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FORMWORK Larsen and toubro limited
Presentation by: Rachna Rajput (1030227) 08/28/09
1
LARSEN & TOUBRO LIMITED ECC DIVISION LUDHIANA CITY CENTRE
CONSTRUCTION OF RCC BASEMENT STRUCTURE
08/28/09
By : A.K. Mishra
2
THE CLIENT: TODAYHOMES AND INFRASTRUCTURE LUDHIANA
JOINT VENTURE WITH IMPROVEMENT TRUST
ARCHITECT: ASSOCIATES
CP KUKREJA AND
CONTRACTOR : LIMITED
LARSEN AND TOUBRO
08/28/09
3
LUDHIANA CITY CENTRE
LOCATED IN HEART OF LUDHIANA BUILT ON 25 ACRES OF LAND 4 SIDE OPEN PLOT MAXIMUM NUMBER OF CAR PARKS UNDER ONE ROOF ONLY DEVELOPMENT OF INDIA WITH 5 STAR HOTEL,SHOPPING MALL,IT/OFFICE SPACE,HEALTH CARE,LIBRARY,MUESEAM UNDER 1 ROOF BIGGEST ATRIUM:2 LAKH SQUARE FEET
08/28/09
4
LUDHIANA CITY CENTRE CONSTRUCTION OF RCC BASEMENT STRUCTURE
Project Highlights
JOB VALUE : DATE OF LOI: DATE OF COMMENCEMENT: DATE OF COMPLETION: DURATION OF PROJECT :
08/28/09
12400 lacs 30:1:2006 15:02:2006 14:02:2007 12 months 5
THE WORK FORMWORK PLANNING AND DESIGN OF ITS VARIOUS COMPONENTS
08/28/09
6
WHAT IS FORMWORK? FORMWORK IS A MOULD USED TO SHAPE CONCRETE UNTIL IT ATTAINS SUFFICIENT STRENGTH TO CARRY ITS OWN WEIGHT CAN BE ASSEMBLED BY UNSKILLED LABOUR CONSTITUTES 30% OF THE COST AND 60% OF THE TIME IN CONCRETE CONSTRUCTION
GOOD FORMWORK RESULTS IN 08/28/09 SPEED,QUALITY,ECONOMY AND SAFETY
7
TRADITIONAL APPROACH
BALLIES USED AS SUPPORT FOR SHUTTERING
UNSAFE AND UNRELIABLE
LOW REUSE VALUE
DOES NOT PRODUCE GOOD QUALITY CONCRETE
08/28/09
8
CHOICE OF RIGHT TYPE OF FORMWORK
FORMWORK SHOULD BE ABLE TO BE DESHUTTERED AND DISMANTLED FAST SAFETY TO BE IMPROVED BY SITE PERSONNEL OVERALL COST SAVINGS GOOD SURFACE FINISH TO BE ACHIEVED OPTIMUM STOCK OF FORMWORK FOR SIZE OF WORKFORCE AND SPECIFIED TIME SCHEDULE
08/28/09
9
SYSTEM FORMWORK-L&T
08/28/09
EARLIER CALLED DOKA FORMWORK INVERSIBLE FAST ERECTION MORE STABLE SAFE IN USE
10
FORMWORK PLANNING
STEP1.) CONFIRMING HQ ON THE NEW JOBS BAGGED IDENTIFYING TIME AND MATERIALS FOR CONSTRUCTION PROJECT STEP2.) FINALIZING FORMWORK MATERIALS REQUIREMENTS FOR THE PROJECT COLLATE THE REPORTS FROM RUNNING SITES AND CHECK SEPARABILITY FROM OTHER SITES WITHIN THE REGION SENDING REQUEST FOR TRANSFER OF RESOURCES IF AVAILIBILIY IS CONFIRMED 08/28/09
11
CONTD….
08/28/09
RECEIVING NEW TARGETS ON PRODUCTIVITY FROM HQ
COMPARING THE RUNNING LMP COST FROM THE ACTUAL
IDENTIFYING TRAINING NEEDS OF STAFF 12
COMPONENT DETAILING
FOUNDATION FORMWORK
HDT TOWER
SLAB/BEAM FORMWORK
WALL/COLUMN FORMWORK
08/28/09
13
FOUNDATION FORMWORK
STEEL PANELS OF STANDERED SIZES MINIMIZE MAKING AT SITE USE OF VERSATILE COMPONENTS LIKE STEEL WALERS(2 ISMC BACK 2BACK) AND ALIGNMENT PROPS EASY ASSEMBLY WITH DIMENSIONAL ACCURACY
08/28/09
14
08/28/09
15
FOUNDATION FORMWORK MATERIAL CONTD.
08/28/09
16
CONTD…
08/28/09
17
CONTD….
08/28/09
18
AFTER ERECTION Steel panel Pipe waler clamp Pipe waler Alignment prop welar 08/28/09
19
HDT TOWER
BASIC FRAME HORIZONTAL BRACE DIAGNOL BRACE TAKES LOAD OF 250KN HIEGHT ADJUSTMENTS UPTO 800MM POSSIBLE TRANSPORT DEVICES CAN BE ATTATCHED
08/28/09
20
COMPONENT DETAILING
08/28/09
21
CONTD….
08/28/09
22
AFTER ERECTION Coupler and spring lock pin Foot plate Tower spindle
08/28/09
23
WALL/COLUMN FORMWORK
SHOP MADE SHUTTER
ACCORDING TO THE HIEGHT OF WALL OR COLUMN SPLICING CAN BE DONE
ISMC WALERS ARE USED FOR BEARING
08/28/09
24
COMPONENT DETAILING
08/28/09
25
CONTD….
08/28/09
26
CONTD……
08/28/09
27
COLUMN FORMWORK WORKING AT 4.8M HIEGHT
08/28/09
28
COLUMN FORMWORK
08/28/09
29
WALL FORMWORK 1.8M HIEGHT
08/28/09
30
SLAB/BEAM FORMWORK
08/28/09
SHEATHING MEMBER
H-BEAM(SECONDARY MEMBER)
WELAR(PRIMARY MEMBER)
HDT TOWER
31
AFTER ERECTION Sheathing H-beam welar tower
08/28/09
32
DESIGN OF FORMWORK
FORMWORK MUST SUPPORT ALL THE VERTICAL AND LATERAL LOADS ALL LOADS ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED BEAMS SUPPORTED OVER 3 OR MORE SPANS ARE TAKEN AS CONTINUOUS APPROXIMATE FORMULAE ARE USED
08/28/09
33
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 08/28/09
34
DESIGN PROCEDURE EXAMPLE
LOADS TO BE TAKEN DEAD LOAD(1) (THICKNESS OF MEMBER*DENSITY OF CONCRETE)
08/28/09
LIVE LOAD(2)
SELF WEIGHT(3)
DESIGN LOAD,W=(1)+(2)+(3) 35
DESIGN PROCEDURE CHECKS TO BE APPLIED
BENDING MOMENT CONDITION SHEAR FORCE CONDITION DEFLECTION CONDITION THE MINIMUM OF ALL 3 SPANS IS TAKEN AS SPAN FOR THE MEMBER ACCORDING TO HEIGHT OF WALL OR COLUMN THE REQUIRED LENGTH OF H-BEAM(AN I SECTION ) HIGH STRENGTH TIE SYSTEM BEAR LARGE CONCRETE PRESSURE
08/28/09
36
DESIGN PROCEDURE CONTD….
DESIGN DONE FROM TOP TO BOTTOM 1. SHEATHING MEMBER 2.H-BEAM(SECONDARY MEMBER) 3.WELAR(PRIMARY MEMBER) HDT TOWER
08/28/09
37
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
08/28/09
38
SHEATHING MEMBER: END CONDITION ASSUMED TO BE A PROPPED CANTILEVER BM=W*L^2/8<=.2KNM/M
SHEAR=5*W*L/8<=6.16KN/M
DEFLECTION=W*L^4/(185*E*I)<=1.852*10^-3M MINIMUM OF ABOVE THESE 3 SPANS IS TAKEN AS SPACING BETWEEN H-BEAMS
08/28/09
39
SECONDARY MEMBER(H BEAM): END CONDITION IS ASSUMED TO BE SIMPLY SUPPORTED LOAD INTENSITY =DESIGN LOAD*SPAN OF SHEATHING MEMBER BM=W*L^2/8<=3KNM SHEAR=W*L/2<=6KN DEFLECTION=5*W*L^4/(384*E*I) MINIMUM OF ALL 3 IS TAKEN AS SPAN FOR H-BEAM
08/28/09
40
WELAR (PRIMARY MEMBER) SIMPLY SUPPORTED END CONDITION IS ASSUMED NOW WIDTH OF LOADING IS THE SPAN FOR H-BEAM AND W=DESIGN LOAD*WIDTH OF LOADING BM=W*L^2/8<=12.67KNM/M SHEAR=W*L/2<=103.4KN/M DEFLECTION=5*W*L^4/(384*E*I)<=6.67*10^-3 MINIMUM OF THESE 3 IS TAKEN AS THE DISTANCE BETWEEN 2 TOWERS
08/28/09
41
08/28/09
42
DESIGN FOR WALL/COLUMN FORMWORK CONCRETE EXERTS A FLUID PRESSURE Dh
ON THE FORMWORK Pmax= D[C1*R^.5-(C2*K*(H-C1*R^.5)^.5) OR Dh whichever is smaller VALUE OF C1 FOR WALLS=1 FOR COLUMNS=1.5 08/28/09
43
VALUE OF C2 DEPENDS ON CONSTITUENT MATERIALS OF CONCRETE D=WEIGHT DENSITY OF CONCRETE H=VERTICAL FORM HIEGHT h=VERTICAL POUR HIEGHT K=TEMPERATURE COEFFICIENT TAKEN AS (36/T+16)^2 R=RATE OF RISE M/H T=TEMPERATURE OF CONCRETE AT PLACING (degree celsius)
08/28/09
44
PRESSURE DISTRIBUTION DIAGRAM
Pmax/D H
P max
08/28/09
45
DESIGN OF WALER – DESIGNED AS LATERALLY UNSUPPORTED BEAM
SIGMAbc=.66*Fcb*Fy/(Fcb^n+Fy^n)^1/n Fcb=ELASTIC CRITICAL STRESS(N/MM^2) Fy= YIELD STRESS OF STEEL IN( N/MM^2) N=FACTOR TAKEN AS 1.4 Fcb=K1*(X+K2*Y)*C2/C1 PERMISSIBLE SHEAR STRESS=0.4*Fy PERMISSIBLE DEFLECTION=L(SPAN)/325 BENDING STRESS=M/Z SHEAR STRESS=F/Aweb 08/28/09
46
STRIPPING TIME FOR FORMWORK
VERTICAL FORMWORK TO COLUMN, WALL AND BEAM :16-24HOURS
SOFFIT FORMWORK TO SLABS(PROPS TO BE REFIXED AFTER REMOVAL OF FORMWOK) :3DAYS
SOFFIT FORMWORK TO BEAMS :7DAYS
08/28/09
47
SAFETY IN FORMWORK
BEFORE ERECTION OF STEEL FRAME STAGING THOROUGH INSPECTION DIAGNOL BRACES SHOULD BE IN PROPER POSITION ALL CONNECTING DEVICES SHOULD BE IN PLACE BRACING SHOULD BE PROVIDED IF TOWER HEIGHT INCREASES 6M AT HIEGHTS SAFETY BELTS SHOULD BE USED BY WORKMEN
08/28/09
48
Ladder Safety Follow the 4:1 rule when using extension ladders
6 m (20 ft)
1.5 m (5 ft.)
08/28/09
49
–Erect First Tower – Adjust and ensure the top level is same. Connect all pin bracing
08/28/09
50
08/28/09
51
08/28/09
52
Use of lifeline above 2m
08/28/09
53
LABOUR PRODUCTIVITY
PRODUCTIVITY IS MAXIMUM OUTPUT FROM MINIMUM INPUT
UNITS ARE SQM/MANDAY
WORKING OF 8 HRS=1MANDAY
PRODUCTIVITY= SHUTTERING AREA ACHIEVED DURING THE MONTH/MANDAYS
08/28/09
54
MATERIAL PRODUCTIVITY
MATERIAL PRODUCTIVITY IS COMPARED WITH STANDERED PRODUCTIVITY STANDERED PRODUCTIVITY CALCULATED ON THE BASIS OF SHUTTERING AREA COMPLETED AND KG MONTH PER SQM TOTAL REQUIRED KG= SHUTTERING AREA *KG MONTH PER SQM
08/28/09
55
ACTUAL PRODUCTIVITY IS TAKEN AS AVERAGE STOCK LEFT
PRODUCTIVITY IN %= (ACTUALPRODUCTIVITY/STANDE RED PRODUCTIVITY)*100
08/28/09
56
RATE ANALYSIS ON THE BASIS OF NUMBER OF CARPENTER KHALASI AND HELPER,NUMBER OF HOURS OF WORK AND RATE/HR THE TOTAL AMOUNT IS CALCULATED FOR SHIFTING ,FIXING AND REMOVING PRODUCTIVITY IN SQM/MANDAYS IS CALCULATED
08/28/09
57
BATCHING OF CONCRETE
08/28/09
PAN TYPE BATCHING PLANT CAPACITY OF 60M^3/HR WEIGHED BATCHING MIXING TRANSPORTATION PLACING
58
THANK YOU
08/28/09
59
Presentation by: Rachna Rajput (1030227) 08/28/09
1
LARSEN & TOUBRO LIMITED ECC DIVISION LUDHIANA CITY CENTRE
CONSTRUCTION OF RCC BASEMENT STRUCTURE
08/28/09
By : A.K. Mishra
2
THE CLIENT: TODAYHOMES AND INFRASTRUCTURE LUDHIANA
JOINT VENTURE WITH IMPROVEMENT TRUST
ARCHITECT: ASSOCIATES
CP KUKREJA AND
CONTRACTOR : LIMITED
LARSEN AND TOUBRO
08/28/09
3
LUDHIANA CITY CENTRE
LOCATED IN HEART OF LUDHIANA BUILT ON 25 ACRES OF LAND 4 SIDE OPEN PLOT MAXIMUM NUMBER OF CAR PARKS UNDER ONE ROOF ONLY DEVELOPMENT OF INDIA WITH 5 STAR HOTEL,SHOPPING MALL,IT/OFFICE SPACE,HEALTH CARE,LIBRARY,MUESEAM UNDER 1 ROOF BIGGEST ATRIUM:2 LAKH SQUARE FEET
08/28/09
4
LUDHIANA CITY CENTRE CONSTRUCTION OF RCC BASEMENT STRUCTURE
Project Highlights
JOB VALUE : DATE OF LOI: DATE OF COMMENCEMENT: DATE OF COMPLETION: DURATION OF PROJECT :
08/28/09
12400 lacs 30:1:2006 15:02:2006 14:02:2007 12 months 5
THE WORK FORMWORK PLANNING AND DESIGN OF ITS VARIOUS COMPONENTS
08/28/09
6
WHAT IS FORMWORK? FORMWORK IS A MOULD USED TO SHAPE CONCRETE UNTIL IT ATTAINS SUFFICIENT STRENGTH TO CARRY ITS OWN WEIGHT CAN BE ASSEMBLED BY UNSKILLED LABOUR CONSTITUTES 30% OF THE COST AND 60% OF THE TIME IN CONCRETE CONSTRUCTION
GOOD FORMWORK RESULTS IN 08/28/09 SPEED,QUALITY,ECONOMY AND SAFETY
7
TRADITIONAL APPROACH
BALLIES USED AS SUPPORT FOR SHUTTERING
UNSAFE AND UNRELIABLE
LOW REUSE VALUE
DOES NOT PRODUCE GOOD QUALITY CONCRETE
08/28/09
8
CHOICE OF RIGHT TYPE OF FORMWORK
FORMWORK SHOULD BE ABLE TO BE DESHUTTERED AND DISMANTLED FAST SAFETY TO BE IMPROVED BY SITE PERSONNEL OVERALL COST SAVINGS GOOD SURFACE FINISH TO BE ACHIEVED OPTIMUM STOCK OF FORMWORK FOR SIZE OF WORKFORCE AND SPECIFIED TIME SCHEDULE
08/28/09
9
SYSTEM FORMWORK-L&T
08/28/09
EARLIER CALLED DOKA FORMWORK INVERSIBLE FAST ERECTION MORE STABLE SAFE IN USE
10
FORMWORK PLANNING
STEP1.) CONFIRMING HQ ON THE NEW JOBS BAGGED IDENTIFYING TIME AND MATERIALS FOR CONSTRUCTION PROJECT STEP2.) FINALIZING FORMWORK MATERIALS REQUIREMENTS FOR THE PROJECT COLLATE THE REPORTS FROM RUNNING SITES AND CHECK SEPARABILITY FROM OTHER SITES WITHIN THE REGION SENDING REQUEST FOR TRANSFER OF RESOURCES IF AVAILIBILIY IS CONFIRMED 08/28/09
11
CONTD….
08/28/09
RECEIVING NEW TARGETS ON PRODUCTIVITY FROM HQ
COMPARING THE RUNNING LMP COST FROM THE ACTUAL
IDENTIFYING TRAINING NEEDS OF STAFF 12
COMPONENT DETAILING
FOUNDATION FORMWORK
HDT TOWER
SLAB/BEAM FORMWORK
WALL/COLUMN FORMWORK
08/28/09
13
FOUNDATION FORMWORK
STEEL PANELS OF STANDERED SIZES MINIMIZE MAKING AT SITE USE OF VERSATILE COMPONENTS LIKE STEEL WALERS(2 ISMC BACK 2BACK) AND ALIGNMENT PROPS EASY ASSEMBLY WITH DIMENSIONAL ACCURACY
08/28/09
14
08/28/09
15
FOUNDATION FORMWORK MATERIAL CONTD.
08/28/09
16
CONTD…
08/28/09
17
CONTD….
08/28/09
18
AFTER ERECTION Steel panel Pipe waler clamp Pipe waler Alignment prop welar 08/28/09
19
HDT TOWER
BASIC FRAME HORIZONTAL BRACE DIAGNOL BRACE TAKES LOAD OF 250KN HIEGHT ADJUSTMENTS UPTO 800MM POSSIBLE TRANSPORT DEVICES CAN BE ATTATCHED
08/28/09
20
COMPONENT DETAILING
08/28/09
21
CONTD….
08/28/09
22
AFTER ERECTION Coupler and spring lock pin Foot plate Tower spindle
08/28/09
23
WALL/COLUMN FORMWORK
SHOP MADE SHUTTER
ACCORDING TO THE HIEGHT OF WALL OR COLUMN SPLICING CAN BE DONE
ISMC WALERS ARE USED FOR BEARING
08/28/09
24
COMPONENT DETAILING
08/28/09
25
CONTD….
08/28/09
26
CONTD……
08/28/09
27
COLUMN FORMWORK WORKING AT 4.8M HIEGHT
08/28/09
28
COLUMN FORMWORK
08/28/09
29
WALL FORMWORK 1.8M HIEGHT
08/28/09
30
SLAB/BEAM FORMWORK
08/28/09
SHEATHING MEMBER
H-BEAM(SECONDARY MEMBER)
WELAR(PRIMARY MEMBER)
HDT TOWER
31
AFTER ERECTION Sheathing H-beam welar tower
08/28/09
32
DESIGN OF FORMWORK
FORMWORK MUST SUPPORT ALL THE VERTICAL AND LATERAL LOADS ALL LOADS ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED BEAMS SUPPORTED OVER 3 OR MORE SPANS ARE TAKEN AS CONTINUOUS APPROXIMATE FORMULAE ARE USED
08/28/09
33
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 08/28/09
34
DESIGN PROCEDURE EXAMPLE
LOADS TO BE TAKEN DEAD LOAD(1) (THICKNESS OF MEMBER*DENSITY OF CONCRETE)
08/28/09
LIVE LOAD(2)
SELF WEIGHT(3)
DESIGN LOAD,W=(1)+(2)+(3) 35
DESIGN PROCEDURE CHECKS TO BE APPLIED
BENDING MOMENT CONDITION SHEAR FORCE CONDITION DEFLECTION CONDITION THE MINIMUM OF ALL 3 SPANS IS TAKEN AS SPAN FOR THE MEMBER ACCORDING TO HEIGHT OF WALL OR COLUMN THE REQUIRED LENGTH OF H-BEAM(AN I SECTION ) HIGH STRENGTH TIE SYSTEM BEAR LARGE CONCRETE PRESSURE
08/28/09
36
DESIGN PROCEDURE CONTD….
DESIGN DONE FROM TOP TO BOTTOM 1. SHEATHING MEMBER 2.H-BEAM(SECONDARY MEMBER) 3.WELAR(PRIMARY MEMBER) HDT TOWER
08/28/09
37
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
08/28/09
38
SHEATHING MEMBER: END CONDITION ASSUMED TO BE A PROPPED CANTILEVER BM=W*L^2/8<=.2KNM/M
SHEAR=5*W*L/8<=6.16KN/M
DEFLECTION=W*L^4/(185*E*I)<=1.852*10^-3M MINIMUM OF ABOVE THESE 3 SPANS IS TAKEN AS SPACING BETWEEN H-BEAMS
08/28/09
39
SECONDARY MEMBER(H BEAM): END CONDITION IS ASSUMED TO BE SIMPLY SUPPORTED LOAD INTENSITY =DESIGN LOAD*SPAN OF SHEATHING MEMBER BM=W*L^2/8<=3KNM SHEAR=W*L/2<=6KN DEFLECTION=5*W*L^4/(384*E*I) MINIMUM OF ALL 3 IS TAKEN AS SPAN FOR H-BEAM
08/28/09
40
WELAR (PRIMARY MEMBER) SIMPLY SUPPORTED END CONDITION IS ASSUMED NOW WIDTH OF LOADING IS THE SPAN FOR H-BEAM AND W=DESIGN LOAD*WIDTH OF LOADING BM=W*L^2/8<=12.67KNM/M SHEAR=W*L/2<=103.4KN/M DEFLECTION=5*W*L^4/(384*E*I)<=6.67*10^-3 MINIMUM OF THESE 3 IS TAKEN AS THE DISTANCE BETWEEN 2 TOWERS
08/28/09
41
08/28/09
42
DESIGN FOR WALL/COLUMN FORMWORK CONCRETE EXERTS A FLUID PRESSURE Dh
ON THE FORMWORK Pmax= D[C1*R^.5-(C2*K*(H-C1*R^.5)^.5) OR Dh whichever is smaller VALUE OF C1 FOR WALLS=1 FOR COLUMNS=1.5 08/28/09
43
VALUE OF C2 DEPENDS ON CONSTITUENT MATERIALS OF CONCRETE D=WEIGHT DENSITY OF CONCRETE H=VERTICAL FORM HIEGHT h=VERTICAL POUR HIEGHT K=TEMPERATURE COEFFICIENT TAKEN AS (36/T+16)^2 R=RATE OF RISE M/H T=TEMPERATURE OF CONCRETE AT PLACING (degree celsius)
08/28/09
44
PRESSURE DISTRIBUTION DIAGRAM
Pmax/D H
P max
08/28/09
45
DESIGN OF WALER – DESIGNED AS LATERALLY UNSUPPORTED BEAM
SIGMAbc=.66*Fcb*Fy/(Fcb^n+Fy^n)^1/n Fcb=ELASTIC CRITICAL STRESS(N/MM^2) Fy= YIELD STRESS OF STEEL IN( N/MM^2) N=FACTOR TAKEN AS 1.4 Fcb=K1*(X+K2*Y)*C2/C1 PERMISSIBLE SHEAR STRESS=0.4*Fy PERMISSIBLE DEFLECTION=L(SPAN)/325 BENDING STRESS=M/Z SHEAR STRESS=F/Aweb 08/28/09
46
STRIPPING TIME FOR FORMWORK
VERTICAL FORMWORK TO COLUMN, WALL AND BEAM :16-24HOURS
SOFFIT FORMWORK TO SLABS(PROPS TO BE REFIXED AFTER REMOVAL OF FORMWOK) :3DAYS
SOFFIT FORMWORK TO BEAMS :7DAYS
08/28/09
47
SAFETY IN FORMWORK
BEFORE ERECTION OF STEEL FRAME STAGING THOROUGH INSPECTION DIAGNOL BRACES SHOULD BE IN PROPER POSITION ALL CONNECTING DEVICES SHOULD BE IN PLACE BRACING SHOULD BE PROVIDED IF TOWER HEIGHT INCREASES 6M AT HIEGHTS SAFETY BELTS SHOULD BE USED BY WORKMEN
08/28/09
48
Ladder Safety Follow the 4:1 rule when using extension ladders
6 m (20 ft)
1.5 m (5 ft.)
08/28/09
49
–Erect First Tower – Adjust and ensure the top level is same. Connect all pin bracing
08/28/09
50
08/28/09
51
08/28/09
52
Use of lifeline above 2m
08/28/09
53
LABOUR PRODUCTIVITY
PRODUCTIVITY IS MAXIMUM OUTPUT FROM MINIMUM INPUT
UNITS ARE SQM/MANDAY
WORKING OF 8 HRS=1MANDAY
PRODUCTIVITY= SHUTTERING AREA ACHIEVED DURING THE MONTH/MANDAYS
08/28/09
54
MATERIAL PRODUCTIVITY
MATERIAL PRODUCTIVITY IS COMPARED WITH STANDERED PRODUCTIVITY STANDERED PRODUCTIVITY CALCULATED ON THE BASIS OF SHUTTERING AREA COMPLETED AND KG MONTH PER SQM TOTAL REQUIRED KG= SHUTTERING AREA *KG MONTH PER SQM
08/28/09
55
ACTUAL PRODUCTIVITY IS TAKEN AS AVERAGE STOCK LEFT
PRODUCTIVITY IN %= (ACTUALPRODUCTIVITY/STANDE RED PRODUCTIVITY)*100
08/28/09
56
RATE ANALYSIS ON THE BASIS OF NUMBER OF CARPENTER KHALASI AND HELPER,NUMBER OF HOURS OF WORK AND RATE/HR THE TOTAL AMOUNT IS CALCULATED FOR SHIFTING ,FIXING AND REMOVING PRODUCTIVITY IN SQM/MANDAYS IS CALCULATED
08/28/09
57
BATCHING OF CONCRETE
08/28/09
PAN TYPE BATCHING PLANT CAPACITY OF 60M^3/HR WEIGHED BATCHING MIXING TRANSPORTATION PLACING
58
THANK YOU
08/28/09
59
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