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GROUND IMPROVEMENT
NPTEL Course
Prof. G L Sivakumar BabuDepartment of Civil EngineeringIndian Institute of ScienceBangalore 560012Email: [email protected]
Lecture 6
Acknowledments to Engr. Sarfraz Ali
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Deep Compaction and ObjectivesCompactionDeep compaction techniques are required whenin–situ soil extending to large depths does not meetthe requirements of performance criteria specifiedfor the expected loading and environmentalconditions.
Deep soil improvement is possible by resorting to
Ground Improvement Techniques Ground Reinforcement Techniques Ground treatment
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Ground Improvement
Dynamic Compaction Vibro-Compaction Compaction Grouting Pre-fabricated Vertical Drains Blast densification
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Technique
Design
Evaluation
Effectiveness
Dynamic Compaction
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Technique
Energy transfer mechanism
Stages of compaction
Application – which soils are compacted?
Types
Ground Vibrations
Design Considerations
Format
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TECHNIQUE
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Technique involves repeatedly dropping a large weightfrom a crane
Weight may range from 6 to 172 tons
Drop height typically varies from 10 m to 40 m
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Degree of densification achieved is a function of theenergy input (weight and drop height) as well as thesaturation level, fines content and permeability of thematerial
6 – 30 ton weight can densify the loose sands to a depthof 3 m to 12 m
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Done systematically in a rectangular or triangular pattern in phases
Each phase can have no of passes; primary, secondary, tertiary, etc.
3 m 3 m 3 m 3 m3 m3 m3 m 3 m 3 m 3 m3 m3 m
18 m
18 m
LEGEND
Primary Pass
Secondary Pass
3 m 3 m 3 m 3 m3 m3 m3 m 3 m 3 m 3 m3 m3 m
18 m
18 m
LEGEND
Primary Pass
Secondary Pass
(a) (b)
3 m 3 m 3 m 3 m3 m3 m3 m 3 m 3 m 3 m3 m3 m
18 m
18 m
LEGEND
Primary Pass
Secondary Pass
3 m 3 m 3 m 3 m3 m3 m3 m 3 m 3 m 3 m3 m3 m
18 m
18 m
LEGEND
Primary Pass
Secondary Pass
(a) (b)
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Spacing between impact points depend upon:
Depth of compressible layer
Permeability of soil
Location of ground water level
Deeper layers are compacted at wider grid spacing,upper layers are compacted with closer grid spacing
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Deep craters are formed by tamping
Craters may be filled with sand after each pass
Heave around craters is generally small
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ENERGY TRANSFER MECHANISM
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Energy transferred by propagation of Rayleigh (surface) waves and volumic (shear and compression) waves
Rayleigh 67 %
Shear 26 %
Compression 7%
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DENSIFICATION PROCESS
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Compressibility of saturated soil due to presence ofmicro bubbles
Gradual transition to liquefaction under repeated impacts
Rapid dissipation of pore pressures due to highpermeability after soil fissuring
Thixotropic recovery
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APPLICATION
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Z o n e 1 : B e s tZ o n e 3 : W o rs t (c o n s id e r a l te rn a te m e th o d s )Z o n e 2 : M u s t a p p ly m u lt ip le p h a s e s to a l lo w fo r p o re p re s s u re d is s ip a tio n
Z o n e 1 : B e s tZ o n e 3 : W o rs t (c o n s id e r a l te rn a te m e th o d s )Z o n e 2 : M u s t a p p ly m u lt ip le p h a s e s to a l lo w fo r p o re p re s s u re d is s ip a tio n
Applicable to wide variety of soils
Grouping of soils on the basis of grain sizes
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Mainly used to compact granular fills
Particularly useful for compacting rockfills below waterand for bouldery soils where other methods can not beapplied or are difficult
Waste dumps, sanitary landfills, and mine wastes
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In sanitary fills, settlements are caused either bycompression of voids or decaying of the trash materialover time, DDC is effective in reducing the void ratio, andtherefore reducing the immediate and long termsettlement.
DDC is also effective in reducing the decaying problem,since collapse means less available oxygen for decayingprocess.
For recent fills where organic decomposition is stillunderway, DDC increases the unit weight of the soilmass by collapsing voids and decreasing the void ratio.
For older fills where biological decomposition iscomplete, DDC has greatest effects by increasing unitweight and reducing long term ground subsidence.
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TYPESOF
DYNAMIC COMPACTION
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Dynamic compaction
Dynamic consolidation
Dynamic replacement
Rotational dynamic compaction
Rapid impact dynamic compaction
TYPES OF DYNAMIC COMPACTION
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It is the compaction of unsaturated or highlypermeable saturated granular materials by heavytamping
The response to tamping is immediate
Dynamic Compaction
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The improvement by heavy tamping of saturatedcohesive materials in which the response to tamping islargely time dependent
Excess pore water pressures are generated as a resultof tamping and dissipate over several hours or days aftertamping.
Dynamic Consolidation
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The formation by heavy tamping of large pillars ofimported granular soil within the body of soft saturated soilto be improved
The original soil is highly compressed and consolidatedbetween the pillars and the excess pore pressuregenerated requires several hours to dissipate
The pillars are used both for soil reinforcement anddrainage
Dynamic Replacement
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Process of Dynamic Replacement
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A new dynamic compaction technique which makesuse of the free fall energy as well as rotational energy ofthe tamper called Rotational Dynamic Compaction(RDC)
The technique increases depth of improvement ingranular soils
Comparative study showed that the cone penetrationresistance was generally larger than conventionaldynamic compaction and the tamper penetration inrotational dynamic compaction was twice as large asthat of conventional dynamic compaction
Rotational Dynamic Compaction
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Rotational Dynamic Compaction
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Rapid Impact Dynamic Compaction
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EVALUATION OF
IMPROVEMENT
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The depth of improvement is proportional to the energyper blow
The improvement can be estimated through empiricalcorrelation, at design stage and is verified aftercompaction through field tests such as StandardPenetration Tests (SPT), Cone Penetration Test (CPT),etc.
EVALUATION OF IMPROVEMENT
W
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Dmax = n√W x H
Where,
Dmax = Max depth of improvement, m
n = Coefficient that caters for soil and equipment
variability
W = Weight of tamper, tons
H = Height of fall of tamper, m
The effectiveness of dynamic compaction can also beassessed readily by the crater depth and requirement ofbackfill
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Reference N-ValuesMenard and Broise(1975) 1.0
Leonard et al. (1980) 0.5Bjolgerud and Han (1963) 1.0 (rockfill)
Smoltcyk (1983)0.5 (soil with unstable structure)0.67 (silts and sands)1.0 (purely frictional sand)
Lukas (1980) 0.65 - 0.8Mayne et al. (1984) 0.3 - 0.8Gambin (1984) 0.5 – 1.0
Qian (1985)0.65 (fine sand)0.66 (soft clay)0.55 (loess)
Van Impe (1989) 0.65 (silty sand)0.5 (clayey sand)
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GROUND VIBRATIONS
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Dynamic compaction generates surface waves with adominant frequency of 3 to 12 Hz
These vibrations generate compression, shear andRayleigh waves
The Raleigh waves contain about 67 percent of thetotal vibration energy and become predominant overother wave types at comparatively small distances fromthe source
Raleigh waves have the largest practical interest forthe design engineers because building foundations areplaced near the ground surface
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The ground vibrations are quantified in terms of peakparticle velocity (PPV); the maximum velocityrecorded in any of the three coordinate axes
The measurement of vibrations is necessary todetermine any risk to nearby structures
The vibrations can be estimated through empiricalcorrelations or measured with the help of instrumentssuch as portable seismograph, accelerometers,velocity transducers, linear variable displacementtransducers (LVDT), etc.
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The frequency of the Raleigh waves decreases withincreasing distance from the point of impact
Relationship between PPV and inverse scaled distanceis shown graphically (the inverse scaled distance is thesquare root of the compaction energy, divided by thedistance, d from the impact point)
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Tolerance Limits for Structures
British Standard 7385: Part 2-1993, lays down followingsafety limits for various structures having different naturalfrequencies:
Reinforced or framed structures industrial and heavycommercial buildings at 4 Hz and above 50 mm/s
Un-reinforced or light framed structures residential or lightcommercial type buildings at 4 Hz –15 Hz 15-20 mm/s
Un-reinforced or light framed residential or lightcommercial type buildings at 15 Hz –40 Hz and above
20-50 mm/s
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Effect on Humans
0.1 mm/sec not noticeable
0.15 mm/sec nearly not noticeable
0.35 mm/sec seldom noticeable
1.00 mm/sec always noticeable
2.00 mm/sec clearly noticeable
6.00 mm/sec strongly noticeable
14.00 mm/sec very strongly noticeable
17.8 mm/sec severe noticeable
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MONITORING AND CONTROL
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Tamper with Accelerometer and FM Transmitter
Total Station to Measure Tamper Position After Impact
Van with Receiving and Processing Unit
Van with Receiving and Processing Unit
FM Receiver
FM Discriminator
Signal Conditioner
Data Acquisition
System
DigitalOscilloscope
Printer
Tamper with Accelerometer and FM Transmitter
Total Station to Measure Tamper Position After Impact
Van with Receiving and Processing Unit
Van with Receiving and Processing Unit
FM Receiver
FM Discriminator
Signal Conditioner
Data Acquisition
System
DigitalOscilloscope
Printer
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DESIGN AND ANALYSIS CONSIDERATIONS
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Depth of improvement, d
Impact energy, E
Influence of cable drag
Equipment limitations
Influence of tamper size
Grid spacing, S
Time delay between passes
Soil conditions
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Primary concern
Depends on:
Soil conditions
Energy per drop
Contact pressure of tamper
Grid spacing
Number of passes
Time lag between passes
Depth of Improvement
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Weight of tamper times the height of drop
Main parameter in determining the depth ofimprovement
Can be calculated from the equation
Dmax = n√W x H
(Free falling of weights)
Impact Energy, E
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Cable attached to the tamper causes friction andreduces velocity of tamper
Free fall of tamper is more efficient
Influence of Cable Drag
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Crane capacity
Height of drop
Mass of tamper
Tamper size
Equipment limitations
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Significant effect on depth of improvement
First pass compacts deepest layer, should be equal tothe compressible layer
Subsequent passes compact shallower layers, mayrequire lesser energy
Ironing pass compacts top layer
Grid Spacing
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Allow pore pressures to dissipate
Piezometers can be installed to monitor dissipation of
pore pressures following each pass
Time Delay between Passes
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