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2015-00274PAUL J. FORD STRUCT-U RAL 250 East Broad Street • Suite 600 Date: .November 11., 2014 Curt Nickel Crown Castle 11 Grandview Circle Suite 220 Canonsburg, PA 15317 .(724) 416-2615 AND COMPANY E N G I N E E R S • Columbus, Ohio 43215-3708 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co -Locate Carrier Site Number: Carrier Site Name: Paul J. Ford and Company 250 East Broad Street #600 Columbus, OH 43215 (614) 221-6679 dkramer@pjfweb.com 1745-A APPLE VALLEY Crown Castle Designation: Crown Castle BU Number: 844212 Crown Castle Site Name: FRIDLEY Crown Castle JDE Job Number: 292322 Crown Castle Work Order Number: 806127 Crown Castle Application Number: 251439 Rev. 5 Engineering Firm Designation: Paul J. Ford and Company Project Number: 37514-1778.001.7700 Site Data: 101 -53RD WAY -NORTHEAST, FRIDLEY, Anoka County, MN Latitude 45° 3'56.8", Longitude -930 16' 38.2" 100 Foot - Monopole Tower Dear Curt Nickel, 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 677501, in accordance with application 251439, revision 5. 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 Sufficient Capacity .Note: See Table I and Table II for the proposed and existing loading, respectively. The analysis has been performed in accordance with the TIA-222-G standard and local code requirements based upon a wind speed of 90 mph 3 -second gust, exposure category B with topographic category 1Qand-crest height -of 0 feet All modifications and equipment proposed -in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at 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 furtherassiya=m�jsprty prajBcts please.give us a call. Respectfully submitted by: rr,:f_° D. Scott Kramer,, P.E. Project Engineer tnxTower Report - version 6.1.4.1 PAUL J. FORD AND COMPANY STRUCTU RAL ENGINEERS 250 East Broad Street • Suite 600 • Columbus, Ohio 43215-3708 Date: November 11, 2014 Curt Nickel Paul J. Ford and Company Crown Castle 250 East Broad Street #600 11 Grandview Circle Suite 220 Columbus, OH 43215 Canonsburg, PA 15317 (614) 221-6679 (724) 416-2615 dkramer@pjfweb.com Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co -Locate Carrier Site Number: 1745-A Carrier Site Name: APPLE VALLEY Crown Castle Designation: Crown Castle BU Number: 844212 Crown Castle Site Name: FRIDLEY Crown Castle JDE Job Number: 292322 Crown Castle Work Order Number: 806127 Crown Castle Application Number: 251439 Rev. 5 Engineering Firm Designation: Paul J. Ford and Company Project Number: 37514-1778.001.7700 Site Data: 101 -53RD WAY NORTHEAST, FRIDLEY, Anoka County, MN Latitude 45° 3'56.8", Longitude -93° 16'38.2" 100 Foot - Monopole Tower Dear Curt Nickel, 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 677501, in accordance with application 251439, revision 5. 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 Note: See Table I and Table II for the proposed and existing loading, respectively. Sufficient Capacity The analysis has been performed in accordance with the TIA-222-G standard and local code requirements based upon a wind speed of 90 mph 3 -second gust, exposure category B with topographic category 1 and crest height of 0 feet. All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at 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: D. Scott Kramer, P.E. Project Engineer tnxTower Report - version 6.1.4.1 November 11, 2014 100 Ft Monopole Tower Structural Analysis CCI BU No 844212 Project Number 37514-1778.001.7700, Application 251439, Revision 5 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 6.1.4.1 November 11, 2014 100 Ft Monopole Tower Structural Analysis CCI BU No 844212 Project Number 37514-1778.001.7700, Application 251439, Revision 5 Page 3 1) INTRODUCTION This tower is a 100 ft monopole. The towers manufacturer and design wind speed are unknown. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3 -second gust wind speed of 90 mph with no ice, 50 mph with 0.75 inch ice thickness and 60 mph under service loads, exposure category B with topographic category 1 and crest height of 0 feet. Table 1 -Proposed Antenna and Cable Information — Mounting Level (ft) Center ' Line Elevation (ft) `Number - Of Antennas -- - --- Antenna Manufacturer -------- - - Antenna Model -Number of Feed Lines Feed. Line Size (in), Note 3 -- alcatel lucent -- ---- RRH2X40-AWS i 0 3 a lucent- - RRH2x40 07L -DE 3 -JI - alcatel-lucent I,; I� 98.0 98.0 cci antennas ----- ------- 1 ''�, 4 1/2 3/4 - 2 - HPA 65R-BUU-H6 w/ Mount Pipe 4 _ HPA-65R-BUU-H8 w/ Mount Pipe , cci antennas ------ ' 1 - ---- --- -- c rayap _ DC6-48-60-18 8F - - - - -- 1 tower mounts ISector Mount [SM 1306-3], tnxTower Report - version 6.1.4.1 November 11, 2014 100 Ft Monopole Tower Structural Analysis CCI BU No 844212 Project Number 37514-1778.001.7700, Application 251439, Revision 5 Page 4 Table 2 - Existing Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number Of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 2j nokia MNPF1990 - - 2 2 T� commsco_pe E1 iS07PO2 2 - --- - andrew ETB19G8-12UB - --- 98.0 98.0--- 2 1 1/4 3/4 1 2 --- powerwave technologies 7752.00 w/ Mount Pipe j 6 15/8 _ 4 j powerwave technologies 7772.00 w/ Mount Pipe 3 alcatel lucent __ RRH2x40 700 95.0 96.0 _ P65 -17 -XLH -RR w/ Mount! Pipe 3 13 /5 1 3 !_ 1 powerwave technologies raycap _ - _ _ _ _ DC6-48-60-18-8F J 95.0 1 tower mounts T -Arm Mount A 702-3 92.0 11 ericsson UKY 210 78/SC15 90.0 6 3/8 1 90.0 1 tower mounts J Side Arm Mount [SO 901-' 3] 89.0 j 1 ericsson UKY 210 78/SC15-_- 1 nokia MNPF1990 75.0 1 j powerwave technologies 7752.00 w/ Mount Pipe 4 -1-- commsco_pe_- -nokia E15S07P02_ -- _ 74.0 5 15/8 1 ) _- MNPF1990 74.0 2 powerwave technologies 7772.00 w/ Mount Pipe 1 j tower mounts Miscellaneous [NA 508-3] Notes: 1) Existing Equipment 2) Equipment To Be Removed tnxTower Report - version 6.1.4.1 November 11, 2014 100 Ft Monopole Tower Structural Analysis CCI BU No 844212 Project Number 37514-1778.001.7700, Application 251439, Revision 5 Page 5 3) ANALYSIS PROCEDURE Table -3 - Documents Provided Document Remarks Reference Source GEOTECHNICAL REPORTS - -- - - -- FDH - -- -- - - - -- 4918803 -_ -- - - _____ ]CCISITES TOWER FOUNDATION FDH 5355721 CCISITES MAPPING TOWER MAPPING FDH 5128172 -i CCISITES 3.1) Analysis Method tnxTower (version 6.1.4.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 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) Monopole will be reinforced 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 6.1.4.1 November 11, 2014 100 Ft Monopole Tower Structural Analysis CCrBU No 844212 Project Number 37514-1778.001.7700, Application 251439, Revision 5 Page 6 4) ANALYSIS RESULTS Table 4 - Section Capacitv (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P allow (K) iCapy. aciiy Pass /Fail L1 - -100- 66.5 - Pole - - TP19.0347xl2.39x0.1875- 1 _]_ -7.67 798.44 96.0 Pass L2_JJ 66.5-48.5 I _ Pole TP22.605x19.0347x0.4082 2 -9.72 1219.84 88.0 Pass 1-3 48.5 - 31.5 Pole TP25.6013x21.2274x0.25 3 -12.32 1427.21 J1 97.0 Pass L4 31.5-7 _ Pole _ J _TP30.46x25.6013x0.4615 4 -16.34 2067.02 80.9 11 Pass L5 -�-� 7 - 0 - Pole — --- - TP31.35x28.77684.3125 -- 5 — -18.71 2201.30 ------ 82.2 ( Pass - -- . - .----- ---- Summary) - ------� - - ---- --- --- ----- _— _ — Pole(L3) _97.0 Pass Rating = 97.0 Pass Table 5 - Tower Component Stresses vs. Capacity Notes Component Elevation (ft) % Capacity Pass / Fail 1 Base Foundation 0 86.1 Pass - — _- ---' — — Steel --� --------- Base Foundation 1 0�L 98.6 Pass Soillnteraction I Structure Rating (max from all components) _ 98.6% Notes: 1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity consumed. 4.1) Recommendations Install attached proposed modification drawings. tnxTower Report - version 6.1.4.1 November 11, 2014 100 Ft Monopole Tower Structural Analysis CCI BU No 844212 Project Number 37514-1778.001.7700, Application 251439, Revision 5 Page 7 APPENDIX A TNXTOWER OUTPUT 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 Anoka County, Minnesota. 2) Basic wind speed of 90 mph. 3) Structure Class II. 4) Exposure Category B. 5) Topographic Category 1. 6) Crest Height 0.00 ft. 7) Nominal ice thickness of 0.7500 in. 8) Ice thickness is considered to increase with height. 9) Ice density of 56 pcf. 10) A wind speed of 50 mph is used in combination with ice. 11) Deflections calculated using a wind speed of 60 mph. 12) A non-linear (P -delta) analysis was used. 13) Pressures are calculated at each section. 14) Stress ratio used in pole design is 1. 15) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KUr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Use TIA-222-G Tension Splice Capacity Exemption Treat Feedline Bundles As Cylinder Use ASCE 10 X -Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feedline Torque Include Angle Block Shear Check Poles 4 include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 100.00-66.50 33.50 0.00 12 12.3900 19.0347 0.1875 0.7500 A572-65 (65 ksi) L2 66.50-48.50 16.00 2.83 12 19.0347 22.6050 0.4082 1.6326 Reinf 37.83 ksi (38 ksi) L3 48.50-31.50 19.83 0.00 12 21.2274 25.6013 0.2500 1.0000 A572-65 (65 ksi) L4 31.50-7.00 24.50 3.83 12 25.6013 30.4600 0.4615 1.8461 Reinf 41.95 ksi (42 ksi) tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37514-1778.001.7700, Application 251439, Revision 5 November 11, 2014 CCI BU No 844212 Page 8 Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius it it ft Sides in in in in 1-5 7.00-0.00 10.83 12 28.7768 31.3500 0.3125 1.2500 (65 ksi) Tapered Pole Properties Section Tip Dia. Area I r C I/C J IbQ w w/t 1 in int In° in in if? W int in 1" Ice 1-1 12.8271 7.3673 140.0198 4.3685 6.4180 21.8167 283.7181 3.6259 2.8180 15.029 No Ice 19.7062 11.3790 515.9223 6.7473 9.8600 52.3249 1045.3985 5.6004 4.5988 24.527 1-2 19.7062 24.4804 1084.1005 6.6683 9.8600 109.9496 2196.6815 12.0485 4.0074 9.818 C 23.4024 29.1728 1834.6183 7.9465 11.7094 156.6792 3717.4340 14.3579 4.9643 12.163 1-3 22.6224 16.8868 948.4922 7.5099 10.9958 86.2598 1921.9024 8.3112 5.0189 20.076 26.5044 20.4078 1674.1004 9.0758 13.2615 126.2380 3392.1813 10.0441 6.1911 24.765 1-4 26.5044 37.3601 3013.8090 9.0000 13.2615 227.2607 6106.7942 18.3875 5.6243 12.186 31.5345 44.5806 5120.7090 10.7395 15.7783 324.5416 10375.944 21.9412 6.9264 15.008 No Inside Pole 98.00-0.00 4 No Ice 0.00 0.00 8 1-5 30.7345 28.6422 2962.0624 10.1902 14.9064 198.7109 6001.9414 14.0968 6.8747 21.999 1" Ice 32.4559 31.2315 3840.1841 11.1114 16.2393 236.4747 7781.2540 15.3712 7.5643 24.206 Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Diagonals Horizontals ft ftz in in in 1-1 100.00- 1 1 1 66.50 Total 0.00 CAAA 1-2 66.50- 1 1 1 48.50 1 No Ice Number 0.00 1-3 48.50- 1 1 1 31.50 1" Ice ft 0.00 1-4 31.50-7.00 1 1 1 1-5 7.00-0.00 1 1 1 Feed Line/Linear Appurtenances -Entered As Area Description Face Allow Component Placement Total 0.00 CAAA Weight 1" Ice or Shield Type 1 No Ice Number 0.00 1/2" Ice 0.00 Leg 1" Ice ft 0.00 LDF2-50(3/8") C No Inside Pole 90.00-0.00 fe ft klf LDF7-50A(1-5/8") C No Inside Pole 98.00-0.00 6 No Ice 0.00 0.00 1/2" Ice 0.00 0.00 1" Ice 0.00 0.00 9776( 3/4") C No Inside Pole 98.00-0.00 1 No Ice 0.00 0.00 1/2" Ice 0.00 0.00 1" Ice 0.00 0.00 LDF1-50A(1/4") C No Inside Pole 98.00-0.00 2 No Ice 0.00 0.00 1/2" Ice 0.00 0.00 1" Ice 0.00 0.00 9776( 3/4") C No Inside Pole 98.00-0.00 4 No Ice 0.00 0.00 1/2" Ice 0.00 0.00 1" Ice 0.00 0.00 LDF4-50A(1/2") C No Inside Pole 98.00-0.00 1 No Ice 0.00 0.00 1/2" Ice 0.00 0.00 1" Ice 0.00 0.00 LDF7-50A(1-5/8") C No Inside Pole 95.00-0.00 3 No Ice 0.00 0.00 1/2" Ice 0.00 0.00 1" Ice 0.00 0.00 LDF2-50(3/8") C No Inside Pole 95.00-0.00 1 No Ice 0.00 0.00 1/2" Ice 0.00 0.00 1" Ice 0.00 0.00 LDF2-50(3/8") C No Inside Pole 90.00-0.00 6 No Ice 0.00 0.00 tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37514-1778.001.7700, Application 251439, Revision 5 November 11, 2014 CCI BU No 844212 Page 9 Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Sectio 1" Ice Leg 0.00 It flz/ft k/f 0.00 Face) 1/2" Ice 0.00 0.00 ft, 1" Ice 1" Ice 0.00 0.00 LDF7-50A(1-5/8") C No Inside Pole 74.00-0.00 5 No Ice 0.00 0.00 0.000 0.00 1/2" Ice 0.00 0.00 0.000 0.000 1" Ice 0.00 0.00 1" Flat Reinforcement C No CaAa (Out Of 33.50-8.50 1 No Ice 0.17 0.00 Face) 1/2" Ice 0.28 0.00 Sectio 1" Ice 0.39 0.00 1" Flat Reinforcement C No CaAa (Out Of 68.50 - 48.50 1 No Ice 0.17 0.00 Face) 1/2" Ice 0.28 0.00 ft, 1" Ice 0.39 0.00 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR Ar CAAA CAAA Weight Sectio Elevation Elevation or Thickness In Face Out Face In Face n ft n fe ft, ft ftz K L1 100.00-66.50 A 0.000 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.000 0.333 0.33 L2 66.50-48.50 A 0.000 0.000 0.000 0.000 0.00 A 1.585 B 0.000 0.000 0.000 0.000 0.00 B C 0.000 0.000 0.000 3.000 0.25 L3 48.50-31.50 A 0.000 0.000 0.000 0.000 0.00 0.25 L3 B 0.000 0.000 0.000 0.000 0.00 0.000 0.00 C 0.000 0.000 0.000 0.333 0.24 L4 31.50-7.00 A 0.000 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.000 3.833 0.34 L5 7.00-0.00 A 0.000 0.000 0.000 0.000 0.00 C B 0.000 0.000 0.000 0.000 0.00 7.00-0.00 A C 0.000 0.000 0.000 0.000 0.10 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 fiz ft2 ff fe K L1 100.00-66.50 A 1.644 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 1.064 0.33 L2 66.50-48.50 A 1.585 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 9.340 0.25 L3 48.50-31.50 A 1.528 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 1.038 0.24 L4 31.50-7.00 A 1.419 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 11.084 0.34 L5 7.00-0.00 A 1.197 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 0.10 tnxTower Report - version 6.1.4.1 November 11, 2014 100 Ft Monopole Tower Structural Analysis CCI BU No 844212 Project Number 37514-1778.001.7700, Application 251439, Revision 5 Page 10 Shielding Factor Ka Tower Feed Line Feed Line Center of Pressure Feed Line Ka K° Section Record No. CPZ Section Elevation CPX CPZ CPX Elev. Ice Ice ft in in In in L1 100.00-66.50 -0.0149 0.0086 -0.0390 0.0225 L2 66.50-48.50 -0.1914 0.1105 -0.4534 0.2618 L3 48.50-31.50 -0.0261 0.0151 -0.0707 0.0408 L4 31.50-7.00 -0.1834 0.1059 -0.4395 0.2537 L5 7.00-0.00 0.0000 0.0000 0.0000 0.0000 Vert Shielding Factor Ka Tower Feed Line Description Feed Line Ka K° Section Record No. Segment No Ice Ice Elev. tnxTower Report - version 6.1.4.1 Discrete Tower Loads Weight Description Face Offset Offsets: Azimuth Placement CAAA CAAA or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft, K ft ° ft -95 -FT.. (2) 7752.00 w/ Mount Pipe A From Face 4.00 0.0000 98.00 No Ice 8.72 6.45 0.06 0.00 1/2" 9.38 7.71 0.13 0.00 Ice 10.05 8.77 0.20 1" Ice (2) 7772.00 w/ Mount Pipe B From Face 4.00 0.0000 98.00 No Ice 8.85 6.54 0.07 0.00 1/2" 9.49 7.83 0.14 0.00 Ice 10.17 8.91 0.21 1" Ice (2) 7772.00 w/ Mount Pipe C From Face 4.00 0.0000 98.00 No Ice 8.85 6.54 0.07 0.00 1/2" 9.49 7.83 0.14 0.00 Ice 10.17 8.91 0.21 1" Ice ETB19GB-12UB A From Face 4.00 0.0000 98.00 No Ice 1.06 0.45 0.02 0.00 1/2" 1.21 0.57 0.03 0.00 Ice 1.37 0.71 0.03 1" Ice ETB19G8-12UB B From Face 4.00 0.0000 98.00 No Ice 1.06 0.45 0.02 0.00 1/2" 1.21 0.57 0.03 0.00 Ice 1.37 0.71 0.03 1" Ice (2) HPA-65R-BUU-H8 w/ A From Face 4.00 0.0000 98.00 No Ice 13.53 9.58 0.10 Mount Pipe 0.00 1/2" 14.34 11.05 0.20 0.00 Ice 15.14 12.50 0.30 1" Ice (2) HPA-65R-BUU-H8 w/ B From Face 4.00 0.0000 98.00 No Ice 13.53 9.58 0.10 Mount Pipe 0.00 1/2" 14.34 11.05 0.20 0.00 Ice 15.14 12.50 0.30 1" Ice (2) HPA-65R-BUU-H6 w/ C From Face 4.00 0.0000 98.00 No Ice 10.60 8.11 0.08 Mount Pipe 0.00 1/2" 11.27 9.30 0.16 0.00 Ice 11.91 10.21 0.25 1" Ice RRH2x40 700 A From Face 4.00 0.0000 98.00 No Ice 2.29 1.21 0.05 0.00 1/2" 2.49 1.36 0.07 0.00 Ice 2.70 1.53 0.09 1" Ice RRH2x40 700 B From Face 4.00 0.0000 98.00 No Ice 2.29 1.21 0.05 tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37514-1778.001.7700, Application 251439, Revision 5 November 11, 2014 CCI BU No 844212 Page 11 Description Face Offset Offsets: Azimuth Placement Side Arm Mount [SO 901- C None CAAA CAAA Weight 1.66 or Type Horz Adjustmen 2.17 2.17 Front Side Ice Leg 2.68 Lateral t 1" Ice *74-!`T** Vert 7772.00 w/ Mount Pipe B From Face 4.00 0.0000 74.00 No Ice 8.85 6.54 0.07 ft 1/2" R 7.83 ft, ft, K Ice 10.17 8.91 ft ° 1" Ice 7752.00 w/ Mount Pipe B From Face 4.00 0.0000 74.00 No Ice ft 6.45 0.06 0.00 1/2" 9.38 7.71 0.13 0.00 Ice 10.05 1/2" 2.49 1.36 0.07 1" Ice 0.00 tnxTower Report - version 6.1.4.1 Ice 2.70 1.53 0.09 1" Ice RRH2x40 700 C From Face 4.00 0.0000 98.00 No Ice 2.29 1.21 0.05 0.00 1/2" 2.49 1.36 0.07 0.00 Ice 2.70 1.53 0.09 1" Ice RRH2X40-AWS A From Face 4.00 0.0000 98.00 No Ice 2.52 1.59 0.04 0.00 1/2" 2.75 1.80 0.06 0.00 Ice 2.99 2.01 0.08 1" Ice RRH2X40-AWS B From Face 4.00 0.0000 98.00 No Ice 2.52 1.59 0.04 0.00 1/2" 2.75 1.80 0.06 0.00 Ice 2.99 2.01 0.08 1" Ice RRH2X40-AWS C From Face 4.00 0.0000 98.00 No Ice 2.52 1.59 0.04 0.00 1/2" 2.75 1.80 0.06 0.00 Ice 2.99 2.01 0.08 1" Ice RRH4X25-WCS A From Face 4.00 0.0000 98.00 No Ice 4.45 3.81 0.09 0.00 1/2" 4.77 4.11 0.13 0.00 Ice 5.09 4.43 0.16 1" Ice RRH4X25-WCS B From Face 4.00 0.0000 98.00 No Ice 4.45 3.81 0.09 0.00 1/2" 4.77 4.11 0.13 0.00 Ice 5.09 4.43 0.16 1" Ice RRH4X25-WCS C From Face 4.00 0.0000 98.00 No Ice 4.45 3.81 0.09 0.00 1/2" 4.77 4.11 0.13 0.00 Ice 5.09 4.43 0.16 1" Ice RRH2x40-07L-DE A From Face 4.00 0.0000 98.00 No Ice 4.00 2.56 0.07 0.00 1/2" 4.29 2.81 0.10 0.00 Ice 4.58 3.07 0.13 1" Ice RRH2x40-07L-DE B From Face 4.00 0.0000 98.00 No Ice 4.00 2.56 0.07 0.00 1/2" 4.29 2.81 0.10 0.00 Ice 4.58 3.07 0.13 1" Ice RRH2x40-07L-DE C From Face 4.00 0.0000 98.00 No Ice 4.00 2.56 0.07 0.00 1/2" 4.29 2.81 0.10 0.00 Ice 4.58 3.07 0.13 1" Ice DC6-48-60-18-8F C From Face 4.00 0.0000 98.00 No Ice 1.47 1.47 0.02 0.00 1/2" 1.67 1.67 0.04 0.00 Ice 1.88 1.88 0.06 1" Ice Sector Mount [SM 1306-3] C None 0.0000 98.00 No Ice 49.30 49.30 2.29 1/2" 65.73 65.73 2.68 Ice 82.17 82.17 3.07 1" Ice -90-FT- Side Arm Mount [SO 901- C None 0.0000 90.00 No Ice 1.66 1.66 0.32 3] 1/2" 2.17 2.17 0.33 Ice 2.68 2.68 0.34 1" Ice *74-!`T** 7772.00 w/ Mount Pipe B From Face 4.00 0.0000 74.00 No Ice 8.85 6.54 0.07 0.00 1/2" 9.49 7.83 0.14 0.00 Ice 10.17 8.91 0.21 1" Ice 7752.00 w/ Mount Pipe B From Face 4.00 0.0000 74.00 No Ice 8.72 6.45 0.06 0.00 1/2" 9.38 7.71 0.13 1.00 Ice 10.05 8.77 0.20 1" Ice tnxTower Report - version 6.1.4.1 November 11, 2014 100 Ft Monopole Tower Structural Analysis CCI BU No 844212 Project Number 37514-1778.001.7700, Application 251439, Revision 5 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft, fe K ft ° ft 7772.00 w/ Mount Pipe C From Face 4.00 0.0000 74.00 No Ice 8.85 6.54 0.07 0.00 1/2" 9.49 7.83 0.14 0.00 Ice 10.17 8.91 0.21 1" Ice (2) E15S07P02 B From Face 4.00 0.0000 74.00 No Ice 0.49 0.15 0.01 0.00 1/2" 0.58 0.21 0.01 0.00 Ice 0.69 0.29 0.01 1" Ice (2) E15S07P02 B From Face 4.00 0.0000 74.00 No Ice 0.49 0.15 0.01 0.00 1/2" 0.58 0.21 0.01 0.00 Ice 0.69 0.29 0.01 1" Ice MNPF1990 C From Face 4.00 0.0000 74.00 No Ice 1.23 0.34 0.02 0.00 1/2" 1.38 0.45 0.02 0.00 Ice 1.54 0.57 0.03 1" Ice MNPF1990 C From Face 4.00 0.0000 74.00 No Ice 1.23 0.34 0.02 0.00 1/2" 1.38 0.45 0.02 1.00 Ice 1.54 0.57 0.03 1" Ice Miscellaneous [NA 508-3] C None 0.0000 74.00 No Ice 13.71 13.71 0.40 1/2" 19.50 19.50 0.54 Ice 25.29 25.29 0.68 1" Ice P65 -17 -XLH -RR w/ Mount A From Face 4.00 0.0000 95.00 No Ice 11.82 9.06 0.09 Pipe 0.00 1/2" 12.59 10.62 0.18 1.00 Ice 13.38 12.21 0.28 1" Ice P65 -17 -XLH -RR w/ Mount B From Face 4.00 0.0000 95.00 No Ice 11.82 9.06 0.09 Pipe 0.00 1/2" 12.59 10.62 0.18 1.00 Ice 13.38 12.21 0.28 1" Ice P65 -17 -XLH -RR w/ Mount C From Face 4.00 0.0000 95.00 No Ice 11.82 9.06 0.09 Pipe 0.00 1/2" 12.59 10.62 0.18 1.00 Ice 13.38 12.21 0.28 1" Ice RRH2x40 700 A From Face 4.00 0.0000 95.00 No Ice 2.29 1.21 0.05 0.00 1/2" 2.49 1.36 0.07 1.00 Ice 2.70 1.53 0.09 1" Ice RRH2x40 700 B From Face 4.00 0.0000 95.00 No Ice 2.29 1.21 0.05 0.00 1/2" 2.49 1.36 0.07 1.00 Ice 2.70 1.53 0.09 1" Ice RRH2x40 700 C From Face 4.00 0.0000 95.00 No Ice 2.29 1.21 0.05 0.00 1/2" 2.49 1.36 0.07 1.00 Ice 2.70 1.53 0.09 1" Ice DC6-48-60-18-8F C From Face 4.00 0.0000 95.00 No Ice 1.47 1.47 0.02 0.00 1/2" 1.67 1.67 0.04 1.00 Ice 1.88 1.88 0.06 1" Ice T -Arm Mount [TA 702-3] C None 0.0000 95.00 No Ice 5.64 5.64 0.34 1/2" 6.55 6.55 0.43 Ice 7.46 7.46 0.52 1" Ice tnxTower Report - version 6.1.4.1 November 11, 2014 100 Ft Monopole Tower Structural Analysis CC/ BU No 844212 Project Number 37514-1778.001.7700, Application 251439, Revision 5 Page 13 Tower Pressures - No Ice GH = 1.100 Section Elevation ft z ft Kz q: ksf Dishes F a c e AF ft2 AR ft, Arae ft2 Leg % CAAA In Face ft CAAA Out Face ff Ll 100.00- 82.31 0.935 0 45.411 A 0.000 45.411 45.411 100.00 0.000 0.000 66.50 0.000 66.50 Weight Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside 0.000 Aperture or Type Type Horz Adjustment Beam Diameter 0.000 Area L2 66.50- Leg 0.843 0 Lateral Width 0.000 32.331 32.331 100.00 0.000 0.000 48.50 37.086 Vert 0.000 0.000 B 0.000 32.331 100.00 0.000 0.000 ft o oft ft 0.000 ft, K UKY 210 78/SC15 B Paraboloid w/o From 3.00 0.0000 90.00 2.08 No Ice 3.41 0.02 A Radome Leg 0.00 100.00 0.000 0.000 1/2" Ice 3.69 0.04 39.289 39.289 B 2.00 34.798 100.00 1" Ice 3.97 0.06 UKY 210 78/SC15 C Paraboloid w/o From 3.00 0.0000 90.00 2.08 No Ice 3.41 0.02 0.333 Radome Leg 0.00 0 59.248 A 1/2" Ice 3.69 0.04 100.00 0.000 0.000 -1.00 0 1.4187 65.041 1" Ice 3.97 0.06 Tower Pressures - No Ice GH = 1.100 Section Elevation ft z ft Kz q: ksf Ao ft' F a c e AF ft2 AR ft, Arae ft2 Leg % CAAA In Face ft CAAA Out Face ff Ll 100.00- 82.31 0.935 0 45.411 A 0.000 45.411 45.411 100.00 0.000 0.000 66.50 0.000 66.50 B 0.000 45.411 B 100.00 0.000 0.000 100.00 0.000 0.000 C 0.000 45.411 100.00 0.000 0.333 L2 66.50- 57.24 0.843 0 32.331 A 0.000 32.331 32.331 100.00 0.000 0.000 48.50 37.086 100.00 0.000 0.000 B 0.000 32.331 100.00 0.000 0.000 0.000 37.086 100.00 0.000 C 0.000 32.331 100.00 0.000 3.000 L3 48.50- 39.78 0.759 0 34.798 A 0.000 34.798 34.798 100.00 0.000 0.000 31.50 A 0.000 39.289 39.289 B 0.000 34.798 100.00 0.000 0.000 B 0.000 39.289 C 0.000 34.798 0.000 100.00 0.000 0.333 L4 31.50-7.00 18.90 0.7 0 59.248 A 0.000 59.248 59.248 100.00 0.000 0.000 0.7 0 1.4187 65.041 A B 0.000 59.248 100.00 100.00 0.000 0.000 C 0.000 59.248 100.00 0.000 3.833 L5 7.00-0.00 3.47 0.7 0 18.431 A 0.000 18.431 18.431 100.00 0.000 0.000 11.084 L5 7.00-0.00 3.47 0.7 0 B 0.000 18.431 0.000 100.00 0.000 0.000 0.000 0.000 C 0.000 18.431 B 100.00 0.000 0.000 Tower Pressure - With Ice GH =1.100 Section Elevation ft z ft Kz q. ksf tz in AG ft2 F a c a AF ft, AR ft2 A,, ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 L1100.00- 82.31 0.935 0 1.6436 54.588 A 0.000 54.588 54.588 100.00 0.000 0.000 66.50 B 0.000 54.588 100.00 0.000 0.000 C 0.000 54.588 100.00 0.000 1.064 L2 66.50-48.50 57.24 0.843 0 1.5849 37.086 A 0.000 37.086 37.086 100.00 0.000 0.000 B 0.000 37.086 100.00 0.000 0.000 C 0.000 37.086 100.00 0.000 9.340 L3 48.50-31.50 39.78 0.759 0 1.5283 39.289 A 0.000 39.289 39.289 100.00 0.000 0.000 B 0.000 39.289 100.00 0.000 0.000 C 0.000 39.289 100.00 0.000 1.038 L4 31.50-7.00 18.90 0.7 0 1.4187 65.041 A 0.000 65.041 65.041 100.00 0.000 0.000 B 0.000 65.041 100.00 0.000 0.000 C 0.000 65.041 100.00 0.000 11.084 L5 7.00-0.00 3.47 0.7 0 1.1974 20.086 A 0.000 20.0861 20.086 100.00 0.000 0.000 B 0.000 20.086 100.00 0.000 0.000 C 0.000 20.086 100.00 0.000 0.000 tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37514-1778.001.7700, Application 251439, Revision 5 Tower Pressure - Service GH = 1.100 November 11, 2014 CCI BU No 844212 Page 14 Section Elevation ft z ft KZ q= ksf Ac ft2 F a c e AF ft2 AR ft2 A,eg fe Leg % CAAA In Face ft2 CAAA Out Face fe L1100.00- 82.31 0.935 0 45.411 A 0.000 45.411 45.411 100.00 0.000 0.000 66.50 Dead+1.6 Wind 60 deg - No Ice 8 1.2 B 0.000 45.411 0.9 100.00 0.000 0.000 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 C 0.000 45.411 1.2 100.00 0.000 0.333 L2 66.50- 57.24 0.843 0 32.331 A 0.000 32.331 32.331 100.00 0.000 0.000 48.50 Dead+1.6 Wind 210 deg - No Ice 17 0.9 B 0.000 32.331 1.2 100.00 0.000 0.000 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 C 0.000 32.331 0.9 100.00 0.000 3.000 L3 48.50- 39.78 0.759 0 34.798 A 0.000 34.798 34.798 100.00 0.000 0.000 31.50 Dead+1.6 Wind 330 deg - No Ice 26 1.2 B 0.000 34.798 1.2 100.00 0.000 0.000 1.2 Dead+1.0 Wind 30 deg+1.0 Ice 29 1.2 C 0.000 34.798 1.2 100.00 0.000 0.333 L4 31.50-7.00 18.90 0.7 0 59.248 A 0.000 59.248 59.248 100.00 0.000 0.000 1.2 Dead+1.0 Wind 210 deg+1.0 Ice 35 1.2 B 0.000 59.248 1.2 100.00 0.000 0.000 1.2 Dead+1.0 Wind 300 deg+1.0 Ice 38 1.2 C 0.000 59.248 100.00 0.000 3.833 L5 7.00-0.00 3.47 0.7 0 18.431 A 0.000 18.431 18.431 100.00 0.000 0.000 B 0.000 18.431 100.00 0.000 0.000 C 0.000 18.431 100.00 0.000 0.000 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 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 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37514-1778.001.7700, Application 251439, Revision 5 Comb. Description No. 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 November 11, 2014 CCI BU No 844212 Page 15 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n It Type 26 Load -3.93 Moment Moment No. -12.32 -705.22 8.81 Comb. K kip -ft kip -ft L1 100-66.5 Pole Max Tension 20 0.00 -0.00 -0.00 -12.50 -4.11 697.71 Max. Compression 26 -19.29 -3.68 -0.57 L4 31.5-7 Pole Max Tension 1 0.00 Max. Mx 8 -7.67 -290.51 2.65 -3.92 -0.61 Max. Mx Max. My 2 -7.69 -1.09 286.01 2 -16.35 -5.82 Max. Vy 8 10.98 -290.51 2.65 1.76 Max. Vx 2 Max. Vx 2 -10.89 -1.09 286.01 1.64 Max. Torque 15 0.00 0.00 1.73 L2 66.5-48.5 Pole Max Tension 1 0.00 0.00 0.00 -1125.88 14.18 Max. My Max. Compression 26 -21.86 -3.83 -0.60 20 -14.11 1124.20 Max. Mx 8 -9.73 -462.99 5.34 1115.82 Max. Torque 5 Max. My 2 -9.74 -2.42 457.17 Max. Vy 8 11.80 -462.99 5.34 Max. Vx 2 -11.71 -2.42 457.17 Max. Torque 15 1.72 L3 48.5-31.5 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -25.12 -3.93 -0.61 Max. Mx 8 -12.32 -705.22 8.81 Max. My 2 -12.33 -4.11 697.71 Max. Vy 8 12.58 -705.22 8.81 Max. Vx 2 -12.50 -4.11 697.71 Max. Torque 15 1.65 L4 31.5-7 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -29.95 -3.92 -0.61 Max. Mx 8 -16.35 -975.53 12.35 Max. My 2 -16.35 -5.82 966.33 Max. Vy 20 -13.62 973.85 1.76 Max. Vx 2 -13.53 -5.82 966.33 Max. Torque 15 1.64 L5 7-0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -32.86 -3.90 -0.61 Max. Mx 8 -18.71 -1125.88 14.18 Max. My 2 -18.71 -6.69 1115.82 Max. Vy 20 -14.11 1124.20 1.81 Max. Vx 2 -14.03 -6.69 1115.82 Max. Torque 5 -1.57 tnxTower Report - version 6.1.4.1 November 11, 2014 100 Ft Monopole Tower Structural Analysis CCI BU No 844212 Project Number 37514-1778.001.7700, Application 251439, Revision 5 Page 16 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Torque Pole Max. Vert 26 32.86 0.00 0.00 Max. HX 21 14.04 14.10 0.00 Max. HZ 3 14.04 -0.08 14.02 Max. M. 2 1115.82 -0.08 14.02 Max. M. 8 1125.88 -14.10 0.17 Max. Torsion 15 1.54 0.08 -13.93 Min. Vert 9 14.04 -14.10 0.17 Min. H. 9 14.04 -14.10 0.17 Min. H. 15 14.04 0.08 -13.93 Min. Mx 14 -1107.41 0.08 -13.93 Min. M. 20 -1124.20 14.10 0.00 Min. Torsion 5 -1.57 -7.17 12.10 tnxTower Report - version 6.1.4.1 Tower Mast Reaction Summary Torque Load Vertical Shear, Shear, Overturning Overturning Combination Moment, Mx Moment, MZ K K K kip -ft kip -ft kip -ft Dead Only 15.60 -0.00 -0.00 0.17 -0.74 0.00 1.2 Dead+1.6 Wind 0 deg - 18.72 0.08 -14.02 -1115.82 -6.69 1.52 No Ice 0.9 Dead+1.6 Wind 0 deg - 14.04 0.08 -14.02 -1099.42 -6.38 1.53 No Ice 1.2 Dead+1.6 Wind 30 deg - 18.72 7.17 -12.10 -961.58 -573.87 1.56 No Ice 0.9 Dead+1.6 Wind 30 deg - 14.04 7.17 -12.10 -947.44 -565.15 1.57 No Ice 1.2 Dead+1.6 Wind 60 deg - 18.72 12.26 -7.07 -562.36 -979.47 1.06 No Ice 0.9 Dead+1.6 Wind 60 deg - 14.04 12.26 -7.07 -554.12 -964.74 1.07 No Ice 1.2 Dead+1.6 Wind 90 deg - 18.72 14.10 -0.17 -14.18 -1125.88 0.26 No Ice 0.9 Dead+1.6 Wind 90 deg - 14.04 14.10 -0.17 -14.04 -1109.03 0.26 No Ice 1.2 Dead+1.6 Wind 120 deg 18.72 12.24 6.81 540.99 -978.53 -0.60 - No Ice 0.9 Dead+1.6 Wind 120 deg 14.04 12.24 6.81 532.92 -963.79 -0.61 - No Ice 1.2 Dead+1.6 Wind 150 deg 18.72 6.93 12.02 955.77 -553.33 -1.29 - No Ice 0.9 Dead+1.6 Wind 150 deg 14.04 6.93 12.02 941.57 -544.88 -1.30 - No Ice 1.2 Dead+1.6 Wind 180 deg 18.72 -0.08 13.93 1107.41 5.38 -1.53 - No Ice 0.9 Dead+1.6 Wind 180 deg 14.04 -0.08 13.93 1091.03 5.55 -1.54 - No Ice 1.2 Dead+1.6 Wind 210 deg 18.72 -7.07 12.10 961.90 562.35 -1.36 - No Ice 0.9 Dead+1.6 Wind 210 deg 14.04 -7.07 12.10 947.64 554.28 -1.37 - No Ice 1.2 Dead+1.6 Wind 240 deg 18.72 -12.32 6.95 551.46 983.29 -0.92 - No Ice 0.9 Dead+1.6 Wind 240 deg 14.04 -12.32 6.95 543.28 968.98 -0.93 - No Ice 1.2 Dead+1.6 Wind 270 deg 18.72 -14.10 -0.00 -1.81 1124.20 -0.25 - No Ice 0.9 Dead+1.6 Wind 270 deg 14.04 -14.10 -0.00 -1.82 1107.86 -0.25 - No Ice 1.2 Dead+1.6 Wind 300 deg 18.72 -12.18 -6.93 -551.59 971.58 0.46 - No Ice tnxTower Report - version 6.1.4.1 November 11, 2014 100 Ft Monopole Tower Structural Analysis CCI BU No 844212 Project Number 37514-1778.001.7700, Application 251439, Revision 5 Page 17 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Load PX PY Moment, MX Moment, M. PY PZ K K K kip -ft kip -ft kip -ft 0.9 Dead+1.6 Wind 300 deg 14.04 -12.18 -6.93 -543.48 957.42 0.47 - No Ice 15.60 0.00 0.003% 2 0.08 -18.72 1.2 Dead+1.6 Wind 330 deg 18.72 -7.03 -12.02 -955.44 561.52 1.08 - No Ice -14.02 -0.08 14.04 14.02 0.027% 4 0.9 Dead+1.6 Wind 330 deg 14.04 -7.03 -12.02 -941.36 553.42 1.09 - No Ice 7.17 -14.04 -12.10 -7.17 14.04 12.10 1.2 Dead+1.0 Ice 32.86 -0.00 -0.00 0.61 -3.90 0.00 1.2 Dead+1.0 Wind 0 32.86 0.01 -4.36 -386.75 -4.64 0.39 deg+1.0 Ice 7.07 0.004% 8 14.10 -18.72 -0.17 1.2 Dead+1.0 Wind 30 32.86 2.21 -3.76 -333.04 -200.48 0.41 deg+1.0 Ice -14.10 14.04 0.17 0.036% 1.2 Dead+1.0 Wind 60 32.86 3.79 -2.18 -193.41 -341.56 0.29 deg+1.0 Ice 1.2 Dead+1.0 Wind 90 32.86 4.37 -0.03 -2.24 -393.14 0.09 deg+1.0 Ice 1.2 Dead+1.0 Wind 120 32.86 3.80 2.14 190.52 -342.24 -0.13 deg+1.0 Ice 1.2 Dead+1.0 Wind 150 32.86 2.17 3.75 333.57 -196.66 -0.31 deg+1.0 Ice 1.2 Dead+1.0 Wind 180 32.86 -0.01 4.34 385.66 -3.34 -0.39 deg+1.0 Ice 1.2 Dead+1.0 Wind 210 32.86 -2.18 3.76 334.27 189.79 -0.36 deg+1.0 Ice 1.2 Dead+1.0 Wind 240 32.86 -3.81 2.16 191.67 334.95 -0.26 deg+1.0 Ice 1.2 Dead+1.0 Wind 270 32.86 -4.37 -0.01 -0.85 385.07 -0.09 deg+1.0 Ice 1.2 Dead+1.0 Wind 300 32.86 -3.78 -2.17 -192.18 332.77 0.10 deg+1.0 Ice 1.2 Dead+1.0 Wind 330 32.86 -2.19 -3.75 -332.34 191.20 0.26 deg+1.0 Ice Dead+Wind 0 deg - Service 15.60 0.02 -3.48 -275.21 -2.22 0.43 Dead+Wind 30 deg - Service 15.60 1.78 -3.01 -237.07 -142.12 0.42 Dead+Wind 60 deg - Service 15.60 3.05 -1.76 -138.60 -242.18 0.27 Dead+Wind 90 deg - Service 15.60 3.50 -0.04 -3.37 -278.43 0.04 Dead+Wind 120 deg - 15.60 3.04 1.69 133.58 -241.94 -0.20 Service Dead+Wind 150 deg - 15.60 1.72 2.99 235.88 -137.04 -0.38 Service Dead+Wind 180 deg - 15.60 -0.02 3.46 273.38 0.76 -0.43 Service Dead+Wind 210 deg - 15.60 -1.76 3.01 237.40 138.15 -0.37 Service Dead+Wind 240 deg - 15.60 -3.06 1.73 136.17 242.00 -0.23 Service Dead+Wind 270 deg - 15.60 -3.50 -0.00 -0.31 276.90 -0.04 Service Dead+Wind 300 deg - 15.60 -3.03 -1.72 -135.94 239.10 0.16 Service Dead+Wind 330 deg - 15.60 -1.75 -2.99 -235.54 137.94 0.33 Service Solution Summary I tnxTower Report - version 6.1.4.1 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 1 0.00 -15.60 0.00 0.00 15.60 0.00 0.003% 2 0.08 -18.72 -14.02 -0.08 18.72 14.02 0.026% 3 0.08 -14.04 -14.02 -0.08 14.04 14.02 0.027% 4 7.17 -18.72 -12.10 -7.17 18.72 12.10 0.004% 5 7.17 -14.04 -12.10 -7.17 14.04 12.10 0.003% 6 12.26 -18.72 -7.07 -12.26 18.72 7.07 0.004% 7 12.26 -14.04 -7.07 -12.26 14.04 7.07 0.004% 8 14.10 -18.72 -0.17 -14.10 18.72 0.17 0.034% 9 14.10 -14.04 -0.17 -14.10 14.04 0.17 0.036% tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37514-1778.001.7700, Application 251439, Revision 5 November 11, 2014 CCI BU No 844212 Page 18 Load Comb. PX K Sum of Applied Forces PY K PZ K PX K Sum of Reactions PY K PZ K % Error 10 12.24 -18.72 6.81 -12.24 18.72 -6.81 0.004% 11 12.24 -14.04 6.81 -12.24 14.04 -6.81 0.004% 12 6.93 -18.72 12.02 -6.93 18.72 -12.02 0.004% 13 6.93 -14.04 12.02 -6.93 14.04 -12.02 0.003% 14 -0.08 -18.72 13.93 0.08 18.72 -13.93 0.026% 15 -0.08 -14.04 13.93 0.08 14.04 -13.93 0.027% 16 -7.07 -18.72 12.10 7.07 18.72 -12.10 0.004% 17 -7.07 -14.04 12.10 7.07 14.04 -12.10 0.003% 18 -12.32 -18.72 6.96 12.32 18.72 -6.95 0.004% 19 -12.32 -14.04 6.96 12.32 14.04 -6.95 0.004% 20 -14.11 -18.72 -0.00 14.10 18.72 0.00 0.034% 21 -14.11 -14.04 -0.00 14.10 14.04 0.00 0.036% 22 -12.18 -18.72 -6.93 12.18 18.72 6.93 0.004% 23 -12.18 -14.04 -6.93 12.18 14.04 6.93 0.004% 24 -7.03 -18.72 -12.02 7.03 18.72 12.02 0.004% 25 -7.03 -14.04 -12.02 7.03 14.04 12.02 0.003% 26 0.00 -32.86 0.00 0.00 32.86 0.00 0.005% 27 0.01 -32.86 -4.36 -0.01 32.86 4.36 0.009% 28 2.21 -32.86 -3.76 -2.21 32.86 3.76 0.009% 29 3.80 -32.86 -2.19 -3.79 32.86 2.18 0.009% 30 4.37 -32.86 -0.03 -4.37 32.86 0.03 0.009% 31 3.80 -32.86 2.14 -3.80 32.86 -2.14 0.009% 32 2.17 -32.86 3.75 -2.17 32.86 -3.75 0.009% 33 -0.01 -32.86 4.34 0.01 32.86 -4.34 0.009% 34 -2.18 -32.86 3.76 2.18 32.86 -3.76 0.009% 35 -3.81 -32.86 2.16 3.81 32.86 -2.16 0.009% 36 -4.37 -32.86 -0.01 4.37 32.86 0.01 0.009% 37 -3.79 -32.86 -2.17 3.78 32.86 2.17 0.009% 38 -2.19 -32.86 -3.75 2.19 32.86 3.75 0.009% 39 0.02 -15.60 -3.49 -0.02 15.60 3.48 0.014% 40 1.78 -15.60 -3.01 -1.78 15.60 3.01 0.014% 41 3.05 -15.60 -1.76 -3.05 15.60 1.76 0.014% 42 3.51 -15.60 -0.04 -3.50 15.60 0.04 0.014% 43 3.04 -15.60 1.69 -3.04 15.60 -1.69 0.014% 44 1.72 -15.60 2.99 -1.72 15.60 -2.99 0.014% 45 -0.02 -15.60 3.46 0.02 15.60 -3.46 0.014% 46 -1.76 -15.60 3.01 1.76 15.60 -3.01 0.014% 47 -3.06 -15.60 1.73 3.06 15.60 -1.73 0.014% 48 -3.51 -15.60 -0.00 3.50 15.60 0.00 0.014% 49 -3.03 -15.60 -1.72 3.03 15.60 1.72 0.014% 50 -1.75 -15.60 -2.99 1.75 15.60 2.99 0.014% Non -Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00001127 2 Yes 20 0.00009209 0.00013857 3 Yes 19 0.00008193 0.00014235 4 Yes 27 0.00000001 0.00014041 5 Yes 26 0.00000001 0.00013231 6 Yes 27 0.00000001 0.00012983 7 Yes 26 0.00000001 0.00012157 8 Yes 19 0.00012135 0.00012901 9 Yes 18 0.00010862 0.00013331 10 Yes 27 0.00000001 0.00012632 11 Yes 26 0.00000001 0.00011849 12 Yes 27 0.00000001 0.00013421 13 Yes 26 0.00000001 0.00012668 14 Yes 20 0.00009223 0.00012319 15 Yes 19 0.00008206 0.00012721 16 Yes 27 0.00000001 0.00012504 17 Yes 26 0.00000001 0.00011739 18 Yes 27 0.00000001 0.00013597 19 Yes 26 0.00000001 0.00012798 tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37514-1778.001.7700, Application 251439, Revision 5 20 Yes 19 0.00012142 0.00012728 21 Yes 18 0.00010868 0.00013184 22 Yes 27 0.00000001 0.00013274 23 Yes 26 0.00000001 0.00012506 24 Yes 27 0.00000001 0.00012524 25 Yes 26 0.00000001 0.00011774 26 Yes 10 0.00000001 0.00002240 27 Yes 24 0.00013439 0.00003083 28 Yes 24 0.00013399 0.00004009 29 Yes 24 0.00013406 0.00003410 30 Yes 24 0.00013454 0.00003040 31 Yes 24 0.00013416 0.00003488 32 Yes 24 0.00013414 0.00003929 33 Yes 24 0.00013450 0.00003077 34 Yes 24 0.00013403 0.00003086 35 Yes 24 0.00013394 0.00003671 36 Yes 24 0.00013434 0.00002936 37 Yes 24 0.00013395 0.00003524 38 Yes 24 0.00013399 0.00003113 39 Yes 18 0.00013727 0.00005745 40 Yes 18 0.00013699 0.00005401 41 Yes 18 0.00013704 0.00004651 42 Yes 18 0.00013739 0.00005655 43 Yes 18 0.00013719 0.00004695 44 Yes 18 0.00013717 0.00005295 45 Yes 18 0.00013732 0.00005698 46 Yes 18 0.00013699 0.00004498 47 Yes 18 0.00013698 0.00005189 48 Yes 18 0.00013729 0.00005599 49 Yes 18 0.00013708 0.00005019 50 Yes 18 0.00013708 0.00004493 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load Appurtenance Gov. Deflection ft in Comb. ° L1 100-66.5 22.376 42 2.2277 0.0085 L2 66.5-48.5 8.964 41 1.3685 0.0052 L3 51.33-31.5 5.077 41 1.0775 0.0034 L4 31.5-7 1.716 41 0.5037 0.0012 L5 10.833-0 0.243 41 0.1838 0.0004 November 11, 2014 CCI BU No 844212 Page 19 tnxTower Report - version 6.1.4.1 Critical Deflections and Radius of Curvature - Service Wind Radius of Elevation Appurtenance Gov. Deflection Tilt Twist Load Curvature ft Comb. in oft 98.00 (2) 7752.00 w/ Mount Pipe 42 21.482 2.1696 0.0083 9729 95.00 P65 -17 -XLH -RR w/ Mount Pipe 42 20.147 2.0826 0.0080 9729 92.00 UKY 210 781SC15 42 18.822 1.9966 0.0077 6080 90.00 Side Ann Mount [SO 901-3] 41 17.949 1.9399 0.0075 4864 89.00 UKY 210 78/SC15 41 17.516 1.9118 0.0074 4422 74.00 7772.00 w/ Mount Pipe 41 11.489 1.5251 0.0059 1870 tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37514-1778.001.7700, Application 251439, Revision 5 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. K Deflection Load TP19.0347x12.394.1875 33.50 0.00 ft in Comb. Comb. ° L1 100-66.5 90.309 8 9.0079 0.0336 L2 66.5-48.5 36.258 6 5.5422 0.0198 L3 51.33-31.5 20.548 6 4.3647 0.0129 L4 31.5-7 6.948 6 2.0398 0.0046 L5 10.833-0 0.983 6 0.7442 0.0014 November 11, 2014 CC/ BU No 844212 Page 20 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of K WP Load TP19.0347x12.394.1875 33.50 0.00 Curvature ft -7.67 Comb. in oft 98.00 (2) 7752.00 w/ Mount Pipe 8 86.709 8.7728 0.0328 2500 95.00 P65 -17 -XLH -RR w/ Mount Pipe 8 81.326 8.4216 0.0315 2500 92.00 UKY 210 78/SC15 8 75.987 8.0748 0.0302 1561 90.00 Side Arm Mount [SO 901-3] 8 72.466 7.8465 0.0294 1248 89.00 UKY 210 78/SC15 6 70.720 7.7334 0.0290 1134 74.00 7772.00 w/ Mount Pipe 6 46.444 6.1752 0.0230 476 Compression Checks Pole Design Data Section Elevation Size L L° K11r A P. rbP„ Ratio No. P. ft Elevation It ft 010. int K K WP L1 100 - 66.5 (1) TP19.0347x12.394.1875 33.50 0.00 0.0 11.379 -7.67 798.44 0.010 ft klp-ft kip -ft 0 kip -n kip -ft Wn„ L2 66.5 - 48.5 (2) TP22.605xl9.0347x0.408 18.00 0.00 0.0 28.435 -9.72 1219.84 0.008 L2 2 TP22.605xl9.0347x0.408 463.49 531.90 0 0.00 531.90 0.000 L3 48.5 - 31.5 (3) TP25.6013x21.2274x0.25 19.83 0.00 0.0 20.407 -12.32 1427.21 0.009 L3 48.5 - 31.5 (3) TP25.6013x21.22744.25 706.89 735.70 8 0.00 735.70 0.000 L4 31.5-7(4) TP30.46x25.6013x0.4615 24.50 0.00 0.0 43.450 -16.34 2067.02 0.008 L5 7-0(5) TP31.35x28.7768x0.3125 1129.43 1388.96 9 0.00 1388.96 0.000 L5 7-0(5) TP31.35x28.7768x0.3125 10.83 0.00 0.0 31.231 -18.71 2201.30 0.009 5 Pole Bending Design Data Section Elevation Size M.. 010. Ratio M -Y Wn, Ratio No. M. M„ y ft klp-ft kip -ft OMS kip -n kip -ft Wn„ L1 100 - 66.5 (1) TP19.0347xl2.39x0.1875 290.52 305.96 0.950 0.00 305.96 0.000 L2 66.5 - 48.5 (2) TP22.605xl9.0347x0.408 463.49 531.90 0.871 0.00 531.90 0.000 2 L3 48.5 - 31.5 (3) TP25.6013x21.22744.25 706.89 735.70 0.961 0.00 735.70 0.000 L4 31.5-7(4) TP30.46x25.6013x0.4615 978.44 1221.72 0.801 0.00 1221.72 0.000 L5 7-0(5) TP31.35x28.7768x0.3125 1129.43 1388.96 0.813 0.00 1388.96 0.000 tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37514-1778.001.7700, Application 251439, Revision 5 Pole Shear Design Data November 11, 2014 CCI BU No 844212 Page 21 Section No. Elevation ft Size Actual V. K �V K Ratio V„ TV7 Actual T. kip-ft kip -ft Ratio T. �T„ L1 100 -66.5 (1) TP 19.0347x12.390.1875 10.98 399.22 0.027 0.16 620.39 0.000 L2 66.5 - 48.5 (2) TP22.605xl9.0347x0.408 11.87 609.92 0.019 1.07 1078.53 0.001 Ratio Ratio 2 L1 100 - 66.5 (1) 0.010 0.950 0.000 0.027 L3 48.5 - 31.5 (3) TP25.6013x21.22740.25 12.64 713.61 0.018 1.06 1491.78 0.001 L4 31.5-7(4) TP30.46x25.6013x0.4615 13.67 1033.51 0.013 1.06 2477.26 0.000 L5 7-0(5) TP31.35x28.7768x0.3125 14.17 1100.65 0.013 1.06 2816.38 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Pole P. M. M,,,, V. T. Stress Stress 48.5-31.5 Pole n op„ W. OM„v oyV 0 T Ratio Ratio Pole L1 100 - 66.5 (1) 0.010 0.950 0.000 0.027 0.000 0.960 1.000 TP31.35x28.7768x0.3125 5 -18.71 2201.30 82.2 Pass 4.8.2 L2 66.5 - 48.5 (2) 0.008 0.871 0.000 0.019 0.001 0.880 1.000 4.8.2% L3 48.5 - 31.5 (3) 0.009 0.961 0.000 0.018 0.001 0.970 1.000 4.8.2 L4 31.5-7(4) 0.008 0.801 0.000 0.013 0.000 0.809 1.000 1� 4.8.2 L5 7-0(5) 0.009 0.813 0.000 0.013 0.000 0.822 1.000 y/ V 4.8.2 Section Capacity Table Section Elevation Component Size Critical P Opel.. % Pass No. ft Type Element K K Capacity Fail L1 100-66.5 Pole TP19.0347xl2.394.1875 1 -7.67 798.44 96.0 Pass L2 66.5-48.5 Pole TP22.605xl9.0347x0.4082 2 -9.72 1219.84 88.0 Pass L3 48.5-31.5 Pole TP25.6013x21.22744.25 3 -12.32 1427.21 97.0 Pass L4 31.5-7 Pole TP30.46x25.6013x0.4615 4 -16.34 2067.02 80.9 Pass L5 7-0 Pole TP31.35x28.7768x0.3125 5 -18.71 2201.30 82.2 Pass Summary Pole (L3) 97.0 Pass RATING = 97.0 Pass tnxTower Report - version 6.1.4.1 100 Ft Monopole Tower Structural Analysis Project Number 37514-1778.001.7700, Application 251439, Revision 5 (INSTALLED) (6) 3/8" TO 90 FT LEVEL (INSTALLED) (5) 1 —5/8" TO 74 FT LEV (INSTALLED) (1) 3/8" TO 95 FT LEVEL (3) 1 —5/8" TO 95 FT LEV (PROPOSED) (1) 1/2" TO 98 FT LEVEL (4) 3/4" TO 98 FT LEVEL (INSTALLED) (2) 1/4" TO 98 FT LEVEL (1) 3/4" TO 98 FT LEVEL (6) 1 —5/8" TO 98 FT LEV APPENDIX B BASE LEVEL DRAWING November 11, 2014 CCI BU No 844212 Page 22 tnxTower Report - version 6.1.4.1 CLIMBING PEGS W/ SAFETY CLIMB November 11, 2014 100 Ft Monopole Tower Structural Analysis CCI BU No 844212 Project Number 37514-1778.001.7700, Application 251439, Revision 5 Page 23 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 6.1.4.1 100.0 ft 66.5 n 48.5 R 31.5 ft 7.0 It 0.0111 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE a (2) 7752.00 w/ Mond Pipe 98 Sector Mound ISM 1306.3) 98 (2) 7772.00 w/ Mount Pipe 98 P65.17 -XLH -RR w/ Mount Pipe 95 (2) 7772.00 w/ Mount Pipe 98 P65.17 -XLH -RR w/ Mount Pipe 95 ETB19G8-12UB . 98 P6S17-XLH-RR w/ Mount Pipe 95 ETB19GS-12UB 98 RRH2x40700 95 (2) HPA-WR-BUU-H8 w/ Mount Pipe 98 RRH2K40 700 95 (2) HPA-05R-BUU-H8 w/ Mound Pipe 98 RRH2x40 700 95 (2) HPA-MR-SUU-H6 w/ Mount Pipe 98 DC6-08-60.18-8F 95 RRH2x40 700 98 T -Ann Mount [TA 702) 95 RRH2x40 700 98 SideArn Mount [SO 901-4 R RRH2x40 700 98 UKY 210 781SC16 90 RRH2X40-AWS 98 UICY 21078/SC16 90 N m 7752.00 w/ Mount Pipe 8N RRH2X40-AWS 98 7772.00 w/ Mount Pipe 74 N W (2)E15S07P02 O O c4 98 (2)E15S07P02 74 RRH4X25-WCS 98 MNPF1990 74 C c4m a 74 RRH2x40-07L-DE 98 Miscellaneous INA 508.3174 RRH2c40-07L-DE 98 772 7.00 w/ Mount Pipe 74 DC648-60.18-SF 98 rc pp n l0 N tef � per_ vt O ,p N N ot 0 ci C 14 r NO O ff��Do iV l7 jQQQR 8 v Co G J C G b 100.0 ft 66.5 n 48.5 R 31.5 ft 7.0 It 0.0111 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION (2) 7752.00 w/ Mond Pipe 98 Sector Mound ISM 1306.3) 98 (2) 7772.00 w/ Mount Pipe 98 P65.17 -XLH -RR w/ Mount Pipe 95 (2) 7772.00 w/ Mount Pipe 98 P65.17 -XLH -RR w/ Mount Pipe 95 ETB19G8-12UB . 98 P6S17-XLH-RR w/ Mount Pipe 95 ETB19GS-12UB 98 RRH2x40700 95 (2) HPA-WR-BUU-H8 w/ Mount Pipe 98 RRH2K40 700 95 (2) HPA-05R-BUU-H8 w/ Mound Pipe 98 RRH2x40 700 95 (2) HPA-MR-SUU-H6 w/ Mount Pipe 98 DC6-08-60.18-8F 95 RRH2x40 700 98 T -Ann Mount [TA 702) 95 RRH2x40 700 98 SideArn Mount [SO 901-4 90 RRH2x40 700 98 UKY 210 781SC16 90 RRH2X40-AWS 98 UICY 21078/SC16 90 RRH2X40•AWS 98 7752.00 w/ Mount Pipe 74 RRH2X40-AWS 98 7772.00 w/ Mount Pipe 74 RRH4X2&WCS 98 (2)E15S07P02 74 RRH4X26-WCS 98 (2)E15S07P02 74 RRH4X25-WCS 98 MNPF1990 74 RRH2x40• 07L -DE 98 MNPF19M 74 RRH2x40-07L-DE 98 Miscellaneous INA 508.3174 RRH2c40-07L-DE 98 772 7.00 w/ Mount Pipe 74 DC648-60.18-SF 98 MATERIAL STRENGTH TOWER DESIGN NOTES 1. Tower is located in Anoka County, Minnesota. 2. Tower designed for Exposure B to the TIA-222-G Standard. 3. Tower designed for a 90 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 50 mph basic wind with 0.75 In Ice. Ice is considered to Increase in thickness with height 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.00 It 8. TOWER RATING: 970/6 LL REACTIONS RE FACTORED AXIAL 33K 4R MOMENT 393 kip -ft ORQUE 0 kip -ft WIND - 0.7500 /n ICE AXIAL 19K MOMENT i 1129 kip -ft TORQUE 2 k/p-ft REACTIONS - 90 mph WIND Paul J. Ford and Company 250 East Broad Street #600 Columbus, OH 43215 Phone: (614) 221-6679 FAX: 614 448-4105 ` 100' Mono le / Fridle P`o)ect PJF37513-1778.001.7700/BU 844212 ofi-t Crown Castle I Drawn by D. Scott Kramer, P.E. Apps: code' TIA-222-G oma' 11/17/14 Scale. NTS Path: Dwg No. E-1 PAUL J. FORD AND COMPANY Job Number. 37514-1778 Page: 1 S T R U C T U R A L E N G I N E E R 5 Site Number 844212 By: DSK 250Eav Broad Street • Suiteboo • Columbus, Ohio 4321s•3708 Site Name: FRIDLEY Date: 11/17/2014 Direct Embed Concrete / Gravel Parameters DIRECT EMBED SOIL AND STEEL ANALYSIS - TIA-222-G Factored Base Reactions from RISA ft Safety Factors / Load Factors / 0 Factors ft, Assumed 0 ft for Direct Embed Comp. + Tension - Tower Type = fc. = 3 Moment, Mu = Ec = 1129.0 inhn k -ft ACI Code = Cl 30 Shear, Vu = 2000 14.0 9.5 kips Seismic Design Category = 110 29 Axial Load, Pu = 19.0 14.5 kips (from 1.21) + 1.6W)* Reference Standard = MNO 30 Sand 498 Use 1.3 Load Factor? 5 5 OTMu = 1129.0 0.0 k -ft @ Ground Load Factor = 39.5 Direct Embed Concrete / Gravel Parameters Diameter = 31.3 ft Height Above Grade = 0 ft, Assumed 0 ft for Direct Embed Depth Below Grade = 20 ft fc. = 3 ksi Ec = 0.003 inhn Mat Ftdn. Cap Width = 7.5 ft Mat Ftdn. Cap Length = 7.5 ft Depth Below Grade = B ft Steel Parameters Number of Bars = Rebar Size = Rebar Fy = 60 ksi Rebar MOE = 29000 ksi Tie Size = Side Clear Cover to Ties = in Direct Embed Pole Shaft Parameters Thickness it Dia @ Grade = 31.3 in Dia @ Depth Below Grade = 35.33 in Number of Sides = 12 105 Thickness = 0.3125 in Fy = 65 ksi Backfill Condition = Gravel Exterior Define Soil Lavers Note: Cohesion =Undrained Shear Strengh = Unconfined sstve Strength /2 Soil Lateral Resistance = Skin Friction = End Bearing = Concrete Wt Resist Uplift = Safety Factor 0 Factor 2.00 0.75 2.00 0.75 2.00 0.75 1.25 Load Combinations Checked per TIA-222-G 1. (0.75) Ult Skin Friction + (0.75) Ult. End Bearing + (1.2) Effective Soil Wt - (1.2) Buoyant Cone. Wt z Comp. 2. (0.75) Ult Skin Friction + (0.9) Buoyant Conc. Wt 2 Uplift Soil Parameters Water Table Depth =F----2-0.-0Olt Depth to Ignore Soil = 6.67 Depth to Full Cohesion = 0 Full Cohesion Starts at? round Above Full Cohesion Lateral Resistance = 4(Cohesion)(Dia)(H) Below Full Cohesion Lateral Resistance = 8(Cohesion)(Diaffo Maximum Capacity Ratios Maximum Soil Ratio = 110.0% Maximum Steel Ratio 1 105.0% Layer Thickness it Unit Weight Cohesion pef Psf Friction Angle degrees Soil Type Ultimate End Bearing pelf Comp. UIL Tension Ult. Skin Friction Skin Friction pelf pelf Depth ft 1 7 105 28 Sand 498 7 2 2.5 115 30 Sand 2000 498 9.5 3 5 110 29 Sand 497 14.5 4 20 115 30 Sand 498 34.5 5 5 117 31 Sand 497 39.5 6 7 8 9 10 11 12 Soil Results: Overtumin Depth to COR = 14.74 , from Grade Bending Moment, Mu = 1335.41 k-tt from COR Resisting Moment, 4)Mn = 1354.95 k -ft, from COR MOMENT RATIO = 98.6% OK Soil Results: Uplift Uplift, Tu = 0.00 kips Uplift Capacity, 4)Tn = 70.56 kips UPLIFT RATIO = 0.0% OK Pole Capacity Results: Shear, Vu = 14.00 ips Resisting Shear, OVn = 14.20 kips SHEAR RATIO = 98.6% OK Soil Results: Com ression* Compression, Cu = 1 19.00 ips Comp. Capacity, 4•Cn = 87.50 kips COMPRESSION RATIO = 21.7% OK *Compression Ratio based on diameter used for overturning calculation. Axial Load, Pu = 89.88 kips @ 7.00 ft Below Grade Axial, mPn = Shear, Vu = 2.99 kips @ 7.00 ft Below Grade Shear, mVn = Moment, Mu 1 1225.1 8 k -ft @ 7.00 ft Below Grade Moment, 4)Mn = CAPACITY RATIO = 86.1% OK 2252.87 kips 1126.44 kips 1492.681k -ft v4.0 - Effective: 10-18-13 (c) Copyright 2013 by Paul J. Ford and Company, all rights reserved. MONOPOLE REINFORCEMENT AND RETROFIT PROJECT BU NUMBER; SITE NAME BU #844212; FRIDLEY APP: 251439 REV. 5; W0: 806127 SITE ADDRESS 101 -53RD WAY NORTHEAST FRIDLEY, MINNESOTA. 55421 ANOKA COUNTY 1. DETAILED FIELD INFORMATION REGARDING INTERFERENCES ANWOR EXISTING FIELD CONDITIONS MAY BE AVAILABLE ON CROWNS CCISPES AND FROM CONTRACTORS PRE -MOD MAPPING. R IS THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS AND COORDINATE WITH THE AVAILABLE SOURCES OF INFORMATION ABOVE AND WITH THE PROJECT PIANS BEFORE PROCEEDING WITH THE WORK CONTRACTOR SHALL IMMEDIATELY REPORT ANY AND ALL DISCREPANCIES TO PAUL J. FORD AND COMPANY AND CROWN CASTLE FIELD PERSONNEL BEFORE PROO18DING WITH THE WORK. ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE REQUIREMENTS OF THE RISC 'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS, DEC. 31, 2009. ALL STRUCTURAL BOLTS SHALL BE FIELD INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC 'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS, DEC. 31, 20M. (A.) _DTPS REQUIRED: ALL AJAX BOLTS SHALL BE INSTALLED USING DIRECT TENSION INDICATORS (DIPS) AND HARDENED WASHERS. ALL AJAX M20 BOLTS WITH SHEAR SLEEVES SHALL BE PRETENSIONED AND TIGHTENED UNTIL THE DIRECT TENSION INDICATOR (DTO WASHERS SHOW THAT THE PROPER BOLT TENSION HAS BEEN REACHED. SEE NOTES AND DETAILS ON SHEET 8-3 FOR REQUIREMENTS ON THE USE OF DIRECT TENSION INDICATOR (DTI) WASHERS WITH THE AJAX M20 BOLTS. 8) EFFECTIVE 5/3072012: UNTIL FURTHER NOTICE, CROWN CASTLE WILL ACCEPT AJAX BOLTS TIGHTENED USING.AISC'7URN-OF-NUlr METHOD. INSTALLERS SHALL FOLLOW CROWN GUIDELINES FOR AM `TURN -OF -NUT' METHOD AND ALSO PROVIDE COMPLETE INSPECTION DOCUMENTATION IN THE PMI. PRIOR TO STARTING WORK, CONTRACTOR SHALL CONSULT WITH CROWN ENGINEERING TO DETERMINE WHETHER THIS POLICY IS STILL N PLACE (C.) REQUIREMENT EFFECTIVE 040013, PER CROWN CASTLE DIRECTIVE ANY AND ALL STRUCTURAL BOLTS THAT ARE TIGHTENED TO THE PRETENSIONED CONDITION USING THE ALSO "TURN -CF -NUT TENSIONING PROCEDURE (NON -TENSION CONTROLLED ('NON TCj BOLTS ANDIOR BOLTS WITHOUT DTI'S INSTALLED) SHALL BE INSPECTED ONSITE BY AN INDEPENDENT THIRINPARTY BOLT INSPECTOR, AS APPROVED BY CROWN. THIS INSPECTION IS REQUIRED TO BE AN ONSITE FAD INSPECTION. THE THIRD -PARTY BOLT INSPECTOR SHALL FOLLOW THE PUBLISHED CROWN CASTLE INSPECTION PROCEDURE 'MI NON -TC BOLT INSPEC1101f, DATED APRIL 2013. THE THIRD -PARTY BOLT INSPECTOR SHALL PREPARE A FULLY DOCUMENTED BOLT INSPECTION REPORT, AS SPECIFIED BY CROWN, AND SHALL SUBMIT A COPY OF THE BOLT INSPECTION REPORT TO THE MI INSPECTOR, THE EOR, AND TO GROWN CASTLE. I herby ce-4" ti-mat1hJa PWT, epeol- O Iron, or m -o!^, wza praperod by r,.; nr vrde, my dirs,C eupervltlon and I; as I ad a euly Llasuacd f:c;W=:anal Erighwr or Ambllu rR ra:.er lira Ia%vz 01 ft) Sts?z o1 I.,sc�acla ['r'rliRfa�ts: ttT.7"t3.1.:iV;ivic5 8QI5rG.'ur0. LAA - 0 � G� 11 L 13cang0;; w0708 PAUL J. POIR6 AND COMPANY STRU 6TURAL ENGINEERS CROWN CASTLE Rt R 04%MO PROJECT CONTACTS: MONOPOLE OWNER MOD PM: JARED POLUT E AT ]ARMYOULE-I'MMOWNC,ASTLE.COM PH: (314) 513-0149 DESIGN STANDARD THIS REINFORCEMENT DESIGN IS BASED UPON THE REQUIREMENTS OF THE ANSViIA-272-G-2-2009 STRUCTURAL STANDARD FOR ANTENNA SUPPORTING STRUCTURES AND ANTENNAS, USING A DESIGN BASIC WIND SPEED OF 90 MPH r -SEC GUST) WITH NO ICE, 50 MPH WITH 314 INCH ICE AND 60 MPH SERVICE LOADS, EXPOSURE CATEGORY B. REFER TO THE POLE DESIGN AND ANTENNA LOADING DOCUMENTED IN THE PJF STRUCTURAL ANALYSIS FOR THIS SITE (PJF#31614-1778,001.7704 DATED 11-11-2014. THIS PROJECT INCLUDES THE FOLLOWING REINFORCING ELEMENTS: SHAFT REINFORCING FOUNDATION CONCRETE AUGMENTATION PROJECT: 375141778.001.7700 BU #844212; FRIDLEY FRIDLEY, MINNESOTA MONOPOLE REINFORCEMENT AND RETROFIT PROJECT DATE TIRE SHEET T-1 SHEET INDEX SHEET NUMBER DESCRIPTION T-1 TITLE SHEET S-1 GENERAL NOTES S-2 GENERAL NOTES S-3 AJAX BOLT DETAIL S-4 MONOPOLE PROFILE S-5 FOUNDATION REINFORCING DETAILS S-6 Al CHECKLIST PROJECT: 375141778.001.7700 BU #844212; FRIDLEY FRIDLEY, MINNESOTA MONOPOLE REINFORCEMENT AND RETROFIT PROJECT DATE TIRE SHEET T-1 CROWN CASTLE P=Wr: BU ONQ12; FRIDLEY; FRIDLEY, MINNESOTA MONOPO.E FM=FTT PROJECT MASTER NOTES DOCUR¢NT (REY. 2, tiCrAq 1. 2. a 4. ' - B. (SECTION NOT USED) C. SPECIAL INSPECTION AND TESTING 1. AND OBSERVATION 9YTHE OWNERS REPRESENTATNEAND THE OWNERS AUMORIZED INDEPENDENT INSPECTION AND TESIINGAGENCY. RETERTOCROWN CASTLE DOCUMENT ENG -SOW -1001016 FOR SPECIFICATION. 2. ANY SUPPORT SERVICES PERFORMED BY THE ENGMEEi DURING CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED msprzCTION SERVICES WHICH ARE FURNISHED BY OTHERS. THESE SUPPORT SERVICES PERFORMED BY THE ENGINEER ARE PERFORMED SOLELY FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND IN ACHIEVING CONFORMANCE WITH CONTRACT DOCUMENTS. THEY DO NOT GUARANTEE CONTRACTORS PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION. 3. OBSERVED DISCREPANCIES BEIWEEN THE WORK AND THE'CONTRACT DOCUMENTS SHALL BE CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST. 4. ANINDEPFNDENTOUAOMINSPECTIONRESMGAGENCYSHALLESEIEaM, RETAINEDANDPABI FOR SYTHE OWNER FOR THE SOLE PURPOSE OF INSPECTING, TESTING, DOCUMENTING, AND APPROVING ALLWELDING AND FIELD WORK PERFORMED BY THE CONTRACTOR ((AA)) ACCESS TO ANY PLACE WHERE WORKIS RENO DONE SHALL BE PERMITTED ATALL nNV.:& (B.) THE INSPECTION AGENCY SHALL BO SCHEDULE THIS WORKAS TO CAUSE MINIMUM OF 6. A. GENERAL: �j—PWPERoa PORNno��TIYOTESTING DURING �ACTORISW OBSERVATION, AOENCYYSHALLNOTIFYONN LKMEDIATELY WHEN FIELD PROBLEM OR DISCREPANCIES OCCUR. B. FOUNDATIOG ANDSOILPREPARATION A NAREADEQATETOAC0YE7HEDESR BEARC (2.) VE,I,�� T EXCAVATIONS HAVE EXTENDED TO PROPER 13151" AND HAVE REACHED PROPER ((33)) PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. (4.) VERIFY USE OF PROPER MATERIALS. DENSITIES AND LIFT THICKNESS DURING PLACEMENT AND COMPACTION OF COMPACTED FILL. (S) PPRIOR TO REPARED PROEPM ENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY SITE HAS BEEN C. 92NCFMTETESTING PER AO rCull Ur rLAUEMENTOF REINFORCING STEEL INNSSPMB TS TO BE WTMM INCDNOIETE PRIORTOAND DMG PLACEMENT OF VERIFYING USE OF REQUIRED MDT DESIGN. (4.) AT THE TIME FRESH CONCRETE 13 SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND ABR CONTENT TEST AND DETERM[NETEMPERATURE OF THE CONCRETE. 6. INSPECf1ON OF CONCRETE PLACEMETR FOR PROPER APPLICATION TEMIQUE D. B. INSPECR�NCLOF SPECIFIED CURING AND TEMPERATURE TECHNIQUES. CHECK STEEL MEMBERS FOR SIZES, SWEEP AND DBM04SIONALTO,EftANES. 171EKFORSURFACE FINISH SPECIFIED,GALVANIZED. & CHECKBOLTTIGHTENING ACCOR13ING TOAISC'TURN OF THE NUT•METHOD. E IN0 _ PTREQMRED,M CCOPRRDANCEWfftAWS DEIRSI:ANDWEIDINO OPERATORS, NOTDEEMED (Z) ANDINSPECT MA�R�EEDW WI CONNECTIONS INACCORDANCEWTTHTHE MREMENTS SPECIFIED (3.) APPROVE FIELD WELDING SEQUENCE (A) )GRAMOOFAWRONEOESWURgCIA BE TEOOOIMOMAFSEQUENCES MAYBE OV �� PERMISSION FROM THE (4.) INSPECT WELDED CONNECTIONS AS FOLLOWS AND IN ACCORDANCE WITH AWS Ott �ljrINSPECT WELDING EQUIPMENT FOR CAPACITY, MAINTENANCE AND WORKING CONDITIONS. le•) VERIFY SPECIFIED ELECTRODES AND HANDLING AND STORAGE OF ELECTRODES FOR CONFORMANCE TO SPECIFICATIONS. (C.) INSPECT PREHEATING AND INTERPASS TEMPERATURES FOR CONFORMANCE WITH AWS DIA. (D) VISUALLY INSPECTALLWELDS AND VERIFY THAT QUALITY OF WELDS MEETS THE REQUINE,tENTS OF AWS D7.1. (E) DSPOT YE TETEST AT LEM ONE FILLET WELD OF EACH MEMBER USING MAGNETIC PARTICLE OR INSPECT FOR SIZE, SPACING, TYPE AND LOL'ARON AS PER APPROVED PLANS. 0 VERIFY THAT THE BASE METAL CONFORMS TO THE ORAWINGS. REVIEW THE REPORTS BY TESTING LABS. CHECK ToJ.) INSPECT RUST PROTECTION OF WELDS AS ARE wm P�Cffl�� OS. CHECK T DEFECTIVE WELDS ARE CLEARLY MARKED AND HAVE BEEN ADEQUATELY F. REPORTS PTCMUKLEAND PERIODICALLYSUBMIT DAILY INSPECTION REPORTS TO THE OWNER. S. THE INSPECTION PIAN OUTLINED HEREIN IS INTENDEDAS A DESCRIPTION OF GENERAL AND SPECIFIC I hn"Tty ca -!Tv (`Le11Els w)an, CPS& or rsp:),', ws pre;D=re,' by u iT.:_ C7 :::"JET ':^v GE.' '•S;PC: i7;'n LScer.aad I �•:�1: :xs[�O; 4'�1;tf tt:3 NIN3 01 Vla 3(82.'. OT a a $ Q II PAUL J. FORD AND COMPANY PRO)ECT:375141773.001.7700 � STRUCTURAL ENGINEERS (614) �,.L� - °� BLI #844212• FRIDLEY DRAWN BY: B.M.S. 9 11 cr MINNESOTA CHECKED BY: D.S.K. GENERAL NOTES �gDg�GROWN CR V V N CASTLE MONOPOLE REINFORCEMENT AND �` $ 110IVIUIDVQ:WCIRCLE,SOTS=CANONSSURG,PA163,7 RETROFIT PROJECT 1 q PT4 (M)4184BT4 DATE S 1 $s ..... •. ... .. 11-11-2014 D. 1. A S. 2. 3. 4. 8. 7. a 8. 10. 11. G. CAST4N4nAC CONCRETE 1. INUM COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS. A CONCRETE EICPOSED TO WEATHER SHALL BEAN ENTRAINED (8%+F 1b%), WATER CEMENT RATIO=0.45 (MJW 2 RENFORCINGSTEELSHALLBBNEXDOMESTICDEFORMEDEIIIJZSTEELCONFORMMGTO ASTM A016 GRADE 80. a ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH Me BUILDING CODE REQUIREMENTS FOR REINFORCED OACI 9LATEST M CONTRACTOR FUZW1AAP LE�PkDCkMJP FOR COLD WEATHER CONCRETE PLACEMENT. 4. ALL REINFORCING DETAILS SHALL CONFORM TO TDWUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTWWZ ACI 318 LATEST EDITION, UNLESS DETAILED OTFIERIVLSE� ON THE STRUCTURAL DRAWINGS. S. CONTRACTOR SHALL VERIFY LOCATIONS OF ALL CPENINGS, SLEEVES, ANCHOR RODS. INSERTS, ETC, AS REQUIRED BEFORE CONCRETE IS PLACE). S. WHERE BAR LENGTHS ARECM34 ON THE DRAWINGS, THE LENGTH OF ANY HOOK IF REQUIRED, IS NOT INCLUDED. 7. CONTRACTOR SHALL PROVIDE SPACERS. CHAIRS. BOLSTERS, ETC, NECESSARY TO SUPPORT REINFORCING STEEL CHAIRS WHICH BEAR ON EXPOSED CONCRETE SURFACES SHALL HAVE ENDS WHICH ARE PLASTIC TIPPED OR STAINLESS STEEL S. ALL STRUCTURAL MEMBERS SHALL BE POURED MONOLITHICALLY, EXCEPT FOR REQUIRED CONSTRUCTIONJOWTS. CONTRACTOR SHALL SUBMIT PROPOSED CONSTRUCTION JOINT LOCATIONS AND DETAILS TO THE ENGINEER FOR REVIEW. B. CONTRACTOR SHALL PROVIDE3AI-INCH CHAMFER ON ALL EXPOSED CORNERS UNLESS OTHERWISE INDICATED ON THE DRAWING&. BEIM CLEARANCES FOR RENFOR(ZrIG STEEL SHALL BE MAIMAMED AS SMAM SYACL 10. THE FOLLCWBNG MINIMUM CONCRETE COVER SHALL. BE PROVIDED FOR REINFORCEMENT- 3'..„_...– CONCRETE CAST AOANSTANDPERMANENTLY EXPOSEDTOEARTH. Y .......... CO1C I; ETE ERPOBED TO EARTH OR WEATHER, IB THROUGH #18 BARS. 142'......, CONCRETE EXPOSED TO EARTH OR WEATHER 85 BAR AND SMALLER. 11. FOOTING BARS SHALL BE BENT 1'-8'AROUND CORNERS, OR PROVIDE CORNER BARB WITH AZV LAP ON EACH LEC.. . 12. TESTING LABORATORY SUBMIT ONE COPY OFALL CONCRETE TEST REPORTS DIRECTLY TO THE ENGINEER. 13. OONIAACTOR SHALL KEEP COPY OF TELT REFERENCE MANUAL' (ACI PUBLICATION SP -15, LATEST EDITION) AT THE PROJECT I= OFFICE 14. FLYASHSHALLSEPERMITTED. FLYASHCOWWSHALLSEAMWMLIMOF28%OFCBQW WEIGHT IL E'OXY_ GROUTED REINFORCING ANCHORRODS-(NOT REQUIRED) L 1 a 11 ---by -, Wy 11'tet ft plan, Speob 111;CCCan, cr rEPort W88 Prepared by C:^.9 Or Under my dtrea euparylWon and that I em a duly Licensed Prolasslon it Engineer or A,rchhct Plidi r the laws o1 L'18 State o1 ull-Inswia. FdTtblaa : KVRTJ. SWARTS St�tOro: d ° 1f r g � g Itlit 'v Rit, e .� J. HOTDIPGALVANIZING E BABE PLATE.GROW-(NOVAQUAIED) I. AIFf-WWVMMXL STRUCTURAL STEEL MEMBERS ANO ALL STEEL ACCESSORIES, BOLTS, PROJECT' 375141778.001.7700 WASHERS, ETC. PER ASTM A123 OR PER ASTM A133, AS APPROPRIATE F. FOUND* OHWbRV 2. PROPERLY PRE PARE9TEELITEMS FOR 13ALVAN9IN0. HqL OUSTING AS WELL AS ANY 1.NEARBY WUCTUlES �PMENT & DRILL OR PUNCH WEEP ANC/OR DRAINAGE HOLES As 00. EGSTING UNDAT IO NS FOR OTHER STR OR EQVIOPOLE FROM LOSS OF SOIL 4. ALL OALVANIbNO SHALL BE DONE AFTER FABRICATION IER S COMPLETED AND PRIOR TO FIELD AROURDAOMBENEAYRFWTINGSDUUGAWFW.QUMEXGWATION. THECONTRACTOR INSTALLATION. SHALL BRACE THE SIDES OF THE OPEN EXCAVATION AS REQUIRED. 2. THE EFFECT OFADDITIONAL EXCAVATION XW�I REQU1RI FORTHENEWMATFOOTING REQUIRED) OR OTHER FOUNDATION AUOMENTON ATND REINFORCWO REQUIRED MAY �NEARTHE K INSPECTION ANDMAINIENANCE Ig OWNER i. MSTALLATION OF THE MONOF HAVE IMPACT ON FASTING EQUIPMENTANDIOR GM EDSTNG EXCAVATION. C�ENZtEER4�- HAS NOT 6I NPROYmEbWRHANYSPECIFICINFORMATION ORDETAISREOAIiflINGE08TNG IPMENTOROTHER M MSTRUCRMON THE SITE IT REINFORCING SYSTEM AND THEWORK HAS SEEN ACCEPTED BY THE OWNER THEOWNERWI RESPONSIRLEFOR THE LONG TERM AND PERPETUAL INSPECTION AND MAWEWWCEOFTHE I AND REINFORCING SYSTEM. SHAD. BE THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE THE DAPACT OR EFFECT THAT 2. THE MONOPOLE REINFORCING SYSTEM INDICATED N THESE DOCUMENTS USES REINFORCING a 11 ---by -, Wy 11'tet ft plan, Speob 111;CCCan, cr rEPort W88 Prepared by C:^.9 Or Under my dtrea euparylWon and that I em a duly Licensed Prolasslon it Engineer or A,rchhct Plidi r the laws o1 L'18 State o1 ull-Inswia. FdTtblaa : KVRTJ. SWARTS St�tOro: d ° 1f r g � g Itlit 'v Rit, e .� PAUL J. FORD AND COMPANY STRUCTURAL ENGINEERS a0 Bm BNae e6� • !� em . tmwemv aNe avm M1„1� ,�,, � BU #$44212; FRIDLEY FRIDLEY, MINNESOTA MONOPOLE REINFORCEMENT AND RETROFIT PROJECT .. _. .. .... ,.. _ .. .. ... .._.•.. .. PROJECT' 375141778.001.7700 DRAWN BY: BJMs GENERAL NOTES �_� m DCw BY: CLOWN CASTLE rw` 17 GR*MVILRYgR0.l�.SURB2�.WXW0M%ISA 1®17 Pft (MD415WO __._ ._. ., .,._... ._ DATE 11.11.2014 AJAX BOLT NOTE SHEET: REV. 1.6, 5•i2.22014 NOTES: 1. ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE REQUIREMENTS OF THE AISC 'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS, DEC. 31,2D09. 2. -ALL STRUCTURAL BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE ALSO 'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS, DEC. 31, 2009. 3. ALL AJAX M20 BOLTS WITH SHEAR SLEEVES SHALL BE PRETENSIONED AND TIGHTENED UNTIL THE DIRECT TENSION INDICATOR (DTI) WASHERS SHOW THAT THE PROPER BOLT TENSION HAS BEEN REACHED. SEE NOTES AND DETAIL BELOW FOR THE USE OF DIRECT TENSION INDICATOR (DTI) WASHERS WITH THE AJAX M20 BOLTS. 4. ALL AJAX BOLTS SHALL BE INSTALLED USING DIRECT TENSION INDICATORS (DIES) AND HARDENED WASHERS. DITS SHALL BE THE SQUIRTER® STYLE, MADE TO ASTM FM LATEST REVISION; AND F MM84ED WASHERS SHALL CONFORM TO ASTM F436 AND HAVE A HARDNESS OF RC 38 OR HIGHER. NOTES FOR AJAX M20.'ONE-SIDE, BOLLS WITH DIRECT TENSION INDICATORS IDTTSL• DT(S REQUIRED: DTI'S SHALL BE'SELF-INDICATING' SQUIRTER® STYLE DTFS MADE WITH RED DURABLE SQUIRT MEDIA EMB¢DDED IN THEM, INSPECTED BY MEANS OF THE VISUAL EJECTION OF SILICONE AS THE DTI PROTRUSIONS COMPRESS. SQUIRTER® DTFS SHALL BE CALIBRATED PER MANUFAGTU S INSTRUCTIONS PRIOR TO USE. THE DIRECT TENSION INDICATOR (DTI) WASHERS SHALL BE THE "SQUIRTER® STYLE' AS MANUFACTURED BY APPLIED BOLTING TECHNOLOGY PRODUCTS' INC.: PART. NUMBER: 2DTIM20OMWSIF DESCRIPTION: P.C. 8.8 DTI SQUIRTER WASHER WITH RED DURABLE SQUIRT MEDIA DESIGNED SPECIFICALLY FOR THE AJAX M20 ONESIDE BOLT. FINISH SHALL BE ZINC GALVANIZED AS PROVIDED BY THE OT MANUFACTURER DISTRIBUTOR CONTACT DETAILS: ALLFASTENERS 15401 COMMERCE PARK DR BROOKPARK, OHIO 44142 PHONE: 440-232.8080 E -MAL:' SALES@ALLFASTENERS.COM DTI: USE DIRECT TENSION INDICATOR (DTl) WASHERS COMPATIBLE WITH 20 MM NMI NOMINAL A325 BOLTS FOR THE AJAX M20 BOLTS. DTFS SHALL NOT BE HOT -DIP GALVANIZED. DTFS SHALL BE MECHANICALLY GALVANIZED (MG) BY THE COLD MECHANICAL PROCESS ONLY AS PROVIDED BY THE DTI MANUFACTURER. HARDENED WASH > KS:REOUIRED: USE A HARDENED WASHER FOR A 20 MM (M20) NOMINAL BOLT BETWEEN THE TOP OF THE DIRECT TENSION INDICATOR (DTI) WASHER AND THE NUT OF THE AM M20 BOLTS. HARDENED WASHERS SHALL CONFORM TO ASTM F438 AND HAVE A MINIMUM HARDNESS OF RC 38 OR HIGHER THE HARDENED WASHERS SHALL BE MECHANICALLY GALVANIZED BY THE GOLD MECHANICAL PROCESS. ALTERNATIVELY, CORRECTLY MADE HOT DIP GALVANIZED HARDENED FLAT WASHERS HAVING A MINIMUM HARDNESS OF RC 38 CAN SE USED: CONTRACTOR SHALL PROVIDE DOCUMENTATION OF WASHER SPECIFICATION AND HARDNESS. NUT LWBRICATION..REQUIRED: PROPERLY LUBRICATE THE THREADS OF THE NUT OF THE AIAX BOLT SO THAT IT CAN BE PROPERLY TIGHTENED WITHOUT GALLING ANDIOR LOCKING UP ON THE BOLT THREADS. CONTRACTOR SHALL FOLLOW DTI MANUFACTURER INSTRUCTIONS FOR PROPER LUBRICATION AND TIGHTENING. NOTE: COMPLETELY COMPRESSED DTFS SHOWING NO VISIBLE REMAINING GAP ARE ACCEPTABLE On WASHERS SHALL BE PLACED DIRECTLY AGAINST THE OUTER AJAX WASHER WITH THE DTI BUMPS FACING AWAY FROM THE AJAX WASHER PLACE A HARDENED WASHER BETWEEN THE DTI AND THE AJAX NUT. THE DTI BUMPS SHALL BEAR AGAINST THE UNDERSIDE OF A HARDENED FLAT WASHER, NEVER DIRECTLY AGAINST THE NUT. CONTRACTOR SHALL FOLLOW DTI MANUFACTURER'S INSTRUCTIONS FOR INSTALLATION, LUBRICATION, TIGHTENING AND INSPECTION. INSPECTION REQUIRED: ALL AJAX BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC 'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS, DEC. 31, 2009, BY A QUALIFIED BOLT INSPECTOR DURING INSTALLATION, THE BOLT INSPECTOR SHALL VERIFY AND OCCUMENT: THE SHOP -DRILLED AND FIELD-DRILLE0 HOLE SUES; THE INSTALLATION OF THE AJAX BOLT ASSEMBLY, INCLUDING THE SHEAR SLEEVE PLACEMENT AND NUT LUBRICATION; AND THE CONTRACTOR'S TENSIONING PROCEDURE. IN ADDITION, ALL AJAX BOLTS AND DM SHALL BE VISUALLY INSPECTED ACCORDING TO THE DTI MANUFACTURER'S INSTRUCTIONS. THE BOLT INSPECTOR SHALT. PROVIDE COMPLETE PHOTO DOCUMENTATION OF ALL BOLTS AFTER TIGHTENING CLEARLY SHOWING THE CONDITION OF THE DTFS. NOPE: ALL SHOP AND FIELD DRILLED HOLES SHALL BE NOMINAL 30MM DIAMETER. THE MAXIMUM WOLF DIAMETER PERMITTED IS 1-3/16°. NOTE: ALL AJAX BOLTS, AJAX SPUR AMM2 WASHERS, AIAX WASHERS, AJAX NUTS, AND SHEAR SLEEVES SHALL BE HOT DTP GALVANIZED PER ASTM A123 OR A163 AS $ APPROPRIATE SHEAR SLEEVES MAY 8E COLD GALVANIZED OR ZINC PLATED, I ha73ry m y VA11h13 Plan, s ecl- ft-;lon, ormporl v; a p;ap;r4d by FAO ,lr' rCer rmi NIrP^.'C a:6�etCV;ii:H1 and Yf:1t J an) a c u' Llcwr of nr:;*Tl G 1lawof ther State f I.Llnszo;a. I�"Nwrm: jSAT J. MARTS SfLTn^fu.^a: EXTERIOR OF POLE SHAFT r SNAFTRMW0l WW R3M SHOP DFaL MEIN Sgd-7 REOdM= BMW. HOT -W 0ALVA00 PER AMU AIV NBO MTWRHMENC CaMAMANM CONIMMAM FM DR aM,, HoLEm wn3tNOWNALw-(1.TH3'NAfBSRl) FCRAJA7 MALATWNTOO. AM f NUT (L M=TE 7K%%W, RSU TO NOTM) RARDEN®FWT%MMASMFM Stepp �NOf-fWWWAMESAWMTWERW.a=ASF@ RO&OR SS 0?2 C4WM WOUPEUWAWMIN TOW TO MM THE&TEAR MZW REM =SFATEOTONALWPMESHAFT. IN6P SHEARwea.AMAM9QVOE4148(FS=A100M TYPICAL AJAX BOLT.DETAIL S-3 SaTm PROJECT: 37514-1778.001.7700 PAUL C.RD dOMPAUAAAND GINEtRY STRUCTURAL @NC�IN8�R8 DRAYYNBY: . .Cft�4=9 BU #$44212 FRIDLEY SAM crEcm BY; AJAX BOLT DETAIL $ �FRIDLEY, MINNESOTA D.9X �- CROWN CASTLE MONOPOLE REINFORCEMENT AND RETROFIT PROJECT � ill �'aRAPhIM1I�I/CUt0.E. SURE770, CANOIV83UR0, PA 13317 2 1- . -- 11.11.014 S-3 POLE SPECIFIC TION POLEEmPETYPF. 12816EDPCLYGTJH TAPED: 0.198813W9 901F WML— ABMABT GUM65 N.SIEH: rSA ANCHWRWS NIA SHAFT SECTION DATA SHAFT swromi om PUTET14GiOMS LAPSPUCE CIAIETEtADHOSSRATS swnm IDT! HBO IM ®TDP 1 MAD 0.1876 BOLTS I= � 2 44M 0=021.651 Sam m484 z mu ost263 F1,FS&FB mals 3383 NOTE DW400WSS M 00 NOT NCUME(ILLVANUINOTgFAANCES N%)ONIMT�4S - OA QgrA NLWWN6PETSYATFMDMTIWATPMEBAMSEEW S& Q 0L41'ALLNsmffi TNEBu0RCF6 ist— PARTIAL SITE PLAN 2 s4 NEWWFLATKATE 6$ KOMREPIFORCQIOSCHEDULE PROJECT: 375141778.001.7700 FLATV UCITURAL ENGINEERS zw��a�•�MO. 15 EU #844212;r FRIDLEY APPRWWTB TOVINATION ir a s Bmog TOP DWREE E6N kimbir EMENr AJU BOLTS TOALAM BOLTS TWMAT BMTION ELEWTON SEPARAZON LE6H QuAmm PERELEIENT BOLT QUANTITY (eorrOpBOLTB(r{ 8-6' 33.8• F1,FS&FB 217-P 3 31 m a B _. , . 1i-11.2014 . 48.6' W-61 FIA&F9 Doom 201-013 a 75 a a NOTES: 1a AWXBMTSARETOBEMMbWAETEMTHO ONOQ4a28mm M4WEtSLff1EWrHMATCHINGSTEEMADE 21A116rgED LEHOT4WGC AN2EDWMFODATIONINk=MWCEWRHISFMM23R-TEWKWY,AILNLWUFFBJHRX GALWMASFOLI.OWSAPR-YAM042 MOFTVIOCWSOF WZIN 4MHCOLDOALVAN MCDMPOUND F1LMTH PE 18MUAPFLYftZAC(MROHFAC W"R=MEI MRWCMURESCONTACTZRCAT1.8068313276FORPRMMWWOWNTION. 3a tome 4)WELDS MLEMWORGRFAT9t TMENAT&NIM WALL BE3iVn1.ET MM. 54NVISFMAWCBOI.TSAIMW 8.M8AAt30nmUMWNOTEDOTFORM 6.J ALL8HUSSRU E&I'MAM 1 h 'I C 4hS Pisn6[ s5Y aM t cnb:n, ar r.p. meyTrep exed by tear a:TG@r mya ira^? 6Uoery slon 1 14.ei { am a jv!,.j UcenDed € rf:(tas!7Tr':l Er1glnmr ar A,rchle t ISW3 01 the State b4 6sTrI so a. Frm lu'an3: 4�IJtiT--rte �� c1goium ate (� � � Uoeruso� aa78s POLE ELEVATION 1 s� Ur a 7 R ° ' �' ��MSTR h'AUL. J. �fJfiGd AND �OMP.4NY PROJECT: 375141778.001.7700 � � UCITURAL ENGINEERS zw��a�•�MO. 15 EU #844212;r FRIDLEY OPAWN BY: ir a s 014)=141672 aw.vrdmmA FRIDLEY, MINNESOTA ABY: MONOPOLEPROPLE $� � i CROWN CAST. ._. -LE MONOPOLE REINFORCEMENT AND RETROFIT PROJECT N 11 OHAQOA0W CIRCLE Eln =. CANONWUR0. PA 18317 S=4 - ... � .... ..... .. .. ..... _. , . 1i-11.2014 . 378141TI8dI1.NYG WCLM ('i)02C0NIAWWUB TOP AND BOTTOM (IYP. AT 0 8ME8 OF MAT-24T0TAL) 111. 51 *A T0P & B0TT0M x B-0' L0N0 (IYP.OFB-2/TOrAL) TP OF4-S BAR8(T1T. ti OFt-eroTAl) 88 FOUNDATION REINFORCING PLAN 1 s -s PDW PTD?PAIT�BT WWEOFO B M WVw0MW WATM APhYWUBNO T. AMMtPMMTOCE0PF NEW0%CWTESOMI 7wD.APpLYBIW "9VAmm IDRroPL w NEWCN,ONIEBW ALDEAGWSIO@ USUDNBt3W=f,'878fk!M MM ACrW UL.THEAfiMMA7IBD BE u1FnwA(2`.N/0AREEPBINixE WMIFACNAE0.'BPBC0I0@WA78%VO PIUNt ro0ONOTF 1XTIMOONTRACTOR I8ro WWMINE MOSTM NRECILYBUBWOP0LE9NR. C0MRA0 MT0A8gWF0mMT0 aWMNPMANDPAULd FORD6COWMY P�wOWRNWNOL AEA3EPt1�EM=AWCN UW1A.TRAB0t0C7H 6WWE OF POLE BH WW.OWOWOIE(TAIWATEYPRM. � . ,r IMOLANOOAW(4W ... (MYOVE) isTSTM 8'-eL aDPeroDRaw BDst1NaDRaDE 1z \ \ � iF 4u A i m :4•,\� r9 K, 1 t xi .� \� 91 ClOBEDiD$-L0CATE NRBNE0FW123WWN8(IYP.) Y I I I § 4�,?. 4 ALl.9WB ti � t6-'fYW12zIEx,18L0Nq CANIpA0ffXy70 (12)T0TAL(5DKR FBMVEPIRIIECTM COATUNTOPRFPARE 1147-<r""8URFAMF0RWEU2IW I h�a: ira --!NY Lf at t,'k Plan, sPeci ^j,ruPortm3Preparedby FOUNDATION REINFORCINGC2 r dci: 4f�1 am a du v Ll �nesd k: iz;,slcml En9fnamT'or.Archhact v!.e'=..r iho laws e4 the Efata of P, -t tdar; e: �T J. SWARTS E;yr 'go: Dots G1� uaonBea� X0798 S 8 s g o PROJECT: 375141778.001.7700 PAUL 6 F0RI. 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CANONSMM PA ISN't RD (7N)mms PROJECT:37514-1778.001.7700 BU #844212; FRIDLEY FRIDLEY, MINNESOTA MONOPOLE REINFORCEMENT AND RETROFff PROJECT MICHECKUSt S-6 MI CHECKLIST DWBRarcl WM WAUA7MMPW WNBAND T WWW FUMU MMM-LETWBYE aEFTRrITEM PRECONtFTRUCTION .. x WC}E126WORAWNOB x EWREVEW X FAWWAMHUIEPECnDR m FABRMMMOEWOIWWE.DOl4ECfWA x MATERIALTEWRMW(WM MA FANBCATCRME MWECIWN NA .mvQ TOPMBNOP=&%WmATB(AERff j x PAfxfDVONHB AD =#1 TE8=A1WwBPECOGa --------------------------- CONSTRUCTION x CONSIWWRWPtSPEcfM x FOTLROATONM&.fM x CWCREIECwerfEROmNTON.wTEWS NA PW UWAUEDAWWRRODVW=TWH RA UMP AIEGWVERffmm x CONR7ACTOR8CE77TEi®WRDBwTPEmm x •PROVDEPHOWDOMSVUA WE=VATWAND ODHPASIWRWAIITYALWOYRRI BIO-FICIENTRWT09 WRENFORCN/t STEM MTROAmNRACE x ONSMODWSMAX12MVE0=10H NA GUMETROMRUM x MA84WLTDOCOOM x NBPECIxx1WA=BmTBAAWm78FERREIXOIEI"mQNSNET&7 ga—mmormm BTI UMANO NSTAUATOI LODBAND OAATCDOCLUM ,M RFFERm ANC7IOR NOIESt19PECIAI AN1 IRTwT pHOMAAOEVTB. X=MAAL TESFNO AFW NBPWC POST-CONSMCTION x IOBTO&.TOR REN.DEWRECO�ORAWIFA'j8) m PWTNSTALLEOAHCHORRWP=-GUTTEBM ._ x a>WFofOMmBi AODRIWALTWWA WNBPIH:TM --------------------------- PROJECT:37514-1778.001.7700 BU #844212; FRIDLEY FRIDLEY, MINNESOTA MONOPOLE REINFORCEMENT AND RETROFff PROJECT MICHECKUSt S-6 MONOPOLE REINFORCEMENT AND RETROFIT PROJECT BU NUMBER; SITE NAME BU #844212; FRIDLEY APP: 251439 REV. 5; W0: 806127 SITE ADDRESS 101 -53RD WAY NORTHEAST FRIDLEY, MINNESOTA 55421 ANOKA COUNTY 1. DETAILED FIELD INFORMATION REGARDING INTERFERENCES AND/OR EXISTING FIELD CONDITIONS MAY BE AVAILABLE ON CROWN'S CCISITES AND FROM CONTRACTOR'S PRE -MOD MAPPING. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS AND COORDINATE WITH THE AVAILABLE SOURCES OF INFORMATION ABOVE AND WITH THE PROJECT PLANS BEFORE PROCEEDING WITH THE WORK. CONTRACTOR SHALL IMMEDIATELY REPORT ANY AND ALL DISCREPANCIES TO PAUL J. FORD AND COMPANY AND CROWN CASTLE FIELD PERSONNEL BEFORE PROCEEDING WITH THE WORK. 2. ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE REQUIREMENTS OF THE AISC 'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS', DEC. 31, 2009. 3. ALL STRUCTURAL BOLTS SHALL BE FIELD INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC 'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS', DEC. 31, 2009. (A.)_DITS REQUIRED: ALL AJAX BOLTS SHALL BE INSTALLED USING DIRECT TENSION INDICATORS (DTI's) AND HARDENED WASHERS. ALL AJAX M20 BOLTS WITH SHEAR SLEEVES SHALL BE PRETENSIONED AND TIGHTENED UNTIL THE DIRECT TENSION INDICATOR (DTI) WASHERS SHOW THAT THE PROPER BOLT TENSION HAS BEEN REACHED. SEE NOTES AND DETAILS ON SHEET S-3 FOR REQUIREMENTS ON THE USE OF DIRECT TENSION INDICATOR (DTI) WASHERS WITH THE AJAX M20 BOLTS. (B.) _EFFECTIVE 51302012: UNTIL FURTHER NOTICE, CROWN CASTLE WILL ACCEPT AJAX BOLTS TIGHTENED USING AISC 'TURN -OF -NUT' METHOD. INSTALLERS SHALL FOLLOW CROWN GUIDELINES FOR AISC 'TURN -OF -NUT° METHOD AND ALSO PROVIDE COMPLETE INSPECTION DOCUMENTATION IN THE PMI. PRIOR TO STARTING WORK, CONTRACTOR SHALL CONSULT WITH CROWN ENGINEERING TO DETERMINE WHETHER THIS POLICY IS STILL IN PLACE. (C.) REQUIREMENT EFFECTIVE 04202013, PER CROWN CASTLE DIRECTIVE: ANY AND ALL STRUCTURAL BOLTS THAT ARE TIGHTENED TO THE PRETENSIONED CONDITION USING THE AISC 'TURN -OF -NUT' TENSIONING PROCEDURE (NON -TENSION CONTROLLED ['NON-TC'J BOLTS AND/OR BOLTS WITHOUT DTI'S INSTALLED) SHALL BE INSPECTED ONSITE BY AN INDEPENDENT THIRD -PARTY BOLT INSPECTOR, AS APPROVED BY CROWN. THIS INSPECTION IS REQUIRED TO BE AN ONSITE FIELD INSPECTION. THE THIRD -PARTY BOLT INSPECTOR SHALL FOLLOW THE PUBLISHED CROWN CASTLE INSPECTION PROCEDURE'MI NON -TC BOLT INSPECTION', DATED APRIL 2013. THE THIRD -PARTY BOLT INSPECTOR SHALL PREPARE A FULLY DOCUMENTED BOLT INSPECTION REPORT, AS SPECIFIED BY CROWN, AND SHALL SUBMIT A COPY OF THE BOLT INSPECTION REPORT TO THE MI INSPECTOR, THE EOR, AND TO CROWN CASTLE. PAUL J.FORD AND COMPANY STRUCTURAL ENGINEERS 2926 Eeet B,a 16trea1 • BW�e BW • Cd R14 -Pit-- (j221A87R www.pfiwe0.cmn CROWN CASTLE 11 GRANDMA' CIRCLE SUITE 220, CANONSBURG, PA 15317 RI: (724)416.2615 PROJECT CONTACTS: MONOPOLE OWNER: MOD PM: JARED POULETTE AT JARED.POULETIT@CROWNCASTLE.COM PH: (314) 5IM149 DESIGN STANDARD THIS REINFORCEMENT DESIGN IS BASED UPON THE REQUIREMENTS OF THE ANSI/TIA-222-G-2-2009 STRUCTURAL STANDARD FOR ANTENNA SUPPORTING STRUCTURES AND ANTENNAS, USING A DESIGN BASIC WIND SPEED OF 90 MPH (3 -SEC GUST) WITH NO ICE, 50 MPH WITH 314 INCH ICE AND 60 MPH SERVICE LOADS, EXPOSURE CATEGORY B. REFER TO THE POLE DESIGN AND ANTENNA LOADING DOCUMENTED IN THE PJF STRUCTURAL ANALYSIS FOR THIS SITE (PJF#37514.1778.001.7700), DATED 11-11.2014. THIS PROJECT INCLUDES THE FOLLOWING REINFORCING ELEMENTS: SHAFT REINFORCING FOUNDATION CONCRETE AUGMENTATION PROJECT: 37514-1778.001.7700 BU #844212; FRIDLEY SHEET INDEX SHEET NUMBER DESCRIPTION T-1 TITLE SHEET S-1 GENERAL NOTES S-2 GENERAL NOTES S-3 AJAX BOLT DETAIL S-4 MONOPOLE PROFILE S-5 FOUNDATION REINFORCING DETAILS S-6 MI CHECKLIST PROJECT: 37514-1778.001.7700 BU #844212; FRIDLEY B.M.S. FRIDLEY, MINNESOTA CHEC4 •D BY: D.sx MONOPOLE REINFORCEMENT AND RETROFIT PROJECT APPROVED BY DATE: TIRE SHEET T-1 CROWN CASTLE PROJECT: BU 1844212, FRIDLEY; FRIDLEY, MINNESOTA C. SPECIAL INSPECTION AND TESTING MONOPOLE RETROFIT PROJECT MASTER NOTES DOCUMENT (REV. 2,1127/2088) 1. EW AND OBSERVATION BY THE OWNERS REPRESENTATIVE AND DRAWN BY: BALB. D TESTING AGENCY. REFER TO CROWN OWNERSTHE INSPECTION AND A GENERAL NOTES CASTLE DOCUMENT E�OW-1.10088 FOR 1. IT 3FPn-8ETRETFESPONSIBEJTY OF THE CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS AND 2 ANY SUPPORT SERVICES PERFORMED BY THE ENGINEER DURING CONSTRUCTION SHALL BE DIMENSIONS PRIOR TO FABRICATION AND CONSTRUCTION. THESE DRAWINGS WERE PREPARED FROM DISTINGUISHED FROM CONTINUOUS AND DETAILED INSPECTION SERVICES WHICH ARE FURNISHED BY INFORMATION AND DOCUMENTS PROVIDED TO PAUL J. FORD & COMPANY BY CROWN CASTLE THIS OTHERS. THESE SUPPORT SERVICES PERFORMED BY THE ENGINEER ARE PERFORMED SOLELY FOR INFORMATION PROVIDED HAS NOT BEEN FIELD VERIFIED BY PAUL J. FORD & COMPANY FOR ACCURACY THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND IN ACHIEVING CONFORMANCE WITH CONTRACT AND THEREFORE DISCREPANCIES BETWEEN THESE DRAWINGS AND ACTUAL SITE CONDITIONS SHOULD DOCUMENTS. THEY DO NOT GUARANTEE CONTRACTORS PERFORMANCE AND SHALL NOT BE BE ANTICIPATED. ANY DISCREPANCIES ANDIOR CHANGES BETWEEN THE INFORMATION CONTAINED IN CONSTRUED AS SUPERVISION OF CONSTRUCTION. THESE DRAWINGS AND THE ACTUAL VERIFIED SITE CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO 3, OBSERVED DISCREPANCIES BETWEEN THE WORK AND THE CONTRACT DOCUMENTS SHALL BE THE ATTENTION OF CROWN CASTLE AND PAUL J. FORD & COMPANY SO THAT ANY CHANGES ANDIOR CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST. ADJUSTMENTS, IF NECESSARY, CAN BE MADE TO THE DESIGN AND DRAWINGS. 4. AN INDEPENDENT QUALIFIED INSPECTION/TESTING AGENCY SHALL BE SELECTED, RETAINED AND PAID 2. THE EXISTING UNREINFORCED MONOPOLE STRUCTURE DOES NOT HAVE THE STRUCTURAL CAPACITY TO FOR BY THE OWNER FOR THE SOLE PURPOSE OF INSPECTING, TESTING, DOCUMENTING, AND CARRYALL OF THE ANTENNA AND PLATFORM LOADS SIi179PR M'FHESE DRAWINGS AT THE REQUIRED APPROVING ALL WELDING AND FIELD WORK PERFORMED BY THE CONTRACTOR MINIMUM ANSVM-22211-2-2009 BASIC WIND SPEEDS. DO NOT INSTALL ANY ADDITIONAL OR NEW A)) ACCESS TO ANY PLACE WHERE WORK IS BEING DONE SHALL BE PERMITTED AT ALL TIMES. ANTENNA AND PLATFORM LOADS UNTIL THE MONOPOLE REINFORCING SYSTEM IS COMPLETELY AND �B.) THE INSPECTION AGENCY SHALL SO SCHEDULE THIS WORK AS TO CAUSE A MINIMUM OF SUCCESSFULLY INSTALLED. INTERRUPTION TO, AND COORDINATE WITH, THE WORK IN PROGRESS. IT IS THE 3. FMATERIALS, QUANTITIES, STRENGTHS OR SIZES INDICATED BY THE DRAWINGS OR SPECIFICATIONS CONTRACTORS RESPONSIBILITY TO COORDINATE THE WORK SCHEDULE WITH THE TESTING ARE NOT IN AGREEMENT WITH THESE NOTES, THE BETTER QUALITY AND/OR GREATER QUANTITY, AGENCY. THE CONTRACTOR SHALL ALLOW FOR ADEQUATE TIME AND ACCESS FOR THE STRENGTH OR SIZE INDICATED, SPECIFIED OR NOTED SHALL BE PROVIDED. TESTING AGENCY TO PERFORM THEIR DUTIES. 4. THIS STRUCTURE IS DESIGNIED TO BE SELF-SUPPORTING AND STABLE AFTER THE INSTALLATION OF THE S. THE INSPECTION AND TESTING AGENCY SHALL BE RESPONSIBLE TO PERFORM THE FOLLOWING REINFORCING REPAIR SYSTEM HAS BEEN PROPERLY AM ADEQUATELY COMPLETED. IT M THE SERVICES FOR THE OWNER THE TESTING AGENCY SHALL INSPECT THE FOLLOWING ITEMS IN CONTRACTOR SHALL FOLLOWACCCROWNiAST1E0UTrlNG WEU3 ,HKt:FKEVENllUNTAND SAFEI' GUIDELINES. PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL OBTAIN A COPY OF THE CURRENT S. DO NOT INDICATE THE METHOD OR MEANS OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES. OBSERVATION VISITS TO THE SITE BY THE OWNER ANDIOR THE ENGINEER SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION PROCEDURES. 8. ANY SUPPORT SERVICES PERFORMED BY THE ENGINEER DURING CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED INSPECTION SERVICES WHICH ARE FURNISHED BY THE INSPECTIOWTESTING AGENCY. THESE SUPPORT SERVICES PERFORMED BY THE ENGINEER ARE SOLELY FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND IN ACHIEVING CONFORMANCE WITH CONTRACT DOCUMENTS. THEY DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION. 7. ALL MATERIALS AND EQUIPMENT FURNISHED WILL BE NEW AND OF GOOD QUALITY, FREE FROM FAULTS AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT DOCUMENTS. ANY AND ALL SUBSTITUTIONS MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY THE OWNER AND ENGINEER PRIOR TO INSTALLATION. THE CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KAID AND QUALITY OF MATERIALS AND EQUIPMENT BEING SUBSTITUTED. 8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING, MAINTAINING, AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE LOCAL, STATE, AND FEDERAL SAFETY CODES AND REGULATIONS GOVERNING THIS WORK AS WELL AS CROWN CASTLE SAFETY GUIDELINES. S. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING AND NEW COAXIAL CABLES AND OTHER EQUIPMENT DURING CONSTRUCTION. 10. ANY EXISTING ATTACHMENTS AND/OR PROJECTIONS ON THE POLE THAT MAY INTERFERE WITH THE INSTALLATION OF THE REINFORCING SYSTEM WILL HAVE TO BE REMOVED, AND/OR RELOCATED, AND/OR REPLACED AND REINSTALLED AFTER THE REINFORCING B SUCCESSFULLY COMPLETED. THE CONTRACTOR SHALL IDENTIFY AND COORDINATE THESE ITEMS PRIOR TO CONSTRUCTION WITH THE OWNER, TESTING AGENCY, AND ENGINEER. 11. ANY AND ALL EXISTING PLATFORMS THAT ARE LOCATED IN AREAS OF THE POLE SHAFT WHERE SHAFT REINFORCING MUST BE APPLIED SHALL BE TEMPORARILY REMOVED OR OTHERWISE SUPPORTED TO PERMIT NEW CONTINUOUS REINFORCEMENT TO BE ATTACHED. AFTER THE CONTRACTOR HAS SUCCESSFULLY INSTALLED THE MONOPOLE REINFORCEMENT SYSTEM, THE CONTRACTOR SHALL REINSTALL THE PLATFORMS. IN NO CASE SHALL ANY NEW AND/OR ADDITIONAL PLATFORMS ANDIOR ANTENNAS AND/OR COAX CABLES ANDIOR OTHER EQUIPMENT BE INSTALLED ON THE MONOPOLE UNTIL THE CONTRACTOR HAS SUCCESSFULLY COMPLETED THE INSTALLATION OF ALL OF THE REQUIRED STRUCTURAL REINFORCING SYSTEM COMPONENTS. B. MECTION NOT USED) 8. Em B. A GENERAL' M—PERFORM PERIODIC ONSITE OBSERVATION, INSPECTION, VERIFICATION, AND TESTING DURING THE TIME TRE MRACTOR IS WORKING ON-SITE, AGENCY SHALL NOTIFY OWNER IMMEDIATELY WHEN FIELD PROBLEMS OR DISCREPANCIES OCCUR B. FOUNDATIONS CONCRETE AND SOIL PREPARATION 1. FY MA AT BOTTOM OF EXCAVATION ARE ADEQUATE TO ACHENE THE DESIGN BEARING CAPACITY. (2) VERITUR� T EXCAVATIONS HAVE EXTENDED TO PROPER DEPTH AND 1 AVE REACHED PROPER (`3.1 PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. (4.) VERIFY USE OF PROPER MATERIALS, DENSITIES AND UFT THICKNESS DURING PLACEMENT AND COMPACTION OF COMPACTED FILL (S) PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY SITE HAS BEEN PREPARED PROPERLY. C. CONCRETE TESTING PERACI �i NSPECTIOR�PUM ENT OF REINFORCING STEEL 2. INSPECT BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT OF CONCRETE �3.) VERIFYING USE OF REQUIRED MIX DESIGN. 4J ATTHE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, D. STRUCTURAL STEEL 1 THE STEEL ON THE JOB WITH THE PLANS, �B) CHECK STEEL MEMBERS FOR SIZES, SWEEP AND DIMENSIONAL TOLERANCES (7 CHECK FOR SURFACE FINISH SPECIFIED, GALVANIZED. (S.) CHECK BOLT TIGHTENING ACCORDING TO ABC'TURN OF THE NUP METHOD. E WELDING: � QUFIELD WELD IN DING WELDERS, DING OPERATORS, NOT DEEtMED (2.) INSPECT FIELD WELDED CONNECTIONS IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED AND IN ACCORDANCE WITH AWS DIA. (3.) APPROVE FIELD WELDING SEQUENCE (A) A PROGRAM OF THE APPROVED SEQUENCES SNAIL BE SUBMITTED TO THE OWNER BEFORE WELDING BEGINS. NO CHANGE IN APPROVED SEQUENCES MAY BE MADE WITHOUT PERMISSION FROM THE (C.) INSPECT PREHEATING AND INITERPASS TEMPERATURES FOR CONFORMANCE WITH AWS D1.1. (D.) VISUALLY INSPECT ALL WELDS AND VERIFY THAT QUALITY OF WELDS MEETS THE REQUIREMENTS OF AWS DIA. (E) U� FTEST AT LEAST ONE FILLET WELD OF EACH MEMBER USING MAGNETIC PARTICLE OR T. ) INSPECT FOR SIZE, SPACING, TYPE AND LOCATION AS PER APPROVED PLANS. 0.) VERIFY THAT THE SASE METAL CONFORMS TO THE DRAWINGS. REVIEW THE REPORTS BY TESTING LABS 6) CHECK TO SEE THAT WELDS ARE CLEAN AND FREE FROM SLAG. J.) INSPECT RUST PROTECTION OF WELDS AS PER SPECIFICATIONS. RCHECK EPAIRED. THAT DEFECTIVE WELDS ARE CLEARLY MARKED AND HAVE BEEN ADEQUATELY F. REPORTS: Ti}-05M15TLE AND PERIODICALLY SUBMIT DAILY INSPECTION REPORTS TO THE OWNER a $ ffi ` i$ 3 Y g ,q � � e Qt I- - � i � R g s a PAUL J. FORD AND COMPANY STRUCTURAL ENGINEERS (eta)Y11� n—.PA�eS. BLI #844212• FRIDLEY f FRIDLEY, MINNESOTA MONOPOLE REINFORCEMENT AND RETROFIT PROJECT PROJECT: 375141778.001.7700 DRAWN BY: BALB. GENERAL NOTES S_ I VV CHECKED BY: D.SJC CROWN CASTLE APPROVED W. 11 GRANDVEW CIRCLE. SURE M, CANONSBURG, PA 15317 PK PZN>at&2575 OATS 11-11-2014 D. STRUCTURAL STEEL G. CAST -0R -PLACE CONCRETE 1.-77MCTOF T79L MATERIALS, FABRICATION, DETAILING, AND WORKMANSHIP SHALL CONFORM 1. MINIMUM COMPRESSIVESTRENGTH OF 40� PSI AT 28 DAYS. TO THE LATEST EDITION OF THE FOLLOWING REFERENCE STANDARDS: CROWN CASTLE (0. CONCRETE EXPOSED TO WEATHER SHALL BE AIR ENTRAINED (6%+/-1.5%). A. BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION APC: DATE: 11.11.2014 (WATER CEMENT RATIO= 0.45 (MAXIMUM). ( C 10 0 D CTION OF STRUCTURAL STEEL 2. REINFORCING STEEL SHALL E NEW DOMESTIC DEFORMED BILLET STEEL CONFORMING TO FOR BUILDINGS.' ASTM A615 GRADE 60. IS.) 'SPECIFICATION FOR STRUCTURAL JOINTS LOSING ASTM A325 OR A480 BOLTS,' AS 3, ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH 'THE BUILDING CODE REQUIREMENTS FOR APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS OF THE REINFORCED CONCRETE' ACI 318, LATEST EDITION. ENGINEERING FOUNDATION. CONTRACTOR SHALL FOLLOW ALL APPLICABLE ACI PROCEDURES FOR COLD WEATHER CONCRETE (C.) 'CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES' (PARAGRAPH 42.1 PLACEMENT. SPECIFICALLY EXCLUDED). 4. ALL REINFORCING DETAILS SHALL CONFORM TO WANUAL OF STANDARD PRACTICE FOR DETAILING B. BY THE AMERICAN WELDING SOCIETYAWS : REINFORCED CONCRETE STRUCTURES' ACI 316, 01.1 - LATEST EDITION, UNLESS DETAILED OTHERWISE ON THE STRUCTURAL DRAWINGS. IN. 'SYMBOLS FOR WELDING AND NON-DESTRUCTIVE TESTING' 5. CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS, SLEEVES, ANCHOR RODS, INSERTS, 2. ANY MATERIAL OR WORKMANSHIP WHICH IS OBSERVED TO BE DEFECTIVE OR INCONSISTENT WITH ETC., AS REQUIRED BEFORE CONCRETE IS PLACED. THE CONTRACT DOCUMENTS SHALL BE CORRECTED, MODIFIED, OR REPLACED AT THE 6. WHERE BAR LENGTHS ARE GIVEN ON THE DRAWINGS, THE LENGTH OF ANY HOOK IF REQUIRED, IS CONTRACTOR'S EXPENSE. NOT INCLUDED. 3. TIGHTEN ALL STRUCTURAL BOLTS, INCLUDING THE AJAX M20 BOLTS WITH SHEAR SLEEVES, 7. CONTRACTOR SHALL PROVIDE SPACERS, CHAIRS, BOLSTERS, ETC., NECESSARY TO SUPPORT ACCORDING TO THE REQUIREMENTS OF THE AISC'TURN OF THE NUT' METHOD. TIGHTEN BOLTS 113 REINFORCING STEEL CHAIRS WHICH BEAR ON EXPOSED TURN PAST THE SNUG TIGHT CONDITION AS DEFINED BY AISC. CONCRETE SURFACES SHALL HAVE ENDS WHICH ARE PLASTIC TIPPED OR STAINLESS STEEL 4. WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN B. ALL STRUCTURAL MEMBERS SHALL BE POURED MONOLITRICALLY, EXCEPT FOR REQUIRED WELDING SOCIETY, AWS D1.1. ALL WELD ELECTRODES SHALL E ESDXX UNLESS NOTED CONSTRUCTION JOINTS. CONTRACTOR SHALL SUBMIT OTHERWISE ON THE DRAWINGS. PROPOSED CONSTRUCTION JOINT LOCATIONS AND DETAILS TO THE ENGINEER FOR REVIEW. 5. ALL WELDED CONNECTIONS SHALL E MADE BY WELDERS CERTIFIED BY AWS. CONTRACTOR SHALL 9. CONTRACTOR SHALL PROVIDE 3/44NCH CHAMFER ON ALL EXPOSED CORNERS UNLESS OTHERWISE SUBMIT WELDERS CERTIFICATION AND QUALIFICATION DOCUN04TATION TO THE OWNERS TESTING INDICATED ON THE DRAWINGS. MINIMUM AGENCY FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. CLEARANCES FOR REINFORCING STEEL SHALL BE MAINTAINED AS SPECIFIED BY ACL S. STRUCTURAL STEEL PLATES SHALL CONFORM TO ASTM A572 GRADE 65 (FY - 65 KSI MIN.) UNLESS 10. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT: NOTED OTHERWISE ON THE DRAWINGS. 3'............ CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. 7. SURFACES OF EXISTING STEEL SHALL E PREPARED AS REQUIRED FOR FIELD WELDING PER AWS. 7............ CONCRETE EXPOSED TO EARTH OR WEATHER 98 THROUGH 916 BARS. SE SECTION I NOTES REGARDING TOUCH-UP OF GALVANIZED SURFACES DAMAGED DURING 1-112 ....... CONCRETE EXPOSED TO EARTH OR WEATHER 95 BAR AND SMALLER TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS FIELD WELDING. 11. FOOTING BARS SHALL BE BENT 1'4' AROUND CORNERS, OR PROVIDE CORNER BARS WITH A 2'4' LAP & UNLESS OTHERWISE NOTED, ALL STEEL MEMBERS SHALL BE HOT -DIP GALVANIZED, AFTER ON EACH LEG. FABRICATION, IN ACCORDANCE WITH ASTM A123. SEE SECTION J FOR FURTHER NOTES AND FOR 12. TESTING LABORATORY SHALL SUBMIT ONE COPY OF ALL CONCRETE TEST REPORTS DIRECTLY TO EXCEPTIONS (IF ANn THE ENGINEER. 9. ALL WELDS SHALL BE VISUALLY INSPECTED BY THE OWNERS APPROVED TESTING AGENCY. OTHER 13. CONTRACTOR SHALL KEEP A COPY OF -FIELD REFERENCE MANUAL' (ACI PUBLICATION SP -15, LATEST TESTS MAY ALSO BE PERFORMED ON THE WELDS BY THE TESTING AGENCY IN ORDER FOR THEM TO EDITION) AT THE PROJECT FIELD OFFICE. PERFORM THEIR DUTIES FOR THIS PROJECT. THE CONTRACTOR SHALL COOPERATE WITH THE 14. FLY ASH SHALL BE PERMITTED. FLY ASH CONTENT SHALL BE A MAXIMUM OF 2PIo OF CEMENT TESTING AGENCY IN THEIR TESTING EFFORTS. WEIGHT 10. NO WELDING SHALL BE DONE TO THE EXISTING STRUCTURE WITHOUT THE PRIOR APPROVAL AND SUPERVISION OF THE TESTING AGENCY. H. EPDXY GROUTED REINFORCING ANCHOR RODS -(NOT REQUIRED) 11. FIELD CUTTING OF STEEL: (0.) PRIOR TO ANY FIELD CUTTING, THE CONTRACTOR SHALL MARK THE CUT OUTLINES ON THE STEEL AND THE INSPECTIONRESTING AGENCY SHALL VERIFY PROPOSED LAYOUT, LOCATION, AND DIMENSIONS. (B.) ANY REQUIRED CUTS IN THE STEEL SHALL BE CAREFULLY CUT BY MECHANICAL METHODS SUC (C.) DRAWINGS. R MAY BE NECESSARY TO DRILL STARTER HOLES AS REQUIRED TO MAKE THE CUTS. THE INSPECTIOWIESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY. L TOUCH UP OF GALVANIZING 1. TFFC0RTRWMRTFRlqMUCH UP ANY AND/OR ALL AREAS OF GALVANIZING ON THE EXISTING STRUCTURE OR NEW COMPONENTS THAT ARE DAMAGED OR ABRADED DURING CONSTRUCTION. GALVANIZED SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS ANY AND ALL ABRASIONS, CUTS, FIELD DRILLING, AND ALL FIELD WELDING SHALL BE TOUCHED UP WITH TWO (2 COATS OF ZRC-BRAND LNC4UCH COLO GALVANIZING COMPOUND. FILM THICKNESS PER COAT 8H BE: WET 3.0 MILS; DRY 1.5 MI.B. APPLY PER LRC (MANUFACTURER) RECOMMENDED PRO=REB. CONTACT LRC AT 1.8088313275 FOR PRODUCT INFORMATION. 2. CONTRACTOR SHALL CLEAN AND PREPARE ALL FIELD WELDS ON GALVANIZED AND PRIME PAINTED SURFACES FOR TOUCH-UP COATING IN ACCORDANCE WITH AWS D1.1. THE OWNERS TESTING AGENCY SHALL VERIFY THE PREPARED SURFACE PRIOR TO APPLICATION OF THE TOUCH-UP COATING. 3. THE OWNERS TESTING AGENCY SHALL TEST AND VERIFY THE COATING THICKNESS AFTER THE CONTRACTOR HAS APPLIED THE ZRC COLD GALVANIZING COMPOUND AND R HAS SUFFICIENTLY DRIED. AREAS FOUND TO BE INADEQUATELY COATED, SHALL BE RE -COATED BY THE CONTRACTOR AND RE -TESTED BY THE TESTING AGENCY. PLATE GROUT -(NOT REQUIRED) 1. FOUNDATION WORK 2. TRE'i`ONi I=TBRSNALL PROTECT THE EXISTING MONOPOLE STRUCTURE, AS WELLAS ANY OTHER 3. NEARBY EXISTING FOUNDATIONS FOR OTHER STRUCTURES OR EQUIPMENT, FROM LOSS OF SOIL 4. AROUND AND/OR BENEATH FOOTINGS DURING ANY REQUIRED EXCAVATION. THE CONTRACTOR SHALL BRACE THE SIDES OF THE OPEN EXCAVATION AS REQUIRED. THE EFFECT OF ADDITIONAL EXCAVATION MHERE REQUIRED) FOR THE NEW MAT FOOTING (WHERE k REQUIRED) OR OTHER FOUNDATION AUGMENTATION AND REINFORCING ('M4ERE REOURtED) MAY 1. HAVE IMPACT ON EXISTING EQUIPMENT ANDIOR OTHER EXISTING STRUCTURES NEAR THE EXCAVATION. GNEEER-0E- RECORD HAS NOT BEEN PROVIDED WITH ANY SPECIFIC INFORMATION OR DETAILS REGARDING EXISTING EDIIPMENT OR OTHER EXISTING STRUCTURES ON THE SITE R SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE THE IMPACTOR EFFECT THAT 2. ANY REQUIRED EXCAVATION WORK HAS ON ANY EXISTING NEARBY EQUIPMENT ANDIOR STRUCTURES. CONTRACTOR SHALL COORDINATE THIS SITE-SPECIFIC INFORMATION WITH THE OWER AND TESTING AGENCY PRIOR TO CONSTRUCTION AND FOUNDATION WORK THE CONTRACTOR SHALL ADEQUATELY BRACE, SHORE, AND/OR RELOCATE (AFTER OBTAINING THE PRIOR WRITTEN PERMISSION OF THE OWNER), AS NECESSARY, THE INTERFERING EXISTING NEARBY EQUIPMENT AND/OR STRUCTURES. HOT DW GALVANIZING F 5r -M T1SVMM'XL STRUCTURAL STEEL MEMBERS AND ALL STEEL ACCESSORIES, BOLTS, WASHERS, ETC. PER ASTM A123 OR PER ASTM A153, AS APPROPRIATE PROPERLY PREPARE STEEL ITEMS FOR GALVANIZING. DRILL OR PUNCH WEEP AND/OR DRAINAGE HOLES AS REQUIRED. ALL GALVANIZING SHALL BE DONE AFTER FABRICATION IS COMPLETED AND PRIOR TO FIELD INSTALLATION. PERPETUAL INSPECTION AND MAINTENANCE BY THE OWNER IlmLE REINFORCING SYSTEM AND THE WORK HAS BEtiuUCESUFULLYEN ACCEPTED BY THE CUMUMITTHE OWNS THE THE OWNER NWILL E RESPONSIBLE FOR THE LONG TERM AND PERPETUAL INSPECTION AND MAINTENANCE OF THE POLE AND REINFORCING SYSTEM. THE MONOPOLE REINFORCING SYSTEM INDICATED IN THESE DOCUMENTS USES REINFORCING COMPONENTS THAT INVOLVE FIELD WELDING STEEL MEMBERS TO THE EXISTING GALVANIZED STEEL POLE STRUCTURE THESE FIELD WELDED CONNECTIONS ARE SUBJECT TO CORROSION DAMAGE AND DETERIORATION IF THEY ARE NOT PROPERLY MAINTAINED AND COVERED WITH CORROSION PREVENTIVE CQA71NG SUCH AS THE ZRC GALVANIZING COMPOUND SPECIFIED PREVIOUSLY. THE STRUCTURAL LOAD CARRYING CAPACITY OF THE REINFORCED POLE SYSTEM IS DEPENDENT UPON THE INSTALLED SIL: AND CLAM, MAINTAINED SOUND CONDITION AND STRENGTH OF THESE FIELD WELDED CONNECTIONS. ANY CORROSION OF, DAMAGE TO, FATIGUE, FRACTURE, AND/OR DETERIORATION OF THESE WELDS AND/OR THE CONNECTED COMPONENTS WILL RESULT IN THE LOSS OF STRUCTURAL LOAD CARRYING CAPACITY AND MAY LEAD TO FAILURE OF THE STRUCTURAL SYSTEM. THEREFORE, R IS ILPERATNE THAT THE OWNER REGULARLY INSPECTS, MAINTAINS, AND REPAIRS AS NECESSARY, ALL OF THESE WELDS, CONNECTIONS, AND COMPONENTS FOR THE LIFE OF THE STRUCTURE THE OWNER SHALL REFER TO ANS11TIA-222.62.2009, SECTION 14 AND ANNEX J FOR RECOMMENDATIONS FOR MAINTENANCE AND INSPECTION. THE FREQUENCY OF THE INSPECTION AND MAINTENANCE INTERVALS IS TO BE DETERMINED BY THE OWNER BASED UPON ACTUAL SITE AND ENVIRONMENTAL CONDITIONS. PAUL J. FORD & COMPANY RECOMMENDS THAT A COMPLETE AND THOROUGH INSPECTION OF THE ENTIRE REINFORCED MONOPOLE STRUCTURAL SYSTEM E PERFORMED YEARLY AND/OR AS FREQUENTLY AS CONDITIONS WARRANT. ACCORDING TO ANSVTIA-222-G-2.2009 SECTION 142: "IT IS RECOMMENDED THAT THE STRUCTURE BE INSPECTED AFTER SEVERE WIND AND/OR ICE STORMS OR OTHER EXTREME LOADING CONDITIONS'. I a It i g ® $ a K � Q�f a� s g PAUL J. FORD AND COMPANY STRUCTURAL ENGINEERS (614)221A618 .pNfweD.aom BU #844212; FRIDLEY FRIDLEY, MINNESOTA MONOPOLE REINFORCEMENT AND RETROFIT PROJECT PROJECT: 375141778.001.7700 DRAWN BY: GENERAL NOTES S-2 CHECKED BY: D.S.K. CROWN CASTLE PROVED BY: l l GRANDVIEW CIRCLE SUITE M, CANONS8URG, PA 16317 pH (n4)416a616 DATE: 11.11.2014 AJAX BOLT NOTE SHEET: REV. 1.5, 5.12.2014 NOTES: 1. ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE REQUIREMENTS OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS, DEC. 31, 2009. 2. ALL STRUCTURAL BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS', DEC. 31, 2009. 3. ALL AJAX M20 BOLTS WITH SHEAR SLEEVES SHALL BE PRETENSIONED AND TIGHTENED UNTIL THE DIRECT TENSION INDICATOR (DTI) WASHERS SHOW THAT THE PROPER BOLT TENSION HAS BEEN REACHED. SEE NOTES AND DETAIL BELOW FOR THE USE OF DIRECT TENSION INDICATOR (DTI) WASHERS WITH THE AJAX M20 BOLTS. 4. ALL AJAX BOLTS SHALL BE INSTALLED USING DIRECT TENSION INDICATORS (DTI S) AND HARDENED WASHERS. OTI'S SHALL BE THE SQUIRTER® STYLE, MADE TO ASTM F959 LATEST REVISION; AND HARDENED WASHERS SHALL CONFORM TO ASTM F436 AND HAVE A HARDNESS OF RC 38 OR HIGHER. NOTES FOR AJAX M20'ONE-SIDE BOLTS WITH DIRECT TENSION INDICATORS (DTIS): OTI'S REQUIRED: DTFS SHALL BE'SELF-INDICATING' SQUIRTER® STYLE DTI S MADE WITH RED DURABLE SQUIRT MEDIA EMBEDDED IN THEM, INSPECTED BY MEANS OF THE VISUAL EJECTION OF SILICONE AS THE DTI PROTRUSIONS COMPRESS. SQUIRTER® OTI'S SHALL BE CALIBRATED PER MANUFACTURER'S INSTRUCTIONS PRIOR TO USE. THE DIRECT TENSION INDICATOR (DTI) WASHERS SHALL BE THE -SQUIRTER® SME' AS MANUFACTURED BY APPLIED BOLTING TECHNOLOGY PRODUCTS INC.: PART NUMBER: 2DTIM208MGAFSIF DESCRIPTION: P.C. 8.8 DTI SQUIRTER WASHER WITH RED DURABLE SQUIRT MEDIA DESIGNED SPECIFICALLY FOR THE AJAX M20 ONESIDE BOLT. FINISH SHALL BE ZINC GALVANIZED AS PROVIDED BY THE DTI MANUFACTURER DISTRIBUTOR CONTACT DETAILS: ALLFASTENERS 15401 COMMERCE PARK DR. BROOKPARK, OHIO 44142 PHONE: 440-232-6060 E-MAIL: SALES@jALLFASTENERS.COM DTI: USE DIRECT TENSION INDICATOR (DTI) WASHERS COMPATIBLE WITH 20 MM (M20) NOMINAL A325 BOLTS FOR THE AJAX M20 BOLTS. DTFS SHALL NOT BE HOT -DIP GALVANIZED. DTI'S SHALL BE MECHANICALLY GALVANIZED (MG) BY THE COLD MECHANICAL PROCESS ONLY AS PROVIDED BY THE DTI MANUFACTURER. HARDENED WASHERS REQUIRED: USE A HARDENED WASHER FOR A 20 MM (M20) NOMINAL BOLT BETWEEN THE TOP OF THE DIRECT TENSION INDICATOR (DTI) WASHER AND THE NUT OF THE AJAX M20 BOLTS. HARDENED WASHERS SHALL CONFORM TO ASTM F436 AND HAVE A MINIMUM HARDNESS OF RC 38 OR HIGHER THE HARDENED WASHERS SHALL BE MECHANICALLY GALVANIZED BY THE COLD MECHANICAL PROCESS. ALTERNATIVELY, CORRECTLY MADE HOT DIP GALVANIZED HARDENED FLAT WASHERS HAVING A MINIMUM HARDNESS OF RC 38 CAN BE USED; CONTRACTOR SHALL PROVIDE DOCUMENTATION OF WASHER SPECIFICATION AND HARDNESS. NUT LUBRICATION REQUIRED: PROPERLY LUBRICATE THE THREADS OF THE NUT OF THE AJAX BOLT SO THAT R CAN BE PROPERLY TIGHTENED WITHOUT GALLING ANDIOR LOCKING UP ON THE BOLT THREADS. CONTRACTOR SHALL FOLLOW DTI MANUFACTURER INSTRUCTIONS FOR PROPER LUBRICATION AND TIGHTENING. NOTE: COMPLETELY COMPRESSED OTFS SHOWING NO VISIBLE REMAINING GAP ARE ACCEPTABLE. DTI WASHERS SHALL BE PLACED DIRECTLY AGAINST THE OUTER AJAX WASHER WITH THE DTI BUMPS FACING AWAY FROM THE AJAX WASHER PLACE A HARDENED WASHER BETWEEN THE DTI AND THE AJAX NUT. THE DTI BUMPS SHALL BEAR AGAINST THE UNDERSIDE OF A HARDENED FLAT WASHER NEVER DIRECTLY AGAINST THE NUT. CONTRACTOR SHALL FOLLOW DTI MANUFACTURERS INSTRUCTIONS FOR INSTALLATION, LUBRICATION, TIGHTENING AND INSPECTION. INSPECTION REQUIRED: ALL AJAX BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC 'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS', DEC. 31, 2009, BY A QUALIFIED BOLT INSPECTOR DURING INSTALLATION, THE BOLT INSPECTOR SHALL VERIFY AND DOCUMENT: THE SHOP -DRILLED AND FIELD -DRILLED HOLE SIZES; THE INSTALLATION OF THE AJAX BOLT ASSEMBLY, INCLUDING THE SHEAR SLEEVE PLACEMENT AND NUT LUBRICATION; AND THE CONTRACTOR'S TENSIONING PROCEDURE. IN ADDITION, ALL AJAX BOLTS AND DTI'S SHALL BE VISUALLY INSPECTED ACCORDING TO THE DTI MANUFACTURERS INSTRUCTIONS. THE BOLT INSPECTOR SHALL PROVIDE COMPLETE PHOTO DOCUMENTATION OF ALL BOLTS AFTER TIGHTENING CLEARLY SHOWING THE CONDITION OF THE DTFS. a a u i PROJECT: 37514-1778.001.7700 11' I a PAUL J. FORD AND COMPANY 0 STRUCTURAL ENGINEERS DRAWN BY : I£ �SB� �4B�.B-��D.D.DN-a32,5 BU #844212; FRIDLEY e.s. Ug a $ (a1a)?21-0S7B www.Plwee.mm AJAX BOLT DETAIL $� FRIDLEY, MINNESOTACHECKEDpBY. @ CROWN CASTLE MONOPOLE REINFORCEMENT AND RETROFIT PROJECT APPROVED Sr. milIl. it GRANOVIEW CNCLE, SUITE 710, CANONSBURO, PA 16317 DATE: �Ir s a PM (724)4162515 11.11.2014 —3 FTREINNGEDOU POLE SHAFT WALLP N SHAFT REINFORCING ELEMENT, HOTa71PGALVANLZED PERASTMAM C ZINC C0004ALVANONG COMPOUND AFTER FED DRILLING, 2Til- Fff1D DRn i un HOLE N 911AFT WALL: NOMNALMr. (7.7115' MA%QAUMJ COAT WITH ZRC iINC COLDGALVAN�R0 COT4POUtm: HOLE DIAMETER NOMINAL SO—(13'16' MAXIMUM)IRECT TENSION INDICATOR (DTD W-WrERV STYLE; ASTM FM MANUFACTURED BY, IWURLED WASHERECIU.OLOGY PRODUCM NC. (PART42DTM 208110AFSn =MECHANICALLY OAL' (PART 49tWVAlao) NOTE: ALL SHOP AND FIELD DRILLED MACHINED�OF,M�T HOLES SHALL BE NOMINAL 30MM SAI WhIATp"T� DIAMETER. THE MAXIMUM HOLE DIAMETER PERMITTED IS 1-3/16'. (Fl=- NOTE: ALL AJAX BOLTS, AJAX SPLIT AJ=AX BOLT HEAD WASHERS, AJAX WASHERS, AJAX NUTS, 2 00 AND SHEAR SLEEVES SHALL BE HOT DIP GALVANIZED PER ASTM A123 OR A153 AS AdAxsPLTwASHER AMI(0.40 BOLT R W4420nm OD) AM7(NUT (LUBMCATE THREADS, REFER TO NOTES.) HARDENED FLATWASHERASTM F435: MNMUM HARDNESSR=, AM WASHER COLD MECHANICALLY GALVAN® APPROPRIATE. SHEAR SLEEVES MAYBE COLD GALVANIZED OR ZINC PLATED. NoremwREscAs� wTERMLsucHasHEGPRENEoa sB�coNEDAwaHGSHauBENSTA mNTwsGAPTDENsuRE THE SHEAR SLEEVE REMAINS SEATED TOWARD POLE SHAFT. SHEAR SLEEVE. ASTM A519GRACE4140(Fu -120 NSI MNG GRN S� 7Bmm OD x 201mn IN LENGTH-NOMINAL(GR (OUARE NMT) SLEEVESSHALL BE ROUND, WITH ENOSCUT SQUARE Atm DEBURRED. ,WI-)ENDBOUT TYPICAL AJAX BOLT DETAIL 1 S-3 a a u i PROJECT: 37514-1778.001.7700 11' I a PAUL J. FORD AND COMPANY 0 STRUCTURAL ENGINEERS DRAWN BY : I£ �SB� �4B�.B-��D.D.DN-a32,5 BU #844212; FRIDLEY e.s. Ug a $ (a1a)?21-0S7B www.Plwee.mm AJAX BOLT DETAIL $� FRIDLEY, MINNESOTACHECKEDpBY. @ CROWN CASTLE MONOPOLE REINFORCEMENT AND RETROFIT PROJECT APPROVED Sr. milIl. it GRANOVIEW CNCLE, SUITE 710, CANONSBURO, PA 16317 DATE: �Ir s a PM (724)4162515 11.11.2014 —3 POLE SPECIFICATIONS POLE SHAPE TYPE: 12 -SIDED POLYGON TAPER DAM151NIFT SHAFT SIFFFL ASTM A572GRADE 66 00.4E PL STEEL NIA ANCHOR RODS: WA SHAFT SECTION DATA a R $L� g $� -� 666 PAUL J.C FORD AND COMPANY STRUCTURAL ENGINEERS �- �- G��2,5 MP,14122, es79 N e5.mm BU #844212; FRIDLEY FRIDLEY, MINNESOTA MONOPOLE REINFORCEMENT AND RETROFIT PROJECT NEW Ca FLAT DU6E7ERACROSS FLATS SHAFT SECTION SECTION LENGTH Fr) PLATE THICKNESS (N) IAP SPLICE ON) 5N) APPRD3DMATE (j TOP ®BOTTOM 1 5130 0.1875 ELEMENr 12390 220 2 44.33 0,2500 3430 21399 30.490 2 28.44 0.3125 46M29.419 35.33 NOTE DIMENSIONSSHOWN DO NOT INCLUDE GALVANIZING TOLERANCES N ---:OA N44TALLNEW CONCREIE MAT FOWmAT10N AT POLE 048E SEE SFOi75fTT 83. OB NSTALLNEWSHAFTREINFORMO. SEECI-M -� POLE SHAFT BUSDNG I I � I `FJUSTNG CEICE 9RmGE I BIILLDNGO NEW CONCRETE MAT FOlNDARON PARTIAL SITE PLAN 2 s -a NOTES: 1.) AMBDLTSARETONE2Dmm DDMETERWITH CORRESPOFD)NG29mm DIAMETER SLERE WITH MATCHNG STEEL GRADE 2.) ALL STEELSHALLBEHOT-0D'GNVON® AFTER FABRICATION INACCORUMEWRH ASTM A123. ALTERNATINRY,ALL NEWSTS'FENER PLA GALVANIM AS FOLLOW AIPLYAMINBIUM OF TWO COATSOF ZR04LIM ZINC RCHOOLD GALVN (ZING COMPOUND. FLMTHCNNEBSP IS MLS. APPLYPERZRC (MNNUFACTUREI) WXOMMBMED PROCEDURES. CONTACT ZROAT 1-WMI-W5 FORPRODUCT INFORMATION 3.) 9SYIR3 4.) WELOSSHALLBE BOXXOR GREATER TERMDIATCN VaU9 SHALLEE 3S' FSLET WEDS. 5.)HOLES FORAWCBOLTSAND SHEARSUMS ARE30mm UNILESS NOTED OTHERWISE 6.1 ALL SHOISSHN-LBEASTMA85 POLE ELEVATION C1 sA CROWN CASTLE US PATENT NOS 9,019,972; 9,158,712; 7,918,969:9,424,268 AND PATENT PENDING a R $L� g $� -� 666 PAUL J.C FORD AND COMPANY STRUCTURAL ENGINEERS �- �- G��2,5 MP,14122, es79 N e5.mm BU #844212; FRIDLEY FRIDLEY, MINNESOTA MONOPOLE REINFORCEMENT AND RETROFIT PROJECT NEW Ca FLAT PLATE (U KR REuffol +c scmumE MONOPOLE PROFILE S-4 VPH CROWN CASTLE FLATII 11 GRANDWETV CIRCLE SURE 220. CANONSBURG. PA 15317 (84)4183515 APPRD3DMATE BOTTOM TOP cif ELEMENr ELEMENT JAPPO""TE TOTALXTERMIM11ON TGTALA UII TEGFINAT ELINATION ELE4WTION SFPDEBASE LENGTH QUANTITY PER EL NEBIT (BOTT01Q SOLTSR Q�O"17N F-0' U-0' F1, FS SF9 ZS -0' 3 31 93 5 5 —p- 40'4' W-0' Fl, F55 F9 75 0 0 NOTES: 1.) AMBDLTSARETONE2Dmm DDMETERWITH CORRESPOFD)NG29mm DIAMETER SLERE WITH MATCHNG STEEL GRADE 2.) ALL STEELSHALLBEHOT-0D'GNVON® AFTER FABRICATION INACCORUMEWRH ASTM A123. ALTERNATINRY,ALL NEWSTS'FENER PLA GALVANIM AS FOLLOW AIPLYAMINBIUM OF TWO COATSOF ZR04LIM ZINC RCHOOLD GALVN (ZING COMPOUND. FLMTHCNNEBSP IS MLS. APPLYPERZRC (MNNUFACTUREI) WXOMMBMED PROCEDURES. CONTACT ZROAT 1-WMI-W5 FORPRODUCT INFORMATION 3.) 9SYIR3 4.) WELOSSHALLBE BOXXOR GREATER TERMDIATCN VaU9 SHALLEE 3S' FSLET WEDS. 5.)HOLES FORAWCBOLTSAND SHEARSUMS ARE30mm UNILESS NOTED OTHERWISE 6.1 ALL SHOISSHN-LBEASTMA85 POLE ELEVATION C1 sA CROWN CASTLE US PATENT NOS 9,019,972; 9,158,712; 7,918,969:9,424,268 AND PATENT PENDING a R $L� g $� -� 666 PAUL J.C FORD AND COMPANY STRUCTURAL ENGINEERS �- �- G��2,5 MP,14122, es79 N e5.mm BU #844212; FRIDLEY FRIDLEY, MINNESOTA MONOPOLE REINFORCEMENT AND RETROFIT PROJECT PROJECT: 37514-1778.001.7700 MONOPOLE PROFILE S-4 VPH CROWN CASTLE m 11 GRANDWETV CIRCLE SURE 220. CANONSBURG. PA 15317 (84)4183515 FOUNDATION REINFORCING PLAN s-5 �IIIIPAII"EILWW,lE"MO"MLIIWAIEIIWAOIIII. - MUMENSIMACEOF E7091W0'CWCIff7E'COATBBY APPLYSONDQ40 ADEM PRIOR M PIACIS NEW CONCRETE BONOWO ASW SNALL BE 'BIMM3110 BYBMAORAPPROVEDEWALTHEAGENT%WIDBE USED IN ACCO VSTN DE MANUFACTi1RERS RECOI SOMTIONS. MMM COSTRUCMK CONTWWR IBM W Wr VW MWIN0 WiECRYflSEDOEOPQXSNAFT. COMIIACTOR6TOREPOURNOINOBTO ORCM PMANDPAULAFORDBCOWAWBEFOREPP CMMWINWOM PLH 9E PROV6E PNOTOS APID CIBBtENT ULT WSOMC THItdOb86 ONIGE OOFPOLESNAFfBELOWORADE(TAR�ATSEVFAAL �F15SIWOPOLE BXAFT SLOPEMOPAIN MPAUL J. FORD AND COMPANY STRUCTURAL ENGINEERS 100 Eget&®46tre& • Bitlb 800 • C9W9Mw, 014099¢15 (819)721-0BTB n19Wy)511e5.m0 CROWN CASTLE 11 ORANUVEWCIRCLE. SURE710, CANONSBURG. PA 15317 PKI: (774)4161515 FOUNDATION REINFORCING 2 ll�W mossmaAft M.ALLSM CONR1ACfORTO RFJpVE PROTECIMO TYP. WATWOTO PREPARE SURFACE FONWEI.DWO BU #844212; FRIDLEY FRIDLEY, MINNESOTA MONOPOLE REINFORCEMENT AND RETROFIT PROJECT PROJECT: 37514-1778.001.7700 FOUNDATION REINFORCING DETAILS S-5 1,2,41 11.11.2014 GEMERAIL THE MODIFICATION INSPECTION (MU SA VISUAL PSPECTIONO TOWER MOOffMAT16VS ANDA REVIEWOF CONSTRUCTION INSPECTIONS ANDOTFER REPORMTO ENSURE THE PSTAUATION WAS COMTRLCTM NACCORDANCE WITHTHE COMR4CT DOCRAEMS, NAMELY THE M DDTLCATIONDRAWPAS.AS DESOn BYTHE EM1tlPM OF RECORD (EOR) THE MIS TO CONiNM INSTALLATIONCONFGURATIMAND WORKMANSFIPOLYAFD IS NOT A REVIEW OF THE MODIFICATION DESIGN ITSELF, MOR DOES THE M PSPECTORTAKE OWNERSHIP OF THE MODIFICATION DESIGN. OWNERSHIP OF THE STRUCTURAL MODIFICATION DESKNNEFFECTNENESSAND INTEGRITY RESIDES WITH THE EORAT ALL TOES ALL WSSHALL BECONDUCTED BYACROWN ENGINEERPW VENDOR(AEV) CR DWEQTINGSERVICE VEHIDOi (AESV) THAT IS APPROVED TO PEIEORMELEVATEDIWRKFORCROYM SEE EMG&A.1017aLIST OF APPROVED M VENDORS. TO ENSURE THAT THE REQUIREMENTS OF THE MARE MET, R S VITALTHATTIE MOM COMPACTOR (GC) AND THE M INSPECTOR BEGIN COMKRWATPWANDOOOROPIATNGASSOONASAPOSRECETJED. ITS EXPECTED THAT EACH PARTYW6I BE PROACTIVE IN REACH NG OUTTOTHE OTHERPARTY- FCOMACT INFORMATION S NOT ROM, CONTACT YOUR CROWN POW O CONTACT (POC) INSPECTION SOW FOR FURTHER DETAILS AND REQUIREMENTS. ®INSPECTOR TIE MI INSPECTOR S REQUIFED TO CONTACT TIE GC AS SOON 7S REGENIN3 A PO FOR THE MI 70. AT A MINIMUM • REVIEW THE REWNENEJTS OF THE W CHI1CKIST • WORK WITH THE GC TO DEVELOP ASCHEDULE TO CONDUCT ONSITE ISPECTIOS, INCLUDING FOUMDATICN INSPECTIONS THE W INSPECTOR S RESPONSIBLE FOR COLLECTING ALL GENERAL CONTRACTOR (OCT INSPECTION AND TEST REPORTS, REVIEWING THE DOCUMENTS FORAD ERENCE TO THE COMPACT DOCUM MS, CONDUCTING THE IN -FIELD INSPECTIONS, AND SLBMITTIN3 THEW REPORT TOCROWN. CWO CONTACT TIE M NSPECTORAS SOONAS RECENN3APO FOR THE AOOIFICATCN INSTALLATION ORTURANEY PRWECTTO,ATAMNWUM. • REVIEW THE REOUIREAENTS OF THE MI CHECKI.IST • WORK WITH THE N INSPECTOR TODEVELOPASCIEDU-E TO CONDUCT ONSITE NSPECTCNS, INCLUDING FOUNDATION INSPECTIONS • BETTER UNDERSTAND ALL INSPECTION AND TESTIN3 REQUIREMENTS THE GCSHALLPERFORMAhD RECCO THE TEST AND INSPECTION RESULTS WACCORDANCE WITH TIE REQUIREMENTS OF THE M CHECKLIST AN DENGSON-10007. THE RS THE REPORTFOLLOWING RECOAAEMDATKNSAND SUG STWNS ARE OFFERED TO EFHANCE THE EFFlCEMYAFID EFFECTIVENESS OF DELIVERING A W REPORT • IT IS SUGGESTED THAT TIE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE, PREFERABLE IO. TO THE W INSPECTOR AS TO WEEN TIE SITE WILL BE READY FOR THE M TO BE COlMDICTED. • TIE GO AM M INSPECTOR COORDINATE CLOSELY THROUSI-W THE ENTIRE PROJECT. . WHEN POSSIBLE, IT S PREFERRED TO HAVE THE CC AM MI INSPECTORONSITE SIMULTANEOUSLY FOR ANY GUY WIRE TENSIONING OR RE-TENSIO I NG OPERATIONS . D MAY BE BENEFICIAL TO MALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE FOUNDATION INSPECTIONS TO ALLOW FOUNDATION AND MI INSPECTIGNIS) TO COMMENCE WITH ONE SITE VSA. . WHEN POSSIBLE, R IS PREFERRED TO HAVE THE CC AM MI INSPECTOR ONSITE DURING THE MI TO HAVE AM DEFICIENCIES CORRECTEDOARINGIHENTMMI. THEREFORE, THE GC M1AYCFCOSE T0000RDNATE THE MI CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE AT THEP DISPOSAL WHEN THE M INSPECTOR S ON SITE. CANCELLATION OR DRAYS IN SCEOREO W ff TFE GCPN) M ISPECIORAGREE TOADATE ON WHICH THE W WELL BE CODUCTED, AAD EITHER PARTY CANCELS OR DELAYS, CROATS SK41L NOT BE RESPONSIBLE FORAM COSTS, FEES, LOSS O DEPOSITS AM1DiIOROTHER PENALTES RELATED TO THE CANCELLATION OR DELAY INCURRED BY EITHER PARTY FOR ANY TIME (E G TRAVEL AND LODGING, COSTS O KEEPING EQUIPMENT CN -SITE, ETC.). E CROWN CONTRACTS ORECTLY FORA THEW PARTYM, EXCEPTIONS MAYBE MODE N THE EVENT THAT THE DELAYCAMELIATON S CALMED BY WEATHER OR OTHER CONDITIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTES INVOLVED CION OFFAILM WS TIE MODPCATION ISTPILATION WOULD FAIL THE M ("FAILED Mr), THE GC SHALL WORK WITH CROWN TO COORDINATE A REMEDIATION RA OFTWO WAYS - • CORRECT FAILING ISSUES TOCOM'LY WITH TIE SPECIFICATIONS CONTAINED N THE ORIGINAL CONTRACT DOCUMENTS AND COORDINATE A SUPPLEMENT M. • OR WNHCROWNSAPPROVAL THE OC MAY WORK WIN THE EOR TORE-0NALYIE THE MODECATONNENFORCEMENT ISNE THE AS -BUILT CONDITION CROWNRESERNESTHERIGM TOCOOUCTAMVUUrATION NSPECTKXNTOVERPY THEACCUWCYANDCOMPLEIEPESSOF NA DENOTES A OOCUYENTTHATS NOT REQUIRED FOR THEPW REPORT PREVIOSLY COMPLETED W PNSPECTION(S) ONTOWER MMRCATIONFROECTS. ALLVQiffCATTON INSPECTIONS SHALL RE HEDTOTHE SAME SPECIFICATIOFSAND REQ IRQ/ENTS N THE CONTRACT DOCUMEMSAFO N ACCORDANCE WITH DrSOW-10007. VERIFICATION INSPECTION MAYBE CONDUCTED BY AN DCUODEPNT AEV/AESV FIRM AFTER A MODIFICATION PROJECT S COMPLETED, AS MARKED BY THE DATE OF AN ACCEPTED *PASSING M"OR'P7SS AS NOTED W REPORT FOR TIE ORIGINAL PROJECT. BETWEEN THE GC AND THE M INSPECTOR THE FOLLOWING PHOTOGRAPHS, AT A MOMS". ARE TO BE TAKEN AM71K UM LATHE MI REPORT PAWMATERWS Ir¢uvrua� « PHOTOS OF ALL CRITICAL DETAILS « FOUMATIONMODffK`ATOM « WELD PREPARATION « BOT INSTALLATION AND TORQUE « FINAL INSTALLED CONDITION « SURFACECOATPIGREPAR • POST WMTRUCTIONPHOTOGRAPIS « FINAL DFETD CODRIUN PHOTOS O ELEVATED MODMTIONS TAKEN FROM TIE GROUND SCOW. BE CONSIDERED NQEQUATE THIS S NOTA COMPLETE UST OF REWRED PHOTOS, PLEASE REFER TO fNGSCWAO 07. a k 9 i « PROJECT: 375WI778.001.7700 MUM AUL J. FORD AND COMPANY �3& TRUCTURAL ENGINEERS DRAWN BY: @ � �, �.�, a�,5 BU #W212; FRIDLEY BM.S. g a ,.seTe .olhreS.aA., CHECKED BY: MICHECKUST a FRIDLEY, MINNESOTA D.S. $§- CROWN CASTLE MONOPOLE REINFORCEMENT AND RETROFIT PROJECT APPROVED BY: ^ /� R R 11 GRANDVIEW CNDAIS: V CLEM SUITE 720. CANONSIRM. PA 15317 J-6 2 R s a Pit (724)416-2615T 1-11-2074 MI CHECKLIST COSTRUCTW"MALLATION INSPECTIONS AND TESTING REQUIRED (COMPLETED BY EOR) REPORTDEM PRE -CONSTRUCTION x WCHEMSTDRAWPWS X EOR REVIEW X FABRICATION INSPECTION NA FABRICATOR CERTIFIED WELD INSPECTION x MATERIAL TEST RFPO WI TI) NA FABRICATOR NOS INSPECTION NA AWE REPORT OF MONOPOLE BASE PLATE (AS REQUIM) X PACX NG SUPS ADDMONALTES'T NGAND INSPECTIONS: CONSTRUCTION x CONSTRUCTMISPECTIONS x FOUNDATION INSPECTIONS X CONCRETE COMP. STRENGTH AND SUW TESTS NA POST INSTALLED ANCHOR ROD VERIFICATION NA BASE PLATE GRCUTVERIFICATION X CONTRACTORS CERTIFIED WELD DISPECITON x EARTHWORK: PROVIDE PHOTO DOCI, )MEMATWN O: S(CAVATION AND CWACTIDN QUALITY ALONG WITH SUFFICSMRWTO$OF REINFORCING STEEL THAT IS CAST IN PLACE X ON SITE COLD GALVANIZING VERIFICATION NA GUY WERE TENSION REPORT x GOASBUILT DOCUMENTS X INSPECTION OFAICI BOLTS AND DTTS PER REQUIREMENTS ON SHEET 63 IIA MCROPILEJROGIANCHOt INSTALLERS DRILLING ARID INSTALLATION LOGS AND OAM DOCUMENTS INA REFER TO MCROPELOROCN ANCHOR NOTES FOR SPECIAL N9PECTION AND TESTING REQUIREMENTS. ADDITIONAL TESTING AFRI NSPECMNS _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ POST -CONSTRUCTION X M DSPECTORREDIWEORRECORDDRAWWAS) NA POST NSTAUFDANCIMRODPULL-OLUTESTNG X PHOTOGRAPHS ADDITIONAL TESTNG AFD NSPECT07W CROWNRESERNESTHERIGM TOCOOUCTAMVUUrATION NSPECTKXNTOVERPY THEACCUWCYANDCOMPLEIEPESSOF NA DENOTES A OOCUYENTTHATS NOT REQUIRED FOR THEPW REPORT PREVIOSLY COMPLETED W PNSPECTION(S) ONTOWER MMRCATIONFROECTS. ALLVQiffCATTON INSPECTIONS SHALL RE HEDTOTHE SAME SPECIFICATIOFSAND REQ IRQ/ENTS N THE CONTRACT DOCUMEMSAFO N ACCORDANCE WITH DrSOW-10007. VERIFICATION INSPECTION MAYBE CONDUCTED BY AN DCUODEPNT AEV/AESV FIRM AFTER A MODIFICATION PROJECT S COMPLETED, AS MARKED BY THE DATE OF AN ACCEPTED *PASSING M"OR'P7SS AS NOTED W REPORT FOR TIE ORIGINAL PROJECT. BETWEEN THE GC AND THE M INSPECTOR THE FOLLOWING PHOTOGRAPHS, AT A MOMS". ARE TO BE TAKEN AM71K UM LATHE MI REPORT PAWMATERWS Ir¢uvrua� « PHOTOS OF ALL CRITICAL DETAILS « FOUMATIONMODffK`ATOM « WELD PREPARATION « BOT INSTALLATION AND TORQUE « FINAL INSTALLED CONDITION « SURFACECOATPIGREPAR • POST WMTRUCTIONPHOTOGRAPIS « FINAL DFETD CODRIUN PHOTOS O ELEVATED MODMTIONS TAKEN FROM TIE GROUND SCOW. BE CONSIDERED NQEQUATE THIS S NOTA COMPLETE UST OF REWRED PHOTOS, PLEASE REFER TO fNGSCWAO 07. a k 9 i « PROJECT: 375WI778.001.7700 MUM AUL J. FORD AND COMPANY �3& TRUCTURAL ENGINEERS DRAWN BY: @ � �, �.�, a�,5 BU #W212; FRIDLEY BM.S. g a ,.seTe .olhreS.aA., CHECKED BY: MICHECKUST a FRIDLEY, MINNESOTA D.S. $§- CROWN CASTLE MONOPOLE REINFORCEMENT AND RETROFIT PROJECT APPROVED BY: ^ /� R R 11 GRANDVIEW CNDAIS: V CLEM SUITE 720. CANONSIRM. PA 15317 J-6 2 R s a Pit (724)416-2615T 1-11-2074 BUILDING INSPECTION DIVISION BUILDING PERMIT REVIEW CHECKLIST AND ROUTE SKEET FILE DATE 'DUE 10 WO G AYS FROM FILE DATE 01 CONTRACTOR ��L,f'. PHONE�e__ MPL ScottHickok Julie Jones Stacy Stromberg 77- fark mance Bond Amount: ee Amount: ksg Ql� 5 SuP ,- Wt -(-T.K.v SP o3 -Z4 dscapm Hands " `i , P { } ENGINEERING Jun Kosluchar Layne Otteson [ ] Grading/Drainage Plan.; Fee: [ ] Conservation/Erosion Control Plan Fee: [ ] Sewer Laterals Required Fee: [ ] Water Laterals Required Fee: [ [ [ [ [ 1 Land Alteration Permit Issued Pond Maintenance Agreement Rice Creek WSD Permit Required Easements Required Inspections [ ] Obtained APPROVED BY: DATE RETURN TO RON JULKOWSKI AFTER APPROVAL • LTE 2ND CARRIER ADD • ADD LTE ANTENNAS • IMPROVE QUALITY OF SERVICE • RELOCATE EXISTING ANTENNAS SHEET I DRAWING INDEX I REV I DATE T1 TITLE SHEET 0 04/17/14 C1 GENERAL NOTES 0 04/17/14 C2 SITE PLAN 0 04/17/14 C2.1 EQUIPMENT LAYOUT PLAN 0 04/17/14 C3 ELEVATION VIEW & RF DETAILS 0 04/17/14 C3.1 ANTENNA & CABLE CONFIGURATION 0 04/17/14 C3.2 PLUMBING DIAGRAM 0 04/17/14 C4 EQUIPMENT & ANTENNA DETAILS 0 04/17/14 E1 GROUNDING & RF NOTES 0 04/17/14 E2 GROUNDING PLAN 0 04/17/14 E3 GROUNDING DETAILS 0 04/17/14 E4 GROUNDING & ELECTRICAL DETAILS 0 04/17/14 REVIEWED BY: APPROVED BY: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. REGISTRATION NO. + 41034 O DATE �t /L 7 f t at&t OPERATIONS DATE VELOCITEL DATE OWNER DATE JURISDICTION DATE AT&T MOBILITY SITE NUMBER: MNLO1051 REVIEWED `LPG Inspect r Date �� SITE NAME: FRIDLEY - FA# 10081-7 TOWER OWNER: AT&T TOWERS DIRECTIONS: START OUT GOING NORTHEAST ON MARKET POINTE DR. TAKE THE 1ST RIGHT TO STAY ON MARKET POINTE DR. TAKE THE 1ST LEFT ONTO JOHNSON AVE S. JOHNSON AVE S BECOMES W 77TH ST/77TH ST W. MERGE ONTO MN -100 N. MERGE ONTO 1-694 E. SCOPE OF TAKE THE EAST RIVER RD EXIT, EXIT 36. KEEP LEFT AT THE FORK IN THE RAMP. TURN WORK: LEFT ONTO E RIVER RD NE. TAKE THE 1ST LEFT. TURN LEFT ONTO E RIVER RD. TAKE THE 1ST RIGHT ONTO 53RD WAY NORTHEAST. VICINITY MAP NOT TO SCALE SITE ADDRESS: SITE INFORMATION REMOVE EXISTING ANTENNA MOUNTS AND INSTALL NEW ANTENNA PLATFORM. THE RELOCATION OF (6) EXISTING ANTENNAS, (2) TWIN TMAs AND (3) LTE RRHs. THE REMOVAL OF (3) LTE ANTENNAS. THE INSTALLATION OF (6) LTE ANTENNAS, (3) RRHs AND (1) DC CABLE ON EXISTING TOWER. 101 -53RD WAY NORTHEAST FRIDLEY, MN 55421 TOWER OWNER: AT&T TOWERS 12555 CINGULAR WAY, SUITE 1300 ALPHARETTA, GA 30004 APPLICANT: AT&T MOBILITY 4300 MARKET POINTE DRIVE BLOOMINTON, MN 55435 LATITUDE (NAD 83): 45.0658333' LONGITUDE (NAD 83): —93.2772222' CURRENT USE: TELECOMMUNICATIONS FACILITY PROPOSED USE: TELECOMMUNICATIONS FACILITY COUNTY: ANOKA JURISDICTION: ANOKA COUNTY SITE QUALIFICATION PARTICIPANTS NAME COMPA A/E MARK ZAGAME VELOCITEL SAC PAUL BATTAGLIA VELOCITEL CM ED LASKOWSKI VELOCITEL PM MARIA BURMEISTER AT&T NAME WILLIAM PANEK veloClre!® 10260 VALLEY VIEW ROAD � = SITE NO. MNLO1051 SUITE #135 a}Q�* FRIDLEY 0 04/17/14 ISSUED FOR CONSTRUCTION EDEN PRAIRIE, MN 65344 `�7C L `�� MARKET POINTE DRIVE R 04/02/1 41 RE—ISSUED FOR REVIEW SIGNATURE BLOOMINGTON, MN &5435 FA# 10081765 . VIOLATION OF LAW FOR ANY %E ungEaTxev ARE Acrma 952-944-1868(MAIN) MOBILITY A 03/17/14 ISSUED FOR RENEW REDIREMONOFALICENSEOt'M 'SIO:IALE�WD.'EkRTOALTER complete wire ess solutions 862-8441508 101 -53RD WAY NORTHEASTNO OCUMENr.UNLEssetPuaTLVAOREmmBYTWENGINMIN FRIDLEY, MN 55421 DATE REVISIONS ,THE ENOINEER DISCLAIW ALL LIABILITY ASMATED WITH THE - I:, ALTERATIONOR MODIFICATION OF THE CONIEMBHEREIN. SCALE: DESIGNED: U BE (770) 645-5900 (303) 909-2283 (830) 688-1629 (952) 656-9383 TITLE SHEET T1 GENERAL NOTES: 1. THE PROPOSED FACILITY WILL BE UNMANNED AND DOES NOT REQUIRE POTABLE WATER OR SEWER SERVICE AND IS NOT FOR HUMAN HABITAT. (NO HANDICAP ACCESS IS REQUIRED). 2. OCCUPANCY IS LIMITED TO PERIODIC MAINTENANCE AND INSPECTION, APPROXIMATELY 2 TIMES PER MONTH, BY at&t TECHNICIANS. 3. NO NOISE, SMOKE, DUST, ODOR OR VIBRATIONS WILL RESULT FROM THIS PROPOSAL. 4. OUTDOOR STORAGE AND SOLID WASTE CONTAINERS ARE NOT PROPOSED. 5. ALL MATERIAL SHALL BE FURNISHED AND WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE of&t SYSTEM GROUNDING STANDARD DATED JUNE 2011 TECHNICAL SPECIFICATION FOR CONSTRUCTION OF GSM/GPRS WIRELESS SITES, "TECHNICAL SPECIFICATION FOR FACILITY GROUNDING". IN CASE OF A CONFLICT BETWEEN THE CONSTRUCTION SPECIFICATION AND THE DRAWINGS, THE DRAWINGS SHALL GOVERN. 6. SUBCONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRING ANY DAMAGE CAUSED BY THE CONSTRUCTION OPERATION. 7. SUBCONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS AND INSPECTIONS REQUIRED FOR CONSTRUCTION. 8. SUBCONTRACTOR SHALL REMOVE ALL TRASH AND DEBRIS FROM THE SITE ON A DAILY BASIS. 9. INFORMATION SHOWN ON THESE DRAWINGS WAS OBTAINED FROM SITE VISITS AND DRAWINGS PROVIDED BY THE SITE OWNER. SUBCONTRACTOR SHALL NOTIFY at&t OF ANY DISCREPANCIES PRIOR TO ORDERING MATERIAL OR PROCEEDING WITH CONSTRUCTION. 10. NO WHITE STROBIC LIGHTS ARE PERMITTED. LIGHTING, IF REQUIRED. WILL MEET FAA STANDARDS AND REQUIREMENTS. 11. ALL SIGNS SHALL BE FURNISHED AND INSTALLED AT ALL ot&t WIRELESS SERVICES SITES IN ACCORDANCE WITH SPECIFICATION at&t SYSTEM GROUNDING DATED JUNE 2011. 12. NO ADDITIONAL PARKING TO BE PROPOSED. EXISTING ACCESS AND PARKING TO BE USED. 13. NO LANDSCAPING IS PROPOSED AT THIS SITE. 14. TYPICAL MINIMUM BEND RADII ANDREW COMMSCOPE 1.25' 1.25" 5'2' T 10" 5' 15' 8' 20" 15" 15. ALL COAXIAL CABLE INSTALLATIONS TO FOLLOW MANUFACTURER'S INSTRUCTIONS. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. REGISTRATION NO. 41034 DATE NAME WILLIAM PANEK SIGNATURE IT I9 A YI0LATION0rLAY/FORAw YU.�T.E�TIVARE CERTHEDIRLMIONOFAUCENSEO Pit ONALEH0INIn THIS WCUbff3�iF.UHLES4EEPUCITUYA EEDTOBYTHE UZI JUMTMTHE EHOIHEER DISCLAIMS AU. UABILITY AMMATED GENERAL NOTES: 1. FOR THE PURPOSE OF CONSTRUCTION DRAWINGS, THE FOLLOWING DEFINITIONS SHALL APPLY. CONTRACTOR - CONTRACTOR SUBCONTRACTOR - GENERAL CONTRACTOR (CONSTRUCTION) OWNER - at&t WIRELESS 2. ALL SITE WORK SHALL BE COMPLETED AS INDICATED ON THE DRAWINGS AND PROJECT SPECIFICATIONS. 3. DRAWINGS PROVIDED HERE ARE NOT TO BE SCALED AND ARE INTENDED TO SHOW OUTLINE ONLY. 4. ALL MATERIALS FURNISHED AND INSTALLED SHALL BE IN STRICT ACCORDANCE WITH ALL APPLICABLE CODES, REGULATIONS, AND ORDINANCES. SUBCONTRACTOR SHALL ISSUE ALL APPROPRIATE NOTICES AND COMPLY WITH ALL LAWS, ORDINANCES, RULES, REGULATIONS, AND LAWFUL ORDERS OF ANY PUBLIC AUTHORITY REGARDING THE PERFORMANCE OF THE WORK. 5. ALL WORK CARRIED OUT SHALL COMPLY WITH ALL APPLICABLE MUNICIPAL AND UTILITY COMPANY SPECIFICATIONS AND LOCAL JURISDICTIONAL CODES, ORDINANCES AND APPLICABLE REGULATIONS. 6. UNLESS NOTED OTHERWISE, THE WORK SHALL INCLUDE FURNISHING MATERIALS, EQUIPMENT, APPURTENANCES, AND LABOR NECESSARY TO COMPLETE ALL INSTALLATIONS AS INDICATED ON THE DRAWINGS. 7. THE SUBCONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS UNLESS SPECIFICALLY STATED OTHERWISE. S. IF THE SPECIFIED EQUIPMENT CANNOT BE INSTALLED AS SHOWN ON THESE DRAWINGS, THE SUBCONTRACTOR SHALL PROPOSE AN ALTERNATIVE INSTALLATION SPACE FOR APPROVAL BY THE CONTRACTOR AND SITE OWNER. 9. THE SUBCONTRACTOR SHALL PROTECT EXISTING IMPROVEMENTS, PAVEMENTS, CURBS, LANDSCAPING AND STRUCTURES. ANY DAMAGED PART SHALL BE REPAIRED AT SUBCONTRACTOR'S EXPENSE TO THE SATISFACTION OF OWNER. 10. THE SUBCONTRACTOR SHALL CONTACT UTILITY LOCATING SERVICES PRIOR TO THE START OF CONSTRUCTION. 11 • ALL COUNTERED IN THE EXISTING WORK, SHALL BE PROTECTED AT ALL TIMES, AND WHERE REQUIRED FOAND OTHER UTILITIES R THE PROPER EXECUTION OF THE WORK, SHALL BE RELOCATED AS DIRECTED BY ENGINEERS. EXTREME CAUTION SHOULD BE USED BY THE SUBCONTRACTOR WHEN EXCAVATING OR DRILLING PIERS AROUND OR NEAR UTILITIES. SUBCONTRACTOR SHALL PROVIDE SAFETY TRAINING FOR THE WORKING CREW. THIS WILL INCLUDE BUT NOT BE LIMITED TO A) FALL PROTECTION, B) CONFINED SPACE, C) ELECTRICAL SAFETY & 0) TRENCHING & EXCAVATION. 12. ALL EXISTING INACTIVE SEWER, WATER, GAS, ELECTRIC AND OTHER UTILITIES, WHICH INTERFERE WITH THE EXECUTION OF THE WORK, SHALL BE REMOVED AND/OR CAPPED, PLUGGED OR OTHERWISE DISCONTINUED AT POINTS WHICH WILL NOT INTERFERE WITH THE EXECUTION OF THE WORK, AS DIRECTED BY THE RESPONSIBLE ENGINEER, AND SUBJECT TO THE APPROVAL OF THE OWNER AND/OR LOCAL UTILITIES. 13. THE AREAS OF THE OWNER'S PROPERTY DISTURBED BY THE WORK AND NOT COVERED BY THE TOWER, EQUIPMENT OR DRIVEWAY, SHALL BE GRADED TO A UNIFORM SLOPE, AND STABILIZED TO PREVENT EROSION. 14. SUBCONTRACTOR SHALL MINIMIZE DISTURBANCE TO EXISTING SITE DURING CONSTRUCTION. EROSION CONTROL MEASURES, IF REQUIRED DURING CONSTRUCTION, SHALL BE IN CONFORMANCE WITH THE LOCAL GUIDELINES FOR EROSION AND SEDIMENT CONTROL. 15, NO FILL OR EMBANKMENT MATERIAL SHALL BE PLACED ON FROZEN GROUND. FROZEN MATERIALS, SNOW OR ICE SHALL NOT BE PLACED IN ANY FILL OR EMBANKMENT. 16. THE SUB GRADE SHALL BE COMPACTED AND BROUGHT TO A SMOOTH UNIFORM GRADE PRIOR TO FINISHED SURFACE APPLICATION. 17. THE SITE SHALL BE GRADED TO CAUSE SURFACE WATER TO FLOW AWAY FROM THE BTS EQUIPMENT. 18. IF NECESSARY, RUBBISH, STUMPS, DEBRIS, STICKS, STONES AND OTHER REFUSE SHALL BE REMOVED FROM THE SITE AND DISPOSED OF LEGALLY. 19. THE SUBCONTRACTOR SHALL PROVIDE SITE SIGNAGE IN ACCORDANCE WITH OSHA REGULATIONS. 20. SUBCONTRACTOR SHALL LEAVE PREMISES IN A CLEAN CONDITION. STRUCTURAL STEEL NOTES• 1. ALL STEEL WORK SHALL BE PAINTED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND IN ACCORDANCE WITH ASTM A36 UNLESS OTHERWISE NOTED. 2. ALL WELDING SHALL BE PERFORMED USING E7OXX ELECTRODES AND WELDING SHALL CONFORM TO AISC AND AWS 01.1. WHERE FILLET WELD SIZES ARE NOT SHOWN, PROVIDE THE MINIMUM SIZE PER TABLE J2.4 IN THE AISC "MANUAL OF STEEL CONSTRUCTION". PAINTED SURFACES SHALL BE TOUCHED UP. 3. BOLTED CONNECTIONS SHALL BE ASTM A325 BEARING TYPE (3/4"0) CONNECTIONS AND SHALL HAVE MINIMUM OF TWO BOLTS UNLESS NOTED OTHERWISE. 4. NON-STRUCTURAL CONNECTIONS FOR STEEL GRATING MAY USE 5/8" DIA. ASTM A 307 BOLTS UNLESS NOTED OTHERWISE. 5. INSTALLATION OF CONCRETE EXPANSION/WEDGE ANCHOR, SHALL BE PER MANUFACTURER'S WRITTEN RECOMMENDED PROCEDURE. THE ANCHOR BOLT, DOWEL OR ROD SHALL CONFORM TO MANUFACTURER'S RECOMMENDATION FOR EMBEDMENT DEPTH OR AS SHOWN ON THE DRAWINGS. NO REBAR SHALL BE CUT WITHOUT PRIOR ENGINEERING APPROVAL WHEN DRILLING HOLES IN CONCRETE. SPECIAL INSPECTIONS, REQUIRED BY GOVERNING CODES, SHALL BE PERFORMED IN ORDER TO MAINTAIN MANUFACTURER'S MAXIMUM ALLOWABLE LOADS. 6. ALL METAL WORK SHALL BE GALVANIZED IN ACCORDANCE WITH SPECIFICATION ASTM A123. ALL SHOP WELDED MEMBERS SHALL BE GALVANIZED AFTER WELDING. ® 10250 VALLEY VIEW ROAD SITE NO. MNLO1051 �// ((//�� 0 04/17/14 ISSUED FOR CONSTRUCTION V �I VIr�� SUITE #135 at&t 4300 MARKET POINTE DRIVE FRIDLEY B 04/02/14 RE -ISSUED FOR REVIEW 0 EDEN PRAIRIE, MN 55344 ` BLOOMINGTON, MN 6&435 FA# 10081765 952-944-1856A 03/17/14 ISSUED FOR REVIEW Tim complete wireless solutions 95-94-1858 N) W�__ MOBILITY 101-53RDWAYNO19 EAST 0 DATE REVISIONS I FRIDLEY, MN 55421 SCALE. DESIGNED: - GENERAL NOTES - I ci NOTES: THIS SITE HAS NO EXISTING WATER/SEWER LINES OR ON SITE SEWAGE FACILITIES LIMITS OF DISTURBANCE FOR THIS PROJECT ARE = 0 BUILDING COVERAGE CALCULATIONS: NO CHANGE IMPERVIOUS COVERAGE CALCULATIONS: NO CHANGE PROPOSED STRUCTURAL ADDITIONS: NONE EXISTING E EXISTING EQUIPMEN I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I SITE PLAN AM A DULY LICENSED1 PROFESSIONAL ENGINEER UNDER SCALE* 1--10' THE LAWS OF THE STATE OF MINNESOTA. 10 0 10 REGISTRATION NO. /41034 DATE �ilh 7 / SITE NO. MNLO1051 ' NAME WILLIAM PANEK Evelociter 10260 VALLEY VIEW ROAD 0 04/17/14 ISSUED FOR CONSTRUCTION SUITE #136 +�t Q�t FRIDLEY EDEN PRAIRIE MN 66344 {{�7�C {� 4300 MARKET POINTE DRIVE a o4/oz/14 RE—ISSUED FOR REVIEW SIGNATURE BLOOMINGTON, MN 55435 FA# 10081765 952.944.1858 (MAIN) r: ' MOBILITY A 03/17/14 ISSUED FOR REVIEW IT ISA YIOLATIONOFLAWFORANYPER50.� uscn+er ARE Acnrm complete wfre ess solutions 101 -53RD WAY NORTHEAST �7wS DOLt1OAItE�N'I�'.un9S uEXPLI�Gv OREEDTOR �ENGINNMIN p 952-944-1508 (FAX) - - FRIDLE�Y. MN 55421 o GATE REVISIONS WRITINO.THE ENGINEER DISCLAIMS ALL LIANLI Y ASMAXED WITIME REUSE, ALTERATIC)N OR MODIFICATION OFTHECM;MM HEREIN. -_- SCALE: DESIGNED: CALLED NORTH SYMBOLS AND MATERIALS 4 DETAIL REFERENCE SECTIONS AND DETAILS > .''•'•.. : • CONCRETE EARTH GRAVEL/STONE SITE LEGEND PROPERTY LINE x x X— x FENCE LINE PP PDU POWER CABLE eT BIAS 'r CABLE PA PDU ALARM CABLE SITE PLAN – I CE 0 iM (1) PROPOSED #8 AWO (6) CONDUCTOR 48V DC POWER CABLE FROM EXISTING LTE EQUIPMENT (RAYCAP) TO EXISTING CABLE PORT ENTRY. FOLLOW EXISTING CABLE ROUTE ALONG EXISTING ICE BRIDGE AND TOWER TO EXISTING FIBER/DC DISTRIBUTION BOX MOUNTED ON TOWER. in I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. REGISTRATION NO. 410034 DATE q//!/� 1 NAME WILLIAM PANEK IT U AVIOLA110N OF LAW FOR ANY S UNDER THE DIRECTION OF A LICOM P HIS TDDCUNWNT. UNLESS ERPUCITLY WRITI.?A111E ENDINEER DISCLAWS ALI REUSE, ALTERATION OR MODIFICAT 27'-0" EQUIPMENT PLAN SCALE: 1 =4 I<> 4 0 4 1 "=4' M-r�� velocirel® complete wireless solutions 10260 VALLEY VIEW ROAD SUITE#135 EDEN PRAIRIE, MN 65344 952-944-1858 W IM 952.944 1606 (FAX) """'°" `'' ��,'�� F� . V. at�� 4300 MARKET POINTE DRIVE BLOOMINGTON, MN 65435 MOBILITY SITE NO. MNL 01051 FRIDLEY FA# 10081765 101 -53RD WAY NORTHEAST FRIDLEY, MN 66421 CONCRETE o T4/�2, a oa/o2i A 09/n, 0 DATE o X X X x FENCE LINE PP BATTERY BT BIAS 'T" CABLE PA PDU ALARM CABLE RACK lV GSM GSM 7'-10" CABINET CABINET 5'-10" 2" NEW DC POWER PLANT Y MG8 POWER PLANT SWAP T PROPOSED (1) 48V DC y POWER CABLE FROM 1 NEW POWER PLANT TO 10'_2" EXISTING FIF RACK --c—e.--c—c—a—c—c—c—c—c—a a UMTS CABINET FIF RACK 6'-2" r a EXISTING LTE EQUIPMENT INSTALLED i IN EXISTING FIF RACK TELCO BOARD I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. REGISTRATION NO. 410034 DATE q//!/� 1 NAME WILLIAM PANEK IT U AVIOLA110N OF LAW FOR ANY S UNDER THE DIRECTION OF A LICOM P HIS TDDCUNWNT. UNLESS ERPUCITLY WRITI.?A111E ENDINEER DISCLAWS ALI REUSE, ALTERATION OR MODIFICAT 27'-0" EQUIPMENT PLAN SCALE: 1 =4 I<> 4 0 4 1 "=4' M-r�� velocirel® complete wireless solutions 10260 VALLEY VIEW ROAD SUITE#135 EDEN PRAIRIE, MN 65344 952-944-1858 W IM 952.944 1606 (FAX) """'°" `'' ��,'�� F� . V. at�� 4300 MARKET POINTE DRIVE BLOOMINGTON, MN 65435 MOBILITY SITE NO. MNL 01051 FRIDLEY FA# 10081765 101 -53RD WAY NORTHEAST FRIDLEY, MN 66421 CONCRETE o T4/�2, a oa/o2i A 09/n, 0 DATE SCALE. EXISTING LTE GPS ANTENNA EXISTING FIBER LOOP ENCLOSURE C EXISTING ICE BRIDGE. UTILIZE TO CARRY PROPOSED DC CABLE. ISSUED FOR CONSTRUCTION RE -ISSUED FOR REVIEW ISSUED FOR REVIEW REVISIONS CALLED NORTH SYMBOLS AND MATERIALS 4 DETAIL REFERENCE SECTIONS AND DETAILS CONCRETE EARTH GRAVEL/STONE SITE LEGEND PROPERTY LINE X X X x FENCE LINE PP PDU POWER CABLE BT BIAS 'T" CABLE PA PDU ALARM CABLE EQUIPMENT LAYOUT PLAN - I Cal LTEEAANTENNA TIP HEIGHTS NOT TO EXCEED EXISTING ANTENNA TIP HEIGHTS. 8 PROPOSED LTE ANTENNAS, (2) PER SECTOR, (3) SECTORS TOTAL IN POSITIONS 1 & 4 (3) PROPOSED LTE WCS ANTENNAS IN PROPOSED PLATFORM (3) EXISTING UMTS ANTENNAS (1) SECTORS 4 1) ANTENNA PER SECTOR, (3) MOUNT PER SECTOR, (3) SECTORS TOTAL SECTORS TORAL MOUNTED TO NEW PIPE IN POSITION 2 (TO BE RELOCATED IN (COORDINATE MOUNTING WITH SITE CM) (3) EXISTING GSM ANTENNAS TO NEW POSITION 2) IN POSITION 3, (1) PER SECTOR, (3) SECTORS TOTAL 13 (RELOCATE AS SHOWN) (3) PROPOSED LTE AWS ANTENNAS IN POSITION 1 (1) ANTENNA PER SECTOR, (3) SECTORS TOTAL MOUNTED TO NEW (3) EXISTING UMTS (1) EXISTING DC6 SURGE SECTOR BETA g1 PIPE MOUNT COORDINATE MOUNTING ANTENNAS IN POSITION 2, o WITH SITE CM (1) PER SECTOR, (3) PROTECTOR � SECTORS TOTAL (RELOCATE <� AS SHOWN) (2) EXISTING AT&T TWIN TMAs, (1) PER �4 ALPHA & BETA SECTORS IN POSITION 1 (3) EXISTING GSM ANTENNAS IN {{ (TO BE RELOCATED BEHIND ANTENNAS POSITION 3, (1) PER SECTOR, (3) aIN NEW POSITION 3) SECTORS TOTAL (RELOCATE AS L 90' AWS n SHOWN) �� 04 1 SECTOR ALPHA EXISTING ANTENNAS AT 75' AGL secroR GAMMA90, p (3) EXISTING UMTS ANTENNAS IN Sw G3 UMTS PROPOSED LOW PROFILE PLATFORM w POSITION 2, (1) PER SECTOR, (3) MOUNT &HANDRAIL KIT r EXISTING ( " A3 90'(COMMSCOPE MTC3607) N MONOPOLE SECTORS TOTAL RELOCATE AS �G2 (E) GSM 4z SHOWN) TOWER 9 z 80' I- A STRUCTURAL ANALYSIS OF THIS G1 A4 Al TOWER WAS NOT PERFORMED BY VELOCITEL, INC. CONTRACTOR SHALL SECTOR GAMMA SECTOR ALPHA B B 82 81 o a REFER TO STRUCTURAL ANALYSIS 8 c`! �� oA� 0.11 a (IF APPLICABLE) AND COORDINATE 3 EXISTING RRHs (1) PER SECTOR, (3) u ��u �� N� y rn o R ANTENNA AND ASSOCIATED () PMENT MOUNTING WITH SECTORS TOTAL IN POSITION 2 ir,0y � ~ THE EQUI SITE CONSTRUCTION MANAGER (TO BE RELOCATED TO POSITION 1) A3 EXISTING (2) AT&T TWIN TMAs y AND THE TOWER OWNER. 2 G1 GG M IN POSITION 3, 1 PER SECTOR �0 ALPHA & BETA SECTORS Al (RELOCATE AS SHOWN) SECTOR BETA AN EXISTING R OSI MOUNTED BEHIND LTE ANTENNAS IN POSITION 1, (1) PER SECTOR. (3) SECTORS TOTAL (RELOCATE AS SHOWN). (3) EXISTING GSM ANTENNAS (1) 95. (COORDINATE MOUNTING WITH SITE CM) PER SECTOR, (3) SECTORS TOTAL IN POSITION 1 (TO BE RELOCATED LTE (3) PROPOSED RRHs MOUNTED BEHIND TO NEW POSITION 3) LTE ANTENNAS IN POSITION 1, (1) PER SECTOR.G3 85 MOUNTINGWITHSITE CM) SECTORS TAL (COORDINATE 82 UMTS EXISTING ANTENNA MOUNTS o (TO BE REMOVED ti�� EXISTING DC6 SURGE PROTECTOR AND REPLACED) MOUNTED TO NEW PLATFORM SECTOR BETA (3) EXISTING LTE ANTENNAS (1) PER SECTOR, (3) SECTORS TOTAL IN POSITION 2 (TO BE REPLACED AND LOCATED IN POSITION 1) 3PEREBYTION¶OR REPORTIS PLAN, N EXISTING ANTENNAS AT 98' AGL _ �►, - * CONTRACTOR TO REFER TO FINAL RF CONFIGURATION PRIOR TO CONSTRUCTION. PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER APPROXIMATE APPROXIMATE THE LAWS OF THE STATE OF TRUE TRUE MINNESOTA. NORTH NORTH REGISTRATION NO. 41034 PROPOSED TOWER DATE G�/?�� ELEVATION 1 EXISTING ANTENNA FRAME DETAIL 2 PROPOSED ANTENNA FRAME DETAIL 3 :: SITE NO. MNLO1051 ELEVATION VIEW NAME WILLIAM PANS ® 10250 VALLEY VIEW ROADA. 0 04/17/14 ISSUED FOR CONSTRUCTION RV MZ - SUITE #135 r , Mvelocirel EDEN PRAIRIE, MN 65344 at&t 4300 MARKET POINTE DRIVE FRIDLEY 8 04/02/14 RE-ISSUED FOR REVIEW RV MZ - & RF DETAILS SIGNATURE w BLOOMINGTON, MN 55435 FA# 10081765 A 03/17/14 ISSUED FOR REVIEW RV MZ - ITISAtTOi.ATiONOFLAWFOR ANY PERSON TWAREAcnno 952-9441858 (MAIN) - MOBILI' complete wire less so 101-63RD WAY NORTHEAST ONDERTHEDIRECn0NOFALIaI15EDPR0 EAu¢aEERTD ALTFR P 852-9441508 (FAX) - 0 DATE REVISIONS BY CHK JOB DRAWING NUMBER REV TMSDO NMW.ummEvuaTLYAO TOBYTHEEt�TIUIIN - - - FRIDLEY, MN 65421 _ C3 0 WRITIFO,'IHE ENGINEER DISMIhfl AI.L IJABILITY AS�OaATmWITH THE SCALE: DESIGNED: - RVM.ALTEMATIONORMWIFT[ATTONOFTN MVRNMHEREIN. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. REGISTRATION N0. 41034 % DATE '�! 1 7/t y IT IS A VIOLATION OF LAW FOR ANY FERSON UNDER THE DIRECTION OF A LICENSED 0" TM DOCUMENT. UNLESS EXFUCMI AO O R'RFHNO,THE EwDnERDIsI.Aims ALL LIABILFIV REUSE, ALTERATIO,V OR AODIFMATION OFTHE FRA 24'XW seal EI N7S PLUMBING DIAGRAM 1 11 x17• SOME: ws SITE NO. MNLO1051 PLUMBING ® 10260 VALLEY VIEW ROAD - 'f 0 04/17/14 ISSUED FOR CONSTRUCTIARV/�velocirel EDEN PRAIRIE, MN 65344 at&t SUITE #135 `BL MARKET POINTE 5435 FRIDLEY B 04/os/14 RE—ISSUED FOR REVIEW D1AG/'1NM 962-9441858 (MAIN) MOB�L�TY BLOOMINQTON, MN 65435 FA# 10Q81765 A 03/17/14 ISSUED FOR R�IIIfiWcomplete wireless so utions 962-944-1508 (FAQ 101 -53RD WAY NORTHEAST NO DATE REVISIONS JOB DRAWING NUMBER REV FRIDLEY, MN 65421 _C320 a, r. nFCTPNFn• ANTENNA MANUFACTURER: ALCATEL—LUCENT MODEL• RRH2x40—AWS MANUFACTURER: CCI HEIGHT. 24.4" PART JI: HPA-65R—BUU—H6 10.83" WIDTH: 10.63" LENGTH: 72" DEPTH: 6.7" WIDTH: 14.8" 0 o WEIGHT: 44 LBS MANUFACTURER CCI o DEPTH: 9' OPTIONAL DOWNTILT PART BSA RET 200 o WEIGHT. 56 [be. BRACKET (FOR USE o LENGTH: 8" o " O " " ONLY WHEN MECHANICAL WIDTH: 5" o `t ss I'T DOWNTILT IS REQUIRED) DEPTH: 2" o N WEIGHT: 1.5 lbs. 0 0 0 0 0 EXISTING PIPE MOUNT MONT � o n AWS RRH UNIT 7 RET (REMOTE 5" ELECTRICAL TILT) SYSTEM RF CONNECTORS (TYP. 6 PLACES) — — ®O® N O° O 9' 000000 RF CONNECTORS (TYP) 160' a4 x3e sc� E. ins ANTENNA MOUNT DETAIL $ 247 • sem' NS RET LPD DETAIL 9 24•x36• SCALENIS ANTENNA DETAIL ( 11 x17• scu E: 14S 11x17* SCALE: NTS NOT USED 5 ttxn• scALES N15 DC SURGE PROTECTOR MANUFACTURER: CCI EXISTING MOUNTED TO PART #: HPA-65R—BUU—H8 MONOPOLEFIBER AND POWER LENGTH: 92.4" PLATFORM TO THE RRH UNITSFCM TO VERIFY " PIPE MOUNT 3-1/2" 0 O.D. WIDTH: 14.8 ANTENNA LOCATION DEPTH: 7.4" ATTACHED TO MOUNTING PIPE WITH INSTALLER WEIGHT: 73 lbs. PLATFORM PANEL (36') ANTENNA RRH MOUNTING PLATFORM a BRACKET MOUNT (TYP.) 700 MHz RRH 700 MHZ RRH MARKING TAPE .� AT RRH C4 rn COAX / FIBER SUPPORT AT 5" MIN. RADIUS X-0" O.C. MAX ON COAX JUMPER WHERE OCCURS POWER & FIBER BACK NOT USED 1 TO EQUIPMENT am RF CONNECTORS REFER TO R.F. SYSTEM I HEREBY CERTIFY THAT THIS PLAN, SCHEDULE FOR RRH (TYP. 6 PLACES) I SPECIFICATION, IER FY REPORT WAS MARKING TAPE AT END OF SPECS. & QUANTITIES. PREPARED BY ME OR UNDER MY THE MAIN COAX RUN AND WHERE THE COAX CABLE 7.4' DIRECT SUPERVISION AND THAT I AM A DULY LICENSED AND JUMPER TO THE FO0 000 PROFESSIONAL ENGINEER UNDER ANTENNA ARE CONNECTED THE LAWS OF THE STATE OF MINNESOTA. REGISTRATION NO. 41034 // 24x38• SCALEI NTS SURGE PROTECTOR &RRH ATTACHMENT 2 ii ia• Nrs ANTENNA/RRH ATTACHMENT a+•x38• scuE Nrs ANTENNA DETAIL 4 DATE t(// ?// 11x17• SCAM NTS 3 11•x17• sCALEs Nrs SITE NO. MNLO1051 EQUIPMENT & NAME WILLIAM PAN K . ® 10250 VALLEY VIEW ROAD 0 04/17/14 ISSUED FOR CONSTRUCTION RV MZ — Lq velocirel EDEN PSUITE #135 RAIRIE MN 55344 cit BLOOMINGTON, MARKET POINTE DRIVE FRIDLEY ANTENNA DETAILS BLOOMINGTON, MN 55435 FA# 10081765 a oa/o2/14 RE—ISSUED FOR REVIEW RV Mz SIGNATURE 952-9441858 (MAIN) MOBILITY A 03/17/14 ISSUED FOR REVIEW RV MZ n•IS AVIOLAnoxOFLAW FOR ANY PERW UMMTmmc ACnxa Com ete wireless solutions 101-53RD WAY NORTHEAST uNDERTHEDIREC10NOPAUMSEDPRO OvALE�OKMTOALTM P 952-9441506 (FAX) - � �' 0 DATE REVISIONS BY CHK[kpp.r JOB # DRAWING NUMBER REV 7IOSV0Wb1WT.UNLESSESPLIEITLYA0TOBYTHEEA�R+EERw ... � " FRIDLEY, MN 55421 W RMN0,THE EN0INEER DIS"& S ALL UAEIUTY ASSOCIATED WITHTHE — — 0i4 REusE,ALTERAnONORNODIFICAnaY0FTHECOVM SHEREIN. SCALE: DESIGNED: D I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. REGISTRATION NO. 411034 DATE A/ 1011 Y IT LS A VI W.ATIONOF LAWroa ANY PERSON UNDEBTHEDIRWnONOFALICEM PRO ' I THIS DOCUMIM. UNLESS EXPLICITLY AGREED TO WRITINA THE EROINEER DISCLAIY3 ALL LIABILITY REUSE, ALTERATION OR MODIFICATIO.Y OF THE GENERAL NOTES 1. INSPECTIONS A. GENERAL, DURING AND UPON COMPLETION OF THE WORK, ARRANGE AND PAY ALL ASSOCIATED INSPECTIONS OF ALL ELECTRICAL WORK INSTALLED UNDER THIS CONTRACT IN ACCORDANCE WITH THE CONDITIONS OF THE CONTRACT. INSTALLATION SHALL COMPLY WITH APPLICABLE LAWS AND ORDINANCES, UTILITY COMPANY REQUIREMENTS, AND THE LATEST EDITION OF NEC, NFC, NEMA, OSHA, SBC, AND UL B. INSPECTIONS REQUIRED: AS PER THE LAWS AND REGULATIONS OF THE LOCAL AND/OR STATE AGENCIES HAVING JURISDICTION AT THE PROJECT SITE. C. INSPECTION AGENCY: APPROVED BY THE LOCAL AND/OR STATE AGENCIES HAVING JURISDICTION AT THE PROJECT SITE. D. CERTIFICATES: SUBMIT ALL REQUIRED INSPECTION CERTIFICATES. 2. HANGERS AND SUPPORTS A. MATERIALS: ALL HANGERS, SUPPORTS, FASTENERS AND HARDWARE SHALL BE STAINLESS STEEL OR OF EQUIVALENT CORROSION RESISTANCE BY TREATMENT OR INHERENT PROPERTY, AND SHALL BE MANUFACTURED PRODUCTS DESIGNED FOR THE APPLICATION. PRODUCTS FOR OUTDOOR USE SHALL BE HOT DIP GALVANIZED. B. TYPES: HANGERS, STRAPS, RISER SUPPORTS, CLAMPS, U—CHANNEL, THREADED RODS, ETC. AS INDICATED OR REQUIRED. C. INSTALLATION: RIGIDLY SUPPORT AND SECURE ALL MATERIALS, RACEWAY AND EQUIPMENT TO BUILDING STRUCTURE USING HANGERS, SUPPORTS AND FASTENERS SUITABLE FOR THE USE. MATERIALS AND LOADS ENCOUNTERED. PROVIDE ALL NECESSARY HARDWARE. PROVIDE CONDUIT SUPPORTS AT MAXIMUM 5 FT. O.C. D: STRUCTURAL MEMBERS: DO NOT CUT, DRILL, OR WELD ANY STRUCTURAL MEMBER EXCEPT AS SPECIFICALLY APPROVED BY THE ENGINEER. E. MISCELLANEOUS SUPPORTS: PROVIDE ANY ADDITIONAL STRUCTURAL SUPPORT STEEL BRACKETS, ANGLES, FASTENERS AND HARDWARE AS REQUIRED TO ADEQUATELY SUPPORT ALL ELECTRICAL MATERIALS AND EQUIPMENT. F. ONE HOLE STRAPS SHALL NOT BE USED FOR CONDUITS LARGER THAN 3/4 INCH. 3. ENCLOSURES A. NEMA 3R 4. HOLES, SLEEVES AND OPENINGS GENERAL- PROVIDE ALL HOLES, SLEEVES, AND OPENINGS REQUIRED FOR THE COMPLETION OF WORK AND RESTORE ALL SURFACES DAMAGED TO MATCH SURROUNDING SURFACES. 5. CUTTING AND PATCHING A. GENERAL: PROVIDE ALL CUTTING, DRILLING, FITTING AND PATCHING NECESSARY FOR ACCOMPLISHING THE WORK. THIS INCLUDES ANY AND ALL WORK NECESSARY TO: UNCOVER WORK TO PROVIDE FOR THE INSTALLATION OF ILL TIMED WORK, REMOVE AND REPLACE DEFECTIVE WORK AND WORK NOT CONFORMING TO THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. B. REPAIRS: REPAIR ANY AND ALL DAMAGE TO WORK OF OTHER TRADES CAUSED BY CUTTING AND PATCHING OPERATIONS, USING SKILLED MECHANICS OF THE TRADES INVOLVED. 6. RACEWAY SYSTEMS A. ALL ABOVE GRADE CONDUIT AND ALL CONDUIT ELBOWS SHALL BE RIGID GALVANIZED STEEL UNLESS NOTED OTHERWISE. 7. CONDUCTORS USE 98% CONDUCTIVITY COPPER WITH TYPE XHHW-2 INSULATION, 600 VOLT, COLOR CODED. USE SOLID CONDUCTORS FOR WIRE UP TO AND INCLUDING NO. 8 AWG, STRANDED CONDUCTORS FOR WIRE LARGER THAN NO. S. USE PRESSURE—TYPE INSULATED TWIST—ON CONNECTORS FOR NO. 10 AWG AND SMALLER, SOLDERLESS MECHANICAL TERMINAL LUGS FOR NO. 8 AWG AND LARGER. S. GROUNDING SYSTEM A. INSTALLATION: INSTALL AS REQUIRED PER SPECIFICATION. CONTRACTOR REPRESENTATIVE WILL INSPECT EXOTHERMIC WELDS AND CONDUCT MEGGER TEST PRIOR TO BURIAL MAXIMUM 5 OHMS RESISTANCE IS REQUIRED, WHEN MORE THAT (4) ADDITIONAL GROUNDS ARE REQUIRED, VERIFY OHM LEVEL PRIOR TO CONSTRUCTION. USE CLEAN SAND AND CLAYBACKFILL FOR BURIED GROUND CONDUCTORS. 9. CHECKOUT, TESTING AND ADJUSTING A. CORRECTION/REPLACEMENT: AFTER TESTING BY CONTRACTOR, OWNER OR ENGINEER, CORRECT ANY DEFICIENCIES AND REPLACE MATERIALS AND EQUIPMENT SHOWN TO BE DEFECTIVE OR UNABLE TO PERFORM AT DESIGN OR RATED CAPACITY. B. POWER CONDUCTORS: CONTRACTOR SHALL CONDUCT A CONTINUITY & INSULATION TEST ON CONDUCTORS BETWEEN SERVICE DISCONNECT SWITCH & POWER CABINET. C. WHEN SITE POWER IS DERIVED FROM 3 PHASE SOURCE, LOAD READINGS WILL BE TAKEN AND RECORDED TO MAINTAIN A BALANCED LOAD AT THE PRIMARY SOURCE. RECORDS SHALL BE TURNED IN TO THE OWNER'S REPRESENTATIVE. RF NOTES: 1. ACTUAL LENGTHS SHALL BE DETERMINED PER SITE CONDITION BY SUBCONTRACTOR. 2. THE DESIGN IS BASED ON RF DATA SHEETS, SIGNED AND APPROVED. 3. RADIO SIGNAL CABLE AND RACEWAY SHALL COMPLY WITH THE REQUIREMENTS OF THE NATIONAL ELECTRICAL CODE (NEC, NFPA 70), CHAPTER S. 4. ALL SPECIFIED MATERIAL FOR EACH LOCATION (E.G. OUTDOORS—OCCUPIED, INDOORS—UNOCCUPIED,PLENUMS, RISER SHAFTS, ETC.) SHALL BE APPROVED, LISTED, OR LABELED AS REQUIRED BY THE NEC. 5. RADIO SIGNAL CABLE SHALL BE SUPPORTED AT MINIMUM OF EVERY THREE (3) FEET EXCEPT INSIDE MONOPOLES OR LATTICE TOWERS WHERE CABLE AND CONNECTOR MANUFACTURER'S SUPPORT RECOMMENDATIONS SHALL BE FOLLOWED. RF JUMPERS SHALL BE SUPPORTED AT A MAXIMUM OF TWO (2) FEET, AND WITHIN 18° OF CONNECTOR. MANUFACTURER RECOMMENDED CABLE SUPPORT ACCESSORIES SHALL BE USED. 6. THE OUTDOOR CABLE SUPPORT SYSTEM SHALL BE PROVIDED WITH AN ICE SHIELD TO SUPPORT AND PROTECT ANTENNA CABLE RUNS. 7. DRIP LOOPS SHALL BE REQUIRED ON ALL OUTSIDE CABLES. CABLES SHALL BE SLOPED AWAY FROM BUILDING OR OUTDOOR BTS CABINETS TO PREVENT WATER FROM ENTERING THROUGH THE COAXIAL CABLE PORT. B. ALL FEEDER UNE AND JUMPER CONNECTORS SHALL BE 7/16 DIN CABLE CONNECTORS THAT MEET IP68 STANDARDS. 9. 7/16 DIN CONNECTORS REQUIRE NO ADDITIONAL WEATHER PROOFING IN INDOOR APPLICATIONS IF INSTALLED AND TORQUED PROPERLY. IN OUTDOOR APPLICATIONS, WEATHER PROOFING IS REQUIRED AND THE FOLLOWING PROCEDURE SHOULD BE FOLLOWED. 10. USING WEATHERPROOFING KIT APPROVED BY CABLE MANUFACTURER AND CONTRACTOR, START TAPE APPROXIMATELY 5 INCHES FROM THE CONNECTOR AND WRAP 2 INCHES TOWARD THE CONNECTOR, THEN REVERSE THE TAPE SO THAT THE STICKY SIDE IS UP. TAPE OVER THE CONNECTOR OR SURGE ARRESTOR UNTIL THREE (3) TO FOUR (4) INCHES BEYOND THE CONNECTOR AND REVERSE AGAIN WITH THE STICKY SIDE DOWN FOR ANOTHER INCH OR TWO. ADD THE BUTYL RUBBER AND FINISH WITH A FINAL LAYER OF TAPE. 11. ANTENNAS AND COAX SHALL BE PAINTED, WHEN REQUIRED, BY THE LANDLORD OR AUTHORITY HAVING JURISDICTION IN ACCORDANCE WITH ANTENNA MANUFACTURERS' SURFACES' PREPARATION AND PAINTING REQUIREMENTS. 12. CABLE SHIELDS, AND TOWER CONDUITS SHALL BE GROUNDED AT THE TOP OF THE TOWER, WITHIN 10 FEET OF THEIR CONNECTORS, AND AT THE BOTTOM OF THE TOWER ABOUT 6 INCHES BEFORE THEY TURN TOWARD THE FACILITY. THEY SHALL BE GROUNDED AT THE MIDPOINT OF THE TOWERS THAT ARE BETWEEN 100 FEET AND 200 FEET HIGH, AND AT INTERVALS OF 100 FEET OR LESS ON TOWERS THAT ARE HIGHER THAN 200 FEET. 13. APPROVED GROUNDING KITS, WHICH INCLUDE GROUNDING STRAPS, SHALL BE USED TO GROUND THE COAXIAL CABLE SHIELDS, AND CONDUITS, THE GROUND CONDUCTORS FOR THE KITS AT THE TOP OF THE TOWER, AND IN THE MIDDLE SECTION OF THE TOWER, ARE BONDED DIRECTLY TO GROUND BAR USING EXOTHERMIC OR COMPRESSION CONNECTIONS. 14. ALL RADIO SIGNAL CABLE SHALL BE LABELED PER MARKET REQUIREMENTS. 15. ANTENNA FEED LINE SYSTEM SWEEP TESTING SHALL BE PERFORMED AND REPORTED IN ACCORDANCE WITH CARRIER REQUIREMENTS. CONTRACTOR WILL NOT ACCEPT A RADIO SIGNAL CABLE INSTALLATION WITH UNSATISFACTORY SWEEP TEST RESULTS. THERE SHALL ALSO BE A HARD COPY OF SWEEPS LEFT AT SITE UPON COMPLETION OF SWEEP TEST. ® 102b0 VALLEY VIEW ROAD - - ` ` � SITE NO. MNLO1051 GROUNDING & RF vel®cirel SUITE #135 MN at&t 4300 MARKET POINTE DRIVE FRIDLEY 0 04/17/14 ISSUED FOR CONSTRUCTION RV MZ - 104/02/14 RE -ISSUED FOR REVIEW RV Mz - NOTES EDEN PRAIRIE, 65344 BLOOMINGTON, MN 65435 FA# 10081765 952-944-1856 (MAIM MOBILITY A 03/17/14 ISSUED FOR REVIEW RV MZ - NO DATE REVISIONS BY CHK JOB.L DRAWING NUMBER complete wireless solutions 952-944-1508 (FAX)101-53RD WAY NORTHEAST FRIDLEY, MN 65421 - 61 scAI.E: DESIGNED: NOTE: ALL PROPOSED CABLING TO BE ROUTED IN EXISTING CABLE LADDER WHERE POSSIBLE. IHEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. REGISTRATION NO. 410344 DATE `u / % /' J NAMF' WILLIAM PANEK FOA ANY PERSON TN6TAREACALT IItLTL9ED PROFESS! EIRANFERTOALTEIt XPLICMYAGREED BYTHEMIMERIN :LMMS ALL UA31UTY ASSOCIATED VMTHE AODI F IOATI Ott OP THE CONIENIS tm?k vx GROUNDING PLAN SCALE: 1°-3' 3 0 3 1 "=3' 111111111 10250 VALLEY VIEW ROAD SUITE #135 vr+ EDEN PRAIRIE, MN b5344 10Citer v 852-944-1859 (MAIN) complete wireless solutions 852.9441506 (FAX) at&t 4300 MARKET POINTE DRIVE at&t h,. MOBILITY BLOOMINGTON, MN 65435 -, " BATTERY CHEMICAL GROUND ROD 4117) 0 004, RACK GSM GSM A o3/t7/ O DATE CABINET CABINET METER NEW DC POWER PLANT • CADWELD TYPE CONNECTION POWER PLANT -- --- - - _ -_- COMPRESSION TYPE CONNECTION ♦ SWAP ------------------------- GROUNDING WIRE GROUND PROPOSED DC POWER PLANT TO UMTS EXISTING GROUND BAR FIF CABINET INSIDE SHELTER RACK TELCO BOARD IHEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. REGISTRATION NO. 410344 DATE `u / % /' J NAMF' WILLIAM PANEK FOA ANY PERSON TN6TAREACALT IItLTL9ED PROFESS! EIRANFERTOALTEIt XPLICMYAGREED BYTHEMIMERIN :LMMS ALL UA31UTY ASSOCIATED VMTHE AODI F IOATI Ott OP THE CONIENIS tm?k vx GROUNDING PLAN SCALE: 1°-3' 3 0 3 1 "=3' 111111111 10250 VALLEY VIEW ROAD SUITE #135 vr+ EDEN PRAIRIE, MN b5344 10Citer v 852-944-1859 (MAIN) complete wireless solutions 852.9441506 (FAX) at&t 4300 MARKET POINTE DRIVE at&t h,. MOBILITY BLOOMINGTON, MN 65435 -, " SITE NO. MNLO1051 FRIDLEY FA# 10081765 101 -53RD WAY NORTHEAST FRIDLEY. MN 65421 CHEMICAL GROUND ROD 4117) 0 004, 8 04/02/ A o3/t7/ O DATE SCALE: HVAC HVAC ISSUED FOR CONSTRUCTION RE -ISSUED FOR REVIEW ISSUED FOR REVIEW REVISIONS GROUNDING SYMBOLS Q GROUND ROD WITH ACCESS e CHEMICAL GROUND ROD Q GROUND ROD []I DISCONNECT SWITCH ® METER CIRCUIT BREAKER • CADWELD TYPE CONNECTION ■ COMPRESSION TYPE CONNECTION ♦ LUG TYPE CONNECTION GROUNDING WIRE EXISTING LTE GPS ANTENNA CALLED NORTH GROUNDING PLAN NOTE: ALL GROUNDING AND POWER MECHANCICAL CONNECTIONS ARE REQUIRED TO HAVE AN ANTI -OXIDATION COMPOUND NEW COAXIAL GROUND KITS W/ LONG BARREL COMPRESSION DOUBLE LUGS, ATTACH TO GROUND BAR & INSTAL_ BY ANTENNA CONTRACTOR (CADWELD TYPE -GL) NEW 4"x 24"x 1/4- thk COPPER GALVANIZED GROUND BAR. INSTALLED BY GENERAL CONTRACTOR �94 goo 0 0 0 0 0 0 0 0 0 0 cm 24' q2 SOLD BARE TINNED COPPER WIRE CADWELD --Zf (TYPE–GL) NOTE: NO OVERLAPPING WASHERS ALLOWED ON ALL MECHANICAL CONNECTIONS. NOTE: ALL GROUNDING AND POWER MECHANCICAL CONNECTIONS ARE REQUIRED TO HAVE AN ANTI -OXIDATION COMPOUND 3/8- DIAMETER STAINLESS STEEL BOLT, NUT AND WASHERS— GROUND BAR OR EQUIPMENT I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. REGISTRATION NO. 410334 DATE �Mt %2/1, WIWI IT IS A VIOLATION OF LAW FOR ANY PERS UNDER THE DIRIMONOF A UCEtSED PROI THIS DOCUMENT. UNLESS EXPUEITLY AOI WRITIMTHE ENOUMM DISCLAWS ALL U REUSE, ALTERATION oR MODIFICATION EQUIPMENT GROUND CONNECTION hm. INDOOR LUGS REQUIRE INSPECTION WINDOWS. OUTDOOR LUGS DO NOT REQUIRE INSPECTION WINDOWS. TWO HOLE COPPER COMPRESSION TYPE GROUND LUG #2 GROUND CONDUCTOR NOTE: NO OVERLAPPING WASHERS ALLOWED ON ALL MECHANICAL CONNECTIONS. 06 T AW STAND) ..dVIA0 JUMPER REQUIRED ONLY WHEN 7/8"0 AND LARGER (TYP) WEATHERPROOFING KIT, ANDREW #221213 (TYP) STANDARD ANDREW GROUND KIT (TYP.) SEE NOTE BELOW. ANTENNA CABLE (TYP.) NOTE: NO OVERLAPPING WASHERS ALLOWED ON ALL MECHANICAL CONNECTIONS. GROUND BAR (CONTRACTOR SUPPLED) MAIN GROUND LEAD TO BE #2 SOLID TINNED COPPER TO GROUND RING (SITE NQIE: DEPENDENT–TBD) DO NOT INSTALL CABLE GROUND KIT AT A BEND ALWAYS DIRECT GROUND WIRE DOWN TO COAX ISOLATED GROUND BAR EXTERNAL (CIGBE). SCAE:* Ws SOms CONNECTION OF GROUND WIRES TO GROUNDING BARS (TOWER/MONOPOLE/ROOFTOP) 2 24.x38. Gain it"x17' SWM NIS CABLE GROUND KIT ANTENNA CABLE WEATHERPROOFING KIT #8 AWG STRANDED COPPER GROUND WIRE (GROUNDED TO GROUND BAR) (STANDARD GROUNDING KIT) NOTE: DO NOT INSTALL CABLE GROUND KIT AT A BEND AND ALWAYS DIRECT GROUND WIRE DOWN TO GROUND BAR. COAX PORT 8" MIN BEND RADIUS NOTE: CADWELD "TYPES" SHOWN ABOVE ARE EXAMPLES - CONSULT WITH PROJECT MANAGER FOR SPECIFIC TYPES OF CADWELDS TO BE USED FOR THIS PROJECT. CADWELD DETAILS FROM COAX GROUND KIT NOTES; 1. 1. MAIN GROUND BUSS BAR IS LOCATED BELOW COAX ENTRY PORT OR BELOW COAX AT END OF ICE BRIDGE FOR OUTDOOR EQUIPMENT. (2) #2 AWG SOLID TINNED COPPER GROUND LEADS EXOTHERMICALLY WELDED TO GROUND BAR AND ROUTED DOWN TO EQUIPMENT/SHELTER GROUND RING IN UQUIDTITE NON-METALLIC CONDUIT 24""'7'SCAMNIS 11 xir sr,ALE: HIS GROUND BAR DETAIL 14 ;;xii*_ sSrCtLD NNmrs CABLE GROUND KIT CONNECTION TO ANTENNA CABLE 5 1 _11•," 7• r,;s MAIN GROUND BUSS BAR DETAIL 16 10250 VALLEY VIEW ROAD EvIe-.1ocitel'SUITE#135 EDEN PRAIRIE, MN 65344 852-s44-1658 (MAIN) complete wireless solutions 852-944-i50H �� 1'0, :> � -}Q_} `(� ` 4300 MARKET POINTE DRIVE MOBILITY BLOOMINGTON, MN 55435 SITE NO. MNLO1051 FRIDLEY FA# 10001765 101 -53RD WAY NORTHEAST FRIDLEY, MN 55421 GROUNDING DETAILS 0 04/17/14 ISSUED FOR CONSTRUCTION RV 5_ - B 04/02/14 RE --ISSUED FOR REVIEW RV M2 - A 03/17/i4 ISSUED FOR REVIEW RV M2 - NO DATE REVISIONS BY CHK P' JOB DRAWING NUMBER REV SCALE: DESIGNED: - E3 0 7 ELECTRICAL SPECIFICATION: 1 ALL ELECTRICAL WORK SHALL BE COMPLETED IN ACCORDANCE WITH THE LATEST EDITION OF THE NATIONAL ELECTRICAL CODE. 2. COMPLY WITH THE LATEST EDITION OF THE UNIFORM BUILDING CODE, THE REQUIREMENTS OF ALL APPLICABLE MUNICIPAL AND STATE CODES AND REGULATIONS, AND UTILITY GUIDELINES. 3. PERFORM ALL VERIFICATION, OBSERVATIONS, TESTING AND EXAMINATION OF WORK PRIOR TO THE ORDERING OF ELECTRICAL EQUIPMENT AND THE ACTUAL CONSTRUCTION. ISSUE A WRITTEN NOTICE OF ALL FINDINGS TO THE CONSTRUCTION MANAGER USTING ALL MALFUNCTIONS, FAULTY EQUIPMENT AND DISCREPANCIES. 4. UNDERGROUND CONDUIT SHALL BE RIGID POLYVINYL CHLORIDE CONDUIT: SCHEDULE 40, TYPE " CONFORMING TO UL ARTICLE 851: WESTERN PLASTICS OR CARBON MANUFACTURER. COUPLINGS SHALL BE SUP -ON SOLVENT SEALED T PIPE: SOLVENT, WESTERN TYPE COMPATIBLE WITH PVC DUCT, ALL BENDS SHALL BE 30" MINIMUM RADIUS. 5. ALL WIRING SHALL BE STRANDED COPPER WITH MINIMUM 600V INSULATION (UNLESS OTHERWISE NOTED). 6. NEUTRAL SHAD. BE COLOR CODED, INSULATION SHALL BE CROSS-LINKED POLYETHYLENE. 7. CONTRACTOR TO CONTACT ALL UTILITIES FOR LOCATION OF UNDERGROUND SERVICES. SERVICE LOCATIONS TO BE CONFIRMED PRIOR TO CONSTRUCTION. S. THE CONTRACTOR IS RESPONSIBLE FOR ALL PERMITTING, FILING, AND FEES IN CONJUNCTION WITH THE PROJECT. 9. THE CONTRACTOR SHALL SCHEDULE ALL NECESSARY INSPECTIONS WITH THE PROPER AUTHORITIES AND INFORM CINGULAR 24 -HOURS IN ADVANCE. ALL TICKETS AND INSPECTION VERIFICATIONS WILL BE SUBMITTED TO THE OWNER'S REPRESENTATIVE WITHIN 24 -HOURS AFTER THE INSPECTION HAS TAKEN PLACE. 10. ALL EQUIPMENT, WIRING, AND MATERIALS MUST HAVE A UL LABEL 11. ALL WORK SHALL BE DONE BY QUALIFIED AND EXPERIENCED JOURNEYMEN AND PERFORMED IN A WORKMANLIKE MANNER AND SHALL PROCEED IN AN ORDERLY MANNER SO AS NOT TO HOLD UP THE PROGRESS OF THE PROJECT. 12. THOROUGHLY TEST ALL LINES FEEDERS, EQUIPMENT, AND DEVICES WITH MAXIMUM LOADS TO ASSURE PROPER OPERATION 13. CONDUCTOR LENGTHS SHALL BE CONTINUOUS FROM TERMINATION TO TERMINATION WITHOUT SPLICES 14. PROVIDE PULL BOXES WHERE SHOWN AND/OR WHERE REQUIRED BY CODES AND/OR UTILITY COMPANIES. 15. ALL CONDUIT ROUGH IN SHALL BE COORDINATED WITH THE MECHANICAL EQUIPMENT TO AVOID LOCATION CONFLICTS CONTRACTOR SHALL VERIFY ALL LOCATIONS 18. ALL WIRES SHALL BE TAGGED AT ALL PULL BOXES, J -BOXES, EQUIPMENT BOXES, AND CABINETS WITH APPROVED PLASTIC TAGS. 17. ALL BREAKERS IN PANEL BOXES SHALL BE IDENTIFIED WITH TYPE WRITTEN LABELS NEATLY PLACED ALONG SIDE OF THE BREAKER. 18. ALL FIRE RATED WALL AND FLOOR PENETRATIONS ARE TO BE CAULKED AND SEALED WITH A FIRE RESISTANT CAULKING TO MAINTAIN THE INTEGRITY OF THE FIRE SEPARATION. 19. UTILIZE SONNEBORN TYPE NP -1 CAULKING FOR SEALING ALL EXTERIOR WALL PENETRATIONS I ELECTRICAL SPECIFICATIONS 13 I I HEREBY CERTIFY THAT THIS PLA? SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. REGISTRATION N0. 44103d4 DATE IT IS A VIOUTION OF LAW UNDER THE DIRECTION OF A THIS DOQIA7ENF. UNIM E TIE INTO EXISTING ELECTRICAL SERVICE SYSTEM (FUTURE) WEATHER SEAL EXISTING RRH-,/'/ PROPOSED RRH-/ #6 GREEN FROM--,, RRH TO TOWER TOP GROUND BAR #2 GREEN FROM TOP GROUND BAR TO BOTTOM GROUND BAR (2) #2 SOLID BARE TINNED COPPER GROUNDING LEADS, CADWELD (TYP) NOTE: NO OVERLAPPING WASHERS NOTE: ALLOWED ON ALL MECHANICAL CONNECTIONS. ALL CONNECTIONS TO BE CADWELDED EXISTING DC SURGE ° USE MECHANICAL CONNECTIONS ONLY PROTECTOR ° WITH THE WRITTEN APPROVAL OF THE CONSTRUCTION MANAGER GROUNDING BUSS BAR AND HOISTING GRIP TO BE INSTALLED BELOW ATTACHMENT KIT WITH ISOLATORS 0 TOP GROUND KIT. BOLTED TO TOWER ELECRTICAL SPECIFICATIONS 200 AMP SUB FED SCHEMATIC DIAGRAM ® 10250 VALLEY VIEW ROAD MvIIC;;bdrel SUITE #135 EDEN PRAIRIE, MN 55344 952-944 1856 (MAIM complete wireless solutions 952-9441508 (FAX) 0 V. 10, SITE NO. MNLO1051 FRIDLEY FA# 10081766 101 -63RD WAY NORTHEAST FRIDLEY, MN 66421 COAX GROUNDING KIT 3W 3W. VERIFY . VE 0 04/17/14 ISSUED FOR CONSTRUCTION RV MZ _ VOLTAGE A 03/17/14 ISSUED FOR REVIEW RV MZ - M CONNECTIONS ARE DRAWING NUMBER GROUND BAR ATTACHED TO REQUIRED TO HAVE 200A -2P ICE BRIDGE SUPPORT AN ANTI -OXIDATION COMPOUND ABOVE COAX BEND BREAKER EXISTING RXAIT -GROUNDING BUSS 200A TRANSFER SWITCH/ EXISTING GSM PROPOSED BAR AND ATTACHMENT EXISTING DISTRIBUTION PANEL KIT WITH ISOLATORS UMTS FIF RACKS PLANT EMERGENCY TRANSFER GENERATOR RECP. FIBER LOOP Ilir--1 SWITCH ENCLOSURE 1111r I I II 11111 I 1 ° I 11111 11111 11111 IUB OA-2P MAIN I EAKER I 1 I I I � t 60/2 q35/2 t j t � TO MAIN & LCE EXTENSION BTS E� #2 SOLID BARE TINNED T__ TINNED COPPER CABINETS GROUND RING. 20/1 20/1 TO UGHT(S) ITO PROPOSED & OUTLETS (SPACE) (SPACE) ILTE CABINETS TO MICROWAVE (FUTURE) (FUTURE) (SPACE) TO BATTERIESTO OPTIONAL (FUTURE) (SPACE) BTS CABINETS TO GPS MICRO- (FUTURE) WAVE RADIO GND SYSTEM (FUTURE) WEATHER SEAL EXISTING RRH-,/'/ PROPOSED RRH-/ #6 GREEN FROM--,, RRH TO TOWER TOP GROUND BAR #2 GREEN FROM TOP GROUND BAR TO BOTTOM GROUND BAR (2) #2 SOLID BARE TINNED COPPER GROUNDING LEADS, CADWELD (TYP) NOTE: NO OVERLAPPING WASHERS NOTE: ALLOWED ON ALL MECHANICAL CONNECTIONS. ALL CONNECTIONS TO BE CADWELDED EXISTING DC SURGE ° USE MECHANICAL CONNECTIONS ONLY PROTECTOR ° WITH THE WRITTEN APPROVAL OF THE CONSTRUCTION MANAGER GROUNDING BUSS BAR AND HOISTING GRIP TO BE INSTALLED BELOW ATTACHMENT KIT WITH ISOLATORS 0 TOP GROUND KIT. BOLTED TO TOWER ELECRTICAL SPECIFICATIONS 12 TOWER GROUNDING SCHEMATIC DIAGRAM ® 10250 VALLEY VIEW ROAD MvIIC;;bdrel SUITE #135 EDEN PRAIRIE, MN 55344 952-944 1856 (MAIM complete wireless solutions 952-9441508 (FAX) NOTE: ALL SITE NO. MNLO1051 FRIDLEY FA# 10081766 101 -63RD WAY NORTHEAST FRIDLEY, MN 66421 COAX GROUNDING KIT GROUNDING AND 0 04/17/14 ISSUED FOR CONSTRUCTION RV MZ _ POWER MECHANCICAL A 03/17/14 ISSUED FOR REVIEW RV MZ - JUMPER CABLE CONNECTIONS ARE DRAWING NUMBER GROUND BAR ATTACHED TO REQUIRED TO HAVE INSTALL GROUNDING KIT ICE BRIDGE SUPPORT AN ANTI -OXIDATION COMPOUND ABOVE COAX BEND EXISTING RXAIT -GROUNDING BUSS EXISTING GSM PROPOSED BAR AND ATTACHMENT EXISTING FEXISTING DC POWER KIT WITH ISOLATORS UMTS FIF RACKS PLANT BOLTED TO TOWER EXISTING _-_ =___ ____-- ------1 r =_ _= ----- FIBER LOOP Ilir--1 1 ENCLOSURE 1111r I I II 11111 I 1 ° I 11111 11111 11111 IUB I I 1 I I I � t t j t � #2 SOLID BARE #2 SOLID BARE TINNED T__ TINNED COPPER COPPER GROUNDING GROUND RING. LEADS. (TYPICAL) ELECRTICAL SPECIFICATIONS 12 TOWER GROUNDING SCHEMATIC DIAGRAM ® 10250 VALLEY VIEW ROAD MvIIC;;bdrel SUITE #135 EDEN PRAIRIE, MN 55344 952-944 1856 (MAIM complete wireless solutions 952-9441508 (FAX) - at8(` � MARKET POINTE DRIVE BLOOMINGTON, MN 65436 MOBILITY y r SITE NO. MNLO1051 FRIDLEY FA# 10081766 101 -63RD WAY NORTHEAST FRIDLEY, MN 66421 GROUNDING AND ELECTRICAL DETAILS 0 04/17/14 ISSUED FOR CONSTRUCTION RV MZ _ a 04/02/14 RE -ISSUED FOR REVIEW RV MZ - A 03/17/14 ISSUED FOR REVIEW RV MZ - 0 DATE REVISIONS BY CHK JOB DRAWING NUMBER SCALE: DESIGNED, -of