HomeMy WebLinkAboutS-200-GENERAL NOTESGENERAL CONSTRUCTION
1. NOTES, TYPICAL DETAILS, AND SCHEDULES APPLY TO ALL STRUCTURAL WORK UNLESS NOTED OTHERWISE. TYPICAL DETAILS ARE TO BE
USED FOR ALL CONDITIONS WHERE THE DETAIL IS APPLICABLE, WHETHER OR NOT NOTED ON PLAN. TYPICAL DETAILS MAY BE SLIGHTLY ALTERED IF
REQUIRED DUE TO PROJECT CONDITIONS, ONLY WHEN SUBMITTED AND THE ENGINEER’S APPROVAL IS OBTAINED PRIOR TO PERFORMING THE WORK.
2. ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS, WITH THE EXCEPTION OF STRUCTURAL MEMBER SIZES, ARE
GENERATED BY OTHER DISCIPLINES. ANY DIMENSIONS OR ELEVATIONS OMITTED OR NOT SHOWN ON THE STRUCTURAL DRAWINGS SHOULD BE
OBTAINED FROM THE DRAWINGS OF THE OTHER DISCIPLINES. STRUCTURAL DRAWINGS ARE NOT “STAND-ALONE”DOCUMENTS AND SHOULD BE USED
IN CONJUNCTION WITH, AND COORDINATED WITH THE SPECIFICATIONS, ARCHITECTURAL DRAWINGS AND ALL OTHER DISCIPLINE’S DRAWINGS. IF
THERE IS A DISCREPANCY BETWEEN DRAWINGS, IT IS THE CONTRACTOR’S RESPONSIBILITY TO NOTIFY THE ENGINEER AND ARCHITECT PRIOR TO
PERFORMING THE WORK.
3. IF DIFFERENCES OCCUR WITHIN OR BETWEEN DRAWINGS AND SPECIFICATIONS REGARDING MATERIALS, STRENGTHS OR QUANTITIES, THE
BETTER MATERIAL, HIGHER STRENGTH, AND GREATER QUANTITY INDICATED, SPECIFIED OR NOTED SHALL BE PROVIDED.
4. REPRODUCTIONS OF STRUCTURAL DRAWINGS FOR SUBMITTAL AS SHOP DRAWINGS IS PROHIBITED, UNLESS WRITTEN APPROVAL IS
REQUESTED BY THE CONTRACTOR AND IT IS GRANTED BY O’DONNELL & NACCARATO, INC.
5. DO NOT SCALE DRAWINGS TO OBTAIN DIMENSIONAL INFORMATION.
6. THESE DRAWINGS DO NOT DEFINE SCOPE OF CONTRACTOR OR SUBCONTRACTOR CONTRACTS.
7. AT ALL TIMES, THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE CONDITIONS OF THE JOBSITE INCLUDING MEANS AND METHODS OF
CONSTRUCTION AND SAFETY OF PERSONS AND PROPERTY. THE ENGINEER’S PRESENCE OR REVIEW OF WORK AT THE JOBSITE IS FOR GENERAL
COMPLIANCE WITH THE DESIGN INTENT ONLY AND IS NOT EVER TO BE CONSTRUED AS A REVIEW OF MEANS AND METHODS OF CONSTRUCTION AND
SAFETY METHODS.
8. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING ALLOWABLE CONSTRUCTION LOADS AND FOR PROTECTING THE COMPLETED OR
INCOMPLETE STRUCTURAL FRAMING FROM DAMAGE DUE TO TEMPORARY CONSTRUCTION LOADINGS.
9. COSTS OF INVESTIGATION AND/OR REDESIGN DUE TO CONTRACTOR ERRORS WILL BE AT THE CONTRACTOR’S EXPENSE.
10. ANY APPROVED CONTRACTOR REQUESTED CHANGES TO THESE DRAWINGS WILL BE DONE AT NO COST TO THE OWNER. APPROVAL OF
CONTRACTOR REQUESTED CHANGES IN NO WAY STATES OR IMPLIES APPROVAL OF A CHANGE IN SCOPE OR CHANGE IN CONTRACT COST.
11. UNLESS EXPLICITLY NOTED AS “ISSUED FOR BID”, THESE DRAWINGS ARE NOT SUITABLE FOR OBTAINING BIDS FROM GENERAL OR
SUBCONTRACTORS. BIDDING OF DRAWINGS PRIOR TO DESIGN COMPLETION AND “ISSUED FOR BID”IS DONE AT THE SOLE RISK OF THE BIDDING
CONTRACTOR. ADDITIONS OR CORRECTIONS TO DRAWINGS THAT ARE BID PRIOR TO DESIGN COMPLETION AND “ISSUED FOR BID”WILL NOT BE
CONSIDERED AS DESIGN ERRORS OR OMISSIONS. STRUCTURAL DESIGN, BY NATURE, CANNOT BE COMPLETE PRIOR TO COMPLETION OF
ARCHITECTURAL AND MECHANICAL DRAWINGS.
12. ALL REFERENCES TO WATER/DAMPPROOFING, FIREPROOFING, AND UTILITIES ON THE STRUCTURAL DRAWINGS ARE FOR REFERENCE ONLY.
SEE ARCHITECTURAL DRAWINGS, SPECIFICATIONS, AND OTHER DOCUMENTS FOR ALL WATER/DAMPPROOFING, FIREPROOFING AND UTILITY DETAILS
AND REQUIREMENTS. COORDINATE ALL UNDERGROUND UTILITY REQUIREMENTS WITH THE CIVIL/MEP DRAWINGS. ALL UTILITIES SHALL BE
ABOVE/BELOW FOOTING AND NOT LOCATED WITHIN THE FOOTINGS. NOTIFY ENGINEER OF RECORD IF OTHERWISE
13. IF THE EXISTING FIELD CONDITIONS DO NOT PERMIT THE INSTALLATION OF THE WORK IN ACCORDANCE WITH THE DETAILS SHOWN, THE
CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER IMMEDIATELY. THE CONTRACTOR MUST PROVIDE A SKETCH OF THE CONDITION WITH HIS
PROPOSED MODIFICATION OF THE DETAILS GIVEN ON THE CONTRACT DOCUMENTS. THIS SKETCH MUST BE SUBMITTED TO AND APPROVAL MUST BE
GRANTED BY THE ENGINEER PRIOR TO PERFORMING THE WORK.
14. SUBMIT SHOP DRAWINGS SUCH THAT BY THE TIME THEY ARE RECEIVED BY O’DONNELL & NACCARATO, INC., THERE WILL BE AT LEAST 14 DAYS
BEFORE REVIEWED SUBMITTALS WILL BE NEEDED. SHOP DRAWINGS SHALL BEAR THE CONTRACTOR’S STAMP OF APPROVAL CERTIFYING THAT HE
HAS VERIFIED ALL FIELD MEASUREMENTS, CONSTRUCTION CRITERIA, MATERIALS AND SIMILAR DATA AND HAS CHECKED EACH DRAWING FOR
COMPLETENESS, COORDINATION AND COMPLIANCE WITH THE CONTRACT DOCUMENTS. IF REVIEW OF AN INCOMPLETE SHOP DRAWING IS REQUIRED,
THAT SHOP DRAWING SHALL BE CLEARLY MARKED AS INCOMPLETE. THE AREA THAT NEEDS TO BE REVIEWED SHALL BE CLEARLY NOTED WITH AN
EXPLANATION FOR THE REASON FOR PARTIAL APPROVAL.
15. IN NO CASE SHALL HEAVY EQUIPMENT BE PERMITTED CLOSER THAN 8’-0” FROM ANY FOUNDATION/BASEMENT WALL. IF THE CONTRACTOR
DEEMS IT NECESSARY TO OPERATE SUCH EQUIPMENT CLOSER THEN 8’-0”, THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE AND, AT HIS OWN
EXPENSE, PROVIDE ADEQUATE SUPPORTS OR WALL BRACES TO WITHSTAND THE ADDITIONAL LOADS SUPERIMPOSED FROM SUCH EQUIPMENT.
16. SIZE AND/OR LOCATION OF OPENINGS, SLEEVES, CONCRETE HOUSEKEEPING PADS, INSERTS, DEPRESSIONS, ETC. SHOWN ON THE STRUCTURAL
DOCUMENTS ARE FOR THE CONTRACTOR’S CONVENIENCE ONLY. THE CONTRACTOR IS SOLELY RESPONSIBLE TO COORDINATE ALL CONTRACT
DOCUMENTS TO DETERMINE THE SIZE AND/OR LOCATION OF OPENINGS, SLEEVES, CONCRETE HOUSEKEEPING PADS, INSERTS, DEPRESSIONS, ETC.
17. SIZE AND/OR LOCATION OF EXISTING STRUCTURES AND UTILITIES SHOWN ON THE STRUCTURAL DOCUMENTS ARE FOR THE CONTRACTOR’S
CONVENIENCE ONLY. THE CONTRACTOR IS SOLELY RESPONSIBLE TO VERIFY BY FIELD MEASUREMENTS/INVESTIGATION THE SIZE AND/OR LOCATION
OF ALL EXISTING STRUCTURES AND UTILITIES.
18. THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED CALCULATIONS AND SHOP DRAWINGS BY A STRUCTURAL ENGINEER REGISTERED IN
THE STATE IN WHICH THE PROJECT IS LOCATED SHOWING DESIGNS OF METAL STAIRS, METAL RAILINGS AND CONNECTIONS TO STRUCTURE TAKING
INTO ACCOUNT THE VERTICAL AND LATERAL LOADS STATED IN THE GOVERNING CODES. WHERE HEADERS OR OTHER TYPES OF STRUCTURAL
MEMBERS HAVE BEEN DESIGNATED ON THE STRUCTURAL CONTRACT DOCUMENTS TO SUPPORT THE STAIRS, THE CONNECTIONS FROM THE STAIRS
SHALL BE DESIGNED SO THAT NO ECCENTRIC OR TORSIONAL FORCES ARE IMPOSED ON THESE STRUCTURAL MEMBERS. IF ECCENTRIC
CONNECTIONS ARE USED, CONTRACTOR SHALL PROVIDE BRACING ELEMENTS FOR ALL SUPPORTING STEEL TO ELIMINATE THE TORSIONAL EFFECTS
OF THE ECCENTRIC CONNECTIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FURNISHING AND INSTALLING ALL EMBEDDED ITEMS AND
HARDWARE AS REQUIRED PER THE STAIR DESIGN.
19. STRUCTURAL COMPONENTS ARE NOT DESIGNED FOR VIBRATING EQUIPMENT. MOUNT VIBRATING EQUIPMENT ON VIBRATION ISOLATORS,
INERTIA PADS, ETC.
20. EXACT LOCATIONS OF ROOF PENETRATIONS TO BE COORDINATED BY THE GENERAL CONTRACTOR BETWEEN STEEL/JOIST/DECK/HVAC
SUBCONTRACTORS. SEE DETAIL FOR ROOF FRAME REQUIREMENTS
FOUNDATIONS
1. PERFORM ALL SITE PREPARATION AND EXCAVATION WORK IN STRICT ACCORDANCE WITH THE GEOTECHNICAL ENGINEERING REPORT AS
PREPARED BY TBD (N1, DATED N2).
2. EXCAVATE THE BUILDING SITE TO THE DEPTH AND EXTENT INDICATED IN THE SOILS REPORT. ALL SUBGRADES SHALL BE APPROVED IN
WRITING BY THE SOILS ENGINEER PRIOR TO BACKFILLING.
3. NO GEOTECHNICAL REPORT IS PROVIDED. BOTTOM OF FOOTINGS IS ASSUMED TO BEAR ON SOIL CAPABLE OF SAFELY SUPPORTING 5000 PSF.
PRIOR TO CONSTRUCTION, THE SERVICES OF A QUALIFIED GEOTECHNICAL ENGINEER SHALL BE RETAINED. THE GENERAL CONTRACTOR IS HEREIN
RESPONSIBLE FOR PERFORMING ALL EARTHWORK OPERATIONS IN STRICT ACCORDANCE WITH GEOTECHNICAL ENGINEERING REQUIREMENTS. IF THE
FOUNDATION RECOMMENDATIONS AND/OR DESIGN VALUES DIFFER FROM THAT ASSUMED, MODIFICATION TO THE DESIGN/DRAWINGS MAY BE
REQUIRED.
4. BOTTOM OF FOOTINGS SHALL BEAR ON SUBGRADE CAPABLE OF SAFELY SUPPORTING 5000 PSF PER THE GEOTECHNICAL REPORT. MODIFY
SOIL BEARING CAPACITY USING RAMMED AGGREGATE PIER (RAP) TECHNIQUES. SOIL SHALL BE MODIFIED TO ACHIEVE THE MINIMUM ALLOWABLE
BEARING CAPACITY STATED. RAMMED AGGREGATE PIERS SHALL BE DESIGN BY APPROVED CONTRACTOR.
5. SUBGRADE OF ALL FOOTINGS MUST BE INSPECTED UNDER THE SUPERVISION OF AND APPROVED BY A REGISTERED SOILS ENGINEER BEFORE
PLACING ANY CONCRETE. APPROVAL IN WRITING MUST INDICATE THE SOIL IS ADEQUATE TO SAFELY SUSTAIN SPECIFIED SOIL BEARING PRESSURE.
6. BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF 3 FEET BELOW EXTERIOR FINISH GRADE. ALL FOOTING ELEVATIONS SHOWN ON
PLAN ARE THE BEST APPROXIMATIONS BASED ON AVAILABLE DATA. GENERAL CONTRACTOR MAY ALTER FOOTING ELEVATIONS FOR REASONS
INCLUDING, BUT NOT LIMITED TO, REVISED GEOTECHNICAL OR CIVIL INFORMATION, UNFORESEEN CONDITIONS, ACTUAL INVERT ELEVATIONS,
CONTRACTIBILITY, ETC. CONTRACTOR SHALL NOTIFY ARCHITECT AND OBTAIN WRITTEN APPROVAL PRIOR TO ANY MODIFICATIONS.
7. DO NOT BACKFILL ANY BASEMENT WALLS WITH AN UNBALANCED HEIGHT OF SOIL GREATER THAN THREE FEET UNTIL ELEVATED FLOOR IS IN-
PLACE AND THE WALL HAS REACHED ITS DESIGN STRENGTH OR THE WALLS ARE ADEQUATELY BRACED.
8. CONCRETE/CMU WALLS EXPOSED TO VIEW (INTERIOR OR EXTERIOR) SHALL HAVE CONTROL JOINTS AT 30 FEET MAXIMUM ON CENTER UNLESS
NOTED OTHERWISE. WALLS WITH INTEGRAL COLUMN PIERS OR PILASTERS SHALL BE POURED MONOLITHICALLY AND SHALL HAVE A FORMED
CONTROL JOINT ON ONE SIDE OF EACH PIER ON THE EXPOSED FACE OF THE WALL. JOINTS SHALL BE FILLED WITH AN APPROVED SEALANT.
CONCRETE
1. REINFORCING STEEL SHALL BE WITHIN TOLERANCES SET FORTH IN ACI 117, AND HAVE THE SPECIFIED CLEAR COVER, UNLESS NOTED
OTHERWISE ON DRAWINGS:
CONCRETE POURED AGAINST EARTH 3"
CONCRETE EXPOSED TO EARTH OR WEATHER:
#5 OR SMALLER 1 1/2"
#6 OR LARGER 2"
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
COLUMNS (TIES AND MAIN REINFORCING) 1 1/2"
SLABS, WALLS, JOISTS: #14 OR #18 BARS 1 1/2"
#11 OR SMALLER 3/4"
BEAMS (STIRRUPS AND MAIN REINFORCING) 1 1/2"
CLEAR COVER SHALL BE CLEARLY SHOWN ON ALL REINFORCING BAR DETAIL DRAWINGS.
2. ALL CONCRETE SHALL BE READY-MIX AND HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF:
A. SPREAD FOOTINGS/WALL FOOTINGS 3,000 PSI
B. FOUNDATION WALLS/RETAINING WALLS 4,000 PSI
C. PIERS-MATCH WALL STRENGTH (MINIMUM OF 4,000 PSI)
D. SLAB-ON-GRADE 4,000 PSI
E. CONCRETE SLABS ON METAL DECK 4,000 PSI
F. TOPPING ON PRECAST PLANKS 4,000 PSI
G. HAVE A MINIMUM OF 500 LBS. OF CEMENT PER CUBIC YARD.
H. SLUMP (AT POINT OF CONCRETE PLACEMENT) SHALL BE 3 INCH MINIMUM AND 6 INCH MAXIMUM.
I. CONCRETE EXPOSED TO WEATHER SHALL HAVE 5 PERCENT AIR ENTRAINMENT. CONCRETE NOT EXPOSED TO WEATHER SHALL NOT CONTAIN
AN AIR-ENTRAINING AGENT.
J. SUBMIT MIX DESIGNS FOR REVIEW.
NORMAL-WEIGHT CONCRETE TO BE GIVEN A HARD-TROWELED FINISH SHALL NOT CONTAIN AN AIR-ENTRAINING AGENT. TOTAL AIR CONTENT
FOR THIS CONCRETE SHOULD NOT EXCEED 3 PERCENT (AT POINT OF CONCRETE PLACEMENT). ALL CONCRETE WORK SHALL COMPLY WITH THE
REQUIREMENTS OF THE LATEST ACI BUILDING CODE (ACI 318), THE ACI DETAILING MANUAL (ACI 315), AND THE SPECIFICATIONS FOR STRUCTURAL
CONCRETE FOR BUILDINGS (ACI 301).
3. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL CONFORMING TO ASTM DESIGNATION A615 GRADE
60 EXCEPT #14 BARS AND LARGER WHICH SHALL CONFORM TO ASTM A615 GRADE 75.
WWF SHALL COMPLY WITH ASTM A185.
4. DEVELOPMENT LENGTHS, NOTED AS Ld ON DRAWINGS, AND SPLICE/LAP LENGTHS OF ALL REINFORCING STEEL TO BE PER DETAIL WITH NOTES
ENTITLED "TABLE OF DEVELOPMENT AND LAP SPLICE LENGTH". LAP SPLICES OF #14 BARS AND LARGER ARE NOT PERMITTED. THESE BARS MUST BE
MECHANICALLY COUPLED WITH DEVICES RATED TO DEVELOP 125% OF Fy OF THE BAR. SUBMIT PRODUCT DATA FOR ENGINEERING APPROVAL.
LAP ALL WWF A MINIMUM OF SIX INCHES.
5. ALL INSERTS AND SLEEVES SHALL BE CAST-IN-PLACE. THE CONTRACTOR SHALL VERIFY THE DIMENSIONS AND LOCATIONS OF ALL OPENINGS,
PIPE SLEEVES, ETC. AS REQUIRED BY ALL TRADES BEFORE THE CONCRETE IS POURED. THE CONTRACTOR SHALL CONSULT THE ARCHITECTURAL,
MECHANICAL, AND ELECTRICAL DRAWINGS, AS WELL AS THE STRUCTURAL DRAWINGS FOR THE LOCATION, NUMBER, AND SIZE OF ALL OPENINGS,
SLEEVES, ETC. HOWEVER, OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE INSTALLED ONLY AFTER APPROVAL BY THE
STRUCTURAL ENGINEER IS OBTAINED. DRAWINGS SHALL BE SUBMITTED FOR REVIEW SHOWING LOCATIONS AND DIMENSIONS OF ALL OPENINGS,
SLEEVES, ETC. IN CAST-IN-PLACE CONCRETE SLABS, BEAMS, WALLS, COLUMNS, AND FOUNDATIONS. THESE DRAWINGS SHALL BE COORDINATED BY
THE CONTRACTOR. OPENINGS AND SLEEVES THROUGH CAST-IN-PLACE CONCRETE FRAMING IS PROHIBITED EXCEPT WHERE THOSE SLEEVES AND
OPENINGS ARE SHOWN ON THE STRUCTURAL DRAWINGS OR WHERE THEY ARE SHOWN ON THE APPROVED SLEEVE AND OPENING DRAWINGS THAT
HAVE BEEN SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW. SAW-CUTTING, CORING, OR DRILLING OF SLEEVES OR OPENING THROUGH
PREVIOUSLY CAST CONCRETE IS NOT PERMITTED EXCEPT WHERE SPECIFICALLY REVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER.
6. CONSTRUCTION JOINTS IN SLABS ON METAL DECK SHALL OCCUR MIDWAY BETWEEN BEAMS AT END THIRD OF GIRDER SPAN.
7. SUBMIT ALL REINFORCING SHOP DRAWINGS FOR REVIEW PRIOR TO ANY FABRICATION.
8. FOR CONCRETE SLABS ON METAL DECK, FLOORS SHALL BE POURED TO THE THICKNESS SHOWN ON DOCUMENTS, NOT TO A LEVEL LINE.
9. THE CONTRACTOR SHALL INSTALL FLOOR LEVELING MATERIAL AND PERFORM OTHER CORRECTIVE MEASURES IN ALL AREAS, INCLUDING BUT
NOT LIMITED TO, AREAS WHERE FLOOR FINISH PROVISIONS DO NOT COMPLY WITH THE FLATNESS AND LEVELNESS REQUIREMENTS. NOTE: UNLESS
NOTED OTHERWISE, THE CALCULATED CENTER OF BAY DEFLECTION DUE TO DEAD LOADS ONLY, MEASURED ON A DIAGONAL DIMENSION BETWEEN
COLUMNS, IS APPROXIMATELY 3/8”PER 10’-0”LENGTH.
10. CONTRACTOR TO ENGAGE AN ENGINEER, REGISTERED IN THE PROJECT'S JURISDICTION, TO DEVELOP ALL FORMWORK, SHORING, AND
RESHORING DESIGNS AND PROCEDURES AND SUBMIT SIGNED AND SEALED DRAWINGS AND CALCULATIONS. ALL SHORING AND RESHORING MUST
REMAIN IN PLACE FOR A MINIMUM OF 28 DAYS AFTER CONCRETE PLACEMENT, OR WHEN FULL STRENGTH IS ACHIEVED FROM FIELD CURED
CYLINDERS.
11. THE CONTRACTOR SHALL DELIVER TO THE ENGINEER, AT THE END OF THE JOB, ONE (1) ELECTRONIC VERSION OF THE FINAL FIELD COPIES OF
ALL STEEL REINFORCING SHOP DRAWINGS.
12. EMBEDDED CONDUIT WITHIN CONCRETE SLAB ON METAL DECK IS NOT ALLOWED.
PRECAST CONCRETE
1. THE DESIGN, FABRICATION AND ERECTION OF PRECAST CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ACI 318 AND THE LATEST PCI
CODE. PRECAST MANUFACTURER SHALL BE PCI APPROVED. PRECAST MANUFACTURER SHALL SUBMIT DRAWINGS AND CALCULATIONS, BOTH OF
WHICH MUST BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER.
2. A. PRECAST CONCRETE PLANK
B. PRECAST BEAMS/COLUMN/WALLS
SHALL BE DESIGNED TO SUPPORT ALL SUPERIMPOSED LOADS INCLUDING PARTITION LOADS. FOR LOCATION OF PARTITIONS, SEE
ARCHITECTURAL DRAWINGS.
3. IF SHIMS ARE REQUIRED AT PRECAST PLANK BEARING, THEY MUST BE CONTINUOUS FOR THE FULL WIDTH OF THE PLANK. POINT SHIMMING IS
NOT ACCEPTABLE. USE KOALA SHIMS OR APPROVED EQUAL.
4. PRECAST CONCRETE MEMBERS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 5,000 PSI.
5. PRECAST MANUFACTURER SHALL COORDINATE WITH OTHER TRADES AND ALL CONTRACT DRAWINGS FOR SIZE AND LOCATION OF ALL
OPENINGS. PRECAST MANUFACTURER SHALL DESIGN, PROVIDE, AND INSTALL ALL HANGERS, INSERTS, ATTACHMENTS AND APPURTENANCES AS
REQUIRED.
6. ALL OPENINGS IN PRECAST CONCRETE MUST BE PROVIDED BY OR APPROVED IN WRITING BY PRECAST MANUFACTURER. NO REINFORCING IN
PRECAST CONCRETE IS TO BE CUT WITHOUT PRIOR APPROVAL OF PRECAST MANUFACTURER. ANY OPENINGS SHOWN ON STRUCTURAL DRAWINGS
ARE FOR ILLUSTRATIVE PURPOSES ONLY. QUANTITIES, SIZES AND LOCATIONS OF ALL PROPOSED CORES/OPENINGS, INCLUDING BUT NOT LIMITED TO
OPENINGS FOR SHAFTS AND PIPES, ARE TO BE OBTAINED FROM OTHER DOCUMENTS.
7. PRECAST MANUFACTURER IS TO OBTAIN ALL ARCHITECTURAL PRECAST CONCRETE DIMENSIONS FROM ARCHITECTURAL DOCUMENTS.
8. PRECAST MANUFACTURER TO COORDINATE QUANTITIES AND LOCATIONS OF ALL CONNECTIONS (GRAVITY AND LATERAL) FOR ARCHITECTURAL
PRECAST CONCRETE WITH MANUFACTURER OF SUPPORT MATERIAL (STEEL, CONCRETE, ETC.), BASED ON GENERAL GUIDELINES AS SHOWN ON
STRUCTURAL DOCUMENTS.
9. WELD PLATES AND OTHER EMBEDDED ITEMS AS SHOWN ON STRUCTURAL DRAWINGS ARE FOR DESIGN INTENT ONLY. PRECAST
MANUFACTURER IS RESPONSIBLE FOR QUANTITY AND LOCATION OF THEIR ITEMS. ALL EMBEDDED STEEL ITEMS IN ELEMENTS EXPOSED TO WEATHER
OR IN PARKING STRUCTURES SHALL BE STAINLESS STEEL.
10. THE CONTRACTOR SHALL DELIVER TO THE ENGINEER, AT THE END OF THE JOB, ONE (1) ELECTRONIC VERSION OF THE FINAL FIELD COPIES OF
ALL PRECAST CONCRETE SHOP DRAWINGS.
STEEL
1. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISC 360-10. ALL CONNECTIONS, INCLUDING AT HSS
SECTIONS, SHALL BE DESIGNED AND DETAILED IN ACCORDANCE WITH AISC 360-10. UNLESS INDICATED OTHERWISE ON CONTRACT DOCUMENTS, IN
ADDITION TO THE SHEAR CONNECTION, INCLUDE AS A MINIMUM, 4X4X3/8 ANGLES TOP AND BOTTOM OR ENDPLATE AT ALL HSS BEAMS/GIRDERS TO
COLUMN CONNECTIONS. ALL WIDE FLANGE SHAPES SHALL BE ASTM A992. ALL OTHER STRUCTURAL STEEL SHALL BE ASTM A36 UNLESS NOTED
OTHERWISE. ALL STEEL RECTANGULAR/SQUARE HOLLOW STRUCTURAL SECTIONS SHALL BE ASTM A500 GRADE C, FY = 50 KSI. ALL STEEL ROUND
HOLLOW STRUCTURAL SECTIONS SHALL BE ASTM A500 GRADE C, FY = 46 KSI. ALL STEEL SHALL HAVE A SHOP COAT OF RUST INHIBITIVE PAINT. DELETE
PAINT ON ALL STEEL TO RECEIVE SPRAYED-ON FIREPROOFING OR CONCRETE ENCASEMENT, AS NOTED ON ARCHITECTURAL DOCUMENTS. ORIENT
ALL MILL CAMBER UPWARD DURING FABRICATION AND ERECTION. ALL STEEL SHALL BE THOROUGHLY CLEANED IN ACCORDANCE WITH SSPC-SP3
PRIOR TO PAINTING.
2. ALL SHOP AND FIELD WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS, AS DESCRIBED IN "AMERICAN WELDING SOCIETY'S STANDARD
QUALIFICATION PROCEDURE", AWS D1.1 LATEST EDITION, TO PERFORM THE TYPE OF WORK REQUIRED.
3. UNLESS OTHERWISE NOTED, ALL CONNECTIONS SHALL BE BOLTED WITH MINIMUM 3/4-INCH DIAMETER A325 OR A490 HIGH STRENGTH BEARING
TYPE BOLTS OR WELDED. THE FABRICATOR IS RESPONSIBLE FOR THE SELECTION, DESIGN, AND DETAILING OF ALL CONNECTIONS, INCLUDING BUT
NOT LIMITED TO MOMENT CONNECTIONS, BRACED FRAME CONNECTIONS, AND TRUSS CONNECTIONS, NOT FULLY DETAILED ON THE CONTRACT
DRAWINGS. THIS INCLUDES TO DESIGN, DETAIL, FURNISH, AND INSTALL STIFFENERS, CONTINUITY PLATES, DOUBLER PLATES, OR OTHER NECESSARY
ADDITIONAL LOCAL STRENGTHENING MEASURES AS REQUIRED. MEMBER SIZES INDICATED ON THE DRAWINGS ARE BASED ON MEMBER BEHAVIOR
AWAY FROM CONNECTIONS. USE FULL DEPTH DOUBLE ANGLE CONNECTIONS ON ALL GIRDER AND BEAM CONNECTIONS TO COLUMNS. BOLTS SHALL
BE AT 3 INCH O/C VERTICALLY. INFILL BEAM CONNECTIONS MAY BE ONE-SIDED CONNECTIONS, UNLESS NOTED OTHERWISE. ALL GRAVITY MOMENT
CONNECTIONS SHALL BE BOLTED WITH MINIMUM 3/4-INCH DIAMETER A325 OR A490 HIGH STRENGTH SLIP CRITICAL BOLTS OR WELDED.
UNLESS OTHERWISE NOTED, DETAILS INDICATED ON DRAWINGS INDICATE GENERAL CRITERIA FOR DESIGN AND DETAILING OF CONNECTIONS.
DETAILS INDICATED ON DRAWINGS ARE NOT INTENDED TO CONVEY COMPLETE CONNECTOR SIZES, PLATE SIZES, WELD SIZES, NUMBER OF BOLTS, OR
ANY OTHER SPECIFIC INFORMATION THAT IS OBTAINED THROUGH DESIGNING OF AN INDIVIDUAL CONNECTION FOR A GIVEN SET OF LOADS. THESE
DETAILS DO NOT SHOW ERECTION AIDS. PROVIDE ERECTION AIDS AS REQUIRED AND REMOVE THEM AFTER WORK IS COMPLETE.
4. ALL ANCHOR RODS TO BE ASTM F1554 GRADE 36, UNLESS NOTED OTHERWISE.
5. ALL ALUMINUM AND STEEL MEMBERS SHALL BE TREATED OR PROPERLY SEPARATED TO PREVENT GALVANIC AND CORROSIVE EFFECTS.
6. ALL STEEL WELDING RODS SHALL BE E70XX.
7. SUBMIT ALL STEEL SHOP DRAWINGS FOR REVIEW PRIOR TO ANY FABRICATION. SHOP DRAWINGS SHALL SHOW COMPLETE BOLTING AND
WELDING INFORMATION, BOTH SHOP AND FIELD. ALL WELDING INFORMATION SHALL USE AMERICAN WELDING SOCIETY SYMBOLS. SHOP OR FIELD
SPLICING OF ANY STRUCTURAL STEEL SECTION WHERE NOT DETAILED ON THE CONTRACT DOCUMENTS IS STRICTLY PROHIBITED WITHOUT PRIOR
WRITTEN APPROVAL BY THE STRUCTURAL ENGINEER OF RECORD.
8. CONNECTIONS FOR ALL BEAM/GIRDERS SHALL BE DESIGNED FOR A MINIMUM UNFACTORED REACTION OF 15 KIPS, UNLESS NOTED GREATER
ON DRAWINGS.
9. STEEL FABRICATOR IS SOLELY RESPONSIBLE FOR SURVEYING AND VERIFICATION OF EXISTING CONDITIONS INCLUDING BUT NOT LIMITED TO
THE LOCATION, ELEVATION, AND DIMENSIONS OF EXISTING WALLS AND FRAMING.
10. ALL LINTELS AND SHELF ANGLES WITHIN EXTERIOR WALLS SHALL BE HOT DIP GALVANIZED. ANY POINTS OF WELDING SHALL BE TOUCHED UP
IN THE FIELD WITH A ZINC-RICH PAINT BY THE STEEL ERECTOR.
12. ALL EXPOSED STEEL (INCLUDING BUT NOT LIMITED TO DUNNAGE FRAMING, SCREEN WALL FRAMING, CANOPY FRAMING, ETC.) SHALL BE HOT
DIP GALVANIZED. ANY POINTS OF WELDING SHALL BE TOUCHED UP IN THE FIELD WITH A ZINC-RICH PAINT BY THE STEEL ERECTOR.
13. SPANDREL ANGLE AT PERIMETER EDGE OF FLOOR SLAB/ROOF SHALL BE ADJUSTABLE. SHIP ANGLE LOOSE AND SET WITH STRING LINE IN
FIELD FOR VERTICAL AND HORIZONTAL ALIGNMENT AFTER STEEL IS FULLY ERECTED TO A MAXIMUM TOLERANCE OF 1/4 INCH HORIZONTAL PER
BAY/PER FLOOR AND MUST BE SET PLUMB BY STEEL ERECTOR PRIOR TO STUD ERECTION. ANGLE MUST BE INSTALLED IN ONE LENGTH PER BAY. SEE
TYPICAL SPANDREL ANGLE DETAIL.
14. PROVIDE WELDED STIFFENER PLATES ON BOTH SIDES OF THE WEB OF BEAMS AT POINTS OF CONCENTRATED LOADS INCLUDING BEAMS
SUPPORTING COLUMNS OR RUNNING OVER THE TOPS OF COLUMNS, OR OTHER BEAMS. MINIMUM STIFFENER PLATE THICKNESS SHALL BE 3/8 INCH OR
FLANGE THICKNESS OF COLUMN ABOVE OR BELOW OR BEAM WEB THICKNESS ABOVE OR BELOW, WHICHEVER IS GREATER.
15. ALL POST-INSTALLED EXPANSION ANCHORS FASTENED INTO CONCRETE SHALL BE HILTI KWIK BOLT TZ WITH MATERIAL TYPE, DIAMETER, AND
EMBEDMENT PER DOCUMENTS, UNLESS NOTED OTHERWISE. ALL POST-INSTALLED ADHESIVE ANCHORS FASTENED INTO CONCRETE AND
REINFORCING BAR DOWELING INTO CONCRETE SHALL USE HILTI HIT-RE 500v3 EPOXY ADHESIVE ANCHORING SYSTEM IN HAMMER-DRILLED HOLES
WITH ROD TYPE, DIAMETER, EMBEDMENT AND SPACING/EDGE DISTANCE PER DOCUMENTS, UNLESS NOTED OTHERWISE.
16. ALL PIPING RUNS LARGER THAN 4" DIAMETER SHALL BE HUNG DIRECTLY FROM STEEL BEAMS AND NOT THE CONCRETE SLAB ON METAL DECK
SYSTEM (NO UTILITIES SHALL BE HUNG FROM METAL ROOF DECK). ANY SUPPLEMENTAL STEEL REQUIRED FOR BUILDING SYSTEMS (MECHANICAL,
ELECTRICAL, PLUMBING, ETC.) IS NOT BY O'DONNELL & NACCARATO.
17. THE CONTRACTOR SHALL DELIVER TO THE ENGINEER, AT THE END OF THE JOB, ONE (1) ELECTRONIC VERSION OF THE FINAL FIELD COPIES OF
ALL STEEL ERECTION DRAWINGS SHOP DRAWINGS.
DECK
1. STEEL ROOF DECK SHALL BE PAINTED 3" 22 GAGE TYPE N METAL DECK GRADE 33 (MINIMUM FY = 33 KSI) AS MANUFACTURED BY NUCOR OR
APPROVED EQUAL. MANUFACTURER SHALL BE A MEMBER OF THE STEEL DECK INSTITUTE. ROOF DECK FABRICATION AND INSTALLATION MUST
COMPLY WITH STEEL DECK INSTITUTE STANDARDS. ALL ROOF DECK SHALL BE CONTINUOUS OVER A MINIMUM OF THREE SPANS. SUSPENDED
CEILINGS, LIGHT FIXTURES, DUCTS, PIPES (INCLUDING FIRE PROTECTION), OR OTHER UTILITIES SHALL NOT BE SUPPORTED BY THE STEEL DECK.
2. ATTACH TYPE N METAL ROOF DECK TO STRUCTURAL STEEL SUPPORTS WITH 5/8" DIAMETER PUDDLE WELDS, OR EQUIVALENT MECHANICAL
FASTENER, (4 CONNECTIONS (MIN., UNO) PER 24" WIDE SHEET PER SUPPORT). FASTEN SIDE JOINTS TOGETHER WITH #10 SELF DRILLING SCREWS, OR
WELD, AT 1’-6”ON-CENTER MAXIMUM BETWEEN SUPPORTS. INCREASE FASTENER SIZE AND/OR DECREASE FASTENER SPACING AS REQUIRED PER
FACTORY MUTUAL REQUIREMENTS IF ROOF ASSEMBLY IS REQUIRED TO MEET FACTORY MUTUAL STANDARDS.
3. USE WELDING WASHERS ON ALL CONNECTIONS OF STEEL DECK WITH METAL THICKNESS LESS THAN 22 GAGE TO STRUCTURAL STEEL
SUPPORTS.
4. IN AREAS OF WARPED ROOF DECK USE, SELF DRILLING SCREWS FOR CONNECTIONS OF STEEL ROOF DECK TO STRUCTURAL STEEL
SUPPORTS. SCREW SIZES SHALL COMPLY WITH MANUFACTURER'S REQUIREMENTS, ATTACH DECK TO ALL SUPPORTING MEMBERS.
5. FLOOR DECK SHALL BE AS SHOWN ON DRAWINGS AS MANUFACTURED BY VULCRAFT OR APPROVED EQUAL. MANUFACTURER SHALL BE A
MEMBER OF THE STEEL DECK INSTITUTE. FLOOR DECK FABRICATION AND INSTALLATION MUST COMPLY WITH STEEL DECK INSTITUTE STANDARDS.
ALL FLOOR DECK SHALL BE CONTINUOUS OVER A MINIMUM OF THREE SPANS.
6. COMPOSITE SHEAR STUDS SHALL BE WELDED THROUGH STEEL DECK. SHEAR STUDS SHALL BE HEADED STUDS MADE FROM LOW CARBON
STEEL, FY=60 KSI, CONFORMING TO ASTM A108 AND SHALL BE INSTALLED IN ACCORDANCE WITH AWS D1.1.
7. FLOORS HAVE BEEN DESIGNED AS COMPOSITE BEAM AND COMPOSITE DECK. BEAM/DECK SHORING IS NOT REQUIRED. UNLESS NOTED
OTHERWISE ON DRAWINGS. LARGE DEAD LOAD DEFLECTIONS ARE ANTICIPATED IN UNCAMBERED MEMBERS. THE CONTRACTOR MAY, AT HIS/HER
OPTION AND COST, UTILIZE BEAM AND/OR DECK SHORING.
8. ATTACH LOK-FLOOR COMPOSITE METAL DECK TO STRUCTURAL STEEL SUPPORTS WITH 5/8" DIAMETER PUDDLE WELDS, OR EQUIVALENT
MECHANICAL FASTENER, (4 CONNECTIONS (MIN., UNO) PER 36" WIDE SHEET PER SUPPORT). FASTEN SIDE JOINTS WITH #10 SELF-DRILLING SCREW, OR
WELD, AT 3'-0" ON-CENTER MAXIMUM BETWEEN SUPPORTS.
9. ATTACH UFS FORM DECK TO STRUCTURAL STEEL SUPPORTS AND ATTACH SIDE JOINTS TOGETHER PER MANUFACTURER'S
RECOMMENDATIONS.
10. THE CONTRACTOR SHALL DELIVER TO THE ENGINEER, AT THE END OF THE JOB, ONE (1) ELECTRONIC VERSION OF THE FINAL FIELD COPIES OF
ALL DECK LAYOUT SHOP DRAWINGS.
LIGHTGAGE METAL FRAMING
1. LIGHTGAGE METAL STUD DESIGNATION SHOWN ON STRUCTURAL DRAWINGS ASSUME MARINO WARE AS A DESIGN BASIS. MANUFACTURER
MUST SUBMIT LITERATURE INDICATING THAT THE MEMBERS SUPPLIED PROVIDE EQUIVALENT STRENGTH AND STIFFNESS. MANUFACTURER AND/OR
SUPPLIER TO PREPARE INFORMATION INDICATING CAPACITY OF MEMBERS, FRAMING DETAILS, CONNECTIONS, BRACING, BRIDGING AND ALL OTHER
APPURTENANCES OF MEMBERS TO CONFORM TO LOAD CRITERIA AS DIRECTED BY CONTRACTOR/CONSTRUCTION MANAGER.
2. ALL STEEL STUDS SHALL BE HOT-DIPPED GALVANIZED (G 60) IN ACCORDANCE WITH ASTM A924. STEEL STUDS SHALL BE DESIGNED,
MANUFACTURED AND INSTALLED IN ACCORDANCE WITH THE LATEST AISC SPECIFICATIONS AND SHALL COMPLY WITH ASTM A653 & C955. ALL STUDS,
JOISTS, AND ACCESSORIES SHALL HAVE THE FOLLOWING MATERIAL STRENGTHS:
54 MILS (16 GAGE) AND HEAVIER -FY = 50KSI.
33 MILS, 43 MILS (20 GAGE, 18 GAGE RESPECTIVELY) - FY = 33KSI.
3. ALL WELDING OF LIGHT GAGE STEEL FRAMING MUST BE DONE BY CERTIFIED WELDERS IN ACCORDANCE WITH AWS D1.3, SPECIFICATION FOR
WELDING SHEET STEEL IN STRUCTURES.
4. MAKE CONNECTIONS WITH SELF-TAPPING SCREWS OR WELDING SO THAT THE CONNECTIONS MEET OR EXCEED THE DESIGN LOADS. ALWAYS
USE WELDS WHERE SHOWN ON DRAWINGS.
5. CUT ALL LIGHT GAGE STEEL FRAMING MEMBERS WITH SAWS OR SHEARS. FLAME CUTTING IS NOT PERMITTED.
6. THE LIGHT GAGE STEEL FRAMING SUPPLIER AND ERECTOR SHALL HAVE A MINIMUM 5 YEARS EXPERIENCE IN THE FABRICATION AND ERECTION
OF LIGHT GAGE STEEL FRAMING SYSTEMS.
7. THE CONTRACTOR SHALL DELIVER TO THE ENGINEER, AT THE END OF THE JOB, ONE (1) ELECTRONIC VERSION OF THE FINAL FIELD COPIES OF
ALL TRUSS LAYOUT SHOP DRAWINGS.
MASONRY
1. MASONRY UNITS SHALL BE TYPE N-1 MEDIUM WEIGHT ASTM C90 HOLLOW GROUTED SOLID FULL HEIGHT. WITH MINIMUM COMPRESSIVE
STRENGTH OF 2000 PSI. ALL CMU SHALL BE LAID IN A FULL BED OF MORTAR. CONSTRUCT COLUMN PIERS INTEGRALLY WITH FOUNDATION WALLS AND
CONTINUE WALL REINFORCEMENT THROUGH THE PIER. GROUT COLUMN PIERS AND WALLS MONOLITHICALLY.
2. FOLLOWING ARE THE BLOCK STRENGTHS REQUIRED:
ASTM C90 HOLLOW 2000 PSI ON NET AREA OF INDIVIDUAL UNITS.
3. ALL MORTAR SHALL BE ASTM C270 TYPE S WITH A MINIMUM COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS FROM FIELD OBTAINED TEST
CYLINDERS
4. GROUT SHALL BE A HIGH SLUMP MIX IN ACCORDANCE WITH ASTM SPECIFICATION C476 HAVING A MINIMUM COMPRESSIVE STRENGTH OF 3000
PSI FROM FIELD OBTAINED TEST CYLINDERS.
5. LAID UP MASONRY DESIGN f'm IS 2000 PSI FOR STANDARD CONCRETE MASONRY.
6. VERTICAL REINFORCING SHALL BE ASTM A615, GRADE 60 DEFORMED BARS. MINIMUM DEVELOPMENT AND LAP SPLICE LENGTHS TO BE PER
"TENSION DEVELOPMENT AND LAP SPLICE LENGTH FOR MASONRY" TYPICAL DETAIL TABLE (U.N.O. ON PLANS). MECHANICAL SPLICING DEVICES WHICH
ARE RATED TO DEVELOP 125 PERCENT OF FY OF THE BAR MAY BE SUBSTITUTED. SUBMIT PRODUCT DATA FOR ENGINEERING APPROVAL.
7. ALL CONCRETE MASONRY SHALL BE CONSTRUCTED AND ERECTED IN ACCORDANCE WITH THE GOVERNING MASONRY CODE (TMS 402) AND
SPECIFICATIONS (TMS 602) AND INSPECTED BY A QUALIFIED ENGINEER.
8. PROVIDE HOT-DIPPED GALVANIZED TRUSS TYPE OR LADDER TYPE HORIZONTAL JOINT REINFORCEMENT, MINIMUM 9 GA, AT 16 INCHES ON
CENTER VERTICAL IN ALL MASONRY WALLS. SPACE HORIZONTAL JOINT REINFORCEMENT AT 8 INCHES ON CENTER IN ALL PARAPETS. USE SHOP
FABRICATED SPECIAL PIECES AT ALL CORNERS AND TEES.
9. AS A MINIMUM, ALL CORES CONTAINING VERTICAL REINFORCING ARE TO BE GROUTED SOLID.
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SHEET TITLE
SHEET NUMBER
RATIO
101 South Pennsylvania Street
Indianapolis, Indiana 46204
317-633-4040
Architect
McComas/O'Donnell & Naccarato
Structural Engineer
Civil Engineer
Mechanical / Plumbing Design/Builder
1717 E. 116th Street, Suite 200
Carmel, Indiana 46032
317-580-0402
Kimley Horn
250 East 96th Street, Suite 580
Indianapolis, Indiana 46240
DEEM LLC
6831 E 32nd Street
Indianapolis, Indiana 46226
KEY PLAN
B
A
HOTEL
PROJECT NO.
SHEET ISSUE
SEAL | DATE
COPYRIGHT NOTICE: THIS ARCHITECTURAL
AND ENGINEERING DRAWING IS GIVEN IN
CONFIDENCE AND SHALL BE USED ONLY
PURSUANT TO THE AGREEMENT WITH RATIO.
NO OTHER USE, DISSEMINATION OR
DUPLICATION MAY BE MADE WITHOUT PRIOR
WRITTEN CONSENT OF RATIO. ALL COMMON
LAW RIGHTS OF COPYRIGHT AND OTHERWISE
ARE HEREBY SPECIFICALLY RESERVED.
TRAINING
CENTER
**-ALL DRAWINGS MARKED AS PART OF AN "EARLY"
SUBMISSION PACKAGE ARE ISSUED PRIOR TO COMPLETION OF
OTHER DESIGN DISCIPLINES INCLUDING BUT NOT LIMITED TO
ARCHITECTURAL OR MECHANICAL DESIGNS; AND AS SUCH,
ARE INCOMPLETE BY NATURE FOR THE COMPREHENSIVE
SCOPE OF THE PROJECT. ALLOWANCES FOR STRUCTURAL
ELEMENTS REQUIRED DUE TO THE COMPLETION AND
CROSS-COORDINATION OF ALL OTHER DISCIPLINES SHOULD
BE MADE.
1717 EAST 116TH STREET | SUITE 200 | CARMEL, IN. 46032
(317) 580-0402 | WWW.O-N.com | Project No. 7167.0013.00
SHELL & CORE PERMIT SET
10/15/21
Electrical Design/Builder
Barth Electric Co., Inc.
1934 N. Illinois Street
Indianapolis, Indiana 46202
10/15/2021 2:23:19 PMS-200
GENERAL NOTES
21040.000
Republic Airways
Training Center
12195 N. Meridian St.
Carmel, Indiana
46032
1 DESIGN DEVELOPMENT 10/01/21
2 CONSTRUCTION DOCUMENTS 10/15/21
10/15/21
10/19/22