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Report (6)
r L I s S4)I 66EI66w.„701 'erCED IFPAUL J. FORD MAR 282016 COM PANY 1065-x015 CITY OF TIGARD BUILDING DIVISION Date: March 3,2016 Saleem Dooh Paul J Ford and Company Crown Castle 250 E. Broad Street, Suite 600 2055 S. Stearman Drive Columbus, OH 43215 Chandler,AZ 85286 614.221.6679 { 602.845.1752 rferrante@pjfweb.com Subject: Structural Modification Report Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: PW 11 Carrier Site Name: Washington Square Crown Castle Designation: Crown Castle BU Number: 879570 Crown Castle Site Name: WASHINGTON SQUARE MALL • Crown Castle JDE Job Number: 361051 Crown Castle Work Order Number: 1200393 Crown Castle Application Number: 319959 Rev.3 Engineering Firm Designation: Paul J Ford and Company Project Number: 37516-0026.003.7700 Site Data: 9585 SW Washington Sq Rd,TIGARD, Washington County, OR Latitude 45°27'10.7", Longitude-122°46'41.6" 87.5 Foot- Monopole Tower Dear Saleem Dooh, Paul J Ford and Company is pleased to submit this "Structural Modification 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 877388, in accordance with application 319959, revision 3. 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: LC4.5: Modified Structure w/Existing + Reserved +Proposed Equipment Sufficient Capacity • Note:See Table I and Table II for the proposed and existing/reserved loading,respectively. This analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code and the 2012 International Building 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 ANSI/TIA-222-G- 2005 Standard,"Structural Standard for Antenna Supporting Structures and Antennas",with ANSI/TIA-222-G-1- 2007 and ANSI/TIA-222-G-2-2009 Addenda per Exception#5 of Section 1609.1.1. Risk Category II, Exposure Category C and Topographic Category 1 with a maximum Topographic Factor, Kzt, of 1.0 were used in this analysis. All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at Paul J Ford and Company 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 - •rojects please give us a call. Respectfully submitted by: .0,,c`��aINEF•`r'py 89 67 PE Ryan F-rrante Structural Designer` OREGON* tnxTower Report-version 7.0.5.1 49�gN•la, .41,,0 MAR 0 7 2016 Expires:oh(?o// t L J. FRD _14-)PJF &PAU COMPANYO1965-2015 Date: March 3, 2016 Saleem Dooh Paul J Ford and Company Crown Castle 250 E. Broad Street, Suite 600 2055 S. Stearman Drive Columbus, OH 43215 Chandler, AZ 85286 614.221.6679 602.845.1752 rferrante@pjfweb.com Subject: Structural Modification Report Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: PW 11 Carrier Site Name: Washington Square Crown Castle Designation: Crown Castle BU Number: 879570 Crown Castle Site Name: WASHINGTON SQUARE MALL Crown Castle JDE Job Number: 361051 Crown Castle Work Order Number: 1200393 Crown Castle Application Number: 319959 Rev. 3 Engineering Firm Designation: Paul J Ford and Company Project Number: 37516-0026.003.7700 Site Data: 9585 SW Washington Sq Rd,TIGARD,Washington County, OR Latitude 45°27'10.7'; Longitude -122°46'41.6" 87.5 Foot-Monopole Tower Dear Saleem Dooh, Paul J Ford and Company is pleased to submit this "Structural Modification 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 877388, in accordance with application 319959, revision 3. 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: LC4.5: Modified Structure w/Existing + Reserved + Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading,respectively. This analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code and the 2012 International Building 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 ANSI/TIA-222-G- 2005 Standard,"Structural Standard for Antenna Supporting Structures and Antennas",with ANSI/TIA-222-G-1- 2007 and ANSI/TIA-222-G-2-2009 Addenda per Exception#5 of Section 1609.1.1. Risk Category II, Exposure Category C and Topographic Category 1 with a maximum Topographic Factor, Kzt, of 1.0 were used in this analysis. All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at Paul J Ford and Company 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. Respectfully submitted by: Ryan Ferrante Structural Designer tnxTower Report-version 7.0.5.1 A March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37516-0026.003.7700,Application 319959,Revision 3 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 3)ANALYSIS PROCEDURE Table 3-Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 4-Section Capacity(Summary) Table 5—Tower Components vs. Capacity 4.1)Recommendations 5)APPENDIX A tnxTower Output • 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations 8)APPENDIX D Seismic Calculations tnxTower Report-version 7.0.5.1 A March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37516-0026.003.7700,Application 319959,Revision 3 Page 3 1) INTRODUCTION This tower is a 87.5 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 This analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code and the 2012 International Building 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 ANSI/TIA-222-G- 2005 Standard, "Structural Standard for Antenna Supporting Structures and Antennas", with ANSI/TIA-222-G-1- 2007 and ANSI/TIA-222-G-2-2009 Addenda per Exception#5 of Section 1609.1.1. Risk Category II, Exposure Category C and Topographic Category 1 with a maximum Topographic Factor, Kzt, of 1.0 were used in this analysis. Table 1 -Proposed 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) 62.0 1 powerwave TT19-08BP111-001 technologies I 3 alcatel lucent RRH2X60-1900 64.0 3 commscope RV4PX310R-V2 - - - 60.02 powerwave TT19-08BP111-001 technologies I 1 I raycap I DC6-48-60-18-8F Table 2- Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Lineof Antenna Antenna Model of Feed Line Note Level(ft) Elevation Manufacturer (ft) Antennas Lines Size(in) 84.0 84.0 3 ems wireless RR65-18-04DP 6 1-5/8 1 73.0 3 alcatel lucent RRH2x40-AWS RDEM - - 2 1 raycap DC6-48-60-18-8F 6 7/8 1 71.0 3 kathrein 800 10766 70.0 3 6 alcatel lucent 9442 RRH 700 W/SOLAR 70.0 3 commscope RV4PX310R-V2 1 3/8 66.0 3 alcatel lucent RRH4X25-WCS 2 3/4 2 6 I alcatel lucent 9442 RRH 700 W/SOLAR 3 andrew QBXLH-6565A-VTM - - 3 powerwave 64.0 62.0 12 LGP214nn technologies 1 1/4 1 3/8 1 2 5/8 6 7/8 Notes: 1) Existing Equipment 2) Reserved Equipment 3) Equipment To Be Removed tnxTower Report-version 7.0.5.1 • March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37516-0026.003.7700,Application 319959,Revision 3 Page 4 3) ANALYSIS PROCEDURE Table 3-Documents Provided Document Remarks Reference Source GEOTECHNICAL REPORTS Adapt, OR99-2522, 8/11/1999 1574694 CCISITES TOWER FOUNDATION Rohn, 44583AE, 7/14/2000 1625445 CCISITES DRAWINGS/DESIGN/SPECS TOWER MANUFACTURER DRAWINGS Rohn, 44583AE, 7/17/2000 1626447 CCISITES r TOWER MAPPING FDH, 146E111500, 12/22/2014 5486942 CCISITES TOWER REINFORCEMENT Newave, 01, 9/23/14 5322083 CCISITES DESIGN/DRAWINGS/DATA 3.1) Analysis Method tnxTower(version 7.0.5.1)and RISA-3D (version 14.0.0), commercially available analysis software packages,were used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analyses is included in Appendix A and Appendix D. 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 monopole has been analyzed for seismic loading using a modal analysis per ASCE 7-10. See Appendix D for seismic calculations. 5) For existing modifications: monopole was modified in conformance with the referenced modification drawings. 6) For proposed modifications: monopole will be modified in conformance with the attached proposed modification drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Paul J Ford and Company should be notified to determine the effect on the structural integrity of the tower. tnxTower Report-version 7.0.5.1 March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CCl BU No 879570 Project Number 37516-0026.003.7700,Application 319959,Revision 3 Page 5 4)ANALYSIS RESULTS Table 4-Section Capacity(Summary)-Wind Controls Section Critical SF*P allow % Elevation(ft) Component Type Size P(K) - Pass f Fail No. Element (K) Capacity L1 87.5 75 Pole P3.5x0.28 1 -0.58 89.22 71.8 Pass L2 75-73.25 Pole P30x0.375 2 -1.33 1520.46 0.7 Pass L3 73.25-56.25 Pole P30x0.375 3 -5.70 1520.46 4.7 Pass L4 56.25-40 Pole P30x0.375 4 r -8.61 1520.46 11.1 Pass L5 40-0 Pole P30x0.375 ( 5 -14.85 1520.46 32.2 Pass Summary I I ( I Pole(L1) 71.8 Pass Rating= I 71.8 I Pass Table 5-Tower Component Stresses vs. Capacity-Wind Controls Notes Component Elevation(ft) %Capacity Pass I Fail 1 Anchor Rods 0 26.5 Pass 1 Base Plate 0 23.4 Pass 1 Base Foundation Structural Steel 0 19.2 Pass 1 Base Foundation Soil Interaction 0 18.7 Pass 1 Flange Connection 40 23.5 Pass FT-1 Flange Connection 75 I 35.2 I Pass Structure Rating(max from all components)= 71.8% Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The monopole and its foundation will have sufficient capacity to carry the existing, reserved, and proposed loads once the proposed modifications are installed. • Install the proposed modifications per the attached drawings. tnxTower Report-version 7.0.5.1 March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37516-0026.003.7700,Application 319959,Revision 3 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 7.0.5.1 March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37516-0026.003.7700,Application 319959,Revision 3 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) ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). 3) Basic wind speed of 93 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 56.00 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 Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments-Diagonals -4 Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification J Use Clear Spans For Wind Area SR Leg Bolts Resist Compression 4 Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable 4 Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice 4 Bypass Mast Stability Checks ' Consider Feed Line Torque Always Use Max Kz 4 Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component .4 Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Pole Section Geometry Section Elevation Section Pole Pole Length Size Grade ft ft L1 87.50-75.00 12.50 P3.5x0.28 A53-B-35 (35 ksi) L2 75.00-73.25 1.75 P30x0.375 A139-52 (52 ksi) L3 73.25-56.25 17.00 P30x0.375 A139-52 (52 ksi) L4 56.25-40.00 16.25 P30x0.375 A139-52 (52 ksi) L5 40.00-0.00 40.00 P30x0.375 A139-52 (52 ksi) tnxTower Report-version 7.0.5.1 March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37516-0026.003.7700,Application 319959, Revision 3 Page 8 Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 87.50-75.00 1 0 1 L2 75.00-73.25 1 1 1 L3 73.25-56.25 1 0 1 L4 56.25-40.00 1 1 1 L5 40.00-0.00 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 LDF7-50A(1-5/8") C No Inside Pole 84.00-0.00 6 No Ice 0.00 0.82 1/2"Ice 0.00 0.82 1"Ice 0.00 0.82 2"Ice 0.00 0.82 WR-VG86ST- C No Inside Pole 70.00-0.00 2 No Ice 0.00 0.58 BRD(3/4") 1/2"Ice 0.00 0.58 1"Ice 0.00 0.58 2"Ice 0.00 0.58 FB-L98-002-XXX(3/8") C No Inside Pole 70.00-0.00 1 No Ice 0.00 0.06 1/2"Ice 0.00 0.06 1"Ice 0.00 0.06 2"Ice 0.00 0.06 CR 50 1070(7/8) C No Inside Pole 70.00-0.00 6 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 CR 50 1070(7/8) C No Inside Pole 64.00-0.00 6 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 WR-VG82ST-BRDA( C No Inside Pole 64.00-0.00 2 No Ice 0.00 0.31 5/8) 1/2"Ice 0.00 0.31 1"Ice 0.00 0.31 2"Ice 0.00 0.31 FB-L98-002-XXX(3/8") C No Inside Pole 64.00-0.00 1 No Ice 0.00 0.06 1/2"Ice 0.00 0.06 1"Ice 0.00 0.06 2"Ice 0.00 0.06 FB-L98B-035- C No Inside Pole 64.00-0.00 1 No Ice 0.00 0.03 XXX(1/4") 1/2"Ice 0.00 0.03 1"Ice 0.00 0.03 2"Ice 0.00 0.03 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft2 ft ft2 ft2 K L1 87.50-75.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.04 L2 75.00-73.25 A 0.000 0.000 0.000 0.000 0.00 " B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.01 L3 73.25-56.25 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.14 L4 56.25-40.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.17 tnxTower Report-version 7.0.5.1 March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37516-0026.003.7700,Application 319959,Revision 3 Page 9 Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft2 ft2 ft2 ft2 K L5 40.00-0.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.41 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Section Elevation or Thickness In Face Out Face ft Leg in ft2 ft2 ft2 ft2 K L1 87.50-75.00 A 2.736 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.04 L2 75.00-73.25 A 2.711 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.01 L3 73.25-56.25 A 2.674 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.14 L4 56.25-40.00 A 2.596 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.17 L5 40.00-0.00 A 2.386 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.41 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz - Ice Ice ft in in in in L1 87.50-75.00 0.0000 0.0000 0.0000 0.0000 L2 75.00-73.25 0.0000 0.0000 0.0000 0.0000 L3 73.25-56.25 0.0000 0.0000 0.0000 0.0000 L4 56.25-40.00 0.0000 0.0000 0.0000 0.0000 L5 40.00-0.00 0.0000 0.0000 0.0000 0.0000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert • ft ft ft2 ft2 K ft ft RR65-18-04DP A From Leg 0.50 0.00 84.00 No Ice 0.00 0.00 0.01 0.00 1/2"Ice 0.00 0.00 0.04 0.00 1"Ice 0.00 0.00 0.06 2"Ice 0.00 0.00 0.13 RR65-18-04DP B From Leg 0.50 0.00 84.00 No Ice 0.00 0.00 0.01 0.00 1/2"Ice 0.00 0.00 0.04 0.00 1"Ice 0.00 0.00 0.06 2"Ice 0.00 0.00 0.13 RR65-18-04DP C From Leg 0.50 0.00 84.00 No Ice 0.00 0.00 0.01 0.00 1/2"Ice 0.00 0.00 0.04 0.00 1"Ice 0.00 0.00 0.06 2"Ice 0.00 0.00 0.13 RV4PX310R-V2 A From Leg 0.50 0.00 70.00 No Ice 0.00 0.00 0.08 0.00 1/2"Ice 0.00 0.00 0.16 0.00 1"Ice 0.00 0.00 0.25 2"Ice 0.00 0.00 0.45 RV4PX310R-V2 B From Leg 0.50 0.00 70.00 No Ice 0.00 0.00 0.08 0.00 1/2"Ice 0.00 0.00 0.16 tnxTower Report-version 7.0.5.1 March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37516-0026.003.7700,Application 319959, Revision 3 Page 10 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K - ft ft 0.00 1"Ice 0.00 0.00 0.25 2"Ice 0.00 0.00 0.45 RV4PX310R-V2 C From Leg 0.50 0.00 70.00 No Ice 0.00 0.00 0.08 0.00 1/2"Ice 0.00 0.00 0.16 0.00 1"Ice 0.00 0.00 0.25 2"Ice 0.00 0.00 0.45 RRH2x40-AWS RDEM A From Leg 0.50 0.00 70.00 No Ice 0.00 0.00 0.06 0.00 1/2"Ice 0.00 0.00 0.10 3.00 1"Ice 0.00 0.00 0.13 2"Ice 0.00 0.00 0.22 RRH2x40-AWS RDEM B From Leg 0.50 0.00 70.00 No Ice 0.00 0.00 0.06 0.00 1/2"Ice 0.00 0.00 0.10 3.00 1"Ice 0.00 0.00 0.13 2"Ice 0.00 0.00 0.22 RRH2x40-AWS RDEM C From Leg 0.50 0.00 70.00 No Ice 0.00 0.00 0.06 0.00 1/2"Ice 0.00 0.00 0.10 3.00 1"Ice 0.00 0.00 0.13 2"Ice 0.00 0.00 0.22 RRH4X25-WCS A From Leg 0.50 0.00 70.00 No Ice 0.00 0.00 0.09 0.00 1/2"Ice 0.00 0.00 0.13 -4.00 1"Ice 0.00 0.00 0.16 2"Ice 0.00 0.00 0.25 RRH4X25-WCS B From Leg 0.50 0.00 70.00 No Ice 0.00 0.00 0.09 0.00 1/2"Ice 0.00 0.00 0.13 -4.00 1"Ice 0.00 0.00 0.16 2"Ice 0.00 0.00 0.25 RRH4X25-WCS C From Leg 0.50 0.00 70.00 No Ice 0.00 0.00 0.09 0.00 1/2"Ice 0.00 0.00 0.13 -4.00 1"Ice 0.00 0.00 0.16 2"Ice 0.00 0.00 0.25 DC6-48-60-18-8F A From Leg 0.50 0.00 70.00 No Ice 0.00 0.00 0.02 0.00 1/2"Ice 0.00 0.00 0.04 1.00 1"Ice 0.00 0.00 0.06 2"Ice 0.00 0.00 0.11 RV4PX310R-V2 A From Leg 0.50 0.00 64.00 No Ice 0.00 0.00 0.08 0.00 1/2"Ice 0.00 0.00 0.16 -4.00 1"Ice 0.00 0.00 0.25 2"Ice 0.00 0.00 0.45 RV4PX310R-V2 B From Leg 0.50 0.00 64.00 No Ice 0.00 0.00 0.08 0.00 1/2"Ice 0.00 0.00 0.16 -4.00 1"Ice 0.00 0.00 0.25 2"Ice 0.00 0.00 0.45 RV4PX310R-V2 C From Leg 0.50 0.00 64.00 No Ice 0.00 0.00 0.08 0.00 1/2"Ice 0.00 0.00 0.16 -4.00 1"Ice 0.00 0.00 0.25 2"Ice 0.00 0.00 0.45 TT19-08BP111-001 A From Leg 0.50 0.00 64.00 No Ice 0.00 0.00 0.02 0.00 1/2"Ice 0.00 0.00 0.02 -2.00 1"Ice 0.00 0.00 0.03 2"Ice 0.00 0.00 0.05 TT19-08BP111-001 B From Leg 0.50 0.00 64.00 No Ice 0.00 0.00 0.02 0.00 1/2"Ice 0.00 0.00 0.02 -4.00 1"Ice 0.00 0.00 0.03 2"Ice 0.00 0.00 0.05 TT19-08BP111-001 C From Leg 0.50 0.00 64.00 No Ice 0.00 0.00 0.02 0.00 1/2"Ice 0.00 0.00 0.02 -4.00 1"Ice 0.00 0.00 0.03 2"Ice 0.00 0.00 0.05 RRH2X60-1900 A From Leg 0.50 0.00 64.00 No Ice 0.00 0.00 0.04 0.00 1/2"Ice 0.00 0.00 0.06 -4.00 1"Ice 0.00 0.00 0.08 2"Ice 0.00 0.00 0.12 RRH2X60-1900 B From Leg 0.50 0.00 64.00 No Ice 0.00 0.00 0.04 0.00 1/2"Ice 0.00 0.00 0.06 tnxTower Report-version 7.0.5.1 March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37516-0026.003.7700,Application 319959,Revision 3 Page 11 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight - or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft -4.00 1"Ice 0.00 0.00 0.08 2"Ice 0.00 0.00 0.12 RRH2X60-1900 C From Leg 0.50 0.00 64.00 No Ice 0.00 0.00 0.04 0.00 1/2"Ice 0.00 0.00 0.06 -4.00 1"Ice 0.00 0.00 0.08 2"Ice 0.00 0.00 0.12 DC6-48-60-18-8F A From Leg 0.50 0.00 64.00 No Ice 0.00 0.00 0.02 0.00 1/2"Ice 0.00 0.00 0.04 -4.00 1"Ice 0.00 0.00 0.06 2"Ice 0.00 0.00 0.11 Canister Load1 C None 0.00 87.50 No Ice 4.65 4.65 0.05 1/2"Ice 9.61 9.61 0.11 1"Ice 9.92 9.92 0.17 2"Ice 10.54 10.54 0.29 Canister Load2 C None 0.00 81.30 No Ice 9.38 9.38 0.25 1/2"Ice 19.38 19.38 0.36 1"Ice 20.00 20.00 0.49 2"Ice 21.25 21.25 0.74 Canister Load3 C None 0.00 75.00 No Ice 4.72 4.72 0.41 1/2"Ice 9.77 9.77 0.47 1"Ice 10.08 10.08 0.53 2"Ice 10.71 10.71 0.66 Canister Load4 C None 0.00 73.25 No Ice 33.15 33.15 0.35 1/2"Ice 67.15 67.15 0.76 1"Ice 68.00 68.00 1.16 2"Ice 69.70 69.70 1.98 Canister LoadS C None 0.00 56.25 No Ice 33.15 33.15 0.35 1/2"Ice 67.15 67.15 0.76 1"Ice 68.00 68.00 1.16 _ 2"Ice 69.70 69.70 1.98 Tower Pressures - No Ice GH=1.100 Section z Kz q, AG F AF AR Ajee Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf ft2 e ft2 ft2 ft2 ft2 ft2 L1 87.50- 81.25 1.211 25.48 3.646 A 0.000 0.000 0.000 0.00 0.000 0.000 75.00 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 75.00- 74.13 1.188 25.00 4.375 A 0.000 4.375 4.375 100.00 0.000 0.000 73.25 B 0.000 4.375 100.00 0.000 0.000 C 0.000 4.375 100.00 0.000 0.000 L3 73.25- 64.75 1.155 24.29 42.500 A 0.000 0.000 0.000 0.00 0.000 0.000 56.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L4 56.25- 48.13 1.085 22.82 40.625 A 0.000 40.625 40.625 100.00 0.000 0.000 40.00 B 0.000 40.625 100.00 0.000 0.000 C 0.000 40.625 100.00 0.000 0.000 L5 40.00-0.00 20.72 0.909 19.27 100.000 A 0.000 100.000 100.000 100.00 0.000 0.000 B 0.000 100.000 100.00 0.000 0.000 C 0.000 100.000 100.00 0.000 0.000 tnxTower Report-version 7.0.5.1 March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37516-0026.003.7700,Application 319959,Revision 3 Page 12 Tower Pressure - With Ice GH=1.100 Section z Kz q: tz AG F AR AR A,eg Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf in ft2 e ft2 ft2 ft2 ft2 ft2 L1 87.50-75.00 81.25 1.211 2.65 2.7357 9.345 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 75.00-73.25 74.13 1.188 2.60 2.7107 5.166 A 0.000 5.166 5.166 100.00 0.000 0.000 B 0.000 5.166 100.00 0.000 0.000 C 0.000 5.166 100.00 0.000 0.000 L3 73.25-56.25 64.75 1.155 2.53 2.6743 50.077 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L4 56.25-40.00 48.13 1.085 2.37 2.5961 47.656 A 0.000 47.656 47.656 100.00 0.000 0.000 B 0.000 47.656 100.00 0.000 0.000 C 0.000 47.656 100.00 0.000 0.000 L5 40.00-0.00 20.72 0.909 2.01 2.3863 115.909 A 0.000 115.909 115.909 100.00 0.000 0.000 B 0.000 115.909 100.00 0.000 0.000 C 0.000 115.909 100.00 0.000 0.000 Tower Pressure - Service GH= 1.100 Section z Kz q: AG F AR AR A,o, Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf ft2 e ft2 ft2 ft2 ft2 ft2 L1 87.50- 81.25 1.211 9.49 3.646 A 0.000 0.000 0.000 0.00 0.000 0.000 75.00 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 75.00- 74.13 1.188 9.31 4.375 A 0.000. 4.375 4.375 100.00 0.000 0.000 73.25 B 0.000 4.375 100.00 0.000 0.000 C 0.000 4.375 100.00 0.000 0.000 L3 73.25- 64.75 1.155 9.05 42.500 A 0.000 0.000 0.000 0.00 0.000 0.000 56.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L4 56.25- 48.13 1.085 8.50 40.625 A 0.000 40.625 40.625 100.00 0.000 0.000 40.00 B 0.000 40.625 100.00 0.000 0.000 C 0.000 40.625 100.00 0.000 0.000 L5 40.00-0.00 20.72 0.909 7.18 100.000 A 0.000 100.000 100.000 100.00 0.000 0.000 B 0.000 100.000 100.00 0.000 0.000 1 C 0.000 100.000 100.00 0.000 0.000 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice _ 11 0.9 Dead+1.6 Wind 120 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice tnxTower Report-version 7.0.5.1 March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37516-0026.003.7700,Application 319959, Revision 3 Page 13 Comb. Description No. 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 Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-ft kip-ft L1 87.5-75 Pole Max Tension 3 0.00 0.00 -0.00 Max.Compression 26 -2.47 0.00 0.00 Max.Mx 8 -0.58 -5.43 0.00 Max.My 2 -0.58 0.00 5.43 Max.Vy 8 0.65 -1.38 0.00 Max.Vx 2 -0.65 0.00 1.38 Max.Torque 11 -0.00 L2 75-73.25 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -3.76 0.00 0.00 Max.Mx 8 -1.33 -7.04 0.00 Max.My 2 -1.33 0.00 7.04 Max.Vy 8 0.98 -7.04 0.00 Max.Vx 2 -0.98 0.00 7.04 Max.Torque 11 -0.00 L3 73.25-56.25 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -17.67 0.00 0.54 Max.Mx 8 -5.70 -48.97 0.08 Max.My 2 -5.70 0.00 49.05 Max.Vy 8 2.49 -48.97 0.08 Max.Vx 2 -2.49 0.00 49.05 Max.Torque 8 -0.00 L4 56.25-40 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -24.44 0.00 0.54 Max.Mx 8 -8.61 -120.00 0.09 Max.My 2 -8.61 0.00 120.09 Max.Vy 8 4.87 -120.00 0.09 Max.Vx 2 -4.87 0.00 120.09 tnxTower Report-version 7.0.5.1 Y Y March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37516-0026.003.7700,Application 319959,Revision 3 Page 14 Section Elevation Component Condition Gov. Axial Major Axis Minor Axis - No. ft Type Load Moment Moment Comb. K kip-ft kip-ft Max.Torque 8 -0.00 L5 40-0 Pole Max Tension 1 0.00 0.00 0.00 ' Max.Compression 26 -34.41 0.00 0.54 Max.Mx 8 -14.85 -355.84 0.09 Max.My 2 -14.85 0.00 355.93 Max.Vy 8 6.81 -355.84 0.09 Max.Vx 2 -6.81 0.00 355.93 Max.Torque 8 -0.00 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 34.41 0.00 0.00 Max.H. 20 14.86 6.80 -0.00 Max.Hi 2 14.86 0.00 6.80 Max.Mx 2 355.93 0.00 6.80 Max.Mz 8 355.84 -6.80 -0.00 Max.Torsion 20 0.00 6.80 -0.00 Min.Vert 3 11.14 0.00 6.80 Min.H. 8 14.86 -6.80 -0.00 Min.Hi 14 14.86 0.00 -6.80 Min.Mx 14 -355.75 0.00 -6.80 Min.M, 20 -355.84 6.80 -0.00 Min.Torsion 8 -0.00 -6.80 -0.00 Tower Mast Reaction Summary Load Vertical Shear Shear Overturning Overturning Torque - Combination Moment,Mx Moment,Ms K K K kip-ft kip-ft kip-ft Dead Only 12.38 0.00 0.00 -0.07 0.00 0.00 1.2 Dead+1.6 Wind 0 deg-No Ice 14.86 0.00 -6.80 -355.93 0.00 0.00 0.9 Dead+1.6 Wind 0 deg-No Ice 11.14 0.00 -6.80 -354.41 0.00 0.00 1.2 Dead+1.6 Wind 30 deg-No Ice 14.86 3.40 -5.89 -308.27 -177.93 0.00 0.9 Dead+1.6 Wind 30 deg-No Ice 11.14 3.40 -5.89 -306.98 -177.20 0.00 1.2 Dead+1.6 Wind 60 deg-No Ice 14.86 5.89 -3.40 -178.02 -308.19 0.00 0.9 Dead+1.6 Wind 60 deg-No Ice 11.14 5.89 -3.40 -177.26 -306.91 0.00 1.2 Dead+1.6 Wind 90 deg-No Ice 14.86 6.80 0.00 -0.09 -355.84 0.00 0.9 Dead+1.6 Wind 90 deg-No Ice 11.14 6.80 0.00 -0.06 -354.35 0.00 1.2 Dead+1.6 Wind 120 deg-No Ice 14.86 5.89 3.40 177.85 -308.19 0.00 0.9 Dead+1.6 Wind 120 deg-No Ice 11.14 5.89 3.40 177.13 -306.91 0.00 1.2 Dead+1.6 Wind 150 deg-No Ice 14.86 3.40 5.89 308.10 -177.93 0.00 0.9 Dead+1.6 Wind 150 deg-No Ice 11.14 3.40 5.89 306.85 -177.20 0.00 1.2 Dead+1.6 Wind 180 deg-No Ice 14.86 0.00 6.80 355.75 0.00 0.00 0.9 Dead+1.6 Wind 180 deg-No Ice 11.14 0.00 6.80 354.29 0.00 0.00 1.2 Dead+1.6 Wind 210 deg-No Ice 14.86 -3.40 5.89 308.10 177.93 -0.00 0.9 Dead+1.6 Wind 210 deg-No Ice 11.14 -3.40 5.89 306.85 177.20 -0.00 1.2 Dead+1.6 Wind 240 deg-No Ice 14.86 -5.89 3.40 177.85 308.19 -0.00 0.9 Dead+1.6 Wind 240 deg-No Ice 11.14 -5.89 3.40 177.13 306.91 -0.00 1.2 Dead+1.6 Wind 270 deg-No Ice 14.86 -6.80 0.00 -0.09 355.84 -0.00 0.9 Dead+1.6 Wind 270 deg-No Ice 11.14 -6.80 0.00 -0.06 354.35 -0.00 1.2 Dead+1.6 Wind 300 deg-No Ice 14.86 -5.89 -3.40 -178.02 308.19 -0.00 0.9 Dead+1.6 Wind 300 deg-No Ice 11.14 -5.89 -3.40 -177.26 306.91 -0.00 1.2 Dead+1.6 Wind 330 deg-No Ice 14.86 -3.40 -5.89 -308.27 177.93 -0.00 0.9 Dead+1.6 Wind 330 deg-No Ice 11.14 -3.40 -5.89 -306.98 177.20 -0.00 1.2 Dead+1.0 Ice+1.0 Temp 34.41 0.00 -0.00 -0.54 0.00 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 34.41 0.00 -1.00 -54.02 0.00 0.00 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 34.41 0.50 -0.86 -46.86 -26.72 0.00 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 34.41 0.86 -0.50 -27.30 -46.28 0.00 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 34.41 1.00 0.00 -0.58 -53.44 0.00 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 34.41 0.86 0.50 26.13 -46.28 0.00 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 34.41 0.50 0.86 45.69 -26.72 0.00 tnxTower Report-version 7.0.5.1 7 0 March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37516-0026.003.7700,Application 319959,Revision 3 Page 15 Load Vertical Shear„ Shear Overturning Overturning Torque Combination Moment,M„ Moment,Mr K K K kip-ft kip-ft kip-ft 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34.41 0.00 1.00 52.85 0.00 0.00 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 34.41 -0.50 0.86 45.69 26.72 -0.00 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 34.41 -0.86 0.50 26.13 46.28 -0.00 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 34.41 -1.00 0.00 -0.58 53.44 -0.00 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 34.41 -0.86 -0.50 -27.30 46.28 -0.00 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 34.41 -0.50 -0.86 -46.86 26.72 -0.00 Dead+Wind 0 deg-Service 12.38 0.00 -1.58 -82.64 0.00 0.00 Dead+Wind 30 deg-Service 12.38 0.79 -1.37 -71.58 -41.28 0.00 Dead+Wind 60 deg-Service 12.38 1.37 -0.79 -41.36 -71.51 0.00 Dead+Wind 90 deg-Service 12.38 1.58 0.00 -0.07 -82.57 0.00 Dead+Wind 120 deg-Service 12.38 1.37 0.79 41.21 -71.51 0.00 Dead+Wind 150 deg-Service 12.38 0.79 1.37 71.44 -41.28 0.00 Dead+Wind 180 deg-Service 12.38 0.00 1.58 82.50 0.00 0.00 Dead+Wind 210 deg-Service 12.38 -0.79 1.37 71.44 41.28 -0.00 Dead+Wind 240 deg-Service 12.38 -1.37 0.79 41.21 71.51 -0.00 Dead+Wind 270 deg-Service 12.38 -1.58 0.00 -0.07 82.57 -0.00 Dead+Wind 300 deg-Service 12.38 -1.37 -0.79 -41.36 71.51 -0.00 Dead+Wind 330 deg-Service 12.38 -0.79 -1.37 -71.58 41.28 -0.00 Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -12.38 0.00 0.00 12.38 0.00 0.000% 2 0.00 -14.86 -6.80 0.00 14.86 6.80 0.003% 3 0.00 -11.14 -6.80 0.00 11.14 6.80 0.008% 4 3.40 -14.86 -5.89 -3.40 14.86 5.89 0.001% 5 3.40 -11.14 -5.89 -3.40 11.14 5.89 0.003% 6 5.89 -14.86 -3.40 -5.89 14.86 3.40 0.001% 7 5.89 -11.14 -3.40 -5.89 11.14 3.40 0.003% 8 6.80 -14.86 0.00 -6.80 14.86 -0.00 0.003% 9 6.80 -11.14 0.00 -6.80 11.14 -0.00 0.008% 10 5.89 -14.86 3.40 -5.89 14.86 -3.40 0.001% 11 5.89 -11.14 3.40 -5.89 11.14 -3.40 0.003% 12 3.40 -14.86 5.89 -3.40 14.86 -5.89 0.001% 13 3.40 -11.14 5.89 -3.40 11.14 -5.89 0.003% 14 0.00 -14.86 6.80 0.00 14.86 -6.80 0.003% 15 0.00 -11.14 6.80 0.00 11.14 -6.80 0.008% 16 -3.40 -14.86 5.89 3.40 14.86 -5.89 0.001% 17 -3.40 -11.14 5.89 3.40 11.14 -5.89 0.003% 18 -5.89 -14.86 3.40 5.89 14.86 -3.40 0.001% 19 -5.89 -11.14 3.40 5.89 11.14 -3.40 0.003% 20 -6.80 -14.86 0.00 6.80 14.86 -0.00 0.003% 21 -6.80 -11.14 0.00 6.80 11.14 -0.00 0.008% 22 -5.89 -14.86 -3.40 5.89 14.86 3.40 0.001% 23 -5.89 -11.14 -3.40 5.89 11.14 3.40 0.003% 24 -3.40 -14.86 -5.89 3.40 14.86 5.89 0.001% 25 -3.40 -11.14 -5.89 3.40 11.14 5.89 0.003% 26 0.00 -34.41 0.00 0.00 34.41 0.00 0.000% 27 0.00 -34.41 -1.00 0.00 34.41 1.00 0.000% 28 0.50 -34.41 -0.86 -0.50 34.41 0.86 0.000% 29 0.86 -34.41 -0.50 -0.86 34.41 0.50 0.000% 30 1.00 -34.41 0.00 -1.00 34.41 -0.00 0.000% 31 0.86 -34.41 0.50 -0.86 34.41 -0.50 0.000% 32 0.50 -34.41 0.86 -0.50 34.41 -0.86 0.000% 33 0.00 -34.41 1.00 0.00 34.41 -1.00 0.000% 34 -0.50 -34.41 0.86 0.50 34.41 -0.86 0.000% 35 -0.86 -34.41 0.50 0.86 34.41 -0.50 0.000% 36 -1.00 -34.41 0.00 1.00 34.41 -0.00 0.000% 37 -0.86 -34.41 -0.50 0.86 34.41 0.50 0.000% 38 -0.50 -34.41 -0.86 0.50 34.41 0.86 0.000% 39 0.00 -12.38 -1.58 0.00 12.38 1.58 0.005% - 40 0.79 -12.38 -1.37 -0.79 12.38 1.37 0.005% 41 1.37 -12.38 -0.79 -1.37 12.38 0.79 0.005% 42 1.58 -12.38 0.00 -1.58 12.38 -0.00 0.005% 43 1.37 -12.38 0.79 -1.37 12.38 -0.79 0.005% tnxTower Report-version 7.0.5.1 March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37516-0026.003.7700,Application 319959, Revision 3 Page 16 Sum of Applied Forces Sum of Reactions - Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 44 0.79 -12.38 1.37 -0.79 12.38 -1.37 0.005% 45 0.00 -12.38 1.58 0.00 12.38 -1.58 0.005% 46 -0.79 -12.38 1.37 0.79 12.38 -1.37 0.005% 47 -1.37 -12.38 0.79 1.37 12.38 -0.79 0.005% 48 -1.58 -12.38 0.00 1.58 12.38 -0.00 0.005% 11 49 -1.37 -12.38 -0.79 1.37 12.38 0.79 0.005% 50 -0.79 -12.38 -1.37 0.79 12.38 1.37 0.005% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 12 0.00000001 0.00006461 3 Yes 11 0.00000001 0.00014042 4 Yes 13 0.00000001 0.00007848 5 Yes 12 0.00000001 0.00014871 6 Yes 13 0.00000001 0.00007847 7 Yes 12 0.00000001 0.00014868 8 Yes 12 0.00000001 0.00006458 9 Yes 11 0.00000001 0.00014039 10 Yes 13 0.00000001 0.00007833 11 Yes 12 0.00000001 0.00014849 12 Yes 13 0.00000001 0.00007831 13 Yes 12 0.00000001 0.00014846 14 Yes 12 0.00000001 0.00006456 15 Yes 11 0.00000001 0.00014035 16 Yes 13 0.00000001 0.00007831 17 Yes 12 0.00000001 0.00014846 18 Yes 13 0.00000001 0.00007833 19 Yes 12 0.00000001 0.00014849 20 Yes 12 0.00000001 0.00006458 21 Yes 11 0.00000001 0.00014039 22 Yes 13 0.00000001 0.00007847 23 Yes 12 0.00000001 0.00014868 24 Yes 13 0.00000001 0.00007848 25 Yes 12 0.00000001 0.00014871 26 Yes 6 0.00000001 0.00000001 27 Yes 13 0.00000001 0.00008807 28 Yes 13 0.00000001 0.00008834 29 Yes 13 0.00000001 0.00008788 30 Yes 13 0.00000001 0.00008676 31 Yes 13 0.00000001 0.00008650 32 Yes 13 0.00000001 0.00008603 33 Yes 13 0.00000001 0.00008542 34 Yes 13 0.00000001 0.00008603 35 Yes 13 0.00000001 0.00008650 36 Yes 13 0.00000001 0.00008676 37 Yes 13 0.00000001 0.00008788 38 Yes 13 0.00000001 0.00008834 39 Yes 10 0.00000001 0.00008416 40 Yes 10 0.00000001 0.00007964 41 Yes 10 0.00000001 0.00007959 42 Yes 10 0.00000001 0.00008405 43 Yes 10 0.00000001 0.00007953 44 Yes 10 0.00000001 0.00007947 45 Yes 10 0.00000001 0.00008394 46 Yes 10 0.00000001 0.00007947 47 Yes 10 0.00000001 0.00007953 - 48 Yes 10 0.00000001 0.00008405 49 Yes 10 0.00000001 0.00007959 50 Yes 10 0.00000001 0.00007964 tnxTower Report-version 7.0.5.1 March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37516-0026.003.7700,Application 319959, Revision 3 Page 17 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load - ft in Comb. ° L1 87.5-75 3.48 39 0.65 0.00 L2 75-73.25 2.11 39 0.19 0.00 L3 73.25-56.25 2.04 39 0.19 0.00 L4 56.25-40 1.37 39 0.18 0.00 L5 40-0 0.78 39 0.16 0.00 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 0ft 87.50 Canister Load1 39 3.48 0.65 0.00 2061 84.00 RR65-18-04DP 39 3.00 0.47 0.00 2061 81.30 Canister Load2 39 2.66 0.35 0.00 1662 75.00 Canister Load3 39 2.11 0.19 0.00 1440 73.25 Canister Load4 39 2.04 0.19 0.00 2754 70.00 RV4PX310R-V2 39 1.92 0.20 0.00 61478 64.00 RV4PX310R-V2 39 1.69 0.19 0.00 67937 56.25 Canister Load5 39 1.37 0.18 0.00 50280 Maximum Tower Deflections Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 ° - L1 87.5-75 14.97 2 2.79 0.00 L2 75-73.25 9.10 2 0.82 0.00 L3 73.25-56.25 8.80 2 0.82 0.00 L4 56.25-40 5.91 2 0.79 0.00 - L5 40-0 3.37 2 0.69 0.00 Critical Deflections and Radius of Curvature Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 87.50 Canister Loadl 2 14.97 2.79 0.00 479 84.00 RR65-18-04DP 2 12.91 2.02 0.00 479 81.30 Canister Load2 2 11.45 1.49 0.00 386 75.00 Canister Load3 2 9.10 0.82 0.00 334 73.25 Canister Load4 2 8.80 0.82 0.00 639 70.00 RV4PX310R-V2 2 8.28 0.84 0.00 14268 64.00 RV4PX310R-V2 2 7.26 0.83 0.00 15795 56.25 Canister Load5 2 5.91 0.79 0.00 11697 Compression Checks Pole Design Data Section Elevation Size L L„ Kl/r A P„ 4P0 Ratio - No. P„ ft ft ft in2 K K 4)p0 L1 87.5-75(1) P3.5x0.28 12.50 0.00 0.0 2.8325 -0.58 89.22 0.006 _ L2 75-73.25(2) P30x0.375 1.75 0.00 0.0 34.9011 -1.33 1520.46 0.001 L3 73.25-56.25(3) P30x0.375 17.00 0.00 0.0 34.9011 -5.70 1520.46 0.004 L4 56.25-40(4) P30x0.375 16.25 0.00 0.0 34.9011 -8.61 1520.46 0.006 L5 40-0(5) P30x0.375 40.00 0.00 0.0 34.9011 -14.85 1520.46 0.010 tnxTower Report-version 7.0.5.1 March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37516-0026.003.7700,Application 319959,Revision 3 Page 18 Pole Bending Design Data Section Elevation Size MID( 4M„„ Ratio M„y 4M„y Ratio No. Mux Muy • ft kip-ft kip-ft •M„x kip-ft kip-ft $M„y L1 87.5-75(1) P3.5x0.28 5.43 7.64 0.711 0.00 7.64 0.000 L2 75-73.25(2) P30x0.375 7.04 1139.33 0.006 0.00 1139.33 0.000 L3 73.25-56.25(3) P30x0.375 49.05 1139.33 0.043 0.00 1139.33 0.000 L4 56.25-40(4) P30x0.375 120.09 1139.33 0.105 0.00 1139.33 0.000 L5 40-0(5) P30x0.375 355.94 1139.33 0.312 0.00 1139.33 0.000 Pole Shear Design Data Section Elevation Size Actual •V„ Ratio Actual .T„ Ratio No. V„ V„ T T„ ft K K 4)V kip-ft kip-ft +T„ L1 87.5-75(1) P3.5x0.28 0.64 44.61 0.014 0.00 11.10 0.000 L2 75-73.25(2) P30x0.375 0.98 760.23 0.001 0.00 1853.66 0.000 L3 73.25-56.25(3) P30x0.375 2.49 760.23 0.003 0.00 1853.66 0.000 L4 56.25-40(4) P30x0.375 4.87 760.23 0.006 0.00 1853.66 0.000 L5 40-0(5) P30x0.375 6.81 760.23 0.009 0.00 1853.66 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. Max M„y V„ T„ Stress Ratio Stress ft (1)P„ 1pM„x 1pM„y 414, (1)To Ratio _ L1 87.5-75(1) 0.006 0.711 0.000 0.014 0.0001.000 0.718 4.8.2 L2 75-73.25(2) 0.001 0.006 0.000 0.001 0.000 0.007 is 1.000 4.8.2 V L3 73.25-56.25(3) 0.004 0.043 0.000 0.003 0.000 0.047 ✓ 1.000 4.8.2 V - L4 56.25-40(4) 0.006 0.105 0.000 0.006 0.000 0.111 ✓ 1.000 4.8.2 V L5 40-0(5) 0.010 0.312 0.000 0.009 0.000 0.322 ✓ 1.000 4.8.2 V Section Capacity Table Section Elevation Component Size Critical P oPanbw, % Pass No. ft Type Element K K Capacity Fail L1 87.5-75 Pole P3.5x0.28 1 -0.58 89.22 71.8 Pass L2 75-73.25 Pole P30x0.375 2 -1.33 1520.46 0.7 Pass L3 73.25-56.25 Pole P30x0.375 3 -5.70 1520.46 4.7 Pass L4 56.25-40 Pole P30x0.375 4 -8.61 1520.46 11.1 Pass L5 40-0 Pole P30x0.375 5 -14.85 1520.46 32.2 Pass Summary Pole(L1) 71.8 Pass RATING= 71.8 Pass tnxTower Report-version 7.0.5.1 March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37516-0026.003.7700,Application 319959,Revision 3 Page 19 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 7.0.5.1 March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37516-0026.003.7700,Application 319959,Revision 3 Page 20 (INSTAL LEL)) (6) 1- 5/8" TO 84 FT LEVEL ' FE) -0 EF DE LL Yl" /0 HI F :! (INST4LLED) (I) 1/4" TO 64 FT LE/EL (1) 8/8" TO 64 FT LEVEL • (2) 5/8- TO 64 FT LEVEL TO 64 FIT t E (6) 7/8" TO 70 FT 1 EvEI. tnxTower Report-version 7.0.5.1 March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37516-0026.003.7700,Application 319959, Revision 3 Page 21 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 7.0.5.1 87.5 ft I DESIGNED APPURTENANCE LOADING m —. A TYPE ELEVATION TYPE I ELEVATION n w A o o Canister Load1 87.5 RV4PX310R-V2 170 o- < RR65-18 04DP 84 RV4PX310R-V2 70 RR65-18-04DP 84 RRH2x40-AWS RDEM 70 __._- _— RR65-18-040P 84 TT19-08BP111-001 64 Canister Load2 81.3 TT19-08BP111-001 64 '' 0 . 75. R Load3 --- ----- ......rt..- ---- ------ - 0 - _- Canister 755 RRH2X60 1900 64 ,`+ x ^ o Canister Load4 73.25 RRH2X60 1900 64 ._... 73,3 ft o_ RRH2x40-AWS RDEM 70 RRH2X60-1900 64 ! RRH2x40-AWSRDEM 70 DC6-48-60-18-8F 64 ! RRH4X25-WCS 70 RV4PX310R-V2 64 RRH4X2SWCS 70 RV4PX310R V2 64 RRH4X25-W CS 70 RV4PX31OR-V2 64 r DC6-48-60-18-8F 70 1T19-08BP711-001 64 o RV4PX310R V2 70 Canister Load5 ,____ 56.25 II a I MATERIAL STRENGTH ( GRADE ksi Fy I-60 ksi Fu IAIGRADE 52 ks, Fy .66 Ls, Fu l ll i A53-&35 TOWER DESIGN NOTES 56.3 ft 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-G Standard. 1 3. Tower designed for a 93 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 0.00 ft < m ! 8. TOWER RATING:71.8% n- i ! ' 0 _.y, 40.0 6 - TTI i ! � I I el g e ALL REACTIONS E7.' ARE FACTORED AXIAL • . 34K SHEAR MOMENT ' • 1 K ( _ J 54 kip-ft i I TORQUE 0 kip-ft 30 mph WIND-1.2500 in ICE AXIAL 15 K SHEAR \MOMENT 7 K ( J 356 kip-ft 0.0 ft 0 TORQUE 0 kip-ft REACTIONS-93 mph WIND Y U N N J3 m 80 PiF b: Paul J Ford and Company Jo87.5'Monopole; Tigard, OR; Washington Square Mai 250 E. Broad Street Suite 600 Project:p/F 37516-0026.003/BU 879570 Columbus,01-143215 C,eot.Crown Castle Drawn 8y:Ryan FerranteAPPd: Phone:614.221.6679 code: TIA-222-G Date:03/02/16 Scale: NTS FAX:614.448.4105 Path:.., -._Aw...m..,,....,,�.w.. �®.,.,,,.m,.,,,<...,,-...Dwg No.E-1 PJF PAUL J. F O R D Job Number: 37516-0026.003.7700 Page: 1 /1 & C O M P A N Y By: RMF Date: 3/2/2016 _ 250 E Broad St, Ste 600 • Columbus, OH 43215 Site Number: 879570 Version: 0.6 Phone 614.221.6679 www.pauljford.com Site Name:kSHINGTON SQUARE MP Effective: 2/1/2016 - ©Copyright 2016 by Paul J.Ford&Company,all rights reserved. CODE: TIA-222-G ASIF: 1.00 EEI FLANGE CONCEALMENT CALCULATIONS (75 Ft) FLANGE CONNECTION REACTIONS EEI Kit Number Custom Moment 5.43 kip*ft Flange Elevation 75.00 ft Shear 0.64 kips Axial 0.58 kips STIFFENER INFORMATION Overrides Stiffener Quantity 4 4 Max Allowable Capacity 105% Width (in) 4.5 4.50 Electrode(ksi) E80 Height(in) 9 9.00 (-; Thickness(in) 0.5 0.50 Horizontal Fillet Weld 0.25 0.250 :_ f 1 Vertical Fillet Weld 0.25 0.250 /1 Stiffener Grade (ksi) 36 36 � / (. _ I� 1 �� RING PLATE INFORMATION ' 111) /i t 410 Thickness(in) 2 2.00 W' •" ID(in) 10 10.00 au -1-an mau OD(in) 15 15.00 I >� J I�_ I „1 �� Ring Plate Grade (ksi) 36 36 FLANGE CONNECTION RESULTS Bolts 35.2% Passing BOLT INFORMATION Bolt Quantity 4 4 Ring Plate 15.4% Passing Size (in) 0.75 0.75 Bolt Circle(in) 12 12.0 Weld-Stiffener&Ring Plate 23.7% Passing Bolt Specification A325 A325 Weld-Spine&Stiffener 8.8% Passing SPINE INFORMATION Spine Wall Tear Out I Punching Shear 6.3% Passing Size 3.5 3.50 Pipe Grade 35 35.00 Max Tension In Stiffeners 5.3 kips Fy(ksi) 35 35 Max Compression in Stiffeners 5.6 kips Fu (ksi) 60 60 Stiffener Bending 7.8% Passing Pipe OD(in) 3.5 3.50 Stiffener Shear 22.9% Passing Pipe Thickness(in) 0.28 0.280 Stiffener Combined Shear&Bending 31.8% Passing Stiffened or Unstiffened, Interior Flange Plate -Any Bolt Material TIA Rev G Site Data Reactions Bolt Threads: BU#: 879570 Moment: 5.43 ft-kips X-Excluded Site Name: Axial: 0.58 kips TVn=cp(0.55*Ab*Fu) App#: Shear: 0.64 kips cp=0.75,w*Vn(kips): Exterior Flange Run,T+q: kips 21.87 Manufacturer: Other Elevation: 75 feet Bolt Data Qty: 4 Diam: 0.75 Bolt Fu: 120 Bolt Material: A325 Bolt Fy: 92 N/A: <--Disregard N/A: < Disregard PLATE BENDING CHECK ONLY Circle: 12 in Plate Data Plate Outer Diam: 29.25 in Interior Flange Plate Results Flexural Check Plate Inner Diam: 10 in(Hole @ Ctr) Controlling Bolt Axial Force: 5.6 Kips,Ext.Cu=Interior Cu Thick: 1 in Plate Stress: 8.4 ksi Grade: 36 ksi Allowable Plate Stress, cp*Fy: 32.4 ksi Effective Width: 22.97 in Plate Stress Ratio: 25.8% Pass 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 ° c Pole OuterDiem: 30 in C o Thick: 0.375 in Pole Inner Diam: 29.25 in 's Grade: 52 ksi #of Sides: 0 "0"IF Round `-) Fu 60 ksi i *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: 3/4/2016 DI PAUL J. FORD Date: 3/2/2016 & COMPANY PJF Project: 37516-0026.003 Client Ref.# BU 879570 250 E Broad St,Ste 600•Columbus,OH 43215 Phone 614.221.6679 www.pouljtord.com Site Name: Washington Square Mall Description: 40'Flange Bolts Owner: CCI v4.4-Effective 7-12-13 Engineer: RMF Asymmetric Bolt Analysis Moment= 120 k-ft TIA Ref. G Location= Flange Plate Axial= 8.6 kips ASIF= NIA r)= NIA for BP,Rev.G Sect,4.9.9 Shear= 4.9 kips Max Ratio= 105.0% Threads= X-Excluded for FP,Rev.G Anchor Qty= 23 **For Flange Plates:Prying action is not considered in the bolt loads.** Area Max Net Max Net Load for Capacity Nominal Location, Bolt Circle, Override, Compressi Tension, Capacity Override, Capacity, Capacity Item Bolt Dia,in Spec Fy,ksi Fu,ksi degrees in in2 Area,in2 on,kips kips Calc,kips kips kips Ratio 1 1.000 A325 92 120 0.0 26.00 0.00 0.79 10.86 10.11 10.11 0.00 54.54 18.5% 2 1.000 A325 92 120 15.0 26.00 0.00 0.79 10.67 9.92 9.92 0.00 54.54 18.2% 3 1.000 A325 92 120 30.0 26.00 0.00 0.79 10.39 9.64 9.64 0.00 54.54 17.7% 4 1.000 A325 92 120 45.0 26.00 0.00 0.79 10.08 9.33 9.33 0.00 54.54 17.1% 5 1.000 A325 92 120 60.0 26.00 0.00 0.79 9.81 9.06 9.06 0.00 54.54 16.6% 6 1.000 A325 92 120 75.0 26.00 0.00 0.79 9.62 8.87 8.87 0.00 54.54 16.3% 7 1.000 A325 92 120 90.0 26.00 0.00 0.79 9.56 8.81 8.81 0.00 54.54 16.2% 8 1.000 A325 92 120 105.0 26.00 0.00 0.79 9.61 8.86 8.86 0.00 54.54 16.3% 9 1.000 A325 92 120 120.0 26.00 0.00 0.79 9.74 8.99 8.99 0.00 54.54 16.5% 10 1.000 A325 92 120 135.0 26.00 0.00 0.79 9.89 9.14 9.14 0.00 54.54 16.8% 11 1.000 A325 92 120 150.0 26.00 0.00 0.79 10.01 9.26 9.26 0.00 54.54 17.0% 12 1.000 A325 92 120 165.0 26.00 0.00 0.79 10.05 9.30 9.30 0.00 54.54 17.1% 13 1.000 A325 92 120 180.0 26.00 0.00 0.79 10.01 9.26 9.26 0.00 54.54 17.0% 14 1.000 A325 92 120 195.0 26.00 0.00 0.79 9.89 9.14 9.14 0.00 54.54 16.8% 15 1.000 A325 92 120 210.0 26.00 0.00 0.79 9.74 8.99 8.99 0.00 54.54 16.5% 16 1.000 A325 92 120 225.0 26.00 0.00 0.79 9.61 8.86 8.86 0.00 54.54 16.3% 17 1.000 A325 92 120 240.0 26.00 0.00 0.79 9.56 8.81 8.81 0.00 54.54 18.2% 18 1.000 A325 92 120 255.0 26.00 0.00 0.79 9.62 8.87 8.87 0.00 54.54 16.3% 19 1.000 A325 92 120 270.0 26.00 0.00 0.79 9.81 9.06 9.06 0.00 54.54 16.8% 20 1.000 A325 92 120 285.0 26.00 0.00 0.79 10.08 9.33 9.33 0.00 54.54 17.1% 21 1.000 A325 92 120 300.0 26.00 0.00 0.79 10.39 9.64 9.64 0.00 54.54 17.7% 22 1.000 A325 92 120 315.0 26.00 0.00 0.79 10.67 9.92 9.92 0.00 54.54 18.2% 23 1.000 A325 92 120 330.0 26.00 0.00 0.79 10.86 10.11 10.11 0.00 54.54 18.5% 18.06 ®Copyright 2011,Paul J.Ford and Company,all right reserved. Stiffened or Unstiffened, Interior Flange Plate -Any Bolt Material TIA Rev G Site Data Reactions Bolt Threads: BU#: 879570 Moment: 120.09 ft-kips X-Excluded Site Name: Axial: 8.61 kips WVn=9(0.55•Ab*Fu) App#: Shear: 4.87 kips cp=0.75,w*Vn(kips): Exterior Flange Run,T+q: 10.11 kips 38.88 Manufacturer: Other 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: 10.1 Kips,Ext.Flange Tu+q N/A: <--Disregard Adjusted cp*Tn(due to Vu=Vu/Qty), 54.5 Kips Circle: 26 in Bolt Stress Ratio: 18.5% Pass Plate Data Plate Outer Diam: 29.25 in Interior Flange Plate Results Flexural Check Plate Inner Diam: 20 in(Hole @ Ctr) Controlling Bolt Axial Force: 10.1 Kips,Ext. Flange Tu+q Thick: 1.5 in Plate Stress: 7.6 ksi Grade: 36 ksi Allowable Plate Stress, cp*Fy: 32.4 ksi Effective Width: 3.83 in Plate Stress Ratio: 23.5% Pass 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 ° Pole OuterDiam: 30 in u Thick: 0.375 in Pole Inner Diam: 29.25 in Grade: 52 ksi #of Sides: 0 "0"IF Round c= ' Fu 60 ksi 3 C. *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:3/2/2016 , 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: 355.94 ft-kips Site Name: Axial,Pu: 14.85 _kips App#: Shear,Vu: 6.81 kips Pole Manufacturer: Other Eta Factor, rl 0.5 TIA G(Fig.4-4) Anchor Rod Data If No stiffeners,Criteria: 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): 37.4 Kips AISC LRFD Yield(Fy): 0 ksi Allowable Axial,c*Fu*Anet: 141.0 Kips w*Tn Bolt Circle: 34.5 in Anchor Rod Stress Ratio: 26.5% Pass Plate Data Diam: 40.5 in Base Plate Results Flexural Check Rigid Thick: 2 in Base Plate Stress: 7.6 ksi AISC LRFD Grade: 36 ksi Allowable Plate Stress: 32.4 ksi w*Fy Single-Rod B-eff: 6.73 in Base Plate Stress Ratio: 23.4% Pass Y.L.Length: 17.0.4 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: 30 in - Thick: 0.375 in Grade: 52 ksi o 0 #of Sides: 0 "0"IF Round Fu 60 ksi ' Reinf.Fillet Weld 0 "0"if None a J C *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:3/2/2016 , PJFPAU L J. F 0 R D Job Number: 37516-0026.003 Page: 1 & COMPANY Site Number: 879570 By: RMF 250 E Broad St,Ste 600• Columbus,OH 43215 Site Name: WASHINGTON SQUARE MALL Date: 3/2/2016 Phone 614.221.6679 www.pauljford.com DRILLED PIER SOIL AND STEEL ANALYSIS -TIA-222-G Factored Base Reactions from RISA Safety Factors/Load Factors/rP Factors Comp.(+) Tension(-) Tower Type= Monopole DP Moment,Mu= 355.9I- i.k-ft ACI Code= ACI 318-08 Shear,Vu= 6.8 ' i + i kips Seismic Design Category= D Axial Load,Pu1= 14.9 "i ,_ '.' °''I,kips(from 1.2D+1.6W)' Reference Standard= TIA-222-G Axial Load,Pu2= 11.1 ) } + i 0.0 kips(from 0.9D+1.6W)*' Use 1.3 Load Factor'? NO + ,,k'9' OTMu= 359.3 I ' + 4.0 k-ft @ Ground Load Factor= 1.00 'Axial Load,Pu1 will be used for Soil Compression Analysis. "Axial Load,Pu2 will be used for Steel Analysis. Drilled Pier Parameters Safety Factor 0 Factor Diameter= 5 ft Soil Lateral Resistance= ,12;00 0.75 Height Above Grade= 0.5 ft Skin Friction= 2:00. 0.75 Depth Below Grade= 15 ft End Bearing= AA :°2iOt) 0.75 fc'= 3 ksi Concrete Wt.Resist Uplift= i- a r..?425+ ' I ' , EC= 0.003 in/in Load Combinations Checked per TIA-222-G Mat Ftdn.Cap Width= ft 1.(0.75)Ult.Skin Friction+(0.75)Ult.End Bearing Mat Ftdn.Cap Length= ft +(1.2)Effective Soil Wt.-(1.2)Buoyant Conc.Wt.z Comp. Depth Below Grade= ft 2.(0.75)Ult.Skin Friction+(0.9)Buoyant Conc.Wt.z Uplift Steel Parameters Soil Parameters Number of Bars= 18 Water Table Depth= 99.00 ft Rebar Size= #9 Depth to Ignore Soil= 2.50 ft Rebar Fy= 60 ksi Depth to Full Cohesion= 0'ft Rebar MOE= 29000 ksi Full Cohesion Starts at?' Ground Tie Size= #5 Above Full Cohesion Lateral Resistance=4(Cohesion)(Dia)(H) Side Clear Cover to Ties= 3 in Below Full Cohesion Lateral Resistance=8(Cohesion)(Dia)(H) Direct Embed Pole Shaft Parameters Maximum Capacity Ratios Dia @ Grade= in Maximum Soil Ratio= 110.0% Dia @ Depth Below Grade= in Maximum Steel Ratio= 105.0% Number of Sides= Thickness= in 'Note:The drilled pier foundation was analyzed using the methodology in the software'PLS- Fy= ksi Caisson'(Version 8.10,or newer,by Power Line Systems,Inc.). Per the methods in PLS- Backfill Condition= -ICaisson,the soil reactions of cohesive soils are calculated using 8CD independent of the --- depth of the soil layer. The depth of soil to be ignored at the top of the drilled pier is based - the recommendations of the site specific geotechnical report. In the absence of any Define Soil Layers recommendations,the frost depth at the site or one half of the drilled pier diameter Note:Cohesion=Undrained Shear Strengh=Unconfined Compressive Strength/2 whichever is greater)shall be ignored. Friction Ultimate Comp.Ult. Tension Ult. Thickness Unit Weight Cohesion Angle End Bearing Skin Friction Skin Friction Depth Layer ft pcf psf degrees Soil Type psf psf psf ft 1 21 125 1000 25 Silt 15000 1650 21 2 3 4 5 6 7 8 9 10 11 12 Soil Results: Overturnin Depth to COR= 10.12 ft,from Grade Shear,Vu= 6.81 kips Bending Moment,Mu= 428.26 k-ft,from COR Resisting Shear,tBVn= 36.37 kips Resisting Moment, PMn= 2286.90 k-ft,from COR MOMENT RATIO= 18.7% OK SHEAR RATIO= 18.7% OK Soil Results: Uplift Soil Results: Compression Uplift,Tu= 0.00 kips Compression,Cu= 14.85 kips Uplift Capacity,mTn= 41.09 kips Comp.Capacity, 8Cn= 453.27 kips UPLIFT RATIO= 0.0% OK COMPRESSION RATIO= 3.3% OK Steel Results(ACI 318-08): Minimum Steel Area= 9.42 sq in Axial Load,Pu= 17.56 kips @ 3.50 ft Below Grade Actual Steel Area= 18.00 sq in Moment,Mu= 379.45 k-ft @ 3.50 ft Below Grade Moment,6 Mn= 1981.03 k-ft Axial,c8Pn(min)= -972.00 kips,Where 6tMn=0 k-ft MOMENT RATIO= 19.2% OK Axial,tIPn(max)= 4286.91 kips,Where OW=0 k-ft v4 2-Effective.12/22/15 (<1 Copyright 2015 by Paul I.Ford and Company,all rights reserved. - 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: 379.45 ft-kips(*Note) App#: Max. Factored Shaft Pu: 17.56 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 <----Disregard For P(DL) 1 <----Disregard Load Factor Shaft Factored Loads 1.00 Mu: 379.45 ft-kips Pier Properties 1.00 Pu: 17.56 kips Concrete: Pier Diameter= 5.0 ft 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= 0.003 Vert. Cage Diameter= 4.30 ft ACI 318 Code Vert. Cage Diameter= 51.62 in Select Analysis ACI Code= 2008 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 - EQ E. 200/Fy: 0.0033 , , % Mu P/�', /',i �� Mu • . • - Case 1 Case 2 Dist. From Edge to Neutral Axis: 10.37 in Extreme Steel Strain, et: 0.0130 Minimum Rho Check: et>0.0050,Tension Controlled Actual Req'd Min. Rho: 0.33% Flexural Reduction Factor,cp: 0.900 Provided Rho: 0.64% OK Ref.Shaft Max Axial Capacities, Max(Pn or Tn): Max Pu = (cp=0.65) Pn. Output Note: Negative Pu=Tension Pn per ACI 318 (10-2) 4286.91 kips For Axial Compression, cp Pn = Pu: 17.56 kips at Mu=(4=0.65)Mn= 1848.08 ft-kips Drilled Shaft Moment Capacity, cpMn: 1981.02 ft-kips Drilled Shaft Superimposed Mu: 379.45 ft-kips Max Tu, (q=0.9)Tn = 972 _kips at Mu=4=(0.90)Mn= 0.00 ft-kips (Mu/cpMn, Drilled Shaft Flexure CSR: 19.2% Drilled_Shaft_Moment_Capacity, DSMC, Version 1.1 -Effective 04/01/2010 Analysis Date: 3/2/2016 1 CCI Flagpole Tool C �/N CAS�LE - Site Data BU#:879570 Site Name:WASHINGTON SCARE MALL App#: Code Code: TIA-222-G CONCEALMENT PANEL ATTACHMENT 1 Ice Thickness: 1.25 in m p) 1 Windspeed(V): 93 mph Ice Wind Speed(V): 30 mph o FLANGE BOLT HOLES Exposure Category: C i �P) (0 Ai _____ /' '; Topographic Feature: N/A VA �j I..I Structure Class: II bIlk •� STIFFENER // Cn'P) !a FLANGE PLATE Tower Information / Total Tower Height: 87.5 ft SPINE Base Tower Height: 75 ft FLANGE PLATE Total Canister Length: 12.5 ft (TYPE 1:SOLIDITY RATIO OAS) Number of Canister Assembly Sections: 2 Mating Mating Canister Canister Flange Flange Plate Canister Canister Section Number of Sides Plate Solidity Number* Assembly Assembly Canister Section Type: Plate Plate Ratio Weight Weight Length(ft): Diameter(in): Thickness Diameter (Kip): (Kip) (inI**: (inl: 1 6. 30 Round - 0.75 300.5 0.150 0.097 2 6.3 30 Rou 1,. _240 39 0.45 0.361 0.099 *Sections are numbered from the top of the tower down **Mating Flange Plate Thickness at the bottom of canister section Flag on Tower: No Truck Ball on Tower: No Geometry:Base Tower +Spine 37516-0026.003_Concealment.eri (last saved 03/02 2:05 pm) Top Bottom Wall Pole Height Above Section Lap Splice Diameter Diameter Thickness Bend Pole Base(ft) Length(ft) Length(ft) Number of Sides (in) (in) (in) Radius(in) Material Delete 87.5 12.5 0 3.5 3.5 0.28 n/a A53-B-35 [x] 75 1.75 0 30 30 0.375 n/a A139-52 [x] 73.25 17 0 30 30 0.375 n/a A139-52 [x] _ 56.25 16.25 0 30 30 0.375 n/a A139-52 [x] 40 40 0 30 30 0.375 n/a A139-52 [x] Discrete Loads:CFAF for Canister Assembly Page 1 of 2 CCIFIagpole Tool v1.0 Canister Apply CFAF at Canister Assembly Canister Loading Elevation(z) CFAF CFAF CFAF CFAF CEAF Assembly Weight (ft) No Ice(ft2) 1/2"Ice(ft2) 1"Ice(ft2) 2"Ice(ft2) 4"Ice(ft2) Weight No 1/2"Ice Ice(Kip) (Kip) Canister Load 1 87.5 4.650 9.610 9.920 10.540 11.780 0.049 0.106 - Canister Load 2 81.3 9.375 19.375 20.000 21.250 23.750 0.249 0.365 Canister Load 3 75 4.725 9.765 10.080 10.710 11.970 0.410 0.469 Deflection Check Required: Yes Import Deflection Results 3%Spine Deflection Check Allowable(3%)Horizontal Spine Actual Sufficient/Insufficient Deflection(inches) Deflection ***finches) 4.500 1.363 Sufficient ***Relative deflection under service level wind speed Page 2 of 2 CCIFlagpole Tool v1.0 March 3, 2016 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37516-0026.003.7700,Application 319959,Revision Page 31 APPENDIX D SEISMIC CALCULATIONS tnxTower Report-version 7.0.5.1 fY Z X 13 11 10 9 8 76 5 4 3 2 1 30 29 28 27 26 24 22 21 20 19 18 17 15 14 48 47 46 45 44 43 42 40 38 37 32 34 33 32 31 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 149 Paul J Ford and Company SK- 1 Ryan Ferrante 87.5' Monopole; Tigard, OR; Washington Square Mall Feb 29, 2016 at 12:02 PM PJF 37516-0026.003/ BU 37516-0026.003_seismic.rt3 Company : Paul J Ford and Company Mar 2,2016 Designer : Ryan Ferrante 3:24 PM Job Number PJF 37516 0026.003/BU 879570 Checked By: T E c H N o L o c I E s Model Name : 87.5'Monopole;Tigard,OR;Washington Square Mall (Global) Model Settings Display Sections for Member Calcs 2 Max Internal Sections for Member Calcs 100 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn-Intersecting Wood Wall? Yes Area Load Mesh (in^2) 144 Merge Tolerance(in) .12 P-Delta Analysis Tolerance 0.50% include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? No Maki Iterations for Wall Stiffness 3 Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size(in) 12 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated 1 Dynamic Solver Standard Solver 'Hot Rolled Steel Code AISC 14th(360-10): LRFD Adjust Stiffness? Yes(Iterative) RISAConnection Code None Cold Formed Steel Code None Wood Code None Wood Temperature <10QF Concrete Code None Masonry Code None Aluminum Code None-Building _ Number of Shear Regions 4 Region Spacing Increment(in) 4 Biaxial Column Method Exact Integration Parme Beta Factor(PCA) .655 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam.Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max% Steel for Column 8 RISA-3D Version 14.0.0 [T:\...\...\...\...\Seismic\37516-0026.003_Seismic.rt3] Page 1 Company : Paul J Ford and Company Mar 2,2016 INRISA Designer : Ryan Ferrante 3:24 PM Job Number PJF 37516 0026.003/BU 879570 Checked By: r E c M N o o G I e s Model Name : 87.5'Monopole;Tigard,OR;Washington Square Mall (Global) Model Settings, Continued Seismic Code ASCE 7-10 .Seismic-Base Elevation(ft) , Not Entered . Add Base Weight? Yes Ct X` .028 Ct Z .028 T Z(sec) 1.029 RZ 1.5 Ct Exp X.0 . iuua .8 Ct Exp Z .8 SDn1A47. : ., SDS .724 426 TL(sec) 16 Risk=fat. , x ;6 .0`, OmZ 1 Orrt`Xz. . RhoZ 1 Rho`X Hot Rolled Steel Properties Label E[ksi] G[ksi] Nu Therm(\1 E...Density[k/ft... Yield[ksi] Ry Fulksi] Rt 1 A53-B-35 29000 11200 .295 .65 .49 35 1.5 I 58 1.2 2., 14139452. 29000 11200 :295 .65 49 52 1,.1 = . 58. '1.2-. '. Member Primary Data Label _ I Joint_ J Joint K Joint Rotate(... Section/Shape Type Design List Material Design R... 1 M1 N1 N13 ANT LEG L1 Column Pipe A53-B-35 Typical 2 - X14 N1, _, ANT_LEG=L2 `Colo n . ..o-ipe. .. ; 11 9-6 Typical' 3 M3 N15 N14 ANT LEG L3 Column Pipe A139-52 Typical 4 fott..:: 32 N 6 _ ANT LEG L4 Column A139-52- Typical 5 M5 N48 N32 ANT_LEG_L5 Column Pipe A139-52 Typical Load Combinations Description Sol... PDelta SRSS BLC Fa... BLC Fa..B.... Fa...B... Fa... B... Fa...B... Fa... B._Fa_.. B...Fa... B... Fa... B...Fa... 1 Dead Only Y 1 1 2 (11.2+0.2;SDS).,Yes Y 1 1.3...SX':.. 1 3 (1.2+0.2 SDs)..Yes Y 1 1.3...SZ*... 1 Dynamics Input ---- ------------ ------ ------- Number of Modes 25 Load Combination Number i-Dead Only Acceleration of Gravity 32.2 (ft/secA2) Convergence Tolerance 0.0001 RISA-3D Version 14.0.0 [T:\...\...\...\...\Seismic\37516-0026.003 Seismic.rt3] Page 2 Company : Paul J Ford and Company Mar 2,2016 f+ Designer : Ryan 7errante 3:24 PM `� Job Number PJF 37516 0026.003/BU 879570 Checked By: TECHNOLOGIES Model Name : 87.5'Monopole;Tigard,OR;Washington Square Mall Response Spectra Data X Direction Spectra ASCE 2010, Parametric Design Spectra Modes Used ''. ..._ .: All 25 modes - Mode No.for Signs Modal Combination MethodCQC Damping Ratio 5 Percent - ----- ---- Z Direction Spectra ASCE 2010, Parametric Design Spectra Modes Used ' A1125 modes Mode No.for Signs Modal Combination Method ` CQC Damping Ratio 5 Percent Frequencies/Participation Mode Number Frequency Period Percent Modal Participation (Hz) Sec X Spectra Y Spectra Z Spectra 1 ___T .971 1.029 .005 65.301 2- .971 1.029 65 301 .005 3 2.828 .354 2.522 4 2.828 .354 2.622 5 I 7.469 .134 15.524 6 7.489 .134.:' 15.524 7 13.272 .075 - .519 8 : 13. 72..e - .076- _ .519 9 21.158 .047 5.285 10 21.11 : .047 - 5.285 11 40.783 .025 2.876 - 12 40,: .' ,025 :, 2.876 13 42.182 _ .024 82.185 14 57,208 .017 .054 - 15 57.208 .017 .054 16 56.68 - .015 : 1.661 17 66.661 .015 1.661 18 94.796 .011 1.069 19 94.796 .011 1.069 20 110.478 .009= .075 21 110.478 .009 .075 - 22 129.332 .008 .866 23 129.332 .008 .866 24 129.962 .008 1 6.881 25 164.021 .006 I 2.552 Totals : [ 95.757 91.619 95.757 Spectra Scaling Factor Scalin_g_Factor Z: .801 _Scalip Factor X: .801 1 Envelope Member Section Forces max' x662 2 .329ea 2 hear[ 3 0 2 y-y Moment[k-ft] LC z-zMoment[k-ft] LC Member Sec Axial k]� LC y ear[k], LC z S ear or ue 1 M1 j 12 2.575 3 2.575 2 - 2 min .662 3 0 3 0 2 0 2 0 2 0 3 3 2 max, .065 2 .069 2 .069 1 3 0 2 0 2 0 2 4 min .065 3 0 3 0 2 0 2 0 2 0 2 - 5 M2 1 max 1.504 2 .573 2 .573 3 0 2 3.471 3 3.471 2 6 min 1.504` 3 0 3 0 2 0 2 0 2 0 3 7 ! 2 [max, 1.213 I 2 .573 21 .573 1 3 0 2 _ 2.575 3 2.575 2 RISA-3D Version 14.0.0 [T:\...\...\...\...\Seismic\37516-0026.003_Seismic.rt3] Page 3 J Company : Paul J Ford and Company Mar 2,2016 Designer Ryan Ferrante 3:24 PM Job Number PJF 37516-0026.003/BU 879570 Checked By: TECHNOLOGIES Model Name : 87.5'Monopole;Tigard,OR;Washington Square Mall Envelope Member Section Forces (Continued) Member Sec Axialfkl LC v Shearfk LC z Shearfkl LC Torquefk...LC v-v Momentfk-ft LC z-z Momentfk-ft] LC 8 R,, min • 4.213 ' {3 3 2 4 2 t1 2 0 3 9 M3 1 max 6.424 2 6 1.996 2 1.996 3 0 2 29.14 3 29.045 2 1 1 `:" ._ m'm 424- 3 .. 0 3 0 - 2 -0 2 .095. 2 0 ; 1 3 11 2 max 1.971 2 .828 2 .828 3 0 2 3.471 3 3.471 2 Mtn '1971 3: ... 0 ,::,` 3 0 ;.2 0 2 A = 0 3 13 M4 1 max 9.709 2 2.509 2 2.509 3 0 2 65.976 3 65.88 2 14 i tin =97th . °3 .0 3 0.= 2. - 0 , 2 .096 2 . 0 -3 15 2 max 6.891 2 2.111 2 r 2.111 3 0 2 29.14 3 29.045 2 „Min +5.011...: `;3 N. 3 . 3. . , 0 2 ,.0 2 ; .095 2 „ 0 ._. . 3 17 M5 1 max 16.648 2 3.047 2 3.047 3 0 2 175.145 3 175.047 2 0'; . .2: 0- .: 2 - 197 , 2 .".'. 0 3 19 2 max 9.709 2 2.545 2 2.545 3 0 2 65.976 3 65.88 2 9109 0 ' ::0 2 4: 2 ._ .096 °;2 '0 3 Envelope Joint Reactions Joint X[k] LC Y 1k] LC Z[k] LC MX[k-ft] LC MY[k-ft] LC MZ[k_ft] LC 1 N48 max 0 3 16.648 3 0 2 -.097 2 0 2 0 3 2 . ,. ,.' min x:0472 1=6.648 2 X3.047 3 .475.'143. 3= 0 ` 2 -175.047 2 3 Totals: max 0 3 16.648 3 0 2 4 mein .. 3, ,: 16.E 2 -3.047. _ 3 Envelope AISC 14th(360-10): LRFD Steel Code Checks Member Shape Code Check Loc[ft] LC Shear...Loc[ft]Dir LC phi*Pnc...phi*Pnt[kl ohi*Mn v...Dhi*Mn z...Cb Egn 1 M1 P3.5x0.28 .341 0 3 .012 0 2 89.222 89.222 7.64 7.64 1 Hl-lb 2 M2-: 1344x0;375' .004 ... `0 3.. .001 ' 0 2 1521 '1633.376-1141414 1144.414 ;1 ftI-lb 3 M3 P30x0.375 .028 0 3 .004 0 2 1521.602 1633.373 1141.414 1141.414 1 H1-1 b 4. :-j, M4. P304,375 161 . `0 3 .005 0 2 '1521102 i6333761141.414 414i.414 1 HI-1 b 5 M5 P30x0.375 .159 0 3 .006 0 2 1521.602 1633.373 1141.414 1141.414 1 H1-1b RISA-3D Version 14.0.0 [T:\...\...\...\...\Seismic\37516-0026.003_Seismic.rt3] Page 4 Design Maps Summary Report 1 of 1 IJ 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 45.45297°N, 122.77822°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III a^N K• :fes : . .9::f:: ...:',-/,:= ':::,f ..;,,,i-:41111Ukci:Zo',.. „...:::-..-::, ( �, �` %or acif ' ... '#*,,,'-''',Z„''• 4..fe,.: f USGS-Provided Output Ss = 0.980 g SMS = 1.086 g SDS = 0.724 g S1 = 0.426 g SM1 = 0.670 g 5D1 = 0.447 g For information on how the SS and Si 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. 0.99 MCEf Response Spectrum Design Response Spectrum 1.10 0.80 0.99 0.72 0.99 0.64 0.77 0.56 OI 0.66 SI 0.42 U1 0.55 y 0.40 0.44 0.32 0.33 0.24 0.22 0.16 0.11 0.02 0.00 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period,T(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://ehp1-earthquake.cr.usgs.gov/designmaps/us/summary.php?templa... 2/26/2016 4:24 PM