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REVIEWED BLD2022-1650+Structural_Analysis_or_Calculations+12.5.2022_2.01.24_PM+32525110F &ACOLnnpgNORD Date: June 27, 2022 Subject: Carrier Designation: Crown Castle Designation: Engineering Firm Designation: Site Data: Structural Modification Report Verizon Wireless Co -Locate Site Number: Site Name: BIJ Number: Site Name: JDE Job Number: Work Order Number Order Number: Paul J. Ford and Company 250 E. Broad St., Ste 600 Columbus, OH 43215 614-221-6679 263818 SCRIBER 855640 BALLINGER 676606 2118397 578053 Rev. 3 Paul J. Ford and Company Project Number: 37522-0178.001.7700 9920 EDMONDS WAY, EDMONDS, Snohomish County, WA Latitude 47° 47' 22.77", Longitude -122' 21' 57.426" 82 Foot - Monopole Tower Paul J. Ford and Company is pleased to submit this "Structural Modification Report" to determine the structural integrity of the above -mentioned tower. 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: Modified Structure w/ Proposed Equipment Configuration Sufficient Capacity This analysis has been performed in accordance with the 2018 Washington State Building Code (2018 International Building Code) based upon an ultimate 3-second gust wind speed of 98 mph. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. 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. Respectfully submitted by: Angela Sage, El Structural Designer asage@pauljford.com B NNETHy,. p�514 RA6 06/27/22 tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) - Wind Table 5 - Section Capacity (Summary) - Seismic Table 6 — Tower Component Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations 8) APPENDIX D Modification Drawings June 27, 2022 CCI BU No 855640 Page 2 tnxTower Report - version 8.1.1.0 June 27, 2022 82 Ft Monopole Tower Structural Analysis CCI BU No 855640 Project Number 37522-0178.001.7700, Order 578053, Revision 3 Page 3 1) INTRODUCTION This tower is a 82 ft Concealment Monopole tower designed by VALMONT in October of 2001 and mapped by FDH in November of 2017. The tower has been modified per reinforcement drawings prepared by PJF in June of 2016. Reinforcement consist of anchor brackets. The tower has been modified per reinforcement drawings prepared by PJF in October of 2017. Reinforcement consist of spine replacement and enlarging flange holes. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 98 mph Exposure Category: B Topographic Factor: 1 Ice Thickness: 1 in Wind Speed with Ice: 30 mph Seismic Ss: 1.28 Seismic S1: 0.449 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Center Mounting Line Number Antenna Number Feed Level (ft) Elevation of Manufacturer Antenna Model of Feed Line (ft) Antennas Lines Size (in) 80.0 80.0 3 ericsson AIR 6449 B77 w/ Mount Pipe 6 7/8 77.0 F77.0 [ 1 Ehresmann 56"o x 10' Long Ventilated _ Concealment Canister 3 1 andrew ATSBT-TOP-FM 77.0 3 raycap RCMDC-1064-PF-48 75.0 6 7/8 3 commscope NNH4-65A-R6 w/ Mount Pipe 3 1-5/8 75.0 6 jma wireless TBC-67C-A-P-4SF Table 2 - Other Considered Equipment Center Mounting Line Number Antenna Number Feed Level (ft) Elevation of Manufacturer Antenna Model of Feed Line (ft) Antennas Lines Size (in) 6 commscope TMAT192123B68-31 kaelus 69.0 69.0 3 DBC0135F3V92-1 13 7/8 3 F 8-0010964 w/ Mount Pipe 1 kathrein 66.0 66.0 1 generic 50"o x 12' Long Concealment Canister 63.0 63.0 6 1 kathrein 78211288 F 11 1 7/8 3 1 kathrein 8-0010964 w/ Mount Pipe tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 3) ANALYSIS PROCEDURE Table 3 - Documents Provided June 27, 2022 CCI BU No 855640 Page 4 Document Reference Source 4-GEOTECHNICAL REPORTS 4721020 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 4859597 CCISITES CCISITES 4-TOWER MANUFACTURER DRAWINGS 5767001 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA 6307460 CCISITES 4-POST-MODIFICATION INSPECTION 6695678 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA 1 7167462 F CCISITES 4-POST-MODIFICATION INSPECTION 7345737 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA 9045634 CCISITES 4-POST-MODIFICATION INSPECTION 9277227 CCISITES 3.1) Analysis Method tnxTower (version 8.1.1.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 standard. RISA-3D (version 8.1.1.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were maintained in accordance with the TIA-222 standard. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 3) Seismic loading governs. The monopole has been analyzed for seismic loading using a modal analysis per ASCE 7-16. See Appendix C for seismic calculations. 4) The structure was modified in conformance with the referenced modification drawings as shown in the referenced post modification inspection. 5) The structure will be modified in conformance with the attached proposed modification drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Paul J. Ford and Company should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 4) ANALYSIS RESULTS June 27, 2022 CCI BU No 855640 Page 5 cable 4 - Section Capacity (Summary) - Wind Section No. Elevation (ft) Component Type Size Critical Element P (K) SF'P_allow (K) °7° Capacity pass /Fail L1 I 82-72 Pole P8.625x0.322 1 -1.43 I 277.81 I 9.3 Pass L2 72 - 60 Pole P8.625x0.322 2 -3.80 277.81 36.2 I Pass L3 60 - 40 Pole P30xO.375 3 -7.78 1154.36 7.4 Pass L4 40 - 0 Pole P30x0.375 4 14.30 1154.36 19.3 Pass Summary Pole (1-2) 36.2 Pass RATING = 36.2 F Pass cable 5 - Section Capacity (Summary) - Seismic Section No. Elevation (ft) Component Type Size Critical Element Mu (K-ft) SF*M allow (K-ft) % Capacity pass / Fail L1 82 - 72 r Pole P8.625x0.322 1 12.7 58.30 21.5 F Pass L2 F 72 - 60 Pole F P8.625x0.322 2 47.8 58.30 79.8 Pass L3 F 60 - 40 Pole P30xO.375 3 136.9 813.83 16.8 Pass L4 40 - 0 Pole P30x0.375 4 370.8 813.83 44.8 Pass Summary Pole (1-2) 79.8 F Pass Rating = 79.8 F Pass Table 6 - Tower Component Stresses vs. Capacity [Notes Component Elevation (ft) F-/- apacity Pass / Fail 1 Flange Bolts 21.7 Pass i 72 5.2 60 62.5 71.0 Flange Plates Pass Pass Pass 1 1 Flange Bolts Flange Plates 1 1 Flange Bolts Flange Plates 66.7 40 25.7 Pass Pass 1 Anchor Rods 0 90.4 Pass 1 Base Plate 0 61.7 Pass 1 Base Foundation (Structure) 0 31.5 Pass 1 Base Foundation (Soil Interaction) 1 0 F 41.9 Pass Structure Rating (max from all components) = 90.4% Notes: • All structural ratings are per TIA-222-H Section 15.5 1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity consumed. 4.1) Recommendations Perform the modifications detailed in Appendix D to remedy the deficiencies identified in Crown Castle Work Order No. 2105746. tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 APPENDIX A TNXTOWER OUTPUT June 27, 2022 CCI BU No 855640 Page 6 tnxTower Report - version 8.1.1.0 82.0 ft N Cn X o O M co a N Cn o 0 � N a m m n M o O V N d n o Cn o o � a � � Y 0 d N C9 01 m 72.0 ft 60.0 ft 40.0 ft 0.0 ft MATERIAL STRENGTH GRADE FY Fu GRADE Fy Fu A53-&35 135 ksi 160 ksi TOWER DESIGN NOTES 1. Tower is located in Snohomish County, Washington. 2. Tower designed for Exposure B to the TIA-222-H Standard. 3. Tower designed for a 98 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category II. 7. Topographic Category 1 with Crest Height of 0.0000 ft 8. TIA-222-H Annex S 9. TOWER RATING: 36.2% ALL REACTIONS ARE FACTORED AXIAL 20 K SHEAR MOMENT 1 K .` J 31 kip-ft 30 mph WIND - 1.0000 in ICE AXIAL 14 K SHEAR MOMENT 3 K r J � 154 kip-ft REACTIONS - 98 mph WIND OFPaul J. Ford and Company ob: 82' Monopole / Edmonds, WA 250 E. Broad St., Ste 600 Project: 37522-0178/BU855640 Columbus, OH 43215 Chent: Crown Castle °sewn ly:Angela Sage App'd: PJFLogo Phone: 614-221-6679 Code: TIA-222-H Date:06/08/22 Scale: NTS FAX: Path: Dwg No. E-1 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 Tower Input Data June 27, 2022 CCI BU No 855640 Page 7 The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: 1) Tower is located in Snohomish County, Washington. 2) Tower base elevation above sea level: 324.0000 ft. 3) Basic wind speed of 98 mph. 4) Risk Category II. 5) Exposure Category B. 6) Simplified Topographic Factor Procedure for wind speed-up calculations is used. 7) Topographic Category: 1. 8) Crest Height: 0.0000 ft. 9) Nominal ice thickness of 1.0000 in. 10) Ice thickness is considered to increase with height. 11) Ice density of 56.00 pcf. 12) A wind speed of 30 mph is used in combination with ice. 13) Temperature drop of 50 'F. 14) Deflections calculated using a wind speed of 60 mph. 15) TIA-222-H Annex S. 16) A non -linear (P-delta) analysis was used. 17) Pressures are calculated at each section. 18) Stress ratio used in pole design is 1. 19) Tower analysis based on target reliabilities in accordance with Annex S. 20) Load Modification Factors used: Kes(Fw) = 0.95, Kes(ti) = 0.85. 21) Maximum demand -capacity ratio is: 1.05. 22) 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) SR Members Have Cut Ends SR Members Are Concentric Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Ignore KL/ry For 60 Deg. Angle Legs Pole Section Geometry 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 Feed Line Torque Include Angle Block Shear Check Use TIA-222-H Bracing Resist. Exemption Use TIA-222-H Tension Splice Exemption Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 Section Elevation Section Pole Pole Socket Length Length Size Grade ft ft ft L1 82.0000-72.0000 10.0000 P8.625x0.322 A53-13-35 (35 ksi) L2 72.0000-60.0000 12.0000 P8.625x0.322 A53-B-35 (35 ksi) L3 60.0000-40.0000 20.0000 P30xO.375 A53-B-35 (35 ksi) L4 40.0000-0.0000 40.0000 P30xO.375 A53-13-35 (35 ksi) June 27, 2022 CCI BU No 855640 Page 8 Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants it ft2 in in in in L 1 82.0000- 1 0 1 72.0000 L2 72.0000- 1 0 1 60.0000 L3 60.0000- 1 1 1 40.0000 L4 40.0000- 1 1 1 0.0000 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft ft2/ft plf Calculation AL5-50(7/8) C No No Inside Pole 80.0000 - 6 No Ice 0.0000 0.26 0.0000 1/2" Ice 0.0000 0.26 1" Ice 0.0000 0.26 AL5-50(7/8) C No No Inside Pole 75.0000 - 6 No Ice 0.0000 0.26 0.0000 1/2" Ice 0.0000 0.26 1" Ice 0.0000 0.26 HB158-21 U6S12- C No No Inside Pole 75.0000 - 3 No Ice 0.0000 1.90 XXXM-01(1-5/8) 0.0000 1/2" Ice 0.0000 1.90 1" Ice 0.0000 1.90 LDF5-50A(7/8) C No No Inside Pole 69.0000 - 13 No Ice 0.0000 0.33 0.0000 1/2" Ice 0.0000 0.33 1" Ice 0.0000 0.33 LDF5-50A(7/8) C No No Inside Pole 63.0000 - 11 No Ice 0.0000 0.33 0.0000 1/2" Ice 0.0000 0.33 1" Ice 0.0000 0.33 Feed Line/Linear Appurtenances Section Areas Tower Tower Face Sectio Elevation n ft L1 82.0000-72.0000 A B C L2 72.0000-60.0000 A AR AF CAAA CAAA Weight In Face Out Face 112 ft2 ft2 ft2 K 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.03 0.000 0.000 0.000 0.000 0.00 tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n It ft2 ft2 ft2 ft2 K B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.16 L3 60.0000-40.0000 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.33 L4 40.0000-0.0000 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.67 June 27, 2022 CCI BU No 855640 Page 9 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 ft2 K L1 82.0000-72.0000 A 0.925 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 0.03 L2 72.0000-60.0000 A 0.911 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 0.16 L3 60.0000-40.0000 A 0.886 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 0.33 L4 40.0000-0.0000 A 0.808 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 0.67 Feed Line Center of Pressure Section Elevation CPx CPZ CPx CPZ Ice Ice ft in in in in L1 82.0000-72.0000 0.0000 0.0000 0.0000 0.0000 L2 72.0000-60.0000 0.0000 0.0000 0.0000 0.0000 L3 60.0000-40.0000 0.0000 0.0000 0.0000 0.0000 L4 40.0000-0.0000 0.0000 0.0000 0.0000 0.0000 Note: For pole sections, center of pressure calculations do not consider feed line shielding. Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert It ft ft2 ft2 K It ° ft AIR 6449 B77 w/ Mount A From Leg 1.0000 0.00 80.0000 No Ice 0.0000 0.0000 0.11 Pipe 0.00 1/2" 0.0000 0.0000 0.15 0.00 Ice 0.0000 0.0000 0.19 tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustmen Leg Lateral t Vert ft ft ft ° ft June 27, 2022 CCI BU No 855640 Page 10 CAAA CAAA Weight Front Side ft2 ft2 K 1" Ice AIR 6449 B77 w/ Mount B From Leg 1.0000 0.00 80.0000 No Ice 0.0000 0.0000 Pipe 0.00 1/2" 0.0000 0.0000 0.00 Ice 0.0000 0.0000 1" Ice AIR 6449 B77 w/ Mount C From Leg 1.0000 0.00 80.0000 No Ice 0.0000 0.0000 Pipe 0.00 1/2" 0.0000 0.0000 0.00 Ice 0.0000 0.0000 1" Ice NNH4-65A-R6 w/ Mount A From Leg 1.0000 0.00 75.0000 No Ice 0.0000 0.0000 Pipe 0.00 1/2" 0.0000 0.0000 0.00 Ice 0.0000 0.0000 1" Ice NNH4-65A-R6 w/ Mount B From Leg 1.0000 0.00 75.0000 No Ice 0.0000 0.0000 Pipe 0.00 1/2" 0.0000 0.0000 0.00 Ice 0.0000 0.0000 1" Ice NNH4-65A-R6 w/ Mount C From Leg 1.0000 0.00 75.0000 No Ice 0.0000 0.0000 Pipe 0.00 1/2" 0.0000 0.0000 0.00 Ice 0.0000 0.0000 1" Ice ATSBT-TOP-FM A From Leg 1.0000 0.00 75.0000 No Ice 0.0000 0.0000 0.00 1/2" 0.0000 0.0000 2.00 Ice 0.0000 0.0000 1" Ice ATSBT-TOP-FM B From Leg 1.0000 0.00 75.0000 No Ice 0.0000 0.0000 0.00 1/2" 0.0000 0.0000 2.00 Ice 0.0000 0.0000 1" Ice ATSBT-TOP-FM C From Leg 1.0000 0.00 75.0000 No Ice 0.0000 0.0000 0.00 1/2" 0.0000 0.0000 2.00 Ice 0.0000 0.0000 1" Ice (2) TBC-67C-A-P-4SF A From Leg 1.0000 0.00 75.0000 No Ice 0.0000 0.0000 0.00 1/2" 0.0000 0.0000 0.00 Ice 0.0000 0.0000 1" Ice (2) TBC-67C-A-P-4SF B From Leg 1.0000 0.00 75.0000 No Ice 0.0000 0.0000 0.00 1/2" 0.0000 0.0000 0.00 Ice 0.0000 0.0000 1" Ice (2) TBC-67C-A-P-4SF C From Leg 1.0000 0.00 75.0000 No Ice 0.0000 0.0000 0.00 1/2" 0.0000 0.0000 0.00 Ice 0.0000 0.0000 1" Ice RCMDC-1064-PF-48 A From Leg 1.0000 0.00 75.0000 No Ice 0.0000 0.0000 0.00 1/2" 0.0000 0.0000 2.00 Ice 0.0000 0.0000 1" Ice RCMDC-1064-PF-48 B From Leg 1.0000 0.00 75.0000 No Ice 0.0000 0.0000 0.00 1/2" 0.0000 0.0000 2.00 Ice 0.0000 0.0000 1" Ice RCMDC-1064-PF-48 C From Leg 1.0000 0.00 75.0000 No Ice 0.0000 0.0000 0.00 1/2" 0.0000 0.0000 2.00 Ice 0.0000 0.0000 80010964 w/ Mount Pipe A From Leg 1.0000 0.00 0.00 80010964 w/ Mount Pipe B From Leg 1.0000 0.00 1" Ice 0.00 69.0000 No Ice 0.0000 0.0000 1/2" 0.0000 0.0000 Ice 0.0000 0.0000 1" Ice 0.00 69.0000 No Ice 0.0000 0.0000 0.0000 0.0000 0.11 0.15 0.19 0.11 0.15 0.19 0.10 0.17 0.25 0.10 0.17 0.25 0.10 0.17 0.25 0.00 0.00 0.01 0.00 0.00 0.01 0.00 0.00 0.01 0.01 0.02 0.02 0.01 0.02 0.02 0.01 0.02 0.02 0.01 0.03 0.04 0.01 0.03 0.04 0.01 0.03 0.04 0.12 0.19 0.26 0.12 0.19 tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 June 27, 2022 CCI BU No 855640 Page 11 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft 0.00 1 /2" 0.0000 0.0000 0.26 Ice 1" Ice 80010964 w/ Mount Pipe C From Leg 1.0000 0.00 69.0000 No Ice 0.0000 0.0000 0.12 0.00 1 /2" 0.0000 0.0000 0.19 0.00 Ice 0.0000 0.0000 0.26 1" Ice (2) TMAT192123B68-31 A From Leg 1.0000 0.00 69.0000 No Ice 0.0000 0.0000 0.02 0.00 1 /2" 0.0000 0.0000 0.03 0.00 Ice 0.0000 0.0000 0.04 1" Ice (2) TMAT192123B68-31 B From Leg 1.0000 0.00 69.0000 No Ice 0.0000 0.0000 0.02 0.00 1 /2" 0.0000 0.0000 0.03 0.00 Ice 0.0000 0.0000 0.04 1" Ice (2) TMAT192123B68-31 C From Leg 1.0000 0.00 69.0000 No Ice 0.0000 0.0000 0.02 0.00 1 /2" 0.0000 0.0000 0.03 0.00 Ice 0.0000 0.0000 0.04 1" Ice DBC0135F3V92-1 A From Leg 1.0000 0.00 69.0000 No Ice 0.0000 0.0000 0.05 0.00 1 /2" 0.0000 0.0000 0.06 0.00 Ice 0.0000 0.0000 0.07 1" Ice DBC0135F3V92-1 B From Leg 1.0000 0.00 69.0000 No Ice 0.0000 0.0000 0.05 0.00 1 /2" 0.0000 0.0000 0.06 0.00 Ice 0.0000 0.0000 0.07 1" Ice DBC0135F3V92-1 C From Leg 1.0000 0.00 69.0000 No Ice 0.0000 0.0000 0.05 0.00 1 /2" 0.0000 0.0000 0.06 0.00 Ice 0.0000 0.0000 0.07 1" Ice 80010964 w/ Mount Pipe A From Leg 1.0000 0.00 63.0000 No Ice 0.0000 0.0000 0.12 0.00 1 /2" 0.0000 0.0000 0.19 0.00 Ice 0.0000 0.0000 0.26 1" Ice 80010964 w/ Mount Pipe B From Leg 1.0000 0.00 63.0000 No Ice 0.0000 0.0000 0.12 0.00 1 /2" 0.0000 0.0000 0.19 0.00 Ice 0.0000 0.0000 0.26 1" Ice 80010964 w/ Mount Pipe C From Leg 1.0000 0.00 63.0000 No Ice 0.0000 0.0000 0.12 0.00 1 /2" 0.0000 0.0000 0.19 0.00 Ice 0.0000 0.0000 0.26 1" Ice (2) 78211288 A From Leg 1.0000 0.00 63.0000 No Ice 0.0000 0.0000 0.01 0.00 1 /2" 0.0000 0.0000 0.02 0.00 Ice 0.0000 0.0000 0.02 1" Ice (2) 78211288 B From Leg 1.0000 0.00 63.0000 No Ice 0.0000 0.0000 0.01 0.00 1 /2" 0.0000 0.0000 0.02 0.00 Ice 0.0000 0.0000 0.02 1" Ice (2) 78211288 C From Leg 1.0000 0.00 63.0000 No Ice 0.0000 0.0000 0.01 0.00 1 /2" 0.0000 0.0000 0.02 0.00 Ice 0.0000 0.0000 0.02 1" Ice ........................... Canister Loadl C None 0.00 82.0000 No Ice 22.1667 22.1667 0.15 1 /2" 26.1250 26.1250 0.32 Ice 26.5833 26.5833 0.49 1" Ice Canister Load2 C None 0.00 72.0000 No Ice 33.4167 33.4167 0.45 1 /2" 54.1750 54.1750 0.81 Ice 55.1833 55.1833 1.17 1" Ice tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 June 27, 2022 CCI BU No 855640 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert It It ft2 ft2 K It ° It Canister Load3 C None 0.00 60.0000 No Ice 11.2500 11.2500 0.61 1 /2" 56.5500 56.5500 0.79 Ice 57.6000 57.6000 0.98 1" Ice Tower Pressures - No Ice GH = 1.100 Section Elevation It z It KZ q� psf AG ft2 F a c e AF ft2 AR ft2 A,eg ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 L182.0000- 77.0000 0.917 21.17 7.188 A 0.000 0.000 0.000 0.00 0.000 0.000 72.0000 1 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 72.0000- 66.0000 0.878 20.25 8.625 A 0.000 0.000 0.000 0.00 0.000 0.000 60.0000 9 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 60.0000- 50.0000 0.811 18.71 50.000 A 0.000 50.000 50.000 100.00 0.000 0.000 40.0000 4 B 0.000 50.000 100.00 0.000 0.000 C 0.000 50.000 100.00 0.000 0.000 L4 40.0000- 20.0042 0.7 16.16 100.00 A 0.000 100.000 100.000 100.00 0.000 0.000 0.0000 6 0 B 0.000 100.000 100.00 0.000 0.000 C 0.000 100.000 100.00 0.000 0.000 Tower Pressure - With Ice GH = 1.100 Section Elevation It z It Kz q� psf tZ in AG ft2 F a c e AF ft2 AR ft2 Aleg ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 L182.0000- 77.0000 0.917 1.984 0.9252 8.729 A 0.000 0.000 0.000 0.00 0.000 0.000 72.0000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 72.0000- 66.0000 0.878 1.899 0.9110 10.447 A 0.000 0.000 0.000 0.00 0.000 0.000 60.0000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 60.0000- 50.0000 0.811 1.754 0.8861 52.954 A 0.000 52.954 52.954 100.00 0.000 0.000 40.0000 B 0.000 52.954 100.00 0.000 0.000 C 0.000 52.954 100.00 0.000 0.000 L4 40.0000- 20.0042 0.7 1.515 0.8085 105.390 A 0.000 105.390 105.390 100.00 0.000 0.000 0.0000 B 0.000 105.390 100.00 0.000 0.000 C 0.000 105.390 100.00 0.000 0.000 Tower Pressure - Service GH = 1.100 tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 June 27, 2022 CCI BU No 855640 Page 13 Section Elevation It z It Kz q� sf AG ft2 F a c e AF ft2 AR ft2 Aleg ft2 Leg % CAAA In Face ft2 CAAA Out Face ft2 L182.0000- 77.0000 0.917 7.101 7.188 A 0.000 0.000 0.000 0.00 0.000 0.000 72.0000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 72.0000- 66.0000 0.878 6.795 8.625 A 0.000 0.000 0.000 0.00 0.000 0.000 60.0000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 60.0000- 50.0000 0.811 6.277 50.000 A 0.000 50.000 50.000 100.00 0.000 0.000 40.0000 B 0.000 50.000 100.00 0.000 0.000 C 0.000 50.000 100.00 0.000 0.000 L4 40.0000- 20.0042 0.7 5.422 100.00 A 0.000 100.000 100.000 100.00 0.000 0.000 0.0000 0 B 0.000 100.000 100.00 0.000 0.000 C 1 0.000 100.000 100.00 0.000 0.000 Load Combinations Comb. No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service Description tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 Comb. Description No. 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service Maximum Member Forces June 27, 2022 CCI BU No 855640 Page 14 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft L1 82 - 72 Pole Max Tension 6 0.00 0.00 -0.00 Max. Compression 26 -2.68 0.00 0.00 Max. Mx 8 -1.43 -5.41 0.00 Max. My 2 -1.43 0.00 5.41 Max. Vy 8 0.55 -5.41 0.00 Max. Vx 2 -0.55 0.00 5.41 Max. Torque 4 -0.00 L2 72 - 60 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -6.86 0.00 0.00 Max. Mx 8 -3.80 -21.31 0.00 Max. My 2 -3.80 0.00 21.31 Max. Vy 8 1.33 -10.71 0.00 Max. Vx 2 -1.33 0.00 10.71 Max. Torque 4 -0.00 L3 60 - 40 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -11.85 0.00 0.00 Max. Mx 8 -7.78 -57.32 0.00 Max. My 2 -7.78 0.00 57.32 Max. Vy 8 2.04 -57.32 0.00 Max. Vx 2 -2.04 0.00 57.32 Max. Torque 6 0.00 L4 40 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -19.57 0.00 0.00 Max. Mx 8 -14.30 -154.41 0.00 Max. My 2 -14.30 0.00 154.41 Max. Vy 8 2.80 -154.41 0.00 Max. Vx 2 -2.80 0.00 154.41 Max. Torque 6 0.00 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Pole Max. Vert 26 19.57 0.00 0.00 Max. Hx 21 10.72 2.80 0.00 Max. Hz 3 10.72 0.00 2.80 Max. Mx 2 154.41 0.00 2.80 Max. M. 8 154.41 -2.80 0.00 Max. Torsion 6 0.00 -2.42 1.40 Min. Vert 5 10.72 -1.40 2.42 Min. Hx 9 10.72 -2.80 0.00 Min. Hz 15 10.72 0.00 -2.80 Min. Mx 14 -154.41 0.00 -2.80 Min. M. 20 -154.41 2.80 0.00 Min. Torsion 10 -0.00 -2.42 -1.40 Tower Mast Reaction Summary tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 June 27, 2022 CCI BU No 855640 Page 15 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M. K K K kip-ft kip-ft kip-ft Dead Only 11.91 0.00 0.00 0.00 0.00 0.00 1.2 Dead+1.0 Wind 0 deg - 14.30 0.00 -2.80 -154.41 0.00 0.00 No Ice 0.9 Dead+1.0 Wind 0 deg - 10.72 0.00 -2.80 -153.77 0.00 0.00 No Ice 1.2 Dead+1.0 Wind 30 deg - 14.30 1.40 -2.42 -133.69 -77.18 0.00 No Ice 0.9 Dead+1.0 Wind 30 deg - 10.72 1.40 -2.42 -133.14 -76.87 0.00 No Ice 1.2 Dead+1.0 Wind 60 deg - 14.30 2.42 -1.40 -77.18 -133.69 -0.00 No Ice 0.9 Dead+1.0 Wind 60 deg - 10.72 2.42 -1.40 -76.87 -133.14 -0.00 No Ice 1.2 Dead+1.0 Wind 90 deg - 14.30 2.80 0.00 0.00 -154.41 0.00 No Ice 0.9 Dead+1.0 Wind 90 deg - 10.72 2.80 0.00 0.00 -153.77 0.00 No Ice 1.2 Dead+1.0 Wind 120 deg 14.30 2.42 1.40 77.18 -133.69 0.00 - No Ice 0.9 Dead+1.0 Wind 120 deg 10.72 2.42 1.40 76.87 -133.14 0.00 - No Ice 1.2 Dead+1.0 Wind 150 deg 14.30 1.40 2.42 133.69 -77.18 -0.00 - No Ice 0.9 Dead+1.0 Wind 150 deg 10.72 1.40 2.42 133.14 -76.87 -0.00 - No Ice 1.2 Dead+1.0 Wind 180 deg 14.30 0.00 2.80 154.41 0.00 0.00 - No Ice 0.9 Dead+1.0 Wind 180 deg 10.72 0.00 2.80 153.77 0.00 0.00 - No Ice 1.2 Dead+1.0 Wind 210 deg 14.30 -1.40 2.42 133.69 77.18 0.00 - No Ice 0.9 Dead+1.0 Wind 210 deg 10.72 -1.40 2.42 133.14 76.87 0.00 - No Ice 1.2 Dead+1.0 Wind 240 deg 14.30 -2.42 1.40 77.18 133.69 -0.00 - No Ice 0.9 Dead+1.0 Wind 240 deg 10.72 -2.42 1.40 76.87 133.14 -0.00 - No Ice 1.2 Dead+1.0 Wind 270 deg 14.30 -2.80 0.00 0.00 154.41 0.00 - No Ice 0.9 Dead+1.0 Wind 270 deg 10.72 -2.80 0.00 0.00 153.77 0.00 - No Ice 1.2 Dead+1.0 Wind 300 deg 14.30 -2.42 -1.40 -77.18 133.69 0.00 - No Ice 0.9 Dead+1.0 Wind 300 deg 10.72 -2.42 -1.40 -76.87 133.14 0.00 - No Ice 1.2 Dead+1.0 Wind 330 deg 14.30 -1.40 -2.42 -133.69 77.18 -0.00 - No Ice 0.9 Dead+1.0 Wind 330 deg 10.72 -1.40 -2.42 -133.14 76.87 -0.00 - No Ice 1.2 Dead+1.0 Ice+1.0 Temp 19.57 0.00 0.00 0.00 0.00 0.00 1.2 Dead+1.0 Wind 0 19.57 0.00 -0.60 -30.53 0.00 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 19.57 0.30 -0.52 -26.44 -15.26 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 19.57 0.52 -0.30 -15.26 -26.44 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 19.57 0.60 0.00 0.00 -30.53 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 19.57 0.52 0.30 15.26 -26.44 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 19.57 0.30 0.52 26.44 -15.26 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 19.57 0.00 0.60 30.53 0.00 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 19.57 -0.30 0.52 26.44 15.26 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 19.57 -0.52 0.30 15.26 26.44 0.00 deg+1.0 Ice+1.0 Temp tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 June 27, 2022 CCI BU No 855640 Page 16 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M. Moment, M. K K K kip-ft kip-ft kip-ft 1.2 Dead+1.0 Wind 270 19.57 -0.60 0.00 0.00 30.53 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 19.57 -0.52 -0.30 -15.26 26.44 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 19.57 -0.30 -0.52 -26.44 15.26 0.00 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg - Service 11.91 0.00 -0.94 -51.60 0.00 0.00 Dead+Wind 30 deg - Service 11.91 0.47 -0.81 -44.69 -25.80 0.00 Dead+Wind 60 deg - Service 11.91 0.81 -0.47 -25.80 -44.69 0.00 Dead+Wind 90 deg - Service 11.91 0.94 0.00 0.00 -51.60 0.00 Dead+Wind 120 deg - 11.91 0.81 0.47 25.80 -44.69 0.00 Service Dead+Wind 150 deg - 11.91 0.47 0.81 44.69 -25.80 0.00 Service Dead+Wind 180 deg - 11.91 0.00 0.94 51.60 0.00 0.00 Service Dead+Wind 210 deg - 11.91 -0.47 0.81 44.69 25.80 0.00 Service Dead+Wind 240 deg - 11.91 -0.81 0.47 25.80 44.69 0.00 Service Dead+Wind 270 deg - 11.91 -0.94 0.00 0.00 51.60 0.00 Service Dead+Wind 300 deg - 11.91 -0.81 -0.47 -25.80 44.69 0.00 Service Dead+Wind 330 deg - 11.91 -0.47 -0.81 -44.69 25.80 0.00 Service Solution Summary Load Comb. PX K Sum of Applied Forces PY K PZ K PX K Sum of Reactions PY K PZ K % Error 1 0.00 -11.91 0.00 0.00 11.91 0.00 0.000% 2 0.00 -14.30 -2.80 0.00 14.30 2.80 0.003% 3 0.00 -10.72 -2.80 0.00 10.72 2.80 0.002% 4 1.40 -14.30 -2.42 -1.40 14.30 2.42 0.007% 5 1.40 -10.72 -2.42 -1.40 10.72 2.42 0.007% 6 2.42 -14.30 -1.40 -2.42 14.30 1.40 0.007% 7 2.42 -10.72 -1.40 -2.42 10.72 1.40 0.007% 8 2.80 -14.30 0.00 -2.80 14.30 0.00 0.003% 9 2.80 -10.72 0.00 -2.80 10.72 0.00 0.002% 10 2.42 -14.30 1.40 -2.42 14.30 -1.40 0.007% 11 2.42 -10.72 1.40 -2.42 10.72 -1.40 0.007% 12 1.40 -14.30 2.42 -1.40 14.30 -2.42 0.007% 13 1.40 -10.72 2.42 -1.40 10.72 -2.42 0.007% 14 0.00 -14.30 2.80 0.00 14.30 -2.80 0.003% 15 0.00 -10.72 2.80 0.00 10.72 -2.80 0.002% 16 -1.40 -14.30 2.42 1.40 14.30 -2.42 0.007% 17 -1.40 -10.72 2.42 1.40 10.72 -2.42 0.007% 18 -2.42 -14.30 1.40 2.42 14.30 -1.40 0.007% 19 -2.42 -10.72 1.40 2.42 10.72 -1.40 0.007% 20 -2.80 -14.30 0.00 2.80 14.30 0.00 0.003% 21 -2.80 -10.72 0.00 2.80 10.72 0.00 0.002% 22 -2.42 -14.30 -1.40 2.42 14.30 1.40 0.007% 23 -2.42 -10.72 -1.40 2.42 10.72 1.40 0.007% 24 -1.40 -14.30 -2.42 1.40 14.30 2.42 0.007% 25 -1.40 -10.72 -2.42 1.40 10.72 2.42 0.007% 26 0.00 -19.57 0.00 0.00 19.57 0.00 0.000% 27 0.00 -19.57 -0.60 0.00 19.57 0.60 0.001 % 28 0.30 -19.57 -0.52 -0.30 19.57 0.52 0.001 % 29 0.52 -19.57 -0.30 -0.52 19.57 0.30 0.001 % 30 0.60 -19.57 0.00 -0.60 19.57 0.00 0.001 % 31 0.52 -19.57 0.30 -0.52 19.57 -0.30 0.001 % 32 0.30 -19.57 0.52 -0.30 19.57 -0.52 0.001 % 33 0.00 -19.57 0.60 0.00 19.57 -0.60 0.001 % 34 -0.30 -19.57 0.52 0.30 19.57 -0.52 0.001 % tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 June 27, 2022 CCI BU No 855640 Page 17 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 35 -0.52 -19.57 0.30 0.52 19.57 -0.30 0.001 % 36 -0.60 -19.57 0.00 0.60 19.57 0.00 0.001 % 37 -0.52 -19.57 -0.30 0.52 19.57 0.30 0.001 % 38 -0.30 -19.57 -0.52 0.30 19.57 0.52 0.001 % 39 0.00 -11.91 -0.94 0.00 11.91 0.94 0.006% 40 0.47 -11.91 -0.81 -0.47 11.91 0.81 0.006% 41 0.81 -11.91 -0.47 -0.81 11.91 0.47 0.006% 42 0.94 -11.91 0.00 -0.94 11.91 0.00 0.006% 43 0.81 -11.91 0.47 -0.81 11.91 -0.47 0.006% 44 0.47 -11.91 0.81 -0.47 11.91 -0.81 0.006% 45 0.00 -11.91 0.94 0.00 11.91 -0.94 0.006% 46 -0.47 -11.91 0.81 0.47 11.91 -0.81 0.006% 47 -0.81 -11.91 0.47 0.81 11.91 -0.47 0.006% 48 -0.94 -11.91 0.00 0.94 11.91 0.00 0.006% 49 -0.81 -11.91 -0.47 0.81 11.91 0.47 0.006% 50 -0.47 -11.91 -0.81 0.47 11.91 0.81 0.006% Non -Linear Convergence Results tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 11 0.00000001 0.00006228 3 Yes 11 0.00000001 0.00006099 4 Yes 10 0.00000001 0.00013381 5 Yes 10 0.00000001 0.00013078 6 Yes 10 0.00000001 0.00013381 7 Yes 10 0.00000001 0.00013078 8 Yes 11 0.00000001 0.00006228 9 Yes 11 0.00000001 0.00006099 10 Yes 10 0.00000001 0.00013381 11 Yes 10 0.00000001 0.00013078 12 Yes 10 0.00000001 0.00013381 13 Yes 10 0.00000001 0.00013078 14 Yes 11 0.00000001 0.00006228 15 Yes 11 0.00000001 0.00006099 16 Yes 10 0.00000001 0.00013381 17 Yes 10 0.00000001 0.00013078 18 Yes 10 0.00000001 0.00013381 19 Yes 10 0.00000001 0.00013078 20 Yes 11 0.00000001 0.00006228 21 Yes 11 0.00000001 0.00006099 22 Yes 10 0.00000001 0.00013381 23 Yes 10 0.00000001 0.00013078 24 Yes 10 0.00000001 0.00013381 25 Yes 10 0.00000001 0.00013078 26 Yes 6 0.00000001 0.00000001 27 Yes 11 0.00000001 0.00011236 28 Yes 11 0.00000001 0.00011253 29 Yes 11 0.00000001 0.00011253 30 Yes 11 0.00000001 0.00011236 31 Yes 11 0.00000001 0.00011253 32 Yes 11 0.00000001 0.00011253 33 Yes 11 0.00000001 0.00011236 34 Yes 11 0.00000001 0.00011253 35 Yes 11 0.00000001 0.00011253 36 Yes 11 0.00000001 0.00011236 37 Yes 11 0.00000001 0.00011253 38 Yes 11 0.00000001 0.00011253 39 Yes 9 0.00000001 0.00011731 40 Yes 9 0.00000001 0.00011551 41 Yes 9 0.00000001 0.00011551 42 Yes 9 0.00000001 0.00011731 43 Yes 9 0.00000001 0.00011551 44 Yes 9 0.00000001 0.00011551 45 Yes 9 0.00000001 0.00011731 46 Yes 9 0.00000001 0.00011551 47 Yes 9 0.00000001 0.00011551 48 Yes 9 0.00000001 0.00011731 49 Yes 9 0.00000001 0.00011551 50 Yes 9 0.00000001 0.00011551 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. °_ L1 82 - 72 2.34 39 0.37 0.00 L2 72 - 60 1.60 39 0.33 0.00 L3 60 - 40 0.97 39 0.12 0.00 L4 40 - 0 0.50 39 0.10 0.00 June 27, 2022 CCI BU No 855640 Page 18 Critical Deflections and Radius of Curvature - Service Wind tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 June 27, 2022 CCI BU No 855640 Page 19 Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt Twist Radius of Curvature ft 82.0000 Canister Loadl 39 2.34 0.37 0.00 9583 80.0000 AIR 6449 B77 w/ Mount Pipe 39 2.18 0.37 0.00 9583 75.0000 NNH4-65A-R6 w/ Mount Pipe 39 1.80 0.36 0.00 6905 72.0000 Canister Load2 39 1.60 0.33 0.00 5293 69.0000 80010964 w/ Mount Pipe 39 1.41 0.29 0.00 5029 63.0000 80010964 w/ Mount Pipe 39 1.10 0.17 0.00 5475 60.0000 Canister Load3 39 0.97 0.12 0.00 5876 Maximum Tower Deflections - Design Wind Horz. Gov. Tilt Twist Section Elevation No. Deflection Load ft in Comb. ° L1 82 - 72 7.01 2 1.10 0.00 L2 72 - 60 4.78 2 0.99 0.00 L3 60 - 40 2.91 2 0.36 0.00 L4 40 - 0 1.49 2 0.31 0.00 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 82.0000 Canister Loadl 2 7.01 1.10 0.00 3201 80.0000 AIR 6449 B77 w/ Mount Pipe 2 6.54 1.10 0.00 3201 75.0000 NNH4-65A-R6 w/ Mount Pipe 2 5.40 1.07 0.00 2306 72.0000 Canister Load2 2 4.78 0.99 0.00 1768 69.0000 80010964 w/ Mount Pipe 2 4.22 0.86 0.00 1679 63.0000 80010964 w/ Mount Pipe 2 3.29 0.51 0.00 1828 60.0000 Canister Load3 2 2.91 0.36 0.00 1961 Compression Checks Pole Design Data Section No. Elevation ft Size L ft L ft Kl/r A in P. K Wn K Ratio P OPn L1 82 - 72 (1) P8.625x0.322 10.000 0.0000 0.0 8.3993 -1.43 264.58 0.005 0 L2 72 - 60 (2) P8.625x0.322 12.000 0.0000 0.0 8.3993 -3.80 264.58 0.014 0 L3 60 - 40 (3) P30x0.375 20.000 0.0000 0.0 34.901 -7.78 1099.39 0.007 0 1 L4 40 - 0 (4) P30x0.375 40.000 0.0000 0.0 34.901 -14.30 1099.39 0.013 0 1 Pole Bending Design Data tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 June 27, 2022 CCI BU No 855640 Page 20 Section Elevation Size IV- Wn. Ratio Mn 0Mn,, Ratio No. M x M,,,, ft kip-ft kip-ft Wnx kip-ft kip-ft Wny L1 82 - 72 (1) P8.625x0.322 5.41 58.30 0.093 0.00 58.30 0.000 L2 72 - 60 (2) P8.625x0.322 21.31 58.30 0.365 0.00 58.30 0.000 L3 60 - 40 (3) P30x0.375 57.32 813.83 0.070 0.00 813.83 0.000 L4 40 - 0 (4) P30x0.375 154.41 813.83 0.190 0.00 813.83 0.000 Pole Shear Design Data Section Elevation Size Actual 0 Vn Ratio Actual Tn Ratio No. V. VU TU T ft K K �Vn kip-ft kip-ft 0Tn L1 82 - 72 (1) P8.625x0.322 0.55 79.37 0.007 0.00 57.94 0.000 L2 72 - 60 (2) P8.625x0.322 1.32 79.37 0.017 0.00 57.94 0.000 L3 60 - 40 (3) P30x0.375 2.04 329.82 0.006 0.00 859.03 0.000 L4 40 - 0 (4) P30x0.375 2.80 329.82 0.008 0.00 859.03 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Pu M x M,,, V. T Stress Stress ft OPn 0M. OMnv 0Vn 0Tn Ratio Ratio L1 82 - 72 (1) 0.005 0.093 0.000 0.007 0.000 0.098 1.050 4.8.2 L2 72 - 60 (2) 0.014 0.365 0.000 0.017 0.000 0.380 1.050 4.8.2 L3 60 - 40 (3) 0.007 0.070 0.000 0.006 0.000 0.078 1.050 4.8.2 L4 40 - 0 (4) 0.013 0.190 0.000 0.008 0.000 0.203 1.050 4.8.2 Section Capacity Table Section Elevation Component Size Critical P oPe„ow % Pass No. ft Type Element K K Capacity Fail L1 82 - 72 Pole P8.625x0.322 1 -1.43 277.81 9.3 Pass L2 72 - 60 Pole P8.625x0.322 2 -3.80 277.81 36.2 Pass L3 60 - 40 Pole P30x0.375 3 -7.78 1154.36 7.4 Pass L4 40 - 0 Pole P30x0.375 4 -14.30 1154.36 19.3 Pass Summary Pole (1-2) 36.2 Pass RATING = 36.2 Pass tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 APPENDIX B BASE LEVEL DRAWING June 27, 2022 CCI BU No 855640 Page 21 tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 (OTHER CONSIDERED EQUIP (9) 7/8" TO 63 FT LEVEL (9) 7/8" TO 69 FT LEVEL BUSINESS UNIT:855640 TOWER ID:C BASELEVEL June 27, 2022 CCI BU No 855640 Page 22 PROPOSED EQUIPMENT CONFIGURATION) 6) 7/8" TO 75 FT LEVEL 3) 1 -5/8" TO 75 FT LEVEL 6) 7/8" TO 80 FT LEVEL (OTHER CONSIDERED EQUIPMENT) (2) 7/8" TO 63 FT LEVEL (4) 7/8" TO 69 FT LEVEL tnxTower Report - version 8.1.1.0 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 APPENDIX C ADDITIONAL CALCULATIONS June 27, 2022 CCI BU No 855640 Page 23 tnxTower Report - version 8.1.1.0 z x Envelope Only Solution Paul J. Ford and Company SK - 1 Angela Sage 82' Monopole / Edmonds, WA May 24, 2022 at 5:48 PM 37522-0178 / BU 855640 37522-0178.001.7700_Concealme... Company Paul J. Ford and Company June 8, 2022 IIRI SA Designer : Angela Sage Checked PM Job Number 37522-0178 / BU 855640 Checked By:_ ANEMETSCHEKCOMPAr,' Model Name 82' Monopole / Edmonds, WA (Global) Model Settings Display Sections for Member Calcs 2 Max Internal Sections for Member Calcs 100 Inr.IuriP Shear nt-fnrmatinn? YPc Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh(in A2 144 Merge Tolerance in .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? No Max Iterations for Wall Stiffness 3 Gravity Acceleration ft/sec^2 32.2 Wall Mesh Size in 24 Ei ensolution Convergence Tol. 1.E- 4 Vertical Axis Y Global Member Orientation Plane Xz Static Solver Sparse Accelerated AL Hot Rolled Steel Code AISC 15th 360-16 : LRFD Adjust Stiffness? Yes Iterative RISAConnection Code None Cold Formed Steel Code None Wood Code None Wood Temperature < 10OF Concrete Code None Masonry Code None Aluminum Code None - Building Stainless Steel Code None Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? No Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 RISA-31D Version 17.0.3 [G:\... \... \... \... \... \37522-0178.001.7700 Concealment.rt3] Page 1 Company Paul J. Ford and Company June 8, 2022 IIRI SA Designer : Angela Sage Checked PM Job Number 37522-0178 / BU 855640 Checked By:_ ANEMETSCHEKCOMPAr,' Model Name 82' Monopole / Edmonds, WA (Global) Model Settings, Continued Seismic Code ASCE 7-16 Seismic Base Elevation ft Not Entered Add Base Weight? Yes Ct X .025 Ct Z .025 T X sec 1.021 T Z sec 1.021 R X 1.5 R Z 1.5 Ct Exp. X .78 Ct Exp. Z .78 SD1 .554 SIDS .853 S 1 .449 TL sec 6 Risk Cat I or II Drift Cat Other Om Z 1 Om X 1 4 4 Cd Z Cd X Rho Z Rho X 1 1 Hot Rolled Steel Properties Label E rksil G Fksil Nu Therm /1 E... Densi k/ft... Yield[ksil Ry Fulksil Rt 1 A53-13-35 29000 1 11200 .295 .65 1 .49 35 1.5 58 1.2 Member Primary Data Label I Joint J Joint K Joint Rotate(deo) Section/Shane TVDe Desion List Material Desion Rules 1 M1 N1 N11 ANT LEG_L1 Column Pie A53-13-35 Typical 2 M2 N12 N1 ANT LEG_L2 Column Pie A53-13-35 Typical 3 M3 N24 N12 ANT LEG_L3 Column Pie A53-13-35 Typical 4 M4 N44 N24 ANT LEG_L4 Column Pie A53-B-35 Tvnirnl Load Combinations Dynamics Input Load Combination Number * 1 - Dead Only Acceleration of Gravity 32.2 (ft/sec^2) Converaence Tolerance 0.0001 RISA-31D Version 17.0.3 [GA ... \... \... \... \... \37522-0178.001.7700 Concealment.rt3] Page 2 Company Paul J. Ford and Company IIIRISA Designer : Angela Sage Job Number 37522-0178 / BU 855640 A NEMETSCHEK COMPA" Model Name 82' Monopole / Edmonds, WA Response Spectra Data X Direction Spectra Modes Used Mode No. for Signs Modal Combination Method Damping Ratio Z Direction Spectra Modes Used Mode No. for Signs Modal Combination Method Dampina Ratio ASCE 2016, Parametric Design All 12 modes 5 Percent ASCE 2016, Parametric Design All 12 modes 5 Percent June 8, 2022 2:44 PM Checked By:_ Frequencies / Participation Mode Number Frequency Period Percent Modal Participation (H7) (SAC) X SnPrtra Y Snartra 7 SnPrtra 1 .98 1.021 18.588 39.621 2 .98 1.021 39.621 18.588 3 2.988 .335 12.622 4 2.988 .335 12.622 5 9.418 .106 10.818 6 9.418 .106 10.818 7 14.701 .068 4.172 8 14.701 .068 4.172 9 30.322 .033 4.077 10 30.322 .033 4.077 11 39.444 .025 .831 39.444 .025 Totals : 90.728 90.728 Spectra Scalln_q Factor Scaling Factor Z: 1.567 Scaling Factor X: 1.567 Envelope Member Section Forces KA-h- Qn, Avi.Inrl I r` v Chm I (` , Chnn I C T-.- I (` v KAn-*nr-f41 I (` KA-.*nr-f41 I (` 1 M 1 1 ma 1.64 3 1.935 2 1.935 3 0 3 12.737 3 12.737 2 2 min 1.64 2 0 3 0 2 0 2 0 MOF0 3 3 2 ma .201 3 .386 2 .386 3 0 3 0 3 0 3 4 min .201 2 0 3 0 2 0 2 0 2 0 2 5 M2 1 max 4.353 3 3.536 2 3.536 3 0 3 47.748 3 47.748 2 6 min 4.353 2 0 3 0 2 0 2 0 2 0 3 7 2 max 2.26 3 2.41 2 2.41 3 0 3 12.737 3 12.737 2 8 min 2.26 2 0 3 0 2 0 2 0 2 0 3 9 M3 1 max 8.901 2 5.335 2 5.335 3 0 3 136.829 3 136.829 2 10 mini 8.901 3 0 3 0 2 0 2 0 2 0 3 11 2 max 5.186 3 3.97 2 3.97 3 0 3 47.748 3 47.748 2 12 min 5.186 2 0 3 0 2 0 2 0 2 0 3 13 M4 1 max 16.33 2 6.467 2 6.467 3 0 3 370.801 3 370.801 2 14 min 16.33 3 0 3 0 2 0 2 0 2 0 3 15 2 max 8.901 2 5.419 2 5.419 3 0 3 136.829 3 136.829 2 16 min 8.901 3 0 3 0 2 0 2 0 2 0 3 RISA-3D Version 17.0.3 [G:\... \... \... \... \... \37522-0178.001.7700 Concealment.rt3] Page 3 Company Paul J. Ford and Company IIIRISA Designer : Angela Sage Job Number 37522-0178 / BU 855640 ANEMETSCHEKCOMPAr,' Model Name 82' Monopole / Edmonds, WA Envelope Joint Reactions June 8, 2022 2:44 PM Checked By:_ Joint X W LC Y rkl LC Z rkl LC MX rk-ftl LC MY rk-ftl LC MZ rk-ftl LC 1 N44 max 0 3 16.33 3 0 2 0 2 0 3 0 3 2 min -6.467 2 16.33 2 -6.467 3 -370.801 3 0 2-370.801 2 3 Totals: max 0 3 16.33 3 0 2 4 min -6.467 1 2 16.33 2 -6.467 3 RISA-3D Version 17.0.3 [GA ... \... \... \... \... \37522-0178.001.7700 Concealment.rt3] Page 4 0FPAUL J. FORD &COMPANY 250 E Broad St, Ste 600 • Columbus, OH 43215 Phone 614.221.6679 www.pauljford.com (c) Copyright 2022 by Paul J. Ford and Company, all rights reserved. Degrees Minutes Seconds Latitude: 1 47 47 22.77 = 47.7897 degrees Longitude: 1 -122 21 57.43 =-122.3660 degrees Seismic Design Data Seismic Importance Factor 1.00 SS 1.280 Si 0.449 Site Class: D (Geo) SIDS 0.853 Spt 0.554 Seismic Design Category D Base Seismic Force Resisting System Cantilever Monopole Design Base Shear kips 4.127 Cs 0.543 R 1.50 Seismic Analysis Procedure Modal Analysis PJF Project: Engineer: Date: Site Number: Site Name: WO No.: Order No.: (from ASCE 7 Hazard Tool) (from ASCE 7 Hazard Tool) (from geo or assume D) (ASCE 7-16 Section 11.6-1) (RISA-3D Unscaled Shear) (Cs = V/W) (ASCE 7-16 Table 15.4-2) 37522-0178.001.7700 AMS 6/8/2022 855640 BALLINGER 2118397 578053 Rev 3 Methodology = ASCE 7- TL = Ts = Risk Category = W = Tactual = LRFD sec (from ASCE 7 Hazard Tool) k (Total Seismic Weight from RISA-3D) isec (Mode 1 Period from RISA-3D) 16 6 0.649 II 11.914 1.021 Cs= 0.5427 (ASCE 7-16 Section 11.4.8) CS use = 0.5427 Base Shear Multiplier = 1.00 Static Shear = 6.4654 k Scaling Factor = 1.567 V=J 6.467 k (base shear from RISA-3D results) 37522-0178.001.7700 - RISA-31D Seismic Factors v2.0 Printed: 6/8/2022 UL J. FORD 0F &/COMPANY 250 E Broad St, Ste 600 • Columbus, OH 43215 Phone 614.221.6679 www.pauliford.com Code: TIA-222-H ❑� Apply Capacity Normalization Per Section 15.5 Allowable Capacity: 100% Number of Sections: 4 Date: 6/8/2022 Job Number: 37522-0178.001.7700 Site Number: 855640 Site Name: BALLINGER WO No.: 2118397 Order No.: 578053 Rev 3 Engineer: AIMS Notes 1. Reaction forces/moments have been calculated in Risa3D 2. Section capacities have been calculated in tnxTower 3. Torsional effects are negligible and have been ignored 4. Combined Interaction per TIA-222-H Section 4.8.2 5. Capacities have been normalized per TIA-222-H Section 15.5 Section Number Elevation Reaction Forces (kip, kip-ft) Section Capacities (kip, kip-ft) Consumed Capacities Moment Axial Shear Combined Result Moment (Mn) Axial (P.) Shear (yu) Moment ('PMn) Axial ('Pn) Shear (,PVJ 1 72.00 12.74 1.64 1.94 58.30 264.58 79.37 20.81% 0.59% 2.32% 21.45% Sufficient 2 60.00 47.75 4.35 3.54 58.30 264.58 79.37 78.00% 1.57% 4.24% 79.75% Sufficient 3 40.00 136.83 8.90 5.34 813.83 1099.39 329.82 16.01 % 0.77% 1.54% 16.81 % Sufficient 4 0.00 370.80 16.33 6.47 813.83 1099.39 329.82 43.39% 1.41% 1.87% 44.84% Sufficient 37522-0178.001.7700 - Seismic Combined Forces Check v1.5 - 6/8/2022 CCI Flagpole Tool Site Data BU#: 855640 Site Name: BALLINGER Order #: 1578053 REV 3 Code Code: TIA-222-H Ice Thickness: 1 in Windspeed (V): 98 mph Ice Wind Speed (V): 30 mph Exposure Category: B Topographic Feature: N/A Risk Category: II Tower Information Total Tower Height: 82 ft Base Tower Height: 60 ft Total Canister Length: 22 ft Number of Canister Assembly Sections: 2 %SPINE FLANGE BOLT HOLES _ I _ STIFFENER (TYP) I i FLANGE PLATE FLANGE PLATE (TYPE 3: SOLIDITY RATIO 0.5) CROWN � CASTLE Mating Mating Canister Canister Number of Flange Flange Plate Canister Canister Section Assembly Assemblygth Ventilated Z Manufacturer : Sides Plate Plate Plate Solidity Weight Weight Vent 1 Number : Canister: Canister Type: Ratio Length (ft): Len ft : () Diameter In : () Thickness Diameter (Kip):Ki ( p) Section 3: In in 1 10 56 Yes Ehresmann 18 5 2.00 13.625 0.9 0.149 0.293 0-10 2 12 50 No Round 3 2.25 30 0.5 0.451 0.314 0-0 1 Sections are numbered from the top of the tower down Z Select manufacturer if available for vented canister. Leave blank to autocalculate Cf values. s Mating Flange Plate Thickness at the bottom of canister section Flag on Tower: No Truck Ball on Tower: No Geometry: Base Tower + Spine 37522-0178.001.7700.eri (last saved 06108 2:24 pm) Pole Height Above Base (ft) Section Length (ft) Lap Splice Length (ft) Number of Sides Top Diameter (in) Bottom Diameter (in) Wall Thickness (in) Bend Radius (in) Pole Material 82 10 0 8.625 8.625 0.322 n/a A53-13-35 72 12 0 8.625 8.625 0.322 1 n/a A53-13-35 60 20 0 30 30 0.375 n/a A53-13-35 40 40 1 0 30 30 0.375 n/a A53-13-35 Page 1 of 2 CCIFlagpole Tool (2.3.1) Discrete Loads : CFAF for Canister Assembly Canister Apply CFAF at Canister Assembly Canister Loading Elevation(z) CFAF CFAF CFAF 1" Ice (ft2) CFAF CFAF Assembly Weight z No Ice (ft) Z 1/2 Ice (ft) 2 Ice (ftZ) z 4 Ice (ft) Weight No (ft) 1/2" Ice Ice (Kip) (Kip) Canister Load 1 82 22.167 26.125 26.583 27.500 29.333 0.147 0.319 Canister Load 2 72 33.417 54.175 55.183 57.200 61.233 0.453 0.810 Canister Load 3 60 11.250 56.550 57.600 59.700 63.900 0.608 0.793 Deflection Check Required: Yes I Import Deflection Results 3% Spine Deflection Check Allowable (3%) Horizontal Spine Deflection (inches) Actual Deflection' (inches) Sufficient/ Insufficient 7.920 1.366 Sufficient 1 Relative deflection under service level wind speed Page 2 of 2 CCIFlagpole Tool (2.3.1) Monopole Flange Plate Connection - Seismic Elevation = 72 ft. CROWN CC CASTLE BU # 855640 Site Name BALLINGER Order # 578053 REV 3 TIA-222 Revision I H Top Plate - External Top Plate Data 14" OD x 2" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data N/A Top Pole Data Moment (kip-ft) 12.74 Axial Force (kips) 1.64 Shear Force (kips) 1.94 *TIA-222-H Section 15.5 Applied *1.5 Overstrength Factor Applied Bolt Data Bottom Plate - External (6) 1" o bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 12" BC 8.625" x 0.322" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) Bolt Capacity Max Load (kips) Allowable (kips) Stress Rating: Top Plate Capacity Max Stress (ksi): 1.77 (Flexural) Allowable Stress (ksi): 32.40 Stress Rating: 5.2% Pass Tension Side Stress Rating: 2.2% Pass 12.43 54.53 21.7% Bottom Plate Data 14" OD x 2" Plate (A36; Fy=36 ksi, Fu=58 ksi) Bottom Stiffener Data N/A Bottom Pole Data 8.625" x 0.322" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) Pass Bottom Plate Capacity Max Stress (ksi): 1.77 (Flexural) Allowable Stress (ksi): 32.40 Stress Rating: 5.2% Pass Tension Side Stress Rating: 2.2% Pass CClplate - Version 4.1.2 Analysis Date: 6/8/2022 Monopole Flange Plate Connection Elevation = 72 ft. CROWN CC CASTLE BU # 855640 Site Name BALLINGER Order # 578053 REV 3 TIA-222 Revision I H Top Plate - External O 0 Moment (kip-ft) 5.41 Axial Force (kips) 1.43 Shear Force (kips) 0.55 *TIA-222-H Section 15.5 Applied Bottom Plate - External Now Connection Properties Bolt Data (6) 1" 0 bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 12" BC Top Plate Data Bottom Plate Data 14" OD x 2" Plate (A36; Fy=36 ksi, Fu=58 ksi) 14" OD x 2" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 8.625" x 0.322" round pole (A53-13-35; Fy=35 ksi, Fu=60 ksi) 8.625" x 0.322" round pole (A53-13-35; Fy=35 ksi, Fu=60 ksi) Analysis Bolt Capacity Max Load (kips) 3.36 Allowable (kips) 54.54 Stress Rating: 5.9% Top Plate Capacity Bottom Plate Capacity Max Stress (ksi): 0.78 (Flexural) Max Stress (ksi): 0.78 (Flexural) Allowable Stress (ksi): 32.40 Allowable Stress (ksi): 32.40 Stress Rating: 2.3% Pass Stress Rating: 2.3% Pass Tension Side Stress Rating: 0.9% Pass Tension Side Stress Rating: 0.9% Pass CClplate - Version 4.1.2 Analysis Date: 6/8/2022 UL J. FORD PJF &/COMPANY 250 E Broad St, Ste 600 a Columbus, OH 43215 Phone 614.221.6679 www.pauliford.com Copyright 2022 by Paul J. Ford & Company, all rights resented. General Q Apply Czpcity Normalization Per Section 15.5 Flange Elevation: 60.00 ft Calculation Type: Design (Based on existing bon circle) Connection Type: To Monopole Code Revision: TIA-222-H Bolt Threads Excluded From Shear Plane: No Consider Seismic Loads: Yes Flange Connection Reactions Wind Seismic Moment 21.31 47.75 kip -fit Shear: 1.32 4.35 kip Axial: 3.80 3.54 kip Member Componet Definitions Spine Information ❑✓ Use Design Thickneu Member Spine Type: Pipe Specification: B STD overrides Grade (F1.): 35 ksi Ultimate Strength (F„): 60 ksi Outside Diameter: 8.625 in Thickness: 0.300 in Weld To Flange Weld Type: CJP larrumferenre0 Stiffener Information Bolt Information Member Quantity Per Spoke: 0 Width, ...... in Height in Thickness. ....: in Upper Toe Height in Lower Tow Height in Notch: in Grade (l ksi Ultimate Strength (F„ ). ksi Weld Electrode. Horizontal Fillet Weld Sl: in (tt fian0e) Vertical Fillet Weld Size: in (m:pine) Bolt Specification: A325 Diameter: 1 in Bolt Circle: 24.000 in Quantity per Spoke: 1 (cemeredonspoke) Concealment Flange Plate Information Outside Diameter. 30.000 in (Min Plate Diameter 26.500") Plate Thickness: 2.250 in Spoke Quantity: 4 Spoke Width: 6.000 in Grade (Fy): 36 ksi Job Number: 37522-0178.001.7700 Engineer: AMS Date: 6/8/2022 Site Name: BALLINGER Site Number: 855640 WO Number: 2118397 Order Number: 578053 Rev3 Layout Flange Connection Capacity Results Wall Tearout I Punchinu Shear Applied Load. - Capacity: - LJ Wing riare rresen[ 71.0% Pass N/A Concealment Flange Bending -Shear 71.0% Pass Bending: Applied Load 138 kip in Call al 2468304 kip in Shear: Applied Load 2385 k1p Capaciy: 262.44 kip Bolt Tension -Shear Checks 62.5% Pass Tension: Applied Load: 35.78 kip Capaciy: 54.54 kip Shear: Applied Load 1.63 kip Cal35.33 kip Concealment Flange Welds N/A Stiffener To Flange (Horizontal): Applied Load: - Capacity: - Applied Load. - Stiffener To Spine (Vertical): Capacity: - Flange To Spine: Applied Stress: - Capacity: - Concealment Flange Bending -Shear Controls Notes: 1 Results have been normalized by dividing by 1.05. 2Spine tear -out check not applicable when stiffeners are not present. IThe upper and lower toe heights are unknown and so conservatively assumed to be 0". 4. Circumferential flange to spine weld check not necessary when a CJP weld is present. 5. Tension controls bolt capacity. 6. Max stiffener width based on required belt clearance (in relation to existing bon circle) per AISC 15th Ed.Table 7.15. 7. Min plate diameter based on min bolt edge distance (in relation to existing bolt circle) per All 15th Ed.Table J3.4. 8. Seismic loading controls. 9. Seismic loading w/ 1.5x Overstrength factor applied controls bolt capacity. tnx8oume: G: T Em375 Cmxn C,b le UM75U2 l70 M%40 MLLINGEW75U4170.0o1.P00 SDD 211030T375U4170.001.P00 Conpeeingnten.MPAOx —T . 37522-0178.001.7700 - Stealth Flange Analysis New Top Flange y2B - Seismic - 6/8/2022 UL J. FORD PJF &/COMPANY 250 E Broad St, Ste 600 a Columbus, OH 43215 Phone 614.221.6679 www.pauliford.com Copyright 2022 by Paul J. Ford & Company, all rights resented. General Q Apply Capcity Normalization Per Section 15.5 Flange Elevation:*No ft Calculation Type:(Based on edsflng bon circle) Connection Type: Code Revision: Bolt Threads Excluded From Shear Plane: Consider Seismic Loads: Connection Reactions Moment 21.31 kip-ft Shear: 1.32 kip A,dal:l 3.80 kip Member Componet Definitions Spine Information ❑✓ Use Design Thickneu Member Spine Type: Pipe Specification: B STD overrides Grade (F,): 35 ksi Ultimate Strength (Fu): 60 ksi Outside Diameter: 8.625 in Thickness: 0.300 in Weld To Flange Weld Type: CJP lamumferenna0 Stiffener Information Bolt Information Member Quantity Per Spoke: 0 Width, ...... in Height in Thickness. ....: in Upper Toe Height in Lower Tow Height in Notch: in Grade (l ksi Ultimate Strength (Fu). ksi Weld Electrode. Horizontal Fillet Weld Sl: in (tt fian0e) Vertical Fillet Weld Size: in (m:pine) Bolt Specification: A325 Diameter: 1 in Bolt Circle: 24.000 in Quantity per Spoke: 1 (centered on, ok,) Concealment Flange Plate Information Outside Diameter. 30.000 in (Min Plate Diameter 26.500") Plate Thickness: 2.250 in Spoke Quantity: 4 Spoke Width: 6.000 in Grade (Fy): 36 ksi Job Number: 37522-0178.001.7700 Engineer: AMS Date: 6/8/2022 Site Name: BALLINGER Site Number: 855640 WO Number: 2118397 Order Number: 578053 Rev3 Layout Flange Connection Capacity Results Wall Tearout I Punchinu Shear Applied Load. - Capacity: - LJ Wing riare rresen[ 31.7% Pass N/A Concealment Flange Bending -Shear 31.7% Pass Bending: Applied Load 87 83 kip -in Capacity: 24604 kip -in Shear: Applied Load 1064kp Capaciy: 262.44 kip Bolt Tension -Shear Checks 18.6% Pass Tension: Applied Load: 10.64 kip Capacity: 54.54 kip Shear: Applied Lead! 0.33 kip Capacity: 35.33 kip Concealment Flange Welds N/A Stiffener To Flange (Horizontal): Applied Load: - Capaciy: - AppliedLoad. - Stiffener To Spine (Vertical): a Capacity: - Flange To Spine: Applied Stress: - Capacity: - Concealment Flange Bending -Shear Controls Notes: 1 Results hays been normalized by dividing by 1.05. 2. Spine tear -out check not applicable when stiffeners are not present. 3. The upper and lower toe heights are unknown and so conservadyely assumed to be 0". 4. Circumferential flange to spine weld check not necessary when a CJP weld is present. 5. Tension pool belt capacity. 6. Miss stiffener width based on required belt clearance (in relation to eAsting bon oirole) per AISC 15th Ed. Table 7.15. 7. Min plate diameter based on min belt edge distance (in relation to existing belt circle) per AISC 15th Ed.Table J3.4. tnx8oume: G: T Em375 Croxn C,b le UM75U2 l70 M%40 MLLINGEW75U4170.0o1.P00 SDD 211030T375U4170.001.P00 Conpeeln l.,e .MPAOx —T . 37522-0178.001.7700 - Stealth Flange Analysis New Top Flange J2.8 - Wind - 6/8/2022 Monopole Flange Plate Connection - Seismic Elevation = 60 ft. CROWN CC CASTLE BU # 855640 Site Name BALLINGER Order # 578053 REV 3 TIA-222 Revision I H Moment (kip-ft) 47.75 Axial Force (kips) 4.35 Shear Force (kips) 3.54 *TIA-222-H Section 15.5 Applied *1.5 Overstrength Factor Applied Bottom Plate - Internal Bolt Data (4) 1" o bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 24" BC Bottom Plate Data 4.5" ID x 1" Plate (A36; Fy=36 ksi, Fu=58 ksi) Bottom Stiffener Data N/A Bottom Pole Data 30" x 0.375" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) Bolt Capacity Max Load (kips) 34.70 Allowable (kips) 54.50 Stress Rating: 60.6% Pass Bottom Plate Capacity Max Stress (ksi): 22.78 (Flexural) Allowable Stress (ksi): 32.40 Stress Rating: Tension Side Stress Rating 67.0% Pass N/A CClplate - Version 4.1.2 Analysis Date: 6/8/2022 Monopole Flange Plate Connection Elevation = 60 ft. CROWN CC CASTLE BU # 855640 Site Name BALLINGER Order # 578053 REV 3 TIA-222 Revision I H Moment (kip-ft) 21.31 Axial Force (kips) 3.80 Shear Force (kips) 1.32 *TIA-222-H Section 15.5 Applied Bottom Plate - Internal Bolt Data (4) 1" o bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 24" BC Bottom Plate Data 4.5" ID x 1" Plate (A36; Fy=36 ksi, Fu=58 ksi) Bottom Stiffener Data N/A Bottom Pole Data 30" x 0.375" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) Bolt Capacity Max Load (kips) 9.70 Allowable (kips) 54.54 Stress Rating: 16.9% Pass Bottom Plate Capacity Max Stress (ksi): 10.59 (Flexural) Allowable Stress (ksi): 32.40 Stress Rating: Tension Side Stress Rating 31.1% Pass N/A CClplate - Version 4.1.2 Analysis Date: 6/8/2022 Monopole Flange Plate Connection - Seismic Elevation = 40 ft. CROWN CC CASTLE BU # 855640 Site Name BALLINGER Order # 578053 REV 3 TIA-222 Revision I H Top Plate - Internal skell Moment (kip-ft) 136.83 Axial Force (kips) 8.90 Shear Force (kips) 5.34 *TIA-222-H Section 15.5 Applied *1.5 Overstrength Factor Applied D-++^— Dl�+n - Ire+--1 Connection Properties Bolt Data (12) 7/8" 0 bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 27.5" BC Top Plate Data Bottom Plate Data 25.5" ID x 1.375" Plate (A36; Fy=36 ksi, Fu=58 ksi) 25.5" ID x 1.375" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 30" x 0.375" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) 30" x 0.375" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) Analysis Bolt Capacity Max Load (kips) 29.10 Allowable (kips) 41.57 Stress Rating: 66.7% Top Plate Capacity Bottom Plate Capacity Max Stress (ksi): 8.73 (Flexural) Max Stress (ksi): 8.73 (Flexural) Allowable Stress (ksi): 32.40 Allowable Stress (ksi): 32.40 Stress Rating: 25.7% Pass Stress Rating: 25.7% Pass Tension Side Stress Rating: 4.1% Pass Tension Side Stress Rating: 4.1% Pass CClplate - Version 4.1.2 Analysis Date: 6/8/2022 Monopole Flange Plate Connection Elevation = 40 ft. CROWN CC CASTLE BU # 855640 Site Name BALLINGER Order # 578053 REV 3 TIA-222 Revision I H Top Plate - Internal Moment (kip-ft) 57.32 Axial Force (kips) 7.78 Shear Force (kips) 2.04 *TIA-222-H Section 15.5 Applied Bottom Plate - Internal PropertiesConnection Bolt Data (12) 7/8" 0 bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 27.5" BC Top Plate Data Bottom Plate Data 25.5" ID x 1.375" Plate (A36; Fy=36 ksi, Fu=58 ksi) 25.5" ID x 1.375" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 30" x 0.375" round pole (A53-13-35; Fy=35 ksi, Fu=60 ksi) 30" x 0.375" round pole (A53-13-35; Fy=35 ksi, Fu=60 ksi) Analysis Bolt Capacity Max Load (kips) 7.69 Allowable (kips) 41.58 Stress Rating: 17.6% Top Plate Capacity Bottom Plate Capacity Max Stress (ksi): 3.80 (Flexural) Max Stress (ksi): 3.80 (Flexural) Allowable Stress (ksi): 32.40 Allowable Stress (ksi): 32.40 Stress Rating: 11.2% Pass Stress Rating: 11.2% Pass Tension Side Stress Rating: 1.7% Pass Tension Side Stress Rating: 1.7% Pass CClplate - Version 4.1.2 Analysis Date: 6/8/2022 Monopole Base Plate Connection - Seismic Site Info BU # 8556 to Site Name BALLINGER Order # 578053 REV 3 Analysis Considerations TIA-222 Revision H Grout Considered: See Custom Sheet la, (in) See Custom Sheet Moment (kip-ft) 370.80 Axial Force (kips) 16.33 Shear Force (kips) 6.47 *TIA-222-H Section 15.5 Applied *1.5Overstrength Factor Applied Anchor Rod Data GROUP 1: (4) 1-1/2" 0 bolts (F1554-55 N; Fy=55 ksi, Fu=75 ksi) on 35.5" BC GROUP 2: (4) 1-3/4" o bolts (A193 Gr. 137 N; Fy=105 ksi, Fu=125 ksi) on 40" BC Base Plate Data 40.5" OD x 1" Plate (A572-50; Fy=50 ksi, Fu=65 ksi) Stiffener Data N/A Pole Data 30" x 0.375" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) CCCROWN CASTLE Anchor Rod Summary (units of kips, kip -in) GROUP 1: Pu_c = 73.39 (�Pn_c = 87.47 Stress Rating Vu = 2.43 (�Vn = 39.36 90.4% Mu = 2.96 (�Mn = 27.84 Pass GROUP 2: Pu—t = 105.23 (�Pn_t = 178.13 Stress Rating Vu = 0 (�Vn = 112.75 56.3% Mu = 0 (�Mn = 84.41 Pass Base Plate Summary Max Stress (ksi): 29.14 (Flexural) Allowable Stress (ksi): 45 Stress Rating: 61.7% Pass CClplate - Version 4.1.2 Analysis Date: 6/8/2022 Monopole Base Plate Connection Site Info BU # 8556 to Site Name BALLINGER Order # 578053 REV 3 Analysis Considerations TIA-222 Revision H Grout Considered: See Custom Sheet la, (in) See Custom Sheet Moment (kip-ft) 154.41 Axial Force (kips) 14.30 Shear Force (kips) 2.80 *TIA-222-H Section 15.5 Applied Anchor Rod Data GROUP 1: (4) 1-1/2" 0 bolts (F1554-55 N; Fy=55 ksi, Fu=75 ksi) on 35.5" BC GROUP 2: (4) 1-3/4" o bolts (A193 Gr. 137 N; Fy=105 ksi, Fu=125 ksi) on 40" BC Base Plate Data 40.5" OD x 1" Plate (A572-50; Fy=50 ksi, Fu=65 ksi) Stiffener Data N/A Pole Data 30" x 0.375" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) CCCROWN CASTLE Anchor Rod Summary (units of kips, kip -in) GROUP 1: Pu_c = 22.81 (�Pn_c = 87.47 Stress Rating Vu = 0.7 (�Vn = 39.36 27.8% Mu = 0.85 (�Mn = 27.84 Pass GROUP 2: Pu—t = 29.21 (�Pn_t = 178.13 Stress Rating Vu = 0 (�Vn = 112.75 15.6% Mu = 0 (�Mn = 84.41 Pass Base Plate Summary Max Stress (ksi): 13.22 (Flexural) Allowable Stress (ksi): 45 Stress Rating: 28.0% Pass CClplate - Version 4.1.2 Analysis Date: 6/8/2022 CU poi U Elevation ft 0 (Base) note: Bending interaction not considered when Grout Considered = "Yes" Bolt Resist Induce Plate Grout Apply at BARB BARB CL Elevation Group Axial Resist Shear Bending Considered Elevation (ft) 1 Yes Yes Yes No No 2 No No No No No Custom Bolt Bolt Connection Bolt Group Location (deg.) Diameter (in) Materia, Bolt Circle (in) Eta Factor, n: I ar (in): Thread Type Area Override, in12 I Tension Only 1 1 0 1.5 F1554-55 35.5 0.5 1.875 N-Included No 2 1 90 1.5 F1554-55 35.5 0.5 1.875 N-Included No 3 1 180 1.5 F1554-55 35.5 0.5 1.875 N-Included No 4 1 270 1.5 F1554-55 35.5 0.5 1.875 N-Included No 5 2 30 1.75 A193 Gr. B7 40 0.5 8.875 N-Included No 6 2 120 1.75 A193 Gr. B7 40 0.5 8.875 N-Included No 7 2 210 1.75 A193 Gr. B7 40 0.5 8.875 N-Included No 8 2 300 1.75 A193 Gr. B7 40 0.5 8.875 N-Included No Plot Graphic O O O Mplate - Version 4.1.2 Analysis Date: 6/8/2022 Drilled Pier Foundation BU # : 855640 Site Name: BALLINGER Order Number: 578053 REV 3 TIA-222 Revison: H Tower Type: Monopole Applied Loads Comp. Uplift Moment (kip-ft) 370.8 Axial Force (kips) 16.33 Shear Force (kips) 6.47 Concrete Strength, fc: PropertiesMaterial 1 31 ksi Rebar Strength, Fy: 1 601 ksi Tie Yield Strength, Fyt: 1 601 ksi Pier Design Depth Data 15 ft Ext. Above Grade I 1 ft Pier Section 1 From 1' above grade to 15' below grade Pier Diameter 4.5 ft Rebar Quantity 12 Rebar Size 9 Clear Cover to Ties 3 in Tie Size 4 Tie Spacing I Iin Groundwater Depth I N/A Rebar & Pier options Embedded Pole Inputs Belled Pier Inputs Soil Lateral Check Cnmpression Uplift Dv-0 (ft from TOC) 4.84 - Soil Safety Factor 3.02 - Max Moment (kip-ft) 401.83 - Rating* 41.9% - Soil Vertical Check Compression Uplift Skin Friction (kips) 127.23 - End Bearing (kips) 63.58 - Weight of Concrete (kips) 45.80 - Total Capacity (kips) 190.81 - Axial (kips) 62.13 - Rating*1 31.0% 1 - Reinforced Concrete Flexure Compression Uplift Critical Depth (ft from TOC) 4.90 - Critical Moment (kip-ft) 401.82 - Critical Moment Capacity 1216.73 - Rating* 31.5% - Reinforced Concrete Shear Compression Uplift Critical Depth (ft from TOC) 12.55 - Critical Shear (kip) 79.45 - Critical Shear Capacity 252.38 - Rating* 30.0% - Structural Foundation Rating* 31.5% Soil Interaction Rating* 41.9% *Rating per TIA-222-H Section 15.5 # of Lavers 1 3 CROWN CASTLE Check Limitation Apply TIA-222-H Section 15.5: ❑ N/Al ❑ Additional Longitudinal Rebar Input Effective Depths (else Actual): OptionsShear Design ❑ Check Shear along Depth of Pier: ❑ Utilize Shear -Friction Methodology: ❑ Override Critical Depth: ❑ Go to Soil Calculations Calculated Calculated Ultimate Skin Ult. Gross Angle of Ultimate Skin Top Thickness Ysofl Yconcrete Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SPT Blow Layer Bottom (ft) Friction Friction Uplift Soil Type (ft) (ft) (pcf) (pcf) (ksf) Friction Comp Friction Uplift Override Capacity Count (degrees) Override (ksf) (ksf) (ksf) (ksf) (ksf) 11 01 2.251 2.251 1001 1501 01 01 0.000 0.0001 0.001 0.001 1 1 Cohesionless 21 2.251 121 9.751 1001 1501 1 301 0.000 0.0001 0.801 0.80 I I Cohesionless 31 121 151 31 1001 1501 1 36.91 0.000 0.0001 1.401 1.401 5.331 1 Cohesionless Version 5.0.3 �►SGE WERICAN SOCIETY OF CIVIL ENGINEERS Address: No Address at This Location ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Elevation: 324.78 ft (NAVD 88) Risk Category: II Latitude: 47.789658 Soil Class: D - Stiff Soil Longitude:-122.365952 •• •: �• tllJl _ ; • _-_ s' �• ber I • c ca; s .... .. , 1Sion Wind Results: Wind Speed 98 Vmph 10-year MRI 67 Vmph 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Tue May 24 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2 hftps:Hasce7hazardtool.online/ Page 1 of 3 Tue May 24 2022 E® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Stiff Soil Results: SS 1.28 Sp, N/A S, 0.449 T L 6 Fa 1 PGA: 0.543 Fv N/A PGA M : 0.597 SMS 1.28 FPGA 1.1 SM, N/A le 1 SIDS : 0.853 Cv 1.356 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Tue May 24 2022 Date Source: USGS Seismic Design Maps hftps:Hasce7hazardtool.online/ Page 2 of 3 Tue May 24 2022 ASCE® AMERICAN SOCIM OF CIVIL ENGINEERS Ice Results: Ice Thickness: Concurrent Temperature Gust Speed Data Source: Date Accessed: 1.00 in. 25 F 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Tue May 24 2022 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. 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To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Tue May 24 2022 82 Ft Monopole Tower Structural Analysis Project Number 37522-0178.001.7700, Order 578053, Revision 3 APPENDIX D MODIFICATION DRAWINGS June 27, 2022 CCI BU No 855640 Page 24 tnxTower Report - version 8.1.1.0 PROJECT CONTACTS STRUCTURE OWNER: CROWN CASTLE MOD PM: RYAN QUINTEL AT RYAN.QUINTEL@CROWNCASTLE.COM PH: (615) 771-1569 ENGINEER OF RECORD: PJFMOD@PAULJFORD.COM WIND DESIGN DATA REFERENCE STANDARD ANSI/TIA-222-H-2017 LOCAL CODE 2018 WASHINGTON STATE BUILDING CODE BASIC WIND SPEED (MPH) 98 ICE THICKNESS (IN) 1 ICE WIND SPEED (MPH) 30 SERVICE WIND SPEED (MPH) 60 RISK CATEGORY II EXPOSURE CATEGORY B MAXIMUM TOPOGRAPHIC FACTOR, KZT 1.0 MODIFIED 82'-0" MONOPOLE BU #855640; BALLINGER 9920 EDMONDS WAY EDMONDS, WASHINGTON 98020 SNOHOMISH COUNTY LAT: 47' 47' 22.77"; LONG: -122' 21' 57.43" ORDER: 578053 REV 3; WO: 2118397 SHEETINDEX SHEET NUMBER DESCRIPTION T-1 TITLE SHEET MI-1 MI CHECKLIST N-1 GENERAL NOTES N-2 GENERAL NOTES S-1 MONOPOLE PROFILE S-2 CONCEALMENT TABLES & CHARTS S-3 CONCEALMENT PARTIAL ELEVATION S-4 CONCEALMENT SECTIONS & DETAILS HOT WORK INCLUDED NA BASE GRINDING ONLY NA BASE WELDING (AND GRINDING) NA AERIAL GRINDING ONLY NA AERIAL WELDING (AND GRINDING) SEISMIC DESIGN DATA SEISMIC IMPORTANCE FACTOR 1.0 SS 1.28 S1 0.449 SITE CLASS D SIDS 0.853 SD1 0.554 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE RESISTING SYSTEM MONOPOLE DESIGN BASE SHEAR (KIPS) 4.129 CS 0.5427 R 1.5 SEISMIC ANALYSIS PROCEDURE MODAL ANALYSIS PROCEDURE TOWER MANUFACTURER: VALMONT TOWER MANUFACTURER #: D-113789-1 DUALIFIED ENGINEERING SERVICES ARE AVAILABLE FROM PAUL J. FORD & �OMPANY TO ASSIST CONTRACTORS IN CLASS IV RIGGING PLAN REVIEWS. -OR REQUESTED QUALIFIED ENGINEERING SERVICES, PLEASE CONTACT DJFMOD@PAULJFORD.COM. ATTENTION ALL CONTRACTORS, ANYTIME YOU ACCESS A CROWN SITE FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON ARRIVAL AND DEPARTURE, DAILY AT (800) 788-7011. SAFETY CLIMB: "LOOK UP" THE INTEGRITY OF THE WIRE ROPE SAFETY CLIMB SYSTEM SHALL BE CONSIDERED DURING ALL STAGES OF DESIGN, INSTALLATION AND INSPECTION. TOWER REINFORCEMENT INSTALLATIONS SHALL NOT COMPROMISE THE INTEGRITY OR FUNCTIONAL USE OF ANY WIRE ROPE SAFETY CLIMB ON THE STRUCTURE. THIS SHALL INCLUDE, BUT NOT BE LIMITED TO; PINCHING OF THE WIRE ROPE, BENDING OF THE WIRE ROPE FROM ITS SUPPORTS, DIRECT CONTACT OR CLOSE PROXIMITY TO THE WIRE ROPE WHICH MAY CAUSE FRICTIONAL WEAR, OR IMPACT TO THE ANCHORAGE POINTS IN ANY WAY. ANY COMPROMISED SAFETY CLIMB MUST BE REPORTED TO YOUR CROWN POC FOR RESOLUTION, INCLUDING EXISTING CONDITIONS Copyright 2022, by Paul J Ford and Company, I Rights Reserved. This document and a data contained herein, is proprietary Paul J. Ford and Company, issued in ict confidence and shall not, without the for written permission of Paul J. Ford id Company, be reproduced, copied or ed for any purpose other than the ended use for this specific project. N E �o wN N N N N � } � 0_ X Z �� ° Li N Q Cn W IL E o � 3 0 U � w oU) aU Z W w U) N N 2 7C) N � rn noLLJ N H o o CN a z o �a U W z O O I ta- J Z O O m Q o r � 00 0 Z LU L0 O E LO 00 p o ZM w 0 I PROJECT No: 37522-0178.001.7700 DRAWN BY: RMK NNETH DESIGNED BY: AMS GGO�i WAs CHECKED BY: �� v • DATE: 6/27/2022 TITLE SHEET 14 RA1. ogz�,zz T-1 DATE I DESCRIPTION CED-FRM-10354 MI CHECKLIST REQUIRED REPORT ITEM APPLICABLE I BRIEF DESCRIPTION CROWN DOC # PRE -CONSTRUCTION THIS CHECKLIST SERVES AS A GUIDELINE FOR THE REQUIRED CONSTRUCTION DOCUMENTS AND INSPECTIONS FOR THIS X MI CHECKLIST DRAWING CED-SOW-10007 MODIFICATION ONCE THE PRE -MODIFICATION MAPPING IS COMPLETE AND PRIOR TO FABRICATION THE CONTRACTOR SHALL PROVIDE DETAILED ASSEMBLY DRAWINGS AND/OR SHOP DRAWINGS. THESE INCLUDE, BUT ARE NOT LIMITED TO, A VISUAL LAYOUT OF NEW REINFORCEMENT, EXISTING REINFORCEMENT CONFIGURATION, PORTHOLES, MOUNTS, STEP PEGS, SAFETY CLIMBS AND ANY OTHER X FOR APPROVED SHOP DRAWINGS CED-SOW-10007 MISCELLANEOUS ITEMS WHICH MAY AFFECT SUCCESSFUL INSTALLATION OF MODIFICATIONS ON THE TOWER. THESE DRAWINGS SHALL BE SUBMITTED TO THE FOR FOR APPROVAL. SHOP DRAWING SUBMISSION SHALL INCLUDE THE FOR RFI FORM DETAILING ANY CHANGES FROM THE ORIGINAL DESIGN A LETTER FROM THE FABRICATOR, STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH INDUSTRY STANDARDS AND X FABRICATION INSPECTION CED-SOW-10007 THE CONTRACT DOCUMENTS SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. X FABRICATOR CERTIFIED WELD INSPECTION CED-SOW-10007 A CWI SHALL INSPECT ALL WELDING PERFORMED ON STRUCTURAL MEMBERS DURING FABRICATION. A WRITTEN REPORT SHALL BE CED-STD-10069 PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. X MATERIAL TEST REPORT (MTR) CED-SOW-10007 MATERIAL TEST REPORTS SHALL BE PROVIDED FOR MATERIAL USED AS REQUIRED PER SECTION 9.2.5 OFCED-SOW-10007. MTRS SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. CRITICAL SHOP WELDS THAT REQUIRE TESTING ARE NOTED ON THESE CONTRACT DRAWINGS. A CERTIFIED NDT INSPECTOR SHALL X FABRICATOR NDE INSPECTION CED-SOW-10066 CED-STD-10069 PERFORM NON-DESTRUCTIVE EXAMINATION AND A REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. A NDE OF THE POLE TO BASE PLATE CONNECTION IS REQUIRED AND A WRITTEN REPORT SHALL BE PROVIDED TO THE MI INSPECTOR NA NDE REPORT OF MONOPOLE BASE PLATE ENG-SOW-10033 FOR INCLUSION IN THE MI REPORT. X PACKING SLIPS CED-SOW-10007 PACKING/SHIPPING LIST FOR ALL MATERIAL THAT WAS USED DURING CONSTRUCTION OF THE MODIFICATION. ADDITIONAL TESTING AND INSPECTIONS: CONSTRUCTION A VISUAL OBSERVATION OF THE EXCAVATION AND REBAR SHALL BE PERFORMED BEFORE PLACING THE CONCRETE. A VISUAL NA FOUNDATION INSPECTIONS CED-SOW-10144 OBSERVATION OF THE REBAR SHALL BE PERFORMED BEFORE PLACING THE EPDXY. A SEALED WRITTEN REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. THE CONCRETE MIX DESIGN, SLUMP TEST, AND COMPRESSIVE STRENGTH TESTS SHALL BE PROVIDED AS PART OF THE FOUNDATION NA CONCRETE COMP. STRENGTH AND SLUMP TEST CED-SOW-10144 REPORT. FOUNDATION SUB -GRADES SHALL BE INSPECTED AND APPROVED BY AN APPROVED FOUNDATION INSPECTOR AND RESULTS NA EARTHWORK CED-SOW-10144 NCLUDED AS PART OF THE FOUNDATION REPORT. MICROPILES/ROCK ANCHORS SHALL BE INSPECTED BY THE FOUNDATION INSPECTION VENDOR AND SHALL BE INCLUDED AS PART OF NA MICROPILE/ROCK ANCHOR CED-SOW-10144 THE FOUNDATION INSPECTION REPORT, ADDITIONAL TESTING AND/OR INSPECTION REQUIREMENTS ARE NOTED IN THESE CONTRACT DOCUMENTS. CED-SOW-10007 POST INSTALLED ANCHOR ROD VERIFICATION SHALL BE PERFORMED IN ACCORDANCE WITH CROWN REQUIREMENTS AND A REPORT NA POST -INSTALLED ANCHOR ROD VERIFICATION CED-FRM-10358 SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. THE GENERAL CONTRACTOR SHALL PROVIDE DOCUMENTATION TO THE MI INSPECTOR THAT CERTIFIES THAT THE GROUT WAS NA BASE PLATE GROUT VERIFICATION ENG-STD-10323 REMOVED AND/OR INSTALLED IN ACCORDANCE WITH CROWN REQUIREMENTS FOR INCLUSION IN THE MI REPORT. A CROWN APPROVED CERTIFIED WELD INSPECTOR SHALL INSPECT AND TEST FIELD WELDS, FOLLOWING ALL PROCEDURES CED-SOW-10066 SPECIFIED IN CROWN STANDARD DOCUMENTS APPLICABLE TO WELD INSPECTIONS. A REPORT SHALL BE PROVIDED. NDE OF FIELD NA FIELD CERTIFIED WELD INSPECTION CED-STD-10069 WELDS SHALL BE PERFORMED AS REQUIRED BY CROWN STANDARDS AND CONTRACT DOCUMENTS. THE NDE REPORT SHALL BE INCLUDED IN THE CWI REPORT. THE GENERAL CONTRACTOR SHALL PROVIDE WRITTEN AND PHOTOGRAPHIC DOCUMENTATION TO THE MI INSPECTOR VERIFYING X ON -SITE COLD GALVANIZING VERIFICATION ENG-STD-10149 THAT ANY ON -SITE COLD GALVANIZING WAS APPLIED PER MANUFACTURER SPECIFICATIONS AND APPLICABLE STANDARDS. CED-PRC-10182 THE GENERAL CONTRACTOR SHALL PROVIDE A REPORT IN ACCORDANCE WITH APPLICABLE STANDARDS DOCUMENTING TENSION NA TENSION TWIST AND PLUMB CED-STD-10261 TWIST AND PLUMB. THE GENERAL CONTRACTOR SHALL SUBMIT A LEGIBLE COPY OF THE ORIGINAL DESIGN DRAWINGS EITHER STATING "INSTALLED AS X GC AS -BUILT DRAWINGS CED-SOW-10007 DESIGNED" OR NOTING ANY CHANGES THAT WERE REQUIRED AND APPROVED BY THE ENGINEER OF RECORD. EOR/RFI FORMS APPROVING ALL CHANGES SHALL BE SUBMITTED. ADDITIONAL TESTING AND INSPECTIONS: THE GENERAL CONTRACTOR SHALL PROVIDE WRITTEN AND PHOTOGRAPHIC DOCUMENTATION TO THE MI INSPECTOR THE TOWER X TOWER PLUMB DELIVERABLES PLUMB CONDITION. SEE REQUIREMENTS ON SHEET N-2. POST -CONSTRUCTION CED-SOW-10007 A LETTER FROM THE GENERAL CONTRACTOR STATING THAT THE WORKMANSHIP WAS PERFORMED IN ACCORDANCE WITH INDUSTRY X CONSTRUCTION COMPLIANCE LETTER CED-FRM-10358 STANDARDS AND THESE CONTRACT DRAWINGS, INCLUDING LISTING ADDITIONAL PARTIES TO THE MODIFICATION PROCESS. POST -INSTALLED ANCHOR RODS SHALL BE TESTED BY A CROWN APPROVED PULL TEST INSPECTOR AND A REPORT SHALL BE NA POST -INSTALLED ANCHOR ROD PULL TESTS CED-PRC-10119 PROVIDED INDICATING TESTING RESULTS. PHOTOGRAPHS SHALL BE SUBMITTED TO THE MI. PHOTOS SHALL DOCUMENT ALL PHASES OF THE CONSTRUCTION. THE PHOTOS X PHOTOGRAPHS CED-SOW-10007 SHALL BE ORGANIZED IN A MANNER THAT EASILY IDENTIFIES THE EXACT LOCATION OF THE PHOTO. THE MI INSPECTOR SHALL VERIFY THE INSTALLATION AND TIGHTNESS 10 % OF ALL NON PRE -TENSIONED BOLTS INSTALLED AS PART NA BOLT HOLE INSTALLATION VERIFICATION REPORT CED-SOW-10007 OF THE MODIFICATION. THE MI INSPECTOR SHALL LOOSEN THE NUT AND VERIFY THE BOLT HOLE SIZE AND CONDITION. THE MI REPORT SHALL CONTAIN THE COMPLETED BOLT INSTALLATION VERIFICATION REPORT, INCLUDING THE SUPPORTING PHOTOGRAPHS. X PUNCH LIST DEVELOPMENT AND CORRECTION DOCUMENTATION CED-PRC-10283 FINAL PUNCH LIST INDICATING ALL NONCONFORMANCE(S)lDENTIFIED AND THE FINAL RESOLUTION/APPROVAL. CED-FRM-10285 X MI INSPECTOR REDLINE OR RECORD DRAWING(S) CED-SOW-10007 THE MI INSPECTOR SHALL OBSERVE AND REPORT ANY DISCREPANCIES BETWEEN THE CONTRACTOR'S REDLINE DRAWING AND THE ACTUAL COMPLETED INSTALLATION. ADDITIONAL TESTING AND INSPECTIONS: THE MI CHECKLIST SHALL BE REVIEWED PRIOR TO THE START OF CONSTRUCTION. ALL PARTIES TO THE MODIFICATION SHALL UNDERSTAND CROWN REQUIREMENTS AND INSPECTIONS/DOCUMENTATION THAT ARE APPLICABLE TO THE SOW THEY ARE PERFORMING. ERRORS ON THE CHECKLIST DO NOT ABSOLVE THE GC OR MI INSPECTOR FROM PERFORMING/COLLECTING DOCUMENTATION. MODIFICATION INSPECTION NOTES GENERAL THE MI IS AN ON -SITE VISUAL AND HANDS-ON INSPECTION OF TOWER MODIFICATIONS INCLUDING A REVIEW OF CONSTRUCTION REPORTS AND ADDITIONAL PERTINENT DOCUMENTATION PROVIDED BY THE GENERAL CONTRACTOR (GC), AS WELL AS ANY INSPECTION DOCUMENTS PROVIDED BY 3RD PARTY INSPECTORS. THE MI IS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, NAMELY THE MODIFICATION DRAWINGS; IN ACCORDANCE WITH APPLICABLE CROWN STANDARDS; AND AS DESIGNED BY THE ENGINEER OF RECORD (EOR). NO DOCUMENT, CODE OR POLICY CAN ANTICIPATE EVERY SITUATION THAT MAY ARISE. ACCORDINGLY, THIS CHECKLIST IS INTENDED TO SERVE AS A SOURCE OF GUIDING PRINCIPLES IN ESTABLISHING GUIDELINES FOR MODIFICATION INSPECTION. THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE MODIFICATION DESIGN ITSELF, AND THE MI INSPECTOR DOES NOT TAKE OWNERSHIP OF THE MODIFICATION DESIGN. OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE FOR AT ALL TIMES. THE MI INSPECTOR SHALL INSPECT AND NOTE CONFORMANCE/NONCONFORMANCE AND PROVIDE TO THE CROWN POINT OF CONTACT (CROWN POC) FOR EVALUATION. ALL MI'S SHALL BE CONDUCTED BY A CROWN APPROVED MI INSPECTOR, WORKING FOR A CROWN APPROVED MI VENDOR. SEE CROWN CED-LST-10173, "APPROVED MI VENDORS". TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET, IT IS VITAL THAT THE GENERAL CONTRACTOR (GC) AND THE MI INSPECTOR BEGIN COMMUNICATING AND COORDINATING AS SOON AS A PURCHASE ORDER (PO) IS RECEIVED. IT IS EXPECTED THAT EACH PARTY WILL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY. IF CONTACT INFORMATION IS NOT KNOWN THE GC AND/OR INSPECTOR SHALL CONTACT THE CROWN POINT OF CONTACT (CROWN POC). REFER TO CROWN CED-SOW-10007, "MODIFICATION INSPECTION SOW", FOR FURTHER DETAILS AND REQUIREMENTS. SERVICE LEVEL COMMITMENT THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND EFFECTIVENESS OF DELIVERING AN MI REPORT: • THE GC SHALL PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE, PREFERABLY 10, TO THE MI INSPECTOR AS TO WHEN THE SITE WILL BE READY FOR THE MI TO BE CONDUCTED. • THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT. • WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON -SITE SIMULTANEOUSLY FOR ANY GUY WIRE TENSIONING OR RE -TENSIONING OPERATIONS. • WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON -SITE DURING THE MI TO HAVE ANY MINOR DEFICIENCIES CORRECTED DURING THE INITIAL MI. THEREFORE, THE GC MAY CHOOSE TO COORDINATE THE MI CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS ON SITE. REQUIRED PHOTOS BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS, AT A MINIMUM, ARE TO BE TAKEN AND INCLUDED IN THE MI REPORT: PRE -CONSTRUCTION GENERAL SITE CONDITION PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTION/ERECTION AND INSPECTION •• RAW MATERIALS •• PHOTOS OF ALL CRITICAL DETAILS •• FOUNDATION MODIFICATIONS •• WELD PREPARATION •• BOLT INSTALLATION •• FINAL INSTALLED CONDITION •• SURFACE COATING REPAIR POST CONSTRUCTION PHOTOGRAPHS •• FINAL INFIELD CONDITION PHOTOS OF ELEVATED MODIFICATIONS TAKEN ONLY FROM THE GROUND SHALL BE CONSIDERED INADEQUATE. THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS, FOR A COMPLETE LIST OF PHOTOS SEE CED-SOW-10007. �� %ETH � h Z 51427 06(27/22 Rights Reserved. This document and data contained herein, is proprietary Paul J. Ford and Company, issued in ict confidence and shall not, without the or written permission of Paul J. Ford d Company, be reproduced, copied or ed for any purpose other than the ended use for this specific project. W in !pE 99 Ms J v-2 2 0 .� ZO'M E �a ) �o mi C) U 006 6 A••� � L al N N 2N am O w 0 oa U I.J_ LL1 z O O F— a- J Z O O W Q O CN in 00 0 Z 0 C) LL 00 0 0 ZM LJJ 0 M� W PROJECT No: 37522-0178.001.7700 DRAWN BY: RMK DESIGNED BY: AMS CHECKED BY: DATE: 6/27/2022 MI CHECKLIST MI-1 DATE DESCRIPTION (-CNICR01 NI()TCC- 1. The General Contractor (GC) shall reference CON-STD-10159, "Tower Modification 12. Construction Specifications", as a continuation of the following General Notes. The GC shall keep a printed or electronic copy of this document with the Structural Design Drawings (SDD) at all times, in a location accessible to all contractor personnel, and shall ensure that all Contractor Personnel are aware of the information enclosed within the General Notes and CON-STD-10159. 2. The Contract Documents are the property of Crown Castle (Crown). They are provided to the GC and its Lower Tier Contractors and material suppliers for the limited purpose of use in completing the Work for this Site, and shall be kept in strict confidence and not disclosed to any third parties. The Contract Documents shall not be used for any other purpose whatsoever without the prior written consent of Crown. 3. Detail drawings, including notes and tables, shall govern over general notes and typical details. Contact the Crown Point of Contact (POC) and Engineer of Record (EOR) for clarification as needed. 4. Do not scale drawings. 5. Any Work performed without a prefabrication mapping is done at the risk of the GC and/or fabricator. All dimensions of existing structural elements are assumed based on the available documentation and are preliminary until field -verified by the GC, unless noted otherwise (UNO). Where discrepancies are found, GC shall contact the Crown POC and FOR through RFI. 6. For this analysis and modification, the tower has been assumed to be in good condition without any structural defects, UNO. If the GC discovers any indication of an existing structural defect, contact the Crown POC and FOR immediately. 7. All construction means and methods, including but not limited to erection plans, rigging plans, climbing plans, and rescue plans, shall be the responsibility of the GC responsible for the execution of the Work contained herein, and shall meet ANSI/ASSE A10.48 (latest edition); federal, state, and local regulations; and any applicable industry consensus standards related to the construction activities being performed. All rigging plans shall adhere to ANSI/ASSE A10.48 (latest edition) and Crown standard CED-STD-10253, "Rigging Program", including the required involvement of a qualified engineer for class IV construction to certify the supporting structure(s) in accordance with the ANSI/TIA-322 (latest edition). 8. Hoisting grips used for feed line installation shall follow manufacturer guidelines for maximum installed spacing intervals and pull load capacity restrictions. 9. The structural integrity of the modification design extends to the complete condition only. The GC must be cognizant that the removal of any structural component of an existing tower has the potential to cause the partial or complete collapse of the structure. All necessary precautions must be taken to ensure structural integrity, including, but not limited to, engineering assessment of construction stresses with installation maximum wind speed and/or temporary bracing and shoring. 10. Aerial and underground utilities and facilities may or may not be shown on the drawings. The GC shall take every precaution to preserve and protect these items, which may include aerial or underground power lines, telephone lines, water lines, sewer lines, cable television facilities, pipelines, structures and other public and private improvements within or adjacent to the Work area. The responsibility for determining the actual on -site location of these items shall rest exclusively with the GC. All manufacturer's hardware assembly instructions shall be followed, UNO. Conflicting notes shall be brought to the attention of the FOR and the Crown POC. The GC shall fabricate all required items per the materials specified below, UNO on the detail drawing sheets. If the GC finds for any component that the materials have not been clearly specified, the GC shall submit an RFI to the FOR to confirm the required material. All structural elements shall be new and shall conform to the following requirements, UNO: Monopoles: • Structural shapes and plates: ASTM A572 Grade 65 (FY = 65 KSI) • Welding electrodes, SMAW: E80XX • Welding electrodes, FCAW: E8XT-XX • Welding electrodes, GMAW: ER80S-X Self -Support and Guyed Towers • Structural shapes and plates: ASTM A572 Grade 50 (FY = 50 KSI) • Welding electrodes, SMAW: E70XX • Welding electrodes, FCAW: E7XT-XX • Welding electrodes, GMAW: ER70S-X All tower types: • Steel angle: ASTM A572 Grade 50 (FY = 50 KSI) • Solid rod: ASTM A36 (FY = 36 KSI) • Pipe/tube (round): ASTM A500 Grade C (FY = 46 KSI) • Pipe/tube (square): ASTM A500 Grade C (FY = 50 KSI) • Bolts: ASTM F3125 Grade A325 Type 1 • U-bolts: ASTM A307 Grade A, or SAE J429 Grade 2 • Nuts: ASTM A563 Grade DH • Washers: ASTM F436 Type 1 • Guy Wires: ASTM A475 Grade EHS • Bridge Strand: ASTM A586 Grade 1 17. If removal of existing modifications is required per the modification scope, the GC shall clean and cold galvanize any existing empty bolt holes, UNO. If additional unexpected, oversized, or slotted holes are found, the GC shall contact the FOR and Crown POC for guidance prior to proceeding with the modifications. 18. All Work involving base plate grout scope items or resulting in disturbance of base plate grout shall reference ENG-STD-10323, "Base Plate Grout", and shall follow any Base Plate Grout Removal Notes contained herein. 19. All tower grounding affected by the Work shall be repaired or replaced in accordance with OPS-STD-10090, "Tower Grounding", and OPS-BUL-10133, "Grounding Repair Recommendation". 20. If scope of modification requires removal or covering of tower ID tag, the tag must be replaced. 21. Any hardware removed from the existing tower shall be replaced with new hardware of equal size and quality, UNO. No existing fasteners shall be reused. 22. All joints using ASTM A325 or A490 bolts, U-bolts, V-bolts, and threaded rods shall be snug tightened, UNO. 23. A nut locking device shall be installed on all proposed and/or replaced snug tightened ASTM A325 or A490 bolts, U-bolts, V-bolts, and threaded rods. 24. All joints are bearing type connections UNO. If no bolt length is given in the Bill of Materials, the connection may include threads in the shear planes, and the GC is responsible for sizing the length of the bolt. 25. Blind bolts shall be installed per the installation specifications on the corresponding Approved Fastener sheets contained in CON-CAT-10300, "Monopole Standard Drawings and Approved Reinforcement Components". 26. If ASTM A325 or A490 bolts, and/or threaded rods are specified to be pre -tensioned, these shall be installed and tightened to the pretensioned condition according to the requirements of the RCSC Specification for Structural Joints Using ASTM High Strength Bolts. 27 28 13. After fabrication, hot -dip galvanize all steel items, UNO. Galvanize per ASTM A123, ASTM Al53/A153M, or ASTM A653 G90, as applicable. ASTM A490 bolts shall not be hot -dip galvanized, but shall instead be coated with Magni 565 or FOR approved equivalent, per ASTM F2833. 29 14. Contractor Personnel shall not drill holes in any new or existing structural members, other than those drilled holes shown on structural drawings, without the approval of the EOR. 15. For a list of Crown -approved cold galvanizing compounds, refer to OPS-STD-10149, "Tower Protective Coatings Guidelines". 16. All exposed structural steel as the result of this scope of Work including welds (after final inspection of the weld by the CWI), field drilled holes, and shaft interiors (where accessible), shall be cleaned and two (2) coats cold galvanizing shall be applied by brush in accordance with OPS-STD-10149, "Tower Protective Coatings Guidelines". Photo documentation is required to be submitted to the MI Inspector. 30 All proposed and/or replaced bolts shall be of sufficient length such that the end of the bolt be at least flush with the face of the nut. It is not permitted for the bolt end to be below the face of the nut after tightening is completed. If scope of modification involves bark removal or installation, the GC shall reference CED-SOW-10265, "Tree Concealment for Monopoles", as well as CED-STD-10395, "Installation Guidelines for Bark Surfaces". If scope of modification involves concealment components including branching, the GC shall reverence CED-CAT-10398 "Monopole Concealed Decorative Structures (CDS) Approved Components". All new branch installation required tethering. If scope of modification involves cathodic protection, the GC shall reference CED-SOW-10397, Cathodic Protection Installation, Replacement, and Enhancement". Copyright 2022, by Paul J Ford and Company, I Rights Reserved. This document and a data contained herein, is proprietary Paul J. Ford and Company, issued in ict confidence and shall not, without the or written permission of Paul J. Ford id Company, be reproduced, copied or ed for any purpose other than the ended use for this specific project. N o W N 'o IN � }= o X moo, v; a W o =3 2 5 a Mr�o QUA°' Z W w L� U) N N 7C) N 0 O 2 V o mLU Q) = N L.L �° — 0 0 0 CA o � a U Of W LLI zO O zO O m Q o O W 00 O Z 0 O LL 00 0Q 0Z$ w 0 m PROJECT No: 37522-0178.001.7700 DRAWN BY: RMK DESIGNED BY: AMS CHECKED BY: DATE: 6/27/2022 GENERAL NOTES ,S DATE I DESCRIPTION © Copyright 2022, by Paul J Ford and Company, All Rights Reserved. This document and PLUMB NOTES: the data contained herein, is proprietary to Paul J. Ford and Company, issued in strict confidence and shall not, without the 1. CHECK OF VERTICAL ALIGNMENT AND LEVEL OF BASE TOWER AND prior written permission of Paul J. Ford CANISTER ASSEMBLY SECTIONS FOR CONFORMANCE TO A PLUMB and Company, be reproduced, copied or used for any purpose other than the CONDITION IN ACCORDANCE WITH ANSI/TIA-222-H STANDARDS. PLUMB intended use for this specific project. W CONDITION IS TO BE DOCUMENTED WITH PROPER NOTES AND PICTURES TO PROVE, AT A MINIMUM, THE FOLLOWING: IQ E A. DEFLECTION CALCULATIONS PER ANSI/TIA-222-H STANDARDS cli m i v -a J a X B. MINIMUM AND MAXIMUM (I.E. HOT AND COLD SURFACE TEMPERATURE LL. Z' CU o READINGS ON BASE MONOPOLE. Q 3 z 3 a 0 C. TIME OF DAY MEASUREMENT WAS TAKEN (E.G. DAWN, NOON, DUSK) �� U F D. PICTURES OF A LEVEL OR DIGITAL INCLINOMETER MEASURED AT A 0 7 Z U) MINIMUM OF (3) EQUIDISTANT LOCATIONS AROUND THE BASEPLATE TO a U PROVE LEVEL CONDITION. L W `° E. AZIMUTH OR MONOPOLE FLAT NUMBER OF THE DIRECTION OF THE N N o f O 2 OUT -OF -PLUMB DEFLECTION. m M o� oa o U � a ry W z O O zO O m Q o O C/) 00 CO z o LO O LU 00 p 0 �$ W 0 m 061074-10 PROJECT No: 37522-0178.001.7700 DRAWN BY: RMK DESIGNED BY: AMS CHECKED BY: DATE: 6/27/2022 GENERAL NOTES N-2 DATE DESCRIPTION © Copyright 2022, by Paul J. Ford and Company, All Rights Reserved. This document and 82' the data contained herein, is proprietary to Paul J. Ford and Company, issued in I' strict confidence and shall not, without the prior written permission of Paul J. Ford and Company, be reproduced, copied or used for any purpose other than the intended use for this specific project. II �I N II w N Lo Lo E m E7- Cl)cli 2 1 A C }x ° z �I H m rn O iL Z ur a � x �I �� a Foil 11 f m � 20 U F- �'y w1 1 ��"/�� w t,,oy� N 0 ?�: U) B D 60 �1R1 } w N N Co 6 N F- 2 O 2 Qo m F M W C O r z oa ' ` $ v Lon a 4 0' L r 1 z O O F- a- J Z O O m Q o � 00 0 z o L0 O LL- LO 00 p LJJ 0 m (OTHER CONSIDERED EQUIPMENT) (9) 7/8" TO 63 FT LEVEL (9) 7/8" TO 69 FT LEVEL (PROPOSED EQUIPMENT CONFIGURATION) (6) 7/8" TO 75 FT LEVEL (3)1-5/8" TO 75 FT LEVEL PROJECT No: 37522-0178.001.7700 (6) 7/8" TO 80 FT LEVEL�NETH DRAWN BY: RMK DESIGNED BY: AMS CHECKED BY: (OTHER CONSIDERED EQUIPMENT) �� DATE: 6/27/2022 0„ (2) 7/8" TO 63 FT LEVEL y �, (417/8" TO 69 FT LEVEL MONOPOLE �G 51427 G ` PROFILE POLE ELEVATION 1 COAX LAYOUT S-1 S-1 s z� zz �+- N S REV DATE DESCRIPTION TOWER MODIFICATION SCHEDULE REFERENCE ELEVATION TOWER MODIFICATION DESCRIPTION SHEETS OA 60'-0" TO 82'-0" REMOVE EXISTING CONCEALMENT SPINE AND SHROUDS. SAFELY REMOVE AND STORE SHROUD FROM 60' S-1 TO 72' AND BULKHEAD AT 60' FOR REINSTALLATION © 60'-0"± ENLARGE HOLES IN EXISTING BASE POLE FLANGE AND EXISTING BULKHEAD S-4 © 60'-0" TO 82'-0" INSTALL NEW CONCEALMENT SPINE S-2 TO S-4 O 60'-0"± REINSTALL EXISTING CONCEALMENT BULKHEAD S-1 OE 72'-0"± INSTALL NEW CONCEALMENT BULKHEAD S-2 TO S-4 60'-0" TO 72'-0" REINSTALL EXISTING CONCEALMENT SHROUD S-1 NEW CONCEALMENT ASSEMBLY SHALL BE PROVIDED BY EHRESMANN ENGINEERING INC. (REF © 72'-0" TO 82'-0" JOB#:112210, DATED: 06/23/2022). CONTACT DEREK OCHOA D.00HOA@EHRESMANNENGINEERING.COM OR S-1 605.665.7532 OH 60'-0" TO 82'-0" INSTALL CONCEALMENT REINFORCING SOLUTION PER CROWN CASTLE DOC OPS-PRC-10127 S-1 01 60'-0" TO 82'-0" PAINT MODIFICATIONS TO MATCH MONOPOLE S-1 PRIOR TO FABRICATION AND INSTALLATION CONTRACTOR SHALL VERIFY ALL LENGTHS AND QUANTITIES GIVEN. LENGTH AND QUANTITIES PROVIDED ARE FOR QUOTING PURPOSES ONLY AND SHALL NOT BE USED FOR FABRICATION. "FOR PARTS NOT DETAILED WITHIN THE DRAWING AND STARTING WITH "CCI-", SEE CATALOG FOR DETAILS: CED-CAT-10300, MONOPOLE STANDARD DRAWINGS AND APPROVED REINFORCEMENT COMPONENTS MANUFACTURER POLE SPECIFICATIONS TAPER OIN/FT BASE PLATE STEEL ASTM A572 GR 50 (FY=50 KSI) ANCHOR RODS 1.5"o ASTM F1554 GR 55 (FY=55 KSI) FLANGE BOLTS 7/8"0 & 1 "o ASTM A325 (FY=92 KSI) SHAFT SECTION DATA SHAFT SECTION SECTION LENGTH (FT) POLE SHAFT THICKNESS (IN) LAP SPLICE (FT) DIAMETER ACROSS FLATS (IN) POLE GRADE (KSI) FLANGE PLATE GRADE (KSI) POLE SHAPE @TOP @BOTTOM 1 20.000 0.3750 30.000 30.000 35 36 ROUND 2 40.000 0.3750 30.000 30.000 35 36 ROUND NOTE: DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES © Copyright 2022, by Paul J Ford and Company, All Rights Reserved. This document and the data contained herein, is proprietary to Paul J. Ford and Company, issued in strict confidence and shall not, without the prior written permission of Paul J. Ford and Company, be reproduced, copied or used for any purpose other than the intended use for this specific project. W `o N N u7 E � O IN IN M -Q �2 X }_ moo: W LL u; a ° � 2 a �0 C) oU) MM 4 m N N 2 CONTRACTOR NOTE: COLOR OF CONCEALMENT SHALL MATCH EXISTING POLE. CONTRACTOR TO COMPLETE SITE VISIT TO p O o CONFIRM EXISTING COLOR. CONTRACTOR SHALL PROVIDE A COLOR SAMPLE TO THE CROWN CASTLE PM rn o° CO ~ M OR CM FOR APPROVAL PRIOR TO FABRICATION. w N 0 0 O Lo z CN U o M = n a I..f� W z O O .—J_I z O2-7 O m Q o O c� 00 CD 0 Z � LO LL Q LO 0 CO W 0 M� W PROJECT No: 37522-0178.001.7700 ,NNETN DRAWN BY RMK DESIGNED BY: AMS CHECKED BY: DATE: 6/27/2022 h ' CONCEALMENT �5ta TABLES & CHARTS o � 0 06/2�/zz C —2 REV DATE DESCRIPTION J NEW CONCEALMENT SHROUD DATA BOTTOM ELEVATION TOP ELEVATION LENGTH SHAPE DIAMETER (IN) VENTED/NON-VENTED 72'-0" 82'-0" 10'-0" 20-SIDED 56 VENTED NEW CONCEALMENT SPINE DATA BOTTOM ELEVATION TOP ELEVATION LENGTH AISC SHAPE DIAMETER (IN) THICKNESS (IN) GRADE 72'-0" 82'-0" 10'-0" PIPE 8 STD 8.625 0.322 A53-B-35 60'-0" 72'-0" 12'-0" PIPE 8 STD 8.625 0.322 A53-B-35 ANTENNA MODEL QTY ANTENNA CENTERLINE ELEVATION HEIGHT (IN) DEPTH (IN) WIDTH (IN) AIR 6449 B77 3 80'-0" 30.60 10.60 15.9 ATSBT-TOP-FM 3 77'-0" 5.63 2 3.7 RCMDC-1065-PF-48 3 77'-0" 15.95 8.15 10.15 NNH4-65A-R6 3 75'-0" 55.1 7.8 19.6 TBC-67C-A-P-4SF 6 75'-0" 6.38 7.32 7.24 TMAT192123B68-31 6 69'-0" 11.1 3.8 9.4 DBC0135F3V93-1 3 69'-0" 12.56 10.47 10.13 80010964 3 69'-0" 59 6.9 20 78211288 6 63'-0" 6.71 6.57 6.02 80010964 3 63'-0" 59 6.9 20 NOTE: ALL ANTENNA DIMENSIONS HAVE BEEN PROVIDED BY CROWN CASTLE. A 4"SPACING BETWEEN THE SPINE AND ANTENNA HAS BEEN ASSUMED. COAX MODEL QTY ELEVATION NOMINAL DIAMETER (IN) ACTUAL DIAMETER (IN) AI-50 6 80'-0" 7/8 1.1 AI-50 6 75'-0" 7/8 1.1 H6158-21U6S12-XXXM-01 3 75'-0" 15/8 1.99 LDF5-50A 13 69'-0" 7/8 1.09 LDF5-50A 11 63'-0" 7/8 1.09 NOTE: COAX LAYOUT AND FIT IS THEORETICAL. ACTUAL LAYOUT AND FIT MAY VARY PENDING EXISTING CONDITIONS. 82'-0" NEW BULKHEAD PLATE BY OTHERS NEW CONCEALMENT FLANGE PLATE FP1- NEW CONCEALMENT SPINE (SEE CHART ON S-2) NEW ANTENNA CONCEALMENT (SEE CHART ON S-2) NEW CONCEALMENT FLANGE PLATE FP1— NEW BULKHEAD PLATE BY OTHERS — 72'-0" NEW BULKHEAD BH1 NEW CONCEALMENT SPINE (SEE CHART ON S-2) EXISTING ANTENNA CONCEALMENT SHROUD TO BE REINSTALLED — NEW CONCEALMENT FLANGE PLATE SFP1 EXISTING BULKHEAD TO BE REINSTALLED — 60'-0" EXISTING BASE POLE TOP FLANGE PLATE - ■ — — —L— = J— ------ IL —,-----r--------- ■ NEW CONCEALMENT SHROUD (BY OTHERS) (SEE CHART ON S-2) ANTENNA(1 EXISTING ANTENNA CONCEALMENT SHROUD TO BE REINST" " THE (TYP) AN - SECTION 2 (PROPOSED ANTENNA FIT) �+-3 EXISTING BASE POLE SHAFT PARTIAL ELEVATION 1 S-3 FREVT DATE SECTION 4 (PROPOSED ANTENNA FIT) L-3 DESCRIPTION NEW SPINE NEW SPINE NEW CONCEALMENT SHROUD (BY OTHERS) (SEE CHART ON S-2) THE (TYP) ANTENNA (TYP) EXISTING ANTENNA CONCEALMENT SHROUD TO BE REINSTALLED — THE (TYP) ANTENNA (TYP) NEW SPINE SECTION 3 (PROPOSED ANTENNA FIT) �+-3 NEW SPINE SECTION 5 (PROPOSED ANTENNA FIT) �+-3 NNETN R 51427 G�RAL ECG 06/27/22 Copyright 2022, by Paul J. Ford and Company, ,II Rights Reserved. This document and ie data contained herein, is proprietary Paul J. Ford and Company, issued in trict confidence and shall not, without the rior written permission of Paul J. Ford Ind Company, be reproduced, copied or sed for any purpose other than the itended use for this specific project. U W N `° N Lo I�N J M v� Q X ,,.2 w O Z iL ur a � ) �/ J W 0 P4a A. E � �I E 3 o m MJ20 U M eN � `"� a) Z t- r L #I W co N N 2 p N � O 0 Qo 00 CDH 2 M W C O of O r L Na Z $m a 0. LL1 z O O F— n J Z O O m Q o O C) 00 0 Z 0 Ln OLO ZM L L 00 0 W � M� W PROJECT No: 37522-0178.001.7700 DRAWN BY: RMK DESIGNED BY: AMS CHECKED BY: DATE: 6/2712022 CONCEALMENT PARTIAL ELEVATION ralw (TYP) ' GsFP ® NEW CONCEALMENT (TYP) �� FLANGE PLATE FP1 l (TYP) NEW CONCEALMENT SPINE Q (6)1"o A325 BOLTS. TIGHTEN A THK x BOLTS PER AISC "TURN OF BsFPo PLATE (CSFP) DSFPO THE NUT" METHOD. sFP HOLES ON o EsFPBC SECTION 1 EL 72'-0" & 82'-0" �+_� BULKHEADS BY OTHERS. BULKHEADS NOT SHOW FOR CLARITY. SPOKED FLANGE PLATE SPOKED FLANGE PLATE PART # ELEVATION QTY SOLID PLATE MAT'L SPEC ASFP (IN) BSFP (IN) CSFP DSFP (IN) ESFP (IN) FSFP (IN) GSFP (IN) JSFP (IN) SFP1 6U-0" 1 ASTM A36 21/4 30 4 11/8 24 6 3 **FABRICATOR SHALL DETERMINE HOLE DIAMETER FOR GALVANIZATION A, THK x BFPO PLAT 3/8 (1/4) (CFP) DFPo HOLES EQUALLY SPACED ON EFP BOLT CIRCLE ° 1/4" RING PLATE(A36) _ 31/ 48 7/8"o MAX INCLUDING 1/4" RING PLATE � EXISTING BULKHEAD PLATE TO BE REINSTALLED COAX NEW CONCEALMENT SPINE EXISTING 7/8"o HOLE TO BE ENLARGED TO 1 1/8"o IN EXISTING BASE POLE FLANGE AND EXISTING BULKHEAD. — (6)1 1/8"o HOLES ON 12" BC FLANGE PLATE PART # ELEVATION QTY MAT'L SPEC AFP (IN) BFP (IN) Cl DFP (IN) EFP (IN) FFPO (IN) z' MN FP1 72'-0" & 82'-0" 3 ASTM A36 2 14 6 1 1/8 12 * * A - O **FABRICATOR SHALL DETERMINE HOLE DIAMETER FOR GALVANIZATION RV (TYP) O O 0- NEW CONCEALMENT SPINE (9) 5/16" WELDED HEX NUTS, EVENLY SPACED CJP, UT, MT 3/4" THK 3/8 NEW CONCEALMENT BULKHEAD PLATE MK—BH1 FLANGE PLATE FP1 AND SPOKED FLANGE (1 REQUIRED) (ASTM A36) PLATE SFP1 FLANGE PLATE WELD NEW CONCEALMENT FLANGE PLATE SFPi SECTION 2 EL 60' S-^ MESH Copyright 2022, by Paul J Ford and Company, I Rights Reserved. This document and a data contained herein, is proprietary Paul J. Ford and Company, issued in ict confidence and shall not, without the or written permission of Paul J. Ford id Company, be reproduced, copied or ed for any purpose other than the ended use for this specific project. N `° u7 E o W N � IN IN � o X }= w �O 3 =i n O =3 2 � 5 � � amm o M 3 0 U o D aU Z W w L� m N N 2 1"o A325 BOLTS. 70 N O � o = (4) (FV) co TIGHTEN BOLTS PER AISC "TURN OF THE NUT" METHOD. O — o p REUSE OF EXISTING BOLTS IS PROHIBITED. N V � a 06/Z7/ZZ ry W z O O zO O m ¢ O C/) 00 � Z 0 Liz O L L y00.� 0 0 ZYt L1J 0 Im PROJECT No: 37522-0178.001.7700 DRAWN BY: RMK DESIGNED BY: AMS CHECKED BY: DATE: 6/27/2022 CONCEALMENT SECTIONS & DETAILS S-4 DATE DESCRIPTION TOP VIEW ELEV. 82.0'± N.T.S. 56" 0± 50$" O± CANISTER VIEW ELEV. 72.0' ± - 82.0'± N.T.S. ELEV. 82.0'± - ELEV. 72.0'± - ELEV. 60.0'± - 0 PARTIAL ELEVATION EHRESMANN ENGINEERING CONSULTING ENGINEERINGS 4400 WEST 31 ST STREET em 'N YANKTON, SD 57078 ` (605) 665-7532 16 mar . (605) 665-9780 www.ehresmannengineering.com CONCEALMENT CONTACT: DEREK OCHOA. D.00HOA@EHRESMANNENGINEERING.COM CANISTER RES TO -MOD INSTALLATION DRAWINGS '011 INDEX OF DRAWINGS DESCRIPTION DWG# DESCRIPTION DWG# MODIFICATION INSTALLATION COVER/TITLE PAGE 11221OE01 CONCEALMENT SHROUDS, H-BRACKET ASSEMBLY 11221OE02 INSTALLATION DETAILS EHRESMANN ENGINEERING INSTALLATION GUIDE AND WARRANTY CONCEALMENT SHROUDS, TYPICAL CANISTER SHROUDS 11221OE03 WARRANTY INSTALLATION DETAILS HDPE MATERIAL CHARACTERISTIC & MSDS - HDPE-MAT-REV02 CROWN CASTLE CONCEALMENT REINFORCEMENT OPS-PRC-10127 PHYSICAL AND CHEMICAL CHARACTERISTICS SOLUTION (REV D; 06/29/2020) CONCEALMENT SHROUDS, BULKHEAD 11221OE01 INSTALLATION DETAILS EOR: PJF (CROWN CASTLE) EEI JOB ORDER #112210 DATE: 06/23/2022 EEI PROPOSAL: N/A EEI PROPOSAL DATE: N/A SITE: BU #855640 BALLINGER 9920 EDMONDS WAY EDMONDS, WASHINGTON 98020 LAT: 47' 47' 22.77" ; LONG: -122' 21' 57.43" MOD HEIGHT: 60.0'± - 82.0'± POLE HEIGHT: 60.0'± MAST HEIGHT: 82.0'± CANISTER DIA : 56"0± (VENTED) [20,4] sEOR: PROJECT NO.: #37522-0178.001.7700 EOR: WO NO.: 2118397 EOR: PO NO.: 00698 EOR: PO DATE: 06/03/2022 GENERAL NOTES: 1. FROM THIS POINT FORWARD, EHRESMANN ENGINEERING SHALL BE REFERRED TO AS LEI. 2. THESE DRAWINGS ARE A PRELIMINARY DESIGN TO BE USED FOR REPRESENTATIVE AND BIDDING PURPOSES ONLY. THESE DRAWINGS ARE NOT TO BE USED, IN PART OR IN WHOLE, FOR FABRICATION OR INSTALLATION. 3, THESE ARE CONSIDER TO BE FINAL INSTALLATION DRAWINGS ONCE THEY HAVE BEEN APPROVED BY THE GENERAL CONTRACTOR (GC) AND THE ENGINEERING OF RECORD (EOR). 4. THE EEI CONCEALMENT REPRESENTATIVE, DEREK OCHOA, MAYBE BE CONTACTED AT D.00HOA@EHRESMANNENGINEERING.COM OR BY CALLING 605.665.7532. A MOBILE NUMBER IS AVAILABLE UPON REQUEST. 5. ALL ITEMS SHOULD BE SORTED AND VERIFIED BEFORE FINAL ASSEMBLY. 6. EEI IS NOT RESPONSIBLE FOR ANY DAMAGE OR BACK CHARGES DUE TO INCORRECT HANDLING, IMPROPER INSTALLATION, AND/OR FAILURE TO READ THROUGH AND UNDERSTAND THIS INSTALLATION PACKAGE. 7, FOR MODIFICATION JOBS, FIELD VERIFY ALL ITEMS FOR PROPER FIT AND ALIGNMENT BEFORE FINAL ASSEMBLY AND ATTACHMENT. EEI WILL NOT BE RESPONSIBLE FOR IMPROPER FIT OR CORRESPONDING BACK CHARGES WHERE EEI WAS NOT A PARTY TO SITE INSPECTION, STRUCTURAL MODIFICATION DESIGN AND/OR COMPLETE INSTALLATION OF ALL STRUCTURAL AND CONCEALMENT ITEMS. PAINT INFORMATION PAINT COLOR TBD SW COLOR CODE SWxxxx STEEL PAINT AREA TBD (FT.2) HDPE PAINT AREA TBD (FT.2) TOTAL PAINT AREA TBD (FT.2) PROPRIETARY/PATENT NOTES: 1. ALL EHRESMANN ENGINEERING (EEI) CONCEALMENT ITEMS, DESIGNS, AND SPECIFICATIONS ARE PROPRIETARY AND THE PROPERTY OF EEI. 2. THESE DRAWINGS SHALL NOT BE REPRODUCE OR USED IN WHOLE, OR IN PART, AS THE BASIS OF THE MANUFACTURING OR SALE OF ANY CONCEALMENT ITEMS WITHOUT THE EXPRESS WRITTEN PERMISSION OF EEI OR ITS REPRESENTATIVE. 3. EEI CONCEALMENT ITEMS ARE PATENTED. PATENT NO. 10,749,240 & PATENT NO. 11,098,396, ALL OTHER ITEMS NOT COVERED UNDER THE AFOREMENTIONED PATENTS ARE TO BE CONSIDERED AS PATENT PENDING BY THE UNITED STATES PATENT AND TRADEMARK OFFICE. Ehresmann Engineering Resto-mod Canister, Pine Branch, New Structures, & Modification Materials Installation Guide and Warranty EHRESMANN ENGINEERING TAKES CUSTOMER SERVICE SERIOUSLY. PLEASE CONTACT US IMMEDIATELY AT (605) 665-7532 REGARDING ANY DIFFICULTIES OR CONCERENS WITH OUR PRODUCT OR ITS INSTALLATION PROCEDURE. WE CANNOT SUPPORT OR BE OF ASSISTANCE UNLESS YOU NOTIFY US FIRST AND FOREMOST. EHRESMANN IS NOT RESPONSIBLE FOR ANY EXPENSES / DOWN TIME OR LOSS OF WARRANTY PROTECTION WHEN WE ARE NOT INFORMED OF POSSIBLE ISSUES. 1. Ehresmann canisters/branches have a (5) five-year limited structural component (HDPE material) warranty and a (1) one- year limited paint warranty from date of shipment, provided they are properly handled and installed. This warranty includes canisters/branches replacement materials only and does not include any freight, crane or installation expenses. 2. All canisters/branches must be inventoried and inspected upon receipt. Any missing, cracked or damaged canisters/branches (in transit to site) will be replaced if Ehresmann is notified of damage immediately upon customer's receipt using the form below. Any damaged canisters/branches identified after truck off-load will be the responsibility of the installation crew. 3. This warranty will be null and void unless the canisters/branches are installed by a qualified installation crew per our specific installation procedures. Any future work that requires canisters/branches removal also requires reinstallation according to our specific procedures. Pictures of completed canisters/branches installation or reinstallation must be provided to Ehresmann to verify that the canisters/branches are installed properly. 4. These canisters/branches are site specific, hand crafted from HDPE materials. They are lighter, but not stronger than steel and should be handled delicately as plastic HDPE materials. 5. If canisters/branches are dropped or mishandled, they can crack or break. 6. Cracked canisters/branches should not be installed. 7. HDPE canisters/branches should not be installed or handled in winds over 10 mph or temperatures less than 20 degrees Fahrenheit. 8. We cannot stress enough the importance of proper handling of Ehresmann canisters/branches during transportation, offload, any storage and installation. Note: Most designs including manufactured components are site and elevation specific. Therefore, it's impossible to account for any and all problems that may be encountered during installation. EEI will not be held responsible for any additional delays, downtime, fees incurred during the installation process. Contracted personal MUST notify EEI first if any issues arise before attempts are taken to rectify independently. Simple specified, don't attempt to solve a possible matter until EEI has been brought into the picture and asked for valuable input. If solutions are derived involving supplementary expenses without EEI participation and approval, WE ARE NOT RESPONSIBLE. All canisters/branches have been received in good condition and I assume full responsibility of their care during the installation. I acknowledge I have read and fully understand this canisters/branches installation guide and agree to these instructions. Company Name: Crew Representative: Site Name: Date materials received: Please indicate any damaged or missing items below: 1. 2. (signature required) **An Ehresmann representative will be available to oversee any canisters/branches installation on site if requested at additional expense. MATERIAL SAFETY DATA SHEET Product Designation: Recycled HDPE (High Density Polyethylene) Section 1 Manufacturer's Name/Address: Phone 320-834-2293 Reprocessed Plastics, Inc. Fax 320-834-2290 Dba. Recycled Plastics Email office@gipo-rpi.com PO Box 125 Website www.gipo-rpi.com 8301 County Rd. 82 NW Garfield, MN 56332 Section 2-Hazardous Ingredients/Identity This product has not been evaluated as a whole. However, some fumes may be released upon heating and the user must take the necessary precautions (ventilation, personal protective equipment, etc.) to protect employees from exposure (see Section 7-Special Precautions.) Hazardous Component(s) OSHA ACGIH Other Exp. CAS chemiralicamman Names PFI PFl l imi4c �LNumher Polyethylene Plastics N/L N/L N/L 100 9002-88-4 This material is NOT HAZARDOUS by OSHA communication definition. Section 3-Physical and Chemical Characteristics TFST ARTM NIIMRFR TYPIr All VAI [IF Tensile Strength D 638 1,800 — 3,000 psi Modulus of Elasticity D 638 50,000 — 150,000 psi Elongation D 638 5 — 50 % Flexural Modulus D 790 100,000 — 200,000 psi Compression D 1037 3,000 — 5,000 psi Moisture Content D 570 0 % Water Absorption D 570 0 % Density D 1895 0.92 — 1.5 g/cc Hardness — Shore D D 2240 50 — 108 Sheer Strength D 732 1,800 — 2,500 psi Ultimate Sheer Strength D 143 500 — 600 psi This Material Safety Data Sheet and the information it contains are offered to you in good faith as accurate. We believe the information it contains to be correct but cannot guarantee its accuracy or completeness. It is the user's obligation to evaluate and use this product safely and to comply with all applicable laws and regulations. No statement made in this data sheet shall be construed as a permission or recommendation for the use of any product in a manner that might infringe existing patents. No warranty is made, either expressed or implied. Section 3-Physical and Chemical Characteristics -Continued Abrasion Resistance D 2394 0.005" — 0.015" wear/1000 revs Self -Ignition Temperature D 1929 700 — 850 F Flash Ignition Temperature D 1929 650 — 750 F Flame Spread Coefficient of Linear Thermal Expansion Static Coefficient of Friction Notched izod impact Direct Nail Withdrawal Nail Head Pull Through E 84 70 — 90 D696 1.0 — 2.0 x 10 in/in/ F D 2047 0.1 — 0.5 D 746 0.7 — No Break lbs. /in D 1037 40 — 60 lbs. D 1037 400 — 500 lbs. Thermal Resistance C 177 1.386 F ft. h/BTU Thermal Conductance C 177 0.72 BTU-in/ft. F Thermal Conductivity C 177 0.378 in/ft. h F Thermal Resistivity C 177 2.78 ft. F h/BTU Termite Resistance D 1761 9.6 — 9.8 rating Modulus of Rupture D 4761 1,400 — 1,600 psi Fungus Resistance D 1413 No Decay Leachate (f) TCLP-EPA 1311 Pass Fungal Resistance US Military Standard 810-D No signs of visible fungal growth Method 508.3 Ultra Violet Deterioration Rate Insignificant * based on V' thick material "Note - This is for virgin HDPE. Recycled material will be as good as 90% of the above. There are absolutely no guarantees for any of our recycled material. Appearance and Odor Color varies; faint aromatic odor Melting Point 220-280°F (108-138°C) This Material Safety Data Sheet and the information it contains are offered to you in good faith as accurate. We believe the information it contains to be correct but cannot guarantee its accuracy or completeness. It is the user's obligation to evaluate and use this product safely and to comply with all applicable laws and regulations. No statement made in this data sheet shall be construed as a permission or recommendation for the use of any product in a manner that might infringe existing patents. No warranty is made, either expressed or implied. ELEV. 82.0'± - BH#3 9'-114"+ 9' 11$„+ PIPE 8 STD 56CSV119.63 20 A53-13-35 (4) — PROPOSED NEW SPINE FLANGE TO FLANGE ELEV. 72.0'± - BH#1 / BH#2 W D_001 11'-102"± PIPE 8 STD A53-B-35 PROPOSED NEW SPINE FLANGE TO FLANGE A A ELEV. 60.0'± - ------ EXISTING EXISTING POLE FLANGE PLATE PARTIAL ELEVATION W D_003 SECTION C-C N.T.S. WD 00: SECTION B-B N.T.S. ' EXISTI BULKHE RE-INST/ BLT'C' (6) FW 'A' (6) NOTES #1 Weldment WD 001 W D_002 WD 003 — NOTE #6 0�'J p� c 1� BLT'B' (6) FW 'A' (6) NOTES #1 BLT W (4) FW 'A'(4) NOTES #1, #2, & #3 L� �o Part Qty Description Weight 1 BH #1 - 56" 0 A572 GR.50/65 (ROUND) --- 1 BH #2 - 56" 0 A572 GR.50/65 (20 SD, 4 SEC) --- 1 BH #3 - 56" 0 A572 GR.50/65 (20 SD, 4 SEC) --- BLT'A' 4 1-8 A325 BOLT W/NUT L/W/ GLV --- BLT'B' 6 1-8 A325 BOLT W/NUT L/W/ GLV --- BLT'C' 6 1 1-8 A325 BOLT W/NUT L/W/ GLV --- FW 16 1 1-1/8 HARD RND WASHER DOMESTIC F436 HDG -- OMN, TOTAL WT = TBD# GENERAL NOTES: 1. ALL BOLTS TO BE TIGHTENED PER AISC "TURN OF THE NUT" METHOD UNO. L/W NOT REQUIRED. 2. REUSE OF EXISTING BOLTS IS PROHIBITED. 3. CONTRACTOR TO FIELD VERIFY EXISTING BOLT HOLE LOCATION PRIOR TO FABRICATION. COMPLETE MAPPING IS REQUIRED PRIOR TO FINAL DESIGN AND FABRICATION. 4. BOLT & STUD LENGTHS AS REQUIRED. TBD ONCE DESIGN APPROVED BY THE FOR AND FINALIZED. 5. ALL DESIGN, MATERIAL SPECIFICATIONS, AND WEIGHTS WILL BE FINALIZED ONCE THE FINAL INSTALLATION DRAWINGS ARE COMPLETED AND REVIEWED / APPROVED BY THE GENERAL CONTRACTOR (GC) AND THE ENGINEERING OF RECORD (EOR). 6. TO ALLOW FOR COOLING AND TO EXCLUDED INTERIOR WILD LIFE, BULKHEADS ARE TO HAVE STEEL MESH AS NEEDED. 7. COVER, SPLICE, AND WASHER PLATES ARE TO BE USED AS NEEDED. COVER, SPLICE, AND WASHER PLATES ARE COSMETIC ONLY AND NOT CONSIDERED STRUCTURAL - UNLESS OTHERWISE SPECIFIED AND NOTED ON THE DRAWINGS. 8. FOR BOLT -ON CANISTERS, DRILL EXISTING CANISTER MOUNTING HOLE AND ADDITIONAL HOLES TO 9/16"0 MAX. COLD GALVANIZE ONCE ALL HOLES ARE DRILLED AND TAPPED. ALL PLATE TO BE A572 GRADE 50/65 UNO. 9. ALL ROUND TUBING TO BE A500 GRADE B 50 KSI - UNLESS OTHERWISE SPECIFIED. 10. ALL SHAPED TUBING TO BE A500 GRADE B 50 KSI - UNLESS OTHERWISE SPECIFIED. 11. ENSURE THAT ALL FASTENERS AND ASSOCIATED HARDWARE ARE INSTALLED IN ACCORDANCE WITH THE DRAWINGS. 12. HANDLE CONCEALMENT ITEMS WITH CARE. EEI IS NOT RESPONSIBLE FOR DAMAGE DUE TO NEGLECTFUL HANDLING ON SITE BY EITHER THE TRANSPORTATION COMPANY OR INSTALLATION CREW - OR THEIR REPRESENTATIVES. 13. QC PHOTOS ARE TAKEN PRIOR TO PACKAGING AND SHIPPING. 14. ALL INSTALLATION DRAWINGS ARE TO BE REVIEWED BEFORE THE START AND DUING THE INSTALLATION PROCESS. THE EEI CONCEALMENT REPRESENTATIVE, DEREK OCHOA IS AVAILABLE AND MAYBE BE CONTACTED AT THE FOLLOWING E-MAIL: 'D.00HOA@EHRESMANNENGINEERING.COM' AND BY THE NUMBERS LISTED BELOW IN THE TITLE BLOCK. A MOBILE NUMBER IS AVAIABLE UPON REQUEST. 15. ALL ITEMS SHOULD BE SORTED AND VERIFIED BEFORE FINAL ASSEMBLY. 16. EEI IS NOT RESPONSIBLE FOR ANY DAMAGE OR BACK CHARGES DUE TO INCORRECT HANDLING, IMPROPER INSTALLATION, AND/OR FAILURE TO READ THROUGH AND UNDERSTAND THIS INSTALLATION PACKAGE. 17. FOR MODIFICATION JOBS, FIELD VERIFY ALL ITEMS FOR PROPER FIT AND ALIGNMENT BEFORE FINAL ASSEMBLY AND ATTACHMENT. EEI WILL NOT BE RESPONSIBLE FOR IMPROPER FIT OR CORRESPONDING BACK CHARGES WHERE EEI WAS NOT A PARTY TO SITE INSPECTION, STRUCTURAL MODIFICATION DESIGN AND/OR COMPLETE INSTALLATION OF ALL STRUCTURAL AND CONCEALMENT ITEMS. PROPRIETARY / PATENT NOTES: 1. ALL EHRESMANN ENGINEERING (EEI) CONCEALMENT ITEMS, DESIGNS, AND SPECIFICATIONS ARE PROPRIETARY AND THE PROPERTY OF EEI. 2. THESE DRAWINGS SHALL NOT BE REPRODUCE OR USED IN WHOLE, OR IN PART, AS THE BASIS OF THE MANUFACTURING OR SALE OF ANY CONCEALMENT ITEMS WITHOUT THE EXPRESS WRITTEN PERMISSION OF EEI OR IT'S REPRESENTATIVE. 3. EEI CONCEALMENT ITEMS ARE PATENTED. PATENT NO. 10,749,240 & PATENT NO. 10,098,396. ALL OTHER ITEMS NOT COVERED UNDER THE AFOREMENTIONED PATENTS ARE TO BE CONSIDERED AS PATENT PENDING BY THE UNITED STATES PATENT AND TRADEMARK OFFICE. NAME IEhresmann Engineering DRAWN BY: DDO CHECKED BY: D.OG 0h �`�^�� TITLE: ENG APPR. ; CONCEALMENT SHROUDS MFG APPR. BULKHEAD INSTALLATION Q.C. DETAILS Site: BU #855640 4400 West 31st Street DWG. NO. BALLINGER, WA Yankton, SD 57078 11221 OE01 DRAWING CREATED 06/23/2022 605-665-7532 605-665-9780 Sheet NO. DESCRIPTION DATE Job# 112210-ehresmannengineering.com E01 Rev. 00 ELEV. 82.0'± - ELEV. 72.0'± - ELEV. 60.0'± - PARTIAL ELEVATION 10HBA119.63 (4) IMPORTANT - PLEASE READ FLAT WASHER NOTE 1. 541030 GOES ON THE OUTSIDE OF THE H-BRACKET (4X) AS SHOWN. 2. 541030 GOES ON THE INSIDE OF THE H-BRACKET (3X) AS SHOWN. 3. INTERIOR WELD NUT ONLY GETS 541030 ON THE OUTSIDE OF THE H-BRACKET - NOT ON THE INSIDE. 4. DO NOT USE 541033 - 3/8 X 1-1/4 FENDER WASHER ZP 5. 541033 IS FOR USE ON CANISTER SHROUDS ONLY - REF. PAGE'E03'. NO IMPACTS TOP MAST r H-BRACKET I ATTACHMENT ELEV. 109.0'± BOTTOM r H-BRACKET I ATTACHMENT ELEV. 99.0' ± :R ILI ` TYPICAL H- RB ACKET ATTACHMENT DETAILS <eo STEP #2 503059(1) Call O® 541030(2) c�rr �rs� 503062 (1) 541030 (1) STEP�O�® T 503059 ( (2) 541030(4) or Li PROPRIETARY / PATENT NOTES: 1. ALL EHRESMANN ENGINEERING (EEI) CONCEALMENT ITEMS, DESIGNS, AND SPECIFICATIONS ARE PROPRIETARY AND THE PROPERTY OF EEI. 2. THESE DRAWINGS SHALL NOT BE REPRODUCE OR USED IN WHOLE, OR IN PART, AS THE BASIS OF THE MANUFACTURING OR SALE OF ANY CONCEALMENT ITEMS WITHOUT THE EXPRESS WRITTEN PERMISSION OF EEI OR IT'S REPRESENTATIVE. 3. EEI CONCEALMENT ITEMS ARE PATENTED. PATENT NO. 10,749,240 & PATENT NO. 10,098,396. ALL OTHER ITEMS NOT COVERED UNDER THE AFOREMENTIONED PATENTS ARE TO BE CONSIDERED AS PATENT PENDING BY THE UNITED STATES PATENT AND TRADEMARK OFFICE. TOTAL WT = TBD# H-BRACKET ASSEMBLY ATTACHMENT STEPS: 1. INSTALL H-BRACKETS ASSEMBLIES BEGINNING AT THE TOP AND WORKING YOUR WAY TO DOWNWARD. 2. USE TOUCH-UP PAINT AS NEEDED TO COVER SCRATCHES, EXPOSED FASTENERS AND HARDWARE. COVER ALL EXPOSED SURFACES THAT WERE NOT PAINTED BY THE MANUFACTURE. 3. USE 503062 & 541030 TO ATTACH EITHER END OF THE H-BRACKET TO THE WELDMENT CHANNEL WITH THE WELD NUT ON THE BACK. - 541030 GOES ON THE OUTSIDE OF THE H-BRACKET ASSEMBLY. 4. USE 503105 & 541030 TO FINISH ATTACHING H-BRACKET TO TOP AND BOTTOM OF THE WELDMENT -(1) 541030 GOES ON THE OUTSIDE OF THE H-BRACKET ASSEMBLY 5. CONTINUE STEPS #1, #2, #3 AS YOU MOVE DOWNWARD TOWARDS THE MAST BASE. 1. ALL MATERIAL SPECIFICATIONS WILL BE FINALIZED ONCE THE FINAL INSTALLATION DRAWINGS ARE COMPLETED AND REVIEWED / APPROVED BY THE GENERAL CONTRACTOR (GC) AND THE ENGINEERING OF RECORD (EOR). 2. TO ALLOW FOR COOLING AND TO EXCLUDED INTERIOR WILD LIFE, BULKHEADS ARE TO HAVE STEEL MESH AS NEEDED. 3. COVER, SPLICE, AND WASHER PLATES ARE TO BE USED AS NEEDED. COVER, SPLICE, AND WASHER PLATES ARE COSMETIC ONLY AND NOT CONSIDERED STRUCTURAL - UNLESS OTHERWISE SPECIFIED AND NOTED ON THE DRAWINGS. 4. ALL PLATE TO BE A572 GRADE 50/65 - UNLESS OTHERWISE SPECIFIED. 5. ALL ROUND TUBING TO BE A500 GRADE B 50 KSI - UNLESS OTHERWISE SPECIFIED. 6. ALL SHAPED TUBING TO BE A500 GRADE B 50 KSI - UNLESS OTHERWISE SPECIFIED. 7. ENSURE THAT ALL FASTENERS AND ASSOCIATED HARDWARE ARE INSTALLED IN ACCORDANCE WITH THE DRAWINGS. 8. HANDLE CONCEALMENT ITEMS WITH CARE. EEI IS NOT RESPONSIBLE FOR DAMAGE DUE TO NEGLECTFUL HANDLING ON SITE BY EITHER THE TRANSPORTATION COMPANY OR INSTALLATION CREW - OR THEIR REPRESENTATIVES. 9. QC PHOTOS ARE TAKEN PRIOR TO PACKAGING AND SHIPPING. 10. ALL INSTALLATION DRAWINGS ARE TO BE REVIEWED BEFORE THE START AND DUING THE INSTALLATION PROCESS. THE EEI CONCEALMENT REPRESENTATIVE, DEREK OCHOA IS AVAILABLE AND MAYBE BE CONTACTED AT THE FOLLOWING E-MAIL:'D.00HOA@EHRESMANNENGINEERING.COM' AND BY THE NUMBERS LISTED BELOW IN THE TITLE BLOCK. A MOBILE NUMBER IS AVAIABLE UPON REQUEST. 11. ALL ITEMS SHOULD BE SORTED AND VERIFIED BEFORE FINAL ASSEMBLY. 12. EEI IS NOT RESPONSIBLE FOR ANY DAMAGE OR BACK CHARGES DUE TO INCORRECT HANDLING, IMPROPER INSTALLATION, AND/OR FAILURE TO READ THROUGH AND UNDERSTAND THIS INSTALLATION PACKAGE. 13. FOR MODIFICATION JOBS, FIELD VERIFY ALL ITEMS FOR PROPER FIT AND ALIGNMENT BEFORE FINAL ASSEMBLY AND ATTACHMENT. EEI WILL NOT BE RESPONSIBLE FOR IMPROPER FIT OR CORRESPONDING BACK CHARGES WHERE EEI WAS NOT A PARTY TO SITE INSPECTION, STRUCTURAL MODIFICATION DESIGN AND/OR COMPLETE INSTALLATION OF ALL STRUCTURAL AND CONCEALMENT ITEMS. IMPORTANT -PLEASE READ CANISTER SHROUD ATTACHMENT STEPS: INSTALL FROM TOP DOWN 1. INSERT CANISTER SHROUDS VERTICAL EDGES INTO THE EXPANSION GROOVE ON THE H-BRACKET ASSEMBLY AS SHOWN BELOW. 2. USE 91345A628 TO SECURE THE RIGHT AND LEFT SIDE OF THE CANISTER SHROUDS INTO THE H-BRACKET ASSEMBLY. EXPANSION GAP WILL NOT COMPRESS. NOTE: HAND -TIGHTEN ONLY. DO NOT USE IMPACT TOOL. 3. CENTER CANISTER SHROUD TOP AND BOTTOM SLOTS WITH WELDMENT HOLES. 4. SECURE CANISTER SHROUD TO BULKHEAD USING 503021 & 541033 AS SHOWN. 5. REPEAT STEPS #2 THRU #5. 6. COMPLETE CANISTER SHROUD INSTALLATION, VERIFYING CANISTER SHROUD'S ARE ALIGNED EVEN WITH EACH OTHER AND THAT 503024 AND 541033 ARE TIGHTENED. 7. ONCE INSTALLATION IS COMPLETED, VERIFY ALL 03021 & 541033 ARE SECURE. USE TOUCH-UP PAINT AS NEEDED TO COVER SCRATCHES, EXPOSED FASTENERS AND HARDWARE. COVER ALL EXPOSED SURFACES THAT WERE NOT PAINTED BY THE MANUFACTURE. GENERAL NOTES: 1. ALL MATERIAL SPECIFICATIONS WILL BE FINALIZED ONCE THE FINAL INSTALLATION DRAWINGS ARE COMPLETED AND REVIEWED / APPROVED BY THE GENERAL CONTRACTOR (GC) AND THE ENGINEERING OF RECORD (EOR). 2. TO ALLOW FOR COOLING AND TO EXCLUDED INTERIOR WILD LIFE, BULKHEADS ARE TO HAVE STEEL MESH AS NEEDED. 3. COVER, SPLICE, AND WASHER PLATES ARE TO BE USED AS NEEDED. COVER, SPLICE, AND WASHER PLATES ARE COSMETIC ONLY AND NOT CONSIDERED STRUCTURAL - UNLESS OTHERWISE SPECIFIED AND NOTED ON THE DRAWINGS. 4. ALL PLATE TO BE A572 GRADE 50/65 - UNLESS OTHERWISE SPECIFIED. 5. ALL ROUND TUBING TO BE A500 GRADE B 50 KSI - UNLESS OTHERWISE SPECIFIED. 6. ALL SHAPED TUBING TO BE A500 GRADE B 50 KSI - UNLESS OTHERWISE SPECIFIED. 7. ENSURE THAT ALL FASTENERS AND ASSOCIATED HARDWARE ARE INSTALLED IN ACCORDANCE WITH THE DRAWINGS. 8. HANDLE CONCEALMENT ITEMS WITH CARE. EEI IS NOT RESPONSIBLE FOR DAMAGE DUE TO NEGLECTFUL HANDLING ON SITE BY EITHER THE TRANSPORTATION COMPANY OR INSTALLATION CREW - OR THEIR REPRESENTATIVES. 9. QC PHOTOS ARE TAKEN PRIOR TO PACKAGING AND SHIPPING. 10. ALL INSTALLATION DRAWINGS ARE TO BE REVIEWED BEFORE THE START AND DUING THE INSTALLATION PROCESS. THE EEI CONCEALMENT REPRESENTATIVE, DEREK OCHOA IS AVAILABLE AND MAYBE BE CONTACTED AT THE FOLLOWING E-MAIL: 'D.00HOA@EHRESMANNENGINEERING.COM' AND BY THE NUMBERS LISTED BELOW IN THE TITLE BLOCK. A MOBILE NUMBER IS AVAIABLE UPON REQUEST. 11. ALL ITEMS SHOULD BE SORTED AND VERIFIED BEFORE FINAL ASSEMBLY. 12. EEI IS NOT RESPONSIBLE FOR ANY DAMAGE OR BACK CHARGES DUE TO INCORRECT HANDLING, IMPROPER INSTALLATION, AND/OR FAILURE TO READ THROUGH AND UNDERSTAND THIS INSTALLATION PACKAGE. 13. FOR MODIFICATION JOBS, FIELD VERIFY ALL ITEMS FOR PROPER FIT AND ALIGNMENT BEFORE FINAL ASSEMBLY AND ATTACHMENT. EEI WILL NOT BE RESPONSIBLE FOR IMPROPER FIT OR CORRESPONDING BACK CHARGES WHERE EEI WAS NOT A PARTY TO SITE INSPECTION, STRUCTURAL MODIFICATION DESIGN AND/OR COMPLETE INSTALLATION OF ALL STRUCTURAL AND CONCEALMENT ITEMS. 14. NOTE EEI'S PROPTIETARY / PATENT NOTES ON COVER SHEET ELEV. 82.0'± - 91345A628 (32) ELEV. 60.0'± - • kL'A 503024(32) 541033 (32) crime ue 56CSV 119.63_20 (4) 4-1 60CSV 119.63_20 60CSV119.6; TOTAL WT = TBD# 03024 PARTIAL ELEVATION CONCEALMENT REINFORCEMENT SOLUTION - MANUFACTURER DESCRIPTION SIZE USA STRAPPING WOVEN POLYESTER STRAPPING 3 4"x250 FT. COIL MCNETT GEAR AID DUAL —ADJUST BUCKLE 3 4" SIZE BUNKER INDUSTRIES HURRICANE TAPE *** 3"x60 YD. ROLL RUST—OLEUM GLOSS CLEAR SPRAY 12 OZ. *** NOTE: HURRICANE TAPE CAN BE SUBSTITUTED BY 3M SCOTCH BI—DIRECTIONAL FILAMENT 8959 TAPE N F 2 C� w x F x 0 w N = H 2 c� w x PARTS LIST PRODUCT NO. 2700-34 80355 00101 249117 < 10'-0" CONCEALMENT COVER LEVEL HEIGHT NOT TO SCALE TOP BANDING SOLUTION TO BE APPLIED BELOW THE TOP HORIZONTAL BOLT RING BOTTOM BANDING SOLUTI TO BE APPLIED ABC THE BOTTOM HORIZONI BOLT RI > 10'-0" CONCEALMENT COVER LEVEL HEIGHT NOT TO SCALE TOP HORIZONTAL BOLT RING VERTICAL SEAM VERTICAL SEAM BOLTS BOTTOM HORIZONTAL BOLT RING GENERAL: 1.) THE REINFORCEMENT SOLUTION IS ONLY TO BE APPLIED TO VERTICALLY -FASTENED MULTI -PANEL OR "SECTORIZED" CONCEALMENT COVERS. SOLID ONE-PIECE CONCEALMENT COVERS ARE NOT TO BE TREATED WITH THIS SOLUTION. 2.) FOR CONCEALMENT COVER LEVELS MEASURING 10 FT. IN HEIGHT OR LESS, (3) EQUALLY -SPACED BANDING APPLICATIONS ARE TO BE INSTALLED AT THE TOP, MID -SPAN, AND BOTTOM REGIONS. FOR LEVELS GREATER THAN 10 FT. IN HEIGHT, (4) EQUALLY -SPACED BANDING APPLICATIONS ARE TO BE INSTALLED, AT THE TOP, UPPER MIDDLE, LOWER MIDDLE, AND BOTTOM REGIONS. 3.) FOR CONCEALMENT COVERS OF ALL HEIGHTS, THE TOP BANDING APPLICATION IS TO BE POSITIONED DIRECTLY BELOW THE TOP CONCEALMENT COVER HORIZONTAL BOLT RING AND THE BOTTOM BANDING APPLICATION DIRECTLY ABOVE THE BOTTOM HORIZONTAL BOLT RING. 4.) BANDING APPLICATION SHALL NOT COVER ANY VERTICAL OR HORIZONTAL FASTENERS. INSTALLATION: 1.) STRAPPING IS TO BE LOOPED AROUND THE CONCEALMENT COVER AND EACH CUT END OF THE STRAPPING FED AROUND A CROSS BAR ON EACH END OF THE DUAL -ADJUST BUCKLE. 2.) STRAPPING IS TO BE HAND -TIGHTENED USING THE BUCKLE SUCH THAT THE STRAPPING LIES FLAT, UNTWISTED, AND SQUARE TO THE CONCEALMENT COVER. 3.) AT LEAST (2) CONTINUOUS LAYERS OF HURRICANE (OR 3M 8959) TAPE ARE TO BE APPLIED ON TOP OF THE TIGHTENED STRAPPING SUCH THAT NO TAIL OF THE STRAPPING IS SHOWING OUTSIDE THE LAYERS OF TAPE. 4.) THE CURRENT DATE IS TO BE MARKED WITH PERMANENT INK ON THE TOP LAYER OF TAPE TO RECORD INSTALLATION DATE. 5.) ENSURE THAT THE SURFACE OF THE CANISTER IS FREE FROM OIL, GREASE, SOIL, DIRT, AND OTHER FOREIGN MATTER. THE SURFACE SHALL BE CLEAN, DRY AND SMOOTH TO RECEIVE THE STRAPPING AND THE TAPE. 6.) HURRICANE (OR 3M 8959) TAPE SHALL BE TACKED DOWN BY APPLYING (2) COATS OF NON -YELLOWING CLEAR COAT SPRAY OVER THE TAIL END OF THE TAPE AFTER IT IS SECURELY TAPED DOWN. SECOND COAT SHALL BE APPLIED ONCE THE FIRST COAT IS DRY TO TOUCH. PAINTING HURRICANE (OR 3M 8959) TAPE [IF REQUIRED]: 1.) AFTER FULL INSTALLATION OF THE THE REINFORCEMENT SOLUTION, THE TAPE SHALL BE COATED TO MATCH THE COLOR OF THE EXISTING CONCEALMENT CANISTER 1.1) AS AN EXAMPLE, IF THE EXISTING CONCEALMENT CANISTER IS WHITE, PAINTING WOULD NOT BE REQUIRED SINCE THE TAPE COLOR IS ALSO WHITE. HOWEVER, IF THE CANISTER IS BLACK, PAINT THE TAPE TO MATCH THE CANISTER COLOR. 2.) PAINT SHALL BE APPLIED WITH A BRUSH FOR A CLEAN EDGE ON THE TAPE. SPRAY PAINT IS PERMISSIBLE PROVIDED THAT PAINTER'S TAPE IS UTILIZED TO AVOID PAINTING THE CANISTER. SECOND COAT SHALL BE APPLIED AFTER THE FIRST COAT IS DRY. THE SHEEN OF THE PAINT SHALL MATCH THE CANISTER 3.) THE INSTALLATION DATE SHALL BE MARKED ON TOP OF THE COATED SURFACE. STRAPPING INSTALLATION DETAIL TAPE INSTALLATION DETAIL .�. CROWN CASTLE 2000 CORPORATE DRIVE CANONSBURG PA, 15317 P o U i o 8 8 8 2 zww[t O ~A V5 �i o X z DRAWN BY: MAJ CHECKED BY: JYK DRAWING DATE: 06/29/20 SHEET TITLE TYPE I CROWN CASTLE CONCEALMENT REINFORCEMENT SOLUTION I REV I SCALE N.T.S. D PLOT DATE: PLOTDATE FILE NAME: FILEN SHEET NUMBER OPS-PRC-10127