· 2018-05-10 · beam, column and brace connections are made. 10. reference architectural drawings for all expansion joint details, blockouts, and locations. 11. at all kitchen

GENERAL NOTES

REINF. TOP& BOTT.

LINTELHEIGHT

CONCRETE BLOCK LINTEL

STEEL MASONRY ANGLELINTEL

LENGTHCLEARSPAN

TYPICAL LINTEL SCHEDULE

SHT.

SHR.

SPA.

STD.

TEMP.

SYP

TERM.

VERT.

WT.

VAR.

BOT. BOTTOM

T

EA. WAY

ENGR.

EXIST.

EXT.

EXP.

ESC.

EQ.

ELEV.

EL.

EJ

E.F.

ENGINEER

ESCALATOR

EXPANSION

EXISTING

EXTERIOR

EQUAL

EXPANSION JOINT

ELEVATION OR ELEVATOR

ELEVATION

EACH FACE

EACH WAY

D.P.T.C.

DIA.

DIAG.

DWLS.

EA.

DWGS.

DBL.

DRAWINGS

DOWELS

EACH

DOUBLE PITCHED TOP CHORD

DOUBLE ANGLE

DOUBLE

TYP.

W.P.

WWF.

w/o

w/

U.N.O.

T.O. STL.

TS

T.O.C.

T.O.F.

T.O.S.

T&B

T.O.

TEN

CONCRETE MASONRY UNIT

CONTR.

CONNX.

CONST.

COMP.

CONT.

CTR.

CONC.

COL's

C

COM.

COL.

COMPOSITE

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUOUS

CENTER

COMPRESSION

COMPRESSION

CONTRACTOR

COLUMNS

COLUMN

BNT. PL.

CANT.

CL.

CMU

CIP

CLR.

BTWN

BRG.

B.L.

CANTILEVER

CENTER LINE

CAST IN PLACE

CENTER LINE

CLEAR

BRICK LEDGE

BENT PLATE

BETWEEN

BEARING

STIFF.

T

SS

SYM.

S.O.G.

STL. BM.

STL.

HD. HAND

SIM.

SPEC.

SLV

SLH

SECT.

SCHED.

S.A.

S

ARCH.

BOTT.

BM.

BLDG.

ANC.

@

ALT.

&

L

ARCHITECT

BOTTOM

BEAM

BUILDING

ALTERNATE

AT

ANCHOR

AND

ANGLE

A.B.

ADD'L.

AFF.

ADJ.

ABOVE FINISH FLOOR

ADJACENT

FOUNDATION

HARD ROCK

GALVANIZE

HORIZONTAL

H.R.

HT.

HORIZ.

HK.

HEIGHT

HOOK

GR.

GALV.

GA.

FND.

FTG.

GRADE

GAUGE

FOOTING

REF.

REQ'D.

RTU

REINF.

REM.

R.

PSI

PERP.

PROJ.

PSF

FINISH FLOOR

F.S.

FIN.

FLR.

F.F.

FLOOR P.C.F.

.PL.

PC

TYPE (BAR or STIRRUP)

TYPICAL

WELDED WIRE FABRIC

WORK POINT

WITHOUT

WITH

UNLESS NOTED OTHERWISE

TUBE SECTION (STEEL)

TOP OF CONCRETE

TOP OF FOOTING

TOP OF STEEL

TOP OF SLAB

TOP AND BOTTOM

TOP OF

TENSION

STIFFENER

TENSION FORCE

STAINLESS STEEL

SLAB ON GRADE

SYMMETRICAL

STEEL BEAM

STEEL

SHORT LEG VERTICAL

SHORT LEG HORIZONTAL

SIMILAR

SPECIFICATION

SECTION

SCHEDULE

SIZE (BAR)

STUD ANCHOR

REINFORCEMENT OR REINFORCE

REFER TO OR REFERENCE

ROOF TOP UNIT

REQUIRED

REMAINDER

REMAINDER OR RADIUS

PERPENDICULAR

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

PROJECTION

POUNDS PER CUBIC FOOT

PLATE

PLATE

PRECAST

1. THE GENERAL CONTRACTOR SHALL PROVIDE LINTELS AS SCHEDULED FOR ALL OPENINGSEXCEPT WHERE SPECIFICALLY DETAILED OTHERWISE, OR AS CALLED FOR IN NOTE #5.

2. USE REINFORCED LINTELS WHERE CONCRETE BLOCK, CLAY TILE OR FACING TILE WALLSOCCUR. USE STEEL LINTELS FOR ALL OTHER CONDITIONS UNLESS DETAILED OTHERWISE.

3. FOR SPANS NOT SHOWN USE NEXT LONGER SPAN.4. CONCRETE SHALL BE A MINIMUM OF 2,500 PSI IN 28 DAYS, 3/8" AGGREGATE.5. THE MECHANICAL CONTRACTOR WILL FURNISH LINTELS FOR MECHANICAL OPENINGS NOT

SHOWN ON ARCHITECTURAL DRAWINGS AND THE GENERAL CONTRACTOR WILL INSTALL.6. USE CONCRETE FILLED U-BLOCK LINTELS FOR 8" CONCRETE BLOCK WALLS.7. USE PRECAST CONCRETE LINTELS FOR 4" AND 6" CONCRETE BLOCK OR CLAY TILE WALLS

WITH SAME REINFORCING AS INDICATED FOR 8" MASONRY WALLS.8. LINTELS FOR 12" WALLS SHALL HAVE DOUBLE THE REINFORCING SHOWN FOR 8" WALLS.9. LINTEL LENGTH = CLEAR SPAN + 1'-4. PROVIDE 1/2" VOID FREE FROM MORTAR AT EACH

END OF ANGLE.10. PROVIDE CURVED LINTELS WHERE REQUIRED.

10'-0 11'-4 1 - L7 x 4 x 3/8 (LLV) 15 5/8" 2 - #6

6'-0 7'-4 1 - L5 x 3 1/2 x 3/8 (LLV) 7 5/8" 1 - #6

2 - #67 5/8"1 - L6 x 4 x 3/8 (LLV)9'-48'-0

4'-0 5'-4 1 - L3 1/2 x 3 1/2 x 3/8 7 5/8" 1 - #5

1 - #57 5/8"1 - L3 1/2 x 3 1/2 x 3/83'-42'-0

DBA DEFORMED BAR ANCHOR

SOUTHERN YELLOW PINE

G E N E R A L N O T E S

NOTE:

ABBREVIATIONS

ADDITIONAL

ANCHOR BOLT

DIAGONAL

DIAMETER

FAR SIDE

FINISH

SHEET

SHRINKAGE

SPACING

STANDARD

TEMPERATURE

TERMINATE

VERTICAL

WEIGHT

VARIES

DETAIL NUMBER

STRUCTURAL SHEET SHEET NUMBER

2. THE BUILDING SLAB SHALL BE PLACED OVER 15 mil VAPOR RETARDER CONFORMING TO ASTM E 1745 (REF. ARCH. FORADDITIONAL INFO.) OVER A 4" CRUSHED STONE DRAINAGE LAYER OVER SUBGRADE PREPARED PER THE RECOMMENDATIONSOF THE GEOTECHNICAL REPORT. ALL FILL, EXISTING PAVEMENTS AND FOUNDATIONS, ORGANICS AND ANY OTHERDELETERIOUS MATERIALS SHALL BE REMOVED AND REPLACED WITH APPROVED FILL.

3. THE STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE PROVISIONS OF THE KENTUCKY BUILDING CODE, 2013 EDITION.

4. DESIGN LOADS ARE LISTED BELOW:

A. LIVE LOADS:OFFICES:

GUESTROOM & RESIDENTIAL 40 PSFMECHANICAL ROOMS 150 PSF MIN. U.N.O. ON PLANSPARKING GARAGES 40 PSF UNIFORM LOAD, 3000 lb CONCENTRATED LOADPUBLIC AREAS 100 PSFLIGHT STORAGE 125 PSFROOF 20 PSF

B. WIND LOADS:PER ASCE 7-10, 120 MPH, EXPOSURE 'B'RISK CATEGORY = III, I = 1.00

C. SEISMIC LOADS:RISK CATEGORY = III, I = 1.25SEISMIC SITE CLASS = DS = 0.206g, S = 0.106gS = 0.220g, S = 0.168gSEISMIC DESIGN CATEGORY = CSEISMIC FORCE RESISTING SYSTEM = IRCMF & ORCSW, R = 5SEISMIC RESPONSE COEFFICIENT C = 0.021DESIGN BASE SHEAR = 1095 KIPSTHE ANALYSIS PROCEDURE UTILIZED IS IN ACCORDANCE WITH ASCE 7-10, SECTION 12-8

D. SNOW LOADS:GROUND SNOW LOADS: 15 PSF I = 1.1

LIVE LOAD REDUCTIONS ARE IN ACCORDANCE TO THE 2013 KENTUCKY BUILDING CODE. NO ROOF LIVE LOADREDUCTION IS TAKEN ON ANY ROOF MEMBER.

E

DS DI

5. PRINCIPAL OPENINGS ARE SHOWN ON THE DRAWINGS. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGSFOR SLEEVES, CURBS, INSERTS AND OTHER OPENINGS NOT SHOWN. THE CONTRACTOR SHALL PROVIDE FOR ALLOPENINGS WHETHER SHOWN ON THE STRUCTURAL DRAWINGS OR NOT. THE GENERAL CONTRACTOR SHALL VERIFY THESIZE AND LOCATION OF ALL OPENINGS WITH THE MECHANICAL SUBCONTRACTOR AND SHALL COORDINATE THEM WITH THEMECHANICAL EQUIPMENT PURCHASED. ANY DEVIATION FROM OR ADDITIONS TO OPENINGS SHOWN ON THE STRUCTURALDRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION ORINSTALLATION OF STRUCTURAL MEMBERS.

6. LOADINGS FOR MECHANICAL EQUIPMENT ARE BASED ON THE UNITS SHOWN ON THE MECHANICAL DRAWINGS. ANYCHANGES IN TYPE, SIZE, MANUFACTURER, WEIGHT OR NUMBER OF PIECES OF EQUIPMENT SHALL BE REPORTED TO THEARCHITECT FOR VERIFICATION OF THE ADEQUACY OF SUPPORTING MEMBERS PRIOR TO THE PLACEMENT OF SUCHEQUIPMENT.

7. SEE ARCHITECTURAL DRAWINGS FOR ELEVATIONS NOT SHOWN AND FOR EXACT LOCATIONS OF ALL SLAB DEPRESSIONS.THE CONTRACTOR SHALL COMPARE THE STRUCTURAL SECTIONS WITH THE ARCHITECTURAL SECTIONS AND REPORT ANYDISCREPANCY TO THE ARCHITECT PRIOR TO FABRICATING OR INSTALLING STRUCTURAL MEMBERS.

8. THE CONTRACTOR SHALL ENSURE THAT CONSTRUCTION MATERIALS WHOSE WEIGHT EXCEEDS THE DESIGN LIVE LOADSINDICATED ON THE STRUCTURAL DRAWINGS ARE NOT STORED ON STRUCTURALLY SUPPORTED FLOOR OR ROOF FRAMING.

9. THE CONTRACTOR SHALL PROVIDE THE NECESSARY TEMPORARY WIND BRACING TO THE STEEL STRUCTURES UNTIL ALLBEAM, COLUMN AND BRACE CONNECTIONS ARE MADE.

10. REFERENCE ARCHITECTURAL DRAWINGS FOR ALL EXPANSION JOINT DETAILS, BLOCKOUTS, AND LOCATIONS.

11. AT ALL KITCHEN FLOORS, PROVIDE POSITIVE SLOPE TO FLOOR DRAINS. REFER TO ARCHITECTURAL AND MECHANICALDRAWINGS FOR LOCATION AND INFORMATION.

12. GENERAL CONTRACTOR SHALL REFERENCE ARCHITECTURAL DRAWINGS FOR WINDOW WASHING DAVITS AND TIE DOWN LOCATIONS AND DIMENSIONS. SUBMIT SIGNED AND SEALED CONNECTION DETAILS FOR APPROVAL BY ARCHITECT ANDSTRUCTURAL ENGINEER PRIOR TO INSTALLATION.

13. THE ELEVATOR GUIDE RAIL SUPPORT IS DESIGNED PER ELEVATOR REQUIREMENTS OF A MAXIMUM SPAN OF 13'-0.REFERENCE TYPICAL INTERMEDIATE SUPPORT DETAIL UNLESS NOTED OTHERWISE ON PLAN. PROVIDE W12x22 HOISTBEAM AS REQUIRED BY ELEVATOR MFR.

14. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN.

15. THE USE OF EPOXY & ACRYLIC ADHESIVES IS NOT PERMITTED FOR USE AT MISPLACED AND/OR OMITTED EMBEDS,DOWELS, OR OTHER ITEMS INTENDED TO BE ANCHORED IN CONCRETE.

CONCRETE NOTES

1. ALL CONCRETE SHALL BE LABORATORY DESIGNED AND CONTROLLED AND SHALL MEET THE REQUIREMENTS OF "BUILDINGCODE REQUIREMENTS FOR STRUCTURAL CONCRETE" (ACI 318). CONCRETE SHALL ALSO CONFORM TO THE FOLLOWINGREQUIREMENTS:

COMPRESSIVESTRENGTH @ 28

DAYS U.N.O.TYPE

AGGREGATEAIR

ENTRAINMENT USAGEWATER/CEMENT

RATIO (MAX.)MODULUS OF

ELASTICITY (MIN.)

3,000 PSI CRUSHEDLIMESTONE

YES (b) CURBS 0.55 3.1 x 10 PSI

6


NO SLAB-ON-GRADE. 0.55 3.1 x 10 PSI

6


NO ELEVATOR PIT WALLS, RETAINING WALLS,GRADE BEAMS, TOPPING SLABS.

0.44 3.6 x 10 PSI

6

4,000 PSI LIGHTWEIGHT(118pcf +2, -3)

NO 0.44 3.6 x 10 PSI

6

FILL ON METAL DECK


NO STRUCTURAL FLOOR SLABS (U.N.O.),COLUMNS AS NOTED IN COLUMNSCHEDULE, PILE CAPS. SHEARWALLS ASNOTED IN SHEARWALL SCHEDULE.

0.40 4.0 x 10 PSI

6

2. ALL CONCRETE WORK TO BE IN ACCORDANCE WITH ACI 318 AND ACI 301.

3. CONCRETE PROTECTION FOR REINFORCEMENT & UNBONDED TENDONS SHALL BE AS NOTED BELOW. REFERENCE ACI 318SECTION 7.7 FOR CONDITIONS NOT NOTED.

CLEAR COVER MIN. FIRE RATING PER REQUIRED IBC TABLE 702.1(1)

PILASTERS 3" BACKFILLED SIDES2" NON-BACKFILLED SIDES 4 HOUR

ALL CONCRETE PLACED AGAINST SOIL 3" 4 HOUR

SLABS-ON-GRADE 1" TOP 4 HOUR

BASEMENT WALLS 2" BACKFILLED SIDES 2 HOUR1" NON-BACKFILLED SIDES 2 HOUR

NON-PRESTRESSED CONCRETE:

CONCRETE EXPOSED TO SOIL OR WEATHER 2" (#6 OR LARGER BARS) 4 HOUR1 1/2" (#5 BAR OR SMALLER) 3 HOUR

CONCRETE NOT EXPOSED TO SOIL OR WEATHER:

BEAMS AND COLUMNS 1 1/2" (REF. DETAILS) 4 HOURELEVATED STRUCTURAL SLABS 1" 4 HOUR

PRESTRESSED CONCRETE:

CONCRETE EXPOSED TO SOIL OR WEATHER 1" (SLABS) 4 HOUR1 1/2" (BEAMS) 4 HOUR

CONCRETE NOT EXPOSED TO SOIL OR WEATHER: 3/4" (SLABS) 2 HOUR1 1/2" (BEAMS) 4 HOUR

*NOTE: MINIMUM FIRE RESISTIVITY PERIODS ARE CONSISTENT WITH THE USE OF CARBONATE AGGREGATE (CRUSHEDLIMESTONE) & ASSUMES CONCRETE STRUCTURE IS RESTRAINED PER TABLE X3.1 OF ASTM E119-00.

4. IN THE EVENT THAT CONCRETE CASTING IS INTERRUPTED HORIZONTAL OR NEARLY HORIZONTAL CONSTRUCTION JOINTS SHALL BEPREPARED BY ROUGHENING THE SURFACE IN AN APPROVED MANNER SO THAT THE AGGREGATE IS EXPOSED UNIFORMLY, LEAVINGNO LAITANCE, LOOSE PARTICLES OR DAMAGED CONCRETE. ALL HORIZONTAL JOINTS AND REMEDIAL ACTION SHALL BE SUBMITTEDTO THE ENGINEER FOR REVIEW AND APPROVAL.

5. ALL CONCRETE TO BE PUMPED SHALL CONTAIN HIGH RANGE WATER REDUCER. REFER TO SPECIFICATIONS FOR MORE INFO.

6. ALL CURING COMPOUNDS SHALL BE NON-CHLORINE & SELF DISSIPATING. CONTRACTOR SHALL ACCOUNT FOR SCHEDULEIMPLICATIONS IMPACTING THE INSTALLATION OF FINISH MATERIALS WITH REGARD TO MOISTURE CONTENT OF CONCRETE.

STRUCTURAL STEEL AND METAL DECK NOTES1. STRUCTURAL STEEL SHALL BE NEW AND SHALL CONFORM TO AISC. "SPECIFICATION FOR THE DESIGN,

FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS," LATEST APPROVED ADDITION.

2. BOLTS AND BOLTED CONNECTIONS SHALL CONFORM TO THE REQUIREMENTS OF THESPECIFICATIONS. UNLESS NOTED OTHERWISE, CONNECTION BOLTS SHALL CONFORM TO ASTMA325-N.

3. ALL STRUCTURAL STEEL SHAPES, PLATES, ETC., SHALL CONFORM TO THE FOLLOWINGDESIGNATIONS, UNLESS NOTED OTHERWISE:

ASTM A572 OR A992, GRADE 50 ALL STRUCTURAL STEEL UNLESS NOTED OTHERWISE

ASTM A36 AS NOTED ON DRAWINGS

ASTM A500 GRADE 'B' (46 KSI) HOLLOW STRUCTURAL SECTIONS

4. ALL FIELD CONNECTIONS SHALL BE BOLTED WITH 3/4 INCH DIAMETER BOLTS (ASTM A325-N UNLESSNOTED) OR WELDED AS SHOWN ON THESE DRAWINGS. ALL NON-COMPOSITE BEAM CONNECTIONSSHALL BE EQUAL TO ONE-HALF OF THE AISC BEAM (ALLOWABLE UNIFORM LOAD) TABLE VALUE FORTHE CORRESPONDING SPAN, EXCEPT AS SHOWN ON THESE DRAWINGS. COMPOSITE BEAMCONNECTIONS SHALL BE EQUAL TO 1.9 MULTIPLIED TIMES ONE-HALF OF THE AISC BEAM TABLEVALUE FOR THE CORRESPONDING SPAN.

5. STEEL MEMBERS SHALL NOT BE SPLICED EXCEPT WHERE SHOWN ON THE DRAWINGS, UNLESSAPPROVED BY THE ENGINEER.

6. ALL STRUCTURAL STEEL DETAILS AND CONNECTIONS SHALL CONFORM TO THE STANDARDS OF THEAISC.

7. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM F1554, EXCEPT AS NOTED. REFER TO BASEPLATEDETAILS FOR LOCATIONS WHERE A325 ANCHOR BOLTS ARE REQUIRED.

8. FOR ALL HIGH STRENGTH BOLTS, HARDENED WASHERS SHALL BE PROVIDED AS REQUIRED BY THESPECIFICATIONS.

9. FABRICATION AND ERECTION OF STEEL JOISTS SHALL BE IN ACCORDANCE WITH THE STANDARDS OFTHE STEEL JOIST INSTITUTE LATEST EDITION. JOIST BRIDGING SHALL BE PROVIDED AND SHALLCONFORM TO THE STANDARDS AND SPECIFICATIONS OF THE STEEL JOIST INSTITUTE AND THEMANUFACTURER'S RECOMMENDATIONS UNLESS NOTED OTHERWISE. THE JOIST MANUFACTURERSHALL PROVIDE BRIDGING AS REQUIRED TO RESIST THE NET UPLIFT FORCES.

10. HOT DIP GALVANIZE ALL STRUCTURAL STEEL EXPOSED TO WEATHER.

11. METAL ROOF DECK SHALL CONFORM TO THE REQUIREMENTS OF THE "SPECIFICATIONS FORSTEEL DECK BY STEEL DECK INSTITUTE." ALL DECK SHALL SPAN A MINIMUM OF THREE (3) SPANS,AND SHALL LAP AT THE CENTERLINE OF SUPPORTS A MINIMUM OF TWO (2) INCHES. REFER TOPLANS FOR DECK TYPES AND ATTACHMENT REQUIREMENTS AND PATTERNS. PROVIDE WELDWASHERS FOR ALL WELDS. METAL ROOF DECK OR COMPOSITE METAL DECK RECEIVING LIGHTWEIGHT CONCRETE OR LIGHT WEIGHT INSULATING FILL SHALL BE VENTED.

12. REFERENCE ARCHITECTURAL DRAWINGS FOR ALL ARCHITECTURALLY EXPOSED STRUCTURALSTEEL. ARCHITECTURAL EXPOSED STRUCTURAL STEEL SHALL BE CLEANED & SHOP BLASTEDPER SPECIAL COATINGS SPECIFICATION SECTION PRIOR TO PAINTING AND WELDS SHALL BEGROUND SMOOTH.

WELDING NOTES1. WHEN WELDS ARE NOT CALLED OUT ON THE DRAWINGS, THEY ARE MINIMUM SIZE CONTINUOUS FILLET

WELDS IN ACCORDANCE WITH AWS D1.1. FILLET WELDS NOT SPECIFIED AS TO LENGTH SHALL BECONTINUOUS.

2. UNLESS NOTED OTHERWISE ON THE DRAWINGS, ALL GROOVE WELD SHALL BE FULL PENETRATION.

3. PROVIDE FILLET WELDS AT ALL CONTACT JOINTS BETWEEN STEEL MEMBERS SUFFICIENT TO DEVELOPTHE ALLOWABLE TENSILE STRENGTH OF THE SMALLER MEMBER AT THE JOINT UNLESS NOTEDOTHERWISE ON THE DRAWINGS.

4. WELDING OF METAL FORM DECK SHALL CONFORM TO AWS D1.3.

POST-TENSION NOTES1. TENDONS: LOW RELAXATION 1/2" DIAMETER SEVEN WIRE STRANDS CONFORMING TO ASTM A416.

THE TENDON ULTIMATE STRENGTH (F'pu) EQUALS 270 KSI. TENDONS ARE UNBONDED, SHEATHED ANDCOATED UNLESS NOTED OTHERWISE.

2. TEMPORARY JACKING STRESS IN TENDONS SHALL NOT EXCEED 216 KSI (0.80 F'pu). STRESS INTENDONS IMMEDIATELY AFTER PRESTRESS TRANSFER SHALL NOT EXCEED 200 KSI (0.74 F'pu).STRESS IN TENDONS AT ANCHORAGES AND COUPLERS, AFTER ANCHORAGE SHALL NOT EXCEED189 KSI (0.70 F'pu).

3. AT TRANSFER OF PRESTRESS FORCE, STRUCTURAL FLOOR SLAB CONCRETE STRENGTH SHALL BE75% OF SPECIFIED COMPRESSIVE STRENGTH. AN EXCEPTION TO THIS IS THAT IT IS PERMISSIBLE TOTRANSFER PRESTRESS FORCE AT A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI FORSTRUCTURAL FLOOR SLABS NOTED WITH A 28-DAY STRENGTH OF 5000, 5500 AND 6000 PSI.

4. ALL COLUMNS BELOW STRUCTURAL FLOOR SLABS SHALL MEET THE MINIMUM COMPRESSIVESTRENGTH REQUIREMENTS OF THE FLOOR SLAB BEING SUPPORTED AT TRANSFER OF PRESTRESSFORCE.

5. CONTRACTOR SHALL SUBMIT COMPLETE CALCULATIONS OF FRICTION LOSSES AND SHOP DRAWINGSOF TENDON LAYOUTS, TENDON ELONGATION, DEAD-END AND STRESSING ANCHORAGE DETAILS FORREVIEW BY THE STRUCTURAL ENGINEER. THE CALCULATIONS AND SHOP DRAWINGS SHALL BESIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF THE PROJECTLOCATION.

THE REGISTERED PROFESSIONAL ENGINEER SHALL BE AN EMPLOYEE OF THE POST-TENSIONINGSUPPLIER AND THE RESUME OF THE ENGINEER SHALL BE SUBMITTED TO THE ARCHITECT ANDSTRUCTURAL ENGINEER FOR REVIEW.

THE CONTRACTOR AND POST TENSION SUPPLIER SHALL VERIFY THE MODULUS OF ELASTICITY ANDDIAMETER OF ALL TENDONS USED ON THE PROJECT AND PROVIDE REVISED ELONGATIONCALCULATIONS PRIOR TO STRESSING FOR ANY TENDONS WHICH HAVE PROPERTIES THAT AREDIFFERENT FROM THE VALUES ASSUMED IN THE SHOP DRAWINGS.

6. FIELD MEASUREMENTS OF ELONGATIONS AND STRESSING FORCES SHALL NOT VARY BY MORE THANPLUS OR MINUS 7% FROM CALCULATED VALUES.

7. TENDON ENDS SHALL NOT BE BURNED OFF UNTIL STRESSING LOGS HAVE BEEN REVIEWED BYSTRUCTURAL ENGINEER.

8. TENDON PROFILE SHALL CONFORM TO CONTROLLING POINTS SHOWN IN THE POST TENSIONGIRDER SCHEDULE AND SHALL BE IN AN APPROXIMATE PARABOLIC DRAPE BETWEEN SUPPORTS,POINTS OF INFLECTION AND LOW POINTS, UNLESS NOTED OTHERWISE. HARPED TENDONS SHALLBE STRAIGHT BETWEEN CONTROL POINTS.

9. TENDONS SHALL BE SECURED TO A SUFFICIENT NUMBER OF POSITIONING DEVICES TO ENSURECORRECT LOCATION DURING PLACING OF CONCRETE AND SHALL BE SUPPORTED AT A MAXIMUM OF2'-6 ON CENTER.

10. LOCATIONS AND DETAILS OF ALL STRESSING POCKETS SHALL BE INCLUDED IN POST TENSION SHOPDRAWINGS. ALL POCKETS AND BLOCKOUTS SHALL BE ADEQUATELY REINFORCED SO AS NOT TODECREASE THE STRENGTH OR THE STRUCTURE.

11. THE POST TENSION SUPPLIER SHALL PROVIDE ALL ANCHORAGE REINFORCING NECESSARY TOPROPERLY DEVELOP ANCHORAGE AND BEARING OF THE ANCHORAGE UNITS. THIS REINFORCINGSHALL BE IN ADDITION TO THE REINFORCING SHOWN ON DRAWINGS AND SHALL BE INCLUDED IN THEBASE BID.

12. TENDON STRESSING SEQUENCE SHALL BE PER THE POST-TENSIONING SHOP DRAWINGS AND SHALL BECOORDINATED WITH THE FORMWORK SHORING & RESHORING PLANS FOR LOADS IMPOSED BYSTRESSING SEQUENCE.

13. IN CONTINUOUS STRESSING SITUATIONS CONSISTING OF MORE THAN ONE SPAN IN WHICH THEPRESTRESS FORCE IS NOT EQUAL IN ALL SPANS, THE FOLLOWING STRESSING SEQUENCE SHALLAPPLY:

(a) THE CONTINUOUS TENDONS WHICH RUN THROUGHOUT THE LENGTH OF ALL SPANS SHALL BESTRESSED FIRST.

(b) ADDITIONAL PRESTRESSING FORCES IN SPANS BE STRESSED AFTER CONTINUOUS TENDONS ARE STRESSED.

14. TENDONS AND NON-PRESTRESSED REINFORCEMENT SHALL BE PLACED TO ALLOW ADEQUATE CLEARDISTANCE AROUND NON-PRESTRESSED REINFORCEMENT CONFORMING TO ACI 318.

15. LOCATION OF CONSTRUCTION JOINTS AND/OR ANCHORAGES SHALL BE COORDINATED WITH THE GENERALCONTRACTOR.

16. CONTRACTOR SHALL NOT DRILL, SHOOT ANCHORS OR SLEEVE POST TENSION BEAMS OR SLAB WITHOUTPRIOR APPROVAL OF THE STRUCTURAL ENGINEER.

17. TWISTING OR ENTWINING OF INDIVIDUAL WIRES OR STRANDS WITHIN A BUNDLE OR A BEAM SHALL NOT BEPERMITTED.

18. IF CONCRETE IS PLACED BY THE PUMP METHOD, THE HOSE SHALL NOT BE ALLOWED TO RIDE ON THETENDONS.

POST-TENSION NOTES (CONT.)19. THE REGISTERED PROFESSIONAL ENGINEER ON THE POST-TENSIONING STALL SHALL SUPERVISE

THE STRESSING OPERATIONS AND CERTIFY IN WRITING THAT THE EFFECTIVE POST-TENSION ASREQUIRED BY THE STRUCTURAL DRAWINGS HAS BEEN TRANSFERRED TO THE STRUCTURE AND/ORADDRESS IN WRITING ANY AND ALL TENDON FORCES OR ELONGATIONS NOT MEETING THEREQUIREMENTS OF THE SPECIFICATIONS.

THE CONTRACTOR SHALL NOT REPULL OR PERFORM ANY REMEDIAL WORK WITHOUT SUBMITTING ASIGNED AND SEALED LETTER ADDRESSING THE TENDONS NOT MEETING THE REQUIREMENTS OFTHE SPECIFICATIONS TO THE ARCHITECT AND WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.REFER TO THE SPECIFICATIONS FOR ADDITIONAL INFORMATION AND INSTRUCTIONS.

20. BONDED TENDONS SHALL BE LOW RELAXATION SEVEN WIRE STRANDS CONFORMING TO ASTM A416.THE TENDON ULTIMATE STRENGTH (F'pu) 0.6" DIAMETER EQUALS 270 KSI.

21. GROUT USED FOR BONDED TENDON INSTALLATION SHALL BE COMPATIBLE WITH THE TENDONS ANDNOT CORROSIVE. STRENGTH REQUIRED AT 28 DAYS F'c = 5,000 PSI. PROVIDE STRENGTH TESTS PERSPECIFICATION 03300 'CAST-IN-PLACE CONCRETE' SECTION 3.4.

22. THE CONTRACTOR SHALL CHECK THE STRESSING RECORDS FOR COMPLETENESS AND ACCURACY OFINFORMATION INCLUDING NUMBER OF TENDONS, ELONGATIONS AND GAUGE PRESSURES. ANYINFORMATION THAT IS MISSING OR INCORRECT SHALL BE CORRECTED BY THE CONTRACTOR PRIOR TOSUBMITTAL. WHEN ALL CORRECTIONS HAVE BEEN MADE THE CONTRACTOR SHALL FORWARD THESTRESSING RECORD ALONG WITH A LETTER STATING THAT THE INFORMATION IS COMPLETE ANDACCURATE TO THE POST-TENSION SUPPLIER AND ENGINEER OF RECORD FOR REVIEW.

23. ALL TENDONS SHALL BE CORROSION RESISTANT AND SELF-ENCAPSULATED FOR CORROSIONPROTECTION.

24. CONTRACTOR/POST-TENSION SUPPLIER SHALL FIELD VERIFY AND EVALUATE IF TENDONS CAN BESTRESSED AT LOCATIONS ADJACENT TO EXISTING BUILDINGS PRIOR TO FABRICATION OF MATERIALS.ALTERNATE STRESSING LOCATIONS SHALL BE USED IF STRESSING TENDONS ADJACENT TO EXISTINGBUILDINGS IS NOT POSSIBLE.

REINFORCING STEEL NOTES1. ALL REINFORCING SHALL BE NEW BILLET STEEL, ASTM A615 - GRADE 60 UNLESS NOTED OTHERWISE.

REINFORCING SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE ACI SP-66 AND ACI318.

2. ALL #11, #14 AND #18 REINFORCING BARS SHALL BE NEW BILLET STEEL ASTM A615 - GRADE 75.REINFORCING SHALL BE DETAILED & FABRICATED IN ACCORDANCE WITH THE ACI SP-66 & ACI 318.

3. HEADED STUDS USED IN FABRICATION OF EMBEDDED ASSEMBLIES SHALL BE WELDED TO THOSEASSEMBLIES USING A FULL FUSION PROCESS.

4. HORIZONTAL WALL REINFORCEMENT SHALL BE CONTINUOUS AND SHALL HAVE 90 DEGREE BENDS ANDEXTENSIONS AT CORNERS AND INTERSECTIONS AS SHOWN ON THE DRAWINGS.

5. ALL LAPS IN WELDED WIRE FABRIC SHALL BE ONE MESH PLUS TWO INCHES AT SPLICES.

6. ALL BARS USED FOR DEFORMED BAR ANCHORS (DBA) SHALL CONFORM TO ASTM A706 fy = 60psiUNLESS NOTED OTHERWISE.

BACKFILL NOTES

1. BASEMENT WALLS, ELEVATOR PIT WALLS AND GARAGE RETAINING WALLS ARE DESIGNED FOR ANAT-REST EQUIVALENT FLUID PRESSURE OF FIFTY-FIVE (55) POUNDS PER SQUARE FOOT PER FOOTOF DEPTH.

2. THE WALL SHALL NOT BE BACKFILLED UNTIL:

1.) THE WALL AND FLOOR CONCRETE STRENGTH HAS REACHED THE SPECIFIED 28-DAY COMPRESSIVE STRENGTH.

2.) BASEMENT WALLS SHALL REMAIN SHORED UNTIL FLOORS ABOVE AND BELOW HAVE BEEN PLACED AND ACHIEVED 28-DAY STRENGTH.

3. BASEMENT WALL FOOTINGS, ELEVATOR PIT WALL FOOTINGS AND GARAGE RETAINING WALLFOOTINGS ARE DESIGNED FOR AN ALLOWABLE BEARING PRESSURE PER THE GEOTECHNICALREPORT.

CMU NOTE1. HOLLOW MASONRY UNITS SHALL CONFORM TO C-90 NORMAL WEIGHT, GRADE N, TYPE 1, WITH A

MINIMUM COMPRESSIVE STRENGTH OF 1500 PSI ON THE NET AREA OF THE BLOCK. MORTAR SHALLCONFORM TO ASTM C270, TYPE S. ALL MASONRY SHALL HAVE A MINIMUM COMPRESSIVE STRENGTHfm = 1500 PSI. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI UNLESS NOTED OTHERWISE. REFER TOSECTIONS FOR REINFORCEMENT OR PROVIDE THE FOLLOWING MINIMUM REINFORCEMENT PER CMUWALL SCHEDULE BELOW. PROVIDE #9 GAUGE DUR-O-WALL HORIZ. LADDER TYPE REINF. @ 16" O.C.REFER TO TYPICAL LINTEL SCHEDULE. PROVIDE 8" HORIZONTAL BOND BEAMS AT TOP OF WALL AND AT4'-0 O.C. MAX. (MINIMUM 2 (TWO) PER WALL) FULLY GROUT AND REINFORCE WITH 2-#5.

PRECAST/CURTAINWALL CONNECTIONS/SUPPORT1. PRECAST/CURTAINWALL MANUFACTURER SHALL PROVIDE ALL BRACING AND CONNECTIONS TO THE

STRUCTURE. CALCULATIONS SIGNED AND SEALED BY A REGISTERED PROFESSIONAL ENGINEER INTHE STATE IN WHICH THE PROJECT IS LOCATED. CONTRACTOR IS TO COORDINATE EMBED PLATESAND POCKETS REQUIRED BY PRECAST/CURTAINWALL MANUFACTURER IN CONCRETE STRUCTURE.

2. THE GENERAL CONTRACTOR AND PRECAST/CURTAINWALL MANUFACTURER SHALL INSTALL ANDCOORDINATE ALL PRECAST/CURTAINWALL EMBEDS WITH THE POST TENSION ANCHORS ANDCOLUMN REINFORCEMENT.

CONSTRUCTION TOLERANCES1. VERTICAL ALIGNMENT SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE ACI MANUAL FOR

CONCRETE PRACTICE.

A. FOR HEIGHTS 100 FT. OR LESS- LINES, SURFACES AND ARISES (I INCH MAX.)- OUTSIDE CORNER OF EXPOSED CORNER COLUMNS AND CONTROL JOINT GROOVES IN CONCRETE EXPOSED TO VIEW (1/2 INCH MAX.).

B. FOR HEIGHTS GREATER THAN 100 FT.- LINES, SURFACES AND ARISES 1/1000 TIMES THE HEIGHT BUT NOT MORE THAN 2 INCHES.- OUTSIDE CORNER OF EXPOSED CORNER COLUMNS AND CONTROL JOINT GROOVES IN CONCRETE 1/2000 TIMES THE HEIGHT BUT NOT MORE THAN 3 INCHES.

PRECAST/CURTAIN WALL DEFLECTION CRITERIA1. PERIMETER BEAMS SUPPORTING PRECAST/CURTAIN WALL HAVE BEEN DESIGNED TO A MAXIMUM

DEFLECTION DUE TO SUPERIMPOSED LIVE LOADS OF 1/4" AT TYPICAL FLOOR.

2. FOR CANTILEVER BEAMS, THE MAXIMUM DEFLECTION DUE TO DEAD LOADS PLUS LIVE LOADS IS 3/8".THE MAXIMUM DEFLECTION DUE TO SUPERIMPOSED LIVE LOADS IS 1/4".

MONITORING EXISTING ADJACENT STRUCTURES /RETENTION SYSTEM

1. GENERAL CONTRACTOR TO LOCATE, IDENTIFY AND VERIFY FOUNDATIONS OF EXISTING BUILDINGS ANDNOTIFY ARCHITECT, CIVIL ENGINEER AND STRUCTURAL ENGINEER.

2. GENERAL CONTRACTOR TO MONITOR THE LOCATION AND CONDITION OF THE EXISTING STRUCTURESPRIOR TO AND DURING EXCAVATION AND DURING CONSTRUCTION OF NEW BUILDINGS.

3. GENERAL CONTRACTOR TO MONITOR EXCAVATION RETENTION SYSTEM PERIODICALLY. REPORTREADINGS TO ARCHITECT/ENGINEER WEEKLY.

4. THE RETENTION CONTRACTOR/GENERAL CONTRACTOR SHALL REMOVE THE WOOD LAGGING FROMTHE RETENTION SYSTEM DURING THE BACKFILL PROCEDURE OF THE WALL. NO WOOD LAGGING TOBE LEFT IN PLACE.

BUILDING MONITORING1. THE GENERAL CONTRACTOR WILL MONITOR THE ELEVATION OF THE FRAME COLUMNS AND

SHEARWALLS AFTER EACH FIVE FLOORS OF CONSTRUCTION. MONITORING READINGS SHALL BETAKEN AT FLOORS: GROUND, 5,10 AND MECHANICAL ROOF. READINGS SHALL BE SUBMITTED TOTHE ARCHITECT/STRUCTURAL ENGINEER FOR REVIEW.

2. IT IS ANTICIPATED THAT THE FRAME WILL SHORTEN 1/16" PER FLOOR AFTER THE SLAB IS CAST DUETO LONG TERM SHORTENING EFFECTS. ALL MECHANICAL PIPING AND ELECTRICAL PIPING RUNNINGFULL HEIGHT OF THE BUILDING SHALL BE SUPPORTED TO COMPENSATE FOR THE SHORTENING.

PRECONSTRUCTION MEETINGS

1. THE GENERAL CONTRACTOR SHALL CONDUCT PRECONSTRUCTION MEETINGS PRIOR TO EACHMAJOR STRUCTURAL ELEMENT INSTALLATION. THE MEETINGS SHALL INCLUDE:

A.) PILES/CAPS/MATSB.) FORMING AND SHORINGC.) CONCRETED.) POST-TENSIONINGE.) STRUCTURAL STEEL

EACH MEETING SHALL BE ATTENDED BY THE ARCHITECT/STRUCTURAL ENGINEER. THE GENERALCONTRACTOR WILL KEEP MEETING MINUTES AND DISTRIBUTE THEM TO THE ATTENDEES.

UTILITY/CONSTRUCTION NOTES1. ALL TRENCHES DUG WITHIN TWO PILE DIAMETERS OF ANY DRILLED PILE SHALL BE BACKFILLED

WITH LEAN CONCRETE WITH A COMPRESSIVE STRENGTH f'c = 3000 PSI MIN.

SPECIAL SHORING NOTES

1. ALL SHORING AND RESHORING SYSTEMS FOR TRANSFER GIRDERS AND CANTILEVERS SHALL BEDESIGNED BY A REGISTERED PROFESSIONAL ENGINEER IN THE STATE OF KENTUCKY. ALLCALCULATIONS AND SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FORREVIEW PRIOR TO USE.

2. RESHORING SEQUENCE AT CANTILEVERS:

RESHORING SEQUENCE BELOW SHALL BE FOLLOWED STEP BY STEP IN SEQUENCE. COMPLETEEACH STEP PRIOR TO COMMENCING WORK ON THE NEXT STEP.

1.) CANTILEVERS SHALL BE RESHORED IMMEDIATELY AFTER FORM REMOVAL.2.) CANTILEVERS ON ALL LEVELS TO REMAIN RESHORED, A MINIMUM OF 4 LEVELS, UNTIL CONCRETE HAS REACHED SPECIFIED 28 OR 56 DAY CONCRETE STRENGTH.3.) GENERAL CONTRACTOR TO SURVEY CANTILEVER T.O. CONCRETE PRIOR TO REMOVAL OF SHORING AND IMMEDIATELY AFTER RE-SHORING AND PROVIDE TO ARCHITECT/ENGINEER WITHIN ONE WEEK OF COMPLETION OF EACH POUR.

PIPING SUPPORTS AND LOADS1. ALL OTHER HUNG PIPING OR SUPPORTED PIPING SHALL BE SUPPORTED FROM JOIST, BEAMS AND

GIRDERS. THE MECHANICAL CONTRACTOR SHALL SUBMIT LAYOUT OF SUPPORT AND LOADS TOSTRUCTURAL ENGINEER FOR REVIEW.

STUDRAIL NOTE1. STUDRAIL MANUFACTURER SHALL PROVIDE PROOF OF ICBO ES EVALUATION FOR STUDRAIL

ASSEMBLY PROPOSED. ALL STUDRAIL WELDING SHALL TAKE PLACE IN AN ICBO ES AUDITEDFACILITY, AND ALL STUDRAILS SHALL CONFORM TO ASTM A1044, LATEST EDITION.

0

S1.02

MAX. MAXIMUM

NIC NOT IN CONTRACT

NOT TO SCALE

ON CENTER

OPPOSITE HAND

OUTSIDE DIAMETER

OPP.

O.H.

OPNG.

LIVE LOAD DEFLECTION

OPPOSITE

OPENING

O.C.

O.D.

NTS

NO. NUMBER

MECHANICAL

MEZZANINE

MANUFACTURER

MISCELLANEOUS

NEAR SIDE

MONOLITHIC

N

N.S.

MFR.

MON.

NUMBER

MID.

MISC.

MIN.

MECH.

MEZZ.

MIDDLE

MINIMUM

K.O. KNOCK OUT

MATCH-LINE

LIGHT WEIGHT

LONG LEG HORIZONTAL

LONG LEG VERTICAL

M.L.

MAT'L

LVL.

MACH.

MATERIAL

LEVEL

MACHINE

LT. WT.

LLV

LT.

LLH

LIGHT

INSIDE DIAMETER

INFORMATION

K

JST.

JT.

KIPS

JOIST

JOINT

IN.

INT.

INFO.

I.D.

INCH

INTERIOR

LL

HOLLOW STRUCTURAL SECTIONHSS


NO COLUMNS AS NOTED IN COLUMNSCHEDULE, SHEARWALLS AS NOTED INSHEARWALL SCHEDULE, DRILLED PILES ASNOTED IN SCHEDULE.

0.36 4.4 x 10 PSI

6


NO COLUMNS AS NOTED IN COLUMNSCHEDULE, SHEARWALLS AS NOTED INSHEARWALL SCHEDULE, MAT FOUNDATION,

0.34 4.8 x 10 PSI

6

8,500 PSI @ 56 DAYS (a) CRUSHEDLIMESTONE

NO COLUMNS AS NOTED IN COLUMN SCHEDULE,SHEARWALLS AS NOTED IN SHEARWALLSCHEDULE, FOUNDATION TIE BEAM.

0.33 5.25 x 10 PSI

6

NOTES: (a) 7,000 PSI, 8,500 PSI AND 10,000 PSI CONCRETE MIXES SHALL CONTAIN HIGH RANGE WATER REDUCER.(b) PROVIDE 5% (+-1%) AIR ENTRAINMENT ADMIXTURE WHERE NOTED ABOVE.

13. COMPOSITE METAL DECK SHALL CONFORM TO THE REQUIREMENTS OF THE "SPECIFICATIONS FORSTEEL DECK BY STEEL DECK INSTITUTE." REFERENCE TABLE BELOW FOR ALLOWABLE DECK SPANSAND ATTACHMENT TO SUPPORTS.

3VLI20

3VLI19

2 SPAN

11'-7

12'-1010'-4

9'-2

1 SPAN

13'-3

12'-0

3 SPAN

DECK TYPESDI MAX UNSHORED CLEAR SPAN

ATTACH COMPOSITE METAL DECK TO SUPPORT USING 3/4" DIA. PUDDLE WELDS @ 36/4 PATTERN w/3 WELDED SIDELAPS PER DECK SPAN.

ROOF DESIGN1. THE ASSUMED HYDRAULIC HEAD WATER IS 3 INCHES.

2. THE STRUCTURAL STEEL ROOF DESIGN IS BASED UPON A CODE COMPLIANT SECONDARY ROOFDRAINAGE SYSTEM WITH A DESIGN HEAD OF 3 INCHES.

SSL SHORT SLOTTED HOLE

OVERSIZED HOLEOSL

LONG SLOTTED HOLESLSL

CMU WALL SCHEDULE

INTERIOR

EXTERIOR

0'-10'10'-15'15'-20'20'-25'

8"8"8"8"

#5 @ 48" O.C.#5 @ 48" O.C.#5 @ 32" O.C.#5 @ 24" O.C.

0'-10'10'-15'15'-20'20'-25'

8"8"12"12"

#5 @ 48" O.C.#5 @ 32" O.C.#5 @ 24" O.C.#5 @ 16" O.C.

TYPE HEIGHT BLOCK SIZE VERT. REINF.

TOPPING SLABS/MECHANICAL PADS1. REINFORCE ALL TOPPING SLABS NOT SHOWN IN DETAILS w/ #3 @ 12" O.C. EACH DIRECTION.

2. REINFORCE ALL MECHANICAL PADS WITH WELDED WIRE MESH 6 x 6 - W2.9 x W2.9. ALL MESH SHALLCONFORM TO THE REQUIREMENTS OF ASTM A185.

3. REINFORCE ALL TOPPING SLABS LESS THAN 5" WITH WELDED WIRE MESH 6 x 6 - W2.9 x W2.9.REINFORCE TOPPING SLABS EQUAL TO OR GREATER THAN 5" WITH 4 x 4 - W2.9 x W2.9. ALL MESHSHALL CONFORM TO THE REQUIREMENTS OF ASTM A185.

S I

S

w

S

1. FOUNDATION DESIGN AND SUBSURFACE INFORMATION IS BASED ON THE GEOTECHNICAL INVESTIGATION PROVIDED BY GEICONSULTANTS, INC. REPORT NO. 1700456 DATED FEBRUARY 9,2017. THE FOUNDATIONS SHALL CONSIST OF DRILLED DISPLACEMENTPILES. PILES ARE DESIGNED FOR 190 TONS IN COMPRESSION AND 150 TONS IN TENSION (UPLIFT). PROVIDE TEST PILES INACCORDANCE WITH THE GEOTECHNICAL REPORT. PILE INSTALLATION METHOD AND LOAD CAPACITIES ARE SUBJECT TO REVIEWBASED ON PILE LOAD TEST.

PRICING NOTES:

1. CONTRACTOR SHALL USE PRICING NOTES FOR PRICING STRUCTURAL FRAME. POST TENSIONING ANDREINFORCEMENT SHOWN ON PLANS ARE PARTIALLY COMPLETE AND SHOWN FOR INFORMATION ONLY.

2. REINFORCEMENT QUANITITES LISTED ON PLANS ARE FOR ELEVATED STRUCTURE ONLY. (ELEVATEDSLABS, COLUMNS, BEAMS, JOISTS, GIRDERS, AND SHEARWALL.) ADDITIONAL PRICING SHALL BEPROVIDED FOR ALL OTHER STRUCTURAL ITEMS, DETAILS AND SECTIONS SHOWN ON THE DRAWINGS.PT FORCE/TENDONS ON PLANS FOR INFORMATION ONLY. USE PRICING NOTES FOR ESTIMATINGPURPOSES.

3. CONTRACTOR MAY PROVIDE MECHANICAL COUPLERS IN LIEU OF LAP SPLICES FOR #11 BARS INSHEARWALLS & COLUMNS. PROVIDE ALLOWANCES FOR 1,000 COMPRESSION COUPLERS AT TOWERCOLUMNS & SHEARWALLS TO BE USED AT ENGINEERS DIRECTION. REF. LEANING COLUMN DETAILSFOR ADDITIONAL TENSION COUPLERS.

4. REINFORCEMENT QUANTITIES PROVIDED DO NOT INCLUDE REINF. REQUIRED FOR POST-TENSIONSUPPORT. PROVIDE ADD'L. REINF. AS REQ'D. BY P.T. SUPPLIER. PROVIDE 0.40 PSF GRADE 60 FORPRICING AS A MINIMUM. P.T. QUANTITIES ARE NET WEIGHT W/OUT ANCHORS OR TAILS.

5. PROVIDE SLEEVES FOR PIPING AS REQUIRED BY MECHANICAL/PLUMBING/ELECTRICAL DRAWINGS. ASA MINIMUM PROVIDE 2,000 6" SLEEVES FOR PRICING.

6. REF. PLAN NOTES FOR COLUMN SIZES AND CONCRETE STRENGTHS. FOR ANY COLUMN NOTSCHEDULED, ASSUME 10,000 psi, 24" x 42" FOR COLUMNS IN THE TOWE POOTPRINT, AND ASSUME 7,000psi, 24" x 36" FOR COLUMNS IN GARAGE.

7. ALL STEEL BEAMS NOT SIZED, PROVIDE W24x76.8. PRICING NOTES ON EACH SHEET INDICATE TYPICAL SLAB THICKNESS AND BEAM WIDTHS AND DEPTHS.

FOR ALL BEAMS NOT NOTED, ASSUEM 48" WIDE x 26" DEEP AND FOR ALL SLABS NOT NOTED, ASSUME14" THICK POST-TENSIONED SLAB.

9. PROVIDE 156 - 1/2" DIA. x 10" STUDS PER COLUMN AT EACH POST TENSION FLAT SLAB (U.N.O. ON PLAN)10. PROVIDE CMU WALLS AS INDICATED BY ARCHITECT. CMU WALL SHALL BE REINFORCED PER GENERAL

NOTES. REF. S3 & S4 SERIES FOR TYPICAL CMU WALL CONNECTIONS. PROVIDE TYPICAL IMPACTWALL AT CMU WALLS PER 3/S4.31 AT WALLS EXPOSED TO TRAFFIC.

11. PROVIDE MIN. 40 TONS OF MISC. ANGLES & HSS, INCLUDING WELDING, AND 100 PL. x 3/4" x 12" x 12" w/9-3/4" DIA. x O'-6" H.S.A. FOR FEATURES NOT SHOWN ON STRUCTURAL PLAN.

12. PROVIDE INTERMEDIATE GUIDERAIL SUPPORT PER 16/S4.01 AT ALL ELEVATORS WHERE FLOOR TOFLOOR SPAN IS GREATER THAN 12'-0".

13. PROVIDE 2% OF STRUCTURAL FRAME COST FOR DESIGN CONTINGENCY TO BE ALLOCATED FORDESIGN CHANGES BEYOND ITEMS NOT COVERED BY PRICING NOTES.

3. CONTRACTOR SHALL SURVEY THE BUILDING PERIMETER TOP OF CONCRETE ELEVATIONS AT ANADEQUATE NUMBER OF LOCATIONS TO CONFIRM THAT AS-BUILT SLAB TOLERANCES MEET FACADEINSTALLATION REQUIREMENTS PRIOR TO FABRICATION. PROVIDE SURVEYS TOARCHITECT/ENGINEER WITHIN ONE WEEK OF COMPLETION OF EACH POUR.

4

4

4

6"

6"

"DURA-WALL"REINF. REF.GENERAL NOTES

1-#5 VERTICAL WALLREINF. IN FULLYGROUTED CELL

2-#5 VERT. WALLREINF. GROUTCELL FULL HEIGHT

OPENING - REF. PLAN

EMBED PL 5/8" x 6" x 2'-0" w/6 - 3/4"DIA. x 0'-6" S.A. (GAUGE = 8")

L 6 x 4 x 5/16 x 0'-4(LLV) @ 3'-0" O.C.

2 - #6 IN CONT.BOND BEAM

1/2"

TY

PIC

AL

(U.N

.O)

EMBED PL 3/8" x 6" x 0'-8"w/2 - 1/2" DIA. x 0'-4" H.S.A.

SC

HE

D. D

EP

TH

RE

F. P

LAN

REINF. BEAM PER SCHED.

REF. PLAN

L 5 x 3 x 3/8 x 0'-6" (LLV) w/1 1/2" VERTICALLY SLOTTEDHOLE. PROVIDE 1/2" DIA. THREADED HAS ROD w/HILTI HY-70 @ 4'-0" O.C. FOR 8" CMU BLOCK & 2'-0"O.C. FOR 12" CMU BLOCK.

T.O

. CO

NC

. EL.

RE

F. P

LAN

2 - #5 CONT. EXTEND2'-0" PAST WALL

EMBED PL 3/8" x 6" x 0'-8"w/2 - 1/2" DIA. x 0'-4" H.S.A.

L 5 x 3 x 3/8 x 0'-6" (LLV) w/1 1/2" VERTICALLYSLOTTED HOLE. PROVIDE 1/2" DIA. THREADEDHAS ROD w/ HILTI HY-70 @ 4'-0" O.C. FOR 8" CMUBLOCK & 2'-0" O.C. FOR 12" CMU BLOCK.

T.O

. CO

NC

. EL.

RE

F. P

LAN

RE

F. P

LAN

SCHED.LINTEL REINF.

LINTEL BEAM. FILLw/3,000 PSI GROUT.

TRIBUTARY AREA

ASCE-7 WALL/ROOF DESIGN WINDPRESSURES AND SUCTIONS FOR BLDG's

AREA < 10 ft

10 ft < AREA < 20ft

WIND PRESSURE ANDSUCTION PER ZONE (psf)

(-) VALUE DENOTES SUCTION(+) VALUE DENOTES PRESSURE

21

3.7-32.5

20 ft < AREA < 50ft

50 ft < AREA < 100ft

100 ft < AREA < 200ft

200 ft < AREA < 500ft

AREA > 500ft

2

22

22

22

22

2

NOTES:

1. ZONE 5 OCCURS AT BUILDING CORNERS AND EXTENDS 6'-0"BEYOND THE CORNER IN EACH DIRECTION.

22

3 4 5

22.2-40.8

20.4-36.1

19.2-32.5

17.9-29.0

16.1-24.3

3.7-32.5

22.2-40.8

22.2-22.2

22.2-40.8

3.7-30.7

3.7-28.2

3.7-26.6

3.7-24.7

3.7-22.2

3.7-51.1

3.7-51.1

3.7-48.6

3.7-45.1

3.7-42.6

3.7-40.0

3.7-36.7

3.7-51.1

3.7-51.1

3.7-48.6

3.7-45.1

3.7-42.6

3.7-40.0

3.7-36.7

22.2-22.2

22.2-22.2

20.4-21.0

19.2-20.2

17.9-19.4

16.1-18.1

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

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KEY PLAN

DATUM ELEVATION 100'-0" = 461.50" MSL

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Brockette/Davis/Drake, Inc.

Suite 1100

Dallas, TX 75204

Telephone 214-824-3647

Facsimile 214-824-2586

4144 N. Central Expy.

Kentucky Engineering Permit #3545

HKS, INC.350 N SAINT PAUL ST, SUITE 100DALLAS, TX 75201- 4240

ARCHITECT

WH

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STRUCTURAL ENGINEERBROCKETTE DAVIS DRAKE, INC. (BDD)4144 N. CENTRAL EXPRESSWAYSUITE 1100DALLAS, TX 75204

MEPF ENGINEERBLUM CONSULTING ENGINEERS8144 WALNUT HILL LANE, SUITE 200DALLAS, TX 75231-4316

OWNERWHITE LODGING SERVICES, CORP.701 EAST 83RD AVE.MERRILLVILLE, IN 46410

INTERIOR DESIGNERFLICK MARS10440 N. CENTRAL EXPY. No. 1210DALLAS TX 75231

CIVIL ENGINEER &

LANDSCAPE ARCHITECTLAND DESIGN & DEVELOPMENT, INC.503 WASHBURN AVE. SUITE 101LOUISVILLE KY 40222

LO

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VIL

LE

, K

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TECHNOLOGY CONSULTANTENGINEERING PLUS LLC9018 HERITAGE PARKWAY SUITE 1000WOODRIDGE IL 60517

VERTICAL TRANSPORTATIONLERCH BATES1420 VALWOOD PARKWAY, SUITE 172CARROLLTON TX 75006

STRUCTURAL ENGINEER, EXISTING

FACADESSIMPSON GUMPERTZ & HEGER41 SEYON STREET, BLDG 1, SUITE 500WALTHAM MA 02453

FOOD SERVICE & LAUNDRY

EQUIPMENTNEXT STEP DESIGN213 EAST AVE.PARK RIDGE IL 60068

ROBERTE. HILL

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STATE OF KENTUCK

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10

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/20

17

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:32

:48

AM

S1.01

GENERAL NOTES AND

TYPICAL DETAILS

6-27-2017

20645.000

CD PERMIT PACKAGE

#1

2.6

.3.2

013

042

1

BDD Job# 17004

2017

6-27-2017

18958

1/2" = 1'-0"1

TYPICAL CMU WALL CORNERREINFORCING

1/2" = 1'-0"2

TYPICAL OPENING AT MASONRY WALL

1/2" = 1'-0"4A

TYPICAL CMU WALL CONNX (TWO SIDES)

1/2" = 1'-0"4B

TYPICAL CMU WALL CONNX. (ONE SIDE@ BEAM)

1/2" = 1'-0"4C

TYPICAL CMU WALL CONNX. (ONE SIDE@ SLAB)

1/2" = 1'-0"3

TYPICAL CMU LINTEL

NO. DESCRIPTION DATE

2 50% CONSTRUCTIONDOCUMENTS

8/30/2017

4 CD Permit Package #2 10/18/2017

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SPECIAL BUILDING STRUCTURAL INSPECTION

SPECIAL BUILDING INSPECTION PLAN

PART 1 - GENERAL

1.1 REQUIREMENTS INCLUDED:

A. GENERAL REQUIREMENTS.

B. RESPONSIBILITY.

C. INSPECTOR'S RESPONSIBILITY.

D. COOPERATION.

E. OWNER'S RESPONSIBILITY.

F. GENERAL DUTIES OF SPECIAL INSPECTOR.

1.2 GENERAL REQUIREMENTS:

A. OWNER PROVIDED SPECIAL BUILDING STRUCTURAL INSPECTION

1. PURPOSE OF THIS SPECIAL INSPECTION, IS TO ASSURE THAT GOOD PRACTICES ARE FOLLOWED IN CONSTRUCTING THE PROJECT INACCORDANCE WITH THE DESIGN AND THE CONSTRUCTION DOCUMENTS IN ORDER TO ASSURE THE PUBLIC OF THE SAFE CONSTRUCTION AND SUBSEQUENT USE OF THE STRUCTURE.

1.4 INSPECTOR'S RESPONSIBILITY:

A. SPECIAL INSPECTOR SHALL HAVE ALL QUALIFICATIONS AS OUTLINED BY THE BOARD OF BUILDING CODES AND STANDARDS AND THESEQUALIFICATIONS MUST BE ACCEPTABLE TO THE ENFORCING AGENCY HAVING JURISDICTION FOR THIS PROJECT.

B. SPECIAL INSPECTOR SHALL BE TOTALLY FAMILIAR WITH THE INTENT, THE CONTENT AND THE PROVISIONS OF THE CONTRACTDOCUMENTS RELATING TO THE PART OF THE PROJECT UNDER HIS INSPECTION RESPONSIBILITY.

C. SPECIAL INSPECTOR SHALL BE RESPONSIBLE TO THE ENFORCING AGENCY HAVING JURISDICTION FOR THIS PROJECT.

1.3 RESPONSIBILITY:

A. THIS INSPECTIONS DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO DO THE WORK PROPERLY IN ACCORDANCE WITHTHE CONTRACT DOCUMENTS, AND DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO CARRY OUT HIS QUALITY CONTROL,INSPECTIONS AND TESTING.

1.5 COOPERATION:

A. CONTRACTOR SHALL COOPERATE WITH AND ASSIST THE SPECIAL INSPECTOR IN PERFORMING HIS INSPECTION DUTIES AS SPECIFIED.THE SPECIAL INSPECTOR SHALL HAVE FREE ACCESS TO THE PROJECT AT ALL TIMES.

1. CONTRACTOR SHALL ADVISE THE SPECIAL INSPECTOR IN ADVANCE OF CONSTRUCTION SCHEDULES AND PLANNED OPERATIONS INORDER TO ASSURE TIMELY AND APPROPRIATE OBSERVATION AND INSPECTION OF ITEMS SPECIFIED BELOW.

2. CONTRACTOR SHALL MAKE AVAILABLE TO THE SPECIAL INSPECTOR AT THE JOBSITE A SET OF APPROVED SHOP DRAWINGS.

1.6 OWNER'S RESPONSIBILITY:

A. COST OF EMPLOYING THE SPECIAL INSPECTOR SHALL BE THE RESPONSIBILITY OF THE OWNER.

B. FINAL INTERPRETATION OF THE CONTRACT DOCUMENTS SHALL REST WITH THE ARCHITECT AND THE STRUCTURAL ENGINEER OF RECORD.

1.7 GENERAL DUTIES OF SPECIAL INSPECTOR:

A. SPECIAL INSPECTOR SHALL COOPERATE WITH THE CONTRACTOR IN TIMELY OBSERVATIONS AND INSPECTIONS OF APPROPRIATE WORK OUTLINED BELOW. HOWEVER, HE SHALL REFRAIN FROM SUPERVISING OR DIRECTING WORKMEN ON THE PROJECT FOR THE CONTRACTOR, AS THIS IS EXPRESSLY NOT PERT OF THE SPECIAL INSPECTOR'S DUTIES OR INSPECTION FUNCTIONS.

D. FOUNDATION WORK

1. INSPECT EXCAVATIONS AND SUBGRADE PRIOR TO REQUIRED TESTS OF THE SUBGRADE.

2. NOTIFY OWNER AND ARCHITECT IF CONCRETE OPERATIONS COMMENCE PRIOR TO REQUIRED TESTS ON THE SUBGRADE.

3. INSPECT REINFORCEMENT PLACEMENT IN PILES, SLAB-ON-GRADE, AND SUBGRADE BEAMS. CHECK FOR:

A. PROPER SIZE, GRADE, NUMBER, AND SPACING OF REINFORCING.B. PROPER SUPPORT AND CLEARANCE OF THE REINFORCING.

4. INSPECT COLUMN AND WALL DOWELS FROM THE PILES. CHECK FOR:

A. PROPER SIZE, GRADE, NUMBER AND SPACING OF REINFORCING.B. PROPER SUPPORT AND CLEARANCE OF REINFORCING.C. PROPER LENGTH OF LAP WITH WALL/COLUMN ABOVE.

5. ASSURE THAT TESTING OF THE CONCRETE IS CONDUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

6. ASSURE THAT CONCRETING OPERATIONS ARE IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

B. SPECIAL INSPECTOR SHALL IMMEDIATELY ALERT THE CONTRACTOR OF ALL DISCREPANCIES AND DEVIATIONS FROM THE CONTRACT DOCUMENTS AND THE APPROVED SHOP DRAWINGS.

C. SPECIAL INSPECTION REPORTS SHALL BE SUBMITTED WITHIN 24 HOURS OF THE TIME AND DATE OF THE OBSERVATION AND INSPECTION.

1. SPECIAL INSPECTOR SHALL SUBMIT HIS REPORTS TO THE ENFORCING AGENCY HAVING JURISDICTION FOR THE PROJECT. IN ADDITION, SPECIAL INSPECTOR SHALL SUBMIT COPIES OF HIS REPORT TO THE OWNER AND TO THE CONTRACTOR.

2. UPON COMPLETION OF THE BUILDING, A SIGNED AND SEALED STATEMENT BY THE SPECIAL INSPECTOR MUST BE SUBMITTED TO THE ENFORCING AGENCY, STATING THAT THE PART OF THE PROJECT UNDER HIS INSPECTION RESPONSIBILITIES HAS BEEN CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

E. WALLS AND COLUMNS

1. INSPECT WALL/COLUMN REINFORCING. CHECK FOR:

A. NUMBER, GRADE AND SIZE OF VERTICAL BARS.B. SPACING BETWEEN VERTICAL BARS.C. SIZE, CONFIGURATION AND SPACING OF LATERAL WALL/COLUMN TIES.D. LENGTH OF LAP WITH WALL/COLUMN ABOVE.E. PROPER CLEARANCES TO CONCRETE SURFACES.F. CLEARANCE BETWEEN EMBEDDED ITEMS AND REINFORCING.

2. INSPECT WALL/COLUMN FORMS. CHECK FOR:

A. FINISH WALL SIZE.B. FORM TIGHTNESS.C. ADEQUACY OF FORM TIES TO SUPPORT FORMS.D. ADEQUACY OF FORM BRACES WHERE REQUIRED.



F. ELEVATED CONCRETE BEAMS, SLABS AND COLUMNS

1. INSPECT REINFORCEMENT AND POST-TENSIONING PLACEMENT IN BEAMS. CHECK FOR:

A. PROPER SIZE, GRADE, NUMBER AND SPACING OF REINFORCING.B. PROPER SUPPORT AND CLEARANCE OF REINFORCING.C. PROPER LENGTH OF LAP WITH SPLICES.D. PROPER SIZE, GRADE, NUMBER OF POST-TENSIONING TENDONS.E. PROPER DRAPE, SUPPORT AND CLEARANCE OF POST-TENSIONING TENDONS.F. PROPER PLACEMENT OF POST-TENSIONING ANCHORS AND ASSOCIATED REINFORCEMENT.

2. INSPECT REINFORCEMENT AND POST-TENSIONING PLACEMENT IN SLABS. CHECK FOR:

A. PROPER SIZE, GRADE, NUMBER AND SPACING OF REINFORCING.B. PROPER SUPPORT AND CLEARANCE OF REINFORCING.C. PROPER LENGTH OF LAP SPLICES.

3. INSPECT REINFORCEMENT PLACEMENT IN COLUMNS. CHECK FOR:

A. PROPER SIZE, GRADE, NUMBER AND SPACING OF REINFORCING.B. PROPER SUPPORT AND CLEARANCE OF REINFORCING.C. PROPER LENGTH OF LAP WITH COLUMN ABOVE.



G. STRUCTURAL STEEL

1. INSPECT STRUCTURAL STEEL PRIOR TO CONCEALMENT. CHECK FOR:

A. PROPER SIZE, GRADE, NUMBER, CAMBER, STRAIGHTNESS, FINISH AND SPACING.B. BOLTED CONNECTIONS: PROPER SIZE, TYPE AND NUMBER OF BOLTS.C. WELDED CONNECTIONS: PROPER SIZE AND LENGTH. VERIFY WELDS ARE CLEAN AND FREE FROM SLAG.D. ANCHOR BOLTS AND EMBEDS: PROPER SIZE, GRADE, QUALITY, SPACING AND FINISH.

2. INSPECT METAL DECKING PRIOR TO CONCEALMENT. CHECK FOR:

A. PROPER SIZE, GAGE AND FINISH.B. PROPER FASTENING.C. PROPER PLACEMENT AND LAP LENGTHS.

3. REVIEW CERTIFICATE PROVIDED BY THE CONTRACTOR FOR ALL STRUCTURAL STEEL COMPONENTS. REVIEW ALL WELDER'S CERTIFICATIONS.

4. ASSURE THAT TESTING OF THE STEEL CONNECTIONS IS CONDUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

H. REINFORCED MASONRY:

1. INSPECT MASONRY REINFORCEMENT. CHECK FOR:

A. NUMBER, GRADE AND SIZE OF VERTICAL BARS.B. SPACING BETWEEN VERTICAL BARS.C. SIZE, CONFIGURATION AND SPACING OF HORIZONTAL REINFORCEMENT.D. PROPER SIZE AND SPACING OF DOWELS AND LENGTH OF LAP.

2. INSPECT MASONRY INSTALLATION. CHECK FOR:

A. PROPER PLACEMENT, CONSOLIDATION OF GROUT.B. PROPER SPACING AND PLACING OF BOND BEAMS.

3. REVIEW CERTIFICATES PROVIDED BY THE CONTRACTOR FOR ALL MASONRY MATERIALS.

4. INSPECT FOR PROPER CONNECTION TO SLABS, BEAMS, COLUMNS AND WALLS.

5. ASSURE THAT MASONRY INSTALLATION OPERATIONS ARE IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

2.0 MATERIAL TESTING

A. ALL TESTING REQUIREMENTS AS DEFINED IN THE CONTRACT DOCUMENTS SHALL BE ADHERED TO.

B. FORWARD COPIES OF ALL TEST RESULTS TO THE SPECIAL INSPECTOR.

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PLO

T D

ATE:

ISSUE

© 2016 HKS, INC.

TEM

PLAT

E VE

RSI

ON

:

KEY PLANDATUM ELEVATION 100'-0" = 461.50" MSL

C

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Broc

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/Dav

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Inc.

Texa

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ights

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y of B

rocke

tte/D

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. Any

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Suite 1100Dallas, TX 75204Telephone 214-824-3647Facsimile 214-824-2586




ARCHITECT

WHI

SKEY

RO

W H

OTE

L





CIVIL ENGINEER &LANDSCAPE ARCHITECTLAND DESIGN & DEVELOPMENT, INC.503 WASHBURN AVE. SUITE 101LOUISVILLE KY 40222

LOU

ISVI

LLE,

KY



STRUCTURAL ENGINEER, EXISTINGFACADESSIMPSON GUMPERTZ & HEGER41 SEYON STREET, BLDG 1, SUITE 500WALTHAM MA 02453

FOOD SERVICE & LAUNDRYEQUIPMENTNEXT STEP DESIGN213 EAST AVE.PARK RIDGE IL 60068

ROBERTE. HILL

RE

G I S T E R ED

STATE OF KENTUCKY

PR O

F E S S I O N A L E NG I NEER

6/26

/201

7 11

:36:

08 A

M

S1.02

SPECIAL BUILDINGINSPECTION PLAN

6-27-2017

20645.000

CD PERMITPACKAGE #1

2.6.

3.20

1304

21

BDD Job# 17004

2017

6-27-2017

18958


PLAN NOTES:1. ALL COLUMNS ARE CENTERED ON GRID LINES (U.N.O.)2. PILE CAPS ARE CENTERED ON COLUMNS, WALLS, PILASTERS AND GRADE BEAMS U.N.O.3. REFER TO 2/S5.01 FOR COLUMN ORIENTATION.4. REFER TO S3 SERIES SHEETS FOR FOUNDATION SECTIONS AND DETAILS.5. REFER TO S4 SERIES SHEETS FOR CONCRETE SECTIONS AND DETAILS.6. REFER TO S5 SERIES SHEETS FOR COLUMN SCHEDULES AND DETAILS.7. REFER TO S6 SERIES SHEETS FOR JOIST, BEAM AND GIRDER SCHEDULES AND DETAILS.8. REFER TO S7 SERIES SHEETS FOR STEELS SECTIONS AND DETAILS.9. REFER TO S8 SERIES SHEETS FOR SHEARWALL DETAILS, PLANS, SCHEDULES, AND ELEVATIONS.10. PROVIDE REINFORCEMENT FOR TYPICAL SLAB OPENINGS PER 11/S4.01 & 6/S4.12.11. VERIFY THE SIZE OF ELEVATOR OPENINGS WITH THE MANUFACTURER'S REQUIREMENTS AND

NOTIFY ARCHITECT ON ANY DISCREPANCIES PRIOR TO CONSTRUCTION OR FABRICATION OFMATERIALS.

12. REFER TO ARCHITECTURAL DRAWINGS FOR SLAB EDGE DIMENSIONS, DROP LOCATIONS ANDDIMENSIONS AND SLAB PENETRATION DIMENSIONS NOT SHOWN ON PLAN. REFER TO MEPDRAWINGS FOR MECHANICAL PENETRATION AND SLEEVE DIMENSIONS AND LOCATIONS.

13. COORDINATE SLEEVES WITH MEP DRAWINGS FOR NUMBER, SIZE AND LOCATION. PROVIDEADDITIONAL REINFORCEMENT PER 11/S4.21.

14. REFER TO S1.01 FOR PRECAST/CURTAINWALL CRITERIA AND GENERAL NOTES.15. TOP OF CONCRETE ELEVATIONS ARE NOTED THUS: XXX'-XX"16. CONCRETE FLAT PLATES ARE TO BE POURED TO THE THICKNESS INDICATED ON PLAN. CONCRETE

SHALL NOT BE POURED TO ELEVATION.17. REFER TO DETAIL 15/S4.11 FOR ADDITIONAL REINFORCEMENT AND REQUIREMENTS AT ELECTRICAL

CONDUITS.18. PROVIDE 3 - #7 CONTINUOUS BOTTOM BARS BETWEEN COLUMNS AND WALLS (TYPICAL). REFER TO

2/S4.11 FOR SPLICE LOCATIONS.19. INDICATES FULL PENETRATION MOMENT CONNECTION.

D D

H H

98641

FF

A

B B

123

G.2

2 10

D.1E

J J

G

C C

D.8

EXISTING FOUNDATIONS(TYP.)

HSS16X4X1/4

REF. SHEET S3.31 FOR PILE CAPDIMENSIONS AND REINFORCINGFOR 190 TON PILE OPTION. (TYP.)

117

H.5 H.5

1312.5

C.1

5

W12

X22

G.5

F.1

1

S5.21

6.2

F.2

SLOPE

eA eB

e1

e2

e3

e4

e5

e6

e7

e8

e9

3.4 3.8

31' -

1"

20' -

4"

5' -

0"9'

- 2"

4' -

7"21

' - 3

"7'

- 6"

2' -

8 3/

4"

1' -

3 1/

4"

18' - 6" 7' - 7" 7' - 5" 6' - 2" 4' - 10" 11' - 7" 14' - 5" 1' - 9" 7' - 6" 16' - 9" 26' - 0" 23' - 9" 21' - 6" 21' - 6" 10' - 6" 10' - 6"

1' -

3 1/

4"

2' -

8 3/

4"

4' -

0"5'

- 9"

16' -

11

3/4"

1' -

3 1/

4"9"

14' -

9"

10 3

/8"

3' -

1 5/

8"16

' - 7

"3'

- 9"

31' -

1"

13' -

0"

3' -

3 7/

8"7'

- 4

1/4"

3' -

3 7/

8"5'

- 0

3/4"

8' -

1 3/

8"10

' - 0

"4'

- 6"

4' -

6"3'

- 11

5/8

"6'

- 0

3/8"

2' - 9 7/8"

13' - 9"

1' - 11 1/8"

6

S3.11

2

S3.12

4

S3.12

3

S3.11

5

S3.11

PC-3

84'-3"

PC-3

84'-3"PC-3

84'-3"

PC-3

84'-3"

PC-3

84'-3"

PC-3

84'-3"

PC-3

86'-1"PC-3

86'-1"

PC-3

84'-3"

PC-3

84'-3"

PC-3

84'-3"

PC-3

83'-9"

PC-3

83'-9"

PC-3

86'-3"

PC-3

86'-3"

PC-3

86'-3"

PC-3

84'-3"

PC-4

84'-3"

PC-4

84'-3"

PC-5

84'-3"

PC-5

84'-3"

PC-3

84'-3"

PC-2

82'-3"

PC-4

86'-3"PC-2

82'-3"

PC-4

86'-3"

PC-3

86'-3"

PC-3

86'-3"

PC-5

86'-3"

1

S3.12

PC-18

86'-3"

1

S3.11

4

S3.11

2' - 1"

B

B

PC-4

84'-1"

PC-4

84'-1"

PC-4

84'-1"

PC-4

84'-3"

PC-2

80'-3"

PC-67

80'-3"

9' -

0"

8

S3.41

13

S3.01

5" SLAB ON GRADE VAPOR RETARDER OVER 5" OF GRANULAR BASEMATERIAL PER GEOTECH. REINFORCE SLAB WITH #3 @16" O.C. EA.WAY. PLACE REINFORCEMENT 1 1/2" FROM TOP. OF CONC.

22

S3.01

HSS 3x3x

1/4

(TYP)

16

S3.01

SLAB LEAVE-OUT AT SPA AREA.

24

S3.01

24

S3.01

(O.H.)

D.7

16' -

0"

11' - 1 1/2"

8

S3.41

8

S3.41

8

S3.41

8

S3.41

PROVIDE CONTROL /CONSTRUCTION JOINTS PER8 & 9/S3.01 @ 15'-0" O.C. MAX.

HSS8X8X1/4

HSS8X8X1/4

HSS8X8X1/4

8' -

10"

(SIM.)

B

B

B

B

9' - 3 7/8"

5' -

6"

9' - 3 7/8"

6' -

2 3/

4"

6' -

2 3/

4"

T.O. CONC. EL. = 86' - 1"

T.O. CONC. EL. = 85' - 9"

2'-6 1/2"

6"

4"2"

2"2"

2"

2"4"

2'-0

1/2

"

2'-0

1/2

"

VA

RIE

S

2'-6 1/2"2" 4"

T.O. CONC. EL. = 88' - 3 1/2"

1'-2"

VA

RIE

S

1'-5 1/2"

1'-2"

1'-10 1/2"

1' -

1 3/

4"2'

- 3

1/4"

3' -

8"

1' - 3 3/4" 8' - 3" 3' - 0 3/4"

8' - 11" 1' - 0"

1' -

2 1/

4"

1' -

0"

19' -

2"

1' -

0"

2' -

9"

7"12

' - 7

5/8

"

3' - 11 1/2"

3' -

5 3/

4"1'

- 6

1/4"

4' -

2 3/

4"5'

- 4

1/4"

7' -

0"7'

- 8"

7 1/4"

5' -

11 3

/4"

1' - 6"

2' - 6" 17' - 2"

7 1/4"

7 1/

4"

10' -

9 1

/4"

13' -

0 3

/4"

1' -

3"6'

- 4

1/2"

16' - 8 3/8" 7' - 3 5/8"

5" SLAB ON GRADE. REINF. W/#3 @16" O.C. EA. WAY. REF.GEOTECH FOR SUBGRADERECOMMENDATIONS.

4

S3.11

2

S3.11

2

S3.11

2

S3.11

3

S3.12

PC-13

84'-3"

PC-13

84'-3"

6' -

0"1'

- 3"

1' -

3"

6' -

0"

T.O. CONC. EL. = 86' - 3"

W12X22

8" SLAB ON GRADE

2' - 6"

1' -

0"

1' - 0"

1' -

0"

1' - 6"

PC-3

84'-3"

3

3

5' - 5 1/2" 5' -

9"

1' -

3"

10' -

3"

4' - 6"

3

3

3

10' -

3 3

/4"

5' -

7 1/

8"5'

- 10

7/8

"

5' - 2 1/4"

1' - 2 1/4"

12' - 4 5/8" 2' - 2 7/8"

9' - 10 1/8" 16' - 3 3/4"

3' - 0"6"

1' - 6 1/4"

22' -

4 1

/2"

1' - 0 1/4"

9' - 2 3/8"

2' -

4"

5' -

4 1/

2"4'

- 5"

2' - 3"

7' - 6"

17' -

4"

7' - 10"

6' -

4 1/

4"

1 3/8"6' - 8 5/8"

4' -

6 1/

8"6'

- 2

7/8"

14' - 3" 6' - 10" 17' - 1 1/8" 2' - 0 7/8"

9"

8' - 0 1/4"

10"

14' -

10

3/4"

4' -

7 1/

4"

2' - 6"

1' -

4 3/

4"

5' -

11 3

/4"

6' -

3 1/

4"

18

S3.01

18

S3.01

33

3

(V.I.F.)2' - 7 7/8"

3

3

3

24" SLAB ONGRADE. REINF.W/ #5 @ 12" O.C.,T&B EA. WAY.

10' - 0" 3' - 0"

3' - 4" 11 1/4"

3' -

11"

9"17

' - 3

"9"

3' - 1 3/8" 12' - 10"

3

S3.11

26

S3.01

4

87' - 9 1/2"

13

S3.02

5

7

12' - 6" 4' - 6"

5"

4' - 4 1/4" 11' - 5 1/8" 10' - 0 7/8" 11' - 5 1/2" 5 1/8"

13' -

2 5

/8"

4' - 10 3/8" 2' - 6 7/8"

7 1/

2"

11' -

0 5

/8"

5' -

0"

4' - 4 1/4"

1' - 1 1/4"

11 7/8"

7

7

7

7

7

7

7

7

7

7

9

9

99

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

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, Inc

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s dr

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Brockette/Dav is/Drake, Inc.

Suite 1100

Dallas, TX 75204





PLANNORTH

TRUENORTH


ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STA

TE OF KENTUCKY

PR

OF

E

S S I O N A L E NG

I NE

ER

3/2

3/2

018

4:5

8:0

5 P

M

S2.00

FOUNDATION PLAN -

LEVEL L

10-30-2017

20645.000

CD PERMIT PACKAGE

#3

2.6

.3.2

013

042

1

BDD Job# 17004

2017

6-27-2017

18958

1/8" = 1'-0"1

FOUNDATION PLAN - LEVEL L

4

4


2 50% CD's 8/30/2017

3 CD Permit Package 1.2 10/05/2017



7 RFI-0089 01/02/2018

9 ASI 006 03/26/2018

7

PLAN NOTES:1. ALL COLUMNS ARE CENTERED ON GRID LINES (U.N.O.)2. PILE CAPS ARE CENTERED ON COLUMNS, WALLS, PILASTERS AND GRADE BEAMS U.N.O.3. REFER TO 2/S5.01 FOR COLUMN ORIENTATION.4. REFER TO S3 SERIES SHEETS FOR FOUNDATION SECTIONS AND DETAILS.5. REFER TO S4 SERIES SHEETS FOR CONCRETE SECTIONS AND DETAILS.6. REFER TO S5 SERIES SHEETS FOR COLUMN SCHEDULES AND DETAILS.7. REFER TO S6 SERIES SHEETS FOR JOIST, BEAM AND GIRDER SCHEDULES AND DETAILS.8. REFER TO S7 SERIES SHEETS FOR STEELS SECTIONS AND DETAILS.9. REFER TO S8 SERIES SHEETS FOR SHEARWALL DETAILS, PLANS, SCHEDULES, AND

ELEVATIONS.10. PROVIDE REINFORCEMENT FOR TYPICAL SLAB OPENINGS PER 11/S4.01 & 6/S4.12.11. VERIFY THE SIZE OF ELEVATOR OPENINGS WITH THE MANUFACTURER'S REQUIREMENTS AND




14. REFER TO S1.01 FOR PRECAST/CURTAINWALL CRITERIA AND GENERAL NOTES.15. TOP OF CONCRETE ELEVATIONS ARE NOTED THUS: XXX'-XX"16. CONCRETE FLAT PLATES ARE TO BE POURED TO THE THICKNESS INDICATED ON PLAN.

CONCRETE SHALL NOT BE POURED TO ELEVATION.17. REFER TO DETAIL 15/S4.11 FOR ADDITIONAL REINFORCEMENT AND REQUIREMENTS AT

ELECTRICAL CONDUITS.18. PROVIDE 3 - #7 CONTINUOUS BOTTOM BARS BETWEEN COLUMNS AND WALLS (TYPICAL).

REFER TO 2/S4.11 FOR SPLICE LOCATIONS.19. INDICATES FULL PENETRATION MOMENT CONNECTION.

D D

H H

98641

FF

A

B B

123

G.2

2 10

D.1E

J J

G

C C

D.8

31' -

1"

20' -

4"

5' -

0"9'

- 2"

4' -

7"21

' - 3

"7'

- 6"

2' -

6"

1' -

6"

12" MILD REINFORCED SLAB

11

S3.02

10

S3.02

10

S3.02

HSS16X4X1/4

TRANSFER

COLUMN

117

H.5 H.5

1312.5

C.1

5

DO

WN

SLO

PE

SLOPE

DOWN

F.1

W12

X22

1

S5.21

6.2

F.2

18' - 6" 7' - 7" 7' - 5" 6' - 2" 4' - 10" 11' - 7" 14' - 5" 1' - 9" 7' - 6" 16' - 9" 26' - 0" 23' - 9" 21' - 6" 21' - 6" 10' - 6" 10' - 6"

1' -

6"2'

- 6"

9' -

9"16

' - 1

1 3/

4"1'

- 3

1/4"

9"14

' - 9

"10

3/8

"3'

- 1

5/8"

16' -

7"

3' -

9"31

' - 1

"13

' - 0

"

W12X22

W12X22

CONTRACTOR TO PROVIDE PROTECTIONAROUND EXISTING BRACING AND FOUNDATIONSTO PREVENT DAMAGE OR DISTURBANCEDURING CONSTRUCTION (TYP.)

CAST-IN-PLACE MONUMENT STAIR WITHCAST-IN-PLACE COLUMNS BELOW LANDINGSFROM LEVEL 01 UP TO LEVEL 02. REF. ARCHFOR EXTENTS.

PROVIDE BLOCKOUT INSLAB AT EXISTING

BRACE ELEMENTS (TYP.)

eA eB

e1

e2

e3

e4

e5

e6

e7

e8

e9

3.4 3.8

3' -

3 7/

8"7'

- 4

1/4"

3' -

3 7/

8"5'

- 0

3/4"

8' -

1 3/

8"10

' - 0

"4'

- 6"

4' -

6"3'

- 11

5/8

"6'

- 0

3/8"

2' - 9 7/8"

13' - 9"

1' - 11 1/8"

D.7

TRANSFER

COLUMN

TRANSFER

COLUMN

HSS16X4X1/4

HSS16X4X1/4

HSS8X8X1/4

HSS8X8X1/4

HSS8X8X1/4

B5

B11 B12

T.O. CONC. EL. = 100' - 0"

4"4"

4"

2"

2"

2"

2"

2"

4"

4"

4"

8"

8"

4"

6 1/

2"

18" SLAB (6" DROP PANEL)

B14

B15

B17

B20

B18

B16

B19

B22

HS

S16

X4X

1/4

HS

S16

X4X

1/4

4' -

5 3/

8"4'

- 3

1/8"

2' - 6" 17' - 2"

5' -

1"5'

- 8

1/4"

#4 @ 12" O.C. TOP & BOTT.(TYP. AROUND SHEARWALL)

3-#5 @ 8'-0" O.C. DIAGONALTOP & BOTT. (TYP. @SHEARWALLS & OPENINGS)

#4 @ 12" O.C. TOP & BOTT.(TYP. AROUND SHEAR WALL)

B25

SR-I-1(TYP. @ INT. COLS.)

3-#7 @ 6" O.C. T&B

3-#7 @ 6" O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

8

S4.11

8

S4.11

SR-E-1

B16

1' - 7 7/8"

7' - 10 3/4"

SR-E-2

SR-E-2

SR-E-1

16

S7.01

2-#6 @ 8'-0" O.C. DIAGONALTOP & BOTT. (TYP. @RE-ENTRANT CORNERS)

1' -

2"

1' -

7 1/

8"

9' -

4 1/

2"

2' -

3 1/

8"

9' -

4 1/

2"

2' -

3 1/

8"

5' -

0 5/

8"4'

- 3

7/8"

1' -

6 1/

8"

7' -

2"11

' - 4

3/4

"

2' - 1 1/2"

4' - 5 3/8" 6' - 3 5/8"7' - 9"

2' - 7 1/2"

2' - 11" 7' - 2" 5' - 10" 7' - 2" 5' - 10" 7' - 2" 5' - 10" 7' - 2"

8"

7 1/

2"

3/4"

6' - 4 1/2"

1' - 5 1/4" 4"

1' -

3"

4"

1' -

0 7/

8"

7/8"

8' -

3 5/

8"

5 3/8" 17' - 1 1/4" 11 3/8"

10' - 0 1/2" 2 1/4"

3' -

10 5

/8"

12' -

5"

1' -

3"

5 5/8"

4' -

0"

1' -

3"5' -

9"5'

- 2

1/4"

9 3/

4"

7' -

0"4

1/2"

3' -

6 3/

4"

6 7/

8"

1' -

10 1

/8"

1' -

7"3'

- 0"

4' -

0"3

3/4"

1' - 6 1/2"

1' - 6 1/2" 3' - 1 3/4"

1' - 6 1/2" 4' - 7 1/2"

1' - 6 1/2" 1' - 5 5/8"

3' -

3 3/

4"3' -

10"

1' -

11 1

/2"

6' - 3 1/2"

3 1/2"

1' -

1 1/

4"

10"

1' - 2 1/8"

5' - 10" 7 1/

2"1'

- 2

1/2"

15' -

0"

2' -

6"

2" 2' - 0"

1' -

3"4'

- 4"

1' - 3" 9' - 3 1/4"

2' -

11"

4' - 10" 7' - 10"

2 1/2"

16' - 4"

10"

9 3/4"

8' -

9 1/

2"

8 3/

4"5'

- 5"

5' -

4"

1' -

6 1/

4"

2' - 9 1/4"

6' -

1"6'

- 1"

7' - 6 1/8" 10' - 5 5/8"

4' -

3"

3' - 0" 9"

6" WIDE x 6" TALLCONC. CURB


2" 2"

2"

2"

22' -

4 1

/4"

1' - 5 1/2"

1' -

9"



7' -

1 1/

2"

3' -

3 3/

4"18

' - 5

3/4

"

1' - 2"

3' -

4 7/

8"

7' - 3 1/4"

6"

5 3/4"2' - 0 1/4"

3' -

6 3/

8"1

1/4"

11' -

10

3/8"

1' -

0"3'

- 2"

1' -

2 3/

4"

1' - 4 3/8" 2' - 10 3/4" 7' - 11 1/4"

1' - 0 5/8"

1' - 1"

11' - 8" 4' - 3 1/4"

7' -

3"4'

- 3"

6' - 3"

1' -

9 7/

8"

1' - 4 1/2" 6 3/8"

2' - 2 1/4"

1' - 4 1/2"

1' - 10 7/8"

6 3/8" 3 3/8"

1' - 6"

9' -

4"

T12-

6

B12-6

B6-8

T14-

10

T11-

6

T13-

10

T13-8

T5-8

B12-5

B5-7

T14-7

T6-7

B13-5

B6-7

T11-7

T5-7

T10-

6

T12-

10

B6-6

B12-4T10-

6

T8-7

T11-7 B13-5

T12-6

T6-6

T12-

10

T8-6

T11-8

T6-7

B14-5

B6-6

B11

-6

T12-6

B11

-5

B12-6

B10

-6

T15-5

B11

-5

B13-5

B7-

6

B14-4

B10

-6

T14-5

B9-

7

B14-5

B10

-7

B17-4

B9-

7

B13-4

B9-

8

T11-6

B6-

9

T11-

5

B10-7

T9-8

T12-7

T7-6

B11-4

T10-

6

T11-8

T11-

5

B9-6

T11-

7

T12-7

T10-

6

B11-6

T9-9

T10-7

T10-

6

B13-4

T11-

9

T12-10

T6-8

B10

-4

B9-5

B11

-4

T10-5

B7-

4

B8-6

B6-

4

T8-5

B7-

4

B7-5

B7-

5

T11-6

B10

-4 B9-6

B10

-5

T10-5

B8-

5

B10-4

B10

-5

T8-6

B5-

5

T9-4

B7-6

T9-7

T8-7B8-7B

9-6

T8-7

T10-

6

T9-8

T7-4

B8-5

T9-4

T9-4

T8-7

T4-4

B8-6

B6-

4

T2-4

T8-7

T3-4

B4-4 T4-4

B9-

4

B9-5B8-6

B9-

4

T8-7

B8-

4

T7-6

B6-

4

B9-

5

T8-5

B10

-4

T8-5

B8-

4

B7-5

B9-

4

B8-6

B5-

4

B2-

4

T6-6

B3-

4

B6-6 T7-4

B10-6

T12-

8

T11-9

T12-

8

T8-7

T9-6

T9-6

B8-7

B12-5T9-5 T11-5 B9-5

B10

-7

B11

-6

B11

-6

B11

-6

B9-7 T10-8

B17-4

T10-

7

T11-

5 T10-

5

T5-5

T10-5

T7-9

T10-

7

T8-8 B8-5T12-6 B11-5 T9-8 B9-6 T10-4

T9-6

T10-

6

T8-9

T10-

6

T7-8

T6-6

T3-6

B4-6

B11-4

B8-

7

T13-4

B8-

7

T11-4

B10

-7

B9-5

B6-

7

T7-8

B8-5

T15-7 B12-5 T16-8

T9-6

T29-

5

T9-8

T9-5

B4-

7

T5-7B3-

4

T6-8

T6-5

B11

-5

T12-

5

T12-

9

B7-8

B10-7

B9-

7

B12-6

B8-4

T8-6

T9-7

T11-

7

T12-9

T12-4B12-4T13-5

B9-7T11-8

T8-6

B11

-7

B9-

7

B9-7T10-8

B11-6

B13-5T11-5

B10-4

T5-4

T5-4

B8-5

B4-5

B9-7T10-8

T5-8T5-8

T5-4

T5-4

T8-5

T5-5

B10

-5

T9-8

B9-

7T9

-10

B21

B10

-5T1

1-8

B12

-7T1

3-9

T8-5

T12-

5B

11-6

T12-

5

T9-5

B9-

6

B11

-5

T9-7

B9-

7T1

1-8

T9-5

B12

-5T1

1-8

B13

-6T1

2-9

T12-

5

B14

-5T1

2-5

B8-

5

T9-5

T12-

5

B10

-5

T11-

5

B14

-5

B8-

7T8

-6

B5-

5

T9-7

T5-5

B10-5

T10-9

B10-8

T11-5

B10-7

T13-8

B10-5

T10-9B10-8

T11-5

T13-8

T12-6 B12-6

T12-6B10-4

T10-4

T6-9 B6-9 T6-8 B6-5 T6-4

T12-6

B12-6

T6-8B7-5

TYP. COL. STRIP

L/4

TYP. MIDDLE STRIP

L/2

TYP. COL. STRIP

L/4

TYP

. CO

L. S

TRIP

L/4

TYP

. MID

DLE

STR

IP

L/2

TYP

. CO

L. S

TRIP

L/4

5" SLAB ON FOAM. REINF. W/#3 @16" O.C. EA. WAY. REF.ARCH. FOR SUBGRADE.

8

S4.11

8

S4.11

8

S4.11

8

S4.11

B9-

7

8

S4.11

16" SLAB

SR-I-5

7

S7.02

5

5

5

5

5

22' - 8"

1' -

0"

1' - 3"

B73 514

S3.02 5

6

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


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Suite 1100

Dallas, TX 75204





PLANNORTH

TRUENORTH


ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

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ROBERTE. HILL

RE

GI S T E R

ED

STATE OF KENTUCK

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PR

OF

E

S S I O N A L E NG

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ER

1/1

7/2

01

8 9

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AM

S2.01

FRAMING PLAN - LEVEL 1

10-30-2017

20645.000

CD PERMIT PACKAGE

#3

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1/8" = 1'-0"1


REFERENCE ACI 318-11, CHAPTER 13.3.8FOR BAR DETAILING REQUIREMENT ATMILD REINFORCED TWO-WAY FLAT PLATE.



6 RFI 110 01/17/2018

bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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D D

H H

98641

FF

A

B B

123

G.2

2 10

D.1E

J J

G

C C

D.8

31' -

1"

20' -

4"

5' -

0"9'

- 2"

4' -

7"21

' - 3

"7'

- 6"

2' -

8 3/

4"

1' -

3 1/

4"

12" MILD REINFORCED SLAB

11

S3.02

10

S3.02

HSS16X4X1/4

TRANSFER

COLUMN

117

H.5 H.5

1312.5

C.1

5

DO

WN

SLO

PE

SLOPE

DOWN

F.1

W12

X22

1

S5.21

6.2

F.2

18' - 6" 7' - 7" 7' - 5" 6' - 2" 4' - 10" 11' - 7" 14' - 5" 1' - 9" 7' - 6" 16' - 9" 26' - 0" 23' - 9" 21' - 6" 21' - 6" 10' - 6" 10' - 6"

1' -

3 1/

4"

2' -

8 3/

4"

9' -

9"16

' - 1

1 3/

4"1'

- 3

1/4"

9"14

' - 9

"10

3/8

"3'

- 1

5/8"

16' -

7"

3' -

9"31

' - 1

"13

' - 0

"

W12X22

W12X22

CONTRACTOR TO PROVIDE PROTECTIONAROUND EXISTING BRACING AND FOUNDATIONSTO PREVENT DAMAGE OR DISTURBANCEDURING CONSTRUCTION (TYP.)

CAST-IN-PLACE MONUMENT STAIR WITHCAST-IN-PLACE COLUMNS BELOW LANDINGSFROM LEVEL 01 UP TO LEVEL 02. REF. ARCHFOR EXTENTS.

PROVIDE BLOCKOUT INSLAB AT EXISTING

BRACE ELEMENTS (TYP.)

eA eB

e1

e2

e3

e4

e5

e6

e7

e8

e9

3.4 3.8

3' -

3 7/

8"7'

- 4

1/4"

3' -

3 7/

8"5'

- 0

3/4"

8' -

1 3/

8"10

' - 0

"4'

- 6"

4' -

6"3'

- 11

5/8

"6'

- 0

3/8"

2' - 9 7/8"

13' - 9"

1' - 11 1/8"

D.7

TRANSFER

COLUMN

TRANSFER

COLUMN

HSS16X4X1/4

HSS16X4X1/4

HSS8X8X1/4

HSS8X8X1/4

HSS8X8X1/4

B5

B11 B12

T.O. CONC. EL. = 100' - 0"

4"4"

4"

2"

2"

2"

2"

2"

4"

4"

4"

8"

8"

4"

6 1/

2"


B14

B15

B17

B20

B18

B16

B19

B22

HS

S16

X4X

1/4

HS

S16

X4X

1/4

4' -

5 3/

8"4'

- 3

1/8"

2' - 6" 17' - 2"

5' -

1"5'

- 8

1/4"


3-#5 @ 8'-0" O.C. DIAGONALTOP & BOTT. (TYP. @SHEARWALLS & OPENINGS)


B25


3-#7 @ 6" O.C. T&B

3-#7 @ 6" O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

8

S4.11

8

S4.11

SR-E-1

B2

SR-E-2

SR-E-2

SR-E-1

16

S7.01


7' -

2"11

' - 4

3/4

"

2' - 1 1/2"

5 5/8" 2' - 5 3/8"

7' - 2" 5' - 10" 7' - 2" 5' - 10" 7' - 2" 5' - 8 1/4" 7' - 7 1/4"

2' - 7 1/2"

2' - 11" 7' - 2" 5' - 10" 7' - 2" 5' - 10" 7' - 2" 5' - 10" 7' - 2"

8"

10' - 9"

1' - 2 3/4" 1 1/2"

1' -

0 1/

2"

4"

8 1/

8"

7/8"

10' - 0 1/2" 2 1/4"

3' -

10 3

/8"

12' -

5"

3' -

7"

1' -

5 1/

2"

5' -

9"5'

- 2

1/4"

9 3/

4"

7' -

0"4

1/2"

3' -

6 3/

4"

6 7/

8"

1' -

10 1

/8"

1' -

7"3'

- 0"

4' -

0"3

3/4"

1' - 4"

1' - 6 1/2" 3' - 1 3/4"

1' - 6 1/2" 4' - 7 1/2"

1' - 6 1/2" 1' - 7 5/8"

3' -

3 3/

4"3' -

10"

1' -

11 1

/2"

6' - 3 1/2"

3 1/2"

1' -

1 1/

4"

10"

1' - 2 1/8"

5' - 10"

7 1/

2"

1' -

2 1/

2"

15' -

0"

2' -

6"

2" 2' - 0"

1' -

3"4'

- 4"

1' - 3" 9' - 3 1/4"

2' -

11"

4' - 10" 7' - 10"

2 1/2"

16' - 4"

10"

9 3/4"

8' -

9 1/

2"

8 3/

4"5'

- 5"

5' -

4"

1' -

6 1/

4"

2' - 9 1/4"

6' -

1"6'

- 1"

7' - 6 1/8" 10' - 5 5/8"

4' -

3"

3' - 0" 9"



2" 2"

2"

2"

22' -

4 1

/4"

1' - 5 1/2"

1' -

7"



7' -

1 1/

4"

3' -

3 3/

4"18

' - 5

3/4

"

1' - 2"

3' -

4 7/

8"

7' - 3 1/4"

6"

5 3/4"2' - 0 1/4"

3' -

6 3/

8"1

1/4"

11' -

10

3/8"

1' -

0"3'

- 2"

1' -

2 3/

4"

1' - 4 3/8" 2' - 10 3/4" 7' - 11 1/4"

1' - 0 5/8"

1' - 1"

11' - 8" 4' - 3 1/4"

7' -

3"4'

- 3"

6' - 3"

1' -

9 7/

8"

1' - 4 1/2" 6 3/8"

1' - 4 1/2"

1' - 8"

T12-

6

B12-6

B6-8

T14-

10

T11-

6

T13-

10

T13-8

T5-8

B12-5

B5-7

T14-7

T6-7

B13-5

B6-7

T11-7

T5-7

T10-

6

T12-

10

B6-6

B12-4T10-

6

T8-7

T11-7 B13-5

T12-6

T6-6

T12-

10

T8-6

T11-8

T6-7

B14-5

B6-6

B11

-6

T12-6

B11

-5

B12-6

B10

-6

T15-5

B11

-5

B13-5

B7-

6

B14-4

B10

-6

T14-5

B9-

7

B14-5

B10

-7

B17-4

B9-

7

B13-4

B9-

8

T11-6

B6-

9

T11-

5

B10-7

T9-8

T12-7

T7-6

B11-4

T10-

6

T11-8

T11-

5

B9-6

T11-

7

T12-7

T10-

6

B11-6

T9-9

T10-7

T10-

6

B13-4

T11-

9

T12-10

T6-8

B10

-4

B9-5

B11

-4

T10-5

B7-

4

B8-6

B6-

4

T8-5

B7-

4

B7-5

B7-

5

T11-6

B10

-4 B9-6

B10

-5

T10-5

B8-

5

B10-4

B10

-5

T8-6

B5-

5

T9-4

B7-6

T9-7

T8-7B8-7B

9-6

T8-7

T10-

6

T9-8

T7-4

B8-5

T9-4

T9-4

T8-7

T4-4

B8-6

B6-

4

T2-4

T8-7

T3-4

B4-4 T4-4

B9-

4

B9-5B8-6

B9-

4

T8-7

B8-

4

T7-6

B6-

4

B9-

5

T8-5

B10

-4

T8-5

B8-

4

B7-5

B9-

4

B8-6

B5-

4

B2-

4

T6-6

B3-

4

B6-6 T7-4

B10-6

T12-

8

T11-9

T12-

8

T8-7

T9-6

T9-6

B8-7

B12-5T9-5 T11-5 B9-5

B10

-7

B11

-6

B11

-6

B11

-6

B9-7 T10-8

B17-4

T10-

7

T11-

5 T10-

5

T5-5

T10-5

T7-9

T10-

7

T8-8 B8-5T12-6 B11-5 T9-8 B9-6 T10-4

T9-6

T10-

6

T8-9

T10-

6

T7-8

T6-6

T3-6

B4-6

B11-4

B8-

7

T13-4

B8-

7

T11-4

B10

-7

B9-5

B6-

7

T7-8

B8-5

T15-7 B12-5 T16-8

T9-6

T29-

5

T9-8

T9-5

B4-

7

T5-7B3-

4

T6-8

T6-5

B11

-5

T12-

5

T12-

9

B7-8

B10-7

B9-

7

B12-6

B8-4

T8-6

T9-7

T11-

7

T12-9

T12-4B12-4T13-5

B9-7T11-8

T8-6

B11

-7

B9-

7

B9-7T10-8

B11-6

B13-5T11-5

B10-4

T5-4

T5-4

B8-5

B4-5

B9-7T10-8

T5-8T5-8

T5-4

T5-4

T8-5

T5-5

B10

-5

T9-8

B9-

7T9

-10

B21

B10

-5T1

1-8

B12

-7T1

3-9

T8-5

T12-

5B

11-6

T12-

5

T9-5

B9-

6

B11

-5

T9-7

B9-

7T1

1-8

T9-5

B12

-5T1

1-8

B13

-6T1

2-9

T12-

5

B14

-5T1

2-5

B8-

5

T9-5

T12-

5

B10

-5

T11-

5

B14

-5

B8-

7T8

-6

B5-

5

T9-7

T5-5

B10-5

T10-9

B10-8

T11-5

B10-7

T13-8

B10-5

T10-9B10-8

T11-5

T13-8

T12-6 B12-6

T12-6B10-4

T10-4

T6-9 B6-9 T6-8 B6-5 T6-4

T12-6

B12-6

T6-8B7-5

TYP. COL. STRIP

L/4

TYP. MIDDLE STRIP

L/2

TYP. COL. STRIP

L/4

TYP

. CO

L. S

TRIP

L/4

TYP

. MID

DLE

STR

IP

L/2

TYP

. CO

L. S

TRIP

L/4

5" SLAB ON FOAM. REINF. W/#3 @16" O.C. EA. WAY. REF.ARCH. FOR SUBGRADE.

8

S4.11

8

S4.11

8

S4.11

8

S4.11

B9-

7

8

S4.11

16" SLAB

SR-I-5

7

S7.02

5

5

5

5

5

22' - 8"

1' -

0"

1' - 3"

B73 514

S3.02 5

9

9

9

9

1' - 7 7/8"

7' - 10 3/4"

9' -

4"

9

8' -

5 5/

8"

5 3/8" 17' - 1 1/4" 11 3/8"

9

2' -

1"1'

- 2"

7 1/

4"

1 1/

4"

1' -

2"

7 1/

4"

1 1/

4"

1' -

2"

9

9

9

9

9

99

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204





PLANNORTH

TRUENORTH


ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STA

TE OF KENTUCKY

PR

OF

E

S S I O N A L E NG

I NE

ER

3/2

3/2

018

4:5

8:1

2 P

M

S2.01


10-30-2017

20645.000

CD PERMIT PACKAGE

#3

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1/8" = 1'-0"1


REFERENCE ACI 318-11, CHAPTER 13.3.8FOR BAR DETAILING REQUIREMENT ATMILD REINFORCED TWO-WAY FLAT PLATE.



9 ASI 006 03/26/2018

D D

H H

98641

FF

A

B B

123

G.2

2 10

D.1E

G

C C

D.8

117

H.5 H.5

1312.55

F.1

6.2

F.2

eA eB

e1

e2

e3

e4

e5

e6

e7

e8

e9

3.4 3.8

31' -

1"

20' -

4"

5' -

0"9'

- 2"

4' -

7"21

' - 3

"7'

- 6"

2' -

8 3/

4"

18' - 6" 7' - 7" 7' - 5" 6' - 2" 4' - 10" 11' - 7" 14' - 5" 1' - 9" 7' - 6" 16' - 9" 26' - 0" 23' - 9" 21' - 6" 21' - 6" 10' - 6" 10' - 6"

2' -

8 3/

4"9'

- 9"

16' -

11

3/4"

1' -

3 1/

4"9"

14' -

9"

10 3

/8"

3' -

1 5/

8"20

' - 4

"31

' - 1

"13

' - 0

"

3' -

3 7/

8"7'

- 4

1/4"

3' -

3 7/

8"5'

- 0

3/4"

8' -

1 3/

8"10

' - 0

"4'

- 6"

4' -

6"3'

- 11

5/8

"6'

- 0

3/8"

2' - 9 7/8"

13' - 9"

1' - 11 1/8"

D.7

HSS16X4X1/4

12" THICK STRUCTURED SLAB

HSS16X4X1/4

HSS16X4X1/4

HS

S16

X4X

1/4

HSS8X8X1/4

HSS8X8X1/4

HSS8X8X1/4

HS

S16

X4X

1/4

HS

S16

X4X

1/4

T.O. CONC. EL. = 110' - 6"

T10

T10

PROVIDE 3-#8 CONT. BOTT.REINF. BETWEEN COLUMNSAND SHEARWALLS (TYP. U.N.O.)

3-#5 @ 8'-0" O.C. DIAGONAL TOP& BOTT. (TYP. @ SHEARWALLS)

8" MILD REINFORCED SLAB W/#4 @ 12" MID. BARS EA. WAY

(11"

)

(6")

(6")

(6")

(8")

(5")

(11"

)

(6")

(11"

)(5

")(6

")

(5")

(11"

)

Peff = 268kPeff = 268k

(5")

(5")

#5 @ 12" O.C.TOP & BOTT.

#5 @ 12" O.C.TOP & BOTT.

#5 @ 12" O.C.TOP & BOTT.

#5 @ 12" O.C.TOP & BOTT.

#5 @ 12" O.C. TOP& BOTT. (EA. WAY)

#5 @ 12" O.C.TOP & BOTT.

SR-E-3 (TYP. @EXT. COLS.)

15

S7.01

#5 @ 12" O.C.TOP & BOTT.

Peff = 214k

6

S7.02 1' - 3"

1' -

3"

1' -

0"

1' - 9"

1' -

3"8"

9"1' - 7 7/8"

2' - 3 1/8"

2' -

9 5/

8"

1' - 7 3/4"

4' -

8 7/

8"4'

- 4

1/8"

W10X22

W10X22

W10X22

W10X22

W10X22

W10X22

W10

X22

W10

X22

T.O. CONC. EL. = 109' - 11"15

S3.02

5

14

S3.02

5' -

0"

B15

B15

5

W8X

35

9 B76

9

9

11' - 0 3/4" 8' - 6 3/4"









REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204





PLANNORTH

TRUENORTH


ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STA

TE OF KENTUCKY

PR

OF

E

S S I O N A L E NG

I NE

ER

3/2

3/2

018

4:5

8:1

6 P

M

S2.01M

FRAMING PLAN - LEVEL

1M MEZZANINE

10-30-2017

20645.000

CD PERMIT PACKAGE

#3

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1/8" = 1'-0"1

FRAMING PLAN - LEVEL 1M MEZZANINE



9 ASI 006 03/26/2018









D D

H H

98641

FF

A

B B

123

G.2

2 10

D.1E

G

C C

D.8

8" POST-TENSIONED SLAB

8" SLAB

HSS16X4X1/4

117

H.5 H.5

1312.55

TRANSFER

COLUMN

TRANSFER

COLUMN

1'-6"

VAR

TRANSFER

COLUMN

G1

DRAIN (TYP.)

TRANSFER

COLUMN

G.5

F.1

1'-6

"

1

S5.21

6.2

F.2

T.O. CONC. EL. = 122' - 0"

8" SUSPENDED SLAB BELOW LEVEL 02.

T.O. CONC. EL. = 114'-0" @ SUSPENDED SLAB

9"

8"

eA eB

e1

e2

e3

e4

e5

e6

e7

e8

e9

3.4 3.8

31' -

1"

20' -

4"

5' -

0"9'

- 2"

4' -

7"21

' - 3

"7'

- 6"

2' -

8 3/

4"

18' - 6" 7' - 7" 7' - 5" 6' - 2" 4' - 10" 11' - 7" 14' - 5" 1' - 9" 7' - 6" 16' - 9" 26' - 0" 23' - 9" 21' - 6" 21' - 6" 10' - 6" 10' - 6"

2' -

8 3/

4"4'

- 0"

5' -

9"16

' - 1

1 3/

4"1'

- 3

1/4"

9"14

' - 9

"10

3/8

"3'

- 1

5/8"

20' -

4"

31' -

1"

13' -

0"

3' -

3 7/

8"7'

- 4

1/4"

3' -

3 7/

8"5'

- 0

3/4"

8' -

1 3/

8"10

' - 0

"4'

- 6"

4' -

6"3'

- 11

5/8

"6'

- 0

3/8"

2' - 9 7/8"

13' - 9"

1' - 11 1/8"

D.7

TRANSFER

COLUMN

TRANSFER

COLUMN

TRANSFER

COLUMN

W8X

35

TYP. U.N

.O.

TRANSFER

COLUMN

TRANSFER

COLUMN

TRANSFER

COLUMN

TRANSFER

COLUMN

TRANSFER

COLUMN

W12X22

W12X22

W12

X22

HSS16X4X1/4

HSS8X8X

1/4

HSS8X8X

1/4

HSS8X8X

1/4

1'-6

"

1'-6"

1'-6

"

1'-6

"

3'-0"

3'-0

"

5' - 6" 2' - 1" 4' - 5"

1' - 2"

6' - 7"

1' - 2"

8' - 3" 2' - 2" 7' - 5"

1' - 8"

5' - 6" 2' - 0" 6' - 7"

1' - 4"

6' - 7"

1' - 4"

6' - 7" 2' - 7" 3' - 1" 4' - 5"

1' - 8"

6' - 7"

1' - 7"

4' - 5" 2' - 0"2' - 0" 4' - 5"

1' - 7"

5' - 6"

1' - 7"

4' - 5" 2' - 0"2' - 0" 4' - 5"

1' - 7"

6' - 7"

1' - 7"

4' - 5" 2' - 0" 6' - 7" 4' - 8 7/8"

G2 G3 G4 G5 G5 G6

J4

B26

B27

B28

B29

B32

B31

B30

B35

B34

B33

B37

B36

B39

B38

B39

B38

B47

B46

B41

B40

B44

B43

B45

B42

B49

B48

G9G10 G11 G12 G13 G13

G14G15

J1J2

J3

J1J2

J3J5

J2

J3J5

J2

J3J5

J2

J8J6

J7

J11

J10

J11

J12

J10

J11

J15

J16

J14

J13

J14

J13

B50

G7 G8

G16 G17

G18

G19 G20 G20 G20 G21

2' - 9" 6' - 3 3/4"

1' - 7"

5' - 6"

1' - 0"

1' - 7"

6' - 7"

1' - 7"

5' - 6"

1' - 7"

6' - 7"

13

S4.02

HS

S16

X4X

1/4

HS

S16

X4X

1/4

5' -

1"5'

- 8

1/4"

2' - 6" 17' - 2"

7' -

6 1/

4"10

' - 8

3/4

"

1' -

4"

5' -

8 3/

4"

4' -

3 1/

4"

10' - 0 5/8"

Peff = 536k

T8

T8


Peff = 590k

(4")



#4 @ 12" O.C. TOP & BOTT.(TYP. ALONG SHEAR WALL)

TYP. TOP OF SLAB REINF.@ COLUMN U.N.O.SR-I-3

(TYP. @ INT. COLS.)

3-#7 @ 6" O.C. T&B

3-#7 @ 6" O.C. T&B

3-#7 @ 6" O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

8

S4.11

3-#7 @ 6"O.C. T&B

10 1/4"

Peff=375k

(7")

(1")

(7") (7")

(1")

(7")

(1")

(7")

(4")

(1")

(4") (1")

(4")

Peff=536k

(2")

(7")

(7")

(1")

(4")

(7")

(1")(4") (4")

(7") (7")

(4")

(2")

(7")

(7")

(1") (7")

Peff=20k/ft Peff=20k/ft

Peff=20k/ft

Peff=20k/ftPeff=20k/ft

(4")

(4")

(1")

(1")

(4")

(4")

(1")

(4")

(2")

(3")

(7")

(7")

(3")

(4")

(4")

(1")

(4")

(4")

(7")

(3")

(4")

(7")

(3")

(4")

(7")

(7")

(7")

(7")

(7")

(4")

(1")

(7")

(4")

Peff = 20 k/ft

(4")

(1")

Peff = 20 k/ft

(7")

(7")

(3")

(4")

G22 G23 G24

G23 G25

B52

B52

B52

B52

B52

3' - 4"

B52

B52

B53 B54 B54 B55

B53 B54 B54 B55

Peff=536k

(6") (4")(8") (6")

Peff = 29 k/ft

(8")

12" POST-TENSIONED SLAB

(6")

(1")

(6")

(11"

)

Peff = 643k

Peff = 536k

(6")

(1")

(6")

(11"

)

T9

T9T9

T9

T9

T9

T9

T9

Peff=322k

Peff=214k

Peff=107k

(7") (1")

(4")

(1")

(4")

(7")

(7")

(4")

Peff=268k

(4") (7") (7")

SR-E-4(TYP. @ EXT. COLS.)

SR-E-6

SR-C-1

SR-I-1

SR-E-1

(4")

(4")

W12

X22W12X22

W8X

35

W8X

35

W8X

35

W8X

35

15

S7.01

8"

17

S7.01

18

S7.01

1

S7.02

(7")


(4")

Peff = 268k

Peff = 268k

1' - 1"

2' -

2 5/

8"

13' - 1 1/4"

1' -

6"

1' - 4 1/2"

5' -

7 1/

2"1'

- 3"1' - 10 7/8"

8' - 4 1/2" 1' - 2 1/2"

1' - 1 1/2"

1' -

2 1/

4"

2' -

8 1/

4"

3' - 0"

1' - 1 1/2"

4"

5' - 10 1/2"

2' -

2 1/

2"

3"

1' -

10 1

/4"

2 1/

2"1'

- 8"

11" 2 1/2"

2' - 7 7/8"

2' -

0 5/

8"

1' - 1"

3' - 11"

7' - 10"

4' -

5 3/

8"4'

- 3

1/8"

2' -

11"

2' -

1 1/

4"

2' - 3" 1' - 4"

4' -

3 3/

4"

3' -

0 7/

8"2'

- 0"

2" 4' - 4"

3 1/

8"

2 3/4"

1' - 0 7/8"

6' -

5 7/

8"

1' -

5"

5' - 8" 2' - 1"

B52

8

S4.11

J12

6' -

9 1/

8"

14' -

9 3

/4"

1' -

6 3/

4"

1' -

3"

1' - 4 1/2"1' - 5"

5"

3' - 0 1/4"

12' -

4 1

/2"

2' -

5 1/

2"

6"

1' - 0"

SLO

PE

DO

WN

120' - 6 1/2"

121' - 4"

#4@12" T&B,EA. WAY

S4.12

6

HSS4X4X1/4 TUBE COLUMNS RUNBETWEEN LEVELS 1M AND 2

(4") 5

5

5

5

15

S3.02

514

S3.02

CAST-IN-PLACE MONUMENT STAIR WITHCAST-IN-PLACE COLUMNS BELOW

LANDINGS FROM LEVEL 01 UP TO LEVEL02. REF. ARCH FOR EXTENTS.

5

5

5

B75

9

3' - 1"

1' -

8"

1' -

2"

9

1' - 7 7/8"7' - 10 3/4"

9' -

4"

11 3

/4"

2' - 6 3/4"

6' -

7 5/

8"

9"

4' -

9 1/

2"

2' -

0"1'

- 11

1/2

"

3' -

10"

1' -

2 3/

8"

1' - 2" 6' - 3 1/2"

1' - 2" 5' - 10"

2' -

8"5'

- 5

1/8"

1' - 8 1/8" 3' - 9 7/8"

9" 7' - 0"

8' -

6"3'

- 7

5/8"

T.O. CONC. EL. = 122' - 0"

5' - 11 3/4" 2' - 8" 8' -

2 1/

4"

3 3/

4"

9

9

9

9

9

9

9

9

9

99

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204





PLANNORTH

TRUENORTH


ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STA

TE OF KENTUCKY

PR

OF

E

S S I O N A L E NG

I NE

ER

3/2

3/2

018

4:5

8:2

2 P

M

S2.02


10-30-2017

20645.000

CD PERMIT PACKAGE

#3

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1/8" = 1'-0"1




9 ASI 006 03/26/2018









D D

H H

98641

FF

A

B B

123

G.2

2 10

D.1E

G

C C

D.8

8" POST TENSIONED SLAB

117

H.5 H.5

1312.55

HSS8X6X3/8 G.5

F.1

1

S5.21

6.2

F.2

T.O. CONC. EL. = 136' - 0"

T.O. CONC. EL. = 131' - 7"


eA eB

e1

e2

e3

e4

e5

e6

e7

e8

e9

31' -

1"

20' -

4"

5' -

0"9'

- 2"

4' -

7"21

' - 3

"7'

- 6"

2' -

8 3/

4"

18' - 6" 7' - 7" 11' - 7" 14' - 5" 1' - 9" 7' - 6" 16' - 9" 26' - 0" 23' - 9" 21' - 6" 21' - 6" 10' - 6" 10' - 6"

2' -

8 3/

4"4'

- 0"

5' -

9"16

' - 1

1 3/

4"1'

- 3

1/4"

9"14

' - 9

"10

3/8

"3'

- 1

5/8"

20' -

4"

31' -

1"

13' -

0"

3' -

3 7/

8"7'

- 4

1/4"

3' -

3 7/

8"5'

- 0

3/4"

8' -

1 3/

8"10

' - 0

"4'

- 6"

4' -

6"3'

- 11

5/8

"6'

- 0

3/8"

2' - 9 7/8"

13' - 9"

1' - 11 1/8"

D.7

W12X22W12X22

W12X22

W12

X22

W10

X22

W10

X22

W10

X22

W24

X55 W

24X

55

W24

X55

W24

X55

W24

X55

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W12X22

HSS8X8X1/4

HSS8X8X1/4

Peff=536k

Peff=268k

Peff=268k

Peff=375k

Peff=268k

Peff=268k

Peff=268kPeff=536k

Peff=322k

Peff=214k

Peff=107k Peff=268k

Peff=134k

Peff=134k

Peff=20k/ft

14

S7.01

Peff=20k/ft

Peff=20k/ft Peff=20k/ft Peff=20k/ft

15

S4.02

W12

X22

W12

X22

5 3/

8"

1' -

0 7/

8"

2' -

2 3/

4"18

' - 4

1/8

"

2 3/

8"

6' -

3"

2' - 6" 17' - 2"

5' -

1"5'

- 8

1/4"


T8

T8




TYP. TOP OF SLAB REINF.@ COLUMN U.N.O.



SR-C-2

8

S4.11

8

S4.11

8

S4.11

3-#7 @ 6" O.C. T&B3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6" O.C. T&B

3-#7 @ 6" O.C. T&B

(7")

(3")

(7")

(7")(1")

(1")

(7") (7")

(1")

(7")

(1")

(7")

(4")

(4")

(7")

(7")

(4")

(4")

(1")

(1")

(4")

(4")

(1")

(4")

(1")

(1")

(1")(7") (7")

(1")

(4")

(1")(4")

(1")

(4")

(4") (7")(1") (7") (7") (4")

(4")

(2")

(4") (4")

(7") (7")

(7") (7")

(4")

(4")

(4")

(4")

(7") (4")

(2")

(4") (7")

(4")

(4")

(4")

(2")

(3")

(7")

(7")

(3")

(4")

(4")

(4")(7")

(1")

(4")

(1")

(4")

(4")

(7")

(3")

(7")

(7")

(1") (7")

(4")

(1")

(7")

(7")(5")

(7")

(2") (7")

(4")

(7")

(3")

(4")

(7")

(7")

(7")

(7")

(7")

(7")

(7")

(7")

(4")

(1")

(7")

(4")

(1")

(7")

(7")

(3")

(4")

Peff = 20 k/ftPeff = 20 k/ft

(4")

(3")

(4")

Peff=20k/ft

(5")

B56

B63

B66

B57

SR-E-5

SR-E-6

SR-C-1

W16X26

W16X26

W16X26

W16X26

W16

X26

W16

X26

W16

X26

W12

X22

W12X22

(4")

(7")

(1")

(7")

(3")

(7")

(4")

(1")

Peff = 20 k/ft

Peff = 20 k/ft

(4")

(4")

(1")

SR-I-4(TYP. ALONG GRID H)

(7")

19

S7.01

2

S7.028

S7.02

W12

X22

1 1/2" TYPE 'BA', 20 GA. METAL ROOF DECK. ATTACHW/ 5/8" PUDDLE WELDS IN 36/5 PATTERN & 3-#10 TEK

SCREW SIDELAP FASTENERS PER SPAN. TNEMECPAINTED DECK AND EXPOSED STEEL

S4.12

6

S4.12

6

B65

B65B61

B62

B64

(7")(19") (8")(5") (19") (19") (1") (15") (5")

Peff=30 k/ft

(5")

(19")

(5") (15")

Peff=30 k/ft

Peff=30 k/ft

(4")

(15")(15")

(7")(19") (8")(5")

(19") (19") (1") (15") (5")

Peff=30 k/ft

(15")

(7") (8")(19")

(19")

(1") (15") (5")

Peff=30 k/ft

Peff=30 k/ft

(5") (19") (1") (15") (5")

(5")(19")(5") (5") (19") (1") (15") (5")(15") (5")

Peff=30 k/ft

Peff=30 k/ft

9

S4.11

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

(7")

18' - 5"

(4")

(4")Peff = 268k

Peff = 268k

2' - 2 1/4"

11 3

/4"

9"

6' -

1 1/

8"

2' -

2 3/

4"

2' - 3" 1' - 4"

8' - 4 1/2" 1' - 2 1/2"

10' -

8 3

/4"

1' -

4"

4' -

5"

1' -

3 3/

4"

2' - 2 1/2" 6 1/2"

3' -

3"1'

- 0

3/4"

2-#6 @ 8'-0" O.C. DIAGONALTOP & BOTT. (TYP. @RE-ENTRANT CORNERS)1' - 0 7/8"

4"

5' - 10 1/2"

9 3/4" 3 1/8"

3 3/8" 5' - 8"

1 1/

2"7

1/2"

1' - 2" 3' - 10"

8"

3 1/2"

6 3/

8"7'

- 4

1/8"

1' -

9 7/

8"

1' -

5 1/

4"

2' -

6 3/

4"

8' -

8 1/

2"

3' - 11" 7' - 10"

2' -

11"

6' -

3 7/

8"

10' -

3 7

/8"

8' -

6"

9" 7' - 0"

1' - 8 1/8"

3' - 9 7/8"

5' -

5 1/

8"2'

- 8"

4' -

4 3/

8"

1' -

11 1

/2"

2' -

0"4'

- 9

1/2"

6" 5' - 10"9"

7' - 1"

7' -

4 1/

2"

1' -

3"

3 3/

4"

9" 5' - 2 3/4" 2' - 8"

8' - 10 1/2"

1' - 2"

1' - 4 1/2"

1' -

2"4'

- 3"11" 5"

(TYP. OPENINGU.N.O.)

8

S4.11

S4.12

8

S4.12

8

W12X22

W12

X22

5"

7 3/4" 21' - 8" 1' - 4 1/4"

6" WIDE x 1'-6"TALL CONC. CURB

W10X22

W10X22W10X22

W10X22

W12

X22

W12X22W12X22 W12X22

W12

X22

W12

X22

W12

X22

W12

X22

4

S7.01

5

5

5

5

1' - 7 7/8"7' - 10 3/4"

9' -

4"

99 9

9

99

9

1 1/

2"

3 3/8" 1' - 0 1/4"

11 3

/8"

10 1

/2"

1' -

10 1

/4"

3"

2' -

2 1/

2"

5 1/

4"

11' -

2 3

/8"

3' -

0 1/

8"

1' - 3" 4' - 4" 4' - 5 5/8"

9

9

9

9

9

9

9

99

9

99

99

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204





PLANNORTH

TRUENORTH


ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STA

TE OF KENTUCKY

PR

OF

E

S S I O N A L E NG

I NE

ER

3/2

3/2

018

4:5

8:2

9 P

M

S2.03


10-30-2017

20645.000

CD PERMIT PACKAGE

#3

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1/8" = 1'-0"1




9 ASI 006 03/26/2018









D D

H H

98641

FF

B B

123

G.2

2 10

D.1E

G

C C

D.8

117

H.5 H.5

1312.55

G.5

F.1

1

S5.21

6.2

F.2

HSS8X6X3/8



eA eB

e1

e2

e3

e4

e5

e6

e7

e8

e9

31' -

1"

20' -

4"

5' -

0"9'

- 2"

4' -

7"21

' - 3

"7'

- 6"

2' -

8 3/

4"

2' -

8 3/

4"4'

- 0"

5' -

9"16

' - 1

1 3/

4"1'

- 3

1/4"

9"14

' - 9

"10

3/8

"3'

- 1

5/8"

20' -

4"

31' -

1"

3' -

3 7/

8"7'

- 4

1/4"

3' -

3 7/

8"5'

- 0

3/4"

8' -

1 3/

8"10

' - 0

"4'

- 6"

4' -

6"3'

- 11

5/8

"6'

- 0

3/8"

2' - 9 7/8"

13' - 9"

1' - 11 1/8"

18' - 6" 7' - 7" 18' - 5" 11' - 7" 14' - 5" 1' - 9" 7' - 6" 16' - 9" 26' - 0" 23' - 9" 21' - 6" 21' - 6" 10' - 6" 10' - 6"

D.7

W12X22W12X22

W12X22

W12X22

(HOIST BM)

(HO

IST

BM

)

W12X22

HSS8X8X1/4

HSS8X8X1/4

Peff=536k

Peff=268k

Peff=268k

Peff=375k

Peff=268k

Peff=268k

Peff=268k Peff=536k

Peff=322k

Peff=214k

Peff=107k Peff=54kPeff=268k

Peff=134k

Peff=134k


Peff=20k/ft Peff=20k/ft Peff=20k/ft

W12

X22

W12

X22

1' -

9 1/

4"

2' - 6" 8' - 5"

5' -

1"5'

- 8

1/4"

1' -

9 7/

8"

2 3/

8"

6' -

3"



T8


T8




SR-C-2

8

S4.11

8

S4.11

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6" O.C. T&B

(7")

(2")

(7")

(7")(1")

(1")

(7") (7")

(1")

(7")

(1")

(7")

(4")

(4")

(7")

(7")

(4")

(4")

(1")

(1")

(4")

(4")

(1")

(4")

(1")

(1")

(1")(7") (7")

(1")

(4")

(1")(4")

(1")

(4")

(4")

(4")(7") (1") (7") (7")

(5")

(4")

(2")

(4") (4")

(7") (7")

(7")

(7") (7")

(4")

(4")

(4")

(4")

(7") (4")

(2")

(4") (7")

(4")

(4")

(4")

(2")

(3")

(7")

(7")

(3")

(4")

(4")

(2")(7")

(1")

(4")

(1")

(4")

(4")

(7")

(4")

(7")

(7")

(1") (7")

(4")

(1")

(7")

(7")(7")

(5")(7")

(1")

(2") (7")

(4")

(7")

(3")

(4")

(7")

(7")

(7")

(7")

(7")

(7")

(7")

(7")

(4")

(1")

(7")

(4")

(1")

(7")

(7")

(3")

(4")

Peff = 20 k/ftPeff = 20 k/ft

SR-E-5 (TYP.ALONG GRID C)

SR-E-6

SR-C-1

SR-C-3

15

S4.02

(4")

(4")

(7")

(1")

(7")

(4")

(7")

(4")

(1")

Peff = 20 k/ft

Peff = 20 k/ft

(4")

(4")

(1")

(4")

(4")

(1")

Peff = 20 k/ft

Peff = 20 k/ft


T.O. CONC. EL. = 141' - 2"

W12

X22

S4.12

6

(4")

(4")

Peff = 268k

Peff = 268k


2' - 2 1/2" 6 1/2"

3' -

3"1'

- 0

3/4"

1' - 0 7/8"

4"

5' - 10 1/2"

9 3/4" 3 1/8"

2' -

2 1/

2"

3"

1' -

10 1

/4"

6 3/

8"

3 3/8" 5' - 8"9 1/4" 5' - 11 3/4" 2' - 8"

9"

2' - 3" 1' - 4"

10 7

/8"

6' -

1 1/

8"

2' -

2 3/

4"

5' -

3 7/

8"

1' -

2"

4' -

3"

1' -

4"

4' -

5"

1' -

3 3/

4"2'

- 8

1/4"

2' -

6 3/

4"

3 3/8" 1' - 0 1/4"

1' -

3"

9"

3 3/

4"

6"1 1/

2"

5"

8' - 10 1/2"

1' - 2"

7' - 2 1/2"

1' - 2"

3' - 10"


8

S4.11

2"

2"

Peff=24k/ft

(4")

(1")

(4")

(6")

(4")

S4.12

9

S4.12

8

S4.12

8

S4.12

8

W12X22

W12

X22

11"

1' - 4"

6" WIDE x 1'-6"TALL CONC. CURB

2' - 7"

1' -

10 3

/4"

1 1/

2"7

1/2"

5

Peff=20k/ft

5

5

5

5

W12

X22

99

9

9

9

9

9

8' - 4 1/2" 1' - 2 1/2"

6 3/

8"7'

- 4

1/8"

1' -

9 7/

8"

11 3

/8"

10 1

/2"

9

9

9

9

9

9

99

9

9

5 1/

4"

11' -

2 3

/8"

3' -

0 1/

8"

1' - 3" 4' - 4" 4' - 5 5/8"

9

99

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204





PLANNORTH

TRUENORTH


ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STA

TE OF KENTUCKY

PR

OF

E

S S I O N A L E NG

I NE

ER

3/2

3/2

018

4:5

8:3

4 P

M

S2.04


10-30-2017

20645.000

CD PERMIT PACKAGE

#3

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1/8" = 1'-0"1




9 ASI 006 03/26/2018

D D

H H

98641

FF

B B

123

G.2

2 10

D.1E

G

C C

D.8

117

H.5 H.5

1312.55

G.5

F.1

6.2

F.2

DOWN

SLOPE

8" POST TENSIONED SLAB8" POST TENSIONED SLAB

Peff=536k

Peff=268k

Peff=268k

Peff=375k



EXISTING BRACING STRUCTURE FROMBELOW TO REMAIN UNDISTURBED

eA eB

e1

e2

e3

e4

e5

e6

e7

e8

e9

31' -

1"

20' -

4"

5' -

0"9'

- 2"

4' -

7"21

' - 3

"7'

- 6"

2' -

8 3/

4"

2' -

8 3/

4"4'

- 0"

5' -

9"16

' - 1

1 3/

4"1'

- 3

1/4"

9"14

' - 9

"10

3/8

"3'

- 1

5/8"

20' -

4"

31' -

1"

18' - 6" 7' - 7" 18' - 5" 11' - 7" 14' - 5" 1' - 9" 7' - 6" 16' - 9" 26' - 0" 23' - 9" 21' - 6" 21' - 6" 10' - 6" 10' - 6"

3' -

3 7/

8"7'

- 4

1/4"

3' -

3 7/

8"5'

- 0

3/4"

8' -

1 3/

8"10

' - 0

"4'

- 6"

4' -

6"3'

- 11

5/8

"6'

- 0

3/8"

2' - 9 7/8"

13' - 9"

1' - 11 1/8"

D.7

W12X22W12X22

W12X22

HSS8X6X3/8

W12X22

HSS8X8X1/4

HSS8X8X1/4Peff=268k

Peff=268k

Peff=268k Peff=536k

Peff=322k

Peff=214k

Peff=107k

Peff=161k

Peff=54k

Peff=214k

Peff=268k

Peff=134k

Peff=134k



W12

X22

W12

X22

(7")

(3")

(7")

(7")(1")

(1")

(7") (7")

(1")

(7")

(1")

(7")

(4")

(4")

(7")

(7")

(4")

(4")

(1")

(1")

(4")

(4")

(1")

(4")

(1")

(1")

(1")(7") (7")

(1")

(4")

(1")(4")

(1")

(4")

(4") (7") (1") (7") (4")

(4")

(4")

(4")


(2")

(4") (4")

(7") (7")

(7") (7")

(4")

(4")

(4")

(4")

(7") (4")

(2")

(4") (7")

(4")

(4")

(4")

(2")

(3")

(7")

(7")

(3")

(4")

(4")

(4")(7")

(1")

(4")

(1")

(4")

(4")

(7")

(4")


T8


(7")

(7")

(1") (7")

(4")

(1")

(7")

(7")

(7")

(7")

(1")

(2") (7")

(4")

(7")

(3")

(4")

(7")

(7")

(7")

T8

TYP. TOP OFSLAB REINF. @COLUMN U.N.O.



SR-C-1

(7")

(7")

(7")

(7")

(7")

8

S4.11

8

S4.11

SR-C-2

3-#7 @ 6" O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

(4")

(1")

(7")

(4")

Peff = 20 k/ft

(4")

(1")

Peff = 20 k/ft

(7")

(7")

(3")

(4")

(7")

(1")

(8")

(6")

(6")

Peff=268k

(1")

(6")

(6")

Peff=482k

(6")

(1")

(8")

(6")

Peff=268k

(6")

(1") (1")

(6")

(6")

Peff=40k/ft

(7")

SR-E-5SR-E-5 (TYP. ALONG GRID C)

SR-E-6

15

S4.02

(4")

(4")

(1")

(4")

(4")

(1")

Peff = 20 k/ft

Peff = 20 k/ft


W12

X22

S4.12

6

2-#6 @ 8'-0" O.C. DIAGONAL TOP & BOTT.(TYP. @ RE-ENTRANT CORNERS)

(7")

(4") (1")

3-#7 @ 6"O.C. T&B

(1")

SR-E-7 (TYP. @ ROUNDEXT. COLS.)

T10

T10



(4")Peff = 268k

Peff = 268k

2' -

8 1/

4"

1' -

3 3/

4"

4' -

5"

1' -

4"

4' -

3"

1' -

2"

5' -

3 7/

8"6'

- 3"

2 3/

8"

11"

1' - 4"

9"

2' -

2 3/

4"

5' -

9 7/

8"29

' - 6

"

1' -

7"

T.O. CONC. EL. = 150' - 2 1/8"T.O. CONC. EL. = 149' - 3 1/8"

1' - 4 5/8" 17' - 6" 1' - 7"

1' -

5"

7 3/

4"10

3/4

"

9 1/4"

8' - 10 1/2" 1' - 2" 7' - 2 1/2"

1' - 2"

3' - 10" 7' - 9"

1 1/

2"

9"3 3/8" 5' - 8"

6 3/

8"9'

- 2"

3 3/8" 1' - 0 1/4"

2' -

1 1/

4"2'

- 2

1/2"

4"

5' - 10 1/2"2' - 2 1/2" 6 1/2"

1' -

0 3/

4"3'

- 3"

1' - 3" 4' - 4" 4' - 5 5/8"

4' -

4 3/

8"4'

- 4

1/8"

8 1/2"

3' - 11" 7' - 10"

5' -

1"5'

- 8

1/4"

2' -

9 1/

4"

2' - 6" 8' - 5"

9' -

11 1

/8"

21' -

9 5

/8"

6' -

2 1/

8"


8

S4.11

S4.12

8

S4.12

8

S4.12

8

W12X22

W12

X22

5"

2' -

6 3/

4"

Peff=20k/ft

T.O. CONC. EL. = 150' - 9"

(4")

3' -

0 3/

4"11

' - 1

3/4

"5

1/4"

27' - 7"

5

6' -

3"

Peff=20k/ft

5

5

5

9

9

9

99

99

8' - 4 1/2" 1' - 2 1/2"

2' - 3"

2' - 7"

1' - 3" 4' - 10 3/8"

1' - 4 5/8"

9

9

9

9

9

9

1 1/

2"7

1/2"

10 1

/2"

2 1/2" 99

9

9

9

6' -

2 1/

8"

7 3/

4"

9

99

9

99









REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204





PLANNORTH

TRUENORTH


ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STA

TE OF KENTUCKY

PR

OF

E

S S I O N A L E NG

I NE

ER

3/2

3/2

018

4:5

8:3

9 P

M

S2.05


10-30-2017

20645.000

CD PERMIT PACKAGE

#3

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1/8" = 1'-0"1




9 ASI 006 03/26/2018









D D

H H

98641

FF

123

G.2

2 10

D.1E

G

C C

D.8

117

H.5 H.5

1312.55

G.5

F.1

6.2

F.2

8" POST TENSIONED SLAB8" POST TENSIONED SLAB


ADD'L STRUCTURAL STEELREQUIRED ABOVE TO SUPPORTELEVATOR EQUIPMENT. BEAMSIZES TO BE DETERMINED

20' -

4"

5' -

0"9'

- 2"

4' -

7"21

' - 3

"7'

- 6"

2' -

8 3/

4"

2' -

8 3/

4"4'

- 0"

5' -

9"16

' - 1

1 3/

4"1'

- 3

1/4"

9"14

' - 9

"10

3/8

"3'

- 1

5/8"

20' -

4"

18' - 6" 7' - 7" 18' - 5" 11' - 7" 14' - 5" 1' - 9" 7' - 6" 16' - 9" 26' - 0" 23' - 9" 21' - 6" 21' - 6" 10' - 6" 10' - 6"

D.7

W12X22W12X22

W12X22 W12X22

HSS8X8X1/4

HSS8X8X1/4

HSS8X6X3/8

W12

X22

W12

X22



T8


T8

TYP. TOP OFSLAB REINF. @COLUMN U.N.O.


8

S4.11

8

S4.11

3-#7 @ 6" O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B

Peff=536k

Peff=268k

Peff=268k

Peff=375k

Peff=268k

Peff=268k

Peff=268kPeff=536k

Peff=322k

Peff=214k

Peff=107k

Peff=161k

Peff=54k

Peff=268k

Peff=134k

Peff=134k


Peff=20k/ftPeff=20k/ft

(7")

(3")

(7")

(7")(1")

(1")

(7") (7")

(1")

(7")

(1")

(7")

(4")

(4")

(7")

(7")

(4")

(4")

(1")

(1")

(4")

(4")

(1")

(4")

(1")

(1")

(1")(7") (7")

(1")

(4")

(1")(4")

(1")

(4")

(4") (7") (1") (7") (4")

(4")

(4")

(4")

(2")

(4") (4")

(7") (7")

(7")

(7") (7")

(4")

(4")

(4")

(4")

(7") (4")

(2")

(4") (7")

(4")

(4")

(4")

(2")

(3")

(7")

(7")

(3")

(4")

(4")

(4")(7")

(1")

(4")

(1")

(4")

(4")

(7")

(3")

(7")

(7")

(1") (7")

(4")

(1")

(7")

(7")

(7")(1")

(7")

(1")

(2") (7")

(4")

(7")

(3")

(4")

(7")

(7")

(7")


SR-C-1

(7")

(7")

(7")

(7")

(7")

SR-C-2

(4")

(1")

(7")

(4")

Peff = 20 k/ft

(4")

(1")

Peff = 20 k/ft

(7")

(7")

(3")

(4")

SR-E-5SR-E-5 (TYP. ALONG GRID C)

SR-E-6

15

S4.02

(4")

(4")

(1")

(4")

(4")

(1")

Peff = 20 k/ft

Peff = 20 k/ft


W12

X22

S4.12

6


2-#6 @ 8'-0" O.C. DIAGONAL TOP & BOTT.(TYP. AT RE-ENTRANT CORNERS)

Peff=214k

3-#7 @ 6"O.C. T&B

(4") (1")

(4")

(4")Peff = 268k

Peff = 268k

6' -

1 1/

8"

2' -

2 3/

4"

9"

2' -

8 1/

4"

1' -

3 3/

4"

4' -

5"

1' -

4"4' -

3"

1' -

2"

5' -

3 7/

8"6'

- 3"

2 3/

8"

11" 5"

2' -

6 3/

4"

1' -

10 1

/4"

3"

2' -

2 1/

2"

1' - 1 1/2"

4"

5' - 10 1/2"

3 3/8" 1' - 0 1/4"

3 3/8" 5' - 8"

8' - 10 1/2"

1' - 2"

7' - 2 1/2"

1' - 2"

3' - 10" 7' - 9"

1' - 3"

6' - 3" 1' - 9 1/2"

7 1/

2"13

' - 9

"

5 7/

8"

9"1 1/

2"

1 1/

2"7

1/2"

5"

8

S4.11 W12X22

W12

X22

LVL. 10, &11 ONLY

S4.12

9

2"2"

LVL. 6 & 9ONLY

S4.12

8 1' - 0" 4' - 0" 5' - 4 3/4"

9 3/

4"9"

4' -

11 1

/4"

S4.12

8

LVL. 6, &9 ONLY

S4.12

9

LVL. 10&11 ONLY

2"2"

Peff=20k/ft

T.O. CONC. EL.LEVEL 6 = 160'-4"LEVEL 7 = 169'-11"LEVEL 8 = 179'-6"LEVEL 9 = 189'-1"LEVEL 10 = 198'-8"LEVEL 11 = 208'-3"LEVEL 12 = 217'-10"

1' - 3" 4' - 4" 4' - 5 5/8"

3' -

0 3/

4"11

' - 1

3/4

"5

1/4"

2' - 2 1/2" 6 1/2"

3' -

3"1'

- 0

3/4"

4' -

4 3/

8"4'

- 4

1/8"

3' - 11" 7' - 10"

2' -

9 1/

4"

8 1/2"

5' -

1"5'

- 8

1/4"

2' - 6" 8' - 5"

5

6' -

3"

Peff=20k/ft

5

5

5

9

9

9

99

9

9

8' - 4 1/2" 1' - 2 1/2"

2' - 3" 1' - 4"

11" 2 1/2"

1' -

0"

10 1

/2"

9

9

9

99

9

9

9

9

9

9

6 3/

8"7'

- 3

1/2"

1' -

10 1

/2"

9

99

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204





PLANNORTH

TRUENORTH


ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STA

TE OF KENTUCKY

PR

OF

E

S S I O N A L E NG

I NE

ER

3/2

3/2

018

4:5

8:4

4 P

M

S2.12

FRAMING PLAN - LEVELS

6-12

10-30-2017

20645.000

CD PERMIT PACKAGE

#3

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1/8" = 1'-0"1

FRAMING PLAN - LEVELS 6-12



9 ASI 006 03/26/2018

D D

H H

98641

FF

123

G.2

2 10

D.1E

G

C C

D.8

8" POST TENSIONED SLABw/ 16" DEEP BEAMS

117

H.5 H.5

1312.55

G.5

F.1

TRANSFER

TRANSFER

TRANSFER

TRANSFER

6.2

F.2

T.O. CONC. EL. = 232' - 6"

B60

B59

B58

20' -

4"

5' -

0"9'

- 2"

4' -

7"21

' - 3

"7'

- 6"

2' -

8 3/

4"

2' -

8 3/

4"4'

- 0"

5' -

9"16

' - 1

1 3/

4"1'

- 3

1/4"

9"14

' - 9

"10

3/8

"3'

- 1

5/8"

20' -

4"

18' - 6" 7' - 7" 18' - 5" 11' - 7" 14' - 5" 1' - 9" 7' - 6" 16' - 9" 26' - 0" 23' - 9" 21' - 6" 21' - 6" 10' - 6" 10' - 6"

D.7

W12X22

W12X22 W12X22

HSS8X8X1/4

HSS8X8X1/4

AIR COOLEDCHILLER

(18,000 LBS TYP.)AIR COOLED

CHILLERAIR COOLED

CHILLER3-#5 @ 8'-0" O.C.DIAGONAL TOP & BOTT.(TYP. @ SHEARWALLS)

(7")

(2")(7")

(7") LOW SLAB(1")

(1")

(7") (7")

(1")

(7")

(1")

(7")

(4")

(4")

(5 1/2")

(3")

(1")

(7") (7")

(4")

(4") (7")

(4")

(7")

(7")

(1")(3") LOW SLAB

(1")

(4") LOW SLAB

(4") LOW SLAB

(4") LOW SLAB

PROVIDE 3-#8 CONT. BOTT. REINF. BETWEENCOLUMNS AND SHEARWALLS (TYP. U.N.O.)

T8

#4 @ 12" O.C. TOP &BOTT. (TYP. AROUNDSHEAR WALL)

T8


SR-C-2

8

S4.11

8

S4.11

3-#7 @ 6" O.C.T&B

3-#7 @ 6"O.C.T&B

Peff=268k

(6")

(3")

(7")

(3")

(5")

(7")

(6")

HIG

H S

LAB

(3")

HIG

HS

LAB

(7")

HIG

HS

LAB

(3")

HIG

H S

LAB

(5")

HIG

H S

LAB

(7")

10" POST TENSIONED SLAB(SLOPED SLAB PER ARCH.)

T8

T8


(6")

HIG

HS

LAB

(6")

(3")

(7")

(3")

(6")

(7")

(4")

(6")

(6")

(3")

(6")

(6")

(6")

HIG

H S

LAB

(3")

HIG

HS

LAB

(1") HIGH SLAB

(5") HIGH SLAB (5")(9")

(5")

(9")

(3")

(5")

(5") HIGH SLAB(1") HIGH SLAB (5") HIGH SLAB

(5")

(9")

(5")

(9")

(3")

(5")(7")

Peff=34 k/ft

Peff=268kHIGH SLAB

Peff=268k

Peff=268k(UPPER SLAB)

Peff=268k

(5") HIGH SLAB

(3")

(9")

(5")

(7") (5")

(5") HIGH SLAB (5")

(1")

Peff=34 k/ft

W12X22

W12

X22

(4")

(1")

(7")

(4")

(4")

(7")

(4")

(3")

(4")

(7")

(4")

Peff=24 k/ft Peff=24 k/ft

(5")

(4")

(1")

(3")

(4")

(7")

(7")

(7")

Peff = 26 k/ft

(4")

(4")

(4")

Peff=295k

Peff=697k

Peff=402k

(4")

(4")

(1")

(7")

(4")

Peff=429k

Peff=482k

Peff=214k

Peff=107k

Peff = 24 k/ft

(1") (7") (7")

(4")

Peff = 26 k/ft

B60

Peff=268k

(7")

Peff=107k

(1")

(7")

(1")

(7") (7")

(7")

(4")

(7")

(1")

(1")

(4")

(7")

(7")

Peff = 26 k/ft

(7")

(4")

(4")

(1")

(7")

Peff = 26 k/ft

(5")

(4")

SR-C-1

SR-E-5 (TYP. ALONG GRID C)

16

S4.02


SR-E-5 (TYP. ALONG GRID 10)

SR-E-6

SR-I-1(TYP. @INT. COLS.)

2-#6 @ 8'-0" O.C. DIAGONAL TOP & BOTT.(TYP. @ RE-ENTRANT CORNERS)

4'-6

"

4'-6"

4'-6"

PROVIDE 3-#8 CONT. BOTT.REINF. BETWEEN COLUMNS

AND SHEARWALLS (TYP. U.N.O.)


B67

6' - 3" 1' - 9 1/2"1' - 2" 3' - 10"

1 1/

2"

1 1/

2"7

1/2"

3 3/8" 5' - 8" 1' - 11"

1 1/

2"7

1/2"

3' - 8" 5' - 4 3/4"

6' -

3"10

' - 8

3/4

"

8' -

0"3'

- 3"

2' -

6"

5' -

0"

8' - 4 1/2" 3' - 0"

4' - 10" 5' - 6"

2' -

2 3/

4"5'

- 9

1/2"

5' -

8 1/

4"

6' - 11 3/4"

B68

(7")

B70

B69

B71

B72

8

S4.11

HSS8X6X3/8

Peff=34 k/ft

Peff=34 k/ft

Peff=34 k/ftHIGH SLAB

Peff=34 k/ftHIGH SLAB

Peff=34 k/ft(5") HIGH SLAB (9") HIGH SLAB (3") (9")

(5")

(9")

(3")

(5")(7")

3-#7 @ 6"O.C. T&B

3-#7 @ 6"O.C. T&B


20' - 6 3/4"

6" WIDE x 1'-6" TALLCONC. CURB (TYP. U.N.O.)

3"

1' - 0"

5' -

9 1/

2"5'

- 1

1/2"

2' - 11"

1 1/4"

6' -

9 3/

4"

2 3/

4"

2' - 11"

1' -

10 3

/4"

1 1/2"

9"


6" WIDE x 6" TALLCONC. CURB 4'

-6"

17

S4.02

6' -

1 1/

8"

2' -

2 3/

4"

1' - 10 3/4"

10"

1' -

5 1/

4"

1' - 4"

SLO

PE

SLO

PE

(5") HIGH SLAB

LOW SLAB

LOW SLAB

10

S7.02

10

S7.02

5

5

5

5

5

1.5B22 METAL ROOF DECKW16X26

W12

X22

W12

X22

11' - 7 1/2"

11

S7.02

9

18

S4.02

3 3/8" 1' - 0 1/4"11" 2 1/2"

1' -

0"

10 1

/2"

99

9

6 3/

8"9'

- 2"

1' -

10 1

/4"

3"

2' -

2 1/

2"

1' - 1 1/2"

4"

5' - 10 1/2"9

2' - 2 1/2" 6 1/2"

3' -

3"1'

- 0

3/4"

9

1' - 3" 9"

2' - 3" 1' - 4"

6' - 3" 3' - 2" 7' - 10"

2' - 2" 2' - 6" 8' - 5"

2' -

9 1/

4"

2' -

11"

5' -

1"

2' - 0 1/2"

3' - 0"

5' -

0"2'

- 6"

1' -

3 3/

4"

2' -

6"

9

9

9

9

9

9

99









REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204





PLANNORTH

TRUENORTH


ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STA

TE OF KENTUCKY

PR

OF

E

S S I O N A L E NG

I NE

ER

3/2

3/2

018

4:5

8:4

9 P

M

S2.13

FRAMING PLAN - LEVEL

13 MECHANICAL

10-30-2017

20645.000

CD PERMIT PACKAGE

#3

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1/8" = 1'-0"1

FRAMING PLAN - LEVEL 13 MECHANICAL



9 ASI 006 03/26/2018

D D

H H

98641

FF

123

G.2

2 10

D.1E

G

C C

D.8

117

H.5 H.5

1312.55

G.5

F.1

6.2

F.28" POST TENSIONED SLAB

20' -

4"

5' -

0"9'

- 2"

4' -

7"21

' - 3

"7'

- 6"

2' -

8 3/

4"

2' -

8 3/

4"4'

- 0"

5' -

9"16

' - 1

1 3/

4"1'

- 3

1/4"

9"14

' - 9

"10

3/8

"3'

- 1

5/8"

20' -

4"

18' - 6" 7' - 7" 18' - 5" 11' - 7" 14' - 5" 1' - 9" 7' - 6" 16' - 9" 26' - 0" 23' - 9" 21' - 6" 21' - 6" 10' - 6" 10' - 6"

D.7HSS8X8X1/4

HSS8X8X1/4

HSS8X6X3/8

Peff=268k

(3")(7")

(7")

(4")

(1")

(4")

(7")(1")

(5 1/2")

(4")

(4")

(4")

(4")

(3")

(7") (7") (5 1/2")

(7")

(3")(1")

(7")(2") (7")(2") (1")

(1")

(4")

(7")

(2")

(4")

(4")

Peff=20 k/ft

(4")

(4")

(3")

(4")

HSS8X6X3/8 HSS8X6X3/8

HSS8X6X3/8

HS

S8X

6X3/

8

HS

S8X

6X3/

8

HSS8X6X3/8

HS

S8X

6X3/

8

HS

S8X

6X3/

8

Peff=20 k/ft

Peff=322k

Peff=214k

(1")

(4")

(4")

Peff=20 k/ft

PROVIDE 3-#8 CONT. BOTT.REINF. BETWEEN COLUMNS

AND SHEARWALLS (TYP. U.N.O.)

T8

T8TYP. TOP OF SLAB REINF.@ COLUMN U.N.O.

SR-I-3(TYP. @INT. COLS.)

SR-E-5

(1")

(4")

(1")

(4")

SR-C-2 (TYP. @CORNER COLS.)


SR-E-5

23' - 9"

9"

4

S7.02

(7")

T.O. STEEL = 244'-4 1/2"

S4.12

6

(TYP. OPENING U.N.O.)

W12

X14

(7")

(1")

SLO

PE

SLO

PE

1' - 6" 3' - 5"

3' -

0"

2' -

2 7/

8"

2' -

6 3/

4"

HSS6X6X

1/4

W12

X22

W12X22

W12

X22

HSS6X6X

1/4

HSS6X6X

1/4

1.5B22 METAL ROOF DECK

T.O. CONCRETE = 246'-10"

W12X22 HSS8X6X3/8

9

S7.02

9

S7.02

5

5

HS

S8X

6X3/

8

W12X14

(HIG

HA

ND

LOW

)

T.O. STEEL = 246'-7" (HIGH),241'-4-1/2" (LOW)

W18X35

W24

X55 W18X35 W

24X

62

W14X22

HSS4X4X

1/4

HSS4X4X

1/4

HSS4X4X

1/4

C10X20

C10X20

L4X

4X1/

4

L4X

4X1/

4

C10X20

L4X

4X1/

4

L4X

4X1/

4

L4X

4X1/

4C10X

20

C10X20

C10X20 C10X20

C10X20

HSS8X6X3/8

L4X

4X1/

4

(HIG

H)

(HIG

H)

(LO

W)

T.O. STEEL (CATWALK SUPPORT) =243'-2" (MAX.)REFER TO ARCH.

12

S7.02

HS

S8X

6X3/

8

C10

X20

(LO

W)

C10X20

12

S7.02

12

S7.02

HSS3X3X1/4

HSS3X3X1/4

13

S7.02

13

S7.02

14

S7.02

9

9

11 3

/8"

11' -

10

7/8"

6' -

1 1/

8"

8' - 0" 9"

6' -

1 1/

8"

2' -

0 3/

8"

9

11 3

/8"

6' -

4 5/

8"

9" 4' - 1 1/2"

99

(LLH, TYP.)









REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204





PLANNORTH

TRUENORTH


ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STA

TE OF KENTUCKY

PR

OF

E

S S I O N A L E NG

I NE

ER

3/2

3/2

018

4:5

8:5

2 P

M

S2.14

TOWER ROOF FRAMING

PLAN

10-30-2017

20645.000

CD PERMIT PACKAGE

#3

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1/8" = 1'-0"1

TOWER ROOF FRAMING PLAN



9 ASI 006 03/26/2018

SPAN SPAN

15 BAR DIA. 15 BAR DIA.

15 BAR DIA. 15 BAR DIA.

CENTER LINE OF SPAN

BOTTOM BARSPILE REINF. ANDDOWELS AS NOTED

INTERMEDIATE BARS

TOP BARS

SUPPORT

(2'-0 MIN.)

24 BAR DIA.

(2'-0

MIN

.)

24 B

AR

DIA

.

PROVIDE SAME SIZE ,NUMBER AND SPACINGAS HORIZ. BAR REINF.

(2'-0 MIN.)

24 BAR DIA.

(2'-0 MIN.)

24 BAR DIA.

(2'-0

MIN

.)

24 B

AR

DIA

. PROVIDE SAMESIZE, NUMBER ANDSPACING AS HORIZ.BAR REINF.

3/8" TYP.

1" T

YP

.

EXTEND AND LAP BARSAT EACH FACE OF WALL

PROVIDE CONTROL JOINTS AT 10'-0 O.C. MAXIMUM

PREMOLDED JOINT FILLER

d

d/2

d/2

2-#6 x 4'-0DOWELS ADD'L

2x4 CONT. KEY CONTINUOUS REINFORCINGTHRU JOINT

NOTE:LOCATE CONSTRUCTION JOINT INMIDDLE THIRD OF SPAN, UNLESSOTHERWISE APPROVED BY ENGINEER

PE

R P

LAN

SLA

B-O

N-G

RA

DE

1' -

0"

1' - 6"

#3 @ 16" O.C.

2-#5 CONT.

1'-0 1'-0

2' -

0" T

YP

.

DOWELS TO MATCH SIZE ANDSPACING OF VERT. REINF.

CMU WALL &THICKENED SLAB

SLAB THICKNESSAND REINFORCINGAS NOTED

#4x3'-0 @ 16" O.C. SMOOTH BARDOWEL (1 END GREASE WRAPPED)

SLAB THICKNESSAND REINFORCINGAS NOTED

1/8" x t/4 CONT. (1 1/2"MAX. CUT DEPTH)SAWED JOINT w/FILLER AS SPECIFIED

t

NOTE:PROVIDE CONTROL JOINT AT CENTERLINEOF EACH COLUMN, EACH WAY, UNLESSNOTED OTHERWISE, MAXIMUM SPACINGOF 12'-0 O.C. EACH WAY.

2'-0

(2'-0

" MA

X.)

VA

RIE

S

1' - 0"

SLAB-ON-GRADEPER PLAN (TYP.)

#3 @ 16" O.C.

3-#5 CONT.

11

1'-01'-0 9" 9"

1' -

0"

2-#5 CONT.

VAPOR RETARDERPER PLAN

#3 @ 16” O.C.

W.P.

SLOPE PER PLAN

1'-01'-0 9" 9"

1' -

0"

2-#5 CONT.

VAPOR RETARDERPER PLAN#3 @ 16” O.C.

W.P.SLOPE PER PLAN

10"

(TYP.)

10"

RE

F. P

LAN SLAB-ON-GRADE

PER PLAN

TRENCH AND FRAMEPER MEP

#4@ 8" O.C.

#4 @ 5" O.C.

T.O

. CO

NC

. EL.

= R

EF.

PLA

N

1'-01'-0

2'-0

9" 9"

1' -

0"R

EF.

PLA

N1'

-0 M

AX

.

2-#5 CONT.

1-#5 CONT.


#3 @ 16” O.C.

#3 @ 16” O.C.

2'-0

2'-0

1'-6

1'-6

VA

RIE

S

2" 10"

(2'-6

MA

X.)

RE

F. P

LAN

1' -

0"

#3 @ 16” O.C.

1 OF 3-#5 CONT.


#4 @ 12” O.C.

#3 DWL’s @ 16” O.C.

#4 @ 12” O.C.

KEY3/4"

2'-0

2'-0

1'-6

1'-6

2’-0

2" 10"

(4'-0

MA

X.)

RE

F. P

LAN

1' -

0"

#3 @ 16” O.C.

1 OF 3-#5 CONT.


#4 @ 12” O.C.

#3 DWL’s @ 16” O.C.

#4 @ 12” O.C.

#4 @ 12” O.C.

KEY3/4"

WATERSTOP PER ARCH.

#4 @ 8" O.C. TOP &BOTTOM EA. WAY w/STD. HOOKS EA. END

#4 @ 8" O.C. (TYP.)

REINF. PER 18/S3.01REINF. PER 18/S3.01

2'-0 x 2'-0 PIT

WATERPROOFINGPER ARCH

#4 @ 8" O.C. EA.FACE (TYP.)STD. HOOK

STD. HOOK

COORDINATE LOCATION OFSUMP PIT WITH ARCHITECTURAL/ MECHANICAL. IF SUMP PITOCCURS AT PILE, T.O. PILE EL.SHALL BE EQUAL TO 6" LIEU OFT.O. PILE ELEV. PER PLAN

3-#6 x 10'-0 TOP &BOTTOM

REF. SECTION

VERIFY

2' - 6" 1' - 0"

1' -

0"

VE

RIF

Y

2' -

0"

T.O

. PIT

EL.

RE

F. S

EC

TIO

N

SILL ASSEMBLYBY MFR.

1/2" DIA. A.B. @ 12" O.C.(NO DRILLING ALLOWEDIN POST-TENSION SLAB)

T.O

. CO

NC

. EL.

RE

F. P

LAN

AR

CH

ITE

CT

RE

FER

EN

CE

1' - 6"

VA

RIE

S 1

'-0" M

AX

.

8" MAX.

#3 @ 12" O.C.

180 DEGREEHOOK

1-#4 CONT.

5"

REINF. PER PLAN

3-#4 MID-BARSHORIZ. EA. FACE

3-#8 TOP & BOTT.

#3 STIRRUPS@ 24" O.C.

T.O

. CO

NC

. EL.

= R

EF.

PLA

N

MIN

.

2' -

0"

1

1

VAPOR RETARDER

T.O

. PIL

E C

AP

EL.

PE

R P

LAN

REF. PLAN

CONSTRUCTION JOINTPER 8/S3.01

SAWCUT PER 9/S3.01

#4 TYP. EXTEND 1'-0" (MIN.)PAST COLUMN BLOCKOUT

(TYP.)

1" C

LR.

#4 - TOP & BOTT.IN BLOCKOUT

EXTEND AND LAP BARSAT EACH FACE OF WALL

PROVIDE CONTROL JOINTS AT 10'-0 O.C. MAXIMUM

3/4" CONTINUOUS KEYWAY

DRAIN REF. ARCH.(TYP.)

MUD SLAB UNDER PIT SLAB(f'c=1,500 psi) (REF. ARCH.FOR EXTENTS /WATERPROOFING DETAIL)

WATER PROOFINGPER ARCH.

RE

F. P

LAN

2

1

RE

F. P

LAN

2

1

2' - 0" 2' - 0"

2" C

LR.

3" C

LR.

PR

IOR

TO

CO

NS

TRU

CTI

ON

XX

'-XX

"V

ER

IFY

W/ E

LEV

. MFR

.1'

- 0"

1' -

0"

1' - 0" REF. PLAN 1' - 0"

FREE-DRAININGGRANULAR FILL(TYP.)

2-8-A BOTT. REINF.2-8-A BOTT. REINF.

STD. ACI HOOK(TYP.)

WATERSTOP PERARCH. (TYP.)

NOTE:REF. 19A/S3.21FOR SUMP PIT.

3/4" CONT. KEY (TYP.)

#6 @ 9" O.C.

#4 @ 12" O.C.

PL 1/2"x10"x0'-10 w/ 4-3/4"DIA. x 0'-6 S.A. (GAGE = 6")(TYP.)

#4 @ 12" O.C.TOP & BOTT.

FREE-DRAININGSELECT FILL(TYP.)

WATERPROOFINGPER ARCH. (TYP)

#4 DWL's @12" O.C. (TYP.)

#4 @ 12" O.C.VERT. (TYP.)

#6 @ 10" O.C. CONT.HORIZ. EA. FACE (LAPSPLICE 2'-6 AS REQ'D)(TYP.)

REINF. SLAB-ON-GRADE PER PLAN(TYP.) SPREADER BEAM

PER PLAN (DOESNOT OCCUR @ SIM.)

2'-6

3'-0

S3.01

20

T.O

. CO

NC

. EL.

RE

F. P

LAN

T.O

. PIL

E C

AP

EL.

RE

F. P

LAN

PILE & WALL

PILE/PILECAPBEYOND (REF.PLAN)

WATERSTOP PER ARCH.IN 3/4" CONT. KEY (TYP.)

#4 @ 12" O.C.

2-8-A TOP REINF.

2-8-A TOP REINF.

S3.01

20

5'-11" AT SERVICE ELEVATOR;6'-9" AT AUTOGRAPH ELEVATOR

1' - 0"

ELEV. MFR.)

1' - 0" (REF. 1' - 0"

L3x3x1/4 CONT. w/ 1/2" DIA.ANCHOR BOLTS @ 12" O.C.

GALVANIZED STEEL GRATE(T.O. GRATE EL. PER ARCH.)

ELE

V. M

FR.)

1' -

0" (R

EF.

T.O

. PIE

R C

AP

EL.

RE

F. P

LAN

REINF. PILE CAP PERPILE CAP DETAIL

#3 STIRRUPS @ 8" O.C.

1'-0 x 1'-0 SUMP PIT (VERIFYw/ ARCH. AND ELEVATOR.MFR.)

#4 @ 8" O.C. TOP & BOTT.EA. WAY w/ STANDARDHOOKS EACH END

NOTE:COORDINATE LOCATION OF SUMP PIT w/ARCHITECTURAL / ELEVATOR MFR. IF SUMPPIT OCCURS AT PILE, TOP OF PILE ELEVATIONSHALL BE EQUAL TO 6" BELOW BOTTOM OFSUMP PIT IN LIEU OF T.O. PILE ELEV. PER PLAN.

T.O

. CO

NC

.

EL.

RE

F. P

LAN

T.O

. PIL

E C

AP

EL.

RE

F. P

LAN

3' - 0"

T.O

. PIL

E C

AP

EL.

RE

F. P

LAN

REINF. GRADE BEAMPER 24/S3.01


THICKENED SLABPER 24/S3.01

SPACE TIES @ 6" O.C.AT SLOPE

REINF. TO MATCH GRADE BEAMREINF. IN SIZE & SPACING

3'-0

1

1

3'-0

NOTE:PROVIDE STD. HOOK@ GRADE BEAMS

3"

T.O

. PIL

E

(RE

F. P

LAN

@IS

OLA

TED

PIL

ES

)

TIP

ELE

VA

TIO

N

RE

F. G

EO

TEC

H

6"

1' -

0"

TIE

S @

6" O

.C.

22

'-0

(FO

R E

STI

MA

TIN

G P

UR

PO

SE

S O

NLY

)

65

'-0

BAR-LOCK OR LENTONCOUPLER IF REQUIRED FORPLACING PURPOSES

TOP OF PILE CAPEL. PER PLAN

8-#8 VERT.

BOTT. OF PILE CAP

1-#8 CONT.

#3

PROVIDE SPACERS AS REQ'D TOMAINTAIN PROPER CLEARANCEAROUND REBAR CAGE.

18" DIA. DRILLEDDISPLACEMENT PILEF'c = 5,000 PSI

GEOTECHNICAL ENGINEER TOVERIFY THE REQUIRED DEPTHOF EACH PILE.

LAP 1'-5

3" CLR.

MA

X. P

RO

J. P

ER

5/S

6.01

3"

RE

F. P

LAN

RE

F. P

LAN

2' - 0" 2' - 0"

2" C

LR.

3" C

LR.

PR

IOR

TO

CO

NS

TRU

CTI

ON

6'-9

"V

ER

IFY

W/ E

LEV

. MFR

.1'

- 0"

1' -

0"

1' - 0" REF. PLAN 1' - 0"

2-8-A BOTT. REINF.

2-8-A BOTT. REINF.

STD. ACI HOOK(TYP.)

WATERSTOP PERARCH. (TYP.)

NOTE:REF. 19A/S3.21FOR SUMP PIT.

3/4" CONT. KEY (TYP.)

#6 @ 9" O.C.

#4 @ 12" O.C.

PL 1/2"x10"x0'-10 w/ 4-3/4"DIA. x 0'-6 S.A. (GAGE = 6")(TYP.)

#4 @ 12" O.C.TOP & BOTT.

FREE-DRAININGSELECT FILL(TYP.)

WATERPROOFINGPER ARCH. (TYP)

#4 DWL's @12" O.C. (TYP.)

#4 @ 12" O.C.VERT. (TYP.)

#6 @ 10" O.C. CONT.HORIZ. EA. FACE (LAPSPLICE 2'-6 AS REQ'D)(TYP.)

REINF. SLAB-ON-GRADE PER PLAN(TYP.) SPREADER BEAM

PER PLAN (DOESNOT OCCUR @ SIM.)

2'-6

3'-0

S3.01

20

T.O

. CO

NC

. EL.

RE

F. P

LAN

T.O

. PIL

E C

AP

EL.

RE

F. P

LAN

PILE/PILECAPBEYOND (REF.PLAN)

WATERSTOP PER ARCH.IN 3/4" CONT. KEY (TYP.) #4 @ 12" O.C.

2-8-A TOP REINF.

2-8-A TOP REINF.

HSS PER PLANCOLUMN PERPLAN

S3.01

20

COLUMNPER PLAN

WALL PER PLAN

1' -

0"

1' - 0"

DOWELS TO MATCHHORZ. WALL REINF.

NOTE:PROVIDE STD. HOOK@ GRADE BEAMS

3"

T.O

. PIL

E

(RE

F. P

LAN

@IS

OLA

TED

PIL

ES

)

TIP

ELE

VA

TIO

N

RE

F. G

EO

TEC

H

6"

1' -

0"

TIE

S @

6" O

.C.

22

'-0

(FO

R E

STI

MA

TIN

G P

UR

PO

SE

S O

NLY

)

65

'-0

BAR-LOCK OR LENTONCOUPLER IF REQUIRED FORPLACING PURPOSES

TOP OF PILE CAPEL. PER PLAN

8-#8 VERT.

BOTT. OF PILE CAP

1-#10 CONT.

#3

PROVIDE SPACERS AS REQ'D TOMAINTAIN PROPER CLEARANCEAROUND REBAR CAGE.

18" DIA. DRILLEDDISPLACEMENT PILEF'c = 5,000 PSI

GEOTECHNICAL ENGINEER TOVERIFY THE REQUIRED DEPTHOF EACH PILE.

LAP 1'-5

3" CLR.

MA

X. P

RO

J. P

ER

5/S

6.01

3"

RE

F. P

LAN SLAB-ON-GRADE

PER PLAN

TRENCH AND FRAMEPER MEP

#5 @ 12" O.C. #5 @ 12" O.C.

T.O

. CO

NC

. EL.

= R

EF.

PLA

N

SLAB-ON-GRADEPER PLAN

#4 x 2'-0 DWL.@ 16" O.C.

#4 x 2'-0 DWL.@ 16" O.C.

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

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KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

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cket

te/D

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/Dra

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nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STATE OF KENTUCK

Y

PR

OF

E

S S I O N A L E NG

I NE

ER

10

/18

/201

7 6

:03

:08

PM

S3.01

FOUNDATION SECTIONS

AND DETAILS (PILES)

6-27-2017

20645.000

CD PERMIT PACKAGE

#1

2.6

.3.2

013

042

1

BDD Job# 17004

2017

6-27-2017

18958

1/4" = 1'-0"2

TYPICAL GRADE BEAM/WALL REBARSPLICE DETAIL

1/2" = 1'-0"3

TYPICAL GRADE BEAM/WALL CORNER

1/2" = 1'-0"4

TYPICAL GRADE BEAM/WALLINTERSECTION

1/2" = 1'-0"5

TYPICAL WALL CONTROL JOINT DETAIL

1/2" = 1'-0"7

TYPICAL GRADE BEAM CONSTRUCTIONJOINT

1/2" = 1'-0"17

TYPICAL THICKENED SLAB-ON-GRADEAT CMU PARTITION WALLS

1/2" = 1'-0"8

TYPICAL SLAB-ON-GRADECONSTRUCTION JOINT DETAIL

1/2" = 1'-0"9

TYPICAL SLAB-ON-GRADE CONTROLJOINT DETAIL

1/2" = 1'-0"10

TYPICAL THICKENED SLAB EDGE DETAIL

1/2" = 1'-0"11

TYPICAL SLAB-ON-GRADE TRANSITION(DOWN)

1/2" = 1'-0"12

TYPICAL SLAB-ON-GRADE TRANSITION(UP)

1/2" = 1'-0"13

TYPICAL TRENCH DRAIN

1/2" = 1'-0"14

TYPICAL SLAB-ON-GRADE DROP (1'-0 ORLESS)

1/2" = 1'-0"15

TYPICAL SLAB-ON-GRADE DROP (1'-0 TO2'-6)

1/2" = 1'-0"16

TYPICAL SLAB-ON-GRADE DROP (2'-6 TO4'-0)

1/2" = 1'-0"19A

TYPICAL SUMP PIT

1/2" = 1'-0"20

TYPICAL ELEVATOR SILL DETAIL

1/2" = 1'-0"21

TYPICAL CONCRETE CURB DETAIL

1/2" = 1'-0"22

TYPICAL EXTERIOR GRADE BEAM

1/2" = 1'-0"1C

COLUMN PLAN

1/2" = 1'-0"6

TYPICAL WALL CONSTRUCTION JOINTDETAIL

1/2" = 1'-0"18

TYPICAL ELEVATOR PIT

1/2" = 1'-0"19B

TYPICAL SUMP PIT IN PILE CAP

1/2" = 1'-0"23

GRADE/TIE BEAM STEP W/ SLAB DROPBTWN PILE CAPS

1/2" = 1'-0"1A

190 TON DRILLED DISPLACEMENT PILE -TYPE 'A'

1/2" = 1'-0"24

TYPICAL ELEVATOR PIT

1/2" = 1'-0"25

MOXY ELEVATOR PIT AT COLUMN PLAN

1/2" = 1'-0"1B

190 TON DRILLED DISPLACEMENT PILE -TYPE 'B'



8/30/2017


1/2" = 1'-0"26

ISOLATED THICKENED SLAB FORWASHER UNITS W/ TRENCH DRAIN

4

bryan.hastings

Highlight

bryan.hastings

Highlight

1' - 0"

3/4" KEY

3/4" KEY#3 DOWELS@ 12" O.C.(TYP.)

2'-0

2'-0

8" VOID CARTONS

RE

F. P

LAN

RE

F. P

LAN

2

1

FREE-DRAININGGRANULAR FILL

3-#8 CONT.TOP & BOTT.

#4 @ 9" O.C.EA. FACE

T.O

. CO

NC

. EL.

RE

F. P

LAN

T.O

. CO

NC

. EL.

RE

F. P

LAN

5"

4' -

0"

1' - 4"

REINF. SLAB PER PLAN


T.O

. CO

NC

. EL.

RE

F. P

LAN

8" VOID CARTON(TYP.) 1' - 4"


RE

F. P

LAN

4' -

0"

1' - 4"

RE

F. P

LAN

REINF. GRADE BEAMSPER 24/S3.01

8" VOID CARTON(TYP.)

RE

F. P

LAN

T.O

. CO

NC

. EL.

RE

F. P

LAN

JOINT FILLERPER ARCH.

PROVIDE CONTROLJOINTS EACH SIDEOF COLUMN

COLUMN PER SCHED.

CONCRETE WALLPER PLAN

NOTES:1. WALL COMPRESSIVE STRENGTH TO BE SAME AS SPECIFIED COLUMN COMPRESSIVE STRENGTH.2. ALTERNATE IS TO POUR COLUMN SEPARATE FROM WALL WITH HORIZONTAL DOWELS EXTENDING

2'-0 INTO WALLS THAT MATCH SIZE AND SPACING OF WALL HORIZONTAL REINFORCING.

PL 1/2" x 12" x 1'-0" w/4 - 3/4" DIA.x 0'-6" AT EA. STAIR STRINGER

STAIR STRINGERBY OTHERS

3- #4 CONT.#4 @ 12" O.C.

1' -

0"

T.O

. CO

NC

. EL.

RE

F. P

LAN

RETAINING WALL SCHEDULE

h1 L1 L2 t1a b c d e f g

REINFORCINGt2h3

'f' EACH FACE

'd'

'c'

'b'

#4@12" O.C.4'-0 --- 1'-6 2'-6 12" 18"

6'-0 0'-9 2'-0 3'-9 12" 18"

8'-0 1'-3 2'-9 5'-0 12" 18"

10'-0 2'-0 3'-6 6'-3 12" 18"

12'-0 2'-6 4'-3 7'-9 12" 18"

#5@12" O.C. #5@12" O.C. --- #4@12" O.C. #4@16" O.C. #4@12" O.C.

#5@10" O.C. #5@12" O.C. #5@12" O.C. #4@18" O.C. #4@12" O.C. #4@16" O.C. #4@12" O.C.

#6@10" O.C. #7@12" O.C. #5@12" O.C. #4@18" O.C. #4@12" O.C. #4@16" O.C. #4@12" O.C.

#8@10" O.C. #8@12" O.C. #5@12" O.C. #4@12" O.C. #4@12" O.C. #4@16" O.C. #4@12" O.C.

#8@7" O.C. #8@7" O.C. #6@10" O.C. #4@9" O.C. #4@12" O.C. #4@16" O.C. #4@12" O.C.

'g' TOP & BOTT.

BACKFILL PERGEOTECH REPORT

WATERPROOFINGPER ARCH.

#4 @ 12" O.C.

#5 @ 10" O.C.

'f' EACH FACE

14'-0 3'-0 5'-0 9'-3 12" 18" #8@7" O.C. #8@7" O.C. #6@10" O.C. #4@9" O.C. #4@12" O.C. #4@16" O.C. #4@12" O.C.

h1t2

h3

t1 L1 L2

T.O

. GR

AD

E E

L.

PE

R C

IVIL

RE

F. A

RC

H.

1 1/2" WEEP HOLES@ 10'-0" O.C.

GRANULAR FILL

(MIN.)

1' - 2"6'

- 0"

#8 @ 6" O.C.

'a' 'e'

T.O

. NE

W G

RA

DE

EL.

RE

F. C

IVIL

1' -

6" M

IN.

NOTE: FOR FOOTINGS WHERE "h1" IS BETWEEN SCHEDULED HEIGHTS USE THE TALLER SCHEDULE HEIGHT.

#4 @ 16" O.C.

#4 @ 10" O.C. @MID-HEIGHT OF SLAB

#3 CONT. NOSINGBAR (TYP.)

#3 - @ 10" O.C.(TYP.)

REF. ARCH FOR NUMBER OFTREADS & RISERS @ EA. STAIR

T.O

. CO

NC

. EL.

PE

R P

LAN

T.O

. PA

VIN

G E

L.

RE

F. C

IVIL

/LA

ND

SC

AP

E

PAVERS PERCIVIL /LANDSCAPE

SLAB ON GRADEPER PLAN

2' - 0"

6"

3"

#4 @ 12" O.C.

1' - 0"

SPLICE SCHEDULE

SPLICE LENGTH PER

GRADE BEAM PER24/S3.01

RE

F. P

LAN

3-#8 CONT.BOTTOM

#4 @ 6" O.C.EA. FACE

3/4" CONT. KEY3/4" CONT. KEY

ARCH.

REF.

AR

CH

.

RE

F.

8" VOID CARTONS

8" VOID CARTONS

3'-0

2'-0

RE

F. P

LAN

2' - 0"

1' - 4"

REINF.PER PLAN

#3 @ 12" O.C.

8" VOID CARTONS

T.O

. CO

NC

. EL.

= R

EF.

PLA

N

3/4" KEYWAY

GRADE BEAMPER 24/S3.01

T.O

. PA

VIN

G E

L.

RE

F. C

IVIL

PAVEMENTPER CIVIL

SLE

EV

E Z

ON

E

6" (M

IN.)

DO

NO

T

MECHANICAL LINEPER MEP

12" (MAX.)SLEEVE

3' -

0" (M

IN.)2-#4 x 2'-0" (TYP)

ABOVE ANDBELOW SLEEVE

FILL PER GEOTECHNICALREPORT

LOWER BOTTOM OF BEAMACROSS SPAN IF MECH. LINECONFLICTS WITH NO NOTSLEEVE ZONE.

18" DIA.

PILE FOUNDATION PUNCHEDTHROUGH EXISTING FOOTING

EXISTING WALL OFADJACENT PROPERTY

EXISTINGRETAINING WALL

SCHED. COLUMN DWLS. EXTEND TOBOTTOM OF PILE CAP AND PROVIDE90° HOOK PROVIDE #5 @ 12" O.C.EACH FACE AT WALL

CLR

.

7 1/

2" REINF. EQUALLYSPACED PER DETAILS

6" CRUSHED GRAVEL BASEREF. GENERAL NOTES.

PILES PER 1/S3.21

NEW FOUNDATION

T.O

. CO

NC

.

EL.

RE

F. P

LAN

EXISTING COLUMN/BRACE PER PLANBY OTHERS

SLAB-ON-GRADEREF. PLAN

SAWCUT JOINT

PLACE BLOCK-OUT AFTERSLAB-ON-GRADE

C.J. W/ BOND BREAKER

SECTION

PLAN

RE

F. P

LAN

SLAB PER PLAN

T.O

. CO

NC

. EL.

= R

EF.

PLA

N

S3.01

22

COLUMN PER PLAN

#7 @ 12" O.C.

#4 @ 12" O.C. @MID-HEIGHT OF SLAB

#3 CONT. NOSINGBAR (TYP.)

#3 - @ 10" O.C.(TYP.)

REF. ARCH FOR NUMBER OFTREADS & RISERS @ EA.STAIR

T.O

. CO

NC

. EL.

PE

R P

LAN

T.O

. LE

VE

L 1

EL.

PE

R P

LAN

SLAB PER PLAN

8"

4"

SPLICE SCHEDULE

SPLICE LENGTH PER

BEAM PERSCHEDULE

ARCH.

REF.

AR

CH

.

RE

F.

4 - #4 CONT.HORIZ.

#4 @ 10" O.C.

SLAB PER PLAN

BEAM PERSCHEDULEONLY ONE TAIL SHOWN, BUT

NEEDED FOR EVERY STEP

WATERPROOFING LAYER PER ARCH.

1' - 0"

#3 @ 8" O.C. EA. STAIR TREAD

#4 HORIZ. @ EA. TREAD

4 - #4 CONT.HORIZ.

#4 @ 10" O.C.

3"

WATERPROOFINGMEMBRANE PER ARCH.

STAIR TREADS AND TOPPINGOVER WATERPROOFING PERARCH.

3"

T. O

. LE

VE

L 2

EL.

PE

R P

LAN

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STATE OF KENTUCK

Y

PR

OF

E

S S I O N A L E NG

I NE

ER

1/1

7/2

01

8 2

:43

:57

PM

S3.02

FOUNDATION SECTIONS

AND DETAILS (PILES)

10-30-2017

20645.000

CD PERMIT PACKAGE

#3

2.6

.3.2

013

042

1

BDD Job# 17004

2017

6-27-2017

18958

1/2" = 1'-0"4

TYPICAL INTERIOR GRADE BEAM @STEP

1/2" = 1'-0"5

TYPICAL INTERIOR GRADE BEAM

1/2" = 1'-0"6

TYPICAL FOUNDATION SECTION @VESTIBULE

1/2" = 1'-0"3

TYPICAL WALL CONTROL JOINTS FORCOLUMNS CAST MONOLITHIC WITHWALL

1/2" = 1'-0"7

THICKENED SLAB @ STAIR STRINGER

1/2" = 1'-0"1

TYPICAL RETAINING WALL SCHEDULE

1/2" = 1'-0"8

TYPICAL SLAB-ON-GRADE STAIRS(10161)

1/2" = 1'-0"9

TYPICAL HORIZONTAL SLEEVE ATGRADE BEAM (11106)

1/2" = 1'-0"10

TYPICAL THROUGH EXISTING FOOTING(AS REQUIRED)

1/2" = 1'-0"11

TYPICAL HORIZONTAL SLEEVE ATGRADE BEAM (11106)

1/2" = 1'-0"12

BLOCKOUT AT FACADE BRACINGCOLUMN

1/2" = 1'-0"13

COLUMN CONNECTION TO GRADE BEAM

5

1/2" = 1'-0"14

CAST-IN-PLACE STAIR SUPPORT

1/2" = 1'-0"15

STAIR SUPPORT

5


2 50% CD's 8/30/2017


6 ASI-002 01/18/2018

6

6

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

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bryan.hastings

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bryan.hastings

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PROPERTY LINE

T.O

. CO

NC

.

EL.

PE

R P

LAN

REINF. PER PLAN

ELECTRICAL VAULT STRUCTUREPER POWER COMPANY

COL. BEYONDPER PLAN

#6 @ 12" O.C. VERT.EA. FACE

#4 @ 12" O.C. HORIZ.EA. FACE

T.O

. CO

NC

.

EL.

PE

R P

LAN

1' - 0"

5"

PILE CAP PER PLAN

DOWELS TO MATCHVERT. WALL REINF.

T.O

. PIL

E C

AP

EL.

PE

R P

LAN

RE

F. P

LAN

SLAB PER PLAN

BO

T. O

F

EX

CA

VA

TIO

N P

ER

CO

NTR

AC

TOR

GRANULAR FILL

S3.01

10

CURTAIN WALLREF. ARCH.

T.O

. CO

NC

.

EL.

PE

R P

LAN

1' - 0"

#4 @ 12" O.C.STIRRUPS

#6 @ 10" O.C. HORIZ.(TOP & BOTT.)

3' - 9"

2-#5 (TOP & BOTT.)

2' -

8"

6"2'

- 2"

PROPERTY LINE

COL. BEYOND PER PLAN

REINF. PER PLAN



5"

T.O

. CO

NC

.

EL.

PE

R P

LAN

T.O

. CO

NC

.

EL.

PE

R P

LAN

T.O

. PIL

E C

AP

EL.

PE

R P

LAN

SLAB PER PLAN

RE

F.P

LAN

PILE CAP PER PLAN


BO

T. O

F

EX

CA

VA

TIO

N P

ER

CO

NTR

AC

TOR

RETENTION SYSTEMPER CONTRACTOR

GRANULAR FILL

S3.01

10

1' - 0"

PROPERTY LINE

T.O

. CO

NC

.

EL.

PE

R P

LAN

REINF. PER PLAN

COL. BEYONDPER PLAN

T.O

. PIL

E C

AP

EL.

PE

R P

LAN

5"

SIDEWALKPER CIVIL

HSS COL. PER PLAN

PILE CAPPER PLAN

BO

T. O

F

EX

CA

VA

TIO

N P

ER

CO

NTR

AC

TOR


GRANULAR FILL

S3.01

22

PROPERTY LINE

COL. BEYONDPER PLAN

REINF. PER PLAN


5"

T.O

. CO

NC

.

EL.

PE

R P

LAN

T.O

. CO

NC

.

EL.

PE

R P

LAN

T.O

. PIL

E C

AP

EL.

PE

R P

LAN

SLAB PER PLAN

RE

F.P

LAN



SIDEWALK BY CIVIL

SLAB PER PLAN

REINF. CURBPER 21/S3.01

PILE CAP PER PLAN

BO

T. O

F

EX

CA

VA

TIO

N P

ER

CO

NTR

AC

TOR

CURTAIN WALLPER ARCH


S3.01

10

GRANULAR FILL

1' - 0"

EXISTING FOUNDATIONSUPPORTING EXISTINGFACADES (DO NOTDISTURB)

T.O

. CO

NC

.

EL.

PE

R P

LAN

T.O

. CO

NC

.

EL.

PE

R P

LAN

T.O

. PIL

E C

AP

EL.

PE

R P

LAN

SLAB PER PLAN

PILE CAP PER PLANDOWELS TO MATCHVERT. WALL REINF.

BO

T. O

F

EX

CA

VA

TIO

N P

ER

CO

NTR

AC

TOR

PLA

N

RE

F.5"


#4 @ 12" O.C.HORIZ. EA. FACE

GRANULAR FILL

S3.01

10

EXISTING BRACING(DO NOT DISTURB)

EXISTING HELICAL PILES(DO NOT DISTURB)


1' - 0"

PROPERTY LINE

T.O

. CO

NC

.

EL.

PE

R P

LAN

REINF. PER PLAN

ELECTRICAL VAULT STRUCTUREPER POWER COMPANY

COL. BEYONDPER PLAN



T.O

. CO

NC

.

EL.

PE

R P

LAN

1' - 0"

5"

T.O

. PIL

E C

AP

EL.

PE

R P

LAN

RE

F. P

LAN

SLAB PER PLAN

GRANULAR FILLS3.01

10

CURTAIN WALLREF. ARCH.

T.O

. CO

NC

.

EL.

PE

R P

LAN

1' - 0"

#4 @ 12" O.C.STIRRUPS

#6 @ 10" O.C. HORIZ.(TOP & BOTT.)

3' - 9"2-#5 (TOP & BOTT.)

2' -

8"

6"2'

- 2"

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STA

TE OF KENTUCKY

PR

OF

E

S S I O N A L E NG

I NE

ER

3/2

3/2

018

4:5

8:5

6 P

M

S3.11

FOUNDATION SECTIONS

AND DETAILS

10-30-2017

20645.000

CD PERMIT PACKAGE

#3

2.6

.3.2

013

042

1

BDD Job# 17004

2017

6-27-2017

18958

1/2" = 1'-0"2

BASEMENT WALL AT VAULT AT PILECAPS

1/2" = 1'-0"5

SOUTH BASEMENT WALL

1/2" = 1'-0"1

SLAB ON GRADE AT MOXY

1/2" = 1'-0"4

SOUTHEAST BASEMENT WALL

1/2" = 1'-0"6

SOUTH BASEMENT WALL AT EXISTINGFACADE

3

1/2" = 1'-0"3

BASEMENT WALL AT VAULT B/W PILECAPS

3

5

5

5

5

9

9


2 50% CD's 8/30/2017



9 ASI 006 03/26/2018

EXISTING PARTY WALL

EXISTING BASEMENTNEXT DOOR

SCHED. COLUMN DWLS. EXTENDTO BOTTOM OF PILE CAP ANDPROVIDE 90° HOOKPROVIDE #5 @ 12" O.C.EA. FACE AT WALL

2' -

0"

T.O

. CO

NC

.

EL.

PE

R P

LAN

T.O

. PIL

E C

AP

EL.

PE

R P

LAN

PILE CAP PER PLAN

T.O

. CO

NC

.

+/- 4

51.6

2'

T.O

. CO

NC

.

+/- 4

42.3

1'

BO

T. O

F

EX

CA

VA

TIO

N P

ER

CO

NTR

AC

TOR

SLAB PER PLAN

1' - 0"#4 @ 12" O.C. VERT.EA. FACE

#4 @ 12" O.C.HORIZ. EA. FACE

#4 @ 12" O.C.TOP & BOTT.


S3.01

10

EXISTING PARTY WALL

EXISTING BASEMENTNEXT DOOR


2' -

0"

T.O

. CO

NC

.

EL.

PE

R P

LAN

T.O

. PIL

E C

AP

EL.

PE

R P

LAN

PILE CAP PER PLAN

5"

T.O

. CO

NC

.

+/- 4

51.6

2'

T.O

. CO

NC

.

+/- 4

42.3

1'

EXISTING RETAININGWALL & FOOTING

BO

T. O

F

EX

CA

VA

TIO

N P

ER

CO

NTR

AC

TOR

S3.01

10

1

SLAB PER PLAN

PROPERTY LINE

T.O

. CO

NC

.

EL.

PE

R P

LAN

REINF. PER PLAN

COL. BEYOND PER PLAN

T.O

. PIL

E C

AP

EL.

PE

R P

LAN

5"

SIDEWALK PER CIVIL

PILE CAP PER PLAN

BO

T. O

F

EX

CA

VA

TIO

N P

ER

CO

NTR

AC

TOR

S3.01

22

PROPERTY LINE

REINF. PER PLAN


5"

T.O

. CO

NC

.

EL.

PE

R P

LAN

T.O

. PIL

E C

AP

EL.

PE

R P

LAN



SIDEWALK BY CIVIL

2" CONCRETE ON 3", 18 GA.COMPOSITE METAL DECK

PILE CAP PER PLAN

BO

T. O

F

EX

CA

VA

TIO

N P

ER

CO

NTR

AC

TOR

CURTAIN WALLBEYOND PERARCH


S3.01

10

GRANULAR FILL

1' - 0"

T.O

. CO

NC

. ON

ME

TAL

DE

CK

EL.

PE

R A

RC

H.

L 5"x3"x3/8" (LLV)w/ #4 D.B.A. x 2'-6 @ 12" O.C.

PL 1/2"x12"x1'-0" w/ 4-3/4" x 0'-6" H.S.A.

1/4 3-12TYP.

TOPPING SLAB PER ARCH

T.O

. TO

PP

ING

SLA

B

EL.

PE

R A

RC

H.

TOPPING SLAB OVERWATERPROOFING PER ARCH

DOOR PER ARCH

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STA

TE OF KENTUCKY

PR

OF

E

S S I O N A L E NG

I NE

ER

3/2

3/2

018

4:5

9:0

0 P

M

S3.12

FOUNDATION SECTIONS

AND DETAILS

6-27-2017

20645.000

CD PERMIT PACKAGE

#1

2.6

.3.2

013

042

1

BDD Job# 17004

2017

6-27-2017

18958

1/2" = 1'-0"1

WEST BASEMENT WALL SOUTH OFAPPROXIMATE GRID 8

1/2" = 1'-0"2

WEST BASEMENT WALL NORTH OFAPPROXIMATE GRID 8

1/2" = 1'-0"4

GRADE BEAM ON PILE CAP AT MOXY



2 50% CD's 8/30/2017


9 ASI 006 03/26/2018

1/2" = 1'-0"3

BASEMENT WALL AT STAIR 2

9

9

2' - 3" 2' - 3" 2' - 3" 2' - 3"

2' -

3"4'

- 0"

2' -

3"

8' -

6"

9' - 0"

2' -

8" (U

.N.O

. ON

PLA

N)

w/ 180 DEGREE HOOKS

7-#10 BOTT. BARS

(EA. WAY - 3

WAYS)

#7 @ 12" O.C.EA. WAY TOP& BOTTOM

CO

LUM

N

4'-0" DEEP

MARK LENGTH x WIDTH x DEPTH REINF. IN SHORT DIRECTION NOTESREINF. IN LONG DIRECTION

PILE CAP SCHEDULE

PC1 2,3,44'-6 x 4'-6 x 4'-08-#6 x 4'-0 TOP

8-#6 x 4'-0 BOTTOM8-#6 x 4'-0 TOP

8-#6 x 4'-0 BOTTOM

PC2 2,3,44'-6 x 9'-0 x 4'-013-#6 x 4'-0 TOP

13-#6 x 4'-0 BOTTOM13-#9 x 8'-6 TOP

13-#9 x 8'-6 BOTTOM

PC3 2,3,4REF. 3/S3.31

PC4 2,3,4,59'-0 x 9'-0 x 4'-0

PC5 2,3,4,611'-0 x 11'-0 x 4'-0

PC12 2,3,435'-0 x 9'-0 x 4'-0

PC13 2,3,49'-0 x 36'-0 x 4'-0

PC18 2,3,4

NOTES:1. PC(#) INDICATES THE NUMBER OF 18" DIAMETER DRILLED DIPLACEMENT

PILES PER TYPICAL PILE DETAIL BENEATH EACH PILE CAP.2. REF. 2/S3.21, 3/S3.21, AND 4/S3.21 FOR TYPICAL PILE CAP DETAILS.3. REINFORCING LENGTHS SHOWN DO NOT INCLUDE LENGTH OF HOOK.4. REFERENCE 2/S3.11 THROUGH 12/S3.11 FOR PILE CAP DIMENSIONS. PILE

CAPS CENTERED ON COLUMN CENTER LINE (U.N.O.).5. AT SIM. CONDITION, LENGTH OF PILE CAP IS PER PLAN.6. PROVIDE PILE TYPE'B' PER PLAN

10-#7 x 8'-6 TOP10-#10 x 8'-6 BOTTOM

10-#7 x 8'-6 TOP10-#10 x 8'-6 BOTTOM

REF. 3/S3.31 REF. 3/S3.31

14-#7 x 10'-6 TOP14-#10 x 10'-6 BOTTOM

14-#7 x 10'-6 TOP14-#10 x 10'-6 BOTTOM

46-#7 x 8'-6 TOP45-#10 x 8'-6 BOTTOM

16-#10 x 40'-0 TOP16-#10 x 40'-0 BOTTOM

REF. 7/S3.31 REF. 7/S3.31

REF. 6/S3.31 REF. 6/S3.31

9'-0 x 40'-6 x 5'-0

PC60 2,3,427'-0 x 45'-0 x 5'-0 REF. 1/S3.32 REF. 1/S3.32

2' - 3" 2' - 3"

2' -

3"2'

- 3"

4' -

6"

4' - 6"

2' - 3" 4' - 6" 2' - 3"

2' -

3"2'

- 3"

4' -

6"

9' - 0"

2' - 3" 4' - 6" 2' - 3"

2' -

3"4'

- 6"

2' -

3"

9' -

0"

9' - 0"

2' - 3" 3' - 3" 3' - 3" 2' - 3"

2' -

3"3'

- 3"

3' -

3"2'

- 3"

11' -

0"

11' - 0"

2' - 3"2' - 3"2' - 3"2' - 3"

9' - 0"

16-#10x35'-6" (1st LAYER TOP)16-#10x35'-6" (2nd LAYER TOP)12-#10x35'-6" (BOTT.)

20-#7x8'-6" (TOP)20-#10x8'-6" (BOTT.)

2' -

3"4'

- 6"

4' -

6"4'

- 6"

4' -

6"4'

- 6"

4' -

6"4'

- 6"

2' -

3"

36' -

0"

14-#7x8'-6" (TOP)8-#10x8'-6" (BOTT.)

14-#7x8'-6" (TOP)14-#10x8'-6" (BOTT.)

2' - 3"4' - 6"2' - 3"

9' - 0"

2' -

3"4'

- 6"

4' -

6"4'

- 6"

4' -

6"4'

- 6"

4' -

6"4'

- 6"

6' -

9"

40' -

6"

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STATE OF KENTUCK

Y

PR

OF

E

S S I O N A L E NG

I NE

ER

10

/5/2

017

10

:45

:44

AM

S3.31

PARTIAL DISPLACEMENT

PILE CAP SCHEDULE &

DETAILS

6-27-2017

20645.000

CD PERMIT PACKAGE

#1

2.6

.3.2

013

042

1

BDD Job# 17004

2017

6-27-2017

18958

1/2" = 1'-0"3

PILE CAP PC3 - (18" DIA. PILE)

1/2" = 1'-0"1


1/2" = 1'-0"2


1/2" = 1'-0"4


1/2" = 1'-0"5


1/2" = 1'-0"7


1/2" = 1'-0"8




8/30/2017


3

bryan.hastings

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bryan.hastings

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#6 TYPE 'T3' STIRRUPS@ 12" O.C. PER 2/S3.41

50-#10 x 26'-6"TOP & BOTT.

27' - 0"

45' -

0"

34-#10 x 44'-6TOP & BOTT.

2' -

3"4'

- 6"

4' -

6"4'

- 6"

4' -

6"4'

- 6"

4' -

6"4'

- 6"

4' -

6"4'

- 6"

2' -

3"

2' - 3" 4' - 6" 4' - 6" 4' - 6" 4' - 6" 4' - 6" 2' - 3"

1

S8.31

2

S8.31

3

S8.31

4

S8.31

H

6

2' - 3" 2' - 3" 2' - 3" 3' - 2 1/2"

2' -

3"4'

- 6"

4' -

6"4'

- 6"

6' -

3"2'

- 3"

4' - 6" 4' - 0" 2' - 3"

2' -

3"

1' -

3"

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STATE OF KENTUCK

Y

PR

OF

E

S S I O N A L E NG

I NE

ER

10

/5/2

017

10

:45

:54

AM

S3.32

PARTIAL DISPLACEMENT

PILE CAP SCHEDULE &

DETAILS

6-27-2017

20645.000

CD PERMIT PACKAGE

#1

2.6

.3.2

013

042

1

BDD Job# 17004

2017

6-27-2017

18958

1/2" = 1'-0"1




8/30/2017


1/2" = 1'-0"2

PILE CAP PC67 - (18" DIA. PILE) (CONT'D)

3

3

bryan.hastings

Highlight

bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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DEPT

H PE

R PL

AN 3" CLR.

(TYP

.)1 1

/2" C

LR.

PILE PILE PILE

3" CL

R.

PILE

(TYP

.)6"

PROVIDE 4" MUD SLAB (F'c = 1,500PSI, MIN.) FOR REINF. PLACEMENTPROVIDE CONCRETE BLOCKS (F'c= 7,000 PSI, MIN.) FOR USE ASREINF. CHAIRS.

3" CLR.

PROVIDE #6 @ 12" O.C. EACH WAY,AT ALL VERTICAL FACES OF MATFOUNDATION (U.N.O.).

PROVIDE #6 @ 12" O.C. EACH WAY,AT ALL VERTICAL FACES OF MATFOUNDATION (U.N.O.).

PROVIDE 4" MUD SLAB (F'c = 1,500PSI, MIN.) FOR REINF. PLACEMENTPROVIDE CONCRETE BLOCKS (F'c= 7,000 PSI, MIN.) FOR USE ASREINF. CHAIRS.

SHEARWALL ABOVEPER PLAN

T.O. M

AT. E

L.PE

R PL

AN

PLAN NOTES (11075):

1. MAT FOUNDATION CONCRETE SHALL BE f'c = 7,000 psi (MIN.)2. PROVIDE CONCRETE BLOCKS (f'c = 7,000 psi) FOR USE AS REINFORCING BAR CHAIRS.3. AREAS DENOTES #7 VERTICAL SHEAR REINFORCEMENT @ 12" O.C. EACH WAY PER DETAIL 4/S3.41.4. PROVIDE #6 @ 12" O.C. EACH WAY, AT ALL VERTICAL FACES OF MAT FOUNDATION (U.N.O.).5. REFERENCE 1/S3.41, 2/S3.41, 3/S3.41 AND 4/S3.41 FOR ADDITIONAL REINFORCEMENT PLACEMENT.6. ALL EXPOSED FACES OF THE MAT FOUNDATION SHALL BE THERMALLY INSULATED AFTER CONCRETE

PLACEMENT FOR A PERIOD OF 7 DAYS (MINIMUM).

DEPT

H PE

R PL

AN

3" CL

R.

SHEARWALL ABOVEPER PLAN

6" CL

R.

T.O. M

AT. E

L.PE

R PL

AN

6' - 0"

4' - 0"

2' - 0"

(TYP. U.N.O.)EQUAL

(TYP. U.N.O.)EQUAL #6 @ 12" O.C.

(TYP. U.N.O.)

NOTE:SHEARWALL REINF. NOTSHOWN FOR CLARITY.

DEPT

H PE

R PL

AN

3" CL

R.6"

CLR.

T.O. M

AT. E

L.PE

R PL

AN

3"3"

FIRST LAYER TOPPERP. TO GRID 'X'

SECOND LAYER TOPPERP. TO GRID 'X'

FIRST LAYER BOTT.PERP. TO GRID 'X'

SECOND LAYER BOTT.PERP. TO GRID 'X'

FIRST LAYER TOP REINF.PARALLEL TO GRID 'X'

SECOND LAYER TOP REINF.PARALLEL TO GRID 'X'

FIRST LAYER BOTT. REINF.PARALLEL TO GRID 'X'

SECOND LAYER BOTT. REINF.PARALLEL TO GRID 'X'

DEPT

H PE

R PL

AN

3" CL

R.6"

CLR.

T.O. M

AT. E

L.PE

R PL

AN

PER PLANSPACING

STD. HOOK

VERT. SHEAR REINF.PER PLAN (TYP.)

6' - 0

"

9' - 0"

6S3.41

COLUMN PER PLAN

NOTE:REF. PLAN FOR PILECAP ORIENTATION.

REINF. IN SHORTDIRECTION

REINF. IN LONGDIRECTION

NOTE:PROVIDE LARGER BARSON BOTT. OF BOTT. LAYER.

BOTT. REINF.,PER SCHED.

REF. 1A/S3.01 & 1B/S3.01FOR TYP. PILE DETAIL TOP REINF.,

PER SCHED.PROVIDE #4 @ 12" O.C. EA.WAY AT VERTICAL FACES

DEPT

H

(TYP.)2' - 3"

(TYP.)2' - 3"

(TYP.)3" CLR.

(TYP.)3" CLR.

(TYP

.)1 1

/2" C

LR.

PILE PILE PILE3"

CLR.

ACI STANDARDHOOK (TYP.)

(TYP

.)6"

1

PILE CAP LEGEND


CLR.

7 1/2"

6" (T

YP.)

@ #5

DW

L's

2' - 0

"

REF.

COL.

SCHE

D.

SCHE

D. S

PLIC

E1'-

5 (MI

N.)

PER

P LAN

PILE

CAP

DEP

TH

PROVIDE SLABCONSTRUCTIONJOINT

TOP OF PILE EL.PER PLAN

TOP OF SLAB EL.PER PLAN

REINF. EQUALLYSPACED PER DETAILS

6" CRUSHED GRAVEL BASEREF. GENERAL NOTES.

PILES PER 1A/S3.01 & 1B/S3.01

PCXXXX'-XX"

ELEV. OF TOPOF PILE CAP

* REF.PLAN NOTE

1

BOTT. REINF.,PER SCHED.

TOP REINF.,PER SCHED.

PROVIDE #4 @ 12" O.C. EA.WAY AT VERTICAL FACES

DEPT

H

(TYP.)2' - 3"

(TYP.)3" CLR.

(TYP

.)1 1

/2" C

LR.

PILE

3" CL

R.

ACI STANDARDHOOK (TYP.)

(TYP

.)6"

1 1/2" CLR. COLUMN PER PLAN

3"

TO EDGE OF CAP PER PLAN DISTANCE OF EDGE OF COLUMN

COLUMN DOWEL TOHOOK INTO PILE CAP& BE LOCATED INSIDEOF THE CAP'S REBAR CAGE

PROVIDE 2ND LAYER OFTOP REBAR AS REQ'D.

TOP REINF.,PER SCHED.

PROVIDE A MINIMUM OF4 SCHEDULED BOTTOMBARS DIRECTLY UNDERCOLUMN

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PLO

T D

ATE:

ISSUE

© 2016 HKS, INC.

TEM

PLAT

E VE

RSI

ON

:

KEY PLANDATUM ELEVATION 100'-0" = 461.50" MSL

C

opyri

ght

Broc

kette

/Dav

is/D r

ake,

Inc.

Texa

s Reg

istere

d Eng

ineer i

ng Fi

rm F -

841.

All R

ights

Rese

rved.

This

d rawi

ng is

t he p

ropert

y of B

rocke

tte/D

avis/

D rak

e, Inc

. Any

modif

icatio

n or u

se of

this

d rawi

ng w

it hou

t the e

x pres

s writt

e nau

thoriz

ation

of B

rocke

tte/D

avis/

Drak

e , Inc

. is pr

ohibi

ted.

c


Suite 1100Dallas, TX 75204Telephone 214-824-3647Facsimile 214-824-2586




ARCHITECT

WHI

SKEY

RO

W H

OTE

L





CIVIL ENGINEER &LANDSCAPE ARCHITECTLAND DESIGN & DEVELOPMENT, INC.503 WASHBURN AVE. SUITE 101LOUISVILLE KY 40222

LOU

ISVI

LLE,

KY



STRUCTURAL ENGINEER, EXISTINGFACADESSIMPSON GUMPERTZ & HEGER41 SEYON STREET, BLDG 1, SUITE 500WALTHAM MA 02453

FOOD SERVICE & LAUNDRYEQUIPMENTNEXT STEP DESIGN213 EAST AVE.PARK RIDGE IL 60068

ROBERTE. HILL

RE

G I S T E R ED

STATE OF KENTUCKY

PR O

F E S S I O N A L E NG I NEER

6/30

/201

7 12

:50:

40 P

M

S3.41

PILE CAP/MAT PLANSAND DETAILS

6-27-2017

20645.000

CD PERMITPACKAGE #1

2.6.

3.20

1304

21

BDD Job# 17004

2017

6-27-2017

18958

1/2" = 1'-0"1 TYPICAL MAT SECTION (11075) 1/2" = 1'-0"2

TYPICAL TRIPLE STIRRUP SHEAR REINF.IN MAT (11075)

1/2" = 1'-0"3

TYPICAL MAT REINF. LAYERING DETAIL(11075)

1/2" = 1'-0"4

TYPICAL MAT VERTICAL SHEARREINFORCEMENT (11075)

1/2" = 1'-0"5 TYPICAL PILE CAP PLAN DETAIL 1/2" = 1'-0"6 TYPICAL PILE CAP SECTION

1/2" = 1'-0"7 TYPICAL PILE CAP DETAIL

1/2" = 1'-0"8 PILE CAP SECTION W/ COLUMN AT EDGE



bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

Highlight

bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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REF. SCHED.

RE

F. S

CH

ED

.

RE

F. P

LAN

REF. PLAN5-#5 EQUALLY SPACEDWITHIN COLUMN CORE

8'-0

10"

5-#4 STIRRUPSEQUALLY SPACEDWITHIN COLUMN CORE

GIRDER AND COLUMNREINFORCING NOT SHOWNFOR CLARITY

T.O

. CO

NC

. EL.

RE

F. P

LAN

BEAM ORJOIST BEYOND

PRECAST/CURTAIN WALL MANUFACTURER SHALLPROVIDE ALL BRACING AND CONNECTIONS TOSTRUCTURE . CALCULATIONS SIGNED AND SEALEDBY A REGISTERED PROFESSIONAL ENGINEER IN THESTATE OF TEXAS SHALL BE SUBMITTED TO THEENGINEER FOR REVIEW.

SCHED. WIDTH

SC

HE

D. D

EP

TH

RE

F. P

LAN


REF. PLAN

1 OF 2-#5 CONT.

NOTE:NO PRECAST CONNX. @ SIM.

6"

4 1/

2"

(TYP.)1 1/2" CLR.

1-#4 CONT.BETWEEN POCKETS

6" x 4 1/2" POCKET ASREQUIRED BYPRECAST/CURTAINWALL MANUFACTURER

#3 @ SCHED. STIRRUPSPACING w/ 2-#5BETWEEN POCKET IFREQ'D 1'-6

REF. PLAN REF. PLAN

SCHED. WIDTH

RE

F. P

LAN

REINF. GIRDERPER SCHED.

CLR

.1

1/2"

2 1/

2" C

LR.

(TYP.)1 1/2" CLR.

(TYP.)1 1/2" CLR.

SC

HE

D. D

EP

TH

REF. PLAN REF. PLAN

SCHED.

RE

F. P

LAN

5-#4 TIES EQUALLYSPACED WITHIN COLUMNCORE

CLR

.1

1/2"

2 1/

2" C

LR.

(TYP.)1 1/2" CLR.

(TYP.)1 1/2" CLR.

SC

HE

D.

5-#4 x 12'-0 TOPEQUALLY SPACEDWITHIN COLUMN CORE

BEAM ORJOIST BEYOND

BEAM ORJOIST BEYOND

3" TYP. (U.N.O.) SCHED. WIDTH 3" TYP. (U.N.O.)

RE

F. P

LAN

DE

PTH

JOIS

T S

CH

ED

.

DE

PTH

GIR

DE

R S

CH

ED

.

BEAM BEYOND(TYP.) REINF. PER

SCHED.

2 1/

2" C

LR.

2 1/

2" C

LR.

d/3

d/3

d/3

MA

X. D

EP

TH =

24"

d

CONTINUOUS SCHED.REINFORCING THRU JOINT

2x4 CONT. KEY

4-#6 x 4'-0DOWELSADDED

4-#6 x 4'-0DOWELSADDEDT.

O. C

ON

C. E

L.

RE

F. P

LAN

2' -

0"

d/2

d/2

MA

X. D

EP

TH =

24"

d

CONTINUOUS SCHED.REINFORCING THRU JOINT

2x4 CONT. KEY

2-#5 x 3'-0DOWELSADDED

2-#5 x 3'-0DOWELSADDEDT.

O. C

ON

C. E

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RE

F. P

LAN

2' -

0"

REF. SCHED.

PROVIDE CONT. REINF.PER SCHED./SECTIONSOVER S.A.

PROVIDE STD. AISCCONNX. w/ HORIZ.SLOTTED HOLES

EMBED PLPER 4/S7.01

SC

HE

D.

T.O

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NC

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RE

F. P

LAN

(TYP.)

1' - 3"

4'-0 MAX.

REF. PLAN

(TYP.)1'

- 3"

1-#5 TOP &BOTT. TYP.

2-#5 TOP & BOTTOM @2'-0 MAX. OPENINGS2-#6 TOP & BOTTOM @4'-0 MAX. OPENINGS

NOTE: FOR SLAB OPENINGS LARGERTHAN 2'-0 x 2'-0, SUBMIT SIZE & LOCATIONTO THE STRUCTURAL ENGINEER.

#4 x 3'-0 TYP. EA.SIDE OF OPENING

SLEEVE PER MECH.COORDINATE WITHSTRUCTURAL ENGINEER IFSLEEVE EXCEEDS 6" DIA.

(MIN.)2" CLR.

(MIN

.)

2" C

LR.

(TY

P.)

1' -

0"

THE FURTHEST SLEEVE (TYP.)EXTEND BARS 12" PAST

(MIN.)4" CLR.

1-#4 TOP & BOTT.EA. SIDE

PIPE OPENING IN SLAB MULTIPLE PIPE OPENING IN SLAB

EQ

EQ

EQ

SCHED.

SC

HE

D.

PROVIDE SCHED. STIRRUP@ 2" ON EA. SIDE OFSLEEVE

SLEEVE PER PLAN& MEP DRAWING

REINF. PERSCHED.

ADDN'L 4-#6 @ SLEEVE.EXTEND 4'-0 BEYOND LASTSLEEVE EA. END

SCHED. 6"

SC

HE

D.

2"

#3 TIES @ 9" O.C.

L2 1/2x2 1/2x1/4 CONT.w/ 3/4" DIA. x 0'-4 S.A.@ 18" O.C.

1-#5 CONT. TOP & BOTT.

REINF. BEAM PERSCHEDULE

2-3/4"x6"x1'-0 PLATES w/ 4-3/4"DIA. x 0'-6" H.S.A. (TYP. STRINGERATTACHMENT DETAIL)

T.O

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NC

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RE

F. P

LAN

NOTE:STAIR HANGER CONNECTION IS THERESPONSIBILITY OF THE STAIRMANUFACTURER. VERIFY ALLCONNECTIONS AND EMBEDS WITHSTAIR MANUFACTURER.

PE

R S

CH

ED

.

BE

AM

WID

TH

(TY

P.)

2" C

LR.

PER SCHED.

BEAM WIDTH

EMBEDMENT

1'-10 MIN.

NOTE: PROVIDE STANDARDHOOK IF BEAM WIDTH ISLESS THAN 2'-0 IN WIDTH

CONTINUOUS SLAB REINF.

CONTINUOUS TEMPERATURE& SHRINKAGE REINF.

PROVIDE LAP SPLICEAT SUPPORTS ONLY.

METAL STAIRSPER ARCH.

3/4" DIA. HANGER RODS(A-36 STL.)

NOTE:PROVIDE 4 HANGER RODS (MIN.) PERSTAIR LANDING. REFER ARCH. FORLOCATION.

STAIR HANGER CONNECTION IS THERESPONSIBILITY OF THE STAIRMANUFACTURER. VERIFY ALLCONNECTIONS AND EMBEDS WITHSTAIR MANUFACTURER.

L6x4x3/8x0'-4 (LLV)

AFTER LEVELING LANDINGTRACK WELD ROD TOLEVELING NUT (TYP.)

L6x4x1/2x0'-6 (LLH) w/ 2-1/4"STIFF. PLATES. OFFSET 1"EACH SIDE OF ROD, FIELDWELD TO ANGLE.

SC

HE

D.

SCHED.

REINF. BEAM PER SCHEDULE

2" 4" 2"

8"

PL 3/8"x8"x0'-8 w/ 4-1/2" DIA. x 0'-6 S.A.(GAGE=5")

1/4"

3/16"TYP.

3/16" 3"TYP.

T.O

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NC

. EL.

RE

F. P

LAN

PE

R S

CH

ED

. (TY

P.)

FIR

ST

STI

RR

UP

SP

AC

E

COLUMN BELOW PER PLAN

GIRDER PER PLAN

BEAM PER PLAN

NOTE: LONGITUDINALGIRDER & BEAM REINF. NOTSHOWN FOR CLARITY.

PER SCHED. (TYP.)FIRST STIRRUP SPACE

BE

GIN

SC

HE

D.

BE

AM

STI

RR

UP

SP

AC

ING

(TY

P.)

BEGIN SCHED.

GIRDER STIRRUPSPACING (TYP.)

EDGE

4"

4"CL = CL CAR RAILCL = CL CAR RAIL

PL 1/2" x 6" x 1'-0 w/ 3-3/4" DIA. x 0'-6" H.S.A.(TYP.)

L3x3x1/4x0'-4CLIP EA. SIDE

HSS6x4x3/8


PL 1/2" x 6" x 1'-0 w/3-3/4" DIA. x 0'-6 S.A.(TYP.)

4"



SPREADER BEAM

SPREADER BEAMPER PLAN


T.O

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NC

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LAN

T.O

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NC

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RE

F. P

LAN

SCHED.

4"S

CH

ED

.

WATERPROOFINGMEMBRANE PER ARCH.

INSULATIONPER ARCH.

3" CONC. TOPPING SLABREINF. w/ #3 @ 12" O.C.EA. WAY

NOTE: PLACE TOPPING SLABAND WATERPROOFING AT THELEVEL ABOVE ALL LOBBIESAND RETAIL AREAS (TYP.)

T.O

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NC

. EL.

RE

F. P

LAN

RE

F. P

LAN

2' -

1"


2' - 0"3-#6 TOP & BOTT.BARS w/ HOOKS@ EA. END

1-#6 MIDBAR EA.FACE w/ HOOKS@ EA. END

T.O

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NC

. EL.

RE

F. P

LAN

RE

F. P

LAN

2' -

1"

2' - 0"

1' -

6"

STEEL TUBE PER PLAN FULL PEN

22A

S4.01

T.O

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NC

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RE

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LAN

3" 6" 6" 3"

1' - 6"

3"6"

6"3"

1' -

6"

PL 3/4" x 18" x 1'-6 w/ 4 - 1" DIA. NELSON'D2L' AND 4-3/4" DIA x 0'-8 H.S.A.

DENOTES 3/4" DIA. STUD ANCHOR

DENOTES 1" DIA. NELSON 'D2L'

PLATE

PLA

TE

RE

F. P

LAN

SC

HE

D. D

EP

TH

6" SCHED. WIDTH

3" TYP. (U.N.O.)

REF. PLAN

4 1/

2"

CLR. (TYP.)1 1/2"

6" x 4 1/2" POCKET AS REQ'DBY PRECAST / CURTAINWALLMANUFACTURER

REINF. PER SCHEDULE1 OF 2-#5 CONT.

1-#4 CONT. BETWEENPOCKETS

#3 @ SCHED.SPACING w/ 2-#5BETWEEN POCKETS IFREQ'D

1'-6

T.O

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NC

. EL.

RE

F. P

LAN

SCHED. WIDTH

SC

HE

D. D

EP

TH

RE

F. P

LAN

REF. PLAN

(MIN.)

2' - 0"



#5 @ 10" O.C. w/180 DEGREEHOOK @ END (ADD'L)

1-#5 CONT.(ADD'L)T.

O. C

ON

C. E

L.

2'-0" MAX.

8" M

IN.

SCHED. REF. PLAN SCHED.

SC

HE

D.

(U.N

.O.)

8" S

LAB

(TY

P.)

1 1/

2" C

LR.

REINF. BEAMPER SCHED.

#4 @ 10" O.C. TOP & BOTT.TEMP. & SHRINKAGET.

O. C

ON

C. E

L.

RE

F. P

LAN

1 1/

2" C

LR.

1 1/

2" C

LR.

#5 @ 8" O.C.

SC

HE

D. D

EP

TH

RE

F. P

LAN


REF. PLAN

SCHED. WIDTH

(TYP.)1 1/2" CLR.

BLOCKOUT FORHANDRAIL POST REF.ARCH. FOR LOCATION SCHED. WIDTH REF. PLAN

SC

HE

D. D

EP

TH

RE

F. P

LAN

REINF. BEAM PERSCHED. PROVIDE #6 @ 6" O.C. TOP

& BOTT. (BAR TYPE 'A') w/ #3 STIRRUPS TO MATCHSCHED. STIRRUP SPACING

#3 @ SCHED. STIRRUP SPA.

(TYP.)2" CLR.

REF. PLAN SCHED. WIDTH

SC

HE

D. D

EP

TH

RE

F. P

LAN


PROVIDE #6 @ 6" O.C. TOP& BOTT. (BAR TYPE 'A') w/ #3 STIRRUPS TO MATCHSCHED. STIRRUP SPACING


REF. PLAN SCHED. WIDTH

SC

HE

D. D

EP

TH

RE

F. P

LAN


PROVIDE #6 @ 6" O.C. TOP& BOTT. (BAR TYPE 'A') w/ #3 STIRRUPS TO MATCHSCHED. STIRRUP SPACING


REINF. GIRDERPER SCHED.(T

YP

. U.N

.O.)

1 1/

2" C

LR.

2 1/

2" C

LR.

SC

HE

D. D

EP

TH

RE

F. P

LAN

3" SCHED. WIDTH

T.O

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NC

. EL.

RE

F. P

LAN

T.O

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NC

. EL.

RE

F. P

LAN

SC

HE

D. D

EP

TH

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LAN

TYPE 'W' BARTYPE 'J' BARS

TYPE 'N3' BARS

1-#5 BAR CONT.

REINF. BEAMPER SCHEDULE

T.O

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NC

. EL.

RE

F. P

LAN

REF. ARCH.REF. PLAN

REF. ARCH.

RE

F. A

RC

H.REF. ARCH. FOR

EMBEDS & COVER ATE.J. (WHERE REQ'D)

EMBED PL. 1/2"x8"x0'-8w/ 4-3/4" DIA. x 0'-6" H.S.A. (4" GA.)

SILL ANGLE 4x4x3/8

RE

F. A

RC

H.

T.O

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NC

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RE

F. P

LAN

T.O

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NC

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RE

F. P

LAN

(8" M

IN.)

RE

F. P

LAN

WINDOW WASHINGSAFETY TIE BACK &EMBED PER WINDOWWASHING EQUIP. MFR.

4-#5 x 8'-0 TOP &BOTTOM EA. WAYADD'L TO SLABREINF. PER PLAN

T.O

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NC

. EL.

RE

F. P

LAN

(8" M

IN.)

RE

F. P

LAN

DAVIT BASE & EMBEDBY WINDOW WASHINGEQUIP. MFR.

5-#5 x 10'-0 TOP &BOTTOM EA. WAY ADD'LTO SLAB REINF. PER PLAN

A - TYP. REINF. AT DAVIT BASE IN SLAB

T.O

. CO

NC

. EL.

RE

F. P

LAN

(8" M

IN.)

RE

F. P

LAN


B - TYP. REINF. AT DAVIT BASE IN EDGE BEAM

SC

HE

D. D

EP

TH

SCHED. WIDTH

DAVIT

4' - 6"

5-#5 TOP & BOTT. ADD'LTO SLAB REINF. PER PLANCENTERED OVER DAVIT

BEAM PER SCHED.BEAM PER SCHED.


1 OF 3 #6 x 5'-0"EA. WAY

T.O

. CO

NC

. EL.

RE

F. P

LAN

RE

F. P

LAN

SC

HE

D. D

EP

TH

C - REINF. AT DAVIT BASE IN INTERIOR BEAM

DAVIT

1" CONDUIT(MAX.)

#4 BETWEENEA. CONDUIT

EQ

.E

Q.

RE

F. P

LAN

4" MIN.

SLEEVE PER MEP

REFER TO SCHED.FOR REINF.

1 OF 6-#7 x 6'-0BARS AT SLEEVE

PLACE SLEEVE IN MIDDLETHIRD OF BEAM DEPTH

EQ

.E

Q.

EQ

.

SC

HE

D. D

EP

TH

PROVIDE 1 ADD'LSTIRRUP 2" FROM EA.SIDE OF SLEEVE (TYP.)

T.O

. CO

NC

. EL.

RE

F. P

LAN

SLE

EV

E

SCHED. WIDTH

BEAM PERSCHED.

#5 @ 8" O.C.TOP & BOTT.

#4 @ 10" O.C. TOP & BOTT. EXTENDTO FAR SIDE OF SUPPORTINGBEAM & PROVIDE STD. ACI HOOK.

1' -

0"

#4 @ 10" O.C. TOP & BOTT. EXTENDTO FAR SIDE OF SUPPORTINGBEAM & PROVIDE STD. ACI HOOK.

REF. PLAN (6'-6" MAX.) SCHED. WIDTH

RE

F. P

LAN

SC

HE

D. D

EP

TH

T.O

. CO

NC

. EL.

RE

F. P

LAN

#5 TYPE "C" BOTTOMBARS @ 10" O.C.

REINF. BEAMPER SCHEDULE

#4 @ 12" O.C.TOP & BOTTOM

#4 "A" TOP BARS@ 10" O.C.

T.O

. CO

NC

. EL.

RE

F. P

LAN

SC

HE

D. D

EP

TH

6"

SCHED. WIDTH

(TY

P.)

1" C

LR.

(TY

P.)

1" C

LR.

8" T

YP

.

(TYP.)2" CLR.

TOP BARS ONLY1' - 6" LAP @ MIDSPAN

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

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RS

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:

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Suite 1100

Dallas, TX 75204






ARCHITECT

WH

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OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STATE OF KENTUCK

Y

PR

OF

E

S S I O N A L E NG

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10

/18

/201

7 6

:03

:24

PM

S4.01

CONCRETE SECTIONS

AND DETAILS (MILD)

10-18-2017

20645.000

CD PERMIT PACKAGE

#2

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1/2" = 1'-0"1

TYPICAL SPANDREL BEAM @ COLUMNw/o INTERSECTING BEAM 1/2" = 1'-0"

2ATYPICAL SPANDREL BEAM

1/2" = 1'-0"4A

TYPICAL GIRDER

1/2" = 1'-0"5

TYPICAL INTERIOR COLUMN - GIRDERINTERSECTION w/o INTERSECTING BEAM

1/2" = 1'-0"4B

TYPICAL DROPPED GIRDER

1/2" = 1'-0"8

TYPICAL BEAM CONSTRUCTION JOINT

1/2" = 1'-0"9

TYPICAL JOIST CONSTRUCTION JOINT

1/2" = 1'-0"10

TYPICAL SPREADER BEAM CONNECTION

1/2" = 1'-0"11

TYPICAL SLAB OPENING DETAILS

1/2" = 1'-0"12A

TYPICAL VERTICAL SLEEVE THROUGHBEAM

1/2" = 1'-0"19

TYPICAL STAIR STRINGER ATTACHMENTDETAIL

1/2" = 1'-0"13

TYPICAL SLAB REINFORCEMENTPLACEMENT DIAGRAM

3/4" = 1'-0"14

TYPICAL STAIR HANGER DETAIL ATLANDING 1/2" = 1'-0"

15

TYPICAL BEAM/GIRDER STIRRUPPLACEMENT @ COLUMN

1/2" = 1'-0"16

TYPICAL INTERMEDIATE ELEVATORGUIDE RAIL SUPPORT (FOR CLEARHEIGHTS 13'-0 AND GREATER)

1/2" = 1'-0"20

TYPICAL WATERPROOFING / TOPPINGSLAB OVER CONCRETE STRUCTURE

1/2" = 1'-0"21

TYPICAL CONCRETE RIB AT ROOFSCREEN

3/4" = 1'-0"22

TYPICAL EMBEDS FOR ROOF SCREENVERTICAL SUPPORTS

1" = 1'-0"22A

TYPICAL EMBEDS FOR ROOF SCREENVERTICAL SUPPORTS - PLAN

1/2" = 1'-0"2C

TYPICAL DROPPED SPANDREL BEAM

1/2" = 1'-0"24

TYPICAL SECTION AT CANTILEVEREDSLAB

1/2" = 1'-0"7

8" PAN SLAB REINFORCING

1/2" = 1'-0"2B

TYPICAL SPANDREL BEAM AT BALCONY

1/2" = 1'-0"3A

TYPICAL CONCRETE BEAM w/ WIDENEDPORTION OR VARYING WIDTH

1/2" = 1'-0"3B


1/2" = 1'-0"3C


1/2" = 1'-0"26

TYPICAL STEP PARALLEL TO GIRDER

1/2" = 1'-0"27

TYPICAL EXPANSION JOINT AT BEAM

1/2" = 1'-0"23

TYPICAL ELEVATOR SILL DETAIL

1/2" = 1'-0"17

TYPICAL SAFETY TIEBACK SUPPORT

1/2" = 1'-0"18

TYPICAL DAVIT SUPPORT

3/4" = 1'-0"6

TYPICAL CONDUIT IN SLAB

1/2" = 1'-0"12B

TYPICAL HORIZONTAL SLEEVETHROUGH BEAM

1/2" = 1'-0"25

TYPICAL 12" CANTILEVERED SLAB

1/2" = 1'-0"28

TYPICAL SINGLE SPAN SLAB & REINF.


bryan.hastings

Highlight

bryan.hastings

Highlight

T.O

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3" (MIN.)

#3 TIES @18" O.C.

1 OF 2-#5 CONT.

#4 @ 12" O.C.5'-0

SHEARWALL / SHEARWALLREINF. PER SHEARWALLSCHEDULE

T.O

. CO

NC

. EL.

RE

F. P

LAN

(TY

P. U

.N. O

.)

1' -

4"P

LAN

RE

F.

(3" MIN.)

REF. PLAN

#3 TYPE'S1' TIES @18" O.C.

#5 @ 8" O.C. TOP & BOTT.CONT. (EA. SIDE OF WALL)

#4 x 10'-0 @ 12" O.C.

SHEARWALL / SHEARWALLREINF. PER SHEARWALLSCHEDULE

(3" MIN.)

REF. PLAN

RE

F. P

LAN

PLA

N

RE

F.

T.O

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NC

. EL.

RE

F. P

LAN

T.O

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NC

. EL.

RE

F. P

LAN

6"

RE

F. P

LAN

POLYSTYRENEPER ARCH.

2" C

LR.

P.T. SLAB PER PLAN (REINF.NOT SHOWN FOR CLARITY)

#5 DOWELS @ 12" O.C.

10"

10"

1 OF 3-#5 CONT.

REINF. SLAB PERGENERAL NOTES

xxx6"

RE

F. P

LAN

EMBED PL PER ELEV.SUPPLIER

ELEVATOR BEAMS BYELEVATOR MFR.

2' -

0" M

IN.

6"TIES TO MATCHSCHED. SPACING

1' - 0"REFER TO BEAM SCHEDULEFOR INFORMATION NOT SHOWN

W24x62(TYP. U.N.O.)

EMBED PL PER ELEV.SUPPLIER

EDGE OF OVERHEADWALL BEYOND

2'-0" WIDE POCKET(TYP.)

2-#6 x 6'-0" CENTEREDBENEATH POCKET

TYPICAL ELEVATORBEARING POCKET @ WALL

TYPICAL STL. BEAMBEARING DETAIL

TYPICAL ELEVATOR BEARINGPOCKET @ CONCRETE BEAM

REINF. SLABPER PLAN

RE

F. P

LAN

DE

PTH

SC

HE

D.

SCHED. WIDTH

6" REF. PLAN

CONT. C6x8.2

C6x8.2 @ 2'-0 O.C.

1/4

1 5/8" RETURNAT EA. FLANGE

#4 TYPE2'-0

4'-6

" MA

X.

EMBED PL.1/2" x 7" x 0'- 9" w/2 - 1/2" DIA. x 0'- 6" H.S.A.

5A

S4.02

L3x3x1/4 x AS REQ'D.

1 1/

2" C

LR.

T.O

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NC

. EL.

RE

F. P

LAN

T.O

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RA

PE

T/ B

.O. W

IND

OW

EL.

= R

EF.

AR

CH

.

1 1/

2"

6"

1 1/

2"

3" REF. PLAN

2' -

8" M

AX

.C6x8.2 @ 3'- 0" O.C.

EMBED PL.1/2" x 7" x 0'- 9" w/2 - 1/2" DIA. x 0'- 6" H.S.A.

CONT. C6x8.2

1/4


L3x3x1/4 x AS REQ'.D

#4 TYPE2'-0

SCHED. PER PLAN

2"

1' -

0"

FO

R B

EA

M)

1 1/

2" (T

YP

.

3 1/

2"

BEAM PER SCHED.

#5 @ 9" O.C.2'-6

(TY

P. S

LAB

)3/

4" C

LR.

#5 CONT. @ 9" O.C.T&B HOOK @ EA.ENDS.

L2 1/2 x 2 1/2 x 1/4 CONT. w/3/4" DIA. x 0'-4 S.A. @ 18" O.C.

3/4" x 7 1/2" x 1'-0 w/ 4-3/4" DIA. x0'-6 S.A. 6" SPA. (PER STRINGER)


#6 @ 9" O.C.

OFFSET DUCTS AT PANS TO ALLOW FIREPROTECTION SYSTEM, PER MECH. DRAWINGS,CLEARANCE AS REQUIRED. (8" MINIMUM)

HVAC DUCT(REF. MECH. DWG'S

CEILING/LIGHTING EQUIPMENTPER ARCH./ELECTRICAL

NOTE: COORDINATE ALL SYSTEMS w/ ARCHITECT.

TENANT SPACE SIDE

MECHANICAL ROOM SIDE

.

5" (T

YP

. U.N

.O.)

1'-9

" (TY

P. U

.N.O

.)

T.O

. CO

NC

. EL.

RE

F. P

LAN

CURTAINWALLREF. ARCH.

OUTSIDE SOFFITREF. ARCH.

L6 x 6 x 3/8 x 0'-6"@ 6'-0" O.C. (TYP.)

L4 x 4 x 5/16@ 4'-0" O.C.

L6 x 6 x 3/8 CONT.

PL 1/2" x 8" x 0'-8"w/4 - 1/2" DIA. x 0'-5"H.S.A. @ 4'-0" O.C.

REINFORCE BEAMS PER SCHED. REINFORCEDISTRIBUTION RIBS WITH 2 - #5 TOP ANDBOTT. AND #3 - 'S4' STIRRUPS @ 10" O.C.

COORDINATE ELEVATIONw/ARCH/CURTAINWALL MFR.

T.O

. CO

NC

. EL.

PE

R P

LAN

RE

F. P

LAN

(MIN.)

10"

1/4TYP.

STUB COLUMNPER PLAN

4-#8 CONT. TOP & BOTT. HOOK3" CLR. EA. END. PROVIDE #3-S1TIES @ 8" O.C.

T.O

. CO

NC

. EL.

RE

F. P

LAN

RE

F. P

LAN

(4'-0

" MA

X.)

RE

F. P

LAN

SC

HE

D. D

EP

TH

(3'-0" MAX.)

REF. PLAN

#3 TIES @ 9" O.C.

L6 x 6 x 3/8 w/ 1/2" DIA. x 0'-6"H.S.A. @ 12" O.C.

1-#5 CONT.TOP & BOTT.


T.O

. CO

NC

. EL.

RE

F. P

LAN

RE

F. A

RC

H.

RE

F. P

LAN

SC

HE

D. D

EP

TH

6" SCHED. WIDTH

3" CLR.

2'-0"

HANDRAIL PER ARCH

NOTE:CONNX. OF HANDRAIL TOEMBED BY HANDRAIL SUPPLIER.

L6 x 6 x 3/8 w/ 1/2" DIA. x 0'-6"H.S.A. @ 12" O.C.


T.O

. CO

NC

. EL.

RE

F. P

LAN

RE

F. P

LAN

SC

HE

D. D

EP

TH

SCHED. WIDTH

3" CLR.

HANDRAIL PER ARCH

NOTE:CONNX. OF HANDRAIL TOEMBED BY HANDRAIL SUPPLIER.

T.O

. CO

NC

. EL.

PE

R P

LAN

SCHED. WIDTH

SC

HE

D. D

EP

TH

RE

F. P

LAN

SLEEVE PER MEP

REINF. BEAMPER SCHED.

1 OF 6-#7 x 6'-0"BARS AT SLEEVE

PROVIDE 1 ADD'L STIRRUP2" FROM EA. SIDE OFSLEEVE (2 TOTAL)

T.O

. CO

NC

.

EL.

RE

F. P

LAN

PLA

N

RE

F.

SC

HE

D.

8"

SCHED.

TRENCH DRAIN - REF. ARCH.

SLAB PER PLANSCHED. REINF.

TOPPING SLABREINF. PER PLAN2 - #4 CONT.

#4 DWLS. @ 12" O.C.,EA. FACE

OVERFLOW DRAIN - REF. ARCH.

T.O

. CO

NC

.

EL.

RE

F. P

LAN

SLAB PER PLAN

TOPPING SLABREINF. PER PLAN

EXISTING STEEL COLUMN

PLA

N

RE

F.

1' - 0"

4"4"

SCHED. COLUMN

@ 3

" O.C

.

4 S

PA

.


2' - 0"

T.O

. CO

NC

. EL.

PE

R P

LAN

1' -

4"8"

HAUNCH PER PLAN

T.O

. CO

NC

. EL.

RE

F. P

LAN

T.O

. CO

NC

. EL.

RE

F. P

LAN

REINF. PER PLAN

REINF. PER PLAN

PLA

N

RE

F.

PLA

N

RE

F.

SCHED. WIDTH

REINF. PER SCHED.

DE

PTH

SC

HE

D.

8" CMU CLOSUREREF. GENERAL NOTES FOR REINF.

PLAN

REF.

SHEARWALL PER PLAN

#5 @ 12" O.C.


PLA

N

RE

F.

T.O

. CO

NC

. EL.

RE

F. P

LAN

6" CURB

ARCHITECTURALPRE CAST PANEL

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


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Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STATE OF KENTUCK

Y

PR

OF

E

S S I O N A L E NG

I NE

ER

10

/18

/201

7 6

:03

:34

PM

S4.02

CONCRETE SECTIONS

AND DETAILS (MILD)

10-18-2017

20645.000

CD PERMIT PACKAGE

#2

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1/2" = 1'-0"1

SECTION

1/2" = 1'-0"2

SECTION

1/2" = 1'-0"3

STEP AT EDGE OF TOPPING SLAB OVERPOLYSTYRENE

1/2" = 1'-0"4

ELEVATOR BEARING DETAILS

3/4" = 1'-0"5

TYPICAL WINDOW SUPPORT AT RIBBONWINDOWS

1/2" = 1'-0"5A

DETAIL

1/2" = 1'-0"6

DETAIL

1/2" = 1'-0"11

SECTION

1/2" = 1'-0"9

RECOMMENDED PLENUMCONFIGURATION

1/2" = 1'-0"7

TYPICAL RECESSED CURTAINWALLCONNECTION

1/2" = 1'-0"8

COOLING TOWER SUPPORT BEAM

1/2" = 1'-0"10B

TYPICAL RECESSED HANDRAIL CONNX.AT BEAM

1/2" = 1'-0"10A

TYPICAL HANDRAIL CONNX. AT BEAM

1/2" = 1'-0"12

TYPICAL HORIZONTAL SLEEVE IN BEAM

1/2" = 1'-0"13

TRENCH DRAIN AT PERIMETER

3/4" = 1'-0"14

EXISTING FACADE CONNECTION TOCONCRETE SLAB

1/2" = 1'-0"15

HAUNCH AT COLUMN D/11

1/2" = 1'-0"16

SLAB OVERLAP AT MECHANICALPLATFORM

1/2" = 1'-0"17

SECTION


bryan.hastings

Highlight

P =

*K

/FT.

P = *K

P = *K

P = *K

BANDED TENDONS REF. NOTE #6 (TYP.)

UN

IFO

RM

LY S

PA

CE

D T

EN

DO

NS

RE

F. N

OTE

#7

T7

T8

TOP REINF. REF. NOTES #9 & #11

(ts/2

)

(c)

(c)

(c)

(ts/2

)

(c) (c)

P =

*K

/FT.

(AD

D)

PRESTRESS FORCE IN ADDITIONTO PRESTRESS FORCE ALREADYSHOWN.

BANDED TENDONS REF. NOTE #6


BANDED TENDONS REF. NOTE #6 (TYP.)

ADD'L. BOTTOM REINF.(PER PLAN) REF. NOTE #11

P = *K (ADD)

PRESTRESS FORCE ATBANDED TENDONS INADDITION TO PRESTRESSFORCE SHOWN

REFER TO 8/S4.11 FOR ADDITIONALREINFORCEMENT AND POST TENSIONING ATCANTILEVERS BETWEEN THE CRITICALSHEAR SECTIONS.

(ts-c

)

P = *KCONT. BOT. REINF.

DESIGNED DISTANCE FROM BOTTOM OF SLAB TOCENTROID OF TENDON AT HIGH AND LOW POINTS.REFER TO DETAILS 3/S4.11, 4/S4.11 AND 9/S4.11 FORTENDON PLACEMENT IF TENDON HEIGHTS ARE NOTSHOWN ON PLAN.

NOTE:BOTTOM REINF. OCCURS ATALL COLUMNS PER 2/S4.11, &8/S4.11. ALSO REF. NOTE #10.

NOTE:REF. PLAN FOR ALL POST TENSIONING FORCES,FOR ALL TOP STEEL REQUIRED AT COLUMNS, ANDBOTTOM REINFORCEMENT REQUIRED IN BAYS.

REF. NOTE #14 FOR RECOMMENDEDTENDON PLACEMENT SEQUENCE

S4.11

10

2

S4.11

2

S4.11

3

S4.11

4

S4.11

8

S4.11

9

S4.11

(ts-c) (ts-c) (ts-c)

(ts-c

)(ts

-c)

NOTE:ts = SLAB THICKNESSc = 1" AT TOWERc = 1 1/4" AT GARAGE

REF. PLAN REF. PLAN

RE

F. P

LAN

RE

F. P

LAN

RE

F. P

LAN

RE

F. P

LAN

RE

F. P

LAN

(TY

P.)

5' -

0"

3' -

0"3'

- 0"

BA

ND

WID

TH

TYP

ICA

L M

AX

.

TYPICAL TWO-WAY POST-TENSIONED SLAB NOTES:

1. REFER TO POST-TENSION NOTES ON SHEET S1.01 FOR MORE INFORMATION.

2. REFER TO PLAN FOR SLAB THICKNESS.

3. PROVIDE A MINIMUM OF TWO POST-TENSION TENDONS THROUGH THE CRITICAL SHEARSECTION AT THE COLUMN AS SHOWN IN DETAIL 10/S4.11.

4. TENDON PROFILES SHALL CONFORM TO CONTROLLING POINTS SHOWN ON PLANS ANDSECTIONS AND SHALL BE IN APPROXIMATE PARABOLIC DRAPE BETWEEN SUPPORTS,POINTS OF INFLECTION, AND LOW POINTS.

5. TENDONS SHALL BE SECURED TO A SUFFICIENT NUMBER OF POSITIONING DEVICES TOENSURE CORRECT LOCATION DURING PLACING OF CONCRETE AND SHALL BE SUPPORTEDAT A MAXIMUM OF 3'-6 ON CENTER. CHAIRS GREATER THAN ONE INCH IN SIZE SHALL BESTAPLED TO FORM.

6. BANDED TENDON FORCES SHOWN AS F=____k INDICATES EFFECTIVE PRESTRESS FORCEIN KIPS (AFTER ALL PRESTRESS LOSSES HAVE OCCURRED) TO BE PLACED IN A BAND ATC0LUMN. TENDONS TO BE PLACED SYMMETRICAL ABOUT CENTERLINE, EXCEPT AT SLABEDGE CONDITION.

7. UNIFORMLY SPACED TENDON FORCES SHOWN AS F=____k/ft INDICATES EFFECTIVEPRESTRESS FORCE IN KIPS PER FOOT (AFTER ALL PRESTRESS LOSSES HAVE OCCURRED).SPACING OF TENDONS OR GROUPS OF TENDONS IN ONE DIRECTION SHALL NOT EXCEED 8TIMES THE SLAB THICKNESS OR FIVE FEET. PLACE A MINIMUM OF TWO STRANDS THROUGHTHE CRITICAL SHEAR SECTION AT THE COLUMN.

8. STRESSING SEQUENCE:(1) STRESS 60% OF BANDED TENDONS.(2) STRESS 100% OF UNIFORM TENDONS.(3) STRESS 100% OF UNIFORM ADD TENDONS.(4) STRESS REMAINING 40% OF BANDED TENDONS.(5) STRESS 100% OF BANDED ADD TENDONS.

9. TOP BARS OVER COLUMNS TO BE PLACED WITHIN A WIDTH NOT GREATER THAN INDICATEDON 10/S4.11 ON EACH SIDE (U.N.O.). MAXIMUM BAR SPACING TO BE 12" - REFER TO DETAIL10/S4.11. TOP BARS OCCUR AT ALL COLUMNS, IN BOTH DIRECTIONS.

10. BOTTOM BARS AT COLUMN TO BE PLACED OVER COLUMN WITH MAXIMUM SPACING EQUALTO 8". BOTTOM BARS OCCUR AT ALL COLUMNS, IN BOTH DIRECTIONS.

11. FLAT PLATE REINFORCEMENT DESIGNATION:

(a.) REINFORCEMENT IS #5 BARS UNLESS NOTED OTHERWISE ON PLANS(b.) REFER TO 2/S4.11, 8/S4.11 FOR BAR LENGTHS IF NOT SHOWN ON PLANS.

12. PROVIDE TOP REINF. PER PLAN IN TWO DIRECTIONS AT ALL COLUMNS. PROVIDE A MINIMUMOF TWO CONTINUOUS BOTTOM BARS (#5 MIN.) IN TWO DIRECTIONS PER DETAILS 2/S4.11,8/S4.11 AND 10/S4.11 AT ALL COLUMNS UNLESS NOTED OTHERWISE ON PLAN.

13. SLIGHT HORIZONTAL PLANE DEVIATIONS OF SLAB TENDONS IS PERMISSIBLE WHENREQUIRED TO AVOID OPENINGS, INSERTS, AND DOWELS WHICH ARE SPECIFICALLYLOCATED. THE DEVIATION SHALL HAVE A RADIUS OF CURVATURE OF NO LESS THAN 21FEET OR A HORIZONTAL DEVIATION OF NO MORE THAN 1 TO 12.

14. PLACEMENT SEQUENCE OF POST-TENSIONING TENDONS AND REINFORCEMENT FOR TWOWAY FLAT PLATES:

(1) PLACE BOTTOM REINFORCEMENT.(2) PLACE STUD RAILS.(3) PLACE UNIFORM TENDONS AT COLUMNS IF BANDED TENDON ORDINATES

REQUIRE THE GROUP TO BE LOCATED BELOW THE BANDED GROUP.(4) PLACE TOP REINFORCING AT COLUMN/WALLS PERPENDICULAR TO BANDED

TENDON GROUPS.(5) PLACE BANDED TENDON GROUPS.(6) PLACE REMAINING UNIFORM TENDON GROUPS.(7) PLACE TOP REINFORCING AT COLUMNS/WALLS PARALLEL TO BANDED TENDON

GROUPS.(8) PLACE ALL REMAINING TOP REINFORCEMENT.(9) IF CONSTRUCTION OR DETAILING CONDITIONS ARISE IN CONFLICT WITH

SPECIFIED SEQUENCE, THE E.O.R. SHALL BE NOTIFIED IMMEDIATELY UPONDISCOVERY SO THAT ANY ADJUSTMENTS REQUIRED CAN BE MADE WITHOUT AFFECTING PLACEMENT SCHEDULES.

15. STUDRAIL MANUFACTURER SHALL PROVIDE PROOF OF ICC ES EVALUATION FOR STUDRAILASSEMBLY PROPOSED. ALL STUDRAIL WELDING SHALL TAKE PLACE IN AN ICC ES AUDITEDFACILITY AND ALL STUDRAILS SHALL CONFORM TO ASTM A1044, LATEST EDITION.

NUMBER OF BARS

T7-#4

BAR SIZE (#5 BAR IF NOT NOTED)

T=TOP BARB=BOTTOM BAR

1/2" DIA. - 270 K.S.I. 7 WIRE STRANDSGREASED & PLASTIC WRAPPED

SELF RECESSING TYPE ANCHOR

NON-SHRINKGROUT

#4 HAIRPINS OR AS REQUIRED BYP.T. SUPPLIER (MIN. OF 4 REQ'D. AT EXT. BANDS,6 REQ'D. AT INT. BANDS).

1-#5 CONT. TOP & BOT. CONT. BEHIND ANCHOROR AS REQUIRED BY P.T. SUPPLIER.

CLEAN, THEN PAINT ALL STEEL w/RUST-INHIBITING PRIMER.

24"

6"

ts/2

ts/2

ts

#4 x 2'-0 DWL.TOP @ 16" O.C.

KEY

STRAND PROFILE

NOTE:COAT SURFACE OF JOINTWITH EPOXY BONDING AGENTPRIOR TO 2nd POUR.

2"

NOTE:JOINT OCCURS BETWEENCOLUMNS AT POINT WHERESTRAND LOCATION IS ATMID-DEPTH OF SLAB.

NOTE:GENERAL CONTRACTOR TO COORDINATE EXACTLOCATION OF JOINT w/STRUCTURAL ENGINEER.

7

S4.11

2nd POUR 1st POUR

PLACE KEY CONT.BETWEEN TENDONANCHORS

3" 3"3"3"

ts

PROVIDE DOUBLE 90DEGREE HOOK OR 180DEGREE HOOK ASAPPLICABLE PER BAR SIZE.

TOP REINF. PARALLEL TOUNIFORM TENDONS

ADD'L. BOTTOM REINF. IFREQUIRED PER PLAN

BOTTOM REINF.IF REQUIREDPER PLAN

1-#5 CONT. TOP ANDBOTTOM AT PERIMETER(TYPICAL U.N.O.)

BOTTOM CONT. REINF.(TYPICAL U.N.O.)SPLICE ld AT 2 ldFROM COLUMNS.

BOTTOM REINF. CONT. ATCOLUMN PER PLAN. SPLICEPER SCHEDULE 4A/S4.11

TOP REINF. PARALLEL TOBANDED TENDONS

BARSIZE

#5 1'-10 2'-8

UNCOATED EPOXY COATED

ld

NOTE:LARGER BOTTOM BAR SHALLEXTEND THROUGH COLUMN

COLUMN

BOTTOM REINF. CONT. ATCOLUMN PER PLAN. SPLICEPER SCHEDULE 4A/S4.11

4A

T.O

. CO

NC

. EL.

RE

F. P

LAN

EXTERIOR SPAN

SPAN LENGTH PER PLAN (L1)

INTERIOR SPAN


1.5 x ts

COLUMN

REINFORCEMENT PLACEMENT

MAXIMUM WIDTH OF TOP

COLUMN COLUMN

1.5 x ts1.5 x ts

(PER TABLE 4A)

2ld

(PER TABLE 4A)

ld

REF. PLAN

L1/7

L1/7 L1/7



2" CLR.

L1/4

(1" C

LR. A

T G

AR

AG

E)

3/4"

CLR

.

O" O"

GREATER OF L1/3 OR L2/3 GREATER OF L1/3 OR L2/3

PLA

N

RE

F.

(1" C

LR. A

T G

AR

AG

E)

3/4"

CLR

.

(1" C

LR. A

T G

AR

AG

E)

3/4"

CLR

.

#6 2'-2 3'-3

#7 3'-1 4'-8

#8 3'-7 5'-4

#9 4'-0 6'-0

BANDED STRANDS - REF. PLANFOR FORCES

SYMMETRICAL ABOUT CL

NOTE:BANDED TENDONS OCCUR ABOVE UNIFORMLYSPACED TENDONS (TYPICAL) REF. NOTE #13FOR PLACEMENT SEQUENCE.

POINT OF INFLECTIONOF TENDON DRAPE

TENDON FORCE PER PLAN TENDON FORCE PER PLAN

UNIFORMLY SPACED TENDONSREF. NOTES #3 & #7.

COLUMN

T.O

. CO

NC

. EL.

RE

F. P

LAN

EXTERIOR SPAN


INTERIOR SPAN


COLUMN COLUMN

REF. PLAN

PROFILE LOW

POINT

PROFILE LOW

POINT

EQ EQ0.4 x L1 0.6 x L1

ON

PLA

N) (

1 1/

4" A

T G

AR

AG

E)

1" T

O C

EN

TRO

ID U

NIF

OR

M T

EN

DO

NS

AT

LOW

PO

INT

( TY

P. U

NLE

SS

NO

TED

L1/12 L1/12 L1/12POINT OF INFLECTIONOF TENDON DRAPE


ts/2

ts/2

ts

ON

PLA

N) (

1 1/

4" A

T G

AR

AG

E)

1" T

O C

EN

TRO

ID U

NIF

OR

M T

EN

DO

NS

AT

LOW

PO

INT

(TY

P. U

NLE

SS

NO

TEDBANDED TENDONS REF. NOTE #6

BANDED TENDONSREF. NOTE #6

PLA

N

RE

F.

ON

PLA

N) (

1 1/

4" A

T G

AR

AG

E)

1" T

O C

EN

TRO

ID O

F B

AN

DE

D T

EN

DO

NS

AT

HIG

H P

OIN

T (T

YP

UN

LES

S N

OTE

D

ON

PLA

N) (

1 1/

4" A

T G

AR

AG

E)

1" T

O C

EN

TRO

ID O

F B

AN

DE

D T

EN

DO

NS

AT

HIG

H P

OIN

T (T

YP

UN

LES

S N

OTE

D

UNIFORM TENDON SEENOTE #3 & #7.

TENDON FORCE PER PLAN

NOTE:BANDED TENDONS OCCUR ABOVE UNIFORMLYSPACED TENDONS (TYPICAL) SEE NOTE #13 FORPLACEMENT SEQUENCE.

SYMMETRICAL ABOUT CL



BANDED TENDONSSEE NOTE #6

COLUMN

T.O

. CO

NC

. EL.

RE

F. P

LAN

EXTERIOR SPAN


INTERIOR SPAN


COLUMN COLUMN

REF. PLAN

PROFILE LOW

POINT

PROFILE LOW

POINT

EQ EQ0.4 x L1 0.6 x L1

ON

PLA

N) (

1 1/

4" A

T G

AR

AG

E)

1" T

O C

EN

TRO

ID O

F B

AN

DE

D T

EN

DO

NS

AT

LOW

PO

INT

( TY

P. U

NLE

SS

NO

TED

L1/12 L1/12 L1/12POINT OF INFLECTIONOF TENDON DRAPE


ts/2

ts/2

ts

ON

PLA

N) (

1 1/

4" A

T G

AR

AG

E)

1" T

O C

EN

TRO

ID O

F B

AN

DE

D T

EN

DO

NS

AT

LOW

PO

INT

(TY

P. U

NLE

SS

NO

TED

PLA

N

RE

F.

ON

PLA

N) (

1 1/

4" A

T G

AR

AG

E)

1" T

O C

EN

TRO

ID O

F U

NIF

OR

M T

EN

DO

NS

AT

HIG

H P

OIN

T (T

YP

UN

LES

S N

OTE

D

ON

PLA

N) (

1 1/

4" A

T G

AR

AG

E)

1" T

O C

EN

TRO

ID O

F U

NIF

OR

M T

EN

DO

NS

AT

HIG

H P

OIN

T (T

YP

UN

LES

S N

OTE

D

ON

PLA

N) (

1 1/

4" A

T G

AR

AG

E)

1" T

O C

EN

TRO

ID O

F B

AN

DE

D T

EN

DO

NS

AT

HIG

H P

OIN

T (T

YP

UN

LES

S N

OTE

D

PO

INT

THR

U C

OL.

1 1/

2" T

O C

EN

TRO

ID O

F U

NIF

OR

MLY

SP

AC

ED

TE

ND

ON

S A

T H

IGH

1-#5 CONTINUOUS TOPAND BOTTOM AT PERIMETER(TYPICAL U.N.O.)

#4 @ 12" O.C. EA. WAYBOT. @ CANTILEVER

#4 @ 12" O.C. TOPBETWEEN COLUMNS(TYP. U.N.O.)

BOTTOM CONT. REINF.(TYPICAL U.N.O.)SPLICE ld AT 2 ldFROM COLUMNS.

ts-1 1/2"8" T.

O. C

ON

C. E

L.

RE

F. P

LAN

REF. PLAN

EXTERIOR SPAN


COLUMN COLUMN

1.5 x ts1.5 x ts

REF. 2/S4.11

L1/7



PLA

N

RE

F.

L1/3

CA

NTI

LEV

ER

3/4"

CLR

. AT

2" CLR.

RE

F. S

EC

TIO

NFO

R D

RO

P

NOTE:DO NOT PLACE ANY CONTINUOUSTENDONS IN CANTILEVER IF SLABIS EVER INTERRUPTED.


NOTE: REFER TO 8/S4.11 FORADDITIONAL REINFORCEMENT ANDPOST TENSIONING AT CANTILEVERSBETWEEN THE CRITICAL SHEAR SECTIONS

T.O

. CO

NC

. EL.

RE

F. P

LAN

REF. PLAN

EXTERIOR SPAN


COLUMN COLUMN

REF. 3/S4.11

PLA

N

RE

F.

RE

F. S

EC

TIO

NFO

R D

RO

P

L1/12


ts/2

ts/2

ts

1 1/

2" T

O C

EN

TRO

IDO

F U

NIF

OR

M T

EN

DO

N


(1 1

/4" A

T G

AR

AG

E)

1" T

O C

EN

TRO

D O

F B

AN

DE

DTE

ND

ON

S A

T H

IGH

PO

INT

TOP & BOTTOM REINF.FROM PLAN

TOP & BOTTOMREINF. FROM PLAN

COLUMN

A MINIMUM OF TWO TENDONS IN EACHDIRECTION MUST OCCUR WITHIN THECOLUMN SECTION. A MINIMUM OF 2-#5CONT. BOTTOM BARS MUST OCCUR WITHINTHE COLUMN SECTION.

P.T. TENDONS

1.5

x S

LAB

TH

ICK

NE

SS

1.5

x S

LAB

TH

ICK

NE

SS

DISTRIBUTED WITHIN THIS WIDTH)

CRITICAL SHEAR SECTION(TOP REINF. MUST BE

DIS

TRIB

UTE

D W

ITH

IN T

HIS

WID

TH)

CR

ITIC

AL

SH

EA

R S

EC

TIO

N(T

OP

RE

INF.

MU

ST

BE

THICKNESS

1.5 x SLAB

THICKNESS

1.5 x SLAB

2-#5 x 3'-6 @ SINGLE ANCHOR2-#5 CONT. @ MULTIPLE ANCHORSOR AS REQUIRED BY P.T. SUPPLIER

1-#5 x 3'-6TOP & BOTTOM@ EACH ANCHOR

#4 @ 12" O.C.TOP AND BOT. CONT.

#4 @ 12" O.C. TOP

#6 @ 12" O.C. BOT.#5 x 5'-0 @ 12" O.C.(TYP. EACH SIDE)

3 1/2" x 1 1/2" CONT.KEY (TYP.)

POUR STRIP CONC. SHALL NOT BE PLACEDUNTIL 28 DAYS AFTER COMPLETION OF P.T.STRESSING OPERATION.

REF. PLAN 10'-0 (MAX.) REF. PLAN

PLA

N

RE

F.

T.O

. CO

NC

. EL.

RE

F. P

LAN

1" C

LR.

1" C

LR.

1' -

0"1'

- 0"

1' -

0"1'

- 0"

(TY

P.)

1' -

0" M

IN.

1-#5x3'-6 TOP AND BOTTOM(TYP. EACH ANCHOR)

1'#5 CONT. TOP& BOTTOM

TYPICAL EACH ANCHORNOTE:DO NOT DISCONTINUE MORETHAN 6 TENDONS AT ONE POINT.

14

S4.11

T.O

. CO

NC

. EL.

RE

F. P

LAN

2"2"

PLA

N

RE

F.

PROVIDE STD. AISC CONNX.w/ HORIZ. SLOTTED HOLES


1 OF 4-#5x4'-0TOP & BOTT.

EMBED ANGLE 8x4x1/2x0'-10 w/4-1/2" DIA. x 0'-6" H.S.A. (GA. = 6")

PLA

N

RE

F.

T.O

. CO

NC

. EL.

RE

F. P

LAN

2"2"

2"2"

6"

1/2" DIA. x 3'-0 AT 12"O.C. (TOP & BOTT.) CONT. L6x3 1/2x1/2 w/

D.B.A. AS INDICATED

1 OF 4-#4 CONT.

3/4"

CLR

.3/

4" C

LR.

SLA

B T

HIC

KN

ES

S P

ER

PLA

N

EQ

.E

Q.

1" DIA. CONDUIT (MAX.)EA. SIDE OF STUD

STUDRAIL @ 4" O.C.

1/2" DIA. STUDS@ 4" O.C.

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STATE OF KENTUCK

Y

PR

OF

E

S S I O N A L E NG

I NE

ER

10

/18

/201

7 6

:03

:42

PM

S4.11

CONCRETE SECTIONS

AND DETAILS (PT)

10-18-2017

20645.000

CD PERMIT PACKAGE

#2

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1/8" = 1'-0"1

TYPICAL POST-TENSIONEDBAY-FRAMING PLAN

3/4" = 1'-0"5

TYPICAL POST-TENSION INTERIOR SLABANCHOR DETAIL

3/4" = 1'-0"6

TYPICAL CONSTRUCTION JOINT DETAIL

3/4" = 1'-0"7

SECTION

3/4" = 1'-0"2

MILD REINFORCING-TYPICAL BAY

3/4" = 1'-0"3

UNIFORM TENDON PROFILE-TYPICALBAY

3/4" = 1'-0"4

BANDED TENDON PROFILE-TYPICAL BAY

3/4" = 1'-0"8

MILD REINFORCING-TYPICAL BAY WITHCANTILEVER

3/4" = 1'-0"9

UNIFORM TENDON PROFILE-TYPICALBAY WITH CANTILEVER

1/2" = 1'-0"10

TYPICAL POST-TENSIONEDBAY-FRAMING PLAN

3/4" = 1'-0"14

TYPICAL POST TENSION INTERIOR SLABANCHOR

3/4" = 1'-0"16

INTERMEDIATE POUR STRIP

1/2" = 1'-0"11

TYPICAL BANDED TENDON INTERIORANCHOR PLAN

1/2" = 1'-0"12

TYPICAL SPREADER BEAM TO PT SLABCONNECTION

1/2" = 1'-0"13

TYPICAL STAIR STRINGER ATTACHEMTNAT PT SLAB

1/2" = 1'-0"15

TYPICAL CONDUIT IN FLAT PLATE


bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

Highlight

bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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bryan.hastings

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NOTE:TENDON ANCHORS AND SUPPORT BLOCKOUT FOR THEBALCONY HANDRAIL POSTS SHALL NOT OCCUR IN THESAME LOCATION. IT IS THE CONTRACTOR'SRESPONSIBILITY TO COORDINATE DURING THEPREPARATION OF SHOP DRAWINGS THE LOCATION OFTENDON ANCHORS AND BLOCKOUTS TO SUPPORT THEBALCONY HANDRAIL POSTS , SO THAT THE SHOPDRAWINGS CLEARLY SHOW THE LOCATIONS OF EACH.

NOTE:PROVIDE BLOCKOUT IN SLAB UTILIZING STYROFOAMMATERIAL. BLOCKOUTS ARE NOT TO BE CORED WITHOUTAPPROVAL OF THE STRUCTURAL ENGINEER. IF ANYBLOCKOUTS ARE CORED THE EXACT LOCATION OF EACHTENDON IN THE CANTILEVER MUST BE KNOWN AND THECORE MAY NOT BE MADE WITHIN 1'-0 OF ANY TENDON. ITIS THE CONTRACTOR'S RESPONSIBILITY TO LOCATE ANDNOT CUT ANY TENDONS.

REFER TO ARCHITECTURE FOR LOCATIONOF BALCONY HANDRAIL POSTS AND PICKETS.

CONTINUOUS CONCAVETOOLED DRIP (TYP.)

#4 @ 12" O.C. ADD'L.

#4 @ 12" O.C. CONT.ADD'L. TOP & BOTTOM

#4 @ 12" O.C. ADD'L. (TYP.)(OCCURS BETWEEN REINF. ATCRITICAL SHEAR SECTION@ COLUMNS).

RE

F. P

LAN

T.O

. CO

NC

.

EL.

RE

F. P

LAN

2"

6"

6"

PER ARCH.

SLOPE

3/4"

CLR

.

COL.

COLUMN BEYOND

BA

LCO

NY

ON

LY

3/4"

(TY

P. A

T

1 " CL R

.

1" C

LR.

FOR BALCONYPOST BLOCKOUT

6 1/

4" (M

IN.)

AT SLAB CORNER

AT CONTINUOUS SLAB EDGE

POST-TENSIONEDTENDON

NOTE:MAXIMUM SLOPE IS 1/8" PER FOOT

REF. PLAN 7' - 0"

2"

STORE FRONT -(REF. ARCH.)

STOREFRONT CONNX. EMBED PER MFR.CONTRACTOR TO COORDINATE LOCATIONS &QUANTITIES PER ARCH./MFR.

STORE FRONT -(REF. ARCH.)

U.N

.O.)

2

S4.12

3

S4.12

S4.12

4POST TENSIONTENDON

#4 24"

NOTE:REFER TO NOTE #13 OF TYPICAL TWO-WAYPOST TENSIONED FLAT PLATE NOTES FORMINIMUM RADIUS OF CURVATURE.

TUB

E

10" MIN. 5"

5"

TUBE

POST TENSION TENDON

NOTE:REFER TO NOTE #13 OF TYPICAL TWO-WAYPOST TENSIONED FLAT PLATE NOTES FORMINIMUM RADIUS OF CURVATURE.

24"

#4

2 - #4 x 2'-6

5"

(MIN.)1 1/2"

1" C

LR.

10" MIN.

TUBE

TUB

E

EPOXY GROUTSTRENGTH: f/c = 5000 psi

NOTE:REFER TO ARCH. FOR LOCATIONOF BALCONY HANDRAIL.

#3 x 3'-0 @ 4" O.C. EA. WAYBOT. BELOW BLOCKOUT.

2 - #4 x 2'-6

BALCONY HANDRAIL POSTREF. ARCH. FOR LOCATION AND LENGTH

#4 24"

VA

RIE

S

CLR.1"

1"

4"

2 3/

4"

TUBE

AT SLAB CORNER

AT CONTINUOUS SLAB EDGE

2

S4.12

3

S4.12

(TYP.)

1' - 3"

4'-0 MAX.

REF. PLAN

(TYP.)1'

- 3"

121 MAX OFFSET

P.T.

2-#5 TOP & BOTTOM @ 2'-0 MAX. OPENINGS2-#6 TOP & BOTTOM @ 4'-0 MAX. OPENINGS

PROVIDE #4 HAIRPIN@ 12" O.C. (TYP.)

1-#5 TOP &BOTTOM (TYP.)

NOTE:FOR SLAB OPENINGS LARGER THAN 2'-0x 2'-0, SUBMIT SIZE AND LOCATION TOTHE STRUCTURAL ENGINEER.

P.T. TENDONS

1-#4 PER2-TENDON BUNDLE

2'-0

3 TENDONS IN AGROUP (MAX.)

1-#4 HAIRPINFOR EVERY 3-TENDONGROUP MAX. PLACEHAIRPINS AT A 1:12SLOPE AS SHOWN.

3'-0

1:12 MAX. SLOPE

1' - 0" 1' - 0"

1' - 0" 1' - 0"

2" C

LR.

2" CLR.

P.T. TENDON LOCATION

1-#4 TOP & BOTT. EA. SIDE TYPICAL SLEEVEPENETRATION

NOTE:1. COORDINATE WITH STRUCTURAL ENGINEER WHEN PENETRATION

EXCEEDS 8" DIAMETER.1' - 6"

8"

4"4"

REF. MECH.

3" (

TYP

.)

3" SLEEVEVERIFY w/ MECH.

8" x 18" x 3" DEEPDEPRESSIONVERIFY w/ MECH.

2-#4 x 4'-0 TOP &BOTT. EA. WAY

NOTE:CONTRACTOR SHALL FIELD VERIFY LOCATION &COORDINATE w/ ARCHITECTURAL DRAWINGS.

REF. ARCH.

RE

F. A

RC

H.

3" (

TYP

.)

3" SLEEVEVERIFY w/MECH.

(TYP.)

3' - 0"

#4 x 3'-0 TOP &BOTTOM EA. WAY

@4 @ 12" O.C.TOP & BOTTOMEA. WAY

FACE OFBRICK

L5 x 5 x 3/8 CONT. (GALV.) w/ 1/2" DIA.BOLT @ 2'-6" O.C. MAX. BRICK SHELF

POST-TENSIONED CONCRETE SLAB (8 1/2" MIN.)

#4 HAIRPIN @ EA. INSERT

HOHMANN & BARNARD HW-580OR HW-340 WEDGE INSERT @2'-6" O.C. MAX.

NOTE:FIELD COORDINATE EMBED LOCATIONWITH P.T. TENDON ANCHORS.

(TYP. U.N.O.)5 1/2"

6"

RE

F. P

LAN

GRID

6" REF. PLAN

CONT. C6x8.2

C6x8.2 @ 3'-0" O.C.

1/4


#4 TYPE2'-0

4'-6

" MA

X.

EMBED PL.1/2" x 6" x 0'- 9" w/ 2 - 1/2"DIA. x 0'- 6" H.S.A.

L3x3x1/4 x AS REQ'D.

1 1/

2" C

LR.

T.O

. PA

RA

PE

T/ B

.O. W

IND

OW

EL.

= R

EF.

AR

CH

.

10A

S4.12

RE

F. P

LAN

#4 TYPE2'-0

1 1/

2" C

LR.

T.O

. PA

RA

PE

T/ B

.O. W

IND

OW

EL.

= R

EF.

AR

CH

.

2' -

0" M

AX

.

1/4


10A

S4.12

EMBED PL.1/2" x 6" x 0'- 9" w/ 2 - 1/2"DIA. x 0'- 6" H.S.A.

IF REQ'D FORWINDOW HEADER

FACE OFBRICK

REF. 11/S4.12 FORTYP. BRICK SHELF

REF. 11/S4.12 FORTYP. BRICK SHELF

L5 x 5 x 3/8CONT. (GALV.)

GRID

1 1/

2"

6"

1 1/

2"

3" REF. PLAN

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STATE OF KENTUCK

Y

PR

OF

E

S S I O N A L E NG

I NE

ER

10

/18

/201

7 6

:03

:48

PM

S4.12

CONCRETE SECTIONS

AND DETAILS (PT)

10-18-2017

20645.000

CD PERMIT PACKAGE

#2

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1/2" = 1'-0"1

TYPICAL BALCONY SECTION

1/2" = 1'-0"2

TYPICAL EMBED @ CORNER

1/2" = 1'-0"3

TYPICAL EMBED @ CONTINUOUS EDGE

1/2" = 1'-0"4

EMBED SUPPORT FOR BALCONYHANDRAIL POST

1/2" = 1'-0"6

TYPICAL PT SLAB OPENING DETAIL

1/2" = 1'-0"7

TYPICAL HAIRPIN BARS AT TENDONSFLARE OUT

1" = 1'-0"5

TYPICAL POST-TENSIONED SLABPENETRATION DETAIL

1 1/2" = 1'-0"8

TYPICAL BATHTUB DEPRESSION IN PTSLAB

1/2" = 1'-0"9

TYPICAL SHOWER DEPRESSION IN PTSLAB

1/2" = 1'-0"11

TYPICAL BRICK SUPPORT DETAIL @FLAT SLAB

3/4" = 1'-0"10

TYPICAL PUNCHED WINDOW HEADERSUPPORT AT FLAT SLAB

1/2" = 1'-0"10A

DETAIL


ts

3/4"

CLR

.3/

4" C

LR.

ts-1

.5"

STUDRAILS - REF.1/S4.21 SCHED. (TYP.)

EQ EQ EQ

EQ

EQ

EQS

o

So

EDGE OF SLAB

SC

HE

D. S

PA

. (S

)

SCHED. SPA. (S)

NOTE:PROVIDE 3/4" TOP AND BOTT.COVER FOR ALL STUDRAILS

0.707 x (COL. DIA.)

NOTE:REF. 10/S4.21 FOR STUDHEIGHT OUTSIDE BALCONYDROP

EQ EQ EQ

EQ

EQ

EQ


So

So

EDGE OF BALCONYDROP - REF. PLAN(EDGE OF SLAB ATSIMILAR CONDITION)

SCHED. SPA. (S)


RE

F.P

LAN

RE

F. P

LAN

REF. PLAN

REF. PLAN

EDGE OF BALCONYDROP - REF. PLAN(EDGE OF SLAB ATSIMILAR CONDITION)

SCHED. SPA. (S)

SC

HE

D. S

PA

. (S

)

So

So

SC

HE

D. S

PA

. (S

)

EQ EQ EQ

EQ

EQ

EQ EQ EQ

EQ

EQ

SCHED. SPA. (S)

SCHED. SPA. (S)

SC

HE

D. S

PA

. (S

)

So

So

So

"STUDRAILS" EA. SIDE. PROVIDE3/4" TOP & BOTT. CONC. COVERFOR ALL STUDRAILS.


NOTE: COLUMNS ALONG GRID H ONLEVELS 3-12 BORDERED BY A VCUOPENING SHALL ALL ALIGN STUDRAILS ONTO ONE SIDE OF THEOPENING, 2" CLR. OF THE SLAB EDGE.DESIGN PER PLAN AND SCHEDULE.

STUDRAILMARK

NO. OF RAILSEA. LONG FACE

OF COLUMN

NO. OF RAILSEA. SHORT FACE

OF COLUMN

DIAMETEROF STUDS

NO. OF STUDSPER RAIL

END SPACING(So)

STUD SPACING(S)

STUDRAIL SCHEDULE

SR-I-3 3 3 1/2" DIA. 5 3 5/8" 5 3/8"

NOTES:1. ALL SLAB/COLUMN JOINTS WITH SLAB ON TWO OR MORE COLUMN FACES SHALL HAVE STUDRAILS. PROVIDE SR-I-1 AT ALL

INTERIOR COLUMNS U.N.O. PROVIDE SR-E-1 AT ALL EXTERIOR COLUMNS U.N.O. PROVIDE SR-C-1 AT ALL CORNER COLUMNS U.N.O.

SR-I-1

STUDRAIL MARK KEY:

STUDRAIL

STUDRAIL MARK

I = INTERIOR, REF. 2/S4.21 & 5/S4.21E = EXTERIOR, REF. 3/S4.21 & 6/S4.21C = CORNER, REF. 4/S4.21 & 7/S4.21

SR-E-4

SR-E-5

3 3 1/2" DIA. 14 3 5/8" 3 5/8"

3 3 1/2" DIA. 9 3 5/8" 5 3/8"

SR-I-2 3 2 1/2" DIA. 5 5 5/8" 5 7/8"

SR-I-1 3 2 1/2" DIA. 3 5 5/8" 8 3/8"

SR-E-1 2 2 1/2" DIA. 5 5 5/8" 5 1/8"

SR-E-2 2 2 1/2" DIA. 3 5 5/8" 8 3/8"

SR-E-3 3 2 1/2" DIA. 10 5 5/8" 7"

SR-E-6

SR-C-1

3 3 1/2" DIA. 4 3 5/8" 5 3/8"

3 3 1/2" DIA. 7 3 5/8" 3 1/2"

SR-C-2 3 2 1/2" DIA. 7 3 5/8" 3 5/8"

SR-C-3 3 3 1/2" DIA. 12 3 5/8" 3 1/4"

SR-I-4 3 3 1/2" DIA. 10 3 5/8" 3 5/8"

SR-E-7 1/2" DIA.2 2 4 5 3/8" 8 3/8"

SR-I-5 3 2 1/2" DIA. 13 5 5/8" 4 3/8"

SCHED. SPA. (S)

EQ

EQ

EQ

EQ EQ

EQ

EQ

EQ

SC

HE

D. S

PA

. (S

)S

o



So SCHED. SPA. (S)So

EDGE OF SLAB

2" M

IN.

SC

HE

D. S

PA

. (S

)

EQ EQ EQ

EQ

EQ

EQ

SCHED. SPA. (S)So



So

2" M

IN.

EDGE OF SLAB

2" MIN.

NOTE:REF. 10/S4.21 FOR STUDHEIGHT OUTSIDE BALCONYDROP

EQ EQ EQ

EQ

EQ

EQ


So

So

SCHED. SPA. (S)


SCHED. SPA. (S)

SC

HE

D. S

PA

. (S

)

So

So

SC

HE

D. S

PA

. (S

)

0.707 x (COL. DIA.)

(MIN.)2" CLR.

(MIN

.)

2" C

LR.

(TY

P.)

1' -

0"

THE FURTHEST SLEEVE (TYP.)EXTEND BARS 12" PAST

(MIN.)4" CLR.

1-#4 TOP & BOTT.EA. SIDE

T.O

. CO

NC

. EL.

RE

F. P

LAN

COLUMNPER PLAN

RE

F. P

LAN

RE

F. P

LAN

CLR

.

3/4"

STUD HEIGHT TO VARYOUTSIDE BALCONY RECESS

CLR

.3/

4"

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STATE OF KENTUCK

Y

PR

OF

E

S S I O N A L E NG

I NE

ER

10

/18

/201

7 6

:03

:55

PM

S4.21

CONCRETE SECTIONS

AND DETAILS

(FLAT-PLATE)

10-18-2017

20645.000

CD PERMIT PACKAGE

#2

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

3/4" = 1'-0"9

TYPICAL STUDRAIL HEIGHT & COVER

3/4" = 1'-0"7

TYPICAL CORNER ROUND COLUMNS

3/4" = 1'-0"6

TYPICAL EXTERIOR ROUND COLUMNS

3/4" = 1'-0"2

TYPICAL INTERIOR COLUMNS

1/2" = 1'-0"1

STUDRAIL SCHEDULE

3/4" = 1'-0"3

TYPICAL EXTERIOR COLUMNS

3/4" = 1'-0"4

TYPICAL CORNER COLUMNS

3/4" = 1'-0"5

TYPICAL INTERIOR ROUND COLUMNS

3/4" = 1'-0"8

TYPICAL REINF. AT SLEEVES THROUGHFLAT-PLATE SLAB

1/2" = 1'-0"10

TYPICAL STUDRAIL AT BALCONYRECESS


B12 BAR - 3 SETS

A8 BAR - 2 SETS

NOTE: FOR #11 VERTICAL BARSINDICATES LENTON COUPLERINDICATES COMPRESSION COUPLER(LENTON COUPLER MAY BE SUBSTITUEDFOR COMPRESSION COUPLER ATCONTRACTOR'S OPTION)

C12 BAR - 3 SETS

E16 BAR - 3 SETS

G20 BAR - 3 SETS

H24 BAR - 3 SETS

J14 BAR - 3 SETS

ALTERNATE 135 DEGREEHOOK ON EACH END (TYP.)

K16 BAR - 4 SETS

L16 BAR - 3 SETS

M18 BAR - 3 SETS

N18 BAR - 3 SETS

P20 BAR - 4 SETS

Q20 BAR - 5 SETS

R22 BAR - 4 SETS

S22 BAR - 4 SETS

T24 BAR - 5 SETS

ALTERNATE 135 DEGREEHOOK ON EACH END (TYP.) U

26 BAR - 4 SETS

V28 BAR - 4 SETS

W28 BAR - 4 SETS

ALTERNATE 135 DEGREEHOOK ON EACH END (TYP.) X

30 BAR - 5 SETS


Y32 BAR - 5 SETS

Z36 BAR - 5 SETS

AF8 BAR - 1 SET

AG8 BAR - 2 SETS

AE16 BAR - 4 SETS


F18 BAR - 3 SETS

D14 BAR - 3 SETS

AD16 BAR - 3 SETS

AC10 BAR - 3 SETS


AA6 BAR - 2 SETS


AH12 BAR - 3 SETS

AB8 BAR - 2 SETS

NORTH

24 x 36

.

.

NORTH FACE

WEST FACE

SOUTH FACE EAST FACE

LETTERED GRIDS

NUMBERED GRIDS

DIMENSION OF PLANEAST & WEST FACES

DIMENSION OF PLANNORTH & SOUTH FACES

6"

2' -

4"3"

3' -

6"

2' - 0" 2' - 0"

STD. ACI HOOK

DOWELS TOMATCH COLUMNVERT. REINF.

SCHED. STIRRUPS @ 6" O.C.2'-0 EA. SIDE OF COLUMN CL.

3

S5.01

SC

HE

D. T

IE

SP

AC

ING

COLUMN

SCHED. COLUMN

3" O

.C.

4 S

PA

. @

1"RE

F. P

LAN

3"

SC

HE

D. T

IE S

PA

CIN

G3"

3"3"

4' -

0" U

.N.O

.

SP

AC

ING

SC

HE

D. T

IE

SP

AC

ING

SC

HE

D. T

IE

SLOPE 1:6 MAX.

SCHED. COLUMN

3" O

.C.

4 S

PA

. @

1"PLA

N

RE

F.

2 1/

2" C

LR.

SP

AC

ING

SC

HE

D. T

IE

SLOPE 1:6 MAX.

COLUMN

SCHED.

SCHED. COLUMN

SC

HE

DU

LED

LA

P

3" O

.C.

4 S

PA

. @

FRA

MIN

G IN

TO C

OLU

MN

1" B

ELO

W S

OFF

IT O

FS

HA

LLO

WE

ST

ME

MB

ER

SC

HE

D.

RE

F. B

EA

M

3"

THR

U J

OIN

T

SC

HE

D. T

IE S

PA

.

RE

F. P

LAN

3

S5.01

SC

HE

D. T

IE

SP

AC

ING

SP

AC

ING

SC

HE

D. T

IE

PROVIDE SAME NUMBER,SIZE AND PATTERN OFDOWELS AS VERTICALREINF. IN COLUMNABOVE.

COLUMN

SCHED.

SCHED. COLUMN

THAN 3"GREATER

THAN 3"GREATER

2 1/

2" C

LR.

SC

HE

DU

LED

LA

PS

CH

ED

ULE

D L

AP

3" O

.C.

4 S

PA

. @

FRA

MIN

G IN

TO C

OLU

MN

1" B

ELO

W S

OFF

IT O

FS

HA

LLO

WE

ST

ME

MB

ER

SC

HE

D.

RE

F. B

EA

M

3"

3

S5.01

SC

HE

D. T

IE

SP

AC

ING

SP

AC

ING

SC

HE

D. T

IE

SLOPE 1:6 MAX.

COLUMN

SCHED.

SCHED. COLUMN

THAN 3"LESS

THAN 3"LESS

SC

HE

DU

LED

LA

P

3" O

.C.

4 S

PA

. @

FRA

MIN

G IN

TO C

OLU

MN

1" B

ELO

W S

OFF

IT O

FS

HA

LLO

WE

ST

ME

MB

ER

SC

HE

D.

RE

F. B

EA

M

3"

3

S5.01

SC

HE

D. T

IE

SP

AC

ING

SP

AC

ING

SC

HE

D. T

IE

3

S5.01

SCHED. COLUMN

SLOPE 1:6 MAX.

SC

HE

D. T

IE S

PA

CIN

G

@ 3

" O.C

.

4 S

PA

.1"

SC

HE

D. B

EA

M3"

SC

HE

D. T

IE

SP

AC

ING

SP

AC

ING

SC

HE

D. T

IE

SC

HE

D. L

AP

@ 3

" O.C

.

4 S

PA

.1"

SC

HE

D. B

EA

M3"

SC

HE

D. L

AP

SC

HE

D. T

IE S

PA

CIN

G

THAN 3"GREATER

4" C

LR.

SCHED. COL.

SLOPE 1:6 MAX.

PROVIDE SAME NUMBERSIZE AND PATTERN ASVERTICAL REINF. INCOLUMN FACE OFTRANSITION ABOVE

3

S5.01

SC

HE

D. T

IE

SP

AC

ING

SP

AC

ING

SC

HE

D. T

IE

SCHED. COLUMN

3" O

.C.

4 S

PA

. @

FRA

MIN

G IN

TO C

OLU

MN

1" B

ELO

W S

OFF

IT O

FS

HA

LLO

WE

ST

ME

MB

ER

SC

HE

D.

RE

F. B

EA

M

3"

5' -

0"1'

- 6"

PROVIDE TIES ONEACH SIDE OFCOUPLER

PROVIDE TIES ONEACH SIDE OFCOUPLER

SC

HE

D. T

IE

SP

AC

ING

SP

AC

ING

SC

HE

D. T

IE

DENOTES VERTICAL REINF.

DENOTES VERTICALREINF. FROM BELOWOR DOWELS

SLOPE 1:6 MAX.

COLUMN

SCHED.

SCHED. COLUMN

SC

HE

DU

LED

LA

P

3" O

.C.

4 S

PA

. @

FRA

MIN

G IN

TO C

OLU

MN

1" B

ELO

W S

OFF

IT O

FS

HA

LLO

WE

ST

ME

MB

ER

SC

HE

D.

RE

F. B

EA

M

3"

THR

U J

OIN

T

SC

HE

D. T

IE S

PA

.

3

S5.01

SC

HE

D. T

IE

SP

AC

ING

SP

AC

ING

SC

HE

D. T

IE

SLOPE 1:6 MAX.

COLUMN

SCHED.

SCHED. COLUMN

SC

HE

DU

LED

LA

P

3" O

.C.

4 S

PA

. @

FRA

MIN

G IN

TO C

OLU

MN

1" B

ELO

W S

OFF

IT O

FS

HA

LLO

WE

ST

ME

MB

ER

SC

HE

D.

RE

F. B

EA

M

3"

THR

U J

OIN

T

SC

HE

D. T

IE S

PA

.

3

S5.01

SC

HE

D. T

IE

SP

AC

ING

SP

AC

ING

SC

HE

D. T

IESC

HE

D.

RE

F. B

EA

MR

EF.

PLA

N

COLUMN SCHEDULE NOTES:

1. REFER TO DETAILS 1/S5.01 AND 2/S5.01 THROUGH 12/S5.01 FOR TYP. BARARRANGEMENT, SPLICE AND TERMINATION DETAILS, CONTRACTOR MAY OMIT SPLICE &CARRY VERTICAL REINF. CONTINUOUS THROUGH TWO FLOORS, BUT TIES MUST STILLBE PROVIDED PER TYPICAL DETAILS. IF BEAMS DO NOT FRAME INTO A COLUMN FROMALL FOUR SIDES THEN TIES MUST BE PROVIDED THROUGH THE BEAM COLUMN JOINT ATTHE SCHEDULED TIE SPACING PER 6/S5.01, 9/S5.01, 10/S5.01. REFER TO 1/S3.01 &2/S3.03 FOR TYPICAL FOOTING CONNECTION DETAILS.

2. COLUMNS ARE CENTERED ON GRIDLINE (U.N.O.).3. BARS SIZE 11 OR GREATER SHALL BE GRADE 75.4. REFERENCE DETAIL 1/S5.02 FOR COLUMN INFORMATION ABOVE LEVEL 5/C7.5. REFER TO 2/S3.03 FOR COLUMN FOUNDATION DETAIL.

42" x 30"39" x 27"20 - #11

#4 @ 4" o.c.01N/S5.01

100006'-6"

COLUMN SIZE (REF. 2/S5.01FOR ORIENTATION)

COLUMN CORE SIZE

COLUMN VERTICALS(quantity. & size)

COLUMN TIES (size & spacing)

COLUMN VERT. & TIE ARRANGEMENT(REF. 1/S5.01 FOR DETAILS)

COLUMN CONCRETESTRENGTH (psi)

COLUMN VERTICAL LAP SPLICE LENGTH WITHCOLUMN ABOVE

NOTE:IF LAP SPLICE VARIES FROM COLUMN ABOVE,LARGER LAP SPLICE LENGTH IS REQUIRED.(TYP. U.N.O.)

TYPICAL COLUMN INFORMATION

SC

HE

D. S

PLI

CE

LE

NG

TH

SCHED. COLUMN

SCHED. COLUMN

1"3"

@ 3

" O.C

.

4 S

PA

.

@ 3

" O.C

.

4 S

PA

.3"

COMPRESSIBLEFILLER (REF.16/S5.01)

CIRCULAR COLUMN w/SQUARE OR ROUNDCAGE PER SHED.

CIRCULAR OR SQUARECOLUMN BELOW

L6 x 6 x 3/8 w/1/2" DIA. x 0'-4 S.A. @12" O.C. (GALV.) FROM PAVING EL.TO 425'-0 (MIN.) AT EA. CORNER.

REINF. PERCOLUMN SCHED.

24x24 BELOW42" DIA. ABOVE

A


B


C

27" DIA. BELOW36" DIA. ABOVE

D


E

COMPRESSIBLEFILLER (TYP.)

P/T ANCHOR PLACED AT EXTERIORFACE OF COLUMN (TYP. U.N.O.)

SCHED. P/T

SC

HE

DU

LED

TIE

SP

AC

ING

SC

HE

DU

LED

TY

PE

TIE

S

3 1/2" CLEAR TO COLUMN TIES WHERESELF-ENCAPSULATED P.T. ANCHORSOCCUR (TYP. U.N.O.)2 1/2" CLEAR TO COLUMN TIES WHERENON SELF-ENCAPSULATED P.T. ANCHORSOCCUR (TYP. U.N.O.)

SC

HE

DU

LED

TIE

SP

AC

ING

SC

HE

DU

LED

TY

PE

TIE

S

SLOPE 1:6 MAX

CL COLUMN

SC

HE

D. L

AP

SP

LIC

E

WIDTH

SCHED. COL

-

SP

A. @

6" O

.C. M

AX

.

4 S

PA

. @ 3

" O.C

. = 1

'-0

1"1"

3"

SC

HE

D. T

IE S

PA

.

3"4

SP

A. @

3" O

.C. =

1'-0

SC

HE

D. B

EA

M D

EP

TH

4 S

PA

. @ 3

" O.C

. = 1

'-01"

3"

SC

HE

D. T

IE S

PA

.3" 1"

4 S

PA

. @ 3

" O.C

. = 1

'-0

SC

HE

D. B

EA

M D

EP

TH

T.O

. CO

NC

.

EL.

PE

R P

LAN

T.O

. CO

NC

.

EL.

PE

R P

LAN

16A

S5.01

1 1/

2" C

LR.

1 1/

2" C

LR.

3 1/2" CLR.3 1/2" CLR.

1 SET 0F #4

1 SET OF #4

1 SET OF #5

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


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yri g

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. A

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eser

ved.

This

dra

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the

prop

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of B

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, Inc

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f thi

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Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STATE OF KENTUCK

Y

PR

OF

E

S S I O N A L E NG

I NE

ER

8/2

9/2

01

7 1

:21

:54

PM

S5.01

TYPICAL COLUMN

DETAILS

6-27-2017

20645.000

CD PERMIT PACKAGE

#1

2.6

.3.2

013

042

1

BDD Job# 17004

2017

6-27-2017

18958

1/2" = 1'-0"1

TYPICAL COLUMN BAR ARRANGEMENTDETAILS

1/2" = 1'-0"2

TYPICAL COLUMN ORIENTATION DETAIL

1/2" = 1'-0"4

TYPICAL TRANSFER COLUMN DETAIL

1/2" = 1'-0"5

TYPICAL COLUMN TERMINATION DETAILABOVE SLAB

1/2" = 1'-0"6

TYPICAL COLUMN TERMINATION DETAIL

1/2" = 1'-0"7

TYPICAL INTERIOR COLUMN SPLICEDETAIL FOR BEAM FRAMING FROMTHREE SIDES OR LESS

1/2" = 1'-0"8

TYPICAL COLUMN CHANGE IN SIZEDETAIL (GREATER THAN 3" EA. SIDE)

1/2" = 1'-0"9

TYPICAL COLUMN CHANGE IN SIZEDETAIL (LESS THAN 3" EA. SIDE)

1/2" = 1'-0"10

TYPICAL EDGE OR CORNER DETAIL ATBEAM

1/2" = 1'-0"12

TYPICAL TRANSITION OF COLUMN SIZEON ONE FACE

1/2" = 1'-0"11

TYPICAL COLUMN MECHANICAL SPLICE

1/2" = 1'-0"3

TYPICAL NORMAL LAP SPLICE

1/2" = 1'-0"13

TYPICAL INTERIOR COLUMN SPLICEDETAIL FOR BEAM FRAMING FROMFOUR SIDES

1/2" = 1'-0"14

TYPICAL INTERIOR COLUMN SPLICEDETAIL FOR BEAM FRAMING FROMFOUR SIDES

1/2" = 1'-0"15

TYP. TRANSITION TO LARGER COLUMNABOVE

1/2" = 1'-0"17

COLUMN CORNER GUARDS

1/2" = 1'-0"18

COMPRESSIBLE FILLER

1/2" = 1'-0"16

TYPICAL RAMP COLUMN SECTION

1/2" = 1'-0"16A

TYPICAL RAMP COLUMN DETAIL



8/30/2017

bryan.hastings

Highlight

Level L Level L

86' - 3" 86' - 3"

Level 1 Level 1

100' - 0" 100' - 0"

Level 1M -Mezzanine

Level 1M -Mezzanine

110' - 6" 110' - 6"

Level 2 - H01 Level 2 - H01

122' - 0" 122' - 0"


131' - 7" 131' - 7"


141' - 2" 141' - 2"


150' - 9" 150' - 9"


160' - 4" 160' - 4"


169' - 11" 169' - 11"


179' - 6" 179' - 6"


189' - 1" 189' - 1"


198' - 8" 198' - 8"


208' - 3" 208' - 3"

LEVEL 12 - H11 LEVEL 12 - H11

217' - 10" 217' - 10"

Level 13 -Mechanical


232' - 6" 232' - 6"

Tower Roof Tower Roof

244' - 4 1/2" 244' - 4 1/2"

Tower Parapet Tower Parapet

246' - 10" 246' - 10"

ColumnLocations

A(-1' - 0")-11(9' -4")

A(-1' -0")-12.5(-1' - 3")

B-3 B-3.8 B-5 B-7 B-8 B(5' - 7 7/8")-8 B-9 B-10 B-11 B(-2' - 6")-12B(-1' -

1")-12.5(-1' - 3")C-3 C-3.8 C-5 C-6.2 C(9' - 3 3/8")-7 C-8 C-9 C(4' - 8")-9 C-10 C.1-11 C.1-12

D(5' - 2")-4(4' - 81/2")

D(5' - 2")-6(-2' - 91/2")

D(5' - 10")-7(1' -10")

D-8 D-9 D-10 D-11 D.1-3 D.1-4(4' - 8 1/2") D.7-12.5

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

16'' x 16''13'' x 13''

8 - #7#4 @4" O.C.01A/S5.01

50004'-0''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

30'' x 18''27'' x 15''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2''

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #10

#3 @12" O.C.01AC/S5.01

50005'-10''

18'' x 30''15'' x 27''10 - #10

#3 @12" O.C.01AC/S5.01

50005'-10''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' DIA.10 1/2'' x 10 1/2''

8 - #7#3 @12" O.C.01AG/S5.01

50004'-2''

18'' DIA.10 1/2'' x 10 1/2''

8 - #7#3 @12" O.C.01AG/S5.01

50004'-2''

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

14'' x 20''11'' x 17''12 - #8

#3 @12" O.C.01B/S5.01

50004'-7''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

16'' x 16''13'' x 13''

8 - #7#4 @4" O.C.01A/S5.01

50004'-0''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' DIA.10 1/2'' x 10 1/2''

8 - #7#3 @12" O.C.01AG/S5.01

50004'-2''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

30'' x 18''27'' x 15''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2''

18'' DIA.10 1/2'' x 10 1/2''

8 - #7#3 @12" O.C.01AG/S5.01

50004'-2''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

14'' x 20''11'' x 17''12 - #8

#3 @12" O.C.01B/S5.01

50004'-7''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

12'' x 12''9'' x 9''8 - #6

#3 @12" O.C.01A/S5.01

50002'-9''

12'' x 12''9'' x 9''8 - #6

#3 @12" O.C.01A/S5.01

50002'-9''

18'' x 30''15'' x 27''10 - #10

#3 @12" O.C.01AC/S5.01

50005'-10''

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

16'' x 16''13'' x 13''

8 - #7#4 @4" O.C.01A/S5.01

50004'-0''

16'' x 16''13'' x 13''

8 - #7#4 @4" O.C.01A/S5.01

50004'-0''

15'' x 24''12'' x 21''

8 - #7#3 @12" O.C.

01A/S5.0150004'-0''

15'' x 24''12'' x 21''

8 - #7#3 @12" O.C.

01A/S5.0150004'-0''

12'' x 12''9'' x 9''8 - #6

#3 @12" O.C.01A/S5.01

50002'-9''

12'' x 12''9'' x 9''8 - #6

#3 @12" O.C.01A/S5.01

50002'-9''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

15'' x 24''12'' x 21''

8 - #7#3 @12" O.C.

01A/S5.0150004'-0''

12'' x 12''9'' x 9''8 - #6

#3 @12" O.C.01A/S5.01

50002'-9''

12'' x 12''9'' x 9''8 - #6

#3 @12" O.C.01A/S5.01

50002'-9''

12'' x 12''9'' x 9''8 - #6

#3 @12" O.C.01A/S5.01

50002'-9''

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

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Suite 1100

Dallas, TX 75204






ARCHITECT

WH

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CIVIL ENGINEER &


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VIL

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ROBERTE. HILL

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S S I O N A L E NG

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ER

3/2

3/2

018

4:5

9:0

3 P

M

S5.11

COLUMN SCHEDULE

6-27-2017

20645.000

CD PERMIT PACKAGE

#1

2.6

.3.2

013

042

1

BDD Job# 17004

2017

6-27-2017

18958

REFERENCE SHEET S5.01 FOR COLUMNSCHEDULE NOTES & COLUMN INFORMATION.

3 3

PREVIOUSLY ISSUED FORINFORMATION ONLY WITHFOUNDATION PERMIT.ISSUED FOR FRAME PERMIT.

4


2 50% CD's 8/30/2017



9 ASI 006 03/26/2018

9 9

LEVEL L LEVEL L

86' - 3" 86' - 3"

Level 1 Level 1

100' - 0" 100' - 0"

LEVEL 1M -MEZZANINE

LEVEL 1M -MEZZANINE

110' - 6" 110' - 6"


122' - 0" 122' - 0"


131' - 7" 131' - 7"


141' - 2" 141' - 2"


150' - 9" 150' - 9"


160' - 4" 160' - 4"


169' - 11" 169' - 11"


179' - 6" 179' - 6"


189' - 1" 189' - 1"


198' - 8" 198' - 8"


208' - 3" 208' - 3"


217' - 10" 217' - 10"



232' - 6" 232' - 6"

Tower Roof Tower Roof

244' - 4 1/2" 244' - 4 1/2"

Tower Parapet Tower Parapet

246' - 10" 246' - 10"

ColumnLocations E-12

e1(3' - 101/8")-2(7' - 1

1/2")

e1(3' - 111/8")-2(2' - 10")

e1(6' - 55/8")-2(2' - 10")

e1(6' - 55/8")-2(7' - 1

1/2")F-2 F-3.4

F(-1' - 7 1/4")-4(6'- 0 1/2")

F(-1' - 23/4")-6(-2' - 9

1/2")F-8 F-9 F-10 F.1-10 F.1-11 F.1-12 F.2-12.5 G-12.5 G-13 G.2-1 G.5-11 G.5-12 H-2 H-4

H(3' - 3 3/4")-4(6'- 2")

H-6 H(3' - 3 3/4")-6 H-8 H(3' - 3 3/4")-8 H-9 H(3' - 3 3/4")-9 H(3' - 3 3/4")-10 H.5-11 H.5-12

18'' x 30''15'' x 27''16 - #10

#3 @12" O.C.01K/S5.01

50005'-10''

18'' x 30''15'' x 27''16 - #9

#3 @12" O.C.01K/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

22" x 22"19" x 19"12 - #7

#3 @12" O.C.01C/S5.01

50004'-0"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''16 - #10

#3 @12" O.C.01K/S5.01

50005'-10''

18'' x 30''15'' x 27''16 - #9

#3 @12" O.C.01K/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''16 - #9

#3 @12" O.C.01K/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #10

#3 @12" O.C.01AC/S5.01

50005'-10''

18'' x 30''15'' x 27''16 - #9

#3 @12" O.C.01K/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

14'' x 20''11'' x 17''12 - #8

#3 @12" O.C.01B/S5.01

50004'-7''

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #8

#3 @12" O.C.01AC/S5.01

50004'-8''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #8

#3 @12" O.C.01AC/S5.01

50004'-8''

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

14'' x 20''11'' x 17''12 - #8

#3 @12" O.C.01B/S5.01

50004'-7''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

18'' x 30''15'' x 27''16 - #9

#3 @12" O.C.01K/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''16 - #9

#3 @12" O.C.01K/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

18'' x 30''15'' x 27''10 - #8

#3 @12" O.C.01AC/S5.01

50004'-8''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #8

#3 @12" O.C.01AC/S5.01

50004'-8''

18'' x 30''15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

22" x 22"19" x 19"12 - #7

#3 @12" O.C.01C/S5.01

50004'-0"

22" x 22"19" x 19"12 - #7

#3 @12" O.C.01C/S5.01

50004'-0"

22" x 22"19" x 19"12 - #7

#3 @12" O.C.01C/S5.01

50004'-0"

22" x 22"19" x 19"12 - #7

#3 @12" O.C.01C/S5.01

50004'-0"

22" x 22"19" x 19"12 - #7

#3 @12" O.C.01C/S5.01

50004'-0"

22" x 22"19" x 19"12 - #7

#3 @12" O.C.01C/S5.01

50004'-0"

22" x 22"19" x 19"12 - #7

#3 @12" O.C.01C/S5.01

50004'-0"

22" x 22"19" x 19"12 - #7

#3 @12" O.C.01C/S5.01

50004'-0"

22" x 22"19" x 19"12 - #7

#3 @12" O.C.01C/S5.01

50004'-0"

22" x 22"19" x 19"12 - #7

#3 @12" O.C.01C/S5.01

50004'-0"

22" x 22"19" x 19"12 - #7

#3 @12" O.C.01C/S5.01

50004'-0"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

14'' x 20''11'' x 17''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-0''

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

22" x 22"19" x 19"12 - #7

#3 @12" O.C.01C/S5.01

50004'-0"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 30''15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

18'' x 18''15'' x 15''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2"

15'' x 15''12'' x 12''

8 - #7#3 @12" O.C.

01A/S5.0150004'-2''

15'' x 24''12'' x 21''

8 - #7#3 @12" O.C.

01A/S5.0150004'-0''

12'' x 12''9'' x 9''8 - #6

#3 @12" O.C.01A/S5.01

50002'-9''

12'' x 12''9'' x 9''8 - #6

#3 @12" O.C.01A/S5.01

50002'-9''

12'' x 12''9'' x 9''8 - #6

#3 @12" O.C.01A/S5.01

50002'-9''

12'' x 12''9'' x 9''8 - #6

#3 @12" O.C.01A/S5.01

50002'-9''

12'' x 12''9'' x 9''8 - #6

#3 @12" O.C.01A/S5.01

50002'-9''

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

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te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STATE OF KENTUCK

Y

PR

OF

E

S S I O N A L E NG

I NE

ER

10

/26

/201

7 5

:47

:12

PM

S5.12

COLUMN SCHEDULE

10-30-2017

20645.000

CD PERMIT PACKAGE

#3

2.6

.3.2

013

042

1

BDD Job# 17004

2017

6-27-2017

18958

REFERENCE SHEET S5.01 FOR COLUMNSCHEDULE NOTES & COLUMN INFORMATION.


4

5


2 50% CD's 8/30/2017



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Level 1100' - 0"

LEVEL 2 - H01122' - 0"

LEVEL 3 - H02131' - 7"

Level 5 - H04150' - 9"

LEVEL L86' - 3"

Level 4 - H03141' - 2"

7

Level 3M -MechanicalMezzanine

136' - 0"

W.P.

15'' x 27''10 - #9

#3 @12" O.C.01AC/S5.01

50005'-2''

15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

15'' x 27''10 - #7

#3 @12" O.C.01AC/S5.01

50004'-2"

6.2

LEVEL 1M -MEZZANINE

110' - 6"

7' - 6"

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STATE OF KENTUCK

Y

PR

OF

E

S S I O N A L E NG

I NE

ER

10

/19

/20

17

10

:39

:41

AM

S5.21

COLUMN ELEVATIONS

6-27-2017

20645.000

CD PERMIT PACKAGE

#1

2.6

.3.2

013

042

1

BDD Job# 17004

2017

6-27-2017

18958

1/8" = 1'-0"1

COLUMN ELEVATION



8/30/2017



4

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Q

Y

W

X

U

T

S

R

P

M

L

N3

N2

K

N1

J

H2

G

H1

F

E

B

D

C

A

2" CLR.

2" CLR.2" CLR.

6"

L/3 or L1/3

GREATER

L/3 or L1/3

GREATER

DISCONTINUOUSEND OF SPAN(U.N.O.)

L/7

CONTINUOUSEND OF SPAN

6"

L/3 or L2/3

GREATER

2" CLR.

L/3 or L2/3

LEAST OF

L/3 or L1/3

LEAST OF

L/6 or L2/6 (2'-0 MIN.)

GREATER

L/6 or L1/6 (2'-0 MIN.)

GREATER

6"6"

L/7L/7

L/4 or L1/4

GREATER

L/4 or L1/4

GREATER

L/4

HOOK ASNOTED


L/3 or L1/3

GREATER

L/3 or L1/3

GREATER

L/6 or L1/6 (2'-0 MIN.)

GREATERL/6 or L1/6 (2'-0 MIN.)

GREATER


CL SPAN L

HOOK AS NOTED

(U.N.O.)

15 DIA.

(U.N.O.)

15 DIA.

(U.N.O.)

15 DIA.

HOOK ASNOTED

(U.N.O.)2" CLR.

L/3 or L1/3

GREATER


(U.N.O.)2" CLR.

2" CLR.

6"

(U.N.O.)

15 DIA.

(U.N.0.)

15 DIA.

L/10

SUPPORT

L (FACE TO FACE OF SUPPORT)

SUPPORT

L1L2

SPAN L1

SPAN L2

T1 T2

D1

S1 S2

D2

S3

T3

S4

D3

135° HOOK 135° HOOK

W/3

W

135° HOOKW/3

W

135° HOOK

D4

1'-8

MIN

.

135° HOOK 135° HOOK

T4

1'-8

MIN

.

SCHEDULED WIDTH

PLA

N

RE

F.

SC

HE

DU

LED

DE

PTH

TOP, BOTT, & SIDES1 1/2" CLR TO TIE.

SCHEDULEDSTIRRUPS

2 7/

8" C

LR. F

OR

#11

BA

RS

2" C

LEA

R T

YP

ICA

L2

1/2"

CLR

. FO

R #

9 &

#10

BA

RS

2 7/

8" C

LR. F

OR

#11

BA

RS

2" C

LEA

R T

YP

ICA

L2

1/2"

CLR

. FO

R #

9 &

#10

BA

RS

SCHEDULED TOP REINFORCING

1 1/2" MIN.

RE

BA

R &

P.T

. (TY

P.)

1" C

LEA

R B

ETW

EE

N SECOND LAYER OF SCHEDULEDTOP REINFORCING IF REQUIREDPER BEAM NOTES. BARS SHALLBE PLACED DIRECTLY BELOWBARS OF TOP LAYER.

SCHEDULED MID BARSSPACE EQUALLY

NOTE:P.T. TENDON SHALL OCCUR ABOVEOR BELOW REBAR, WITH A MINIMUMOF 1 1/2" CLEAR EACH SIDE OFTENDON GROUP.

SCHEDULED BOTT. REINFORCING

SECOND LAYER OF SCHEDULEDBOTTOM REINFORCING IF REQUIREDPER BEAM NOTES. BARS SHALL BEPLACED DIRECTLY ABOVE BARS INLOWEST LAYER.

T.O

. CO

NC

. EL.

RE

F. P

LAN

FRAMING NOTES MARK 'B', 'J', AND 'G':1. TYPE 'S' AND/OR TYPE 'N' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.2. TYPE 'M' AND/OR TYPE 'P' AND/OR TYPE 'W' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.3. TYPE 'M' AND/OR TYPE 'P' AND/OR TYPE 'W' BARS OCCUR AT PLAN SOUTH/WEST END OF SPAN.4. TYPE 'R' AND/OR TYPE 'D' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.5. TYPE 'R' AND/OR TYPE 'D' BARS OCCUR AT PLAN SOUTH/WEST END OF SPAN.6. TYPE 'E' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.7. TYPE 'E' BARS OCCUR AT PLAN SOUTH/WEST END OF SPAN.8. PLACE TYPE 'A' BARS IN WIDENED/DISCONTINUOUS PORTION OF SPAN.9. PLACE TYPE 'Q' BARS IN WIDENED/DISCONTINUOUS PORTION OF SPAN.10. SPACE SCHEDULED MID BARS EVENLY OVER EACH FACE.11. 'X' DISTANCE IS LOCATED AT MID SPAN (L/2).12. EXTEND REINFORCEMENT INTO ADJACENT SPAN AND HOOK 2" CLEAR OF END OF SPAN.13. EXTEND POST TENSIONING INTO ADJACENT SPAN AND ANCHOR AT C.G.

TYP INTERIOR SUPPORT

TYPE 1 - TYPICAL PARABOLIC DRAPE

TYPE 2 - CANTILEVER

SPAN LENGTH

FIN. FLOOR

FIN. FLOOR

L/12

REVERSAL

L/12

REVERSAL

"X"

"B"

"C"

"A"

SC

HE

D.

L/12

REVERSAL

SC

HE

D.

"X"INTERIOR SUPPORT

"C" "A

"

SC

HE

D.

END OF CANTILEVER6".

HE

IGH

T

SC

HE

D. P

RO

FILE

"C"

U.N.O.

6'-0 MIN.

LARGER SCHED. P.T. FORCEOF TWO ADJACENT SPANS

SMALLER SCHED. P.T. FORCE OF TWO ADJACENT SPANS

DIFFERENCE IN SCHED. P.T. FORCE OF TWO ADJACENT SPANS

OF WEST ORNORTH SUPPORT

OF EAST OR SOUTHSUPPORT

TYPE 3 - HAUNCHED BEAM PARABOLIC DRAPE

FIN. FLOORL/12

REVERSAL

L/12

REVERSAL

"X"

"B"

"C"

"A"

SC

HE

D.

TYPE 4 - TYPICAL HARPED PROFILE

FIN. FLOOR

"C"

"A"

SC

HE

D.

"X"

"B"

BEAM/JOIST REINFORCINGSPLICE SCHEDULE

BAR SPLICE LENGTH (IN.)

3

4

5

6

7

8

9

10

11

17

22

28

33

48

55

62

70

78

SLAB REINFORCINGSLABMARK

POST-TENSIONING

THICKNESS(IN.)

BOTTOMSIZE - TYPE - SPACING

NOTES TYPEP'eff(k/ft.)

A(IN.)

B(IN.)

C(IN.)

X(FT.-IN.)

NOTES

SLAB SCHEDULE FOR ONE-WAY SLAB

S1 8" #4 TYPE '_' @ 12" O.C. 428 17 --- 26 3/4 ------ --- ---

TOPSIZE - TYPE - SPACING

#4 TYPE '_' @ 12" O.C.

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STATE OF KENTUCK

Y

PR

OF

E

S S I O N A L E NG

I NE

ER

10

/18

/201

7 6

:04

:02

PM

S6.01

TYPICAL BEAM, JOIST

AND GIRDER DETAILS

10-18-2017

20645.000

CD PERMIT PACKAGE

#2

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1/2" = 1'-0"1

TYPICAL BAR TYPES

1/2" = 1'-0"2

TYPICAL STIRRUP TYPES

1/2" = 1'-0"3

TYPICAL BEAM REINFORCEMENTPLACEMENT

1/2" = 1'-0"4

TYPICAL POST-TENSIONED CABLEPROFILES

1/2" = 1'-0"5

BEAM/JOIST REINFORCING SPLICESCHEDULE

1/2" = 1'-0"6

SLAB SCHEDULE FOR ONE-WAY SLAB


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BEAM REINFORCINGBEAM POST-TENSIONING

MARKWIDTH

(IN.)BOTTOM

N-S-TDEPTH

(IN.)TOP

N-S-T SPA. EA. ENDS-T

MIDBARN-S-T

(EA. FACE)

STIRRUPSNOTES TYPE

P'eff(KIPS)

A(IN.)

B(IN.)

C(IN.)

X(FT.-IN.) NOTES

BEAM SCHEDULE MARK "B"

B1 1@2,R@924 26/30 3-6-W 3-6-P #4-S2 322 17 --- 18-1/2 ---1,3 12-6-P ---

B26 1@2,10@9,R@1814/15 20/28 2-9-W 2-6-T #3-S2 214 12-3/4 3-1/2 19-1/4 ---1,3,14,16 1--- 22

2-5-N3

2-8-N2

B27 1@2,R@915 46 / 28 2-6-A 2-7-A #4-S2 214 19-1/4 19-1/4 19-1/4 ------ 1--- 22

B28 1@2,10@9,R@1831/25 28 3-6-W 3-6-T #4-S2 429 18-1/2 19-1/2 24-1/2 ---1,3 1--- 22

3-6-N3 3-7-N2

B29 1@2,R@915 / 24 46 / 28 3-6-A 4-9-A #3-S2 429/268 42-1/2 --- ------ 1--- 22

B30 1@2,5@9,R@1830 28 3-6-W 3-6-P #3-S2 429 18-1/2 19-1/2 24-1/2 ---1,3 1--- 22

3-6-N3 3-6-S

B31 1@2,10@9,R@1826/21 28 3-6-J 2-9-N2 #4-S2 429 24-1/2 16-1/2 24-1/2 ---1 1--- 22

3-6-N3

B32 1@2,R@924 46 / 28 3-6-A 4-9-A #3-S2 429/268 42-1/2 --- 30 / 19 ---1,4,17 1--- 22

3-6-R

27 / 18-1/4

B33 1@2,7@9,R@1831 46 3-6-W 3-6-P #3-S2 429 28-1/2 33-1/2 42-1/2 ---1,3 1--- 22

3-6-N3 3-6-S

B34 1@2,10@9,R@1824 28 3-6-J 2-10-N2 #4-S2 429 24-1/2 --- 24-1/2 ---1 1--- 22

3-6-N3

B35 1@2,R@924 46 / 28 3-6-W 4-9-A #3-S2 429/268 42-1/2 --- 30 / 18-3/4 ---1,4,17 1--- 22

3-6-R

B36 1@2,18@9,R@1855/60 46/28 6-9-W 4-6-P #4-D2 804 26-3/4 4-1/2 42-1/2 ---1,3,14,28 1--- 22

4-11-K

4-6-N3

4-6-Q (2)

4-8-S

4-10-N2

B37 1@2,R@954 46/28 4-6-W 4-6-P #3-D2 536/482 42-1/2 --- 27 / 16-1/2 ---2,14 1--- 22

4-6-Q

B38 1@2,18@9,R@1848 46/28 4-7-W 4-6-P #4-D2 804 25-1/2 14 24-1/2 ---1,3 1--- 22

4-9-S

4-11-N2

1-8-K

B39 1@2,R@948 46/28 4-6-D 4-8-P #3-D2 804 24-1/2 --- 16 ---1,3 1--- 22

B43 1@2,5@9,R@1830 46/54 3-7-W 3-6-P #4-S2 804 31 24-1/2 50-1/2 ---1,3 12-6-P 22

3-6-S2-11-K 2-6-S

B44 1@2,5@9,R@1830 54 3-7-D 3-6-S #3-S2 804 50-1/2 48-1/2 50-1/2 ---1,4 12-6-S 22

2-10-N1

B45 1@2,5@9,R@1830 46 3-6-J 4-11-P #4-S2 804 42-1/2 --- 24-1/2 ---1,2 12-6-P 22

3-5-N1 1-9-N2

B46 1@2,18@9,R@1824 28 3-6-J 3-8-P #4-S2 536 24-1/2 7 19-1/2 ---1,3 1--- 22

3-7-K 1-10-N2

3-5-N1

B47 1@2,R@924 28 3-6-W 3-6-R #3-S2 536 19-1/2 --- 18-3/4 ---2,4 1--- 22

B40

B41

B42

B48 1@2,18@9,R@1850-1/2/57 28 4-9-W 4-6-P #4-S2 858 15-3/4 3-1/2 16 ---1,3,13 1 22

4-10-K 4-6-S

3-5-N3

B49 1@2,R@950-1/2 28 4-6-W 4-6-P #3-S2 858 16 --- 15-3/4 ---2 12-6-P 22

1-6-Q

2-6-P

2-6-S

1@2,10@9,R@1848 54 6-6-W 6-6-P #4-S2 1474 50-1/2 36 50-1/2 ---1,3 16-6-P 22

6-11-N24-8-K

B50 1@2,R@948 54 6-6-D 6-11-R #4-S2 1474 50-1/2 --- 33 ---4 14-6-R 22

6-10-K

1@2,10@9,R@1830 46/54 4-10-W 4-6-P #4-S2 804 31 3-1/2 50-1/2 7'-10"1,3,28 14-6-P 28

4-7-N22-8-M

4-11-K

2-5-N3

4-6-W 4-9-R30 46 1@2,6@9,R@18#4-S2 670 42-1/2 --- 42-1/2 ---2,4 14-6-R 22

2-5-N3 3-6-S

3-7-N2

B2 1@2,9@9,R@1824 26/30 3-7-A 3-7-A #3-S2 --- --- --- --- ---14 12-6-A ---

B3 1@2,7@9,R@1824 26/30 3-6-W 3-6-P #4-S2 322 22-1/2 19-1/2 19-1/4 ---2,3,14 12-6-P 22

1-10-K 3-6-Q

3-6-M

2-6-S

B4 1@2,R@930 26 3-6-W 3-6-P #3-S2 482 18 --- 22-1/2 ---1,3 1 ---

2-5-N3 3-7-S

2-10-N2

B5 1@2,9@9,R@1830/38-1/2 30 #4-D2 1,3

B6 1@2,7@9,R@1855/30 30 3-9-W 3-6-P #4-S2 616 26-1/2 24-1/2 26-1/2 ---2,13 1 22

3-7-K 3-9-Q

2-6-Q

3-7-M

B7 1@2,R@930 32 3-6-W 3-6-P #4-S2 616 22-3/4 --- 26-1/2 ---1,3,16 1 ---

2-5-N3 3-7-S

2-6-T

B8 1@2,9@9,R@1830 32/30 3-9-J 3-7-S #3-S2 616 26-1/2 21-1/2 26-1/2 ---1 1 22

2-10-K

2-5-N3

B9 1@2,7@9,R@1830 30 3-9-W 3-6-P #3-S2 616 26-1/2 21-1/2 20-3/4 ---2 1 22

2-10-K

B10 1@2,R@930 32 3-6-W 3-6-P #4-S2 616 23-1/2 --- 28-1/2 ---1,3,16 1 ---

2-5-N3 3-9-S

3-8-T

B11 1@2,9@9,R@1830 32/30 3-10-W

3-10-S

#4-D2 1,3

3-11-K

2-5-N3

B12 1@2,7@9,R@1861/30 30 3-9-W 3-6-P #3-D2 2

3-11-N2

3-11-N2

BEAM REINFORCINGBEAM POST-TENSIONING

MARKWIDTH

(IN.)BOTTOM

N-S-TDEPTH

(IN.)TOP


MIDBARN-S-T

(EA. FACE)

STIRRUPSNOTES TYPE

P'eff(KIPS)

A(IN.)

B(IN.)

C(IN.)

X(FT.-IN.) NOTES

BEAM SCHEDULE MARK "B"BEAM REINFORCINGBEAM POST-TENSIONING

MARKWIDTH

(IN.)BOTTOM

N-S-TDEPTH

(IN.)TOP


MIDBARN-S-T

(EA. FACE)

STIRRUPSNOTES TYPE

P'eff(KIPS)

A(IN.)

B(IN.)

C(IN.)

X(FT.-IN.) NOTES

BEAM SCHEDULE MARK "B"

B23 1@2,R@930 32 3-6-W 3-6-P #4-S2 616 22-3/4 --- 26-1/2 ---1,3,16 1 ---

2-5-N3 3-6-S

B24 1@2,9@9,R@1830 32/30 3-7-W 3-6-P #3-S2 616 26-1/2 21-1/2 26-1/2 ---1 1 22

3-7-K

B25 1@2,10@9,R@1848 24 4-9-A 4-8-A #3-D2 --- --- --- --- ---25 --- ---

3-11-K

B13 1@2,8@9,R@1830 32 3-9-W 3-6-P #3-S2 697 22-3/4 23-1/2 28-1/2 ---1,3 1 22

2-5-N3

3-9-S

B14 1@2,10@9,R@1836 32/30 3-6-W 3-8-P #3-S2 1,3

1-10-K

2-5-N3

B15 1@2,R@936 26 3-6-W 3-10-P #3-S2 2

3-11-N2

4-10-S

3-10-K

B16

B17

B18

B19

B20

B21

B22

1@2,R@918 30 3-7-A 3-6-A #3-S2 --- --- --- --- ------ --- ---

1@2,R@930 32/30 3-6-W 3-6-P #3-S2 --- --- --- --- ---1,3 --- ---

2-5-N3 3-9-S

1@2,10@9,R@1836 30 4-8-J #3-S2 --- --- --- --- ---1,3 --- ---

1@2,R@936 30/26 3-6-W #3-S2 2

4-9-S

2-5-N3 2-5-N2

3-9-P

1@2,R@918 32 3-7-A 3-6-A #3-S2 --- --- --- --- ------ --- ---2-6-A

2-6-A

1@2,10@9,R@1836 30 3-6-W 3-8-P #3-S2 --- --- --- --- ---1,3 --- ---

2-5-N3

1@2,R@936 30 3-6-W 3-10-P #3-S2 --- --- --- --- ---2 --- ---

2-9-N2

4-10-S

B51 1@2,R@930 18 3-7-A 3-7-A #3-S2 --- --- --- --- ---10 ---2-6-A ---

B52 1@2,R@918 24 3-6-A 3-6-A #3-S2 --- --- --- --- ---10 ---2-6-A ---

B53 1@2,9@9,R@1818 46 3-9-W 3-9-P #3-S2 --- --- --- --- ---1,3,10 ---4-6-P ---

3-5-N3 3-9-S 4-6-S

B54 1@2,9@9,R@1818 46 3-9-J 3-9-S #3-S2 --- --- --- --- ---3,10 ---4-6-S ---

3-5-N3

B55 1@2,9@9,R@1818 46 3-9-W 3-9-P #3-S2 --- --- --- --- ---2,10 ---4-6-P ---

B56 1@2,9@9,R@1824 20 1-8-T 1-8-T #3-S2 375 13-3/4 3-1/2 13-3/4 ---5 1 22

2-8-D 2-8-R

B57 1@2,9@9,R@1830 20 3-8-A 3-8-A #3-S2 670 13-1/2 3-1/2 13-1/2 ---3 1 22

1-11-K 3-9-M

2-6-Q

B60 1@2,9@9,R@1824 24 2-6-A 2-6-A #3-S2 161 14 11 14 ---25 1 22

1-7-K 2-9-M

B58 1@2,9@9,R@1882 24 6-8-A 6-6-A #3-T2 429 12-3/4 11 12-3/4 ------ 1 22

B59 1@2,9@9,R@1856 24 4-8-A 4-6-A #3-T2 295 13 11 13 ------ 1 22

B61 1@2,R@918 20 2-6-W 2-6-P #3-S2 375 13-3/4 --- 13-1/2 ---2 1 22

1-9-K 1-11-N2

B66 1@2,9@9,R@1824 20 3-8-J #3-S2 375 13-1/2 10 13-1/2 ---5 1 22

B65 1@2,R@924 20 2-8-D 2-6-P #3-S2 375 13 --- 13-1/2 ---2 1 22

2-8-X

B62 1@2,5@9,R@1824 20 2-6-W 2-6-P #3-S2 402 13-3/4 15 16-1/2 ---1,3 1 22

2-5-N3 2-6-S

B63 1@2,7@9,R@1824 20 2-6-J 2-6-S #3-S2 402 16-1/2 12-1/2 13-1/2 ---1 1 22

2-5-N3 2-6-N2

B64 1@2,R@924 20 2-6-W 2-6-P #3-S2 402 13-1/2 --- 13-1/2 ---2 1 22

B67 1@2,5@9,R@1818 16 2-6-W #3-S2 107 15 10-1/2 12-1/2 ---1,3,10 1 222-6-P

2-5-N3 2-6-S

2-8-N2

B68 1@2,5@9,R@1818 16 2-6-W #3-S2 107 12-1/2 7-1/2 15 ---2 1 222-6-P

1-9-K

2-5-A

B69 1@2,5@9,R@1821-3/4 16 2-6-A #3-S2 --- --- --- --- ---10 --- ---2-6-A

B70 1@2,10@9,R@1869/45 16 2-6-Q #3-S2 268/429 9-3/4 / 15 3-1/2 15 ---10,13 1 22

4-7-A4-9-A

2-6-Q

2-5-A

2-5-A

B71 1@2,5@9,R@1818 16 2-6-A #3-S2 --- --- --- --- ---10 --- ---2-6-A 2-5-A

B72 1@2,10@9,R@1825/18 16 1-6-Q #3-S2 107 15 3-1/2 15 ---10,13 1 22

2-6-A2-6-A

1-6-Q 2-5-A

B73 1@2,10@9,R@1818 24 3-6-A #3-S2 --- --- --- --- ---10 --- ---3-6-A 2-6-A

8-9-M

1-10-K

--- --- --- --- ------ ---

2-9-N2

--- --- --- --- ------ ---

--- --- --- --- ------ ---

--- --- --- --- ------ ---

--- --- --- --- ------ ---

6-11-P

3-10-W

3-10-S3-11-K

2-5-N3 3-11-N2

6-11-P --- --- --- --- ------ ---

B74 1@2,R@916 20 3-6-A #3-S2 --- --- --- --- ---10 --- ---3-6-A 2-6-A5

B75 1@2,10@9,R@936 28 3-6-A #3-S2 --- --- --- --- ---10 --- ---3-6-A 2-5-A

B76 1@2,R@918/32 16 #3-S2 --- --- --- --- ---10,13 --- ---2-6-T 1-5-A2-6-T

1-6-Q 1-6-Q

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

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Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STA

TE OF KENTUCKY

PR

OF

E

S S I O N A L E NG

I NE

ER

3/2

3/2

018

4:5

9:1

2 P

M

S6.11

BEAM SCHEDULES

10-30-2017

20645.000

CD PERMIT PACKAGE

#3

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1. TYPE 'S' AND/OR TYPE 'N' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.2. TYPE 'M' AND/OR TYPE 'P' AND/OR TYPE 'W' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.3. TYPE 'M' AND/OR TYPE 'P' AND/OR TYPE 'W' BARS OCCUR AT PLAN SOUTH/WEST END OF SPAN.4. TYPE 'R' AND/OR TYPE 'D' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.5. TYPE 'R' AND/OR TYPE 'D' BARS OCCUR AT PLAN SOUTH/WEST END OF SPAN.6. TYPE 'E' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.7. TYPE 'E' BARS OCCUR AT PLAN SOUTH/WEST END OF SPAN.8. PLACE SCHED TOP BARS IN TWO LAYERS.9. PLACE SCHED BOTTOM BARS IN TWO LAYERS.10. SPACE SCHEDULED MID BARS EVENLY OVER EACH FACE.11. SCHED. P.T. FORCE IS IN ADDITION TO TYPICAL SLAB P.T. FORCE PER PLANS.12. PLACE TYPE 'S2' AND/OR 'D2' BARS IN PORTION OF SPAN ALONG OPENING.13. PLACE TYPE 'Q' BARS IN WIDENED/DISCONTINUOUS PORTION OF SPAN.14. PLACE TYPE 'Q' BARS IN DEEPENED/DISCONTINUOUS PORTION OF SPAN.15. TYPE 'L' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.16. HOOK TYPE 'T' BARS AND/OR TYPE 'L' BARS AT STEP IN BEAM.17. EXTEND TYPE 'S' AND/OR TYPE 'R' AND/OR TYPE 'P' BARS TO STEP IN BEAM.18. EXTEND TYPE 'L' BARS TO 15 DIA. PAST MIDSPAN AT PLAN NORTH/EAST END OF BARS.19. ADD'L Peff TO BE ANCHORED AT NORTH/EAST END CGC AND STRESSED THROUGH SOUTH/WEST END.20. EXTEND BARS INTO SOUTH/WEST ADJACENT SPAN AND HOOK AT ENDS.21. EXTEND BARS INTO NORTH/EAST ADJACENT SPAN AND HOOK AT ENDS.22. 'X' DISTANCE IS LOCATED AT MIDSPAN (L/2)23. PLACE TYPE 'A' BARS IN WIDENED/DISCONTINUOUS PORTION OF SPAN.24. HOOK TYPE 'R' AND/OR TYPE 'D' AND/OR TYPE 'W' BARS AT WIDENED/DISCONTINUOUS PORTION OF BEAM.25. PLACE HALF OF TOP TYPE 'M' BARS AT EACH END OF SPAN.26. PLACE HALF OF TYPE 'R' BARS AT WIDENED PORTION OF BEAM BEFORE SLAB OPENING BEGINS.27. EXTEND P.T. INTO NORTH/EAST ADJACENT SPAN AT ZERO DRAPE.28. P.T. TO BE 'HARPED' INSTEAD OF PARABOLIC DUE TO LARGE CONCENTRATED LOADS.

5

5

5



9 ASI 006 03/26/2018

9

9

JOIST REINFORCINGJOIST

JOIST SCHEDULE MARK "J"

J1 1@2,6@9,R@1819 28 2-8-W 2-6-P #3-S1 161 19 --- 24-1/2 ---1,3 1

POST-TENSIONING

MARKWIDTH

(IN.)BOTTOM

N-S-TDEPTH

(IN.)TOP


MIDBARN-S-T

(EA. FACE)

STIRRUPSNOTES TYPE

P'eff(KIPS)

A(IN.)

B(IN.)

C(IN.)

X(FT.-IN.)

NOTES

22

2-5-N3 2-8-S

1-10-N2

J2 1@2,9@9,R@1819 28 2-8-J #3-S1 161 24-1/2 22-1/2 24-1/2 ---1 1 22

2-5-N3

2-8-S

1-10-N2

J3 1@2,R@919 28 2-6-W #3-S1 161 24-1/2 --- 19 ---2 1 222-6-P

J4 1@2,R@919/25 28 2-6-W #3-S1 161 24-1/2 --- 19 ---2 1 222-6-P

J5 1@2,6@9,R@1819 46/28 2-8-W

2-6-P

#3-S1 161 29-3/4 22 24-1/2 ---1,3,14 1 22

2-5-N3

2-8-S

1-10-N2

J6 1@2,6@9,R@1820 46/28 2-8-W

2-6-P

#3-S1 161 29-3/4 22 24-1/2 ---1,3,14 1 22

2-5-N3

2-8-S

1-10-N2

J7 1@2,9@9,R@1820 28 2-8-J #3-S1 161 24-1/2 22-1/2 24-1/2 ---1 1 22

2-5-N3

2-8-S

1-10-N2

J8 1@2,R@920 28 2-6-W #3-S1 161 24-1/2 --- 19 ---2 1 222-6-P

2-6-Q

2-6-Q

J9 1@2,6@9,R@1816 46/28 2-8-A

2-6-A

#3-S1 161 31-3/4 20 24-1/2 ---1,14 1 22

2-5-N2

2-6-Q

J10 1@2,9@9,R@1816 28 2-8-A #3-S1 161 6-1/2 --- 24-1/2 ---3,16 1 222-7-T

2-9-M

J11 1@2,R@916 46/28 2-8-A #3-S1 161 42-1/2 24 19-3/4 ---4 1 222-6-D

J12 1@2,6@9,R@1819 46/28 2-8-A

2-6-A

#3-S1 161 31-3/4 20 24-1/2 ---1,14 1 222-6-Q

J13 1@2,9@9,R@1814 28 2-8-W #4-S1 161 20-1/4 17 20-1/4 ---1,3,16 1 222-7-T

2-9-N2

J14 1@2,R@914 46/28 2-8-A #3-S1 161 42-1/2 24 18-1/2 ---4 1 222-6-D

2-5-N3

J16 1@2,9@9,R@1820/30 28 2-8-J #4-S1 161 24-1/2 22 24-1/2 ---3,13,16 1 222-7-T

2-9-N22-5-N3

1-6-Q1-6-Q

J15 1@2,9@9,R@1817 28 2-8-J #4-S1 161 19-1/2 22 24-1/2 ---1,3 1 222-6-P

2-6-S2-5-N3

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

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-841

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ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STATE OF KENTUCK

Y

PR

OF

E

S S I O N A L E NG

I NE

ER

10

/26

/201

7 5

:47

:16

PM

S6.21

JOIST SCHEDULES

10-30-2017

20645.000

CD PERMIT PACKAGE

#3

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1. TYPE 'S' AND/OR TYPE 'N' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.2. TYPE 'M' AND/OR TYPE 'P' AND/OR TYPE 'W' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.3. TYPE 'M' AND/OR TYPE 'P' AND/OR TYPE 'W' BARS OCCUR AT PLAN SOUTH/WEST END OF SPAN.4. TYPE 'R' AND/OR TYPE 'D' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.5. TYPE 'R' AND/OR TYPE 'D' BARS OCCUR AT PLAN SOUTH/WEST END OF SPAN.6. TYPE 'E' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.7. TYPE 'E' BARS OCCUR AT PLAN SOUTH/WEST END OF SPAN.8. PLACE SCHED TOP BARS IN TWO LAYERS.9. PLACE SCHED BOTTOM BARS IN TWO LAYERS.10. SPACE SCHEDULED MID BARS EVENLY OVER EACH FACE.11. SCHED. P.T. FORCE IS IN ADDITION TO TYPICAL SLAB P.T. FORCE PER PLANS.12. PLACE TYPE 'S2' AND/OR 'D2' BARS IN PORTION OF SPAN ALONG OPENING.13. PLACE TYPE 'Q' BARS IN WIDENED/DISCONTINUOUS PORTION OF SPAN.14. PLACE TYPE 'Q' BARS IN DEEPENED/DISCONTINUOUS PORTION OF SPAN.15. TYPE 'L' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.16. HOOK TYPE 'T' BARS AND/OR TYPE 'L' BARS AT STEP IN BEAM.17. EXTEND TYPE 'S' AND/OR TYPE 'R' AND/OR TYPE 'P' BARS TO STEP IN BEAM.18. EXTEND TYPE 'L' BARS TO 15 DIA. PAST MIDSPAN AT PLAN NORTH/EAST END OF BARS.19. ADD'L Peff TO BE ANCHORED AT NORTH/EAST END CGC AND STRESSED THROUGH SOUTH/WEST END.20. EXTEND BARS INTO SOUTH/WEST ADJACENT SPAN AND HOOK AT ENDS.21. EXTEND BARS INTO NORTH/EAST ADJACENT SPAN AND HOOK AT ENDS.22. 'X' DISTANCE IS LOCATED AT MIDSPAN (L/2)23. PLACE TYPE 'A' BARS IN WIDENED/DISCONTINUOUS PORTION OF SPAN.24. HOOK TYPE 'R' AND/OR TYPE 'D' AND/OR TYPE 'W' BARS AT WIDENED/DISCONTINUOUS PORTION OF BEAM.25. PLACE HALF OF TOP TYPE 'M' BARS AT EACH END OF SPAN.26. PLACE HALF OF TYPE 'R' BARS AT WIDENED PORTION OF BEAM BEFORE SLAB OPENING BEGINS.ENTEND P.T. INTO NORTH/EAST ADJACENT SPAN AT ZERO DRAPE.

5

5



GIRDER REINFORCINGGIRDER

GIRDER SCHEDULE MARK "G"

G1 1@2,R@915 28 2-6-W 2-6-P #3-S1 295 18 --- 18-1/2 ---1,3,10 12-6-P

POST-TENSIONING

MARKWIDTH

(IN.)BOTTOM

N-S-TDEPTH

(IN.)TOP


MIDBARN-S-T

(EA. FACE)

STIRRUPSNOTES TYPE

P'eff(KIPS)

A(IN.)

B(IN.)

C(IN.)

X(FT.-IN.)

NOTES

22

2-5-N3 2-6-S 2-6-S

1@2,8@9,R@18G2 15 28 2-6-J 2-6-S #3-S12-6-S

2-5-N3

295 18-1/2 19-1/2 24-1/2 ---1,10 1 22

1@2,5@9,R@18G3 15 28 2-6-J 2-6-S #3-S12-6-S

2-5-N3

295 24-1/2 --- 24-1/2 ---1,10 1 22

1@2,8@9,R@18G4 15 28 2-6-J 2-6-S #3-S12-6-S

2-5-N3

295 24-1/2 22-1/2 24-1/2 ---1,10 1 22

G6 1@2,R@936 28 2-6-W 2-8-M #3-S1 295 24-1/2 --- 17-3/4 ---2,10 12-6-P 22

G7 1@2,R@918 28 2-9-D 2-9-R #3-S1 --- --- --- --- ---5 ---2-6-R ---

G8 1@2,R@918 28 2-9-W 2-9-P #3-S1 --- --- --- --- ---2 ---2-6-P ---

G9 1@2,R@948 46 4-6-W 4-6-P #3-S1 536 23 --- 23 ---1,3,10 12-6-P 22

2-5-N3 4-9-S 2-6-S

1@2,8@9,R@18G10 48 46 4-6-J 4-6-S #3-D12-6-S

2-5-N3

536 23 --- 42-1/2 ---1,10 1 22

1@2,5@9,R@18G11 48/67 46 #3-D12-6-S 536 42-1/2 42-1/2 42-1/2 ---1,10,13 1 22

1@2,8@9,R@18G12 48 46 4-6-J 4-9-S #3-D1

2-5-N3

536

24-1/2 22-1/2 24-1/2

---1,10 1 22

G13 48 28 #4-D1 536 ---1 1 22

2-10-N2

2-6-P

4-6-J 4-6-S

2-5-N3

2-10-N2

4-6-J 4-9-S

2-9-K 2-10-N2

2-5-N3

42-1/2 42-1/2 42-1/2

24-1/2 24-1/2 24-1/2G14 48 28 #4-D1 536 ---1 1 224-6-J 4-9-S

2-5-N3 1-10-N2

24-1/2 --- 17-3/4G15 48 28 #4-D1 536 ---2 1 224-6-W 4-6-P

1@2,8@9,R@18

1@2,8@9,R@18

1@2,R@9

G16 1@2,R@933 28 4-6-W 4-6-P #3-S1 482 24-1/2 --- 24-1/2 ---1,3 1 22

2-5-N3 4-9-S

1@2,8@9,R@18G17 33 28 4-6-J 4-6-S #3-D1

2-5-N3

482 24-1/2 --- 24-1/2 ---1 1 22

1@2,5@9,R@18G18 45/39 28 #3-D1

4-6-A

482 24-1/2 22-1/2 24-1/2 ---2 1 22

1@2,8@9,R@18G19 30 46 3-7-W 2-6-R #3-D1

2-9-K

482

24-1/2 22-1/2 24-1/2

---1,3,10,17,23

1 22

G20 30 28 #4-D1 482 ---1 1 22

4-6-W 2-6-P

2-5-N3

2-9-A

3-6-J 3-9-S

1-9-K 2-10-N2

2-5-N3

42-1/2 31-1/2 24-1/2

24-1/2 --- 17-3/4G21 48 28 #4-D1 482 ---2 1 223-6-W 3-6-P

1@2,8@9,R@18

1@2,R@9

3-9-N2

3-9-S2-5-N3

G5 15 28 1@2,8@9,R@182-6-J 2-6-S #3-S12-6-S

2-5-N3

295 24-1/2 22-1/2 24-1/2 ---1,10 1 22

29-1/2 --- 42-1/2G22 30 46 #3-S1 375 ---1,3,10 1 223-8-W 3-6-P 4-6-P

4-6-S1-10-K 3-6-S

1@2,8@9,R@18

42-1/2 42-1/2 42-1/2G23 30 46 #3-S1 375 ---1,10 1 223-6-J 3-6-S 4-6-S

3-5-N3

1@2,8@9,R@18

3-5-N3

42-1/2 42-1/2 42-1/2G24 30-67 46 #3-T1 375 ---1,10,13 1 223-6-J 3-6-S 4-6-S

3-5-N3

1@2,8@9,R@18

4-6-Q

4-6-Q

42-1/2 --- 28-1/4G25 30 46 #3-S1 375 ---2,10 1 223-6-W 3-6-P 4-6-S 1@2,R@9

2-6-Q

2-6-Q

2-6-A

2-9-N2

4-6-P

5

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STATE OF KENTUCK

Y

PR

OF

E

S S I O N A L E NG

I NE

ER

10

/26

/201

7 5

:47

:18

PM

S6.31

GIRDER SCHEDULES

10-30-2017

20645.000

CD PERMIT PACKAGE

#3

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1. TYPE 'S' AND/OR TYPE 'N' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.2. TYPE 'M' AND/OR TYPE 'P' AND/OR TYPE 'W' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.3. TYPE 'M' AND/OR TYPE 'P' AND/OR TYPE 'W' BARS OCCUR AT PLAN SOUTH/WEST END OF SPAN.4. TYPE 'R' AND/OR TYPE 'D' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.5. TYPE 'R' AND/OR TYPE 'D' BARS OCCUR AT PLAN SOUTH/WEST END OF SPAN.6. TYPE 'E' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.7. TYPE 'E' BARS OCCUR AT PLAN SOUTH/WEST END OF SPAN.8. PLACE SCHED TOP BARS IN TWO LAYERS.9. PLACE SCHED BOTTOM BARS IN TWO LAYERS.10. SPACE SCHEDULED MID BARS EVENLY OVER EACH FACE.11. SCHED. P.T. FORCE IS IN ADDITION TO TYPICAL SLAB P.T. FORCE PER PLANS.12. PLACE TYPE 'S2' AND/OR 'D2' BARS IN PORTION OF SPAN ALONG OPENING.13. PLACE TYPE 'Q' BARS IN WIDENED/DISCONTINUOUS PORTION OF SPAN.14. PLACE TYPE 'Q' BARS IN DEEPENED/DISCONTINUOUS PORTION OF SPAN.15. TYPE 'L' BARS OCCUR AT PLAN NORTH/EAST END OF SPAN.16. HOOK TYPE 'T' BARS AND/OR TYPE 'L' BARS AT STEP IN BEAM.17. EXTEND TYPE 'S' AND/OR TYPE 'R' AND/OR TYPE 'P' BARS TO STEP IN BEAM.18. EXTEND TYPE 'L' BARS TO 15 DIA. PAST MIDSPAN AT PLAN NORTH/EAST END OF BARS.19. ADD'L Peff TO BE ANCHORED AT NORTH/EAST END CGC AND STRESSED THROUGH SOUTH/WEST END.20. EXTEND BARS INTO SOUTH/WEST ADJACENT SPAN AND HOOK AT ENDS.21. EXTEND BARS INTO NORTH/EAST ADJACENT SPAN AND HOOK AT ENDS.22. 'X' DISTANCE IS LOCATED AT MIDSPAN (L/2)23. PLACE TYPE 'A' BARS IN WIDENED/DISCONTINUOUS PORTION OF SPAN.24. HOOK TYPE 'R' AND/OR TYPE 'D' AND/OR TYPE 'W' BARS AT WIDENED/DISCONTINUOUS PORTION OF BEAM.25. PLACE HALF OF TOP TYPE 'M' BARS AT EACH END OF SPAN.26. PLACE HALF OF TYPE 'R' BARS AT WIDENED PORTION OF BEAM BEFORE SLAB OPENING BEGINS.ENTEND P.T. INTO NORTH/EAST ADJACENT SPAN AT ZERO DRAPE.



BEAM SIZE

NON-COMPOSITEMINIMUM NUMBEROF 3/4" DIA. ASTM-

A325 BOLTS

W8, W10

W14

W24

W21

W16, HSS16

W18

W12

5

6

REF. NOTES BELOW

REF. NOTES BELOW

3

4

4

3

2

REF. NOTES BELOW

REF. NOTES BELOW

REF. NOTES BELOW

REF. NOTES BELOW

REF. NOTES BELOW

COLUMN FLANGE

CONNECTION ANGLE TOMATCH 1/2 BEAM WEBTHICKNESS OR 3/8" MIN.EACH SIDE

COLUMN WEB


BEAM TO BEAM


REF. TABLE FOR MINIMUMNUMBER OF 3/4" DIA. A325BOLTS REQ'D

MINIMUMNUMBER OF 3/4"DIA. ASTM-A325

BOLTS

W27 7 REF. NOTES BELOW





NOTES:1. BOLTS ARE DESIGNED FOR DOUBLE SHEAR.2. REFERENCE "STRUCTURAL STEEL AND METAL DECK NOTES" NOTE #4 FOR

NON-COMPOSITE AND COMPOSITE BEAM SHEAR CONNECTIONS.3. AXIAL MEMBER FORCES SHOWN ON PLANS DUE TO WIND SHALL BE

CONSIDERED IN CONNECTION DESIGN.

SINGLE PLATE CONNX.TO TUBE OR PIPE WALL


SLOT PIPE OR TUBE COL.FOR WING PL (TYP.)

3/16

3/4" DIA. A325 BOLTSAS DESIGNED PERGENERAL NOTES.



TYPICAL MOMENT CONNECTIONBEAM TO BEAM

ERECTION BOLTS

BACKING BARS (TYP.)

PLATE OR ANGLETHICKNESS SAME AS BEAMWEB OR 3/8" MINIMUM

FULLPENETRATION(TYP.)

M

TYPICAL MOMENT CONNECTIONBEAM TO COLUMN FLANGE

TYPICAL MOMENT CONNECTIONBEAM TO COLUMN WEB


M

TYP.TYP.

TYP.(t-1/16")

BACKING BARS (TYP.)

STIFFENER PLATES SAMETHICKNESS AS BEAM FLANGE(1/2" MINIMUM)


ERECTION BOLTS

COLUMN PER SCHED.


M

TYP.

TYP.

BACKING BARS (TYP.)


ERECTION BOLTS

COLUMN PER SCHED.

TYPICAL MOMENT CONNECTIONBEAM TO TUBE COLUMN

FULLPENETRATION* (TYP.)

M

TYP.5/16

TYP.

BACKING BARS (TYP.)


ERECTION BOLTS

COLUMN PER SCHED.

* NOTE: DO NOT WELDBOTTOM FLANGES UNTILFULL DEAD LOAD HASBEEN APPLIED.

BASE PLATE SCHEDULE

COL. SIZE THICKNESS A ANCHOR BOLTS

W12x40 1 1/4" 20" 4-3/4" DIA. x 1'-6

B

20"

W12x45

W12x53

W12x58

W12x65

NOTES:1. BASE PLATES SHALL BE A36 STEEL U.N.O.2. ANCHOR BOLTS SHALL BE A307 U.N.O.3. PROVIDE MIN. 1" NON-SHRINK GROUT UNDER EA. BASE PLATE.4. BASE PLATES SHOWN IN SCHEDULE ARE FOR NON-FRAME COLUMNS. REF.

DETAILS 14 THRU 17 ON SHEET S7.02 FOR FRAME COLUMN BASE PLATES.

NOTES:

'B'

'SECTION'

'A'

'C'

1. ALL BASE PLATES SHALL BE RIGID.

1 1/

2"1

1/2"

'B'

SE

E S

CH

ED

ULE

'A'

SEE SCHEDULE

PLATE THICKNESS(t) PER SCHEDULE(TYP.)

1 OF 4 A.B.'sPER SCHEDULE

EQ

EQ

1 1/2" 1 1/2"EQEQ

WF COLUMNPER PLAN

1 1/

2"1

1/2"

'B'

SE

E S

CH

ED

ULE

'A'

SEE SCHEDULE



EQ

EQ

1 1/2" 1 1/2"EQEQ

HSS COLUMNPER PLAN

5/16"

1 1/

2"1

1/2"

'B'

SE

E S

CH

ED

ULE

'A'

SEE SCHEDULE



EQ

EQ

1 1/2" 1 1/2"EQEQ

PIPE COLUMNPER PLAN

5/16"

1 3/

8"1'

- 6"

5 1/

4"

REF. PLAN FOR COL.ORIENTATION / TYPE

STD WASHER

3000 PSI "NON-METALLIC"NON-SHRINK GROUT

LEVELING NUT

A.B. PER SCHED.

DOUBLE NUT

PL 3x3x3/8

W12x106

HSS6x6x3/8

HSS16x8x3/8

HSS16x8x1/2

HSS16x16x1/2

1 1/4" 20" 20"

1 1/2" 20" 20"

1 1/2" 20" 20"

1 5/8" 20" 20"

2 1/4" 24" 24"

1 1/8" 12" 12"

1 7/8" 24" 24"

2" 24" 24"

2" 26" 26"

4-3/4" DIA. x 1'-6

4-3/4" DIA. x 1'-6

4-3/4" DIA. x 1'-6

4-3/4" DIA. x 1'-6

4-3/4" DIA. x 1'-6

4-3/4" DIA. x 1'-6

4-3/4" DIA. x 1'-6

4-3/4" DIA. x 1'-6

4-3/4" DIA. x 1'-6

W8x35 1" 14" 4-3/4" DIA. x 1'-614"

RE

F. P

LAN

1" C

LR.

3/4" DIA. x 0'-4 STUDS PER PLAN(WELD TO BEAM PER SPEC'S)

STEEL BEAM PER PLAN (NUMBER INPARENTHESIS ON PLAN INDICATESTHE NUMBER OF STUDS EQUALLYSPACED ALONG BEAM SPAN).

W.W.F. PER PLAN

CONC. ON METALDECK PER PLAN BEAM

T.O

. CO

NC

. EL.

RE

F. P

LAN

RE

F. P

LAN

REF. PLAN FORDECK ORIENTATION

STEEL BEAM PER PLAN

CONCRETE ON METALDECK PER PLAN

3/8" BENT PL - CONT. w/ #4D.B.A. x 2'-6 @ 12" O.C. 5"

REF. PLAN

1/4"

T.O

. CO

NC

. EL.

RE

F. P

LAN

BEAM

8

S7.01

1-#4 x 12'-0 DIAG.@ EA. CORNER

1-#4 EA. SIDE OFOPENING (LENGTH OFOPENING + 1'-0 EA. SIDE)

1-#4 EA. SIDE OFOPENING (LENGTH OFOPENING + 2'-0 EA. SIDE)

STE

EL

BE

AM

PE

RP

LAN

STE

EL

BE

AM

PE

RP

LAN

TYP.

REF. ARCH./MECH. REF. ARCH./MECH. REF. ARCH./MECH.

BENT PL 1/4" x5 1/2"x0'-4 (LLV)@ 4-SIDES OF OPENING

L5x5x516 EA. SIDEOF OPENING

T.O

. CO

NC

. EL.

RE

F. P

LAN

WIDTH + 1/2"1/2 BEAM

NOTE:1. NELSON 'D2L' OCCUR IN TOP ROW(S).

BEAM SIZE

PL (t) x 12

DO NOT WELD CONNX.ANGLE TO BEAM WEB U.N.O.

ERECTION SEATAS REQUIRED

PLATETHICKNESS

(t)

HORIZ.GAGE

NO. OF 3/4"DIA x 0'-6" LONGSTUD ANCHORS

3/4" DIA x 0'-6 STUDANCHORS PERSCHEDULE

EDGE OFCONCRETE PROVIDE HORIZ SLOTTED HOLES IN

CONNECTION ANGLE - EA SIDE OF WEB

NO. OF 3/4" DIANELSON 'D2L'

3/4" DIA. NELSON'D2L' PER SCHED.

+ 5"

NO

MIN

AL

BM

. DE

PTH

2"E

Q.

EQ

.2"

1' - 6"

W6,W8,W10 3/4"8"4 (2 ROWS) 2 (1 ROW)

3/4"

3/4"

3/4"

1"

3/4"

1"

1"

1"

1"

1"

1"

1"

8"

8"

8"

8"

8"

8"

8"

8"

8"

8"

8"

8"

W12, HSS8

W14

W16

W18

W21

W24

W27

W30

W33

W36

W40

L4 x 4

2 (1 ROW)

2 (1 ROW)

2 (1 ROW)

2 (1 ROW)

2 (1 ROW)

4 (2 ROW)

6 (3 ROW)

2 (1 ROW)

4 (2 ROW)

6 (3 ROW)

4 (2 ROW)

6 (3 ROW)

4 (2 ROWS)

4 (2 ROWS)

4 (2 ROWS)

6 (3 ROWS)

4 (2 ROWS)

6 (3 ROWS)

6 (3 ROWS)

8 (4 ROWS)

10 (5 ROWS)

10 (5 ROWS)

10 (5 ROWS)

12 (6 ROWS)

1/4@ SIM. ONLY

1/4

3/4" STIFFENER x 6" x BEAMFLANGE WIDTH. PROVIDEHOLES AS REQ'D FOR VERT.REINF. & BEAM STIRRUPS

3/4" STIFFENER x 6" x BEAMDEPTH. PROVIDE HOLESAS REQ'D FOR HORIZ.REINF. & COLUMN TIES

EQ EQ

PL 5/8"x2"x2'-0

DECK CLOSURE ANGLE

1/4" 5"1/4" 5"

1/4"RETURN

SC

HE

D.


1 1/

2" G

RO

UT

W.P.

1' -

6"

1' - 8" 1' - 8"

BASE PL TYPE 'C'REF. SCHED.

T.O. FOOTINGOR PILASTER

3/4" GUSSET PL

BRACE PER FRAME ELEV. COLUMN

NOTES:1. DO NOT PAINT SURFACE OF ANGLES & GUSSET PL's.2. DO NOT TIGHTEN BOLTS UNTIL BUILDING TEMPERATURE HAS BEEN LOWERED TO 24 DEGREES F @ FREEZER AND COOLER.

SC

HE

D.


1 1/

2" G

RO

UT

W.P.

1' -

6"

1' - 8" 1' - 4"

BASE PL TYPE 'C'REF. SCHED.

T.O. FOOTINGOR PILASTER

3/4" GUSSET PL

BRACE PER FRAME ELEV. COLUMN

NOTES:1. DO NOT PAINT SURFACE OF ANGLES & GUSSET PL's.2. DO NOT TIGHTEN BOLTS UNTIL BUILDING TEMPERATURE HAS BEEN LOWERED TO 24 DEGREES F @ FREEZER AND COOLER.


W.P.

3/4" GUSSET PL

BRACE PER FRAME ELEV.

COLUMN

1' -

6"

1' - 6"1' - 6"

CHANNEL GIRT PERFRAME ELEV.

BEAM PER FRAME ELEV.

3/4

FULL PEN.TYP.

3/8" STIFF. PL. EA.SIDE OF BEAM

W.P.

3/4" GUSSET PL

BRACE PER FRAME ELEV.

CHANNEL GIRT PERFRAME ELEV.

BEAM PER FRAME ELEV.

3/4

3/8" STIFF. PL. EA.SIDE OF BEAM

1/4

1' - 8" 1' - 8"

1' -

2"

COLUMN PER PLAN

GLASS SPIDER FITTING

BEAM PER PLAN

GLASS CANOPY

T.O

. STE

EL

EL.

RE

F. P

LAN

T.O

. STE

EL

EL.

RE

F. P

LAN

BENT PL. GUTTER

EXISTING PARTY WALL

T.O

. CO

NC

.

EL.

RE

F. P

LAN

SLAB PER PLAN

TOPPING SLAB ANDINSULATION PER ARCH.

6" PRECAST

PLA

N

RE

F.

ALUMINUM WINDOW WALL PER ARCH.

BOTTOM OF CEILING PER ARCH.

2' - 2 1/4"

ANGLE BRACE (15 PLF)@ EACH WT VERTICAL

WT (45 PLF) VERTICAL @ 8' O.C.

CONTINUOUS ANGLE (30 PLF) FOR LATERAL PRECAST CONNECTION

BEAM PER SCHED.10

' - 6

"

8' -

2"

T.O

. CO

NC

.

EL.

= R

EF.

PLA

N

RE

F. P

LAN

HSS6x4x1/4 TUBE STEELFOR LATERAL SUPPORT

DOOR PER ARCH.

SLAB PER PLANPL 1/2"x8"x0'-8 w/4-1/2" DIA. x 0'-6"H.S.A. @ 4'-0" O.C.

2 - #4 x 2'-0" EA.WAY @ EMBEDS

1 1/2" METALROOF DECK EXISTING

STL. COLUMN

xx CHANNEL TO SUPPORTSKYLIGHT SYSTEM

EXISTING HISTORICFACADE

8 1/8" 1' - 1 1/4"

1' -

0 1/

2"

xx CHANNEL TO SUPPORTSKYLIGHT SYSTEM

STEEL PL. GUTTER

EXISTING STL. COLUMN METAL ROOFDECK PER PLAN

BEAM PER PLAN

L5x3x1/4

REF. ARCH.

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STA

TE OF KENTUCKY

PR

OF

E

S S I O N A L E NG

I NE

ER

3/2

3/2

018

4:5

9:1

8 P

M

S7.01

STEEL SECTIONS AND

DETAILS

10-18-2017

20645.000

CD PERMIT PACKAGE

#2

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

3/4" = 1'-0"1

TYPICAL SHEAR CONNECTIONS

3/4" = 1'-0"2

TYPICAL MOMENT CONNECTION

3/4" = 1'-0"3

TYPICAL COLUMN BASE PLATE DETAILS

3/4" = 1'-0"6

TYPICAL SECTION AT PURLIN

3/4" = 1'-0"7

TYPICAL SECTION AT FLOOR OPENING

3/4" = 1'-0"9

TYPICAL OPENING IN COMPOSITE SLAB

3/4" = 1'-0"8

TYPICAL OPENING IN COMPOSITE SLAB -SECTION

1/2" = 1'-0"4

TYPICAL STEEL BEAM TO CONCRETECONNX.

3/4" = 1'-0"5

TYPICAL DECK CLOSURE ANGLE SPLICEDETAIL

3/4" = 1'-0"10

DOUBLE BRACE BASE PL

3/4" = 1'-0"11

SINGLE BRACE BASE PL

3/4" = 1'-0"12

DOUBLE BRACE BOTT. CONNX.

3/4" = 1'-0"13

SINGLE BRACE TOP CONNX.

3/4" = 1'-0"14

GLASS CANOPY ROOF SECTION

1/2" = 1'-0"15

TYPICAL PRECAST BRACING

3/4" = 1'-0"16

MOXY PATIO DOOR CONNECTION

3/4" = 1'-0"17

EXISTING FACADE METAL ROOF DECK

3/4" = 1'-0"18

SKYLIGHT SUPPORT AND GUTTERASSEMBLY

3/4" = 1'-0"19

MOXY METAL DECK STRUCTURE

9


9 ASI 006 03/26/2018

9

HSS6x6x1/4

GUARDRAILPER ARCH.

METAL ROOFDECK PER PLAN

BEAM PER PLAN BENT PL. GUTTER

L1-1/2x1-1/2x1/4

STEEL COLUMNPER PLAN

HSS8x6x1/4

CHANNEL PER PLAN

REF. ARCH.

HORIZONTAL STEELTUBE PER PLAN

COLUMN PER PLAN

ARCHITECTURALPRECAST PANEL

T. O

. CO

NC

.

EL.

PE

R P

LAN

SLAB PER PLAN

T. O

. CO

NC

. CO

L.

EL.

PE

R P

LAN

T. O

. STE

EL

EL.

PE

R P

LAN

L4x4x1/4

HSS PER PLAN

METAL ROOFDECK PER PLAN

BEAM PER PLANL2x2x1/4 CONT.

REF. ARCH.

HSS PER PLAN

T.O

. LE

VE

L 2

EL.

= R

EF.

PLA

N

T.O

. STE

EL

EL.

= R

EF.

PLA

N

RE

F. P

LAN

COLUMN BEYOND

10"

10" 3"

T.O

. LE

VE

L 1

EL.

= R

EF.

PLA

N

RE

F. P

LAN

EMBED PL.BENT PL.GUTTER

SLAB PERPLAN

T.O

. CO

NC

.

EL.

= R

EF.

PLA

N

RE

F. P

LAN

2

COL. PER PLAN

BEAM PER PLAN

BENT PL. GUTTER

BEAM PER PLAN PRECAST PER ARCH.

EMBED PL.

SLAB PER PLAN

T.O

. SLA

B

EL.

= R

EF.

PLA

N

RE

F. P

LAN

ARCHITECTURAL PRECAST PANEL

SLAB PER PLAN

2' - 1"

2' -

0"9"

1/2"x6"x0'-9" KNIFE PL.

L4x4x3/8 DIAG. KICKER@ 6'-0" O.C.

4" STD. PIPE SECTION (1'-0" TALL)

EMBED PL.1/2" x 6" x 0'- 6" w/

4 - 1/2" DIA. x 0'- 6" H.S.A.


WINDOW WALL PER ARCH.


COL. PER PLAN

T. O

. STE

EL

EL.

PE

R P

LAN

T. O

. STE

EL

EL.

PE

R P

LAN

T.O

. SLA

B

EL.

= R

EF.

PLA

N

PLA

N

RE

F.

ARCHITECTURAL PRECAST PANEL

SLAB PER PLAN

2' - 7 1/8"

2' -

0"9"

1/2"x6"x0'-9" KNIFE PL.

L4x4x3/8 DIAG. KICKER@ 6'-0" O.C.

4" STD. PIPE SECTION(1'-0" TALL)

EMBED PL.1/2" x 6" x 0'- 6" w/

4 - 1/2" DIA. x 0'- 6" H.S.A.

S4.12

10

STEEL CHANNEL PER 10/S4.12

C10x20 CATWALKSUPPORT BEAM

COLUMN PER PLAN


T. O

. CO

NC

.

EL.

PE

R P

LAN

SLAB PER PLAN

T. O

. CO

NC

. CO

L.

EL.

PE

R P

LAN

T. O

. STE

EL

EL.

PE

R P

LAN

GRATING FOR CATWALK ACCESSMCNICHOLS GW-75A

L4x4x1/4 KICKER

1

1

EMBED PL PER 04/S7.01FOR W10 BEAM SIZE

EMBED PL 1/2"x10"x0'-10"w/ 4 - 1/2" DIA. x 0'-6" HSA

LATERAL TUBE STEEL FOR PRECAST SUPPORTSEE 09/7.02 FOR DETAIL

L6x6x1/4

T. O

. STE

EL

EL.

PE

R P

LAN

C10x20 CATWALKSUPPORT BEAMS

COLUMN PER PLAN

T. O. C

ON

C.

EL. P

ER

PLA

N

SLAB PER PLAN

T. O. C

ON

C. C

OL.

EL. P

ER

PLA

N

T. O. S

TEE

L

EL. P

ER

PLA

N


EMBED PL PER 04/S7.01FOR W10 BEAM SIZE

LATERAL TUBE STEEL FORPRECAST SUPPORTSEE 09/7.02 FOR DETAIL

T. O. S

TEE

L

EL. P

ER

PLA

N

HSS PER PLAN

BASE PL. 1"x10"x0'-10"w/ 4-3/4" DIA. x 0'-8" ANCHOR BOLTSPER 03/S7.01 DETAILS

C10x20 CATWALKSUPPORT BEAM

HSS PER PLAN


T. O

. CO

NC

.

EL.

PE

R P

LAN

SLAB PER PLAN

T. O

. STE

EL

CO

L.

EL.

= 2

46'-1

0"

T. O

. STE

EL

EL.

PE

R P

LAN


L4x4x1/4 KICKER

1

1

LATERAL TUBE STEEL FOR PRECAST SUPPORTSEE 09/7.02 FOR DETAIL

L6x6x1/4

T. O

. STE

EL

EL.

PE

R P

LAN

T.O

. LE

VE

L 1

EL.

= R

EF.

PLA

N

PLA

N

RE

F.

EMBED PL. 1/2"x10"x1'-4"W/ 4-3/4"x1'-6" NELSON 'D2L'

#4@8" AT EACH EMBED

2"6"

2"

2" 1' - 0" 2" SLAB PER PLAN

4-#4 x 5'-0" AT EACH EMBED2-T&B AS SHOWN

2' - 0"

NOTE: FOR NELSON 'D2L' BARS,BOTTOM BAR HOOKS CAN PROJECTHORIZONTALLY TO AVOID OVERLAPBETWEEN TOP AND BOTTOM BARS

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

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cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STA

TE OF KENTUCKY

PR

OF

E

S S I O N A L E NG

I NE

ER

3/2

3/2

018

4:5

9:2

2 P

M

S7.02

STEEL SECTIONS AND

DETAILS

10-18-2017

20645.000

CD PERMIT PACKAGE

#3

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

3/4" = 1'-0"1

GLASS RAIL SUPPORT STEEL

3/4" = 1'-0"2

MOXY CANOPY STEEL PLATE GUTTER

3/4" = 1'-0"3

CURTAIN WALL AND ROLL-UP SHUTTERSUPPORT

3/4" = 1'-0"9

PRECAST PANEL SUPPORT AT PARAPET

3/4" = 1'-0"5

SECTION AT WINDOW WALL TO MTLPANEL SOFFIT

3/4" = 1'-0"6

SOUTH FACADE CANOPY

3/4" = 1'-0"7

SECTION AT CANOPY EDGE

3/4" = 1'-0"8

SECTION AT RETRACTABLE ROOF

3/4" = 1'-0"10

PRECAST BRACING EAST/WEST FACADE

5

1/2" = 1'-0"4

SECTION AT WINDOW WALL HEAD WITHSTEEL SUPPORT

5

5

1/2" = 1'-0"11

PRECAST BRACING SOUTH FACADE

5



9 ASI 006 03/26/2018

1/2" = 1'-0"12

CATWALK SUPPORT STEEL WITH ANGLEBRACE

1/2" = 1'-0"13

CATWALK SUPPORT STEEL WITH BEAMAND POST

1/2" = 1'-0"14

CATWALK SUPPORT STEEL ATNORTHWEST CORNER

9 9 9

1/2" = 1'-0"15

TYPICAL EMBED @ LEVEL 2 FOREXISTING FACADE CONNECTION

9

MAXIMUM MIDDLE ZONEOPENING w/o SPECIAL REINF.

LEVEL 'A' HORIZ. BARSSPACED PER SCHED.

LEVEL 'A' VERT. BARSSPACED PER SCHED.

LEVEL 'A' DOWELSSPACED PER SCHED.

LEVEL 'A' BOUNDARYREINF. PER SCHED.

1' - 0"

1' -

0"

2"LE

VE

L 'A

' TIE

SP

AC

ING

PE

R S

CH

ED

.2"

LEV

EL

'A'

LEV

EL

'B'

REF. SCHED.

BOUNDARY DIMENSION MIDDLE ZONE REINF. PER SCHED.

REF. SCHED.

BOUNDARY DIMENSION

2"

LEV

EL

'B' T

IE S

PA

CIN

G P

ER

SC

HE

D.

SC

HE

D. L

AP

SC

HE

D. L

AP

LEVEL 'B' BOUNDARYREINF. PER SCHED.

LEVEL 'A' BOUNDARYREINF. PER SCHED.

LEVEL 'B' BOUNDARYREINF. PER SCHED.

WALL ABOVE PER SCHED.

SHEAR FRICTION DOWELPER NOTES

VERT. REINF. FROM BELOWREF. SCHED. (REF. SCHED.FOR LAP)

CONSTRUCTION JOINT @ FLOORLINE - ROUGHEN SURFACE TOAMPLITUDE OF 1/4". SURFACESHALL BE CLEAN AND FREE OFLAITANCE.

WALL PER SCHED.

2' -

0"

RE

F. P

LAN

FLO

OR

STR

. TH

ICK

NE

SS

2' -

0"

2-#6 x 4'-0(TYP.)

2' -

0"2'

- 0"

2' - 0" 2' - 0"

PE

R M

EP

./ A

RC

H.

PER MEP./ ARCH.

3-#6

3-#6

4

S8.01

4

S8.01

4

S8.01

4

S8.01

2"

2"

MIDDLE ZONE REINF.PER SCHED.HOOK @ OPENING

3-#6 @ SPECIALOPENING

(TYP.)1 1/2" CLR.

(TYP.)1 1/2" CLR.

SHEARWALL LAP SCHEDULE

BAR SIZEf'c = 8,500 psi

#3

LAP SPLICE LENGTH

CONC.STRG. f'c = 7,000 psi f'c = 5,000 psi

1'-0

#4 1'-3

#5 1'-7

#6 1'-11

#7 2'-2

#8 2'-5

#9 3'-0

#10 3'-10

#11 5'-2

1'-0

1'-3

1'-7

1'-11

2'-2

2'-7

3'-4

4'-1

6'-1

1'-0

1'-3

1'-7

1'-11

2'-5

3'-2

3'-11

5'-0

6'-7

T.O

. CO

NC

. EL.

RE

F. P

LAN

T.O

. CO

NC

. EL.

RE

F. P

LAN

DOOR OPENINGPER PLAN

BOUNDARY ZONEPER SCHED.

4-#8

6-#8 VERT.

MIDDLE ZONEREINFORCEMENTABOVE

REF. ARCH.

(VE

RIF

Y)

8' -

0"

3' -

0"2"

#3 'H

11' T

IES

@ 8

" O.C

.2"

6-#8 VERT.

@ 8

" O.C

.

#3 'H

2' T

IES

2"

#3 'H1' TIES @ 6" O.C. 2" 3' - 0"

H2H1 H3 L1 L2

PE

R S

CH

ED

ULE

ZON

E D

IME

NS

ION

PER SCHEDULE

ZONE DIMENSIONSCHED. TIES AT EVERY OTHER VERTICALUNLESS CLEAR SPACE BETWEENVERTICALS EXCEEDS 6", THEN PROVIDETIES AT EVERY VERTICAL.

PROVIDE 1 TIE AROUNDENTIRE BOUNDARY ZONE(TYP.)

SCHED. VERT. REINF. EQUALLYSPACED WITHIN ZONE DIMNSION

SCHED. HORIZ. REINF.PROVIDE STD. HOOKSEA. END

BOUNDARY ZONEREINF. PER SCHED.

REF. SCHED.

BOUNDARY DIMENSION

SC

HE

D. L

AP

REF. SCHED.

BOUNDARY DIMENSION

SC

HE

D. L

AP

SC

HE

D. L

AP

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STA

TE OF KENTUCKY

PR

OF

E

S S I O N A L E NG

I NE

ER

3/2

3/2

018

4:5

9:2

6 P

M

S8.01

SHEARWALL DETAILS

6-27-2017

20645.000

CD PERMIT PACKAGE

#1

2.6

.3.2

013

042

1

BDD Job# 17004

2017

6-27-2017

18958

1/2" = 1'-0"1

TYPICAL SHEARWALL ELEVATION

1/2" = 1'-0"2

TYP. CONSTRUCTION JOINT IN WALLS

3/4" = 1'-0"3

SPECIAL MIDDLE ZONE OPENING REINF.(ZONE TYPE B ONLY)

3/4" = 1'-0"4

SECTION

1/2" = 1'-0"5

SHEARWALL LAP SCHEDULE

1/2" = 1'-0"6

TYPICAL DOORWAY IN SHEARWALL

1/2" = 1'-0"7

BOUNDARY TIE CONFIGURATIONS

1/2" = 1'-0"8

TYPICAL SHEARWALL REINF. ATCORNER OF WALL

1/2" = 1'-0"9

TYPICAL STEP IN SHEARWALL


2 50% CD's 8/30/2017

9 ASI 006 03/26/2018

9

H

10

5

S8.31

13' -

9 1

/4"

2' -

1 5/

8"

A7

B5

A7

D

F

5

8' -

0"18

' - 9

"2'

- 2

3/4"

1

S8.31

2

S8.31

3

S8.31

4

S8.31

7' - 6" 12' - 3"

5' -

4 1/

2"4'

- 5"

1' -

5 1/

4"3'

- 6"

2' - 3"7' - 6" 10' - 0"

A1

B2

A1

A2 B3 A2A

1B

1A

5

A6

A1

B1

A5

A4 A3 B4 A2

D

F

5

8' -

0"18

' - 9

"2'

- 2

3/4"

1

S8.31

2

S8.31

3

S8.31

4

S8.31

5' - 3" 2' - 3" 12' - 3"

A4 A3 B4 A2

A1

B2

A1

A1

B1

A1

A3 B3 A2

2' - 3"7' - 6" 10' - 0"

D

F

5

8' -

0"18

' - 9

"2'

- 2

3/4"

1

S8.31

2

S8.31

3

S8.31

4

S8.31

1' - 9" 3' - 6" 2' - 3" 12' - 3"

A1

B2

A1

A1

B1

A1

A3 B3 A2A4

A2 B4 A2

D

F

5

18' -

9"

1

S8.31

2

S8.31

3

S8.31

4

S8.31

8' -

0"18

' - 9

"2'

- 2

3/4"

7' - 6" 12' - 3"

2' - 3"7' - 6" 10' - 0"

A1

B2

A1

A2 B3 A2

A6

A4 A3 B4 A2

A1

B1

A5

1' -

9 1/

4"

3' -

6"2'

- 8

3/4"

D

F

5

8' -

0"18

' - 9

"2'

- 2

3/4"

1

S8.31

2

S8.31

3

S8.31

4

S8.31

7' - 6" 12' - 3"

19' - 9"

1' -

9 1/

4"3'

- 6"

2' -

8 3/

4"

B4 A2

A1

B2

A1

A2 B3 A2

A6

A1

B1

A5

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

PL

OT

DA

TE

:

ISSUE

© 2016 HKS, INC.

TE

MP

LA

TE

VE

RS

ION

:

KEY PLAN


Cop

yri g

ht

Bro

cket

te/D

avis

/Dra

ke, I

nc.

Texa

s R

egis

tere

d E

ngin

eerin

g F i

rm F

-841

. A

ll R

ight

s R

eser

ved.

This

dra

wi n

g is

the

prop

erty

of B

rock

ette

/Dav

is/D

rake

, Inc

. Any

mod

ifica

tion

or u

se o

f thi

s dr

awin

g w

ithou

t the

exp

ress

writ

ten

auth

oriz

ati o

n of

Bro

cket

te/D

avis

/Dra

ke, I

nc. i

s pr

ohib

it ed.

c


Suite 1100

Dallas, TX 75204






ARCHITECT

WH

ISKEY R

OW

HO

TEL





CIVIL ENGINEER &


LO

UIS

VIL

LE

, K

Y







ROBERTE. HILL

RE

GI S T E R

ED

STATE OF KENTUCK

Y

PR

OF

E

S S I O N A L E NG

I NE

ER

10

/18

/201

7 6

:04

:40

PM

S8.11

SHEARWALL PLANS

10-18-2017

20645.000

CD PERMIT PACKAGE

#2

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1/4" = 1'-0"6

SHEARWALL GROUP 2

1/4" = 1'-0"1

SHEARWALL GROUP 1 (LEVEL L-1)

1/4" = 1'-0"2

SHEARWALL GROUP 1 (LEVEL 1-1M)

1/4" = 1'-0"3

SHEARWALL GROUP 1 (LEVEL 1M-2)

1/4" = 1'-0"4

SHEARWALL GROUP 1 (LEVEL 2-6)

1/4" = 1'-0"5

SHEARWALL GROUP 1 (LEVEL 6-13)


bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

bryan.hastings

Highlight

A1

SHEARWALL GROUP '1' & '2" REINFORCING SCHEDULEA2 A3 A4 A5 A6 A7 B1 B2 B3 B4 B5

TOWER ROOF

L13 - MECH (LAP)

L12 - H11 (LAP)

L11 - H10 (LAP)

L10 - H09 (LAP)

L9 - H08 (LAP)

L8 - H07 (LAP)

L7 - H06 (LAP)

L6 - H05 (LAP)

L5 - H04 (LAP)

L4 - H03 (LAP)

L3 - H02 (LAP)

L2 - H01 (LAP)

L1 - LOBBY (LAP)

LEVEL P1 (LAP)

FOUND. (LAP)

15" 5,000 24" 8 - #8 #3 - L1-15 12" 4 - #8 #3 - L1-15 24" 8 - #8 #3 - H1-15 12" 4 - #8 #3 - L1-15 24" 8 - #8 #3 - H1-15 17 1/4" 8 - #8 #3 - H1-15 30" 10 - #10 #3 - H2-12 #5 @ 16" O.C. #4 @ 18" O.C. #6 @ 12" O.C. #7 @ 10" O.C.

WALLTHICKNESS

(INCHES)

CONCRETESTRENGTH

f'c (PSI)

VERT.REINF.

(HALF EA. FACE)

ZONEDIMENSION

(INCHES)

TIE SIZE,TYPE &

SPACING

WALL MARK(ZONE)

REINF.

LEVEL

VERT.REINF.

(HALF EA. FACE)

ZONEDIMENSION

(INCHES)

TIE SIZE,TYPE &

SPACING

VERT.REINF.

(HALF EA. FACE)

ZONEDIMENSION

(INCHES)

TIE SIZE,TYPE &

SPACING

VERT.REINF.

(HALF EA. FACE)

ZONEDIMENSION

(INCHES)

TIE SIZE,TYPE &

SPACING

VERT.REINF.

(HALF EA. FACE)

ZONEDIMENSION

(INCHES)

TIE SIZE,TYPE &

SPACING

VERT.REINF.

(HALF EA. FACE)

ZONEDIMENSION

(INCHES)

TIE SIZE,TYPE &

SPACING

VERT.REINF.

(HALF EA. FACE)

ZONEDIMENSION

(INCHES)

TIE SIZE,TYPE &

SPACING

VERT.REINF.

(EA. FACE)

HORIZ.REINF.

(EA. FACE)

DOWEL SIZE &SPACING

VERT.REINF.

(EA. FACE)

HORIZ.REINF.

(EA. FACE)

DOWEL SIZE &SPACING

VERT.REINF.

(EA. FACE)

HORIZ.REINF.

(EA. FACE)

DOWEL SIZE &SPACING

VERT.REINF.

(EA. FACE)

HORIZ.REINF.

(EA. FACE)

DOWEL SIZE &SPACING

VERT.REINF.

(EA. FACE)

HORIZ.REINF.

(EA. FACE)

DOWEL SIZE &SPACING

PLANLAYOUT(DETAIL)

01/S8.11

01/S8.11

L1M - MEZZ (LAP)

02/S8.11

03/S8.11

04/S8.11

04/S8.11

04/S8.11

04/S8.11

05/S8.11

05/S8.11

05/S8.11

05/S8.11

05/S8.11

05/S8.11

05/S8.11

05/S8.11

15" 5,000 24" 8 - #8 #3 - L1-15 12" 4 - #8 #3 - L1-15 24" 8 - #8 #3 - H1-15 12" 4 - #8 #3 - L1-15 --- --- --- --- --- --- 30" 8 - #9 #3 - H1-12

15" 5,000 24" 8 - #8 #3 - L1-15 12" 4 - #8 #3 - L1-15 24" 8 - #8 #3 - H1-15 6" 2 - #8 #3 - L2-15 --- --- --- --- --- --- 30" 8 - #9 #3 - H1-12

15" 5,000 24" 8 - #8 #3 - L1-15 12" 4 - #8 #3 - L1-15 24" 8 - #8 #3 - H1-15 12" 4 - #8 #3 - L1-15 24" 8 - #8 #3 - H1-15 21 1/4" 8 - #8 #3 - L1-15 30" 8 - #9 #3 - H1-12

15" 5,000 24" 8 - #8 #3 - L1-15 12" 4 - #8 #3 - L1-15 24" 8 - #8 #3 - H1-15 12" 4 - #8 #3 - L1-15 24" 8 - #8 #3 - H1-15 17 1/4" 8 - #8 #3 - H1-15 30" 10 - #10 #3 - H2-12

15" 5,000 24" 8 - #8 #3 - L1-15 12" 4 - #8 #3 - L1-15 24" 8 - #8 #3 - H1-15 12" 4 - #8 #3 - L1-15 24" 8 - #8 #3 - H1-15 21 1/4" 8 - #8 #3 - L1-15 30" 8 - #9 #3 - H1-12

15" 5,000 24" 8 - #7 #3 - L1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 21 1/4" 8 - #7 #3 - L1-15 24" 8 - #8 #3 - H1-15

15" 5,000 24" 8 - #7 #3 - L1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 21 1/4" 8 - #7 #3 - L1-15 24" 8 - #8 #3 - H1-15

15" 5,000 24" 8 - #7 #3 - L1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 21 1/4" 8 - #7 #3 - L1-15 24" 8 - #8 #3 - H1-15

15" 5,000 24" 8 - #7 #3 - L1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 21 1/4" 8 - #7 #3 - L1-15 24" 8 - #8 #3 - H1-15

15" 5,000 24" 8 - #7 #3 - L1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 21 1/4" 8 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15

15" 5,000 24" 8 - #7 #3 - L1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 21 1/4" 8 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15

15" 5,000 24" 8 - #7 #3 - L1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 21 1/4" 8 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15

15" 5,000 24" 8 - #7 #3 - L1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 21 1/4" 8 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15

15" 5,000 24" 8 - #7 #3 - L1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 21 1/4" 8 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15

15" 5,000 24" 8 - #7 #3 - L1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 12" 4 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15 21 1/4" 8 - #7 #3 - L1-15 24" 8 - #7 #3 - H1-15

#5 @ 16" O.C. #5 @ 16" O.C. #4 @ 18" O.C.#5 @ 16" O.C.

#5 @ 16" O.C. #4 @ 18" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #4 @ 18" O.C.#5 @ 16" O.C.

#5 @ 16" O.C. #4 @ 24" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #4 @ 24" O.C.#5 @ 16" O.C.

#5 @ 16" O.C. #4 @ 24" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #4 @ 24" O.C.#5 @ 16" O.C.

#5 @ 16" O.C. #4 @ 24" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #4 @ 24" O.C.#5 @ 16" O.C.

#5 @ 16" O.C. #4 @ 24" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #4 @ 24" O.C.#5 @ 16" O.C.

#5 @ 16" O.C. #4 @ 24" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #4 @ 24" O.C.#5 @ 16" O.C.

#5 @ 16" O.C. #4 @ 24" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #4 @ 24" O.C.#5 @ 16" O.C.

#5 @ 16" O.C. #4 @ 24" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #4 @ 24" O.C.#5 @ 16" O.C.

#5 @ 16" O.C. ---#5 @ 16" O.C. #5 @ 16" O.C. ---#5 @ 16" O.C.

#5 @ 16" O.C. ---#5 @ 16" O.C. #5 @ 16" O.C. ---#5 @ 16" O.C.

#5 @ 16" O.C. ---#5 @ 16" O.C. #5 @ 16" O.C. ---#5 @ 16" O.C.

#5 @ 16" O.C. ---#5 @ 16" O.C. #5 @ 16" O.C. ---#5 @ 16" O.C.

#5 @ 16" O.C. ---#5 @ 16" O.C. #5 @ 16" O.C. ---#5 @ 16" O.C.

#5 @ 16" O.C. ---#5 @ 16" O.C. #5 @ 16" O.C. ---#5 @ 16" O.C.

#5 @ 16" O.C. ---#5 @ 16" O.C. #5 @ 16" O.C. ---#5 @ 16" O.C.

#5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C.

#6 @ 12" O.C. #7 @ 10" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C.

#8 @ 12" O.C. #9 @ 12" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C.

#8 @ 12" O.C. #9 @ 12" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C.

#5 @ 12" O.C. #7 @ 12" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C.

#5 @ 12" O.C. #7 @ 12" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C.

#5 @ 10" O.C. #7 @ 10" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C.

#5 @ 10" O.C. #7 @ 10" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C.

#5 @ 10" O.C. #7 @ 10" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C.

#4 @ 12" O.C. #6 @ 12" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C.

#4 @ 12" O.C. #6 @ 12" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C.

#4 @ 12" O.C. #6 @ 12" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C.

#4 @ 24" O.C. #4 @ 18" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C.

#4 @ 24" O.C. #4 @ 18" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C.

#4 @ 24" O.C. #4 @ 18" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C.

#4 @ 24" O.C. #4 @ 18" O.C.#5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C. #5 @ 16" O.C.

#8 @ 12" O.C.#5 @ 12" O.C. #5 @ 12" O.C.

#8 @ 12" O.C.#5 @ 12" O.C. #5 @ 12" O.C.

#7 @ 12" O.C.#5 @ 16" O.C. #5 @ 16" O.C.

#7 @ 12" O.C.#5 @ 16" O.C. #5 @ 16" O.C.

#7 @ 12" O.C.#5 @ 16" O.C. #5 @ 16" O.C.

#7 @ 12" O.C.#5 @ 16" O.C. #5 @ 16" O.C.

#4 @ 18" O.C.#5 @ 16" O.C. #5 @ 16" O.C.

#4 @ 18" O.C.#5 @ 16" O.C. #5 @ 16" O.C.

#4 @ 18" O.C.#5 @ 16" O.C. #5 @ 16" O.C.

---#5 @ 16" O.C. #5 @ 16" O.C.

---#5 @ 16" O.C. #5 @ 16" O.C.

---#5 @ 16" O.C. #5 @ 16" O.C.

---#5 @ 16" O.C. #5 @ 16" O.C.

---#5 @ 16" O.C. #5 @ 16" O.C.

---#5 @ 16" O.C. #5 @ 16" O.C.

---#5 @ 16" O.C. #5 @ 16" O.C.

3'-2"

3'-2"

3'-2"

3'-2"

3'-2"

3'-2"

3'-2"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

06/S5.01

3'-2"

3'-2"

3'-2"

3'-2"

3'-2"

3'-2"

3'-2"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

06/S5.01

3'-2"

3'-2"

3'-2"

3'-2"

3'-2"

3'-2"

3'-2"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

06/S5.01

3'-2"

3'-2"

3'-2"

3'-2"

3'-2"

3'-2"

3'-2"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

06/S5.01

3'-2"

3'-2"

3'-2"

---

3'-2"

3'-2"

3'-2"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

06/S5.01

3'-2"

3'-2"

3'-2"

3'-2"

3'-2"

3'-2"

3'-2"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

06/S5.01

5'-0"

5'-0"

5'-0"

3'-11"

3'-11"

3'-11"

3'-11"

3'-2"

3'-2"

3'-2"

3'-2"

2'-5"

2'-5"

2'-5"

2'-5"

2'-5"

06/S5.01

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

06/S5.01 06/S5.01

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

06/S5.01 06/S5.01

1'-7" 1'-11"1'-7"

1'-7" 1'-11"1'-7"

1'-7" 1'-11"1'-7"

1'-7" 3'-2"1'-7"

1'-7" 3'-2"1'-7"

1'-7" 1'-7"1'-7"

1'-7" 1'-7"1'-7"

1'-7" 1'-7"1'-7"

1'-7" 1'-7"1'-7"

1'-7" 1'-7"1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

06/S5.01 06/S5.01

1'-7" 2'-5"1'-7"

1'-7" 2'-5"1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 3'-11"1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 2'-5"1'-7"

1'-7" 2'-5"1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

06/S5.01 06/S5.01

1'-7" 3'-2"1'-7"

1'-7" 3'-2"1'-7"

1'-7" 3'-2"1'-7"

1'-7" 2'-5"1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-3"1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

1'-7" 1'-7"

06/S5.01 06/S5.01

1'-3"

1'-3"

1'-3"

1'-3"

1'-3"

1'-3"

06/S5.01 06/S5.01

1'-11"

1'-11"

1'-11"

1'-3"

1'-3"

1'-3"

2'-5"

2'-5"

2'-5"

3'-11"

3'-11"

2'-5"

2'-5"

2'-5"

TYPICAL SHEARWALL NOTES:1. PROVIDE DOWELS AT FOUNDATION TO MATCH SIZE AND SPACING OF THAT SHOWN

IN THE SHEARWALL SCHEDULE AT LEVEL XX. REFERENCE PLAN FOR ADDITIONALINFORMATION.

2. PROVIDE LAP SPLICES FOR VERTICAL REINF. PER 1/S8.01 AT EVERY OTHER LEVELOR AT LEVELS WITH A CHANGE IN VERTICAL REINFORCEMENT, EXCEPT AS NOTEDBELOW.

3. HOOK TOP MOST REINFORCING INTO ADJOINING DIAPHRAGM WITH STANDARD ACIHOOK.

4. REFER TO SHEET S8.01 FOR TYPICAL SHEARWALL DETAILING.5. REFER TO 5/S8.01 FOR TIE SCHEDULE.6. REF. ARCH. FOR ADDITIONAL LOCATIONS OF SOLID CONCRETE IN-FILL WALLS NOT

SHOWN ON STRUCTURAL DRAWINGS. REINF. WITH #6 @ 12" O.C. VERT. & #6 @ 8" O.C.HORIZ.

REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

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Suite 1100

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ARCHITECT

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SHEARWALL SCHEDULES

10-18-2017

20645.000

CD PERMIT PACKAGE

#2

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BDD Job# 17004

2017

10-18-2017

18958


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Level 1100' - 0"

LEVEL 2 - H01122' - 0"

LEVEL 3 - H02131' - 7"

Level 5 - H04150' - 9"

Level 6 - H05160' - 4"

Level 7 - H06169' - 11"

Level 10 - H09198' - 8"


232' - 6"

Level 11 - H10208' - 3"

LEVEL B1 - MoxyLobby Level

88' - 3 1/2"

Level 8 - H07179' - 6"

Level 9 - H08189' - 1"

LEVEL L86' - 3"

Level 4 - H03141' - 2"

Tower Roof244' - 4 1/2"

H

LEVEL 12 - H11217' - 10"

Tower Parapet246' - 10"

LEVEL 1M -MEZZANINE

110' - 6"

7

Level 1100' - 0"

LEVEL 2 - H01122' - 0"

LEVEL 3 - H02131' - 7"

Level 5 - H04150' - 9"

Level 6 - H05160' - 4"

Level 7 - H06169' - 11"

Level 10 - H09198' - 8"


232' - 6"

Level 11 - H10208' - 3"


88' - 3 1/2"

Level 8 - H07179' - 6"

Level 9 - H08189' - 1"

LEVEL L86' - 3"

Level 4 - H03141' - 2"

Tower Roof244' - 4 1/2"

D FD.1

LEVEL 12 - H11217' - 10"


LEVEL 1M -MEZZANINE

110' - 6"

5' - 0" 13' - 9"

5' - 4 1/2" 4' - 5"

1' - 5 1/4"

3' - 6"

7' -

4"

7' -

4"

1' - 9 1/4" 3' - 6"

7' -

4"

1' - 9 1/4" 3' - 6"

7' -

4"

1' - 9 1/4" 3' - 6"

7' -

4"

1' - 9 1/4" 3' - 6"

7' -

4"

1' - 9 1/4" 3' - 6"

7' -

4"

1' - 9 1/4" 3' - 6"

7' -

4"

1' - 9 1/4" 3' - 6"

7' -

4"

1' - 9 1/4" 3' - 6"

7' -

4"

1' - 9 1/4" 3' - 6"

7' -

4"

1' - 9 1/4" 3' - 6"

7' -

4"

1' - 9 1/4" 3' - 6"

7' -

4"

7

Level 1100' - 0"

LEVEL 2 - H01122' - 0"

LEVEL 3 - H02131' - 7"

Level 5 - H04150' - 9"

Level 6 - H05160' - 4"

Level 7 - H06169' - 11"

Level 10 - H09198' - 8"


232' - 6"

Level 11 - H10208' - 3"


88' - 3 1/2"

Level 8 - H07179' - 6"

Level 9 - H08189' - 1"

LEVEL L86' - 3"

Level 4 - H03141' - 2"

Tower Roof244' - 4 1/2"

D F

LEVEL 12 - H11217' - 10"


LEVEL 1M -MEZZANINE

110' - 6"

18' - 9"

3' - 4" 3' - 2"

1' -

6 1/

2"1'

- 10

"

3' - 4" 3' - 2"

1' -

6 1/

2"1'

- 10

"

3' - 4" 3' - 2"

1' -

6 1/

2"1'

- 10

"

3' - 4" 3' - 2"

1' -

6 1/

2"1'

- 10

"

7

Level 1100' - 0"

LEVEL 2 - H01122' - 0"

LEVEL 3 - H02131' - 7"

Level 5 - H04150' - 9"

Level 6 - H05160' - 4"

Level 7 - H06169' - 11"

Level 10 - H09198' - 8"


232' - 6"

Level 11 - H10208' - 3"


88' - 3 1/2"

Level 8 - H07179' - 6"

Level 9 - H08189' - 1"

LEVEL L86' - 3"

Level 4 - H03141' - 2"

Tower Roof244' - 4 1/2"

5

LEVEL 12 - H11217' - 10"


LEVEL 1M -MEZZANINE

110' - 6"

10' - 0"7' - 6"

5' -

5"8'

- 4"

7' - 6" 10' - 0"

8' -

4"

7' - 6" 10' - 0"

8' -

4"

7' - 6" 10' - 0"

8' -

4"

7' - 6" 10' - 0"

7' - 6" 10' - 0"7' - 6" 10' - 0"

8' -

4"

7' - 6" 10' - 0"

8' -

4"

7' - 6" 10' - 0"

8' -

4"

7' - 6" 10' - 0"

8' -

4"

7' - 6" 10' - 0"

8' -

4"

7' - 6" 10' - 0"

8' -

4"

7' - 6" 10' - 0"

8' -

4"

7' - 6" 10' - 0"

8' -

4"

7' - 6" 10' - 0"

8' -

4"

7

Level 1100' - 0"

LEVEL 2 - H01122' - 0"

LEVEL 3 - H02131' - 7"

Level 5 - H04150' - 9"

Level 6 - H05160' - 4"

Level 7 - H06169' - 11"

Level 10 - H09198' - 8"


232' - 6"

Level 11 - H10208' - 3"


88' - 3 1/2"

Level 8 - H07179' - 6"

Level 9 - H08189' - 1"

LEVEL L86' - 3"

Level 4 - H03141' - 2"

Tower Roof244' - 4 1/2"

5

LEVEL 12 - H11217' - 10"


LEVEL 1M -MEZZANINE

110' - 6"

3' - 6"1' - 9"

7' -

4"7'

- 4"

3' - 6"1' - 9"

7REVISION

HKS PROJECT NUMBER

DATE

SHEET TITLE

SHEET NO.

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Suite 1100

Dallas, TX 75204






ARCHITECT

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CIVIL ENGINEER &


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VIL

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ROBERTE. HILL

RE

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STATE OF KENTUCK

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PR

OF

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S S I O N A L E NG

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1/4

/201

8 1

:31

:28

PM

S8.31

SHEARWALL ELEVATIONS

10-18-2017

20645.000

CD PERMIT PACKAGE

#2

2.6

.3.2

013

042

1

BDD Job# 17004

2017

10-18-2017

18958

1/8" = 1'-0"5

SHEARWALL GROUP 2 ELEVATION

1/8" = 1'-0"1


1/8" = 1'-0"2


1/8" = 1'-0"3


1/8" = 1'-0"4



7 RFI-0089 01/02/2018

7

Documents

· 2018-05-10 · beam, column and brace connections are made. 10. reference architectural drawings for all expansion joint details, blockouts, and locations. 11. at all kitchen