HomeMy WebLinkAbout02_2017-03-30 - Sun King Distillery - CDs - Structural DwgsA
B
INDCATES DEPRESSED OR RAISED EDGE OF SLAB
INDCATES START OR END OF SLOPED SLAB
INDCATES NON-SEISMIC BEAM-TO-COLUMN
MOMENT CONNECTION
INDCATES NON-SEISMIC BEAM-TO-GIRDER
MOMENT CONNECTION
INDCATES SEISMIC BEAM-TO-COLUMN MOMENT
CONNECTION
MCX
INDCATES SPAN DIRECTION OF COMPOSITE
FLOOR SLAB. REFER TO FRAMING PLANS
FOR SLAB EXTENTS AND INFORMATION.
INDCATES SPAN DIRECTION OF STEEL ROOF
DECK. REFER TO FRAMING PLANS FOR ROOF
DECK EXTENTS AND INFORMATION.
TC
TB
INDCATES BEAM OR GIRDER RUNS OVER TOP
OF COLUMN. REFER TO TYPICAL DETAILS FOR
CONNECTION DETAILS.
INDCATES COLUMN SUPPORTED BY BEAM OR
GIRDER. REFER TO TYPICAL DETAILS FOR
CONNECTION DETAILS.
PLAN ANNOTATION SYMBOL KEY
www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
1/4" = 1'-0"3/30/201710:51:09AMS001
GENERAL NOTES
AND
ABBREVIATIONS
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
1.IF THE DRAWINGS AND SPECIFICATIONS ARE IN CONFLICT, THE MORE STRINGENT RESTRICTIONS AND
REQUIREMENTS SHALL GOVERN.
2.PLAN NOTES, DETAILS AND SECTIONS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES. TYPICAL
DETAILS AND SECTIONS NOT CUT ON THE PLANS SHALL APPLY UNLESS NOTED OTHERWISE.
3.REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS.
4.CONTRACTORS ARE REQUIRED TO COORDINATE THEIR RESPECTIVE WORK WITH ALL OTHER DISCIPLINES TO
AVOID ANY CONFLICTS DURING CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE
STRUCTURAL DRAWINGS WITH ALL OTHER CONSTRUCTION DOCUMENTS.
5.LOCATION, SIZES AND QUANTITY OF ALL OPENINGS MAY NOT BE COMPLETELY INDICATED ON THE STRUCTURAL
DRAWINGS. CONTRACTOR IS RESPONSIBLE TO COORDINATE ALL OPENINGS WITH ALL OTHER DISCIPLINES PRIOR
TO ANY FABRICATION.
6.CONTRACTORS ARE REQUIRED TO VERIFY EXISTING CONDITIONS PRIOR TO ANY FABRICATION OR CONSTRUCTION.
IF EXISTING CONDITIONS ARE DIFFERENT THAN SHOWN, NOTIFY A/E IMMEDIATELY FOR MODIFICATIONS TO THE
DRAWINGS.
7.THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF
CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE
DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT LIMITED TO, BRACING, SHORING,
UNDERPINNING, ETC. THE A/E IS NOT RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES,
SEQUENCES OR SAFETY PROCEDURES DURING CONSTRUCTION.
GENERAL NOTES:
GENERAL INFORMATION
1.WHERE LINTELS ARE NOT SPECIFICALLY SHOWN OR NOTED ON THE STRUCTURAL OR ARCHITECTURAL
DRAWINGS, PROVIDE THE FOLLOWING LINTELS OVER ALL OPENINGS AND RECESSES IN BOTH INTERIOR AND
EXTERIOR WALLS. PROVIDE 8" MINIMUM BEARING U.N.O:
- PRECAST LINTELS:
PROVIDE 4", 6" OR A COMBINATION FOR OPENINGS UP TO 10'-0" WIDE.
- LOOSE LINTEL ANGLES FOR BRICK/STONE VENEER:
OPENINGS UP TO 5'-0" ........................:USE L5x5x5/16"
OPENINGS 5'-0" TO 7'-0" ......................:USE L6x4x5/16" (LLV)
OPENINGS 7'-0" TO 10'-0" ....................:USE L7x4x3/8" (LLV)
- ALL LOOSE LINTEL AND CONTINUOUS RELIEF ANGLES SHALL BE HOT-DIPPED GALVANIZED
LINTELS
1.ALL CONCRETE, UNLESS OTHERWISE NOTED IN SCHEDULES OR DETAILS, SHALL HAVE A MINIMUM 28 DAY CONCRETE
COMPRESSIVE STRENGTH OF 4000 PSI. ALL CONCRETE SHALL BE NORMAL WEIGHT (145 PCF),EXCEPT, ALL ELEVATED
CONCRETE SLABS OVER METAL DECK SHALL BE LIGHTWEIGHT (110 PCF) U.N.O. ON PLANS.
2.ALL CONCRETE EXPOSED TO THE WEATHER SHALL BE AIR-ENTRAINED. FOR SURFACE FINISHES AND OTHER
REQUIREMENTS, REFER TO THE CONCRETE SPECIFICATIONS.
3.DETAILS OF FABRICATION OF REINFORCEMENT, HANDLING AND PLACEMENT OF THE CONCRETE, CONSTRUCTION OF
FORMS AND PLACEMENT OF REINFORCEMENT, NOT OTHERWISE COVERED BY THE PLANS AND SPECIFICATIONS, SHALL
COMPLY WITH THE LATEST ADDITION OF THE A.C.I. CODE AND C.R.S.I. REQUIREMENTS.
4.PROVIDE 3/4" CHAMFERS ON ALL EXPOSED EDGES OF CONCRETE AND THE EXPOSED CORNERS OF BEAMS, GIRDERS AND
COLUMNS UNLESS OTHERWISE SHOWN OR NOTED. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL DETAILS.
5.ALL MISCELLANEOUS ITEMS TO BE INSTALLED IN ANY CONCRETE WORK, SUCH AS PIPES, ELECTRICAL CONDUITS,
DOVETAIL ANCHOR SLOTS, REGLETS, ETC., SHALL BE PROPERLY LOCATED, INSTALLED AND CHECKED BY THE G.C.
PRIOR TO PLACEMENT OF CONCRETE. REFER TO ARCHITECTURAL AND MEP DRAWINGS FOR THE EXACT EXTENT AND
LOCATION OF THESE ITEMS THAT ARE NOT SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS.
6.PROVIDE SLEEVES FOR ALL PIPE AND CONDUIT PENETRATIONS IN FOUNDATION WALLS, GRADE BEAMS, WALL
FOOTINGS AND TRENCH FOOTINGS TO TOTALLY SEPARATE THE PIPES FROM THE CONCRETE. REFER TO TYPICAL
DETAILS.
7.THE CONTRACTOR SHALL CONSULT WITH THE ENGINEER BEFORE STARTING CONCRETE WORK TO ESTABLISH A
SATISFACTORY PLACING SCHEDULE AND TO DETERMINE THE LOCATION OF CONSTRUCTION JOINTS SO AS TO
MINIMIZE THE EFFECTS OF SHRINKAGE. NO CONCRETE POUR SHALL EXCEED THE FOLLOWING DIMENSION IN ANY
DIRECTION:
- NORMAL WEIGHT CONCRETE .............................................:80 LINEAL FEET
- LIGHTWEIGHT CONCRETE ...................................................:60 LINEAL FEET
- LENGTH TO WIDTH RATIO SHALL BE LESS THAN OR EQUAL TO 2
8.NO HORIZONTAL CONSTRUCTION JOINTS SHALL BE MADE IN CONCRETE WALLS, FOOTINGS, BEAMS OR SLABS
UNLESS SHOWN OR NOTED IN THE CONTRACT DRAWINGS. VERTICAL JOINTS ARE PERMITTED IN CONCRETE SLABS,
WALLS, WALL FOOTINGS, TRENCH FOOTINGS AND GRADE BEAMS. REFER TO TYPICAL DETAILS.
9.ALL CONSTRUCTION JOINTS IN CONCRETE WALLS, FOOTINGS, BEAMS OR SLABS SHALL BE PROVIDED WITH A
KEYWAY. THE SURFACE OF THE CONCRETE SHALL BE THOROUGHLY CLEANED AND ALL LATIANCE REMOVED. IN
ADDITION, THE JOINT SHALL BE THOROUGHLY WETTED AND SLUSHED WITH A COAT OF CEMENT GROUT OR A
BONDING AGENT IMMEDIATELY BEFORE PLACING CONCRETE.
10.CONTROL JOINTS, IF NOT SHOWN ON DRAWINGS, SHALL BE PROVIDED IN ALL SLABS-ON-GRADE THAT ARE EXPOSED
OR THAT SUPPORT BRITTLE FINISHES SUCH AS CERAMIC TILE OR TERAZZO. JOINTS SHALL BE LOCATED ON EACH
COLUMN LINE AND NOT TO EXCEED 15' IN EITHER DIRECTION U.N.O. SEE TYPICAL SLAB-ON-GRADE DETAILS.
11.THE SAW CUTTING OF CONTROL JOINTS IN A SLAB-ON-GRADE MAY BEGIN WHEN THE CUTTING ACTION WILL NOTTEAR,
ABRADE, OR OTHERWISE DAMAGE THE SURFACE AND BEFORE THE CONCRETE DEVELOPS RANDOM SHRINKAGE
CRACKING. SAW CUTTING MAY BEGIN AND FINISH WITHIN 4 TO 12 HOURS AFTER SURFACE FINISHING ISCOMPLETE.
12.REFER TO CONCRETE SPECIFICATIONS FOR FLOOR FLATNESS REQUIREMENTS AT THE SLAB-ON-GRADE ANDELEVATED
CONCRETE SLAB TYP.
13.MAINTAIN A MAXIMUM SLOPE OF 1 VERTICAL TO 2 HORIZONTAL BETWEEN BEARING ELEVATIONS OF ADJACENT
FOOTINGS TO AVOID UNDERMINING FOUNDATIONS UNLESS NOTED OTHERWISE IN PLANS.
14.SET ANCHOR BOLTS WITH 3/4" THICK PLYWOOD TEMPLATES OR 1/4" THICK STEEL PLATE TEMPLATES AND BRACE
AGAINST DISPLACEMENT.
CONCRETE STRUCTURAL STEEL
1.BUILDING CODE: THE 2012 INTERNATIONAL BUILDING CODE (IBC) W/ 2014 INDIANA BUILDING CODE AMENDMENTS.
2.DESIGN CODES:
- AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), 360-10 SPECIFICATION FOR STRUCTURAL STEEL
BUILDINGS
- AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), 341-10 SEISMIC PROVISIONS FOR STRUCTURAL
STEEL BUILDINGS
- AMERICAN IRON AND STEEL INSTITUTE (AISI), NAS-07 NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF
COLD-FORMED STEEL STRUCTURAL MEMBERS INCLUDING 2010 SUPPLEMENT
- AMERICAN CONCRETE INSTITUTE (ACI), 318-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE
- AMERICAN CONCRETE INSTITUTE (ACI), 530-11 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES
& 530.1-11 SPECIFICATIONS FOR MASONRY STRUCTURES
- AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE), 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER
STRUCTURES
- ALL OTHER APPLICABLE CODES AS REFERENCED IN CHAPTER 35 OF THE 2012 IBC
3.DESIGN LOAD CRITERIA:
GRAVITY LOADS:
DEAD LOAD OF STRUCTURE ..................................................:ACTUAL
ADDITIONAL DEAD LOAD ALLOWANCES:
- SUSPENDED M/E/P TYPICAL ...............................................:15 PSF
- SUSPENDED CEILINGS/FLOORING .....................................:3 PSF
- ADD'L CONCRETE TO MAINTAIN FLOOR FLATNESS ..............:8 PSF
- ROOFING MATERIAL & INSULATION ....................................:15 PSF
- MECHANICAL EQUIPMENT (OUTSIDE MECH ROOM) ..............:AS NOTED ON PLANS
LIVE LOADS:
- ELEVATED FLOOR LIVE LOAD .............................................:100 PSF
SNOW LOADS:
- GROUND SNOW LOAD, Pg ..................................................:20 PSF
- SNOW EXPOSURE FACTOR .................................................:1.0
- THERMAL FACTOR, Ct .........................................................:1.0 AT RESTAURANT
1.2 AT PATIO
- SNOW IMPORTANCE FACTOR, Is .........................................:1.0
- FLAT ROOF SNOW LOAD, Pf ................................................:25 PSF
- SNOW DRIFTS ARE CALCULATED PER ASCE 7-10 AND SUPERIMPOSED ON FLAT ROOF SNOW LOADS AS
APPLICABLE AT LOWER ROOFS
WIND LOAD CRITERIA:
- BASIC WIND SPEED .............................................................:115 MPH (3 SECOND GUST)
- WIND EXPOSURE CATEGORY ...............................................:B
- BUILDING OCCUPANCY CATEGORY .....................................:II
- INTERNAL PRESSURE COEFFICIENT, GCpi ...........................:+/- 0.18
- DESIGN WIND PRESSURE FOR COMPONENTS & CLADDING:35 PSF
(LOAD GIVEN IS AT THE ULTIMATE LEVEL PER ASCE 7-10)
SEISMIC LOAD CRITERIA:
- BUILDING OCCUPANCY CATEGORY ......................................:II
- SEISMIC IMPORTANCE FACTOR .............................................:1.0
- SITE CLASS ...........................................................................:C
- MAPPED SPECTRAL RESPONSE ACCELERATION ....................:Ss = 0.146, S1 = 0.081
- DESIGN SPECTRAL RESPONSE ACCELERATION .....................:Sds = 0.117, Sd1 = 0.092
- SEISMIC DESIGN CATEGORY .................................................:B
- OVERALL BUILDING HEIGHT ...................................................:31 FT
- LATERAL FORCE RESISTING SYSTEM .....................................:ORDINARY STEEL MOMENT FRAMES,
NOT SPECIFICALLY DETAILED FOR SEISMIC
RESISTANCE
- RESPONSE MODIFICATION COEFFICIENT, R ...........................:3
- OVERSTRENGTH FACTOR, O0 .................................................:3
- DEFLECTION AMPLIFICATION FACTOR, Cd ..............................:3
- SEISMIC RESPONSE COEFFICIENT, Cs ...................................:0.039
- ANALYSIS PROCEDURE USED ................................................:EQUIVALENT LATERAL FORCE
4.PROVISION FOR FUTURE EXPANSION IS NOTED AS FOLLOWS:NONE
DESIGN
1.ALL MASONRY WORK SHALL CONFORM TO THE REQUIREMENTS OF THE LOCAL BUILDING CODE, BUILDINGCODE
REQUIREMENTS OF MASONRY STRUCTURES (ACI 530-11/ ASCE 5-11/TMS 402-11) AND SPECIFICATIONS FOR MASONRY
STRUCTURES (ACS 530.1-11/ASCE 6-11/TMS 602-11).
2.ALL MASONRY WORK SHALL BE SUBJECTED TO CONTROLLED INSPECTION.
3.ALL CONCRETE MASONRY SHALL CONFORM WITH ASTM C90 HOLLOW LOAD BEARING UNITS WITH A MINIMUM
COMPRESSIVE STRENGTH OF 1900 PSI ON THE NET SECTION. ALL CMU SHALL BE LIGHTWEIGHT UNLESS NOTED
OTHERWISE.
4.ALL MORTAR SHALL CONFORM WITH ASTM C270 (REFERENCE SPECIFICATIONS). MORTAR SHALL BE PLACED IN ALL
CONTACT AREAS, INCLUDING HORIZONTAL CONTACT AREAS AND VERTICAL SIDES.
5.ALL GROUT SHALL CONFORM WITH ASTM C476 AND HAVE AN AVERAGE COMPRESSIVE STRENGTH OF 2500 PSI AT 28
DAYS (REFERENCE SPECIFICATION). CONCRETE SHALL NOT BE USED IN LIEU OF MASONRY GROUT.
6.UNLESS OTHERWISE NOTED, CENTER ALL VERTICAL REINFORCING IN CMU CORE AND HOLD IN POSITION WITH CAGING
DEVICES.
7.THE MINIMUM LENGTH OF LAP FOR REINFORCING IN MASONRY WALLS UNLESS OTHERWISE NOTED SHALL BE 48 BAR
DIAMETERS.
8.REFERENCE THE SPECIFICATIONS FOR HORIZONTAL JOINT REINFORCING SIZE AND SPACING.
9.ALL BOND BEAMS SHALL BE CONTINUOUS AND SHALL BE FILLED WITH GROUT AND CONTINUOUS REINFORCEMENT AS
SHOWN ON THE DRAWINGS OR AS FOLLOWS:
- 6" WIDE BOND BEAM ....................................:(1) #5 REBAR
- 8" AND 10" WIDE BOND BEAM .....................:(2) #5 REBAR
- 12" WIDE BOND BEAM ..................................:(2) #6 REBAR
10.DISCONTINUE REINFORCING STEEL AT CONTROL JOINTS AND PROVIDE REINFORCEMENT AT CORNERS AND
INTERSECTIONS AS SHOWN IN THE TYPICAL DETAILS.
11.GROUT SHALL BE PLACED IN THE VERTICAL CORES OF THE MASONRY UNITS UTILIZING THE LOW LIFT GROUTING
METHOD SET FORTH IN NCMA-TEK 23A:
A.GROUT SHALL COMPLY WITH ASTM C476 (MORTAR OR CONCRETE SHALL NOT BE
USED T0 FILL CMU CORES.) REFERENCE SPECIFICATION.
B.WEBS ADJACENT TO CORES TO BE GROUTED SHALL BE MORTARED. MORTAR SHALL
BE STRUCK FLUSH WITH THE INSIDE FACE OF CORES TO BE GROUTED. CORES TO
BE GROUTED SHALL BE CLEARED OF ALL MORTAR DROPPINGS AND OTHER DEBRIS
PRIOR TO GROUTING.
C.THE MAXIMUM HEIGHT OF A GROUT SHALL BE 4 FEET.
D.STEP GROUT POURS 1-1/2 INCHES BELOW THE UPPERMOST PORTION OF THE
CAVITY BEING FILLED TO PROVIDE A KEY FOR THE NEXT LIFT OR POUR.
E.CONSOLIDATE GROUT BY VIBRATING TWICE WITH A MECHANICAL VIBRATOR EACH
LIFT. ONCE IMMEDIATELY AFTER POUR AND ONCE APPROXIMATELY 30 MINUTES
AFTER GROUT IS INSTALLED.
F.ALL REINFORCING STEEL SHALL BE INSPECTED IN PLACE BEFORE GROUTING AND
THERE SHALL BE CONTINUOUS INSPECTION DURING THE GROUTING OPERATION.
12.REINFORCE AND GROUT CORES AT EACH JAMB OF MASONRY OPENINGS AS FOLLOWS:
- UP TO 9'-0" OPENING ....................................:(1) #6 REBAR
- 9'-0" TO 16'-0" OPENING ................................:(2) #6 REBAR
13.FOR BOND BEAM LINTEL REINFORCEMENT REQUIREMENTS, SEE TYPICAL DETAILS.
REINFORCED MASONRY
1.ALL METAL DECK MATERIAL, FABRICATION, AND INSTALLATION SHALL CONFORM TO THE CURRENT EDITION OF THE
STEEL DECK INSTITUTE (SDI) "SPECIFICATIONS AND COMMENTARY" AND "CODE OF RECOMMENDED STANDARD
PRACTICE".
2.COMPOSITE FLOOR DECK TO BE GALVANIZED AND MEET OR EXCEED LOAD CAPACITIES OF VULCRAFT "VLI SERIES"
COMPOSITE STEEL FLOOR DECK AND CONFORM TO ALL SDI CRITERIA AND RECOMMENDATIONS. REFER TO
STRUCTURAL PLANS FOR COMPOSITE DECK SIZE, GAUGE, ORIENTATION AND LOCATION. SEE SPECIFICATIONS FOR
ADDITIONAL INFORMATION.
3.PROVIDE ALL REQUIRED ACCESSORIES FOR A COMPLETE JOB INCLUDING DECK SUPPORT ANGLES AT COLUMNS
AND DECK SPAN CHANGES, COVER PLATES, CLOSURES AND SUMP PANS.
4.DECK SHALL BE PROVIDED IN A MINIMUM OF 3 SPAN LENGTHS WHERE POSSIBLE.
5.DECK SHALL BE FASTENED TO SUPPORTING MEMBERS WITH SHEAR CONNECTORS OR 3/4" MINIMUM DIAMETER
FUSION WELDS AT 12" O.C. MAXIMUM SPACING. FASTEN SIDELAPS AT INTERVALSNOT TO EXCEED 2'-0" O.C. MAXIMUM.
6.SCREEDS SHALL BE SET TAKING INTO ACCOUNT THE DEAD LOAD DEFLECTIONS NOTED ON THE PLANS AND ANY
CAMBER IN THE BEAMS IN ORDER TO ACHIEVE A LEVEL FLOOR. SET BEAMS AND GIRDERS WITH CAMBER UP.
7.THE SEQUENCE AND METHOD OF POURING THE FLOORS SHALL BE SUBMITTED TO THE A/E PRIOR TO STARTING
ANY CONCRETE OPERATIONS. IN GENERAL, CONCRETE POURS SHOULD BE MADE ACROSS THE ENTIRE WIDTHOF A
FLOOR IN A DIRECTION PARALLEL TO THE GIRDERS. ANY SINGLE POUR SHOULD BE STOPPED AT A COLUMN LINE.
8.SHEAR CONNECTORS SHALL BE 3/4"ø x 4 1/2" LONG HEADED STUDS. SEE PLANS FOR LOCATION.
9.CONTRACTOR SHALL SUBMIT SHOP DRAWINGS INDICATING SHEAR STUD LOCATIONS ON EACH BEAM.
10.SHEAR STUDS SHALL BE LOCATED IN ACCORDANCE WITH THE LATEST AISC SPECIFICATIONS.
11.SHEAR STUD INSTALLATION SHALL BE TESTED BY THE TESTING INSPECTOR PER AWS SPECIFICATIONS AND
APPROVED BEFORE ANY SLABS CAN BE POURED. THE ARCHITECT/ENGINEER MAY RANDOMLY TEST THE STUDS
AND MAY REQUIRE ADDITIONAL WORK IF THE WORK IS DEEMED INADEQUATE.
COMPOSITE METAL DECK
1.TYPICAL BUILDING FOUNDATION DESIGN BASED ON NET ALLOWABLE SOIL BEARING PRESSURE OF 2500
PSF FOR COLUMN SPREAD FOOTINGS AND 2000 PSF FOR CONTINUOUS WALL FOOTINGS. BUILDING
FOUNDATIONS EXTENDING TO AT LEAST 9 FEET BELOW EXISTING GRADE MAY BE DESIGNED FOR 3500
PSF AT SPREAD FOOTINGS AND 2800 PSF AT CONTINUOUS WALL FOOTINGS. REFER TO GEOTECHNICAL
REPORT NO. 15IN0457-0516 DATED MAY 31, 2016 BY ALT & WITZIG ENGINEERING, INC. SOIL BEARING
PRESSURE TO BE FIELD VERIFIED BY A QUALIFIED SOILS ENGINEER PRIOR TO CONSTRUCTION.
2.THE SOILS REPORT REFERENCED ABOVE WAS SPEFICIALLY PREPARED FOR THE IMMEDIATELY ADJACENT
ALLIED SOLUTIONS HEADQUARTERS. HOWEVER, TWO BORINGS WERE PERFORMED IN THE FOOTPRINT OF
THE SUN KING DISTILLERY IN ANTICIPATION OF THIS PROJECT. TOM COFFEY WITH ALT & WITZIG
CONFIRMED VIA TELEPHONE AND EMAIL ON DECEMBER 15, 2016 THAT THE SHALLOW FOUNDATION
RECOMMENDATIONS IN THE ABOVE REFERENCED GEOTECHNICAL REPORT ARE APPROPRIATE FOR THE
SUN KING FACILITY.
3.BUILDING FOUNDATION SHALL BE PLACED ON FIRM, UNDISTURBED NATURAL SOILS OR ON ENGINEERED
FILL MATERIAL. FOR AREAS REQUIRING ENGINEERED FILL, THIS MATERIAL SHALL CONSIST OF CLEAN
GRANULAR FILL COMPACTED AS NOTED IN THE EARTHWORK SPECIFICATIONS AND PLACED IN LIFTS AS
RECOMMENDED BY THE SOILS ENGINEER ON SITE OR AS SHOWN IN THE GEOTECHNICAL REPORT. SOIL
BEARING PRESSURE OF ENGINEERED FILL TO BE FIELD VERIFIED BY A THE SOILS ENGINEER ON SITE
PRIOR TO CONSTRUCTION.
4.SUBBASE MATERIAL UNDER SLABS-ON-GRADE TO BE CLEAN GRANULAR FILL COMPACTED AS NOTED IN
THE EARTHWORK SPECIFICATIONS AND THE GEOTECHNICAL REPORT.
5.BACKFILL AGAINST GRADE BEAMS AND FROST WALLS SHALL BE PLACED EVENLY ON BOTH SIDES.
6.UNDERCUTTING OF THE SOIL FOR FOUNDATION AND/OR PLACEMENT MAY BE REQUIRED AS NOTED IN THE
GEOTECHNICAL REPORT. THE STRUCTURAL DRAWINGS MAY NOT INDICATE THE ENTIRE SCOPE OF
UNDERCUTTING, FILL, BAD SOIL OR ROCK REMOVAL THAT MAY BE REQUIRED TO ATTAIN THE DESIGN SOIL
BEARING PRESSURES. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ASSESS THE EXTENT OF EXCAVATION AND
COMPACTION THAT MAY BE REQUIRED TO MEET THE DESIGN CRITERIA.
7.A REPORT CERTIFIED BY THE SOILS ENGINEER ON SITE SHALL BE FURNISHED TO THE A/E VERIFYING THAT
ALL FOUNDATIONS WERE PLACED ON A MATERIAL CAPABLE OF SUSTAINING THE DESIGN BEARING
PRESSURES.
8.IF DEWATERING IS REQUIRED, SUMPS SHALL NOT BE PLACED WITHIN THE FOUNDATION EXCAVATION.
EARTHWORK/FOUNDATION NOTES
1.ALL METAL DECK MATERIAL, FABRICATION, AND INSTALLATION SHALL CONFORM TO THE CURRENTEDITION OF THE
STEEL DECK INSTITUTE (SDI) "SPECIFICATIONS AND COMMENTARY" AND "CODE OF RECOMMENDED STANDARD
PRACTICE".
2.ROOF DECK TO BE GALVANIZED AND MEET OR EXCEED LOAD CAPACITIES OF VULCRAFT "B SERIES" METAL ROOF
DECK AND CONFORM TO ALL SDI CRITERIA AND RECOMMENDATIONS. REFER TO STRUCTURAL PLANS FOR METAL
ROOF DECK SIZE, GAUGE, ORIENTATION AND LOCATION. SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION.
3.DECK SHALL BE PROVIDED IN A MINIMUM OF 3 SPAN LENGTHS WHERE POSSIBLE.
4.METAL ROOF DECK IS DESIGNED AS A HORIZONTAL DIAPHRAGM. ALL WELDS TO BE 5/8" PUDDLE WELDS. WELDING
PATTERN SHALL BE 36/4 WITH #10 TEK SCREWS AT 24" O.C. AT SIDELAPS. 5/8" PUDDLE WELDS AROUND EDGES OF
ROOF SHALL BE AT 24" O.C.
5.PROVIDE ALL REQUIRED ACCESSORIES FOR A COMPLETE JOB INCLUDING DECK SUPPORT ANGLES AT COLUMNS AND
DECK SPAN CHANGES, COVER PLATES, CLOSURES AND SUMP PANS.
6.DO NOT SUSPEND LIGHT FIXTURES, DUCTS, BULKHEADS, OTHER UTILITIES, ETC., FROM THE STEEL ROOF DECK.
METAL ROOF DECK
1.ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH THE LATEST ADDITION OF ACI 315,
ACI 318, AND CRSI.
2.REINFORCEMENT SHALL HAVE DEFORMED SURFACES IN ACCORDANCE WITH ASTM A615 WITH MINIMUM YIELD
STRENGTH OF 60,000 PSI.
3.WELDED WIRE FABRIC SHALL BE SMOOTH CONFORMING TO ASTM A185.
4.THE SHOP DRAWINGS FOR REINFORCING STEEL SHALL INCLUDE SCALE ELEVATIONS OF ALL CONCRETE WALLS.
5.PROVIDE CORNER BARS AT ALL WALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS.
6.REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE PROTECTION (CLEAR COVER) UNLESS OTHERWISE
NOTED:
- SURFACES NOT FORMED AND IN CONTACT WITH SOIL .................:3"
- FORMED SURFACES IN CONTACT WITH SOIL OR WEATHER .........:2"
- BEAMS, GIRDERS AND COLUMNS ......................................................:1 1/2"
- SLABS, WALLS AND JOISTS ................................................................:3/4"
7.PROVIDE 50 BAR DIA. LAP SPLICES FOR #6 REBAR AND SMALLER AND 62 BAR DIA. LAP SPLICES FOR #7 REBAR AND
LARGER. TYPICAL U.N.O.
8.PROVIDE ADDITIONAL REINFORCING BARS AROUND ALL OPENINGS IN CONCRETE SLABS AND WALLS EQUAL TO THE
AMOUNT INTERRUPTED BY THE OPENINGS (1/2 EA. SIDE TYPICAL). WHERE OPENINGS ARE SUCH THAT THE
REINFORCING
STEEL IS NOT INTERRUPTED, NO ADDITIONAL REINFORCING IS REQUIRED. REFER TO TYPICAL CONCRETE OPENING
DETAIL.
9.OPENINGS THROUGH CONCRETE WALLS, SLABS OR OTHER STRUCTURAL ELEMENTS NOT DETAILED ON THE
STRUCTURAL DRAWINGS MUST BE LOCATED AND SHOWN ON THE APPLICABLE REINFORCING STEEL SHOP
DRAWINGS. THE FINAL LOCATION OF ALL OPENINGS MUST BE REVIEWED BY THE A/E BEFORE THE CONCRETE IS
POURED.
10.THE WELDED WIRE FABRIC IN THE COMPOSITE ELEVATED SLAB SHALL BE SUPPORTED BY PLACING CONTINUOUS
HEAVY BOLSTERS AT 2'-6" O.C. MAXIMUM OVER THE COMPOSITE METAL DECK.
11.THE WELDED WIRE FABRIC IN THE CONCRETE SLAB-ON-GRADE SHALL BE SUPPORTED BY CONTINUOUS #4 SUPPORT
BARS AT 2'-6" O.C. MAXIMUM. THE #4 BARS SHALL BE TIED AND SUPPORTED BY CHAIRS (2 1/4" HIGH) AT 2'-6" O.C.
MAXIMUM.
12.THE CONTRACTOR SHALL PROVIDE A UNIT COST TO SUPPLY, FABRICATE AND INSTALL 2 TONS OF REINFORCING
STEEL IN ADDITION TO THAT SHOWN ON THE PLANS. THIS ADDITIONAL REINFORCING STEEL SHALL BE INSTALLED AT
THE DIRECTION OF THE A/E. THE OWNER SHALL BE GIVEN A CREDIT AT THE CONTRACT UNIT PRICE FOR THE UNUSED
PORTION.
REINFORCING STEEL
ADDL
ADJ
ALT
APPRX
ARCH
B/
B/B
BLDG
BLK
BLKG
BM
BOT
BRDG
BRG
BTWN
C
C/C
CIP
CL
CLR
CMU
COL
COMP
CONC
CONN
CONST
CONT
DBL
DET
DIA
DIAG
DIM(S)
DL
DWG(S)
DWL(S)
ECC
EA
EF
EL
ELEC
ENGR
E.O.D.
E.O.S
EQ
EQUIP
EW
EXP
EXST
EXT
F/F
FIN
FL
FND
FP
FS
FTG
GA
GALV
GEN
GR
HK
HORZ
HP
HT
ID
IF
INFO
INT
INTRM
JST(S)
JT
K
KLF
KSF
LL
LLH
ADDITIONAL
ADJACENT
ALTERNATE
APPROXIMATE
ARCHITECT OR ARCHITECTURAL
BOTTOM OF
BACK TO BACK
BUILDING
BLOCK
BLOCKING
BEAM
BOTTOM
BRIDGING
BEARING
BETWEEN
COMPRESSION
CENTER TO CENTER
CAST-IN-PLACE
CENTER LINE
CLEAR OR CLEARANCE
CONCRETE MASONRY UNIT
COLUMN
COMPRESSION
CONCRETE
CONNECTION
CONSTRUCTION(S)
CONTINUOUS
DOUBLE
DETAIL
DIAMETER
DIAGONAL
DIMENSION(S)
DEAD LOAD
DRAWING(S)
DOWEL(S)
ECCENTRICITY
EACH
EACH FACE
ELEVATION
ELECTRICAL
ENGINEER
EDGE OF DECK
EDGE OF SLAB
EQUAL
EQUIPMENT
EACH WAY
EXPANSION
EXISTING
EXTERIOR
FACE TO FACE
FINISH(ED)
FLOOR
FOUNDATION
FIREPROOF(ING)
FAR SIDE
FOOTING
GAGE OR GAUGE
GALVANIZED
GENERAL
GRADE
HOOK
HORIZONTAL
HIGH POINT
HEIGHT
INSIDE DIAMETER
INSIDE FACE
INFORMATION
INTERIOR
INTERMEDIATE
JOIST(S)
JOINT
KIPS (OR 1,000 POUNDS)
KIP PER LINEAR FOOT
KIP PER SQUARE FOOT
LIVE LOAD
LONG LEG HORIZONTAL
LLV
LONG
LP
LWC
LWT
M
MATL
MAX
MC
MECH
MEZZ
MFGR
MID
MIN
MISC
NIC
NO
NOM
NS
NTS
NWC
NWT
O.C.
O.D.
O.F.
O.H.
OPNG(S)
OPP
PC
PCY
PERP
PL
PRCST
PRLL
PSF
PSI
PT
RAD
REF
REINF
REQD
RD
SCHED
SDL
SECT
SF
SHT
SIM
SOG
SP
SPEC(S)
STD
STL
STRCT
STRCTL
SUPPTS
SYM
T
T/
T&B
TEMP
TH
T/FTG
T/SLAB
T/STEEL
TYP
UNO
V
VERT
VIF
W/
W/O
WD
WP
WPFG
WS
WWF
LONG LEG VERTICAL
LONGITUDINAL
LOW POINT
LIGHTWEIGHT CONCRETE
LIGHTWEIGHT
MOMENT
MATERIAL
MAXIMUM
MOMENT CONNECTION(S)
MECHANICAL
MEZZANINE
MANUFACTURER
MIDDLE
MINIMUM
MISCELLANEOUS
NOT IN CONTRACT
NUMBER
NOMINAL
NEAR SIDE
NOT TO SCALE
NORMAL WEIGHT CONCRETE
NORMAL WEIGHT
ON CENTER
OUTSIDE DIAMETER
OUTSIDE FACE
OPPOSITE HAND
OPENING(S)
OPPOSITE
PIECE
POUNDS PER CUBIC YARD
PERPENDICULAR
PLATE
PRECAST
PARALLEL
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
POINT
RADIUS
REFERENCE
REINFORCE(D) (ING) OR (MENT)
REQUIRED
ROOF DRAIN
SCHEDULE(D)
SUPERIMPOSED DEAD LOAD
SECTION
SQUARE FOOT (FEET)
SHEET
SIMILAR
SLAB ON GRADE
SPACE
SPECIFICATION(S)
STANDARD
STEEL
STRUCTURE
STRUCTURAL
SUPPORT(S)
SYMMETRICAL
TENSION
TOP OF
TOP AND BOTTOM
TEMPERATURE
THICK OR THICKNESS
TOP OF FOOTING
TOP OF SLAB
TOP OF STEEL
TYPICAL
UNLESS NOTED OTHERWISE
SHEAR
VERTICAL
VERIFY IN FIELD
WITH
WITHOUT
WOOD
WORK POINT
WATERPROOFING
WATERSTOP
WELDED WIRE FABRIC
Ø
#
(# #)
(# #)
(# # #)
C# #
C=# #
GB#
HSS# #
L# #
2L# #
P#
PX#
PXX#
PG#
S#
W# #
WT# #
DIAMETER
NUMBER, SIZE OR SECTION IDENTIFICATION
NUMBER OF STUDS UNIFORMLY SPACE-TYP DETAIL
(# #) NUMBER OF STUDS PER SECTION EQUALLY SPACED-TYP DETAIL
DESIGN REACTION IN KIPS FOR FACTORED LOADS (LRFD)
CHANNEL SECTION
CAMBER IN INCHES
GRADE BEAM
HOLLOW STRUCTURAL SECTION
SINGLE ANGLE SECTION
DOUBLE ANGLE SECTION
STRUCTURAL STEEL PIPE SECTION
EXTRA STRONG STRUCTURAL STEEL PIPE SECTION
DOUBLE-EXTRA STRONG STRUCTURAL STEEL PIPE SECTION
PLATE GIRDER
SPAN DIRECTION AND TYPE
WIDE FLANGE SECTION
TEE SECTION (CUT FROM A WIDE FLANGE SECTION)
LBS POUNDS
PLF POUNDS PER LINEAR FOOT
ABBREVIATIONS AND SYMBOLS
ABBREVIATIONS
1.DETAILS FOR DESIGN, FABRICATION AND ERECTION OF ALL STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE
LATEST A.I.S.C. STANDARDS UNLESS OTHERWISE NOTED OR SPECIFIED.
2.ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING U.N.O. ON THE STRUCTURAL DRAWINGS:
WIDE FLANGE SHAPES ..................................:ASTM A572 OR ASTM A992 (Fy = 50 KSI)
CHANNELS, ANGLES, PLATES, BARS .........:ASTM A36 (Fy = 36 KSI)
RECTANGULAR TUBES (HSS) .......................:ASTM A500 GRADE B (Fy = 46 KSI)
STRUCTURAL PIPE .........................................:ASTM A53 GRADE B (Fy = 35 KSI)
3.ALL STRUCTURAL BOLTS (INCLUDING WASHERS AND NUTS) SHALL CONFORM TO THE REQUIREMENTS OF ASTM A325OR
A490. ALL BOLTS SHALL BE TIGHTENED TO THE SNUG TIGHT CONDITION U.N.O. BOLTING OF STRUCTURAL STEEL SHALL
CONFORM TO THE PROVISIONS OF RCSC "SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 AND A490 BOLTS."
4.MINIMUM SIZE OF BOLTS SHALL BE 3/4" DIAMETER, AND EACH CONNECTION SHALL HAVE A MINIMUM OF 2 BOLTS WITHONE
HARDENED WASHER PER BOLT.
5.ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 AS NOTED ON THE DRAWINGS. REFER TO TYPICAL DETAIL FOR SIZE
AND LENGTH.
6.PERMANENT MACHINE BOLTS, USING AN APPROVED TYPE OF SELF ANCHORING HEX NUT, MAY BE USED FOR SUCH MINOR
CONNECTIONS AS SHELF ANGLES, CLOSURES, ETC.
7.WELDING PROCEDURES SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY'S (AWS)
STRUCTURAL WELDING CODES. ALL WELDING SHALL BE PERFORMED BY PREQUALIFIED WELDERS.
8.WELDED CONNECTIONS FOR STEEL MEETING ASTM A992 OR A572 SHALL BE MADE WITH E70XX LOW HYDROGEN
ELECTRODES. OTHER WELDED CONNECTIONS TO BE MADE WITH REGULAR E70XX ELECTRODES.
9.WELDS NOT OTHERWISE NOTED ON DRAWINGS SHALL BE CONTINUOUS FILLET WELDS. THE MINIMUM SIZE SHALL BE
1/4" OR AS REQUIRED BY THE AISC SPECIFICATIONS, WHICHEVER IS LARGER.
10.MINIMUM THICKNESS OF ALL CONNECTION MATERIAL TO BE 5/16" UNLESS NOTED OTHERWISE.
11.UNLESS NOTED OTHERWISE, ALL SIMPLE BEAM SHEAR CONNECTIONS SHALL BE MADE USING DOUBLE ANGLE
CONNECTIONS AND/OR SHEAR PLATE CONNECTIONS. CONNECTIONS SHALL BE HIGH STRENGTH BOLT BEARING TYPE
WITH THREADED PARTS INCLUDED IN THE SHEAR PLANE. ALL CONNECTIONS, UNLESS FULLY DETAILED ON THE
STRUCTURAL DRAWINGS, SHALL BE DESIGNED AND DETAILED BY THE STRUCTURAL STEEL FABRICATOR TO MEET BOTH
AISC AND OSHA REQUIREMENTS. REFER TO TYPICAL DETAILS FOR TYPE OF SIMPLE BEAM CONNECTION AND MINIMUM BOLT
REQUIREMENTS.
12.STEEL CONNECTIONS THAT ARE PART OF THE LATERAL FORCE RESISTING SYSTEM SHALL BE DESIGNED BY THE STEEL
FABRICATOR'S CONNECTION ENGINEER FOR THE LOADS NOTED ON THE PLANS. CALCULATIONS AND SHOP DRAWINGS
SHALL BE SIGNED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER IN THE STATE OF INDIANA AND SUBMITTED TO
THE ENGINEER OF RECORD FOR APPROVAL.
13.PROVIDE TEMPORARY ERECTION BRACING OF THE STRUCTURE UNTIL ALL PERMANENT LATERAL SUPPORTS ARE IN
PLACE.
14.STEEL COLUMNS BELOW GRADE SHALL PAINTED WITH 2 COATS OF ASPHALTIC PAINT AND ENCASED IN A MINIMUM OF 4" OF
CONCRETE.
15.ALL EDGE ANGLES OR BENT PLATES SHALL BE FIELD APPLIED TO THE BEAMS WITH ±1/8" HORIZONTAL AND VERTICAL
TOLERANCE TO FACILITATE OTHER INSTALLATIONS.
16.FIELD PAINT, WHERE APPLICABLE, ALL FIELD WELDS, ABRASIONS, RUST SPOTS AND FIELD BOLTS ON STRUCTURAL STEEL,
JOISTS AND DECKING AFTER ERECTION.
17.ALL STEEL THAT IS EXPOSED TO THE ELEMENTS SHALL BE HOT-DIP GALVANIZED, TYPICAL.
18.ALL STEEL THAT IS TO REMAIN EXPOSED IN THE FINISHED STRUCTURE SHALL BE PAINTED PER ARCHITECTURAL
DRAWINGS AND/OR SPECIFICATIONS.
19.THE CONTRACTOR SHALL PROVIDE A UNIT COST TO SUPPLY, FABRICATE AND INSTALL 2 TONS OF STRUCTURAL STEEL
IN ADDITION TO THAT SHOWN ON THE PLANS. THIS ADDITIONAL STRUCTURAL STEEL SHALL BE INSTALLED AT THE
DIRECTION OF THE A/E. THE OWNER SHALL BE GIVEN A CREDIT AT THE CONTRACT UNIT PRICE FOR THE UNUSED
PORTION.
20.THE CONTRACTOR SHALL PROVIDE A UNIT COST TO SUPPLY, FABRICATE AND INSTALL 2 TONS OF MISCELLANEOUSSTEEL
(ANGLES, PLATES, ETC.) IN ADDITION TO THAT SHOWN ON THE PLANS. THIS ADDITIONAL MISCELLANEOUS STEEL SHALL BE
INSTALLED AT THE DIRECTION OF THE A/E. THE OWNER SHALL BE GIVEN A CREDIT AT THE CONTRACT UNIT PRICE FOR THE
UNUSED PORTION.
SYMBOLS
1.ALL STEEL JOISTS SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST SJI STANDARD
SPECIFICATIONS UNLESS OTHERWISE NOTED.
2.JOIST BRIDGING SHALL CONFORM TO THE LATEST SJI SPECIFICATIONS AND/OR OSHA REQUIREMENTS. FIELD WELD
BRIDGING AT ENDS AND INTERSECTIONS. ALL JOISTS FORTY (40) FEET AND LONGER REQUIRE A ROW OF BOLTED
CROSS BRIDGING TO BE IN PLACE BEFORE SLAKENING OF HOISTING LINES.
3.ALL JOISTS SHALL BE PROPERLY ANCHORED AT BEARINGS BY EITHER BOLTING OR FIELD WELDING PER TYPICAL
DETAILS.
4.JOIST BRIDGING AND CONNECTIONS SHALL BE COMPLETELY INSTALLED PRIOR TO PLACING ANY CONSTRUCTION
LOADS ON THE JOISTS. CONSTRUCTION LOADING SHALL NOT EXCEED THE JOIST DESIGN LOADS.
5.ALL ROOF JOISTS SHALL BE DESIGNED FOR A NET WIND UPLIFT OF 10 PSF TYPICAL U.N.O. PROVIDE ADDITIONAL
CONTINUOUS HORIZONTAL BOTTOM CHORD BRIDGING AS REQUIRED TO RESIST WIND UPLIFT. JOIST FABRICATOR MAY
TAKE A 1/3 ALLOWABLE STRESS INCREASE FOR WIND LOADING DESIGN PER SJI SPECIFICATIONS.
6.ALL JOISTS SHALL BE SHOP PAINTED IN ACCORDANCE WITH SJI REQUIREMENTS.
7.THE JOIST MANUFACTURER SHALL SUBMIT CALCULATIONS FOR ALL SPECIAL JOISTS TO THE A/E FOR APPROVAL PRIOR
TO FABRICATION. THESES CALCULATIONS SHALL BEAR THE SIGNED AND DATED SEAL OF A PROFESSIONAL ENGINEER
REGISTERED IN THE STATE WHERE PROJECT IS LOCATED.
8.THE JOIST MANUFACTURER SHALL BE A SJI CERTIFIED SHOP AND MAINTAIN APPROVED FABRICATION PROCEDURES AS
REQUIRED PER SJI REQUIREMENTS.
9.JOISTS AT COLUMN CENTERLINES SHALL HAVE EXTENDED BOTTOM CHORD CONNECTIONS. DO NOT CONNECT
BOTTOM CHORD EXTENSIONS UNTIL ALL GRAVITY DEAD LOADS ARE IN PLACE.
STEEL JOIST HWS HEADED WELDED STUD
No.Description Date
C
D
B
1
1
2 3
3
4
AA
5
5
6
6
E
1.2
D.8
1.4 2.4
2.3 3.7
A.9
C.3
C.5
HSS4X4X3/8 HSS5X5X3/8 HSS7X7X1/2 HSS7X7X5/8 HSS5X5X5/16
HSS10X10X1/2HSS10X10X5/8HSS10X10X5/8
HSS10X10X1/2
HSS10X8X1/2
HSS6X6X3/8
HSS6X6X3/8
HSS10X10X1/2 HSS10X10X5/8
HSS10X10X5/8
HSS10X10X5/8
HSS10X10X5/8
HSS10X10X1/2
HSS10X10X5/8
HSS7X7X5/8
HSS10X10X1/2
HSS5X5X1/2
HSS7X7X5/8
HSS5X5X3/8
HSS4X4X1/4
HSS4X4X1/4
124' - 10"78'-8"77'-4"22'-0"21'-10"13'-6"12'-6"7'-6"15' - 6"
124' - 10"
34' - 8"19' - 5"30' - 5"24' - 10"30'-111/4"20'-103/4"26'-10"24' - 8"25' - 2"24' - 10"15' - 0"12' - 6"12' - 6"8' - 8"1' - 6"
5' - 3"8'-0"5'-6"111/4"1'-4"F4
FB FC FE
FA
F8
F11
F10
F8
F6
F4
F5
F9 F11
F10 F10
F8
F6F7F7
F8
F5F6F4
F4
F3
T/FTG (90'-0")
T/FTG (90'-0")
T/FTG (90'-0")
T/FTG (90'-0")
T/FTG (90'-0")
T/FTG (90'-0")
T/FTG (90'-0")T/FTG(90'-0")T/FTG(92'-4")FOOTING STEP
PER 8/S300
T/FTG (97'-0")
FOOTING STEPS
PER 8/S300
T/FTG (97'-0")
T/FTG (95'-8")
T/FTG (95'-8")
T/FTG (92'-4")
T/FTG (92'-4")
T/FTG (90'-0")FOOTINGSTEPSPER8/S300T/FTG (96'-0")
4" SLAB ON GRADE
SEE NOTE 66" SLAB ON GRADE
SEE NOTE 9
6" SLAB ON GRADE
SEE NOTE 18
S250
1
SOUTH
FRAMING
ELEVATION 8"SLABONGRADESEENOTE128"SLABONGRADESEENOTE129
S210
(SIM.)
10
S210
3
S211
(SIM.)
3
S211
6
S210
(SIM.)
6
S210 1
S210
9
S210
2
S210
12
S210
(TYP.)
1
S210
5
S210
1
S210
5
S210
(SIM.)
S251
1
SOUTH PATIO
FRAMING
ELEVATION
S251 2WESTPATIO FRAMINGELEVATIONFD
FD
FD
FDFD
FD
FDFDFDFD
FDFD
FDFD
FD
5'-77/8"SEE NOTE 11
SEE NOTE 11
T/FTG (95'-8")4'-8"FD
1' - 8"1'-8"13' - 5 1/2"
1' - 10"31/4"2'-87/8"1'-6"3'-0"11' - 2 1/2"4'-61/4"4'-71/4"11
S210
(TYP.)
HSS6X4X5/16
HSS6X4X5/16
5' - 7 5/8"
6' - 0"2' - 1 1/4"53/4"7'-9"1'-10"8'-1"10' - 6 1/2"10'-7"1
S211
(TYP.)
BP2/AR2
PG PJ PK
BP3/AR3 BP9/AR4 BP9/AR4 BP3/AR3
PK PG
PA
BP6/AR5BP6/AR8BP7/AR8
BP7/AR8
BP5/AR6
PB
BP1/AR1
BP1/AR1
PB
BP7/AR7 BP6/AR7
BP6/AR7 BP6/AR9
PAPE
BP7/AR5
BP2/AR2
BP2/AR2
BP3/AR3
BP4/AR4
BP3/AR3
BP7/AR5
BP9/AR4
BP7/AR9
BP6/AR9
PH
PH
PH PHPF
PC PD PA PC
T/FTG (92'-4")
8" SLAB ON
GRADE
SEE NOTE 12
LIMIT OF 8" SLAB
LIMIT OF 8" SLAB
LIMIT OF 6" SLAB
LIMIT OF 6" SLAB
LIMIT OF 6" SLAB
2
S211
YARD DRAINS,
SEE NOTE 13
SEE NOTE 15
SEE NOTE 14
3
S211
11
S210 (TYP.)
10' - 1"
9
S300
9
S300
9
S300
FD
PL
(SIM.)(AT DOORS)
9
S3003'-4"2'-47/8"3'-4"3' - 9 1/4"4'-113/4"3'-4"1'-4"9'-41/4"1'-41/4"3
S210
9
S300
1
S210
9 1/4"9' - 3 3/8"7'-81/4"HSS5X5X1/4HSS5X5X1/4 BP3/AR3
F3 F3
T/FTG (98'-0")BP3/AR3
T/FTG (95'-0")
PHPH
8" EXTERIOR SLAB
SEE NOTE 16
2' - 6 3/4"3'-0"6x6 PRESSURE
TREATED LUMBER
COLUMN (TYP. OF 7)
HSS6X6X3/8
HSS6X6X3/8
BP1/AR1
BP1/AR1
24" DIA. PIER
PER 8/S210
(TYP. OF 6)
3' - 3 3/4"5' - 11"5' - 11"5' - 11"5' - 11"5' - 11"
6 1/4"EOS
1'-13/4"61/4"5'-7"105/8"41/4"3' - 8 5/8"
5 1/4"
24" DIA. PIER
PER 4/S211
36" DIA. PIER
PER 5/S211
6" SLAB ON GRADE
SEE NOTE 9
4
S210
4
S210
FD 51/2"FD
FD
2' - 5 1/8"13' - 0"5'-2"3'-2"SEE NOTE 17
www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
1/8" = 1'-0"3/30/201710:51:11AMS110
FOUNDATION
PLAN
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
1/8" = 1'-0"S110
1 FOUNDATION PLAN
COLUMN FOUNDATION SCHEDULE
Type ANBP
Geometry Bottom Rienforcing Top Reinforcing
CommentsLengthWidthThicknessBott Long Bott Short Top Long Top Short
F3 2.5 3' - 0"3' - 0"1' - 0"(4)-#4 (4)-#4 (4)-#4 (4)-#4
F4 2.5 4' - 0"4' - 0"1' - 0"(6)-#4 (6)-#4
F5 2.5 5' - 0"5' - 0"1' - 0"(7)-#4 (7)-#4
F6 2.5 6' - 0"6' - 0"1' - 3"(7)-#5 (7)-#5 (5)-#4 (5)-#4
F7 2.5 7' - 0"7' - 0"1' - 3"(8)-#5 (8)-#5
F8 2.5 8' - 0"8' - 0"1' - 3"(7)-#6 (7)-#6
F9 2.5 9' - 0"9' - 0"1' - 3"(8)-#6 (8)-#6
F10 2.5 10' - 0"10' - 0"1' - 6"(9)-#6 (9)-#6
F11 2.5 11' - 0"11' - 0"1' - 9"(9)-#7 (9)-#7
FA 2.5 6' - 0"4' - 8"1' - 0"(7)-#4 (12)-#4
FB 2.5 5' - 11"8' - 6"1' - 0"(8)-#4 (17)-#4
FC 2.5 7' - 2"11' - 0"1' - 0"(13)-#4 (16)-#4 (10)-#4 (6)-#4
FE 2.5 7' - 8"12' - 0"1' - 0"(19)-#4 (15)-#4 (6)-#4 (10)-#4
PLAN NOTES:
1.USGS DATUM 828.83 = FIRST FLOOR SLAB ELEVATION (100'-0").
2.REFER TO DRAWING S001 FOR GENERAL NOTES, ABBREVIATIONS AND PLAN ANNOTATION SYMBOL KEY.
3.REFER TO DRAWING S300 FOR TYPICAL FOUNDATION DETAILS.
4.REFER TO DRAWING S305 FOR TYPICAL SLAB ON GRADE DETAILS.
5.REFER TO DRAWING S501 FOR TYPICAL STEEL COLUMN, BASE PLATE AND ANCHOR ROD DETAILS.
6.THE SLAB ON GRADE SHALL BE 4" THICK TYPICAL U.N.O. POUR SLAB OVER VAPOR RETARDER ON 6" OF WASHED GRANULAR
FILL OVER COMPACTED STRUCTURAL FILL. REINFORCE SLAB WITH 6x6-W2.1xW2.1 WELDED WIRE REINFORCING IN SHEET
FORM. TOP OF SLAB SHALL BE AT ELEVATION 100'-0" U.N.O. REFER TO PROJECT SOILS REPORT REFERENCED ON DRAWING
S001 FOR ADDITIONAL INFORMATION.
7.THE TOP OF ALL INTERIOR FOOTINGS SHALL BE AT ELEVATION (99'-4") U.N.O. THE TOP OF ALL EXTERIOR FOOTINGS SHALL
BE AT ELEVATION (97'-0") U.N.O.
8.THE GC SHALL COORDINATE THE SIZE AND LOCATIONS OF ALL OPENINGS IN WALLS, SLABS, ETC. WITH THE VARIOUS TRADES.
9.THE SLAB ON GRADE SHALL BE 6" THICK WHERE NOTED. POUR SLAB OVER VAPOR RETARDER ON 6" OF WASHED GRANULAR
FILL OVER COMPACTED STRUCTURAL FILL. REINFORCE SLAB WITH 6x6-W2.9xW2.9 WELDED WIRE REINFORCING IN SHEET
FORM. TOP OF SLAB SHALL BE AT ELEVATION 100'-0" U.N.O. REFER TO PROJECT SOILS REPORT REFERENCED ON DRAWING
S001 FOR ADDITIONAL INFORMATION. SLOPE TO DRAINS AS REQUIRED.
10.O FD DENOTES A FLOOR DRAIN. SLAB SHALL BE SLOPED LOCALLY AROUND FLOOR DRAINS TO PROVIDE APPROPRIATE
DRAINAGE.
11.THICKEN SLAB AT BASE OF STAIR STRINGERS PER DETAIL 9/S305. EXTEND THICKENED SLAB 12" BEYOND EDGE OF STAIR.
12.THE SLAB ON GRADE SHALL BE 8" THICK WHERE NOTED. POUR SLAB OVER VAPOR RETARDER ON 6" OF WASHED GRANULAR
FILL OVER COMPACTED STRUCTURAL FILL. REINFORCE SLAB WITH #6@12" O.C. PERPENDICULAR TO FOUNDATION WALL AND
#4@13" O.C. PARALLEL TO WALL AT BOTTOM OF SLAB AND 6x6-W2.1xW2.1 WELDED WIRE REINFORCING IN SHEET FORM AT
TOP OF SLAB. TOP OF SLAB SHALL BE AT ELEVATION 100'-0" U.N.O. REFER TO PROJECT SOILS REPORT REFERENCED ON
DRAWING S001 FOR ADDITIONAL INFORMATION.
13.SLOPE DOCK SLAB TO YARD DRAINS AS REQUIRED. COORDINATE WITH PLUMBING FOR FINAL LOACTIONS.
14.GREASE INTERCEPTOR BELOW DOCK SLAB. REFER TO PLUMBING DRAWINGS FOR LOCATION.
15.SEE PLUMBING DRAWINGS AND SPECIFICATIONS FOR SIZE AND LOCATION OF STAINLESS STEEL TRENCH DRAIN.
16.THE PATIO SLAB SHALL BE 8" THICK TYPICAL. POUR SLAB OVER 4" OF WASHED GRANULAR FILL OVER COMPACTED STRUCTURAL
FILL. REINFORCE SLAB WITH #6@12" O.C. PERPENDICULAR TO FOUNDATION WALL AND #4@13" O.C. PARALLEL TO WALL AT
BOTTOM OF SLAB AND 6x6-W2.1xW2.1 WELDED WIRE REINFORCING IN SHEET FORM AT TOP OF SLAB. ALL PATIO SLAB REINFORCING
SHALL BE EPOXY COATED. TOP OF SLAB SHALL SLOPE FROM ELEVATION 100'-0" AT THE BRICK FACE TO MEET GRADE AT THE OUTER
EDGE. COORDINATE WITH CIVIL DRAWINGS. REFER TO PROJECT SOILS REPORT REFERENCED ON DRAWING S001 FOR ADDITIONAL
INFORMATION.
17.PROVIDE ISOLATED SLAB BELOW WALK IN COOLER. REFER TO SECTION 7/S210 FOR DETAIL AT JOINT. COORDINATE FINAL
DIMENSIONS WITH COOLER MANUFACTURER.
18.THE LOADING DOCK SLAB ON GRADE SHALL BE 6" THICK. POUR SLAB OVER 4" OF WASHED GRANULAR FILL ON COMPACTED
STRUCTURAL FILL. REINFORCE SLAB WITH EPOXY COATED 6x6-W2.9xW2.9 WELDED WIRE REINFORCING IN SHEET FORM. TOP OF
SLAB SHALL SLOPE FROM ELEVATION 100'-0" AT BUILDING FACE TO YARD DRAINS AND GRADE AT PERIMETER AS REQUIRED.
COORDINATE WITH PLUMBING AND CIVIL DRAWINGS. REFER TO PROJECT SOILS REPORT REFERENCED ON DRAWING S001 FOR
ADDITIONAL INFORMATION.
19.REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATION SECTION 03350 FOR LOCATION AND LEVEL OF POLISHED CONCRETE
FOR FLOOR SLABS.
NOTES:
1.REFER TO GENERAL NOTES AND SPECIFICATIONS FOR INFORMATION PERTAINING TO FOUNDATIONS, FORMWORK, CAST-IN-PLACE CONCRETE
AND REINFORCING.
2.ALL FOUNDATIONS HAVE BEEN DESIGNED BASED ON THE ALLOWABLE NET BEARING PRESSURE (ANBP) LISTED IN THE SCHEDULE AND AS
INDICATED IN THE EARTHWORK/FOUNDATION NOTES ON DRAWING S001.
3.REFER TO THE PROJECT MANUAL AND SUBSURFACE INVESTIGATION AND GEOTECHNICAL RECOMMENDATIONS REPORT FOR ADDITIONAL
INFORMATION PERTAINING TO FOUNDATIONS AND CONCRETE NOT SHOWN IN THE DETAILS, PLANS OR GENERAL NOTES.
4.ALL SIDES OF FOOTINGS SHALL BE FORMED UNLESS SPECIFICALLY APPROVED OTHERWISE BY THE EOR.
5.REFER TO DRAWING S300 FOR TYPICAL DETAILS PERTAINING TO FOUNDATION CONSTRUCTION.
No.Description Date
C
D
B
1
1
2 3
3
4
AA
5
5
6
6
E
1.2
D.8
1.4 2.4
2.3 3.7
A.9
C.3
C.5
W12X16 (10)W14X22 (12)W21X55 (14)W16X31 (16)
W30X116 (24)W24X68 (17)W18X60(16)W24X55W24X68 (11)W24X68 (20)W16X67(26)W12X16 W21X44 (14)W24X55(25)W24X62(20)W24X55 (9)W30X90(35)W16X50(12)W12X26 W18X40
HSS12X6X1/2W24X55 W24X68W12X16(8)W18X40 (14)W18X35(15)W12X19(10)W14X22(10)W12X16(8)W18X40 (20)W16X26W24X55 W24X55W24X68(28)W24X55W18X35W24X55(26)W10X15
W24X55(27)W24X55(26)W24X55(26)W24X55(19)W24X55W12X16(8)W12X19(10)W12X19(10)W16X31(14)W16X31(14)W12X19(10)W12X19(10)W12X19(10)W12X16(8)W12X16(8)W24X55(26)W16X26(12)W16X26(12)W18X40(19)W10X15 (8)W10X15W10X15(8)W14X22(10)W18X35(19)W12X16W12X16(12)W16X36(16)W16X36(16)W24X55(20)W12X16
W18X35(18)124' - 10"
19' - 5"30' - 5"24' - 10"15' - 6"34' - 8"
124' - 10"
1' - 6"8' - 8"12' - 6"12' - 6"15' - 0"24' - 8"25' - 2"24' - 10"
5' - 3"8'-0"78'-8"30'-111/4"20'-103/4"26'-10"77'-4"22'-0"21'-10"13'-6"12'-6"7'-6"5 1/4" COMPOSITE SLAB
T/SLAB (115'-0")
SEE NOTE 6
5 1/4" COMPOSITE SLAB
T/SLAB (114'-0")
SEE NOTE 6 W12X16HSS12X4X1/4
W24X68 (17)W21X44(22)2'-0"13'-67/8"W16X31(15)W16X31(15)W16X31(15)W24X55(26)W16X26(12)W12X16(8)W12X16(8)W12X16(8)S250
1
SOUTH
FRAMING
ELEVATION
S250 3WEST FRAMINGELEVATIONW10X15W12X16 4
S220
7
S220
6
S220
3
S220
2
S220
1
S220
4
S220
5
S220
4
S220
1
S220
4
S220
W12X16W12X16
6
S220
6
S220
5 7/8"
EOS 71/2"EOS3"EOS3"EOS
SEE NOTE 8
4"EOS
2
S220
1' - 1"
EOS
7
S220
41/2"31/4"EOSEOS3"EOS4"
EOS 4"EOS4"EOS
4
S220
(TYP.)
5 1/4"EOS
3"EOSSEE NOTE 8
11 3/4"EOS
5'-111/8"41/2"EOSWIND GIRT (H)
S251
1
SOUTH PATIO
FRAMING
ELEVATION
S251 2WESTPATIO FRAMINGELEVATION7' - 8"7' - 7"6' - 4"6' - 2"6' - 2"6' - 2"5' - 2"5' - 2"5' - 2"7' - 7"7' - 7"111/4"4' - 8"4' - 9"5' - 1"5' - 1"
5' - 0"
5' - 0 3/4"4' - 7 1/4"4'-81/2"6' - 1"6' - 1"6' - 0"6' - 8"6' - 4"6' - 5 1/4"
5' - 10"5' - 10"5' - 11 3/4"11'-83/8"4' - 11"4' - 10"4' - 10"4' - 10"
FD 2'-113/4"8'-51/2"1' - 4 1/4"
5' - 7 5/8"
HSS6X4X5/16HSS6X4X5/16
FD
FD FD
4' - 4"4' - 4"6' - 3"6' - 3"6' - 3"6' - 3"6' - 9"6' - 8"
1' - 7"
1' - 2 5/8"EOS 101/4"EOS8"EOS
11
S220
12
S220
10
S220
3
S221
9
S220
1
S221
2
S221T/STEEL(115'-0")****
*
*************W12X19(10)W10X15
W10X15
W10X15 3'-3"1'-5"2'-8"4'-11"2' - 8"
7' - 4"4' - 7"
4' - 10"
1' - 3"EOS
EOSU.N.O.6"RD RD
RD RD
SEENOTE11SEENOTE11SEENOTE11SEE 5/S250 FOR ENTRY
FRAMING ELEVATION EAST
SEE 4/S250 FOR ENTRY
FRAMING ELEVATION WEST S120
2
5' - 11"5' - 11"5' - 11"5' - 11"5' - 11"3' - 3 3/4"5'-7"1'-13/4"SEE 3/S251
FOR TYPICAL
FRAMING BAY
FD
4
E
4
E
S250
1
SOUTH
FRAMING
ELEVATION
MC18X42.7MC18X42.7MC18X42.7W8X24W8X24W8X13
W8X13W8X13W8X13
W8X13
MC18X42.7
MC18X42.7MC18X42.74
S2214
S221
W8X13
5
S221
S221
6
(TYP.)
7
S221(TYP.)
**
**
********
****W8X13 W8X13****
1 1/2" METAL DECK
SEE NOTE 13
HSS4X4X1/4
HSS4X4X1/4
HANGER
HANGER
8
S221
RD
www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
As indicated
3/30/201710:51:12AMS120
SECOND FLOOR
FRAMING PLAN
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
1/8" = 1'-0"S120
1 SECOND FLOOR FRAMING PLAN
PLAN NOTES:
1.REFER TO DRAWING S001 FOR GENERAL NOTES, ABBREVIATIONS AND PLAN ANNOTATION SYMBOL KEY.
2.REFER TO DRAWING S310 FOR TYPICAL COMPOSITE SLAB REINFORCING DETAILS.
3.REFER TO DRAWING S505 FOR TYPICAL STEEL CONNECTION DETAILS.
4.REFER TO DRAWING S510 FOR TYPICAL FLOOR FRAMINNG DETAILS.
5.THE TOP OF STEEL SHALL BE AT ELEVATION (114'-6 3/4") TYPICAL U.N.O. THE TOP OF ALL BEAMS DENOTED WITH AN *
SHALL BE AT ELEVATION (113'-6 3/4").
6.THE FLOOR SLAB SHALL BE 3 1/4" LIGHTWEIGHT CONCRETE OVER 2" 20 GAUGE GALVANIZED COMPOSITE METAL DECK (TOTAL
THICKNESS = 5 1/4"). SLAB SHALL BE REINFORCED WITH 6x6-W2.1xW2.1 WIRE MESH REINFORCING IN SHEET FORM SUPPORTED
BY BOLSTERS. TOP OF SLAB SHALL BE AT ELEVATION (115'-0") U.N.O.
7.PROVIDE FRAMED OPENINGS FOR MISCELLANEOUS PENETRATIONS THROUGH THE FLOOR SLAB PER DETAIL 5/S510. THE GC
SHALL COORDINATE THE SIZE AND LOCATIONS OF ALL OPENINGS IN WALLS, SLABS, ETC. WITH THE VARIOUS TRADES.
8.COORDINATE EDGE OF SLAB DIMENSION WITH METAL STAIR DETAILER. SLAB EDGE SHALL BE PER DETAIL 4/S220.
9.O FD DENOTES A FLOOR DRAIN. SLAB SHALL BE SLOPED LOCALLY AROUND FLOOR DRAINS TO PROVIDE APPROPRIATE
DRAINAGE.
10.RD DENOTES A ROOF DRAIN. FRAME AROUND PENETRATIONS PER DETAIL 5/S510. COORDINATE WITH ARCHITECTURAL
ROOF PLAN AND PLUMBING FOR SIZE AND LOCATIONS OF DRAINS.
11.PROVIDE FITTED STIFFENER PLATES BELOW PERGOLA POST LOCATIONS, (4) LOCATIONS PER BEAM (12 TOTAL). REFER TO
DETAIL 8/S220.
12.THE TOP OF STEEL FOR ENTRANCE CANOPY BEAMS NOTED WITH A ** SHALL BE AT ELEVATION (109'-10"). THE TOP OF STEEL
FOR CHANNEL MEMBERS AROUND THE PERIMETER OF THE ENTRANCE CANOPY SHALL BE AT ELEVATION (110'-3").
13.THE ROOF DECK SHALL BE 1 1/2" 20 GAUGE GALVANIZED WIDE-RIB METAL DECK.
14.REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATION SECTION 03350 FOR LOCATION AND LEVEL OF POLISHED CONCRETE
FOR FLOOR SLABS.
1/4" = 1'-0"S120
2 ENTRANCE CANOPY FRAMING PLAN
No.Description Date
C
D
B
1
1
2 3
3
4
AA
5
5
6
6
E
1.2
D.8
1.4 2.4
2.3 3.7
A.9
C.3
C.5
W12X16 (10)W14X22 (12)W21X55 (14)W16X31 (16)
W30X116 (24)W24X68 (17)W18X60(16)W24X55W24X68 (11)W24X68 (20)W16X67(26)W12X16 W21X44 (14)W24X55(25)W24X62(20)W24X55 (9)W30X90(35)W16X50(12)W12X26 W18X40
HSS12X6X1/2W24X55 W24X68W12X16(8)W18X40 (14)W18X35(15)W12X19(10)W14X22(10)W12X16(8)W18X40 (20)W16X26W24X55 W24X55W24X68(28)W24X55W18X35W24X55(26)W10X15
W24X55(27)W24X55(26)W24X55(26)W24X55(19)W24X55W12X16(8)W12X19(10)W12X19(10)W16X31(14)W16X31(14)W12X19(10)W12X19(10)W12X19(10)W12X16(8)W12X16(8)W24X55(26)W16X26(12)W16X26(12)W18X40(19)W10X15 (8)W10X15W10X15(8)W14X22(10)W18X35(19)W12X16W12X16(12)W16X36(16)W16X36(16)W24X55(20)W12X16
W18X35(18)124' - 10"
19' - 5"30' - 5"24' - 10"15' - 6"34' - 8"
124' - 10"
1' - 6"8' - 8"12' - 6"12' - 6"15' - 0"24' - 8"25' - 2"24' - 10"78'-8"30'-111/4"20'-103/4"26'-10"77'-4"22'-0"21'-10"13'-6"12'-6"7'-6"5 1/4" COMPOSITE SLAB
T/SLAB (115'-0")
SEE NOTE 6
W12X16HSS12X4X1/4
W24X68 (17)W21X44(22)W16X31(15)W16X31(15)W16X31(15)W24X55(26)W16X26(12)W12X16(8)W12X16(8)W12X16(8)W10X15W12X16 W12X16W12X16
WIND GIRT (H)
HSS6X4X5/16HSS6X4X5/16
****
*
*************V = 40 KIPS
M = 47 K-FT
P = 2 KIPS
V = 40 KIPS
M = 50 K-FT
P = 2 KIPS
V = 77 KIPS
M = 198 K-FT
P = 3 KIPS
V = 69 KIPS
M = 154 K-FT
V = 16 KIPS
M = 76 K-FT
P = 3 KIPS
V = 36 KIPS
M = 113 K-FT
P = 1 KIP
V = 62 KIPS
M = 160 K-FT
P = 4 KIPS
V = 79 KIPS
M = 195 K-FT
V = 52 KIPS
M = 200 K-FT
P = 3 KIPS
V = 60 KIPS
M = 215 K-FT
P = 4 KIPS
V = 52 KIPS
M = 161 K-FT
P = 3 KIPS
V = 69 KIPS
M = 95 K-FT
P = 4 KIPSV=33KIPSM=65K-FTV=36KIPSM=178K-FTV=71KIPSM=209K-FTV=72KIPSM=281K-FTP=2KIPSV=20KIPSM=142K-FTP=2KIPSV=12KIPSM=83K-FTP=3KIPSV=10KIPSM=43K-FTV=10KIPSM=37K-FTV=27KIPSM=153K-FTP=3KIPSV=26KIPSM=143K-FTP=3KIPSV=37KIPSM=185K-FTP=2KIPSV=34KIPSM=122K-FTP=3KIPSV=59KIPSM=110K-FTV=28KIPSM=152K-FTP=2KIPSV=11KIPSM=73K-FTV=15KIPSM=93K-FTP=1KIPV=15KIPSM=101K-FTP=1KIPV=13KIPSM=98K-FTP=2KIPSV = 19 KIPS
P = 1 KIP
V = 23 KIPS
P = 1 KIP
V = 23 KIPS
P = 2 KIPS
V = 33 KIPS
P = 2 KIPS
V = 10 KIPS
P = 3 KIPS
V = 118 KIPS
P = 3 KIPS
V = 102 KIPS
P = 1 KIP
V = 57 KIPS
P = 1 KIP
V = 57 KIPS
P = 1 KIP
V = 45 KIPS
P = 4 KIPS
V = 50 KIPS
P = 3 KIPS
V = 67 KIPS
P = 4 KIPS
V = 11 KIPS
P = 1 KIP
V = 19 KIPS
P = 1 KIP V = 19 KIPS
P = 2 KIPS
V = 19 KIPS
P = 2 KIPS
V = 19 KIPS
P = 3 KIPS
V = 23 KIPS
P = 3 KIPS
V = 39 KIPS
P = 3 KIPS V = 41 KIPS
P = 2 KIPS
V = 10 KIPS
P = 2 KIPS
V = 42 KIPS
P = 4 KIPSV=74KIPSP=3KIPSV=23KIPSP=3KIPSV=21KIPSP=3KIPSV=22KIPSP=3KIPSV=12KIPSP=2KIPSW10X15
W10X15
W10X15
www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
1/8" = 1'-0"3/30/201710:51:13AMS121
SECOND FLOOR
CONNECTION
LOADS
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
1/8" = 1'-0"S121
1 SECOND FLOOR FRAMING LATERAL CONNNECTION LOADS
NOTES:
1.STEEL CONNECTIONS THAT ARE PART OF THE LATERAL FORCE RESISTING SYSTEM
SHALL BE DESIGNED BY THE STEEL FRABRICATOR'S CONNECTION ENGINEER FOR THE
LOADS NOTED ON THE PLANS.
2.CALCULATIONS FOR STEEL CONNECTIONS SHALL BE SIGNED AND SEALED BY A LICENSED
PROFESSIONAL ENGINEER IN THE STATE OF INDIANA AND SUBMITTED TO THE ENGINEER
OF RECORD FOR APPROVAL.
3.ALL CONNECTION LOADS PROVIDED AREE PER THE AISC LRFD LOAD COMBINATIONS IN
ACCORDANCE WITH IBC 2012 AND ASCE 7-10.
No.Description Date
C
B
1 2
3
3
4 5
5
6
6
E
3.7
A.9
C.3W14X26
W18X40 W18X40
W12X19
W21X55 W18X35
W12X19 W18X35 W14X30
W24X62W14X34W18X40
W16X26
W12X19W14X30
W14X30
24K524K524K524K5W16X26W16X2624K824K524K524K5W18X3524K824K8W16X2624K824K824K524K5W14X2614K114K1W18X3514K114K1W18X3514K1W14X22W16X45W16X36W18X35W14X34W18X4614K122'-0"124' - 10"
19' - 5"30' - 5"24' - 10"27' - 6"22' - 8"57'-91/4"30'-111/4"26'-10"8'-0"74' - 8"
25' - 2"24' - 10"24' - 8"
1 1/2" METAL DECK
SEE NOTE 5
1 1/2" METAL DECK
SEE NOTE 5
T/STEEL @
ELEV. (128'-10 1/2")
T/STEEL @
ELEV. (129'-6 7/8")
T/STEEL @
ELEV. (130'-1 1/8")
T/STEEL @
ELEV. (129'-10 1/2")
T/STEEL @
ELEV. (126'-2 1/2")
S250
1
SOUTH
FRAMING
ELEVATION
S2502EASTFRAMINGELEVATION
S250 3WEST FRAMINGELEVATION8
S230
6
S230
7
S230
4
S230
3
S230
1
S230
9
S230
2
S230
1
S230
5
S230
W18X35
T/S (129'-4")W8X13T/S(128'-7")5' - 6"5' - 6"3' - 8"4' - 3"4' - 4"4' - 3"6' - 3"6' - 3"
2' - 2"
6' - 5"6' - 5"3' - 4"4' - 9"4' - 9"6' - 4"6' - 2"6' - 3"6' - 3"6' - 2"8'-51/2"1' - 4 1/4"
10
S230
W12X16
W12X16 5'-0"12'-41/2"T/STEEL @
(129'-1 15/16")
T/STEEL @
(129'-1 11/16")
T/STEEL @
(128'-8 5/16")
6' - 1"5' - 2"W16X26W/HSS4x21/2x1/4W/HSS4x21/2x1/4W/HSS4x21/2x1/4W/HSS4x21/2x1/4W/HSS4x21/2x1/4W/HSS4x21/2x1/411
S230
11
S230 W/HSS4x21/2x1/4W/HSS4x21/2x1/411
S230
W/HSS4x21/2x1/411
S230
W/HSS4x21/2x1/411
S230
4' - 4"2' - 3"W16X26SEE NOTE 7
SEE NOTE 7
SEE NOTE 7SEE NOTE 7
HORIZONTAL BRIDGING
SEE NOTE 8 (TYP.)
HORIZONTAL BRIDGING
SEE NOTE 8 (TYP.)W18X355' - 6"2' - 6"SEENOTE10SEENOTE10SEENOTE10www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
1/8" = 1'-0"3/30/201710:51:14AMS130
ROOF FRAMING
PLAN
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
1/8" = 1'-0"S130
1 ROOF FRAMING PLAN
PLAN NOTES:
1.REFER TO DRAWING S001 FOR GENERAL NOTES, ABBREVIATIONS AND PLAN ANNOTATION SYMBOL KEY.
2.REFER TO DRAWING S505 FOR TYPICAL STEEL CONNECTION DETAILS.
3.REFER TO DRAWING S510 FOR TYPICAL FLOOR FRAMING DETAILS.
4.THE TOP OF STEEL SLOPES AS NOTED ON THE PLAN. ELEVATIONS SHOWN ARE DECK BEARING LEVELS AND ARE VALID FOR
NORTH/SOUTH SLOPED MEMBERS. EAST/WEST GIRDER ELEVATIONS SHALL BE 2 1/2" LOWER TO ACCOUNT FOR BAR JOIST
BEARING.
5.THE ROOF DECK SHALL BE 1 1/2" 20 GAUGE GALVANIZED WIDE-RIB METAL DECK.
6.PROVIDE FRAMED OPENINGS FOR MISCELLANEOUS PENETRATIONS THROUGH THE ROOF DECK PER DETAIL 5/S510. THE GC
SHALL COORDINATE THE SIZE AND LOCATIONS OF ALL OPENINGS IN WALLS, SLABS, ETC. WITH THE VARIOUS TRADES.
7.PROVIDE FRAMED OPENINGS AROUND ALL ROOF PENETRATIONS PER DETAIL 5/S510. COORDINATE WITH MEP AND
ARCHITECTURAL DRAWINGS FOR SIZES AND LOCATIONS OF ALL PENETRATIONS.
8.PROVIDE 1 1/2"x7/64" CONTINUOUS HORIZONTAL JOIST BRIDGING AT TOP AND BOTTOM CHORDS AS SHOWN ON PLAN.
BRIDGING SHALL BE AT THIRD POINTS OF JOISTS AND SHALL BE SPACED AT NO MORE THAN 7'-6" O.C. FROM NEXT LINE
OF BRIDGING OR JOIST END SUPPORT. ANY ADJUSTMENTS TO BRIDGING LOCATIONS IN THE PORTION OF THE BUILDING
WHERE THE FINISHED STRUCTURE IS TO REMAIN EXPOSED MUST BE APPROVED BY THE ARCHITECT/ENGINEER.
ATTACHMENT OF BRIDGING TO JOIST CHORDS AND BEAMS SHALL BE MADE BY WELDING OR MECHANICAL MEANS AND
MUST BE CAPABLE OF RESISTING A NOMINAL UNFACTORED HORIZONTAL FORCE OF 700 LB. IN AREAS WHERE THERE IS NO
CEILING AND BRIDGING IS TO REMAIN EXPOSED IN THE FINISHED STRUCTURE, ALL BRIDGING SHALL ALIGN IN A SINGLE LINE.
9.ALL ROOF JOISTS AND BRIDGING SHALL BE DESIGNED FOR A NET FACTORED UPLIFT OF 8 LB/SQFT. AS A MINIMUM, A SINGLE
LINE OF BOTTOM CHORD BRIDGING SHALL BE PROVIDED NEAR THE FIRST BOTTOM CHORD PANEL POINT AT EACH END OF
THE JOIST.
10.COORDINATE SIZE AND LOCATION OF BEAMS TO SUPPORT BRIDGE CRANE IN DISTILLERY.
No.Description Date
C
B
1 2
3
3
4 5
5
6
6
E
3.7
A.9
C.3W14X26
W18X40 W18X40
W12X19
W21X55 W18X35
W12X19 W18X35 W14X30
W24X62W14X34W18X40
W16X26
W12X19W14X30
W14X30
24K524K524K524K5W16X26W16X2624K824K524K524K5W18X3524K824K8W16X2624K824K824K524K5W14X2614K114K1W18X3514K114K1W18X3514K1W14X22W16X45W16X36W18X35W14X34W18X4614K122'-0"124' - 10"
19' - 5"30' - 5"24' - 10"27' - 6"22' - 8"57'-91/4"30'-111/4"26'-10"74' - 8"
25' - 2"24' - 10"24' - 8"
T/STEEL @
ELEV. (128'-10 1/2")
T/STEEL @
ELEV. (129'-6 7/8")
T/STEEL @
ELEV. (130'-1 1/8")
T/STEEL @
ELEV. (129'-10 1/2")
T/STEEL @
ELEV. (126'-2 1/2")
W18X35
W8X13W12X16
W12X16W16X26W/HSS4x21/2x1/4W/HSS4x21/2x1/4W/HSS4x21/2x1/4W/HSS4x21/2x1/4W/HSS4x21/2x1/4W/HSS4x21/2x1/4W/HSS4x21/2x1/4W/HSS4x21/2x1/4V = 11 KIPS
M = 39 K-FT
P = 2 KIPS
V = 12 KIPS
M = 48 K-FT
V = 11 KIPS
M = 49 K-FT
P = 2 KIPS
V = 12 KIPS
M = 57 K-FTV=10KIPSM=21K-FTP=1KIPV=10KIPSM=17K-FTV=10KIPSM=44K-FTV=10KIPSM=32K-FTV=14KIPSM=83K-FTV=10KIPSM=39K-FTV=21KIPSM=110K-FTV=33KIPSM=155K-FTP=1KIPV=10KIPSM=62K-FTP=4KIPSV=10KIPSM=55K-FTV=10KIPSM=39K-FTV=10KIPSM=49K-FTV=10KIPSM=57K-FTV=10KIPSM=49K-FTV=12KIPSM=40K-FTV=16KIPSM=84K-FTP=2KIPSV=17KIPSM=94K-FTP=2KIPSV=14KIPSM=58K-FTV = 21 KIPS
M = 74 K-FT V = 20 KIPS
M = 49 K-FT
P = 4 KIPS
V = 32 KIPS
M = 111 K-FT
P = 3 KIPS
V = 30 KIPS
M = 119 K-FT
P = 4 KIPS
V = 15 KIPS
M = 66 K-FT
P = 4 KIPS
V = 14 KIPS
M = 57 K-FT
V=10KIPSP=4KIPSW/HSS4x21/2x1/4V = 10 KIPS
P = 2 KIPS
V = 10 KIPS
P = 2 KIPS
V = 20 KIPS
P = 4 KIPS
V = 23 KIPS
P = 2 KIPS
V = 10 KIPS
P = 2 KIPS
V = 16 KIPS
P = 3 KIPS
V = 21 KIPS
P = 4 KIPS
V = 19 KIPS
P = 4 KIPS
V = 20 KIPS
P = 2 KIPS
V = 19 KIPS
P = 2 KIPSW16X26 www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
1/8" = 1'-0"3/30/201710:51:15AMS131
ROOF FRAMING
CONNECTION
LOADS
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
1/8" = 1'-0"S131
1 ROOF FRAMING LATERAL CONNECTION LOADS
NOTES:
1.STEEL CONNECTIONS THAT ARE PART OF THE LATERAL FORCE RESISTING SYSTEM
SHALL BE DESIGNED BY THE STEEL FRABRICATOR'S CONNECTION ENGINEER FOR THE
LOADS NOTED ON THE PLANS.
2.CALCULATIONS FOR STEEL CONNECTIONS SHALL BE SIGNED AND SEALED BY A LICENSED
PROFESSIONAL ENGINEER IN THE STATE OF INDIANA AND SUBMITTED TO THE ENGINEER
OF RECORD FOR APPROVAL.
3.ALL CONNECTION LOADS PROVIDED AREE PER THE AISC LRFD LOAD COMBINATIONS IN
ACCORDANCE WITH IBC 2012 AND ASCE 7-10.
No.Description Date
T/SLAB @
ELEV. (100'-0")
6 1/2"1' - 3"6 1/2"1'-0"1' - 8"
T/FTG.
PER PLAN
(3)#5 CONT.
#4 SUPPORT
BARS @ 48" O.C.
#4@12" O.C.
E.W. E.F.
#4@12" O.C.
E.W. E.F.
2' - 4"
3/4" CHAMFER
1/2" COMPRESSIBLE
FILLER AND SEALANT
RIGID INSULATION
PER ARCH.
T/SLAB @
ELEV. (100'-0")
1' - 3"6 1/2"1'-0"1' - 8"
T/FTG.
PER PLAN
(3)#5 CONT.
#4 SUPPORT
BARS @ 48" O.C.
#4@12" O.C.
E.W. E.F.
#4@12" O.C.
E.W. E.F.
2' - 4"
3/4" CHAMFER
1/2" COMPRESSIBLE
FILLER AND SEALANT
T/STEEL @
ELEV. (102'-0")
L4x4x3/8,
CONT.
HSS6x3x1/4
CONT.
HSS6x3x1/4
@ 4'-0" O.C.
10 3/8"
1/2"x8"x1'-0" PLATES
W/(4)1/2"x4" HWS
@ 4'-0" O.C.
1/4
1/4 2-12
RIGID INSULATION
PER ARCH.
NOTE:
SEE ELEVATION
1/S250.
D
T/SLAB @
ELEV. (100'-0")1'-0"1'-7" AT SIM.
1' - 5"
T/FTG.
PER PLAN
(3)#5 CONT.
#4 SUPPORT
BARS @ 48" O.C.
#4@12" O.C.
E.W. E.F.
#4@12" O.C.
E.W. E.F.
2' - 4"
1/2" COMPRESSIBLE
FILLER AND SEALANT
T/STEEL @
ELEV. (102'-3")
HSS6x3x1/4
CONT.
HSS6x3x1/4
@ 4'-0" O.C.
1/2"x8"x1'-0" PLATES
W/(4)1/2"x4" HWS
@ 4'-0" O.C.
1.4 AT SIM.
8 1/8"
6 1/2"1' - 3"
1/4
RIGID INSULATION
PER ARCH.
NOTE:
SEE ELEVATIONS
1/S251 & 2/S251.
#6@12" O.C.
T/SLAB @
ELEV. (100'-0")
11"6 1/2"1'-0"1'-6 1/8" @ SIM.
1' - 5 3/4"
T/FTG.
PER PLAN
(3)#5 CONT.
#4 SUPPORT
BARS @ 48" O.C.
#4@12" O.C.
E.W. E.F.
#4@12" O.C.
E.W. E.F.
2' - 0"
3/4" CHAMFER
1/2" COMPRESSIBLE
FILLER AND SEALANT
RIGID INSULATION
PER ARCH.
1
T/SLAB @
ELEV. (100'-0")
11"6 1/2"1'-0"1' - 6 1/8"
T/FTG.
PER PLAN
(3)#5 CONT.
#4 SUPPORT
BARS @ 48" O.C.
#4@12" O.C.
E.W. E.F.
#4@12" O.C.
E.W. E.F.
2' - 0"
3/4" CHAMFER
1/2" COMPRESSIBLE
FILLER AND SEALANT
8 1/2"9 5/8"8"RIGID INSULATION
PER ARCH.
6"10"6"1' - 0"
T/SLAB @
ELEV. (100'-0")
THICKENED SLAB
PER 9/S305
(1) #4 CONT.
HORZ.
#4@18" O.C.
VERT.
3/4" CHAMFER
(TYP.)
SEALANT ON
BOTH SIDES
T/SLAB
PER PLAN
1'-0"6"
8"4'-0"8"2
1
PIT SLAB @
ELEV. (96'-0")
#4@10" O.C.
E.W.
#4@10" O.C.
E.W.
#5@12" O.C.
E.W. T&B
#5@12" O.C.
E.W. T&B
#4@18" O.C.
x 3'-0"
1'-6"
(2) #4 CONT.
SUPPORT BARS
SILL ANGLE W/ (3) 3/4"
HILTI KB3 EXP. ANCHORS
EMBEDDED 3 3/4", COORD.
SIZE, LENGTH AND LOCATION
OF ANGLE W/ ELEVATOR
MANUFACTURER
WATERPROOFING
PER ARCH.
T/SLAB @
ELEV. (100'-0")1'-0"1' - 8"
T/FTG.
PER PLAN
(3)#5 CONT.
#4 SUPPORT
BARS @ 48" O.C.
#4@12" O.C.
E.W. E.F.
#4@12" O.C.
E.W. E.F.
2' - 4"
3/4" CHAMFER
1/2" COMPRESSIBLE
FILLER AND SEALANT
RIGID INSULATION
PER ARCH.
1' - 3"1' - 1"
1' - 4 7/8"#4x3'-0" @ 18" O.C.
W/(3)#4 CONT.
SUPPORT BARS
DOCK SLAB
PER PLAN
T/WALL @
ELEV. (99'-4")
T/SLAB @
ELEV. (100'-0")1/2"OVERHEAD DOOR LOC.
COORD. W/
6 1/2"1' - 3"6 1/2"1'-0"T/FTG.
PER PLAN
(3)#5 CONT.
#4 SUPPORT
BARS @ 48" O.C.
#4@12" O.C.
E.W. E.F.
#4@12" O.C.
E.W. E.F.
2' - 4"
1/2" COMPRESSIBLE
FILLER AND SEALANT
RIGID INSULATION
PER ARCH.
SLAB PER PLAN
@ ELEV. (100'-0")
WALK-IN COOLER
PER ARCH.
1/2" RIGID INSULATION 2'-0"3'-8"8"6'-4"(2)#4x2'-0"W/(2)#4
SUPPORT BARS AT EA.
PIER FDN (EPOXY COATED)
3'-0"
#3 TIES @ 10" O.C.
(8)#5 VERT.
2' - 0" ø
PRESSURE TREATED
FENCE POST
PER PLAN
SLAB ON GRADE
PER PLAN
PER PLAN
5 7/8"
SEE
NOTE ALUMINUM
RAILING PER
ARCH.
COLUMN
PER PLAN
#3@12" O.C.
TIES (EPOXY
COATED)
2
1
T/PIER @
ELEV. (99'-0")
PIER PER PLAN
2" NON-SHRINK
GROUT8"MIN.8"BASE PLATE AND
ANCHOR RODS
PER PLAN
(2)#7 CONT.
TOP & BOTTOM
SLAB ON
GRADE
PER PLAN
#6x @12" O.C.
W/(2)#4 CONT. SUPPORT
BARS (EPOXY COATED)
6'-0"
NOTE:
COORDINATE FINAL LOCATION OF
ALUMINUM RAILING WITH ARCH DRAWINGS.
EDGE OF SLEEVE SHALL BE NO CLOSER
THAN 2" FROM EDGE OF SLAB.
www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
As indicated
3/30/201710:51:17AMS210
SECTIONS
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
3/4" = 1'-0"S210
1 SECTION
3/4" = 1'-0"S210
5 SECTION
3/4" = 1'-0"S210
6 SECTION
3/4" = 1'-0"S210
9 SECTION 3/4" = 1'-0"S210
10 SECTION
3/4" = 1'-0"S210
11 SECTION
3/4" = 1'-0"S210
12 SECTION
3/4" = 1'-0"S210
2 SECTION
3/4" = 1'-0"S210
3 SECTION
3/4" = 1'-0"S210
7 SECTION
3/4" = 1'-0"S210
8 SECTION
1" = 1'-0"S210
4 SECTION
No.Description Date
T/SLAB @
ELEV. (100'-0")
VERT HSS
PER PLAN
1/2"x6"x10" PLATE
W/(4)1/2"x4" HWS
1/4
8"1"4"
1"
8"
PER 12/S210
4"4"
**COORDINATE WITH
PLUMBING FOR SIZE OF
PREFABRICATED STAINLESS
STEEL TRENCH DRAIN.
PREFABRICATED STAINLESS
STEEL TRENCH DRAIN PER
PLUMBING DWGS
T/SLAB
PER PLAN
MIN.6"#4@12" O.C.
(5)#4 CONT.****T/SLAB @
ELEV. (100'-0")
11"6 1/2"1'-0"1'-6 1/8" @ SIM.
1' - 5 3/4"
T/FTG.
PER PLAN
(3)#5 CONT.
#4 SUPPORT
BARS @ 48" O.C.
#4@12" O.C.
E.W. E.F.
#4@12" O.C.
E.W. E.F.
2' - 0"
1/2" COMPRESSIBLE
FILLER AND SEALANT
RIGID INSULATION
PER ARCH.
THICKENED SLAB
PER 9/S305
(1) #4 CONT. HORIZ.
#4@18" O.C. VERT.
3/4" CHAMFER
(TYP.)
SEALANT
1' - 0"10"(2)#4x2'-0"W/(2)#4
SUPPORT BARS AT EA. PIER FDN
(ALL SLAB BARS EPOXY COATED)
3'-0"
#3 TIES @ 10" O.C.
GALV. COLUMN
PER PLAN
SLAB ON GRADE
PER PLAN
5'-8"8"COLUMN
BASE PLATE AND
ANCHOR RODS
PER PLAN
(8)#5 VERT.
2' - 0" ø
2" NON-SHRINK
GROUT
(3)#4x2'-0"x
EPOXY COATED
3'-0"
#3 TIES @ 12" O.C.
GALV. COLUMN
PER PLAN
SLAB ON GRADE
PER PLAN
COLUMN
BASE PLATE AND
ANCHOR RODS
PER PLAN
2" NON-SHRINK
GROUT
(12)#6 VERT.
PRESSURE TREATED
FENCE POST EMBEDDED
IN CONCRETE PER PLAN
3' - 0" DIA.
(2)#4 SUPPORT
BARS
2'-0"3'-8"8"6'-4"www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
3/4" = 1'-0"3/30/201710:51:19AMS211
SECTIONS
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
3/4" = 1'-0"S211
1 SECTION
3/4" = 1'-0"S211
2 SECTION
3/4" = 1'-0"S211
3 SECTION
3/4" = 1'-0"S211
4 SECTION
3/4" = 1'-0"S211
5 SECTION
No.Description Date
10 3/8"T/STEEL @
ELEV.(117'-0")
T/SLAB@
ELEV.(115'-0")
B/STEEL @
ELEV.(109'-0")
HSS 6x3x1/4 @
4'-0" O.C.
L4x4x3/8 CONT.
(HOT-DIP GALV.)
GALV. HSS 3x3x1/4"
@ 3'-0" O.C.
L5x3 1/2x3/8(LLH)
CONT. (HOT-DIP GALV.)51/4"4"
COMPOSITE
SLAB PER PLAN
NOTE:
SEE ELEVATION 1/S250
ERECTION BOLT
AND SLOTTED HOLES
1/4
3 SIDES
TYP.
(2) L4x3x5/16 @
EA. VERT. (TYP.)
1/4 3-12
HSS6x3x1/4, CONT.
HSS6x3x1/4, CONT.
SLAB EDGE
PER 3/S510
1/4 3-12
L4x4x5/16, CONT.
1/4
TYP. BOTH
ENDS OF HSS
3
1' - 7"
10 7/8"T/SLAB@
ELEV.(115'-0")51/4"51/4"T/SLAB@
ELEV.(114'-0")
BEAM PER PLAN
(TYP.)
BEAM
COMPOSITE
SLAB PER PLAN(5) #4 CONT.
SUPPORT BARS
#4@18" O.C.
L3x3x5/16 CONT.
1/4 2-12
3
1' - 7"
10 7/8"
T/SLAB@
ELEV.(115'-0")51/4"51/4"T/STEEL@
ELEV.(118'-3")
BEAM PER PLAN
(TYP.)
BEAM
T/SLAB@
ELEV.(114'-0")
COMPOSITE
SLAB PER PLAN(5) #4 CONT.
SUPPORT BARS
#4@18" O.C.
L3x3x5/16 CONT.
HSS6x3x1/4
CONT.
HSS6x3x1/4
@ 4'-0" O.C.
1/2"x8"x1'-0" PLATES
W/(4)1/2"x4" HWS
@ 4'-0" O.C.
NOTE:
SEE ELEVATION
3/S250.
1/4
TYP. BOTH
ENDS
T/SLAB @
ELEV. (115'-0")
BEAM PER PLAN
COMPOSITE
SLAB PER PLAN
PER PLAN
51/4"SLAB EDGE
PER 3/S510
T/STEEL @
ELEV. (114'-6 3//4")
6
BEAM PER PLAN
4"
METAL STUD
PER ARCH.
SLIDE CLIP BY
METAL STUD
SUPPLIER
L4x4x5/16 CONT.
TOP & BOT
3/16 3-12 TYP.
T/SLAB @
ELEV. (115'-0")
BEAM PER PLAN
COMPOSITE
SLAB PER PLAN
PER PLAN
51/4"SLAB EDGE
PER 3/S510
METAL STUD
PER ARCH.
SLIDE CLIP BY
METAL STUD
SUPPLIER
T/SLAB
PER PLAN
51/4"BEAM PER PLAN
COMPOSITE
SLAB PER PLAN
PER PLAN
POUR STOP
T/STEEL @
ELEV.(116-0")
T/SLAB @
ELEV.(114'-0")
B/STEEL @
ELEV.(109'-0")
HSS 6x3x1/4
@ 4'-0" O.C.
HSS 6x3x1/4
CONT.
C12x20.7
CONT, GALV 51/4"10 1/8"
5 1/8"
GALV. HSS 4x3x1/4
@ 12'-0" O.C.
1 1/8"x10"x10"
(HOT-DIP GALV.)
AT EACH VERT.
9 1/2"10"1'-2"HSS 6x3x1/4
CONT.
L3x3x1/4 @
EA. VERT.4"NOTE:
SEE ELEVATIONS
1/S251 & 2/S251.
B/STEEL @
ELEV.(109'-1")
ERECTION BOLT
AND SLOTTED HOLES
1/4
TYP. BOTH
ENDS
1/4
3 SIDES
TYP.
(2) L4x3x5/16 @
EA. VERT.
1/4
BEAM PER
PLAN (TYP.)
1/4
TYP. BOTH
ENDS OF HSS
BEAM
PER PLAN
WT13.5x51
T/STEEL@
ELEV.(115'-0")
T/STEEL @
ELEV.(114'-11 3/4")
3-12
1/4 3-12
1
B
WIND GIRT
PER PLAN
GIRT @
ELEV. (114'-6")METAL STUD
PER ARCH
SLIDE CLIP BY
METAL STUD
SUPPLIER
B
T/STEEL @
ELEV.(114'-6 3/4")
7"
3/16 2-12
TYP.
BEAM, PER
PLAN
L7x4x3/8 (LLH)
CONT. TOP & BOT.
SLIDE CLIP
BY METAL STUD
SUPPLIER
METAL STUD
PER ARCH
T/SLAB
PER PLAN
51/4"BEAM PER PLAN
COMPOSITE
SLAB PER PLAN
BEAM
PAIR OF 1/2" FITTED
STIFFENER PLATES
BELOW EACH
PERGOLA POST
PERGOLOA POST
PER ARCH.
www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
As indicated
3/30/201710:51:21AMS220
SECTIONS
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
3/4" = 1'-0"S220
1 SECTION
3/4" = 1'-0"S220
2 SECTION
3/4" = 1'-0"S220
3 SECTION
3/4" = 1'-0"S220
4 SECTION
3/4" = 1'-0"S220
5 SECTION
3/4" = 1'-0"S220
6 SECTION
3/4" = 1'-0"S220
7 SECTION
3/4" = 1'-0"S220
9 SECTION
1 1/2" = 1'-0"S220
10 SECTION
1" = 1'-0"S220
11 SECTION
3/4" = 1'-0"S220
12 SECTION
3/4" = 1'-0"S220
8 SECTION
No.Description Date
T/STEEL @
ELEV.(114'-6 3/4")1/4"MIN.L6x4x5/16 (LLV)
W/3/4"ø A325 BOLT IN
LONG-SLOTTED HOLE
VERT. HSS
PER PLAN
VERT. HSS
PER PLAN
1/4
BEAM
PER PLAN
T/SLAB @
ELEV.(115'-0")
L6x4x5/16 (LLV)
W/3/4"ø A325 BOLT
IN LONG-SLOTTED HOLE
VERT. HSS
PER PLAN
VERT. HSS
PER PLAN
1/4
4 3/4"
BEAMS, PER PLAN 1"MIN.51/4"COMPOSITE
SLAB, PER PLAN
1/2"x6"x10" EMBED
PLATE W/(4)1/2"x4" HWS
C.3
6"
T/STEEL @
ELEV.(116-0")
T/SLAB @
ELEV.(114'-0")
B/STEEL @
ELEV.(109'-0")
HSS 6x3x1/4
@ 4'-0" O.C.
HSS 6x3x1/4
CONT.
C12x20.7
CONT, GALV
10 1/8"
5 1/8"
GALV. HSS 4x3x1/4
@ 12'-0" O.C.
1 1/8"x10"x10"
(HOT-DIP GALV.)
AT EACH VERT.
9 1/2"10"HSS 6x3x1/4
CONT.
L3x3x1/4 @
EA. VERT.4"NOTE:
SEE ELEVATIONS
1/S251 & 2/S251.
B/STEEL @
ELEV.(109'-1")
ERECTION BOLT
AND SLOTTED HOLES
1/4
TYP. BOTH
ENDS
1/4
3 SIDES
TYP.
(2) L4x3x5/16 @
EA. VERT.
1/4
BEAM PER
PLAN
1/4
TYP. BOTH
ENDS OF HSS
L3x3x5/16 KICKERS
TO NEXT BEAM @
3'-0" O.C.
T/STEEL @
ELEV. (110'-6")
GALV.
CHANNEL
PER PLAN
1 1/2" GALV. METAL
ROOF DECK
L3x3x1/4,
CONT.
T/STEEL @
ELEV. (109'-10")
1/4 2-12
T/STEEL @
ELEV. (110'-6")
BEAMS
PER PLAN
(TYP)
1 1/2" GALV. METAL
ROOF DECK T/STEEL @
ELEV. (109'-10")
BEAM
4"T/SLAB @
ELEV.(115'-0")
GALV. CHANNEL
PER PLAN
CONNECTION PER
4/S501 OR 5/S501
(TYP. TOP & BOTTOM)
5' - 7"1' - 11"2' - 1 1/2"10 1/4"5' - 1"
L3x3x1/4,
BTWN BEAMS
1/4 2-12
HSS HANGER
PER PLAN
T/STEEL @
ELEV.(115'-6")
B/STEEL @
ELEV.(110'-1 1/4")
HSS 6x3x1/4 @
4'-0" O.C.
L5x3 1/2x3/8(LLH)
CONT. (HOT-DIP GALV.)
COMPOSITE
SLAB PER PLAN
NOTE:
REFER TO SECTION 2/S222
FOR INFORMATION NOT
SHOWN HERE.
ERECTION BOLT
AND SLOTTED HOLES
(2) L4x3x5/16 @
EA. VERT. (TYP.)
HSS6x3x1/4, CONT.
TOP & BOTT.
SLAB EDGE
PER 3/S510
L4x4x5/16, CONT.
(INTERRUPT AT HANGERS)
6"L6x3 1/2x5/16, CONT.
10 3/8"51/4"HSS
COLUMN
PER PLAN
1/4
AT TUBE
(TYP.)
CHANNEL
PER PLAN
(TYP.)
PROVIDE ALL AROUND
WELD, GROUND SMOOTH
AT MITERED CORNER
7
S221
T/STEEL @
ELEV. (110'-6")
BEAM
PER PLAN
1 1/2" GALV. METAL
ROOF DECK
T/STEEL @
ELEV. (109'-10")
1/4 AT CHANNEL
1/2" PLATE
HSS COLUMN
PER PLAN
BEAMS
PER PLAN
(TYP)
T/STEEL @
ELEV. (109'-10")
HANGER
T/SLAB @
ELEV.(115'-0")
CONNECTION PER
4/S501 OR 5/S501
(TYP. TOP & BOTTOM)
1/4
TYP. BOTH
ENDS
HSS HANGER
PER PLAN (TYP.)
HANGER
L3x3x1/4, WELD TO FACE
OF HSS AT TOP & STIFFENER
PLATE AT BOTTOM
COMPOSITE SLAB
PER PLAN
FLOOR BEAM
PER PLAN
www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
As indicated
3/30/201710:51:23AMS221
SECTIONS
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
1" = 1'-0"S221
1 SECTION
1" = 1'-0"S221
2 SECTION
3/4" = 1'-0"S221
3 SECTION
1" = 1'-0"S221
4 SECTION
1" = 1'-0"S221
5 SECTION
1" = 1'-0"S221
6 SECTION
1" = 1'-0"S221
7 SECTION
1" = 1'-0"S221
8 SECTION
No.Description Date
10 3/8"
T/STEEL @
ELEV.(115'-6")T/SLAB@
ELEV.(115'-0")
B/STEEL @
ELEV (110'-1 1/4")
HSS 6x6x1/4 PER
LOCATIONS ON 1/S250
L5x3 1/2x3/8(LLH)
CONT. (HOT-DIP GALV.)51/4"4"
COMPOSITE
SLAB PER PLAN
NOTES:
1. SEE ELEVATION 1/S250.
2. COORDINATE SIZE AND LOCATIONS OF
BARREL SUPPORT STEEL WITH
MANUFACTURER.
3. REFER TO SECTIONS 2/S222 AND 5/S230
FOR INFORMATION NOT SHOWN OR
CALLED OUT.
1/4 3-12
HSS6x3x1/4, CONT.
HSS6x3x1/4, CONT.
SLAB EDGE
PER 3/S510
1/4 3-12
L4x4x5/16, CONT.
1/4
TYP. BOTH
ENDS OF HSS
10 3/8"
T/STEEL @
ELEV. (131'-3 3/8")
T/STEEL
PER PLAN
B/STEEL @
ELEV.(127'-3 1/8")
4"
E
HSS 6x3x1/4
@ 4'-0" O.C.
L5x3 1/2x3/8 (LLH)
CONT. HOT-DIP
GALV.)JOIST
PER PLAN
3"
HSS6x3x1/4
CONT. T&B
L4x4x5/16, CONT.
TOP & BOT (GALV.)
1 1/2" GALV. METAL
ROOF DECK
ERECTION BOLT
AND SLOTTED HOLES
NOTE:
SEE ELEVATION
1/S250.
3' - 0"
L3x3x1/4 KICKERS
@ 4'-0" O.C.
L4x4x1/4 BTWN JOISTS,
WELD ALL AROUND
@ BOTH ENDS
HSS4x2 1/2x1/4
BTWN JOISTS
(GALV.)2'-0"2'-0"8'-0"4"7 3/8"1' - 0 7/8"
HSS4x4x1/4 W/
1"x8"x8" PLATE
SEE NOTE 2
1/4
TYP. BOTH
ENDS OF
HSS
L4x4x5/16 AT EA.
6X6 TUBE, WELD
ALL AROUND BOTH
ENDS
10 3/8"
T/STEEL @
ELEV.(115'-6")
T/SLAB@
ELEV.(115'-0")
B/STEEL @
ELEV.(110'-11 1/4")
HSS 6x3x1/4 @
4'-0" O.C.
GALV. HSS 3x3x1/4"
@ 3'-0" O.C.
L5x3 1/2x3/8(LLH)
CONT. (HOT-DIP GALV.)51/4"4"COMPOSITE
SLAB PER PLAN
NOTE:
SEE ELEVATIONS
1/S250, 4/S250 & 5/S250.
ERECTION BOLT
AND SLOTTED HOLES
1/4
3 SIDES
TYP.
(2) L4x3x5/16 @
EA. VERT. (TYP.)
1/4 3-12
HSS6x3x1/4, CONT.
HSS6x3x1/4, CONT.
SLAB EDGE
PER 3/S510
1/4 3-12
L4x4x5/16, CONT.
1/4
TYP. BOTH
ENDS OF HSS
www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
3/4" = 1'-0"3/30/201710:51:24AMS222
SECTIONS
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
3/4" = 1'-0"S222
1 SECTION
3/4" = 1'-0"S222
2 SECTION
No.Description Date
10 3/8"
T/STEEL @
ELEV.(131'-3 3/8")
T/STEEL SLOPES
PER PLAN
B/STEEL @
ELEV.(124'-0")
4"
HSS 6x3x1/4
@ 4'-0" O.C.
GALV. HSS 3x3x1/4
@ 3'-0" O.C.
L5x3 1/2x3/8(LLH)
CONT. (HOT-DIP GALV.)
BEAM
PER PLAN
JOIST
PER PLAN
E
3"
HSS6x3x1/4
CONT.
L4x4x5/16, CONT.
TOP & BOT (GALV.)
3/16 3-12 TYP.
HSS6x3x1/4
CONT.
1 1/2" GALV. METAL
ROOF DECK
ERECTION BOLT
AND SLOTTED HOLES
1/4
3 SIDES
TYP.
(2) L4x3x5/16 @
EA. VERT. (TYP.)
1/4
TYP. BOTH
ENDS OF HSS
NOTE:
SEE ELEVATION
1/S250.
HSS4x2 1/2x1/4
BTWN JOISTS
(GALV.)
3' - 0"
L4x4x1/4 BTWN JOISTS,
WELDED ALL AROUND
AT BOTH ENDS
L3x3x1/4 KICKERS
@ 4'-0" O.C.
10 3/8"
T/STEEL @
ELEV.(131'-3 3/8")
T/STEEL
PER PLAN
B/STEEL @
ELEV.(126'-2 3/8")
4"
6
HSS 6x3x1/4
@ 4'-0" O.C.
GALV. HSS 3x3x1/4
@ 3'-0" O.C.
L5x3 1/2x3/8
(LLH) CONT.
HOT-DIP GALV.)
BEAM
PER PLAN
3"
HSS6x3x1/4
CONT. T&B
L4x4x5/16, CONT.
TOP & BOT (GALV.)
3/16 3-12 TYP.
1 1/2" GALV. METAL
ROOF DECK
ERECTION BOLT
AND SLOTTED HOLES
1/4
3 SIDES
TYP.
(2) L4x3x5/16 @
EA. VERT. (TYP.)
1/4
TYP. BOTH
ENDS OF HSS
NOTE:
SEE ELEVATION
2/S250.
L4x4x5/16 KICKERS
@ 4'-0" O.C.
HSS4X2 1/2x1/4 CONT.,
STITCH WELDED TO
WF BEAM (GALV.)
T/STEEL
PER PLAN
A.9
4"
JOIST
PER PLAN
BEAM
PER PLAN
L4x4x5/16, CONT.
(GALV.)
3/16 2-12
METAL STUD
PER ARCH.
SLIDE CLIP BY
METAL STUD
SUPPLIER
1 1/2" GALV. METAL
ROOF DECK
3' - 0"
L4x4x1/4 BTWN JOISTS,
WELD ALL AROUND
@ BOTH ENDS
L3x3x1/4 KICKERS
@ 4'-0" O.C.
HSS4x2 1/2x1/4
BTWN JOISTS
(GALV.)
10 3/8"
T/STEEL @
ELEV.(131'-3 3/8")
T/STEEL
PER PLAN
B/STEEL @
ELEV.(124'-0")
4"
3
HSS 6x3x1/4
@ 4'-0" O.C.
GALV. HSS 3x3x1/4"
@ 3'-0" O.C.
L5x3 1/2x3/8"
(LLH) CONT.
HOT-DIP GALV.)
BEAM
PER PLAN
3"
HSS6x3x1/4
CONT.
L4x4x5/16, CONT.
TOP & BOT (GALV.)
3/16 3-12 TYP.
HSS6x3x1/4
CONT.
1 1/2" GALV. METAL
ROOF DECKERECTION BOLT
AND SLOTTED HOLES
1/4
3 SIDES
TYP.
(2) L4x3x5/16 @
EA. VERT. (TYP.)
1/4
TYP. BOTH
ENDS OF HSS
NOTE:
SEE ELEVATIONS
2/S250 & 3/S250.
HSS4X2 1/2x1/4 CONT.,
STITCH WELDED TO
WF BEAM (GALV.)
L4x4x1/4 KICKERS
@ 4'-0" O.C.
10 3/8"
T/STEEL
PER PLAN
B/STEEL @
ELEV.(126'-2 3/8")
4"
3
2' - 2"
JOIST
T/STEEL
PER PLAN
6"
T/STEEL @
ELEV.(131'-3 3/8")
HSS 6x3x1/4
@ 4'-0" O.C.
GALV. HSS 3x3x1/4
@ 3'-0" O.C.
L5x3 1/2x3/8 (LLH)
CONT. (HOT-DIP
GALV.)
3"
HSS6x3x1/4
CONT. T&B
L4x4x5/16, CONT.
TOP & BOT (GALV.)
3/16 3-12 TYP.
BEAM PER PLAN
1 1/2" GALV. METAL
ROOF DECK
HSS4x2 1/2x1/4 CONT.,
STITCH WELD TO WF
BEAM (GALV.)
BRICK VENEER
PER ARCH.
1 1/2" GALV. METAL
ROOF DECK
L6x4x5/16, CONT.
JOIST PER PLAN
ERECTION BOLT
AND SLOTTED HOLES
1/4
3 SIDES
TYP.
(2) L4x3x5/16 @
EA. VERT. (TYP.)
1/4
TYP. BOTH
ENDS OF HSS
NOTE:
SEE ELEVATION
3/S250.
L4x4x1/4 KICKERS
@ 4'-0" O.C.
T/STEEL SLOPES
PER PLAN
B
7"
1' - 3 1/4"
BEAM
PER PLAN
JOIST
PER PLAN
3/16 3-12
TYP.
L7x4x3/8 (LLH), CONT.
BENT PLATE
PER 4/S510
(GALV.)
1 1/2" GALV. METAL
ROOF DECK
HSS4x2 1/2x1/4
BTWN JOISTS
(GALV.)
METAL STUDS
PER ARCH.
SLIDE CLIP BY
METAL STUD
SUPPLIER
3' - 0"
L4x4x1/4 BTWN JOISTS,
WELD ALL AROUND
@ BOTH ENDS
L3x3x1/4 KICKERS
@ 4'-0" O.C.
T/STEEL SLOPES
PER PLAN
C
7"
1' - 3 3/4"
JOIST PER PLAN
BEAM PER PLAN
L7x4x3/8 (LLH), CONT.
BENT PLATE
PER 4/S510
(GALV.)
1 1/2" GALV. METAL
ROOF DECK
HSS4x2 1/2x1/4
BTWN JOISTS
(GALV.)
METAL STUDS
PER ARCH.
SLIDE CLIP BY
METAL STUD
SUPPLIER
3' - 0"
L4x4x1/4 BTWN JOISTS,
WELD ALL AROUND
@ BOTH ENDS
L3x3x1/4 KICKERS
@ 4'-0" O.C.
1
T/STEEL
PER PLAN
7"
1' - 3 7/8"
BEAM PER PLAN
BENT PLATE
PER 4/S510 1 1/2" GALV. METAL
ROOF DECK
METAL STUDS
PER ARCH.
SLIDE CLIP BY
METAL STUD
SUPPLIER
3/16 3-12
TYP.
L7x4x3/8 (LLH), CONT.
L4x4x1/4 KICKERS
@ 4'-0" O.C.
HSS4X2 1/2X1/4 CONT.,
STITCH WELDED TO
WF BEAM (GALV.)
10 3/8"
T/STEEL @
ELEV. (131'-3 3/8")
T/STEEL
PER PLAN
B/STEEL @
ELEV.(127'-3 1/8")
4"
E
HSS 6x3x1/4
@ 4'-0" O.C.
GALV. HSS 3x3x1/4
@ 3'-0" O.C.
L5x3 1/2x3/8 (LLH)
CONT. HOT-DIP
GALV.)BEAM
PER PLAN JOIST
PER PLAN
3"
HSS6x3x1/4
CONT. T&B
L4x4x5/16, CONT.
TOP & BOT (GALV.)
3/16 3-12 TYP.
1 1/2" GALV. METAL
ROOF DECK
ERECTION BOLT
AND SLOTTED HOLES
1/4
3 SIDES
TYP.
(2) L4x3x5/16 @
EA. VERT. (TYP.)
1/4
TYP. BOTH
ENDS OF HSS
NOTE:
SEE ELEVATION
1/S250.
3' - 0"
L3x3x1/4 KICKERS
@ 4'-0" O.C.
L4x4x1/4 BTWN JOISTS,
WELD ALL AROUND
@ BOTH ENDS
HSS4x2 1/2x1/4
BTWN JOISTS
(GALV.)
STEEL SLOPES
PER PLAN
1 1/2" GALV.
METAL ROOF DECK
BEAMS PER
PLAN (TYP.)
L6x4x5/16 (LLV)
W/3/4"ø A325 BOLT
IN LONG-SLOTTED
HOLE1"MIN.11/2"T/STEEL @
ELEV. (129'-4")
T/VERT. @
ELEV. (127'-8 3/4")
L6x4x5/16 (LLV)
W/3/4"ø A325 BOLT
IN LONG-SLOTTED
HOLE
VERT. HSS
PER PLAN
VERT. HSS
PER PLAN
T/STEEL @
ELEV. (128'-7")
T/STEEL
SLOPES
PER PLAN
BEAM
PER PLAN
1 1/2" GALV. METAL
ROOF DECK
21/2"HSS4x2 1/2x1/4 CONT.,
STITCH WELD TO WF BEAM
www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
As indicated
3/30/201710:51:27AMS230
SECTIONS
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
3/4" = 1'-0"S230
1 SECTION 3/4" = 1'-0"S230
2 SECTION
3/4" = 1'-0"S230
9 SECTION
3/4" = 1'-0"S230
3 SECTION
3/4" = 1'-0"S230
4 SECTION
3/4" = 1'-0"S230
6 SECTION
3/4" = 1'-0"S230
7 SECTION 3/4" = 1'-0"S230
8 SECTION
3/4" = 1'-0"S230
5 SECTION
3/4" = 1'-0"S230
10 SECTION
1" = 1'-0"S230
11 SECTION
No.Description Date
3 4 5
6
1
S220
1
S220
1
S222
1
S230
1
S230
5
S210
5
S210
5
S210
5
S210
5
S210
HSS6X3X1/4
HSS6X3X1/4
HSS6X3X1/4 HSS6X3X1/4
HSS6X3X1/4
HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4
HSS6X3X1/4
HSS6X3X1/4 HSS6X3X1/4 HSS6X3X1/4 HSS6X3X1/4 HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4T/FIRST FLOOR SLAB
@ ELEV. (100'-0")
T/STEEL @
ELEV. (102'-0")
B /STEEL @
ELEV. (109'-0")
T/SLAB @
ELEV. (115'-0")
T /STEEL @
ELEV. (117'-0")
B /STEEL @
ELEV. (124'-0")
T /STEEL ELEV.
PER PLAN
T /STEEL @
ELEV. (131'-3 3/8")
4' - 0"
24' - 10"25' - 2"24' - 8"
4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"2' - 0 1/4"3' - 4"3' - 4"3' - 4"1' - 10 1/2"
B/STEEL @
ELEV. (127'-3 1/8")
4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"
5 1/2"1' - 6 3/4"
2 1/2"
3 1/4"3' - 8 3/4"
6 3/4"
3' - 8"3' - 8"3' - 8"
1' - 4"
3' - 8"3' - 8"3' - 8"1' - 4"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"
3"3' - 9"
7"
3' - 3"3' - 1"2' - 3"3' - 1"3' - 3"3' - 3"1' - 7 1/2"3' - 1"1' - 9 1/2"3' - 3"3' - 3"3' - 3"3' - 1"3' - 3"
1' - 9 1/2"1' - 9 1/2"
3' - 1"3' - 3"2' - 3"3' - 1"3' - 1"1' - 9 1/2"HSS6X3X1/4HSS6X6X1/4HSS6X3X1/4HSS6X3X1/4
HSS6X3X1/4
1' - 3 1/2"1' - 2 1/2"2' - 9 1/2"3' - 6"HSS6X6X1/42
S222
2
S222
5
S230
T/STEEL @
ELEV. (115'-6")
B/STEEL @
ELEV. (110'-1 1/4")
E A.9C.3
2
S230
HSS6X3X1/4
HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4T/STEEL ELEV.
PER PLAN
T/STEEL @
ELEV. (131'-3 3/8")
B/STEEL @
ELEV. (126'-2 3/8")
4' - 0"4' - 0"4' - 0"
26' - 10"30' - 11 1/4"
4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"
2' - 1 3/8"1' - 10 5/8"
1' - 0 5/8"8 5/8"4' - 0"
CB EA.9 C.3
3
S230
4
S230
3
S220
T/SLAB @
ELEV. (115'-0")
T/STEEL @
ELEV. (131'-3 3/8")
T/STEEL ELEV.
PER PLAN
B/STEEL @
ELEV. (124'-0")B/STEEL @
ELEV. (126'-2 3/8")3'-3"HSS6X3X1/4HSS6X3X1/4
HSS6X3X1/4
HSS6X3X1/4
HSS6X3X1/4
3' - 7"3' - 7"3' - 7"1' - 4 5/8"
4' - 0"4' - 0"4' - 0"3' - 10 1/2"
22' - 0"8' - 0"26' - 10"
4' - 0"4' - 0"4' - 0"4' - 0"
2' - 0"
10 1/8"1' - 3 1/8"3' - 10 1/2"
9"3' - 1 1/2"
3' - 10 1/2"3' - 10 1/2"3' - 10 1/2"3' - 10 1/2"
5 5/8"5 5/8"HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/44' - 0"
2' - 0"
T/STEEL @
ELEV. (118'-6")
1' - 6"
11 1/4"
E
2
S222
T/SLAB @
ELEV. (115'-0")
T/STEEL @
ELEV. (117'-0")
B/STEEL @
ELEV. (110'-1 1/4")
HSS6X3X1/4
HSS6X3X1/4 HSS6X3X1/4HSS6X3X1/411 1/2"
7/8"
2
S222
HSS6X3X1/4
HSS6X3X1/4HSS6X3X1/4HSS6X3X1/41' - 10"
T/SLAB @
ELEV. (115'-0")
T/STEEL @
ELEV. (115'-6")
B/STEEL @
ELEV. (110'-1 1/4")
www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
As indicated
3/30/201710:51:31AMS250
FRAMING
ELEVATIONS
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
1/4" = 1'-0"S250
1 SOUTH FRAMING ELEVATION
1/4" = 1'-0"S250
2 EAST FRAMING ELEVATION
1/4" = 1'-0"S250
3 WEST FRAMING ELEVATION
1/2" = 1'-0"S250
4 ENTRY FRAMING ELEVATION WEST
1/2" = 1'-0"S250
5 ENTRY FRAMING ELEVATION EAST
No.Description Date
2 31.2 1.4 2.4
6
S210
6
S210
6
S210
9
S220
T/FIRST FLOOR SLAB
@ ELEV. (100'-0")
T/PATIO SLAB
@ ELEV. (114'-0")
HSS6X3X1/4
HSS6X3X1/4
HSS6X3X1/4 HSS6X3X1/4 HSS6X3X1/4
4' - 0"
12' - 6"12' - 6"8' - 8"15' - 0"
4' - 0"4' - 0"
3/4"3' - 11 1/4"
4' - 0"4' - 0"4' - 0"
6 3/4"3' - 5 1/4"1' - 10 3/4"1' - 8"
3' - 6 3/4"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"
5 1/4"3' - 6 3/4"1' - 1 1/4"HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4T/STEEL @
ELEV. (116'-0")
B/STEEL @
ELEV. (109'-1")HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/42'-3"2'-3"2'-3"3' - 3"3' - 3"3' - 3"3' - 9 1/2"
1' - 5 1/2"1' - 9 1/2"
3' - 3"3' - 3"3' - 3"
11 1/2"1' - 3 1/2"
3' - 3"3' - 3"3' - 3"
1' - 5 1/2"
C D D.8C.5
6
S210
9
S2204 5/8"3' - 7 3/8"1 3/8"3' - 10 5/8"1' - 10 5/8"4 5/8"3' - 7 3/8"
4' - 0"4' - 0"4' - 0"4' - 0"
12' - 6"7' - 6"
4' - 0"4' - 0"
4 1/8"
4' - 0"4' - 0"
3' - 3"3' - 3"3' - 3"1' - 11 1/2"9 1/2"
T/FIRST FLOOR SLAB
@ ELEV. (100'-0")2'-3"HSS6X3X1/4 HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4T/PATIO SLAB
@ ELEV. (114'-0")
HSS6X3X1/4
HSS6X3X1/4
13' - 6"HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4HSS6X3X1/4T/STEEL @
ELEV. (116'-0")
B/STEEL @
ELEV. (109'-1")
EQUAL EQUAL
PER PLAN
11/2"11/2"ELEV.
(106'-10 1/2")
POST POST
PRESSURETREATED6x6PRESSURETREATED2x6PRESSURETREATED6x6PRESSURE TREATED 2x6 11/2"ELEV.
(100'-3 1/2")
ELEV.
(100'-0")
PRESSURE TREATED 2x6
1 1/2"
EMBED POST IN CONCRETE
PER 8/S210 OR 5/S211
www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
As indicated
3/30/201710:51:32AMS251
FRAMING
ELEVATIONS
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
1/4" = 1'-0"S251
1 SOUTH PATIO FRAMING ELEVATION
1/4" = 1'-0"S251
2 WEST PATIO FRAMING ELEVATION
1/2" = 1'-0"S251
3 TYPICAL SCREEN WALL BAY FRAMING
No.Description Date
FIELD APPLY ASPHALTIC PROTECTIVE COATING
TO COLUMN, BASE PLATE, AND HEAD OF
ANCHOR BOLTS. EXTEND 2" ABOVE FLOOR TYP.
COLUMN BLOCK-OUT POURED AFTER SLAB IS
POURED OR AS PART OF SLAB IF SLAB DOES
NOT INCLUDE CONSTRUCTION JOINTS
BASE PLATE SIZE PER PLAN
OR COLUMN SCHEDULE
SEE PLAN FOR SLAB THICKNESS,
REINFORCING AND ELEVATION
COLUMN PER PLAN OR SCHEDULE
ANCHOR BOLTS WITH NUTS &
WASHERS PER TYPICAL DETAIL
LEVELING NUT & WASHER IN
NON-SHRINK GROUT SPACE
PER TYPICAL ANCHOR DETAIL
T/FTG PER PLAN
(1) CLOSED TIE W/
CROSS TIES IN FOOTING
TIES CLOSED TIES WITH
CROSS TIES @ 3" O.C. OVER
THE LENGTH OF THE
ANCHORS. SEE PIER DETAILS
FOR SPACING BEYOND.
SEE PLAN FOR PIER MARKS.
SEE PIER DETAILS FOR SIZE
AND REINFORCING
COLUMN FOOTING SEE
PLAN AND SCHEDULE
T/PIER PER PLAN
TYP.3"CLR.TYP.
3" CLR.
TYP.
1 1/2" CLR.TYP.2"CLR.FIELD APPLY ASPHALTIC PROTECTIVE COATING
TO COLUMN, BASE PLATE, AND HEAD OF
ANCHOR BOLTS. EXTEND 2" ABOVE FLOOR TYP.
COLUMN BLOCK-OUT POURED AFTER SLAB IS
POURED OR AS PART OF SLAB IF SLAB DOES
NOT INCLUDE CONSTRUCTION JOINTS
BASE PLATE SIZE PER PLAN
OR COLUMN SCHEDULE
SEE PLAN FOR THICKNESS,
REINFORCING AND ELEVATION
COLUMN PER PLAN OR SCHEDULE
ANCHOR BOLTS WITH NUTS &
WASHERS PER TYPICAL DETAIL
LEVELING NUT & WASHER IN NON-
SHRINK GROUT SPACE PER
TYPICAL ANCHOR DETAIL
VAPOR RETARDER
IF APPLICABLE
T/FTG PER PLAN
COLUMN FOOTING SEE PLAN & SCHEDULE
COMPACTED
GRANULAR FILL
ISOLATION JOINT PER PLAN
TYP.
3" CLR.TYP.3"CLR.TYP.2"CLR.CORNER BARS TO MATCH
SIZE AND SPACING OF
HORIZ. WALL REINF.
EXTEND ALL HORIZONTAL REINF.
BARS TO WITHIN 1 1/2" OF
THE OUTSIDE FACE OF WALLS.
STANDARD HOOK OR MIN. 8" TYP.
KEYED CONST. JOINT
NOTE:
SEE SECTIONS FOR SIZE AND SPACING OF
VERTICAL AND HORIZONTAL WALL REINFORCING
WHICHEVER IS LONGER
40 BAR DIA. OR 24" LAP
FOUNDATION WALL AND REINF.
PER PLANS AND DETAILS
COORDINATE INVERT ELEVATION
OF OPENINGS W/ MECHANICAL,
ELECTRICAL OR PLUMBING
(2) #6 BARS x
OPENING WIDTH +
6'-0" IN LENGTH
SEEMECH.PLANSMIN.
1' - 0"
BETWEEN OPENINGS
U.N.O OR APPROVED
BY STRUCTURAL ENGINEER
(2) #6 BARS x
OPENING WIDTH +
6'-0" IN LENGTH
#5 EACH SIDE OF
OPENING x OPENING
WIDTH +4'-0" IN LENGTH
FOR TYPICAL WALL
REINFORCING, SEE
PLAN AND DETAILS
CONTACT A/E IF OPENING IS LARGER THAN 8'-0"T/3T/3T/33"
PREVIOUS POUR NEW POUR
PROVIDE 2-#5x3'-0" LONG THRU
JOINT (IF NO TOP REINF. IN FTG.)
PROVIDE KEY FULL
WIDTH OF FOOTING
PROVIDE FOOTING REINF
CONT. THROUGH JOINT U.N.O1'-0"2"CLR.TOP OF SLEEVE DOES NOT INTERRUPT REINFORCING
TOP OF SLEEVE INTERRUPTS BOTTOM REINFORCING
12" LEG (TYP)CONT WALL FOOTING
REINFORCING
PIPE SLEEVE 3" LARGER
THAN PIPE DIAMETER
LOOSE INSULATION
PROVIDE DEEPENED
WALL FOOTING AT PIPE
BARS TO MATCH
FOOTING REINFORCING
KEEP 6" MIN OF
CONCRETE ALL AROUND
(4) #3 BARS TRANSVERSE
12
12" LEG (TYP)CONT WALL FOOTING
REINFORCING
PIPE SLEEVE 3" LARGER
THAN PIPE DIAMETER
LOOSE INSULATION
PROVIDE DEEPENED
WALL FOOTING AT PIPE
#3 BARS @ 12" O.C.
KEEP 6" MIN. OF
CONCRETE ALL AROUND
(4) #3 BARS TRANSVERSE
12
NOTE:
THESE DETAILS DO NOT APPLY IF TOP OF PIPE IS
MORE THAN 8" BELOW BOTTOM OF WALL FOOTING
(16" MIN.)
2 x H
HU.N.O.1'-0"1
2NOTE:
REFER TO FOUNDATION PLAN FOR FOOTING
STEP ELEVATIONS AND LOCATIONS
CONTINUOUS WALL FOOTING
REINFORCING, SEE PLAN &
DETAILS (TYP.)
(MIN.)
2' - 0" LAP
(MIN.)
2' - 0" LAP(TYP.)3"CLR.(TYP.)3"CLR.(TP.)3"CLR.SEE PLAN PER SITE DRAWINGS
SEE PLAN
VARIES SEEPLANSLOPE PER SITE DRAWINGS
#5 @ 18" O.C.
2'-6"
1'-6"(3) #5 CONT.
T/FTG.
PER PLAN
#5 @ 18" O.C.
3'-0"
1'-6"SLAB PER PLAN
1/2" COMPRESSIBLE
FILLER (LOCATE
UNDER THRESHOLD)
FDN WALL
PER PLAN
(2)#5 SUPPORT
BARS TYPICALSEEPLAN .NOTE:
REFER TO SECTIONS FOR WALL AND
FNDN REINFORCING AND DIMENSIONS 2'-0"8"
B
B+D
MINIMUM LIMIT OF
STRUCTURAL FILL
EXCAVATION LINE
SOFT OR UNSUITABLE SOILS
EXCAVATED AND REPLACED WITH
COMPACTED STRUCTURAL FILL
DT/FTG. ELEV.
PER PLAN
B = WIDTH OF FOOTING
D = DEPTH OF SUITABLE SOILS
FUTURE GRADE
3' - 0"1'-0"1'-6"2' - 0" ø
(3)-#4 SHAPED
BAR EACH WAY
#5@12" O.C. EACH
WAY TOP AND BOT.
#5@12" O.C. EACH
WAY TOP AND BOT.
1" GALVANIZED
STEEL BAR GRATING
B/ELEVATOR
PIT PER PLAN
ROLLED L1 1/4"x1 1/4"x1/4" HOT
DIPPED GALVANIZED WITH 1/2"x6"
LONG HEADED STUD @ 16" O.C.
WATER STOP
NOTE: COORDINATE LOCATION
OF SUMP PIT W/ PLUMBING.1'-0"www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
As indicated
3/30/201710:51:34AMS300
TYPICAL
FOUNDATION
DETAILS
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
1/2" = 1'-0"S300
1 TYPCIAL COLUMN ON PIER DETAIL
1/2" = 1'-0"S300
2 TYPICAL COLUMN ON FOOTING DETAIL
3/4" = 1'-0"S300
5 TYPICAL CONCRETE WALL REINFORCEMENT AT CORNER AND INTERSECTION
3/4" = 1'-0"S300
6 TYPICAL FOUNDATION WALL PENETRATION DETAIL
3/4" = 1'-0"S300
4 WALL FOOTING CONSTRUCTION JOINT
3/8" = 1'-0"S300
7 TYPICAL PIPE SLEEVE THROUGH WALL FOOTING
3/4" = 1'-0"S300
8 TYPICAL STEPPED FOOTING DETAIL
3/4" = 1'-0"S300
9 TYPICAL STOOP DETAIL
1/2" = 1'-0"S300
3 FOUNDATION UNDERCUTTING DETAIL
1/2" = 1'-0"S300
10 TYPCIAL ELEVATOR SUMP PIT DETAIL
No.Description Date
1' - 0"1'-0"1'-0"T/PIER @
ELEV. (99'-4")
1' - 0"
2' - 0"2'-0"#3 TIES @ 3" O.C.
OVER ANCHOR
RODS AND @ 12" O.C.
THEREAFTER
(8) #6 VERT. W/
180 DEG. HOOKS
AT TOP OF
CORNER BARS
1' - 0"1'-0"1'-0"T/PIER @
ELEV. (99'-0")
1' - 0"
2' - 0"2'-0"#3 TIES @ 3" O.C.
OVER ANCHOR
RODS AND @ 12" O.C.
THEREAFTER
(8) #6 VERT. W/
180 DEG. HOOKS
AT TOP OF BARS
9"9"9"T/PIER @ ELEV.
(99'-0") AT PATIO COLUMNS
(99'-4") AT VESTIBULE COLUMNS
9"
1' - 6"1'-6"#3 TIES @ 12 " O.C.
(4)#6 VERT.
(4) #6 VERT.
CONTINUE WALL
BARS THROUGH
PIER
T/PIER @
ELEV. (99'-4")
#3 TIES @ 12" O.C.9"5"1'-3"9"9"
1' - 6"1'-8"(8) #6 VERT. W/ 180
DEG. HOOK AT
TOP OF CORNER BARS
CONTINUE WALL
BARS THROUGH
PIER
T/PIER @
ELEV. (99'-4")
#3 TIES @ 3" O.C.
OVER ANCHOR RODS
AND @ 12" O.C. THEREAFTER
1' - 1"1' - 1"9"1'-1"11"2' - 2"1'-8"2' - 3"
1' - 1 1/2"1' - 1 1/2"1'-3"5"1'-11/2"1'-8"(8) #6 VERT.W/180
DEG HOOK AT TOP
OF BARS
CONTINUE WALL
BARS THROUGH
PIER
T/PIER @
ELEV. (99'-4")
#3 TIES @3" O.C. OVER
ANCHOR RODS AND @
12" O.C. THEREAFTER
11"63/4"10"1'-53/4"11"7 1/8"10"
#3 TIES @ 3" O.C.
OVER ANCHOR RODS
AND @ 10" O.C.
THEREAFTER
(8)#5 VERT. W/180 DEG
HOOKS AT TOP OF
CORNER BARS
1' - 6 1/8"
T/PIER @
ELEV. (99'-4")
CONTINUE WALL
BARS THROUGH
PIER (TYP.)
#3 TIES @ 3" O.C.
OVER ANCHOR RODS
AND @ 12" O.C.
THEREAFTER
(8) #6 VERT. W/ 180 DEG.
HOOKS AT TOP OF
BARS
1' - 3"5"1' - 0"
1' - 8"1'-3"5"1'-0"CONTINUE WALL
BARS THROUGH
PIER (TYP.)1'-8"T/PIER @
ELEV. (99'-4")#3 TIES @ 3" O.C.
OVER ANCHOR RODS
AND @ 10" O.C.
THEREAFTER
(8) #5 VERT. W/180 DEG.
HOOKS AT TOP OF
CORNER BARS
1' - 3"7"10"
1' - 10"1'-3"5"10"CONTINUE WALL
BARS THROUGH
PIER (TYP.)1'-8"T/PIER @
ELEV. (99'-4")
(8) #6 VERT. W/ 180
DEG. HOOK AT
TOP OF BARS
CONTINUE WALL
BARS THROUGH
PIER
T/PIER @
ELEV. (99'-4")
#3 TIES @ 3" O.C.
OVER ANCHOR RODS
AND @ 12" O.C. THEREAFTER
10 1/2"10 1/2"63/4"101/2"11"1' - 9"
#3 TIES @ 12" O.C.
(4) #6 VERT.
CONTINUE WALL
BARS THROUGH
PIER (TYP.)
T/PIER @
ELEV. (99'-4")1'-8"1'-3"5"9"5"1' - 3"
1' - 8"
9"
www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
3/4" = 1'-0"3/30/201710:51:37AMS302
CONCRETE PIER
DETAILS
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
3/4" = 1'-0"S302
5 PIER PE
3/4" = 1'-0"S302
6 PIER PF
3/4" = 1'-0"S302
8 PIER PH
3/4" = 1'-0"S302
9 PIER PJ
3/4" = 1'-0"S302
10 PIER PK
3/4" = 1'-0"S302
1 PIER PA
3/4" = 1'-0"S302
2 PIER PB
3/4" = 1'-0"S302
3 PIER PC
3/4" = 1'-0"S302
4 PIER PD
3/4" = 1'-0"S302
12 PIER PL
3/4" = 1'-0"S302
7 PIER PG
No.Description Date
SLAB OPENING (SEE PLAN FOR
PIT OR OTHER CONSTRUCTION
BELOW OPENING)
1-#5 x 4'-0"
EACH CORNER, TYP
LOCATE REINFORCING
WITH 2" CLR TO
TOP OF SLAB TYPICAL21/2"CLRTYPICALEQUALTYPICALEQUALPLUMBINGDETAILSCOORDINATEWITHPIPE SET DRAIN PRIOR TO
CONCRETE PLACEMENT
SEE TYPICAL SLAB ON GRADE
CONSTRUCTION DETAIL(S) FOR
BELOW SLAB REQUIREMENTS
TOP OF SLAB (OR FINISHED
FLOOR) ELEVATION AT DRAIN
PLANSEECMU WALL REFER TO PLANS FOR SIZE
AND LAYOUT. REFER TO TYPICAL
DETAILS FOR WALL REINFORCING.DRILL AND EPOXY GROUT
DOWELS TO MATCH
VERTICAL REINFORCING
SIZE AND SPACINGDOWELS
T/SLAB PER PLAN. SEE
PLAN FOR THICKNESS
AND REINFORCEMENT
SEEPLANtS(8"MIN)2*ts(12" MIN.)
2*tw
tw
1
1
(2)-#6 CONT.#4 SUPT. BARS ON
BOLSTERS @ 3'-0" O.C.SEESCHEDULELAPSPLICENOTES:
1. SEE CONCRETE GENERAL NOTES AND SPECIFICATION SECTION 033000 - CAST-IN-PLACE CONCRETE FOR
SLAB FINISH AND CURING REQUIREMENTS
2. SEE SPECIFICATION SECTION 312000 - EARTH MOVING FOR SUBGRADE MATERIAL AND COMPACTION
REQUIREMENTS.
SLAB ON GRADE
PROVIDE MINIMUM OF 6" LAYER OF FREE DRAINING GRANULAR FILL MATERIAL
COMPACTED TO AT LEAST 95% OF THE MODIFIED PROCTOR DENSITY (ASTM
D1557). COORDINATE SUBGRADE REQUIREMENTS WITH GEOTECHNICAL
REPORT
SHEET VAPOR RETARDER
WHERE INDICATED
SEE SPECIFICATIONS
WELDED WIRE MESH SHRINKAGE &
TEMPERATURE REINFORCING
WHERE INDICATED (SEE PLAN)PLANSEE1"CLRNOTES:
1. SAWCUT JOINT AS SOON AS POSSIBLE AFTER THE CONCRETE HARDENS. THE CONCRETE IS HARD ENOUGH WHEN THE BLADE
DOES NOT DISLODGE AGGREGATE, AND WHEN THE EDGES OF THE CUT DO NOT RAVEL. COMPLETE SAWCUTTING BEFORE
SHRINKAGE STRESSES BECOME SUFFICIENT TO PRODUCE CRACKING.
2. PREPARE AND SEAL JOINT AS SPECIFIED IN DIVISION 7 OF THE PROJECT MANUAL.
3. CURLING OF THE SLAB ON GRADE WILL OCCUR AT CONTROL JOINT LOCATIONS. FOR SLABS WITH FLOOR COVERINGS,
GRINDING MAY BE REQUIRED FOR PROPER INSTALLATION OF FLOOR COVERING.
4. LAYOUT CONTROL JOINT LOCATIONS BEFORE SLAB CONSTRUCTION AND DISCONTINUE ANY SLAB REINFORCING AT JOINTS.
5. SEE SPECIFICATION 033000 FOR JOINT WIDTH & DEPTH WHEN SOFF-CUT SYSTEM IS USED FOR CUTTING CONTROL JOINTS.PLANSEESEE TYPICAL SLAB ON GRADE CONSTRUCTION
DETAIL(S) FOR BELOW SLAB REQUIREMENTS
1/4" MAXIMUM JT WIDTH (SEE NOTE 5)(SEENOTE5)THKNS/4CONTINUOUS SAWCUT CONTROL
JOINT (SEE NOTES 1 AND 2)
2"2"
NOTES:
1. CONTRACTOR SHALL COORDINATE CONSTRUCTION JOINTS SUCH THAT THEY COINCIDE WITH CONTROL JOINT
LOCATIONS SHOWN ON PLANS. SEE PLANS FOR LOCATIONS WHERE FULL-DEPTH CONSTRUCTION JOINTS ARE REQUIRED.
2. APPLY LIQUID BONDBREAKER TO FULL DEPTH OF CONSTRUCTION JOINT.
3. PREPARE AND SEAL JOINT AS SPECIFIED IN DIVISION 7 OF THE PROJECT MANUAL.PLANSEESEE TYPICAL SLAB ON GRADE CONSTRUCTION
DETAIL(S) FOR BELOW SLAB REQUIREMENTS
1
2
1
2
CONTINUOUS
2x4 SHEAR KEY
6"6"8"MIN.NOTES:
1. SEE PLAN FOR SLAB RECESS LOCATIONS AND DIMENSIONS.
SLAB ON GRADE
SEE TYPICAL SLAB ON GRADE CONSTRUCTION
DETAIL(S) FOR BELOW SLAB REQUIREMENTSTHICKNESS
2 x SLAB PLANSEE(SEENOTE1)SLABRECESS,RPROVIDE KEYWAY AT REQUIRED (SEE
PLAN) OR OPTIONAL CONSTRUCTION
JOINT LOCATIONS
#4 @ 18" O.C.
CONCRETE PIER
NOTE 3
CJ CJ CJ CJ CJCJ
CJCJTYPICAL2"CLRNOTE 4
TYPICAL2"CLRNOTE 3
AND 7
TYPICAL2"CLRNOTE 1 AND 7 CJCJNOTE 2 AND 7
BASE PLATE
NOTE 4
CONCRETE PIER
NOTE 1 AND 7
NOTE 4
BASE PLATETYPICAL2"CLRINTERIOR COLUMN
WITHOUT PIER
INTERIOR COLUMN
WITH PIER
NOTE 4
CONTROL OR
CONSTRUCTION
JOINT ON COLUMN
CENTERLINES, TYP
NOTE 4
NOTE 4 TYPICAL2"CLRCONCRETE PIER
NOTE 1 AND 7
NOTE 5
NOTE 5
NOTE 5SLAB ON GRADE
NOTES:
COLUMN ISOLATION SECTION: DEPTH OF CONCRETE ISOLATION SECTION TO EXTEND TO TOP OF CONCRETE PIER.
COLUMN ISOLATION SECTION: DEPTH OF CONCRETE ISOLATION SECTION TO EXTEND TO TOP OF FOOTING.
COLUMN ISOLATION SECTION: DEPTH OF CONCRETE ISOLATION SECTION TO MATCH THICKNESS OF ADJACENT SLAB ON GRADE.
PROVIDE BONDBREAKER BETWEEN COLUMN ISOLATION SECTIONS AND SLAB ON GRADE, UNLESS OTHERWISE NOTED. SEE PLAN
FOR LOCATIONS WHERE ROUND ISOLATION JOINTS ARE REQUIRED.
PROVIDE BONDBREAKER BETWEEN WALL OR GRADE BEAM AND SLAB ON GRADE, UNLESS OTHERWISE NOTED.
"CJ" DENOTES SAWCUT CONTROL JOINT IN SLAB ON GRADE. SEE TYPICAL SLAB ON GRADE CONTROL JOINT DETAIL.
AT BRACED-BAY COLUMNS, ENLARGE ISOLATION SECTION AS REQUIRED SUCH THAT PORTION OF BRACING THAT PENETRATES SLAB
IS COMPLETELY WITHIN ISOLATION SECTION.
PROVIDE (1) #4 REINFORCING IN ISOLATION SLAB AS INDICATED. LOCATE REINFORCING WITH 2" CLEAR TO TOP OF SLAB. DETAIL
REINFORCING TO MATCH ISOLATION SLAB GEOMETRY, WITH STANDARD LAP LENGTHS AS REQUIRED AT BAR SPLICES (REDUCE
LENGTHS AS REQUIRED BY ISOLATION SLAB GEOMETRY).
1.
2.
3.
4.
5.
6.
7.
8.
NOTE 3
CJ
TYPICAL2"CLRNOTE 46"6"CJ CJCJ
CJCJ CJCJ
CJNOTE 8 TYPICAL2"CLR2"CLRCOLUMN BASE PLATE
OR CONCRETE PIER
(NOTES 1, 2, AND 7
AS APPLICABLE)
SPECIAL CONDITIONS
TYPICAL11/2"CLRwww.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
As indicated
3/30/201710:51:39AMS305
TYPICAL SLAB ON
GRADE
REINFORCING
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
3/4" = 1'-0"S305
6 TYPICAL OPENING IN SLAB ON GRADE
1 1/2" = 1'-0"S305
7 TYPICAL FLOOR DRAIN
3/4" = 1'-0"S305
9 TYPICAL CMU WALL ON SLAB ON GRADE
1 1/2" = 1'-0"S305
1 TYPICAL SLAB ON GRADE CONSTRUCTION
1 1/2" = 1'-0"S305
3 TYPICAL SLAB ON GRADE CONTROL JOINT
1 1/2" = 1'-0"S305
2 TYPICAL SLAB ON GRADE CONSTRUCTION JOINT
1 1/2" = 1'-0"S305
4 TYPICAL SLAB ON GRADE DEPRESSION
3/8" = 1'-0"S305
5 TYPICAL COLUMN ISOLATION JOINT
No.Description Date
CENTERLINE
OF COLUMN
CENTERLINE
OF COLUMN
(1) #4 x 4'-0" TOP BAR
TYPICAL AT EACH
STEEL COLUMN
CENTERLINE
OF COLUMN
CENTERLINE
OF COLUMN
(1) #4 x 4'-0"
(1) #4 TOP 3'-0"
3'-0"
EDGE OF SLAB
SEEPLANSEE EDGE
REINFORCING
DETAIL
CENTERLINE OF COLUMN
(1) #4 x 4'-0"
(1) #4 TOP 3'-0"3'-0"
EDGE OF SLAB
SEEPLANSEE EDGE
REINFORCING DETAIL
TOP OF SLAB -
SEE PLAN
SEE ELEVATED FLOOR
PLANS FOR CONCRETE AND
STEEL DECK INFORMATION
SEE PLAN AND SLAB SCHEDULE FOR
TYPICAL SLAB REINFORCING.
SUPPORT WIRE MESH ON SLAB
BOLSTERS AT 2'-6" O.C. WHERE NO
REBAR BELOW IS REQUIRED.1"CLRTYP2' - 0"2' - 0"
#4 AT 12" O.C. x 4'-0" LONG,
CENTERED OVER ALL INTERIOR
GIRDERS (WHERE DECK SPAN IS
PARALLEL WITH GIRDER). LOCATE
BELOW WIRE MESH AS INDICATED
SUPPORT REINFORCING ON
SLAB BOLSTERS AS
INDICATED.
SEE PLAN FOR
TOP OF SLAB SEE PLAN
EOS
1-#4 CONTINUOUS
(LOCATE AT
BOTTOM SIDE OF
BENT PLATE SHEAR
STUDS AS
INDICATED)
#5 WITH 180-DEG HOOK, AT 12" O.C.
TYPICAL (TURN HOOKS AS REQUIRED TO
MAINTAIN REQUIRED CLEAR COVER TO
TOP OF SLAB)
SEE TYPICAL COMPOSITE SLAB
REINFORCING DETAIL(S) FOR INTERIOR
REINFORCING REQUIREMENTS (IF ANY).
INTERIOR REINFORCING SHALL EXTEND
TO WITHIN 1" OF EDGE OF DECK, TYPICAL 1/2"CLRTYPSUPPORT REINFORCING ON
SLAB BOLSTERS AS
INDICATED.www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
1" = 1'-0"3/30/201710:51:40AMS310
TYPICAL
COMPOSITE SLAB
REINFORCING
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
1" = 1'-0"S310
3 TYPICAL COMPOSITE SLAB REINFORCEMENT AT INTERIOR COLUMN
1" = 1'-0"S310
5 TYPICAL COMPOSITE SLAB REINFORCEMENT AT CORNER COLUMN
1" = 1'-0"S310
4 TYPICAL COMPOSITE SLAB REINFORCEMENT AT EDGE COLUMN
1" = 1'-0"S310
1 TYPICAL COMPOSITE SLAB REINFORCING DETAIL
1" = 1'-0"S310
2 TYPICAL COMPOSITE SLAB REINFORCING AT EDGE
No.Description Date
5/16
TYP.STEEL COLUMN
PER PLAN OR SCHEDULE
3/4" BASE PLATE
s/(4)3/4"ø A325 BOLTS
STIFF PLATE EACH SIDE OF
BEAM WEB ALIGN W/ FACE
OF COLUMN FLANGE. MIN
STIFF PLATE THICNESS TO
MATCH COLUMN FLANGE
THICKNESS
5/16 3 SIDES TYP
FINISH END
5/16 TYP.
STEEL COLUMN
PER PLAN OR SCHEDULE
3/4" BASE PLATE
W/(4) - 3/4" DIA. A325 BOLTS
1/2" STIFF PLATE EACH
SIDE OF BEAM WEB
ALIGN W/ OUTSIDE EDGE
OF COLUMN FLANGE
WIDTH
5/16 3 SIDES TYP
FINISH END
STIFF. PLATE EACH SIDE
OF BEAM WEB ALIGN W/
COLUMN WEB. MIN. STIFF
PLATE THICKNESS TO
MATCH COLUMN WEB
THICKNESS.
1/2" THICK STIFFENER PLATE EACH
SIDE OF BEAM WEB ALIGN W/ COLUMN
FLANGES. STIFFENER PLATE SHALL BE
USED FOR SHEAR CONNECTION FOR
BEAM IN XVERSE DIR. CONNECTION
SHALL BE IAW BEAM-TO-COLUMN
TYPICAL CONNECTION.5/16
3 SIDES TYP
FINISH END
3/4"x12"x1'-4" CAP
PLATE W/(4) - 3/4"
DIA. A325 BOLTS
STEEL COLUMN
PER PLAN
5/16
TYP.
5/16
3 SIDES TYP
FINISH END3/4" CAP PLATE
W/(4) - 3/4" DIA.
A325 BOLTS
COLUMN PER PLAN
5/16
TYP.
1 1/2"
6 1/2"6 1/2"
1 1/2"
1/2" THICK STIFFENER PLATE EACH
SIDE OF BEAM WEB ALIGN W/ CL. OF
COLUMN OR COLUMN WEB. STIFFENER
PLATE SHALL BE USED FOR SHEAR
CONNECTION FOR BEAM IN XVERSE
DIR. CONNECTION SHALL BE IAW BEAM-
TO-COLUMN TYPICAL CONNECTION.
STRONG AXIS WEAK AXIS
1/2" THICK STIFFENER PLATE EACH SIDE OF
BEAM WEB ALIGN W/ CL. OF COLUMN OR
COLUMN WEB. STIFFENER PLATE SHALL BE
USED FOR SHEAR CONNECTION FOR BEAM
IN XVERSE DIR. CONNECTION SHALL BE IAW
BEAM-TO-COLUMN TYPICAL CONNECTION.
Sb SbCb Cb = B/2 - Sb
Cn=N/2-SnSnSnCnNB
PLATE THICKNESS, Tbp
PER SCHEDULE
wbl 3"TYPE 1
OVER-SIZED ANCHOR
HOLES (SEE NOTE 2)
NOTES:
1.
2.
REFER TO BASE PLATE SCHEDULE FOR ALL DIMENSIONS,
THICKNESSES, NUMBER AND SIZE OF ANCHORS
PROVIDE THE FOLLOWING ANCHOR HOLE DIAMETER BASED
ON ANCHOR SIZE:
3/4" ANCHOR = 1 5/16" HOLE
1" ANCHOR = 1 13/16" HOLE
1 1/4" ANCHOR = 2 1/16" HOLE
2" ANCHOR = 3 1/4" HOLE
NOTES:
1.
2.
3.
4.
5.
6.
REFER TO GENERAL NOTES FOR INFORMATION PERTAINING TO STRUCTURAL STEEL CONSTRUCTION
REFER TO PLAN OR COLUMN SCHEDULE FOR BASE PLATE MARK.
REFER TO TYPICAL BASE PLATE DETAIL (THIS DRAWING) FOR BASE PLATE FABRICATION AND ATTACHMENT REQUIREMENTS.
ANCHOR LAYOUT SHALL MATCH BASE PLATE HOLE LAYOUT SHOWN IN TYPICAL BASE PLATE DETAIL AND GIVEN IN THIS SCHEDULE.
CONTRACTOR SHALL USE RIGID TEMPLATES TO SET ANCHORS IN CORRECT POSITION AND ELEVATION.
ALL BASE PLATES SHALL BE A572 GRADE 50 STEEL.EMBEDMENTDEPTH,He(SEESCHEDULE)BASEPLATETHICKNESS,TbpTgr=2*DaNON-SHRINK,NON-METALICGROUTBEDLe=Tg+Tp+2*DaEXTENSIONANCHOR SIZE, Da
TOP OF PIER OR
FOUNDATION PER PLAN
ASTM F1554 HEADED ANCHOR BOLT WITH
DOUBLE NUTS AT TOP FOR LEVELING.
REFER TO PLAN AND / OR COLUMN
SCHEDULE FOR SIZE, GRADE, AND
QUANTITY REQ'D AT EA. ANCHORAGE
www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
As indicated
3/30/201710:51:42AMS501
TYPICAL STEEL
COLUMN DETAILS
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
1" = 1'-0"S501
4 TYPICAL TRANSFER COLUMN DETAIL
1" = 1'-0"S501
5 TYPICAL BEAM OVER COLUMN DETAIL
1" = 1'-0"S501
2 TYPICAL BASE PLATE DETAILS
1" = 1'-0"S501
1 BASE PLATE SCHEDULE
STEEL BASE PLATE SCHEDULE
MARK
GEOMETRY ANCHORAGE
WELD SIZE,
wblLENGTH, N WIDTH, B
THICKNESS,
Tp TYPE Sn Sb NUMBER, N SIZE
BP1 12"12"1 1/2"1 4 1/2"4 1/2"4 3/4"3/8"
BP2 10"10"3/4"1 3 1/2"3 1/2"4 3/4"3/16"
BP3 11"11"3/4"1 4"4"4 3/4"3/16"
BP4 13"13"1 1/4"1 5"5"4 1"5/8"
BP5 16"14"1 1/2"1 6 1/2"5 1/2"4 3/4"3/16"
BP6 16"16"1 1/2"1 6 1/2"6 1/2"4 1"5/8"
BP7 16"16"1 1/4"1 6 1/2"6 1/2"4 1"1/2"
BP8 13"13"1 3/8"1 5"5"4 3/4"5/16"
BP9 13"13"1 1/2"1 5"5"4 1"3/8"
1 1/2" = 1'-0"S501
3 TYPICAL CAST-IN ANCHOR DETAIL
No.Description Date
4 1/2"4 1/2"41/2"41/2"(4)3/4"ø F1554
GR.36 ANCHOR
RODS W/ 15" EMBEDMENT
3 1/2"3 1/2"31/2"31/2"(4)3/4"ø F1554
GR.36 ANCHOR
RODS W/ 9" EMBEDMENT
4"4"4"4"(4)3/4"ø F1554 GR.36
ANCHOR RODS
W/ 9" EMBEDMENT
5"5"5"5"(4)1"ø F1554 GR.36
ANCHOR RODS
W/ 15" EMBEDMENT
6 1/2"6 1/2"61/2"61/2"(4)1"ø F1554 GR.36
ANCHOR RODS
W/ 15" EMBEDMENT
5 1/2"5 1/2"61/2"61/2"(4)1"ø F1554 GR.36
ANCHOR RODS
W/ 12" EMBEDMENT
6 1/2"6 1/2"61/2"61/2"(4)1"ø F1554 GR.36
ANCHOR RODS
W/ 12" EMBEDMENT
6 1/2"6 1/2"61/2"61/2"(4)3/4"ø F1554 GR.36
ANCHOR RODS
W/ 12" EMBEDMENT
6 1/2"6 1/2"61/2"61/2"(4)3/4"ø F1554 GR.36
ANCHOR RODS
W/ 15" EMBEDMENT
www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
1 1/2" = 1'-0"3/30/201710:51:44AMS502
ANCHOR ROD
LAYOUTS
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
1 1/2" = 1'-0"S502
1 LAYOUT AR1
1 1/2" = 1'-0"S502
2 LAYOUT AR2
1 1/2" = 1'-0"S502
3 LAYOUT AR3
1 1/2" = 1'-0"S502
4 LAYOUT AR4
1 1/2" = 1'-0"S502
5 LAYOUT AR5
1 1/2" = 1'-0"S502
6 LAYOUT AR6
1 1/2" = 1'-0"S502
7 LAYOUT AR7
1 1/2" = 1'-0"S502
8 LAYOUT AR8
1 1/2" = 1'-0"S502
9 LAYOUT AR9
No.Description Date
AABEAM PER PLAN
GIRDER PER PLAN SECTION A-A
1.
2.
3.
4.
5.
SEE STRUCTURAL STEEL GENERAL NOTES FOR INFORMATION PERTAINING TO CONNECTIONS.
SLAB OR ROOF DECK NOT SHOWN FOR CLARITY. REFER TO PLANS AND TYPICAL DETAILS FOR INFORMATION
PERTAINING TO SLAB AND OR STEEL DECKING.
DOUBLE ANGLES MAY BE EITHER SHOP WELDED OR FIELD BOLTED TO BEAM OR COLUMN AT CONTRACTOR'S
OPTION. DETAIL SHOWS BOTH OPTIONS - DO NOT USE WELDS AND BOLTS IN COMBINATION. CONNECTIONS
SHALL NOT BE FIELD-WELDED UNLESS SPECIFICALLY INDICATED. SEE CONNECTION SCHEDULE FOR BOLTING
AND WELDING REQUIREMENTS. ADD 1/2" TO "L" DIMENSION IN SCHEDULE IF WELDED OPTION(S) USED.
WHERE BEAM-TO-GIRDER CONNECTION IS A MOMENT CONNECTION, NUMBER OF BOLTS MAY BE REDUCED BY
ONE BOLT IF NECESSARY FOR CONNECTIONS HAVING THREE OR MORE BOLTS. IF NUMBER OF BOLTS IS
REDUCED, BOLTS IN CONNECTION SHALL BE 1" DIAMETER A490-N BOLTS THROUGH STD. DIA. HOLES. ANGLE
THICKNESS SHALL ALSO BE INCREASED TO 3/8".
ALL SHEAR CONNECTION CONDITIONS WHERE THIS DETAIL IS NOT APPLICABLE OR IS NOT DESIRED BY THE
CONTRACTOR SHALL BE DESIGNED AND DETAILED BY THE FABRICATOR'S ENGINEER AND ONLY AFTER
EXPRESSED CONSENT OF THE ENGINEER OF RECORD.
NOTES:
BEAM
SIZE
LENGTH OF
ANGLES, L (IN)
NUMBER OF 3/4" DIA.
A325-X BOLTS
W8 5 1/2"2
W10 5 1/2"2
W12 8 1/2"3
W14
W16 11 1/2"4
W18 14 1/2"5
W21 17 1/2"6
W24
W27
W30
W33
W36
W40
W44
20 1/2"7
23 1/2"8
26 1/2"9
29 1/2"10
29 1/2"10
33 1/2"11
35 1/2"12
WELD @ GDR.
WEB, wa
WELD @ BEAM
WEB, wb
1/4 1/4
1/4 1/4
1/4 1/4
1/4 1/4
1/4 1/4
1/4 1/4
1/4 1/4
1/4 1/4
1/4 1/4
1/4 5/16
1/4
1/4
1/4
1/4
BEAM
3/4" DIA. A325-X
BOLTS PER
SCHEDULE
8 1/2"3
5/16
5/16
5/16
5/1611/4"n-1@3"41/4"wa
WELDED
OPTION (SEE
NOTE 3)
wb
WELDED
OPTION (SEE
NOTE 3)
wa 2wa
WELDED
OPTION (SEE
NOTE 3)LGIRDER PER PLAN
SHEAR CONNECTION PER
TYPICAL BEAM-TO-GIRDER
SHEAR CONNECTION
DETAIL (SEE NOTE 2)
BEAM PER PLAN BEAM PER PLAN
CJP - TYP.
EA. SIDE
T & B
WELD ACCESS HOLES
PER AISC REQ'S
SHEAR CONNECTION PER
TYPICAL BEAM-TO-GIRDER
SHEAR CONNECTION DETAIL
(SEE NOTE 3)
CJP - TYP.
EA. SIDET & B
GIRDER PER PLAN
BEAM PER PLAN
WELD ACCESS HOLES
PER AISC REQ'S
BEAM TO HSS COLUMN BEAM TO BEAM
NOTE:
WHEN NO REACTIONS ARE SHOWN ON THE STRUCTURAL FRAMING PLANS, DESIGN CONNECTION TO
SUPPORT A MINIMUM REACTION VALUE EQUAL TO THE AISC "TABULATED ALLOWABLE UNIFORM LOAD"
VALUE FOR THE GIVEN SHAPE, GRADE OF STEEL, AND SPAN LENGTH DIVIDED BY TWO FOR THE
PARTICULAR BEAM IN QUESTION. IF THE BEAM IS DESIGNED AS A COMPOSITE BEAM WITH SHEAR STUDS,
MULTIPLY THE REACTION VALUE BY A FACTOR OF 1.5. PLATE LENGTHS AND MINIMUM NUMBER OF BOLTS
ARE LISTED BELOW.
W8
W10
W12
W14
W16
W18
W21
6
6
9
9
12
15
18
2
2
3
3
4
5
6
3/8" THICK SHEAR
PLATE THROUGH
SLOTTED TUBE TYP.ERECTION
ANGLE IF
REQUIRED
3/8" SHEAR
PLATE TYP.
OF
GIRDER
W24
W27
W30
W36
W40
W44
21
24
24
30
33
36
7
8
8
10
11
12
W33 27 9
BEAM LENGTH OF
PLATE, L (IN)
NUMBER OF
3/4" DIA 490-N BOLTS BEAM LENGTH OF
PLATE, L (IN)
NUMBER OF
3/4" DIA A490-N BOLTS
OF COLUMN
SYMMETRICAL
Ld/21/4"
1/4"
TYP.1/4"
1/4"
TYP.d/2LL11/2"BEAM PER PLAN
COLUMN PER PLAN
TYP. TOP &
BOTTOM
FLANGE
3/4" TOP PLATE
10"x10"x1" PLATE
SHOP WELDED
IN COLUMN www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
As indicated
3/30/201710:51:45AMS505
TYPICAL STEEL
CONNECTION
DETAILS
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
1" = 1'-0"S505
5 TYPICAL DOUBLE ANGLE SHEAR CONNECTION
1" = 1'-0"S505
1 TYPICAL BEAM TO DEEP GIRDER MOMENT CONNECTION
1" = 1'-0"S505
2 TYPICAL BEAM TO SHALLOW GIRDER MOMENT CONNECTION
3/4" = 1'-0"S505
4 TYPICAL SHEAR PLATE CONNECTION DETAIL
1" = 1'-0"S505
3 TYPICAL WIDE FLANGE BEAM TO TUBE COLUMN MOMENT CONNECTION
No.Description Date
SEENOTE2SUPPORTFASTENERSSEE NOTE 3
SIDELAP FASTENERS
PERIMETER DECK EDGE
FASTENERS TO SUPPORT
(SEE NOTE 2)
LAYOUT OR SPLIT DECK AS REQUIRED TO
ALLOW FOR DECK FASTENING TO INTERIOR
BEAMS WHICH ARE INCLUDED IN BRACED
BAYS OR NOTED AS HAVING AXIAL TRANSFER
CONNECTIONS AT ONE OR BOTH ENDS
(DENOTED ON PLAN BY 'CX'). PROVIDE
PERIMETER EDGE FASTENING PATTERN.
NOTES:
1.
2.
3.
SEE GENERAL NOTES AND COMPOSITE STEEL DECKING SPECIFICATION SECTION
FOR ADDITIONAL INFORMATION PERTAINING TO STEEL ROOF DECKING AND ITS
ATTACHMENTS.
STEEL ROOF DECK FASTENERS TO STEEL FRAME SHALL BE 5/8" DIA (MIN) PUDDLE
WELDS.
STEEL ROOF DECK SIDELAP FASTENERS SHALL BE #10 SELF-DRILLING (TEK)
SCREWS, MINIMUM. PROVIDE SIDE LAP FASTENERS AT 1/3 POINTS OR 2'-0"
WHICHEVER IS LESSER.
SEE NOTE 2
EOD (SEE PLAN)
BENT PLATE (SEE NOTE 1)
tp (SEE SCHEDULE)
PLATE THICKNESS,
EDGE
OF DECK
DIMENSION
EOD < 14"
tp MIN
14" > EOD < 18"
1/4"
3/8"
BENT PLATE THICKENSS SHOWN IN SHEDULE IS THE VALUE TO BE USED WHEN PLATE THICKNESS IS NOT
OTHERWISE NOTED IN PLAN OR DETAILS. WHEN PLATE THICKNESS LARGER THAN SCHEDULED THICKNESS IS
SPECIFIED, USE THE LARGER THICKNESS WHERE DETAIL OR PLAN NOTE DESIGNATION IS APPLICABLE.
BENT PLATE AT EDGE OF DECK SHALL BE FIELD INSTALLED. THE "EOD" DIMENSION REFERENCED IN PLAN IS A
NOMINAL DIMENSION. DUE TO TOLERANCES IN FABRICATION AND ERECTION, THE STEEL BEAM/GIRDER MAY
NOT BE EXACTLY PARALLEL TO AND CENTERED ON THE GRIDLINE DEPICTED IN THE DRAWINGS. THE BENT
PLATE SHALL BE FIELD ALIGNED WITH THE ARCHITECTURAL BUILDING LINE TAKING INTO ACCOUNT ALL
TOLERANCES IN FABRICATION AND ERECTION.4"TYPNOTES:
1.
2.
BEAM PER
PLAN
ROOF DECK PER
PLAN. SEE PLAN FOR
SPAN DIRECTION.
3/16 2-12
PROVIDE L3x3x1/4 @ 4'-0" O.C.
KICKER IF E.O.D. IS GREATER THAN 12"
FASTEN PERIMETER
DECK EDGES TO
SUPPORT @ 12" OC
TYPICAL (SEE NOTE 2)
LAYOUT OR SPLIT DECK AS REQUIRED
TO ALLOW FOR DECK FASTENING TO
INTERIOR BEAMS WHICH ARE INCLUDED
IN BRACED BAYS OR NOTED AS HAVING
AXIAL TRANSFER CONNECTIONS AT ONE
OR BOTH ENDS (DENOTED ON PLAN BY
'CX'). FASTENING @ 12" OC TYPICAL IN
THESE CONDITIONS.
SEE GENERAL NOTES AND COMPOSITE STEEL DECKING SPECIFICATION SECTION FOR ADDITIONAL
INFORMATION PERTAINING TO COMPOSITE STEEL DECKING AND ITS ATTACHMENTS.
COMPOSITE STEEL DECK SHALL BE FASTENED TO STEEL FRAME USING 3/4" DIA. (MIN) PUDDLE WELDS.
WHERE SHEAR STUDS ARE REQUIRED ON STEEL BEAMS, SHEAR STUD WELDS MAY BE USED TO REPLACE
DECK FASTENERS. WHERE CONCRETE SUPPORTS ARE PROVIDED AT BASEMENT WALLS OR OTHER SIMILAR
CONDITIONS, ATTACH DECK USING POWER ACTUATED FASTENERS IF STEEL EMBED PLATE IS NOT PROVIDED.
STEEL FLOOR DECK SIDELAP FASTENERS SHALL BE #10 SELF-DRILLING (TEK) SCREWS, MINIMUM.
FASTEN DECK TO SUPPORTS
@ 12" OC TYPICAL (SEE NOTE
2)
PROVIDE SIDELAP
FASTENERS AT THIRD-
POINTS OF DECK SPAN, OR
3'-0", WHICHEVER IS LESS.
1.
2.
3.
NOTES:BEAMSPACINGPERPLANAISC MIN. TYP.
BEAM PER PLAN
L4"x4"x5/16" AT COMPOSITE SLAB
L3"x3"x5/16" AT METAL DECK
BEAM PER PLAN
NOTES:
1.
2.
3.
4.
PROVIDE STEEL FRAME AROUND ALL OPENINGS WITH ANY DIMENSION 12" OR LARGER.
VERIFY SIZE AND LOCATION OF OPENINGS WITH THE VARIOUS TRADES. PROVIDE STEEL
FRAME AROUND THE GROUP OF ANY TWO OR MORE PIPE PENETRATIONS WITH LESS
THAN 12" CLEAR BETWEEN THE PENETRATIONS. VERIFY SIZE AND LOCATION OF THE
PENETRATIONS WITH THE VARIOUS TRADES.
SUBMIT FRAME LAYOUTS AS COORDINATED WITH OTHER TRADES FOR SIZES AND
LOCATIONS FOR A/E APPROVAL.
PROVIDE STEEL FRAME AROUND ALL ROOF DRAINS REQUIRING METAL SUMP PAN. FOR
NUMBER AND LOCATIONS OF ROOF DRAINS, SEE PLUMBING & ARCHL DWGS.
COMPOSITE SLAB PER
PLAN (SEE NOTE 2)
BEAM PER PLAN
1/4 3-12
3/4" DIA. x 6" WELDED HEAD
ANCHOR STUDS @ 1'-6" O.C.SEEPLANEDGE
OF SLAB
DIMENSION
EOS < 14"
tp MIN
14" > EOS < 18"
1/4"
3/8"
(SEE SCHEDULE)
PLATE THICKNESS, tp
BENT PLATE THICKENSS SHOWN IN SHEDULE IS THE VALUE TO BE USED WHEN PLATE THICKNESS IS
NOT OTHERWISE NOTED IN PLAN OR DETAILS. WHEN PLATE THICKNESS LARGER THAN SCHEDULED
THICKNESS IS SPECIFIED, USE THE LARGER THICKNESS WHERE DETAIL OR PLAN NOTE DESIGNATION
IS APPLICABLE.
BENT PLATE AT EDGE OF DECK SHALL BE FIELD INSTALLED. THE "EOS" DIMENSION REFERENCED IN
PLAN IS A NOMINAL DIMENSION. DUE TO TOLERANCES IN FABRICATION AND ERECTION, THE STEEL
BEAM/GIRDER MAY NOT BE EXACTLY PARALLEL TO AND CENTERED ON THE GRIDLINE DEPICTED IN
THE DRAWINGS. THE BENT PLATE SHALL BE FIELD ALIGNED WITH THE ARCHITECTURAL BUILDING
LINE TAKING INTO ACCOUNT ALL TOLERANCES IN FABRICATION AND ERECTION.
SEE PLAN FOR DECK SPAN DIRECTION. SLAB REINFORCING NOT SHOWN FOR CLARITY. SEE PLAN
AND TYPICAL DETAILS FOR COMPOSITE SLAB REINFORCING REQUIRED.
1.
2.
3.
NOTES:
SEE PLAN
EOS
PROVIDE L3x3x1/4 @ 4'-0" O.C.
KICKER IF E.O.S. IS GREATER THAN 18"
www.DELVdesign.com
Scale
Date
Drawn By
Checked By
Project Number
DELV Design
212 W 10th St, STE F125
Indianapolis, IN 46202
(317) 296-7400
www.DELVdesign.com
ARCHITECT
JPS CONSULTING ENGINEERS
9365 COUNSELORS ROW, STE 116
INDIANAPOLIS, IN 46240
(317) 617-4270
STRUCTURAL
HEAPY ENGINEERING
3850 PRIORITY WAY
SUITE #204
INDIANAPOLIS, IN 46240
(317) 571-8795
MEP ENGINEERING
CIVIL & ENVIRONMENTAL
CONSULTANTS
530 E. OHIO STREET, SUITE G
INDIANAPOLIS, IN 46204
(317) 655-7778
CIVIL ENGINEERING
F.A. WILHELM CONSTRUCTION CO.
3914 PROSPECT ST.
INDIANAPOLIS, IN 46203
(317) 359-5411
DESIGN BUILD CONTRACTOR
As indicated
3/30/201710:51:46AMS510
TYPICAL FLOOR
FRAMING DETAILS
Sun King Spirits
TAC
JCB
16-048
30 MARCH 2017
CONSTRUCTION DOCUMENTS
1/2" = 1'-0"S510
2 TYPICAL ROOF DECK FASTENING REQUIREMENTS
1" = 1'-0"S510
4 TYPICAL ROOF EDGE DETAIL (EOD UP TO 1'-6")
1/2" = 1'-0"S510
1 TYPICAL COMPOSITE DECK FASTENING
3/4" = 1'-0"S510
5 TYPICAL FRAMED OPENING DETAIL
1" = 1'-0"S510
3 TYPICAL SLAB EDGE DETAIL
No.Description Date