Upload
others
View
32
Download
0
Embed Size (px)
Citation preview
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
1 2 3 4 5
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
7/9
/20
18
9:1
9:2
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
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-003 STRUCTURAL NOTES
S-004 STRUCTURAL NOTES
S-005 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-115 LEVEL 2 OVERALL FLOOR PLAN
S-116 LEVEL 2 PARTIAL FLOOR PLAN - A
S-117 LEVEL 2 PARTIAL FLOOR PLAN - B
S-118 LEVEL 2 PARTIAL FLOOR PLAN - C
S-119 LEVEL 2 PARTIAL FLOOR PLAN - D
S-120 LEVEL 3 OVERALL FLOOR PLAN
S-121 LEVEL 3 PARTIAL FLOOR PLAN - A
S-122 LEVEL 3 PARTIAL FLOOR PLAN - B
S-123 LEVEL 3 PARTIAL FLOOR PLAN - C
S-124 LEVEL 3 PARTIAL FLOOR PLAN - D
S-125 LEVEL 4 OVERALL FLOOR PLAN
S-126 LEVEL 4 PARTIAL FLOOR PLAN - A
S-127 LEVEL 4 PARTIAL FLOOR PLAN - B
S-128 LEVEL 4 PARTIAL FLOOR PLAN - C
S-129 LEVEL 4 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
S-502 STRUCTURAL DETAILS
S-503 STRUCTURAL DETAILS
S-504 STRUCTURAL DETAILS
S-505 STRUCTURAL DETAILS
S-506 STRUCTURAL DETAILS
S-507 STRUCTURAL DETAILS
S-508 STRUCTURAL DETAILS
S-509 STRUCTURAL DETAILS
S-510 STRUCTURAL DETAILS
S-511 STRUCTURAL DETAILS
S-512 STRUCTURAL DETAILS
NO. DESCRIPTION DATE
3 Coordination 4/13/18
3
3
A
B
C
D
1 2 3 4 5
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
7/9
/20
18
9:1
9:3
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
STRUCTURAL NOTES
S-002
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
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
NO. DESCRIPTION DATE
4 Building Department Comments 4/13/18
4
A
B
C
D
1 2 3 4 5
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
7/9
/20
18
9:1
9:5
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 NOTES
S-003
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
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
6 Coordination 06/01/2018
3
6
A
B
C
D
1 2 3 4 5
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
7/9
/20
18
9:1
9:5
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
STRUCTURAL NOTES
S-004
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
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
NO. DESCRIPTION DATE
A
B
C
D
1 2 3 4 5
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
STRUCTURAL NOTES
S-005
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
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
6. SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE OFFLORIDA.
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
7. SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE OFFLORIDA.
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.
5. SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE OFFLORIDA.
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
NO. DESCRIPTION DATE
4 Building Department Comments 4/13/18
4
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)
ZONE
(PSF)
+17.8-43.7
. . . .
..
..
..
.
ZONE 4/5WALL
PRESSURE
. . . .
..
..
..
.
ZONE 4/5WALL
PRESSURE
..
..
..
..
..
.
SECTION AT ALCOVE SECTION AT CANOPY
CANOPY
PARAPET LOAD CASE 1
..
..
..
..
..
..
.
..
..
..
..
..
..
.
PARAPET LOAD CASE 2
OU
TS
IDE
INS
IDE
OU
TS
IDE
INS
IDE
..
..
..
..
..
..
.
..
..
..
..
..
..
.
+4
0.0
PS
F (
Z4 &
Z5
)
-73
.2 P
SF
(Z
2 &
Z3
)
-43
.3 P
SF
(Z
4)
/ -5
3.3
PS
F (
Z5
)
+4
0.0
PS
F (
Z2
)
SECTION AT ROOF TRUSS
.
.
.
.
.
.
ROOFTRUSS
. . . .
..
..
..
.
ZONE 4/5WALL
PRESSURE
..
.
.
.
.
.
.
.
.
.
.
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
(PSF)
A(SF)
a(FT)
BUILDING
FM GLOBAL NOMINAL C&C WIND PRESSURES (ASCE 7-05)
<10
19' - 0" 130
20
50
100+
MAIN
ZONE
(PSF)
ZONE
(PSF)
ZONE
(PSF)
ZONE
(PSF)
-88
Vult(MPH)
1 2 3 4 5
-181 -273
<10
6' - 3" 130
20
50
100+
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
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
SCALE: 1/16" = 1'-0"S-006
1 WIND LOAD DIAGRAM
NO. DESCRIPTION DATE
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
_ste
wart
.sco
tt.r
vt
OVERALL FOUNDATION PLAN
S-101
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
SCALE: 1/16" = 1'-0"S-101
1 OVERALL FOUNDATION PLAN
NO. DESCRIPTION DATE
6 Coordination 06/01/2018
7 ASI 003 06/19/2018
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: 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.
INDICATES 12" 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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
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
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
3 Coordination 4/13/18
6 Coordination 06/01/2018
7 ASI 003 06/19/2018
8 Revision 6 Date 6
7
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: 13.4 K/FTLL: 2.7 K/FT
DL: 13.4 K/FTLL: 2.7 K/FT
DL: 16.2 K/FTLL: 3.4 K/FT
DL: 16.2 K/FTLL: 3.4 K/FT
DL: 14.8 K/FTLL: 3.1 K/FT
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.
INDICATES 8" CMU WALL R/W #6 @ 24" O.C. AND ATALL CORNERS, INTERSECTIONS, JAMBS, AND TERMINATIONSIN GROUT FILLED CELLS.
INDICATES 12" CMU WALL R/W #6 @ 24" O.C. AND ATALL CORNERS, INTERSECTIONS, JAMBS, AND TERMINATIONSIN GROUT FILLED CELLS.
(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)
INDICATES 8" CMU PLANTER RETAINING WALL. SEEDETAIL FOR REINFORCING AND ADDITIONALINFORMATION.
1
2
3
4
5
6
7
8
9
3
10
/11 S-50411
A
B
C
D
1 2 3 4 5
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
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
SCALE: 1/8" = 1'-0"S-103
1 PARTIAL FOUNDATION PLAN - AREA B
T/FDN EL: 98'-0" TYP U.N.O.
3
NO. DESCRIPTION DATE
3 Coordination 4/13/18
6 Coordination 06/01/2018
7 ASI 003 06/19/2018
7
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: 18.9 K/FTLL: 4.2 K/FT
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 12" 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.
INDICATES 8" CMU PLANTER RETAINING WALL. SEEDETAIL FOR REINFORCING AND ADDITIONALINFORMATION.
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
7/9
/20
18
9:2
0:2
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
PARTIAL FOUNDATION PLAN - C
S-104
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
SCALE: 1/8" = 1'-0"S-104
1 PARTIAL FOUNDATION PLAN - AREA C
T/FDN EL: 98'-0" TYP U.N.O.
3
3
NO. DESCRIPTION DATE
3 Coordination 4/13/18
6 Coordination 06/01/2018
7 ASI 003 06/19/2018
7
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
DL: 16.1 K/FTLL: 3.4 K/FT
DL: 14.8 K/FTLL: 3.1 K/FT
TC-2
DL: 13.4 K/FTLL: 2.7 K/FT
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: 14.8 K/FTLL: 3.1 K/FT
DL: 245KLL: 38K
DL: 394KLL: 58K
DL: 135KLL: 30K
DL: 18.9 K/FTLL: 4.2 K/FT
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.
INDICATES 12" CMU WALL R/W #6 @ 24" O.C. AND ATALL CORNERS, 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)
INDICATES 8" CMU PLANTER RETAINING WALL. SEEDETAIL FOR REINFORCING AND ADDITIONALINFORMATION.
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
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
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
6 Coordination 06/01/2018
7 ASI 003 06/19/2018
3
7
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
_ste
wart
.sco
tt.r
vt
LEVEL 1 OVERALL FLOOR PLAN
S-110
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
SCALE: 1/16" = 1'-0"S-110
1 OVERALL LEVEL 1 FLOOR PLAN
NO. DESCRIPTION DATE
6 Coordination 06/01/2018
7 ASI 003 06/19/2018
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.
6" CIP CONCRETE SLAB ON GRADE REINFORCED WITH 6x6-W2.9xW2.9 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
INDICATES 8" CMU LOAD BEARING WALLREINFORCED W/ #7 @ 16" O.C. & AT ALL TERMINATIONS,CORNERS, INTERSECTIONS, & JAMBS IN GROUT FILLEDCELLS.
(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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
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
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
6 Coordination 06/01/2018
7 ASI 003 06/19/2018
7
7
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
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.
6" CIP CONCRETE SLAB ON GRADE REINFORCED WITH 6x6-W2.9xW2.9 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 WALL REINFORCEDW/ #6 @ 24" O.C. & AT ALL TERMINATIONS, CORNERS,INTERSECTION, & JAMBS IN GROUT FILLED CELLS.
INDICATES 12" CMU LOAD BEARING WALLREINFORCED W/ #6 @ 24" O.C. & AT ALL TERMINATIONS,CORNERS, INTERSECTIONS & JAMBS IN GROUT FILLEDCELLS.
INDICATES 12" CMU SCREENWALL REINFORCED W/ #7@ 8" O.C. IN GROUT FILLED CELLS.
PRE-ENGINEERED STAIR FOUNDATION PER DETAIL
(NOT USED)
PRE-ENGINEERED METAL STAIRS PER DELEGATEDSPECIALTY ENGINEER, SEE ARCH.
2" SLAB DEPRESSION AT ALL SHOWER LOCATIONS, COORDW/ ARCH'L DWGS, SEE DETAIL
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)
(NOT USED)
(NOT USED)
4" CIP CONCRETE SLAB ON GRADE REINFORCED WITH 6x6-W2.1xW2.1 WWF (FLAT SHEETS) ON COMPACTED FILL.
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
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
SCALE: 1/8" = 1'-0"S-112
1 LEVEL 1 PARTIAL FLOOR PLAN - AREA B
T/SLAB EL: 100'-0" TYP U.N.O.
3
3
NO. DESCRIPTION DATE
3 Coordination 4/13/18
6 Coordination 06/01/2018
7 ASI 003 06/19/2018
3
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
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)
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.
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.
(NOT USED)
(NOT USED)
(NOT USED)
(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
INDICATES 8" CMU LOAD BEARING WALLREINFORCED W/ #7 @ 16" O.C. & AT ALL TERMINATIONS,CORNERS, INTERSECTIONS, & JAMBS IN GROUT FILLEDCELLS.
INDICATES 16" CIP CONC. WALL REINFORCED PERSTAIR ENLARGED PLAN.
(NOT USED)
4" CIP CONCRETE SLAB ON GRADE REINFORCED WITH 6x6-W2.1xW2.1 WWF (FLAT SHEETS) ON COMPACTED FILL.
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
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
SCALE: 1/8" = 1'-0"S-113
1 LEVEL 1 PARTIAL FLOOR PLAN - AREA C
T/SLAB EL: 100'-0" TYP U.N.O.
3
NO. DESCRIPTION DATE
3 Coordination 4/13/18
6 Coordination 06/01/2018
7 ASI 003 06/19/2018
4
S-501
TYP
8
TC-5
6
TYP
C-10
C-10
5
TYP
18
TYP
HSS12X6X5/8 HSS12X6X5/8
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
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.
6" CIP CONCRETE SLAB ON GRADE REINFORCED WITH 6x6-W2.9xW2.9 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
(NOT USED)
PRE-ENGINEERED METAL STAIRS PER DELEGATEDSPECIALTY ENGINEER, SEE ARCH.
2" SLAB DEPRESSION AT ALL SHOWER LOCATIONS, COORDW/ ARCH'L DWGS, SEE DETAIL .
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)
(NOT USED)
(NOT USED)
4" CIP CONCRETE SLAB ON GRADE REINFORCED WITH 6x6-W2.1xW2.1 WWF (FLAT SHEETS) ON COMPACTED FILL.
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
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
SCALE: 1/8" = 1'-0"S-114
1 LEVEL 1 PARTIAL FLOOR PLAN - AREA D
T/SLAB EL: 100'-0" TYP U.N.O.
3
3
3
NO. DESCRIPTION DATE
3 Coordination 4/13/18
6 Coordination 06/01/2018
7 ASI 003 06/19/2018
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
LEVEL 2 OVERALL FLOOR PLAN
S-115
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
SCALE: 1/16" = 1'-0"S-115
1 OVERALL LEVEL 2 FLOOR PLAN
NO. DESCRIPTION DATE
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
LEVEL 2 PARTIAL FLOOR PLAN A - NOTES
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
LEVEL 2 PARTIAL FLOOR PLAN - A
S-116
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
SCALE: 1/8" = 1'-0"S-116
1 LEVEL 2 PARTIAL FLOOR PLAN - AREA A
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
4 Building Department Comments 4/13/18
6 Coordination 06/01/2018
4
3
6
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)
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)
(NOT USED)
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.
(NOT USED)
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.
SKYFOLD PARTITION WALL SUPPORT STRUCTURE PERDETAIL , SEE ARCH'L DWGS & FINAL SKYFOLDCUTSHEETS FOR ADDITIONAL INFORMATION.
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
LEVEL 2 PARTIAL FLOOR PLAN B - NOTES
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
LEVEL 2 PARTIAL FLOOR PLAN - B
S-117
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
SCALE: 1/8" = 1'-0"S-117
1 LEVEL 2 PARTIAL FLOOR PLAN - AREA B
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
4 Building Department Comments 4/13/18
6 Coordination 06/01/2018
4
3
3
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".
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.
(NOT USED)
PRE-ENGINEERED ALUMINUM SUNSHADE PER DELEGATEDENGINEER, SEE ARCH.
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.
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.
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)
AT ALL SHOWER LOCATIONS, IN CIP CONCRETE SLABLOCATIONS, RECESS SLAB/BEAMS 2" PER DETAILS
, FOR ADDITIONAL REINFORCINGREQUIREMENTS.
(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
LEVEL 2 PARTIAL FLOOR PLAN C - NOTES
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
LEVEL 2 PARTIAL FLOOR PLAN - C
S-118
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
SCALE: 1/8" = 1'-0"S-118
1 LEVEL 2 PARTIAL FLOOR PLAN - AREA C
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
6 Coordination 06/01/2018
3
6
6
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)
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.
(NOT USED)
PRE-ENGINEERED ALUMINUM SUNSHADE PER DELEGATEDENGINEER, SEE ARCH.
(NOT USED)
(NOT USED)
HOUSEKEEPING PAD FOR EQUIPMENT SEE TYPICALHOUSE KEEPING PAD DETAIL AND ARCH, MECH, AND ELEC.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)
(NOT USED)
(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 LAYOUT FOROPENINGS.
1
2
LEVEL 2 PARTIAL FLOOR PLAN D - NOTES
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
LEVEL 2 PARTIAL FLOOR PLAN - D
S-119
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
SCALE: 1/8" = 1'-0"S-119
1 LEVEL 2 PARTIAL FLOOR PLAN - AREA D
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
4 Building Department Comments 4/13/18
6 Coordination 06/01/2018
3
6
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
LEVEL 3 OVERALL FLOOR PLAN
S-120
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
SCALE: 1/16" = 1'-0"S-120
1 OVERALL LEVEL 3 FLOOR PLAN
NO. DESCRIPTION DATE
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
PRE-ENGINEERED METAL STAIRS AND LANDINGS PERSPECIALTY DELEGATED ENGINEER, SEE ARCHITECTURALDRAWINGS FOR ADDITIONAL INFORMATION.
10" PRE-CAST HOLLOW CORE PLANKS PER SPECIALTYDELEGATED ENGINEER WITH 2" MIN BONDED TOPPINGR/W MICRO SYNTHETIC FIBERS PER STRUCTURAL NOTES.
(NOT USED)
W12x16 ELEVATOR DIVIDER BEAM AT T/BEAM 127'-0".
INDICATES 8" CMU WALL R/W #6 @ 24" O.C. ANDAT ALL 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.
(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
AT ALL SHOWER LOCATIONS, HOLLOW CORE CONCRETETOPPING SHALL NOT BE POURED TO ACHIEVE 2" RECESSIN FINISH FLOOR. SEE ARCH FOR LAYOUT & SHOWERLOCATIONS.
WHERE HC PLANKS RECEIVE CORE DRILLINGINSTALLATION METHODS TO ENSURE WATER DOES NOTREMAIN IN HOLLOW CORE EMPTY CELLS.
PROVIDE (2) #4 X 6'-0" CORNER RE-ENTRANT BARS AT ALLRE-ENTRANT CORNERS, TYP
FIRE PROTECTION STANDPIPE LOCATION - COORDINATEOPENING IN SLAB WITH FIRE PROTECTION DRAWINGS.
1
2
LEVEL 3 PARTIAL FLOOR PLAN A - NOTES
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
LEVEL 3 PARTIAL FLOOR PLAN - A
S-121
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
SCALE: 1/8" = 1'-0"S-121
1 LEVEL 3 PARTIAL FLOOR PLAN - AREA A
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
4 Building Department Comments 4/13/18
3
3
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
PRE-ENGINEERED METAL STAIRS AND LANDINGS PERSPECIALTY DELEGATED ENGINEER, SEE ARCHITECTURALDRAWINGS FOR ADDITIONAL INFORMATION.
10" PRE-CAST HOLLOW CORE PLANKS PER SPECIALTYDELEGATED ENGINEER WITH 2" MIN BONDED TOPPING R/WMICRO SYNTHETIC FIBER PER STRUCTURAL NOTES.
(NOT USED)
W12x16 ELEVATOR DIVIDER BEAM AT T/BEAM 127'-0".
INDICATES 8" CMU WALL R/W #6 @ 24" O.C. AND ATALL CORNERS, INTERSECTIONS, JAMBS, AND TERMINATIONSIN GROUT FILLED CELLS.
INDICATES 12" CMU WALL R/W #6 @ 24" O.C. AND ATALL CORNERS, INTERSECTIONS, JAMBS, AND TERMINATIONSIN GROUT FILLED CELLS.
(NOT USED)
PRE-ENGINEERED ALUMINUM SUNSHADE PER DELEGATEDENGINEER, SEE ARCH.
(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.
PROVIDE (2) #4 X 6'-0" CORNER RE-ENTRANT BARS AT ALLRE-ENTRANT CORNERS, TYP
FIRE PROTECTION STANDPIPE LOCATION - COORDINATEOPENING IN SLAB WITH FIRE PROTECTION DRAWINGS.
1
2
LEVEL 3 PARTIAL FLOOR PLAN B - NOTES
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
LEVEL 3 PARTIAL FLOOR PLAN - B
S-122
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
SCALE: 1/8" = 1'-0"S-122
1 LEVEL 3 PARTIAL FLOOR PLAN - AREA B
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
33
3
3
3
3
3
33
3
3
3
3
3
3
NO. DESCRIPTION DATE
3 Coordination 4/13/18
4 Building Department Comments 4/13/18
3
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.
W12x16 ELEVATOR DIVIDER BEAM AT T/BEAM 127'-0".
INDICATES 8" CMU WALL R/W #6 @ 24" O.C. AND ATALL CORNERS, INTERSECTIONS, JAMBS, AND TERMINATIONS INGROUT FILLED CELLS.
INDICATES 12" CMU WALL R/W #6 @ 24" O.C. AND ATALL CORNERS, INTERSECTIONS, JAMBS, AND TERMINATIONS INGROUT FILLED CELLS.
(NOT USED)
PRE-ENGINEERED ALUMINUM SUNSHADE PER DELEGATEDENGINEER, SEE ARCH.
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.
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 & SHOWER LOCATIONS.
WHERE HC PLANKS RECEIVE CORE DRILLING INSTALLATIONMETHODS TO ENSURE WATER DOES NOT REMAIN IN HOLLOWCORE EMPTY CELLS.
PROVIDE (2) #4 X 6'-0" CORNER RE-ENTRANT BARS AT ALL RE-ENTRANT CORNERS, TYP
(NOT USED)
1
2
LEVEL 3 PARTIAL FLOOR PLAN C - NOTES
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
LEVEL 3 PARTIAL FLOOR PLAN - C
S-123
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
SCALE: 1/8" = 1'-0"S-123
1 LEVEL 3 PARTIAL FLOOR PLAN - AREA C
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.
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
4 Building Department Comments 4/13/18
6 Coordination 06/01/2018
4
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
PRE-ENGINEERED METAL STAIRS AND LANDINGS PERSPECIALTY DELEGATED ENGINEER, SEE ARCHITECTURALDRAWINGS FOR ADDITIONAL INFORMATION.
10" PRE-CAST HOLLOW CORE PLANKS PER SPECIALTYDELEGATED ENGINEER WITH 2" MIN BONDED TOPPINGR/W MICRO SYNTHETIC FIBERS PER STRUCTURAL NOTES.
(NOT USED)
W12x16 ELEVATOR DIVIDER BEAM AT T/BEAM 127'-0".
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.
(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.HC PLANK ENGINEER TO DESIGN PLANK LAYOUT FOROPENINGS.
L6X4X3/4 LLV ANGLE TO SUPPORT HC PLANKS PER DETAIL
AT ALL SHOWER LOCATIONS, HOLLOW CORE CONCRETETOPPING SHALL NOT BE POURED TO ACHIEVE 2" RECESSIN FINISH FLOOR. SEE ARCH FOR LAYOUT & SHOWERLOCATIONS.
WHERE HC PLANKS RECEIVE CORE DRILLINGINSTALLATION METHODS TO ENSURE WATER DOES NOTREMAIN IN HOLLOW CORE EMPTY CELLS.
PROVIDE (2) #4 X 6'-0" CORNER RE-ENTRANT BARS AT ALLRE-ENTRANT CORNERS, TYP
FIRE PROTECTION STANDPIPE LOCATION - COORDINATEOPENING IN SLAB WITH FIRE PROTECTION DRAWINGS.
1
2
LEVEL 3 PARTIAL FLOOR PLAN D - NOTES
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
LEVEL 3 PARTIAL FLOOR PLAN - D
S-124
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
SCALE: 1/8" = 1'-0"S-124
1 LEVEL 3 PARTIAL FLOOR PLAN - AREA D
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
3
3
NO. DESCRIPTION DATE
3 Coordination 4/13/18
4 Building Department Comments 4/13/18
6 Coordination 06/01/2018
3
3
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
LEVEL 4 OVERALL FLOOR PLAN
S-125
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
SCALE: 1/16" = 1'-0"S-125
1 OVERALL LEVEL 4 FLOOR PLAN
NO. DESCRIPTION DATE
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.
10" PRE-CAST HOLLOW CORE PLANKS PER SPECIALTYDELEGATED ENGINEER WITH 2" MIN BONDED TOPPING R/WMICRO SYNTHETIC FIBERS PER STRUCTURAL NOTES.
(NOT USED)
W12x16 ELEVATOR DIVIDER BEAM AT T/BEAM 136'-0".
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. AND ATALL CORNERS, INTERSECTIONS, JAMBS, ANDTERMINATIONS IN GROUT FILLED CELLS.
PRE-ENGINEERED ALUMINUM SUNSHADE PER DELEGATEDENGINEER, SEE ARCH.
(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
AT ALL SHOWER LOCATIONS, HOLLOW CORE CONCRETETOPPING SHALL NOT BE POURED TO ACHIEVE 2" RECESS INFINISH FLOOR. SEE ARCH FOR LAYOUT & SHOWERLOCATIONS.
PROVIDE (2) #4 X 6'-0" CORNER RE-ENTRANT BARS AT ALLRE-ENTRANT CORNERS, TYP
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.
FIRE PROTECTION STANDPIPE LOCATION - COORDINATEOPENING IN SLAB WITH FIRE PROTECTION DRAWINGS.
LEVEL 4 PARTIAL FLOOR PLAN A - NOTES
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
LEVEL 4 PARTIAL FLOOR PLAN - A
S-126
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
SCALE: 1/8" = 1'-0"S-126
1 LEVEL 4 PARTIAL FLOOR PLAN - AREA A
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
4 Building Department Comments 4/13/18
3
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
PRE-ENGINEERED METAL STAIRS AND LANDINGS PERSPECIALTY DELEGATED ENGINEER, SEE ARCHITECTURALDRAWINGS FOR ADDITIONAL INFORMATION.
10" PRE-CAST HOLLOW CORE PLANKS PER SPECIALTYDELEGATED ENGINEER WITH 2" MIN BONDED TOPPING R/WMICRO SYNTHETIC FIBERS PER STRUCTURAL NOTES.
(NOT USED)
W12x16 ELEVATOR DIVIDER BEAM AT T/BEAM 136'-0".
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. AND ATALL CORNERS, INTERSECTIONS, JAMBS, ANDTERMINATIONS IN GROUT FILLED CELLS.
PRE-ENGINEERED ALUMINUM SUNSHADE PER DELEGATEDENGINEER, SEE ARCH.
(NOT USED)
WHERE HC PLANKS RECEIVE CORE DRILLINGINSTALLATION METHODS TO ENSURE WATER DOES NOTREMAIN IN HOLLOW CORE EMPTY CELLS.
OPENINGS IN HC PLANKS, COORDINATE WITH ARCH,MECH, + PLUMBING DRAWINGS FOR EXACT LOCATIONS.HC PLANK ENGINEER TO DESIGN PLANK LAYOUT FOROPENINGS.
L6x4x3/4 LLV ANGLE TO SUPPORT HC PLANKS PER DETAIL
AT ALL SHOWER LOCATIONS, HOLLOW CORE CONCRETETOPPING SHALL NOT BE POURED TO ACHIEVE 2" RECESSIN FINISH FLOOR. SEE ARCH FOR LAYOUT & SHOWERLOCATIONS.
PROVIDE (2) #4 X 6'-0" CORNER RE-ENTRANT BARS AT ALLRE-ENTRANT CORNERS, TYP
(NOT USED)
FIRE PROTECTION STANDPIPE LOCATION - COORDINATEOPENING IN SLAB WITH FIRE PROTECTION DRAWINGS.
LEVEL 4 PARTIAL FLOOR PLAN B - NOTES
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
LEVEL 4 PARTIAL FLOOR PLAN - B
S-127
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
SCALE: 1/8" = 1'-0"S-127
1 LEVEL 4 PARTIAL FLOOR PLAN - AREA B
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
33
3
3
3
3
33
3
3
3
3
3
3
NO. DESCRIPTION DATE
3 Coordination 4/13/18
4 Building Department Comments 4/13/18
3
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)
10" PRE-CAST HOLLOW CORE PLANKS PER SPECIALTYDELEGATED ENGINEER WITH 2" MIN BONDED TOPPING R/WMICRO SYNTHETIC FIBERS PER STRUCTURAL NOTES.
ROOF TOP PENETRATION IN HC SLAB, HC PLANKENGINEERING TO REFER TO MEP DRAWING TOCOORDINATE HC LAYOUT WITH ALL PENETRATIONS.
W12x16 ELEVATOR DIVIDER BEAM AT T/BEAM 136'-0".
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. AND ATALL CORNERS, INTERSECTIONS, JAMBS, ANDTERMINATIONS IN GROUT FILLED CELLS.
PRE-ENGINEERED ALUMINUM SUNSHADE PER DELEGATEDENGINEER, SEE ARCH.
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.
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.
PROVIDE (2) #4 X 6'-0" CORNER RE-ENTRANT BARS AT ALLRE-ENTRANT CORNERS, TYP
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.
LEVEL 4 PARTIAL FLOOR PLAN C - NOTES
1
2
1
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
A
B
C
D
1 2 3 4 5
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
LEVEL 4 PARTIAL FLOOR PLAN - C
S-128
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
SCALE: 1/8" = 1'-0"S-128
1 LEVEL 4 PARTIAL FLOOR PLAN - AREA C
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
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
PRE-ENGINEERED METAL STAIRS AND LANDINGS PERSPECIALTY DELEGATED ENGINEER, SEE ARCHITECTURALDRAWINGS FOR ADDITIONAL INFORMATION.
10" PRE-CAST HOLLOW CORE PLANKS PER SPECIALTYDELEGATED ENGINEER WITH 2" MIN BONDED TOPPING R/WMICRO SYNTHETIC FIBERS, PER STRUCTURAL NOTES.
(NOT USED)
W12x16 ELEVATOR DIVIDER BEAM AT T/BEAM 136'-0".
INDICATES 8" CMU WALL R/W #6 @ 24" O.C. AND AT ALLCORNERS, INTERSECTIONS, JAMBS, AND TERMINATIONS INGROUT FILLED CELLS.
INDICATES 12" CMU WALL R/W #6 @ 24" O.C. AND AT ALLCORNERS, INTERSECTIONS, JAMBS, AND TERMINATIONS INGROUT FILLED CELLS.
PRE-ENGINEERED ALUMINUM SUNSHADE PER DELEGATEDENGINEER, SEE ARCH.
(NOT USED)
WHERE HC PLANKS RECEIVE CORE DRILLING INSTALLATIONMETHODS TO ENSURE WATER DOES NOT REMAIN IN HOLLOWCORE 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
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)
FIRE PROTECTION STANDPIPE LOCATION - COORDINATEOPENING IN SLAB WITH FIRE PROTECTION DRAWINGS.
LEVEL 4 PARTIAL FLOOR PLAN D - NOTES
11
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
LEVEL 4 PARTIAL FLOOR PLAN - D
S-129
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
SCALE: 1/8" = 1'-0"S-129
1 LEVEL 4 PARTIAL FLOOR PLAN - AREA D
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
33
3
3
3
3
3
3
3
3
3
3
3
3
NO. DESCRIPTION DATE
3 Coordination 4/13/18
4 Building Department Comments 4/13/18
6 Coordination 06/01/2018
3
3
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
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
SCALE: 1/16" = 1'-0"S-130
1 OVERALL ROOF PLAN
NO. DESCRIPTION DATE
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).
PRE-ENGINEERED ALUMINUM SUNSHADE PERDELEGATED ENGINEER, SEE ARCH.
(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.
WHERE HC PLANKS RECEIVE CORE DRILLINGINSTALLATION METHODS TO ENSURE WATER DOES NOTREMAIN IN HOLLOW CORE EMPTY CELLS.
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
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
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
3
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
10" PRE-CAST HOLLOW CORE PLANKS PER SPECIALTYDELEGATED ENGINEER.
PRE-ENGINEER SKY-LIGHT SYSTEM & CONN. PERDELEGATED ENGINEER.
(NOT USED)
PRE-ENGINEERED ALUMINUM SUNSHADE PER DELEGATEDENGINEER, SEE ARCH.
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 .
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)
(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.
WHERE HC PLANKS RECEIVE CORE DRILLING INSTALLATIONMETHODS TO ENSURE WATER DOES NOT REMAIN INHOLLOW CORE EMPTY CELLS.
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
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
SCALE: 1/8" = 1'-0"S-132
1 PARTIAL ROOF PLAN - AREA B
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.
3
3 3
3
3
33
3
3
3
3
3
3
3
NO. DESCRIPTION DATE
3 Coordination 4/13/18
6 Coordination 06/01/2018
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
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).
PRE-ENGINEERED ALUMINUM SUNSHADE PER DELEGATEDENGINEER, SEE ARCH.
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 .
8" CMU SCREENWALL REINFORCED PER 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.
WHERE HC PLANKS RECEIVE CORE DRILLING INSTALLATIONMETHODS TO ENSURE WATER DOES NOT REMAIN INHOLLOW CORE EMPTY CELLS.
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
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
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.
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
3
3
3
3
3
NO. DESCRIPTION DATE
3 Coordination 4/13/18
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
10" PRE-CAST HOLLOW CORE PLANKS PER SPECIALTYDELEGATED ENGINEER.
PRE-ENGINEER SKY-LIGHT SYSTEM & CONN. PER DELEGATEDENGINEER.
2" 19 GA. GALV. (G90) VULCRAFT TYPE "VLI" METAL ROOFDECK, OR APPROVED EQUAL, W/ 4" NW CONC. R/W6X6XW2.1XW2.1 WWF (FLAT SHEETS).
PRE-ENGINEERED ALUMINUM SUNSHADE PER DELEGATEDENGINEER, SEE ARCH.
(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
8" CMU SCREENWALL REINFORCED PER DETAIL
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.
WHERE HC PLANKS RECEIVE CORE DRILLING INSTALLATIONMETHODS TO ENSURE WATER DOES NOT REMAIN IN HOLLOWCORE EMPTY CELLS.
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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
A B
DC
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.
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
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
SCALE: 1/8" = 1'-0"S-134
1 PARTIAL ROOF PLAN - AREA D
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.
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.
3
3
3
33
3
3
3
3
3
3
3
3
NO. DESCRIPTION DATE
3 Coordination 4/13/18
6 Coordination 06/01/2018
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"
T.O. PARAPET151' - 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"
T.O. PARAPET151' - 0"
ELEVATORFOUNDATION
95' - 0"
FOUNDATION98' - 0"
ABCDEFGHIJK
LEVEL 1100' - 0"
LEVEL 2116' - 0"
LEVEL 3126' - 0"
LEVEL 4136' - 0"
ROOF147' - 0"
T.O. PARAPET151' - 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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
_ste
wart
.sco
tt.r
vt
OVERALL BUILDING ELEVATIONS
S-201
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
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
NO. DESCRIPTION DATE
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@ 15" O.C. SHORTWAYS T&B
#6@ 12" O.C. LONGWAYS T&B
#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
#6@ 12" O.C. LONGWAYS T&B
#4@ 15" O.C. SHORTWAYS T&B
TYP
11 1/4"
TY
P8"
1' -
2"
#6@ 12" O.C. LONGWAYS T&B
#4@ 15" O.C. SHORTWAYS T&B
CONCRETE BEAM, SEE PLAN
TAPERED BEAM SECTION ATCIP WALL BEYOND W/ (4) #6BARS T&B & #3 STIRRUPS @ 6"O.C. TYP
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@ 15" O.C. SHORTWAYS T&B
#6@ 12" O.C. LONGWAYS T&B
#4 NOSING BAR, TYP
LAP SPLICE, TYP
6"
#6@ 12" O.C. LONGWAYS T&B
#4@ 15" O.C. SHORTWAYS T&B
CONCRETE BEAM, SEE PLAN
1' - 0"(4) #6 BARS T&B W/ #3 STIRRUPS @ 6" O.C.
CIP CONCRETE WALL BEYOND
#4@ 15" O.C. SHORTWAYS T&B
#6@ 12" O.C. LONGWAYS T&B
#4 NOSING BAR, TYP
LAP SPLICE, TYP
6"
#6@ 12" O.C. LONGWAYS T&B
#4@ 15" O.C. SHORTWAYS T&B
CONCRETE BEAM, SEE PLAN
1' - 0"(4) #6 BARS T&B W/ #3 STIRRUPS @ 6" O.C.
CIP CONCRETE WALL BEYOND
8 1
/4"
5' - 11" 4' - 4"
2' - 0"
EL 111'-0"
T/LANDING
EL 121'-0"
T/LANDING
EL 131'-0"
T/LANDING
TAPERED BEAM SECTION ATCIP WALL BEYOND W/ (4) #6BARS T&B & #3 STIRRUPS @ 6"O.C. TYP
TAPERED BEAM SECTION ATCIP WALL BEYOND W/ (4) #6BARS T&B & #3 STIRRUPS @ 6"O.C. TYP
7"
7"
7"
7"
7"
7"
#6@ 12" O.C. LONGWAYS T&B
#4@ 15" O.C. SHORTWAYS T&B
#6@ 12" O.C. LONGWAYS T&B
#4@ 15" O.C. SHORTWAYS T&B
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
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
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.
NO. DESCRIPTION DATE
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
HSS5X3X3/16 HSS5X3X3/16
HSS3X3X5/16 HSS3X3X3/16
T/ROOF
EL: SEE PLAN
T/BEAM
EL: SEE PLAN
T/BEAM
EL: SEE PLAN
T/3RD FLOOR
EL: SEE PLAN
HSS3X3X5/16 HSS3X3X5/16
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
HSS3X3X3/16 HSS3X3X3/16
HSS3X3X3/16 HSS3X3X3/16
S-203
1
HSS5X3X3/16 HSS5X3X3/16
S-203
10TYP
HSS6X4X5/16, TYP
HSS3X3X3/16HSS3X3X3/16
HS
S3
X3X
3/1
6
HSS3X3X3/16 HSS3X3X3/16
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
POLYSTYRENE FOAM FILLW/ MIN COMPRESSIBILITYOF 25 PSI, TYP
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
_ste
wart
.sco
tt.r
vt
CFS SIGNAGE WALL ELEVATIONS &DETAILS
S-203
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
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
3
3
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"
PRE-ENGINEERED METAL STAIRSAND LANDING PER SPECIALTYDELEGATED ENGINEER
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"
PRE-ENGINEERED METAL STAIRSAND LANDING PER SPECIALTYDELEGATED ENGINEER
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
PRE-ENGINEERED METAL STAIRSAND LANDING PER SPECIALTYDELEGATED ENGINEER
NOTE: STAIRS MAY BE SUPPORTED BY ALLCMU SURROUNDING STAIRS + LANDINGS
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"
PRE-ENGINEERED METAL STAIRSAND LANDING PER SPECIALTYDELEGATED ENGINEER
NOTE: STAIRS MAY BE SUPPORTED BY ALLCMU SURROUNDING STAIRS + LANDINGS
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
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
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
PRE-ENGINEERED METAL STAIRSAND LANDING PER SPECIALTYDELEGATED ENGINEER
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
NOTE:LANDINGS / STAIRS MAY ATTACH TO TIE BEAMS.
11
"1
0' -
6"
BEAM TOSUPPORT STAIRLANDING
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
"
PRE-ENGINEERED CURTAINWALL PER SPECIALTYDELEGATED ENGINEER, TYP
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
NOTE:LANDINGS / STAIRS MAY ATTACH TO TIE BEAMS.
BEAM TOSUPPORT STAIRLANDING
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
"
NOTE:LANDINGS / STAIRS MAY ATTACH TO TIE BEAMS.
PRE-ENGINEERED METAL STAIRSAND LANDING PER SPECIALTYDELEGATED ENGINEER
PRE-ENGINEERED CURTAINWALL PER SPECIALTYDELEGATED ENGINEER, TYP
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
CONCRETE SLAB ONGRADE, SEE PLAN
8
S-502
PRE-ENGINEERED METAL STAIRSAND LANDING PER SPECIALTYDELEGATED ENGINEER
PRE-ENGINEERED CURTAINWALL PER SPECIALTYDELEGATED ENGINEER, TYP
8 9
B
NOTE:LANDINGS / STAIRS MAY ATTACH TO TIE BEAMS.
PRE-ENGINEERED CURTAINWALL PER SPECIALTYDELEGATED ENGINEER, TYP
3' - 0" 23' - 0" 11"
BEAM TO SUPPORTSTAIR LANDING
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"
PRE-ENGINEERED METAL STAIRSAND LANDING PER SPECIALTYDELEGATED ENGINEER
3
S-508
8 9
B
3' - 0" 23' - 0"
NOTE:LANDINGS / STAIRS MAY ATTACH TO TIE BEAMS.
PRE-ENGINEERED CURTAINWALL PER SPECIALTYDELEGATED ENGINEER, TYP
BEAM TO SUPPORTSTAIR LANDING
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"
PRE-ENGINEERED METAL STAIRSAND LANDING PER SPECIALTYDELEGATED ENGINEER
HSS8X8X5/8
HS
S6
X6X
5/1
6
11
"1
0' -
6"
3
S-508
A
B
C
D
1 2 3 4 5
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
SCALE: 1/4" = 1'-0"S-205
1 ENLARGED STAIR PLAN #2 FOUNDATION/GROUND FLOOR PLANSCALE: 1/4" = 1'-0"S-205
2 ENLARGED STAIR PLAN #2 SECOND 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
6 ENLARGED STAIR PLAN #3 SECOND 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
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
TOP BARS PER DETAIL 3/S-501
TOP BARS PER DETAIL 3/S-501
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
FOUNDATIONDESIGNATION
DIMENSIONS
"W" "D" LONG WAY SHORT WAY
REBARREMARKS
FOUNDATIONDESIGNATION
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.
F14x8 (V) 14'-0" 2'-4"8'-0"8#6 TOP. 14#6 TOP.8#8 BOT. 14#7 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.
F15x6 (V) 15'-0" 2'-0"6'-0"6#7 TOP. 15#6 TOP.8#7 BOT. 15#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
TB-9 12" 40" (3) - #7 #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-11 8" 32" (2) - #7 #3 @ 8" O.C. (2) - #7 INT. BARS EA FACE
TB-12 8" 25" (2) - #6 #3 @ 12" O.C.
TB-13 8" 44" (2) - #7 #3 @ 12" O.C. (2) - #7 INT. BARS EA FACE
BB-1
1' -
4"
7 5/8"
(2) 8" CMU BOND BLOCKREINFORCED W/ (2) #5CONT. BARS EACH
TB-14 8" 36" (2) - #6 #3 @ 12" O.C. (1) - #6 INT. BARS EA FACE
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
TIES AT 1/2SPECIFIED SPACING
6"
6"
BE
AM
..
.
3"
2 TIES AT 1/2SPECIFIED SPACING
TIES ATSPECIFIED SPACING
..
..
.
6"
TIES AT 1/2SPECIFIED SPACING
6"
TIES AT 1/2SPECIFIED SPACING
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-8 SEE SECTION FOR SIZE & REINF. TC-8
TC-9 (14) - #9 TYPE J
TC-10 SEE SECTION FOR SIZE & REINF. TC-10
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"
SEE SECTION FOR SIZE & REINF.
SEE SECTION FOR SIZE & REINF.
#3 @ 12"
C-8 (20) - #11 #4 @ 8" TYPE B24" 24"
C-9 (8) - #6 #3 @ 8" TYPE A12" 24"
SEE SECTION FOR SIZE & REINF.
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-19 TC-19SEE SECTION FOR SIZE & REINF.
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"
TC-23 TC-23SEE SECTION FOR SIZE & REINF.
(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-24 TC-24SEE SECTION FOR SIZE & REINF.
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
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
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
6 Coordination 06/01/2018
8 Revision 6 Date 6
3
3
3
6
8
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
HORIZONTAL BAREACH FACE AS NOTEDON SCHEDULE
REFER TO PRECAST PLANKTYPICAL DETAILS IN S-501-511FOR REINFORCEMENT ANDCONNECTION INFORMATION
(2) STIRRUPS
HORIZONTAL BAREACH FACE AS NOTEDON SCHEDULE
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 TOP, INT, & BOT BARS
2 ROWS OF TOP, INT, & BOT 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
2 ROWS OF TOP & 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 & BOT BARS
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 ROWS OF TOP & BOT 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"
2 ROWS OF TOP & BOT BARS
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
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
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
3
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
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
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
NO. DESCRIPTION DATE
4 Building Department Comments 4/13/18
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
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
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.
NO. DESCRIPTION DATE
3 Coordination 4/13/18
8 Revision 6 Date 6
SCALE: 3/4" = 1'-0"S-502
3 TYPICAL SLAB SECTION AT KITCHEN COOLER RECESS
3
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
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
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
NO. DESCRIPTION DATE
SCALE: 3/4" = 1'-0"S-503
8 TYPICAL MASONRY WALL OPENING AT TIE COLUMN DETAIL
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
3" MIN. BEARING TYP.
#4x24" 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 REINFORCING
T/ SLAB
SEE PLAN
CMU WALL, SEE PLAN
CONT. #5BAR TYP
LAP SPLICE
3" MIN. BEARING TYP.
#4x24" HOOKED BAR @ 3'-4" O.C. GROUTEDSOLID IN CORE. BREAK TOP OF CORE ASREQ'D AND GROUT SOLID
PC HOLLOW CORE PLANK, SEE PLAN
CONTINUOUS TIE BEAM - SEE SCHEDULEFOR REINFORCING
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
3" MIN. BEARING TYP.
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
3" MIN. BEARING TYP.
#4x48" HOOKED BAR @ 3'-4" O.C. GROUTEDSOLID IN CORE. BREAK TOP OF CORE ASREQ'D AND GROUT SOLID
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
STRUCTURAL TOPPING, SEE PLAN TYP.
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
STRUCTURAL TOPPING, SEE PLAN TYP.
PC HOLLOW CORE PLANK, SEE PLAN
T/ SLAB
SEE PLAN
CONTINUOUS TIE BEAM - SEE SCHEDULEFOR REINFORCING
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
STRUCTURAL TOPPING, SEE PLAN TYP.
PC HOLLOW CORE PLANK, SEE PLAN
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
POLYSTYRENE FOAM FILLW/ MIN COMPRESSIBILITYOF 25 PSI, TYP
CB-12
CMU WALL,SEE PLAN
CONCRETE BEAM,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.
CONC. SLAB ONGRADE, SEE PLAN
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"
CONC. SLAB ONGRADE, SEE PLAN
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
PC HOLLOW CORE PLANK, SEE PLAN
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
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
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
7 ASI 003 06/19/2018
3
7
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.
5" THICK CIP CONC.SLAB, SEE PLAN
5" THICK CIP CONC. SLAB W/REINF TO MATCH TOP SLAB,SEE PLAN
POLYSTYRENE FOAM FILLW/ MIN COMPRESSIBILITYOF 25 PSI, TYP
CB-12
CONC. COLUMNBEYOND
3' -
0"
BOTTOM SLAB TO CONT.TO CURTAIN WALL
SLOPE T/SLAB
EL: SEE PLAN
CONCRETE BEAM,SEE PLAN
CMU WALL,SEE PLAN
8" 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.
3" MIN. BEARING TYP.
CONTINUOUS TIE BEAM - SEE SCHEDULEFOR REINFORCING
CONCRETE TOPPING,SEE PLAN
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.
3" MIN. BEARING TYP.
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
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
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
(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.
CONC. TIE BEAM,SEE PLAN
/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
CONCRETE BEAM,SEE PLAN
BREAK-OUT TOP OFCORE & GROUT SOLID ATEXPANSION ANCHORS
SEE DETAIL 4/S-505 FORCONNECTION
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
SEE DETAIL 4/S-505 FORCONNECTION
CONCRETE BEAM,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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
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
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
3
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
5/165/8" RETURNTOP, TYP
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
EMBED PLSEE SCHEDULE
DOUBLE ANGLESEE SCHEDULE
TOP WELD PLSEE SCHEDULE
WALL EDGE
W BEAM
TYPICAL ROOF BEAM CONNECTION AT WALL EDGECASE 1
EMBED PLSEE SCHEDULE
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
5/165/8" RETURNTOP, TYP
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
CONC. SLAB ONGRADE, SEE PLAN
#5 CONT.
1
1
1/2” ISOLATION JOINT
WATERPROOFING,SEE ARCH
1"
1"
7
A
B
C
D
1 2 3 4 5
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
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
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
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
OPENING
OPENING
CMU WALL,SEE PLAN
EMBED, SEESECTION A-A
CONC. TIE BEAM,SEE PLAN
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
CONC. TIE BEAM,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
8" CMU WALL,SEE PLAN
CONCRETE TOPPING,SEE PLAN
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
CONC. TIE BEAM,SEE PLAN
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
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
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
3
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
CONC. SLAB - SEEPLAN FOR THICKNESS
INT. SLAB SUPPORT -CONCRETE OR CMU
REINF. NOT SHOWN FORCLARITY
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 OR CMU
REINF. NOT SHOWN FORCLARITY
EXTERIOR SPAN INTERIOR SPAN INTERIOR SPAN CANTILEVER SPAN
LAP SPLICE
CLASS B
1' - 0"
END SUPPORT -CONCRETE OR CMUREINF. NOT SHOWN FORCLARITY
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
CONC. SLAB - SEEPLAN FOR THICKNESS
TEMP. & SHRINKAGE REINF.,SEE PLAN
END SUPPORT -CONCRETE OR CMUREINF. NOT SHOWN FORCLARITY
MAIN REINF., SEE PLAN
SPAN DIRECTION(SEE PLAN)
90 FROM VERT AS REQ'DTO MAINTAIN CLEARANCE
CONC. SLAB - SEEPLAN FOR THICKNESS
TEMP. & SHRINKAGE REINF.,SEE PLAN
END SUPPORT -CONCRETE OR CMUREINF. NOT SHOWN FORCLARITY
MAIN REINF., SEE PLAN
SPAN DIRECTION(SEE PLAN)
TYP
6"
NOTES:1. "S" DENOTES SCHEDULED TIE SPACING.2. REFER TO COLUMN SCHEDULE NOTES FOR REQUIRED "L" DISTANCE.
SCHED. COLUMNSTEEL AND TIES.
"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.
SCHED. COLUMNSTEEL AND TIES.
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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
7/9
/20
18
9:2
3:2
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
STRUCTURAL DETAILS
S-509
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
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
NO. DESCRIPTION DATE
CONC. BEAM, SEE PLAN
CMU WALL,SEE PLAN
STD ACI HK,TYP
CONC. ELEVATEDSLAB, SEE PLAN
LAP SPLICE
HC PLANK W/ 2"TOPPING, SEE PLAN
REFER TO DETAIL FOR CONN.
T/SLAB
EL: SEE PLAN
/4 S-505
CONC TIE BEAM,SEE PLAN TYP
CMU WALL,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"
CONC. TIE BEAM,SEE PLAN
CMU WALL,SEE PLAN TYP
LAP SPLICE
CONC. ELEVATEDSLAB, SEE PLAN
EL: SEE PLAN
T/SLAB
HC PLANK W/ 2"TOPPING, SEE PLAN
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
CONC. ELEVATEDSLAB, SEE PLAN
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
CIP CONC. SLAB,SEE PLAN
T/SLAB
EL: SEE PLAN
STD ACI HK
12" CMU WALL,SEE PLAN
CIP CONC. SLAB,SEE PLAN
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
8" CMU WALL,SEE PLAN
(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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
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
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.
NO. DESCRIPTION DATE
3 Coordination 4/13/18
3
3
3
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"
CONCRETE SLAB ONGRADE, SEE PLAN
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
CMU WALL,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
CONC. ELEVATEDSLAB, SEE PLAN
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
STRUCTURAL TOPPING, SEE PLAN TYP.
PC HOLLOW CORE PLANK, SEE PLAN
CONCRETE BEAM,SEE PLAN
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
CIP CONC. BEAM,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
CIP CONC. BEAM,SEE PLAN
SECTION A-A
A
B
C
D
1 2 3 4 5
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
7/9
/20
18
9:2
3:3
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
STRUCTURAL DETAILS
S-511
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
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
3
CONCRETE TIEBEAM, SEE PLAN
T/BEAM
EL. 147'-0"
CMU PARAPET,SEE PLAN
CONC. TIE BEAM,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
5" THICK CIP CONC.SLAB, SEE PLAN
5" THICK CIP CONC. SLAB W/REINF TO MATCH TOP SLAB,SEE PLAN
POLYSTYRENE FOAM FILLW/ MIN COMPRESSIBILITYOF 25 PSI, TYP
TB-9
CMU WALL,SEE PLAN
CONCRETE BEAM,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
© LEO A DALY Company 2015
Project No.
STAMP
FILE LOG
ACTIVITY
Draw
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.
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
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
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
NO. DESCRIPTION DATE
3 Coordination 4/13/18
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.
NEW SHEET3