structural abbreviations structural symbols and …

412

X

X

X

JOIST BEARING ELEVATION

CIP CONCRETE COLUMN ABOVE

CONCRETE COLUMN BELOW

METAL DECK

CONCRETE SLAB ON METAL DECK

STEPPED FOUNDATION

BOLTED JOIST CONNECTION

ELEVATED CAST-IN-PLACECONCRETE SLAB

STRUCTURAL SYMBOLS AND LEGEND

MOMENT CONNECTION

NORTH ARROW

SPAN DIRECTION

SECTION / DETAIL MARK

ELEVATION MARK

RECESS OR STEP IN SLAB

PLAN / DETAIL MARK

PLAN NOTE

COLUMN GRID LINE

COLUMN AND FOUNDATIONTYPE MARKS

SLOPED SURFACE

PITCHED ROOF

TILT-UP/PRECAST CONCRETE WALL

WALL TYPES

S.F

.

2'-0

"

ROOF JOIST

BEAM

ROOF JOIST

STEP HEIGHTSTEP FOUNDATION

DETAIL NUMBER

SHEET NUMBER

DETAIL NUMBER

SHEET NUMBER

RUN

RISE

NOTE: SYMBOLS AND LEGEND SHOWN AREGENERIC AND DO NOT NECESSARILY INDICATEACTUAL OCCURRENCES IN THESE DRAWINGS.

CIP CONCRETE WALL

X

TILT-UP/PRECAST CONCRETE COLUMN ABOVE

SPOT ELEVATION, TYPICALLYTOP OF ITEM TAGGED(T/WALL, T/FOUNDATION, ETC)

.

X'-X"

P-XPANEL TYPESEE SCHEDULE

12M WALL TYPE DESIGNATION TAG

ELEVATED CAST-IN-PLACECONCRETE SLAB

PRECAST CONCRETE PLANK

WOOD SHEATHING

NUMBER OF WELDED STUDSSPACED EQUALLY ALONG BEAM

SIZE DESIGNATION

AMOUNT OF MIDSPANCAMBER, UP

W24x55 [56] c=2" COMPOSITE BEAM DESIGNATION

(20)(20)(20)(20)

COMPOSITE STEEL GIRDER DESIGNATIONW36x194 (90) c=1"

AMOUNT OF MID-SPANCAMBER, TYP.

SIZE DESIGNATION

TOTAL NUMBER OF WELDED STUDS

PORTION OF TOTAL NUMBEROF WELDED STUDS TO BESPACED EQUALLY BETWEENINTERSECTING BEAMS

INTERSECTING BEAM, TYP.

150INCREASED FLOOR LOADAREA IN PSF

F6.0

CC-1

LOAD BEARING MASONRY WALL

NON-LOAD BEARING MASONRY WALL

X

XXX'-X"

SLOPE

STUD WALL

T/

X'-X"

X

X

ABBREV ABBREVIATIONACI AMERICAN CONCRETE INSTITUTEADD ADDITIVEADDL ADDITIONALAFF ABOVE FINISHED FLOORAISC AMERICAN INSTITUTE OF STEEL CONSTRUCTIONAISI AMERICAN IRON AND STEEL INSTITUTEALT ALTERNATE/ALTERNATIVEALUM ALUMINUMARCH ARCHITECTURE/ARCHITECTURALASTM AMERICAN SOCIETY OF TESTING MATERIALSAWS AMERICAN WELDING SOCIETY

B/ BOTTOM OFBCX BOTTOM CHORD EXTENSIONBLDG BUILDINGBLK BLOCKBM BEAMBOT BOTTOMBP BASE PLATE/BEARING PLATEBRG BEARINGBTWN BETWEEN

C CHANNELCB CONCRETE BEAMCC CONCRETE COLUMNCF CUBIC FEET (FOOT)CIP CAST IN PLACECJ CONTRACTION JOINTCL CENTERLINECLR CLEAR/CLEARANCECM CONCRETE MASONRYCMU CONCRETE MASONRY UNITCO COMPANYCOL COLUMNCONC CONCRETECONT CONTINUOUSCONN CONNECTIONCONST CONSTRUCTIONCOORD COORDINATECSJ CONSTRUCTION JOINTCTR CENTERCTRD CENTEREDCY CUBIC YARD

DEPT DEPARTMENTDET DETAILDIA DIAMETERDIAG DIAGONALDIM DIMENSIONDIST DISTANCEDL DEAD LOADDN DOWNDWG DRAWING

EA EACHEE EACH ENDEF EACH FACEEHPA EMERGENCY HURRICANE PROTECTION AREAEJ EXPANSION JOINTELEC ELECTRIC/ELECTRICALEL, ELEV ELEVATIONENGR ENGINEEREOD EDGE OF DECKEOR ENGINEER OF RECORDEQ SP EQUAL SPACEDES EACH SIDEEW EACH WAYEXIST EXISTINGEXP EXPANSIONEXT EXTERIOR

F FOUNDATIONFD FLOOR DRAINFDN FOUNDATIONFF FINISHED FLOORFIN FINISHFIN GR FINISH GRADEFLR FLOORFS FAR SIDEFT FEET/FOOTFTG FOOTING

GA GAGE/GAUGEGALV GALVANIZEDGB GRADE BEAMGC GENERAL CONTRACTORGEN GENERALGL GRID LINEGS GALVANIZED STEEL

HD HOT DIPPEDHDG HOT DIPPED GALVANIZEDHORIZ HORIZONTALHSA HEADED STUD ANCHORHSS HOLLOW STRUCTURAL SECTIONHT HEIGHT

I MOMENT OF INERTIAID INSIDE DIAMETERI.F. INSIDE FACEIN. INCHINT INTERIOR

JST JOISTJT JOINT

K KIP (1000 LB)KLF KIPS PER LINEAL FOOTKSI KIPS PER SQUARE INCHKWY KEYWAY

LB POUNDLGTH LENGTHLL LIVE LOADLLH LONG LEG HORIZONTALLLV LONG LEG VERTICALLONG. LONGITUDINALLSL LAMINATED STRAND LUMBERLT WT LIGHT WEIGHTLVL LAMINATED VENEER LUMBER

MATL MATERIALMAX MAXIMUMMB MASONRY BEAMMC MISCELLANEOUS CHANNEL/MASONRY COLUMNMECH MECHANICALMET METALMFR MANUFACTURE/MANUFACTURERMID MIDDLEMIN MINIMUMMISC MISCELLANEOUSMO MASONRY OPENINGMPH MILES PER HOUR

NGVD NATIONAL GEODETIC VERTICAL DATUMNIC NOT IN CONTRACTNO. NUMBERNS NEAR SIDENTS NOT TO SCALE

OC ON CENTERSOD OUTSIDE DIAMETERO.F. OUTSIDE FACEOPNG OPENINGOPP OPPOSITEOSB ORIENTED STRAND BOARD

P/C PRECAST CONCRETE/PILE CAPP/T POST TENSIONEDPAR PARALLELPCB PRECAST CONCRETE BEAMPCC PRECAST CONCRETE COLUMNPCF POUNDS PER CUBIC FEETPEMB PRE-ENGINEERED METAL BUILDINGPEN PENETRATIONP.J. PANEL JOINT CENTERLINEPL PLATEPLF POUNDS PER LINEAR FOOTPLMG PLUMBINGPLY. PLYWOODPREFAB PREFABRICATEDPSF POUNDS PER SQUARE FOOTPSI POUNDS PER SQUARE INCHPSL PARALLEL STRAND LUMBERPT PRESSURE TREATED

R/W REINFORCED WITHRD ROOF DRAINREF REFERENCEREINF REINFORCINGREQD REQUIREDREV REVISIONRTU ROOF TOP UNIT

SB SOFFIT BEAMSCHED SCHEDULES.F. SQUARE FEETSF STRIP FOUNDATIONSIM SIMILARSPC SPACE/SPACESSPECS SPECIFICATIONSSQ SQUARESS STAINLESS STEELSTD STANDARDSTIFF STIFFENERSTL STEELSTRUCT STRUCTURALSYM SYMMETRICAL

T/ TOP OFTB TIE BEAMT&B TOP AND BOTTOMTCX TOP CHORD EXTENSIONTDS TURN DOWN SLABTE THICKENED EDGETEMP TEMPERATURETENS TENSIONTHD THREAD/THREADEDTHK THICKTOL TOLERANCETRANS TRANSVERSETS TUBE STEELT.S. THICKENED SLABTWF THICKENED WALL FOUNDATIONTYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICALVIF VERIFY IN FIELDVOL VOLUME

W WIDE FLANGE SECTIONW/ WITHW/O WITHOUTWD WOODWF WALL FOOTINGWP WATERPROOFW.P. WORKING POINTWS WELDED STUDWT WEIGHT/STRUCTURAL TEE SECTIONWWF WELDED WIRE FABRIC

@ AT DESIGNATION# POUNDS / REBAR SIZE NUMBER+/- PLUS OR MINUSL ANGLEC.L. CENTER LINE& ANDSx SECTION MODULUSIx MOMENT OF INERTIA

STRUCTURAL ABBREVIATIONS

A

B

C

D

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© LEO A DALY Company 2015

Project No.

STAMP

FILE LOG

ACTIVITY

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Design

Manager

Check

BY

KEY PLAN

REVISIONS

P L A N N I N GA R C H I T E C T U R EE N G I N E E R I N GI N T E R I O R S

EST. 1915

1 2 3 4 5

THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BYCATHY G. TIEDGE, P.E. ON DATE NOTED ABOVE USING ADIGITAL SIGNATURE.PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDEREDSIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIEDON ANY ELECTRONIC COPIES.

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STRUCTURAL ABBREVIATIONS ANDSYMBOLS

S-001

517038

12/21/2017

Issue for Permit - ConstructionDocuments

GCK

MTO

SES

Agnoli, Barber & Brundage, Inc.

Architectural Land Design, Inc.

Civil Engineer & Surveyor

Landscape Architect

7400 Trail Boulevard, Suite 200Naples, FL 34018Tel 561.688.2111 Fax 239.566.2203

2780 S. Horseshoe Drive, Suite 5Naples, FL 34018Tel 239.430.1661 Fax 239.430.1664

1400 Centerpark Blvd, Suite 500West Palm Beach, FL 33401Tel 561.688.2111 Fax 561.697.8040

NAPLES, FL

Arthrex Hotel Facility

TLC Engineering for Architecture

Structural & MEP Engineering

874 Dixon Boulevard COA #15Cocoa, FL 32922 PROJECT #517038Tel 321.636.0274 Fax 321.639.8986

NAPLES, FL

CATHY G. TIEDGE, P.E.Florida License #47763

STRUCTURAL SHEET INDEX

SHEET # SHEET TITLE

S-001 STRUCTURAL ABBREVIATIONS AND SYMBOLS

S-002 STRUCTURAL NOTES




S-006 WIND LOAD DIAGRAM

S-101 OVERALL FOUNDATION PLAN

S-102 PARTIAL FOUNDATION PLAN - A

S-103 PARTIAL FOUNDATION PLAN - B

S-104 PARTIAL FOUNDATION PLAN - C

S-105 PARTIAL FOUNDATION PLAN - D

S-110 LEVEL 1 OVERALL FLOOR PLAN

S-111 LEVEL 1 PARTIAL FLOOR PLAN - A

S-112 LEVEL 1 PARTIAL FLOOR PLAN - B

S-113 LEVEL 1 PARTIAL FLOOR PLAN - C

S-114 LEVEL 1 PARTIAL FLOOR PLAN - D
















S-130 OVERALL ROOF PLAN

S-131 PARTIAL ROOF PLAN - A

S-132 PARTIAL ROOF PLAN - B

S-133 PARTIAL ROOF PLAN - C

S-134 PARTIAL ROOF PLAN - D

S-201 OVERALL BUILDING ELEVATIONS

S-202 CAST IN PLACE STAIR PLANS AND ELEVATIONS

S-203 CFS SIGNAGE WALL ELEVATIONS & DETAILS

S-204 ENLARGED STAIR #1 PLANS

S-205 ENLARGED STAIR #2/#3 PLANS

S-401 SCHEDULES

S-402 CONCRETE BEAM SCHEDULE

S-501 STRUCTURAL DETAILS












NO. DESCRIPTION DATE

3 Coordination 4/13/18

3

3

elizabethmendez

Rectangle

elizabethmendez

Text Box

Reviewed for Code Compliance PRBD20171253228

elizabethmendez

Image

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


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STRUCTURAL NOTES

S-002

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


17. IN THE EVENT THAT THE STRUCTURAL CONTRACTS DRAWINGS AND SPECIFICATIONS CONFLICT ON INFORMATION, THESTRUCTURAL CONTRACT DRAWINGS SHALL SUPERSEDE THE SPECIFICATIONS.

16. THE USE OF REPRODUCTIONS OF THESE CONTRACT DOCUMENTS AND USE OF CAD FILES BY ANY CONTRACTOR,SUBCONTRACTOR, ERECTOR, FABRICATOR OR MATERIAL SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS ISPROHIBITED UNLESS PRIOR WRITTEN APPROVAL IS OBTAINED FROM ENGINEER OF RECORD.

15. FINISH FLOOR ELEVATION (FIRST FLOOR) OF 100'-0" IS USED AS A REFERENCE ELEVATION. SEE CIVIL DRAWINGS FOR ACTUALELEVATION.

14. NO PROVISIONS HAVE BEEN MADE FOR VERTICAL OR HORIZONTAL EXPANSION EXCEPT AS SHOWN ON CONTRACTDOCUMENTS.

13. IN THE PROFESSIONAL OPINION OF TLC ENGINEERING FOR ARCHITECTURE, INC. THE STRUCTURAL CONTRACT DOCUMENTSFOR THIS PROJECT HAVE BEEN PREPARED IN ACCORDANCE WITH THE DESIGN CRITERIA AS SET FORTH IN THE FLORIDABUILDING CODE (FBC), 5TH EDITION.

12. STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR THE DESIGN OF STEEL STAIRS, HANDRAILS, CURTAINWALL/WINDOW WALL SYSTEMS, COLD-FORMED STEEL FRAMING, OR OTHER SYSTEMS NOT SHOWN IN THE STRUCTURALDOCUMENTS. SUCH SYSTEMS SHALL BE DESIGNED, FURNISHED, AND INSTALLED AS REQUIRED BY OTHER PORTIONS OF THECONTRACT DOCUMENTS.

11. ALL STRUCTURES REQUIRE PERIODIC MAINTENANCE TO EXCEED LIFE SPAN AND TO ENSURE STRUCTURAL INTEGRITY FROMEXPOSURE TO THE ENVIRONMENT. A PLANNED PROGRAM OF MAINTENANCE SHALL BE ESTABLISHED BY THE OWNER. THISPROGRAM SHALL INCLUDE ITEMS SUCH AS, BUT NOT LIMITED TO, PAINTING OF STRUCTURAL STEEL, PROTECTIVE COATINGSFOR CONCRETE, SEALANTS, CAULKED JOINTS, EXPANSION JOINTS, CONTROL JOINTS, SPALLS AND CRACKS IN CONCRETE, ANDPRESSURE WASHING OF EXPOSED STRUCTURAL ELEMENTS EXPOSED TO SALT ENVIRONMENT OR OTHER HARSH CHEMICALS.

10. PERIODIC SITE OBSERVATION BY FIELD REPRESENTATIVES OF TLC ENGINEERING FOR ARCHITECTURE IS SOLELY FOR THEPURPOSE OF DETERMINING IF THE WORK OF THE CONTRACTOR IS PROCEEDING IN GENERAL ACCORDANCE WITH THESTRUCTURAL CONTRACT DOCUMENTS. THIS LIMITED SITE OBSERVATION SHALL NOT BE CONSTRUED AS EXHAUSTIVE ORCONTINUOUS TO CHECK THE QUALITY OR QUANTITY OF THE WORK.

9. THE STRUCTURAL ENGINEER'S OBLIGATIONS TO REVIEW SHOP DRAWINGS AND OTHER SUBMITTALS AND TO RETURN THEM IN ATIMELY MANNER ARE CONDITIONED UPON THE PRIOR REVIEW AND APPROVAL OF THE SHOP DRAWINGS OR SUBMITTALS BYTHE CONTRACTOR AS REQUIRED IN THE CONSTRUCTION CONTRACT AND THE CONTRACTOR'S SUBMITTAL OF THE SHOPDRAWINGS AND OTHER SUBMITTALS IN ACCORDANCE WITH A WRITTEN SCHEDULE DISTRIBUTED IN ADVANCE TO THEENGINEER IDENTIFYING THE DATES FOR THE SUBMITTAL OF THE VARIOUS SHOP DRAWINGS AND SUBMITTALS.

8. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE, AND DO NOT INDICATETHE METHOD OR MEANS OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BESOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES, SEQUENCE AND SAFETY. THEENGINEER DOES NOT HAVE CONTROL OR CHARGE OF, AND SHALL NOT BE RESPONSIBLE FOR, CONSTRUCTION MEANS,METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES, FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITHTHE WORK, FOR THE ACTS OR OMISSION OF THE CONTRACTOR, SUBCONTRACTOR OR ANY OTHER PERSONS PERFORMING ANYOF THE WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACTDOCUMENTS.

7. THE GENERAL CONTRACTOR SHALL COMPARE THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, CIVIL ANDSTRUCTURAL DRAWINGS AND REPORT ANY DISCREPANCIES BETWEEN EACH SET OF DRAWINGS AND WITHIN EACH SET OFDRAWINGS TO THE ARCHITECT AND ENGINEER OF RECORD PRIOR TO THE FABRICATION AND INSTALLATION OF ANYSTRUCTURAL MEMBERS.

6. DETAILS LABELED "TYPICAL DETAILS" ON THE DRAWINGS SHALL APPLY TO ALL SITUATIONS OCCURRING ON THE PROJECT THATARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY DETAILED. THE APPLICABILITY OF THE DETAIL TO ITS LOCATION ON THEDRAWINGS CAN BE DETERMINED BY THE TITLE OF DETAIL. SUCH DETAILS SHALL APPLY WHETHER OR NOT THEY AREREFERENCED AT EACH LOCATION. QUESTIONS REGARDING APPLICABILITY OF TYPICAL DETAILS SHALL BE DETERMINED BY THEENGINEER OF RECORD.

5. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THECONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF THEBUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,TEMPORARY BRACING, GUYS OR TIEDOWNS.

4. DO NOT SCALE DRAWINGS.

3. NO STRUCTURAL MEMBER OR COMPONENT SHALL BE CUT, NOTCHED, OR OTHERWISE ALTERED UNLESS APPROVED INWRITING BY THE ENGINEER OF RECORD. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY AND ALL COSTS INCURRED BYTHE ENGINEER OF RECORD FOR REVIEW OF ANY SUCH DEVIATIONS.

2. DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTIONOF THE ENGINEER OF RECORD BEFORE PROCEEDING WITH THE AFFECTED PART OF THE WORK.

1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH PROJECT SPECIFICATIONS AND ARCHITECTURAL,MECHANICAL, ELECTRICAL, PLUMBING, AND SITE DRAWINGS. CONSULT THESE DRAWINGS FOR OPENINGS, DEPRESSIONS,EQUIPMENT WEIGHTS AND LOCATIONS, EMBEDDED ITEMS AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS.

1000 GENERAL NOTES

3. STORY DRIFT: LATERAL FRAME DEFLECTION OF H/300 IN THE PLANE OF THE WALL OF ONE FLOOR RELATIVE TO AN ADJACENTFLOOR SHALL BE TAKEN INTO ACCOUNT IN THE DESIGN, FABRICATION AND INSTALLATION OF THE BUILDING CLADDING.

B. TYPICAL ROOF MEMBERS - SPAN/360 BUT NOT LESS THAN 3/8"

A. TYPICAL FLOOR MEMBERS - SPAN/360 BUT NOT LESS THAN 3/8"

2. THE FOLLOWING PROVISION FOR SUPERIMPOSED LOAD DEFLECTIONS SHALL BE MADE IN THE DESIGN, FABRICATION, ANDINSTALLATION OF ALL PARTITIONS, GLASS WALLS, AND OTHER ELEMENTS SUPPORTED BY AND ATTACHED TO THE STRUCTUREUNLESS OTHERWISE NOTED ON PLANS OR DETAILS.

A. TYPICAL SPANDREL BEAM - 3/8"SUPERIMPOSED LOAD DEFLECTION IS DEFINED AS ALL DEFLECTION ANTICIPATED TO OCCUR AFTER THE CLADDING HAS BEENERECTED. THE RELATIVE DEFLECTION ABOVE DOES NOT INCLUDE THE FLOOR DEFLECTION CAUSED BY THE WEIGHT OF THECLADDING ITSELF OR THE DEAD LOAD DEFLECTION OF THE FLOOR FRAMING ITSELF, NOR DOES IT INCLUDE ANY ALLOWANCEFOR FABRICATION OR ERECTION TOLERANCES.

1. SPANDREL BEAM DEFLECTIONS. THE FOLLOWING PROVISION SHOULD BE MADE FOR SUPERIMPOSED LOAD DEFLECTION OFONE FLOOR RELATIVE TO AN ADJACENT FLOOR IN THE DESIGN, FABRICATION, AND ERECTION OF THE BUILDING CLADDING.

THE BUILDING MOVEMENT SPECIFIED HEREIN IS ANTICIPATED TO OCCUR AND SHOULD BE CONSIDERED BY THE CONTRACTORIN THE PERFORMANCE OF THE WORK.

1010 BUILDING MOVEMENTS

3. FM GLOBAL DESIGN CRITERIA: SEE SHEET S-007 AND FM GLOBAL REPORT, ACCOUNT NO. 01-51714

SEISMIC IMPORTANCE FACTOR = 1.00

SEISMIC DESIGN CATEGORY A

SEISMIC USE GROUP II

SITE CLASSIFICATION D

SPECTRAL RESPONSE ACCELERATION, 1.0 SECOND DURATION (S1) = 0.023g

SPECTRAL RESPONSE ACCELERATION, SHORT DURATION (Ss) = 0.049g

2.4 SEISMIC LOADS: PER FLORIDA BUILDING CODE, SECTION 1610.

FM GLOBAL WIND CRITERIA PER S-006 EXTERIOR OVERHEADDOORS, LOUVERS, AND WINDOWS SHALL BE WIND RATED PERFBC / MIAMI DADE COUNTY APPROVAL AS TESTED ACCORDINGTO TAS 201-203OR ASTM STANDARDS E1886 AND E1996.

EXPOSURE = C

RISK CATEGORY = II

NOMINAL DESIGN WIND SPEED, Vasd = 126 MPH (3 SEC. GUST)

ULTIMATE DESIGN WIND SPEED, Vult = 162 MPH (3 SEC. GUST)

SEE SHEET S-006 FOR COMPONENTS AND CLADDING PRESSURES

2.3 WIND LOADS: PER FLORIDA BUILDING CODE, SECTION 1609.

(CONCENTRATED) 200 LBS

GUARDRAILS/HANDRAILS (UNIFORM) 50 PLF

STAIRS AND EXITS 100 PSF

FAUX BALCONIES (EXTERIOR) (1.5*OCCUPANCY SERVED*)

HOTEL PRIVATE ROOMS + CORRIDORS 40 PSF

HOTEL PUBLIC CORRIDORS 100 PSF

FLOOR (MECH ROOM) 150 PSF

FLOOR (KITCHEN) 150 PSF

ROOF 20 PSF

2.2 LIVE LOADS

FIRE PROTECTION SYSTEM 10 PSF

STEEL STUDS W/ GYP. BOARD PARTITIONS 10 PSF

COLLATERAL LOADS 10 PSF

SPECIALTY CEILINGS 10 PSF

CEILINGS 5 PSF

M/E/P LOADS 5 PSF

ROOF STRUCTURE 15 PSF

2.1 DEAD LOADS

2. THE FOLLOWING SUPERIMPOSED LOADINGS HAVE BEEN UTILIZED:

1. THE STRUCTURAL SYSTEM FOR THIS BUILDING HAS BEEN DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, 5THEDITION, AND AS SUPPLEMENTED BY LOCAL AMENDMENTS.

1060 DESIGN LOADS

2. THE FLOOD DAMAGE PREVENTION ORDINANCE COLLIER COUNTY ORDINANCE #90-31 AND #87-80.

1. THE FLORIDA BUILDING CODE, 5TH EDITION.

1064 CODE COMPLIANCE - COLLIER COUNTY

7. THE CONTRACTOR SHALL BEAR THE COST OF CORRECTING AND/OR REPLACING ALL MATERIALS, SYSTEMS, COMPONENTS,AND/OR WORK THAT DOES NOT MEET THE REQUIREMENTS OF THE SPECIAL INSPECTOR.

6. THRESHOLD INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL, EOR, AND OWNER SIGNED AND SEALEDBY THE SPECIAL INSPECTOR.

5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING AND SCHEDULING ALL SPECIAL INSPECTIONS.

4. FREQUENCY AND SCOPE OF THRESHOLD INSPECTIONS SHALL BE IN ACCORDANCE WITH THE THRESHOLD INSPECTION PLAN.

I. GROUND IMPROVEMENTS

H. FOUNDATIONS - SOIL

G. POST INSTALLED ANCHORS

F. MASONRY

E. CAST-IN-PLACE CONCRETE

D. COLD-FORMED STEEL

C. METAL DECK

B. WELDING/BOLTING

A. STRUCTURAL STEEL

3. SPECIAL INSPECTIONS REQUIRED FOR THE FOLLOWING MATERIALS, SYSTEMS, COMPONENTS, AND WORK IN ACCORDANCEWITH THE THRESHOLD INSPECTION PLAN:

2. SPECIAL INSPECTION OF THE CONSTRUCTION IS REQUIRED BY THE STATE OF FLORIDA IN ACCORDANCE WITH CHAPTER 553 OFTHE FLORIDA STATUTES. CONSTRUCTION SHALL BE INSPECTED IN ACCORDANCE WITH THE SPECIAL INSPECTION PLANSUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION. THE SPECIAL INSPECTION PLAN IS PART OF THE PERMITDOCUMENTS.

1. THIS BUILDING IS CLASSIFIED AS A "THRESHOLD BUILDING".

1070 SPECIAL INSPECTIONS

5. CHANGES AND ADDITIONS MADE ON RE-SUBMITTALS SHALL BE CLEARLY FLAGGED AND NOTED. THE PURPOSE OF THERE-SUBMITTALS SHALL BE CLEARLY NOTED ON THE LETTER OF TRANSMITTAL. ARCHITECT/ENGINEER OF RECORD REVIEW WILLBE LIMITED TO THOSE ITEMS CAUSING THE RE-SUBMITTAL. CONTRACTOR IS RESPONSIBLE FOR COSTS CAUSED BY MULTIPLERE-SUBMITTALS (MORE THAN ONE) AT ARCHITECT/ENGINEERS' CURRENT HOURLY RATES.

4. THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS UNLESS OTHERWISE SPECIFIED IN WRITING BY THEENGINEER OF RECORD.

3. SHOP DRAWING SUBMITTALS SHALL INCLUDE, AT A MINIMUM, ONE GOOD QUALITY REPRODUCIBLE AND THREE SETS OFBLUEPRINTS. ONE SET OF PRINTS WILL BE RETAINED BY THE ENGINEER OF RECORD, ONE BY THE ARCHITECT, ONE BY THELOCAL BUILDING DEPARTMENT (WHERE REQUIRED) AND THE CONTRACTOR SHALL MAKE PRINTS FROM THE REPRODUCIBLE ASREQUIRED FOR DISTRIBUTION.

2. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR AND MARKED "APPROVED" PRIOR TO SUBMITTAL TO THEARCHITECT/ENGINEER. NON-CONFORMING DRAWING SUBMITTALS WILL BE RETURNED WITHOUT REVIEW.

1. SHOP DRAWINGS SHALL ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN ON THE CONTRACTDOCUMENTS. SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACTDOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACTDOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. REVIEW OF SUBMITTALS AND SHOP DRAWINGS DOESNOT RELIEVE THE CONTRACTOR OF FULL RESPONSIBILITY FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATIONOF THE SHOP DRAWINGS.

1030 SHOP DRAWING REVIEW

8. SUBMITTALS NOT MEETING THE ABOVE CRITERIA WILL NOT BE REVIEWED AND WILL BE RETURNED.

D. THAT THE CONFIGURATION SET FORTH IN THE STRUCTURAL SUBMITTALS IS CONSISTENT WITH THE CONTRACT DOCUMENTS.NO DETAILED CHECK OF DIMENSIONS OR QUANTITIES WILL BE MADE.

C. THAT THE DELEGATED ENGINEER HAS UNDERSTOOD THE DESIGN INTENT AND HAS USED THE SPECIFIED STRUCTURALCRITERIA. NO DETAILED CHECK OF CALCULATIONS WILL BE MADE.

B. THAT THE STRUCTURAL SUBMITTALS HAVE BEEN SIGNED AND SEALED BY THE DELEGATED ENGINEER.

A. THAT THE SPECIFIED STRUCTURAL SUBMITTALS HAVE BEEN FURNISHED.

7. REVIEW BY THE STRUCTURAL ENGINEER OF RECORD OF SUBMITTALS IS LIMITED TO VERIFYING THE FOLLOWING:

6. CATALOG INFORMATION ON STANDARD PRODUCTS DOES NOT REQUIRE THE SEAL OF A DELEGATED ENGINEER.

5. DRAWINGS PREPARED SOLELY TO SERVE AS A GUIDE FOR FABRICATION AND INSTALLATION (SUCH AS REINFORCING STEELSHOP DRAWINGS OR STRUCTURAL STEEL ERECTION DRAWINGS) AND REQUIRING NO ENGINEERING, DO NOT REQUIRE THESEAL OF A DELEGATED ENGINEER.

4. SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE OF FLORIDA(IN WHICH THE PROJECT RESIDES). COMPUTER PRINTOUTS ARE AN ACCEPTABLE SUBSTITUTE FOR MANUAL COMPUTATIONSPROVIDED THEY ARE ACCOMPANIED BY SUFFICIENT DESCRIPTIVE INFORMATION TO PERMIT THEIR PROPER EVALUATION. SUCHDESCRIPTIVE INFORMATION SHALL BE SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE OF FLORIDA (INWHICH THE PROJECT RESIDES) AS AN INDICATION THAT HE/SHE HAS ACCEPTED RESPONSIBILITY FOR THE RESULTS. THESTRUCTURAL ENGINEER WILL RETAIN ONE SIGNED AND SEALED SET FOR THEIR RECORDS.

3. SHOP DRAWINGS AND CALCULATIONS SHALL BE PREPARED UNDER THE DIRECT SUPERVISION AND CONTROL OF THEDELEGATED ENGINEER.

2. SUBMITTALS SHALL CLEARLY IDENTIFY THE SPECIFIC PROJECT AND APPLICABLE CODES, LIST THE DESIGN CRITERIA, ANDSHOW ALL DETAILS AND DRAWINGS NECESSARY FOR PROPER FABRICATION AND INSTALLATION. SHOP DRAWINGS ANDCALCULATIONS SHALL IDENTIFY SPECIFIC PRODUCT UTILIZED. GENERIC PRODUCTS WILL NOT BE ACCEPTED.

J. ALUMINUM SUNSHADES + LOUVERS

I. GLASS HANDRAILS + CONNECTIONS

H. HOLLOW CORE PLANKS

G. FORMWORK SHORING, AND RE-SHORING

F. PRE-ENGINEERED SKYLIGHT SYSTEMS

E. TEMPORARY WALL BRACING

D. METAL ROOF DECK ASSEMBLIES

C. PREFABRICATED STEEL STAIRS & RAILINGS

B. CURTAIN WALL SYSTEMS

A. ALUMINUM WALL SYSTEMS

1. THE FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE FABRICATION AND ERECTION DRAWINGS PREPARED BY ADELEGATED ENGINEER:

1331 SHOP DRAWINGS FOR SPECIALTY ENGINEERED PRODUCTS

3. MANUFACTURER'S LITERATURE. SUBMIT TWO COPIES OF MANUFACTURER'S LITERATURE FOR ALL MATERIALS AND PRODUCTSUSED IN CONSTRUCTION ON THE PROJECT.

U. ALUMINUM SUNSHADES + LOUVERS (D)

T. GLASS HANDRAILS + CONNECTIONS (D)

S. HOLLOW CORE PLANKS (D)

R. ALUMINUM WALL SYSTEMS (D)

Q. METAL ROOF DECK ASSEMBLIES (D)

P. FORMWORK AND TEMPORARY SHORING (D)

O. CHEMICAL (ADHESIVE) ANCHORS (#)

N. MECHANICAL ANCHORS (#)

M. PRE-ENGINEERED SKYLIGHT SYSTEM (D)

L. TEMPORARY WALL BRACING (D)

K. CURTAIN WALL SYSTEMS (D)

J. ELEVATORS (#)

I. CONSTRUCTION JOINT LOCATIONS IN STRUCTURAL FLOORS

H. CONCRETE MIX DESIGNS

G. FORMWORK, SHORING, RESHORING (D,#)

F. LIGHT GAGE METAL FRAMING

E. ROOF/FORM DECK

D. COMPOSITE METAL DECK

C. PRE-FABRICATED STEEL STAIRS + RAILINGS (D)

B. REINFORCING STEEL

A. STRUCTURAL STEEL

• ITEMS MARKED (#) SHALL BE SUBMITTED FOR ENGINEERS RECORD ONLY.

• ITEMS MARKED (D) SHALL HAVE SHOP DRAWINGS SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OFFLORIDA.

2. THE GENERAL CONTRACTOR SHALL SUBMIT FOR ENGINEER REVIEW SHOP DRAWINGS FOR THE FOLLOWING ITEMS:

1. ALL SHOP DRAWINGS MUST BE REVIEWED AND STAMPED APPROVED BY THE GENERAL CONTRACTOR PRIOR TO SUBMITTAL.

1333 SUBMITTALS


4 Building Department Comments 4/13/18

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Landscape Architect




NAPLES, FL





NAPLES, FL


4. RFI RESPONSES ARE NOT INTENDED TO AUTHORIZE ANY INCREASE IN CONSTRUCTION COST, SCHEDULE OR TIME EXTENSIONS,OR CONSTRUCTION IN CONFLICT WITH ANY APPLICABLE CODES OR SPECIFIED DESIGN STANDARDS. IT IS THE RESPONSIBILITYOF THE CONTRACTOR TO NOTIFY THE DESIGN TEAM IMMEDIATELY OF ANY PERCEIVED SCOPE, SCHEDULE, OR COST IMPACTSOR ADJUSTMENTS. IF CONTRACTOR REQUESTS ANY ADDITIONAL COST, INCREASE IN SCHEDULE OR ADJUSTMENT IN SCOPE,THE CONTRACTOR SHALL NOT PROCEED WITH ADDITIONAL WORK UNTIL APPROVED IN WRITING BY THE CONSTRUCTIONADMINISTRATOR.

3. ENGINEER SHALL TAKE UP TO 5 BUSINESS DAYS TO REVIEW AND RETURN RFI'S. HOWEVER, THE ENGINEER WILL ATTEMPT TOEXPEDITE THE REVIEW OF ALL RFI'S WITHIN A REASONABLE TIME FRAME.

2. RFI SHALL BE SUBMITTED AS SPECIFIED WITHIN THE CONTRACT DOCUMENTS AND SHALL BE FORWARDED TO THE ENGINEERVIA THE ARCHITECT OR DIRECTLY TO THE ENGINEER BY THE CONTRACTOR WHEN APPROVED BY THE ARCHITECT.

1. RFI SHALL ORIGINATE WITH CONTRACTOR AND SHALL BE SUBMITTED IN THE FORM SPECIFIED WITHIN CONTRACT DOCUMENTS.RFI SHALL BE SUBMITTED IN A PROMPT MANNER AS TO AVOID DELAYS IN CONTRACTORS WORK.

1334 REQUEST FOR INTERPRETATION (RFI)

E. COEFFICIENT OF FRICTION:.........................................................................................................0.40

D. EQUIVALENT FLUID PRESSURE:..................................................................................................40 PCF

C. PASSIVE SOIL PRESSURE COEFFICIENT (Kp):........................................................................3.25

B. AT-REST SOIL PRESSURE COEFFICIENT (Ko):........................................................................0.47

A. ACTIVE SOIL PRESSURE COEFFICIENT (Ka):...........................................................................0.31

6. CANTILEVERED RETAINING WALL AND RESTRAINED FOUNDATION WALL DESIGN IS BASED ON THE FOLLOWING SOILPROPERTIES:

5. SHALLOW FOUNDATION WITH SOIL IMPROVEMENTS DESIGN IS BASED ON AN ALLOWABLE BEARING PRESSURE OF 6,000 PSF.

4. SHALLOW FOUNDATION WITHOUT SOIL IMPROVEMENTS DESIGN IS BASED ON AN ALLOWABLE BEARING PRESSURE OF 3,000PSF.

3. SLABS ON GRADE SHALL BE PLACED OVER A 15 MIL, CLASS "A" VAPOR RETARDER. VAPOR RETARDER SHALL BE LAPPED AMINIMUM OF 6", OR AS RECOMMENDED BY THE MANUFACTURER (WHICHEVER IS GREATER) AND TAPED AT ALL JOINTS. ALLPUNCTURES IN THE VAPOR RETARDER SHALL BE REPAIRED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. ALLPENETRATIONS THROUGH THE VAPOR RETARDER (COLUMNS, PLUMBING, CONDUITS, ETC) SHALL BE SEALED PERMANUFACTURER'S WRITTEN INSTRUCTIONS. VAPOR RETARDER SHALL BE CONTINUOUS UNDER WALL FOUNDATIONS ORSEALED TO EXTERIOR WALLS PER MANUFACTURER'S WRITTEN INSTRUCTIONS.

I. THE BOTTOM OF THE FOUNDATIONS SHALL BE COMPACTED UNTIL AT LEAST 95 PERCENT OF THE MODIFIED PROCTOR (ASTMD-1557) MAXIMUM DRY DENSITY IF UNIFORMLY OBTAINED. FIELD DENSITY TESTS FOR THE FINAL TWO FEET OF FILL ANDBENEATH FOUNDATIONS SHALL BE MADE WITH A TEST FREQUENCY OF AT LEAST ONE TEST FOR EACH 2,000 SQUARE FEET OFBUILDING AREA IN EACH LIFT OF FILL OR BACKFILL OR AT LEAST FOUR TESTS PER LIFT FOR EACH BUILDING FOOTPRINT(WHICHEVER IS GREATER). FIELD DENSITY TESTS FREQUENCY FOR ROADWAYS AND UTILITIES SHALL BE AT LEAST ONE TESTFOR EVERY 100 FEET OF ROADWAY OR UTILITY LINE PER LIFT.

H. ALL SOIL BACKFILL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 12 INCHES IN THICKNESS WHEN COMPACTED WITH AHEAVY VIBRATORY ROLLER. LIFT HEIGHT SHALL BE REDUCED TO 6 INCHES OR LESS FOR MATERIAL COMPACTED WITH WALKBEHIND ROLLERS OR PLACE COMPACTORS. EACH LIFT SHALL BE COMPACTED UNTIL A DENSITY OF AT LEAST 95 PERCENT OFTHE MODIFIED PROCTOR (ASTM D-1557) MAXIMUM DRY DENSITY IS UNIFORMLY OBTAINED.

G. ALL SOIL BACKFILL SHALL BE SAND WITH A UNIFIED SOIL CLASSIFICATION OF SP OR SP-SM CONTAINING NO ORGANICS. FILLSHALL HAVE A MAXIMUM OF 12% FINE CONTENT AND BE MOSTURE CONDITIONED TO READILY ACHIEVE PROPER COMPACTION.

F. THE STRIPPED GRADE SHALL BE COMPACTED UNTIL A DENSITY OF AT LEAST 95 PERCENT OF THE MODIFIED PROCTOR (ASTMD-1557) MAXIMUM DRY DENSITY IS UNIFORMLY OBTAINED. FIELD DENSITY SHALL BE MADE AFTER COMPACTION OF THEEXISTING GROUND SURFACE TO VERIFY THE SPECIFIED DEGREE OF COMPACTION IS OBTAINED. DURING MASS GRADING, THETEST FREQUENCY SHALL BE AT LEAST ONE TEST FOR EACH 4,000 SQUARE FEET. TEST FREQUENCY SHALL BE INCREASED FORINDIVIDUAL BUILDINGS AND ALONG ROADWAY ALIGNMENTS DURING THE FINAL TWO FEET OF FILL PLACEMENT.

E. PRIOR TO ANY FILL BEING PLACED, THE STRIPPED GROUND SURFACE SHALL BE PROOF ROLLED WITH A VIBRATORY ROLLER. ATLEAST FIVE OVERLAPPING COVERAGES IN PERPENDICULAR DIRECTIONS SHALL BE MADE. THE ROLLER SHALL BE OPERATED INTHE STATIC MODE ONLY, WHEN WITHIN 75 FEET OF AN EXISTING STRUCTURE.

D. DURING THE BACKFILLING OF ALL EXCAVATIONS RESULTING FROM DEMOLITION OF THE EXISTING SITE STRUCTURES, BACKFILLSHALL BE PLACED IN LIFTS NOT EXCEEDING 12 INCHES IN THICKNESS. EACH LIFT SHALL BE COMPACTED UNTIL A DENSITY OFAT LEAST 95 PERCENT OF THE MODIFIED PROCTOR (ASTM D-1557) MAXIMUM DRY DENSITY IS UNIFORMLY OBTAINED.

C. WITH THE WATER TABLE ENCOUNTERED AT DEPTHS RANGING FROM 2-TO 5-FEET BELOW EXISTING GRADE WITHIN THE VICINITYOF THE PROPOSED CONSTRUCTION, DEWATERING MAY BE REQUIRED TO CONSTRUCT ELEVATOR PITS, PLANTERS,FOUNDATIONS, OR INSTALL UTILITIES. WATER LEVELS SHOULD BE MAINTAINED AT LEAST TWO FEET BELOW THE BOTTOM OFALL EXCAVATIONS. DEPENDING ON THE SIZE OF THE EXCAVATION AND LENGTH OF TIME REQUIRED FOR CONSTRUCTION,VARIOUS DEWATERING TECHNIQUES COULD BE EMPLOYED. DEWATERING METHODS SUCH AS SUMPS MAY BE SUITABLE FORSMALL AND QUICK EXCAVATION WORK WHILE LARGER AND LONGER EXCAVATIONS WILL LIKELY REQUIRE WELL POINTS. A MUDSLABS OR A CRUSHED STONE BASE MAY ALSO BE REQUIRED AT THE BOTTOM OF THE EXCAVATION TO PROVIDE A STABLEWORKING PLATFORM.

THE CONSTRUCTION OF ELEVATOR PITS OR OTHER ASPECTS OF CONSTRUCTION THAT WILL OCCUR BELOW THE WATER TABLEAND WILL REQUIRE DEWATERING SHOULD BE DONE PRIOR TO THE CONSTRUCTION OF ANY ABOVE GROUND STRUCTURES ANDALLOW FOR THE WATER TABLE IN THE AREA TO RECHARGE. IF CONSTRUCTION OF STRUCTURES BEGINS PRIOR TO THE WAT...

B. CLEAR AND GRUB THE EXISTING SITE. REMOVE ALL TOPSOIL, TREE STUMPS, LANDSCAPE REMNANTS IN THEIR ENTIRETY ANDDISPOSE OF THEM IN AN APPROPRIATE AND LAWFUL MANNER.

A. REMOVE ALL REMAINING STRUCTURES AND REMNANTS OF STRUCTURES (INCLUDING EXITING BERRIED STORAGE TANKS,STORM SEWER STRUCTURES, AND OTHER VARIOUS BERRIED UTILITIES PIPES) AT THE SITE AND DISPOSE OF THEM IN ANAPPROPRIATE AND LAWFUL MANNER.

2. FOLLOW THE RECOMMENDATIONS LISTED IN THE GEOTECHNICAL REPORT FOR SITE PREPARATION WORK. AT A MINIMUM, SITEPREPARATION WORK SHALL INCLUDE:

DATED: AUGUST 10, 2017

TITLED: PRELIMINARY REPORT OF GEOTECHNICAL EXPLORATION, PROPOSED ADMINISTRATION CAMPUS EXPANSION.

PREPARED BY: FORGE ENGINEERING INC.

REPORT No. 2926-0041.31

1. SEE THE FOLLOWING GEOTECHNICAL REPORT FOR COMPLETE GEOTECHNICAL RECOMMENDATIONS AND INSTALLATIONPROCEDURES. SITE PREPARATION AND FOUNDATION INSTALLATION SHALL COMPLY WITH:

2310 FOUNDATIONS - W/ SOIL REPORTS

16. WHEN ADHESIVES OR WATER VAPOR IMPERMEABLE FLOOR COVERINGS ARE BEING USED ON CONCRETE SURFACES, THECONTRACTOR SHALL VERIFY THROUGH APPROPRIATE TESTING THAT THE WATER CONTENT OF THE CONCRETE, AND VAPORTRANSMISSION RATE THROUGH THE CONCRETE, IS WITHIN THE ALLOWABLE RANGE BEFORE INSTALLATION. THEMANUFACTURER OF THE ADHESIVE OR FLOOR COVERING SHALL REVIEW AND APPROVE THE RESULTS OF THE TESTING PRIORTO INSTALLATION OF PRODUCTS.

15. WHEN TOTAL WIDTH OF PIPES OR DUCTS CAST INTO A SLAB EXCEED 12" IN A 24" WIDTH THEN THE CONTRACTOR SHALL ADD ALAYER OF #4 @ 12" ABOVE AND PERPENDICULAR TO THE DUCT/PIPE RUNS EXTENDING 12" BEYOND THE LAST DUCT/PIPE ONEACH SIDE.

14. CONCRETE SLABS ON COMPOSITE METAL DECK SHALL BE REINFORCED WITH 6x6 W2.1 x W2.1 WWF (FLAT SHEETS) ATMID-DEPTH OF MID-DEPTH OF SLAB .

13. CONCRETE SLABS ON GRADE SHALL BE REINFORCED PER PLANS.

12. WATER/CEMENT RATIO FOR CONCRETE AT EXTERIOR BALCONIES SHALL NOT EXCEED 0.40 BY WEIGHT.

11. ALL COLUMNS AND BEAMS INTEGRATED IN CMU WALLS ARE 8" AND 12" NOMINAL AND 7-5/8" AND 11-5/8" ACTUAL DIMENSIONS.

10. CONCRETE DESIGN MIX SUBMITTALS SHALL INCLUDE TESTED, STATISTICAL BACK-UP DATA AS PER CHAPTER 5 OF ACI 318.

9. CONDUITS, PIPES AND SLEEVES SHALL BE PLACED AND SPACED IN ACCORDANCE WITH ACI 318, 6.3.

8. CONCRETE MIX DESIGNS SHALL INCLUDE A WRITTEN DESCRIPTION INDICATING WHERE EACH PARTICULAR MIX IS TO BEPLACED WITHIN THE STRUCTURE.

7. CALCIUM CHLORIDES SHALL NOT BE UTILIZED; OTHER ADMIXTURES MAY BE USED ONLY WITH THE APPROVAL OF THEENGINEER.

6. SLABS SHALL BE CURED USING A DISSIPATING CURING COMPOUND MEETING ASTM STANDARD C309 TYPE 1-CLASS D ANDSHALL HAVE A FUGITIVE DYE. THE COMPOUND SHALL BE PLACED AS SOON AS THE FINISHING IS COMPLETED OR AS SOON ASTHE WATER HAS LEFT THE UNFINISHED CONCRETE. SCUFFED OR BROKEN AREAS IN THE CURING MEMBRANE SHALL BERECOATED DAILY.

5. THE MAXIMUM TIME ALLOWED FROM THE TIME THE MIXING WATER IS ADDED UNTIL IT IS DEPOSITED IN ITS FINAL POSITIONSHALL NOT EXCEED ONE AND ONE HALF (1-1/2) HOURS. IF FOR ANY REASON THERE IS A LONGER DELAY THAN THAT STATEDABOVE, THE CONCRETE SHALL BE DISCARDED. IT SHALL BE THE RESPONSIBILITY OF THE TESTING LAB TO NOTIFY THEOWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NONCOMPLIANCE WITH THE ABOVE.

4. CONCRETE SHALL COMPLY WITH THE REQUIREMENTS OF ASTM STANDARD C94 FOR MEASURING, MIXING, TRANSPORTING, ETC.CONCRETE TICKETS SHALL BE TIME STAMPED WHEN CONCRETE IS BATCHED.

3. SUBMIT PROPOSED MIX DESIGN WITH RECENT FIELD CYLINDER OR LAB TESTS FOR REVIEW PRIOR TO USE. MIX SHALL BEUNIQUELY IDENTIFIED BY MIX NUMBER OR OTHER POSITIVE IDENTIFICATION. MIX SHALL MEET THE REQUIREMENTS OF ASTMC33 FOR COARSE AGGREGATE.

2. CONCRETE SHALL BE PLACED AND CURED ACCORDING TO ACI STANDARDS AND SPECIFICATIONS.

1. SHALL BE PER AN APPROVED MIX DESIGN PROPORTIONED TO ACHIEVE A STRENGTH AT 28 DAYS AS LISTED BELOW WITH APLASTIC AND WORKABLE MIX:

3302 CONCRETE

CONCRETE STRUCTURE TYPECOMPRESSIVE

STRENGTH SLUMPMAX.

AGGREGATEMAX W/C

RATIO

FOUNDATIONS 4000 PSI 4-6" 1" 0.50

RETAINING WALLS 5000 PSI 4-6" 3/4" 0.40

SLABS ON GRADE 4000 PSI 4-6" 3/4" 0.44

ELEVATED SLABS 4000 PSI 4-6" 3/4" 0.46

CONC. ON MTL DECK 3000 PSI 4-6" 3/4" 0.50

BEAMS ABOVE SECOND LEVEL 5000 PSI 4-6" 3/8" 0.45

SECOND FLOOR BEAMS/SLAB 6000 PSI 4-6" 3/8" 0.42

HOLLOW CORE TOPPING 4000 PSI 4-6" 3/8" 0.48

CONCRETE COLUMNS FDN - 2ND LEVEL 6000 PSI 4-6" 3/8" 0.42

CONCRETE COLUMNS 2ND LEVEL - ROOF 5000 PSI 4-6" 3/8" 0.45

SKYLIGHT CURB ON LEVEL 3 CANOPY 5000 PSI 4-6" 3/8" 0.45

10. AT CANTILEVER SLABS AND BEAMS, REINFORCING BARS IN DIRECTION OF CANTILEVER SHALL BE DETAILED TO FULLY DEVELOPTHE BAR STRENGTH INTO THE SUPPORTING STRUCTURE, EITHER BY PROVIDING FULL CLASS B LAP SPLICE OR STANDARD ACIHOOKS EMBEDDED DEEP ENOUGH BEYOND SUPPORT TO DEVELOP STRENGTH OF BAR.

9. WHERE HOOKS ARE SHOWN ON THE PLANS OR DETAILS, HOOKS SHALL BE DETAILED TO EXTEND DEEP ENOUGH INTOSUPPORTING STRUCTURE TO DEVELOP THE FULL STRENGTH OF THE HOOKED BAR. PROVIDE ADDITIONAL TIES OR STIRRUPSIN SUPPORTING STRUCTURE AS REQUIRED TO SATISFY ACI 318 HOOK DEVELOPMENT, CONFINEMENT, AND ANCHORAGECRITERIA.

8. AT CHANGES IN DIRECTION OF CONCRETE WALLS AND TIE BEAMS, PROVIDE CORNER BARS OF SAME SIZE AND SPACING ASHORIZONTAL STEEL.

WHERE "T" IS DEPTH OF CONCRETE UNDER BARS AND "Db" IS BAR DIAMETER. UTILIZE CLASS "B" SPLICE FOR ALL SPLICES, U.N.O. ON PLANS OR DETAILS.

7. LENGTH OF LAP SPLICES AND BAR EMBEDMENT SHALL BE AS SHOWN IN TABLE, UNLESS OTHERWISE NOTED:

6. PROVIDE DOWELS INTO FOOTINGS, PILE CAPS, SUPPORT BEAMS, ETC. TO MATCH VERTICAL BARS WITH CLASS B TENSION LAPSPLICES, U.N.O.

5. WHERE REINFORCING IS SHOWN CONTINUOUS, SPLICE BOTTOM BARS OVER SUPPORTS AND TOP BARS AT CENTER OF SPAN.ALL OTHER LAP SPLICES SHALL BE IN ACCORDANCE WITH SPLICE TABLES AND DETAILS SHOWN ON DRAWINGS.

4. PROVIDE STANDARD HOOKS AT DISCONTINUOUS ENDS OF ALL TOP BARS.

3. SECURE APPROVAL OF SHOP DRAWINGS PRIOR TO COMMENCING FABRICATION.

2. PROVIDE CONCRETE COVER OVER PRIMARY REINFORCEMENT, TIES, AND STIRRUPS, AS FOLLOWS, UNLESS OTHERWISENOTED:

1. SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE AND RUST AND PLACED IN ACCORDANCE WITH THETYPICAL BENDING DIAGRAM AND PLACING DETAILS OF ACI STANDARDS AND SPECIFICATIONS.

3310 REINFORCING STEEL

BAR SIZE 3000 PSI 4000 PSI 5000 PSI 6000 PSI

T < 12" #6 OR LESS 57 Db 49Db 44Db 41Db

#7 OR MORE 71Db 61Db 55Db 51Db

T > 12" #6 OR LESS 74Db 65Db 57Db 53Db

#7 OR MORE 81Db 79Db 72Db 66Db

LOCATION AND CONDITION MINIMUM COVER

A. CONCRETE CAST AGAINST AND PERMANENTLYEXPOSED TO EARTH

ALL BARS 3"

B. CONCRETE EXPOSED TO EARTH OR WEATHER #6 OR GREATER 2"

C. CONCRETE NOT EXPOSED TO WEATHER OR INCONTACT WITH GROUND

1. SLABS, WALLS, AND JOISTS #11 OR SMALLER 3/4"

2. BEAMS AND COLUMNS ALL BARS 1.5"

4. INSTALL WWF ON BRICKS OR BOLSTERS AT MID DEPTH OF SLAB U.N.O.; SPACING OF SUPPORTS SHALL BE ADEQUATE TOPREVENT SHIFTING OF WWF DURING CONSTRUCTION, BUT SHALL NOT EXCEED 24" O.C.

3. USE OF FLAT MANUFACTURED SHEETS IS REQUIRED (NO ROLLS).

2. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES.

1. SHALL CONFORM TO ASTM A-185, FREE FROM OIL, SCALE AND RUST AND PLACED IN ACCORDANCE WITH THE TYPICAL PLACINGDETAILS OF ACI STANDARDS AND SPECIFICATIONS.

3314 WELDED WIRE FABRIC

2. APPLICATION AND SURFACE PREPARATION SHALL BE IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS.

1. WHEREVER CONCRETE BALCONIES (OR OTHER FLAT SURFACES) OF THE REINFORCED CONCRETE SLABS ARE TO REMAINEXPOSED TO THE WEATHER THROUGHOUT THE LIFE OF THE BUILDING, THE TOP SURFACE OF THE CONCRETE SHALL AS AMINIMUM BE TREATED WITH A CLEAR NONFLAMMABLE PENETRATING SEALER OF THE ALKYL-ALKOXY SILANE CLASSIFICATION,SUCH AS SONNEBORN PENETRATING SEALER 20, HYDROZO ENVIROSEAL 20, OR OTHER ENGINEER APPROVED WEATHERRESISTANT SYSTEM.

3316 WEATHER RESISTANCE

3. DRAWINGS FOR SHORING AND RESHORING SHALL BE PREPARED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER.SHORING ENGINEER OR REPRESENTATIVE MUST VISIT CONSTRUCTION SITE TO CONFIRM THAT SHORING HAS BEEN INSTALLEDPER REQUIREMENTS SHOWN ON SUBMITTED DRAWINGS.

2. DESIGN, ERECTION AND REMOVAL OF ALL FORMWORK, SHORES AND RESHORES SHALL MEET REQUIREMENTS SET FORTH INACI STANDARDS 347 AND 301.

1. NO STRUCTURAL CONCRETE SHALL BE STRIPPED UNTIL IT HAS REACHED AT LEAST TWO-THIRDS OF THE 28-DAY DESIGNSTRENGTH. A MINIMUM OF 3 STORIES OF SHORING AND/OR RESHORING SHALL BE USED WHICH SHALL CONSIST OF ONECOMPLETE SET OF VERTICAL SHORES AND TWO SETS OF VERTICAL SHORES THAT COMPRISE AT LEAST 50% OF A COMPLETESET.

3320 FORMWORK AND SHORING (CONCRETE SLABS AND BEAMS)

2. ALTERNATE OR ADDED CONSTRUCTION JOINT LOCATIONS ARE ACCEPTABLE ONLY AS A CHANGE ORDER, WHICH WILL INCLUDEENGINEERING CHARGES BY THE ENGINEER OF RECORD FOR REDESIGN OF THE STRUCTURE, SHORING, ETC.

1. ANY DEVIATION OR ADDITION OF CONSTRUCTION JOINTS FROM THAT SHOWN ON THE DRAWINGS MUST BE REVIEWED ANDAPPROVED IN WRITING BY THE ENGINEER OF RECORD.

3322 CONSTRUCTION JOINTS

3. PLACE TWO #3 STIRRUPS @ 3" O.C. EACH SIDE OF SLEEVE PENETRATIONS IN BEAMS.

2. PRIOR TO CONSTRUCTION ALL SLEEVE LOCATIONS AND SIZES NOT SHOWN ON THE DRAWINGS SHALL BE APPROVED BY THEENGINEER.

1. MINIMUM SLEEVE SPACING SHALL BE THREE DIAMETERS CENTER TO CENTER OF THE LARGER SLEEVE OR 6" CLEAR BETWEENSLEEVES, WHICHEVER IS GREATER.

3324 PLUMBING SLEEVES

8. CONCRETE TOPPING OVER HOLLOW CORE PLANKS SHALL BE REINFORCED WITH MACRO-SYNTHETIC FIBERS AT A MINIMUMRATE OF 4.0 LBS/CY, OR AS RECOMMENDED BY THE FIBER MANUFACTURER FOR USE IN DIAPHRAM SYSTEM, WHICHEVER ISGREATER.

7. PRECAST MANUFACTURER TO INCORPORATE UTILITY OPENING REQUIREMENTS AS SPECIFIED BY MECHANICAL, PLUMBING ANDELECTRICAL SUBCONTRACTORS IN PRECAST LAYOUT AND STRUCTURAL DESIGN.

F'ci=4000 PSI, WITH 2" (BONDED) NORMAL WEIGHT TOPPING

F'c=5000 PSI (28 DAYS)

6. PRECAST HOLLOW CORE SLABS:

5. CAMBER UNDER FULL DEAD LOAD SHALL NOT EXCEED L/360, AND SHALL NOT BE MORE THAN 1". SYSTEMS SHALL BEDESIGNED TO BE LEVEL, NO CAMBER OR DEFLECTION, AT FULL SUPERIMPOSED DEAD LOAD AND 25% LIVE LOAD.

4. FABRICATOR AND ERECTOR SHALL EACH HAVE FIVE YEARS CONSECUTIVE EXPERIENCE IN PROJECTS OF THIS SIZE ANDNATURE.

3. SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE OFFLORIDA.

2. SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR REVIEW PRIOR TO FABRICATION.

1. FLOORS SHALL BE PRESTRESSED CONCRETE HOLLOW-CORE SLABS DESIGNED IN ACCORDANCE WITH ACI 318 FOR THESUPERIMPOSED LOAD LISTED ABOVE.

3424 HOLLOW-CORE SLABS

15. ADHESIVE ANCHORS INSTALLED IN HORIZONTAL OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSIONLOADS SHALL BE CONTINUOUSLY INSPECTED DURING INSTALLATION BY AN INSPECTOR SPECIALLY APPROVED FOR THATPURPOSE BY THE BUILDING OFFICIAL (ACI 318-11 D.9.2.4)

14. PROVIDE SPECIAL INSPECTION FOR ALL ADHESIVE ANCHORS IN ACCORDANCE WITH THE REQUIREMENTS OF THE APPLICABLEBUILDING CODE AND THE CURRENT ICC-ES REPORT (IBC-2012 TABLE 1705.3 NOTE B).

13. ADHESIVE ANCHORS IN CONCRETE AND/OR MASONRY CONSTRUCTION SHALL NOT BE INSTALLED UNTIL CONCRETE AND/ORMASONRY HAS CURED FOR AT LEAST 21-DAYS.

12. EXISTING REINFORCING IN CONCRETE AND/OR MASONRY CONSTRUCTION SHALL NOT BE CUT UNLESS APPROVED BY THE EOR.

11. ADHESIVE ANCHORS IN MASONRY SHALL HAVE BEEN TESTED AND QUALIFIED IN ACCORDANCE WITH ICC-ES AC70.

10. ADHESIVE ANCHORS IN CONCRETE SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI 355.2 ANDICC-ES AC193 FOR CRACKED, UNCRACKED, AND SEISMIC CONCRETE RECOGNITION.

9. IF DETAIL SHOWS EPOXY ANCHORS IN SLOTTED HOLES, IT IS IMPERATIVE THAT ANY EXCESS EPOXY IS CLEANED UP FROMAROUND THE ANCHOR ROD, SO THAT IT DOES NOT INTERFERE WITH ADJUSTABILITY OF ANCHOR ROD IN SLOTTED HOLE.

8. NO LOAD SHALL BE APPLIED TO THE EPOXY ANCHORS UNTIL THE EPOXY HAS FULLY CURED AND HAS ACHIEVED IT'S SPECIFIEDSTRENGTH. CURE TIME SHALL BE PER MANUFACTURERS PUBLISHED VALUES FOR SPECIFIC PRODUCT BEING USED.

7. THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT ALL HOLE CLEAN-OUT REQUIREMENTS ARE FULLY COMPLETED BY THEINSTALLERS PRIOR TO INJECTING EPOXY INTO THE HOLES IN ACCORDANCE WITH THE MANUFACTURERS MPII.

6. THE MANUFACTURER'S REPRESENTATIVE SHALL TRAIN INSTALLERS FOR ALL PRODUCTS TO BE USED PRIOR TOCOMMENCEMENT OF WORK. ONLY TRAINED INSTALLERS SHALL PERFORM POST INSTALLED ANCHOR INSTALLATION. ARECORD OF TRAINING SHALL BE MADE AVAILABLE TO THE EOR AS REQUESTED.

5. ADHESIVE ANCHORS INSTALLED IN HORIZONTAL TO VERTICALLY OVERHEAD ORIENTATION TO SUPPORT SUSTAINED TENSIONLOADS SHALL BE DONE BY A CERTIFIED ADHESIVE ANCHOR INSTALLER (AAI) AS CERTIFIED THROUGH ACI/CRSI (ACI 318-11D.9.2.2). PROOF OF CURRENT CERTIFICATION SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO...

4. INSTALL ANCHORS IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII) INCONJUNCTION WITH EDGE DISTANCE, SPACING, AND EMBEDMENT SPECIFIED ON DRAWINGS.

3. SUBSTITUTION OF EPOXIES IN ONE CONDITION SHALL NOT BE CONSTRUED AS APPROVAL TO MAKE SIMILAR SUBSTITUTION OFEPOXIES IN OTHER DIFFERING CONDITIONS. EACH SUBSTITUTION MUST RECEIVE PRIOR WRITTEN APPROVAL BY THEENGINEER OF RECORD.

2. EPOXY TYPES AND BRANDS VARY IN THEIR BOND STRENGTH AND SUITABILITY OF USE, DEPENDING ON TYPE OF LOADING,ANCHOR SPACING, ETC. WHEN A PARTICULAR TYPE OF EPOXY IS SPECIFIED IN THESE DRAWINGS, A UNIQUE CALCULATION HASBEEN MADE BASED ON THE PROPERTIES OF THAT SPECIFIC TYPE OF EPOXY FOR THE SPECIFIC CONDITION SHOWN IN THEDETAIL. SUBSTITUTION OF EPOXY TYPE IS NOT ALLOWED WHERE DETAIL SPECIFIES ONLY ONE TYPE OF EPOXY, WITHOUTPRIOR WRITTEN APPROVAL BY THE ENGINEER OF RECORD. NOT ALL EPOXY BRANDS OR TYPES WILL BE ALLOWED ASSUBSTITUTES. ICC-ES REPORTS FOR PROPOSED ANCHOR SUBSTITUTIONS MUST BE SUBMITTED TO EOR FOR REVIEW. EORMAY REQUIRE ENGINEERED CALCULATIONS FOR REVIEW AND APPROVAL.

1. SHALL BE A TWO PART EPOXY POLYMER INJECTION SYSTEM, SUCH AS HILTI HIT HY200, HILTI RE500 SD, POWERS PURE 100+, ORSIMPSON SET ADHESIVE SYSTEM, OR ENGINEER APPROVED SUBSTITUTION.

3601 CHEMICAL (ADHESIVE) ANCHORS2. POLYSTYRENE BOARDS SHALL MEET PHYSICAL PROPERTY REQUIREMENTS PER ASTM C-578-95, TYPE IX.

1. POLYSTYRENE BOARDS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 25 PSI WHEN TESTED IN VERTICAL DIRECTION INACCORDANCE WITH ASTM D1621-73.

3306 POLYSTYRENE BOARDS




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STRUCTURAL NOTES

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517038

12/21/2017


GCK

MTO

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Landscape Architect




NAPLES, FL





NAPLES, FL


13. PROVIDE SPECIAL INSPECTION FOR ALL MECHANICAL POST INSTALLED ANCHORS IN ACCORDANCE WITH THE REQUIREMENTSOF THE APPLICABLE BUILDING CODE AND THE CURRENT ICC-ES REPORT (IBC2012 TABLE 1705.3 NOTE B).

12. ANCHORS SHALL NOT BE INSTALLED IN CONCRETE AND/OR MASONRY CONSTRUCTION UNTIL THE CONCRETE AND/OR MASONRYHAS CURED FOR AT LEAST 21-DAYS.

11. EXISTING REINFORCING BARS IN CONCRETE AND/OR MASONRY CONSTRUCTION SHALL NOT BE CUT UNLESS APPROVED BY THEEOR.

10. POWER ACTUATED FASTENERS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC0ES AC70.

9. MECHANICAL ANCHORS IN MASONRY SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC01OR AC106.

8. MECHANICAL ANCHORS IN CONCRETE SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI 355.2AND ICC-ES AC 193 FOR CRACKED, UNCRACKED AND SEISMIC CONCRETE RECOGNITION.

7. TAPCON SCREWS, OR POWERS TAPPER +, MAY BE REPLACED W/ 0.157" SHANK DIAMETER PAF ANCHORS (HILTI X-U, POWERSCSI, OR APPROVED EQUAL) ON A 1:1 SUBSTITUTION BASIS. MINIMUM EMBEDMENT DEPTH SHALL BE 1.25" WHEN INSTALLED INTOCONCRETE OR GROUTED MASONRY. FOLLOW MANUFACTURER'S INSTALLATION RECOMMENDATIONS, MINIMUM EDGEDISTANCES, AND PLACEMENT LIMITATIONS (RELATIVE TO MORTAR JOINTS IN MASONRY).

6. MINIMUM EMBEDMENT DEPTH OF 1/4" TAPCONS OR POWERS TAPPER + INSTALLED IN CONCRETE SHALL BE 1.25" ANDINSTALLED INTO MASONRY SHALL BE 1.5". SELECT ANCHOR LENGTH AS REQUIRED TO ACHIEVE THE SPECIFIED MINIMUMEMBEDMENT DEPTH.

5. THE MANUFACTURER'S REPRESENTATIVE SHALL TRAIN INSTALLERS FOR ALL PRODUCTS TO BE USED PRIOR TOCOMMENCEMENT OF WORK. ONLY TRAINED INSTALLERS SHALL PERFORM POST INSTALLED ANCHOR INSTALLATION. ARECORD OF TRAINING SHALL BE KEPT ON SITE AND MADE AVAILABLE TO THE EOR AS REQUESTED.

4. INSTALL ANCHORS IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII) INCONJUNCTION WITH EDGE DISTANCE, SPACING, AND EMBEDMENT SPECIFIED ON DRAWINGS.

3. IN SOME CASES OF CRITICAL LOADING OR GEOMETRIC CONDITIONS, ONLY SPECIFIC ANCHORS WILL BE ALLOWED, AS NOTEDON THE DRAWINGS. IN THESE CASES, THE SPECIFIED BRAND AND MODEL OF ANCHOR MUST BE USED.

2. TYPE OF ANCHOR SHALL BE AS SPECIFIED ON THE DRAWINGS, WHILE BRAND AND MODEL OF ANCHOR MAY BE SELECTED FROMTHE ABOVE LISTED ANCHORS. SUBSTITUTION ANCHORS MUST BE SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVEDIN WRITING BY THE ENGINEER OF RECORD PRIOR TO USE. ICC-ES REPORTS FOR PROPOSED ANCHOR SUBSTITUTES MUST BESUBMITTED TO EOR FOR REVIEW. EOR MAY REQUEST ENGINEERED CALCULATIONS FOR REVIEW AND APPROVAL.

1. SHALL BE EITHER HEAVY DUTY CONCRETE SCREW ANCHOR (SUCH AS POWERS WEDGE-BOLT +, SIMPSON TITEN HD, OR HILTIHUS-H) OR WEDGE TYPE EXPANSION ANCHOR (SUCH AS POWERS POWER-STUD+SD1, SIMPSON WEDGE-ALL, OR HILTI KWIKBOLT 3).

3602 MECHANICAL ANCHORS

26. SUBMIT WRITTEN CONSTRUCTION SEQUENCES AND PROCEDURES PRIOR TO THE START OF MASONRY CONSTRUCTION.

25. PROVIDE DOVETAIL ANCHORS AT 16" C/C, UNLESS NOTED OTHERWISE, WHERE MASONRY WALLS ABUT CONCRETE SURFACES.

24. SINGLE STORY MASONRY WALLS INDICATED AS "PARTITION WALLS" SHALL BE CAST ON THICKENED SLAB FOUNDATIONS ANDARE NOT DESIGNED TO CARRY ANY LOADS FROM THE MAIN BUILDING STRUCTURES. ISOLATE TOP OF PARTITION WALLS FROMUNDERSIDE OF CONCRETE SLAB WITH A MINIMUM 1/2" THICK COMPRESSIBLE MATERIAL.

23. MASONRY WALLS INDICATED AS "INFILL" ARE DESIGNED TO RESIST LATERAL LOADS AND MUST BE CONSTRUCTED AFTER THECONCRETE SLAB IS CAST AND POST TENSIONING OPERATION IS COMPLETED. INFILL WALLS SHALL BE CONSTRUCTEDSTARTING AT THE FOUNDATION LEVEL AND WORKING UPWARD ONE LEVEL AT A TIME. DO NOT START NEXT HIGHER LEVEL OFWALL PRIOR TO COMPLETION OF WALL BELOW. ALLOW A MINIMUM OF 3 DAYS CURING FOR GROUT OF WALL BELOW PRIOR TOSTARTING WALL ABOVE.

22. MASONRY WALLS MARKED AS "LOAD BEARING" ARE DESIGNED TO CARRY FLOOR GRAVITY LOADS AND MUST BE CONSTRUCTEDTO SUPPORT THE CONCRETE FLOOR SLAB CONCURRENTLY WITH CONCRETE COLUMN CONSTRUCTION.

21. WHERE CONCRETE BEAMS ARE INSTALLED IN CONCRETE MASONRY WALL, SUPPORT CONCRETE WITH 6" SIDE CONTINUOUSSTRIPS OF 1/8 SQUARE MESH SOFFIT SCREENING OR PUR-O-STOP OF EQUAL CENTERED OVER BLOCK WORK. USE OF ROOFINGFELT STRIPS WILL NOT BE PERMITTED.

20. WHEN THE GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL CONSTRUCTION JOINTS SHALL BE MADE BYSTOPPING THE POUR OF GROUT NOT LESS THAN 1-1/2 INCH BELOW THE TOP OF THE UPPERMOST UNIT GROUTED.

19. WHEN TOTAL GROUT POUR EXCEEDS 5 FEET IN HEIGHT, (HIGH LIFT GROUTING), THE GROUT SHALL BE PLACED IN 4-FOOT LIFTSWITH A MINIMUM OF A 30 MINUTE DELAY BETWEEN LIFTS. MINIMUM CELL DIMENSION SHALL BE IN ACCORDANCE WITH TABLE 5OF ACI 530.1 (3" X 3" FOR COARSE GROUT, 12 FT. MAXIMUM POUR HEIGHT).

18. GROUT SHALL BE POURED IN LIFTS OF 4 FEET MAXIMUM HEIGHT. GROUT SHALL BE CONSOLIDATED AT TIME OF PLACING BYVIBRATING AND RECONSOLIDATED LATER BY VIBRATING BEFORE PLASTICITY IS LOST.

17. CELLS CONTAINING REINFORCEMENT SHALL BE FILLED SOLIDLY WITH GROUT. SAMPLE AND TEST GROUT PER ASTM C1019.

16. VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT TOP AND BOTTOM AND AT INTERVALS NOT EXCEEDING 192 BARDIAMETERS.

15. ANY OVERHANGING MORTAR OR OTHER OBSTRUCTION OR DEBRIS SHALL BE REMOVED FROM THE INSIDES OF SUCH CELLWALLS.

14. CLEANOUT OPENINGS SHALL BE PROVIDED AT THE BOTTOM OF CELLS TO BE GROUT FILLED IN EACH POUR IN EXCESS OF 5FEET IN HEIGHT. AFTER INSPECTION AND BEFORE GROUTING, THE REBAR SHALL BE TIED AT THE CLEANOUTS AND THECLEANOUTS SHALL BE SEALED.

13. CELLS TO BE GROUT FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR, UNOBSTRUCTED,CONTINUOUS VERTICAL GROUT SPACE.

12. USE OF SUPERPLASTICIZER IS PROHIBITED.

11. SUBMIT PROPOSED GROUT MIX DESIGNS FOR REVIEW PRIOR TO USE. MIX NUMBER OR OTHER POSITIVE IDENTIFICATION SHALLUNIQUELY IDENTIFY MIX.

10. CONTROL JOINTS SHALL BE CONSTRUCTED IN CONCRETE MASONRY CONSTRUCTION AT A MAXIMUM HORIZONTAL SPACINGBETWEEN JOINTS OF 25'-0" AND NOT MORE THAN 12'-6" FROM CORNERS. SEE ARCHITECTURAL DRAWINGS FOR EXACTLOCATIONS. CONSTRUCT INTERIOR CONTROL JOINTS AT A MAXIMUM HORIZONTAL SPACING OF 32'-0" OR 16'-0" FROMCORNERS. NO JOINTS SHALL BE LOCATED WITHIN 2'-0" OF STEEL BEAM BEARINGS. HORIZONTAL WALL REINFORCING SHALL BESTOPPED EACH SIDE OF CONTROL JOINTS. SEE ARCHITECTURAL DRAWINGS FOR SEALANT REQUIREMENTS AT CONTROLJOINTS.

9. PROVIDE 9 GAGE GALVANIZED HORIZONTAL JOINT REINFORCING (DUR-O-WALL OR ENGINEER APPROVED SUBSTITUTION) ATALTERNATE BLOCK COURSES. LADDER TYPE IS RECOMMENDED WITH REINFORCED FILLED CELLS. PROVIDE PREFABRICATED"TEE" OR CORNER SECTIONS AT WALL INTERSECTIONS.

8. MASONRY SHALL BE LAID IN RUNNING BOND PATTERN UNLESS NOTED OTHERWISE. AT FILLED CELLS LAY UNITS WITH FULLBED JOINTS AROUND CELLS.

7. USE METAL LATH, MORTAR OR SPECIAL UNITS TO CONFINE CONCRETE AND GROUT TO AREA AS REQUIRED.

6. DOWELS SHALL BE USED TO PROVIDE CONTINUITY INTO THE STRUCTURE ABOVE AND/OR BELOW, UNLESS NOTED OTHERWISE.

5. BLOCK CELLS SHALL BE GROUT FILLED WITH VERTICAL REINFORCING BARS AT CORNERS, INTERSECTIONS, EACH SIDE OFOPENINGS AND AS SHOWN ON THE DRAWINGS.

4. PROVIDE HOOKED DOWELS IN FOUNDATIONS FOR VERTICAL REINFORCING ABOVE. LAP SPLICES TO BE 48 BAR DIAMETERS(U.N.O.).

3. GROUT SHALL BE 3000 PSI MINIMUM COMPRESSIVE STRENGTH AND MEET ASTM C-476 AND HAVE A SLUMP BETWEEN 8" AND 11"WITH WATER CM RATIO OF 0.55 MAXIMUM AND WITH 3/8" MAXIMUM AGGREGATE.

2. MASONRY UNITS SHALL MEET ASTM C-90 FOR HOLLOW LOAD BEARING TYPE MASONRY WITH UNIT STRENGTH OF 1900 PSI ONTHE NET AREA (f'm = 1500 PSI). MORTAR SHALL BE TYPE "M" OR "S" AND MEET ASTM C-270.

1. ALL MASONRY CONSTRUCTION SHALL CONFORM TO ACI 530/ASCE 5/TMS 402 "BUILDING CODE REQUIREMENTS FOR MASONRYSTRUCTURES" AND ACI 530.1/ASCE 6/TMS 602 "SPECIFICATION FOR MASONRY STRUCTURES", LATEST EDITION.

4810 MASONRY WALLS

4.6 CONTRACTOR'S SPECIALTY BRACING ENGINEER OR DESIGNATED REPRESENTATIVE (MINIMUM 5 YEARS EXPERIENCE WITHMASONRY WALL BRACING SYSTEMS) SHALL VISIT SITE DURING WALL BRACING INSTALLATION TO CONFIRM THAT BRACING IS INCOMPLIANCE WITH DESIGN INTENTIONS, AND SUBMIT REPORT OF FINDINGS TO CONTRACTOR AND STRUCTURAL ENGINEER OFRECORD.

4.5 TEMPORARY BRACING LOADING SHALL BE IN COMPLIANCE WITH DESIGN DOCUMENTS, OSHA 1926.706 REQUIREMENTS, THELATEST EDITION OF ASCE 7, AND THE LATEST EDITION OF ASCE 37. ACTUAL WIND PRESSURE IS TO BE CALCULATED, BUT IN NOCASE SHOULD IT BE BASED ON LESS THAN 70 MPH (3 SECOND GUST) NOMINAL WIND SPEED. CONSTRUCTION FIELD OFFICE TOMONITOR NATIONAL WEATHER SERVICE FORECASTS AND BE PREPARED TO SHUT DOWN AND CLEAR PROJECT SITE IF DESIGNWIND SPEED IS ANTICIPATED TO BE EXCEEDED.

4.4 ANY DESIGN OR MODIFIED CONSTRUCTION REQUIRED TO ACCOMMODATE PROPOSED BRACING SCHEME IS THE FULLRESPONSIBILITY OF THE CONTRACTOR, INCLUDING ANY ADDITIONAL REINFORCING OF MASONRY WALLS OR INSTALLATION OFDEADMEN OR ADDITIONAL SLAB REINFORCEMENT. GENERAL BRACING SCHEMES DEVELOPED BY BRACING MANUFACTURERSARE NOT SUFFICIENT OR ACCEPTABLE.

4.3 CONTRACTOR TO SUBMIT COMPLETE PROPOSED BRACING PLANS AND CALCULATIONS, PREPARED SPECIFICALLY FOR THISPROJECT BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA (IN WHICH THE PROJECT RESIDES)OUTLINING PROPOSED TEMPORARY BRACING SYSTEM, SEQUENCE OF CONSTRUCTION OF BRACING, WITH CONSIDERATION OFCONFLICT WITH OTHER BUILDING SYSTEMS AND COMPONENTS, AND EVALUATION OF WALLS OR FLOOR SLABS TOACCOMMODATE TEMPORARY LOADS AND UNBRACED CONDITIONS, AS WELL AS BRACING FORCE RESOLUTION.

4.2 IT IS THE FULL RESPONSIBILITY OF THE CONTRACTOR TO ERECT MASONRY WALLS IN A SAFE MANNER, AND TO ADEQUATELYBRACE, OR OTHERWISE PROTECT THE WALLS AGAINST WIND OR OTHER FORCES/EFFECTS DURING CONSTRUCTION UNTIL THEFINAL PERMANENT STRUCTURAL SYSTEM IS COMPLETED.

4.1 MASONRY WALL DESIGN AS DEPICTED ON DESIGN DRAWINGS IS BASED ON THE FINAL CONSTRUCTION CONFIGURATIONINCLUDING INSTALLATION OF PERMANENT BRACING INCLUDING, BUT NOT LIMITED TO FLOOR, ROOF FRAMING, METAL DECKAND SLAB SYSTEMS. THE DESIGN DOES NOT ADDRESS MEANS AND METHODS OF CONSTRUCTION OR TEMPORARYCONSTRUCTION CONDITIONS.

4. TEMPORARY BRACING OF MASONRY WALLS DURING CONSTRUCTION:

3. THE DESIGNERS OF THE TEMPORARY BRACING MUST CONSIDER THE REINFORCING ALREADY PRESENT IN THE WALLS ASINDICATED IN THIS SET OF CONSTRUCTION DRAWINGS. IF ADDITIONAL WALL REINFORCING IS REQUIRED FOR THE TEMPORARYBRACED CONDITION, THE BRACING DESIGN ENGINEER MUST DESIGN THIS ADDITIONAL REINFORCING, AND THIS ADDITIONALREINFORCING MUST BE CLEARLY DETAILED IN THE BRACING SUBMITTAL. THE GENERAL CONTRACTOR SHALL COORDINATEANY ADDITIONAL REINFORCING FOR THE BRACED CONDITION WITH THE MASONRY SUB-CONTRACTOR.

2. SHOP DRAWINGS AND CALCULATIONS FOR TEMPORARY BRACING SHALL BE SIGNED AND SEALED BY A PROFESSIONALENGINEER REGISTERED IN THE STATE OF FLORIDA (IN WHICH THE PROJECT RESIDES).

1. MASONRY WALLS HAVE BEEN DESIGNED TO WITHSTAND GRAVITY LOADS AND WIND LOADS AS INDICATED ON THE DRAWINGS INTHE FINAL, COMPLETED STRUCTURAL CONFIGURATION. HOWEVER, NO ALLOWANCE HAS BEEN MADE FOR TEMPORARILYBRACED STRESSES OR CONDITIONS.

4811 MASONRY WALL BRACING

5. WHERE TIE BEAMS CANTILEVER OUT FROM SUPPORTING WALL, TOP AND BOTTOM BARS SHALL BE FULLY DEVELOPED INTO TIEBEAM BEYOND SUPPORT, EITHER BY PROVIDING FULL CLASS B LAP SPLICE OR STANDARD ACI HOOKS EMBEDDED DEEPENOUGH BEYOND SUPPORT TO DEVELOP STRENGTH OF BAR. ALSO, REDUCE STIRRUP SPACING PER NOTE ABOVE.

4. AT TIE BEAMS DIRECTLY OVER OPENINGS, REDUCE SPACING OF STIRRUPS OVER THE OPENING TO EITHER HALF OF TYPICALSPACING, OR D/2, WHICHEVER IS LESS. THIS REQUIREMENT SHALL ALSO APPLY WHERE HEIGHT OF MASONRY BETWEENBOTTOM OF TIE BEAM AND TOP OF OPENING IS LESS THAN THE WIDTH OF THE OPENING DIVIDED BY TWO.

3. USE METAL LATH, MORTAR, OR SPECIAL UNITS TO CONFINE CONCRETE TO AREA REQUIRED, IN ACCORDANCE WITH ACI 530.1(SOLID METAL OR FELT CAVITY CAPS ARE PROHIBITED).

2. REINFORCING SHALL BE CONTINUOUS THROUGH TIE BEAMS WITH MINIMUM LAP SPLICES OF 48 BAR DIAMETERS AND BENTBARS AT CORNERS.

1. BEAMS WITH THE PREFIX "TB" SHALL BE OF CONCRETE, POURED AFTER THE MASONRY WALLS BELOW ARE IN PLACE.

4814 TIE BEAMS

12. USE INTUMESCENT PAINT ON STRUCTURAL STEEL EXPOSED TO VIEW WHICH REQUIRES FIRE RATING. SEE ARCHITECTURALDRAWINGS FOR FIRE RATING AND INTUMESCENT PAINT REQUIREMENTS.

11. TRUSS STEEL IS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) AND SHALL CONFORM TO SECTION 10 OF THE AISCCODE OF STANDARD PRACTICE. AESS SHALL BE SANDBLASTED (SSPC-SP6-82) PRIOR TO PRIMER COAT APPLICATION. PRIMERSHALL BE COMPATIBLE WITH FINAL PAINT COAT AND SHALL BE APPROVED BY FINISH PAINT CONTRACTOR.

10. APPLY FIREPROOFING TO STEEL STRUCTURE CALCULATING THE THICKNESS OF FIREPROOFING BY COMPARING THE ACTUALMEMBER SIZE TO THE MEMBER SIZE USED IN THE DESIGNATED UL RATING AND ADJUSTING APPROPRIATELY.

9. THE CAMBER OF STEEL MEMBERS SHALL BE VERIFIED IN THE SHOP AND THE FIELD. WHEN NO CAMBER IS INDICATED, TURNTHE MEMBER NATURAL CAMBER UP.

8. GROUT UNDER BEARING PLATES SHALL BE NON-METALLIC, NON-SHRINK TYPE WITH A COMPRESSIVE STRENGTH OF AT LEAST5,000 PSI IN 28 DAYS.

7. ALL STRUCTURAL STEEL EXPOSED TO EXTERIOR CONDITIONS SHALL BE HOT DIPPED GALVANIZED PER ASTM A123 AND ALLFASTENERS AND HARDWARE SHALL BE HOT DIPPED GALVANIZED PER ASTM A153.

6. WHERE FULLY PRETENSIONED OR SLIP CRITICAL BOLTS ARE REQUIRED, TIGHTENING SHALL BE ACHIEVED USING EITHERTWIST-OFF TENSION CONTROL BOLTS OR DIRECT TENSION INDICATING WASHERS.

5. BOLTS SHARING LOAD WITH WELDS IN A CONNECTION SHALL BE FULLY PRETENSIONED AND SLIP CRITICAL.

4. HIGH STRENGTH BOLTS IN BEARING CONDITION SUPPORTING SIMPLE SPAN BEAMS NOT SUBJECT TO AXIAL LOADS MAY BEINSTALLED TO "SNUG TIGHT" CONDITION IF NORMAL, OR SHORT SLOTTED HOLES ARE USED. THE ENGINEER OF RECORD WILLBE THE ULTIMATE AUTHORITY IN THE USE OF "SNUG TIGHT" BOLTS. IF LONG SLOTTED OR OVERSIZED HOLES ARE USED, BOLTSMUST BE FULLY PRETENSIONED AND SLIP CRITICAL. PROPER SURFACE PREPARATION IS REQUIRED FOR SLIP CRITICAL BOLTS,INCLUDING OMISSION OF PRIMER OR FIRE PROOFING, AS APPROPRIATE.

G. DETAIL MOMENT CONNECTIONS AS SHOWN IN THE DETAILS. IF NO DETAIL IS PROVIDED, DETAIL MOMENT CONNECTION USINGFULL PENETRATION WELDS AT BEAM FLANGES.

F. DETAIL DIAGONAL BRACING CONNECTIONS AS SHOWN IN THE DETAILS. IF NO DETAIL IS PROVIDED, DETAIL CONNECTION TODEVELOP THE FULL TENSION CAPACITY OF THE DIAGONAL BRACING MEMBER.

E. FOR THE PURPOSE OF CORRECTLY INTERPRETING THE CONNECTION SCHEDULES, GIRDERS SHALL BE CONSIDERED AS ANYFLOOR OR ROOF BEAM WHICH CARRIES OTHER FLOOR OR ROOF BEAMS, OR ANY FLOOR OR ROOF BEAM WHICH CARRIESSTEEL COLUMNS.

D. DETAIL FLOOR AND ROOF FRAMING CONNECTIONS FOLLOWING THE REQUIREMENTS SHOWN IN THE TYPICAL CONNECTIONSCHEDULES SHOWN IN THESE DRAWINGS, BASED ON THE BEAM OR GIRDER SIZE.

C. FIELD CONNECTIONS SHALL BE BOLTED, EXCEPT AS NOTED OTHERWISE.

B. WELDING ELECTRODES SHALL BE PER AWS D1.1. RETURN FILLET WELDS FOR FRAMED CONNECTIONS 1/2" AT EACH END.

A. BOLTS SHALL BE HIGH-STRENGTH, BEARING TYPE IN SNUG TIGHT CONDITION, U.N.O. TIGHTEN BY AN AISC APPROVED METHOD.

3. CONNECTIONS:

SHEAR STUD CONNECTORS ASTM A108 (Fu=65 KSI)

ANCHOR RODS ASTM F1554 GR. 36 (Fy=36 KSI)

DIRECT-TENSION-INDICATOR WASHERS ASTM F959

HARDENED STEEL WASHERS ASTM F436

HEAVY HEX NUTS ASTM A563

THREADED RODS ASTM A36 (Fy=36 KSI)

TWIST-OFF TENSION CONTROL BOLTS ASTM F1852

HIGH STRENGTH BOLTS ASTM A325 OR A490

RECTANGULAR HSS ASTM A500, GRADE B (Fy=46 KSI)

ANGLES, CHANNELS AND PLATES ASTM A36 (Fy=36 KSI)

WIDE FLANGE SHAPES ASTM A992 (Fy=50 KSI)

2. MATERIAL SHALL CONFORM TO THE FOLLOWING, EXCEPT AS NOTED:

1. STEEL WORK SHALL BE NEW AND CONFORM TO THE ANSI/AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS.

5120 STRUCTURAL STEEL

5. PROVIDE FILLET WELDS AT CONTACT POINTS BETWEEN STEEL MEMBERS SUFFICIENT TO DEVELOP THE ALLOWABLE TENSILESTRENGTH OF THE SMALLER MEMBER AT THE JOINT UNLESS DETAILED OTHERWISE ON THE DRAWINGS. THE MINIMUM FILLETWELD SIZE IS 3/16" UNLESS OTHERWISE NOTED.

4. UNLESS NOTED OTHERWISE ON THE DRAWINGS, GROOVE WELDS SHALL BE FULL PENETRATION.

3. FULL PENETRATION GROOVE WELDS SHALL BE INSPECTED BY ULTRASONIC TESTING. TWENTY-FIVE PERCENT OF THE WELDSSHALL BE INSPECTED AT RANDOM UNLESS NOTED OTHERWISE. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

2. WELDS SHOWN ON STRUCTURAL DRAWINGS ARE MINIMUM DESIGN REQUIREMENTS. THE FABRICATOR'S SHOP DRAWINGSSHALL REFLECT WELDS IN ACCORDANCE WITH AWS REQUIREMENTS.

1. WELDING SHALL BE DONE BY WELDERS WITH CURRENT CERTIFICATION IN ACCORDANCE WITH AWS D1.1.

5122 WELDING

9. SUBMIT SHOP DRAWINGS SHOWING PLACEMENT OF SHEAR CONNECTORS FOR ENGINEER'S APPROVAL.

8. WHERE STEEL DECK CORRUGATIONS DO NOT ALLOW FOR AN EVEN SPACING OF SHEAR CONNECTORS WITH ONE STUD IN EACHFLUTE, ADDITIONAL STUDS IN A SECOND ROW (AND THIRD ROW WHERE REQUIRED) SHALL BE PLACED SUCH THAT THEHIGHEST DENSITY OF SHEAR CONNECTORS OCCURS NEAR THE BEAM SUPPORT.

7. SHEAR CONNECTORS SHALL BE PLACED IN A SINGLE ROW DIRECTLY OVER THE BEAM WEB, WHENEVER POSSIBLE. STUDSSHALL BE PLACED IN TWO OR THREE ROWS ONLY WHERE REQUIRED IN ORDER TO PLACE THE TOTAL NUMBER OF STUDS.

B. BEAMS PARALLEL TO DECK SPAN = (8 X TOTAL SLAB THICKNESS)

A. BEAMS PERPENDICULAR TO DECK SPAN = 36"

6. MAXIMUM SPACING OF SHEAR CONNECTORS SHALL BE AS FOLLOWS:

5. UNLESS NOTED OTHERWISE ON PLANS, SHEAR CONNECTORS SHALL BE EQUALLY DISTRIBUTED ALONG THE LENGTH OF BEAM.

4. SEE PLANS FOR SPECIFIED NUMBER OF SHEAR CONNECTORS.

3. STUDS SHALL BE TYPE 'B', HEADED STUDS HAVING A MINIMUM TENSILE STRENGTH OF 65,000 PSI. AND SHALL BE OF LENGTHAND DIAMETER SHOWN ON STRUCTURAL DRAWINGS.

2. ATTACHMENT OF STUDS SHALL BE SUFFICIENT TO DEVELOP THE FULL CAPACITY OF EACH INDIVIDUAL STUD.

1. SHEAR STUD CONNECTORS SHALL BE FABRICATED AND INSTALLED IN ACCORDANCE WITH AWS D1.1 "STRUCTURAL WELDINGCODE", SECTION 7 - STUD WELDING.

5124 SHEAR STUD CONNECTORS


elizabethmendez

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elizabethmendez

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elizabethmendez

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1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

0:0

6 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

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16

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wart

.sco

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vt

STRUCTURAL NOTES

S-005

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


17. LIGHT GAGE FRAMING CONNECTORS SPECIFIED BY PART NUMBER OR MODEL NAME ARE STANDARD CONNECTORSFABRICATED BY THE STEEL NETWORK (TSN), RALEIGH, N.C., 888-474-4876. CONNECTORS SHALL BE INSTALLED PER THEREQUIREMENTS OF THE LIGHT STEEL FRAMING CONNECTIONS CATALOG (LATEST EDITION) BY THE STEEL NETWORK, USINGTHE NUMBER/SIZE OF FASTENERS SHOWN IN THESE DRAWINGS. WHERE NUMBER/SIZE IS NOT SHOWN IN THESE DRAWINGS,USE THE FASTENERS SPECIFIED IN THE CATALOG TO OBTAIN THE MAXIMUM CAPACITY OF THE SPECIFIED CONNECTOR.SUBSTITUTION OF GENERIC BENT PLATE LIGHT GAGE CONNECTORS IS NOT ALLOWED WITHOUT DESIGN CALCULATIONSSHOWING EQUAL OR BETTER CAPACITY TO THE SPECIFIED TSN CONNECTOR, PREPARED AND SIGNED AND SEALED BY AFLORIDA REGISTERED ENGINEER EXPERIENCED IN LIGHT GAGE STEEL CONNECTION DESIGN.

16. LATERAL BRACING SHALL BE PROVIDED BY USE OF PLYWOOD SHEATHING, GYPSUM SHEATHING, OR BY HORIZONTAL STRAPSOR COLD-ROLLED CHANNELS. BRACING SHALL CONFORM TO SECTION D3 OF THE AISI SPECIFICATIONS.

15. BRIDGING TO BE SUPPLIED AND INSTALLED PER CFS STUD MANUFACTURER RECOMMENDATIONS (5'-0" O.C. MAX AND WITHIN1'-0" OF DEFLECTION TRACKS).

14. STUDS SHALL SIT SQUARELY IN THE TOP AND BOTTOM RUNNER TRACK WITH FIRM ABUTMENT AGAINST TRACK WEBS. STUDSSHALL BE ALIGNED OR PLUMBED AND SECURELY FASTENED TO THE FLANGES OF BOTH TOP AND BOTTOM RUNNER TRACK.

13. ATTACHMENT OF COLLATERAL MATERIALS TO STEEL MEMBERS SHALL BE MADE WITH SELF-DRILLING SCREWS OR HARDENEDSCREW SHANK NAILS.

12. WIRE TYING OF FRAMING MEMBERS IN STRUCTURAL APPLICATIONS SHALL NOT BE PERMITTED.

11. JOINING OF STRUCTURAL MEMBERS SHALL BE MADE WITH SELF-DRILLING SCREWS OR WELDING.

10. FRAMING MEMBERS SHALL BE CUT SQUARELY OR AT AN ANGLE AS REQUIRED TO FIT SQUARELY AGAINST ABUTTING MEMBERS.MEMBERS SHALL BE HELD FIRMLY IN PLACE UNTIL PROPERLY JOINED.

9. REPAIR DAMAGED OR UNCOATED GALVANIZED COATINGS PER ASTM A780.

8. WELDING TO COMPLY WITH COLD-FORMED STEEL ENGINEERS INSTITUTE TECH NOTE 5606-1 - WELDING COLD-FORMED STEEL.

7. TOLERANCES TO COMPLY WITH ASTM C955.

6. SUBMIT PROPOSED LIGHT GAGE CFS MANUFACTURERS DATA AND LOAD TABLES FOR REVIEW.

5. ATTACHMENTS, CLOSURES, HARDWARE, ETC., SHALL BE AS SHOWN AND/OR IN ACCORDANCE WITH THE MANUFACTURERSRECOMMENDATIONS.

4. STRUCTURAL LIGHT GAGE CFS FRAMING AND THEIR CONNECTIONS SHALL BE AS DEPICTED ON THE STRUCTURAL PLANS ANDDETAILS.

3. MINIMUM STEEL GRADES (FY): 12 GA (97 MILS), 14 GA (68 MILS); 16 GA (54 MILS) STUDS AND TRACK: 50 KSI; 18 GA (43 MILS), 20GA (33 MILS) STUDS AND TRACK: 33 KSI.

2. STEEL STUDS, JOISTS, LINTELS, AND RUNNER TRACK MEMBERS SHALL BE OF TYPE SHOWN ON THE DRAWINGS ANDSPECIFICATIONS CONFORMING TO ASTM A-446 GRADE C WITH HOT DIPPED GALVANIZED COATING CONFORMING TO ASTM A525(CLASS G90).

1. ALL COLD FORMED STEEL FRAMING SHALL CONFORM TO THE AISI/COFS/NASPEC 2010 NORTH AMERICAN SPECIFICATION FORTHE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS WITH SUPPLEMENT NO. 2, THE AISI MANUAL COLD-FORMEDSTEEL DESIGN (2007 EDITION), AISI CODE OF STANDARD PRACTICE FOR COLD-FORMED STEEL STRUCTURAL FRAMING (2007EDITION), AISI/COFS/GP-2007 STANDARD FOR COLD-FORMED STEEL FRAMING - GENERAL PROVISIONS (2007 EDITION) ANDCOLD-FORMED STEEL ENGINEERS INSTITUTE (CFSEI) PUBLICATIONS, AS MODIFIED OR CLARIFIED HEREIN.

5400 STRUCTURAL COLD-FORMED STEEL (CFS) FRAMING


5. SHOP DRAWINGS SHALL SHOW AND SPECIFY CONNECTIONS UTILIZED WITHIN THE RAILING SYSTEM AS WELL AS CONNECTIONSTO AND LOADS IMPOSED UPON THE STRUCTURAL SYSTEM SHOWN ON THESE DRAWINGS.

4. THE LOADS SHALL BE CLEARLY INDICATED ON SHOP DRAWINGS AND SHALL COMPLY WITH ALL APPLICABLE CODES.

3. RAILING SYSTEM AND CONNECTIONS SHALL BE DESIGNED FOR APPLICABLE LOADS AS INDICATED ON THE DRAWINGS AND INTHE BUILDING CODE.

2. THE CONFIGURATION OF THE RAILING SYSTEM SHALL BE AS SHOWN ON THE ARCHITECTURAL DRAWINGS.

1. ENGINEERED RAILING SYSTEM AND CONNECTION OF SAME TO THIS STRUCTURE SHALL BE DESIGNED BY AN ENGINEERREGISTERED IN THE STATE OF FLORIDA.

5520 RAILINGS


6. SHOP DRAWINGS SHALL SHOW AND SPECIFY CONNECTIONS UTILIZED WITHIN THE STEEL STAIR SYSTEM AS WELL ASCONNECTIONS TO AND LOADS IMPOSED UPON THE STRUCTURAL SYSTEM SHOWN ON THESE DRAWINGS.

5. THE LOADS SHALL BE CLEARLY INDICATED ON SHOP DRAWINGS.

4. STEEL STAIR SYSTEM AND CONNECTIONS SHALL BE DESIGNED FOR APPLICABLE LOADS AS INDICATED ON THE DRAWINGS ANDIN THE 2014 FLORIDA BUILDING CODE.

3. THE ENGINEERED STAIR SYSTEM SHALL INCLUDE THE STAIRS, LANDINGS, SUPPORT FRAMING, POSTS, HANGERS, ANDCONNECTIONS TO THE BUILDING STRUCTURE, UNLESS NOTED OTHERWISE. CONNECTIONS TO THE BUILDING STRUCTURESHALL BE COMPATIBLE WITH THE STRUCTURE SHOWN ON THE CONTRACT DRAWINGS.

2. THE CONFIGURATION OF THE STEEL STAIR SYSTEM SHALL BE AS SHOWN ON THE ARCHITECTURAL DRAWINGS.

1. ENGINEERED STEEL STAIR SYSTEM AND CONNECTIONS OF SAME TO THIS STRUCTURE SHALL BE DESIGNED BY AN ENGINEERREGISTERED IN THE STATE OF FLORIDA.

5714 STEEL STAIRS

8. ARCHITECTURALLY EXPOSED STEEL SHALL MEET THE REQUIREMENTS OF DIVISION 5, SECTION "STRUCTURAL STEEL FRAMING"AS AMENDED HEREIN. STIZING AND ENGINEERING OF ALL MEMBERS AS INDICATED ON THE WALL AND ROOF AREA SHALL BETHE RESPONSIBILITY OF THE SPECIALTY GLAZED STRUCTURE CONTRACTOR. FINISH SHALL BE AS PER CATEGORY III AESS.

7. MAXIMUM LIVE LOAD DEFLECTION OF SKYLIGHT SUPPORT STRUCTURE AT SKYLIGHTS IS 3/4".

6. STRUCTURE IS DESIGNED TO RESIST SKYLIGHT REACTIONS LISTED ON NOVUM STRUCTURES LLC REPORT TITLED: "ARTHREXHOTEL ROOFTOP AND CANOPY SKYLIGHTS REVISION 1" AND DATED 28 NOV. 2017.


4. SHOP DRAWINGS SHALL SHOW AND SPECIFY CONNECTIONS UTILIZED WITHIN THE SKYLIGHT SYSTEM AS WELL ASCONNECTIONS TO AND LOADS IMPOSED UPON THE STRUCTURAL SYSTEM SHOWN ON THESE DRAWINGS.

3. SKYLIGHT SYSTEM AND CONNECTIONS SHALL BE DESIGNED FOR APPLICABLE LOADS AS INDICATED ON THE DRAWINGS AND INTHE BUILDING CODE. THE LOADS SHALL BE CLEARLY INDICATED ON SHOP DRAWINGS.

2. THE CONFIGURATION OF THE SKYLIGHT SYSTEM SHALL BE AS SHOWN ON ARCHITECTURAL DRAWINGS.

1. ENGINEERED SKYLIGHT SYSTEM AND CONNECTIONS OF SAME TO THIS STRUCTURE SHALL BE DESIGNED BY AN ENGINEERREGISTERED IN THE STATE OF FLORIDA.

8500 SKYLIGHTS

D. IN ORDER TO CONFIRM THE CAPACITY OF THE VIBRO-REPLACEMENT SYSTEM, POST TREATMENT SPT BORINGS SHALL BECOMPLETED WITHIN THE PERIMETER OF THREE COLUMN FOUNDATIONS, WITHIN EACH OF THE FOOTPRINTS OF THE HOTEL AMINIMUM OF ONE WEEK AFTER THE STONE COLUMNS ARE INSTALLED. THIS TESTING WILL EVALUATE THE CONTRACTORSINSTALLATION METHODS AND THE EFFECTIVENESS OF INCREASING THE RELATIVE DENSITY OF THE GRANULAR SOILSBETWEEN THE STONE COLUMNS.

C. FOLLOWING EXCAVATION OF THE FOUNDATION, THE SOIL AT THE FOUNDATION BOTTOMS MUST BE COMPACTED TO THEMINIMUM REQUIRED DENSITY. FIELD DENSITY TESTS SHALL THEN BE PERFORMED ON THE GRANULAR SOIL BETWEEN STONECOLUMNS TO CONFIRM THE SPECIFIED DENSITY IS ACHIEVED BEFORE PLACING CONCRETE. IF THE FILL IS PLACED WITHIN THEFOOTPRINT OF THE PROPOSED STRUCTURE AFTER INSTALLATION OF STONE COLUMNS, FOUNDATION EXCAVATIONS SHALLALLOW BEARING TO OCCUR A MINIMUM OF 1 FOOT BELOW GRADE EXISTING AT THE TIME OF STONE COLUMN INSTALLATION.

B. WATER JETS ON THE OUTSIDE OF THE VIBRATOR WOULD BE USED TO MAKE AN ANNULUS WITH A DIAMETER OF OVER 2 FEET.NUMBER 57 STONE TO BE PLACED IN THE ANNULUS AND DENSIFIED BY THE VIBRATOR. THE STONE IS FORCED INTO THESURROUNDING SOILS RESULTING IN A DENSER MATERIAL BENEATH THE BUILDING FOUNDATIONS. STONE COLUMNS ARE TO BEPLACED ON MAXIMUM 7 FOOT CENTERS BENEATH THE SHALLOW FOUNDATIONS SIZED USING AN ALLOWABLE BEARINGPRESSURE OF 6.0 KSF. THE GROUND IMPROVEMENT SHALL CONSIST OF INSERTING A VIBRATOR TO A DEPTH OF AT LEAST TWOTIMES THE FOUNDATION WIDTH BELOW THE BEARING ELEVATION OF ISOLATED COLUMN FOUNDATIONS AND FOUR TIMES THEFOUNDATION WIDTH FOR CONTINUOUS FOUNDATIONS.

A. VIBRO-REPLACEMENT GROUND IMPROVEMENT (STONE COLUMNS) SHALL BE COMPLETED TO IMPROVE THE SUPPORTCHARACTERISTICS OF THE SOIL AND MINIMIZE POST-CONSTRUCTION SETTLEMENT. FOLLOWING SUCESSFUL COMPLETION OF AGROUND IMPROVEMENT PROGRAM A CONVENTIONAL SHALLOW FOUNDATION SYSTEM CAN BE USED FOR SUPPORT OF THEPROPOSED STRUCTURE.

8. VIBRO-REPLACEMENT INSTALLATION PARAMETERS:

7. THE FOUNDATION MAY BEAR IN EITHER THE COMPACTED SUITABLE NATIVE SOILS OR COMPACTED STRUCTURAL FILL. THEBEARING LEVEL SOILS, AFTER COMPACTION, SHOULD EXHIBIT DENSITIES EQUIVALENT TO AT LEAST 95 PERCENT OF THEMODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D-1557) TO A DEPTH OF AT LEAST TWO FEET BELOW THE FOUNDATIONBEARING LEVEL. NOTE THAT SOIL TEST BORINGS ENCOUNTERED SURFICIAL SILTY SANDS. THE SILTY SAND SOILS WILLREQUIRE STRINGENT MOISTURE CONTROL DURING COMPACTION, PARTICULARLY DURING RAINY PERIODS. FOUNDATIONS THATARE EXCAVATED THROUGH THE UPPER LAYER OF COMPACTED SAND FILL SOILS INTO THE SILTY SANDS, SHOULD BE VISUALLYINSPECTED AND TESTED TO VERIFY THE IN-PLACE DENSITY AND CONDITION OF SUBGRADE BEARING SOILS.

6. GROUND IMPROVEMENTS PRESENTED IN THE SPECIFICATIONS CAN GENERATE GROUND VIBRATIONS DURING GROUNDIMPROVEMENT OPERATIONS, AND THESE VIBRATIONS CAN CAUSE DAMAGE (OR PERCEPTION OF DAMAGE) TO NEARBYSTRUCTURES. STRUCTURES WITHIN 50 FEET OF PLANNED GROUND IMPROVEMENT OPERATIONS SHALL HAVE APRE-CONDITION SURVEY PERFORMED PRIOR TO THE COMMENCEMENT OF GROUND IMPROVEMENT OPERATIONS TODOCUMENT EXISTING CRACKS AND OTHER DAMAGE. IN ADDITION TO THE PRE-CONDITION SURVEY, IT IS REQUIRED THATDURING THE GROUND IMPROVEMENT OPERATIONS, VIBRATION DATA SHOULD BE PERFORMED TO DETERMINE IF VIBRATIONSREMAIN WITHIN SAFE LEVELS AND PROVIDE HISTORICAL DATA SHOULD BE REVIEWED ON CONTINUOUS BASIS TO DETERMINE IFTHRESHOLD LEVELS HAVE BEEN EXCEEDED SO THAT WORK CAN BE SUSPENDED UNTIL MODIFICATIONS CAN BE MADE TOREDUCE THE VIBRATIONS TO WITHIN SAFE LEVELS.

5. GROUND IMPROVEMENTS ARE REQUIRED WHERE DESIGNATED ON PLANS. REFER TO SPECIFICATIONS AND PLANS. REFER TOTHESE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS AND COORDINATION.

4. SHALLOW FOUNDATION WITH SOIL IMPROVEMENTS DESIGN IS BASED ON AN ALLOWABLE BEARING PRESSURE OF 6,000 PSF.

3. WALLS AND COLUMNS ARE CENTERED ON FOUNDATIONS UNLESS OTHERWISE DIMENSIONED ON DRAWINGS.

H. THE BOTTOM OF THE FOUNDATIONS SHALL BE COMPACTED UNTIL AT LEAST 95 PERCENT OF THE MODIFIED PROCTOR (ASTMD-1557) MAXIMUM DRY DENSITY IF UNIFORMLY OBTAINED. FIELD DENSITY TESTS FOR THE FINAL TWO FEET OF FILL ANDBENEATH FOUNDATIONS SHALL BE MADE WITH A TEST FREQUENCY OF AT LEAST ONE TEST FOR EACH 2,000 SQUARE FEET OFBUILDING AREA IN EACH LIFT OF FILL OR BACKFILL OR AT LEAST FOUR TESTS PER LIFT FOR EACH BUILDING FOOTPRINT(WHICHEVER IS GREATER). FIELD DENSITY TESTS FREQUENCY FOR ROADWAYS AND UTILITIES SHALL BE AT LEAST ONE TESTFOR EVERY 100 FEET OF ROADWAY OR UTILITY LINE PER LIFT.

G. ALL SOIL BACKFILL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 12 INCHES IN THICKNESS WHEN COMPACTED WITH AHEAVY VIBRATORY ROLLER. LIFT HEIGHT SHALL BE REDUCED TO 6 INCHES OR LESS FOR MATERIAL COMPACTED WITH WALKBEHIND ROLLERS OR PLACE COMPACTORS. EACH LIFT SHALL BE COMPACTED UNTIL A DENSITY OF AT LEAST 95 PERCENT OFTHE MODIFIED PROCTOR (ASTM D-1557) MAXIMUM DRY DENSITY IS UNIFORMLY OBTAINED.

F. ALL SOIL BACKFILL SHALL BE SAND WITH A UNIFIED SOIL CLASSIFICATION OF SP OR SP-SM CONTAINING NO ORGANICS. FILLSHALL HAVE A MAXIMUM OF 12% FINE CONTENT AND BE MOSTURE CONDITIONED TO READILY ACHIEVE PROPER COMPACTION.

E. THE STRIPPED GRADE SHALL BE COMPACTED UNTIL A DENSITY OF AT LEAST 95 PERCENT OF THE MODIFIED PROCTOR (ASTMD-1557) MAXIMUM DRY DENSITY IS UNIFORMLY OBTAINED. FIELD DENSITY SHALL BE MADE AFTER COMPACTION OF THEEXISTING GROUND SURFACE TO VERIFY THE SPECIFIED DEGREE OF COMPACTION IS OBTAINED. DURING MASS GRADING, THETEST FREQUENCY SHALL BE AT LEAST ONE TEST FOR EACH 4,000 SQUARE FEET. TEST FREQUENCY SHALL BE INCREASED FORINDIVIDUAL BUILDINGS AND ALONG ROADWAY ALIGNMENTS DURING THE FINAL TWO FEET OF FILL PLACEMENT.

D. PRIOR TO ANY FILL BEING PLACED, THE STRIPPED GROUND SURFACE SHALL BE PROOF ROLLED WITH A VIBRATORY ROLLER. ATLEAST FIVE OVERLAPPING COVERAGES IN PERPENDICULAR DIRECTIONS SHALL BE MADE. THE ROLLER SHALL BE OPERATED INTHE STATIC MODE ONLY, WHEN WITHIN 75 FEET OF AN EXISTING STRUCTURE.

C. DURING THE BACKFILLING OF ALL EXCAVATIONS RESULTING FROM DEMOLITION OF THE EXISTING SITE STRUCTURES, BACKFILLSHALL BE PLACED IN LIFTS NOT EXCEEDING 12 INCHES IN THICKNESS. EACH LIFT SHALL BE COMPACTED UNTIL A DENSITY OFAT LEAST 95 PERCENT OF THE MODIFIED PROCTOR (ASTM D-1557) MAXIMUM DRY DENSITY IS UNIFORMLY OBTAINED.

B. CLEAR AND GRUB THE EXISTING SITE. REMOVE ALL TOPSOIL, TREE STUMPS, LANDSCAPE REMNANTS IN THEIR ENTIRETY ANDDISPOSE OF THEM IN AN APPROPRIATE AND LAWFUL MANNER.

A. REMOVE ALL REMAINING STRUCTURES AND REMNANTS OF STRUCTURES (INCLUDING EXITING BERRIED STORAGE TANKS,STORM SEWER STRUCTURES, AND OTHER VARIOUS BERRIED UTILITIES PIPES) AT THE SITE AND DISPOSE OF THEM IN ANAPPROPRIATE AND LAWFUL MANNER.

2. FOLLOW THE RECOMMENDATIONS LISTED IN THE GEOTECHNICAL REPORT FOR SITE PREPARATION WORK. AT A MINIMUM, SITEPREPARATION WORK SHALL INCLUDE:

DATED: AUGUST 10, 2017

TITLED: PRELIMINARY REPORT OF GEOTECHNICAL EXPLORATION, PROPOSED ADMINISTRATION CAMPUS EXPANSION.

PREPARED BY: FORGE ENGINEERING INC.

REPORT No. 2926-0041.31

1. SEE THE FOLLOWING GEOTECHNICAL REPORT FOR COMPLETE GEOTECHNICAL RECOMMENDATIONS AND INSTALLATIONPROCEDURES. SITE PREPARATION AND FOUNDATION INSTALLATION SHALL COMPLY WITH:

316601 GROUND IMPROVEMENTS

6. DO NOT HANG MEP SYSTEMS (DUCTWORK, ROOF DRAIN OR FIRE PROTECTION PIPING, ETC) FROM ROOF DECK. ALLEQUIPMENT IS TO BE HUNG FROM ROOF JOISTS. SEE SECTION 5210 FOR ROOF JOIST REQUIREMENTS.

5. METAL DECK MANUFACTURER SHALL BE A MEMBER OF THE STEEL DECK INSTITUTE AND ALL DESIGN SHALL BE INACCORDANCE WITH APPLICABLE STANDARDS.

4. DECK SHALL BE TOPPED WITH TYPE II INSULATING FILL CONSISTING OF RIGID INSULATING BOARD COVERED WITH TWO ORMORE INCHES OF LIGHT WEIGHT INSULATING CONCRETE OVER THE TOP (MAX. 30 P.C.F. OVEN DRY DENSITY).

3. WELD PATTERN AT MAIN DECK SUPPORTS, AND SIDELAP CONNECTIONS, SHALL BE AS INDICATED ON ROOF DECK FASTENINGDIAGRAM. PROVIDE 5/8" PUDDLE WELDS AT 12" O.C. ALONG EDGE SUPPORTS, UNLESS NOTED OTHERWISE.

2. DECK CENTERING SHALL BE PLACED IN CONFORMANCE WITH MANUFACTURER'S RECOMMENDATIONS AND SHALL BECONTINUOUS OVER AT LEAST 3 SPANS.

1. SHALL BE GALVANIZED (G30/G60/G90), TYPE "B" STEEL ROOF DECK OF GAGE AND DEPTH INDICATED ON DRAWINGS, AND SHALLCONFORM TO THE PROVISIONS OF THE STEEL DECK INSTITUTE (SDI) SPECIFICATIONS FOR STEEL ROOF DECK.

5312 STEEL ROOF DECK

6. PROVIDE DISSIMILAR METAL SEPARATORS AT ALL JUNCTIONS OF ALUMINUM FRAMING AND STRUCTURAL STEEL, CONCRETEAND MASONRY.

5. SHOP DRAWINGS SHALL SHOW AND SPECIFY CONNECTIONS UTILIZED WITHIN THE SUNSHADE/LOUVER SYSTEM AS WELL ASCONNECTIONS TO AND LOADS IMPOSED UPON THE STRUCTURAL SYSTEM INDICATED IN THESE PLANS.

4. SUNSHADE/LOUVER SYSTEM AND CONNECTIONS SHALL BE DESIGNED FOR APPLICABLE LOADS AS INDICATED ON THE PLANSAND IN THE FLORIDA BUILDING CODE. THE LOADS SHALL BE CLEARLY INDICTED ON THE DRAWINGS.

3. THE CONFIGURATION OF THE SUNSHADE SYSTEM SHALL BE AS INDICATED IN THE ARCHITECTURAL DRAWINGS.

2. ENGINEERED ALUMINUM SUNDSHADE/LOUVER SYSTEM AND CONNECTIONS OF SUNSHADES/LOUVER TO THE STRUCTUREINDICATED IN THESE PLANS SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE OF FLORIDA.

1. ALL ALUMINUM MEMBERS SHALL BE FABRICATED IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL, 2010 EDITION.

5800 ALUMINUM SUNSHADES AND ALUMINUM LOUVERS

10. CONDUIT SHALL BE ADEQUATELY FASTENED TO DECK TO PREVENT SHIFTING DURING CONCRETE POUR.

9. DO NOT RUN CONDUIT CONTINUOUSLY IN DECK FLUTES.

8. CONDUIT IN CONCRETE SLAB ON METAL DECK SHALL NOT BE SPACED CLOSER THAN 6" O.C. MINIMUM.

7. MAINTAIN 2" MINIMUM COVER OVER CONDUIT AT ALL TIMES, INCLUDING LOCATIONS WHERE CONDUITS CROSS EACH OTHER.CONDUITS SHALL CROSS AT 90 DEGREES TO EACH OTHER.

6. CONDUIT LOCATED IN SLAB ON METAL DECK SHALL BE NO GREATER THAN 3/4" DIA. AND SHALL BE GALVANIZED STEELCONDUIT.

5. BUTTON PUNCHING OF SIDE LAPS IS NOT PERMITTED.

4. SIDE LAPS BETWEEN DECKS SHALL BE WELDED OR FASTENED USING #10 TEK SCREWS AT A MAXIMUM SPACING OF 36 INCHES,WITH NO LESS THAN 2-#10 TEKS SCREWS PER SIDE LAP SPAN.

3. PROVIDE 5/8" DIAMETER PUDDLE WELDS IN A 36/4 PATTERN AT SUPPORTS, AND AT 12" C/C ALONG EDGE SUPPORTS.

2. DECK SHALL HAVE DEFORMATIONS TO PROVIDE ADEQUATE MECHANICAL INTERLOCKING BETWEEN DECK AND CONCRETE FORCOMPOSITE ACTION.

1. SHALL BE GALVANIZED (G90), CORRUGATED STEEL COMPOSITE DECK OF GAGE AND DEPTH INDICATED ON DRAWINGS,CONFORMING TO STEEL DECK INSTITUTE SPECIFICATION FOR COMPOSITE FLOOR DECK.

5310 COMPOSITE STEEL DECK

FLOOR OPENINGS FOR STANDPIPES HAVE BEEN NOTED ON THE STRUCTURAL FLOOR PLANS, THESE LOCATIONS ARE TO BECONFIRMED WITH THE FINAL FIRE PROTECTION SYSTEM LAYOUT.

2. STRUCTURAL OPENINGS:

A 10 PSF DEAD LOAD ALLOWANCE FOR MEP ITEMS RUNNING IN THE CEILING OF THE STRUTURE HAS BEEN INCORPORATED INTOTHE STRUCTURE DESIGN. THIS ALLOWANCE IS SUFFICIENT FOR MAIN AND BRANCH PIPING LOADING IN ADDITION TO LOADING FOROTHER MEP ITEMS.

1. STRUCTURAL SUPPORTS:

211200 FIRE PROTECTION SYSTEMS

4



4

elizabethmendez

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elizabethmendez

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ZONE

(PSF)

A(SF)

a(FT)

BUILDING

NOMINAL C&C WIND PRESSURE PLAN NOTES:

NOMINAL C&C WIND PRESSURES (ASCE 7-10)

<10

19' - 0" 162 125

20

50

100+

MAIN

ZONE

(PSF)

ZONE

(PSF)

ZONE

(PSF)

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+17.8-43.7

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..

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ZONE 4/5WALL

PRESSURE

. . . .

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ZONE 4/5WALL

PRESSURE

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SECTION AT ALCOVE SECTION AT CANOPY

CANOPY

PARAPET LOAD CASE 1

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PARAPET LOAD CASE 2

OU

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IDE

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+4

0.0

PS

F (

Z4 &

Z5

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-73

.2 P

SF

(Z

2 &

Z3

)

-43

.3 P

SF

(Z

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3.3

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SECTION AT ROOF TRUSS

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ZONE 2/3ROOF

PRESSURE

+16.6-42.5

+15.2-41.1

+14.1-40.0

Vult(MPH)

Vasd(MPH)

1 2 3 4 5

1. PRESSURES SHOWN ABOVE PER ASCE 7-10 (EXCLUDES FM-GLOBAL PRESSURES) ARE NOMINAL COMPONENTSAND CLADDING PRESSURES, CONVERTED FROM ULTIMATE PRESSURES USING A 0.6 MULTIPLIER FACTOR. NOFURTHER REDUCTION IS ALLOWED. FM GLOBAL PRESSURES SHALL BE USED WITH LOAD COMBINATIONS PERASCE 7-05

A - INDICATES TRIBUTARY AREA IN S.F.a - INDICATES END ZONE WIDTH IN FT.Vult - INDICATES ULTIMATE DESIGN WIND SPEED IN MPHVasd - INDICATES NOMINAL DESIGN WIND SPEED IN MPH

2. GROSS PRESSURES ARE FOR JOISTS, WINDOWS, DOORS, VENEER, LIGHT GAGE METAL FRAMING,METAL DECK ATTACHMENTS, ROOFING, ROOFING ACCESSORIES AND OTHER BUILDING COMPONENTSAND CLADDING.

3. GROSS PRESSURES SHALL BE LINEARLY INTERPOLATED FOR (A) NOT SHOWN IN TABLE.

4. POSITIVE PRESSURES INDICATE PRESSURES ACTING TOWARD A PROJECTED SURFACE. NEGATIVEPRESSURES INDICATE PRESSURES ACTING AWAY FROM A PROJECTED SURFACE.

5. ROOF AND ZONES THRU

6. WALL ZONES AND

7. NET DESIGN ROOF PRESSURES SHALL BE CALCULATED USING THE SELFWEIGHT (DEAD LOAD) OF THEMATERIALS. HOWEVER, THE MAXIMUM REDUCTION OF WIND UPLIFT PRESSURES SHALL BE LIMITED TOTHE SELF WEIGHT OF THE ROOF SYSTEM PLUS 5 PSF FOR SUPERIMPOSED DEAD LOADS.

8. INTERNAL PRESSURE COEFFICIENT FOR ENCLOSED BUILDING EQUALS +0.18 AND -0.18INTERNAL PRESSURE COEFFICIENT FOR OPEN STRUCTURE EQUALS +/- 0.00INTERNAL PRESSURE COEFFICIENT FOR PARTIALLY ENCLOSED STRUCTURE EQUALS +/- 0.55

9. ROOF TOP EQUIPMENT SHALL BE DESIGNED FOR A LATERAL PRESSURE OF 70.3 PSF AND ASIMULTANEOUS UPLIFT PRESSURE OF 55.5 PSF (ROOF TOP EQUIPMENT PER FBC SECTION 1620.6WITH Qh = 37 PSF)

10. AT ALCOVES AND CANOPIES, THE TOTAL UPLIFT PRESSURE ON THE ALCOVE SOFFIT OR CANOPYSHALL EQUAL THE WALL PRESSURE IN THAT AREA.

11. PARAPET DESIGN WIND PRESSURE LOAD CASES:LOAD CASE 1: OUTSIDE FACE: +40 PSF (ZONE 4) AND +40 PSF (ZONE 5)

INSIDE FACE: -79 PSF (ZONE 2) AND -79 PSF (ZONE 3)LOAD CASE 2: OUTSIDE FACE: -44 PSF (ZONE 4) AND -55 PSF (ZONE 5)

INSIDE FACE: +40 PSFNOTE THAT CASE 1 & CASE 2 WIND PRESSURES ARE APPLIED INDEPENDENTLY.

+40.0-73.2

+38.2-65.4

+35.8-55.1

+34.1-47.4

+40.0-43.3

+38.2-41.5

+35.8-39.2

+34.1-37.4

1 3

4 5

+40.0-73.2

+38.2-65.4

+35.8-55.1

+34.1-47.4

+40.0-53.3

+38.2-49.7

+35.8-45.0

+34.1-41.5

<10

6' - 3" 162 125

20

50

100+

LEVEL 3ROOF

+27.8-50.6

+26.8-49.6

+25.5-48.3

+24.5-47.4

+27.8-76.7

+26.8-69.9

+25.5-60.8

+24.5-53.9

+27.8-109.4

+26.8-92.7

+25.5-70.6

+24.5-53.9

+47.4-50.3

+47.4-59.1

+45.8-48.7

+45.8-56.0

+43.7-46.7

+43.7-51.9

+42.2-45.1

+42.2-48.7

ZONE

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FM GLOBAL NOMINAL C&C WIND PRESSURES (ASCE 7-05)

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20

50

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-88

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-181 -273

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20

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LEVEL 3ROOF

-96 -160 -241

+67.0-72.0

+67.0-72.0

+67.0-72.0

+67.0-72.0

+67.0-72.0

+67.0-72.0

+67.0-72.0

+67.0-72.0

+67.0-88.0

+67.0-88.0

+67.0-88.0

+67.0-88.0

+67.0-88.0

+67.0-88.0

+67.0-88.0

+67.0-88.0

FM GLOBAL WIND RATINGS

ROOF AREA FM WIND RATING

FIELD (ZONE 1) 1-120

PERIMETER (ZONE 2) 1-195

CORNER (ZONE 3) 1-300

MAIN

FIELD (ZONE 1) 1-105

PERIMETER (ZONE 2) 1-165

CORNER (ZONE 3) 1-255

LEVEL 3 ROOF

-88

-88

-88

-181

-181

-181

-273

-273

-273

-96 -160 -241

-96 -160 -241

-96 -160 -241

FM GLOBAL WIND RATINGS NOTES:1. FM GLOBAL SPECIFIED WIND PRESSURE AND WIND RATINGS

PER FM GLOBAL PLAN REVIEW.

INDEX-REC NO.: 00151.90-01REVIEW NO.: 254620DATE: 8-10-2017

2. DESIGNER IS TO COMPARE ALLOWABLE PRESSURESFROM THE ASCE 7-10 TABLE AND THE FM GLOBALTABLES AND DESIGNER FOR THE WORST CASE.

3. 2.0 FACTOR OF SAFETY APPLIED.4. EXTERIOR OVERHEAD DOORS, LOUVERS, AND WINDOWS

SHALL BE WIND RATED PER FLORIDA BUILDING CODE /MIAMI DADE COUNTY APPROVAL AS TESTED ACCORDINGTO TAS 201-203 OR ASTM STANDARDS E1886 AND E1996.

1

2

2

2

3

2

2

2

1

1

1 1

1

TYP

"a"

2

5

5

5

4

4

5

5

44

5

4 2

2

4

2

2

4

2

5

2

4

5

5

11 1

1

SKYLIGHT

5

5

5 5

1

5

5

5 5

2

2

54

5

2

4

2

4

TY

P

"a"

SKYLIGHT

3

3 3

2

2

2

2

1

1

1

5

4

3

43

2

TYP

"a"

TY

P

"a"

SEE SECTION AT ALCOVEFOR PRESSURES AT FIRSTFLOOR OVERHANG.

SEE SECTION AT ALCOVEFOR PRESSURES ATFIRST FLOOR OVERHANG.

TY

P

"a"

TYP

"a"

TYP

"a"

4

4

TY

P

"a"

TY

P

"a"

TYP

"a"

TYP

"a"

5

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

0:0

6 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

WIND LOAD DIAGRAM

S-006

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/16" = 1'-0"S-006

1 WIND LOAD DIAGRAM


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Image

AREA A AREA B

AREA C AREA D

1 2 3 4 56 7 8 9 10

A

B

C

D

E

F

G

H

I

J

K

MATCHLINE

16' - 0" 21' - 0" 6' - 4" 37' - 0" 82' - 8" 37' - 0" 6' - 4" 26' - 0" 11' - 0"

10

' - 9

"2

6' -

3"

6' -

4"

38

' - 1

"7

6' -

6"

28

' - 4

5/8

"9

' - 8

3/8

"6

' - 4

"2

6' -

3"

10

' - 9

"

MA

TC

HL

INE

6

7

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

0:0

9 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

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wart

.sco

tt.r

vt

OVERALL FOUNDATION PLAN

S-101

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/16" = 1'-0"S-101

1 OVERALL FOUNDATION PLAN



7 ASI 003 06/19/2018

elizabethmendez

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Image

C-1

C-1

C-1

C-1

C-1

4

2

F18X8 (V)

F18X8 (V)

F9.25 (V)

EL. 95' - 0"

T/FDN

F6.0

TC-14

TC-14

TC-15

F7.0

F8.5 (V)

F7.5

F7.5TC-14

WF

3.0

TC-14

TC-14

WF3.5

WF

3.5

WF

3.5

TC-10

TC-14F7.0

WF

2.0

WF3.5 (V)

WF4.0 (V)

WF3.5 (V) WF

3.5

(V

)

WF

3.5

(V

) WF4.0 (V)

WF

3.5

(V

)

TC-14

TC-14

TYP.

1 2 3 4 5

G

H

I

J

K

10' - 6"

1

S-501

TYP

TC-14

MC-1

WF

3.0

TC-14F7.0

1

S-501

TYP

EL: 96' - 0"

T/FDN

EL: 96' - 0"

T/FDN

EL: 96' - 0"

T/FDN

2' - 0"

WF

3.5

8' -

5 7

/16

"9

' - 5

9/1

6"

8' - 0" 8' - 4" 7' - 0" 7' - 0" 10' - 2"

TC-22

28

' - 9

"

DL: 16.1 K/FTLL: 3.4 K/FT


DL: 14.8 K/FTLL: 3.1 K/FTDL: 13.8 K/FT

LL: 2.7 K/FT

DL: 145KLL: 23K

DL: 72KLL: 11K

DL: 30KLL: 5K

DL: 108KLL: 17K

DL: 282KLL: 38K

DL: 23KLL: 2K

DL: 120KLL: 20K

DL: 260KLL: 50K

DL: 200KLL: 40K

DL: 333KLL: 59K

DL: 156KLL: 30K

TC-2

DL: 160KLL: 23K

DL: 154KLL: 20K

TC-2

DL: 167KLL: 21K

TC-2

DL: 147KLL: 21K

TC-2

DL: 191KLL: 25K

DL: 155KLL: 24K

TC-2 TC-2

T/FDN2

' - 0

"

2' - 0"

9

WF5.5 (V)

TC-14F6.5 (V)

DL: 180KLL: 30K

TC-5F6.0 (V)

F6.5 (V)

WF4.5 (V)

DL: 19.1KLL: 4.4K

TC-3

WF

4.5

(V

)

TC-19F7.0

TC-5

DL: 113KLL: 21K

TC-1

WF

4.5

(V

)

WF2.5

TC-5

DL: 137KLL: 26K

WF

5.5

(V

)

TC-1

DL: 51KLL: 8K

TC-14

DL: 94KLL: 15K

TC-24

TC-10

WF

3.5

DL: 30KLL: 5K

TC-10

EL: 96' - 0"

DL: 180KLL: 32K

DL: 113KLL: 37K

2' -

6"

2' - 0"

WF

5.5

(V

)6

' - 1

0 3

/16

"2

' - 6

"

WF

2.0

DL

: 1

7.5

K/F

TL

L: 3

.4K

/FT

DL

: 1

7.5

K/F

TL

L: 3

.8K

/FT

MC-1

F7.0

WF

3.0

TC-13F5.0

T/FDN

WF4.5

WF

3.0

WF

2.0

WF2.0

S.F.

2'-0"

5' -

4"

.

1' - 0"

DL: 30KLL: 6K

EL: 96' - 0"

TC-2

F8.0

3

TC-13F6.0

TC-13F7.5

4' -

2"

1' -

5"

4' -

11

"1

0' -

9"

3' -

0"

12

' - 9

"6

"5

' - 1

0"

2' -

0"

7' -

4"

14

' - 8

"2

' - 0

"1

2' -

1"

2' -

0"

27

' - 1

1/4

"

TC-13F7.0

WF

4.5

(V

)

2' - 4"6" 9' - 2" 6' - 4" 21' - 0" 6' - 4" 2' - 9"2' - 10" 8' - 6" 3' - 7" 4' - 10" 7' - 6" 3' - 6" 15' - 0" 3' - 6" 7' - 6" 4' - 10" 9' - 7"

10' - 5 1/4"

TY

P

2' -

0"

3' -

0"

3' - 0"

WF2.0

WF

4.0

9' -

8 3

/8"

9' - 8" 2' - 6" 3' - 8" 17' - 0" 12' - 5 5/8" 14' - 0 3/8"

2' -

10

"

WF7.0

WF4.5 (V)

3' - 4"

8' - 7"

6

S-512

TYP

S.F.

1'-0"

6' -

10

"

1' -

4 3

/8"

1' -

11

"

3' -

4"

2' -

4"

10

' - 1

0"

1' -

3"

1' - 8"

DL: 209KLL: 40K

DL: 64KLL: 12K

F14X8 (V)

WF

3.0

WF

3.0

F6.0 (V)TC-25

DL: 177KLL: 34K

WF3.5

2' -

0"

TC-1

DL: 56KLL: 8K

6

TC-3

TC-3

WF2.5

11

S-504 TYP

11

TYP

7

TC-10

8

FOUNDATIONS MARKED WITH (V) ARE TO RECEIVEVIBROCOMPACTION UNDERNEATH PER GEOTECHNICALREPORT, TYP.

INDICATES 8" CMU WALL R/W #6 @ 24" O.C. AND ATALL CORNERS, INTERSECTIONS, JAMBS, AND TERMINATIONSIN GROUT FILLED CELLS.


8" CIP CONCRETE ELEVATOR WALLS, SEE TYPICALELEVATOR FOUNDATION DETAIL.

(NOT USED)

(NOT USED)

30" THICK CONCRETE MAT FOUNDATION R/W #8 BARS @ 12"O.C. T&B & E.W.. ALL MAT FOUNDATION TO RECEIVEVIBROCOMPACTION UNDERNEATH PER GEOTECHNICALREPORT.

#.# INDICATES WALL (K/FT) OR COLUMN (KIPS)LOADING.

ELEVATOR SUMP PIT, SEE TYPICAL ELEVATOR SUMP PITDETAIL . COORDINATE WITH FINAL ELEVATORCUT SHEET FOR LOCATION.

INDICATES 8" CMU LOAD BEARING WALLREINFORCED W/ #7 @ 16" O.C. & AT ALL TERMINATIONS,CORNERS, INTERSECTIONS, & JAMBS IN GROUT FILLEDCELLS.

INDICATES 8" CMU PLANTER RETAINING WALL. SEEDETAIL FOR REINFORCING AND ADDITIONALINFORMATION.

PARTIAL FOUNDATION PLAN A - NOTES

1

2

3

4

5

6

7

8

9

10

/4 S-502

/11 S-50411

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

0:1

3 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

PARTIAL FOUNDATION PLAN - A

S-102

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-102

1 PARTIAL FOUNDATION PLAN - AREA A

T/FDN EL: 98'-0" TYP U.N.O.

3NO. DESCRIPTION DATE



7 ASI 003 06/19/2018

8 Revision 6 Date 6

7

elizabethmendez

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S-201

1 NORTHELEVATION

WF

3.5

(V

)

WF

3.5

(V

)

WF

3.5

(V

)

WF

3.5

(V

)

WF

3.5

(V

)

WF3.5

WF

4.5

(V

)W

F4

.0 (

V)

F8.5 (V)

F6.0 (V)F6.5 (V)

F6.5 (V)

WF3.5 (V)

WF

3.5

WF5.5 (V)

WF5.5 (V)

C-1

C-1C-1

C-1

C-1

2

TYP

F5.0HSS8X8X5/16

2

TYP

TC-10

3

2

TYP

3

TC-4

TC-2

TC-2

TC-2 TC-2

TC-2

6 7 8 9 10

G

H

I

J

K

1

S-501

2

S-501

TYP

WF

2.5

1

S-501

TYP

2

S-501TYP

11

S-504TYP

TC-2

TC-13

T/FDN

WF5.5 (V)

S.F.

1'-0"

23

' - 0

"4

' - 2

"1

' - 5

"

1' -

7"

3' -

7"

10

' - 6

"4

' - 1

1"

7' -

6"

2' -

6"

4' -

10

"7

' - 6

"3

' - 6

"4

' - 2

"6

' - 8

"5

' - 4

"3

' - 7

"2

1' -

0"

3' -

7"

4' -

10

"7

' - 6

"3

' - 6

"4

' - 2

"

6' -

4"

3' -

11

"4

' - 9

"1

5' -

0"

8"

2' -

0"

30

' - 9

"

24' - 0" 8' - 9" 8' - 0" 6' - 8" 7' - 8" 1' - 5 3/16"

F5.0

6"

3

3

3






DL

: 1

8.9

K/F

TL

L: 4

.2 K

/FT

3

3

3

3

3

3

3

3

3

3

33

DL: 111KLL: 26K

DL: 74KLL: 16K

DL: 111KLL: 26K

DL: 50KLL: 8K

DL: 143KLL: 32K

DL: 143KLL: 32K

DL

: 1

8.9

K/F

TL

L: 4

.2 K

/FT

DL: 143KLL: 32K

DL: 300KLL: 60K

DL: 176KLL: 27K

DL: 160KLL: 25K

DL: 19KLL: 3KDL: 79K

LL: 12K

DL: 146KLL: 40K

DL: 144KLL: 24K

DL: 151KLL: 20K

DL: 131KLL: 20K

DL: 156KLL: 19K

DL: 118KLL: 18K

EL: 96' - 0"

T/FDN.

EL: 96' - 0".

DL: 121KLL: 16K

WF5.5 (V)

WF

3.5

2' - 0"

2' - 0"

2' - 0"

TC-20

DL: 96KLL: 15K

TC-20

DL: 102KLL: 16K

TC-21

DL: 98KLL: 16K

TC-20

DL: 74KLL: 11K

TC-21TC-20

DL: 80KLL: 17K

WF5.5 (V)

DL: 50KLL: 8K

2' - 0"

DL: 104KLL: 16K

TC-20WF5.5 (V)

WF4.5 (V)

WF

2.5

TC-10

TC-10

S.F.

1'-0"

2' - 11" 10' - 0" 2' - 11" 11' - 6" 3' - 6" 2' - 11" 10' - 0" 2' - 11" 14' - 11" 9' - 1" 3' - 0" 28' - 5" 5' - 7"

4' -

4"

F8.0 X 5.0(V)

9

S-510

TYP 5

TYP

F9.0 X 6.0(V)

WF3.5 (V)

F8.0 X 5.0(V) F8.0 X 5.0(V)

TC-133

TC-13TC-13

TC-13

TC-14

DL: 52KLL: 10K

F6.5 (V) F6.0

5' -

4"

TY

P

5' -

4"

DL: 90KLL: 11K

DL: 111KLL: 26K

WF

5.0

(V

)

DL

: 1

8.9

K/F

TL

L: 4

.2K

/FT

8

WF

2.0

WF

2.5

WF3.5 (V)

6

S-512

TYP

3' -

4"

S.F.

1'-0"

EL: 97' - 0"T/FDN

HSS8X4X1/2

11' - 0"

EL: 97' - 0"

T/FDN

S.F.

1'-0"

EL: 97' - 0"

T/FDN

6

6 6

C-6

C-6

C-6

6

6

66

6

6

6

6

6

6

TC-3

TC-3

TC-3

TC-3

TC-3

TC-3

F6.5 (V)

F6.5 (V)

F6.5 (V)

EL: 96' - 0"

T/FDN

11

TYP

7

7

PARTIAL FOUNDATION PLAN B - NOTES

FOUNDATIONS MARKED WITH (V) ARE TO RECEIVEVIBROCOMPACTION UNDERNEATH PER GEOTECHNICALREPORT, TYP.



(NOT USED)

INDICATES 12" CMU SCREEN WALL REINFORCEDWITH #7 @ 8" O.C. IN GROUT FILLED CELLS.

(NOT USED)

(NOT USED)

#.# INDICATES WALL (K/FT) OR COLUMN (KIPS)LOADING.

(NOT USED)

(NOT USED)


1

2

3

4

5

6

7

8

9

3

10

/11 S-50411

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

0:1

6 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

PARTIAL FOUNDATION PLAN - B

S-103

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-103

1 PARTIAL FOUNDATION PLAN - AREA B


3




7 ASI 003 06/19/2018

7

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

C-1

C-1

C-1

C-3

C-3

C-1

C-8

C-1

C-1

C-4

C-4

F9.25 (V)

F6.5 (V)

F11.5 (V)

F6.5 (V)

F7.5 (V)

F10.5 (V)

F14.0 (V)

F12.5 (V)

F8.25

2

2

C-10F10.5 (V)

C-10F11.5 (V)

C-10F11.5 (V)

C-10F12.5 (V)

EL. 95' - 0"

T/FDN

C-2

F9.25 (V)TC-15

TC-14

WF2.0

TC-3

WF

3.0

F9.25 (V)TC-15 W

F3.0

WF

3.0

F9.25 (V)TC-14

TC-14

F8.5 (V)

TC-14

WF2.5

TC-15

TC-5

6

3

S-202

11

S-504

1 2 3 4 5

A

B

C

D

E

F

4

F18X8 (V)

EL. 96' - 0"

T/FDN

EL. 96' - 0"

T/FDN

EL. 96' - 0"

T/FDN

EL. 96' - 0"

T/FDN

EL. 96' - 0"

T/FDN

TC-14

TC-7

F1

4.5

X6

TC-16

4' -

6"

TC-14F13X7(V)

5' -

2"

TC-17

3' - 0" 17' - 7 3/8" 6' - 4" 5' - 0"

4' - 11"

F21X7 (V)

13' - 8 1/4"

3 3/4"

36' - 1 1/4" 2' - 10" 14' - 1" 13' - 11 7/8" 3' - 4 1/8" 18' - 7 3/8"

3' - 3 7/8"

5' - 4 3/4" 12' - 2 13/16"

40' - 11 5/8"

13

' - 1

0"

14

' - 1

1"

DL: 334KLL: 59K

DL: 160KLL: 34K

DL: 167KLL: 23K

DL: 200KLL: 34K

DL: 512KLL: 80K

DL: 185KLL: 45K

DL: 194KLL: 31K

DL: 408KLL: 65K

DL: 874KLL: 153K

2

TYP

DL: 294KLL: 52K

DL: 273KLL: 37K

DL: 243KLL: 33K

DL: 305KLL: 44K

10

TYP

DL: 307KLL: 40K

DL: 332KLL: 46K

DL: 350KLL: 52K

DL: 655KLL: 94K

DL: 100KLL: 30K

DL: 230KLL: 28K

DL: 452KLL: 97K

DL: 100KLL: 12K

DL: 280KLL: 37K

DL: 431KLL: 60K


DL: 450KLL: 67K

2' -

0"

2' - 0"

9

WF

9.0

F9.25 (V)

WF

3.0

1' -

10

"

2' - 0"

F15X6(V)

WF

4.0

(V

)

TC-14F7.5 (V)

DL: 185KLL: 17K

TC-19

1

S-501

TYP

2

S-502

TYP

TYP

11

S-504

2

S-501

TYP

6' -

0"

1' -

2 1

/4"

4' -

9 3

/4"

5' -

2"

6' -

4"

6' -

2"

10

' - 3

5/8

"3

' - 2

5/8

"1

4' -

5 1

/4"

48

' - 9

1/2

"2

6' -

11

"

TC-10

DL: KLL: K

.

EL. 96' - 0"

T/FDN

3

6

S-512

TYP

6

S-512TYP

17

' - 7

5/8

"

7 1

3/1

6"

WF4.5 (V)

EL: 97' - 0"

T/FDN

S.F.

1'-0"

2' - 0"

1' -

6"

6

6

6

6

EL. 96' - 0"

T/FDN

EL. 96' - 0"

T/FDN

96' - 0"

EL: 97' - 0"

T/FDN

EL: 96' - 0"

T/FDN

TYP

7' -

11

3/4

"11

TYP

7

PARTIAL FOUNDATION PLAN C - NOTES

FOUNDATIONS MARKED WITH (V) ARE TO RECEIVEVIBROCOMPACTION UNDERNEATH PER GEOTECHNICAL REPORT,TYP.

INDICATES 8" CMU WALL R/W #6 @ 24" O.C. AND ATALL CORNERS, INTERSECTIONS, JAMBS, AND TERMINATIONS INGROUT FILLED CELLS.


INDICATES 8" CIP CONCRETE ELEVATOR PIT WALL, SEEELEVATOR PIT DETAILS FOR ADDITIONAL INFO.

(NOT USED)

INDICATES 16" CIP CONC. WALL REINFORCED PER STAIRENLARGED PLAN.

(NOT USED)

#.# INDICATES WALL (K/FT) OR COLUMN (KIPS) LOADING.

ELEVATOR SUMP PIT, SEE TYPICAL ELEVATOR SUMP PIT DETAIL. COORDINATE WITH FINAL ELEVATOR CUT SHEET FORLOCATION.

INDICATES 8" CMU LOAD BEARING WALL REINFORCEDW/ #7 @ 16" O.C. & AT ALL TERMINATIONS, CORNERS,INTERSECTIONS, & JAMBS IN GROUT FILLED CELLS.


1

2

3

4

5

6

7

8

9

10

/4 S-502

11/11 S-504

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

0:2

0 A

MC

:\R

evit 2

01

6 L

oca

l M

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els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

PARTIAL FOUNDATION PLAN - C

S-104

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-104

1 PARTIAL FOUNDATION PLAN - AREA C


3

3




7 ASI 003 06/19/2018

7

elizabethmendez

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elizabethmendez

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elizabethmendez

Image

WF3.5

WF

3.5

(V

)

WF

3.5

(V

)

WF

3.5

(V

)

WF

3.5

(V

)

WF

3.5

(V

)

WF

3.5

(V

)

WF

4.5

(V

)

WF

5.0

(V

)

F6.5 (V)

F6.5 (V)

F6.5 (V)

F7.0 (V)

F6.5 (V)F6.0 (V)

F8.5 (V)

C-10F6.5 (V)

C-10F10.5 (V)

HSS12X6X5/8 HSS12X6X5/8

F10.5 (V)C-10

TC-12

TC-3

F6.0

TC-15

TC-4

F7.0TC-3

WF3.5 (V)

F7.5 (V)

TC-5

F6.0 (V)TC-3

F7.0 (V) F7.0 (V)

WF

4.5

F7.0TC-3

F5.0HSS8X8X5/16

WF

3.0

WF

2.0

F7.0

F7.0

WF3.0

WF

3.0

(V

)

F7.0

TC-10

TC-3

TC-3

TC-3

WF4.5 (V)

C-1

C-1C-1

C-1

6 7 8 9 10

A

B

C

D

E

FC-1

11

S-504TYP

8

S-505

TYP

TC-2 TC-2

WF3.5 (V)

TC-2

F2

4X

4.5

5' -

2"

2' -

0"

4' -

4"

5' -

7"

5' -

2"

10

' - 6

"4

' - 1

1"

7' -

6"

2' -

6"

4' -

10

"7

' - 6

"3

' - 6

"4

' - 2

"6

' - 8

"5

' - 4

"3

' - 7

"2

1' -

0"

3' -

7"

4' -

10

"7

' - 6

"3

' - 6

"4

' - 2

"

13

' - 1

1 5

/8"

1' -

0 3

/8"

15

' - 1

0"

14

' - 1

1"

4' - 11" 7' - 6" 2' - 6" 15' - 10" 11' - 6" 4' - 8" 3' - 11" 28' - 5"

8' -

8 3

/8"

1' -

0"

12' - 4" 5' - 11 1/2" 13' - 1 1/2"

1' -

1"

4' -

2"

1' -

5"

4' -

1"

2

TYP

DL: 280KLL: 45K

DL: 145KLL: 25K

DL: 175KLL: 27K

DL: 187KLL: 32K



TC-2


2

TYP

DL

: 1

8.9

K/F

TL

L: 4

.2 K

/FT

DL

: 1

8.9

K/F

TL

L: 4

.2 K

/FT

DL

: 1

4.8

K/F

TL

L: 3

.1 K

/FT

WF

4.5

(V

)

WF

3.5

TC-10

WF

2.0

3' - 0"

DL: 18.89 K/FTLL: 4.2 K/FT


DL: 245KLL: 38K

DL: 394KLL: 58K

DL: 135KLL: 30K


WF

2.0

DL: 194KLL: 31K

DL: 220KLL: 44K

DL: 68KLL: 12K

DL: 195KLL: 39K

3

3

3

3

3

3

3

3

3

DL

: 1

3.4

K/F

TL

L: 2

.7 K

/FT

DL

: 1

6.1

K/F

TL

L: 3

.4 K

/FT

C-6

C-6

DL: 143KLL: 32K

DL

: 1

8.9

K/F

TL

L: 4

.2 K

/FT

DL: 143KLL: 32K

DL: 143KLL: 32K

DL

: 1

2 K

/FT

LL

: 2

.4 K

/FT

4

TYP

DL

: 1

3.4

K/F

TL

L: 2

.7 K

/FT

DL

: 1

6.1

K/F

TL

L: 3

.4 K

/FT

DL

: 1

4.8

K/F

TL

L: 3

.1 K

/FT

3

3

EL: 97' - 0"

T/FDN

C-6

DL: KLL: K

TC-3

WF3.5 (V)

DL: 174 K/FTLL: 38 K/FT

DL: 111KLL: 26K

3' -

0"

DL: 75 K/FTLL: 13 K/FT

5' -

8 5

/8"

DL: 170KLL: 23K

18' - 11" 6' - 5" 4' - 11" 7' - 4" 7' - 1" 11" 14' - 0" 2' - 9"

3' - 0" 23' - 0" 5' - 5"

1' - 5"

4' - 2"

3

17

' - 7

5/8

"

7 1

3/1

6"

WF4.5 (V)

3'

- 2

"

5' -

4"

S.F.

1'-0"

S.F.

1'-0"

T/FDN

EL: 97' - 0"97' - 0"

EL: 97' - 0"

T/FDN

2'

- 1

1"

EL: 97' - 0"

T/FDN

S.F.

1'-0"

S.F.

1'-0"

S.F

.

2'-0

"

C-6

EL: 96' - 0"

T/FDN 6

TC-3F6.5 (V) 6

6

TC-36

6

666

EL: 96' - 0" EL: 96' - 0"

EL: 96' - 0"

T/FDN

T/FDN

T/FDN

EL: 96' - 0"

T/FDN

96' - 0"

11

TYP

EL: 98' - 0"

T/FDN

EL: 96' - 0"

T/FDN.

7

PARTIAL FOUNDATION PLAN D - NOTES

FOUNDATIONS MARKED WITH (V) ARE TO RECEIVE GROUNDIMPROVEMENTS UNDERNEATH PER GEOTECHNICAL REPORT,TYP.

INDICATES 8" CMU WALL R/W #6 @ 24" O.C. AND AT ALLCORNERS, INTERSECTIONS, JAMBS, AND TERMINATIONS INGROUT FILLED CELLS.


8" CIP CONCRETE ELEVATOR WALLS, SEE TYPICAL ELEVATORFOUNDATION DETAIL.

(NOT USED)

(NOT USED)

(NOT USED)

#.# INDICATES WALL (K/FT) OR COLUMN (KIPS) LOADING.

ELEVATOR SUMP PIT, SEE TYPICAL ELEVATOR SUMP PITDETAIL . COORDINATE WITH FINAL ELEVATOR CUTSHEET FOR LOCATION.

(NOT USED)


1

2

3

4

5

6

7

8

9

10

/4 S-502

11/11 S-504

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

0:2

4 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

PARTIAL FOUNDATION PLAN - D

S-105

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-105

1 PARTIAL FOUNDATION PLAN - AREA D

T/FDN. EL: 98'-0" TYP U.N.O.

3

3

3




7 ASI 003 06/19/2018

3

7

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Text Box


elizabethmendez

Image

26

2' -

10

"

AREA A AREA B

AREA C AREA D

1 2 3 4 56 7 8 9 10

A

B

C

D

E

F

G

H

I

J

K

16' - 0" 21' - 0" 6' - 4" 37' - 0" 82' - 8" 37' - 0" 6' - 4" 26' - 0" 11' - 0"

10

' - 9

"2

6' -

3"

6' -

4"

38

' - 1

"7

6' -

6"

28

' - 4

5/8

"9

' - 8

3/8

"6

' - 4

"2

6' -

3"

10

' - 9

"

MATCHLINE

MA

TC

HL

INE

6

7

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

0:2

7 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

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wart

.sco

tt.r

vt

LEVEL 1 OVERALL FLOOR PLAN

S-110

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/16" = 1'-0"S-110

1 OVERALL LEVEL 1 FLOOR PLAN



7 ASI 003 06/19/2018

elizabethmendez

Rectangle

elizabethmendez

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elizabethmendez

Image

3

17

2

TYP

2

TYP

MC-1

15

TYP

TC-14

TC-14

3

C-1

C-1

C-1

C-1 C-1

6

TYP

2

TYP

3

3

TC-15

TC-14

TC-14

9

5

TYP

TC-14

TC-14

TC-14

TC-14

TC-14

TC-3

TC-22

TC-2 TC-2 TC-2 TC-2 TC-2 TC-2

TC-10

2

1 2 3 4 5

G

H

I

J

K

11

S-504

7

7

1

S-501

TYP

7

77

7

6

TYP

TC-10

4

S-501

TYP

8

TC-14

10

S-510

1

S-501

TYP

13

TYP

C.J

. (T

YP

)

C.J. (TYP)

7

11

S-504

TYP

11

MC-1

2

S-501

TYP

TYP

3

TC-1

TC-19

TC-10

TC-24

TE1.33

TC-14

TS1.33

8

TC-10

TC-5

8

TYP

3

2' - 4" 6" 9' - 2" 6' - 4" 18' - 3 5/8" 2' - 8 3/8"

1' - 4 1/2"

6' - 4"

1' - 4 1/2"

2' - 10" 8' - 6" 3' - 7" 4' - 10" 7' - 6" 3' - 6" 4' - 4" 6' - 4" 4' - 4" 3' - 6" 2' - 8" 4' - 10" 2' - 10"2' - 0"

9' - 7" 3' - 1"

3"

1' -

1"

3' -

4"

6' -

1"

3' -

0"

1' -

7"

8' -

6"

1' -

2"

2' -

0"

1' -

6"

1' -

0"

7' -

4"

5' -

4"

4' -

4"

4' -

0"

6' -

4"

0"

14

' - 1

"2

' - 0

"1

0' -

3 5

/8"

2' -

7 3

/8"

13

' - 6

5/8

"6

' - 5

5/8

"

TS1.33

13

TYPTS1.33

TS1.33

TS1.33

TS

1.3

3

TS1.33

3' - 4" 12' - 2 1/4"

3' -

4"

2' -

8"

3' -

4"

7' -

7 1

/4"

1' -

7 5

/8"

3' -

4"

4' -

0"

6"

8' -

5 1

/4"

TS1.33

TS1.33

TS1.33

TS1.33

TS

1.3

3

TS1.33

TS

1.3

3

13

TYP

TS

1.3

3

TS

1.3

3

2' - 9"

1' - 0"

3' - 10"

3' - 5 1/2"

3' - 4"

3' - 6 1/2"

6 1/2" 6' - 4"

6 1/2"

4' - 6" 2' - 2"

2' - 10"

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

7 5/8"

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

TC-13

TC-13

TC-13

TC-13

TC-2

TC-5

TC-5

TC-1

TC-14

3' -

4"

3' -

4"

6' -

4"

1' -

0"

9' -

0 3

/4"

1' -

4 3

/8"

9 1

/4"

3' -

4"

3' - 4"

3' - 0"

3' -

0"

8' -

5 7

/16

"

3

S-502

7

1' -

3"

13

' - 2

"

1' -

4"

3' -

3"

6' -

4"

2' - 4"3' - 4"

3

TC-1

6

TC-25

6

TC-3 TC-3

TYP

18

7

HOUSEKEEPING PAD FOR EQUIPMENT, SEE TYPICALHOUSEKEEPING PAD DETAIL AND ARCH, MECH, AND ELEC.DRAWINGS FOR EQUIPMENT LAYOUT AND CUTSHEETS.

4" CIP CONCRETE SLAB ON GRADE REINFORCED WITH 6x6-W2.1xW2.1 WWF (FLAT SHEETS) ON 15 MIL VAPOR BARRIERON COMPACTED FILL.


(NOT USED)

THICKENED EDGE AT PERIMETER OF INTERIOR PLANTER,SEE DETAIL FOR ADDITIONAL INFORMATION

INDICATES 8" CMU LOAD BEARING WALLREINFORCED W/ #6 @ 24" O.C. & AT ALL TERMINATIONS,CORNERS, INTERSECTION, & JAMBS IN GROUT FILLEDCELLS.

INDICATES 12" CMU LOAD BEARING WALLREINFORCED W/ #6 @ 24" O.C. & AT ALL TERMINATIONS,CORNERS, INTERSECTIONS & JAMBS IN GROUT FILLEDCELLS.

INDICATES 8" CMU NON-LOAD BEARING WALLREINFORCED W/ #5 @ 48" O.C. & AT ALL TERMINATIONS,CORNERS, INTERSECTIONS, & JAMBS IN GROUT FILLEDCELLS.

PRE-ENGINEERED STAIR FOUNDATION PER DETAIL

12" CMU SCREENWALL REINFORCED W/ #7 @ 8" O.C.IN GROUT FILLED CELLS.

PRE-ENGINEERED METAL STAIRS PER DELEGATEDSPECIALTY ENGINEER, SEE ARCH.

(NOT USED)

PROVIDE (2) #4 X 6'-0" CORNER RE-ENTRANT CORNERS.

PROVIDE SAWCUT CONTROL JOINTS (C.J.) AS MARKED ONPLAN & AT 15'-0" O.C. MAX AT ENTIRE SLAB ON GRADE, SEEDETAIL


(NOT USED)

GENERATOR PAD, SEE GENERATOR PAD DETAIL,

4" CIP CONCRETE SLAB ON GRADE REINFORCED WITH 6x6-W2.1xW2.1 WWF (FLAT SHEETS) ON COMPACTED FILL.

LEVEL 1 PARTIAL FLOOR PLAN A - NOTES

1

2

3

4

5

6

7

8

9

10

/8 S-502

11

12

13

14

15

16

/11 S-504

/7 S-502

17 /8 S-501

18

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

0:3

0 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

LEVEL 1 PARTIAL FLOOR PLAN - A

S-111

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-111

1 LEVEL 1 PARTIAL FLOOR PLAN - AREA A

T/SLAB EL: 100'-0" TYP U.N.O.

3

3




7 ASI 003 06/19/2018

7

7

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Image

S-201

1 NORTHELEVATION

2

7

TYP

2

2

TYP

2

TYP6

TYP

6

TYP

7

C-1 C-1

C-1

C-1

C-1

18

TYP

TYP

2

TYP

6

TYP

6

TYP

HSS8X8X5/16119

TC-2 TC-13 TC-2 TC-2 TC-2 TC-2 TC-4

TC-10

6 7 8 9 10

G

H

I

J

K

TE1.33

TE

1.3

3

1

12

12

12

12

12

6' -

8"

4' -

2"

3' -

6"

7' -

6"

4' -

10

"3

' - 7

"2

1' -

0"

3' -

7"

5' -

4"

6' -

8"

4' -

2"

3' -

6"

7' -

6"

4' -

10

"2

' - 6

"7

' - 6

"4

' - 1

1"

10

' - 6

"1

1"

2' -

8"

1' -

7"5' -

7"

23

' - 0

"

C-6

7

77 7 7

7

TE1.0

5

S-502

1

S-501TYP

8

S-505

5

S-502

TYP

3

S-501TYP

14

TYP7

7

7

7

3

S-501

TYP

7

2

S-501TYP

C-6

C-6

13

TYP

2

S-501

TYP

C.J. TYP

1

S-501

TYP

7

7

7

7

13

TYP

8' - 7"

11

' - 9

"1

4' -

11

"1

3' -

10

"

1' - 9" 6' - 4"

1' - 6"

2' - 11" 12' - 0" 11" 2' - 6" 2' - 6" 2' - 11" 10' - 0" 2' - 11" 3' - 7" 8' - 6" 2' - 10" 9' - 1" 3' - 0" 23' - 0" 5' - 5"

1' - 5"

4' - 2"

10' - 0" 7' - 0" 7' - 0" 8' - 9" 8' - 0" 14' - 4" 17' - 3"

TC-2

TC-10

TC-10 TC-20 TC-21 TC-20

TC-20

TC-20TC-21

6' -

4"

3' -

11

"2

2' -

5"

1' -

10

"3

' - 4

"6

' - 7

"8

' - 5

"3

' - 4

"2

3' -

4"

6' -

4"

TC-20

HSS8X4X1/2

TC-14

10' - 0"

9

S-510

TYP

61' - 7" 2' - 9"

18

' - 8

"

CMU ISOLATIONJOINT

CMU ISOLATIONJOINT

8

TYP

TE1.33TE1.33

3' - 1"

TS

1.3

3

4' - 6"

TC-13 TC-13TC-13

2' - 9"

1' -

1 1

/4"

6' -

4"

18

' - 5

"

6' - 0" 1' - 4" 1' - 8 1/2"

11

S-507

TYP

GLASSPARTITION,SEE ARCH

8' - 3 5/8" 7' - 0 3/8" 9' - 8 11/16" 12' - 0" 18' - 1 5/8" 12' - 0"

1' - 5 11/16"

8' - 3" 2' - 9"

6

6

TC-3

TC-36

6

TC-3

TC-3

TC-3TC-3

6

6

66

66

5

TYP

TYP

7

7




(NOT USED)

THICKENED EDGE AT PERIMETER OF INTERIOR PLANTER,SEE DETAIL FOR ADDITIONAL INFORMATION

INDICATES 8" CMU LOAD BEARING WALL REINFORCEDW/ #6 @ 24" O.C. & AT ALL TERMINATIONS, CORNERS,INTERSECTION, & JAMBS IN GROUT FILLED CELLS.


INDICATES 12" CMU SCREENWALL REINFORCED W/ #7@ 8" O.C. IN GROUT FILLED CELLS.


(NOT USED)


2" SLAB DEPRESSION AT ALL SHOWER LOCATIONS, COORDW/ ARCH'L DWGS, SEE DETAIL



(NOT USED)

(NOT USED)

(NOT USED)


LEVEL 1 PARTIAL FLOOR PLAN B - NOTES

1

2

3

4

5

6

7

8

9

10

11

12

13

14

/7 S-502

/11 S-504

15

16

17

/8 S-502

/6 S-502

18

7

7

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

0:3

4 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

LEVEL 1 PARTIAL FLOOR PLAN - B

S-112

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-112

1 LEVEL 1 PARTIAL FLOOR PLAN - AREA B


3

3




7 ASI 003 06/19/2018

3

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

C-4

C-4

TC-5

TC-5

2

2

S-501

TYP

2

TC-7

TC-3

TC-14

TC-15

TC-14

1

S-501

TYP

15

TYP

TC-14

TC-15

TC-14

TC-15

15

TYP

2

C-8

C-3C-3

C-8 C-1

C-1

C-1C-1

C-1

C-10 C-10

C-10

HSS8X8X3/8

HSS8X8X3/8

C-10

5

TYP

TE2.0

TE2.0

6

TYP

16

5' - 8" 5' - 8"

1 2 3 4 5

A

B

C

D

E

F

4' -

1"

2' -

5 1

/8"

4' -

9"

3' -

11

"4

' - 9

"2

' - 5

1/8

"

1

S-501

TYP

2

S-501

11

S-504

TYP

2

S-502TYP

1

S-502

14

TYP

C.J. (TYP)

6

TYP

TYP

5

TYP

S-202

1

5

S-502

TYP

C-2

TC-16

13

S-502TYP

2

TYP

3

S-511

3

S-511

TC-17

12

' - 2

"2

' - 0

"1

2' -

9"

1' -

6"

14

' - 6

"1

' - 6

"1

4' -

6"

1' -

6"

13

' - 1

1 1

/4"

3' -

1 1

/4"

11

' -1

1"

9"

1/4

"

13

' - 6

1/4

"6

' - 2

"1

1' -

6"

4' -

0"

9 3

/4"

7' -

2 1

/4"

13

' - 1

0"

14

' - 1

1"

12

' - 9

"

18' - 8 5/8" 8' - 7"

5' -

8 5

/8"

63.000°

2' - 6"

TY

P

4 3

/4"

TC-14

TC-19

TC-14

3

36' - 5" 2' - 10" 12' - 1" 13' - 8 5/8"

3

TYP

TC-10

1' - 3" 3' - 4" 15' - 2 1/8" 4' - 7 5/16" 9' - 3 9/16"

TC-14

13

6

6

6 6

18



(NOT USED)

INDICATES 10" CIP CONCRETE WALL R/W #6 @ 8"E.F. VERT & #4 @ 18" E.F. HORIZ.

THICKENED EDGE AT PERIMETER OF INTERIOR PLANTER,SEE DETAIL FOR ADDITIONAL INFORMATION.




(NOT USED)

(NOT USED)

(NOT USED)

(NOT USED)




INDICATES 16" CIP CONC. WALL REINFORCED PERSTAIR ENLARGED PLAN.

(NOT USED)


LEVEL 1 PARTIAL FLOOR PLAN C - NOTES

1

2

3

4

5

6

7

8

/11 S-504

9

10

11

12

13

14

15

16

/7 S-502

17

18

7

7

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

0:3

4 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

LEVEL 1 PARTIAL FLOOR PLAN - C

S-113

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-113

1 LEVEL 1 PARTIAL FLOOR PLAN - AREA C


3




7 ASI 003 06/19/2018

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

4

S-501

TYP

8

TC-5

6

TYP

C-10

C-10

5

TYP

18

TYP


3

6

TYP

3

7

C-10

TC-4

C-1

C-1

C-1

HSS8X8X5/16

TC-3

C-1C-1

TC-10

TC-15

TC-3

TC-3

TC-3

TC-3

TC-3

TC-3

TE2.0

6

TYP

2

TYP

9

6 7 8 9 10

A

B

C

D

E

F

TE1.33

TE

1.3

3

1

8

12

12

12

12

12

11

' - 6

"5

' - 7

"4

' - 3

"

11

"4

5/8

"

10

' - 1

3/8

"4

' - 1

1"

7' -

6"

2' -

6"

4' -

10

"7

' - 6

"3

' - 6

"4

' - 2

"6

' - 8

"5

' - 4

"3

' - 7

"2

1' -

0"

3' -

7"

4' -

10

"7

' - 6

"3

' - 6

"4

' - 2

"6

' - 8

"

1' - 5"

15' - 9 3/8" 6' - 7 5/8" 12' - 3 3/8" 11' - 4" 7' - 4" 7' - 1" 11" 14' - 0" 9' - 1" 3' - 0" 23' - 0" 11" 4' - 6" 5' - 7"

4' -

2"

5' -

6"

3' -

4"

5"

23

' - 7

"1

' - 0

"

3' - 4"

1' - 8"

3' - 4" 2' - 9 1/2"

10' - 5 5/8" 6' - 6" 6' - 4" 2' - 4"

1' -

4"

3' -

4"

13

' - 4

3/8

"2

' - 6

"1

0' -

10

5/8

"

2

S-501

TYP

7

7

7

7

C-6

3

S-501

TYP

1

S-501

TYP

2

TYP

1

S-501

TYP TC-2

5

S-502

TYP

TE1.0

5

S-502

TYP

6

S-502

TYP

7

7

7

7

TC-3

TC-2 TC-2

2

S-501

TYP

TC-10

TC-12

8

S-505

13

TYP

13

TYP

14

TYP

C.J

. (T

YP

)

C.J. (TYP)

14

TYP

C.J. (TYP)

C-6

C-6

7

TS

1.3

3

13

' - 1

0"

14

' - 1

1"

14

' - 5

"3

' - 3

1/2

"

TC-2

11

4' - 11" 7' - 6" 2' - 6" 15' - 10" 11' - 6" 4' - 8" 3' - 11" 11' - 1 5/8" 17' - 3 3/8"

8

TE

1.3

3

6' -

4"

4' -

4"

19

' - 0

"3

' - 4

"8

' - 5

"6

' - 7

"3

' - 4

"4

' - 6

"

5 1

/4"

6' -

1 3

/4"

3' -

4"

5' -

1"

8' -

8"

6' -

4"

4' -

0"

3' -

4"

8' -

5"

8"

3' -

4"

2' -

9"

TC-14

3

7

7TS1.33

TYP

TYP

TYP

3

11

S-507

TYP

3

GLASSPARTITION,SEE ARCH

6

6

6

TC-36

6TC-3

6

6 6

7




(NOT USED)

THICKENED EDGE AT PERIMETER OF INTERIOR PLANTER,SEE DETAIL FOR ADDITIONAL INFORMATION.





(NOT USED)


2" SLAB DEPRESSION AT ALL SHOWER LOCATIONS, COORDW/ ARCH'L DWGS, SEE DETAIL .



(NOT USED)

(NOT USED)

(NOT USED)


LEVEL 1 PARTIAL FLOOR PLAN D - NOTES

1

2

3

4

5

6

7

8

/11 S-504

9

10

11

12

/7 S-502

13

14

15

16

17

/8 S-502

/6 S-502

18

7

7

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

0:3

8 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

LEVEL 1 PARTIAL FLOOR PLAN - D

S-114

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-114

1 LEVEL 1 PARTIAL FLOOR PLAN - AREA D


3

3

3




7 ASI 003 06/19/2018

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

AREA A AREA B

AREA C AREA D

1 2 3 4 56 7 8 9 10

A

B

C

D

E

F

G

H

I

J

K

16' - 0" 21' - 0" 6' - 4" 37' - 0" 82' - 8" 37' - 0" 6' - 4" 26' - 0" 11' - 0"

10

' - 9

"2

6' -

3"

6' -

4"

38

' - 1

"7

6' -

6"

28

' - 4

5/8

"9

' - 8

3/8

"6

' - 4

"2

6' -

3"

10

' - 9

"

MATCHLINE

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

0:4

2 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt


S-115

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/16" = 1'-0"S-115



elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

TB-1

TB-1 TB-2

TB

-1TB

-1

TB-2

TB

-1

TB

-1

TB

-10(*

)

TB-2

2

2

2CB-42CB-8

TAPER

2C

B-1

2 (

**)

TAPER

2C

B-1

3

2C

B-1

32

CB

-13

TAPER

2C

B-1

3

2C

B-1

1

2C

B-1

3

TAPER

2C

B-1

3

7

2C

B-1

6

8

2CB-34

2CB-11

2C

B-2

1

2C

B-1

5

2CB-262CB-26 2CB-16

2CB-36

2CB-25

2C

B-4

2C

B-2

4

2C

B-2

7

7

2C

B-2

7

2C

B-2

7

2CB-25

2C

B-2

8

1 2 3 4 5

G

H

I

J

K

2CB-15

2CB-16

2CB-25

TB-9(*)

2C

B-4

0

2C

B-4

02

CB

-29

2C

B-4

0

2C

B-2

92

CB

-40

12

12

12

12

12 12

12

19

19

12

1212

12

TB-2

1

S-510

TYP

19

TB-11(*)

TB-2 TB-2

TB-2 TB-2

C-6 C-6

TB-1

4

S-506TYP

TB

-10(*

)

TB

-10(*

)

TB

-11(*

)

TB

-11(*

)

TB-11(*)

9

S-507

TYP

C-6

C-6

TB-11(*)

TB

-11(*

)

TB

-1T

B-1

C-6

TB

-1

10

S-504

TYP

4

S-504

TYP

1

S-510

TYP

10

S-506

TYP

4

S-505TYP

C-6

C-6 C-6

TB-10(*)

TB

-11(*

)

5

S-510

TB

-3(*

)T

B-3

(*)

4' - 2" 1' - 5" 10' - 5" 21' - 0" 6' - 4" 2' - 9"2' - 10" 8' - 6" 3' - 7" 4' - 10" 7' - 6" 3' - 6" 3' - 6" 8" 6' - 8" 4' - 2" 3' - 6" 7' - 6" 4' - 10" 3' - 7"

2' - 9"

5' - 0 1/2"

3' - 4"

1/2"

3' - 4" 11' - 2" 3' - 4" 4' - 6" 15' - 0" 19' - 0" 3' - 4"

6" 4' - 10" 6' - 8" 4' - 2" 3' - 6" 7' - 6" 4' - 10" 2' - 6" 7' - 6" 8' - 0"

4' - 7" 7' - 6" 2' - 4"

8' - 7"

10' - 6"

4' -

10

"7

' - 6

"3

' - 6

"4

' - 2

"

4' - 2"

2' -

1"

2' -

1"

1' -

5"

4' -

11

"1

0' -

9"

4' -

11

"7

' - 6

"2

' - 6

"4

' - 1

0"

7' -

6"

3' -

6"

4' -

2"

6' -

8"

5' -

4"

3' -

7"

21

' - 0

"3

' - 7

"4

' - 1

0"

7' -

6"

3' -

6"

4' -

2"

19

' - 0

"3

' - 4

"9

' - 1

"3

' - 4

"

2' -

7"

2' -

10

9/1

6"

5 7

/16

"

4' -

6"

6' -

8"

3' -

4"

5' -

0"

8' -

8"

6' -

4"

4' -

0"

3' -

4"

8' -

11

"3

' - 4

"

3' - 4" 4' - 9"

2' - 4 1/8"

2' - 10 1/4"

LIVE LOAD: 200 PSF

4

6

14

TYP6

6

6

6

6

6

SE

E S

-11

7

MA

TC

HL

INE

MATCHLINE

SEE S-118

6

6

6

136

14

TYP6

6

66

6

6

2CB-33

2C

B-2

1

(CA

NT

)

(CA

NT

)

(CA

NT

)

(CA

NT

)

(CA

NT

)

(CA

NT

)

2CB-26 TB-11(*)

BB

-1 E

L. 1

06

'-0

",1

12

'-0

", &

11

6'-0

"

BB-1 EL. 106'-0", 112'-0", & 116'-0"

TB-8(*)

TB

-11(*

)

2CB-14

2C

B-1

6

2C

B-1

5

2CB-16 2CB-16 2CB-16 2CB-16 2CB-16

2CB-11

8' - 0 3/4" 7' - 2 1/4" 8' - 1" 8' - 5" 7' - 1" 7' - 1" 10' - 0" 10' - 0"

TB

-10(*

)

2CB-252CB-37

2CB-36 2CB-34

2C

B-1

5

6"

14

' - 1

1"

14

' - 1

0"

16

' - 2

"1

4' -

7"

14

' - 7

"1

4' -

4"

2CB-43

2CB-43

2CB-43

2CB-43

2CB-43

2CB-43

TB-11(*)

TB

-11(*

)

TB

-11(*

)

STAIR #1

TB-11(*)2

CB

-16

SL

OP

E

10

S-506

SIM

TB-1

20

4

TC-3 TC-3

TC-3TC-3

TC-3 TC-3

6 6

6

TC-3

TC-3

6

2CB-15

TC-23

TC-23

6

TB-10 (*)

INDICATES SPAN OF 5" THICK CIP CONCRETEELEVATED SLAB R/W #4@12" MID-DEPTH PRIMARY REINF.W/ #4 @ 18" O.C. TEMP. & SHRINKAGE REINF, SEE DETAIL

10" PRE-CAST HOLLOW CORE PLANKS PER SPECIALTYDELEGATED ENGINEER WITH 2" MIN BONDED TOPPINGR/W MICRO-SYNTHETIC FIBER REINFORCING PERSTRUCTURAL NOTES.

(NOT USED)

PRE-ENGINEERED METAL STAIRS AND LANDINGS PERSPECIALTY DELEGATED ENGINEER, SEE ARCHITECTURALDRAWINGS FOR ADDITIONAL INFORMATION.

INDICATES 8" CMU WALL R/W #6 @ 24" O.C. AND ATALL CORNERS, INTERSECTIONS, JAMBS, ANDTERMINATIONS IN GROUT FILLED CELLS.

INDICATES 12" CMU WALL R/W #6 @ 24" O.C. ANDAT ALL CORNERS, INTERSECTIONS, JAMBS, ANDTERMINATIONS IN GROUT FILLED CELLS.

10" THICK CONCRETE SLAB R/W #5@12" T&B PRIMARYREINF. AND #4@18" T&B TEMP. & SHRINKAGE REINF, SEEDETAIL

PRE-ENGINEERED ALUMINUM SUNSHADE PER DELEGATEDENGINEER, SEE ARCH.

(NOT USED)

CIP CONCRETE STAIRS, SEE ENLARGED STAIR PLANS FORADDITIONAL INFO.

HOUSEKEEPING PAD FOR EQUIPMENT SEE TYPICALHOUSE KEEPING PAD DETAIL AND ARCH, MECH, ANDELEC. DRAWINGS FOR EQUIPMENT LAYOUT & CUTSHEETS.

AT ALL SHOWER LOCATIONS, HOLLOW CORE CONCRETETOPPING SHALL NOT BE POURED TO ACHIEVE 2" RECESSIN FINISH FLOOR. SEE ARCH FOR LAYOUT & SHOWERLOCATIONS.

INDICATES CONCRETE ELEVATED SLAB TO MATCHELEVATED SLAB PER NOTE 1 AT BOTTOM OF CONCRETEBEAMS. SEE DETAILS CUT ON PLANS FOR ADDITIONALINFORMATION.

PROVIDE (2) #4 X 6'-0" CORNER RE-ENTRANT BARS AT ALLRE-ENTRANT CORNERS, TYP.

WHERE HC PLANKS RECEIVE CORE DRILLINGINSTALLATION METHODS TO ENSURE WATER DOES NOTREMAIN IN HOLLOW CORE EMPTY CELLS.

(NOT USED)

5" SLEEVE IN CIP CONC. BEAM FOR PIPES, SEE PLUMB.DWGS & DETAIL FOR ADD'L INFO.

(NOT USED)

AT ALL SHOWER LOCATIONS, IN CIP CONCRETE SLABLOCATIONS, RECESS SLAB/BEAMS 2" PER DETAILS

, FOR ADDITIONAL REINFORCINGREQUIREMENTS.

FIRE PROTECTION STANDPIPE LOCATION - COORDINATEOPENING IN SLAB WITH FIRE PROTECTION DRAWINGS.

OPENINGS IN HC PLANKS, COORDINATE WITH ARCH,MECH, & PLUMBING DRAWINGS FOR EXACT LOCATIONS &SIZES. HC PLANK ENGINEER TO DESIGN PLANK LAYOUTFOR OPENINGS.

1

2


3

4

5

6

7

8

9

10

11

12

13

14

15

16

/5 S-509

/6 S-509

17

18

19

20

21

/3 S-512 /5 S-512

/12 S-511

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

0:4

3 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt


S-116

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-116


T/CONC. BEAMS EL: 116'-0" TYP U.N.O.T/CONC. TIE BEAM EL: 115'-0" TYP U.N.O.T/CONC. TIE BEAM (*) EL: 116'-0" TYP U.N.O.T/CIP CONC. SLAB EL: 116'-0" TYP U.N.O.T/HC TOPPING EL: 116'-0" TYP U.N.O.T/CONC. BEAMS (**) EL: 115'-8" TYP U.N.O.

3

3

3





4

3

6

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

S-201

1 NORTHELEVATION

2

2

2

4

2C

B-3

0

2CB-11

2CB-21

2C

B-4

0

2CB-23

2CB-15

2CB-15

7

2

2C

B-4

2C

B-2

4

2CB-25

TB-1

TB-2

TB-2

TB

-1

TB-2 TB-2 TB-2

TB

-1

TB

-1

TB

-1

TB-2

TB

-10(*

)

TB

-10(*

)

TB-8 EL: 108'-8"TB-1 EL: 115'-0"

TB-1

TB-1

TB

-2

TB-1

TB

-1

TB-1

8

TYP

2CB-26 2CB-26

2CB-25

TB

-5(*

)

8

7

2CB-15

2C

B-2

7

2CB-25

2C

B-3

2

2CB-25

2C

B-1

6

CA

NT

TB

-5(*

)

8

TYP

HSS8X8X5/8HSS8X8X5/16

HS

S6

X6X

5/1

6

2C

B-2

8

6 7 8 9 10

G

H

I

J

K

2CB-31

2CB-30

TB-9(*)

TB-9(*)

2C

B-4

02

CB

-40

2C

B-2

9

2C

B-4

02

CB

-29

12 12

12

2CB-37

4

S-506

TYP

2CB-37

TB-2

SL

OP

E

3

S-510

TYP

10

S-506

SIM

TB

-10(*

)

TB-10(*) TB-10(*)

3

S-510

TYP

TB

-1

C-6

C-6

TB

-2T

B-1

TB

-2

TB

-2T

B-1

TB

-2

EL. 108'-0"

EL

. 1

08

'-0

"

9

S-507

TYP

EL

. 1

15

'-0

"

10

S-506

C-6

4

S-505

TYP

C-6

TB

-2T

B-2

TB

-2

TB

-1

TB

-1

4

S-504

4

S-506

TYPTYP

5

S-506

10

S-505

TYP

C-6C-6

TB

-1T

B-2

END TB @ EL. 108'-8"

TB-8 EL: 108'-8"TB-11 EL: 116'-0"

TB

-8 E

L: 1

08

'-8

"T

B-1

1 E

L: 1

16

'-0

"

2

2C

B-2

7

8

S-510

TYP

7

S-510

TYP

6

S-510

5

S-510

12

12 12

12

12

12

12

19

19

19

12

4' -

11

"

7' -

6"

2' -

6"

4' -

10

"7

' - 6

"7

' - 8

"

7' - 6" 5' - 3"

7' - 6" 2' - 6" 4' - 10" 7' - 6" 3' - 6" 4' - 2" 6' - 8" 5' - 4"

4' -

2"

1' -

5"

1' -

7"

3' -

7"

10

' - 6

"4

' - 1

1"

7' -

6"

2' -

6"

4' -

10

"7

' - 6

"3

' - 6

"4

' - 2

"6

' - 8

"5

' - 4

"3

' - 7

"2

1' -

0"

3' -

7"

4' -

10

"7

' - 6

"3

' - 6

"4

' - 2

"

8' -

5"

6' -

7"

3' -

4"

4' -

6"

15

' - 0

"8

' - 0

3/8

"

6' -

11

5/8

"

4' -

0"

3' -

4"

8' -

11

"3

' - 4

"1

0' -

3"

5' -

1"

3' - 7" 4' - 10" 7' - 6" 3' - 6" 4' - 2" 6' - 8" 4' - 2" 3' - 6" 7' - 6" 4' - 10" 3' - 7" 8' - 6" 2' - 10" 9' - 1" 3' - 0" 23' - 0" 5' - 5" 1' - 5" 4' - 2"

3' - 4" 19' - 0" 15' - 0" 4' - 6" 3' - 4" 11' - 2" 3' - 4" 8' - 5" 2' - 9"

8' - 0"

MATCHLINE

SEE S-119

11

S-510

12

S-510

7

S-505

14

TYP

TB-10(*)

6

6

6

SE

E S

-11

6

MA

TC

HL

INE

6

6

6

6

6

6

6

6

6

6

6

14

TYP

6

6

6

6

TB-10(*)

2CB-31

2CB-31

(CA

NT

)

(CA

NT

)

(CA

NT

)

(CA

NT

)

(CA

NT

)

(CA

NT

)

(CA

NT

)

2CB-36

2CB-16

TB-10(*)

TB

-10(*

)

2C

B-3

6

10' - 0" 9' - 8" 7' - 4" 6' - 8" 8' - 10" 7' - 10" 7' - 5" 8' - 2"

3' -

2 5

/8"

2' -

4 3

/8"

1' -

1"

2' -

7 3

/8"

1' -

6 1

/4"

9' -

8"

TC-23

TC-23

19

' - 0

"3

' - 4

"

8

S-507

TB

-1

TB

-1

17

TB-16

TB

-15

TB

-15

TB-16

TB

-15

TB

-15

10

S-511

10

S-511

STAIR #2

3

TB-1

2' - 4"

2CB-37 2CB-25

2CB-37 2CB-25

18

20

4

W6X15

EL. 108' - 6"

21

TYP

4

S-512

C-6C-6

W6

X2

0

EL

: 1

09

'-7

"

W6X20EL: 109'-7"

3"

TC-3TC-3

TC-3TC-3

6

TC-3

TC-3

TC-3TC-36

6

6

INDICATES SPAN OF 5" THICK CIP CONCRETEELEVATED SLAB R/W #4@12" MID-DEPTH PRIMARY REINF.W/ #4 @ 18" O.C. TEMP. + SHRINKAGE REINF, SEE DETAIL

10" PRE-CAST HOLLOW CORE PLANKS PER SPECIALTYDELEGATED ENGINEER WITH 2" MIN BONDED TOPPINGR/W MICRO SYNTHETIC FIBER PER STRUCTURAL NOTES.

(NOT USED)




10" THICK CONCRETE SLAB R/W #5@12" T&B PRIMARYREINF. AND #4@18" T&B TEMP. + SHRINKAGE REINF, SEEDETAIL


(NOT USED)

(NOT USED)

HOUSEKEEPING PAD FOR EQUIPMENT SEE TYPICALHOUSE KEEPING PAD DETAIL AND ARCH, MECH, ANDELEC. DRAWINGS FOR EQUIPMENT LAYOUT & CUTSHEETS.


(NOT USED)

PROVIDE (2) #4 X 6'-0" CORNER RE-ENTRANT BARS AT ALLRE-ENTRANT CORNERS, TYP.


(NOT USED)

5" SLEEVE IN CIP CONC. BEAM FOR PIPES, SEE PLUMB.DWGS + DETAIL FOR ADD'L INFO.

SKYFOLD PARTITION WALL SUPPORT STRUCTURE PERDETAIL , SEE ARCH'L DWGS & FINAL SKYFOLDCUTSHEETS FOR ADDITIONAL INFORMATION.




OPENINGS IN HC PLANKS, COORDINATE WITH ARCH,MECH, + PLUMBING DRAWINGS FOR EXACT LOCATIONS +SIZES. HC PLANK ENGINEER TO DESIGN PLANK LAYOUTFOR OPENINGS.

1

2


3

4

5

6

7

8

9

10

11

12

13

14

15

16

/5 S-509

/6 S-509

17

18

19

20

21

/7 S-511

/3 S-512 /5 S-512

/12 S-511

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

0:4

7 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt


S-117

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-117


T/CONCRETE BEAMS EL. 116'-0" TYP U.N.O.T/CONCRETE TIE BEAM EL. 115'-0" TYP U.N.O.T/CONCRETE TIE BEAM (*) EL: 116'-0" TYP U.N.O.T/CONCRETE SLAB EL. 116'-0" TYP U.N.O.T/H/C TOPPING EL. 116'-0" TYP U.N.O.

3

3

3

3





4

3

3

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

2CB-12 (**) 2CB-12 (**) 2CB-12 (**) 2CB-12 (**) 2CB-12 (**) 2CB-12 (**) 2CB-12 (**) 2CB-12 (**) 2CB-12 (**) 2CB-12 (**)

2C

B-1

5

2C

B-1

5

2C

B-1

2 (

**)

3

TA

PE

R

TA

PE

R

2C

B-2

0

2C

B-2

0

2C

B-1

5

2C

B-1

52

CB

-15

TA

PE

R

TA

PE

R

TA

PE

R

TA

PE

R

TA

PE

R

TA

PE

R

TA

PE

R

2C

B-2

0

2C

B-2

0

2C

B-2

0

2C

B-2

0

2C

B-1

8

2C

B-2

0

2C

B-2

0

2CB-9

2CB-38

2C

B-3

2

2C

B-3

2

2C

B-3

2

2C

B-3

2

2C

B-1

8

2C

B-1

8

2CB-6

2CB-10TAPER

2CB-10TAPER

2C

B-3

22

CB

-32

2C

B-3

22

CB

-32

2C

B-3

22

CB

-32

2CB-42

2C

B-2

5

TC-3

C-5C-9

2CB-21 2CB-21

2C

B-2

2

2CB-21 2CB-21

2CB-21 2CB-21

2CB-212CB-21

2CB-21 2CB-21

2C

B-1

62

CB

-16

2C

B-1

4

2C

B-1

52

CB

-15

2C

B-1

5

2C

B-1

6

2C

B-1

8

TAPER

2C

B-1

4

2C

B-1

4

2C

B-1

32

CB

-13

2C

B-1

2 (

**)

2C

B-1

2 (

**)

2C

B-1

3

2C

B-1

2 (

**)

TAPER

2C

B-1

2 (

**)

2C

B-1

2 (

**)

2C

B-1

2 (

**)

2C

B-1

32

CB

-13

2C

B-1

5

2C

B-1

5

2CB-9

2C

B-1

32

CB

-13

TAPER

2CB-82CB-1

2C

B-1

62

CB

-16

2C

B-4

0

2C

B-1

52

CB

-16

2C

B-1

62

CB

-16

2C

B-1

6

2CB-8 2CB-4 2CB-4

TAPER

2C

B-4

0

2C

B-2

9

2CB-4

2C

B-1

5

2C

B-1

5

2C

B-1

5

2C

B-1

5

2C

B-1

5

2C

B-1

5

TAPER

2C

B-1

8

10

9

C-4

6

TYP

C-1

C-12CB-102CB-10

C-8

TC-3

2C

B-1

9

C-4

TB

-3 (

*)

2

2CB-4

TB

-3 (

*)

HSS8X6X5/16EL. 8' - 5"

10

S-504

2C

B-1

62

CB

-16

2C

B-1

3

1 2 3 4 5

A

B

C

D

E

F

2CB-22

2CB-10

2CB-11 2CB-112CB-11

2C

B-1

8

2C

B-1

4

2C

B-1

5

2CB-38 2CB-38

C-610

S-507

TYP

10

S-506

TYP

4

S-505

TYP

1

S-510

TYP

9

S-507

TYP

1

TYP

TYP

TB

-10

(*)

TB

-3 (

*)

13

TB-8 (*)

TB-8 (*)

TB

-8 (

*)

TB-8 (*)

13

9

S-507

TYP

C-6C-6

1

TYP

8

S-511

2CB-11

2CB-39

2CB-39

C-7

TB

-1

2C

B-2

92

CB

-40

2C

B-2

92

CB

-40

4

S-510TYP

S-202

2

TYP

19

1919

19

19

19

19

12

19

12

19

TB

-10(*

)

1

S-510

9' - 8"

13' - 4" 8' - 5 5/8" 4' - 11"

8' - 9 3/8" 3' - 4" 19' - 0" 15' - 0" 7' - 1 3/8" 11' - 10 5/8" 3' - 4" 6' - 7"

2' -

5 1

/8"

4' -

9"

3' -

11

"4

' - 9

"

1' -

11

1/2

"

2' -

1 5

/8"

5' -

0 1

/8"

9' -

4"

10

"4

' - 0

"7

' - 6

"3

' - 6

"4

' - 2

"6

' - 8

"5

' - 4

"3

' - 7

"2

1' -

0"

3' -

7"

4' -

10

"1

1' -

0"

4' -

2"

8"

4' -

3"

7' -

6"

2' -

6"

4' -

10

"7

' - 6

"3

' - 6

"4

' - 2

"

6' -

0"

6' -

0"

17

' - 8

"1

1' -

6"

12

' - 0

"3

' - 4

"4

' - 0

"1

5' -

0"

15

' - 0

"4

' - 6

"3

' - 4

"6

' - 6

"8

' - 6

"3

' - 4

"1

9' -

0"

2C

B-2

0

MA

TC

HL

INE

SE

E S

-11

9

6

14

TYP

6

6

7

S-505

TYP

6

6

C-6

6

6

C-6

C-6

6

6

7

S-505

TYP

16

16

6

66

6

6

14

TYP

6

13

SEE S-116

MATCHLINE

TC-8 TC-1

TC-1TC-10

8

S-504

9

S-511

TYP

14

' - 1

0"

14

' - 4

"1

4' -

6"

15

' - 1

0"

15

' - 6

"9

' - 8

"4

' - 1

1 3

/8"

4' -

2 5

/8"

6' -

11

"

2C

B-1

5

TB

-8 (*)TB-8 (*)

2C

B-1

6

5' - 3"

6' - 0 3/4" 6' - 4 1/2" 7' - 7" 7' - 7" 7' - 10" 7' - 10" 7' - 6" 7' - 6" 9' - 9"

8' - 11 3/4" 7' - 11" 7' - 0 3/4"

4' - 4 1/8"

4' - 0 1/8" 7' - 10" 7' - 9 1/4"

4' - 2"

SL

OP

E

SL

OP

E

SL

OP

E

2' - 9" 2' - 10" 8' - 6" 3' - 7" 4' - 10" 7' - 6" 3' - 6" 4' - 2" 6' - 8" 4' - 2" 3' - 6" 7' - 6" 4' - 10" 3' - 7"

6

TC-3

TB

-8(*

)

TB

-8(*

)T

B-8

(*)

TB

-3(*

)

3

TC-23

7' - 1" 4' - 4 3/4" 6' - 0 1/2" 10' - 0" 10' - 11 3/4"

2C

B-1

6

(3) ADD'L #8 x 12'-0" TOPBARS IN 2CB-16 OVER2CB-10

8' - 7"TC-1 TC-4

33

3

3 3

33

3

3

3

3

TC-3 TC-3

TC-3

TC-3

TC-3TC-3 6

6

SL

OP

E

6

6

6

INDICATES SPAN OF 5" THICK CIP CONCRETEELEVATED SLAB R/W #4@12" MID-DEPTH PRIMARY REINF.W/ #4 @ 18" O.C. TEMP. + SHRINKAGE REINF, SEE DETAIL

10" PRE-CAST HOLLOW CORE PLANKS PER SPECIALTYDELEGATED ENGINEER WITH 2" MIN BONDED TOPPINGR/W MICRO SYNTHETIC FIBERS PER STRUCTURAL NOTES.

W12x16 ELEVATOR DIVIDER BEAM AT T/BEAM 108'-0" &116'-0".




(NOT USED)


16" CIP CONCRETE WALL, SEE ENLARGED STAIR PLANSFOR REINFORCING.

CIP CONCRETE STAIRS, SEE ENLARGED STAIR PLANS FORADDITIONAL INFORMATION.

HOUSEKEEPING PAD FOR EQUIPMENT SEE TYPICALHOUSE KEEPING PAD DETAIL AND ARCH, MECH, ANDELEC. DRAWINGS FOR EQUIPMENT LAYOUT &CUTSHEETS.



PROVIDE (2) #4 X 6'-0" CORNER RE-ENTRANT BARS AT ALLRE-ENTRANT CORNERS TYP.


INDICATES LOAD BEARING COLD FORMED STEELSTUD WALL SPANNING VERTICALLY W/ 6" X 18 GA. STUDS(600 SG200-43) @ 16" O.C. STUDS SHALL COME W/FACTORY PUNCHED WEBS. PROVIDE VERTICAL BRIDGINGAT 48" O.C. MAX USING BB150 BRIDGE BAR, INSTALLEDPER MANUFACTURES RECOMMENDATIONS.

5" SLEEVE IN CIP CONC. BEAM FOR PIPES, SEE PLUMB.DWGS + DETAIL FOR ADD'L INFO.

(NOT USED)



(NOT USED)

OPENINGS IN HC PLANKS, COORDINATE WITH ARCH,MECH, + PLUMBING DRAWINGS FOR EXACT LOCATIONS +SIZES. HC PLANK ENGINEER TO DESIGN PLANK LAYOUTFOR OPENINGS.

1

2


3

4

5

6

7

8

9

10

11

12

13

14

15

16

/5 S-509

17

18

19

/12 S-511

20

21

/3 S-512 /5 S-512

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

0:5

3 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt


S-118

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-118


T/CONC. BEAMS EL. 116'-0" TYP U.N.O.T/CONC. TIE BEAMS EL. 115'-0" TYP U.N.O.T/CONC. TIE BEAMS (*) EL. 116'-0" TYP U.N.O.T/CONCRETE SLAB EL. 116'-0" TYP U.N.O.T/H/C TOPPING EL. 116'-0" TYP U.N.O.T/CONC. BEAMS (**) EL: 115'-8" TYP U.N.O.

3

3

3

3 3

3




3

6

6

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

2

2

2

2

4

2C

B-2

3

2CB-21

2CB-23

2CB-23

2C

B-3

0

2C

B-3

0

2C

B-3

0

2CB-12 (**) 2CB-12 (**) 2CB-12 2CB-12 2CB-12 (**) 2CB-12 (**) 2CB-12 (**) 2CB-12 (**) 2CB-12 (**) 2CB-12 (**) 2CB-12 (**)

2CB-35

2C

B-1

6

2C

B-1

5

2C

B-1

5

TB

-2

TB-1

TB

-1

TB-1

TB

-1

TB

-2

TB-1

TB-1

TB

-2

TB

-1

TB

-10(*

)

TB

-1

TB

-1

TC-3

TA

PE

R

TA

PE

R

TA

PE

R

TA

PE

R

TA

PE

R

TA

PE

R

TA

PE

R

TA

PE

R

2C

B-3

5

2C

B-3

5

2C

B-3

5

2C

B-2

0

2C

B-2

0

2C

B-2

0

2C

B-2

0

2CB-9

2C

B-1

52

CB

-15

2CB-38

8

TYP

HSS8X8X5/8

HS

S6

X6X

5/1

6

HSS8X8X5/16

2CB-21 2CB-21

2CB-21 2CB-21

2CB-21 2CB-21

2CB-21 2CB-21

2C

B-1

6

2C

B-1

6

2C

B-3

0

2CB-14

2CB-41 2CB-41 2CB-41

2CB-41

2C

B-3

1

7

S-503

TYP

5

TYP

6 7 8 9 10

A

B

C

D

E

F

2CB-37

2CB-37

2C

B-3

7

2CB-9

2CB-38 2CB-38

END TB @ EL: 108'-8"

C-6

TB

-2T

B-2

10

S-506

TYP

4

S-505

TYP

4

S-505

TYP

TB

-1 C-6 C-6TB-1

TB

-1

TB-1

TB

-1

TB-2TB-2 TB-1

4

S-506

TB

-2

C-6

C-6

TB

-11(*

)

1

S-510

TYP

TB

-8(*

)

TB-8(*)

8

S-507

TB

-1

10

S-506

TYP

TB

-1

TB

-3(*

)

10

S-507

4

S-504

TYP

TB

-1T

B-2

TB

-2

TB

-2T

B-1

3

S-508

EL

: 1

08

' - 0

"

9

S-508

EL: 108' - 0"6

S-508

TYP

2

S-510

C-6C-6

9

S-507

TYP

5

S-505

TYP

2C

B-4

0

2C

B-4

02

CB

-40

2C

B-2

9

2C

B-4

02

CB

-29

TB

-8(*

)

1

TYP

TB-9(*)

TB

-3(*

)

TB

-3(*

)3

S-510

TYP

TB-8 EL: 108'-8" TB-1 EL: 115'-0"

TB

-8 E

L: 1

08

'-8

"T

B-1

EL

: 1

15

'-0

"

12

12

12

12

12

12

12

C-6

19

1919

19

12

12

12

TB-10(*)

2CB-23 2CB-41

9' - 8" 2' - 2" 7' - 5" 7' - 6" 4' - 7 1/4"

2' - 10 3/4"

5' - 4 3/4" 9' - 11" 7' - 11 1/8" 7' - 11" 3' - 6 7/8" 14' - 1"

3' - 7" 4' - 10" 7' - 6" 3' - 6" 4' - 2" 6' - 8" 4' - 2" 3' - 6" 7' - 6" 4' - 10" 3' - 7" 8' - 6" 2' - 10" 9' - 1" 26' - 0" 5' - 5" 1' - 5" 4' - 2"

4' - 11" 7' - 6" 2' - 6" 4' - 10" 7' - 6" 3' - 6"

4' - 2"

6' - 8" 8" 8' - 7"

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

4' -

2"

3' -

6"

7' -

6"

4' -

10

"2

' - 6

"7

' - 6

"4

' - 1

1"

19

' - 0

"3

' - 4

"8

' - 5

"6

' - 7

"0

"3

' - 1

"

3"

4' -

6"

3' -

7 1

/4"

2' -

11

3/4

"

3' -

4"

2' -

11

3/4

"

2' -

1 1

/4"

8' -

8"

10

' - 4

"3

' - 4

"8

' - 1

1"

3' -

4"

2' -

11

"

4' -

2"

3' -

6"

7' -

6"

4' -

10

"3

' - 7

"2

1' -

0"

3' -

7"

5' -

4"

6' -

8"

4' -

2"

3' -

6"

7' -

6"

4' -

10

"2

' - 6

"7

' - 6

"4

' - 1

1"

10

' - 6

"3

' - 7

"

1' -

7"

1' -

5"

4' -

2"

3' -

4"

8' -

2"

8' - 5" 3' - 4" 38' - 6" 3' - 4" 11' - 2" 3' - 4"

1/2"

3' - 4"

1' - 8"

3' - 4" 2' - 9 1/2"

6

14

TYP

6

6

6

6

SEE S-119

6

6

6

6

6

14

TYP6

TYP

6

13

6

6

6

SE

E S

-11

9

11

S-510TYP

6

6

SE

E S

-11

8

MA

TC

HL

INE

SEE S-117

MATCHLINE

2C

B-3

5

TA

PE

R

2C

B-3

5

TA

PE

R

2C

B-3

5

RB

-1 E

L =

VA

RIE

S

RB

-2 E

L =

VA

RIE

S

TB-14 EL= 115'-8"

EL= 115' - 8"

T/SLAB

SL

OP

E

STAIR #3

6

2CB-41

TB-2 TB-2

TB

-2

SL

OP

E

SL

OP

E

SL

OP

E

TC-23

TC-23

204

21

TYP

W6X15EL. 108' -6"

4

S-512

EL

: 1

15

'-0

"

3"

W6

X2

0

EL

: 1

09

'-7

"

W6X20EL: 109'-7"

4

S-512

TC-3TC-3 TC-3TC-3 6

6

6TC-3

TC-3TC-3

6

66

INDICATES SPAN OF 5" THICK CIP CONCRETEELEVATED SLAB R/W #4@12" PRIMARY REINF. MID-DEPTHW/ #4 @ 18" O.C. TEMP. + SHRINKAGE REINF, SEE DETAIL

10" PRE-CAST HOLLOW CORE PLANKS PER SPECIALTYDELEGATED ENGINEER WITH 2" MIN BONDED TOPPING R/WMICRO SYNTHETIC FIBER PER STRUCTURAL NOTES.

(NOT USED)




(NOT USED)


(NOT USED)

(NOT USED)

HOUSEKEEPING PAD FOR EQUIPMENT SEE TYPICALHOUSE KEEPING PAD DETAIL AND ARCH, MECH, AND ELEC.DRAWINGS FOR EQUIPMENT LAYOUT & CUTSHEETS.



PROVIDE (2) #4 X 6'-0" CORNER RE-ENTRANT BARS AT ALLRE-ENTRANT CORNERS TYP.


(NOT USED)

(NOT USED)

(NOT USED)




OPENINGS IN HC PLANKS, COORDINATE WITH ARCH, MECH,+ PLUMBING DRAWINGS FOR EXACT LOCATIONS + SIZES.HC PLANK ENGINEER TO DESIGN PLANK LAYOUT FOROPENINGS.

1

2


3

4

5

6

7

8

9

10

11

12

13

14

15

16

/5 S-509

17

18

19

3

20

21

/3 S-512 /5 S-512

4

3

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

0:5

8 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt


S-119

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-119


T/CONC. BEAMS EL: 116'-0" TYP U.N.O.T/CONC. TIE BEAM EL: 115'-0" TYP U.N.O.T/CONC. TIE BEAM (*) EL: 116'-0" TYP U.N.O.T/CIP CONC. SLAB EL: 116'-0" TYP U.N.O.T/HC TOPPING EL: 116'-0" TYP U.N.O.T/CONC. BEAMS (**) EL: 115'-8" TYP U.N.O.

3333

3 3

3

3

33

3

3

3

3

3





3

6

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

AREA A AREA B

AREA C AREA D

1 2 3 4 56 7 8 9 10

A

B

C

D

E

F

G

H

I

J

K

16' - 0" 21' - 0" 6' - 4" 37' - 0" 82' - 8" 37' - 0" 6' - 4" 26' - 0" 11' - 0"

10

' - 9

"2

6' -

3"

6' -

4"

38

' - 1

"7

6' -

6"

28

' - 4

5/8

"9

' - 8

3/8

"6

' - 4

"2

6' -

3"

10

' - 9

"

MATCHLINE

MA

TC

HL

INE

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

1:0

1 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt


S-120

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/16" = 1'-0"S-120



elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

W14X43

W14X43

W1

4X

43

3C

B-2

1

2

2

2

2

2

TC-1

TC-1

TC-1

TC-1

TC-1 TC-1

8

TYP

8

TYP

1 2 3 4 5

G

H

I

J

K

4

S-506

TYP

C-6 C-6

3

S-504

TYP

4

S-504

TYP

5

S-506TYP

5

TYP

3

S-504

TYP

C-6

10

C-6

C-6

1

S-508

TYP11

TYP

7

S-508

TYP

TYP

7

S-508

2

S-508

TYP

3CB-1

2

3CB-1

C-6 C-6

2

S-508TYP

6

3

S-504

TYP

11

TYP

3

S-504TYP

C-6

11

TYP

1

S-504

TYP

4

S-504

TYP

10

TYP6

4

S-506

TYP

1

S-508

TYP

MA

TC

HL

INE

SE

E S

-12

2

4

S-506

TYP

MATCHLINE

SEE S-123

TYP

12

12

12

12

12

12

12

12

12

12

12 12

12

12

2

4' -

2"

3' -

6"

7' -

6"

4' -

10

"3

' - 7

"2

1' -

0"

3' -

7"

5' -

4"

6' -

8"

4' -

2"

3' -

6"

7' -

6"

4' -

10

"2

' - 6

"7

' - 6

"4

' - 1

1"

10

' - 6

"3

"4

' - 1

1"

1' -

5"

4' -

2"

6' -

11

"3

' - 4

"8

' - 1

1"

3' -

4"

24

' - 0

"3

' - 4

"3

' - 2

"8

' - 0

"

5 1

/4"

2' -

10

3/4

"2

' - 7

"3

' - 4

"9

' - 1

"3

' - 4

"1

9' -

0"

4' -

5"

4' -

2"

1' -

1"

4' -

11

"

7' -

6"

2' -

6"

4' -

10

"7

' - 6

"3

' - 6

"4

' - 2

"

4' - 7" 5' - 11" 1' - 7"

2' - 4"

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

4' - 2" 1' - 5" 10' - 5" 21' - 0" 9' - 1" 2' - 10" 8' - 6" 3' - 7" 4' - 10" 7' - 6" 3' - 6" 4' - 2" 6' - 8" 4' - 2" 3' - 6" 7' - 6" 4' - 10" 3' - 7"

3' - 4"

1' - 8"

3' - 4"

1/2"

3' - 4" 11' - 2" 3' - 4" 4' - 6" 15' - 0" 19' - 0" 3' - 4"

LIVE LOAD: 200 PSF

10

S-510

10

S-510

5

S-508

TYP

66

6

5

S-508

TYP

6

6 6

6

6

6

6

6

6

6

6

6

6

6

3' - 4" 4' - 9" 2' - 4 1/4"

13

TYP

13

TYPTC-1

TC-1

5

TYP

3CB-8 (*)

3CB-8 (*)

3C

B-8

(*)

3C

B-8

(*)

3CB-8 (*)

3C

B-8

(*)

3C

B-8

(*)

3C

B-8

(*)

3CB-8 (*)

3CB-8 (*)

3CB-8 (*)

3CB-8 (*)

TC-23

5

TYP

11

TYP

11

S-511

3CB-9

3C

B-9

3C

B-9

3C

B-9

3CB-9

15

4

BB-1: EL 121'-5", 126'-0"

BB

-1: E

L1

21

'-5

", 1

26

'-0

"

3

3

8

S-512



(NOT USED)

W12x16 ELEVATOR DIVIDER BEAM AT T/BEAM 127'-0".



(NOT USED)

PRE-ENGINEERED ALUMINUM SUNSHADE PERDELEGATED ENGINEER, SEE ARCH.

(NOT USED)

OPENINGS IN HC PLANKS, COORDINATE WITH ARCH,MECH + PLUMBING DRAWINGS FOR EXACT LOCATIONS +SIZES. HC PLANK ENGINEER TO DESIGN PLANK LAYOUTFOR OPENINGS.

L6X4X3/4 LLV ANGLE TO SUPPORT HC PLANKS PERDETAIL



PROVIDE (2) #4 X 6'-0" CORNER RE-ENTRANT BARS AT ALLRE-ENTRANT CORNERS, TYP


1

2


3

4

5

6

7

8

9

/4 S-508

10

11

12

13

14

15

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

1:0

6 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt


S-121

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-121


T/HC TOPPING EL: 126'-0" TYP, U.N.O.T/CORRIDOR STEEL BEAMS EL: 125'-10" TYP, U.N.O.T/TIE BEAMS EL: 125'-0" TYP, U.N.O.T/CONC. BEAMS EL: 126'-0" TYP, U.N.O.T/CONC. BEAMS (*) EL: 125'-0" TYP, U.N.O.

TIE BEAM NOTES• TB-1 AT TOP OF ALL 8" CMU LOAD BEARING WALLS TYP, U.N.O.• TB-2 AT TOP OF ALL 12" CMU LOAD BEARING WALLS TYP. U.N.O.

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3




3

3

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

S-201

1 NORTHELEVATION

W1

4X

43

3CB-3

W14X43

W14X43

2

2

1

TB

-1

TB-6 EL: 125'-0" & 121'-6"

HSS8X8X5/16

TC-1 TC-1

TC-1 TC-1

TC-1

TC-1

TC-1

8

TYP

8

TYP

TC-1

3C

B-2

6 7 8 9 10

G

H

I

J

K

SE

E S

-12

2

4

S-506

TYP

3

S-504

TYP

C-6 C-6

2

S-508

TYP

11

TYP

6

4

S-504

TYP7

S-508

TYP

5

TYP

10

S-505

TYP

5

S-506

TYPTC-1

2

S-504TYP

10

TYP

2

HS

S6

X6X

5/1

6

EL

: 1

21

'-0

"

3

S-508

6

S-508 HSS8X8X5/8 EL: 121'-0"

TB-6 EL: 125'-0" & 121'-6"

11

TYP

2

S-508

TYP

5

TYP

11

TYP

C-6 C-6

1

S-508TYP

7

S-508

TYP

5

TYP

6

3

S-504TYP

1

S-508

TYP

11

TYPC-6

10

TYP

4

S-504TYP 6

4

S-506

TYP

C-6

SEE S-124

MATCHLINE

TC-10 3CB-3

TC-1

12 12

12

12 12

12

12

12

12

12

12

12

12

3' -

7"

4 5

/8"

10

' - 1

3/8

"4

' - 1

1"

7' -

6"

2' -

6"

4' -

10

"7

' - 6

"3

' - 6

"4

' - 2

"6

' - 8

"5

' - 4

"3

' - 7

"2

1' -

0"

3' -

7"

4' -

10

"7

' - 6

"3

' - 6

"4

' - 2

"

11

' - 1

0"

3' -

4"

8' -

11

"3

' - 4

"4

' - 0

"1

5' -

0"

15

' - 0

"4

' - 6

"3

' - 4

"

28

' - 5

"4

' - 5

"4

' - 2

"

1' -

1"

8' -

5"

3' -

4"

19

' - 0

"

3' - 7" 4' - 10" 7' - 6" 3' - 6" 4' - 2" 6' - 8" 4' - 2" 3' - 6" 7' - 6" 4' - 10" 3' - 7" 8' - 6" 2' - 10" 9' - 1" 3' - 0" 23' - 0" 5' - 5" 1' - 5" 4' - 2"

3' - 4" 19' - 0" 11' - 6" 3' - 6" 4' - 6" 3' - 4" 11' - 2" 3' - 4" 8' - 5"

4' -

11

"7

' - 6

"2

' - 6

"4

' - 1

0"

7' -

6"

3' -

6"

4' -

2"

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

6"

3' - 11"

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

5

S-508

TYP

6

6

666

6

6

5

S-508

TYP

6

6

6 6

6

6

6

6

6

6

6

6

END TB @ EL: 121'-6"

11

S-510

12

S-510

7

S-505

SE

E S

-12

1

MA

TC

HL

INE

TYP

13

TYP

13

TYP

12

3C

B-8

(*)

3C

B-8

(*)

3CB-8 (*)

3CB-8 (*)

3CB-8 (*)

3C

B-8

(*)

3C

B-8

(*)

3C

B-8

(*)

3C

B-8

(*)

3C

B-8

(*)

3CB-8 (*)

3CB-8 (*) 3CB-8 (*)

3CB-8 (*)

TC-23TC-23

11

S-511

3C

B-9

3C

B-9

3CB-9

3CB-9

3C

B-9

15 4

8

S-512


10" PRE-CAST HOLLOW CORE PLANKS PER SPECIALTYDELEGATED ENGINEER WITH 2" MIN BONDED TOPPING R/WMICRO SYNTHETIC FIBER PER STRUCTURAL NOTES.

(NOT USED)




(NOT USED)


(NOT USED)

OPENINGS IN HC PLANKS, COORDINATE WITH ARCH, MECH, +PLUMBING DRAWINGS FOR EXACT LOCATIONS. HC PLANKENGINEER TO DESIGN PLANK LAYOUT FOR OPENINGS.

L6X4X3/4 LLV ANGLE TO SUPPORT HC PLANKS PER DETAIL

AT ALL SHOWER LOCATIONS, HOLLOW CORE CONCRETETOPPING SHALL NOT BE POURED TO ACHIEVE 2" RECESS INFINISH FLOOR. SEE ARCH FOR LAYOUT & SHOWERLOCATIONS.

WHERE HC PLANKS RECEIVE CORE DRILLING INSTALLATIONMETHODS TO ENSURE WATER DOES NOT REMAIN IN HOLLOWCORE EMPTY CELLS.



1

2


3

4

5

6

7

8

9

/4 S-508

10

11

12

13

14

15

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

1:1

0 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt


S-122

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-122


T/HC TOPPING EL: 126'-0" TYP, U.N.O.T/CORRIDOR STEEL BEAMS EL: 125'-10" TYP. U.N.O.T/TIE BEAMS EL: 125'-0" TYP, U.N.O.T/CONC. BEAMS EL: 126'-0" TYP, U.N.O.T/CONC. BEAMS (*) EL: 125'-0" TYP, U.N.O.


3

3

3

33

3

3

3

3

3

33

3

3

3

3

3

3




3

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

4

3CB-4

3C

B-4

3CB-43CB-4

3C

B-5

3C

B-5

W14X43

2

3

2

TC-1 TC-1

W1

4X

43

W1

4X

43

TC-1

TC-1

W1

4X

43

C-1 C-1 C-1

TC-1TC-1

3CB-1

C-1

7

8

TYP

8

TYP

W30X99 c=3/4"

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W14X22

W1

6X

26

c=

3/4

"

W1

6X

26

c=

3/4

"

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W3

0X

90

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W24X55

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W1

0X

12

W10X12

W1

0X

12

W1

2X

16

W2

1X

44

W1

0X

12

9

SKYLIGHT

3

S-202

1 2 3 4 5

A

B

C

D

E

F

C-6

C-6

SEE S-123

11

TYP

10

TYP

11

TYP

1

S-508

TYP

2

S-504TYP

1

S-504

TYP

4

S-505

TYP

4

S-504

TYP

7

S-508

TYP

4

S-506

TYP

1

S-508

TYP

C-6

C-6

2

S-508

TYP

3

S-504

TYP

10

S-502

SIM

4

S-504

TYP7

S-508

TYP

10

S-505TYP

10

TYP

2

S-504TYP

2

S-508TYP

C-6 C-6

11

TYP

SE

E S

-12

3

4

S-506TYP

EO

D

6 5

/16

"

8

S-508

5

S-507

TYP

9

S-502

12

S-502

6

S-507

TYP

4

S-507

TYP

10

S-502

TYP

HSS6X4X5/16HSS6X4X5/16HSS6X4X5/16HSS6X4X5/16HSS6X4X5/16

3CB-63CB-6

3CB-7

11

S-502

TYP

EOD6"5

S-507

TYP

12

1212

12

12

12

12

1212

1212

13' - 4" 8' - 5 5/8" 4' - 11"

9' - 1" 2' - 10" 8' - 6" 3' - 7" 4' - 10" 7' - 6" 3' - 6" 4' - 2" 6' - 8" 4' - 2" 3' - 6" 7' - 6" 4' - 10" 3' - 7"

7' -

6"

3' -

6"

4' -

2"

6' -

8"

5' -

4"

3' -

7"

21

' - 0

"3

' - 7

"4

' - 1

0"

7' -

6"

3' -

6"

4' -

2"

MATCHLINE

4' -

10

"2

' - 6

"7

' - 6

"

2' -

10

"E

OD

6"

15

' - 1

0 1

/8"

3"

10

5/8

"

2' -

0"8

1/2

"3

"

10

' - 0

3/4

"1

7' -

0"

6' -

11

3/4

"7

' - 2

1/4

"

W8X18

EO

D

6"

BEAMS @ 5'-0" O.C. 4' - 0" 5' - 0" 3' - 7"

1' - 3 3/4"

7' - 10 1/2" 10' - 0" 10' - 0" 10' - 0" 6' - 7 3/4"

BEAMS @ 5'-0" O.C.

7

S-505

TYP

5

S-508TYP

8

S-508TYP

2

S-511

1

S-511

TB

-12

EL

: 1

26

' - 9

"

6

6

6

6

6

6

6

6

6

6

6

6

6

TB

-12

EL

: 1

26

' - 9

"

S-202

2

MA

TC

HL

INE

SE

E S

-12

4

EO

D

6"

11

S-503

13

TYP

13

TYP

TC-8 TC-1 TC-1 TC-10

SEE S-121

4' -

2"

3' -

6"

7' -

6"

4' -

10

"2

' - 6

"7

' - 6

"4

' - 1

1"

28

' - 4

5/8

"

4' -

11

"

2' -

10

5/8

"3

' - 1

0"

4' -

10

"3

' - 1

0"

2' -

10

5/8

"

3' -

4"

4' -

0"

15

' - 0

"1

5' -

0"

4' -

6"

3' -

4"

6' -

7"

8' -

5"

3' -

4"

19

' - 0

"

W30X108

EOD6"

EOD6"

TC-23

TC-23

3CB-8 (*) 3CB-8 (*)

3CB-8 (*)

3C

B-8

(*)

3C

B-8

(*)

3C

B-8

(*)

3C

B-8

(*)

3C

B-8

(*)

3C

B-8

(*)

3CB-8 (*)

11

S-511

3CB-9

3C

B-9

3C

B-9

3C

B-9

8

S-512

8' - 5" 3' - 4" 19' - 0" 15' - 0" 19' - 0" 3' - 4" 6' - 7"

6

(NOT USED)

10" PRE-CAST HOLLOW CORE PLANKS PER SPECIALTYDELEGATED ENGINEER WITH 2" MIN BONDED TOPPING R/WMICRO SYNTHETIC FIBERS PER STRUCTURAL NOTES.

INDICATES LOAD BEARING COLD FORMED STEELSTUD WALLSPANNING HORIZONTALLY W/ 6" X 18 GA. STUDS(600 SG200-43) @ 16" O.C. STUDS SHALL COME W/ FACTORYPUNCHED WEBS. PROVIDE VERTICAL BRIDGING AT 48" O.C.MAX USING BB150 BRIDGE BAR, INSTALLED PERMANUFACTURES RECOMMENDATIONS.




(NOT USED)


1 1/2", 18GA, GALV (G90) VULCRAFT TYPE "VLI" METAL DECK,OR APPROVED EQUAL, W/ 4"NW CONC. R/W 6X6-W2.1XW2.1WWF

OPENINGS IN HC PLANKS, COORDINATE WITH ARCH, MECH, +PLUMBING DRAWINGS FOR EXACT LOCATIONS. HC PLANKENGINEER TO DESIGN PLANK LAYOUT FOR OPENINGS.


AT ALL SHOWER LOCATIONS, HOLLOW CORE CONCRETETOPPING SHALL NOT BE POURED TO ACHIEVE 2" RECESS INFINISH FLOOR. SEE ARCH FOR LAYOUT & SHOWER LOCATIONS.


PROVIDE (2) #4 X 6'-0" CORNER RE-ENTRANT BARS AT ALL RE-ENTRANT CORNERS, TYP

(NOT USED)

1

2


3

4

5

6

7

8

9

/4 S-508

10

11

12

13

14

15

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

1:1

5 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt


S-123

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-123


T/CONC. ON MTL DECK EL: 126'-0" TYP, U.N.O.T/CANOPY STEEL BEAM EL: 125'-8" TYP, U.N.O.T/HC TOPPING EL: 126'-0" TYP, U.N.O.T/CORRIDOR STEEL BEAMS EL: 125'-10" TYP, U.N.O.T/TIE BEAMS EL: 125'-0" TYP, U.N.O.T/CONC. BEAMS EL: 126'-0" TYP, U.N.O.T/CONC. BEAMS (*) EL: 125'-0" TYP, U.N.O.


3

3

3

3 3

3

3

3

3

3

3

3

3

3 3

3

3





4

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

W1

4X

43

W1

4X

43

W1

4X

43

3C

B-2

W14X43

W14X43

2

2

2

2

1

TB-6 EL: 125'-0" & EL: 121'-6"

TC-1

TC-1TC-1

TC-1TC-1

HSS8X8X5/8

HS

S6

X6X

5/1

6

HSS8X8X5/16

8

TYP

8

TYP

TC-1

TC-1

TC-1

6 7 8 9 10

A

B

C

D

E

F

C-6

C-6

11

TYP

SE

E S

-12

3

MA

TC

HL

INE

6

11

TYP

3

S-504

TYP

1

S-508

TYP

10

TYP

4

S-504

TYP

11

TYP

3

S-504TYP

4

S-506

3

S-504

TYP

C-6 C-6

2

S-508

TYP

11

TYP

5

TYP

3CB-1

3CB-1

3C

B-1

C-6

C-610

S-506

TYP

3

S-504TYP

11

TYP

C-6C-6

4

S-506TYP

TB

-6 E

L: 1

25

'-0

"&

12

1'-6

"

TB-6 EL: 125'-0" &EL: 121'-6"

2

S-508TYP

3

S-5086

S-508

1

S-508TYP

7

S-508

TYP

7

S-508

TYP

EL 121'-0"

EL

12

1'-0

"

END TB @ EL 121'-6"

12

12

12

12

12

12

12

12

1212

12

12

12

12

4' -

2"

3' -

6"

7' -

6"

4' -

10

"3

' - 7

"2

1' -

0"

3' -

7"

5' -

4"

6' -

8"

4' -

2"

3' -

6"

7' -

6"

4' -

10

"2

' - 6

"7

' - 6

"4

' - 1

1"

10

' - 6

"3

' - 7

"

1' -

7"

1' -

5"

4' -

2"

3' - 7" 4' - 10" 7' - 6" 3' - 6" 4' - 2" 6' - 8" 4' - 2" 3' - 6" 7' - 6" 4' - 10" 3' - 7" 8' - 6" 2' - 10" 9' - 1" 3' - 0" 23' - 0" 5' - 5"

1' - 5"

4' - 2"

4' - 11" 7' - 6" 2' - 6" 4' - 10" 7' - 6" 3' - 6" 4' - 2" 6' - 8" 8" 8' - 7"

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

4' -

11

"7

' - 6

"2

' - 6

"4

' - 1

0"

7' -

6"

3' -

6"

4' -

2"

19

' - 0

"3

' - 4

"8

' - 5

"6

' - 7

"3

' - 4

"1

1' -

1"

3' -

4"

5' -

1"

8' -

8"

8' - 5" 3' - 4" 19' - 0" 15' - 0" 4' - 6" 3' - 4" 11' - 2" 3' - 4"

1/2"

3' - 4"

1' - 8"

3' - 4"2' - 9 1/2"

11

S-510

5

S-508TYP

6

6 6

6

6

6

6

6

5

S-508TYP

6

6

6

6

6

66

6

6

6

MATCHLINE

SEE S-122

13

TYP

13

TYP

13

TYP

10

' - 3

"3

' - 4

"8

' - 1

1"

3' -

4"

10

' - 4

"

TC-23

TC-23

3CB-8 (*)

3CB-8 (*)

3CB-8 (*)

3CB-8 (*)

3C

B-8

(*)

3C

B-8

(*)

3C

B-8

(*)

3C

B-8

(*)

3CB-8 (*)

3CB-8 (*)

3CB-8 (*)

3C

B-8

(*)

3C

B-8

(*)

3C

B-8

(*)

11

S-511

3CB-9

3C

B-9

3C

B-9

3CB-9

3C

B-9

154

8

S-512

6



(NOT USED)




(NOT USED)


(NOT USED)

OPENINGS IN HC PLANKS, COORDINATE WITH ARCH,MECH, + PLUMBING DRAWINGS FOR EXACT LOCATIONS.HC PLANK ENGINEER TO DESIGN PLANK LAYOUT FOROPENINGS.






1

2


3

4

5

6

7

8

9

/4 S-508

10

11

12

13

14

15

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

1:1

9 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt


S-124

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-124


T/HC TOPPING EL: 126'-0" TYP, U.N.O.T/CORRIDOR STEEL BEAMS EL: 125'-10" TYP, U.N.O.T/TIE BEAMS EL: 125'-0" TYP, U.N.O.T/CONC. BEAMS EL: 126'-0" TYP, U.N.O.T/CONC. BEAMS (*) EL: 125'-0" TYP, U.N.O.


3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3





3

3

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

AREA A AREA B

AREA C AREA D

1 2 3 4 56 7 8 9 10

A

B

C

D

E

F

G

H

I

J

K

16' - 0" 21' - 0" 6' - 4" 37' - 0" 82' - 8" 37' - 0" 6' - 4" 26' - 0" 11' - 0"

10

' - 9

"2

6' -

3"

6' -

4"

38

' - 1

"7

6' -

6"

28

' - 4

5/8

"9

' - 8

3/8

"6

' - 4

"2

6' -

3"

10

' - 9

"

MATCHLINE

OPEN

MA

TC

HL

INE

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

1:2

3 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt


S-125

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/16" = 1'-0"S-125



elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

1

7

TYP

2

W14X43 TC-1TC-1

TC-1TC-1 W14X43

4C

B-2

2

2

2

W1

4X

43

TC-1

TC-1

2

TC-1 TC-1

7

TYP

1 2 3 4 5

G

H

I

J

K

3

S-504

TYP

4

S-506

TYP

C-6C-6

6

4

S-504

TYP

5

TYP

7

S-508

TYPC-6

C-6

11

TYP

4

S-506

TYP

1

S-508TYP

2

S-508

TYP

3

S-504

TYP

4

4CB-1

4CB-1

2

2

5

S-506TYP

7

S-508TYP

1

S-508

TYP

5

TYP

C-6 C-6

11

TYP

6

2

S-508TYP

C-6 C-6

11

TYP

1

S-508

TYP

12

12

12

12

12

12

12

12

12

12

12 12

12

12

4' -

2"

3' -

6"

7' -

6"

4' -

10

"3

' - 7

"2

1' -

0"

3' -

7"

5' -

4"

6' -

8"

4' -

2"

3' -

6"

7' -

6"

4' -

10

"2

' - 6

"7

' - 6

"4

' - 1

1"

10

' - 6

"3

"4

' - 1

1"

1' -

5"

4' -

2"

6' -

11

"3

' - 4

"8

' - 1

1"

3' -

4"

19

' - 0

"5

' - 0

"3

' - 4

"3

' - 2

"3

' - 6

"4

' - 6

"

5 1

/4"

2' -

10

3/4

"

2' -

7"

3' -

4"

9' -

1"

3' -

4"

19

' - 0

"

3' - 4"4' - 9"

2' - 4 1/4"

4' -

5"

4' -

2"

1' -

1"

4' -

11

"

7' -

6"

2' -

6"

4' -

10

"7

' - 6

"3

' - 6

"4

' - 2

"

4' - 7" 5' - 11" 1' - 7"

2' - 4"

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

4' - 2" 1' - 5" 10' - 5" 21' - 0" 9' - 1" 2' - 10" 8' - 6" 3' - 7" 4' - 10" 7' - 6" 3' - 6" 4' - 2" 6' - 8" 4' - 2" 3' - 6" 7' - 6" 4' - 10" 3' - 7"

3' - 4"

1' - 8"

3' - 4"

1/2"

3' - 4" 11' - 2" 3' - 4" 4' - 6" 15' - 0" 19' - 0" 3' - 4"

LIVE LOAD: 200 PSFLIVE LOAD: 200 PSF

6

6

6

6

6

6

66

6

5

TYP

5

S-508

TYP

5

S-508

TYP

6 6

6

6

66

6

6

6 6

6

6

6

6

13

MATCHLINE

SEE S-128

MA

TC

HL

INE

SE

E S

-12

7

13

TYP

13

TYP

TC-23

4C

B-6

(*)

4C

B-6

(*)

4C

B-6

(*)

4C

B-6

(*)

4CB-6 (*)

4CB-6 (*)

4CB-6 (*)

4C

B-6

(*)

4C

B-6

(*)

4C

B-6

(*)

4CB-6 (*)

4CB-6 (*) 4CB-6 (*)

4CB-6 (*)

BB-1 EL: 136'-0" + 131'-4"

BB

-1 E

L: 1

36

'-0

" +

131

'-4

"

4CB-6 (*)

11

S-511

4CB-7

4C

B-7

4C

B-7

4C

B-7

4CB-7

154

3

8

S-512PRE-ENGINEERED METAL STAIRS AND LANDINGS PERSPECIALTY DELEGATED ENGINEER, SEE ARCHITECTURALDRAWINGS FOR ADDITIONAL INFORMATION.


(NOT USED)





(NOT USED)

WHERE HC PLANKS RECEIVE CORE DRILLING INSTALLATIONMETHODS TO ENSURE WATER DOES NOT REMAIN INHOLLOW CORE EMPTY CELLS.

OPENINGS IN HC PLANKS, COORDINATE WITH ARCH, MECH,+ PLUMBING DRAWINGS FOR EXACT LOCATIONS. HC PLANKENGINEER TO DESIGN PLANK LAYOUT FOR OPENINGS.

L6x4x3/4 LLV ANGLE TO SUPPORT HC PLANKS PER DETAIL



TEMPORARY PLATFORM DESIGNED FOR A 50 PSF LIVE LOADAND A 500LB CONCENTRATED LOAD REQUIRED FORELEVATOR INSTALLATION. DESIGN OF TEMPORARYPLATFORM AND COORDINATION WITH CONCRETESUBCONTRACTOR IS THE RESPONSIBILITY OF THECONTRACTOR.



1

2

3

4

5

6

7

8

9

10

11

• TB-1 AT TOP OF ALL 8" CMU WALLS TYP U.N.O.• TB-2 AT TOP OF ALL 12" CMU WALLS TYP U.N.O.

TIE BEAMS

12

/4 S-508

13

14

15

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

1:2

7 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt


S-126

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-126


T/HC TOPPING EL: 136'-0" TYP, U.N.O.T/STEEL BEAMS EL: 135'-10" TYP, U.N.O.T/CONC. BEAMS EL: 136'-0" TYP, U.N.O.T/CONC. BEAMS (*) EL: 135'-0" TYP, U.N.O.T/TIE BEAMS EL: 135'-0" TYP, U.N.O.

3

3

3

3

3

3

3

3 3

3

3

3

3

3

3

3

3

3




3

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

S-201

1 NORTHELEVATION

7

TYP

1

7

TYP

2

W1

4X

43

2

4CB-3

4C

B-2

2

W14X43TC-1TC-1

W14X43TC-1TC-1

2

6 7 8 9 10

G

H

I

J

K

3

S-504

TYP

11

TYP

C-6

5

4

S-504

TYP

TYP

10

TYP

11

TYP

1

S-508

TYP

3

S-504

C-6

MATCHLINESEE S-129

11

TYP

6

TYP

C-6

C-6

2

S-508

TYP

3

S-504TYP

HS

S6

X6X

5/1

6

EL

: 1

31

' - 0

"

HSS8X8X5/8 EL: 130' - 8"

3

S-508

6

S-508TYP

2

S-504

TYP

7

S-508

SIM

5

S-506

TYP

10

S-505

TYP

4

S-505

TYP

5

TYP

C-6 C-6

6

11

TYP

7

S-508

TYP

5

TYP

4

S-504

TYP

10

TYP

6

C-6 C-6

2

S-508

TYP

3

S-504TYP

1

S-508

TYP

4

S-506TYP

SE

E S

-12

6M

AT

CH

LIN

E

12 12

12

12 12

12

12

12

12

12

12

12

12

2

3' -

7"

4 5

/8"

10

' - 1

3/8

"4

' - 1

1"

7' -

6"

2' -

6"

4' -

10

"7

' - 6

"3

' - 6

"4

' - 2

"6

' - 8

"5

' - 4

"3

' - 7

"2

1' -

0"

3' -

7"

4' -

10

"7

' - 6

"3

' - 6

"4

' - 2

"

5' -

7"

8' -

11

"2

' - 1

1"

3' -

4"

8' -

11

"3

' - 4

"4

' - 0

"

8' -

8"

15

' - 0

"4

' - 9

"4

' - 5

"4

' - 2

"

1' -

1"

8' -

5"

3' -

4"

19

' - 0

"

3' - 7" 4' - 10" 7' - 6" 3' - 6" 4' - 2" 6' - 8" 4' - 2" 3' - 6" 7' - 6" 4' - 10" 3' - 7" 6' - 0" 5' - 4" 9' - 1" 3' - 0" 23' - 0" 5' - 5" 1' - 5" 4' - 2"

3' - 4" 19' - 0" 11' - 6" 3' - 6" 4' - 6" 3' - 4" 11' - 2" 3' - 4" 8' - 5"

4' -

11

"7

' - 6

"2

' - 6

"4

' - 1

0"

7' -

6"

3' -

6"

4' -

2"

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

6"

3' - 11"

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

6

666

6

5

S-508

TYP

6

6

6

6

5

S-508

TYP

4CB-3

6

6

6

6

6

6

6

6

6

6

6

6

11

S-510

TYP

7

S-505

12

S-510

END TB @ EL: 131'-6"

TB-6 EL: 135'-0" & 131'-6"

TB-6 EL: 135'-0" & 131'-6"

13

TYP

13

TYP

TC-23

TC-23

12

4C

B-6

(*)

4C

B-6

(*)

4CB-6 (*)

4CB-6 (*)

4CB-6 (*)

4C

B-6

(*)

4C

B-6

(*)

4C

B-6

(*)

4C

B-6

(*)

4C

B-6

(*)

4CB-6 (*)

4CB-6 (*) 4CB-6 (*)

4CB-6 (*)

11

S-511

4CB-7

4C

B-7

4C

B-7

4C

B-7

4CB-7

15

4

8

S-512



(NOT USED)





(NOT USED)


OPENINGS IN HC PLANKS, COORDINATE WITH ARCH,MECH, + PLUMBING DRAWINGS FOR EXACT LOCATIONS.HC PLANK ENGINEER TO DESIGN PLANK LAYOUT FOROPENINGS.




(NOT USED)



1

2

3

4

5

6

7

8

9

10

11


TIE BEAMS

12

/4 S-508

13

14

15

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

1:3

1 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt


S-127

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-127



3

3

3

3

33

3

3

3

3

33

3

3

3

3

3

3




3

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

TC-1

W1

4X

43

W1

4X

43

TC-1

7

TYP

3

W1

4X

43

TC-1

TC-12

4C

B-5

4C

B-5

4CB-4 4CB-4

4C

B-4

4CB-4

4CB-1

4

2

7

TYP

2

W14X43

TC-1 TC-1

2

2

83

S-202

1 2 3 4 5

A

B

C

D

E

F

2

S-504

TYP

3

S-504

TYP

SEE S-126MATCHLINE

C-1

C-1C-1

MA

TC

HL

INE

SE

E S

-12

9

C-6 C-6

11

1

S-508TYP

TYP

6

TYP3

S-504

TYP

10

TYP

4

S-504

TYP

10

S-505TYP

5

S-506

TYP

4

S-505

TYP

2

S-504

TYP

6

TYP

3

S-504TYP

C-6

11

TYP

10

TYP

4

S-504

TYP

5

TYP

7

S-508TYP

HSS6X4X5/16

1

S-203

HSS3X3X3/16DIAGONALS, TYP

C-6

C-6

2

S-508TYP

4

S-506

TYP

1

S-508TYP

3

S-504

TYP

11

TYP

C-6

12

1212

12

12

12

12

1212

1212

13' - 4" 8' - 5 5/8" 4' - 11"

3"

1' - 2 1/4"

6' - 8 1/4" 10' - 0" 10' - 0" 10' - 0" 3"

9' - 1" 2' - 10" 8' - 6" 3' - 7" 4' - 10" 7' - 6" 3' - 6" 4' - 2" 6' - 8" 4' - 2" 3' - 6" 7' - 6" 4' - 10" 3' - 7"

3"

3' -

7 1

/8"

3"

4' -

4 1

/8"

7' -

6"

2' -

6"

4' -

10

"7

' - 6

"3

' - 6

"4

' - 2

"6

' - 8

"5

' - 4

"3

' - 7

"2

1' -

0"

3' -

7"

4' -

10

"7

' - 6

"3

' - 6

"4

' - 2

"

C-1

6

6

6

6

6

6

6

6

TC-4TC-1

S-202

2

6

6

6

6

TYP

HSS3X3X3/16TYP

6

66

6

6

6 6

TC-8 TC-1 TC-1 TC-10

13

4' -

11

"

8' -

5"

3' -

4"

4' -

0"

15

' - 0

"1

5' -

0"

4' -

6"

3' -

4"

6' -

7"

8' -

5"

3' -

4"

19

' - 0

"

8' - 5" 3' - 4" 19' - 0" 15' - 0" 19' - 0" 3' - 4"

2' -

10

5/8

"3

' - 1

0"

4' -

10

"3

' - 1

0"

2' -

10

5/8

"

4' -

2"

3' -

6"

7' -

6"

4' -

10

"

2' -

6"

7' -

6"

4' -

11

"2

8' -

4 5

/8"

13

TYP

11

TYP

TYP

HSS3X3X3/16BRACE, TYP

7

S-505

SIM

4CB-6 (*) 4CB-6 (*)

4CB-6 (*)

4C

B-6

(*)

4C

B-6

(*)

4C

B-6

(*)

4C

B-6

(*)

4C

B-6

(*)

4C

B-6

(*)

4CB-6 (*)

TC-23

TC-23

4CB-6 (*)

11

S-511

4CB-7

4C

B-7

4C

B-7

4C

B-7

8

S-512

(NOT USED)


ROOF TOP PENETRATION IN HC SLAB, HC PLANKENGINEERING TO REFER TO MEP DRAWING TOCOORDINATE HC LAYOUT WITH ALL PENETRATIONS.





CIP CONCRETE STAIRS, SEE STAIR ELEVATIONS FORADDITIONAL INFORMATION.

INDICATES HSS TUBE THAT HAS LONG FACE IN THEHORIZONTAL DIRECTION.

OPENINGS IN HC PLANKS, COORDINATE WITH ARCH, MECH,+ PLUMBING DRAWINGS FOR EXACT LOCATIONS. HC PLANKENGINEER TO DESIGN PLANK LAYOUT FOR OPENINGS.




TEMPORARY PLATFORM DESIGNED FOR A 50 PSF LIVELOAD AND A 500LB CONCENTRATED LOAD REQUIRED FORELEVATOR INSTALLATION. DESIGN OF TEMPORARYPLATFORM AND COORDINATION WITH CONCRETESUBCONTRACTOR IS THE RESPONSIBILITY OF THECONTRACTOR.


1

2

1

3

4

5

6

7

8

9

10

11


TIE BEAMS

12

/4 S-508

13

14

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

1:3

6 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt


S-128

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-128


T/HC TOPPING EL: 136'-0" TYP, U.N.O.T/STEEL BEAMS EL: 135'-10" TYP, U.N.O.T/CONC. BEAMS EL: 136'-0" TYP, U.N.O.T/HSS TUBE STEEL AT SIGNAGE WALL EL: 135'-7" TYPT/CONC. BEAMS (*) EL: 135'-0" TYP, U.N.O.T/TIE BEAMS EL: 135'-0" TYP, U.N.O.

3

3 3

3

3

3

3

3

3

3

3

3

3

3

3



elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

W1

4X

43

7

TYP

2

W14X43TC-1 TC-1 TB-1

TB-1

W14X43TC-1 TC-1

TB

-1

2

2

4C

B-2

TB

-1T

B-1

2

2

HSS8X8X5/16

7

TYP

1

W1

4X

43

W1

4X

43

6 7 8 9 10

A

B

C

D

E

F

4

S-506

TYP

3

S-504TYP

11

11

TYP

TB-6 EL: 135'-0"TB-6 EL: 131'-6"

TB

-6 E

L: 1

35

'-0

"T

B-6

EL

: 1

31

'-6

"

2

S-508

C-6

C-6

TB-6 EL: 135'-0"TB-6 EL: 131'-6"

6

S-508 TYP

10

11

TYP

5

S-506

TYP

C-6 C-6

3

S-504

1

S-508

TYP

4

S-504

TYP

2

S-504

TYP

3

S-504

TYP

3

S-504

TYP

C-6 C-6

4CB-1

4CB-1

10

S-506

4

S-505

4C

B-1

5

S-508

7

S-508

TYP

4

S-504

TYP

10

TYP

1

S-504TYP

C-6

TB-6 EL: 135'-0"TB-6 EL: 131'-6"

3

S-508

C-6

HS

S6

X6X

5/1

6

13

1' -

0"

HSS8X8X5/8131' - 0"

5

TYP

END TB @ EL 131'-6"

12

12

12

12

12

12

12

12

1212

12

12

12

12

6

6

6

6

6TC-1

TC-1TC-1

6

6

6 6

6

66

6

6 6

6

TC-1

TYP

7

S-508

TYP

6

6

6 6

666

6

6

6

6

4' -

2"

3' -

6"

7' -

6"

4' -

10

"3

' - 7

"2

1' -

0"

3' -

7"

5' -

4"

6' -

8"

4' -

2"

3' -

6"

7' -

6"

4' -

10

"2

' - 6

"7

' - 6

"4

' - 1

1"

10

' - 6

"3

' - 7

"

1' -

7"

1' -

5"

4' -

2"

3' - 7" 4' - 10" 7' - 6" 3' - 6" 4' - 2" 6' - 8" 4' - 2" 3' - 6" 7' - 6" 4' - 10" 3' - 7" 8' - 6" 2' - 10" 9' - 1" 3' - 0" 23' - 0" 5' - 5"

1' - 5"

4' - 2"

4' - 11" 7' - 6" 2' - 6" 4' - 10" 7' - 6" 3' - 6" 4' - 2" 6' - 8"8"

8' - 7"

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

4' -

11

"7

' - 6

"2

' - 6

"4

' - 1

0"

7' -

6"

3' -

6"

4' -

2"

19

' - 0

"3

' - 4

"8

' - 5

"6

' - 7

"3

' - 4

"4

' - 6

"6

' - 7

"3

' - 4

"5

' - 1

"8

' - 8

"1

0' -

4"

3' -

4"

8' -

11

"3

' - 4

"1

0' -

3"

8' - 5" 3' - 4" 19' - 0" 15' - 0" 4' - 6" 3' - 4" 11' - 2" 3' - 4"

1/2"

3' - 4"

1' - 8"

3' - 4" 2' - 9 1/2"

MA

TC

HL

INE

SE

E S

-12

8

MATCHLINE

SEE S-127

21

' - 1

0 3

/8"

13

TYP

13

TYP

TC-23TC-23

4CB-6 (*)

4CB-6 (*)4CB-6 (*)

4CB-6 (*)

4C

B-6

(*)

4C

B-6

(*)

4C

B-6

(*)

4C

B-6

(*)

4CB-6 (*)

4CB-6 (*)

4CB-6 (*)

4C

B-6

(*)

4C

B-6

(*)

4C

B-6

(*)

11

S-511

4CB-7

4C

B-7

4C

B-7

4C

B-7

4CB-7

15

4

8

S-512

6


10" PRE-CAST HOLLOW CORE PLANKS PER SPECIALTYDELEGATED ENGINEER WITH 2" MIN BONDED TOPPING R/WMICRO SYNTHETIC FIBERS, PER STRUCTURAL NOTES.

(NOT USED)





(NOT USED)


OPENINGS IN HC PLANKS, COORDINATE WITH ARCH. MECH, +PLUMBING DRAWINGS FOR EXACT LOCATIONS. HC PLANKENGINEER TO DESIGN PLANK LAYOUT FOR OPENINGS.


AT ALL SHOWER LOCATIONS, HOLLOW CORE CONCRETETOPPING SHALL NOT BE POURED TO ACHIEVE 2" RECESS INFINISH FLOOR. SEE ARCH FOR LAYOUT & SHOWER LOCATIONS.

PROVIDE (2) #4 X 6'-0" CORNER RE-ENTRANT BARS AT ALL RE-ENTRANT CORNERS, TYP

(NOT USED)



11

2

3

4

5

6

7

8

9

10

11


TIE BEAMS

12

/4 S-508

13

14

15

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

1:4

0 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt


S-129

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-129



3

3

3

3

3

3

33

3

3

3

3

3

3

3

3

3

3

3

3





3

3

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

OPEN

AREA A AREA B

AREA C AREA D

1 2 3 4 56 7 8 9 10

A

B

C

D

E

F

G

H

I

J

K

16' - 0" 21' - 0" 6' - 4" 37' - 0" 82' - 8" 37' - 0" 6' - 4" 26' - 0" 11' - 0"

10

' - 9

"2

6' -

3"

6' -

4"

38

' - 1

"7

6' -

6"

28

' - 4

5/8

"9

' - 8

3/8

"6

' - 4

"2

6' -

3"

10

' - 9

"

MATCHLINE

MA

TC

HL

INE

SKYLIGHT FRAMING

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

1:4

3 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

OVERALL ROOF PLAN

S-130

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/16" = 1'-0"S-130

1 OVERALL ROOF PLAN


elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

4

TYP

3

1

1

1

1

2

RCB-3

RCB-3

1

RC

B-3

RC

B-1

8

S-506

TYP

10

8

S-506

TYP

6

TYP

4

S-506

TYP

6

S-504TYP

9

TYP

8

S-506

TYP

6

TYP

7

S-504

TYP

6

S-506TYP

9

S-506

TYP4

TYP

T/PARAPET

EL: 152'-0"

T/PARAPET

EL: 149'-8"

T/PARAPET

EL: 152'-0"

T/PARAPET

EL: 149'-8"

MATCHLINE

SEE S-133

6

S-506TYP

7

S-504

MA

TC

HL

INE

SE

E S

-13

2

6

S-504

TYP4

S-506

TYP

6

TYP

T/PARAPET

EL: 149'-8"

T/PARAPET

EL: 152'-0"

T/PARAPET

EL: 149'-8"

9

TYP

13

8

TYP

7

T/SLAB

EL: 153'-0"

S-131

2

1 2 3 4 5

G

H

I

J

K

4' -

2"

1' -

5"

4' -

11

"3

"1

1' -

1 5

/8"

21' - 0"

3' - 4"

1' - 4"

8' -

5 1

/4"

10' - 5 1/4"R

CB

-3

4' - 2" 1' - 5" 10' - 5"

10

' - 9

"1

4' -

11

"1

5' -

10

"1

6' -

2"

28

' - 2

"1

5' -

10

"

6' - 4" 2' - 9" 14' - 11" 15' - 10" 15' - 0" 15' - 10"

TB-2

RCB-3

TB-2

RCB-1 EL: 149'-6"

EL

: 1

49

'-6

"

TB

-2

1' -

1"

10

3

S-506

TYP

10

10 10

10

10

10

10

10

15

TYP

10

15

TYP

TYP

TB-3 T/BEAM EL: 151'-8" & TB-6T/BEAM EL: 146'-0" AROUNDENTIRE ELEVATOR SHAFT

1' -

2"

4' -

5"

(TYP OF 2)

4' -

5"

1' -

2"

4' -

0"

BB-1 EL. 148'-0" + 142'-0"

BB

-1 E

L. 1

48

'-0

" +

142

'-0

"

T/PARAPET

EL: 151'-0"

17

TYP

17

TYP

T/PARAPET

EL: 151'-0"

T/PARAPET

EL: 151'-0"

T/PARAPET

EL: 151'-0"

T/PARAPET

EL: 155'-0"

15

' - 0

"

T/PARAPET

EL: 152'-0"

1

S-512

T/PARAPET

EL: 151'-0"

10" PRE-CAST HOLLOW CORE PLANKS PER SPECIALTYDELEGATED ENGINEER.

PRE-ENGINEER SKY-LIGHT SYSTEM & CONN. PERDELEGATED ENGINEER.

2" 19 GA. GALV. (G90) VULCRAFT TYPE "VLI" METAL ROOFDECK, OR APPROVED EQUAL, W/ 4" NW CONC. R/W6X6XW2.1XW2.1 WWF (FLAT SHEETS).


(NOT USED)

8" CMU PARAPET WALL REINFORCED W/ #6 @ 32" O.C.AND AT ALL CORNERS, INTERSECTIONS, & TERMINATIONS.

6" DEEP BEAM POCKET IN CONCRETE TIE BEAM, B.O.BEAM POCKET AT 148'-10". BEAM POCKET DIMENSIONS TOBE CONFIRMED WITH THE FINAL ELEVATOR SHOPDRAWINGS. SEE DETAIL FOR BEARING PLATEREQUIRED AT EACH BEAM POCKET.

L4X4X1/4 CONT. ANGLE TO SUPPORT METAL ROOF DECKPER DETAIL

8" CMU SCREENWALL REINFORCED PER DETAIL

MECHANICAL ROOF TOP EQUIPMENT, REFER TO TYPICALMECH EQUIPMENT ON ROOF SUPPORT DETAIL & MECHDWGS FOR ADDITIONAL INFO, & WEIGHTS.

(NOT USED)

(NOT USED)

PRE-ENGINEERED METAL PAN STAIRS PER DELEGATEDSPECIALTY ENGINEER, SEE ARCH'L DWGS.

(NOT USED)

ROOF TOP PENETRATION IN HC SLAB, HC PLANKENGINEER TO REFER TO MEP DRAWING TO COORDINATEHC LAYOUT WITH ALL PENETRATIONS.


12" X 12" OPENING IN CMU PARAPET TO ALLOW AREA TODRAIN, COORDINATE WITH ARCH'L DWGS FOR FINALLOCATION.

PARTIAL ROOF PLAN A NOTES

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

/7 S-506

/9 S-506

17

/5 S-511

1

2 3

J

11

' - 4

5/8

"

21' - 0"

9

S-504

6

S-504

TB-6

TB

-6

TB

-6

TB-6

T/PARAPET

EL: 158' - 6"

T/HC PLANK

EL: 157' - 6"

EL

: 1

56'-1

0"

EL: 156'-10"

EL: 156'-10"

EL

: 1

56'-1

0"

17

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

1:4

7 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

PARTIAL ROOF PLAN - A

S-131

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-131

1 PARTIAL ROOF PLAN - AREA A

T/HC PLANK EL: 147'-0" TYP, U.N.O.T/ TIE BEAMS EL: 146'-2" TYP, U.N.O.T/ CONC. BEAMS EL: 147'-0" TYP, U.N.O.

1/8" = 1'-0"2

ENLARGED ROOF TOWER ROOF PLAN AT STAIR

GENERAL NOTES• TB-6 TIE BEAM ABOVE ALL 8" CMU WALLS U.N.O.• TB-7 TIE BEAM ABOVE ALL 12" CMU WALLS U.N.O.

3

3

33

3

3

3

3

3

3

3

3

3

3



3

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

S-201

1 NORTHELEVATION

4

TYP

RCB-7

RC

B-7

1

1

2

1

1

1

1

RCB-3

RCB-3

4

TYP

RCB-1

RC

B-1

1015

9

TYP

6

S-506

TYP

7

S-504

TYP

EL

: 1

49

'-6

"

6

S-506

TYP

EL: 149'-6"

2

S-506

TYP

6

S-504

TYP

6

TYP

T/PARAPET

EL: 149'-8"

T/PARAPET

EL: 152'-0"

T/PARAPET

EL: 149'-8"

8

S-506

TYP

5

S-506

RC

B-3

6

TYP

1

S-506 T/PARAPET

EL: 150'-0"

9

TYP

6

TYP

8

S-506

TYP

9

S-506

TYP

T/PARAPET

EL: 149'-8"

T/PARAPET

EL: 152'-0"

T/PARAPET

EL: 149'-8"

T/PARAPET

EL: 152'-0"

T/PARAPET

EL: 150'-0"

6 7 8 9 10

G

H

I

J

K

MA

TC

HL

INE

MATCHLINE

SEE S-134

SE

E S

-13

1

RC

B-3

TB-2

15' - 10" 15' - 0" 15' - 10" 14' - 11" 9' - 1" 29' - 8"

15

' - 1

0"

28

' - 2

"1

6' -

2"

15

' - 1

0"

14

' - 1

1"

6' -

9"

7' -

4"

1' -

1"

RCB-3

RC

B-3

5

S-506TYP

TB-2

TB

-2

TB

-2

3

S-506

TYP

14

3

S-506

TYP

TYP

10

10

TYP

T/PARAPET

EL: 151'-0"

17

TYP T/PARAPET

EL: 151'-0"

17

TYPT/PARAPET

EL: 151'-0"

T/PARAPET

EL: 151'-0"

17

TYP

SIM

10

10

' - 0

"

T/PARAPET

EL: 155'-0"

1

S-512

6



(NOT USED)


W12X16 ELEVATOR DIVIDER BEAM AT T/BEAM 150'-0".

8" CMU PARAPET WALL REINFORCED W/ #6 @ 32" O.C. ANDAT ALL CORNERS, INTERSECTIONS, & TERMINATIONS.

W10X12 HOIST BEAM AT T/BEAM EL: 149'-4", SEE DETAIL FOR CONNECTION.

L4X4X1/4 CONT. ANGLE TO SUPPORT METAL ROOF DECKPER DETAIL .


MECHANICAL ROOF TOP EQUIPMENT, REFER TO TYPICALMECH EQUIPMENT ON ROOF SUPPORT DETAIL & MECHDWGS FOR ADDITIONAL INFO, & WEIGHTS.

(NOT USED)

(NOT USED)

(NOT USED)

INDICATES 10" TWO WAY CIP ELEVATED SLAB R/W #6 @ 8"O.C. E.W., T&B.

ROOF TOP PENETRATION IN HC SLAB, HC PLANKENGINEERING TO REFER TO MEP DRAWING TO COORDINATEHC LAYOUT WITH ALL PENETRATIONS.


12" X 12" OPENING IN CMU PARAPET TO ALLOW AREA TODRAIN, COORDINATE WITH ARCH'L DWGS FOR FINALLOCATION.

PARTIAL ROOF PLAN B NOTES

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

/7 S-506

/3 S-505

/9 S-506

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

1:5

1 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

PARTIAL ROOF PLAN - B

S-132

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-132

1 PARTIAL ROOF PLAN - AREA B


3

3 3

3

3

33

3

3

3

3

3

3

3




elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

RC

B-3

RC

B-3

4

TYP

4

TYP

1

RCB-3

1

1

11

RC

B-3

1

5

1

3

RC

B-1

RCB-1

RC

B-2

8

7

20' - 9 5/8"

5

S-506

RC

B-4

6

4

TYP

11

6

TYP

6

S-504

TYP

8

S-506

TYP

RCB-2 RCB-2

RC

B-2

RC

B-5

RC

B-5

1

S-203

7

S-504

TYP

6

S-504

TYP

2

S-506

TYP

4

S-506

TYP

12

5

S-506TYP

3

S-506

TYP

6

S-506

TYP

9

S-506

TYP

8

S-506

TYP

RCB-6 EL: 151' - 0"E

L: 1

49

' - 6

"

EL: 149' - 6"

1 2 3 4 5

A

B

C

D

E

F

MATCHLINE

SEE S-131

MA

TC

HL

INE

SE

E S

-13

4

RC

B-2

TB

-2

TB

-2

TB-2

RC

B-3

RCB-3

HSS5X3X1/4 EL. 158'-3"HSS3X3X3/16 EL. 156'-8"

HSS3X3X3/16DIAGONAL BRACETYP

HSS6X4X5/16 TYP

TB

-2

15

' - 1

0"

28

' - 2

"1

6' -

2"

15

' - 1

0"

14

' - 4

1/8

"3

"3

' - 7

1/8

"3

"

3"1' - 2 1/4"

6' - 8 1/4" 10' - 0" 10' - 0" 10' - 0" 3"

9' - 1" 14' - 11" 15' - 10" 15' - 0" 15' - 10"

5' -

2"

1' -

5"

4' -

2"

1' -

1"

3

S-506

TYP

10

10

10

15

TYP

15

TYP

10

10 10

10

10

2

TYP

T/SLAB

EL: 158' - 8"

10

EQ

EQ

(TYPOF 4)

1' - 4"

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

EL 153'-0"

T/SLAB

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

TB-13 T/BEAM EL 151'-4" TYPAROUND ELEVATOR SHAFT

T/PARAPET

EL: 152'-0"

17

TYP

T/PARAPET

EL: 149'-8"

T/PARAPET

EL: 151'-0"

T/PARAPET

EL: 152'-0"

T/PARAPET

EL: 149'-8"

T/PARAPET

EL: 151'-0"

17

TYP

T/PARAPET

EL: 151'-0"

T/PARAPET

EL: 152'-0"

T/PARAPET

EL: 149'-8"

T/PARAPET

EL: 149'-8"

T/PARAPET

EL: 151'-0"

HSS5X3X1/4 EL. 158'-3"

HSS5X3X1/4 EL. 158-3"HSS3X3X1/4 EL. 146-8"

1

S-512





W12X19 ELEVATOR MECHANICAL SUPPORT BEAM AT T/BEAM148'-8".

8" CMU PARAPET WALL REINFORCED W/ #6 @ 32" O.C. ANDAT ALL CORNERS, INTERSECTIONS, & TERMINATIONS.

6" DEEP BEAM POCKET IN CONCRETE TIE BEAM, B.O. BEAMPOCKET AT 148'-8". BEAM POCKET DIMENSIONS TO BECONFIRMED WITH THE FINAL ELEVATOR SHOP DRAWINGS.SEE DETAIL FOR BEARING PLATE REQUIRED ATEACH BEAM POCKET.

L4X4X1/4 CONT. ANGLE TO SUPPORT METAL ROOF DECKPER DETAIL .


MECHANICAL ROOF TOP EQUIPMENT, REFER TO TYPICALMECH EQUIPMENT ON ROOF SUPPORT DETAIL & MECHDWGS FOR ADDITIONAL INFO.

INDICATES LOAD BEARING COLD FORMED STEELSTUD WALLSPANNING HORIZONTALLY W/ 6" X 18 GA. STUDS(600 SG200-43) @ 16" O.C. STUDS SHALL COME W/ FACTORYPUNCHED WEBS. PROVIDE VERTICAL BRIDGING AT 48" O.C.MAX USING BB150 BRIDGE BAR, INSTALLED PERMANUFACTURES RECOMMENDATIONS.

0.6" 24 GA GALV. (G90) METAL FORM DECK, VULCRAFT TYPE"C" OR APPROVED EQUAL, 2 1/2" CONCRETE R/W 6X6-W1.4XW1.4 WWF (FLATSHEETS).

(NOT USED)

(NOT USED)

ROOF TOP PENETRATION IN HC SLAB, HC PLANKENGINEERING TO REFER TO MEP DRAWING TO COORDINATEHC LAYOUT WITH ALL PENETRATIONS.


12" X 12" OPENING IN CMU PARAPET TO ALLOW AREA TODRAIN, COORDINATE WITH ARCH'L DWGS FOR FINALSHOWDOWN.

PARTIAL ROOF PLAN C NOTES

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

/7 S-506

/5 S-511

/9 S-506

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

1:5

5 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

PARTIAL ROOF PLAN - C

S-133

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-133

1 PARTIAL ROOF PLAN - AREA C

T/HC PLANK EL: 147'-0" TYP, U.N.O.T/ TIE BEAMS EL: 146'-2" TYP, U.N.O.T/ CONC. BEAMS EL: 147'-0" TYP, U.N.O.T/ FEATURE WALL HSS TUBES EL: 146'-8" & 152'-2" TYP. U.N.O.


3

3

3

3

3

3

3



elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

RC

B-3

4

TYP

4

TYP

1

RCB-7

RC

B-7

RCB-3

RCB-3

1

1

1

1

1

3

RCB-1

RC

B-1

RC

B-3

RC

B-3

6

TYP T/PARAPET

EL: 149'-8"

10

10

2

TYP

10

10

9

9

14

6

TYP

6

TYP

RCB-8

6

S-504

TYP

7

S-504

TYP

T/PARAPET

EL: 150'-0"

T/PARAPET

EL: 150'-0"

T/PARAPET

EL: 149'-8"

T/PARAPET

EL: 149'-8"

T/PARAPET

EL: 152'-0"

T/PARAPET

EL: 149'-8"

T/PARAPET

EL: 152'-0"

SEE S-132

MATCHLINE

SE

E S

-13

3

MA

TC

HL

INE

T/PARAPET

EL: 152'-0"

EL: 149'-6"

EL

: 1

49

'-6

"

7

1

S-506

2

S-506

2

S-506

2

S-506

4

S-506

2

S-506

3

S-506

TYP

8

S-506

9

S-506

TYP

5

S-506

6

S-506

TYP

6 7 8 9 10

A

B

C

D

E

F

TYP

TYP

14

' - 1

"

TB-2

TB-2

TB

-2

15' - 10" 15' - 0" 15' - 10" 14' - 11" 9' - 1" 29' - 8" 7' - 4"

1' -

5"

4' -

2"

1' -

1"

15

' - 1

0"

28

' - 2

"1

6' -

2"

15

' - 1

0"

14

' - 1

1"

6' -

9"

7' -

4"

7' -

2"

15

TYP

10

10

10

10

EQ

EQ

(TYPOF 4)

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

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

17

TYP

T/PARAPET

EL: 151'-0"

T/PARAPET

EL: 151'-0"

17

TYP

T/PARAPET

EL: 151'-0"

T/PARAPET

EL: 151'-0"

15

' - 0

"

T/PARAPET

EL: 155'-0"

1

S-512

6


PRE-ENGINEER SKY-LIGHT SYSTEM & CONN. PER DELEGATEDENGINEER.



(NOT USED)

8" CMU PARAPET WALL REINFORCED W/ #6 @ 32" O.C. AND ATALL CORNERS, INTERSECTIONS, & TERMINATIONS.

6" DEEP BEAM POCKET IN CONCRETE TIE BEAM, B.O. BEAMPOCKET AT 148'-8". BEAM POCKET DIMENSIONS TO BECONFIRMED WITH THE FINAL ELEVATOR SHOP DRAWINGS. SEEDETAIL FOR BEARING PLATE REQUIRED AT EACHBEAM POCKET.

L5X3X1/4 CONT. ANGLE TO SUPPORT METAL ROOF DECK PERDETAIL


MECHANICAL ROOF TOP EQUIPMENT, REFER TO TYPICAL MECHEQUIPMENT ON ROOF SUPPORT DETAIL & MECH DWGS FORADDITIONAL INFO & WEIGHTS.

(NOT USED)

(NOT USED)

PRE-ENGINEERED METAL PAN STAIRS PER DELEGATEDSPECIALTY ENGINEER, SEE ARCH'L DWGS.

INDICATES 10" TWO WAY CIP ELEVATED SLAB R/W #6 @ 8" O.C.E.W., T&B.

ROOF TOP PENETRATION IN HC SLAB, HC PLANK ENGINEERINGTO REFER TO MEP DRAWING TO COORDINATE HC LAYOUT WITHALL PENETRATIONS.


12" X 12" OPENING IN CMU PARAPET TO ALLOW AREA TODRAIN, COORDINATE WITH ARCH'L DWGS FOR FINAL LOCATION.

PARTIAL ROOF PLAN D NOTES

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

/7 S-506

/5 S-511

/9 S-506

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5

A B

DC


7/9

/20

18

9:2

1:5

9 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

PARTIAL ROOF PLAN - D

S-134

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/8" = 1'-0"S-134

1 PARTIAL ROOF PLAN - AREA D



3

3

3

33

3

3

3

3

3

3

3

3




elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

LEVEL 1100' - 0"

LEVEL 2116' - 0"

LEVEL 3126' - 0"

LEVEL 4136' - 0"

ROOF147' - 0"

T.O. PARAPET151' - 0"

ELEVATORFOUNDATION

95' - 0"

FOUNDATION98' - 0"

12345678910

LEVEL 1100' - 0"

LEVEL 2116' - 0"

LEVEL 3126' - 0"

LEVEL 4136' - 0"

ROOF147' - 0"


ELEVATORFOUNDATION

95' - 0"

FOUNDATION98' - 0"

1 2 3 4 5 6 7 8 9 10

LEVEL 1100' - 0"

LEVEL 2116' - 0"

LEVEL 3126' - 0"

LEVEL 4136' - 0"

ROOF147' - 0"


ELEVATORFOUNDATION

95' - 0"

FOUNDATION98' - 0"

ABCDEFGHIJK

LEVEL 1100' - 0"

LEVEL 2116' - 0"

LEVEL 3126' - 0"

LEVEL 4136' - 0"

ROOF147' - 0"


ELEVATORFOUNDATION

95' - 0"

FOUNDATION98' - 0"

A B C D E F G H I J K

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

2:0

5 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

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.sco

tt.r

vt

OVERALL BUILDING ELEVATIONS

S-201

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/16" = 1'-0"S-201

1 NORTH ELEVATION

SCALE: 1/16" = 1'-0"S-201

2 SOUTH ELEVATION

SCALE: 1/16" = 1'-0"S-201

3 WEST ELEVATION

SCALE: 1/16" = 1'-0"S-201

4 EAST ELEVATION


elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

Stair #41ST4

Stair #41ST4

3

S-202

EL. 111' - 0"

T/LANDING

T/LANDING

5' - 0" 1' - 4" 5' - 0"

F

5' -

6"

1' -

0"

4' -

11

"3

' - 4

"1

' - 0

"6

' - 5

"

1' -

10

"

#5

@ 1

5"

O.C

. H

OR

Z. E

AC

H F

AC

E

#6

@ 1

2"

VE

RT

EA

CH

FA

CE

W/

#4

TIE

S @

12

" O

.C.

1' -

10

"(1

2)

#6

VE

RT

W/

EL: 116' - 0"

6

S-202

3

S-202

F

5' - 0" 1' - 4" 5' - 0"

5' -

6"

1' -

0"

4' -

11

"3

' - 4

"1

' - 0

"6

' - 5

"

#4

TIE

S @

12

" O

.C.

1' -

10

"(1

2)

#6

VE

RT

W/

#5

@ 1

5"

O.C

. H

OR

Z. E

AC

H F

AC

E

#6

@ 1

2"

VE

RT

EA

CH

FA

CE

W/

#4

TIE

S @

12

" O

.C.

1' -

10

"(1

2)

#6

VE

RT

W/

EL: 121'-0"

T/LANDING

EL: 126'-0"

T/LANDING

6

S-202

LEVEL 1100' - 0"

LEVEL 2116' - 0"

LEVEL 3126' - 0"

LEVEL 4136' - 0"

#4@ 15" O.C. SHORTWAYS T&B

#6@ 12" O.C. LONGWAYS T&B

#4 NOSING BAR, TYP

LAP SPLICE, TYP

STD ACI HK, TYPCIP CONCRETE SLAB ON GRADE, SEE PLAN



#4 NOSING BAR, TYP

LAP SPLICE, TYP

6"

TAPERED BEAM SECTION ATCIP WALL BEYOND W/ (4) #6BARS T&B & #3 STIRRUPS @ 6"O.C. TYP

(4) #6 BARS T&B W/ #3 STIRRUPS @ 6" O.C., TYP



TYP

11 1/4"

TY

P8"

1' -

2"



CONCRETE BEAM, SEE PLAN


1' -

2"

1' - 0"(4) #6 BARS T&B W/ #3 STIRRUPS @ 6" O.C.

CIP CONCRETE WALL BEYOND

F

8" EL 106'-0"

T/LANDING



#4 NOSING BAR, TYP

LAP SPLICE, TYP

6"








#4 NOSING BAR, TYP

LAP SPLICE, TYP

6"






8 1

/4"

5' - 11" 4' - 4"

2' - 0"

EL 111'-0"

T/LANDING

EL 121'-0"

T/LANDING

EL 131'-0"

T/LANDING



7"

7"

7"

7"

7"

7"





S-202

7

TYP

S-502

8SIM

3

S-202

F

EL: 131'-0"

T/LANDING

EL: 136'-0"

T/LANDING

5' -

6"

1' -

0"

4' -

11

"3

' - 4

"1

' - 0

"6

' - 5

"

#4

TIE

S @

12

" O

.C.

1' -

10

" (1

2)

#6

VE

RT

W/

#5

@ 1

5"

O.C

. H

OR

Z. E

AC

H F

AC

E

#6

@ 1

2"

VE

RT

EA

CH

FA

CE

W/

#4

TIE

S @

12

" O

.C.

1' -

10

"(1

2)

#6

VE

RT

W/

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

6

S-202

3

S-202

F

EL. 106' - 0"

T/LANDING

5' - 0" 1' - 4" 5' - 0"

3' -

6"

3' -

0"

4' -

11

"3

' - 4

"1

' - 0

"6

' - 5

"

#4

TIE

S @

12

" O

.C.

1' -

10

"(1

2)

#6

VE

RT

W/

#5

@ 1

5"

O.C

. H

OR

Z. E

AC

H F

AC

E

#6

@ 1

2"

VE

RT

EA

CH

FA

CE

W/

#4

TIE

S @

12

" O

.C.

1' -

10

"(1

2)

#6

VE

RT

W/

#5

@ 1

5"

O.C

. H

OR

Z. E

AC

H F

AC

E#

6 @

12

" V

ER

T E

AC

H F

AC

E W

/

6

S-202

CONCRETE CIP STAIRSLAB, SEE ELEVATIONFOR REINF.

16" THICK CIPCONC. WALL, SEEENLARGED PLANS

T/SLAB

EL: VARIES

HOOK STAIR SLAB REINF.INTO CIP CONC. WALL ORUSE FORM SAVERS TODEVELOP BARS INTO WALLS

CIP CONC. STAIR, SEE ENLARGEDPLANS FOR REINF. & SIZE

T/SLAB

EL: SEE PLAN

STD ACI HK, TYPPL 1/2"X7"X1'-4" EMBED W/(3) 5/8" Ø HSA 6" LONG,SPACED AT EACH RAILINGPOST, 5'-0" O.C. MAX

3 1

/2"

7"

PRE-ENGINEERED GLASSRAILING POSTS + ATTACHMENTTO EMBED PER DELEGATEDSPECIALTY ENGINEER

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

2:2

0 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

CAST IN PLACE STAIR PLANS ANDELEVATIONS

S-202

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1/4" = 1'-0"S-202

1 ENLARGED LANDING TO SECOND FLOOR STAIR NO. 4 PLAN

SCALE: 1/4" = 1'-0"S-202

2 ENLARGED THIRD/FOURTH FLOOR STAIR NO. 4 PLANSCALE: 1/2" = 1'-0"S-202

3 STAIR NO. 4 SECTIONSCALE: 1/4" = 1'-0"S-202

4 ENLARGED STAIR NO. 4 PLAN LEVEL 4

SCALE: 1/4" = 1'-0"S-202

5 ENLARGED LEVEL 1 TO LANDING STAIR NO. 4 PLAN

SCALE: 3/4" = 1'-0"S-202

6 TYP CIP CONC STAIR TO CIP CONC WALL DETAILSCALE: 3/4" = 1'-0"S-202

7 TYP GLASS RAILING POST TO CIP CONC STAIR CONN.


elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

EL: SEE PLAN

T/SIGNAGE SLAB

HSS3X3X3/16

HS

S6

X4X

5/1

6

HS

S6

X4X

5/1

6

HSS3X3X3/16

CFS STUDS SPANNINGHORIZONTALLY BETWEENSTEEL TUBES NOT SHOWNFOR CLARITY, SEE PLAN

HS

S6

X4X

5/1

6

HSS3X3X3/16

HS

S6

X4X

5/1

6

HC-PLANK,SEE PLAN TYP

CONC. SLAB,SEE PLAN

6" CFS STUDWALL, SEE PLAN

CONC. BEAM,SEE PLAN

CONC. BEAM,SEE PLAN

CONC. ON METALDECK, SEE PLAN

EL: SEE PLAN

T/ROOF

HSS3X3X3/16,TYP

EL: SEE PLAN

T/4TH FLOOR

EL: SEE PLAN

T/3RD FLOOR

EL: SEE PLAN

T/2ND FLOOR

POLYSTYRENE FOAM FILLW/ MIN COMPRESSIBILITYOF 25 PSI, TYP

S-203

7TYP

S-203

8TYP

S-203

9TYP

S-203

4

S-203

11

TYP

TYP

S-203

6

S-203

5

2

S-203

S-511

4

HS

S6

X4X

5/1

6



T/ROOF

EL: SEE PLAN

T/BEAM

EL: SEE PLAN

T/BEAM

EL: SEE PLAN

T/3RD FLOOR

EL: SEE PLAN


HS

S6

X4X

5/1

6

HS

S6

X4X

5/1

6

HS

S6

X4X

5/1

6

HS

S6

X4X

5/1

6

1

S-506

1

S-203

TYP



S-203

1


S-203

10TYP

HSS6X4X5/16, TYP

HSS3X3X3/16HSS3X3X3/16

HS

S3

X3X

3/1

6


5/16" THICK PL, TYP

NOTCH HSS TUBEAS REQ'D

1/4

1/4TYP

1/4

1/4TYP

HS

S3

X3X

3/1

6

HSS3X3X3/16HSS3X3X3/16TYP2 1/2"

TYP

2 1/2"

10

S-203

TYP

HS

S3

X3X

3/1

6

SEE ARCH

8" CMU WALL,SEE PLAN

CONC. BEAM,SEE PLAN


600T 162-43 TRACK W/ (1) #12 TEKSCREW TO STUD EACH SIDE & (1)1/4" Ø TAPCON @ 16" O.C., EMBED1 1/2", TYP

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

C4 COLUMNBEYOND

6" CFS STUDWALL, SEE PLAN

HC PLANK,SEE PLAN

CONC. BEAM,SEE PLAN

CONC. ON METALDECK, SEE PLAN

HSS6X4X5/16

5/8" THICK BP

CONC TIE BEAM,SEE PLAN 1/4 2-12

L4X4X1/4 CONT. W/ 5/8"Ø HILTI KWIK BOLT 3EMBED = 3 1/8"

600T 162-43 TRACK W/ (1) #12TEK SCREW TO STUD EACHSIDE & (1) 1/4" Ø TAPCON @16" O.C., EMBED 1 1/2"

1/2" MAX NON-SHRINKGROUT PAD.

A.

A

CMU WALL,SEE PLAN

LAP SPLICE

1"

8"

1"

HSS6X4X5/16

1/4

(4) 5/8" Ø HILTI KWIKBOLT 3 EMBED = 2 1/2"

PL 5/8" X 10" X 1'-0"

1" 10" 1"

SECTION A-A

HSS COLUMN,SEE PLAN

NOTCH STEEL TUBEAS REQ'D, TYP

PL 5/16", TYP

HSS3X3X3/16

3/16 4" MIN

3/16 4" MINTYP

HSS3X3X3/16,TYP

WORK POINT

CENTER OFHORIZ. TUBE

4" MIN

.

HSS COLUMN,SEE PLAN

T/CONC.

EL: SEE PLAN

PL 1/8" CAP PLATE

L2 1/2X2 1/2X3/8 CONT. 1/4 CONC. ON MTLDECK, SEE PLAN

HSS3X3X3/16

3/163 SIDES TYP

L4X4X1/4 X 5" LONG

HSS COLUMN,SEE PLAN

3/163 SIDES TYP

HSS3X3X3/16, TYP

L4X4X1/4 X 4 1/2"LONG, TYP

T/ROOF DECK

EL: SEE PLAN

STD ACI HK

HC PLANK,SEE PLAN

#5 CONT.

CONC. BEAM,SEE PLAN

T/CONC. BEAM

EL: SEE PLAN

1/4

STD ACI HOOK, TYP

#5 BAR @16" O.C.

.

A

.

A

NOTES:LOADS INTO HC PLANKS AT STEELFRAMES ARE AS FOLLOWS:LATERAL: WL = 17.0K (ASD) DL = .2K

HSS3X3X3/16

HSS3X3X3/16,TYP

SEE DIAGONAL BRACETO CONCRETE CONN.

WORK POINT

EL: 152'-5"

3/16

3/16

HSS3X3X3/16, TYP

3/16 4" MIN

3/16 4" MINTYP

NOTCH STEEL TUBEAS REQ'D, TYP

PL 5/16"

1' - 8"

2" 8" 8" 2"

4"

10

"2

"

1' -

4"

SECTION A-A

PL 5/8" EMBEDW/ (6) 3/4" Ø HSASTUDS 6" LONG

EDGE OF CONC

HC PLANKSEE PLAN SEE DETAIL

FORANGLE CONN.

CONC TIE BEAM

CONC TIECOLUMN, TYP

PL 5/8" X 1'-4" SQ W/(4) 3/4" HSA, 5" LONG

#5 CONT.

#5 @ 2'-0" O.C.

NOTCH TUBES AS REQ'D

HSS3X3X3/16

. A.A

24"

12"

180° HK

CONC TIE BEAM,SEE PLAN

HSS3X3X3/16

CONC TIE COLUMN,SEE PLAN

WP

EMBED PL

HSS3X3X3/16DIAGONAL, TYP

3/16 4" MIN

3/16 4" MINTYP

1/4

1/4

SECTION A-A

/4 S-505

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

2:2

4 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

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wart

.sco

tt.r

vt

CFS SIGNAGE WALL ELEVATIONS &DETAILS

S-203

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 3/8" = 1'-0"S-203

1 SECTION THRU CFS SIGNAGE WALL

SCALE: 1/4" = 1'-0"S-203

2 SIGNAGE WALL FRAME ELEVATION

SCALE: 1/2" = 1'-0"S-203

3 SECTION THRU HORIZONTAL FRAMING AT SIGNAGE WALL TO STEEL TUBE

SCALE: 3/4" = 1'-0"S-203

5 SIGNAGE WALL TO SECOND FLOOR SLAB CONN.

SCALE: 1" = 1'-0"S-203

6 SIGNAGE WALL TO THIRD FLOOR CONN.

SCALE: 3/4" = 1'-0"S-203

9 DIAGONAL BRACE TO STEEL CONN.

SCALE: 3/4" = 1'-0"S-203

7 TOP OF SIGNAGE FRAME TO ROOF DECK

SCALE: 3/4" = 1'-0"S-203

10 TYP HSS TO HSS CONN.

SCALE: 3/4" = 1'-0"S-203

4 TYP SECTION AT SIGNAGE FRAME TO ROOF CONN.

SCALE: 3/4" = 1'-0"S-203

8 TYP DIAGONAL BRACE TO STEEL COLUMN AT MID-HEIGHTSCALE: 3/4" = 1'-0"S-203

11 TYP SECTION THRU HORIZONTAL FRAMING TO CONC COLUMN



3

3

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

2 3

J

3' - 0" 21' - 0"

10

' - 6

"

TC-10

PRE-ENGINEERED METAL STAIRSAND LANDING PER SPECIALTYDELEGATED ENGINEER

1' -

1"

3' -

4"

3' -

1"

3' -

0"

8

S-502

NOTE: STAIRS MAY BE SUPPORTED BY ALLCMU SURROUNDING STAIRS + LANDINGS

2 3

J

3' - 0" 21' - 0"

6' -

8"

3' -

4"

6"


TC-23

7' -

9"

3' -

0"

BB-1 EL: 106'-0", 112'-0", 116'-0"

BB

-1 E

L: 1

06

'-0

", 1

12'-0

", 1

16

'-0

"

NOTE: STAIRS MAY BE SUPPORTED BY ALLCMU SURROUNDING STAIRS + LANDINGSEL: 111' - 0"

T/LANDING

EL: 116' - 0"

T/LANDING

2 3

J

3' - 0" 21' - 0"

6' -

8"

3' -

4"

6"


TC-23

7' -

6"

3' -

0"

BB-1 EL: 121'-4", 126'-0"

BB

-1 E

L: 1

21

'-4

", 1

26

'-0

"

NOTE: STAIRS MAY BE SUPPORTED BY ALLCMU SURROUNDING STAIRS + LANDINGST/LANDING T/LANDING

EL: 126' - 0"EL: 121' - 0"

2 3

J



3' - 0" 21' - 0"

7' -

6"

3' -

0"

6' -

8"

3' -

4"

6"

BB-1 EL: 136'-0", 131'-4"

BB

-1 E

L: 1

36

'-0

", 1

31

'-4

"

TC-23

T/LANDINGT/LANDING

EL: 131' - 0"EL: 136' - 0"

2 3

J

3' - 0" 21' - 0"



BB-1 EL: 148'-0", 142'-0"

BB

-1 E

L: 1

48

'-0

", 1

42

'-0

"

3' -

9"

6' -

9"

7' -

6"

3' -

0"

EL: 141' - 6"

T/LANDING

EL: 147' - 6"

T/LANDING

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

2:2

9 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

ENLARGED STAIR #1 PLANS

S-204

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL




SCALE: 1/4" = 1'-0"S-204

1 ENLARGED STAIR PLAN #1 FOUNDATION/GROUND FLOOR PLANSCALE: 1/4" = 1'-0"S-204

2 ENLARGED STAIR PLAN #1 SECOND FLOOR PLANSCALE: 1/4" = 1'-0"S-204

3 ENLARGED STAIR PLAN #1 THIRD FLOOR PLAN

SCALE: 1/4" = 1'-0"S-204

4 ENLARGED STAIR PLAN #1 FOURTH FLOOR PLANSCALE: 1/4" = 1'-0"S-204

5 ENLARGED STAIR PLAN #1 ROOF PLAN

NEW SHEET3

elizabethmendez

Rectangle

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Text Box


elizabethmendez

Image

Stair #3

8 9

J

TE

1.3

3

3' - 0" 23' - 0" 11"

HSS8X8X5/16

11

"1

0' -

6"

PRE-ENGINEERED CURTAINWALL PER DELEGATEDSPECIALTY ENGINEER, TYP

CONCRETE SLAB ONGRADE, SEE PLAN

PRE-ENGINEERED METAL STAIRSAND LANDINGS PER SPECIALTYDELEGATED ENGINEER

TE1.33

8

S-502

8 9

J

3' - 0" 23' - 0" 11"

6

S-508TYP

EL: 108' - 0"

T/LANDING

NOTE:LANDINGS / STAIRS MAY ATTACH TO TIE BEAMS.

EL: 116' - 0"

T/LANDING

HSS8X8X5/8

HS

S6

X6X

5/1

6

BEAM TOSUPPORT STAIRLANDING

3

S-508


EL: 108'-0"

EL

: 1

08

'-0

"

TB-8 EL: 108'-8"TB-1 EL: 115'-0"

TB

-11

EL

: 1

16

'-0

"T

B-8

EL

: 1

08

'-8

"

PRE-ENGINEERED CURTAINWALL PER SPECIALTYDELEGATED ENGINEER, TYP HSS8X8X5/16

TC-23

11

"1

0' -

6"

8 9

JHSS8X8X5/8 EL: 121'-0"

6

S-5083

S-508

HSS8X8X5/16

TC-23

TB-6 EL: 125'-0" + 121'-6"PRE-ENGINEERED METAL STAIRSAND LANDINGS PER SEPCIALTYDELEGATED ENGINEER

TB

-6 E

L: 1

25

'-0

" +

121

'-6

"

PRE-ENGINEERED CURTAINWALL PER SPECIALTYDELEGATED ENGINEER, TYP

EL: 121' - 0"

T/LANDING

EL: 126' - 0"

T/LANDING

3' - 0" 23' - 0" 11"

EL

: 1

21

'-0

"H

SS

6X

6X

5/1

6

TYP


11

"1

0' -

6"


8 9

JEL: 131'-0"

6

S-5083

S-508

HSS8X8X5/16

TC-23

TB-6 EL: 135'-0" + 131'-6"PRE-ENGINEERED METAL STAIRSAND LANDINGS PER SEPCIALTYDELEGATED ENGINEER

TB

-6 E

L: 1

35

'-0

" +

131

'-6

"


EL: 131' - 0"

EL: 136' - 0"

HSS8X8X5/8TYP

3' - 0" 23' - 0" 11"

11

"1

0' -

6"

T/LANDING

HS

S6

X6X

5/1

6E

L: 1

31

'-0

"

T/LANDING



8 9

B

3' - 0" 23' - 0" 11"

10

' - 6

"1

1"

HS

S6

X6X

5/1

6

HSS8X8X5/16

TB

-1 E

L: 1

15

'-0

"T

B-8

EL

: 1

08

'-8

"




TC-23

HSS8X8X5/8

TB-8 EL: 108'-0"

EL

: 1

08

'-0

"

EL: 108'-0" 3

S-5086

S-508

TYP

EL: 116' - 0"

T/LANDING

EL: 108' - 0"

T/LANDING

BEAM TO SUPPORTSTAIR LANDING

TB-1 EL: 116'-0"

8 9

B

3' - 0" 23' - 0" 11"

10

' - 6

"1

1"

HSS8X8X5/16


8

S-502



8 9

B



3' - 0" 23' - 0" 11"


10

' - 6

"1

1"

6

S-508

TYP

EL: 136' - 0"

T/LANDING

EL: 131' - 0"

T/LANDING

HSS8X8X5/16

TC-23

EL: 121'-0"

TB-6 EL: 125'-0" & EL: 121'-6"

HSS8X8X5/8

HS

S6

X6X

5/1

6E

L: 1

21

'-0

"

TB

-6 E

L: 1

25

'-0

" &

12

1'-6

"

TB-6 EL: 125'-0" &EL: 121'-6"

END TB @ EL 121'-6"


3

S-508

8 9

B

3' - 0" 23' - 0"




6

S-508

TYP

EL: 136' - 0"

T/LANDING

EL: 131' - 0"

T/LANDINGHSS8X8X5/16

TC-23

EL: 131'-0"

TB-6 EL: 135'-0" & EL: 131'-6"

EL

: 1

31

'-0

"

TB

-6 E

L: 1

35

'-0

" &

13

1'-6

"

TB-6 EL: 135'-0" &EL: 131'-6"

END TB @ EL 131'-6"


HSS8X8X5/8

HS

S6

X6X

5/1

6

11

"1

0' -

6"

3

S-508

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

2:3

5 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

ENLARGED STAIR #2/#3 PLANS

S-205

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL




SCALE: 1/4" = 1'-0"S-205

1 ENLARGED STAIR PLAN #2 FOUNDATION/GROUND FLOOR PLANSCALE: 1/4" = 1'-0"S-205


3 ENLARGED STAIR PLAN #2 THIRD FLOOR PLAN

SCALE: 1/4" = 1'-0"S-205

4 ENLARGED STAIR PLAN #2 FOURTH FLOOR PLANSCALE: 1/4" = 1'-0"S-205


5 ENLARGED STAIR PLAN #3 FOUNDATION/GROUND FLOOR PLAN

SCALE: 1/4" = 1'-0"S-205

7 ENLARGED STAIR PLAN #3 THIRD FLOOR PLANSCALE: 1/4" = 1'-0"S-205

8 ENLARGED STAIR PLAN #3 FOURTH FLOOR PLANNEW SHEET

3

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Text Box


elizabethmendez

Image

FOUNDATIONDESIGNATION

DIMENSIONS

"W" "D" LONG WAY SHORT WAY

REBAR

WALL FOUNDATION SCHEDULE (F'c= 4,000 PSI @ 28-DAYS)

2'-6" #4 @ 15" O.C.3#5 BOT1'-2"WF2.5

3'-0" 3#5 BOTWF3.0

4'-6" 5#5 BOTWF4.5

1'-4"

1'-4"

REMARKS

#5 @ 12" O.C.

#6 @ 12" O.C.

6'-0" 6#5 BOTWF6.0 1'-4" #6 @ 12" O.C.

TOP BARS PER DETAIL 3/S-501




3

7'-0" 7#5 BOTWF7.0 1'-4" #6 @ 12" O.C. TOP BARS PER DETAIL 3/S-501

2'-0" #4 @ 15" O.C.3#5 BOT1'-2"WF2.0 TOP BARS PER DETAIL 3/S-501

3'-6" #4 @ 15" O.C.4#5 BOT1'-4"WF3.5 TOP BARS PER DETAIL 3/S-501

4'-0" #4 @ 15" O.C.5#5 BOT1'-4"WF4.0 TOP BARS PER DETAIL 3/S-501 4'-0" 5#5 BOTWF4.0 (V) 1'-4" #6 @ 12" O.C.

4'-6" 5#5 BOTWF4.5 (V) 1'-4" #6 @ 12" O.C.

3'-6" 5#5 BOTWF3.5 (V) 1'-4" #6 @ 12" O.C.

3'-0" 4#5 BOTWF3.0 (V) 1'-4" #6 @ 12" O.C.

5'-6" 6#5 T&BWF5.5 (V) 2'-0" #5 @ 12" O.C. T&B

10'-0" 10#8 T&BWF10.0 3'-0" #6 @ 12" O.C. T&B

9'-0" 7#6 T&BWF9.0 2'-6" #6 @ 12" O.C. T&B


DIMENSIONS

"W" "D" LONG WAY SHORT WAY

REBARREMARKS


DIMENSION

SPREAD FOUNDATION SCHEDULE (F'c = 4000 PSI @ 28 DAYS)

REMARKS"A", LONGWAY

"B", SHORTWAY

8'-0" 8'-0"

7'-6"

FOUNDATIONTHICKNESS

1'-8"

2'-2"

2'-8"

F7.5 7'-6" 7'-6" 1'-6"

F8.5 8'-6" 1'-8"

REINFORCEMENT

PARALLEL TOLONG WAY

PARALLEL TOSHORT WAY

7#6 BOT.

F8.0

F7.5 (V)

3'-0"

7'-6"

8'-6"

6#7 BOT.

8#6 BOT.

8#7 BOT.

9#8 BOT.

8#6 BOT.

8#7 BOT.

9#8 BOT.

7#6 BOT.

6#7 BOT.

F6.0 6'-0" 6'-0" 1'-4" 5#6 BOT. 5#6 BOT.

8'-6" 2'-6"

F10.0 (V) 10'-0" 2'-8"

9'-3" 2'-8"

F8.5 (V)

F9.25 (V)

11'-6" 3'-0"

F10.5 (V) 10'-6"

F12.5 (V) 12'-6" 3'-4"

F11.5 (V)

8'-6"

10'-0"

9'-3"

11'-6"

10'-6"

12'-6"

8#8 BOT.

9#8 BOT.

10#8 BOT.

10#9 BOT.

12#9 BOT.

8#8 BOT.

9#8 BOT.

10#8 BOT.

10#9 BOT.

12#9 BOT.

7'-0" 2'-0"F7.0 (V) 7'-0" 8#7 BOT. 8#7 BOT.

F7.0 7'-0" 7'-0" 1'-6" 7#6 BOT. 7#6 BOT.

6'-0" 2'-0"F6.0 (V) 6'-0" 6#7 BOT. 6#7 BOT.

6'-6" 2'-0"F6.5 (V) 6'-6" 7#7 BOT. 7#7 BOT.

F5.0 5'-0" 5'-0" 1'-4" 5#6 BOT. 5#6 BOT.

F4.0 4'-0" 4'-0" 1'-2" 4#5 BOT. 4#5 BOT.

F14.0 (V) 14'-0" 3'-4"14'-0" 14#9 BOT. 14#9 BOT.

F14.5x6 14'-6" 1'-4"6'-0" 6#6 BOT. 14#6 BOT.

F18x8 (V) 18'-0" 2'-0"8'-0"8#6 TOP. 18#6 TOP.8#9 BOT. 18#9 BOT.

F13x7 (V) 13'-0" 2'-0"7'-0"8#6 TOP. 14#6 TOP.

8#8 BOT. 14#8 BOT.

F9.0x6.0 (V) 9'-0" 2'-2"6'-0" 7#7 BOT. 10#7 BOT.

F21x7 21'-0" 1'-10"7'-0"8#6 TOP. 22#6 TOP.8#8 BOT. 22#8 BOT.

F24x4.5 24'-0" 1'-4"4'-6" 5#6 BOT. 24#6 BOT.


8'-0" 2'-2"F8.0 (V) 8'-0" 8#7 BOT. 8#7 BOT.

F15.5 (V) 15'-6" 2'-0"15'-6" 16#7 BOT. 16#7 BOT.

5'-0" 1'-6"F5.0 (V) 5'-0" 5#6 BOT. 5#6 BOT.


F8.0x5.0 (V) 8'-0" 2'-2"5'-0" 6#7 BOT. 9#7 BOT.

6

TYPICAL BEAM

NOTES:1. DIMENSIONS SHOWN ARE NOMINAL DIMENSIONS.2. LAP SPLICE TOP AND BOTTOM BARS PER SPLICE SCHEDULE.3. SEE PLANS FOR TIE BEAM ELEVATIONS.4. ALL TIE BEAMS SHALL BE CONTINUOUS, UNLESS OTHERWISE NOTED.5. FOR TYPICAL TIE BEAMS WITH ELEVATION THAT VARIES, STEP TIE BEAM AS REQUIRED TO FOLLOW ROOF

SLOPE. SEE STEPPED TIE BEAM DETAIL.6. TIE BEAMS AND CONCRETE BEAMS SHALL BEAR A MINIMUM OF 8" ON MASONRY WALLS, WITH THE CELLS

UNDER THE POINT OF BEARING REINFORCED AND GROUTED SOLID.7. WHERE BEAMS INTERSECT A MASONRY WALL, WITHOUT FORMING A T- OR L-SHAPED BEAM

CONFIGURATION, BEAM SHALL FULLY BEAR ON WALL FOR FULL DEPTH OF WALL AND FULL WIDTH OF BEAR.ALL CELLS UNDER BEAM BEARING SHALL BE GROUTED SOLID AND REINFORCED. TOP & BOTTOM BARSSHALL BE TERMINATED IN STANDARD 90° HOOKS. WHERE A T- OR L-SHAPED BEAM INTERSECTION ISFORMED, TOP & BOTTOM BARS SHALL BE LAP SPLICED WITH CORNER OR INTERSECTION BARS.

TIE BEAM PLAN DESIGNATION: TB-X EL. X'-X"

TIE BEAM TYPE

TOP OF BEAM ELEVATION

STIRRUPS

INTERMEDIATEBARS

T & B BARS

TB-1 8" 20" (2) - #6 #3 @ 16" O.C.

BEAMDESIGNATION

SIZE REBARSTIRRUPS NOTES

"A" "B" (T & B)

CONCRETE TIE BEAM SCHEDULE (F'c(min)= 6,000 PSI SECOND FLOOR, 4,000 PSI REMAINDER @ 28-DAYS)

EL. VARIES,

T/ TIE BEAM

SEE PLAN

TB-2 12" 20"

B

A

(3) - #6 #3 @ 16" O.C.

TB-3 8" 40" (2) - #7 #3 @ 12" O.C.

TB-4 8" 20" (2) - #6 #3 @ 12" O.C. (1) - #6 INT. BARS EA FACE

TB-5 8" 28" (2) - #8 #3 @ 6" O.C.

TB-6 8" 18" (2) - #6 #3 @ 12" O.C.

TB-7 12" 18" (3) - #6 #3 @ 12" O.C.

TB-8 8" 16" (2) - #6 #3 @ 12" O.C.

(2) - #7 INT. BARS EA FACE


(1) - #8 INT. BARS EA FACE

TB-10 8" 24" (2) - #7 #3 @ 12" O.C.


TB-12 8" 25" (2) - #6 #3 @ 12" O.C.


BB-1

1' -

4"

7 5/8"

(2) 8" CMU BOND BLOCKREINFORCED W/ (2) #5CONT. BARS EACH


RB-1 8" 36" MIN (2) - #7 #3 @ 12" O.C. (2) - #7 INT. BARS EA FACE

RB-2 8" 16" MIN (2) - #6 #3 @ 12" O.C.

TB-15 8" 19 1/2" (2) - #6 #3 @ 16" O.C.

TB-16 12" 19 1/2" (3) - #6 #3 @ 12" O.C.

6

EL. SEE PLAN

T/ ROOF SLAB

EL. SEE PLAN

T/ FLOOR SLAB

EL. SEE PLAN

T/ FOUNDATION

STD. HOOK, TYP.

COLUMN OFFSET

LAP SPLICE36 x BAR DIA.TYP.

OFFSET AS REQUIRED;WHERE OFFSET EXCEEDS3" SEPARATE DOWELSARE REQUIRED

ALL COLUMN REBAR TO BESHOP OFFSET BENT. SLOPEOF OFFSET INCLINE NOTTO EXCEED 1:6

DOWEL SIZE TO MATCHCOLUMN REINFORCINGW/ STANDARD ACI HOOKS

BE

AM

.3"

..

.

2 TIES AT 1/2SPECIFIED SPACING

TIES ATSPECIFIED SPACING

6"

.

.

.

.

TIES AT 1/2SPECIFIED SPACING


6"

6"

BE

AM

..

.

3"

2 TIES AT 1/2SPECIFIED SPACING

TIES ATSPECIFIED SPACING

..

..

.

6"


6"


6"

TY

P.

1"

MIN

.

SHALLOW FOUNDATION,SEE PLAN & DETAILS

FOR SINGLE STORYCOLUMNS, USE ONLY TOPAND BOTTOM PORTIONSOF THIS DETAIL

TYPICAL RECTANGULAR COLUMN

TC-1 7 5/8" 16" (4) - #6 #3 @ 8"

TIE COLUMNDESIGNATION

SIZE REBAR TIES NOTES"A" "B"

MASONRY + CONCRETE COLUMN SCHEDULE (F'c(min)= 6,000 PSI FOUNDATION TO SECOND FLOOR, 5,000 PSI REMAINDER @ 28-DAYS)

C-1 (20) - #6 #4 @ 10"

C-2 (20) - #10 #4 @ 8"

A

B

C-4 36"Ø (22) - #11 #4 @ 10"

48" 34"

24" 24"

TYPE A

TYPE B

TYPE I

TYPE E

B

A

TYPE A

B

A

TYPE B

TC-2 24" (10) - #6 #3 @ 8" TYPE A

B

A

TYPE C

C-3 24" 24" (20) - #10 #4 @ 8" TYPE B

TC-3 24" (12) - #7 #4 @ 8" TYPE D

TC-4 SEE SECTION FOR SIZE & REINF. TC-4

2' -

0"

2' - 0"

7 5/8"

11

5/8

"

(12) #6 VERT.#3 TIE SETS @ 8" O.C.

TC-4

TC-5 TC-5

2' -

0"

2' - 0"

7 5/8"

7 5

/8"

(12) #7 VERT.#3 TIE SETS @ 8" O.C.

TC-5

C-5 (12) - #7 #3 @ 6" TYPE B18" 18"

TC-6 10" 32" (12) - #9 #3 @ 8" TYPE D

TC-7 7 5/8" 34" (12) - #6 #3 @ 8" TYPE D

A

TYPE D

B

LAP TIES 1'-2"

TYPE E

MC-1 36" 34"


TC-9 (14) - #9 TYPE J


TC-11 TC-11

TC-12 TC-12

TC-13 (8) - #7 TYPE A

A

B

12" CMU R/W (10) #7 BARSW/ #3 TIES @ 16" O.C.

MC-1

11

5/8

"

(8) #6 VERT. W/ #3TIES @ 8" O.C.

TC-8

7 5/8"

7 5

/8"

(7) #6 VERT. W/ #3TIES @ 8" O.C.

TC-10

7 5/8"

7 5

/8"

(14) #6 VERT. W/ #3TIES @ 8" O.C.

TC-12

8" 7 5/8" 8"

10" 40"

11 5/8" 16"

C-6 (6) - #5 #3 @ 8" TYPE A8" 12"

TC-14 (12) - #7 #4 @ 6" TYPE A7 5/8" 24"

TC-15 (16) - #7 #4 @ 6" TYPE G7 5/8" 32"

C-7 (12) - #9 #3 @ 4" TYPE F12" 24"

TC-16 TC-16

7 5/8"

(11) #9 VERT. BARS W/#3 TIES @ 6" O.C.

TC-16

1' -

9"

1' - 4" 11 5

/8"

SEE MC-1 FOR REINF MC-1

11 5/8"

7 5/8"

SEE SECTION FOR SIZE & REINF.

#3 @ 6"



#3 @ 12"

C-8 (20) - #11 #4 @ 8" TYPE B24" 24"

C-9 (8) - #6 #3 @ 8" TYPE A12" 24"


TC-17 TC-17SEE SECTION FOR SIZE & REINF.

2' -

0"

2' - 10"

7 5/8"

7 5

/8"

(18) #6 BARS W/#3 TIES @ 8" O.C.

TC-17

A

TYPE G

B

A

TYPE F

B

TC-18 (20) - #7 #4 @ 6" TYPE G7 5/8" 40" 2' -

0"

1' - 4"

1' -

4"

1' - 4"

2' -

0"

3' -

0"

1' - 4"

7 5/8"

7 5

/8"

(20) #6 VERT. W/ #3TIES @ 8" O.C.

TC-19


TC-20 (8) - #6 #3 @ 6" TYPE H7 5/8" 20 1/2"

TC-21 (8) - #6 #3 @ 6" TYPE H7 5/8" 21 1/2"

11

5/8

"

(14) #6 VERT. W/ #3TIES @ 8" O.C.

TC-11

8" 7 5/8" 8"

2' -

4"

B

A

TYPE H

TC-22 (8) - #6 #3 @ 6" TYPE H7 5/8" 24"


(10) #4 VERT. W/ #3TIES @ 8" O.C.

TC-23

7 5/8" 2"

1' -

10

"

8"

8"

6"

9 5/8"

C-10 (20) - #10 #4 @ 8" TYPE I24" 48"

A

TYPE I

B

3

7 5

/8"

(18) #6 VERT. W/ #3TIES @ 8" O.C.

TC-24

7 5/8"

3' -

4"

1' - 4"

7 5

/8"

(12) #6 VERT. W/ #3TIES @ 8" O.C.

TC-25

7 5/8"

1' -

3"

1' - 4"

6


TC-25 TC-25SEE SECTION FOR SIZE & REINF. 6

12" WIDETIE BEAM

8" WIDETIE BEAM

REINF BARSSEE TB SCHED.

HK TOP BARS WITH STD ACIHK WHERE BAR ENDS @12" O.C. WIDE TIE BEAMS

STIRRUPS, SEETB SCHED.

PLAN VIEW

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

2:4

1 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

SCHEDULES

S-401

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 3/4" = 1'-0"S-401

1 FOUNDATION SCHEDULESCALE: 3/4" = 1'-0"S-401

2 TIE BEAM / BOND BEAM SCHEDULESCALE: 3/4" = 1'-0"S-401

3 TYPICAL CONCRETE COLUMN

SCALE: 3/4" = 1'-0"S-401

4 MASONRY AND CONCRETE COLUMN SCHEDULE

SCALE: 3/4" = 1'-0"S-401

5 TYP 8" TO 12" TB REINF DETAIL




8 Revision 6 Date 6

3

3

3

6

8

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

PERIMETER BEAMINTERIOR BEAM

2" CLR @ EXT BM1 1/2" CLR @ INT BM

135 DEG HOOK

HORIZONTAL BAREACH FACE AS NOTEDON SCHEDULE

2" CLR @ EXT BM

1 1/2" CLR @ INT BM

135 DEG HOOK


REFER TO PRECAST PLANKTYPICAL DETAILS IN S-501-511FOR REINFORCEMENT ANDCONNECTION INFORMATION

(2) STIRRUPS


135 DEG HOOK

NOTES:"F" - REVERSAL BARS - OVER COLUMN HEADS AT DISCONTINUOUS ENDS"G" - REVERSAL BARS - OVER COLUMN HEADS AT INTERIOR SUPPORTS"C" - TOP BARS AT DISCONTINUOUS ENDS"E" - TOP BARS AT INTERIOR SUPPORTS"TOP BARS" - EXTEND TO 1/2 POINT OF ADJACENT SPAN U.N.O. AND LAP SPLICE PER SPLICE SCHEDULE IN STRUCTURAL NOTES

BEAM PLAN DESIGNATION: CB-X

BEAM TYPE

BEAMDESIGNATION

SIZE REINFORCING STIRRUPSNOTES

"A" "B" TOP BARS

CAST IN PLACE CONCRETE BEAM SCHEDULE

BOT BARS

2CB-1

"C" BARS "E" BARS SPACING EACHEND U.N.O.

SPACINGINTERMED

"F"BARS "X"

"G"BARS

"Y"

TYPICAL BEAM

STIRRUPS

INTERMEDIATEBARS

T & B BARS

EL. VARIES,

T/BEAM

SEE PLAN

"B"

"A"

L1/4

TYP3"

L1

"C" BAR

TOP BARCONT.

BOTTOM BARS

GREATER

L1/4 OR L2/4

GREATER

L1/4 OR L2/4

TYP

6"

"Y"

"E" BAR TOP BARCONT.

0"

0"

"G" BAR W/STANDARD HOOKTHROUGHOUT

BOTTOM BARS

"Y" "Y"

L2 L3

"Y"

GREATER

L2/4 OR L3/4

GREATER

L2/4 OR L3/4

COLUMN OR PILECAP SUPPORT

BOTTOM BARS

"E" BAR

TOP BARCONT.

L3/4

"Y" "Y"

L4

"C" BAR

BOTTOM BARS

"F" BARS

NOTE: WHERE SLAB ISCONT. AT BEAM END,EXTEND TOP BARS3'-0" INTO SLAB ,TYP

2CB-2

2CB-3

2CB-4

2CB-5

2CB-6

2CB-7

2CB-8

2CB-9

2CB-10

2CB-11

2CB-12

2CB-13

2CB-14

2CB-15

2CB-16

2CB-17

2CB-18

2CB-25

2CB-26

2CB-27

2CB-28

2CB-29

2CB-30

2CB-31

2CB-32

2CB-33

2CB-34

2CB-35

2CB-36

2CB-19

2CB-20

2CB-21

2CB-22

2CB-23

2CB-24

2CB-37

2CB-38

"I" BARS

BEAMDESIGNATION

SIZE REINFORCING STIRRUPSNOTES

"A" "B" TOP BARS

CAST IN PLACE CONCRETE BEAM SCHEDULE

BOT BARS

3CB-4

"C" BARS "E" BARS SPACING EACHEND U.N.O.

SPACINGINTERMED

"F"BARS "X"

"G"BARS

"Y"

3CB-5

3CB-6

3CB-7

4CB-1

4CB-2

4CB-3

4CB-4

4CB-5

RCB-1

RCB-2

RCB-3

RCB-4

RCB-5

RCB-6

"I" BARS

40" 16"

40"

34"

24"

24"

16"34"

40"

40"

24"

16"

40" 30"

40" 24"

40" 32"

40" 24"

30" 12"

36" 8"

40" 12"

40" 8"

16" 8"

24" 12"

40" 16"

40" 24"

40" 34"

40" 16"

24" 12"

16"30"

30" 16"

28" 12"

20" 12"

28" 16"

36" 20"

34" 16"

34" 16"

24" 8"

36" 8"

36" 24"

36" 16"

28" 12"

40" 8"

28" 8"

20" 8"

37" 24"

(5) #10

(10) #10

(7) #10

(5) #10

(14) #10

(10) #10

(10) #10

(14) #10

(20) #10

(8) #10

(4) #9

(4) #7

(4) #6

(2) #8

(2) #7

(3) #8

(4) #6

(6) #10

(8) #8

(4) #10

(4) #6

(4) #7

(4) #10

(8) #8

(3) #7

(3) #8

(10) #10

(12) #8

(5) #8

(2) #8

(2) #7

(8) #10

(4) #10

(3) #8

(2) #9

(2) #7

(2) #7

(16) #10

(5) #10

(5) #10

(6) #10

(4) #9

(12) #10

(5) #10

(10) #10

(12) #10

(20) #10

(16) #10

(4) #8

(4) #7

(4) #6

(4) #9

(2) #7

(4) #8

(8) #10

(12) #10

(8) #8

(4) #10

(4) #7

(4) #8

(4) #10

(4) #9

(3) #7

(6) #8

(5) #10

(6) #8

(5) #8

(2) #8

(2) #10

(12) #10

(5) #10

(4) #8

(2) #9

(2) #7

(2) #7

(16) #10

(4) #10

(4) #10

(2) #10

(2) #9

(2) #10

(4) #10

(4) #10

(4) #10

(4) #10

(2) #10

(2) #8

(2) #7

(2) #6

(4) #8

-

-

(4) #6

(4) #10

(4) #8

(4) #10

-

-

(2) #10

(2) #8

(2) #7

(2) #8

(2) #10

(2) #8

(2) #8

(2) #8

(2) #7

(2) #10

(2) #10

-

(4) #8

-

(2) #7

(2) #10

- -

- -

- -

- -

- -

- -

- -

- -

- -

(4) #10 (4) #10

- -

- -

- -

- -

- -

(2) #8 (2) #8

- -

- (4) #10

- -

- -

- -

(2) #6(2) #6

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

#4 @ 14"

(2) #4 @ 8"

(2) #4 @ 8"

#4 @ 8"

(2) #4 @ 8"

(2) #4 @ 8"

(3) #4 @ 12"

(2) #4 @ 8"

(2) #4 @ 5"

(2) #4 @ 6"

#4 @ 10"

#3 @ 8"

#3 @ 12"

#3 @ 12"

#3 @ 6"

#4 @ 6"

(2) #4 @ 6"

(2) #4 @ 8"

(2) #4 @ 12"

#4 @ 12"

#3 @ 6"

#4 @ 8"

#4 @ 6"

#4 @ 8"

#3 @ 8"

#4 @ 8"

(2) #4 @ 10"

(2) #4 @ 12"

#3 @ 8"

#3 @ 8"

#4 @ 8"

#4 @ 8"

#4 @ 8"

#3 @ 12"

#3 @ 12"

#3 @ 8"

(2) #4 @ 6"

#4 @ 12"

#4 @ 14"

(2) #4 @ 12"

(2) #4 @ 12"

#4 @ 12"

(2) #4 @ 12"

(2) #4 @ 12"

(3) #4 @ 12"

(2) #4 @ 8"

(2) #4 @ 6"

(2) #4 @ 10"

#4 @ 10"

#3 @ 8"

#3 @ 12"

#3 @ 12"

#3 @ 6"

#4 @ 6"

(2) #4 @ 6"

(2) #4 @ 12"

(2) #4 @ 12"

#4 @ 12"

#3 @ 12"

#4 @ 12"

#4 @ 12"

#4 @ 10"

#3 @ 8"

#4 @ 8"

(2) #4 @ 10"

(2) #4 @ 12"

#4 @ 12"

#3 @ 8"

#3 @ 12"

#4 @ 8"

#4 @ 12"

#4 @ 8"

#3 @ 12"

#3 @ 12"

#3 @ 8"

(2) #4 @ 10"

(2) #10

(2) #10

(2) #10

(2) #9

(2) #10

(2) #10

(2) #10

(2) #10

(2) #10

(2) #10

(2) #8

(2) #7

(2) #8

(2) #9

(2) #7

(2) #8

(2) #10

76"

2 ROWS OF TOP & INT BARS

2 ROWS OF TOP & BOT BARS

2 ROWS OF BOT BARS

2 ROWS OF TOP, INT, & BOT BARS

2 ROWS OF TOP & INT BARS



2 ROWS OF BOT & INT BARS

2 ROWS OF BOT & INT BARS

2 ROWS OF BOT BARS

2 ROWS OF TOP BARS

2 ROWS OF TOP BARS

2 ROWS OF BOT BARS


22" 12"

22" 16"

34" 24"

20" 8"

18" 8"

22" 8"

28" 12"

22" 16"

16"

24"

8"

8"

24"

18"

24"

48"

28"

20"

28"

28"

46"

34"

(4) #7

(5) #8

(18) #8

(6) #8

(2) #7

(2) #5

(2) #8

(4) #7

(5) #8

(3) #7

(6) #7

(2) #6

(6) #6

(8) #9

(3) #6

(4) #7

(5) #8

(18) #8

(6) #8

(2) #8

(2) #5

(2) #8

(4) #7

(5) #8

(3) #7

(6) #8

(2) #7

(3) #6

(8) #8

(3) #6

(2) #7

(2) #8

(2) #8

(2) #8

(2) #7

-

(2) #8

(2) #7

(2) #8

(4) #6

(2) #7

(2) #6

(2) #6

(2) #6

(2) #8

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

#3 @ 10"

#3 @ 10"

#3 @ 10"

#3 @ 10"

(2) #4 @6" (2) #4 @ 8"

#4 @ 12" #4 @ 12"

#3 @ 8" #3 @ 8"

#3 @ 10"

#3 @ 10"

#3 @ 12"

#4 @ 12"

(2) #4 @ 12"

#3 @ 5"

#3 @ 8"

(2) #4 @ 12"

#3 @ 8"

#3 @ 4" #3 @ 6"

#3 @ 8"

#3 @ 10"

#3 @ 10"

#3 @ 12"

(2) #4 @ 12"

#3 @ 8"

#3 @ 8"

(2) #4 @ 12"

#4 @ 12"


2 ROWS OF TOP BARS

"I" BAR

3CB-3 22" 8" (2) #8 (2) #8 (2) #8 - - #3 @ 8" #3 @ 8"

2CB-39 40" 12" (2) #7 (2) #7 (2) #7 #3 @ 12" #3 @ 12"

- -

3CB-2 8" (2) #5 (2) #5 - - - #3 @ 4" #3 @ 8"

- -2CB-40 34" 20" (5) #8 (5) #8 (2) #8 #3 @ 8" #3 @ 8"

- - (2) #83CB-1 20" 8" (2) #7 (2) #8 (2) #7 #3 @ 8" #3 @ 8"

30" 20" (5) #10 (5) #10 (2) #10 - - #4 @ 6" #4 @ 12"2CB-41

RCB-7 8" (2) #7 (2) #7 - - - #3 @ 8" #3 @ 12"22"

(2) #10

(2) #8

(2) #10

(2) #7

(2) #8

(2) #10

(2) #9

(2) #7

(2) #10

(2) #10

(2) #8

(2) #8

(2) #7

(2) #7

(2) #10

(2) #10

(2) #8

(2) #8

(2) #7

(2) #6

(2) #10

(2) #7

(2) #8

(2) #10

76"

76"

68"

76"

76"

76"

76"

76"

76"

60"

60"

60"

68"

52"

60"

76"

76"

60"

76"

52"

60"

76"

68"

52"

76"

76"

60"

60"

52"

52"

76"

76"

60"

60"

52"

44"

76"

52"

60"

76"

(2) #10

(2) #10

76"

76"

2 ROWS OF INT BARS

2 ROWS OF INT BARS

2 ROWS OF INT BARS

2 ROWS OF INT BARS

2 ROWS OF INT BARS


(2) #5

(2) #8

18"

(2) #7

(2) #8

(2) #8

(2) #8

(2) #8

(2) #5

(2) #8

(2) #7

(2) #8

(2) #7

(2) #8

(2) #7

(2) #6

(2) #8

(2) #7

(2) #6

60"

36"

60"

52"

60"

60"

60"

60"

36"

60"

52"

60"

52"

60"

52"

44"

60"

44"

52"

(2) #8

(2) #5

(2) #8

(2) #7

(2) #8

(2) #8

(2) #8

(2) #8

(2) #5

(2) #8

(2) #7

(2) #8

(2) #7

(2) #8

(2) #7

(2) #6

(2) #8

(2) #7

(2) #6

60"

36"

60"

52"

60"

60"

60"

60"

36"

60"

52"

60"

52"

60"

52"

44"

60"

44"

52"

2 ROWS OF INT BARS

(2) #10

(2) #9

(2) #10

(2) #10

(2) #10

(2) #10

(2) #10

(2) #10

(2) #8

(2) #7

(2) #8

(2) #9

(2) #7

(2) #8

(2) #10

(2) #10

(2) #8

(2) #10

(2) #7

(2) #8

(2) #10

(2) #9

(2) #7

(2) #10

(2) #10

(2) #8

(2) #8

(2) #7

(2) #7

(2) #10

(2) #10

(2) #8

(2) #8

(2) #7

(2) #6

(2) #10

(2) #7

(2) #8

(2) #10

76"

68"

76"

76"

76"

76"

76"

76"

60"

60"

60"

68"

52"

60"

76"

76"

60"

76"

52"

60"

76"

68"

52"

76"

76"

60"

60"

52"

52"

76"

76"

60"

60"

52"

44"

76"

52"

60"

76"

INTERMEDIATE BARS

EQ

EQ

EQ

INTERMEDIATE REINF.("I" BARS), SEE SCHEDULE

TOP ROW OF TOPREINF., SEE SCHEDULE

BOT ROW OF BOTREINF., SEE SCHEDULE

2CB-42 40" 50 5/8" (24) #10 (24) #10 (4) #10 - - (2) #4 @ 6" (2) #4 @ 6" (2) #10 2 ROWS OF TOP, INT, & BOT BARS76" (2) #10 76"

RCB-8 8" (2) #6 (2) #6 - - - #3 @ 12" #3 @ 12"10" (2) #6 44" (2) #6 44"

4CB-6 6" 7 5/8" (2) #6 (2) #5 - - - #3 @ 18" #3 @ 18" (2) #5 36" (2) #5 36"

3CB-8 7 5/8"6" (2) #6 (2) #5 - - - #3 @ 18" #3 @ 18" (2) #5 36" (2) #5 36"

CB-9

(4) #10 "I" BARS, 2 ROWS

(20) #10 TOP BARS, 2ROWS

(20) #10 BOT BARS, 2ROWS

2' -

0"

1' -

4"

2' - 6" 1' - 6" (2) #10 BARSTOP & BOT

ADDITIONAL #4 TIE @12" O.C. IN "LEDGE"


2CB-43 40" 12" (3) #6 (3) #9 (4) #6 - #3 @ 6" #3 @ 6" (2) #9 68" (2) #9 68" 2 ROWS OF INT BARS

4CB-7 6" 11 5/8" (3) #6 (3) #5 - - - #3 @ 18" #3 @ 18" (2) #6 44" (2) #6 44"

3CB-9 6" 11 5/8" (3) #6 (3) #5 - - - #3 @ 18" #3 @ 18" (2) #6 44" (2) #6 44"

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

2:4

8 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

CONCRETE BEAM SCHEDULE

S-402

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 3/4" = 1'-0"S-402

2 STIRRUP TYPES

SCALE: 3/4" = 1'-0"S-402

1 TYPICAL CAST IN PLACE CONCRETE BEAM DIAGRAM AND SCHEDULE



3

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

DOWEL WITH STD ACIHOOK, SEE PLAN FORREINFORCING SIZEAND SPACING.

CMU WALL, SEE PLANFOR SIZE ANDREINFORCING

TOP REINFORCINGREQUIRED ATOPENINGS SEETYPICAL DETAIL

BARS "B"

BARS "A" CONT.,TYP.

1/2" ISOLATION JOINT,TYP.

CONC. SLAB ONGRADE, SEE PLAN

COMPACTED FILL, TYP.

FINISHED GRADE,SEE CIVIL PLANS

"W"3" CLEAR

"D"

3"

CLE

AR

EL. SEE PLAN

T/ SLAB

EL. SEE PLAN

T/ FOUNDATION

ALL MASONRY IN CONTACTW/ SOIL SHALL BE GROUTFILLED SOLID

WALL FOUNDATION - SEESCHEDULE ON S-301

1/2" ISOLATION JOINT, TYP.

CONC. SLAB, SEE PLAN

WALL FOOTING, SEE PLAN& SCHEDULE ON S-401 FORSIZE AND REINFORCING

DOWELS TO MATCHWALL REINF.

ALL MASONRY IN CONTACTW/ SOIL SHALL BE GROUTFILLED SOLID

CMU WALL, SEE PLAN

SEE MASONRY WALLDETAIL FOR ADDITIONALINFORMATION

NOTE: REFER TO PLAN FOR SIZEAND SPACING OF VERTICALWALL REINFORCING.

3"

CL

R

"D"

"W"

COMPACTED FILL, TYP.

EL. SEE PLAN

T/ SLAB

EL. SEE PLAN

T/ FOUNDATION#5 HOOKED DOWELS@ 16" O.C.; MIN. 2PER OPENING.

TOP BARS TO MATCHBOTTOM BARS;EXTEND 4'-0" PASTMASONRY OPENING

3'-0" MIN.

SEE PLAN & SCHEDULE

WALL FOUNDATION

SE

E P

LA

NS

EE

SC

HE

D.

MIN

.8

"

#5 CONT.

EL. SEE PLAN

T/ SLAB

CONC. SLAB, SEE PLAN

DOWELS TO MATCHWALL REINFORCING

NOTE: REFER TO PLAN FORSIZE AND SPACING OFVERTICAL WALL REINFORCING.

1'-0

"

1

1

(2) #5 CONT.

#4 @ 18" O.C. TS1.33: 1'-4"

CMU WALL, SEE PLAN

48

db

LA

P S

PL

ICE

TY

P

EL. SEE PLAN

T/ SLAB

FOUNDATION REINF.SEE SCHED. OR DETAILS

ADDITIONAL REINF. SAMESIZE AND NUMBER ASFOUNDATION REINF. ALIGN WITH BLOCK INCREMENTS.

FOUNDATION REINF.SEE SCHED. OR DETAILS

1

2

0"

TY

P.

1' - 0" Ld

Ld

MA

X

3'-

0"

PIPING GREATER THAN 3'-0"BELOW FOUNDATION DOESNOT REQUIRE INTEGRATIONWITH FOUNDATION

CAST IN PLACESLEEVE, MINIMUM 1"GREATER DIAMETERTHAN CONDUIT.

REINFORCE W/ #5 INGROUT FILLED "U"BLOCK ABOVE SLEEVE

(GREATER THAN4", THICKENFOUNDATIONTO COMPENSATE)

LAP SPLICE40 BAR DIA.'S

MATCH FOUNDATIONREINFORCING

1

1

SE

E P

LA

N4

" M

AX

.

MIN

.

6"

MIN.

6"

EL. (SEE PLAN)

T/ SLAB

STRIP FOOTING REINFORCINGCONT. THROUGH PADS

OUTSIDE CORNER BARS SAMESIZE & NO. AS HORIZONTALREINFORCING

PAD REINFORCING TYPICAL HORIZONTALREINFORCING

2"x4" KEYWAY

TYPICAL HORIZONTAL REINFORCING

INTERSECTIONS

PLAN AT PAD

CORNERS

Ld

Ld Ld

Ld

0" TYP

CONC. COLUMN - SEESCHEDULE FOR SIZE& REINF.

#3 TIE

3 ADDITIONAL TIES TO MATCHSTIRRUP SIZE @ 3" O.C.

TERMINATOR BY ERICO@ EA COL VERTICAL

3"

CO

RE

PLA

NK

HO

LL

OW

TO

PP

ING

2"

CO

NC

.

STD HOOK

FOOTING REINF.SEE SCHEDULE

.

3"

CL

R

SE

E S

CH

ED

.

DE

PT

H2

"

MIN

(T

YP

)

32

DIA

LA

P

COLUMN REINF.SEE SCHEDULE

3 S

PA

@ 4

"

DOWELS - SAMESIZE & NUMBER ASCOL VERTICALS

(TYP.)

3" MIN

.

2 - #3 HAIRPINTIES TOP & BOT

C.J

.

2' - 0" MIN

.

1/2" ISOLATION JOINTW/ PREMOLDEDMATERIAL & SEALANT

#4 X 2'-0"MIN (TYP.)

SLAB EDGE

#4 EA SIDE (TYP.)

2 - #3 HAIRPINTIES TOP & BOT

C.J

.

2' - 0" MIN

.

1/2" ISOLATION JOINTW/ PREMOLDEDMATERIAL & SEALANT

#4 X 2'-0"MIN (TYP.)

#4 EA SIDE (TYP.)

1' - 6" LAP

BLOCKO

UT

2' -

0" M

IN

C.J. (TYP.)

2" CLR.

3" CLR.

10

"

10" CONCRETE SLAB W/ #4@12" O.C. EA WAY T&B

9 1

/2"

8 1

/2"

1' - 0"1' - 0"

1

1

6"

TO BE SUPPLIED

VERIFY W/ GENERATOR 6"

(2) #5 CONT.

#5@16" O.C.

1/2" ISOLATION JTAROUND ENTIREGENERATOR PAD, TYPCONC. SLAB

ON GRADE,SEE PLAN TYP

GENERATOR

SEE FINAL GENERATORCUTSHEETS FOR ANCHOR BOLTSIZE AND SPACING, EMBEDMENTSHALL BE 10" MIN 4

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

2:5

2 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

STRUCTURAL DETAILS

S-501

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 3/4" = 1'-0"S-501

1 TYPICAL SECTION AT EXTERIOR CMU WALL FOUNDATIONSCALE: 3/4" = 1'-0"S-501

2 TYPICAL SECTION AT INTERIOR CMU WALL FOUNDATIONSCALE: 3/4" = 1'-0"S-501

3 TYPICAL WALL FOUNDATION AT OPENINGSSCALE: 3/4" = 1'-0"S-501

4 TYPICAL NON-BEARING CMU WALL ON THICKENED SLAB

SCALE: 3/4" = 1'-0"S-501

5 TYPICAL STEPPED FOUNDATIONSCALE: 3/4" = 1'-0"S-501

6 TYPICAL FOUNDATION CONDUIT SLEEVESCALE: 3/4" = 1'-0"S-501

7 TYPICAL HORIZ. REINF. - CONC. FOUNDATIONS

SCALE: 3/4" = 1'-0"S-501

9 TYP. CONCRETE COLUMN REINFORCING TERMINATIONSCALE: 3/4" = 1'-0"S-501

10 TYP. CONC. COLUMN FOOTINGSCALE: 3/4" = 1'-0"S-501

11 TYP. ISOLATION JOINT AT EXTERIOR COLUMNSCALE: 3/4" = 1'-0"S-501

12 TYP. ISOLATION JOINT AT INTERIOR COLUMN

SCALE: 3/4" = 1'-0"S-501

8 TYPICAL SECTION AT GENERATOR PAD



elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

EL: 100' - 0"

T/ SLAB

2" CLR 1" CLR

TOP OF FDN

EL: 95' - 0"

3"

CL

R

L4x4x3/8 CONT ELEVATOR SILLANGLE (AT DOOR SIDE) W/ 1/2"Ø x 5"LONG HCA @ 2'-0" O.C.

8"

2"

8"

#5 @ 12" O.C.

#4 @ 12" O.C.

2'-0"6"

#4 @ 12" O.C.

STD HOOK

1' -

4"

2"

CL

R

ELEVATOR FOUNDATIONREINF. W/ #6 BARS @ 10"O.C. EACH WAY T&B

KEYWAY W/ CONT.WATERSTOP

KEYWAY, TYP

2' - 0"

8

1/2" JOINT W/PREMOLDEDMAT'L & SEALANT

3"

CL

R

1' -

6"

TE

NS

ION

LA

P

DOWEL TO MATCH CMUWALL REINF.

#4 @12" O.C.

#5 @ 12" O.C.

2" CLR 1" CLR

STD HOOK

EL = 100' - 0"

TOP OF SLAB

EL = 95' - 0"

TOP OF FTG

2"

CL

R

ELEVATOR FOUNDATIONREINF. W/ #6 BARS @ 10" O.C.EACH WAY T&B

CMU WALL,SEE PLAN

2' - 0"

8

SEE FORADDITIONALINFORMATION

ADHESIVE WATERSTOP

8"

GRATING OVERSUMP PIT W/ANGLE SUPPORTS

SEE FORADDITIONALINFORMATION

MIN8"

EL: SEE PLAN

TOP OF PIT

3 #4 CONT

3 #4 x 8'-0"

5 #4

3 #4 x 8'-0"

1' - 6" SQ8"

/2 S-502

/2 S-502

8"

.

VARIES, SEE PLANEL. SEE PLAN

T/ CONCRETE

1

1

FINISH GRADE,SEECIVIL PLANS

CONCRETE SLAB ONGRADE, SEE PLANS

TE1.0: 2#5 BARS CONT & #4 BARS @ 18" O.C.TE1.33: 3#5 BARS CONT & #4 BARS @ 18" O.C.TE2.0: 4#5 BARS CONT & #4 BARS @ 12" O.C.

DEPTH OF TURN DOWN SLAB MAY BEINCREASED AS NEEDED TO REST ON TOPOF COLUMN OR WALL FOUNDATIONS

EL. SEE PLAN

T/ SLAB

TYPE "W"

TE1.0 1'-0"

TE1.33 1'-4"

D

W"D"

1'-0"

1'-4"

TE2.0 2'-0" 1'-6"

(LABELED C.J. ON PLAN)SEE PLAN FOR SLAB THICKNESS AND REINFORCINGCONTROL JOINTS TO BE LOCATED AS SHOWN ON PLANS AND AT 3H MAX. AND SHALL BE SAWCUT AS SOON AS POSSIBLE BUT NO LATER THAN 8 HOURS AFTER CONCRETE PLACEMENT.

CONSTRUCTION JOINT

CONTRACTION JOINT

1/2" +/- 1/8" (SEALED PER CONTRACTDOCUMENTS AND SPECIFICATIONS)FORMED OR SAWCUT

(LABELED CSJ ON PLANS)(CONTRACTION JOINT MAY BE SUBSTITUTED) SUBMIT PROPOSED CONSTRUCTION JOINTLOCATIONS FOR APPROVAL PRIOR TO CONCRETE PLACEMENT.

1/8" +/- 1/16" SAWCUT (UNSEALED)1/2" +/- 1/8" SAWCUT (SEALED PER CONTRACTDOCUMENTS & SPECIFICATIONS)

H/4

H

H/4

1" MIN.

6"

MIN

.2".

2".

1

1 2- #5 CONT

#4 @ 18" O.C.

PRE-ENGINEEREDSTAIR CONNECTION

PRE-ENGINEERED STAIR STRINGERVERIFY LOCATION W/ ARCH'L

CLOSURE, SEE ARCH'L

CONCRETE FILLED METALPAN STAIRS

COMPACTED FILL

SEE ARCH'L. DRAWINGS FOR RISE, RUN, NOSINGDIMENSIONS AND HANDRAIL DETAILS

1' -

4"

EL. SEE PLAN

T/ SLAB

1'-4"

STEEL BEAM,SEE PLAN TYP

STEEL GIRDER,SEE PLAN

TYP

4"

3/16

3/16

PL 1/2"X3"X4"

3/163 SIDES, TYP

3/163 SIDES, TYP

TYP

11"PL 1/2"X3"X2'-10"

TYPICAL BEAM TO BEAMCONN., SEE TYPICAL DETAIL

T/BEAM

EL: SEE PLAN

NOTE: ROOF DECK NOTSHOWN FOR CLARITY.

STEEL BEAM,SEE PLAN

L4X4X1/4 CONT.

SEE PLAN

EOD1/4 2-12

CONC. ON MTLDECK, SEE PLAN

T/SLAB

EL: SEE PLAN

CONCRETE BEAM,SEE PLAN

L4X4X1/4 CONT. W/ 5/8" ØHILTI KWIK BOLT 3 @ 4'-0"O.C. W/ 3 1/8" EMBED TYP

#6 BAR 8'-0" LONG @ 18" O.C. CONC. ON MTLDECK, SEE PLAN

T/SLAB

EL: SEE PLAN

TYP

"LD"

GIRDER, SEE PLAN

NOTE: WWF NOTSHOWN FOR CLARITY

2' - 0" 4' - 0"

CONCRETE ON METALDECK, SEE PLAN

#4X6'-0" LONG CRACKCONTROL BARS @ 24" O.C.STAGGERED 1'-0" OVERALL GIRDER BEAMS

T/SLAB

EL: SEE PLAN CONCRETE SLAB ONGRADE, SEE PLAN

THICKENED SLABEDGE, SEE PLAN

PL 3/4"X14"X1'-4" W/ (3)5/8" HSA 6" LONGSPACED 6" APART

HSS8X8,SEE PLAN

SEE PLAN

7" 7"

T/SLAB

EL: SEE PLAN

(5) #5 @ 12" O.C. LOCATEDAT TUBE COLUMNS W/ (3) #4EXTENDING 3'-0" PAST TUBECOLUMNS

"Ld"

STD ACI HOOK

3

3

EL. 0'-0"

T/ CONCRETE

1' - 0"

1

1

INSULATION, SEE ARCH

4" THICK CIP CONC SLABON GRADE, SEE PLAN, TYP

4"

4"

FREEZER WALL, SEE ARCH

THERMAL BARRIER, SEE ARCH

4"

6"

MA

X

SE

E A

RC

H

2' - 6" 2' - 6"

#4 BAR MID-DEPTH@ 15" O.C.

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

2:5

6 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

STRUCTURAL DETAILS

S-502

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 3/4" = 1'-0"S-502

1 TYPICAL CONC WALL AT ELEVATOR PIT (AT DOOR)SCALE: 3/4" = 1'-0"S-502

2 TYPICAL CONC WALL AT ELEVATOR PIT (AT CMU WALL)SCALE: 3/4" = 1'-0"S-502

4 TYPICAL ELEVATOR SUMP PIT

SCALE: 3/4" = 1'-0"S-502

6 TYPICAL SLAB STEP

SCALE: 3/4" = 1'-0"S-502

5 TYPICAL THICKENED SLAB EDGE (TEX.X) DETAIL

SCALE: 3/4" = 1'-0"S-502

7 TYPICAL SLAB ON GRADE CONTROL JOINTSSCALE: 3/4" = 1'-0"S-502

8 TYPICAL PRE-ENGINEERED STAIR BASESCALE: 1" = 1'-0"S-502

9 MOMENT CONN. AT CANOPY BEAMS

SCALE: 1 1/2" = 1'-0"S-502

10 TYP STEEL BEAM EOD SECTIONSCALE: 1" = 1'-0"S-502

11 CONC. ON MTL DECK TO CONCRETE GIRDERSCALE: 3/4" = 1'-0"S-502

12 CRACK BARS OVER GIRDER BEAM AT FLOOR DECKSCALE: 1" = 1'-0"S-502

13 CURTAIN WALL SUPPORT TUBE STEEL TO SLAB CONN.



8 Revision 6 Date 6

SCALE: 3/4" = 1'-0"S-502

3 TYPICAL SLAB SECTION AT KITCHEN COOLER RECESS

3

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

CAST IN PLACE REINFORCEDCONCRETE TIE BEAM

PLACE METAL LATH OR WIRESCREEN OVER CORES NOTTO BE FILLED (SHEET METALAND FELT PROHIBITED)

VERTICAL REINFORCINGW/ MATCHING DOWELS INFOUNDATION. SEE PLANFOR SIZE AND LOCATION

HORIZ. JOINT REINF. @ 16" O.C.STARTING AT FIRST COURSEABOVE FOUNDATION. LAPSPLICE 6". USE PREFAB L'S ATWALL INTERSECTIONS

GROUT FILLED CELL

NOTE:PROVIDE ALL CLEAN OUTS ON OPPOSITESIDE OF VIEW, WHERE EXPOSED.

SET FIRST COURSE INFULL MORTAR BEDDING

CLEAN OUT OPENINGS AT GROUTFILLED CELL LOCATIONS

FOUNDATION, SEE PLAN

MORTAR ACROSSWEBS ADJACENT TOFILLED CELLS

MASONRY UNITS

TIE BEAM SEALANT TOMATCH WALL SEALANT

TIE BEAM ORBOND BEAM

CMU WALLCONTROL JOINT

SAW CUT 1/2" WIDE x 3/4"DEEP JOINT THROUGH TIEBEAM DIRECTLY OVERWALL CONTROL JOINT

REINF. GROUT FILLED CELLSEACH SIDE OF JOINT W/ BAREQUAL TO WALL REINFORCING.

BACK-UP ROD AND CAULK PERARCH DETAILS

LADDER TYPE JOINTREINFORCEMENT

NOTES:1. DISCONTINUE JOINT REINFORCING AT CONTROL JOINTS.2. CONTROL JOINTS TO BE LOCATED AT 25'-0" O.C. MAX. REFER TO PLANS AND

ARCHITECTURAL DRAWINGS FOR LOCATIONS, SPACING AND ADDITIONALREQUIREMENTS.

3. JOINT IN TIE BEAM MAY BE FORMED USING 3/4" CHAMFER STRIP IN FORMS.4. TIE BEAM REINFORCING CONTINUOUS ACROSS JOINT.

3/8" JOINT

REFER TO PLAN AND DETAILSFOR SIZE AND QUANTITY OFBEAM REINF. TYP.

"L" BARS TO MATCHBEAM REINF. TYP.

CONCRETE TIEBEAM, SEE PLANSAND DETAILS

T. & B. BARS

Ld

Ld Ld

Ld

OPENING

PRECAST LINTEL W/REINFORCING, SEETYPICAL DETAIL

VERTICAL BAR IN FILLED CELL EACHSIDE OF OPENING, FULL HEIGHT.MATCH SPECIFIED WALL REINFORCINGBAR SIZE. PROVIDE TWO REINFORCEDCELLS EACH SIDE OF OPENINGSLARGER THAN 7'-0" WIDE.

CMU WALL

2-#5 IN GROUT FILLED BONDBEAM BELOW OPENING.EXTEND 2'-0" EACH SIDE OFOPENING

NOTE:TYPICAL FOR OPENINGS AT WINDOWS, LOUVERS,DUCT CHASES, OR OTHER UTILITIES.

W

H

ADD. HORIZ. JOINT REINF.(EXTEND 2'-0" PAST LINTEL)

NOTCHASREQ'D

8" MIN BEARING EACH END

VERTICAL BAR IN FILLED CELL EACHSIDE OF OPENING, FULL HEIGHT.MATCH SPECIFIED WALL REINFORCINGBAR SIZE. PROVIDE TWO REINFORCEDCELLS EACH SIDE OF OPENINGSLARGER THAN 7'-0" WIDE.WINDOW OR

DOOR OPENINGCLEAR SPAN

KNOCKOUTS REQUIRED

ADD. HORIZ. JOINTREINF. (EXTEND2'-0" PAST LINTEL)

FOR DOOR OPENINGS,USE PRECAST LINTELS

TWO 8"X8" OR 12"X8" PRECAST CONCRETE GROUT FILLED LINTEL.USE 2-#5 (3-#5 FOR 12" CMU) EACH FOR SPANS 8'-0" TO 16'-0".EXTEND REINFORCING 24" PAST OPENING ON BOTH SIDES.

ONE 8"X8" OR 12"X8" PRECAST CONCRETE GROUT FILLED LINTEL.USE 2-#4 (3-#4 FOR 12" CMU) FOR SPANS LESS THAN 5'-0".USE 2-#5 (3-#5 FOR 12" CMU) FOR SPANS 5'-0" TO 8'-0".EXTEND REINFORCING 24" PAST OPENING ON BOTH SIDES.

LINTEL DETAIL APPLIES ONLY WHERE TOP OFOPENING IS A MINIMUM OF ONE FULL BLOCKCOURSE BELOW TIE BEAM

.

CLEAR SPAN

.

NOTES:1. TYPICAL WIRE LADDER REINFORCEMENT FOR ALL C.M.U. WALLS SPACED @ 16" O.C. VERTICALLY.

PROVIDE ADDITIONAL LAYERS ABOVE AND BELOW WINDOW AND DOOR OPENINGS2. SEE PLAN FOR SIZE AND SPACING OF VERTICAL REINFORCING BARS3. USE PREFABRICATED L-SHAPED WIRE SEGMENTS AT WALL INTERSECTIONS4. TERMINATE HORIZONTAL WIRE REINFORCING AT CONTROL JOINTS

9 GA. WIRE LADDERREINFORCING

VERTICAL BARS IN GROUT FILLED CELLS.TYPICAL AT CORNERS, INTERSECTIONS,EACH SIDE OF WALL OPENINGS, AND ATWALL TERMINATIONS.

TWO REINFORCED CELLS AT WALLTERMINATIONS, AND JAMBS AT OPENINGS7'-0" OR WIDER.

MIN. SPLICE

6"

MASONRY CONTROL JOINT@ TEE INTERSECTIONS,TYP. U.N.O.

TIES

TOP BARS W/STD. HOOKS

BOTTOM BARS

REFER TO PLAN FOR TIE BEAMELEVATIONS 1' - 4"

Ld

TI E

BE

AM

Ld

TIE

BE

AM

8"

STEP AT BEAM INTERSECTION

IN-LINE STEP

HOOK DISCONTINUOUS ENDS OF TIEBEAM REINFORCING AT BEAMINTERSECTIONS WHERE NO CORNERLAP BARS ARE PROVIDED

L-SHAPED LAP SPLICE BAR AT EACHBOTTOM BAR OF TIE BEAM

TIE

BE

AM

8"

TIE

BE

AM

TYP

SPLICE LENGTH

TY

P

SP

LIC

E L

EN

GT

H

3/4" CHAMFER ATWALLS NOT INCONTACT W/ SOIL

CORNER REINFTO MATCHHORIZ REINF

CROSSWALL

ALT EA SIDE

TY

P

SP

LIC

E L

EN

GT

H

CORNER REINF TOMATCH CROSSWALL HORIZ REINF

AT CORNERS AT INTERSECTIONS

NOTES:1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE.2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS.3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTINGAND STEMWALL HORIZONTAL REINFORCING.

LE

NG

TH

LA

P S

PL

ICE

3/4" CHAMFER ATWALLS NOT INCONTACT W/ SOIL

LENGTH

(d < SPLICE)EQ EQ

TYP

STANDARD HOOK

EDGE OF WALL

d

OPENING

AT CORNERS WHERE d < SPLICE LENGTH

VERTICALREINF.

HORIZONTALREINF.

NON-LOAD BEARINGCMU PARTITIONWALL, SEE PLAN

CONT. GROUTED BONDBEAM R/W #5 CONT. BAR

EL. SEE PLAN

T/ WALL

PARTITION TOP ANCHOR, 12GAGE X 8" LONG W/ 3" LEGS,HECKMAN #420 OR EQUAL.

1"

FLOOR OR ROOFSTRUCTURE ABOVE

ANCHOR TO STRUCTURE W/(2)-1/4"x1.25" TAPCONS AT CONCRETE(2)-1/4" TEKS SCREWS AT METAL DECK(2)-0.157"Ø HILTI X-U PAF'S AT STEEL

STEEL BEAM,SEE PLAN

CONC. ON MTL DECK,SEE PLAN

CONCRETE COLUMN,SEE PLAN

COLUMN TIES @ 4" O.C.AT ANCHOR BOLTS

(2) 3/4" STIFFENER PLALIGN W/ ENDS OFBASE PLATE, BOTHSIDES OF FLANGE

1/4

1/4TYP

ANCHOR RODS TO BE EMBED24", SEE TYP STEEL COLUMNTO FOUNDATION DETAIL FORADDITIONAL ANCHOR BOLTINFORMATION

2" MAX NON-SHRINKGROUT PAD

1/8TYP

1/4 2-12

.A . A

10" 10"TYP

2 1/2"

TY

P2

1/2

"6

"

SECTION A-A(6) 1 1/4" ØANCHOR BOLTS

PL1-1/2"X11"X 2'-1"

VERTICAL BAR IN CMU FILLED CELL ONCMU SIDE OF OPENING, FULL HEIGHT.MATCH SPECIFIED WALL REINFORCINGBAR SIZE. PROVIDE TWO REINFORCEDCELLS EACH SIDE OF OPENINGSLARGER THAN 7'-0" WIDE.

WINDOW ORDOOR OPENING

CLEAR SPAN

USE 8"X16" OR 12"X16" CONCRETE BEAM REINFORCED W/ (2) #6 CONT. TOP, INTERMEDIATE,AND BOTTOM W/ #3 STIRRUPS SPACED @ 8" O.C. FOR OPENINGS 16'-0" OR LESSEXTEND REINFORCING 24" PAST OPENING ON CMU WALL SIDE OF BEAM.

USE 8"X8" OR 12"X8" CONCRETE BEAM REINFORCED W/ (2) #5 CONT. T&BW/ #3 STIRRUPS SPACED @ 8" O.C. FOR OPENINGS 8'-0" OR LESSEXTEND REINFORCING 24" PAST OPENING ON CMU WALL SIDE OF BEAM.

.

ADD. HORIZ. JOINTREINF. (EXTEND2'-0" PAST LINTEL)

6" MIN

STD ACI HK

.

8" BEARING FOR OPENINGS7'-0" OR LESS,1'-4" BEARINGS FOR OPENINGSGREATER THAN 7'-0"

CONCRETE TIE COLUMN,SEE PLAN

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

3:0

1 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

STRUCTURAL DETAILS

S-503

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 3/4" = 1'-0"S-503

1 TYPICAL MASONRY WALL CONSTRUCTIONSCALE: 3/4" = 1'-0"S-503

2 TYPICAL MASONRY CONTROL JOINTSCALE: 3/4" = 1'-0"S-503

3 TYPICAL CONC. TIE BEAM CORNER REINF.SCALE: 3/4" = 1'-0"S-503

4 TYPICAL MASONRY WALL OPENING REINFORCING

SCALE: 3/4" = 1'-0"S-503

5 TYPICAL MASONRY WALL OPENING LINTEL DETAILSCALE: 3/4" = 1'-0"S-503

6 TYPICAL HORIZONTAL WALL REINFORCING / VERTICAL CORNER REINFORCING

SCALE: 3/4" = 1'-0"S-503

9 TYPICAL STEPPED TIE BEAM DETAILSCALE: 3/4" = 1'-0"S-503

10 TYPICAL CORNER REINFORCING AT CONCRETE WALLS

SCALE: 1" = 1'-0"S-503

7 TYPICAL SECTION AT TOP OF PARTITION WALL

SCALE: 3/4" = 1'-0"S-503

11 STEEL GIRDER OVER CONC COLUMN CONN


SCALE: 3/4" = 1'-0"S-503

8 TYPICAL MASONRY WALL OPENING AT TIE COLUMN DETAIL

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

3" MIN. BEARING TYP.

#4x48" HOOKED BAR @ 3'-4" O.C. GROUTEDSOLID IN CORE. BREAK TOP OF CORE ASREQ'D AND GROUT SOLID

STRUCTURAL TOPPING, SEE PLAN TYP.

PC HOLLOW CORE PLANK, SEE PLAN

CONTINUOUS TIE BEAM - SEE SCHEDULEFOR REINFORCEMENT

T/ SLAB

SEE PLAN

CMU WALL, SEE PLAN

CONT. #5 BAR TYP

1" MIN. GAP

LAP SPLICE





CONTINUOUS TIE BEAM - SEE SCHEDULEFOR REINFORCING

T/ SLAB

SEE PLAN

CMU WALL, SEE PLAN

CONT. #5BAR TYP

LAP SPLICE





T/ SLAB

SEE PLAN

CMU WALL, SEE PLAN

CONT. #5BAR TYP

ROOFING, SEE ARCH

CMU WALL, SEE PLAN

CMU BOND BEAM WITH (2) #5 CONT

EL: SEE PLAN

T/ HC PLANK

EL: SEE PLAN

T/PARAPET


PC HOLLOW CORE PLANK,SEE PLAN

CONTINUOUS TIE BEAM - SEESCHEDULE FORREINFORCEMENT

CMU WALL, SEE PLAN

2"

MIN

. T

OP

PIN

G

SEE TYPICAL PLANK DETAILSFOR INFORMATION NOT SHOWN

3"

MA

X T

OP

PIN

G

2"

PLU

S C

AM

BE

R

Ld

TY

P




CONTINUOUS TIE BEAM - SEE SCHEDULEFOR REINFORCEMENT

T/ SLAB

SEE PLAN

CMU WALL, SEE PLAN

CONT. #5 BAR TYP

1" MIN GAP


CAMBER VARIES ALONGSPAN, PACK WITH NON-

SHRINK GROUT TYP. 3" MIN. BEARING TYP.

#4x12" DOUBLE HOOKED BAR @ 3'-4" O.C.GROUTED SOLID IN CORE. BREAK TOP OFCORE AS REQ'D AND GROUT SOLID



T/ SLAB

SEE PLAN


CONT. #5BAR TYP

CMU WALL, SEE PLAN

LAP SPLICE

#4x8"x10" HOOKED BAR @ 3'-4" O.C.GROUTED SOLID IN CORE. BREAK TOP OFCORE AS REQ'D AND GROUT SOLID



T/ SLAB

SEE PLAN

CONTINUOUS TIE BEAM - SEE SCHEDULE FORREINFORCING

CONT. #5BAR TYP

CMU WALL, SEE PLAN

CAMBER VARIES ALONG SPAN, PACK WITHNON-SHRINK GROUT; 3" MIN. BEARING, TYP.

LAP SPLICE

5" THICK CIP CONC.SLAB, SEE PLAN

5" THICK CIP CONC. SLAB W/REINF TO MATCH TOP SLAB,SEE PLAN


CB-12

CMU WALL,SEE PLAN


CMU WALL,SEE PLAN

TIE BEAM,SEE PLAN

SLOPET/SLAB

EL: SEE PLAN

2' - 0"

8" CMU RETAINING WALL W/ #5@ 24" O.C. VERT, SOLIDGROUT CMU WALL

6" CONC. FOUNDATION SLAB REINFORCEDW/ #4 BARS @ 15" O.C. EACH WAY

(3) #4 CONT. W/#4 @ 15" O.C.


STD ACI LAP SPLICE

LAP SPLICE, TYP

#5 CONT.

COMPACTED FILL,TYP

4' -

0"

T/SLAB

EL: SEE PLAN

NOTE: ALL EXCAVATIONS TO MAINTAIN DEWATERING TO PROTECTEXCAVATIONS PRIOR TO ENDING DEWATERING OPERATION FORPLANTERS, PLANTERS SHALL RECEIVE 1'-0" MIN OF SOIL TOCOUNTER WEIGHT EFFECTS OF GROUNDWATER BUOYANCY.

1

1

3

1' -

0"


1/2” ISOLATION JOINT

PLANTER FILL, SEELANDSCAPE ARCH

EDGE OF SLAB, SEELANDSCAPEARCH/INTERIOR DWGS

8"

8"

WATERPROOFING,SEE ARCH

3/4"Ø X 16" LONG SMOOTH DOWL @ 16" O.C.(PAINT AND OIL ONE END)

#4x8"x10" HOOKED BAR @ 3'-4" O.C.GROUTED SOLID IN CORE. BREAK TOP OFCORE AS REQ'D AND GROUT SOLID

ROOFING, SEE ARCH


T/ SLAB

SEE PLAN

CONTINUOUS TIE BEAM - SEE SCHEDULE FORREINFORCING

CONT. #5BAR TYP

CMU WALL, SEE PLAN

CAMBER VARIES ALONG SPAN, PACK WITHNON-SHRINK GROUT; 3" MIN. BEARING, TYP.

CMU BOND BEAM WITH (2) #5 CONT

EL: SEE PLAN

T/ HC PLANK

EL: SEE PLAN

T/ PARAPET

CURTAIN WALL ANDCONNECTIONS PERDELEGATED SPECIALTYENGINEER

CONC. ELEVATEDSLAB, SEE PLAN

COMPRESSIBLE FOAM FILLW/ MIN COMPRESSIBILITYOF 25 PSI

CONC. BEAM,SEE PLAN

CONC. ELEVATEDSLAB TO MATCHTOP SLAB

STD ACI, HK

EX

PA

NS

ION

3/4

" V

ER

TIC

AL

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

3:0

5 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

STRUCTURAL DETAILS

S-504

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 3/4" = 1'-0"S-504

4 TYPICAL HOLLOW CORE PLANK BEARING ON INT. CMU WALL DETAILSCALE: 3/4" = 1'-0"S-504

3 TYPICAL HOLLOW CORE PLANK BEARING ON EXT. CMU WALL DETAIL

SCALE: 3/4" = 1'-0"S-504

6 TYPICAL HOLLOW CORE PLANK BEARING ON EXT. CMU WALL DETAIL (ROOF)SCALE: 3/4" = 1'-0"S-504

5 TYPICAL HOLLOW CORE PLANK CAMBER DETAILSCALE: 3/4" = 1'-0"S-504

7 TYPICAL HOLLOW CORE PLANK BEARING ON INT. CMU WALL DETAIL (ROOF)

SCALE: 3/4" = 1'-0"S-504

1 TYPICAL HOLLOW CORE PLANK BEARING ON INT. CMU WALL DETAILSCALE: 3/4" = 1'-0"S-504

2 TYPICAL HOLLOW CORE PLANK BEARING ON EXT. CMU WALL DETAIL

SCALE: 3/4" = 1'-0"S-504

10 TAPERED BEAM AT 2ND FLOOR WEST CANOPYSCALE: 1" = 1'-0"S-504

11 TYPICAL PLANTER SECTIONSCALE: 3/4" = 1'-0"S-504

9 TYP. HC PLANK SIDE BEARING AT ROOF

SCALE: 3/4" = 1'-0"S-504

8 TYP CURTAIN WALL TO CONC BEAM



7 ASI 003 06/19/2018

3

7

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

1/4" Ø X 1½" LONGTAPCON SCREWS @ 16"O.C.; 3/4" PENETRATIONINTO HC PLANK.

T/ ROOF

EL. 147'-0"

RTU EQUIPMENT SUPPLIER TO PROVIDEANCHORING FOR EQUIPMENT TOSTRUCTURE TO COMPLY W/ FBC WIND.3/4" MAX. PENETRATION INTO HC PLANKS.

2¼" MIN. CONCRETE TOPPINGREINF. W/6X6-W1.4XW1.4 WWF(FLATSHEETS)

HC PLANKS

ROOF TOP UNITS, SEE MEPDWGS FOR ACTUALLOCATION; SEE SUPPLIERDWGS FOR ACTUALDIMENSIONS ANDMOUNTING INFORMATION.

ROOFING; SEE ARCH'LDWGS.

6"

2"

MA

X.

3/4

"

6"

EQUIPMENTCURB

NOTE: ALL EXTERIORSTEEL, HANDRAILS, ANDFASTENERS TO BE HDG.




CB-12

CONC. COLUMNBEYOND

3' -

0"

BOTTOM SLAB TO CONT.TO CURTAIN WALL

SLOPE T/SLAB

EL: SEE PLAN


CMU WALL,SEE PLAN


3/16

3/16

KP1/4"X4"X9" KNIFEPL W/ (3) 3/4"Ø BOLTS

STEEL "DIVIDER" RAILSUPPORT BEAM, SEEPLAN

PL1/2"X14" SQ W/ (4) 3/4"ØWEDGE ANCHORS EMBED 5"INTO CENTER OF CMU GROUTFILLED CELL

2"

2" T/BEAM

EL: SEE PLAN

CONCRETE TOPPING,SEE PLAN

SEE PLAN

T/SLAB

CONT. #5BAR TYP

PRE-CAST HOLLOWCORE PLANK

#4x24" HOOKED BAR @ 4'-0" O.C. MAXGROUTED SOLID IN CORE. BREAK TOP OFCORE AS REQ'D AND GROUT SOLID (MIN. 1PER PLANK)

#4 x 6'-0" LONG @ 12" O.C.

#4 x 2'-0" CENTEREDOVER BEAM @ 3'-4" O.C.




SEE PLAN

T/SLAB

CONT. #5BAR TYP

PRE-CAST HOLLOWCORE PLANK

#4 x 6'-0" LONG @ 12" O.C.

#4 x 3'-4" CENTEREDOVER BEAM @ 3'-4" O.C.


CONTINUOUS TIE BEAM - SEESCHEDULE FOR REINFORCING

LAP SPLICE

TYP.1"

STRUCTURAL TOPPING.SEE PLAN, TYP.

PC HOLLOW COREPLANK. SEE PLAN, TYP.

CB-X, SEE PLAN.

L4X4X3/8" CONT. W/ 1/4" STIFFENER PL @ 4'-0" O.C.AND 1'-0" FROM ENDS W/ ¾"Ø EXPANSION ANCHOR@ 3'-4" O.C. WITH 5" EMBEDMENT TO HOLLOWCORE AND CONC. BEAM, TYP.

EL. SEE PLAN

T/ SLAB

#4 x 2'-0" LONG AT 3'-4" O.C. INTOH/C PLANK, BREAK OUT TOP ASREQ'D AND GROUT SOLID

STD ACI HK

3/16

3/16PL 5/8"X12"SQ W/ (4) 5/8" HSA,5" LONG SPACED AT 3'-4" O.C.+ 1'-0" AWAY FROM ENDS

BASE PLATE AND ANCHOR BOLT SCHEDULE

ANCHOR ROD DIAMETER (F1554 GR. 36)

COLUMNSIZE

BASEPLATE SIZE

ANCHORBOLTS

REMARKS

HSS8x8 1 1/4"x14" SQ. (4) 3/4" DIA.

LETTEREDDIMENSIONS

SQ

UA

RE

PL

AT

E

W

T

HOLE DIA.

L

H

K

P (MIN)

PLATE WASHER

65

1½ 1½ 2 2 2 2½

24½15161311½9½

8 10 12 14 14 22

1 3/81 1/817/83/45/8

1/2 1/2 1/2 3/4 3/4 1

2 2 2 1/2 2 3/4 3 4 1/4

1/2 5/8 3/4 7/8 1 1 1/4

#4 CONT.

COLUMN, SEE PLAN

SEE SCHEDULE FORFOUNDATION SIZE &REINFORCING

BASE PL, SEE SCHEDULE, ON 2"MIN. NON-SHRINK GROUT PAD

SECONDARY POUR

ANCHOR RODS, SEESCHEDULE FOR SIZE

LEVELING NUT & WASHER

BOLT PROJECTION

TACK WELD NUT TOSQUARE PLATE AND

THREADED ROD

SQUARE PLATE

ASTM F1554 ANCHOR RODGR. 36 TYP, U.N.O.

PLATE WASHER

HEAVY HEX NUT& WASHER

L

PLATE WASHER

NUT & WASHER

BASE PLATE

GROUT BED

1/4"x2"x2" 3/8"x3"x3"

HOLE DIAMETER 9/16 11/16 13/16 15/16 1 1/16 1 5/16

BASE PL HOLE DIA. 1 1 1/8 1 5/16 1 9/16 1 13/16 2 1/16

1/4TYP

PH

LK

d

T

W

H

"A" (x "B")

ALL ANCHOR RODS, NUTS, WASHERS AND PLATES SHALLBE HOT DIP GALVANIZED AND SHIPPED AS COMPLETEASSEMBLIES BY THE FABRICATOR.

EL. SEE PLAN

T/ SLAB

EL. SEE PLAN

T/ FDN

HSS12x6 1 1/2"x16" SQ. (4) 1" DIA.

BO

LT

LE

NG

TH

= H

+ P

*ANCHOR EMBEDMENT DEPTH "H" BASED ON 6*DIA. MIN. SPACING UP TO 1" DIA. AND8*DIA. MIN. SPACING OVER 1" DIA., f'c = 3000 PSI, AND PURE TENSION LOADING.

TOP OF CONCRETE

7

HSS12x6 BASE PL

1 1/2" PL

HSS12x6

1 13/16" DIA.HOLES (x4)

1' -

2"

10

"2

"

1' - 8"

1' - 4"2"

5/16

HSS8x8 BASE PL

1 1/4" PL

HSS8x8

1 5/16" DIA.HOLES (x4)

1' -

4"

1' -

0"

2"

1' - 4"

1' - 0"2"

5/16

CIP CONC. SLAB ORPRECAST PLANK, SEE PLAN

T/SLAB

EL: SEE PLAN

CIP CONC BEAM,SEE PLAN

PRE-ENGINEERED GLASS RAILING, ALUMINUMPLATE AND ATTACHMENT TO CONCRETEBEAM PER DELEGATED SPECIALTY ENGINEER,SEE ARCHITECTURAL DETAIL FOR ADDITIONALINFORMATION

NOTE: ALL REBAR TO BE LOCATEDIN FIELD, REBAR SHALL NOT BECUT OR DAMAGED

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

3:1

0 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

STRUCTURAL DETAILS

S-505

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 3/4" = 1'-0"S-505

2 RTU ON CONCRETE TOPPING SLAB

SCALE: 3/4" = 1'-0"S-505

5 TYP 2ND FLOOR SOUTH CANOPY SECTION AT TAPERED SLAB/BEAMS

SCALE: 1" = 1'-0"S-505

3 TYP RAIL SUPPORT/ HOIST BEAM TO CMU WALL

SCALE: 3/4" = 1'-0"S-505

9 HOLLOW CORE CHANGE OF SPAN ON MASONRY WALL AT ROOF

SCALE: 3/4" = 1'-0"S-505

10 HOLLOW CORE CHANGE OF SPAN ON MASONRY WALL AT FLOOR

SCALE: 3/4" = 1'-0"S-505

4 TYP H/C PLANK TO CONCRETE BEAM AT FLOOR DETAIL

SCALE: 3/4" = 1'-0"S-505

8 TYPICAL STEEL COLUMN SPREAD FOUNDATION

SCALE: 3/4" = 1'-0"S-505

7 TYP GLASS RAILING POST TO CIP CONC BEAM CONN.

3

NOT USED

3



elizabethmendez

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Text Box


elizabethmendez

Image

(1) CMU BOND BEAMW/ (2) #5 CONT.

CMU WALL, SEE PLAN

T/PARAPET

EL: SEE PLAN

PL3/4" EMBEDPLATE W/ (3)5/8"Ø HSA, 6"LONG

HSS COLUMN,SEE PLAN

CONC. TIE BEAM,SEE PLAN

CMU WALL,SEE PLAN, TYP

CONC BEAM,SEE PLAN

CIP CONCRETESLAB, SEE PLAN

SEE DETAIL 1/S-504FOR ADD'L INFO

.

.

A

A

SLAB LINE BEYOND

4" 10" 2"

4"

4"

4" 4"

2"

10

"4

"

CONCRETEBEAM, SEE PLAN

CONCRETE SLAB, SEE PLAN

SECTION A-A

PRE-ENGINEERED CURTAINWALL AND LATERAL/GRAVITYCONNECTION TO CONCRETEBEAM PER DELEGATEDSPECIALTY ENGINEER

3/4

"

CMU BOND BEAM W/(2) #5 CONT.

CMU WALL, SEE PLAN

T/PARAPET

EL. SEE PLAN

BREAK-OUT TOP CELL & GROUTSOLID AS REQ'D FOR DWL.

HC ENGINEER TO ACCOUNTFOR LINE LOADS: DL = 310 PLFMOMENT WL= 1.5 K-FT (ASD)

HC PLANK, SEE PLAN

STD ACI HK

T/PLANK

EL: SEE PLAN

HC PLANK,SEE PLAN

CONCRETE BEAM,SEE PLANBREAK-OUT TOP OF

CORE & GROUT @EXPANSION ANCHORS

T/PLANK

EL: SEE PLAN

SEE DETAIL 4/S-505 FORCONNECTION

STAGGER EMBED PLATES

3

CMU WALL,SEE PLAN

HC PLANK,SEE PLAN

SEE DETAILS 3,6/S-504FOR CONNECTIONINFO NOT SHOWN

PRE-ENGINEERED ALUMINUM LOUVER& ANCHORAGE PER DELEGATEDSPECIALTY ENGINEER, SEE ARCH

LAP SPLICE

(2) CMU BOND BEAMR/W (2) #5 CONT.

T/SCREENWALL

EL: SEE PLAN

CMU SCREEN WALL,SEE DETAIL .

8" CMU BOND BEAMR/W (2) #5 CONT.

PRECAST LINTEL

T/PLANK

EL: SEE PLAN

HC PLANK, SEE PLAN & DETAIL7/S-504 FOR ADD'L INFO.


/9 S-506

OPENING

@ 8'-0" O.C. + 4'-0" FROM CORNERS

4' - 0" OPENING 2' - 0"MASONRY CONTROLJOINT @ 16'-0" O.C.

PRECAST LINTEL SPANNINGOVER OPENING W/ 8" CMU BONDBEAM ABOVE R/W (2) #5 CONT.FROM CONTROL JOINT TOCONTROL JOINT

T/PLANK

EL: 147'-0"

T/OPENING

EL: 149'-0"

T/SCREEN WALL

EL: 153'-8"

TYP

(2) #6 @ 8" O.C.

OVER OPENING

(1) #6 @ 16" O.C.

TYP

(2) #6 @ 8" O.C.

(2) 8" CMU BOND BEAMR/W (2) #5 CONT.

8" CMU SCREEN WALL

8" MINBEARING

HC PLANK,SEE PLAN

T/TOPPING/BEAM

EL: SEE PLAN


BREAK-OUT TOP OFCORE & GROUT SOLID ATEXPANSION ANCHORS


STAGGER EMBED PLATESCONC. BEAM,SEE PLAN

BREAK-OUT TOP CELL & GROUT@ EXPANSION ANCHORS

T/BEAM

EL: SEE PLAN

T/PLANK

EL: SEE PLAN

HC PLANK,SEE PLAN

PRE-ENGINEERED SKYLIGHTAND ANCHORAGE DELEGATEDENGINEER, SEE ARCH

SEE DETAIL 4/S-505 FORCONNECTIONM

IN3"

L5x3x1/4 LLV CONTINUOUS

CONCRETE SLAB ONCOMPOSITE METALDECK SEE PLAN

3/4" DIA. EXPANSION ANCHORWITH 4 3/4" MIN. EMBEDMENT@ 24" O.C. AND 1'-0" FROMANGLE ENDS

EL. SEE PLAN

T/ CONCRETE

SEE PLAN FOR REINF.SIZE AND SPACING

CONCRETE TIE BEAMSEE PLAN AND SCH. FORREINFORCING

HC PLANK,SEE PLAN

T/PLANK

EL: SEE PLAN



STAGGER EMBED PLATES

3

CONC. TOPPING/ LEVELINGSLAB, SEE PLAN

SEE PLAN

T/SLAB

GROUT SOLID ALL HOLLOWCORE TO HOLLOW COREPLANK KEYWAY JOINTS, TYP

HOLLOW CORE PLANK,SEE PLAN

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

3:1

4 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

STRUCTURAL DETAILS

S-506

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 3/4" = 1'-0"S-506

1 SECTION AT STAIR TOWER ROOF & PARAPETSSCALE: 3/4" = 1'-0"S-506

2 CMU PARAPET SUPPORTED BY HC PLANKSCALE: 3/4" = 1'-0"S-506

3 TYP HC PLANK TO CONC BEAM AT ROOF

SCALE: 1" = 1'-0"S-506

4 TYP ALUMINUM LOUVER CONN. DETAIL

SCALE: 3/4" = 1'-0"S-506

8 TYP SECTION THRU CMU SCREEN WALLSCALE: 3/4" = 1'-0"S-506

9 TYP CMU SCREENWALL ELEVATION

SCALE: 3/4" = 1'-0"S-506

5 TYP HC TO CONC. BEAM CHANGE OF DIRECTIONSCALE: 3/4" = 1'-0"S-506

6 TYP SECTION AT CONC. BEAM SUPPORTING SKYLIGHTSCALE: 3/4" = 1'-0"S-506

7 TYPICAL FLOOR DECK SUPPORT AT MASONRY WALL

SCALE: 3/4" = 1'-0"S-506

10 TYP HC TO CONC. BEAM SIDE BEARING

SCALE: 3/4" = 1'-0"S-506

11 TYPICAL HOLLOW CORE PLANK TO PLANK DETAIL



3

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elizabethmendez

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REMOVABLE VERTICAL FORMEDBULKHEAD SET IN LOWER FLUTE.

BULKHEAD MUST HAVE SLAB REINF.EXTENDING THROUGH IT.

REMOVABLE VERTICAL FORMED BULKHEADSET IN LOWER FLUTE. BULKHEAD MUST HAVE

SLAB REINF. EXTENDING THROUGH IT.

NOTES:

1. AT CONTRACTOR'S OPTION, PREFORMED PERMANENT METAL SHEAR KEY MAY BE USED W/ SLABREINF. STOPPING EACH SIDE AND #3 DOWEL x 2'-0" CENTERED @ 18" O.C.

2. CONTRACTOR IS RESPONSIBLE FOR PROVIDING CHAIRS FOR WWF (IF USED) TO MAINTAINCLEARANCE SHOWN. RAISING THE WWF DURING THE CONC. POUR IS NOT PERMITTED.

PARALLEL TO DECK FLUTES

PERPENDICULAR TO DECK FLUTES

LOCATION OFCONSTRUCTION JOINT

NOTE:

CONSTRUCTION JOINTS SHALL BE LOCATED NO CLOSER THAN 5'-0" FROM THE CENTERLINE OF THE NEAREST GIRDER.

SPAN / 3

SPAN

SECTION B-B

B

B

SECTION A-A

SPLICE PLATE

METAL DECK

EDGE ANGLE / DIAPHRAGM CHORD

EDGE ANGLE /DIAPHRAGM CHORD

METAL DECKSPLICE PLATE

1/2"x4 1/2"x10"

3/4"x2 1/2"x1'-2"

1/2"x3 1/2"x1'-0"

1/2"x2 1/2"x9"

L5x3x1/4 LLH

L5x3x1/4 LLV

L4x4x1/4

ANGLE

L3x3x1/4

PLATE DIM.

EDGE ANGLE & DIAPHRAGMCHORD SPLICES

1/4

A

A

1/4

ROOF DECK NOT SHOWNFOR CLARITY

CONCRETE WALLOR TIE BEAM

2L4x3, SEE SCHEDULE

W-BEAM/GIRDER

EMBED PLSEE SCHEDULE

5/16

5/165/8" RETURNTOP, TYP

4"

5/16


TYPICAL ROOF BEAM CONNECTION AT WALL EDGECASE 2

2

HEADED STUDANCHORS

HEADED STUDANCHORS CASE 1 & 2

TOP WELD PLCASE 2

AT WALL EDGEAT TYPICAL CONDITION

ANGLE SIZENO. OF 7/8" DIA.A325-N BOLTS

BEAM SIZE(SEE PLAN) EMBED PL

EMBED PLCASE 1

ROOF BEAM/GIRDER CONNECTION TO CONCRETE WALL

MAXIMUM ASDALLOWABLE ENDREACTION (KIPS)

W8/W10

W12/W14

W16/W18

W21

W24

3

4

5

6

2L4x3x5/16 x 0'-6"

2L4x3x5/16 x 0'-9"

2L4x3x5/16 x 1'-0"

2L4x3x5/16 x 1'-3"

2L4x3x5/16 x 1'-6"

1/2"x12"x1'-4"

1/2"x12"x1'-6"

5/8"x12"x1'-8"

5/8"x12"x1'-10"

3/4"x12"x2'-0"

(6) 3/4" DIA.

(8) 3/4" DIA.

(8) 3/4" DIA.

(10) 3/4" DIA.

(10) 3/4" DIA.

1/2"x20"x1'-6"

1/2"x20"x1'-9"

5/8"x20"x2'-0"

5/8"x20"x2'-4"

3/4"x20"x2'-6"

(8) 3/4" DIA.

(10) 3/4" DIA.

(10) 3/4" DIA.

(12) 3/4" DIA.

(14) 3/4" DIA.

1/2"x1'-5"x1'-0"

5/8"x1'-5"x1'-3"

3/4"x1'-5"x1'-6"

3/4"x1'-5"x1'-9"

3/4"x1'-5"x2'-0"

38

60

68

72

76


DOUBLE ANGLESEE SCHEDULE

TOP WELD PLSEE SCHEDULE

WALL EDGE

W BEAM

TYPICAL ROOF BEAM CONNECTION AT WALL EDGECASE 1


DOUBLE ANGLESEE SCHEDULE

WALL EDGE

W BEAM

EMBED PLCASE 2

1/2"x16"x1'-6"

1/2"x16"x1'-9"

5/8"x16"x2'-0"

5/8"x16"x2'-4"

3/4"x16"x2'-6"

2"

2"

MIN

8"

5" MAX

5/16


2" 1' - 0" 2" 4"

5/163 SIDES TYP

2" 1' - 0" 6"

4" MIN

NOTES:1. SEE SCHEDULE FOR NUMBER OF BOLTS (3" GA.)2. CONNECTIONS ARE VALID FOR BEAMS WITH STANDARD

OR SHORT-SLOTTED HOLES, FULLY TIGHTENED OR SNUGTIGHT.

3. LENGTH OF HEADED STUDS SHALL BE 4" FOR WALLS 5.5"-7.25" THICK, 6" FOR WALLS 7.5"-9.5" THICK, AND 8" FORWALLS 10" OR THICKER.

4. HEADED STUDS SHALL BE ARRANGED IN ROWS OF TWO,WITH 2" TYPICAL PLATE EDGE DISTANCE.

5. THIS DETAIL APPLIES AT CONCRETE BEAMS & COLUMNS,TIE BEAMS IN MASONRY WALLS, AND CONCRETE WALLS.

6. CASE 1 WALL EDGE CONDITION SHALL APPLY WHENEVERBEAM CENTERLINE IS LESS THAN 12", BUT MORE THAN 4",FROM WALL EDGE.

7. CASE 2 WALL EDGE CONDITION SHALL APPLY WHENEVEREAM CENTERLINE IS LESS THAN 4" FROM EDGE OF WALL.

8. NOTIFY THE ENGINEER IF BEAM CENTERLINE LIES OUTSIDEWALL EDGE.

COMPOSITE METAL DECKNOT SHOWN FOR CLARITY

NOTES:

1. SEE SCHEDULE ABOVE FOR NUMBER OF BOLTS (3" GA.)2. TABULATED VALUES ARE VALID FOR BEAMS WITH STANDARD OR SHORT-SLOTTED

HOLES, FULLY TIGHTENED OR SNUG TIGHT.3. COPE BEAM FLANGE AS REQUIRED, TOP & BOTTOM (REINFORCE WHERE REQUIRED

TO SUSTAIN AISC SPECIFIED CAPACITY)

W8/W10

BEAM SIZE(SEE PLAN)

W12/W14

W16/W18

W24

2

3

4

6

STEEL GIRDER "B"STL. BEAM "A" (SEE PLAN)

NO. OF 7/8" DIA. A325-NBOLTS IN BEAM "A"

NO. OF 7/8" DIA. A325-NBOLTS IN GIRDER "B"

4

6

8

12

2L4x4x3/8 x 0'-6"

2L4x4x3/8 x 0'-9"

2L4x4x3/8 x 1'-0"

2L4x4x3/8 x 1'-6"

ANGLE SIZE

W21 5 102L4x4x3/8 x 1'-3"

FLOOR BEAM TO GIRDER CONNECTION SCHEDULE

3"

TY

P3

"

1 1

/2"

2 1/2"

4"

EL. SEE PLAN

T/ STEEL

STEEL BEAM,SEE PLAN

L5X5X1/4" CONT

8" WIDECONC. CURB R/W (3) #4HORIZ. CONT & #5 @ 15" O.C. VERT

1/4 2-12CONC ON MTLDECK, SEE PLAN

SKYLIGHT FRAMING & ANCHORAGE PERSPECIALTY DELEGATED ENGINEER,MAX ANTICIPATED LIVE LOADDEFLECTION OF ROOF STRUCTURE 3/4"

EOD

6"

2' - 6"

EL 126'-0"

T/CONC DECK

EL 127'-7"

T/CONC CURB

180° HK

6"

3"

STD. 90° HOOK ONALL COL. BARS ATTOP.

TOP OF STRUCTURE.

PROVIDE ADDN'LTIE AT TOP OFCOLUMN POUR.

SCHED. COLUMNSTEEL AND TIES.

BASE OFBAR HOOK.

BEAM SOFFIT.

PROVIDE ADDN'L BARS IFSHOWN IN COL SCHED.PLACE UNIFORMLY AROUNDCOL. PERIMETER BEGINNINGAT CORNERS.

PROVIDE ADDN'L TIE ATEND OF ADDN'L COL. BARS.

6"

SS

SMA

X.

3"

TIES @ 6" MAX.

PE

R C

OLU

MN

SC

HE

DU

LE

DE

VE

LO

PM

EN

T L

EN

GT

H

NOTES:1. AT INTERIOR COLUMNS, TIES AT 6" O.C. WITHIN FLOOR CONSTRUCTION MAY BE OMITTED IF

BEAMS OR JOISTS FRAME CONCENTRICALLY INTO ALL FOUR SIDES OF THE COLUMN AND NOBEAM OR JOIST IS NARROWER THAN ONE HALF THE COLUMN WIDTH.

2. AT EXTERIOR COLUMNS, TIES WITHIN FLOOR CONSTRUCTION MUST BE PROVIDED.3. "S" DENOTES SCHEDULED TIE SPACING.

STEEL COLUMN,SEE PLAN

PL 1 1/2"X16" SQ W/ (4)5/8" Ø HSA, 6" LONG

5/16

CONC. BEAM,SEE PLAN

T/BEAM

EL: SEE PLAN

8"

TYP

4"

CMU WALL,SEE PLAN

CONC. BEAM,SEE PLAN

STD ACI HK

LAPSPLICE, TYP

CONC ELEVATEDSLAB, SEE PLAN

T/SLAB

EL: SEE PLAN

CONC. BEAM,SEE PLAN

CONC. SLAB,SEE PLAN

STD ACI HK

TYP.1"

HC PLANK W/ 2"TOPPING, SEE PLAN

REFER TO DETAIL FORCONN.

3

TYP.1"

STRUCTURAL TOPPING.SEE PLAN, TYP.

PC HOLLOW COREPLANK. SEE PLAN, TYP.

CB-X, SEEPLAN.

L4X4X3/8" CONT. W/ 1/4" STIFFENER PL @ 8'-0"O.C. AND 1'-0" FROM ENDS W/ ¾"Ø EXPANSIONANCHOR @ 4'-0" O.C. WITH 3" EMBEDMENT TOHOLLOW CORE, TYP.

EL. SEE PLAN

T/ SLAB

3/16

3/16

PL 5/8"X12"SQ W/ (4) 5/8" HSA,5" LONG SPACED AT 6'-0" O.C.+ 1'-0" AWAY FROM ENDS

2"

8"

EL. SEE PLAN

T/ CONCRETE

GLASS PARTITION WALL ANDTRACK, SEE ARCH'L DWGSFOR EXACT LOCATION


#5 CONT.

1

1

1/2” ISOLATION JOINT

WATERPROOFING,SEE ARCH

1"

1"

7

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

3:1

9 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

STRUCTURAL DETAILS

S-507

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 3/4" = 1'-0"S-507

2 TYPICAL SLAB ON METAL DECK CONSTRUCTION JOINTSCALE: 1 1/2" = 1'-0"S-507

3 TYPICAL DIAPHRAGM CHORD SPLICE

SCALE: 3/4" = 1'-0"S-507

5 TYPICAL ROOF BEAM/GIRDER TO CONCRETE WALL CONNECTION

SCALE: 3/4" = 1'-0"S-507

4 TYPICAL FLOOR BEAM TO GIRDER CONNECTION

SCALE: 1 1/2" = 1'-0"S-507

6 TYP SECTION AT CANOPY SKYLIGHT

SCALE: 3/4" = 1'-0"S-507

7 COLUMN AT ROOF OR TOP FLOOR BEAMSCALE: 1" = 1'-0"S-507

8 TYP STEEL COLUMN TO CONC. BEAM CONN.SCALE: 1" = 1'-0"S-507

9 TYP MASONRY WALL ON CONC. BEAM DETAIL

SCALE: 1" = 1'-0"S-507

10 TYP SECTION THRU BEAM AT TRANSITION FROM HC PLANK TO CIP SLAB



7 ASI 003 06/19/2018

SCALE: 3/4" = 1'-0"S-507

1 TYP SIDE BEARING H/C PLANK TO CONCRETE BEAM DETAIL

3

SCALE: 1 1/2" = 1'-0"S-507

11 TYPICAL SLAB DETAIL AT GLASS PARTITION WALL TRACK

3

elizabethmendez

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elizabethmendez

Text Box


elizabethmendez

Image

OPENING

OPENING

CMU WALL,SEE PLAN

EMBED, SEESECTION A-A


HC PLANK W/TOPPING, SEE PLAN

1/4TYP

L6X4X3/4 LLVCONT.

4

S-508

3

1' - 2"

1' -

2"

4" 8" 2"

2"

8"

4"

PL 5/8" X 14" SQ W/ (4)5/8" Ø HSA, 5" LONG

TOP OF TIE BEAM

EDGE OF OPENING

SECTION A-A

2"

10

"1

0"

10

"2

"

PL 3/4" X 7 5/8" X 2'-10"W/ (4) 3/4" HSA 6" LONG

HC PLANK,SEE PLAN

CONCRETE COLUMN,SEE PLAN


(1) 5/8" Ø HILTI KWIK BOLT 3FROM ANGLE TO CENTEROF COLUMN, EMBED = 3 1/8"

L5X3 1/2X3/8LLH, CONT.

STEEL BEAM,SEE PLAN

USE NON-SHRINKGROUT AS REQ'D TOACHIEVE BEARING



T/SLAB

EL: SEE PLAN

HSS COLUMN,SEE PLAN

HSS TUBE,SEE PLAN

L4X4X1/4X0'-5"LONG. T&B

1/4

3 SIDES,TYP

T/BEAM

EL: SEE PLAN

#4X24" HOOKED BAR @ 3'-4" O.C.GROUTED SOLID IN CORE. BREAK TOPOF CORE AS REQ'D & GROUT SOLID

CONT. #5 BAR

(2) #5 BARS BOTTOMW/ #3 TIES @ 18" O.C.

(2) #6 TOP BARS FROMTIE BEAM BEYOND

L6X4X3/4 LLV CONT. W/ 5/8" HILTI KWIKBOLT 3 ANCHOR TO HC PLANK @ 3'-4"O.C. IN GROUTED CORE, EMBED = 3 1/8"

PC HOLLOW COREPLANK, SEE PLAN

3" MIN BEARING

T/SLAB

EL: SEE PLAN

SEE EMBED A-A

L6X4X3/4 LLVCONT.

OPENING OPENING

CONC. TIE COLUMN,SEE PLAN, TYP

CMU WALL,SEE PLAN

SEE EMBED B-B

OPENING OPENING

1/4

8"

4

S-508

3

TOP OF ANGLE

PL 5/8"X8"X2'-2" W/ (3)3/4" Ø HSA, 6" LONG

2"

10

"1

0"

3"

1"

1/4T&B

EMBED A-A

4" 8" 2"

2"

8"

4"

TOP OFTIE BEAM

PL 5/8"X14" SQ W/ (4)5/8" Ø HSA, 5" LONG

EDGE OFOPENING

EMBED B-B


CMU WALL,SEE PLAN

1/43 SIDES, TYP

HSS TUBE,SEE PLAN

L4X4X1/4X0'-5"LONG T&B

A.

.

A

T/BEAM

EL: SEE PLAN

1' - 0"

2" 8" 2"

3"

1' -

0"

3"

1' -

6"

PL 5/8"X12"X1'-6" W/ (4)5/8" Ø HSA 5" LONG

SECTION A-A

2" 11" 5"

1' - 6"

3"

1' -

0"

3"

1' -

6"

EDGE OFTIE BEAM

PL 5/8"X18" SQ W/ (4)5/8" Ø HSA 5" LONG

SECTION A-AWITHIN 1'-0" FROM WALL END

2" CONCRETETOPPING

GROUT SOLID

PC HOLLOW COREPLANK, SEE PLAN

T/BEAM

EL. SEE PLAN

1" 1"

2"

10

"

1/4 3"

1/4 3"TYP W14X43

L3X3X1/4 @ 2'-4" O.C. &1'-0" FROM ENDS (TYP)

L5X3-1/2X3/8 (LLH) X CONT. (TYP)

3/16TYP

#4 X 6'-0" @ 18" O.C.

CONC. TIE BEAM,SEE PLAN TYP

CMU WALL,SEE PLAN TYP

CONC. ON MTLDECK, SEE PLAN

L5X3X1/4 CONT. W/ 5/8" ØHILTI KWIK BOLT 3 @ 3'-4"O.C. EMBED = 3 1/8", TYP

T/CANOPY SLAB

EL. 126'-0"

LIGHT GAGEDECK CLOSURE

T/SLAB

EL. 127'-0"

0.6" 24 GA GALV. (G90) METAL FORM DECK,VULCRAFT TYPE "C" OR APPROVED EQUAL, 21/2" CONCRETE R/W 6X6-W1.4XW1.4 WWF(FLATSHEETS)

SLOPE

1/4"Ø TAPCONS @ 12"O.C., EMBED = 1 1/2"MIN, TYP

L4X4X5/16 W/ 1/4" STIFFENER PL @ 4'-0" O.C.& AT ENDS W/ (1) 5/8" Ø HILTI KWIK BOLT 3 @4'-0" O.C. & WITHIN 1'-0" OF ENDS, EMBED = 31/8" TO CONC. BEAM, 5/8" Ø HILTI KWIK BOLT3 @ 6'-0" O.C., EMBED = 3" TO HC PLANK, TYP

HC PLANK W/ CONC.TOPPING, SEE PLAN

CONC. BEAM,SEE PLAN

POLYSTYRENE FOAM FILLW/ MIN COMPRESSIBILITYOF 25 PSI

CONC. SLAB TO MATCHTOP SLAB REINF.

CONCRETE SLAB,SEE PLAN

STD ACI HK,TYP

T/SLAB

EL: SEE PLAN

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

3:2

2 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

STRUCTURAL DETAILS

S-508

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 3/4" = 1'-0"S-508

1 TYP SECTION AT 6'-0" MAX FULL HEIGHT WINDOW

SCALE: 3/4" = 1'-0"S-508

5 TYP STEEL BEAM TO END OF TC-1 CONN.

SCALE: 1 1/2" = 1'-0"S-508

3 TYP HSS BEAM TO HSS COLUMN DETAIL

SCALE: 1 1/2" = 1'-0"S-508

4 TYP HC PLANK ON ANGLE SUPPORT AT WINDOW

SCALE: 3/4" = 1'-0"S-508

2 TYP SECTION AT EXTERIOR ATRIUM WINDOWS W/ 3 SPAN BEAM

SCALE: 1" = 1'-0"S-508

6 TYPICAL HSS TUBE TO TIE BEAM DETAIL

SCALE: 1 1/2" = 1'-0"S-508

7 TYPICAL HOLLOW CORE PLANK AT BEAMSCALE: 1" = 1'-0"S-508

8 SECTION AT CANOPY TO TIE BEAMSSCALE: 3/4" = 1'-0"S-508

9 SECTION AT HC PLANK TO 2 SLAB EDGE



3

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elizabethmendez

Image

END SUPPORT -CONCRETE OR CMU REINF.NOT SHOWN FOR CLARITY

Ln1

90 DEG. STD HK - TILTFROM VERT AS REQ'D TOMAINTAIN CLEARANCE

CONC. SLAB - SEEPLAN FOR THICKNESS

INT. SLAB SUPPORT - CONCRETE OR CMUREINF. NOT SHOWN FOR CLARITY

LAP BEYOND -LAP NO MORE THAN50% OF BARS AT ONELOCATION

TEMP. & SHRINKAGE REINF.,SEE PLAN

LAP SPLICE

CLASS B

Ln2

MAIN REINF., SEE PLAN

Ln2

INT. SLAB SUPPORT - REINF.NOT SHOWN FOR CLARITY

LAP SPLICE

CLASS B

INT. SLAB SUPPORT - CONCRETE ORCMU REINF. NOT SHOWN FOR CLARITY

EXTERIOR SPAN INTERIOR SPAN INTERIOR SPAN CANTILEVER SPAN

LAP SPLICE

CLASS B

1' - 0"

END SUPPORT -CONCRETE OR CMU REINF.NOT SHOWN FOR CLARITY

Ln3

FOR WHERE ONE WAY SLAB SPANS CHANGE DIRECTION OVERSUPPORT, LAP SPLICE MAIN REINFORCEMENT WITH TEMPERATUREAND SHRINKAGE STEEL ( USE LARGE LAP SPLICE REQUIRED)

END SUPPORT -CONCRETE OR CMUREINF. NOT SHOWN FORCLARITY

Ln1

90 DEG. STD HK - TILTFROM VERT AS REQ'D TOMAINTAIN CLEARANCE


INT. SLAB SUPPORT -CONCRETE OR CMU

REINF. NOT SHOWN FORCLARITY

LAP BEYOND -LAP NO MORE THAN50% OF BARS AT ONELOCATION


LAP SPLICE

CLASS B

Ln2


Ln2

INT. SLAB SUPPORT - REINF.NOT SHOWN FOR CLARITY

LAP SPLICE

CLASS B

INT. SLAB SUPPORT -CONCRETE OR CMU

REINF. NOT SHOWN FORCLARITY

EXTERIOR SPAN INTERIOR SPAN INTERIOR SPAN CANTILEVER SPAN

LAP SPLICE

CLASS B

1' - 0"


Ln3

FOR WHERE ONE WAY SLAB SPANS CHANGE DIRECTION OVERSUPPORT, LAP SPLICE MAIN REINFORCEMENT WITH TEMPERATURE

AND SHRINKAGE STEEL ( USE LARGE LAP SPLICE REQUIRED)

TYP6"

TYP6"

90 FROM VERT AS REQ'DTO MAINTAIN CLEARANCE





SPAN DIRECTION(SEE PLAN)

90 FROM VERT AS REQ'DTO MAINTAIN CLEARANCE





SPAN DIRECTION(SEE PLAN)

TYP

6"

NOTES:1. "S" DENOTES SCHEDULED TIE SPACING.2. REFER TO COLUMN SCHEDULE NOTES FOR REQUIRED "L" DISTANCE.


"L"

"L"

ADDN'L. SET OF TIE EACHSIDE OF SPLICESLEEVE.

CENTER OF CLEAR COL. HEIGHT-HALFWAY BETWEEN FLOOR LINE ANDBOT. OF DEEPEST BEAM FRAMING INTOCOLUMN.

SPLICE 50% OF THE BARS DISTANCE "L"ABOVE AND 50% BELOW THE MID COL.HEIGHT. SPLICED BARS SHALL BEALTERNATED W/ UN-SPICED BARS ANDLOCATED AS SYMMETRICALLY ASPOSSIBLE ABOUT THE COL. CROSSSECTION.

ADDN'L. SET OF TIES EACH SIDE OFSPLICE SLEEVE.

SS

SS

NOTES:1. S = X - db WHERE: S = CLEAR BAR SPACING TO BE USED FOR DETERMINATION OF TENSION SPLICE LENGTH CATEGORY. X = CLEAR DISTANCE BETWEEN ADJACENT SPLICED BARS. db = DIAMETER OF INTERMEDIATE UN-SPICED BARS.

SP

LIC

ES

ST

AG

GE

RE

D

SPLICED BAR

INTERMEDIATEUN-SPICED BAR

SPLICED BAR

UN-SPICED BAR

PLAN

db

X

ELEVATION

Db

Db

X

X

LOWER OFFSETBENT BAR

UPPER BAR

LOWER OFFSETBENT BAR

UPPER BAR

S

S

SS

NOTES:1. LOWER COLUMN VERTICAL BARS BE OFFSET BENT IN THE SHOP TOWARD THE INTERIOR OF THE

COLUMN AS SHOWN.2. S= CLEAR BAR SPACING TO BE USED FOR DETERMINATION OF TENSION SPLICE LENGTH CATEGORY.3. REFER TO "TYPICAL DETAIL CLEAR SPACING OF SPLICE BARS, STAGGERED SPLICES" FOR CRITERIA

TO DETERMINE CLEAR SPACING FOR BARS AT STAGGERED SPLICES.

SEE NOTE #2

COLUMN BELOW

COLUMN ABOVE

SEE NOTE #1

SEE NOTE #3

VERTICAL REINF. FROM SLAB TO MATCHIN SIZE & QUANTITY FOR COLUMNABOVE.

VERTICAL REINF. FOR COLUMN ABOVE.

VERTICAL REINF. FOR COLUMN BELOW.

NOTE:1. STD 90° HOOK DOWEL IN THE SLAB FOR COLUMN ABOVE. THIS ONLY APPLIES WHEN THE COLUMN ABOVE

OVERHANGS THE COLUMN BELOW AND THE VERTICAL BAR BELOW IS FURTHER THAN 6" FROM THE VERTICALBAR ABOVE.

2. STD. 90° HOOK FROM COLUMN BELOW. THIS BAR WILL TERMINATE IF LOCATED MORE THAN 3" OUTSIDE COLUMNABOVE 3" IS THE MAXIMUM AMOUNT OF BAR CRANK ALLOWED.

3. STRAIGHT BAR DOWELS FROM COLUMN BELOW. ALL DOWELS LOCATED IN THE "BEARING AREA" SHALL BESTRAIGHT BAR DOWELS OR VERTICAL BARS FROM COLUMN BELOW.

4. SIZE AND QUANTITY OF DOWELS SHALL MATCH VERTICAL BARS IN COLUMN ABOVE.5. SUBMIT COLUMN TRANSITION SHOP DRAWINGS FOR REVIEW.

SEE NOTE #?

1

6

1 ADDITIONAL SET OFTIES T EACH END OF LAPSPLICE.

MAX. BENDSLOPE 1:6

FINISH FLOOR

3 ADDN'L. SETS OF TIES ATBOT. OF VERTICAL BARBEND

PROVIDE TWOPIECE TIES WITHINSLOPED PORTIONOF VERT. Bars.

PROVIDE 1 ADDN'L.SET OF TIES AT TOPOF COLUMN POUR.

NOTES:1. AT INTERIOR COLUMNS, TIES @ 6" CENTERS WITHIN FLOOR CONSTRUCTION MAY BE OMITTED IF

BEAMS OR JOISTS FRAME CONCENTRICALLY INTO ALL FOUR SIDES OF THE COLUMN AND NOBEAM OR JOIST IS NARROWER THAN ONE HALF THE COLUMN WIDTH.

2. AT EXTERIOR COLUMNS, TIES WITHIN FLOOR CONSTRUCTION MUST BE PROVIDED.3. "S" DENOTES SCHEDULED TIE SPACING.4. THIS TYPICAL DETAIL IS APPLICABLE FOR COLUMNS WITH LESS THAN 3" OFFSET ON ANY FACE

FROM COLUMN ABOVE.


SOFFIT OF DEEPESTBEAM FRAMING INTOCOLUMN.

TIES @ 6" MAX.

SS

S

3"

MA

X.

6"

3"

MA

X. S

SS

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

3:2

7 A

MC

:\R

evit 2

01

6 L

oca

l M

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\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

STRUCTURAL DETAILS

S-509

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 3/4" = 1'-0"S-509

1 ONE WAY SLAB SLAB REINFORCMENT DETAIL (SINGLE MAT)

SCALE: 3/4" = 1'-0"S-509

3 ONE WAY SLAB SLAB REINFORCMENT DETAIL (DOUBLE MAT)

SCALE: 3/4" = 1'-0"S-509

5 ONE WAY SLAB SINGLE SPAN (SINGLE MAT)SCALE: 3/4" = 1'-0"S-509

6 ONE WAY SLAB SINGLE SPAN (DOUBLE MAT)

SCALE: 3/4" = 1'-0"S-509

2 END BEARING COMPRESSION COLUMN SPLICE

SCALE: 3/4" = 1'-0"S-509

4 STAGGERED SPLICES

SCALE: 3/4" = 1'-0"S-509

9 TYPICAL CONCRETE COLUMN NORMAL LAP SPLICESCALE: 1/2" = 1'-0"S-509

8 TYPICAL COLUMN TRANSITION DETAILSCALE: 3/4" = 1'-0"S-509

7 COLUMN SPLICE AT FLOOR BEAM AND SLAB FLOOR SYSTEM


elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

CONC. BEAM, SEE PLAN

CMU WALL,SEE PLAN

STD ACI HK,TYP


LAP SPLICE


REFER TO DETAIL FOR CONN.

T/SLAB

EL: SEE PLAN

/4 S-505

CONC TIE BEAM,SEE PLAN TYP


POLYSTYRENE FOAM FILLW/ MIN COMPRESSIBILITYOF 25 PSI CONC. SLAB,

SEE PLAN

CONC. SLAB TO MATCHTOP, SEE PLAN

STD ACIHK, TYP

T/SLAB

EL: SEE PLAN

CMU WALL,BEYOND

B/RB-1

EL: 112'-8"



LAP SPLICE


EL: SEE PLAN

T/SLAB


REFER TO DETAILFOR CONN.

/4 S-505

HSS TUBE COLUMN,SEE PLAN

(2) L5X3X1/4X0'-6" LONGW/ (2) 3/4" Ø THRU BOLTSIN VERTICAL LONGSLOTTED HOLES

1/43 SIDES, TYP

PL 3/4"X12"X2'-0" EMBEDPL W/ (3) 5/8" Ø HSA, 6"LONG, SPACED 10" APART


COMPRESSIBLE FOAM FILLW/ MIN COMPRESSIBILITYOF 25 PSI

CONC. BEAM,SEE PLAN

CONC. ELEVATED SLABTO MATCH TOP SLAB

STD ACI, HK

T/SLAB

EL: SEE PLAN

CMU WALL,SEE PLAN

HC PLANK W/ TOPPING,SEE PLAN

MAIN REINF BARS TO BE FULLYDEVELOPED INTO GROUTED HCPLANK @ MAX SPACING ASINDICATED ON PLAN, BREAK TOP OFCORE & GROUT SOLID AS REQ'D

CIP CONC. SLAB,SEE PLAN

#5 CONT.SLOPE

LAP SPLICE

SEE ARCHSTD ACI HK

DRIP EDGE

T/SLAB

EL: SEE PLAN

"LD"

LOAD BEARING CMUWALL, SEE PLAN

CONC. BEAM,SEE PLAN


T/SLAB

EL: SEE PLAN

STD ACI HK



CMU WALL,SEE PLAN

CONC. BEAM,SEE PLAN

CIP CONC. BEAM,BEYOND TYP

STD ACIHK, TYP

T/SLAB

EL: SEE PLAN

CIP CONC. BEAM,SEE PLAN

CMU WALL,SEE PLAN

HC PLANK W/ TOPPING,SEE PLAN

SEE DETAIL FORCONNECTION

STD ACI HK

T/SLAB

EL: SEE PLAN

/1 S-507

CMU BOND BEAMCONT. W/ (2) #5 CONT.

12" CMU WALL REINF.PER PLANS

T/WALL

EL. 110' - 0"

1' -

4"

2' - 6" 1' - 0" 2' - 6"

STD ACI,HK, TYP

(6) #6 BARS CONT.W/ #6 BARS @ 12" O.C. T+B

T/GRADE

EL. SEE CIVIL

10

' - 6

" M

AX

2' -

0"

COMPACTED FILL

1/2" ISOLATION JOINT

CONC. SIDEWALK, SEE CIVILLAP SPLICE


(2) 8" CMU BONDBEAM W/ (2) #6CONT. @ 8'-0" O.C.MAX, SEE PLANS

WALL FOUNDATION,SEE PLAN

GRADE,SEE CIVIL

1/2" ISOLATION JOINT

CONC. SLAB-ONGRADE, SEE PLAN

COMPACTED FILL

T/SLAB

EL: SEE PLAN

T/FDN

EL: SEE PLANSTEEL TUBE,SEE PLAN

T/TUBE

EL: SEE PLAN

PRE-ENGINEERED CURTAINWALL SYSTEM PER DELEGATEDSPECIALTY ENGINEER

CONNECTION FROM CURTAIN WALLTO TUBE STEEL PER CURTAIN WALLDELEGATED SPECIALTY ENGINEER

T/TOPPING

EL: SEE PLAN

HC PLANK,SEE PLAN

2" MIN CONCTOPPING, SEE PLAN

"Ld"

STD ACI HK

(2) #4 CONT.

#4 @ 12" O.C.

PL 1/2"X10"X1'-0" EMBEDW/ (4) 1/2" Ø HSA 4 1/2"LONG, SPACED AT EACHRAILING POST, 5'-0" MAX

10

"

2"

TY

P6

"

PRE-ENGINEERED GLASSRAILING, ALUMINUM PLATE ANDATTACHMENT TO CONCRETEBEAM PER DELEGATEDSPECIALTY ENGINEER, SEEARCHITECTURAL DETAIL FORADDITIONAL INFORMATION

NOTE: PROVIDE MATERIAL BARRIER BETWEENALUMINUM AND DIS-SIMILAR METALS / CONCRETE

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

3:3

1 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

STRUCTURAL DETAILS

S-510

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 3/4" = 1'-0"S-510

1 SECTION THRU SLAB SYSTEM TRANSITION & CMU WALL CONN. TO CONC. BEAMSCALE: 3/4" = 1'-0"S-510

2 SECTION THRU CONC. TIE BEAMS @ DOUBLE SLABSCALE: 3/4" = 1'-0"S-510

3 TYP SECTION AT HC PLANK TO CIP SLAB TRANS. AT TIE BEAM

SCALE: 3/4" = 1'-0"S-510

4 TYP SECTION AT FRONT ENTRY STEEL CURTAIN WALL SUPPORT CONN.SCALE: 3/4" = 1'-0"S-510

5 TYP SECTION AT CIP "DECROTIVE LEDGE TO HC PLANK"SCALE: 3/4" = 1'-0"S-510

6 CIP CONC BEAM ON OFFSET CMU WALL CONN.

SCALE: 1/2" = 1'-0"S-510

7 SECTION THRU CANT. CONC. BEAMS AT ATRIUMSCALE: 3/4" = 1'-0"S-510

8 TYP SECTION HC SIDE BEARING ON BEAM W/ CMU WALLSCALE: 3/4" = 1'-0"S-510

9 SECTION THRU 12" CMU SCREENWALL

SCALE: 1" = 1'-0"S-510

10 TYP. CMU EXTERIOR STAIR WELL WALL DETAILSCALE: 1" = 1'-0"S-510

11 TYP LATERAL CONN. FROM CURTAIN WALL TO TUBESCALE: 1" = 1'-0"S-510

12 TYP GLASS RAILING POST TO HC PLANK CONN.



3

3

3

elizabethmendez

Rectangle

elizabethmendez

Text Box


elizabethmendez

Image

STEEL BEAM,SEE PLAN

6" CFS STUD WALLSPANNING HORIZ.SEE PLAN

(2) 0.177 P.A.F. FROMBOTTOM STUD TOSTEEL BEAM @ 16" O.C.

600T 162-43 TRACK W/ (1)#12 TEK SCREW TO STUDEACH SIDE + (2) 0.177P.A.F. TO STEEL BEAM

6" CFS STUD WALLSPANNING VERTICALLY,SEE PLAN

STEEL BEAM,SEE PLAN

5 1/16" STIFFENERPL, FULL DEPTH

DECK EDGE ANGLE,SEE PLAN + TYP DETAIL

CONC BEAM,SEE PLAN

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

2"

6"

6"

9"

5/163 SIDES

3/8X5"X1'-4" BENT PLATEEACH SIDE OF CONC BEAM

1/4

CONC ON MTL DECK,SEE PLAN

A.

.

A

2' - 0"

1' - 0"

9"

6"

6"

2"

3/4" THICK BUILT UP EMBEDPLATE, 2'-2" LONG W/ (14)3/4" Ø HSA, 6" LONG

SECTION A-A

T/BEAM

EL: 126' - 0"


THICKENED SLABEDGE, SEE PLAN

PRE-ENGINEERED CURTAIN WALL+ ANCHORAGE PER DELEGATEDSPECIALTY ENGINEER

GRADE OR SIDEWALK, SEE CIVIL

COMPACTED FILL

T/SLAB

EL: SEE PLAN

WORK POINT

EL: 141'-0"

3/16

3/16

HSS3X3X3/16, TYP

3/16 4" MIN

3/16 4" MINTYP

PL 5/8"X18"X3'-1" W/ (8)3/4" Ø HSA, 5" LONG

TY

P2

"

11

"1

1"

11

"

PL 5/16"

CONC TIE COLUMN,SEE PLAN

PL 1/2"x6"x POCKETWIDTH W/ 3/4"Øx6"LONG HCA @ 8" O.C.

6"

EL. = SEE PLAN

T.O. BRG PL

4 1/2"

2' -

0"

UNO

8"

EXTEND BEAM STIRRUPAT BACK OF POCKET

ADDITIONAL #7 BARS EACH FACEOVER & BELOW POCKET TOEXTEND 2' PAST POCKET W/ADDITIONAL TIES

SECTION PLAN

EL

EV

AT

OR

SU

PP

LIE

D

SE

E P

LA

N -

VE

RIF

Y W

/

"Ld

"

GUY WIRE, SEEMECH DWGS

1

1

ROOFTOP UNIT(RESTRAINT ORIENTATION)

PLAN VIEW

ROOFING,SEE ARCH

CURB, SEEMECH DWGS

RESTRAINT

SHACKLE, SEEMECH DWGS

ROOFTOP EQUIPMENT,SEE MECH DWGS

FLASHING, SEE ARCH

1'-8

" M

AXPRECAST HOLLOW CORE

PLANKS, SEE PLANS

(2) PL 1/4"x10" SQ W/(4) 3/8"Ø THRU BOLTS

1" TYP

2"Ø STD PIPE W/ 1/4" CAPPLATE FOR 1/2" Ø EYEBOLT

3/16

NOTE: LOCATE ALL TENDONS IN H/CPLANKS AND AVOID DAMAGING DURINGINSTALLATION OF THRU BOLTS

THREADED RODS AT PARTITIONSUPPORTS BY SKYFOLDSUPPLIER - COORDINATE HOLESIN C8 WITH ROD LOCATIONS

C8x11.5xCONT ABOVE SKYFOLDPARTITION, COORDINATE FINALLOCATION WITH SKYFOLD CUTSHEET

L3x3x1/4 AT 5'-0" O.C. ANDWITHIN 6" OF C8 CHANNEL ENDS

CIP CONCRETE SLAB,SEE PLAN

L3x3x1/4 x 0'-6" W/ (2) 1/4"Ø(1 1/2" EMBED) TAPCONS,OR APPROVED EQUAL

3/16TYP.

EL: 116'-0"

T/ CONC SLAB

EL: 112'-2 1/2"

B/ CHANNEL

SKYFOLD PARTITIONWALL, SEE ARCH

L3x3x1/4 x 0'-11" W/ (2) 1/2"Ø HILTIKWIK BOLT 3, OR APPROVEDEQUAL, EMBED = 2"

8" 1 1/2"

CONC TIE BEAM,SEE PLAN TYP


POLYSTYRENE FOAM FILL W/ MINCOMPRESSIBILITY OF 25 PSI

CONC. SLAB,SEE PLAN

CONC. SLAB TO MATCHTOP, SEE PLAN

STD ACIHK, TYP

T/SLAB/BEAM

EL: SEE PLAN

CMU WALL,BEYOND

LAP SPLICE

CURTAIN WALL ANDCONNECTIONS PERDELEGATED SPECIALTYENGINEER


COMPRESSIBLE FOAM FILLW/ MIN COMPRESSIBILITYOF 25 PSI CONC. BEAM,

SEE PLAN

CONC. ELEVATED SLABTO MATCH TOP SLAB

EX

PA

NS

ION

3/4

" V

ER

TIC

AL

VERTICAL SLOTTEDCONNECT TO BEAMPER SPECIALTYDELEGATED ENGINEER




T/ SLAB

SEE PLAN

CMU WALL, SEE PLAN

LAP SPLICE

JO

INT

1/2

" IS

O

BP 1/4"x4"x8" LLV CONT. W/ 1/2"ØEXPANSION BOLT IN VERTICAL LONGSLOTTED HOLES @ 3'-4" O.C. & WITHIN 6" OFENDS TO TIE BEAM & 3/8"Ø DEWALT MINI-UNDERCUT+, OR APPROVED EQUAL, @ 2'-0"O.C. & WITHIN 6" OF ENDS TO HC PLANKS

4 1

/2"

TB-16 OR TB-15

CURTAIN WALL FRAME +ATTACHMENT TO STRUCTUREPER DELEGATED SPECIALTYENGINEER, SEE ARCH'L FORADDITIONAL INFO

CONCRETE TIECOLUMN, SEE PLAN


5" PLUMBING SLEEVETHRU BEAM

MIN

10

"

MIN

9" O.C.

AL

IGN

SL

EE

VE

TO

.

A

.

A

MIN

10"

CLR1 1/2"

PIPE SLEEVE

(3) SETS OFSTIRRUPS


SECTION A-A

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

3:3

6 A

MC

:\R

evit 2

01

6 L

oca

l M

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\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

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wart

.sco

tt.r

vt

STRUCTURAL DETAILS

S-511

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 1 1/2" = 1'-0"S-511

1 CFS STUD WALL TO STEEL BEAM @ CHANGE OF SPANSSCALE: 3/4" = 1'-0"S-511

2 CONN FROM W30 GIRDER TO CANT CONC BEAMSCALE: 1" = 1'-0"S-511

3 TYP CURTAIN WALL TO THICKENED SLAB EDGE DETAIL

SCALE: 1" = 1'-0"S-511

4 TYP DIAGONAL BRACE TO CONCRETE COLUMN AT MID-HEIGHTSCALE: 3/4" = 1'-0"S-511

5 ELEVATOR BEAM POCKETSCALE: NTSS-511

6 RTU SEISMIC / HURRICANE RESTRAINT

SCALE: 3/4" = 1'-0"S-511

7 SKYFOLD PARTITION WALL TO STRUCTURE CONN. SCALE: 3/4" = 1'-0"S-511

8 SECTION THRU DOUBLE CONC. TIE BEAMS @ SECOND FLOOR AREA CSCALE: 3/4" = 1'-0"S-511

9 CURTAIN WALL TO "L" SHAPED CONC BEAM AT ENTRY COLUMN LINE

SCALE: 3/4" = 1'-0"S-511

10 TYP SECTION AT SECOND FLOOR OVER MEETING ROOM DOORS TO GARDENSCALE: 1" = 1'-0"S-511

11 TYP CURTAIN WALL TO TIE COLUMN DETAILSCALE: 3/4" = 1'-0"S-511

12 TYP 5" SLEEVE THRU CONC. BEAM

3



3

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Text Box


elizabethmendez

Image

CONCRETE TIEBEAM, SEE PLAN

T/BEAM

EL. 147'-0"

CMU PARAPET,SEE PLAN


CMU WALL,SEE PLAN

LAP SPLICE

STD ACI HK

.

A

.

A

HC PLAN,SEE PLAN

CMU PARAPET,SEE PLAN

CONCRETE TIEBEAM, SEE PLAN

#4 BAR 10" LONG @ 3'-4" O.C.IN GROUTED H.C. CELL

STD ACI HK

SECTION A-A




TB-9

CMU WALL,SEE PLAN


CMU WALL, SEEPLAN, TYP

TIE BEAM,SEE PLAN

SLOPET/SLAB

EL: SEE PLAN

5"

TYP

5"

2"

STD ACI HK, TYP

CIP CONC. ELEVATED SLAB,SEE PLAN FOR REINF

#4 CONT.

TYP

"LD"

TYP

"LD" TOP BARS TO MATCHSIZE + QUANTITY OFINTERRUPTED BARS

2"

INTERRUPTEDTOP BARS

CIP CONC. BEAM,SEE PLANAT STEPPED LOCATION

1/2" STIRRUP SPACING

SINGLE ROW TOP BARS

TYP

"LD"

UNINTERRUPTED BOTTOMROW OF TOP BARS

2"

"3RD" ROW OF TOP BARSTO MATCH SIZE + QUANTITYOF INTERRUPTED BARS

CIP CONC. BEAM,SEE PLANAT STEPPED LOCATION

1/2" STIRRUP SPACING

TWO ROWS TOP BARS

INTERRUPTEDTOP BARS

CONC. COLUMN,SEE PLAN

1"

8"

PL 1/2"X10" SQ W/ (4)1/2" Ø HSA, 4" LONG

W6, SEE PLAN

PL 1/4"X4"X4 1/2" W/ (2) 1/2" ØBOLTS IN HORIZONTAL"SHORT SLOTTED" HOLES

3/16

3/16

1"

2 1

/2"

1"

2 1/2" 1 1/2"

3' - 6"

COLUMN FOUNDATION,SEE PLAN

1' -

0"

PLANTER FOUNDATIONSLAB

TYP

"Ld"

TYP

"Ld"

2X4 KEYWAY W/WATER STOP (4) #4 BARS CONT W/

#4 BAR @ 15" O.C.

#4 @ 15" O.C.TYP

CIP CONC COLUMN,SEE PLAN

"Ld"

6" CIP PLANTERWALL, SEE PLAN

STD ACI HK

#4 BAR @18" O.C.

T/TOPPING

EL: SEE PLAN

HC PLANK,SEE PLAN

2" MIN CONCTOPPING, SEE PLAN

"Ld"

STD ACI HK

(2) #4 CONT.

#4 @ 12" O.C.

PL 1/2"X10"X1'-0" EMBED W/ (4) 1/2" ØHSA 4 1/2" LONG AT EACH VERTICALMULLION, SEE CURTAIN WALL SHOPDRAWINGS FOR LOCATIONS

10

"

2"

TY

P6

"

PRE-ENGINEERED CURTAINWALL AND CONNECTION TOEMBED PER DELEGATEDSPECIALTY ENGINEER, SEEARCHITECTURAL DETAIL FORADDITIONAL INFORMATION

NOTE: AT EACH VERTICAL MULLION, HC PLANKTO SUPPORT FOLLOWING VERTICAL LOADS:DL: 1.76 KIPSWL: 7.5 KIPS (ULT)

A

B

C

D

1 2 3 4 5


Project No.

STAMP

FILE LOG

ACTIVITY

Draw

Design

Manager

Check

BY

KEY PLAN

REVISIONS


EST. 1915

1 2 3 4 5


7/9

/20

18

9:2

3:4

0 A

MC

:\R

evit 2

01

6 L

oca

l M

od

els

\517

03

8 A

rth

rex H

ote

l_R

16

_S

TR

_ste

wart

.sco

tt.r

vt

STRUCTURAL DETAILS

S-512

517038

12/21/2017


GCK

MTO

SES




Landscape Architect




NAPLES, FL





NAPLES, FL


SCALE: 3/4" = 1'-0"S-512

1 ROOF CONC. BEAM TO TOP OF TIE BEAM DETAIL

SCALE: 3/4" = 1'-0"S-512

2 TAPERED BEAM AT 2ND FLOOR WEST CANOPY TO 12" CMU WALL



SCALE: 1 1/2" = 1'-0"S-512

3 2" DEPRESSION @ CIP CONC ELEVATED SLAB

SCALE: 1 1/2" = 1'-0"S-512

5 2" DEPRESSION IN TOP OF CIP CONC. BEAM DETAIL

SCALE: 1 1/2" = 1'-0"S-512

4 W6 SUPPORT BEAM TO COLUMN DETAILSCALE: 3/4" = 1'-0"S-512

6 TYPICAL PLANTER FOUNDATION TO COLUMN FOUNDATION DETAIL

SCALE: 1 1/2" = 1'-0"S-512

7 TYPICAL PLANTER WALL TO CONCRETE COLUMN DETAILSCALE: 1" = 1'-0"S-512

8 TYP CURTAIN WALL MULLION TO HC PLANK CONN.

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