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Report Bop aoaa — 000 -Is I C55 - A 1\1 00.Kci-G, RECEIVED Date: December 02, 2021 VERTICAL AAA? 7 2022 STRUCTURES INC. 61 1 Y OF YIGARD Vertical Structures, Inc. JUILDING DIVISION 309 Spangler Drive, Suite E Richmond, KY 40475 (859)624-8360 Subject: Structural Modification Report Carrier Designation: T-Mobile Co-Locate Site Number: P003982A Site Name: N/A Crown Castle Designation: BU Number: 856366 Site Name: Scholls & 125th JDE Job Number: 690822 Work Order Number: 2041975 Order Number: 591148 Rev. 7 Engineering Firm Designation: Vertical Structures, Inc. Project Number: 2021-003-070 Site Data: 12655-A Southwest North Dakota Street, Tigard,OR,Washington County Latitude 45°26'32.07", Longitude-122°48'16.20" 55 Foot-Monopole Tower WI 20' Proposed Extension Vertical Structures, Inc. 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: LC4.7: Modified Structure w/Proposed Equipment Configuration Sufficient Capacity This analysis has been performed in accordance with the 2019 Oregon Structural Specialty Code (OSSC) and 2018 IBC based upon an ultimate 3-second gust wind speed of 97 mph.Applicable Standard references and design criteria are listed in Section 2-Analysis Criteria. We at Vertical Structures, Inc. appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. �Ep PROFf Respectfully submitted by: 4V��(�G I N EE-�`r�v 86774PE Craig Aseltyne, P.E. OREGON Project Engineer � R7L 5 /TRIY A�-�� 12-03-21 tnxTower Report-version 8.1.1.0 December 02, 2021 75 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2021-003-070, Order 591148, Revision 7 Page 2 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) Table 5-Tower Component Stresses vs. Capacity 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations 8)APPENDIX D Required Modification Drawings tnxTower Report-version 8.1.1.0 75 Ft Monopole Tower Structural Analysis December 02, 2021 Project Number 2021-003-070, Order 591148, Revision 7 CCI BU No 856 Page 3 3 1) INTRODUCTION This tower is a 55 ft Monopole tower designed by Valmont. A proposed 20 ft extension has been considered in this analysis, bringing the total tower height to 75 ft. For the purpose of this analysis, the modifications detailed in Appendix D are considered complete. 2)ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 97 mph Exposure Category: B Topographic Factor: 1 Ice Thickness: 1.5 in Wind Speed with Ice: 30 mph Seismic Ss: 0.855 Seismic S1: 0.397 Service Wind Speed: 60 mph Table 1 -Proposed Equipment Configuration Center Number Mounting Line of Antenna Number Feed Level (ft) Elevation Manufacturer Antenna Model of Feed Line (ft) Antennas Lines Size(in) 3 commscope I FFW-65C-R3-V1_TMO w/ Mount Pipe 2 commscope HCS 2.0 75.0 75.0 3 nokia AEHC w/Mount Pipe 3 nokia AHFIG_TMO 2 1 1/2 3 nokia T AHLOA_T-MOBILE 1 perfect vision 12.5' Platform (PV-LPPGS-12M- H R2-AP 1) tnxTower Report-version 8.1.1.0 December 02, 2021 75 Ft Monopole Tower Structural Analysis CC/BU No 856366 Project Number 2021-003-070, Order 591148, Revision 7 Page 4 Table 2 -Other Considered Equipment Center Number Feed Mountin Line Number Antenna Line 9 of Antenna Model of Feed Size Level (ft) Elevation Antennas Manufacturer Lines 1 (ft) (in) 1 cellmax CMA-UBTULBULBHH/6516/16/21/21 technologies w/Mount Pipe 1 commscope MC-PK8-DSH Platform Mount 65.0 65.0 f 3 fujitsu TA08025-B604 1 11/2 3 fujitsu TA08025-B605 2 jma wireless MX08FRO665-21 w/ Mount Pipe r 1 i raycap RDIDC-9181-PF-48 3 alcatel lucent B25 RRH4x30 _ ' 3 alcatel lucent B66A RRH4X45 cellmax 6 CMA-UBTULBULBHH/6517/17/21/21 technologies 55.0 3 nokia AHCA_CCIV3 ' r — 3 nokia ; AHLBA CCIV2 4 3/8 3/8 I 49.0 1 1 raycap I DC6-48-60-18-8F g 7/8 1 raycap I DC9-48-60-24-8C-EV 1 2" 3 alcatel lucent 1 RRH4x25-B30 Conduit 54.0 3 kmw EPBQ-652L8H8 wl Mount Pipe communications; 1 raycap DC6-48-60-18-8F 49.0 1 siteprol 14' Fortress Quad Platform w/Lower Walkway (F49-12-H5) tnxTower Report-version 8.1.1.0 December 02, 2021 75 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2021-003-070, Order 591148, Revision 7 Page 5 3)ANALYSIS PROCEDURE Table 3-Documents Provided Document Reference Source Tower Drawing/Information 5239297 CClsites Foundation Drawing 4304674 CClsites Geotechnical Report 4304673 CClsites Rework Drawings N/A Appendix D 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. 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. This analysis may be affected if any assumptions are not valid or have been made in error. Vertical Structures, Inc. should be notified to determine the effect on the structural integrity of the tower. tnxTower Report-version 8.1.1.0 December 02, 2021 75 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2021-003-070, Order 591148, Revision 7 Page 6 4)ANALYSIS RESULTS Table 4-Section Capacity (Summary) Component Pass f Elevation(ft) Size Critical Element %Capacity Fail Type 75-70 Pole TP12.75x12.75x0.375 Pole 5.9% Pass 70-65 Pole TP12.75x12.75x0.375 Pole 11.4% Pass 65-60 Pole TP12.75x12.75x0.375 Pole 22.0% Pass �T 60-55.5 Pole TP12.75x12.75x0.375 ) Pole 31.2% Pass 55.5 55 j, Pole TP12.75x12.75x0.375 Pole 32.2% Pass 55-50 1 Pole TP13.464x12.75x0.1875 Pole 53.0% Pass 50-45.5 Pole TP14.106x13.464x0.1875 Pole 76.6% Pass 45.5-45.25 Pole+Reinf. TP14.141x14.106x0.7 Reinf.2 Bolt-Shaft Bearing 46.3% Pass 45.25-40.25 Pole+Reinf. TP14.855x14.141x0.6625 Reinf.2 Tension Rupture 49.2% Pass 40.25-35.25 Pole+Reinf. TP15.568x14.855x0.6375 Reinf.2 Tension Rupture 57.2% Pass 35.25-34 Pole+Reinf. TP16.175x15.568x0.625 Reinf.2 Tension Rupture 59.0% Pass I 34-29 Pole+Reinf. TP16.347x15.372x0.6 Reinf.2 Tension Rupture 66.7% Pass 29-24 Pole+Reinf. TP17.321x16.347x0.5625 Reinf.2 Tension Rupture 71.6% Pass t._ l 24-19 Pole+Reinf. TP18.296x17.321x0.5375 Reinf.2 Tension Rupture 75.8% Pass 19-14 Pole+Reinf. TP19.271x18.296x0.5125 Reinf.2 Tension Rupture 79.3% Pass 14-9 Pole+Reinf. : TP20.245x19.271x0.4938 Reinf.2 Tension Rupture 82.3% Pass 1 9-8.5 Pole+Reinf. TP20.343x20.245x0.4875 Reinf.2 Bolt-Shaft Bearing 94.7% Pass - 8.5-8.25 Pole+Reinf. TP20.392x20.343x0.575 Reinf.1 Bolt-Shaft Bearing 90.0% Pass 8.25-3.25 Pole+Reinf. TP21.366x20.392x0.55 Reinf.1 Tension Rupture 81.0% Pass 3.25-0 { Pole+Reinf. TP22x21.366x0.5375 Reinf. 1 Tension Rupture 82.4% Pass Summary . _ Pole 76.6% Pass Reinforcement 94.7% Pass Overall 4 94.7% Pass tnxTower Report-version 8.1.1.0 December 02, 2021 75 Ft Monopole Tower Structural Analysis CC!BU No 856366 Project Number 2021-003-070, Order 591148, Revision 7 Page 7 Table 5-Tower Component Stresses vs. Capacity Notes Component Elevation (ft) % Capacity Pass/Fail 1 Anchor Rods 0 i 82.2 Pass 1 Base Plate 0 81.9 Pass + 1 Base Foundation (Structure) 0 j 80.9 Pass 1 Base Foundation (Soil Interaction) 0 1 41.7 Pass 1 Flange Bolts 55 51.9 Pass 1 Flange Plates 55 i 26.2 Pass Structure Rating (max from all components)= 94.7% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity. 2) The existing structure load modification factors,Kes,from TIA-222-H Annex S were considered in this analysis. 3) A demand-capacity ratio of 1.05 was used in this analysis as allowed by TIA-222-H. 4.1) Recommendations Perform the modifications detailed in "Appendix D" to remedy the deficiencies identified in Crown Castle Work Order No. 2009107. tnxTower Report-version 8.1.1.0 December 02, 2021 75 Ft Monopole Tower Structural Analysis CCI BU No 856366 Project Number 2021-003-070, Order 591148, Revision 7 Page 8 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 8.1.1.0 75.0ft III iIii_=I oMATERIAL STRENGTH $ ,; . ry ry GRADE Fy Fu GRADE Fy Fu A500-48 46 ksi 62 kai A572-65 65 kai 80 ks 70.0 ft TOWER DESIGN NOTES Eli 011 i , 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure B to the TIA-222-H Standard. 65.0 ft : 3. Tower designed for a 97 mph basic wind in accordance with the TIA-222-H Standard. m 4. Tower is also designed for a 30 mph basic wind with 1.50 in ice.Ice is considered to increase 1110 IIS {(, in thickness with height d4 r u 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category II. 60.0 ft 7. Topographic Category 1 with Crest Height of 0.00 ft 1111 Afl 8. The considered structurehinload modification factors,Kes,from TIA-222-H Annex S were considered in this analysis 9. A demand-capacity ratio of 1.05 was used in this analysis as allowed by TIA-222-H _� 55.5 10. CCISeismic Note:Seismic loads generated by CCISeismic 3.38 wansamrmw ww A 11. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H-1 Ssack •.IIII ■ 111111 El -N 45.5ft 11111 p 40.3 ft 1111 . m o 35.3 ft 11111 111F11111111 ao 31.0ft IIII ® ®H NH = 29.0 a II ALL REACTIONS IIIII ARE FACTORED AXIAL 25091/b - 24.0 ft SHEAR MOMENT '? 31081b 2188331b-f! N 19.0 ft TORQUE 40 lb-ft SEISMIC m 1111 AXIAL . n 14.ort 41682 lb iill ppSHEAR MOMENT 1415 Po 101562 lb-ft 9.o ft w TORQUE 448 lb-ft wr•! ! yr r ..m inO - -— ---- � 30 mph WIND-1.5000 in ICE AXIAL 3.3 ft 11 22524 lb gg SHEAR MOMENT H M o S 1111 91111b 529704 lb-ft C.1 CI o.0ft "• TORQUE 3505 lb-ft � REACTIONS-97 mph WIND A - d S r, E c' a 5m5 m a �• +fl t E D Syr O. 0O_ a .'@5 _ N •E 2 H N M m U' S Vertical Structures,Inc. 'ab Scholia&125th,OR BU/1856366(Madiler: 309 Spangler Drive, Suite E Pro""vertical Structures Job No.2021-003-070 a Richmond,KY 40475 cry can Castle cm"by:Asel Wd: Phone:(859)624-8360 c°65:TIA-222-H 1)86a:12/02/21 s®k- NTS FAX: 859 624-8369 Path: Dag No.E-1 Job Page tnxTower Scholls & 125th, OR BU#856366 (Modified) 1 of 30 Project Date Vertical Structures,Inc.309 Spangler Drive,Suite E Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond KY40475 Client Designed by Phone:(859)624-8360 Crown Castle Asel FAX:(859)624-8369 Tower Input Data • The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Washington County,Oregon. Tower base elevation above sea level:237.00 ft. Basic wind speed of 97 mph. Risk Category IL Exposure Category B. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: I. Crest Height:0.00 ft. Nominal ice thickness of 1.5000 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50°F. Deflections calculated using a wind speed of 60 mph. The existing structure load modification factors,Kes,from TIA-222-H Annex S were considered in this analysis. A demand-capacity ratio of 1.05 was used in this analysis as allowed by TIA-222-H. CCISeismic Note:Seismic loads generated by CCISeismic 3.38. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used:Ke(Fw)=0.95,Ke,(t,)=0.85,Ka(E5 and Eh)= 1.0. Maximum demand-capacity ratio is: 1.05. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Options d Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned J Calculate Redundant Bracing Forces Consider Moments-Diagonals 4 Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification J Use Clear Spans For Wind Area J SR Leg Bolts Resist Compression Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable 4 Use Code Safety Factors-Guys 4 Re-tension Guys To Initial Tension Offset Girt At Foundation Escalate Ice J Bypass Mast Stability Checks J Consider Feed Line Torque Always Use Max Kz '4 Use Azimuth Dish Coefficients 4 Include Angle Block Shear Check Use Special Wind Profile 4 Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use 77.A-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles 1 Secondary Horizontal Braces Leg J Sort Capacity Reports By Component 4 Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) 4 Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow 4 SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg.Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Job tnxTower Page Scholls & 125th, OR BU#856366 (Modified) 2 of 30 Vertical Strucberes,Inc Project Date - 309 Spangler Drive,Suite Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond,KY 40475 Client Phone:(859)624-8360 Crown Castle Designed by FAX:(859)624-8369 Asel Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade ft Length Length of Diameter Diameter Thickness Radius - ft fl Sides in in in in LI 75.00-70.00 5.00 0.00 Round 12.7500 12.7500 0.3750 A500-46 L2 70.00-65.00 5.00 0.00 Round 12.7500 12.7500 0.3750 5(4 0 A00-46 (46 ksi) L3 65.00-60.00 5.00 0.00 Round 12.7500 12.7500 0.3750 A500.46 (46 ) IA 60.00-55.50 4.50 0.00 Round 12.7500 12.7500 0.3750 A500p 46 (46 ksi) L5 55.50-55.00 0.50 0.00 Round 12.7500 12.7500 0.3750 A500.46 (46 ksi) L6 55.00-50.00 5.00 0.00 12 12.7500 13.4635 0.1875 0.7500 A572-65 (65 ksi) L7 50.00-45.50 4.50 0.00 12 13.4635 14.1057 0.1875 0.7500 A572-65 L8 45.50-45.25 0.25 0.00 12 14.1057 14.1414 0.7000 2.8000 A572-65 (65 ksi) L9 45.25-40.25 5.00 0.00 12 14.1414 14.8549 0.6625 2.6500 A572-65 (65 ksi) LIO 40.25-35.25 5.00 0.00 12 14.8549 15.5685 0.6375 2.5500 A572-65 (65 ksi) LII 35.25-31.00 4.25 3.00 12 15.5685 16.1750 0.6250 2.5000 A572-65 (65 ksi) L12 31.00-29.00 5.00 0.00 12 15.3719 16.3466 0.6000 2.4000 A57265 , (65 ksi) L13 29.00-24.00 5.00 0.00 12 16.3466 17.3213 0.5625 2.2500 A572-65 (65 ksi) L14 24.00-19.00 5.00 0.00 12 17.3213 18.2960 0.5375 2.1500 A572-65 (65 ksi) L15 19.00-14.00 5.00 0.00 12 18.2960 19.2708 0.5125 2.0500 A572-65 (65 ksi) L16 14.00-9.00 5.00 0.00 12 19.2708 20.2455 0.4938 1.9750 A572-65 (65 ksi) L l7 9.00-8.50 0.50 0.00 12 20.2455 20.3430 0.4875 1.9500 A572-65 (65 ksi) L18 8.50-8.25 0.25 0.00 12 20.3430 20.3917 0.5750 2.3000 A572-65 (65 ksi) L19 8.25-3.25 5.00 0.00 12 20.3917 21.3664 0.5500 2.2000 A572-65 (65 ksi) L20 3.25-0.00 3.25 12 21.3664 22.0000 0.5375 2.1500 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia Area I r C I/C J It/Q w w/t in inl in' in in in3 in,/ in> in LI 12.7500 14.5790 279.3350 4.3772 6.3750 43.8173 558.6701 7.2851 0.0000 0 12.7500 14.5790 279.3350 4.3772 6.3750 43.8173 558.6701 7.2851 0.0000 0 L2 12.7500 14.5790 279.3350 4.3772 6.3750 43.8173 558.6701 7.2851 0.0000 0 12.7500 14.5790 279.3350 4.3772 6.3750 43.8173 558.6701 7.2851 0.0000 0 L3 12.7500 14.5790 279.3350 4.3772 6.3750 43.8173 558.6701 7.2851 0.0000 0 Job Page tnxTower Scholls & 125th, OR BU#856366 (Modified) 3 of 30 Project Date Vertical Structures,Inc.309 Spangler Drive,Suite E Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond.KY40475 Client Designed by Phone:(859)624-8360 Crown Castle Asel FAX(859)624-8369 Section Tip Dia Area I r C I/C J It/Q w wit in in2 in' in in in3 in' in° in • 12.7500 14.5790 279.3350 4.3772 6.3750 43.8173 558.6701 7.2851 0.0000 0 L4 12.7500 14.5790 279.3350 4.3772 6.3750 43.8173 558.6701 7.2851 0.0000 0 12.7500 14.5790 279.3350 4.3772 6.3750 43.8173 558.6701 7.2851 0.0000 0 L5 12.7500 14.5790 279.3350 4.3772 6.3750 43.8173 558.6701 7.2851 0.0000 0 12.7500 14.5790 279.3350 4.3772 6.3750 43.8173 558.6701 7.2851 0.0000 0 L6 13.1336 7.5846 152.7817 4.4974 6.6045 23.1330 309.5771 3.7329 2.9145 15.544 13.8723 8.0154 180.3221 4.7528 6.9741 25.8559 365.3815 3.9449 3.1057 16.564 L7 13.8723 8.0154 180.3221 4.7528 6.9741 25.8559 365.3815 3.9449 3.1057 16.564 14.5372 8.4031 207.7758 4.9827 7.3068 28.4361 421.0102 4.1358 3.2778 17.482 L8 14.3564 30.2165 693.1244 4.7993 7.3068 94.8606 1404.4579 14.8716 1.9043 2.72 14.3933 30.2969 698.6730 4.8120 7.3252 95.3787 1415.7009 14.9112 1.9139 2.734 L9 14.4066 28.7539 666.7939 4.8254 7.3252 91.0268 1351.1053 14.1518 2.0144 3.041 15.1453 30.2760 778.3943 5.0809 7.6949 101.1577 1577.2379 14.9009 2.2056 3.329 L10 15.1541 29.1849 752.9861 5.0898 7.6949 97.8557 1525.7540 14.3639 2.2726 3.565 15.8928 30.6496 872.1433 5.3453 8.0645 108.1463 1767.1987 15.0848 2.4639 3.865 LII 15.8972 30.0738 857.1917 5.3498 8.0645 1062923 1736.9028 14.8014 2.4974 3.996 16.5251 31.2944 965.8574 5.5669 8.3787 115.2760 1957.0890 15.4021 2.6599 4.256 L12 16.3079 28.5393 794.8770 5.2883 7.9626 99.8259 1610.6364 14.0462 2.5117 4.186 16.7116 30.4224 962.8383 5.6373 8.4675 113.7094 1950.9715 14.9730 2.7729 4.621 L13 16.7248 28.5889 909.1253 5.6507 8.4675 107.3659 1842.1343 14.0706 2.8734 5.108 17.7339 30.3544 1088.1655 5.9997 8.9724 121.2786 2204.9184 14.9395 3.1346 5.573 L14 17.7427 29.0486 1044.4630 6.0086 8.9724 116.4078 2116.3651 14.2968 3.2016 5.956 18.7519 30.7356 1237.2078 6.3576 9.4774 130.5436 2506.9184 15.1271 3.4628 6.442 L I5 18.7607 29.3473 1184.6524 6.3665 9.4774 124.9982 2400.4269 14.4438 3.5298 6.887 19.7698 30.9558 1390.3181 6.7155 9.9823 139.2789 2817.1614 15.2355 3.7911 7.397 L16 19.7764 29.8531 1343 4734 6.7222 9.9823 134.5861 2722.2414 14.6928 3.8413 7.78 20.7855 31.4028 1563.7431 7.0711 10.4872 149.1102 3168.5675 15.4555 4.1025 8.309 L17 20.7877 31.0151 1545.4150 7.0734 10.4872 147.3625 3131.4298 15.2647 4.1193 8.45 20.8886 31.1681 1568.4002 7.1083 10.5377 148.8376 3178.0040 15.3400 4.1454 8.503 LI8 20.8578 36.6004 1825.5588 7.0769 10.5371 173.2414 3699.0770 18.0136 3.9109 6.802 20.9082 36.6906 1839.0943 7.0944 10.5629 174.1088 3726.5037 18.0580 3.9240 6.824 L19 20.9170 35.1397 1765.7999 7.1033 10.5629 167.1699 3577.9892 17.2947 3.9910 7.256 _ 21.9261 36.8659 2039.0280 7.4523 11.0678 184.2305 4131.6236 18.1443 4.2522 7.731 L20 21.9305 36.0497 1996.2784 7.4568 11.0678 180.3680 4045.0013 17.7426 4.2857 7.973 22.5865 37.1462 2184.0432 7.6836 11.3960 191.6500 4425.4636 18.2822 4.4555 8.289 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft Az in in in in LI75.000-70.00 J 1 1 1 L2 70.00-65.00 1 1 1 L3 65.00-60.00 1 1 1 L4 60.00-55.50 1 1 1 L5 55.50-55.00 1 1 1 L6 55.00-50.00 1 I I L7 50.00-45.50 I 1 1 L8 45.50-45.25 I 1 0.939149 L9 45.25-40.25 1 1 0.954027 LIO I I 0.956455 40.25-35.25 L I 1 1 1 0.966808 35.25-31.00 L12 1 1 0.979038 31 00-29.00 L13 1 1 1.00062 29.00-24.00 L14 1 1 1.00736 24.00-19.00 L15 1 1 1.0192 Job Page tnxTower Scholls & 125th, OR BU#856366 (Modified) 4 of 30 Vertical Structures,Into Project Date 309 Spangler Drive,Suite E Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond KY40475 Client Designed by Phone:(859)624-8360 Crown Castle FAX:(859)624-8369 Asel Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Malt. Double Angle Double Angle Double Angle Elevation Area Thiclmess Al Factor Stitch Bolt Stitch Bolt Stitch Bolt Oler A, Spacing Spacing Spacing Diagonals Horizontals Redundants f fi in in in in 19.00-14.00 L16 14.00-9.00 I 1 1.02343 L17 9.00-8.50 I 1 1.03303 L18 8.50-8.25 I 1 0.878343 L19 8.25-3.25 I 1 0.89013 I 1 0.893711 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Exclude Component Placement Total Number Start/End Width or Perimeter Weight From Type Number Per Row Position Diameter Torque jt in in piif Calculation 5/16"Ground C No Surface Ar 52.00-3.00 1 1 -0.150 0.3125 0.06 (CaAa) -0.150 LDFS-50A(7/8 FOAM) C No Surface Ar 55.00-3.00 2 2 -0.125 1.0900 0.33 (CaAa) 0.000 WR-VG86ST-BRD C No Surface Ar 55.00-3.00 3 2 0.000 0.7950 0.58 (Power Cable) (CaAa) 0.125 12 Pair C No Surface Ar 55.00-3.00 I t 0.125 0.4000 0.10 (CaAa) 0.125 4.* 4"x 1.25"Reinforcement A No Surface Af 10.00-0.00 1 1 0.000 4.0000 10.5000 0.00 Plate (CaAa) 0.000 - 4"x 1.25"Reinforcement B No Surface Af 10.00-0.00 I 1 0.500 4.0000 10.5000 0.00 Plate (CaAa) 0.500 4"x 1.25"Reinforcement B No Surface Af 10.00-0.00 1 1 0.000 4.0000 10.5000 0.00 Plate (CaAa) 0.000 - 4"x 1.25"Reinforcement C No Surface Af 10.00-0.00 l 1 0.250 4.0000 10.5000 0.00 Plate (CaAa) 0.250 4"x 1.25"Reinforcement A No Surface Af 47.00-7.00 I l 0.250 4.0000 10.5000 0.00 Plate (CaAa) 0.250 4"x 1.25"Reinforcement C No Surface Af 47.00-7.00 I 1 0.250 4.0000 10.5000 0.00 Plate (CaAa) 0.250 4"x 1.25"Reinforcement B No Surface Af 47.00-7.00 1 I -0.250 4.0000 10.5000 0.00 Plate (CaAa) -0.250 4"x 1.25"Reinforcement C No Surface Af 47.00-7.00 1 I 0.500 4.0000 10.5000 0.00 Plate (CaAa) 0.500 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Component Placement Total C4A4 Weight or Shield From Type Number Leg Torque ,Jt /11 p f Calculation ♦s LDFS-50A(7/8 C No No Inside Pole 55.00-3.00 6 No Ice 0.00 0.33 FOAM) 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 2"Ice 0.00 0.33 WR-VG86ST-BRD C No No Inside Pole 55.00-3.00 3 No Ice 0.00 0.58 (Power Cable) 1/2"Ice 0.00 0.58 m. Job Page tnxTower Scholls & 125th, OR BU#856366 (Modified) 5 of 30 Project Date Vertical Structures,Inc.309 Spangler Drive,Suite E Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond,KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle Asel FAX: (859)624-8369 Description Face Allow Exclude Component Placement Total CAAA Weight or Shield From Type Number Leg Torque ft f'/ft pf Calculation I"Ice 0.00 0.58 2"Ice 0.00 0.58 12 Pair C No No Inside Pole 55.00-3.00 2 No Ice 0.00 0.10 1/2"Ice 0.00 0.10 1"Ice 0.00 0.10 2"Ice 0.00 0.10 860 10014(3/8" C No No Inside Pole 55.00-3.00 1 No Ice 0.00 0.07 Foam) 1/2"Ice 0.00 0.07 1"Ice 0.00 0.07 2"Ice 0.00 0.07 2"Flex Conduit C No No Inside Pole 55.00-3.00 1 No Ice 0.00 0.68 1/2"Ice 0.00 0.68 1"Ice 0.00 0.68 2"Ice 0.00 0.68 ** HCS 2.0 Part 3 B No No Inside Pole 75.00-3.00 2 No Ice 0.00 1.71 (1-1/2) 1/2"Ice 0.00 1.71 1"Ice 0.00 1.71 2"Ice 0.00 1.71 ** CU12PSM9P6} X C No No Inside Pole 65.00-3.00 1 No Ice 0.00 2.35 (1-1/2") 1/2"Ice 0.00 2.35 1"Ice 0.00 2.35 2"Ice 0.00 2.35 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft .122 ft2 fil ft lb LI 75.00-70.00 A 0.000 0.000 0.000 0.000 0.00- B 0.000 0.000 0.000 0.000 17.10 C 0.000 0.000 0.000 0.000 0.00 L2 70.00-65.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 17.10 C 0.000 0.000 0.000 0.000 0.00 L3 65.00-60.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 17.10 C 0.000 0.000 0.000 0.000 11.75 IA 60.00-55.50 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 15.39 C 0.000 0.000 0.000 0.000 10.57 L5 55.50-55.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 1.71 • C 0.000 0.000 0.000 0.000 1.18 L6 55.00-50.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 17.10 C 0.000 0.000 2.148 0.000 47.86 L7 50.00-45.50 A 0.000 0.000 1.000 0.000 0.00 B 0.000 0.000 1.000 0.000 15.39 C 0.000 0.000 4.017 0.000 43.24 L8 45.50-45.25 A 0.000 0.000 0.167 0.000 0.00 B 0.000 0.000 0.167 0.000 0.85 C 0.000 0.000 0.445 0.000 2.40 Job Page tnxTower 5cholls & 125th, OR BU#856366 (Modified) 6 of 30 Vertical Structures,Inc. Project Date 309 Spangler Drive,suiteE Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond,KY40475 Client Designed by Phone:(859)624-8360 CrOWn Castle FAX:(859)624-8369 Asel Tower Tower Face AR Al: - CAR CAA Weight - Section Elevation In Face Out Face 1t 112 1t2 .R2 ,/Y lb L9 45.25-40.25 A 0.000 0.000 3.333 0.000 0.00 _ B 0.000 0.000 3.333 0.000 17.10 C 0.000 0.000 8.908 0.000 48.04 LIO 40.25-35.25 A 0.000 0.000 3.333 0.000 0.00 B 0.000 0.000 3.333 0.000 17.10 C 0.000 0.000 8.908 0.000 48.04 LII 35.25-31.00 A 0.000 0.000 2.833 0.000 0.00 B 0.000 0.000 2.833 0.000 14.54 C 0.000 0.000 7.572 0.000 40.83 L12 31.00-29.00 A 0.000 0.000 1.333 0.000 0.00 B 0.000 0.000 1.333 0.000 6.84 C 0.000 0.000 3.563 0.000 19.22 L13 29.00-24.00 A 0.000 0.000 3.333 0.000 0.00 B 0.000 0.000 3.333 0.000 17.10 C 0.000 0.000 8.908 0.000 48.04 L14 24.00-19.00 A 0.000 0.000 3.333 0.000 0.00 B 0.000 0.000 3.333 0.000 17.10 C 0.000 0.000 8.908 0.000 48.04 L15 19.00-14.00 A 0.000 0.000 3.333 0.000 0.00 B 0.000 0.000 3.333 0.000 17.10 C 0.000 0.000 8.908 0.000 48.04 L16 14 00-9 00 A 0.000 0.000 4.000 0.000 0.00 B 0.000 0.000 4.667 0.000 17.10 C 0.000 0.000 9.575 0.000 48.04 L17 9.00-8.50 A 0.000 0.000 0.667 0.000 0.00 B 0.000 0.000 1.000 0.000 1.71 C 0.000 0.000 1.224 0.000 4.80 L18 8.50-8.25 A 0.000 0.000 0.333 0.000 0.00 B 0.000 0.000 0.500 0.000 0.85 C 0.000 0.000 0.612 0.000 2.40 L19 8.25-3.25 A 0.000 0.000 4.167 0.000 0.00 B 0.000 0.000 7.500 0.000 17.10 C 0.000 0.000 7.241 0.000 48.04 L20 3.25-0.00 A 0.000 0.000 2.167 0.000 0.00 - B 0.000 0.000 4.333 0.000 0.85 C 0.000 0.000 2.279 0.000 2.40 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAA Weight Section Elevation or Thickness In Face Out Face f Leg in 13' 1t2 1t' ft2 lb LI 75.00-70.00 A 1.379 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 17.10 C 0.000 0.000 0.000 0.000 0.00 L2 70.00-65.00 A 1.370 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 17.10 C 0.000 0.000 0.000 0.000 0.00 L3 65.00-60.00 A 1.359 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 17.10 C 0.000 0.000 0.000 0.000 11.75 L4 60.00-55.50 A 1.348 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 15.39 C 0.000 0.000 0.000 0.000 10.57 L5 55.50-55.00 A 1.342 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 1.71 C 0.000 0.000 0.000 0.000 1.18 L6 55.00-50.00 A 1.336 0.000 0.000 0.000 0.000 0.00 Page tnxT®Wet' Job Scholls & 125th, OR BU#856366 (Modified) 7 of 30 Vertical Structures,Inc. Project Date 309 Spangler Drive,Suite E Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle Asel FAX:(859)624-8369 Tower Tower Face Ice AR A CAA CAA Weight Section Elevation or Thickness In Face Out Face - jt Leg in ,fl' ft' fF ft' lb B 0.000 0.000 0.000 0.000 17.10 C 0.000 0.000 7.827 0.000 131.74 L7 50.00-45.50 A 1.323 0.000 0.000 1.397 0.000 11.97 B 0.000 0.000 1.397 0.000 27.36 C 0.000 0.000 10.593 0.000 148.81 L8 45.50-45.25 A 1.316 0.000 0.000 0.232 0.000 1.98 B 0.000 0.000 0.232 0.000 2.84 C 0.000 0.000 0.897 0.000 10.87 L9 45.25-40.25 A 1.308 0.000 0.000 4.642 0.000 39.31 B 0.000 0.000 4.642 0.000 56.41 C 0.000 0.000 17.884 0.000 215.97 L10 40.25-35.25 A 1.292 0.000 0.000 4.626 0.000 38.67 B 0.000 0.000 4.626 0.000 55.77 C 0.000 0.000 17.778 0.000 213.13 Lll 35.25-31.00 A 1.275 0.000 0.000 3.917 0.000 32.31 B 0.000 0.000 3.917 0.000 46.85 C 0.000 0.000 15.019 0.000 178.68 L12 31.00-29.00 A 1.263 0.000 0.000 1.844 0.000 15.21 B 0.000 0.000 1.844 0.000 22.05 C 0.000 0.000 7.068 0.000 84.09 L13 29.00-24.00 A 1.247 0.000 0.000 4.581 0.000 36.91 B 0.000 0.000 4.581 0.000 54.01 C 0.000 0.000 17.486 0.000 205.35 L14 24.00-19.00 A 1.221 0.000 0.000 4.555 0.000 35.92 B 0.000 0.000 4.555 0.000 53.02 C 0.000 0.000 17.318 0.000 20096 L15 19.00.14.00 A 1.189 0.000 0.000 4.523 0.000 34.70 B 0.000 0.000 4.523 0.000 51.80 C 0.000 0.000 17.111 0.000 195.59 L16 14.00-9.00 A 1.147 0.000 0.000 5.309 0.000 39.73 B 0.000 0.000 6.137 0.000 63.45 C 0.000 0.000 17.664 0.000 195.24 L17 9.00-8.50 A 1.116 0.000 0.000 0.858 0.000 - 6.39 B 0.000 0.000 1.270 0.000 11.30 C 0.000 0.000 2.076 0.000 21.56 L18 8.50-8.25 A 1.112 0.000 0.000 0.428 0.000 3.18 B 0.000 0.000 0.635 0.000 5.62 C 0.000 0.000 1.036 0.000 10.73 L19 8.25-3.25 A 1.070 0.000 0.000 5.203 0.000 37.85 B 0.000 0.000 9.306 0.000 85.23 C 0.000 0.000 13.833 0.000 161.13 L20 3.25-0.00 A 0.943 0.000 0.000 2.624 0.000 16.77 B 0.000 0.000 5.249 0.000 34.39 C 0.000 0.000 2.972 0.000 21.89 Feed Line Center of Pressure Section Elevation CPz CPz CPx CPz Ice Ice ft in in in in LI 75.00-70.00 0.0000 0.0000 0.0000 0.0000 1.2 70.00-65.00 0.0000 0.0000 0.0000 0.0000 L3 65.00-60.00 0.0000 0.0000 0.0000 0.0000 L4 60.00-55.50 0.0000 0.0000 0.0000 0.0000 L5 55.50-55.00 0.0000 0.0000 0.0000 0.0000 L6 55.00-50.00 -0.0099 2.1303 -0.0744 2.8028 L7 50.00-45.50 -1.5192 0.1327 -0.9339 1.5658 Job Page tnxTower Scholls & 125th, OR BU#856366 (Modified) 8 of 30 Vertical Structures,Inc. Project Date 309 Spangler Drive,Suite E Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond,KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle FAX (859)624-8369 Asel _a. Section Elevation CPx CPr CPx CPz Ice Ice fl in in in in L8 45.50-45.25 -2.4251 -1.2692 -1.9289 0.0112 _ L9 45.25-40.25 -2.4663 -1.2940 -1.9697 0.0038 LIO 40.25-35.25 -2.5438 -1.3405 -2.0470 -0.0113 L11 35.25-31.00 -2.6136 -1.3824 -2.1178 -0.0267 L12 31.00-29.00 -2.6423 -1.3997 -2.1469 -0.0295 L13 29.00-24.00 -2.7114 -1.4412 -2.2194 -0.0523 L14 24.00-19.00 -2.8074 -1.4988 -2.3200 -0.0781 L15 19.00-14.00 -2.8999 -1.5543 -2.4195 -0.1091 L16 14.00-9.00 -2.8177 -1.2161 -2.4206 0.0483 LI7 9.00-8.50 -2.4141 -0.2279 -2.1878 0.5851 L18 8.50-8.25 -2.4214 -0.2288 -2.1951 0.5847 L19 8.25-3.25 -1.2875 1.4151 -1.1071 2.3105 L20 3.25-0.00 -0.7864 1.5255 -0.8086 1.6940 Note:For pole sections,center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Feed Line Description Feed Line K K. Section Record No. Segment Elev. No Ice Ice L6 I 5/16"Ground 50.00-52.00 1.0000 1.0000 L6 4 LDFS-50A(7/8 FOAM) 50.00-55.00 1.0000 1.0000 L6 5 WR-VG86ST-BRD(Power 50.00-55.00 1.0000 1.0000 - Cable) L6 7 12 Pair 50.00-55.00 1.0000 1.0000 L7 1 5/16"Ground 45.50-50.00 1.0000 1.0000 L7 4 LDFS-50A(7/8 FOAM) 45.50-50.00 1.0000 1.0000 L7 5 WR-VG86ST-BRD(Power 45.50-50.00 1.0000 1.0000 Cable) L7 7 12 Pair 45.50-50.00 1.0000 1.0000 L7 20 4"x 1.25"Reinforcement 45.50-47.00 1.0000 1.0000 Plate L7 21 4"x 1.25"Reinforcement 45.50-47.00 1.0000 1.0000 Plate L7 22 4"x 1.25"Reinforcement 45.50-47.00 1.0000 1.0000 Plate L7 23 4"x 1.25"Reinforcement 45.50-47.00 1.0000 1.0000 Plate L8 I 5/16"Ground 45.25-45.50 1.0000 1.0000 L8 4 LDF5-50A(7/8 FOAM) 45.25-45.50 1.0000 1.0000 L8 5 WR-VG86ST-BRD(Power 45.25-45.50 1.0000 1.0000 Cable) L8 7 12 Pair 45.25-45.50 1.0000 1.0000 L8 20 4"x 1.25"Reinforcement 45.25-45.50 1.0000 1.0000 Plate L8 21 4"x 1.25"Reinforcement 45.25-45.50 1.0000 1.0000 Plate L8 22 4"x 1.25"Reinforcement 45.25-45.50 1.0000 1.0000 Plate L8 23 4"x 1.25"Reinforcement 45.25-45.50 1.0000 1.0000 - Plate L9 I 5/16"Ground 40.25-45.25 1.0000 1.0000 L9 4 LDF5-50A(7/8 FOAM) 40.25-45.25 1.0000 1.0000 L9 5 WR-VG86ST-BRD(Power 40.25-45.25 1.0000 1.0000 Job Page to xTower Scholls & 125th, OR BU#856366 (Modified) 9 of 30 Vertical Structures,Inc. Project Date 309 Spangler Drive,Suite E Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond,KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle Asel FAX..(859)624-8369 • Tower Feed Line Description Feed Line K • • Section Record No. Segment Elev. No Ice Ice Cable) L9 7 12 Pair 40.25-45.25 1.0000 1.0000 L9 20 4"x 1.25"Reinforcement 40.25-45.25 1.0000 1.0000 Plate L9 21 4"x 1.25"Reinforcement 40.25-45.25 1.0000 1.0000 Plate L9 22 4"x 1.25"Reinforcement 40.25-45.25 1.0000 1.0000 Plate L9 23 4"x 1.25"Reinforcement 40.25-45.25 1.0000 1.0000 Plate LIO I 5/16"Ground 35.25-40.25 1.0000 1.0000 LIO 4 LDF5-50A(7/8 FOAM) 35.25-40.25 1.0000 1.0000 LIO 5 WR-VGS6ST-BRD(Power 35.25-40.25 1.0000 1.0000 Cable) L 10 7 12 Par 35.25-40.25 1.0000 1.0000 L 10 20 4"x 1.25"Reinforcement 35.25-40.25 1.0000 1.0000 Plate L 10 21 4"x 1.25"Reinforcement 35.25-40.25 1.0000 1.0000 Plate LIO 22 4"x 1.25"Reinforcement 35.25-40.25 1.0000 1.0000 Plate LIO 23 4"x 1.25"Reinforcement 35.25-40.25 1.0000 1.0000 Plate Ll 1 1 5/16"Ground 31.00-35.25 1.0000 1.0000 L l 1 4 LDF5-50A(7/8 FOAM) 31.00-35.25 1.0000 1.0000 LI 1 5 WR-VG86ST-BRD(Power 31.00-35.25 1.0000 1.0000 Cable) L 11 7 12 Pair 31.00-35.25 1.0000 1.0000 L t 1 20 4"x 1.25"Reinforcement 31.00-35.25 1.0000 1.0000 Plate L I I 21 4"x 1.25"Reinforcement 31.00-35.25 1.0000 1.0000 Plate L l 1 22 4"x 1.25"Reinforcement 31.00-35.25 1.0000 1.0000 Plate L I 1 23 4"x 1.25"Reinforcement 31.00-35.25 1.0000 1.0000 Plate L12 1 5/16"Ground 29.00-31.00 1.0000 1.0000 LI2 4 LDF5-50A(7/8 FOAM) 29.00-31.00 1.0000 1.0000 L12 5 WR-VG86ST-BRD(Power 29.00-31.00 1.0000 1.0000 Cable) L 12 7 12 Par 29.00-31.00 1.0000 1.0000 L12 20 4"x 1.25"Reinforcement 29.00-31.00 1.0000 1.0000 Plate L12 21 4"x 1.25"Reinforcement 29.00-31.00 1.0000 1.0000 Plate L I 22 4"x 1.25"Reinforcement 29.00-31.00 1.0000 1.0000 Plate L12 23 4"x 1.25"Reinforcement 29.00-31.00 1.0000 1.0000 Plate L13 1 5/16"Ground 24.00-29.00 1.0000 1.0000 L13 4 LDF5-50A(7/8 FOAM) 24.00-29.00 1.0000 1.0000 L13 5 WR-VG86ST-BRD(Power 24.00-29.00 1.0000 1.0000 Cable) L13 7 12 Pair 24.00-29.00 1.0000 1.0000 L13 20 4"x 1.25"Reinforcement 24.00-29.00 1.0000 1.0000 Plate L13 21 4"x 1.25"Reinforcement 24.00-29.00 1.0000 1.0000 Plate L13 22 4"x 1.25"Reinforcement 24.00-29.00 1.0000 1.0000 Plate L 13 23 4"x 1.25"Reinforcement 24.00-29.00 1.0000 1.0000 Plate Job ob Page I Scholls& 125th, OR BU#856366 (Modified) 10 of 30 Vertical Structures,Inc. Project Date 309 Spangler Drive,Suite E Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond,KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle FAX:(859)624-8369 Asel lower Feed Line Description Feed Line K, K, Section Record No. Segment Elev. No Ice Ice L14 1 5/16"Ground 19.00-24.00 1.0000 1.0000 L14 4 LDFS-50A(7/8 FOAM) 19.00-24.00 1.0000 1.0000 L14 5 WR-VG86ST-BRD(Power 19.00-24.00 1.0000 1.0000 Cable) L14 7 12 Pair 19.00-24.00 1.0000 1.0000 L14 20 4"x 1.25"Reinforcement 19.00-24.00 1 0000 1.0000 Plate L14 21 4"x 1.25"Reinforcement 19.00-24.00 1.0000 1.0000 Plate L14 22 4"x 1.25"Reinforcement 19.00-24.00 1.0000 1.0000 Plate L14 23 4"x 1.25"Reinforcement 19.00-24.00 1.0000 1.0000 Plate L15 1 5/16"Ground 14.00-19.00 1.0000 1.0000 L15 4 LDF5-50A(7/8 FOAM) 14.00-19.00 1.0000 1.0000 L15 5 WR-VG86ST-BRD(Power 14.00-19.00 1.0000 1.0000 Cable) L15 7 12 Pair 14.00-19.00 1.0000 1.0000 L15 20 4"x 1.25"Reinforcement 14.00-19.00 1.0000 1.0000 Plate L15 21 4"x 1.25"Reinforcement 14.00-19.00 1.0000 1.0000 Plate L15 22 4"x 1.25"Reinforcement 14.00-19.00 1.0000 1.0000 Plate L15 23 4"x 1.25"Reinforcement 14.00-19.00 1.0000 1.0000 Plate L16 1 5/16"Ground 9.00-14.00 1.0000 1.0000 L16 4 LDF5-50A(7/8 FOAM) 9.00-14.00 1.0000 1.0000 L16 5 WR-VG86ST-BRD(Power 9.00-14.00 1.0000 1.0000 Cable) L16 7 12 Pair 9.00-14.00 1.0000 1.0000 L16 16 4"x 1.25"Reinforcement 9.00-10.00 1.0000 1.0000 Plate L16 17 4"x 1.25"Reinforcement 9.00-10.00 1.0000 1.0000 Plate L16 18 4"x 1.25"Reinforcement 9.00-10.00 1.0000 1.0000 Plate L16 19 4"x 1.25"Reinforcement 9.00-10.00 1.0000 1.0000 Plate L16 20 4"x 1.25"Reinforcement 9.00-14.00 1.0000 1.0000 Plate L16 21 4"x 1.25"Reinforcement 9.00-14.00 1.0000 1.0000 Plate L16 22 4"x 1.25"Reinforcement 9.00-14.00 1.0000 1.0000 Plate L16 23 4"x 1.25"Reinforcement 9.00-14.00 1.0000 1.0000 Plate L17 1 5/16"Ground 8.50-9.00 1.0000 1.0000 L17 4 LDF5-50A(7/8 FOAM) 8.50-9.00 1.0000 1.0000 L17 5 WR-VG86ST-BRD(Power 8.50-9.00 1.0000 1.0000 Cable) L17 7 12 Pair 8.50-9.00 1.0000 1.0000 L17 16 4"x 1.25"Reinforcement 8.50-9.00 1.0000 1.0000 Plate L17 17 4"x 1.25"Reinforcement 8.50-9.00 1.0000 1.0000 Plate L17 18 4"x 1.25"Reinforcement 8.50-9.00 1.0000 1.0000 Plate • L17 19 4"x 1.25"Reinforcement 8.50-9.00 1.0000 1.0000 Plate L17 20 4"x 1.25"Reinforcement 8.50-9.00 1.0000 1.0000 Plate Job Page tnxTower Scholls & 125th, OR BU#856366 (Modified) 11 of 30 Project Date Vertical Structures,Inc.309 Spangler Drive.Suite E Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle Asel FAX:(859)624-8369 Tower Feed Line Description Feed Line K. K, Section Record No. Segment Elev. No Ice Ice L17 21 4"x 1.25"Reinforcement 8.50-9.00 1.0000 1.0000 Plate L17 22 4"x 1.25"Reinforcement 8.50-9.00 1.0000 1.0000 Plate L17 23 4"x 1.25"Reinforcement 8.50-9.00 1.0000 1.0000 Plate L18 1 5/16"Ground 8.25-8.50 1.0000 1.0000 L18 4 LDF5-50A(7/8 FOAM) 8.25-8.50 1.0000 1.0000 L18 5 WR-VG86ST-BRD(Power 8.25-8.50 1.0000 1.0000 Cable) L18 7 12 Pair 8.25-8.50 1.0000 1.0000 L18 16 4"x 1.25"Reinforcement 8.25-8.50 1.0000 1.0000 Plate L18 17 4"x 1.25"Reinforcement 8.25-8.50 1.0000 1.0000 Plate L18 18 4"x 1.25"Reinforcement 8.25-8.50 1.0000 1.0000 Plate L l8 19 4"x 1.25"Reinforcement 8.25-8.50 1.0000 1.0000 Plate L18 20 4"x 1.25"Reinforcement 8.25-8.50 1.0000 1.0000 Plate L18 21 4"x 1.25"Reinforcement 8.25-8.50 1.0000 1.0000 Plate L18 22 4"x 1.25"Reinforcement 8.25-8.50 1.0000 1.0000 Plate L18 23 4"x 1.25"Reinforcement 8.25-8.50 1.0000 1.0000 Plate L19 I 5/16"Ground 3.25-8.25 1.0000 1.0000 L19 4 LDF5-50A(7/8 FOAM) 3.25-8.25 1.0000 1.0000 L19 5 WR-VG86ST-BRD(Power 3.25-8.25 1.0000 1.0000 Cable) L19 7 12 Pair 3.25-8.25 1.0000 1.0000 L19 16 4"x 1.25"Reinforcement 3.25-8.25 1.0000 1.0000 Plate L19 17 4"x 1.25"Reinforcement 3.25-8.25 1.0000 1.0000 Plate L19 18 4"x 1.25"Reinforcement 3.25-8.25 1.0000 1.0000 Plate L19 19 4"x 1.25"Reinforcement 3.25-8.25 1.0000 1.0000 Plate L19 20 4"x 1.25"Reinforcement 7.00-8.25 1.0000 1.0000 Plate L19 21 4"x 1.25"Reinforcement 7.00-8.25 1.0000 1.0000 Plate L I9 22 4"x 1.25"Reinforcement 7.00-8.25 1.0000 1.0000 Plate 1.19 23 4"x 1.25"Reinforcement 7.00-8.25 1.0000 1.0000 Plate L20 l 5/16"Ground 3.00-3.25 1.0000 1.0000 L20 4 LDF5-50A(7/8 FOAM) 3.00-3.25 1.0000 1.0000 L20 5 WR-VG86ST-BRD(Power 3.00-3.25 1.0000 1.0000 Cable) L20 7 12 Pair 3.00-3.25 1.0000 1.0000 L20 16 4"x 1.25"Reinforcement 0.00-3.25 1.0000 1.0000 Plate L20 17 4"x 1.25"Reinforcement 0.00-3.25 1.0000 1.0000 Plate L20 18 4"x 1.25"Reinforcement 0.00-3.25 1.0000 1.0000 Plate L20 19 4"x 1.25"Reinforcement 0.00-3.25 1.0000 1.0000 Plate tnxTower Job Page Scholls & 125th, OR BU#856366 (Modified) 12 of 30 Vertical Structures,Inc. Project Date 309 Spangler Drive,Suite E Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond,KY40475 Client Designed by Phone:(859)624-8360 Crown Castle FAX:(859)624-8369 Asel Effective Width of Flat Linear Attachments / Feed Lines Tower Attachment Description Attachment Ratio Effective Section Record No. Segment Elev. Calculation Width Method Ratio L7 20 4"x 1.25"Reinforcement 45.50-47.00 Manual 1.0000 Plate L7 21 4"x 1.25"Reinforcement 45.50-47.00 Manual 1.0000 Plate L7 22 4"x 1.25"Reinforcement 45.50-47.00 Manual 1.0000 Plate L7 23 4"x 1.25"Reinforcement 45.50-47.00 Manual 1.0000 Plate L8 20 4"x 1.25"Reinforcement 45.25-45.50 Manual 1.0000 Plate L8 21 4"x 1.25"Reinforcement 45.25-45.50 Manual 1.0000 Plate L8 22 4"x 1.25"Reinforcement 45.25-45.50 Manual 1.0000 Plate L8 23 4"x 1.25"Reinforcement 45.25-45.50 Manual 1.0000 Plate L9 20 4"x 1.25"Reinforcement 40.25-45.25 Manual 1.0000 Plate L9 21 4"x 1.25"Reinforcement 40.25-45.25 Manual 1.0000 Plate L9 22 4"x 1.25"Reinforcement 40.25-45.25 Manual 1.0000 Plate L9 • 23 4"x 1.25"Reinforcement 40.25-45.25 Manual 1.0000 Plate LIO 20 4"x 1.25"Reinforcement 35.25-40.25 Manual 1.0000 Plate LIO 21 4"x 1.25"Reinforcement 35.25-40.25 Manual 1.0000 Plate L 10 22 4"x 1.25"Reinforcement 35.25-40.25 Manual 1.0000 Plate LIO 23 4"x 1.25"Reinforcement 35.25-40.25 Manual 1.0000 Plate LI I 20 4"x 1.25"Reinforcement 31.00-35.25 Manual 1.0000 Plate L II 21 4"x 1.25"Reinforcement 31.00-35.25 Manual 1.0000 Plate L I I 22 4"x 1.25"Reinforcement 31.00-35.25 Manual 1.0000 Plate L I I 23 4"x 1.25"Reinforcement 31.00-35.25 Manual 1.0000 Plate L 12 20 4"x 1.25"Reinforcement 29.00-31.00 Manual 1.0000 Plate L12 21 4"x 1.25"Reinforcement 29.00-31.00 Manual 1.0000 Plate L12 22 4"x 1.25"Reinforcement 29.00-31.00 Manual 1.0000 Plate L12 23 4"x 1.25"Reinforcement 29.00-31.00 Manual 1.0000 Plate L13 20 4"x 1.25"Reinforcement 24.00-29.00 Manual 1.0000 Plate Job Page tnxTower Scholls& 125th, OR BU#856366 (Modified) 13 of 30 Vertical Structures,Inc. Project Date 309 Spangler Drive,Suite Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond,KY40475 Client Designed by Phone:(859)624-8360 Crown Castle FAX:(859)624-8369 Asel Tower Attachment Description Attachment Ratio Effective Section Record No. Segment Elev. Calculation Width Method Ratio L13 21 4"x 1.25"Reinforcement 24.00-29.00 Manual 1.0000 Plate L13 22 4"x 1 25"Reinforcement 24.00-29.00 Manual 1.0000 Plate L 13 23 4"x 1.25"Reinforcement 24.00-29.00 Manual 1,0000 Plate L14 20 4"x 1.25"Reinforcement 19.00-24.00 Manual 1.0000 Plate L I4 21 4"x 1.25"Reinforcement 19.00-24.00 Manual 1.0000 Plate L 14 22 4"x 1.25"Reinforcement 19.00-24.00 Manual 1.0000 Plate L14 23 4"x 1.25"Reinforcement 19.00-24.00 Manual 1.0000 Plate L15 20 4"x 1.25"Reinforcement 14.00-19.00 Manual 1.0000 Plate L15 21 4"x 1.25"Reinforcement 14.00-19.00 Manual 1.0000 Plate L15 22 4"x 1.25"Reinforcement 14.00-19.00 Manual 1.0000 Plate L15 23 4"x 1.25"Reinforcement 14.00-19.00 Manual 1.0000 Plate L16 16 4"x 1.25"Reinforcement 9.00-10.00 Manual 1.0000 Plate L16 17 4"x 1.25"Reinforcement 9.00-10.00 Manual 1.0000 Plate L16 18 4"x 1.25"Reinforcement 9.00-10.00 Manual 1.0000 Plate L16 19 4"x 1.25"Reinforcement 9.00-10.00 Manual 1.0000 Plate L16 20 4"x 1.25"Reinforcement 9.00-14.00 Manual 1.0000 Plate L16 21 4"x 1.25"Reinforcement 9.00-14.00 Manual 1.0000 Plate L16 22 4"x 1.25"Reinforcement 9.00-14.00 Manual 1.0000 Plate L16 23 4"x 1.25"Reinforcement 9.00-14.00 Manual 1.0000 Plate L17 16 4"x 1.25"Reinforcement 8.50-9.00 Manual 1.0000 Plate L17 17 4"x 1.25"Reinforcement 8.50-9.00 Manual 1.0000 Plate L17 18 4"x 1.25"Reinforcement 8.50-9.00 Manual 1.0000 Plate L17 19 4"x 1.25"Reinforcement 8.50-9.00 Manual 1.0000 Plate L17 20 4"x 1.25"Reinforcement 8.50-9.00 Manual 1.0000 Plate L17 21 4"x 1.25"Reinforcement 8.50-9.00 Manual 1.0000 Plate L17 22 4"x 1.25"Reinforcement 8.50-9.00 Manual 1.0000 Plate L17 23 4"x 1.25"Reinforcement 8.50-9.00 Manual 1.0000 Plate L 18 16 4"x 1.25"Reinforcement 8.25-8.50 Manual 1.0000 Plate L18 17 4"x 1.25"Reinforcement 8.25-8.50 Manual 1.0000 Plate L 18 18 4"x 1.25"Reinforcement 8.25-8.50 Manual 1.0000 Plate L 18 19 4"x 1.25"Reinforcement 8.25-8.50 Manual 1.0000 Job Page tnxTower Scholls & 125th, OR BU#856366 (Modified) 14 of 30 Vertical Structures,Inc. Project Date 309 Spangler Drive,Suite E Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond,KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle Asel FAX.:(859)624-8369 Tower Attachment Description Attachment Ratio Effective Section Record No. Segment Elev. Calculation Width Method Ratio Plate L18 20 4"x 1.25"Reinforcement 8.25-8.50 Manual 1.0000 Plate L18 21 4"x 1.25"Reinforcement 8.25-8.50 Manual 1.0000 Plate 1,18 22 4"x 1.25"Reinforcement 8.25-8.50 Manual 1.0000 Plate L18 23 4"x 1.25"Reinforcement 8.25-8.50 Manual 1.0000 Plate L19 16 4"x 1.25"Reinforcement 3.25-8.25 Manual 1.0000 Plate L19 17 4"x 1.25"Reinforcement 3.25-8.25 Manual 1.0000 Plate L19 18 4"x 1.25"Reinforcement 3 25-8.25 Manual 1.0000 Plate L19 19 4"x 1.25"Reinforcement 3.25-8.25 Manual 1.0000 Plate L19 20 4"x 1.25"Reinforcement 7.00-8.25 Manual 1.0000 Plate LI9 21 4"x 1.25"Reinforcement 7.00-8.25 Manual 1.0000 Plate L19 22 4"x1.25"Reinforcement 7.00-8.25 Manual 1.0000 Plate L19 23 4"x 1.25"Reinfmmement 7.00-8.25 Manual 1.0000 Plate L20 16 4"x 1.25"Reinforcement 0.00-3.25 Manual 1.0000 Plate L20 17 4"x 1.25"Reinforcement 0.00-3.25 Manual 1.0000 Plate L20 18 4"x 1.25"Reinforcement 0.00-3.25 Manual 1.0000 Plate L20 19 4"x 1.25"Reinforcement 0.00-3.25 Manual 1.0000 Plate User Defined Loads - Seismic Description Elevation Offset Azimuth F.,. L,,, C,,, En From Angle Ceniroid ft fF lb lb lb lb CCISeismic Tower Section 1-1 72.50 0.00 0.0000 33.93 0.00 0.00 75.87 CCISeismic Tower Section 2-1 67.50 0.00 0.0000 33.93 0.00 0.00 65.77 CCISeismic Tower Section 3-1 62.50 0.00 0.0000 33.93 0.00 0.00 56.39 CCISeismic Tower Section 4-I 57.75 0.00 0.0000 30.54 0.00 0.00 43.33 CCISeismic Tower Section 5-I 55.25 0.00 0.0000 3.39 0.00 0.00 4.41 CCISeismic Tower Section 6-1 52.50 0.00 0.0000 18.13 0.00 0.00 21.26 CCISeismic Tower Section 7-1 47.75 0.00 0.0000 17.17 0.00 0.00 16.66 CCISeismic Tower Section 8-1 45.38 0.00 0.0000 3.30 0.00 0.00 2.89 CCISeismic Tower Section 9-1 42.75 0.00 0.0000 65.44 0.00 0.00 50.88 CCISeismic Tower Section 10- 37.75 0.00 0.0000 66.50 0.00 0.00 40.32 CCISeismic Tower Section 1 1- 33.13 0.00 0.0000 58.61 0.00 0.00 27.36 CCISeismic Tower Section 12- 31.50 0.00 0.0000 67.08 0.00 0.00 28.32 Job Page _ tnxTower Scholls & 125th, OR BU#856366 (Modified) 15 of 30 Project Date Vertical Structures,Inc.309 Spangler hive,Suite E Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 i Richmond,KY40475 Client Designed by Phone:(859)624-8360 Crown Castle Asel FAX (859)624-8369 Description Elevation Offset Azimuth 6„ L,,; F.h Eq From Angle Centroid n ft lb lb lb lb 1 CCISeismic Tower Section 13- 26.50 0.00 0.0000 68.54 0.00 0.00 20.47 1 CCISeismic Tower Section 14- 21.50 0.00 0.0000 69.99 0.00 0.00 13.76 1 CCISeismic Tower Section 15- 16.50 0.00 0.0000 71.42 0.00 0.00 8.27 I CCISeismic Tower Section 16- 11.50 0.00 0.0000 72.85 0.00 0.00 4.10 1 CCISeismic Tower Section 17- 8.75 0.00 0.0000 7.46 0.00 0.00 0.24 1 CCISeismic Tower Section 18- 8.38 0.00 0.0000 3.74 0.00 0.00 0.11 1 CCISeismic Tower Section 19- 5.75 0.00 0.0000 74.48 0.00 0.00 1.05 I CCISeismic Tower Section 20- 1.63 0.00 0.0000 49.41 0.00 0.00 0.06 1 CCISeismic tower mounts 75.00 0.00 0.0000 263.34 0.00 0.00 630.13 Perfect Vision 12.5'Platform (P V-LPPGS-12M-HR2-API) CCISeismic(2)tower mounts 75.00 0.00 0.0000 7.11 0.00 0.00 17.02 8'x2"Antenna Mount Pipe CCISeismic(2)tower mounts 75.00 0.00 0.0000 7.11 0.00 0.00 17.02 8'x2"Antenna Mount Pipe CCISeismic(2)tower mounts 75.00 0.00 0.0000 7.11 0.00 0.00 17.02 8'x2"Antenna Mount Pipe CCISeismic nokia_cfd AEHC w/ 75.00 0.00 0.0000 15.55 0.00 0.00 37.20 Mount Pipe CCISeismic nokia cfd AEHC w/ 75.00 0.00 0.0000 15.55 0.00 0.00 37.20 Mount Pipe _ CCISeismic nokia_cfd AEHC w/ 75.00 0.00 0.0000 15.55 0.00 0.00 37.20 Mount Pipe CCISeismic commscope cfd 75.00 0.00 0.0000 21.54 0.00 0.00 51.55 FF V V-65C-R3-V 1_TMO w/ Mount Pipe CCISeismic commscope cfd 75.00 0.00 0.0000 21.54 0.00 0.00 51.55 FFVV-65C-R3-V I_TMO w/ Mount Pipe CCISeismic commscope_efd 75.00 0.00 0.0000 21.54 0.00 0.00 51.55 FFVV-65C-R3-Vl TMOw/ Mount Pipe CCISeismic nokia cfd 75.00 0.00 0.0000 11.46 0.00 0.00 27.43 AHLOA T-MOBILE CCISeismic nokia_cfd 75.00 0.00 0.0000 11.46 0.00 0.00 27.43 AHLOA_T-MOBILE CCISeismic nokia_cfd 75.00 0.00 0.0000 11.46 0.00 0.00 27.43 AHLOA T-MOBILE CCISeismic nokia cfd 75.00 0.00 0.0000 9.65 0.00 0.00 23.09 AHFIG_TMO CCISeismic nokia cfd 75.00 0.00 0.0000 9.65 0.00 0.00 23.09 AHFIG_TMO CCISeismic nokia cfd 75.00 0.00 0.0000 9.65 0.00 0.00 23.09 AIIFIG_TMO CCISeismic commscope cfd 75.00 0.00 0.0000 0.19 0.00 0.00 0.45 HCS 2.0 CCISeismic commscope_cfd 75.00 0.00 0.0000 0.19 0.00 0.00 0.45 HCS 2.0 CCISeismic Commscope 65.00 0.00 0.0000 239.26 0.00 0.00 430.02 MC-PK8-DSH CCISeismic(2)tower mounts 65.00 0.00 0.0000 7.11 0.00 0.00 12.79 Job inxTower Page Scholls & 125th, OR BU#856366 (Modified) 16 of 30 Project Date Vertical Structures,Inc. 309 Spangler Drive,SziteE Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond,KY 40475 Client Phone:(859)6248360 Designed by Crown C FAX.(859)624-8369 Castle Asel Description Elevation Offset Azimuth E, E,, Eh, Eb From Angle Centroid l? Jl lb lb lb lb 8'x2"Antenna Mount Pipe .' - CCISeismic(2)tower mounts 65.00 0.00 0.0000 7.11 0.00 0.00 12.79 8'x2"Antenna Mount Pipe CCISeismic(2)tower mounts 65.00 0.00 0.0000 7.11 0.00 0.00 12.79 8'x2"Antenna Mount Pipe CCISeismic cellmax 65.00 0.00 0.0000 19.39 0.00 0.00 34.84 technologies_cfd CMA-UBTULBULBH11/6516/1 6/21/21 w/Mount Pipe CCISeismic jma wireless_cfd 65.00 0.00 0.0000 14.79 0.00 0.00 26.58 MX08FR0665-21 wl Mount Pipe CCISeismic jma wireless_cfd 65.00 0.00 0.0000 14.79 0.00 0.00 26.58 MX08FR0665-21 w/Mount Pipe CCISeismic fujitsu 65.00 0.00 0.0000 8.74 0.00 0.00 15.71 TA08025-6604 CCISeismic fujitsu 65.00 0.00 0.0000 8.74 0.00 0.00 15.71 TA08025-B604 CCISeismic fujitsu 65.00 0.00 0.0000 8.74 0.00 0.00 15.71 TA08025-B604 CCISeismic fujitsu 65.00 0.00 0.0000 10.26 0.00 0.00 18.44 TA08025-B605 CCISeismic fujitsu 65.00 0.00 0.0000 10.26 0.00 0.00 18.44 TA08025-B605 CCISeismic fujitsu 65.00 0.00 0.0000 10.26 0.00 0.00 18.44 TA08025-8605 CCISeismic raycap 65.00 0.00 0.0000 2.98 0.00 0.00 5.36 RDIDC-9181-PF-48 CCISeismic tower mounts 49.00 0.00 0.0000 533.11 0.00 0.00 544.50 SiteProl 14'Fortress Quad Platform w/Lower Walkway& (12)10'Mount Pipes _ (F49-12-H5)(TIA-H) CCISeismic(2)cellmax 49.00 0.00 0.0000 31.46 0.00 0.00 32.14 technologies_cfd C MA-UBTULBULBHIi/6517/1 7/21/21 CCISeismic(2)cellmax 49.00 0.00 0.0000 31.46 0.00 0.00 32.14 technologies cfd CMA-UBTULBULBHII/6517/1 7/21/21 CCISeismic(2)cellmax 49.00 0.00 0.0000 31.46 0.00 0.00 32.14 technologies_cfd CMA-UBTULBULBHH/6517/I 7/21/21 CCISeismic kmw 49.00 0.00 0.0000 8.54 0 00 0.00 8.72 cammunications_cfd EPBQ-652L8H8 CCISeismic kmw 49.00 0.00 0.0000 8.54 0.00 0.00 8.72 communications cfd EPBQ-652L8H8 CCISeismic kmw 49.00 0.00 0.0000 8.54 0.00 0.00 8.72 communications cfd EPBQ-652L8H8 CCISeismic alcatel lucent 49.00 0.00 0.0000 9.58 0.00 0.00 9.78 RRH4x25-B30 BTS CCISeismic alcatel lucent 49.00 0.00 0.0000 9.58 0.00 0.00 9.78 RRH4x25-B30 BTS CCISeismic alcatel lucent 49.00 0.00 0.0000 9.58 0.00 0.00 9.78 Job Page tnxTower Scholls & 125th, OR BU#856366 (Modified) 17 of 30 Project Date Vert309SalSerDrive,Suite Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 309 Spangler Drive,Suite E Richmond,KY40475 Client Designed by Phone:(859)624-8360 Crown Castle Asel FAX:(859)624-8369 Description Elevation Offset Azimuth E„ Ei, Ehr Eh From Angle - Centroid ft ft lb lb lb lb RRH4x25-1330 BTS CCISeismic alcatel lucent B25 49.00 0.00 0.0000 7.25 0.00 0.00 7.41 RRH4x30 BTS(21.2x12x7.2) CCISeismic alcatel lucent B25 49.00 0.00 0.0000 7.25 0.00 0.00 7.41 RRH4x30 BTS(21.2x12x7.2) CCISeismic alcatel lucent B25 49.00 0.00 0.0000 7.25 0.00 0.00 7.41 RRH4x30 BTS(21.2x12x7.2) CCISeismic alcatel lucent B66A 49.00 0.00 0.0000 7.77 0.00 0.00 7.94 RRH4X45 BTS CCISeismic alcatel lucent B66A 49.00 0.00 0.0000 7.77 0.00 0.00 7.94 RRH4X45 BTS CCISeismic alcatel lucent B66A 49.00 0.00 0.0000 7.77 0.00 0.00 7.94 RRH4X45 BTS CCISeismic nokia cfd 49.00 0.00 0.0000 10.56 0.00 0.00 10.78 AHLBA CC1V2 CCISeismic nokia_cfd 49.00 0.00 0.0000 10.56 0.00 0.00 10.78 AHLBA CCIV2 CCISeismic nokia_cfd 49.00 0.00 0.0000 10.56 0.00 0.00 10.78 AHLBA CCIV2 CCISeismic nokia_cfd 49.00 0.00 0.0000 5.03 0.00 0.00 5.14 AHCA_CCIV3 CCISeismic nokia_cfd 49.00 0.00 0.0000 5.03 0.00 0.00 5.14 AHCA_CCIV3 CCISeismic nokiacfd 49.00 0.00 0.0000 5.03 0.00 0.00 5.14 AHCA_CCIV3 CCISeismic mycap 49.00 0.00 0.0000 3.58 0.00 0.00 3.66 DC9-48-60-24-8C-EV CCISeismic mycap 49.00 0.00 0.0000 2.59 0.00 0.00 2.64 DC6-48-60-18-8F(24 x 11 x 11) CCISeismic raycap 49.00 0.00 0.0000 2.59 0.00 0.00 2.64 DC6-48-60-18-8F(24 x 11 x 11) CCISeismic 5/16"Ground 48.50 0.00 0.0000 0.06 0.00 0.00 0.06 From 3 to 52(45ft to52ft) CCISeismic 5/16"Ground 40.00 0.00 0.0000 0.08 0.00 0.00 0.06 From 3 to 52(35ft to45ft) CCISeismic 5/16"Ground 30.00 0.00 0.0000 0.08 0.00 0.00 0.03 From 3 to 52(25ft to35ft) CCISeismic 5/16"Ground 20.00 0.00 0.0000 0.08 0.00 0.00 0.01 From 3 to 52(15ft to25ft) CCISeismic 5/16"Ground 10.00 0.00 0.0000 0.08 0.00 0.00 0.00 From 3 to 52(5ft tol5ft) CCISeismic 5/16"Ground 4.00 0.00 0.0000 0.02 0.00 0.00 0.00 From 3 to 52(3ft to5ft) CCISeismic(6)andrew(cci) 50.00 0.00 0.0000 2.71 0.00 0.00 2.88 LDF5-50A(7/8 FOAM)From 3 to 55(45ft to55ft) CCISeismic(6)andrew(cci) 40.00 0.00 0.0000 2.71 0.00 0.00 1.84 LDF5-50A(7/8 FOAM)From 3 to 55(35ft to45ft) CCISeismic(6)andrew(cci) 30.00 0.00 0.0000 2.71 0.00 0.00 1.04 LDF5-50A(7/8 FOAM)From 3 to 55(25ft to35ft) CCISeismic(6)andrew(cci) 20.00 0.00 0.0000 2.71 0.00 0.00 0.46 LDF5-50A(7/8 FOAM)From 3 to 55(15ft to25ft) CCISeismic(6)andrew(cci) 10.00 0.00 0.0000 2.71 0.00 0.00 0.12 LDF5-50A(7/8 FOAM)From 3 to 55(5ft tol5ft) CCISeismic(6)andrew(cci) 4.00 0.00 0.0000 0.54 0.00 0.00 0.00 LDF5-50A(7/8 FOAM)From 3 tnxT Tower Job Page Scholls& 125th, OR BU#856366 (Modified) 18 of 30 Vertical Structures,Inc Project Date 309 Spangler Drive,Suite Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond,KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle FAX'(859)624-8369 Asel Description ,».,..._„...e... Elevation_-- Offset AzimuthE, Eh,. Eh, Eh - From Angle Centroid fl ll 0 lb lb lb lb - to 55(3ft to5ft) CCISeismic(2)andrew(cci) 50.00 0.00 0.0000 0.90 0.00 0.00 0.96 LDFS-50A(7/8 FOAM)From 3 to 55(45ft to55ft) CCISeismic(2)andrew(cci) 40.00 0.00 0.0000 0.90 0.00 0.00 0.61 LDF5-50A(7/8 FOAM)From 3 to 55(35ft to45ft) CCISeismic(2)andrew(cci) 30.00 0.00 0.0000 0.90 0.00 0.00 0.35 LDF5-50A(7/8 FOAM)From 3 to 55(25ft to35(t) CCISeismic(2)andrew(cci) 20.00 0.00 0.0000 0.90 0.00 0.00 0.15 LDF5-50A(7/8 FOAM)From 3 to 55(15ft to25ft) CCISeismic(2)andrew(cci) 10.00 0.00 0.0000 0.90 0.00 0.00 0.04 LDF5-50A(7/8 FOAM)From 3 to 55(5ft tol5ft) CCISeismic(2)andrew(cci) 4.00 0.00 0.0000 0.18 0.00 0.00 0.00 LDF5-50A(7/8 FOAM)From 3 to 55(3ft to5ft) CCISeismic(3)rosenberger 50.00 0.00 0.0000 2.40 0.00 0.00 2.55 WR-VG86ST-BRD(Power Cable)From 3 to 55(45ft to55ft) CCISeismic(3)rosenberger 40.00 0.00 0.0000 2.40 0.00 0.00 1.63 WR-VG86ST-BRD(Power Cable)From 3 to 55(35ft to45ft) CCISeismic(3)rosenberger 30.00 0.00 0.0000 2.40 0.00 0.00 0.92 WR-VG86ST-BRD(Power Cable)From 3 to 55(25ft to35ft) CCISeismic(3)rosenberger 20.00 0.00 0.0000 2.40 0.00 0.00 0.41 - WR-VG86ST-BRD(Power Cable)From 3 to 55(15ft to2511) CCISeismic(3)rosenberger 10.00 0.00 0.0000 2.40 0.00 0.00 0.10 WR-VG86ST-BRD(Power Cable)From 3 to 55(5ft tol5ft) CCISeismic(3)rosenberger 4.00 0.00 0.0000 0.48 0.00 0.00 0.00 WR-VG86ST-BRD(Power Cable)From 3 to 55(311 to511) CCISeismic(3)rosenberger 50.00 0.00 0.0000 2.40 0.00 0.00 2.55 WR-VG86ST-BRD(Power Cable)From 3 to 55(45ft to55ft) CCISeismic(3)rosenberger 40.00 0.00 0.0000 2.40 0.00 0.00 1.63 WR-VG86ST-BRD(Power Cable)From 3 to 55(35ft to4511) CCISeismic(3)rosenberger 30.00 0.00 0.0000 2.40 0.00 0.00 0.92 WR-VG86ST-BRD(Power Cable)From 3 to 55(25ft to35(1) CCISeismic(3)rosenberger 20.00 0.00 0.0000 2.40 0.00 0.00 0.41 WR-VG86ST-BRD(Power Cable)From 3 to 55(15ft to25ft) CCISeismic(3)rosenberger 10.00 0.00 0.0000 2.40 0.00 0.00 0.10 WR-VG86ST-BRD(Power Cable)From 3 to 55(5ft tol5ft) CCISeismic(3)rosenberger 4.00 0.00 0.0000 0.48 0.00 0.00 0.00 WR-VG86ST-BRD(Power Cable)From 3 to 55(3ft to5ft) CCISeismic rosenberger 12 Pair 50.00 0.00 0.0000 0.14 0.00 0.00 0.15 From 3 to 55(45ft to5511) CCISeismic rosenberger 12 Pair 40.00 0.00 0.0000 0.14 0.00 0.00 0.09 From 3 to 55(35ft to45ft) CCISeismic rosenberger 12 Pair 30.00 0.00 0.0000 0.14 0.00 0.00 0.05 Job Page tnxTower Scholls & 125th, OR BU#856366 (Modified) 19 of 30 Vertical Structures,Inc. Project Date 309 Spangler Drive,Suite Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond,KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle Asel FAX (859)624-8369 Description Elevation Offset Azimuth E, Eft Eft Ek From Angle Centroid ft ft lb lb lb lb From 3 to 55(25ft to35ft) CCISeismic rosenberger 12 Pair 20.00 0.00 0.0000 0.14 0.00 0.00 0.02 From 3 to 55(15ft to25ft) CCISeismic rosenberger 12 Pair 10.00 0.00 0.0000 0.14 0.00 0.00 0.01 From 3 to 55(5ft tol5ft) CCISeismic rosenberger 12 Pair 4.00 0.00 0.0000 0.03 0.00 0.00 0.00 From 3 to 55(3ft to5ft) CCISeismic(2)rosenberger 12 50.00 0.00 0.0000 0.27 0.00 0.00 0.29 Pair From 3 to 55(45ft to55ft) CCISeismic(2)rosenberger 12 40.00 0.00 0.0000 0.27 0.00 0.00 0.19 Pair From 3 to 55(35ft to45ft) CCISeismic(2)rosenberger 12 30.00 0.00 0.0000 0.27 0.00 0.00 0.10 Pair From 3 to 55(25ft to35ft) CCISeismic(2)rosenberger 12 20.00 0.00 0.0000 0.27 0.00 0.00 0.05 Pair From 3 to 55(15ft to25ft) CCISeismic(2)rosenberger 12 10.00 0.00 0.0000 0.27 0.00 0.00 0.01 Pair From 3 to 55(5ft tol5ft) CCISeismic(2)rosenberger 12 4.00 0.00 0.0000 0.05 0.00 0.00 0.00 Pair From 3 to 55(3ft to5ft) CCISeismic kathrein 860 10014 50.00 0.00 0.0000 0.10 0.00 0.00 0.10 • (3/8"Foam)From 3 to 55(45ft to55ft) CCISeismic kathrein 860 10014 40.00 0.00 0.0000 0.10 0.00 0.00 0.07 (3/8"Foam)From 3 to 55(35ft to45ft) CCISeismic kathrein 860 10014 30.00 0.00 0.0000 0.10 0.00 0.00 0.04 (3/8"Foam)From 3 to 55(25ft to35ft) CCISeismic kathrein 860 10014 20.00 0.00 0.0000 0.10 0.00 0.00 0.02 (3/8"Foam)From 3 to 55(15ft to25ft) CCISeismic kathrein 860 10014 10.00 0.00 0.0000 0.10 0.00 0.00 0.00 (3/8"Foam)From 3 to 55(5ft tol5ft) CCISeismic kathrein 860 10014 4.00 0.00 0.0000 0.02 0.00 0.00 0.00 (3/8"Foam)From 3 to 55(311 to5ft) CCISeismic miscl 2"Flex 50.00 0.00 0.0000 0.93 0.00 0.00 0.99 Conduit From 3 to 55(45ft to55ft) CCISeismic miscl 2"Flex 40.00 0.00 0.0000 0.93 0.00 0.00 0.64 Conduit From 3 to 55(35ft to45ft) CCISeismic miscl 2"Flex 30.00 0.00 0.0000 0.93 0.00 0.00 0.36 Conduit From 3 to 55(25ft to35(1) CCISeismic miscl 2"Flex 20.00 0.00 0.0000 0.93 0.00 0.00 0.16 Conduit From 3 to 55(15ft to25ft) CCISeismic miscl 2"Flex 10.00 0.00 0.0000 0.93 0.00 0.00 0.04 Conduit From 3 to 55(5ft tol5ft) CCISeismic miscl 2"Flex 4.00 0.00 0.0000 0.19 0.00 0.00 0.00 Conduit From 3 to 55(3ft to5ft) CCISeismic(2)nokia HCS 2.0 70.00 0.00 0.0000 4.68 0.00 0.00 9.75 Part 3(1-1/2)From 3 to 75(65ft to75ft) CCISeismic(2)nokia HCS 2.0 60.00 0.00 0.0000 4.68 0.00 0.00 7.16 Part 3(1-1/2)From 3 to 75(55ft to65ft) CCISeismic(2)nokia HCS 2.0 50.00 0.00 0.0000 4.68 0.00 0.00 4.98 tnxTower Job Page Scholls & 125th, OR BU#856366 (Modified) 20 of 30 Vertical Structures,Inc Project Date 309 Spangler Drive,Suite E Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle FAX:(859)624-8369 Asel Description Elevation Offset Azimuth E" Ehr Eh Eh ` From Angle Centroid f f lb lb lb lb _ Part 3(1-1/2)From 3 to 75(45ft to55ft) CCISeismic(2)nokia HCS 2.0 40.00 0.00 0.0000 4.68 0.00 0.00 3.18 Part 3(1-1/2)From 3 to 75(35ft to45ft) CCISeismic(2)nokia HCS 2.0 30.00 0.00 0.0000 4.68 0.00 0.00 1.79 Part 3(1-1/2)From 3 to 75(25ft . to35ft) CCISeismic(2)nokia HCS 2.0 20.00 0.00 0.0000 4.68 0.00 0.00 0.80 Part 3(1-1/2)From 3 to 75(15ft to25ft) CCISeismic(2)nokia HCS 2.0 10.00 0.00 0.0000 4.68 0.00 0.00 0.20 Part 3(1-1/2)From 3 to 75(5ft to 15ft) CCISeismic(2)nokia HCS 2.0 4.00 0.00 0.0000 0.94 0.00 0.00 0.01 Part 3(1-1/2)From 3 to 75(3ft to5ft) CCISeismic cui 60.00 0.00 0.0000 3.21 0.00 0.00 4.92 CUI2PSM9P6XXX(1-1/2") From 3 to 65(55ft to65ft) CCISeismic cui 50.00 0.00 0.0000 3.21 0.00 0.00 3.42 CU I2PSM9P6XXX(1-1/2") From 3 to 65(45ft m55ft) CCISeismic cui 40.00 0.00 0.0000 3.21 0.00 0.00 2.19 CUI2PSM9P6XXX(1-12") From 3 to 65(35ft to45ft) CCISeismic cui 30.00 0.00 0.0000 3.21 0.00 0.00 1.23 CUI2PSM9P6XXX(1-1/2") From 3 to 65(25ft to35ft) - CCISeismic cui 20.00 0.00 0.0000 3.21 0.00 0.00 0.55 CUI2PSM9P6XXX(1-1/2") From 3 to 65(15ff to25ft) CCISeismic cui 10.00 0.00 0.0000 3.21 0.00 0.00 0.14 - CUI2PSM9P6XX7C(1-12") From 3 to 65(511 to 15ft) CCISeismic cui 4.00 0.00 0.0000 0.64 0.00 0.00 0.00 CUI2PSM9P6XXX(1-12") From 3 to 65(311 to5ft) Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft f l' lb f ft Perfect Vision 12.5'Platform C None 0.0000 75.00 No Ice 19.00 19.00 1925.00 (PV-LPPGS-12M-HR2-API) 1/2"Ice 25.60 25.60 2600.00 I"Ice 32.20 32.20 3275.00 2"Ice 45.40 45.40 4625.00 (2)85(.2"Antenna Mount Pipe A From 4.00 0.0000 75.00 No Ice 1.90 1.90 26.00 Centroid-Le 0.00 12"Ice 2.73 2.73 40.34 g 0.00 1"Ice 3.40 3.40 59.96 Job Page tnxTower Scholls & 125th, OR BU#856366 (Modified) 21 of 30 Vertical Structures,Inc Project Date 309 Spangler Drive,Suite Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle Asel FAX:(859)624-8369 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft " ft ft2 Jt2 lb ft ft 2"Ice 4.40 4.40 115.66 (2)8'x2"Antenna Mount Pipe B From 4.00 0.0000 75.00 No Ice 1.90 1.90 26.00 Centroid-Le 0.00 1/2"Ice 2.73 2.73 40.34 g 0.00 I"Ice 3.40 3.40 59.96 2"Ice 4.40 4.40 115.66 (2)8'x2"Antenna Mount Pipe C From 4.00 0.0000 75.00 No Ice 1.90 1.90 26.00 Centroid-Le 0.00 1/2"Ice 2.73 2.73 40.34 g 0.00 1"Ice 3.40 3.40 59.96 2"Ice 4.40 4.40 115.66 AEHC w/Mount Pipe A From 4.00 0.0000 75.00 No Ice 6.91 2.77 113.64 Centroid-Le 0.00 1/2"Ice 7.40 3.15 164.67 g 0.00 I"Ice 7.91 3.55 223.00 2"Ice 8.99 4.39 362.99 AEHC w/Mount Pipe B From 4.00 0.0000 75.00 No Ice 6.91 2.77 113.64 Centroid-Le 0.00 1/2"Ice 7.40 3.15 164.67 g 0.00 1"Ice 7.91 3.55 223.00 2"Ice 8.99 4.39 362.99 AMC w/Mount Pipe C From 4.00 0.0000 75.00 No Ice 6.91 2.77 113.64 Centroid-Le 0.00 1/2"Ice 7.40 3.15 164.67 g 0.00 I"Ice 7.91 3.55 223.00 2"Ice 8.99 4.39 362.99 FFVV-65C-R3-V1_TMOw/ A From 4.00 0.0000 75.00 No Ice 12.97 6.20 157.48 Mount Pipe Centroid-Le 0.00 1/2"Ice 13.62 6.77 292.49 g 0.00 I"Ice 14.27 7.36 442.04 2"Ice 15.62 8.57 786.12 FFVV-65C-R3-V I_TMO w/ B From 4.00 0.0000 75.00 No Ice 12.97 6.20 157.48 Mount Pipe Centroid-Le 0.00 1/2"Ice 13.62 6.77 292.49 g 0.00 1"Ice 14.27 7.36 442.04 2"Ice 15.62 8.57 786.12 FFVV-65C-R3-V1_TMO w/ C From 4.00 0.0000 75.00 No Ice 12.97 6.20 157.48 Mount Pipe Centroid-Le 0.00 1/2"Ice 13.62 6.77 292.49 g 0.00 1"Ice 14.27 7.36 442.04 2"Ice 15.62 8.57 786.12 AHLOA_T-MOBILE A From 4.00 0.0000 75.00 No Ice 2.86 1.85 83.80 Centroid-Le 0.00 1/2"Ice 3.08 2.04 106.86 g 0.00 1"Ice 3.31 2.23 133.21 2"Ice 3.80 2.65 196.51 AHLOA_T-MOBILE B From 4.00 0.0000 75.00 No Ice 2.86 1.85 83.80 Centroid-Le 0.00 1/2"Ice 3.08 2.04 106.86 g 0.00 1"Ice 3.31 2.23 133.21 2"Ice 3.80 2.65 196.51 AHLOAT-MOBILE C From 4.00 0.0000 75.00 No Ice 2.86 1.85 83.80 Centroid-Le 0.00 1/2"Ice 3.08 2.04 106.86 g 0.00 1"Ice 3.31 2.23 133.21 2"Ice 3.80 2.65 196.51 AHFIG_TMO A From 4.00 0.0000 75.00 No Ice 3.08 1.47 70.55 Centroid-Le 0.00 1/2"Ice 3.32 1.66 91.64 g 0.00 1"Ice 3.56 1.85 115.98 2"Ice 4.07 2.27 175.20 AHFIG_TMO B From 4.00 0.0000 75.00 No Ice 3.08 1.47 70.55 Centroid-Le 0.00 l/2"Ice 3.32 1.66 91.64 g 0.00 1"Ice 3.56 1.85 115.98 2"Ice 4.07 2.27 175.20 AHFIG_TMO C From 4.00 0.0000 75.00 No Ice 3.08 1.47 70.55 Centroid-Le 0.00 1/2"Ice 3.32 1.66 91.64 g 0.00 1"Ice 3.56 1.85 115.98 2"Ice 4.07 2.27 175.20 Job Page tnxTower Scholls& 125th, OR BU#856366 (Modified) 22 of 30 Vertical Structures,Inc Project Date • 309 Spangler Drive,Suite Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle FAX:(859)624-8369 Asel Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft= ,/t2 lb ft n HCS 2.0 A From 4.00 0.0000 75.00 No Ice 0.94 0.70 1.37 Centroid-Le 0.00 1/2"Ice 1.08 0.82 9.64 g 0.00 1"Ice 1.22 0.94 19.94 2"Ice 1.53 1.22 47.43 HCS 2.0 B From 4.00 0.0000 75.00 No Ice 0.94 0.70 1.37 Centroid-Le 0.00 1/2"Ice 1.08 0.82 9.64 g 0.00 1"Ice 1.22 0.94 19.94 2"Ice 1.53 1.22 47.43 ** Commscope MC-PK8-DSH C None 0.0000 65.00 No Ice 34.24 34.24 1749.00 1/2"Ice 62.95 62.95 2099.41 1"Ice 91.66 91.66 2449.82 2"Ice 149.08 149.08 3150.64 (2)8'x2"Antenna Mount Pipe A From 4.00 0.0000 65.00 No Ice 1.90 1.90 26.00 Centroid-Le 0.00 I/2"Ice 2.73 2.73 40.34 g 0.00 1"Ice 3.40 3.40 59.96 2"Ice 4.40 4.40 115.66 (2)8'x2"Antenna Mount Pipe B From 4.00 0.0000 65.00 No Ice 1.90 1.90 26.00 Centroid-Le 0.00 1/2"Ice 2.73 2.73 40.34 g 0.00 I"Ice 3.40 3.40 59.96 2"Ice 4.40 4.40 115.66 (2)8'x2"Antenna Mount Pipe C From 4.00 0.0000 65.00 No Ice 1.90 1.90 26.00 Centroid-Le 0.00 1/2"Ice 2.73 2.73 40.34 g 0.00 1"Ice 3.40 3.40 59.96 2"Ice 4.40 4.40 115.66 CMA-UBTULBULBHH/65I A From 4.00 0.0000 65.00 No Ice 17.53 6.20 141.72 - 6/16/21/21 w/Mount Pipe Centroid-Le 0.00 1/2"Ice 18.43 6.95 245.08 g 0.00 I"Ice 19.35 7.71 360.26 2"Ice 21.25 9.30 627.42 MX08FR0665-21 w/Mount B From 4.00 0.0000 65.00 No Ice 8.01 4.23 108.09 Pipe Centroid-Le 0.00 1/2"Ice 8.52 4.69 194.33 g 0.00 I"Ice 9.04 5.16 291.90 2"Ice 10.11 6.12 522.49 MX08FRO665-21 w/Mount C From 4.00 0.0000 65.00 No Ice 8.01 4.23 108.09 Pipe Centroid-Le 0.00 1/2"Ice 8.52 4.69 194.33 g 0.00 1"Ice 9.04 5.16 291.90 2"Ice 10.11 6.12 522.49 TA08025-B604 A From 4.00 00000 65.00 No Ice 1.96 1.03 63.90 Centroid-Le 0.00 1/2"Ice 2.14 1.17 80.65 g 0.00 l"Ice 2.32 1.31 100.10 2"Ice 2.71 1.62 147.85 TA08025-B604 B From 4.00 0.0000 65.00 No Ice 1.96 1.03 63.90 Centroid-Le 0.00 1/2"Ice 2.14 1.17 80.65 g 0.00 I"Ice 2.32 1.31 100.10 2"Ice 2.71 1.62 147.85 TA08025-B604 C From 4.00 0.0000 65.00 No Ice 1.96 1.03 63.90 Centroid-Le 0.00 1/2"Ice 2.14 1.17 80.65 g 0.00 I"Ice 2.32 1.31 100.10 2"Ice 2.71 1.62 147.85 TA08025-0605 A From 4.00 0.0000 65.00 No Ice 1.96 1.19 75.00 Centroid-Le 0.00 1/2"Ice 2.14 1.33 92.97 g 0.00 1"Ice 2.32 1.48 113.72 2"Ice 2.71 1.80 164.31 TA08025-B605 B From 4.00 0.0000 65.00 No ice 1.96 1.19 75.00 Centroid-Le 0.00 1/2"Ice 2.14 1.33 92.97 g 0.00 I"Ice 2.32 1.48 113.72 2"Ice 2.71 1.80 164.31 Job Page tnxTower Scholls & 125th, OR BU#856366 (Modified) 23 of 30 Project Date Vertical Structures,Inc.309 Spangler Drive,Suite E Vertical Structures Job No. 2021-003-070 13:44:49 12102/21 Richmond KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle Asel FAX:(859)624-8369 Description Face Offset Offsets: Azimuth Placement C.,,A,, CAAA Weight or Type Horz Adjustment Front Side - Leg Lateral Vert ft ° ft fi2 11' lb ft fi TA08025-B605 C From 00 0.0000 65.00 No Ice 1.96 1.19 75.00 Centroid-Le 0.00 1/2"Ice 2.14 1.33 92.97 g 0.00 1"Ice 2.32 1.48 113.72 2"Ice 2.71 1.80 164.31 RDIDC-9181-PF-48 A From 4.00 0.0000 65.00 No Ice 2.28 1.29 21.82 Centroid-Le 0.00 1/2"Ice 2.47 1.44 40.86 g 0.00 1"Ice 2.66 1.61 62.79 2"Ice 3.08 1.95 116.08 ** SiteProl 14'Fortress Quad A None 0.0000 49.00 No Ice 50.20 50.20 3896.98 Platform w/Lower Walkway 12"Ice 68.50 68.50 5455.80 &(12)10'Mount Pipes 1"Ice 86.80 86.80 7014.62 (F49-12-H5)(TIA-H) 2"Ice 123.40 123.40 10132.26 (2) B From 6.25 0.0000 49.00 No Ice 24.48 6.02 115.00 CMA-UBTULBULBH11/651 Centroid-Fa 0.00 1/2"Ice 25.65 7.00 235.22 7/17/21/21 ce 6.00 I"Ice 26.85 8.00 364.15 2"Ice 29.29 10.06 648.93 (2) C From 6.25 -30.0000 49.00 No Ice 24.48 6.02 115.00 CMA-UBTULBULBHH/651 Centroid-Fa 0.00 1/2"Ice 25.65 7.00 235.22 7/172121 ce 6.00 1"Ice 26.85 8.00 364.15 2"Ice 29.29 10.06 648.93 (2) C From 6.25 0.0000 49.00 No Ice 24.48 6.02 115.00 CMA-UBTULBULBHH/651 Centroid-Le 0.00 12"Ice 25.65 7.00 235.22 7/17/21/21 g 6.00 1"Ice 26.85 8.00 364.15 2"Ice 29.29 10.06 648.93 EPBQ-652L8H8 B From 6.25 0.0000 49.00 No Ice 5.85 3.07 62.40 Centroid-Fa 0.00 1/2"Ice 6.40 3.59 127.77 ce 5.00 I"Ice 6.95 4.12 200.98 2"Ice 8.10 5.20 371.68 • EPBQ-652L8H8 C From 6.25 -30.0000 49.00 No Ice 5.85 3.07 62.40 Centroid-Fa 0.00 1/2"Ice 6.40 3.59 127.77 ce 5.00 1"Ice 6.95 4.12 200.98 2"Ice 8.10 5.20 371.68 • EPBQ-652L8H8 C From 6.25 0.0000 49.00 No Ice 5.85 3.07 62.40 Centroid-Le 0.00 1/2"Ice 6.40 3.59 127.77 g 5.00 1"Ice 6.95 4.12 200.98 2"Ice 8.10 5.20 371.68 • RRH4x25-B30 BTS B From 6.25 0.0000 49.00 No Ice 2.90 2.03 70.00 Centroid-Fa 0.00 12"Ice 3.13 2.24 93.48 ce 5.00 1"Ice 3.37 2.45 120.35 2"Ice 3.88 2.89 185.00 RRH4x25-B30 BTS C From 6.25 -30.0000 49.00 No Ice 2.90 2.03 70.00 Centroid-Fa 0.00 12"Ice 3.13 2.24 93.48 ce 5.00 1"Ice 3.37 2.45 120.35 2"Ice 3.88 2.89 185.00 RRH4x25-B30 BTS C From 6.25 0.0000 49.00 No Ice 2.90 2.03 70.00 Centroid-Le 0.00 1/2"Ice 3.13 2.24 93.48 g 5.00 1"Ice 3.37 2.45 120.35 2"Ice 3.88 2.89 185.00 B25 RRH4x30 BTS B From 6.25 0.0000 49.00 No Ice 2.12 1.29 53.00 (21.2x12x7.2) Centroid-Fa 0.00 1/2"Ice 2.31 1.45 70.33 ce 6.00 I"Ice 2.50 1.61 90.48 2"Ice 2.92 1.96 139.99 B25 RRH4x30 BTS C From 6.25 -30.0000 49.00 No Ice 2.12 1.29 53.00 (21.2x12x7.2) Centroid-Fa 0.00 1/2"Ice 2.31 1.45 70.33 ce 6.00 1"Ice 2.50 1.61 90.48 2"Ice 2.92 1.96 139.99 Job Page tnxTower Scholis & 125th, OR BU#856366 (Modified) 24 of 30 Vertical Structures,Inc. Project Date 309 Spangler Drive,Suite E Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond KY 40475 Client Designed by Phone:(859)624.8360 Crown Castle FAX:(859)624-8369 Asel Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert _ fi ° .R fie fl' lb fi B25 RRI I4x30 BTS C From 6.25 0.0000 49.00 No Ice 2.12 1.29 53.00 (21.2x12x7.2) Centroid-Le 0.00 1/2"Ice 2.31 1.45 70.33 g 6.00 1"Ice 2.50 1.61 90.48 2"Ice 2.92 1.96 139.99 B66A RRH4X45 BTS B From 6.25 0.0000 49.00 No Ice 2.54 1.61 56.80 Centroid-Fa 0.00 1/2"Ice 2.75 1.79 76.92 ce 6.00 1"Ice 2.97 1.98 100.15 2"Ice 3.43 2.37 156.66 B66A RRH4X45 BTS C From 6.25 -30.0000 49.00 No Ice 2.54 1.61 56.80 Centroid-Fa 0.00 1/2"Ice 2.75 1.79 76.92 ce 6.00 1"Ice 2.97 1.98 100.15 2"Ice 3.43 2.37 156.66 B66A RRH4X45 BTS C From 6.25 0.0000 49.00 No Ice 2.54 1.61 56.80 Centroid-Le 0.00 1/2"Ice 2.75 1.79 76.92 g 6.00 I"Ice 2.97 1.98 100.15 2"Ice 3.43 2.37 156.66 AHLBA_CCIV2 B From 6.25 0.0000 49.00 No Ice 2.23 1.31 77.16 Centroid-Fa 0.00 1/2"Ice 2.42 1.47 94.91 ce 6.00 I"Ice 2.62 1.64 115.53 2"Ice 3.05 1.99 166.12 AHLBA_CCIV2 C From 6.25 -30.0000 49.00 No Ice 2.23 1.31 77.16 Centroid-Fa 0.00 1/2"Ice 2.42 1.47 94.91 ce 6.00 1"Ice 2.62 1.64 115.53 2"lee 3.05 1.99 166.12 AHLBA_CCIV2 C From 6.25 0.0000 49.00 No Ice 2.23 1.31 77.16 Centroid-Le 0.00 1/2"Ice 2.42 1.47 94.91 g 6.00 I"Ice 2.62 1.64 115.53 2"Ice 3.05 1.99 166.12 AHCA_CCIV3 B From 6.25 0.0000 49.00 No Ice 1.53 0.82 36.80 Centroid-Fa 0.00 1/2"Ice 1.69 0.95 49.64 ce 6.00 1"Ice 1.85 1.08 64.86 2"Ice 2.20 1.36 103.24 AHCA_CCIV3 C From 6.25 -30.0000 49.00 No Ice 1.53 0.82 36.80 Centroid-Fa 0.00 1/2"Ice 1.69 0.95 49.64 ce 6.00 1"Ice 1.85 1.08 64.86 2"Ice 2.20 1.36 103.24 MICA CCIV3 C From 6.25 0.0000 49.00 Nolce 1.53 0.82 36.80 Centroid-Le 0.00 1/2"Ice 1.69 0.95 49.64 8 6.00 1"Ice 1.85 1.08 64.86 2"Ice 2.20 1.36 103.24 DC9-48-60-24-8C-EV B From 2.50 0.0000 49.00 No Ice 2.74 4.78 26.20 Centroid-Fa -2.00 12"Ice 2.96 5.06 63.27 ce 6.00 1"Ice 3.20 5.35 104.42 2"Ice 3.68 5.95 199.74 DC6-48-60-18-8F(24 x.11 x B From 2.50 0.0000 49.00 No Ice 0.92 0.92 18.90 11) Centroid-Fa -2.00 1/2"Ice 1.46 1.46 36.62 ce 5.00 1"Ice 1.64 1.64 56.82 2"Ice 2.04 2.04 105.34 DC6-48-60-18-8F(24 x I 1 x C From 6.25 0.0000 49.00 No Ice 0.92 0.92 18.90 - 11) Centroid-Le 0.00 12"Ice 1.46 1.46 36.62 g 6.00 1"Ice 1.64 1.64 56.82 2"Ice 2.04 2.04 105.34 6. Job Page _ tnxTower Scholls & 125th, OR BU#856366 (Modified) 25 of 30 Project Date Vertical Structures,Inc 309 Spangler Drive,Suite E Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond,KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle Asel FAX.'(859)624-8369 Compression Checks Pole Design Data Section Elevation Size L L. Klrr A P. 4P„ Ratio No. P„ .II n ft in' lb lb 111P. LI 75-74 TP12.75x12.75x0.375 5.00 0.00 0.0 14.5790 -3916.29 603569.00 0.006 74-73 14.5790 -3978.50 603569.00 0.007 73-72 14.5790 -4040.80 603569.00 0.007 72-71 14.5790 -4100.66 603569.00 0.007 71-70 14.5790 -4163.12 603569.00 0.007 L2 70-69 TP12.75x12.75x0.375 5.00 0.00 0.0 14.5790 -4225.70 603569.00 0.007 69-68 14.5790 -4288.37 603569.00 0.007 68-67 14.5790 -4351.15 603569.00 0.007 67-66 14.5790 -4414.02 603569.00 0.007 66-65 14.5790 -4477.01 603569.00 0.007 L3 65-64 TP12.75x12.75x0375 5.00 0.00 0.0 14.5790 -7647.66 603569.00 0.013 64-63 14.5790 -7719.91 603569.00 0.013 63-62 14.5790 -7787.30 603569.00 0.013 62-61 14.5790 -7855.01 603569.00 0.013 61-60 14.5790 -7923.06 603569.00 0.013 L4 60-58.875 TP12.75x12.75x0.375 4.50 0.00 0.0 14.5790 -7999.83 603569.00 0.013 58.875-57.75 14.5790 -8077.21 603569.00 0.013 57.75-56.625 14.5790 -8155.03 603569.00 0.014 56.625-55.5 14.5790 -8233.28 603569.00 0.014 L5 55.5-55(5) TP12.75x12.75x0.375 0.50 0.00 0.0 14.5790 -8269.67 603569.00 0.014 L6 55-54 TP13.4635x12.75x0.1875 5.00 0.00 0.0 7.6708 -8320.36 448740.00 0.019 54-53 7.7569 -8374.93 453780.00 0.018 53-52 7.8431 -8430.15 458821.00 0.018 52-51 7.9292 -8486.00 463861.00 0.018 51-50 8 0154 -8542.46 468902.00 0.018 L7 50-48.875 TP14.1057x13.4635x0.1875 4.50 0.00 0.0 8.1123 -15207.60 474572.00 0.032 48.875-47.75 8.2093 -15285.30 480242.00 0.032 47.75-46.625 8.3062 -15366.20 485913.00 0.032 46.625-45.5 8.4031 -15448.60 491583.00 0.031 L8 45.5-45.25(8) TP14.1414x14.1057x0.7 0.25 0.00 0.0 30.2969 -15496.40 1772370.00 0.009 L9 45.25-44.25 TP14.8549x14.1414x0.6625 5.00 0.00 0.0 29.0583 -15627.80 1699910.00 0.009 44.25-43.25 29.3627 -15741.30 1717720.00 0.009 43.25-42.25 29.6672 -15878.40 1735530.00 0.009 42.25-41.25 29.9716 -16017.00 1753340.00 0.009 41.25-40.25 30.2760 -16157.00 1771150.00 0.009 L10 40.25-39.25 TP155685x14.8549x0.6375 5.00 0.00 0.0 29.4778 -16294.70 1724450.00 0.009 39.25-38.25 29.7708 -16433.90 1741590.00 0.009 38.25-37.25 30.0637 -16574.50 1758730.00 0.009 37.25-36.25 30.3566 -16716.40 1775860.00 0.009 36.25-35.25 30.6496 -16859.70 1793000.00 0.009 L11 35.25-34 TP16.175x15.5685x0.625 4.25 0.00 0.0 30.4328 -17038.20 1780320.00 0.010 34-31 31.2944 -9174.81 1830720.00 0.005 L12 34-31 TP16.3466x15.3719x0.6 5.00 0.00 0.0 29.6692 -8634.53 1735650.00 0.005 31-30 30.0458 -17957.70 1757680.00 0.010 30-29 30.4224 -18104.80 1779710.00 0.010 LI3 29-28 TP17.3213x16.3466x0.5625 5.00 0.00 0.0 28.9420 -18248.90 1693110.00 0.011 28-27 29.2951 -18394.80 1713770.00 0.011 27-26 29.6482 -18542.10 1734420.00 0.011 26-25 30.0013 -18690.90 1755080.00 0.011 25-24 30.3544 -18841.10 1775730.00 0.011 L14 24-23 TP18.296x17.3213x0.5375 5.00 0.00 0.0 29.3860 -18988.40 1719080.00 0.011 23-22 29.7234 -19137.40 1738820.00 0.011 Job Page tnxTower Scholls & 125th, OR BU#856366 (Modified) 26 of 30 Project Date Vertical Structures,Inc. 309 Spangler Drive,Suite E Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond,KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle FAX (859)624-8369 Asel ....._. Section Elevation Size_.. L !„ Klir...... A _ P„ QP„ Ratio - No. P„ JI It ft in? lb lb 4)P„ 22-21 30.0608 -19287.70 1758560.00 0.011 • 21-20 30.3982 -19439.40 1778300.00 0.011 20-19 30.7356 -19592.40 1798030.00 0.011 L15 19- 18 TP19.2708xI8.296x0.5125 5.00 0.00 0.0 29.6690 -19742.80 1735640.00 0.011 18-17 29.9907 -19894.70 1754460.00 0.011 17-16 30.3124 -20048.00 1773280.00 0.011 16-15 30.6341 -20202.50 1792100.00 0.011 15-14 30.9558 -20358.40 1810920.00 0.011 L16 14-13 TP20.2455x19.2708x0.4938 5.00 0.00 0.0 30.1631 -20511.70 1764540.00 0.012 13-12 30.4730 -20666.40 1782670.00 0.012 12-11 30.7829 -20822.40 1800800.00 0.012 l 1-10 31.0929 -20979.70 1818930.00 0.012 10-9 31.0929 -20992.50 1818930.00 0.012 L17 9-8.5(17) TP20.343x20.2455x0.4875 0.50 0.00 0.0 31.0151 -21147.80 1814380.00 0.012 L18 8.5-8.25(18) TP20.3917x20.343x0.575 0.25 0.00 0.0 36.6004 -21225.50 2141120.00 0.010 L19 8.25-7.25 TP21.3664x20.3917x0.55 5.00 0.00 0.0 35.1397 -21269.20 2055670.00 0.010 7.25-6.25 35.4849 -21424.20 2075870.00 0.010 6.25-5.25 35.8302 -21580.40 2096060.00 0.010 5.25-4.25 36.1754 -21737.80 2116260.00 0.010 4.25-3.25 36.5206 -21896.30 2136460.00 0.010 L20 3.25-2.16667 TP22x21.3664x0.5375 3.25 0.00 0.0 36.0497 -22056.70 2108910.00 0.010 2.16667- 36.4152 -22213.10 2130290.00 0.010 1.08333 1.08333-0 36.7807 -22370.90 2151670.00 0.010 Pole Bending Design Data Section Elevation Size M. •M Ratio Mn OMB. Ratio M. Mn, .t lb Jl lb-JI $M lb-I lb-ft @M, LI 75-74 TP12.75x12.75x0.375 2147.42 198186.67 0.011 0.00 198186.67 0.000 74-73 4307.31 198186.67 0.022 0.00 198186.67 0.000 73-72 6486.24 198186.67 0.033 0.00 198186.67 0.000 72-71 8689.08 198186.67 0.044 0.00 198186.67 0.000 71-70 10910.33 198186.67 0.055 0.00 198186.67 0.000 L2 70-69 TP12.75xI2.75x0.375 13150.08 198186.67 0.066 0-00 198186.67 0.000 69-68 15407.92 198186.67 0.078 0.00 198186.67 0.000 68-67 17683.67 198186.67 0.089 0.00 198186.67 0.000 67-66 19977.17 198186.67 0.101 0.00 198186.67 0.000 66-65 22288.17 198186.67 0.112 0.00 198186.67 0.000 L3 65-64 TP12.75x12.75x0.375 26522.42 198186.67 0.134 0.00 198186.67 0.000 64-63 30658.92 198186.67 0.155 0.00 198186.67 0.000 63-62 34817.50 198186.67 0.176 0.00 198186.67 0.000 62-61 38989.92 198186.67 0.197 0.00 198186.67 0.000 61-60 43175.33 198186.67 0.218 0.00 198186.67 0.000 IA 60-58.875 TP12.75x12.75x0.375 47898.58 198186.67 0.242 0.00 198186.67 0.000 58.875-57.75 52636.17 198186.67 0.266 0.00 198186.67 0.000 57.75-56.625 57387.00 198186.67 0.290 0.00 198186.67 0.000 56.625-55.5 62150.08 198186.67 0.314 0.00 198186.67 0.000 L5 55.5-55(5) TPI2.75x12.75x0.375 64270.67 198186.67 0.324 0.00 198186.67 0.000 L6 55-54 TP13.4635x12.75x0.1875 68515.08 145365.00 0.471 0.00 145365.00 0.000 54-53 72765.58 148672.50 0.489 0.00 148672.50 0.000 53-52 77021.67 152018.33 0.507 0.00 152018.33 0.000 52-51 81282.92 155400.00 0.523 0.00 155400.00 0.000 51-50 85549.17 158820.00 0.539 0.00 158820.00 0.000 L7 50-48.875 TPI4.1057xI3.4635x0.1875 107900.83 162711.67 0.663 0.00 162711.67 0.000 Job Page tnxTower Scholls & 125th, OR BU#856366 (Modified) 27 of 30 Project Date Vertical Structures,Inc. E D 309 Spangler Drive,Suite Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle Asel FAX:(859)624-8369 Section Elevation Size Al., OM Ratio M„, 014 Ratio No. M.. Al, ft lb-ft lb ft •M.. lb-ft lb-ft •M,,, 48.875-47.75 116928.33 166650.00 0.702 0.00 166650.00 0.000 47.75-46.625 125930.00 170635.83 0.738 0.00 170635.83 0.000 46.625-45.5 134903.33 174668.33 0.772 0.00 174668.33 0.000 L8 45.5-45.25(8) TPI4.1414x14.1057x0.7 136895.00 585864.17 0.234 0.00 585864.17 0.000 L9 45.25-44.25 TP14.8549x14.1414x0.6625 144872.50 571315.00 0.254 0.00 571315.00 0.000 44.25-43.25 152976.67 583629.17 0.262 0.00 583629.17 0.000 43.25-42.25 161247.50 596075.00 0.271 0.00 596075.00 0.000 42.25-41.25 169546.67 608652.50 0.279 0.00 608652.50 0.000 41.25-40.25 177872.50 621360.83 0.286 0.00 621360.83 0.000 L10 40.25-39.25 TP15.5685x14.8549x0.6375 186225.00 613467.50 0.304 0.00 613467.50 0.000 39.25-38.25 194600.83 625983.33 0.311 0.00 625983.33 0.000 38.25-37.25 203000.83 638625.00 0.318 0.00 638625.00 0.000 37.25-36.25 211425.00 651393.33 0.325 0.00 651393.33 0.000 36.25-35.25 219873.33 664288.33 0.331 0.00 664288.33 0.000 LII 35.25-34 TPI6.175x15.5685x0.625 230464.17 668897.50 0.345 0.00 668897.50 0.000 34-31 134064.17 708083.33 0.189 0.00 708083.33 0.000 L12 34-31 TP 16.3466x 15.3719x0.6 122024.17 663681.67 0.184 0.00 663681.67 0.000 31-30 264692 50 680959.17 0.389 0.00 680959.17 0.000 30-29 273313.33 698460.00 0.391 0.00 698460.00 0.000 L13 29-28 TP17.3213x16.3466x0.5625 281950.83 676170.00 0.417 0.00 676170.00 0.000 28-27 290602.50 693053.33 0.419 0.00 693053.33 0.000 27-26 299270.00 710145.00 0.421 0.00 710145.00 0.000 26-25 307953.33 727445.00 0.423 0.00 727445.00 0.000 25-24 316651.67 744954.17 0.425 0.00 744954.17 0.000 L14 24-23 TPI8.296x17.3213x0.5375 325365.83 732002.50 0.444 0.00 732002.50 0.000 23-22 334095.00 749169.17 0.446 0.00 749169.17 0.000 22-21 342837.50 766535.00 0.447 0.00 766535.00 0.000 21-20 351595.83 784100.00 0.448 0.00 784100.00 0.000 20-19 360370.00 801864.17 0.449 0.00 801864.17 0.000 L15 19-18 TPI9.2708x18.296x0.5125 369158.33 784965.83 0.470 0.00 784965.83 0.000 18-17 377960.00 802320.00 0.471 0.00 802320.00 0.000 - 17-16 386776.67 819863.33 0.472 0.00 819863.33 0.000 16-15 395607.50 837600.00 0.472 0.00 837600.00 0.000 15-14 404452.50 855516.67 0.473 0.00 855516.67 0.000 L16 14-13 1P20.2455x19.2708x0.4938 413313.33 844175.00 0.490 0.00 844175.00 0.000 13-12 422187.50 861833.33 0.490 0.00 861833.33 0.000 12-I 1 431077.50 879675.00 0.490 0.00 879675.00 0.000 1 1-10 439981.67 897700.00 0.490 0.00 897700.00 0.000 10-9 439981.67 897700.00 0.490 0.00 897700.00 0.000 L 17 9-8.5(17) TP20.343x20.2455x0.4875 448901.67 905175.00 0.496 0.00 905175.00 0.000 L18 8.5-8.25(18) TP20.3917x20.343x0.575 453366.67 1064133.33 0.426 0.00 1064133.33 0.000 L19 8.25-7.25 TP21.3664x20.3917x0.55 455600.00 1026841.67 0.444 0.00 1026841.67 0.000 7.25-6.25 464541.67 1047391.67 0.444 0.00 1047391.67 0.000 6.25-5 25 473494.17 1068150.00 0.443 0.00 1068150.00 0.000 5.25-4.25 482458.33 1089108.33 0.443 0.00 1089108.33 0.000 4.25-3.25 491433.33 1110266.67 0.443 0.00 1110266.67 0.000 L20 3.25-2.16667 TP22x21.3664x0.5375 500420.83 1107908.33 0.452 0.00 1107908.33 0.000 2.16667- 510168.33 1130775.00 0.451 0.00 1130775.00 0.000 1.08333 1.08333-0 519930.00 1153875.00 0.451 0.00 1153875.00 0.000 • Pole Shear Design Data Section Elevation Size Actual .Y Ratio Actual 4)T„ Ratio No. V. V. T. T. ft lb lb I)y lb-ft lb Jt liT Job°b Page Scholls & 125th, OR BU#856366 (Modified) 28 of 30 Vertical Structures,Inc Project Date 309 Spangler Drive,Suite E Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 Richmond KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle Asel FAX-(859)624-8369 Section Elevation Size Actual OK, Ratio Actual ¢T Ratio No. V„ i„ T„ T„ ft lb lb OV lb-ft lb-f .T Ll 75-74 TP12.75x12.75x0.375 2150.74 181071.00 0.012 0.00 197003.33 0.000 74-73 2169.95 181071.00 0.012 0.00 197003.33 0.000 73-72 2189.00 181071.00 0.012 0.00 197003.33 0.000 72-71 2212.60 181071.00 0.012 0.01 197003.33 0.000 71-70 2231.37 181071.00 0.012 0.01 197003.33 0.000 L2 70-69 TP12.75x12.75x0.375 2249.68 181071.00 0.012 0.01 197003.33 0.000 69-68 2267.80 181071.00 0.013 0.01 197003.33 0.000 68-67 2285.71 181071.00 0.013 0.00 197003.33 0.000 67-66 2303.41 181071.00 0.013 0.00 197003.33 0.000 66-65 2320.89 181071.00 0.013 0.01 197003.33 0.000 L3 65-64 TPI2.75x12.75x0.375 4117.37 181071.00 0.023 92.36 197003.33 0.000 64-63 4153 59 181071.00 0.023 46.71 197003.33 0.000 63-62 4167.97 181071.00 0.023 46.72 197003.33 0.000 62-61 4181.70 181071.00 0.023 46.74 197003.33 0.000 61-60 4194.76 181071.00 0.023 46.75 197003.33 0.000 IA 60-58.875 TP12.75x12.75x0375 4208.69 181071.00 0.023 46.78 197003.33 0.000 58.875-57.75 4221.38 181071.00 0.023 46.81 197003.33 0.000 57.75-56.625 4233.16 181071.00 0.023 46.85 197003.33 0.000 56.625-55.5 4244.00 181071.00 0.023 46.90 197003.33 0.000 L5 55.5-55(5) TP12.75x12.75x0.375 4245.75 181071.00 0.023 46.94 197003.33 0.000 L6 55-54 TPI3.4635x12.75x0.1875 4258.45 134622.00 0.032 47.00 150451.67 0.000 54-53 4264.58 136134.00 0.031 47.11 153850.83 0.000 53-52 4270.26 137646.00 0.031 47.23 157287.50 0.000 52-51 4275.51 139158.00 0.031 47.37 160762.50 0.000 51-50 4280.37 140670.00 0.030 47.52 164275.00 0.000 L7 50-48.875 TP14.1057x13.4635x0.1875 8061.34 142372.00 0.057 100.18 168272.50 0.001 48.875-47.75 8042.72 144073.00 0.056 100.53 172317.50 0.001 47.75-46.625 8018.76 145774.00 0.055 100.45 176410.83 0.001 46.625-45.5 7992.57 147475.00 0.054 100.38 180551.67 0.001 L8 45.5-45.25(8) TP14.1414x14.1057x0.7 7975.42 531711.00 0.015 100.17 628666.67 0.000 L9 45.25-44.25 TP14.8549x14.14 I 4x0.6625 7998.58 509973.00 0.016 100.20 611049.17 0.000 44.25-43.25 8267.11 515316.00 0.016 1666.94 623919.17 0.003 43.25-42.25 8294.88 520659.00 0.016 1663.98 636924.17 0.003 _ 42.25-41.25 8322.43 526002.00 0.016 1660.99 650062.50 0.003 41.25-40.25 8349.76 531345.00 0.016 1657.97 663335.83 0.002 LI O 40.25-39.25 TP15.5685x14.8549x0.6375 8374.50 517336.00 0.016 1654.91 653478.33 0.003 39.25-38.25 8398.73 522477.00 0.016 1651.92 666531.67 0.002 38.25-37.25 8422.76 527618.00 0.016 1648.91 679713.33 0.002 37.25-36.25 8446.60 532759.00 0.016 1645.87 693024.17 0.002 36.25-35.25 8470.28 537900.00 0.016 1642.80 706464.17 0.002 LII 35.25-34 TP16.175x15.5685x0.625 8499.70 534095.00 0.016 1639.66 710435.00 0.002 34-31 4535.65 549216.00 0.008 858.31 751231.67 0.001 L12 34-31 TP16.3466x15.3719x0.6 4078.63 520694.00 0.008 777.46 703364.17 0.001 31-30 8625.22 527304.00 0.016 1626.92 721335.83 0.002 30-29 8642.07 533914.00 0.016 1623.90 739533.33 0.002 LI3 29-28 TP17.3213x16.3466x0.5625 8657.76 507933.00 0.017 1620.83 713932.50 0.002 28-27 8672.94 514130.00 0.017 1617.74 731458.33 0.002 27-26 8688.35 520326.00 0.017 1614.62 749197.50 0.002 26-25 8704.02 526523.00 0.017 1611.47 767148.33 0.002 25-24 8719.94 532720.00 0.016 1608.29 785312.50 0.002 LI4 24-23 TP18.296x17.3213x0.5375 8734.82 515724.00 0.017 1605.08 770235.83 0.002 23-22 8749.40 521646.00 0.017 1601.84 788024.17 0.002 22-21 8764.24 527567.00 0.017 1598.58 806016.67 0.002 - 21-20 8779.36 533489.00 0.016 1595.28 824211.67 0.002 20-19 8794.75 539410.00 0.016 1591.96 842608.33 0.002 L15 19-18 TP19.2708x18.296x0.5125 8809.13 520691.00 0.017 1588.61 823442.50 0.002 18-17 8823.16 526337.00 0.017 1585.22 841400.00 0.002 17-16 8837.47 531983.00 0.017 1581.82 859541.67 0.002 16-15 8852.06 537629.00 0.016 1578.38 877883.33 0.002 15-14 8866.93 543275.00 0.016 1574.92 896425.00 0.002 Page Job_ tnxTower Scholls& 125th, OR BU#856366 (Modified) 29 of 30 Project Date Vertical Structures,Inc. Vertical Structures Job No. 2021-003-070 13:44:49 12/02/21 309 Spangler Drive,Suite E Richmond,KY 40475 Client Designed by Phone:(859)624-8360 Crown Castle Asel FAX-(859)624-8369 -.. Actual $V Ratio Actual �T„ ... Ratio Section Elevation Size V. V. T T. No. ft lb lb V, lb-Jt lb ft +T L16 14-13 TP20.2455x19.2708x0.4938 8881.70 529362.00 0.017 1571.43 883416.67 0.002 13-12 8896.25 534801.00 0.017 1568.58 901666.67 0.002 12-11 8911.10 540240.00 0.016 1565.69 920100.00 0.002 II-10 8926.23 545680.00 0.016 1562.79 938716.67 0.002 10-9 8941.67 551119.00 0.016 1559.88 938716.67 0.002 L17 9-8.5(17) TP20.343x20.2455x0.4875 8938.86 547001.00 0.016 1556.97 946008.33 0.002 L18 8.5-8.25(18) TP20.3917x20.343x0.575 8938.01 643921.00 0.014 1556.95 1116925.00 0.001 L19 8.25-7.25 TP2I.3664x203917x0.55 8959.39 622760.00 0.014 1556.90 1076350.00 0.001 7.25-6.25 8970.61 628819.00 0.014 1556.86 1097608.33 0.001 6.25-5.25 8982.08 634878.00 0.014 1556.83 1119066.67 0.001 5.25-4.25 8993.80 640937.00 0.014 1556.79 1140733.33 0.001 4.25-3.25 9005.77 646997.00 0.014 1556.77 1162616.67 0.001 L20 3.226667 TP22x21.3664x0.5375 9901 .05 03122 6455001.00 0.014 1556.73 1182791.67 0.001 7.00 0.014 1556.74 1159166.67 0.001 2.1.16667- 1.08333 1.08333-0 9043.72 651916.00 0.014 1556.72 1206650.00 0.001 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M Ma,. V. T. Stress Stress ft 4P„ QM. OM, 4V 4T Ratio Ratio L l 75-74 0.006 0.011 0.000 0.012 0.000 0.017 1.050 4.8.2 74-73 0.007 0.022 0.000 0.012 0.000 0.028 1.050 4.8.2 73-72 0.007 0.033 0.000 0.012 0.000 0.040 1.050 4.8.2 72-71 0.007 0.044 0.000 0.012 0.000 0.051 1.050 4.82 71-70 0.007 0.055 0.000 0.012 0.000 0.062 1.050 4.8.2 L2 70-69 0.007 0.066 0.000 0.012 0.000 0.074 1.050 4.8 2 69-68 0.007 0.078 0.000 0.013 0.000 0.085 1.050 4.8.2 68-67 0.007 0.089 0.000 0.013 0.000 0.097 1.050 4.8.2 67-66 0.007 0.101 0.000 0.013 0.000 0.108 1.050 4.82 66-65 0.007 0.112 0.000 0.013 0.000 0.120 1.050 4.8.2 L3 65-64 0.013 0.134 0.000 0.023 0.000 0.147 1.050 4.8.2 64-63 0.013 0.155 0.000 0.023 0.000 0.168 1.050 4.8.2 63-62 0.013 0.176 0.000 0.023 0.000 0.189 1.050 4.8.2 62-61 0.013 0.197 0.000 0.023 0.000 0.210 1.050 4.8.2 61-60 0.013 0.218 0.000 0.023 0.000 0.232 1.050 4.8.2 L4 60-58.875 0.013 0.242 0.000 0.023 0.000 0.255 1.050 4.8.2 58.875-57.75 0.013 0.266 0.000 0.023 0.000 0.280 1.050 4.8.2 57.75-56.625 0.014 0.290 0.000 0.023 0.000 0.304 1.050 4.8.2 56.625-55.5 0.014 0.314 0.000 0.023 0.000 0.328 1.050 4.8.2 L5 55.5-55(5) 0.014 0.324 0.000 0.023 0.000 0.339 1.050 4.8.2 L6 55-54 0.019 0.471 0.000 0.032 0.000 0.491 1.050 4.8.2 54-53 0.018 0.489 0.000 0.031 0.000 0.509 1.050 4.82 53-52 0.018 0.507 0.000 0.031 0.000 0.526 1.050 4.8.2 52-51 0.018 0.523 0.000 0.031 0.000 0.542 1.050 4.8.2 51-50 0.018 0.539 0.000 0.030 0.000 0.558 1.050 4.8.2 L7 50-48.875 0.032 0.663 0.000 0.057 0.001 0.698 1.050 4.8.2 48.875-47.75 0.032 0.702 0.000 0.056 0.001 0.737 1.050 4.8.2 47.75-46.625 0.032 0.738 0.000 0.055 0.001 0.773 1.050 4.8.2 - 46.625-45.5 0.031 0.772 0.000 0.054 0.001 0.807 1.050 4.8 2 L8 45.5-45.25(8) 0.009 0.234 0.000 0.015 0.000 0.243 1.050 4.8.2 L9 45.25-44.25 0.009 0.254 0.000 0.016 0.000 0.263 1.050 4.8.2 44.25-43,25 0.009 0.262 0.000 0.016 0.003 0.272 1.050 4.8.2 43.25-42.25 0.009 0.271 0.000 0.016 0.003 0.280 1.050 4.8.2 42.25-41.25 0.009 0.279 0.000 0.016 0.003 0.288 1.050 4.82 in r ! Qr Job Page Scholis & 125th, OR BU#856366 (Modified) 30 of 30 Project Date Vertical Structures,Inc. 309 Spangler Drive,Suite Vertical Structures Job No. 2021-003-070 13:44.49 12/02/21 Richmond KY 40475 Client Phone:(859)624-8360 Crown Castle Designed by FAX'(859)624-8369 Asel Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. d M,v. 1„ T. Stress Stress ftn $g. 1014s. 4tV, .T Ratio Ratio 41.25-40.25 0.009 0.286 0.000 0.016 0.002 0.296 1.050 4.8.2 L 10 40.25-39.25 0.009 0.304 0.000 0.016 0.003 0.313 1.050 4.8.2 39.25-38.25 0.009 0.311 0.000 0.016 0.002 0.321 1.050 4.8.2 38.25-37.25 0.009 0.318 0.000 0.016 0.002 0.328 1.050 4.8.2 37.25-36.25 0.009 0.325 0.000 0.016 0.002 0.334 1.050 4.8.2 36.25-35.25 0.009 0.331 0.000 0.016 0.002 0.341 1.050 4.8.2 L I 35.25-34 0.010 0.345 0.000 0.016 0.002 0.354 1.050 4.8.2 34-31 0.005 0.189 0.000 0.008 0.001 0.194 1.050 4.8.2 L12 34-31 0.005 0.184 0.000 0.008 0.001 0.189 1.050 4.8.2 31-30 0.010 0.389 0.000 0.016 0.002 0.399 1.050 4.8.2 30-29 0.010 0.391 0.000 0.016 0.002 0.402 1.050 4.8.2 L13 29-28 0.011 0.417 0.000 0.017 0.002 0.428 1.050 4.8.2 28-27 0.011 0.419 0.000 0.017 0.002 0.430 1.050 4.8.2 27-26 0.011 0.421 0.000 0.017 0.002 0.432 1.050 4.8.2 26-25 0.011 0.423 0.000 0.017 0.002 0.434 1.050 4.8.2 25-24 0.011 0.425 0.000 0.016 0.002 0.436 1.050 4.8.2 L 14 24-23 0.011 0.444 0.000 0.017 0.002 0.456 1.050 4.8.2 23-22 0.011 0.446 0.000 0.017 0.002 0.457 1.050 4.8.2 22-21 0.011 0.447 0.000 0.017 0.002 0.459 1.050 4.8.2 21-20 0.011 0.448 0.000 0.016 0.002 0.460 1.050 4.8.2 20-19 0.011 0.449 0.000 0.016 0.002 0.461 1.050 4.8.2 L15 19-18 0.011 0.470 0.000 0.017 0.002 0.482 1.050 4.8.2 18- 17 0.011 0.471 0.000 0.017 0.002 0.483 1.050 4.8.2 17-16 0.011 0.472 0.000 0.017 0.002 0.483 1.050 4.8.2 16-15 0.011 0.472 0.000 0.016 0.002 0.484 1.050 4.8.2 15-14 0.011 0.473 0.000 0.016 0.002 0.484 1.050 4.8.2 L16 14-13 0.012 0.490 0.000 0.017 0.002 0.502 1.050 4.8.2 13-12 0.012 0.490 0.000 0.017 0.002 0.502 1.050 4.8.2 12-l 1 0.012 0.490 0.000 0.016 0.002 0.502 1.050 4.8.2 1 1-10 0.012 0.490 0.000 0.016 0.002 0.502 1.050 4.8.2 10-9 0.012 0.490 0.000 0.016 0.002 0.502 1.050 4.8.2 L17 9-8.5(17) 0.012 0.496 0.000 0.016 0.002 0.508 1.050 4.8.2 LI8 8.5-8.25(18) 0.010 0.426 0.000 0.014 0.001 0.436 1.050 4.8.2 L19 8.25-7.25 0.010 0.444 0.000 0.014 0.001 0.454 1.050 4.8.2 7.25-6.25 0.010 0.444 0.000 0.014 0.001 0.454 1.050 4.8.2 6.25-5.25 0.010 0.443 0.000 0.014 0.001 0.454 1.050 4.8.2 5.25-4.25 0.010 0.443 0.000 0.014 0.001 0.453 1.050 4.8.2 4.25-3.25 0.010 0.443 0.000 0.014 0.001 0.453 1.050 4.8.2 L20 3.25-2.16667 0.010 0.452 0.000 0.014 0.001 0.462 1.050 4.8.2 2.16667- 0.010 0.451 0.000 0.014 0.001 0.462 1.050 4.8.2 1.08333 1.08333-0 0.010 0.451 0.000 0.014 0.001 0 461 1.050 4.8.2 Section Capacity Table Section Elevation Component Size Critical P iPakw % Pass No. ft Type Element lb lb Capacity Fail SEE CCIPOLE OUTPUT FOR RESULTS Program Version 8.1.1.0-6/32021 File://VNAS 1/Active Jobs2021 Jobs2 02 1-003202 1-003-070/Scholls&125th,OR/CNX/856366M CC1Seismic 3.38 Wind And Seismic Analysis.eri WW1@ per TIA-221-H Site BUS 856366 "' %CROWN Work order. 2041975 v CASTLE Pole Geometry Pole Height Above Section Length Lap Length Copyright©2019 Crown Castle SpliceSt Tap Diameter Bottom Diameter Bend Radius Number of Sid Base(ft) (ft) (ft) lin) (in) Wall Thickness(in) Pole Material Sides 1 (in) - 19.5 0 0 12.75 12.75 0.375 2 0.5 0 0 1,2- A500-46 B 24 3 12.75 0.375 A500-46 4 - 12 16.175 0.1875 Auto A572-65 34 0 12 22 0.1875 - Auto A572-65 Reinforcement Configuration • Bottom Effective Top Effective Elevation(ft) Elevation(ft) Type Model Number 1 2 3 4 5 6 7 8 9 10 11 12 1 0 8.5 plate CCI-W5FP-040125 4 2 2 2 8.5 45.5 plate CCI-SFP-040125 4 3 4 5 6 7 8 9 10 Reinforcement Details Gross 8(in) H(in) Area Pole Face to Bottom Termination Bottom Top Net Area Bolt Hole Size Reinforcement Centroid(in) T, Termination Top Termination Type Termination Lu(in) (in') Length(in) Length(in) (in2) (in) Material 1 4 1.25 5 0.625 Welded n/a PC 8.8-M20(100) 18.000 27.000 3.438 1.1875 A572-65 2 4 1.25 5 0.625 PC 8.8-M20(100) 18 PC 8.8-M20(100) 18.000 27.000 3.438 1.1875 A572-65 CClpole-version 4.5.7 Page 1 Analysis Date: 12/2/2021 TNX Geometry Input Increment(ft): 5 i Export to TNX Lap Spice length Bottom Diameter Tapered Pole I Weight Section Height(it) Section Length(f) (ft) lumber of Sides Top Diameter(N) Mil Walt Thidmess(a) Grade Multiplier 1 75 - 70 5 0 12.750 12.750 0.375 4500-46 1.000 2 70 - 65 5 0 12.750 12.750 0.375 4500-46 1.000 3 65 - 60 5 0 12.750 12.750 0.375 A500-46 1.000 4 60 - 55.5 4.5 0 0 12.750 12.750 0.375 A500-46 1.000 5 55.5 - 55 0.5 0 0 12.750 12.750 0.375 4500.46 1.000 - 6 55 - 50 5 12 12.750 13.464 0.1875 4572-65 1.000 _ 7 50 - 45.5 4.5 12 13.464 14.106 0.1875 A572-65 1.000 8 45.5 - 45.25 0.25 12 14.106 14.141 0.7 A572-65 i 0.939 _ 9 45.25 - 40.25 5 12 14.141 14.855 0.6625 A572-65 0.954 10 40.25 - 35.25 5 12 14.855 15.568 0.6375 A572-65 0.956 11 35.25 - 34 4.25 3 12 15.568 16.175 0.625 A572.65 0.967 12 34 - 29 5 12 15.372 16.347 0.6 4572-65 0.979 13 29 - 24 5 12 16.347 17.321 0.5625 A572-65 1.001 14 24 - 19 5 12 17.321 18.296 0.5375 A572-65 1.007 15 19 - 14 5 12 18.296 19.271 0.5125 A572-65 1.019 16 14 - 9 5 12 19.271 20.245 0.49375 A572-65 1.023 17 9 - 8.5 0.5 12 20.245 20.343 0.4875 A572-65 1.033 18 8.5 - 8.25 0.25 12 20.343 20.392 0.575 A572-65 0.878 19 8.25 - 3.25 5 12 20.392 21.366 0.55 A572-65 0.890 20 3.25 - 0 3.25 12 21.366 22.000 0.5375 A572-65 0.894 CClpole-version 4.5.7 Page 2 Analysis Date: 12/2/2021 TNX Section Forces Increment(ft): TNX Output IVIu„ (kip- Section Height(ft) P (K) ft) Vu (K) 1 75 - 70 4.16 10.91 2.23 2 70 - 65 4.48 22.29 2.32 3 65 - 60 7.92 43.18 4.19 4 60 - 55.5 8.23 62.15 4.24 5 55.5 - 55 8.27 64.27 4.25 6 55 - 50 8.54 85.55 4.28 7 50 - 45.5 15.45 134.90 7.99 8 45.5 - 45.25 15.50 136.89 7.98 9 45.25 - 40.25 16.16 177.87 8.35 10 40.25 - 35.25 16.86 219.87 8.47 11 35.25 - 34 17.04 230.46 8.50 12 34 - 29 18.10 273.31 8.64 13 29 - 24 18.84 316.65 8.72 14 24 - 19 19.59 360.37 8.79 15 19 - 14 20.36 404.45 8.87 16 14 - 9 21.14 448.90 8.94 17 9 - 8.5 21.22 453.37 8.94 18 8.5 - 8.25 21.26 455.60 8.94 19 8.25 - 3.25 22.05 500.42 9.01 20 3.25 - 0 22.52 529.70 9.04 CClpole -version 4.5.7 Page 3 Analysis Date: 12/2/2021 p Analysis Results Elevation(ft) Component Size Critical Element %Capacity Pass/Fail Type 75-70 Pole TP12.75x12.75x0.375 Pole 5.9% Pass 70-65 Pole TP12.75x12.75x0.375 Pole 11.4% Pass 1 65-60 Pole TP12.75x12.75x0.375 Pole 22.0% Pass - 60-55.5 Pole TP12.75x12.75x0.375 Pole 31.2% Pass K Pole Pole 32.2% Pass ° 55.5-55 TP12.75x12.75x0.375 55-50 Pole TP13.464x12.75x0.1875 Pole 53.0% Pass 50-45 5 Pole TP14.106x13 464x0.1875 Pole 76.6% Pass 45.5-45.25 Pole+Reinf. TP14.141x14.106x0.7 Reinf.2 Bolt-Shaft Bearing 46.3% Pass 45.25-40.25 Pole+Reinf. TP14.855x14.141x0.6625 Reinf.2 Tension Rupture 49.2% Pass 40.25-35.25 Pole+Reinf. TP15.568x14.855x0.6375 Reinf.2 Tension Rupture 57.2% Pass 35.25-34 Pole+Reinf. TP16.175x15.568x0.625 Reinf.2 Tension Rupture 59.0% Pass i 34-29 Pole+Reinf. TP16.347x15.372x0.6 Reinf.2 Tension Rupture 66.7% Pass 29 24 Pole+Reinf. TP17.321x16.347x0.5625 Reinf.2 Tension Rupture 71.6% Pass 24-19 Pole+Reinf. TP18.296x17.321x0.5375 Reinf.2 Tension Rupture 75.8% Pass 19-14 Pole+Reinf. TP19.271x18.296x0.5125 Reinf.2 Tension Rupture 79.3% Pass 14-9 Pole+Reinf. TP20.245x19.271x0.4938 Reinf.2 Tension Rupture 82.3% Pass 9-8.5 Pole+Reinf. TP20.343x20.245x0.4875 Reinf.2 Bolt-Shaft Bearing 94.7% Pass L8.5-8.25 Pole+Reinf. TP20.392x20.343x0.575 Reinf. 1 Bolt-Shaft Bearing 90.0% Pass 8.25-3.25 Pole+Reinf. TP21.366x20.392x0.55 Reinf. 1 Tension Rupture 81.0% Pass .., 3.25-0 Pole+Reinf. TP22x21.366x0.5375 Reinf. 1 Tension Rupture 82.4% Pass Summary s Pole 76.6% Pass - ! Reinforcement 94.7% Pass Overall 94.7% Pass CCIpole-version 4.5.7 Page 4 Analysis Date: 12/2/2021 Additional Calculations Section Moment of Inertia(in4) Area(in2) J %Capacity* Elevation(ft) Pole Reinf. Total Pole Reinf. Total Pole R1 R2 75-70 279 n/a 279 14.58 n/a 14.58 1 5.9% 70-65 279 n/a 279 14.58 n/a 14.58 11.4% 65-60 279 n/a 279 14.58 n/a 14.58 22.0% 60-55.5 279 n/a 279 14.58 n/a 14.58 31.2% 55.5-55 279 n/a 279 14.58 n/a 14.58 32.2% 55-50 181 n/a 181 8.00 n/a 8.00 53.0% 50-45.5 208 n/a 208 8.39 n/a 8.39 76.6% - 45.5-45.25 210 493 703 8.41 20.00 28.41 24.0% 46.3% 45.25-40.25 244 538 782 8.84 20.00 28.84 29.2% 49.2% 40.25-35.25 282 585 867 9.27 20.00 29.27 34.0% 57.2% 35.25-34 292 597 889 9.38 20.00 29.38 35.2% 59.1% 34-29 327 639 965 9.74 20.00 29.74 40.2% 66.7% 29-24 389 709 1099 10.33 20.00 30.33 44.1% 71.6% 24-19 460 784 1244 10.92 20.00 30.92 47.6% 75.8% 19-14 538 863 1400 11.51 20.00 31.51 50.9% 79.3% 14-9 624 945 1569 12.09 20.00 32.09 53.9% 82.3% 9-8.5 633 953 1587 12.15 20.00 32.15 54.2% 94.7% 8.5-8.25 641 1204 1845 12.18 20.00 32.18 48.3% 90.1% 8.25-3.25 739 1313 2052 12.77 20.00 32.77 50.9% 81.0% 3.25-0 807 1387 2193 13.15 20.00 33.15 52.6% 82.5% Note:Section capacity checked using 5 degree increments. Rating per T7A-222-H Section 15.5. CClpole-version 4.5.7 Page 5 Analysis Date: 12/2/2021 Monopole Base Plate Connection CROWN `,, CASTLE BU# 856366 Site Name Scholls&125th,OR Order# 591148,Rev.7 /C) O - Analysis Considerations TIA-222 Revision H Grout Considered: No I,,(in) 0.625 Applied Loads /// Moment(kip-ft) 529.70 / Axial Force(kips) 22.25 / Shear Force(kips) 9.11 'TA-222-H Section 15.5 Applied • O \ O/ Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (4)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 29.38"BC Pu_t=210.27 ri)Pn_t=243.75 Stress Rating Vu=2.28 $Vn=149.1 82.2% Base Plate Data Mu=n/a cl)Mn=n/a Pass 28"W x 2"Plate(5-128;Fy=60 ksi,Fu=80 ksi); Clip:2.5 in Base Plate Summary Stiffener Data Max Stress(ksi): 46.42 (Flexural) N/A Allowable Stress(ksi): 54 _ Stress Rating: 81.9% Pass Pole Data 22"x0.1875"12-sided pole(A572-65;Fy=65 ksi,Fu lD ksi) CClplate-Version 4.1.2 Analysis Date:12/2/2021 Monopole Base Plate Connection -Seismic CROWN v CASTLE Site Info BU# 856366 Site Name Scholls&125th,OR Order# S91148,Rev.7 / O Analysis Considerations - TIA-222 Revision Grout Considered: No - I„(in) 0.625 Applied loads ,,,,,.�.�,,,.,.,, ,.�;r,.•_'. Moment(kip-ft) 218.83 Axial Force(kips) 25.09 Shear Force(kips) 3.11 •TIA-222-H Section 15.5 Applied 7.5 Overstreng[h Factor Applied ���,,,/�`/ Connection Properties Analysis Results Anchor Rod Data Author Rod Summar y (units of kips,kip-in) (4)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 29.38"BC Pu_t=127.48 dtPn_t=243.75 Stress Rating Vu=1.17 d,Vn=149.1 49.8% Base Plate Data Mu=n/a OMn=n/a Pass 28"W x 2"Plate(5-128;Fy=60 ksi,Fu=80 ksi); Clip:2.5 in Base Plate Summary Stiffener Data Max Stress(ksi): 20.01 (Flexural) N/A Allowable Stress(ksi): 54 Stress Rating: 35.3% Pass Pole Data 22"x 0.1875"12-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) CClplate-Version 4.1.2 Analysis Date:12/2/2021 Drilled Pier Foundation " CROWN BU#: 856366 .4 „lam CASTLE Site Name: Scholls&125th,OR Order Number: 591148,Rev.7 Type: Check Limitation TIA-222 Re ype: H A.•I TIA-222-H Section 15.5:Mal Tower Monopole N/A S 111 Analysis Results Additional Longitudinal Rebar Applied Loads Soil Lateral Check Compression Uplift Input Effective Depths else Actual):Ml•MI Comp. Uplift 0,a3(ft from TOC) 3.16 - Shear Design Options Moment(kip-ft) 529.7 Soil Safety Factor 3.04 - Check Shear alon. De.th of Pier:MI MI Force(kips) 22.52I Max Moment(kip-ft) 561.63 - I Ft'm"' eihl All Shear Force(kips) 9.11 Rating' 41.7% Override Critical De.th:.1 .11 Soil Vertical Check Compression Uplift Go to Sol CaIoo attons e r • r Skin Friction(kips) 77.75 - •'- override Concrete Strength,ft; 3 ksi Ikea End Bearing(kips) 65.97 - Rebar Strength,Fy: 60 ksi Weight of Concrete(kips) 30.54 - Tie Yield Strength,Fyt: 60 ksi Total Capacity(kips) 143.73 - Axial(kips) 53.06 - Pier Design Data.. Mbar.&Ptrr nmiuus Rating" 35.2% - Depth 13 ft Reinforced Concrete Flexure Compression Uplift I Ext.Above Grade 0.5_ft f t'mhedded vale Inaacs Critical Depth(ft from TOC) 3.23 Pier Section 1 Belled Pier Inputs Critical Moment(kip-ft) 561.80 From 0.5'above grade to 12'below Grade Critical Moment Capacity 661.18 Pier Diameter 4 ft Rating" 80.9% Rebar Quantity. 8 Reinforced Concrete Shear Compression Uplift Rebar Size 6 Critical Depth(ft from TOC) 9.16 Clear Cover to Ties 3 in Critical Shear(kip) 111.78 - Tie Size 4 Critical Shear Capacity 189.56 - _ Tie Spacing 12 in Rating` 56.2% - r Rebar Quantity 8 L Rebar Size 6 38 in Structural Foundation Rating' 80.9% Rebar Cage Diameter Soil Interaction Rating' 41.7% Pier Section 2 "Rating per TIA-222-H Section 15.5 From 12'below grade to 13'below grade Pier Diameter 4 ft Rebar Quantity 8 Rebar Size 6 Clear Cover to Ties 3 in Tie Size 4 _ Tie Spacing 12 in Groundwater Depth NIA #of Layers 2 Calculated Calculated Ultimate Skin Ult.Gross Angle of Ultimate Skin TopThickness V.ii Yurnuvu Cohesion Friction Ultimate Skin Ultimate Skin Friction Comp Friction Uplift Bearing SPT Blow Soil Type layer (ft) Bottom(k) (ft) (Pei) (Pcf) (ksf) (degrees) Friction Comp Friction Uplift Override Capacity Count Override(ksf) (ksi) (ksf) (ksi) (list) 1 0 2 2 110 150 0 0 0.000 0.000 0,00 000 Cohesionless 2 2 13 11 110 150 1 32 0.000 0.000 0.75 0.75 7 Cohesionless Version 5.0.3 Monopole Flange Plate Connection Elevation=55 ft. CROWN CASTLE 8U N 856366 Applied Loads Site Name Scholls Si 125th,OR Moment(kip-ft) 64.27 Orderx 591148,Rev.7 Axial Force(kips) 8.27 Shear Force(kips) 4.25 TIA-222 Revision' H 'TM4-222-H Section 15.5 Applied Top Plate-External Bottom Plate-External 0 nit Connection Properties Bolt Data (6)1"0 bolts(A325 N;Fy=92 ksi,Fu=120 ksi)on 16.5"BC Top Plate Data Bottom Plate Data 20"OD x 1.5"Plate(A572-50;Fy=50 ksi,Fu 65 ksl) 20"OD x 1.5"Plate(A572-50;Fy=50 ksi,Fu=65 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 12.75"x 0.375"round pole(A500-46;Fy=46 ksi,Fu=62 ksi) 11.38"x 0.1875"12-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) Analysis Results Bolt Capacity Max Load(kips) 29.74 Allowable(kips) 54.53 Stress Rating: 51.9% Pass Top Plate Capacity Bottom Plate Capacity Max Stress(ksi): 10.34 (Flexural) Max Stress(ksi): 12.38 (Flexural) Allowable Stress(ksi): 45.00 Allowable Stress(ksi): 45.00 Stress Rating: 21.9% Pass Stress Rating: 26.2% Pass Tension Side Stress Rating: 9.6% Pass Tension Side Stress Rating: 16.3% Pass CClplate-Version 4.1.2 Analysis Date:12/2/2021 CROWN &U: 856366 2041975 Structure: R YY WO: _to �I CASTLE Order: 591148 Rev: Decimal Degrees Deg Min Sec Lat: 45.442242 111W y •i - Long: -122.804500 ill 16.20 Code and Site Parameters Seismic Design Code:r;r TIA-222-H-1 Site Soil: "::D(Default) Default Risk Category: 111111111 USGS Seismic Reference Ss: =.8550 g Sr: I, 0.3970 g TL: 16 s Seismic Design Category Determination Importance Factor,le: 1 Acceleration-based site coefficient,Fe: 1.2000 Velocity-based site coefficient,F,,: 1.9030 Design spectral response acceleration short period,Sps: 0.6840 g Design spectral response acceleration 1 s period,Sol: 0.5037 g Ts: 0.7363 Seismic Design Category Based on Sos: D - Seismic Design Category Based on SDI: D Seismic Design Category Based on Si: N/A Controlling Seismic Design Category: CCISeismic 3.38 Page 1 Analysis Date: 12/2/2021 CROWN BU: 856366 Structure: A CASTLE WO: 2041975 �� Order: 591148 Rev: Tower Details Tower Type: Tapered Monopole Height,h: 75 ft Effective Seismic Weight,W: 18.76 kips Amplification Factor,As: Response Modification Factor,R: 1.5 Discrete Appurtenance Weight in Top 1/3 of Structure,W,,: 6.06157 kips Wr: 12.70113691 kips E:L.. 290OQ,,0, r ksi g: 386.088 in/s2 Average Moment of Inertia,l,4 839.7156185 in° F,: 0.328915404 hz Approximate Fundamental Period Monopole,T,: 3.0403 s 2.7.7.1.3.3 Seismic Response Coefficient,C, 0.1657 Table 2-12 Note 3 Seismic Response Coefficient Max 1,C N/A Seismic Response Coefficient Max 2,C,,,,,, N/A Seismic Response Coefficient Min 1,Csmm 0.0301 2.7.7.1.1 Seismic Response Coefficient Min 2,C,m;0 N/A 2.7.7.1.1 Controlling Seismic Response Coefficient,Cx 0.1657 Seismic Base Shear,V kips 2.7.7.1.1 Vertical Distribution Factors Period Related Exponent,k: 2.000 Sum of w,h; 53412.43 CCISeismic 3.38 Page 2 Analysis Date: 12/2/2021 5e0100 Length Top Height Mid I' 1-1 500 75.00 72.50 0,2480 130478 0:0244 2-1 5.00 70.00 67.50 0.2480 1130.15 0.0212 3.1 5.00 65.00 62.50 0.2480 968.92 0.061 4 1 4.50 60 DO 5775 0.2232 744.52 5-1 0.50 55.50 55.25 0 0243 75.72 O.i., -`, 6-1 5.00 55.00 52.50 01325 26525 0. . _. 21 7-1 4,50 5000 47.75 0.1255. 286.20 02 0 6. 1:i72 8-1 0.25 45.50 4538 0.0241 49 70 05 D.L 9.1 5.00 45.25 42.75 0.4784 874.29 0.'2. 0.0509 - 10 1 5.00 4025 37 75 D.4861 69272. 0 63., 9.0403 0.0.. 11-1 4.25 35.25 33.13 0.4284 470.07 0.0088 0.0274 0.0586 12-1 5.00 34.00 3150 04904 45627 00091 0.0283 0.0671 13.1 5.00 29 00 26.50 0 5010`: 351.84 0.0065 00205- 0.0685. 14-2. 5.00 24.00 21.60 05116 236.48 0.0044 0.0138 0.0700 15-1 5.00 19.00 16.50 0.5221 142.14 0.0027 0.0083 0,0714 16-1 5.00 14.00 1150 0.535 70.43 0.0013 0.0041 0.0729 17-1 050 9.00. 8,75 0.0546 4.18 0.0001 0.0002. 0.0075 18-1 025 8.50 433 0.0273 1.92 00000 00001 0.0037 19-1 5.00 8.25 5.75- 0.5445 18.08 0.0003 0.0010. 0.0745 20-1 35 3.25 1.63 0.3612 0 95 0.0000 0.0001 0.0494 Sum 6.2125 8273.92:.1 CCISeismic 3.38 Page 3 Analysis Date: 12/2/2021 'biso ete Loads ` tower mounts Pertect Vrsron l25 __ 75.00 1.9250 10928.13 02027 0.6301 0.2633 l2l tower mounts 8'x2 Alter a u.,r.. 75.U0 0.0520 292.50 CA055 0.0170 00071 (2)tower mounts 8'1E2"Antenna Mount Pipe 75.00 0.0520 29250 0.0055 0.0170 0.0071 (2)tower mounts 8'x2'Antenna Mount Pipe /5.00 0-0520 292.50 V-0055 0-0170 0.0071 nokia_cfd AEHCw/Mount Pipe 75.00. 0.1136 639-23 0.0120 0.0372 0.0155 nokia_ctd AERC w(Movnt Pipe /5.0C 0.113E G39.23 0.0120 0.0372 0.0155 nokia_cid AEHCw/Mount Pipe 75.00 0.1136 639.23 0.0120 0.0372 0.0155 mmmscope cfd FFVV-65C-R3-VO TMO i/Mount P:pe 75.00 01575 385.83 0.0166 C 0515 0.0215 commscope_old FFW-65C-R3-V1-TMOw/Mount Pipe 75.00 C.1575 885.33 0.0166 0.0515 0.0215 - co;nr1sccpe :fd EPVV-65C ?-41_TMO+,.0-ount P:pe 750:J 54583 0.0166 C.0515 C.0215 nokia cfd AHLOA T-MOBILE 7500 O..2.95 4/188 0.0088 0.0274 0.0115 _ ncela Ja OHD.OA_T-MOBili .,., 471-35 0.0088 00274 0-0115 nokia_cfdAHL0A_T-MOBILE. ,7:;GC „.:c Cs.. 471.38 0.0088 0.0274 0.0115 - nokla_1d Al-IF G'MO 7`_.00 00705 396.64 0.007'1 00231 lE00E7 nokia cfd AHFIG TMD 75.00 0.0706 396.R-1 0.0074 0.0231 0.0097 t a_c d FI 4r^ 7S.00 0.0706 396.84 0.00/n 0-0231 0.0397 75.00 0.0014 7.71 0,0001 0.0004 0.0002 75.00 0.9014 7.71 0.0001 0.0004 0.0002 65.00 1.7490 7389.53 0.1383 0.4300 0-2393 65.00 0.0520 21370 0.0041 0.012E 0.0071 101 ..1"ArtEnEE 7010100rp0L 65.00 0.0520 219.70 0.0041 0.012E 0.0071 non 65.0 0 7520 219 7n 0.3041 n 5129 0 9071 chnol.,, /Mount Pea 65.00 0.1417 598.77 0.0112 0.0348 00194 55.00 0.1081 455.63 0.008E 00266 0.0148 -30665-21w//Mount Pipe 65.0 0.1081 456.68 0-0086 0.0266 0.0148 GE CO 0.0639 l-l. 00051 0.0157 0.0087 65.00 0.0639 269.9E 0.0051 0.0157 0,0087 35.30 0.0539 26995 0.0051 0.0157 0.03E7 65.00 00750 316.8E 0.0059 00184 0,0103 65,00 00750 306B8 0.0059 01124 0C103 f. -,. 65.00 0.0750 316.38 0.0059 0.0184 0.0103 - 91-PF-48 65-00 0.0218 02.19 0.00=/ 0.005/1 0.0030 3uprol 14'Fortress Quad Platformw/Lower Walkway&(14 49.00 3.8970 9356,65 0.1752 0.5445 05331 : .f,CMA-1ElBT14544 ds1/6517/1/212' 4900 0.2300 5522-, 00102 4.0321 0.9315 n40CMA-UBTUI.RULBHH/6517/17/21/21 49.00 0.2300 552.23 0.0103 0.0321 0.0315 l C_d..J0T5L4 6HH/.317/';;I!,1 49.00 0.230D n52 3 0.0103 0.0321 0.0315 of s_cfd E)80-6521.8H8 49.00 0.0624 149.82 00028 0.0067 0.0085 k r;-rf, 7 nT 5=050 45.00 0.0624 149.E2 0.002'3 0.0037 30085 kmv.w:nmuricatlons_cfd EP80-652L3H8 49.00 0.0624 149,82 0.002E 0-0087 0.0085 alcatel lucent RFH4n'5337EP; 4900 0.0/C0 16S07 0003/ 0.0093 00096 alcatel lucent 88H4e25-030625 49.00 0.0700 168,07 0.0031 0.0098 0.0096 alcatel lucent RRHnx.'i-830 RTS 49.CC V.0700 16807 0-0031 0009E 0-0096 alcatel lucent 625 RRH4n308 II(21.231237.2) 49.00 0.0530 127.25 0.0024 0-0074 0.0073 alcatel lucent B25 PRH4x30 BT5(El 2x'2.7.2) 4000 U.0530 177.25 0.0024 50074 0.0073 alcatel lucent 825 93114x30 BTS(21.2e12n7,2) 49.00 0.0530 127.25 0.0024 0.0074 0,0073 alcatel lucent 056.5 RR 34745 BTn 49-00 0.056E I3638 0.00211 0OU/9 C.0078 - almtef lucent 86634 RRH4k458T5 49.00 0.0568 136.38 0.0026 0.0079 0.007E alcatel'scent 866A RRH47456'3 49.00 0056E 1.36.3E 0-00En 0.0079 0-0078 nokia cfd 4H1.8A_CCIV2 99.00 0.0772 185.26 0.0035 0.0108 0.0106 nokia c°d AHLBA CC72 4000 00//2 IRS 26 00033 0.010E 00106 nokia_cfd AHIBA_CC'I.V2 49.00 0.0772 185.26 0.0035 0,0108 0.0106 rok:a_cld AHCA_CCI73 49.00 0.036E SR 36 0-0017 D 0051 0 0050 nokia_cfd AHCA_CCIV3 49.00 0.0368 88.36 0.0017 0.0051 0.0050 nokia_dd AHCA_CCI03 49.9G 0.0368 88.36 0.0017 0.0051 0-0050 raycap DC9-48-60.24-8C-EV 49.00 0.0262 62.91 0.0012 0.0037 0.0036 raycap 00518-60-13-3F 1240 11 v I. 49.00 0.0185 453E 0.000E 0.0026 0.0026 raycap 0G648-60.18.8E(74 x 11.II: 49.00 00139 45,38 0.0008 0.0026 0.0026 u r 11.7810 44046.77 CCISeismic 3.38 Page 4 Analysis Date: 12/2/2021 ' Linear Loads Name Start Height Frei Height h, w:- w,h„k C„ F.r, F,. 5/16'Ground From 3 to 52 45.00 52.00 48.50 0.0004 0.99 0.0000 ' 0.0001 0.0001 5/16'Groona From 3 to 52 35.00 45.0D 40 00 0.0006 0.96 0.0000 0.00.01 0-0001 5/16"Ground From 3 to 52 25.00 35.00 30.00 0.0005 0 54 0.0000 0.0000 0.0001 5/16 Ground Fromm,3 to 52 15.00 2500 20 00 00006 0.24 D 000o 0.0000 i C.00J1 5/16"Ground From 3 to 52 5.00 15.00 10.00 0.0006 0.06 0.0000 0.0000 0.0001 5/16'Ground FrOm 3 to 52 3C0 500 400 0,0001 0.00 0.00on 0.0000 0.000J (6)andrew 480 LDF5-50A 0/8 FOAM)From 3 to 55 45 00 55.00 50.00 0.0198 49.50 0,0009 0.0029 0.0027 (6)a(Forew(cci)1 007.3CA(7/S FOAM)From 3:o 55 3500 45.00 40 00 0.019E 32.68 C.J006 0.0CIS 0.002227 (6)andrew l20)10F5-50A(7/8 FOAM)From 3 to 55 25.00 35.00 30.00 0.1198 17.82. 0.00/3 0.0010 00027 (6)andrew jai)L2F5-50A(7/B FOAM)Front 3 to 55 15.00 25.00 20 00 0 019E 7 92 0 0001 0.0005 C.0027 (6)andrew(cci)LDFS-504(7/8 FOAM)From 3 to 55 5.00 15.00 - 10.00 0.0198 1.98 0.0000 0.0001 00027 • (6)andrew(cci)LDF5-50A{7/8 F0AMI From 3 to 55 3.00 5.00 4-00 0.0040 D.00 0.0000 000D0 0.0005 (2)andrew(cci)LDF5-50A(7/8 FOAM)From 3 to 55 45.00 55.00 50.00 0.0066 16.50 0,0003 0.0010 0.0009 (2i andrew(cc0 FINS 50A(7/8 FOAM)From 3 to 55 35.00 4500 40.00 0.0066 1056 0.0002 0.0006 0.0009 (2)andrew(cci)LDF5-50A(7/8 FOAM)From 3 to 55 2500 35.00 30.00 0.0066 5 94 0.0001 0.0003 0.0005 (2)andrew(cal LDFS50A(7/3 FOAM)From 3 to 55 _5.00 25.00 20.00 00066 2.64 0.0000 0.000: 0,0005 (2)andrew(coil LDF5-50A(7/8 FOAM)From 3 to 55 5.00. 15.00 10.00 0,0066 0.56 0.0000 0.0000 0.0009 (21 andrew(ccli LDFS--504.(71.4 FOAM)Fmm 3 t055 3.00 5DC 4.DC 0.0013 0.02 0-0000 0000_ oC0C2 (3)rosenberger Wk-VG865T-BRD(Power Cable)From 3 to 55 45.00 55.00 50.00 0.0175 43.80 00008 0.0025 0.0024 (3)roaenbergerWft-VG255T-RFD(Power(„able)From 3 to 55 35.00 4500 40.00 0.0',75 28.C3 0.0005 0.0010 0002-( (3)rosenberger WR-VG865T-13RO(Power Cable)From 3 to 55 25.00 35.00 30.00 0.0175 15.77 0-0003 0.0009 00024 (3)rosenberger WR-VG865T AR D(Power Cable)From 3 to 55 1500 2L.00 20 OD D.0175 -1.01 0.0001 00004 0-002I (3)msenbargerWR-VG8654-8R0(Power Cable)From 3 to 35 5.00 1500 - 10.00 0.0175 1.75 0.0000 0.0001 0.0024 (3)rosenberger WR-VG865T'FRD(Power Cable)From 3 tc 35 30C 5.00 000 00C35 0.06 O.0000 O.h100 00005 (3)rosenbergerWR-VG865T-8R0(Power Cable)From 3 to 55 45.00 55.00 50.00. 0.0175 43.80 0.000E 0.0025 0:0024 (3)rosenberger W8-VG865T-BR0(Power Cable)From 3:c55 3500 45.00 40.00 0.D175 28.03 CD005 0D016 00024 (3)rosenberger WR-VG865(-BRD(Power Cablee)from 3 to 55 25.00 35.00 30.00 0,0175 1577 00003 00609 0.0024 (3)rosenberger WR-VG865T-BRD(Power Cable)From 3 to 55 15.00 2500 20.00 0.0175 7.01 0.0001 6 0004 0.902r. (3)rosenberger WR-VG865T-BRD(Power Cable)From 3 to 55 5.00 15.00 10.00 0,0175 1.75 00000 00001 0.X24 (3)ro eno e ge 'JR-V 8 ST-BRD)?ow Cables From 3 It,55 3 00 5.0D 4.00 0.0035 0.06 0.0000 0.01,0E 00005 rosenberger I2 Fair From 3 to 55 45.00 55,00 50.00. 0.0010 2.50 0.0000 00001 0.0001 rosenberger 22 Pair rrom 3to 55 350n 45.D0 40.00 0.0010 1.60 0.0000 00001 0000i rosenberger 12 Pair From 3 to 55 25.00 35.00 30.00 0.0010 0,90 0.0000 0.6001. 0.0001 rosenberger 12 Pair From 3 to 55 15.00 25.00 20.00 0.0010 C 4C 0.000 0.0000 0.0001 rosenberger 12 Pair From 3 to 55 5,00 15.00 10.00 0.0010 0.10 0 0000 0.0000 - 0.0001. rosenberger 12?air From 3to55 300 5.00 4.00 0.0002 000 0-0000 00000 0.0000 (21 rosenberger 12 Pair From 3 to 55 45.00 55.00 50.00 0.0020 5.00 0.0001 0.0003 0.0003 2lroe.berger 12 F al,Isom 3 to 55 3500 45.00 40.00 D.0020 3.20 :00001 0.0302 00003 (2)rosenberger 12 Pair From 3 to 55 25.00 35.00 30.00 0.0020 1.80 0 0000 0.0001 0.0003 iJ mseObeoe'1'_Pztrrrom 3 to 55 15OD 75.00 20.0D 0.0020 0 80 00000 D.DOJO 00005 (2)rosenberger 12 Pair From 3 to 55 5.00 15.00 10.00 0.0020 0.20 0 0000 - 0.0000 0.0003 17)rosenberger r 12 Pair From 3 to 55 3.00 5-00 4.00 0.0004 001 000D0 0.0000 0DC01 kathrein 850 10014(3/8"Foam)From 3 to 55 45.00 55.00 50.00 C.0007 1.80 0.0000 9.0001 0.0001' - tz.-iFFFIFI 850 10014(3,3 Foam)From 3 to 55 35.D0 45.00 40.00 6.0007 1.15 0 0002 0,.0001 0 0001 kathmin SD:1014(WS"Foam;From 3 to 55 25.00 35.00 30.00 0.0007 0.65 0.0000 0.0000 0.0001 0 CJlc;3 m',rr�m=to 55 15.W 25DC. 20.U0 0.0007 0.29 0.0000 0.0000 0.0031 .art, a kathrein 0601001413/8"Foam)From 3 to 55 '5.00 15.00 10.00 0.0007 0.07 0.0000 0.0000 0.0001 kathrein 3601001413.3'roam)From 3 50 5 3.00 5.00 4 00 0.0001 0 00 0.0000 0.0000 00000 mind 2"Flex Conduit From 3 to 55 ,45.00 55.09 50.00 0.0068 17.05 0.0003 0.0010 0.0009 miscl 2"Flex Conduit From 3 to 55 35.00 45.00 40.00 0.0068 10.91 0.0002 0.0006 0 0009 mind 2"Flex Condult From 3 to 55 25.00 35.00 30.00 0.0068 6.14 0.0001 0.0004 0.0009 miscl FIEF Conduit 0 1 to 45 15.CO 25 CO 2000 0.0068 2 73 0.0001 0.0002 0.0009 mind 2"Flex Condo t From ILO 53 500 15.00 10.00 0.006E 0.58 0.0000 , 0.0000 0.0009 mind 2 F adult c 65 3.00 5.00 4.00 0.0011 0.02 3.o000 D.0000 0.0002 ;2)a A a Y L0 Pa'r 3 1 1 .From 3 to 75 65.00 75.00 70.00 0.0342 16758 0,0031 0.009E 0.0047 ,'2)n x r, ".4 4.: 1 '2)Fran.3 tc(5 5.3.00 6500 60 00 I)0342 123.12 0.00 4 0.002 0.0047 1 (2)nokla HCS 2.0 Part 3(1-1/2)From 3 to 75 45-00 55.00 50.00 0.0342 85.50 0,0016 0.0050 0.0047 (2)nokla 60520 Part 3(1-1/21 From 3 to75 3500 45.00 4000 0.0342 54.72 0.Of.10 0,0032 0.0047 (2)nokra-(CS 2.0 Part 3(1-1/2)From 3 to75 25.00 35.00 30.00 0.0342 30.78 0.0006 0.0018 0,0047 (2)noka HCS 2.O Part 3 i .(_)From 3'4-75 15.00 2500 20.00 0U342 13.68 0.0003 0DC03 C.0047 (2)nokia HC52.0 Part 3(1-1/2)From 3 tr.75 5.00 15.00 10.00:. 0.0342 3.42 0.0001 0.0002 00047 (2)nokin HOS 2 0 Part 3(1-1/2)From 3:0 75 3 OD 5.00 4.OD 0.0068 01'. 0.0000 OD000 C 3009 wi CU12PSM9P6XX1(11-1/2")From 3 to65 55 DC 65.00 60.00 0,0235 84.60 0.0016 0.0049 0.0032 rri CUI2PSM9P60XX Il /3"1 From 3 to 65 45.0 55 70 50-00 0.0235 58 75 0.0011 0.0034 0.0032 cui CU12P5M9P6XXX(1 1/2")From 3 to 65 25.00 45 30 40.00. 0.0235 37.60 0.0007 0.022 G.0032 cui CUI2PSM9P6XXX(-1/2')Rom 3 to 65 '5.00 35 CO 30.00 0.0235 21 15 0.0004 0.0012 0.0032 cui 01112P5M9P6XXX(1-1/2")From 3 8065 1500 25,00 20.00 0.0235 9.40 0.0002 00005 00032 cui C4120SM9P0XXX(1-1(2')From 3 to65 5.CC 15.00 10.00 00235 235 0.0000 0,0001 000': 60i CU32PSM9P6XXX(1-1/2")From 3 to 65 3.00 5.00 4.00 0.0047 0.08 0.0000 0.0000 0.0000 S,m 0.7692 1091.74 CCISeismic 3.38 Page 5 Analysis Date: 12/2/2021 ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OF CNR ENGINEERS Address: Standard: ASCE/SEI 7-16 Elevation: 237.39 ft(NAVD 88) No Address at This Risk Category: II Latitude: 45.442242 Location Soil Class: D- Default(see 11.4.3) Longitude: -122.8045 Section } 40 —? l �. I —1✓ -4 .,___44. , .1. - — '_ T is ,I •4 ✓• ii A i} .NAM\ lY Y , l, i.�.l.nY •- • _i:.• 11 lh v MG.. j .. • • �''-... +,r•' LIAR-TI LOVkiIiN .TYenmmh H•n 0 r C MI.L AA .�ATE : ._ Y Wind Results: Wind Speed: 96 Vmph (97 Vmph per County Jurisdiction) 10-year MRI 66 Vmph _ 25-year MRI 72 Vmph 50-year MRI 77 Vmph 100-year MRI 82 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Fri Nov 12 2021 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. https://asce7hazardtool.online/ Page 1 of 3 Fri Nov 12 2021 ASCE. AMERICAN SOCIETY OE CMI.ENGINEERS Seismic Site Soil Class: D- Default(see Section 11.4.3) Results: Ss : 0.855 SDI : N/A Si : 0.397 TL : 16 Fa : 1.2 PGA : 0.391 F, : N/A PGA M : 0.472 SMS : 1.027 FPGA 1.209 SMi : N/A le : 1 SDS : 0.684 C, : 1.228 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Fri Nov 12 2021 Date Source: USGS Seismic Design Maps https:/lasce7hazardtool.online/ Page 2 of 3 Fri Nov 12 2021 AXE NIE5C4J SOCIEMV OF CM.ENGINEERS Ice Results: Ice Thickness: 1.50 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Date Accessed: Fri Nov 12 2021 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. The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability, currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors, employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.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 Fri Nov 12 2021 December 02, 2021 75 Ft Monopole Tower Structural Analysis CCI BU No 856366 • Project Number 2021-003-070, Order 591148, Revision 7 Page 11 APPENDIX D REQUIRED MODIFICATION DRAWINGS tnxTower Report-version 8.1.1.0 TABLE OF CONTENTS 'VERTICAL SHEET NO. DESCRIPTION SHEET 1 COVER SHEET SHEET 2 CROWN CASTLE MI CHECKLIST STRUCTURES,INC. SHEET 3 GENERAL NOTES SHEET 4 ADDITIONAL NOTES SHEET 5 MASTER DRAWING, MODIFICATION SCHEDULE, & BASE LEVEL DRAWING STRUCTURAL DESIGN DRAWINGS SHEET 6 TOWER PLATE REINFORCEMENT MODIFICATIONS (10.-0. - 0') SHEET 7 CCI FLAT PL4TE INSTALLATION (26'-10' - 6'-10') SHEET 8 CCI FLAT PLATE REINFORCEMENT INSTALLATION (46'-11' - 26'-11`) SITE INFORMATION: PROJECT CONTACTS: SHEET 9 CCI SPLICE PLATE DETAILS SHEET 10 TOWER EXTENSION INSTALLATION (75'-0' — 55'-0") SITE NAME: SCHOLLS & 125TH VERTICAL STRUCTURES PROJECT ENGI EERL SHEET 11 PART DETAILS BU#: 856366 CRAIG ASELTYNE ATTENTION ALL CONTRACTORS, ANYTIME YOU ACCESS A CROWN SITE FOR ANY REASON YOU SITE ADDRESS: 12855-A SOUTHWEST NORTH DAKOTA EORAPPROVALOVERTICALSTRUCTURES.COM 824-8360 ARE TO CALL THE CROWN NOC UPON ARRIVAL AND DEPARTURE, DAILY AT 800-788-7011 TIGARD, OR 97223 WASHINGTON COUNTY, USA CROWN CASTLE PROJECT MANAGER RYAN QUINTEL LATITUDE: 45' 26' 32.C7- (615) 771-1569 LONGITUDE: -122' 48' 16.20' RYAN.QUINTELOCROWNCASTLE.COM TOWER MANUFACTURER: VALMONT DRAWING NUMBER: DC3523Z SDD INFORMATION: DOCUMENT ID: 5239297 PASSING SA BY: VERTICAL STRUCTURES PROJECT NUMBER: 2021-003-070 SOD WORK ORDER NUMBER: 2041975 ORDER NUMBER: 591148 REV. 7 SAFETY CURB:'IRON 41) IUP N THE I SHALL OF ON WIRE ROPE SAFETYALL CLIMB FAILING SA BY: CROWN CASTLE OF DE SR.I BE LATTO, DINSPECTOR. ON,STAGES OF DESIGN.INsrutATwN.MD INSPECTION.TOWER PROJECT NUMBER: CROWN 7 REINFORCEMENTS AL USEIS MIDWIRE EQUIPMENTINSTALLATIONS DOCUMENT ID: CROWN 9 SHALL NOT COMPROMISE THE INTEGRITY OR LOOK ON THE SALVJ OF ANY LURE ROPE SAFETY o CURB ON ENE STRUCK P ECU GALL HE WI E,ROP NM DE UMREOHEMREROP OFTR DSEPPOR CODE COMPLIANCE BENDING OF THE MIRE SE FROM BS SUPPORTS. DIRECT CONTACT OR CLOSE PROXIMITY TO THE WIRE W ROPE WHICH WY CAUSE FRICT(MAL WEAR,OR BUILDING CODE:2019 OREGON SIRUCTUR.L SPECIALTY i IMP ANT TO ANCHORAGE POINTS IN ANY WAY. ANY COMPROMISED SAFETY CRAB MUST BE CODE TA-222 REVISOR:iN-222-H REPORTED TO VOW CROWN POC FOR RESOLUTION, PoSK CATEGORY:R INCLUDING LUSTING CONDITIONS. WIND SPEED:97 MPH IXPOSIRE CATEDORY:B HOT WORK INCLUDED TOPOGRAPHICC PMDSDR:I ICE iH ITYI LICE 30 IN WINO SI'ELD WITH ICE GO MPH .035 N/A SASE WINDING ONLY N/A AUK GRINDING ONLY SEISMIC Se0 Sc % BASE WELDING(AND GRINDING) % AETWL YIELDING(AND GRINDING) SEANCE END SPEED:BD MPH A ORIGINAL RELEASE MJM SWB ASEL 12-2-21 REV. DESCRIPTION DRAWN BY: CHECKED BY: ENGINEERED BY: DATE P.D.BHA Tice ,oiS3 PROrt„ 1 RTICAL RINieW,KY AMNB 130 S A°SI PEsc SA)AA @ &CCt *Wee GINfF I .t. STRUCTURES.INC, EmM:,.Bn,,n.QCv.* m,W, a,,W,,.%m 86774PE r FOR OREGON CROWN CASTLE O\ 5 ZONM BU#856366 R ( 202E MODIFICATIONS L::: TOWER REWORK FOR A 55'-0" VALMONT MONOPOLE W/ 20' EXT 12 D3 21 SCHOLLS & 125TH SHEET NUMBER: PROJECT NIIYBOR: SOME: MOM 101 rem.a 1 OF 11 2021-003-070 NONE . : I . . I . . M . CEO-FRM-10364 MI CHECKLIST MODIFICATION INSPECTION NOTES: GENERAL: REQUIRED REPORT ITEM APPLICABLE CROWN DOC / BRIEF DESCRIPTION THE MI IS AN CN-SITE VISUAL MD HANDS-ON INSPECTION OF TOWER MODIFICATIONS INCLUDING A REVIEW OF PRE—CONSTRUCTION CONSTRUCTIONANT REPORTS AND UME TNAL PERTINENTID DOCUMENTATION PROVIDED BY THE GENERAL CONTRACTOR (CO.ON WELL AS ANY INSPECTION DOCUMENTS PROVIDED BY MD PARTY CUMINSPECTORS.TS. THE MI IS TO ENSURE THE AN E IN THIS CHECKLIST SERVES AS A CUIDEJNE FOR TIE;EQUINE]CONSTRUCTOR DOCUMENTS AND INSPECTIONS FOR THIS N WAS CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. NAMELY THE MODIFICATION DRAWINGS; IN X MI CHECKUST CEO-SOW-10007 ACCORDANCE WITH APPUCASIE CROWN STANDARD%AND AS DESIGNED BY TIE ENGINEER OF RECORD(E011). MODIFICATION ONCE THE PRE-MODIFICATION MAPPING S COMPLETE AND PRIOR TO FABRIGTON,THE CONTRACTOR SHALL PROVIDE DETAILED HO DOCUMENT, CODE OR POLICY CAN ANTICIPATE EVERY SITUATION THAT MAY ARISE. ACCORDINGLY.THIS CHECKLIST IS ASSEMBLY DRAWINGS AND/OR SHOP DRAWINGS. THEE ARE TO INCLUDE,BUT ARE NOT UNITED TO.A ASUAL LAYOUT OF NEW INTENDED TO SERVE AS A SOURCE OF GUIDING PRINCIPLES IN ESTABLISHING GUIDELINES FOR MODIFICATION INSPECTION. X FOR APPROVED SHOP DRAWINGS MD-SOW-10007 REINFORCEMENT.EDSDNG RENFORCEMENT CONFGURATION,PORT O ES,MOUNTS.SISP PEGS.SAETY CUMBS AND NW OTHER SHALL BREOUS GEMS WNOH MAY ATECT SROVAL UL INSRALLATION OF MOWFICAHTON3 ON THE TOWER. THESE DETOS THE MI IS TO CONFIRM INSTADATTH CONFIGURATION AND WORKMANSHIP ONLY AND S NOT A REVIEW OF THE SHALL BE SUBMITT D TO THE FOR FOR APPROVAL SHOP DRAWING 9VBMSSION SHALL INCLUDE THE FOR RN FORM OETNUNO MODIFICATION DESIGN ITSELF. AL THE IN INSPECTOR DOES NOT TAKE OWNERSHIP OF THE MO THE TON DESIGN. ANY dYIIGES FROM THE ORIGINAL DESIGN OWNERSHIP OF THE CTRUC STRUCTURAL MNOIFIGTON DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE FOR AT ALL X FABRICATION INSPECTOR CEO-SCAN-10007 A LETTER FROM THE FABRICATOR,STATING TUT THE WORK WAS PERFORMED IN ACCORDANCE W11n INDUSTRY STANDARDS AND POETS THE K INSPECTOR SHAH INSPECT MID NOTE LONFORWNCE/NDNCONFORINNCE AND PROVIDE TO THE CROWN THE COMPACT DOCUMENTS,SHALL BE FRONDED TO THE MI INSPECTOR FOR INCLUSION IN TiE MI REPORT. POINT OF CONTACT(CROWN POE)FOR EVALUATION. X FABRICATOR CERTIFIED CEO-SOW-10007 A CM SHALL INSPECT NJ.MONO PERFORMED ON STRUCTURAL MEMBERS DURING FABRICATOR A WRITTEN REPORT PALL BE ALL MA'S SHALL BE CONDUCTED BY A CROWN APPROVED MI INSPECTOR,WORKING FOR A CROWN APPROVED MI VENDOR. WELD INSPECTION MD-STD-IOW FRONDED TO THE MI NSPA:TOR FOR INCLUSION IN TIE MI REPORT. SEE CROWN LEA-LST-10170.'APPROVED III VENDORS. X MATERIAL TEST REPORTS(M T° CEO-GUWh1000TMATERIAL LITITS SyNTEST E PROVIDED3 TKO THE PROVIDED FOR E MI INSPECTOR FORININCLUSIAL ONN INABTHE MT REPAIR.REIRED PER SECTION 8.2.5 OF CEO-SOW-10007. TO ENSURE THAT THE REQUIREMENTS Of THE MI ARE MET.IT S VITAL THAT THE GENERAL CONTRACTOR(GC)AND THE MI FABRICATION NOE CEO-SOW-10085 CRITICAL SHOP WELDS THAT REQUIRE TESTING ARE NOTED ON THESE CONTRACT DRAWINGS. A CERTIFIED NOT INSPECTOR SHALL INSPECTOR BEGIN COMMUNICATING MD COORDINATING AS SOON AS A PURCHASE ORDER (PO) IS RECEIVED. IT IS X INSPECTION REPORT CEO-SID-IODBB PERFORM NON-DESTRUCTIVE EXAYINTON AND A REPORT SHALL BE FRONDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI EXPECTED THAT EACH PARTY WILL BE PROACTIVE N REACHING CUT TO THE OTHER PARTY. IF CONTACT INFORMATION IS RETORT. NOT KNOWN THE OC AND/OR INSPECTOR SHALL CONTACT THE CROWN POINT OF CONTACT(CROWN POCI. X NEC OF MONOPOLE BRSEPLATE DIG-SOW-1OOSD IPNOE Of THE POL TO ECttR FOR IINNCLUSXNNINE THPLATE CONNECTION E MI REPORT. ISREWIRED AND A YMITEN REPO RE BE PPUIDW TO THEN REFER TO CROWN CED-SOW-10007.•MOOIFICATI N INSPECTION SOS.FOR FURTHER DETAILS AND REQUIREMENTS. X PACKING SUPS CED-SOW-10007 PAWING/SHIPPING UST FOR ALL MATERIAL USED DURING CONSTRUCRON OF THE MODIFICATION SERVICE LEVEL COMMITMENT: ADDITIONAL AND INSPECTIONS: N/ THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND EFFECTIVENESS OF N/A I DELIVERING AN MI REPORT: CONSTRUCTION • THE GC SHALL PROVIDE A MINIMUM OF 5 ROSINESS DAYS NOTICE, PREFERABLY 10,TO THE MI INSPECTOR AS TO A VISUAL OBSERVATION OF THE EXCAVATION AND RESAR SHALL BE PERFORMED BEFORE PACING THE CONCRETE. A VISUAL WHEN THE SITE WILL BE READY FOR THE III TO BE CONDUCTED. N/A FOUNDATION INSPECTIONS ENG-SOW-10144 OBSERVATION OF THE REAR SHALL BE PERFORMED BEFORE PLACING THE EPDXY.A SEALED WRITTEN REPORT SHALL BE • THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT. PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. • WHEN POSSBLE IT IS PREFERRED TO HAVE THE CC AND LB INSPECTOR ON-STE SIMULTANEOUSLY FOR ANY GUY EAla SHALL BE PROVIDED AS PART OF THE WIRE TENSIONING OR RE-TENSIONINGDOPERATIONS. N/ACONCRETE COMP.STRENGTH AND SLUMP TEST ERG-80W-t O1N FOUNDATION REPORT.THE CONCRETE MIX DESIGN,SLUMP TEST.AND COMPRESSIVE STRENGTH T WHEN POSSIBLE. IT PREFERRED TO HAVE THE GC AND IA INSPECTOR ON-SITE OARING THE MI TO AWE ANY KNOB OEFIDENGIES CORRECTED CURING THE INITIAL MI.THEREFORE.THE GC MAY CHOOSE TO COORDINATE THE MI OUNDA FOUNDATO SUB-GRADES SHALL BE INSPECTED AND APPROVED BY AN APPROVED FOUNDATION INSPECTOR AND RESULTS CAREFULLY TO ENSURE ALL CONSTRUCTION FACUTES ARE AT THEIR DISPOSAL WHEN ME MI INSPECTOR IS ON SITE N/A EARTHWORK ENG-SOW-10144INCLUDED I AS PART OF THE FOUNDATION REPORT. MICPOPILES/ROCK ANCHORS SHILL BE INSPECTED BY THE FOUNDATION INSPECTION VENDOR AND SHALL BE INCLUDED AS PART REQUIRED PHOTOS: N/A MICROPLE/ROCK ANCHOR ENG-SOW-10144 OF TIE FOUNDATION RISFECTXN REPORT.ALOmONL TESTING AND/OR INSPECTION REQUIREMENTS ARE NOTED IN THESE BETWEEN THE GC ANC THE Mt INSPECTOR THE FOLLOWING PHOTOORAPNS, AT A MNMUY, ARE TO BE TAKEN AND CONTRACT LLED DOCUMENTS INCLUDED IN THE MI REPORT: N/A SRO VERIFICATIONPOST-INSTALLED CET -MI SHALL BE PRONGED TPOOR ROD VERINC.ATION SNAIL BE TIE K INSPECTOR FOR INQVSgN�INMTFEDiE IN AREPORT.CCORDANCE WITH CROWN REQUIREMENTS MID A REPOT . PRE-CONSTRUCTION GENERAL SITE CONDITION THE GENERAL CONTRACTOR STALL PROVIDE DOCUMENTATION TO THE III INSPECTOR THAT CERTIFIES THAT THE GROUT WAS •N/A flASE PLATE GROUT ViBMFCATION ERG-SID-10]2SPHOTOGRAPHS DURING THE REINFORCEMENT MODIFIGTON CONSIRUCTON/ERECTION MID INSPECTIONREMOVED AND/OR INSTALLEDIN ACCORDANCE WITH CROWN REQUIREMENTS FOR INCLUSION IN THE MI REPORT. RAW MATERA S A CROWN APPROVED CERTIFIED WELD INSPECTOR SHILL INSPECT AND TEST FIELD WELDS.FCLLOANG ALL PROCEDURES PHOTOS OF AU.CRITICAL DETNLS X FIELD CERTIFIED WELD INSPECTION CEO-SOW-1001TO SPECTRE]IN CROWN STANDARD DOCUMENTS APPUGIBLE TO WELD INSPECTIONS A REPORT SHALL BE PROVED. NOE OF FOUNDATION MODIFICATIONS CED-SO-10069 FIELD WELDS SHALL GE PERFORMED AS REQUIRED BE CROWN STANDARDS MC CONTRACT DOCUMENTS. THE NOE REPORT SHALL • WELD PREPARATION BE INCLUDED IN THE CW REPORT. BOLT INSTALLATION ON-SUE COLD ETC-STD-10149 THE GENERAL CONTRACTOR SHALL PROVIDE WRITTEN AND PHOTOGRAPHIC DOCUMENTATION TO THE NI INSPECTOR VERIFYING THAT • FINAL INSTALLED CONDITIONX GALVANIZING VERIFICATION CED-FRA-1one ANY ON-SITE COLD GALVANIZING WAS APRJED PER MANUFACTURER SPECIFICATIONS AND APPLICABLE STANDARDS. I. SURFACE COATING REPAIR CEO-PRO-TOT52 THE GENERAL CONTRACTOR.SMALL PROVIPROVIDEA REPORT IN ACCORDANCE WITH APPJCABLE STANDARDS DOCUMENTING TENSION • POST CONSTRUCTION PHOTOGRAPHS •• N/A TENSION TWIST AND PLUMB CEO-STD-102BI TWIST ALE PLUMB. • FINAL INFIELD CONDITIONTHET GENERAL CONTRACTOR SHALL SUBMIT A LEGIBLE COPY OF THE ORIGINAL DESIGN DRAWINGS ETHER STATING'INSTALLED AS PHOTOS OF ELEVATED MODIFICATIONS TAKEN ONLY FROM THE GROUND SHALL BE CONSIDERED INADEQUATE. X GC AS-BUILT DR/PANGS CED-SOW-10007 DESIGNED'OR ROVING ARLNTING AlS SHALL BCE THAT T WERE REQUIRED MD APPROVED BY TIE ENGINEER OF RECORD.EOR/R1 FORMS THIS IS NOT A COMPLETE UST OF REQUIRED PHOTOS. FOR A COMPLETE UST OF PHOTOS SEE CROWN DOCUMENT I CEO-SOW-10007. ADDITIONAL TESTING AND INSPECTIONS: N/A I I I POST—CONSTRUCTION X CONSTRUCTION COMPWWCE LETTER CEO-SOW-WWOT A LETTER FROM THE GENERAL CONTRACTOR STATING THAT THE WORKMANSHIP WAS PERFORMED IN ACCORDANCE WITH INDUSTRY CED-ERA'10359 STANDARDS AND THESE CONTRACT DRAWINGS,INCLUDING USING ADDITIONAL PARTIES TO THE MODIFICATION PROCESS. N/A POST-INSTALLED ANCHOR LED-PRC-f0119 POST-INSTALLED ANCHOR RODS SHALL BE SEA RED BY A CROWN APPROVED PULL TEST INSPECTOR AND A REPORT SHALL BE A ORIGINAL RELFASF MJM STAB ASEL 12-2-21 POD PULL TESTS PROVIDED INDICATING TESTING RESULTS. REV. DESCRIPTION DRAWN BC CHECKED BY: ENGINEERED BY: DATE POTOOMPNS SHILL BE SUBMITTED TO THE MI.PHOTOS SHALL DOCUMENT ALL PHASES OF TIE CONSTRUCTION. T PHOTOS PAL P.O.TO.1AK X PHOTOGRAPHS CFO-SOW-ROOD] L BE ORGANIZED IN A MANNER THAT EASLY IDEMIFES THE EXACT LOCATION OF THE PHOTO. ERTICAL RIA .KYNMRI BOLT HOLE INSTILLATION PART M� �U00SSE1 TGIOOI�IREE MI FY THE PPLET�PI�SHA L LOON AND SEN THE ESS NUUTT µ0 VERIFYALL THETHEE BOLT HOLE SIE�MCDCOND�iTIO.THE 'CS%AS f�PROF ,s Mom M3Meuase0 X VERIFICATION REPORT CED-SOW-TO00A P REPORTPO CONTAIN THE COMPLETED BOLT INSTALLATION VERIFICATION REPORT.INCLUDING THE SUPPORTING Cam' ,,GINFF /� STRUCTURES.INC. Fax TBK10N-IVI) �V 4,.. RP t.r Emeu:AMlneerin0®.WtlwlAucluree.wm PUNCH UST DEVELOPMENT AND GED-PM-102BD FINAL PUNCH UST INDICATING AL.NDNCONFORWNCE(S)IDENTIFIED AND TIE FINAL RESOLUTION/APPR0VAL 86774PE FOR X CORRECTOR DOCUMENTATION CEO-FRM-102B5 UI INSPECTOR REDUNE THE MI INSPECTOR SHALL OBSERVE AND REPORT AIN'DS TIE BETWEEN E CONTRACTOR'S REDUNE DRAWING AND THECROWN CASTLE X OR RECORD ORAWWG(S) CET-SODA-10007 ACTUAL COMPLETED INSTALLATION. OREGON ADDITIONAL TESTING MID INSPECTIONS: BU# 856366 N/A 1 I I pK 511�\4�. THE C CHECKLIST O SHALL SCO BE REVIEWEDORKPRIOR TO'ME START OF CONSTRUCTION.THEMI CHECKLIST ES 1G TIE WROUGHT TTENTEN O CROWN OWN FOG AND COW INASUOON PO SEMATON TART IS �R� 2OW MODIFICATIONS APPTHE II LE TO THE SCOPE Di WORK TEY ARE P'ME STA T.ERRORS ON TIE K PAIES SHALL BE WROUGHT TO THE UNDERSTAND OF THE CROWN POC AND EON AS 50011 AS POSSIBLE TOWER REWORK FOR A 55'—O" VALMONT MONOPOLE W/ 20' EXT 12-03-21 SCROLLS & 125TH SHEET NUMBER: PROJECT NUMBER: 4^AIC Wu-..„W„,D,mmoN,L,.. 2 OF 11 2021-003-070 NONE GENERAL NOTES: 1. The General Contractor (GC) shall reference CED—STD-10159, Tower 11.The GC shall fabricate all required items per the materials specified 18.All tower grounding affected by the Work shall be repaired or replaced in accordance Modification Construction Specifications", as a continuation of the below, UNO on the detail drawing sheets. If the GC finds for any with OPS—STD-10090, Tower Grounding", and OPS—BUL-10133, "Grounding Repair following General Notes. The GC shall keep o copy of this document component that the materials have not been clearly specified, the GC Recommendation".with the Structural Design Drawings (SDD) at all times, and shall such submit an RFI to the FOR to confirm the required material. ensure that all Contractor Personnel are aware of the information 19.If scope ofmodification requires removal or covering of tower ID tag, the tag must be enclosed within the General Notes and CEO—STD-10159. All structural elements shall be new and shall conform to the replaced. 2. The Contract Documents are the property of Crown Castle (Crown). following requirements, UNO: 20.My hardware removed from the existing tower shall be replaced with new hardware of They are provided to the GC and its Lower Tier Contractors and Monopoles: equal size and quality, UNO. Na existing fasteners shall be reused. material suppliers for the limited purpose of use In completing the •Structural shapes and plates: ASTM A572 Grade 65 21.All joints using ASTM A325 or A490 bolts, U—halts, V—bolts, and threaded rods shall be Work for this Site, and shall be kept in trill confidence and not snug tightened, UNO. disclosed to any third parties. The Contract Documents shall not be (FY = 65 KSI) 22.A nut locking device shall be instolled on all proposed and/or replaced snug tightened used for any other purpose whatsoever without the prior written •Welding electrodes, SMAW: EBOXX ASTM A325 or A490 bolts, U—bolt,, V—bolts, and threaded rods. consent of Crown. •Welding elactrodea, FCAW: E8XT-1IX 23.All joints are hearing type connections UNO. If no bolt length Is given in the Bill of 3. Detail drawings. including notes and tables, shall govern over general •Welding electrodes, GMAW: ER805—X Materials, the connection may include threads in the shear planes, and the GC is notes and typical details. Contact the Crown Point of Contact (POC) and Engineer of Record (EOR) for clarification as needed. Self—Support and Guyed Towers: responsible for sizing the length of the bolt. 4. Do not scale drawings. •Structural shapes and plates: ASTM A572 Grade 50 24.Blind bolts shall be installed per the installation specifications on the corresponding (FY= 50 K51) Approved Fastener sheets contained in CED—CAT-10300, 'Monopole Standard Drawings 5. Any Work performed without a prefabrication mapping Is done at the and Approved Reinforcement Components". risk of the GC and/or fabricator. All dimensions of existing structural •Welding electrodes, SMAW: E7OXX 25.R ASTM A325 or A490 bolts, and/or threaded rods are specified to be pre—tensioned, elements ore assumed based on the available documentation and are •Welding electrodes, FCAW: E7XT—XX these shall be installed andtightened to the preliminary until field—verified by the GC, unless noted otherwiseprcurol oin condition according to the (UNO). Where discrepancies are found. GC shall contact the Crown •Welding electrodes. GMAW: ER70S—% requirements of the RCSC Specification for Structuml Joints Using ASTM High Strength POC and FOR through RFl. All tower types: Botts. •Steel angle: ASTM A572 Grade 50 26.All proposed and/or replaced bolts shall he of sufficient length such that the end of 8. For this analysis and modification, the tower has been assumed to be the bolt be at least flush with the face of the nut. It is not permitted for the bolt In good condition without any structural defects, UNO. If the GC (FYdiscovers any Indication of an existing structural defect, contact the AS = K51) end to be below the face of the nut after tightening is completed.pleted. Crown POC and FOR immediately. 'Solid rod: ASTM A36 36 (FY = 38 K51) 7. All construction means and methods, including but not limited to •Pipe/tube (round): ASTM A500 Grade C erection plans, rigging plans, climbing plans, and rescue plans, shall (FY = 46 KSI) be the responsibility of the GC responsible for the execution of the •Pipe/tube (square): ASTM A500 Grade C Work contained herein, and shall meet ANSI/ASSE A10.48 (latest edition); federal, state, and local regulations; and any applicable (FY = 50 KSI) Industry consensus standards related to the construction activities •Bolts: ASTM F3125 Grade A325 Type 1 being performed. All rigging pions shall adhere to ANSI/ASSE A10.48 •U—bolts: ASTM A307 Grade A, (latest edition) and Crown standard CED—STD-10253, Rigging or SAE J429 Grade 2 Program", including the required involvement of a qualified engineer •Nuts: ASTIA A563 Grade DH for class N construction to certify the supporting structure(s) in •Washer,: ASTM F436 Type 1 accordance with the ANSI/TIA-322 (latest edition). 8. The structural integrity of the modification design extends to the •Guy Wires: ASTM A475 Grade EHS complete condition only. The GC must be cognizant that the removal •Bridge Strand: ASTM A588 Grade 1 of any structural component of an existing tower has the potential to cause precauthe ions must or be taken ensurreee of structurall Integrity, Includ structure. All ing,but 12.After fabrication, hot—dip galvanize all steel items, UNO. Galvanize per not limited to, engineering assessment of construction stresses with ASTM A123, ASTM hall no153M, or ASTM A653 G90, as applicable. installation maximum wind speed and/or temporary bracing and ASTM A490 bolts shall not be hot—dip galvanized, but shall Instead be coated oted with Magri 565 or EOR approved equivalent, per ASTM F2633. 9. Aerial and underground utilities and facilities may or may not be 13,Contractor Personnel shall not drill holes in any new or existing shown on the drawings. The GC shall take every precaution to structuraldrawings. members,the other than those C011ed holes shown on structural preserve and protect these Items, which may include aerial or For o list without approval of the EOR. underground power lines, telephone lines, water lines, sewer lines, 14.Fora of Crown—approved cold galvanizing compounds, refer to A ORIGINAL RELEASE MJM SWB ASEL 12-2-21 cable television facilities, pipelines, structures and other public and ENG—STD-10149, "Tower Protective Coatings Guidelines'. �' DESORPTION Gawk ar: CHEa®sr: EttJJcIN Nm a1^ OtIS private improvements within or adjacent to the Work area. The 15.All exposed structural steel as the result of this scope of Work P.O.sox use responsibility for determining the actual on—site location of these including welds (after final inspection of the weld bythe CWI, field 0 PRE RIdwnoq,xvia7s Items shall rest exclusively with the GC. ( ) ) ��c,;"°INE fSk ERTICAL drilled holes, and shaft interiors where accessible), shall be cleaned S Phone:(SSa)saexo 10. All manufacturers hardware assembly instructions shall be followed, and two (2) coats cold galvanizing shall be applied by brush In kr Q.� E,p STRUCTURES.INC. Emelt nw`.ra MG)024-8960 geTalk.IWwwm.mm UNO. Conflicting notes shall be brought to the attention of the EOR accordance with ENG—STD-10149, "Tower Protective Coatings f and the Crown POC. Guidelines", Photo documentation Is required to be submitted to the 86774PE FOR MI Inspector. OREGON CROWN CASTLE 16.If removal of existing modifications is required per the modification Ilk 20`� scope, the GC shall clean and cold galvanize any existing empty bolt S' BU/856366 holes, UNO. If additional unexpected, oversized. or slotted holes are O'aF 5 found the GC shall contact the FOR and Crown POC for guidance Wftly1 2021 MODIFICATIONS prior to proceeding with the modifications. TOWER REWORK FOR A 55'-0" 17.All Work involving base plate grout scope items or resulting In VALMONT MONOPOLE W/ 20' EXT disturbance of base plate grout shall reference ENG—STD-10323, Base Plate Grout", and shall follow any Base Plate Grout Removal SCROLLS & 125TH Notes contained herein. 12.03-21 SHEET NUMBER: PROJECT SUNDER: SCALE MEMO R r•e,wrww OK 3 OF 11 2021-003-070 NONE , , , . . . , 6. 1 , ADDITIONAL GENERAL NOTES: 1. CONTACT THE ENGINEER CONCERNING ANY CHANGES OR MODIFICATIONS THAT MAY BE REQUIRED DUE TO THE EXISTING CONDITIONS. 2. ELEVATIONS SHOWN IN SDD PACKAGE ARE NOMINAL AND NOT EXACT. 3. ALL BOLTS SHALL BE HOT-DIP GALVANIZED ASTM A325 ASSEMBLIES, TO INCLUDE BOLT, HEAVY HEX NUT, AND SPLIT LOCK WASHER, UNO. USE BEARING TYPE CONNECTIONS, UNO. 4. ALL SAE GRADE 5 BOLTS TO INCLUDE BOLT. HEAVY HEX NUT, AND SPLIT LOCK WASHER, UNO. USE BEARING TYPE CONNECTIONS, LINO. 5. ALL ASTM A490 BOLTS TO INCLUDE BOLT. HEAVY HEX NUT, AND SPUT LOCK WASHER, LINO. USE BEARING TYPE CONNECTIONS, UNO. 6. PALNUTS MAY BE SUBSTITUTED FOR SPUT LOCK WASHERS AS LOCKING MECHANISM FOR BOLTS. LINO. 7. U-BOLTS SHALL MEET THE REQUIREMENTS OF ASME B18.31.5-2011 BENT BOLTS. 8. ALL U-BOLTS TO INCLUDE 2- HEAVY HEX NUTS AND 2- SPLIT LOCK WASHERS, UNO. 9. AN ASTM F436 FLAT WASHER MUST BE USED WHERE SLOTTED HORIZONTAL HOLES ARE PRESENT. WHEN STANDARD HOLES ARE PRESENT FLAT WASHERS ARE NOT REQUIRED. 10.ASTM A194 2H HEAVY HEX NUTS MAY BE SUBSTITUTED FOR ASTM A563 NUTS AND MUST BE USED WHEN USING ASTM A193 GRADE B7 FASTENERS. 11.TOLERANCES, UNLESS NOTED OTHERWISE: FRACTIONS ± 1/16' ANGLES ± 1/2 DEGREE DECIMALS ± .010' A ORIGINAL RELEASE MJM SWB ASEL 12-2-21 REV. DESCRIPTION DRAWN BY: CHECKED BY: ENOINE RED BY: DATE P.D.m.14ee //,7pEO?Rope,r EBTICAL Rkbnph],KV KIM /� GINf "O PnNwlexa.aaeo 11111////l ���a re y' STRUCTURES,INC. Em,,�,,Fs.®;,. �...m,,, 86774PE r FOR �OREGON CROWN CASTLE 1q. 5 1O1R BUg 856366 R�y px0`� 2021 MODIFICATIONS ��� TOWER REWORKA FOR 20' VALMONTMONOPOLE WI '— EXT 12-03-21 SCROLLS & 125TH SHEET NUMBER: PROJECT NUMBER: SGlE: ream.aq P4rTS.5... 4 OF 11 2021-003-070 NONE wxUFACTURERs POLE SPECIFICATIONS TOWER TAPER:0.200000 WET TOWER YONFGADON SCHEDULE SASE PLATE STEEL AMA MST GRADE 60 ANCHOR RODS:2 1/4"8 ITNASTM A615 GRADE 75 ELEVATION DESCRIPTIONREFERENCE MANUFACTURERS SHAFT SECTION DATA SHEET SECTION RATE SECTIONMIIGE LAP DIAMETER ACROSS a 0' INSTALL ADDITIONAL REIN INTO POSTING FOUNDATION g SECTIONOW" SE E LENGTH THICKNESS GRADE GRADE SPLICE Ml5 Ox OF ROUND b C ECTION(IN)(f'I) MVO (NET) (N51) (IN) S 0. t1'-0' INSTALL NOV CCI MT RATE REINFORCEMENT -g O TOP 0 BOrtOY 35'-O, 1 ROUND 20.00 0.375 48 50 12.75 12.75 REMOVE WELDED MATE 2 12-SIDED 24.00 0.185 BS So N/A 11.3E 16.18 3 12-SIDED J4.W 0.188 65 N/A 36 T5.20 22A0 ® 75-6' -55'-0' INSTAL NEW 20'TOWER COMMON 10 N LL�� O/E:DIMENSIONS SWIM DO NOT NCwE GALVANIZING TOLERANCESCCONTRACTOR SHILL Opp O�AILCIFO CLIMBING F'ACMES'SY.Y(46E TO THE BASE OF THE MIXTURE._ ---.4' REFERENCE THE MININGFAOYlD6 W SECTION OF C -CAT-1 W00 FOR APPROVED OPTIONS,PRIOR TO - `VV LEIA1N ANDFABRICATION AND OWMR6 PROVIDED ARE FOR QUOTING PURPOSES ONLY CONTRACTOR SHALL FIELD, SFY HALL LENGTHS µW EDO OR FABRCATION. U .. . AN FOR PARTS QED-CAT-10300,MONOPOLE STANDARD DRAWINGS D AP PROVED REINFORCI�COMPONENTSCADETAILS:ENT CC FIAT RATE(65 KSI)REINFORCING SCHEDULE ':10✓I. BO'TT011 ELEVATION TOP ELEVATION FARE NUMBER MT/MORELS(•) TFAMINATD6 BOLTS TEPMMATDN BOLTS mAx IMGMEDNTE BOLT WANl1tt STEEL'MIGHT TOTAL STEEL WEIGHT � 0, (BOTTOM) (TOP) BOLT SPACING PER RATE PER RATE(DICK) TOTAL BOLT GUAM( (BLACK)10-ID CCI-WSFP-040125f0 z 5 B, 11 0 6 ) y. Q 8'-1 D• 26'-10• COI-RP-p4012520 2.3,e,12 6 S-J' B 170.4 JB 681.8 Y O 25'-11• 46'-11° CCI- 6 2-3" 1B RP-04012520 2,5,8,12 6 6 340.13 76 1363.2 2'-J" 19 340A ]6 1383.2 TOTA, 186 3406.0 4 NOTES FOR CROWN(65 KSI)MT PLATES: L i. FASTENERS MAY BE USED ON THIS PROJECT AS INDICATED IN THE FOLLOWING TABLES: BOLT COUNT BY LENGTH I NIXOFN2 1 APPROVED I I SPECAALtt FASTENERS ( N/A I LENGTH QUANTITY ORDERING INFORMATION AND INSTALLATION DETAILS FOR NIXGEN2 FASTENERS GM BE FOUND IN CEO-CAT-10300. EDIU 140 2. All FIATBE PLATE REINFORCEMENT IS TO INSTALH OEMERED ON ITS DESIGNATED MT OR AZIMUTH.LINO,WITH A TOLERANCE FROM CENTER OF THE FIAT OR AZIMUTH AS FOLLOWS: MEDIUM 40 I ALLOWABLE M EPoM T RATE CENT TOLERANCE I 1' 1 LONG 0 I I CC ALL=UNE ALL DEVOTIONS FROM CENTER.INCLUDING THOSE W11HIN TOLERANCE TOTAL TSB 3. 0C SHALL REPLACE ANY STEP BOLTS AND STEP BOLT CUPS THAT INTERFERE WITH THE INSTALLATION OF MT PLATE.REFERENCE CEO-CAT-10200 FOR APPROVED OPTIONS.CO-SS-0100 IS THE DEFAULT OPTION;OTHER 0P11ONS MAY E REWIRED FOR f FIT-UP. 4. FOR PLATES STARTING AT r,THE BOTTOM Of THE FIAT PLATE SHALL 6ECIN AT 8'+/-1',FOR SINGLE PLATES OR MULTRE RATES SPLICED TOGETHER,DIE BOTTOM OF THE MT PLATE RUN SHALL BEGIN AT THE PROPOSED ELEVATION+/-3•.FOR i FROM THE BOTTOM Of THE BorromMULTIPLE PLATES SPLICED TOGETHER.DIE TOP Of THE FLAT PLATE IS TO BE PLACED SUCH THAT THERE IS NO MORE THAN 3'DIFFERENCE BETWEEN THE ACTUAL OVERALL LENGTH OF SPAN AM THE PROPOSED OVERALL LENGTH OF THE SPAN, SHIMS FOR MONOPOLE REINFORCEMENT MEMBER E R SHALL PLATE TO THE TOPF REWIRED WNTHE TOP W 5. DAPS BETWEEN THE POLE SHAFT AND REINFORCING MEMBER EXIST AT FASTENER LOCATIONS.FOR INTERMEDIATE CONNECTIONS.THE MINIMUM SHIM LENGTH MD ROTH SHALL SE THE WIDTH OF THE REWORDING MEMBER.FOR TERMNATON CONNECTIONS,A CONTINUOUS SHIM PLATE(PREFERRED)OR EQUIVALENT INDMDUAL SHIM RATES THE WITH OF ME RENFORCING MEMBER MAY E USED.SHIM THICKNESSES SHILL BE NO I LAND STACKED SHIMS ESS THAN 1/18'.STAOLNC OF SHIMS IS PERMITTED.FENCER SHIMS AND HORSESHOE SHIMS ARE PERMITTED.SINGLE AND STACKED SHIMS IN BOLT IERMIHADON REGIONS SHALL BE NO GREATER THIN A TOTAL OF 1/4'WITHOUT FOR APPROVAL BNGLE I OUT EOR APPROVAL 6. SHIM IATERW.SNAIL SE SSTEE GRADE A366 OAR GREATONS ER IBE EWELLDED lNO.MREATER D SHALL REQUIRE A TOTAL OF LAIR;WIF SHIMS ARE NOT WELDED,THERE S NO MINIMUM REQUIRED MR_GRADE. I 7. R UNINFECTED HOLES ME POUND IN A LOCATION WHERE MT PLATE IS PROPOSED TO E INSTALLED,THE GC SHALL NOT PLACE NEW BOLT HOLES WITHIN A CENTER-TO-CENTER DISTANCE OF 3 TIMES THE DIAMETER E ME URGER OF THE TWO HDIES,WITHOUT EON APPROVAL EXISTING HOLES LAY INCLUDE BUT ARE NOT LIMITED TO EMPTY BOLT HOLES AND JACKING NUTS WITH CENTER HONES. 31.-0'— 1 i NDE OF THE CIRCUMFERENTIAL WELD OF THE BASE PLATE SHAFT CONNECTION IS REQUIRED. PLEASE SEE ENG-SOW-10033, TOWER BASE PLATE NDE. NOTIFY THE FOR AND CROWN ENGINEERING IMMEDIATELY IF ANY CRACKS ARE SUSPECTED OR HAVE BEEN IDENTIFIED. THE NDE SHALL INCLUDE ALL EXISTING MODIFICATIONS THAT HAVE BEEN WELDED TO THE BASE PLATE. FULL PENETRATION WELDING TO THE BASE PLATE REQUIRED AS PART OF THIS ACTIVE REINFORCEMENT DESIGN SHALL BE INCLUDED IN THE NDE SCOPE OF WORK. A ORIGINAL RELEASE �GI - eawlDn ONODGFAIMN) MJM SWB ASEL 12-2-21 mlvx iritiTe FT Lcm REV. DESCRIPTION DRAWN BY: CHEERED BR ENGINEERED BY: DATE (t)1-1/2'to ea fIoormompo u.4II P.G.Bw MN ////////������`� ``RQ�PROP RlWmwW.KY 4041E 0 6TWR NIAFLBM-AY Y� G I N ERTICAL I , 91 ' � IT M�,� 'c,N Ff45 4 STRUCTURES,INC. Erna,RAF,`,Mi6�) a .� Mr To 46 FT LEAP 86774PE FOR a TAW'TO 40 IT uw OREGON CROWN CASTLE 0• Q'.Q 5 24_% BU/ 856366 �OII1D1 D "fttRIY A. 2021 MODIFICATIONS 6 1F DNKM D m F N 047 ` TOWER REWORK FOR A�5'—O" 1 3/6'TO 00 F'T:£¢ / / �'I 3 3,4'm 2 g AMA VALMONT MONOPOLE W 20' EXT Tn•TC w IT IFWL SCHOILS & 125TH._....____....� ®BASE LEVEL DRAWING 12-03-21 SHEET NUMBER: PROJECT NUMBER GOALS RIM.TAR Mang..VAL 5 OF Ti 2021-003-070 NONE • •• I I 'I ' I 4 • " ' I • . . • 1 • I 1 2 3 4 5 6 7 8 9 10 1 t 12 NOTES: 1. EMBED REBAR INTO 1" X 12.-6" (+2",-0") DEEP MECHANICALLY ROUGHENED CORED I I 1' II II I I „I NEW APPROVED HOLES IN THE EXISTING FOUNDATION USING ALLFASTENERS AF35LVE EPDXY. ELEV. TO'—O"— I 1"I— II -I ii°1 1 I• I FASTENER 2. CARE SHOULD BE TAKEN NOT TO DRILL THROUGH REBAR IN THE EXISTING PLACE 1 j II • I I (TYPICAL) FOUNDATION. IF THE DRILL HITS EXISTING REBAR, BACK OUT AND PLACE NEARBY. I I1 FILL EMPTY HOLES WITH GROUT. ° I II ! a I o II: a • I I n Ile. i U EXISTING I I', II: II'.I ,J`-"` MONOPOLE \ .._. • I • I • I O MONOPOLE EXISTING '.` N NEW CCI FIAT EXISTING PLATE REINFORCEMENT�� I FOUNMTION `* (TYPICAL) I EXISTING PORT HOLE \ N g PORT EXISTING J { / ' •_i • • •1.-..�'• ". (TYPICAL) I �.., 9 5 `.' e X REBAR ON EXISTING VERTICAL I I I 0 10 4 I i ( I ON 41"0 I I I I I �) I CIRCLE 3 MIN. GROUT COVERAGE : '....._ l i t 3 J ELEV. 0'— 'I- I I :: .._!_ OVER R-1 BARS ` 12 2 I ... r(TYPICAL) \............„<1 1 rr I ..` NEW CCI FLAT \ ) I PLATE REINFORCEMENT \\ NEW #6 X A 36"CIRCLE -}-�,� (TYPICAL) \ O -- - - --- --� O NEW APPROVED FASTENER ON A 36" CIRCLE I. . \ (TYPICAL) (SEE NOTES 1 & 2) I, . r_\\_ (TYPICAL) ;' .... \ /y�--`EXISTING ,.. IIII '�. C BASE PLATE .' ...-_ _._.__...,... NEW M6 X 12'-3" REBAR ON A 36" CIRCLE '......,.,__....._......-5....E....C...T.L_ON..- .._..._..._....._..____._._-......_..,. .,"-.._. (SEE NOTES 1 & 2) �/i ItoI nCORE NEW . A ORIGINAL RELEASE MJM SWB ASEL 12-2-21 MECHANICALLY oLuRIPnoNMNNN6r: GHEQRWar: £I tWDIer: MlEROUGHENED HOLE INFOUNDATION WITH .+ Pm•""dA° 0 PROFf S� RTICAL °"1" HOLE DIAMETER AND _12'-6" EMBEDMENT - �`• • aG I Nft 0 STRUCTURES,INC. E,�;„,,;re:„'91(3 ,,,wm DEPTH (+2",—D). 86774PE «INSTALL USING THEALLFASTENERS AF35LVE . • EPDXY. � OREGON CROWN CASTLE (TYPICAL) p,, O q/� 5 .LO�k BUf 656366 iRIY A�e� 2021 MODIFICATIONS EXImN ' TOWER REWORK FOR A 55'-0" •. FOUNDATION I VALMONT MONOPOLE W/ 20' EXT 4 aA SEA LE I �� SCHOLLS & 125TH FOLD-OUT ELEVATION VIEW 12-03-21 SHEET NUMBER: PROJECT NUMBER SE 6 KM.;,c..ewm.V. 6 OF 11 2021-003-070 NONE 1;' �i ti I EXISTING 1 i LI I IL 1 Il NEW CCI MONOPOLE o I j! 1 I e 1 p. FJ; 1 ' f SPLICE PLATE `�� ( h:,.4:y e I I I I o, (SEE SHEET 9) ���f ly _.. \w +. • I (^ (TYPICAL) ,�/�!I °: 7 ELEV. 26'-10"— •I I I I• I I •; -`�, 8 7. 6 ;,.1j� I 1 I I i 1 i I . •l Fty'�`, \ NEW CO FLAT • I '• Y �A PLATE REINFORCEMENT •IL' ! 1 i• I I•: �` 9 5 (TYPICAL) _ I I• I _ —1 NEW CCI FLAT 1 •� 1I I j• I f•I j II PLATE REINFORCEMENT ! , { I' I I 10 4 (TYPICAL) 1 • i I I I I• • I• CI I I I j I i II 3 M I I i 1 I q 1 \t ,�a;6. 12 2 �,?(l f XISTING • I• I I.1 1• ..• 1 ' ••`/ lc MONOPOLE C I 1 , . . ._.- Flyl�•,.. '�/��i. 7 ���5. i EXISTING • 8 6 . I i, I (TYPICAL)LT ®SECTION NEW APPROVED ���• NEW CCI FLAT FASTENER 9 5 \ PLATE REINFORCEMENT • • 1 ) //J/ EXISTING SAFETY I /! \ (TYPICAL) CLIMB CABLE q ( III 10 4 { { I • q • 1 ( 11 3 EXISTING ❑ I STEP \.,.,'\'... 1 �`•.f%',, . ;.'may 12 2 d "^•,�,.`. 1 C i I ///---NEW APPROVED EXISTINGTY Jam, SAFE NEW APPROVED FASTENER ' ! / FASTENER CIJMB CABLE SECT,-„IL� (TYPICAL) 1 • q • • to `II (TYPICAL) \�� L.�L EXISTING { A ORIGINAL RELEASE MJM SWB ASEL 12-2-21 MONOPOLE I REV. DESCRIPTION DRAWN SY: CHEESED EY: ENGINEERED RC DATE IP.O.8m14911 • ,III • • ,1 • cw`" �6 FNEERates Fa(11611)52.443813 RAINs`°3°° ERTICAL W q STRUCTURES,INC. E:,,",.9*011COV,iH,1.a,C,,,,,W,:, ° 11' u - 86774PE FOR 1"'I r ; IU 1• u I I• • ° • l 7 JR gO,REGON CROWN CASTLE • • I I• I� I♦ • ♦ �' Q Sl'j0`M BUFF 856366 ELEV. 6'-10"— I I• '• 1, I• I: '''i'RIY A1.O� 2021 MODIFICATIONS I I „�— � ` TOWER REWORK FOR A 55 —0' 1 2 3 4 5 6t7 8 9 101112 SCROLLT MONOPOLE W/ 20' EXT 12-03-21 SCROLLS & 125TH OLD-OUT ELEVATION VIEWSHEET/AMER: PROJECT NUMBER: SCALE 11 �J11Mnal,*l..w.•w*., 7 OF 11 2021-003-070 NONE T . . I ' I ^ I A A v I q ELEV. 46'-11"— I v !—� —' NEW APPROVED FASTENER I i I• • •I (TYPICAL) •� • -EXISTING j L'1 1 i i i t /`Z-. MONOPOLE NEW CCI • Ii •I —_I gib '-a SPLICE PLATE • • '���� `a (SEE SHEET 9) I 1 I f ❑ i 7 •'::,11II,\�. (TYPICAL) 8 6 I ' I , I � �. .- • G I• 1 I•; j •I 9 5 ` j ' EXISTING li I NEW CCI FLAT NEW CCI FLAT I I I I STEP BOLT 11 11 PLATE REINFORCEMENT PLATE REINFORCEMENT I I I (TYPICAL) iI 10 4 I. (TYPICAL) (TYPICAL) I I I I I I • O I• I•1 •I EXISTING 3 I STEP BOLT ^'` ,. 12 2 /. L..l (TYPICAL)^.';'!,%.. I I 4., ,11��� �. EXISTING I • • • • �1,`V `y •%I/, f,MO OPOLE LI l�'" • •I//% 11���� `,:., I I EXISTING SAFETY 7 CLIMB CABLE I 8 6 `,�`\�� f/// I NEW CCI FLAT I I I `\.` PLATE REINFORCEMENT T1--I,f I• I• I • •i i 9 5 (TYPICAL) ill "' I I I 10 4 '.. EXISTING SAFETY CLIMB CABLE \ I 1 ,� I i 1T 11 3 I ... "�' STEP BOLT ..:".--";,..•'.. - ti .' 12 2 I I •III (TYPICAL) ! >\ • „•., g./? NEW APPROVED • ilk It • • •I O I (TYPICAL) EXISTINGCUM SAFETY CABLE�' NEW APPROVED FASTENER I I LI I AM' (TYPICAL) ELEV. 31'-0"— ' 1 ` I • I ,•I •I A ORIGINAL RELEASE WM SWB ASEL 12-2-21 EXISTING II I III I I 'II I REV. DESCRIPTION DRAWN Elf: CHECKED BY: ENGINEERED BY: Dt1E MONOPOLE I I , . I 1;:'1 EO PROFf p�� NOI ...l Boxel40.a 02.1.300 Il.1 0I Ilil ( ,Ii1I I I •I .. ,01NEF � STRUCTURES. PO., .etese�i s=•eaea i II.! r.�1 I.11 I•II �S' 4 anal.angin..�l.a.. .....mm I I:1 1 IISII I Ili 1 n I•!I 4 86774PE r FOR ELEV. 26'-11"— • I1 i :I•N I •'1 1I i j I 111 j !.,I' OREGON CROWN CASTLE i. I li211 I 'I �'� �4 5 % BU1N 856366 II 11"I II ��TR1Y p�0� 2021 MODIFICATIONS 1 Ip;I 'I,,I I i! I 1!n 1 Ill , pi! it I; ��6 TOWER REWORK FOR A 55'-0" I Ill 11"11 i��i I 11_!. I I II II , '! ii 4, . . I ! I, II VALMONT MONOPOLE W/ 20' EXT 1 2 3 4 5 6 7 8 9 101112 SCROLLS & 125TH OFOLD—OUT ELEVATION VIEW 12-OS-2M 1 SHEET MOWER: PROJECT NUMBER: 'y'.N 6 8 OF 11 2021-003-070 NONE PAST NURSER BUGS WEIGHT MIRTH X THICKNESS X TOTAL OTT OF MIRTH(W) 1 J/16'BOLT HOLES OM SPLICE PLATE(55 led)SCHEDULE CO-SP-O/W75-f-f 28.4 4.0 X 0.73 X 31 8 SUITOR TOp tlEyATgI CCI PMf i/ Ohm QUANTITY OF BOLT TOTAL BOLT ADMIONAL CCI-SP-040075-4-6 31.5 4.0%0.75 X 37 10 ELEVATION ONFNSIOHg NOTES II PUT[HOLE QUANTITY BOLTS. Ca-SP-040075-4-6 36.6 4.0%0.75 X 43 12 25'-1' 2B'-LE CCI-Sh040t25-S-6 4 11 48 0 CCI-SP-0400]5-{-10 41.7 4.0%0.75%49 14 I NY6pER OF ADDITIONAL 9415 RR1 1 SNOWS NE0 IDOSRIC FU3 NATE TOLL 48 0 CCI-SP-047Y4-11 44.2 4.0%0.75%52 IS NOTES: W CCI-SP-040075-4-14 51.9 CO X 0.75%61 II 1. A11 HOLES TO BE DD.DO NOT BURN OR PUNCH. CG-gP-010WS-1-IS 54.4 4.0%0.75%e4 19 2. FABRICATION TOLERANCES:4CES:FRACTIONS 3 1/16' CC-SP-040075-4-17 50.5 4.0%0.75 X 70 21 ANGLES 3 1/2 DEGREE CCI-SP-040075-6-6 36.6 4.0%0.75 X 43 12 DEI'V1I S 3.010' CCI-3P-04W7a-8-8 41.7 4.0%0.7p X/B 14 BOLT HOLES 3 1//32' CCI-SP-040075-6-10 48.8 4.0 X 0.75 X 55 18 SHAFT REINFORCEMENT `_ a THE 85 KSI M4/ERYL SHALL CONFORM 10 ME FOLLOWING: CIO- -MW75-a-11 49-3 4.0 K 0.75 X 56 17 MONOPOLE (TYPICAL)) A MATERIAL SHALL BE ASIM AS72 HAVING A MINIMUM TENSILE STRENCM(Fu)OF 80 KM AND A MINIMUM VELD STRENGTH(Fy)OF 85 KSI. CCI-SP-040075-6-14 57.0 4.0 X 0.75 X 67 20 SHAFT B. THE FINISHSHALL BE HOT-aP GALVANIZED PER ASDM1 Mn OCI-SP-610075-6-15 505 4.0 X 0.5%70 21 )% CCI-3P-040075-8-17 04M0 4.0 X 0.775%76 23 i; /M t CCI-SP-04012Y6-5 BOA 4.0 X 1.25%43 12 YY8 CCI-SP-04012 69.4 4.0 X 1.25 X 40 14 li I . O CCI-SP-040125-6-10 77.9 4.0%1.16 X 55' II 001-SP-040125-6-11 822 4.0 X 1.25 X 55 17 CCI-SP-040126-6-14 94.9 4,0 X 1.25 X e7 20 EI NEW APPROVED 0a-SP-040125-8-15 99.2 4.0 X 1.25 z 70 21 Ca-SP-040125-6-17 107.7 40 X 1.25 X 76 23 I'1, I.n (TYPICNAIE-) Ca-SP-040125-8-e 77.0 CO X 1.25%55 le Ca-SP-040125-8-10 88.4 4.0 X 125 X 01 18 CC-SP-040125-8-11 00.7 4.0% 1.25 X 64 19 i WIDTH CCI-SP-040125-0-14 101M4 CO X 1.25%73 22 1 I� CCI-6P-040128-5-15 107.7 4.0 X 1.25 X 76 23 Ii THICKNESS Ca-sP-048100 6-6 118.2 4.06%1.00 X Sz 25 r-,� BOLT HOLES, ONE END CCFSP-046150-e-6 54.5 4.5 x 1.OD X 43 12 ,� 1 CCI-SP-045100-6-8 62.5 4.5 z im X 40 14 (' �1 BOLT HOLES, OTHER END Ca-SP-046100-6-10 70,1 4.6 X 1.00%55 16 ge Ca-BP-045100-8-II 74.0 4.5 X 1.00 X 58 17 '19 I�� O I CCI-SP-045100-Y14 05.4 4.5 K 1.00 X 67 20 CCI-SP-I040075+6+1 7I Ca-SP-045100-8-16 80.3 4.5 X 1.00%70 21 NEW REINFORCING CCI-SP-OI5100-8-17 06.9 4,5 X 1.00 X 76 23 Ii Ca-SP-018100-6-5 70.1 4.5 X 1.00%56 1e SPLICE PLATE - Ca-SP-045100-5-10 77.9 4.5 K 1.00%81 to MATCH SIZE OF SMALLER CCI-SP-045100-e-11 01.0 4.5%1.00X 64 10 SHAFT REINFORCEMENT OPART NUMBER BREAKDOWN 0CI-SP-045100-8-14 93.1 4.5%1.00 X 73 22 CO-SP-045100-6-15 9619 4.5 X 1.00 X 76 23 (SHIM AS REQUIRED) 013-3P-046100-8-17 104.6 4.5 X 1.00 X 82 25 AlI-SP-05012Y8-8 97.4 5.0 X 1.25 X 55 18 i1'1 II. Ca-SP-050125-6-TO+ 108.0 5.0 X 1.25 X 81 18 COI 2Y-SP-00018-11 113.3 5.0 X 1.25 X 64 10 I', Ca-SP-050125-5-14 129.3 5.0%1.25 X 73 22 STAMP PART NUMBER ON'I(' Ca-SP-030125-8-15 134,6 5.0 x 125 X 7e 23 1 .0".--THE TOP FACE OF PLATE Ca-SP-050125-8-17 145.2 8.0% 1.25 X 82 25 � I•■ LETTERS & NUMBERS CCI-SP-0 0 01 25-10-10 n8M8 54%1.25 X 67 200 CCI-SP-050125-10-I1 124.0 5.0 X 1.25 X 70 21 1/2" HIGH X 1/32" DEEP Ca-SP-050125-10-14 139.9 5,0 X 1.26 X 79 24 ' 1 3/16"a HOLE MATCH CCI-SP-050155-10-15 145E 5.0 x 1.25 X 62 25 ,111 Imo. QUANTITY OF SHAFT CCI-SP-050125-10-17 155.8 5.0 X 1.25%68 27 IE REINFORCEMENT : ,..... Ca-SP-0601D0-6-6 03.5 0.0 X 1.00 X 55 16 TERMINATION BOLTS y Ca-SP-080I00-5-10 103.7 6.0% 1.00 X 61 15 - ' M G r Cd-SP-060100-6-TI 10YY6.E 6A%1.00%81 IS I. (TYPICAL) CCI-SP-0601014 124.1 11.0 X 1.00 X 73 22 I IE. CCI-OP-OOC10YYt9 120.2 5.0 X 1.00 X 76 23 I� 000-SP-060100-8-17 139.4 84 X 1.00 X 62 25 CCI-SP-060100-10-10 113.9 5.0 5 1.00 5 67 20 CC-SP-060100-I0-11 110.0 6.0 X 1.00 K 70 01 A ORIGINAL RELEASE MJM SWB ASEL 12-2-21 CCI-SP-060100-10-1 13F. 6.0%1.00 X 52 24 I IBM O REV. CEDESCRIPTOR DRAWN BY: CHF'dFD BY: ENGINEERED BY: DATE CCI-SP-O80/00-10-15 130.4 8.0%1.00K 81 25 I� CCI-SP-060100-10-17 140.6 6.0 X 1.00 X ea 27 P.O.Box 1496 CCI-SP-053125-11-11 166.E 6.5 X 1.25%73 22 �yA■,CCI-9P-0651zs-11-14 i88R 6.s x 1.25 x 62 25 -� (ili BPNO�Esy�� ERTICAL Rome,) 4wm Ca-SP-085125-I 1-16 195.7 6.5 X 1.25%66 2e P cam)exaaroT � ff STRUCTURES,INC. FaxIB9°IO2'.9CCI-SP-085125-11-17 200.5 8M5%125 X II 21. A EmuE:a�nrM94MAlulurvnurm.mn CCFSP-065125-14-14 10B.a 85 N 12D%01 28 6774PE FtIN Ca-SP-0e5125-14-15 216.4 8.5 z 1.25 X 94 2e CCI-SP-086126-14-17 230.2 6M6 X 1.25 X 100 31 C001-aP-0081z55--16--17 33110.E 2.0 &E X 11.i55X 103 A TYPICAL REINFORCING SPLICE PLATE DETAIL 30 OREGON CROWN CASTLE CCI-SP-005125-17-17 328.1 8.5 X 1.25%100 34 B ' \,' O-Q 5 1� BU#856366 02E MODIFICATIONS TOWER REWORK FORA 55,_0,, 01, VALMONT MONOPOLE W/ 20' EXT SCHOLLS & 125TH 12-03-21 SHEET NUMBER: PROJECT NUMBER: SCALE: mow.RBA .A. 9 OF 11 2021-003-070 NONE F I I I A I I I A 4 I I / i Y I . r T • I A NOTES: 1. FILLY PRE-TENSION RANGE 901.1E USING THE'TURN OF NUT'METHOD IN ELEV. 75'-0"— ( — NEW 1"0 ACCORDANCE TURN THE NEC STEEL LEANEDCONSTRUCTION MANUAL(LATEST MYELOID _ _ BOLT ASSEMBLY 2. IXNDNG MONOPOLE BWR TO BE CLEANED OF GALVANIZATION AND PRIOR TO PERFORMING CJP WELD. L o -�__A 'NEW COVER PLATE P2 . (2- TYPICAL) (SEE SHEET 11) \\1 I _ I _ ,E '� ' NUT '■.t LOCK WASHER NEW SHAFT ASSEMBLY ELEV. 72'-0"— ,—! I (SEE SHEET 11) ()COVER PLATE I Mit NEW FLANGE PLATE P3 EBOXX A325N BOLT NEW SHAFT ASSEMBLY I (SEE SHEET 11) 0 CJP INSPECT BY UT (SEE SHEET 11) e.- 1/4� SEE NOTE 2 ®TYPICAL BOLT ASSEMBLY I EXISTINGMONOPOLE SHAFT I i NUT '.' FLAT WASHER _o 0 Ii Mil I `(�- — NEW 1"0 PRE-TENSIONED vv BOLT ASSEMBLY 1111.11 n- (16.5" B.C.) nG BOTTOM CONNECTION (6- TYPICAL) �.�'� 1 A325N BOLT ELEV. 62'-0"— .—, I (SEE NOTE 1) ■ • ("PRE-TENSIONED BOLT ASSEMBLY I ' NEW SHAFT ASSEMBLY - / ' (SEE SHEET 11) A ORIGINAL RELEASE MJM SWB ASEL 12-2-21 '—i, CI ' REV, C€SC IPTION GRAM!BY: CHECKED WY: ENONEENW BY: DATE SAFFIELD ETY CLIMBFY EXISTING AND MATCH I _ / QED PROrFs IpTIA�� Rone:WS.Krbtle W 1121-8.10D AZIMUTH AS REQUIRED INI / ,4 ••'' IP 4'..1- ''''P l'i' STRUCTRRES.INC. E41.14wwWwdBO verI ,ww,,,,w,,, 86774PE FOR —r I NEW 1"0 OREGON CROWN CASTLE BOLT ASSEMBLY /o�,, *,,, / „ (2— TYPICAL) '•/( 5 QO BUS 856366 „„... �� RIYA4S —C n— O '6 2021 MODIFICATIONS TOWER REWORK FOR A 55'-0" ELEV. 55'-0"— :,4. �"�" �� VALMONT MONOPOLE W/ 20' EXT EXISTING MONOPOLE��"" ''' �211 ° LEVATION VIEW ()TOP FLANGE CONNECTION SCROLLS & 125TH 12-D&21 SHEEP HUNGER: PROJECT NUMBER. SCALE: wows sai.."m4r.SOL 1 O OF 11 2021-003-070 NONE PiB NEW MOUNT Nam: (TYPICAL TOP CENTERLNE I. REFERENCE CROWN CASTLE APPROVED REINFORCEMENT COMPONENTS CATALOG FOR & BOTTOM) ADDITIONAL.COMING FACILITIES SPECIFICATIONS AND REQUIREMENTS. — 1 1/2' _ — — — — 2. AU.HOES SMALL BE SHOP FABRICATED.UNLESS NOTED OTHERWISE. 3. FOR PORT HOLE INSTALLATION CRRFAA,REFER TO PORT HOLE NOTES. AwmA4. ALL PORT HOLES MUST INCLUDE KELLUM/J-HOOKS. /�,p6'-m 5. FULL ASSEMBLY TO BE HOT-DP GALVANIZED PER ASTN A153/A153M.AS (VIP) ——.n n APPEIfiMBLE. O(1) P 12.75 X 0.375 X 19'-7 1/2" LONG (A500—C-46) PORT HOLE NOTES: 1'-3"� P1A 972. I. AU.SURFACES OF THE PORT HOLE RN ITSELF AS WELL AS ALL EXTERIOR /�w / 6N STRUCTURAL STEEL AREAS AFFECTED BY WELDING.INCLUDING WELD METAL AWL BE (TTP) G./WILLED IN ACCORDANCE WITHA51M ARID c. o'—diii 1 I/8'0 HOLE 2. THE FOLLOWING CRITERIA ARE REQUIRED FOR ADHERENCE TO THIS STANDARD. (16,5" B.C.) A USE RN AS TEMPLATE FOR CUEING HOLE IN MONOPOLE CAPE SMALL BE TAKEN r ' 1 (2- TYPICAL) TO MINIMIZE THE ROOT OPENING YAWS TOLERANCES ALLOW A MAXIMUM OF 0.197. B. PROVIDE MINIMUM 24'CLEAR VERTICAL SEPARATON BETWEEN RN AND OTHER 1 I 1/8'0 HOLE OPENINGS IN MONOPOLE.ALIGN PORTS ON SANE AZIMUTH AS COSTING PORTS. 1 .2 \ \ C. MAXIMUM VARWICE H%PORT HOLE CENTER ELEVATION SHALL NOT BE GREATER (16.5" B.C.) TIMN e'. ,.% (6- 1YPICAL) I D. PROVISE W MWNUM RADPL SEPARATION OR TWO TIMES THE HOLE WOM CLEAR DRCUMFERENNL SEPARATION BETWEEN RM MD ADMAF,HT OPENING IN • MONOPOLE,WHICHEVER IS GREATEST. 18-SIDED POLE Mm 4 PORTS SHALL NOT BE ALLOWED. .4 )__,'-11 GI' E. SEDGE CF OPENING FOR 1HE IXR PORT MUST BE AT IF.AST 2f'FROM1 SPLICE— — F. GRIND ALL EDGES OF OR OPENING,ACTHEVING A BEVEL ANGLE OF 43'AND REMOVING THE ZINC FROM THE WELD MEA PLUS 1 4'. ENSURE ALL WELD AREAS AND SURFACES ME CLEAN AND FREE OF➢ AND LE PARTICLES.I2NC SHALLNOT SE ALLOWED TO CONTAMINATE THE WELD. 12 MIN. I� 'I-' P G. POSITION THE RN AS REQUIRED AND SECURELY TACK WELD.FLASH WELDING THE RN WITH BEVEL WELD AND REINFORCING FILLET WELD SIZE AS DETERMINED FROM 18" MAX. THE DESIGN METHOD. (TIP) N. \ H. REPAIR WITH GALVANIZED COATING.BOTH INSIDE AND OUTSIDE SHOULD BE M. _ BRUSH-COATED WAIN 2 COATS OF ZINC-RICH PANT. APPLY IN STRICT .. / 10'W HOLE ' ACCRDANCE NTH F THES OFCH M0 5 RECOMMENDATIONS.PAINT OVER RIDRED 120' III Cr) P PL 1 (11/2" X) 2" / 1 0"70.2# (A572-50) 1q P11)2 /PLB/4" X 20"0 (A36/A572-50) YP 10' MIN. 16' MAX. NEW PORT HOLE W MT.) W/ KELLUM / J—HOOKS (3— TYPICAL) NEW MOUTHNEW CLIMBINGP1A CENTERLINEPEG /J!CCI-BB-0100 1?tP1A =1—I 3 1/2" (TYP) n NEW COMBING E70rfP 1/4 (1/8) N/ 1 1/2' f NEW PORT HOLE 6' X 12' X PEG 41CCI—SB-0100 (TYP) 5/8. X 3 1/2' MANUFACTURER: NEWAVE • I MANUFACTURER PARTM: (TYPICAL) 1/2V E PORT-6X12H, OR _ r t1 EQUIVALENT FY = 65KS1 60 ORT HOLE WELD DETAIL R—ITS RI—I INSTALL IN ACCORDANCE l"� WITH PORT HOLE NOTES (TYP) OCLIMBING PEG ORIENTATION 1 TYPICAL 2- LOCATIONS BELOW PORT HOLES EA ORIGINAL RELEASE WM SWB ASEL 12-2-21 REV. DESCRIPTION DRAWN BO CHECKED BY: ENOINEERE BY: LATE P.O.FM 14Po 1 NEW CLIMBING PIA +,QED PR°F£G YERTI IM:N"PW KY.a� _ PEG #CCI—SB-0100 GIN �p Pt'"'OM82`B'IO f STRUCTUR[S,INC. 0248388 2'-0' MAXIMUM EV E HORIZONTAL (TYPICAL) �' F' q EmY:�".f.mn SPREAD __ 86774PE r. FOR (TYPICAL)N, n NEW CLIMBING OREGON CROWN CASTLE fk PEG #CCI—SB-0100 1'64 5 ZOOM BU#856366 1.— �P 6' _.0 �._ xx (rPlca) 4d ^) ?R1Y pse 2021 MODIFICATIONS INSPECT BY UT TOWER REWORK FOR A 55 —0" (T P) --' TYP VALMONT MONOPOLE WI 20' EXT vier ®SHAFT ASSEMBLY O 12-03-21 CLIMBING PEG ORIENTATION SCHOLLS & 125TH / SHEET NUMBER, PROJECT NUMBER: SCALE:Pi 1313.0y 1 ...Ho..a..arn.,«".. ' 11 OF 11 2021-003-070 NONE W . .IT0 , S.J . . 146 4 , A „