HomeMy WebLinkAboutS0-2-1 - STRUCTURAL GENERAL NOTESCONSTRUCTION GENERAL NOTES1. THE STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDINGCODES AND DESIGN STANDARDS TO SUPPORT IN-PLACE DESIGN LOADS IN ACOMPLETED STRUCTURE. PROVIDE ADDITIONAL SUPPORTS OR TEMPORARYSHORING/BRACINGS FOR THE STRUCTURE, AS NEEDED DUE TO FORCES IMPOSEDDURING HANDLING AND ERECTION.2. STRUCTURAL DRAWINGS SHOULD NOT BE SCALED. PRINTED DIMENSIONS HAVEPRECEDENCE OVER SCALED DRAWINGS.3. FIELD VERIFY MEASUREMENTS, LINES AND LEVELS OF EXISTING CONDITIONS FORCOORDINATING OF NEW WORK WITH EXISTING CONSTRUCTION.4. CONSTRUCTION METHODS, PROCEDURES AND SEQUENCES ARE THECONTRACTOR'S RESPONSIBILITY. TAKE ALL THE NECESSARY MEANS TO MAINTAINAND PROTECT STRUCTURAL INTEGRITY OF CONSTRUCTION AT ALL STAGES.5. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT WHEN PLACED ONSUPPORTED SLABS. THE CONSTRUCTION MATERIAL LOAD SHALL NOT EXCEEDTHE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORINGAND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH.6. INVESTIGATE THE SITE DURING CLEARING AND EARTHWORK OPERATIONS FORFILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS,FOUNDATIONS, UTILITIES, ETC. IF ANY SUCH STRUCTURES ARE FOUND, THESTRUCTURAL ENGINEER OF RECORD SHALL BE NOTIFIED IMMEDIATELY.7. PRIOR TO THE PREPARATION OF SHOP DRAWINGS, VISIT THE SITE TO FAMILIARIZEWITH EXISTING CONDITIONS, CHECK AND VERIFY EXISTING DIMENSIONS, ANDTAKE ADDITIONAL MEASUREMENTS AS NEEDED. NOTIFY THE ARCHITECT ANDSTRUCTURAL ENGINEER OF RECORD OF ANY DISCREPANCY BETWEEN ACTUALCONDITIONS. MODIFICATION OF DETAILS OF CONSTRUCTION SHALL NOT BE MADEWITHOUT WRITTEN APPROVAL BY THE STRUCTURAL ENGINEER OF RECORD.8. PROVIDE AND BE RESPONSIBLE FOR THE PROTECTION AND REPAIR OF ADJACENTEXISTING SURFACES AND AREAS WHICH MAY BE DAMAGED BY NEW WORK.9. WHERE DIMENSIONS ARE PROVIDED FOR OPENINGS, BLOCKOUTS, FLOORDEPRESSIONS, CURBS, ETC., BUT MAY BE AFFECTED BY THE EQUIPMENTPURCHASED, VERIFY THE INFORMATION PROVIDED PRIOR TO CONSTRUCTION.10. NOTIFY THE STRUCTURAL ENGINEER OF RECORD WHEN DRAWINGS BY OTHERSSHOW OPENINGS, POCKETS, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS,BUT WHICH ARE LOCATED IN STRUCTURAL MEMBERS.FOUNDATIONS AND EARTHWORK1. THE FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL REPORTSUBSURFACE INVESTIGATION & GEOTECHNICAL RECOMMENDATIONS PREPAREDBY ALT & WITZIG ENGINEEERING, INC, DATED MARCH 20, 2020, JOB NUMBER20IN0003.2. VERIFY ALL EXISTING FIELD CONDITIONS THAT MAY AFFECT THE INSTALLATION OFTHE FOUNDATION SYSTEM PRIOR TO STARTING WORK. LOCATE AND PROTECT ALLUTILITIES, STRUCTURES AND FOUNDATIONS WHICH MAY BE AFFECTED BY THECONSTRUCTION PROCESS.3. SHALLOW CONTINUOUS FOUNDATIONS ARE DESIGNED FOR A MINIMUMALLOWABLE BEARING CAPACITY AS FOLLOWS:CONTINUOUS FOOTINGS1500 PSFCOEFFICIENT FOR FRICTION0.354. WALLS ARE DESIGNED FOR AN EQUIVALENT FLUID PRESSURE AS FOLLOWS:FLEXIBLE RETAINING WALLS50 PCFCOEFFICIENT FOR FRICTION0.355. REMOVE ALL EXISTING FILL OR UNSUITABLE SOILS AS DETERMINED BY THEGEOTECHNICAL ENGINEER AND/OR TESTING AGENCY AND REPLACE WITHPROPERLY COMPACT FILL. SEE BORING LOGS FOR DEPTH OF FILL AND TOP SOIL.FOOTINGS AND SLAB-ON-GRADE SHALL BEAR ON SUITABLE NATURAL SOIL ORENGINEERED FILL ABOVE SUITABLE NATURAL SOILS.6. FOUNDATION SUBGRADE, CAPACITY AND FINAL ELEVATIONS SHALL BE INSPECTEDAND APPROVED BY THE GEOTECHNICAL INSPECTION AGENCY PRIOR TO PLACINGCONCRETE AND REINFORCING.7. DURING COLD WEATHER/WINTER CONSTRUCTION, PROVIDE ALL NECESSARYMEASURES TO PREVENT ANY FROST OR ICE FROM PENETRATING ANYFOUNDATION OR SLAB SUBGRADE BEFORE AND AFTER PLACING CONCRETE ANDUNTIL SUCH SUBGRADES ARE FULLY PROTECTED BY THE PERMANENT BUILDINGSTRUCTURE. PROVIDE FROST PROTECTION FOR FOOTING AND AREA WITHIN 3FEET OF THE FOOTING PERIMETER TO PREVENT FREEZING AND HEAVING OF THEFOUNDATIONS AND BEARING STRATUM.8. NO MUD SLABS, GRADE BEAMS, WALLS OR SLABS SHALL BE PLACED INTO ORAGAINST SUBGRADE CONTAINING FREE WATER, FROST OR ICE. SHOULD WATEROR FROST ENTER A FOOTING EXCAVATION AFTER SUBGRADE APPROVAL, THESUBGRADE SHALL BE RE-INSPECTED BY THE GEOTECHNICAL INSPECTIONAGENCY AFTER REMOVAL OF FROST.9. THE EXPOSED SUBGRADE SOILS ARE SENSITIVE TO DISTURBANCE.CONSTRUCTION TRAFFIC OVER EXPOSED FOUNDATION SUBGRADES SHALL BEAVOIDED.10. FOOTING BACKFILL AND UTILITY TRENCH SHALL BE MECHANICALLY COMPACTEDIN UNIFORM LIFTS TO THE APPROVAL OF THE GEOTECHNICAL TESTING AGENCY.FLOODING WILL NOT BE PERMITTED.11. FOR WALLS AND GRADE BEAMS HAVING FILL ON EACH SIDE, BACKFILL OPERATIONSHALL PROCEED SIMULTANEOUSLY IN UNIFORM LIFTS. DIFFERENTIAL ELEVATIONOF THE TOP OF LIFTS BETWEEN EACH SIDE SHALL NOT EXCEED 2'-0".12. BACKFILLING OPERATION AGAINST RETAINING WALLS MAY OCCUR AFTER THECONCRETE HAS OBTAINED 75% OF ITS 28 DAY DESIGN STRENGTH.13. ALL ABANDONED UTILITIES, FOOTINGS, ETC. THAT INTERFERE WITH THE NEWCONSTRUCTION SHALL BE REMOVED.14. PROVIDE DOWELS FOR ALL WALLS EMBEDDED INTO FOUNDATIONS. DOWELSSHALL BE THE SAME SIZE AND SPACING AS VERTICAL WALL REINFORCING.15. CONTRACTOR SHALL PROVIDE FOR DEWATERING AT EXCAVATIONS FROMSURFACE WATER, GROUND WATER, SEEPAGE, ETC.16. CONTRACTOR SHALL PROVIDE FOR THE DESIGN AND INSTALLATION OF ALLCRIBBING, SHEATHING AND SHORING REQUIRED TO SAFELY AND ADEQUATELYRETAIN EARTH AND EXISTING STRUCTURES AT ALL EXCAVATIONS.CAST-IN-PLACE CONCRETE24. ANCHOR RODS, DOWELS, REINFORCING STEEL, INSERTS, ETC SHALL BESECURELY TIED IN PLACE PRIOR TO POURING CONCRETE.25. FORMS FOR CONCRETE SHALL BE LAID OUT AND CONSTRUCTED TO PROVIDESPECIFIED CAMBERS INDICATED ON THE DRAWINGS.26. PIPES, DUCTS, CONDUIT, ETC WHICH PASS THROUGH WALLS AND GRADE BEAMSREQUIRE SLEEVES, UNLESS OTHERWISE NOTED IN THE CONTRACT DOCUMENTS.27. WHERE SLEEVES ARE REQUIRED, INSTALL SLEEVES BEFORE PLACING CONCRETE.DO NOT CUT ANY REINFORCING WHICH MAY INTERFERE WITH SLEEVEPLACEMENT.28. NO PIPES, DUCTS, CONDUIT, ETC SHALL PASS THROUGH CONCRETEFOUNDATIONS UNLESS SPECIFICALLY DETAILED.29. CORING OPENINGS IN CONCRETE IS NOT PERMITTED. NOTIFY THE STRUCTURALENGINEER IN ADVANCE OF CONDITIONS NOT SHOWN ON THE STRUCTURALDRAWINGS.30. CONSTRUCTION JOINTS FOR CONCRETE WALLS SHALL BE SPACED NO MORETHAN 40'-0" APART AND SHALL OCCUR NO CLOSER THAN 10'-0" FROM CORNER,UNLESS OTHERWISE NOTED.31. HORIZONTAL CONSTRUCTION JOINTS ARE NOT PERMITTED IN THE WALLS ANDBEAMS UNLESS NOTED.CAST-IN-PLACE CONCRETE1. DETAILING, FABRICATION AND PLACEMENT OF CONCRETE CONSTRUCTION SHALLCONFORM TO AMERICAN CONCRETE INSTITUTE (ACI) "BUILDING CODEREQUIREMENTS FOR STRUCTURAL CONCRETE", ACI 318 AND 315.2. CONCRETE SHALL BE NORMAL WEIGHT AND SHALL DEVELOP A 28 DAYCOMPRESSIVE STRENGTH OF 4500 PSI, UNLESS OTHERWISE NOTED:3. CONCRETE SHALL BE AIR-ENTRAINED, UNLESS OTHERWISE NOTED.4. REINFORCING STEEL SHALL CONFORM TO ASTM A775, GRADE 60. ALL BARS SHALLBE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THE FINAL IN-PLACEINSPECTION OCCURS.5. MILL CERTIFICATES SHALL BE REQUIRED FOR ALL REINFORCING STEEL.6. WHERE USED HOLDING WIRE FOR STIRRUPS SHALL BE TYPE A82.7. PROVIDE THE FOLLOWING MINIMUM COVER FOR REINFORCING STEEL INCAST-IN-PLACE (NON-PRESTRESSED) CONCRETE, UNLESS OTHERWISE NOTED:7a. UNFORMED SURFACES IN CONTACT WITH EARTH 3"7b. UNFORMED SURFACES OVER MOISTURE BARRIERS 2"7c. FORMED SURFACES EXPOSED TO EARTH OR WEATHER OR WATERPROOFING/DAMP PROOFING:#6 AND LARGER2"#5 AND SMALLER1 1/2"7d. FORMED SURFACES NOT EXPOSED TO EARTH OR WEATHER:SLABS, WALLS AND JOISTS3/4"COLUMNS1 1/2"BEAMS AND GIRDERS (PRIMARY REINFORCING, TIES, STIRRUPS AND SPIRALS) 1 1/2"7e. SHELLS AND FOLDED PLATE MEMBERS#6 AND LARGER3/4"#5 AND SMALLER1/2"8. PROVIDE INTERIOR AND EXTERIOR HORIZONTAL LAPPED CORNER BARS AT ALLCORNERS TO MATCH SIZE AND SPACING OF THE WALL AND GRADE BEAMREINFORCING, UNLESS OTHERWISE NOTED.9. WHEN REINFORCING STEEL IS NOTED CONTINUOUS IN GRADE BEAMS, WALLS,SLABS, BEAMS, ETC., SPLICE REINFORCING STEEL ONLY WHEN UNAVOIDABLE DUETO STOCK LENGTHS UNLESS OTHERWISE NOTED. STAGGER ALL SPLICES AMINIMUM OF [4'-0"]. LOCATE THE TOP BAR SPLICES WITHIN THE MIDDLE HALF OFSPAN AND BOTTOM BAR SPLICES AT SUPPORTS OR BETWEEN SUPPORT AND 1/3OF SPAN, UNLESS OTHERWISE NOTED.10. REINFORCING BAR DEVELOPMENT:A. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 INCHES OF CONCRETECAST BELOW BARS. HORIZONTAL BARS IN THE WALL ARE CONSIDERED AS TOPBARS.B. DEVELOPMENT LENGTHS AS SCHEDULED ABOVE ARE FOR NORMAL WEIGHTCONCRETE.11. PROVIDE DEVELOPMENT LENGTH PER NOTE 10, UNLESS OTHERWISE NOTED.12. TENSION LAP SPLICE LENGTH FOR REINFORCING BARS SHALL BE 1.0 Ld FORCLASS A SPLICE AND 1.3 Ld FOR CLASS B SPLICE. ALL SPLICES SHALL BE CLASS B,UNLESS OTHERWISE NOTED.13. COMPRESSION EMBEDMENT SHALL BE 22 BAR DIAMETERS AND COMPRESSIONSPLICE LENGTH SHALL BE 30 BAR DIAMETERS. MINIMUM EMBEDMENT OR SPLICELENGTH TO BE 12" (305mm).14. USE COMPRESSION EMBEDMENT LENGTHS FOR DOWELS IN FOOTING ANDCOMPRESSION SPLICE LENGTH FOR FOOTING DOWELS TO PIER/COLUMNREINFORCING SPLICE, UNLESS OTHERWISE NOTED.15. WELDED OR MECHANICAL SPLICES CAPABLE OF DEVELOPING 125% OF BAR WIELDSTRENGTH MAY BE USED IN LIEU OF LAP SPLICES.16. SHOP WELDING SHALL BE PERFORMED UNDER A CONTINUOUS, CONTROLLEDPROCESS. QUALITY CONTROL TESTS SHALL BE PERFORMED ON SPECIMENS ANDAVAILABLE UPON REQUEST BY THE STRUCTURAL ENGINEER.17. FIELD WELDING OF REINFORCING IS NOT PERMITTED EXCEPT AS INDICATED ONTHE DRAWINGS OR AS APPROVED BY THE STRUCTURAL ENGINEER. USE LOWHYDROGEN ELECTRODES, GRADE E70 OR E90 AS REQUIRED.18. PROVIDE DOWELS OF SAME SIZE AND SPACING FROM ADJACENT POURS, BOTHVERTICAL AND HORIZONTAL TO MATCH TYPICAL REINFORCING SHOWN. LAPSPLICES SHALL BE IN ACCORDANCE WITH THE DOWEL LENGTH. DOWELS SHALL BECLEANED AFTER POUR.19. ALL REINFORCING BAR BENDS SHALL BE MADE COLD.20. PROVIDE CORROSION INHIBITOR AND EPOXY COATED REINFORCEMENT FOR ALLCONCRETE.21. NOTIFY STRUCTURAL ENGINEER A MINIMUM OF 48 HOURS PRIOR TO ALL POURS.22. NO WOOD OR STEEL STAKES SHALL BE PERMITTED IN ANY CONCRETE POUR.SUSPEND FORMS FROM ABOVE GRADE WHERE REQUIRED.23. CHAMFER ALL EXPOSED EDGES TO 3/4" UNLESS NOTED OTHERWISE.DESIGN CRITERIA1. BUILDING CODES AND DESIGN STANDARDSINDIANA BUILDING CODE BASED ON 2012 INTERNATIONAL BUILDING CODE WITH2014 INDIANA AMENDMENTS, 675-IAC-13 IBCMINIMUM LOAD REQUIREMENTS FOR BUILDINGS AND OTHER STRUCTURES,ASCE 7-10.BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, ACI 318-14.STEEL CONSTRUCTION MANUAL, AISC 14TH EDITION.2. THE STRUCTURE IS ASSIGNED TO AN RISK CATEGORY OF:II4. SNOW LOAD IS BASED ON THE FOLLOWING:GROUND SNOW LOADPg = 20 PSFDESIGN SNOW LOADPf = 20 PSFSNOW EXPOSURE FACTORCe = 0.9SNOW LOAD IMPORTANCE FACTORIs =1.0THERMAL FACTORCt = 1.25. DESIGN SEISMIC LOADS ARE BASED ON THE FOLLOWING:RISK CATEGORYIISEISMIC IMPORTANCE FACTORIe = 1.0MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS Ss = 0.15, S1 = 0.083SITE CLASSDDESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS Sds = 0.16, Sd = 0.132SEISMIC DESIGN CATEGORYBBASIC SEISMIC FORCE-RESISTING SYSTEM ORDINARY REINFORCEDCONCRETE SHEAR WALLSDESIGN BASE SHEAR6KSEISMIC RESPONSE COEFFICIENT, Cs4RESPONSE MODIFICATION COEFFICIENT, R 4ANALYSIS PROCEDURE USEDEQUIVALENT LATERALFORCE PROCEDURE6. DESIGN WIND LOADS ARE BASED ON THE FOLLOWING:ULTIMATE DESIGN WIND SPEEDVult = 115 MPHNOMINAL DESIGN WIND SPEEDVasd = 90 MPHWIND EXPOSURE CATEGORY:MAIN WIND FORCE RESISTING SYSTEMEXPOSURE CCOMPONENTS AND CLADDINGEXPOSURE CINTERNAL PRESSURE COEFFICIENTGcpi = 0.0SHEET NUMBERPROJECT NUMBERDRAWING TITLESEALS AND SIGNATURESISSUED FOR REVDATE44 EAST MIFFLIN STREETSUITE 500MADISON, WI 53703608.251.1177www.smithgroupjjr.comSCALEWEST PARK:THE CORE3030 W. 116TH STREETCARMEL, IN 46032OWNER:500 PARK BOULEVARDSUITE 800ITASCA, IL 60143630.221.1212www.williams-architects.com65% REVIEW04/20/202090% CONSTRUCTION DOCUMENTS 06/01/2020100% CONSTRUCTION DOCUMENTS 06/19/2020ISSUED FOR BID 07/14/2020STRUCTURAL GENERALNOTESS0.2.111640.000Ld FOR TOPBARS (IN)BAR SIZEGRADE 6028 DAY CONCRETESTRENGTH (PSI)4500#3 22"#4 29"#5 36"#6 42"#7 62"#8 71"#9 80"#10 89"#11 99"Ld FOR BOTTOMBARS (IN)BAR SIZE 28 DAY CONCRETESTRENGTH (PSI)4500#3 17"#4 22"#5 28"#6 33"#7 48"#8 54"#9 62"#10 68"#11 75"STRUCTURAL STEEL1. STRUCTURAL STEEL CONSTRUCTION, FABRICATION AND ERECTION SHALLCONFORM TO AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) "STEELCONSTRUCTION MANUAL", "SPECIFICATION AND ERECTION OF STRUCTURALSTEEL FOR BUILDINGS", "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGSAND BRIDGES" AND "DETAILING FOR STEEL CONSTRUCTION". STRUCTURAL STEELDESIGN IS BASED ON LOAD RESISTANCE AND FACTOR DESIGN, LRFD.2. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOW, UNLESS OTHERWISENOTED.2a. ANGLESASTM A362b. HEADED STUDSASTM A1083. ALL WELDERS MUST BE QUALIFIED IN THE PROCESS USED AND AWS CERTIFIED.WELDERS MUST PERFORM A SAMPLE WELD IN THE FIELD UNDER THESUPERVISION OF THE SPECIAL INSPECTOR USING THE APPROVED WELDINGPROCEDURE SPECIFICATION (WPS). ALL SPECIMENS SHALL BE TESTED BY AQUALIFIED TESTING AGENCY. SUPPLY MATERIAL TESTS. WELDING TESTS ANDINSPECTIONS SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS AND SPECIALINSPECTIONS REQUIREMENTS.4. ALL STRUCTURAL STEEL EXPOSED TO WEATHER AND NOT RECEIVING SPRAYFIREPROOFING SHALL BE GALVANIZED.5. ALL ANCHOR RODS TO BE STRAIGHT AND TO CONFORM TO ASTM F1554, GRADE 55KSI, UNLESS OTHERWISE NOTED. ALL ANCHOR RODS TO BE SET WITH TEMPLATES.6. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR MISCELLANEOUSSTEEL NOT SHOWN ON STRUCTURAL DRAWINGS.7. STEEL TO BE FIREPROOFED OR GALVANIZED NEED NOT BE PRIME PAINTED.8. ALL ANGLES ASSUMED TO BE ORIENTED WITH LONG LEG VERTICAL (LLV), UNLESSOTHERWISE NOTED.POST-INSTALLED CHEMICAL ANCHORS1. REINFORCING BARS, BAR DOWELS, THREADED RODS, BOLTS, ETC. WHICH ARE INDICATED TOBE DOWELED INTO CONCRETE SHALL BE ICC-ES APPROVED. FOR ANCHORS TO CONCRETE,HILTI HIT HY 200 ADHESIVE ANCHORS OR ICC-ES APPROVED EQUIVALENT2. ADHESIVE ANCHORS OF THE DIAMETER AND EMBEDMENT SHOWN ON THE DRAWINGS SHALLBE INSTALLED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, THE CURRENT ICBOREPORT FOR THE ADHESIVE ANCHOR BOLT AND THE RECOMMENDATIONS OF THEMANUFACTURER. WHERE THESE PROVISIONS CONFLICT THE MOST STRINGENT REQUIREMENTSHALL APPLY.3. ADHESIVE ANCHOR DESIGN IS BASED ON ICBO CAPACITY. THE OWNER'S INDEPENDENTTESTING AGENCY REPRESENTATIVE SHALL BE PRESENT TO INSPECT AND VERIFY THAT THEREQUIRED PROCEDURES WERE FOLLOWED AT EVERY OPERATION INCLUDING, BUT NOTLIMITED TO, DRILLING OF THE HOLES, SIZE AND DEPTH OF THE HOLES, CLEANING OF THEHOLES AND INJECTION OF THE ADHESIVE.4. ALL DRILLED HOLES SHALL BE PREPARED IN ACCORDANCE WITH THE MANUFACTURER'SRECOMMENDATIONS, THOROUGHLY CLEANED AND ALL DEBRIS REMOVED BY VACUUM OROIL-FREE COMPRESSED AIR. JETTING HOLES WITH WATER IS NOT PERMITTED.5. WHEN INSTALLING DRILLED IN ANCHORS USE CARE AND CAUTION TO AVOID CUTTING ORDAMAGING THE EXISTING REINFORCING BARS.6. IT IS RECOMMENDED THAT 1/4" PILOT HOLES BE DRILLED TO CONFIRM THAT EXISTINGREINFORCING BARS ARE NOT PRESENT AND THAT ALL HOLES BE DRILLED WITH A HAMMERDRILL AND CARBIDE DRILL BITS.7. HOLES SHALL BE DRILLED IN CONTINUOUS OPERATION, AVOIDING FREQUENT REMOVAL OF THEDRILL FROM THE HOLE.8. ALL UN-NECESSARY AND UNUSED HOLES SHALL BE COMPLETELY FILLED WITH NON-SHRINKEPOXY GROUT. CLOSELY MATCH THE COLOR OF THE GROUT WITH THE COLOR OF THEEXISTING SURFACES OR PAINT TO A MATCHING COLOR. REFER TO GROUT MANUFACTURER'SRECOMMENDATIONS FOR PAINT.9. HOLES IN CONNECTION PLATES SHALL BE NO MORE THAN 1/16" LARGER THAN THE BOLTDIAMETER.