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Report
20'13-000 61'565 bw lvas1-, '3'- RECEIVED • MAR 20 2013 CITY OF TIGARD O R'}/ISIOPI • Date: June 20, 2012 � c f? Amber Puckett Crown Castle J Crown Castle 2000 Corporate Drive 5350 North 48th Street, Suite 305 Canonsburg, PA 15317 Chandler,AZ 85226 (724)416-2000 Subject: Structural Analysis Report Carrier Designation: Sprint PCS Co-Locate Carrier Site Number: P029XC053 Crown Castle Designation: Crown Castle BU Number: 879570 Crown Castle Slte Name: WASHINGTON SQUARE MALL Crown Castle JDE Job Number: 179349 Crown Castle Work Order Number: 503088 Crown Castle Application Number: 152372 Rev. 1 Engineering Firm Designation: Crown Castle Project Number: 503088 Site Data: 9585 SW Washington Sq Rd,TIGARD,Washington County, OR Latitude 45°27'10.7" Longitude-122°46'41.6" 87.7 Foot-Monopole Tower Dear Amber Puckett, Crown Castle 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 503088, in accordance with application 152372, 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: LC7: Existing + Reserved+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 code requirements based upon a wind speed of 95 mph 3-second gust,exposure category C. 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 Crown Castle 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:Jesse J. Fresch, EIT/RJ PEO PH Opp co 01 EF `s/O Respectfully submitted by: 1. cc- 6°07 E Aaron C. Poot, P.E.�� OREGON Manager Engineering L/4)' 12 ZGO q 0 6/z%� 9Of1Cp0 tnxTower Report-version 6.0.4.0 EXPIRATION DATE:1Lh./i t June 20, 2012 • 87.6667 Ft Monopole Tower Structural Analysis CC!BU No 879570 Project Number 503088, Application 152372, Revision 1 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 0.4.0 June 20, 2012 . 8:.6667 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 503088, Application 152372, Revision 1 Page 3 1) INTRODUCTION This tower is an 87.7 ft Monopole tower designed by ROHN in July of 2000. The tower was originally designed for a wind speed of 85 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. Table 1 - Proposed 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) 1 powerwave P65-16-XLPP-RR w/ 84.0 84.0 � technologies Mount Pipe 2 powerwave P90 15 XLPP-RR w/ . technologies Mount Pipe _____r_____ 3 1-7/16 - 3 samsung RRH-C2C w/EXT FILTER i 0.0 0.0 telecommunications 3 samsung RRH-P4 telecommunications I Table 2 - Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) RR65-18-04DP w/Mount 1 84.0 84.0 3 ems wireless Pipe 6 1 5/8 3 1 tower mounts Pipe Mount [PM 601-3] - - 1 3 alcatel lucent 9442 RRH 700 W/SOLAR 3 alcatel lucent 9442 RRH AWS 800 10766 K w/Mount 1 3/8 2 3 kathrein Pipe 2 3/4 72.0 72.0 11 raycap DC6-48-60-18 1 tower mounts 1 Pipe Mount[PM 601-3] 1 miscl ( 6' x 9' Concealment - - 1 Canister 3 alcatel lucent 9442 RRH 700 W/SOLAR 3 alcatel lucent i 9442 RRH AWS 3 andrew QBXLH-6565A-VTM w/ Mount Pipe • 12 kathrein l 86010025 62.0 62.0 12 7/8 2 powerwave 12 technologies LGP214nn 1 ( tower mounts Pipe Mount[PM 601-3] 1 miscl 6' x 9' Concealment Canister tnxTower Report-version 6.0.4.0 June 20, 2012 87.6667 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 503088,Application 152372, Revision 1 Page 4 Notes: 1) Existing Equipment 2) Reserved Equipment 3) Equipment to be Removed, Not Considered in This Analysis Table 3- Design Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level (ft) Elevation Manufacturer Antennas Lines Size (in) (ft) 1 81.5 81.5 1 ems wireless 30" EMS ACCELLERATOR 12 7/8 (30"x152") 3)ANALYSIS PROCEDURE Table 4- Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS I Adapt ( 1574694 CCISITES 4-TOWER FOUNDATION Rohn 1625445 CCISITES DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER Rohn 1626447 CCISITES DRAWINGS 3.1) Analysis Method tnxTower(version 6.0.4.0), 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) Base and flange plate design methodology of the manufacturer has been reviewed and found to be an acceptable means of designing to resist the full capacity of the bolts and shaft. This analysis may be affected if any assumptions are not valid or have been made in error. Crown Castle should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 5 - Section Capacity(Summary) Section (ft) Component Type Critical Elevation( ) p YPe Size I ElemP(K) 1SFFllow (K) Capacity Pass!Fail L1 87.6667-75 Pole P30x.375 1 -2.29 1520.46 I 0.7 Pass Ii ( 75-40 Pole I P30x.375 I 2 -11.81 1520.46 1 13.8 Pass L3 40-0 Pole 1 P30x.375 3 -17.88 1520.46 38.1 Pass �... Summary, Pole(L3) 38.1 Pass Rating= i 38.1 I Pass tnxTower Report-version 6.0.4.0 June 20, 2012 87.6667 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 503088,Application 152372, Revision 1 Page 5 Table 6-Tower Component Stresses vs. Capacity— LC7 Notes Component Elevation (ft) % Capacity Pass/ Fail 1,2 Anchor Rods & Base Plate 0 31.0 & 38.1 Pass 1 Base Foundation Soil Interaction 0 24.2 I Pass 1,2 I Interior Flange Plate& Bolts 40 1 21.7 Pass Structure Rating (max from all components) = 38.1% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 2) Base and flange plate design methodology of the manufacturer has been reviewed and found to be an acceptable means of designing to resist the full capacity of the bolts and shaft. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing, reserved, and proposed loads. No modifications are required at this time. tnxTower Report-version 6.0.4.0 June 20, 2012 • 87.6667 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 503088,Application 152372, Revision 1 Page 6 • APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.0.4.0 87.L DESIGNED APPURTENANCE LOADING to eii e TYPE _I ELEVATION I TYPE I ELEVATION — P90-15-XLPP-RR w/Mount Pipe 84 9442 RRH 700 W/SOLAR 62 • • — P90-15-XLPP-RR w/Mount Pipe 84 9442 RRH AWS 62 P65-16-XLPP-RR w/Mount Pipe 84 (4)860 10025 62 :Pipe Mount[PM 601.3] 84 (4)LGP214nn 62 800 10766 K w/Mount Pipe 72 OBXLH-6565A-VTM w/Mount Pipe 62 75.011 9442 RRH 700 W/SOLAR 72 9442 RRH 700 W/SOLAR 62 9442RRHAWS 72 9442 RRH AWS 62 OC6-48-60-18 72 (4)860 10025 62 800 10766 K wl Mount Pipe - 72 (4)LGP214nn 62 9442 RRH 700 W/SOLAR 72 QBXLH-6565A-VTM wl Mount Pipe 62 9442 RRH AWS 72 9442 RRH 700 W/SOLAR 62 B00 10766 K w/Mount Pipe 72 9442 RRH AWS 62 9442 RRH 700 W/SOLAR M - (4)860 10025 82 9442 RRH AWS 72 (4)LGP214nn - 62 Pipe Mount[PM 601-3] M Pipe Mount[PM 601-3) 62 A_ 6'a 9'Concealment Canister 72 6'a 9'Concealment Canister 62 Q QBXLH-6565A-VTM wl Mount Pipe 62 MATERIAL STRENGTH N I GRADE I Fy I Fu GRADE I Fy I Fu '� n a I A139-52 52 ksi '66 ksi 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. 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. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0' 0 8. TOWER RATING:38.1% 40.0 6 N f` M c 7 e ALL REACTIONS EL' ARE FACTORED AXIAL 34 K SHEAR MOMENT 1 K 39 kip-ft TORQUE 0 kip-ft 30 mph WIND-1.2500 in ICE AXIAL 18K SHEAR\MOMENT 8 K j J 421 kip-ft 0.0 It o TORQUE 0 kip-ft • REACTIONS-95 mph WIND a iii Crown Castle Job BU#879570 CROWN 2000 Corporate Drive Pr°ie"' - ' ' - Canonsburg, PA 15317 Client Crown Castle Draw"ey`Jesse Fresch Appel We Are Solutions Phone:(724)416-2000 Code TIA-222-G Date:06/19/12 Scale: NTS FAX:(724)416-4425 Pan':RISA Models-Letters/Work Area\JFreedrl979570I879570en1DW9 HO E-1 June 20, 2012 87.6667 Ft Monopole Tower Structural Analysis CC1 BU No 879570 Project Number 503088, Application 152372, 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: 4) Tower is located in Washington County, Oregon. 5) Basic wind speed of 95 mph. 6) Structure Class II. 7) Exposure Category C. 8) Topographic Category 1. 9) Crest Height 0'. 10) Nominal ice thickness of 1.2500 in. 11) Ice thickness is considered to increase with height. 12) Ice density of 56.00 pcf. 13) A wind speed of 30 mph is used in combination with ice. 14) Temperature drop of 50 °F. 15) Deflections calculated using a wind speed of 60 mph. 16) A non-linear(P-delta)analysis was used. 17) Pressures are calculated at each section. 18) Stress ratio used in pole design is 1. 19) Local bending stresses due to climbing loads, feedline 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 v Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification ' Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios Use Clear Spans For KL/r SR Leg Bolts Resist Compression ' Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice NI Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz ' Use Azimuth Dish Coefficients ' Consider Feedline Torque Use Special Wind Profile NI 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 J 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 Pole Section Geometry Section Elevation Section Pole Pole Socket Length Length Size Grade ft ft ft -- -------------- L1 87'8-1/32"-75' 12'8-1/32" P30x.375 A139-52 (52 ksi) L2 75'-40' 35' P30x.375 A139-52 (52 ksi) L3 40'-0' 40' P30x.375 A139-52 (52 ksi) tnxTower Report-version 6.0.4.0 June 20, 2012 • 87..6667 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 503088,Application 152372, Revision 1 Page 8 Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mutt. Double Angle Double Angle Elevation Area Thickness At Factor Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing ' Diagonals Horizontals ft ft2 in in in L1 878-1/32"- 1 1 1 75' L2 75'-40' 1 1 1 L3 40'-0' 1 1 1 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft plf TYPE 2(1-7/16) A No Inside Pole 84'-0' 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 12 PAIR(3/8") B No Inside Pole 72'-0' 1 No Ice 0.00 0.08 1/2"Ice 0.00 0.08 1"Ice 0.00 0.08 2"Ice 0.00 0.08 RLSS 8AWG DC(3/4) B No Inside Pole 72'-0' 2 No Ice 0.00 0.49 1/2"Ice 0.00 0.49 1"Ice 0.00 0.49 2"Ice 0.00 0.49 CR 50 1070(7/8") B No Inside Pole 62'-0' 12 No Ice 0.00 0.28 1/2"Ice 0.00 0.28 1"Ice 0.00 0.28 2"Ice 0.00 0.28 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 t2 K L1 87'8-1/32"-75' A 0.000 0.000 0.000 0.000 0.02 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 L2 75'-40' A 0.000 0.000 0.000 0.000 0.06 B 0.000 0.000 0.000 0.000 0.11 C 0.000 0.000 0.000 0.000 0.00 L3 40'-0' A 0.000 0.000 0.000 0.000 0.07 B 0.000 0.000 0.000 0.000 0.18 C 0.000 0.000 0.000 0.000 0.00 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 ft2 K ' L1 87'8-1/32"-75' A 2.736 0.000 0.000 0.000 0.000 0.02 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 L2 75-40' A 2.644 0.000 0.000 0.000 0.000 0.06 ' B 0.000 0.000 0.000 0.000 0.11 C 0.000 0.000 0.000 0.000 0.00 L3 40'-0' A 2.386 0.000 0.000 0.000 0.000 0.07 B 0.000 0.000 0.000 0.000 0.18 C 0.000 0.000 0.000 0.000 0.00 tnxTower Report-version 6.0.4.0 June 20, 2012 • 87.6667 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 503088,Application 152372, Revision 1 Page 9 Feed Line Center of Pressure Section Elevation CPx CPZ CPx CPZ Ice Ice ft in in in in L1 87'8-1/32"-75' 0.0000 0.0000 0.0000 0.0000 L2 75'-40' 0.0000 0.0000 0.0000 0.0000 L3 40'-0' 0.0000 0.0000 0.0000 0.0000 Shielding Factor Ka I Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft o ft P90-15-XLPP-RR w/ A From Leg 0.00 0.000 84' No Ice 0.00 0.00 0.07 Mount Pipe 0' 1/2" 0.00 0.00 0.13 0' Ice 0.00 0.00 0.21 1"Ice 0.00 0.00 0.38 2"Ice P90-15-XLPP-RR w/ B From Leg 0.00 0.000 84' No Ice 0.00 0.00 0.07 Mount Pipe 0' 1/2" 0.00 0.00 0.13 0' Ice 0.00 0.00 0.21 1"Ice 0.00 0.00 0.38 2"Ice P65-16-XLPP-RR w/ C From Leg 0.00 0.000 84' No Ice 0.00 0.00 0.07 Mount Pipe 0' 1/2" 0.00 0.00 0.14 0' Ice 0.00 0.00 0.21 1"Ice 0.00 0.00 0.39 2"Ice Pipe Mount[PM 601-3] C None 0.000 84' No Ice 0.00 0.00 0.20 1/2" 0.00 0.00 0.24 Ice 0.00 0.00 0.28 1"Ice 0.00 0.00 0.36 2"Ice 800 10766 K w/Mount A From Leg 1.00 0.000 72' No Ice 0.00 0.00 0.09 Pipe 0' 1/2" 0.00 0.00 0.18 0' Ice 0.00 0.00 0.27 1"Ice 0.00 0.00 0.50 2"Ice 9442 RRH 700 WISOLAR A From Leg 1.00 0.000 72' No Ice 0.00 0.00 0.05 0' 1/2" 0.00 0.00 0.07 0' Ice 0.00 0.00 0.10 1"Ice 0.00 0.00 0.16 2"Ice 9442 RRH AWS A From Leg 1.00 0.000 72' No Ice 0.00 0.00 0.04 0' 1/2" 0.00 0.00 0.06 • 0' Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.13 2"Ice tnxTower Report-version 6.0.4.0 June 20, 2012 • 8 .6667 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 503088,Application 152372, Revision 1 Page 10 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 DC6-48-60-18 A From Leg 1.00 0.000 72' No Ice 0.00 0.00 0.05 0' 1/2" 0.00 0.00 0.07 0' Ice 0.00 0.00 0.10 1"Ice 0.00 0.00 0.17 2"Ice 800 10766 K w/Mount B From Leg 1.00 0.000 72' No Ice 0.00 0.00 0.09 Pipe 0' 1/2" 0.00 0.00 0.18 0' Ice 0.00 0.00 0.27 1"Ice 0.00 0.00 0.50 2"Ice 9442 RRH 700 W/SOLAR B From Leg 1.00 0.000 72' No Ice 0.00 0.00 0.05 0' 1/2" 0.00 0.00 0.07 0' Ice 0.00 0.00 0.10 1"Ice 0.00 0.00 0.16 2"Ice 9442 RRH AWS B From Leg 1.00 0.000 72' No Ice 0.00 0.00 0.04 0' 1/2" 0.00 0.00 0.06 0' Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.13 2"Ice 800 10766 K w/Mount C From Leg 1.00 0.000 72' No Ice 0.00 0.00 0.09 Pipe 0' 1/2" 0.00 0.00 0.18 0' Ice 0.00 0.00 0.27 1"Ice 0.00 0.00 0.50 2"Ice 9442 RRH 700 W/SOLAR C From Leg 1.00 0.000 72' No Ice 0.00 0.00 0.05 0' 1/2" 0.00 0.00 0.07 ` 0' Ice 0.00 0.00 0.10 1"Ice 0.00 0.00 0.16 2"Ice 9442 RRH AWS C From Leg 1.00 0.000 72' No Ice 0.00 0.00 0.04 0' 1/2" 0.00 0.00 0.06 0' Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.13 2"Ice Pipe Mount[PM 601-3] C None 0.000 72' No Ice 0.00 0.00 0.20 1/2" 0.00 0.00 0.24 Ice 0.00 0.00 0.28 1"Ice 0.00 0.00 0.36 2"Ice 6'x 9'Concealment C None 0.000 72' No Ice 27.00 27.00 1.00 Canister 1/2" 0.00 0.00 0.00 Ice 0.00 0.00 0.00 1"Ice 0.00 0.00 0.00 2"Ice QBXLH-6565A-VTM w/ A From Leg 1.00 0.000 62' No Ice 0.00 0.00 0.09 Mount Pipe 0' 1/2" 0.00 0.00 0.17 0' Ice 0.00 0.00 0.26 1"Ice 0.00 0.00 0.47 2"Ice 9442 RRH 700 W/SOLAR A From Leg 1.00 0.000 62' No Ice 0.00 0.00 0.05 0' 1/2" 0.00 0.00 0.07 0' Ice 0.00 0.00 0.10 1"Ice 0.00 0.00 0.16 2"Ice - 9442 RRH AWS A From Leg 1.00 0.000 62' No Ice 0.00 0.00 0.04 0' 1/2" 0.00 0.00 0.06 0' Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.13 • 2"Ice (4)860 10025 A From Leg 1.00 0.000 62' No Ice 0.00 0.00 0.00 0' 1/2" 0.00 0.00 0.00 0' Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.01 tnxTower Report-version 6.0.4.0 June 20, 2012 • 87.6667 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 503088,Application 152372, Revision 1 Page 11 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 2"Ice (4)LGP214nn A From Leg 1.00 0.000 62' No Ice 0.00 0.00 0.01 0' 1/2" 0.00 0.00 0.02 0' Ice 0.00 0.00 0.03 1"Ice 0.00 0.00 0.05 2"Ice QBXLH-6565A-VTM w/ B From Leg 1.00 0.000 62' No Ice 0.00 0.00 0.09 Mount Pipe 0' 1/2" 0.00 0.00 0.17 0' Ice 0.00 0.00 0.26 1"Ice 0.00 0.00 0.47 2"Ice 9442 RRH 700 W/SOLAR B From Leg 1.00 0.000 62' No Ice 0.00 0.00 0.05 0' 1/2" 0.00 0.00 0.07 0' Ice 0.00 0.00 0.10 1"Ice 0.00 0.00 0.16 2"Ice 9442 RRH AWS B From Leg 1.00 0.000 62' No Ice 0.00 0.00 0.04 0' 1/2" 0.00 0.00 0.06 0' Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.13 2"Ice (4)860 10025 B From Leg 1.00 0.000 62' No Ice 0.00 0.00 0.00 0' 1/2" 0.00 0.00 0.00 - 0' Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.01 2"Ice (4)LGP214nn B From Leg 1.00 0.000 62' No Ice 0.00 0.00 0.01 0' 1/2" 0.00 0.00 0.02 0' Ice 0.00 0.00 0.03 1"Ice 0.00 0.00 0.05 2"Ice QBXLH-6565A-VTM w/ C From Leg 1.00 0.000 62' No Ice 0.00 0.00 0.09 Mount Pipe 0' 1/2" 0.00 0.00 0.17 0' Ice 0.00 0.00 0.26 1"Ice 0.00 0.00 0.47 2"Ice 9442 RRH 700 W/SOLAR C From Leg 1.00 0.000 62' No Ice 0.00 0.00 0.05 0' 1/2" 0.00 0.00 0.07 0' Ice 0.00 0.00 0.10 1"Ice 0.00 0.00 0.16 2"Ice 9442 RRH AWS C From Leg 1.00 0.000 62' No Ice 0.00 0.00 0.04 0' 1/2" 0.00 0.00 0.06 0' Ice 0.00 0.00 0.08 1"Ice 0.00 0.00 0.13 2"Ice (4)860 10025 C From Leg 1.00 0.000 62' No Ice 0.00 0.00 0.00 0' 1/2" 0.00 0.00 0.00 0' Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.01 2"Ice (4)LGP214nn C From Leg 1.00 0.000 62' No Ice 0.00 0.00 0.01 0' 1/2" 0.00 0.00 0.02 0' Ice 0.00 0.00 0.03 1"Ice 0.00 0.00 0.05 2"Ice • Pipe Mount[PM 601-3] C None 0.000 62' No Ice 0.00 0.00 0.20 1/2" 0.00 0.00 0.24 Ice 0.00 0.00 0.28 1"Ice 0.00 0.00 0.36 • 2"Ice 6'x 9'Concealment C None 0.000 62' No Ice 27.00 27.00 1.00 Canister 1/2" 0.00 0.00 0.00 Ice 0.00 0.00 0.00 1"Ice 0.00 0.00 0.00 tnxTower Report-version 6.0.4.0 June 20, 2012 • 87.6667 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 503088,Application 152372, Revision 1 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ftz ft2 K ft ft 2"Ice Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind O deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+1.6 Wind 120 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice • 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 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 tnxTower Report-version 6.0.4.0 June 20, 2012 • 87.6667 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 503088,Application 152372, Revision 1 Page 13 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 87.6667-75 Pole Max Tension 2 0.00 0.00 -0.00 Max.Compression 26 -5.42 0.01 -0.00 Max.Mx 8 -2.29 -5.91 0.00 Max.My 2 -2.29 0.00 5.91 Max.Vy 8 0.93 -5.91 0.00 Max.Vx 2 -0.93 0.00 5.91 Max.Torque 38 -0.00 L2 75-40 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -23.84 0.01 0.54 Max.Mx 8 -11.81 -147.92 0.14 Max.My 2 -11.81 0.00 148.06 Max.Vy 8 5.77 -147.92 0.14 Max.Vx 2 -5.77 0.00 148.06 Max.Torque 8 -0.00 L3 40-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -33.62 0.01 0.54 Max.Mx 8 -17.88 -420.41 0.14 Max.My 2 -17.88 0.00 420.55 Max.Vy 8 7.73 -420.41 0.14 Max.Vx 2 -7.73 0.00 420.55 Max.Torque 8 -0.00 Maximum Reactions - Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 33.62 0.00 0.00 Max.H. 20 17.89 7.72 0.00 Max.H, 2 17.89 0.00 7.72 Max.M■ 2 420.55 0.00 7.72 Max.M, 8 420.41 -7.72 0.00 Max.Torsion 20 0.00 7.72 0.00 Min.Vert 13 13.42 -3.86 -6.68 Min.H. 8 17.89 -7.72 0.00 Min.H, 14 17.89 0.00 -7.72 Min.M. 14 -420.27 0.00 -7.72 Min.M. 20 -420.41 7.72 0.00 Min.Torsion 8 -0.00 -7.72 0.00 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,Mx Moment,Mz K K K kip-ft kip-ft kip-ft Dead Only 14.91 0.00 0.00 -0.11 0.00 0.00 1.2 Dead+1.6 Wind 0 deg- 17.89 0.00 -7.72 -420.55 0.00 0.00 No Ice 0.9 Dead+1.6 Wind 0 deg- 13.42 0.00 -7.72 -418.05 0.00 0.00 . No Ice 1.2 Dead+1.6 Wind 30 deg- 17.89 3.86 -6.68 -364.23 -210.21 0.00 No Ice 0.9 Dead+1.6 Wind 30 deg- 13.42 3.86 -6.68 -362.06 -208.97 0.00 . No Ice 1.2 Dead+1.6 Wind 60 deg- 17.89 6.68 -3.86 -210.35 -364.09 0.00 No Ice 0.9 Dead+1.6 Wind 60 deg- 13.42 6.68 -3.86 -209.08 -361.95 0.00 No Ice tnxTower Report-version 6.0.4.0 June 20, 2012 87.6667 Ft Monopole Tower Structural Analysis CCl BU No 879570 Project Number 503088,Application 152372, Revision 1 Page 14 Load Vertical Shears Shear Overturning Overturning Torque Combination Moment,M„ Moment,M1 K K K kip-ft kip-ft kip-ft 1.2 Dead+1.6 Wind 90 deg- 17.89 7.72 0.00 -0.14 -420.41 0.00 No Ice 0.9 Dead+1.6 Wind 90 deg- 13.42 7.72 0.00 -0.10 -417.95 0.00 No Ice 1.2 Dead+1.6 Wind 120 deg 17.89 6.68 3.86 210.07 -364.09 0.00 -No Ice 0.9 Dead+1.6 Wind 120 deg 13.42 6.68 3.86 208.87 -361.95 0.00 -No Ice 1.2 Dead+1.6 Wind 150 deg 17.89 3.86 6.68 363.95 -210.21 0.00 -No Ice 0.9 Dead+1.6 Wind 150 deg 13.42 3.86 6.68 361.85 -208.97 0.00 -No Ice 1.2 Dead+1.6 Wind 180 deg 17.89 0.00 7.72 420.27 0.00 0.00 -No Ice 0.9 Dead+1.6 Wind 180 deg 13.42 0.00 7.72 417.84 0.00 0.00 -No Ice 1.2 Dead+1.6 Wind 210 deg 17.89 -3.86 6.68 363.95 210.21 -0.00 -No Ice 0.9 Dead+1.6 Wind 210 deg 13.42 -3.86 6.68 361.85 208.97 -0.00 -No Ice 1.2 Dead+1.6 Wind 240 deg 17.89 -6.68 3.86 210.07 364.09 -0.00 -No Ice 0.9 Dead+1.6 Wind 240 deg 13.42 -6.68 3.86 208.87 361.95 -0.00 -No Ice 1.2 Dead+1.6 Wind 270 deg 17.89 -7.72 0.00 -0.14 420.41 -0.00 -No Ice 0.9 Dead+1.6 Wind 270 deg 13.42 -7.72 0.00 -0.10 417.95 -0.00 - -No Ice 1.2 Dead+1.6 Wind 300 deg 17.89 -6.68 -3.86 -210.35 364.09 -0.00 -No Ice 0.9 Dead+1.6 Wind 300 deg 13.42 -6.68 -3.86 -209.08 361.95 -0.00 -No Ice 1.2 Dead+1.6 Wind 330 deg 17.89 -3.86 -6.68 -364.23 210.21 -0.00 -No Ice 0.9 Dead+1.6 Wind 330 deg 13.42 -3.86 -6.68 -362.06 208.97 -0.00 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 33.62 0.00 0.00 -0.54 0.01 0.00 1.2 Dead+1.0 Wind 0 33.62 0.00 -0.77 -38.63 0.01 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 33.62 0.39 -0.67 -33.53 -19.02 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 33.62 0.67 -0.39 -19.60 -32.94 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 33.62 0.77 -0.00 -0.58 -38.04 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 33.62 0.67 0.39 18.44 -32.94 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 33.62 0.39 0.67 32.37 -19.02 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 33.62 0.00 0.77 37.47 0.01 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 33.62 -0.39 0.67 32.37 19.03 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 33.62 -0.67 0.39 18.44 32.96 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 33.62 -0.77 -0.00 -0.58 38.05 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 33.62 -0.67 -0.39 -19.60 32.96 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 33.62 -0.39 -0.67 -33.53 19.03 -0.00 • deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 14.91 0.00 -1.72 -93.53 0.00 0.00 Dead+Wind 30 deg-Service 14.91 0.86 -1.49 -81.02 -46.71 0.00 Dead+Wind 60 deg-Service 14.91 1.49 -0.86 -46.83 -80.90 0.00 - Dead+Wind 90 deg-Service 14.91 1.72 0.00 -0.12 -93.42 0.00 Dead+Wnd 120 deg- 14.91 1.49 0.86 46.59 -80.90 0.00 Service Dead+Wind 150 deg- 14.91 0.86 1.49 80.79 -46.71 0.00 Service tnxTower Report-version 6.0.4.0 June 20, 2012 • 87.6667 Ft Monopole Tower Structural Analysis CC!BU No 879570 Project Number 503088,Application 152372, Revision 1 Page 15 Load Vertical Shear, Shear Overturning Overturning Torque Combination Moment,Mx Moment,Mx K K K kip-ft kip-ft kip-ft Dead+Wind 180 deg- 14.91 0.00 1.72 93.30 0.00 0.00 Service Dead+Wind 210 deg- 14.91 -0.86 1.49 80.79 46.71 -0.00 Service Dead+Wind 240 deg- 14.91 -1.49 0.86 46.59 80.90 -0.00 Service Dead+Wind 270 deg- 14.91 -1.72 0.00 -0.12 93.42 -0.00 Service Dead+Wind 300 deg- 14.91 -1.49 -0.86 -46.83 80.90 -0.00 Service Dead+Wind 330 deg- 14.91 -0.86 -1.49 -81.02 46.71 -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 -14.91 0.00 0.00 14.91 0.00 0.000% 2 0.00 -17.89 -7.72 0.00 17.89 7.72 0.000% 3 0.00 -13.42 -7.72 0.00 13.42 7.72 0.000% 4 3.86 -17.89 -6.68 -3.86 17.89 6.68 0.000% 5 3.86 -13.42 -6.68 -3.86 13.42 6.68 0.000% 6 6.68 -17.89 -3.86 -6.68 17.89 3.86 0.000% • 7 6.68 -13.42 -3.86 -6.68 13.42 3.86 0.000% 8 7.72 -17.89 0.00 -7.72 17.89 0.00 0.000% 9 7.72 -13.42 0.00 -7.72 13.42 0.00 0.000% 10 6.68 -17.89 3.86 -6.68 17.89 -3.86 0.000% - 11 6.68 -13.42 3.86 -6.68 13.42 -3.86 0.000% 12 3.86 -17.89 6.68 -3.86 17.89 -6.68 0.000% 13 3.86 -13.42 6.68 -3.86 13.42 -6.68 0.000% 14 0.00 -17.89 7.72 0.00 17.89 -7.72 0.000% 15 0.00 -13.42 7.72 0.00 13.42 -7.72 0.000% 16 -3.86 -17.89 6.68 3.86 17.89 -6.68 0.000% 17 -3.86 -13.42 6.68 3.86 13.42 -6.68 0.000% 18 -6.68 -17.89 3.86 6.68 17.89 -3.86 0.000% 19 -6.68 -13.42 3.86 6.68 13.42 -3.86 0.000% 20 -7.72 -17.89 0.00 7.72 17.89 0.00 0.000% 21 -7.72 -13.42 0.00 7.72 13.42 0.00 0.000% 22 -6.68 -17.89 -3.86 6.68 17.89 3.86 0.000% 23 -6.68 -13.42 -3.86 6.68 13.42 3.86 0.000% 24 -3.86 -17.89 -6.68 3.86 17.89 6.68 0.000% 25 -3.86 -13.42 -6.68 3.86 13.42 6.68 0.000% 26 0.00 -33.62 0.00 0.00 33.62 0.00 0.000% 27 0.00 -33.62 -0.77 0.00 33.62 0.77 0.000% 28 0.39 -33.62 -0.67 -0.39 33.62 0.67 0.000% 29 0.67 -33.62 -0.39 -0.67 33.62 0.39 0.000% 30 0.77 -33.62 0.00 -0.77 33.62 0.00 0.000% 31 0.67 -33.62 0.39 -0.67 33.62 -0.39 0.000% 32 0.39 -33.62 0.67 -0.39 33.62 -0.67 0.000% 33 0.00 -33.62 0.77 0.00 33.62 -0.77 0.000% 34 -0.39 -33.62 0.67 0.39 33.62 -0.67 0.000% 35 -0.67 -33.62 0.39 0.67 33.62 -0.39 0.000% 36 -0.77 -33.62 0.00 0.77 33.62 0.00 0.000% 37 -0.67 -33.62 -0.39 0.67 33.62 0.39 0.000% 38 -0.39 -33.62 -0.67 0.39 33.62 0.67 0.000% 39 0.00 -14.91 -1.72 0.00 14.91 1.72 0.000% 40 0.86 -14.91 -1.49 -0.86 14.91 1.49 0.000% 41 1.49 -14.91 -0.86 -1.49 14.91 0.86 0.000% 42 1.72 -14.91 0.00 -1.72 14.91 0.00 0.000% 43 1.49 -14.91 0.86 -1.49 14.91 -0.86 0.000% - 44 0.86 -14.91 1.49 -0.86 14.91 -1.49 0.000% 45 0.00 -14.91 1.72 0.00 14.91 -1.72 0.000% 46 -0.86 -14.91 1.49 0.86 14.91 -1.49 0.000% 47 -1.49 -14.91 0.86 1.49 14.91 -0.86 0.000% 48 -1.72 -14.91 0.00 1.72 14.91 0.00 0.000% tnxTower Report-version 6.0.4.0 June 20, 2012 87.6667 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 503088,Application 152372, Revision 1 Page 16 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 49 -1.49 -14.91 -0.86 1.49 14.91 0.86 0.000% 50 -0.86 -14.91 -1.49 0.86 14.91 1.49 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 0.00001442 3 Yes 4 0.00000001 0.00000001 4 Yes 4 0.00000001 0.00064852 5 Yes 4 0.00000001 0.00045015 6 Yes 4 0.00000001 0.00064830 7 Yes 4 0.00000001 0.00045003 8 Yes 4 0.00000001 0.00001442 9 Yes 4 0.00000001 0.00000001 10 Yes 4 0.00000001 0.00064670 11 Yes 4 0.00000001 0.00044920 12 Yes 4 0.00000001 0.00064649 13 Yes 4 0.00000001 0.00044909 14 Yes 4 0.00000001 0.00001441 15 Yes 4 0.00000001 0.00000001 16 Yes 4 0.00000001 0.00064649 17 Yes 4 0.00000001 0.00044909 18 Yes 4 0.00000001 0.00064670 19 Yes 4 0.00000001 0.00044920 20 Yes 4 0.00000001 0.00001442 21 Yes 4 0.00000001 0.00000001 22 Yes 4 0.00000001 0.00064830 23 Yes 4 0.00000001 0.00045003 24 Yes 4 0.00000001 0.00064852 25 Yes 4 0.00000001 0.00045015 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00033358 28 Yes 4 0.00000001 0.00033326 29 Yes 4 0.00000001 0.00033018 30 Yes 4 0.00000001 0.00032500 31 Yes 4 0.00000001 0.00032141 32 Yes 4 0.00000001 0.00031829 33 Yes 4 0.00000001 0.00031639 34 Yes 4 0.00000001 0.00031840 35 Yes 4 0.00000001 0.00032159 36 Yes 4 0.00000001 0.00032521 37 Yes 4 0.00000001 0.00033036 38 Yes 4 0.00000001 0.00033336 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00000001 41 Yes 4 0.00000001 0.00000001 42 Yes 4 0.00000001 0.00000001 43 Yes 4 0.00000001 0.00000001 44 Yes 4 0.00000001 0.00000001 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0.00000001 0.00000001 47 Yes 4 0.00000001 0.00000001 48 Yes 4 0.00000001 0.00000001 49 Yes 4 0.00000001 0.00000001 50 Yes 4 0.00000001 0.00000001 Maximum Tower Deflections - Service Wind tnxTower Report-version 6.0.4.0 June 20, 2012 ' 87!6667 Ft Monopole Tower Structural Analysis CC!BU No 879570 Project Number 503088,Application 152372, Revision 1 Page 17 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 87.6667-75 3.012 39 0.221 0 000 L2 75-40 2.427 39 0.220 0 000 L3 40-0 0.895 39 0.184 0 000 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 84' P90-15-XLPP-RR w/Mount Pipe 39 2.844 0.221 0.000 170620 72' 800 10766 K w/Mount Pipe 39 2.285 0.220 0.000 142836 62' QBXLH-6565A-VTM w/Mount 39 1.813 0.217 0.000 53986 Pipe Maximum Tower Deflections - Design Wind Section Elevation Horz Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 87.6667-75 13.545 2 0.992 0 000 L2 75-40 10.914 2 0.990 0 000 L3 40-0 4.024 2 0.825 0 000 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 84' P90-15-XLPP-RR w/Mount Pipe 2 12.789 0.992 0.000 38020 72' 800 10766 K w/Mount Pipe 2 10.278 0.989 0.000 32001 62' QBXLH-6565A-VTM w/Mount 2 8.153 0.974 0.000 12035 Pipe Compression Checks Pole Design Data Section Elevation Size L L. KUr A P. 03n Ratio No. P. ft ft ft in2 K K OP. L1 87.6667-75 P30x.375 12'8- 0' 0.0 34.901 -2.29 1520.46 0.002 (1) 1/32" 1 L2 75-40(2) P30x.375 35' 0' 0.0 34.901 -11.81 1520.46 0.008 1 L3 40-0(3) P30x.375 40' 0' 0.0 34.901 -17.88 1520.46 0.012 ' 1 tnxTower Report-version 6.0.4.0 June 20, 2012 • 87.6667 Ft Monopole Tower Structural Analysis CC!BU No 879570 Project Number 503088,Application 152372, Revision 1 Page 18 Pole Bending Design Data Section Elevation Size M„, OM„, Ratio Muy 4)M„y Ratio No. Mu, Muy ft kip-ft kip-ft 4M„, kip-ft kip-ft 4,M„r L1 87.6667-75 P30x.375 5.91 1139.33 0.005 0.00 1139.33 0.000 (1) L2 75-40(2) P30x.375 148.06 1139.33 0.130 0.00 1139.33 0.000 L3 40-0(3) P30x.375 420.55 1139.33 0.369 0.00 1139.33 0.000 Pole Shear Design Data Section Elevation Size Actual 4V„ Ratio Actual 4T„ Ratio No. V„ V, T„ T„ ft K K oV„ kip-ft kip-ft 4,T„ L1 87.6667-75 P30x.375 0.93 760.23 0.001 0.00 1853.66 0.000 (1) L2 75-40(2) P30x.375 5.77 760.23 0.008 0.00 1853.66 0.000 L3 40-0(3) P30x.375 7.73 760.23 0.010 0.00 1853.66 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria • No. P„ M,, Muy V„ T„ Stress Stress ft OP„ 4)M„, •M„y mV„ 4T„ Ratio Ratio L1 87.6667-75 0.002 0.005 0.000 0.001 0.000 0.007 1.000 4.8.2✓ (1) ✓ L2 75-40(2) 0.008 0.130 0.000 0.008 0.000 0.138 1.000 4.8.2 6/ L3 40-0(3) 0.012 0.369 0.000 0.010 0.000 0.381 1.000 482 6/ ✓ Section Capacity Table Section Elevation Component Size Critical P aPoo,„ % Pass No. ft Type Element K K Capacity Fail L1 87.6667-75 Pole P30x.375 1 -2.29 1520.46 0.7 Pass L2 75-40 Pole P30x.375 2 -11.81 1520.46 13.8 Pass L3 40-0 Pole P30x.375 3 -17.88 1520.46 38.1 Pass Summary Pole(L3) 38.1 Pass RATING= 38.1 Pass tnxTower Report-version 6.0.4.0 June 20, 2012 8756667 Ft Monopole Tower Structural Analysis CC!BU No 879570 Project Number 503088,Application 152372, Revision 1 Page 19 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.0.4.0 (PROPOSED) (3) 1-7/16" TO 84 FT LEVEL (INSTALLED-TO BE REMOVED) (6) 1-5/8" TO 84 FT LEVEL ♦4 O• 04 03 Qi • 0? � • .xi A�•• (RESERVED) • (1) 3/8" TO 72 FT LEVEL (2) 3/4" TO 72 FT LEVEL (12) 7/8" TO 62 FT LEVEL BUSINESS UNIT: 879570 TOWER ID: C_BASELEVEL June 20, 2012 ' 87.6667 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 503088,Application 152372, Revision 1 Page 20 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.0.4.0 Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data Maximum Shaft Superimposed Forces BU#: 879570 TIA Revision: G Site Name: WASHINGTON SQUARE MALL Max. Factored Shaft Mu: 479.6471 ft-kips(*Note) App#: 152372 rev/ Max. Factored Shaft Pu: 18 kips Max Axial Force Type: Comp. (*)Note: Max Shaft Superimposed Moment does not necessarily Loads Already Factored equal to the shaft top reaction moment For M (WL) 1.3 <----Disregard For P (DL) 1.3 _ <----Disregard ,Load Factor _ Shaft Factored Loads 1.00 Mu: 479.6471 ft-kips Pier Properties 1.00 Pu: 18 _kips Concrete: Pier Diameter= 5.0 Ift Material Properties Concrete Area = 2827.4 in2 Concrete Comp. strength, fc= 3000 psi Reinforcement yield strength, Fy= 60 ksi Reinforcement: Reinforcing Modulus of Elasticity, E = 29000 ksi Clear Cover to Tie= 3.00 in Reinforcement yield strain= 0.00207 Horiz. Tie Bar Size= 5 Limiting compressive strain =I 0.003 I Vert. Cage Diameter= 4.30 ft ACI 318 Code Vert. Cage Diameter= 51.62 in Select Analysis ACI Code=I 2005 I Vertical Bar Size = 9 Seismic Properties Bar Diameter= 1.13 in Seismic Design Category = D Bar Area = 1 in2 Seismic Risk = High Number of Bars = 18 As Total= 18 in2 Solve <--Press Upon Completing All Input A s/Aconc, Rho: 0.0064 0.64% (Run) ACI 10.5 , ACI 21.10.4, and IBC 1810. Results: Min As for Flexural, Tension Controlled, Shafts: Governing Orientation Case: 2 (3)*(Sgrt(fc)/Fy: 0.0027 200/ .2: 0.0033 �■�! /E����� IBC 1810.1.2: 0.0050 SDC D. E, or F Mu A .� Mu /Y Governing: 0.0050 0.50% • - - ACI 10.8 and 10.9 ' - --- ' ✓ / Min As for Columns, Comp. Controlled, Shafts: Min As: 0.0100 1.00% Case 1 Case 2 Dist. From Edge to Neutral Axis: 10.37 in Minimum Rho Check: Extreme Steel Strain, et: 0.0130 Actual Req'd Min. Rho: 0.50% Flexural et> 0.0050, Tension Controlled Provided Rho: 0.64% OK Reduction Factor,cp: 0.900 <--Comment Box Ref. Shaft Max Axial Capacities. cb Max(Pn or Tn). Max Pu = (T=0.65) Pn. Output Note: Negative Pu=Tension Pn per ACI 318 (10-2) 4286.91 kips For Axial Compression, q Pn = Pu: 18.00 kips at Mu=(4=0.65)Mn= 1848.08 ft-kips Drilled Shaft Moment Capacity, cpMn: 1981.79 ft-kips Drilled Shaft Superimposed Mu: 479.65 ft-kips Max Tu, (T=0.9) Tn = 972 kips at Mu= =(0,90)Mn= 0.00 ft-kips (MulcpMn, Drilled Shaft Flexure CSR: I 24.20% Drilled_Shaft_Moment_Capacity, DSMC, Version 1.1 - Effective 04/01/2010 Analysis Date: 6/20/2012 Stiffened or Unstiffened, Interior Flange Plate - Any Bolt Material TIA Rev G Site Data Reactions Bolt Threads: BU#: 879570 Moment: 148.06 ft-kips X-Excluded Site Name: WASHINGTON SQUARE Axial: 11.81 kips cpvn=9(0.55*Ab*Fu) App#: 152372 rev1 _ Shear: 5.77 kips cp=o.75,cp•Vn(kips): Exterior Flange Run,T+q: 0 kips 38.88 Manufacturer:I Rohn Elevation: 40 feet Bolt Data Qty: 24 Diam: 1 _ Bolt Fu: 120 Bolt Material: A325 Bolt Fy: 92 Interior Flange Bolt Results N/A: <-- Disregard Maximum Bolt Tension, Tu: 11.8 Kips,Ext.Tu=Interior Tu N/A: <-- Disregard Adjusted cp*Tn (due to Vu=Vu/Qty), I 54.5 Kips Circle: 24 in Bolt Stress Ratio: 21.7% Pass Plate Data Plate Outer Diam: 29.25 in Interior Flange Plate Results Flexural Check Plate Inner Diam: 23.5 in(Hole©Ctr) Controlling Bolt Axial Force: 12.8 Kips, Ext.Cu=Interior Cu Thick: 1.5 in Plate Stress: Rohn/Pirod OK Grade: 36 ksi Allowable Plate Stress, cp`Fy: 32.4 ksi Effective Width:_ 3.83 in Plate Stress Ratio: Rohn/Pirod OK Stiffener Data(Welding at Both Sides) n/a Config: 0 Stiffener Results N/A for Rohn/Pirod 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 Pole OuterDiam: 30 in Thick: 0.375 in Pole Inner Diam: 29.25 in 6 6 Grade: 52 ksi ti 6`„, #of Sides: 0 "0"IF Round Fu 66 ksi . *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-Int Flange G 1.2, Effective March 19, 2012 Analysis Date: 6/20/2012 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#: 879570 Mu: 421 ft-kips Site Name: WASHINGTON SQUARE A Axial, Pu 18 kips App#: 152372 revl Shear,Vu 8 kips Pole Manufacturer:I Rohn Eta Factor, rl 0.5 TIA G(Fig.4-4) Anchor Rod Data [If No stiffeners,Criteria: I AISC LRFD <-Only Applcable to Unstiffened Cases Qty 14 Diam. 1.5 in Rod Material: Other Anchor Rod Results Rigid Strength (Fu). 125 ksi Max Rod (Cu+ Vu/rj): 43.7 Kips AISC LRFD Yield (Fy): 109 ksi Allowable Axial, (1)*Fu`Anet: 141.0 Kips cp*Tn Bolt Circle: 35 in Anchor Rod Stress Ratio: 31.0% Plate Data Diam: 41 in Base Plate Results Flexural Check Rigid Thick: 2 in Base Plate Stress: Rohn/Pirod, OK AISC LRFD Grade: 36 ksi Allowable Plate Stress: 32.4 ksi cp*Fy Single-Rod B-eff 6.73 in Base Plate Stress Ratio: Rohn/Pirod, OK Y L Length 18.03 Stiffener Data (Welding at both sides) n/a Config: 0 Stiffener Results N/A for Rohn/Pirod 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: 30 in Thick: 0.375 in Grade: 52 ksi #of Sides: 0 "0"IF Round Fu 66 ksi Reinf Fillet Weld 0 _°0° if None 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: 6/20/2012 Monopole Drilled Pier Checks capacity of a single drilled shaft foundation for a O monopole per TIA-222-G L//1 Cc)?BU#: 879570 AS L E Site Name: WASHINGTON SQUARE MALL App Number: 152372 revl ACI 318 Version:I 2005 Factored Design Reactions Design Checks Shear, S: 8.00 _kips Capacity/ Demand/ Moment,Mt: 421.00 ft-kips Availability Limits Check Tower Weight,Wt: 18.00 kips Bearing Pressure(ksl): 43.50 3.17 OK Tower Height,H: 87.7 ft Minimum Req'd Dia.(R): 5.00 4.00 OK Base Diameter,BD: 30.0 in Reber Area(in'): 18.00 14.14 OK Pier moment capacity(k-ft): 1981.79 479.65 OK Foundation Dimensions Rebar spacing(in): 7.88 2<Bs<18 OK Caisson Diameter,CD: 5.0 ft Development Length(in):' 126.14 39.54 OK Ext.Above Grade,E: 0.5 ft Soil moment capacity(FOS): 5.75 1.33 OK Depth Below Grade,L: 14.5 ft Neglected Depth,N: 2.5 ft Rebar Size,Sp: 9 Rebar Quantity,mp: 18 r Assume 0.33%Minimum Steel? Tie Size,tp: 5 Material Properties Rebar Tensile,Fy: 60 ksi Bearing:7.3% Concrete Strength,Pc: 3000 psi Concrete Density,dx 150 pcf Pier:24.2% Clear Cover,cc: 3 in Soil:23.2% Soil Properties Soil Unit Weight,y 125 pcf Ultimate Gross Bearing,Bc: 58.000 ksf Seismic Design Cat,z: D Caisson Analysis Depth to Zero Shear 3.7 ft Max Moment: 479.65 ft-kips Overturning FOS: 5.75 DeEth Shear Moment I 1.55 ft 8.1 kips 462 ft-kips 3.1 ft 7 kips 474.5 ft-kips 4.65 ft -10 kips 472.2 ft-kips Monopole Drilled Pier(Caisson)_Rev G Version 1.3 Effective Date:04/26/2012 Equivalent Silty Soil Parameter Tool Note: V N This tool determines the equivalent soil parameters for silty soil(having both cohesion and angle of friction),according to the CCI / l J Foundations ongoing discussions(2010), Criteria Item DS-7. The equivalent parameters results are to be input in the PLS- Caisson Software to account for the combined resistance of the granular and cohesive parameters simultaneously present in silty and similar soils Site Data BU#: 879570 Site Name: WASHINGTON SQUARE MALL App#: 152372 revl Neglect Top Layer: Y Y/N #of Layers: 4 / Input the data in the"shaded"columns. If soil layer is submerged, then enter the saturated density (buoyant unit weight) Equivalent Parameters for PLS Caisson Input Internal 1 Sand Clay Layer Unit Weight Cohesion Depth to Mid- Overburden Equivalent Layer: From(ft) To(ft) Friction Angle Kp Resistance Resistance Pp total(ksf) Equivalent Kp Thickness(ft) of Soil(pcf) (psf) (deal Layer(ft) (psf) (ksfl (ksft Cohesion(psf) 1 2.5 0 2.5 125 0 0 0.000 1.25 156.25 0.000 0.00 0.000 0 0.00 2 5 2.5 7.5 125 1000 25 2.464 5 625 4.620 8.00 12.620 1577 6.73 3 5 _ 7.5 12.5 125 1000 25 2.464 10 1250 9.240 8.00 17.240 2155 4.60 4 2 12.5 _ 14.5 _ 125 1000 _ 25 _ 2.464 13.5 1687.5 _ 12.474 _ 8.00 20.474 _ 2559 4.04 Calculation Notes: 1-Sand Resistance=3*Kp*Overburden —> (Per equations used in PLS-Caisson Software) 2-Cohesion Resistance=8*C —> (Per equations used in PLS-Caisson Software, Full 8CD approach) 3-Total Resistance=Sand Resistance+Cohesion Resistance 4-Equivalent Kp=Total/Overburden/3 5-Equivalent C=Total/8 "Equivalent Silt Soil Properties"Tool, ESSP, Version 1.1 Analysis Date: 6/20/2012 • ' 879570 CAISSON version 10.40 9:15:56 AM wednesday, June 20, 2012 Crown Castle USA *************************a***************************************************a******************** * * * CAISSON - Pier Foundations Analysis and Design - Copyright Power Line Systems, Inc. 1993-2010 * * * ************************************************************************************************** Project Title: 879570 Project Notes: WO 503088 Calculation Method: Full 8CD ******* I N P U T D A T A Pier Properties Diameter Distance Concrete Steel of Top of Pier Strength Yield above Ground Strength (ft) (ft) (ksi) (ksi) 5.00 0.50 3.00 60.00 Soil Properties Layer Type Thickness Depth at Top Density CU KP PHI of Layer (ft) (ft) (lbs/ftA3) (psf) (deg) 1 Clay 2.50 0.00 125.0 2 Clay 5.00 2.50 125.0 1577.0 3 Clay 5.00 7.50 125.0 2155.0 4 Clay 2.00 12.50 125.0 2559.0 Design (Factored) Loads at Top of Pier Moment Axial Shear Additional Safety Load Load Factor Against Soil Failure (ft-k) (kips) (kips) 421.0 18.0 8.00 5.75 ******* R E S U L T S Calculated Pier Properties Length weight End Bearing Pressure (ft) (kips) (psf) 15.500 45.651 916.7 ultimate Resisting Forces Along Pier Type Distance of Top of Layer Thickness Density Cu KP Force Arm to Top of Pier (ft) (ft) (lbs/ftA3) (psf) (kips) (ft) Clay 0.50 2.50 125.0 0.00 1.75 Clay 3.00 5.00 125.0 1577.0 315.40 5.50 Clay 8.00 2.43 125.0 2155.0 209.14 9.21 Clay 10.43 2.57 125.0 2155.0 -221.86 11.71 Clay 13.00 2.50 125.0 2559.0 -255.90 14.25 Shear and Moments Along Pier Distance below Shear Moment Shear Moment Top of Pier (with Safety Factor) (with Safety Factor) (without Safety Factor) (without Safety Factor) (ft) (kips) (ft-k) (kips) (ft-k) 0.00 46.8 2583.8 8.1 449.4 1.55 46.8 2656.3 8.1 462.0 3.10 40.5 2728.5 7.0 474.5 4.65 -57.3 2715.4 -10.0 472.2 6.20 -155.1 2550.8 -27.0 443.6 7.75 -252.9 2234.7 -44.0 388.6 9.30 -380.7 1747.4 -66.2 303.9 10.85 -441.2 1069.3 -76.7 186.0 12.40 -307.6 488.9 -53.5 85.0 ' 13.95 -158.7 123.0 -27.6 21.4 15.50 0.0 0.0 0.0 0.0 Page 1 a I A