HomeMy WebLinkAboutS6-001-GENERAL-NOTES-Rev.0�
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GENERALNOTES:
ALL CONSTRUCTION SHALL COMPLV WITH THE INTERNATIONAL BUILDING CODE 2012AS AMENDED BV INDWNA
BUILDMG CODE.
THE STRUCTURAL ENGMEERS OF RECORD ARE RESPONSIBLE FOR THE ADEpUACV OF THE STRUCTURAL DESIGN
AS SHOWN M THE CONTRACT DOCUMENTS WHICH DEPICT THE STRUCTURE IN ITS COMPLETED FORM. THE
STRUCTURE IS DESIGNED TO BE CAPABLE OF WITHSTANDING CODE PRESCRBED DESIGN FORCES AND FULLV
STABLE WHEN THE STRUCTURE IS FULLV CONSTRUCTED (LE, FULLV BUILT). IT IS SOLELV THE RESPONSIBILITV OF
OTHERS TO DETERMME ERECTION PROCEDURE AND SEpUENCE AS W ELL AS TO PROVIDE FOR THE SAFETV OF
THE STRUCTURE AND ITS COMPONENTS PARTS DURING ERECTION. THIS INCLUDES THE ADDITION OF SHORING,
SHEETING, TEMPORFRV BRAQNG, GUVS, TIE DOW NS, OR DEWATERING WHICH MIGHT BE NECESSARV. SUCH
MATERIAL SHALL REMAM THE CONTRACTOR'S PROPERTV AFTER THE COMPLETION OF THE PROJECT.
THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL DRAW ING DIMENSIONS AND CRITICAL DIMENSIONS OF
EXISTING STRUCTURE PRIOR TO WORK OR FABRICATION. ANV CONFLICTS OR DISCREPANCIES FOUND IN THE
DRAWINGS OR SITE CONDITIONS SHALL BE PROMPTLV REPORTED TO THE ENGINEER.
THE CONTRACTOR IS RESPONSBLE FOR MEETING ALL SAFETV STANDARDS.
STRUCTURAL DESIGN DATA:
DESIGN IS IN ACCORDANCE WITH THE INTERNATIONAL BWLDING CODE2012AND INDIANA BWLD CODE.
WE LOADS'
FLOORLOAD:
LOBBIES AND FIRSLFLOOR CORRIDORS: 100 PSF UNIFORMLV DISTRIBUTED LNE LOAq 2000 POUND
POINT LOAD.
OFFICES: 50 PSF UNIFORMLV DISTRIBUTED WE LOAD 2000 POUND POINT LOAD.
CORRIDORS ABOVE FlRST FLOOR:80 PSF UNIFORMLV DISTRIBUTED LIVE LOAD 2000 POUND POINT
LOAD.
NO LNE LOAD REDUCTIONS AREAPPLIED.
ROOF LOAD: 20 PSF UNIFORMLV DISTRIBUTED LNE LOAD
SNOW LOADS:
GROUND SNOW LOAD 20 PSF
(Pe)�
FLAT-ROOFSNOW LOAD 20PSF
(R)�
SNOW LOAD IMPORTANCE FACTOR (�)_ 1_0
THERMAL FACTOR (C�): 1.0
WIND DESIGN DATA:
BASIC WIND SPEED (3SECOND GUST): 115 MPH
WIND IMPORTANCE FACTOR Qw): 1.0
RISK CATEGORV: II
WIND EXPOSURE B
MTERNAL PRESSURE COEFFICIENT (GCo;): 0.55
DESIGN W IND PRESSU RE FOR COM PON ENTS
AND CLADDING NOT OTHERW ISE SPEQFlED: 100 PSF
EARTHQUAKE DESIGN DATA:
SEISMIC IMPORTANCE FACTOR Qe): 1.0
RISK CATEGORV: II
SITE CLASS' C
MAPPEDSPECTRALRESPONSEACCELERATIONS:
Ss- 0.14]
S�: 0.082
SPECTRAL RESPONSE COEFFICIENTS:
Sos- 0.118
Sm 0.093
SEISMIC DESIGN CATEGORV: B
BASIC SEISMIGFORCE-RESISTMG SVSTEMS: STEEL SVSTEMS NOT SPECIFICALLV DETAILED FOR
SEISM IC RESISTANCE, EXC W DING CANTREVER CO W MN SYSTEMS
DESIGN BASE SHEAR (V): 288 KIPS
SEISMIC RESPONSE COEFFICIENTS (CS): 0.039
RESPONSE MODIFICATION FACTORS (R): 3
ANALVSIS PROCEDURE USED: EpUNALENT LATERAL FORCE PROCEDURE, LINEAR
ELASTIC STATIC ANALVSIS
SHOP DRAWINGS:
THE CONTRACTOR SHALL REVIEW, STAMP WITH THEIRAPPROVAL, DATEAND SIGN ALL SHOP DRAWMGS REQUIRED
BV THE CONTRACT DRAW INGS PRIOR TO SUBMITTAL TO THE ENGMEER. AT THE TIME OF SUBMISSION, THE
CONTRACTOR SHALL INFORM THE ENGINEER IN WRITMG OFANV DEVIATION IN THE SHOP DRAWMGS FROM THE
REQUIREMENTS OF THE CONTRACT DRAW MGS. AS A MINIMUM, SHOP DRAW MGS SHALL BE SUBMITTED FOR THE
FOLLOWING:
STRUCTURALSTEEL
CONCRETE REINFORCEMENT
CONCRETE FORMWORK
COLD-FORMED STEEL FRAMING
STEEL DECKING
WHERE THE EXISTING STRUCTURE IS REMOVED FOR CONSTRUCTION, INSPECT AND REPLACE ANV DAMAGED
MATERIAL BEFORE REINSTALLATION PER TH E ORIGINAL STRUCTURAL DRAW MGS.
ABBREVIATIONS:
CL CENTERLME
°F DEGREESFAHRENHEIT
DIA. DIAMETER
MCH
(E) EXISTING
(N) NEW
AQ AMERICAN CONCRETE INSTITUTE
ASCE AMERICANSOCIETVOFCNILENGINEERS
ASTM AMERICAN SOQETV FOR TESTING AND MATERWLS
BOT BOTTOM
C CHANNEL
CET CRITICALEXPOSURETEMPERATURE
CL COWMN
CONC CONCRETE
G CONTROLJOINT
CJP COMPLETEJOMTPENETRATIONWELD
CLR CLEAR,CLEARANCE
DIA DIAMETER
DO DITTO
DWG DRAWING
EF EACH FACE
EE EACH END
EJ EXPANSION JOINT
EL ELEVATION
EQ EQUAL,EQUALLV
EW EACH WAV
FDN FOUNDATION
FT FULLVTENSIONED
fM SPECIFIED COMPRESSIVE STRENGTH OF CLAV MASONRV OR CONCRETE MASONRV, PSI
f�,� SPEQFlED COMPRESSNE STRENGTH OF AAC MASONRY, PSI
GA GAUGE
HOR¢ HOR¢ONTAL
RELEA$ED FOR CONSTRACTION ;o E`couN�oii evaBunnoN`seRvice
lDSFORCE
Su6jec��ocompliancewithallregula�ions �DSPERSQUAREINCH
of Sla�e antl Local Codes ONTAL
CityofCarmel ]AL
Y,:,,, w��:,��tiu�_.�
DATE: OIIZZIZO
MAX
MIN
MPII
NTS
OBC
OC
OP
PL
PSI
PJP
RBS
REF
REINF
REOD
REV
SC
SH
SIM
SME
sn
STD
SVM
T&B
TOC
TOS
TYP
UNO
VERT
w
WP
WT
WWF
xs
3
STRUCTURALSTEEL:
MATERIALS:
PLATES,ANGLES ASTM A36
C BEAMS ASTM A992, MIN VIELD POINT = 50 KSI
WIDE FLANGE BEAMS ASTM A992, MIN VIELD POMT =50 KSI
TUBE SHAPES (HSS) ASTM A500, GRADE C OR ASTM A1085
BOLTS ASTM F3125, GRADE A325
NUTS ASTM A563, GRADE DH
HARDENED WASHERS ASTM F436
TENSION INDICATOR WASHERS ASTM F959,TVPEA325
WELD FILLER METAL
MINIMUMTENSILESTRENGTH ]OKSI
MINIMUMVIELDSTRENGTH 58KSI
ELONGATION 22oMINIMUM
SHOP PAINT ALL NEW STRUCTURAL, MISCELLANEOUS AND EMBEDDED STEEL, E%CEPT THOSE SURFACES IN
CONTACT WITH CONCRETE, WITH ONE COAT OFAPPROVED PRIMER.
ANV SCARRED AREAS SHALL BE TOUCHED UP W ITH THE SAME PAINT AFTER ERECTION. PAINT COLOR SHALL BE
GRAY.
ALLBOLTEDCONNECTIONSSHALLBESNUGTIGHTENEDJOINTSUNLESSNOTEDOTHERWISE. PROVIDEMECHANISM
TO PREVENT NUTS IN SNUG-TIGHT JOWTS FROM BECOMING LOOSE (LOCK NUTQ LOCK WASHERS, JAM NUTS,
BURRING THREADS AFTER INSTALLATION, ETC). PROVIDE STANDARD SIZE BOLT HOLES UNLESS NOTED
OTHERWISE.
GALVAWZE ALL ANCHOR BOLTS, NUTS, AND WASHERS IN ACCORDANCE WITH ASTM F2329. REPAIR ANV DAMAGED
COATMGS IN ACCORDANCE WITH ASTM A]80.
ALL ANCHOR BOLT NUTS SHALL BE INSTALLEDAS "SNUG TIGHT". PROVIDE LOCK WASHER BURR THREADS DOUBLE
NUT OR TACK WELD TO PREVENT NUT FROM BECOMMG LOOSE.
STEEL CONSTRUCTION SHALL CONFORM TO AISC 303-10. PROVIDE WASHERS WHEN REQUIRED BV THE
RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC) "SPECIFICATION FOR STRUCTURAL JOINTS USMG
HIGH STRENGTH BOLTS"
THERE SHALL BE NO FIELD CUTTMG OF STRUCTURAL STEEL MEMBERS FOR THE WORK OF OTHER TRADES
W ITHOUT THE PRIOR APPROVAL OF THE ENGINEER OR AS NOTED.
ALL WELDMG SHALL CONFORM TO AWS D1.1.
PROVIDE GROUT CONFORMING TO ASTM C1101 WHEN GROUT IS SPEQFlED ON THE DRAWINGS.
STEEL DECK:
STEEL DECK SHALL BE OF THE SRE AND TVPE NOTED ON THE PLANS.
ALL STEEL DECKING SHALL CONFORM TO ANSIISDI RD-2010 STANDARDS. STEEL DECKING SHALL BE GALVANRED
PER ASTM A653, G60 UN LESS NOTED OTHERW ISE.
MINIMUMDECKGAGESARESHOWNONTHEPLANSANDAREBASEDON3-SPAN,UNSHOREDCONDITIONS. SHORING
OR HEAVIER DECK MAV BE REpUIRED FOR OTHER CONDITIONS, DEPENDING ON THE MANUFACTURER'S AND
CONTRACTORSLAVOUT. THEDECKSUPPLIERSHALLCONFIRMTHEDECKSIZEFORTHEACTUALLAVOUTAND
PROVIDE THE ENGMEER OF RECORD W ITH ENGMEERING CALCULATIONS OR PUBLISHED MANUFACTURER'S DATA
VERIFVING THE SPECIFIED DECK REpUIREMENTS. PROVIDE ENGINEERED AND CHECKED SHOP DRAW INGS
INDICATMG LOCATION, GAGE, AND SIZE OF EACH PIECE OF DECKMG. THE DRAWMGS SHALL CLEARLV SHOW
WELDING DETAILS TO STRUCTURAL FRAMING AND SIDE LAP CONNECTION DETAILS. WHEREVER POSSIBLETHE
METAL DECK SHALL BE CONTINUOUS OVER ALL SPANS IN THE DIRECTION INDICATED.
FASTEN CONCRETE TOPPED STEEL DECKMG TO UNDERLVMG SUPPORTS WITH HILTI X-ENP-19 FASTENERS WITH
3N]FASTENINGPATTERN. FASTENROOFDECKTOUNDERLVINGSUPPORTSWITH#12SCREWSORHILTIX-ENP-19
FASTENERS. ROOF DECK SIDE LAPS SHALL BE FASTED WITH A VERCO PUNCHLOC IIAT 121NCHES MA%IMUM ON
CENTER.
MAXIMUM
MINIMUM
MANUFACTURER'S PRMTED INSTALLATION INSTRUCTIONS
NOT TO SCALE
OHIO BUILDING CODE
ONCENTER
OPPOSITE HAND (MIRRORED)
PLATE
POUNDS PER SOUARE MCH
PARTIAL JOINT PENETRATION W ELD
REDUCED BEAM SECTION
REFERENCE
REINFORCING
REpUIRED
REVISION
SLIP CRITICAL
SHEET
SIMILAR
SUBJECT MATTER EXPERT
SQUARE
STANDARD
SVMMETRICAL
TOP AND BOTTOM
TOP OF CONCRETE
TOP OF STEEL
TYPICAL
UNLESSNOTEDOTHERWISE
VERTICAL
WIDE FLANGE ROLLED STEEL BEAM
WORKING POMT
STRUCTURALTEE
W ELDED W IRE FABRIC
EXTRA-STRONG
�
STRUCTURALCONCRETE:
CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ACI301. CONCRETE SHALL HAVE A MAXIMUM WATER-
CEMENT RATIO OF 0 45.
SPEQFlED 28-DAV COMPRESSNE STRENGTH (f�):4000 PSI
A CONCRETE STRENGTH TEST SHALL BE TH E AVERAGE OF THE STRENGTH OF AT LEAST TW O 6 INCH DIAMETER BV
121NCH TALL CVLINDERS OR AT LEAST THREE 41NCH DWMETER BV 81NCH TALL CVLINDERS MADE FROM THE SAME
SAMPLE OF CONCRETE AND TESTED AT 28 DAVS.
STRENGTH LEVEL OFAN INDNIDUAL CLASS OF CONCRETE SHALL BE CONSIDERED SATISFACTORV IF BOTH OF THE
FOLLOW ING REQUIREMENTS ARE MET:
A EVERV ARITHMETIC AVERAGE OFANV THREE CONSECUTIVE STRENGTH TESTS EQUALS OR EXCEEDS
SPEQFlEDf�AND
B. NO INDNIDUAL STRENGTH TEST FALLS BELOW f� BV MORE THAN 500 PSI W HEN f� IS 5000 PSI OR
LESS; OR BV MORE THAN 0.10xC; WHEN C; IS MORE THAN 5000 PSI.
CONCRETE SUPPLIED SHALL MEET THE REQUIREMENTS OF ACI 301-i6, SECTION 4 22 FOR EXPOSURE CATEGORIES
F0, S0, W0, C0.
CONTRACTOR SHALL SU BMIT A QUALITV CONTROL PLAN IN ACCORDANCE W ITH ACI 301.
SELF-CONSOLIDATING CONCRETE IS ALLOW ED.
PROVIDE CONTRACTION JOINTS IN ALL SLABS-ON-GRADE ATA MAXIMUM SPACMG OF 10 FEET. PROVIDE ISOLATION
JOMTS AT ALL CO W MNS AN D WALLS.
INSTALL 3l4" CHAMFERS ON ALL EXPOSED CONCRETE CORNERS.
CURE CONCRETE USMG PONDMG, CONTINUOUS FOGGMG, CONTINUOUS SPRINKLMG, OR APPLICATION OF MATS
OR FABRIC KEPT CONTINUOUSLV WET. CURE CONCRETE FOR THE LESSER OF SEVEN (]) DAVS AFTER PLACEMENT
OR UNTIL THE CONCRETE HAS ATTAMED A STRENGTH EQUAL TO AT LEAST ]0 % OF f� FOR FlELD-CURED TEST
SPECIMENS IN ACCORDANCE WITH ASTM C31 TESTED IN ACCORDANCE WITH ASTM C39.
MTERIOR CONCRETE SLABS ON GRADE SHALL BE TROWEL FINISHED. EXTERIOR CONCRETE SLABS OR FLATWORK
SHALL BE BROOM FINISHED. FORMED SURFACES SHALL BE SURFACE FINISH-20 (SF20) IN ACCORDANCE WITH ACI
301-16, SECTION 5.3.3.3.b. PROVIDEA RUBBED FINISH FORALL FORMED SURFACES.
ALLCONCRETEFORMWORKSHALLCONFORMTOTHEREQUIREMENTSOFACI301-16. SUBMITMANUFACTURER'S
DATASHEET ON FORM TIES, EXPANSION JOINT MATERIAL, WATERSTOP MATERIALS AND SPLICES IN ACCORDANCE
WITHACI301-i6,SECTION2.t22 FlELD-CUREDTESTSPECIMENSMUSTATTAINASTRENGTHEQUALTOf�PRIORTO
REMOVMG FORMWORK THAT SUPPORTS CONSTRUCTION LOADS OR THE W EIGHT OF STRUCTURAL MEMBERS.
GROUT SHALL BE IN ACCORDANCE WITH ASTM C1101.
ALL CONCRETE REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS OF ACI301 SECTION 3.
ALL REMFORQNG STEEL BARS SHALL BE ASTM A6150R A106.
MINIMUM VIELD STRENGTH OF STEEL BARS (fy) =60 KSI
REMFORQNG STEEL SHOULD BE DETARED AND PROVIDED SUCH THAT THE NUMBER OF SPLICES ARE MINIMRED.
LAP SPLICES SHALL BE CLASS B SPLICES UNLESS OTHERWISE NOTED. WHERE SPLICMG IS REQUIRED, THE
FOLLOW ING MINIMUM SPLICE LENGTH IN INCHES SHALL BE PROVIDED:
CLASSA CLASSB
#3 BARS 19 25
i74 BARS 25 33
#SBARS 31 41
d6BARS 3] 49
#1BARS 54 �1
i!8 BARS 62 81
d9 BARS ]0 91
#10 BARS �9 f02
#11 BARS 8] 114
#140RLARGERBARS NOTPERMITTED NOTPERMITTED
BENT BARS SHALL BE COLD BENT. HEAT-BENDING IS NOT PERMITTED.
BENDS SHALL BE "STANDARD HOOKS" IN ACCORDANCE WITH ACI301 SECTION 3 UNLESS NOTED OTHERWISE.
FIELD WELDMG OF REINFORCEMENT IS NOT PERMITTED UNLESS SPECIFICALLV NOTED OTHERWISE OR PERMITTED
IN WRITING BY THE RESPONSIBLE ENGINEER OF THE DESIGN DRAWINGS.
WELDED W IRE MESH SHALL CONFORM TO THE REQUIREMENTS OF ASTM A185.
WELDED WIRE MESH SHALL BE 2x2-W4xW4 UNLESS NOTED OTHERWISE SPLICE LENGTH FOR WELDED WIRE MESH
SHALL BE 12 MCHES UN LESS NOTED OTHERW ISE.
ADHESIVE ANCHORS SHALL BE HILTI HIT-HY 200 ADHESNE ANCHORING SYSTEM CONFORMING TO THE
REQUIREMENTS OF ICGES ESR318] FOR THE MANUFACTURE AND INSTALLATION OF THE ANCHOR SVSTEM. ALL
THREADEDRODSHALLBEASTMF1554,GRADE36. NUTSSHALLCONFORMTOTHEREQUIREMENTSOFASTMA563A.
ALL THREADED ROD SHALL BE CLEAN, STRAIGHTAND CONTINUOUSLY THREADED WITH UNC COARSE THREADS.
INSTALL ALLANCHORS WITH 4" EFFECTNE EMBEDMENT UNLESS NOTED OTHERWISE. ALL HOLES SHALL BE
HAMMER DRILLED. ANCHORS SHALL BE INSTALLED UNDER "DRV HOLE" CONDITIONS. THE MINIMUMALLOWABLE
AGE OF THE CONCRETE IS 21 DAVS. ALTERNATIVELV, DEWALT AC200+ EPDXV ADHESIVE ANCHORAGE CONFORMING
TOTHE REQUIREMENTS OF ICGES ESR-4021 MAV BE SUBSTITUTED WITH THE SAME EMBEDMENT DEPTH.
SPECWL INSPECTION IS REQUIRED AS SPEQFlED IN THE ICGES REPORT.
"DRV HOLE" MEANS THAT THE CONCRETE HAS NOT BEEN EXPOSED TO MOISTURE FOR THE PRECEDMG 14 DAVS.
�i
STRUCTURALMASONRV
SEE SPECIFlCATIONS FOR ADDITIONAL MFORMATION NOT PROVIDED IN THE SECTIONS BELOW.
MATERIALS:
a. ALLCONCRETEMASONRVUNIT�CMU)WALLASSEMBLIESSHALLHAVEAMINIMUMCOMPRESSNESTRENGTH
(fm) OF 2000 P51, U NLESS OTHERW ISE NOTED.
b. REMFORQNGSHALLBE6RADE605TEELCONFORMINGTOASTMA615,UNLESSOTHERWISENOTED.
CONSTRUCTION:
a. ALL MASONRV WALLS SHOWN ON STRUCTURAL PLANS ARE LOAD-BEARING, UNLESS NOTED OTHERWISE.
b. SEEARCHITECTURALDRAWINGSFORALLOPENINGDIMENSIONSANDLOCATIONS.
c. ALLCELLSWITHVERTICALREINFORQNGANDALLBONDBEAMSSHALLBESOLIDGROUTEDPERTHEFULL
HEIGHT AND WIDTH OF WALL IN WHICH THEV ARE LOCATED.
d. MTERIOR CMU PARTITION WALLS SHALL BE PARTIALLY GROUTED. ALL CELLS WITH VERTICAL REINFORQNG
AND BOND BEAMS WITH HORIZONTAL REINFORCING SHALL BE GROUTED SOLID. LINTELS SHALL BE GROUTED
SOLID FOR THE DEPTH EQUAL TO HALF THE OPENING WIDTH BELOW UNLESS OTHERW ISE NOTED.
e. COMPRESSNESTRENGTHOFCMUASSEMBLIESSHALLBEVERIFlEDBYPRISMTESTINGBEFOREANDDURING
CONSTRUCTION.
C RUNNING BOND SHALL BE USED FORALL MASONRV WORK UNLESS OTHERWISE NOTED.
g. SEE ARCHITECTURAL DRAWINGS FOR MASONRY VENEER JOINT LOCATIONS.
h. HOLLOW MASONRV UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE ON HORIZONTALAND VERTICAL
EDGES OF FACE SHELLS. W EBS SHALL ALSO BE BEDDED IN MORTAR AT ALL UNITS.
i. GROUTING OPERATIONS FOR ANYSECTION WALL SHALL BE COMPLETED OVER 1-DAY DURATION WITH NO
INTERRUPTIONS M GROUTMG PLACEMENT GREATER THAN 1-HOUR. GROUT PLACEMENT SHALL BE STOPPED
1%" BELOW THE TOP COURSE OF BLOCK OR %" BELOW THE TOP OF BOND BEAMS TO BE COMPLETED DURMG
THE OPERATIONS THAT DAY TO FORM A KEY.
REINFORCMG:
TVPICAL REINFORCMG
8" CMU:
VERTICALBARS: NSAT24"O.GATCENTERLME
HORIZONTALBARS 2 #4xCONTATB'-0"O.GINBONOBEAMS
(1
12" CMU (EXTERIOR WALLS):
VERTICAL BARS: #6 AT 24" 0. Q AT EACH FACE
HORIZONTALBARS: (21#4xCONTAT4'-0"O.GINBONOBEAMS
12" CMU (INTERIOR WALLS):
VERTICAL BARS: #6 AT 24" 0. C AT EACH FACE
HORIZONTALBARS: (21#4xCONTATB'-0"O.C.INBONDBEAMS
a. MINIMUM WALL REINFORCMG NOTED IN THIS SECTION SHALL BE PROVIDED TVPICALLV, UNLESS OTHERWISE
NOTED ON PLANS, DETAILS AND WALL ELEVATIONS:
b. PROVIDE JOINT REMFORCING ATALL WALLS PER SPECIFlCATIONS IN ADDITION TO HORRONTAL REMFORCING
REQUIREMENTS.
c. WHERESINGLEBARHORIZONTALREINFORCINGISPROVIDED,STAGGERTHEPLACEMENTOFTHEBARS
EITHER SIDE OF THE VERTICAL BARS OVER THE HEIGHT OF THE WALL.
d. PROVIDEADDITIONALREINFORCMGATWALLENDS,OPENMGJAMBSANDINTERSECTIONS.
e. ADDITIONAL VERTICAL REMFORQNG EACH SIDE OF OPENINGS SHALL RUN CONTINUOUS BETW EEN
FOUNDATION AND FLOOR/ROOF AND FLOOR-TO-FLOOR/ROOF UNLESS SPEQFICALLV NOTED OTHERWISE.
C WHEN EACH FACE VERTICAL REINFORQNG IS REQUIRED PLACE BAR CENTERLWES 2 Y8"FROM EACH FACE
OF MASONRV, UNLESS OTHERWISE NOTED.
LINTELS SHALL BE REMFORCED W ITH 21 k5 X CONTINU0U5 HORRONTAL 8AR51N LWTEL BLOCKS UNLESS
9. (
OTHERW ISE NOTED (SEE ELEVATIONS} EXTEND THE REINFORQNG 3'=4'PAST THE EDGE OF OPENING BELOW,
EACH SIDE, WITH STANDARDACI90 DEGREE DOWNWARD HOOKS. WHERE LESS THAN 3'-0"IS NOT AVAILABLE
BEFORE AN ADJACENT WALL END OR OPENING, EXTEND REINFORQNG T03" QFAR FROM ADJACENT WALL
END OR OPENING EDGE AND PROVIDE STANDARD 90-DEGREE DOWN WARD HOOK. THIS MINIMUM LINTEL
REMFORQNG IS REQUIRED AT ALL NON-LOAD BEARING WALL AND INTERIOR PARTITION LINTEL CONDITIONS
AS WELL ALL LINTEL BEAMS SHALL HAVE A MINIMUM DEPTH OF 241NCHESAND SHALL BE GROUTED SOLID
FOR THEIR FULL LENGTH INCLUDING 3'-4"PAST EACH OPENING EDGE, FOR BOTH LOAD AND NON-LOAD
BEARING WALLS APPLICATIONS.
h. LINTELSSHALLHAVEk4VERTICAL8AR5TIRRUP5ATi6"ONCENTERABOVETHEOPENING,UNLESSNOTED
OTHERW ISE. THESE BARS SHALL HAVE 180 DEGREE HOOKS AT THEIR ENDS ABOVE THE OPENING; 31NCHES
CLEAR, WITH HOOK DIRECTIONS ALTERNATING WITH EVERV OTHER BAR. THESE BAR EXTEND 481NCHE5
MINIMUMABOVE THE OPENING; WHERE 481NCHES IS NOTAVAILABLE, PROVIDE 135 DEGREE HOOKS AROUND
TOPCOURSEBONDBEAMREINFORCMG. FORLINTELSECTIONSABOVEOPENMGSTHATAREGREATERTHAN
48 WCHES TALL, PROVIDE TVPICAL VERTICAL AN D HORIZONTAL REIN FORCMG IN ADDITION TO THE it4
VERTICALBARSTIRRUPSDESCRBEDABOVE LMTELSTIRRUPREINFORQNGSHALLBEPROVIDEDATBOTH
LOAD AND NON-LOAD BEARWG WALL APPLICATIONS.
i. SILLS SHALL BE REINFORCED WITH (2) tlSXCONTINUOUS HORIZONTAL BARS IN BOND BEAMS AND EXTENDED
3'-0"PASTTHEEDGEOFOPENINGABOVE,EACHSIDE WHERELESSTHAN3'-0"ISNOTAVAILABLEBEFOREAN
ADJACENT WALL END OR OPENMG, EXTEND REINFORCMG TO 3"CLEAR FROMADJACENT WALL END OR
OPENING EDGE AND PROVIDE STANDARD 90-DEGREE DOWN WARD HOOK.
j. PROVIDETWOCOURSESOFBONDBEAMSWITH/DN4XCONTINUOUSHORIZONTALREINFORCINGBARSEACH
(4 TOTAL) MINIMUMAT EACH FLOOR AND ROOF LINE SUCH THAT ONE FULL MASONRV COURSE OCCURS
BELOW THE BOTTOM OF DECK ELEVATION, UNLESS NOTEo OTHERW ISE.
k. PROVIDE ONE BOND BEAM WITH lD N4 XCONTINUOUS HORIZONTAL REINFORCING BARS AT TOPS OF WALLS.
I. ATCORNERS,PROVIDEADDITIONALCORNERBARSTOMATCHTHESIZEANDSPACWGHORIZONTALWALL
REINFORCMG, UNLESS OTHERWISE NOTED. THE LEGS OFTHE CORNER BARS SHALL BE MINIMUM OF ONE
LAP LENGTH EACH WAV FROM A STANDARD ACI REINFORCING BEND AT THE CORNER AND MATCH THE
CONFIGURATION OF THE WALL CORNER PLAN LAVOUT.
m. SEE DRAWMG DETAIL SHEETS FOR ADDITIONAL REINFORCMG REQUIREMENTS; ESPECIALLVAT JOIST, BEAM
AND GIRDER CONNECTION LOCATIONS.
n. FOUNDATIONDOWELSSHALLBEPROVIDEDTOMATCH,ONE-FOR-ONE,THESIZEANDSPACMGOFTHE
VERTICAL WALL REMFORCMG ABOVE THE DOW ELS EMEND UPWARDS FROM THE TOP OF FOUNDATION OR
FOUNDATION WALL TO PROVIDE ADEQUATE LAP LENGTH W ITH THE VERTICAL WALL BARS PER THE SCHEDULE
BELOW AN D EXTEND DOW N WARD TO BE 3"CLEAR FROM THE BOTTOM OF FOOTMG W ITH STANDARD ACI 318
90-0EGREE HOOKS, TYPICAL UNLESS NOTED OTHERWISE DOWELS FROM FOUNDATION OR FOUNDATION
WALL SHALL BE INSTALLED VERTICAL, NO MORE THAT i HORRONTAL TO 6VERTICAL OUT OF PLUMB.
o. DOWELS PERPENDICULARTO MASONRV WALLS FOR SLABS OR OTHER CONCRETE CONSTRUCTION SHALL
HAVE STAN DARD ACI 318 90-0EGREE DOW N WARD HOOKS AROU ND HORIZONTAL REMFORCMG AN D SHALL
EXTEND A LAP LENGTH INDICATED IN THE SCHEDULE BELOW FROM THE FACE OF MASONRV WALL, UNLESS
OTHERWISE NOTED. DOWELS SHALL BE SPACED TO MATCH THE VERTICAL WALL REINFORCMG BELOW THE
SLAB BEING CONNECTED, UNLESS OTHERW ISE NOTED.
p. ALL CELLS OFALL LOAD-BEARING WALLS SHALL BE FILLED SOLID WITH CONCRETE GROUT FOR THE FULL
LENGTH AND HEIGHT OF THE WALLS.
q. ALL VERTICAL AND HORIZONTAL REMFORQNG IS CONTINUOUS. PROVIDE LAP SPLICES AS REQUIRED FOR
THE LENGTHS INDICATED IN THE SCHEDULE BELOW. COORDINATE LAP SPLICE LOCATIONS W ITH FLOOR
ELEVATIONS, TOPS OF WALLS AND LMTEL HORIZONTAL REINFORQNG AS REQUIRED; SEE WALL ELEVATIONS
FOR ANV SPECIFlC LOCATIONS AS INDICATED.
r. ALL REMFORQNG STEEL SHALL BE SECURED AGAINST DISPLACEMENT PRIOR TOAND DURING GROUTING
OPERATIONS BY W IRE POSITIONERS. POSITIONERS SHALL BE SPACED AT 24" ON CENTER ALONG EACH
VERTICAL BAR LOCATION.
s. REMFORQNG BARS IN MASONRV WALLS SHALL NEVER BE CUT TO ALLOW FOR WORK FROM OTHER TRADES
W ITHOUT PRIOR APPROVAL FROM TH E STRUCTURAL ENG W EER OF RECORD.
LAP SPLICE SCHEDULE
VERTICAL TENSION AND COMPRESSION BARS:
BARSRE #4 #5 #6 #1 #8 #9
LENGTH QN.) 24 40 49 91 108 143
HORIZONTAL TENSION AND COMPRESSION BARS:
BARSIZE #4 #5
LENGTH QN.) 3] ]0
a. SPLICES OF VERTICAL BARS SHALL BE PLACED NEXT TO EACH OTHER IN PLAN TO MAMTAM THE SAME CLEAR
DISTANCE TO THE FACE OF THE MASONRV BLOCK UNITS, NOT INSET INTOTHE CELL SUCH THATTHE CLEAR
SPACMG BETWEEN ADJACENT BARS IS REDUCED.
b. SPLICES OF HORIZONTAL BARS SHALL BE PLACED ABOVE OR BELOW THE BAR TO BE SPLICED TO MAWTAIN
THE SAME CLEAR DISTANCE TO THE FACE OF THE MASONRV BLOCK UNITS, NOT INSET INTO THE CELL SUCH
THAT THE CLEAR SPACMG BETWEEN ADJACENT BARS IS REDUCED.
ANCHORS:
a. ALL POST INSTALLEDANCHORS SHALL BE INSTALLED INTO SOLID-GROUTED MASONRV CELLS PER
MANUFACTURERS RECOMMENDATIONS.
b. EXPANSION AND EPDXY ANCHORS SHALL BE THE S2EAND EMBEDMENT LENGTH AS SPECIFlED ON THE
DRAW INGS. PROVIDE ANCHORS WITH THE FOLLOW MINIMUM ALLOWABLE STRESS DESIGN CAPACITIES:
TENSION = 1500POUNOS; SHEAR= f000 POUNOS
c. CAST ANCHORS AND BOLTS SHALL BE INSERTED INTO WALL FOR THE EMBEDMENT DEPTH SHOWN IN THE
DRAWING DETAILS, Y'MINIMUM, AND SURROUNDING CELLS WITHIN LS TIMES THE EMBEDMENT DEPTH SHALL
BE GROUTED SOLID TO ENCAPSULATE THE ANCHOR.
SUBMITTALS:
SUBMIT SHOP DRAWINGS THAT DEPICT REMFORQNG LAVOUT FOR CMU WALLS THAT INDICATE THE TVPICAL
REINFORQNG AND ADDITIONAL REINFORQNG REQUIREMENTS CALLED FOR IN THE STRUCTURAL DRAW INGS
AND SPECIFICATIONS.
MISCELLAN W US:
a EMBEDDEDPLATESWITHHEADEDSTUDS,ANCHORRODSORDEFORMEDBARANCHORSSHALLBEWETSET
IN BOND BEAMS, AFTER GROUT PLACEMENT WHRETHE GROUT IS STILL PLASTIC.
b. PRIOR TO INSTALLING HOLES GREATER THAN 4 MCHES IN DIAMETER IN MASONRV WALLS THAT WERE NOT
SPEQFlCALLV DESIGNED FOR IN THE STRUCTURAL DRAWINGS, CONTACT STRUCTURAL ENGMEER OF
RECORD FOR APPROVAL AND INSTALLATION REQU IREMENTS
February 1, 2019 - ISSUE FOR PERMIT
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Proi. No.: 077392
Date: 02/01 /19
A Sheet Name:
GENERALNOTES
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