HomeMy WebLinkAbout2021-07-02 Artistic Pallets Structural Addendum 2STEEL BEAM LEGEND (ASD)
W18X40 C=1"
CAMBERBEAM SIZE
20K20K
BEAM REACTION,
TYP
(20)
QUANTITY OF SHEAR STUDS,
UNIFORMLY SPACED BETWEEN
SUPPORTS, UNO
"(MIN)" = STUDS @ 24" OC FOR
FULL BEAM LENGTHNOTES:
1) REACTION VALUE IS ASD (KIPS), UNO.
2) WHERE NO VALUE IS SHOWN, DESIGN CONNECTION FOR A MINIMUM REACTION OF 16
KIPS.
3) POSITIVE CAMBER UPWARDS, NEGATIVE CAMBER DOWNWARDS. CAMBER SHOWN
ON CANTILEVERS IS AT END OF CANTILEVER.
4) BEAMS ARE PRIMARY MEMBERS FOR FIREPROOFING UNLESS NOTED AS SECONDARY.
5) "M" IN PLACE OF BEAM SIZE INDICATES W10X12.
6) LATERAL FORCE TO BE TRANSFERRED THROUGH SUPPORT BY CONNECTIONS IN
ADDITION TO VERTICAL REACTION FORCES. FORCE MAY ACT IN EITHER DIRECTION.
FORCE IS GREATER OF 0.6W OR 0.7E, UNO.
MOMENT CONNECTION
CANT BM, SAME SIZE
AND END REACTION AS
BACKSPAN, UNO
C=1/2" CAMBER
##K
NOTE 6
MISCELLANEOUS SYMBOLS
NORTH ARROW
GRIDLINES
SOIL
SECTION NUMBER
SHEET NUMBER
1
S101
1
S101
CALLOUT NUMBER
SHEET NUMBER
A
1
ELEVATION
REFERENCE
LIMIT OF EXTENT
CONTINUOUS EXTENT
C# COLUMN NOTATION
Z# PRECAST/ BRICK SUPPORT
L# LINTEL NOTATION
F ## COLUMN FOOTING NOTATION
GB ## GRADE BEAM NOTATION
P ## PIER NOTATION
B ## CONCRETE BEAM NOTATION
PB ## POST-TENSIONED CONCRETE
BEAM NOTATION
PC ## PILE CAP NOTATION
WF ## WALL FOOTING NOTATION
SHEAR WALL NOTATIONSW ##
BW ## BEARING WALL NOTATION
GRANULAR FILL
Name
Elevation
WALL PIER NOTATIONWP ##
W ## WALL NOTATION
N
TS ## THICKENED SLAB NOTATION
# KEYED PLAN NOTE
CONCRETE SYMBOLS
POST-TENSION TENDON
ANCHOR DEAD END
LOCATION
POST-TENSION TENDON
ANCHOR JACKING
LOCATION
REBAR
CHANGE OF SLAB
ELEVATION
SLOPING SLAB
CHANGE OF SLAB
THICKNESS
MECHANICAL COUPLER
REBAR SPLICELIMIT OF MEMBER OR
SPAN MARK
DIRECTION OF SPAN
OPENING
SELF-EXPANDING
WATERSTOP
JOINT LOCATION
IN CONCRETE WALLS
REBAR TERMINATOR
INTENTIONALLY
ROUGHENED
CONSTRUCTION JOINT
TO 1/4" AMPLITUDE
WELDED WIRE
REINFORCING
PVC WATERSTOP
COLUMN CONTINUES
COLUMN TERMINATED
FORM-SAVER
SLAB ON GRADE
MARK
SOG# WALL FOOTING OR
THICKENED SLAB
WF# / TS#
F#
ISOLATED FOOTING
CONNECTORS
HEADED STUD
CONNECTOR SECTION END/ALT VIEW
CAST-IN ANCHOR
ROD
POST-INSTALLED
MECHANICAL ANCHOR
BOLT
POST INSTALLED
ADHESIVE ANCHOR
STEEL MEMBERS
W-SHAPE BEAM
SHAPE SECTION PLAN VIEWELEVATION
CHANNEL
ANGLE
DOUBLE ANGLE
HOLLOW STRUCTURAL
SECTION
-RECTANGULAR
LLV LLH
HOLLOW STRUCTURAL
SECTION
-CIRCULAR (PIPE)
OPEN WEB STEEL
JOIST
STEEL SYMBOLS
STEEL DECK
STEEL DECK MARK AND
SPAN DIRECTION
BEAM SPLICE
CONNECTION
BEAM MOMENT
CONNECTION AT COLUMN
BEAM SHEAR CONNECTION
AT COLUMN
BEAM CONTINUOUS OVER
COLUMN
SLAB ON STEEL
DECK
SLAB ON STEEL
DECK
WWR
COLUMN STARTS HERE
HANGER OR POST
HANGER OR POST
BELOW FLOOR
SLAB-ON-DECK MARK AND
SPAN DIRECTION
OR
D#
S#
C# COLUMN MARK
SIDE PLATE CONNECTION
AT COLUMN
MASONRY MEMBERS
CMU SECTION
CMU BOND BEAM SECTION
(FULLY GROUTED)
CMU LINTEL SECTION
(FULLY GROUTED)
SINGLE REINFORCEMENT
(FULLY GROUT REINFORCED
CELLS)
DOUBLE REINFORCEMENT
(FULLY GROUT REINFORCED
CELLS)
PLAN
PLAN
PLAN
PLAN
NON-LOAD BEARING
CMU WALL
LOAD BEARING/SHEARWALL
STEEL JOIST AND JOIST GIRDER
SUPPLEMENTAL LOAD LEGEND
JOIST GIRDER
(##K)
ADDITIONAL VERT
LOAD AT INDICATED
JOIST GIRDER PANEL
POINT
NOTES:
1) VERTICAL LOAD IS ASD LIVE LOAD (KIPS), UNO.
2) VERTICAL LOAD IS IN ADDITION TO TYPICAL PANEL POINT LOADS, UNO.
3) LATERAL FORCE TO BE TRANSFERRED THROUGH SUPPORT BY CONNECTIONS, IN
ADDITION TO VERTICAL REACTION FORCES. FORCE MAY ACT IN EITHER DIRECTION.
FORCE IS GREATER OF 0.6W OR 0.7E, UNO.
4) TOP CHORD AXIAL FORCE IN ADDITION TO CHORD FORCES PRODUCED BY VERTICAL
LOADS. FORCE MAY BE EITHER COMPRESSION OR TENSION. FORCE IS GREATER OF
0.6W OR 0.7E, UNO.
5) "SP" INDICATES SPECIAL LOADING CONDITION. REFER TO LOAD MAPS, FRAMING
PLANS AND DETAILS FOR LOADING INFORMATION.
##K
JOIST, TYP<##K>NOTE 3
NOTE 4 ##K
ADDITIONAL VERT
LOAD ON JOIST
JST JOIST
JT JOINT
KB KNEE BRACE
KIP, K 1,000 POUNDS
KO KNOCK-OUT
KSI KIPS PER SQUARE INCH
L ANGLE OR LENGTH
LAB LABORATORY
LB POUND
LF LINEAL FOOT
LIN LINEAL, LINEAR
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LONGIT LONGITUDINAL
LP LOW POINT
LSL LAMINATED STRAND LUMBER
LSLT LONG SLOTTED HOLE
LTWT LIGHT WEIGHT
LVL LAMINATED VENEER LUMBER
MAS MASONRY
MATL MATERIAL
MAX MAXIMUM
MB MACHINE BOLT
MC MISCELLANEOUS CHANNEL
MECH MECHANICAL
MEMB MEMBRANE
MEP MECHANICAL/ ELECTRICAL/ PLUMBING
MF MOMENT FRAME
MFR MANUFACTURER
MIN MINIMUM
MISC MISCELLANEOUS
MO MASONRY OPENING
MULT MULTIPLE
N/A NOT APPLICABLE
NO NUMBER
NOM NOMINAL
NS NEAR SIDE
NTS NOT TO SCALE
OC ON CENTER
OD OUTSIDE DIAMETER
OF OUTSIDE FACE
OFD OVERFLOW DRAIN
OH OVERHEAD
OPNG OPENING
OPP OPPOSITE
OPPHD OPPOSITE HAND
ORIG ORIGINAL
OVS OVERSIZED HOLE
OWJ PRE-MANUFACTURED OPEN WEB JOIST
PAF POWDER ACTUATED FASTENER
PC PRECAST CONCRETE
PEMB PRE-ENGINEERED METAL BUILDING
PERIM PERIMETER
PERM PERMANENT
PERP PERPENDICULAR
PJP PARTIAL JOINT PENETRATION
PL PLATE
PLF POUNDS PER LINEAL FOOT
PLYWD PLYWOOD
PREFAB PREFABRICATED
PRELIM PRELIMINARY
PREP PREPARATION, PREPARE
PROJ PROJECTION
PS PRESTRESSED
PSF POUNDS PER SQUARE FOOT
PSI POUNDS PER SQUARE INCH
PSL PARALLEL STRAND LUMBER
PT POST-TENSIONED
R RADIUS
RD ROOF DRAIN
REF REFERENCE
REINF REINFORCEMENT, REINFORCE
REQD REQUIRED
RO ROUGH OPENING
RTU ROOFTOP MECHANICAL UNIT
S SLOPE
SCHED SCHEDULE
SECT SECTION
SF SQUARE FEET
SHT SHEET
SIM SIMILAR
SOG SLAB-ON-GRADE
SOMD SLAB ON METAL DECK
SPA SPACES, SPACE
SPECS SPECIFICATIONS
SQ SQUARE
SS STAINLESS STEEL
SSLT SHORT SLOTTED HOLE
STD STANDARD
STIFF STIFFENER
STL STEEL
STRUC STRUCTURAL
SYM SYMMETRICAL
T & B TOP AND BOTTOM
T/ TOP OF
T/GB TOP OF GRADE BEAM
TBS MECHANICAL TENSION BUTT SPLICE
TC TOP CHORD
TEMP TEMPERATURE
THRU THROUGH
TJI PREFABRICATED WOOD I-JOIST
TRANS TRANSVERSE
TYP TYPICAL
UL UNDERWRITERS' LABORATORY INC.
UNO UNLESS NOTED OTHERWISE
UT ULTRA-SONIC TEST
VERT VERTICAL
W WIDE FLANGE
W/ WITH
W/O WITHOUT
WD WOOD
WH WEEP HOLE
WP WORK POINT
WT WEIGHT, STRUCTURAL T
WWF, WWR WELDED WIRE REINFORCEMENT
XS EXTRA STRONG (PIPE)
XXS DOUBLE EXTRA STRONG (PIPE)
& AND
A/E ARCHITECT/ENGINEER
ACI AMERICAN CONCRETE INSTITUTE
ADDL ADDITIONAL
ADJ ADJACENT
AGGR AGGREGATE
AISC AMERICAN INSTITUTE OF STEEL
CONSTRUCTION
ALT ALTERNATE
ANSI AMERICAN NATIONAL STANDARDS
INSTITUTE
APA AMERICAN PLYWOOD ASSOCIATION
APPROX APPROXIMATE
AR ANCHOR ROD
ARCH ARCHITECTURAL
ASTM AMERICAN SOCIETY FOR TESTING AND
MATERIALS
AWS AMERICAN WELDING SOCIETY
B/ BOTTOM OF
BAL BALANCE
BC BOTTOM CHORD
BD BOARD
BF BRACED FRAME
BLDG BUILDING
BLK BLOCK
BLKG BLOCKING
BM BEAM
BOT BOTTOM
BRG BEARING
BRKT BRACKET
BTWN BETWEEN
BU BUILT UP
C STANDARD CHANNEL
CANT CANTILEVER
CC CENTER TO CENTER
CF COLD FORMED
CG CENTER OF GRAVITY
CIP CAST-IN-PLACE
CJ CONTROL, CONTRACTION OR
CONSTRUCTION JOINT
CJP COMPLETE JOINT PENETRATION
CL CENTERLINE
CLR CLEARANCE, CLEAR
CMU CONCRETE MASONRY UNIT
COL COLUMN
CONC CONCRETE
CONN CONNECTION
CONST CONSTRUCTION
CONT CONTINUOUS
CONTR CONTRACTOR
CTR CENTER
CTRD CENTERED
CU FT CUBIC FEET
CU IN CUBIC INCH
CYD CUBIC YARD
DBA DEFORMED BAR ANCHOR
DBL DOUBLE
DEG DEGREE
DEMO DEMOLITION, DEMOLISH
DEPT DEPARTMENT
DET DETAIL
DIA DIAMETER
DIAG DIAGONAL
DIAPH DIAPHRAGM
DIM DIMENSION
DN DOWN
DO DITTO
DP DEEP
DWG DRAWING
DWL DOWELS
EA EACH
EF EACH FACE
EJ EXPANSION JOINT
EL, ELEV ELEVATION
ELEC ELECTRICAL
ENCL ENCLOSURE
ENGR ENGINEER
EOD EDGE OF DECK
EOJ EDGE OF JOIST
EOS EDGE OF SLAB
EQ EQUAL
EQPT EQUIPMENT
ES EACH SIDE
EW EACH WAY
EX EXISTING
EXP EXPANSION
EXT EXTERIOR
FD FLOOR DRAIN
FDN FOUNDATION
FIN FINISH
FLG FLANGE
FLR FLOOR
FS FAR SIDE
FT FEET
FTG FOOTING
FTGD FOOTING DRAIN
FV FIELD VERIFY
GA GAUGE
GALV GALVANIZED
GB GRADE BEAM
GL GLUED LAMINATED TIMBER (GLULAM)
GRND GROUND
GT GIRDER TRUSS
HAS HEADED ANCHOR STUD
HORIZ HORIZONTAL
HP HIGH POINT
HSS HOLLOW STRUCTURAL SECTION
HT HIP TRUSS
HVAC HEATING, VENTILATION, AIR
CONDITIONING
ID INSIDE DIAMETER
IF INSIDE FACE
IN INCH
INCL INCLUDE
INFO INFORMATION
INSUL INSULATION
INT INTERIOR
J/BRG JOIST BEARING
STRUCTURAL DRAWINGS ABBREVIATIONS
SHEET # SHEET NAME
S001 ABBREVIATIONS AND SYMBOLS
S002 GENERAL NOTES
S003 GENERAL NOTES
S004 LOAD MAPS
S101 DEMOLITION AND FOUNDATION PLANS
S102 MEZZANINE AND ROOF FRAMING PLANS
S301 FOUNDATION SCHEDULES, SECTIONS, AND DETAILS
S302 FOUNDATION SCHEDULES, SECTIONS, AND DETAILS
S303 FOUNDATION SCHEDULES, SECTIONS, AND DETAILS
S401 CMU SCHEDULES, SECTIONS AND DETAILS
S501 STEEL SCHEDULES, SECTIONS, AND DETAILS
S502 STEEL SCHEDULES, SECTIONS, AND DETAILS
S503 STEEL COLUMN SCHEDULE AND BASE PLATE DETAILS
S504 BRACED FRAME ELEVATIONS AND DETAILS
STRUCTURAL INDEX
Project Number
CERTIFIED BY
ISSUANCE INDEX
DATE:
PROJECT PHASE:
05/20/2021
7/2/2021 5:06:56 PMS001
ABBREVIATIONS AND
SYMBOLS
2021.00173
07/02/2021
CONSTRUCTION DOCUMENTS
ARTISTIC COMPOSITE
PALLETS -PHASE 2
4518 WEST 99TH
STREET CARMEL, IN
46032
REVISION SCHEDULE
NO. DESCRIPTION DATE
09/16/21
GENERAL
STRUCTURES INDICATED ON THESE DRAWINGS HAVE BEEN DESIGNED FOR THE IN-
SERVICE LOADS ONLY. THE METHODS, MEANS, PROCEDURES, AND SEQUENCES OF
CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURES
ARE DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER CONSTRUCTION IS
COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE
CONSTRUCTION PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF THE
STRUCTURES AND RELATED COMPONENTS DURING CONSTRUCTION. THIS INCLUDES
THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS,
TIEDOWNS, ETC.
IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THAT CONSTRUCTION LOADS
DO NOT EXCEED THE CAPACITY OF ANY STRUCTURAL ELEMENT AT THE TIME THE
LOADS ARE APPLIED, INCLUDING BUT NOT LIMITED TO: WEIGHTS OF MATERIALS,
WEIGHTS OF EQUIPMENT AND WORKERS, AND ALL LOADS APPLIED FROM
TEMPORARY LIFTS, HOISTS AND CRANES, ETC.
THE STRUCTURAL DRAWINGS AND SPECIFICATIONS SHALL BE USED IN CONJUNCTION
WITH THE DRAWINGS AND SPECIFICATIONS OF ALL OTHER DISCIPLINES, TRADES, AND
DELEGATED DESIGN ELEMENTS. THE CONTRACTOR IS RESPONSIBLE FOR
COORDINATION OF THE STRUCTURAL WORK WITH ALL OTHER APPLICABLE TRADES.
THE GENERAL NOTES ON THE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH
THE FULL WRITTEN MATERIAL SPECIFICATIONS (IF ANY) FOR THE PROJECT.
DO NOT SCALE THE DRAWINGS. REFER TO THE WRITTEN DIMENSIONS AND
INFORMATION.
IF A DISCREPANCY IS NOTED ON THE DRAWINGS, GENERAL NOTES, OR
SPECIFICATIONS, THE CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER
A WRITTEN REQUEST FOR CLARIFICATION AND SHALL NOT PROCEED WITH THE
AFFECTED WORK WITHOUT DOCUMENTED RESOLUTION OF THE DISCREPANCY. ALL
COSTS RESULTING FROM THE CONTRACTOR IMPROPERLY PROCEEDING WITH THE
AFFECTED WORK PRIOR TO DOCUMENTED RESOLUTION OF THE DISCREPANCY,
INCLUDING COST OF REMOVAL AND REPLACEMENT OF NON-CONFORMING WORK,
SHALL BE BORNE BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER.
CONCRETE MIX DESIGN SUBMITTAL
THE CONTRACTOR SHALL SUBMIT FOR THE REVIEW OF THE STRUCTURAL ENGINEER
A MIX DESIGN FOR EACH PROPOSED CLASS OF CONCRETE. EACH MIX DESIGN SHALL
BE IDENTIFIED BY A MIX NUMBER OR OTHER UNIQUE IDENTIFICATION. THE
CONTRACTOR SHALL NOT VARY FROM THE MIX DESIGNS NOR USE ANY CONCRETE
OTHER THAN THE APPROVED MIX DESIGNS WITHOUT THE APPROVAL OF THE
STRUCTURAL ENGINEER. MIX DESIGN SUBMITTALS SHALL INCLUDE THE FOLLOWING
INFORMATION:
1. MIX DESIGN NUMBER OR UNIQUE IDENTIFICATION AND INTENDED LOCATION
OF PLACEMENT.
2. CEMENT TYPE, PROPORTION AND NAME OF MANUFACTURER.
3. FLY ASH PROPORTION (WHEN USED), LABORATORY ANALYSIS CERTIFICATION,
AND NAME AND LOCATION OF SUPPLIER.
4. COURSE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND
LOCATION OF SUPPLIER.
5. FINE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION
OF SUPPLIER.
6. MIXING WATER PROPORTION AND SOURCE.
7. ADMIXTURE DOSAGES, PRODUCT NAME(S) AND MANUFACTURER NAME(S).
8. FIBER REINFORCEMENT DOSAGE (WHEN USED), PRODUCT NAME AND
MANUFACTURER NAME.
9. DESIGN 28-DAY COMPRESSIVE STRENGTH (F'C).
10. DESIGN SLUMP RANGE.
11. DESIGN AIR-ENTRAINMENT (FOR CONCRETE REQUIRING ENTRAINED AIR).
12. STATISTICAL ANALYSIS OF LABORATORY STRENGTH TEST DATA IN
ACCORDANCE WITH "STANDARD DEVIATION" DETERMINATION OUTLINED IN
ACI 318.
PRODUCT DATA SUBMITTALS
THE CONTRACTOR SHALL SUBMIT FOR APPROVAL PRODUCT DATA FOR THE SPECIFIC
ITEMS LISTED BELOW. CONTRACTOR SHALL NOT USE PRODUCTS OTHER THAN
THOSE SUBMITTED WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER.
SUBMIT HARD COPIES OR ELECTRONIC VERSIONS OF PRODUCT DATA. FOR HARD
COPY OPTION, SUBMIT A MINIMUM OF TWO COPIES OF PRODUCT DATA TO THE
STRUCTURAL ENGINEER FOR REVIEW (ONE COPY SHALL BE RETAINED BY THE
STRUCTURAL ENGINEER). FOR ELECTRONIC OPTION, SUBMIT PRODUCT DATA IN
ADOBE PDF FORMAT.
1. FIBER REINFORCEMENT FOR CONCRETE
2. CONCRETE CURING COMPOUND
3. CONCRETE JOINT SEALANT
4. MASONRY JOINT REINFORCEMENT
5. EXPANSION ANCHORS
6. ADHESIVE ANCHORS
7. NON-SHRINK GROUT
8. HELICAL PILES
RENOVATION (EXISTING CONDITIONS)
INFORMATION SHOWN FOR THE EXISTING STRUCTURE ON THESE DRAWINGS WAS
TAKEN FROM DRAWINGS THAT WERE PREPARED FOR SCHAFER POWDER COATING,
PREPARED BY STRUCTURAL DESIGN INC, ENTITLED NEW FACILITY FOR: SCHAFER
POWDER COATING, DATED 04-10-06.
WORK SHOWN ON THESE PLANS ASSUMES THAT THE ORIGINAL CONSTRUCTION WAS
PERFORMED IN ACCORDANCE WITH THE ABOVE INDICATED ORIGINAL DRAWINGS
INCLUDING (BUT NOT LIMITED TO) DIMENSIONS, ELEVATIONS, MEMBER SIZES,
MATERIALS, DETAILS, ETC. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
THE CONDITIONS RELATING TO THE EXISTING STRUCTURE AND TO NOTIFY THE
STRUCTURAL ENGINEER IMMEDIATELY OF ANY DISCREPANCIES OR CONFLICTS.
THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS AND METHODS OF
DEMOLITION REQUIRED TO COMPLETE THE WORK, INCLUDING MAINTAINING THE
SAFETY AND INTEGRITY OF THE EXISTING STRUCTURE. DEMOLISHED MATERIALS
SHALL BE DISPOSED OF SAFELY AND IN CONFORMANCE WITH THE CONTRACT
DOCUMENTS AND ALL APPLICABLE LAWS, CODES AND REGULATIONS.
WHERE ELEMENTS ARE INDICATED TO BE CUT AND REMOVED, DO NOT CUT BEYOND
THE EXTENTS OF THE ELEMENTS INDICATED TO BE REMOVED AND DO NOT EXTEND
CUTS INTO ELEMENTS THAT ARE TO REMAIN.
WHERE NEW WORK IS TO BE FITTED TO OLD WORK, THE CONTRACTOR SHALL CHECK
ALL DIMENSIONS AND CONDITIONS IN THE FIELD, AND REPORT ANY ERRORS OR
DISCREPANCIES TO THE STRUCTURAL ENGINEER PRIOR TO THE FABRICATION AND
ERECTION OF ANY NEW MEMBERS.
EXISTING MATERIALS TO BE REMOVED AND REINSTALLED AS PART OF THIS PROJECT,
THAT BECOME DAMAGED, SHALL BE REPLACED WITH NEW MATERIAL OF EQUAL
QUALITY AND APPEARANCE, AT THE CONTRACTOR'S EXPENSE.
ALL WORK SHALL BE PERFORMED WITHOUT DAMAGE OR DISRUPTION TO ADJACENT
RETAINED WORK. ADJACENT EXISTING CONSTRUCTION SHALL BE PROTECTED FROM
DUST, DIRT AND DEBRIS ACCUMULATION AT ALL TIMES.
FOUNDATIONS
FOUNDATIONS HAVE BEEN DESIGNED BASED ON ASSUMED ALLOWABLE SOIL BEARING
PRESSURES INDICATED BELOW. CONTRACTOR SHALL ENGAGE A LICENSED
GEOTECHNICAL ENGINEER TO REVIEW THE SOIL CONDITIONS AT THE SITE AS
NECESSARY TO CONFIRM THE ALLOWABLE BEARING PRESSURES PRIOR TO
PLACEMENT OF THE FOUNDATIONS. CONFIRMATION OF THE ACCEPTABILITY OF THE
SOILS SHALL BE REPORTED IN WRITING TO THE STRUCTURAL ENGINEER.
IF ACTUAL ALLOWABLE PRESSURES ARE FOUND TO BE LESS THAN THE ASSUMED
VALUES, THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY
AND SHALL NOT PROCEED WITH FOUNDATION CONSTRUCTION WITHOUT REVIEW BY
THE STRUCTURAL ENGINEER.
DESIGN NET SOIL PRESSURE:
SPREAD FOOTINGS: 1,500 PSF
CONTINUOUS WALL FOOTINGS: 1,500 PSF
FOUNDATIONS AND SOILS RELATED WORK SHALL BE INSPECTED BY A LICENSED
GEOTECHNICAL ENGINEER. WRITTEN FIELD REPORTS SHALL BE FORWARDED TO THE
STRUCTURAL ENGINEER AS SOON AS THEY BECOME AVAILABLE.
FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION, WHICH DIFFER FROM
THOSE DESCRIBED IN THE GEOTECHNICAL REPORT, SHALL BE REPORTED TO THE
STRUCTURAL ENGINEER AND GEOTECHNICAL ENGINEER BEFORE FURTHER
CONSTRUCTION IS ATTEMPTED.
THE CONTRACTOR SHALL BE RESPONSIBLE TO PROVIDE AND MAINTAIN APPROPRIATE
EXCAVATION PROTECTION, INCLUDING ALL NECESSARY LAYBACKS, SHORING,
SHEETING, TIE-BACKS AND OTHER MEASURES AS DETERMINED BY THE
CONTRACTOR'S ENGINEER.
EXCAVATIONS FOR SPREAD FOOTINGS, COMBINED FOOTINGS, CONTINUOUS
FOOTINGS AND MAT FOUNDATIONS SHALL BE CLEANED AND HAND TAMPED TO
UNIFORM SURFACE AND SHALL BE PROTECTED AND MAINTAINED UNIFORM UNTIL
CONCRETE IS PLACED.
FROST DEPTH: 30 INCHES
CONCRETE
REINFORCED CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING
CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318) AND COMMENTARY
(ACI 318R).
MIXING, TRANSPORTING, AND PLACING OF CONCRETE SHALL CONFORM TO THE
LATEST EDITION OF THE SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301).
READY-MIXED CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ASTM C94. IN
CASE OF A DISCREPANCY, THE PLANS AND SPECIFICATIONS SHALL GOVERN.
CEMENT SHALL CONFORM TO ASTM C150, TYPE I, UNO.
FLY ASH SHALL CONFORM TO ASTM C618, CLASS C OR F.
NORMAL WEIGHT AGGREGATES SHALL CONFORM TO ASTM C33.
WATER-REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494.
AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260 AND SHALL BE
CERTIFIED BY THE MANUFACTURER TO BE COMPATIBLE WITH OTHER ADMIXTURES.
CALCIUM CHLORIDE ADMIXTURES OR ADMIXTURES CONTAINING MORE THAN 0.1
PERCENT CHLORIDE IONS SHALL NOT BE USED.
IN COLD WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND
PROTECTION OF CONCRETE SHALL BE PERFORMED IN ACCORDANCE WITH THE
LATEST EDITION OF ACI 306R, COLD WEATHER CONCRETING.
IN HOT WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND
PROTECTION OF CONCRETE SHALL BE PERFORMED IN ACCORDANCE WITH THE
LATEST EDITION OF ACI 305R, HOT WEATHER CONCRETING.
USE OF JOINTS IN CONCRETE ELEMENTS AT LOCATIONS OTHER THAN THOSE
INDICATED ON THE DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER
FOR REVIEW.
SLUMP FOR PUMPED CONCRETE SHALL BE MEASURED AT POINT OF DISCHARGE.
NORMAL WEIGHT CONCRETE SHALL HAVE THE PROPERTIES AS INDICATED IN THE
CONCRETE MIX SCHEDULE AND SPECIFICATIONS.
DO NOT INSTALL OR EMBED ALUMINUM ITEMS, INCLUDING BUT NOT LIMITED TO
ALUMINUM CONDUIT, INTO OR IN CONTACT WITH CONCRETE.
WHERE NEW CONCRETE IS PLACED AGAINST HARDENED/EXISTING CONCRETE,
VERIFY SOUNDNESS OF EXISTING CONCRETE AND REMOVE ALL LOOSE MATERIAL,
SNOW, ICE, FROST, WATER, SOIL, DEBRIS AND OTHER DETRIMENTAL MATERIALS
PRIOR TO PLACEMENT OF NEW CONCRETE.
WELDED WIRE REINFORCEMENT
WELDED WIRE REINFORCEMENT SHALL BE SMOOTH WIRE FABRIC CONFORMING TO
ASTM A1064. REINFORCEMENT SHALL BE SUPPLIED IN FLAT SHEETS AND LAPPED A
MINIMUM OF ONE SPACE PLUS 2 INCHES.
WELDED WIRE REINFORCEMENT SHALL BE PLACED AS FOLLOWS, UNLESS NOTED
OTHERWISE:
SLABS ON GRADE: 2" DOWN FROM TOP OF SLAB
SLABS ON COMPOSITE DECK: 3/4" DOWN FROM TOP OF SLAB
SUPPORT REINFORCEMENT ON NON-METALLIC CHAIRS TO MAINTAIN PROPER
POSITION THROUGHOUT CONCRETE PLACEMENT.
(NOTE: THE TERM "WELDED WIRE FABRIC," IF USED, IS THE SAME AS "WELDED WIRE
REINFORCEMENT.")
CONCRETE TESTING
MAKE ONE SET OF TEST CYLINDERS IN ACCORDANCE WITH ASTM C31 FOR EACH DAY'S
POUR AND FOR EACH 100 CUBIC YARDS FOR EACH TYPE OF CONCRETE PLACED. EACH
SET SHALL INCLUDE ONE SPECIMEN TESTED AT 7 DAYS, 2 SPECIMENS TESTED AT 28
DAYS (3 SPECIMENS TESTED AT 28 DAYS IF USING 4x8 CYLINDERS) AND ONE SPECIMEN
RETAINED IN RESERVE TO BE TESTED AT THE DIRECTION OF THE STRUCTURAL
ENGINEER. SPARE CYLINDER MAY BE DISCARDED 90 DAYS AFTER CASTING UNLESS
DIRECTED OTHERWISE BY THE STRUCTURAL ENGINEER. THIS SET OF TEST CYLINDERS
SHALL BE PROTECTED AGAINST FREEZING.
WHEN THE AMBIENT TEMPERATURE IS EXPECTED TO FALL BELOW 40 DEGREES
DURING THE COURSE OF A CONCRETE POUR OR SUBSEQUENT CURING PROCESS, AN
ADDITIONAL SET OF CONCRETE TEST CYLINDERS SHALL BE MADE AND TESTED. THESE
CYLINDERS SHALL BE STORED IMMEDIATELY ADJACENT TO, AND CURED UNDER THE
SAME CONDITIONS AS THE BUILDING CONCRETE. SPECIAL CURING BOXES ARE NOT
PERMITTED FOR THESE TEST CYLINDERS.
FORWARD COPIES OF TEST RESULTS TO THE ARCHITECT, STRUCTURAL ENGINEER,
READY-MIX SUPPLIER AND CONTRACTOR WITHIN 24 HOURS AFTER TESTING.
POTENTIALLY LOW-STRENGTH CONCRETE: CONCRETE WHICH EXHIBITS STRENGTH
BASED ON 7-DAY TESTS BELOW 70% OF THE SPECIFIED 28-DAY COMPRESSIVE
STRENGTH SHALL BE CONSIDERED DEFECTIVE WORK AND SHALL BE SUBJECT TO
REPAIR OR REPLACEMENT BY THE CONTRACTOR AT THE DISCRETION OF THE OWNER
AND STRUCTURAL ENGINEER AT NO ADDITIONAL COST TO THE OWNER.
REINFORCING STEEL
REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 AND
SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000 PSI, UNO.
REINFORCING BAR DETAILING, FABRICATING, AND PLACING SHALL CONFORM TO THE
LATEST EDITION OF THE FOLLOWING STANDARDS: ACI 301, ACI 315, ACI 318, ACI
DETAILING MANUAL (SP66), AND CRSI MANUAL OF STANDARD PRACTICE.
THE CONTRACTOR SHALL PROVIDE BAR SUPPORTS AND SPACERS AS REQUIRED TO
MAINTAIN PROPER SUPPORT AND POSITIONING OF THE REINFORCING STEEL
THROUGHOUT CONCRETE PLACEMENT OPERATIONS. DESIGN OF THE SUPPORT
SYSTEM SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
UNLESS A GREATER AMOUNT OF COVER IS INDICATED ON THE DRAWINGS, PROVIDE
THE FOLLOWING MINIMUM CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS:
CONCRETE CAST AGAINST EARTH: 3 INCHES
FOUNDATION TOP REINFORCEMENT: 2 INCHES
FOUNDATION BOTTOM AND SIDE REINFORCEMENT: 3 INCHES
SLAB ON METAL DECK REINFORCEMENT: SEE DETAILS
REINFORCING STEEL SHALL NOT BE TACK WELDED, WELDED, HEATED OR CUT
UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE
STRUCTURAL ENGINEER.
LAP SPLICES SHALL BE TENSION LAPS IN ACCORDANCE WITH SPLICE/EMBEDMENT
TABLES, UNO.
ALL 90 DEGREE AND 180 DEGREE BENDS SHOWN ON THE DRAWINGS SHALL BE
STANDARD HOOKS, UNLESS NOTED OTHERWISE.
PROVIDE CORNER BARS OF SAME SIZE AND SPACING AS HORIZONTAL BARS AT
CORNERS OF ALL WALLS AND GRADE BEAMS. LAP SPLICE CORNERS BARS WITH
STRAIGHT BARS.
UNLESS OTHERWISE SHOWN OR NOTED, PROVIDE 2-#5 BARS (ONE EACH FACE)
AROUND UNFRAMED OPENINGS IN CONCRETE WALLS AND GRADE BEAMS. PLACE
BARS PARALLEL TO THE SIDES OF THE OPENING AND EXTEND 24" BEYOND CORNERS.
NON-SHRINK GROUT
GROUT SHALL BE A NON-METALLIC, SHRINKAGE RESISTANT (WHEN TESTED IN
ACCORDANCE WITH THE LATEST EDITION OF ASTM C827 OR CRD-C621), PREMIXED,
NON-CORROSIVE, NON-STAINING PRODUCT CONTAINING PORTLAND CEMENT, SILICA
SANDS, SHRINKAGE COMPENSATING AGENTS AND FLUIDITY IMPROVING
COMPOUNDS. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (F'C) OF
5,000 PSI IN 28 DAYS.
SEPARATION OF DISSIMILAR METALS
DISSIMILAR METALS INCLUDING STRUCTURAL SHAPES, PLATES, CONNECTORS, ETC.
SHALL BE ELECTRICALLY ISOLATED TO PREVENT GALVANIC CORROSION VIA NON-
CONDUCTIVE WASHERS, SHOULDER WASHERS, GASKETS, COATINGS, OR
EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER, UNO.
PENETRATIONS AND EMBEDDED ITEMS
CONTRACTOR SHALL COORDINATE WITH ALL AFFECTED TRADES THE REQUIRED
SIZES, TYPES, AND LOCATIONS OF ALL EMBEDDED ITEMS IN, AND ALL PENETRATIONS
THROUGH, STRUCTURAL ELEMENTS PRIOR TO CONSTRUCTION.
NO PENETRATIONS THROUGH STRUCTURAL ELEMENTS, OTHER THAN THOSE SHOWN
ON THE STRUCTURAL DRAWINGS, SHALL BE MADE WITHOUT THE APPROVAL OF THE
STRUCTURAL ENGINEER.
NO ITEMS (INCLUDING, BUT NOT LIMITED TO, CONDUIT, PIPING, ETC.), OTHER THAN
THOSE SHOWN ON THE STRUCTURAL DRAWINGS, SHALL BE EMBEDDED IN
STRUCTURAL ELEMENTS WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER.
ALL EMBEDDED ITEMS IN EXPOSED EXTERIOR CONCRETE SHALL BE GALVANIZED,
PLASTIC, OR EPOXY-COATED.
DELEGATED DESIGN
FOR ALL SUBMITTALS INDICATED AS "DELEGATED DESIGN," THE CONTRACTOR SHALL
ENGAGE A SPECIALTY STRUCTURAL ENGINEER LICENSED IN THE STATE WHERE THE
PROJECT IS LOCATED TO DESIGN AND DETAIL THE ITEMS NOTED IN THE STRUCTURAL
SUBMITTALS AND SPECIFICATIONS AS A DELEGATED DESIGN.
DELEGATED DESIGN CALCULATIONS AND RELATED DRAWINGS SHALL CONTAIN THE
FOLLOWING, AS A MINIMUM:
1. COVER PAGE SIGNED AND SEALED BY THE SPECIALTY STRUCTURAL ENGINEER
INCLUDING A STATEMENT OF CERTIFICATION THAT THE SUBMITTED
CALCULATIONS ARE IN CONFORMANCE WITH THE DESIGN CRITERIA PROVIDED
IN THE CONTRACT DOCUMENTS AND THAT THE RELATED SHOP DRAWINGS
ARE IN CONFORMANCE WITH THE SUBMITTED CALCULATIONS.
2. TABLE OF CONTENTS, PLACED ON, OR IMMEDIATELY FOLLOWING THE COVER
SHEET.
3. SUMMARY OF APPLICABLE CODE CRITERIA, LOAD DATA AND PERFORMANCE
CRITERIA AS OUTLINED IN THE CONTRACT DOCUMENTS.
4. CLEAR DEFINITION OF THE LOCATION(S) IN THE STRUCTURE WHERE EACH
CALCULATION APPLIES.
5. LOCATION, TYPE, MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE
STRUCTURE BY THE DELEGATED DESIGN SYSTEM/COMPONENTS.
SUBMITTALS THAT DO NOT CONTAIN THE INFORMATION NOTED ABOVE MAY, AT THE
STRUCTURAL ENGINEER'S DISCRETION, BE REJECTED WITHOUT COMMENT.
THE STRUCTURAL ENGINEER’S REVIEW OF DELEGATED DESIGN SUBMITTALS WILL BE
FOR GENERAL CONFORMANCE WITH THE DESIGN LOADING, DESIGN INTENT AND
LOADS IMPOSED.
DELEGATED DESIGN CALCULATIONS SHALL BE SUBMITTED PRIOR TO, OR INCLUDED
WITH, THE ASSOCIATED SHOP DRAWING SUBMITTAL. DELEGATED DESIGN SHOP
DRAWINGS SUBMITTED WITHOUT APPLICABLE REQUIRED CALCULATIONS WILL BE
REJECTED.
SHOP DRAWING SUBMITTALS
THE CONTRACTOR SHALL PREPARE DETAILED SHOP DRAWINGS TO ENABLE ALL PARTS
OF THE WORK TO BE FABRICATED AND CONSTRUCTED IN ACCORDANCE WITH THE
DRAWINGS AND SPECIFICATIONS. THESE SHOP DRAWINGS WILL BE REVIEWED FOR
GENERAL COMPLIANCE WITH THE DESIGN INTENT ONLY. THE CONTRACTOR IS
RESPONSIBLE FOR ALL DIMENSIONS, ACCURACY AND FIT OF WORK.
ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL
TO THE STRUCTURAL ENGINEER. DRAWINGS SUBMITTED WITHOUT CONTRACTOR'S
REVIEW WILL BE RETURNED UNCHECKED.
PROVIDE ALL SUBMITTALS IN ELECTRONIC PDF FORMAT.
WORK REQUIRING SUBMITTALS FOR STRUCTURAL ENGINEER REVIEW SHALL NOT BE
STARTED BY THE CONTRACTOR WITHOUT APPROPRIATE REVIEWED SUBMITTALS.
WORK PERFORMED BY THE CONTRACTOR PRIOR TO RECEIVING APPROPRIATE
REVIEWED SUBMITTALS SHALL BE SUBJECT TO REMOVAL AND REPLACEMENT AS
DEEMED NECESSARY BY THE STRUCTURAL ENGINEER, AT THE CONTRACTOR'S
EXPENSE, AND WITH NO COST TO THE OWNER.
SUBMIT SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS:
1. CONCRETE REINFORCEMENT
2. CONCRETE MASONRY REINFORCEMENT (INCLUDING PLANS AND ELEVATIONS
FOR EACH WALL INDICATING ALL CMU REINFORCING REQUIREMENTS,
INCLUDING SHEAR WALLS)
3. CONCRETE MASONRY CONTROL JOINT LOCATIONS
4. STRUCTURAL STEEL
5. STEEL DECK
SUBMIT DELEGATED DESIGN SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS:
1. STRUCTURAL STEEL CONNECTIONS (INCLUDING DESIGN CALCULATIONS AND
SUMMARY PAGE FOR CONNECTIONS NOT SPECIFICALLY DETAILED IN THE
CONTRACT DRAWINGS)
2. HELICAL PILES
OMISSION OF ANY MATERIALS REQUIRED BY THE CONTRACT DOCUMENTS FROM SHOP
DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY FOR
FURNISHING THESE MATERIALS REGARDLESS OF WHETHER THE SUBMITTALS HAVE
BEEN REVIEWED.
THE USE OF ELECTRONIC FILES OR REPRODUCTIONS OF THE CONTRACT DOCUMENTS
BY THE CONTRACTOR SIGNIFIES CONTRACTOR’S ACCEPTANCE OF ALL THE
INFORMATION SHOWN “AS IS”. CONTRACTOR WILL BE RESPONSIBLE FOR VERIFYING
THE ACCURACY AND COMPLETENESS OF THE INFORMATION PROVIDED. ISSUED
DRAWINGS AND SPECIFICATIONS TAKE PRECEDENCE OVER ANY ELECTRONIC
INFORMATION PROVIDED. ADDENDA, CHANGE ORDERS, SUPPLEMENTAL
INSTRUCTIONS ARE NOT NECESSARILY INCLUDED IN THE ELECTRONIC FILES.
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL CONTRACT
DOCUMENTS, INCLUDING LATEST ADDENDA, AND TO DISTRIBUTE TO ALL
SUBCONTRACTORS PRIOR TO THE SUBMITTAL OF SHOP DRAWINGS.
STRUCTURAL STEEL
STRUCTURAL STEEL MEMBERS, BRACING, COMPONENTS AND CONNECTIONS SHALL
BE IN ACCORDANCE WITH AISC ALLOWABLE STRESS DESIGN (ASD) UNLESS NOTED
OTHERWISE.
STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO
THE ANSI/AISC 360 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, LATEST
EDITION WITH AMENDMENTS, AND THE AISC 303 CODE OF STANDARD PRACTICE FOR
STEEL BUILDINGS AND BRIDGES, LATEST EDITION WITH AMENDMENTS.
STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992.
STRUCTURAL STEEL PLATES AND ROLLED SHAPES OTHER THAN WIDE-FLANGE
SHAPES SHALL CONFORM TO ASTM A36, UNLESS NOTED OTHERWISE.
HOLLOW STRUCTURAL STEEL SECTIONS (SQUARE, RECTANGULAR, AND ROUND
TUBES) SHALL CONFORM TO ASTM A500 GRADE C, UNLESS NOTED OTHERWISE.
STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, GRADE B.
STRUCTURAL STEEL ROD HANGERS AND BRACING SHALL CONFORM TO ASTM A36,
UNLESS NOTED OTHERWISE.
ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36, UNLESS NOTED
OTHERWISE.
FABRICATE AND ERECT STEEL FRAMING SO THAT CAMBER IS UPWARD AFTER
INSTALLATION.
SPLICE MEMBERS ONLY AT LOCATIONS SPECIFICALLY INDICATED ON
THE DRAWINGS.
DO NOT FIELD MODIFY STRUCTURAL STEEL WITHOUT PRIOR WRITTEN APPROVAL OF
THE STRUCTURAL ENGINEER.
AT STRUCTURAL STEEL AND STEEL JOIST FRAMED ROOFS PROVIDE L4X4X1/4 FRAMED
OPENINGS FOR ALL ROOF PENETRATIONS 12 INCHES OR LARGER ALONG ANY SIDE,
UNLESS LARGER FRAMING IS INDICATED. REFER TO MECHANICAL AND PLUMBING
DRAWINGS FOR PENETRATIONS. COORDINATE FRAMED OPENING SIZES AND
LOCATIONS WITH THE MECHANICAL AND PLUMBING CONTRACTORS.
FLOWABLE FILL
WHERE INDICATED ON THE STRUCTURAL DRAWINGS, FLOWABLE FILL SHALL BE A
CONTROLLED LOW-STRENGTH MATERIAL (CLSM) PRODUCED AND PLACED IN
ACCORDANCE WITH RECOMMENDATIONS OF ACI 229. PROVIDE MATERIAL WITH 28-
DAY COMPRESSIVE STRENGTH OF 1,000 PSI UNLESS NOTED OTHERWISE.
STRUCTURAL STEEL CONNECTIONS
DESIGN CONNECTIONS NOT SHOWN IN ACCORDANCE WITH THE ASD SPECIFICATION
AND MANUAL OF STEEL CONSTRUCTION. UNLESS NOTED OTHERWISE ON THE
DRAWINGS, DESIGN BEAM CONNECTIONS NOT SHOWN, TO SUPPORT A MINIMUM
SHEAR REACTION OF 16 KIPS ASD. PROVIDE NO LESS THAN 2 BOLTS IN ANY VERTICAL
ROW OF BOLTS, UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS.
BOLTS IN STRUCTURAL STEEL JOINTS SHALL CONFORM TO ASTM F3125 AND SHALL BE
3/4" DIAMETER GRADE A325, UNLESS NOTED OTHERWISE. (TWIST-OFF TENSION
CONTROL BOLTS, IF USED, SHALL CONFORM TO ASTM F3125 AND SHALL BE 3/4"
DIAMETER GRADE F1852, UNLESS NOTED OTHERWISE.)
BOLTED CONNECTIONS SHALL CONFORM TO THE SPECIFICATION FOR STRUCTURAL
JOINTS USING HIGH STRENGTH BOLTS, APPROVED BY THE RESEARCH COUNCIL ON
STRUCTURAL CONNECTIONS. UNLESS NOTED OTHERWISE, BOLTED CONNECTIONS
SHALL BE TIGHTENED TO THE SNUG TIGHT CONDITION, EXCEPT BOLTED
CONNECTIONS IN BRACE ELEMENTS ARE TO BE FULLY PRETENSIONED WITH CLASS A
FAYING SURFACES.
BURNING OF HOLES IN STRUCTURAL STEEL IS EXPLICITLY PROHIBITED UNLESS
WRITTEN PERMISSION IS GRANTED BY THE STRUCTURAL ENGINEER. DO NOT FLAME-
CUT HOLES OR ENLARGE HOLES BY BURNING. DRILL HOLES IN STRUCTURAL STEEL.
DO NOT ENLARGE UNFAIR HOLES IN MEMBERS BY BURNING OR BY USING DRIFT PINS.
REAM HOLES THAT MUST BE ENLARGED TO ADMIT BOLTS. FIELD MODIFICATIONS TO
HOLES IN STRUCTURAL STEEL ARE EXPLICITLY PROHIBITED UNLESS WRITTEN
PERMISSION IS GRANTED BY THE STRUCTURAL ENGINEER.
WELDING PROCEDURES SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN
WELDING SOCIETY'S STRUCTURAL WELDING CODE FOR STEEL ANSI/AWS D1.1.
WELDED CONNECTIONS USING ASTM A992 STEEL AS A BASE METAL SHALL BE MADE
WITH E70XX LOW HYDROGEN ELECTRODES. UNLESS OTHERWISE SHOWN OR NOTED
ON THE DRAWINGS, OTHER WELDED CONNECTIONS MAY BE MADE WITH STANDARD
E70XX ELECTRODES.
WELD SIZES SHOWN ON THE DRAWINGS ARE THE REQUIRED EFFECTIVE WELD SIZE.
INCREASE WELD SIZES PER AWS FOR SKEWED CONNECTIONS AND CONNECTIONS
WITH GAPS BETWEEN MEMBERS TO MEET THE EFFECTIVE WELD SIZE REQUIREMENT.
PROVIDE RUN-OFF TABS TO ENSURE COMPLETION OF COMPLETE JOINT
PENETRATION (CJP) WELDS AND BEVEL WELDS. REMOVE TABS AND GRIND
SMOOTH AFTER COMPLETION.
REMOVE WELD BACKING BARS AFTER COMPLETION OF WELDING AND GRIND SMOOTH
FOR ALL CONDITIONS EXPOSED TO VIEW IN THE COMPLETED CONSTRUCTION.
CONNECTION DETAILS SHOWN ON THE DRAWINGS ARE INTENDED TO CONVEY THE
DESIGN INTENT. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY MATERIALS,
BOLTS, WELDS, PLATES, ETC., AS NECESSARY FOR A COMPLETE ASSEMBLY FOR
EACH CONNECTION.
IF TEMPORARY ERECTION SUPPORTS ARE UTILIZED BY THE CONTRACTOR, SUCH
SUPPORTS SHALL BE REMOVED AFTER COMPLETION OF THE WORK.
STRUCTURAL STEEL FINISHES
STRUCTURAL STEEL SHALL BE PROVIDED WITH THE FOLLOWING SHOP FINISH UNLESS
SPECIFICALLY NOTED OTHERWISE:
STRUCTURAL STEEL SHALL BE SHOP-PRIMED WITH RUST-INHIBITING PRIMER.
VERIFY PRIMER IS COMPATIBLE WITH FINISH COAT SYSTEM SPECIFIED BY THE
ARCHITECT. COORDINATE FINISH PAINTING REQUIREMENTS WITH THE ARCHITECT.
ALL EXTERIOR STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT DIP
GALVANIZED, UNLESS NOTED OTHERWISE.
STRUCTURAL STEEL NOTED TO BE GALVANIZED SHALL BE HOT-DIP GALVANIZED IN
CONFORMANCE WITH ASTM A123.
DO NOT PAINT OR GALVANIZE THE FOLLOWING SURFACES:
1. SURFACES TO BE WELDED.
2. SURFACES TO RECEIVE BOLTED SLIP-CRITICAL CONNECTIONS.
3. SURFACES TO RECEIVE SHEAR STUD CONNECTIONS.
4. SURFACES TO RECEIVE SPRAYED-ON FIREPROOFING.
ALL ABRASIONS TO GALVANIZED SURFACES OR SURFACES TO RECEIVE AN
ARCHITECTURAL FINISH COAT SHALL BE TOUCHED-UP AFTER ERECTION IS COMPLETE.
FOR PAINTED STEEL, USE A PRIMER EQUIVALENT TO THE SHOP PAINT. FOR
GALVANIZED STEEL, USE A ZINC-RICH COLD-GALVANIZING PAINT.
CONCRETE SLABS ON GRADE
SLABS ON GRADE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE LATEST
EDITION OF THE GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION (ACI 302.1R).
PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX.
DELAY FLOATING AND TROWELING OPERATIONS UNTIL THE CONCRETE HAS LOST
SURFACE WATER SHEEN OR ALL FREE WATER. DO NOT SPRINKLE FREE CEMENT ON
THE SLAB SURFACE.
PROVIDE CURING OF CONCRETE SLABS ON GRADE AS REQUIRED TO ACCOMMODATE
FLOOR FINISHES AND FINISH MATERIALS PER THE ARCHITECTURAL DRAWINGS AND
SPECIFICATIONS. REVIEW ALL FLOOR FINISH REQUIREMENTS PRIOR TO PLACEMENT
OF CONCRETE SLABS AND COORDINATE SLAB MIX, PLACEMENT AND CURING TO
COMPLY WITH FINISH FLOORING MATERIAL MANUFACTURER’S REQUIREMENTS.
CURING PROCEDURES SHALL COMPLY WITH ACI 302.1R AND USE OF CURING
MATERIALS SHALL BE APPLIED IN STRICT ACCORDANCE WITH MANUFACTURER’S
REQUIREMENTS. MOISTURE RETENTION COVERS, IF USED, SHALL BE APPLIED FLAT
AND SMOOTH TO RESULT IN A UNIFORM APPEARANCE AND MINIMIZE SURFACE
MARKINGS AND BLEMISHES.
UNLESS NOTED OTHERWISE, OR UNLESS MORE STRINGENT REQUIREMENTS APPLY,
CURE AND FINISH SLABS ON GRADE IN ACCORDANCE WITH THE SLAB FINISH
REQUIREMENTS SCHEDULE.
PROVIDE SLABS ON GRADE WITH A SMOOTH TROWEL FINISH UNLESS NOTED
OTHERWISE.
CONTRACTOR SHALL REVIEW ALL REQUIRED FLOOR FINISH MATERIAL REQUIREMENTS
PRIOR TO PLACEMENT OF CONCRETE AND SHALL PROVIDE FLOOR SLAB FLATNESS
AND LEVELNESS MEETING THE FINISH MATERIAL SUPPLIER’S WRITTEN
REQUIREMENTS.
FLATNESS AND LEVELNESS SHALL BE THE MORE STRINGENT OF THE FINISH MATERIAL
REQUIREMENTS AND THE FOLLOWING:
ALL SLABS, UNO:
OVERALL VALUES: FF=25 FL=20
LOCAL VALUES: FF=20 FL=15
CONTRACTOR SHALL PROVIDE ALL NECESSARY REPAIR, GRINDING AND/OR LEVELING
OF THE CONCRETE SLAB TO ACCOMMODATE ALL FLOOR FINISHES PRIOR TO
INSTALLATION OF THE FINISH MATERIALS WITH NO ADDITIONAL COST TO THE
PROJECT.
THE MINIMUM LOCAL AREA SHALL BE ANY BAY DEFINED BY COLUMN LINES.
UNLESS SHOWN OR NOTED OTHERWISE, PROVIDE CONTROL OR CONSTRUCTION
JOINTS IN SLABS-ON-GRADE AT A MAXIMUM SPACING OF 36 TIMES THE SLAB
THICKNESS. PROVIDE JOINTS AT ALL COLUMN LOCATIONS. LOCATE JOINTS TO
ELIMINATE RE-ENTRANT CORNERS AND TO CREATE SQUARE OR RECTANGULAR
SECTIONS WITH MAXIMUM LONG SIDE TO SHORT SIDE RATIO OF 1.5 TO 1.
CONTROL JOINTS IN SLABS ON GRADE SHALL NOT RECEIVE JOINT FILLER MATERIAL
UNLESS NOTED OTHERWISE.
CONCRETE SLABS ON METAL DECK
UNLESS INDICATED OTHERWISE ON THE DRAWINGS, CONCRETE SLABS ON METAL
DECK SHALL BE PLACED AS REQUIRED TO MAINTAIN A CONSTANT SLAB THICKNESS.
UNLESS NOTED OTHERWISE, IT IS THE INTENT TO PLACE SLAB ON METAL DECK
CONCRETE WITHOUT THE NEED FOR TEMPORARY SHORING OF THE DECK,
HOWEVER IT IS THE CONCRETE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL
DECK SPAN CONDITIONS AND CAPACITIES PRIOR TO CONCRETE PLACEMENT AND
ENSURE THE CONTRACTOR'S PLACEMENT MEANS AND METHODS WILL NOT
DAMAGE OR LOAD THE DECK BEYOND IT CAPACITY IN ANY INSTANCE.
CONTRACTOR SHALL ALLOW FOR THE DEFLECTION OF THE FLOOR ASSEMBLY DUE
TO THE WET WEIGHT OF THE CONCRETE WHEN CALCULATING CONCRETE
QUANTITIES AND SHALL INCLUDE THE COST OF ALL REQUIRED SLAB-ON-DECK
CONCRETE IN THE BID PRICE.
PRIOR TO PLACEMENT OF CONCRETE SLABS ON METAL DECK, THE CONTRACTOR
SHALL CAREFULLY REVIEW THE ELEVATIONS OF THE STRUCTURAL STEEL FRAMING,
INCLUDING CAMBERED MEMBERS, FOR CONFORMANCE WITH THE CONSTRUCTION
DOCUMENTS. CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY
DISCREPANCIES (SUCH AS IMPROPER CAMBER, IMPROPER STEEL ELEVATIONS,
ETC.) IMMEDIATELY AND SHALL NOT BEGIN CONCRETE PLACEMENT WITHOUT PRIOR
REVIEW BY THE STRUCTURAL ENGINEER.
ACTUAL CONCRETE SLAB THICKNESS SHALL NOT BE LESS THAN THE INDICATED
NOMINAL THICKNESS AT ANY LOCATION. IF ANY CONDITION IS DISCOVERED THAT
WOULD PREVENT PLACEMENT OF CONCRETE TO THE NOMINAL THICKNESS;
CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY AND SHALL
NOT PROCEED WITH CONCRETE PLACEMENT WITHOUT PRIOR REVIEW BY THE
STRUCTURAL ENGINEER.
PROVIDE SLABS ON METAL DECK WITH A SMOOTH TROWEL FINISH UNLESS NOTED
OTHERWISE.
CONTRACTOR SHALL REVIEW ALL REQUIRED FLOOR FINISH MATERIAL
REQUIREMENTS PRIOR TO PLACEMENT OF CONCRETE AND SHALL PROVIDE FLOOR
SLAB FLATNESS MEETING THE FINISH MATERIAL SUPPLIER’S WRITTEN
REQUIREMENTS. FLATNESS SHALL BE THE MORE STRINGENT OF THE FINISH
MATERIAL REQUIREMENTS AND THE FOLLOWING:
ALL SLABS, UNO:
OVERALL VALUES: FF=25
LOCAL VALUES: FF=20
CONTRACTOR SHALL PROVIDE ALL NECESSARY REPAIR, GRINDING AND/OR
LEVELING OF THE CONCRETE SLAB TO ACCOMMODATE ALL FLOOR FINISHES PRIOR
TO INSTALLATION OF THE FINISH MATERIALS WITH NO ADDITIONAL COST TO THE
PROJECT.
PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX.
DELAY FLOATING AND TROWELING OPERATIONS UNTIL THE CONCRETE HAS LOST
SURFACE WATER SHEEN OR ALL FREE WATER. DO NOT SPRINKLE FREE CEMENT ON
THE SLAB SURFACE.
PROVIDE CURING OF CONCRETE SLABS ON METAL DECK AS REQUIRED TO
ACCOMMODATE FLOOR FINISHES AND FINISH MATERIALS PER THE ARCHITECTURAL
DRAWINGS AND SPECIFICATIONS. REVIEW ALL FLOOR FINISH REQUIREMENTS
PRIOR TO PLACEMENT OF CONCRETE SLABS AND COORDINATE SLAB MIX,
PLACEMENT AND CURING TO COMPLY WITH FINISH FLOORING MATERIAL
MANUFACTURER’S REQUIREMENTS.
CURING PROCEDURES SHALL COMPLY WITH ACI 302.1R AND USE OF CURING
MATERIALS SHALL BE APPLIED IN STRICT ACCORDANCE WITH MANUFACTURER’S
REQUIREMENTS. MOISTURE RETENTION COVERS, IF USED, SHALL BE APPLIED FLAT
AND SMOOTH TO RESULT IN A UNIFORM APPEARANCE AND MINIMIZE SURFACE
MARKINGS AND BLEMISHES.
UNLESS NOTED OTHERWISE, OR UNLESS MORE STRINGENT REQUIREMENTS APPLY,
CURE AND FINISH SLABS ON METAL DECK IN ACCORDANCE WITH THE SLAB FINISH
REQUIREMENTS SCHEDULE.
Project Number
CERTIFIED BY
ISSUANCE INDEX
DATE:
PROJECT PHASE:
05/20/2021
7/2/2021 5:06:57 PMS002
GENERAL NOTES
2021.00173
07/02/2021
CONSTRUCTION DOCUMENTS
ARTISTIC COMPOSITE
PALLETS -PHASE 2
4518 WEST 99TH
STREET CARMEL, IN
46032
MASTIC COATING
MASTIC COATING FOR PROTECTION OF INDICATED ITEMS SHALL BE BITUMASTIC 50
COAL TAR MASTIC BY CARBOLINE OR EQUIVALENT SUBSTITUTE APPROVED BY THE
STRUCTURAL ENGINEER. INSTALL AT LOCATIONS INDICATED ON DRAWINGS.
UNLESS NOTED OTHERWISE, APPLY MASTIC TO A COATING THICKNESS OF 18 MILS.
PROVIDE FULL COVERAGE OVER ITEMS INDICATED TO RECEIVE COATING.
APPLY MASTIC COATING TO ALL STEEL ITEMS THAT WILL BE IN PERMANENT CONTACT
WITH SOIL OR FILL MATERIALS IN THE COMPLETED CONSTRUCTION.
WATERSTOPS
SELF-EXPANDING STRIP WATER STOPS SHALL BE VOLCLAY WATERSTOP-RX 101
UNLESS NOTED OTHERWISE. INSTALL IN ACCORDANCE WITH MANUFACTURER'S
WRITTEN INSTRUCTIONS.
REVISION SCHEDULE
NO. DESCRIPTION DATE
09/16/21
Project Number
CERTIFIED BY
ISSUANCE INDEX
DATE:
PROJECT PHASE:
05/20/2021
7/2/2021 5:06:57 PMS003
GENERAL NOTES
2021.00173
07/02/2021
CONSTRUCTION DOCUMENTS
ARTISTIC COMPOSITE
PALLETS -PHASE 2
4518 WEST 99TH
STREET CARMEL, IN
46032
DEFORMED BAR ANCHORS AND HEADED ANCHOR STUDS
DEFORMED BAR ANCHORS (DBA) AND HEADED ANCHOR STUDS (HAS) USED TO
ANCHOR STEEL ELEMENTS TO CONCRETE SHALL BE SUPPLIED AND INSTALLED BY
THE STRUCTURAL STEEL CONTRACTOR, UNLESS NOTED OTHERWISE.
ANCHORS SHALL BE FULL-BASE WELDED USING AUTOMATICALLY TIMED WELDING
EQUIPMENT AND APPROPRIATE FERRULE IN ACCORDANCE WITH APPLICABLE
PROVISIONS OF AWS D1.5.
DEFORMED BAR ANCHORS SHALL BE TYPE C DEFORMED STEEL BARS
MANUFACTURED IN ACCORDANCE WITH THE REQUIREMENTS OF ASTM A496, WITH A
YIELD STRENGTH OF 70 KSI.
HEADED ANCHOR STUDS SHALL BE MANUFACTURED IN ACCORDANCE WITH THE
REQUIREMENTS OF ASTM A108, WITH A YIELD STRENGTH OF 50 KSI.
WHEN APPROVED IN ADVANCE BY THE STRUCTURAL ENGINEER, INTERNALLY
THREADED WELDED COUPLERS WITH FULLY DEVELOPED THREADED-END REBAR OF
EQUIVALENT SIZE MAY BE USED IN LIEU OF DIRECT-WELDED DEFORMED BAR
ANCHORS AS NEEDED FOR CONSTRUCTION PHASING LOGISTICS AND/OR ADHERENCE
TO OSHA REQUIREMENTS.
STEEL FLOOR DECK
PROVIDE AND ERECT STEEL DECK IN ACCORDANCE WITH THE LATEST EDITION OF THE
STEEL DECK INSTITUTE'S SPECIFICATIONS AND CODE OF STANDARD PRACTICE.
DECK MANUFACTURER SHALL PROVIDE ALL FLOOR DECK ACCESSORIES, SUCH AS
EDGE FORMS, CLOSURES, FILLERS AND POUR STOPS FOR A COMPLETE INSTALLATION,
WHETHER OR NOT SUCH ITEMS ARE DETAILED ON THE CONTRACT DOCUMENTS.
FASTEN FLOOR DECK TO STEEL SUPPORTS AS INDICATED ON THE DRAWINGS.
PERFORM WELDING IN ACCORDANCE WITH ANSI/AWS D1.3.
STEEL FLOOR DECK IS INTENDED TO BE INSTALLED IN AN UNSHORED CONDITION
UNLESS NOTED OTHERWISE. DECK SUPPLIER SHALL REVIEW ALL SPAN CONDITIONS
AND CONFIRM THAT THE SUPPLIED PRODUCT IS SUFFICIENT TO SAFELY SUPPORT THE
WET WEIGHT OF CONCRETE AND ASSOCIATED CONSTRUCTION LIVE LOADS WITHOUT
THE NEED FOR SHORING.
FLOOR DECK UNITS SHALL BE INSTALLED IN A MINIMUM THREE SPAN CONDITION
WHEREVER POSSIBLE. WHERE THREE SPAN CONDITION IS NOT POSSIBLE, NOTIFY
STRUCTURAL ENGINEER PRIOR TO FABRICATION OF DECK SO THAT EVALUATION OF
THE LESSER SPAN CONDITION(S) CAN BE PERFORMED.
PROVIDE INTERIOR STEEL FLOOR DECK WITH FINISH AS INDICATED ON THE DRAWINGS.
PROVIDE FLOOR DECK SUPPORTING EXTERIOR SLABS WITH A GALVANIZED FINISH IN
ACCORDANCE WITH ASTM A924 G90.
DESIGN DATA
NEW STRUCTURES ON THESE DRAWINGS HAVE BEEN DESIGNED IN ACCORDANCE
WITH THE 2014 INDIANA BUILDING CODE.
SEE LOAD MAPS FOR LOADING INFORMATION.
UNLESS OTHERWISE NOTED, FLOOR FRAMING HAS BEEN DESIGNED UTILIZING
LIVE LOAD REDUCTIONS TO THE EXTENT ALLOWED BY THE BUILDING CODE.
VIBRATION CRITERIA
UNLESS NOTED OTHERWISE, ELEVATED STRUCTURAL STEEL FLOOR FRAMING
HAS BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS OF
"VIBRATIONS OF STEEL-FRAMED SYSTEMS DUE TO HUMAN ACTIVITY" (2016) BY
MURRAY, ALLEN, UNGAR AND DAVIS, WITH ASSUMED DAMPING AND LIMITING
VIBRATION CRITERIA AS FOLLOWS:
TYPICAL FLOORS, UNO:
DAMPING RATIO, BETA = 0.020
MAXIMUM VIBRATION ACCELERATION = 0.5% OF GRAVITY
THE STRUCTURE IS NOT DESIGNED TO MITIGATE VIBRATIONS FROM VIBRATING
EQUIPMENT. EQUIPMENT CONTRACTOR SHALL PROVIDE AND INSTALL VIBRATION
ISOLATORS AS REQUIRED TO MITIGATE EQUIPMENT VIBRATION.
SNOW LOAD DESIGN DATA
GROUND SNOW LOAD (PG) = 20 PSF
SNOW EXPOSURE FACTOR (CE) = 1.0
THERMAL FACTOR (CT) = 1.0
SNOW LOAD IMPORTANCE FACTOR (IS) = 1.0
MINIMUM LOW-SLOPE ROOF SNOW LOAD (PM) = 20 PSF
WIND LOAD DESIGN DATA
BASIC WIND SPEED (3-SECOND GUST) = 115 MPH
WIND EXPOSURE = C
WIND DESIGN PRESSURE (P) = VARIES WITH HEIGHT AND LOCATION
EARTHQUAKE DESIGN DATA
SHORT PERIOD SPECTRAL RESPONSE (SS) = 0.152
1-SECOND SPECTRAL RESPONSE (S1) = 0.083
SEISMIC IMPORTANCE FACTOR (IE) = 1.0
RISK CATEGORY = II
SITE CLASSIFICATION = D
SEISMIC DESIGN CATEGORY =C
SHORT PERIOD SPECTRAL RESPONSE (SDS) = 0.163
1-SECOND SPECTRAL RESPONSE (SD1) = 0.134
BASIC STRUCTURAL SYSTEM / SEISMIC RESISTING SYSTEM: STEEL SYSTEMS
NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE / ORDINARY
REINFORCED MASONRY SHEAR WALLS
ANALYSIS PROCEDURE UTILIZED = EQUIVALENT LATERAL FORCE PROCEDURE
RESPONSE MODIFICATION COEFFICIENT (R) = 3.0 / 2.0
SEISMIC RESPONSE COEFFICIENT (CS) = 0.054 / 0.081
LATERAL LOAD RESISTING SYSTEM
LATERAL FORCE RESISTANCE IN THE COMPLETED STRUCTURE IS PROVIDED AS
FOLLOWS: ELEVATED FLOOR SLABS AND ROOF SLABS / DECKS SERVE AS HORIZONTAL
DIAPHRAGMS TO TRANSFER LATERAL LOADS TO THE VERTICAL LATERAL LOAD
RESISTING ELEMENTS WHICH IN TURN TRANSFER THOSE LOADS TO THE FOUNDATION
SYSTEM. VERTICAL LATERAL LOAD RESISTING ELEMENTS ARE INDICATED ON THE
DRAWINGS AND CONSIST OF THE FOLLOWING, UNLESS NOTED OTHERWISE:
PLAN NORTH-SOUTH DIRECTION:
REINFORCED MASONRY SHEAR WALLS
PLAN EAST-WEST DIRECTION:
STEEL BRACED FRAMES
SERVICEABILITY LIMITS
LIVE LOAD DEFLECTION: SPAN/360 UNO
TOTAL LOAD DEFLECTION: SPAN/240 UNO
EXTERIOR EDGE BEAMS LIVE LOAD DEFLECTION: SPAN/480 OR 1/2 INCH, UNO
EXTERIOR EDGE BEAMS TOTAL LOAD DEFLECTION: SPAN/360 OR 1 INCH, UNOLOADS SUSPENDED FROM STRUCTURE
UNLESS SPECIFICALLY NOTED OTHERWISE, THE UNIFORM MEP/CEILING LOADING
ALLOWANCE SUSPENDED FROM FLOOR AND ROOF STRUCTURES SHALL BE 10 PSF.
CONTRACTOR SHALL COORDINATE AND PROVIDE SUFFICIENT SUPPORT FRAMING
FOR ITEMS SUSPENDED FROM THE STRUCTURE (DUCTWORK, PIPING, CONDUIT,
LIGHTS, CEILINGS, ETC.) TO DISTRIBUTE LOADING THROUGHOUT THE STRUCTURE
SUCH THAT THE DESIGN SUPERIMPOSED LOAD ALLOWANCE IDENTIFIED IS NOT
EXCEEDED FOR ANY STRUCTURAL ELEMENT.
IF THE CONTRACTOR DETERMINES THAT LOADS SUSPENDED WILL EXCEED THE
IDENTIFIED LOADING LIMITS FOR ANY STRUCTURAL ELEMENT, THE CONTRACTOR
SHALL CONTACT THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TO INSTALLING
THE LOADS.
LOADS SUSPENDED FROM HANGER TABS ON COMPOSITE STEEL FLOOR DECK SHALL
NOT EXCEED 50 LBS AT ANY SINGLE LOCATION.
LOADS SHALL NOT BE SUSPENDED FROM STEEL ROOF DECK.
LOADS IMPOSED ON STRUCTURE
LOADS IMPOSED ON THE STRUCTURE BY EQUIPMENT AND SYSTEMS (INCLUDING
BUT NOT LIMITED TO, ARCHITECTURAL PRECAST CONCRETE, CURTAIN WALL,
CLADDING, STAIRS, ELEVATORS, ESCALATORS, MEP EQUIPMENT, DUCTWORK,
CONDUIT, LIGHTS, CEILINGS, ETC.) SHALL IMPART ONLY VERTICAL AND HORIZONTAL
LOADS ON THE STRUCTURE WITHOUT INDUCING TORSIONAL LOADS ON THE
SUPPORTING STRUCTURAL ELEMENTS, UNLESS SPECIFICALLY INDICATED
OTHERWISE.
THE CONTRACTOR IS RESPONSIBLE FOR DESIGNING (BY THE CONTRACTOR'S
PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS
CONSTRUCTED), SUPPLYING, AND INSTALLING ALL NECESSARY SUPPLEMENTAL
BRACING, KICKERS, RELATED CONNECTIONS, ETC., AS REQUIRED TO PREVENT
APPLYING TORSIONAL LOAD TO THE SUPPORTING STRUCTURE.
DESIGN CALCULATIONS AND DETAILS, SIGNED AND SEALED BY THE CONTRACTOR'S
LICENSED PROFESSIONAL ENGINEER, FOR ALL SUPPLEMENTAL MATERIALS AND
CONNECTIONS UTILIZED TO PREVENT APPLYING TORSIONAL LOAD TO THE
STRUCTURE, SHALL BE PROVIDED TO THE STRUCTURAL ENGINEER FOR REVIEW
PRIOR TO FABRICATION.EXPANSION ANCHORS
EXPANSION ANCHORS SHALL BE HILTI “KWIK BOLT TZ” OR AN EQUIVALENT
SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER, UNO.
ANCHOR FINISH SHALL BE CARBON STEEL FOR INTERIOR EXPOSURES AND AISI 316
STAINLESS STEEL FOR EXTERIOR AND BELOW GRADE EXPOSURES, UNO.
ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S
REQUIREMENTS BY INSTALLERS TRAINED BY THE MANUFACTURER’S
REPRESENTATIVE.
ANCHORS SHALL NOT BE INSTALLED IN CONCRETE OR MASONRY UNTIL IT HAS
ATTAINED ITS SPECIFIED MINIMUM 28 DAY COMPRESSIVE STRENGTH.
ADHESIVE ANCHORS FOR SOLID SUBSTRATES (THREADED ROD AND REBAR)
ADHESIVE ANCHORS FOR SOLID SUBSTRATES SHALL BE HILTI "HIT-HY 200" OR AN
EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER, UNO.
THREADED ANCHORS SHALL BE ASTM A36 RODS FOR INTERIOR EXPOSURES AND
AISI 316 STAINLESS STEEL FOR EXTERIOR AND BELOW GRADE EXPOSURES, UNO.
ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S
REQUIREMENTS BY INSTALLERS TRAINED BY THE MANUFACTURER'S
REPRESENTATIVE.
ADHESIVE ANCHORS SHALL NOT BE INSTALLED IN CONCRETE OR MASONRY UNTIL
IT HAS ATTAINED ITS SPECIFIED MINIMUM 28 DAY COMPRESSIVE STRENGTH.
ADDITIONALLY, ADHESIVE ANCHORS SHALL NOT BE INSTALLED IN CONCRETE OR
MASONRY WITH AN AGE OF LESS THAN 21 DAYS.
MINIMUM EMBEDMENT DEPTH SHALL BE 8 DIAMETERS UNLESS NOTED OTHERWISE.
ADHESIVE ANCHORS FOR HOLLOW SUBSTRATES
ADHESIVE ANCHORS FOR HOLLOW SUBSTRATES SHALL BE HILTI "HIT-HY 270" WITH HILTI
“HIT-SC” SCREEN TUBE OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE
STRUCTURAL ENGINEER, UNO.
ANCHORS SHALL BE ASTM A36 THREADED RODS FOR INTERIOR EXPOSURES AND AISI
316 STAINLESS STEEL FOR EXTERIOR AND BELOW GRADE EXPOSURES, UNO.
ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S
REQUIREMENTS BY INSTALLERS TRAINED BY THE MANUFACTURER'S REPRESENTATIVE.
CONCRETE UNIT MASONRY
CONCRETE MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CURRENT
CODE-REFERENCED EDITION OF BUILDING CODE REQUIREMENTS AND SPECIFICATIONS
FOR MASONRY STRUCTURES (TMS 402/602).
CONCRETE MASONRY SHALL CONSIST OF HOLLOW UNITS CONFORMING TO THE
REQUIREMENTS OF ASTM C90, WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH
OF 2,800 PSI, UNO. CONCRETE MASONRY ASSEMBLAGES SHALL HAVE A MINIMUM
COMPRESSIVE STRENGTH (F'M) OF 2,000 PSI AT 28 DAYS, UNO.
ALL MASONRY TO BE LAID IN RUNNING BOND, UNO. ALIGN CELLS TO ALLOW PROPER
REINFORCEMENT PLACEMENT AND GROUTING.
MORTAR SHALL BE TYPE S PROPORTIONED IN ACCORDANCE WITH ASTM C270.
FULLY MORTAR FACE SHELLS ON HEAD AND BED JOINTS. PROVIDE FULL MORTAR
COVER ON ALL WEBS AT GROUTED CELLS.
GROUT FOR REINFORCED MASONRY SHALL BE PROPORTIONED IN ACCORDANCE WITH
ASTM C476 (MINIMUM 28-DAY COMPRESSIVE STRENGTH = 2,000 PSI, UNO). COARSE AND
FINE AGGREGATES SHALL CONFORM TO ASTM C404. USE COARSE GROUT FOR ALL
GROUTING EXCEPT HIGH-LIFT POURS DEFINED BY ACI 530, WHERE FINE GROUT SHALL
BE USED.
GROUT SOLID ALL CELLS WITH REINFORCEMENT.
GROUT SOLID ALL CELLS AT BELOW-GRADE CMU IN CONTACT WITH SOIL.
PROVIDE 9-GAUGE GALVANIZED STEEL WIRE JOINT REINFORCEMENT IN ALL MASONRY
CONSTRUCTION. REINFORCEMENT SHALL BE CONTINUOUS AND BE LAPPED EIGHT
INCHES AT SPLICES. CUT REINFORCEMENT AT ALL CONTROL AND EXPANSION JOINTS.
SPACE REINFORCEMENT AT 8" ON CENTER FOR PARAPETS AND BELOW GROUND
FLOOR ELEVATION. ELSEWHERE SPACE REINFORCEMENT AT 16 INCHES ON CENTER,
UNLESS NOTED OTHERWISE.
BEAMS AND LINTELS SHALL BEAR A MINIMUM OF 8 INCHES ONTO SUPPORTING
MASONRY, UNLESS NOTED OTHERWISE. BEARING FOR ALL BEAMS, LINTELS, JOISTS,
ETC. SHALL BE GROUTED SOLID A MINIMUM OF ONE COURSE (8 INCHES) BELOW
BEARING ELEVATION, UNLESS NOTED OTHERWISE.
PROVIDE MASONRY CONTROL JOINTS AT 25'-0" OC MAXIMUM, UNO. LOCATE JOINTS IN
ACCORDANCE WITH NCMA TEK 10-2C "CONTROL JOINTS FOR CONCRETE MASONRY
WALLS - EMPIRICAL METHOD" AT OFFSETS, SETBACKS, WALL INTERSECTIONS,
CORNERS, CHANGES IN THICKNESS, CHANGES IN HEIGHT, OR EDGE OF OPENINGS.
REVISION SCHEDULE
NO. DESCRIPTION DATE
2 ADDENDUM 2 07/02/2021
09/16/21
A
E1 E2
EA
EB
EC
ED
EE
A.8
B.4
B.9
C.3
C.6
1.1 1.3
A.1
EXISTING
MEZZANINE
1.6 1.4
1.2
UNIFORM LOAD SCHEDULE
MARK DESCRIPTION
DESIGN LOADS (PSF)
DEAD LIVE
NOTES:
1. DEAD LOAD (WHEN DEFINED) REPRESENTS SELF-WEIGHT ALLOWANCE OF THE PRIMARY
STRUCTURAL SYSTEM. WHEN NOT DEFINED, SEE DRAWINGS FOR MEMBER MATERIALS AND SIZES.
2. SUPERIMPOSED DEAD LOAD IS PERMANENT UNIFORM DEAD LOAD ALLOWANCE SUPPORTED BY
THE STRUCTURE.
3. FOR SNOW LOADS DESIGN FOR WORST CASE OF UNIFORM SNOW OR SNOW DRIFT CONDITION.
4. "NR" = NON-REDUCIBLE LIVE LOAD.
A TYPICAL FLOOR SEE
NOTE 1
SNOW
NA
SUPERIMPOSED
DEAD
10 80
E1 E2
EA
EB
EC
ED
EE
A.8
B.4
B.9
C.3
C.6
1.1 1.3
A.1
EXISTING ROOF
1.6
NEW RTU BY MEP
CONTRACTOR
1.4
1.2
Project Number
CERTIFIED BY
ISSUANCE INDEX
DATE:
PROJECT PHASE:
05/20/2021
7/2/2021 5:06:58 PMS004
LOAD MAPS
2021.00173
07/02/2021
CONSTRUCTION DOCUMENTS
ARTISTIC COMPOSITE
PALLETS -PHASE 2
4518 WEST 99TH
STREET CARMEL, IN
46032
N.T.S.S004
1 LOAD MAP -MEZZANINE
N.T.S.S004
3 UNIFORM LOAD SCHEDULE
N.T.S.S004
2 LOAD MAP -ROOF
REVISION SCHEDULE
NO. DESCRIPTION DATE
09/16/21
L1L1 L1L1 L2 L1E1 E2
EA
EB
EC
ED
EE
40' - 0" 170' - 0"40' - 0" 40' - 0" 40' - 0" 50' - 0"A
A
REFERENCE
ARCH DWGS
FOR CMU
DEMOLITION
INFORMATION
EX FTG TO REMAIN, TYP
EX STL COL TO REMAIN, TYP
EX PRECAST WALL
PANEL, TYP
APPROX LOCATION
OF EX FIRE RISER
APPROX LOCATION
OF EX WATER RISER
EX FTG BELOW
EX FTG
EX CMU WALL
EX FTG TO REMAIN
T/FTG = T/SLAB
TYP
A TYP
TYP
B
6
S302
1
1.4 E1 E2
EA
EB
EC
ED
EE
40' - 0"170' - 0"40' - 0" 40' - 0" 40' - 0" 50' - 0"A.8
B.4
B.9
C.3
C.6
1.1 1.3
A.1
2' - 4 1/4" FV 1' - 0" 9' - 1 5/8" 12' - 4 3/8" 15' - 1 3/4" FV
CMU W1
EX 7'-0"X7'-0"X1'-3"
THK FTG (FV)
EX STL COL, TYP
APPROX LOCATION
OF EX FIRE RISER
B TYP
EX PRECAST WALL
PANEL, TYP
1.6
6
S301
1 2
D
E
C
B
A
A
EX 2'-0" W X 2'-6" THK
WALL FTG (FV)
B
B
3' - 4 1/4" FV 35' - 10 3/4" 9" FV13' - 9 1/2" 15' - 7 5/8" 10' - 6 7/8" FV 12' - 6 1/4" FV 14' - 4" 13' - 1 3/4" FVALIGN FACE OF
NEW CMU TO EX
FACE OF CMU
WF303
S301
TYP
9
S301
EX T/FTG 99' -4" (FV)
EX 7'-0"X7'-0"X1'-3" THK FTG (FV)
EX T/FTG 97' -4" (FV)
4
S302
4
S302
4
S302
SIM
6
S302
4
S302
SIM
4
S302
SIM
B
TYP
POST FOR INTERMEDIATE
LANDING, TYP. COORDINATE ALL
SUPPORT LOCATIONS WITH STAIR
SUPPLIER PRIOR TO DEMOLITION.
SELF-SUPPORTING
STEEL PAN STAIR BY
STAIR CONTRACTOR
1
10
S302 1' - 6"1.4
EX 3'-0"W X 1'-3" THK
WALL FOOTING -
T/FTG EL 99'-4" (FV)
1.2
EX CMU WALL (FV)
UNDERPIN EX FDN
AS REQUIRED FOR
INSTALLATION OF NEW
WORK
T/FTG 99'-4"
3' - 0"
T/FTG 99'-4"
22' - 6"
T/FTG 99'-4"
4" FTG STEP
EX 2'-0" W X 2'-6"
THK WALL FTG (FV)
3' - 6"
F4.0C
F5.0C
F4.5C
4' - 0"
S303
1
S303
2
C
D
D2' - 0" 3' - 0"4' - 0"Project Number
CERTIFIED BY
ISSUANCE INDEX
DATE:
PROJECT PHASE:
05/20/2021
7/2/2021 5:06:59 PMS101
DEMOLITION AND
FOUNDATION PLANS
2021.00173
07/02/2021
CONSTRUCTION DOCUMENTS
ARTISTIC COMPOSITE
PALLETS -PHASE 2
4518 WEST 99TH
STREET CARMEL, IN
46032
N
3/32" = 1'-0"S101
1 FOUNDATION DEMOLITION PLAN
3/32" = 1'-0"S101
2 FOUNDATION PLAN
N
GENERAL PLAN NOTES:
1. REFERENCE TOP OF SLAB (T/SLAB) = 100'-0" UNO.
2. TOP OF INTERIOR FOOTING COLUMN ELEVATION = 99'-0" UNO. TOP OF INTERIOR WALL FOOTING
ELEVATION = 99'-4" UNO.
3. TOP OF EX PERIMETER FOOTING ELEVATION = 99'-0" UNO (FIELD VERIFY).
4. REFER TO STRUCTURAL GENERAL NOTES, LEGEND, SCHEDULES, TYPICAL DETAILS, AND
SPECIAL INSPECTION REQUIREMENTS FOR ADDITIONAL INFORMATION.
5. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION AND DIMENSIONS.
6. PROVIDE ADDITIONAL SLAB ON GRADE REINFORCEMENT AT RE-ENTRANT CORNERS PER THE
"TYPICAL ADDITIONAL SLAB ON GRADE REINFORCEMENT AT RE-ENTRANT CORNERS" DETAIL.
7. COORDINATE LOCATIONS OF ALL EMBEDS / OPENINGS / SLEEVES WITH MEP, WALL SYSTEMS,
EQUIPMENT SUPPLIERS, AND ALL OTHER AFFECTED TRADES PRIOR TO PLACING CONCRETE.
8. LOCATE ALL EXISTING BELOW GRADE UTILITIES PRIOR TO EXCAVATION AND INSTALLATION OF
NEW WORK. NOTIFY ENGINEER OF ANY INTERFERENCES.
GENERAL PLAN NOTES:
1. REFER TO STRUCTURAL GENERAL NOTES, LEGEND, SCHEDULES, TYPICAL DETAILS, AND SPECIAL INSPECTION
REQUIREMENTS FOR ADDITIONAL INFORMATION.
2. REFERENCE ARCHITECTURAL DEMOLITION DRAWINGS FOR ADDITIONAL INFORMATION
3. EXCAVATION EXTENTS SHALL BE MINIMIZED AS PRACTICAL TO INSTALL NEW WORK.
4. UNDERPINNING OF EXISTING FOUNDATIONS PER THE CONTRACTOR AS REQUIRED FOR INSTALLATION OF NEW WORK.
5. VERIFY ALL EXISTING CONDITIONS PRIOR TO PROCEEDING WITH NEW WORK. NOTIFY ENGINEER OF ANY DISCREPANCIES.
6. PROTECT ALL ITEMS TO REMAIN.
KEYED PLAN NOTES:
SAWCUT AND REMOVE EXISTING SLAB AS REQUIRED TO INSTALL NEW WORK. EXCAVATE EXISTING SUBGRADE
AS REQUIRED TO INSTALL NEW WORK. DO NOT UNDERMINE EXISTING FOUNDATIONS.
DEMOLISH EXISTING WALL FOOTING AS REQUIRED TO INSTALL NEW WORK. EXCAVATE EXISTING SUBGRADE AS
REQUIRED TO INSTALL NEW WORK. DO NOT UNDERMINE EXISTING FOUNDATIONS.
A
KEYED PLAN NOTES:
APPROXIMATE LOCATION OF EXISTING WATER RISER. CONTRACTOR TO LOCATE
UNDERGROUND PIPE PRIOR TO NEW WORK. NOTIFY ENGINEER IF PIPE INTERFERES
WITH NEW WORK.
PROVIDE NEW SLAB ON GRADE TO MATCH EXISTING TO REPLACE DEMOLISHED SLAB,
TYPICAL. REFER TO TYPICAL DETAILS FOR ADDITIONAL INFORMATION. PROVIDE
TOOLED CONTROL JOINTS IN THE NEW SLAB AT LOCATIONS OF EXISTING SLAB JOINTS
AND AT A SPACING SUCH THAT NO PANEL EXCEEDS A 2:1 RATIO.
ANCHOR NOTED NEW FTG TO EXISTING WITH (3) #5x3'-0" ADHESIVE DOWELS (8"
EMBED)
EXTEND NOTED COMBINED COLUMN FOOTING TO EAST EDGE OF INTERSECTING WALL
FOOTING. EXTEND WALL FOOTING REINFORCEMENT CONTINUOUS THROUGH THE
COLUMN FOOTING.
FTG STEP. SEE "TYPICAL STEPPED FOOTING" DETAIL.
A
B
CONTRACTOR NOTES
1. DOCUMENTATION OF HIDDEN AND SUBGRADE EXISTING
CONSTRUCTION WAS NOT AVAILABLE DURING THE DESIGN PHASE.
EXISTING FOUNDATIONS AND OTHER HIDDEN EXISTING ELEMENTS
SHOWN ON THESE DOCUMENTS ARE BASED ON ASSUMED SIZES,
CONFIGURATIONS AND ELEVATIONS AND ARE PROVIDED FOR
REFERENCE ONLY.
2. CONTRACTOR SHALL FIELD VERIFY AND PRESENT FINDINGS TO THE
A/E FOR REVIEW IDENTIFYING THE EXACT CONFIGURATION OF
EXISTING CONSTRUCTION PRIOR TO FABRICATION AND INSTALLATION
OF NEW STRUCTURAL ELEMENTS.
3. CONTRACTOR SHALL ALERT THE A/E OF ANY REQUIRED REVISIONS TO
THE DESIGN NECESSARY TO ACCOMMODATE EXISTING CONDITIONS
THAT DIFFER FROM THE ASSUMPTIONS DEPICTED HEREIN.
C
B
D
E
NOTE: FOUNDATION DEMOLITION PLAN IS REVISED
IN ITS ENTIRETY PER ADDENDUM 2
NOTE: FOUNDATION DEMOLITION PLAN IS REVISED
IN ITS ENTIRETY PER ADDENDUM 2
2 2
REVISION SCHEDULE
NO. DESCRIPTION DATE
1 ADDENDUM 1 05/20/2021
2 ADDENDUM 2 07/02/2021
09/16/21
L1L1 L1 L1 L2 L1 E1 E2
EA
EB
EC
ED
EE
40' - 0" 170' - 0"40' - 0" 40' - 0" 40' - 0" 50' - 0"EX 32LH
EX 32LH
EX 32LH
EX 32LH
EX 32LH
EX 32LH
EX 32LH
EX 32LH
EX 32LH
EX 32LH
1' - 7 3/4" EOS
A.8
B.4
B.9
C.3
C.6
1.1 1.3
A.1
3' - 4 1/4" FV 35' - 10 3/4"9" FV13' - 9 1/2" 15' - 7 5/8" 10' - 6 7/8" FV 12' - 6 1/4" FV 14' - 4" 13' - 1 3/4" FVS1
1/S504
2/S504
EX STL COL, TYP
2
S501
EX CMU WALL
BELOW
EX PRECAST WALL
NEW CMU
WALL BELOW
2
S501
3
S502
2
S501
1' - 9 1/4" EOS1' - 9 1/4" EOS1' - 9 1/4" EOS 6' - 2 1/4"6' - 2 1/4"
1.6
1' - 4 1/2" EOS
2' - 4 1/4" FV 1' - 0" 9' - 1 5/8" 5' - 4 3/8" 7' - 0" 15' - 1 3/4" FV
9"30' - 2 1/8" 23' - 1 1/8"4 EQ SPA
22' - 6"
3 EQ SPA
15' - 1 3/4"7' - 11 1/4" 6" EOS2' - 7 3/4" EOS6" EOS 6' - 7 5/8"
EX CMU WALL BELOW
EX PRECAST WALL
A
A
B
B
6
S502
1
S502
TYP
5
S502 TYP
TYP
SELF-SUPPORTING
STEEL PAN STAIR BY
STAIR CONTRACTOR
1
1.4
1
S502
TYP
W24X76 W18X35
W24X76 W18X35
W18X35 W24X76
W21X57 W16X26
W10X12 W18X35
W14X22 W10X12W18X35W10X12W10X12W10X12W10X12W10X12W10X12W14X22W14X22W14X22W14X22W14X22W14X22W14X22W16X26W16X31W16X31W16X31W16X31W16X31W16X31W18X35W18X40W18X40W18X40W18X40W18X40W18X402' - 4 3/4"
1.2 E1 E2
EA
EB
EC
ED
EE
40' - 0"170' - 0"40' - 0" 40' - 0" 40' - 0" 50' - 0"EX 30KEX 30KEX 30KEX 30KEX 30KEX 30KEX 30KEX 30KEX 40G
EX 28KEX 28KEX 28KEX 28KEX 28KEX 28KEX 28KEX 48G
EX 28KEX 28KEX 28KEX 28KEX 28KEX 28KEX 28KEX 30KEX 30KEX 30KEX 30KEX 30KEX 30KEX 30KEX 30KEX 40G
NEW RTU BY MEP
CONTRACTOR
(1,500 LBS)
EX PRECAST WALL
EX PRECAST WALL
EX STL COL, TYP
EX PRECAST WALL
500 LBS
(NOTE 3)300 LBS
(NOTE 3)
1
1.4
Project Number
CERTIFIED BY
ISSUANCE INDEX
DATE:
PROJECT PHASE:
05/20/2021
7/2/2021 5:07:01 PMS102
MEZZANINE AND
ROOF FRAMING
PLANS
2021.00173
07/02/2021
CONSTRUCTION DOCUMENTS
ARTISTIC COMPOSITE
PALLETS -PHASE 2
4518 WEST 99TH
STREET CARMEL, IN
46032
N
3/32" = 1'-0"S102
1 MEZZANINE FRAMING PLAN
GENERAL PLAN NOTES:
1. TOP OF SLAB (T/SLAB) ELEVATION = 114' -0" UNO.
2. TOP OF STEEL (T/STL) ELEVATION = 113' -8" UNO.
3. REFER TO STRUCTURAL GENERAL NOTES, LEGEND, SCHEDULES, TYPICAL DETAILS, AND SPECIAL INSPECTION
REQUIREMENTS FOR ADDITIONAL INFORMATION.
4. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION AND DIMENSIONS.
5. MECHANICAL CONTRACTOR SHALL COORDINATE LOCATION OF ALL OPENINGS IN FLOOR WITH STRUCTURAL FRAMING.
NOTIFY STRUCTURAL ENGINEER OF ANY CONFLICTS.
3/32" = 1'-0"S102
2 EXISTING ROOF FRAMING PLAN
GENERAL PLAN NOTES:
1. REFER TO STRUCTURAL GENERAL NOTES, LEGEND, SCHEDULES, TYPICAL DETAILS, AND SPECIAL INSPECTION
REQUIREMENTS FOR ADDITIONAL INFORMATION.
2. PROVIDE L4x4x1/4 RTU SUPPORT FRAMING SIM TO "TYPICAL SLAB ON METAL DECK OPENING (EXISTING
FRAMING)" DETAIL AND "TYPICAL RTU SUPPORT" DETAIL. PROVIDE JOIST REINFORCING FOR CONCENTRATED
LOADS AT THE NEW RTU PER TYPICAL DETAIL PROVIDED ON S503. COORDINATE LOAD LOCATIONS WITH
MECHANICAL UNIT SUPPLIER.
N
KEYED PLAN NOTES:
PROVIDE 1" CLEAR BETWEEN EXISTING PIPE AND BEAM FLANGE. FIELD VERIFY LOCATION OF PIPE PRIOR TO FABRICATION
OF NEW MATERIAL. PROVIDE 1/2" EXPANSION JOINT MATERIAL AROUND EXISTING PIPES SLEEVED THROUGH NEW SLAB.
PROVIDE 1/2" EXPANSION JOINT MATERIAL AROUND EXISTING COLUMN AND PROVIDE DECK CLOSURE AROUND COLUMN AS
REQUIRED. DO NOT SUPPORT SLAB FROM EXISTING COLUMN.
A
B
CONTRACTOR NOTES:
1. FLOOR OPENING, ROOF OPENING, RTU SUPPORT, AND JOIST REINFORCING FOR MECHANICAL SYSTEMS AND
EQUIPMENT WILL BE ISSUED AFTER THE MEP SYSTEMS DESIGN IS COMPLETED BY THE DESIGN BUILD
CONTRACTOR FOR THOSE ITEMS.
1
NOTE: MEZZANINE FRAMING PLAN IS REVISED
IN ITS ENTIRETY PER ADDENDUM 2
2
REVISION SCHEDULE
NO. DESCRIPTION DATE
1 ADDENDUM 1 05/20/2021
2 ADDENDUM 2 07/02/2021
09/16/21
MARK FTG SIZE FTG REINF REMARKS
COLUMN FOOTING SCHEDULE
F4.0C 4'-0" x PLAN x 2'-6"(6) #6 LONG TOP AND BOT
#6 @ 7" SHORT TOP AND BOT
F4.5C 4'-6" x PLAN x 2'-0"(6) #6 LONG TOP AND BOT
#6 @ 8" SHORT TOP AND BOT
F5.0C 5'-0" x PLAN x 2'-0"(11) #6 LONG TOP AND (6) #6 LONG BOT
#6 @ 9" SHORT TOP AND BOT
2
MARK SIZE (W x D) FTG REINF REMARKS
WALL FOOTING SCHEDULE
WF30 2'-6" x 1'-0" (3) #5 CONT BOT
CMU WALL &
REINF PER PLAN
HOOKED DOWEL, SIZE AND
SPACING TO MATCH VERTICAL
REINFORCING LAP SPLICE PER
MASONRY LAP SPLICE CHART, UNO
1/2" EXP JT MATL, TYP
EXIST SLAB
FTG PER PLAN 3" CLRT/SLAB
PER PLAN
#4 x 1'-4" @ 24" OC DRILL
& GROUT 0'-8" INTO
EXISTING SLAB
T/FTG
PER PLANSAWCUT, REMOVE & REPLACE
EXISTING SLAB AS REQUIRED
TO CONSTRUCT FOOTING &
WALL (SLAB THICKNESS TO
MATCH EXISTING)
NOTE:
REINFORCE NEW SLAB-ON-GRADE CONCRETE WITH WWR PER SLAB ON GRADE SCHEDULE
2
SLAB DEPTH (IN)
DOWEL SIZE AND SPACING
DOWEL BAR
DIAMETER (IN)
TOTAL BAR
LENGTH (IN)
BAR SPACING
(CTR - CTR) (IN)
5-6 3/4 16 12
CONSTRUCTION JOINT
EXISTING SLAB
COAT OR WRAP DOWEL TO
PREVENT BOND
SMOOTH DOWEL BAR
PER TABLE. DRILL AND
EPOXY 1/2 x BAR LENGTH
INTO EXISTING SLAB.
INSTALL AT MID-DEPTH
OF SLAB, UNO.
NEW SLAB ON GRADE
PER PLAN SEE PLANDAPPLY BOND BREAKER TO FACE
OF EXISTING SLAB PRIOR TO
PLACEMENT OF NEW SLAB
4 3/4 16 24
REINFORCING BAR LAP LENGTHS: Lt, Lc AND
DEVELOPMENT LENGTHS: Ld, Ldh, Ldt, Ldc
(INCHES)
f 'c = 3000 PSI
BAR SIZE Ld Ldh Ldt Ldc
17 9 7 #3
22 11 9 #4
28 14 11 #5
33 17 14 #6
48 20 16 #7
55 22 18 #8
62 25 20 #9
70 28 23 #10
78 31 25 #11
NOTES:
1. db = DIAMETER OF BAR BEING DEVELOPED
Lt = "CLASS B" TENSION LAP SPLICE LENGTH
Lc = COMPRESSION LAP SPLICE LENGTH
Ld = TENSION DEVELOPMENT LENGTH OF STRAIGHT BARS
Ldh= TENSION DEVELOPMENT LENGTH OF HOOKED BARS
Ldt = TENSION DEVELOPMENT LENGTH OF HEADED BARS
Ldc = COMPRESSION DEVELOPMENT LENGTH OF STRAIGHT BARS
2. TABULATED VALUES ARE CALCULATED PER THE PROVISIONS OF ACI 318
3. TABULATED VALUES ARE FOR NON-EPOXY-COATED GRADE 60 REINFORCEMENT IN NORMAL WEIGHT CONCRETE.
4. WHERE BARS OF DIFFERENT SIZES ARE LAPPED IN TENSION, THE LAP LENGTH SHALL BE THE LARGER OF Ld OF THE LARGER BAR AND Lt OF THE SMALLER BAR.
5. WHERE BARS OF DIFFERENT SIZES ARE LAPPED IN COMPRESSION, THE LAP LENGTH SHALL BE THE LARGER OF Ldc OF THE LARGER BAR AND Lc OF THE SMALLER BAR.
6. TABULATED VALUES FOR Lt ASSUME THE FOLLOWING:
A) MINIMUM CLEAR SPACING BETWEEN REBAR IS THE GREATER OF THE BAR DIAMETER AND 1 INCH.
B) MINIMUM CLEAR COVER IS 3/4 INCHES OR GREATER.
C) BARS BEING SPLICED ARE NOT REQUIRED TO BE ENCLOSED WITHIN REINFORCEMENT ACTING AS CONFINEMENT TIES.
7. TABULATED VALUES FOR Ld ASSUME ONE OF THE FOLLOWING CONDITIONS IS PROVIDED; WHERE THESE CONDITIONS AREN'T ABLE TO BE MET, CONTACT ENGINEER OF RECORD FOR CONDITION SPECIFIC
VALUES:
A) BARS BEING DEVELOPED ARE ENCLOSED WITHIN REINFORCEMENT ACTING AS CONFINEMENT TIES, AND CLEAR SPACING OF BARS BEING DEVELOPED IS GREATER THAN OR EQUAL TO db, AND CLEAR
COVER TO BAR BEING DEVELOPED IS GREATER THAN OR EQUAL TO db
B) CLEAR SPACING OF BARS BEING DEVELOPED IS GREATER THAN OR EQUAL TO 2 TIMES db, AND CLEAR COVER TO BAR BEING DEVELOPED IS GREATER THAN OR EQUAL TO db
8. TABULATED VALUES FOR Ldt ARE ONLY VALID FOR NORMAL WEIGHT CONCRETE WITH CLEAR COVER NOT LESS THAN 2 TIMES db AND CLEAR SPACING NOT LESS THAN 4 TIMES db (CLEAR COVER AND
SPACING REQUIREMENTS LISTED IN THE GENERAL NOTES APPLY TO THE HEAD/ANCHOR, CLEAR COVER AND SPACING IN THIS PROVISION ARE WITH RESPECT TO THE REINFORCING ONLY)
9. LENGTHS IN THE SCHEDULE SHALL BE MULTIPLIED BY THE FOLLOWING MODIFICATION FACTORS AS FOLLOWS:
A) WHERE GRADE 75 REINFORCING IS USED, MULTIPLY THE TABLE VALUES AS FOLLOWS:
i) Lt, Ld, Ldh, Ldc x1.25
ii) Lc x1.45
iii) Ldt NOT PERMITTED
B) WHERE MORE THAN 12 INCHES OF FRESH CONCRETE IS CAST BELOW THE BAR, ALSO REFERRED TO AS "TOP BARS" ("OTHER BARS" ARE ALL OTHERREINFORCING WHERE THIS DOES NOT APPLY)
i) Lt, Ld x1.30
ii) Lc, Ldh, Ldt, Ldc NO MODIFICATION
10. THIS TABLE IS NOT VALID FOR BUNDLED BARS.
f 'c = 4000 PSI
Ld Ldh Ldt Ldc
15 8 6
19 10 8
24 12 10
29 15 12
42 17 14
48 19 16
54 22 18
61 25 20
67 27 22
9
11
14
17
20
22
25
28
31
8
10
12
15
17
19
22
25
27
LcLt
18
29
42
55
88
107
109
126
146
16
25
36
48
76
93
95
109
127
12
15
19
23
27
30
34
39
43
LcLt
12
15
19
23
27
30
34
39
43
1. SEE GENERAL NOTES AND SPECIFICATIONS FOR ADDITIONAL INFORMATION.
2. ALL CONCRETE IS NORMAL WEIGHT AND CEMENT IS ASTM C150 TYPE 1, UNO. DO NOT USE LIGHTWEIGHT CONCRETE UNLESS SPECIFICALLY INDICATED.
3. ACCEPTABLE CEMENT REPLACEMENT MATERIAL, WHERE PERMITTED, SHALL BE FLY ASH, ASTM C618 TYPE C OR F, UNO.
4. TARGET SLUMP SHALL BE DETERMINED BY THE CONTRACTOR AS NEEDED FOR PROPER PLACEMENT.
5. WHERE NOTED, BLENDED AGGREGATE WITH ZONE 2 COARSENESS PER ACI 302 IS MANDATORY.
6. COORDINATE LOCATIONS OF ALL POLISHED CONCRETE SLABS (WHEN USED) AND REVIEW THE CONCRETE MIX REQUIREMENTS WITH THE POLISHED CONCRETE CONTRACTOR PRIOR TO
SUBMITTAL OF CONCRETE MIXES. IF THE POLISHED CONCRETE CONTRACTOR REQUESTS TO DEVIATE FROM THE REQUIREMENTS OF THIS SCHEDULE, CONTACT THE STRUCTURAL ENGINEER TO
REVIEW THE REQUESTS PRIOR TO SUBMISSION OF THE POLISHED CONCRETE MIX(ES).
7. WHEN NOTED IN SCHEDULE, PROVIDE CRYSTALLINE WATERPROOFING ADMIXTURE (XYPEX C-500 OR EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER) AT MANUFACTURER'S
RECOMMENDED DOSAGE RATE IN CONCRETE FOR THE FOLLOWING, UNO: WATER/WASTEWATER TANKS, FLUMES, CLARIFIERS, DIGESTERS, RESERVOIRS AND WET WELLS.
CONCRETE MIX SCHEDULE
CONCRETE USAGE
28-DAY
COMPRESSIVE
STRENGTH
(PSI)
FOOTINGS 3,000
SLABS ON GRADE (6 INCHES OR LESS), TIE BEAMS
SLABS ON METAL DECK
NOTES:
MAX CEMENT
REPLACEMENT
(NOTE 3)
20%
MAXIMUM
W/CM RATIO
0.55
AIR CONTENT
(PERCENT)
0-3
MAXIMUM
AGGREGATE
SIZE (INCHES)
1.5
NOTES
4,000
4,000
20% 0.48 0-3 1
20% 0.48 0-3 1 4.0 LBS/CYD MACRO-FIBER
NOTE: EXISTING STEEL COLUMN AND SLAB ON GRADE NOT SHOWN FOR CLARITY3" CLR, TYPNEW FOOTING PER PLAN
(3) #5 x 3'-0" ADHESIVE ANCHOR (8" EMBED)
EXISTING SPREAD FOOTING
T/FTG
PER PLAN
T/EX FTG
PER PLAN
DOWEL CMU REINF
INTO EX FTG (EMBED 6")6"2
SLAB ON GRADE SCHEDULE
MARK SIZE REINFORCEMENT REMARKS
SOG4 4" 6x6-W1.4xW1.4 WWR
VAPOR PROTECTION
10 MIL VAPOR RETARDER
VAPOR PROTECTION AND SUB-BASE DETAIL
VAPOR PROTECTION
PER SCHEDULE
PLACE WWR REINFORCEMENT
2" CLEAR FROM TOP OF SLAB, UNO
SUB-BASE
6x6-W2.9xW2.9 WWRSOG6 6" 10 MIL VAPOR RETARDER
NOTES:
1. PROVIDE 6" COMPACTED DRAINAGE FILL SUB-BASE, UNO.
Project Number
CERTIFIED BY
ISSUANCE INDEX
DATE:
PROJECT PHASE:
05/20/2021
7/2/2021 5:07:02 PMS301
FOUNDATION
SCHEDULES,
SECTIONS, AND
DETAILS
2021.00173
07/02/2021
CONSTRUCTION DOCUMENTS
ARTISTIC COMPOSITE
PALLETS -PHASE 2
4518 WEST 99TH
STREET CARMEL, IN
46032
N.T.S.S301
1 COLUMN FOOTING SCHEDULE
N.T.S.S301
2 WALL FOOTING SCHEDULE
N.T.S.S301
6
TYPICAL INTERIOR CMU WALL FOOTING IN
EXISTING BUILDING
N.T.S.S301
3 TYPICAL NEW-TO-EXISTING SLAB ON GRADE JOINT
N.T.S.S301
5 CONCRETE REINFORCEMENT DEVELOPMENT LENGTH AND LAP SPLICE TABLE
N.T.S.S301
7 CONCRETE MIX SCHEDULE
N.T.S.S301
9 INTERIOR CMU WALL FOOTING IN EXISTING BUILDING
N.T.S.S301
8 SLAB-ON-GRADE SCHEDULE
NOT USED
2
REVISION SCHEDULE
NO. DESCRIPTION DATE
2 ADDENDUM 2 07/02/2021
09/16/21
1
2
COLUMN & FOOTING
FOOTING PER PLAN ANCHOR RODS PER COLUMN
SCHED AND COLUMN BASE DETAIL
FILL W/ CONCRETE
ISOLATION JOINT
AT BRACE
CONTROL JOINT, TYP
COLUMN PER
PLAN
1/2" EXP JT
MATERIAL
T/SLAB
PER PLAN
T/FTG
PER PLAN
3" CLR4" MINBRACE PER PLAN
EXTEND ISOLATION JOINT TO
ENCOMPASS ENTIRE PORTION
OF BRACE AT/BELOW
CONCRETE SURFACE
ISOLATION JOINT
BRACE PER PLAN
CONCRETE INFILL
CONCRETE INFILL
CONCRETE INFILL
CONCRETE INFILL
1/2" EXP JT
MATERIAL
CONTROL
JOINT, TYP
COLUMN PER PLAN
EDGE OF SLAB
1/2" EXP JT
MATERIAL
EDGE OF
SLAB
EDGE OF
SLAB
COLUMN
PER PLAN
NOTES:
COLUMN & FOOTING
FOOTING PER PLAN
ANCHOR RODS PER COLUMN SCHEDULE
AND COLUMN BASE DETAIL
FILL W/ CONCRETE
ISOLATION JOINT
T/SLAB
PER PLAN
T/FTG
PER PLAN
3" CLRCONCRETE INFILL
EDGE OF
SLAB
1/2" EXP JT
MATERIAL
CONTROL JOINT, TYP
NOTE 4
NOTE 4
NOTE 4
EDGE OF
SLAB
1. FOR COLUMNS PLACED AFTER SLAB-ON-GRADE, SIZE ISOLATION
JOINT AS REQUIRED TO ALLOW FOR BASE PLATE INSTALLATION AND
TIGHTENING OF ANCHOR RODS AND MAINTAIN NOT LESS THAN 4"
MINIMUM CLEAR BETWEEN COLUMN AND ISOLATION JOINT.
2. FOR COLUMNS PLACED BEFORE SLAB-ON-GRADE, SIZE ISOLATION
JOINT AS REQUIRED TO KEEP ALL ANCHOR RODS WITHIN THE
ISOLATION JOINT AND MAINTAIN NOT LESS THAN 4" MINIMUM CLEAR
BETWEEN COLUMN AND ISOLATION JOINT.
3. FOR CIRCULAR ISOLATION JOINTS AT PERIMETER AND CORNERS,
ANGLE OF INTERSECTION BETWEEN JOINT AND WALL TO BE A
MINIMUM OF 90 DEGREES TO PREVENT RETURN OF SLAB BEHIND
CIRCULAR ISOLATION JOINT.
4. WHERE EXPANSION JOINT MATERIAL IS REQUIRED BETWEEN THE
TYPICAL EDGE OF SLAB-ON-GRADE AND WALL, CONTINUE THE
EXPANSION JOINT MATERIAL CONTINUOUS BETWEEN THE INFILL
CONCRETE AND WALL ALSO, TYPICAL.
OPENING PER PLAN WALL PER PLAN
#4 BAR x (OPENING + 3'-0")
AT SLAB MID-DEPTH UNO
(1) #4 BAR x 2'-6" AT
SLAB MID-DEPTH UNO
(1) #4 BAR x 2'-6" AT
SLAB MID-DEPTH UNO
ADDITIONAL REINFORCEMENT
NOT REQUIRED AT CJ
CJ
WALL OPENINGS
RE-ENTRANT CORNERS ADDITIONAL REINFORCING
NOT REQUIRED AT CJUNOEQUNOEQ2" CLR2" CLREQ EQ
SLAB EDGE OR
CJ PER PLAN
2" CL R
1
1
1
1
NOTES:
1. WHERE THERE IS INSUFFICIENT ROOM TO INSTALL A STRAIGHT BAR AS SHOWN CENTERED WITH
EQUAL LENGTH EACH SIDE OF THE RE-ENTRANT CORNER, PROVIDE BAR WITH A 90- OR 180-
DEGREE HOOK INSTALLED ON THE SIDE WITH SHORTER EMBEDMENT.
2. FOR SLABS WITH 2 LAYERS OF REINFORCEMENT, INSTALL ADDITIONAL REINFORCEMENT AT
ELEVATION OF TOP LAYER ONLY.2" CLRNOTE 1
NOTE 1
EX PRECAST WALL
EX FTG
FVNEW COL PER PLAN
(2) #5 x 2'-0" ADHESIVE
DOWELS (6" EMBED)
T/FTG
PER PLAN
T/SLAB
PER PLAN
COLUMN FTG PER PLAN6"2
CLEAN SURFACE OF EXISTING
FOOTING PRIOR TO
PLACEMENT OF NEW FOOTING
THICKEN NEW FTG TO MATCH BOT OF EX FTG
(3) #5 ADHESIVE ANCHOR (8" EMBED)
EXISTING SPREAD FOOTING
T/EX FTG
PER PLAN
EQEQ
1
2
CONT WF REINF
PER PLAN
NOTE: EXISTING STEEL COLUMN AND SLAB ON GRADE NOT SHOWN FOR CLARITY
Ld
T/FTG
PER PLAN
UNIFORMLY SLOPED BASE
NOTES:
1. SEE PLAN FOR STEP LOCATIONS AND ELEVATIONS.
2. MAXIMUM SINGLE STEP HEIGHT = 4'-0".
FOOTING
PER PLAN
CONT BARS CONT BARS
BARS
CONT
SPLICE
LAP
2H2 (MAX)
2H 1'-0" MIN
T/FTG
PER PLAN
T/FTG
PER PLANH2 H1HSPLICE
LAP
NOTE 4
SLAB DEPTH (IN)
DOWEL SIZE AND SPACING
4
DOWEL BAR
DIAMETER (IN)
TOTAL BAR
LENGTH (IN)
BAR SPACING
(CTR -CTR) (IN)
3/4 16 24
5-6 3/4 16 12
CONTROL JOINT
CONSTRUCTION JOINT
SLAB ON GRADE PER
PLAN
1/4" (+/-) TOOLED JOINT
SLAB ON GRADE
PER PLAN
COAT OR WRAP DOWEL TO
PREVENT BOND
SMOOTH DOWEL BAR PER
TABLE. INSTALL AT MID-DEPTH
OF SLAB, UNO.SEE PLANDSEE PLANDD/4APPLY CURING COMPOUND TO FACE
OF SLAB AFTER REMOVAL OF EDGE
FORM
CMU WALL & REINF PER PLAN
HOOKED DOWEL, SIZE AND
SPACING TO MATCH VERTICAL
REINFORCING LAP SPLICE PER
MASONRY LAP SPLICE CHART, UNO
1/2" EXP JT MATL, TYP
EXIST SLAB
FTG PER PLAN 3" CLRT/SLAB
PER PLAN
#4 x 1'-4" @ 24" OC DRILL
& GROUT 0'-8" INTO
EXISTING SLAB
SAWCUT, REMOVE & REPLACE
EXISTING SLAB AS REQUIRED TO
CONSTRUCT FOOTING & WALL (SLAB
THICKNESS TO MATCH EXISTING)
NOTE:
REINFORCE NEW SLAB-ON-GRADE CONCRETE WITH WWR PER SLAB ON GRADE SCHEDULE
STAIRS BY STAIR MANUFACTURER.
COORDINATE LOCATION OF THICKENED SLAB
PLACEMENT WITH STAIR MANUFACTURER
SUPPORT LAYOUT PRIOR TO PLACEMENT.8"1
2
#5 @ 12" OC EW BOTTOM3" CLRT/FTG
PER PLAN
MINIMUM 2'-0" WIDE THICKENED SLAB CENTERED ON
SUPPORTED ELEMENT, UNO. PROVIDE THICKENED SLAB
MINIMUM 1'-0" PAST STAIR SUPPORT EACH SIDE, UNO
2
Project Number
CERTIFIED BY
ISSUANCE INDEX
DATE:
PROJECT PHASE:
05/20/2021
7/2/2021 5:07:03 PMS302
FOUNDATION
SCHEDULES,
SECTIONS, AND
DETAILS
2021.00173
07/02/2021
CONSTRUCTION DOCUMENTS
ARTISTIC COMPOSITE
PALLETS -PHASE 2
4518 WEST 99TH
STREET CARMEL, IN
46032
N.T.S. S302
1 COLUMN ISOLATION JOINT AT BRACED FRAME
N.T.S.S302
3 TYPICAL STEEL COLUMN ISOLATION JOINT DETAILS
N.T.S.S302
2
TYPICAL ADDITIONAL SLAB ON GRADE
REINFORCEMENT AT RE-ENTRANT CORNERS
N.T.S.S302
4 SECTION
N.T.S.S302
6 SECTION
N.T.S. S302
8 TYPICAL STEPPED FOOTING
N.T.S.S302
9 TYPICAL SLAB ON GRADE JOINTS
1
N.T.S.S302
10 THICKENED SLAB AT STAIRS
NOT USED NOT USED
2 2
REVISION SCHEDULE
NO. DESCRIPTION DATE
1 ADDENDUM 1 05/20/2021
2 ADDENDUM 2 07/02/2021
09/16/21
SEE PLAN SEE PLAN
#6 BARS @ 8" TRANSVERSE TOP
#6 BARS @ 12" TRANSVERSE BOTSEE PLANSEE PLAN (6) #6 BARS LONGITUDINAL TOP
(3) #6 BARS LONGITUDINAL BOT
(8) #6 BARS LONGITUDINAL TOP
(4) #6 BARS LONGITUDINAL BOT
SEE PLAN SEE PLAN(6) #6 BARS LONGITUDINAL TOP
(3) #6 BARS LONGITUDINAL BOT
#6 BARS @ 8" TRANSVERSE TOP
#6 BARS @ 12" TRANSVERSE BOT
(8) #6 BARS LONGITUDINAL TOP
(4) #6 BARS LONGITUDINAL BOT
SEE PLAN SEE PLAN
Project Number
CERTIFIED BY
ISSUANCE INDEX
DATE:
PROJECT PHASE:
05/20/2021
7/2/2021 5:07:03 PMS303
FOUNDATION
SCHEDULES,
SECTIONS, AND
DETAILS
2021.00173
07/02/2021
CONSTRUCTION DOCUMENTS
ARTISTIC COMPOSITE
PALLETS -PHASE 2
4518 WEST 99TH
STREET CARMEL, IN
46032
N.T.S.S303
2 COMBINED FOOTING 2
N.T.S.S303
1 COMBINED FOOTING 1
2
REVISION SCHEDULE
NO. DESCRIPTION DATE
2 ADDENDUM 2 07/02/2021
09/16/21
OPNG
OPNG OPNG OPNG
CMU WALL REINFORCEMENT SCHEDULE
CMUW1
MARK SIZE VERTICAL REINFORCEMENT REMARKS
8" #5 @ 48" OC
NOTES:
1. SEE THE STRUCTURAL DRAWINGS, ARCHITECTURAL DRAWINGS AND
SPECIFICATIONS FOR REQUIRED HORIZONTAL (BOND BEAM AND
JOINT) REINFORCEMENT AND REQUIRED ADDITIONAL VERTICAL
REINFORCEMENT.
2. PROVIDE MATCHING HOOKED DOWELS INTO THE FOUNDATION FOR
ALL VERTICAL REINFORCEMENT. GROUT SOLID ALL CELLS
CONTAINING VERTICAL REINFORCEMENT.
3. WHERE INDICATED, POSITION DBL BAR REINFORCEMENT IN 12" CMU
AS SHOWN. USE BAR POSITIONERS AS REQUIRED TO MAINTAIN
PROPER ALIGNMENT.
TYP BAR
PLACEMENT EQEQ8"8" DBL BAR
PLACEMENT
REBAR POSITIONER
CENTERING CLIP
CMU
CMU
VERT REINF
VERT REINF
REBAR POSITIONER
CENTERING CLIP
MASONRY REINFORCING STEEL
LAP SPLICE CHART
BAR SPLICE LENGTHS
BAR TYPE 1.0LD
#3 20"
#4 26"
#5 32"
#6 39"
#7 45"
#8 52"
#9 58"
NOTES:
1. ALL SPLICES ARE TYPE 1.0LD, UNO.
2. BARS LARGER THAN #9 ARE REQUIRED TO BE SPLICED BY MECHANICAL
CONNECTORS, UNO.
3. SPLICES BASED ON Fs = 32,000 PSI AND f'm >= 1500 PSI.
4. ALL BARS ARE UNCOATED, UNO.
5. USE EPOXY-COATED BARS ONLY IN PARKING STRUCTURE MASONRY
WHERE SPECIFICALLY INDICATED, UNO.
TYPE 1.5LD
36"
48"
60"
72"
84"
96"
109"
TYPE 1.0LD
29"
39"
48"
58"
68"
77"
87"
TYPE 1.5LD
54"
72"
90"
108"
126"
144"
164"
UNCOATED BARS EPOXY-COATED BARS
NOTES:
1. PROVIDE MINIMUM OF 8" BEARING AT BOND BEAM LINTELS, UNO.
2. PROVIDE FULL HEIGHT VERTICAL JAMB BAR EACH SIDE OF EVERY OPENING.
3. HORIZONTAL REINFORCING TO CONSIST OF 9 GAUGE LADDER TYPE WIRE REINFORCING SPACED AT 16" OC VERTICALLY, UNO.
4. PROVIDE CONTINUOUS BOND BEAM LINTELS OVER ADJACENT SAME-HEIGHT OPENINGS WITH LESS THAN 2'-8" OF MASONRY BETWEEN OPENINGS.
5. FOR OPENINGS THAT INTERRUPT 2 OR MORE REGULARLY SPACED VERTICAL BARS, PROVIDE ONE ADDITIONAL BAR AT 8" OC ADJACENT TO EACH JAMB FOR EVERY 2
BARS INTERRUPTED BY THE OPENING.
6. CONDITION SHOWN ON THIS DETAIL IS FOR BOND BEAM LINTELS. SEE LINTEL BEARING DETAILS FOR BAR PLACEMENT INFORMATION AT STEEL AND PRECAST
LINTELS (WHEN PERMITTED).
7. PROVIDE ADDITIONAL CONTINUOUS BOND BEAMS WHERE INDICATED ON THE DRAWINGS.
OF END OF WALL OR
MOVEMENT JOINT
VERTICAL REINFORCING PER
CMU WALL REINF SCHEDULE
HORIZONTAL REINFORCING
SEE NOTE 3
CONTINUOUS BOND BEAM AT
TOP OF WALL WITH MINIMUM
(1) #5 CONT, UNO (SEE NOTE 7)
SEE NOTE 4 NOTE 1,
TYP
OPENING BAR
SEE NOTE 2
PROVIDE DOWELS TO MATCH
WALL REINFORCEMENT
(LAP SPLICE, TYP)
T/FTG
T/WALL
PLACE BAR WITHIN 8"
SEE
SEE NOTE 5
SEE NOTE 5
CONTROL JOINT PER TYPICAL CMU WALL
JOINT DETAILS AND AS FOLLOWS:
PERIMETER AND LOAD BEARING WALLS:
EXTEND CJ FROM BOTTOM OF CMU WALL
TO BOTTOM OF CONT BOND BEAM AT TOP
OF WALL, UNO.
INTERIOR NON LOAD BEARING PARTITION
WALLS: EXTEND CJ FULL HEIGHT OF
WALL, UNO.
CORNER INTERSECTION CONTROL JOINT END
CMU BOND BEAM UNIT
W/ OPEN BOTTOM
BOND BEAM REINF
CORNER BARS MATCH
BOND BEAM REINF (LAP
SPLICE)
CMU BOND BEAM UNIT
W/ OPEN BOTTOM
BOND BEAM REINF
INTERSECTION BARS
MATCH BOND BEAM
REINF (LAP SPLICE)
VERTICAL REBAR SIZE TO
MATCH WALL REINF, TYP
VERTICAL REBAR SIZE
TO MATCH WALL REINF
BOND BEAM REINF TERMINATE 2" BACK
FROM CONTROL JOINT EACH SIDE.
(EXCEPTION: AT BOND BEAM AT TOP OF
PERIMETER AND LOAD-BEARING WALLS
STOP CJ AT BOTTOM OF BOND BEAM
AND MAINTAIN TOP BOND BEAM AND
REINF CONTINUOUS, UNO)
PRE-FORMED CONTROL JOINT
GASKET IN SASH BLOCK CMU
BACKER ROD AND
SEALANT EACH
SIDE
BOND BEAM REINF.
TERMINATE 2" BACK
FROM END OF WALL
VERTICAL REBAR SIZE
TO MATCH WALL
REINF, TYP
BOND BEAM DETAILS
CORNER INTERSECTION CONTROL JOINT END
JOINT REINFORCEMENT DETAILS
PREFABRICATED L-SHAPE
JOINT REINF AT WALL CORNER.
MATCH CONTINUOUS JOINT
REINF AND LAP SPLICE 6" MIN.
PREFABRICATED T-SHAPE
JOINT REINF AT WALL
INTERSECTION. MATCH
CONTINUOUS JOINT
REINF AND LAP SPLICE 6"
MIN.
PRE-FORMED
CONTROL JOINT
GASKET IN SASH
BLOCK CMU
JOINT REINF.
TERMINATE 2" BACK
FROM CONTROL JOINT
EACH SIDE
JOINT REINF.
TERMINATE 2" BACK
FROM END OF WALL
BACKER ROD AND
SEALANT EACH
SIDE
VERTICAL REBAR SIZE TO
MATCH WALL REINF, TYP
VERTICAL REBAR SIZE
TO MATCH WALL REINF
VERTICAL REBAR SIZE TO
MATCH WALL REINF, TYP
CUT CMU WEBS AND FACE SO
GROUT AND REINF ARE
UNINTERRUPTED, TYP
NOTES:
1. VERTICAL REINFORCEMENT INDICATED ON THIS DETAIL IS REQUIRED IN ADDITION TO SCHEDULED VERTICAL REINFORCEMENT, UNLESS
SCHEDULED REINFORCEMENT ALREADY OCCURS AT THE INDICATED LOCATIONS.
2. PROVIDE LAPPED DOWELS INTO FOUNDATION AT ALL VERTICAL REINFORCEMENT.
3. PROVIDE HORIZONTAL JOINT REINFORCEMENT AND BOND BEAM REINFORCEMENT IN CMU WALLS IN ACCORDANCE WITH THE PROJECT
DRAWINGS AND SPECIFICATIONS.
REINFORCED CMU LINTEL
MIN, UNO
8" BEARINGREINFORCED
CMU LINTEL PER
PLAN
PROVIDE (1) FULL-HEIGHT VERT
BAR EACH SIDE OF OPENING IN
SOLID- GROUTED CORES. RUN
REINFORCING STEEL CONT.
THROUGH LINTEL, FULL HEIGHT
OF WALL.
CMU WALL PER PLAN NOTE 3
NOTES:
1. INSTALL LINTELS TO PROVIDE EQUAL BEARING LENGTH EACH SIDE OF
OPENING, UNO.
2. VERTICAL BARS SHALL BE THE SAME SIZE AS TYPICAL VERTICAL WALL
REINFORCEMENT, UNO.
3. FOR OPENINGS THAT INTERRUPT 2 OR MORE REGULARLY SPACED VERTICAL
BARS, PROVIDE ONE ADDITIONAL FULL-HEIGHT BAR @ 8" OC ADJACENT TO
EACH JAMB FOR EVERY 2 BARS INTERRUPTED BY THE OPENING.
4. AT CMU LINTEL BEARING, CUT OPENING THROUGH BOTTOM OF U-SHAPE
LINTEL BLOCK AS REQUIRED TO ALLOW REINFORCEMENT AND GROUT
PLACEMENT AT LINTEL BEARING.
NOTE 4
LINTEL SCHEDULE
MARK SECTION CLEAR OPENING TYPE NOTES
L1
L2
LINTEL SCHEDULE NOTES:
1. ALL LINTELS BEAR 0'-8" ONTO SUPPORTING WALLS, UNO.
2. ALL STEEL LINTELS AND SHELF ANGLES IN EXTERIOR WALLS SHALL BE GALVANIZED.
3. BOTTOM PLATES SHALL EXTEND THE FULL LENGTH OF THE LINTEL, INCLUDING BEARING
LENGTH, UNO.
4. AT CMU INFILL (SOAPS) AT STEEL LINTELS, PROVIDE METAL ANCHORAGE AT EVERY COURSE
@ 16" OC TO TIE CMU TO STEEL.
TYPES:
A
U-SHAPE LINTEL BLOCK
W/ (2) #5 CONT BARS
SOLID GROUTED
COURSES OF BLOCK.
POUR GROUT AT
SAME TIME AS LINTEL
BLOCK
8" W X 8" H (NOMINAL) PER ARCH, 5'-0" MAX A
8" W X 24" H (NOMINAL) PER ARCH A
H3"W
Project Number
CERTIFIED BY
ISSUANCE INDEX
DATE:
PROJECT PHASE:
05/20/2021
7/2/2021 5:07:04 PMS401
CMU SCHEDULES,
SECTIONS AND
DETAILS
2021.00173
07/02/2021
CONSTRUCTION DOCUMENTS
ARTISTIC COMPOSITE
PALLETS -PHASE 2
4518 WEST 99TH
STREET CARMEL, IN
46032
N.T.S.S401
1 CMU WALL REINFORCEMENT SCHEDULE
N.T.S.S401
5 TYPICAL REBAR POSITIONERS
N.T.S.S401
2 MASONRY LAP SPLICE TABLE
N.T.S.S401
3 TYPICAL REINFORCING AT CMU WALLS
N.T.S.S401
4 TYPICAL CMU WALL JOINT DETAILS
N.T.S.S401
7 TYPICAL LINTEL BEARING DETAILS
N.T.S.S401
6 LINTEL SCHEDULE
REVISION SCHEDULE
NO. DESCRIPTION DATE
09/16/21
BENT PL1/4 x T x (EOS
DIM -1") CONT WITH 1/2" DIA
X 6" HEADED STUDS @ 1'-6"
OC
#4 @ 1'-6" OC
HOOKED BARS
EOS <= 1'-3"
PER PLAN
EOS
BENT PL1/4 x T x (EOS DIM -1")
CONT WITH 1/2" DIA HEADED
STUDS @ 1'-6" OC
L3x3x1/4 BRACE
@ 4'-0" OC MAX
L3x3x1/4 KICKER
@ 4'-0" OC MAX
6"
PER PLAN
EOS
EOS > 1'-3" UP TO 2'-6"
(DECK SPAN PERPENDICULAR)
6" CLR WHERE WALL
SYSTEM TERMINATES AT
UNDERSIDE OF SLAB
1" CLR WHERE WALL
SYSTEM BYPASSES SLAB
EDGE
L3x3x1/4 BRACE
@ 4'-0" OC MAX L3x3x1/4 KICKER
@ 4'-0" OC MAX
6"
PER PLAN
EOS
EOS > 1'-3" UP TO 2'-6"
(DECK SPAN PARALLEL)
6" CLR WHERE WALL SYSTEM
TERMINATES AT UNDERSIDE OF
SLAB 1" CLR WHERE WALL
SYSTEM BYPASSES SLAB EDGE
1
2 MIN
3/16 3 MIN
TYPTT BENT PL1/4 x T x (EOS DIM -1")
CONT WITH 1/2" DIA X 6"
HEADED STUDS @ 1'-6" OC
L4x4x1/4 x 1'-3" AT KICKER
LOCATIONS. ANCHOR TO
SLAB WITH (2) 1/2" DIA
EXPANSION ANCHORS
CENTERED ON DECK
FLUTE, 3" EMBEDMENT,
TYP. INCREASE ANGLE
LENGTH AS NECESSARY
FOR SKEWED CONDITIONS.T#4 @ 1'-6" OC
HOOKED BARS
NOTES:
1. FOR EDGE OF SLAB DISTANCES EXCEEDING LIMITS SHOWN, CONTACT STRUCTURAL
ENGINEER FOR REVIEW AND DO NOT FABRICATE WITHOUT PRIOR REVIEW AND APPROVAL.
3/16 2-12
TYP
3/16 2-12
TYP
1" CLR#4 CONT
2'-0"1" CLR2'-0"1" CLR2'-0"
#4 @ 1'-6" OC
HOOKED BARS
#4 CONT
#4 CONT
1 1/2"1 1/2" 1 1/2"1"
FACE OF EX
CONSTRUCTION
1"
FACE OF EX
CONSTRUCTION
1"
FACE OF EX
CONSTRUCTION
SLAB ON METAL DECK SCHEDULE
S1
MARK SLAB
REINFORCING NOTES
6x6-W1.4xW1.4 WWR
NOTES:
1. CONCRETE TO BE NORMAL WEIGHT, UNO.
2. FASTEN THROUGH MULTIPLE SHEETS AT ALL END AND SIDE LAPS.
3. END LAPS SHALL OCCUR ONLY AT SUPPORT POINTS.
4. DECK SHALL BE INSTALLED IN A MINIMUM THREE SPAN CONDITION WHEREVER POSSIBLE. WHERE THREE SPAN CONDITION IS NOT POSSIBLE,
NOTIFY STRUCTURAL ENGINEER PRIOR TO FABRICATION OF DECK SO THAT EVALUATION OF THE LESSER SPAN CONDITION(S) CAN BE PERFORMED.
5. FOR DECK SPANS 5'-0" OR LESS, PROVIDE ONE SIDELAP FASTENER AT MID-SPAN OF EACH JOIST OR BEAM SPACE.
FOR DECK SPANS EXCEEDING 5'-0", PROVIDE SIDELAP FASTENERS AT 3'-0" OC, MAX. USE DECK MANUFACTURER'S RECOMMENDED PUNCHED
SIDELAPS FOR COMPOSITE DECK AND NON-NESTING FORM DECK,UNO. USE #10 TEK SCREWS AT DECK WITH NESTED SIDELAPS, UNO.
6. PROVIDE DECK WITH ALL PROPERTIES MEETING OR EXCEEDING THE INDICATED BASIS OF DESIGN DECK.
1 1/2"
DECK
HEIGHT
20 GA
GAUGE
COMPOSITE
TYPE
GALV
FINISH
SUPPORT
FASTENER
TYPE
5/8" DIA
PUDDLE WELDS
SUPPORT
FASTENER
PATTERN
36-4
SIDELAP
FASTENER
TYPE
SEE NOTE 5
SUPPORT FASTENER
TYPE PER SCHEDULE
SIDELAP FASTENER
TYPE AND PATTERN
PER SCHEDULE
BEAM OR
JOIST
PROVIDE SUPPORT FASTENERS AT
PARALLEL PERIMETER FRAMING AT
SAME SPACING AS ADJACENT
SIDELAP FASTENERS
SHEE
T
WI D T H
SUPP
O
RT FAST
EN E R
PAT T ERN PE
R
SC HEDU
L
E
SE
E
P
L
A
N
SEE PL
AN
SE
E
PL
A
N
36" COVERAGE
36/4 PATTERN
FASTENER PATTERN DIAGRAM
SIDELAP
FASTENER
PATTERN
SEE NOTE 5
SLAB THICKNESS DEFINITION AND REINF PLACEMENT
SUPPORT FASTENER PATTERN DEFINITION
COMPOSITE DECK:
PLACE REINF 3/4" CLEAR
FROM TOP OF SLAB
FLOOR DECK
4"
SLAB
T
TSUPPORT
FASTENERS
@ 12" OC MAX
PERIMETER EDGE FASTENING
NON-COMPOSITE FORM DECK:
PLACE REINF AT MID-DEPTH OF
CONCRETE ABOVE DECK FLUTES
NOTE:
SUPPORT ALL REINF ON CHAIRS TO MAINTAIN PROPER
POSITION THROUGHOUT CONCRETE PLACEMENT.
30" COVERAGE
30/4 PATTERN
BASIS OF DESIGN
DECK (NOTE 6)
VULCRAFT 1.5VL2050 KSI
YIELD
STRENGTH
Fy
OPNG/
DEPRESSION
2'-0" TYP2" CLR, TYP
(1) #3, TYP
PROVIDE STANDARD
HOOK IF OPENING IS LESS
THAN 2'-0" FROM EDGE OF
SLAB, TYP
OPNG/
DEPRESSION
2" CLR, TYP
(1) BENT #4 MIN,
TYP
SMALL OPENING LARGE OPENING
NOTES:
1. VERIFY ALL OPENINGS (INCLUDING PIPING/ CONDUIT
PENETRATIONS) NOT SHOWN ON STRUCTURAL DRAWINGS
WITH THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION.
2. REINFORCEMENT SHOWN ON THIS DETAIL IS IN ADDITION TO
ALL OTHER INDICATED REINFORCEMENT, UNO.
3. CONCRETE CONTRACTOR SHALL SECURELY CHAIR ALL
REINFORCEMENT PRIOR TO CONCRETE PLACEMENT AND
MAINTAIN PROPER REINFORCEMENT POSITIONING
THROUGHOUT THE CONCRETE PLACEMENT. (2'-0" x 2'-0" MAX) (LARGER THAN 2'-0" x 2'-0", UNO)OPENING WIDTHOR DIAMETER + 4"2'-0"2'-0"135.00°135.00°BENT BAR DIMENSIONS
ADDITIONAL REINFORCEMENT PLACEMENT
AT SLABS ON METAL DECK WITH WWR
TIE ADDITIONAL
REINFORCEMENT TO
BOTTOM OF WWR
#4 x 4'-0", TYP
1
1 EQ
EQ
BARS ON BOTTOM LAYER ARE
SHOWN DASHED FOR CLARITY
ADDITIONAL REINFORCEMENT PLACEMENT
AT SLABS ON METAL DECK WITHOUT WWR
ADDITIONAL REINFORCEMENT 1" CLRREINFORCEMENT AT OPENING/DEPRESSION 3"OPENING PER PLAN
WALL PER PLAN
(2) #4 BAR x 2'-6"
TYP
(2) #4 BAR x 2'-6"
TYP
WALL OPENINGSRE-ENTRANT CORNERS EQ EQ2" CLR3"
2
"
CLR
SLAB EDGE OR
CONSTRUCTION
JOINT, TYP
2" C LR 3"1
1
1
1
NOTES:
1. WHERE ANY CONDITION DOES NOT CONFORM TO THE LIMITS SHOWN, USE A PERMISSIBLE REINFORCED OR FRAMED OPENING.
2. ROUND OPENINGS MAY BE BLOCKED OUT PRIOR TO CONCRETE PLACEMENT OR CORED AFTER PLACEMENT.
3. SQUARE OR RECTANGULAR OPENINGS MUST BE BLOCKED OUT PRIOR TO CONCRETE PLACEMENT. POST-INSTALLATION CUTTING OF
SLAB CONCRETE FOR SQUARE OR RECTANGULAR OPENINGS IS NOT PERMITTED.
4. DO NOT CUT DECK OR OPENING UNTIL CONCRETE SLAB HAS REACHED A MINIMUM OF 75% OF ITS 28-DAY COMPRESSIVE STRENGTH.
5. NOT MORE THAN ONE SET OF GROUPED PENETRATIONS ALIGNED PARALLEL TO DECK SPAN IN ANY SINGLE FRAMING SPACEFRAMING PER PLAN8" DIA OR 8"x8"
MAX OPENING
BTWN OPNGSNOT LESS THAN4'-0" CLEAR MINISOLATED PENETRATIONS BTWN OPNGSNOT LESS THAN4'-0" CLEAR MINGROUPED PENETRATIONS
ALIGNED PARALLEL TO
DECK SPAN
SEE NOTE 5
1'-6" MAX
2" MIN
8" MAXBTWN GROUPSNOT LESS THAN4'-0" CLEAR MIN8" MAXGROUPED PENETRATIONS
NOT ALIGNED PARALLEL
TO DECK SPAN
UNREINFORCED OPENINGS
NOTES:
1. WHERE ANY CONDITION DOES NOT CONFORM TO THE LIMITS SHOWN USE A PERMISSIBLE ANGLE-
FRAMED OR BEAM-FRAMED OPENING.
2. FORM/BLOCK OUT OPENING BUT DO NOT CUT DECK UNTIL CONCRETE HAS REACHED ITS 28-DAY
STRENGTH.
3. NOT MORE THAN ONE SUCH OPENING PARALLEL TO DECK SPAN IN ANY SINGLE FRAMING SPACE.
REINFORCED OPENINGS
(2) #4 @ 3" OC
CHAIRED 3/4" ABOVE
SURFACE OF DECK
(2) #4 PLACED IN FIRST
FULL DECK FLUTE
EACH
SIDE OF OPNG
CHAIRED 3/4" ABOVE
SURFACE OF
DECK FLUTE FRAMING PER PLANFRAMING PER PLANFRAMING PER PLANFRAMING PER PLANFRAMING PER PLANDECK SPAN
8" MAX
2" MIN8" DIA OR 8"x8"
MAX OPENING
TYP
3'-0" MIN 3'-0" MAX
FRAMING PER PLANTYP3'-0" MIN1'-6" MAX ADJACENT OPENINGNOT LESS THAN4'-0" TO ANYSEE
NOTE 3
2" TYP
CENTERLINE OF
SUPPORT
2"2"
COPE ANGLE TO BEAR
ON TOP OF SUPPORT
FORM EDGE OF
OPENING AS REQ'D3'-0" MAXANGLE-FRAME OPENINGS
PER PLAN
OPENING
DECK SPAN
WELDED ANGLE FRAME
FOR DECK SPAN UP TO 6'-0", USE L4X4X1/4
FOR DECK SPAN >6'-0" UP TO 10'-0", USE L6X4X5/16 (LLV)
NOTES:
1. WHERE ANY CONDITION DOES NOT CONFORM TO THE LIMITS SHOWN USE A
PERMISSIBLE BEAM-FRAMED OPENING.
2. FORM/BLOCK OUT OPENING BUT DO NOT CUT DECK UNTIL CONCRETE HAS REACHED A
MINIMUM O F75% OF ITS 28-DAY STRENGTH -OR -DECK SUPPLIER PROVIDE GAUGE
METAL POUR STOP AROUND ENTIRE PERIMETER OF OPENING.
8" DIA OR 8"x8"
MAX OPENING
8" DIA OR 8"x8"
MAX OPENING
DECK SPAN DECK SPAN
FRAMING PER PLANDECK SPAN FRAMING PER PLANFRAMING PER PLANDECK SPAN
NOT LESS THAN
2'-0" CLEAR TO
SLAB EDGE, TYP
NOT LESS THAN
2'-0" CLEAR TO
SLAB EDGE, TYP
NOT LESS THAN
2'-0" CLEAR TO
SLAB EDGE, TYP
CONTRACTOR NOTE: IF ANY CONDITIONS ARE ENCOUNTERED THAT PREVENT INSTALLATION OF OPENINGS PER THE DETAILS
ABOVE, CONTACT THE STRUCTURAL ENGINEER PRIOR TO PLACEMENT OF SLAB CONCRETE FOR FURTHER INSTRUCTION.
INSTALLATION OF OPENINGS OTHER THAN AS DIRECTED BY THE STRUCTURAL ENGINEER WILL BE AT THE CONTRACTOR'S RISK.
Project Number
CERTIFIED BY
ISSUANCE INDEX
DATE:
PROJECT PHASE:
05/20/2021
7/2/2021 5:07:05 PMS501
STEEL SCHEDULES,
SECTIONS, AND
DETAILS
2021.00173
07/02/2021
CONSTRUCTION DOCUMENTS
ARTISTIC COMPOSITE
PALLETS -PHASE 2
4518 WEST 99TH
STREET CARMEL, IN
46032
N.T.S.S501
2 PERIMETER EDGE OF SLAB SUPPORT
N.T.S.S501
1 SLAB ON METAL DECK SCHEDULE
N.T.S. S501
3 TYPICAL ADDITIONAL SLAB ON METAL DECK REINFORCEMENT AT RE-ENTRANT CORNERS
N.T.S.S501
4 TYPICAL SLAB ON METAL DECK OPENING DETAILS
REVISION SCHEDULE
NO. DESCRIPTION DATE
09/16/21
OPNG
OPNG
#4 x 5'-0" @ 2'-0" OC
CENTER OVER GIRDER
DECK GIRDER FILLER
AS REQUIRED, TYP
FLOOR SLAB PER PLAN
FLOOR GIRDER PER
PLANTO REBAR1" CLRT/BEAM
PER PLAN
HEADED STUDS
WHERE INDICATED
TO REBAR1" CLR#4 X 5'-0" @ 2'-0" OC,
CENTER OVER BEAM
HEADED STUDS
WHERE INDICATED
COLUMN BEYOND
FLOOR BEAM PER PLAN
T/BEAM
PER PLAN
BEAMS AT INTERIOR COLUMN LINES
GIRDERS WITH FRAMING ON BOTH SIDES
NOTES:
1. REINFORCEMENT SHOWN ON THIS DETAIL IS IN ADDITION TO ALL OTHER INDICATED REINFORCEMENT, UNO.
2. CONCRETE CONTRACTOR SHALL SECURELY CHAIR ALL REINFORCEMENT PRIOR TO CONCRETE PLACEMENT
AND MAINTAIN PROPER REINFORCEMENT POSITIONING THROUGHOUT THE CONCRETE PLACEMENT.1/2"COPE VERT LEG AT CORNER
L2-1/2x2-1/2x3/16
3/163/16
3/16 1/2"PLAN AT INSIDE CORNER WITH
JOIST SUPPORTED EDGE MEMBER
PLAN AT CORNER WITH BEAM
SUPPORTED EDGE MEMBER
L2 1/2 x 2 1/2 x 3/16
3/16
3/163/16
L2-1/2x2-1/2x3/16 x 0'-4"
FIELD WELD TO COLUMN END PLATE
1/2"COPE HORIZONTAL
LEG AT COLUMN
HORIZ AND
VERT LEG
L2-1/2x2-1/2x3/16 x 0'-4"
FIELD WELD TO COLUMN END PLATE
COPE HORIZONTAL
LEG AT COLUMN
HORIZ AND
VERT LEG
PLAN AT CORNER WITH JOIST
SUPPORTED EDGE MEMBER
HORIZ AND
VERT LEG
COPE HORIZONTAL
LEG AT COLUMN
3/16
L2-1/2x2-1/2x3/16
3/16
PLAN AT BEAM SUPPORTED
EDGE MEMBER
PLAN AT JOIST SUPPORTED
EDGE MEMBER
3/16
TYP
3/16
3/16
TYP
HORIZ AND
VERT LEG
COPE HORIZONTAL
LEG AT COLUMN
L2-1/2x2-1/2x3/16 1/2"
1/2"
PLAN
PER
PLANPERPLAN
PER
PLANPERPLANPERPLAN
PER
PLAN
PER
PLAN
PER
HORIZ AND
VERT LEG
SLAB ON METAL
DECK PER PLAN
3/16 2-12
BENT PL TO
CONT PL
CONT BENT PL 1/4 x 4 x T T/SLAB
PER PLAN
CMU WALL PER PLAN
CONT PL1/4 x 6 W/ 1/2"
DIA x 4" STUDS @ 16"
OC. EMBED IN SOLID-
GROUTED CMU.
PERIMETER
FASTENERS PER
STEEL DECK
SCHEDULE
CONT BOND BEAM W/
(1) #5 BAR TNOTES:
1. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION.
2. THIS DETAIL APPLIES FOR DECK PERPENDICULAR, PARALLEL AND SKEWED TO
PERIMETER WALL, UNO. SEE PLANS FOR DECK SPAN DIRECTION.
CAP PL1/8,
MIN
RECTANGULAR
HSS
PIPE OR HSS
RECTANGULAR
HSS
CAP PL1/8,
MIN
BEAM
COLUMN / BRACE
INTERSECTION
1/8
1/8
1/8
CAP PL1/8,
MIN
NOTES:
1. PROVIDE CAP PLATES AT ALL EXPOSED ENDS OF ALL HSS AND PIPE MEMBERS.
2. PROVIDE CAP PLATES FOR ALL COLUMNS WHETHER EXPOSED TO VIEW OR NOT.
PIPE / ROUND
HSS
1/8
CAP PL1/8,
MIN
PIPE / ROUND
HSS
CAP PL1/8,
MIN
1/8
CMU WALL PER PLAN
BEAM PER PLAN
GROUT SOLID AFTER
SETTING BEAM
PL3/4x6x1'-0" AT 8" CMU
W/ (2) 1/2" DIA X 6" HEADED STUDS
POSITION EDGE OF PLATE FLUSH
WITH CMU WALL FACE AT BEAM
SIDE AS SHOWN
GROUT SOLID BELOW
BEAM BEARING 24" (MIN)
WIDE X FULL HEIGHT OF
WALL, CENTERED UNDER
BEAM
2 1/2"
3/16 2
3/16 2
STIFFENER PL 3/8
EACH SIDE
BEAM PER
PLAN
CAP PL 3/4
(4) 3/4" DIA
A325 BOLTS
COLUMN PER
PLAN
SEE PLAN
NOTE 2
JOIST OR BEAM SPACING PER PLAN
NOTE 3, TYP
MECHANICAL RTU ON
PREFABRICATED CURB
(BY MECH CONTRACTOR)
L4x4x1/4 FRAME UNDER FULL
PERIMETER OF MECH UNIT
CURB AND AS REQUIRED FOR
DECK SUPPORT AT OPENINGS
(SEE NOTE 2)
JOIST OR BEAM SPACING PER PLAN
3/16 2 MIN
TYP
3/16
TYP
FRAME MEMBERS
WELD DETAIL
1/2" MAX
COPE DETAIL
RTU WITH LONG DIRECTION
PERPENDICULAR TO FRAMING 6'-0" OC MAXNOTE 4NOTES:
1. COORDINATE UNIT SIZE, LOCATION AND REQUIRED OPENINGS WITH MECHANICAL CONTRACTOR PRIOR TO FABRICATION. FASTEN DECK TO OPENING FRAME @ 6" OC MAX AROUND UNIT
PERIMETER AND AROUND PERIMETER OF ALL OPENINGS.
2. PROVIDE SUPPLEMENTAL DECK SUPPORT ANGLE AT OPENINGS IF DECK CANTILEVER SPAN EXCEEDS 1'-0".
3. FOR FRAME ANGLE BEARING LOCATIONS ON STEEL JOISTS THAT DO NOT OCCUR AT PANEL POINTS, SEE "TYPICAL JOIST REINFORCING DETAIL" FOR REINFORCING REQUIREMENTS.
4. PROVIDE INDICATED RTU SUPPORT FRAMING NOT TO EXCEED SPACING INDICATED SPANNING BETWEEN ADJACENT ROOF FRAMING MEMBERS.
COPE AND WELD DETAIL
AT INTERIOR FRAMING
1/2" MAX INTERIOR FRAMING MEMBER
3/163/16
RTU CURB RTU CURB
SUPPORTING FRAMING, TYP
CONNECTION OF RTU CURB TO
SUPPORTING FRAMING PER
MECHANICAL CONTRACTOR.
PROVIDE NON-COMBUSTIBLE
SHIMS/BLOCKING AS REQUIRED
TO MAINTAIN UNIFORM BEARING
ON SUPPORTING FRAMING, TYP.
BLOCKING/SHIMMING
UNDER RTU CURB
STEEL JOIST
OR BEAM
PER PLAN, TYP
EXISTING STEEL
FRAMING PER PLAN
(FIELD VERIFY)
SPACING PER PLAN
FRAMING
FRAMING PER PLAN
OPENING FRAMING WELD DETAILS
1/4
L6X4X3/8 (LLV) FRAME, UNO
INSTALL TIGHT TO EXISTING
SLAB ON METAL DECK
1/2" MAX1" MAX 1" MIN1/2" MAX1/4
RADIUS COPE -NO SHARP CORNERS
OPENING FRAMING TIGHT
TO SLAB ON METAL DECK
3/8" GUSSET PLATE
SLAB ON METAL
DECK PER PLAN
FRAMING PER PLAN
3/8" GUSSET PLATE
1/4
OPENING FRAME
MEMBERS
(FIELD VERIFY)
CONTRACTOR NOTE: VERIFY SIZE AND LOCATION OF OPENINGS WITH TRADE(S)
REQUIRING OPENINGS PRIOR TO INSTALLATION OF OPENING FRAMING.
Project Number
CERTIFIED BY
ISSUANCE INDEX
DATE:
PROJECT PHASE:
05/20/2021
7/2/2021 5:07:07 PMS502
STEEL SCHEDULES,
SECTIONS, AND
DETAILS
2021.00173
07/02/2021
CONSTRUCTION DOCUMENTS
ARTISTIC COMPOSITE
PALLETS -PHASE 2
4518 WEST 99TH
STREET CARMEL, IN
46032
N.T.S.S502
1
TYPICAL SLAB ON METAL DECK REINFORCING OVER INTERIOR GIRDERS AND BEAMS
AT INTERIOR COLUMN LINES
N.T.S.S502
2 TYPICAL EDGE ANGLE / BENT PLATE SUPPORT AT COLUMNS
N.T.S.S502
5 TYPICAL SLAB SUPPORT ON PERIMETER CMU WALL
N.T.S.S502
4 TYPICAL HSS / PIPE CLOSURE PLATE DETAIL
N.T.S.S502
3
TYPICAL BEAM BEARING ON
(PERPENDICULAR TO) CMU WALL
N.T.S.S502
6 TYPICAL CANTILEVER BEAM BEARING
N.T.S.S502
7 TYPICAL RTU SUPPORT
N.T.S.S502
8 TYPICAL SLAB ON METAL DECK OPENING (EXISTING FRAMING)
REVISION SCHEDULE
NO. DESCRIPTION DATE
09/16/21
T/SLAB T/SLAB
100' - 0" 100' - 0"
T/STL MEZZ T/STL MEZZ
113' - 8" 113' - 8"
Column Locations
A.1-1.1 A.1-1.6 A.8-1.1 A.8-1.6 B.9-1.1 B.9-1.4 C.3-1.2 C.3-1.6 C.6-1.3 C.6-1.6 A.1-E2 C.6-E2HSS6X6X5/16HSS6X6X5/16HSS6X6X5/16HSS6X6X5/16HSS6X6X5/16HSS6X6X5/16HSS6X6X5/16HSS6X6X5/16HSS6X6X5/16HSS6X6X5/16BP1 BP1 BP1 BP1 BP1 BP1BP1BP1BP1 BP1HSS6X6X5/16HSS6X6X5/16BP1 BP1
BASE PLATE
PER COLUMN
SCHEDULE
COLUMN PER
PLAN
5/16
TOP NUTS / WASHERS
NON-SHRINK GROUTANCHOR RODS PER
COLUMN SCHEDULE
PLAN SECTION
HEX NUT (NO WASHER)
TACK WELD NUT TO
ANCHOR ROD, TYPPROJECTION PERNOTES:
1. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE SUFFICIENT TEMPORARY
SUPPORT OF COLUMN BASE PLATES USING LEVELING PLATES, LEVELING NUTS /
WASHERS OR STEEL SHIMS (OR COMBINATION THEREOF) PRIOR TO PLACEMENT
AND CURING OF NON-SHRINK GROUT.
SHIMS AND LEVELING
NUTS / WASHERS
E EQ EQ E
B
E EQ EQ ENSCHEDULEPER SCHEDULELENGTHEMBEDTHREADEDANCHOR ROD PER
SCHEDULE
PLATE WASHER W/ STANDARD
HOLES UNO AT TOP SIDE OF BASE
PLATE (USE LARGER PLATE WHERE
INDICATED ON COLUMN SCHEDULE
OR ANCHOR ROD TABLE)
BASE PLATE PER
SCHEDULE
NOTES:
1. THIS DETAIL APPLIES AT ALL COLUMN ANCHOR RODS AT BRACED
FRAMES AND MOMENT FRAMES UNO.
PLATE WASHER DIMENSIONS
ANCHOR ROD DIA
<= 3/4"
1"
REQD PLATE WASHER
1/4x2-1/2x2-1/2
3/8x3-1/2x3-1/2
WELD SIZE
1/4"
1/4"
SEE TABLE
FOR FILLET
WELD SIZE
THREADED PROJECTION
PER COLUMN / ANCHOR ROD
SCHEDULE
HEX NUT
& WASHER
HEX NUT
TACK WELD
SEE COLUMN / BASE PLATE
SCHEDULE FOR REQUIRED
DIAMETER, QUANTITY, AND
LAYOUT
TOP OF
CONCRETE
FOR COLUMNS TO HAVE NON-SHRINK
GROUT BASE, PROVIDE LEVELING NUTS,
WASHERS AND SHIMS AS REQUIRED TO
SAFELY PLUMB AND SUPPORT THE
COLUMN UNTIL GROUT HAS ATTAINED
ITS 28-DAY COMPRESSIVE STRENGTH
PER COLUMN / ANCHOREMBEDMENT LENGTHROD SCHEDULENOTE: USE WELDED PLATE
WASHERS AT COLUMNS WHERE
SPECIFICALLY INDICATED.1/2" COLUMN BASE PLATE SCHEDULE
MARK
PLATE SIZE
BP1
B" X N" X T"
ANCHOR RODS
QTY DIA
REMARKS
12" X 12" X 3/4" 4 3/4"
EMBED
LENGTH
12" SEE DETAIL
ANCHOR ROD TABLE
ANCHOR
ROD DIA
BASEPLATE
HOLE DIA
3/4"
MINIMUM
WASHER
SIZE
MINIMUM
WASHER
THICKNESS
MINIMUM
PROJ ABOVE
T/CONC
NON-SHRINK
GROUT
BED THK
1 5/16" 2" 1/4" 7" 2"
MIN EDGE
DISTANCE, E
1 1/2"
NOTES:
1. ANCHOR RODS ARE ASTM F1554 GR. 36 UNO.
2. PROVIDE WELDED PLATE WASHERS IN ACCORDANCE WITH TYPICAL DETAIL AT ALL STEEL
BRACED FRAMES AND MOMENT FRAMES, UNO.
/3 S503
OF PANEL POINT
STEEL JOIST PER PLAN ROOF TOPLOADIF THIS DIMENSION IS MORE THAN 3"
ADD REINFORCING AS SHOWN.
WELD TO TOP AND BOTTOM CHORDS
(2) L2x2x3/16
3/16
3 SIDES, TYP
(2) L2x2x3/16
DECK PER PLAN
STEEL JOIST PER PLAN
HANGINGLOAD3/16
3 SIDES,
TYP OF PANEL POINT
NOTE 1
DECK PER PLAN
NOTES 1, 2
NOTES:
1. PROVIDE REINFORCING AS SHOWN FOR ALL CONCENTRATED LOADS GREATER THAN 100
LBS APPLIED TO UNTOPPED DECK OR DIRECTLY TO STEEL JOIST. IF THE TOTAL WEIGHT OF
MULTIPLE CONCENTRATED LOADS APPLIED IN A SINGLE PANEL BETWEEN PANEL POINTS
EXCEEDS 100 LBS, PROVIDE REINFORCING AS SHOWN.
2. REINFORCING AS SHOWN IS NOT REQUIRED FOR LOADS APPLIED TO TOP SURFACE OF
SLABS ON METAL DECK, UNO.
3. FOR EXISTING JOISTS, FIELD VERIFY INSTALLATION CAN BE PERFORMED AS INDICATED.
NOTIFY STRUCTURAL ENGINEER TO COORDINATE ALTERNATE REINFORCEMENT DETAIL(S)
IF EXISTING JOIST MEMBER LAYOUT WILL NOT PERMIT INSTALLATION AS SHOWN.
IF THIS DIMENSION IS MORE THAN 3"
ADD REINFORCING AS SHOWN.
WELD TO TOP AND BOTTOM CHORDS
Project Number
CERTIFIED BY
ISSUANCE INDEX
DATE:
PROJECT PHASE:
05/20/2021
7/2/2021 5:07:08 PMS503
STEEL COLUMN
SCHEDULE AND BASE
PLATE DETAILS
2021.00173
07/02/2021
CONSTRUCTION DOCUMENTS
ARTISTIC COMPOSITE
PALLETS -PHASE 2
4518 WEST 99TH
STREET CARMEL, IN
46032
COLUMN SCHEDULE
N.T.S.S503
3 TYPICAL HSS COLUMN BASE DETAIL
N.T.S.S503
2 TYPICAL WELDED PLATE WASHER DETAIL
N.T.S.S503
4 TYPICAL COLUMN ANCHOR ROD DETAIL
N.T.S.S503
1 COLUMN BASE PLATE SCHEDULE AND ANCHOR ROD TABLE
T/SLAB T/SLAB
N.T.S.S503
5 TYPICAL JOIST REINFORCING DETAIL (CONCENTRATED LOAD NOT AT PANEL POINT)
2
2
REVISION SCHEDULE
NO. DESCRIPTION DATE
2 ADDENDUM 2 07/02/2021
09/16/21
T/SLAB
100' -0"
T/STL MEZZ
113' -8"
E2
HSS6X6X5/16HSS6X6X5/16H
S
S
4
X
4
X
5/1
6
15' - 1 3/4"
NEW SOMD PER PLAN
EX SOG S504
3
S504
4
WP
WP
FTG PER PLAN, TYP
1.6 2
NEW CMU WALL
PER PLAN
BEAM PER PLAN
2
T/SLAB
100' -0"
T/STL MEZZ
113' -8"
E2
H
S
S
4
X
4
X
5
/1
6HSS6X6X5/16HSS6X6X5/16SOMD PER PLAN
EX SOG
S504
4
S504
3
WP
WP
FTG PER PLAN, TYP
15' - 1 3/4"
1.6
NEW CMU WALL
PER PLAN
BEAM PER PLAN
2
COLUMN PER PLAN
ERECTION BOLT
OR PIN
ADDL PLATE AS REQD
TO PROVIDE ADEQUATE
GUSSET PLATE WELD
PL1/2" (MIN)
S L
BOTH SIDES OF GUSSET
REQUIRED WELD SIZE
AND LENGTH (S & L) PER
FABRICATOR
TUBE BRACE MEMBER
(SLOT TUBE AT GUSSET)
WP TYP1" MIN,SETBACK,TYP1" WE LD
1" CLR, MIN
WP
COLUMN PER PLAN
SHEAR PLATE CONN.
SEE BRACING ELEVATIONS
FOR DESIGN FORCES, TYP
ERECTION BOLT
OR PIN
TUBE BRACE MEMBER
(SLOT TUBE AT GUSSET)
PL1/2" (MIN) BEAM PER PLAN
BOTH SIDES OF GUSSET
REQUIRED WELD SIZE AND
LENGTH (S & L) PER
FABRICATOR
S L1"WELDSETBACK,TYPMIN
1" CLR TYP1" MI N,
Project Number
CERTIFIED BY
ISSUANCE INDEX
DATE:
PROJECT PHASE:
05/20/2021
7/2/2021 5:07:08 PMS504
BRACED FRAME
ELEVATIONS AND
DETAILS
2021.00173
07/02/2021
CONSTRUCTION DOCUMENTS
ARTISTIC COMPOSITE
PALLETS -PHASE 2
4518 WEST 99TH
STREET CARMEL, IN
46032
N.T.S.S504
1 BRACED FRAME -LINE C.9
N.T.S.S504
2 BRACED FRAME -LINE A.1
N.T.S.S504
3 BRACE DETAIL
N.T.S.S504
4 BRACE DETAIL
REVISION SCHEDULE
NO. DESCRIPTION DATE
2 ADDENDUM 2 07/02/2021
09/16/21