PROJECT KEY PLAN SHEET TITLE PROJECT NO: DRAWN BY: ISSUE DATE: 0 8' 16' 32' 1/16"=1'-0" 1/8"=1'-0"...
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Transcript of PROJECT KEY PLAN SHEET TITLE PROJECT NO: DRAWN BY: ISSUE DATE: 0 8' 16' 32' 1/16"=1'-0" 1/8"=1'-0"...
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:22
:52
AM
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-000
201704
03/23/2018
J ANDERSONC ROMERO
OVERALL ISOMETRIC ANDPERSPECTIVE
CASINO 4
Pricing Set - 95%
SCALE: NTSA1OVERALL ISOMETRIC
SCALE: NTSC3OVERALL PERSPECTIVE
No. Description Date
Pricing Set - 95%04/04/2018
STRUCTURAL MATERIALS LEGEND
STEEL
CAST-IN-PLACE CONCRETE
LIGHTWEIGHT CONCRETE
PRECAST CONCRETE
COMPACTED EARTH
CMU (IN SECTION)
CMU (IN PLAN)
BAR GRATING
CHECKERED PLATE
MASONRY GROUT
GRATING (IN SECTION)
PLYWOOD (IN SECTION)
RIGID INSULATION
GLULAM
COMPACTED EARTH
STRUCTURAL GRAPHIC SYMBOLS
SECTION CROSS-REFERENCE SYMBOL
EXTERIOR ELEVATION CROSS-REFERENCE SYMBOL
INTERIOR ELEVATION CROSS-REFERENCE SYMBOL
PLAN DETAIL CROSS-REFERENCE SYMBOL
DETAIL CROSS-REFERENCE SYMBOL
DRAWING TITLE SYMBOL
GRAPHIC BAR SCALE SYMBOL
NORTH ARROW SYMBOL
KEYNOTE SYMBOLCONTINUOUS FOOTING MARK SYMBOL
ELEVATION TARGET SYMBOL
MOMENT CONNECTION SYMBOL
MATCH LINE SYMBOL
STRUCTURAL GRID REFERENCE SYMBOL
REVISION INDICATOR SYMBOL
BASE PLATE MARK SYMBOL
A3
S-311
SECTION NUMBER
SHEET SECTION IS DRAWN ON
B5
S-201
ELEVATION NUMBER
SHEET ELEVATION IS DRAWN ON
C4
S-203
ELEVATION NUMBER
SHEET ELEVATION IS DRAWN ON
C4
S-312
DETAIL NUMBER
SHEET DETAIL IS DRAWN ON
AREA TOBE DETAILED
C4
S-312
DETAIL NUMBER
SHEET DETAIL IS DRAWN ON
J7DRAWING TITLE
SCALE: 3/4"=1'-0"
DRAWING TITLE
GRAPHIC BAR SCALE
DRAWING SCALE
DRAWING NUMBER
FIN FLR EL=100'-0"
DESCRIPTION
ELEVATION
MATCH LINE
SEE SHEET XX/S-XXX
STRUCTURAL GRID INDICATOR
STRUCTURAL GRID LINE
1 2
B
A
REVISION AREA
REVISION NUMBER SYMBOL
1
1 BASE PLATE MARK
SPOT FOOTING MARK SYMBOL
1
F1BP1
SPOT FOOTING MARKBASE PLATE MARK
CF1 CONTINUOUS FOOTING MARK
WALL MARK SYMBOL
W1 WALL MARK
16'0 4' 8'
16'0 4' 8'
A/E ARCHITECT/ENGINEERAB ANCHOR BOLTABAN ABANDONABBRV ABBREVIATIONAC ASPHALTIC CONCRETEACI AMERICAN CONCRETE INSTITUTEACP ASPHALTIC CONCRETE PAVINGACR ACROSSACST ACOUSTICAD AREA DRAINADA AMERICANS WITH DISABILITIES ACTADDL ADDITIONALADDM ADDENDUMADJ ADJACENT/ADJOININGADMIN ADMINISTRATIONAFF ABOVE FINISHED FLOORAFG ABOVE FINISHED GRADEAFS ABOVE FINISHED SLABAGGR AGGREGATEAHR ANCHORAIA AMERICAN INSTITUTE OF ARCHITECTSAISC AMERICAN INSTITUTE OF STEEL
CONSTRUCTIONAISI AMERICAN IRON AND STEEL INSTITUTEAITC AMERICAN INSTITUTE OF TIMBER
CONSTRUCTIONALNMT ALIGNMENTALT ALTERNATE, ALTERNATIVEALUM ALUMINUMAMT AMOUNTANSI AMERICAN NATIONAL STANDARDS INSTITUTEAPA AMERICAN PLYWOOD ASSOCIATIONAPPD APPROVEDAPPROX APPROXIMATEAPPX APPENDIXAR AS REQUIREDARCH ARCHITECTASCE AMERICAN SOCIETY OF CIVIL ENGINEERSASPH ASPHALTASI ARCHITECT'S SUPPLEMENTAL INSTRUCTIONSASSN ASSOCIATIONASTM AMERICAN SOCIETY FOR TESTING AND
MATERIALSATCH ATTACHMENTATTN ATTENTIONAWS AMERICAN WELDING SOCIETYAZ AZIMUTHB&F BELL AND FLANGEBAL BALANCEB/B BACK TO BACKBC BOTTOM CHORDBD BOARDBDRY BOUNDARYBEV BEVELBFF BELOW FINISH FLOORBKG BACKINGBKGD BACKGROUNDBLD BUILDBLDG BUILDINGBLK BLOCK/BLOCKINGBLT BUILTBLVD BOULEVARDBLW BELOWBM BEAMBO BOTTOM OFBOS BOTTOM OF STEELBOT BOTTOMB PL BASE PLATEBRCG BRACINGBRDG BRIDGINGBRG BEARINGBRG PL BEARING PLATEBS BOTH SIDESBSMT BASEMENTBT WLD BUTT WELDBTWN BETWEENC CHANNELC/C CENTER TO CENTERCAM CAMBERCAN CANOPYCD CONSTRUCTION DOCUMENTS,
CONTRACT DOCUMENTSCEM CEMENTCHFR CHAMFERCHKD CHECKED/CHECKEREDCI CAST IRONCIP CAST-IN-PLACECJ CONSTRUCTION JOINTCJ CONTRACTION JOINTCJ CONTROL JOINTCL CENTER LINECLG CEILINGCLR CLEARcm CENTIMETERCMU CONCRETE MASONRY UNITCO COMPANYCOA CITY OF ALBUQUERQUECOL COLUMNCOM COMMONCONC CONCRETECONN CONNECTIONCONSTR CONSTRUCTIONCONT CONTINUOUS , CONTINUECONTR CONTRACTORCOORD COORDINATECRSI CONCRETE REINFORCING STEEL INSTITUTECSI CONSTRUCTION SPECIFICATIONS INSTITUTECTR CENTERCTRL CONTROLCU CUBICCU YD CUBIC YARDD DEEP, DEPTHD-B DESIGN-BUILDDAT DATUMDBL DOUBLEDEG DEGREEDEL DELETEDEMO DEMOLITIONDET DETAILDEV DEVELOPMENTDFTG DRAFTINGDIA DIAMETERDIAG DIAGONALDIFF DIFFERENCE, DIFFERENTIALDIM DIMENSIONDIST DISTANCEDIV DIVIDEDJ DOUBLE JOISTDL DEAD LOADDOC DOCUMENTDOUG FIR DOUGLAS FIRDSGN DESIGNDWG DRAWINGDWL/DWLS DOWELSE EAST, MODULUS OF ELASTICITYEA EACHEE EACH ENDEF EACH FACEEIFS EXTERIOR INSULATION AND FINISH SYSTEMEJ EXPANSION JOINTEL ELEVATIONELAST ELASTOMERICELEC ELECTRICELEM ELEMENTARYELEV ELEVATOREMBED EMBEDDED/EMBEDMENTENCL ENCLOSUREENGR ENGINEEREOS EDGE OF SLABEPA ENVIRONMENTAL PROTECTION AGENCYEQ EQUALEQUIP EQUIPMENTEQUIV EQUIVALENTESCAL ESCALATOR
ABBREVIATIONSABBREVIATIONSABBREVIATIONS
ESMT EASEMENTEST ESTIMATEETC ET CETERAEW EACH WAYEX EXAMPLEEXC EXCAVATEEXCL EXCLUDEEXIST EXISTINGEXP EXPANSIONEXT EXTERIORF/F FACE TO FACEFAB FABRICFACIL FACILITYFB FLAT BARFD FLOOR DRAINFDTN FOUNDATIONFF FAR FACEFF EL FINISH FLOOR ELEVATIONFIN GR FINISH GRADEFH FLAT HEADFIN FINISHFIN FLR FINISH FLOORFLG FLANGEFLR FLOORFLR SK FLOOR SINKFOC FACE OF CONCRETEFOF FACE OF FINISHFOM FACE OF MASONRYFOS FACE OF SLABFOS FACE OF STUDFOW FACE OF WALLFR FRAMEFRMG FRAMINGFS FAR SIDEFSTNR FASTENERFT FOOT / FEETFT/LB FOOT/POUNDFT/LBF FOOT/POUND FORCEFTG FOOTINGFUT FUTUREG GIRDERGA GAGEGALV GALVANIZEDGALV STL GALVANIZED STEELGR BM GRADE BEAMGC GENERAL CONTRACTORGEN GENERALGLU LAM GLUED LAMINATED WOODGLZ GLAZINGGOVT GOVERNMENTGRTG GRATINGGT GROUTH HIGHHAS HEADED ANCHOR STUDHC HOLLOW-COREHCP HANDICAPPEDHD HEAVY DUTYHGR HANGERHLDN HOLDDOWNHORIZ HORIZONTALHS HIGH STRENGTHHSKPG HOUSEKEEPINGHSS HOLLOW STRUCTURAL SECTIONS HST HOISTHT HEIGHTIBC INTERNATIONAL BUILDING CODEID INSIDE DIAMETERIF INSIDE FACEIFS INSIDE FACE OF STUDIN INCHINCL INCLUDEDINFO INFORMATIONIN-LB INCH-POUNDIN-LBF INCH-POUND FORCEINSTL INSTALLINSUL INSULATIONINT INTERIORIR INSIDE RADIUSk KIPK THOUSANDKB KNEE BRACEKCJ KEYED CONTROL JOINTKIP THOUSAND POUNDSKIP FT THOUSAND FOOT/POUNDSKLF KIPS PER LINEAL FOOTKO KNOCK OUTKOP KNOCK OUT PANELKSF KIPS PER SQUARE FOOTKSI KIPS PER SQUARE INCHL ANGLELAM LAMINATELATL LATERALLBF POUND-FORCELBR LUMBERLBS POUNDLD BRG LOAD BEARINGLF LINEAR FEET (FOOT)LIN LINEARLL LIVE LOADLLBB LONG LEG BACK TO BACKLLH LONG LEG HORIZONTALLLV LONG LEG VERTICALLONG LONGITUDINALLT GA LIGHT GAGELT WT LIGHT WEIGHTLVR LOUVERLWC LIGHTWEIGHT CONCRETEM MOMENTMAINT MAINTENANCEMATL MATERIALMAX MAXIMUMMB MACHINE BOLTMC MOMENT CONNECTIONMCJ MASONRY CONTROL JOINTMD METAL DECKME MECHANICAL ENGINEERMECH MECHANICALMEZZ MEZZANINEMFR MANUFACTURERMID MIDDLEMIN MINIMUMMISC MISCELLANEOUSML MICRO-LAMINATEDML MONOLITHICMO MASONRY OPENINGMS MACHINE SCREWMSL MEAN SEA LEVELMTL METALN NORTHNA NOT APPLICABLENF NEAR FACENIC NOT IN CONTRACTNM NEW MEXICONO NUMBERNOM NOMINALNS NEAR SIDENTS NOT TO SCALEO/O OUT TO OUTOA OVERALLOC ON CENTEROD OUTSIDE DIAMETEROF OUTSIDE FACEOFS OUTSIDE FACE OF STUDOPH OPPOSITE HANDOPNG OPENINGOPP OPPOSITEOPT OPTIONALOR OUTSIDE RADIUSPAR PARALLEL, PARAPETPART PARTIALPC PIECE, PORTLAND CEMENTPCC PRECAST CONCRETEPCF POUNDS PER CUBIC FOOT
PCI PRECAST/PRESTRESSED CONCRETE INSTITUTE
PED PEDESTALPEN PENETRATEPERIM PERIMETERPERP PERPENDICULARPH PHASEPIL PILASTERPL PLATEPLAT PLATFORMPLBG PLUMBINGPLF POUNDS PER LINEAR FOOTPLM PARALLAMPLYWD PLYWOODPOS POSITIONPP PANEL POINTPRCST PRECASTPREFAB PREFABRICATEPRELIM PRELIMINARYPREV PREVIOUSPSF POUNDS PER SQUARE FOOTPSI POUNDS PER SQUARE INCHPT POST-TENSIONEDPT CONC POST-TENSIONED CONCRETEPTN PARTITIONPVG PAVINGQTY QUANTITYQUAD QUADRANTR RADIUS, RISERRC REINFORCED CONCRETERD ROAD, ROOF DRAINREC RECESSEDREF REFERENCEREINF REINFORCE/REINFORCEMENTREPL REPLACEREQ REQUIREREQD REQUIREDREV REVISIONRGD INS RIGID INSULATIONRFI REQUEST FOR INFORMATIONRND ROUNDRO ROUGH OPENINGRT RIGHTRVL REVEALS SOUTHSCHEM SCHEMATICSCHED SCHEDULESD SHOP DRAWINGSSDI STEEL DECK INSTITUTESDL SADDLESE STRUCTURAL ENGINEERSECT SECTIONSF SQUARE FEET (FOOT)SHT SHEET, SHAFTSHTHG SHEATHINGSIM SIMILARSJI STEEL JOIST INSTITUTESLNT SEALANTSM SMOOTHSP SUMP PITSPA SPACE/SPACESSPEC SPECIFICATIONSPRT SUPPORTSQ SQUARESQ IN SQUARE INCHSQ YD SQUARE YARDSSPC STRUCTURAL STEEL PAINTING COUNCILST STAIRSSTAG STAGGEREDSTD STANDARDSTIF STIFFENERSTIR STIRRUPSTL STEELSTL LNTL STEEL LINTELSTL JST STEEL JOISTSTL PL STEEL PLATESTL RF DK STEEL ROOF DECKSTR STRINGERSSTRUCT STRUCTURALSUB SUBSTITUTESUF SUFFICIENTSUP SUPPLEMENTARYSUPPL SUPPLEMENTSYM SYMBOLSYMM SYMMETRICALSYS SYSTEMT TREADT&B TOP AND BOTTOMT&G TONGUE AND GROOVETAN TANGENTTB THRU BOLTTEMP TEMPORARYTHD THREADTHK THICKNESSTHRU THROUGHTJI TRUSS JOIST INSTITUTETO TOP OFTOB TOP OF BEAMTOC TOP OF CONCRETETOC FTG TOP OF CONCRETE FOOTINGTOC WALL TOP OF CONCRETE WALLTOF TOP OF FOOTINGTOG TOP OF GRATETOJ TOP OF JOISTTOL TOLERANCETOM TOP OF MASONRYTOP TOP OF PARAPETTOS TOP OF SLABTOS TOP OF STEELTOW TOP OF WALLTRANS TRANSVERSETRNBKL TURNBUCKLETYP TYPICALUBC UNIFORM BUILDING CODEUNO UNLESS NOTED OTHERWISEVAR VARIESVERT VERTICALVIF VERIFY IN FIELDVNR VENEERVR VAPOR RETARDERVRFY VERIFYW WEST, WIDEW/ WITHW/O WITHOUTWBL WOOD BLOCKINGWD WOODWF WIDE FLANGEWF BM WIDE FLANGE BEAMWL WIND LOADWLD WELDEDWM WIRE MESHWP WATERPROOFINGWSCT WAINSCOTWT WEIGHTWWF WELDED WIRE FABRICWWM WELDED WIRE MESHX BRACE CROSS BRACINGXXH DOUBLE EXTRA HEAVYYD YARD
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:22
:53
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-001
201704
03/23/2018
J ANDERSONC ROMERO
ABBREVIATIONS AND LEGEND
CASINO 4
Pricing Set - 95%
GENERAL STRUCTURAL NOTES
No. Description Date
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:22
:54
AM
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-002
201704
03/23/2018
J ANDERSONC ROMERO
GENERAL STRUCTURAL NOTES
CASINO 4
Pricing Set - 95%
GENERAL STRUCTURAL NOTES GENERAL STRUCTURAL NOTES GENERAL STRUCTURAL NOTES GENERAL STRUCTURAL NOTESCODES AND MANUALS:
IBC-15 INTERNATIONAL BUILDING CODE 2015ASCE/SEI 3-91 STRUCTURAL DESIGN OF COMPOSITE SLABSASCE/SEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURESAISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGSSJI-K-1.1-10 STANDARD SPECIFICATION FOR OPEN WEB STEEL JOISTS, K-SERIESSJI-LH/DLH-1.1-10 STANDARD SPECIFICATION FOR LONGSPAN STEEL JOISTS, LH-SERIES AND DEEP LONGSPAN STEEL JOISTS, DLH-SERIESSDI DIAPHRAGM DESIGN MANUAL, 3RD EDITIONANSI/SDI NC1.0-06 STANDARD FOR NONCOMPOSITE STEEL FLOOR DECKANSI/SDI RD1.0-06 STANDARD FOR STEEL ROOF DECKANSI/SDI C1.0-06 STANDARD FOR COMPOSITE STEEL FLOOR DECKACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETEACI 530-13 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURESACI 530.1-13 SPECIFICATIONS FOR MASONRY STRUCTURESAWS D1.1-04 STRUCTURAL WELDING CODE – STEEL
DESIGN CRITERIA:
VERTICAL:
LIVE LOADOFFICES 50 PSFASSEMBLY AREAS 100 PSFSTORAGE 125 PSFSTAIRS AND EXIT-WAYS* 100 PSF*MINIMUM CONCENTRATED LOAD 300 LBS
ADDITIONAL SUPERIMPOSED LOADSPARTITIONS 15 PSFSUSPENDED EQUIPMENT 10 PSFCONCENTRATED LOAD 2000 LBS(PER IBC 1607.4)
ROOF LIVE LOAD: LR = 20*R1*R2 20 PSFREDUCTION FACTOR BASED ON TRIB AREA R1=1.0
REDUCTION FACTOR BASED ON ROOF SLOPE R2=1.0
SNOW LOADGROUND SNOW LOAD PG=10 PSFFLAT ROOF SNOW LOAD** PF=16 PSFSNOW EXPOSURE FACTOR CE=1.0SNOW LOAD IMPORTANCE FACTOR IS=1.10THERMAL FACTOR CT=1.0**INCLUDES 5 PSF RAIN-ON SNOW SURCHARGE LOAD
HORIZONTAL:
WINDULTIMATE DESIGN WIND SPEED 120 MPHRISK CATEGORY IIIEXPOSURE CINTERNAL PRESSURE COEFFICIENT GCPI=0.18NATURAL FREQUENCY
EAST-WEST 0.833STRUCTURE IS FLEXIBLE
NORTH-SOUTH 1.229STRUCTURE IS RIGID
SEISMICSEISMIC IMPORTANCE FACTOR IS = 1.25
MAPPED SPECTRAL RESPONSE ACCELERATIONSSHORT PERIOD SS=0.131G1 SECOND PERIOD S1=0.071G
SITE CLASS CSPECTRAL RESPONSE COEFFICIENTS
SHORT PERIOD SDS=0.105G1 SECOND PERIOD SD1=0.080GSEISMIC DESIGN CATEGORY B
BASIC SEISMIC FORCE RESISTING SYSTEM:STEEL SYSTEM NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE
SEISMIC RESPONSE COEFFICIENT CS=0.044RESPONSE MODIFICATION FACTOR R = 3DESIGN BASE SHEAR V = 0.044WANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE
ALLOWABLE SOIL BEARING PRESSURE = 1500 PSF
FROST DEPTH = 24 INCHES
FUTURE BUILDING EXPANSION: NONE
DRILLED PIER DESIGN INFORMATION:PIER CAPACITY CRITERIA:
ALLOWABLE END BEARING IN WEATHERED SHALE=20,000 PSFALLOWABLE SKIN FRICTION FOR DOWNWARD LOADS IN WEATHERED SHALE=1,200 PSFALLOWABLE SKIN FRICTION TO RESIST UPLIFT IN WEATHERED SHALE=800 PSFMINIMUM SOCKET INTO WEATHERED SHALE 2 FEET OR ONE PIER DIAMETER, WHICHEVER IS GREATER.ALLOWABLE END BEARING IN SHALE=30,000 PSFALLOWABLE SKIN FRICTION FOR DOWNWARD LOADS IN SHALE=1,800 PSFALLOWABLE SKIN FRICTION TO RESIST UPLIFT IN SHALE=1,200 PSFMINIMUM SOCKET INTO WEATHERED SHALE 3 FEET OR ONE PIER DIAMETER, WHICHEVER IS GREATER.
GENERAL:
STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS INTO THE SHOP DRAWINGS AND FIELD WORK.
COORDINATE DIMENSIONS OF ALL OPENINGS, DEPRESSIONS, BLOCKOUTS, ETC. WITH ARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER DISCIPLINES, PROJECT SHOP DRAWINGS, AND FIELD CONDITIONS PRIOR TO SHOP DRAWING SUBMITTAL. THE STRUCTURAL DRAWINGS ONLY REPRESENT A PORTION OF THE REQUIREMENTS FOR THE PROJECT.
SEE ARCHITECTURAL PLANS FOR INTERIOR NON-BEARING PARTITION WALLS. PARTITION FRAMING SHALL BE CONNECTED TO THE PRIMARY STRUCTURE TO ALLOW FOR VERTICAL LIVE LOAD DEFLECTIONS OF SPAN/360 FOR FLOOR FRAMING AND SPAN/240 FOR ROOF FRAMING.
CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD.
THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD.
SHOP DRAWINGS SHALL BE FURNISHED AND REVIEWED BEFORE ANY FABRICATION OR ERECTION IS STARTED. THE CONTRACTOR SHALL REVIEW AND APPROVE SHOP DRAWINGS PRIOR TO SUBMITTAL TO THE ARCHITECT FOR REVIEW. POORLY EXECUTED SHOP DRAWINGS WILL BE REJECTED AND SHALL BE RESUBMITTED.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING FOR ALL PARTS OF THE STRUCTURE DURING CONSTRUCTION.
TEMPORARY PROVISIONS SHALL BE MADE FOR STRUCTURAL STABILITY DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY UNDER FINAL CONFIGURATION.
NOTCHING OR CUTTING ANY STRUCTURAL MEMBER IN THE FIELD IS PROHIBITED.
THE CONTRACTOR SHALL VERIFY THE SIZE AND LOCATION OF FOUNDATIONS UNDER MECHANICAL AND ELECTRICAL EQUIPMENT AS REQUIRED. NO CONCRETE PADS SHALL BE LOCATED ON ROOF UNLESS SHOWN ON THE STRUCTURAL DRAWINGS.
BACKFILL SHALL NOT BE PLACED BEHIND RETAINING WALLS UNTIL CONCRETE HAS ATTAINED 100 PERCENT OF DESIGN STRENGTH.
BACKFILL SHALL NOT BE PLACED BEHIND BASEMENT WALLS UNTIL THE CONCRETE HAS ATTAINED 100 PERCENT OF DESIGN STRENGTH AND THE ELEVATED FLOOR PROVIDING LATERAL SUPPORT AT THE TOP OF THE WALL IS COMPLETELY CONSTRUCTED, OR TEMPORARY BRACING/SHORING OF THE WALL IS PROVIDED. DESIGN OF ANY TEMPORARY WALL BRACING/SHORING IS THE RESPONSIBILITY OF THE CONTRACTOR.
REMOVAL OF FORMS AND SHORING SHALL BE IN ACCORDANCE WITH ACI 347. WHERE CONCRETE MUST SUPPORT SUPERIMPOSED LOADS PRIOR TO ATTAINING THE SPECIFIED DESIGN STRENGTH, RESHORE CONCRETE IN ACCORDANCE WITH ACI 347. RESHORING SHALL NOT BE REMOVED SOONER THAN 28 DAYS FROM THE DATE OF POUR OR UNTIL CONCRETE HAS ATTAINED THE SPECIFIED DESIGN STRENGTH.
THE CONTRACTOR SHALL SUBMIT FOR PRIOR APPROVAL THE END OF POUR LOCATIONS FOR CONCRETE GRADE BEAMS, CONCRETE COLUMNS, AND CONCRETE BEAMS.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADHERING TO ALL APPLICABLE STANDARDS SET FORTH BY OSHA, INCLUDING THE FOLLOWING REQUIREMENTS FROM STANDARDS - 29 CFR, SECTION 1926,SUBPART R:
A. THE STEEL ERECTION CONTRACTOR SHALL NOT ERECT STEEL UNLESS THEY HAVE RECEIVED WRITTEN NOTIFICATION FROM THE CONTRACTOR THAT THE CONCRETE IN THE FOOTINGS, PIERS AND WALLS OR THE MORTAR IN THE MASONRY PIERS AND WALLS HAS ATTAINED, ON THE BASIS OF AN APPROPRIATE ASTM STANDARD TEST METHOD OF FIELD-CURED SAMPLES, EITHER 75 PERCENT OF THE INTENDED MINIMUM COMPRESSIVE DESIGN STRENGTH OR SUFFICIENT STRENGTH TO SUPPORT THE LOADS IMPOSED DURING STEEL ERECTION.
PROVIDE STRUCTURAL ENGINEER A COPY OF WRITTEN NOTIFICATION WHEN IT IS PROVIDED TO THE STEEL ERECTOR.
B. ANCHOR RODS (ANCHOR BOLTS) SHALL NOT BE REPAIRED, REPLACED OR FIELD-MODIFIED WITHOUT THE APPROVAL OF THE PROJECT STRUCTURAL ENGINEER OF RECORD.
PRIOR TO ERECTION OF COLUMNS, THE CONTRACTOR SHALL PROVIDE WRITTEN NOTIFICATION TO THE STEEL ERECTOR IF THERE HAS BEEN ANY REPAIR, REPLACEMENT OR MODIFICATION OF THE ANCHOR RODS (ANCHOR BOLTS).
PROVIDE STRUCTURAL ENGINEER A COPY OF WRITTEN NOTIFICATION WHEN IT IS PROVIDED TO THE STEEL ERECTOR.
C. NO MODIFICATION THAT AFFECTS THE STRENGTH OF A STEEL JOIST OR STEEL JOIST GIRDER SHALL BE MADE WITHOUT THE APPROVAL OF THE PROJECT STRUCTURAL ENGINEER OF RECORD.
D. METAL DECKING HOLES AND OPENINGS SHALL NOT BE CUT UNTIL IMMEDIATELY PRIOR TO BEING PERMANENTLY FILLED WITH THE EQUIPMENT OR STRUCTURE, OR SHALL BE IMMEDIATELY COVERED.
PROTECTION: PROPER PRECAUTIONS SHALL BE TAKEN AT ALL TIMES TO PROTECT VEHICULAR AND PEDESTRIAN TRAFFIC FROM ANY DAMAGE OR INJURY WHICH MAY BE CAUSED, EITHER DIRECTLY OR INDIRECTLY, BY THE WORK INCLUDED ON THESE DRAWINGS. SUCH PRECAUTIONS SHALL INCLUDE THE ERECTION AND MAINTENANCE OF FENCES, BARRICADES, RAILINGS, GUARDS, SIGNS, COVERINGS, LIGHTS, AND OTHER PRECAUTIONS AS MAY BE REQUIRED. IF AT ANY TIME, IN THE OPINION OF THE OWNER OR THE OWNER’S REPRESENTATIVE, PROPER PRECAUTIONS ARE NOT BEING TAKEN TO SECURE THIS PROTECTION, THE CONTRACTOR SHALL AT NO ADDITIONAL COST TO THE OWNER, INSTALL AND MAINTAIN SUCH ADDITIONAL PROTECTION AS MAY BE DIRECTED BY THE OWNER.
POLLUTION CONTROLS: USE WATER SPRINKLING, TEMPORARY ENCLOSURES, AND OTHER SUITABLE METHODS TO LIMIT DUST AND DIRT RISING AND SCATTERING IN THE AIR TO LOWEST PRACTICAL LEVEL. COMPLY WITH GOVERNING REGULATIONS PERTAINING TO ENVIRONMENTAL PROTECTION.
TYPICAL DETAIL SHEETS:
THE S-700 SERIES SHEETS IN THESE DRAWINGS CONTAIN TYPICAL STRUCTURAL DETAILS FOR VARIOUS BUILDING MATERIALS. SOME OF THESE DETAILS MAY NOT BE PART OF THIS PROJECT.
DRAWINGS:
DO NOT SCALE DRAWINGS.
WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES, AND SPECIFICATIONS, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. DETAILS NOTED "TYPICAL" APPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ELSEWHERE ON THE PROJECT.
FAST-TRACK/PHASED CONSTRUCTION:
THE STRUCTURAL PORTION OF THIS PROJECT IS BEING DESIGNED, BID, PERMITTED, AND CONSTRUCTED PRIOR TO THE COMPLETION OF ARCHITECTURAL, ENGINEERING, AND OTHER DESIGN TEAM CONSTRUCTION DOCUMENTS. THE OWNER, ARCHITECT, AND CONTRACTOR SHALL BE AWARE THAT THIS ACCELERATED STRUCTURAL SCHEDULE CREATES INHERENT RISK OF FUTURE CHANGES DUE TO DESIGN COORDINATION WITH OTHER DISCIPLINES. WHILE EVERY EFFORT HAS BEEN MADE TO MINIMIZE THESE CHANGES, THE RISK OF ADDED COSTS DUE TO THESE CHANGES SHALL BE UNDERSTOOD AND ACCEPTED BY ALL PARTIES.
DRAWINGS THAT DO NOT HAVE AN ENGINEERING SEAL BY THE STRUCTURAL ENGINEER OF RECORD OR NOT LABELED AS CONSTRUCTION DRAWINGS ARE PRELIMINARY AND SUBJECT TO CHANGE. IF THESE DOCUMENTS ARE BEING USED FOR PRICING, BIDDING, STEEL MILL ORDER, OR PREPARATION OF SHOP DRAWINGS, THE CONTRACTOR SHALL ANTICIPATE FUTURE DRAWING REVISIONS THAT MAY AFFECT THIS WORK OR INCREASE CONSTRUCTION COSTS. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY CHANGE ORDER COSTS INCURRED DUE TO THESE DRAWING REVISIONS, AND THE CONTRACTOR SHALL CONSIDER THESE ANTICIPATED COSTS IN ANY BIDS OR PRICE GUARANTEES TO THE OWNER.
USE THE MOST CURRENT SET OF DRAWINGS IN PREPARATION OF ALL SUBMITTALS. ALL SUBMITTALS SHALL LIST THE DATE OF THE DRAWINGS USED TO PREPARE THE SUBMITTAL. SUBMITTALS PREPARED FROM OUTDATED DRAWINGS MAY BE REJECTED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ACQUIRING THE LATEST SET OF CONSTRUCTION DRAWINGS AND DISTRIBUTING TO THE APPROPRIATE PARTIES.
CAST-IN-PLACE CONCRETE:
ALL CONCRETE SHALL CONFORM TO THE SPECIFICATIONS FOR STRUCTURAL CONCRETE, ACI 301-05.
ALL EXPOSED EDGES OF CONCRETE SHALL HAVE A 3/4" CHAMFER UNLESS NOTED OTHERWISE.
NORMALWEIGHT CONCRETE:
A. F'C = 4500 PSI @ 28 DAYS – ALL CONCRETE EXPOSED TO FREEZE/THAW CYCLES AND OCCASIONAL MOISTURE, INCLUDING CONCRETE FLAT WORK, EXPOSED BUILDING STEM WALLS, SITE WALLS, ETC…EXTERIOR CONCRETE SHALL MEET EXPOSURE CATEGORY AND CLASS F1 ACCORDING TO ACI 318 TABLE 19.3.1.1.
B. F'C = 3000 PSI @ 28 DAYS - ALL INTERIOR CONCRETE (I.E. FOOTINGS, PEDESTALS, TIE BEAMS, GRADE BEAMS, RETAINING WALLS, ETC.).
C. F'C = 3000 PSI @ 28 DAYS - ALL INTERIOR SLABS ON GRADE, UNLESS NOTED OTHERWISE.
LIGHTWEIGHT CONCRETE:
A. F'C = 4000 PSI @ 28 DAYS - ALL CONCRETE FILL OVER METAL DECK. MEASURED EQUILIBRIUM DENSITY NOT TO EXCEED = 115 PCF.
FIRE RATED SLABS: COORDINATE AIR CONTENT REQUIREMENTS WITH ARCHITECTURAL DRAWINGS.
CONCRETE MIX DESIGNS (INCLUDING AIR CONTENT, WATER TO CEMENT RATIOS, AND OTHER CRITERIA) SHALL CONFORM TO THE REQUIREMENTS SET FORTH IN ACI 318 TABLE 4.3.1, BASED ON THE EXPOSURE CATEGORIES AND CLASSES DEFINED IN ACI 318 TABLE 4.2.1. USE AIR ENTRAINING ADMIXTURE IN ALL EXTERIOR CONCRETE. AIR CONTENT IN FIRE RATED SLABS SHALL ALSO COMPLY WITH THE REQUIREMENTS IN THE SPECIFIED UL LISTING.
COLD WEATHER CONCRETING: PROTECT CONCRETE WORK FROM PHYSICAL DAMAGE OR REDUCED STRENGTH CAUSED BY FROST, FREEZING OR LOW TEMPERATURES. COMPLY WITH ACI 306.1.
HOT WEATHER CONCRETING: WHEN HOT WEATHER CONDITIONS EXIST THAT WOULD IMPAIR THE QUALITY AND STRENGTH OF THE CONCRETE, REDUCE DELIVERY TIME OF READY MIX CONCRETE, LOWER THE TEMPERATURE OF MATERIALS, OR ADD RETARDER TO ENSURE THAT THE CONCRETE IS PLASTIC. RETEMPERING WITH WATER IS NOT ALLOWED. COMPLY WITH ACI 305R.
THE CONTRACTOR SHALL NOT CAST CONCRETE STEM WALLS OR RETAINING WALLS AGAINST EXCAVATED VERTICAL SOIL SURFACES.
THE CONTRACTOR IS ALLOWED TO CAST FOUNDATIONS AGAINST EXCAVATED SOIL SURFACES, PROVIDED THE FOLLOWING IS ADHERED TO:
A. THE SIDE SLOPES OF THE EXCAVATION SHALL BE ABLE TO MAINTAIN VERTICAL SLOPE WITHOUT SOIL SLOUGHAGE.
B. THE BOTTOM WIDTH OF THE EXCAVATION SHALL BE ONE INCH WIDER MINIMUM ON EACH SIDE THAN THE SPECIFIED FOOTING WIDTH.
C. THE SIDE WALLS OF THE EXCAVATION SHALL BE BATTERED A MINIMUM OF ONE INCH HORIZONTAL TO TWELVE INCHES VERTICAL.
D. IF SANDY OR LOOSE MATERIALS ARE ENCOUNTERED, THE FOOTING MUST BE FORMED.E. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVAL OF ANY SOIL SLOUGHAGE FROM THE WET
CONCRETE DURING THE CASTING OPERATION.F. THE CONTRACTOR AGREES TO REMOVE AND RECAST ANY FOOTING WHERE THE ABOVE CONDITIONS
ARE NOT MET.
EXPOSED SITE WALLS, RETAINING WALLS, AND STEM WALLS GREATER THAN 30 FEET IN LENGTH SHALL HAVE CONTROL JOINTS INSTALLED AT THE FOLLOWING MAXIMUM SPACING:
12'-0" ON CENTER FOR WALLS 6'-0" MAXIMUM HEIGHT18'-0" ON CENTER FOR WALLS 10'-0" MAXIMUM HEIGHT20'-0" ON CENTER FOR WALLS GREATER THAN 10'-0" IN HEIGHT
ALL CONCRETE EXPOSED TO GROUND SHALL BE MANUFACTURED WITH PORTLAND CEMENT TYPE II OR TYPE V.
SEE SHEET S-711 FOR TYPICAL CONCRETE DETAILS.
DRILLED PIERS:
COMPLY WITH PROVISIONS OF AMERICAN CONCRETE INSTITUTE (ACI) "STANDARD SPECIFICATION FOR CONSTRUCTION OF DRILLED PIERS" (ACI 336.1).
DESIGN CONCRETE MIX IN ACCORDANCE WITH CHAPTER 3 OF ACI 301 TO PRODUCE CONCRETE FOR DRILLED PIERS WITH MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4000 PSI.
CONCRETE MIX SHALL HAVE AIR-ENTRAINMENT AT POINT OF PLACEMENT HAVING 4% TO 6% AIR CONTENT, A WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C494, TYPE A, AND A SLUMP DURING PLACEMENT BETWEEN 4" AND 6".
REINFORCING STEEL AND DOWELS SHALL CONFORM TO ASTM A615, GRADE 60. FABRICATE AND ERECT REINFORCING CAGES IN SHAFTS AS ONE CONTINUOUS UNIT USING INNER RING REINFORCING STEEL. PLACE REINFORCEMENT ACCURATELY AND SYMMETRICALLY ABOUT AXIS OF HOLE AND HOLD SECURELY IN POSITION DURING CONCRETE PLACEMENT.
EXCAVATE HOLES FOR DRILLED PIERS TO DEPTH AS SHOWN ON DRAWINGS. DRILLED PIER DESIGN DIMENSIONS SHOWN ARE MINIMUMS. VERIFY BY INSPECTION AND MEASUREMENT THAT THE EXCAVATIONS ARE OPEN TO DESIGN DEPTH FOR EACH DRILLED PIER. TWO ADDITIONAL PASSES SHALL BE MADE TO CLEAN LOOSE MATERIAL AT BOTTOM OF EXCAVATIONS.
THE OWNER SHALL EMPLOY THE SERVICES OF A REGISTERED, LICENSED GEOTECHNICAL ENGINEER UNDER WHOSE SUPERVISION FULL-TIME INSPECTION OF THE DRILLING AND CASTING OF THE PIERS WILL BE PERFORMED.
THE CONTRACTOR SHALL NOTIFY THE GEOTECHNICAL ENGINEER AT LEAST 24 HOURS PRIOR TO THE TIME EXCAVATIONS WILL BE DRILLED.
FILL DRILLED PIERS WITH CONCRETE IMMEDIATELY AFTER INSPECTION AND APPROVAL BY GEOTECHNICAL ENGINEER. NO EXCAVATION SHALL STAND OPEN FOR MORE THAN 8 HOURS.
CONCRETE SHALL BE PLACED THROUGH A HOPPER CENTERED IN THE REINFORCING CAGE SO THAT CONCRETE DOES NOT HIT REINFORCING OR SIDES OF HOLE. LET CONCRETE FREE-FALL FOR ENTIRE DEPTH OF SHAFT. PLACE CONCRETE CONTINUOUSLY AND IN A SMOOTH FLOW WITHOUT SEGREGATING. PROVIDE MECHANICAL VIBRATION FOR CONSOLIDATION OF TOP 5' OF EACH SHAFT. PLACE CONCRETE IN-THE-DRY UNLESS PLACING UNDER WATER IS ACCEPTABLE TO ENGINEER OF RECORD.
STOP CONCRETE PLACEMENT AT CUT-OFF ELEVATION SHOWN, SCREED LEVEL, AND APPLY A SCOURED, ROUGH FINISH.
REINFORCING STEEL:
ALL REINFORCING STEEL SHALL BE FABRICATED AND PLACED IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-14), AND DETAILS AND DETAILING OF CONCRETE REINFORCEMENT (ACI 315-99).
ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60; EXCEPT STIRRUPS, TIES AND INDICATED FIELD-BENT BARS, WHICH SHALL CONFORM TO ASTM A615 GRADE 40.
ALL WELDED WIRE FABRIC SHALL BE DEFORMED AND SHALL CONFORM TO ASTM A479. PROVIDE IN FLAT SHEETS ONLY.
TENSION AND COMPRESSION LAPS IN REINFORCING SHALL CONFORM TO THE LAP SPLICE SCHEDULE ON SHEET S-601 AND BE IN ACCORDANCE WITH ACI 318, CHAPTER 25, UNLESS NOTED OTHERWISE.
ALL HORIZONTAL REINFORCING IN FOOTINGS, WALLS AND BEAMS SHALL BE CONTINUOUS AROUND CORNERS OR HAVE BENT (CORNER) BARS OF THE SAME SIZE AND SPACING AS THE HORIZONTAL BARS AND LAP 30 BAR DIAMETERS (24" MINIMUM).
CONCRETE COVER FOR REINFORCING SHALL BE AS FOLLOWS UNLESS OTHERWISE NOTED:
A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"B. CONCRETE CAST AGAINST FORMS BUT EXPOSED TO EARTH OR WEATHER:
1. BARS LARGER THAN NO. 5: 2"2. BARS NO. 5 OR SMALLER: 1 1/2"
C. CONCRETE NOT EXPOSED TO WEATHER OR NOT IN CONTACT WITH GROUND:1. COLUMNS, GIRDERS AND BEAMS: 1 1/2"2. STRUCTURAL SLABS, WALLS AND JOISTS (NO. 11 AND SMALLER): 3/4"
D. SLAB ON GRADE: 1 1/2" FROM TOP OF SLABE. STRUCTURAL SLABS ON METAL DECK: 1" FROM TOP OF SLAB
FORM TIES SHALL BE EITHER OF THE THREADED OR SNAP-OFF TYPE SO THAT NO METAL WILL BE LEFT WITHIN 1 INCH OF THE SURFACE OF THE WALL. FOLLOWING REMOVAL OF FORM TIES, RECESSES ARE TO BE CAREFULLY FILLED AND POINTED WITH MORTAR.
REINFORCING SHALL NOT BE TACK WELDED OR WELDED IN ANY MANNER UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL PLANS.
BAR SUPPORTS AND SPACERS FOR REINFORCING SHALL BE PROVIDED IN ACCORDANCE WITH ACI 315-99. REINFORCING SHALL BE SECURELY TIED TO SUPPORTS.
CHAIRS WITH 22 GAGE SAND PLATES OR PRECAST BLOCKS SHALL BE PROVIDED FOR ALL REINFORCING OF CONCRETE IN CONTACT WITH GRADE.
DECK CHAIRS SHALL BE PROVIDED FOR ALL WELDED WIRE FABRIC IN SLABS OVER METAL DECK.
POST INSTALLED ANCHORS:
THE STRUCTURAL DESIGN IS BASED ON THE POST INSTALLED ANCHORING SYSTEMS NOTED BELOW. SINCE ANCHOR CAPACITIES VARY BY MANUFACTURER, THE CONTRACTOR SHALL USE ONLY THE SYSTEMS NOTED BELOW UNLESS AN ALTERNATE IS APPROVED BY THE ENGINEER OF RECORD. ALTERNATE ANCHORING SYSTEMS MAY REQUIRE RE-DESIGN TO VERIFY ANCHOR QUANTITIES, SPACING, AND EMBED DEPTHS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY ADDITIONAL CONSTRUCTION AND RE-DESIGN COSTS ASSOCIATED WITH THE ALTERNATE ANCHORING SYSTEM.
ALL ADHESIVE (EPOXY) FOR POST INSTALLED ANCHORS AND/OR REBAR INTO CONCRETE SHALL BE SIMPSON SET-XP EPOXY-TIE ANCHORING SYSTEM. INSTALLATION SHALL BE PER MANUFACTURER'S RECOMMENDATIONS.
ALL ADHESIVE (EPOXY) FOR POST INSTALLED ANCHORS AND/OR REBAR INTO GROUT FILLED MASONRY SHALL BE SIMPSON SET EPOXY-TIE ANCHORING SYSTEM. INSTALLATION SHALL BE PER MANUFACTURER'S RECOMMENDATIONS.
ALL ADHESIVE (EPOXY) FOR POST INSTALLED ANCHORS AND/OR REBAR INTO HOLLOW MASONRY AND/OR BRICK SHALL BE SIMPSON SET EPOXY-TIE ANCHORING SYSTEM. INSTALLATION SHALL BE PER MANUFACTURER'S RECOMMENDATIONS.
ALL POST INSTALLED MECHANICAL ANCHORS INTO CONCRETE SHALL BE SIMPSON TITEN HD SCREW ANCHOR. INSTALLATION SHALL BE PER MANUFACTURER'S RECOMMENDATIONS.
ALL POST INSTALLED MECHANICAL ANCHORS INTO GROUT FILLED MASONRY SHALL BE SIMPSON TITEN HD SCREW ANCHORSINSTALLATION SHALL BE PER THE MANUFACTURER'S RECOMMENDATIONS.
ANCHOR LENGTHS SHOWN FOR ATTACHMENT TO CONCRETE AND/OR MASONRY ARE REQUIRED EMBEDMENT LENGTHS. THE CONTRACTOR SHALL PROVIDE ANCHORS WITH ADDITIONAL LENGTH TO FACILITATE THE REQUIRED CONNECTION.
SUBMIT ALL PROPOSED ANCHORING SYSTEMS INCLUDING ICC-ES REPORTS TO STRUCTURAL ENGINEER FOR REVIEW PRIOR TO INSTALLATION. THE ICC–ES FORMS SHALL MEET THE REQUIREMENTS OF THE IBC REFERENCED IN THESE NOTES.
STRUCTURAL AND MISCELLANEOUS STEEL:
ALL STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS".
ALL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, GRADE 50, UNLESS NOTED OTHERWISE.
ALL MISCELLANEOUS STEEL MEMBERS, SUCH AS CHANNELS, ANGLES, FLAT BARS, AND PLATES SHALL CONFORM TO ASTM A36 UNLESS NOTED OTHERWISE.
ALL RECTANGULAR AND SQUARE STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B, FY = 46 KSI OR ASTM 1085, GRADE B, FY = 50 KSI.
BOLTS SHALL CONFORM TO ASTM A325N TENSION CONTROL BOLTS UNLESS NOTED OTHERWISE, WITH SIZES AS SHOWN ON THE DRAWINGS. WHERE CLEARANCE WITHIN A CONNECTION DOES NOT PERMIT THE USE OF TENSION CONTROL BOLTS, STANDARD A325N BOLTS SHALL BE USED AND INSPECTED IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS".
ALL BOLTS SHALL BE INSTALLED IN A SNUG TIGHT CONDITION EXCEPT AT MOMENT CONNECTIONS, BRACED FRAME CONNECTIONS, AND AT CONNECTIONS DETAILED WITH A325SC BOLTS. AT THESE LOCATIONS, THE BOLTS SHALL BE TIGHTENED SO AS TO SHEAR THE SPLINE OFF THE BOLT.
ANCHOR BOLTS EMBEDDED IN CONCRETE SHALL BE ASTM F1554 GRADE 36 THREADED RODS WITH DOUBLE NUTS. PROVIDE FLAT WASHERS BETWEEN NUTS AND BASEPLATE SURFACES. ANCHOR BOLT LENGTHS SHOWN FOR ATTACHMENT TO CONCRETE AND/OR MASONRY ARE REQUIRED EMBEDMENT LENGTHS. THE CONTRACTOR SHALL PROVIDE ANCHOR BOLTS WITH ADDITIONAL BOLT LENGTH TO FACILITATE THE REQUIRED CONNECTION.
ANCHOR BOLT FLAT WASHERS SHALL BE PROVIDED IN ACCORDANCE WITH TABLE 14-2 OF AISC 360, AISC MANUAL OF STEEL CONSTRUCTION LATEST EDITION.
ALL WELDING SHALL BE DONE IN ACCORDANCE WITH THE LATEST STANDARDS OF THE AWS STRUCTURAL WELDING CODE.
ALL BOLT HOLES THAT ARE REQUIRED TO BE FIELD DRILLED SHALL BE DRILLED WITH A MAG DRILL. FLAME CUTTING OF HOLES OR ENLARGING OF MISALIGNED HOLES WILL NOT BE ALLOWED.
HEADED CONCRETE ANCHORS AND SHEAR CONNECTORS SHALL BE MADE FROM STEEL CONFORMING TO ASTM A108 AND MEET THE MECHANICAL PROPERTIES OF TYPE B, AS REQUIRED BY CHAPTER 7 OF AWS D1.1 "STRUCTURAL WELDING CODE-STEEL", LATEST EDITION. STRUCTURAL STEEL TO RECEIVE SHEAR CONNECTORS SHALL BE FREE OF PAINT. WELDING PREQUALIFICATION REQUIRED.SEE SHEET S-741 FOR TYPICAL STEEL DETAILS.
COMPOSITE FLOORS:
THE METAL DECK FOR COMPOSITE FLOORS SHALL BE UNSHORED UNLESS NOTED OTHERWISE.
THE SHEAR CONNECTORS SHALL BE 3/4" DIAMETER X 3" AT 1 1/2" DEEP DECK AND 3/4" DIAMETER X 4 1/2" AT 3" DEEP DECK UNLESS NOTED OTHERWISE. THE SHEAR CONNECTORS SHALL BE MADE FROM STEEL CONFORMING TO ASTM A108 AND MEET THE MECHANICAL PROPERTIES OF TYPE B, AS REQUIRED BY CHAPTER 7 OF AWS D1.1 "STRUCTURAL WELDING CODE STEEL", LATEST EDITION. STRUCTURAL STEEL TO RECEIVE SHEAR CONNECTIONS SHALL BE FREE OF PAINT. WELDING PREQUALIFICATION REQUIRED.
THE SHEAR CONNECTIONS SHALL NOT BE ADDED UNTIL THE METAL FLOOR DECK IS INSTALLED.
WHERE SHEAR CONNECTIONS AND PUDDLE WELDS COINCIDE, THE SHEAR CONNECTOR MAY REPLACE THE PUDDLE WELD.
CAMBERED BEAMS SHALL HAVE THE CAMBER PUT IN AT 1/3 POINTS OR ALONG A PARABOLIC CURVE.
THE CONTRACTOR SHALL SURVEY THE CAMBER OF THE BEAMS AFTER THE BEAMS HAVE BEEN ERECTED. THE CONTRACTOR SHALL SUBMIT THE SURVEY TO THE ENGINEER FOR REVIEW. THE CONTRACTOR SHALL NOT POUR THE SLAB UNTIL THE ENGINEER HAS REVIEWED AND APPROVED THE BEAM CAMBERS.
CONTRACTOR SHALL SHORE BEAMS WITH A CAMBER MORE THAN 1/2" LOWER THAN SPECIFIED. THE BEAM SHALL BE ALLOWED TO DEFLECT TO LEVEL.
THE CONCRETE FOR THE SLAB SHALL BE POURED AND PLACED TO THE ELEVATION INDICATED ON THE DRAWINGS WHILE MAINTAINING THE MINIMUM THICKNESS. SPREAD CONCRETE OVER AREA OF INFLUENCE TO ROUGH DEPTH IN ORDER TO LOAD BEAMS AND GIRDERS PRIOR TO SETTING SCREED ELEVATIONS.
THE WEIGHT OF THE WET CONCRETE WILL CAUSE DEFLECTIONS OF THE STEEL FRAMING. THEREFORE, CONCRETE OVERRRUNS ARE TO BE ANTICIPATED BY THE CONTRACTOR.
CONTRACTOR SHALL CONTINUOUSLY MONITOR THE THICKNESS AND ELEVATIONS DURING CONCRETE PLACING OPERATIONS.
PROVIDE #4 X 6'-0" AT 12" ON CENTER OVER ALL GIRDERS OF COMPOSITE FLOORS.
PROVIDE #4 X 6'-0" AT 12" ON CENTER OVER SHORED BEAMS THAT ARE NOT ALLOWED TO DEFLECT TO LEVEL.
PROVIDE WELDED WIRE FABRIC AS INDICATED ON DRAWINGS IN FLAT SHEETS ONLY.
PROVIDE DECK CHAIRS FOR ALL WELDED WIRE FABRIC IN SLABS OVER METAL DECK.
STEEL JOISTS:
STEEL JOISTS SHALL BE MANUFACTURED BY A MEMBER OF SJI.
STEEL JOISTS SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF THE STEEL JOIST INSTITUTE STANDARD SPECIFICATIONS.
NO CONSTRUCTION LOADS OF ANY KIND SHALL BE PLACED ON UNBRIDGED JOISTS.
WHERE COLUMNS ARE NOT FRAMED IN AT LEAST TWO DIRECTIONS WITH STRUCTURAL STEEL MEMBERS, JOISTS AT OR CLOSEST TO COLUMN LINES SHALL BE FIELD BOLTED TO ADD LATERAL STABILITY DURING CONSTRUCTION.
PROVIDE BRIDGING IN ACCORDANCE WITH THE LATEST EDITION OF THE SJI STANDARD SPECIFICATIONS AND OSHA REQUIREMENTS.
THE STRUCTURAL DRAWINGS ARE NOT STAND ALONE DOCUMENTS. THE CONTRACTOR SHALL COORDINATE THE LOCATIONS AND WEIGHTS OF ALL MECHANICAL, PLUMBING, ELECTRICAL AND OTHER EQUIPMENT WITH THE APPLICABLE DRAWINGS. THE JOIST SUPPLIER SHALL ACCOUNT FOR THE LOADS IN THEIR DESIGN.
JOIST DEFLECTIONS ARE TO BE DESIGNED PER SJI REQUIREMENTS AND SHALL NOT BE LESS THAN THE FOLLOWING:
L/360 FOR LIVE LOAD AND L/240 FOR DEAD LOAD AND LIVE LOAD WHERE CEILINGS ARE SUPPORTEDL/240 FOR LIVE LOAD AND L/180 FOR DEAD LOAD AND LIVE LOAD WHERE SUSPENDED CEILINGS ARE SUPPORTED OR WHERE CEILINGS DO NOT EXIST
STEEL ROOF JOISTS SHALL BE DESIGNED FOR A NET WIND UPLIFT LOAD OF 5 PSF UNLESS NOTED OTHERWISE.
THE DEAD LOAD OF MISCELLANEOUS ROOFTOP ITEMS, INCLUDING SCREEN WALLS, SKYLIGHTS, FIRE SUPPRESSION SYSTEM, SOLAR PHOTOVOLTAIC SYSTEM, ETC… SHALL BE ACCOUNTED FOR IN THE DESIGN OF THE STEEL ROOF JOISTS. THE CONTRACTOR SHALL COORDINATE THE MISCELLANEOUS LOADS WITH THE STEEL JOIST MANUFACTURER.
JOIST BEARING SEATS SHALL BEAR ON STEEL SUPPORTS AND SHALL BE CONNECTED AS FOLLOWS UNLESS NOTED OTHERWISE:
K/KCS/E: TWO 1/8" x 2 1/2" LONG FILLET WELDSLH02-06 (OR 2 1/2" AND SMALLER TOP CHORD ANGLE LEG): TWO 3/16" x 2 1/2" LONG FILLET WELDSLH/DLH07-17 (OR 3 1/2" AND SMALLER TOP CHORD ANGLE LEG): TWO 1/4" x 2 1/2" LONG FILLET WELDSLH/DLH 18-25 (OR 4" AND LARGER TOP CHORD ANGLE LEG): TWO 1/4" x 4" LONG FILLET WELDS
ALL WELDS SHALL MEET CURRENT MINIMUM SJI REQUIREMENTS
STEEL DECK:
ALL STEEL DECK SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF THE STEEL DECK INSTITUTE SPECIFICATIONS.
SEE PLANS FOR STEEL DECK TYPE, GAGE, FINISH AND CONNECTIONS.
PROVIDE A MINIMUM OF 1 1/2" BEARING FOR ALL STEEL DECK.
ALL SPLICES AND LAPS SHALL BE A MINIMUM OF 2" IN LENGTH AND SHALL BE LOCATED DIRECTLY ABOVE SUPPORTS.
ALL DECKING SHALL BE CONTINUOUS OVER TWO OR MORE SPANS.
MASONRY:
ALL MASONRY UNITS SHALL COMPLY WITH ASTM C 90 WITH A COMPRESSIVE STRENGTH OF 2000 PSI (NET AREA).
F'M = 1900 PSI
MORTAR SHALL BE TYPE S.
GROUT - F'C = 2000 PSI, MINIMUM.
CELLS CONTAINING REBAR SHALL BE GROUTED SOLID FROM THE BOTTOM TO THE TOP OF THE WALL IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE.
ALL CELLS BELOW GRADE SHALL BE GROUTED SOLID UP TO GRADE.
CELLS CONTAINING EXPANSION ANCHORS SHALL BE GROUTED SOLID.
ALL VERTICAL REBAR SHALL BE IN PLACE AND SECURED WITH REBAR POSITIONERS PRIOR TO GROUTING.
COVER FOR REINFORCING SHALL BE AS FOLLOWS UNLESS OTHERWISE NOTED:
A. MASONRY FACE NOT EXPOSED TO EARTH OR WEATHER: 1 1/2"B. MASONRY FACE EXPOSED TO EARTH OR WEATHER:
1. BARS LARGER THAN NO. 5: 2"2. BARS NO. 5 OR SMALLER: 1 1/2"
UNLESS OTHERWISE NOTED MASONRY CELLS SHALL BE GROUTED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE (MAXIMUM 5 FOOT GROUT LIFTS).
LAP REBAR 48 BAR DIAMETERS (12" MINIMUM) UNLESS NOTED OTHERWISE.
ALL HORIZONTAL REINFORCING IN BOND BEAMS SHALL BE CONTINUOUS AROUND CORNERS OR HAVE BENT (CORNER) BARS OF THE SAME SIZE AND A LAP AS NOTED ABOVE. VERTICAL STEEL SHALL CONTINUE THROUGH BOND BEAMS.
PROVIDE STANDARD LADDER TYPE JOINT REINFORCING AT 16" ON CENTER (ALTERNATE COURSES) UNLESS NOTED OTHERWISE. USE PREFABRICATED CORNERS AND TEES AT ALL WALL CORNERS AND INTERSECTIONS RESPECTIVELY.
SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR INFORMATION REGARDING MASONRY COLORS, FINISHES, BOND, ETC. AT ALL EXPOSED MASONRY WALLS.
ALL MASONRY WALL CONFIGURATIONS INCLUDING WALL OPENINGS SHALL BE COORDINATED WITH CIVIL, MECHANICAL, PLUMBING, ELECTRICAL AND DRAWINGS FROM ALL OTHER DISCIPLINES.
EXPOSED MASONRY SITE WALLS AND RETAINING WALLS GREATER THAN 16 FEET IN LENGTH SHALL HAVE MASONRY CONTROL JOINTS INSTALLED AT THE FOLLOWING MINIMUM SPACING:
12'-0" ON CENTER FOR WALLS 6'-0" MAXIMUM HEIGHT18'-0" ON CENTER FOR WALLS 10'-0" MAXIMUM HEIGHT20'-0" ON CENTER FOR WALLS GREATER THAN 10'-0" IN HEIGHT
SEE SHEET S-721 FOR TYPICAL MASONRY DETAILS.
GENERAL STRUCTURAL NOTESGLASS CURTAIN WALL SYSTEM:
ALL LATERAL AND GRAVITY SUPPORT FOR THE GLASS CURTAIN WALL SYSTEM SHALL BE PER THE MANUFACTURER'S RECOMMENDATIONS. SHOP DRAWINGS AND STAMPED CALCULATIONS SHALL BE SUBMITTED FOR APPROVAL BY THE ENGINEER OF RECORD AND THE ARCHITECT PRIOR TO INSTALLATION.
THE ENGINEER STAMPING THE SHOP DRAWINGS SHALL BE REGISTERED IN THE STATE THAT THE PROJECT IS LOCATED.
THE GLASS CURTAIN WALL SYSTEM SHALL BE LATERALLY SUPPORTED AT ALL INTERMEDIATE HORIZONTAL FRAMING MEMBERS AND ROOF LEVEL.
ELEVATORS:
THE STRUCTURE HAS BEEN DESIGNED FOR A OTIS MODEL #HYD-TYP-PR-PN ELEVATOR.
ALL STRUCTURAL SUPPORTS, FLOOR PENETRATION SIZES AND PIT DIMENSIONS HAVE BEEN DESIGNED BASED ON THE ABOVE INFORMATION. SHOULD THE ACTUAL ELEVATOR(S) SELECTED DIFFER FROM THE INFORMATION PROVIDED ABOVE, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY ADDITIONAL CONSTRUCTION AND REDESIGN COSTS ASSOCIATED WITH THE ALTERNATE ELEVATOR(S).
THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL ELEVATOR PIT AND FLOOR PENETRATION LOCATIONS AND DIMENSIONS.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL ELEVATOR OVERRUN REQUIREMENTS.
ELEVATOR CAR RAIL AND COUNTERWEIGHT RAIL SUPPORTS SHALL BE PROVIDED BY THE CONTRACTOR AS SHOWN ON SHEET S-561. CAR RAIL AND COUNTERWEIGHT RAIL SUPPORTS SHALL BE PROVIDED AT AND BETWEEN ALL FLOOR LEVELS SERVICED BY THE ELEVATOR, ABOVE THE LAST STOP OF THE ELEVATOR, AND BETWEEN THE BASEMENT AND THE GROUND FLOOR AS REQUIRED BY THE ELEVATOR MANUFACTURER. IF THE ELEVATOR MANUFACTURER REQUIRES RAIL SUPPORTS THAT DIFFER FROM THOSE PROVIDED, THE ELEVATOR MANUFACTURER SHALL BE RESPONSIBLE FOR ADDITIONAL CONSTRUCTION COST AND DESIGN COST.
THE CONTRACTOR SHALL VERIFY THE DESIGN OF THE HOIST/SAFETY BEAM AND CONNECTIONS AS REQUIRED PER THE ELEVATOR MANUFACTURER.
STRUCTURAL ELEMENTS AFFECTED BY THE ELEVATOR LAYOUT SHALL NOT BE FABRICATED PRIOR TO APPROVAL OF ELEVATOR SHOP DRAWINGS.
SPECIAL INSPECTION:
THE OWNER SHALL PROVIDE FOR SERVICES OF A CERTIFIED INSPECTOR (APPROVED BY THE BUILDING OFFICIAL OR THE ENGINEER OF RECORD) IN ACCORDANCE WITH CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE FOR THE SPECIAL INSPECTION ITEMS NOTED ON SHEET S-003.
DEFERRED SUBMITTALS:
THE DEFERRED SUBMITTALS LISTED BELOW ARE THOSE PORTIONS OF THE DESIGN THAT ARE NOT COMPLETED AT THE TIME OF APPLICATION AND ARE TO BE SUBMITTED TO THE BUILDING OFFICIAL AND APPROVED PRIOR TO THE INSTALLATION OF THOSE ITEMS. THE MANUFACTURER, CONSULTANT, OR CONTRACTOR, AS APPROPRIATE, SHALL PROVIDE SUBMITTALS TO THE ENGINEER OF RECORD FOR REVIEW FOR THE FOLLOWING ITEMS:
COLD-FORMED METAL FRAMINGSTEEL STAIRS
No. Description Date
1. FLOOR DRAIN, SLOPE SLAB TO DRAIN 1/8" PER FOOT. COORDINATE EXACT SIZE AND LOCATION WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
2. ELEVATOR SUMP PIT, COORDINATE EXACT SIZE AND LOCATION WITH ELEVATOR MANUFACTURER.
3. NOT USED
4. RECESSED SLAB, COORDINATE EXACT SIZE, LOCATION, AND DEPTH WITH ARCHITECTURAL DRAWINGS.
5. DOWEL PIT WALL REINFORCING 18" INTO GRADE BEAM. PROVIDE STANDARD HOOK.
6. EXISTING FOOTING AND COLUMN TO BE DEMOLISHED IN THIER ENTIRETY. FIELD VERIFY.
7. 6" COLD-FORMED METAL STUD WALLS BY OTHERS AT 36" ON CENTER MAXIMUM.
8. RECESSED SLAB, COORDINATE EXACT SIZE, LOCATION AND DEPTH WITH FOOD SERVICE AND ARCHITECTURAL DRAWINGS.
9. CONCRETE CURB AROUND PIPE DUCT. COORDINATE EXACT SIZE, LOCATION, AND DETAILING WITH FOOD SERVICE AND ARCHITECTURAL DRAWINGS.
10. TRENCH DRAIN, COORDINATE EXACT SIZE AND LOCATION WITH FOOD SERVICE AND ARCHITECTURAL DRAWINGS.
11. HATCHED AREA INDICATES EXTENT OF INSULATED FREEZER SLAB. COORDINATE EXACT SIZE, LOCATION, AND DEPTH WITH FOOD SERVICE DRAWINGS AND FREEZER MANUFACTURER.
12. COORDINATE DIMENSIONS TO STAGE SLAB EDGE WITH ARCHITECTURAL DRAWINGS.
13. HATCHED AREA INDICATES EXENT OF WHEELCHAIR LIFT PIT. COORDINATE EXACT SIZE, LOCATION AND DEPTH OF PIT WITH ARCHITECTURAL DRAWINGS AND WHEELCHAIR LIFT MANUFACTURER.
14. EXTERIOR STAIR OR RAMP. COORDINATE EXACT SIZE, LOCATION, AND DIMENSIONS WITH ARCHITECTURAL AND CIVIL DRAWINGS.
15. PORTION OF EXISTING WALL TO BE REMOVED, SEE ARCHITECTURAL DRAWINGS FOR EXACT SIZE AND LOCATION OF OPENING.
16. EXISTING STAIRS, COLUMNS AND FOUNDATONS TO BE REMOVED AS REQUIRED FOR NEW CONSTRUCTION.
17. HSS6x6x1/4 ELEVATOR RAIL SUPPORT POST. COORDINATE LOCATION WITH ELEVATOR MANUFACTURER.
18. CONCRETE SITE RETAINING WALL. COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH ARCHITECTURAL AND CIVIL DRAWINGS. SEE RETAINING SCHEDULEFOR ADDITIONAL INFORMATION.
/SEE A4 S-561
/SEE C4 S-711
/SEE C4 S-711
/SEE B4 S-561
/C3 S-602
1. SOME SHEET KEYNOTES MAY NOT APPLY TO THIS SHEET.
2. REFERENCE FINISH FLOOR ELEVATION 100'-0" =MEAN SEA FINISH FLOOR ELEVATION. SEE CIVIL DRAWINGS.
3. TOP OF PIER CAP AND TOP OF PIER WITHOUT CAP ELEVATION = 98' - 6", UNLESS NOTED OTHERWISE.
4. TOP OF GRADE BEAM ELEVATION = 98' - 6", UNLESS NOTED OTHERWISE.
5. TOP OF TIE BEAM ELEVATION = TOP OF PIER CAP OR GRADE BEAM ELEVATION IT IS CONNECTING TO.
6. GRADE BEAMS SHALL BE DOWELED INTO PIER CAPS.
7. EXTEND TIE BEAM REINFORCING INTO PIER CAPS AND TERMINATE WITH STANDARD HOOKS.
8. PROVIDE COLUMN BLOCKOUTS IN SLAB,
9. NOTE TO CONTRACTOR: ENLARGED SLAB BLOCKOUTS MAY BE REQUIRED AT FRAME COLUMNS FOR BRACED FRAME GUSSET PLATE CLEARANCE.
10. NOTE TO ERECTOR: LATERAL STABILITY OF THE STEEL FRAME IS DEPENDENT UPON THE BRACED FRAMES. THE ERECTOR SHALL PROVIDE TEMPORARY BRACING OF THE STEEL FRAME IN ACCORDANCE WITH SECTION 7.10 OF THE AISC CODE OF STANDARD PRACTICES.
11. DIMENSIONS ARE TO THE FACE OF CONCRETE, MASONRY, OR GRID LINE, UNLESS NOTED OTHERWISE.
12. SEE ARCHITECTURAL DRAWINGS FOR MASONRY DIMENSIONS NOT SHOWN.
13. EXISTING CONSTRUCTION IS PER AVAILABLE EXISTING DRAWINGS. ALL EXISTING CONSTRUCTION AND DIMENSIONS SHALL BE VERIFIED PRIOR TO CONSTRUCTION. SHOULD CONDITIONS VARY FROM THOSE SHOWN, CONTACT ENGINEER BEFORE PROCEEDING.
14. PROVIDE SLAB JOINTS AT 15' - 0" ON CENTER MAXIMUM. THE AREA OF THE CONTROL JOINT SHALL NOT EXCEED A 2.1 RATIO. CONTROL JOINTS SHALL BE LOCATED AT COLUMN LINES WHERE THE LAYOUT PERMITS. AT RE-ENTRANT CORNERS THAT DO NOT HAVE CONTROL JOINTS, PROVIDE 2-#4 x 3'-0" DIAGONAL TO THE RE-ENTRANT CORNER.
15. SEE SHEET S-311, S-312 FOR TYPICAL FOUNDATION SECTIONS AND DETAILS.
16. SEE SHEETS S-711 THRU S-741 FOR TYPICAL DETAILS.
17. SEE SHEET S-601 AND S-602 FOR SCHEDULES.
/SEE C5 S-711
/SEE D1 S-311
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e7.8
e7.8
e8
eB1
eB2
eB3 eB eC
eD
eE
eE.5
eE.8
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eJ
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eJ.2 eJ.3
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15
16
16
NEW CASINO ADDITION
EXISTING BRIDGE
EXISTING CASINO
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:25
:16
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
SD-112
201704
03/23/2018
J ANDERSONC ROMERO
FOUNDATION LEVEL DEMO PLAN -AREA 2
CASINO 4
Pricing Set - 95%
GENERAL SHEET NOTES
SHEET KEYNOTE
SCALE: 1/8" = 1'-0"A1FOUNDATION PLAN - AREA 2
No. Description Date
1. MECHANICAL OPENING. COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS. FOR TYPICAL DETAILS, , AND
2. MECHANICAL UNIT, COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS.
3. 3" (BETWEEN FINISHES) BUILDING EXPANSION JOINT.
4. EXISTING STAIRS, COLUMNS AND FRAMING TO BE REMOVED AS REQUIRED FOR NEW CONSTRUCTION.
5. PORTION OF EXISTING WALL TO BE REMOVED, SEE ARCHITECTURAL DRAWINGS FOR EXACT SIZE AND LOCATION OF OPENING.
6. HSS6x6x1/4 ELEVATOR RAIL SUPPORT POST. COORDINATE EXACT LOCATION WITH ELEVATOR MANUFACTURER.SEE , , AND
/SEE B2 S-741 /C2 S-741 /D2 S-741
/B2 S-561 /A2 S-561 /D3 S-561
1. SOME SHEET KEYNOTES MAY NOT APPLY TO THIS SHEET.
2. NOTE TO ERECTOR: LATERAL STABILITY OF THE STEEL FRAME IS DEPENDENT UPON THE BRACED FRAMES. THE ERECTOR SHALL PROVIDE TEMPORARY BRACING OF THE STEEL FRAME IN ACCORDANCE WITH SECTION 7.10 OF THE AISC CODE OF STANDARD PRACTICES.
3. DIMENSIONS ARE TO THE FACE OF STUD, OR GIRD LINE, UNLESS NOTED OTHERWISE.
4. SEE ARCHITECTURAL DRAWINGS FOR MASONRY DIMENSIONS NOT SHOWN.
5. EXISTING CONSTRUCTION IS PER AVAILABLE EXISTING DRAWINGS. ALL EXISTING CONSTRUCTION AND DIMENSIONS SHALL BE VERIFIED PRIOR TO CONSTRUCTION. SHOULD CONDITIONS VARY FROM THOSE SHOWN, CONTACT ENGINEER BEFORE PROCEEDING.
6. STRUCTURAL COLD FORMED METAL STUDS SHALL BE 6" WIDE, UNLESS NOTED OTHERWISE. STUD THICKNESS AND SPACING BY OTHERS.
7. BEAMS ARE SPACED EQUALLY BETWEEN SUPPORTS AS SHOWN, UNLESS NOTED OTHERWISE.
8. SEE SHEET S-321 FOR TYPICAL FLOOR FRAMING SECTIONS.
9. SEE SHEET S-711 THRU S-741 FOR TYPICAL DETAILS.
10. SEE SHEET S-501 THRU S-561 FOR TYPICAL FRAMING DETAILS.
11. SEE SHEET S-601 AND S-602 FOR SCHEDULES.
12. CONTRACTOR TO COORDINATE ALL CELLULAR DECK TRENCHES AND ACTIVATION POINT WITH ARCHITECTURAL AND ELECTRICAL DRAWINGS.
e6
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e7.8
e8
eB1
eB2
eB3 eB
eB
eC
eC
eD
eE
eE.5
eE.8
eFeG
eH eJ
eJ.1
eJ.2 eJ.3
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NEW CASINO ADDITION
EXISTING BRIDGE
EXISTING CASINO
4
5
S-203
C5
S-203
D5
S-203
C4
S-203
D4
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:25
:19
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
SD-122
201704
03/23/2018
J ANDERSONC ROMERO
MEZZANINE LEVEL DEMO PLAN - AREA2
CASINO 4
Pricing Set - 95%
GENERAL SHEET NOTES
SHEET KEYNOTE
SCALE: 1/8" = 1'-0"A1LOW ROOF FRAMING PLAN - AREA 2
No. Description Date
1. SOME SHEET KEYNOTES MAY NOT APPLY TO THIS SHEET.
2. NOTE TO ERECTOR: LATERAL STABILITY OF THE STEEL FRAME IS DEPENDENT UPON THE BRACED FRAMES. THE ERECTOR SHALL PROVIDE TEMPORARY BRACING OF THE STEEL FRAME IN ACCORDANCE WITH SECTION 7.10 OF THE AISC CODE OF STANDARD PRACTICES.
3. DIMENSIONS ARE TO THE FACE OF STUD, UNLESS NOTED OTHERWISE.
4. SEE ARCHITECTURAL DRAWINGS FOR MASONRY DIMENSIONS NOT SHOWN.
5. EXISTING CONSTRUCTION IS PER AVAILABLE EXISTING DRAWINGS. ALL EXISTING CONSTRUCTION AND DIMENSIONS SHALL BE VERIFIED PRIOR TO CONSTRUCTION. SHOULD CONDITIONS VARY FROM THOSE SHOWN, CONTACT ENGINEER BEFORE PROCEEDING.
6. JOISTS ARE SPACED EQUALLY BETWEEN SUPPORTS, AS SHOWN ON PLAN, UNLESS NOTED OTHERWISE.
7. PROVIDE JOIST BRIDGING PER THE 42ND EDITION OF THE SJI SPECIFICATIONS AND OSHA REQUIREMENTS.
8. STEEL JOIST MANUFACTURER SHALL DESIGN ROOF JOISTS AND ROOF JOIST GIRDERS SUPPORTING MECHANICAL UNITS FOR 1.2x MECHANICAL UNIT WEIGHTS SHOWN. USE [_] PSF DEAD LOAD AND [_] PSF LIVE LOAD UNLESS NOTED OTHERWISE. CONTRACTOR SHALL VERIFY ACTUAL MECHANICAL LOADS. NOTIFY STEEL JOIST MANUFACTURER OF ANY DISCREPANCIES.
9. CONTRACTOR SHALL COORDINATE ALL STEEL JOIST SEAT DEPTHS WITH STEEL JOIST FABRICATOR. ALL BEARING ELEVATIONS SHOWN ON PLANS, ARE TO TOP OF JOISTS (DECK BEARING) AND DO NOT INCORPORATE THE DEPTH OF THE JOIST SEATS.
10. STRUCTURAL COLD FORMED METAL STUDS SHALL BE 6" WIDE, UNLESS NOTED OTHERWISE. STUD THICKNESS AND SPACING BY OTHERS.
11. SEE SHEET S-331 FOR TYPICAL ROOF FRAMING SECTIONS.
12. SEE SHEET S-711 THRU S-741 FOR TYPICAL DETAILS.
13. SEE SHEET S-501 THRU S-561 FOR FRAMING DETAILS.
14. SEE SHEET S-601 FOR SCHEDULES.
1. MECHANICAL OPENING. COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS. FOR TYPICAL FRAMING, AND
2. MECHANICAL UNIT, COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS.
3. JOIST MANUFACTURER TO DESIGN JOISTS/JOIST GIRDER FOR AN ADDITIONAL 1,800 POUND POINT LOAD DUE TO OPERABLE WALL PARTITION AT EACH HANGER LOCATION (±48" ON CENTER AS SHOWN ON PLAN). TOTAL LIVE LOAD DEFLECTION (INCLUDING OPERABLE WALL LOADING) SHALL NOT EXCEED L/600. INDICATE DESIGNED ATTACHMENT POINTS ON BOTTOM CHORD OF JOIST GIRDER.
4. FUTURE OPERABLE PARTITION BELOW. JOIST MANUFACTURER TO DESIGN FOR FUTURE LOADS SHOWN IN KEYNOTE 3.
5. HYDRONIC PIPING - SEE MECHANICAL AND PLUMBING DRAWINGS FOR MORE INFORMATION. STRUCTURE HAS BEEN DESIGNED TO SUPPORT HYDRONIC PIPING ONLY IN THE LOCATIONS SHOWN. HYDRONIC PIPES SHALL NOT BE LOCATED ELSEWHERE UNLESS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. JOIST MANUFACTURER TO DESIGN FOR 1.2x THE LOAD INDICATED ON PLAN (UNFACTORED DEAD LOAD). LOADS SHOWN ON PLAN IS THE TOTAL WEIGHT OF THE PIPE GROUP. WHERE NO LOAD IS SHOWN, THE LOAD IS ACCOUNTED FOR IN THE ROOF DEAD LOAD. UNLESS NOTED OTHERWISE WITH THE JOIST MANUFACTURER, CONTRACTOR SHALL ATTACH PIPES TO EACH ROOF JOIST PERPENDICULAR TO PIPES, AND TO JOISTS PARALLEL TO THE PIPES AT 7' - 6" ON CENTER.
6. 3" (BETWEEN FINISHES) BUILDING EXPANSION JOINT.
7. C8x11.5 UNDER MECHANICAL UNIT, COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS.
8. HSS6x6x1/2 MEDIA MESH SCREEN SUPPORT. COORDINATE EXACT LOCATION AND COUNT OF POSTS WITH SCREEN MANUFACTURER'S REQUIREMENTS. FINAL DESIGN TO BE COORDINATED WITH FINAL SCREEN CUT SHEETS.
9. PORTION OF EXISTING WALL TO BE REMOVED, SEE ARCHITECTURAL DRAWINGS FOR EXACT SIZE AND LOCATION OF OPENING.
10. HSS6x6x1/4 ELEVATOR RAIL SUPPORT POST. COORDINATE EXACT LOCATION WITH ELEVATOR MANUFACTURER.
/SEE C5 S-501
/SEE B1 S-741 /A1 S-741
/SEE C2 S-561
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eB1
eB2
eB3 eB eC
eE
eE.5
eE.8
eF eG
eH eJ
e6.4
eBB.3
NEW CASINO ADDITION
EXISTING BRIDGE
EXISTING CASINO
9
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:25
:22
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
SD-142
201704
03/23/2018
J ANDERSONC ROMERO
HIGH ROOF DEMO PLAN - AREA 2
CASINO 4
Pricing Set - 95%
GENERAL SHEET NOTES
SHEET KEYNOTE
SCALE: 1/8" = 1'-0"A1UPPER ROOF DEMO PLAN - AREA 2
No. Description Date
UP UP
DN
1'
1'
2 3 4 5
5
8 11
11
14
14
15
15
16
16
17
17
18
18
19
19
21
21
AA
E
J
K
M
N
T
U
D'
E'
E'
8'
D
H
9
9
7
7
A'
6'
B'
5'
4'
2'
Q
RS
7'
6 10 12
12
G
F
B
C
3'
C'
22
13
13
L
P
20
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e5
e6
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e7.8
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eB1
eB2
eB3
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eBB.3
10.5
A.02A.02
4.8
4.8
4.2
4.2
A.01A.01
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:22
:57
AM
1/16" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-110
201704
03/23/2018
J ANDERSONC ROMERO
OVERALL FOUNDATION PLAN
CASINO 4
Pricing Set - 95%
SCALE: 1/16" = 1'-0"A1OVERALL FOUNDATION PLAN
No. Description Date
DN
DN DN
DN
14
14
15
15
16
16
17
17
18
18
19
19
21
21
A
E
J
K
M
N
T
U
8'
8'
Q
S-203
A3
/
MA
TC
H L
INE
SE
E S
HE
ET
A1
S-1
12/
MA
TC
H L
INE
SE
E S
HE
ET
A1
S-1
12
C3
S-301
A2
S-301
C2
S-301
A1
S-301
C1
S-301
A5
S-302
C5
S-302
A4
S-302
C4
S-302
A3
S-302
A2
S-302
A1
S-302
C1
S-302
39' - 5" 25' - 4" 25' - 4" 42' - 3 7/8" 29' - 11 15/16"
2' - 10 3/4"
1' - 1 5/16" 18' - 11"
14' -
10"
4' -
0 1
/8"
23' -
0 7
/8"
3' -
0 1
/4"
2' -
11
3/4"
11' -
7 1
/4"
15' -
1"
4' -
2 3
/4"
30' -
0"
30' -
0"
29' -
11
7/8"
39' - 5" 25' - 4" 25' - 4" 42' - 3 7/8" 29' - 11 15/16" 4' - 0 1/16"
S-201
B3
S-201
C1
S-201
D3
S-201
A5
S-201
D5
S-203
A4
22
B1
S-312
C5
S-312
C5
S-312
C5
S-312
W18x71W18x60 W16x45
W10x45
W14x43
W14x43
W14x43HSS10x10x5/16HSS10x10x3/8
HSS10x10x1/2
W14x61HSS14x14x3/8
W10x49HSS14x14x3/8
HSS12x12x1/2
HSS12x12x1/2
HSS10x10x1/4
HSS12x12x1/2
W14x43W10x33W10x39
W14x82
HSS14x14x3/8 HSS12x12x1/2
HSS8x8x1/4
HSS12x12x1/2
HSS12x12x1/2
W14x43
HSS12x12x1/2
HSS12x12x1/2
P16
BP21
P16
BP12 P8
BP9
P16
BP2P8
BP4
P15
BP4
P8
BP4
P5
BP4P11
BP4
P4
BP4
P8
BP9
P13
BP10
P8
BP2
P13
BP10
P12
BP11
P13
BP11
P8
P8
BP16P8
BP2
P8
BP2
P13
BP4
P13
BP8
P1
P20
P20
---
GB
2
GB
2
GB2
P7
P7
C5
S-312
1' -
2 5
/8"
1' - 2 5/8"
1' -
2 5
/8"
1' - 4 5/8"
1' - 2 5/8"
1' -
2 5
/8"
L
P
20
V
TOPC= 96' - 6"
W1
W1 W1
W1
W1
W1
W1
W1
W1
W1W1W1W1
TOPC= 94' - 6"GB3
GB1 GB1
TOPC= 94' - 6"TOPC= 94' - 6"
TOPC= 94' - 6"
GB3 GB2
TOPC= 94' - 6"
GB
2
GB
1
TOPC= 96' - 6"
TOPC= 96' - 6"
TOPC= 96' - 6"
P1
BP3TOPC= 96' - 6"
TOPC= 96' - 6"
TOPC= 96' - 8"
TOPC= 96' - 8"
TOPC= 96' - 8"
TOPC= 96' - 8"
TOPC= 96' - 6"
TOPC= 96' - 6"
GB3GB1GB3 GB1
TOPC= 96' - 6"
TOPC= 96' - 6" TOPC= 96' - 6"
TOPC= 92' - 6"
TOPC= 96' - 6"
TIE BEAM (SLOPED)
TIE BEAM
TIE
BE
AM
TIE
BE
AM
A3
S-312
8' - 0"
SS
TO
GB
= 98
' - 6
"
TO
GB
= 94
' - 6
"
B1
S-311
6' -
0"
TOGB= 96' - 6"
TOGB= 94' - 0"SS
W1
6' - 0"S
ST
OG
B=
96' -
6"
TO
GB
= 92
' - 6
"
6' -
0"
S STOGB= 96' - 6"
TOGB= 92' - 6"
TOPC= 96' - 6"
B3
S-312
B3
S-312
D4
D6.2
5
7
FIN FLR EL= 103' - 0"
A2
S-312
B2
S-312
B2
S-312
B2
S-312
B2
S-312
CF
72
W3
CF72
CF
72
CF
80
CF72
W3W3
W3
W3
W3
CF
72
W3CF80
W3
CF72
TOPC= 91' - 6"
TOPC= 91' - 6"
B5
S-561
W3
W3
CF
72
TOF EL= 91' - 6"
TOF EL= 91' - 6"
TOF EL= 91' - 6"
TOF EL= 91' - 6"
TOF EL= 91' - 6"
TOF EL= 91' - 6"
B5
S-561
A1
S-304
D5
S-312
D5
S-312
HSS6x4x1/4POST
HSS6x4x1/4POST
FIN FLR EL= 100' - 0"
FIN FLR EL= 100' - 0"
FIN FLR EL= 100' - 0"
SG5
SG5
SG5
SG5
SG5
SG5
SG5
8
9
9
FIN FLR EL= 98' - 0"
FIN FLR EL= 98' - 0"
FIN FLR EL= 98' - 0"
C3
S-312
C3
S-312
W2
W2
W2
W2
GB
3
GB3
GB
3
GB3
TOPC= 96' - 8"
P7TOPC= 96' - 8"
W2
GB
3
W2 GB3
W2
GB
3
P7
TOPC= 96' - 8"
P7
TOPC= 96' - 8"
C3
S-312
C1
S-312
A4
S-311
TYP
B4
S-311
TYP
S-203
A2
S-203
A5
BP18
14
14
14
14
W3CF72
W3
CF
72
13
B5
S-561
11 3/16" 38' - 4 1/16" 11' - 4 3/4"
9 5/
8"
51' -
3"
GB1
GB
2
S-401
A1BELOW
W16x36 (18)
W16x36 (18)
W16x36 (18)
W3CF42
W3
CF
42
W3
CF42
FIN FLR EL= 105' - 0"
14
A.02A.02
A.01A.01
FIN FLR EL= 98' - 0"
HSS12x12x1/2
HSS12x12x1/2
HSS12x12x1/2
D1
S-312
SIM
P7
HSS12x12x1/2
P7HSS12x12x1/218
18
18
1. SOME SHEET KEYNOTES MAY NOT APPLY TO THIS SHEET.
2. REFERENCE FINISH FLOOR ELEVATION 100'-0" =MEAN SEA FINISH FLOOR ELEVATION. SEE CIVIL DRAWINGS.
3. TOP OF PIER CAP AND TOP OF PIER WITHOUT CAP ELEVATION = 98' - 6", UNLESS NOTED OTHERWISE.
4. TOP OF GRADE BEAM ELEVATION = 98' - 6", UNLESS NOTED OTHERWISE.
5. TOP OF TIE BEAM ELEVATION = TOP OF PIER CAP OR GRADE BEAM ELEVATION IT IS CONNECTING TO.
6. GRADE BEAMS SHALL BE DOWELED INTO PIER CAPS.
7. EXTEND TIE BEAM REINFORCING INTO PIER CAPS AND TERMINATE WITH STANDARD HOOKS.
8. PROVIDE COLUMN BLOCKOUTS IN SLAB,
9. NOTE TO CONTRACTOR: ENLARGED SLAB BLOCKOUTS MAY BE REQUIRED AT FRAME COLUMNS FOR BRACED FRAME GUSSET PLATE CLEARANCE.
10. NOTE TO ERECTOR: LATERAL STABILITY OF THE STEEL FRAME IS DEPENDENT UPON THE BRACED FRAMES. THE ERECTOR SHALL PROVIDE TEMPORARY BRACING OF THE STEEL FRAME IN ACCORDANCE WITH SECTION 7.10 OF THE AISC CODE OF STANDARD PRACTICES.
11. DIMENSIONS ARE TO THE FACE OF CONCRETE, MASONRY, OR GRID LINE, UNLESS NOTED OTHERWISE.
12. SEE ARCHITECTURAL DRAWINGS FOR MASONRY DIMENSIONS NOT SHOWN.
13. EXISTING CONSTRUCTION IS PER AVAILABLE EXISTING DRAWINGS. ALL EXISTING CONSTRUCTION AND DIMENSIONS SHALL BE VERIFIED PRIOR TO CONSTRUCTION. SHOULD CONDITIONS VARY FROM THOSE SHOWN, CONTACT ENGINEER BEFORE PROCEEDING.
14. PROVIDE SLAB JOINTS AT 15' - 0" ON CENTER MAXIMUM. THE AREA OF THE CONTROL JOINT SHALL NOT EXCEED A 2.1 RATIO. CONTROL JOINTS SHALL BE LOCATED AT COLUMN LINES WHERE THE LAYOUT PERMITS. AT RE-ENTRANT CORNERS THAT DO NOT HAVE CONTROL JOINTS, PROVIDE 2-#4 x 3'-0" DIAGONAL TO THE RE-ENTRANT CORNER.
15. SEE SHEET S-311, S-312 FOR TYPICAL FOUNDATION SECTIONS AND DETAILS.
16. SEE SHEETS S-711 THRU S-741 FOR TYPICAL DETAILS.
17. SEE SHEET S-601 AND S-602 FOR SCHEDULES.
/SEE C5 S-711
/SEE D1 S-311
1. FLOOR DRAIN, SLOPE SLAB TO DRAIN 1/8" PER FOOT. COORDINATE EXACT SIZE AND LOCATION WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
2. ELEVATOR SUMP PIT, COORDINATE EXACT SIZE AND LOCATION WITH ELEVATOR MANUFACTURER.
3. NOT USED
4. RECESSED SLAB, COORDINATE EXACT SIZE, LOCATION, AND DEPTH WITH ARCHITECTURAL DRAWINGS.
5. DOWEL PIT WALL REINFORCING 18" INTO GRADE BEAM. PROVIDE STANDARD HOOK.
6. EXISTING FOOTING AND COLUMN TO BE DEMOLISHED IN THIER ENTIRETY. FIELD VERIFY.
7. 6" COLD-FORMED METAL STUD WALLS BY OTHERS AT 36" ON CENTER MAXIMUM.
8. RECESSED SLAB, COORDINATE EXACT SIZE, LOCATION AND DEPTH WITH FOOD SERVICE AND ARCHITECTURAL DRAWINGS.
9. CONCRETE CURB AROUND PIPE DUCT. COORDINATE EXACT SIZE, LOCATION, AND DETAILING WITH FOOD SERVICE AND ARCHITECTURAL DRAWINGS.
10. TRENCH DRAIN, COORDINATE EXACT SIZE AND LOCATION WITH FOOD SERVICE AND ARCHITECTURAL DRAWINGS.
11. HATCHED AREA INDICATES EXTENT OF INSULATED FREEZER SLAB. COORDINATE EXACT SIZE, LOCATION, AND DEPTH WITH FOOD SERVICE DRAWINGS AND FREEZER MANUFACTURER.
12. COORDINATE DIMENSIONS TO STAGE SLAB EDGE WITH ARCHITECTURAL DRAWINGS.
13. HATCHED AREA INDICATES EXENT OF WHEELCHAIR LIFT PIT. COORDINATE EXACT SIZE, LOCATION AND DEPTH OF PIT WITH ARCHITECTURAL DRAWINGS AND WHEELCHAIR LIFT MANUFACTURER.
14. EXTERIOR STAIR OR RAMP. COORDINATE EXACT SIZE, LOCATION, AND DIMENSIONS WITH ARCHITECTURAL AND CIVIL DRAWINGS.
15. PORTION OF EXISTING WALL TO BE REMOVED, SEE ARCHITECTURAL DRAWINGS FOR EXACT SIZE AND LOCATION OF OPENING.
16. EXISTING STAIRS, COLUMNS AND FOUNDATONS TO BE REMOVED AS REQUIRED FOR NEW CONSTRUCTION.
17. HSS6x6x1/4 ELEVATOR RAIL SUPPORT POST. COORDINATE LOCATION WITH ELEVATOR MANUFACTURER.
18. CONCRETE SITE RETAINING WALL. COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH ARCHITECTURAL AND CIVIL DRAWINGS. SEE RETAINING SCHEDULEFOR ADDITIONAL INFORMATION.
/SEE A4 S-561
/SEE C4 S-711
/SEE C4 S-711
/SEE B4 S-561
/C3 S-602
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:23
:01
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-111
201704
03/23/2018
J ANDERSONC ROMERO
FOUNDATION PLAN - AREA 1
CASINO 4
Pricing Set - 95%
SCALE: 1/8" = 1'-0"A1FOUNDATION PLAN - AREA 1
GENERAL SHEET NOTES
SHEET KEYNOTE
No. Description Date
DN
1'
2 3 4 5
5
8 11
11
14
14
A
E
J
K
T
D'
E'
8'
8'
D
H
9
9
7
7
A'
6'
B'
5'
4'
R
S
7'
6 10 12
12
G
F
B
C
C'
/
MA
TC
H L
INE
SE
E S
HE
ET
A1
S-1
11/
MA
TC
H L
INE
SE
E S
HE
ET
A1
S-1
11
A5
S-301
C5
S-301
A4
S-301
C4
S-301
A3
S-301
A5
S-303
C5
S-303
A4
S-303
C4
S-303
A3
S-303
C3
S-303
A2
S-303
C2
S-303
A1
S-303
C1
S-303
A5
S-304
S-201
B5
S-201
C5
S-201
A4
S-201
B4
S-201
C4
23' - 0" 31' - 8" 28' - 4" 13' - 3 3/4"
3' - 11 3/4"
15' - 7"
1' - 7 1/4"
4' - 4 1/2" 12' - 8 3/4" 16' - 0" 17' - 10 1/2" 5' - 2 1/2" 16' - 11 1/8"
3' -
0"
2' -
1 1
/2"
54' -
10
3/8"
30' -
0"
9' -
4 3
/4"
8' -
6 1
/4"
7' -
10
1/2"
4' -
2 1
/2"
3' -
8"
11' -
4"
5' -
1 3
/4"
9' -
10
1/8"
17' - 3 1/2" 17' - 2 1/4" 33' - 1 1/4" 17' - 10 1/2" 5' - 2 1/2" 16' - 11 1/8"
8' - 1 1/4"
20' - 4 3/4"
44' - 11 1/2"
25' - 9 1/2"
21' - 7 1/2"
19' - 7 1/2"
10' -
1 3
/4"
12' -
1"
30' -
0"
20' -
5"
B1
S-312
C5
S-312
C5
S-312
C5
S-312
C5
S-312
C5
S-312C5
S-312
W18x71
HSS10x10x1/2
W14x82
P16
BP21
P4
BP4
P13
BP4
W10x39
W12x45
W12x45
W12x45W12x45
W10x45 W10x45
HSS8x8x1/4
HSS10x10x1/2HSS10x10x5/16
HSS10x10x5/16
HSS8x8x5/16
HSS14x14x5/16 HSS10x10x5/16
HSS10x10x1/2
HSS6x6x1/4
W14x53W14x74
W12x40
HSS14x14x1/2HSS14x14x1/2
HSS14x14x5/16
HSS10x10x5/16
HSS8x8x1/4
HSS8x8x1/4
HSS10x10x1/2
HSS10x10x1/2
HSS10x10x1/2
HSS10x10x1/2
HSS10x10x1/2
HSS8x8x5/16
HSS10x10x1/4
HSS10x10x5/16
W14x68
W14x43
HSS10x10x3/8
HSS12x12x5/16
HSS10x10x5/16
HSS10x10x5/16
P21
BP2 P7
BP18
P16
BP18
P10
BP19P17
BP18
P8
BP5
P16
BP5
P2
BP4
P1
BP1
P15
BP14
P5
BP4
P5
BP4
P18
BP17
P13
BP8
P13
BP6P14
BP14
P1
BP1
P8
BP9
P9
BP9
P9
BP18
P6
BP8
P5
BP8
P5
BP4
P1
BP3
P1
BP1
P1
BP1
P21
BP3
P3
BP4
P13
BP4
P10
BP4
P19
BP16
P1
BP3
P20
BP3
P10
BP4
P8
BP9
P1
BP4
P7
BP7P1
BP3
GB1
GB2
GB1
GB
1
1' -
2 5/
8"
1' -
2 5
/8"
13
13
1' - 5 1/16"6' - 4"
1' - 1 3/16"
6' - 4"
e5
e6
e7
e7.1
e7.8
e8
eB1
eB2
eB3
eB
eC
eD
eE
eE.5
eE.8 eF
eG eH
eJ
eJ.1
eJ.2 eJ.3
e6.4
eBB.3
TOPC= 96' - 6"
TOPC= 98' - 6"
TOPC= 98' - 6"
TOPC= 98' - 6"
TOPC= 96' - 6"
TOPC= 98' - 6"
TOPC= 96' - 6"
TOPC= 98' - 6"
TOPC= 96' - 6"
TOPC= 96' - 6"
TOPC= 96' - 8"
TOPC= 96' - 6"
TOPC= 98' - 8"
TOPC= 98' - 8"
TOPC= 96' - 8"
TOPC= 96' - 6"
TOPC= 96' - 6"
TOPC= 96' - 6"
W1
W1W1W1
W1W1
W1
W1
W1
W1
W1
TOPC= 96' - 6"
TOPC= 96' - 6"
TOPC= 96' - 6"
W1
8' - 0"
S
S
TO
GB
= 98
' - 6
"
TO
GB
= 96
' - 6
"
GB2
W1
TIE
BE
AM
(S
LOP
ED
)
TIE BEAM (SLOPED)
TIE BEAM
TIE BEAM
TIE
BE
AM
TIE BEAM
GB3GB2GB2GB2GB2
1' -
8"
W1
W1
W1
W1
B3
S-312B3
S-312
B3
S-312
D6.2
5
S-201
A3
C2
S-312C2
S-312
B3
S-312
10.5
TIE
BE
AM
TIE BEAM
S-201
D4
SG5
SG5
SG5
FIN FLR EL= 100' - 0"
SG5
FIN FLR EL= 100' - 0"
SG5
FIN FLR EL= 100' - 0"
SG5
FIN FLR EL= 100' - 0"
SG5 FIN FLR EL= 100' - 0"
FIN FLR EL= 100' - 0"
SG5
FIN FLR EL= 100' - 0"
SG5
FIN FLR EL= 100' - 0"
1011
11
D2
S-312
D2
S-312
TYP
TYP
FIN FLR EL= 98' - 0"
FIN FLR EL= 98' - 0"
D3
S-312
D3
S-312
C3
S-312
C3
S-312
C3
S-312
C3
S-312
C3
S-312
C3
S-312
C3
S-312
C3
S-312
TOPC= 98' - 8"
TOPC= 96' - 8"
TOPC= 98' - 6"
P7
---
P7
---
P7
---
TOPC= 98' - 8"
TOPC= 98' - 8"
TOPC= 98' - 8"
P7
---TOPC= 98' - 8"
P7
---
TOPC= 98' - 8"
P7
---
TOPC= 98' - 8"
P7
---TOPC= 98' - 8"
P7
---
P8
BP13
P10
BP12P7
---
TOPC= 98' - 8"
TOPC= 98' - 8"
TOPC= 98' - 8"TOPC= 98' - 8"
P7
---
TOPC= 98' - 8"
TOPC= 98' - 8"
P7
---
P7
---
TOPC= 98' - 8"
BP21
A4
S-311
TYP B4
S-311
TYPHSS10x10x5/16
HSS6x6x5/16
A4
S-311TYP
59°
TOPC= 98' - 6" F.V.
D5
S-561
A3
S-311
1212
12
W2
W2
GB3
W2
GB3
GB
3
W2
GB3 GB3 GB3
W2W2
GB
3
W2
W2GB3
W2
GB
3
W2
GB
3
W2
GB3
W2
GB3
W2
GB3
W2
GB3
W2
GB
3
GB
3W2
GB
3 W2
W2
GB3
S-401
A4
S-401
A2
1' - 9"
P22
HSS6x6x1/4POST
HSS6x6x1/4POST
10 9
/16"
8' -
0"
S STOGB= 98' - 8"
TOGB= 96' - 8"
10 9
/16"
8' -
0"
SSTOGB= 98' - 8"
TOGB= 96' - 8"
137°
50' - 0 3/8"
2' - 3 15/16"
56' - 11 7/8" 8 3/16"
1' - 0 3/16"
24' -
4"
5' -
6 1
1/16
"25
' - 1
3/8
"
15' - 1 5/8" 9' - 2 1/8"
TOPC= 98' - 8"
4' - 0"
1' - 2 5/8"
D2
S-311
217
17
S-401
C4
5' - 1 15/16"
2' - 1 15/16"
3' - 0"
GB2
GB1
GB1
S-401
A1
BELOW
W16x36 (18)
W16x36 (18)
W16x36 (18)
W3
CF42
EQ
EQ
EQ
EQ
FIN FLR EL= 105' - 0"
A.02A.02
4.8
4.8
4.2
4.2
S-203
C5
A.01A.01
S-203
D5
S-203
C4
S-203
D4
D1
S-312
1. FLOOR DRAIN, SLOPE SLAB TO DRAIN 1/8" PER FOOT. COORDINATE EXACT SIZE AND LOCATION WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
2. ELEVATOR SUMP PIT, COORDINATE EXACT SIZE AND LOCATION WITH ELEVATOR MANUFACTURER.
3. NOT USED
4. RECESSED SLAB, COORDINATE EXACT SIZE, LOCATION, AND DEPTH WITH ARCHITECTURAL DRAWINGS.
5. DOWEL PIT WALL REINFORCING 18" INTO GRADE BEAM. PROVIDE STANDARD HOOK.
6. EXISTING FOOTING AND COLUMN TO BE DEMOLISHED IN THIER ENTIRETY. FIELD VERIFY.
7. 6" COLD-FORMED METAL STUD WALLS BY OTHERS AT 36" ON CENTER MAXIMUM.
8. RECESSED SLAB, COORDINATE EXACT SIZE, LOCATION AND DEPTH WITH FOOD SERVICE AND ARCHITECTURAL DRAWINGS.
9. CONCRETE CURB AROUND PIPE DUCT. COORDINATE EXACT SIZE, LOCATION, AND DETAILING WITH FOOD SERVICE AND ARCHITECTURAL DRAWINGS.
10. TRENCH DRAIN, COORDINATE EXACT SIZE AND LOCATION WITH FOOD SERVICE AND ARCHITECTURAL DRAWINGS.
11. HATCHED AREA INDICATES EXTENT OF INSULATED FREEZER SLAB. COORDINATE EXACT SIZE, LOCATION, AND DEPTH WITH FOOD SERVICE DRAWINGS AND FREEZER MANUFACTURER.
12. COORDINATE DIMENSIONS TO STAGE SLAB EDGE WITH ARCHITECTURAL DRAWINGS.
13. HATCHED AREA INDICATES EXENT OF WHEELCHAIR LIFT PIT. COORDINATE EXACT SIZE, LOCATION AND DEPTH OF PIT WITH ARCHITECTURAL DRAWINGS AND WHEELCHAIR LIFT MANUFACTURER.
14. EXTERIOR STAIR OR RAMP. COORDINATE EXACT SIZE, LOCATION, AND DIMENSIONS WITH ARCHITECTURAL AND CIVIL DRAWINGS.
15. PORTION OF EXISTING WALL TO BE REMOVED, SEE ARCHITECTURAL DRAWINGS FOR EXACT SIZE AND LOCATION OF OPENING.
16. EXISTING STAIRS, COLUMNS AND FOUNDATONS TO BE REMOVED AS REQUIRED FOR NEW CONSTRUCTION.
17. HSS6x6x1/4 ELEVATOR RAIL SUPPORT POST. COORDINATE LOCATION WITH ELEVATOR MANUFACTURER.
18. CONCRETE SITE RETAINING WALL. COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH ARCHITECTURAL AND CIVIL DRAWINGS. SEE RETAINING SCHEDULEFOR ADDITIONAL INFORMATION.
/SEE A4 S-561
/SEE C4 S-711
/SEE C4 S-711
/SEE B4 S-561
/C3 S-602
1. SOME SHEET KEYNOTES MAY NOT APPLY TO THIS SHEET.
2. REFERENCE FINISH FLOOR ELEVATION 100'-0" =MEAN SEA FINISH FLOOR ELEVATION. SEE CIVIL DRAWINGS.
3. TOP OF PIER CAP AND TOP OF PIER WITHOUT CAP ELEVATION = 98' - 6", UNLESS NOTED OTHERWISE.
4. TOP OF GRADE BEAM ELEVATION = 98' - 6", UNLESS NOTED OTHERWISE.
5. TOP OF TIE BEAM ELEVATION = TOP OF PIER CAP OR GRADE BEAM ELEVATION IT IS CONNECTING TO.
6. GRADE BEAMS SHALL BE DOWELED INTO PIER CAPS.
7. EXTEND TIE BEAM REINFORCING INTO PIER CAPS AND TERMINATE WITH STANDARD HOOKS.
8. PROVIDE COLUMN BLOCKOUTS IN SLAB,
9. NOTE TO CONTRACTOR: ENLARGED SLAB BLOCKOUTS MAY BE REQUIRED AT FRAME COLUMNS FOR BRACED FRAME GUSSET PLATE CLEARANCE.
10. NOTE TO ERECTOR: LATERAL STABILITY OF THE STEEL FRAME IS DEPENDENT UPON THE BRACED FRAMES. THE ERECTOR SHALL PROVIDE TEMPORARY BRACING OF THE STEEL FRAME IN ACCORDANCE WITH SECTION 7.10 OF THE AISC CODE OF STANDARD PRACTICES.
11. DIMENSIONS ARE TO THE FACE OF CONCRETE, MASONRY, OR GRID LINE, UNLESS NOTED OTHERWISE.
12. SEE ARCHITECTURAL DRAWINGS FOR MASONRY DIMENSIONS NOT SHOWN.
13. EXISTING CONSTRUCTION IS PER AVAILABLE EXISTING DRAWINGS. ALL EXISTING CONSTRUCTION AND DIMENSIONS SHALL BE VERIFIED PRIOR TO CONSTRUCTION. SHOULD CONDITIONS VARY FROM THOSE SHOWN, CONTACT ENGINEER BEFORE PROCEEDING.
14. PROVIDE SLAB JOINTS AT 15' - 0" ON CENTER MAXIMUM. THE AREA OF THE CONTROL JOINT SHALL NOT EXCEED A 2.1 RATIO. CONTROL JOINTS SHALL BE LOCATED AT COLUMN LINES WHERE THE LAYOUT PERMITS. AT RE-ENTRANT CORNERS THAT DO NOT HAVE CONTROL JOINTS, PROVIDE 2-#4 x 3'-0" DIAGONAL TO THE RE-ENTRANT CORNER.
15. SEE SHEET S-311, S-312 FOR TYPICAL FOUNDATION SECTIONS AND DETAILS.
16. SEE SHEETS S-711 THRU S-741 FOR TYPICAL DETAILS.
17. SEE SHEET S-601 AND S-602 FOR SCHEDULES.
/SEE C5 S-711
/SEE D1 S-311
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:23
:05
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-112
201704
03/23/2018
J ANDERSONC ROMERO
FOUNDATION PLAN - AREA 2
CASINO 4
Pricing Set - 95%
SCALE: 1/8" = 1'-0"A1FOUNDATION PLAN - AREA 2
GENERAL SHEET NOTES
SHEET KEYNOTE
No. Description Date
e5
e5
e6
e6
eA
eA
eB
eB
SG5
FIN FLR EL= 100' - 0"
12' - 1 1/4"
34' -
1 1
3/16
"
C3
S-304
C5
S-313
e5
e5
e6
e6
eA
eA
eB
eB
C3
S-304
4
D1.5
R
1. SOME SHEET KEYNOTES MAY NOT APPLY TO THIS SHEET.
2. REFERENCE FINISH FLOOR ELEVATION 100'-0" =MEAN SEA FINISH FLOOR ELEVATION. SEE CIVIL DRAWINGS.
3. TOP OF PIER CAP AND TOP OF PIER WITHOUT CAP ELEVATION = 98' - 6", UNLESS NOTED OTHERWISE.
4. TOP OF GRADE BEAM ELEVATION = 98' - 6", UNLESS NOTED OTHERWISE.
5. TOP OF TIE BEAM ELEVATION = TOP OF PIER CAP OR GRADE BEAM ELEVATION IT IS CONNECTING TO.
6. GRADE BEAMS SHALL BE DOWELED INTO PIER CAPS.
7. EXTEND TIE BEAM REINFORCING INTO PIER CAPS AND TERMINATE WITH STANDARD HOOKS.
8. PROVIDE COLUMN BLOCKOUTS IN SLAB,
9. NOTE TO CONTRACTOR: ENLARGED SLAB BLOCKOUTS MAY BE REQUIRED AT FRAME COLUMNS FOR BRACED FRAME GUSSET PLATE CLEARANCE.
10. NOTE TO ERECTOR: LATERAL STABILITY OF THE STEEL FRAME IS DEPENDENT UPON THE BRACED FRAMES. THE ERECTOR SHALL PROVIDE TEMPORARY BRACING OF THE STEEL FRAME IN ACCORDANCE WITH SECTION 7.10 OF THE AISC CODE OF STANDARD PRACTICES.
11. DIMENSIONS ARE TO THE FACE OF CONCRETE, MASONRY, OR GRID LINE, UNLESS NOTED OTHERWISE.
12. SEE ARCHITECTURAL DRAWINGS FOR MASONRY DIMENSIONS NOT SHOWN.
13. EXISTING CONSTRUCTION IS PER AVAILABLE EXISTING DRAWINGS. ALL EXISTING CONSTRUCTION AND DIMENSIONS SHALL BE VERIFIED PRIOR TO CONSTRUCTION. SHOULD CONDITIONS VARY FROM THOSE SHOWN, CONTACT ENGINEER BEFORE PROCEEDING.
14. PROVIDE SLAB JOINTS AT 15' - 0" ON CENTER MAXIMUM. THE AREA OF THE CONTROL JOINT SHALL NOT EXCEED A 2.1 RATIO. CONTROL JOINTS SHALL BE LOCATED AT COLUMN LINES WHERE THE LAYOUT PERMITS. AT RE-ENTRANT CORNERS THAT DO NOT HAVE CONTROL JOINTS, PROVIDE 2-#4 x 3'-0" DIAGONAL TO THE RE-ENTRANT CORNER.
15. STRUCTURAL COLD FORMED METAL STUDS SHALL BE 6" WIDE, UNLESS NOTED OTHERWISE. STUD THICKNESS AND SPACING BY OTHERS.
16. SEE SHEET S-311, S-312 FOR TYPICAL FOUNDATION SECTIONS AND DETAILS.
17. SEE SHEET S-331 FOR TYPICAL ROOF FRAMING SECTIONS.
18. SEE SHEETS S-711 THRU S-741 FOR TYPICAL DETAILS.
19. SEE SHEET S-601 AND S-602 FOR SCHEDULES.
/SEE C5 S-711
/SEE D1 S-311
1. FLOOR DRAIN, SLOPE SLAB TO DRAIN 1/8" PER FOOT. COORDINATE EXACT SIZE AND LOCATION WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
2. RECESSED SLAB, COORDINATE EXACT SIZE, LOCATION, AND DEPTH WITH ARCHITECTURAL DRAWINGS.
3. PORTION OF EXISTING WALL TO BE REMOVED, SEE ARCHITECTURAL DRAWINGS FOR EXACT SIZE AND LOCATION OF OPENING.
4. COLD-FORMED METAL FRAMING JOISTS AT 24" ON CENTER MAXIMUM BY OTHERS.
/SEE C4 S-711
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:23
:09
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-113
201704
03/23/2018
J ANDERSONC ROMERO
FOUNDATION AND FRAMING PLANS -AREA 3
CASINO 4
Pricing Set - 95%
GENERAL SHEET NOTES
SHEET KEYNOTE
SCALE: 1/4" = 1'-0"A3FOUNDATION PLAN - AREA 3
SCALE: 1/4" = 1'-0"A1ROOF FRAMING PLAN - AREA 3
No. Description Date
2 3 4 5
E
J
H
9
A'
6 10
G
F
C
S-201
C4
S-201
A3
B3
S-332
B3
S-332
B3
S-332
B3
S-332
B3
S-332
B3
S-332
B3
S-332
B3
S-332
B3
S-332
D10
BR
AC
ED
FR
AM
E
HSS10x10x1/2
HSS10x10x5/16HSS14x14x5/16
HSS10x10x5/16HSS8x8x5/16
HSS8x8x5/16
HSS10x10x5/16 HSS10x10x1/2
HSS10x10x1/4
HSS8x8x1/4HSS6x6x1/4
HSS10x10x5/16
BR
AC
ED
FR
AM
E
23' - 0" 31' - 8" 28' - 4" 13' - 3 3/4" 21' - 2" 4' - 4 1/2"
9' -
4 3
/4"
8' -
6 1
/4"
7' -
10
1/2"
4' -
2 1
/2"
30' -
0"
15' -
0"
1' - 0 3/16" 126' - 0"
10 9
/16"
23' -
8 3
/8"
8' -
3 3
/4"
17' -
5 1
/4"
1' - 0 3/16" 24' - 3 3/4" 56' - 11 7/8" 41' - 8 3/8" 3' - 0"
2' - 3 15/16" 8 3/16"
10 9
/16"
18' -
9 3
/8"
30' -
8"
15
J
K
S-201
A5
B3
S-332
B3
S-332
B3
S-332
B3
S-332
D10
HSS12x12x1/2
HSS12x12x1/2
BR
AC
ED
FR
AM
E
30' -
0"
22' -
0 5
/8"
9 5/
8"51
' - 3
"
11 3/16" 38' - 4 1/16"
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:23
:12
AM
1/8" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-114
201704
03/23/2018
J ANDERSONC ROMERO
CONCRETE SLAB PLANS
CASINO 4
Pricing Set - 95%
SCALE: 1/8" = 1'-0"A1WEST SAFER ROOM LID PLAN
SCALE: 1/8" = 1'-0"A4EAST SAFER ROOM LID PLAN
GENERAL SHEET NOTES
SHEET KEYNOTE
No. Description Date
DN
1'
1'
2 3 4 5
5
8 11
11
14
14
15
15
16
16
17
17
18
18
19
19
21
21
AA
E
J
K
M
N
T
U
D'
E'
E'
8'
8'
D
H
9
9
7
7
A'
6'
B'
5'
4'
2'
Q
RS
7'
6 10 12
12
G
F
B
C
3'
C'
22
13
13
L
P
20
V
e3.9
e4
e5
e6
e7
e7.1
e7.8
e8
eB1
eB2
eB3
eA
eB eC
eC
eD
eE
eE.5
eE.8 eF eG eH eJ eJ.1eJ.2 eJ.3
e6.4
eBB.3
eBB.3
10.5
A.02A.02
4.8
4.8
4.2
4.2
A.01A.01
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:23
:15
AM
1/16" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-120
201704
03/23/2018
J ANDERSONC ROMERO
OVERALL MEZZANINE/LOW ROOFFRAMING PLAN
CASINO 4
Pricing Set - 95%
SCALE: 1/16" = 1'-0"A1OVERAL MEZZANINE/LOW ROOF FRAMING PLAN
No. Description Date
14
14
15
15
16
16
17
17
18 19 21
A
E
J
K
M
N
T
U
8'
8'
Q
W18x71
HSS10x10x1/2
W14x82
W18x60
W16x45 W10x45 W14x43 W14x43
W14x43HSS10x10x5/16HSS10x10x3/8
W14x61HSS14x14x3/8
W10x49HSS14x14x3/8
HSS12x12x1/2
HSS12x12x1/2
HSS10x10x1/4
HSS12x12x1/2
W14x43W10x33W10x39
HSS14x14x3/8
HSS12x12x1/2
HSS8x8x1/4
HSS12x12x1/2
HSS12x12x1/2
W14x43
S-203
A3
/
MA
TC
H L
INE
SE
E S
HE
ET
A1
S-1
22/
MA
TC
H L
INE
SE
E S
HE
ET
A1
S-1
22
39' - 5" 25' - 4" 25' - 4" 42' - 3 7/8" 29' - 11 15/16" 4' - 0 1/16"
39' - 5" 25' - 4" 25' - 4" 42' - 3 7/8"
C3
S-301
A2
S-301
C2
S-301
A1
S-301
C1
S-301
A5
S-302
C5
S-302
A4
S-302
C4
S-302
A3
S-302
A2
S-302
A1
S-302
C1
S-302
27' -
1"
W33x221
TO
S E
L= 1
16' -
5"
HS
S12
x10x
1/2
LSH
W12x14
14' -
10"
4' -
0 1
/8"
23' -
0 7
/8"
3' -
0 1
/4"
2' -
11
3/4"
11' -
7 1
/4"
19' -
3 3
/4"
30' -
0"
30' -
0"
29' -
11
7/8"
S-201
B3
S-201
C1
S-201
D3
S-201
A5
S-201
D5
S-203
A4
BRACED FRAME
BR
AC
ED
FR
AM
E
BR
AC
ED
FR
AM
E
BR
AC
ED
FR
AM
E
BRACED FRAME
TO
S E
L= 1
16' -
4"
HS
S10
x8x1
/2 L
SH
L
P
V
HSS12x12x1/2 HSS12x12x1/2
HSS12x12x1/2
HSS12x12x1/2
HSS12x12x1/2
HSS12x12x1/2
TOS EL= 114' - 5 3/4"
HSS14x10x1/2 LSH
TOS EL= 114' - 5 3/4"
HSS10x6x3/8 LSH
TOS EL= 114' - 5 3/4"
HSS10x6x3/8 LSH
TOS EL= 114' - 5 3/4"
HSS14x10x3/8 LSH
TOS EL= 114' - 5 3/4"
HSS10x6x1/2 LSH
TO
S E
L= 1
14' -
5 3
/4"
HS
S10
x8x1
/2 L
SH
TO
S E
L= 1
14' -
5 3
/4"
HS
S10
x8x1
/2 L
SH
TOS EL= 114' - 5 3/4"
HSS14x10x3/8 LSH
TOS EL= 114' - 5 3/4"
HSS8x6x1/2 LSH
TOS EL= 114' - 5 3/4"
HSS8x6x1/2 LSH
TOS EL= 114' - 5 3/4"
HSS14x10x3/8 LSH
B5
S-501
TYP
B5
S-501TYP
B5
S-501
B5
S-501
TYP
HS
S10
x6x1
/4
HS
S10
x6x1
/4
HSS6x4x1/4POST
HSS6x4x1/4POST
W12
x14
W14
x26
1' -
2"
1' - 2"
1' -
2"
1' - 2"
1' -
2"
C1
S-541
C1
S-541
SIM
C1
S-541SIM
S-203
A2
S-203
A5
A.02A.02
A.01A.01
HSS12x12x1/2
W33
x221
W33
x221
W33x221
W27x94
W24x68
W16
x31
W27
x94
W27
x94
W33x130
W16
x31
W27
x94W
27x9
4
W33
x118
W16
x31
W33x118
W33
x118
W33x169W33x169W24
x104
W33x169
W12x14
W16x31
W16x31 W16x31
W16x31 W16x31
W16x31
W16x31 W16x31
W33x169W33x169
W16x31 W16x31
W16x31
W16x31
W16x31
W16
x31
W16
x31
W16
x31
W16
x31
W27
x94
W27
x94
W16
x31
W16
x31
W16
x31
W16
x31
W16
x31
W16
x31W
16x3
1
W16
x31W
27x9
4
W33x118W33x118
1. SOME SHEET KEYNOTES MAY NOT APPLY TO THIS SHEET.
2. NOTE TO ERECTOR: LATERAL STABILITY OF THE STEEL FRAME IS DEPENDENT UPON THE BRACED FRAMES. THE ERECTOR SHALL PROVIDE TEMPORARY BRACING OF THE STEEL FRAME IN ACCORDANCE WITH SECTION 7.10 OF THE AISC CODE OF STANDARD PRACTICES.
3. DIMENSIONS ARE TO THE FACE OF STUD, OR GIRD LINE, UNLESS NOTED OTHERWISE.
4. SEE ARCHITECTURAL DRAWINGS FOR MASONRY DIMENSIONS NOT SHOWN.
5. EXISTING CONSTRUCTION IS PER AVAILABLE EXISTING DRAWINGS. ALL EXISTING CONSTRUCTION AND DIMENSIONS SHALL BE VERIFIED PRIOR TO CONSTRUCTION. SHOULD CONDITIONS VARY FROM THOSE SHOWN, CONTACT ENGINEER BEFORE PROCEEDING.
6. STRUCTURAL COLD FORMED METAL STUDS SHALL BE 6" WIDE, UNLESS NOTED OTHERWISE. STUD THICKNESS AND SPACING BY OTHERS.
7. BEAMS ARE SPACED EQUALLY BETWEEN SUPPORTS AS SHOWN, UNLESS NOTED OTHERWISE.
8. SEE SHEET S-321 FOR TYPICAL FLOOR FRAMING SECTIONS.
9. SEE SHEET S-711 THRU S-741 FOR TYPICAL DETAILS.
10. SEE SHEET S-501 THRU S-561 FOR TYPICAL FRAMING DETAILS.
11. SEE SHEET S-601 AND S-602 FOR SCHEDULES.
12. CONTRACTOR TO COORDINATE ALL CELLULAR DECK TRENCHES AND ACTIVATION POINT WITH ARCHITECTURAL AND ELECTRICAL DRAWINGS.
1. MECHANICAL OPENING. COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS. FOR TYPICAL DETAILS, , AND
2. MECHANICAL UNIT, COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS.
3. 3" (BETWEEN FINISHES) BUILDING EXPANSION JOINT.
4. EXISTING STAIRS, COLUMNS AND FRAMING TO BE REMOVED AS REQUIRED FOR NEW CONSTRUCTION.
5. PORTION OF EXISTING WALL TO BE REMOVED, SEE ARCHITECTURAL DRAWINGS FOR EXACT SIZE AND LOCATION OF OPENING.
6. HSS6x6x1/4 ELEVATOR RAIL SUPPORT POST. COORDINATE EXACT LOCATION WITH ELEVATOR MANUFACTURER.SEE , , AND
/SEE B2 S-741 /C2 S-741 /D2 S-741
/B2 S-561 /A2 S-561 /D3 S-561
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:23
:19
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-121
201704
03/23/2018
J ANDERSONC ROMERO
MEZZANINE/LOW ROOF FRAMING PLAN- AREA 1
CASINO 4
Pricing Set - 95%
SCALE: 1/8" = 1'-0"A1MEZZANINE/LOW ROOF FRAMING PLAN - AREA 1
GENERAL SHEET NOTES
SHEET KEYNOTE
No. Description Date
DN
1'
1'
2 3 4 5
5
8 11
11
14
14
A
E
J
K
T
D'
E'
E'
8'
D
H
9
9
7
7
A'
6'
B'
5'
4'
2'
R
S7'
6 10 12
12
G
F
B
CW16
x26
(24)
W24x55 (30) CAM =3/4"W24x55 (28) CAM =3/4"W24x62W24x62 (28)W18x40
W16
x26
(29)
W24
x55
(30)
CA
M =
3/4"
W16x31 (24)
W24
x55
(32)
CA
M =
3/4"
W24x94 (34) CAM =1"W24x76 (24)W24x84 (26)W24x55 (20)
W18
x35
(17)
W16
x26
(12)
CA
M =
3/4"
W16
x26
(14)
CA
M =
3/4"
W16x26 (22)
W12
x14
(8)
W12
x14
(8)
W12
x14
(14)
W18
x35
(28)
W24x55 (22)
W12
x14
(8)
W12x19 (16)
W27x84 (18)
W27x84 (24)W27x84 (28)W30x99 (38) CAM =3/4"
W33x118 (42) CAM =1"
W21x44 (22)
W16x26 (18)
W12
x14
(10)
W18
x40
(26)
W27
x84
CAM
=3/
4"
W12
x14
(8)
W14x22 (18)
W12
x19
(12)
W14
x30
(13)
W18
x40
(26)
W24
x62
(28)
W12x16 (16)
W21
x55
(28)
W16
x31
(30)
W16x31 (18)
W16
x26
(12)
CA
M =
3/4"
W24
x76
(38)
W27
x84
(38)
W27
x84
(38)
W14
x22
(16)
W18
x35
(20)
W12
x14
W12
x14
(6)
W16
x26
(18)
CA
M =
3/4"
W16
x26
(18)
CA
M =
3/4"
W18
x35
(16)
W18
x35
(16)
W16
x31
(28)
W16
x31
(28)
W18
x35
(24)
W16
x26
(12)
CA
M =
3/4"
W16
x26
(12)
CA
M =
3/4"
W16
x26
(18)
CA
M =
3/4"
W16
x26
(18)
CA
M =
3/4"
W18
x35
(17)
W18
x35
(16)
W16
x31
(28)
W18
x35
(17)
W12x14
W12x14 (12)
W18x35 (28) CAM =3/4"
W16x31 (24)
W12
x14
(8)
W12
x14
(8)
W12
x14
(8)
3'
C'
W12
x14
(8)
W12
x14
(8)
W12
x14
W12
x14
W12
x14
W12x14
W12
x14
W12x14
W10x39
W12x45 W12x45W12x45
W12x45
W10x45
W10x45
W18x71
HSS10x10x1/2
HSS8x8x1/4
HSS10x10x1/2HSS10x10x5/16HSS10x10x5/16HSS8x8x5/16
HSS14x14x5/16 HSS10x10x5/16 HSS10x10x1/2
HSS6x6x1/4
W14x82
W14x53
W14x74
W12x40
HSS14x14x1/2HSS14x14x1/2
HSS14x14x5/16
HSS10x10x5/16
HSS8x8x1/4
HSS8x8x1/4
HSS10x10x1/2
HSS10x10x1/2
HSS10x10x1/2
HSS10x10x1/2
HSS10x10x1/2
HSS8x8x5/16
HSS10x10x1/4
HSS10x10x5/16
W14x68
W14x43
HSS10x10x3/8
HSS12x12x5/16
D6.25C
/
MA
TC
H L
INE
SE
E S
HE
ET
A1
S-1
21/
MA
TC
H L
INE
SE
E S
HE
ET
A1
S-1
2123' - 0" 31' - 8" 3' - 1 3/8" 22' - 8 1/2"
2' - 6 1/8"
13' - 3 3/4"
3' - 11 3/4"
15' - 7"
1' - 7 1/4"
4' - 4 1/2" 28' - 8 3/4" 17' - 10 1/2" 5' - 2 1/2" 16' - 11 1/8"
17' - 3 1/2" 17' - 2 1/4" 33' - 1 1/4" 17' - 10 1/2" 5' - 2 1/2" 16' - 11 1/8"
5' -
11 7
/8"
10' -
1 3
/4"
12' -
1"
30' -
0"
19' - 7 1/2"
21' - 7 1/2"
25' - 9 1/2"
44' - 11 1/2"
20' - 4 3/4"
8' - 1 1/4"
20' -
5"
W18
x35
(16)
A5
S-301
C5
S-301
A4
S-301
C4
S-301
A3
S-301
A5
S-303
C5
S-303
A4
S-303
C4
S-303
A3
S-303
C3
S-303
A2
S-303
C2
S-303
A1
S-303
C1
S-303
A5
S-304
W12x19 W12x19
W14x22
W14x22
W12x19
W12x19
W18
x35
(16)
W12
x14
W12
x14
S-201
B5
S-201
C5
S-201
A4
S-201
B4
S-201
C4
BR
AC
ED
FR
AM
E
BR
AC
ED
FR
AM
E
BRACED FRAMEBRACED FRAME
BRACED FRAME
BRACED FRAME
B3
S-541
TYP
B5
S-541
TYP
B2
S-541
TYP
B2
S-541
TYP
D2
S-541
TYP
W12x14
W12
x14
W12
x14
W24
x68
W27
x84
W18
x40
W27
x84
W18
x35
W14
x22
W12
x14
W12
x14
W12
x14
3' -
0"
2' -
1 1
/2"
54' -
10
3/8"
30' -
0"
9' -
4 3
/4"
8' -
6 1
/4"
7' -
10
1/2"
4' -
2 1
/2"
3' -
8"
11' -
4"
5' -
1 3
/4"
9' -
10
1/8"
2' -
1 3
/8"
8' -
3 1
/4"
B2
S-541TYP W12
x14
(8)
W12
x14
D2
S-541
TYP
13
13
D6.25C
D6.25C
D6.25C
HSS10x10x5/16
e5
e6
e7
e7.1
e7.8
e8
eB1
eB2
eB3 eB
eC
eD
eE
eE.5
eE.8
eF
eH
eJ
eJ.1
eJ.2 eJ.3
e6.4
eBB.3
HSS14x10x1/2 LSH
TOS EL= 114' - 5 3/4"HSS8x6x3/8 LSH
TOS EL= 114' - 5 3/4"HSS10x4x3/8 LSH
TOS EL= 114' - 5 3/4"HSS12x10x3/8 LSHTOS EL= 114' - 5 3/4"
HSS8x6x3/8 LSH
TOS EL= 114' - 5 3/4"
HSS12x8x3/8 LSH
B5
S-501
TYP
B5
S-501
TYP
B5
S-501
TYP
S-201
A3
W16
x26
(12)
CA
M =
3/4"
40' - 10 7/8"
1' - 2"
1' -
2"
1' -
2"
10.5
W14
x22
(12)
W12
x14
(8)
S-201
D4
W16x26 (10) W18x35 (12)
W16
x26
(24)
W12x14
W12
x14
(8)
W12
x14
W14
x22
(10)
W12
x14
(10)
W12
x14
(9)
W12
x14
(10)
W12
x14
W24
x76
(34)
W24
x68
W24
x55
(30)
W24
x55
W12x14
W12x14
W12x14
W12x14
W12x14
W12x14
W12x14
W12x14
W12x14
W12x14
W12x14
W12x14
C5
S-541
TYP
D5
S-541
TYP
3 3/
4"
3 5/8"
2' - 1 7/8"
1' -
4 1
/8"
11"
1' -
3 3
/8"
10 5/8"1' - 2 1/16"
6 1/
16"
10' -
1 3
/4"
4 3/
8"
9 3/4"
R = 45' - 2"
D5
S-541
SIM
D5
S-541
SIM
B3
S-541
TYP
S-401
B4
3
3
3
3
3
HSS10x10x5/16
HSS6x6x1/4POST
HSS6x6x1/4POST
TOS EL= 114' - 0"
W24x76
6
6
A.02
4.84.2
S-203
C5
A.01S-203
D5
S-203
C4
S-203
D4
C5
S-542
C5
S-542
A3
S-542
HSS
12x8
x3/8
HSS12x8x3/8
B4
S-501
B4
S-501
HSS8x6x1/2HSS8x6x1/2
HSS8x6x1/2
HSS8x6x1/2
1. MECHANICAL OPENING. COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS. FOR TYPICAL DETAILS, , AND
2. MECHANICAL UNIT, COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS.
3. 3" (BETWEEN FINISHES) BUILDING EXPANSION JOINT.
4. EXISTING STAIRS, COLUMNS AND FRAMING TO BE REMOVED AS REQUIRED FOR NEW CONSTRUCTION.
5. PORTION OF EXISTING WALL TO BE REMOVED, SEE ARCHITECTURAL DRAWINGS FOR EXACT SIZE AND LOCATION OF OPENING.
6. HSS6x6x1/4 ELEVATOR RAIL SUPPORT POST. COORDINATE EXACT LOCATION WITH ELEVATOR MANUFACTURER.SEE , , AND
/SEE B2 S-741 /C2 S-741 /D2 S-741
/B2 S-561 /A2 S-561 /D3 S-561
1. SOME SHEET KEYNOTES MAY NOT APPLY TO THIS SHEET.
2. NOTE TO ERECTOR: LATERAL STABILITY OF THE STEEL FRAME IS DEPENDENT UPON THE BRACED FRAMES. THE ERECTOR SHALL PROVIDE TEMPORARY BRACING OF THE STEEL FRAME IN ACCORDANCE WITH SECTION 7.10 OF THE AISC CODE OF STANDARD PRACTICES.
3. DIMENSIONS ARE TO THE FACE OF STUD, OR GIRD LINE, UNLESS NOTED OTHERWISE.
4. SEE ARCHITECTURAL DRAWINGS FOR MASONRY DIMENSIONS NOT SHOWN.
5. EXISTING CONSTRUCTION IS PER AVAILABLE EXISTING DRAWINGS. ALL EXISTING CONSTRUCTION AND DIMENSIONS SHALL BE VERIFIED PRIOR TO CONSTRUCTION. SHOULD CONDITIONS VARY FROM THOSE SHOWN, CONTACT ENGINEER BEFORE PROCEEDING.
6. STRUCTURAL COLD FORMED METAL STUDS SHALL BE 6" WIDE, UNLESS NOTED OTHERWISE. STUD THICKNESS AND SPACING BY OTHERS.
7. BEAMS ARE SPACED EQUALLY BETWEEN SUPPORTS AS SHOWN, UNLESS NOTED OTHERWISE.
8. SEE SHEET S-321 FOR TYPICAL FLOOR FRAMING SECTIONS.
9. SEE SHEET S-711 THRU S-741 FOR TYPICAL DETAILS.
10. SEE SHEET S-501 THRU S-561 FOR TYPICAL FRAMING DETAILS.
11. SEE SHEET S-601 AND S-602 FOR SCHEDULES.
12. CONTRACTOR TO COORDINATE ALL CELLULAR DECK TRENCHES AND ACTIVATION POINT WITH ARCHITECTURAL AND ELECTRICAL DRAWINGS.
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:23
:23
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-122
201704
03/23/2018
J ANDERSONC ROMERO
MEZZANINE/LOW ROOF FRAMING PLAN- AREA 2
CASINO 4
Pricing Set - 95%
SCALE: 1/8" = 1'-0"A1MEZZANINE/LOW ROOF FRAMING PLAN - AREA 2
GENERAL SHEET NOTES
SHEET KEYNOTE
No. Description Date
1'
2 3 4 5
5
8 11
11
14
14
15
15
16
16
17
17
18
18
19
19
21
21
A
E
J
K
M
N
T
U
D'
E'
E'
8'
8'
D
9
9
7
7
5'
4'
2'
Q
R
S
7'
12
12
G
C
3'
C'
13
13
e3.9
e4
e5
e6
e7
e7.1
e7.8
e8
eB1
eB2
eB3
eA
eA
eB
eB
eC
eC
eD
eE
eE.5
eE.8 eF eG eH eJ eJ.1eJ.2 eJ.3
eBB.3
10.5
A.02A.02
4.8
4.8
4.2
4.2
A.01A.01
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:23
:26
AM
1/16" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-130
201704
03/23/2018
J ANDERSONC ROMERO
OVERALL LOW ROOF FRAMING PLAN
CASINO 4
Pricing Set - 95%
SCALE: 1/16" = 1'-0"A1OVERALL LOW ROOF FRAMING PLAN
No. Description Date
14
14
15
15
16
16
17
17
18
18
19
19
21
21
A
E
J
K
M
N
T
U
8'
QW12x14
W12
x14
W18x71
HSS10x10x1/2
W14x82
W18x60 W16x45
W10x45
W14x43 W14x43
W14x43HSS10x10x5/16HSS10x10x3/8
W14x61HSS14x14x3/8
W10x49HSS14x14x3/8
HSS12x12x1/2
HSS12x12x1/2
HSS10x10x1/4
HSS12x12x1/2
W14x43W10x33W10x39
HSS14x14x3/8
HSS12x12x1/2
HSS8x8x1/4
HSS12x12x1/2
HSS12x12x1/2
W14x43
S-203
A3
39' - 5" 25' - 4" 25' - 4" 42' - 3 7/8" 29' - 11 15/16" 4' - 0 1/16"
/
MA
TC
H L
INE
SE
E S
HE
ET
A1
S-1
32/
MA
TC
H L
INE
SE
E S
HE
ET
A1
S-1
32
C3
S-301
A2
S-301
C2
S-301
A1
S-301
C1
S-301
A5
S-302
C5
S-302
A4
S-302
C4
S-302
A3
S-302
A2
S-302
A1
S-302
C1
S-302
39' - 5" 25' - 4" 25' - 4" 42' - 3 7/8" 29' - 11 15/16" 4' - 0 1/16"
C5
S-304
A4
S-304
C4
S-304
D4
S-3041' - 2"
1' - 2"1' - 7"
S-201
B3
S-201
C1
S-201
D3
S-201
A5
S-201
D5
S-202
A2
S-203
A4
BRACED FRAME
BR
AC
ED
FR
AM
E
BR
AC
ED
FR
AM
E
BRACED FRAME
STEEL TRUSS
4' -
0 1
/8"
23' -
0 7
/8"
6' -
0"
11' -
7 1
/4"
19' -
3 3
/4"
30' -
0"
30' -
0"
29' -
11
7/8"
BR
AC
ED
FR
AM
E
1' -
2"
HSS10x10x3/8POST
C4
S-541
TYP
D5
S-541TYP
D5
S-541
SIM
22K
7
W16
x26
DECK BRG= 125' - 0 1/8"
W16x67
DECK BRG= 125' - 0 1/8"
W21x48 CAM =1 1/2"
W16
x67
DECK BRG= 125' - 7 5/8"
W40x167 CAM =1 1/2"
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
24K
7
24K
7
24K
7
24K
7
W16
x26
W16
x26
W12
x19
DECK BRG= 126' - 3 1/8"
W44x262 CAM =1 1/4"
24K
7
24K
7
W16
x26
W16
x26
W16
x26
W16
x26
W16
x26
22K
7
22K
7
22K
7
22K
7
W16
x26
W16
x26
W12
x19
24K
7
24K
7
W16
x26
W16
x26
W16
x26
W16
x26
W16
x26
22K
7
22K
7
22K
7
22K
7
DECK BRG= 126' - 10 5/8"
W40x149 CAM =1 1/2"
W24
x55
W18
x40
CA
M =
1 1/
4"
DECK BRG= 126' - 3 3/8"
W18x35 CAM =3/4"
DECK BRG= 126' - 3 3/8"
W24x55 CAM =1 1/4"
16K
3
16K
3
16K
3
16K
3
16K
3
16K
3
16K
3
16K
3
16K
3
16K
3
16K
3
16K
3
W16
x31 W12
x14
W12
x14
W12
x14
W12
x14
DECK BRG= 125' - 8 3/4"
W16x31 CAM =1 1/4"
W30
x148
W14
x22
DECK BRG= 125' - 0 1/8"
W18x76
DECK BRG= 125' - 0 1/8"
W14x22
10K
1
10K
1
DECK BRG= 125' - 0 1/8"
W12x19W14x22
12K
1
12K
1
14K
1
16K
2
10K
1 10K
1
10K
1
10K
1
2.5K
3
2.5K
3
2.5K
3
2.5K
3
2.5K
3
2.5K
3
TYP
D5
S-331
D5
S-331
TYP
TYP
D1.5R
D1.5R
1' -
2"
1' - 2"
1' - 7"
1' -
2"
1' - 2"
C5
S-541
B5
S-541
TYP
TYP
TOS EL= 130' - 0"
HSS12x10x1/2 LSH
TOS EL= 130' - 0"
HSS8x6x1/2 LSH
TOS EL= 130' - 0"
HSS8x6x1/2 LSH
B5
S-501
TYP
3
3
3
3
3
3
3
333
3
3
3
3
3
3
3 4
12°
DECK BRG EL= 125' - 11"
1' -
2"
1' -
2"
OPEN TO BELOW
DECK BRG EL= 125' - 7 3/8"
DECK BRG EL= 125' - 0 1/8"
W18x71 CAM =1 1/2"
16K
3
16K
3
16K
3
16K
3
16K
3
16K
3
18K
316
K3
16K
3
18K
3
18K
3
18K
3
20K
3
20K
3
D5
S-331
112
112
5
5
5
5
55
5' - 6" 6' - 6"
5' - 6" 6' - 6"
6,500#
6,500#
7
7
25' -
4 5
/8"
S-203
A2
S-203
A5 B5
S-541
TYP
C5
S-541S-542
A4
D5
S-541TYP
D5
S-541SIM
D5
S-541
SIM
8
888
8
88
A.02A.02
A.01A.01
1. MECHANICAL OPENING. COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS. FOR TYPICAL FRAMING, AND
2. MECHANICAL UNIT, COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS.
3. JOIST MANUFACTURER TO DESIGN JOISTS/JOIST GIRDER FOR AN ADDITIONAL 1,800 POUND POINT LOAD DUE TO OPERABLE WALL PARTITION AT EACH HANGER LOCATION (±48" ON CENTER AS SHOWN ON PLAN). TOTAL LIVE LOAD DEFLECTION (INCLUDING OPERABLE WALL LOADING) SHALL NOT EXCEED L/600. INDICATE DESIGNED ATTACHMENT POINTS ON BOTTOM CHORD OF JOIST GIRDER.
4. FUTURE OPERABLE PARTITION BELOW. JOIST MANUFACTURER TO DESIGN FOR FUTURE LOADS SHOWN IN KEYNOTE 3.
5. HYDRONIC PIPING - SEE MECHANICAL AND PLUMBING DRAWINGS FOR MORE INFORMATION. STRUCTURE HAS BEEN DESIGNED TO SUPPORT HYDRONIC PIPING ONLY IN THE LOCATIONS SHOWN. HYDRONIC PIPES SHALL NOT BE LOCATED ELSEWHERE UNLESS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. JOIST MANUFACTURER TO DESIGN FOR 1.2x THE LOAD INDICATED ON PLAN (UNFACTORED DEAD LOAD). LOADS SHOWN ON PLAN IS THE TOTAL WEIGHT OF THE PIPE GROUP. WHERE NO LOAD IS SHOWN, THE LOAD IS ACCOUNTED FOR IN THE ROOF DEAD LOAD. UNLESS NOTED OTHERWISE WITH THE JOIST MANUFACTURER, CONTRACTOR SHALL ATTACH PIPES TO EACH ROOF JOIST PERPENDICULAR TO PIPES, AND TO JOISTS PARALLEL TO THE PIPES AT 7' - 6" ON CENTER.
6. 3" (BETWEEN FINISHES) BUILDING EXPANSION JOINT.
7. C8x11.5 UNDER MECHANICAL UNIT, COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS.
8. HSS6x6x1/2 MEDIA MESH SCREEN SUPPORT. COORDINATE EXACT LOCATION AND COUNT OF POSTS WITH SCREEN MANUFACTURER'S REQUIREMENTS. FINAL DESIGN TO BE COORDINATED WITH FINAL SCREEN CUT SHEETS.
9. PORTION OF EXISTING WALL TO BE REMOVED, SEE ARCHITECTURAL DRAWINGS FOR EXACT SIZE AND LOCATION OF OPENING.
10. HSS6x6x1/4 ELEVATOR RAIL SUPPORT POST. COORDINATE EXACT LOCATION WITH ELEVATOR MANUFACTURER.
/SEE C5 S-501
/SEE B1 S-741 /A1 S-741
/SEE C2 S-561
1. SOME SHEET KEYNOTES MAY NOT APPLY TO THIS SHEET.
2. NOTE TO ERECTOR: LATERAL STABILITY OF THE STEEL FRAME IS DEPENDENT UPON THE BRACED FRAMES. THE ERECTOR SHALL PROVIDE TEMPORARY BRACING OF THE STEEL FRAME IN ACCORDANCE WITH SECTION 7.10 OF THE AISC CODE OF STANDARD PRACTICES.
3. DIMENSIONS ARE TO THE FACE OF STUD, UNLESS NOTED OTHERWISE.
4. SEE ARCHITECTURAL DRAWINGS FOR MASONRY DIMENSIONS NOT SHOWN.
5. EXISTING CONSTRUCTION IS PER AVAILABLE EXISTING DRAWINGS. ALL EXISTING CONSTRUCTION AND DIMENSIONS SHALL BE VERIFIED PRIOR TO CONSTRUCTION. SHOULD CONDITIONS VARY FROM THOSE SHOWN, CONTACT ENGINEER BEFORE PROCEEDING.
6. JOISTS ARE SPACED EQUALLY BETWEEN SUPPORTS, AS SHOWN ON PLAN, UNLESS NOTED OTHERWISE.
7. PROVIDE JOIST BRIDGING PER THE 42ND EDITION OF THE SJI SPECIFICATIONS AND OSHA REQUIREMENTS.
8. STEEL JOIST MANUFACTURER SHALL DESIGN ROOF JOISTS AND ROOF JOIST GIRDERS SUPPORTING MECHANICAL UNITS FOR 1.2x MECHANICAL UNIT WEIGHTS SHOWN. USE [_] PSF DEAD LOAD AND [_] PSF LIVE LOAD UNLESS NOTED OTHERWISE. CONTRACTOR SHALL VERIFY ACTUAL MECHANICAL LOADS. NOTIFY STEEL JOIST MANUFACTURER OF ANY DISCREPANCIES.
9. CONTRACTOR SHALL COORDINATE ALL STEEL JOIST SEAT DEPTHS WITH STEEL JOIST FABRICATOR. ALL BEARING ELEVATIONS SHOWN ON PLANS, ARE TO TOP OF JOISTS (DECK BEARING) AND DO NOT INCORPORATE THE DEPTH OF THE JOIST SEATS.
10. STRUCTURAL COLD FORMED METAL STUDS SHALL BE 6" WIDE, UNLESS NOTED OTHERWISE. STUD THICKNESS AND SPACING BY OTHERS.
11. SEE SHEET S-331 FOR TYPICAL ROOF FRAMING SECTIONS.
12. SEE SHEET S-711 THRU S-741 FOR TYPICAL DETAILS.
13. SEE SHEET S-501 THRU S-561 FOR FRAMING DETAILS.
14. SEE SHEET S-601 FOR SCHEDULES.
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:23
:30
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-131
201704
03/23/2018
J ANDERSONC ROMERO
LOW ROOF FRAMING PLAN - AREA 1
CASINO 4
Pricing Set - 95%
SCALE: 1/8" = 1'-0"A1LOW ROOF FRAMING PLAN - AREA 1
GENERAL SHEET NOTES
SHEET KEYNOTE
No. Description Date
1'
1'
2 3 4 5
5
8 11
11
14
14
A
E
J
K
T
D'
E'
8'
D
9
9
7
7
A'
5'
4'
2'
R
S7'
12
12
G
C
C'
W10x39W12x45
W12x45W12x45
W12x45
W10x45 W10x45 W18x71
HSS10x10x1/2HSS10x10x1/2HSS10x10x5/16HSS10x10x5/16HSS8x8x5/16
HSS14x14x5/16
HSS10x10x5/16 HSS10x10x1/2
W14x82
W14x53
W14x74
W12x40
HSS14x14x1/2HSS14x14x1/2
HSS14x14x5/16
HSS10x10x1/2
HSS10x10x1/2
HSS10x10x1/2
HSS10x10x1/2
HSS10x10x1/2
HSS8x8x5/16
HSS10x10x1/4
W14x68
W14x43
HSS10x10x3/8
HSS12x12x5/16
HSS10x10x5/16
HSS10x10x5/16
23' - 0" 31' - 8" 28' - 4" 17' - 3 1/2" 15' - 7"
1' - 7 1/4"
17' - 1 1/4" 16' - 0" 17' - 10 1/2" 5' - 2 1/2" 16' - 11 1/8"
28' - 6"
44' - 11 1/2"
25' - 9 1/2"
21' - 7 1/2"
19' - 7 1/2"
22' -
2 3
/4"
30' -
0"
/
MA
TC
H L
INE
SE
E S
HE
ET
A1
S-1
31/
MA
TC
H L
INE
SE
E S
HE
ET
A1
S-1
31
A5
S-301
C5
S-301
A4
S-301
C4
S-301
A3
S-301
A5
S-303
C5
S-303
A4
S-303
C4
S-303
A3
S-303
C3
S-303
A2
S-303
C2
S-303
A1
S-303
C1
S-303
A5
S-304
S-201
B5
S-201
C5
S-201
A4
S-201
B4
S-201
C4
BRACED FRAMEBRACED FRAME
BR
AC
ED
FR
AM
E
BRACED FRAME
BRACED FRAME
3' -
0"
2' -
1 1
/2"
54' -
10
3/8"
30' -
0"
17' -
11"
12' -
1"
3' -
8"
11' -
4"
14' -
11
7/8"
17' - 3 1/2" 17' - 2 1/4" 33' - 1 1/4" 17' - 10 1/2" 5' - 2 1/2" 16' - 11 1/8"
2.5K
3
1' - 2"
13
13
e6
e7 e7.1
e7.8
e8
eB1
eB2
eB3 eB
eB
eC
eC
eD
eE
eE.5
eE.8
eFeG
eH eJ
eJ.1
eJ.2 eJ.3
e6.4
eBB.3
TOS EL= 130' - 0"
HSS6x4x1/4 LSHTOS EL= 130' - 0"
HSS8x6x3/8 LSH
TOS EL= 130' - 0"
HSS10x6x1/2 LSH
TOS EL= 130' - 0"
HSS10x6x1/2 LSHTOS EL= 130' - 0"
HSS10x6x1/2 LSH
TOS EL= 130' - 0"
HSS12x8x1/2 LSH
TOS EL= 130' - 0"
HSS12x10x1/2 LSH
TOS EL= 130' - 0"
HSS10x8x3/8 LSH
TOS EL= 130' - 0"
HSS8x4x3/8 LSH
TOS EL= 130' - 0"HSS10x6x1/2 LSH
TOS EL= 130' - 0"HSS8x6x1/2 LSH TOS EL= 130' - 0"HSS8x4x3/8 LSH
B5
S-501
TYP
B5
S-501 TYP
B5
S-501
TYP
S-201
A3
BR
AC
ED
FR
AM
E
1' -
2"
1' -
2"
10.5
HSS10x10x5/16
S-542
A4
S-401
B2
6
6
6
6
8
8
8
8
A.02A.02
4.8
4.8
4.2
4.2
S-203
C5
A.01A.01
S-203
D5
S-203
C4
S-203
D4
1. MECHANICAL OPENING. COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS. FOR TYPICAL FRAMING, AND
2. MECHANICAL UNIT, COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS.
3. JOIST MANUFACTURER TO DESIGN JOISTS/JOIST GIRDER FOR AN ADDITIONAL 1,800 POUND POINT LOAD DUE TO OPERABLE WALL PARTITION AT EACH HANGER LOCATION (±48" ON CENTER AS SHOWN ON PLAN). TOTAL LIVE LOAD DEFLECTION (INCLUDING OPERABLE WALL LOADING) SHALL NOT EXCEED L/600. INDICATE DESIGNED ATTACHMENT POINTS ON BOTTOM CHORD OF JOIST GIRDER.
4. FUTURE OPERABLE PARTITION BELOW. JOIST MANUFACTURER TO DESIGN FOR FUTURE LOADS SHOWN IN KEYNOTE 3.
5. HYDRONIC PIPING - SEE MECHANICAL AND PLUMBING DRAWINGS FOR MORE INFORMATION. STRUCTURE HAS BEEN DESIGNED TO SUPPORT HYDRONIC PIPING ONLY IN THE LOCATIONS SHOWN. HYDRONIC PIPES SHALL NOT BE LOCATED ELSEWHERE UNLESS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. JOIST MANUFACTURER TO DESIGN FOR 1.2x THE LOAD INDICATED ON PLAN (UNFACTORED DEAD LOAD). LOADS SHOWN ON PLAN IS THE TOTAL WEIGHT OF THE PIPE GROUP. WHERE NO LOAD IS SHOWN, THE LOAD IS ACCOUNTED FOR IN THE ROOF DEAD LOAD. UNLESS NOTED OTHERWISE WITH THE JOIST MANUFACTURER, CONTRACTOR SHALL ATTACH PIPES TO EACH ROOF JOIST PERPENDICULAR TO PIPES, AND TO JOISTS PARALLEL TO THE PIPES AT 7' - 6" ON CENTER.
6. 3" (BETWEEN FINISHES) BUILDING EXPANSION JOINT.
7. C8x11.5 UNDER MECHANICAL UNIT, COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS.
8. HSS6x6x1/2 MEDIA MESH SCREEN SUPPORT. COORDINATE EXACT LOCATION AND COUNT OF POSTS WITH SCREEN MANUFACTURER'S REQUIREMENTS. FINAL DESIGN TO BE COORDINATED WITH FINAL SCREEN CUT SHEETS.
9. PORTION OF EXISTING WALL TO BE REMOVED, SEE ARCHITECTURAL DRAWINGS FOR EXACT SIZE AND LOCATION OF OPENING.
10. HSS6x6x1/4 ELEVATOR RAIL SUPPORT POST. COORDINATE EXACT LOCATION WITH ELEVATOR MANUFACTURER.
/SEE C5 S-501
/SEE B1 S-741 /A1 S-741
/SEE C2 S-561
1. SOME SHEET KEYNOTES MAY NOT APPLY TO THIS SHEET.
2. NOTE TO ERECTOR: LATERAL STABILITY OF THE STEEL FRAME IS DEPENDENT UPON THE BRACED FRAMES. THE ERECTOR SHALL PROVIDE TEMPORARY BRACING OF THE STEEL FRAME IN ACCORDANCE WITH SECTION 7.10 OF THE AISC CODE OF STANDARD PRACTICES.
3. DIMENSIONS ARE TO THE FACE OF STUD, UNLESS NOTED OTHERWISE.
4. SEE ARCHITECTURAL DRAWINGS FOR MASONRY DIMENSIONS NOT SHOWN.
5. EXISTING CONSTRUCTION IS PER AVAILABLE EXISTING DRAWINGS. ALL EXISTING CONSTRUCTION AND DIMENSIONS SHALL BE VERIFIED PRIOR TO CONSTRUCTION. SHOULD CONDITIONS VARY FROM THOSE SHOWN, CONTACT ENGINEER BEFORE PROCEEDING.
6. JOISTS ARE SPACED EQUALLY BETWEEN SUPPORTS, AS SHOWN ON PLAN, UNLESS NOTED OTHERWISE.
7. PROVIDE JOIST BRIDGING PER THE 42ND EDITION OF THE SJI SPECIFICATIONS AND OSHA REQUIREMENTS.
8. STEEL JOIST MANUFACTURER SHALL DESIGN ROOF JOISTS AND ROOF JOIST GIRDERS SUPPORTING MECHANICAL UNITS FOR 1.2x MECHANICAL UNIT WEIGHTS SHOWN. USE [_] PSF DEAD LOAD AND [_] PSF LIVE LOAD UNLESS NOTED OTHERWISE. CONTRACTOR SHALL VERIFY ACTUAL MECHANICAL LOADS. NOTIFY STEEL JOIST MANUFACTURER OF ANY DISCREPANCIES.
9. CONTRACTOR SHALL COORDINATE ALL STEEL JOIST SEAT DEPTHS WITH STEEL JOIST FABRICATOR. ALL BEARING ELEVATIONS SHOWN ON PLANS, ARE TO TOP OF JOISTS (DECK BEARING) AND DO NOT INCORPORATE THE DEPTH OF THE JOIST SEATS.
10. STRUCTURAL COLD FORMED METAL STUDS SHALL BE 6" WIDE, UNLESS NOTED OTHERWISE. STUD THICKNESS AND SPACING BY OTHERS.
11. SEE SHEET S-331 FOR TYPICAL ROOF FRAMING SECTIONS.
12. SEE SHEET S-711 THRU S-741 FOR TYPICAL DETAILS.
13. SEE SHEET S-501 THRU S-561 FOR FRAMING DETAILS.
14. SEE SHEET S-601 FOR SCHEDULES.
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:23
:35
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-132
201704
03/23/2018
J ANDERSONC ROMERO
LOW ROOF FRAMING PLAN - AREA 2
CASINO 4
Pricing Set - 95%
SCALE: 1/8" = 1'-0"A1LOW ROOF FRAMING PLAN - AREA 2
GENERAL SHEET NOTES
SHEET KEYNOTE
No. Description Date
1'
1'
2 3 4 5
5
8 11
11
14
14
15
15
16
16
17
17
18
18
21
21
AA
E
J
K
N
T
U
D'
E'
E'
8'
8'
D
9
9
7
7
5'
4'
2'
Q
R
S7'
12
12
G
C
3'
C'
13
13
e3.9
e4
e5
e6
e6
e7
e7.1
e7.8
e8
e8
eB1
eB2
eB3
eA
eA
eB
eB
eC
eC
eD
eE
eE.5
eE.8 eF eG eH eJ eJ.1
eJ.2eJ.3
e6.4
eBB.3
10.5
A.02A.02
4.8
4.8
4.2
4.2
A.01A.01
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:23
:39
AM
1/16" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-140
201704
03/23/2018
J ANDERSONC ROMERO
OVERALL HIGH ROOF FRAMING PLAN
CASINO 4
Pricing Set - 95%
SCALE: 1/16" = 1'-0"A1OVERALL HIGH ROOF FRAMING PLAN
No. Description Date
14
14
15
15
16
16
17
17
18
18
21
21
A
E
J
K
N
T
U
8'
Q
W18x71W18x60 W16x45
W10x45
HSS10x10x5/16HSS10x10x3/8
HSS10x10x1/2
HSS14x14x3/8
HSS14x14x3/8
HSS12x12x1/2
HSS12x12x1/2
W14x82
HSS14x14x3/8
S-203
A3
/
MA
TC
H L
INE
SE
E S
HE
ET
A1
S-1
42/
MA
TC
H L
INE
SE
E S
HE
ET
A1
S-1
42
C3
S-301
A2
S-301
A3
S-302
A2
S-302
C1
S-302
39' - 5" 25' - 4" 25' - 4" 42' - 3 7/8" 34' - 0"
39' - 5" 25' - 4" 25' - 4" 42' - 3 7/8" 34' - 0"
C5
S-304
A4
S-304
C4
S-304
D4
S-304
HSS12x12x1/2
HSS12x12x1/2
HSS12x12x1/2
S-201
D3
S-201
A5
S-202
A2
S-203
A4STEEL TRUSS
BR
AC
ED
FR
AM
E
BR
AC
ED
FR
AM
E
4' -
0 1
/8"
23' -
0 7
/8"
6' -
0"
30' -
11"
30' -
0"
30' -
0"
29' -
11
7/8"
1' -
2"
DECK BRG= 137' - 4 3/4"
W21x44 CAM =1 1/4"
DECK BRG= 137' - 4 3/4"
W16x26
W12
x16
W12
x16
W16
x67
DECK BRG= 139' - 3 1/8"
W30x116 CAM =1 1/2"
DECK BRG= 139' - 3 1/8"
W40x199 CAM =1 1/2"
DECK BRG= 138' - 0 1/8"
W27x84 CAM =1"
DECK BRG= 138' - 0 1/8"
W30x90 CAM =1 1/2"
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
DECK BRG= 137' - 4 3/4"
W16x26
24K
7
24K
7
24K
7
24K
7
24K
7
24K
7
24K
7
40LH
11 S
P
22K
7W
24x6
8
40LH
11
40LH
11
40LH
11
40LH
11
40LH
11
40LH
11
22K
7
W21
x44
CA
M =
1 1/
2"
W12
x19
W12
x14
W21
x44
CA
M =
1 1/
2"
36LH
09 S
P
36LH
09 S
P
36LH
10 S
P
36LH
10 S
P
36LH
10 S
P
W18
x40
CA
M =
1 1/
2"
W18
x40
CA
M =
1 1/
2"
W21
x44
CA
M =
1 1/
4"
W18
x40
CA
M =
1 1/
2"
W16
x31
CA
M =
1 1/
2"
32LH
07 C
AM
=1
1/2"
32LH
06
32LH
07
C3
S-332
TYP
D3
S-332
TYP
C4
S-541
TYP
1' -
2"
B5
S-541TYP
B5
S-541TYP
HSS10x10x3/8POST
W30x90 CAM =1 1/2"
ROOF BELOW
ROOF BELOW
ROOF BELOW
W12x14
DECK BRG EL= 138' - 0 1/4"
DECK BRG EL= 138' - 5"
DECK BRG EL= 138' - 7 1/2"
DECK BRG EL= 138' - 7 3/4"
1' - 7"
1' - 1 3/8"
W18
x35
CA
M =
1 1/
2"
W24
x55
CA
M =
1 1/
2"
OPEN TO BELOW
1' - 2"
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
22K
7
C5
S-541
TYP
D5
S-541
TYP
112
55
5
5
5
5
17,500#
7
7
D1
S-541
A5
S-542
B5
S-542
S-203
A2
S-203
A5
A1
S-541
C5
S-542
8
8
8
8
8
8
A.02A.02
A.01A.01
1. SOME SHEET KEYNOTES MAY NOT APPLY TO THIS SHEET.
2. NOTE TO ERECTOR: LATERAL STABILITY OF THE STEEL FRAME IS DEPENDENT UPON THE BRACED FRAMES. THE ERECTOR SHALL PROVIDE TEMPORARY BRACING OF THE STEEL FRAME IN ACCORDANCE WITH SECTION 7.10 OF THE AISC CODE OF STANDARD PRACTICES.
3. DIMENSIONS ARE TO THE FACE OF STUD, UNLESS NOTED OTHERWISE.
4. SEE ARCHITECTURAL DRAWINGS FOR MASONRY DIMENSIONS NOT SHOWN.
5. EXISTING CONSTRUCTION IS PER AVAILABLE EXISTING DRAWINGS. ALL EXISTING CONSTRUCTION AND DIMENSIONS SHALL BE VERIFIED PRIOR TO CONSTRUCTION. SHOULD CONDITIONS VARY FROM THOSE SHOWN, CONTACT ENGINEER BEFORE PROCEEDING.
6. JOISTS ARE SPACED EQUALLY BETWEEN SUPPORTS, AS SHOWN ON PLAN, UNLESS NOTED OTHERWISE.
7. PROVIDE JOIST BRIDGING PER THE 42ND EDITION OF THE SJI SPECIFICATIONS AND OSHA REQUIREMENTS.
8. STEEL JOIST MANUFACTURER SHALL DESIGN ROOF JOISTS AND ROOF JOIST GIRDERS SUPPORTING MECHANICAL UNITS FOR 1.2x MECHANICAL UNIT WEIGHTS SHOWN. USE [_] PSF DEAD LOAD AND [_] PSF LIVE LOAD UNLESS NOTED OTHERWISE. CONTRACTOR SHALL VERIFY ACTUAL MECHANICAL LOADS. NOTIFY STEEL JOIST MANUFACTURER OF ANY DISCREPANCIES.
9. CONTRACTOR SHALL COORDINATE ALL STEEL JOIST SEAT DEPTHS WITH STEEL JOIST FABRICATOR. ALL BEARING ELEVATIONS SHOWN ON PLANS, ARE TO TOP OF JOISTS (DECK BEARING) AND DO NOT INCORPORATE THE DEPTH OF THE JOIST SEATS.
10. STRUCTURAL COLD FORMED METAL STUDS SHALL BE 6" WIDE, UNLESS NOTED OTHERWISE. STUD THICKNESS AND SPACING BY OTHERS.
11. SEE SHEET S-331 FOR TYPICAL ROOF FRAMING SECTIONS.
12. SEE SHEET S-711 THRU S-741 FOR TYPICAL DETAILS.
13. SEE SHEET S-501 THRU S-561 FOR FRAMING DETAILS.
14. SEE SHEET S-601 FOR SCHEDULES.
1. MECHANICAL OPENING. COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS. FOR TYPICAL FRAMING, AND
2. MECHANICAL UNIT, COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS.
3. JOIST MANUFACTURER TO DESIGN JOISTS/JOIST GIRDER FOR AN ADDITIONAL 1,800 POUND POINT LOAD DUE TO OPERABLE WALL PARTITION AT EACH HANGER LOCATION (±48" ON CENTER AS SHOWN ON PLAN). TOTAL LIVE LOAD DEFLECTION (INCLUDING OPERABLE WALL LOADING) SHALL NOT EXCEED L/600. INDICATE DESIGNED ATTACHMENT POINTS ON BOTTOM CHORD OF JOIST GIRDER.
4. FUTURE OPERABLE PARTITION BELOW. JOIST MANUFACTURER TO DESIGN FOR FUTURE LOADS SHOWN IN KEYNOTE 3.
5. HYDRONIC PIPING - SEE MECHANICAL AND PLUMBING DRAWINGS FOR MORE INFORMATION. STRUCTURE HAS BEEN DESIGNED TO SUPPORT HYDRONIC PIPING ONLY IN THE LOCATIONS SHOWN. HYDRONIC PIPES SHALL NOT BE LOCATED ELSEWHERE UNLESS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. JOIST MANUFACTURER TO DESIGN FOR 1.2x THE LOAD INDICATED ON PLAN (UNFACTORED DEAD LOAD). LOADS SHOWN ON PLAN IS THE TOTAL WEIGHT OF THE PIPE GROUP. WHERE NO LOAD IS SHOWN, THE LOAD IS ACCOUNTED FOR IN THE ROOF DEAD LOAD. UNLESS NOTED OTHERWISE WITH THE JOIST MANUFACTURER, CONTRACTOR SHALL ATTACH PIPES TO EACH ROOF JOIST PERPENDICULAR TO PIPES, AND TO JOISTS PARALLEL TO THE PIPES AT 7' - 6" ON CENTER.
6. 3" (BETWEEN FINISHES) BUILDING EXPANSION JOINT.
7. C8x11.5 UNDER MECHANICAL UNIT, COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS.
8. HSS6x6x1/2 MEDIA MESH SCREEN SUPPORT. COORDINATE EXACT LOCATION AND COUNT OF POSTS WITH SCREEN MANUFACTURER'S REQUIREMENTS. FINAL DESIGN TO BE COORDINATED WITH FINAL SCREEN CUT SHEETS.
9. PORTION OF EXISTING WALL TO BE REMOVED, SEE ARCHITECTURAL DRAWINGS FOR EXACT SIZE AND LOCATION OF OPENING.
10. HSS6x6x1/4 ELEVATOR RAIL SUPPORT POST. COORDINATE EXACT LOCATION WITH ELEVATOR MANUFACTURER.
/SEE C5 S-501
/SEE B1 S-741 /A1 S-741
/SEE C2 S-561
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:23
:43
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-141
201704
03/23/2018
J ANDERSONC ROMERO
HIGH ROOF FRAMING PLAN - AREA 1
CASINO 4
Pricing Set - 95%
SCALE: 1/8" = 1'-0"A1HIGH ROOF FRAMING PLAN - AREA 1
GENERAL SHEET NOTES
SHEET KEYNOTE
No. Description Date
1'
1'
2 3 4 5
5
8 11
11
14
14
A
E
J
K
T
D'
E'
E'
8'
D
9
9
7
7
A'
5'
4'
2'
R
S7'
12
12
G
C
C'
W18x71
HSS10x10x1/2
W14x82
W10x39
W12x45
W12x45 W12x45
W12x45
W10x45 W10x45
HSS10x10x1/2HSS10x10x5/16HSS10x10x5/16HSS8x8x5/16
HSS14x14x5/16
HSS10x10x5/16
HSS10x10x1/2
W14x53
W14x74
W12x40
HSS14x14x1/2HSS14x14x1/2
HSS14x14x5/16
HSS10x10x1/2
HSS10x10x1/2
HSS10x10x1/2
HSS10x10x1/2
HSS10x10x1/2
HSS8x8x5/16
HSS10x10x1/4
W14x68
W14x43
HSS10x10x3/8
HSS12x12x5/16
HSS10x10x5/16
HSS10x10x5/16
/
MA
TC
H L
INE
SE
E S
HE
ET
A1
S-1
41/
MA
TC
H L
INE
SE
E S
HE
ET
A1
S-1
41
A5
S-301
C5
S-301
A4
S-301
C4
S-301
A3
S-301
A5
S-303
C5
S-303
A4
S-303
C4
S-303
A3
S-303
C3
S-303
A2
S-303
C2
S-303
A1
S-303
C1
S-303
A5
S-304
23' - 0" 31' - 8" 28' - 4" 17' - 3 1/2" 15' - 7"
1' - 7 1/4"
17' - 1 1/4" 16' - 0" 17' - 10 1/2"
5' - 2 1/2"
16' - 11 1/8"
30' -
0"
17' - 3 1/2" 17' - 2 1/4" 33' - 1 1/4" 17' - 10 1/2" 5' - 2 1/2" 16' - 11 1/8"
S-201
B5
S-201
C5
S-201
A4
S-201
B4
S-201
C4
BRACED FRAME
BRACED FRAME
BRACED FRAME
BRACED FRAME
BR
AC
ED
FR
AM
E
3' -
0"
2' -
1 1
/2"
54' -
10
3/8"
30' -
0"
17' -
11"
12' -
1"
3' -
8"
11' -
4"
14' -
11
7/8"
W16x26 W12x14
DECK BRG= 137' - 4 3/4"
W16x36
DECK BRG= 137' - 4 3/4"
W21x48 CAM =1 1/4"
DECK BRG= 137' - 4 3/4"
W18x35 CAM =1"
DECK BRG= 137' - 4 3/4"
W18x35 CAM =1"
DECK BRG= 137' - 4 3/4"
W21x44 CAM =1 1/4"
DECK BRG= 139' - 3 1/8"
W40x199 CAM =1 1/2"
DECK BRG= 139' - 3 1/8"
W40x167 CAM =1 1/4"
W30
x99
CA
M =
1 1/
4"
DECK BRG= 138' - 7 5/8"
W27x84 CAM =3/4"
DECK BRG= 138' - 7 5/8"
W24x68
DECK BRG= 138' - 7 5/8"
W24x55 CAM =3/4"
DECK BRG= 138' - 7 5/8"
W27x84 CAM =3/4"
W12x14
W16
x26W
12x1
9
W16
x26
W16x26
W16
x26
W12
x19
W16x26
2.5K
3
2.5K
3
2.5K
3
2.5K
3
2.5K
3
2.5K
3
W12x16
W12
x19
2.5K
32.5K
3
2.5K
3
2.5K
3
W12x19
W16
x31
DECK BRG= 138' - 0 1/8"
W16x31
DECK BRG= 138' - 0 1/8"
W18x40
DECK BRG= 138' - 0 1/8"
W24x68 CAM =3/4"
DECK BRG= 138' - 0 1/8"
W24x55
W30x99 CAM =1 1/2" DECK BRG= 137' - 11 1/4"
W24x68W30x99 CAM =1"
24K
7
24K
722K
6
22K
7
22K
7
22K
6
22K
6
22K
6
22K
6
22K
6
22K
6
22K
6
22K
6
W14
x22
22K
6
22K
7
W14
x22
22K
6
W14
x22
W16
x26
W14
x22
W14
x22
W16
x26
W16
x26
W14
x22
W16
x31
W16
x31
W16
x26
W16
x26
W16
x26
W14
x26
W14
x26
24K
7
24K
7
24K
7
2.5K
322
K7
22K
5
10K
1 W16
x31
W14
x22
W14
x22
22K
7
W16
x31
W16
x31
W16
x31
W16
x31
W16
x26
W14
x22
22K
7
W16
x26
W16
x26
W16
x26
W24
x68
W16
x26
W16
x26
W16
x26
W16
x26
W16
x26
22K
9 S
P
22K
9 S
P
22K
9 S
P
W16
x26
W24
x55
CA
M =
1 1/
2"
W24
x62
CA
M =
1 1/
2"
W24
x62
CA
M =
1 1/
2"
W24
x62
CA
M =
1 1/
2"
W24
x68
CA
M =
1 1/
2"
W24
x68
CA
M =
1 1/
2"
40LH
11 S
P
W24
x55
CA
M =
1 1/
2"
W24
x55
CA
M =
1 1/
2"
W24
x55
CA
M =
1 1/
2"
40LH
11
W12
x14
W12
x14
W12
x14
W12
x14
W12
x14
20K
316K
2W12
x14
36LH
10 C
AM
=1
1/2"
40LH
12
10K
1
W24x68
W12
x14
W16x31 CAM =1 1/2"
10K
1
12K
1
14K
1
16K
2
16K
3W24x68 CAM =3/4"
W30x90 CAM =3/4"
W12
x14
W14
x22
W16x26 CAM =3/4"
W24x55W14x22
W16
x31
2.5K
3
2.5K
32.5K
3
2.5K
3
W16x31 CAM =1 1/2"
W24x55 CAM =1 1/2"
2.5K
3
2.5K
3
2.5K
3
2.5K
3
2.5K
3
2.5K
3
W21
x48
CA
M =
1 1/
2"
W21
x48
CA
M =
1 1/
2"
W21
x48
CA
M =
1 1/
2"
W21
x48
CA
M =
1 1/
2"
W21
x48
CA
M =
1 1/
2"
48LH
13
W24
x62
CA
M =
1 1/
2"
36LH
12
36LH
12
36LH
10 S
P
36LH
12
DO
UB
LE P
ITC
HE
D T
OP
CH
OR
D 4
0LH
11
DO
UB
LE P
ITC
HE
D T
OP
CH
OR
D 3
6LH
09
DO
UB
LE P
ITC
HE
D T
OP
CH
OR
D 3
2LH
09
DO
UB
LE P
ITC
HE
D T
OP
CH
OR
D 3
2LH
08
DO
UB
LE P
ITC
HE
D T
OP
CH
OR
D 3
2LH
07
DO
UB
LE P
ITC
HE
D T
OP
CH
OR
D 2
8K10
DO
UB
LE P
ITC
HE
D T
OP
CH
OR
D 2
8K9
DO
UB
LE P
ITC
HE
D T
OP
CH
OR
D 2
8K7
DO
UB
LE P
ITC
HE
D T
OP
CH
OR
D 2
4K7
22K
5
C3
S-332
TYP
B3
S-541
TYP
C3
S-332
TYP
D5
S-331
TYP
1' -
2"
13
13
W12
x14
DECK BRG= 137' - 4 3/4"
W16x31
W16x26
W14x22
W16x40
W12x19
C5
S-542
B5
S-541
TYP
B5
S-541
TYP
B5
S-541
W16
x26
e5
e6
e7
e7.1
e7.8
e8
eB1
eB2
eB3 eB eC
eC
eD
eE
eE.5
eE.8
eFeG eH
eJeJ.1 eJ.2
eJ.3
eBB.3
S-201
A3
DECK BRG EL= 138' - 1"
DECK BRG EL= 138' - 1 1/2"
DECK BRG EL= 138' - 7 1/8"
DECK BRG EL= 138' - 10 3/4"
DECK BRG EL= 139' - 4 5/8"
DECK BRG EL= 138' - 10 1/2"
DEC
K BR
G E
L= 1
38' -
5 1
/8"
DEC
K BR
G E
L= 1
37' -
10
3/4"
W10x12
DECK BRG EL= 137' - 11 1/4"
DECK BRG EL= 138' - 2 3/4"
DECK BRG EL= 137' - 10 7/8"
DECK BRG EL= 137' - 8 1/4"
DECK BRG EL= 137' - 10 1/8"
DECK BRG EL= 137' - 11 1/4"
DECK BRG EL= 138' - 0 1/4"
W24
x55
CA
M =
1 1/
2"
W24
x55
CA
M =
1 1/
2"
W12x14
DECK BRG EL= 138' - 3 1/4"
40' - 10 7/8"
1' - 2"
1' -
2"
10.5
22K
6
22K
6
22K
6
12K
1
12K
1
12K
1
12K
1
12K
1
W16x26
W16
x31
CAM
=1"
20K
3
20K
3
16K
2
20K
4
16K
3
16K
2
W24
x62
CA
M =
1 1/
2"
W24
x55
CA
M =
1 1/
2"
W24
x55
CA
M =
1 1/
2"
D5
S-541
TYP
D5
S-541
TYP
C5
S-541
TYP
1 12
11 2112
11
2
5
5
55
5
5
5
5
5
5
5
5
5' - 7"
5' - 9" 6' - 0"
6
6
6
6
17,500#
17,500#
9,000#
18,500#
7
7
7
7
7
7
7
A5
S-542
B5
S-542
B2
S-541
S-401
C2
RIDGE LINE
8
8
8
8
B4
S-542
22' -
2 3
/4"
B3
S-541TYP
B3
S-541TYP
C5
S-542
C5
S-542
D5
S-541
SIM
47°
S-542
D4
A.02A.02
4.8
4.8
4.2
4.2
S-203
C5
A.01A.01
S-203
D5
S-203
C4
S-203
D4
DO
UB
LE P
ITC
HE
D T
OP
CH
OR
D 4
8LH
13
DO
UB
LE P
ITC
HE
D T
OP
CH
OR
D 5
2DLH
11
DO
UB
LE P
ITC
HE
D T
OP
CH
OR
D 4
0LH
12
DO
UB
LE P
ITC
HE
D T
OP
CH
OR
D 3
6LH
12
DO
UB
LE P
ITC
HE
D T
OP
CH
OR
D 5
2DLH
13
DO
UB
LE P
ITC
HE
D T
OP
CH
OR
D 5
6DLH
13
1. MECHANICAL OPENING. COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS. FOR TYPICAL FRAMING, AND
2. MECHANICAL UNIT, COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS.
3. JOIST MANUFACTURER TO DESIGN JOISTS/JOIST GIRDER FOR AN ADDITIONAL 1,800 POUND POINT LOAD DUE TO OPERABLE WALL PARTITION AT EACH HANGER LOCATION (±48" ON CENTER AS SHOWN ON PLAN). TOTAL LIVE LOAD DEFLECTION (INCLUDING OPERABLE WALL LOADING) SHALL NOT EXCEED L/600. INDICATE DESIGNED ATTACHMENT POINTS ON BOTTOM CHORD OF JOIST GIRDER.
4. FUTURE OPERABLE PARTITION BELOW. JOIST MANUFACTURER TO DESIGN FOR FUTURE LOADS SHOWN IN KEYNOTE 3.
5. HYDRONIC PIPING - SEE MECHANICAL AND PLUMBING DRAWINGS FOR MORE INFORMATION. STRUCTURE HAS BEEN DESIGNED TO SUPPORT HYDRONIC PIPING ONLY IN THE LOCATIONS SHOWN. HYDRONIC PIPES SHALL NOT BE LOCATED ELSEWHERE UNLESS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. JOIST MANUFACTURER TO DESIGN FOR 1.2x THE LOAD INDICATED ON PLAN (UNFACTORED DEAD LOAD). LOADS SHOWN ON PLAN IS THE TOTAL WEIGHT OF THE PIPE GROUP. WHERE NO LOAD IS SHOWN, THE LOAD IS ACCOUNTED FOR IN THE ROOF DEAD LOAD. UNLESS NOTED OTHERWISE WITH THE JOIST MANUFACTURER, CONTRACTOR SHALL ATTACH PIPES TO EACH ROOF JOIST PERPENDICULAR TO PIPES, AND TO JOISTS PARALLEL TO THE PIPES AT 7' - 6" ON CENTER.
6. 3" (BETWEEN FINISHES) BUILDING EXPANSION JOINT.
7. C8x11.5 UNDER MECHANICAL UNIT, COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS.
8. HSS6x6x1/2 MEDIA MESH SCREEN SUPPORT. COORDINATE EXACT LOCATION AND COUNT OF POSTS WITH SCREEN MANUFACTURER'S REQUIREMENTS. FINAL DESIGN TO BE COORDINATED WITH FINAL SCREEN CUT SHEETS.
9. PORTION OF EXISTING WALL TO BE REMOVED, SEE ARCHITECTURAL DRAWINGS FOR EXACT SIZE AND LOCATION OF OPENING.
10. HSS6x6x1/4 ELEVATOR RAIL SUPPORT POST. COORDINATE EXACT LOCATION WITH ELEVATOR MANUFACTURER.
/SEE C5 S-501
/SEE B1 S-741 /A1 S-741
/SEE C2 S-561
1. SOME SHEET KEYNOTES MAY NOT APPLY TO THIS SHEET.
2. NOTE TO ERECTOR: LATERAL STABILITY OF THE STEEL FRAME IS DEPENDENT UPON THE BRACED FRAMES. THE ERECTOR SHALL PROVIDE TEMPORARY BRACING OF THE STEEL FRAME IN ACCORDANCE WITH SECTION 7.10 OF THE AISC CODE OF STANDARD PRACTICES.
3. DIMENSIONS ARE TO THE FACE OF STUD, UNLESS NOTED OTHERWISE.
4. SEE ARCHITECTURAL DRAWINGS FOR MASONRY DIMENSIONS NOT SHOWN.
5. EXISTING CONSTRUCTION IS PER AVAILABLE EXISTING DRAWINGS. ALL EXISTING CONSTRUCTION AND DIMENSIONS SHALL BE VERIFIED PRIOR TO CONSTRUCTION. SHOULD CONDITIONS VARY FROM THOSE SHOWN, CONTACT ENGINEER BEFORE PROCEEDING.
6. JOISTS ARE SPACED EQUALLY BETWEEN SUPPORTS, AS SHOWN ON PLAN, UNLESS NOTED OTHERWISE.
7. PROVIDE JOIST BRIDGING PER THE 42ND EDITION OF THE SJI SPECIFICATIONS AND OSHA REQUIREMENTS.
8. STEEL JOIST MANUFACTURER SHALL DESIGN ROOF JOISTS AND ROOF JOIST GIRDERS SUPPORTING MECHANICAL UNITS FOR 1.2x MECHANICAL UNIT WEIGHTS SHOWN. USE [_] PSF DEAD LOAD AND [_] PSF LIVE LOAD UNLESS NOTED OTHERWISE. CONTRACTOR SHALL VERIFY ACTUAL MECHANICAL LOADS. NOTIFY STEEL JOIST MANUFACTURER OF ANY DISCREPANCIES.
9. CONTRACTOR SHALL COORDINATE ALL STEEL JOIST SEAT DEPTHS WITH STEEL JOIST FABRICATOR. ALL BEARING ELEVATIONS SHOWN ON PLANS, ARE TO TOP OF JOISTS (DECK BEARING) AND DO NOT INCORPORATE THE DEPTH OF THE JOIST SEATS.
10. STRUCTURAL COLD FORMED METAL STUDS SHALL BE 6" WIDE, UNLESS NOTED OTHERWISE. STUD THICKNESS AND SPACING BY OTHERS.
11. SEE SHEET S-331 FOR TYPICAL ROOF FRAMING SECTIONS.
12. SEE SHEET S-711 THRU S-741 FOR TYPICAL DETAILS.
13. SEE SHEET S-501 THRU S-561 FOR FRAMING DETAILS.
14. SEE SHEET S-601 FOR SCHEDULES.
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:23
:48
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-142
201704
03/23/2018
J ANDERSONC ROMERO
HIGH ROOF FRAMING PLAN - AREA 2
CASINO 4
Pricing Set - 95%
SCALE: 1/8" = 1'-0"A1HIGH ROOF FRAMING PLAN - AREA 2
GENERAL SHEET NOTES
SHEET KEYNOTE
No. Description Date
18 21
U
Q
HSS12x12x1/2 HSS12x12x1/2
HSS12x12x1/2
S-203
A3
A3
S-302
A2
S-302
C5
S-304
A4
S-304
27' -
1"
34' - 0"
S-203
A4
W18x40 MOMENT FRAME
W18
x40
MO
ME
NT
FR
AM
E
W18x40 MOMENT FRAME
W18
x40
MO
ME
NT
FR
AM
E
W16x36
W16x36
W16x36
W16x36
D1.5
R
HSS12x12x1/2
S-203
A2
S-203
A5
1. SOME SHEET KEYNOTES MAY NOT APPLY TO THIS SHEET.
2. NOTE TO ERECTOR: LATERAL STABILITY OF THE STEEL FRAME IS DEPENDENT UPON THE BRACED FRAMES. THE ERECTOR SHALL PROVIDE TEMPORARY BRACING OF THE STEEL FRAME IN ACCORDANCE WITH SECTION 7.10 OF THE AISC CODE OF STANDARD PRACTICES.
3. DIMENSIONS ARE TO THE FACE OF STUD, UNLESS NOTED OTHERWISE.
4. SEE ARCHITECTURAL DRAWINGS FOR MASONRY DIMENSIONS NOT SHOWN.
5. EXISTING CONSTRUCTION IS PER AVAILABLE EXISTING DRAWINGS. ALL EXISTING CONSTRUCTION AND DIMENSIONS SHALL BE VERIFIED PRIOR TO CONSTRUCTION. SHOULD CONDITIONS VARY FROM THOSE SHOWN, CONTACT ENGINEER BEFORE PROCEEDING.
6. JOISTS ARE SPACED EQUALLY BETWEEN SUPPORTS, AS SHOWN ON PLAN, UNLESS NOTED OTHERWISE.
7. PROVIDE JOIST BRIDGING PER THE 42ND EDITION OF THE SJI SPECIFICATIONS AND OSHA REQUIREMENTS.
8. STEEL JOIST MANUFACTURER SHALL DESIGN ROOF JOISTS AND ROOF JOIST GIRDERS SUPPORTING MECHANICAL UNITS FOR 1.2x MECHANICAL UNIT WEIGHTS SHOWN. USE [_] PSF DEAD LOAD AND [_] PSF LIVE LOAD UNLESS NOTED OTHERWISE. CONTRACTOR SHALL VERIFY ACTUAL MECHANICAL LOADS. NOTIFY STEEL JOIST MANUFACTURER OF ANY DISCREPANCIES.
9. CONTRACTOR SHALL COORDINATE ALL STEEL JOIST SEAT DEPTHS WITH STEEL JOIST FABRICATOR. ALL BEARING ELEVATIONS SHOWN ON PLANS, ARE TO TOP OF JOISTS (DECK BEARING) AND DO NOT INCORPORATE THE DEPTH OF THE JOIST SEATS.
10. STRUCTURAL COLD FORMED METAL STUDS SHALL BE 6" WIDE, UNLESS NOTED OTHERWISE. STUD THICKNESS AND SPACING BY OTHERS.
11. SEE SHEET S-331 FOR TYPICAL ROOF FRAMING SECTIONS.
12. SEE SHEET S-711 THRU S-741 FOR TYPICAL DETAILS.
13. SEE SHEET S-501 THRU S-561 FOR FRAMING DETAILS.
14. SEE SHEET S-601 FOR SCHEDULES.
1. MECHANICAL OPENING. COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS. FOR TYPICAL FRAMING, AND
2. MECHANICAL UNIT, COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS.
3. JOIST MANUFACTURER TO DESIGN JOISTS/JOIST GIRDER FOR AN ADDITIONAL 1,800 POUND POINT LOAD DUE TO OPERABLE WALL PARTITION AT EACH HANGER LOCATION (±48" ON CENTER AS SHOWN ON PLAN). TOTAL LIVE LOAD DEFLECTION (INCLUDING OPERABLE WALL LOADING) SHALL NOT EXCEED L/600. INDICATE DESIGNED ATTACHMENT POINTS ON BOTTOM CHORD OF JOIST GIRDER.
4. FUTURE OPERABLE PARTITION BELOW. JOIST MANUFACTURER TO DESIGN FOR FUTURE LOADS SHOWN IN KEYNOTE 3.
5. HYDRONIC PIPING - SEE MECHANICAL AND PLUMBING DRAWINGS FOR MORE INFORMATION. STRUCTURE HAS BEEN DESIGNED TO SUPPORT HYDRONIC PIPING ONLY IN THE LOCATIONS SHOWN. HYDRONIC PIPES SHALL NOT BE LOCATED ELSEWHERE UNLESS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. JOIST MANUFACTURER TO DESIGN FOR 1.2x THE LOAD INDICATED ON PLAN (UNFACTORED DEAD LOAD). LOADS SHOWN ON PLAN IS THE TOTAL WEIGHT OF THE PIPE GROUP. WHERE NO LOAD IS SHOWN, THE LOAD IS ACCOUNTED FOR IN THE ROOF DEAD LOAD. UNLESS NOTED OTHERWISE WITH THE JOIST MANUFACTURER, CONTRACTOR SHALL ATTACH PIPES TO EACH ROOF JOIST PERPENDICULAR TO PIPES, AND TO JOISTS PARALLEL TO THE PIPES AT 7' - 6" ON CENTER.
6. 3" (BETWEEN FINISHES) BUILDING EXPANSION JOINT.
7. C8x11.5 UNDER MECHANICAL UNIT, COORDINATE EXACT SIZE AND LOCATION WITH MECHANICAL DRAWINGS.
8. HSS6x6x1/2 MEDIA MESH SCREEN SUPPORT. COORDINATE EXACT LOCATION AND COUNT OF POSTS WITH SCREEN MANUFACTURER'S REQUIREMENTS. FINAL DESIGN TO BE COORDINATED WITH FINAL SCREEN CUT SHEETS.
9. PORTION OF EXISTING WALL TO BE REMOVED, SEE ARCHITECTURAL DRAWINGS FOR EXACT SIZE AND LOCATION OF OPENING.
10. HSS6x6x1/4 ELEVATOR RAIL SUPPORT POST. COORDINATE EXACT LOCATION WITH ELEVATOR MANUFACTURER.
/SEE C5 S-501
/SEE B1 S-741 /A1 S-741
/SEE C2 S-561
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:23
:50
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-143
201704
03/23/2018
J ANDERSONC ROMERO
TOWER ROOF FRAMING PLAN - AREA 1
CASINO 4
Pricing Set - 95%
SCALE: 1/4" = 1'-0"A2TOWER ROOF FRAMING PLAN - AREA 1
GENERAL SHEET NOTES
SHEET KEYNOTE
No. Description Date
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
18 19
W14
x43
W14
x43
HSS5x5x1/4HSS5x
5x1/
4
HSS4x4x3/8HSS4x4x3/8
DECK BRG= 125' - 0 1/8"
W16x67
TOS EL= 114' - 5 3/4"
HSS10x6x1/2 LSH
S-211
B4
S-211
B4
OPP
S-211
E3
S-211
E4
S-211
E4
OPP
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
AE
HSS5x5x5/16
HSS5x5
x5/1
6
W14
x43
W14
x43
TOS EL= 114' - 5 3/4"
HSS10x8x1/2 LSH
HSS5x5x1/4
HSS5x5x1/4
W16x67
S-211
C4OPP
S-211
B4
S-211
E3
S-211
A2
S-211
E4
OPP
LEVEL 1100' - 0"
JK
HS
S14
x14x
3/8
HS
S14
x14x
3/8
HS
S8x8x3/8HS
S8x8
x3/8
W16x26
HSS5x5x1/4HSS5x
5x1/4
W16x67
S-211
A4OPP
S-211
A4
S-211
A3
S-211
B2
S-211
B2
OPP
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
JK
HS
S12
x12x
1/2
HS
S12
x12x
1/2
HSS6x6x5/16HSS6x6
x5/1
6
TOS EL= 114' - 5 3/4"
W14x26
HSS7x7x1/2
HSS
7x7x
1/2
W24x68
S-211
A4 OPP
S-211
A4S-211
A3
S-211
B2
S-211
B2
OPP
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
17 18
HSS6x6x
1/4HSS6x6x1/4 W
14x4
3
W14
x43 TOS EL= 114' - 5 3/4"
HSS14x10x3/8 LSH
DECK BRG= 125' - 0 1/8"
W18x76
HSS5x5x5/16HSS5x5x5/16
S-211
A4
S-211
B4OPP
S-211
E3
S-211
E4
S-211
E4
OPP
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
HSS5x5x1/4H
SS5x
5x1/
4
W12
x40
W14
x68
HSS5x5x1/4
W14x22
TOS EL= 114' - 5 3/4"
HSS8x6x3/8 LSH
HIGH GIRT LEVEL130' - 0"
HSS
5x5x
1/4
HSS8x4x3/8 LSHHSS4x4
x1/4 HSS4x4x1/4
S-211
B4
S-211
B4
OPP
S-211
E3
S-211
B3
S-211
B3
OPP
S-211
C2
20' - 0 9/16"97
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
4'3'
HSS6x
6x3/
8
HSS6x6x3/8
TOS EL= 114' - 5 3/4"
W21x44 (22) HS
S10
x10x
1/2
HS
S10
x10x
1/2
HS
S6x6
x5/1
6HS
S6x6x5/16
W16x40
S-211
A4
OPPS-211
A4S-211
A3
S-211
B2
S-211
B2
OPP
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
4 5
TOS EL= 114' - 5 3/4"
W24x62
HSS6x6x5/16HSS6x6x
5/16
W12
x45
W12
x45 HSS5
x5x1
/4
HSS5x5x1/4
DECK BRG= 137' - 4 3/4"
W16x31
HIGH GIRT LEVEL130' - 0"
HSS4x4x5/16HSS4x4x5/16
TOS EL= 130' - 0"
HSS10x6x1/2 LSH
S-211
B4 OPP
S-211
B4 S-211
A3
S-211
B3
S-211
B3
OPP
S-211
C2
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
2 3
TOS EL= 114' - 5 3/4"
W18x40
HSS5x5x1/4HSS5x
5x1/
4
W12
x45
W12
x45H
SS4x
4x1/
4HSS4x4x1/4
DECK BRG= 137' - 4 3/4"
W16x36
HIGH GIRT LEVEL130' - 0"
HSS4x4x1/4HSS4x4x1/4
TOS EL= 130' - 0"
HSS8x6x3/8 LSH
S-211
B4
OPPS-211
B4S-211
A3
S-211
B3
S-211
B3
OPP
S-211
C2
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
EJ
TOS EL= 114' - 5 3/4"
W18x35 (28)
HSS10x10x3/8
HSS10x
10x3
/8
HS
S10
x10x
1/2
HS
S10
x10x
1/2
HSS
10x1
0x3/
8
HSS10x10x3/8
W24x68
S-211
A4OPP
S-211
A4 S-211
A3
S-211
B2
S-211
B2
OPP
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
EC
HS
S6x6
x5/1
6 HS
S6x6x5/16
HS
S8x
8x5/
16
HS
S8x
8x5/
16
TOS EL= 114' - 5 3/4"
W12x19 (12)
HS
S6x6x5/16H
SS
6x6x
5/16
W14x26
S-211
A4OPP
S-211
A4
S-211
C3
S-211
C3
OPP
S-211
C2
S-211
C2
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
D B
HS
S6x
6x5/
16
HS
S5x5
x1/4
HS
S5x5x1/4
TOS EL= 114' - 5 3/4"
W14x22 (12)
S-211
A4 OPPS-211
A4
S-211
C2
HS
S10
x10x
5/16
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:23
:57
AM
1/8" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-201
201704
03/23/2018
J ANDERSONC ROMERO
BRACED FRAME ELEVATIONS
CASINO 4
Pricing Set - 95%
SCALE: 1/8" = 1'-0"B3BRACED FRAME ELEV ON GRID A
SCALE: 1/8" = 1'-0"C1BRACED FRAME ELEV ON GRID 19
SCALE: 1/8" = 1'-0"D3BRACED FRAME ELEV ON GRID 17
SCALE: 1/8" = 1'-0"A5BRACED FRAME ELEV ON GRID 15
SCALE: 1/8" = 1'-0"D5BRACED FRAME ELEV ON GRID T
SCALE: 1/8" = 1'-0"B5BRACED FRAME ELEV ON GRID E'
SCALE: 1/8" = 1'-0"C5BRACED FRAME ELEV ON GRID D'
SCALE: 1/8" = 1'-0"A4BRACED FRAME ELEV ON GRID A
SCALE: 1/8" = 1'-0"B4BRACED FRAME ELEV ON GRID A
SCALE: 1/8" = 1'-0"C4BRACED FRAME ELEVATION ON GRID 5
SCALE: 1/8" = 1'-0"A3BRACED FRAME ELEV ON GRID 2
SCALE: 1/8" = 1'-0"D4BRACED FRAME ELEV ON GRID 10.5
No. Description Date
HS
S10
x10x
3/8
PO
ST
S-202
B4
S-202
C5
TYPS-202
C5
OPP
S-202
B5
TYPS-202
B5
OPP
S-202
D3
S-202
B2OPP
W18x86
W18x71
EQEQEQEQEQEQEQEQEQEQ
2-L6
x6x7
/16
2-L6
x6x7
/16
2-L6
x6x7
/16
2-L6
x6x7
/16
2-L6
x6x7
/16
2-L6
x6x7
/16
2-L6
x6x7
/162-L6x6x7/16
2-L6x6x7/16
2-L6x6x7/16
2-L6
x6x7
/162-L6x6x7/16
2-L6
x6x7
/162-L6x6x7/16
L = 92' - 1 1/8"
DECK BRG ELSEE PLAN
DECK BRG ELSEE PLAN
DECK BRG EL
SEE PLAN
DECK BRG EL
SEE PLAN
2-L6
x6x7
/16
2-L6
x6x7
/16
2-L6
x6x7
/16
14' -
1 5
/8"
14' -
3 1
1/16
"
2-L6
x6x7
/16
L/3L/3L/3
SP
LIC
E
SP
LIC
E
S-202
D5
S-202
D5
S-202
D5S-202
D5
S-202
C3
@ L6x6 WEB MEMBERS
EQ
EQ
EQ
EQ
EQ
EQ
2 SPACER PLATES TO MATCH GUSSET PLATE THICKNESS
TRUSS WELD SCHEDULEWEB MEMBER WELD "A" LENGTH "A" WELD "B" LENGTH "B" WELD "C" LENGTH "C"
L6x6x7/16 DIAG 5/16 35" --- --- 5/16 6"
L6x6x7/16 VERT --- --- 5/16 6" --- ---
A
PL 1/2"
CTYP
B
TRUSS WELD SCHEDULEWEB MEMBER WELD "A" LENGTH "A" WELD "B" LENGTH "B" WELD "C" LENGTH "C"
L6x6x7/16 DIAG 5/16 19" --- --- 5/16 12"
L6x6x7/16 VERT --- --- 5/16 12" --- ---
BC
APL 1/2"
TRUSS WELD SCHEDULEWEB MEMBER WELD "A" LENGTH "A" WELD "B" LENGTH "B" WELD "C" LENGTH "C"
L6x6x7/16 DIAG 5/16 19" --- --- 5/16 12"
L6x6x7/16 VERT --- --- 5/16 12" --- ---
A
B
5/16C
5/16
PL 1/2" TYP
1" M
IN
GRID
TOP CHORD
2 1/2"3 1/2" 1 1/2"
3"3"
3"3"
3"3"
2 1/2"
1" THRU PLATE (50 KSI)
12-1"DIA A490 BOLTS W/ 2" LONG SLOTS @ GRID G4
6-3/4"DIA BOLTS
5/8
PL 1/2"
5/16 12TYP
CLSPLICE
1 1/
2"3"
3"3"
1 1/
2"
6 1/4"
3 1/4"
2"
@ W18x86 - PL 1"x9"x1' - 2" TOP AND BOTTOM@ W18x71 - PL 1"x6"x1' - 2" TOP AND BOTTOM
1/43 SIDES
5/163 SIDES
PL 1/2" W/ 1" DIA ERECTION BOLTS AS REQUIRED
BM WEB TOBEAM WEB
M
NOTE:SEE ELEVATION FOR SIZES
SE
E E
LEV
AT
ION
PL SEE SCHED
PL SEE SCHED
SEE SCHED
SEE SCHED
GRID
TOP CHORD
PL 1/2"
5/16 12TYP
3/8" CAP PL
5/16
5/8" STIF PL EA SIDE
1/4
TRUSS TOCAP PL
5/16
3 SIDESTYP
GRID
2 1/2"
3"
3"3"
3"3"
3"
3/16
PL 3/8" W/ 10-3/4"DIA A325 BOLTS IN STD HOLES TYP
TRUSS BOTTOM CHORD SEE ELEVATION
POST SEE PLAN
BEAM SEE PLAN
DECK BRG EL
SEE PLAN
GRID
TOP CHORD
PL 1/2"
5/16 12TYP
1" CAP PL
3/16COL TO PL
5/8" STIF PL EA SIDE
5/16
3 SIDESTYP
4-3/4"DIA BOLTS IN LONG SLOTS IN BOT FLANGE OF CHORD
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:24
:00
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-202
201704
03/23/2018
J ANDERSONC ROMERO
TRUSS ELEVATIONS AND DETAILS
CASINO 4
Pricing Set - 95%
SCALE: 1/4" = 1'-0"A2HIGH/LOW ROOF TRUSS ELEVATION
SCALE: 3/4" = 1'-0"D4TRUSS WEB SPACER PLATE DETAIL
SCALE: 1" = 1'-0"B4TRUSS DETAIL
SCALE: 1" = 1'-0"B5TRUSS DETAIL
SCALE: 1" = 1'-0"C5TRUSS DETAIL
SCALE: 3/4" = 1'-0"C4TRUSS DETAIL
SCALE: 1" = 1'-0"D5TRUSS DETAIL
SCALE: 3/4" = 1'-0"B3TRUSS SECTION
SCALE: 3/4" = 1'-0"D3TRUSS DETAIL
SCALE: 3/4" = 1'-0"C3TRUSS FRAMING DETAIL
SCALE: 3/4" = 1'-0"B2TRUSS BEARING DETAIL
No. Description Date
LEVEL 1100' - 0"
18 21
ENTRY CANOPY116' - 0"
W33x221
HS
S12
x12x
1/2
HS
S12
x12x
1/2
HSS12x10x3/8
HSS12x10x3/8
HSS12x10x3/8
W18x40 MOMENT FRAME
14' - 2 5/8"
12' - 0 3/4"
10' - 3"
10' - 7 5/8"
45' -
9 1
/16"
52' -
1 1
1/16
"
LEVEL 1100' - 0"
U Q
ENTRY CANOPY116' - 0"
HS
S12
x12x
1/2
HS
S12
x12x
1/2
HSS12x10x3/8
HSS12x10x3/8
HSS12x10x3/8
W18x40 MOMENT FRAME
W16x31 W16x31
10' -
9 7
/8"
12' -
0 3
/4"
14' -
2 5
/8"
11' -
1 9
/16"
52' -
1 1
1/16
"
47' -
0 5
/8"
LEVEL 1100' - 0"
T UQ
ENTRY CANOPY116' - 0"
W18x40 MOMENT FRAME
HSS12x10x3/8
HSS12x10x3/8
W14x22 W12x14
W12x14
TOS EL= 108' - 5 1/2"
HSS10x6x1/4
HS
S12
x12x
1/2
W14
x43
HS
S12
x12x
1/2
TOS EL= 139' - 2"
TOS EL= 151' - 5"
45' -
9 1
/16"
40' -
8"
LEVEL 1100' - 0"
LOWER ROOF125' - 0"
181921
ENTRY CANOPY116' - 0"
HS
S8x
8x1/
4
HS
S12
x12x
1/2
W12x14
HS
S12
x12x
1/2
DECK BRG= 125' - 8 3/4"
W16x31 CAM =1 1/4"
W12x14
HSS12x10x3/8
HSS12x10x3/8
W18x40 MOMENT FRAME
TOS EL= 140' - 3 3/4"
TOS EL= 152' - 6 3/4"
10' -
11
7/8"
4' -
7 1
/4"
47' -
0 5
/8"
40' -
8"
LEVEL 1100' - 0"
LEVEL 1100' - 0"
4.8 4.2
TOS EL= 140' - 6"
HSS8x6x3/8
TOS EL= 130' - 0"
HSS8x6x3/8
TOS EL= 120' - 0 5/8"
HSS8x6x3/8
TOS EL= 110' - 1 7/8"
HSS8x6x3/8
HS
S8x
6x1/
2
HS
S8x
6x1/
2
LEVEL 1100' - 0"
LEVEL 1100' - 0"
4.8 4.2
TOS EL= 110' - 1 7/8"
HSS8x6x3/8
TOS EL= 120' - 0 5/8"
HSS8x6x3/8
TOS EL= 130' - 0"
HSS8x6x3/8
TOS EL= 140' - 6"
HSS8x6x3/8
HS
S8x
6x1/
2
HS
S8x
6x1/
2
LEVEL 1100' - 0"
LEVEL 1100' - 0"
AA.02 A.01
TOS EL= 140' - 6"
HSS8x6x3/8
TOS EL= 130' - 0"
HSS8x6x3/8
TOS EL= 120' - 0 5/8"
HSS8x6x3/8
TOS EL= 110' - 1 7/8"
HSS8x6x3/8
HS
S8x
6x1/
2
HS
S8x
6x1/
2
LEVEL 1100' - 0"
LEVEL 1100' - 0"
A A.02A.01
TOS EL= 110' - 1 7/8"
HSS8x6x3/8
TOS EL= 120' - 0 5/8"
HSS8x6x3/8
TOS EL= 130' - 0"
HSS8x6x3/8
TOS EL= 140' - 6"
HSS8x6x3/8
HS
S8x
6x1/
2
HS
S8x
6x1/
2
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:24
:05
AM
1/8" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-203
201704
03/23/2018
J ANDERSONC ROMERO
TOWER ELEVATIONS AND DETAILS
CASINO 4
Pricing Set - 95%
SCALE: 1/8" = 1'-0"A3TOWER FRAMING ELEV ON GRID U
SCALE: 1/8" = 1'-0"A4TOWER FRAMING ELEV ON GRID 21
SCALE: 1/8" = 1'-0"A2TOWER FRAMING ELEV ON GRID 18
SCALE: 1/8" = 1'-0"A5TOWER FRAMING ELEV ON GRID Q
SCALE: 1/8" = 1'-0"C5EXT STAIR TOWER ELEV ON GRID A.02
SCALE: 1/8" = 1'-0"D5EXT STAIR TOWER ELEV ON GRID A.01
SCALE: 1/8" = 1'-0"C4EXT STAIR TOWER ELEV ON GRID 4.2
SCALE: 1/8" = 1'-0"D4EXT STAIR TOWER ELEV ON GRID 4.8
No. Description Date
GRID
SEE SCHEDULE
"C"
"A"
"B"
ERECTION BOLT AT REQ'D
BRACE SIZE PL THICKNESS WELD "A" LENGTH "A" WELD "B"
1/2" 5/16 5" 5/16
WELD "C"
5/16
1"
1"
1"
HSS5x5
1/2" 5/16 6" 5/16 5/16HSS6x6
1/2" 5/16 7" 5/16 5/16HSS7x7
5/8" 5/16 8" 5/16 5/16HSS8x8
5/8" 5/16 10" 5/16 5/16HSS10x10
NOTES:1. LENGTHS GIVEN ARE SINGLE SIDE LENGTHS.2. LONGER GUSSET/WELD LENGTHS MAY BE REQUIRED WHERE BRACE SLOPE VARIES FROM 1:1.3. ALL BOLTS SHALL BE SLIP CRITICAL
1/2" STIF PLEA SIDE TYP
"A" "A"TYP
1/43 SIDES
PL "B" TYP1"
TY
P
"B"TYP
TYP1" M
IN
FRAME ELEVATION WELD "A" LENGTH "A" PL "B" WELD "B"
1/4 4" 1/2" 5/16
BRACE SIZE
HSS4x4x1/4
5/16 5" 1/2" 5/16HSS5x5x1/4
5/16 6" 1/2" 5/16HSS6x6x1/4
5/16 6" 5/8" 5/16HSS6x6x5/16
5/16 6" 5/8" 5/16HSS6x6x3/8
5/16 8" 5/8" 5/16HSS8x8x3/8
/D3 S-201
TYPICAL
5/16 6" 1/2" 5/16HSS5x5x1/4
5/16 14" 5/8" 7/16HSS8x8x3/8
5/16 10" 5/8" 5/16HSS10x10x3/8
NOTES:1. LENGTHS GIVEN ARE SINGLE SIDE LENGTHS.2. LONGER GUSSET/WELD LENGTHS MAY BE REQUIRED WHERE BRACE SLOPE VARIES FROM 1:1.3. ALL BOLTS SHALL BE SLIP CRITICAL
1/2" STIF PLEA SIDE TYP
"A" "A"TYP
1/43 SIDES
PL "B"
1" T
YP
"B"
FRAME ELEVATION WELD "A" LENGTH "A" PL "B" WELD "B"
1/4 4" 1/2" 5/16
BRACE SIZE
HSS4x4x1/4
5/16 6" 1/2" 3/8HSS5x5x1/4
5/16 10" 1/2" 3/8HSS6x6x5/16
TYPICAL
NOTES:1. LENGTHS GIVEN ARE SINGLE SIDE LENGTHS.2. LONGER GUSSET/WELD LENGTHS MAY BE REQUIRED WHERE BRACE SLOPE VARIES FROM 1:1.3. ALL BOLTS SHALL BE SLIP CRITICAL
GRID
PL "D" W/ 3/4"DIA A325SC BOLTS IN STD HOLES AS FOLLOWS:3 @W12, W144 @W16, W185 @W216 @W247 @W27
3"3"
3"3"
3"3"
3"
PL "C" W/ 3/4"A325SC "C" BOLTS IN STD HOLES
PL "A"
2 1/2"
"C"
"A"
"B"
"D"
1/2" CAP PL @ TOPOF COLUMN
FRAME ELEVATION WELD "A" LENGTH "A" PL "A" WELD "B"
5/16 5" 3/8" 5/16
BRACE SIZE
HSS5x5x1/4
PL "C"
3/8"
WELD "C"
5/16
BOLTS "C"
3
PL "D"
3/8"
WELD "D"
5/16
TYP1" M
IN
TYPICAL
NOTES:1. LENGTHS GIVEN ARE SINGLE SIDE LENGTHS.2. LONGER GUSSET/WELD LENGTHS MAY BE REQUIRED WHERE BRACE SLOPE VARIES FROM 1:1.3. ALL BOLTS SHALL BE SLIP CRITICAL
GRID
SEE SCHEDULE
"C"
"A"
"B"
1"
1"
ERECTION BOLT AT REQ'D
BRACE SIZE PL THICKNESS WELD "A" LENGTH "A" WELD "B" WELD "C"
1/2" 5/16 5" 5/16 5/16
PL 1/2" STIFFENER 1"
1/2" 5/16 6" 5/16 5/16
1/2" 5/16 7" 5/16 5/16
5/8" 5/16 8" 5/16 5/16
5/8" 5/16 10" 5/16 5/16
HSS5x5
HSS6x6
HSS7x7
HSS8x8
HSS10x10
NOTES:1. LENGTHS GIVEN ARE SINGLE SIDE LENGTHS.2. LONGER GUSSET/WELD LENGTHS MAY BE REQUIRED WHERE BRACE SLOPE VARIES FROM 1:1.3. ALL BOLTS SHALL BE SLIP CRITICAL
FRAME ELEVATION WELD "A" LENGTH "A" PL "A" WELD "B"
5/16 12" 3/8" 5/16
BRACE SIZE
HSS5x5x1/4
PL "C"
3/8"
WELD "C"
5/16
BOLTS "C"
5
PL "D"
3/8"
WELD "D"
5/16
GRID
PL "D" W/ 3/4"DIA A325SC BOLTS IN STD HOLES AS FOLLOWS:3 @W12, W144 @W16, W185 @W216 @W247 @W27
3"3"
3"3"
3"3"
3"
PL "C" W/ 3/4" A325SC "C" BOLTS IN STD HOLES
PL "A"
2 1/2"
"C"
"A"
"B"
"D"
1/2" CAP PL @ TOPOF COLUMN
TYP1" M
IN
5/16 6" 5/16 3/8" 5/16 3 3/8" 5/165/16 6" 3/8" 5/16HSS6x6x5/16 3/8" 5/16 3 3/8" 5/16
5/16 14" 1/2" 5/16HSS7x7x1/2 3/8" 5/16 5 3/8" 5/16
TYPICAL
5/16 10" 1/2" 5/16HSS10x10x1/2 3/8" 5/16 5 3/8" 5/16
NOTES:1. LENGTHS GIVEN ARE SINGLE SIDE LENGTHS.2. LONGER GUSSET/WELD LENGTHS MAY BE REQUIRED WHERE BRACE SLOPE VARIES FROM 1:1.3. ALL BOLTS SHALL BE SLIP CRITICAL
GRID
1 1/2"
3"3"
PL "A"
3"3"
3"
"D"
"B"
"A" "A"
"C"
FRAME ELEVATION WELD "A" LENGTH "A" PL "A" WELD "B"
1/4 4" 3/8" 5/16
BRACE SIZE
HSS4x4x1/4
5/16 5" 3/8" 5/16HSS5x5x1/4
PL "C"
3/8"
3/8"
WELD "C"
5/16
5/16
BOLTS "C"
2
2
PL "A" W/ 3 - 3/4"DIA A325SC BOLTS IN STD HOLES MIDDLE
1 1/2"
3/8 6" 3/8" 5/16HSS6x6x1/4 3/8" 5/16 3
3"3"
3"
TYPICAL
NOTES:1. LENGTHS GIVEN ARE SINGLE SIDE LENGTHS.2. LONGER GUSSET/WELD LENGTHS MAY BE REQUIRED WHERE BRACE SLOPE VARIES FROM 1:1.3. ALL BOLTS SHALL BE SLIP CRITICAL
BOLTS "C" - 3/4"DIA A325SC BOLTS IN STD HOLES TOP AND BOTTOM
1"
GRID
PL "C" W/ 3/4" A325SC BOLTS IN STD HOLES
2 1/2"
3"3"
3"3"
3"3"
3"
PL "A"
"D"
"B"
"A"
"C"
PL "D" W/ 3/4"DIA A325SC "C" BOLTS IN STD HOLES AS FOLLOWS:3 @W12, W144 @W16, W185 @W216 @W247 @W27
FRAME ELEVATION WELD "A" LENGTH "A" PL "A" WELD "B"
5/16 6" 1/2" 5/16
BRACE SIZE
HSS6x6x5/16
PL "C"
3/8"
WELD "C"
5/16
BOLTS "C"
3
PL "D"
3/8"
WELD "D"
5/16TYPICAL
NOTES:1. LENGTHS GIVEN ARE SINGLE SIDE LENGTHS.2. LONGER GUSSET/WELD LENGTHS MAY BE REQUIRED WHERE BRACE SLOPE VARIES FROM 1:1.3. ALL BOLTS SHALL BE SLIP CRITICAL
GRID
3"3"
3"3"
3"3"
3"
PL "A"
2 1/2""D"
"A" "A"
"B"
1/2" CAP PL @ TOPOF COLUMN
1/2" STIFFENER PL
PL "C" W/ 3/4" DIA A325SC "C" BOLTS IN STD HOLES
FRAME ELEVATION WELD "A" LENGTH "A" PL "A" WELD "B"
1/4 4" 3/8" 5/16
BRACE SIZE
HSS4x4x1/4
PL "C"
3/8"
WELD "C"
5/16
BOLTS "C"
2
PL "D"
3/8"
WELD "D"
5/16
PL "D" W/ 3/4"DIA A325SC BOLTS IN STD HOLES AS FOLLOWS:3 @W12, W144 @W16, W185 @W216 @W247 @W27
5/16 5" 3/8" 5/16HSS5x5x1/4 1/2" 5/16 2 3/8" 5/16
5/16 5" 3/8" 5/16HSS5x5x5/16 1/2" 5/16 2 3/8" 5/16
"C"
TYPICAL
NOTES:1. LENGTHS GIVEN ARE SINGLE SIDE LENGTHS.2. LONGER GUSSET/WELD LENGTHS MAY BE REQUIRED WHERE BRACE SLOPE VARIES FROM 1:1.3. ALL BOLTS SHALL BE SLIP CRITICAL
GRID
SEE SCHEDULE
"C"
"A"
"B"
ERECTION BOLT AT REQ'D
1"
1"
1"
NOTES:1. LENGTHS GIVEN ARE SINGLE SIDE LENGTHS.2. LONGER GUSSET/WELD LENGTHS MAY BE REQUIRED WHERE BRACE SLOPE VARIES FROM 1:1.3. ALL BOLTS SHALL BE SLIP CRITICAL
BRACE SIZE PL THICKNESS WELD "A" LENGTH "A" WELD "B" WELD "C"
1/2" 5/16 5" 5/16 5/16
1/2" 5/16 6" 5/16 5/16
1/2" 5/16 7" 5/16 5/16
5/8" 5/16 8" 5/16 5/16
5/8" 5/16 10" 5/16 5/16
HSS5x5
HSS6x6
HSS7x7
HSS8x8
HSS10x10
"A" "A"TYP
PL "B" TYP"B"TYP
TYP1" M
IN
FRAME ELEVATION WELD "A" LENGTH "A" PL "B" WELD "B"
1/4 4" 1/2" 5/16
BRACE SIZE
HSS4x4x1/4
1/4 4" 1/2" 5/16HSS4x4x3/8
5/16 5" 1/2" 5/16HSS5x5x1/4
5/16 5" 1/2" 5/16HSS5x5x5/16
5/16 6" 1/2" 5/16HSS6x6x1/4
5/16 8" 3/4" 5/16HSS8x8x1/4
TYPICAL
NOTES:1. LENGTHS GIVEN ARE SINGLE SIDE LENGTHS.2. LONGER GUSSET/WELD LENGTHS MAY BE REQUIRED WHERE BRACE SLOPE VARIES FROM 1:1.3. ALL BOLTS SHALL BE SLIP CRITICAL
1" T
YP
WORK POINT
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:24
:09
AM
3/4" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-211
201704
03/23/2018
J ANDERSONC ROMERO
BRACED FRAME DETAILS
CASINO 4
Pricing Set - 95%
SCALE: 3/4" = 1'-0"C4BRACED FRAME CONNECTION
SCALE: 3/4" = 1'-0"A3BRACED FRAME CONNECTION
SCALE: 3/4" = 1'-0"C2BRACED FRAME CONNECTION
SCALE: 3/4" = 1'-0"A2BRACED FRAME CONNECTION
SCALE: 3/4" = 1'-0"B4BRACED FRAME CONNECTION
SCALE: 3/4" = 1'-0"B2BRACED FRAME CONNECTION
SCALE: 3/4" = 1'-0"B3BRACED FRAME CONNECTION
SCALE: 3/4" = 1'-0"C3BRACED FRAME CONNECTION
SCALE: 3/4" = 1'-0"E4BRACED FRAME CONNECTION
SCALE: 3/4" = 1'-0"A4BRACED FRAME CONNECTION
SCALE: 3/4" = 1'-0"E3BRACED FRAME CONNECTION
No. Description Date
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
A
S-311
A5
S-321
B5
S-331
A5
HIGH GIRT LEVEL130' - 0"
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
A
S-311
A5
S-331
B5
S-321
B5
HIGH GIRT LEVEL130' - 0"
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
A
S-311
A5
S-321
B5
S-331
B5
HIGH GIRT LEVEL130' - 0"
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
A
S-311
C5
S-321
B5
S-331
A5
HIGH GIRT LEVEL130' - 0"
A.01
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
A
S-311
A5
S-331
A5
S-321
E2
HIGH GIRT LEVEL130' - 0"
A.01
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
A
S-311
C5
S-331
A5
S-321
E2
HIGH GIRT LEVEL130' - 0"
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
A
S-311
A5
S-331
B5
S-321
E2
HIGH GIRT LEVEL130' - 0"
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
A
S-311
A5
S-331
A5
S-321
E2
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
A
S-311
A5
S-331
A5
S-321
E2
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
A
S-311
A5
S-331
A5
S-321
E2SIM
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:24
:14
AM
1/4" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-301
201704
03/23/2018
J ANDERSONC ROMERO
WALL SECTIONS
CASINO 4
Pricing Set - 95%
SCALE: 1/4" = 1'-0"A5WALL SECTION
SCALE: 1/4" = 1'-0"C5WALL SECTION
SCALE: 1/4" = 1'-0"A4WALL SECTION
SCALE: 1/4" = 1'-0"C4WALL SECTION
SCALE: 1/4" = 1'-0"A3WALL SECTION
SCALE: 1/4" = 1'-0"C3WALL SECTION
SCALE: 1/4" = 1'-0"A2WALL SECTION
SCALE: 1/4" = 1'-0"C2WALL SECTION
SCALE: 1/4" = 1'-0"A1WALL SECTION
SCALE: 1/4" = 1'-0"C1WALL SECTION
No. Description Date
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
19
S-311
A5
S-331
B5
S-321
E2SIM
20
S-312
C5
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
19
S-311
A5
S-331
B5
S-321
E2
S-312
C5
LEVEL 1100' - 0"
19
S-311
A5
S-331
B5
S-321
E2
20
S-312
C5
LEVEL 1100' - 0"
19
ENTRY CANOPY116' - 0"
S-311
A5
S-331
B5
S-321
E2
20
S-312
C5
LEVEL 1100' - 0"
21
ENTRY CANOPY116' - 0"
S-311
C5
S-332
A5
HSS DOOR SUPPORT SEE ARCH FOR ELEVATION
LEVEL 1100' - 0"
U
ENTRY CANOPY116' - 0"
S-311
C5
S-331
C1
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
T
S-312
A4
S-331
A5
S-321
E2SIM
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
T R
S-312
A4
S-331
A5
S-321
E2
S-332
A4
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:24
:17
AM
1/4" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-302
201704
03/23/2018
J ANDERSONC ROMERO
WALL SECTIONS
CASINO 4
Pricing Set - 95%
SCALE: 1/4" = 1'-0"A5WALL SECTION
SCALE: 1/4" = 1'-0"C5WALL SECTION
SCALE: 1/4" = 1'-0"A4WALL SECTION
SCALE: 1/4" = 1'-0"C4WALL SECTION
SCALE: 1/4" = 1'-0"A3WALL SECTION
SCALE: 1/4" = 1'-0"A2WALL SECTION
SCALE: 1/4" = 1'-0"A1WALL SECTION
SCALE: 1/4" = 1'-0"C1WALL SECTION
No. Description Date
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
8'
S-311
A5
S-331
A5
S-321
E2
HIGH GIRT LEVEL130' - 0"
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
8'
S-312
C2
S-321
E2
S-331
A5
HIGH GIRT LEVEL130' - 0"
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
8'
S-311
A5
S-331
A5
S-321
E2
HIGH GIRT LEVEL130' - 0"
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
E'
S-311
A5
S-331
A5
S-321
E2SIM
HIGH GIRT LEVEL130' - 0"
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
E'
S-311
C5
S-331
A5
S-321
E2
HIGH GIRT LEVEL130' - 0"
LEVEL 1100' - 0"
7'
S-312
B5
S-332
D5eJ
LEVEL 1100' - 0"
D'
S-312
C5
e8
S-312
A5
S-332
B4
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
D'
S-321
C4
S-332
B4
S-312
B5
e8
S-312
C5
S-332
D4
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
D'
S-312
B5
S-321
C4
S-332
B4e8
S-311
A3
SIM
S-312
C5
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
D'
S-321
C4
S-312
B5
e8
S-332
A3
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:24
:22
AM
1/4" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-303
201704
03/23/2018
J ANDERSONC ROMERO
WALL SECTIONS
CASINO 4
Pricing Set - 95%
SCALE: 1/4" = 1'-0"A5WALL SECTION
SCALE: 1/4" = 1'-0"C5WALL SECTION
SCALE: 1/4" = 1'-0"A4WALL SECTION
SCALE: 1/4" = 1'-0"C4WALL SECTION
SCALE: 1/4" = 1'-0"A3WALL SECTION
SCALE: 1/4" = 1'-0"C3WALL SECTION
SCALE: 1/4" = 1'-0"A2WALL SECTION
SCALE: 1/4" = 1'-0"C2WALL SECTION
SCALE: 1/4" = 1'-0"A1WALL SECTION
SCALE: 1/4" = 1'-0"C1WALL SECTION
No. Description Date
LEVEL 1100' - 0"
LEVEL 2 FIN FLR115' - 0"
1'
S-311
A5
S-321
C2
eC
18
TOWER TOS158' - 0"
S-331
B1
S-331
B5
Q
TOWER TOS158' - 0"
TOWER TOS158' - 0"
S-331
B1
S-331
A5
17
S-331
B5
S-331
B1
S-331
B1
S-331
A5
GUARDRAIL SEE ARCH TYP
EQEQ
SEE SCHED
EQ EQ
SEE SCHED
3"
S-312
D5
S-312
D5
TYP
TYP
EXT SLAB SEE CIVIL TYP
1/2" EXP MATL W/ CONT SEALANT TYP
NOTE: COORDINATE ALL RISE, RUN,
ELEVATIONS AND DIMENSIONS WITH ARCHITECTURAL DRAWINGS
LEVEL 1100' - 0"
S-313
B5
COLD-FORMED METAL FRAMING BY OTHERS
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:24
:26
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-304
201704
03/23/2018
J ANDERSONC ROMERO
WALL SECTIONS
CASINO 4
Pricing Set - 95%
SCALE: 1/4" = 1'-0"A5WALL SECTION
SCALE: 1/4" = 1'-0"C5WALL SECTION
SCALE: 1/4" = 1'-0"A4WALL SECTION
SCALE: 1/4" = 1'-0"C4WALL SECTION
SCALE: 1/4" = 1'-0"D4WALL SECTION
SCALE: 3/4" = 1'-0"A1EXT RAMPS AT ENTRY
SCALE: 1/4" = 1'-0"C3WALL SECTION
No. Description Date
GRID
FIN FLRSEE PLAN
TO GRADE BEAMSEE PLAN
SEE PLAN
VERT WALL REINF W/ STD HOOK INTO GRADE BEAM
EXT SLAB SEE ARCH
1/2" EXP MATL W/ CONT SEALANT
TRACK & ATTACHMENT BY OTHERS
6" WALL STUDS BY OTHERS
30# FELT JOINT
GRADE BEAM SEE SCHED FOR SIZE AND REINF
EQ
SCHED
SEE EQ
2"
COMPRESSIBLE MATERIAL
PERIMETER INSUL SEE ARCH
5/8"
2' - 0"
2' -
0"
FIN FLR ELSEE PLAN
TO TIE BEAM ELSEE PLAN
4-#6 CONT TOP
4-#6 CONT BOT
#3 STIRRUPS @ 8" OC
GRID
8"
GRADE BEAM SEE PLAN
STEM WALL SEE PLAN
SEE PLAN
4"1'
- 0
"2'
- 0
"1'
- 0
"4"
SEE PLAN 11 3/8" 6" 4"
EQ
EQ
CENTER OF BUMP OUT
PLAN
GRID
FIN FLR
SEE PLAN
TO GRADE BEAM
SEE PLAN
VERT WALL REINF W/ STD HOOK INTO GRADE BEAM
EXT SLAB SEE ARCH
1/2" EXP MATL W/ CONT SEALANT 30# FELT JOINT
GRADE BEAM SEE SCHED FOR SIZE AND REINF
PERIMETER INSUL SEE ARCH
SEE PLAN
PROVIDE STD HOOK ON SLAB REINF
EQ EQ
SCHED
SEE
GRID
FIN FLR
SEE PLAN
TO GRADE BEAM
SEE PLAN
SEE PLAN
VERT WALL REINF W/ STD HOOK INTO PIER CAP
STEM WALL SEE SCHED
EXT SLAB SEE ARCH
1/2" EXP MATL W/ CONT SEALANT
TRACK & ATTACHMENT BY OTHERS
6" WALL STUDS BY OTHERS
30# FELT JOINT
LINE OF GRADE BEAM BEYOND
PERIMETER INSUL SEE ARCH
SCHED BASE PL & AHR BOLTS
3" NON-SHRINK GROUT
DWLS W/ STD HOOK TO MATCH VERT PIER REINF TYP
5-#4 W/ STD HOOK EA END, EA WAY T&B
B3
S-311
5/8"
GRID
FIN FLR
SEE PLAN
TO PIER EL
SEE PLAN
30# FELT JOINT
SCHED BASE PL & AHR BOLTS
3" NON-SHRINK GROUT
PIER SEE SCHED
PIER SPLICE
2' -
0"
DWLS TO MATCH VERT PIER REINF
GRID
FIN FLR
SEE PLAN
TO PIER CAP
SEE PLAN
30# FELT JOINT
PIER CAP SEE SCHED
SCHED BASE PL & AHR BOLTS
3" NON-SHRINK GROUT
PIER SEE SCHED
GRID GRID
FIELD VERIFY
FIELD VERIFY
SEE PLAN
TO PIER CAP EL
SEE PLAN
FIN FLR EL
SEE PLAN
SCHED BASE PLATE & AHR BOLTS
3" NON-SHRINK GROUT
PIER CAP, SEE PLAN
EXIST COLUMN
EXISTING STUD WALL
8"
EXIST FIN FLR ELFIELD VERIFY
GRID
EXIST TO CAP ELFIELD VERIFY
GRIDSEE PLAN
TOP PIER CAP ELSEE PLAN
FIN FLR EL
SEE PLAN
SCHED BASE PLATE & AHR BOLTS
3" NON-SHRINK GROUT
PIER SEE SCHED
PIER CAP, SEE PLAN
GRID
1/2" EXP MATL W/ CONT SEALANT
TRACK & ATTACHMENT BY OTHERS
EXT SLAB SEE ARCH
PIER CAP SEE SCHED
PIER SEE SCHED
DWLS W/ STD HOOK TO MATCH VERT PIER REINF TYP
SCHED BASE PL & AHR BOLTS
30# FELT JOINT
TIE BEAM
TO PIER CAP ELSEE PLAN
FIN FLR ELSEE PLAN
GRADE BEAM BEYOND
NOTE: EXTEND GRADE BEAM REINFORCING THRU CAP
5/8"
6" WALL STUDS BY OTHERS
VERT WALL REINF W/ STD HOOK INTO PIER CAP
SEE PLAN
GRID
FIN FLR
SEE PLAN
TO GRADE BEAM
SEE PLAN
SEE PLAN
VERT WALL REINF W/ STD HOOK INTO GRADE BEAM
STEM WALL SEE SCHED
EXT SLAB SEE ARCH
1/2" EXP MATL W/ CONT SEALANT
TRACK & ATTACHMENT BY OTHERS
6" WALL STUDS BY OTHERS
30# FELT JOINT
GRADE BEAM SEE SCHED FOR SIZE AND REINF
2"
VAPOR RETARDER
COMPRESSIBLE MATERIAL
PERIMETER INSUL SEE ARCH
4-#6 W/ STD HOOK
SEE SCHED
5/8"
SEE PLANGRID
FIN FLRSEE PLAN
TO GRADE BEAMSEE PLAN
VERT WALL REINF W/ STD HOOK INTO GRADE BEAM
30# FELT JOINT
GRADE BEAM SEE SCHED FOR SIZE AND REINF
EQ
SCHED
SEE EQ
2"
COMPRESSIBLE MATERIAL
GRID
TRACK & ATTACHMENT BY OTHERS
6" WALL STUDS BY OTHERS
GRID
4" CLR
FIN FLR EL
SEE PLAN
EXISTING STUD WALL
8"
TRACK & ATTACHMENT BY OTHERS
6" WALL STUDS BY OTHERS
F.V
SEE PLAN
8"
GRID4' - 0"
6"
1
1
TO GRADE BEAM ELSEE PAN
TO GRADE BEAM ELSEE PLAN
#6 Z-BARS TO MATCH SPACING OF CONT GRADE BEAM REINF
#6 Z-BARS TO MATCH SPACING OF CONT GRADE BEAM REINF
DWLS W/ STD HOOK TO MATCH VERT PIER REINF TYP
TO TIE BEAM ELSEE PLAN
PER LAP SCHED
#6 TO MATCH TIE BEAM REINF
TO TIE BEAM ELSEE PLAN
PIER SEE SCHED
PIER CAP, SEE PLAN
Ld LdDOWELS TO MATCH GRADE BEAM REINFORCING
GRIDGRID
SEE PLAN
5/8" SEE PLAN
30# FELT JOINT
SCHED BASE PL & AHR BOLTS DRILL AND EPOXY INTO EXISTING PIER CAPEXIST CONSTRUCTION
FIELD VERIFY
EXT SLAB SEE ARCH TYP
1/2" EXP MATL W/ CONT SEALANT TYP
6" COLD-FORMED METAL FRAMING BY OTHERS
FIN FLR EL
SEE PLAN
TO PIER CAP EL
FIELD VERIFY
3" NON-SHRINK GROUT
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:24
:30
AM
3/4" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-311
201704
03/23/2018
J ANDERSONC ROMERO
FOUNDATION SECTIONS
CASINO 4
Pricing Set - 95%
SCALE: 3/4" = 1'-0"A5PERIMETER FOUNDATION SECTION
SCALE: 3/4" = 1'-0"A3TYPICAL TIE BEAM SECTION
SCALE: NTSB3GRADE BEAM AT WALL BUMPOUT
SCALE: 3/4" = 1'-0"C5PERIMETER FOUNDATION SECTION
SCALE: 3/4" = 1'-0"D5PERIMETER COLUMN FDN SECTION
SCALE: 3/4" = 1'-0"A4INTERIOR COLUMN FDN SECTION
SCALE: NTSB4INTERIOR COLUMN SECTION
SCALE: 3/4" = 1'-0"B2FOUNDATION SECTION
SCALE: 3/4" = 1'-0"A1FOUNDATION SECTION
SCALE: 3/4" = 1'-0"D4PERIMETER COL FNDN SECTION
SCALE: 3/4" = 1'-0"C4PERIMETER FOUNDATION SECTION
SCALE: 3/4" = 1'-0"B5FOUNDATION SECTION
SCALE: 3/4" = 1'-0"C3FOUNDATION SECTION
SCALE: 3/4" = 1'-0"C1STEP IN GRADE BEAM AT COLUMN
SCALE: 3/4" = 1'-0"B1TYP GRADE BEAM STEP
SCALE: 3/4" = 1'-0"D1SECTION AT GRADE BEAM TO PIER CAP
SCALE: 3/4" = 1'-0"D2FOUNDATION SECTION AT EXISTING
No. Description Date
FIN FLRSEE PLAN
TO GRADE BEAMFIELD VERIFY
#4 DWL DRILL & EPOXY INTO EXIST STEMWALL @ 32" OC
8"
8"4"EXIST CONSTR FIELD VERIFY
FIN FLRSEE PLAN
TO GRADE BEAMFIELD VERIFY
8"
8"EXIST CONSTR FIELD VERIFY
#4x24" DWL DRILL AND EPOXY INTO EXISTING STEM WALL @ 32" OC
EXIST WALL FIELD VERIFY
4"
ACCESS FLOORING SEE ARCH
FIN FLR ELSEE PLAN
FIN FLR ELSEE PLAN
8"
10"
1' - 0"
3" C
LR
8"
#4 @ 24" OC TRANS
2-#4 CONT
#4 Z-BAR @ 12" OC
#4 CONT @ 12" OC
LAP SEE SCHED
3" C
LR
SEE SCHED
EQ EQ
GUARDRAIL SEE ARCH#4 DWL @ 18" OC
24
24
3/4" CHAMFER
1/2" EXP MATL W/ CONT SEALANT
EXT SLAB SEE ARCH VERT WALL REINF
W/ STD HOOK INTO FTG
TO FTG EL
SEE PLAN
TO RAMP EL
SEE ARCH
GRID
FIN FLR
SEE PLAN
TO GRADE BEAM
SEE PLAN
SEE PLAN
VERT WALL REINF W/ STD HOOK INTO GRADE BEAM
STEM WALL SEE SCHED
EXT SLAB SEE ARCH
1/2" EXP MATL W/ CONT SEALANT
TRACK & ATTACHMENT BY OTHERS
6" WALL STUDS BY OTHERS
30# FELT JOINT
GRADE BEAM SEE SCHED FOR SIZE AND REINF
EQ
SCHED
SEE EQ
PERIMETER INSUL SEE ARCH
5/8"
8"
8"
ACCESS FLOORING SEE ARCH
FIN FLR
SEE PLAN
FIN FLR
SEE PLAN
TO GRADE BEAM
FIELD VERIFY
EXIST CONSTR FIELD VERIFY
8"
4" 8"
ACCESS FLR SEE ARCH
FIN FLR
SEE PLAN
EXIST CONSTR FIELD VERIFY
#4x24" DWL DRILL AND EPOXY INTO EXISTING STEM WALL @ 32" OC
GRID
FIN FLR
SEE PLAN
TO GRADE BEAM
SEE PLANVERT WALL REINF W/ STD HOOK INTO GRADE BEAM
STEM WALL SEE SCHED
EXT SLAB SEE ARCH
1/2" EXP MATL W/ CONT SEALANT
30# FELT JOINT
GRADE BEAM SEE SCHED FOR SIZE AND REINF
EQ
SCHED
SEE EQ
PERIMETER INSUL SEE ARCH
8"
8"
ACCESS FLOORING SEE ARCH
SEE PLAN
FIN FLR
SEE PLAN
FIN FLR
SEE PLAN
TO GRADE BEAM
FIELD VERIFY
EXIST CONSTR FIELD VERIFY
8"
8"
ACCESS FLR SEE ARCH
FIN FLR
SEE PLAN
#4x24" DWL DRILL AND EPOXY INTO EXIST @ 32" OC
4"
ACCESS FLOORING SEE ARCH
FIN FLR EL
SEE PLAN
FIN FLR EL
SEE PLAN
8"
1' -
6"
1' - 0"
3" C
LR
8"
#4 @ 24" OC TRANS
2-#4 CONT
#4 Z-BAR @ 12" OC
#4 CONT @ 12" OC
LAP SEE SCHED
S-311
A3
GRID
FIN FLRSEE PLAN
TO GRADE BEAMSEE PLAN
SEE PLAN
VERT WALL REINF W/ STD HOOK INTO PIER CAP
EXT SLAB SEE ARCH
1/2" EXP MATL W/ CONT SEALANT
TRACK & ATTACHMENT BY OTHERS TYP
6" WALL STUDS BY OTHERS TYP
30# FELT JOINT
LINE OF GRADE BEAM BEYOND
PERIMETER INSUL SEE ARCH
SCHED BASE PL & AHR BOLTS
3" NON-SHRINK GROUT
DWLS W/ STD HOOK TO MATCH VERT PIER REINF TYP
B3
S-311
5/8" SEE B3/S-311
STEMWALL BEYOND
5/8"
SIM
TO GB ELSEE PLAN
FIN FLR ELSEE PLAN
DWL W/ STD HOOKTO MATCH VERT REINF INTO GRADE BEAM SEE SCHED FOR SIZE AND SPACING
GROUT ALL CELLS BELOWGRADE
2-#5 CONT IN BOND BEAM
30# FELT JOINT
SEE SCHED
EQEQ
SEE SCHED
EQ EQ
FIN FLR ELSEE PLAN
TOF ELSEE PLAN
3" C
LR
DWL W/ STD HOOKTO MATCH VERT REINF INTO GRADE BEAM SEE SCHED FOR SIZE AND SPACING
GROUT ALL CELLS BELOWGRADE SOLID
1-#4 CONT
30# FELT JOINT
2-#5 CONT IN BOND BEAM. EXTEND 24" BEYOND EACH SIDE OF OPENING
21
/SEE B5 S-711
FIN FLR EL
SEE ARCH
TO SLAB ELSEE PLAN
COLD-FORMED METAL FRAMING BY OTHERS TYP
WALLS PER PLAN
WOOD FLR SEE ARCH
PROVIDE DIAGONAL BRACING @ 8' - 0" OC MINIMUM EA DIRECTION ATTACH @ EA END W/ 3-#10 TEK SCREWS
#4 @ 12" OC EA WAY TOP & BOT
1' -
0"
3" C
LR
FIN FLR ELSEE ARCH
TO SLAB EL
SEE PLAN
1/8 1@12
CONT L4x4x1/4
COLD-FORMED METAL STUD FRAMING BY OTHERS
WOOD FLR SEE ARCH
NOTE: DECK DIRECTION MAY VARY SEE PLAN
3" C
LR
4"
1' -
0"
#4 @ 12" OC EA WAY TOP & BOT
GRID
FIN FLRSEE PLAN
TO GRADE BEAMSEE PLAN
SEE PLAN
VERT WALL REINF W/ STD HOOK INTO GRADE BEAM
EXT SLAB SEE ARCH
1/2" EXP MATL W/ CONT SEALANT
TRACK & ATTACHMENT BY OTHERS TYP
6" WALL STUDS BY OTHERS TYP
30# FELT JOINT
GRADE BEAM SEE SCHED FOR SIZE AND REINF
EQ 8" EQ2"
COMPRESSIBLE MATERIAL
PERIMETER INSUL SEE ARCH
5/8"
SEE SCHED
STEMWALL BEYOND
5/8"
SEE PLAN
GRADE BEAM BEYOND
AS REQD
4"
B3
S-311
CO
OR
DIN
AT
E W
/ FR
EE
ZE
R M
FR
10"
MA
X
FIN FLR EL
SEE PLAN
BAR TO MATCH SLAB REINF 1
2
1' - 4" 1' - 4"
COORD WITH ELECTRICAL CONTR
1/2" RADIUS TYP
3"
AD
JAC
EN
T G
RD
2' -
0"
BE
LOW
3-#5 CONT TYP
#5 @ 48" OC TYP
10" CONC SLAB W/ #5 @ 18" OC EA WAY TOP & BOT F'C = 4500 PSI W/ 4% - 7% AIR ENTRAINMENT
11
NOTE: PROVIDE SOIL/SITE PREPARATION FOR SPREAD FOUNDATIONS AS RECOMMENDED IN GEOTECHNICAL REPORT
6"
1/2" EXP MATL W/ CONT SEALANT TYP
EXT SLAB SEE ARCH
FIN FLR ELSEE PLAN
FIN FLR ELSEE PLAN
S-312
C5
S-312
C3
TO GB EL
SEE PLAN
FIN FLR EL
SEE PLAN
DWL W/ STD HOOKTO MATCH VERT REINF
GROUT ALL CELLS BELOWGRADE
2-#5 CONT IN BOND BEAM
30# FELT JOINT
FIN FLR EL
SEE PLAN
ACCESS FLOORING SEE ARCH
SEE SCHED
EQ EQ
8"
FIN FLR EL
SEE PLAN
CONT PL 1/2"x6" W/ 1/2"DIAx4" HAS @ 24" OC DISCONTINUE @ BM CONN AS REQD
8"
2-#4 CONT
S-501
D5
WATERPROOFING SEE ARCH
#4 U-BAR @ 12" OC
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:24
:34
AM
3/4" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-312
201704
03/23/2018
J ANDERSONC ROMERO
FOUNDATION SECTIONS
CASINO 4
Pricing Set - 95%
SCALE: 3/4" = 1'-0"A5PERIMETER FOUNDATION SECTION
SCALE: 3/4" = 1'-0"B5PERIMETER FOUNDATION SECTION
SCALE: 3/4" = 1'-0"C5ACCESS FLOORING SECTION
SCALE: 3/4" = 1'-0"D5EDGE OF EXT RAMP SECTION
SCALE: 3/4" = 1'-0"A4PERIMETER FOUNDATION SECTION
SCALE: 3/4" = 1'-0"C4PERIMETER FOUNDATION SECTION
SCALE: 3/4" = 1'-0"B4PERIMETER FOUNDATION SECTION
SCALE: 3/4" = 1'-0"D4PERIMETER FOUNDATION SECTION
SCALE: 3/4" = 1'-0"A3ACCESS FLOORING SECTION
SCALE: 3/4" = 1'-0"B3PERIMETER COLUMN FDN SECTION
SCALE: 3/4" = 1'-0"C3INTERIOR FOUNDATION SECTION
SCALE: 3/4" = 1'-0"D3INT CMU STEMWALL AT OPNG
SCALE: 3/4" = 1'-0"A2FLR FRAMING SECTION
SCALE: 3/4" = 1'-0"B2FLR FRAMING SECTION
SCALE: 3/4" = 1'-0"C2PERIMETER FOUNDATION SECTION
SCALE: 3/4" = 1'-0"D2DEPRESSED SLAB AT FREEZER
SCALE: 3/4" = 1'-0"A1EXTERIOR EQUIPMENT PAD SECTION
SCALE: 3/4" = 1'-0"B1ACCESS FLOORING SECTION
SCALE: 3/4" = 1'-0"C1INTERIOR FOUNDATION SECTION
SCALE: 3/4" = 1'-0"D1FLR FRAMING DETAIL
No. Description Date
3" C
LR
SEE SCHED
EQ EQ
GUARDRAIL SEE ARCH#4 DWL @ 18" OC
24
24
3/4" CHAMFER
30# FELT JOINT
VERT WALL REINF W/ STD HOOK INTO FTG
TO FTG ELSEE PLAN
TO RAMP ELSEE ARCH
8"
8"
8"
FIN FLR EL
SEE PLAN
5/8"
FIN FLR ELSEE PLAN
2' -
0"
8"
1' - 0"
EXT SLAB SEE ARCH
1/2" EXP MATL W/ CONT SEALANT
6" COLD-FORMED METAL STUDS BY OTHERS COLD-FORMED METAL
TRACK AND ATTACHMENT BY OTHERS
2-#5 CONT
#4 DWL W/ HOOK EA END @ 18" OC
FIN FLR ELSEE PLAN
2' -
0"
8"
1' - 0"
EXT SLAB SEE ARCH
1/2" EXP MATL W/ CONT SEALANT
2-#5 CONT
#4 DWL W/ HOOK EA END @ 18" OC
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:24
:35
AM
3/4" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-313
201704
03/23/2018
J ANDERSONC ROMERO
FOUNDATION SECTIONS
CASINO 4
Pricing Set - 95%
SCALE: 3/4" = 1'-0"A5EDGE OF INTERIOR RAMP SECTION
SCALE: 3/4" = 1'-0"B5FOUNDATION SECTION
SCALE: 3/4" = 1'-0"C5FOUNDATION SECTION @ DOOR
No. Description Date
11 3/8"
CONT L5x3x1/4 LLH TYP
3/16 2@12TYP
6" WALL STUDS BY OTHERS
GRIDGRID
FIELD VERIFY
BEAM SEE PLAN
CONT BENT PL SEE D2/S-712
COLUMN SEE PLAN
EJ FIELD VERIFY
EXISTINGCONSTRUCTION
NOTE:PROVIDE BLOCKOUT AS REQ'D FOR EXPANSION JOINT COVER
FIN FL ELSEE PLAN
VERT SLIDE CLIP BY OTHERS
CELLULAR DECK SEE SCHED
NOTE:CONTRACTOR TO COORDINATE CONCRETE PLACEMENT OVER DIFFERENT DECK TYPES. IF A CONSTRUCTION JOINT IS DESIRED,CONTRACTOR TO ENSURE WELDED WIRE MESH IS CONTINUOUS THRUJOINT.
GRID
L6x6x5/16x0'-6" TOP & BOT
EXISTING COLUMN
1/4
VERIFY
FIELD
HSS BEAM, SEE PLAN
PL 1/4" STIFF PL @ CL OF ANGLE
HSS COL, SEE PLAN
1/4
EXISTING BEAM TO REMAIN
L8x4x5/16x6" TOP & BOT
FIELD VERIFY
1/4
1/4" STIFF PL @ CL OF ANGLE
GRID
EXSITING CONSTRUCTION
GRID
VARIES FIELD VERIFY
CENTERLINE OF WIND GIRT
EJ SEE PLAN
ALL STUDS BY OTHERS
GRID
SEE PLAN
S-741
B4
FIN FLR EL
SEE PLAN
VERT SLIDE CLIP BY OTHERS
6" WALL STUDS BY OTHERS
GRID
SEE PLAN
FIN FLR EL
SEE PLAN
S-741
A4
VERT SLIDE CLIP BY OTHERS
6" WALL STUD BY OTHERS
S-541
B3
FIN FLR ELSEE PLAN
3/16 2 @ 24
1/8
3/16 2 @ 8
SEE ARCH
GUARDRAIL SEE ARCH
L5x3x1/4 LLH W/3/4" DIA x 2 1/2" HAS@ 24" OC
CONT [L6x4x5/16] LLV
FIN FLR EL
SEE PLAN
3" CLR
GRID
SEE PLAN
S-741
A4
FIN FLR EL
SEE PLAN
TYP
3" CLR
GRID
SEE PLAN
S-741
B4
FIN FLR EL
SEE PLAN
TYP
GRID
FIN FLR ELSEE PLAN
S-741
A4
SEE PLANEJ (BETWEEN FINISHES)
PLANSEE
EXIST WALL FIELD VERIFY
6" METAL STUD AND TRACK BY OTHERS
GRID
FIN FLR ELSEE PLAN
S-741
B4
2" PLANSEE
EXIST WALL FIELD VERIFY
1'
S-741
A4
eC
6" WALL STUDS BY OTHERS
VERT SLIDE CLIP BY OTHERS
GRID
SEEE PLAN
TOS ELSEE PLAN
WIND GIRT SEE PLAN
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:24
:38
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-321
201704
03/23/2018
J ANDERSONC ROMERO
FLOOR FRAMING SECTIONS
CASINO 4
Pricing Set - 95%
SCALE: 3/4" = 1'-0"A2FRAMING SECTION
SCALE: 3/4" = 1'-0"A3SECTION AT ROOF / EXISTING
SCALE: 1" = 1'-0"C3SECT AT MEZZANINE DECK CHANGE
SCALE: 3/4" = 1'-0"B2HSS HEADER TO EXISTING COLUMN
SCALE: 3/4" = 1'-0"E3EXISTING BM TO HSS COL
SCALE: 3/4" = 1'-0"B3SECTION AT EXISTING WIND GIRT
SCALE: 3/4" = 1'-0"A5FLOOR FRAMING SECTION
SCALE: 3/4" = 1'-0"B5FLOOR FRAMING SECTION
SCALE: 3/4" = 1'-0"C5FLOOR DECK TRANSITION
SCALE: 3/4" = 1'-0"E5FLOOR FRAMING SECTION
SCALE: 3/4" = 1'-0"A4FLOOR EXPANSION JOINT
SCALE: 3/4" = 1'-0"B4FLOOR EXPANSION JOINT
SCALE: 3/4" = 1'-0"C4FLOOR FRAMING SECTION
SCALE: 3/4" = 1'-0"E4FLOOR FRAMING SECTION
SCALE: 3/4" = 1'-0"C2FRAMING SECTION
SCALE: 3/4" = 1'-0"E2FRAMING SECTION
No. Description Date
TO
P C
HO
RD
OF
EX
IST
JO
IST
TO
P C
HO
RD
OF
EX
IST
JO
IST
L5x3
x1/4
LLV
L5x3x1/4 LLV
L5x3
x1/4
LLV
L5x3x1/4 LLV
NOTE: INSTALL OPENINGS INCOMPLIANCE WITH OSHA REQUIREMENTSINCLUDING 1926.754 OF 29 CFR
L5x3x1/4
L4x4x1/4
PLAN
3/16 2@12
L4x4x1/4
L4x4x1/4
3/16
EXISTING CONSTRUCTION
TOP OF WALLF.V.
GRID
6" WALL STUDS BY OTHERS
CONT TRACK & ATTACHMENT BY OTHERS
F.V.
GRID
BEAM SEE PLAN
CONT BENT PLSEE D5/S-311
DECK BEARING ELSEE PLAN
SEE PLANEJ
1/8
3/16 2-12
4-#10 TEK SCREWS TYP
TOP OF WALLEL SEE ARCH
L3x3x1/4 BRACE KICKERS @ 24"OC
3/16
S-541
B1
GLAZING OR DOOR, PER ARCH. DESIGN BY MFR, SEE GSN FOR ADD'T INFO
SEE PLAN
S-741
C4
EXISTING CONSTRUCTION
TOP OF WALLF.V.
GRID
6" WALL STUDS BY OTHERS
TRACK & ATTACHMENT BY OTHERS
SEE PLAN
GRID
BEAM SEE PLAN
DECK BRG ELSEE PLAN
SEE PLAN
PLAN
SEEEJ
1/8
4-#10 TEK SCREWS TYP
TOP OF WALL
EL SEE ARCH
S-741
C4
RIGID CLIP BY OTHERS
S-541
B1
GRID
BEAM SEE PLAN
TRACK & ATTACHMENT BY OTHERS TYP
6" WALL STUDS BY OTHERS TYP
DECK BEARING EL
SEE PLAN
TOP OF WALLSEE ARCH
WF WIND GIRTSEE PLAN
8"
SEE PLAN
CONT BENT PLSEE D5/S-311
HSS BLOCKING BETWEEN JOIST SEE PLAN
3/16 2-12
VERT SLIDE CLIP BY OTHERS S-331
B1
VERT SLIDE CLIP BY OTHERS TYP
GRID
TRACK & ATTACHMENT BY OTHERS
6" WALL STUDS BY OTHERS
DECK BEARING ELSEE PLAN
SEE PLAN
TOP OF WALLSEE ARCH
NOTE:DECK DIRECTION MAY VARY
VERT SLIDE CLIP BY OTHERS
S-741
C4
GRID
TRACK & ATTACHMENT BY OTHERS TYP
6" WALL STUDS BY OTHERS TYP
DECK BEARING ELSEE PLAN
TOP OF WALL
SEE ARCH
WF WIND GIRTSEE PLAN
8"
SEE PLAN
VERT SLIDE CLIP BY OTHERS
S-331
B1
VERT SLIDE CLIP BY OTHERS TYP
S-741
D5SIM
GRID GRIDFIELD VERIFY
TRACK & ATTCHMENT BY OTHERS
6" WALL STUDS BY OTHERS
EXISTING CONSTRUCTION
TOP OF WALL
FIELD VERIFY
DECK BEARING EL
SEE PLAN
EJ SEE PLAN
TOP OF WALL
SEE ARCH
RIGID CLIP BY OTHERS
S-741
C4
GRID GRIDF.V.
TRACK & ATTACHMENT BY OTHERS
6" WALL STUDS BY OTHERS
EXISTING CONSTRUCTION
DECK BEARING ELSEE PLAN
TOP OF WALL
FIELD VERIFY
EJ VARIES
TOP OF WALL
SEE ARCH
VERT SLIDE CLIP BY OTHERS
S-741
C4
DECK BRG EL
SEE PLAN
SEE S-711 FOR SKEWED OR STD BMTO BM CONNECTION
GRID
TRACK & ATTCHMENT BY OTHERS
TO WALL ELSEE ARCH
DECK BRG ELSEE PLAN
PLAN
SEE
1"
S-741
D5
VERT SLIDE CLIP BY OTHERS
6" WALL STUD BY OTHERS
GRID
TRACK & ATTACHMENT BY OTHERS
TO WALL ELSEE ARCH
DECK BRG EL
SEE PLAN
PLAN
SEE
S-741
C4
VERT SLIDE CLIP BY OTHERS
6" WALL STUDS BY OTHERS
S-331
B1
S-741
D5
DECK BRG ELSEE PLAN
GRID
SEE PLAN
SIM
GRID
DECK BRGSEE PLAN
MIN BRG2 1/2"
SEE GENERALSTRUCTNOTES
GRID
DECK BRGSEE PLAN
MIN BRG2 1/2" TYPICAL SEE
GENERALSTRUCTNOTES
HSS2 1/2x2 1/2x3/16 BTWN JOISTS
3/16
HSS TO WFBEAM
GRID
DECK BRG
SEE PLAN
MIN BRG2 1/2"
SEE GENERALSTRUCTNOTES
GRID
DECK BRG ELSEE PLAN
S-741
C4
PLAN
SEE
EXIST WALL FIELD VERIFY
CLR2"
CONN BY COLD-FORMED METAL FRAMING SUBCONTRACTOR
6" WALL STUDS BY OTHERS
NOTE: DECK DIRECTION VARIES
BEAM OR JOIST SEE PLAN
SEE PLAN
GRID
TOW EL
SEE ARCH
GLAZ SEE ARCH
S-741
D51/2" CLR
TRACK & ATTACHMENT BY OTHERS
6" WALL STUDS BY OTHERS
S-331
B1
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:24
:41
AM
3/4" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-331
201704
03/23/2018
J ANDERSONC ROMERO
ROOF FRAMING SECTIONS
CASINO 4
Pricing Set - 95%
SCALE: NTSA1TYPICAL ROOF OPENING > 12"
SCALE: 3/4" = 1'-0"D1SECTION AT STEEL ROOF EXIST
SCALE: 3/4" = 1'-0"B3ROOF FRAMING SECTION
SCALE: 3/4" = 1'-0"C2ROOF FRAMING SECTION
SCALE: 3/4" = 1'-0"C3ROOF FRAMING SECTION
SCALE: 3/4" = 1'-0"A3ROOF FRAMING SECTION
SCALE: 3/4" = 1'-0"D3SECTION AT CASINO ROOF PARAPET
SCALE: 3/4" = 1'-0"B2ROOF FRAMING SECTION
SCALE: 3/4" = 1'-0"A2SECTION AT EXISTING ROOF
SCALE: 3/4" = 1'-0"D4METAL DECK TRANSITION AT ROOF
SCALE: 3/4" = 1'-0"A5ROOF FRAMING SECTION
SCALE: 3/4" = 1'-0"B5ROOF FRAMING SECTION
SCALE: 3/4" = 1'-0"C5ROOF FRAMING SECTION
SCALE: 3/4" = 1'-0"D5ROOF FRAMING SECTION
SCALE: 3/4" = 1'-0"A4ROOF FRAMING SECTION
SCALE: 3/4" = 1'-0"B4ROOF FRAMING SECTION
SCALE: 3/4" = 1'-0"C4ROOF FRAMING SECTION
SCALE: 3/4" = 1'-0"B1TYPICAL STUD AT METAL DECK
SCALE: 3/4" = 1'-0"C1ROOF SECTION
No. Description Date
SEE PLAN
GRID
TOW EL
SEE ARCH
GLAZ SEE ARCH
S-741
C41/2" CLR
CONT 600T125-43
600S162-43 @ 16" OC
S-331
B1
S-741
D5
DECK BRG ELSEE PLAN
VERT SLIDE CLIP BY OTHERS
6" WALL STUDS BY OTHERS
e8
EXPANSION JOINT
TO WALL EL
SEE PLAN
EXISTING CONSTRUCTION FIELD VERIFY
7'
6" WALL STUDS BY OTHERS
eJ
EXISTING CONSTRUCTION FIELD VERIFY
EXPANSION JOINT
TO WALL EL
SEE PLAN
BO WALL ELSEE PLAN
T R
6" WALL STUDS BY OTHERS TYP
S-331
A5
S-331
B1
6" WALL STUDS BY OTHERS TYP
STEEL TRUSS SEE ELEVATION
SEE PLAN
BRG2 1/2" MIN
1/4 2
1/8 2
GRID
DECK BRG EL
SEE PLAN
BRG4" MIN
SEE GENERALSTRUCTNOTES
GRID
DECK BRG EL
SEE PLAN
S-541
D1
4" MIN BRG
1 - #4 CONT
2 - #5 CONT IN BOND BEAM
SEE PLAN
1 - #5x3' - 0" W/ STD HOOK EA END @ 16" OC INTO SLABS
3/4"
CLR
3/4" CHAMFER
D'e8
S-331
A5
EXISTING CONSTRUCTION FIELD VERIFY
SEE PLANEJ BETWEEN FINISHES
NEW BEAM SEE PLAN
NEW CONT L4x4x3/8
NEW RIGID CLIP @ EA EXISTING STUD BY OTHERS
NEW CONT TRACK AT TOP OF NEW OPENING BY OTHERS
3/16 2@12
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:24
:46
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-332
201704
03/23/2018
J ANDERSONC ROMERO
ROOF FRAMING SECTIONS
CASINO 4
Pricing Set - 95%
SCALE: 3/4" = 1'-0"A5ROOF SECTION
SCALE: 3/4" = 1'-0"B4ROOF SECTION
SCALE: 3/4" = 1'-0"D5ROOF SECTION
SCALE: 3/4" = 1'-0"A4ROOF SECTION
SCALE: 3/4" = 1'-0"D3LH JOISTS BEARING @ WF GIRDER
SCALE: 3/4" = 1'-0"C3LH JOISTS BEARING @ WF GIRDER
SCALE: 1" = 1'-0"B3SAFER ROOM SLAB BRNG ON CMU
SCALE: 3/4" = 1'-0"A3ROOF FRAMING SECTION
SCALE: 3/4" = 1'-0"D4NEW BEAM AT EXISTING WALL
No. Description Date
DN
UP
9
G
CHANNEL STRINGER
CHANNEL STRINGER
1A5
S-561
HSS10x10x1/4
9
G
CHANNEL STRINGER
CHANNEL STRINGER
HSS10x10x1/4
W16x26 (22)
11
2
B3
S-561
4 5
A
S-201
A4
CHANNEL STRINGER
CHANNEL STRINGER
1
A.02
4.84.2
S-203
C5
A.01
S-203
D5S-203
C4
S-203
D4
2' -
1 3
/8"
8' -
3 1
/4"
3' - 1 3/8" 22' - 8 1/2" 2' - 6 1/8"
4 5
A
S-201
A4
W12x45W12x45
CHANNEL STRINGER
CHANNEL STRINGER
CHANNEL STRINGER
CHANNEL STRINGER
CHANNEL STRINGER
CHANNEL STRINGER
CH
AN
NE
L S
TR
ING
ER
CH
AN
NE
L S
TR
ING
ER
CH
AN
NE
L H
EA
DE
R
CH
AN
NE
L H
EA
DE
R
11
1
22
A.02
4.84.2
S-203
C5
A.01
S-203
D5S-203
C4
S-203
D4
2' -
1 3
/8"
8' -
3 1
/4"
3' - 1 3/8" 22' - 8 1/2" 2' - 6 1/8"
4 5
A
S-201
A4
DECK BRG= 137' - 4 3/4"
W16x31
W12x45W12x45
CHANNEL STRINGER
CHANNEL STRINGER
CHANNEL STRINGER
CHANNEL STRINGER
CH
AN
NE
L H
EA
DE
R
CH
AN
NE
L S
TR
ING
ER
CH
AN
NE
L H
EA
DE
R
1
1
22
A.02
4.84.2
S-203
C5
A.01
S-203
D5S-203
C4
S-203
D4
2' -
1 3
/8"
8' -
3 1
/4"
3' - 1 3/8" 22' - 8 1/2" 2' - 6 1/8"
1'
D'
e8
eB1
eC18' - 2 7/8" 4' - 0"
1' - 2 5/8"
1' -
11
7/8"
4' -
6"
10' -
2 3
/8"
HSS10x10x1/2
EXIST W14x74
P21
BP3A5
S-311
A5
S-311W1
GB1
GB
1
W1
C5
S-311
P1
---
P1
---
14
E
17' -
2"
17' -
2"
14' -
6 1
/8"
12' - 6 3/4" 9' - 7 1/8"
SG5
12' - 10 3/4" 7' - 0 5/8" 5' - 9 5/8"
35' -
0"
4' -
6"
9' -
8 1
/8"
5' -
3 1
1/16
"
FIN FLR EL= 95' - 0"
W4
W4
W4
W4
W4
W4
W4
W4
GB3
GB3
GB3
GB
3
GB
3
GB
3
GB
3
GB
3
GB
3
P20
---
P20
---
P20
---
P7
---
P7
---
P7
---
C5
S-561
C5
S-561
D5
S-312
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:24
:51
AM
1/4" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-401
201704
03/23/2018
J ANDERSONC ROMERO
ENLARGED PLANS
CASINO 4
Pricing Set - 95%
GENERAL SHEET NOTES
SHEET KEYNOTE
SCALE: 1/4" = 1'-0"A4ENLARGED STAIR FOUNDATION PLAN
SCALE: 1/4" = 1'-0"B4ENLARGED STAIR FRAMING PLAN
SCALE: 1/4" = 1'-0"A2ENLARGED STAIR FOUNDATION PLAN
SCALE: 1/4" = 1'-0"B2ENLARGED STAIR FRAMING PLAN
SCALE: 1/4" = 1'-0"C2ENLARGED STAIR FRAMING PLAN
1. 2" CONCRETE FILLED STAIR TREAD REINFORCED WITH 6x6-W2.1xW2.1 WELDED WIRE FABRIC CENTERED IN CONCRETE OVER FOLDED METAL PAN BY OTHERS.
2. 4" CONCRETE LANDING SLAB REINFORCED WITH 6x6-W2.1xW2.1 WELDED WIRE FABRIC CENTERED IN CONCRETE OVER METAL PAN BY OTHERS WITH STIFFENERS AT 24" ON CENTER, MAXIMUM. FINISH LANDING ELEVATION - SEE ARCHITECTURAL DRAWINGS.
1. COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH ARCHITECTURAL DRAWINGS.
2. SEE SHEET S-561 FOR TYPICAL VERTICAL CIRCULATION SECTIONS AND DETAILS.
SCALE: 1/4" = 1'-0"C4ENLARGED FOUNDATION PLAN
SCALE: 1/4" = 1'-0"A1LOWER STORAGE ROOM FOUNDATION PLAN
No. Description Date
6"
1"
GRID
1/4
PL 3/8" TYP
PL 3/4"x6"x0' - 9" W/ 2-3/4"DIA A325 BOLTS TYP
1/4" CAP PL
3"
STABILIZER PL 3/4"x6"x0' - 9" W/ 13/16"DIA HOLE DO NOT WELD BOT CHORD TO PL
DECK BRG EL
SEE PLAN
GRID
GRID
SE
E P
LAN
PLAN
3"3"
1 1/2"
OUTSIDE FACE OF PERIMETER STUD WALL
WIND GIRT SEE PLAN
COLUMN SEE PLAN W/ 3/4" STIF PL @ WIND GIRT 3/8" THRU PL CENTERED IN
DEPTH OF WIND GIRT W/ 3-3/4" DIA BOLTS IN STD HOLES
5/16
1/4 8
1"
FUTURE OPERABLE PARTITION SUPPORT
BO TRUSS/BEAM
NEW BEAM SEE PLAN
EXISTING WIND GIRT FIELD VERIFY
NEW POST SEE PLAN
L8x8x1/2x0' - 6" W/ 2-3/8" STIF PL (ALIGN WITH FACE OF COLUMN, EA SIDE)
L8x8x1/2x0' - 6" 3/16
3/16
1/4
1/4
1/4
L4x4x3/8x0' - 4" EA SIDE OF POST
3/16
3 SIDESTYP
TOS EL
SEE PLAN
1/4 2 1/2"
PL 1/2"x8"x BM DEPTH W/ 4-5/8"DIA x4 3/4" EMBED HAS
3"3"
3"
PL 1/2" W/ 3-3/4"DIA A325 BOLTS IN SHORT HORIZ SLOTS
2"
2"2"
2"
10"
8"
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:24
:52
AM
3/4" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-501
201704
03/23/2018
J ANDERSONC ROMERO
FRAMING DETAILS
CASINO 4
Pricing Set - 95%
SCALE: 3/4" = 1'-0"A4JOIST GIRDERS TO HSS COL
SCALE: 3/4" = 1'-0"B5WIND GIRT TO COLUMN CONNECTION
SCALE: 3/4" = 1'-0"C5OPERABLE PARTITION SUPPORT DTL
SCALE: 3/4" = 1'-0"B4NEW BEAM AND POST EXISTING
SCALE: 3/4" = 1'-0"D5BEAM TO CONC WALL DETAIL
No. Description Date
CAP PL @TOP OF COL
3"3"
3"
2 1/2"
GRID
TOS EL
SEE PLAN
SHEAR TAB TYPICAL
3"3"
3"3"
GRID
TOS EL
SEE PLAN
1/4TYP 1/2 STIF PL TYP
2 1/2"
SHEAR PLATE TYP
NOTE: AT SIM LOCATIONS PROVIDE 1" A490 BOLTS SEE PLAN
3"3"
3"3"
2 1/2"
GRID
TOS EL
SEE PLAN
SHEAR TAB TYPICAL
2"
GRID
1/4
TOS ELSEE PLAN
PL 1/2" W/ 4 BOLTS
L3x3x1/4 DIAG BRACE FROM BOT FLANGE OF BEAM TO TOP CHORD OF NEAREST JOIST
3/8" STIF PL EACH SIDE
L3x3x1/4 DIAG BRACE FROM BOT FLANGE OF BEAM TOTOP CHORD OF NEAREST JOIST
3/8" STIF PL EACH SIDEPL 1/2" W/ 4 BOLTS
2" TYP
1/4
GRID
SEE PLAN
TOS ELSEE PLAN
CLIP ANGLE TYPICAL
NOTE: SHOP BOLT ANGLE TO GIRDER
GRID
3"3"
3"3"
2 1/2"
TOS ELSEE PLAN
3"3"
3"
2 1/
2"3"
3"3"
3"
2 1/2"
DECK BRG ELSEE PLAN
GRID
NOTE: SHOP BOLT ANGLES TO GIRDER
CLIP ANGLE TYPICAL
2 1/
2"
DOUBLE CLIP ANGLE
NOTE: COPE BEAM AS REQUIRED
3"3"
3"
DECK BRG ELSEE PLAN
1/4
DOUBLE CLIP ANGLE
DECK BRG EL
SEE PLAN
NOTE: COPE BEAM AS REQUIRED
3"3"
2 1/
2"
SHEAR TAB
TOS EL
SEE PLAN
OO
30 < O < 60 60 < O < 90
5/16
NOTE: COPE FLANGES AS REQD
3/8
INCREASE GAPPER AWS D1.1
3"3"
3"
TYPM
2 1/2"SHEAR TAB W/ BOLTS IN STD HOLES
GRID
TOS ELSEE PLAN
3"3"
3"
M
2 1/2"SHEAR TAB W/ BOLTS IN STD HOLES
TYP
GRID
TOS EL
SEE PLAN
3"
GRID
CAP PL @TOP OF COL
2- 1/2" DIA A325BOLTS TYP
L4x4x3/8x0'-6" W/3/8" STIF PL
PL 1/2"x6"x0'-6" W/13/16" DIA HOLE1/4
3/16
GRID
2- 1/2" DIA A325BOLTS TYP
L4x4x3/8x0'-6" W/3/8" STIF PL
PL 1/2"x6"x0'-6" W/13/16" DIA HOLE
CAP PL @TOP OF COL
NOTE: DO NOT WELD BOTTOM CHORD TO STABILIZER PLATE
1/4TYP
3/16
3"
DECK BRG ELSEE PLAN
2- 1/2" DIA A325BOLTS TYP
L4x4x3/8x0'-6" W/3/8" STIF PL
PL 1/2"x6" W/13/16" DIA HOLE
3/16
GRID
NOTE: DO NOT WELD BOTTOM CHORD TO STABILIZER PLATE
TOP OF COL@ ROOF
1/4
3"
6"
DECK BRG ELSEE PLAN
BENT PL 3/8"x6"x1'- 4"x0'- 10"
1/4
3/16
NOTE: COORDINATE LOCATIONSWITH ARCHITECTURAL DRAWINGS
1. PROVIDE 1/4" CAP PLATE AT THE TOP OF ALL HOLLOW STRUCTURAL STEEL (HSS) COLUMNS UNLESS NOTED OTHERWISE.
2. PROVIDE 1/4" CAP PLATE AT THE TOP OF ALL PIPE COLUMNS UNLESS NOTED OTHERWISE.
3. PROVIDE 1/2" CAP PLATE AT THE TOP OF ALL WIDE FLANGE COLUMNS UNLESS NOTED OTHERWISE.
4. PROVIDE 1/4" END PLATE AT ALL EXPOSED HSS MEMBERS UNLESS NOTED OTHERWISE.
5. ALL CONNECTION CLIP ANGLES SHALL BE [L4x4x3/8] UNLESS NOTED OTHERWISE. BOLT ANGLE TO SUPPORTING MEMBER UNLESS NOTED OTHERWISE.
6. ALL CONNECTION SHEAR TABS SHALL BE PL 3/8" UNLESS NOTED OTHERWISE. PROVIDE 5/16" FILLET WELD EACH SIDE OF SHEAR TAB TO SUPPORTING MEMBER.
7. ALL BOLTS SHALL BE 3/4 " DIAMETER A325N IN SHORT SLOTS AS FOLLOWS UNLESS NOTED OTHERWISE:
2 @ W8, W103 @ W124 @ W14, W165 @ W18, S216 @ W247 @ W278 @ W309 @ W3310 @ W3611 @ W4012@ W44
PL 3/8" TYP
L5x5x1/2 DIAGONAL BRACE @ 5'-0" OC ATTACH TO TOP FLANGE OF ADJACENT BEAM
5/16 6TYP
5/16TYP
GRID
1/2" CAP PL
HSS OR WF COLUMN SEE PLAN
HSS SEE PLAN
3/16
BOS EL
SEE ARCH
TOS ELSEE PLAN
1/4
PL 1/2" x BEAM WIDTH
GRID
8" MIN 5/8" STIF PL
1/4
3/16
4"
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:24
:55
AM
3/4" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-541
201704
03/23/2018
J ANDERSONC ROMERO
STEEL DETAILS
CASINO 4
Pricing Set - 95%
SCALE: 3/4" = 1'-0"B5BEAM TO COLUMN CONN
SCALE: 3/4" = 1'-0"D5BEAM TO COLUMN WEB CONN
SCALE: 3/4" = 1'-0"C5BEAM TO COLUMN FLANGE CONN
SCALE: 3/4" = 1'-0"B4BEAM OVER COLUMN CONN
SCALE: 3/4" = 1'-0"A4BEAM OVER COLUMN CONN
SCALE: 3/4" = 1'-0"B3TYPICAL BEAM TO BEAM CONN
SCALE: 3/4" = 1'-0"C3BEAM TO BEAM CONNECTION
SCALE: 3/4" = 1'-0"D3BEAM TO BEAM CONN
SCALE: 3/4" = 1'-0"A2BEAM TO BEAM CONN
SCALE: 3/4" = 1'-0"B2SKEWED BEAM TO BEAM CONN
SCALE: 3/4" = 1'-0"C2BEAM TO BEAM MOMENT CONN
SCALE: 3/4" = 1'-0"D2BEAM TO BEAM MOMENT CONN
SCALE: 3/4" = 1'-0"C4JOISTS TO COLUMN CONN
SCALE: 3/4" = 1'-0"D4JOIST TO COLUMN FLANGE CONN
SCALE: 3/4" = 1'-0"A3JOIST TO COLUMN CONN
SCALE: 3/4" = 1'-0"A1BEAM TO JOIST CONNECTION
SCALE: 3/4" = 1'-0"A5TYPICAL STEEL CONN NOTES
SCALE: 3/4" = 1'-0"B1DIAG ANGLE BRACE CONN
SCALE: 3/4" = 1'-0"C1HSS TO COLUMN CONNECTION
SCALE: 3/4" = 1'-0"D1BEAM TO BEAM CONN
No. Description Date
PL 5/8" W/ 1"DIA BOLTS IN SHORT SLOTS AS FOLLOWS:2 @ W10, W123 @ W144 @ W16, W185 @ W216 @ W247 @ W278 @ W309 @ W3310 @ W36
2 1/2"
3"3"2"
JOIS
T S
EA
T D
EP
TH
5/16
DECK BRG EL
SEE PLAN
3"3"
3"
2 1/2" TYP
SHEAR TAB WITH BOLTS IN STD HOLES
TRUSS TOP CHORD SEE ELEVATION
BEAM SEE PLAN
CAP PL @TOP OF COL
3"3"
3"
GRID
TOS EL
SEE PLAN
DOUBLE CLIP ANGLES W/ BOLTS IN STD HOLES TYPICAL
2 1/2"
GRID
GRID
GRID
BENT PL W/ 3-3/4" DIA BOLTS IN STD HOLES
COLUMN SEE PLAN
TRUSS BOTTOM CHORD SEE ELEVATION
BEAM SEE PLAN
3/8" SHEAR TAB W/ 3/4" DIA BOLTS IN VERT SLOTTED HOLES
PL 3/8"x6"x0' - 8"
PLAN
GRID
1/43 SIDES
3/8
3"3"
1/2"
1/43 SIDES
CJP
BENT BEAM SEE PLAN
RIDGE LINE SEE PLAN
GRID
TOS EL
SEE PLAN
CONTINUITY PL TO MATCH BEAM FLANGE THICKNESS TYP
SHEAR TAB W/ BOLTS IN STD HOLES
2 1/2"
3"3"
3"
REMOVEBACK UP BAR
TYP
M
1/4
2 SIDESTYP
1/4
1/2"EFFECTIVE
THROAT PJPTYP
1/4TYP
3"3"
3"3"
3"
GRID
5/16
TYP
3/4" CAP PL
SHEAR TAB W/ BOLTS IN STD HOLES
1/4
TOS ELSEE PLAN
M
2 1/2"
GRID
BENT PL 3/8" W/ 3/4"DIA BOLTS IN STD HOLES
1/43 SIDES
BEAM SEE PLAN
COLUMN SEE PLAN
PLAN
DOUBLE CLIP ANGLES (ONE EA SIDE) TYPICAL
NOTE: SHOP BOLT ANGLE TO GIRDER
GRID
3"3"
3"3"
2 1/2"
TOS EL
SEE PLAN
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:24
:57
AM
3/4" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-542
201704
03/23/2018
J ANDERSONC ROMERO
STEEL DETAILS
CASINO 4
Pricing Set - 95%
SCALE: 3/4" = 1'-0"A5BEAM TO BEAM CONNECTION
SCALE: 3/4" = 1'-0"B5BEAM TO TRUSS TOP CHORD
SCALE: 3/4" = 1'-0"C5BEAM TO COLUMN CONN
SCALE: 3/4" = 1'-0"A4FRAMING DETAIL
SCALE: 3/4" = 1'-0"D5BENT BEAM DETAIL
SCALE: 3/4" = 1'-0"B4BEAM TO COL MOMENT CONN
SCALE: 3/4" = 1'-0"C4BEAM TO COL FLANGE MOMENT CONN
SCALE: 3/4" = 1'-0"D4BEAM TO COLUMN FLANGE CONN
SCALE: 3/4" = 1'-0"A3TYPICAL BEAM TO BEAM CONN
No. Description Date
21
FIN FLR ELSEE PLAN
8"
NOTE: SEE ARCH FORRISE AND RUN
2-#4 CONT
ANGLE AND ANCHOR BY OTHERS
7" 1' - 0" 7"
1" TYP
6" TYP
ABRASIVE NOSING SEE ARCH
#4 @ 12" OC EA WAY
NOTE: SEE ARCH FOR RISE AND RUN
30# FELT JOINT
2-#4 CONT8"
FIN FLR EL
SEE PLAN
8"
VE
RIF
Y W
/ ELE
V M
FR
4' -
0"
8"
2' - 0"
FIN FLR
SEE PLAN
CONT L4x4x3/8 W/ 1/2" DIAx3 1/2" EMBED EXP AHR @ 24" OC AT ELEV DOOR ONLY
CONT 2x4 KEYWAY
PIER CAP SEE SCHED
#4 @ 12"OC EA WAY
12 12PIER SEE SCHED
PIER CAP, SEE PLAN
GALV GRATING
GALV CONT L1 1/2x1 1/2x1/4W/ 1/2" DIAx3 1/2" HAS@24"OC
#4 @ 12" OC
CO
OR
D W
/ MF
R8"
MIN
30# FELT JOINT AT INT SLABS1/2" EXP MATL W/ CONT SEALANT AT EXT SLABS
2-#4 CONT2-#4 CONT
2-#4 CONT2-#4 CONT
NOTE:SEE ARCH FOR REQUIRED RAMP SLOPE
8" 8"
8"
FIN FLR ELSEE PLAN
FIN FLR ELSEE PLAN
8" 8"
30# FELT JOINT AT INT SLABS1/2" EXP MATL W/ CONT SEALANT AT EXT SLABS
4" CONC LANDING SLAB OVER METAL LANDING PAN BY OTHERS
STAIR FRAMING BY OTHERS
FIN LANDING ELSEE ARCH
NOTE:SEE ARCH FORRISE AND RUN
BRG SEAT WELDED TO STRINGER TYPICAL
BLOCK OUT SLABPOUR AS REQD
END CLOSURE PLATEAS REQD TYPICAL
PAN SUPPORTS BY OTHERS
FOLDED PAN BY OTHERS TYP
FIN FLR ELSEE PLAN
6"
NOTE: TREADS AND RISERS NOT SHOWN FOR CLARITY. SEEARCH FOR RISE AND RUN
STAIR FRAMING BY OTHERS
4" CONC LANDING SLAB OVER METAL LANDING PAN BY OTHERS
FIN LANDING ELSEE ARCH
1/4TYP
SECTION
PLANPL 1/2"x8"x2'-4"
HSS6x6x1/4
NOTE: COORDINATEEXACT LOCATION WITHELEVATOR MANUFACTURER
4"1'
- 8
"4"
1/4
PL 1/2"x6"
1/4
1/2" DIA BOLTIN LONG VERTSLOTS
6"
ELEVATOR RAIL SUPPORT TO BEAM
ELEVATOR RAIL SUPPORT TO JOIST
1/8
CONT BENT PL 1/4"x4"x0'-8"W/ 1/2" DIA BOLT IN LONGVERT SLOTS
11 7/8"COORD
W/ ARCH
4"1'
- 8
"4"
NOTE: COORDINATE EXACTLOCATION WITH ELEVATORMANUFACTURER
1/4TYP
PL 1/2"x8"x2'-4"
HSS6x6x1/4
PLAN
1/4TYP
4" CONC LANDING SLAB OVER METAL LANDING PAN BY OTHERS
TO LANDING EL
SEE PLAN
PAN STIF @ 24" OC MAXIMUMSTAIR FRAMING BY OTHERS
CONT L4x4x3/8x0' - 4" W/ 1/2" DIA x 6" EMBED EXP AHR EA SIDE
RAIL SUPPORT SEE PLAN 1/4
GRID
PLAN
SEE
RAIL SUPPORT SEE PLAN
1/4
PL 1/2"x[X"]"x0'- 10" W/ 2 1/2" DIA x 3 1/2" EMBED EXP AHR
NOTE: SEE SECTIONS FOR ADDITIONAL INFORMATION REGARDING FLOOR SLAB
6"
PL 1/2"x6"
1/2" DIA BOLT IN LONG VERT SLOTS
1' - 0"
2"
CONT L6x6x5/16 W/ 1/2" DIA x 3" HAS @ 24" OC
FIN FLR ELSEE PLAN
CONT L4x4x3/8 @ ELEV DOOR ONLY
1/4 2 @ 12
PL 3/8" @ 24" OC
3/16
3/16
2"
CONT L6x6x5/16 W/ 1/2" DIA x 3" HAS @ 24" OC
FIN FLR EL
SEE PLAN
CONT L4x4x3/8 @ ELEV DOOR ONLY
2 - #5 CONT IN BOND BEAM
1/2" DIA x 4" HAS @ 24" OC
3/16 2 @ 24
FIN FLR EL
SEE PLAN
SEE SCHED FOR WALL REINF
CONT 2x4 KEY
CONT L4x4x3/8 W/ 1/2"Øx3 1/2" EMBED EXP AHR @ 24" OC @ ELEV DOOR ONLYDWLS TO MATCH
VERT WALL REINF
CONT WATER STOP
PIER SEE SCHED
W/ E
LEV
MA
NU
F
4' -
0"
VE
RIF
Y
2"
FIN FLR ELSEE PLAN
SEE SCHED FOR WALL REINF
CONT 2x4 KEY
DWLS TO MATCH VERT WALL REINF
CONT WATER STOP
PIER SEE SCHED
4' -
0"
- V
ER
IFY
W/ E
LEV
MF
R
ACCESS FLOORING SEE ARCH
8"
8"30# FELT JOINT
2-#4 CONT
FIN FLR ELSEE PLAN
NOTE: SEE ARCH FORRISE AND RUN
3-#4 CONT
1' - 6"
1' -
6"
#4 @ 48" OC TRANS
EXT SLAB SEE ARCH
1/2" EXP MATL W/ CONT SEALANT
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:25
:00
AM
3/4" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-561
201704
03/23/2018
J ANDERSONC ROMERO
TYPICAL VERTICAL CIRCULATIONDETAILS
CASINO 4
Pricing Set - 95%
SCALE: 3/4" = 1'-0"A5TYPICAL STAIR BASE DETAIL
SCALE: 3/4" = 1'-0"B5TYPICAL CONC STAIR SECTION
SCALE: 3/4" = 1'-0"D5ELEVATOR PIT SECTION
SCALE: 3/4" = 1'-0"A4ELEVATOR SUMP PIT SECTION
SCALE: 3/4" = 1'-0"C5TYPICAL RAMP SECTION
SCALE: 3/4" = 1'-0"D4STAIR LANDING SECTION
SCALE: 3/4" = 1'-0"B3STAIR STRINGER AT LANDING
SCALE: 3/4" = 1'-0"C3INTERMEDIATE LANDING SECTION
SCALE: 3/4" = 1'-0"D3ELEV RAIL BRACKET SUPPORT
SCALE: 3/4" = 1'-0"C2ELEV RAIL SUPPORT TO ROOF
SCALE: 3/4" = 1'-0"A2ELEV RAIL BRACKET SUPPORT
SCALE: 3/4" = 1'-0"A3STAIR LANDING SECTION
SCALE: 3/4" = 1'-0"B4ELEVATOR PIT SECTION
SCALE: 3/4" = 1'-0"B2ELEVATOR DETAIL
SCALE: 3/4" = 1'-0"D2ELEVATOR OPENING SECTION
SCALE: 3/4" = 1'-0"A1ELEVATOR OPENING SECTION
SCALE: 3/4" = 1'-0"B1ELEVATOR FOUNDATION SECTION
SCALE: 3/4" = 1'-0"C1ELEVATOR FOUNDATION SECTION
SCALE: 3/4" = 1'-0"C4CHANNEL DETAIL
SCALE: 3/4" = 1'-0"D1STAIR BASE DETAIL
No. Description Date
REINFORCING LAP SCHEDULE
REINFORCEMENT TYPE #6 AND SMALLER (#db)
CONTINUOUS WALL FOOTINGS AND STEMWALLS
#7 AND LARGER (#db)MINIMUM LENGTH (IN) COMMENTS
RETAINING WALLS AND BASEMENT WALL VERTICAL REINFORCING
RETAINING WALLS AND BASEMENT WALL HORIZONTAL REINFORCING
CONCRETE COLUMNS NOT SUPPORTING LATERAL FORCES
CONCRETE COLUMNS SUPPORTING LATERAL FORCES
TOP FLEXURAL REINFORCEMENT, INCLUDING BEAMS, GRADE BEAMS, AND COMBINED COLUMN FOOTING AT BRACED FRAME AND MOMENT FRAMESBOTTOM FLEXURAL REINFORCEMENT, INCLUDING BEAMS, GRADE BEAMS, AND COMBINED COLUMN FOOTING AT BRACED FRAME AND MOMENT FRAMES
SLABS-ON-GRADE
MINIMUM EMBEDMENT OF STANDARD HOOKS INTO CONCRETE BASE
ALL REBAR LAPS IN CMU
30
57
57
30
57
57
57
30
16
30
72
72
30
72
72
55
30
16
18
12
12
12
12
12
12
12
6
12
INCREASE LENGTH FOR # 11 BARS AND LARGER BY A FACTOR OF 1.4
3000 PSI 4000 PSI 5000 PSI
30
50
50
30
50
50
50
30
14
30
45
45
30
45
45
45
30
12
3000 PSI 4000 PSI 5000 PSI
30
56
56
30
56
56
56
30
14
30
62
62
30
62
62
62
30
14
7272
GRIDGRID
GRID
GRID
TYPE 2TYPE 1
PIER-SEE SCHED FOR SIZE AND REINF
PIER CAP-SEE SCHED FOR REINF
PIER-SEE SCHED FOR SIZE AND REINF TYP
PIER CAP-SEE SCHED FOR REINF
U.N.O ON PLAN
EQ
U.N.O ON PLAN
EQ
SCHED 'A'
U.N
.O O
N P
LAN
EQ
U.N
.O O
N P
LAN
EQ
SC
HE
D 'B
'
EQ EQ
EQ
EQ
SC
HE
D 'B
'
SCHED 'A'
GRID
GRID
TYPE 3
PIER-SEE SCHED FOR SIZE AND REINF
PIER CAP-SEE SCHED FOR REINF
EQ EQ
SCHED 'A'
SE
E P
LAN
2' -
0"
SC
HE
D 'B
'GRID
GRID
TYPE 4
PIER-SEE SCHED FOR SIZE AND REINF
PIER CAP-SEE SCHED FOR REINF
SEE PLAN
SCHED 'A'
PLA
N
SE
E
SC
HE
D 'B
'
2' - 6"
2' -
6"
TYPE 5
PIER-SEE SCHED FOR SIZE AND REINF TYP
PIER CAP-SEE SCHED FOR REINF
SC
HE
D 'B
'
SCHED 'A'
2' -
0"
2' - 0"2' - 0"
2' -
0"
GRID
GRID
SE
E P
LAN
SEE PLAN
6"6"
APPROVED MATERIAL FIELD VERIFY
DWLS TO MATCH VERT PIER REINF TYP
SCHED PIER CAP REINF
VERT REINF SEE SCHED
PROVIDE 1'-6" LAP TYP
TIES SEE SCHED
SEE SCHED
CLR
1' -
0"
TO PIER CAP EL
SEE PLAN
FIN FLR ELSEE PLAN
4"4"
PLA
N
SE
ES
EE
SC
HE
D
LE
NG
TH
AC
I DE
VE
LOP
ME
NT
TYPE 'A'
PIER CAP SEE SCHED
PIE
R E
MB
ED
APPROVED MATERIAL FIELD VERIFY
DWLS TO MATCH VERT PIER REINF TYP
VERT REINF SEE SCHED
PROVIDE 1'-6" LAP TYP
TIES SEE SCHED
SEE SCHED
CLR
1' -
0"
FIN FLR ELSEE PLAN
PIE
R E
MB
ED
APPROVED MATERIAL FIELD VERIFY
DWLS TO MATCH VERT PIER REINF TYP
SCHED GRADE BEAM REINF
VERT REINF SEE SCHED
PROVIDE 1'-6" LAP TYP
TIES SEE SCHED
SEE SCHED
CLR
1' -
0"
TO GRADE BEAM EL
SEE PLAN
FIN FLR ELSEE PLAN
PLA
N
SE
E
BE
AM
SC
HE
D
SE
E G
RA
DE
GRADE BEAM SEE SCHED
PIE
R E
MB
ED
TYPE 'B' TYPE 'C'
PLA
N
SE
E
LE
NG
TH
AC
I DE
VE
LOP
ME
NT
2' -
0"
MIN
PIER SPLICE
NOTE: PIER EMBEDMENT LENGTHS ARE MINIMUM LENGTHS. ACTUAL LENGTHS REQUIRED TO BE VERIFIED DURING PLACEMENT BY A QUALIFIED REPRESENTATIVE OF THE GEOTECHNICAL ENGINEER TO VERIFY COMPETENT AND/OR UNWEATHERED SHALE EMBEDMENT.
COMPETANT
MATERIALBROWN OR GREY WEATHERED SHALE OR GREY FILLISE SHALEAS DETERMINED BY GEO-TECHNICAL ENGINEER
COMPETANT
MATERIAL
COMPETANT
MATERIAL
TO PIER EL
SEE PLAN
NOTE: CONTRACTOR TO CONTACT STRUCTURAL ENGINEER IF ANY EXISTING PIERS ARE DISCOVERED AND IF THEY ARE LOCATED LESS THAN 2 PIER DIAMETERS OF A NEW PIER.
PROVIDE STDHOOKS AS SHOWN
BROWN OR GREY WEATHERED SHALE OR GREY FILLISE SHALEAS DETERMINED BY GEO-TECHNICAL ENGINEER
BROWN OR GREY WEATHERED SHALE OR GREY FILLISE SHALEAS DETERMINED BY GEO-TECHNICAL ENGINEER
LEN
GT
H
AC
I DE
VE
LOP
ME
NT
WIDTH
DE
PT
H (
d)
GRADE BEAM NOTES:
REBAR SPLICES AT TOP REINFORCINGAND MIDDLE REINFORCING SHALL BE LOCATED AT MIDSPAN BETWEEN SUPPORTS
REBAR SPLICES AT BOTTOM REINFORCING SHALL BE LOCATED AT SUPPORTS.
REBAR SPLICE LENGTHS SHALL BE AS REQUIRED PER GENERAL STRUCTURAL NOTES.
REBAR SUPPLIER SHALL SUBMIT SHOP DRAWINGS SHOWING LOCATIONS ANDLENGTHS OF SPLICES FOR ENGINEER APPROVAL.
TIE SPACING TO START AT d/2 FROM FACE OF SUPPORT
CONT TOP REINF SEE SCHED
2-#5 CONT REINF MID
CONT BOT REINF SEE SCHED
TIESSEE SCHED
3 1/
2"2'
- 5
"3
1/2"
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:25
:04
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-601
201704
03/23/2018
J ANDERSONC ROMERO
SCHEDULES
CASINO 4
Pricing Set - 95%
CONTINUOUS FOOTING SCHEDULE
MARKCONCRETESTRENGTH
SIZE REINFORCING
COMMENTSWIDTH DEPTH CONTINUOUS TRANSVERSE GRADE
CF42 3,000 PSI 3' - 6" 1' - 0" 4-#5 BOT #5 @ 18"OC BOT A615 GRADE60
SEE D5/S-312
CF72 3,000 PSI 6' - 0" 1' - 6" 6-#6 BOT #6 @ 18"OC BOT A615 GRADE60
SEE D5/S-312
CF80 3,000 PSI 6' - 8" 1' - 6" 7-#6 BOT #6 @ 18"OC BOT A615 GRADE60
SEE D5/S-312
SLAB-ON-GRADE SCHEDULE
MARK
SLAB REINFORCING
BEARING STRATA COMMENTSTHICKNESS MATLCONC
STRENGTH REINFORCING GRADE
SG5 5" CONCRETE 3000 PSI #4 @ 18" OC EAWAY
A615 GRADE 60 15 MIL VAPOR RETARDER OVER 1/4" TO 1/2" SKIM SAND OVER 4" GRANULAR BASECOURSE OVER COMPACTED SUBGRADE. THE SAND SHALL BE FINE GRADED
UNIFORMLY FLAT USING A LASER DEVICE.
WALL SCHEDULE
MARK VENEER WALL
REINFORCING
COMMENTSVERTICAL HORIZONTAL GRADE
W1 8" CONC #4 @ 18" OC #4 @ 18" OC A615
W2 8" CMU #5 @ 8" OC STD LADDER TYPEJOINT REINF @ ALT
COURSES
A615
W3 8" CONC #8 @ 12" OC #6 @ 12" OC A615
W4 8" CONC #6 @ 12" OC #5 @ 12" OC A615
SCALE: NTSA1PIER CAP TYPE DETAILS
SCALE: NTSD1PIER TYPE DETAILS AND SCHEDULE
PIER CAP SCHEDULE
MARK PIER TYPE PIER(S) ØPIER
EMBED VERTICAL REINF HORIZ TIESPIER CAP
TYPE SCHED 'A' SCHED 'B' DEPTHCG PCAP
REINF TOPCG PCAP
REINF BOT REMARKS
P1 B 1 - 30" DIA 12 - #7 #4 @ 12" OC
P2 B 1 - 30" DIA 4' - 0" 12 - #7 #4 @ 12" OC
P3 B 1 - 30" DIA 5' - 0" 12 - #7 #4 @ 12" OC
P4 B 1 - 30" DIA 6' - 0" 12 - #7 #4 @ 12" OC
P5 B 1 - 48" DIA 3' - 0" 24 - #8 #4 @ 12" OC
P6 B 1 - 48" DIA 5' - 0" 24 - #8 #4 @ 12" OC
P7 A 1 - 30" DIA 3' - 0" 12 - #7 #4 @ 12"OC 1 3' - 6" 3' - 6" 2' - 6" #8 @ 12" OCEA WAY
#8 @ 12"OC EAWAY
P8 A 1 - 30" DIA 3' - 0" 12 - #7 #4 @ 12"OC 1 4' - 0" 4' - 0" 2' - 6" #8 @ 12" OCEA WAY
#8 @ 12"OC EAWAY
P9 A 1 - 30" DIA 4' - 0" 12 - #7 #4 @ 12"OC 1 4' - 0" 4' - 0" 2' - 6" #8 @ 12" OCEA WAY
#8 @ 12"OC EAWAY
P10 A 1 - 30" DIA 5' - 0" 12 - #7 #4 @ 12"OC 1 4' - 0" 4' - 0" 2' - 6" #8 @ 12" OCEA WAY
#8 @ 12"OC EAWAY
P11 A 1 - 30" DIA 3' - 0" 12 - #7 #4 @ 12"OC 1 4' - 6" 4' - 6" 2' - 6" #8 @ 12" OCEA WAY
#8 @ 12"OC EAWAY
P12 A 1 - 30" DIA 7' - 0" 12 - #7 #4 @ 12"OC 1 4' - 6" 4' - 6" 2' - 6" #8 @ 12" OCEA WAY
#8 @ 12"OC EAWAY
P13 A 1 - 48" DIA 3' - 0" 24 - #8 #4 @ 12"OC 1 4' - 6" 4' - 6" 4' - 0" #9 @ 10" OCEA WAY
#9 @ 10" OCEA WAY
P14 A 1 - 48" DIA 4' - 0" 24 - #8 #4 @ 12"OC 1 4' - 6" 4' - 6" 4' - 0" #9 @ 10" OCEA WAY
#9 @ 10" OCEA WAY
P15 A 1 - 48" DIA 5' - 0" 24 - #8 #4 @ 12"OC 1 4' - 6" 4' - 6" 4' - 0" #9 @ 10" OCEA WAY
#9 @ 10" OCEA WAY
P16 A 1 - 30" DIA 3' - 0" 12 - #7 #4 @ 12"OC 1 4' - 8" 4' - 0" 2' - 6" #8 @ 12" OCEA WAY
#8 @ 12"OC EAWAY
P17 A 1 - 30" DIA 5' - 0" 12 - #7 #4 @ 12"OC 1 4' - 8" 4' - 0" 2' - 6" #8 @ 12" OCEA WAY
#8 @ 12"OC EAWAY
P18 A 1 - 48" DIA 3' - 0" 24 - #8 #4 @ 12"OC 1 4' - 8" 4' - 8" 4' - 0" #9 @ 10" OCEA WAY
#9 @ 10" OCEA WAY
P19 A 1 - 48" DIA 6' - 0" 24 - #8 #4 @ 12"OC 1 4' - 8" 4' - 8" 4' - 0" #9 @ 10" OCEA WAY
#9 @ 10" OCEA WAY
P20 A 2 - 30" DIA 12 - #7 #4 @ 12"OC 2 4' - 0" 4' - 0" 2' - 6" 6 - #5 EA WAY 6 -#5 EA WAY
P21 A 1 - 30" DIA 3' - 0" 12 - #7 #4 @ 12"OC 3 3' - 6" 4' - 6" 2' - 6" #8 @ 12" OCEA WAY
#8 @ 12"OC EAWAY
P22 A 4 - 30" DIA 3' - 0" 12 - #7 #4 @ 12" OC 5 14' - 0" 13' - 9" 4' - 0" #9 @ 10" OCEA WAY
#9 @ 10" OCEA WAY
GRADE BEAM SCHEDULE
MARKCONCRETESTRENGTH
SIZE REINFORCING
GRADE COMMENTSWIDTH DEPTH CONT TOP CONT BOTTOM TRANSVERSE
GB1 4,000 PSI 1' - 6" 2' - 0" 2-#6 3-#6 #3 @ 18"OC A615 GRADE60
GB2 4,000 PSI 1' - 6" 2' - 0" 2-#8 4-#8 #3 @ 18"OC A615 GRADE60
GB3 2' - 0" 2' - 0" 2-#8 5-#8 #4 @ 12"OC A615 GRADE60
DECK SCHEDULE
MARKCOMPOSITE
SLAB
SLAB METAL DECK DECK ATTACHMENTS TOTAL SLAB /DECK
THICKNESS COMMENTSTHICK MATL STRENGTH REINFREINFGRADE THICK TYPE GAGE FINISH ATTACH PERP TO RIBS
ATTACH PARALLEL TORIBS ATTACH SIDELAPS
D1.5R - - - - - - - - - - 1 1/2" B 20 PAINTED 5 - 0.145 DIA POWDERDRIVEN FASTENERS PER
36" WIDE SHEET
0.145 DIA POWDERDRIVEN FASTENERS @
12" OC
#12 SELF-DRILLINGSCREWS @ 12" OC
1 1/2"
D4 X 2 1/2" NWCONC
3500 PSI 6x6 - W2.1xW2.1 A479 - FLATSHEETS
ONLY
1 1/2" VLI 20 GALV 5 - 5/8" DIA PUDDLE WELDSPER 36" WIDE SHEET
5/8" DIA PUDDLEWELDS @ 12" OC
1 1/2" SEAM WELDS@ 18" OC
4"
D6.25 X 3 1/4" LWCONC
3500 PSI 6x6 - W2.1xW2.1 A479 - FLATSHEETS
ONLY
3" VLI 18 GALV 5 - 5/8" DIA PUDDLE WELDSPER 36" WIDE SHEET
5/8" DIA PUDDLEWELDS @ 12" OC
1 1/2" SEAM WELDS@ 18" OC
6 1/4"
D6.25C X 3 1/4" LWCONC
3500 PSI 6x6 - W2.1xW2.1 A479 - FLATSHEETS
ONLY
3" 18 GALV 5 - 5/8" DIA PUDDLE WELDSPER 36" WIDE SHEET
5/8" DIA PUDDLEWELDS @ 12" OC
1 1/2" SEAM WELDS@ 18" OC
6 1/4" CELLULAR DECK
D10 10" NWCONC
3500 PSI #6 @ 10" OC EA EAY BOT  @ 10" OC EA WAY TOP
A615 GRADE60
--- --- --- --- --- --- --- 10"
SCALE: 3/4" = 1'-0"C1GRADE BEAM SCHEDULE
No. Description Date
B3
S-602
B3
S-602
SILL REINF
BOTTOM LINTEL REINF
TOP LINTEL REINF
JAMB JAMB
FULL HEIGHT VERT JAMB REINF
GR
OU
T S
OLI
D
"DE
PT
H"
4"
2-#5 CONT IN BOND BEAM EXTEND BOND BEAM 24" PAST EDGE OF OPNG TYPICAL UNO
TOP REINF
BOT REINF
WINDOW SILL
SEE ARCH
NOTE: COORDINATE CMU SIZES AT SILLS, HEADERS, AND JAMBS WITH ARCHITECTURAL DRAWINGS.
CMU LINTEL SCHEDULE
OPENING WIDTH WIDTHLINTEL REINFORCING
BOTTOM
8" 2 - #5 2 - #5
2 - #5 2 - #5
0' - 0" - 3' - 4"
3' - 5" - 6' - 8"
6' - 9" - 12' - 0"
DEPTH
16"
32"
REINFORCING
2 - #5
LINTEL JAMB TYPE
TYPE A
TYPE B
TOP
8"
8" 2 - #5
DEPTH
8"
8"
SILL
2 - #5 2 - #512' - 1" - 18' - 0" 40"8" 2 - #58" TYPE C
16" 2 - #5 2 - #5 2 - #58" TYPE A
TYPE 8A
#5 VERT
TYPE 8B
#5 VERT
TYPE 8C
#5 VERT
TYPE 12A
2-#5 VERT EA CELL
TYPE 12B
2-#5 VERT EA CELL
TYPE 12C
2-#5 VERT EA CELL
NOTE: SEE TYPICAL CMU PLAN DETAILS SHEET S-711 FOR TYPICAL HOIRZONTAL REINFORCING REQUIREMENTS.
1' -
1"
SC
HE
D E
MB
ED
ANCHOR BOLT TYPE 1
DBL HEX NUTSTOP OF CONCRETE
DRILL AND EPOXY INTO EXISTING PIER
1' -
1"
SC
HE
D E
MB
ED
ANCHOR BOLT TYPE 2
DBL HEX NUTSTOP OF CONCRETE
STD WASHER W/DBL HEX NUTS
EQ EQ2" 2"
SCHED 'B'
EQ
EQ
2"2"
SC
HE
D 'A
'
TYPE 'A'
EQ EQ2" 2"
SCHED 'B'
EQ
EQ
2"2"
SC
HE
D 'A
'
TYPE 'B'
5/16
2"
TYPE 'C'
2"
SCHED 'A'
2"E
QE
Q2"
SC
HE
D 'B
'
EQ EQ2"
TYPE 'D'
SCHED 'A'
EQ
EQ
2"
SC
HE
D 'B
'
PJP
5/16
2"
EQ EQ
EQ EQ
2"
TYPE 'E'
EQ EQ2" 2"
SCHED 'B'
EQ
EQ
2"2"
SC
HE
D 'A
'
5/16
5/16
TYPE 'F'
5/16
2"2"
EQ
EQ
2"EQ EQ2"
SCHED 'B'
SC
HE
D 'B
'
SC
HE
D 'A
'
SCHED 'A'
EQ EQ
EQ
EQ
BASE PLATE SCHEDULE
MARK TYPE
A 1
SIZE"T"x"A"x"B"
PL 3/4"x16"x1' - 4"
BASE PLATE ANCHOR BOLTS
F1554ANCHOR BOLTS
TYPE
BP1 4 - 3/4" DIA x 12"
B 1PL 3/4"x18"x1' - 6"BP2 4 - 3/4" DIA x 12"
A 1PL 3/4"x18"x1' - 6"BP3 4 - 3/4" DIA x 12"
A 1PL 1"x18"x1' - 6"BP4 4 - 3/4" DIA x 12"
B 1PL 1"x18"x1' - 6"BP5 4 - 3/4" DIA x 12"
A 1PL 1 1/4"x18"x1' - 6"BP6 4 - 3/4" DIA x 12"
A 1PL 3/4"x20"x1' - 8"BP7 4 - 3/4" DIA x 12"
A 1PL 1"x22"x1' - 10"BP8 4 - 3/4" DIA x 12"
B 1PL 1"x22"x1' - 10"BP9 4 - 3/4" DIA x 12"
G 1PL 1"x24"x1' - 10"BP10 4 - 1 1/4"DIA x 12"
G 1PL 1 1/4"x24"x1' - 8"BP11 4 - 1 1/4" DIA x 12"
D 1PL 1"x18"x1' - 6"BP12 4 - 1" DIA x 12"
D 1PL 1"x14"x1' - 2"BP13 4 - 1" DIA x 12"
C 1PL 1 1/2"x24"x1' - 10"BP14 6 - 1 1/4" DIA x 12"
G 1PL 1"x18"x1' - 6"BP15 4 - 1 1/4" DIA x 12"
G 1PL 1 1/4"x20"x1' - 8"BP16 4 - 1 3/4" DIA x 12"
D 1PL 1 1/4"x18"x1' - 8"BP17 4 - 1" DIA x 12"
E 1PL 1"x18"x1' - 8"BP18 4 - 1" DIA x 12"
H 1PL 1"x18"x1' - 8"BP19 4 - 1" DIA x 12"
F 1PL 1 1/4"x18"x1' - 8"BP20 8 - 1" DIA x 12"
A 2PL 3/4"x18"x1' - 6"BP21 4 - 3/4" DIA x 5"
WIDTH
3" C
LR
DWL W/ STD HOOK TOMATCH VERT WALL REINF
TO WALL ELSEE CIVIL DWGS
TOF EL
COORD W/ CIVIL
"LS
"
"HR
""H
W"
WALL REINF
REINF #1
REINF #2
HEIGHT RETAINED"HR"
WIDTH THICKNESS REINF #1
FT-IN FT-IN FT-IN NUMBER - SIZE
FOOTING SIZE WALL
CONCRETE SITE RETAINING WALL SCHEDULE
REINF #2
SIZE - SPACING
FOOTING REINFORCING
REINFORCING
VERT SIZE - SPACING
NOTE:
COORDINATE EXACT LOCATION AND EXTENT OF WALL WITH ARCHITECTURAL AND CIVIL DWGS.
PROVIDE CONCRETE WALL VERTICAL CONTROL JOINTS AT (2) TIMES THE WALL HEIGHT AND AT ALL STEPS IN TOP OF WALL. SEE DETAIL C2/S7.11 FOR CONTROL JOINT INFORMATION.
PROVIDE WATERPROOFING PER ARCH DWGS
REINF LOCATION
SPLICE LENGTH"LS"
1' -
0"
MA
X
SEE SCHEDREINF LOCATION
HORIZ SIZE - SPACING
EQ 8" EQ
0' - 0" - 4' - 0" 2'-6" 1'-0" 3 - #5 CONT #4 @ 48" OC #4 @ 18" OC 4" 24"#4 @ 12" OC
3'-6" 1'-0" 3 - #5 CONT #4 @ 48" OC #4 @ 14" OC #4 @ 12" OC 4" 24"
0' - 0" - 0' - 6"
0' - 0" - 3' - 6" 0' - 0" - 5' - 0"
WALL HEIGHT ABOVE GRADE
"HW"
FT-IN
A
B
WALL TYPE
REMARKS
BEARING PRESSURE 2000
PSF
TH
ICK
NE
SS
1 1/2"DIA PVC WEEP PIPE @ 8' - 0" OC MAX PROVIDE 12"x12"x12" GRAVEL & MIRAFI 140N GEOTEXTILE FILTER FABRIC BETWEEN SOIL & GRAVEL @ EA WEEP HOLE
4"
5'-0" 1'-0" 5 - #5 CONT T&B #5 @ 24" OC T&B #5 @ 10" OC #4 @ 12" OC 4" 36"0' - 0" - 0 - 6" 4' - 1" - 7' - 0"C
WALL TYPE "A, B & C"
BEARING PRESSURE 1500
PSF
BEARING PRESSURE 1500
PSF
3/4" CHAMFER TYP
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:25
:08
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-602
201704
03/23/2018
J ANDERSONC ROMERO
SCHEDULES
CASINO 4
Pricing Set - 95%
SCALE: 3/4" = 1'-0"B3TYPICAL CMU LINTEL SECTION
SCALE: NTSA1CMU LINTEL SCHEDULE
SCALE: NTSA4BASE PLATE TYPES
SCALE: 12" = 1'-0"C4BASE PLATE SCHEDULE
SCALE: NTSC3TYPICAL CONCRETE SITE RETAINING WALL SCHEDULE AND DETAIL
No. Description Date
1' - 0" MIN
STEP
Z BARS TO MATCH SIZE ANDSPACING OF CONT FTG REINF 30 BAR DIA
1' - 6" MIN
1-#4 CONT
TOF EL
SEE PLAN
TOF ELSEE PLAN
1
1
3/4" CHAMFERTYPICAL
DISCONTINUE ALTERNATE HORIZ REINF AT JOINT
CONTROL JOINT
3/4" CHAMFERTYPICAL
DISCONTINUE ALTERNATE HORIZ REINF AT JOINT
CONSTRUCTION JOINT
3/4" CHAMFERTYPICAL
DISCONTINUE ALTERNATE HORIZ REINF AT JOINT
CONTROL JOINT
3/4" CHAMFERTYPICAL
DISCONTINUE ALTERNATE HORIZ REINF AT JOINT
CONSTRUCTION JOINT
CORROSION RESISTANT ADJUSTABLE VENEER AHR W/ 2 PINTLE LEGS MIN W/ 3/16" WIRE @ 24 "OC VERT AND 16" OC HORIZ MAX. ATTACH CONC WALL W/ 2 -3/8" DIA x 2" CORROSION RESISTANT SCREW AHRS
EXTERIOR VENEER SEE ARCH
CONC WALL
EDGE OF SLAB LINE OF STEMWALL BELOW
LINE OF STEMWALL BELOW1-#4 IN SLAB TYP
30Db LAP24
PLAN
NOTE : CONTRACTOR'S OPTION FOR TYPE TOBE USED. PLACE BLOCKOUTS AT ALL COLUMNS .
NOTE: ENLARGED BLOCKOUTS MAY BE REQUIREDAT BRACED FRAME LOCATIONS FOR GUSSET PLATECLEARANCE.
WF OR HSS COLUMN SEE PLAN
WF OR HSS COLUMN SEE PLAN
30# FELT JOINT30# FELT JOINT
CJ CJ CJ CJ
CJ
CJ C
JC
J
2'-0" NTS
1-#5 x 4'-0" TYP
2-#5 AROUND OPENING
1/8" x 1/4 DEPTH OF SLAB SAWCUT
NOTE: AT CONTRACTOR'S OPTION, APLASTIC JOINT FORMER MAY BE INSTALLED INSTEAD OF THE SAWCUT
CONTROL JOINT
CONSTRUCTION JOINT
CONT KEYED JOINT
DISCONTINUE ALTERNATEREINF AT JOINT
SE
E P
LAN
21
4"
Z BARS TO MATCHSLAB REINF
FIN FLR ELSEE PLAN
DE
NS
ITY
90%
MA
X
BACKFILL PER SPECIFICATIONS
NOTES:1. FOR PIPES MORES THAN 3' - 0" BELOW BOTTOM OF
FTG USE COMPACTED FILL PER SPECIFICATIONS.2. TRENCHES AND PIPES ARE NOT PERMITTED BELOW
COLUMN FTGS
GRADE LINE
WHERE PIPE DEPTH IS FIXED, LOWER FTG AS NECESSARY TO MEET REQUIREMENT
TRENCH
PIPE TRENCHES PARALLEL TO FOOTINGS ARE NOT PERMITTED BELOW THIS LINE, UNLESS APPROVED BY THE STRUCTURAL ENGINEER
PIPE AND TRENCHES PARALLEL TO FOOTINGS
PLACE CONC FILL AROUND SLEEVES BEFORE CASTING FOOTING
MA
X
3'
- 0
"
NOTE: ALL PIPE SLEEVES SHALL BE 2" LARGER THAN PIPE
#5 BAR LAP 32 DIA
6" M
IN
PIPE AND TRENCHES TRANSVERSE TO FOOTINGS
MIN
6"
MIN
6"
FT
G D
EP
TH
8" +
/-8"
MIN
OUTLINE OF CONT FOOTING
FOR PIPE WITHIN 3' - 0" OF BOTTOM OF FOOTING PLACE CONCRETE
NO PIPE SHALL PASS THRU CONTINUOUS FOOTING
SECTION ELEVATION
1 1/2
1
PIPE SLEEVE TYP
MIN
1'- 0"
1
1
END WALL
WALL TEE INTERSECTION
WALL CORNER
2 BARS TO MATCH VERT WALL REINF
CORNER BARS TO MATCH HORIZ WALL REINF
CORNER BARS TO MATCH HORIZ WALL REINF
SEE SCHED
SEE SCHED
NOTE: REINFORCING SHOWN ON FOUNDATION SECTIONS AND SPECIFICALLY REFERENCED DETAILS SHALL TAKE GOVERN OVER REINFORCING IN STANDARD DETAILS.
END WALL
WALL TEE INTERSECTION
WALL CORNER
PROVIDE STD HOOK
CORNER BARS TO MATCH HORIZ WALL REINF
CORNER BARS TO MATCH HORIZ WALL REINF
SEE SCHED
TYP
SEE SCHED
NOTE: REINFORCING SHOWN ON FOUNDATION SECTIONS AND SPECIFICALLY REFERENCED DETAILS SHALL TAKE GOVERN OVER REINFORCING IN STANDARD DETAILS.
NOTE: SLOPE BOTTOM OF TRENCH 1/8" PER FOOT
CONT L1x1x3/16 W/1/2" DIAx3 1/2" HAS@ 24"OC TYP
6" * 6"
6"
*
FIN FLR EL
SEE PLAN
3-#4 CONT#4 @ 12"OC
* COORDINATE TRENCH WIDTH AND DEPTH WITH THE INDIVIDUAL TRADES
FIN FLR EL
SEE PLAN
6"
6"3/4" CHAMFER TYP
1-#4 CONT
FND NOTES
PER
FND NOTES
PER
FN
D N
OT
ES
PE
R
FN
D N
OT
ES
PE
R
NOTE: SEE GENERAL FOUNDATION NOTES FOR MORE COMPLETE EXCAVATION INFORMATION
FINISH GRADE SEE PLANS AND SECTIONS FOR BUILDING CONSTRUCTION INFORMATION
CJ
CJ
#4 x 3' - 0"
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:25
:09
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-711
201704
03/23/2018
J ANDERSONC ROMERO
TYPICAL CONCRETE DETAILS
CASINO 4
Pricing Set - 95%
SCALE: NTSA5TYPICAL STEPPED FOOTING DETAIL
SCALE: NTSC2TYPICAL WALL JOINT DETAIL
SCALE: NTSD2TYPICAL WALL JOINT DETAIL
SCALE: NTSD1TYPICAL VENEER TO CONC WALL
SCALE: NTSB5TYPICAL SLAB REINF AT OPNG
SCALE: NTSC5TYPICAL COLUMN BLOCKOUT
SCALE: NTSD4TYPICAL OPNG IN CONC WALL DETAIL
SCALE: NTSD5TYPICAL SLAB JOINT
SCALE: 3/4" = 1'-0"C4TYPICAL DEPRESSED SLAB
SCALE: NTSA1TYPICAL PIPE PENETRATION AND TRENCH DETAILS
SCALE: NTSA3TYPICAL SINGLE MAT WALL REINF
SCALE: NTSC3TYPICAL DOUBLE MAT WALL REINF
SCALE: NTSB4TYPICAL TRENCH SECTION
SCALE: NTSA4TYPICAL CURB SECTION
SCALE: NTSC1TYPICAL FND EXCAVATION DETAIL
SCALE: 3/4" = 1'-0"B2CONTROL JOINT INTERSECTION
No. Description Date
COMPRESSIBLE MATL AROUND JOIST
PROVIDE 8" x JOIST DEPTH +4" NOTCH IN WALL FOR JOIST TO PASS THRU
8"
JOIS
T D
EP
TH
+ 4
"
24" MIN
40 BAR DIAMETER
KNOCK OUT BONDBEAM REINF 1-VERT TO MATCH VERT
REINF IN GROUTED CELL AS SHOWN
PREFORMED CONT NEOPRENE EXPANSION JOINT W/ SEALANT
NOTE: BOND BEAM REINF TO BE CONTINUOUS THRU MASONRY CONTROL JOINT, DISCONTINUE HORIZ JOINT REINF
LADDER TYPE PREFORMED CORNER @ ALT COURSES
1- VERT TO MATCH VERT REINF IN GROUTED CELL AS SHOWN
1-VERT TO MATCH VERT REINF IN GROUTED CELL AS SHOWN
LADDER TYPE JOINT REINF @ ALT COURSES
LADDER TYPE JOINT REINF @ ALT COURSES
1-VERT TO MATCH VERT REINF IN GROUTED CELL AS SHOWN
LADDER TYPE PREFORMED TEE @ ALT COURSES
WALL TEE
WALL CORNER
WALL END
1-VERT TO MATCH VERT REINF IN GROUTED CELL AS SHOWN
LADDER TYPE PREFORMED CORNER @ ALT COURSES
2- VERT TO MATCH VERT REINF IN GROUTED CELL AS SHOWN
2-VERT TO MATCH VERT REINF IN GROUTED CELL AS SHOWN
LADDER TYPE JOINT REINF @ ALT COURSES
LADDER TYPE JOINT REINF @ ALT COURSES
2-VERT TO MATCH VERT REINF IN GROUTED CELL AS SHOWN
LADDER TYPE PREFORMED TEE @ ALT COURSES
WALL TEE
WALL CORNER
WALL END
2-VERT TO MATCH VERT REINF IN GROUTED CELL AS SHOWN
2 - #5 CONT IN BOND BEAM COURSE
2- VERT TO MATCH VERT REINF IN GROUTED CELL AS SHOWN
2-VERT TO MATCH VERT REINF IN GROUTED CELL AS SHOWN
2 - #5 CONT IN BOND BEAM COURSE
2 - #5 IN BOND BEAM COURSE
2-VERT TO MATCH VERT REINF IN GROUTED CELL AS SHOWN2 - #5 IN BOND BEAM COURSE
BOND BEAM AT WALL TEE
BOND BEAM AT WALL CORNER
BOND BEAM AT WALL END
2-VERT TO MATCH VERT REINF IN GROUTED CELL AS SHOWN
U-BAR TO MATCH BOND BEAM REINF
LAP SPLICE
CORNER BARS TO MATCH BOND BEAM REINF TYP
LAP SPLICE TYP
LAP SPLICE TYP
2 - #5 CONT IN BOND BEAM COURSE
1- VERT TO MATCH VERT REINF IN GROUTED CELL AS SHOWN
1-VERT TO MATCH VERT REINF IN GROUTED CELL AS SHOWN
2 - #5 CONT IN BOND BEAM COURSE
2 - #5 CONT IN BOND BEAM COURSE
1-VERT TO MATCH VERT REINF IN GROUTED CELL AS SHOWN
2 - #5 CONT IN BOND BEAM COURSE
BOND BEAM AT WALL TEE
BOND BEAM AT WALL CORNER
BOND BEAM AT WALL END
U-BAR TO MATCH BOND BEAM REINF
LAP SPLICE TYP
U-BARS TO MATCH BOND BEAM REINF
U-BAR TO MATCH BOND BEAM REINF
LAP SPLICE TYP
1-VERT TO MATCH VERT REINF IN GROUTED CELL AS SHOWN
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:25
:11
AM
3/4" = 1'-0"
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-721
201704
03/23/2018
J ANDERSONC ROMERO
TYPICAL MASONRY DETAILS
CASINO 4
Pricing Set - 95%
SCALE: 3/4" = 1'-0"A3TYPICAL JOIST THRU CMU WALL
SCALE: 3/4" = 1'-0"D4TYPICAL STEP IN BOND BEAM
SCALE: 3/4" = 1'-0"D5TYPICAL CMU CNRTL JOINT (MCJ)
SCALE: 3/4" = 1'-0"A5TYPICAL 8" CMU PLAN DETAILS
SCALE: 3/4" = 1'-0"B5TYPICAL 12" CMU PLAN DETAILS
SCALE: 3/4" = 1'-0"B4TYPICAL 12" CMU PLAN DETAILS
SCALE: 3/4" = 1'-0"A4TYPICAL 8" CMU PLAN DETAILS
No. Description Date
NOTE: LOCATE KEYED CONSTRUCTIONJOINTS AT MIDSPAN OF DECK BETWEENBEAMS OR ALONG MIDSPAN OF GIRDERSBETWEEN COLUMNS
NOTE: HEADED STUDS SHALL NOTBE ADDED UNTIL AFTER THE FLOOR DECK IS INSTALLED
THRU DECK ASPER MFRSPECS
CONT BENT PL 1/4"x6"xREQD W/ 1/2" DIA x 3" HAS @ 24"OC @ 6" SLAB
TYPE A TYPE B
L3x3x1/4
CONT L6x6x5/16 W/ 1/2" DIAx3" HAS @ 24"OC @ 6" SLAB
3/8" STIF PL@ 48"OC
2'-0" MAX
GREATER THAN 1'-0"
TYPE C
CONT L6x6x5/16W/ 1/2" DIA x 3" HAS@ 24"OC @ 6" SLAB
L4x3 1/2x3/8 @ 48" OC
PL 1/4"
3' - 2" MAX
GREATER THAN 2' - 0"
#4x6'-0" @ 24"OC
MAX
1' - 0"
3/16 2 @ 24
3/16 2
3/16
3/163 SIDES
3/16
3/163/16
TYP
GRID GRID GRID
S-541
B3
S-541
B3
SIM SIM
FIN FLR ELSEE PLAN
FIN FLR ELSEE PLAN
FIN FLR EL
SEE PLAN
S-541
B3
NOTE: WHERE SLAB THICKNESS DOES NOT EQUAL 6" PROVIDE CONTINUOUS BENT PL 1/4"x SLAB THICKNESS x 6" W/ 1/2" DIA x3" HAS AT 24" ON CENTER
MAX
1' - 0"CONT BENT PL1/4"x6"xREQD W/1/2" DIA x 3" HAS @ 24"OC @ 6" SLAB
FINISH FLR ELSEE PLAN
TYPE A TYPE B
CONT L6x6x5/16 W/ 1/2" DIAx3" HAS @ 24"OC @ 6" SLAB
3/8" STIF PL@ 48"OC
FINISH FLR ELSEE PLAN
2'-0" MAX
GREATER THAN 1'-0"
FINISH FLR ELSEE PLAN
TYPE C
CONT L6x6x5/16W/ 1/2" DIA x 3" HAS@ 24"OC @ 6" SLAB
L4x3 1/2x3/8 @ 48" OC
PL 1/4" TYPICAL
3' - 2" MAX
GREATER THAN 2' - 0"
L3x3x1/4 @ 48"OCWELD TO TOP FLANGEOF ADJACENT BEAM
PL 1/4"
L4x3 1/2x3/8 @ 48"OCWELD TO TOP FLANGEOF ADJACENT BEAM
#4 x6'-0" @ 24"OC3/16 2@243/16 2
1/43 SIDES
3/16TYP
3/16
3/16TYP
3/16TYP
GRID GRID GRID
NOTE: WHERE SLAB THICKNESS DOES NOT EQUAL 6" PROVIDE CONTINUOUS BENT PL 1/4"x SLAB THICKNESS x 6" W/ 1/2" DIA x3" HAS AT 24" ON CENTER
SEE GENERALSTRUCTNOTES
GRID
1"
1/8
CONT L5x3x1/4 LLH
SEE PLAN
VARIESMAX
1' - 0"
CONT L3x3x1/4
GRID
1"
SQUARE HSS TO MATCH JOIST SEAT DEPTH x1/4 THICK AT EA BEAM
3/16
3/16
S-541
D3
CONT L5x3x1/4 LLH
TYPE A
3/16 2@24
GRID
[2'-6" MAX]
CONT L3x3x1/4
TYPE C
3/16TYP @ EA HSS
GRID
L3x3x1/4 @ 48" OC. WELD TO TOP FLANGE OF ADJACENT BEAM
3/16TYP
PL 1/4" TYP
MAX
6"
CONT BENT PL 1/4"x3"xREQD
TYPE B
3/16 2@24
GRID
MAX
1' - 0"[HSS1 1/2x3x1/4] OUTRIGGER @ [48" OC]
3/16
HSS5 x JOIST SEAT DEPTH x1/4 BLOCKING BTWN JOISTS. PROVIDE 1" CLEAR BETWEEN BLOCKING AND END OF JOISTS.
3/16 2 @ 12
NOTE: ATTACH DECK TO HSS PER DRAWINGS
PLAN
NOTE: INSTALL OPENINGS INCOMPLIANCE WITH OSHA REQUIREMENTSINCLUDING 1926.754 OF 29 CFR
ATTACH PLATE TO DECKINGW/ #10 SELF-DRILLING SCREWS AT 12" OC ALONG EDGES
20 GAGE PL
1' -
0"
MIN
TO
P C
HO
RD
OF
JO
IST
TO
P C
HO
RD
OF
JO
IST
L5x3
x1/4
LLV
L5x3x1/4 LLV
L5x3
x1/4
LLV
L5x3x1/4 LLV
NOTE: INSTALL OPENINGS INCOMPLIANCE WITH OSHA REQUIREMENTSINCLUDING 1926.754 OF 29 CFR
L5x3x1/4 LLV
L4x4x1/4
PLANCLIP L5x5x3/8x0'-5"TYP
3/16 2@12
1/8
3/16
L4x4x1/4
L4x4x1/4
1' - 0" MIN
8" M
IN8"
MIN
12" OPNG MAX
16 GA REINF PLATE TYP
PLANNOTE: INSTALL OPENING INCOMPLIANCE WITH OSHAREQUIREMENTS INCLUDING1926.754 OF 29 CFR
SECTIONNOTE: FOR OPNGS LESS THAN 4"NO REINFORCING PLATE REQD
1' - 0" MAX
L 1 1/2x1 1/2x1/4
(2'-0" MAX)
1' - 0" TO 2'-0"
NOTE: HOLES GROUPED TOGETHER ARETO BE REINFORCED AS ONE LARGE HOLE
NOTE: INSTALL OPENINGS INCOMPLIANCE WITH OSHAREQUIREMENTS INCLUDING1926.754 OF 29 CFR
1/8 1 1/2TYP EA FLUTE
PLAN
SECTION
2'-0" MAX
L 1 1/2x1 1/2x1/4
WHICH EVER IS GREATER
12" MIN OR TOLOW DECK FLUTE
METAL DECK SPAN DIRECTION
SEE PLAN
C8x11.5
C8x11.5
C8x
11.5
C8x
11.5
NOTE: INSTALL OPNGS INCOMPLIANCE WITH OSHAREQUIREMENTS INCLUDING1926.754 OF 29 CFR 1/4
TYP
2"
3/16 2@24
TYPICAL PERIMETER ANGLE SEE SECTIONS
PLAN
2"
2"
PL 3/8 W/ 2-3/4" DIA BOLTS
PL 3/8 W/ 2-3/4" DIA BOLTS
1/4TYP
OPTION 1
OPTION 2
3" MIN3" MIN
TYP
TYP
PLATE TO MATCH ANGLE THICKNESS
1/2"
1/2"
TYP
TYP
3/16
3 SIDETYP
3/16
NOTE:FILLET WELD PLATES TO CREATE ANGLE SPLICE
'X' SHEAR CONNECTOR EQAULLY SPACED
2" 2"
EXAMPLE: W14x22 (16)
NUMBER OF EQUALLY SPACED SHEAR
CONNECTORS BETWEEN POINTS SHOWN
= "X"
NOTE: HEADED STUDS SHALL NOTBE ADDED UNTIL THE FLOOR DECKIS INSTALLED.
C3
S-741
NOTES:1. PLACE STUDS UNIFORMLY IN LOW FLUTES2. STUDS SHALL BE PLACED ON EDGE OF LOW FLUTE
FURTHEST AWAY FROM THE BEAM CENTERLINE
THRU DECK ASPER MFRSPECS
NOTE: HEADED STUDS SHALL NOTBE ADDED UNTIL THE FLOOR DECK IS INSTALLED
1 - #4 x 6'-0" @ 12" OC @ ALL FLOOR GIRDERS
HEADED ANCHOR STUDS WHERE OCCURS
FLOOR BEAMS BEYOND
12' - 0"
6" 6"
2"'X' SHEAR CONN EQUALLY SPACED
2"
EXAMPLE: W14x22 (16)
NUMBER OF EQUALLY SPACED SHEAR
CONNECTORS BETWEEN POINTS SHOWN
= "X"
NOTE: HEADED STUDS SHALL NOTBE ADDED UNTIL THE FLOOR DECKIS INSTALLED
2"
D3
S-741
JOIST SUPPORT POINT
NO LOADS OUTSIDE OF JOIST FIRST PANEL POINT @ BOTTOM CHORD
POINT LOAD ON JOIST TYP
POINT LOADS ON K-SERIES OR LH-SERIES (NON SP JOISTS) SHALL MEET ALL OF THE FOLLOWING REQUIREMENTS:• POINT LOADS ON THE JOIST TOP CHORD OR BOTTOM CHORD THAT EXCEED 100LBS SHALL BE PLACED WITHIN 4"
OF A JOIST PANEL POINT, OR ADDITIONAL WEB MEMBERS SHALL BE ADDED AT THE POINT OF LOAD APPLICATION. • WHERE MULTIPLE POINT LOADS ARE PLACED BETWEEN THE SAME TWO PANEL POINTS, THE SUM OF THOSE
LOADS THAT ARE NOT REINFORCED WITH ADDITIONAL WEB MEMBERS SHALL NOT EXCEED100LBS.• POINT LOADS SHALL BE CONCENTRIC WITH THE CHORD FROM WHICH IT IS HUNG. BEAM CLAMPS OR OTHER
CONNECTIONS THAT INDUCE NON-CONCENTRIC LOADS ARE NOT PERMITTED.• POINT LOADS SHALL BE SPACED SO THAT THE COMBINED TOP CHORD PLUS BOTTOM CHORD POINT LOADS DO
NOT EXCEED AN EQUIVALENT LINE LOAD OF 65PLF AT ANY POINT ALONG THE JOIST.• LOADS SHALL NOT BE PLACED ON THE BOTTOM CHORD OUTSIDE OF THE FIRST PANEL POINT.• POINT LOADS IN EXCESS OF 350LBS THAT ARE NOT SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS
SHALL NOT BE PLACED WITHOUT APPROVAL FROM THE ENGINEER OF RECORD AND THE JOIST MANUFACTURER.
NOTE: JOISTS LABELED AS "SP" HAVE BEEN DESIGNED FOR THE LOADS NOTED ON THE STRUCTURAL PLANS. THOSE LOADS SHALL BE PLACED WITHIN 2" OF A PANEL POINT, OR ADDITIONAL WEB MEMBERS SHALL BE ADDED.
ADDED L2x2x1/4 WEB MEMBERS (ONE EA SIDE OF CHORDS) WHERE REQD
1/8TYP
WORK POINT DEFINES PANEL POINT LOCATION
NORTH
PROJECT
KEY PLAN
SHEET TITLE
PROJECT NO:
DRAWN BY:
ISSUE DATE:
0 8' 16' 32'1/16"=1'-0"
1/8"=1'-0" 1/4"=1'-0" 1/2"=1'-0" 3/4"=1'-0"1"=1'-0"
1 1/2"=1'-0" 3"=1'-0"
0 4' 8' 16' 0 2' 4' 8' 0 1' 2' 4' 0 1' 2' 0 1' 2' 0 3" 6" 1' 0 3" 6"6"
CHK'D BY:
PR
OJE
CT
1 2 3 4 5
CD
BA
Scale
E
6
1 2 3 4 5 6
EDMONDSON REED ASSOCIATES
1401 S. Denver Ave., Suite B
Tel. (918) 884-6007
Tulsa, OK 74119
Fax. (877) 276-1242
This document, and the ideas and designs incorporated herein, as an instrument of professional service, is the property of EDMONDSON REED ASSOCIATES, and is not to be used, in whole or in part, for any other project, without the written authorization of EDMONDSON
REED ASSOCIATES.
INTERIOR ARCHITECTUREJCJ Architecture120 Huyshope AvenueSuite 400Hartford, CT 06106860-247-9226
STRUCTURAL ENGINEERINGChavez-Grieves Consulting Engineers, Inc.4700 Lincoln Road NESuite 102Albuquerque, NM 87109505-344-4080
MEP ENGINEERINGMSA Engineering Consultants370 E. Windmill Ln.Suite 100Las Vegas, NV 89123702-896-1100
CIVIL ENGINEERING / SURVEYINGNative Plains Surveying and Mapping / RK & Associates PLC5807 S. Garnett Rd.Suite KTulsa, OK 74146918-234-7596
LOW VOLTAGE / THEME LIGHTINGM/E Engineering60 Lakefront BoulevardSuite 320Buffalo, NY 14202716-845-5092
FOOD SERVICESHesman Group, LLC7645 E. 63rd St.Suite 201Tulsa, OK 74133918-935-5036
THIS SET IS FOR
PRELIMIN
ARY PRICIN
G
AND IS N
OT FOR
CONSTRUCTION
4/4
/20
18 8
:25
:14
AM
As indicated
CH
ER
OK
EE
HA
RD
RO
CK
CA
SIN
O 4
S-741
201704
03/23/2018
J ANDERSONC ROMERO
TYPICAL STEEL DETAILS
CASINO 4
Pricing Set - 95%
SCALE: 1 1/2" = 1'-0"C3TYPICAL COMPOSITE BEAM
SCALE: 3/4" = 1'-0"B4TYPICAL SLAB EDGE AT BEARING CONDITION
SCALE: 3/4" = 1'-0"A4TYPICAL SLAB EDGE AT NON-BEARING CONDITION
SCALE: 3/4" = 1'-0"D5TYPICAL ROOF BRG DECK EDGE
SCALE: 3/4" = 1'-0"D4TYPICAL DECK EDGE AT BEAM
SCALE: 3/4" = 1'-0"C4TYPICAL DECK EDGE AT NON-BEARING
SCALE: 3/4" = 1'-0"A2TYPICAL HSS BLOCKING DETAIL
SCALE: NTSB1TYPICAL ROOF OPENING 0"-12"
SCALE: NTSA1TYPICAL ROOF OPENING > 12"
SCALE: NTSB2TYPICAL SLAB OPENING 4"-12"
SCALE: NTSC2TYPICAL SLAB OPENING 12"-24"
SCALE: NTSD2TYPICAL SLAB OPNG > 24"
SCALE: NTSC1TYPICAL PERIMETER ANGLE SPLICE
SCALE: NTSB3TYPICAL COMPOSITE BEAM ELEV
SCALE: 3/4" = 1'-0"D3TYPICAL FLOOR GIRDER
SCALE: NTSA3TYPICAL COMPOSITE GIRDER ELEV
SCALE: NTSD1TYPICAL JOIST REINFORCING
No. Description Date