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(a)WHERE APPLICABLE, SEE SECTION 1705A.13
<br />(b)SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE
<br />ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH 17.8.2 IN ACI 318, OR OTHER QUALIFICATION
<br />PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS
<br />SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING
<br />OFFICIAL PRIOR TO THE COMMENCEMENT OF THE WORK.
<br />(c)INSTALLATION OF ALL ADHESIVE ANCHORS IN HORIZONTAL AND UPWARDLY INCLINED POSITIONS SHALL BE
<br />PERFORMED BY AN ACI/CRSI CERTIFIED ADHESIVE ANCHOR INSTALLER, EXCEPT WHERE THE DESIGN TENSION ON
<br />THE ANCHORS IS LESS THAN 100 LBS AND THOSE ANCHORS ARE CLEARLY NOTED ON THE APPROVED
<br />CONSTRUCTION DOCUMENTS OR WHERE THE ANCHORS ARE SHEAR DOWELS ACROSS COLD JOINTS IN SLABS ON
<br />GRADE WHERE THE SLAB IS NOT PART OF THE LATERAL FORCE-RESISTING SYSTEM.
<br />TABLE 1705.3 OF CBC
<br />REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION
<br />TYPE CONTINUOUS SPECIAL
<br />INSPECTION
<br />PERIODIC SPECIAL
<br />INSPECTION
<br />REFERENCED
<br />STANDARD (a)
<br />1. INSPECT AND TEST REINFORCEMENT, INCLUDING
<br />PRESTRESSING TENDONS, AND VERIFY PLACEMENT.
<br />X
<br />ACI 318: CH. 20, 25.2,
<br />25.3, 25.5.1,
<br />26.6.1-26.6.3, 26.13.1,
<br />26.13.3.2, 26.13.3.3
<br />2. REINFORCING BAR WELDING:
<br />AWS D1.4
<br />ACI 318: 18.2.8, 25.5.7,
<br />26.6.4,26.13.1.4,
<br />26.13.3.2, 26.13.3.3
<br />a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN
<br />ASTM A706.─X
<br />b. INSPECT SINGLE PASS FILLET WELDS, MAXIMUM 5/16”; NOT
<br />DEFINED IN 2.d OR 2.e X
<br />c. INSPECT ALL OTHER WELDS.X
<br />3. INSPECT ANCHORS CAST IN CONCRETE.─X ACI 318: 17.8.2, 26.7.2,
<br />26.8.2, 26.13.1, 26.13.3.3
<br />4. INSPECT AND TEST ANCHORS POST-INSTALLED IN HARDENED
<br />CONCRETE MEMBERS.(b)
<br />ACI 318: 17.8.2.4, 26.7.2,
<br />26.13.1, 26.13.3.2
<br />a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR
<br />UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED
<br />TENSION LOADS.
<br />X
<br />b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT
<br />DEFINED IN 4.a.X
<br />5. VERIFY USE OF REQUIRED DESIGN MIX.ACI 318: CH.19, 26.4,
<br />26.13.3.2
<br />6. PRIOR TO AND DURING CONCRETE PLACEMENT, FABRICATE
<br />SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR
<br />CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE
<br />CONCRETE.
<br />X ─
<br />ASTM C31
<br />ASTM C172
<br />ACI 318: 26.4, 26.5, 26.12
<br />7. INSPECT CONCRETE AND SHOTCRETE FOR PROPER
<br />APPLICATION TECHNIQUES.X ─ACI 318: 26.5,
<br />26.13, ACI 506: 3.4
<br />8. VERIFY MAINTENANCE OF SPECIFIC CURING TEMPERATURE
<br />AND TECHNIQUES.─X ACI 318: 26.5.3–26.5.5,
<br />26.13.3.3
<br />9. INSPECT PRESTRESSED CONCRETE FOR:
<br />ACI 318: 26.10.2,
<br />26.13.1, 26.13.3.2
<br />a. APPLICATION OF PRESTRESSING FORCES; AND X ─
<br />b. GROUTING OF BONDED PRESTRESSING TENDONS.X ─
<br />10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS.─X ACI 318: 26.9, 26.13.1,
<br />26.13.3.3
<br />11. FOR PRECAST CONCRETE DIAPHRAGM CONNECTIONS OR
<br />REINFORCEMENT AT JOINTS CLASSIFIED AS MODERATE OR HIGH
<br />DEFORMABILITY ELEMENTS (MDE OR HDE) IN STRUCTURES
<br />ASSIGNED TO SEISMIC DESIGN CATEGORY D, E OR F, INSPECT
<br />SUCH CONNECTIONS AND REINFORCEMENT IN THE FIELD FOR:
<br />─X ACI 318: 26.13.1.3
<br />12. INSPECT INSTALLATION TOLERANCES OF PRECAST CONCRETE
<br />DIAPHRAGM CONNECTIONS FOR COMPLIANCE WITH ACI 550.5 ─X ACI 318: 26.13.1.3
<br />─
<br />─
<br />─
<br />─
<br />─X
<br />a. REINFORCEMENT IN SPECIAL MOMENT FRAMES,
<br />BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL WALLS
<br />AND COUPLING BEAMS.
<br />b. ALL OTHER REINFORCEMENT.
<br />─
<br />d. REINFORCING STEEL RESISTING FLEXURAL AND AXIAL FORCES
<br />IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND
<br />BOUNDARY ELEMENTS AND COUPLING BEAMS OF SPECIAL
<br />STRUCTURAL WALLS OF CONCRETE AND SHEAR
<br />REINFORCEMENT.
<br />X ─
<br />e. SHEAR REINFORCEMENT.X ─
<br />ACI 318: 17.8.2, 26.7.2,
<br />26.13.1, 26.1 3.3.2
<br />─X
<br />a. INSTALLATION OF THE EMBEDDED PARTS X ─
<br />b. COMPLETION OF THE CONTINUITY OF REINFORCEMENT
<br />ACROSS JOINTS X ─
<br />c. COMPLETION OF CONNECTIONS IN THE FIELD X ─
<br />ACI 550.5
<br />13. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF
<br />TENDONS IN POST-TENSIONED CONCRETE AND PRIOR TO
<br />REMOVAL OF SHORES AND FORMS FROM BEAMS AND
<br />STRUCTURAL
<br />─X ACI 318: 26.10.2,
<br />26.11.2, 26.13.3.3
<br />14. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS
<br />OF THE CONCRETE MEMBER BEING FORMED ─X ACI 318: 26.11.1.2(b),
<br />26.13.3.3
<br />SPECIAL INSPECTION AND TESTING
<br />1. ALL WORK SHALL BE IN CONFORMANCE WITH ANY AND ALL TESTING, INSPECTION, QUALIFICATION, AND QUALITY
<br />ASSURANCE PROVISIONS AS REQUIRED BY THE CALIFORNIA BUILDING CODE AND ANY APPLICABLE STANDARDS
<br />(LATEST ADOPTED EDITION OF CURRENT CBC).
<br />2. AN APPROVED TESTING AND INSPECTION AGENCY, RETAINED BY OWNER AND SATISFACTORY TO AOR/SEOR AND
<br />GOVERNING CODE AUTHORITY, SHALL PERFORM SPECIAL INSPECTIONS AND TESTS REQUIRED BY THIS CONTRACT
<br />AND IN ACCORDANCE WITH APPLICABLE CODE'S REQUIREMENTS. LABORATORIES CONDUCTING ANY SPECIAL
<br />INSPECTION, TESTING, OR OBTAINING, HANDLING, PREPARING, PROTECTING, TRANSPORTING OR STORING OF
<br />SAMPLES MUST BE ACCEPTED BY THE DSA LABORATORY EVALUATION AND ACCEPTANCE (LEA) PROGRAM. THESE
<br />SPECIAL INSPECTIONS AND TESTS ARE IN ADDITION TO THE INSPECTIONS REQUIRED BY CBC SECTION 110. AN
<br />APPROVED TESTING AND INSPECTION AGENCY IS A RECOGNIZED AGENCY REGULARLY ENGAGED IN CONDUCTING
<br />TESTS AND/OR FURNISHING INSPECTION SERVICES, WHERE SUCH AGENCY HAS BEEN APPROVED BY THE
<br />GOVERNING CODE AUTHORITY.
<br />3. THE APPROVED TESTING AND INSPECTION AGENCY SHALL KEEP RECORDS OF ALL SPECIAL INSPECTIONS AND
<br />TESTS AND SHALL FURNISH REPORTS OF SPECIAL INSPECTIONS AND TESTS TO THE GOVERNING CODE AUTHORITY
<br />AND THE AOR/SEOR. REPORTS SHALL INDICATE WHETHER THE WORK INSPECTED OR TESTED WAS OR WAS NOT
<br />COMPLETED IN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS. DISCREPANCIES SHALL BE BROUGHT
<br />TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF NOT CORRECTED, THE DISCREPANCIES
<br />SHALL BE BROUGHT TO THE ATTENTION OF THE GOVERNING CODE AUTHORITY AND THE ARCHITECT (STRUCTURAL
<br />ENGINEER) PRIOR TO THE COMPLETION OF THAT PHASE OF WORK. A FINAL REPORT DOCUMENTING REQUIRED
<br />SPECIAL INSPECTIONS AND TESTS, AND CORRECTION OF DISCREPANCIES, SHALL BE SUBMITTED UPON
<br />COMPLETION OF THAT PHASE OF WORK.
<br />4. APPROVED TESTING AND INSPECTION AGENCY SHALL PERFORM SPECIAL INSPECTIONS AND TESTINGS IN
<br />ACCORDANCE WITH CBC SECTION 1705 AND WITH THIS SECTION FOR THE FOLLOWING WORK. SEE PROJECT
<br />SPECIFICATIONS FOR ADDITIONAL TESTING AND INSPECTION REQUIREMENTS.
<br />A. STEEL CONSTRUCTION: PER TABLE 1705.2.1 OF CBC
<br />B. CONCRETE CONSTRUCTION: PER ATTACHED TABLE 1705.3 OF CBC
<br />5. STRUCTURAL STEEL:
<br />(i)ALL WELDING SHALL BE IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY (AWS) STRUCTURAL
<br />WELDING CODE FOR STEEL AWS D1.1.
<br />(ii)WELDING PROCEDURE SPECIFICATIONS (WPS) SHALL BE SUB MITTED TO THE ENGINEER FOR APPROVAL,
<br />PRIOR TO THE BEGINNING OF WELDING OPERATIONS. THE WPS SHALL INCLUDE THE WELDING PARAMETERS
<br />RECOMMENDED BY THE ELECTRODE MANUFACTURER.
<br />SEE AWS D1.1 APPENDIX E, FORM E-1. JOINT DETAILS TO SUIT EXISTING CONDITIONS. THE WELDING
<br />ELECTRODE MANUFACTURER'S SPECIFICATIONS SHALL BE ATTACHED TO THE WPS. ALL WELDERS AND
<br />INSPECTORS SHALL BE INFORMED OF THE WPS AND SHALL RETAIN A COPY.
<br />(iii)SEE AWS FOR PREQUALIFIED SMAW WPS'S.
<br />(iv)SEE AWS FOR PREQUALIFIED FCAW WPS'S.
<br />(v)WELDING TO BE DONE BY WELDERS CERTIFIED BY AWS.
<br />(vi)ONLY SHIELDED METAL ARC WELDING (SMAW) WITH LOW HYDROGEN ELECTRODES OR FLUX CORE ARC
<br />WELDING (FCAW), EITHER GAS SHIELDED OF SELF SHIELDED, SHALL BE USED. FOR SMAW, THE TYPICAL
<br />REQUIREMENTS SHALL BE ACCORDING TO NOTE #3 ABOVE. WELDING PROCEDURES SHALL MEET THE
<br />REQUIREMENTS OF AWS D1.1 4.6.2, OR SHALL BE QUALIFIED BY TEST. FOR FCAW, THE TYPICAL REQUIREMENTS
<br />SHALL BE ACCORDING TO NOTE
<br />#5 ABOVE. THE WELDING PROCEDURE SHALL MEET THE REQUIREMENTS OF AWS D1.1.
<br />(vii)INDIVIDUAL WELDS SHALL BE CARRIED CONTINUOUSLY TO COMPLETION BEFORE THE JOINT IS ALLOWED TO
<br />COOL BELOW THE MINIMUM SPECIFIED PREHEAT AND INTERPASS TEMPERATURE.
<br />(viii) AT ALL COMPLETE PENETRATION WELDS, WELD BEADS SHALL BE PEENED AFTER EACH PASS, WITH THE
<br />EXCEPTION OF THE ROOT PASS AND THE SURFACES PASSES, AS FOLLOWS:
<br />TURN SLAG GUN 90 DEG. AND MAKE A MINIMUM OF 4 PASSES WITH DULL CHISEL.
<br />(ix)PREHEATING IS REQUIRED ON ALL TACK WELDS NOT INCORPORATED INTO FINAL WELDS. SEE AWS D1.1.
<br />(x)FOR BEAM FLANGE REINFORCEMENT PLATES, THE ROLLING DIRECTION OF GRAIN SHALL BE INDICATED ON
<br />THE PLATE AND INSTALLED SO THAT THE GRAIN DIRECTION IS PARALLEL TO THE LONGITUDINAL AXIS OF THE
<br />MEMBER.
<br />(xi)FULL TIME VISUAL INSPECTION BY AN AWS QC-1 QUALIFIED INSPECTOR IS REQUIRED FOR ALL WELDING.
<br />(xii)100% ULTRASONIC WELD TESTING BY THE INSPECTOR IS RE QUIRED FOR ALL COMPLETE-JOINT-PENETRATION
<br />WELDS.
<br />(xiii) AMPERAGE, VOLTAGE, POLARITY AND ELECTRODE STICK OUT SHALL BE VERIFIED TO BE IN COMPLIANCE
<br />WITH THE ELECTRODE MANUFACTURER'S RECOMMENDATIONS.
<br />(xiv) REMOVE BACKUP BARS AND WELD TABS AT ALL FLANGE COMPLETE-JOINT-PENETRATION (CJP) WELDS AT
<br />DUCTILE MOMENT FRAME CONNECTIONS. TYPICAL UNLESS NOTED OTHERWISE.
<br />6.COLD-FORMED STEEL FRAMING:
<br />PERIODIC SPECIAL INSPECTION IS REQUIRED DURING WELDING OPERATION OF ELEMENTS OF THE SLRS.
<br />PERIODIC INSPECTION IS REQUIRED FOR SCREW ATTACHMENT, BOLTING, ANCHORING AND OTHER FASTENING OF
<br />COMPONENTS WITHIN THE SFRS, INCLUDING STRUTS, BRACES, AND HOLD-DOWNS.
<br />7.MECHANICAL AND ELECTRICAL COMPONENTS:
<br />SPECIAL INSPECTION FOR MECHANICAL AND ELECTRICAL EQUIPMENT AS FOLLOWS:
<br />(i) PERIODIC SPECIAL INSPECTION IN REQUIRED DURING THE ANCHORAGE OF ELECTRICAL EQUIPMENT FOR
<br />EMERGENCY OR STANDBY POWER SYSTEMS.
<br />(ii)PERIODIC SPECIAL INSPECTION IS REQUIRED DURING THE INSTALLATION OF VIBRATION ISOLATION SYSTEM
<br />WHERE THE CONSTRUCTION DOCUMENTS REQUIRED A NOMINAL CLEARANCE OF 0.25 INCH OR LESS
<br />BETWEEN THE EQUIPMENT AND THE SUPPORT FRAME AND RESTRAINT.
<br />MATERIALS AND SYMBOLS
<br />LFRS STEEL LATERAL FORCE
<br />RESISTING SYSTEM, SEE SHEET
<br />S001 AND SPECIFICATIONS
<br />SHEET REFERENCE
<br />SECTION OR DETAIL
<br />FULL HEIGHT SECTION
<br />WALL OR FRAME ELEVATION
<br />FINISH ELEVATION
<br />SHEET REFERENCE
<br />NUMBER REFERENCE
<br />SHEET REFERENCE
<br />NUMBER REFERENCE
<br />REFER TO PLANS
<br />FOR DATUM
<br />NUMBER REFERENCE
<br />MATERIALS
<br />CONCRETE
<br />CONCRETE BLOCK
<br />EARTH
<br />SYMBOLS
<br />STEEL
<br />STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
<br />3300 IRVINE AVE. SUITE 245
<br />NEWPORT BEACH, CALIFORNIA 92660
<br />T:(949)862-8500 WWW.BJSCE.COM
<br />JOB#:
<br />No. 6250
<br />FFOHSIB
<br />RYANW.
<br />REGISTEREDPROFESSIONALENGINEER
<br />STRUCTURALSTATEOFCALIFORNIA
<br />DATE:
<br />FOR BRANDOW & JOHNSTON
<br />ISSUES AND REVISIONS
<br />JOB NUMBER
<br />SCALE
<br />PROJECT
<br />TEAM
<br />All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
<br />unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
<br />consent of H. Hendy Associates.
<br /> 2023 H.HendyAssociatesc
<br />DATE
<br />240254
<br />12" = 1'-0"
<br />04463.0000.24
<br />3080 S HARBOR BLVD
<br />SANTA ANA, CA 92704
<br />GENERAL NOTES
<br />S1.0.3
<br />MCGUFF
<br />03/11/25
<br />ABBREVIATIONS
<br />A
<br />AB ANCHOR BOLT
<br />ADDL ADDITIONAL
<br />ADJ ADJACENT
<br />AFF ABOVE FINISH FLOOR
<br />ALT ALTERNATE
<br />ARCH ARCHITECT(URAL)
<br />B
<br />BLDG BUILDING
<br />BLKG BLOCKING
<br />BM BEAM
<br />BN BOUNDARY NAILING
<br />BO BOTTOM OF
<br />BOTT, (B) BOTTOM
<br />BTWN BETWEEN
<br />C
<br />C CAMBER
<br />CIP CAST IN PLACE
<br />CJ CONTROL/CONSTRUCTION JOINT
<br />CJP, CP COMPLETE JOINT PENETRATION
<br />CL CENTERLINE
<br />CLG CEILING
<br />CLR CLEAR
<br />CMU CONCRETE MASONRY UNIT
<br />COL COLUMN
<br />CONC CONCRETE
<br />CONN CONNECTION
<br />CONT CONTINUOUS
<br />CTR(D) CENTER(ED)
<br />CY CUBIC YARDS
<br />D
<br />DB BAR DIAMETER
<br />DBL DOUBLE
<br />DC DEMAND CRITICAL
<br />DEMO DEMOLISH, DEMOLITION
<br />DIA, DIAM DIAMETER
<br />DIAG DIAGONAL
<br />DIM DIMENSION
<br />DO DITTO
<br />DWG DRAWING
<br />E
<br />EA EACH
<br />EF EACH FACE
<br />EJ EXPANSION JOINT
<br />ELEC ELECTRICAL
<br />ELEV ELEVATION, ELEVATOR
<br />EMBED EMBEDMENT
<br />EN EDGE NAIL
<br />EO EDGE OF
<br />EQ EQUAL
<br />EQUIP EQUIPMENT
<br />ES EACH SIDE
<br />EW EACH WAY
<br />EXIST, (E) EXISTING
<br />EXP EXPANSION
<br />EXT EXTERIOR
<br />F
<br />FLR FLOOR
<br />FN FIELD NAILING
<br />FND FOUNDATION
<br />FO FACE OF
<br />FS FAR SIDE
<br />FT FOOT, FEET
<br />FTG FOOTING
<br />G
<br />GA GAUGE
<br />GALV GALVANIZED
<br />GC GENERAL CONTRACTOR
<br />GLBM, GB GLUED-LAMINATED BEAM
<br />GR GRADE
<br />GRBM GRADE BEAM
<br />H
<br />HK HOOK
<br />HORIZ HORIZONTAL
<br />HS HIGH STRENGTH
<br />HSS HOLLOW STRUCTURAL SECTION
<br />HT HEIGHT
<br />I
<br />ID INSIDE DIAMETER
<br />IN INCH
<br />INT INTERIOR
<br />ABBREVIATIONS
<br />J
<br />JT JOINT
<br />K
<br />K, KIP(S) KILOPOUND
<br />KLF KIPS PER LINEAR FOOT
<br />KSF KIPS PER SQUARE FOOT
<br />KSI KIPS PER SQUARE INCH
<br />L
<br />L ANGLE
<br />LB, LBS POUND(S)
<br />LF LINEAR FEET
<br />LFRS LATERAL FORCE RESISTING
<br />SYSTEM
<br />LLH LONG LEG HORIZONTAL
<br />LLV LONG LEG VERTICAL
<br />M
<br />MAX MAXIMUM
<br />MB MACHINE BOLT
<br />MECH MECHANICAL
<br />MFR MANUFACTURE
<br />MIN MINIMUM
<br />MW MEDIUM WEIGHT
<br />N
<br />(N) NEW
<br />NDT NON-DESTRUCTIVE TESTING
<br />NS NEAR SIDE
<br />NTS NOT TO SCALE
<br />NW(C) NORMAL WEIGHT (CONCRETE)
<br />O
<br />OC ON CENTER
<br />OD OUTSIDE DIAMETER
<br />OH OPPOSITE HAND
<br />OPP OPPOSITE
<br />P
<br />PAF, PDF POWDER DRIVEN/POWER
<br />ACTUATED FASTENER
<br />PJP, PP PARTIAL JOINT PENETRATION
<br />PL PLATE
<br />PLF POUND PER LINEAR FOOT
<br />PSF POUND PER SQUARE FOOT
<br />PSI POUND PER SQUARE INCH
<br />PT PRESSURE TREATED WOOD,
<br />POST/PRE-TENSIONED
<br />R
<br />R RADIUS
<br />REF REFERENCE
<br />REINF REINFORCING
<br />REQD REQUIRED
<br />S
<br />(S)EOR (STRUCTURAL) ENGINEER OF
<br />RECORD
<br />SC SLIP CRITICAL
<br />SCHED SCHEDULE
<br />SDS, SMS SELF-DRILLING / SHEET METAL
<br />SCREW
<br />SFRS SEISMIC FORCE RESISTING
<br />SYSTEM
<br />SIM SIMILAR
<br />SN SILL NAILING
<br />SOG SLAB ON GRADE
<br />SPECS SPECIFICATIONS
<br />SQ SQUARE
<br />SS STAINLESS STEEL
<br />STD STANDARD
<br />STIFF STIFFENER
<br />STL STEEL
<br />STRUCT STRUCTURAL
<br />SYM SYMMETRICAL
<br />T
<br />T&B TOP & BOTTOM
<br />TO TOP OF
<br />TYP TYPICAL
<br />U
<br />UNO UNLESS NOTED OTHERWISE
<br />V
<br />VERT VERTICAL
<br />VIF VERIFY IN FIELD
<br />W
<br />W/ WITH
<br />W/O WITHOUT
<br />WF WIDE FLANGE
<br />WP WORK POINT
<br />WT WEIGHT
<br />WWF WELDED WIRE FABRIC
<br />NO. DESCRIPTION DATE
<br />PLAN CHECK SUBMITTAL 3/17/25
<br />3/17/2025
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