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• Date: March 13, 2018 APR w 3 2013 eV n t. r is p m' a t , • Cheryl Schultz ? AW Solutions Crown Castle o� p._� . ;: �,I 300 Crown Oak Centre Drive 3530 Toringdon WaySuite 300 Longwood, FL 32750 Charlotte, NC 28277 (407)260-0231 Subject: Structural Analysis Report Carrier Designation: Sprint PCS Co-Locate Carrier Site Number: P003XC047 Crown Castle Designation: Crown Castle BU Number: 879526 Crown Castle Site Name: TIGARD Crown Castle JDE Job Number: 489497 Crown Castle Work Order Number: 1539671 Crown Castle Order Number: 429240 Rev. 0 Engineering Firm Designation: AW Solutions Project Number: 879526 Site Data: 8777 SW BURNHAM, TIGARD,Washington County, OR Latitude 45°25'42.07" Longitude-122°46'5.34" 100 Foot-Monopole Tower Ms. Schultz, • AW Solutions 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 1155390, in accordance with order 429240, 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: LC7: Existing+ Reserved+ 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 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 and Risk Category II were used in this analysis. We at AW Solutions 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. Structural analysis pr- IC C"'. -s Springer, E.I. /AL RespectFully sub , � OFFICE COPY •sc 7. ,,2!,":1" CITY OF TIGARD « REVIEWED FOR CODs COMPLIANCE Approved: J ' : ✓` 3/13/18 arcs I Emmanuel Poulin, P E. Penult Rap e- I g-" OCT 1 VP of Engineers :3.,rl8rT€f?r'i' 12/31/18 Adamant $7-7 -7r1 .1,- rn r I - - - tnxTower Report-version 7.0.5.1 #i "-- Sp Date: `� A —J March 13, 2018 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1539671, Order 429240, 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 a tnxTower Report-version 7.0.5.1 March 13, 2018 , 100 Ft Monopole Tower Structural Analysis CC/BU No 879526 6 Project Number 1539671, Order 429240, Revision 0 Page 3 1)INTRODUCTION This tower is a 100 ft Monopole tower designed by NEWMARK INFRASTRUCTURE SOLUTIONS in June of 1999.The tower was originally designed for a wind speed of 80 mph per TIA/EIA-222-F. , 2)ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 93 mph with no ice, 30 mph with 1 inch ice thickness and 60 mph under service loads, exposure category C. Table 1 -Proposed Antenna and Cable Information Center Number Number Feed Mounting Lineof Antenna Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) samsung M-MIMO AAU w/Mount 102.0 103.0 3 1 1-7/16 - ,telecommunications Pipe Table 2-Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Lineof Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 3 W kmw = ET-X- M-18-65-8P w/ communications , Mount Pipe 3 samsung 2.5GHz RRH-V3 3 {telecommunications; 3 samsung OPTIC FIBER JUNCTION telecommunications, CYLINDER 103.0 3 kmw ET X-TU-42 15 37 18 iR 102.0 ; communications t P SP w/Mounipe ; 3 samsung POWER JUNCTION telecommunications, CYLINDER 3 1-7/16 1 samsung RRH-C2C w/EXT FILTER 3 telecommunications; samsung 3 RRH-P4 Ftelecommunications I 102.0 1 tower mounts [LP .Platform Mount 602-1] tnxTower Report-version 7.0.5.1 March 13, 2018 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1539671, Order 429240, Revision 0 Page 4 Center Number Number Feed Mounting Line Antenna Level(ft) Elevation of Manufacturer Antenna Model of Feed Line Note (ft) Antennas Lines Size(in) kmw ' ET-X-UW-70-16-70-18 • 3 1 communications IR AT w/Mount Pipe - - 1 kmw ET-X-UW-70-16 70-18 '' communications IR-AT w/Mount Pipe 76.01 ace ° XXQLH-654L8H8-IVT w/ Mount Pipe 1 i alcatel lucent B66A RRH4X45 1nokia FRBI e_ .�... i 2 3/8 1 raycap DC6-48 60 18-8F 2 3/4 2 2 ace ° XXQLH-654L8H8-IVT w/ Mount Pipe 75.0 2 kmw ' ET-X-UW-70-16-70-18 communications IR-AT w/Mount Pipe 2 nokia _ _ FRBI I 2 alcatel lucent i B66A RRH4X45 75.03 s alcatel lucent B25 RRH4X30 3 alcatel lucent RRH2X40-07-L ' 1 kathrein 800 10121 w/Mount Pipe 1 kathrein ;800 10765 w/Mount Pipe ` 2 3/4 1 f 16 7/8 1 kathrein 742 265 w/Mount Pipe 1 raycap ' DC6-48-60-18-8F 1 tower mounts Platform Mount[LP 304-1] Notes: 1) Existing Equipment 2) Reserved Equipment 3) Equipment to be Removed Table 3-Design Antenna and Cable Information Center Number Number Feed Mounting Line Antenna Level(ft) Elevation °f Manufacturer Antenna Model of Feed Line (ft) Antennas Lines Size(in) 3)ANALYSIS PROCEDURE Table 4-Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS i Northwest Geotech, Inc I 2121857 ' CCISITES 4-TOWER FOUNDATION Vertical Solutions 2315161 CCISITES DRAWINGS/DESIGN/SPECS , 4-TOWER MANUFACTURER s Newmark Infrastructure Solutions 2055065 , CCISITES DRAWINGS tnxTower Report-version 7.0.5.1 March 13, 2018 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1539671, Order 429240, Revision 0 Page 5 3.1) Analysis Method tnxTower(version 7.0.5.1), a commercially available analysis software package,was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) The existing base plate grout was not considered in this analysis. 5) The reinforcement in the drilled shaft is assumed to meet the minimum flexural steel requirements of ACI 318-05. This analysis may be affected if any assumptions are not valid or have been made in error.AW Solutions 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 P(K) SF*P_allow % Pass I Fail No. Elevation(ft) Type Size Element (K) Capacity L1 '+ 100-60.25 's Pole TP26.255x20x0.25 i 1 -8.91 1428.97 41.3 Pass . _..._R. L2 60.25 Pole TP31.145x25.1518x0.3125 1 2 ; -13.76 i 2160.44 63.2 Pass 26.0033 L3 26.0033 0 , Pole TP34.611x29.8249x0.375 3 -20.01 3001.04 , 67.6 Pass Summary; Pole(L3) 67.6 Pass :RATING= 67.6 Pass Table 6 -Tower Component Stresses vs. Capacity-LC7 Notes Component Elevation (ft) %Capacity Pass/Fail _ 1 Anchor Rods ' 0 64.9 ! Pass 1 Base Plate 0 56.3 Pass 1 Base Foundation 0 73.2 Pass Structural , 1 Base Foundation 0 38.7 I Pass Soil Interaction Structure Rating (max from all components)= 73.2% Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity consumed. a 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report-version 7.0.5.1 March 13, 2018 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1539671, Order 429240, Revision 0 Page 6 APPENDIX A • TNXTOWER OUTPUT • tnxTower Report-version 7.0.5.1 March 13, 2018 100 Ft Monopole Tower Structural Analysis CC/BU No 879526 Project Number 1539671, Order 429240, 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 Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments-Diagonals 4 Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification J Use Clear Spans For Wind Area SR Leg Bolts Resist Compression J Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable J Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice NI Bypass Mast Stability Checks 4 Consider Feed Line Torque Always Use Max Kz -4 Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile 4 Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component J Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric 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 100.00-60.25 39.75 3.83 12 20.0000 26.2550 0.2500 1.0000 A572-65 (65 ksi) L2 60.25-26.00 38.08 4.42 12 25.1518 31.1450 0.3125 1.2500 A572-65 (65 ksi) L3 26.00-0.00 30.42 12 29.8249 34.6110 0.3750 1.5000 A572-65 _ . .. (65ksi) tnxTower Report-version 7.0.5.1 March 13, 2018 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1539671, Order 429240, Revision 0 Page 8 Tapered Pole Properties Section Tip Dia. Area I r C I/C J /t/Q w w/t in in2 in4 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 27.1812 20.9340 1806.9761 9.3098 13.6001 132.8650 3661.4234 10.3031 6.3663 25.465 L2 26.6636 24.9945 1968.3827 8.8925 13.0286 151.0813 3988.4770 12.3016 5.9032 18.89 32.2437 31.0252 3764.5933 11.0380 16.1331 233.3458 7628.0866 15.2697 7.5094 24.03 • L3 31.5964 35.5607 3936.6233 10.5431 15.4493 254.8093 7976.6660 17.5019 6.9881 18.635 35.8319 41.3400 6184.7499 12.2565 17.9285 344.9675 12531.980 20.3463 8.2707 22.055 1 Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness As Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 100.00- 1 1 1 60.25 L2 60.25- 1 1 1 26.00 L3 26.00-0.00 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 p/f in in .****Mis,,,..* Safety Line 3/8 C Surface Ar 100.00-0.00 1 1 0.000 0.3750 0.22 (CaAa) 0.000 TYPE 2(1-7/16) A Surface Ar 100.00-0.00 1 1 0.000 1.4400 0.60 (CaAa) 0.000 *****75***** LDF5-50A(7/8) B Surface Ar 75.00-0.00 16 10 0.200 1.0300 0.33 (CaAa) 0.500 WR-VG86ST-BRD(3/4) B Surface Ar 75.00-0.00 4 2 0.300 0.7950 0.58 (CaAa) 0.320 RFFT-36SM-001-XXM(3/8) B Surface Ar 75.00-0.00 2 1 0.220 0.4000 0.09 (CaAa) 0.240 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft plf *****102***** TYPE 2(1-7/16) A No Inside Pole 100.00-0.00 3 No Ice 0.00 0.60 1/2"Ice 0.00 0.60 1"Ice 0.00 0.60 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 L1 100.00-60.25 A 0.000 0.000 5.724 0.000 0.10 B 0.000 0.000 18.128 0.000 0.12 C 0.000 0.000 1.491 0.000 0.01 L2 60.25-26.00 A 0.000 0.000 4.932 0.000 0.08 tnxTower Report-version 7.0.5.1 March 13, 2018 100 Ft Monopole Tower Structural Analysis CC/BU No 879526 Project Number 1539671, Order 429240, Revision 0 Page 9 Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K • B 0.000 0.000 42.089 0.000 0.27 C 0.000 0.000 1.284 0.000 0.01 L3 26.00-0.00 A 0.000 0.000 3.744 0.000 0.06 B 0.000 0.000 31.958 0.000 0.20 C 0.000 0.000 0.975 0.000 0.01 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 K L1 100.00-60.25 A 2.184 0.000 0.000 23.085 0.000 0.48 B 0.000 0.000 45.060 0.000 0.87 C 0.000 0.000 18.852 0.000 0.28 L2 60.25-26.00 A 2.053 0.000 0.000 19.889 0.000 0.41 B 0.000 0.000 104.620 0.000 2.03 C 0.000 0.000 16.242 0.000 0.24 L3 26.00-0.00 A 1.818 0.000 0.000 14.424 0.000 0.29 B 0.000 0.000 77.064 0.000 1.43 C 0.000 0.000 11.654 0.000 0.16 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in L1 100.00-60.25 0.4289 0.0689 0.4369 0.2130 L2 60.25-26.00 1.0647 0.1944 1.1489 0.2855 L3 26.00-0.00 1.1068 0.2022 1.2512 0.3093 Shielding Factor Ka Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice E/ev. L1 2 Safety Line 3/8 60.25- 1.0000 1.0000 100.00 L1 5 TYPE 2(1-7/16) 60.25- 1.0000 1.0000 100.00 Li 7 LDF5-50A(7/8) 60.25- 1.0000 1.0000 : ' 75.00 L1 9 WR-VG86ST-BRD(3/4) 60.25- 1.0000 1.0000 75.00 L1 10 RFFT-365M-001-XXM(3/8) 60.25- 1.0000 1.0000 75.00 L2 2 Safety Line 3/8 26.00- 1.0000 1.0000 60.25 L2 5 TYPE 2(1-7/16) 26.00- 1.0000 1.0000 60.25 L2 7 LDF5-50A(7/8) 26.00- 1.0000 1.0000 60.25 L2 9 WR-VG86ST-BRD(3/4) 26.00- 1.0000 1.0000 60.25 L2 10 RFFT-36SM-001-XXM(3/8) 26.00- 1.0000 1.0000 60.25 tnxTower Report-version 7.0.5.1 March 13, 2018 , 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1539671, Order 429240, 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 fttz ft2 K ft ° ft *****Mist****" Lightning Rod 5/8x4' C None 0.0000 102.00 No Ice 0.25 0.25 0.03 1/2" 0.66 0.66 0.03 Ice 0.97 0.97 0.04 1"Ice *****102***** Platform Mount[LP 602-1] C None 0.0000 102.00 No Ice 32.03 32.03 1.34 1/2" 38.71 38.71 1.80 Ice 45.39 45.39 2.26 1"Ice ET-X-TU-42-15-37-18-iR- A From Leg 4.00 0.0000 102.00 No Ice 7.52 4.48 0.07 SP w/Mount Pipe 0.00 1/2" 7.94 5.08 0.13 1.00 Ice 8.36 5.70 0.19 1"Ice ET-X-TU-42-15-37-18-iR- B From Leg 4.00 0.0000 102.00 No Ice 7.52 4.48 0.07 SP w/Mount Pipe 0.00 1/2" 7.94 5.08 0.13 1.00 Ice 8.36 5.70 0.19 1"Ice ET-X-TU-42-15-37-18-iR- C From Leg 4.00 0.0000 102.00 No Ice 7.52 4.48 0.07 SP w/Mount Pipe 0.00 1/2" 7.94 5.08 0.13 1.00 Ice 8.36 5.70 0.19 1"Ice RRH-C2C w/EXT FILTER A From Leg 4.00 0.0000 102.00 No Ice 2.65 4.75 0.05 0.00 1/2" 2.87 5.02 0.09 1.00 Ice 3.10 5.30 0.13 1"Ice RRH-P4 A From Leg 4.00 0.0000 102.00 No Ice 2.74 1.79 0.06 0.00 1/2" 2.95 1.97 0.08 1.00 Ice 3.17 2.16 0.11 1"Ice POWER JUNCTION A From Leg 4.00 0.0000 102.00 No Ice 0.37 0.37 0.00 CYLINDER 0.00 1/2" 0.45 0.45 0.01 1.00 Ice 0.55 0.55 0.01 1"Ice OPTIC FIBER JUNCTION A From Leg 4.00 0.0000 102.00 No Ice 0.39 0.39 0.00 CYLINDER 0.00 1/2" 0.48 0.48 0.01 1.00 Ice 0.57 0.57 0.01 1"Ice RRH-P4 B From Leg 4.00 0.0000 102.00 No Ice 2.74 1.79 0.06 0.00 1/2" 2.95 1.97 0.08 1.00 Ice 3.17 2.16 0.11 1"Ice RRH-C2C w/EXT FILTER B From Leg 4.00 0.0000 102.00 No Ice 2.65 4.75 0.05 0.00 112" 2.87 5.02 0.09 1.00 Ice 3.10 5.30 0.13 1"Ice OPTIC FIBER JUNCTION B From Leg 4.00 0.0000 102.00 No Ice 0.39 0.39 0.00 CYLINDER 0.00 1/2" 0.48 0.48 0.01 1.00 Ice 0.57 0.57 0.01 1"Ice POWER JUNCTION B From Leg 4.00 0.0000 102.00 No Ice 0.37 0.37 0.00 • CYLINDER 0.00 1/2" 0.45 0.45 0.01 1.00 Ice 0.55 0.55 0.01 1"Ice RRH-P4 C From Leg 4.00 0.0000 102.00 No Ice 2.74 1.79 0.06 0.00 1/2" 2.95 1.97 0.08 1.00 Ice 3.17 2.16 0.11 tnxTower Report-version 7.0.5.1 • March 13, 2018 100 Ft Monopole Tower Structural Analysis CC/BU No 879526 Project Number 1539671, Order 429240, Revision 0 Page 11 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Hoe Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft 1"Ice RRH-C2C w/EXT FILTER C From Leg 4.00 0.0000 102.00 No Ice 2.65 4.75 0.05 0.00 1/2" 2.87 5.02 0.09 1.00 Ice 3.10 5.30 0.13 1"Ice OPTIC FIBER JUNCTION C From Leg 4.00 0.0000 102.00 No Ice 0.39 0.39 0.00 CYLINDER 0.00 1/2" 0.48 0.48 0.01 1.00 Ice 0.57 0.57 0.01 1"Ice POWER JUNCTION C From Leg 4.00 0.0000 102.00 No Ice 0.37 0.37 0.00 CYLINDER 0.00 1/2" 0.45 0.45 0.01 1.00 Ice 0.55 0.55 0.01 1"Ice (2)6'x 2"Mount Pipe A From Leg 4.00 0.0000 102.00 No Ice 1.43 1.43 0.02 0.00 1/2" 1.92 1.92 0.03 0.00 Ice 2.29 2.29 0.05 1"Ice (2)6'x 2"Mount Pipe B From Leg 4.00 0.0000 102.00 No Ice 1.43 1.43 0.02 0.00 1/2" 1.92 1.92 0.03 0.00 Ice 2.29 2.29 0.05 1"Ice (2)6'x 2"Mount Pipe C From Leg 4.00 0.0000 102.00 No Ice 1.43 1.43 0.02 0.00 1/2" 1.92 1.92 0.03 0.00 Ice 2.29 2.29 0.05 1"Ice M-MIMO AAU w/Mount A From Leg 4.00 0.0000 102.00 No Ice 7.87 4.14 0.17 Pipe 0.00 1/2" 8.68 5.23 0.23 1.00 Ice 9.42 6.17 0.30 1"Ice M-MIMO AAU w/Mount B From Leg 4.00 0.0000 102.00 No Ice 7.87 4.14 0.17 Pipe 0.00 1/2" 8.68 5.23 0.23 1.00 Ice 9.42 6.17 0.30 1"Ice M-MIMO AAU w/Mount C From Leg 4.00 0.0000 102.00 No Ice 7.87 4.14 0.17 Pipe 0.00 1/2" 8.68 5.23 0.23 1.00 Ice 9.42 6.17 0.30 .....75..... 1"Ice Platform Mount[LP 304-1] C None 0.0000 75.00 No Ice 17.46 17.46 1.35 1/2" 22.44 22.44 1.62 Ice 27.42 27.42 1.90 1"Ice XXQLH-654L8H8-IVT w/ A From Leg 4.00 0.0000 75.00 No Ice 17.38 10.10 0.14 Mount Pipe 0.00 1/2" 18.11 11.62 0.26 1.00 Ice 18.85 13.17 0.39 1"Ice XXQLH-654L8H8-IVT w/ B From Leg 4.00 0.0000 75.00 No Ice 17.38 10.10 0.14 Mount Pipe 0.00 1/2" 18.11 11.62 0.26 0.00 Ice 18.85 13.17 0.39 1"Ice XXQLH-654L8H8-IVT w/ C From Leg 4.00 0.0000 75.00 No Ice 17.38 10.10 0.14 Mount Pipe 0.00 1/2" 18.11 11.62 0.26 0.00 Ice 18.85 13.17 0.39 1"Ice ET-X-UW-70-16-70-18-IR- A From Leg 4.00 0.0000 75.00 No Ice 11.10 8.68 0.08 AT w/Mount Pipe 0.00 1/2" 11.79 10.13 0.17 1.00 Ice 12.49 11.55 0.26 1"Ice ET-X-UW-70-16-70-18-IR- B From Leg 4.00 0.0000 75.00 No Ice 11.10 8.68 0.08 AT w/Mount Pipe 0.00 1/2" 11.79 10.13 0.17 0.00 Ice 12.49 11.55 0.26 1"Ice ET-X-UW-70-16-70-18-IR- C From Leg 4.00 0.0000 75.00 No Ice 11.10 8.68 0.08 AT w/Mount Pipe 0.00 1/2" 11.79 10.13 0.17 0.00 Ice 12.49 11.55 0.26 tnxTower Report-version 7.0.5.1 March 13, 201,8 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1539671, Order 429240, Revision 0 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 ft ft r ._ 1"Ice B66A RRH4X45 A From Leg 4.00 0.0000 75.00 No Ice 2.54 1.61 0.06 • 0.00 1/2" 2.75 1.79 0.08 1.00 Ice 2.97 1.98 0.10 1"Ice B66A RRH4X45 B From Leg 4.00 0.0000 75.00 No Ice 2.54 1.61 0.06 0.00 1/2" 2.75 1.79 0.08 0.00 Ice 2.97 1.98 0.10 1"Ice B66A RRH4X45 C From Leg 4.00 0.0000 75.00 No Ice 2.54 1.61 0.06 0.00 1/2" 2.75 1.79 0.08 0.00 Ice 2.97 1.98 0.10 1"Ice FRBI A From Leg 4.00 0.0000 75.00 No Ice 2.50 1.32 0.05 0.00 1/2" 2.70 1.48 0.07 0.00 Ice 2.92 1.65 0.09 1"Ice FRBI B From Leg 4.00 0.0000 75.00 No Ice 2.50 1.32 0.05 0.00 1/2" 2.70 1.48 0.07 0.00 Ice 2.92 1.65 0.09 1"Ice FRBI C From Leg 4.00 0.0000 75.00 No Ice 2.50 1.32 0.05 0.00 1/2" 2.70 1.48 0.07 1.00 Ice 2.92 1.65 0.09 1"Ice DC6-48-60-18-8F A From Leg 4.00 0.0000 75.00 No Ice 0.79 0.79 0.02 0.00 1/2" 1.27 1.27 0.04 1.00 Ice 1.45 1.45 0.05 1"Ice ET-X-UW-70-16-70-18-IR- A From Leg 4.00 0.0000 75.00 No Ice 11.10 8.68 0.08 AT w/Mount Pipe 0.00 1/2" 11.79 10.13 0.17 1.00 Ice 12.49 11.55 0.26 1"Ice ET-X-UW-70-16-70-18-IR- B From Leg 4.00 0.0000 75.00 No Ice 11.10 8.68 0.08 AT w/Mount Pipe 0.00 1/2" 11.79 10.13 0.17 1.00 Ice 12.49 11.55 0.26 1"Ice ET-X-UW-70-16-70-18-IR- C From Leg 4.00 0.0000 75.00 No Ice 11.10 8.68 0.08 AT w/Mount Pipe 0.00 1/2" 11.79 10.13 0.17 1.00 Ice 12.49 11.55 0.26 1"Ice 800 10765 w/Mount Pipe A From Leg 4.00 0.0000 75.00 No Ice 8.73 6.72 0.08 0.00 1/2" 9.31 7.95 0.15 0.00 Ice 9.86 8.92 0.22 1"Ice 800 10121 w/Mount Pipe B From Leg 4.00 0.0000 75.00 No Ice 5.39 4.60 0.07 0.00 1/2" 5.81 5.35 0.11 0.00 Ice 6.23 6.05 0.17 1"Ice 742-265 w!Mount Pipe C From Leg 4.00 0.0000 75.00 No Ice 7.85 6.41 0.08 0.00 1/2" 8.44 7.63 0.14 0.00 Ice 8.98 8.59 0.21 1"ice B25 RRH4X30 A From Leg 4.00 0.0000 75.00 No Ice 2.20 1.74 0.06 0.00 1/2" 2.39 1.92 0.08 0.00 Ice 2.59 2.11 0.10 1"Ice B25 RRH4X30 B From Leg 4.00 0.0000 75.00 No Ice 2.20 1.74 0.06 • 0.00 1/2" 2.39 1.92 0.08 0.00 Ice 2.59 2.11 0.10 1"Ice B25 RRH4X30 C From Leg 4.00 0.0000 75.00 No Ice 2.20 1.74 0.06 0.00 1/2" 2.39 1.92 0.08 0.00 Ice 2.59 2.11 0.10 1"Ice tnxTower Report-version 7.0.5.1 • March 13, 2018 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1539671, Order 429240, Revision 0 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 RRH2X40-07-L A From Leg 4.00 0.0000 75.00 No Ice 1.71 1.56 0.05 0.00 1/2" 1.88 1.72 0.07 0.00 Ice 2.06 1.90 0.09 1"Ice RRH2X40-07-L B From Leg 4.00 0.0000 75.00 No Ice 1.71 1.56 0.05 0.00 1/2" 1.88 1.72 0.07 0.00 Ice 2.06 1.90 0.09 1"Ice RRH2X40-07-L C From Leg 4.00 0.0000 75.00 No Ice 1.71 1.56 0.05 0.00 1/2" 1.88 1.72 0.07 0.00 Ice 2.06 1.90 0.09 1"Ice DC6-48-60-18-8F A From Leg 4.00 0.0000 75.00 No Ice 0.79 0.79 0.02 0.00 1/2" 1.27 1.27 0.04 0.00 Ice 1.45 1.45 0.05 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 a 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 tnxTower Report-version 7.0.5.1 March 13, 201.8 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1539671, Order 429240, Revision 0 Page 14 Comb. Description No. 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 1 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service - 45 Dead+VVind 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+VVind 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 100-60.25 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -27.52 -0.26 1.35 Max.Mx 8 -8.92 -298.87 0.37 Max.My 2 -8.91 -0.21 299.88 Max.Vy 8 13.89 -298.87 0.37 Max.Vx 2 -13.93 -0.21 299.88 Max.Torque 19 -0.57 • L2 60.25- Pole Max Tension 1 0.00 0.00 0.00 26.0033 Max.Compression 26 -37.12 -2.38 1.03 Max.Mx 8 -13.78 -819.28 0.68 Max.My 2 -13.76 -0.90 827.26 Max.Vy 8 16.95 -819.28 0.68 Max.Vx 2 -17.40 -0.90 827.26 Max.Torque 19 -0.57 L3 26.0033-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -47.47 -4.43 0.63 Max.Mx 8 -20.01 -1371.52 0.92 Max.My 2 -20.01 -1.58 1396.96 Max.Vy 8 19.26 -1371.52 0.92 Max.Vx 2 -19.96 -1.58 1396.96 Max.Torque 19 -0.57 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 47.47 -0.00 0.00 Max.H. 20 20.02 19.24 -0.01 Max.Hi 2 20.02 -0.01 19.95 Max.M. 2 1396.96 -0.01 19.95 Max.Mz 8 1371.52 -19.24 0.01 Max.Torsion 7 0.57 -16.67 9.65 Min.Vert 23 15.02 16.66 9.63 Min.H. 8 20.02 -19.24 0.01 Min.Hi 14 20.02 0.01 -19.95 Min.M. 14 -1396.70 0.01 -19.95 Min.M, 20 -1369.94 19.24 -0.01 • Min.Torsion 19 -0.57 16.67 -9.65 Tower Mast Reaction Summary tnxTower Report-version 7.0.5.1 March 13, 2018 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1539671, Order 429240, Revision 0 Page 15 Load Vertical Shearx Shear Overturning Overturning Torque Combination Moment,M, Moment,Mz _ K K K kip-ft kip-ft kip-ft Dead Only 16.69 0.00 0.00 -0.10_ -0.64 0.00 1.2 Dead+1.6 Wind 0 deg- 20.02 0.01 -19.95 -1396.96 -1.58 -0.28 No Ice 0.9 Dead+1.6 Wind 0 deg- 15.02 0.01 -19.95 -1386.02 -1.37 -0.28 No Ice 1.2 Dead+1.6 Wind 30 deg- 20.02 9.86 -17.09 -1204.11 -694.92 -0.49 No Ice 0.9 Dead+1.6 Wind 30 deg- 15.02 9.86 -17.09 -1194.66 -689.29 -0.49 No Ice 1.2 Dead+1.6 Wind 60 deg- 20.02 16.67 -9.65 -687.63 -1188.27 -0.57 No Ice 0.9 Dead+1.6 Wind 60 deg- 15.02 16.67 -9.65 -682.19 -1178.73 -0.57 No Ice 1.2 Dead+1.6 Wind 90 deg- 20.02 19.24 -0.01 -0.92 -1371.52 -0.50 No Ice 0.9 Dead+1.6 Wind 90 deg- 15.02 19.24 -0.01 -0.88 -1360.54 -0.50 No Ice 1.2 Dead+1.6 Wind 120 deg 20.02 16.66 9.63 686.00 -1187.48 -0.30 -No Ice 0.9 Dead+1.6 Wind 120 deg 15.02 16.66 9.63 680.64 -1177.95 -0.30 -No Ice 1.2 Dead+1.6 Wind 150 deg 20.02 9.61 16.69 1189.07 -685.47 -0.01 -No Ice 0.9 Dead+1.6 Wind 150 deg 15.02 9.61 16.69 1179.75 -679.88 -0.01 -No Ice 1.2 Dead+1.6 Wind 180 deg 20.02 -0.01 19.95 1396.70 0.00 0.27 -No Ice 0.9 Dead+1.6 Wind 180 deg 15.02 -0.01 19.95 1385.83 0.20 0.27 -No Ice 1.2 Dead+1.6 Wind 210 deg 20.02 -9.86 17.09 1203.85 693.34 0.49 -No Ice 0.9 Dead+1.6 Wind 210 deg 15.02 -9.86 17.09 1194.47 688.11 0.49 -No Ice 1.2 Dead+1.6 Wind 240 deg 20.02 -16.67 9.65 687.37 1186.69 0.57 -No Ice 0.9 Dead+1.6 Wind 240 deg 15.02 -16.67 9.65 682.00 1177.56 0.57 -No Ice 1.2 Dead+1.6 Wind 270 deg 20.02 -19.24 0.01 0.66 1369.94 0.50 -No Ice 0.9 Dead+1.6 Wind 270 deg 15.02 -19.24 0.01 0.69 1359.37 0.50 -No Ice 1.2 Dead+1.6 Wind 300 deg 20.02 -16.66 -9.63 -686.26 1185.91 0.29 -No Ice 0.9 Dead+1.6 Wind 300 deg 15.02 -16.66 -9.63 -680.83 1176.78 0.29 -No Ice 1.2 Dead+1.6 Wind 330 deg 20.02 -9.61 -16.69 -1189.33 683.89 0.01 -No Ice 0.9 Dead+1.6 Wind 330 deg 15.02 -9.61 -16.69 -1179.94 678.71 0.01 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 47.47 0.00 -0.00 -0.63 -4.43 0.00 1.2 Dead+1.0 Wind 0 47.47 -0.00 -2.09 -154.18 -4.49 -0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 47.47 1.08 -1.87 -139.70 -84.72 -0.06 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 47.47 1.63 -0.94 -73.90 -131.28 -0.07 deg+1.01ce+1.0 Temp 1.2 Dead+1.0 Wind 90 47.47 1.88 0.00 -0.64 -150.89 -0.07 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 47.47 1.63 0.94 72.61 -131.28 -0.04 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 47.47 0.94 1.63 126.23 -77.70 -0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 47.47 0.00 2.09 152.88 -4.50 0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 47.47 -1.08 1.87 138.41 75.73 0.06 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 47.47 -1.63 0.94 72.60 122.28 0.07 deg+1.0 Ice+1.0 Temp tnxTower Report-version 7.0.5.1 March 13, 2018 , 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1539671, Order 429240, Revision 0 Page 16 Load Vertical Shear. Shear Overtuming Overturning Torque Combination Moment,Mx Moment,MZ K K K kip-ft kip-ft kip-ft 1.2 Dead+1.0 Wind 270 47.47 -1.88 -0.00 -0.65 141.90 0.07 deg+1.0 Ice+1.0 Temp - 1.2 Dead+1.0 Wind 300 47.47 -1.63 -0.94 -73.91 122.28 0.04 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 47.47 -0.94 -1.63 -127.53 68.70 0.01 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 16.69 0.00 -4.64 -323.87 -0.84 -0.06 Dead+Wind 30 deg-Service 16.69 2.29 -3.98 -279.16 -161.54 -0.11 Dead+Wind 60 deg-Service 16.69 3.88 -2.25 -159.45 -275.88 -0.13 Dead+Wind 90 deg-Service 16.69 4.48 -0.00 -0.29 -318.35 -0.12 Dead+Wind 120 deg- 16.69 3.88 2.24 158.92 -275.69 -0.07 Service Dead+Wind 150 deg- 16.69 2.24 3.88 275.51 -159.34 -0.00 Service Dead+Wind 180 deg- 16.69 -0.00 4.64 323.65 -0.47 0.06 Service Dead+Wind 210 deg- 16.69 -2.29 3.98 278.95 160.23 0.11 Service Dead+Wind 240 deg- 16.69 -3.88 2.25 159.23 274.57 0.13 Service Dead+Wind 270 deg- 16.69 -4.48 0.00 0.08 317.04 0.12 Service Dead+Wind 300 deg- 16.69 -3.88 -2.24 -159.13 274.39 0.07 Service Dead+Wind 330 deg- 16.69 -2.24 -3.88 -275.73 158.03 0.00 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 -16.69 0.00 0.00 16.69 0.00 0.000% 2 0.01 -20.02 -19.95 -0.01 20.02 19.95 0.000% 3 0.01 -15.02 -19.95 -0.01 15.02 19.95 0.000% 4 9.86 -20.02 -17.09 -9.86 20.02 17.09 0.000% 5 9.86 -15.02 -17.09 -9.86 15.02 17.09 0.000% 6 16.67 -20.02 -9.65 -16.67 20.02 9.65 0.000% 7 16.67 -15.02 -9.65 -16.67 15.02 9.65 0.000% 8 19.24 -20.02 -0.01 -19.24 20.02 0.01 0.000% 9 19.24 -15.02 -0.01 -19.24 15.02 0.01 0.000% 10 16.66 -20.02 9.63 -16.66 20.02 -9.63 0.000% 11 16.66 -15.02 9.63 -16.66 15.02 -9.63 0.000% 12 9.61 -20.02 16.69 -9.61 20.02 -16.69 0.000% 13 9.61 -15.02 16.69 -9.61 15.02 -16.69 0.000% 14 -0.01 -20.02 19.95 0.01 20.02 -19.95 0.000% 15 -0.01 -15.02 19.95 0.01 15.02 -19.95 0.000% 16 -9.86 -20.02 17.09 9.86 20.02 -17.09 0.000% 17 -9.86 -15.02 17.09 9.86 15.02 -17.09 0.000% 18 -16.67 -20.02 9.65 16.67 20.02 -9.65 0.000% 19 -16.67 -15.02 9.65 16.67 15.02 -9.65 0.000% 20 -19.24 -20.02 0.01 19.24 20.02 -0.01 0.000% 21 -19.24 -15.02 0.01 19.24 15.02 -0.01 0.000% 22 -16.66 -20.02 -9.63 16.66 20.02 9.63 0.000% 23 -16.66 -15.02 -9.63 16.66 15.02 9.63 0.000% 24 -9.61 -20.02 -16.69 9.61 20.02 16.69 0.000% 25 -9.61 -15.02 -16.69 9.61 15.02 16.69 0.000% 26 0.00 -47.47 0.00 -0.00 47.47 0.00 0.000% 27 -0.00 -47.47 -2.09 0.00 47.47 2.09 0.000% 28 1.08 -47.47 -1.87 -1.08 47.47 1.87 0.000% - 29 1.63 -47.47 -0.94 -1.63 47.47 0.94 0.000% 30 1.88 -47.47 0.00 -1.88 47.47 -0.00 0.000% 31 1.63 -47.47 0.94 -1.63 47.47 -0.94 0.000% 32 0.94 -47.47 1.63 -0.94 47.47 -1.63 0.000% 33 0.00 -47.47 2.09 -0.00 47.47 -2.09 0.000% 34 -1.08 -47.47 1.87 1.08 47.47 -1.87 0.000% tnxTower Report-version 7.0.5.1 • March 13, 2018 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1539671, Order 429240, Revision 0 Page 17 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K KK K - 35 -1.63 -47.47 0.94 1.63 47.47 -0.94 0.000% 36 -1.88 -47.47 -0.00 1.88 47.47 0.00 0.000% 37 -1.63 -47.47 -0.94 1.63 47.47 0.94 0.000% 38 -0.94 -47.47 -1.63 0.94 47.47 1.63 0.000% 39 0.00 -16.69 -4.64 -0.00 16.69 4.64 0.000% 40 2.29 -16.69 -3.98 -2.29 16.69 3.98 0.000% 41 3.88 -16.69 -2.25 -3.88 16.69 2.25 0.000% 42 4.48 -16.69 -0.00 -4.48 16.69 0.00 0.000% 43 3.88 -16.69 2.24 -3.88 16.69 -2.24 0.000% 44 2.24 -16.69 3.88 -2.24 16.69 -3.88 0.000% 45 -0.00 -16.69 4.64 0.00 16.69 -4.64 0.000% 46 -2.29 -16.69 3.98 2.29 16.69 -3.98 0.000% 47 -3.88 -16.69 2.25 3.88 16.69 -2.25 0.000% 48 -4.48 -16.69 0.00 4.48 16.69 -0.00 0.000% 49 -3.88 -16.69 -2.24 3.88 16.69 2.24 0.000% 50 -2.24 -16.69 -3.88 2.24 16.69 3.88 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 0.00014870 3 Yes 4 0.00000001 0.00007885 4 Yes 5 0.00000001 0.00024475 5 Yes 5 0.00000001 0.00010343 6 Yes 5 0.00000001 0.00025328 7 Yes 5 0.00000001 0.00010779 8 Yes 4 0.00000001 0.00027322 9 Yes 4 0.00000001 0.00016034 10 Yes 5 0.00000001 0.00024390 11 Yes 5 0.00000001 0.00010353 12 Yes 5 0.00000001 0.00024703 13 Yes 5 0.00000001 0.00010495 14 Yes 4 0.00000001 0.00016365 15 Yes 4 0.00000001 0.00008927 16 Yes 5 0.00000001 0.00025353 17 Yes 5 0.00000001 0.00010764 18 Yes 5 0.00000001 0.00024157 19 Yes 5 0.00000001 0.00010245 20 Yes 4 0.00000001 0.00025546 21 Yes 4 0.00000001 0.00014921 22 Yes 5 0.00000001 0.00024951 23 Yes 5 0.00000001 0.00010616 24 Yes 5 0.00000001 0.00024653 25 Yes 5 0.00000001 0.00010476 26 Yes 4 0.00000001 0.00002941 27 Yes 4 0.00000001 0.00096787 28 Yes 5 0.00000001 0.00011614 29 Yes 4 0.00000001 0.00098875 30 Yes 4 0.00000001 0.00095509 31 Yes 4 0.00000001 0.00097322 32 Yes 4 0.00000001 0.00096301 33 Yes 4 0.00000001 0.00094287 34 Yes 5 0.00000001 0.00011058 35 Yes 4 0.00000001 0.00093115 36 Yes 4 0.00000001 0.00090908 37 Yes 4 0.00000001 0.00094679 38 Yes 4 0.00000001 0.00095793 39 Yes 4 0.00000001 0.00001790 - 40 Yes 4 0.00000001 0.00012253 41 Yes 4 0.00000001 0.00013769 42 Yes 4 0.00000001 0.00002344 43 Yes 4 0.00000001 0.00012190 44 Yes 4 0.00000001 0.00012684 tnxTower Report-version 7.0.5.1 March 13, 201,8 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1539671, Order 429240, Revision 0 Page 18 45 Yes 4 0.00000001 0.00001802 46 Yes 4 0.00000001 0.00013672 47 Yes 4 0.00000001 0.00011811 48 Yes 4 0.00000001 0.00002313 49 Yes 4 0.00000001 0.00013118 50 Yes 40.00000001 0.00012591_ Compression Checks Pole Design Data Section Elevation Size L L, Kl/r A P„ 4,Pn Ratio No. P„ ft ft ft in2 K K JP, L1 100-60.25 TP26.255x20x0.25 39.75 0.00 0.0 20.448 -8.91 1428.97 0.006 (1) 4 L2 60.25- TP31.145x25.1518x0.312 38.08 0.00 0.0 30.325 -13.76 2160.44 0.006 26.0033(2) 5 7 L3 26.0033-0 TP34.611x29.8249x0.375 30.42 0.00 0.0 41.340 -20.01 3001.04 0.007 (3) 0 Pole Bending Design Data Section Elevation Size MUX (I)Mux Ratio M,y IpMny Ratio No. Mux Muy ft kip-ft kip-ft ow kip-ft kip-ft (Mny L1 100-60.25 TP26.255x20x0.25 299.88 738.09 0.406 0.00 738.09 0.000 (1) L2 60.25- TP31.145x25.1518x0.312 827.26 1323.25 0.625 0.00 1323.25 0.000 26.0033(2) 5 L3 26.0033-0 TP34.611x29.8249x0.375 1396.96 2086.88 0.669 0.00 2086.88 0.000 (3) Pole Shear Design Data Section Elevation Size Actual 4 Vn Ratio Actual 4)T„ Ratio No. V„ V„ T„ T„ ft K K +Vn kip-ft kip-ft +Tn L1 100-60.25 TP26.255x20x0.25 13.93 714.49 0.019 0.28 1496.62 0.000 (1) L2 60.25- TP31.145x25.1518x0.312 17.40 1080.22 0.016 0.28 2683.14 0.000 26.0033(2) 5 L3 26.0033-0 TP34.611x29.8249x0.375 19.96 1500.52 0.013 0.28 4231.55 0.000 (3) Pole Interaction Design Data - Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ MUX Muy Vu T„ Stress Stress ft 4P„ 4)M,,,, 4 Mny (0Vn 4)T; Ratio Ratio L1 100-60.25 0.006 0.406 0.000 0.019 0.000 0.413 1.000 4.8.2 (1) tnxTower Report-version 7.0.5.1 March 13, 2018 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1539671, Order 429240, Revision 0 Page 19 Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. — Criteria No. P„ Mux M„y 1/„ T„ Stress Stress R Wu $Mnx 014ny (Olin (1)Tn Ratio Ratio ' L2 60.25 0.006 0.625 0.000 0.016 0.000 0.632 1.000 4.8.2 26.0033(2) L3 26.0033-0 0.007 0.669 0.000 0.013 0.000 0.676 1.000 4.8.2 (3) Section Capacity Table Section Elevation Component Size Critical P PPabw % Pass No. ft Type Element K K Capacity Fail L1 100-60.25 Pole TP26.255x20x0.25 1 -8.91 1428.97 41.3 Pass L2 60.25-26.0033 Pole TP31.145x25.1518x0.3125 2 -13.76 2160.44 63.2 Pass L3 26.0033-0 Pole TP34.611x29.8249x0.375 3 -20.01 3001.04 67.6 Pass Summary Pole(L3) 67.6 Pass RATING= 67.6 Pass tnxTower Report-version 7.0.5.1 March 13, 2018 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1539671, Order 429240, Revision 0 Page 20 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 7.0.5.1 • -- / \ (RESERVED) (PROPOSED) / / (2) 3/6`TO 75 FT LEVEL (1) 1-7/16`TO 102 FT LEVEL / (2) 3/4"TO 75 FT LEVEL (INSTALLED) (16)7/8 i)'1 75 FT LEVEL a) i-7/16•TO 102 FT LEVEL I I C\'1):;:(5.1 � a� .. Q(5 O1 I I 16)7/r TO 75 FT LEVEL / / �♦ / / / \ _-- 8 CURBING PEGS W/SAFETY CURB BUSINESS UNIT:879526 TOWER ID:c_66ELEvs1 March 13, 201,8 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1539671, Order 429240, Revision 0 Page 21 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 7.0.5.1 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#: 879526 Mu: 1397 ft-kips - Site Name: TIGARD Axial,Pu: 20 kips App#: 429240 RO Shear,Vu: 20 kips Pole Manufacturerl Other Eta Factor, rl 0.5 TIA G(Fig.4-4) Anchor Rod Data Ilf No stiffeners,Criteria: I AISC LRFD <-Only Applcable to Unstiffened Cases Qty: 10 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Rigid Strength(Fu): 100 ksi Max Rod(Cu+Vu/rj): 168.7 Kips AISC LRFD Yield(Fy): 75 ksi Allowable Axial,c*Fu*Anet: 260.0 Kips cp*Tn Bolt Circle: 41.2 in Anchor Rod Stress Ratio: 64.9% Pass Plate Data Diam: 47 in Base Plate Results Flexural Check Rigid Thick: 2.25 in Base Plate Stress: 25.3 ksi AISC LRFD Grade: 50 ksi Allowable Plate Stress: 45.0 ksi cp*Fy Single-Rod B-eff: 11.13 in Base Plate Stress Ratio: 56.3% Pass Y.L.Length: 22.35 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: 34.611 in < o Thick: 0.375 in Grade: 65 ksi ' c" #of Sides: 12 "0"IF Round Fu 80 ksi ` Reinf.Fillet Weld 0 "0"if None o 0 , r., x' *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:3/13/2018 MIS C Monopole Analysis per 2012113C Site BU: 879526 Work Order: 1539671 CROWN Application: 429240 Rev.0 aim% no CASTLE Axial,Wt= 20.0 kips From TNX: Shear,V..= 20.0 kips degrees minutes seconds Site Latitude= 45 25 42.07 45.4284 degrees Site Longitude= -122 46 5.34 -122.7682 degrees Mass or Stiffness Irregularities= No (Table 2-9) Ground Supported Structure= Yes Structure Class= II (Table 2-1) Site Class= D-Stiff Soil (Table 2-11) Spectral response acceleration short periods,Ss= 0.972 Spectral response acceleration 1 s period,S1= 0.422 USGS Seismic Tool Tower Height(AGL),Hk= 100.0 ft Importance Factor,I= 1.0 (Table 2-3) - Acceleration-based site coefficient,Fa= 1.1 (Table 2-12) Velocity-based site coefficient,Fy= 1.6 (Table 2-13) - Design spectral response acceleration short period,SDS= 0.720 (2.7.6) Design spectral response acceleration 1 s period,SD1=' 0.444 (2.7.6) Calculated CS= 0.480 (2.7.7.1) Base Seismic Shear,VS= 8.0 kips Appurtenance Weight(top 1/3 of structure),W„= 5.9 kips Average Moment of Inertia,Iavg= 2860.6 in4 Fundamental Frequency,Ff= 0.409 (2.7.11.2) Ff related variable,SA= 0.182 (2.7.8.1) Calculated Cu= 0.121 (2.7.7.1) Minimum C5= 0.032 (2.7.7.1) Minimum CS when S1>_0.75= 0.000 (2.7.7.1) Final CS= 0.121 Alternative Base Seismic Shear,VS= 2.0 kips Response Modification Factor,R= 1.5 Full seismic analysis is required by 2012 IBC for all sites. CCISeismic 2.0.12 Page 1 Analysis Date:3/13/2018 h. Linear Increment Top 1/3 Weight 10 5.85567 Discrete Linear Seismic Seismic Seismic Induced Ht Wt a b c Say Shear,F3Z Moment Mid Ht (kiInduced ps) a b c Saz Shear,F5. Moment (kips) (kips) (kin-fti (kips) (kip-ft) 103 1.06578 1.890 1.980 1.140 1.378 0.979 100.88 95 0.0262 1.706 1.144 0.823 0.958 0.017 1.59 102 1.4933 1.890 1.980 1.140 1.378 1.372 139.98 85 0.0262 1.366 0.222 0.397 0.327 0.006 0.49 76 0.59 1.092 -0.074 0.182 -0.007 -0.003 -0.22 75 0.0262 1.063 -0.088 0.165 -0.031 -0.001 -0.04 75 2.589 1.063 -0.088 0.165 -0.031 -0.054 -4.03 72.5 0.03899 0.993 -0.111 0.128 -0.079 -0.002 -0.15 65 0.10418 0.799 -0.112 0.053 -0.128 -0.009 -0.58 55 0.10418 0,572 -0.043 0.012 -0.016 -0.001 -0.06 45 0.10418 0.383 0.023 0.007 0.129 0.009 0.40 35 0.10418 0.232 0.058 0.019 0.183 0.013 0.44 25 0.10418 0.118 0.070 0.035 0.178 0.012 0.31 15 0.10418 0.043 0.070 0.042 0.162 0.011 0.17 5 0.10418 0.005 0.044 0.025 0.107 0.007 0.04 CCISeismic 2.0.12 Pa'e 2 Analysis Date: 3/13/2018 Section Increment Average Moment of Inertia(in4) .. 10 2860.64 Monopole Section Data Height Mid- Average Seismic Het g Section Number of Top Bottom Wall Volume Weight Moment of Seismic Above Height Z Length(ft) Sides Diameter Diameter Thickness s a b c S. Shear,Fs� Induced Base(ft) (ft) (in) (in) (in) (ft) (kips) Inertia Moment fin'I (kips) (kip-ft) 100 95 10 12 20 21.57358 0.25 1.14642 0.561746 895.2101 1.706 1.144 0,823 0.958 0.359 34.07 90 85 10 12 21.57358 23.14717 0.25 1.234262 0.604788 1116.466 1.366 0.222 0.397 0.327 0.132 11.22 80 75 10 12 23.14717 24.72075 0.25 1.322104 0.647831 1371.519 1.063 -0.088 0,165 -0.031 -0.013 -1.01 70 65.125 9.75 12 24.72075 26.255 0.25 1.373626 0.673077 1658.662 0,802 -0.112 0.054 -0.128 -0.058 -3,75 64.08333 59.08333 10 12 25.15179 26.72564 0.3125 1.788157 0.876197 2170.749 0.660 -0.074 0.023 -0.078 -0.046 -2.70 54.08333 49.08333 10 12 26.72564 28.29949 0.3125 1.897978 0.930009 2594.902 0.455 0.000 0.006 0.078 0.049 2.39 44.08333 39.08333 10 12 28.29949 29.87333 0.3125 2.007798 0.983821 3071.044 0.289 0.048 0.013 0.172 0.113 4.40 34.08333 30.04333 8.08 12 29.87333 31.145 0.3125 1.702518 0.834234 3546.22 0.171 0.066 0.027 0.184 0.102 3.07 30.42 25.42 10 12 29.82488 31.39823 0.375 2.531832 1.240597 4275,539 0.122 0.070 0.034 0.179 0.148 3.76 20.42 15.42 10 12 31.39823 32.97157 0.375 2.663574 1,305151 4977.251 0.045 0.071 0.042 0.163 0,142 2.19 10.42 5.42 10 12 32.97157 34.54492 0.375 2.795317 1.369705 5751.876 0.006 0.046 0.026 0.112 0.102 0.55 0.42 0.21 _ 0.42 12 34.54492 34.611 0.375 0.120286 0.05894 6175.764 0.000 0.003 0.001 0.007 0.000 0.00 CCISeismic 2.0.12 Page 3 Analysis Date: 3/13/2018