PROJECT TRAINING FINAL JURY
MUMBAI METRO LINE3–UGC02 NATM FOR ADITS ANDCENTRAL CAVERN .
3D MODEL
EXERCISE ON PROJECT DELAY SUBMITTED BY :BHUMIKA RAJ UC5316
GUIDED BY PROF. RESHMA SHAH.
INTRODUCTION TO ACTIVITY
Construction of adit and central cavern by NATM methodology Element: Adit 3 and central cavern connecting two boxes at kalbadev station. ( station box1 and station box ) Location:It is situated between gridline 5 & 7 and central cavern, upline tunnel at Kalbadevi station Clear width: 6 m Length of entire adit :23.5M Width of cavern:9.5m Grade of Concrete for shot crete: M35 Grade of Steel for wire mesh: Fe500D : 150*150*6 mm Diameter of rebars for rock bolts: 32mm dia Blasting : explosive name – ideal power 90 Electronic detonators Soil strata: grade 2 rock
Quantum of work observed for Adit Total excavation:167 m3 Total shotcrete:37.5m3 Total explosives :35.36kg Quantum of work observed for central cavern Total explosives :86 kg
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OBSERVED ACTIVITY LOCATION
ACTIVITY LOCATION This shows the activity location which is situated between two station box.
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ACTIVITY LOCATION
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tunnel works
PRELIMINARY ACTIVITIES
FEASABILITY SRUDY
PLANNING
SELECTION OF AGENCIES
DESIGN
LAUNCHING OF TBM
QUALITY INSPECTION
EXECUTION
INTIAL DRIVE
MAIN DRIVE
CROSS PASSAGES
MISCALLAN EOUS
NATM
LAYING OF TRACKS / VENTILATIO N ETC
SUMP PASSAGE
ADITS
CENTRAL CAVERN DRILLING AND BLASTING WORKS
ADIT 1
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ADIT 2
ADIT 3
ADIT 4
SHOTCRETE
WIREMESH
ROCK BOLT
ADIT 5
ADIT 6
WORK BREAKDOWN STRUCTURE
ADIT 7
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STRATIGRAPHY OF SOIL CONDITION. STRATIGRAPHY OF SOIL CONDITION AT KALBADEVI STATION ACCORDING TO THE GEOLOGICAL INVESTIGATION REPORT
Conclusion:After a critical review of data and site observation and monitoring it has been found that GWL is 2 m to 5.0 m BGL. However, for calculations, as per the tender recommendations, the water level will be taken at ground level.
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FACE MAPPING AND PROBE HOLE .
During the TBM excavation frequent probing & face mapping was carried out for Kalbadevi station.The geological profile shown below is based on mapping & probing data, RMR at the tunnel face varies here from 64 to 71 thus good quality basalt (grade II) is considered at the excavation face of NATM tunnels as well.
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DESIGN METHODOLOGY
METHODOLOGY
•Analytical methods are based on RMR system. The RMR‐system a) Uniaxial compressive strength b) RQD c) Spacing of discontinuities d) Condition of discontinuities e) Ground water conditions f) Orientation of discontinuities The RMR of the rock is worked out as per the above properties and the support is designed .
ANALYTICAL
The RMR‐system based on few parameters
FEM
For this design, PLAXIS 2D is used for analysis of the ADIT in FEM based models.
GUIDELINES FOE EXCAVATION AND SUPPORT SPANNING 10 M IN TUNNEL ACCORDING TO RMR METHOD ROCK MASS 1 VERY GOOD RMR 81-100
EXCAVATION Full face 3 m advance
ROCK BOLTS Generally no support required except rock bolting
SHOTCRETE
STEEL RODS
II GOOD ROCK RMR 61-80
Full face 1-1.5 m advance Complete support 20m from face
3-2m long bolts spaced 2.5 mm with ocassional wire mesh
50m crown where required
none
III FAIR ROCK RMR 41-60
Top heading and benching 1.5-3 m advance in top heading
Systematic bolts 4m long spaced 1.5-2 m in crown with wire mesh
100-150mm in crown
Light to medium ribs spaced 1.5 m where required
Note-Yellow highlight shows the grade of rock observed at kalbadevi
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Note :2d model generated by plaxis model Your Logo or Name Here
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INSTRUMENTATION AND MONITORING • 3D Targets • Strain gauges The 3D Targets –FUNCTION For 3D Targets, the total station used for the monitoring should measure up to the required precision level. To obtain accurate results both high quality 3D targets and a high precision total station are required. For typical details monitoring instruments and procedures reference shall be taken to design manual and NATM specification. The 3D Targets –LOCATION
DIFFICULTIES FACED There is always a risk of heavy groundwater inflow in tunnels. Hence, dewatering pumps shall beinstalled while near unsupported face. A detailed calculation for the same would be included in
The crown is always at a higher risk then rest of the tunnel while excavation. Hence, excavation shall begin form crown and then going towards invert.
definitive design.
Figure 12: INSTRUMENTATION AND MONITORING
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ADIT DRAWINGS
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ROCKBOLTING DETAILS
50
32
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CONSTRUCTION METHODOLOGY NATM AT KALBADEVI AT A GLANCE . ENTERING INSDIE
DRILLING AND BLASTING EXACACVTION USING SPLITTER
ROCK BOLTING MAIN TUNNEL
PROFILE MARKING PROFILE MARKING
STEEL SUPPORT
FACE DRILLING FACE DRILLING
CORE CUTTING
INTIAL CUT TO START SPLITTING
CONTROLLED CHARGING PLAN VIEW OF JUNCTTION AT ADIT AND TBM
SEGMENT REMOVAL
CONTROLLED BLASTING SCALING
GROUT REMOVAL
MUCKING
FACE READY FOR EXACVATION
DEFUMING
MIS FIRE CHECKING GOING FOR NEXT ROUND TO COMPLETE BLASTING ACTIVITY
SCALING AND MUCKING
PRELIMANRY SUPPORT
MARKING OF SEGMENTS
NEXT CYCLE
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CONSTRUCTION METHODOLOGY
U JACKS AND WALERS
TUNNEL INVERT
MARKING OF POINTS ON SEGMENT
REMOVAL OF SEGMENT
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3d picture for the drilling by jumo driller produced in sketch up.
3d picture after removal of segment produced in sketch up. Your Logo or Name Here
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CONSTRUCTION METHODOLOGY
EXCAVATION IN TRANSITION ZEON
3d picture for primary support procedure produced in sketch up.
HEADING IS CARRIED OUT ALONG THE ENTIRE LENGTH OF ADIT BY EXCAVATOR AFTER THAT WITHIN INTERVAL OF SOME LENGTH BLASTING CAN BE CARRIED OUT
EXCAVATION UPTO PLATFORM LEVEL HEADING IS CARRIED OUT ALONG THE ENTIRE LENGTH OF ADIT BY EXCAVATOR AFTER THAT WITHIN INTERVAL OF SOME LENGTH BLASTING CAN BE CARRIED OUT
NO,
DESCRIPTION
8
PULL CONSIDERED IN ADIT IS 1.15 SO AEXCAVATING 1.15 M ON THE FACE IS DONE FIRST
9
WIREMESH OF SIZE 150*150*6 IS PLACES ON THEINNER FACE
10
SHOTCRETE IS DONE THROUGH PNEMARIC SHOYCRETE MACHINE WITH REBOUOND LIMITED TO 10%. PNEUMATIC SHOTCRETE MACHINE IS USED ON SIT E.
11
ROCK BOLTING IS DONE AT THE END BY USING RODS OF 32 MM DIA BEFORE THAT RESIN CAPUSLES ARE ATTACHED SO THE ROD IS EMBEDDED IN THE SOIL AND FACE PLATE IS ADDED FOR SUPPORT
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PROCEDURE SKETCH
AFTER THE SEGMENT ID REMOVED DRILLING BY EXACAVTION MEAN IS STARTED JUMBO DRILLER IS USED TO DRILL INTO THE SEGMENTS
BY THE MEANS OF EXCAVATOR THE EXCAVATION IS CARRIED OUT FURTHER
DETAILS CAPSULE
RESIN
shelf life: 6 months,gel time: 30 seconds,setting time:120 seconds,dia 33 mm,length300mm,storage 25 degree .They are provided so they can gel the rod inisde the drilled holes
ROCKBOLTING IS CARRIED OUT
AT EVERY 1 M ADVANCE WIREMESH IS FIXED 150*150*6 MM IN SIZE
OF
SHOTCRETE IS CARRIED OUT IN ADIT BY PNEUMATIC SHOTCRETE MACHINE
NOTE : Drilling and blasting cannot be carried out initially on the face as it can damage the allignment of other adjacent rings to it so firstly excavation is done through excavator and after some distance geologist intervenes in the process and approves that when it is safe to carry out blasting At adit 3, excavation was carried out till 5.3 m after that distance blasting was carried out till next 18.63m through out the adit length
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BLAST DESIGN PATTERN SKIN TO SKIN HOLES ARE PROVIDED ON THE PERIPHERY THEY HAVE 102 DIA AND THEIR FUNCTION IS TO TANSFER THE VIBRATION TO THE ADJACENT MASS SO THEY HAVE LARGER DIA
REAMER HOLES ARE PRESENT ON THE FACE O IN THE MIDDLE THEIR PURPOSE IS TO PROVIDE CLEAR FACE FOR NEXT CYCLE
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PRODUCTIVE HOLES ARE PROVIDED IN THE CENTRE BETWEEN PHERIPHERY AND REAMER HOLES
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BLAST DESIGN PATTERN
PRODUCTIVE HOLES
PERIPHERY HOLES
REAMER HOLES
PERIPHERY HOLES
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PROCEDURE FOR DRILLING AND BLASTING
1 DRILLING OF HOLES 1.2 M DEPTH 1) 2) 3)
PERIPHERY REAMER PRODUCTIVE
3
2
INSERTING EXPLOSIVE INSIDE THE HOLES AND ADDING SPACER AS REQUIRED WITH THAT ATTACHING THE ELECTRONIC DETONATOR
Skin to skin holes are provided on the periphery they have 102 dia and their function is to tansfer the vibration to the adjacent mass SUBMITTED BY : BHUMIKA RAJ (UC5316)
STEMMING IS DONEWHICH IS FILLING THE HOLE WITH SAND FSO DURING BLAST THERE IS NO REBOUND OF EARTH MATERIIALS
Reamer holes are present on the face o in the middle their purpose is to provide clear face for next cycle
4
BLASTING IS CARRIED OUT WHICH IS FOLLOWED BY DEFUMING
Productive holes are provided in the centre between pheriphery and reamer holes
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QUANTITY FOR BLASTING
Chainage :Sr.N o.
Description
1
Round 1
2
Round 2
3 4 5 6 7 8 9
Round 3 Round 4 Round 5 Round 6 Round 7 Round 8 Round 9 Total
FOR ADIT 3
Adit 3D/L. From To Pull Qty (m) (m) (m) (Cum) 5.3 6.45 1.15 21.51 No Of Charg Blast Date Holes e Timing 06-11- 2.14pm 6 2.25 2019 . 3.39pm 11 3.68 . 07-11- 11.55a 10 3.5 2019 m. 12.42p 12 2.875 m. 4.312 2.44pm 17 5 . 5.56pm 19 4.375 . 08-11- 4.06pm 28 6.187 2019 . 5.52pm 18 4.25 . 09-11- 12.50p 18 3.93 2019 m. 139 35.36
EXPLOSVES(kg EXPLOSIVES( ) no) 35.36 kg 282
29.44 28 23 34.5 35 49.496 34 31.44 282.876
EDS
Fro m (m)
PF.
18
Cavern
Cavern
Chainage :-
0.2 CATRIDGE USED(NO)
SCHOOL OF BUILDING SCIENCE AND TECHNOLOGY BHUMIKA RAJ CODE :UC5316 MUMBAI METRO LINE3 UGC-02 MEASUREMENT SHEET
SCHOOL OF BUILDING SCIENCE AND TECHNOLOGY BHUMIKA RAJ CODE :UC5316 MUMBAI METRO LINE3 UGC-02 MEASUREMENT SHEET
SCHOOL OF BUILDING SCIENCE AND TECHNOLOGY BHUMIKA RAJ CODE:UC5316 PROJECT TRAINING 2019-2020 ( MUMBAI METRO UGC-02) Measurement Sheet
Eds
Sr.N o.
1
1 1
1
2
1 1 1 1 1
3 4 5 6
1 9
7
Description Bottom tightness
Round 1 mmct Bottom tightness Round 2 mmct Round 03 mmct Round 04mmct Round 5 mmct Round 6 mmct+bott om tightness Total
1.2 No Of Hole s 37
To (m) 2.4 Charg e
Pull (m) 1.2 Date
Qty (Cum)
9.25
2.25
11
2.937 5
14
3.5
23.04 Blast Timing
23.01.20 20
1.45pm
5.59pm 24.01.20 20
12.40p m 1.38pm
15
4.062 5
02.55p m
18
4.5
4.08pm
20
5
137
CHARGE /0.125
Chainag e :Sr.N o.
12.25 34.5
5.20pm
25.01.20 20
1.49pm
Descripti on
Remark. 1
6
53
PF.
NO OF CATRID GE
no. Of stld:01 NO. Of ED01 NO. Of ED01 NO. Of ED01 NO. Of ED01 NO. Of ED01 NO. Of ED01 NO. Of ED01
2
74
3 4
18 23.5
5
28 6
32.5
7
Bottom tightness Round 1 mmct Round 2 mmct Round 3 mmct Round 4 mmct+ bottom tightness Round 5 mmct Round 6 mmct
Fro m (m)
To (m)
Pull (m)
Qty (Cum)
0
1.2
1.1
21.12
No Of Hole s
Charg e
Date
Blast Timing
24
5
21.01.202 0
5
0.875
7
2.625
3.31pm
10
2.5
5.36pm
14
7.125
22.01.202 0
12.05p m 01.40p m
12.01p m
NO. Of ED02
8
9
98 350
19
4.75
24
6
2.51pm
Round 7 mmct
24
6
4.06pm
Round 8 mmct
7
Total
Remark.
NO OF CATRIDGE
CHARGE/0.1 25
No. Of ED:01 No. Of ED:01 No. Of ED:01 No. Of ED:01
40 7 21 20
No. Of ED:01 57
1.01pm
36 40
PF.
103
2.187 5 29.87 5
5.51pm
No. Of ED:01 No. Of ED:01 no. Of stld:01 NO. Of ED01 no. Of stld:01 NO. Of ED02
38 48
48
17.5 296.5
9
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QUANTITY FOR DRILLING AND BLASTING SCHOOL OF BUILDING SCIENCE AND TECHNOLOGY BHUMIKA RAJ CODE :UC5316 MUMBAI METRO LINE3 UGC-02 MEASUREMENT SHEET
UNITS .
Adit 3D/L.CAVERN From (m)
Chainage :Sr.No.
Description 1
2.4 No Of Holes
To (m) 3.8
Pull (m) 1.4
Charge
Qty (Cum)
PF.
Date
Remark.
12.51pm
NO. Of ED-01
9
3
1.42pm
NO. Of ED-01
3 Round 3 cst
16
5
2.54pm
NO. Of ED-01
4
34
8.5
4.38pm
NO. Of ED-01
23
3.875
5.52pm
NO. Of ED-01
89
23
Round 2 cst
Round 4+5 cst
5 Round 7 mmct Total
27.01.2020
Blast Timing
2.625
2
TOTAL QUANTITY FOR ALL THREE ROUNDS OBSERVED TOTAL EXCAVATION 71..04Cu.m. AVERAGE 1.2 M PULL CATRIDGES
ED(adit) 1%
26.88
7
Round 1 cst
NO OF CATRIDGE
catridges/ explosives(adit) 25%
CHARGE /0.125 21
ED(caven) 2%
24 40
catridges (Cavern) 72%
68 31 184
ED(adit)
catridges/ explosives(adit)
ED(caven)
catridges (Cavern)
830 NO.
Table 7:QUANTITY FOR BLASTING AT CENTRAL CAVERN ROUND 3 NOTE – ROUND 1 CTS, it refers to the blasting started from chattrapati shivaji station side and same for Mumbai central station mmct. *Blasting pattern remains same refer blasting pattern drawing , some improvisations are done on site as site conditions vary,( no of holes may differentiate and no of rounds may reduce or increase ) *The variation is based on the experience of blasting head and engineer
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TIMECYCLE ANALYSIS sr. no
FOR ADIT
TIME CYCLE FOR ADIT 3 ( CLASS 2 ROCK) UNIT DETAILS
Time cycle for central cavern from( 0.00m adit 3 towards adit 13.8m chainage ) DESCRIPTION
1 2 3
area peripheral length effective pull
m2 m m
89.25 12.5 1.12
4
excavation
hours
88
65
total 2 shifts of 11 hours with 1 hour break each , pull of 1.15 at adit is observed
5
survey and mapping
hours
2
0.5
surveyor comes in shifts one in morning and then in evening.
6
mucking
hours
6
6
1 hours taken to remove muck everyday for 6 pulls
7
wire mesh
hours
18
18
two layers of wiresmesh is laid after every excavation round which consumes 1.5 hours so for 6 pulls
8
rockbolting
hours
12
12
for rock bolting in one pull 2 hours are consumed so for 6 pulls
9 10 11 12 13 14 15
shotcrete total time for activity conigency total time for activity working hours working days advance per days
hours hours hours hours hours wd/month m/day
48 174 17.4 191.4 22 25 1.75
16
monthly progress excavation
m/month
43.75
in 2 rounds it is done and is carried out simultaneously with excavation at every 1.15 m its done which consumes 4 hours for 60 one pull so for 6 pulls 161.5 total time taken for adit l=7.140 16.15 contingency @10% 177.65 22 22 working hours ( break of 2 hours) 25 deducting sundays and holidays 2.36 Daily excavation Monthly excavation=working days * 59 advance each day
Exacavation quantity
cu.m
71
No of holes
no
329
penetration rate
10m/hr
drilling for 32 mm holes
blasting and charging
hours
hours
defuming
6
for one face approximately 2 hours are consumed for drilling and pull is 1.2m on average so for 3 rounds
10
2.5 hours for entire blasting includes inserting exolosives and attaching electronic detonators for one pull so for 3 rounds
3
defuming for 1 hour is done after every round so for 3 rounds
total time for activity
hours
16.5
conigency
hours
1.65
total time for activity
hours
18.15
working hours
hours
22
working days
wd/month
25
for one day progress
cu.m/day
86
monthly progress drilling and blasting
cu.m./month
2150
hours
m2
m(1.12*7) 88 89.25 7 22 22.3125 1.75 65
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89.25 7 30.2076 2.36923 22 9 1
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TIME CYCLE ANALYSIS Time cycle comparison 100 90 80 70 60 50 40 30 20 10 0
DELAY TIME COMPARIOSN
ACTIVITY TIME CYCLE COMAPRISON 12 10 8 6
0.5 excavation survey and mapping Series1 ACTUAL
4 mucking
wire mesh rockbolting shotcrete
Series2 PLANNED
Linear (Series1)
INFERENCE: • The deviation is observed when compared with the planned time cycle..There is peak observed in exacavation due to the unexpected excavating condition. • it was about 23 hours delayed, another difference is observed in shotcrete it would take 60 hours according to the planned timecycle but due to easy availability of equipments and labours it was completed earlier. • From the above graph is is conducive to say that actual time cycle is consuming more time then planned so the contractor will have to mitigate the delay and cope up.
2 0 drilling for 32 mm holes blasting and charging
Series1 ACTUAL
Series2 PLANNED
defuming
Linear (Series1)
32.5 32 31.5 31 30.5 30 29.5 29 28.5 28 1
OBSERVED
INFERENCE :The peak observed in drilling and blasting with comparison to planned time cycle is due to the unavailability of detonators on site , so it took 10 hours instead of 7.5 to completed the task.this timecyle analysis for entire drilling and blasting activity for 13.8 m chainage as observed on site for central cavern
2
3
PLANNED
4
5
6
Linear (OBSERVED )
INFERENCE :This graph shows the comparison between planned and observed delay time with time on y axis and rounds on x axis. The peak observed in round 1 and 5 of adit was due to unavailability of shotcrete pump on site For round 3 the delay was due to unavailability of excavator on site. The delay time(contingency) set by the contractor isYour 10% Logoofor the Nametotal Here activity timecyle. 22
LABOUR PRODUCTIVITY
ACTIVITY
SUB ACTIVITY
LABOURS
TIME TAKEN
FOREMAN SKILLED UNSKILLED TOTAL HR
QUANTU UNIT M
LABOUR PRODUCTIVITY
167 Cu.m
41.75
MAN DAY
PREMINARY
EXACVATION
1
2
2
5
88
4
PRELIMANRY SUPPORT
SHOT CRETE(PULL 1.2)
2
2
2
6
48
2.181818
37.5 M3
17.1875
WIRE MESH
1
2
3
6
18
0.818182
101 kg
123.4444
ROCK BOLTS
1
3
2
6
12
0.545455
63 kg
115.5
DRILLING AND BLASTING
2
5
2
9
13.5
0.613636
329 cu.m
total
7
14
11
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536.1481
10 9 8 7 6 5 4 3 2 1 0
LABOURS INVOLVED IN ACTIVITY
EXACVATION
SHOT CRETE(PULL 1.2)
WIRE MESH
ROCK BOLTS DRILLING AND BLASTING
INFERENCE :maximum no of labour force is observed in drilling and blasting as it’s a tedious activity involving more work force while in excavation one operator operating excavator is enough for carrying out the activity
32 179.5
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RATE ANALYSIS
SCHOOL OF BUILDING SCIENCE AND TECHNOLOGY NAME:-
SCHOOL OF BUILDING SCIENCE AND TECHNOLOGY NAME:BHUMIKA RAJCODE NO:-UC5316 PROJECT TRAINING 2019-2020 Measurement Sheet Item Item Description Unit Qty Rate Amount No
Item No
material Labour
skilled unskilled C
0 man/da y man/da y man/da y
B
Rate
Amount
1
1200
1200
2
600
1200
2
500
1000 3400 0
C
hours
70
934
water and electricity cost(4% of A+B) Contingeny(2% of A+B+C+D)
136 1378.32
E
miscallaneous(15% of A+B+C+D)
10544.148
total
80838.468 rs/m3
37.5
7000
0 man/day
2
1200
484.06
material
B
150 *150* 6 wire mesh Labour
man/day
2
660
1320
unskilled
man/day
2
540
1080 31050
operator
skilled
D E
Contingeny(2% of A+B+C+D)
E
hours
48
4000
unskilled
192000
1242
miscallaneous(15% of A+B+C+D)
4485.84 34316.67 6
total
289344.5 16
cost per m3
Amount
10 1
52
1
120 0
1200
2
660
1320
3
540
1620 4140 0
5252 0
0 C
water and electricity cost(4% of A+B)
kg man/d ay man/d ay man/d ay
2400
skilled
Machines and equipments
A. 26250
65380
D E
Item No
kg
Labour
shot crete machine
cost per m3
Qty
BHUMIKA RAJCODE NO:-UC5316 PROJECT TRAINING 2019-2020 Measurement Sheet Qt Rat Item Description Unit y e Providing for and fixing of wire mesh of size 150*150*6 after layer of shotcrete on the rock surface for 6m wide adit including drilling,, fixing transportation complete. under the supervision of engineer in charge
material m35
operator
Machines and equipments exacavtor hitachi
Unit
kg A. m3
operator
Item Description
NAME:-
Providing for and carrying out shotcreting for 6m wide adit as per specification using M35 grade of concrete including batching, transportation, spraying etc. . under the supervision of engineer in charge
Providing for and excavating for 6m wide adit using NATM tunnelling method, as per detailed drawing and specification including lead and lift . under the supervision of engineer in charge
A. B
SCHOOL OF BUILDING SCIENCE AND TECHNOLOGY BHUMIKA RAJCODE NO:-UC5316 PROJECT TRAINING 2019-2020 Measurement Sheet
7715.86
D E E
Machines and equipments water and electricity cost(4% of A+B) Contingeny(2% of A+B+C+D) miscallaneous(15% of A+B+C+D)
165.6 86.112 658.7568 10302.468 8
total Cost/kg
102.0
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RATE ANALYSIS SCHOOL OF BUILDING SCIENCE AND TECHNOLOGY NAME:-
BHUMIKA RAJCODE NO:-UC5316 PROJECT TRAINING 2019-2020 Measurement Sheet Item Description Unit
Item No
A.
B
C
D E E
Carrying out rock bolting for 6m wide adit using 32mm dia rebar with face plate of thickness 12 mm and resin capsules of required specifications including fixing transportation, drilling etc. as per the enginner in charge . material
Qty
Rate
Amount
A.
kg
63.3
52
3291.6
face flate 150*150*12 resin capsules(constect 28 mm) Labour
kg no
21.15 20
40 60
846 1200 0
operator
man/day
1
1200
1200
skilled
man/day
3
660
1980
unskilled
man/day
2
540
1080 4260
Machines and equipments DRLLING MACHINE
HOURS
12
900
10800
total cost/kg
Item No
kg
rock bolts 32mm
water and electricity cost(4% of A+B) Contingeny(2% of A+B+C+D) miscallaneous(15% of A+B+C+D)
SCHOOL OF BUILDING SCIENCE AND TECHNOLOGY BHUMIKA RAJCODE NO:-UC5316 PROJECT TRAINING 2019-2020 Measurement Sheet
NAME:-
170.4 304.608 710.2512 21582.8592 213.65
Item Description Providing blasting for central cavern at kalbadevi station including inserting explosives and detonators , transportation,fixing etc under supervision of general consultants(for 71.01 cu.m.) BLASTING MATERIAL IDEA POWER 90 ELECTRONIC DETONATOR
B
C
Labour operator skilled unskilled foreman Machines and equipments
D E E
water and electricity cost(4% of A+B) Contingeny(2% of A+B+C+D) miscallaneous(15% of A+B+C+D) total cost per m3
Unit
Qty
Rate
Amount
m3
KG NO
man/day man/day man/day man/day
97.25 30
1 5 2 1
140 8
13615 240
1200 660 540 1000
0 1200 3300 1080 5820 0 232.8 121.056 926.0784 26534.9344 279.31
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ABSTRACT SHEET NAME:-
Item No
1
2
3
4
5
SCHOOL OF BUILDING SCIENCE AND TECHNOLOGY BHUMIKA RAJCODE NO:-UC5316 PROJECT TRAINING 2019-2020 ABSTRACT SHEET Item Description Unit
Providing for and excavating for 6m wide adit using NATM tunnelling method, as per detailed drawing and specification including lead and lift up to 1.5m M3 Providing for and carrying shotcreting for 6m wide adit as per specification using M35 grade of concrete including batching, transportation, spraying etc. M3 Providing for and fixing of wire mesh after1st and 2nd layer of shotcrete for 6m wide adit including drilling, transportation etc complete, transportation, spraying etc. Kg Carrying out rock bolting for 6m wide adit using 32mm dia rebar with face plate of thickness 12 mm and resin capsules including transportation, drilling etc. kg Providing blasting for central cavern at kalbadevi station including inserting explosives and detonators , transportation,fixing etc under supervision of general consultants m3
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ACTIVITY WISE COST BREAK UP
Qty
Rate
Amount
167
555.65
921794
wiremesh 3% rockbolting 2%
blasting 2%
excavation 52%
shotcrete 41% 37.5
7872
295200
101
102
10302
63.3
213
13483
71.04
279
19820
excavation
shotcrete
rockbolting
blasting
wiremesh
INFERENCE : Maximum cost is obtained for excavation as it requires more time and equipment compared to other activities also shotcrete cost is more because rebound factor comes into play which happens on site which is 10-20%. Your Logo or Name Here
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PARADIGM SHIFT MEASURES
ACTIVITY ANALYSIS
LEADING INIDCATORS
•In NATM works excavation , drilling , blasting and charging play a very important role,.So care should be taken to carry out the blasting and charging activity safely so there is no fatality on site. Environmental monitoring •At kalbadevi there are many old buildings and it’s quite dense also so vibration limit isto maintained which is 3.5Hz which requires continuous monitoring. •When explosives are blasted ammonium nitrate is produced which is harmful to the environment So continuous monitoring is carried out to maintain the air quality for air.
SHOTCRETE STRENGTH
SHOTCRETE: It forms a major part of the activity so extra care should be taken .Before shotcrete is done its trial is carried out where trials are done and compressive strength of shotcrete is measured, and the graph plotted from the data should obtained J2 curve ,below J1 curve the shotcrete should be rejected
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LAGGING INDICATORS
• Flexible – Support provide as required by the ground conditions . One of the advantage at kalbadevi was that the strata was hard compared to other stations so it was faster to carry out the preliminary works like shotcrete , installing wiremesh and rock bolting • Economical – Support provided as required by the encountered ground conditions, in contrast to TBM segments, which are designed for worst load case – if needed or not, therefore overdesigned. • Adaptable – Optimizing equipment and crews, allowing multiple heading operations concurrent
Shotcrete rebound :So if highly skilled operator will apply 81% of the correctly, with only 19% used inadequately (including 8% rebound rate, 10% over-spraying and 1% potential fallout).
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MODEL LEVELS ( KALABDEVI STATION) SKETCH UP MODEL FOR PLATFORM AND CONCOURSE/ MEZZANINE AND ACCESS LEVEL AT KALBADEVI STATION
SKETCH UP MODEL FOR PLATFORM AND CONCOURSE/ MEZZANINE LEVEL AT KALBADEVI STATION
OBSERVED PORTION
ULPINE TUNNEL
GIRGAON STATION START
SKETCH UP MODEL FOR PLATFORM AND UNDERCROFT LEVEL AT KALBADEVI STATION
CST STATION END
DOWNLINE TUNNEL
KALBADEVI STATION
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3D MODEL VIDEO
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PROJECT DELAY India, there are currently more than 26 metro rail projects at various levels of planning, construction and operation. A number of new phases of metro rails are being planned and will be launched soon. Various studies have documented delays in planning and execution of metro rail projects in India as well as the world. In this report, an attempt has been made to understand various issues or impediments which are faced by the metro rail corporation in executing the metro rail projects. There are numerous factors which may cause hindrance to the project execution such as funding capacity of governments, finance arrangements, competing technologies, feasible operational model, stakeholder issues etc
So if we take into consideration Mumbai metro line 3 project, over all there have been many issues related to this magnum project which bears the responsibility of giving mumbaikars a new transport system. In specifically package 2, is taken into consideration there have been many issues
CHRONOLOGY OF DELAYS
2/3/17 utility diversion issues at grant road station
6/7/201 7 Nosecan t piling work carried out during night time
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12/8/20 17 delay at girgaon sttaion due to ganesh mahotsa v
7/01/20 18
21/05/2 018
3/2/18
7/8/18
3/12/18
4/3/19
feb 2019
global procuremen t issue of
TBM#2 was on halt due to Parsi fire temple issue
main drive transfer issue
Land accquisitio n issues
Sewer Line diversion Works:
NATM WORKS KALBADE VI STATION
mining and segment productivity decrease
lifting pin
Figure 19: CHRONOLOGY OF DELAYS
grant road
24 jan 20 pour 4, no concrete pump was vaialable so work was halted so 11 hours
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22 marc h 20 covid 19
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TIME LINE OF DELAYS AT MML3-UC02 delay due to ganesh mahotsavat at girgaon station
Utility diversion issue at Grant Road station 2/3/17
6/7/17
12.8.17
no secant piling work carried out at night time(10pm6am)
127 days
uncerta in
7.1.18
22.3.20
21.5.18
23 days
1 day
5/9/17
no secant piling work carried out at night time(10pm6am)
17 days
global procurement issue
10.12.20 18
3/12/1 8
20.2.18
main drive transfer issue
feb 2019
365 days
14 days
july 2018
22 march 20 24.3.20
covid 19
Non availability of concrete pump
tbm mode chnaged
171 days
2 days
28 days
mining and segment productivity decrease
land accquisition issue
TBM hault due to parsi temple 8.1.18
july 2017
main drive transfer issue
135 days
mining and segment productivity decrease
land accquisition issue 3/2/18
global procurement issue
delay due to ganesh mahotsavat at girgaon station
Utility diversion issue at Grant Road station 5/7/17
TBM hault due to parsi temple issue
2 weeks
tbm mode change
march 2019
till 22 march
20 april 20 27.03.20
covid 19
non availablility of concrete pump at CST
Figure 20: TIMELINE OF DELAYS
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DELAY
Start /finish
Base line Start/finish
difference
10/12/18 July 2018 4.3.19
21/5/18 July 2017 3.10.19
-135 -360 -171
Form commencement
14.01.18
106
Tree plantation and cutting issue
Form commencement
20.02.17
157
Traffic diversion issue Utility diversion issue Limited hours of working GIRGAON STATION Tree plantation and cutting issue Traffic diversion issue Utility diversion issue Delay in productivity of secant piling due to noise issue. Delay due to ganesh mahotsav so excavation work was effected Non availability of strut and waler CST STATION Tree plantation issue No availability of concrete pump for pour no 6 Main drive transfer issue
24.10.16 2.3.17 6.7.2017
17.7.17 5.7.17 Till future
266 127
9/2/17 14.12.16 2.3.17 6.02.17
83 132 107
12.8.17
17/05.17 17.5.17 5.7.17 Uncertain-tilll furture 3.09.17
29 feb 20
24 feb 20
5
19.01.17 27 jan 2020 20 deb 2019
26.08.16 24 jan 2020 3 feb 19
189 2 -17 208
Project key dates and delays COMENCEMENT DATE : 8 JULY 2016 KALBADEVI STATION Tbm hault due to parsi temple issue Land accuiqusition issue Natm works at kalbadevi station GRANT ROAD STATION Delay In handing over land
PROJECT KEY DATES OF DELAYS
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REWORK DEFCETS OVERRUNS AND TIME LOSS LATE APPROVALS BY AUTHORITIES
VISIBLE PARAMETERS FOR PROJECT DELAY
IDENTIFYING THE BLIND SPOTS THROUGH ICE BERG
POOR PLANNING , POOR FEASABILITY STUDY AND LACK IN REAL TIME COORDINATION LABOUR STRIKES / NATURAL DISASTR(COVID 19) AND OTHERS BUILDING INFORMATION PROJECT IS LESS PROMINENT WHICH IS LESS INNOVATIVE TECHNIQUES USED . POOR QUALITY / UNAVAILABILITY OF MACHINERY
LESS VISIBLE PARAMETERS FOR PROJECT DELAY
POOR TARINING PROGRAMS CONDUCTED
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OUTCOMES
0.5
TARGET VALUE DESIGN MARKET VALUE
0.4 SAVINGS
0.3 0.2
TARGET VALUE
0.1 0
SETTING A TARGET VALUE DESIGN This is to set the target value less than market value so if the contractor keeps the track of the graph and observes the cash flow seems to go above the market value they can work out possibilities and lower the graph So contractor can save the money and use it for other capital investments
BIM
By doing the real time coordinaton with building information model the contractor can reduce rework which can save resources to an extent.
TRADING TIME WITH COST If new methodologies which are a bit costlier but inclined to give faster results are adopted the on the principle of trading time with cost should be adopted, so cash outflow can also be recovered.. Your Logo or Name Here
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ANALYSIS STUDY OF DELAY DURING VARIOUS PHASES OF CONTRUCTION
PRE CONSTRUCTION PHASE
Planning/scoping phase: Delay can be significant when litigation is initiated. • Development phase: Permitting (environmental, fish and wildlife, railroad, etc.), right-ofway acquisition, and utility agreements can be significant causes of delay. • Contracting phase: Generally, this phase has less incidence of delay but can still have issues. • Construction phase: This phase has numerous opportunities for delay and is often the delay most visible to the public
400
PRE CONSTRUCTION DELAY
•INCREASE IN SCOPE OF WORK OF… 20 2 •NON AVALIBILITY OF STRUT AND WALER 10 30 •TBM HAULT DUE TO PARSI TEMPLE ISSUE.
100 0 tility diversion issues at grant road station
28 •LATE RESPONSE FROM MGL AT GIRGAON…
200
rehabilitation •procurement issue at of tunnel kalbadevi and boring girgaon machine DAY Column1 Column2
CONSTRUCTION PHASE
CONSTRUCTION PHASE DELAYS •COVID 19
300
•GLOBAL PROCUREMENT ISSUE
1
•DELAY AT GIRGAON STATION DUE TO… 14 Description of delay
157 201
• utility diversion issues at grant road station • rehabilitation issue at kalbadevi and girgaon land accquisition issue for kalbadevi station box • less awareness lead to protests to oppose the project • procurement of tunnel boring machine
266
•delay at girgaon sttaion due to ganesh mahotsav •delay for natm works at kalbadevi •global procurement issue of lifting pinz •Sewer line diversion at grant road •tbm hault due to parsi temple issue. •slow piling due to noise issue •revision in girgaon station pile plan •non avalibility of strut and waler •(pour 4 )concrete pump unavailability •increase in scope of work of bcs(building condition survey) •traffic diversion issue at grant road •Late response from MGL at girgaon for div. scheme 201 •tree plantation issue at grant road 157 •covid 19
365 146 14 171 1 127 135 30 10 2 20 266
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135 127 171 DAYS
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CONCLUSION
Total duration of the project in contract was 1638 days, but the setback is that the delay is about 93% of the total time duration which is 1526 days.So the project is delayed majorly due to delays in construction phase which is 883 days and in pre construction phase also delay of about 643 days is observed. As delays till 22 march are curated the project lags behind substantially and it will take almost twice times the time taken for completion and handing over which is tentative 6 nov 2023 instead of 10 jan 2012. SUBMITTED BY : BHUMIKA RAJ (UC5316)
In a city like Mumbai which is densely populated and carrying out mega construction in congested and century old areas like kalbadevi and girgaon it’s a task it self. So geography and city’s development also plays an important role in identifying the delays or assuming the delays • When comparing with the research paper and from my study and observation of delays, majority caused are due to external factors in Mumbai metro line 3 – UGC02, also client related administrative factors have cause delay. Contractor related issues are still prevelant but not at large scale, as they are linked with the client tasks. • So if client related tasks get delayed (eg tbm hault at kalbadevi)i) Entire project time line is disturbed if each project is linked as they have a start to start type relationship.( all tbm related activities hindered) Start to finish relationship are not that much affected as they are not linked with any other task..
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THANKYOU
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