Classifications

• • E—FIXED CONSTRUCTIONS
  • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
  • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
  • E02D27/00—Foundations as substructures
  • E02D27/10—Deep foundations
  • E02D27/12—Pile foundations
  • E02D27/16—Foundations formed of separate piles
• • E—FIXED CONSTRUCTIONS
  • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
  • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
  • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
  • E02D3/02—Improving by compacting
  • E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
• • E—FIXED CONSTRUCTIONS
  • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
  • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
  • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
  • E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
• • E—FIXED CONSTRUCTIONS
  • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
  • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
  • E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
  • E02D7/02—Placing by driving
• • E—FIXED CONSTRUCTIONS
  • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
  • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
  • E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
  • E02D13/04—Guide devices; Guide frames
• • E—FIXED CONSTRUCTIONS
  • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
  • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
  • E02D27/00—Foundations as substructures
  • E02D27/32—Foundations for special purposes
  • E02D27/34—Foundations for sinking or earthquake territories
• • E—FIXED CONSTRUCTIONS
  • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
  • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
  • E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
  • E02D7/02—Placing by driving
  • E02D7/06—Power-driven drivers
  • E02D7/14—Components for drivers inasmuch as not specially for a specific driver construction
  • E02D7/16—Scaffolds or supports for drivers

Definitions

• Dr. Ramesh Chandra Gupta Ph. D., P.E, President and Sole Owner of SAR6 INC.
• Dr. Ramesh Chandra Gupta is a Citizen of the United States of America.
• embankment If the full height of embankment is 5 meters, it will develop excess pore-pressures to about 49 kPa (7.1 psi). After allowing sufficient time for consolidation, to dissipate the developed excess pore pressures generally up to 90% consolidation, either embankment if it is for highway left in place or otherwise the embankment is excavated and the required structure, such as buildings or air ports, oil storage tank etc., is constructed on original ground or at some depth below the original ground.
• Mars (1978) introduced another method in which a probe pipe with a partially openable valve in a form of two halves of a cone at its end is driven by a vibratory probe, assisted by liquid jets to erode the in-situ soils around and below the probe and to facilitate its penetration to the design depth.
• Vibratory probe is very light in weight with very low centrifugal force, and therefore, either pre-auguring or liquid jets to erode the soil is required.
• Liquid jet pipes are the integral part of the probe pipe which pass through at the end of probe pipe in to the in-situ soil. The probe has bands around the probe at some spacing vertically. When the probe pipe is being penetrated in to the ground, the end valve remains in closed position, and the pebbles, stones etc.
• the partially openable valve opens and allows the pebbles, stones or sand drop through its narrow opening which appears to be less than 25% inside area of the probe pipe, thus forming a column of pebbles, stones etc. with its area of cross-section less than 25% inside area of the probe pipe, because before additional pebbles etc. drop in, in the remaining outside area of probe pipe and bands, the in-situ soil consisting of either clay or sand will quickly run and cave-in. Therefore, the pebbles etc. dropped under gravity will only be able to form a column in very loose condition with the area of cross-section significantly smaller than the inside area or outside area of the probe pipe.
• the invention in this application comprises of a rapid consolidation and compaction method (RCCM) to produce rapid consolidation of the layer of clayey soil resulting in increase of its density and consistency.
• the RCCM comprises (i) first driving a hollow pipe section to some depth to minimize heave at the ground surface or above the layer of soil requiring improvement, (ii) driving a displacement pile consisting pipe section with a removable or detachable end plate after filling and compacting the sandy material in the pipe section closed with the removable end plate, to the required depth in the layer of clayey soil through inside the hollow pipe section previously driven, (iii) because the pipe section with detachable end plate performs as a displacement pile displacing the in-situ clayey soil and creating high excess pore-water pressures, which are expected to be generally in a range of 100 to 800 kPa, but could be as high as 2500 KPa; (Note: values of excess pore-water pressures shall depend on the consistency and depth of the clay below the ground surface), (
• the rapid consolidation and compaction method (i.e., RCCM) presented in this application as an invention, improves and increases the density of all types of soils and intermediate geomaterials to support loads of the structures of a project.
• the sandy material is compacted to relative density equal or greater than 70% or even up to 100% inside the pipe section, depending on the requirement of supporting loads of the structure and also the subsurface soil conditions.
• the maximum value of the excess pore-water pressures is on the surface of the cone penetrometer and the value of excess pore-water pressures rapidly reduces with radial distance from the cone penetrometer.
• the distance between faces of the porous displacement piles shall be only three times the radius, but from the mid-point between the porous displacement piles shall be only 1.5 times the radius, facilitating very quick dissipation of the excess pore-water pressures.
• excess pore-water pressures to the extent of 290 kNm 2 , are developed in clay zone and therefore, it is required that the sandy material to satisfy a filter criterion to prevent migration of fine particles of clayey soil and also to allow free flow of the excess pore-water pressures.
• the particle size distribution of the compacted sandy material in the porous displacement piles will also be designed to satisfy the filter criteria (Prakash and Gupta, 1972).
• porous reinforced concrete piles with or without prestress, or porous pipe section with the end plate, or pipe section with small holes and the end plate, filled by the compacted sandy material shall also installed through inside the non-displacement piles and shall be used as the porous displacement piles, if (1) drivable by a pile driving hammer into the soil without exceeding allowable driving stresses, (2) allow free drainage and flow of water and prevent migration of fine soil particles of clays and silts or fine sand, (3) the holes in the tube or pipe section need to be quite small so as to retain sandy material during compaction in the pipe section.
• These porous displacement piles will not require pulling out of the pipe section out of the ground and the installation will become faster, with no noise which may happen during pulling the pipe section.
• the vibro-floatation or stone column equipment has frequency of 3000 rpm, centrifugal force of 30000 kg, weight of 9000 kg, height of about 2.5 meter, and inside diameter of about 38 cm.
• the vibro-floatation and stone column vibro-equipment has a central hole through which water jets are jetted to erode soil when subsurface soil conditions are such that vibration alone cannot penetrate into soil any further or when penetration rate becomes very slow.
• the rapid consolidation and compaction method using porous displacement piles is a new method which can be used successfully to density the sandy materials in which excess pore-water pressures do not develop or if develop then dissipate as fast as these are generated.
• the RCCM will generally require readily available instruments and machinery such as cranes and pile driving hammers etc., pullers, surface or plate vibrators, which could be available on rent or for leasing at most places or for sale from manufacturers.
• the rapid consolidation and compaction method is installed to increase the density of both sandy and clayey materials. Since the sandy material is very economical with much lower cost as compared to jet grouted columns, columns of cement or lime mixed with clayey material or Geopiers, the cost of using the rapid consolidation and compaction method shall be much lower and could save millions of dollars on a big project.
• the rapid consolidation and compaction method shall density the (i) very soft to soft cohesive soil to stiff or very stiff cohesive soil, (ii) medium stiff cohesive soil to stiff or very stiff cohesive soil, (iii) stiff cohesive soil to very stiff cohesive soil, and (iv) very stiff cohesive soil to hard or very hard soil cohesive soil, depending on the selected spacing between the adjoining porous displacement piles and relative density of compacted sandy soil in the porous displacement piles.
• the rapid consolidation and compaction method shall compact sandy soil from (i) very loose (relative density less than 15%) to medium dense (relative density between 35 and 65%) , (ii) loose (relative density between 15 and 35%) to medium or dense sand (relative density between 65 and 85%), (iii) from medium dense to dense sand, and (iv) from dense to very dense (relative density greater than 85%), depending on the selected spacing between the adjoining porous displacement piles and relative density of compacted sandy soil in the porous displacement piles.
• the relative density of the sandy material in porous displacement piles more than 70% even up to 100% may be selected for the compacted sandy material in the displacement pipe section with removable end plate, which after installation is pulled out of the ground to form a porous displacement pile.
• Both the densified in-situ clayey silty soil and in-situ sandy soil in a layer to the selected depth below ground surface shall be capable to provide support to the foundation of a structure with adequate bearing capacity and minimum settlements.
• any excess pore-water pressure develops shall quickly dissipate and small settlement shall occur before the structure reaches full height.
• Fig. 1A A typical detail showing installed non-displacement pile (120) and pipe section (123) with detachable or removable end plate (124) and filled with compacted sandy material.
• Fig. 1 B A typical detail of pipe section (123) with detachable or removable end plate (124) driven to design depth.
• Fig. 1C A typical detail showing a hammer or weight (126) placed on top of the compacted sandy material (125), prior to pulling the pipe section (123) out of the ground.
• Fig. 2A A typical detail of the column of compacted sandy material acting as a porous displacement pile (125) after the pipe section has been pulled out of the ground and the hammer or weight (126) still resting on the porous displacement pile (125).
• Fig. 2B A typical detail of completion of installation of the porous displacement pile (125), with end plate (124) sitting under it.
• Fig. 3A A typical detail of a setup to provide lateral support to the pipe section (123) during compaction of the sandy material in it.
• Fig. 3B Another typical detail of a setup to provide lateral support to the pipe section (123) during compaction of the sandy material in it.
• Fig. 4A A typical detail of the hinged connection connecting pipe section (123) to the removable and detachable end plate (124).
• Fig. 4B A typical detail showing the end plate becoming vertical during pulling the pipe section (123) out of the ground.
• Fig. 5A A typical detail of the pipe section (123) with a removable and detachable short pipe (132) inserted inside the pipe section (123) where the short pipe (132) is attached to end plate (124).
• Fig. 5B A typical detail showing the removable and detachable short pipe (132) and end plate (124) left behind while pulling the pipe section (123) out of the ground.
• Fig. 5C A typical detail showing the removable end plate (124) attached to the connecting rods (133); the connecting rods (133) which are fastened by bolts (13%) to the top of the pipe section (123).
• Fig. 5D A typical detail showing the connecting rods (133) and removable end plate (124), which after removing the bolts (135) are left behind during pulling the pipe section (123) out of the ground.
• Fig. 6A A typical detail of removable end plate (124) connected to pipe section (123) with a hinge (130) on one side and on opposite side by an angle (137) which is also bolted to the pipe section (123), for lifting the pipe section (123) filled with compacted sandy material, to a location where it is to be driven into the ground.
• Fig. 6B A typical detail of pipe section (123) bolted to short pipe section (132) which is attached to the end plate (124) for lifting the pipe section filled with compacted sandy material to a location where it is to be driven into the ground.
• Fig. 7A A typical plan showing the grid lines (151) and the locations (150) of porous displacement piles for soil improvement under a spread footing.
• Fig. 7B Sectional elevation showing the installed porous displacement piles (125) under the spread footing.
• Fig. 8A A typical detail of the installed porous displacement piles (125) under an embankment.
• Fig. 8B Atypical detail of the installed porous displacement piles under an embankment with porous displacement piles at primary locations installed ahead of the embankment and the embankment extended on the installed porous displacement piles(125).
• Fig. 9 A typical plan showing the grid lines (151) and the locations (150) of porous displacement piles for soil improvement under and by the side of foundation of the Leaning Tower of Pisa.
• Fig. 10 A typical detail showing foundation of the Leaning Tower of Pisa and subsurface soil layers along with batter Porous Displacement Piles (125).
• the main motivation for the invention of the rapid consolidation and compaction method is to develop a method for soil improvement which can densify a layer of the soil or the intermediate geomaterial (IGM) in a soil deposit.
• Cohesionless soils are defined as having Nbo less than 50 blows/0.3 m
• cohesionless Category 3 IGMs are defined as having Nbo greater than 50 blows/0.3 m
• Cohesive soils are defined as having undrained shear strength less than 0.25 MN/m 2
• cohesive IGMs Category 1 are defined as having undrained shear strength greater than 0.25 MN/m 2 (AASHTO, 2012).
• the invention in this application comprises of a rapid consolidation and compaction method (RCCM) to produce rapid consolidation of the layer of clayey soil resulting in increase of its density and consistency.
• the RCCM comprises (i) first driving a hollow pipe section to some depth to minimize heave at the ground surface or above the layer of soil requiring improvement, (ii) driving a displacement pile consisting pipe section with a removable or detachable end plate after filling and compacting the sandy material in the pipe section closed with the removable end plate, to the required depth in the layer of clayey soil through inside the hollow pipe section previously driven, (iii) because the pipe section with detachable end plate performs as a displacement pile displacing the in-situ clayey soil and creates high excess pore-water pressures, which are expected to be generally in a range of 100 kPa to 800 kPa, but could be as high as 2500 KPa (Note: values of excess pore-water pressures shall depend on the consistency and depth of the clay below the
• Pore-water pressures in the range between 260 psi (1793 kPa) and 400 psi (2758 kPa) were recorded in Cooper Marl.
• Peuchen et al. (2010) recorded pore-water pressures in the range between 50 kPa (7.25 psi) and 800 kPa ( 261 psi) during piezocone penetration in heavily overconsolidated cohesive soil.)
• a heavy weight before pulling out the pipe section out of the ground, a heavy weight is placed top of the compacted material inside the pipe section
• the heavy weight while removing or pulling out the pipe section out of the ground, the heavy weight continues to push down the column of compacted sandy material and prevents any necking to form in the column of the compacted material
• the detachable or removable end plate opens the 100 percent of the inside area and thus forms a column of compacted sandy material equal to inside area of the inside area and weight further imposes the downward force which further laterally displaces compacted sandy soil to
• RCCM rapid consolidation and compaction method
• a hollow pipe section (120) is driven into soil to the selected depth (121) to minimize the heave at the ground surface.
• a hollow pipe sections have very small annular area compared to its outside or inside area, and therefore, for geotechnical purposes, the hollow pipe piles are called non-displacement piles.
• piles consisting of HP-section and channel sections etc. are called nondisplacement piles.
• the pipe section with closed end displaces the in-situ soil reducing the void volume of the in-situ soil or develops excess pore-water pressures and occupies its space; and thereby eventually densities it.
• a weight or hammer (126) placed on the top of sandy material as shown in Fig. 1C, and the pipe section is pulled out from the ground, leaving behind the detachable or removable end plate at the bottom of the column of the compacted sand, as shown in Fig. 2A.
• the weight or hammer (126) helps to continue pushing the column of sandy soil downwards and even help push sand in the column laterally to occupy the space left by the thickness of pipe section.
• the hollow pipe or tube section could be round, square or rectangular or any shape available or made in the industry.
• two angle sections or two channel sections welded together could also be used as a hollow pipe section.
• a displacement pile When such sections are attached with a detachable or removable end plate and used as a displacement pile to be driven in to ground, then for geotechnical purposes, it is called a displacement pile as it displaces the soil by occupying its place.
• a non-displacement pile When these sections without any end plate at its bottom (i.e. a hollow section) is driven in to ground then for geotechnical purposes, it is called a non-displacement pile.
• the sandy material can be compacted inside the pipe section at the location where it is to be driven or at the ground other than the location where it is be driven or otherwise in the pipe section after being driven in to ground if the ground below it is sufficiently dense to limit settlement to keep the end plate intact at the bottom of the displacement pile.
• the non-displacement pile is driven into the ground first, in order to minimize heave at the ground surface or at the top the layer which is to be densified.
• the overburden soil above the depth of the bottom of the non-displacement pile (120) acts to prevent or minimize the heave at the ground surface to a reasonable limit, when the weight of the overburden soil above the bottom of the non-displacement pile (120) is sufficient enough to prevent heave at the ground surface.
• the overburden depth between 7 to 10 times or more may be sufficient to limit heave at the ground surface, depending upon the soil conditions.
• not enough or substantial research is available at the present, to predict the reasonable depth (121) in different types of soils at various densities or consistencies to prevent or minimize the heave at the ground surface when a displacement pile is being driven into the ground.
• Sufficient research shall be developed to predict the reasonable depth (121) in different types of soils at various densities or consistencies, when the projects involving ground improvement using the RCCM are being implemented.
• the sandy soil (125) is filled in layers in the pipe section (123) and each layer compacted by a specified number of drops of a hammer or a weight (118) to achieve a specified dry density or relative density.
• the connecting pipe or rod (127) connects the weight or hammer to a boom of crane or to a pile driving hammer system (not shown in the Fig. 1C).
• either the sandy soil can also be filled in layers and then the hammer or the weight (118) placed on top of each layer, after which vibrated by attaching a surface vibrator on the sides of the pipe section (123) or the vibratory probe/weight is placed on top of each layer for densifying the sandy soil to the specified dry density or relative density.
• the pipe section (123) with detachable or removable end plate is generally maintained vertical while filling sandy material in it and compacting it.
• the density of the compacted sandy material inside the pipe section (123) should generally be based about 70% relative density, because this is the requirement which is generally followed for compacting embankments.
• relative density of compacted sandy material in the pipe section to about 70% or greater than 70% and even up to 100% may be more appropriate.
• even very stiff clays or dense sands may require further densification, in such cases, the relative density of more than 70% to even up to 100% for the column of compacted sandy soil to perform as porous displacement pile could be specified.
• the site where its subsurface layers need to be densified to the relative density equivalent to medium dense sand condition to meet the structural foundation support or overall ground support of the site then it may be sufficient to install porous displacement piles consisting of columns of sandy material to relative density necessary for medium dense sand, therefore then in such cases, the sandy soil in the pipe section (123) shall need to compacted to achieve medium dense condition. Therefore, the sandy soil in pipe section (123) shall need to be compacted to achieve the medium dense or to dense or very dense condition according to requirements at the project site. Selecting an appropriate spacing and diameter of the porous displacement piles is also important to determine how much porous displacement piles will displace and compress the in-situ soil to density it.
• porous displacement piles with relative density greater than the density of densified in-situ soil densified by the rapid consolidation and compaction method shall work as a reinforcement to share more load of an embankment or foundation of a structure than that by the densified in-situ soil, thereby reducing the total settlement of the structure and the embankment. All these technical points should be considered in design of the porous displacement piles for each project.
• Fig. 3A shows a typical example for the support system to maintain the pipe section (123) in vertical position during compaction of sandy soil in the pipe section, and therefore, it is desirable that the pipe section is laterally supported by horizontal braces (111).
• the horizontal braces are attached to vertical column sections (110) on either side.
• the column sections are supported on a concrete pad or a plate and fastened into it by nails or bolts (114).
• the pipe section (123) as shown in Fig. 3B is maintained vertical by slipping it into another pipe section (116) which has already been driven into ground to sufficient depth to remain laterally stable; this pipe section (116) also protrudes out of the ground to maintain the pipe section (123) vertical and laterally stable while compacting the sandy material in it.
• the lateral support system shall be especially designed at each project depending on the length and size of the pipe section and soil conditions, at which time these typical examples shall also be considered.
• the lateral support system shall be specially designed with discussion with their owners.
• hammer/weight available to drop on the sandy soil placed inside the pipe section (123) for densifying the sandy soil; any of these hammers/weights and their attachments can be used when considered appropriate according to specifications or brochures of the manufacturers of the equipment.
• surface vibrators available in the industry which can be used around the pipe to densify sand inside the pipe section (123), when the weight or hammer has already been placed on top of the sandy material to compact it, or placing the vibrator on top of a plate or vibrating weight to densify sandy soil inside the pipe; any of the available systems if appropriate can be used following the manufactures’ brochure or specification.
• pile driving hammers including vibratory hammers available in the industry to drive a non-displacement or displacement pile; any of these driving hammers can be used when considered appropriate.
• pile pipe pullers including vibratory pullers or pullers with hydraulically operated jaws to grab the pile available in the industry to pull the non-displacement or displacement pile out of the ground; any of these pullers can be used when considered appropriate.
• the attachments between the pipe section or rod (127) and the crane by U-Bolts or hooks etc., or attachment between the puller and the pipe section (123) or the surface vibrator to the pipe section (123) or plate vibrators etc. shall be in accordance with the manufacture’s specification and brochure.
• Fig. 4A shows a detachable end plate which is attached by bolts (131) to a hinge connection (130) on one end to the pipe section (123); during driving the pipe section (123), the detachable end plate (124) remains attached to the bottom, but when pipe section (123) is pulled out of the ground, the detachable end plate (124) connected by the hinge (130) becomes vertical as shown in Fig. 4B, assisting pulling of the pipe section (123) out of the ground, but maintaining the compacted sandy material in place.
• Fig. 5A shows a short piece of pipe section or a snug corrugated pipe (132) positioned inside the pipe section (123) but attached to the end plate (124).
• a short pipe section (132) and end plate remains in position at the bottom of the pipe section (123), but when the pipe section (123) is pulled out of the ground, the end plate (124) attached to the short pipe or snug corrugated pipe section (132) is left behind in the ground, as shown in Fig. 5B.
• the section (132) can also be attached by thin aluminum rivets to pipe section (123), but these rivets shall break when weight of compacted sand material exert its weight to break the aluminum rivets.
• FIG. 5C shows the end plate (124) attached to a plurality of connecting rods (133) which are vertically installed upwards on diametrically opposite locations outside the pipe section (123) and held by bolts (135) near the top of the pipe section (123).
• the connecting rods (133) pass through a circular plate (136) supported by a plurality of angle sections (140) and fastened by bolts (135) near the top of pipe section (123).
• the end plate (124) remains attached, but before pulling the pipe section (123), the bolts (135) are removed and when the section (123) is being pulled out of the ground, the detachable end plate (124) is left behind in the ground as shown in Fig. 5D.
• the removable or detachable end plate may be especially designed depending on soil conditions and length and size of the displacement piles at which time the above typical examples shall also be considered.
• FIG. 6B shows the short pipe section (132) attached by a plurality of bolts to pipe section (123) on diametrically opposite sides to each other.
• weight of the weight or hammer (126) kept on top of the compacted sandy material is designed based on the side frictional resistance developed between the compacted sandy material inside pipe section (123) and side frictional resistance between outside of the pipe section (123) and in-situ soil around it and also any suction force exerted by the in-situ soil on the end plate during pulling of the pipe section.
• weight of the weight or hammer and number and height of drops is designed to achieve the specified density.
• any non-common section of hollow rectangular, or elliptical section or any other non-common section will work with the RCCM and can be used on demand by a client.
• During driving the non-displacement or displacement pile sometimes, it becomes important to limit noise and vibrations, in such cases, heavy hammers with very small height drops or hydraulically pushing the piles into the ground may become important so as to minimize or limit the damage or risk to adjoining structures.
• the settlement readings both at the structure and at the ground surface and at some depth in the ground may also be made.
• the subsurface exploration using the in-situ testing methods and laboratory tests on the extracted samples from the in-situ soil may also be performed before and after installation of the porous displacement piles.
• the porous displacement pile consisting of the column of compacted sandy material besides densifying and improving soil around it, has another important function to perform, which is to prevent the passage or migration of clay or silty particles into the compacted sandy material while allowing free flow of water through the column of the compacted sandy material in order to dissipate the excess pore-water pressure.
• the gradation of the compacted sandy material to perform a function of a filter to limit migration of the fine material and allow free flow of water shall be designed based on the design criteria for filters or chimney filters used in earth dams or earth and rockfill dams, using the Terzaghi’s criteria with or without some modification made by several organization such as US Bureau of Reclamation, etc. (Prakash and Gupta, 1972).
• the sandy material may consist of mixture of sand and little quantity of small gravel, but should satisfy requirements of allowing free flow of water and to prevent migration of fine particle of in-situ soil into the column of compacted sandy material.
• the sandy material should not contain more than specified quantity of fine particles in order to maintain its property of free flow of water.
• well graded clean sands have been used in sand drains; the same type of material, when meeting the filter Criteria, could be used for the porous displacement piles.
• Dg 5(Base) represents the particle size that must be retained.
• D i (Fiiter) is representative of average pore size. Filter to trap particle size larger than about 0.1 Disin ter)
• Sandy material in porous displacement pile performs as the filter.
• D15 is the diameter for which 15% of the material by weight is finer and Dss is the particle diameter for which 85% of the material by weight is finer.
• the focus of engineers is generally to make the best use of the available soils in the vicinity of the site.
• the compacted sandy soil of the porous displacement piles could experience such high pore-water pressures and therefore should meet the chimney filter criteria as used for earth and rockfill dams.
• a 1 ” (25 mm) pipe with a porous disc at its bottom is driven into porous a displacement pile, then one can see Clearwater flowing out from the top of the pipe.
• porous displacement piles comprising of the column of compacted sandy soil have been described above.
• Porous reinforced prestressed concrete piles or even without prestress
• porous pipe section with the end plate, or pipe section with small holes and the end plate, filled by the compacted sandy material shall also be installed through inside the non-displacement piles and shall be used as the porous displacement piles, if (1) drivable by a pile driving hammer into the soil without exceeding allowable driving stresses, (2) allow free drainage and flow of water and prevent migration of fine soil particles of clays and silts or fine sand in to the porous displacement piles, (3) the holes in the tube or pipe section need to be quite small so as to retain sandy material during compaction in the pipe section.
• Table 1 gives liquefaction-potential relationships between magnitude of earthquake and relative density for a water table 1 .5 m below ground surface:
• Table 1 Approximate relationship between earthquake magnitude, relative density (D r )and liquefaction potential for water table 1.5 m below ground surface (From Seed and Idriss, 1971)
• RCCM shall be used to densify subsurface soil layers as needed for the areas in 0.1 Og zones to D r of more than 55%, then relative density of sandy soil in the pipe section may need to be compacted to a minimum of 55% or greater. In areas of 0.15g zones, RCCM shall be used to densify subsurface soil layers to D r of more than 75%, then relative density of sandy soil in the pipe section may need to be compacted to a minimum of 75% or greater.
• RCCM shall be used to densify subsurface soil layers to D r of more than 85%, then relative density of sandy soil in the pipe section may need to be compacted to a minimum of 85% or greater in order to bring such areas in low liquefaction probability.
• RCCM shall be used to densify subsurface soil layers to D r of more than 85%, then relative density of sandy soil in the pipe section may need to be compacted to a minimum of 85% or greater in order to bring such areas in low liquefaction probability.
• RCCM shall be used to densify subsurface soil layers to D r of 95% or more than 95%, then relative density of sandy soil in the pipe section may need to be compacted to a minimum of 95% or greater in order to bring such areas in low liquefaction probability.
• the spacing and diameter of the porous displacement piles need to be designed in order to achieve displacement and void volume reduction of the in-situ soil to achieve required densification and density for the subsurface layers of the site.
• a spread footing of a bridge foundation is to founded on soil which consists of a week layer of soil (140) and needs soil improvement in order to support the loads from the bridge superstructure.
• Fig. 7 A shows a typical layout plan of the grid lines (151) and location of the center of porous displacement piles(150) consisting of the column of compacted sandy material (125) in a square or rectangular grid pattern.
• the locations marked by number ⁇ ” at the grid intersection (150) are the primary locations where the porous displacement piles shall be installed first, using the method described in the above paragraphs.
• the locations marked by number “2” at the grid intersection are the secondary locations where the porous displacement piles shall be installed after completing the installation at the primary locations.
• the secondary locations are usually selected at the center of grid of four primary locations.
• the locations marked by number “3” at the grid intersection are the tertiary locations where the porous displacement piles shall be installed after completing the installation at the secondary locations.
• the locations marked by number “4” at the grid intersection are the final and last locations where the porous displacement piles shall be installed after completing the installation at the tertiary locations.
• a similar arrangement for locations of the porous displacement piles can also be made in a triangular pattern or quadrilateral pattern as is done for vibro-replacement columns, or any other selected grid pattern selected for a particular configuration at a project site.
• Fig. 7B shows a sectional elevation view of the grid pattern shown in Fig. 7A.
• reinforced concrete foundation (146) has been laid over mud mat (147).
• the porous displacement piles consisting of compacted sandy materials are installed to the design depth in the layer, which in this case lies in the soil layer (141).
• CASE 1 Assume top Layer (142) and bottom layer (141) consists of sandy material and the sandwiched layer (140) consists soft clay.
• the pipe section with detachable end plate can be driven from the ground surface without driving a non-displacement pile first, if the layer (142) is sufficiently thick to reasonably minimize the heave at the top of the weak layer (140), otherwise, it shall be advisable to drive non-displacement pile first and then drive the pipe section (123) with detachable end plate (124) through inside the non-displacement pile.
• CASE 2 Assume the top layer (142) consists of Clay and the sandwiched layer (140) consists of loose sand and requires densification. In this case, it is advisable to drive the non-displacement pile first to the bottom of the top layer (142) or to some small depth in loose sand layer (140).
• the RCCM can be used under mechanically stabilized walls (such as reinforcement earth wall) to reduce and limit their settlements and also to develop required stability.
• a layer (142) of sandy material is first laid over very soft clayey soil to build an embankment of low height where the equipment can be brought to install the porous displacement piles consisting of the compacted sandy material. After the installation of the porous displacement piles, the embankment is further raised to full height by additional layers (143). As shown in Fig.
• the clayey soil is very weak and it cannot even support the embankment of low height to bring the equipment on it, then the porous displacement piles on primary locations (or even on secondary locations) can be installed ahead of the embankment of low height and then the embankment is extended further and then the porous displacement piles on secondary and tertiary locations can be installed.
• the rapid consolidation and compaction method can also be used in coastal regions where embankment is to be further extended into the ocean to build new land for airports and housing projects etc., and where the subsurface soils consist of loose sands and soft to very soft clays. Similarly, new islands can be built even where subsurface soils consist of loose and soft and very soft soils underlies as these subsurface soils can be densified by the rapid consolidation and compaction method.
• the sand drains or PVC (wick) drains are installed and an embankment is built over them to consolidate the clayey silty layer for certain time period for generally up to 90% consolidation and then sometimes the embankment is removed and the piles are driven.
• the RCCM to install porous displacement piles can be used, which shall rapidly consolidate the layer without requiring to build an embankment and waiting for up to 90% consolidation.
• the RCCM can be used very economically for any layer of soils or intermediate geomaterial where soil improvement to density it is required and also, where ever, presently existing methods such as jet grouted columns, columns of cement or lime mixed with clayey material or Geopiers or vibro-replacement or vibro-floatation using a Vibro-probe, stone-columns as bottom feed or top feed, etc., are being used.
• the lead weights have been placed on the north side on prestressed concrete ring around the foundation of the leaning tower of Pisa, (ii) steel cables to anchor the tower on north side to limit movement towards south, (iii) Drill holes installed to remove soil from the drilled holes on the north side, and (iv) some excavation in east-west direction (Jamiolkowsky, et al., 1993).
• no construction on the southside has been permitted and even subsurface exploration consisting cone penetration soundings has been permitted 10 to 20 meters from the south edge of the tower in order not to disturb the tower, although construction as stated above has been permitted on the north side.
• the porous displacement piles are proposed to be installed at a batter of about 1 V:2H ( or even between 1 V:3H and 1 V:1 H as considered necessary), in orderto achieve densification of the upper clay (163) and to possibly lift the foundation of the south side of the Leaning Tower of Pisa.
• Upper Clay (160) When Upper Clay (160) is densified, its bearing capacity shall increase resulting in less settlement on the south side.
• the angle of tilt is reduced, the bearing pressure on the south side will reduce and the bearing pressure on the north side will increase, causing more settlement on north side and reducing settlement on the south side of the tower foundation. Also, after stabilizing and densifying the Upper Clay (163), the tendency to further tilt on the south side of the tower foundation in future will be prevented.
• Fig. 9 shows the grid lines (151) and the locations (150) at grid line intersections, where the porous displacement piles could be installed.
• Fig. 10 shows:(a) Ground surface elevation as El.
• Non displacement piles (120) at a batter of 1 H:2V are proposed to be driven first up to the bottom level of the foundation of tower.
• Pile Section (123) with detachable end plate (124) and filled with compacted sandy material shall then be driven through the non-displacement pile (120) to penetrate some small distance in the Intermediate Clay (164). After which the pipe section will be pulled out of the ground followed by withdrawal of non-displacement pile.
• the porous displacement pile (125) numbering from 1 through 5 shall be driven first as shown in this Figure. Pipe section (123) and detachable end plate (124) has not been shown in this Figure.
• porous displacement piles consisting of the column of compacted sandy soil
• porous displacement pile consisting of porous pipe section with attached end plate or pipe sections with holes and containing compacted sandy material and end plate
• these porous displacement piles shall also be driven through inside the non-displacement piles.
• batter porous displacement piles on all sides penetrating under the structure could be installed to prevent or reduce further settlements significantly.
• the batter displacement piles shall be required to be installed in particular sequence, so that any instant, these are evenly located symmetrically around a structure.
• Porous displacement piles might consist of the column of compacted sandy soil and installed as described above.
• the porous displacement piles comprising porous pipe section or pipe section with small holes and with end plate and filled with compacted sandy soil could also be considered to be installed. All displacement piles shall be driven through inside the non-displacement piles. The selection shall be made for a particular site based on soil conditions and environment around the structure.

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