System Formwork by Rachna

7/28/2019 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

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