Paul J.Ford and Company Dec 21,2017 Designer : gaustin 12:49 PM 't'R'SA JModel N me : 67-Ft Mon pole Ki g C ty#825028 Checked 8y: Hot Rolled Steel Properties Label E[ksi] i G[ksi] Nu Therm(11 E..Density[k/ft... Yield[ksi] Ry Fufksi] Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr42 29000 11154 .3 .65 .49 42 1.4 58 1.3 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.4 58 1.3 Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List Material Design Rules A53-B-35_. Typical 1 M1 Ni N9 ANT LEG_L1 Column..__..._..None_ 2 M2 N10 N1 ANT_LEG_L2 Column, None A53-B-35... Typical 3 M3 N18 N10 ANT_LEG_L3 Column None A572-50_0.. Typical 4 M4 N26 N18 ANT_LEG_L4 Column None A572-50_0.. Typical 5 M5 N34 N26 ANT_LEG_L5 Column None A572-50_0... Typical 6 M6 N54 N35 ANT_LEG_L6 Column None A572-50_0... Typical Load Combinations Description SoI..PD...SR..BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact..BLC Fact..BLC Fact..BLC Fact...BLC Fact...BLC Fact... 1 Dead Only Y 1 ' 1 2 (1.2+0.2...Yes y 1 1.343 SX.. 1 3 (1.2+0.2.. Yes y 1 1.343 SZ.. 1 Dynamics Input Number of Modes 31 Load Combination Number 1 - Dead Only Acceleration of Gravity 32.2 (ft/sec^2) Convergence Tolerance 0.0001 Response Spectra Data X Direction Spectra ASCE 2010, Parametric Design Spectra Modes Used All 31 modes Mode No.for Signs Modal Combination Method CQC Damping Ratio 5 Percent 1Z Direction Spectra ASCE 2010, Parametric Design Spectra I Modes Used All 31 modes 'mode No.for Signs Modal Combination Method CQC Damping Ratio 5 Percent Frequencies 1 Participation Mode Number Frequency Period Percent Modal Participation (Hz) (Sec) X Spectra Y Spectra Z Spectra 1 .732 1.366 42.429 2 .732 1.366 _ 42.429 3 1.689 .592 23.595 .274 4 1.689 .592 .274 23.595. RISA-3D Version 15.0.4 [G:\...\...\...\...\...\37517-3980.001.7805_Concealment.rt3] Page 1 Company : Paul J.Ford and Company Dec 21,2017 IIIRISA Designer : 51 n12:49 ePM d Job Number : 37517-3980.001.7805/BU#825028 Checked By: Model Name 67-Ft Monopole/King City Frequencies/Participation. (continued) Mode Number Frequency Period Percent Modal Participation (Hz) ($eC) X Spectra Y Spectra Z Spectra 5 5.023 .199 4.607 2.256 6 5.023 .199 2.256 4.607 7 8.991 .111 2.187 5.694 8 8.991 .111 5.694 2.187 9 12.981 .077 2.193 .832 10 12.981 .077 .832 2.193 11 22.149 .045 1.794 .627 12 22.149 .045 .627 1.794 13 30.214 .033 .731 2.106 14 30.214 .033 2.106 .731 15 38.063 .026 77.405 16 39.873 .025 .124 .363 17 39.873 .025 .363 .124 18 49.338 .02 .284 .771 19 49.338 .02 .771 .284 20 55.74 .018 .407 1.112 21 55.74 .018 1.112 .407 22 83.175 .012 .458 23 83.175 .012 .458 24 92.824 .011 .927 25 92.824 .011 .927 26 103.083 .01 .595 27 103.083 .01 .595 28 110.815 .009 11.157 29 141.111 .007 .916 30 141.111 .007 .916 31 157.79 .006 2.941 Totals : 95.283 91.503 95.283 Spectra Scaling Factor ;Scaling Factor Z: .783 I Scaling Factor X: .783 Envelope Joint Reactions Joint X[k] LC Y I LC Z[k] LC MX(k-ft] LC MY(k ft] LC MZ(k-ftJ LC 1 N54 max 0 3 12.999 2 0 2 -.054 2 0 2 .031 3 2 min -1.779 2 12.999 3 -1.779 3 -105.375 3 0 2 -105.29 2 3 Totals: max 0 3 12.999 2 0 2 4 min -1.779 2 12.999 3 -1.779 3 Envelope AISC 14th(360-10): LRFD Steel Code Checks Member Shape Code C...Loc[ft] LC Shear... Loc[ft] Dir LC phi*Pnc[k] phi*Pnt[k]phi*Mn y-...phi*Mn z-...Cb Eqn No Data to Print... I Envelope Member Section Forces Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-... LC y-y Mome... LC z-z Mome... LC 1 M1 1 max .55 3 .368 2 .368 3 0 2 2.053 3 2.053 2 2 min .55 2 0 3 0 2 0 2 0 2 0 3 3 2 max .075 3 .087 2 .087 3 0 2 0 2 0 2 4 min .075 2 0 3 0 2 0 2 0 2 0 2 5 M2 1 max 1.321 3 .566 2 .565 3 0 2 6.219 3 6.198 2 6 1 min 1.321 2 0 3 0 2 0 2 .05 2 .029 3 RISA-3D Version 15.0.4 [G:\...\...\...\...\...\37517-3980.001.7805_Concealmentst3] Page 2 Company : Paul J. Ford and Company Dec 21,2017 IIRIS Designer : stin 12: PM Job Number gau : 37517-3980.001.7805/BU#825028 Checked49 By: Model Name 67-Ft Monopole IKing City Envelope Member Section Forces (Continued) _ Me_mber Sec AxialjkL LC y Shear[k] LC z Sheariki LC Torque[k-... LC y-y Mome... LC z-z Mome... LC 7 ' 2 maxi .822 3 .461 2 .46 3 0 2 2.053 3 2.053 2 8 min .822 2 0 3 0 2 0 2 0 2 0 3 9 M3 1 max 2.762 3 .692 2 .692 3 0 2 10.624 3 10.602 2 10 I min 2.762 2 0 3 0 2 0 2 .052 2 .03 3 11 2 'max 1.598 3 .594 2 .593 3 0 2 6.219 3 6.198 2 12 min 1.598 2 . 0 3 0 2 0 2 .05 2 .029 3 13 M4 1 maxi 4.315 2 .907 2 .907 3 0 2 15.414 3 15.391 2 14 min 4.315 3 0 3 0 2 0 2 .053 2 .03 3 15 2 max 3.04 3 .734 2 .733 3 0 2 10.624 3 10.602 2 16 min 3.04 2 0 3 0 2 0 2 .052 2 .03 3 17 M5 1 max 3.57 3 .58 2 .58 3 0 2 18.49 3 18.482 2 18 min 3.57 2 0 3 0 2 0 2 .018 2 .01 3 19 2 max 4.633 2 .992 2 .992 3 0 2 15.414 3 15.391 2 20 min 4.633 3 0 3 0 2 0 2 .053 2 .03 3 21 M6 1 max 12.999 3 1.779 2 1.779 3 0 2 105.375 3 105.352 2 22 min 12.999 2 0 3 0 2 0 2 .054 2 .031 3 23 2 max 4.861 _ 3 .975 2 .975 3 0 2 32.008 3 31.993 2 24 , min 4.861 12 0 3 0 2 0 2 .035 2 .02 3 RISA-3D Version 15,0.4 [G:\...\...\...\...\...\37517-3980.001.7805_Conceaiment.rt3] Page 3