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//St(P,),(2/ 000,z ws0 5w ff/rct Date: January 04,2016 RECEDITEP TEC TONI C Practical Solutions,Exceptional Service Michael Murray JAN 2 7 2016 TECTONIC Crown Castle 1279 Route 300 2055 S.Stearman Drive Cl IN'FIIGARD Newburgh, NY 12550 Chandler,AZ 85286 (845)567-6656 BUILD Subject: Structural Analysis RepoING DIVISION Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: PR72 Carrier Site Name: Pfaffle Crown Castle Designation: Crown Castle BU Number: 855861 Crown Castle Site Name: PFAFFLE Crown Castle JDE Job Number: 360858 Crown Castle Work Order Number: 1171254 Crown Castle Application Number: 325922 Rev.0 Engineering Firm Designation: TECTONIC Project Number: 6500.855861 Site Data: 8530 SOUTHWEST PFAFFLE STREET,TIGARD,Washington County,OR Latitude 45°26'16.46", Longitude-122°45'53.6" 80 Foot-Monopole Tower Dear Michael Murray, Tectonic Engineering & Surveying Consultants P.C. (TECTONIC) 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 858742, in accordance with application 325922,revision 0. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case,to be: LC5: Existing+Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading,respectively. This analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code(2012 IBC) 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 TIA-222-G Standard per Exception#5 of Section 1609.1.1. Exposure Category C with topographic category 1 and Risk Category II were used in this analysis. All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at TECTONIC 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. Structu al analysis prepared by:Garrett �' s DEPS Respe fully sub itted by: � �NGINE6.,4 sio9 87979PE0 t' -.._ Antonio A. Gualtieri, P.E. Sr.Vice President �� OREGON �� tnxTower Report-version 6.1.4.1 o2"40Gt Y 73'20GJP� 41BERTO January 04, 2016 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 1171254,Application 325922,Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2- Existing and Reserved Antenna and Cable Information Table 3- Design Antenna and Cable Information 3)ANALYSIS PROCEDURE Table 4- Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Table 6—Tower Components vs. Capacity 4.1)Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 6.1.4.1 January 04,2016 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 1171254,Application 325922, Revision 0 Page 3 1) INTRODUCTION This tower is an 80 ft Monopole tower designed by North American Pole Corp. in November of 1996. The tower was originally designed for a wind speed of 90 mph per TIA/EIA-222-E. 2)ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standard for Antenna Supporting Structures and Antennas using a 3-second gust wind speed of 93 mph with no ice, 30 mph with 1 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 1. Table 1 -Proposed Antenna and Cable Information Center Number Number Feed Mounting Line. Antenna f ;oAntenna Model of Feed Line Note Level(ft) Elevation Manufacturer (ft) Antennas „ Lines Size(in) 3 alcatel lucent RRH2X40-AWS w/RDEM I 80.0 84.0 3 alcatel lucent RRH4X25-WCS - I - I 6 commscope SBNHH-1D65C 1 crown mounts PM 601-1 76.0 76.0 2 3/4 - 1 raycap DC6-48-60-0-8F I 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 " Manufacturer (ft) Antennas Lines Size(in) 1 kathrein 742-265 2 kathrein 800 10121 2 3/8 12 6 nokia CS72993.07 3 alcatel lucent 3JR52703AAAA 84.0 3 alcatel lucent 9442 RRH2X40-07 80.0 I 4 andrew E15Z01P03 1 kathrein I 742-265 25 7/8 1 2 I kathrein I 800 10121 I 1 5/16 i powerwave 2 technologies LGP21401 80.0 1 crown mounts LP 101-1 1 crown mounts PM 601-1 2 3/4 76.0 76.0 1 1 raycap DC6-48-60-0-8F 1 3/8 1 crown mounts PM 601-1 - 72.0 72.0 2 1/2 1 gps GPS_A I= crown mounts PM 601-1 62.0 62.0 1 I 1/2 1 1 gps GPS—A Notes: 1) Existing Equipment 2) Equipment To Be Removed;Not Considered In This Analysis tnxTower Report-version 6.1.4.1 January 04, 2016 80 Ft Monopole Tower Structural Analysis CC/BU No 855861 Project Number 1171254,Application 325922, Revision 0 Page 4 Table 3-Design Antenna and Cable Information Center Number Number Feed Mounting , Line - Antenna of Antenna Model of Feed. Line Level (ft) Elevation Manufacturer (ft) Antennas Lines Size(in) 3 Celwave PD10041 1 80.0 80.0 1-5/8 9 Celwave PD10201 12 I 3) ANALYSIS PROCEDURE Table 4-Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS Redmond &Associates 5680570 CCISITES 4-TOWER FOUNDATION North American Pole Corp. 5680558 CCISITES DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER North American Pole Corp. 5680552 CCISITES DRAWINGS 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) TECTONIC did not analyze the antenna supporting mounts as a part of this analysis report and assumed they are structurally sufficient. It is the carrier's responsibility to ensure structural compliance of their existing and/or proposed antenna supporting mounts. 5) The existing base plate grout was not considered in this analysis. This analysis may be affected if any assumptions are not valid or have been made in error. TECTONIC should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS - Table 5-Section Capacity(Summary) Section Component Critical SF*P_allow % No Elevation(ft) Type Size Element P(K) (K) Capacity Pass/Fail L1 80-40.25 Pole TP28.745x20x0.25 1 -7.02 1501.13 48.7 Pass [ L2 40.25-20 Pole TP32.568x27.3467x0.3125 2 -10.23 2211.72 48.1 Pass L3 20-0 Pole TP36.211x30.9595x0.3125 3 J -14.73 2398.24 60.3 Pass Summary Pole(L3) 60.3 Pass Rating= 60.3 Pass tnxTower Report-version 6.1.4.1 January 04, 2016 80 Ft Monopole Tower Structural Analysis CC/BU No 855861 Project Number 1171254,Application 325922, Revision 0 Page 5 Table 6-Tower Component Stresses vs. Capacity—LC5 Notes Component Elevation(ft) %Capacity Pass/Fail 1 Anchor Rods 0 58.4 Pass • 1 Base Plate 0 39.1 Pass 1 Base Foundation 0 38.5 Pass 1 Base Foundation 0 27.5 Pass Soil Interaction Structure Rating(max from all components)= 60.3% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacities to carry the existing and proposed loads. No modifications are required at this time. tnxTower Report-version 6.1.4.1 January 04, 2016 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 1171254,Application 325922,Revision 0 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.1.4.1 • I Mil I • DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE I ELEVATION r 8008 (2)SBNHH-1 D65C 80 9442 RRH2X40-07 180 (2)SBNHH-1D65C 80 9442 RRH2X40-07 180 (2)SBNHH-1D65C 80 9442 RRH2X40 07 80 RRH2X40-AWS w/RDEM 80 (2)LGP21401 180 I 1 gI RRH2X40 AWS w/RDEM 80 3 x T STD Pipe 180 RRH2X40-AWS w/RDEM 80 3'x 2"STD Pipe 80 1 RRH4X25-WCS 80 3 x 2 STD Pipe 80 1 . e RRH4X25-WCS 80 LP 101-1 BO RRH4X25-WCS 80 DC6-48-60 0-8F 76 '1. 800 10121 80 PM 601-1 76 800 10121 80 DC6-48-60 0-8F t76 742-265 180 _-- PM 601-1 .............i 76 1 1 3JR52703AAAA 80 GPS_A t72 3JR52703AAAA 60 _-- PM 601-1 __-- 72 11 3JR52703AAAA 80 GPS A 62 (2)E15Z01P03 80 PM 601-1 X62 ..,_ 11 (2)E15Z01P03 80 —- N a NCV MATERIAL STRENGTH N � N GRADE Fy Fu I GRADE I Fy I Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES I 1 I 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 93 mph basic wind in accordance with the TIA-222-G Standard. 1 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.00 ft 1 8. TOWER RATING:60.3% YI - 40.38 I I N n 1 N P 61, 1 A vl i I N N 1 M 11 / . 1 2006 f -..__.--- ALL REACTIONS ARE FACTORED AXIAL 33 K SHEARMOMENT N 2 K1 yi 101 kip-ft M P, I TORQUE 0 kip-ft ft o 30 mph WIND-1.0000 in ICE AXIAL 15K I SHEAR' MOMENT ,111 L I 16 K f _ 1046 kip-ft 0.0ft m TORQUE 1 kip-ft (0 REACTIONS-93 mph WIND Y n m E a o o m - m w g o a `� a v m _1 z F- w H CO 0I3 TECTONIC Job.6500.855861 TECTONIC 1279 Route 300 Pf " BU 855861-PFAFFLE "'"'u"°'°'''''E"P"°'"'"""' Newburgh, NY 12550 Client Crown Castle USA Drawn by:Ian MarinaccioAppd• Phone:(845)567-6656 Code TIA-222-G Dote 01/04/16 SL81e NTS FAX:(845)567-8703 Path:G.Naw. w,.i..,.„sma�„sea eci,sv.a.,.esoo.esseev.n D"N E-1 January 04, 2016 • 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 1171254,Application 325922, Revision 0 Page 7 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) Basic wind speed of 93 mph. 3) Structure Class II. 4) Exposure Category C. 5) Topographic Category 1. 6) Crest Height 0.00 ft. 7) Nominal ice thickness of 1.0000 in. 8) Ice thickness is considered to increase with height. 9) Ice density of 56 pcf. 10) A wind speed of 30 mph is used in combination with ice. 11) Temperature drop of 50°F. 12) Deflections calculated using a wind speed of 60 mph. 13) A non-linear(P-delta)analysis was used. 14) Pressures are calculated at each section. 15) Stress ratio used in pole design is 1. 16) 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 '1 Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification 4 Use Clear Spans For Wind Area Ignore Redundant Members in FEA si Use Code Stress Ratios 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 NI 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 Include Bolts In Member Capacity Autocalc Torque Arm Areas „ Poles, Leg Bolts Are At Top Of Section SR Members Have Cut Ends Al 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 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 L1 80.00-40.25 39.75 4.08 12 20.0000 28.7450 0.2500 1.0000 A572-65 (65 ksi) L2 40.25-20.00 24.33 4.58 12 27.3467 32.5680 0.3125 1.2500 A572-65 (65 ksi) L3 20.00-0.00 24.58 12 30.9595 36.2110 0.3125 1.2500 A572-65 (65 ksi) Tapered Pole Properties tnxTower Report-version 6.1.4.1 January 04, 2016 • 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 1171254,Application 325922,Revision 0 Page 8 Section Tip Dia. Area I r C I/C J lt/Q w wit in in2 in" in in in3 in4 in2 in L1 20.7055 15.8988 791.5587 7.0705 10.3600 76.4053 1603.9125 7.8249 4.6900 18.76 29.7590 22.9385 2377.3209 10.2012 14.8899 159.6599 4817.0967 11.2896 7.0337 28.135 L2 29.2184 27.2031 2537.6447 9.6782 14.1656 179.1417 5141.9562 13.3886 6.4914 20.773 33.7169 32.4571 4310.2571 11.5475 16.8702 255.4950 8733.7495 15.9744 7.8907 25.25 • L3 33.0653 30.8386 3697.0645 10.9716 16.0370 230.5329 7491.2549 15.1778 7.4597 23.871 37.4884 36.1229 5941.8372 12.8517 18.7573 316.7747 12039.773 17.7786 8.8670 28.375 1 • Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness 'if Factor Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Diagonals Horizontals ft ft2 in in in L1 80.00- 1 1 1 40.25 L2 40.25- 1 1 1 20.00 L3 20.00-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Secto Component Placement Total Number Start/En Width or Perimete Weight r Type Number Per Row d Diamete r ft Position r plf in in Step Bolts A Surface Ar 80.00-8.00 1 1 -0.250 0.3750 2.00 (CaAa) 0.250 Safety Line 3/8 A Surface Ar 80.00-8.00 1 1 0.000 0.3750 0.22 (CaAa) 0.000 ....62.... LDF4-50A(1/2") B Surface Ar 62.00-8.00 1 1 0.000 0.6300 0.15 (CaAa) 0.000 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2ift plf ***80*** 123-171-100(5/16") B No Inside Pole 80.00-8.00 1 No Ice 0.00 0.07 1/2"Ice 0.00 0.07 1"Ice 0.00 0.07 LDF5-50A(7/8") B No Inside Pole 80.00-8.00 25 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 ...76.... FB-L98-002-XXX(3/8) B No Inside Pole 76.00-8.00 1 No Ice 0.00 0.06 1/2"Ice 0.00 0.06 1"Ice 0.00 0.06 WR-VG86ST-BRD( B No Inside Pole 76.00-8.00 2 No Ice 0.00 0.58 3/4) 1/2"Ice 0.00 0.58 1"Ice 0.00 0.58 WR-VG86ST-BRD( B No Inside Pole 76.00-8.00 2 No Ice 0.00 0.58 3/4) 1/2"Ice 0.00 0.58 1"Ice 0.00 0.58 "`72"` LDF4-50A(1/2") B No Inside Pole 72.00-8.00 2 No Ice 0.00 0.15 1/2"Ice 0.00 0.15 1"Ice 0.00 0.15 ..... tnxTower Report-version 6.1.4.1 January 04, 2016 • 80 Ft Monopole Tower Structural Analysis CC/BU No 855861 Project Number 1171254,Application 325922, Revision 0 Page 9 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K L1 80.00-40.25 A 0.000 0.000 2.981 0.000 0.09 B 0.000 0.000 1.370 0.000 0.43 C 0.000 0.000 0.000 0.000 0.00 L2 40.25-20.00 A 0.000 0.000 1.519 0.000 0.04 B 0.000 0.000 1.276 0.000 0.23 C 0.000 0.000 0.000 0.000 0.00 L3 20.00-0.00 A 0.000 0.000 0.900 0.000 0.03 B 0.000 0.000 0.756 0.000 0.13 C 0.000 0.000 0.000 0.000 0.00 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 ft2 L1 80.00-40.25 A 2.121 0.000 0.000 36.700 0.000 0.60 B 0.000 0.000 10.595 0.000 0.58 C 0.000 0.000 0.000 0.000 0.00 L2 40.25-20.00 A 1.980 0.000 0.000 18.696 0.000 0.31 B 0.000 0.000 9.864 0.000 0.37 C 0.000 0.000 0.000 0.000 0.00 L3 20.00-0.00 A 1.771 0.000 0.000 10.405 0.000 0.16 B 0.000 0.000 5.509 0.000 0.21 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 L1 80.00-40.25 -0.0453 -0.0787 -0.4649 -0.5150 L2 40.25-20.00 -0.0139 -0.0965 -0.3281 -0.6202 L3 20.00-0.00 -0.0083 -0.0577 -0.2171 -0.4120 Shielding Factor Ka Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. L1 1 Step Bolts 40.25- 1.0000 1.0000 80.00 L1 2 Safety Line 3/8 40.25- 1.0000 1.0000 80.00 L1 14 LDF4-50A(1/2") 40.25- 1.0000 1.0000 62.00 L2 1 Step Bolts 20.00- 1.0000 1.0000 40.25 L2 2 Safety Line 3/8 20.00- 1.0000 1.0000 40.25 L2 14 LDF4-50A(1/2") 20.00- 1.0000 1.0000 40.25 tnxTower Report-version 6.1.4.1 January 04, 2016 • 80 Ft Monopole Tower Structural Analysis CC/BU No 855861 Project Number 1171254,Application 325922,Revision 0 Page 10 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 '*"80:.. (2)SBNHH-1D65C A From Leg 4.00 0.0000 80.00 No Ice 11.39 7.66 0.05 0.00 1/2" 12.01 8.25 0.12 4.00 Ice 12.63 8.84 0.19 1"Ice (2)SBNHH-1 D65C B From Leg 4.00 0.0000 80.00 No Ice 11.39 7.66 0.05 0.00 1/2" 12.01 8.25 0.12 4.00 Ice 12.63 8.84 0.19 1"Ice (2)SBNHH-1D65C C From Leg 4.00 0.0000 80.00 No Ice 11.39 7.66 0.05 0.00 1/2" 12.01 8.25 0.12 4.00 Ice 12.63 8.84 0.19 1"Ice RRH2X40-AWS w/RDEM A From Leg 4.00 0.0000 80.00 No Ice 3.77 2.23 0.05 0.00 1/2" 4.04 2.46 0.07 4.00 Ice 4.32 2.69 0.10 1"Ice RRH2X40-AWS w/RDEM B From Leg 4.00 0.0000 80.00 No Ice 3.77 2.23 0.05 0.00 1/2" 4.04 2.46 0.07 4.00 Ice 4.32 2.69 0.10 1"Ice RRH2X40-AWS w/RDEM C From Leg 4.00 0.0000 80.00 No Ice 3.77 2.23 0.05 0.00 1/2" 4.04 2.46 0.07 4.00 Ice 4.32 2.69 0.10 1"Ice RRH4X25-WCS A From Leg 4.00 0.0000 80.00 No Ice 3.81 4.45 0.09 0.00 1/2" 4.11 4.77 0.13 4.00 Ice 4.43 5.09 0.16 1"Ice RRH4X25-WCS B From Leg 4.00 0.0000 80.00 No Ice 3.81 4.45 0.09 0.00 1/2" 4.11 4.77 0.13 4.00 Ice 4.43 5.09 0.16 1"Ice RRH4X25-WCS C From Leg 4.00 0.0000 80.00 No Ice 3.81 4.45 0.09 0.00 1/2" 4.11 4.77 0.13 4.00 Ice 4.43 5.09 0.16 1"Ice 800 10121 A From Leg 4.00 0.0000 80.00 No Ice 5.46 3.29 0.05 0.00 1/2" 5.88 3.64 0.08 4.00 Ice 6.31 3.99 0.12 1"Ice 800 10121 C From Leg 4.00 0.0000 80.00 No Ice 5.46 3.29 0.05 0.00 1/2" 5.88 3.64 0.08 4.00 Ice 6.31 3.99 0.12 1"Ice 742-265 B From Leg 4.00 0.0000 80.00 No Ice 7.61 4.68 0.05 0.00 1/2" 8.11 5.14 0.09 4.00 Ice 8.68 5.61 0.14 1"Ice 3JR52703AAAA A From Leg 4.00 0.0000 80.00 No Ice 12.56 15.40 0.16 0.00 1/2" 13.22 16.13 0.27 4.00 Ice 13.94 16.88 0.38 1"Ice 3JR52703AAAA B From Leg 4.00 0.0000 80.00 No Ice 12.56 15.40 0.16 0.00 1/2" 13.22 16.13 0.27 4.00 Ice 13.94 16.88 0.38 1"Ice tnxTower Report-version 6.1.4.1 January 04, 2016 • 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 1171254,Application 325922,Revision 0 Page 11 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ftz ft2 K ft ° ft 3JR52703AAAA C From Leg 4.00 0.0000 80.00 No Ice 12.56 15.40 0.16 0.00 1/2" 13.22 16.13 0.27 4.00 Ice 13.94 16.88 0.38 1"Ice (2)E15Z01P03 A From Leg 4.00 0.0000 80.00 No Ice 1.06 0.45 0.02 0.00 1/2" 1.21 0.57 0.02 4.00 Ice 1.37 0.71 0.03 1"Ice (2)E15Z01P03 B From Leg 4.00 0.0000 80.00 No Ice 1.06 0.45 0.02 0.00 1/2" 1.21 0.57 0.02 4.00 Ice 1.37 0.71 0.03 1"Ice 9442 RRH2X40-07 A From Leg 4.00 0.0000 80.00 No Ice 2.49 2.21 0.05 0.00 1/2" 2.71 2.42 0.07 4.00 Ice 2.94 2.63 0.10 1"Ice 9442 RRH2X40-07 B From Leg 4.00 0.0000 80.00 No Ice 2.49 2.21 0.05 0.00 1/2" 2.71 2.42 0.07 4.00 Ice 2.94 2.63 0.10 1"Ice 9442 RRH2X40-07 C From Leg 4.00 0.0000 80.00 No Ice 2.49 2.21 0.05 0.00 1/2" 2.71 2.42 0.07 4.00 Ice 2.94 2.63 0.10 1"Ice (2)LGP21401 C From Leg 4.00 0.0000 80.00 No Ice 1.29 0.23 0.01 0.00 1/2" 1.45 0.31 0.02 4.00 Ice 1.61 0.40 0.03 1"Ice 3'x 2"STD Pipe A From Leg 4.00 0.0000 80.00 No Ice 0.58 0.58 0.01 0.00 1/2" 0.77 0.77 0.02 4.00 Ice 0.97 0.97 0.02 1"Ice 3'x 2"STD Pipe B From Leg 4.00 0.0000 80.00 No Ice 0.58 0.58 0.01 0.00 1/2" 0.77 0.77 0.02 4.00 Ice 0.97 0.97 0.02 1"Ice 3'x 2"STD Pipe C From Leg 4.00 0.0000 80.00 No Ice 0.58 0.58 0.01 0.00 1/2" 0.77 0.77 0.02 4.00 Ice 0.97 0.97 0.02 1"Ice LP 101-1 C None 0.0000 80.00 No Ice 36.21 36.21 1.50 1/2" 42.82 42.82 2.30 Ice 49.43 49.43 3.10 1"Ice ...76.... DC6-48-60-0-8F B From Leg 1.00 0.0000 76.00 No Ice 2.57 2.57 0.02 0.00 1/2" 2.80 2.80 0.04 0.00 Ice 3.04 3.04 0.07 1"Ice PM 601-1 B From Leg 0.50 0.0000 76.00 No Ice 3.00 0.90 0.07 0.00 1/2" 3.74 1.12 0.08 0.00 Ice 4.48 1.34 0.09 1"Ice DC6-48-60-0-8F A From Leg 1.00 0.0000 76.00 No Ice 2.57 2.57 0.02 0.00 1/2" 2.80 2.80 0.04 0.00 Ice 3.04 3.04 0.07 1"Ice PM 601-1 A From Leg 0.50 0.0000 76.00 No Ice 3.00 0.90 0.07 0.00 1/2" 3.74 1.12 0.08 0.00 Ice 4.48 1.34 0.09 1"Ice ....72.... GPS_A B From Leg 1.00 0.0000 72.00 No Ice 0.30 0.30 0.00 0.00 1/2" 0.37 0.37 0.00 0.00 Ice 0.46 0.46 0.01 tnxTower Report-version 6.1.4.1 January 04, 2016 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 1171254,Application 325922, Revision 0 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 1"Ice PM 601-1 B From Leg 0.50 0.0000 72.00 No Ice 3.00 0.90 0.07 0.00 1/2" 3.74 1.12 0.08 0.00 Ice 4.48 1.34 0.09 1"Ice ***62*** GPS_A B From Leg 1.00 0.0000 62.00 No Ice 0.30 0.30 0.00 0.00 1/2" 0.37 0.37 0.00 0.00 Ice 0.46 0.46 0.01 1"Ice PM 601-1 B From Leg 0.50 0.0000 62.00 No Ice 3.00 0.90 0.07 0.00 1/2" 3.74 1.12 0.08 0.00 Ice 4.48 1.34 0.09 1"Ice 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 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 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 tnxTower Report-version 6.1.4.1 January 04, 2016 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 1171254,Application 325922,Revision 0 Page 13 Comb. Description No. 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 80-40.25 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -20.63 -0.77 0.20 Max.Mx 8 -7.02 -404.67 -2.96 Max.My 2 -7.03 2.68 402.28 Max.Vy 8 12.32 -404.67 -2.96 Max.Vx 2 -12.24 2.68 402.28 Max.Torque 2 -0.73 L2 40.25-20 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -25.94 -0.59 0.48 Max.Mx 8 -10.23 -666.05 -5.26 Max.My 2 -10.23 5.06 662.11 Max.Vy 8 14.14 -666.05 -5.26 Max.Vx 2 -14.06 5.06 662.11 Max.Torque 2 -0.73 L3 20-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -32.79 -0.44 0.72 Max.Mx 8 -14.73 -1040.04 -8.11 Max.My 2 -14.73 7.99 1034.17 Max.Vy 8 16.25 -1040.04 -8.11 Max.Vx 2 -16.17 7.99 1034.17 Max.Torque 2 -0.73 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 32.79 -0.00 0.00 Max.H. 20 14.74 16.24 0.12 Max.Hi 2 14.74 0.12 16.16 Max.Mx 2 1034.17 0.12 16.16 Max.M, 8 1040.04 -16.24 -0.12 Max.Torsion 14 0.70 -0.12 -16.16 Min.Vert 17 11.05 8.02 -13.94 Min.H. 8 14.74 -16.24 -0.12 Min.Hi 14 14.74 -0.12 -16.16 Min.Mx 14 -1033.89 -0.12 -16.16 Min.M, 20 -1039.52 16.24 0.12 Min.Torsion 2 -0.73 0.12 16.16 Tower Mast Reaction Summary tnxTower Report-version 6.1.4.1 January 04, 2016 • 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 1171254,Application 325922, Revision 0 Page 14 Load Vertical Shear„ Shear, Overturning Overturning Torque Combination Moment,M, Moment,M, K K K kip-ft kip-ft kip-ft Dead Only 12.28 0.00 0.00 -0.11 -0.21 0.00 1.2 Dead+1.6 Wind 0 deg- 14.74 -0.12 -16.16 -1034.17 7.99 0.73 No Ice 0.9 Dead+1.6 Wind 0 deg- 11.05 -0.12 -16.16 -1029.70 8.03 0.73 No Ice 1.2 Dead+1.6 Wind 30 deg- 14.74 8.02 -13.94 -891.51 -513.01 0.65 No Ice ' 0.9 Dead+1.6 Wind 30 deg- 11.05 8.02 -13.94 -887.66 -510.74 0.65 No Ice 1.2 Dead+1.6 Wind 60 deg- 14.74 14.01 -7.98 -510.01 -896.61 0.39 No Ice 0.9 Dead+1.6 Wind 60 deg- 11.05 14.01 -7.98 -507.79 -892.70 0.39 No Ice 1.2 Dead+1.6 Wind 90 deg- 14.74 16.24 0.12 8.11 -1040.04 0.03 No Ice 0.9 Dead+1.6 Wind 90 deg- 11.05 16.24 0.12 8.11 -1035.51 0.04 No Ice 1.2 Dead+1.6 Wind 120 deg 14.74 14.12 8.18 524.01 -904.85 -0.32 -No Ice 0.9 Dead+1.6 Wind 120 deg 11.05 14.12 8.18 521.80 -900.91 -0.32 -No Ice 1.2 Dead+1.6 Wind 150 deg 14.74 8.22 14.05 899.47 -527.29 -0.59 -No Ice 0.9 Dead+1.6 Wind 150 deg 11.05 8.22 14.05 895.65 -524.97 -0.59 -No Ice 1.2 Dead+1.6 Wind 180 deg 14.74 0.12 16.16 1033.89 -8.51 -0.70 -No Ice 0.9 Dead+1.6 Wind 180 deg 11.05 0.12 16.16 1029.49 -8.41 -0.70 -No Ice 1.2 Dead+1.6 Wind 210 deg 14.74 -8.02 13.94 891.24 512.49 -0.64 -No Ice 0.9 Dead+1.6 Wind 210 deg 11.05 -8.02 13.94 887.45 510.36 -0.64 -No Ice 1.2 Dead+1.6 Wind 240 deg 14.74 -14.01 7.98 509.73 896.10 -0.40 -No Ice 0.9 Dead+1.6 Wind 240 deg 11.05 -14.01 7.98 507.58 892.32 -0.40 -No Ice 1.2 Dead+1.6 Wind 270 deg 14.74 -16.24 -0.12 -8.39 1039.52 -0.06 -No Ice 0.9 Dead+1.6 Wind 270 deg 11.05 -16.24 -0.12 -8.32 1035.13 -0.06 -No Ice 1.2 Dead+1.6 Wind 300 deg 14.74 -14.12 -8.18 -524.29 904.34 0.31 -No Ice 0.9 Dead+1.6 Wind 300 deg 11.05 -14.12 -8.18 -522.01 900.53 0.31 -No Ice 1.2 Dead+1.6 Wind 330 deg 14.74 -8.22 -14.05 -899.75 526.78 0.60 -No Ice 0.9 Dead+1.6 Wind 330 deg 11.05 -8.22 -14.05 -895.86 524.58 0.60 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 32.79 0.00 0.00 -0.72 -0.44 0.00 1.2 Dead+1.0 Wind 0 32.79 -0.02 -1.49 -99.91 0.64 0.08 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 32.79 0.73 -1.28 -86.06 -49.41 0.07 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 32.79 1.29 -0.73 -49.36 -86.35 0.04 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 32.79 1.50 0.02 0.37 -100.28 0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 32.79 1.30 0.76 49.80 -87.47 -0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 32.79 0.76 1.30 85.69 -51.35 -0.06 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 32.79 0.02 1.49 98.42 -1.60 -0.08 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 32.79 -0.73 1.28 84.57 48.45 -0.07 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 32.79 -1.29 0.73 47.87 85.39 -0.04 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 32.79 -1.50 -0.02 -1.86 99.32 -0.01 tnxTower Report-version 6.1.4.1 January 04, 2016 • 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 1171254,Application 325922, Revision 0 Page 15 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M, Moment,M, K K K kip-ft kip-ft kip-ft deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 32.79 -1.30 -0.76 -51.30 86.50 0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 32.79 -0.76 -1.30 -87.18 50.39 0.06 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 12.28 -0.03 -3.76 -240.23 1.70 0.17 Dead+Wind 30 deg-Service 12.28 1.87 -3.24 -207.10 -119.28 0.15 ' Dead+Wind 60 deg-Service 12.28 3.26 -1.86 -118.51 -208.36 0.09 Dead+Wind 90 deg-Service 12.28 3.78 0.03 1.80 -241.67 0.01 Dead+Wind 120 deg- 12.28 3.29 1.90 121.60 -210.28 -0.07 Service Dead+Wind 150 deg- 12.28 1.91 3.27 208.79 -122.60 -0.14 Service Dead+Wind 180 deg- 12.28 0.03 3.76 240.00 -2.13 -0.17 Service Dead+Wind 210 deg- 12.28 -1.87 3.24 206.87 118.85 -0.15 Service Dead+Wind 240 deg- 12.28 -3.26 1.86 118.28 207.93 -0.09 Service Dead+Wind 270 deg- 12.28 -3.78 -0.03 -2.03 241.24 -0.01 Service Dead+Wind 300 deg- 12.28 -3.29 -1.90 -121.83 209.85 0.07 Service Dead+Wind 330 deg- 12.28 -1.91 -3.27 -209.02 122.17 0.14 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 -12.28 0.00 0.00 12.28 0.00 0.000% 2 -0.12 -14.74 -16.16 0.12 14.74 16.16 0.000% 3 -0.12 -11.05 -16.16 0.12 11.05 16.16 0.000% 4 8.02 -14.74 -13.94 -8.02 14.74 13.94 0.000% 5 8.02 -11.05 -13.94 -8.02 11.05 13.94 0.000% 6 14.01 -14.74 -7.98 -14.01 14.74 7.98 0.000% 7 14.01 -11.05 -7.98 -14.01 11.05 7.98 0.000% 8 16.24 -14.74 0.12 -16.24 14.74 -0.12 0.000% 9 16.24 -11.05 0.12 -16.24 11.05 -0.12 0.000% 10 14.12 -14.74 8.18 -14.12 14.74 -8.18 0.000% 11 14.12 -11.05 8.18 -14.12 11.05 -8.18 0.000% 12 8.22 -14.74 14.05 -8.22 14.74 -14.05 0.000% 13 8.22 -11.05 14.05 -8.22 11.05 -14.05 0.000% 14 0.12 -14.74 16.16 -0.12 14.74 -16.16 0.000% 15 0.12 -11.05 16.16 -0.12 11.05 -16.16 0.000% 16 -8.02 -14.74 13.94 8.02 14.74 -13.94 0.000% 17 -8.02 -11.05 13.94 8.02 11.05 -13.94 0.000% 18 -14.01 -14.74 7.98 14.01 14.74 -7.98 0.000% 19 -14.01 -11.05 7.98 14.01 11.05 -7.98 0.000% 20 -16.24 -14.74 -0.12 16.24 14.74 0.12 0.000% 21 -16.24 -11.05 -0.12 16.24 11.05 0.12 0.000% 22 -14.12 -14.74 -8.18 14.12 14.74 8.18 0.000% 23 -14.12 -11.05 -8.18 14.12 11.05 8.18 0.000% 24 -8.22 -14.74 -14.05 8.22 14.74 14.05 0.000% 25 -8.22 -11.05 -14.05 8.22 11.05 14.05 0.000% 26 0.00 -32.79 0.00 -0.00 32.79 0.00 0.000% 27 -0.02 -32.79 -1.49 0.02 32.79 1.49 0.000% 28 0.73 -32.79 -1.28 -0.73 32.79 1.28 0.000% 29 1.29 -32.79 -0.73 -1.29 32.79 0.73 0.000% 30 1.50 -32.79 0.02 -1.50 32.79 -0.02 0.000% 31 1.30 -32.79 0.76 -1.30 32.79 -0.76 0.000% 32 0.76 -32.79 1.30 -0.76 32.79 -1.30 0.000% 33 0.02 -32.79 1.49 -0.02 32.79 -1.49 0.000% 34 -0.73 -32.79 1.28 0.73 32.79 -1.28 0.000% 35 -1.29 -32.79 0.73 1.29 32.79 -0.73 0.000% tnxTower Report-version 6.1.4.1 January 04, 2016 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 1171254,Application 325922,Revision 0 Page 16 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 36 -1.50 -32.79 -0.02 1.50 32.79 0.02 0.000% 37 -1.30 -32.79 -0.76 1.30 32.79 0.76 0.000% 38 -0.76 -32.79 -1.30 0.76 32.79 1.30 0.000% 39 -0.03 -12.28 -3.76 0.03 12.28 3.76 0.000% 40 1.87 -12.28 -3.24 -1.87 12.28 3.24 0.000% 41 3.26 -12.28 -1.86 -3.26 12.28 1.86 0.000% 42 3.78 -12.28 0.03 -3.78 12.28 -0.03 0.000% ' 43 3.29 -12.28 1.90 -3.29 12.28 -1.90 0.000% 44 1.91 -12.28 3.27 -1.91 12.28 -3.27 0.000% 45 0.03 -12.28 3.76 -0.03 12.28 -3.76 0.000% 46 -1.87 -12.28 3.24 1.87 12.28 -3.24 0.000% 47 -3.26 -12.28 1.86 3.26 12.28 -1.86 0.000% 48 -3.78 -12.28 -0.03 3.78 12.28 0.03 0.000% 49 -3.29 -12.28 -1.90 3.29 12.28 1.90 0.000% 50 -1.91 -12.28 -3.27 1.91 12.28 3.27 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00008508 3 Yes 4 0.00000001 0.00004992 4 Yes 4 0.00000001 0.00099203 5 Yes 4 0.00000001 0.00057988 6 Yes 4 0.00000001 0.00091857 7 Yes 4 0.00000001 0.00053462 8 Yes 4 0.00000001 0.00003410 9 Yes 4 0.00000001 0.00001793 10 Yes 4 0.00000001 0.00095683 11 Yes 4 0.00000001 0.00055554 12 Yes 5 0.00000001 0.00001913 13 Yes 4 0.00000001 0.00059453 14 Yes 4 0.00000001 0.00011653 15 Yes 4 0.00000001 0.00006882 16 Yes 4 0.00000001 0.00090121 17 Yes 4 0.00000001 0.00052487 18 Yes 4 0.00000001 0.00097105 19 Yes 4 0.00000001 0.00056732 20 Yes 4 0.00000001 0.00002825 21 Yes 4 0.00000001 0.00001362 22 Yes 4 0.00000001 0.00099917 23 Yes 4 0.00000001 0.00058149 24 Yes 4 0.00000001 0.00093892 25 Yes 4 0.00000001 0.00054518 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00050621 28 Yes 4 0.00000001 0.00050918 29 Yes 4 0.00000001 0.00051199 • 30 Yes 4 0.00000001 0.00051305 31 Yes 4 0.00000001 0.00051793 32 Yes 4 0.00000001 0.00051280 33 Yes 4 0.00000001 0.00049944 34 Yes 4 0.00000001 0.00049537 35 Yes 4 0.00000001 0.00049541 36 Yes 4 0.00000001 0.00049830 37 Yes 4 0.00000001 0.00050868 38 Yes 4 0.00000001 0.00051100 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00002519 41 Yes 4 0.00000001 0.00002069 42 Yes 4 0.00000001 0.00000001 43 Yes 4 0.00000001 0.00002171 44 Yes 4 0.00000001 0.00002572 45 Yes 4 0.00000001 0.00000001 tnxTower Report-version 6.1.4.1 January 04, 2016 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 1171254,Application 325922, Revision 0 Page 17 46 Yes 4 0.00000001 0.00002010 47 Yes 4 0.00000001 0.00002362 48 Yes 4 0.00000001 0.00000001 49 Yes 4 0.00000001 0.00002413 50 Yes 4 0.00000001 0.00002106 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 80-40.25 7.123 43 0.7807 0.0020 L2 44.3333-20 2.269 43 0.4611 0.0006 L3 24.5833-0 0.734 43 0.2633 0.0003 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 80.00 (2)SBNHH-1D65C 43 7.123 0.7807 0.0020 31886 76.00 DC6-48-60-0-8F 43 6.515 0.7461 0.0018 31886 72.00 GPS_A 43 5.913 0.7113 0.0017 19929 62.00 GPS_A 43 4.459 0.6235 0.0012 8857 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 L1 80-40.25 30.635 10 3.3575 0.0087 L2 44.3333-20 9.769 10 1.9849 0.0027 L3 24.5833-0 3.158 10 1.1336 0.0012 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 0 ft 80.00 (2)SBNHH-1D65C 10 30.635 3.3575 0.0087 7462 0 ' 76.00 DC6-48-60-0-8F 10 28.024 3.2088 0.0079 7462 72.00 GPS_A 10 25.434 3.0597 0.0071 4663 62.00 GPS_A 10 19.185 2.6826 0.0053 2072 Compression Checks Pole Design Data tnxTower Report-version 6.1.4.1 January 04, 2016 80 Ft Monopole Tower Structural Analysis CC/BU No 855861 Project Number 1171254,Application 325922, Revision 0 Page 18 Section Elevation Size L L„ KI/r A P„ OP„ Ratio No. Pu ft ft ft in2 K K 4,Pn L1 80-40.25(1) TP28.745x20x0.25 39.75 0.00 0.0 22.215 -7.02 1501.13 0.005 3 L2 40.25-20(2) TP32.568x27.3467x0.312 24.33 0.00 0.0 31.467 -10.23 2211.72 0.005 5 5 L3 20-0(3) TP36.211 x30.9595x0.312 24.58 0.00 0.0 36.122 -14.73 2398.24 0.006 5 9 Pole Bending Design Data Section Elevation Size M„,, OM„,. Ratio M,n, (j M„y Ratio No. M,,,, Arty ft kip-ft kip-ft oMnx kip-ft kip-ft •Mny L1 80-40.25(1) TP28.745x20x0.25 406.68 843.02 0.482 0.00 843.02 0.000 L2 40.25-20(2) TP32.568x27.3467x0.312 669.66 1406.18 0.476 0.00 1406.18 0.000 5 L3 20-0(3) TP36.211x30.9595x0.312 1045.63 1752.59 0.597 0.00 1752.59 0.000 5 Pole Shear Design Data Section Elevation Size Actual OV Ratio Actual 4T Ratio No. V V„ T T„ ft K K OV kip-ft kip-ft OT„ L1 80-40.25(1) TP28.745x20x0.25 12.40 750.57 0.017 0.32 1709.37 0.000 L2 40.25-20(2) TP32.568x27.3467x0.312 14.22 1105.86 0.013 0.32 2851.31 0.000 5 L3 20-0(3) TP36.211 x30.9595x0.312 16.33 1199.12 0.014 0.32 3553.70 0.000 5 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Pu MUr M„y V„ T„ Stress Stress ft OR, (t)Mnr jM„y •V 4T Ratio Ratio L1 80-40.25(1) 0.005 0.482 0.000 0.017 0.000 0.487 1.000 482 V L2 40.25-20(2) 0.005 0.476 0.000 0.013 0.000 0.481 1.000 482 1/ V L3 20-0(3) 0.006 0.597 0.000 0.014 0.000 0.603 1.000 482 V V Section Capacity Table Section Elevation Component Size Critical P OPemw % Pass No. ft Type Element K K Capacity Fail L1 80-40.25 Pole TP28.745x20x0.25 1 -7.02 1501.13 48.7 Pass L2 40.25-20 Pole TP32.568x27.3467x0.3125 2 -10.23 2211.72 48.1 Pass L3 20-0 Pole TP36.211x30.9595x0.3125 3 -14.73 2398.24 60.3 Pass Summary Pole(L3) 60.3 Pass RATING= 60.3 Pass tnxTower Report-version 6.1.4.1 January 04, 2016 80 Ft Monopole Tower Structural Analysis CC/BU No 855861 Project Number 1171254,Application 325922,Revision 0 Page 19 APPENDIX B BASE LEVEL DRAWING • tnxTower Report-version 6.1.4.1 (PROPOSED) }� (2) 3/4" TO 76 FT LEVEL (INSTALLED) Nk (1) 1/2" TO 62 FT LEVEL (2) 1/2" TO 72 FT LEVEL (1) 3/8" TO 76 FT LEVEL (2) 3/4" TO 76 FT LEVEL (1) 5/16" TO 80 FT LEVEL (25) 7/8" TO 80 FT LEVEL (INSTALLED-TO BE REMOVED) CLIMBING PEGS W/ 01\ • (2) 3/8" TO 80 FT LEVEL SAFETY CLIMB / • // .-- / \\ / / \ / \)it \ \ / I \ / / \ \\ // / \ • - / N / � - - - '/ BUSINESS UNIT: 855861 TOWER ID: C_BASELEVEL January 04, 2016 • 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number 1171254,Application 325922,Revision 0 Page 20 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.1.4.1 Stiffened or Unstiffened, Ungrouted, Circular Base Plate -Any Rod Material TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod Diameter) Site Data Reactions BU#: 855861 Mu: 1046 ft-kips Site Name: PFAFFLE Axial,Pu: 15 kips App#: 325922 Shear,Vu: 16 kips Pole Manufacturer:1 Other Eta Factor,r) 0.5 TIA G(Fig.4-4) Anchor Rod Data If No stiffeners,Criteria: AISC LRFD <-Only Applcable to Unstiffened Cases Qty: 8 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Rigid Strength(Fu): 100 ksi Max Rod(Cu+Vu/rj): 151.8 Kips AISC LRFD Yield(Fy): 75 ksi Allowable Axial, *Fu*Anet: 260.0 Kips w*Tn Bolt Circle: 43 in Anchor Rod Stress Ratio: 58.4% Pass Plate Data Diam: 49 in Base Plate Results Flexural Check Rigid Thick: 2.25 in Base Plate Stress: 17.6 ksi AISC LRFD Grade: 50 ksi Allowable Plate Stress: 45.0 ksi W*Fy Single-Rod B-eff: 14.55 in Base Plate Stress Ratio: 39.1% Pass Y.L.Length: 22.50 Stiffener Data(Welding at both sides) n/a Config: 0 * Stiffener Results Weld Type: Horizontal Weld: n/a Groove Depth: <--Disregard Vertical Weld: n/a Groove Angle: <--Disregard Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Fillet H.Weld: in Plate Tension+Shear,ft/Ft+(fv/Fv)^2: n/a Fillet V.Weld: in Plate Comp.(AISC Bracket): n/a Width: in Height: in Pole Results Thick: in Pole Punching Shear Check: n/a Notch: in Grade: ksi Weld str.: ksi Pole Data ° Diam: 36.211 in Thick: 0.3125 in Grade: 65 ksi " � #of Sides: 12 "0"IF Round Fu 80 ksi Reinf.Fillet Weld 0 "0"if None .. U *0=none,1=every bolt,2=every 2 bolts,3=2 per bolt **Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate v2.0 Analysis Date: 1/4/2016 • CCI Foundation Tool Suite-Monopole Pier • CCIFTS 1.2.108.14286-Phase 1-2 Date: 1/4/2016 BU: 855861 Site Name: PFAFFLE Cr%CROWN App Number: 325922 I CASTLE Work Order: 1171254 Monopole Drilled Pier Input 3"C.C. • `Criteriaa _ , TIA Revision: G ACI 318 Revision: 2008 Seismic Category: D A vtA Force$ ` o� Compression 15 kips Shear 16 kips Moment 1046 k-ft Swelling Force 0 kips Foundafion Dimensions _ _ Pier Diameter 5 ft p4Tie Size Ext.above grade: 0.5 ft Depth below grade: 25 ft - or (34)-q8 Maienatp�operpes Number of Rebar: 34 Rebar Size: 8 Tie Size 4 Rebar tensile strength: 60 ksi Concrete Strength: 4000 psi Ultimate Concrete Strain 0.003 in/in Clear Cover to Ties: 3 in 4 s' v. a r ' ' Ultimate UktmateUt� Fndion 11plif4kut Comp Skln Bea r T)tck(less �om Ta tlntti(telght Cohesion Angle Fnchon. t Friction , Gap`accttit° ' SPT N` 1 3 0 3 110 0 0 0 0 0 2 10 3 13 110 1000 0 0 0 0 3 9 13 22 47.6 1000 0 0 0 0 4 3 22 25 52.6 0 34 0 0 9 Analysis Results Concrete/Steel Check Soil Lateral Capacity Mu(from soil analysis) 1121.48 k-ft Depth to Zero Shear: 4.93 ft 4Mn 2913.37 k-ft Max Moment,Mu: 1121.48 k-ft .RATING: 38.5% Soil Safety Factor: 4.83 Safety Factor Req'd: 1.33 RATING: 27.5%, rho provided 0.95 rho required 0.50 OK Soil Axial Capacity Skin Friction(k): 0.00 kips Rebar Spacing 3.80 End Bearing(k): 132.54 kips Spacing required 16.00 OK Comp.Capacity(k),¢Cn: 132.54 kips Comp.(k),Cu: 15.00 kips RATING: 11;3% Dev.Length required 19.82 Dev.Length provided 37.95 OK Overall Foundation Rating: 38.5% Page 1 of 1