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Report t kl0?-O6 L —OCA!)( O ' ? ? SG() ekt S f- RECEIVED AWSolutions Date: January 29,2016 FEB 2 2 2016 . + CITYmI '" in ter �d systems company Katie Stana AW Sotutions BUILDING DIVISION 300 Cr Oak Centre Drive Crown Castle 2055 S.Stearman Drive Longwood, FL 32750 Chandler,AZ 85286 (407)260-0231 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: PT89 Carrier Site Name: Tigard Downtown Crown Castle Designation: Crown Castle BU Number: 879526 Crown Castle Site Name: TIGARD Crown Castle JDE Job Number: 364099 Crown Castle Work Order Number: 1186216 Crown Castle Application Number. 330818 Rev. 1 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. Stana, 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 868188, in accordance with application 330818, 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: Installed+ Proposed Equipment Sufficient Capacity Note:See Table I and Table H for the proposed and existing loading,respectively. This analysis has been performed in accordance with the 2012 International BuHding 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 prepared by: LiuLlu Wu,El/A.M. Respectfully submitted by: Q Emmanuel Poulin, PE VP of Engineering ;, ....., ,... tt ,,s;;,. 1129/16 (EXPIRATION 1 :17:: 7 1/9 tnxTower Report-version 6.1.4.1 January 29, 2016 100 Ft Monopole Tower Structural Analysis CC!BU No 879526 Project Number 1186216,Application 330818,Revision 1 Page 2 TABLE OF CONTENTS 1)INTRODUCTION r ` 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 29, 2016 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1186216,Application 330818, Revision 1 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 1.25 inch ice thickness and 60 mph under service loads,exposure category C. Table 1 -Proposed Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) j 3 alcatel lucent RRH2X40-07-L 3 1 alcatel lucent RRH2X60-1900A-4R E kmw ET-X-UW-70-16-70-18-1R- 75.0 I 75.0 3 communications AT w/Mount Pipe - i - 1 - 4 nokia CS72993.08 1 4 technologiesGP21401 1 1 Table 2-Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Llnes Sire(in) (ft) i 3 kmw ET-X-TU-42-15-37-18-1R- communications SP w/Mount Pipe ---------- 7___.._.._.__..._.__.. kmw ET-X-WM-18-65-8P w/ 3 communications Mount Pipe 3 samsung 2.5GHz RRH-V3 telecommunications samsung OPTIC FIBER JUNCTION 102.0 [ 103.0 3 telecommunications CYLINDER 3 1-7/16 1 3 samsung POWER JUNCTION telecommunications, CYLINDER 3 swung RRH-C2C w/EXT FILTER telecommunications samsung 3 telecommunications RRH-P4 102.0 1. . 1 tower mounts [Platform Mount[LP 602-1] tnxTower Report-version 6.1.4.1 . , January 29,2016 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1186216,Application 330818, Revision 1 Page 4 ' Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Lino Note Level(ft) Elevation Manufacturer Antennas Lines Size(in) 3 alcatel lucent 19442 RRH 700 W/SOLAR ' 3 alcatel lucent 1 9442 RRH AWS 6 ETB19G8-12UB 4 7/8 2 andrew 2 kathrein 1 730 372 w/Mount Pipe 2 kathrein 1 742-265 w/Mount Pipe 1 3/8 2 kathrein 800 10121 w/Mount Pipe 2 3/4 1 75.0 ' 75.0 11 kathrein 1800 10765 w/Mount Pipe 12 7/8 10 kathrein 860 10025 1 2 kmw AM-X-CD-16-65-OOT-RET 11 , communications w/Mount Pipe - 2 1 powerwave P65-17-XLH-RR w/Mount - technologies Pipe r 1 raycap DC6-48-60-18-8F 1 - 1 tower mounts 1Platform Mount(LP 304-1)j Notes: 1) Existing Equipment 2) Equipment To Be Removed Table 3-Design Antenna and Cable Information Center Number Number Feed MountinLine Antenna of Antenna Model of Feed Line Level( g ft) Elevation Manufacturer Antennas Lines Size(in) 1 (ft) - 1 3)ANALYSIS PROCEDURE Table 4-Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS Northwest Geotech, Inc 2121857 CCISITES 4-TOWER FOUNDATION 1 DRAWINGS/DESIGN/SPECS Vertical Solutions 2315161 CCISITES 4-TOWER MANUFACTURER i ;Newmark Infrastructure Solutions 2055065 CCISITES DFtAWINGS , 4-TOWER STRUCTURAL ' Tower Engineering Professionals 3173778 , CCISITES ANALYSIS REPORTS 3.1) Analysis Method tnxTower(version 6.1.4.1),a commercially available analysis software package,was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis Is Included in Appendix A. tnxTower Report-version 6.1.4.1 January 29, 2016 100 Ft Tower Structural Analysis Monopole Anay CCI BU No 879526 Project Number 1186216,Application 330818,Revision 1 Page 5 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. 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 ft( ) g� P(K) F'Palbw % Pass/Fall IEn omType , Element I (IQ Capacity L1 100-60.25 i Pole TP26 255x20x0 25 1 -7.91 1428.97 40.2 Pass L2 2660 66 Pole TP31.145x25.1518x0.3125 2 12.55 2160.44 58.2 Pass L3 26.0033-0 Pole TP34.611x29.8249x0.375 3 -18.57 3001.04 62.0 Pass Summary Pole(L3) 62.0 Pass Rating= 62.0 Pass Table 6-Tower Component Stresses vs.Capacity-LC5 Notes Component Elevation(ft) %Capacity Pass I Fail 1 Anchor Rods 0 59.5 Pass 1 Base Plate 1__ 0 51.6 Pass Base Foundation 1 Structural 0 68.7 Pass Base Foundation 1 Soil Interaction I 0 32.6 Pass Structure Rating(max from all components)= 68.7% 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 capacity to carry the existing and proposed loads. No modifications are required at this time. tnxTower Report-version 6.1.4.1 January 29, 2016 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1186216,Application 330818,Revision 1 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.1.4.1 III1 lin DESIGNED APPURTENANCE LOADING 100.0 It TYPE ELEVATION TYPE ELEVATION 11 Lightning Rod 5I6f4' 102 (2)5 o r Marl Pipe 102 II Ptalfatm Moue ILP 602-1) 102 (2)r r r Mari Pipe ,102 T.i,; ET-X-TU-42-1537-16-R Mount ad Mns 102 50010765 ad Md Pipe ---- 75 ------- ° (2)110010121 W Ment Pipe - 75 ---- ET-X-TU-42-1537-1648-SP wV Mani 102 (2)742-265 W Mount Pipe 75 Pipe --- - 006411-410-ta-IF 75 ET-X-TU-12-1547-1648-8P W Mount 102 (2)660 10025 75 ET-X-WM-10-05-6P W Mount Pipe 102 -----(1)1100 10026 -.---_._-,__.-_-_---75 .--.__...-....__.-._-_...._.--- ET X-WM-18.65IP W Mount Pipe 102 -(4)000 10025 75 ------ 'i, ET-X-WM•16a6eP W Mart Pipe 102 —Redone Mont IP 304-1) I75 RRM-C2C w�EXT FILTER 102 ET-X-UW-70.16.70.18- -AT W Mart 75 RRH-P4 102 Pipe ----RRH2XOD-1600A-IR 7S n QRRH-V3 102 RRH2X40-07{ —- 75 A �5 ry 4 N of 2.50Hz POWER FIBER ION CYLINDER _ 102 ._-___ET-X-UW-7a15 74.18•R-AT W Marl 75 R eOPTIC FIBER JUNCTION CYLINDER 102 Pipe - -- RRH-P4 102 — _RRH2X1407{ 175 1 RRH-C2C wEXT FILTER _ __102 - — 102 - --- -- RRH2X00-1600A4R 175 -- 2.50Hz RRIFV3 102 (3)0572903.00 175 i OPTIC FIBER JUNCTICIN fCYLINDER ()LGP21401 175 POWER JUNCTION CYLINDER 102 X-UW-70.15-70-taxi-11175 RRH-C2C wEXT FILTER 102 RRH2X40-07-L 75 OPTIC FIBER JUNCTION CYLINDER 102 RRH2X60-1900A-4R 175 2.50F1x R101-V3 102 ---- (2)1OP21401 --- i 75 ——-- POWER JUNCTION CYLINDER 102 (2)CS72993.00 75 / (2)6 a r Mont Pipe ---102 6°.36 MATERIAL STRENGTH GRADE Fy Fu GRADE 1 Fy Fu SII A572-65 65 lei 80 lei 11 TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C tothe TIA-222-G Standard. I� , 3. Tower designed for a 113 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 30 mph basic wind with 1.25 in ice.Ice is considered to increase 8 in thidmass with height. >R e 7 5. Deflections are based upon a 60 mph wind. >c 6. Tower Structure Gass M. a 1(3 „ 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING:62% II 26.0 It ALL REACTIONS ARE FACTORED III AXIAL 48K SHEAR ' MOMENT R I o I 2 K j 1 158 kip-ft o R TORQUE 0 kip -ft R30 mph WIND-1.2500 in ICE AXIAL 19K SHEAR'f�\ MOMENT i 18Ki \ 1280 i � 00 It £ o TORQUE 1 kip-ft REACTIONS-93 mph WIND 11 1I AW solutions 1ab:BU879526 tit)t h: 300 Crown Oak Centre Drive P*et +2713 4"...r°'"""— Longwood,FL 32750 Clant Crown Castle Dr""b.,LiuLiii.Wu . Avvv AW solutions Phone:(407)260-0231 Cede:TIA-222-G Da":01/29/18 Su"' NTS FAX:(407)260-0741 Path: January 29, 2016 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1186216,Application 330818,Revision 1 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 4) Exposure Category C. 5) Topographic Category 1. 6) Crest Height 0.00 ft. 7) Nominal ice thickness of 1.2500 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 11 Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification I Use Clear Spans For Wind Area Ignore Redundant Members in FEA d Use Code Stress Ratios Use Clear Spans For KUr SR Leg Bolts Resist Compression J Use Code Safety Factors-Guys Retension Guys To initial Tension AM Leg Panels Have Same Allowable Escalate Ice J Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz Use Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile J Project Wind Area of Appud. 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 \l Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sod 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 Wail Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Skies in in in in L1 100.00-60.25 39.75 3.83 12 20.0000 26.2550 0.2500 1.0000 A572-65 (65ksi) U 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 (65 ksi) Tapered Pole Properties tnxTower Report-version 6.1.4.1 January 29,2016 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1186216,Application 330818,Revision 1 Page 8 - Section Tip Dia. Area I r C t/C J 110 w wit in int in. in in in' in. int in L1 20.7055 15.8988 791.5587 7.0705 10.3600 76.4053 1803.9125 7.8249 4.6900 18.76 27.1812 20.9340 1806.9761 9.3098 13.6001 132.8650 3681.4234 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 Elevation Area Thickness A, Factor Stitch Bolt Stitch Boit (per face) A, Spacing Spacing Diagonals Horizontals ft ft2 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 plf in in *LEVEL 102• *LEVEL 75' LDF5-50A(7/8") C Surface Ar 75.00-0.00 12 6 -0.300 1.0900 0.33 (CaAa) 0.000 12 PAIR(3/8") C Surface Ar 75.00-0.00 1 1 0.000 0.4000 0.08 (CaAa) 0.000 RLSS 8AWG DC(3/4) C Surface Ar 75.00-0.00 2 2 0.000 0.7350 0.49 (CaAa) 0.000 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft plf *LEVEL 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 2"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 A'' R' K L1 100.00-60.25 A 0.000 0.000 0.000 0.000 0.07 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 12.405 0.000 0.07 L2 60.25-26.00 A 0.000 0.000 0.000 0.000 0.06 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 28.801 0.000 0.17 L3 26.00-0.00 A 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 21.869 0.000 0.13 tnxTower Report-version 6.1.4.1 January 29,2016 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1186216,Application 330818,Revision 1 Page 9 Feed Line/Linear Appurtenances Section Areas -With Ice Tower Tower Face Ice AR AF CAAA C,,AA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 It2 K L1 100.00-60.25 A 2.730 0.000 0.000 0.000 0.000 0.07 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 43.543 0.000 0.83 L2 60.25-26.00 A 2.567 0.000 0.000 0.000 0.000 0.06 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 101.098 0.000 1.93 L3 26.00-0.00 A 2.273 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 73.797 0.000 1.35 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in Li 100.00-60.25 0.1108 0.4395 0.1417 0.8677 L2 60.25-26.00 0.2348 0.9322 0.2381 1.4597 L3 26.00-0.00 0.2404 0.9555 0.2581 1.5661 Shielding Factor Ka Tower Feed Line Description Feed Line K. K" Section Record No. Segment No Ice Ice Elev. Li 6 LDF5-50A(7/8") 60.25- 1.0000 1.0000 75.00 Li 7 12 PAIR(3/8') 60.25- 1.0000 1.0000 75.00 L1 8 RLSS 8AWG DC(3/4) 60.25- 1.0000 1.0000 75.00 L2 6 LDF5-50A(7/8") 26.00- 1.0000 1.0000 60.25 L2 7 12 PAIR(3/8') 26.00- 1.0000 1.0000 60.25 L2 8 RLSS 8AWG DC(3/4) 26.00- 1.0000 1.0000 60.25 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA C,,A,, Weight or Type Horz Adjustmen Front Side Leg Lateral t - Vert ft ft ft2 ft2 K R • ft Lightning Rod 58x4' C None 0.0000 102.00 No Ice 0.25 0.25 0.03 tnxTower Report-version 6.1.4.1 January 29,2016 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1186216,Application 330818,Revision 1 Page 10 • Description Face Offset Offsets: Azimuth Placement CAA CAA„ Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert - ft ft ft2 ftp K ft ° ft 1/2" 0.66 0.66 0.03 Ice 0.97 0.97 0.04 1"Ice 1.49 1.49 0.06 2"Ice *LEVEL 102* Platform Mount ILP 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 58.75 58.75 3.17 2"Ice ET-X-TU-42-15-37-18-IR- A From Leg 4.00 0.0000 102.00 No Ice 8.68 4.50 0.07 SP w/Mount Pipe 0.00 1/2" 9.18 5.17 0.13 1.00 Ice 9.68 5.85 0.19 1"Ice 10.72 7.27 0.35 2"ice ET-X-TU-42-15-37-18-IR- B From Leg 4.00 0.0000 102.00 No Ice 8.68 4.50 0.07 SP w/Mount Pipe 0.00 1/2" 9.18 5.17 0.13 1.00 Ice 9.68 5.85 0.19 1"Ice 10.72 7.27 0.35 2"Ica ET-X-TU-42-15-37-18-IR- C From Leg 4.00 0.0000 102.00 No Ice 8.68 4.50 0.07 SP w/Mount Pipe 0.00 1/2" 9.18 5.17 0.13 1.00 Ice 9.68 5.85 0.19 1"Ice 10.72 7.27 0.35 2"Ice ET-X-WM-18-65-8P w/ A From Leg 4.00 0.0000 102.00 No Ice 7.35 4.43 0.06 Mount Pipe 0.00 1/2" 7.92 5.32 0.11 1.00 Ice 8.46 6.08 0.17 1"Ice 9.59 7.64 0.31 2"Ice ET-X-WM-18-65-8P w/ B From Leg 4.00 0.0000 102.00 No Ice 7.35 4.43 0.06 Mount Pipe 0.00 1/2" 7.92 5.32 0.11 1.00 Ice 8.46 6.08 0.17 1"Ice 9.59 7.64 0.31 2"Ice ET-X-WM-18-65-8P w/ C From Leg 4.00 0.0000 102.00 No Ice 7.35 4.43 0.06 Mount Pipe 0.00 1/2" 7.92 5.32 0.11 1.00 Ice 8.46 6.08 0.17 1"Ice 9.59 7.64 0.31 2"Ice RRH-C2C w/EXT FILTER A From Leg 4.00 0.0000 102.00 No Ice 3.09 5.54 0.05 0.00 1/2" 3.35 5.86 0.09 1.00 Ice 3.61 6.19 0.13 1"Ice 4.17 6.66 0.23 2"Ice RRH-P4 A From Leg 4.00 0.0000 102.00 No Ice 3.19 2.07 0.06 0.00 1/2" 3.44 2.29 0.08 1.00 toe 3.70 2.52 0.11 1"Ice 4.24 2.99 0.17 2"loe 2.5GHz RRH-V3 A From Leg 4.00 0.0000 102.00 No Ice 2.80 1.42 0.06 0.00 1/2" 3.03 1.59 0.08 1.00 Ice 3.26 1.76 0.10 1"Ice 3.76 2.14 0.16 2"Ice POWER JUNCTION A From Leg 4.00 0.0000 102.00 No ice 0.43 0.43 0.00 CYLINDER 0.00 1/2" 0.53 0.53 0.01 1.00 Ice 0.64 0.64 0.01 1"Ice 0.88 0.88 0.03 2"Ice OPTIC FIBER JUNCTION A From Leg 4.00 0.0000 102.00 No Ice 0.45 0.45 0.00 CYLINDER 0.00 1/2" 0.55 0.55 0.01 1.00 Ica 0.67 0.67 0.01 1"Ice 0.92 0.92 0.03 2"ice tnxTower Report-version 6.1.4.1 January 29, 2016 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1186216,Application 330818,Revision 1 Page 11 Description Face Offset Offsets: Azimuth Placement CAAA CAA, Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft RRH-P4 B From Leg 4.00 0.0000 102.00 No Ice 3.19 2.07 0.06 0.00 1/2" 3.44 2.29 0.08 1.00 Ice 3.70 2.52 0.11 1"ke 4.24 2.99 0.17 2"Ice RRH-C2C w/EXT FILTER B From Leg 4.00 0.0000 102.00 No Ice 3.09 5.54 0.05 0.00 1/2" 3.35 5.86 0.09 1.00 Ice 3.61 6.19 0.13 1"Ice 4.17 6.86 0.23 2"Ice 2.5GHz RRH-V3 B From Leg 4.00 0.0000 102.00 No Ice 2.80 1.42 0.06 0.00 1/2" 3.03 1.59 0.08 1.00 Ice 3.26 1.76 0.10 1"Ice 3.76 2.14 0.16 2"Ice OPTIC FIBER JUNCTION B From Leg 4.00 0.0000 102.00 No Ice 0.45 0.45 0.00 CYLINDER 0.00 1/2" 0.55 0.55 0.01 1.00 Ice 0.67 0.67 0.01 1"Ice 0.92 0.92 0.03 2"Ice POWER JUNCTION B From Leg 4.00 0.0000 102.00 No Ice 0.43 0.43 0.00 CYLINDER 0.00 1/2" 0.53 0.53 0.01 1.00 Ice 0.64 0.84 0.01 1"Ice 0.68 0.88 0.03 1 2"Ice RRH-P4 C From Leg 4.00 0.0000 102.00 No Ice 3.19 2.07 0.06 0.00 1/2" 3.44 2.29 0.08 1.00 Ice 3.70 2.52 0.11 1"Ice 4.24 2.99 0.17 2"Ice RRH-C2C w/EXT FILTER C From Leg 4.00 0.0000 102.00 No Ice 3.09 5.54 0.05 0.00 1/2" 3.35 5.86 0.09 1.00 Ice 3.61 6.19 0.13 1"Ice 4.17 6.86 0.23 2"Ice OPTIC FIBER JUNCTION C From Leg 4.00 0.0000 102.00 No Ice 0.45 0.45 0.00 CYLINDER 0.00 1/2" 0.55 0.55 0.01 1.00 Ice 0.67 0.67 0.01 1"Ice 0.92 0.92 0.03 2"Ice 2.5GHz RRH-V3 C From Leg 4.00 0.0000 102.00 No Ice 2.80 1.42 0.06 0.00 1/2" 3.03 1.59 0.08 1.00 Ice 3.26 1.76 0.10 1"Ice 3.76 2.14 0.16 2"Ice POWER JUNCTION C From Leg 4.00 0.0000 102.00 No Ice 0.43 0.43 0.00 CYLINDER 0.00 1/2" 0.53 0.53 0.01 1.00 Ice 0.64 0.64 0.01 1"Ice 0.88 0.88 0.03 2"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 3.06 3.06 0.09 2"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"be 3.06 3.06 0.09 2"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 3.08 3.06 0.09 2"Ice tnxTower Report-version 6.1.4.1 January 29, 2016 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1186216,Application 330818,Revision 1 Page 12 - Description Face Offset Offsets: Azimuth Placement CAAA CAA,, Weight or Type Hort Adjustmen Front Side Leg Lateral t Vert - ft ft ft2 ft2 K ft ° R 'LEVEL 75' 800 10765 w/Mount Pipe A From Leg 4.00 0.0000 75.00 No Ice 8.90 6.72 0.08 0.00 1/2" 9.57 7.95 0.15 0.00 Ice 10.22 8.92 0.22 1"Ice 11.53 10.81 0.40 2"Ice (2)800 10121 w/Mount B From Leg 4.00 0.0000 75.00 No Ice 5.69 4.60 0.07 Pipe 0.00 1/2" 6.18 5.35 0.11 0.00 Ice 6.68 6.05 0.17 1"Ice 7.70 7.53 0.30 2"Ice (2)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" 8.45 7.63 0.14 0.00 Ice 9.09 8.59 0.21 1"Ice 10.38 10.47 0.38 2"Ice • DC6-48-60-18-8F A From Leg 4.00 0.0000 75.00 No Ice 1.27 1.27 0.02 0.00 1/2" 1.46 1.46 0.04 0.00 Ice 1.66 1.66 0.05 1"Ice 2.09 2.09 0.10 2"Ice (2)860 10025 A From Leg 4.00 0.0000 75.00 No Ice 0.16 0.14 0.00 0.00 1/2" 0.23 0.20 0.00 0.00 Ice 0.30 0.27 0.01 1"Ice 0.48 0.44 0.01 2"Ice (4)860 10025 B From Leg 4.00 0.0000 75.00 No Ice 0.16 0.14 0.00 0.00 1/2" 0.23 0.20 0.00 0.00 Ice 0.30 0.27 0.01 1"Ice 0.48 0.44 0.01 2"Ice (4)860 10025 C From Leg 4.00 0.0000 75.00 No Ice 0.16 0.14 0.00 0.00 1/2" 0.23 0.20 0.00 0.00 Ice 0.30 0.27 0.01 1"Ice 0.48 0.44 0.01 2"Ice Platform Mount[LP 304-11 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 37.38 37.38 2.45 2"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 wl Mount Pipe 0.00 1/2" 11.79 10.13 0.17 0.00 Ice 12.50 11.55 0.26 1"Ice 14.02 13.78 0.48 2"Ice RRH2X60-1900A-4R A From Leg 4.00 0.0000 75.00 No Ice 2.18 1.48 0.05 0.00 1/2" 2.39 1.66 0.06 0.00 Ice 2.60 1.85 0.08 1"Ice 3.06 2.26 0.13 2"Ice RRH2X40-07-L A From Leg 4.00 0.0000 75.00 No Ice 1.99 1.82 0.05 0.00 1/2" 2.19 2.01 0.07 0.00 Ice 2.40 2.21 0.09 1"Ice 2.84 2.84 0.14 2"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 12.50 11.55 0.26 1"Ice 14.02 13.78 0.48 2"Ice RRH2X40-07-L B From Leg 4.00 0.0000 75.00 No Ice 1.99 1.82 0.05 0.00 1/2" 2.19 2.01 0.07 0.00 Ice 2.40 2.21 0.09 tnxTower Report-version 6.1.4.1 January 29,2016 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1186216,Application 330818,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 fr2 t12 K fl ° ft 1"Ice 2.84 2.64 0.14 2"Ice RRH2X60-1900A-4R B From Leg 4.00 0.0000 75.00 No ice 2.18 1.48 0.05 0.00 1/2" 2.39 1.66 0.06 0.00 Ice 2.60 1.85 0.08 1"ice 3.06 2.26 0.13 2"Ice (2)CS72993.08 B From Leg 4.00 0.0000 75.00 No Ice 1.43 0.42 0.02 0.00 1/2" 1.59 0.54 0.03 0.00 Ice 1.76 0.66 0.04 1"Ice 2.13 0.93 0.06 2"Ice (2)LGP21401 B From Leg 4.00 0.0000 75.00 No Ice 1.29 0.23 0.01 0.00 1/2" 1.45 0.31 0.02 0.00 Ice 1.61 0.40 0.03 1"Ice 1.97 0.61 0.05 2"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 12.50 11.55 0.26 1"Ice 14.02 13.78 0.48 2"Ice RRH2X40-07-L C From Leg 4.00 0.0000 75.00 No Ice 1.99 1.82 0.05 0.00 1/2" 2.19 2.01 0.07 0.00 ice 2.40 2.21 0.09 1"Ice 2.84 2.64 0.14 2"Ice RRH2X60-1900A-4R C From Leg 4.00 0.0000 75.00 No Ice 2.18 1.48 0.05 0.00 1/2" 2.39 1.66 0.06 0.00 Ice 2.60 1.85 0.06 1"Ice 3.06 2.26 0.13 2"Ice (2)LGP21401 C From Leg 4.00 0.0000 75.00 No Ice 1.29 0.23 0.01 0.00 1/2" 1.45 0.31 0.02 0.00 Ice 1.61 0.40 0.03 1"Ice 1.97 0.61 0.05 2"Ice (2)CS72993.08 C From Leg 4.00 0.0000 75.00 No Ice 1.43 0.42 0.02 0.00 1/2" 1.59 0.54 0.03 0.00 ice 1.76 0.66 0.04 1"ice 2.13 0.93 0.06 2"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+1.6Wind60deg-NoIce 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 lce 12 1.2 Dead+1.6 Wind 150 deg-No Ice tnxTower Report-version 6.1.4.1 January 29,2016 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1186216,Application 330818,Revision 1 Page 14 • Comb. Description No. 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+1.01ce+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.01ce+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+1.01ce+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 80 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 dog-Service 46 Dead+Wind 210 deg-Service 47 Deeds 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 9 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 -27.90 0.96 -4.75 Max.Mx 20 -7.91 292.11 -0.88 Max.My 14 -7.93 0.19 -290.89 Max.Vy 20 -12.20 292.11 -0.88 Max.Vx 14 12.03 0.19 -290.89 Max.Torque 11 -0.98 L2 60.25- Pole Max Tension 1 0.00 0.00 0.00 26.0033 Max.Compression 26 -37.58 0.60 -7.40 Max.Mx 20 -12.55 761.54 -1.52 Max.My 14 -12.58 0.52 -749.08 Max.Vy 8 15.70 -761.49 -0.52 Max.Vx 14 15.13 0.52 -749.08 Max.Torque 11 -0.98 L3 26.0033-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -48.06 0.19 -9.75 Max.Mx 8 -18.57 -1280.21 -0.44 Max.My 14 -18.57 0.79 -1246.73 Max.Vy 8 18.32 -1280.21 -0.44 Max.Vx 14 17.51 0.79 -1246.73 Max.Torque 11 -0.97 tnxTower Report-version 6.1.4.1 January 29, 2016 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1186216,Application 330818, Revision 1 Page 15 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 48.06 0.00 -0.00 Max.H. 20 18.58 18.31 -0.01 Max.H: 2 18.58 -0.01 17.50 Max.M■ 2 1244.17 -0.01 17.50 Max.M2 8 1280.21 -18.31 0.01 Max.Torsion 23 0.97 15.28 8.74 Min.Vert 25 13.94 8.82 15.15 Min.H, 8 18.58 -18.31 0.01 Min.H2 14 18.58 0.01 -17.50 Min.Mr 14 -1246.73 0.01 -17.50 Min.M= 20 -1280.13 18.31 -0.01 Min.Torsion 11 -0.97 -15.28 -8.74 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 15.49 0.00 0.00 1.03 -0.03 0.00 1.2 Dead+1.6 Wind 0 deg- 18.58 0.01 -17.50 -1244.17 -0.88 -0.55 No Ice 0.9 Dead+1.6 Wind 0 deg- 13.94 0.01 -17.50 -1235.54 -0.86 -0.55 No ice 1.2 Dead+1.6 Wind 30 deg- 18.58 8.84 -15.16 -1077.73 -629.64 -0.08 No Ice 0.9 Dead+1.6 Wind 30 deg- 13.94 8.84 -15.16 -1070.29 -625.10 -0.08 No Ice 1.2 Dead+1.6 Wind 60 deg- 18.58 15.30 -8.76 -622.16 -1089.69 0.42 No Ice 0.9 Dead+1.6 Wind 60 deg- 13.94 15.30 -8.76 -618.00 -1081.84 0.42 No Ice 1.2 Dead+1.6 Wind 90 deg- 18.58 18.31 -0.01 0.44 -1280.21 0.80 No Ice 0.9 Dead+1.6 Wind 90 deg- 13.94 18.31 -0.01 0.12 -1271.06 0.80 No Ice 1.2 Dead+1.6 Wind 120 deg 18.58 15.28 8.74 623.28 -1088.86 0.97 -No Ice 0.9 Dead+1.6 Wind 120 deg 13.94 15.28 8.74 618.47 -1081.01 0.97 -No Ice 1.2 Dead+1.6 Wind 150 deg 18.58 8.82 15.15 1079.45 -628.19 0.88 -No ice 0.9 Dead+1.6 Wind 150 deg 13.94 8.82 15.15 1071.36 -623.66 0.88 -No ice 1.2 Dead+1.6 Wind 180 deg 18.58 -0.01 17.50 1246.73 0.79 0.55 -No Ice 0.9 Dead+1.6 Wind 180 deg 13.94 -0.01 17.50 1237.44 0.80 0.55 -Nolce 1.2 Dead+1.6 Wind 210 deg 18.58 -8.84 15.16 1080.29 629.55 0.07 -No Ice 0.9 0ead+1.6 Wind 210 deg 13.94 -8.84 15.16 1072.19 625.04 0.07 -No Ice 1.2 Dead+1.6 Wind 240 deg 18.58 -15.30 8.76 624.72 1089.61 -0.42 -Nola 0.9 Dead+1.6 Wind 240 deg 13.94 -15.30 8.76 619.90 1081.78 -0.43 -No Ice 1.2 Dead+1.6 Wind 270 deg 18.58 -18.31 0.01 2.11 1280.13 -0.80 -Nolce 0.9 Dead+1.6 Wind 270 deg 13.94 -18.31 0.01 1.78 1271.00 -0.80 -No Ice 1.2 Dead+1.6 Wind 300 deg 18.58 -15.28 -8.74 -620.72 1088.78 -0.96 tnxTower Report-version 6.1.4.1 January 29, 2016 100 Ft Monopole Tower Structural Analysis CC!BU No 879526 Project Number 1186216,Application 330818,Revision 1 Page 16 • Load Vertical Shear, Shears Overturning Overturning Torque Combination Moment,M, Moment,M, K K K kip-ft kip-fl kip-ft -No Ica ' 0.9 Dead+1.6 Wind 300 deg 13.94 -15.28 -8.74 -616.57 1080.95 -0.97 -Nolce 1.2 Dead+1.6 Wind 330 deg 18.58 -8.82 -15.15 -1076.90 628.11 -0.87 -No Ice 0.9 Dead+1.6 Wind 330 deg 13.94 -8.82 -15.15 -1069.47 623.60 -0.87 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 48.06 -0.00 0.00 9.75 0.19 -0.00 1.2 Dead+1.0 Wind 0 48.06 -0.00 -1.87 -138.89 0.24 -0.06 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 48.06 0.94 -1.62 -118.96 -74.53 0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 48.06 1.70 -0.98 -66.39 -132.51 0.08 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 48.06 2.10 0.00 9.83 -156.55 0.12 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 48.06 1.63 0.94 84.17 -129.33 0.14 deg+1.0 ice+1.0 Temp 1.2 Dead+1.0 Wind 150 48.06 0.94 1.62 138.58 -74.62 0.12 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 48.06 0.00 1.87 158.47 0.14 0.06 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 48.06 -0.94 1.62 138.53 74.92 -0.01 deg+1.01ce+1.0 Temp 1.2 Dead+1.0 Wind 240 48.06 -1.70 0.98 85.95 132.90 -0.08 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 48.06 -2.10 -0.00 9.73 156.94 -0.12 deg+1.0 ice+1.0 Temp 1.2 Dead+1.0 Wind 300 48.06 -1.63 -0.94 -64.61 129.72 -0.14 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 48.06 -0.94 -1.62 -119.01 75.00 -0.12 deg+1.O Ice+1.0 Temp Dead+Wind 0 deg-Service 15.49 0.00 -4.07 -287.69 -0.23 -0.13 Dead+Wind 30 deg-Service 15.49 2.06 -3.53 -249.10 -148.00 -0.02 Dead+Wind 60 deg-Service 15.49 3.56 -2.04 -143.48 -252.67 0.10 Dead+Wind 90 deg-Service 15.49 4.28 -0.00 0.87 -296.85 0.19 Dead+Wrnd 120 deg- 15.49 3.56 2.03 145.27 -252.47 0.23 Service Dead+Wind 150 deg- 15.49 2.05 3.53 251.03 -145.87 0.21 Service Dead+Wind 180 deg- 15.49 -0.00 4.07 289.81 0.16 0.13 Service Dead+Wind 210 deg- 15.49 -2.06 3.53 251.23 145.94 0.02 Service Dead+Wind 240 deg- 15.49 -3.56 2.04 145.61 252.60 -0.10 Service Dead+Wind 270 deg- 15.49 -4.26 0.00 1.26 296.79 -0.19 Service Deed+Wind 300 deg- 15.49 -3.56 -2.03 -143.15 252.41 -0.23 Service Dead+Wind 330 deg- 15.49 -2.05 -3.53 -248.91 145.60 -0.20 Service Solution Summary Sum of Applied Forces Sum of Reactions Lad PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -15.49 0.00 0.00 15.49 0.00 0.000% 2 0.01 -18.58 -17.50 -0.01 18.58 17.50 0.000% 3 0.01 -13.94 -17.50 -0.01 13.94 17.50 0.000% 4 8.84 -18.58 -15.16 -8.84 18.58 15.16 0.000% 5 8.84 -13.94 -15.16 -8.84 13.94 15.16 0.000% 6 15.30 -18.58 -8.76 -15.30 18.58 8.76 0.000% 7 15.30 -13.94 -8.76 -15.30 13.94 8.76 0.000% 8 18.31 -18.58 -0.01 -18.31 18.58 0.01 0.000% tnxTower Report-version 6.1.4.1 '1N.~. N^ N aO 0. (13 703 11=1511ifilifilliiififfiliiiifilifilli -10 0 * o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 c040••vii p.: �einn••t"..���Bwr0. . • • v•• • . . .c! �gc�s,`�,o`•�go O,, ,14440.2 --4•—• 044 , , Qoo—�feINON, hT/N904e, H h I > SSISISSSIS3SS ISSS888g8888888844444Tf,�Tf,fa444"4 W 0-5 "; rg^Q$3^ 55Qgf $ aaiooaiaocsevoeicaeisiviaiaici.i i.itt444,1144Y04444,6,66,6.6miximi nwon0 S2 X$ �X�S $gXg t) C 000ee0000eoa000eoo CO C1 k ;iPle424c4GO33 epi epi 17irc4aNi288aro�o la83g?-"ec 38SSc`E SS8'88grti m zk Vrin°0,6oao06'1""ao to dao ao66g7g7C?oo. 640,ic oNe�ife7N ` � V. C.) 600000000000000000 y 5 N o`r`r��gf�i.e�aoc°eon'�74nr"'8a%i�,`2` S832.•N°S8a(71,8.2S8©°2'ioe2 ,8`82 0 OS EXaYQa0ca^�ci�aie:r`i 'na^oa^oocii�jirro7�;QooaoeoocT4 i Te?NQNeo.rriNONe? C GS OL•yV. b ` N w `.� �� ��� � ��88�8 �8888��wwwwwwwwwww Z `�Ya7omoelco eaaoPiaoelco el aa enaoa!T aoei eTaToeTIFaoaoTaTenoAM1Aal Nala!a,in 4. a N h 33 }ter>->›.)-) .)-,- -� E "' XYgAP•A°N0/N°ooaI,aS,g`ggag'droazo`R�r,°.Ae°�2883°°8381gce23888cg',SS882i,�cE'SS c�5 >° •Ili . 11111 0 re 2 m i2 ..„........,-.0,0—,,,,,,,0,-. U �tDp pp Cp op�f ��op ay0p wp�©© Cp A w°— " y�A�O'"ag NNNNNNNNNe7 Ag2A2Xr a+fe7 4-4.74 V V44453 x 8a s , January 29, 2016 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1186216,Application 330818, Revision 1 Page 18 19 Yes 5 0.00000001 0.00007221 20 Yes 4 0.00000001 0.00036002 21 Yes 4 0.00000001 0.00021581 22 Yes 5 0.00000001 0.00015775 23 Yes 5 0.00000001 0.00006708 24 Yes 5 0.00000001 0.00017145 25 Yes 5 0.00000001 0.00007351 28 Yes 4 0.00000001 0.00008874 27 Yes 4 0.00000001 0.00096857 28 Yes 5 0.00000001 0.00011790 29 Yes 5 0.00000001 0.00012299 30 Yes 5 0.00000001 0.00012669 31 Yes 5 0.00000001 0.00013404 32 Yes 5 0.00000001 0.00013666 33 Yes 5 0.00000001 0.00013378 34 Yes 5 0.00000001 0.00013783 35 Yes 5 0.00000001 0.00013752 36 Yes 5 0.00000001 0.00012869 37 Yes 5 0.00000001 0.00012316 38 Yes 5 0.00000001 0.00011934 39 Yes 4 0.00000001 0.00001947 40 Yes 4 0.00000001 0.00009061 41 Yes 4 0.00000001 0.00008646 42 Yes 4 0.00000001 0.00002715 43 Yes 4 0.00000001 0.00010973 44 Yes 4 0.00000001 0.00008436 45 Yes 4 0.00000001 0.00001987 46 Yes 4 0.00000001 0.00009456 47 Yes 4 0.00000001 0.00010036 48 Yes 4 0.00000001 0.00002740 49 Yes 4 0.00000001 0.00008174 50 Yes 4 0.00000001 0.00010531 Compression Checks Pole Design Data Section Elevation Size L L„ Kilt A P„ 4Pn Ratio No. P„ ft ft ft fn' K K +Pn L1 100-60.25 TP26.255x20x0.25 39.75 0.00 0.0 20.448 -7.91 1428.97 0.006 (1) 4 12 60.25- TP31.145x25.1518x0.312 38.08 0.00 0.0 30.325 -12.55 2160.44 0.006 26.0033(2) 5 7 L3 26.0033-0 TP34.611 x29.8249x0.375 30.42 0.00 0.0 41.340 -18.57 3001.04 0.006 (3) 0 Pole Bending Design Data Section Elevation Size M,,, 4M,„, Ratio M,,, 4M,, Ratio No. M,, ft kip-ft kip-ft 4M. kip-it kip-fl *Aim L1 100-60.25 TP26.255x20x0.25 292.11 738.09 0.396 0.00 738.09 0.000 (1) L2 60.25- TP31.145x25.1518x0.312 761.54 1323.25 0.576 0.00 1323.25 0.000 26.0033(2) 5 • L3 26.0033-0 TP34.611x29.8249x0.375 1280.21 2086.88 0.613 0.00 2086.88 0.000 (3) tnxTower Report-version 6.1.4.1 January 29,2016 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1186216,Application 330818, Revision 1 Page 19 Pole Shear Design Data Section Elevation Size Actual +V„ Ratio Actual 4T„ Ratio - No. V„ V. T„ T. ft K K •V,, kip-ft kip-ft fT,, L1 100-60.25 TP26.255x20x0.25 12.20 714.49 0.017 0.80 1496.62 0.001 (1) L2 60.25- TP31.145x25.1518x0.312 15.70 1080.22 0.015 0.80 2683.14 0.000 26.0033(2) 5 L3 26.0033-0 TP34.611x29.8249x0.375 18.32 1500.52 0.012 0.80 4231.55 0.000 (3) Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ A1= P4 V„ T. Stress Stress ft 4P„ 4401nK •u $V„ 4T„ Ratio Ratio 11 100-60.25 0.006 0.396 0.000 0.017 0.001 0.402 1.000 4.8.2 V (1) V L2 60.25- 0.006 0.576 0.000 0.015 0.000 0.582 1.000 482 V 26.0033(2) V L3 26.0033-0 0.006 0.613 0.000 0.012 0.000 0.620 1.000 482 V (3) V Section Capacity Table Section Elevation Component Size Critical P •P... % Pass No. ft Type Element K K Capacity Fall 11 100-60.25 Pole TP26.255x20x0.25 1 -7.91 1428.97 40.2 Pass L2 60.25-26.0033 Pole TP31.145x25.1518x0.3125 2 -12.55 2160.44 58.2 Pass 13 26.0033-0 Pole TP34.611x29.8249x0.375 3 -18.57 3001.04 62.0 Pass Summary Pole(L3) 62.0 Pass RATING= 62.0 Pass tnxTower Report-version 6.1.4.1 January 29,2016 100 Ft Monopole Tower Structural Analysis CC/BU No 879526 Project Number 1186216,Application 330818,Revision 1 Page 20 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.1.4.1 (INSTALLED) (3) 1-7/16' TO 102 FT LEVEL / \ / \ ' pi TI i I i I (INSTALLED-TO BE REMOVED) / (4) 7/8" TO 75 FT LEVEL (INSTALLED) (1) 3/6- TO 75 FT LEVEL �. (2) 3/4- TO 75 FT LEVEL (12) 7/6-TO 75 FT LEVEL. r' January 29, 2016 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 1186216,Application 330818,Revision 1 Page 21 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.1.4.1 134* 11131, OREGON w +94%4 • *Is ,!r ,2G' „r f „T Thou. „,,„„ or f 4:9,' '. *=/.41 wokscoilt I III Ass invo: = . gir mama& ;3• . ,161111 .A NEN aa• . boom s 43• II I P . KLUIATH tAKE ill" 11 +r ., 4r 12t' 123' 122' ar 1:0' 1W 11i' f!7• 1.11 I. All areas with full exposutr to ocean winds shall be designed444 mph areas. 2. Areas in Multnomah and Hood River Counties with fall exposure to Columbia River Gorge winds shall he designed mph areas. > � 135 Cron44S-mph 1.1114,mph 120 119 For.S). I talkper boor=044 Mil FIGURE 1609A ULTIMATE DESIGN WIND SPEED.V FQR RISK CATEGEQRY II ¢UILIDINGS AND OTHER STRUCTURES Figure 1609 A 8 Design Maps Summary Report Page 1 of 1 ausGs Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) • Site Coordinates 45.4284°N, 122.7682°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III „ . A " �:>4 ,ii , oun d Gres',s �_ r 4 .R" a vwreti k yTa. 'M. kt } p ,t � gJ'� omf rt � k.'e ' , t F r. x r ,/,, x " �' .K , � v ) Pr , k ,, S. ,,ii,,,,,,,„- r e- 1 ,/1.,.,$. -II ,,.. .1,- ° .."'• ,. ' v...':,,/,''''/,,,,,* '', '-,., i iitliti,/ ,‘ -. . i , , - C/.7 ,, - 4'1' 4 ' iS, ",.,. ,. .'- 11 .t .„,-,-„,„ ..„- „, , , .. ot„, ° : r x`r ,., ,. A a .-, .7 „ ,,,„ ..,...,, , r .at ,,z . .' F"' `��i _ 4 x ..4 .'of ,,,,. = 4 '', -' ,.. . ' 1` ';m !° 41:10 .ter' USGS-Provided Output SS = 0.972 g SMS = 1.080 g S05 = 0.720 g S, = 0.422 g SM, = 0.666 g So, = 0.444 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.64 1.10 0.60 0.55 0.72 0.44 0.64 0.77 0.56 O 0.66 a 0.44 a 0.55 0.40 0.44 0.32 0.33 0.24 0.22 0.16 0.11 0.06 0.00 1 I I I I 1 I 1 I i 0.00 0.00 0.20 0.40 0.60 0.40 1.00 1.20 1.40 1.60 1.60 2.00 0.00 0.20 0.40 0.60 0.40 1.00 1.20 1.40 1.60 1.40 2.00 Period.I(sec) Period.T(sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty,expressed or implied,as to the • accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp 1-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitu... 1/29/2016 ©CO S e OurnOc© Monopole Analysis per TIA-222-G Site BU: 879526 WPI Work Order. 1186216 Ci1�Application: 330818 Rev.1 �l From 114X: Shear, Wt= 19.0 kips Shear,Vw= 18.0 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 USGS Seismic Tool Spectral response acceleration i s period,Sl= 0.422 Tower Height(AGL), = 100.0 ft Importance Factor,I= 1.0 (Table 2-3) Acceleration-based site coefficient,F,= 1.1 (Table 2-12) Velocity-based site coefficient,F„= 1.6 (Table 2-13) Design spectral response acceleration short period,SDs= 0.720 (2.7.6) Design spectral response acceleration 1 s period.SDI= 0.444 (2.7.6) Ctdated C,= 0.480 (2.7.7.1) Base Seismic Shear,V,= 7.6 kips Appurtenance Weight 1/3 of structure),W„= 4.9 kips Average'Moment of Inertia.lays= 2660.6 Fundamental Frequency,F1= 0.434 (2.7.11.2) I=r related variable,SA= 0.193 (2.7.8.1) • Calculated C,= 0.128 (2.7.7.1) Minimum C,= 0.032 (2.7.7.1) Minimum C,when Sl s 0.75= 0.000 (2.7.7.1) Final C,= 0.128 Alternative Base Seismic Shear,V,= 2.0 kips Ss is less than or equal to 1,no seismic analysis is required per section 2.7.3 of TIA-222-G. CCISeismic 2.0.07 Page 1 Analysis Date: 1/29/2016 6 '• b Stiffened or Unstiffened Un routed Circular g Base Plate late - 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 ====-0771747113== Mu: 1280 ft-kips Site Name: TIGARD Axial,Pu: 19 kips App#: 330818 R.1 Shear,Vu: 18 kips Pole Manufacturer.' Other Eta Factor,ri 0.5 TIA G(Fig.4-4) Anchor Rod Data It No stiffeners,Criteria: I AISC LRFD <-0nty Applcable to Unstiffened Cases Qty: 10 Diem: 2.25 in Rod Material: A615-J Anchor Rod Results Rigid Strength(Fu): 100 ksi Max Rod(Cu+Vu/r1): 154.6 Kips AISC LRFD Yield(Fy): 75 ksi Allowable Axial,o'Fu*Anet: 260.0 Kips yTn Bolt Circle: 41.2 in Anchor Rod Stress Ratio: 59.5% Pass Plate Data Diam: 47 in Base Plate Results Flexural Check Rigid Thick: 2.25 in Base Plate Stress: 23.2 ksi RISC LRFD Grade: 50 ksi Allowable Plate Stress: 45.0 ksi up•Fy Single-Rod B-eff: 11.13 in Base Plate Stress Ratio: 51.6% 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: in•* Vertical Weld: n/a Groove Angle: degrees Plate Flex+shear,fb/Fb+(fv/Fv)"2: n/a Fillet H.Weld: <—Disregard 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 "o•IF Round Fu 80 ksi t Reinf.Fillet Weld 0 "0"if None <"- ," O G - •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 1.5-Circular Base G 1.3,Effective March 19,2012 Analysis Date: 1/29/2016 a CCI Foundation Tool Suite-Monopole Pier Carts 1.1.103.14128-Phase 1 Date: 1/29/2016 SU: 879526 Site Name: TIGARD App Number: 330$11 R.1 4CRAC.)5TL E Work Order: 1186216 Monopole Drilled Pier India 3'C.C. Criteria TIA Revision: G ACI 318 Revision: 2008 Seismic Category: • D Forces A b= Compression 19 kips Shear 18 kips Moment 1280 k-ft Swelling Force 0 kips Foundation Dimensions i\ Pier Diameter: 6 ft a3 Tie Size Ext.above grade: 0 ft Depth below grade: 23 ft (Lal-oto Material Properties Number of Rebar: 18*Steel is unknown Rebar Size: 10 0.33%code minimum was assumed Tie Size 3 Rebar tensile strength: 60 ksi Concrete Strength: 3000 psi Ultimate Concrete Strain 0.003 in/in Clear Cover to Ties: 3 In Soli Prole: 1 vi 6' Ultimate Ultimate Ultimate Friction tpoIl t Skin Comp.Skin baring Thickness From To Unit Weight Cohesion Angle Friction Friction Capadty SF?'N' Layer (ft) (fl) (h) (Pd) (Pd) (deg) (ksf) 615f) (ks`I Counts 1 3 0 3 134 0 0 2 8 3 11 134 1000 0 3 7 11 18 67 1000 0 4 5 18 23 71 27 6 Analysis Results Concrete/Steel Check Soil Lateral Capacity Mu(from soli analysis) 1362.53 k-ft Depth to Zero Shear: 4.53 ft 45Mn 1983.18 k-ft Max Moment.Mu: 1362.53 k-ft RATING: 68.7% Soil Safety Factor: 4.08 Safety Factor Req'd: 1.33 RATING: 32.6% rho provided 0.34 rho required 0.33 OK Soil Axial Capacity Skin Friction(k): 191.30 kips Rebar Spacing 17.00 End baring(k): 127.23 kips Spacing required 20.32 OK Comp.Capacity(k), Cn: 318.53 kips Camp.(k),Cu: 19.00 kips RATING: 6.0% Dev.Length required 18.22 Oft.Length provided 55.65 OK Overall Foundation Sating: 6$.7% Page 1M1