ALTERNATE TO GHAT-KI-GUNI BY CONSTRUCTION OF TUNNEL IN JHALANA HILLS

GHAT KI GUNI TUNNEL PROJECT (DBFOT PROJECT)

Total length :- 2800 M including 858 M Twin Tube Tunnel interconnected at two locations.

Project Cost :- 150.00 Crores. Agency :- Rohan Rajdeep Rajasthan

Infra Projects Pvt. Ltd., Pune. Concession Period :- 13 Years 05

Months & 20 Days (Construction + Operation Period)

CONT………

Expected Date of Completion of Construction :- 31st June 2012

Salient Features Cement Concrete Rigid Pavement 2 lane dual

carriageway, median, hard shoulders & Footpath Drainage & CD Works Tunnel and Flyover work Horticulture Work Electrification & Ventilation works Toll Plaza

WHAT THEY HAD DONE WHEN WE JOIN

Geotechnical Investigations 680m of tunnel boring Rock stabilization by Steel Mess and

Rock Bolts Water drainage tunnel construction

ACTIVITIES CARRY OVER……..

1. Leveling and marking of drilling spots 2. Blasting and drilling of tunnel 3. Retaining wall construction 4. Test on cement and soil

MARKING OF TUNNEL FACE

Dots marked at various distances with the help of red color spray

Distance between dots at end arch : lesser or equal to 0.3m and 0.6m in between other spots

Bore hole :45mm in diameter Drilling depth : 3m at ends of tunnel : 8m at other places

LEICA

Measures distances over 1000 meters.

New telescope fitted to all Leica.

the smallest laser dot.

Keyboard. touchscreen

LEICA APPARATUS

Highly accurate and productive surveying total stations.

many sensor and accuracy options. Superb angle & distance technology. powerful suite of on-board programs. highest reliability. Perfect for all land surveying and

engineering work.

MARKING

AFTER MARKING

DRILLING AND BLASTING

the only economical way of excavating long tunnels through hard rock, where digging is not possible.

ARCHES USED AT SITE

Steel girder type arch used(23m)

Diameter : 11.5m Load carrying

capacity : 18KN Spacing : 0.7m,

0.8m & 1m Width : 15cm

flange

PRECAST PANELS USED WITH

Square and T shape T-shape 2m wide at top and 1.4m at bottom

and 1.5m deep; square panels of 2m×1.5m 300mm support at both side Wooden gauge with tie rod(bar) Foundation of retaining bar : providing PCC for

leveling purpose 150mm wide and 200 to 250 mm deep Bearing paddles Geotextile Filter paper

BEARING PADDLES

For providing inside slope

Depth 5mm outer side

And 3mm inside

FILTER PAPER

COMPACTION OF SOIL BEDS AND ANCHORING

Bed depth 800mm Anchors: steel bars (dia-8to10mm) Load carrying capacity:18 ton Rubber strip fibers: 1. load carrying capacity 2. Length:100m 3. sheath Polyolefin fiber-Polyester

ANCHORING OF PRECAST SEGMENTS

CLIPING UP RUBBER STRIPS(FIBRE)ANCHORS (300MM DEPTH)DISTANCE BETWEEN TWO ANCHOR BEDS 600MM

ROCK BOLTS

A rock bolt is a long anchor bolt, for stabilizing rock excavations, which may be tunnels or rock cuts. It transfers load from the unstable exterior, to the confined (and much stronger) interior of the rock mass.

Rock bolts are an essential component of the New Austrian Tunneling method.

ROCK BOLT USED AT SITE

SN-Bolts

SN-Bolts are made of deformed reinforcing steel bars with a corrugated surface and fully bonded with the surrounding rock by cement mortar. One end shall be fitted with a suitable thread which is to receive an anchor plate and fixing nut. The borehole isfilled with grout before insertion of the bolt.SN-Bolts shall have a minimum yield load of 250 KN.

ROCK BOLTS USED AT SITE

SN-Bolts are used 3m long 25mm diameter 100mm×100mm

square steel plates

Thickness of plate 10mm 250 KN load

carrying capacity

OTHER TYPE OF ROCK BOLTS

Selfdrilling bolts:230 KN load carrying capacity

Swellex-type rockbolts (friction anchored rock bolts): a minimum yield load of 150 KN.

STEEL WIRE MESS

FOR SUPPORTING THE ROCK STRATA FROM SLIDING

ALSO TO PROVIDE SMOOTHNESS TO THE ENTRY AND EXIT OF TUNNEL

REBOUNDING MATERIAL CEMENT, SILICA AND STEEL FIBERS

CONTENTSSTEEL FIBERS AND STANDARD MICRO SILICA

Cement: in 1 m3 volume 472kg of cement

Steel fibers: in 1m3 volume 2.300Kg

10mm sand

CONCRETE CONCRETE: An artificially made material obtained by mixing aggregates, cement and water in some specific proportion. Two types of concrete were used : Nominal concrete mix (in the PCC only) and it was of grade M15. Design concrete mix :-I(S 10262-2009)

At site prepared (in columns and footings only) and it was of grade M30. At plant prepared(in slabs and beams only) and it was of grade M25

TESTS ON CEMENT AND CONCRETE

Fineness of cement Consistency of cement Initial and final settling time Compressive strength of cement

mortar (Vibration machine) Compression test of concrete cube

FINENESS OF CEMENT

Sample no. 1 2 3

Sample weight taken in gm

100 100 100

Retained on 90µ IS sieve

2.16 2.78 1.96

Passed by 90µ IS sieve

97.84 97.22 98.04

Fineness % 2.30

Grade of cement: 43Type of cement: OPCBrand of cement: Vikram Premium

VICATE APPARATUS USED FOR1.Initial and final settling time: 300gms cement, 85% water added initially and added till Initial: loosing plasticityFinal : lost plasticity

2. Consistency of cement:The standard consistency of a cement paste is defined as that consistency which will permit a Vicat plunger having 10 mm diameter and 50 mm length to penetrate to a depth of 33-35 mm from the top of the mould100 gms of cement & 24% water, placed in mould in 3-5min

INITIAL AND FINAL SETTLING TIME

Sample no.

Wt. of sample (gm)

Volume added

Corrected volume

Vicate reading

Time (min)

1( Initial ) 300 93 79.05 7 93

1(Final) 300 93 79.05 __ 260

CONSISTENCY OF CEMENT

Sl no. Weight of cement taken (gm)

% of water added

Volume of water added(cc)

Time taken from adding of water to cement (min)

Vicate apparatus reading (mm)

Temperatu-re (ºc)

1 100 28 84 22

2 100 29 87 18

3 100 30 90 11

4 100 31 93 7 7 27ºc

COMPRESSION STRENGTH OF CEMENT MORTAR: VIBRATION MACHINE(70.6 MM SIDE CUBE)

COMPRESSIVE STRENGTH OF CEMENT MORTAR

Sl no.

Wt of cube (gm)

Density(gm/cc)

Load (KN)

StrengthN/mm2

AverageRemarks

7A 850 2.415 200 40.007B 864 2.455 240 48.00 47.007C 856 2.432 230 46.007D 872 2.477 210 42.007E 862 2.449 200 40.00 42.007F 868 2.466 220 44.00

COMPRESSIVE STRENGTH TEST Apparatus :- 150 mm cube moulds,ramming rod ,mixer, weighing machine,universial testing machine,buckets,Base plate. Style of putting cube was perpendicular to the filling style. Test was done after 7 days and 28 days.

COMPRESSIVE STRENGTH TEST

APPARATUS

LOAD READING

PROCEDURE:- (1)Pour concrete in the moulds oiled with a medium viscosity oil. (2)We are using motor vehicle oil for this purpose(3) Fill concrete in the moulds in two layers each of 75 mm.(4) With 35 blows evenly distributed over the surface of layer(5) Struck off concrete flush with the top of the moulds.(6) Curing:-Specimen are removed from the moulds after 24 hours and cured in water for 28 days.

COMPRESSION TEST OF CONCRETE CUBE

Cube no. Wt of cube (gm)

Density (gm/cc)

Load (kn)

Strength (N/mm2)

Average (N/mm2)

7A 7902 2.341 480 21.33

7B 7880 2.335 500 22.22 22.22

7C 7934 2.351 520 23.11

28A 7856 2.328 700 31.11

28B 7911 2.344 740 32.89 31.41

28C 7874 2.333 680 30.22

28D 7930 2.350 720 32.00

28E 8010 2.372 690 30.67 31.41

28F 7846 2.325 710 31.55

TESTS ON SOIL

Grain size analysis (IS:2720 Part4,1985) Moisture-dry density

relationship(IS:2720 Part-8,1983) In-situ Dry density by soil replacement

method(IS:2720, Part-28,1974)

Test results of grain size analysis

Sieve size(mm) Weight retained(gm)

Weight retained(%)

Cum. Weight retained(%)

Passing(%)

75 Nil 100

10 Nil 100

4.75 Nil 100

2 Nil 100

.425 320 320 320 68.0

.75 610 610 930 7.0

Total

Observation sheet

Description practical

Sieve size Percentage(%)

Gravel 75mm-4.75mm nil

Sand 4.75mm-0.75mm 93.0

Silt & clay 0.075mm passing 7

DRY DENSITY OF SOIL BY SAND REPLACEMENT METHOD

Sand-pouring cylinder conforming to IS: 2720 (Part XXVIII) -1974

Cylindrical calibrating container conforming to IS: 2720 (Part XXVIII) – 1974

Soil cutting and excavating tools such as a scraper tool, bent spoon

CONTINUE…….

Glass plate – 450mm square and 9mm thick or larger.

Metal containers to collect excavated soil.

Metal tray – 300mm square and 40mm deep with a 100mm hole in the centre.

Balance, with an accuracy of 1g

MOISTURE- DRY DENSITY RELATION

Determination no. 1 2 3 4 5 6

Water %used 3% 5% 7% 9% 11% 13%

Mould no 1 1 1 1 1 1

Volume of mould(v) cc 2250 2250 2250 2250 2250 1250

Mass of mould(m1) gm 2977 2977 2977 2977 2977 2977

Mass of mould +compacted soil(m2)

gm 7271 7585 7881 7814 7728 7680

Mass of compacted soil(m3=m2-m1)

gm 4294 4608 4904 4837 4751 4703

Wet density of soil(Dw)=m3/v gm/cc

1.908 2.048 2.179 2.150 2.112 2.090

Container no 14 8 12 9 10 3

Mass of container gm 64.34 67.72 64.03 61.10 51.32 64.64

Mass of wet soil+container gm 242.07 219.43

250.67

238.06

255.93

241.59

Mass of container+oven dry soil

gm 236.18 211.13

215.73

220.22

233.96

220.41

Mass of water gm 5.89 8.30 14.94 17.84 21.97 21.18

Mass of oven dry soil gm 171.84 143.41

171.70

169.12

182.64

155.77

Moisture% % 3.43 5.79 8.70 11.21 12.03 13.60

Dry density of soil gm/cc

1.84 1.936 2.005 1.933 1.885

1.840

MOISTURE DRY DENSITY RELATION

Maximum dryDensity: 2.005gm/ccOptimum moisture content: 8.70%

SOIL REPLACEMENT METHOD

Bulk density of standard sand

1.393 gm/cc

Max dry density 2.063 gm/cc

Mass of sand in cylinder

2825 gm

TEST RESULTSCylinder no. 01 01

Hole Chainage 27016 27028

Mass of Wet Soil from hole (m1);(gm) 9987 9857

Mass of cylinder + Sand before pouring (m2);(gm )

26000 26000

Mass of cylinder + remaining Sand after pouring (m3) ;(gm)

16650 16795

Mass of sand in hole (Ms)= m2-m3;(gm) 6525 6380

Volume of sand in the Hole (V);(cc) 4684 4580

Wet density of Material =m1/V;(gm/cc) 2.132 2.152

Mass of Oven Dry Soil (b): (gm) 8 8.5

Moisture Content of Soil (w)=a/b×100; (%) 7.87 8.3

Dry Density of soil Gd=Gb ×100/(100+w); (gm/cc)

1.977 1.986

Relative Compaction achieved (%) 95.81 96.27

THANK YOU…………………….

Thank you…………….