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HomeMy WebLinkAbout145 W Live Oak Ave - 2024 - INSTALL 20' TOWER EXTENSION 6409. INSTALL 3 T-ARM MOUNTS, 3 ANTENNAS, 6 RRUST-1 SHEET INDEX VICINITY MAP DIRECTIONS SITE INFORMATION PROJECT DIRECTORY 11"x17" PLOT WILL BE HALF SCALE UNLESS OTHERWISE NOTED GENERAL NOTES SITE PHOTO SCOPE OF WORK xxxxxx xxxxxxxxxxx xxxxx UNDERGROUND SERVICE ALERTUTILITY NOTIFICATION CENTER OF CALIFORNIA(800) 422-4133 WWW.CALIFORNIA811.ORG DISH Wireless L.L.C. SITE ID: DISH Wireless L.L.C. SITE ADDRESS: CALIFORNIA CODE OF COMPLIANCE LALAX04163D 141 W. LIVE OAK AVE. ARCADIA, CA 91007 12/18/23 Exp. 03/31/25 Eric Embick Digitally signed by Eric EmbickDN: C=US, E=ericembick@kimley-horn.com,O=Kimley-Horn, OU=Kimley-Horn, CN=Eric EmbickDate: 2023.12.18 22:25:50-05'00' A-1 2 31 12/18/23 Exp. 03/31/25 A-2.112 12/18/23 Exp. 03/31/25 A-2.213 2 12/18/23 Exp. 03/31/25 A-3 1 3 52 “ ’ “” 4 12/18/23 Exp. 03/31/25 1 4 7 2 5 8 3 6 9 A-4 12/18/23 Exp. 03/31/25 1 4 7 2 5 8 3 6 9 A-5 NOTE: 12/18/23 Exp. 03/31/25 A-6 1 4 7 2 5 8 3 6 9 12/18/23 Exp. 03/31/25 E-1 2 31 12/18/23 Exp. 03/31/25 E-21 1 4 7 2 5 8 3 6 9 12/18/23 Exp. 03/31/25 E-32 1 3 LOAD SERVED VOLT AMPS(WATTS) L1 L2 TRIP CKT#PHASE LOAD SERVED VOLT AMPS(WATTS) L1 L2 TRIPCKT# 12/18/23 Exp. 03/31/25 E-41 12/18/23 Exp. 03/31/25 G-1 1 2 3 ”12/18/23 Exp. 03/31/25 G-2 3 6 1 4 2 5 12/18/23 Exp. 03/31/25 G-3 1 4 7 2 5 8 3 6 9 12/18/23 Exp. 03/31/25 G-434 1 2 12/18/23 Exp. 03/31/25 RF-11 2 3 4 12/18/23 Exp. 03/31/25 GN-1 12/18/23 Exp. 03/31/25 GN-2 LALAX04163D LALAX04163DLALAX04163DLALAX04163D 12/18/23 Exp. 03/31/25 GN-3 12/18/23 Exp. 03/31/25 GN-4 x x x x x x x 12/18/23 Exp. 03/31/25 GN-5 12/18/23 Exp. 03/31/25 S-1 TITLE PAGE NO.DATE DESCRIPTION BY REVISIONS THIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT ISPRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THEINFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE. SITE NAME: TEMPLE CITY BU NUMBER: 877922 WO NUMBER: 2274750 SITE ADDRESS: 141 W. LIVE OAK AVE.ARCADIA, CA 91007LOS ANGELES COUNTY, USA ENG/QA BY: DFT BY: DFT/QA BY: APRV'D BY: SCALE: N.T.S. DATE: DATE: DATE: DATE: REV MEB 12/18/23 EJB 12/18/23 EJB 12/18/23 MEB 12/19/23 . CODE COMPLIANCE ATTENTION ALL CONTRACTORS, ANYTIME YOU ACCESS A CROWN SITE FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPONARRIVAL AND DEPARTURE, DAILY AT 800-788-7011 SITE NAME: TEMPLE CITY TOWER MODIFICATION DRAWINGS SITE ADDRESS: 141 W. LIVE OAK AVE. ARCADIA, CA 91007 LOS ANGELES COUNTY, USA BU NUMBER: 877922 PROJECT CONTACTS: 1. CROWN PROJECT MANAGER 2. CROWN DESIGN ENGINEER (EOR) HOT WORK INCLUDED SPECIAL INSPECTIONS REQUIRED 1. HIGH STRENGTH BOLTS N/A BASE GRINDING ONLY N/A BASE WELDING (AND GRINDING) N/A AERIAL GRINDING ONLY N/A AERIAL WELDING (AND GRINDING) 0 MAGED (MATTHEW) ABDEL-MESSIH, P.E. 2000 CORPORATE DRIVE CANONSBURG, PA 15317 (724) 416-2000 EOR.APPROVAL@CROWNCASTLE.COM DYLAN BAKER (480) 734-2400 DYLAN.BAKER@CROWNCASTLE.COM 2055 S. STEARMAN DRIVE CHANDLER, AZ 85286 TOWER INFORMATION TOWER MANUFACTURER / DOC #: TSI / CCISITES DOC # 1550792 TOWER HEIGHT / TYPE: 71.6 FT MONOPOLE TOWER TOWER LOCATION: LAT 34º 06' 25.05" DATUM: (NAD 1983) LONG -118º 02' 11.24" ELEV 354 FT AMSL STRUCTURAL DESIGN DRAWING: CCI / WO # 2274750 STRUCTURAL ANALYSIS REPORT: TEP / WO # 2266689 STRUCTURAL ANALYSIS DATE: 11/13/23 ORDER #: 658103 REV # 3 CCISITES DOCUMENT ID: 11193682 THIS MODIFICATION DESIGN IS BASED ON THE REQUIREMENTS OF THE TIA-222-H STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS AND ANTENNA SUPPORTING STRUCTURES BASED UPON AN ULTIMATE 3-SECOND GUST WIND SPEED OF 95 MPH WITH NO ICE AS REQUIRED BY THE 2022 CBC, 60 MPH UNDER SERVICE LOADS, EXPOSURE CATEGORY B AND RISK CATEGORY II. SEISMIC FORCES WERE CONSIDERED BASED ON SPECTRAL RESPONSE FACTORS SS=1.899 AND S1=0.643. SHEET NUMBER DESCRIPTION S-1 S-2 TITLE PAGE MODIFICATION INSPECTION CHECKLIST S-3 & S-4 S-5 POLE MODIFICATION SCHEDULE NOTES DETAILSS-6 - S-9 DRAWINGS INCLUDED SAFETY CLIMB: 'LOOK UP'THE INTEGRITY OF THE WIRE ROPE SAFETY CLIMB SYSTEM SHALL BECONSIDERED DURING ALL STAGES OF DESIGN, INSTALLATION, ANDINSPECTION. TOWER REINFORCEMENTS AND EQUIPMENT INSTALLATIONSSHALL NOT COMPROMISE THE INTEGRITY OR FUNCTIONAL USE OF ANY WIREROPE SAFETY CLIMB ON THE STRUCTURE. THIS SHALL INCLUDE, BUT NOT BELIMITED TO: PINCHING OF THE WIRE ROPE, BENDING OF THE WIRE ROPEFROM ITS SUPPORTS, DIRECT CONTACT OR CLOSE PROXIMITY TO THE WIREROPE WHICH MAY CAUSE FRICTIONAL WEAR, OR IMPACT TO THE ANCHORAGEPOINTS IN ANY WAY. ANY COMPROMISED SAFETY CLIMB MUST BE REPORTEDTO YOUR CROWN POC FOR RESOLUTION, INCLUDING EXISTING CONDITIONS. &YQJSFT&QJ  Maged Abdel- Messih Digitally signed by Maged Abdel-Messih Date: 2023.12.20 18:12:47 -05'00' S-2. NO.DATE DESCRIPTION BY REVISIONS THIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT ISPRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THEINFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE. SITE NAME: TEMPLE CITY BU NUMBER: 877922 WO NUMBER: 2274750 SITE ADDRESS: 141 W. LIVE OAK AVE.ARCADIA, CA 91007LOS ANGELES COUNTY, USA ENG/QA BY: DFT BY: DFT/QA BY: APRV'D BY: SCALE: N.T.S. DATE: DATE: DATE: DATE: REV MEB 12/18/23 EJB 12/18/23 EJB 12/18/23 MEB 12/19/23 MODIFICATION INSPECTION CHECKLIST 0 CON-FRM-10354 MI CHECKLIST REQUIRED REPORT ITEM APPLICABLE CROWN DOC BRIEF DESCRIPTION PRE-CONSTRUCTION EOR APPROVED SHOP DRAWINGS CON-SOW-10007 ONCE THE PRE-MODIFICATION MAPPING IS COMPLETE AND PRIOR TO FABRICATION, THE CONTRACTOR SHALL PROVIDEDETAILED ASSEMBLY DRAWINGS AND/OR SHOP DRAWINGS ALONG WITH EOR RFI FORM DETAILING ANY CHANGES FROMTHE ORIGINAL DESIGN TO THE EOR FOR REVIEW AND APPROVAL. FABRICATION INSPECTION CON-SOW-10007 A LETTER FROM THE FABRICATOR, STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH INDUSTRYSTANDARDS AND THE CONTRACT DOCUMENTS, SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MIREPORT. FABRICATOR CERTIFIED WELD INSPECTION CON-SOW-10007 CED-STD-10069 A CWI SHALL INSPECT ALL WELDING PERFORMED ON STRUCTURAL MEMBERS DURING FABRICATION. A WRITTEN REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. MATERIAL TEST REPORTS (MTR)CON-SOW-10007 MATERIAL TEST REPORTS SHALL BE PROVIDED FOR MATERIAL USED AS REQUIRED PER SECTION 9.2.5 OF CED-SOW-10007.MTRS SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. FABRICATOR NDE INSPECTION REPORT CED-SOW-10066 CED-STD-10069 CRITICAL SHOP WELDS THAT REQUIRE TESTING ARE NOTED ON THESE CONTRACT DRAWINGS. A CERTIFIED NDTINSPECTOR SHALL PERFORM NON-DESTRUCTIVE EXAMINATION AND A REPORT SHALL BE PROVIDED TO THE MI INSPECTORFOR INCLUSION IN THE MI REPORT. NDE OF MONOPOLE BASE PLATE ENG-SOW-10033 A NDE OF THE POLE TO BASE PLATE CONNECTION IS REQUIRED AND A WRITTEN REPORT SHALL BE PROVIDED TO THE MIINSPECTOR FOR INCLUSION IN THE MI REPORT. PACKING SLIPS CON-SOW-10007 PACKING/SHIPPING LIST FOR ALL MATERIAL USED DURING CONSTRUCTION OF THE MODIFICATION ADDITIONAL TESTING AND INSPECTIONS: CONSTRUCTION FOUNDATION INSPECTIONS CED-SOW-10144 A VISUAL OBSERVATION OF THE EXCAVATION AND REBAR SHALL BE PERFORMED BEFORE PLACING THE CONCRETE. AVISUAL OBSERVATION OF THE REBAR SHALL BE PERFORMED BEFORE PLACING THE EPOXY. A SEALED WRITTEN REPORTSHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. CONCRETE COMP. STRENGTH AND SLUMP TEST CED-SOW-10144 THE CONCRETE MIX DESIGN, SLUMP TEST, AND COMPRESSIVE STRENGTH TESTS SHALL BE PROVIDED AS PART OF THE FOUNDATION REPORT. EARTHWORK: SOIL COMPACTION CED-SOW-10144 FOUNDATION SOIL COMPACTION SHALL BE INSPECTED AND APPROVED BY AN APPROVED FOUNDATION INSPECTOR ANDRESULTS INCLUDED AS PART OF THE FOUNDATION REPORT. EARTHWORK: BEARING CAPACITY CED-SOW-10144 FOUNDATION SUB-GRADES SHALL BE INSPECTED AND APPROVED BY AN APPROVED FOUNDATION INSPECTOR ANDRESULTS INCLUDED AS PART OF THE FOUNDATION REPORT. MICROPILE/ROCK ANCHOR CED-SOW-10144 MICROPILES/ROCK ANCHORS SHALL BE INSPECTED BY THE FOUNDATION INSPECTION VENDOR AND SHALL BE INCLUDED ASPART OF THE FOUNDATION INSPECTION REPORT, ADDITIONAL TESTING AND/OR INSPECTION REQUIREMENTS ARE NOTED INTHESE CONTRACT DOCUMENTS AND GENERAL NOTES PAGE TWO. POST-INSTALLED ANCHOR ROD VERIFICATION CON-SOW-10007CON-FRM-10358 POST INSTALLED ANCHOR ROD VERIFICATION SHALL BE PERFORMED IN ACCORDANCE WITH CROWN REQUIREMENTS AND AREPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. BASE PLATE GROUT VERIFICATION ENG-STD-10323 THE GENERAL CONTRACTOR SHALL PROVIDE DOCUMENTATION TO THE MI INSPECTOR THAT CERTIFIES THAT THE GROUT WAS REMOVED AND/OR INSTALLED IN ACCORDANCE WITH CROWN REQUIREMENTS FOR INCLUSION IN THE MI REPORT. ELEPHANT ARMOR OPS-SOW-10331 PHOTOS SHALL BE SUBMITTED IN ACCORDANCE WITH SECTION 6 FOR INCLUSION IN THE MI REPORT FIELD CERTIFIED WELD INSPECTION CED-SOW-10066CED-STD-10069 A CROWN APPROVED CERTIFIED WELD INSPECTOR SHALL INSPECT AND TEST FIELD WELDS, FOLLOWING ALL PROCEDURESSPECIFIED IN CROWN STANDARD DOCUMENTS APPLICABLE TO WELD INSPECTIONS. A REPORT SHALL BE PROVIDED. NDEOF FIELD WELDS SHALL BE PERFORMED AS REQUIRED BY CROWN STANDARDS AND CONTRACT DOCUMENTS. THE NDEREPORT SHALL BE INCLUDED IN THE CWI REPORT. FIELD NDE CON-STD-10159CON-SOW-10007 A NDE OF THE FIELD WELDS IN ACCORDANCE WITH CON-STD-10159 AND ANY ADDITIONAL NDE REQUIREMENTS NOTED INTHESE DESIGN DOCUMENTS ON-SITE COLD GALVANIZING VERIFICATION CON-STD-10149CON-FRM-10358 THE GENERAL CONTRACTOR SHALL PROVIDE WRITTEN AND PHOTOGRAPHIC DOCUMENTATION TO THE MI INSPECTORVERIFYING THAT ANY ON-SITE COLD GALVANIZING WAS APPLIED PER MANUFACTURER SPECIFICATIONS AND APPLICABLESTANDARDS. TENSION TWIST AND PLUMB CON-STD-10261 THE GENERAL CONTRACTOR SHALL PROVIDE A REPORT IN ACCORDANCE WITH APPLICABLE STANDARDS DOCUMENTINGTENSION TWIST AND PLUMB. TOWER PLUMB DELIVERABLES CON-SOW-10007 THE CONTRACTOR SHALL PROVIDE WRITTEN AND PHOTOGRAPHIC DOCUMENTATION TO THE MI INSPECTOR VERIFYING THETOWER PLUMB CONDITION SEE REQUIREMENTS ON GENERAL NOTES SHEET PAGE TWO CANISTER DRAWINGS CON-SOW-10007 THE CONTRACTOR SHALL SUBMIT A LEGIBLE COPY OF ANY FINAL FABRICATION OR PARTS DRAWINGS PROVIDED BY THE CANISTER VENDOR GC AS-BUILT DRAWINGS CON-SOW-10007 THE GENERAL CONTRACTOR SHALL SUBMIT A LEGIBLE COPY OF THE ORIGINAL DESIGN DRAWINGS EITHER STATING"INSTALLED AS DESIGNED" OR NOTING ANY CHANGES THAT WERE REQUIRED AND APPROVED BY THE ENGINEER OFRECORD. EOR/RFI FORMS APPROVING ALL CHANGES SHALL BE SUBMITTED ADDITIONAL TESTING AND INSPECTIONS: POST-CONSTRUCTION CONSTRUCTION COMPLIANCE LETTER CON-SOW-10007CON-FRM-10358 A LETTER FROM THE GENERAL CONTRACTOR STATING THAT THE WORKMANSHIP WAS PERFORMED IN ACCORDANCE WITHINDUSTRY STANDARDS AND THESE CONTRACT DRAWINGS POST-INSTALLED ANCHOR ROD PULL TESTS CED-PRC-10119 POST-INSTALLED ANCHOR RODS SHALL BE TESTED BY A CROWN APPROVED PULL TEST INSPECTOR AND A REPORT SHALL BE PROVIDED INDICATING TESTING RESULTS. PHOTOGRAPHS CON-SOW-10007 PHOTOGRAPHS SHALL BE SUBMITTED TO THE MI. PHOTOS SHALL DOCUMENT ALL PHASES OF THE CONSTRUCTION. THEPHOTOS SHALL BE ORGANIZED IN A MANNER THAT EASILY IDENTIFIES THE EXACT LOCATION OF THE PHOTO. BOLT HOLE INSTALLATION VERIFICATIONREPORT CON-SOW-10007 THE MI INSPECTOR SHALL VERIFY THE HOLE SIZE AND CONDITION OF 10% OF ALL NON PRE-TENSIONED BOLTS INSTALLED AS PART OF THE MODIFICATION. THE MI REPORT SHALL CONTAIN THE COMPLETED BOLT INSTALLATION VERIFICATIONREPORT, INCLUDING THE SUPPORTING PHOTOGRAPHS. PUNCH LIST DEVELOPMENT AND CORRECTIONDOCUMENTATION CON-PRC-10283CON-FRM-10285 FINAL PUNCH LIST INDICATING ALL NONCONFORMANCE(S) IDENTIFIED AND THE FINAL RESOLUTION/APPROVAL. MI INSPECTOR RECORD DRAWING(S)CON-SOW-10007 THE MI INSPECTOR SHALL OBSERVE AND REPORT ANY DISCREPANCIES BETWEEN THE CONTRACTOR'S REDLINE DRAWINGAND THE ACTUAL COMPLETED INSTALLATION. ADDITIONAL TESTING AND INSPECTIONS: THE MI CHECKLIST SHALL BE REVIEWED PRIOR TO THE START OF CONSTRUCTION. ALL PARTIES TO THE MODIFICATION SHALL UNDERSTAND CROWN REQUIREMENTS AND INSPECTION/DOCUMENTATION THAT IS APPLICABLE TO THE SCOPE OF WORK THEYARE PERFORMING. ERRORS ON THE MI CHECKLIST SHALL BE BROUGHT TO THE ATTENTION OF THE CROWN POC AND EOR AS SOON AS POSSIBLE. X X X X N/A X N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A X N/A N/A N/A X N/A X N/A X N/A X X N/A X GENERAL THE MI IS AN ON-SITE VISUAL AND HANDS-ON INSPECTION OF TOWER MODIFICATIONS INCLUDING A REVIEW OF CONSTRUCTION REPORTS ANDADDITIONAL PERTINENT DOCUMENTATION PROVIDED BY THE GENERAL CONTRACTOR (GC), AS WELL AS ANY INSPECTION DOCUMENTS PROVIDED BY3RD PARTY INSPECTORS. THE MI IS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, NAMELYTHE MODIFICATION DRAWINGS; IN ACCORDANCE WITH APPLICABLE CROWN STANDARDS; AND AS DESIGNED BY THE ENGINEER OF RECORD (EOR). NO DOCUMENT, CODE OR POLICY CAN ANTICIPATE EVERY SITUATION THAT MAY ARISE. ACCORDINGLY, THIS CHECKLIST IS INTENDED TO SERVE AS ASOURCE OF GUIDING PRINCIPLES IN ESTABLISHING GUIDELINES FOR MODIFICATION INSPECTION. THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE MODIFICATION DESIGN ITSELF, AND THEMI INSPECTOR DOES NOT TAKE OWNERSHIP OF THE MODIFICATION DESIGN. OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESSAND INTEGRITY RESIDES WITH THE EOR AT ALL TIMES. THE MI INSPECTOR SHALL INSPECT AND NOTE CONFORMANCE/NONCONFORMANCE AND PROVIDE TO THE CROWN POINT OF CONTACT (CROWN POC) FOR EVALUATION. TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET, IT IS VITAL THAT THE GENERAL CONTRACTOR (GC) AND THE MI INSPECTOR BEGINCOMMUNICATING AND COORDINATING AS SOON AS A PURCHASE ORDER (PO) IS RECEIVED. IT IS EXPECTED THAT EACH PARTY WILL BE PROACTIVE INREACHING OUT TO THE OTHER PARTY. IF CONTACT INFORMATION IS NOT KNOWN THE GC AND/OR INSPECTOR SHALL CONTACT THE CROWN POINT OFCONTACT (CROWN POC). REFER TO CROWN CON-SOW-10007, "MODIFICATION INSPECTION", FOR FURTHER DETAILS AND REQUIREMENTS. SERVICE LEVEL COMMITMENT THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND EFFECTIVENESS OF DELIVERING AN MIREPORT: x THE GC SHALL PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE, PREFERABLY 10, TO THE MI INSPECTOR AS TO WHEN THE SITE WILL BE READYFOR THE MI TO BE CONDUCTED.x THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT.x WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE MI TO HAVE ANY MINOR DEFICIENCIES CORRECTEDDURING THE INITIAL MI. THEREFORE, THE GC MAY CHOOSE TO COORDINATE THE MI CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES AREAT THEIR DISPOSAL WHEN THE MI INSPECTOR IS ON SITE. REQUIRED PHOTOS BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS, AT A MINIMUM, ARE TO BE TAKEN AND INCLUDED IN THE MI REPORT: x PRE-CONSTRUCTION GENERAL SITE CONDITIONxPHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTION/ERECTION AND INSPECTIONxxRAW MATERIALSxxPHOTOS OF ALL CRITICAL DETAILSxxFOUNDATION MODIFICATIONSxxWELD PREPARATIONxxBOLT INSTALLATIONxxFINAL INSTALLED CONDITIONxxSURFACE COATING REPAIRxPOST CONSTRUCTION PHOTOGRAPHSxxFINAL INFIELD CONDITION PHOTOS OF ELEVATED MODIFICATIONS TAKEN ONLY FROM THE GROUND SHALL BE CONSIDERED INADEQUATE. THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS, FOR A COMPLETE LIST OF PHOTOS SEE CROWN DOCUMENT # CED-SOW-10007. MODIFICATION INSPECTION NOTES &YQJSFTJ  Maged Abdel- Messih Digitally signed by Maged Abdel- Messih Date: 2023.12.20 18:13:08 -05'00' S-3 NOTES . NO.DATE DESCRIPTION BY REVISIONS THIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT ISPRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THEINFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE. SITE NAME: TEMPLE CITY BU NUMBER: 877922 WO NUMBER: 2274750 SITE ADDRESS: 141 W. LIVE OAK AVE.ARCADIA, CA 91007LOS ANGELES COUNTY, USA ENG/QA BY: DFT BY: DFT/QA BY: APRV'D BY: SCALE: N.T.S. DATE: DATE: DATE: DATE: REV MEB 12/18/23 EJB 12/18/23 EJB 12/18/23 MEB 12/19/23 0 GENERAL NOTES 1. The General Contractor (GC) shall reference CON-STD-10159, "Tower Modification Construction Specifications", as a continuation of the following General Notes. The GC shall keep a printed or electronic copy of this document with the Structural Design Drawings (SDD) at all times, in a location accessible to all Contractor Personnel, and shall ensure that all Contractor Personnel are aware of the information enclosed within the General Notes and CON-STD-10159. 2. The Contract Documents are the property of Crown Castle (Crown). They are provided to the GC and its Lower Tier Contractors and material suppliers for the limited purpose of use in completing the Work for this Site, and shall be kept in strict confidence and not disclosed to any third parties. The Contract Documents shall not be used for any other purpose whatsoever without theprior written consent of Crown. 3. Detail drawings, including notes and tables, shall govern over general notes and typical details. Contact the Crown Point of Contact (POC) and Engineer of Record (EOR) for clarification as needed. 4. Do not scale drawings. 5. Any Work performed without a prefabrication mapping is done at the risk of the GC and/or fabricator. All dimensions of existing structural elements areassumed based on the available documentation and are preliminary until field-verified by the GC, unless noted otherwise (UNO). Where discrepancies are found, GC shall contact the Crown POC and EOR through RFI. 6. For this analysis and modification, the tower has been assumed to be in good condition without any structural defects, UNO. If the GC discovers any indication of an existing structural defect, contact the Crown POC and EORimmediately. 7. All construction means and methods, including but not limited to erection plans, rigging plans, climbing plans, and rescue plans, shall be the responsibility of the GC responsible for the execution of the Work contained herein, and shall meet ANSI/ASSE A10.48 (latest edition); federal, state, and local regulations; and any applicable industry consensus standards related to the construction activities being performed. All rigging plans shall adhere to ANSI/ASSE A10.48 (latest edition) and Crown standard CED-STD-10253, "Rigging Program", including the required involvement of a qualified engineer for class IV construction to certify the supporting structure(s) in accordance with the ANSI/TIA-322 (latest edition). 8. The structural integrity of the modification design extends to the complete condition only. The GC must be cognizant that the removal of any structural component of an existing tower has the potential to cause the partial or complete collapse of the structure. All necessary precautions must be taken to ensure structural integrity, including, but not limited to, engineering assessment of construction stresses with installation maximum wind speed and/or temporary bracing and shoring. 9. Aerial and underground utilities and facilities may or may not be shown on thedrawings. The GC shall take every precaution to preserve and protect these items, which may include aerial or underground power lines, telephone lines, water lines, sewer lines, cable television facilities, pipelines, structures andother public and private improvements within or adjacent to the Work area. The responsibility for determining the actual on-site location of these items shall rest exclusively with the GC. 10. All manufacturer's hardware assembly instructions shall be followed, UNO. Conflicting notes shall be brought to the attention of the EOR and the Crown POC. 11. The GC shall fabricate all required items per the materials specified below, UNO on the detail drawing sheets. If the GC finds for any component that the materials have not been clearly specified, the GC shall submit an RFI to the EOR to confirm the required material. All structural elements shall be new and shall conform to the followingrequirements, UNO: Monopoles: x Structural shapes and plates: ASTM A572 Grade 65 (FY = 65 KSI) x Welding electrodes, SMAW: E80XX x Welding electrodes, FCAW: E8XT-XX x Welding electrodes, GMAW: ER80S-X Self-Support and Guyed Towers: x Structural shapes and plates: ASTM A572 Grade 50 (FY = 50 KSI) x Welding electrodes, SMAW: E70XX x Welding electrodes, FCAW: E7XT-XX x Welding electrodes, GMAW: ER70S-X All tower types: x Steel angle: ASTM A572 Grade 50 (FY = 50 KSI) x Solid rod: ASTM A36 (FY = 36 KSI) x Pipe/tube (round): ASTM A500 Grade C (FY = 50 KSI) x Pipe/tube (square): ASTM A500 Grade C (FY = 50 KSI) x Bolts: ASTM F3125 Grade A325 Type 1 x U-bolts: ASTM A307 Grade A, or SAE J429 Grade 2 x Nuts: ASTM A563 Grade DH x Washers: ASTM F436 Type 1 x Guy Wires: ASTM A475 Grade EHS x Bridge Strand: ASTM A586 Grade 1 12. After fabrication, hot-dip galvanize all steel items, UNO. Galvanize per ASTM A123, ASTM A153/A153M, or ASTM A653 G90, as applicable. ASTM A490 bolts shall not be hot-dip galvanized, but shall instead be coated with Magni 565 or EOR approved equivalent, per ASTM F2833. 13. Contractor Personnel shall not drill holes in any new or existing structural members, other than those drilled holes shown on structural drawings, without the approval of the EOR. 14. For a list of Crown-approved cold galvanizing compounds, refer to CON-STD-10149, “Tower Protective Coatings Guidelines”. 15. All exposed structural steel as the result of this scope of Work including welds (after final inspection of the weld by the CWI), field drilled holes, and shaft interiors (where accessible), shall be cleaned and two (2) coats cold galvanizing shall be applied by brush in accordance with CON-STD-10149, “Tower Protective Coatings Guidelines”. Photo documentation is required to be submitted to the MI Inspector. 16. If removal of existing modifications is required per the modification scope, the GC shall clean and cold galvanize any existing empty bolt holes, UNO. If additional unexpected, oversized, or slotted holes are found, the GC shallcontact the EOR and Crown POC for guidance prior to proceeding with the modifications. 17. All Work involving base plate grout scope items or resulting in disturbance ofbase plate grout shall reference ENG-STD-10323, "Base Plate Grout", and shall follow any Base Plate Grout Removal Notes contained herein. 18. If scope of modification involves bark removal or installation, the GC shallreference CED-SOW-10265, "Tree Concealment for Monopoles", as well as CED-STD-10395, "Installation Guidelines for Bark Surfaces". 19. If scope of modification involves concealment components including branching, the GC shall reference CED-CAT-10398 “Monopole Concealed Decorative Structures (CDS) Approved Components”. All new branch installations requiretethering. 20. If scope of modification involves cathodic protection, the GC shall reference CED-SOW-10397, "Cathodic Protection Installation, Replacement, andEnhancement". 21. All tower grounding affected by the Work shall be repaired or replaced in accordance with OPS-STD-10090, "Tower Grounding", and OPS-BUL-10133, "Grounding Repair Recommendation". 22. If scope of modification requires removal or covering of tower ID tag, the tag must be replaced. 23. Any hardware removed from the existing tower shall be replaced with newhardware of equal size and quality, UNO. No existing fasteners shall be reused. 24. All joints using ASTM A325 or A490 bolts, U-bolts, V-bolts, and threaded rods shall be snug tightened, UNO. 25. A nut locking device shall be installed on all proposed and/or replaced snug tightened ASTM A325 or A490 bolts, U-bolts, V-bolts, and threaded rods. 26. All joints are bearing type connections UNO. If no bolt length is given in the Bill of Materials, the connection may include threads in the shear planes, and the GC is responsible for sizing the length of the bolt. 27. Blind bolts shall be installed per the installation specifications on the corresponding Approved Fastener sheets contained in CON-CAT-10300, "Monopole Standard Drawings and Approved Reinforcement Components". 28. If ASTM A325 or A490 bolts, and/or threaded rods are specified to be pre-tensioned, these shall be installed and tightened to the pretensioned condition according to the requirements of the RCSC Specification for Structural Joints Using ASTM High Strength Bolts. 29. All proposed and/or replaced bolts shall be of sufficient length such that theend of the bolt be at least flush with the face of the nut. It is not permitted for the bolt end to be below the face of the nut after tightening is completed. &YQJSFTJ  Maged Abdel- Messih Digitally signed by Maged Abdel-Messih Date: 2023.12.20 18:13:34 -05'00' S-4. NO.DATE DESCRIPTION BY REVISIONS THIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT ISPRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THEINFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE. SITE NAME: TEMPLE CITY BU NUMBER: 877922 WO NUMBER: 2274750 SITE ADDRESS: 141 W. LIVE OAK AVE.ARCADIA, CA 91007LOS ANGELES COUNTY, USA ENG/QA BY: DFT BY: DFT/QA BY: APRV'D BY: SCALE: N.T.S. DATE: DATE: DATE: DATE: REV MEB 12/18/23 EJB 12/18/23 EJB 12/18/23 MEB 12/19/23 0 1. All surfaces of the port hole rim itself as well as all exterior structural steel areas affected by welding, including weldmetal, shall be galvanized in accordance with ASTM A780. 2. The following criteria are required for adherence to this standard. A. Use rim as template for cutting hole in monopole. Care shall be taken to minimize the root opening (AWS tolerances allow a maximum of 0.19"). B. Provide minimum 24" clear vertical separation between rim and other openings in monopole. Align ports on same azimuth as existing ports. C. Maximum variance of port hole center elevation shall not be greater than 6". D. Provide 90° minimum radial separation or two times the hole width clear circumferential separation between rim and adjacent opening in monopole, whichever is greatest. 18-sided pole with 4 ports shall not be allowed. E. Edge of opening for the exit port must be at least 24" from splice. F. Grind all edges of cut opening, achieving a bevel angle of 45° and removing the zinc from the weld area plus 1/4". Ensure all weld areas and surfaces are clean and free of zinc and loose particles. Zinc shall not be allowed tocontaminate the weld. G. Position the rim as required and securely tack weld. Finish welding the rim with bevel weld and reinforcing fillet weld size as determined from the design method. H. Repair with galvanized coating. Both inside and outside should be brush-coated with 2 coats of zinc-rich paint. Apply in strict accordance with the manufacturer's recommendations. Paint over repaired surfaces to matchmonopole. PORT HOLE NOTES NOTES &YQJSFT&YQJSFT  Maged Abdel- Messih Digitally signed by Maged Abdel- Messih Date: 2023.12.20 18:14:07 -05'00' POLE ELEVATION 0.0 FTTOP OF BASE PLATE 46.6 FT A BASE LEVEL DRAWING POLE MODIFICATION SCHEDULE ELEVATION (FT) REFERENCE SHEETMODIFICATION PRIOR TO FABRICATION AND INSTALLATION, CONTRACTOR SHALL FIELD VERIFYALL LENGTHS AND QUANTITIES GIVEN. LENGTH AND QUANTITIES PROVIDEDARE FOR QUOTING PURPOSES ONLY, AND SHALL NOT BE USED FOR FABRICATION. FOR PARTS NOT DETAILED WITHIN THE DRAWING AND STARTING WITH "CCI-", SEE THEFOLLOWING CATALOG FOR DETAILS: CON-CAT-10300, MONOPOLE STANDARD DRAWINGSAND APPROVED REINFORCEMENT COMPONENTS POLE SPECIFICATIONS BASE PL STEEL: ANCHOR RODS: ASTM A36 (36 KSI) (8) 1"Ø ASTM A36 EXISTING TOWERMODIFICATIONSARE PRESENT EXISTING SHAFT SECTION DATA SHAFTSECTION SECTION LENGTH (FT) PLATETHICKNESS(IN) DIAMETER ACROSS FLATS OROF ROUND SECTION (IN) @ TOP @ BOTTOM SECTIONSHAPE SECTION GRADE (KSI) FLANGEPLATEGRADE (KSI) LAP SPLICE (IN) 16.583 18.000 2 30.000 0.2500 N/A 24.000 NOTE: DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES 35 35 36 36 1ROUND ROUND E F N/A N/APAINT ALL NEW MODIFICATIONS TO MATCHEXISTING TOWER FINISH (PER CON-STD-10149) N/A N/AINSTALL NEW OBSTRUCTED CLIMBINGFACILITIES SIGNAGE (PER CON-CAT-10300) D 46.6 - 71.6 S-6INSTALL NEW TOWER EXTENSION C 46.6 S-6DRILL (15) NEW HOLES INTO EXISTING TOP FLANGE ON A 23" B.C. (PROPOSED EQUIPMENTCONFIGURATION)(1) 1-3/8" TO 68 FT LEVEL SEISMIC DESIGN EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7 SECTION 12.8.1 I = 1SS = 1.8990S1 = 0.6430SITE CLASS DSDS = 1.5192SD1 = 0.7287VS = 2.903 CS = 0.4404 R = 1.5SEISMIC DESIGN CATEGORY DNON BUILDING STRUCTURE NOT SIMILAR TO BUILDING FOUNDATION LOADS DESIGN LOADS MOMENT = 183 ft-kips DOWN = 10 kips SHEAR = 3 kips BASE SEISMIC SHEAR VS= 2.903 kips 0.2500 18.000 24.000 (4) 1 3/4"Ø ASTM F1554 GRADE 55 A 48.0 S-6REMOVE EXISTING COAX, MOUNTS & ANTENNAS B 48.0 S-6REMOVE EXISTING TOP HAT STEP BOLTSW/ SAFETY CLIMB 71.6 FT 48.0 FT B D C S-5. NO. DATE DESCRIPTION BY REVISIONS THIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT ISPRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THEINFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE. SITE NAME: TEMPLE CITY BU NUMBER: 877922 WO NUMBER: 2274750 SITE ADDRESS: 141 W. LIVE OAK AVE.ARCADIA, CA 91007LOS ANGELES COUNTY, USA ENG/QA BY: DFT BY: DFT/QA BY: APRV'D BY: SCALE: N.T.S. DATE: DATE: DATE: DATE: REV MEB 12/18/23 EJB 12/18/23 EJB 12/18/23 MEB 12/19/23 POLE MODIFICATION SCHEDULE 0 &YQJSFTJ  Maged Abdel- Messih Digitally signed by Maged Abdel- Messih Date: 2023.12.20 18:14:30 -05'00' DRILL (15) NEW 7/8"Ø HOLESINTO EXISTING FLANGE PLATE23" B.C. EXISTINGMONOPOLESHAFT #X1NEW SHAFTASSEMBLYREF S-7 NOTES: 1. FULLY PRE-TENSION BOLTS USING THE "TURN OF NUT" METHOD IN ACCORDANCE WITH THE AISC STEEL CONSTRUCTION MANUAL (LATEST EDITION). ELEVATION VIEW 46.6 FT COVER PLATEA S-6 NEW TYPICALBOLT ASSEMBLY(TYP)#X1NEW SHAFT ASSEMBLY #X2NEW COVER PLATEREF S-8 A-A S-6 BOTTOM FLANGE CONNECTION B-B TOP FLANGE CONNECTION S-6 #X1 NEW SHAFT ASSEMBLY NEW 3/4"Ø TYPICALBOLT ASSEMBLY(TYP 4) PRE-TENSIONED BOLT ASSEMBLY 46.6 FT ELEVATION A325N BOLTSEE NOTE 1 FLAT WASHER NUT TYPICAL BOLT ASSEMBLY A325N BOLT LOCK WASHER NUT NEW 3/4"Ø PRE-TENSIONEDBOLT ASSEMBLY(TYP 15) 65.0 FT 71.6 FT A-A S-6 EXISTINGFLANGE PLATE REMOVE EXISTINGMOUNTS AND TOP HAT EXISTING 1/4" THKMONOPOLE SHAFT #X1NEW SHAFT ASSEMBLY EXISTING FLANGEPLATE FIELD VERIFY EXISTINGSAFETY CLIMB AND MATCHAZIMUTH FOR NEW STEP BOLTCLIPS AND PORT HOLES 24°(TYP) B-B S-6 A S-6 S-6. NO.DATE DESCRIPTION BY REVISIONS THIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT ISPRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THEINFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE. SITE NAME: TEMPLE CITY BU NUMBER: 877922 WO NUMBER: 2274750 SITE ADDRESS: 141 W. LIVE OAK AVE.ARCADIA, CA 91007LOS ANGELES COUNTY, USA ENG/QA BY: DFT BY: DFT/QA BY: APRV'D BY: SCALE: N.T.S. DATE: DATE: DATE: DATE: REV MEB 12/18/23 EJB 12/18/23 EJB 12/18/23 MEB 12/19/23 DETAILS 0 &YQJSFTJ  Maged Abdel- Messih Digitally signed by Maged Abdel- Messih Date: 2023.12.20 18:15:34 -05'00' E70XX CJPINSPECT BY UT 38 NOTES: 1. REFERENCE CROWN CASTLE APPROVED REINFORCEMENT COMPONENTS CATALOGFOR ADDITIONAL CLIMBING FACILITIES SPECIFICATIONS AND REQUIREMENTS. 2. ALL HOLES TO BE SHOP FABRICATED, UNLESS NOTED OTHERWISE. 3. FOR PORT HOLE INSTALLATION CRITERIA, REFER TO PORT HOLE NOTES ON S-4. 4. ALL PORT HOLES MUST INCLUDE J-HOOKS. 5. FULL ASSEMBLY TO BE HOT-DIP GALVANIZED PER ASTM A153 / A153M OR A123, ASAPPLICABLE. (1) SHAFT ASSEMBLY #X1 / 1956.7# 45 A-A #x1a REF S-8 C-C PORT HOLE WELD DETAIL STEP BOLTS OMITTED 45 12 (18)14 E70XXTYP 1" (T Y P ) 3 1 / 2 " (T Y P ) 120°(TYP) B-B STEP BOLT ORIENTATION TYP (2) LOCATIONS BELOW PORT HOLES A-A STEP BOLT ORIENTATION NEW PORT HOLEW/ J-HOOKS(TYP 3) S-7 S-7 S-7 S-7 1'- 0 " (T Y P ) 24 " M I N 48 " M A X (T Y P ) 10 " M I N 16 " M A X (T Y P ) #x1cREF S-8 7 1 / 2 " (T Y P ) #CCI-SB-0100NEW STEP BOLTREF S-9 FORINSTALLATION DETAIL(TYP) NEW PORT HOLE 6" x 12" x 5/8" x 3 1/2"MFR: NEWAVE, MFR PART # PORT-6X12H, ORMFR: SABRE, MFR PART # C30-138-154,Fy=65KSI. INSTALL IN ACCORDANCEWITH PORT HOLE NOTES ON S-4(TYP) 60°(TYP) 120° (TYP) #CCI-SB-0100 NEW STEP BOLT (TYP) #x1a #x1a 60° (TYP) #CCI-SB-0100NEW STEP BOLT(TYP) #x1a 25 ' - 0 " 18 ' - 5 " B-B S-7 C-C S-7 #x1bREF S-8 E70XXCJPINSPECT BY UT 38 45 18" MIN24" MAXHORIZONTALSPREAD S-7. NO.DATE DESCRIPTION BY REVISIONS THIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT ISPRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THEINFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE. SITE NAME: TEMPLE CITY BU NUMBER: 877922 WO NUMBER: 2274750 SITE ADDRESS: 141 W. LIVE OAK AVE.ARCADIA, CA 91007LOS ANGELES COUNTY, USA ENG/QA BY: DFT BY: DFT/QA BY: APRV'D BY: SCALE: N.T.S. DATE: DATE: DATE: DATE: REV MEB 12/18/23 EJB 12/18/23 EJB 12/18/23 MEB 12/19/23 DETAILS 0 &YQJSFTJ  Maged Abdel- Messih Digitally signed by Maged Abdel- Messih Date: 2023.12.20 18:15:55 -05'00' 13"Ø HOLE 7/8"Ø HOLE23" B.C.(TYP 15) (1) HSS 16.000 x 0.375 x 24'-9" LONG (A500-C-50) #x1a / 1550.3# (1) PL 1 1/2 x 26Ø (A572-50) #x1c / 166.2# (1) PL 1 1/2 x 30Ø (A572-50) #x1b / 240.2# (1) PL 1/4 x 26Ø (A36) #X2 / 37.4# NOTES: 1. ALL HOLES ARE TO BE SHOP FABRICATED, UNLESS NOTED OTHERWISE. 2. FABRICATION TOLERANCES: FRACTIONS ± 1/16"ANGLES ± 1/2 DEGREEDECIMALS ± .010"BOLT HOLES ± 1/32" 24°(TYP)1 1/8"Ø HOLE29" B.C.FIELD VERIFY EXISTING B.C.PRIOR TO FABRICATION(TYP 12) NOTES: 1. ALL HOLES ARE TO 2. FABRICATION TOLE 3. PRIOR TO FABRICA FLANGE AND MATC 13"Ø HOLE 7/8"Ø HOLE23" B.C.(TYP 12) 7/8"Ø HOLE23" B.C.(TYP 4) S-8. NO.DATE DESCRIPTION BY REVISIONS THIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT ISPRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THEINFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE. SITE NAME: TEMPLE CITY BU NUMBER: 877922 WO NUMBER: 2274750 SITE ADDRESS: 141 W. LIVE OAK AVE.ARCADIA, CA 91007LOS ANGELES COUNTY, USA ENG/QA BY: DFT BY: DFT/QA BY: APRV'D BY: SCALE: N.T.S. DATE: DATE: DATE: DATE: REV MEB 12/18/23 EJB 12/18/23 EJB 12/18/23 MEB 12/19/23 DETAILS 0 &YQJSFT Maged Abdel- Messih Digitally signed by Maged Abdel- Messih Date: 2023.12.20 18:16:19 -05'00' NOTES: 1. STEP BOLT CLIP WELDS ARE SUBJECT TO AWS D1.1 AND MUST BE INSPECTED BY ACWI. REFER TO DOCUMENT "ENG-STD-10069 GC CWI REQUIREMENT STANDARD" FORCWI REQUIREMENTS. 2. STEP BOLT CLIPS SHALL BE SHOP WELDED. 3. STEP BOLT CLIPS SHALL BE WELDED IN PLACE PRIOR TO HOT DIP GALVANIZING THEWELDMENT. 4. CONTRACTOR SHALL USE ALL NEW STEP BOLTS AND HARDWARE. 5. CENTER TO CENTER STAGGERED SPACING SHOULD BE MATCHED TO EXISTING FIELDCONDITIONS. STAGGERED SPACING SHALL BE A MINIMUM OF 10" AND MAXIMUM OF16", IN THE VERTICAL DIRECTION. 6. HORIZONTAL SPREAD IS NOT TO EXCEED 24". 7. STEP BOLT MATERIAL SHALL MEET THE REQUIREMENTS OF ASTM A449 AND SHALL BETESTED AS FINISHED STEP BOLTS AT TEST FREQUENCY P (PIECE TESTING) OF ASTMA673 TO MEET MINIMUM ABSORBED ENERGY REQUIREMENT AT -20 DEGREES F [-29DEGREES C] OF 15 FT-LBS [20 J] AVERAGE FOR 3 SPECIMENS AND A MINIMUM OF 12FT-LBS [16 J] FOR ANY 1 SPECIMEN IN ACCORDANCE WITH ASTM A370. 8. STEP BOLTS SHALL BE INSTALLED USING DOUBLE NUTS. A STEP BOLT INSTALLED IN ASTEP BOLT CLIP SHALL BE TURNED WITH THE OUTER NUT LOOSE UNTIL THE END OFTHE STEP BOLT MAKES CONTACT WITH THE SUPPORTING MEMBER. THE OUTER STEP BOLT NUT SHALL THEN BE TIGHTENED TO A SNUG TIGHT CONDITION AND PRETENSIONED BY ROTATING THE OUTER NUT 1/3 TURN. 9. THE DEFAULT STEP BOLT CLIP SHALL BE USED WHERE POSSIBLE ON NEWREINFORCING ELEMENTS. IF FIT-UP PROHIBITS ITS USE, THE ALTERNATIVE STEP BOLTCLIP OR NEXGEN2 STEP BOLT ADAPTER SHALL BE USED IN THESE LOCATIONS. STEP BOLT CLIP INSTALLATION DETAIL STEP BOLT CLIP WELD DETAIL E70XX 316 E70XX316 STEP BOLT DETAIL CLEAR WIDTH 9" 4"(THREAD LENGTH) 3/4" STEP BOLT NEW CCI-SB-0100 NEW TOWER EXTENSION NEW 3/4" STEP BOLT & HARDWARE NEW CCI-SB-0100 3/4"Ø x 9" STEP BOLT(A449) MINIMUM 2"ØSTEP BOLT HEAD NEW TOWER EXTENSION S-9. NO.DATE DESCRIPTION BY REVISIONS THIS DRAWING IS COPYRIGHTED AND IS THESOLE PROPERTY OF CROWN CASTLE. IT ISPRODUCED SOLELY FOR USE BY CROWNCASTLE AND ITS AFFILIATES. REPRODUCTIONOR USE OF THIS DRAWING AND/OR THEINFORMATION CONTAINED IN IT IS FORBIDDENWITHOUT THE WRITTEN PERMISSION OFCROWN CASTLE. SITE NAME: TEMPLE CITY BU NUMBER: 877922 WO NUMBER: 2274750 SITE ADDRESS: 141 W. LIVE OAK AVE.ARCADIA, CA 91007LOS ANGELES COUNTY, USA ENG/QA BY: DFT BY: DFT/QA BY: APRV'D BY: SCALE: N.T.S. DATE: DATE: DATE: DATE: REV MEB 12/18/23 EJB 12/18/23 EJB 12/18/23 MEB 12/19/23 DETAILS 0 &YQJSFT Maged Abdel- Messih Digitally signed by Maged Abdel-Messih Date: 2023.12.20 18:16:43 -05'00' tnxTower Report - version 8.2.2.0 Date: December 19, 2023 Crown Castle 2000 Corporate Drive Canonsburg, PA 15317 Subject:Structural Modification Report Carrier Designation: DISH Network Co-Locate Site Number:LALAX04163D Crown Castle Designation:BU Number:877922 Site Name:Temple City JDE Job Number:2102764 Work Order Number:2274750 Order Number:658103 Rev. 3 Engineering Firm Designation:Crown Castle Project Number:2274750 Site Data:141 W. LIVE OAK AVE., ARCADIA, LOS ANGELES County, CA Latitude 34° 6' 25.05'', Longitude -118° 2' 11.24'' 71.583 Foot - Monopole Tower Crown Castle 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 including the proposed modifications as outlined in the attached drawings, ''Appendix D''. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC4: Modified Structure with Considered + Proposed Equipment Configuration Sufficient Capacity This analysis has been performed in accordance with the 2022 California Building Code based upon an ultimate 3-second gust wind speed of 95 mph. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Matthew Betts Respectfully submitted by: Maged (Matthew) Abdel-Messih, P.E. Senior Project Engineer ([SLUHV( L  Maged Abdel- Messih Digitally signed by Maged Abdel- Messih Date: 2023.12.20 17:59:57 -05'00' December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 2 tnxTower Report - version 8.2.2.0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration 3) ANALYSIS PROCEDURE Table 2 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 3 - Section Capacity (Summary) Table 4 - Tower Component Stresses vs. Capacity - LC4 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 December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 3 tnxTower Report - version 8.2.2.0 1) INTRODUCTION This tower is a 71.583 ft Monopole tower designed by TOWER STRUCTURES, INC. The tower has been modified multiple times to accommodate additional loading. The modification drawings designed by CCI and attached in Appendix D, have been considered in this analysis. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 95 mph Exposure Category: B Topographic Factor: 1 Seismic Ss: 1.899 Seismic S1: 0.643 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 68.0 68.0 3 commscope FFVV-65B-R2 w/ Mount Pipe 1 1-3/8 1 raycap RDIDC-9181-PF-48_CCIV3 3 samsung telecommunications RF4450t-71A 3 samsung telecommunications RF4451d-70A 1 Commscope MC-K6MHDX-9-96 (3) 3) ANALYSIS PROCEDURE Table 2 - Documents Provided Document Reference Source 4-GEOTECHNICAL REPORTS 1551884 CCISITES 4-POST-MODIFICATION INSPECTION 5337377 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 1854198 CCISITES 4-TOWER MANUFACTURER DRAWINGS 1550792 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA 4432752 CCISITES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA Appendix D ON FILE 3.1) Analysis Method tnxTower (version 8.2.2.0), 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. December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 4 tnxTower Report - version 8.2.2.0 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 Table 1 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Crown Castle should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 3 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail L1 71.583 - 46.583 Pole P16x0.375 1 -5.63 869.77 14.6 Pass L2 46.583 - 30 Pole P18x0.25 2 -6.90 461.09 47.4 Pass L3 30 - 0 Pole P24x0.25 3 -9.91 613.12 53.1 Pass Summary Pole (L3) 53.1 Pass Rating = 53.1 Pass Table 4 - Tower Component Stresses vs. Capacity - LC4 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 71.5 Pass 1 Base Plate 0 24.2 Pass 1 Base Foundation (Structure) 0 22.7 Pass 1 Base Foundation (Soil Interaction) 0 53.6 Pass Structure Rating (max from all components) = 71.5% Notes: 1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity consumed. 4.1) Recommendations Perform the modifications detailed in ''Appendix D'' to remedy the deficiencies identified in Crown Castle Work Order No. 2266689. December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 5 tnxTower Report - version 8.2.2.0 APPENDIX A TNXTOWER OUTPUT The Foundation for a Wireless World Crown Castle 2000 Corporate Drive Canonsburg, PA 15317 Phone: FAX: Job: BU# 877922 Project: Client: Crown Castle Drawn by: Matt Betts App'd: Code: TIA-222-H Date: 12/15/23 Scale: NTS Path: C:\Work Area\877922\WO 2274750 - SDD\Prod\877922.eri Dwg No. E-1 71.6 ft 46.6 ft 30.0 ft 0.0 ft REACTIONS - 95 mph WIND TORQUE 0 kip-ft 2 K SHEAR 101 kip-ft MOMENT 8 K AXIAL SEISMIC 3 K SHEAR 182 kip-ft MOMENT 10 K AXIAL ARE FACTORED ALL REACTIONS S e c t i o n 1 2 3 S i z e P1 6 x 0 . 3 7 5 P1 8 x 0 . 2 5 P2 4 x 0 . 2 5 L e n g t h ( f t ) 25 . 0 0 16 . 5 8 30 . 0 0 G r a d e A5 3 - B - 3 5 W e i g h t ( K ) 1.6 0. 8 1.9 4.3 MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A53-B-35 35 ksi 60 ksi TOWER DESIGN NOTES 1. Tower is located in Los Angeles County, California. 2. Tower designed for Exposure B to the TIA-222-H Standard. 3. Tower designed for a 95 mph basic wind in accordance with the TIA-222-H Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category II.6. Topographic Category 1 with Crest Height of 0.00 ft7. CCISeismic Note: Seismic loads generated by CCISeismic 4.0.2 8. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1 9. TOWER RATING: 52.7% December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 6 tnxTower Report - version 8.2.2.0  Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: 1) Tower is located in Los Angeles County, California. 2) Tower base elevation above sea level: 354.00 ft. 3) Basic wind speed of 95 mph. 4) Risk Category II. 5) Exposure Category B. 6) Simplified Topographic Factor Procedure for wind speed-up calculations is used. 7) Topographic Category: 1. 8) Crest Height: 0.00 ft. 9) Deflections calculated using a wind speed of 60 mph. 10) CCISeismic Note: Seismic loads generated by CCISeismic 4.0.2. 11) CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1. 12) A non-linear (P-delta) analysis was used. 13) Pressures are calculated at each section. 14) Stress ratio used in pole design is 1. 15) Tower analysis based on target reliabilities in accordance with Annex S. 16) Load Modification Factors used: Kes(Fw) = 0.95, Kes(Ev and Eh) = 1.0. 17) Maximum demand-capacity ratio is: 1.05. 18) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments - Horizontals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Consider Moments - Diagonals √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Moment Magnification Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Stress Ratios Retension Guys To Initial Tension Offset Girt At Foundation √ Use Code Safety Factors - Guys √ Bypass Mast Stability Checks √ Consider Feed Line Torque Escalate Ice √ Use Azimuth Dish Coefficients Include Angle Block Shear Check Always Use Max Kz √ Project Wind Area of Appurtenances Use TIA-222-H Bracing Resist. Exemption Use Special Wind Profile Alternative Appurt. EPA Calculation Use TIA-222-H Tension Splice Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section Add IBC .6D+W Combination √ Include Shear-Torsion Interaction Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder √ Pole Without Linear Attachments SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole With Shroud Or No Appurtenances Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Outside and Inside Corner Radii Are Known Pole Section Geometry Section Elevation ft Section Length ft Pole Size Pole Grade Socket Length ft L1 71.58-46.58 25.00 P16x0.375 A500-50 (50 ksi) L2 46.58-30.00 16.58 P18x0.25 A53-B-35 (35 ksi) L3 30.00-0.00 30.00 P24x0.25 A53-B-35 (35 ksi) December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 7 tnxTower Report - version 8.2.2.0 Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in Gusset Grade Adjust. Factor Af Adjust. Factor Ar Weight Mult. Double Angle Stitch Bolt Spacing Diagonals in Double Angle Stitch Bolt Spacing Horizontals in Double Angle Stitch Bolt Spacing Redundants in L1 71.58-46.58 1 1 1 L2 46.58- 30.00 1 1 1 L3 30.00-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Total Number Number Per Row Clear Spacing in Width or Diamete r in Perimete r in Weight plf *** ***** Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Total Number CAAA ft2/ft Weight plf **MiscI** Safety Line 3/8 A No No CaAa (Out Of Face) 72.25 - 0.00 1 No Ice 0.04 0.22 Step Pegs (5/8'' SR) 7-in. w/30'' step A No No CaAa (Out Of Face) 72.25 - 0.00 1 No Ice 0.03 0.49 *** *68* CU12PSM9P8XXX (1-3/8) B No No Inside Pole 68.00 - 0.00 1 No Ice 0.00 1.66 ***** Feed Line/Linear Appurtenances Section Areas Tower Sectio n Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K L1 71.58-46.58 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.812 0.000 0.000 0.02 0.04 0.00 L2 46.58-30.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.202 0.000 0.000 0.01 0.03 0.00 L3 30.00-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.175 0.000 0.000 0.02 0.05 0.00 Feed Line Center of Pressure December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 8 tnxTower Report - version 8.2.2.0 Section Elevation ft CPX in CPZ in CPXIce in CPZIce in L1 71.58-46.58 0.0000 -0.8625 0.0000 -0.3768 L2 46.58-30.00 0.0000 -0.8729 0.0000 -0.3788 L3 30.00-0.00 0.0000 -0.8946 0.0000 -0.3828 Note: For pole sections, center of pressure calculations do not consider feed line shielding. User Defined Loads - Seismic Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K CCISeismic Tower Section 1 -1 69.08 0.00 0.0000 0.10 0.00 0.00 0.23 CCISeismic Tower Section 1 - 2 61.58 0.00 0.0000 0.19 0.00 0.00 0.39 CCISeismic Tower Section 1 - 3 51.58 0.00 0.0000 0.19 0.00 0.00 0.29 CCISeismic Tower Section 2 - 1 43.29 0.00 0.0000 0.09 0.00 0.00 0.11 CCISeismic Tower Section 2 - 2 35.00 0.00 0.0000 0.14 0.00 0.00 0.12 CCISeismic Tower Section 3 -1 25.00 0.00 0.0000 0.19 0.00 0.00 0.09 CCISeismic Tower Section 3 - 2 15.00 0.00 0.0000 0.19 0.00 0.00 0.04 CCISeismic Tower Section 3 - 3 5.00 0.00 0.0000 0.19 0.00 0.00 0.01 CCISeismic commscope FFVV-65B-R2 w/ Mount Pipe 68.00 0.00 0.0000 0.03 0.00 0.00 0.08 CCISeismic commscope FFVV-65B-R2 w/ Mount Pipe 68.00 0.00 0.0000 0.03 0.00 0.00 0.08 CCISeismic commscope FFVV-65B-R2 w/ Mount Pipe 68.00 0.00 0.0000 0.03 0.00 0.00 0.08 CCISeismic samsung telecommunications RF4451d-70A 68.00 0.00 0.0000 0.02 0.00 0.00 0.04 CCISeismic samsung telecommunications RF4451d-70A 68.00 0.00 0.0000 0.02 0.00 0.00 0.04 CCISeismic samsung telecommunications RF4451d-70A 68.00 0.00 0.0000 0.02 0.00 0.00 0.04 CCISeismic samsung telecommunications RF4450t- 71A 68.00 0.00 0.0000 0.03 0.00 0.00 0.07 CCISeismic samsung telecommunications RF4450t- 71A 68.00 0.00 0.0000 0.03 0.00 0.00 0.07 CCISeismic samsung telecommunications RF4450t- 71A 68.00 0.00 0.0000 0.03 0.00 0.00 0.07 CCISeismic raycap RDIDC- 9181-PF-48_CCIV3 68.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic (2) tower mounts 8' x 2'' Mount Pipe 68.00 0.00 0.0000 0.02 0.00 0.00 0.04 CCISeismic (2) tower mounts 8' x 2'' Mount Pipe 68.00 0.00 0.0000 0.02 0.00 0.00 0.04 CCISeismic (2) tower mounts 8' x 2'' Mount Pipe 68.00 0.00 0.0000 0.02 0.00 0.00 0.04 CCISeismic tower mounts Commscope MC-K6MHDX-9- 96 (3) 68.00 0.00 0.0000 0.36 0.00 0.00 0.86 December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 9 tnxTower Report - version 8.2.2.0 Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (61.583ft to71.583ft) 66.58 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (51.583ft to61.583ft) 56.58 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (41.583ft to51.583ft) 46.58 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (31.583ft to41.583ft) 36.58 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (21.583ft to31.583ft) 26.58 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (11.583ft to21.583ft) 16.58 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (1.583ft to11.583ft) 6.58 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (0ft to1.583ft) 0.79 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs (5/8'' SR) 7-in. w/30'' step From 0 to 72.25 (61.583ft to71.583ft) 66.58 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs (5/8'' SR) 7-in. w/30'' step From 0 to 72.25 (51.583ft to61.583ft) 56.58 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs (5/8'' SR) 7-in. w/30'' step From 0 to 72.25 (41.583ft to51.583ft) 46.58 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs (5/8'' SR) 7-in. w/30'' step From 0 to 72.25 (31.583ft to41.583ft) 36.58 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs (5/8'' SR) 7-in. w/30'' step From 0 to 72.25 (21.583ft to31.583ft) 26.58 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs (5/8'' SR) 7-in. w/30'' step From 0 to 72.25 (11.583ft to21.583ft) 16.58 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs (5/8'' SR) 7-in. w/30'' step From 0 to 72.25 (1.583ft to11.583ft) 6.58 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic miscl Step Pegs (5/8'' SR) 7-in. w/30'' step From 0 to 72.25 (0ft to1.583ft) 0.79 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic cui CU12PSM9P8XXX(1-3/8) From 0 to 68 (61.583ft to68ft) 64.79 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic cui CU12PSM9P8XXX(1-3/8) From 0 to 68 (51.583ft to61.583ft) 56.58 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic cui CU12PSM9P8XXX(1-3/8) From 0 to 68 (41.583ft to51.583ft) 46.58 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic cui CU12PSM9P8XXX(1-3/8) 36.58 0.00 0.0000 0.01 0.00 0.00 0.00 December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 10 tnxTower Report - version 8.2.2.0 Description Elevation ft Offset From Centroid ft Azimuth Angle ° Ev K Ehx K Ehz K Eh K From 0 to 68 (31.583ft to41.583ft) CCISeismic cui CU12PSM9P8XXX(1-3/8) From 0 to 68 (21.583ft to31.583ft) 26.58 0.00 0.0000 0.01 0.00 0.00 0.00 CCISeismic cui CU12PSM9P8XXX(1-3/8) From 0 to 68 (11.583ft to21.583ft) 16.58 0.00 0.0000 0.01 0.00 0.00 0.00 CCISeismic cui CU12PSM9P8XXX(1-3/8) From 0 to 68 (1.583ft to11.583ft) 6.58 0.00 0.0000 0.01 0.00 0.00 0.00 CCISeismic cui CU12PSM9P8XXX(1-3/8) From 0 to 68 (0ft to1.583ft) 0.79 0.00 0.0000 0.00 0.00 0.00 0.00 Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft *68* FFVV-65B-R2 w/ Mount Pipe A From Face 4.00 0.00 0.00 0.0000 68.00 FFVV-65B-R2 w/ Mount Pipe B From Face 4.00 0.00 0.00 0.0000 68.00 FFVV-65B-R2 w/ Mount Pipe C From Face 4.00 0.00 0.00 0.0000 68.00 RF4451d-70A A From Face 4.00 0.00 0.00 0.0000 68.00 RF4451d-70A B From Face 4.00 0.00 0.00 0.0000 68.00 RF4451d-70A C From Face 4.00 0.00 0.00 0.0000 68.00 RF4450t-71A A From Face 4.00 0.00 0.00 0.0000 68.00 RF4450t-71A B From Face 4.00 0.00 0.00 0.0000 68.00 RF4450t-71A C From Face 4.00 0.00 0.00 0.0000 68.00 RDIDC-9181-PF-48_CCIV3 C From Face 4.00 0.00 0.00 0.0000 68.00 (2) 8' x 2'' Mount Pipe A From Face 4.00 0.00 0.00 0.0000 68.00 (2) 8' x 2'' Mount Pipe B From Face 4.00 0.00 0.00 0.0000 68.00 December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 11 tnxTower Report - version 8.2.2.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft (2) 8' x 2'' Mount Pipe C From Face 4.00 0.00 0.00 0.0000 68.00 Commscope MC-K6MHDX-9-96 (3) C None 0.0000 68.00 *** Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service 38 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 39 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 40 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 41 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 42 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 43 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 44 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 45 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 46 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 47 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 48 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 49 0.9 Dead-1.0 Ev+1.0 Eh 150 deg December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 12 tnxTower Report - version 8.2.2.0 Comb. No. Description 50 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 51 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 52 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 53 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 54 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 55 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 56 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 57 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 58 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 59 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 60 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 61 0.9 Dead-1.0 Ev+1.0 Eh 330 deg Maximum Member Forces Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft L1 71.583 - 46.583 Pole Max Tension 50 0.00 0.00 0.00 Max. Compression 38 -5.63 0.00 49.27 Max. Mx 44 -5.63 -49.37 -0.10 Max. My 50 -5.63 0.00 -49.48 Max. Vy 44 2.66 -46.05 -0.10 Max. Vx 50 2.66 0.00 -46.16 Max. Torque 4 -0.33 L2 46.583 - 30 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 38 -6.90 0.00 95.35 Max. Mx 44 -6.90 -95.44 -0.09 Max. My 50 -6.90 0.00 -95.54 Max. Vy 44 2.88 -83.54 -0.09 Max. Vx 50 2.88 0.00 -83.64 Max. Torque 4 -0.32 L3 30 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 38 -9.91 0.00 183.19 Max. Mx 44 -9.91 -183.26 -0.07 Max. My 50 -9.91 0.00 -183.33 Max. Vy 44 2.97 -143.61 -0.08 Max. Vx 50 2.97 0.00 -143.69 Max. Torque 4 -0.32 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Pole Max. Vert 50 9.91 0.00 -2.90 Max. Hx 56 9.91 2.90 0.00 Max. Hz 38 9.91 0.00 2.90 Max. Mx 38 183.19 0.00 2.90 Max. Mz 44 183.26 -2.90 0.00 Max. Torsion 24 0.30 0.97 1.67 Min. Vert 41 3.93 -1.45 2.51 Min. Hx 44 9.91 -2.90 0.00 Min. Hz 50 9.91 0.00 -2.90 Min. Mx 50 -183.33 0.00 -2.90 Min. Mz 56 -183.26 2.90 0.00 Min. Torsion 4 -0.30 -0.97 1.67 Tower Mast Reaction Summary December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 13 tnxTower Report - version 8.2.2.0 Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mxkip-ft Overturning Moment, Mzkip-ft Torque kip-ft Dead Only 6.59 0.00 0.00 0.05 0.00 0.00 1.2 Dead+1.0 Wind 0 deg -No Ice 7.91 0.00 -1.94 -101.08 0.00 0.00 0.9 Dead+1.0 Wind 0 deg - No Ice 5.93 0.00 -1.94 -100.30 0.00 0.00 1.2 Dead+1.0 Wind 30 deg - No Ice 7.91 0.97 -1.67 -87.32 -50.45 0.30 0.9 Dead+1.0 Wind 30 deg - No Ice 5.93 0.97 -1.67 -86.65 -50.06 0.30 1.2 Dead+1.0 Wind 60 deg - No Ice 7.91 1.67 -0.96 -50.15 -86.98 0.03 0.9 Dead+1.0 Wind 60 deg - No Ice 5.93 1.67 -0.96 -49.77 -86.29 0.03 1.2 Dead+1.0 Wind 90 deg - No Ice 7.91 1.92 -0.00 0.07 -100.19 -0.25 0.9 Dead+1.0 Wind 90 deg - No Ice 5.93 1.92 0.00 0.05 -99.41 -0.25 1.2 Dead+1.0 Wind 120 deg -No Ice 7.91 1.67 0.96 50.28 -86.98 0.03 0.9 Dead+1.0 Wind 120 deg -No Ice 5.93 1.67 0.96 49.87 -86.29 0.03 1.2 Dead+1.0 Wind 150 deg-No Ice 7.91 0.97 1.67 87.45 -50.45 0.30 0.9 Dead+1.0 Wind 150 deg -No Ice 5.93 0.97 1.67 86.75 -50.06 0.30 1.2 Dead+1.0 Wind 180 deg -No Ice 7.91 0.00 1.94 101.21 0.00 0.00 0.9 Dead+1.0 Wind 180 deg -No Ice 5.93 0.00 1.94 100.40 0.00 0.00 1.2 Dead+1.0 Wind 210 deg -No Ice 7.91 -0.97 1.67 87.45 50.45 -0.30 0.9 Dead+1.0 Wind 210 deg-No Ice 5.93 -0.97 1.67 86.75 50.06 -0.30 1.2 Dead+1.0 Wind 240 deg -No Ice 7.91 -1.67 0.96 50.28 86.98 -0.03 0.9 Dead+1.0 Wind 240 deg -No Ice 5.93 -1.67 0.96 49.87 86.29 -0.03 1.2 Dead+1.0 Wind 270 deg -No Ice 7.91 -1.92 -0.00 0.07 100.19 0.25 0.9 Dead+1.0 Wind 270 deg -No Ice 5.93 -1.92 0.00 0.05 99.41 0.25 1.2 Dead+1.0 Wind 300 deg -No Ice 7.91 -1.67 -0.96 -50.15 86.98 -0.03 0.9 Dead+1.0 Wind 300 deg -No Ice 5.93 -1.67 -0.96 -49.77 86.29 -0.03 1.2 Dead+1.0 Wind 330 deg -No Ice 7.91 -0.97 -1.67 -87.32 50.45 -0.30 0.9 Dead+1.0 Wind 330 deg -No Ice 5.93 -0.97 -1.67 -86.65 50.06 -0.30 Dead+Wind 0 deg - Service 6.59 0.00 -0.74 -38.31 0.00 0.00 Dead+Wind 30 deg - Service 6.59 0.37 -0.64 -33.09 -19.14 0.11 Dead+Wind 60 deg - Service 6.59 0.64 -0.37 -18.99 -32.99 0.01 Dead+Wind 90 deg - Service 6.59 0.73 0.00 0.05 -38.00 -0.09 Dead+Wind 120 deg - Service 6.59 0.64 0.37 19.10 -32.99 0.01 Dead+Wind 150 deg - Service 6.59 0.37 0.64 33.20 -19.14 0.11 Dead+Wind 180 deg - Service 6.59 0.00 0.74 38.41 0.00 0.00 Dead+Wind 210 deg - Service 6.59 -0.37 0.64 33.20 19.14 -0.11 Dead+Wind 240 deg -Service 6.59 -0.64 0.37 19.10 32.99 -0.01 Dead+Wind 270 deg - Service 6.59 -0.73 0.00 0.05 38.00 0.09 Dead+Wind 300 deg - Service 6.59 -0.64 -0.37 -18.99 32.99 -0.01 Dead+Wind 330 deg -6.59 -0.37 -0.64 -33.09 19.14 -0.11 December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 14 tnxTower Report - version 8.2.2.0 Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Service 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 9.91 0.00 -2.90 -183.19 0.00 0.00 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 3.93 0.00 -2.90 -178.73 0.00 0.00 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 9.91 1.45 -2.51 -158.64 -91.63 0.00 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 3.93 1.45 -2.51 -154.78 -89.39 0.00 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 9.91 2.51 -1.45 -91.56 -158.71 0.00 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 3.93 2.51 -1.45 -89.34 -154.83 0.00 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 9.91 2.90 0.00 0.07 -183.26 0.00 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 3.93 2.90 0.00 0.05 -178.78 0.00 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 9.91 2.51 1.45 91.70 -158.71 0.00 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 3.93 2.51 1.45 89.44 -154.83 0.00 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 9.91 1.45 2.51 158.78 -91.63 0.00 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 3.93 1.45 2.51 154.87 -89.39 0.00 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 9.91 0.00 2.90 183.33 0.00 0.00 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 3.93 0.00 2.90 178.83 0.00 0.00 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 9.91 -1.45 2.51 158.78 91.63 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 3.93 -1.45 2.51 154.87 89.39 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 9.91 -2.51 1.45 91.70 158.71 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 3.93 -2.51 1.45 89.44 154.83 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 9.91 -2.90 0.00 0.07 183.26 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 3.93 -2.90 0.00 0.05 178.78 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 9.91 -2.51 -1.45 -91.56 158.71 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 3.93 -2.51 -1.45 -89.34 154.83 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 9.91 -1.45 -2.51 -158.64 91.63 -0.00 0.9 Dead-1.0 Ev+1.0 Eh 330 deg 3.93 -1.45 -2.51 -154.78 89.39 -0.00 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 1 0.00 -6.59 0.00 0.00 6.59 0.00 0.000% 2 0.00 -7.91 -1.94 0.00 7.91 1.94 0.000% 3 0.00 -5.93 -1.94 0.00 5.93 1.94 0.000% 4 0.97 -7.91 -1.67 -0.97 7.91 1.67 0.000% 5 0.97 -5.93 -1.67 -0.97 5.93 1.67 0.000% 6 1.67 -7.91 -0.96 -1.67 7.91 0.96 0.000% 7 1.67 -5.93 -0.96 -1.67 5.93 0.96 0.000% 8 1.92 -7.91 0.00 -1.92 7.91 0.00 0.000% 9 1.92 -5.93 0.00 -1.92 5.93 0.00 0.000% 10 1.67 -7.91 0.96 -1.67 7.91 -0.96 0.000% 11 1.67 -5.93 0.96 -1.67 5.93 -0.96 0.000% December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 15 tnxTower Report - version 8.2.2.0 Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 12 0.97 -7.91 1.67 -0.97 7.91 -1.67 0.000% 13 0.97 -5.93 1.67 -0.97 5.93 -1.67 0.000% 14 0.00 -7.91 1.94 0.00 7.91 -1.94 0.000% 15 0.00 -5.93 1.94 0.00 5.93 -1.94 0.000% 16 -0.97 -7.91 1.67 0.97 7.91 -1.67 0.000% 17 -0.97 -5.93 1.67 0.97 5.93 -1.67 0.000% 18 -1.67 -7.91 0.96 1.67 7.91 -0.96 0.000% 19 -1.67 -5.93 0.96 1.67 5.93 -0.96 0.000% 20 -1.92 -7.91 0.00 1.92 7.91 0.00 0.000% 21 -1.92 -5.93 0.00 1.92 5.93 0.00 0.000% 22 -1.67 -7.91 -0.96 1.67 7.91 0.96 0.000% 23 -1.67 -5.93 -0.96 1.67 5.93 0.96 0.000% 24 -0.97 -7.91 -1.67 0.97 7.91 1.67 0.000% 25 -0.97 -5.93 -1.67 0.97 5.93 1.67 0.000% 26 0.00 -6.59 -0.74 0.00 6.59 0.74 0.000% 27 0.37 -6.59 -0.64 -0.37 6.59 0.64 0.000% 28 0.64 -6.59 -0.37 -0.64 6.59 0.37 0.000% 29 0.73 -6.59 0.00 -0.73 6.59 0.00 0.000% 30 0.64 -6.59 0.37 -0.64 6.59 -0.37 0.000% 31 0.37 -6.59 0.64 -0.37 6.59 -0.64 0.000% 32 0.00 -6.59 0.74 0.00 6.59 -0.74 0.000% 33 -0.37 -6.59 0.64 0.37 6.59 -0.64 0.000% 34 -0.64 -6.59 0.37 0.64 6.59 -0.37 0.000% 35 -0.73 -6.59 0.00 0.73 6.59 0.00 0.000% 36 -0.64 -6.59 -0.37 0.64 6.59 0.37 0.000% 37 -0.37 -6.59 -0.64 0.37 6.59 0.64 0.000% 38 0.00 -9.91 -2.90 0.00 9.91 2.90 0.000% 39 0.00 -3.93 -2.90 0.00 3.93 2.90 0.000% 40 1.45 -9.91 -2.51 -1.45 9.91 2.51 0.000% 41 1.45 -3.93 -2.51 -1.45 3.93 2.51 0.000% 42 2.51 -9.91 -1.45 -2.51 9.91 1.45 0.000% 43 2.51 -3.93 -1.45 -2.51 3.93 1.45 0.000% 44 2.90 -9.91 0.00 -2.90 9.91 0.00 0.000% 45 2.90 -3.93 0.00 -2.90 3.93 0.00 0.000% 46 2.51 -9.91 1.45 -2.51 9.91 -1.45 0.000% 47 2.51 -3.93 1.45 -2.51 3.93 -1.45 0.000% 48 1.45 -9.91 2.51 -1.45 9.91 -2.51 0.000% 49 1.45 -3.93 2.51 -1.45 3.93 -2.51 0.000% 50 0.00 -9.91 2.90 0.00 9.91 -2.90 0.000% 51 0.00 -3.93 2.90 0.00 3.93 -2.90 0.000% 52 -1.45 -9.91 2.51 1.45 9.91 -2.51 0.000% 53 -1.45 -3.93 2.51 1.45 3.93 -2.51 0.000% 54 -2.51 -9.91 1.45 2.51 9.91 -1.45 0.000% 55 -2.51 -3.93 1.45 2.51 3.93 -1.45 0.000% 56 -2.90 -9.91 0.00 2.90 9.91 0.00 0.000% 57 -2.90 -3.93 0.00 2.90 3.93 0.00 0.000% 58 -2.51 -9.91 -1.45 2.51 9.91 1.45 0.000% 59 -2.51 -3.93 -1.45 2.51 3.93 1.45 0.000% 60 -1.45 -9.91 -2.51 1.45 9.91 2.51 0.000% 61 -1.45 -3.93 -2.51 1.45 3.93 2.51 0.000% Non-Linear Convergence Results Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00002491 3 Yes 4 0.00000001 0.00000001 4 Yes 4 0.00000001 0.00059423 5 Yes 4 0.00000001 0.00043463 6 Yes 4 0.00000001 0.00025545 7 Yes 4 0.00000001 0.00018233 8 Yes 4 0.00000001 0.00026985 9 Yes 4 0.00000001 0.00019907 10 Yes 4 0.00000001 0.00032674 December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 16 tnxTower Report - version 8.2.2.0 11 Yes 4 0.00000001 0.00023485 12 Yes 4 0.00000001 0.00036643 13 Yes 4 0.00000001 0.00026797 14 Yes 4 0.00000001 0.00002503 15 Yes 4 0.00000001 0.00000001 16 Yes 4 0.00000001 0.00036643 17 Yes 4 0.00000001 0.00026797 18 Yes 4 0.00000001 0.00032674 19 Yes 4 0.00000001 0.00023485 20 Yes 4 0.00000001 0.00026985 21 Yes 4 0.00000001 0.00019907 22 Yes 4 0.00000001 0.00025545 23 Yes 4 0.00000001 0.00018233 24 Yes 4 0.00000001 0.00059423 25 Yes 4 0.00000001 0.00043463 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00005791 28 Yes 4 0.00000001 0.00000001 29 Yes 4 0.00000001 0.00003373 30 Yes 4 0.00000001 0.00002179 31 Yes 4 0.00000001 0.00004583 32 Yes 4 0.00000001 0.0000000133Yes40.00000001 0.00004583 34 Yes 4 0.00000001 0.00002179 35 Yes 4 0.00000001 0.00003373 36 Yes 4 0.00000001 0.00000001 37 Yes 4 0.00000001 0.00005791 38 Yes 4 0.00000001 0.00012714 39 Yes 4 0.00000001 0.00000001 40 Yes 5 0.00000001 0.00011344 41 Yes 4 0.00000001 0.00065393 42 Yes 5 0.00000001 0.00011334 43 Yes 4 0.00000001 0.00065353 44 Yes 4 0.00000001 0.00012752 45 Yes 4 0.00000001 0.00000001 46 Yes 5 0.00000001 0.00011397 47 Yes 4 0.00000001 0.0006562348Yes50.00000001 0.00011387 49 Yes 4 0.00000001 0.00065582 50 Yes 4 0.00000001 0.00012756 51 Yes 4 0.00000001 0.00000001 52 Yes 5 0.00000001 0.00011387 53 Yes 4 0.00000001 0.00065582 54 Yes 5 0.00000001 0.00011397 55 Yes 4 0.00000001 0.00065623 56 Yes 4 0.00000001 0.00012752 57 Yes 4 0.00000001 0.00000001 58 Yes 5 0.00000001 0.00011334 59 Yes 4 0.00000001 0.00065353 60 Yes 5 0.00000001 0.00011344 61 Yes 4 0.00000001 0.00065393 Maximum Tower Deflections - Service Wind SectionNo.Elevation ft Horz.Deflection in Gov.Load Comb. Tilt ° Twist ° L1 71.583 - 46.583 3.285 32 0.3541 0.0040 L2 46.583 - 30 1.507 32 0.3033 0.0023 L3 30 - 0 0.641 32 0.1825 0.0010 Critical Deflections and Radius of Curvature - Service Wind December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 17 tnxTower Report - version 8.2.2.0 Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 69.08 CCISeismic Tower Section 1 - 1 32 3.097 0.3533 0.0039 59700 68.00 FFVV-65B-R2 w/ Mount Pipe 32 3.016 0.3528 0.0038 59700 66.58 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (61.583ft to71.583ft) 32 2.910 0.3521 0.0037 59700 64.79 CCISeismic cui CU12PSM9P8XXX(1-3/8) From 0 to 68 (61.583ft to68ft) 32 2.776 0.3510 0.0036 43952 61.58 CCISeismic Tower Section 1 - 2 32 2.539 0.3481 0.0034 29850 56.58 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (51.583ft to61.583ft) 32 2.178 0.3399 0.0031 19900 51.58 CCISeismic Tower Section 1 - 3 32 1.832 0.3257 0.0027 14925 46.58 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (41.583ft to51.583ft) 32 1.507 0.3033 0.0023 11859 43.29 CCISeismic Tower Section 2 - 1 32 1.306 0.2834 0.0020 10302 36.58 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (31.583ft to41.583ft) 32 0.937 0.2341 0.0015 8055 35.00 CCISeismic Tower Section 2 - 2 32 0.859 0.2216 0.0013 7661 26.58 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (21.583ft to31.583ft) 32 0.516 0.1575 0.0008 7501 25.00 CCISeismic Tower Section 3 - 1 32 0.465 0.1464 0.0007 7961 16.58 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (11.583ft to21.583ft) 32 0.250 0.0923 0.0003 12002 15.00 CCISeismic Tower Section 3 - 2 32 0.219 0.0828 0.0003 13269 6.58 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (1.583ft to11.583ft) 32 0.084 0.0354 0.0001 30234 5.00 CCISeismic Tower Section 3 - 3 32 0.063 0.0268 0.0001 39806 0.79 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (0ft to1.583ft) 32 0.010 0.0042 0.0000 39806 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 71.583 - 46.583 8.660 14 0.9333 0.0107 L2 46.583 - 30 3.971 14 0.7996 0.0061 L3 30 - 0 1.688 14 0.4811 0.0026 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 69.08 CCISeismic Tower Section 1 - 1 14 8.164 0.9311 0.0103 22651 68.00 FFVV-65B-R2 w/ Mount Pipe 14 7.950 0.9299 0.0101 22651 66.58 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (61.583ft to71.583ft) 14 7.670 0.9282 0.0099 22651 64.79 CCISeismic cui CU12PSM9P8XXX(1-3/8) From 0 to 68 (61.583ft to68ft) 14 7.317 0.9253 0.0096 16676 61.58 CCISeismic Tower Section 1 - 2 14 6.692 0.9176 0.0090 11325 56.58 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (51.583ft 14 5.741 0.8962 0.0081 7550 December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 18 tnxTower Report - version 8.2.2.0 Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft to61.583ft) 51.58 CCISeismic Tower Section 1 - 3 14 4.830 0.8587 0.0072 5662 46.58 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (41.583ft to51.583ft) 14 3.971 0.7996 0.0061 4499 43.29 CCISeismic Tower Section 2 - 1 14 3.442 0.7471 0.0054 3908 36.58 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (31.583ft to41.583ft) 14 2.470 0.6171 0.0039 3056 35.00 CCISeismic Tower Section 2 - 2 14 2.265 0.5842 0.0035 2906 26.58 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (21.583ft to31.583ft) 14 1.360 0.4150 0.0020 2845 25.00 CCISeismic Tower Section 3 - 1 14 1.225 0.3858 0.0018 3020 16.58 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (11.583ft to21.583ft) 14 0.659 0.2431 0.0009 4552 15.00 CCISeismic Tower Section 3 - 2 14 0.576 0.2183 0.0008 5033 6.58 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (1.583ft to11.583ft) 14 0.221 0.0932 0.0003 11467 5.00 CCISeismic Tower Section 3 - 3 14 0.165 0.0706 0.0002 15097 0.79 CCISeismic miscl Safety Line 3/8 From 0 to 72.25 (0ft to1.583ft) 14 0.026 0.0111 0.0000 15097 Compression Checks Pole Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K IPn K Ratio Pu IPn L1 71.583 - 46.583 (1) P16x0.375 25.00 0.00 0.0 18.4078 -5.63 828.35 0.007 L2 46.583 - 30 (2) P18x0.25 16.58 0.00 0.0 13.940 8 -6.90 439.14 0.016 L3 30 - 0 (3) P24x0.25 30.00 0.00 0.0 18.653 2 -9.91 583.92 0.017 Pole Bending Design Data Section No. Elevation ft Size Mux kip-ft IMnx kip-ft Ratio Mux IMnx Muy kip-ft IMny kip-ft Ratio Muy IMny L1 71.583 - 46.583 (1) P16x0.375 49.48 337.62 0.147 0.00 337.62 0.000 L2 46.583 - 30 (2) P18x0.25 95.53 198.32 0.482 0.00 198.32 0.000 L3 30 - 0 (3) P24x0.25 183.33 339.14 0.541 0.00 339.14 0.000 Pole Shear Design Data December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 19 tnxTower Report - version 8.2.2.0 Section No. Elevation ft Size Actual Vu K IVn K Ratio Vu IVn Actual Tu kip-ft ITn kip-ft Ratio Tu ITn L1 71.583 - 46.583 (1) P16x0.375 2.66 248.50 0.011 0.00 341.38 0.000 L2 46.583 - 30 (2) P18x0.25 2.86 131.74 0.022 0.00 205.59 0.000 L3 30 - 0 (3) P24x0.25 2.91 176.27 0.016 0.00 347.76 0.000 Pole Interaction Design Data Section No. Elevation ft Ratio Pu IPn Ratio Mux IMnx Ratio Muy IMny Ratio Vu IVn Ratio Tu ITn Comb. Stress Ratio Allow. Stress Ratio Criteria L1 71.583 - 46.583 (1) 0.007 0.147 0.000 0.011 0.000 0.153 1.050 L2 46.583 - 30 (2) 0.016 0.482 0.000 0.022 0.000 0.498 1.050 L3 30 - 0 (3) 0.017 0.541 0.000 0.016 0.000 0.558 1.050 Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail L1 71.583 - 46.583 Pole P16x0.375 1 -5.63 869.77 14.6 Pass L2 46.583 - 30 Pole P18x0.25 2 -6.90 461.09 47.4 Pass L3 30 - 0 Pole P24x0.25 3 -9.91 613.12 53.1 Pass Summary Pole (L3) 53.1 Pass RATING = 53.1 Pass *NOTE: Above stress ratios for reinforced sections are approximate. More exact calculations are presented in Appendix C. December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 20 tnxTower Report - version 8.2.2.0 APPENDIX B BASE LEVEL DRAWING December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 21 tnxTower Report - version 8.2.2.0 APPENDIX C ADDITIONAL CALCULATIONS Monopole Flange Plate Connection *TIA-222-H Section 15.5 Applied Top Plate Data Bottom Plate Data 30" OD x 1.5" Plate (A572-50; Fy=50 ksi, Fu=65 ksi) 30" OD x 1.5" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 16" x 0.375" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) 18" x 0.25" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) Max Load (kips) 6.51 Allowable (kips) 30.06 Stress Rating:20.6%Pass Top Plate Capacity Bottom Plate Capacity 6.63 (Flexural) 4.74 (Flexural) 45.00 32.40 14.0%Pass 13.9%Pass 10.0%Pass 6.7%Pass Allowable Stress (ksi):Allowable Stress (ksi): Stress Rating:Stress Rating: Tension Side Stress Rating:Tension Side Stress Rating: Analysis Results Bolt Capacity Max Stress (ksi):Max Stress (ksi): TIA-222 Revision H Top Plate - External Bottom Plate - External Connection Properties Bolt Data (15) 3/4" ø bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 23" BC Order # 658103 Rev. 3 Axial Force (kips) 5.63 Axial Force (kips) 0.00 Shear Force (kips) 2.66 Shear Force (kips) 0.00 Elevation = 46.583 ft. BU # 877922 Applied Loads Applied Loads to Bridge Stiffeners Site Name Temple City Moment (kip-ft) 49.48 Moment (kip-ft) 0.00 Analysis Date: 12/15/2023CCIplate - Version 5.0.1 Monopole Flange Plate Connection *TIA-222-H Section 15.5 Applied Top Plate Data Bottom Plate Data 24" OD x 1.5" Plate (A36; Fy=36 ksi, Fu=58 ksi) 18" ID x 1.5" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 18" x 0.25" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) 24" x 0.25" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) Max Load (kips) 10.57 Allowable (kips) 30.06 Stress Rating:33.5%Pass Top Plate Capacity Bottom Plate Capacity 6.25 (Flexural) 6.78 (Flexural) 32.40 32.40 18.4%Pass 19.9%Pass 8.0%Pass N/A Allowable Stress (ksi):Allowable Stress (ksi): Stress Rating:Stress Rating: Tension Side Stress Rating:Tension Side Stress Rating: Analysis Results Bolt Capacity Max Stress (ksi):Max Stress (ksi): TIA-222 Revision H Top Plate - External Bottom Plate - Internal Connection Properties Bolt Data (20) 3/4" ø bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 21" BC Order # 658103 Rev. 3 Axial Force (kips) 6.90 Axial Force (kips) 0.00 Shear Force (kips) 2.86 Shear Force (kips) 0.00 Elevation = 30 ft. BU # 877922 Applied Loads Applied Loads to Bridge Stiffeners Site Name Temple City Moment (kip-ft) 95.54 Moment (kip-ft) 0.00 Analysis Date: 12/15/2023CCIplate - Version 5.0.1 Monopole Base Plate Connection *TIA-222-H Section 15.5 Applied #VALUE! Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) GROUP 1: (8) 1" ø bolts (A36 N; Fy=36 ksi, Fu=58 ksi) on 32" BC GROUP 1: Anchor Spacing: 5.557 in Pu_c = 12.88 φPn_c = 25.45 Stress Rating GROUP 2: (4) 1-3/4" ø bolts (F1554-55 N; Fy=55 ksi, Fu=75 ksi) on 34" BC Vu = 0.14 φVn = 11.45 48.2% Mu = n/a φMn = n/a Pass Base Plate Data 32" W x 1.5" Plate (A36; Fy=36 ksi, Fu=58 ksi); Clip: 6 in GROUP 2: Pu_t = 39.8 φPn_t = 106.88 Stress Rating Stiffener Data Vu = 0.44 φVn = 67.65 35.5% N/A Mu = n/a φMn = n/a Pass Pole Data Base Plate Summary 24" x 0.25" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) Max Stress (ksi): 8.25 (Flexural) Allowable Stress (ksi): 32.4 Stress Rating:24.2%Pass Analysis ResultsConnection Properties Iar (in) See Custom Sheet Moment (kip-ft) 183.33 Axial Force (kips) 9.91 Shear Force (kips) 2.91 Moment (kip-ft) Axial Force (kips) Shear Force (kips) 0.00 BU # 877922 Applied Loads Site Name Temple City Order # 658103 Rev. 3 Analysis Considerations Site Info TIA-222 Revision H Grout Considered:See Custom Sheet 9.91 2.91 Adjusted Pole Reactions Analysis Date: 12/15/2023CCIplate - Version 5.0.1 Monopole Base Plate Connection - Seismic *TIA-222-H Section 15.5 Applied *1.5 Overstrength Factor Applied #VALUE! Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) GROUP 1: (8) 1" ø bolts (A36 N; Fy=36 ksi, Fu=58 ksi) on 32" BC GROUP 1: Anchor Spacing: 5.557 in Pu_c = 19.08 φPn_c = 25.45 Stress Rating GROUP 2: (4) 1-3/4" ø bolts (F1554-55 N; Fy=55 ksi, Fu=75 ksi) on 34" BC Vu = 0.21 φVn = 11.45 71.5% Mu = n/a φMn = n/a Pass Base Plate Data 32" W x 1.5" Plate (A36; Fy=36 ksi, Fu=58 ksi); Clip: 6 in GROUP 2: Pu_t = 60.45 φPn_t = 106.88 Stress Rating Stiffener Data Vu = 0.66 φVn = 67.65 53.9% N/A Mu = n/a φMn = n/a Pass Pole Data Base Plate Summary 24" x 0.25" round pole (A53-B-35; Fy=35 ksi, Fu=60 ksi) Max Stress (ksi): 8.25 (Flexural) Allowable Stress (ksi): 32.4 Stress Rating:24.2%Pass Site Info BU # 877922 Site Name Temple City Moment (kip-ft) 183.33 Order # 658103 Rev. 3 Analysis Considerations TIA-222 Revision H Grout Considered:See Custom Sheet Iar (in) See Custom Sheet Applied Loads Analysis Results Axial Force (kips) 9.91 Shear Force (kips) 2.90 Adjusted Pole Reactions Moment (kip-ft) 0.00 Axial Force (kips) 9.91 Shear Force (kips) 2.90 Connection Properties Analysis Date: 12/15/2023CCIplate - Version 5.0.1 0 (Base)note: Bending interaction not considered when Grout Considered = "Yes" Grout Considered = "Yes" when Eta >0.5 Bolt Group Resist Axial Resist Shear Induce Plate Bending Grout Considered Apply at BARB Elevation BARB CL Elevation (ft) Leg Mod Eccentricity (in)1 Yes Yes Yes Yes No 2 Yes Yes No Yes No Bolt Bolt Group ID Location (deg.)Diameter (in)Material Bolt Circle (in)Eta Factor, η:Iar (in):Thread Type Area Override, in^2 Tension Only 1 1 35 1 A36 32 0.55 1.375 N-Included No 2 1 55 1 A36 32 0.55 1.375 N-Included No 3 1 125 1 A36 32 0.55 1.375 N-Included No4 1 145 1 A36 32 0.55 1.375 N-Included No5 1 215 1 A36 32 0.55 1.375 N-Included No6 1 235 1 A36 32 0.55 1.375 N-Included No 7 1 305 1 A36 32 0.55 1.375 N-Included No 8 1 325 1 A36 32 0.55 1.375 N-Included No 9 2 45 1.75 F1554-55 34 0.55 6 N-Included No 10 2 135 1.75 F1554-55 34 0.55 6 N-Included No11 2 225 1.75 F1554-55 34 0.55 6 N-Included No12 2 315 1.75 F1554-55 34 0.55 6 N-Included No Plot Graphic Elevation (ft) Custom Bolt Connection Analysis Date: 12/15/2023CCIplate - Version 5.0.1 BU# 877922 Done By: MEB Date: 12/15/2023 Flange Fillet Weld Check TIA Rev. H Description: This sheet is used to check the fillet welds that connect the flange to the flange plate on monopole towers. Depending on the type of connection, the pole can be connected to the flange plate with an upper weld, lower weld and multiple horizontal welds. This sheet should only be used for round/tubular spines. Assumptions: 1. Prequalified fillet welds were used. 2. When stiffeners are present, they are located symmetrically around the pole. Version 2.0 Page 1 of 4 BU# 877922 Done By: MEB Date: 12/15/2023 1. Inputs Flange Location: 46.58ft 1.1 Reactions Moment:Mu 49.48kip ft˜ Shear:Vu 2.66kip Compression:Pu 5.63kip *TIA-222-H Section 15.5 Applied 1.2 Pole Properties Connection Type (x): Pipe Diameter:D18in Upper Weld Size:wu 3 8 in Lower Weld Size:wl xwu˜0in˜  Stiffener Quantity (n): Note: -Symmetrical loading only -Verify stiffener capacity in CCIplate Horizontal Weld Size:wh 3 16in Note: Neglect if stiffener qty. is 0 Stiffener Width:Ls 3in Note: Neglect if stiffener qty. is 0 Stiffener Notch Size:N 0.5in Note: Neglect if stiffener qty. is 0 Weld Strength:Fexx 70ksi Spine Tensile Strength Fus 58ksi Flange Tensile Strength:Fuf 58ksi Flange Thickness:t 1.5in Version 2.0 Page 2 of 4 BU# 877922 Done By: MEB Date: 12/15/2023 2. Weld Properties Moment of inertia following weld line approach: [AISC 14th ed; Fig. 8-6, pg 8-13] Upper Lower Horizontal Length:Lu π D˜56.55 in˜  Ll xLu˜0in˜  Lh n2˜Ls˜0in˜  Inertia: Iu π D 2 §¨© ·¸¹ 3 ˜2290.22 in 3˜  Il xIu˜0in3˜  Ih 0in3˜ Effective Throat:throatu wu 2 2˜0.27 in˜  throatl wl 2 2˜0in˜  throath wh 2 2˜0in˜  Total Area:Atot Lu throatu˜Ll throatl˜Lh throath˜14.99 in 2˜  Total Inertia:Itot Iu throatu˜Il throatl˜Ih throath˜607.29 in 4˜  Extreme Fiber:c D 2 Lsn0!if D 2 otherwise  c9in˜ Elastic Section Modulus:S Itot c 67.48 in 3˜  3. Weld Check rmu Mu S 8.8 ksi˜  Weld Stress: rvu Vu Atot 0.18 ksi˜  rpu Pu Atot 0.38 ksi˜  Resultant Force:ru rmu rpu 2 rvu29.18 ksi˜  [AISC 14th ed; 8-11a, pg. 8-14] Weld Capacity:fw 0.75 0.6˜Fexx˜31.5 ksi˜  [AISC 14th ed; Table J2.5, pg 16.1-115] Capacity Ratio:Ratingw 27.7 %˜ Results "Pass" Version 2.0 Page 3 of 4 BU# 877922 Done By: MEB Date: 12/15/2023 4. Base Metal Check for Circumferential Weld 4.1 Shear Fusion Zone Controlling Tensile Strength:Fu1 58 ksi˜ Base Metal Capacity:RBM1 0.75 0.6˜Fu1˜wu˜9.79 kip in˜  [AISC 14th ed; J4-4, pg. 16.1-129] 4.2 Tensile Fusion Zone Controlling Tensile Strength:Fu2 58 ksi˜ Base Metal Capacity:RBM2 0.75 Fu2˜wu˜16.31 kip in˜  [AISC 14th ed; J4-2, pg. 16.1-128] RBM min RBM1 RBM2 9.79 kip in˜  Weld Capacity:fw 0.75 0.6˜Fexx˜throatu˜8.35 kip in˜  [AISC 14th ed; Table J2.5, pg 16.1-115] Check: Checkfusionzone "OK" 4.3 Flange Shear Plane Check Base Metal Capacity:RBM3 0.75 0.6˜Fuf˜t˜39.15 kip in˜  [AISC 14th ed; J4-4, pg. 16.1-129] Weld Capacity:fw 0.75 0.6˜Fexx˜throatu throatl ˜8.35 kip in˜  [AISC 14th ed; Table J2.5, pg 16.1-115] Minimum Flange Thickness:tmin fw 0.75 0.6˜Fuf˜0.32 in˜  Check:Checkthickness "OK" Capacity Ratio:Rating tmin t 1.05˜Ratingw ˜ Rating 5.6 %˜ Version 2.0 Page 4 of 4 Re p o r t F i l e : TI A - 2 2 2 R e v i s o n : To w e r T y p e : Ch e c k P i e r C a p a c i t y o n l y a t l o c a t i o n o f M a x M o m e n t ? N o Lo c a t i o n : So i l L a t e r a l C h e c k Co m p r e s s i o n U p l i f t Co m p . U p l i f t 3. 3 1 - 18 3 . 3 3 2. 3 6 - 9. 9 1 19 1 . 9 3 - 2. 9 53 . 6 % - So i l V e r t i c a l C h e c k Co m p r e s s i o n U p l i f t Go t o S o i l C a l c u l a t i o n s 37 . 7 0 - 3k s i 4 2 . 4 1 - 60 k s i 2 8 . 2 7 - 60 k s i 8 0 . 1 1 - 38 . 1 8 - 45 . 4 % - 12 f t Re i n f o r c e d C o n c r e t e F l e x u r e Co m p r e s s i o n U p l i f t 0. 5 f t 3. 3 1 - 19 1 . 9 3 - 80 5 . 0 8 - 4f t 22 . 7 % - 27 9 Re i n f o r c e d C o n c r e t e S h e a r Co m p r e s s i o n U p l i f t 9 9. 0 4 - 3i n 44 . 8 2 - 3 19 3 . 9 1 - 12 i n 22 . 0 % - in *R a t i n g p e r T I A - 2 2 2 - H S e c t i o n 1 5 . 5 N/ A # o f L a y e r s 4 12 1 FA L S E 1 0 2 2 1 0 0 1 5 0 0 0 0 . 0 0 0 0 . 0 0 0 0. 0 0 0 . 0 0 FA L S E 2 2 5 3 1 0 0 1 5 0 3 0 0 . 0 0 0 0 . 0 0 0 0. 4 0 0 . 4 0 FA L S E 3 5 1 0 5 1 0 0 1 5 0 2 7 0 . 0 0 0 0 . 0 0 0 0. 4 0 0 . 4 0 FA L S E 4 1 0 1 2 2 1 0 0 1 5 0 1 0 . 5 5 0 0 . 5 5 0 0. 4 0 0 . 4 0 4. 5 Sh e a r F o r c e ( k i p s ) Ra t i n g * Uti l i z e S h e a r - F r i c t i o n M e t h o d o l o g y : Ch e c k L i m i t a t i o n Ov e r r i d e C r i t i c a l D e p t h : Ch e c k S h e a r a l o n g D e p t h o f P i e r : N/ A De s i g n O p t i o n s In p u t E f f e c t i v e D e p t h s ( e l s e A c t u a l ) : Ap p l y T I A - 2 2 2 - H S e c t i o n 1 5 . 5 : Mo n o p o l e Mo n o p o l e An a l y s i s R e s u l t s Ap p l i e d L o a d s Dv= 0 ( f t f r o m T O C ) So i l S a f e t y F a c t o r Mo m e n t ( k i p - f t ) Ma x M o m e n t ( k i p - f t ) Ax i a l F o r c e ( k i p s ) Co n s i d e r n o n - t a p e r e d m o m e n t c a p a c i t y : Dr i l l e d P i e r F o u n d a t i o n BU # : 87 7 9 2 2 C: \ W o r k A r e a \ 8 7 7 9 2 2 \ W O 2 2 7 4 7 5 0 - S D D \ P r o d \ 8 7 7 9 2 2 . e r i . r t f Te m p l e C i t y Si t e N a m e : 65 8 1 0 3 R e v . 3 Or d e r N u m b e r : H Re b a r S i z e Cr i t i c a l D e p t h ( f t f r o m T O C ) Cl e a r C o v e r t o T i e s Cr i t i c a l S h e a r ( k i p ) Cr i t i c a l S h e a r C a p a c i t y Ti e S i z e Ra t i n g * Ti e S p a c i n g Re b a r 2 , F y Ov e r r i d e (k s i ) Re b a r 3 , F y Ov e r r i d e (k s i ) Ma t e r i a l P r o p e r t i e s Sk i n F r i c t i o n ( k i p s ) Co n c r e t e S t r e n g t h , f ' c : En d B e a r i n g ( k i p s ) Re b a r S t r e n g t h , F y : We i g h t o f C o n c r e t e ( k i p s ) Ti e Y i e l d S t r e n g t h , F y t : To t a l C a p a c i t y ( k i p s ) Ax i a l ( k i p s ) Pi e r D e s i g n D a t a Ra t i n g * De p t h Ex t . A b o v e G r a d e Cr i t i c a l D e p t h ( f t f r o m T O C ) Cr i t i c a l M o m e n t ( k i p - f t ) Pi e r S e c t i o n 1 Fr o m 0 . 5 ' a b o v e g r a d e t o 1 2 ' b e l o w g r a d e Cr i t i c a l M o m e n t C a p a c i t y Pi e r D i a m e t e r Ra t i n g * Re b a r Q u a n t i t y Re b a r Q u a n t i t y St r u c t u r a l F o u n d a t i o n R a t i n g * Re b a r S i z e 22 . 7 % Re b a r C a g e D i a m e t e r So i l I n t e r a c t i o n R a t i n g * 53 . 6 % La y e r So i l T y p e To p (f t ) Co h e s i o n l e s s So i l P r o f i l e Gr o u n d w a t e r D e p t h SP T B l o w Co u n t Ult . G r o s s Be a r i n g Ca p a c i t y (k s f ) Ul t i m a t e S k i n Fr i c t i o n U p l i f t Ov e r r i d e ( k s f ) Ul t i m a t e S k i n Fr i c t i o n C o m p Ov e r r i d e (k s f ) Ca l c u l a t e d Ul t i m a t e S k i n Fr i c t i o n U p l i f t (k s f ) Ca l c u l a t e d Ul t i m a t e S k i n Fr i c t i o n C o m p (k s f ) An g l e o f Fr i c t i o n (d e g r e e s ) γco n c r e t e (p c f ) γso i l (p c f ) Co h e s i o n (k s f ) Bo t t o m ( f t ) Th i c k n e s s (f t ) Co h e s i o n l e s s Co h e s i o n l e s s Co h e s i v e ‡ „ ƒ ”  Ƭ   ‹ ‡ ”   ’ – ‹ ‘  •  „ ‡ † † ‡ †   ‘ Ž ‡   ’ — – • ‡ Ž Ž ‡ †   ‹ ‡ ”   ’ — – • Ve r s i o n 6 . 1 . 2 BU: 877922 Structure: A WO: 2274750 Order: 658103 Rev: 3 Decimal Degrees Deg Min Sec ###Lat: 34.106958 + 34 6 25.05 ###Long: -118.036456 - 118 2 11.24 Seismic Design Code: TIA-222-H-1 ###Site Soil: D (Default) Default Risk Category: II ###USGS Seismic Reference SS:1.8990 g ###S1:0.6430 g TL:8s 1 Importance Factor, Ie:1 Acceleration-based site coefficient, Fa:1.2000 Velocity-based site coefficient, Fv:1.7000 Design spectral response acceleration short period, SDS:1.5192 g Design spectral response acceleration 1 s period, SD1:0.7287 g Ts:0.4797 Seismic Design Category Based on SDS:D Seismic Design Category Based on SD1:D Seismic Design Category Based on S1:N/A Controlling Seismic Design Category: D Location Code and Site Parameters Seismic Design Category Determination CCISeismic 4.0.2 Page 1 Analysis Date: 12/15/2023 BU: 877922 Structure: A WO: 2274750 Order: 658103 Rev: 3 Tower Type:Stepped Monopole Height, h:71.583 ft ###Effective Seismic Weight, W:6.59 kips Amplification Factor, As:1.0 2.7.8.1 ###Response Modification Factor, R: 1.5 ### 1.654770211 Discrete Appurtenance Weight in Top 1/3 of Structure, Wu:2.17227 kips WL:4.420265238 kips E:29000.0 ksi g: 386.088 in/s2 Average Moment of Inertia, Iavg:874.7709014 in4 Fa:0.604313513 hz Approximate Fundamental Period Monopole, Ta:1.6548 s 2.7.7.1.3.3 Seismic Response Coefficient, Cs 0.4404 Table 2-12 Note 3 Seismic Response Coefficient Max 1, Csmax N/A Seismic Response Coefficient Max 2, Csmax N/A Seismic Response Coefficient Min 1, Csmin 0.0668 2.7.7.1.1 Seismic Response Coefficient Min 2, Csmin 0.3429 2.7.7.1.1 Controlling Seismic Response Coefficient, Csc 0.4404 Seismic Base Shear, V 2.903 kips 2.7.7.1.1 Period Related Exponent, k: 1.577 Sum of wihi k 3123.40 ### Tower Details Seismic Base Shear Vertical Distribution Factors CCISeismic 4.0.2 Page 2 Analysis Date: 12/15/2023 Section Number Length Top Height Mid Height, hx Section Weight, wx wxhx k Cvx Fxh Fxv 1 - 1 5.00 71.58 69.08 0.3132 249.58 0.0799 0.2320 0.0952 1 - 2 10.00 66.58 61.58 0.6264 416.39 0.1333 0.3870 0.1903 1 - 3 10.00 56.58 51.58 0.6264 314.86 0.1008 0.2927 0.1903 2 - 1 6.58 46.58 43.29 0.3123 119.06 0.0381 0.1107 0.0949 2 - 2 10.00 40.00 35.00 0.4744 129.33 0.0414 0.1202 0.1441 3 - 1 10.00 30.00 25.00 0.6347 101.78 0.0326 0.0946 0.1929 3 - 2 10.00 20.00 15.00 0.6347 45.47 0.0146 0.0423 0.1929 3 - 3 10.00 10.00 5.00 0.6347 8.04 0.0026 0.0075 0.1929 Sum 4.2568 1384.52 Tower Section Loads CCISeismic 4.0.2 Page 3 Analysis Date: 12/15/2023 Name hx wx wxhx k Cvx Fxh Fxv commscope FFVV-65B-R2 w/ Mount Pipe 68.00 0.1101 85.57 0.0274 0.0795 0.0334 commscope FFVV-65B-R2 w/ Mount Pipe 68.00 0.1101 85.57 0.0274 0.0795 0.0334 commscope FFVV-65B-R2 w/ Mount Pipe 68.00 0.1101 85.57 0.0274 0.0795 0.0334 samsung telecommunications RF4451d-70A 68.00 0.0600 46.64 0.0149 0.0433 0.0182 samsung telecommunications RF4451d-70A 68.00 0.0600 46.64 0.0149 0.0433 0.0182 samsung telecommunications RF4451d-70A 68.00 0.0600 46.64 0.0149 0.0433 0.0182 samsung telecommunications RF4450t-71A 68.00 0.0900 69.95 0.0224 0.0650 0.0273 samsung telecommunications RF4450t-71A 68.00 0.0900 69.95 0.0224 0.0650 0.0273 samsung telecommunications RF4450t-71A 68.00 0.0900 69.95 0.0224 0.0650 0.0273 raycap RDIDC-9181-PF-48_CCIV3 68.00 0.0200 15.55 0.0050 0.0144 0.0061 (2) tower mounts 8' x 2" Mount Pipe 68.00 0.0600 46.64 0.0149 0.0433 0.0182 (2) tower mounts 8' x 2" Mount Pipe 68.00 0.0600 46.64 0.0149 0.0433 0.0182 (2) tower mounts 8' x 2" Mount Pipe 68.00 0.0600 46.64 0.0149 0.0433 0.0182 tower mounts Commscope MC-K6MHDX-9-96 (3) 68.00 1.1920 926.51 0.2966 0.8612 0.3622 Sum 2.1723 1688.44 Discrete Loads CCISeismic 4.0.2 Page 4 Analysis Date: 12/15/2023 Name Start Height End Height hx wx wxhx k Cvx Fxh Fxv miscl Safety Line 3/8 From 0 to 72.25 61.58 71.58 66.58 0.0022 1.65 0.0005 0.0015 0.0007 miscl Safety Line 3/8 From 0 to 72.25 51.58 61.58 56.58 0.0022 1.28 0.0004 0.0012 0.0007 miscl Safety Line 3/8 From 0 to 72.25 41.58 51.58 46.58 0.0022 0.94 0.0003 0.0009 0.0007 miscl Safety Line 3/8 From 0 to 72.25 31.58 41.58 36.58 0.0022 0.64 0.0002 0.0006 0.0007 miscl Safety Line 3/8 From 0 to 72.25 21.58 31.58 26.58 0.0022 0.39 0.0001 0.0004 0.0007 miscl Safety Line 3/8 From 0 to 72.25 11.58 21.58 16.58 0.0022 0.18 0.0001 0.0002 0.0007 miscl Safety Line 3/8 From 0 to 72.25 1.58 11.58 6.58 0.0022 0.04 0.0000 0.0000 0.0007 miscl Safety Line 3/8 From 0 to 72.25 0.00 1.58 0.79 0.0003 0.00 0.0000 0.0000 0.0001 miscl Step Pegs (5/8" SR) 7-in. w/30" step From 0 to 72.25 61.58 71.58 66.58 0.0049 3.66 0.0012 0.0034 0.0015 miscl Step Pegs (5/8" SR) 7-in. w/30" step From 0 to 72.25 51.58 61.58 56.58 0.0049 2.83 0.0009 0.0026 0.0015 miscl Step Pegs (5/8" SR) 7-in. w/30" step From 0 to 72.25 41.58 51.58 46.58 0.0049 2.08 0.0007 0.0019 0.0015 miscl Step Pegs (5/8" SR) 7-in. w/30" step From 0 to 72.25 31.58 41.58 36.58 0.0049 1.42 0.0005 0.0013 0.0015 miscl Step Pegs (5/8" SR) 7-in. w/30" step From 0 to 72.25 21.58 31.58 26.58 0.0049 0.86 0.0003 0.0008 0.0015 miscl Step Pegs (5/8" SR) 7-in. w/30" step From 0 to 72.25 11.58 21.58 16.58 0.0049 0.41 0.0001 0.0004 0.0015 miscl Step Pegs (5/8" SR) 7-in. w/30" step From 0 to 72.25 1.58 11.58 6.58 0.0049 0.10 0.0000 0.0001 0.0015 miscl Step Pegs (5/8" SR) 7-in. w/30" step From 0 to 72.25 0.00 1.58 0.79 0.0008 0.00 0.0000 0.0000 0.0002 cui CU12PSM9P8XXX(1-3/8) From 0 to 68 61.58 68.00 64.79 0.0107 7.67 0.0025 0.0071 0.0032 cui CU12PSM9P8XXX(1-3/8) From 0 to 68 51.58 61.58 56.58 0.0166 9.66 0.0031 0.0090 0.0050 cui CU12PSM9P8XXX(1-3/8) From 0 to 68 41.58 51.58 46.58 0.0166 7.10 0.0023 0.0066 0.0050 cui CU12PSM9P8XXX(1-3/8) From 0 to 68 31.58 41.58 36.58 0.0166 4.85 0.0016 0.0045 0.0050 cui CU12PSM9P8XXX(1-3/8) From 0 to 68 21.58 31.58 26.58 0.0166 2.93 0.0009 0.0027 0.0050 cui CU12PSM9P8XXX(1-3/8) From 0 to 68 11.58 21.58 16.58 0.0166 1.39 0.0004 0.0013 0.0050 cui CU12PSM9P8XXX(1-3/8) From 0 to 68 1.58 11.58 6.58 0.0166 0.32 0.0001 0.0003 0.0050 cui CU12PSM9P8XXX(1-3/8) From 0 to 68 0.00 1.58 0.79 0.0026 0.00 0.0000 0.0000 0.0008 Sum 0.1635 50.44 Linear Loads CCISeismic 4.0.2 Page 5 Analysis Date: 12/15/2023 ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Latitude:34.106958 Risk Category:II Longitude:-118.036456 Soil Class:D - Default (see Section 11.4.3)Elevation:354.3898678332576 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 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: Wed Nov 08 2023 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. Page 1 of 3https://asce7hazardtool.online/Wed Nov 08 2023 SS : 1.899 S1 : 0.643 Fa :1.2 Fv :N/A SMS : 2.278 SM1 :N/A SDS : 1.519 SD1 :N/A TL :8 PGA : 0.82 PGA M :0.984 FPGA :1.2 Ie :1 Cv :1.48 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Wed Nov 08 2023 Page 2 of 3https://asce7hazardtool.online/Wed Nov 08 2023 Ice Results: Data Source: Date Accessed: Ice Thickness: 0 in. Concurrent Temperature: 25 F Gust Speed 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Wed Nov 08 2023 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. 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Page 3 of 3https://asce7hazardtool.online/Wed Nov 08 2023 December 19, 2023 71.583 Ft Monopole Tower Structural Analysis CCI BU No 877922 Project Number 2274750, Order 658103, Revision 3 Page 22 tnxTower Report - version 8.2.2.0 APPENDIX D REQUIRED MODIFICATION DRAWINGS S- 1 TI T L E P A G E NO . DA T E D E S C R I P T I O N B Y RE V I S I O N S TH I S D R A W I N G I S C O P Y R I G H T E D A N D I S T H E SO L E P R O P E R T Y O F C R O W N C A S T L E . I T I S PR O D U C E D S O L E L Y F O R U S E B Y C R O W N CA S T L E A N D I T S A F F I L I A T E S . R E P R O D U C T I O N OR U S E O F T H I S D R A W I N G A N D / O R T H E IN F O R M A T I O N C O N T A I N E D I N I T I S F O R B I D D E N WIT H O U T T H E W R I T T E N P E R M I S S I O N O F CR O W N C A S T L E . SIT E N A M E : T E M P L E C I T Y BU N U M B E R : 8 7 7 9 2 2 WO N U M B E R : 2 2 7 4 7 5 0 SIT E A D D R E S S : 14 1 W . L I V E O A K A V E . AR C A D I A , C A 9 1 0 0 7 LO S A N G E L E S C O U N T Y , U S A EN G / Q A B Y : DF T B Y : DF T / Q A B Y : AP R V ' D B Y : SC A L E : N . T . S . DA T E : DA T E : DA T E : DA T E : RE V ME B 1 2 / 1 8 / 2 3 EJ B 1 2 / 1 8 / 2 3 EJ B 1 2 / 1 8 / 2 3 ME B 1 2 / 1 9 / 2 3 . CO D E C O M P L I A N C E AT T E N T I O N A L L C O N T R A C T O R S , A N Y T I M E Y O U A C C E S S A C R O W N SIT E F O R A N Y R E A S O N Y O U A R E T O C A L L T H E C R O W N N O C U P O N AR R I V A L A N D D E P A R T U R E , D A I L Y A T 8 0 0 - 7 8 8 - 7 0 1 1 SI T E N A M E : T E M P L E C I T Y TO W E R M O D I F I C A T I O N D R A W I N G S SI T E A D D R E S S : 14 1 W . L I V E O A K A V E . AR C A D I A , C A 9 1 0 0 7 LO S A N G E L E S C O U N T Y , U S A BU N U M B E R : 8 7 7 9 2 2 PR O J E C T C O N T A C T S : 1. C R O W N P R O J E C T M A N A G E R 2. C R O W N D E S I G N E N G I N E E R ( E O R ) HO T W O R K I N C L U D E D SP E C I A L I N S P E C T I O N S R E Q U I R E D 1. H I G H S T R E N G T H B O L T S N/ A B A S E G R I N D I N G O N L Y N/ A BA S E W E L D I N G ( A N D G R I N D I N G ) N/ A A E R I A L G R I N D I N G O N L Y N/ A A E R I A L W E L D I N G ( A N D G R I N D I N G ) 0 MA G E D ( M A T T H E W ) A B D E L - M E S S I H , P . E . 20 0 0 C O R P O R A T E D R I V E CA N O N S B U R G , P A 1 5 3 1 7 (7 2 4 ) 4 1 6 - 2 0 0 0 EO R . A P P R O V A L @ C R O W N C A S T L E . C O M DY L A N B A K E R (4 8 0 ) 7 3 4 - 2 4 0 0 DY L A N . B A K E R @ C R O W N C A S T L E . C O M 20 5 5 S . S T E A R M A N D R I V E CH A N D L E R , A Z 8 5 2 8 6 TO W E R I N F O R M A T I O N TO W E R M A N U F A C T U R E R / D O C # : T S I / C C I S I T E S D O C # 1 5 5 0 7 9 2 TO W E R H E I G H T / T Y P E : 7 1 . 6 F T M O N O P O L E T O W E R TO W E R L O C A T I O N : L A T 3 4 º 0 6 ' 2 5 . 0 5 " DA T U M : ( N A D 1 9 8 3 ) L O N G - 1 1 8 º 0 2 ' 1 1 . 2 4 " EL E V 3 5 4 F T A M S L ST R U C T U R A L D E S I G N D R A W I N G : C C I / W O # 2 2 7 4 7 5 0 ST R U C T U R A L A N A L Y S I S R E P O R T : T E P / W O # 2 2 6 6 6 8 9 ST R U C T U R A L A N A L Y S I S D A T E : 1 1 / 1 3 / 2 3 OR D E R # : 6 5 8 1 0 3 R E V # 3 CC I S I T E S D O C U M E N T I D : 1 1 1 9 3 6 8 2 TH I S M O D I F I C A T I O N D E S I G N I S B A S E D O N T H E R E Q U I R E M E N T S O F T H E TI A - 2 2 2 - H S T R U C T U R A L S T A N D A R D S F O R S T E E L A N T E N N A T O W E R S A N D AN T E N N A S U P P O R T I N G S T R U C T U R E S B A S E D U P O N A N U L T I M A T E 3- S E C O N D G U S T W I N D S P E E D O F 9 5 M P H W I T H N O I C E A S R E Q U I R E D B Y TH E 2 0 2 2 C B C , 6 0 M P H U N D E R S E R V I C E L O A D S , E X P O S U R E C A T E G O R Y B AN D R I S K C A T E G O R Y I I . S E I S M I C F O R C E S W E R E C O N S I D E R E D B A S E D O N SP E C T R A L R E S P O N S E F A C T O R S S S=1 . 8 9 9 A N D S 1=0 . 6 4 3 . SH E E T N U M B E R DE S C R I P T I O N S- 1 S- 2 TI T L E P A G E MO D I F I C A T I O N I N S P E C T I O N C H E C K L I S T S- 3 & S - 4 S- 5 P O L E M O D I F I C A T I O N S C H E D U L E NO T E S DE T A I L S S- 6 - S - 9 DR A W I N G S I N C L U D E D SA F E T Y C L I M B : ' L O O K U P ' TH E I N T E G R I T Y O F T H E W I R E R O P E S A F E T Y C L I M B S Y S T E M S H A L L B E CO N S I D E R E D D U R I N G A L L S T A G E S O F D E S I G N , I N S T A L L A T I O N , A N D IN S P E C T I O N . T O W E R R E I N F O R C E M E N T S A N D E Q U I P M E N T I N S T A L L A T I O N S SH A L L N O T C O M P R O M I S E T H E I N T E G R I T Y O R F U N C T I O N A L U S E O F A N Y W I R E RO P E S A F E T Y C L I M B O N T H E S T R U C T U R E . T H I S S H A L L I N C L U D E , B U T N O T B E LI M I T E D T O : P I N C H I N G O F T H E W I R E R O P E , B E N D I N G O F T H E W I R E R O P E FR O M I T S S U P P O R T S , D I R E C T C O N T A C T O R C L O S E P R O X I M I T Y T O T H E W I R E RO P E W H I C H M A Y C A U S E F R I C T I O N A L W E A R , O R I M P A C T T O T H E A N C H O R A G E PO I N T S I N A N Y W A Y . A N Y C O M P R O M I S E D S A F E T Y C L I M B M U S T B E R E P O R T E D TO Y O U R C R O W N P O C F O R R E S O L U T I O N , I N C L U D I N G E X I S T I N G C O N D I T I O N S . &Y Q J S F T              &Q J       Ma g e d Ab d e l - Me s s i h Dig i t a l l y s i g n e d b y Ma g e d A b d e l - Me s s i h Da t e : 2 0 2 3 . 1 2 . 2 0 18 : 0 0 : 3 5 - 0 5 ' 0 0 ' S- 2 . NO . DA T E D E S C R I P T I O N B Y RE V I S I O N S TH I S D R A W I N G I S C O P Y R I G H T E D A N D I S T H E SO L E P R O P E R T Y O F C R O W N C A S T L E . I T I S PR O D U C E D S O L E L Y F O R U S E B Y C R O W N CA S T L E A N D I T S A F F I L I A T E S . R E P R O D U C T I O N OR U S E O F T H I S D R A W I N G A N D / O R T H E IN F O R M A T I O N C O N T A I N E D I N I T I S F O R B I D D E N WIT H O U T T H E W R I T T E N P E R M I S S I O N O F CR O W N C A S T L E . SIT E N A M E : T E M P L E C I T Y BU N U M B E R : 8 7 7 9 2 2 WO N U M B E R : 2 2 7 4 7 5 0 SIT E A D D R E S S : 14 1 W . L I V E O A K A V E . AR C A D I A , C A 9 1 0 0 7 LO S A N G E L E S C O U N T Y , U S A EN G / Q A B Y : DF T B Y : DF T / Q A B Y : AP R V ' D B Y : SC A L E : N . T . S . DA T E : DA T E : DA T E : DA T E : RE V ME B 1 2 / 1 8 / 2 3 EJ B 1 2 / 1 8 / 2 3 EJ B 1 2 / 1 8 / 2 3 ME B 1 2 / 1 9 / 2 3 MO D I F I C A T I O N IN S P E C T I O N CH E C K L I S T 0 CO N - F R M - 1 0 3 5 4 M I C H E C K L I S T RE Q U I R E D RE P O R T I T E M A P P L I C A B L E C R O W N D O C B R I E F D E S C R I P T I O N PR E - C O N S T R U C T I O N EO R A P P R O V E D S H O P D R A W I N G S C O N - S O W - 1 0 0 0 7 ON C E T H E P R E - M O D I F I C A T I O N M A P P I N G I S C O M P L E T E A N D P R I O R T O F A B R I C A T I O N , T H E C O N T R A C T O R S H A L L P R O V I D E DE T A I L E D A S S E M B L Y D R A W I N G S A N D / O R S H O P D R A W I N G S A L O N G W I T H E O R R F I F O R M D E T A I L I N G A N Y C H A N G E S F R O M TH E O R I G I N A L D E S I G N T O T H E E O R F O R R E V I E W A N D A P P R O V A L . FA B R I C A T I O N I N S P E C T I O N C O N - S O W - 1 0 0 0 7 A L E T T E R F R O M T H E F A B R I C A T O R , S T A T I N G T H A T T H E W O R K W A S P E R F O R M E D I N A C C O R D A N C E W I T H I N D U S T R Y ST A N D A R D S A N D T H E C O N T R A C T D O C U M E N T S , S H A L L B E P R O V I D E D T O T H E M I I N S P E C T O R F O R I N C L U S I O N I N T H E M I RE P O R T . FA B R I C A T O R C E R T I F I E D W E L D I N S P E C T I O N CO N - S O W - 1 0 0 0 7 CE D - S T D - 1 0 0 6 9 A C W I S H A L L I N S P E C T A L L W E L D I N G P E R F O R M E D O N S T R U C T U R A L M E M B E R S D U R I N G F A B R I C A T I O N . A W R I T T E N R E P O R T SH A L L B E P R O V I D E D T O T H E M I I N S P E C T O R F O R I N C L U S I O N I N T H E M I R E P O R T . MA T E R I A L T E S T R E P O R T S ( M T R ) CO N - S O W - 1 0 0 0 7 MA T E R I A L T E S T R E P O R T S S H A L L B E P R O V I D E D F O R M A T E R I A L U S E D A S R E Q U I R E D P E R S E C T I O N 9 . 2 . 5 O F C E D - S O W - 1 0 0 0 7 . MT R S S H A L L B E P R O V I D E D T O T H E M I I N S P E C T O R F O R I N C L U S I O N I N T H E M I R E P O R T . FA B R I C A T O R N D E I N S P E C T I O N R E P O R T CE D - S O W - 1 0 0 6 6 CE D - S T D - 1 0 0 6 9 CR I T I C A L S H O P W E L D S T H A T R E Q U I R E T E S T I N G A R E N O T E D O N T H E S E C O N T R A C T D R A W I N G S . A C E R T I F I E D N D T IN S P E C T O R S H A L L P E R F O R M N O N - D E S T R U C T I V E E X A M I N A T I O N A N D A R E P O R T S H A L L B E P R O V I D E D T O T H E M I I N S P E C T O R FO R I N C L U S I O N I N T H E M I R E P O R T . ND E O F M O N O P O L E B A S E P L A T E E N G - S O W - 1 0 0 3 3 A N D E O F T H E P O L E T O B A S E P L A T E C O N N E C T I O N I S R E Q U I R E D A N D A W R I T T E N R E P O R T S H A L L B E P R O V I D E D T O T H E M I IN S P E C T O R F O R I N C L U S I O N I N T H E M I R E P O R T . P A C K I N G S L I P S C O N - S O W - 1 0 0 0 7 P A C K I N G / S H I P P I N G L I S T F O R A L L M A T E R I A L U S E D D U R I N G C O N S T R U C T I O N O F T H E M O D I F I C A T I O N AD D I T I O N A L T E S T I N G A N D I N S P E C T I O N S : CO N S T R U C T I O N FO U N D A T I O N I N S P E C T I O N S C E D - S O W - 1 0 1 4 4 A V I S U A L O B S E R V A T I O N O F T H E E X C A V A T I O N A N D R E B A R S H A L L B E P E R F O R M E D B E F O R E P L A C I N G T H E C O N C R E T E . A VIS U A L O B S E R V A T I O N O F T H E R E B A R S H A L L B E P E R F O R M E D B E F O R E P L A C I N G T H E E P O X Y . A S E A L E D W R I T T E N R E P O R T SH A L L B E P R O V I D E D T O T H E M I I N S P E C T O R F O R I N C L U S I O N I N T H E M I R E P O R T . CO N C R E T E C O M P . S T R E N G T H A N D S L U M P TE S T CE D - S O W - 1 0 1 4 4 TH E C O N C R E T E M I X D E S I G N , S L U M P T E S T , A N D C O M P R E S S I V E S T R E N G T H T E S T S S H A L L B E P R O V I D E D A S P A R T O F T H E FO U N D A T I O N R E P O R T . EA R T H W O R K : S O I L C O M P A C T I O N C E D - S O W - 1 0 1 4 4 FO U N D A T I O N S O I L C O M P A C T I O N S H A L L B E I N S P E C T E D A N D A P P R O V E D B Y A N A P P R O V E D F O U N D A T I O N I N S P E C T O R A N D RE S U L T S I N C L U D E D A S P A R T O F T H E F O U N D A T I O N R E P O R T . EA R T H W O R K : B E A R I N G C A P A C I T Y C E D - S O W - 1 0 1 4 4 FO U N D A T I O N S U B - G R A D E S S H A L L B E I N S P E C T E D A N D A P P R O V E D B Y A N A P P R O V E D F O U N D A T I O N I N S P E C T O R A N D RE S U L T S I N C L U D E D A S P A R T O F T H E F O U N D A T I O N R E P O R T . MIC R O P I L E / R O C K A N C H O R C E D - S O W - 1 0 1 4 4 MIC R O P I L E S / R O C K A N C H O R S S H A L L B E I N S P E C T E D B Y T H E F O U N D A T I O N I N S P E C T I O N V E N D O R A N D S H A L L B E I N C L U D E D A S PA R T O F T H E F O U N D A T I O N I N S P E C T I O N R E P O R T , A D D I T I O N A L T E S T I N G A N D / O R I N S P E C T I O N R E Q U I R E M E N T S A R E N O T E D I N TH E S E C O N T R A C T D O C U M E N T S A N D G E N E R A L N O T E S P A G E T W O . PO S T - I N S T A L L E D A N C H O R R O D V E R I F I C A T I O N CO N - S O W - 1 0 0 0 7 CO N - F R M - 1 0 3 5 8 PO S T I N S T A L L E D A N C H O R R O D V E R I F I C A T I O N S H A L L B E P E R F O R M E D I N A C C O R D A N C E W I T H C R O W N R E Q U I R E M E N T S A N D A RE P O R T S H A L L B E P R O V I D E D T O T H E M I I N S P E C T O R F O R I N C L U S I O N I N T H E M I R E P O R T . BA S E P L A T E G R O U T V E R I F I C A T I O N E N G - S T D - 1 0 3 2 3 TH E G E N E R A L C O N T R A C T O R S H A L L P R O V I D E D O C U M E N T A T I O N T O T H E M I I N S P E C T O R T H A T C E R T I F I E S T H A T T H E G R O U T WA S R E M O V E D A N D / O R I N S T A L L E D I N A C C O R D A N C E W I T H C R O W N R E Q U I R E M E N T S F O R I N C L U S I O N I N T H E M I R E P O R T . EL E P H A N T A R M O R O P S - S O W - 1 0 3 3 1 P H O T O S S H A L L B E S U B M I T T E D I N A C C O R D A N C E W I T H S E C T I O N 6 F O R I N C L U S I O N I N T H E M I R E P O R T FIE L D C E R T I F I E D W E L D I N S P E C T I O N CE D - S O W - 1 0 0 6 6 CE D - S T D - 1 0 0 6 9 A C R O W N A P P R O V E D C E R T I F I E D W E L D I N S P E C T O R S H A L L I N S P E C T A N D T E S T F I E L D W E L D S , F O L L O W I N G A L L P R O C E D U R E S SP E C I F I E D I N C R O W N S T A N D A R D D O C U M E N T S A P P L I C A B L E T O W E L D I N S P E C T I O N S . A R E P O R T S H A L L B E P R O V I D E D . N D E OF F I E L D W E L D S S H A L L B E P E R F O R M E D A S R E Q U I R E D B Y C R O W N S T A N D A R D S A N D C O N T R A C T D O C U M E N T S . T H E N D E RE P O R T S H A L L B E I N C L U D E D I N T H E C W I R E P O R T . FIE L D N D E CO N - S T D - 1 0 1 5 9 CO N - S O W - 1 0 0 0 7 A N D E O F T H E F I E L D W E L D S I N A C C O R D A N C E W I T H C O N - S T D - 1 0 1 5 9 A N D A N Y A D D I T I O N A L N D E R E Q U I R E M E N T S N O T E D I N TH E S E D E S I G N D O C U M E N T S ON - S I T E C O L D G A L V A N I Z I N G V E R I F I C A T I O N CO N - S T D - 1 0 1 4 9 CO N - F R M - 1 0 3 5 8 TH E G E N E R A L C O N T R A C T O R S H A L L P R O V I D E W R I T T E N A N D P H O T O G R A P H I C D O C U M E N T A T I O N T O T H E M I I N S P E C T O R VE R I F Y I N G T H A T A N Y O N - S I T E C O L D G A L V A N I Z I N G W A S A P P L I E D P E R M A N U F A C T U R E R S P E C I F I C A T I O N S A N D A P P L I C A B L E ST A N D A R D S . TE N S I O N T W I S T A N D P L U M B C O N - S T D - 1 0 2 6 1 TH E G E N E R A L C O N T R A C T O R S H A L L P R O V I D E A R E P O R T I N A C C O R D A N C E W I T H A P P L I C A B L E S T A N D A R D S D O C U M E N T I N G TE N S I O N T W I S T A N D P L U M B . TO W E R P L U M B D E L I V E R A B L E S C O N - S O W - 1 0 0 0 7 TH E C O N T R A C T O R S H A L L P R O V I D E W R I T T E N A N D P H O T O G R A P H I C D O C U M E N T A T I O N T O T H E M I I N S P E C T O R V E R I F Y I N G T H E TO W E R P L U M B C O N D I T I O N S E E R E Q U I R E M E N T S O N G E N E R A L N O T E S S H E E T P A G E T W O CA N I S T E R D R A W I N G S C O N - S O W - 1 0 0 0 7 TH E C O N T R A C T O R S H A L L S U B M I T A L E G I B L E C O P Y O F A N Y F I N A L F A B R I C A T I O N O R P A R T S D R A W I N G S P R O V I D E D B Y T H E CA N I S T E R V E N D O R GC A S - B U I L T D R A W I N G S C O N - S O W - 1 0 0 0 7 TH E G E N E R A L C O N T R A C T O R S H A L L S U B M I T A L E G I B L E C O P Y O F T H E O R I G I N A L D E S I G N D R A W I N G S E I T H E R S T A T I N G "IN S T A L L E D A S D E S I G N E D " O R N O T I N G A N Y C H A N G E S T H A T W E R E R E Q U I R E D A N D A P P R O V E D B Y T H E E N G I N E E R O F RE C O R D . E O R / R F I F O R M S A P P R O V I N G A L L C H A N G E S S H A L L B E S U B M I T T E D AD D I T I O N A L T E S T I N G A N D I N S P E C T I O N S : PO S T - C O N S T R U C T I O N CO N S T R U C T I O N C O M P L I A N C E L E T T E R CO N - S O W - 1 0 0 0 7 CO N - F R M - 1 0 3 5 8 A L E T T E R F R O M T H E G E N E R A L C O N T R A C T O R S T A T I N G T H A T T H E W O R K M A N S H I P W A S P E R F O R M E D I N A C C O R D A N C E W I T H IN D U S T R Y S T A N D A R D S A N D T H E S E C O N T R A C T D R A W I N G S PO S T - I N S T A L L E D A N C H O R R O D P U L L T E S T S C E D - P R C - 1 0 1 1 9 PO S T - I N S T A L L E D A N C H O R R O D S S H A L L B E T E S T E D B Y A C R O W N A P P R O V E D P U L L T E S T I N S P E C T O R A N D A R E P O R T S H A L L BE P R O V I D E D I N D I C A T I N G T E S T I N G R E S U L T S . PH O T O G R A P H S C O N - S O W - 1 0 0 0 7 PH O T O G R A P H S S H A L L B E S U B M I T T E D T O T H E M I . P H O T O S S H A L L D O C U M E N T A L L P H A S E S O F T H E C O N S T R U C T I O N . T H E PH O T O S S H A L L B E O R G A N I Z E D I N A M A N N E R T H A T E A S I L Y I D E N T I F I E S T H E E X A C T L O C A T I O N O F T H E P H O T O . BO L T H O L E I N S T A L L A T I O N V E R I F I C A T I O N RE P O R T CO N - S O W - 1 0 0 0 7 TH E M I I N S P E C T O R S H A L L V E R I F Y T H E H O L E S I Z E A N D C O N D I T I O N O F 1 0 % O F A L L N O N P R E - T E N S I O N E D B O L T S I N S T A L L E D AS P A R T O F T H E M O D I F I C A T I O N . T H E M I R E P O R T S H A L L C O N T A I N T H E C O M P L E T E D B O L T I N S T A L L A T I O N V E R I F I C A T I O N RE P O R T , I N C L U D I N G T H E S U P P O R T I N G P H O T O G R A P H S . PU N C H L I S T D E V E L O P M E N T A N D C O R R E C T I O N DO C U M E N T A T I O N CO N - P R C - 1 0 2 8 3 CO N - F R M - 1 0 2 8 5 FIN A L P U N C H L I S T I N D I C A T I N G A L L N O N C O N F O R M A N C E ( S ) I D E N T I F I E D A N D T H E F I N A L R E S O L U T I O N / A P P R O V A L . MI I N S P E C T O R R E C O R D D R A W I N G ( S ) CO N - S O W - 1 0 0 0 7 TH E M I I N S P E C T O R S H A L L O B S E R V E A N D R E P O R T A N Y D I S C R E P A N C I E S B E T W E E N T H E C O N T R A C T O R ' S R E D L I N E D R A W I N G AN D T H E A C T U A L C O M P L E T E D I N S T A L L A T I O N . AD D I T I O N A L T E S T I N G A N D I N S P E C T I O N S : TH E M I C H E C K L I S T S H A L L B E R E V I E W E D P R I O R T O T H E S T A R T O F C O N S T R U C T I O N . A L L P A R T I E S T O T H E M O D I F I C A T I O N S H A L L U N D E R S T A N D C R O W N R EQ U I R E M E N T S A N D I N S P E C T I O N / D O C U M E N T A T I O N T H A T I S A P P L I C A B L E T O T H E S C O P E O F W O R K T H E Y AR E P E R F O R M I N G . E R R O R S O N T H E M I C H E C K L I S T S H A L L B E B R O U G H T T O T H E A T T E N T I O N O F T H E C R O W N P O C A N D E O R A S S O O N A S P O S S I B L E . X X X X N/A X N/A N/A N/ A N/ A N/ A N/ A N/A N/A N/A N/A N/A X N/A N/A N/A X N/A X N/A X N/A X X N/AX GE N E R A L TH E M I I S A N O N - S I T E V I S U A L A N D H A N D S - O N I N S P E C T I O N O F T O W E R M O D I F I C A T I O N S I N C L U D I N G A R E V I E W O F C O N S T R U C T I O N R E P O R T S A N D AD D I T I O N A L P E R T I N E N T D O C U M E N T A T I O N P R O V I D E D B Y T H E G E N E R A L C O N T R A C T O R ( G C ) , A S W E L L A S A N Y I N S P E C T I O N D O C U M E N T S P R O V I D E D B Y 3R D P A R T Y I N S P E C T O R S . T H E M I I S T O E N S U R E T H E I N S T A L L A T I O N W A S C O N S T R U C T E D I N A C C O R D A N C E W I T H T H E C O N T R A C T D O C U M E N T S , N A M E L Y TH E M O D I F I C A T I O N D R A W I N G S ; I N A C C O R D A N C E W I T H A P P L I C A B L E C R O W N S T A N D A R D S ; A N D A S D E S I G N E D B Y T H E E N G I N E E R O F R E C O R D ( E O R ) . NO D O C U M E N T , C O D E O R P O L I C Y C A N A N T I C I P A T E E V E R Y S I T U A T I O N T H A T MA Y A R I S E . A C C O R D I N G L Y , T H I S C H E C K L I S T I S I N T E N D E D T O S E R V E A S A SO U R C E O F G U I D I N G P R I N C I P L E S I N E S T A B L I S H I N G G U I D E L I N E S F O R M O D I F I C A T I O N I N S P E C T I O N . TH E M I I S T O C O N F I R M I N S T A L L A T I O N C O N F I G U R A T I O N A N D W O R K M A N S H I P O N L Y A N D I S N O T A R E V I E W O F T H E M O D I F I C A T I O N D E S I G N I T S E L F , A N D T H E MI I N S P E C T O R D O E S N O T T A K E O W N E R S H I P O F T H E M O D I F I C A T I O N D E S I G N . O W N E R S H I P O F T H E S T R U C T U R A L M O D I F I C A T I O N D E S I G N E F F E C T I V E N E S S AN D I N T E G R I T Y R E S I D E S W I T H T H E E O R A T A L L T I M E S . T H E M I I N S P E C T O R S H A L L I N S P E C T A N D N O T E C O N F O R M A N C E / N O N C O N F O R M A N C E A N D P R O V I D E TO T H E C R O W N P O I N T O F C O N T A C T ( C R O W N P O C ) F O R E V A L U A T I O N . TO E N S U R E T H A T T H E R E Q U I R E M E N T S O F T H E M I A R E M E T , I T I S V I T A L T H A T T H E G E N E R A L C O N T R A C T O R ( G C ) A N D T H E M I I N S P E C T O R B E G I N CO M M U N I C A T I N G A N D C O O R D I N A T I N G A S S O O N A S A P U R C H A S E O R D E R ( P O ) I S R E C E I V E D . I T I S E X P E C T E D T H A T E A C H P A R T Y W I L L B E P R O A C T I V E IN RE A C H I N G O U T T O T H E O T H E R P A R T Y . I F C O N T A C T I N F O R M A T I O N I S N O T K N O W N T H E G C A N D / O R I N S P E C T O R S H A L L C O N T A C T T H E C R O W N P O I N T O F CO N T A C T ( C R O W N P O C ) . RE F E R T O C R O W N C O N - S O W - 1 0 0 0 7 , " M O D I F I C A T I O N I N S P E C T I O N " , F O R F U R T H E R D E T A I L S A N D R E Q U I R E M E N T S . SE R V I C E L E V E L C O M M I T M E N T TH E F O L L O W I N G R E C O M M E N D A T I O N S A N D S U G G E S T I O N S A R E O F F E R E D T O E N H A N C E T H E E F F I C I E N C Y A N D E F F E C T I V E N E S S O F D E L I V E R I N G A N M I RE P O R T : x TH E G C S H A L L P R O V I D E A M I N I M U M O F 5 B U S I N E S S D A Y S N O T I C E , P R E F E R AB L Y 1 0 , T O T H E M I I N S P E C T O R A S T O W H E N T H E S I T E W I L L B E R E A D Y FO R T H E M I T O B E C O N D U C T E D . x TH E G C A N D M I I N S P E C T O R C O O R D I N A T E C L O S E L Y T H R O U G H O U T T H E E N T I R E P R O J E C T . x WH E N P O S S I B L E , I T I S P R E F E R R E D T O H A V E T H E G C A N D M I I N S P E C T O R O N - S I T E D U R I N G T H E M I T O H A V E A N Y M I N O R D E F I C I E N C I E S C O R R E C T E D DU R I N G T H E I N I T I A L M I . T H E R E F O R E , T H E G C M A Y C H O O S E T O C O O R D I N A T E T H E M I C A R E F U L L Y T O E N S U R E A L L C O N S T R U C T I O N F A C I L I T I E S A R E AT T H E I R D I S P O S A L W H E N T H E M I I N S P E C T O R I S O N S I T E . RE Q U I R E D P H O T O S BE T W E E N T H E G C A N D T H E M I I N S P E C T O R T H E F O L L O W I N G P H O T O G R A P H S , A T A M I N I M U M , A R E T O B E T A K E N A N D I N C L U D E D I N T H E M I R E P O R T : x PR E - C O N S T R U C T I O N G E N E R A L S I T E C O N D I T I O N x PH O T O G R A P H S D U R I N G T H E R E I N F O R C E M E N T M O D I F I C A T I O N C O N S T R U C T I O N / E R E C T I O N A N D I N S P E C T I O N xx RA W M A T E R I A L S xx PH O T O S O F A L L C R I T I C A L D E T A I L S xx FO U N D A T I O N M O D I F I C A T I O N S xx WE L D P R E P A R A T I O N xx BO L T I N S T A L L A T I O N xx FIN A L I N S T A L L E D C O N D I T I O N xx SU R F A C E C O A T I N G R E P A I R x PO S T C O N S T R U C T I O N P H O T O G R A P H S xx FIN A L I N F I E L D C O N D I T I O N PH O T O S O F E L E V A T E D M O D I F I C A T I O N S T A K E N O N L Y F R O M T H E G R O U N D S H A L L B E C O N S I D E R E D I N A D E Q U A T E . TH I S I S N O T A C O M P L E T E L I S T O F R E Q U I R E D P H O T O S , F O R A C O M P L E T E L I S T O F P H O T O S S E E C R O W N D O C U M E N T # C E D - S O W - 1 0 0 0 7 . MO D I F I C A T I O N I N S P E C T I O N N O T E S &Y Q J S F T              J       Ma g e d Ab d e l - Me s s i h Di g i t a l l y s i g n e d b y Ma g e d A b d e l - M e s s i h Da t e : 2 0 2 3 . 1 2 . 2 0 18 : 0 1 : 0 6 - 0 5 ' 0 0 ' S- 3 NO T E S . NO . DA T E D E S C R I P T I O N B Y RE V I S I O N S TH I S D R A W I N G I S C O P Y R I G H T E D A N D I S T H E SO L E P R O P E R T Y O F C R O W N C A S T L E . I T I S PR O D U C E D S O L E L Y F O R U S E B Y C R O W N CA S T L E A N D I T S A F F I L I A T E S . R E P R O D U C T I O N OR U S E O F T H I S D R A W I N G A N D / O R T H E IN F O R M A T I O N C O N T A I N E D I N I T I S F O R B I D D E N WIT H O U T T H E W R I T T E N P E R M I S S I O N O F CR O W N C A S T L E . SIT E N A M E : T E M P L E C I T Y BU N U M B E R : 8 7 7 9 2 2 WO N U M B E R : 2 2 7 4 7 5 0 SIT E A D D R E S S : 14 1 W . L I V E O A K A V E . AR C A D I A , C A 9 1 0 0 7 LO S A N G E L E S C O U N T Y , U S A EN G / Q A B Y : DF T B Y : DF T / Q A B Y : AP R V ' D B Y : SC A L E : N . T . S . DA T E : DA T E : DA T E : DA T E : RE V ME B 1 2 / 1 8 / 2 3 EJ B 1 2 / 1 8 / 2 3 EJ B 1 2 / 1 8 / 2 3 ME B 1 2 / 1 9 / 2 3 0 GE N E R A L N O T E S 1. T h e G e n e r a l C o n t r a c t o r ( G C ) s h a l l r e f e r e n c e C O N - S T D - 1 0 1 5 9 , " T o w e r Mo d i f i c a t i o n C o n s t r u c t i o n S p e c i f i c a t i o n s " , a s a c o n t i n u a t i o n o f t h e f o l l o w i n g Ge n e r a l N o t e s . T h e G C s h a l l k e e p a p r i n t e d o r e l e c t r o n i c c o p y o f t h i s do c u m e n t w i t h t h e S t r u c t u r a l D e s i g n D r a w i n g s ( S D D ) a t a l l t i m e s , i n a l o c a t i o n ac c e s s i b l e t o a l l C o n t r a c t o r P e r s o n n e l , a n d s h a l l e n s u r e t h a t a l l C o n t r a c t o r Pe r s o n n e l a r e a w a r e o f t h e i n f o r m a t i o n e n c l o s e d w i t h i n t h e G e n e r a l N o t e s a n d CO N - S T D - 1 0 1 5 9 . 2. T h e C o n t r a c t D o c u m e n t s a r e t h e p r o p e r t y o f C r o w n C a s t l e ( C r o w n ) . T h e y a r e pr o v i d e d t o t h e G C a n d i t s L o w e r T i e r C o n t r a c t o r s a n d m a t e r i a l s u p p l i e r s f o r th e l i m i t e d p u r p o s e o f u s e i n c o m p l e t i n g t h e W o r k f o r t h i s S i t e , a n d s h a l l b e ke p t i n s t r i c t c o n f i d e n c e a n d n o t d i s c l o s e d t o a n y t h i r d p a r t i e s . T h e C o n t r a c t Do c u m e n t s s h a l l n o t b e u s e d f o r a n y o t h e r p u r p o s e w h a t s o e v e r w i t h o u t t h e pr i o r w r i t t e n c o n s e n t o f C r o w n . 3. D e t a i l d r a w i n g s , i n c l u d i n g n o t e s a n d t a b l e s , s h a l l g o v e r n o v e r g e n e r a l n o t e s an d t y p i c a l d e t a i l s . C o n t a c t t h e C r o w n P o i n t o f C o n t a c t ( P O C ) a n d E n g i n e e r o f Re c o r d ( E O R ) f o r c l a r i f i c a t i o n a s n e e d e d . 4. D o n o t s c a l e d r a w i n g s . 5. A n y W o r k p e r f o r m e d w i t h o u t a p r e f a b r i c a t i o n m a p p i n g i s d o n e a t t h e r i s k o f t h e GC a n d / o r f a b r i c a t o r . A l l d i m e n s i o n s o f e x i s t i n g s t r u c t u r a l e l e m e n t s a r e as s u m e d b a s e d o n t h e a v a i l a b l e d o c u m e n t a t i o n a n d a r e p r e l i m i n a r y u n t i l fie l d - v e r i f i e d b y t h e G C , u n l e s s n o t e d o t h e r w i s e ( U N O ) . W h e r e d i s c r e p a n c i e s ar e f o u n d , G C s h a l l c o n t a c t t h e C r o w n P O C a n d E O R t h r o u g h R F I . 6. F o r t h i s a n a l y s i s a n d m o d i f i c a t i o n , t h e t o w e r h a s b e e n a s s u m e d t o b e i n g o o d co n d i t i o n w i t h o u t a n y s t r u c t u r a l d e f e c t s , U N O . I f t h e G C d i s c o v e r s a n y in d i c a t i o n o f a n e x i s t i n g s t r u c t u r a l d e f e c t , c o n t a c t t h e C r o w n P O C a n d E O R im m e d i a t e l y . 7. A l l c o n s t r u c t i o n m e a n s a n d m e t h o d s , i n c l u d i n g b u t n o t l i m i t e d t o e r e c t i o n p l a n s , rig g i n g p l a n s , c l i m b i n g p l a n s , a n d r e s c u e p l a n s , s h a l l b e t h e r e s p o n s i b i l i t y o f th e G C r e s p o n s i b l e f o r t h e e x e c u t i o n o f t h e W o r k c o n t a i n e d h e r e i n , a n d s h a l l me e t A N S I / A S S E A 1 0 . 4 8 ( l a t e s t e d i t i o n ) ; f e d e r a l , s t a t e , a n d l o c a l r e g u l a t i o n s ; an d a n y a p p l i c a b l e i n d u s t r y c o n s e n s u s s t a n d a r d s r e l a t e d t o t h e c o n s t r u c t i o n ac t i v i t i e s b e i n g p e r f o r m e d . A l l r i g g i n g p l a n s s h a l l a d h e r e t o A N S I / A S S E A 1 0 . 4 8 (la t e s t e d i t i o n ) a n d C r o w n s t a n d a r d C E D - S T D - 1 0 2 5 3 , " R i g g i n g P r o g r a m " , in c l u d i n g t h e r e q u i r e d i n v o l v e m e n t o f a q u a l i f i e d e n g i n e e r f o r c l a s s I V co n s t r u c t i o n t o c e r t i f y t h e s u p p o r t i n g s t r u c t u r e ( s ) i n a c c o r d a n c e w i t h t h e AN S I / T I A - 3 2 2 ( l a t e s t e d i t i o n ) . 8. T h e s t r u c t u r a l i n t e g r i t y o f t h e m o d i f i c a t i o n d e s i g n e x t e n d s t o t h e c o m p l e t e co n d i t i o n o n l y . T h e G C m u s t b e c o g n i z a n t t h a t t h e r e m o v a l o f a n y s t r u c t u r a l co m p o n e n t o f a n e x i s t i n g t o w e r h a s t h e p o t e n t i a l t o c a u s e t h e p a r t i a l o r co m p l e t e c o l l a p s e o f t h e s t r u c t u r e . A l l n e c e s s a r y p r e c a u t i o n s m u s t b e t a k e n t o en s u r e s t r u c t u r a l i n t e g r i t y , i n c l u d i n g , b u t n o t l i m i t e d t o , e n g i n e e r i n g a s s e s s m e n t of c o n s t r u c t i o n s t r e s s e s w i t h i n s t a l l a t i o n m a x i m u m w i n d s p e e d a n d / o r te m p o r a r y b r a c i n g a n d s h o r i n g . 9. A e r i a l a n d u n d e r g r o u n d u t i l i t i e s a n d f a c i l i t i e s m a y o r m a y n o t b e s h o w n o n t h e dr a w i n g s . T h e G C s h a l l t a k e e v e r y p r e c a u t i o n t o p r e s e r v e a n d p r o t e c t t h e s e it e m s , w h i c h m a y i n c l u d e a e r i a l o r u n d e r g r o u n d p o w e r l i n e s , t e l e p h o n e l i n e s , wa t e r l i n e s , s e w e r l i n e s , c a b l e t e l e v i s i o n f a c i l i t i e s , p i p e l i n e s , s t r u c t u r e s a n d ot h e r p u b l i c a n d p r i v a t e i m p r o v e m e n t s w i t h i n o r a d j a c e n t t o t h e W o r k a r e a . T h e re s p o n s i b i l i t y f o r d e t e r m i n i n g t h e a c t u a l o n - s i t e l o c a t i o n o f t h e s e i t e m s s h a l l re s t e x c l u s i v e l y w i t h t h e G C . 10 . A l l m a n u f a c t u r e r ' s h a r d w a r e a s s e m b l y i n s t r u c t i o n s s h a l l b e f o l l o w e d , U N O . Co n f l i c t i n g n o t e s s h a l l b e b r o u g h t t o t h e a t t e n t i o n o f t h e E O R a n d t h e C r o w n PO C . 11 . T h e G C s h a l l f a b r i c a t e a l l r e q u i r e d i t e m s p e r t h e m a t e r i a l s s p e c i f i e d b e l o w , UN O o n t h e d e t a i l d r a w i n g s h e e t s . I f t h e G C f i n d s f o r a n y c o m p o n e n t t h a t t h e ma t e r i a l s h a v e n o t b e e n c l e a r l y s p e c i f i e d , t h e G C s h a l l s u b m i t a n R F I t o t h e EO R t o c o n f i r m t h e r e q u i r e d m a t e r i a l . All s t r u c t u r a l e l e m e n t s s h a l l b e n e w a n d s h a l l c o n f o r m t o t h e f o l l o w i n g re q u i r e m e n t s , U N O : Mo n o p o l e s : x Str u c t u r a l s h a p e s a n d p l a t e s : A S T M A 5 7 2 G r a d e 6 5 ( F Y = 6 5 K S I ) x We l d i n g e l e c t r o d e s , S M A W : E 8 0 X X x We l d i n g e l e c t r o d e s , F C A W : E 8 X T - X X x We l d i n g e l e c t r o d e s , G M A W : E R 8 0 S - X Se l f - S u p p o r t a n d G u y e d T o w e r s : x Str u c t u r a l s h a p e s a n d p l a t e s : A S T M A 5 7 2 G r a d e 5 0 ( F Y = 5 0 K S I ) x We l d i n g e l e c t r o d e s , S M A W : E 7 0 X X x We l d i n g e l e c t r o d e s , F C A W : E 7 X T - X X x We l d i n g e l e c t r o d e s , G M A W : E R 7 0 S - X All t o w e r t y p e s : x Ste e l a n g l e : A S T M A 5 7 2 G r a d e 5 0 ( F Y = 5 0 K S I ) x So l i d r o d : A S T M A 3 6 ( F Y = 3 6 K S I ) x Pi p e / t u b e ( r o u n d ) : A S T M A 5 0 0 G r a d e C ( F Y = 5 0 K S I ) x Pi p e / t u b e ( s q u a r e ) : A S T M A 5 0 0 G r a d e C ( F Y = 5 0 K S I ) x Bo l t s : A S T M F 3 1 2 5 G r a d e A 3 2 5 T y p e 1 x U- b o l t s : A S T M A 3 0 7 G r a d e A , o r S A E J 4 2 9 G r a d e 2 x Nu t s : A S T M A 5 6 3 G r a d e D H x Wa s h e r s : A S T M F 4 3 6 T y p e 1 x Gu y W i r e s : A S T M A 4 7 5 G r a d e E H S x Br i d g e S t r a n d : A S T M A 5 8 6 G r a d e 1 12 . A f t e r f a b r i c a t i o n , h o t - d i p g a l v a n i z e a l l s t e e l i t e m s , U N O . G a l v a n i z e p e r A S T M A1 2 3 , A S T M A 1 5 3 / A 1 5 3 M , o r A S T M A 6 5 3 G 9 0 , a s a p p l i c a b l e . A S T M A 4 9 0 bo l t s s h a l l n o t b e h o t - d i p g a l v a n i z e d , b u t s h a l l i n s t e a d b e c o a t e d w i t h M a g n i 56 5 o r E O R a p p r o v e d e q u i v a l e n t , p e r A S T M F 2 8 3 3 . 13 . C o n t r a c t o r P e r s o n n e l s h a l l n o t d r i l l h o l e s i n a n y n e w o r e x i s t i n g s t r u c t u r a l me m b e r s , o t h e r t h a n t h o s e d r i l l e d h o l e s s h o w n o n s t r u c t u r a l d r a w i n g s , w i t h o u t th e a p p r o v a l o f t h e E O R . 14 . F o r a l i s t o f C r o w n - a p p r o v e d c o l d g a l v a n i z i n g c o m p o u n d s , r e f e r t o CO N - S T D - 1 0 1 4 9 , “ T o w e r P r o t e c t i v e C o a t i n g s G u i d e l i n e s ” . 15 . A l l e x p o s e d s t r u c t u r a l s t e e l a s t h e r e s u l t o f t h i s s c o p e o f W o r k i n c l u d i n g w e l d s (a f t e r f i n a l i n s p e c t i o n o f t h e w e l d b y t h e C W I ) , f i e l d d r i l l e d h o l e s , a n d s h a f t in t e r i o r s ( w h e r e a c c e s s i b l e ) , s h a l l b e c l e a n e d a n d t w o ( 2 ) c o a t s c o l d ga l v a n i z i n g s h a l l b e a p p l i e d b y b r u s h i n a c c o r d a n c e w i t h C O N - S T D - 1 0 1 4 9 , “T o w e r P r o t e c t i v e C o a t i n g s G u i d e l i n e s ” . P h o t o d o c u m e n t a t i o n i s r e q u i r e d t o b e su b m i t t e d t o t h e M I I n s p e c t o r . 16 . I f r e m o v a l o f e x i s t i n g m o d i f i c a t i o n s i s r e q u i r e d p e r t h e m o d i f i c a t i o n s c o p e , t h e GC s h a l l c l e a n a n d c o l d g a l v a n i z e a n y e x i s t i n g e m p t y b o l t h o l e s , U N O . I f ad d i t i o n a l u n e x p e c t e d , o v e r s i z e d , o r s l o t t e d h o l e s a r e f o u n d , t h e G C s h a l l co n t a c t t h e E O R a n d C r o w n P O C f o r g u i d a n c e p r i o r t o p r o c e e d i n g w i t h t h e mo d i f i c a t i o n s . 17 . A l l W o r k i n v o l v i n g b a s e p l a t e g r o u t s c o p e i t e m s o r r e s u l t i n g i n d i s t u r b a n c e o f ba s e p l a t e g r o u t s h a l l r e f e r e n c e E N G - S T D - 1 0 3 2 3 , " B a s e P l a t e G r o u t " , a n d sh a l l f o l l o w a n y B a s e P l a t e G r o u t R e m o v a l N o t e s c o n t a i n e d h e r e i n . 18 . I f s c o p e o f m o d i f i c a t i o n i n v o l v e s b a r k r e m o v a l o r i n s t a l l a t i o n , t h e G C s h a l l re f e r e n c e C E D - S O W - 1 0 2 6 5 , " T r e e C o n c e a l m e n t f o r M o n o p o l e s " , a s w e l l a s CE D - S T D - 1 0 3 9 5 , " I n s t a l l a t i o n G u i d e l i n e s f o r B a r k S u r f a c e s " . 19 . I f s c o p e o f m o d i f i c a t i o n i n v o l v e s c o n c e a l m e n t c o m p o n e n t s i n c l u d i n g b r a n c h i n g , th e G C s h a l l r e f e r e n c e C E D - C A T - 1 0 3 9 8 “ M o n o p o l e C o n c e a l e d D e c o r a t i v e St r u c t u r e s ( C D S ) A p p r o v e d C o m p o n e n t s ” . A l l n e w b r a n c h i n s t a l l a t i o n s r e q u i r e te t h e r i n g . 20 . I f s c o p e o f m o d i f i c a t i o n i n v o l v e s c a t h o d i c p r o t e c t i o n , t h e G C s h a l l r e f e r e n c e CE D - S O W - 1 0 3 9 7 , " C a t h o d i c P r o t e c t i o n I n s t a l l a t i o n , R e p l a c e m e n t , a n d En h a n c e m e n t " . 21 . A l l t o w e r g r o u n d i n g a f f e c t e d b y t h e W o r k s h a l l b e r e p a i r e d o r r e p l a c e d i n ac c o r d a n c e w i t h O P S - S T D - 1 0 0 9 0 , " T o w e r G r o u n d i n g " , a n d O P S - B U L - 1 0 1 3 3 , "G r o u n d i n g R e p a i r R e c o m m e n d a t i o n " . 22 . I f s c o p e o f m o d i f i c a t i o n r e q u i r e s r e m o v a l o r c o v e r i n g o f t o w e r I D t a g , t h e t a g mu s t b e r e p l a c e d . 23 . A n y h a r d w a r e r e m o v e d f r o m t h e e x i s t i n g t o w e r s h a l l b e r e p l a c e d w i t h n e w ha r d w a r e o f e q u a l s i z e a n d q u a l i t y , U N O . N o e x i s t i n g f a s t e n e r s s h a l l b e r e u s e d . 24 . A l l j o i n t s u s i n g A S T M A 3 2 5 o r A 4 9 0 b o l t s , U - b o l t s , V - b o l t s , a n d t h r e a d e d r o d s sh a l l b e s n u g t i g h t e n e d , U N O . 25 . A n u t l o c k i n g d e v i c e s h a l l b e i n s t a l l e d o n a l l p r o p o s e d a n d / o r r e p l a c e d s n u g tig h t e n e d A S T M A 3 2 5 o r A 4 9 0 b o l t s , U - b o l t s , V - b o l t s , a n d t h r e a d e d r o d s . 26 . A l l j o i n t s a r e b e a r i n g t y p e c o n n e c t i o n s U N O . I f n o b o l t l e n g t h i s g i v e n i n t h e B i l l of M a t e r i a l s , t h e c o n n e c t i o n m a y i n c l u d e t h r e a d s i n t h e s h e a r p l a n e s , a n d t h e GC i s r e s p o n s i b l e f o r s i z i n g t h e l e n g t h o f t h e b o l t . 27 . B l i n d b o l t s s h a l l b e i n s t a l l e d p e r t h e i n s t a l l a t i o n s p e c i f i c a t i o n s o n t h e co r r e s p o n d i n g A p p r o v e d F a s t e n e r s h e e t s c o n t a i n e d i n C O N - C A T - 1 0 3 0 0 , "M o n o p o l e S t a n d a r d D r a w i n g s a n d A p p r o v e d R e i n f o r c e m e n t C o m p o n e n t s " . 28 . I f A S T M A 3 2 5 o r A 4 9 0 b o l t s , a n d / o r t h r e a d e d r o d s a r e s p e c i f i e d t o b e pr e - t e n s i o n e d , t h e s e s h a l l b e i n s t a l l e d a n d t i g h t e n e d t o t h e p r e t e n s i o n e d co n d i t i o n a c c o r d i n g t o t h e r e q u i r e m e n t s o f t h e R C S C S p e c i f i c a t i o n f o r St r u c t u r a l J o i n t s U s i n g A S T M H i g h S t r e n g t h B o l t s . 29 . A l l p r o p o s e d a n d / o r r e p l a c e d b o l t s s h a l l b e o f s u f f i c i e n t l e n g t h s u c h t h a t t h e en d o f t h e b o l t b e a t l e a s t f l u s h w i t h t h e f a c e o f t h e n u t . I t i s n o t p e r m i t t e d f o r th e b o l t e n d t o b e b e l o w t h e f a c e o f t h e n u t a f t e r t i g h t e n i n g i s c o m p l e t e d . &Y Q J S F T              J           Ma g e d Ab d e l - Me s s i h Dig i t a l l y s i g n e d b y Ma g e d A b d e l - Me s s i h Da t e : 2 0 2 3 . 1 2 . 2 0 18 : 0 1 : 3 6 - 0 5 ' 0 0 ' S- 4 . NO . DA T E D E S C R I P T I O N B Y RE V I S I O N S TH I S D R A W I N G I S C O P Y R I G H T E D A N D I S T H E SO L E P R O P E R T Y O F C R O W N C A S T L E . I T I S PR O D U C E D S O L E L Y F O R U S E B Y C R O W N CA S T L E A N D I T S A F F I L I A T E S . R E P R O D U C T I O N OR U S E O F T H I S D R A W I N G A N D / O R T H E IN F O R M A T I O N C O N T A I N E D I N I T I S F O R B I D D E N WIT H O U T T H E W R I T T E N P E R M I S S I O N O F CR O W N C A S T L E . SIT E N A M E : T E M P L E C I T Y BU N U M B E R : 8 7 7 9 2 2 WO N U M B E R : 2 2 7 4 7 5 0 SIT E A D D R E S S : 14 1 W . L I V E O A K A V E . AR C A D I A , C A 9 1 0 0 7 LO S A N G E L E S C O U N T Y , U S A EN G / Q A B Y : DF T B Y : DF T / Q A B Y : AP R V ' D B Y : SC A L E : N . T . S . DA T E : DA T E : DA T E : DA T E : RE V ME B 1 2 / 1 8 / 2 3 EJ B 1 2 / 1 8 / 2 3 EJ B 1 2 / 1 8 / 2 3 ME B 1 2 / 1 9 / 2 3 0 1. A l l s u r f a c e s o f t h e p o r t h o l e r i m i t s e l f a s w e l l a s a l l e x t e r i o r s t r u c t u r a l s t e e l a r e a s a f f e c t e d b y w e l d i n g , i n c l u d i n g w e l d me t a l , s h a l l b e g a l v a n i z e d i n a c c o r d a n c e w i t h A S T M A 7 8 0 . 2. T h e f o l l o w i n g c r i t e r i a a r e r e q u i r e d f o r a d h e r e n c e t o t h i s s t a n d a r d . A. U s e r i m a s t e m p l a t e f o r c u t t i n g h o l e i n m o n o p o l e . C a r e s h a l l b e t a k e n t o m i n i m i z e t h e r o o t o p e n i n g ( A W S t o l e r a n c e s al l o w a m a x i m u m o f 0 . 1 9 " ) . B. P r o v i d e m i n i m u m 2 4 " c l e a r v e r t i c a l s e p a r a t i o n b e t w e e n r i m a n d o t h e r o p e n i n g s i n m o n o p o l e . A l i g n p o r t s o n s a m e az i m u t h a s e x i s t i n g p o r t s . C. M a x i m u m v a r i a n c e o f p o r t h o l e c e n t e r e l e v a t i o n s h a l l n o t b e g r e a t e r t h a n 6 " . D. P r o v i d e 9 0 ° m i n i m u m r a d i a l s e p a r a t i o n o r t w o t i m e s t h e h o l e w i d t h c l e a r c i r c u m f e r e n t i a l s e p a r a t i o n b e t w e e n r i m a n d ad j a c e n t o p e n i n g i n m o n o p o l e , w h i c h e v e r i s g r e a t e s t . 1 8 - s i d e d p o l e w i t h 4 p o r t s s h a l l n o t b e a l l o w e d . E. E d g e o f o p e n i n g f o r t h e e x i t p o r t m u s t b e a t l e a s t 2 4 " f r o m s p l i c e . F. G r i n d a l l e d g e s o f c u t o p e n i n g , a c h i e v i n g a b e v e l a n g l e o f 4 5 ° a n d r e m o v i n g t h e z i n c f r o m t h e w e l d a r e a p l u s 1 / 4 " . En s u r e a l l w e l d a r e a s a n d s u r f a c e s a r e c l e a n a n d f r e e o f z i n c a n d l o o s e p a r t i c l e s . Z i n c s h a l l n o t b e a l l o w e d t o co n t a m i n a t e t h e w e l d . G. P o s i t i o n t h e r i m a s r e q u i r e d a n d s e c u r e l y t a c k w e l d . F i n i s h w e l d i n g t h e r i m w i t h b e v e l w e l d a n d r e i n f o r c i n g f i l l e t w e l d siz e a s d e t e r m i n e d f r o m t h e d e s i g n m e t h o d . H. R e p a i r w i t h g a l v a n i z e d c o a t i n g . B o t h i n s i d e a n d o u t s i d e s h o u l d b e b r u s h - c o a t e d w i t h 2 c o a t s o f z i n c - r i c h p a i n t . Ap p l y i n s t r i c t a c c o r d a n c e w i t h t h e m a n u f a c t u r e r ' s r e c o m m e n d a t i o n s . P a i n t o v e r r e p a i r e d s u r f a c e s t o m a t c h mo n o p o l e . PO R T H O L E N O T E S NO T E S &Y Q J S F T              &Y Q J S F T           Ma g e d Ab d e l - Me s s i h Di g i t a l l y s i g n e d b y Ma g e d A b d e l - Me s s i h Da t e : 2 0 2 3 . 1 2 . 2 0 18 : 0 2 : 0 7 - 0 5 ' 0 0 ' PO L E E L E V A T I O N 0.0 F T TO P O F B A S E P L A T E 46 . 6 F T A BA S E L E V E L D R A W I N G PO L E M O D I F I C A T I O N S C H E D U L E EL E V A T I O N ( F T ) R E F E R E N C E S H E E T MO D I F I C A T I O N PR I O R T O F A B R I C A T I O N A N D I N S T A L L A T I O N , C O N T R A C T O R S H A L L F I E L D V E R I F Y AL L L E N G T H S A N D Q U A N T I T I E S G I V E N . L E N G T H A N D Q U A N T I T I E S P R O V I D E D AR E F O R Q U O T I N G P U R P O S E S O N L Y , A N D S H A L L N O T B E U S E D F O R F A B R I C A T I O N . FO R P A R T S N O T D E T A I L E D W I T H I N T H E D R A W I N G A N D S T A R T I N G W I T H " C C I - " , S E E T H E FO L L O W I N G C A T A L O G F O R D E T A I L S : C O N - C A T - 1 0 3 0 0 , M O N O P O L E S T A N D A R D D R A W I N G S AN D A P P R O V E D R E I N F O R C E M E N T C O M P O N E N T S PO L E S P E C I F I C A T I O N S BA S E P L S T E E L : AN C H O R R O D S : AS T M A 3 6 ( 3 6 K S I ) (8 ) 1 " Ø A S T M A 3 6 EX I S T I N G T O W E R MO D I F I C A T I O N S AR E P R E S E N T EX I S T I N G S H A F T S E C T I O N D A T A SH A F T SE C T I O N SE C T I O N LE N G T H ( F T ) PL A T E TH I C K N E S S (IN ) DIA M E T E R A C R O S S F L A T S O R OF R O U N D S E C T I O N ( I N ) @ T O P @ B O T T O M SE C T I O N SH A P E SE C T I O N GR A D E ( K S I ) FL A N G E PL A T E GR A D E ( K S I ) LA P S P L I C E (I N ) 16 . 5 8 3 18 . 0 0 0 2 3 0 . 0 0 0 0 . 2 5 0 0 N/A 24 . 0 0 0 NO T E : D I M E N S I O N S S H O W N D O N O T I N C L U D E G A L V A N I Z I N G T O L E R A N C E S 35 35 36 36 1R O U N D RO U N D E F N/A N/A PA I N T A L L N E W M O D I F I C A T I O N S T O M A T C H EX I S T I N G T O W E R F I N I S H ( P E R C O N - S T D - 1 0 1 4 9 ) N/A N/A IN S T A L L N E W O B S T R U C T E D C L I M B I N G FA C I L I T I E S S I G N A G E ( P E R C O N - C A T - 1 0 3 0 0 ) D 46 . 6 - 7 1 . 6 S- 6 IN S T A L L N E W T O W E R E X T E N S I O N C 46 . 6 S- 6 DR I L L ( 1 5 ) N E W H O L E S I N T O E X I S T I N G TO P F L A N G E O N A 2 3 " B . C . (P R O P O S E D E Q U I P M E N T CO N F I G U R A T I O N ) (1 ) 1 - 3 / 8 " T O 6 8 F T L E V E L SE I S M I C D E S I G N EQ U I V A L E N T L A T E R A L F O R C E P R O C E D U R E PE R A S C E 7 S E C T I O N 1 2 . 8 . 1 I = 1 SS = 1 . 8 9 9 0 S1 = 0 . 6 4 3 0 SIT E C L A S S D SDS = 1 . 5 1 9 2 SD1 = 0 . 7 2 8 7 VS = 2 . 9 0 3 CS = 0 . 4 4 0 4 R = 1 . 5 SE I S M I C D E S I G N C A T E G O R Y D NO N B U I L D I N G S T R U C T U R E N O T S I M I L A R T O B U I L D I N G FO U N D A T I O N L O A D S DE S I G N L O A D S MO M E N T = 1 8 3 f t - k i p s DO W N = 1 0 k i p s SH E A R = 3 k i p s BA S E S E I S M I C S H E A R V S= 2 . 9 0 3 k i p s 0.2 5 0 0 1 8 . 0 0 0 24 . 0 0 0 (4 ) 1 3 / 4 " Ø A S T M F 1 5 5 4 G R A D E 5 5 A 48 . 0 S- 6 RE M O V E E X I S T I N G C O A X , M O U N T S & A N T E N N A S B 48 . 0 S- 6 RE M O V E E X I S T I N G T O P H A T ST E P B O L T S W/ S A F E T Y C L I M B 71 . 6 F T 48 . 0 F T B D C S- 5 . NO . D A T E D E S C R I P T I O N B Y RE V I S I O N S TH I S D R A W I N G I S C O P Y R I G H T E D A N D I S T H E SO L E P R O P E R T Y O F C R O W N C A S T L E . I T I S PR O D U C E D S O L E L Y F O R U S E B Y C R O W N CA S T L E A N D I T S A F F I L I A T E S . R E P R O D U C T I O N OR U S E O F T H I S D R A W I N G A N D / O R T H E IN F O R M A T I O N C O N T A I N E D I N I T I S F O R B I D D E N WIT H O U T T H E W R I T T E N P E R M I S S I O N O F CR O W N C A S T L E . SIT E N A M E : T E M P L E C I T Y BU N U M B E R : 8 7 7 9 2 2 WO N U M B E R : 2 2 7 4 7 5 0 SIT E A D D R E S S : 14 1 W . L I V E O A K A V E . AR C A D I A , C A 9 1 0 0 7 LO S A N G E L E S C O U N T Y , U S A EN G / Q A B Y : DF T B Y : DF T / Q A B Y : AP R V ' D B Y : SC A L E : N . T . S . DA T E : DA T E : DA T E : DA T E : RE V ME B 1 2 / 1 8 / 2 3 EJ B 1 2 / 1 8 / 2 3 EJ B 1 2 / 1 8 / 2 3 ME B 1 2 / 1 9 / 2 3 PO L E MO D I F I C A T I O N SC H E D U L E 0 &Y Q J S F T              J          Ma g e d Ab d e l - Me s s i h Dig i t a l l y s i g n e d b y Ma g e d A b d e l - M e s s i h Da t e : 2 0 2 3 . 1 2 . 2 0 18 : 0 2 : 3 3 - 0 5 ' 0 0 ' DR I L L ( 1 5 ) N E W 7 / 8 " Ø H O L E S IN T O E X I S T I N G F L A N G E P L A T E 23 " B . C . EX I S T I N G MO N O P O L E SH A F T #X 1 NE W S H A F T AS S E M B L Y RE F S - 7 NO T E S : 1. F U L L Y P R E - T E N S I O N B O L T S U S I N G T H E " T U R N O F N U T " M E T H O D I N A C C O R D A N C E W I T H TH E A I S C S T E E L C O N S T R U C T I O N M A N U A L ( L A T E S T E D I T I O N ) . EL E V A T I O N V I E W 46 . 6 F T CO V E R P L A T E A S-6 NE W T Y P I C A L BO L T A S S E M B L Y (T Y P ) #X 1 NE W S H A F T A S S E M B L Y #X 2 NE W C O V E R P L A T E RE F S - 8 A- A S-6 BO T T O M F L A N G E C O N N E C T I O N B- B TO P F L A N G E C O N N E C T I O N S- 6 #X 1 NE W S H A F T A S S E M B L Y NE W 3 / 4 " Ø T Y P I C A L BO L T A S S E M B L Y (T Y P 4 ) PR E - T E N S I O N E D B O L T A S S E M B L Y 46 . 6 F T E L E V A T I O N A3 2 5 N B O L T SE E N O T E 1 FL A T W A S H E R NU T TY P I C A L B O L T A S S E M B L Y A3 2 5 N B O L T LO C K W A S H E R NU T NE W 3 / 4 " Ø P R E - T E N S I O N E D BO L T A S S E M B L Y (T Y P 1 5 ) 65 . 0 F T 71 . 6 F T A-A S-6 EX I S T I N G FL A N G E P L A T E RE M O V E E X I S T I N G MO U N T S A N D T O P H A T EX I S T I N G 1 / 4 " T H K MO N O P O L E S H A F T #X 1 NE W S H A F T A S S E M B L Y EX I S T I N G F L A N G E PL A T E FIE L D V E R I F Y E X I S T I N G SA F E T Y C L I M B A N D M A T C H AZ I M U T H F O R N E W S T E P B O L T CL I P S A N D P O R T H O L E S 24 ° (T Y P ) B-B S-6AS-6 S- 6 . NO . DA T E D E S C R I P T I O N B Y RE V I S I O N S TH I S D R A W I N G I S C O P Y R I G H T E D A N D I S T H E SO L E P R O P E R T Y O F C R O W N C A S T L E . I T I S PR O D U C E D S O L E L Y F O R U S E B Y C R O W N CA S T L E A N D I T S A F F I L I A T E S . R E P R O D U C T I O N OR U S E O F T H I S D R A W I N G A N D / O R T H E IN F O R M A T I O N C O N T A I N E D I N I T I S F O R B I D D E N WIT H O U T T H E W R I T T E N P E R M I S S I O N O F CR O W N C A S T L E . SIT E N A M E : T E M P L E C I T Y BU N U M B E R : 8 7 7 9 2 2 WO N U M B E R : 2 2 7 4 7 5 0 SIT E A D D R E S S : 14 1 W . L I V E O A K A V E . AR C A D I A , C A 9 1 0 0 7 LO S A N G E L E S C O U N T Y , U S A EN G / Q A B Y : DF T B Y : DF T / Q A B Y : AP R V ' D B Y : SC A L E : N . T . S . DA T E : DA T E : DA T E : DA T E : RE V ME B 1 2 / 1 8 / 2 3 EJ B 1 2 / 1 8 / 2 3 EJ B 1 2 / 1 8 / 2 3 ME B 1 2 / 1 9 / 2 3 DE T A I L S 0 &Y Q J S F T              J           Ma g e d Ab d e l - Me s s i h Di g i t a l l y s i g n e d b y Ma g e d A b d e l - M e s s i h Da t e : 2 0 2 3 . 1 2 . 2 0 18 : 0 3 : 0 1 - 0 5 ' 0 0 ' E7 0 X X CJ P IN S P E C T B Y U T 38 NO T E S : 1. R E F E R E N C E C R O W N C A S T L E AP P R O V E D R E I N F O R C E M E N T C O M P O N E N T S C A T A L O G FO R A D D I T I O N A L C L I M B I N G F A C I L I T I E S S P E C I F I C A T I O N S A N D R E Q U I R E M E N T S . 2. A L L H O L E S T O B E S H O P F A B R I C A T E D , U N L E S S N O T E D O T H E R W I S E . 3. F O R P O R T H O L E I N S T A L L A T I O N C R I T E R I A , R E F E R T O P O R T H O L E N O T E S O N S - 4 . 4. A L L P O R T H O L E S M U S T I N C L U D E J - H O O K S . 5. F U L L A S S E M B L Y T O B E H O T - D I P G A L V A N I Z E D P E R A S T M A 1 5 3 / A 1 5 3 M O R A 1 2 3 , A S AP P L I C A B L E . (1 ) S H A F T A S S E M B L Y #X 1 / 1 9 5 6 . 7 # 45 A-A #x 1 a RE F S - 8 C- C PO R T H O L E W E L D D E T A I L ST E P B O L T S O M I T T E D 45 12(18) 14 E7 0 X X TY P 1" (TYP) 3 1/2" (TYP) 12 0 ° (T Y P ) B- B ST E P B O L T O R I E N T A T I O N TY P ( 2 ) L O C A T I O N S B E L O W P O R T H O L E S A- A ST E P B O L T O R I E N T A T I O N NE W P O R T H O L E W/ J - H O O K S (T Y P 3 ) S-7S-7 S-7 S-7 1'-0"(TYP) 24" MIN 48" MAX (TYP) 10" MIN 16" MAX (TYP) #x 1 c RE F S - 8 7 1/2" (TYP) #C C I - S B - 0 1 0 0 NE W S T E P B O L T RE F S - 9 F O R IN S T A L L A T I O N D E T A I L (T Y P ) NE W P O R T H O L E 6 " x 1 2 " x 5 / 8 " x 3 1 / 2 " MF R : N E W A V E , M F R P A R T # P O R T - 6 X 1 2 H , O R MF R : S A B R E , M F R P A R T # C 3 0 - 1 3 8 - 1 5 4 , Fy = 6 5 K S I . I N S T A L L I N A C C O R D A N C E WI T H P O R T H O L E N O T E S O N S - 4 (T Y P ) 60 ° (T Y P ) 12 0 ° (T Y P ) #C C I - S B - 0 1 0 0 NE W S T E P B O L T (T Y P ) #x 1 a #x 1 a 60 ° (T Y P ) #C C I - S B - 0 1 0 0 NE W S T E P B O L T (T Y P ) #x 1 a 25'-0" 18'-5" B-B S-7C-C S-7 #x 1 b RE F S - 8 E7 0 X X CJ P IN S P E C T B Y U T 38 45 18 " M I N 24 " M A X HO R I Z O N T A L SP R E A D S- 7 . NO . DA T E D E S C R I P T I O N B Y RE V I S I O N S TH I S D R A W I N G I S C O P Y R I G H T E D A N D I S T H E SO L E P R O P E R T Y O F C R O W N C A S T L E . I T I S PR O D U C E D S O L E L Y F O R U S E B Y C R O W N CA S T L E A N D I T S A F F I L I A T E S . R E P R O D U C T I O N OR U S E O F T H I S D R A W I N G A N D / O R T H E IN F O R M A T I O N C O N T A I N E D I N I T I S F O R B I D D E N WIT H O U T T H E W R I T T E N P E R M I S S I O N O F CR O W N C A S T L E . SIT E N A M E : T E M P L E C I T Y BU N U M B E R : 8 7 7 9 2 2 WO N U M B E R : 2 2 7 4 7 5 0 SIT E A D D R E S S : 14 1 W . L I V E O A K A V E . AR C A D I A , C A 9 1 0 0 7 LO S A N G E L E S C O U N T Y , U S A EN G / Q A B Y : DF T B Y : DF T / Q A B Y : AP R V ' D B Y : SC A L E : N . T . S . DA T E : DA T E : DA T E : DA T E : RE V ME B 1 2 / 1 8 / 2 3 EJ B 1 2 / 1 8 / 2 3 EJ B 1 2 / 1 8 / 2 3 ME B 1 2 / 1 9 / 2 3 DE T A I L S 0 &Y Q J S F T              J          Ma g e d Ab d e l - Me s s i h Dig i t a l l y s i g n e d b y Ma g e d A b d e l - M e s s i h Da t e : 2 0 2 3 . 1 2 . 2 0 18 : 0 3 : 2 6 - 0 5 ' 0 0 ' 13 " Ø H O L E 7/8 " Ø H O L E 23 " B . C . (T Y P 1 5 ) (1 ) H S S 1 6 . 0 0 0 x 0 . 3 7 5 x 2 4 ' - 9 " L O N G ( A 5 0 0 - C - 5 0 ) #x 1 a / 1 5 5 0 . 3 # (1 ) P L 1 1 / 2 x 2 6 Ø ( A 5 7 2 - 5 0 ) #x 1 c / 1 6 6 . 2 # (1 ) P L 1 1 / 2 x 3 0 Ø ( A 5 7 2 - 5 0 ) #x 1 b / 2 4 0 . 2 # (1 ) P L 1 / 4 x 2 6 Ø ( A 3 6 ) #X 2 / 3 7 . 4 # NO T E S : 1. A L L H O L E S A R E T O B E S H O P F A B R I C A T E D , U N L E S S N O T E D O T H E R W I S E . 2. F A B R I C A T I O N T O L E R A N C E S : F R A C T I O N S ± 1 / 1 6 " AN G L E S ± 1 / 2 D E G R E E DE C I M A L S ± . 0 1 0 " BO L T H O L E S ± 1 / 3 2 " 24 ° (T Y P ) 1 1 / 8 " Ø H O L E 29 " B . C . FIE L D V E R I F Y E X I S T I N G B . C . PR I O R T O F A B R I C A T I O N (T Y P 1 2 ) NO T E S : 1. A L L H O L E S A R E T O 2. F A B R I C A T I O N T O L E 3. P R I O R T O F A B R I C A F L A N G E A N D M A T C 13 " Ø H O L E 7/8 " Ø H O L E 23 " B . C . (T Y P 1 2 ) 7/ 8 " Ø H O L E 23 " B . C . (T Y P 4 ) S- 8 . NO . DA T E D E S C R I P T I O N B Y RE V I S I O N S TH I S D R A W I N G I S C O P Y R I G H T E D A N D I S T H E SO L E P R O P E R T Y O F C R O W N C A S T L E . I T I S PR O D U C E D S O L E L Y F O R U S E B Y C R O W N CA S T L E A N D I T S A F F I L I A T E S . R E P R O D U C T I O N OR U S E O F T H I S D R A W I N G A N D / O R T H E IN F O R M A T I O N C O N T A I N E D I N I T I S F O R B I D D E N WIT H O U T T H E W R I T T E N P E R M I S S I O N O F CR O W N C A S T L E . SIT E N A M E : T E M P L E C I T Y BU N U M B E R : 8 7 7 9 2 2 WO N U M B E R : 2 2 7 4 7 5 0 SIT E A D D R E S S : 14 1 W . L I V E O A K A V E . AR C A D I A , C A 9 1 0 0 7 LO S A N G E L E S C O U N T Y , U S A EN G / Q A B Y : DF T B Y : DF T / Q A B Y : AP R V ' D B Y : SC A L E : N . T . S . DA T E : DA T E : DA T E : DA T E : RE V ME B 1 2 / 1 8 / 2 3 EJ B 1 2 / 1 8 / 2 3 EJ B 1 2 / 1 8 / 2 3 ME B 1 2 / 1 9 / 2 3 DE T A I L S 0 &Y Q J S F T              Ma g e d Ab d e l - M e s s i h Di g i t a l l y s i g n e d b y Ma g e d A b d e l - M e s s i h Da t e : 2 0 2 3 . 1 2 . 2 0 18 : 0 3 : 5 9 - 0 5 ' 0 0 ' NO T E S : 1. S T E P B O L T C L I P W E L D S A R E S U B J E C T T O A W S D 1 . 1 A N D M U S T B E I N S P E C T E D B Y A CW I . R E F E R T O D O C U M E N T " E N G - S T D - 1 0 0 6 9 G C C W I R E Q U I R E M E N T S T A N D A R D " F O R CW I R E Q U I R E M E N T S . 2. S T E P B O L T C L I P S S H A L L B E S H O P W E L D E D . 3. S T E P B O L T C L I P S S H A L L B E W E L D E D I N P L A C E P R I O R T O H O T D I P G A L V A N I Z I N G T H E WE L D M E N T . 4. C O N T R A C T O R S H A L L U S E A L L N E W S T E P B O L T S A N D H A R D W A R E . 5. C E N T E R T O C E N T E R S T A G G E R E D S P A C I N G S H O U L D B E M A T C H E D T O E X I S T I N G F I E L D CO N D I T I O N S . S T A G G E R E D S P A C I N G S H A L L B E A M I N I M U M O F 1 0 " A N D M A X I M U M O F 16 " , I N T H E V E R T I C A L D I R E C T I O N . 6. H O R I Z O N T A L S P R E A D I S N O T T O E X C E E D 2 4 " . 7. S T E P B O L T M A T E R I A L S H A L L M E E T T H E R E Q U I R E M E N T S O F A S T M A 4 4 9 A N D S H A L L B E TE S T E D A S F I N I S H E D S T E P B O L T S A T T E S T F R E Q U E N C Y P ( P I E C E T E S T I N G ) O F A S T M A6 7 3 T O M E E T M I N I M U M A B S O R B E D E N E R G Y R E Q U I R E M E N T A T - 2 0 D E G R E E S F [ - 2 9 DE G R E E S C ] O F 1 5 F T - L B S [ 2 0 J ] A V E R A G E F O R 3 S P E C I M E N S A N D A M I N I M U M O F 1 2 FT - L B S [ 1 6 J ] F O R A N Y 1 S P E C I M E N I N A C C O R D A N C E W I T H A S T M A 3 7 0 . 8. S T E P B O L T S S H A L L B E I N S T A L L E D U S I N G D O U B L E N U T S . A S T E P B O L T I N S T A L L E D I N A ST E P B O L T C L I P S H A L L B E T U R N E D W I T H T H E O U T E R N U T L O O S E U N T I L T H E E N D O F TH E S T E P B O L T M A K E S C O N T A C T W I T H T H E S U P P O R T I N G M E M B E R . T H E O U T E R S T E P BO L T N U T S H A L L T H E N B E T I G H T E N E D T O A S N U G T I G H T C O N D I T I O N A N D PR E T E N S I O N E D B Y R O T A T I N G T H E O U T E R N U T 1 / 3 T U R N . 9. T H E D E F A U L T S T E P B O L T C L I P S H A L L B E U S E D W H E R E P O S S I B L E O N N E W RE I N F O R C I N G E L E M E N T S . I F F I T - U P P R O H I B I T S I T S U S E , T H E A L T E R N A T I V E S T E P B O L T CL I P O R N E X G E N 2 S T E P B O L T A D A P T E R S H A L L B E U S E D I N T H E S E L O C A T I O N S . ST E P B O L T C L I P I N S T A L L A T I O N D E T A I L ST E P B O L T C L I P W E L D D E T A I L E7 0 X X 316 E7 0 X X 316 ST E P B O L T D E T A I L CL E A R W I D T H 9" 4" (T H R E A D L E N G T H ) 3/ 4 " ST E P B O L T NE W C C I - S B - 0 1 0 0 N E W T O W E R E X T E N S I O N NE W 3 / 4 " S T E P BO L T & H A R D W A R E NE W C C I - S B - 0 1 0 0 3/4 " Ø x 9 " S T E P B O L T (A 4 4 9 ) MIN I M U M 2 " Ø ST E P B O L T H E A D NE W T O W E R E X T E N S I O N S- 9 . NO . DA T E D E S C R I P T I O N B Y RE V I S I O N S TH I S D R A W I N G I S C O P Y R I G H T E D A N D I S T H E SO L E P R O P E R T Y O F C R O W N C A S T L E . I T I S PR O D U C E D S O L E L Y F O R U S E B Y C R O W N CA S T L E A N D I T S A F F I L I A T E S . R E P R O D U C T I O N OR U S E O F T H I S D R A W I N G A N D / O R T H E IN F O R M A T I O N C O N T A I N E D I N I T I S F O R B I D D E N WIT H O U T T H E W R I T T E N P E R M I S S I O N O F CR O W N C A S T L E . SIT E N A M E : T E M P L E C I T Y BU N U M B E R : 8 7 7 9 2 2 WO N U M B E R : 2 2 7 4 7 5 0 SIT E A D D R E S S : 14 1 W . L I V E O A K A V E . AR C A D I A , C A 9 1 0 0 7 LO S A N G E L E S C O U N T Y , U S A EN G / Q A B Y : DF T B Y : DF T / Q A B Y : AP R V ' D B Y : SC A L E : N . T . S . DA T E : DA T E : DA T E : DA T E : RE V ME B 1 2 / 1 8 / 2 3 EJ B 1 2 / 1 8 / 2 3 EJ B 1 2 / 1 8 / 2 3 ME B 1 2 / 1 9 / 2 3 DE T A I L S 0 &Y Q J S F T              Ma g e d Ab d e l - Me s s i h Dig i t a l l y s i g n e d b y Ma g e d A b d e l - M e s s i h Da t e : 2 0 2 3 . 1 2 . 2 0 18 : 0 8 : 4 9 - 0 5 ' 0 0 '