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Specifications RIFPAUL J. FORD Ae _ & COMPANY 1 1965.2015 1 PAR 7 ?f,'18 Date: December 19,2017 Saleem Dooh Paul J.Ford and Cott+i a ._ _ " Crown Castle 250 E. Broad Street, Suite 600 2055 S. Stearman Drive Columbus,OH 43215 Chandler,AZ 85286 614.221.6679 602.845.1752 jmeinerding@pjfweb.com Subject: Structural Modification Report Carrier Designation: Sprint PCS Co-Locate Carrier Site Number: P029XC053 Carrier Site Name: WASHINGTON SQUARE MALL Crown Castle Designation: Crown Castle BU Number: 879570 Crown Castle Site Name: WASHINGTON SQUARE MALL Crown Castle JDE Job Number: 433808 Crown Castle Work Order Number: 1496996 Crown Castle Application Number: 387087 Rev. 16 Engineering Firm Designation: Paul J.Ford and Company Project Number: 37517-3254.002.7700 Site Data: 9585 SW Washington Sq Rd,TIGARD,Washington County,OR Latitude 45°27'10.69", Longitude-122°46'41.31" 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 1113796, in accordance with application 387087,revision 16. 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+ Proposed Equipment Sufficient Capacity Note:See Table I and Table It for the proposed and existing 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 and Exposure Category C 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. sl cruRat Respectfully submitted by: ,e.so N� �`oy 'V 89567PE 'f Joey Meinerding, E.I. Structural Designer vrr0 ti REG N� tnxTower Report-version 7.0.5.1 44 ` pV� NK.KEW ExPime: ',k, 34e DEE=212011 L J. FORD RIF &PAU C 0 MPA N Y ,96,_2015 Date: December 19, 2017 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 jmeinerding@pjfweb.com Subject: Structural Modification Report Carrier Designation: Sprint PCS Co-Locate Carrier Site Number: P029XC053 Carrier Site Name: WASHINGTON SQUARE MALL Crown Castle Designation: Crown Castle BU Number: 879570 Crown Castle Site Name: WASHINGTON SQUARE MALL Crown Castle JDE Job Number: 433808 Crown Castle Work Order Number: 1496996 Crown Castle Application Number: 387087 Rev. 16 Engineering Firm Designation: Paul J. Ford and Company Project Number: 37517-3254.002.7700 Site Data: 9585 SW Washington Sq Rd,TIGARD,Washington County, OR Latitude 45°27'10.69", Longitude-122°46'41.31" 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 1113796, in accordance with application 387087, revision 16. 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 + Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing 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 and Exposure Category C 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: Joey Meinerding, E.I. Structural Designer BKK tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37517-3254.002.7700,Application 387087, Revision 16 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2- Existing 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 Component Stresses vs. Capacity 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37517-3254.002.7700, Application 387087, Revision 16 Page 3 1) INTRODUCTION This tower is an 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 and Exposure Category C were used in this analysis. Table 1 -Proposed Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 3 i commscope i DHHTT65B-3XR 1 samsung OPTIC FIBER JUNCTION 3 !telecommunications CYLINDER 3 samsung POWER JUNCTION telecommunications! CYLINDER 83.0 83.0 3 3 samsung 3 1-7/16 -- RRH-B8 telecommunications I j 3 samsung RRH-C2A w/EXT FILTER telecommunications, j 3 j samsung RRH-P4 !telecommunications i j Table 2-Existing Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Lines Size(in) 84.0 ; 84.0r-----i-----1---- ems wireless 1 RR65-18-04DP i 61-518 I 2 i 73.0 E 3 alcatel lucent RRH2x40 AWS RDEM [ 1 71.0 1 1 s raycap 1 DC6-48-60-18-8F I r _ _ _ ___4 3 commsco e IRV4PX310R-V2 w/Mount j 3 j 1/4 70.0 70.0 p Pipe 4 _; 1/2 1 1 1 tower mounts i Pipe Mount[PM 601-3] I 6 7/8 69•0 1 j raycap 1 DC6-48-60-18-8F 1 [ 66.0 3 alcatel lucent , B25 RRH4X30 1 64 0 1 I tower mounts i Pipe Mount[PM 601-3] 3 alcatel lucent I RRH4x25 B30 r IRV4PX310R-V2 w/Mount l 64.0 60.0 3 commscope i Pii 6 7/8 ? 1 Pe 1 1 powerwave TT19-086P111-001 , technologies I j Notes: 1) Existing Equipment 2) Equipment To Be Removed tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37517-3254.002.7700,Application 387087, Revision 16 Page 4 3)ANALYSIS PROCEDURE Table 3-Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS 1 ADaPT, OR99-2522, 08/11/1999 1574694 CCISITES 4-POST-MODIFICATION TEP, 74592.62008, 03/30/2017 j 6790819 CCISITES INSPECTION 4-TOWER FOUNDATION Rohn, 44583AE, 07/14/2000 1 1625445 CCISITES ` DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER Rohn, 44583Ae, 07/17/2000 & DRAWINGS FDH, 146E111500, 12/22/2014 1626447 1 CCISITES (Mapping) 3.1) Analysis Method tnxTower(version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) The monopole has been analyzed for seismic loading using a modal analysis per ASCE 7-10. See Appendix C for seismic calculations. 5) Monopole was modified in conformance with the referenced modification drawings. 6) 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 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37517-3254.002.7700,Application 387087, Revision 16 Page 5 4)ANALYSIS RESULTS Table 4-Section Capacity (Summary) Section Critical SF*P allow % Elevation(ft) Component Type Size P(K) - Pass/Fail No. Element (K) Capacity L1 87.5-75 Pole P4.5x0.628 1 i -3.56 240.63 I 62.0 I Pass L2 75 73.25 Pole j P30x0.375 2 -3.82 1520.46 r 1.9 r Pass L3 173.25-51.25 Pole P30x0.375 i 3 -13.46 1520.46 11.3 Pass L4 N 51.25 40 Pole P30x0.375 1 4 -16.73 1520.46 18.2 IPass IT L5 40-0 i Pole 1 P30x0.375 ! 5 -22.88 1520.46 46.9 r Pass i !Summary i I IT Pole(L1) ! 62.0 ! Pass � Rating= r 62.0 G Pass Table 5-Tower Component Stresses vs. Capacity Notes I Component Elevation (ft) %Capacity Pass/Fail 1 1 Anchor Rods 0 38.0r- Pass 1 i I Base Plate 0 36.0 Pass 1 I Base Foundation 0 27.4 Pass Structural Steel Base Foundation 1 Soil Interaction 0 27.3 } Pass 1...__.__.___Inge Connection 40 41.2 Pass �W _..._ 1i Flange Connection 75 i74.0 Pass Structure Rating (max from all components)= 74.0% Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations Install the proposed modifications per the attached drawings. tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CC/BU No 879570 Project Number 37517-3254.002.7700,Application 387087, Revision 16 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37517-3254.002.7700,Application 387087, Revision 16 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 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 4 Use Clear Spans For Wind Area SR Leg Bolts Resist Compression 4 Use Code Stress Ratios Use Clear Spans For KUr All Leg Panels Have Same Allowable Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice 4 Bypass Mast Stability Checks J Consider Feed Line Torque Always Use Max Kz 4 Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile 4 Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component 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 Socket Length Length Size Grade ft ft ft L1 87.50-75.00 12.50 P4.5x0.628 A53-B-35 (35 ksi) L2 75.00-73.25 1.75 P30x0.375 API 5LX52 (52 ksi) L3 73.25-51.25 22.00 P30x0.375 API 5LX52 (52 ksi) L4 51.25-40.00 11.25 P30x0.375 API 5LX52 (52 ksi) L5 40.00-0.00 40.00 P30x0.375 API 5LX52 tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 . Project Number 37517-3254.002.7700,Application 387087, Revision 16 Page 8 Section Elevation Section Pole Pole Socket Length Length Size Grade ft ft ft (52 ksi) Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mu/t. Double Angle Double Angle Double Angle Elevation Area Thickness Al 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- 1 0 1 75.00 L2 75.00- 1 0 1 73.25 L3 73.25- 1 0 1 51.25 L4 51.25- 1 1 1 40.00 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 TYPE 2(1-7/16) C No Inside Pole 83.00-0.00 3 No Ice 0.00 0.60 1/2"Ice 0.00 0.60 1"Ice 0.00 0.60 2"Ice 0.00 0.60 ... LDF1-50A(1/4) C No Inside Pole 70.00-0.00 3 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 PWRT-210-S(1/2) C No Inside Pole 70.00-0.00 4 No Ice 0.00 0.20 1/2"Ice 0.00 0.20 1"Ice 0.00 0.20 2"Ice 0.00 0.20 LDF5-50A(7/8) C No Inside Pole 70.00-0.00 6 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 2"Ice 0.00 0.33 ... LDF5-50A(7/8) C No Inside Pole 64.00-0.00 6 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 2"Ice 0.00 0.33 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 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 0.01 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 0.00 L3 73.25-51.25 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 0.12 L4 51.25-40.00 A 0.000 0.000 0.000 0.000 0.00 tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 • Project Number 37517-3254.002.7700,Application 387087, Revision 16 Page 9 Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 flz ft2 ft2 K B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.08 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 0.27 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 87.50-75.00 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 0.01 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 0.00 L3 73.25-51.25 A 2.664 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 0.12 L4 51.25-40.00 A 2.582 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 0.08 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 0.27 Feed Line Center of Pressure Section Elevation CP,, 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 73.25-51.25 0.0000 0.0000 0.0000 0.0000 L4 51.25-40.00 0.0000 0.0000 0.0000 0.0000 L5 40.00-0.00 0.0000 0.0000 0.0000 0.0000 Shielding Factor Ka 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 ° ft tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37517-3254.002.7700,Application 387087, Revision 16 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 DHHTT65B-3XR A From Leg 0.50 0.0000 83.00 No Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.10 0.00 Ice 0.00 0.00 0.16 1"Ice 0.00 0.00 0.29 2"Ice DHHTT65B-3XR B From Leg 0.50 0.0000 83.00 No Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.10 0.00 Ice 0.00 0.00 0.16 1"Ice 0.00 0.00 0.29 2"Ice DHHTT65B-3XR C From Leg 0.50 0.0000 83.00 No Ice 0.00 0.00 0.05 0.00 1/2" 0.00 0.00 0.10 0.00 Ice 0.00 0.00 0.16 1"Ice 0.00 0.00 0.29 2"Ice OPTIC FIBER JUNCTION A From Leg 0.50 0.0000 83.00 No Ice 0.00 0.00 0.00 CYLINDER 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.03 2"Ice OPTIC FIBER JUNCTION B From Leg 0.50 0.0000 83.00 No Ice 0.00 0.00 0.00 CYLINDER 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.01 T'Ice 0.00 0.00 0.03 2"Ice OPTIC FIBER JUNCTION C From Leg 0.50 0.0000 83.00 No Ice 0.00 0.00 0.00 CYLINDER 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.03 2"Ice POWER JUNCTION A From Leg 0.50 0.0000 83.00 No Ice 0.00 0.00 0.00 CYLINDER 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.03 2"Ice POWER JUNCTION B From Leg 0.50 0.0000 83.00 No Ice 0.00 0.00 0.00 CYLINDER 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.03 2"Ice POWER JUNCTION C From Leg 0.50 0.0000 83.00 No Ice 0.00 0.00 0.00 CYLINDER 0.00 1/2" 0.00 0.00 0.01 0.00 Ice 0.00 0.00 0.01 1"Ice 0.00 0.00 0.03 2"Ice RRH-C2A w/EXT FILTER A From Leg 0.50 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 0.00 Ice 0.00 0.00 0.10 1"Ice 0.00 0.00 0.16 2"Ice RRH-C2A w/EXT FILTER B From Leg 0.50 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 0.00 Ice 0.00 0.00 0.10 1"Ice 0.00 0.00 0.16 2"Ice RRH-C2A w/EXT FILTER C From Leg 0.50 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 0.00 Ice 0.00 0.00 0.10 1"Ice 0.00 0.00 0.16 2"Ice RRH-B8 A From Leg 0.50 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 0.00 Ice 0.00 0.00 0.11 tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 - Project Number 37517-3254.002.7700,Application 387087, Revision 16 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 1"Ice 0.00 0.00 0.18 2"Ice RRH-B8 B From Leg 0.50 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 0.00 Ice 0.00 0.00 0.11 1"Ice 0.00 0.00 0.18 2"Ice RRH-B8 C From Leg 0.50 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 0.00 Ice 0.00 0.00 0.11 1"Ice 0.00 0.00 0.18 2"Ice RRH-P4 A From Leg 0.50 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 0.00 Ice 0.00 0.00 0.11 1"Ice 0.00 0.00 0.17 2"Ice RRH-P4 B From Leg 0.50 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 0.00 Ice 0.00 0.00 0.11 1"Ice 0.00 0.00 0.17 2"Ice RRH-P4 C From Leg 0.50 0.0000 83.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 0.00 Ice 0.00 0.00 0.11 1"Ice 0.00 0.00 0.17 2"Ice RV4PX310R-V2 w/Mount A From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.12 Pipe 0.00 1/2" 0.00 0.00 0.22 0.00 Ice 0.00 0.00 0.33 1"Ice 0.00 0.00 0.60 2"Ice RV4PX310R-V2 w/Mount B From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.12 Pipe 0.00 1/2" 0.00 0.00 0.22 0.00 Ice 0.00 0.00 0.33 1"Ice 0.00 0.00 0.60 2"Ice RV4PX310R-V2 w/Mount C From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.12 Pipe 0.00 1/2" 0.00 0.00 0.22 0.00 Ice 0.00 0.00 0.33 1"Ice 0.00 0.00 0.60 2"Ice RRH2x40-AWS RDEM A From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.10 3.00 Ice 0.00 0.00 0.13 1"Ice 0.00 0.00 0.22 2"Ice RRH2x40-AWS RDEM B From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.10 3.00 Ice 0.00 0.00 0.13 1"Ice 0.00 0.00 0.22 2"Ice RRH2x40-AWS RDEM C From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.10 3.00 Ice 0.00 0.00 0.13 1"Ice 0.00 0.00 0.22 2"Ice B25 RRH4X30 A From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 -4.00 Ice 0.00 0.00 0.10 1"Ice 0.00 0.00 0.16 2"Ice B25 RRH4X30 B From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37517-3254.002.7700,Application 387087, Revision 16 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft -4.00 Ice 0.00 0.00 0.10 1"Ice 0.00 0.00 0.16 2"Ice B25 RRH4X30 C From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.06 0.00 1/2" 0.00 0.00 0.08 -4.00 Ice 0.00 0.00 0.10 1"Ice 0.00 0.00 0.16 2"Ice DC6-48-60-18-8F A From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.02 0.00 1/2" 0.00 0.00 0.04 1.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.11 2"Ice DC6-48-60-18-8F B From Leg 1.00 0.0000 70.00 No Ice 0.00 0.00 0.02 0.00 1/2" 0.00 0.00 0.04 -1.00 Ice 0.00 0.00 0.06 1"Ice 0.00 0.00 0.11 2"Ice Pipe Mount[PM 601-3] C None 0.0000 70.00 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 RV4PX310R-V2 w/Mount A From Leg 1.00 0.0000 64.00 No Ice 0.00 0.00 0.12 Pipe 0.00 1/2" 0.00 0.00 0.22 -4.00 Ice 0.00 0.00 0.33 1"Ice 0.00 0.00 0.60 2"Ice RV4PX310R-V2 w/Mount B From Leg 1.00 0.0000 64.00 No Ice 0.00 0.00 0.12 Pipe 0.00 1/2" 0.00 0.00 0.22 -4.00 Ice 0.00 0.00 0.33 1"Ice 0.00 0.00 0.60 2"Ice RV4PX310R-V2 w/Mount C From Leg 1.00 0.0000 64.00 No Ice 0.00 0.00 0.12 Pipe 0.00 1/2" 0.00 0.00 0.22 -4.00 Ice 0.00 0.00 0.33 1"Ice 0.00 0.00 0.60 2"Ice RRH4x25-B30 A From Leg 1.00 0.0000 64.00 No Ice 0.00 0.00 0.07 0.00 1/2" 0.00 0.00 0.09 -4.00 Ice 0.00 0.00 0.12 1"Ice 0.00 0.00 0.19 2"Ice RRH4x25-B30 B From Leg 1.00 0.0000 64.00 No Ice 0.00 0.00 0.07 0.00 1/2" 0.00 0.00 0.09 -4.00 Ice 0.00 0.00 0.12 1"Ice 0.00 0.00 0.19 2"Ice RRH4x25-B30 C From Leg 1.00 0.0000 64.00 No Ice 0.00 0.00 0.07 0.00 1/2" 0.00 0.00 0.09 -4.00 Ice 0.00 0.00 0.12 1"Ice 0.00 0.00 0.19 2"Ice TT19-08BP111-001 C From Leg 1.00 0.0000 64.00 No Ice 0.00 0.00 0.02 0.00 1/2" 0.00 0.00 0.02 -4.00 Ice 0.00 0.00 0.03 1"Ice 0.00 0.00 0.05 2"Ice Pipe Mount[PM 601-3] C None 0.0000 64.00 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 tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 • Project Number 37517-3254002.7700,Application 387087, Revision 16 Page 13 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Holz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft Canister Load1 C None 0.0000 73.25 No Ice 33.15 33.15 0.35 1/2" 67.15 67.15 0.75 Ice 68.00 68.00 1.17 1"Ice 69.70 69.70 2.01 2"Ice Canister Load2 C None 0.0000 56.25 No Ice 42.90 42.90 1.67 1/2" 86.90 86.90 2.20 Ice 88.00 88.00 2.73 1"Ice 90.20 90.20 3.82 2"Ice Canister Load3 C None 0.0000 51.25 No Ice 9.75 9.75 1.32 1/2" 19.75 19.75 1.44 Ice 20.00 20.00 1.56 1"Ice 20.50 20.50 1.81 2"Ice Canister Load1 C None 0.0000 87.50 No Ice 16.57 16.57 0.17 1/2" 33.58 33.58 0.38 Ice 34.00 34.00 0.58 1"Ice 34.85 34.85 1.00 2"Ice Canister Load2 C None 0.0000 79.00 No Ice 27.79 27.79 1.78 1/2" 56.29 56.29 2.12 Ice 57.00 57.00 2.47 1"Ice 58.42 58.42 3.17 2"Ice Canister Load3 C None 0.0000 73.25 No Ice 11.21 11.21 1.61 1/2" 22.71 22.71 1.75 Ice 23.00 23.00 1.89 1"Ice 23.57 23.57 2.17 2"Ice Tower Pressures - No Ice GH=1.100 Section z Kz q: AG F AF AR Aleg Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf ft2 ft ft2 ft2 ft ft2 L1 87.50- 81.25 1.211 25.48 4.688 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 0.000 0.000 0.00 0.000 0.000 73.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 73.25- 62.25 1.145 24.09 55.000 A 0.000 0.000 0.000 0.00 0.000 0.000 51.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L4 51.25- 45.63 1.073 22.57 28.125 A 0.000 28.125 28.125 100.00 0.000 0.000 40.00 B 0.000 28.125 100.00 0.000 0.000 C 0.000 28.125 100.00 0.000 0.000 L5 40.00-0.00 20.72 0.909 19.27 100.00 A 0.000 100.000 100.000 100.00 0.000 0.000 0 B 0.000 100.000 100.00 0.000 0.000 C 0.000 100.000 100.00 0.000 0.000 Tower Pressure - With Ice tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 - Project Number 37517-3254.002.7700,Application 387087, Revision 16 Page 14 Gy=1.100 Section z Kz q= tz AG F AF AR Aieg Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf in ft2 e ft2 ft2 ft2 ft2 ft2 L187.50-75.00 81.25 1.211 2.65 2.7357 10.387 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 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 L3 73.25-51.25 62.25 1.145 2.51 2.6638 64.767 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 51.25-40.00 45.63 1.073 2.35 2.5823 32.967 A 0.000 32.967 32.967 100.00 0.000 0.000 B 0.000 32.967 100.00 0.000 0.000 C 0.000 32.967 100.00 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 qz AG F AF AR A,eg Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf ft2 ft2 ft2 ft2 ft2 ft2 L1 87.50- 81.25 1.211 9.49 4.688 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 0.000 0.000 0.00 0.000 0.000 73.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 73.25- 62.25 1.145 8.97 55.000 A 0.000 0.000 0.000 0.00 0.000 0.000 51.25 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L4 51.25- 45.63 1.073 8.40 28.125 A 0.000 28.125 28.125 100.00 0.000 0.000 40.00 B 0.000 28.125 100.00 0.000 0.000 C 0.000 28.125 100.00 0.000 0.000 L5 40.00-0.00 20.72 0.909 7.18 100.00 A 0.000 100.000 100.000 100.00 0.000 0.000 0 B 0.000 100.000 100.00 0.000 0.000 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 tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37517-3254.002.7700,Application 387087, Revision 16 Page 15 Comb. Description No. 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 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 87.5-75 Pole Max Tension 39 0.00 0.00 -0.00 Max.Compression 26 -9.94 -0.00 0.00 Max.Mx 8 -3.56 -15.08 0.00 Max.My 2 -3.56 -0.00 15.08 Max.Vy 8 2.12 -8.53 0.00 Max.Vx 2 -2.12 -0.00 8.53 Max.Torque 32 0.00 L2 75-73.25 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -10.38 -0.00 0.00 Max.Mx 8 -3.82 -18.72 0.00 Max.My 2 -3.82 -0.00 18.72 Max.Vy 8 2.08 -18.72 0.00 Max.Vx 2 -2.08 -0.00 18.72 Max.Torque 32 0.00 L3 73.25- Pole Max Tension 1 0.00 0.00 0.00 51.25 Max.Compression 26 -35.15 -0.15 0.09 Max.Mx 8 -13.46 -118.94 -0.00 Max.My 2 -13.46 0.00 118.94 Max.Vy 8 6.00 -118.94 -0.00 Max.Vx 2 -6.00 0.00 118.94 Max.Torque 12 0.00 L4 51.25-40 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -40.23 -0.15 0.09 tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 - Project Number 37517-3254.002.7700,Application 387087, Revision 16 Page 16 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max.Mx 8 -16.73 -195.01 -0.00 Max.My 2 -16.73 -0.00 195.01 Max.Vy 8 7.10 -195.01 -0.00 Max.Vx 2 -7.10 -0.00 195.01 Max.Torque 12 0.00 L5 40-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -50.03 -0.15 0.09 Max.Mx 8 -22.88 -516.66 -0.00 Max.My 2 -22.88 -0.00 516.66 Max.Vy 8 8.84 -516.66 -0.00 Max.Vx 2 -8.84 -0.00 516.66 Max.Torque 12 0.00 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 50.03 -0.00 0.00 Max.H% 20 22.88 8.82 -0.00 Max.HZ 3 17.16 0.00 8.82 Max.Mx 2 516.66 -0.00 8.82 Max.Ms 8 516.66 -8.82 -0.00 Max.Torsion 12 0.00 -4.41 -7.64 Min.Vert 9 17.16 -8.82 -0.00 Min.HX 8 22.88 -8.82 -0.00 Min.Hz 15 17.16 0.00 -8.82 Min.MX 14 -516.66 -0.00 -8.82 Min.Ms 20 -516.66 8.82 -0.00 Min.Torsion 24 -0.00 4.41 7.64 Tower Mast Reaction Summary Load Vertical Shears Shears Overturning Overturning Torque Combination Moment,Ms Moment,Ms K K K kip-ft kip-ft kip-ft Dead Only 19.07 0.00 0.00 0.00 0.00 0.00 1.2 Dead+1.6 Wind 0 deg- 22.88 0.00 -8.82 -516.66 -0.00 0.00 No Ice 0.9 Dead+1.6 Wind 0 deg- 17.16 -0.00 -8.82 -512.30 0.00 0.00 No Ice 1.2 Dead+1.6 Wind 30 deg- 22.88 4.41 -7.64 -447.43 -258.33 0.00 No Ice 0.9 Dead+1.6 Wind 30 deg- 17.16 4.41 -7.64 -443.66 -256.15 0.00 No Ice 1.2 Dead+1.6 Wind 60 deg- 22.88 7.64 -4.41 -258.33 -447.43 -0.00 No Ice 0.9 Dead+1.6 Wind 60 deg- 17.16 7.64 -4.41 -256.15 -443.66 -0.00 No Ice 1.2 Dead+1.6 Wind 90 deg- 22.88 8.82 0.00 0.00 -516.66 -0.00 No Ice 0.9 Dead+1.6 Wind 90 deg- 17.16 8.82 0.00 0.00 -512.25 -0.00 No Ice 1.2 Dead+1.6 Wind 120 deg 22.88 7.64 4.41 258.33 -447.43 -0.00 -No Ice 0.9 Dead+1.6 Wind 120 deg 17.16 7.64 4.41 256.15 -443.66 -0.00 -No Ice 1.2 Dead+1.6 Wind 150 deg 22.88 4.41 7.64 447.43 -258.33 -0.00 -No Ice 0.9 Dead+1.6 Wind 150 deg 17.16 4.41 7.64 443.66 -256.15 -0.00 -No Ice tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37517-3254.002.7700,Application 387087, Revision 16 Page 17 Load Vertical Shear„ Shearz Overturning Overturning Torque Combination Moment,MX Moment,Mi K K K kip-ft kip-ft kip-ft 1.2 Dead+1.6 Wind 180 deg 22.88 0.00 8.82 516.66 -0.00 -0.00 -No Ice 0.9 Dead+1.6 Wind 180 deg 17.16 -0.00 8.82 512.30 0.00 -0.00 -No Ice 1.2 Dead+1.6 Wind 210 deg 22.88 -4.41 7.64 447.43 258.33 -0.00 -No Ice 0.9 Dead+1.6 Wind 210 deg 17.16 -4.41 7.64 443.66 256.15 -0.00 -No Ice 1.2 Dead+1.6 Wind 240 deg 22.88 -7.64 4.41 258.33 447.43 -0.00 -No Ice 0.9 Dead+1.6 Wind 240 deg 17.16 -7.64 4.41 256.15 443.66 -0.00 -No Ice 1.2 Dead+1.6 Wind 270 deg 22.88 -8.82 0.00 0.00 516.66 0.00 -No Ice 0.9 Dead+1.6 Wind 270 deg 17.16 -8.82 0.00 0.00 512.25 0.00 -No Ice 1.2 Dead+1.6 Wind 300 deg 22.88 -7.64 -4.41 -258.33 447.43 0.00 -No Ice 0.9 Dead+1.6 Wind 300 deg 17.16 -7.64 -4.41 -256.15 443.66 0.00 -No Ice 1.2 Dead+1.6 Wind 330 deg 22.88 -4.41 -7.64 -447.43 258.33 0.00 -No Ice 0.9 Dead+1.6 Wind 330 deg 17.16 -4.41 -7.64 -443.66 256.15 0.00 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 50.03 0.00 -0.00 -0.09 -0.15 0.00 1.2 Dead+1.0 Wind 0 50.03 -0.00 -1.26 -76.77 -0.18 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 50.03 0.63 -1.09 -66.50 -38.51 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 50.03 1.09 -0.63 -38.44 -66.58 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 50.03 1.26 0.00 -0.10 -76.85 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 50.03 1.09 0.63 38.24 -66.58 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 50.03 0.63 1.09 66.30 -38.51 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 50.03 -0.00 1.26 76.57 -0.18 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 50.03 -0.63 1.09 66.30 38.16 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 50.03 -1.09 0.63 38.24 66.23 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 50.03 -1.26 0.00 -0.10 76.50 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 50.03 -1.09 -0.63 -38.44 66.23 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 50.03 -0.63 -1.09 -66.50 38.16 0.00 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 19.07 -0.00 -2.05 -119.56 0.00 0.00 Dead+Wind 30 deg-Service 19.07 1.03 -1.78 -103.54 -59.78 0.00 Dead+Wind 60 deg-Service 19.07 1.78 -1.03 -59.78 -103.54 -0.00 Dead+Wind 90 deg-Service 19.07 2.05 0.00 0.00 -119.60 -0.00 Dead+Wind 120 deg- 19.07 1.78 1.03 59.78 -103.54 -0.00 Service Dead+Wind 150 deg- 19.07 1.03 1.78 103.54 -59.78 -0.00 Service Dead+Wind 180 deg- 19.07 -0.00 2.05 119.56 0.00 -0.00 Service Dead+Wind 210 deg- 19.07 -1.03 1.78 103.54 59.78 -0.00 Service Dead+Wind 240 deg- 19.07 -1.78 1.03 59.78 103.54 -0.00 Service Dead+Wind 270 deg- 19.07 -2.05 0.00 0.00 119.60 0.00 Service Dead+Wind 300 deg- 19.07 -1.78 -1.03 -59.78 103.54 0.00 Service Dead+Wind 330 deg- 19.07 -1.03 -1.78 -103.54 59.78 0.00 Service tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 • Project Number 37517-3254.002.7700,Application 387087, Revision 16 Page 18 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 -19.07 0.00 0.00 19.07 0.00 0.000% 2 0.00 -22.88 -8.82 -0.00 22.88 8.82 0.004% 3 0.00 -17.16 -8.82 0.00 17.16 8.82 0.000% 4 4.41 -22.88 -7.64 -4.41 22.88 7.64 0.001% 5 4.41 -17.16 -7.64 -4.41 17.16 7.64 0.000% 6 7.64 -22.88 -4.41 -7.64 22.88 4.41 0.001% 7 7.64 -17.16 -4.41 -7.64 17.16 4.41 0.000% 8 8.82 -22.88 0.00 -8.82 22.88 -0.00 0.000% 9 8.82 -17.16 0.00 -8.82 17.16 -0.00 0.004% 10 7.64 -22.88 4.41 -7.64 22.88 -4.41 0.001% 11 7.64 -17.16 4.41 -7.64 17.16 -4.41 0.000% 12 4.41 -22.88 7.64 -4.41 22.88 -7.64 0.001% 13 4.41 -17.16 7.64 -4.41 17.16 -7.64 0.000% 14 0.00 -22.88 8.82 -0.00 22.88 -8.82 0.004% 15 0.00 -17.16 8.82 0.00 17.16 -8.82 0.000% 16 -4.41 -22.88 7.64 4.41 22.88 -7.64 0.001% 17 -4.41 -17.16 7.64 4.41 17.16 -7.64 0.000% 18 -7.64 -22.88 4.41 7.64 22.88 -4.41 0.001% 19 -7.64 -17.16 4.41 7.64 17.16 -4.41 0.000% 20 -8.82 -22.88 0.00 8.82 22.88 -0.00 0.000% 21 -8.82 -17.16 0.00 8.82 17.16 -0.00 0.004% 22 -7.64 -22.88 -4.41 7.64 22.88 4.41 0.001% 23 -7.64 -17.16 -4.41 7.64 17.16 4.41 0.000% 24 -4.41 -22.88 -7.64 4.41 22.88 7.64 0.001% 25 -4.41 -17.16 -7.64 4.41 17.16 7.64 0.000% 26 0.00 -50.03 0.00 -0.00 50.03 0.00 0.000% 27 0.00 -50.03 -1.26 0.00 50.03 1.26 0.000% 28 0.63 -50.03 -1.09 -0.63 50.03 1.09 0.000% 29 1.09 -50.03 -0.63 -1.09 50.03 0.63 0.000% 30 1.26 -50.03 0.00 -1.26 50.03 -0.00 0.000% 31 1.09 -50.03 0.63 -1.09 50.03 -0.63 0.000% 32 0.63 -50.03 1.09 -0.63 50.03 -1.09 0.000% 33 0.00 -50.03 1.26 0.00 50.03 -1.26 0.000% 34 -0.63 -50.03 1.09 0.63 50.03 -1.09 0.000% 35 -1.09 -50.03 0.63 1.09 50.03 -0.63 0.000% 36 -1.26 -50.03 0.00 1.26 50.03 -0.00 0.000% 37 -1.09 -50.03 -0.63 1.09 50.03 0.63 0.000% 38 -0.63 -50.03 -1.09 0.63 50.03 1.09 0.000% 39 0.00 -19.07 -2.05 0.00 19.07 2.05 0.003% 40 1.03 -19.07 -1.78 -1.03 19.07 1.78 0.003% 41 1.78 -19.07 -1.03 -1.78 19.07 1.03 0.003% 42 2.05 -19.07 0.00 -2.05 19.07 -0.00 0.000% 43 1.78 -19.07 1.03 -1.78 19.07 -1.03 0.003% 44 1.03 -19.07 1.78 -1.03 19.07 -1.78 0.003% 45 0.00 -19.07 2.05 0.00 19.07 -2.05 0.003% 46 -1.03 -19.07 1.78 1.03 19.07 -1.78 0.003% 47 -1.78 -19.07 1.03 1.78 19.07 -1.03 0.003% 48 -2.05 -19.07 0.00 2.05 19.07 -0.00 0.000% 49 -1.78 -19.07 -1.03 1.78 19.07 1.03 0.003% 50 -1.03 -19.07 -1.78 1.03 19.07 1.78 0.003% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 22 0.00000001 0.00000000 3 Yes 22 0.00000001 0.00000000 4 Yes 14 0.00000001 0.00009337 tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37517-3254.002.7700,Application 387087, Revision 16 Page 19 5 Yes 14 0.00000001 0.00007943 6 Yes 14 0.00000001 0.00009335 7 Yes 14 0.00000001 0.00007942 8 Yes 22 0.00000001 0.00000000 9 Yes 12 0.00000001 0.00007951 10 Yes 14 0.00000001 0.00009332 11 Yes 14 0.00000001 0.00007940 12 Yes 14 0.00000001 0.00009338 13 Yes 14 0.00000001 0.00007944 14 Yes 22 0.00000001 0.00000000 15 Yes 22 0.00000001 0.00000000 16 Yes 14 0.00000001 0.00009333 17 Yes 14 0.00000001 0.00007941 18 Yes 14 0.00000001 0.00009335 19 Yes 14 0.00000001 0.00007942 20 Yes 22 0.00000001 0.00000000 21 Yes 12 0.00000001 0.00007951 22 Yes 14 0.00000001 0.00009338 23 Yes 14 0.00000001 0.00007944 24 Yes 14 0.00000001 0.00009331 25 Yes 14 0.00000001 0.00007940 26 Yes 6 0.00000001 0.00000001 27 Yes 13 0.00000001 0.00010133 28 Yes 13 0.00000001 0.00010261 29 Yes 13 0.00000001 0.00010266 30 Yes 13 0.00000001 0.00010148 31 Yes 13 0.00000001 0.00010244 32 Yes 13 0.00000001 0.00010225 33 Yes 13 0.00000001 0.00010091 34 Yes 13 0.00000001 0.00010186 35 Yes 13 0.00000001 0.00010180 36 Yes 13 0.00000001 0.00010076 37 Yes 13 0.00000001 0.00010203 38 Yes 13 0.00000001 0.00010222 39 Yes 11 0.00000001 0.00005899 40 Yes 11 0.00000001 0.00004245 41 Yes 11 0.00000001 0.00004245 42 Yes 21 0.00000001 0.00000000 43 Yes 11 0.00000001 0.00004244 44 Yes 11 0.00000001 0.00004245 45 Yes 11 0.00000001 0.00005899 46 Yes 11 0.00000001 0.00004244 47 Yes 11 0.00000001 0.00004245 48 Yes 21 0.00000001 0.00000000 49 Yes 11 0.00000001 0.00004245 50 Yes 11 0.00000001 0.00004244 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 0 L1 87.5-75 4.557 42 0.6167 0.0000 L2 75-73.25 3.194 42 0.2958 0.0000 L3 73.25-51.25 3.085 42 0.2953 0.0000 L4 51.25-40 1.767 42 0.2707 0.0000 L5 40-0 1.162 42 0.2405 0.0000 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 87.50 Canister Load1 42 4.557 0.6167 0.0000 3015 tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 * Project Number 37517-3254.002.7700,Application 387087, Revision 16 Page 20 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 83.00 DHHTT65B-3XR 42 3.985 0.4574 0.0000 3015 79.00 Canister Load2 42 3.535 0.3474 0.0000 1785 73.25 Canister Loadl 42 3.085 0.2953 0.0000 3894 70.00 RV4PX310R-V2 w/Mount Pipe 42 2.892 0.2974 0.0000 Inf 64.00 RV4PX310R-V2 w/Mount Pipe 42 2.529 0.2945 0.0000 Inf 56.25 Canister Load2 42 2.062 0.2817 0.0000 47645 51.25 Canister Load3 42 1.767 0.2707 0.0000 25981 Maximum Tower Deflections - Design Wind Section Elevation Holz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° ° L1 87.5-75 19.708 8 2.6663 0.0000 L2 75-73.25 13.812 8 1.2796 0.0000 L3 73.25-51.25 13.344 8 1.2774 0.0000 L4 51.25-40 7.643 8 1.1709 0.0000 L5 40-0 5.026 8 1.0403 0.0000 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 Load1 8 19.708 2.6663 0.0000 699 83.00 DHHTT65B-3XR 8 17.235 1.9780 0.0000 699 79.00 Canister Load2 8 15.289 1.5028 0.0000 414 73.25 Canister Loadl 8 13.344 1.2774 0.0000 902 70.00 RV4PX310R-V2 w/Mount Pipe 8 12.505 1.2864 0.0000 268979 64.00 RV4PX310R-V2 w/Mount Pipe 8 10.938 1.2738 0.0000 909215 56.25 Canister Load2 8 8.917 1.2186 0.0000 11015 51.25 Canister Load3 8 7.643 1.1709 0.0000 6007 Compression Checks Pole Design Data Section Elevation Size L L„ KW A P„ 4)P,, Ratio No. Pu ft ft ft int K K 4)Pn L1 87.5-75(1) P4.5x0.628 12.50 0.00 0.0 7.6392 -3.56 240.63 0.015 L2 75-73.25(2) P30x0.375 1.75 0.00 0.0 34.901 -3.82 1520.46 0.003 1 L3 73.25-51.25 P30x0.375 22.00 0.00 0.0 34.901 -13.46 1520.46 0.009 (3) 1 L4 51.25-40(4) P30x0.375 11.25 0.00 0.0 34.901 -16.73 1520.46 0.011 1 L5 40-0(5) P30x0.375 40.00 0.00 0.0 34.901 -22.88 1520.46 0.015 1 tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 - Project Number 37517-3254.002.7700,Application 387087, Revision 16 Page 21 Pole Bending Design Data Section Elevation Size M,, 4M,,,, Ratio Muy 4Mny Ratio No. M,, M„, ft kip-ft kip-ft 4 M7: kip-ft kip-ft comny L1 87.5-75(1) P4.5x0.628 15.08 24.93 0.605 0.00 24.93 0.000 L2 75-73.25(2) P30x0.375 18.72 1139.33 0.016 0.00 1139.33 0.000 L3 73.25-51.25 P30x0.375 118.94 1139.33 0.104 0.00 1139.33 0.000 (3) L4 51.25-40(4) P30x0.375 195.01 1139.33 0.171 0.00 1139.33 0.000 L5 40-0(5) P30x0.375 516.66 1139.33 0.453 0.00 1139.33 0.000 Pole Shear Design Data Section Elevation Size Actual .Vn Ratio Actual .Tn Ratio No. V„ V„ T„ T„ ft K K (I)Un kip-ft kip-ft .T„ L1 87.5-75(1) P4.5x0.628 2.08 120.32 0.017 0.00 34.28 0.000 L2 75-73.25(2) P30x0.375 2.08 760.23 0.003 0.00 1853.66 0.000 L3 73.25-51.25 P30x0.375 6.00 760.23 0.008 0.00 1853.66 0.000 (3) L4 51.25-40(4) P30x0.375 7.10 760.23 0.009 0.00 1853.66 0.000 L5 40-0(5) P30x0.375 8.84 760.23 0.012 0.00 1853.66 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ Mix M, V„ T„ Stress Stress ft (I)Pn 4)M„x fly„y 4)Vn 4)T„ Ratio Ratio L1 87.5-75(1) 0.015 0.605 0.000 0.017 0.000 0.620 1.000 4.8.2 L2 75-73.25(2) 0.003 0.016 0.000 0.003 0.000 0.019 1.000 4.8.2 L3 73.25-51.25 0.009 0.104 0.000 0.008 0.000 0.113 1.000 4.8.2 (3) L4 51.25-40(4) 0.011 0.171 0.000 0.009 0.000 0.182 1.000 4.8.2 L5 40-0(5) 0.015 0.453 0.000 0.012 0.000 0.469 1.000 4.8.2 Section Capacity Table Section Elevation Component Size Critical P OPe„ow % Pass No. ft Type Element K K Capacity Fail L1 87.5-75 Pole P4.5x0.628 1 -3.56 240.63 62.0 Pass L2 75-73.25 Pole P30x0.375 2 -3.82 1520.46 1.9 Pass L3 73.25-51.25 Pole P30x0.375 3 -13.46 1520.46 11.3 Pass L4 51.25-40 Pole P30x0.375 4 -16.73 1520.46 18.2 Pass L5 40-0 Pole P30x0.375 5 -22.88 1520.46 46.9 Pass Summary Pole(L1) 62.0 Pass RATING= 62.0 Pass tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37517-3254.002.7700,Application 387087, Revision 16 Page 22 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 • Project Number 37517-3254.002.7700, Application 387087, Revision 16 Page 23 (PROPOSED) (INSTALLED-TO BE REMOVED) (3) 1-7/16" TO 83 FT LEVEL (6) 1-5/8" TO 84 FT LEVEL O` (INSTALLED) I ::( 3) 1/4" TO 70 FT LEVEL (4) 1/2" TO 70 FT LEVEL 0 �� (6) 7/8" TO 70 FT LEVEL �_ 0041• (INSTALLED) (6) 7/8" TO 64 FT LEVEL tnxTower Report-version 7.0.5.1 December 19, 2017 87.5 Ft Monopole Tower Structural Analysis CCI BU No 879570 Project Number 37517-3254.002.7700,Application 387087, Revision 16 Page 24 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 7.0.5.1 87.5 ft I DESIGNED APPURTENANCE LOADING 00 TYPE ELEVATION TYPE ELEVATION csi A o Canister Loadt 87.5 RRH2x40-AWS RDEM 70 a ¢ DHHTT65B3XR 83 RRH2x40-AWS RDEM 70 DHHTT65B-3XR 83 B25 RRH4X30 70 70 70 OPTIC FIBER JUNCTION CYLINDER 83 B25 RRH4X30 OPTIC FIBER JUNCTION CYLINDER 83 B25 RRH4X30 75.0 ft OPTIC FIBER JUNCTION CYLINDER 83 DC6-48-60-18-8F 70 o 73.3 H 11111POWERJUNCTION CYLINDER 83 DC6-48-60-18-8F 70 uI [] I POWER JUNCTION CYLINDER 83 Pipe Mount(PM 601-3] 70 POWER JUNCTION CYLINDER 83 RV4PX310R-V2 w/Mount Pipe70 RRH-C2A w/EXT FILTER 83 RV4PX310R-V2 w/Mount Pipe 70 RRI-t-C2A w/EXT FILTER 83 RV4PX310R-V2 w/Mount Pipe 70 RRH-C2A w/EXT FILTER 83 RRH2x40-AWS RDEM 70 RRH-B8 83 RRH4x25-830 64 RRH-B8 83 RRH4x25-B30 64 RRH-B8 83 TT19-088P111-001 64 in RRH-P4 83 Pipe Mount[PM 601-3] 64 cn o 'o RRH-P4 83 RV4PX310R-V2 w!Mount Pipe 64 2 RRH-P4 83 RV4PX310R-V2 w/Mount Pipe 64 DHHTT65B-3XR 83 RV4PX310R-V2 w/Mount Pipe 64 N Canister Load2 79 RRH4x25-B30 64 Canister Loadi 7325 Canister Load2 56.25 a Canister Load3 73.25 Canister Load3 51.25 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu 51.3 ft A53-B-35 35 ksi 60 ksi API 5LX52 52 ksi 68 ksi TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-G Standard. o 3. Tower designed for a 93 mph basic wind in accordance with the TIA-222-G Standard. a O 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. 40.0 ft 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING:62% ,-- ,1 M ALL REACTIONS a ARE FACTORED AXIAL 50 K SHEI R I \MOMENT 1 K 77 kip-ft TORQUE 0 kip Oft 30 mph WIND 1.2500 in ICE AXIAL 23 K SHEAR"—...- HEAR — MOMENT 9 K / 517 kip-ft 0.0 ft ri rn TORQUE 0 kip-ft REACTIONS-93 mph WIND g g 0 rn -8 mN J E to m 0 1ob: piF Paul J.Ford and Company 87.5 ft Monopole/Washington Square Mail 250 E. Broad Street, Suite 600 PfOf f'JF37517-3254/BU879570 Columbus, OH 43215 Olient Crown Castle Drawn bYJoey Meinerding App'd: Phone:614.221.6679 Code: TIA-222-G Date:12/19/17 scale: NTS FAX:614.448.4105 Pam:G,r n n A W.rn crave ,5, =7700 SOO 118699ST/51,4..0027700.0e Dwg No.E-1 Y Z X 13 12 11 10 i9 8 7 6 � 5 � 4 � 3 2 N1 14 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 45 44 43 42 41 40 39 38 I 37 36 35 65 N64 N63 62 61 N60 59 N58 57 56 N55 54 53 52 51 50 49 N48 47 146 Paul J. Ford and Company SK- 1 Joey Meinerding 87.5 ft Monopole/Washington Square Mall Dec 19, 2017 at 9:51 AM PJF 37517-3254/BU 879... 37517-3254.002.7700.rt3 Company : Paul J.Ford and Company Dec 19,2017 . Designer : Joey Meinerding 9:51 AM Job Number PJF 37517-3254 BU 879570 Checked By: TECHNOLOGIES Model Name : 87.5 ft Monopole/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 (inA2) 144 Merge Tolerance(in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? No Max Iterations for Wall Stiffness 3 Gravity Acceleration(ft/sec^2) 32.2 Wall Mesh Size(in) 12 Eigensolution Convergence ToI. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated 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 < 100F 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) .65 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 14.0.1 [G:\...\...\...\...\...\Seismic\37517-3254.002.7700.rt3] Page 1 Company : Paul J.Ford and Company Dec 19,2017 Designer : Joey Meinerding 9:51 AM LES Job Number PJF 37517-3254/BU 879570 Checked By: TECHNOLOGIES Model Name : 87.5 ft Monopole/Washington Square Mall (Global) Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation(ft) Not Entered Add Base Weight? Yes Ct X .03 Ct Z .03 T X(sec) 1.515 T Z(sec) 1.515 RX 1.5 R Z 1.5 Ct Exp.X .85 Ct Exp.Z .85 SD1 .447 SDS .724 S1 .426 TL(sec) 16 Risk Cat I or II Om Z 1 Om X 1 Rho Z 1 Rho X 1 Hot Rolled Steel Properties Label E[ksi] G Iksil Nu Therm(\1...Densitvfk/... Yield[ksi] Rv Fu[ksi] Rt 1 A53-B-35 29000 11200 .295 .65 .49 35 1.5 58 1.2 2 API 5LX52 29000 11200 .295 .65 .49 52 1.1 58 1.2 Member Primary Data Label I Joint J Joint K Joint Rotate(d...Section/Shape Type Design List Material Design Rul... 1 M1 N1 N13 ANT_LEG_L1 Column Pipe A53-B-35 Typical 2 M2 N14 Ni ANT LEG L2 Column Pipe API 5LX52 Typical 3 M3 N15 N14 ANT_LEG__L3 Column Pipe API 5LX52 Typical 4 M4 N35 N15 ANT_LEG_L4 Column Pipe API 5LX52 Typical 5 M5 N46 N35 ANT LEG_L5 Column Pipe API 5LX52 Typical Load Combinations Description Solve PDelta SR..B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa... 1 Dead Only Y 1 1 2 (1.2+0.2SDs)D+... Yes Y 1 1.3..S... 1 3 (1.2+0.2 SDs)D+... Yes Y 1 1.3..S... 1 Dynamics Input Number of Modes 20 Load Combination Number 1 -Dead Only Acceleration of Gravity 32.2 (ft/sec^2) Convergence Tolerance 0.0001 RISA-3D Version 14.0.1 [G:\...\...\...\...\...\Seismic\37517-3254.002.7700.rt3] Page 2 it Company : Paul J.Ford and Company Dec 19,2017 ,, Designer : Joey Meinerding 9:51 AM g i Job Number : PJF 37517-3254/BU 879570 Checked By: TECHNOLOGIES Model Name : 87.5 ft Monopole/Washington Square Mall Response Spectra Data X Direction Spectra ASCE 2010, Parametric Design Spectra Modes Used All 20 modes Mode No.for Signs Modal Combination Method CQC Damping Ratio 5 Percent Z Direction Spectra ASCE 2010, Parametric Design Spectra Modes Used All 20 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 .66 1.515 31.155 43.486 2 .66 1.515 43.486 31.155 3 2.984 .335 2.168 2.385 4 2.984 .335 2.385 2.168 5 6.254 .16 4.455 4.268 6 6.254 .16 4.268 4.455 7 13.358 .075 .756 .899 8 13.358 .075 .899 .756 9 19.135 .052 1.315 1.914 10 19.135 .052 1.914 1.315 11 30.099 .033 .047 .139 12 30.099 .033 .139 .047 13 30.482 .033 86.823 14 39.79 .025 .066 1.76 15 39.79 .025 1.76 .066 16 61.082 .016 .405 .549 17 61.082 .016 .549 .405 18 88.045 .011 .002 .828 19 88.045 .011 .828 .002 20 100.322 .01 4.028 Totals: 96.597 90.851 96.597 Spectra Scaling Factor Scaling Factor Z: .719 Scaling Factor X: .719 Envelope Member Section Forces Member Sec Axialfkl LC v Shear[k] LC z Shear[k] LC Toroue[k-ft] LC y-y Momen...LC z-z Momen...LC 1 M1 1 max 4.045 2 1.017 2 1.017 3 0 2 6.586 3 6.586 2 2 min 4.045 3 0 3 0 2 0 2 0 2 0 3 3 2 max .233 2 .168 2 .168 3 0 2 0 2 0 2 4 min .233 3 0 3 0 2 0 2 0 2 0 2 5 M2 1 max 4.329 2 1.042 2 1.042 3 0 2 8.332 3 8.332 2 6 min 4.329 3 0 3 0 2 0 2 0 2 , 0 3 7 2 max 4.045 2 1.042 2 1.042 3 0 2 6.586 3 6.586 . 2 8 min 4.045 3 0 3 . 0 2 0 2 0 2 0 3 9 M3 1 max 15.217 2 2.537 2 2.537 3 0 2 52.555 3 52.555 2 10 , min 15.217 3 0 3 0 2 0 2 0 2 0 3 11 2 max 6.958 2 1.54 2 1.54 3 0 2 8.332 3 8.332 2 12 min 6.958 3 0 3 0 2 0 2 0 2 0 3 13 M4 1 max 18.893 2 2.887 2 2.887 3 0 2 82.662 3 82.662 2 14 min 18.893 3 0 3 0 2 0 2 0 2 0 3 15 2 max 16.995 2 2.725 2 2.725 3 0 2 52.555 3 52.555 2 16 min 16.995 3 0 3 0 2 0 2 0 2 0 3 17 M5 1 max 25.644 2 3.19 2 3.19 3 0 2 201.81 3 201.81 2 18 min 25.644 3 0 3 0 2 0 2 0 2 0 3 19 2 max 18.893 2 2.909 2 2.909 3 0 2 82.662 3 82.662 2 RISA-3D Version 14.0.1 [G:\...\...\...\...\...\Seismic\37517-3254.002.7700.rt3] Page 3 Company : Paul J.Ford and Company Dec 19,2017 5 12 t'* A Designer : Joey Meinerding 9:51 AM Job Number : PJF 37517-3254/BU 879570 Checked By: Ig C H N O L o G I E S Model Name : 87.5 ft Monopole/Washington Square Mall Envelope Member Section Forces(Continued) Member Sec Axialfkl LC v Shearfkl LC z Shearfkl LC Torauefk-ft] LC -v Momen...LC z-z Momen...LC 120 1 1 I min 118.893 13 I 0 13 I 0 12 I 0 12 Iy 0 12 I 0 13 Envelope Joint Reactions Joint X[k] LC Y[k] LC Z[k] LC MX[k- ] LC MY[k-ft] LC MZ[k-ft] LC 1 N46 max 0 3 25.644 3 0 2 0 2 0 2 0 3 2 min -3.19 2 25.644 2 -3.19 3 -201.81 3 0 2 -201.81 2 3 Totals: max 0 3 25.644 3 0 2 4 min -3.19 2 25.644 2 -3.19 3 Envelope AISC 14th(360-10): LRFD Steel Code Checks Mem... Shape Code Check Locfftl LC Shear...Locjftj Dir LC phi*Pnc[kLphi*Pnt fk]phi*...phi*...Cb Elan 1 M1 P4.5x0.628 .273 0 2 .014 0 2 240.633 240.633 24.9..24.... 1 H1-lb 2 M2 P30x0.375 .009 0 2 .002 0 2 1521.602 1633.373 114... 114... 1 H1-lb 3 M3 P30x0.375 .051 0 2 .005 0 2 1521.602 1633.373 114... 114.. 1 H1-lb 4 M4 P30x0.375 .079 0 2 .006 0 2 1521.602 1633.373 114...114.. 1 H1-lb 5 M5 P30x0.375 .185 0 2 .007 0 2 1521.602 1633.373 114...114.. 1 H1-lb RISA-3D Version 14.0.1 [G:\...\...\...\...\...\Seismic\37517-3254.002.7700.rt3] Page 4 0 copydRd 2417,p7 P.C.Ford end Carpny, MODIFIED 87'-6" MONOPOLE asDK of to Peal J.Fad and Company.Issued p Mkt o ds,.ndeh4f Wnot, • pndCo modulmOW J.Ford endCongWy,Le reproduced.mpledor used is any Rpm o her Mn IN BU #879570; WASHINGTON SQUARE MALL intended use ak spodbo p 9585 SW WASHINGTON SQ RD 9.°e �. TIGARD, OREGON 97223 o>-o ," y WASHINGTON COUNTY .,a§; 2.8 U � LAT:45° 27' 10.69"; LONG: -122° 46'41.31" .a APP: 387087 REV. 16; WO: 1496996 4uu Z oaasy�. � § PROJECT CONTACTS THIS PROJECT INCLUDES THE FOLLOWING ITEMS SHEET INDEXitIlli 0 STRUCTURE OWNER: REMOVAL OF EXISTING CONCEALMENT SPINE&SHROUDS SHEET NUMBER DESCRIPTION :4J. W „i CROWN CASTLE INSTALLATION OF NEW CONCEALMENT SPINE&SHROUDS T.1 TITLE SHEET 0 Sry i MOD PM:LEE BASSETT AT LEE.BA5SETT@CROWNCASTLE.COM INSTALLATION OF NEW CONCEALMENT BULKHEADS&SHROUDS MI-1 MI CHECKLIST PH:(206)336-2885 MOD CM:STEVE HANDY AT PAINT MODIFICATIONS TO MATCH EXISTING POLE N-1 GENERAL NOTES LU STEVE.HANDY,CONTRACTOR@CROWNCASTLE.COM INSTALL CONCEALMENT REINFORCING SOLUTIONS PER CROWN CASTLE S-1 MONOPOLE PROFILE (1: PH:(503)729-7862 DOC OPS•PRC-10127 S-2 CONCEALMENT ELEVATION DETAILS ENGINEER OF RECORD: 5-3 CONCEALMENT SECTIONS Uy PJFMOD@PJFWEB.COM 5-4 BULKHEAD DETAILS Cr) S-5 CONCEALMENT BRACKET DETAILS Z JO 12 z 0 WIND DESIGN DATA 0 0 o REFERENCE STANDARD ANSI/TIA-222-G-2-2009 z _f z 2014 OREGON = Q Q �4 LOCAL CODE STRUCTURAL SPECIALTY CODE Q Q '0'3 ULTIMATE WIND SPEED(3-SECOND GUST) 120 MPH CDW CONVERTED NOMINAL WIND SPEED(3-SECOND ~93 MPH • GUST) O O ICE THICKNESS 1.25 IN h.. 0 ICE WIND SPEED 30 MPH tO SERVICE WIND SPEED 60 MPH RISK CATEGORY II CO EXPOSURE CATEGORY C I* Kzt 1.0D SEISMIC DESIGN DATA TOWER MANUFACTURER:ROHN m TOWER MANUFACTURER#:44563AE SEISMIC IMPORTANCE FACTOR 1 ���^�61Ne f Bp�O PROJECT Na 275173254.0327700 Ss 0.980 THE ASSOCIATED FAILING SA WO NUMBER FOR THIS PROJECT IS 1390823 moo` W R ��� DRAWN BY: DD. Si 0.426 a 89567PE DESIGNED BY: JAM. SITE CLASS 0 QUALIFIED ENGINEERING SERVICES ARE AVAILABLE FROM PAUL J.FORD& /{/jam-”" CHECKED OY: aKK Su 0.724 COMPANY TO ASSIST CONTRACTORS IN CLASS IV RIGGING PLAN REVIEWS. W..,,, DATE: 12.19.2417 Sol 0.447 FOR REQUESTED QUALIFIED ENGINEERING SERVICES,PLEASE CONTACT s+ 18. ~ SEISMIC DESIGN CATEGORY D RIGGING PJFWEB.COM. PUE � NK*Ow' BASIC SEISMIC FORCE RESISTING SYSTEM CANTILEVER MONOPOLE TITLE SHEET DESIGN BASE SHEAR(KIPS) 4.436 ATTENTION ALL CONTRACTORS,ANYTIME YOU ACCESS A CROWN SITE EON*, p��3aIC¢+ Cs 0.167 FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON ARRIVAL AND R 1.5 DEPARTURE,DAILY AT(800)788.7011, DEC 2 1 2011' SEISMICANALYSISPROCEDURE MODAL ANALYSIS T-1 IREvJ DATE I DESCRIPTION I 1 INSPECTION ma 100000 000918912017,WPW J.Fad and Cow1. MODIFICATION INSPECTION NOTES; 0.7. ALL WORK SHALL BE SUBJECT TO REVIEW AND OBSERVATION BY CROWN CASTLES REPRESENTATIVE MD CROWNe' ARRION Room&TNadeeum Hud CASTLE'S AUTHORIZED INDEPENDENT INSPECTION AND TESTING AGENCY. MI CHECKLIST Om ON conNln^d 94101,R PpPdHRY 1 1.1.GE-WMODIFICATION INSPECTIONOASIS AMSOAL INSPECTION OFTOWERMODIFICATIONS AND AREVIEW OF 92 INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS ARE STILL REQUIRED WHEN THE EOR PERFORMS COHSTfIVCNpNANSTpIUTIONINePECT1INI3 IR Paul I Fad Rd Copny,lewMM CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE INBTAUATKN WASCONBTRUCTEO IN SUPPORT SERVICES WRING CONSTRUCTION. C000T UCRONQUIREOAOMRETE0 INSPECTIONS REPORT REN aldol confidence and shell not,9009100 ACCORDANCE WITH THE CONTRACT DOCUMENTS.NAMELY THE MODIFICATION DRAWINGS,AS DESIGNED STINE EOR. &5 OBSERVED DISCREPANCIES BETWEEN THE WORLAND THE CONTRACT DOCUMENTS SHALL BE CORRECTED BY THEY OW WINwIlHn noeM*on of Paul J.Fad 11 'QM MI IS TO CONRRAI INSTALIATICEI CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE CONTRACTOR AT NO ADDITIONAL COST. PRE•CONSTRUCTION _AN ,1»SPmdaaad.CpNo1 MODIFICATION DESIGN ITSELF,NORDOES THE MI INSPECTOR TAE OWNERSHIP OF THE MODIFICATION DESIGN. 04. AN INDEPENDENTOUAURED INSPECIONJTESTING AGENCY SHALL BE SELECTED AND RETAINED FOR THE SOLE W Puma oWnlun the OWNERSHIP OF THE STRUCTURALMOOFICATION DESIGN EFFECTMENESS AND INTEGRITY RESIDES WITH THE EOR PURPOSE OF INSPECTING,TESTING,DOCUMENTING,AND APPROVING ALLWELONS AND FIELD WORK PERFORMED X MI CHECKLIST DRAWINGS .Intended um.for No riflepmpd, AT ALL TIMES. BY THE CONTRACTOR X EOR REVIEW ALL MIS SHALL BE CONDUCTED BY CROWN CASTLE ENGINEERING VENDOR MEN)ORENGINEERMG SERVICE &4.1. ACCESS TO ANY RACE WHERE WORK IS BENG DONE SHALL BEPERMTFTED AT ALL TIMES. VENDOR(AESV)THAT IS APPROVED TO PERFORM ELEVATED WORK FOR CROWN CASTLE. 142 THE INSPECTION AGENCY SHALL SO SCHEDULE THIS WORK AS TO CAUSE MINIMUM OF INTERRUPTION TO,AND X FABRICATION INSPECTION LU 1.4. TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET,IT IS VITAL THAT THE GENERAL CONTRACTOR(GC)PND COORDINATE WITH,THE WORK IN PROGRESS.IT IS THE CONTRACTORS RESPONSIBILITY TO COORDINATE THE % FABRICATOR CERTIFIED WELD INSPECTION 0 F g -1 mN THE MI INSPECTORBEOW COMMUNICATING AND COORDINATING AS SOON ASA PO IS RECEIVED.IT IS EXPECTED WORK SCHEDULEWLTHTHE TESBGAGENCY.THE CONTRACTOR SHALL ALLOW FOR ADEQUATE TIME AND Ii • THAT EACH PARTY WILL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY.IF CONTACT INFORMATION IS NOT ACCESS FOR THE TES1WGAGENCY TO PERFORM THEIR DUNES. X MATERIAL TEST REPORT(MTR) <Er(� KNOWN,CONTACT YOUR CROWN CASTLE POINT OF CONTACTIPOC). 99. THE INSPECTION AND TESTING AGENCY SHALL BE RESPONSIBLE TO PERFORM THE FOLLONINS SERVICES AND NA FABRICATOR NDE INSPECTION C>-O '^ . 1.8. REFER TOEN480W10007:MODIFICATION INSPECTION SOW FOR FURTIERDETAA.9 AND REQUIREMENTS. INSPECT THE FOLOWANG'TENS INACCCNOANCEWRH THE CONSTRUCTION DRAWINGS.THE TESTING AGENCY y„Z y CO la4 SHALL INSPECT RENS ON THIS LIST AND OTHER ITEMS AS NECESSARY TO FULFILL THEIR RESPON81BILITY.THE NA NOE REPORT OF MONOPOIEBASE PLATE(AS REWIRED) CO 2 If INSPECTOR TESTING AGENCY SHALLLRIUff EXPERIENCED.TRAINED INSPECTORS INCLUDING ARM CERTIFIED WRONG 2.1, THEN INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING A PO FOR THE MI TO,ATAMNWUM: INSPECTORS(CW1).INSPECTORS SHALL HAVE THETRAININO.CREDENTIALS,ANO EXPERIENCE APPROPRIATE FOR X PACKING SUPS �dQ 2.1.1. REVIEW THE REQUIREMENTS OF THEN CHECKLIST. AND COMMENSURATE WITH THE SCOPE AND TYPE OF INSPECTION WORK TO BE PERFORMED. AWRIONAL TESTING AND INSPECTIONS: .i2 ( ) U 21.2. WORK WITH THE GC TO DEVELOP A SCEDULETOCONDUCT OiSWTEWSPECT10N5,INCLUDING FOUNDATION 9.8 GENERA. - v INSPECTIONS. SRI. PERFORM PERIODIC ONSITE OBSERVATION,INSPECTION,VERIFICATION,AND TESTING WRING THE TIME THE z 21.3. THE MI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GC INSPECTION AND TEST REPORTS,REVIEWING THE CONTRACTOR E WORKINGCN•81OE ASENCY SHALL NOTIFY CROWN CASTE AND 'O$ � HETHE EOR CONSTRUCTION / 3 DOCUMENTS FORAOHFAENCB TO THE CONTRACT DOCUMENTS,CONDUCING THE INFIELD INSPECTIONS,AND FIELD PROBLEMS OR DISCREPANCIES OCCUR. 0 47 n Z SUBMIRTINO THE N REPORT TO CROWN CASTLE. 9.7. FOUNDATIONS ANO SOIL PREPARATION•MBIOpT�REWIRED) % CONSTRUCTION INSPECTIONS \dCay , 9.1 CONCRETE TESTING PIERAIN-RIOT ADOUIREDI NA FOUNDATION INSPECTIONS 3. GENERAL.CONTRACTOR 06. STRUCTURAL STEEL 3.1. TIE GC LS REWIRES TO COMMIE MI INSPECTOR AS SOON ASRECENNO APO FORME MODIFICATION 96.1. DIECK' ON THE JW WITH THE PLANS. NA CONCRETE COMP.STRENGTH AND SLUMP TESTS 0477'16 0 FSA INSTALLATION OR TURNKEY PROJECT TO,AT A MINIMUM: 9.82. CHECK MILLCERTWCATION&CALL FOR LABORATORY TEST REPORTS WHEN MILL CERTIFICATION ISIN NA POST INSTALLED ANCHOR ROD VERIFICATION 2 mM 3.1.1. REVIEW THE REQUIREMENTS OF THE N CHECKLIST. QUESTION. n /'�� 3.12. WORK WITNTHE MI INSPECTOR TODEVELOP ASCHEDULE TOCONDUCT ONSITE INSPECTIONS,INCLUDING 063. CHECK GRADE OFSTEEL MEMBERS,AND BOLTS FOR CONFORMANCEWITH DRAWINGS. NA SASE PLATE GROUT VERIFICATION 1.d. 4;1 FOUNDATION INSPECTIONS. B.B.S. INSPECT ALL STRUCTURAL BOLTS SHALL BE FIELD INSPECTED ACCORDING TO THE REQUIREMENTS OF THE ASC NA CONTRACTORS CERTIFIED WELD INSPECTION `` 1 0i 01.3. BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS 'SPECIFICATION FORSTRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS,DEC.31,2009. EARTHWORK:PROVIDE PHOTO DOCUMENTATION OF EXCAVATION '4.4' u 51.4. THE GC SHALL PERFORM ANDRECORD THE TEST AND INSPECTION RESULTS IN ACC.ORDANCEWITHTHE 9A.. INSPECT STEEL MEMBERS FOR DISTORTION,EXCESSIVE RUST,FLAWS AND BURNED HOLES. NA EAA7WALHWORK:COMPACTION OF THE N CHECKLIST AND ENS•SOW-10007. 966. CHESOKKSTEEL MEMBERS FOR SOSWEEP AND DWENSIONALTOLERANCE& &&T. OIECKFOR SURFACE FINISH SPECIFIED,GALVANIZED. X ON SITE COD GALVANIZING VERIFICATION 4. REC ATOMS • OSA. CHECK THAT BOLTS HAVE BEEN TIGHTENED PROPERLY. NA WT WIRE TENSION REPORT 4.5. T FNU.OWINGRECQMMENDATOISAND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND 9.9.9. PRIOR TO ANY FIELD CUTTING THE CORTPH00OR SHALLMARK THE CUTOUT LINES ON THE STEEL AND THE W EFFECTIVENESS OF DELIVERING AN 141 REPORT: INSPECIIONRESTINOAGENCY MALL VERIFY PROPOSED LAYOUT,LOCATION,AND DIMENSIONS.THE X GC ASBUI.T DOCUMENTS �y OR 4.1.1. 015 SUGGESTED THAT THE GC PROVIDE AMINIMLN OF S BUSINESS DAYS NOTICE,PREFERABLE 10,TO THEN NSPECROWTESTND AGENCY SHALL CLOSELY AND CONTINUOUSLY MON/TORTHIS ACTIVITY. NA NCROPILEMOOTANCHOR INSTALLERS ORS04OAND INSTALLATIONINSTALLATIONLCL INSPECTAS TO WHEN THEME WILL BE READY FOR THE N ON TO BE CONDUCTED. 0.10. WELDING: LOOS AND OAQCDOCIIMEHT9 4.12. THE CCAND NIISPECTOR COORDINATE CLOSELY THROUGHOUTTFEENTAE PROJECT. 9.10.1. VERIFY FIELD WELDING PROCEDURE&WELDERS.AND WELDING OPERATORS,NOT DEEMED PREQUALIFIED,IN ADDITIONAL TESTING ANIS INSP(:CTIONS 4.1.5 WHEN POSSIBLE IT IS PREFERRED TO HAVE THE GC ANO MI NSPECTORONSITE SIMULTANEOUSLY FOR ANY ACCORDANCE WITH AWS DM, GUY CORE TENSIONING ORR&TENSIONNG OPERATIONS. 0102 INSPECT FIELD WELOEDCONNECTIONS IN ACCORDANCE WITH THE REQUIREMENTS SPECRED AND WITH AWSCY 4.1.4. IT MAY SE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE FOUNDATION POST-CONSTRUCTION INSPECTIONS TO ALLOW FOUNDATION ANOMI0BPECT01.1. ON(S)TO COMMENCE WITH ONE SITE VIER. 0.106. D1.1. FIELD WELDING SEOt460€. CO 0.7.5. WHEN POSSIBLE,IT IS PREFERRED TO HAVE THE GC AND N INSPECTOR ONSITE DURRGTHE MI TO HAVE ANY 9.10A. APROORAM OF THE APPROVED SEQUENCES SHALL BE SUBNTTEDTO CROWN CASTLE BEFORE WELDING X MI INSPECTOR REDLINE OR RECORD ORA'MNO(S) 9 EU DEFICIENCIES CORRECTEDWRNGTHE INIT1AL W.THEREFORE,THE GC MAY CHOOSE TO COORDINATE THE N BEGINS NO CHANGE IN APPROVED SEQUENCES MAY BE MADE WIMWTPERMISSION FROM CROWN CASTLE, NA POSTNSTALLEDANCIORRCOTMOETTBISIONLOADTEBTING aL CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITES ARE AT THEIR DISPOSAL WHEN THE N INSPECTOR IS 510.1 INSPECT WELDED CONNECTIONS AS FOLLOWS AND IN ACCORDANCE WITH AWS 01.1: 0 Z 0 ONSITE 0.10.81. INSPECT WELDING EQUIPMENT FOR CAPACITY, COMMONS.ANTEHMNCE,ANO WORKING COMMONS. IEFEATOMICROPILEBGCOANCHORNOTESFOtSPECUI INSPECTION 0.1002 VERIFY SPECIFIED ELECTRODES AND IMPOUND D STORAGE OF ELECTRODES FOR CONFORMANCE TO AND TESTING REQUIREMENTS 5. CANCELLATION OR YS IN SCHEDULED SPECIFICATIONS X PHOTOGRAPHS O Z t.t �IBI CONDUCTED,N,EMS OF PARTY 9.10.5.4. INVLSSPECT INSPECT ALWELCSNOVERIFYTHTTURE8FOR 1TY OF WEW0NEE STE AWS9 m ELLA OKAYS TO ON WHICH THEN WILLIE ONW it. IF THE GC MGNINSPECTORMREET ADDITIONAL TESTING AND INSPECTIONS:FACTITIA INSPECTION PER GiOWNCASTF DOCOP9•SOW7012T. Z J W OROEUNATIESWNCAETS THE CAN BERESPONSIBLEOROEIAY INCURPNY RED FEES, PARTE DEPOSITS 9.70.5.4. DM. TECFALWAL$000 PERFORMED TWAEWELDS BY THE TESTINGA REQUIREMENTS IN ORDER FOR _ V FOR TIME Ot.i.OTERTES78 MAYALSOBE PERFORMED ON THE WELDS BY TIETESTNGAGENCY IN ORDTN FOR INSTAL CONCEALMENT REINFORCING PER CROWN CASTLE DOC 0P3•SOW�1012T AND OPSPAO10t27. AMORANOTR TRANS. LODGING RELATED GISTSOF THE NG EQUIPMENT 011.E ,ETC. P CR0 ETHER CONT ANY OIRECTIVFOMOLIRDPARC MII800PTION MAY BEMADEIN THEEVENTTHA THE D14RICNC500AIO SPOT TWAT LEAST ONE RALES FORT OF ECH MET. NOTE XIESADS A DOCUMENT NEEDED PORTHE PMI REPORT Q c CAUSEDY1 WEATHER ROTH ROOM ONS THAT MHT COENTHE EVENT SAFETIOF THE PARTIES INVOLVED. 9.109.1 IT FRTIZESPAERLLYPEAD LOCATION AS PERAPPRVEDORAWINRTCLE NA DENOTESA DOCUMENT THAT IS NOT REQUIRED FORTE PN REPORT (n C CAUSED BY WEATIEROROTHERCOPGI110N9 THAT MAY COMPROMISE THE SAFETY OF THEPMTE81lNQlVTiO. 9.10.18. INSPECTFOR MTF.SPACING,TYPE AND LOCATION All PERAPPLLOVE00flAWNG& Y+, ��,Ai MOAT. VERIFY THAT THE BASE METAL CONFORMS TO THE DRAWINGS. a B. COfl11ECCRT0oLINi OF ppMALU,INo MPS 9.10.,1 REVIEW THE REPORTS BYTESTIGLABS. (W &i. IFTIEMOTEARE N REMEDIATION RAN FAIL THE NSFMLED MFM THE GC SHALL WORK W1111 CROWN CASTLE TO 810.6, CHECK TO SEE THAT WELDS ARE CLEAN AND FREE FROM BAG. COORDINATE AREMESATION RAIL IN ONE OFTTWO WAYS: 0,10110.INSPECT RUISTPROTECTION OF WELDS AS PER SPECIFICATIONS. F.LL 8.1.1. CORRECT FAILING MUERTOCOMPLY WITHTHE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT 0.10411.CHECK THAT DEFECIIVE WELDS ARE CLEANLY MANED AND HAVE BEEN ADEQUATELY REPAIRED. CI DOCUMENTS AND COORDINATE A SUPPLEMENT MI. 9.11. REPORTS: o 51.2 OR WITH CROWN CASTLE'S APPROVAL,THE GC MAY WORK WITHTHEEORTO REANALYZE THE 9.11.1. COMPILE AND PERIODICALLY SUMMIT DAILY INSPECTIONREPORTBTOCROWN CASTLE, N. 0 MODEICATIONIREINFORCEMENTUSING THE AS.BUI.T CONDITION. 0.11.2. THE INSPECTION PLAN MINED HEREIN ISWIE ASADESCRIPTION OF GENERAL AND SPECIFIC ITEMS OF CONCERN.R ISNOT INTENDEDTO SEALLSlCLUSIVE IT DOES NOT LIMIT THE TESTING AND INSPECTION 145 T. NI VERIFICATION NSPECT10N3 AGENCY TOTHE TTEMSLISTED.ADDIRCNALTESTNG.INSPECTION,AND CHECKING MAY BE REQUIRED AND a 7.1. CROWN CASTLE RESERVES THE RIGHT TO CODUCTA MI VERIFICATION INSPECTION TO VERIFY THE ACCURACY AND SHOULD BE ANTICIPATED.THE TESTNGAGENCY SHALL USE TEIRPROFESSIONAL JUDGMENT AND . COMPLETENESS O PREVIOUSLY COMPLETED N INSPECTION(S)ON TOWERMODFICATIONPROJECB. KNOWLEDGE OF THE J00 SRECONDITIONS AND THE CONTRACTOR'S PERFORMANCE TO DECIDE WHAT OTHER 00 72. ALL VERIFICATION INSPECTIONS SHALL BE HELDTOTHE SAME SPECIFICATIONS AND REQUIREMENTS IN THE ITEMS REQUIRE ADDITIONAL AMNION.THE TESTNGAGENCYS JUDGMENT MUST PREVAIL D4ITEMS NOT ' CONTRACT DOCUIAENTBAND INACCORDANCE WITH ENGSOW-10907, SPECIFICALLY COVERED.ANY DISCREPANCIES OR PROBLEMS SHALL SE BROUGHTIMMEDIATELY TO CROWN 72. VERIFICATION INSPECTION MAY BE CONDUCTED BY AN BAEPEI4ENTAEVIAESVFUWAFTER AMODIFICATION CASTLESATTENTION.RESOLUTIONS ARE NOT TO BE MADE WITHOUT CROWN CASTLES REVIEW AND SPECIFIC D PROJECT IS COMPLETED,AS MARKED BY THE DATE OF AN ACCEPTED'PASSING N'OR'PASS AS NOTED MP REPORT WRITTEN CONSENT,CROWN CASTLE REBERVESTHE RIGHT TO DETERMINEWHETHHER OR NOTA RESOLUTION IS m FOR TIE ORIGINAL PROJECT. ACCEPTABLE. 9.119. AFTER EACH INSPECTION,THE TESTING AGENCY WILL PREPMEAWRITTEN ACCEPTANCE OR REJECTION WHICH 8. PHOTOGRAPHS WILL BE GIVEN TOTHE CONTRACTOR AND FLED AS QALY REPORTS TO CROWN CASTLE.THIS WRITTEN ACTION 5 pUCTOR - 8.1. BETWEEN THE GC AND THEN INSPECTOR THE FOLLOWMSI NG PHOTOGRAPHS.AT AMUS&ARE TORE TAKEN AND WILL GIVE THE CONTRACTOR AUST OF ITEMS TO BE CORRECTED,PRIOR TO CONTINUINGCCNSTRUCTION, Z A PROJECT Na 37517.3254.002.7700 &1.1. N REPOT: AND/OR LOAOII5 OF STRUCTURAL ITEMS. F 11.1. PRECONSTRIGTION GENERALSRECONDITION 9.11.4. THE TESTING AGENCY 00E8 NOT RELEVETHE CONTRACTORS CONTRACTUAL OR STATUTORY OBLIGATIONS. 4.0O PROS DRAWN BY: D.C. 5.1.2. PHOTOGRAPHS DURING THE REINFORCEMENTMODIRCHTON CONSTRUCTGNIERECTSN ANDNSPECTION THE CONTRACTOR THE TESTING THE HSOSOLE E RESSPLPONSITUREROFOR NYDEVIATIONS FBOM H OFC ROL PERSONNEL CfC a GIN k. 4%,, DRAWN 060: LRM. 01.3. RAW MATERIALS tp 0.1A. PHOTOS O ALL CRITICAL DETAILS Q' T 51.3. FOUNDATION MODIFICAD010 89567PE CHECKED BY: 1100 8.1.1WELD I.L DPREAAMTON �L.a,/fA / DATE: 12.192017 8.1.7. SOBOINSTALLATION AND TORQUE S HO(�i9yONV 51.B FINAL INSTALLED CONDITION 87.9. SURFACE COATING REPAIR 9.1.10. POST CONSTRUCTION PHOTOGRAPHS e'Pybk T8'2PA.Qi MI CHECKLIST 8.1.11. FINAL INFELDCONDITI07 1 8.1.12 PHOTOS OF ELEVATED MODIFICATIONSTAENFROM THE GROUND SHALL BECONSIDERED NADEQUATE. gNK•NEwzM 01.13, THIS IS NOTA COMPLETE UST O REQUIRED PHOTOS,PLEASE REFER TO ENG'UO'540007. U EX :+.4d 301 - DEC.2 1 20i7 M I-1 1REV DATE DESCRIPTION's MONOPOLE RETROFIT PROJECT MASTER NOTES DOCUMENT(REV.3,02105/2015) 5. CAST-IH•PIACE CONCRETE•(NOT MOWN TACNA*2017,IyNMI Ford on4Colornl. Al RIOAN Reserved.This tlaam5M a0 1. GENERAL NOTES S. EPDXY GROUTED REINFORCING ANCHOR RODS-fNOT REQUIRED) Ie da contained Ae,Nn,IspropWGy II. THE MONOPOLE STRUCTURE N ITS EXISTING CONDITIONPOES NOT HAVE THE STRUCMURALCAPACITY TO CARRY ALL OF THE PROPOSED ANO EXISTING LOADS FROM THE to PAWL Fad and Compaq,MANS In ATTACHED STRUCTURAL MODIFICATION REPORT AT THE REQUIRED MINIMUM WIND SPEEDS.DOLT INSTALL ANY NEW LOMOS UNTIL THE MONOPOLE REINFORCING 7• TOUC1 GILTVA�I�t/G arks=Moos a4WSMPS,HHGat the SYSTEM IS COMPLETELY AND SUCCESSFULLY INSTALLED. 7.1. THE CbNTRAU`TOR${IALL TOUCH UP ANY AND ALL AREAS OF GALVANIZING ON THE EXISTING OR NEW COMPONENTS THAT ARE DAMAGED OR ABRADED 9RawSNen parNUISRoSPwE J.P00 12. THESE ORAWNGS WERE PREPARED FROM INFORMATION PROVIDED BY CROWN CASTLE.THE INFORMATION PROVOED HAS NOT BEEN FIELD VERIFIED BY THE ENGINEER DURING CONSTRUCTION. V IN4EDSURFACE3 D, •- �. E TI(N1µ0A ES�MBLYAD .LL MY• •ALL ABRASIONS CUTS FEND And Company,be rePtaWaU,ape4a OF RECORD(EOR)FOR ACCURACY AND THEREFORE DISCREPANCIES BETWEEN THESE DRAWINGS AND ACTUAL SRE CONDITIONS SHOULD SE ANTICIPATED.PRIOR TO p 1 AND ALL FI ��A�����NLRRTNN BE TIiEec TH •L3 •T$• tVcM�lfrlNGBpCp-qS•32T I•! AE Q• Y010ANT MOLL PIE WET IQ mud for any purpoeeaha Olen We , FABRICATION AND INSTALLATION CONIRACTOR&ALLVERIFY AU.LENGTHS AND QUANTITIES OMEN.LENGTH AND QUANTITIES PROVIDED ARE FOR QUOTING PURPOSES CO 1.$MILS.ACU'A�.lO ME PAR FETA WElO�IV 1 M :T.,.E 0.MYE0911ARACES FDItYOUCH COAT- A OROA/ICE WITH AWS RS.t. miadedmeetor UUs epe.MkpmNa. ONLY ANO SHALL NOT BE USED FOR FABRICATION.THE CONTRACTOR SHALL COORDIATEWITHTHE PROJECT DAWINGS AND THEIR FIELD VERIFIED CONDITIONS APE) 7,2 CO CTOL SHALL N DIMENSIONSBEFORE PROCEEDING WITH THE WORK THE CONTRACTOR SHALL IMMEDIATELY REPORT ANY AND ALL DISCREPANCIES TO THE EOR AND CROWN CASTLE CROWN CASTLE'S TESTING AGENCY SHALL VERIFY THE PREPARED SURFACE PRIORTOAPPIJCATION OF THE TOUCHUP COATING. BEFORE PROCEEDING WITH THE WORK ANY WORK PERFORMED WITHOUT A PREFABRICATION MAPPING ISOONEATTHE RISK OF THE GENERAL CONTRACTOR MND/OR T.3. CROWN CASTLE'S TESTING AGENCY SHALL TEST AND VERIFY THE COATING THICKNESS AFTER THE CONTRACTOR HAS APPLIED THE MC COLD GALVANIZING COMPOUND O N THE FABRICATOR AND IT HASSUFFICIENTLY THEO.AREAS FOUND TO BE ADEQUATELY COATED,SHALL BE RE-COATED BY THE CONTRACTOR ANO RETESTEO BY THE TESTING AGENCY. 13. IF MATERIALS.QUANTITIES,STRENGTHS OR SIZES INDICATED BY THE DRAWINGS OR SPECIFICATIONS ARE NOT IN AGREEMENT WRHTHESE NOTES,THE BETTER QUALITY A�VAfgyNO $ O AND/OR TRUCTUGREATER QUANTITY,ESIGNESTRENGTH OBESEORSUE MDICATEU,SPECLRE00R NOTES ISHALLTION BE OF THE d NOT G U ANILE ALL STRUCTURAL STEEL MEMBERS AND ALL STEELACCESSORES,BOLTS,WASHERS,ETC.PER ASTM A123 OR PERAMTMAISL AS APPROPRIATE. 0>- • 1.4, THI88TTED.IT IS IS DESIGNED STABLE OENSUREAFTER THE INBTALLAT10NOFTHOREINFORCINGREPANRSYSTEM COMPONENT BEEN PRECIS DURING 8,1. HOTDIPITEMS 0. COMPLETED.ITISTISENCLUDECTOR'SDOLE UNITED918LTIYTOITIONO WHATEVER TEMPORARY OF THE GUYSMONOPOLETIE DOWNS THAONENTPMCESSARIGRELO 82 AU.GALLYPREGSHALL BE DONE AFTER FAVMICTIOISCOMPETEDANEEPAM)TO FIELDNAGEHOLESWTTH EOR APPROVALOF LOCATIONS. g cn f6 MODIFICATIONS.THIS INCLUDES,BUTISNOT UNITED TO,THE ADDITION OFWHATEVERTEMPOPRRYBRACINC GUYSORTIE DOWNSTHATMAY BEHE(ESBARY,SUCH SS AU.GALVANIZING SHALLBEDONEMTERFABRICATIONISCDIIPLETEDMDPRIOR INFIELD)INSTALLATION. �e z q. w MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER THECONPLETTON OF THE PROJECT, •E THEPERpETUA�IN@PE q� ,YTEN,�NCE y LSO Nei 1.5. RESPONSIBILITY OF THE GENERAL CONTRACTALL CONSTRUCTION MEANS Ate IASHODS,OR RESPONSIBLE FOR THE EXECUTION OF THE WORK CONTAINED HEREN AND MOLL MEET ASSSE AI OAUDING BUT NOT LEVIED TO,ERECTION PUNS,FOGGING FLANS.CUSSING PLAN&AND RESCUE PLANS S CUTEST 0.0.1, ASTERTHECD ITRACTORDHASBUCCESSFlNLL 0.71LETEDTHE INSTALLATION OF THE MONOPOLE REINFORCING SYSTEM AND THE WORK HAS BEENACCEPTED BY 'a� L ED111ON):FEDERAL,STATE AND LOCA,REGULATIONS;MD ANY APPUCABLE INDUSTRY CONSENSUS STANDARDS RELATED TO THE CONSTRUCTION ACTIVITESBEING CROWN CASAE,CROWN CASTLE WILLBEREIPONSIBLE FOR THE LONG TERM MID PERPETUAL INSPECTION MD MAINTENANCE OF THE POLE AND REINFORCING SYSTErl ' Pat 2 V 0 U PERFORMED,ALL RIGGNGPLMIS SHALL ADHERE TOMSVA93EA10.18(LATEST EDITION)AB)CROWN STANDARD CEDST610263NCLWWG THE REQUIRED INVOLVEMENT 92 ANYFIESO WELDED CONNECTIONS ARE SUBJECT TO CORROSION DAMAGE AND DETERIORATION F THEY ARE NOT PROPERLY MAINTAINED AND COVERED NTH '0 G OfAQUAUPIEDENGINEER FOR CLASS N CONSTRUCTION TO CERTIFY THE SUPPORTING 8TRUCTUHE(S)NACCORDMICE WITH THE ANSIRA322(LATEST EDITION). CORROSION PREVENTIVE COATING SUCH AS THE ZRC GALVANIZING COMPOUND SPECIFIED PREW008LY,THE STRUCTURAL LOAD CARRYINOCAPACTY CFTHE /U+� 1.6. OBSERVATION VISITS TO THE SITE BY CROWN CASTLE MOORTHE EOR SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION REINFORCED POLE SYSTEM IS DEPENDENT LEON THE INSTALLED SIZE AND QUALITY.MANTMNED SOUND CONDITION AND STRENGTH OFTHESE FIELD WENDED M4 ' PROCEDURES ANY SUPPORT SERVICES PERFORMED BY THE EOR DURING CONSTRUCTION ARE SOLELY FOR THE PURPOSE OF ACHIEVING GENERAL COFORMANCEWTH CONNECTIONS. YCORROS. • �, OFA h THEggSTING GALA! STEELPOLE (.pontV �j 2 THE CONTRACT DOCUMENTS.THEY DO NOT GUARANTEE THE CONTRACTORS PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION. FRE �WEL �.W L � a.I t1�,..A�6��AND MpYLFM TO PM� 9IRUC1URA1�. ''! 1.7, ALL MATERIALSANDEQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY,MME FROM FAULTS AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT g�1' TE T C GULAPI.Yf tr 11 T AN SA9 NIECES Y,A},J.OF WE08.CONNECPION 'O DOCUMENTS,ANY MD ALL SUBSTITUTIONS MUST SE PROPERLY APPROVED MID AUTHORIZED IN WRITING BY CROWN CASTLE AND EOR PRIORTO INSTALLATION.THE cRtiNNf� .eOF E ' O CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE IOND AND QUAJTY OF MATERIALS AND EQUIPMENT BONG SUBSTITUTED. 9.3, SHALL OMS v•G2.270&SECTION 14 AND ANNEX J FOR RECOMMBNATIONB FOR MAINTENANCE AND INSPECTION.THE FREQUENCY OF m m W,A 1.8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING,MAINTAINING,AND SUPERWSNG ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITNTHE WORK THE ppINSPECTION ANO MAINTENMCE INTERVALS IS TO PBEE OETEAIMAIIEO BHE Y CROOWENyCASTLE BAOEO AFONONACTUAL SITE AND ENVFBOENMENTALCONOITCNS, OAR$ q IV. td S THE CONTRACTOR IS AND REGULATIONS GOVERNINGRESPONSIBLE TO ENSURE THAT AS WELL AS CROWN CASTILS PROJECT E SAFETY GUIDEUNES RELATED WORK SWRH III,APPLICABLE LOCAL STATE,MDFEDERAL SAFETY CODES jr AS yNS THAI A'TIINN 0.EM TjO ANSTTNION -222 .2-2qB gECTIDIN�py'R iS i�CE D T THE SYIRUCRI�REa BERN.'. D�SEVERE i3 r , 1,8. THE CONTRACTOR SHALL BCRESPONSIBLE FOR PROTECTING ALL EXISTING MID NEW OOAXIALr'sat PIANO OTHER EQUIPMENT DURING CONSTRUCTION. WI ANOOR ICE `„J 1.10. ANY EXISTING ATTACHMENTS ARDOR PROJECTIONS ON THE POLE THAT MAY INTERFERE WITH THE INSTALLATION OF THE REINFORCING SYSTEM DIEL HAVE TO BE REMOVED ANO RELOCATED,REPLACED.ORREINSTALLED ASREQUREO AFTER THE REINFORCING IS SUCCESSFULLY COMPLETED,THE CONTRACTOR SHALL IDENTIFY 1S pE4p NoLommum IIRENE)ITANCE WITH AWS D1.1. MO COORDINATE THESE ITEMS PRORTD CONSTRUCTION WITH CROWN CASTLE.TESTN10.1. GAGENCY,MDEOR. ALL N SHALL BE IpE 1.1L MY AND ALL EXISTING PLATFORMS THAT ARE LOCATED IN AREAS OF THE POLE SHAFT WHERE SHAFTRENFORCNG MUST BEAPPUED SHALL BE TEMPORARILY REMOVED 10.2. FOR NEW BASE STIFFENERS INCLUSIVE OFTRANSMON STIFFENERS)AND ANCHOR ROD BRACKETS,COMPLETE JOINT PENETRATION WELDS SHALL 8E100%INSPECTED OROTHER'MSESUPPCRTEO TO PERMIT NEW CONTINUOUS REINFORCEMENT TO BE ATTACHED.AFTER THE CONTRACTOR HAS SUCCESSFULLY INSTALLED THE BY UT.ALL PARTIAL AWN PENETRATION AND FILLET NEWS SHALL BE IW%INSPECTED BY AIT. Ui MONOPOLE REWFORCEVIENTSYSTEM,THE CONTRACTOR SHALL REINSTALL THE PLATFORMB, 10.3. FOR NEW FLAT PLATE REINFORCEMENT AT THE BASE OF THE TOWER,COMPLETE JOINT PENETRATION WELDS SHALL BE 100%INSPECTED BY UT,All PARTIAL JOINT LLLAVLLL/ ' 1,12 THE p.NBINGFACOITIES,SAFETY CLIMB AND ALL PARTS THEREOF SHALL NOT BE IMPEDED.MODIFIED OR ALTERED WITHOUT THE EXPRESS APPROVAL OF THE EOR PENETRATION MD FILLET WELDS SHAD.BE 100%INSPECTED BY MT.BUT MAY BE UNITED TO AHEIGHT OF 10.41'. 1.11 FOR STANDARD CROWN PARTS SEE THE MOST RECENT VERSION OF THE'COI APPROVED REINFORCEMENT COMPONENTS.CATALOG. 104. FOR NOE OF THE EXISTING BASE PLATE CIRCUSIFERENTIALWELD.GC SHALL REFERENCE THE MICHECKUST FOR APPLICABIUTY.PLEASE SEE ENGSOW-10039;'TOWER Q 1,14. ALL SOLUTIONS FOR THE REPLACEMENT,RELOCATION OR MODIFICATION OF THE SAFETY GUMS AND/OR ANY OF THE MONOPOLE CUMMNG FACIUTIES SHALL BE BASE PLATE NOE,AND ENGEUL-10051:NDE REQUIREMENTS FOR MONOPOLE BASE PLATE TO PREVENT CONNECTION FAILURE.NOTIFY THE EON ANO CROWN COORDINATED WITH TUF-TUG PRODUCTS CONTACTDETMLS: ENGINEERING IMMEDIATELY F MY CRACKS ARE SUSPECTED OR HAVE BEEN IDENTIFIED.THENDE SHALL INCLUDE ALL SORTING MODIFICATIONS MAT HAVE BEEN M 3434 ENCRETE LANE,MORANE,OHIO 45439 WELDED TO THE BASE PLATE, PHONE 03T-298-1213 EMIL:TUFTUDAAOLCOM 10.S. ALL TESTIGUMITATIONS SHALL HEMMED 64 THE NDE REPORT. LL,LLJ� 2. STRUCTURAL STEEL Z J 21. STRUCTURAALSTEEL MATERIALS,FABRICATION,DETAILING.Mb WORWMANSH1P SHALL CONFORM TOTHE LATEST EDITION OF THE FOLLOWING REFERENCE STANDARDS: 2.1,1. BY THE AMERICAN INSTITUTE DFSTEEL CONSTRUCTION(MSC): a. ' 21.1.1. 'SPECIFICATION FOR STRUCTURAL STEELBULONGS' 2.1.7.2. 'SPECFICATONFOR STRUCTUNMJONTSUSNGASTNHIGH STRENGTH BOLTS;ASMPROVEDBYTHE RESEARCH COUNCIL OHSTRUCTURAL CONNECTIONS. 0Z 2.1.1,1 'CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS D BRIDGES' 0 0 21.2. pY THE MEFCMWELDNG SOCIETY)AWSS g 2,1.21. ce 'STRUCTURAL WELDING CODE- EL 01.1' Z 2.1.2.2. 'STANDARD SYMBOLS FOR MELDING,BRAZING,AB)NONDESTRUCTNE EXAMINATION' = J 22 ALL STRUCTURAL BOLTS SHALL BENSTALEDAND TIGHTENED TOTHE PRETENSIONEDCONDITION ACCORDING TOTHE REQUIREMENTS O'THE MSC'SPECIFICATIONFOR < G4 STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTS,DEC.31,2009. 2.3. ANY MATERIAL ORWOROIANBHIP WHICH BOBSERVEDTO BE DEFECTIVE CR INCONSISTENT WITH THE CONTRACT DOCUMENTS SHALL BE CORRECTED,MODFED,OR 4 Q O REPLACED AT THE CONTRACTOR'S EXPENSE 2.4. WELDEDCONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY,AWS 01.I.ALL WELD ELECTRODES SHALL OEE907IX (,•}W UNLESS NOTED OTHERWISE ON THE DRAWINGS. 25. ALL WELDED CONNECTIONS SHALL BE MADE BY WELDERS CERTIFIED BY AWS.CONTRACTOR SHALL SUBMIT WELDERS'CERTIFICATION AND QUAUFICATIONF—u' . DOCUMENTATION TO CROWN CASTLES TESTING AGENCY FOR REVIEW MO APPROVAL PSON R TO CONSTRUCTION. p 2A. STRUCTURAL STEEL PLATES SHALL CONFORM TO ASTM A572 GRADE WET A 85 ESI MINI UNLESS NOTED OTHERWISE ON THE DRAMNGS. g 2.T. SURFACES OF EXISTING STEEL SHALL BE PREPARED AS REQUIRED FOR FELOWELDING PER AWS.SEE SECTION I NOTES REGARDNGTOUCN UP OF GALVANIZED SURFACES DAMAGEO DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL ASFEIDWISDOM. LO 2A NO WELDING SHALL REDONE TO THE EXISTING STRUCTURE WITHOUT THE PRIOR APPROVAL MO SUPERVISION OF THE TESTINGAOENCY, 0) 0) 2.9. FIELD CUTTING OF STEEL: _ 2.9,1. ANTCCUQJTIOEINGd�N�AA1N30r1FETYE IUIpE�L1�NTETTEOSR 69IIENLLL.MMTOUTANAACOPYOFTNEOWCIJMARNALLECNZCCTROWTFCCAASSIT1.DSUIDEQU CPVETRTTNHEE 124H200: 124H20OS AND SAFETY CO E�NNEEBB�-PPAJNhROIOORROR F TpUQ7URE TTNA .'ASULTINAMCAITH SUE ADTIVVIINTEASO,SH,AJ.OIORFPRI REPAIRED CIIDSCONTRACTORS O CC SCAB � 4* INSPECTION/TESTWGAGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY, 29,2 ALL REQUIRED CUTS SWILL BE CUT WUSESTRNTHEDIMENSIONSSHOWNONTHEDRAWNGS.NOCUTSSHALLEXTENDBEYONDTHEOUTLINEOFTHEDIAENSIONSSHOWN SIC T%3C URgL m ON THE DRAWINGS ALL CUT USES SHALL BE GROUND SMOOTH AND OEBURRED.CUT EDGES THAT ARE TO BE FIELD WELDED SHALL BE PREPARED FORF1ELD � S WELDING PER AWS 01.1 AND AS SHOWN ON THE DRAWINGS.CONTRACTOR TO AVOID 90 DEGREE CORNERS,IT MAY BE NECESSARY TO DRILL STARTER HOO pRORP PES AS •RFL 'TIO REQUIRE)TO MAKE THE CUTS- g pPRO TMP ti PROJECT NS 31ti1T32N,00LT7CE 00 1 BASE PLATE GROUT•NOT REQUIRED) K '?" DRAWN BY: O 4. FOUNDATION WK-NOT REQUIRED) g9 b7P DESIGNED BY: J.W.M. OR OR CION CHECKED ST 3FKK t. DATE 12493017 44701",i8.� p� 44N K.5( o 40016 GENERAL NOTES 0 - DEe 212017 N-1 F I REV P DATE I DESCRIPTION I import Ntt,b/P.ILFNd Axico pcny. SHAFT S E C T I O N OATH AA Rig*Reserved.This document and PRIOR TO FABRICATION AND INSTALLATION,CONTRACTOR SHALL FIELD the We romMned Wein,N pmpdaa y SECTION PLATE LAP DIAMETER ACROSS FLATS H POLE IOPwIJ.Fwd utl Cmp.y,NsuedN VERIFY ALL LENGTHS AND QUANTITIES GIVEN.LENGTH AND SHAFT LENGTH THICKNESS SPLICE () GRADE POE s AIeOMdengee.r hWnd Atlmm Ne QUANTITIES PROVIDED ARE FOR QUOTING PURPOSES ONLY,AND SECTION (FT) )R+) (PT) ®TOP 01BOTTOM (L�) mvm'v Rem WINN MMAN01 101P.AJ.Fwd end Company,berepmduud,P03101 or vra-TOP OF POLE ____ ------ .-- SHALL NOT BE USED FOR FABRICATION. 1 12'60 0.5260 4.500 4560 33 ROUND used(orally purpose*sr than the ASV CA ANTENNA._! p1\ 2 3S300090.060 moo 00 52 ROUND intended use(wwie.0410 pmJM. r SP CIL ANTENNA__ II\r 3 4000 0.9760 30.000 x.060 82 ROUND ry 60'5 CRM1iENNA """'�'_II' RD ©Q'© NOTE DIMENSIONS SHOWN 00 NOT INCLUDE GALVANIZING TOLERANCES '4'1 —I 1 19 BUIXNEAO __u__ TOWER MODIFICATION SCHEDULE O>-o I— s 11 ..... ..__ . ELEVATION TOWER MODIFICATION DESCRIPTION REFERENCE SHEETS �y,Z 79'TOP OFSP.SE POLE r REMOVE EXISTING CONCEALMENT SPINE AND S1 ' p 75'TO er.r SHR0003 n 73U'TOP OF IiI1ui_ _ COt7CEAIlA NT 0 77 TOET•5' HSTALL NEW CONCEAL ENT VINE 3-2T055 ..t2 �0 U © 79'-3.10 ST-5 HSTVLLNEWC EWEPEADSNIO S-2705.5 /0.n L,,� 2 • 07S4•TOET4• PAINT MODOTCATIONSTOMATCH EXISTING POLE 5-1 IL oLSNm INSTALL NEW CONCEALMENT REJNFORCHG o Q 734'7057-0• SpLUf10N PER OPb-PRC-101CASilE OOC 3-1 g1. b i"i r_t ,, • 1. EXISTING CONCEALMENT TO BE REMOVED AND REPLACED WITH °' 0 n5' THE NEW CONCEALMENT. 554 _ Ill 2. NEW CONCEALMENT IS TO BE BOLTED TO TOP FLANGE OF • EXISTING BASE POLE.CONTRACTOR SHALL VERIFY EXISTING WW,. 51'4 CONDITIONS PRIOR TO FABRICATION AND INSTALLATION. Q 3. CONTRACTOR SHALL SEND PAUL J.FORD&COMPANY THE FABRICATION DRAWINGS FOR APPROVAL PRIOR TO MANUFACTURING. W z —J CO 4. CONTRACTOR TO COORDINATE EQUIPMENT SHUT DOWN AND Q. 0 °P CONCEALMENT REMOVAL WITH CROWN CASTLE PROJECT PM AND 1,... O 0 CARRIERS.CONTRACTOR TO PROVIDE SCHEDULE THAT CD 0 0 MINIMIZES DOWN TIME FOR CUSTOMER SYSTEMS.TEMPORARY Z _I L 2 = POLES OR COWS MAY BE REQUIRED DURING THE INSTALLATION Q 0 in OF THE NEW CONCEALMENT AND MODIFICATIONS. g Q P.: W {-. LL C 0 2 N- 00 HSTAILED 1* (5)149'TO 84 FT LEVEL (3 74 T0)53 FT LEVEL * .\ CO (NOT INSTALLED) _..� (1)3/M TO 70 FT LEVEL 5.(µUCTUR44 (2)374.7070 FT LEVEL PROJECT NO 37517.325&002.7700 f3)iteTo(INSTALLED)OFT LEVEL 47405.6 LOJFAFs@j DRAWN BY: P.C. (d)um 70 FT LEVEL 47 d FR O (S)N5'TO 70 FT LEVEL �wti y DESIGNED Br: J.W.M. 89567' CHECKED BY: T&KK J (NOT INSTALLED) •••• DATE 12.16-2017 (1)174•TO 64 FT LEVEL OR *Nu (I)3/M TO114 FT LEVEL 0 (2)SAP (INSTALLED)FT LEVEL 0,...01!1e,1°mow MONOPOLE (01OIR TO 64 FT LEVEL NK KEa PROFILE BASE LEVEL DRAWING ...t 5oka A POLE ELEVATION 0 DEE.2 120V1 S-1 REVI DATE I DESCRIPTION I a 0C09RNM 2017.by Pei J. a eCorm,, A8 RIMIN RMand.This document eld Ne date sonicated heroin,h mapriewT SHR UD(ROUND) GP/ANTENNA NPaul J.Font and Comm,lamedio SHROUD(ROUND) GYP/ MANONNEdexe and that not,Willman Prwwdton pemtMegn otPa8J.Fad and Company,he repod ed,copieda wed for any Pwpo»0.810.than 00. Adanded use fortis met&pro4 t • TME(TYP) OC f—' te aro ® �Q° ( � a TOP P • LA 'N TE / 4 2 NEW CONCEALMENT 1 d NEW BWWEAD SPINE Ja / 1 u PLATE MO * Qgffi' ��f CC . CA.P• MENNAS _.... ® ANTENNA ,. SHROUD O CEA MENT �•jQ//O d, Z Z \' \I • NEW NETENNACONGEMMENT ANTENNA Ty3 N NVMETERNOTTOEXCEE07BY. .. (TYP) o 0 F- COLOR OF CONCEALMENT SHALL ..... q�w © COMMCTORTOCOt4PLETE SITE - i3 0J 8 834'-- ': V151TT0 CONFIRM l9U977NG TME ITYP) C) CAANiENNAB ."_.�—..__ ® COLOR CONTRACTOR SHALL PI E PROVIDE A COLOR SAMPLE TO THE • CROWN CA8RE PM OR CM FOR SECTION APPROVAL PRIOR TO FABRICATION. - , (PROPOSED AMAIN FIT)NM, , *. W 88434Q NEW GONCEALMENT Q __. .._ W - SPRIT Ch ANTENNA NEW CONCEALMENT . - ' SHROUD(ROUND) ANTENNA 75.0' 9—b , (TSP) C./.) BULIOdtAD I .. Z ViY0 a NEW BULKHEAD H ZO WELDMENT 8W1 (F� EXISTING BASE t,/ (7 POLE TOP Z J LLI 2 RANGE PLATE NEW CONCEALMENT _.I 0 © �TMA�S3GRE1 SECTION A ) m w 0 (PROPOSED ANIMA KGVer - <W 1070' NEW CONCEALMENT >. Jr- NEW BOLTED BRACKET ANTENNA ""` I-LL © I 1 881 AND 08Y (TNT) / SPIE O O ti 1 LOti • rd • EMOTING NV . _... SET EXISTING CO CONCEALMENT TO EXISTING BASE 1 REAM FROM 51'3'TO ' POLE SHAFT ( 73'3'4110 /'�''E' SEC 1 IONAlk WlWU Gilt 4,14 'PROJECT No: 3151T32.34.0021.:0(Om.CHECKD8 OC., (PROPOSED ANTENNA FIT) tit? pyLQ0.�GINlT 80f DEMENTED Br: J.WM. W� 0 FR 09 CHECKED 8Y: >4KK Antenna Nominal Acloal 89567PE r DATE 10.1072817 Antenna Model QUANTITY Centerline Height,in Depth,In Width,In Coax Model QUANTITY Elevation,k Dtamefer,In Diameter,in PARTIAL ELEVATION0 EIeYalloA"_ R._ON CONCEALMENT DHHTTG56.3XR 3 83 72.1 7.1 11.9 TYPE 211.7/161 1 83 1 7/16 1.44 OPTIC FIBER JUNCTION CYLINDER 3 85.5 11.22 3.15 3.15 NOTE;COAX LAYOUT AND FIT IS THEORETICAL.ACTUAL LAYOUT AND 2°k IC', ELEVATION �RRH{2ACTIONCFILTER ER 33 883 53 `123.74 115 6.73 15.175 FIT MAY VARY PENDING EXISTING CONDITIONS. B,p7�NK1 RM00/4 DETAILS R 861-1•08 3 83 22.90 9.09 15.04 EXpiTENS (Gc $ RRM•P4 3 805 23.81 8.56 11.78 .�� ��/0 Ai NOTE:ALL ANTENNA DIMENSIONS HAVE BEEN PROVIDED BY CROWN CASTLE.A A'SPACING DEC-21 CF`Cl.9. 17I{I7 S-2 BETWEEN THE SPINE AND ANTENNA HAS BEEN ASSUME°. 4 (U I RE0 1 DATE I DESCRIPTION I I • N O4P144d 7017,4014414 Fad we Campny, A0%Ms Named.TMs damned and ee fish anlatnad W01,14 popleWY (4)374E SOUS EIXIALLY to Pad I.Ford and Company,issued M SPACED ON 171e.C, *lel unidenn 4/14441404 whhoultha (FIELD VERIFY).TIGHTEN pdorwdtenpemdebn ofP4411 Fed FLANGE PLATEMK-FPL eF Nur METHOD. Y M MA Campaarepodam,myiedN 5145 NUT' O OF THE METHOO. masd/many papaaOhm Ow the Wended uae for IAN apedieploled NEW tYtb AISIGRADE B7INSTALLED - • rHROUGHCONCEAIMENTSPINEYATN NEW CCNCEAUdENT .11 NEW CONCEALMENT OOUSLEHEAWHEKNIITIXGEACH END. FLANGE STIFFENER O SPINE AT W N SPINE 170MTEN T08NlIG TN#IT CONDIRIXI.FIELD MN-F91(TAP) Q 'O uy . ORLL Ws HOLE IN EXISTING SPINE . At NEW CONCEtIMENr • .. + V � ® r F9FlANGE STfFFENER I<1i 9 NNF RCIM /�� PR •TU U Ill) - © ON STIFFENER Ey 1 \\ NEWCOtNE4MENT �U n _? O • �.•.,� 421 FLANOEPLAIE FPI • ON CO H 8 NEW 9UlKMFAD WFIDMEN79WI SECTION FLANGE CONNECTION0 g a Q 0 i 'O.Oil ...i ct w;_V \ • . IN NEW lire A325 BOLT, • N TIGHTEN SNUG TIGHT , 112 �1•I CC Q SECTION d ow) FL 7D' MY /'"lf W Ta Z J Z O NEWCDNCEAIMENT P 1 1.r y 4112 Y�. a SHROUDIII '^ < � CO FLANGE STIFFENER MK-FS1 (4 REQUIRED)(Fp=3i KSI) W F—cr- .. 0 O m Q) NEW BULKHEAD PLATE 9111 • cat siocrUgg4 PROJECT*/ 375175161.002.7100 NEW CONCEALMENT SPINE. DRAWN BY: DO SEE SHEET 92 FON SIM 4.00 IN44,40.t.E.,O PROF BapDESIGNED BY: J.W.M.0�SQ. CHECKED SY: INCK 89567P DATE 12-197017 SECTION rp:•°ON, CONCEALMENT�,B7.$ �P, 78.2°0t. `' SECTIONS VW 'K.KEW 0 Expires:c,c_t iffr elle DEC 212017 S-3 r, S I REV I DATE I DESCRIPTION I 1 603Reltd 2017,by PMA Fold rod Copley, All Rights Renewed.TNe downed rod' tho dem contained herein,N prproprietary(6j 0405'e FEXHOLET0 IOP.I J.Fad Compiety.asutl INSTALL 5116'13 S NM confidence moral not.pillar!tWAE 12 HEXRIYETNUT Worrier permitter ol PW lFed(EQUALLY SPACED) copied y wed for any purpose nOrWen WeRING E(A Intended use la this epetlAeROO. PLATE(AL6) I TM' 0,55e HEX HOLE TO INSTALL (TYP) 13 W Yo' N • RNET NUT(TYP N 0I ANGLES) f lE O>-o211EX OG ,,i 1 "S __I ili,,ss44 (� or RING MA[INCLUDDH: rir- {1.•Q 4! `�' .1 . 174'PoNG FLATS .6 30 -10'3§ r�, 3 11., 111 ill NEW HEX RIVET We HOLE ._ ,....0.... _. _..__.._._. eJ.12U V U Nur ITYP) ErP4LDGnDIVs)-� .. rp� e(umg Z z 6Po'eMOLE 2LOC h am di f (fYpxLOCATX/N3) '' r LNEW OPGAI5bx 0.475'PIPE x04' (TYP) m O .1 L0NGAS0042WI ' N1 N LM' (TYP) 0 ri EYP) W k et 11leTHX. Q 1•iHR C C w BULKHEAD PLATE MK-BH1 O Z a (1 REQUIRED)(ASTM A36> �, Ue II L22IONG — O'\11 , , 0(.6.‘ •• • Rt•(TYP) SOC lir Nit x2'x R.LONG PLATE EYP 2 L0CATIONS) • • • PROJECT Na 3731742.54.003.3700. 5/RUC iUR44 oaAwner D.C. BULKHEAD WELDMENT MK-BW14.le4,0°IIN°RR53, DESIGNED 3Y: JAN. FLANGE PLATE MK-FP1 (2 MO FLANGE UNLESS 49 • CHEESD SY: SKr NOTED OTHERMSE) 89567PE DATE 1a8F2M7 (I REQUIRED)(ASTM A46) R N BULKHEAD m..v,°�1e,TO DETAILS I 4NK.KER0°' R _ Expires:G /(50 fti DEC. 111 t S-4 REV I DATE I DESCRIPTION I S s 0 Co%dOe 2017,by Pad 1 Fad sae Cmdmy, V REF M REF EXISTING CONCEAL/oo to 11. Ott madam and shall nol,*HMS* inFOR and bo• � MOU`R*; al BASE / •/ ER +` SNOT TO OFCONCLu g WITHdEXIMING 8UlMEN)COLLAR. VISIT TO CONFIRM COLOR OF EXISTING CONTRACTOR SHALL VERIFY P•E N POLE PRIOR TO FABRICATION AND MATHS OPINE PROPOSED NEW VALMONT RING SECTION ® INSTALLATION SECTION © ANTENNAS DETAIL Q MOUNT"""'"`"R"` mum ARM ERACKET) (MOUNT ARM BRACKET) ICIF ® LU Er NEW BENT PLATE SHALL BE 3172' BENT TO MATCH INSIDE RADIUS A' Q (f 4' (TW.) OF NEW CONCEALMENT SHROUD p 0 5w CO —_ S. ,I, 11/11111=111111111111111111111111111111111111110 z a 1 ; ( C~.9 (�az 1 o 0LL NEW NSYBOLT —I–i��. _y u I I` CONTRACTOR TORSO W • TIGHTEN TO SNUG �" F 13" TIGHT CONOMON(TYP.) I I ,,_'r O DRRl3N'd HOLES NEW MONNTE SLWAMi I -I ""MONT RINGg s L() �� SM'a MOLE i • ,I IiI,1 % 1'MW, ! i ( L - 1'MIL .II GYP,/ e' y 's i 0YR) D�a/� .�..._ ..._. ,,. -. I i I 3 ------ 4.1 NEW CONCEALMENT i _ I SHR (ROUND)OW4D �' 7 _ --- I j gtaUCROPW NEW BOLTED ...,,,,,,,,,,••�: -� -' '•--"ri .-.. -. Ep PROF�Y� PROJECT Na 37577.3251,002.7X00 NEW BOLTEDr� BRACKET fel 4 /A -moi - 'A�a IN �lYj DRAAWNBY: O.C. BRACKET SW FASTING EASE POLE WS, -I"„-"--O' .4 va EN` o SECTION �� SHAFT , - HA Nub E �, DESIGNED 9V, J.W.M. Sid 6 ---0 ,�®� 89567PE CHECKED BY: s rK VP T.. ( ......_._,.. •�� �' 315 ♦ LMTE: 1249 017. gra HOLE I , I '''E HSS343E3116 (GYP.) I 555 ,HSG21f20112x114 r'° x' -- �' --B I TMP a k Ie.% CONCEALMENT 31C.HOLE r �,AN K. /( BRACKET DETAILS GYP.) E%�f9B`ec(3 .f16 BOLTED BRACKET MK—BB1 BOLTED BRACKET MK—BB29q (5REQUIRED)ITUBEFy=1S KM)IPLATEFy=SO KS!) SI REQUIRED)(TUOEFy 216 KSI)(PLATE Fy=SD NSM) DEC 4 2017 S-5 XI I REV] DATE 1 DESCRMTIDN I 1