system formwork by rachna
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SYSTEM FORMWORKLarsen and toubro limited
Presentation by:Rachna Rajput
(1030227)
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LARSEN & TOUBRO LIMITED
ECC DIVISION
LUDHIANA CITY CENTRE
CONSTRUCTION OF RCC BASEMENT STRUCTURE
By : A.K. Mishra
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THE CLIENT: TODAYHOMES AND INFRASTRUCTUR
JOINT VENTURE WITH LUDHIANAIMPROVEMENT TRUST
ARCHITECT: CP KUKREJA AND ASSOCIATES
CONTRACTOR : LARSEN AND TOUBRO LIMITED
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LUDHIANA CITYCENTRE
LOCATED IN HEART OF LUDHIANABUILT ON 25 ACRES OF LAND4 SIDE OPEN PLOTMAXIMUM NUMBER OF CAR PARKS UNDERONE ROOFONLY DEVELOPMENT OF INDIA WITH 5 STARHOTEL,SHOPPING MALL,IT/OFFICESPACE,HEALTH CARE,LIBRARY,MUESEAMUNDER 1 ROOFBIGGEST ATRIUM:2 LAKH SQUARE FEET
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LUDHIANA CITY CENTRECONSTRUCTION OF RCC BASEMENT STRUCTUREProject Highlights
JOB VALUE : 12400 lacsDATE OF LOI: 30:1:2006DATE OF COMMENCEMENT: 15:02:2006
DATE OF COMPLETION: 14:02:2007DURATION OFPROJECT : 12 months
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WHAT IS FORMWORK?FORMWORK IS A MOULD USED TO SHAPECONCRETE UNTIL IT ATTAINS SUFFICIENTSTRENGTH TO CARRY ITS OWN WEIGHTCAN BE ASSEMBLED BY UNSKILLED
LABOUR
CONSTITUTES 30% OF THE COST AND60% OF THE TIME IN CONCRETECONSTRUCTION
GOOD FORMWORK RESULTS IN
SPEED,QUALITY,ECONOMY AND SAFETY
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TRADITIONALAPPROACH
BALLIES USED AS SUPPORT FORSHUTTERING
UNSAFE AND UNRELIABLE
LOW REUSE VALUE
DOES NOT PRODUCE GOOD QUALITYCONCRETE
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CHOICE OF RIGHT TYPE OFFORMWORK
FORMWORK SHOULD BE ABLE TO BEDESHUTTERED AND DISMANTLED FASTSAFETY TO BE IMPROVED BY SITEPERSONNELOVERALL COST SAVINGSGOOD SURFACE FINISH TO BE ACHIEVEDOPTIMUM STOCK OF FORMWORK FOR SIZEOF WORKFORCE AND SPECIFIED TIMESCHEDULE
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SYSTEM FORMWORK-
L&TEARLIER CALLED DOKAFORMWORK
INVERSIBLEFAST ERECTIONMORE STABLESAFE IN USE
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FORMWORK PLANNINGSTEP1.)
CONFIRMING HQ ON THE NEW JOBS BAGGEDIDENTIFYING TIME AND MATERIALS FORCONSTRUCTION PROJECT
STEP2.)
FINALIZING FORMWORK MATERIALSREQUIREMENTS FOR THE PROJECTCOLLATE THE REPORTS FROM RUNNING SITES
AND CHECK SEPARABILITY FROM OTHER
SITES WITHIN THE REGIONSENDING REQUEST FOR TRANSFER OFRESOURCES IF AVAILIBILIY IS CONFIRMED
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CONTD.
RECEIVING NEW TARGETS ONPRODUCTIVITY FROM HQ
COMPARING THE RUNNINGLMP COST FROM THE ACTUAL
IDENTIFYING TRAINING NEEDSOF STAFF
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FOUNDATION FORMWORK
STEEL PANELS OF STANDERED SIZESMINIMIZE MAKING AT SITEUSE OF VERSATILE COMPONENTS LIKE
STEEL WALERS(2 ISMC BACK 2BACK) AND ALIGNMENT PROPSEASY ASSEMBLY WITH DIMENSIONAL
ACCURACY
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CONTD
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CONTD.
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AFTER ERECTIONSteel panel
Pipe waler
Alignmentprop
welar
Pipe waler clamp
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HDT TOWERBASIC FRAMEHORIZONTAL BRACEDIAGNOL BRACE
TAKES LOAD OF 250KNHIEGHT ADJUSTMENTS UPTO 800MMPOSSIBLE
TRANSPORT DEVICES CAN BE ATTATCHED
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COMPONENT DETAILING
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CONTD.
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AFTER ERECTION
Coupler andspring lock pin
Foot plate
Tower
spindle
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WALL/COLUMN FORMWORK
SHOP MADE SHUTTER
ACCORDING TO THE HIEGHT OF WALL ORCOLUMN SPLICING CAN BE DONE
ISMC WALERS ARE USED FOR BEARING
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COMPONENTDETAILING
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CONTD.
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COLUMN FORMWORK WORKINAT 4.8M HIEGHT
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COLUMN FORMWORK
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WALL FORMWORK 1.8M HIEGHT
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SLAB/BEAM FORMWORK
SHEATHING MEMBER
H-BEAM(SECONDARY MEMBER)
WELAR(PRIMARY MEMBER)
HDT TOWER
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AFTER ERECTION
tower
H-beam
Sheathing
welar
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DESIGN OF FORMWORKFORMWORK MUST SUPPORT ALL THEVERTICAL AND LATERAL LOADS
ALL LOADS ARE ASSUMED TO BE
UNIFORMLY DISTRIBUTEDBEAMS SUPPORTED OVER 3 OR MORESPANS ARE TAKEN AS CONTINUOUS
APPROXIMATE FORMULAE ARE USED
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AN IMPORTANT POINT
SHEATHING SPAN DECIDES H-BEAM SPACING
H-BEAM SPAN DECIDES WALER SPACING
WELAR SPAN DECIDES TOWER SPACING
SPAN HERE MEANS THE DISTANCE BETWEEN
TWO REACTION POINTS
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DESIGN PROCEDUREEXAMPLE
LOADS TO BE TAKEN
DEAD LOAD(1)(THICKNESS OF MEMBER*DENSITY OF
CONCRETE)
LIVE LOAD(2)
SELF WEIGHT(3)
DESIGN LOAD,W=(1)+(2)+(3)
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DESIGN PROCEDURECHECKS TO BE APPLIED
BENDING MOMENT CONDITIONSHEAR FORCE CONDITIONDEFLECTION CONDITION
THE MINIMUM OF ALL 3 SPANS ISTAKEN AS SPAN FOR THE MEMBER
ACCORDING TO HEIGHT OF WALL ORCOLUMN THE REQUIRED LENGTH OFH-BEAM(AN I SECTION )HIGH STRENGTH TIE SYSTEM BEARLARGE CONCRETE PRESSURE
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DESIGN PROCEDURECONTD.
DESIGN DONE FROM TOP TO BOTTOM1. SHEATHING MEMBER
2.H-BEAM(SECONDARY MEMBER)3.WELAR(PRIMARY MEMBER)HDT TOWER
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SELF WEIGHT OF CONCRETE WITH
REINFORCEMENT=25KN/M^3
SELF WEIGHT OF FORMWORK VARIES
BETWEEN 0.5KN/M^2 TO .75KN/M^2
MINIMUM LIVE LOAD =2.5KN/M^2
MINIMUM DESIGN LOAD=5.0 KN/SQM
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SHEATHING MEMBER:END CONDITION ASSUMED TO BE A PROPPED
CANTILEVERBM=W*L^2/8
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SECONDARY MEMBER(H BEAM):END CONDITION IS ASSUMED TO BE SIMPLY
SUPPORTEDLOAD INTENSITY =DESIGN LOAD*SPAN OFSHEATHING MEMBERBM=W*L^2/8
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DESIGN FOR WALL/COLUMNFORMWORK
CONCRETE EXERTS A FLUID PRESSURE DhON THE FORMWORKPmax=
D[C1*R^.5-(C2*K*(H-C1*R^.5)^.5) ORDh
whichever is smaller
VALUE OF C1FOR WALLS=1FOR COLUMNS=1.5
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VALUE OF C2 DEPENDS ON CONSTITUENTMATERIALS OF CONCRETE
D=WEIGHT DENSITY OF CONCRETEH=VERTICAL FORM HIEGHTh=VERTICAL POUR HIEGHT
K=TEMPERATURE COEFFICIENT TAKEN AS(36/T+16)^2R=RATE OF RISE M/HT=TEMPERATURE OF CONCRETE AT PLACING
(degree celsius)
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PRESSURE DISTRIBUTION DIAGRAM
H
P max
Pmax/D
DESIGN OF WALERDESIGNED AS
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DESIGN OF WALER DESIGNED ASLATERALLY UNSUPPORTED BEAMSIGMAbc=.66*Fcb*Fy/(Fcb^n+Fy^n)^1/nFcb=ELASTIC CRITICAL STRESS(N/MM^2)Fy= YIELD STRESS OF STEEL IN( N/MM^2)
N=FACTOR TAKEN AS 1.4Fcb=K1*(X+K2*Y)*C2/C1PERMISSIBLE SHEAR STRESS=0.4*Fy
PERMISSIBLE DEFLECTION=L(SPAN)/325BENDING STRESS=M/ZSHEAR STRESS=F/Aweb
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STRIPPING TIME FORFORMWORK
VERTICAL FORMWORK TO COLUMN, WALL AND BEAM :16-24HOURS
SOFFIT FORMWORK TO SLABS( PROPS TO BEREFIXED AFTER REMOVAL OF FORMWOK) : 3DAYS
SOFFIT FORMWORK TO BEAMS :7DAYS
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SAFETY IN FORMWORK
BEFORE ERECTION OF STEEL FRAMESTAGING THOROUGH INSPECTIONDIAGNOL BRACES SHOULD BE IN PROPERPOSITION
ALL CONNECTING DEVICES SHOULD BE INPLACEBRACING SHOULD BE PROVIDED IF TOWERHEIGHT INCREASES 6M
AT HIEGHTS SAFETY BELTS SHOULD BEUSED BY WORKMEN
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L adder Safety
Follow the 4:1 rule when using extension ladders
6 m (20 ft)
1.5 m (5 ft.)
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Erect First Tower Adjust and ensure the
top level is same. Connect all pin bracing
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Use of lifeline above 2m
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LABOUR PRODUCTIVITY
PRODUCTIVITY IS MAXIMUM OUTPUT FROMMINIMUM INPUT
UNITS ARE SQM/MANDAY
WORKING OF 8 HRS=1MANDAY
PRODUCTIVITY=SHUTTERING AREA ACHIEVED DURING THEMONTH/MANDAYS
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MATERIALPRODUCTIVITY
MATERIAL PRODUCTIVITY IS COMPAREDWITH STANDERED PRODUCTIVITYSTANDERED PRODUCTIVITY CALCULATEDON THE BASIS OF SHUTTERING AREACOMPLETED AND KG MONTH PER SQMTOTAL REQUIRED KG=
SHUTTERING AREA *KG MONTH PER SQM
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ACTUAL PRODUCTIVITY ISTAKEN AS AVERAGE STOCKLEFT
PRODUCTIVITY IN %=
(ACTUALPRODUCTIVITY/STANDERED PRODUCTIVITY)*100
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RATE ANALYSIS
ON THE BASIS OF NUMBER OF CARPENTERKHALASI AND HELPER,NUMBER OF HOURSOF WORK AND RATE/HR THE TOTAL AMOUNTIS CALCULATED FOR SHIFTING ,FIXING ANDREMOVINGPRODUCTIVITY IN SQM/MANDAYS IS
CALCULATED
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BATCHING OFCONCRETE
PAN TYPE BATCHING PLANTCAPACITY OF 60M^3/HR
WEIGHED BATCHINGMIXINGTRANSPORTATION
PLACING
THANK YOU
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THANK YOU