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130' 2O14- ©apse w QvY n ha,,,,-, Date: December 11, 2013 I n n i r r stied Cathy Garziano AW Solutions Inc w Crown Castle 300 Crown Oak Centre Drive 5350 North 48th Street Suite 305 Longwood, FL 32750 Chandler, AZ 85226 (407) 260-0231 Subject: Structural Analysis Report Carrier Designation: Sprint PCS Co-Locate Scenario 2.5B Carrier Site Number: P003XC047 Carrier Site Name: TIGARD Crown Castle Designation: Crown Castle BU Number: 879526 Crown Castle Site Name: TIGARD Crown Castle JDE Job Number: 251705 Crown Castle Work Order Number: 682763 Crown Castle Application Number: 206089 Rev. 0 Engineering Firm Designation: AW Solutions Inc 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 Dear Cathy Garziano, AW Solutions Inc 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 600735, in accordance with application 206089, 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. The analysis has been performed in accordance with the TIA-222-G standard and Local Building Code based upon a wind speed of 95 mph 3-second gust, exposure category C with topographic category 1 and crest height of 0 feet. 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 AW Solutions Inc 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. PRO` Structural analysis prepared by: Jennifer Flores, e.;:c Respectfully submitted by: :400.7. b IREGON 1� Emmanuel Poulin, P.E. VP of Engineering o,. a 121 ( ( /13 � tnxTower Report-version 6.1.3.1 f EXPIRATION DATEDEC 3 1E014 December 11, 2013 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 • Project Number 879526, Application 206089, 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 6.1.3.1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 • Project Number 879526,Application 206089, 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 95 mph with no ice, 30 mph with 1.25 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. 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) 3 kmw ET-X-WM-18-65-8P w/ communications Mount Pipe 3 powerwave P65-16-XLPP-RR w/ technologies Mount Pipe 3 samsung 2.5GHz RRH-V3 1teIecommunications. 102.0 103.0 3 samsung :OPTIC FIBER JUNCTION 3 1-7/16 1 ;telecommunications CYLINDER 3 samsung POWER JUNCTION telecommunications! CYLINDER samsung 'RRH-C2C w/EXT FILTER (telecommunications samsung 3 ;telecommunications RRH-P4 Notes:....._._.___ 1) Proposed Equipment tnxTower Report-version 6.1.3.1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 • Project Number 879526, Application 206089, Revision 0 Page 4 Table 2 - Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Line Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 4 comsat rsi PCSA090-19-0 w/ Mount Pipe IDB950G40E-M w/Mount 102.0 103.0 1 2 decibel I Pipe 6 1-5/8 2 6 scale ! AP17-1900/090D w/ Mount Pipe 102.0 ) 1 tower mounts 'Platform Mount[LP 303-1] - - 1 3 alcatel lucent 19442 RRH 700 W/SOLAR 3 alcatel lucent 9442 RRH AWS 6 1 andrew I ETB19G8-12UB 2 kathrein 730 372 w/ Mount Pipe 1 2 kathrein i 742-265 w/Mount Pipe _ 2 kathrein 800 10121 w/ Mount Pipe 1 kathrein !800 10765 w/ Mount Pipe 3/4 75.0 75.0 p e 2 3/4 1 2 ' 10 ` j kathrein i 860 10025 1 3/8 kmw AM X CD 16 65 OOT RET • , i---- 2 communications w/ Mount Pipe 1 powerwave P65-17-XLH-RR w/Mount technologies Pipe 1 raycap I DC6-48-60-18-8F 1 1 tower mounts Platform Mount [LP 303-1)) Notes: 1) Existing Equipment 2) Equipment To Be Removed Table 3 - Design Antenna and Cable Information Center Number Number Feed Mounting Line Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) i 100 100 12 scaly AP17-1900/0900 I - j - I 90 90 9 swedcom SP 9014-DIN - Ii 1 i ems j RS65-13-xxxx-2 1 75 75 1 ems RS90-12-xxxx-2 - - 1 1 generic 4' STD Dish tnxTower Report-version 6.1.3.1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 879526,Application 206089, Revision 0 Page 5 3) ANALYSIS PROCEDURE Table 4- Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS Northwest Geotech, Inc 2121857 CCISITES 4-TOWER FOUNDATION Vertical Solutions 2315161 CCISITES DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER I Newmark Infrastructure Solutions 2055065 CCISITES DRAWINGS 4-TOWER STRUCTURAL Tower Engineering Professionals 3173778 CCISITES ANALYSIS REPORTS 3.1) Analysis Method tnxTower(version 6.1.3.1), 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. This analysis may be affected if any assumptions are not valid or have been made in error. AW Solutions Inc 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 l Elevation(ft) Size No. Type Element (K) Capacity L1 1 100-60.25 Pole I TP26.255x20x0.25 I 1 I -7.63 1428.97 I 35.8 Pass 60.25- L2 Pole TP31.145x25.1518x0.3125 2 -12.29 2160.44 53.8 Pass 26.0033 L3 1 26.0033-0 T Pole TP34.611x29.8249x0.375 3 T-18.30 3001.04 I 57.8 Pass Summary r Pole(L3) 57.8 Pass I Rating= 57.8 Pass tnxTower Report-version 6.1.3.1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CC!BU No 879526 • Project Number 879526,Application 206089, Revision 0 Page 6 Table 6 -Tower Component Stresses vs.Capacity—LC5 Notes Component Elevation (ft) % Capacity Pass/Fail 1 Anchor Rods 0 55.5 Pass 1 Base Plate 0 ( 48.1 1 Pass 1 1,2 Base Foundation 1 0 62.2 [ Pass Structure Rating(max from all components)= 62.2% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 2) Foundation capacity determined by comparing analysis reactions to original design reactions. 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 6.1.3.1 DESIGNED APPURTENANCE LOADING • 100.08 j I TYPE I ELEVATION I TYPE ELEVATION I Lightning Rod 5/8x4' 102 AM-X-CD-16-85.007-RET wI Mount 75 P65-16-XLPP-RR w/Mount Pipe 102 Pipe P65-t6-XLPP-RR w/Mount Pipe 102 500 10765w/Mount Pipe 75 • P65-16-XLPP-RR w/Mount Pipe ;102 730 372 wI Mount Pipe 75 ET-X-WM-18-65.8P w Mount Pipe '102 730 372 wt Mount Pipe 75 I ET-X-WM-18-65-8P w'Mount Pipe 102 ',800 10121 w/Mount Pipe 75 ! ET-X-WM-18-65-8P w•Mount Pipe '102 :800 10121 wl Mount Pipe 75 � RRH-C2C w/EXT FILTER 102 �P65-17-XLH-RR w/Mount Pipe 75 RRH-C2C w/EXT FILTER 102 (2)742.265 w/Mount Pipe 75 _ RRH-C2C w/EXT FILTER 102 9442 RRH 700 W/SOLAR 75 RRH-P4 - -- 102 9442 RRH 700 W/SOLAR 75 -- 1,1 II' RRH-P4 102 9442 RRH 700 WISOLAR 75 QQ 'jl RRH-Pd 102 9442 RRH AWS 75 mN �S $o +? OPTIC FIBER JUNCTION CYLINDER 102 9442 RRH AWS 75 g^ — 1 OPTIC FIBER JUNCTION CYLINDER 102 9442 RRH AWS 75 OPTIC FIBER JUNCTION CYLINDER 102 DC6-48-60-18-6F 75 'I I '�I ii .I" I I, POWER JUNCTION CCYYLLIINNDDEERR 102 (2)860 860 10025_-_ 75 POWER JUNCTION CYLINDER 102 (6)860 10025 75 .- 2.5GHz RRH-V3 102 (2)ETBI9G8-1208 75 2.5GHz RRH-V3 102 (2)ET819G8-1208 75 2.5GHZ RRH-V3 102 (2)ETB19G8-1208 75 •Platf°rT Mount[LP 303-11 102 • Platform Mount[LP 303-11 75 AM-X-CO-16.65-00T-RET WI Mount [75 / Pipe / — • MATERIAL STRENGTH ✓✓✓ 80.35 GRADE Fy Fu I GRADE I Fy I Fu A572-65 65 ksi 80 ksi 111 TOWER DESIGN NOTES 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 95 mph basic wind in accordance with the TIA-222-G Standard. I j U 4. Tower is also designed for a 30 mph basic wind with 1.25 in ice.Ice is considered to increase in thickness with height. R5. Deflections are based upon a 60 mph wind. ▪ 8 4. 6. Tower Structure Class II. A .. m g 7. Topographic Category 1 with Crest Height of 0.00 ft N r-. - n 8. TOWER RATING:57.8% o n En • • 1 28.On f11 '!l: ALL REACTIONS ARE FACTORED AXIAL 46 K! 7 SHEAR y�MOMENT a 2 K J 147 kip-ft ° A A TORQUE 0 kip-ft 30 mph WIND-1.2500 in ICE AXIAL 18 K 17 K( MOMENT 17 K 1193 kip-ft 0.0 5 o TORQUE 3 kip-ft — ? REACTIONS-95 mph WIND m i I I 1I g 1 A W Solutions Inc '°Ix BU879526 300 Crown Oak Centre Drive PfO)C:W0682763 Longwood, FL 32750 Client:Crown Castle Drawn h. Appd Phone:(407)260-0231 Code: TIA-222-G Date'1011/13 scale: NTS_ FAX: 407 260-0749 Path: Dwg No.E-1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CC!BU No 879526 Project Number 879526,Application 206089, Revision 0 Page 7 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.1.3.1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 • Project Number 879526,Application 206089,Revision 0 Page 8 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 2) Tower is located in Washington County, Oregon. 3) Basic wind speed of 95 mph. 4) Structure Class II. 5) Exposure Category C. 6) Topographic Category 1. 7) Crest Height 0.00 ft. 8) Nominal ice thickness of 1.2500 in. 9) Ice thickness is considered to increase with height. 10) Ice density of 56 pcf. 11) A wind speed of 30 mph is used in combination with ice. 12) Temperature drop of 50 °F. 13) Deflections calculated using a wind speed of 60 mph. 14) A non-linear(P-delta)analysis was used. 15) Pressures are calculated at each section. 16) Stress ratio used in pole design is 1. 17) Local bending stresses due to climbing loads,feed line supports, and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder • Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals J Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification Ni Use Clear Spans For Wind Area Ignore Redundant Members in FEA J 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 All Leg Panels Have Same Allowable Escalate Ice J Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz '1 Use Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile J 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 ' 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 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 (65 ksi) Tapered Pole Properties tnxTower Report-version 6.1.3.1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 • Project Number 879526,Application 206089, Revision 0 Page 9 Section Tip Dia. Area I r C I/C J lt/Q w w/t in in2 in 4 in in in' 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 Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt (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 75* LDF5-50A(7/8") C Surface Ar 75.00-0.00 16 8 0.000 1.0900 0.33 (CaAa) 0.000 12 PAIR(3/8") C Surface Ar 75.00-0.00 1 1 -0.300 0.4000 0.08 (CaAa) -0.300 RLSS 8AWG DC(3/4) C Surface Ar 75.00-0.00 2 2 -0.300 0.7350 0.49 (CaAa) -0.300 Feed Line/Linear Appurtenances - Entered As Area 1 Description Face Allow Component Placement Total C . Weigh! or Shield Type Number Leg ft ft2/ft pit *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 A. C_A_: C.:A., Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 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 15.620 0.000 0.09 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 36.267 0.000 0.22 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 27.538 0.000 0.16 tnxTower Report-version 6.1.3.1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 - Project Number 879526,Application 206089, Revision 0 Page 10 Feed Line/Linear Appurtenances Section Areas - With Ice I Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 ft2 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 47.562 0.000 0.92 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 0.000 110.430 0.000 2.15 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 80.883 0.000 1.50 Feed Line Center of Pressure Section Elevation CP, CPZ CP,, CPZ Ice Ice ft in in in in L1 100.00-60.25 0.0559 0.5389 0.2476 0.8699 L2 60.25-26.00 0.1155 1.1093 0.4123 1.4457 L3 26.00-0.00 0.1195 1.1435 0.4378 1.5596 Shielding Factor Ka Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. L1 5 LDF5-50A(7/8") 60.25- 1.0000 1.0000 75.00 L1 6 12 PAIR(3/8") 60.25- 1.0000 1.0000 75.00 L1 7 RLSS 8AWG DC(3/4) 60.25- 1.0000 1.0000 75.00 L2 5 LDF5-50A(7/8") 26.00- 1.0000 1.0000 60.25 L2 6 12 PAIR(3/8") 26.00- 1.0000 1.0000 60.25 L2 7 RLSS 8AWG DC(3/4) 26.00- 1.0000 1.0000 60.25 Discrete Tower Loads I Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Norz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft 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 tnxTower Report-version 6.1.3.1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 879526,Application 206089, Revision 0 Page 11 _ Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t vent ft ft ft2 ft2 K ft ° ft Ice 0.97 0.97 0.04 1"Ice 1.49 1.49 0.06 2"Ice *LEVEL 102* P65-16-XLPP-RR w/ A From Leg 4.00 0.0000 102.00 No Ice 8.64 6.36 0.07 Mount Pipe 0.00 1/2" 9.29 7.54 0.14 1.00 Ice 9.91 8.43 0.21 1"Ice 11.18 10.24 0.39 2"Ice P65-16-XLPP-RR w/ B From Leg 4.00 0.0000 102.00 No Ice 8.64 6.36 0.07 Mount Pipe 0.00 1/2" 9.29 7.54 0.14 1.00 Ice 9.91 8.43 0.21 1"Ice 11.18 10.24 0.39 2"Ice P65-16-XLPP-RR w/ C From Leg 4.00 0.0000 102.00 No Ice 8.64 6.36 0.07 Mount Pipe 0.00 1/2" 9.29 7.54 0.14 1.00 Ice 9.91 8.43 0.21 1"Ice 11.18 10.24 0.39 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 6.86 0.23 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 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 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 Ice 3.70 2.52 0.11 1"Ice 4.24 2.99 0.17 2"Ice 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"Ice 4.24 2.99 0.17 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 tnxTower Report-version 6.1.3.1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 879526,Application 206089, 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 K ft ° ft 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 Ice 0.67 0.67 0.01 1"Ice 0.92 0.92 0.03 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 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 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 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 0.64 0.01 1"Ice 0.88 0.88 0.03 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 2.5GHz 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 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 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 Platform Mount[LP 303-1] C None 0.0000 102.00 No Ice 14.66 14.66 1.25 1/2" 18.87 18.87 1.48 Ice 23.08 23.08 1.71 1"Ice 31.50 31.50 2.18 2"Ice 'LEVEL 75' AM-X-CD-16-65-00T-RET A From Leg 4.00 0.0000 75.00 No Ice 8.50 6.30 0.07 w/Mount Pipe 0.00 1/2" 9.15 7.48 0.14 0.00 Ice 9.77 8.37 0.21 1"Ice 11.03 10.18 0.38 2"Ice AM-X-CD-16-65-00T-RET B From Leg 4.00 0.0000 75.00 No Ice 8.50 6.30 0.07 - w/Mount Pipe 0.00 1/2" 9.15 7.48 0.14 0.00 Ice 9.77 8.37 0.21 1"Ice 11.03 10.18 0.38 2"Ice • 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 tnxTower Report-version 6.1.3.1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CC!BU No 879526 • Project Number 879526,Application 206089, Revision 0 Page 13 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Herz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft 2"Ice �^ 730 372 w/Mount Pipe B From Leg 4.00 0.0000 75.00 No Ice 5.27 3.52 0.03 0.00 1/2" 5.74 4.19 0.07 0.00 Ice 6.21 4.84 0.12 1"Ice 7.18 6.19 0.23 2"Ice 730 372 w/Mount Pipe C From Leg 4.00 0.0000 75.00 No Ice 5.27 3.52 0.03 0.00 1/2" 5.74 4.19 0.07 0.00 Ice 6.21 4.84 0.12 1"Ice 7.18 6.19 0.23 2"Ice 800 10121 w/Mount Pipe B From Leg 4.00 0.0000 75.00 No Ice 5.69 4.60 0.07 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 800 10121 w/Mount Pipe C From Leg 4.00 0.0000 75.00 No Ice 5.69 4.60 0.07 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 P65-17-XLH-RR w/Mount C From Leg 4.00 0.0000 75.00 No Ice 11.70 8.94 0.06 Pipe 0.00 1/2" 12.42 10.45 0.15 0.00 Ice 13.15 11.99 0.25 1"Ice 14.64 14.31 0.47 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 9442 RRH 700 W/SOLAR A From Leg 4.00 0.0000 75.00 No Ice 2.49 2.21 0.05 0.00 1/2" 2.71 2.42 0.07 0.00 Ice 2.94 2.63 0.10 1"Ice 3.42 3.10 0.16 2"Ice 9442 RRH 700 W/SOLAR B From Leg 4.00 0.0000 75.00 No Ice 2.49 2.21 0.05 0.00 1/2" 2.71 2.42 0.07 0.00 Ice 2.94 2.63 0.10 1"Ice 3.42 3.10 0.16 2"Ice 9442 RRH 700 W/SOLAR C From Leg 4.00 0.0000 75.00 No Ice 2.49 2.21 0.05 0.00 1/2" 2.71 2.42 0.07 0.00 Ice 2.94 2.63 0.10 1"Ice 3.42 3.10 0.16 2"Ice 9442 RRH AWS A From Leg 4.00 0.0000 75.00 No Ice 2.51 1.59 0.04 0.00 1/2" 2.75 1.80 0.06 0.00 Ice 2.99 2.01 0.08 1"Ice 3.49 2.46 0.13 2"Ice 9442 RRH AWS B From Leg 4.00 0.0000 75.00 No Ice 2.51 1.59 0.04 0.00 1/2" 2.75 1.80 0.06 0.00 Ice 2.99 2.01 0.08 1"Ice 3.49 2.46 0.13 2"Ice • 9442 RRH AWS C From Leg 4.00 0.0000 75.00 No Ice 2.51 1.59 0.04 0.00 1/2" 2.75 1.80 0.06 0.00 Ice 2.99 2.01 0.08 1"Ice 3.49 2.46 0.13 . 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 tnxTower Report-version 6.1.3.1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CC!BU No 879526 Project Number 879526,Application 206089, Revision 0 Page 14 Description Face Offset Offsets: Azimuth Placement CAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft 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 (2)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 (6)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 (2)ETB19G8-12UB A From Leg 4.00 0.0000 75.00 No Ice 1.06 0.45 0.02 0.00 1/2" 1.21 0.57 0.02 0.00 Ice 1.37 0.71 0.03 1"Ice 1.72 1.00 0.05 2"Ice (2)ETB19G8-12UB B From Leg 4.00 0.0000 75.00 No Ice 1.06 0.45 0.02 0.00 1/2" 1.21 0.57 0.02 0.00 Ice 1.37 0.71 0.03 1"Ice 1.72 1.00 0.05 2"Ice (2)ETB19G8-12UB C From Leg 4.00 0.0000 75.00 No Ice 1.06 0.45 0.02 0.00 1/2" 1.21 0.57 0.02 0.00 Ice 1.37 0.71 0.03 1"Ice 1.72 1.00 0.05 2"Ice Platform Mount[LP 303-11 C None 0.0000 75.00 No Ice 14.66 14.66 1.25 1/2" 18.87 18.87 1.48 Ice 23.08 23.08 1.71 1"Ice 31.50 31.50 2.18 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+1.6 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+1.6Wind 150 deg-Nolce 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 tnxTower Report-version 6.1.3.1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 879526,Application 206089, Revision 0 Page 15 Comb. Description No. 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 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 100-60.25 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -25.88 6.14 -5.09 Max.Mx 20 -7.64 259.78 -1.20 Max.My 14 -7.64 1.39 -258.54 Max.Vy 20 -11.49 259.78 -1.20 Max.Vx 14 11.40 1.39 -258.54 Max.Torque 13 -2.92 L2 60.25- Pole Max Tension 1 0.00 0.00 0.00 26.0033 Max.Compression 26 -35.77 5.91 -7.88 Max.Mx 20 -12.29 702.15 -3.51 Max.My 14 -12.30 3.40 -698.12 Max.Vy 20 -14.75 702.15 -3.51 Max.Vx 14 14.66 3.40 -698.12 Max.Torque 13 -2.92 L3 26.0033-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -46.44 5.43 -10.41 Max.Mx 20 -18.30 1190.15 -5.58 Max.My 14 -18.30 5.13 -1183.72 Max.Vy 20 -17.28 1190.15 -5.58 Max.Vx 14 17.19 5.13 -1183.72 Max.Torque 13 -2.91 Maximum Reactions tnxTower Report-version 6.1.3.1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CC!BU No 879526 • Project Number 879526,Application 206089,Revision 0 Page 16 Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 46.44 0.00 -0.00 Max.H, 20 18.32 17.26 -0.06 Max.H, 2 18.32 -0.06 17.17 Max.M, 2 1181.28 -0.06 17.17 Max.Mz 8 1188.62 -17.26 0.06 Max.Torsion 25 2.91 8.58 14.84 Min.Vert 25 13.74 8.58 14.84 Min.H, 8 18.32 -17.26 0.06 Min.Hz 14 18.32 0.06 -17.17 Min.M, 14 -1183.72 0.06 -17.17 Min.Mz 20 -1190.15 17.26 -0.06 Min.Torsion 13 -2.91 -8.58 -14.84 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 15.26 0.00 0.00 0.99 0.62 -0.00 1.2 Dead+1.6 Wind 0 deg- 18.32 0.06 -17.17 -1181.28 -3.61 -2.53 No Ice 0.9 Dead+1.6 Wind 0 deg- 13.74 0.06 -17.17 -1173.57 -3.78 -2.54 No Ice 1.2 Dead+1.6 Wind 30 deg- 18.32 8.68 -14.90 -1025.03 -597.72 -1.48 No Ice 0.9 Dead+1.6 Wind 30 deg- 13.74 8.68 -14.90 -1018.38 -593.85 -1.48 No Ice 1.2 Dead+1.6 Wind 60 deg- 18.32 14.98 -8.64 -593.81 -1031.46 -0.03 No Ice ' 0.9 Dead+1.6 Wind 60 deg- 13.74 14.98 -8.64 -590.08 -1024.65 -0.03 No Ice 1.2 Dead+1.6 Wind 90 deg- 18.32 17.26 -0.06 -3.15 -1188.62 1.43 No Ice 0.9 Dead+1.6 Wind 90 deg- 13.74 17.26 -0.06 -3.44 -1180.75 1.43 No Ice 1.2 Dead+1.6 Wind 120 deg 18.32 14.92 8.54 588.68 -1027.10 2.51 -No Ice 0.9 Dead+1.6 Wind 120 deg 13.74 14.92 8.54 584.38 -1020.32 2.51 -No Ice 1.2 Dead+1.6 Wind 150 deg 18.32 8.58 14.84 1023.11 -590.16 2.91 -No Ice 0.9 Dead+1.6 Wind 150 deg 13.74 8.58 14.84 1015.86 -586.35 2.91 -No Ice 1.2 Dead+1.6 Wind 180 deg 18.32 -0.06 17.17 1183.72 5.13 2.53 -No Ice 0.9 Dead+1.6 Wind 180 deg 13.74 -0.06 17.17 1175.38 4.90 2.53 -No Ice 1.2 Dead+1.6 Wind 210 deg 18.32 -8.68 14.90 1027.47 599.24 1.48 -No Ice 0.9 Dead+1.6 Wind 210 deg 13.74 -8.68 14.90 1020.19 594.98 1.48 -No Ice 1.2 Dead+1.6 Wind 240 deg 18.32 -14.98 8.64 596.24 1032.99 0.03 -No Ice 0.9 Dead+1.6 Wind 240 deg 13.74 -14.98 8.64 591.89 1025.79 0.03 -No Ice 1.2 Dead+1.6 Wind 270 deg 18.32 -17.26 0.06 5.58 1190.15 -1.42 -No Ice - 0.9 Dead+1.6 Wind 270 deg 13.74 -17.26 0.06 5.24 1181.89 -1.43 -No Ice 1.2 Dead+1.6 Wind 300 deg 18.32 -14.92 -8.54 -586.25 1028.63 -2.50 -No Ice - 0.9 Dead+1.6 Wind 300 deg 13.74 -14.92 -8.54 -582.58 1021.45 -2.50 -No Ice 1.2 Dead+1.6 Wind 330 deg 18.32 -8.58 -14.84 -1020.68 591.68 -2.91 -No Ice tnxTower Report-version 6.1.3.1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CC/BU No 879526 Project Number 879526,Application 206089, Revision 0 Page 17 Load Vertical Shear, Shear Overturning Overturning Torque Combination Moment,Mx Moment,Mz K K K kip-ft kip-ft kip-ft 0.9 Dead+1.6 Wind 330 deg 13.74 -8.58 -14.84 -1014.05 587.47 -2.91 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 46.44 -0.00 0.00 10.41 5.43 -0.00 1.2 Dead+1.0 Wind 0 46.44 -0.00 -1.73 -120.85 5.56 -0.30 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 46.44 0.86 -1.50 -103.20 -60.03 -0.17 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 46.44 1.64 -0.95 -57.88 -112.89 0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 46.44 1.73 0.00 10.55 -125.72 0.18 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 46.44 1.50 0.87 76.17 -108.21 0.31 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 46.44 0.87 1.50 124.18 -60.25 0.35 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 46.44 0.00 1.73 141.70 5.31 0.30 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 46.44 -0.86 1.50 124.05 70.90 0.17 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 46.44 -1.64 0.95 78.73 123.76 -0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 46.44 -1.73 -0.00 10.30 136.59 -0.18 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 46.44 -1.50 -0.87 -55.32 119.08 -0.31 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 46.44 -0.87 -1.50 -103.33 71.12 -0.35 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 15.26 0.01 -3.83 -261.76 -0.34 -0.57 Dead+Wind 30 deg-Service 15.26 1.94 -3.32 -227.04 -132.36 -0.33 Dead+Wind 60 deg-Service 15.26 3.34 -1.93 -131.21 -228.74 -0.01 Dead+Wind 90 deg-Service 15.26 3.85 -0.01 0.04 -263.67 0.32 Dead+Wind 120 deg- 15.26 3.33 1.90 131.56 -227.77 0.56 Service Dead+Wind 150 deg- 15.26 1.91 3.31 228.09 -130.67 0.65 Service Dead+Wind 180 deg- 15.26 -0.01 3.83 263.78 1.61 0.57 Service Dead+Wind 210 deg- 15.26 -1.94 3.32 229.06 133.63 0.33 Service Dead+Wind 240 deg- 15.26 -3.34 1.93 133.24 230.01 0.01 Service Dead+Wind 270 deg- 15.26 -3.85 0.01 1.98 264.94 -0.32 Service Dead+Wind 300 deg- 15.26 -3.33 -1.90 -129.53 229.04 -0.56 Service Dead+Wind 330 deg- 15.26 -1.91 -3.31 -226.07 131.95 -0.65 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 -15.26 0.00 0.00 15.26 0.00 0.000% 2 0.06 -18.32 -17.17 -0.06 18.32 17.17 0.000% 3 0.06 -13.74 -17.17 -0.06 13.74 17.17 0.000% 4 8.68 -18.32 -14.90 -8.68 18.32 14.90 0.000% 5 8.68 -13.74 -14.90 -8.68 13.74 14.90 0.000% 6 14.98 -18.32 -8.64 -14.98 18.32 8.64 0.000% 7 14.98 -13.74 -8.64 -14.98 13.74 8.64 0.000% 8 17.26 -18.32 -0.06 -17.26 18.32 0.06 0.000% 9 17.26 -13.74 -0.06 -17.26 13.74 0.06 0.000% • 10 14.92 -18.32 8.54 -14.92 18.32 -8.54 0.000% 11 14.92 -13.74 8.54 -14.92 13.74 -8.54 0.000% 12 8.58 -18.32 14.84 -8.58 18.32 -14.84 0.000% 13 8.58 -13.74 14.84 -8.58 13.74 -14.84 0.000% tnxTower Report-version 6.1.3.1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 879526,Application 206089, Revision 0 Page 18 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 14 -0.06 -18.32 17.17 0.06 18.32 -17.17 0.000% 15 -0.06 -13.74 17.17 0.06 13.74 -17.17 0.000% 16 -8.68 -18.32 14.90 8.68 18.32 -14.90 0.000% 17 -8.68 -13.74 14.90 8.68 13.74 -14.90 0.000% 18 -14.98 -18.32 8.64 14.98 18.32 -8.64 0.000% 19 -14.98 -13.74 8.64 14.98 13.74 -8.64 0.000% 20 -17.26 -18.32 0.06 17.26 18.32 -0.06 0.000% 21 -17.26 -13.74 0.06 17.26 13.74 -0.06 0.000% 22 -14.92 -18.32 -8.54 14.92 18.32 8.54 0.000% 23 -14.92 -13.74 -8.54 14.92 13.74 8.54 0.000% 24 -8.58 -18.32 -14.84 8.58 18.32 14.84 0.000% 25 -8.58 -13.74 -14.84 8.58 13.74 14.84 0.000% 26 0.00 -46.44 0.00 0.00 46.44 -0.00 0.000% 27 -0.00 -46.44 -1.73 0.00 46.44 1.73 0.000% 28 0.86 -46.44 -1.50 -0.86 46.44 1.50 0.000% 29 1.64 -46.44 -0.95 -1.64 46.44 0.95 0.000% 30 1.73 -46.44 0.00 -1.73 46.44 -0.00 0.000% 31 1.50 -46.44 0.87 -1.50 46.44 -0.87 0.000% 32 0.86 -46.44 1.50 -0.87 46.44 -1.50 0.000% 33 0.00 -46.44 1.73 -0.00 46.44 -1.73 0.000% 34 -0.86 -46.44 1.50 0.86 46.44 -1.50 0.000% 35 -1.64 -46.44 0.95 1.64 46.44 -0.95 0.000% 36 -1.73 -46.44 -0.00 1.73 0. 0.00 0.000% 37 -1.50 -46.44 -0.87 1.50 46.44 0.87 0.000% 38 -0.86 -46.44 -1.50 0.87 46.44 1.50 0.000% 39 0.01 -15.26 -3.83 -0.01 15.26 3.83 0.000% 40 1.94 -15.26 -3.32 -1.94 15.26 3.32 0.000% 41 3.34 -15.26 -1.93 -3.34 15.26 1.93 0.000% 42 3.85 -15.26 -0.01 -3.85 15.26 0.01 0.000% 43 3.33 -15.26 1.90 -3.33 15.26 -1.90 0.000% 44 1.91 -15.26 3.31 -1.91 15.26 -3.31 0.000% 45 -0.01 -15.26 3.83 0.01 15.26 -3.83 0.000% 46 -1.94 -15.26 3.32 1.94 15.26 -3.32 0.000% 47 -3.34 -15.26 1.93 3.34 15.26 -1.93 0.000% 48 -3.85 -15.26 0.01 3.85 15.26 -0.01 0.000% 49 -3.33 -15.26 -1.90 3.33 15.26 1.90 0.000% 50 -1.91 -15.26 -3.31 1.91 15.26 3.31 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 0.00090275 3 Yes 4 0.00000001 0.00055745 4 Yes 5 0.00000001 0.00011378 5 Yes 5 0.00000001 0.00004903 6 Yes 5 0.00000001 0.00012204 7 Yes 5 0.00000001 0.00005283 8 Yes 4 0.00000001 0.00050304 9 Yes 4 0.00000001 0.00030883 10 Yes 5 0.00000001 0.00013940 11 Yes 5 0.00000001 0.00006107 12 Yes 5 0.00000001 0.00010712 13 Yes 5 0.00000001 0.00004611 14 Yes 4 0.00000001 0.00097025 15 Yes 4 0.00000001 0.00059814 16 Yes 5 0.00000001 0.00013324 17 Yes 5 0.00000001 0.00005792 18 Yes 5 0.00000001 0.00012287 19 Yes 5 0.00000001 0.00005301 20 Yes 4 0.00000001 0.00056983 21 Yes 4 0.00000001 0.00034928 22 Yes 5 0.00000001 0.00010806 23 Yes 5 0.00000001 0.00004648 tnxTower Report-version 6.1.3.1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 879526,Application 206089, Revision 0 Page 19 24 Yes 5 0.00000001 0.00014252 ' 25 Yes 5 0.00000001 0.00006259 26 Yes 4 0.00000001 0.00010388 27 Yes 4 0.00000001 0.00072896 28 Yes 4 0.00000001 0.00071219 29 Yes 4 0.00000001 0.00073563 30 Yes 4 0.00000001 0.00074484 31 Yes 4 0.00000001 0.00082189 32 Yes 4 0.00000001 0.00086747 33 Yes 4 0.00000001 0.00089428 34 Yes 4 0.00000001 0.00094007 35 Yes 4 0.00000001 0.00095280 36 Yes 4 0.00000001 0.00087785 37 Yes 4 0.00000001 0.00084398 38 Yes 4 0.00000001 0.00079844 39 Yes 4 0.00000001 0.00005939 40 Yes 4 0.00000001 0.00005476 41 Yes 4 0.00000001 0.00006131 42 Yes 4 0.00000001 0.00003466 43 Yes 4 0.00000001 0.00010182 44 Yes 4 0.00000001 0.00006678 45 Yes 4 0.00000001 0.00006091 46 Yes 4 0.00000001 0.00008500 47 Yes 4 0.00000001 0.00006332 48 Yes 4 0.00000001 0.00003590 49 Yes 4 0.00000001 0.00006133 50 Yes 4 0.00000001 0.00010928 Compression Checks Pole Design Data Section Elevation Size L Lu KY,. A P„ OP Ratio No. P„ ft ft ft in2 K K 443,, L1 100-60.25 TP26.255x20x0.25 39.75 0.00 0.0 20.448 -7.63 1428.97 0.005 (1) 4 L2 60.25- TP31.145x25.1518x0.312 38.08 0.00 0.0 30.325 -12.29 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 -18.30 3001.04 0.006 (3) 0 Pole Bending Design Data I Section Elevation Size M. OM„x Ratio M r OW, Ratio No. Mix M y ft kip-ft kip-ft 4M, kip-ft kip-ft oKy L1 100-60.25 TP26.255x20x0.25 260.28 738.09 0.353 0.00 738.09 0.000 (1) L2 60.25- TP31.145x25.1518x0.312 703.72 1323.25 0.532 0.00 1323.25 0.000 26.0033(2) 5 L3 26.0033-0 TP34.611x29.8249x0.375 1192.72 2086.88 0.572 0.00 2086.88 0.000 (3) Pole Shear Design Data I tnxTower Report-version 6.1.3.1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CCI BU No 879526 Project Number 879526,Application 206089, Revision 0 Page 20 Section Elevation Size Actual 4V Ratio Actual OT„ Ratio No. V V. T T ft K K 4,V kip-ft kip-ft OT„ L1 100-60.25 TP26.255x20x0.25 11.52 714.49 0.016 0.03 1496.62 0.000 (1) L2 60.25- TP31.145x25.1518x0.312 14.78 1080.22 0.014 0.03 2683.14 0.000 26.0033(2) 5 L3 26.0033-0 TP34.611x29.8249x0.375 17.30 1500.52 0.012 0.03 4231.55 0.000 (3) Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Po M,,, M,,, V T Stress Stress ft op„ OM,, ¢M,,,, 4)V„ •T Ratio Ratio L1 100-60.25 0.005 0.353 0.000 0.016 0.000 0.358 1.000 482 V (1) ✓ L2 60.25- 0.006 0.532 0.000 0.014 0.000 0.538 1.000 482✓ 26.0033(2) V L3 26.0033-0 0.006 0.572 0.000 0.012 0.000 0.578 1.000 482 V (3) ✓ Section Capacity Table I Section Elevation Component Size Critical P 0Pa„ow % Pass No. ft Type Element K K Capacity Fail L1 100-60.25 Pole TP26.255x20x0.25 1 -7.63 1428.97 35.8 Pass L2 60.25-26.0033 Pole TP31.145x25.1518x0.3125 2 -12.29 2160.44 53.8 Pass L3 26.0033-0 Pole TP34.611x29.8249x0.375 3 -18.30 3001.04 57.8 Pass Summary Pole(L3) 57.8 Pass RATING= 57.8 Pass tnxTower Report-version 6.1.3.1 December 11, 2013 100 Ft Monopole Tower Structural Analysis CC!BU No 879526 Project Number 879526,Application 206089,Revision 0 Page 21 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.1.3.1 (PROPOSED) (3) 1-7/16'TO 102 FT LEVEL (INSTALLED-TO BE REUOVED) (6) 1-5/8'TO 102 FT LEVEL / \ \ / \ \ / / I I per \ I ODD \ \ / / _- / (INSTALLED)(1) 3/8'TO 75 FT LEVEL _(2) 3/4"TO 75 FT LEVE1(16) 7/8'TO 75 FT LEVEL BUSINESS UNIT: 879526 TOWER 10: C_BASELEVEL December 11, 2013 100 Ft Monopole Tower Structural Analysis CC!BU No 879526 Project Number 879526,Application 206089, Revision 0 Page 22 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.1.3.1 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: 1193 ft-kips Site Name: Tigard Axial,Pu: 18 kips App#: 206089 Shear,Vu: 17 kips Pole Manufacturer:I Other I Eta Factor, r) 0.5 TIA G(Fig.4-4) Anchor Rod Data If 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/l): 144.2 Kips AISC LRFD Yield(Fy): 75 ksi Allowable Axial, c*Fu*Anet: 260.0 Kips W*Tn Bolt Circle: 41.2 in Anchor Rod Stress Ratio: 55.5% Pass Plate Data Diam: 47 in Base Plate Results Flexural Check Rigid Thick: 2.25 in Base Plate Stress: 21.7 ksi AISC LRFD Grade: 50 ksi Allowable Plate Stress: 45.0 ksi <p*Fy Single-Rod B-eff. 11.13 in Base Plate Stress Ratio: 48.1% Pass Y.L.Length. 22.35 Stiffener Data(Welding at both sides) n/a Config: 0 * Stiffener Results Weld Type: Fillet Horizontal Weld : n/a - Groove Depth: 0.25 <--Disregard Vertical Weld: n/a Groove Angle: 45 <--Disregard Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Fillet H. Weld: 0.25 7 in Plate Tension+Shear,ft/Ft+(fv/Fv)^2 n/a . Fillet V.Weld: 0.3125 in Plate Comp. (AISC Bracket): n/a Width: 5 in Height: 18 in Pole Results Thick: 0.75 in Pole Punching Shear Check: n/a Notch: 0.5 in Grade: 36 ksi Weld str.: 70 ksi Pole Data Diam: 34.611 in - Thick: 0.375 in P Grade: 65 ksi - ,, #of Sides: 12 „o"IF Round Fu 80 ksi Reinf.Fillet Weld 0 "0"if None -' *s:., *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: 12/11/2013 FOUNDATION REACTION COMPARISON ' BU#879526 WO#682763 TOWER REACTIONS DESIGN MODIFIED DESIGN CURRENT `)/0 CAPACITY REACTIONS' REACTIONS** REACTIONS MAX MOMENT(kip-ft) 1420 1917.0 1193 62.2% MAX AXIAL (kips) 13 17.6 18 102.6% MAX SHEAR (kips) 21 28.4 17 60.0% *Design Loads from: CClsites Doc#2055065 **Design loads were multiplied by 1.35 for comparison as allowed by TIA-222-G, Section 15.5 Although the axial capacity is at 102.6%,the moment reaction is the governing criteria for a monopole drilled shaft foundation. Therefore, the overall capacity for this foundation is 62.2%. Seismic Analysis: Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude=45.428353 Longitude=-122.76815 Spectral Response Accelerations Ss and S1 Ss and S1= Mapped Spectral Acceleration Values Site Class B- Fa = 1.0,Fv= 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.941 (Ss,Site Class B) 1.0 0.338 (51,Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude=45.428353 Longitude=-122.76815 Spectral Response Accelerations Ss and S1 Ss and S1= Mapped Spectral Acceleration Values Site Class B- Fa= 1.0,Fv= 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.941 (Ss,Site Class B) 1.0 0.338 (S1,Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude=45.428353 Longitude=-122.76815 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1= Fv x 51 Site Class D- Fa = 1.124,Fv= 1.723 Period Sa (sec) (g) 0.2 1.057 (SMs,Site Class D) 1.0 0.583 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude=45.428353 Longitude=-122.76815 Design Spectral Response Accelerations SDs and SD1 SDs=2/3 x SMs and SD1=2/3 x SM1 Site Class D- Fa = 1.124,Fv= 1.723 Period Sa (sec) (g) 0.2 0.705(SDs, Site Class D) 1.0 0.389 (SD1,Site Class D) Structural Type: Monopole • Structural Total Weight: W=18 kips (Total weight of structure including appurtenances.) Response Modification Coefficient R: 1.5 Importance Factor, I: 1.00 Ss=0.941 S1=0.338 Site Class: D Fa=1.124 Fv=1.723 SDS=0.705 (TIA-G 2.7.6(or ASCE 7 11.4.4): (2/3)(Fa)(Ss)=Sos) SDI=0.389 (TIA-G 2.7.6(or ASCE 7 11.4.4): (2/3)(Fv)(St)=SDI) Total Seismic Shear: Vs=8.46 Kips (Vs=SDS *W* ) Wind Shear: V=17 kips Vs/V=0.4976 <0.5, Full Seismic Analysis is not required per TIA-G, Sec. 2.7.3