This document discusses different grouting methods. It describes permeation grouting where grout is injected to fill voids without disturbing soil grains. Displacement grouting displaces soil grains, including compaction grouting using thick grout to form bulb shapes, and soil fracture grouting using lean grout to form root-like lenses. Jet grouting forms grouted columns by partly replacing and mixing with soil. Permeation grouting is used to form seepage barriers and stabilize tunnels. Displacement-compaction grouting involves high pressure injection of a soil-cement grout mixture to form 0.5-1m bulbous intrusions.

1. R.V.Kolhe
Grouting METHODS
BY
Prof. Rushikesh v. Kolhe
Department of Civil engineering
Sanjivani college of Engineering

2. R.V.Kolhe
Grouting
• INJECTION OF SLURRY/LIQUID SOLUTION INTO
ROCK OR SOIL.
• INJECTED MTRL IS GROUT
• TECHNIQUE DEVELOPED FOR MAKING VERTICAL
SEEPAGE BARRIER BY CEMENT SLURRY.
• CEMENTING CAPABILITY INCREASES SOIL/ROCK STR.
• CEMENT SLURRY IS NON-PERMEABLE SO
SPL CHEMICALS WERE INVENTED.

3. R.V.Kolhe
TYPE OF GROUTS
• SUSPENSIONS – CEMENT OR
BENTONITE GROUT
• EMULSIONS- BITUMEN EMULSIONS
• SOLUTIONS- SODIUM SILICATE
OR ACRYLIC RAISIN.

4. R.V.Kolhe
DESIRABLE CHAR OF GROUTS
• STABLITY: CAPABLITY OF GROUT TO
REMAIN IN FLUID STATE.
– GROUT NOT TO SEGREGATE BEFORE
REACHING DESTINATION.
– STABLITY OF CLAY CEMENT GROUT >
CEMENT GROUT

5. R.V.Kolhe
DESIRABLE CHAR OF GROUTS
• SETTING TIME : TIME TO SET TO
CEMENTED MASS OR GEL.
– EARLY SETTING : REACHING DESTINATION.
– LATE SETTING: GROUT WASHED AWAY. (SEEPAGE)
– RETARD OR ACCELERATE BY ADDITIVES

6. R.V.Kolhe
DESIRABLE CHAR OF GROUTS
• PERMANENCE: RESISTANCE OF GROUT AGAINST
DISPLACEMENT FROM SOIL WITH TIME.
– CEMENT GROUTS > BENTONITE GROUT ( WASHED
AWAY BY SEEPAGE WATER)

7. R.V.Kolhe
DESIRABLE CHAR OF GROUTS
• TOXICITY: CONTAMINATE SURROUNDING
SOIL AND GROUND WATER.
• HEALTH HAZARD

8. R.V.Kolhe
TYPES OF GROUTING TECHNIQUES
• GROUTING METHODS FOR SOILS ARE CLASSIFIED AS:
(I) PERMEATION GROUTING
(II) DISPLACEMENT-SOIL FRACTURE GROUTING
(III) DISPLACEMENT-COMPACTION GROUTING
(IV) JET OR REPLACEMENT-DISPLACEMENTGROUTING

9. R.V.Kolhe
PERMEATION GROUTING
If the injection of grout in soil is done in a manner that the arrangement
of the soil grains is not disturbed and only the void space is filled by a
process of permeation, that is, seepage, the method is referred to as
permeation grouting as shown in fig.

10. R.V.Kolhe
Displacement Grouting

11. R.V.Kolhe
If, however, the process of injection displaces the soil grains, the
method is termed as displacement grouting. Displacement grouting is
further divided into two sub— types, namely, compaction grouting and
soil fracture grouting. Compaction grouting consists of injecting a thick
viscous paste—like slurry at high pressure to form a bulb shaped
grouted mass in soil as shown in fig.

12. R.V.Kolhe
On the other hand when lean slurry of high fluidity is injected
into the soil at high pressure to form root-like lenses of grout
material in the soil mass as depicted in fig. , the method is
termed as soil fracture grouting.

13. R.V.Kolhe
Jet Grouting
Displacement-Replacement
Grouting

14. R.V.Kolhe
In yet another method the grout material is injected into the
soil mass in the form of a jet to form a grouted column as
shown in fig. by partly replacing the soil, partly mixing with the
remaining soil and also through displacing the soil. This
method is referred to as jet grouting or replacement-
displacement grouting.

15. R.V.Kolhe

16. R.V.Kolhe
Permeation Grouting

17. R.V.Kolhe
Permeation Grouting
• CEMENT GROUTS, BENTENITE GROUTS AND
CHEMICAL GROUTS ARE USED FOR
PERMEATION GROUTING AS SUMMARIZED
1N TABLE.
• CHEMLCAL GROUTS ARE SUITABLE FOR THE
MAXIMUM RANGE OF GRAIN SIZES BUT THEY
ARE VERY EXPENSIVE

18. R.V.Kolhe
PERMEATION GROUTING
• Cement grout not only fills the voids and reduces
permeability but also sets with time and binds
the soil grains together. As a consequence, the
strength of the soil mass increases and its
compressibility decreases. Sometimes cement in
grout is replaced by clay to reduce cost. solved
• When the objective of grouting is only to reduce
permeability, bentonite grouts can be used.
However, the permanence of such grouts under
high hydraulic gradients is questionable and
often cement is added.

19. R.V.Kolhe
• Permeation grouting is widely used for making vertical seepage barriers
beneath hydraulic structures as shown in fig.
• It is also used for stabilization of soil around tunnels and shafts as
depicted in fig. (b).
• other uses include stoppage of seepage through joints of underground
structures such as tunnel lining, basement wall
etc.

20. R.V.Kolhe
GROUTING PLANT FOR PERMEATION (CEMENTGROUT )
• Grout slurry is prepared by mixing
cement with water in a slow-
speed paddle mixer followed by a
high-speed agitator.
• A positive displacement pump
(reciprocating or diaphragm type) is-
used for pumping the slurry into a
grout supply line (pipe of 30' to 50 mm
diameter) which transports the slurry
under pressure to the point of
injection in the soil.
• The grout pipe is lowered into the
grout hole that has already been
drilled to the grouting point.
• The annularspace between the grout
hole and grout pipe is sealed and the
grout slurry injected into the soil at
the prescribed pressure.
• Packers, in the form of leather cups or
inflatable rubber seals, are used for
Sealing the annular space—see Fig.
31,4,

21. R.V.Kolhe
• when the grouting has to
be executed down to the
shallow depth below the
ground surface (few
meters.
• Grout hole is drilled
completely.
• grout pipe is inserted
from top
• annular spaces are sealed
and grouting is done
under low pressure

22. R.V.Kolhe

23. R.V.Kolhe

24. R.V.Kolhe

25. R.V.Kolhe
PERMEATION GROUT DETAILS

26. R.V.Kolhe
Descending and Ascending Stage
Grouting:
• For grouting to larger depths, grouting is executed in stages.
• In the DESCENDING STAGE grouting, drilling and grouting
are executed alternatively in stages of 3 to 5 m in the
downward direction as shown in Fig.
• For each stage, as one goes deeper, one can use higher
grout pressure.
• ASCENDING STAGE grouting shown in Fig. is executed in a
reverse manner
• The grout hole is drilled to the full depth in one operation.
• Subsequently the grout pipe is lowered to the deepest segment
of the hole and the annular space sealed using a packer.
• Grouting is carried out at high pressure. Thereafter, the grout
pipe and the packer is raised in stagesof3 to 5 m and the

27. R.V.Kolhe

28. R.V.Kolhe
ASCENDING STAGE GROUTING

29. R.V.Kolhe
Descending and Ascending Stage
Grouting:
• ASCENDING STAGE GROUTING HAS THE ADVANTAGE
THAT THE DRILLING IS ALL DONE IN ONE GO.
• IN DESCENDING STAGE GROUTING, ONE CAN
USE HIGHER GROUT PRESSURES AS ONE MOVES
TO LOWER STAGES
• NOT ONLY BECAUSE OF GREATER DEPTH BUT ALSO
BECAUSE THE UPPER LEVELS HAVE BEEN GROUTED
AND THE SOIL FORMATION IS MORE FIRM ESPECIALLY
WHEN GROUTS USED ARE OF TYPES THAT SET AND
ADD TO STRENGTH.

30. R.V.Kolhe
GROUTING USING SLEEVED PIPE
• ASCENDING STAGE GROUTING IN SOIL MAY BE HAMPERED
DUE TO IMPROPER FUNCTIONING OF PACKERS WHEN PUSHED
OR EXPANDED AGAINST AN UNEVEN GROUT HOLE WALL.
• HENCE SLEEVED PIPE GROUTING DEPICTED IN FIG. 31.8 IS
OFTEN MORE SUCCESSFUL. IN THIS A SLOTTED PIPE,
HAVING VERTICAL SLOTS COVERED WITH THIN RUBBER
SLEEVES, IS LOWERED INTO THE GROUT HOLE.
• THE SPACE BETWEEN THE SLOTTED PIPE AND THE GROUT HOLE
IS SEALED WITH CEMENT-BENTONITE SEAL.
• GROUTING IS DONE BY LOWERING THE GROUT PIPE WITH A
PAIR OF PACKERS TO THE DESIRED ELEVATION INSIDE THE
SLOTTED PIPE AND INJECTING THE GROUT UNDER PRESSURE.
• GROUT PRESSURE BRUSTS THE TEMP RUBBER SLEEVE AND
CEMENT BENTONITE SEAL.
• GROUT PERMEATES INTP ADJOINING SOIL.

31. R.V.Kolhe
Grouting using sleeved pipe

32. R.V.Kolhe

33. R.V.Kolhe
Grouting using sleeved pipe

34. R.V.Kolhe
Grouting using sleeved pipe

35. R.V.Kolhe
CURTAIN GROUTING
• GROUTING ARRANGEMENTS THAT PERMEATION GROUTING
IS OFTEN USED FOR MAKING VERTICAL SEEPAGE BARRIERS
BENEATH HYDRAULIC STRUCTURES HAS ALREADY BEEN
HIGHLIGHTED EARLIER.
• THIS GROUTING ARRANGEMENT IS CALLED CURTAIN
GROUTING. TYPICALLY, GROUTING IS CARRIED OUT TO THE
REQUIRED DEPTH ALONG 2 TO 3 ROWS OF GROUT HOLES.
• THE GROUT HOLES IN EACH ROW MAY BE SPACED AT 2 TO 4
M AND STAGGERED IN PLAN ALONG THE ROWS.
• GROUTING IS FIRST DONE IN PRIMARY HOLES SPACED 15—
25 M APART FOLLOWED BY SECONDARY HOLES AT
INTERMEDIATE LOC AND THEN TERTIARY HOLES AT 2—4 M
SPACING AS SHOWN IN FIG. 31.9.

36. R.V.Kolhe
CURTAIN GROUTING

37. R.V.Kolhe
BLANKET GROUTING
• IT REFERS PERMEATION GROUTING CARRIED OUT
OVER A LARGE AREA IN PLAN DOWN TO A SHALLOW
FIXED DEPTH.
• SUCH A GROUTED ZONE IN THE SHAPE OF A BLANKET
IS OFTEN CREATED BEHIND HYDRAULIC STRUCTURE
TO REDUCE WATER LOSS BY SEEPAGE FROM THE
RESERVOIR,
• THE GROUTED BLANKET INCREASES THE SEEPAGE PATH.
• GROUTING IS FIRST EXECUTED IN PRIMARY HOLES AT
A GRID SPACING OF ABOUT 20 M FOLLOWED BY
SECONDARY HOLES AT A GRID SPACEING OF ABOUT

38. R.V.Kolhe
10 M AND FINALLY IN A CLOSELY SPACED TERTIARY
GRID OF HOLES AT A SPACING OF ABOUT 5 M.

39. R.V.Kolhe
BLANKET GROUTING

40. R.V.Kolhe
DISPLACEMENT-COMPACTION
GROUTING
• INJECTION OF GROUT UNDER HIGH PRESSURE IN SOIL MASS.
• CAUSES DISPLACEMENT OF SOIL PARTICLES.
• BULBOUS/SPHERICAL SHAPED INTRUSIONS RANGE OF 0.5 TO 1.0
M ARE FORMED.
• THE GROUT MATERIAL USED IS A MIXTURE OF SOIL AND CEMENT,
SEE TABLE 31.2.
•
• THE SOIL USED IN THE GROUT HAS SUFFICIENT SAND SIZED
PARTICLES TO DEVELOP INTERNAL FRICTION AS WELL AS ENOUGH
FINE GRAINED PARTICLES TO PROVIDE PLASTICITY TO THE GROUT.

41. R.V.Kolhe
DISPLACEMENT-COMPACTION
GROUTING
• WATER IS ADDED TO YIELD A PASTE-LIKE CONSISTENCY
OF THE GROUT.
• WE NEED TO USE JUST ENOUGH CEMENT SO THAT THE
ENGINEERING PROPERTIES OF THE GROUTED MASS ARE
SIMILAR TO OR BETTER THAN THOSE OF THE NATURAL SOIL
IN A COMPACTEDSTATE.
• IN SOME CASES, WHEN PERMANENCE IS NOT AN ISSUE,
CEMENT NEED NOT BE USED AT ALL AND THE GROUT CAN
BE JUST A SOIL SLURRY.

42. R.V.Kolhe
GROUT MATERIAL:DISPLACEMENT-
COMPACTION GROUTING

43. R.V.Kolhe
DISPLACEMENT-COMPACTION
GROUTING
• THE TECHNOLOGY OF INJECTION OF GROUT IS SIMILAR TO THAT FOR
PERMEATIONGROUTING.
• HOWEVER, SINCE THE GROUT MIX IS MUCH STIFFER THAN IN PERMEATION
GROUTING AND GROUT PRESSURES ARE MUCH HIGHER, THE GROUT PUMPS USED
ARE HEAVY-DUTY CONCRETE PUMPS.
• GROUT PIPE DIAMETERS RANGE FROM 50 TO 75 MM.
• THE QUANTITY OF GROUT INJECTED IS OBSERVED TO RANGE FROM 3 TO
12 PERCENT BY VOLUME OF THE TREATED LOOSE SOIL,
• DISPLACEMENT-COMPACTIONGROUTING IS SUITABLE FOR ALL TYPES OF LOOSE
COARSE GRAINED SOILS, SOFT FINE GRAINED SOILS WHICH ARE NOT
SATURATED AND FOR FILLING UNDERGROUND CAVITIES.
• IT IS NOT USED IN SOFT SATURATED FINE GRAINED SOILS BECAUSE GROUTING
RAISES THE PORE WATER PRESSURE IN THE SOIL MASS LEADING TO UNEVEN
AND AGGRAVATED SETTLEMENT PROBLEMS.

44. R.V.Kolhe
DISPLACEMENT-COMPACTION
GROUTING
• IN COMPARISON TO OTHER TYPES OF GROUTING,
DISPLACEMENT— COMPACTION GROUTING IS OBSERVED TO BE
USEFUL FOR THE FOLLOWING SITUATIONS:
• (I) DENSIFICATION OF THIN LOOSE STRATUM UNDERLYING DENSE
SOIL AND LOCATED AT CONSIDERABLE DEPTH—SEE FIG. 31.11(A) AND
(B)
• (II) DENSIFICATION OF POCKETS OF LOOSE SOILS BENEATH
FOUNDATIONS OR FLOOR SLABS THAT ARE REVEALED AFTER
CONSTRUCTION IS COMPLETED INCLUDING LEVELING OF SUNKEN
FLOORS—ALSO REFERRED TO AS SLAB-JACKING OR BACK-
PACKING— SEE FIG. 31.11(C),

45. R.V.Kolhe
DISPLACEMENT-COMPACTION
GROUTING
• (III) FILLING OF LARGE UNDERGROUND CAVITIES CAUSED BY BROKEN
UNDERGROUND UTILITY LINES, BY PIPING/ EROSION, OR BY
DISSOLUTION AS DEPICTED IN FIG. 31.11(D) AND (E); IN SUCH CASES,
THE CAVITIES ARE FIRST FILLED WITH GROUT AND THEN THE
DENSITY OF SURROUNDING SOIL IS INCREASED BY GROUTING WITH
APPROPRIATE GROUT PRESSURE, AND
• (IV) DENSIFICATION OF SOILS SHOWING ORGANIC
DEGRADATION WITH TIME. DISPLACEMENT-COMPACTION
GROUTING IS MOST OFTEN USED IN SMALL AREAS OR POCKETS
AS A REMEDIATION TECHNIQUE. IT IS RARELY COST EFFECTIVE
FOR GROUND IMPROVEMENT OVER LARGE AREAS.

46. R.V.Kolhe
DISPLACEMENT-
COMPACTION GROUTING

47. R.V.Kolhe
DISPLACEMENT-
COMPACTION GROUTING

48. R.V.Kolhe
DISPLACEMENT-
COMPACTION GROUTING

49. R.V.Kolhe
DISPLACEMENT-
COMPACTION GROUTING

50. R.V.Kolhe
Displacement—Soil Fracture Grouting
• SOIL FRACTURE GROUTING TECHNIQUE IS A
DISPLACEMENT GROUTING TECHNIQUE IN WHICH A
LEAN SLURRY OF CEMENT, SOIL AND WATER IS
INJECTED INTO THE SOIL AT HIGH PRESSURE TO
FRACTURE THE SOIL AND FORM ROOT—LIKE OR THIN
LENS SHAPED ZONES OF GROUT MATERIAL IN THE
SOIL MASS.
• THE GROUT MATERIAL SPREADS ALL AROUND THE
GROUT HOLE CAUSING DENSIFICATION OF THE
SOIL MASS AND AN INCREASE IN ITS
MACROSCOPIC STRENGTH.
•

51. R.V.Kolhe
SOIL FRACTURE GROUTING

52. R.V.Kolhe
SUCH GROUTING ALSO CAUSES THE GROUND TO
HEAVE AND THAT CAN BE USED TO ADVANTAGE,
FOR EXAMPLE, IN RECTIFYING TILT IN BUILDINGS
AND RESTORING THEIR VERTICALITY AS SHOWN IN
FIG. 31.12.

53. R.V.Kolhe
Restoration of verticality of a tilted
building
• RESTORATION OF VERTICALITY OF A TILTED
BUILDING SUCH GROUTING IS USUALLY
ACCOMPLISHED USING THE SLEEVED PIPE
GROUTING TECHNIQUE AS DEPICTED IN FIG. 31.13.
• GROUT HOLES, 100 MM IN DIAMETER, ARE DRILLED
AT REGULAR INTERVALS AND SLEEVED PIPES WITH
MULTIPLE SLOTS ARE PLACED IN THE GROUT HOLES.
GROUTING IS DONE IN SEGMENTS OF 0.3 TO 1.0 M
ALONG THE LENGTH OF EACH SLOTTED PIPE USING
GROUT PRESSURES AS HIGH AS 4000 KN/MZ.

54. R.V.Kolhe
JET GROUTING

55. R.V.Kolhe
Jet or Replacement—Displacement
Grouting
• GROUTING IN THIS TECHNIQUE, A SPECIAL GROUT PIPE CALLED
THE MONITOR HAVING HIGH-SPEED JETS OF WATER OR GROUT IS
USED TO ERODE AND EXCAVATE THE SOIL
• THEREAFTER, AS THE MONITOR IS WITHDRAWN, STRONG,
IMPERVIOUS COLUMNS ARE PRODUCED BY MIXING GROUT
WITH THE REMAINING SOIL.
• THE TECHNIQUE IS CALLED REPLACEMENT DISPLACEMENT BECAUSE
A PART OF THE SOIL IS REMOVED BY THE JETTING ACTION AND IS
REPLACED BY THE GROUT MATERIAL AND BECAUSE THE GROUT IS
INJECTED AT HIGH PRESSURE PARTLY TO MIX WITH THE REMAINING
SOIL AND BARTLY TO DISPLACE THE SURROUNDING SOIL.

56. R.V.Kolhe
Jet or Replacement—Displacement
Grouting
• THE GROUT MATERIALS USED ARE CEMENT AND WATER WITH
SOME ADDITIVE AS INDICATED IN TABLE 31.3.
• JET GROUTING IS THE YOUNGEST OF GROUTING TECHNIQUES
AND CONSULTING GEOTECHNICAL ENGINEERS HAVE BEGUN TO
USE IT AFTER THE MID-1980S.
• IT IS MORE EXPENSIVE THAN PERMEATION GROUTING, DUE TO
LARGER CONSUMPTION OF CEMENT PER UNIT VOLUME OF
SOIL MASS TREATED.

57. R.V.Kolhe
• NEVERTHELESS, IT IS NOW EXTENSIVELY USED AS IT PRODUCES
MORE UNIFORM GROUTING, CAN BE USED IN MOST SOILS AND HAS
A HIGHER RATE OF PRODUCTIVITY

58. R.V.Kolhe
Jet or Replacement—Displacement
Grouting

59. R.V.Kolhe
Jet or Replacement—Displacement
Grouting
• TYPES OF JET GROUTING
– SINGLE JET OR ONE FLUID SYSTEM
– DOUBLE JET OR 02 FLUID SYSTEM
– TRIPLE JET OR 03 FLUID SYSTEM.
• THE FIRST STEP IS TO DRILL A GROUT HOLE OF 100 TO 150 MM DIAMETER.
• THE HOLE IS KEPT STABLE BY USING WATER CIRCULATION OR BENTONITE
SLURRY CIRCULATION.
• IN THE SECOND STEP, JETTING COMMENCES IN THE HORIZONTALDIRECTION
THROUGH NOZZLES (2 TO 4 MM IN DIAMETER)AT THE TIP OF THE MONITOR
THAT IS ROTATED AT 5 TO 30 REVOLUTIONS PER MINUTE.
• THE SOIL CUTTINGS TRAVEL TO THE GROUND SURFACE THROUGH THE
ANNULAR SPACE BETWEEN THE BOREHOLEAND THE MONITOR.
• THE MONITOR IS LIFTED AT A RATE OF 50 TO 300 MM PER MINUTE IN THE
THIRD STEP RESULTING IN THE FORMATLON OF A GROUTED COLUMN.

60. R.V.Kolhe
Jet Grouting Tech

61. R.V.Kolhe
• IN THE SINGLE JET SYSTEM, A HORIZONTAL JET OF GROUT AS
SHOWN IN FIG. SIMULTANEOUSLY ERODES THE SOIL AND
MIXES WITH A PART OF THE REMAINING SOIL TO FORM A
GROUTED COLUMN.
• IN THE DOUBLE JET SYSTEM, THE EROSIVE EFFECT OF THE GROUT
JET IS CONSIDERABLY ENHANCED BY THE ADDITION OF A SHROUD
OF COMPRESSED AIR
• THE TRIPLE JET SYSTEM USES A WATER JET SHROUDED BY AIR TO
ERODE THE SOIL AND A SEPARATE NOZZLE BENEATH THE WATER
JET TO PLACE THE GROUT AS DEPICTED IN FIG. 31.15(C).

62. R.V.Kolhe
GROUTED COLUMNS -DIAMETER
• JET GROUTED COLUMNS CAN BE FORMED IN ALMOST ALL TYPES OF
SOILS RANGING FROM SANDY GRAVELS TO CLAYS.
• SANDS ARE BEST SUITED FOR TREATMENT YIELDING THE LARGEST DIAMETER
OF COLUMNS.
• PRESENCE OF INTERPARTICLEATTRACTIVE FORCES REDUCES THE
EROSIVE EFFICIENCY OF THE JETS.
• HENCE DIAMETERSOF GROUTED COLUMNS ARE PROGRESSIVELY SMALLER
IN SANDY SILTS, SILTS, CLAYEY SILTS AND CLAYS.
• GRAVELS DO NOT RESPOND WELL TO JET GROUTING BOTH BECAUSE OF LOSS OF
WATER OR GROUT THROUGH ITS VOIDS AND THE DIFFICULTY IN REMOVING
GRAVEL PARTICLES VIA THE ANNULAR SPACE BETWEEN THE GROUTHOLE AND
THE MONITOR.
• SANDY GRAVEL CAN BE TREATED BY JET GROUTING.
• JET GROUTED COLUMN DIAMETERS IN SANDS, SILTY SANDS AND CLAYEY SILTS
ARE TYPICALLY OF THE ORDER OF
– 1.0, 0.85 AND 0.5 M RESPECTIVELY FOR SINGLE JET SYSTEM AND
– 2.0, 1.5 AND 1.0 M RESPECTIVELY FOR TRIPLE JETSYSTEM.

63. R.V.Kolhe
THE TRIPLE JET SYSTEM IS THE MOST EFFECTIVE IN REMOVING SOIL
AND GIVES THE LARGEST DIAMETER OF GROUTED COLUMNS
AMONGST THE THREE SYSTEMS. IN EACH SYSTEM, THE DIAMETER OF
THE GROUTED COLUMN CAN BE VARIED BY CHANGING THE RATE OF
WITHDRAWAL OF THE MONITOR. FIG. SHOWS THE COMPONENTS OF
EQUIPMENT FOR TRIPLE JET GROUTING.

64. R.V.Kolhe
ROWS OF GROUTED
COLUMNS AS SHOWN
IN FIG. ARE USED
BENEATH DAMS TO
FORM SEEPAGE
BARRIERS WITH
COEFFICIENT OF
PERMEABILITY IN THE
RANGE OF 10
-7
TO 10
-9
M/SEC.

65. R.V.Kolhe
SUB-HORIZONTAL JET GROUTED COLUMNS ARE USED
FOR STABILIZATION OF SOIL DURING TUNNELING

66. R.V.Kolhe
OTHER APPLICATIONS OF JET GROUTING
ARE FOR EARTH RETENTION IN DEEP
EXCAVATIONS AS SHOWN IN FIG