US3312295A - Method and apparatus for fluid injection in vibratory driving of piles and the like - Google Patents

Method and apparatus for fluid injection in vibratory driving of piles and the like Download PDF

Info

Publication number
US3312295A
US3312295A US489652A US48965265A US3312295A US 3312295 A US3312295 A US 3312295A US 489652 A US489652 A US 489652A US 48965265 A US48965265 A US 48965265A US 3312295 A US3312295 A US 3312295A
Authority
US
United States
Prior art keywords
pile
fluid
soil
vibratory
vibration
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Lifetime
Application number
US489652A
Other languages
English (en)
Inventor
Jr Albert G Bodine
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Individual
Original Assignee
Individual
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Individual filed Critical Individual
Priority to US489652A priority Critical patent/US3312295A/en
Priority to GB41248/66A priority patent/GB1162686A/en
Priority to DE19661634267 priority patent/DE1634267A1/de
Priority to NL6613297A priority patent/NL6613297A/xx
Priority to BE687240D priority patent/BE687240A/xx
Application granted granted Critical
Publication of US3312295A publication Critical patent/US3312295A/en
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

Links

Images

Classifications

    • 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
    • E02D7/18—Placing by vibrating
    • 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
    • E02D7/26—Placing by using several means simultaneously

Definitions

  • This invention relates generally to systems for vibratory driving of piles into the earth, particularly and most advantageously, to systems of the sonic type, wherein the vibration frequency is high enough for elastic wave action to occur within the pile itself, and is at resonance.
  • the invention is also applicable, however, to other types of resonant pile driving systems, such as bodily vibratory pile and the like combined with elastically vibratory structure, and bodily vibratory .piles vibrating in a bouncing manner with the earth acting as a spring.
  • the invention is applicable to vibratory pile driving without resonance.
  • the invention is directed to driving into soillike earth material, and is inappropriate to solid or hard rock penetration.
  • the invention is concerned primarily with the driving of foundation piles into soil, and will be described herein principally in that connection.
  • pile types to which the invention is applicable are solid piles, H-beam piles, pipe piles, casings, sheet metal piles, pre-cast concrete piles, and similar earth installation members.
  • the reference to piling is without implied limitation thereto, since the invention may be applied to the driving of many kinds of longitudinally extended members, in various attitudes including vertical, inclined, or horizontal, such as anchor posts, poles, samplers, conduits, tunnels, and the like.
  • the earthen material, or soil, during the driving operation is crowded into a more dense condition as the pile penetrates the earth. For this reason the process is sometimes called displacement driving.
  • the earth material moves aside, or compacts, to make room for the intruder.
  • This displacement process requires that the surrounding earth make room for the displaced material. And, of course, this is possible only if the earth material around the proposed pile location is of sufficiently low density or compressibility and has sufficient capability of accepting lateral soil flow. Much of the earth structure is so constituted that it can accept, with resistance of course, this lateral crowding and flow of the soil. For example, if there is a porosity condition, the surrounding earthen material can sometimes be forced to collapse, like a hard sponge, and thus open up flow-receiving space. Earth material may also sometimes make way for laterally displaced material by an elastic compaction or compressibility phenomenon.
  • the individual grains are usually of a great variety of shapes, and these shapes are usually randomly oriented, such that there is appreciable space between them... Therefore the applica- 3,312,295 Patented Apr. 4, I967 ice tion of additional pressure, particularly with the proper vibration, will cause these grains to re-orient and to fit more closely together, forming a more dense structure.
  • the invention is applicable to situations Where a member is driven in tight engagement with closely packed earthen material (soil-like material rather than hard or solid rock), so that this earthen material in place is compressed, and thus conditioned to flow or extrude, but where any flow path to relief, or any cavity for receiving the flow, is inadequate, or the flow resistance too high. Some earthen clay beds exhibit these diflicult properties. It is important to recognize that my invention is unique as regards its region and purpose of application, configuration of the apparatus used and the technique of its application, and also as regards the final tightly bound situation of the pile after it is in place in the earth.
  • the invention is based upon the discovery that, in driving piling and the like, certain proble'm soils are penetrated with greater facility by a pile driven in tight engagement if the penetration element (or driving point of the pile) at the leading end or edge thereof is simultaneously vibrated against the soil and has a flow of wash fluid conducted positively thereto and periodically introduced between a vibrating face of the penetration element and the soil, and if additionally a cavity is provided in connection or association with the penetration element and with a return or discharge path or passageway for the fluid, for receiving soil displaced by the penetration element.
  • the displaced-soil-receiving cavity can be a portion of either or both the fluid introduction conduit and return or discharge conduit or pathway. It is also important to note that some soils respond particularly well to this invention if the vibration involves elastic resonance of a structure. However, in damping soils, that is, soils having high acoustic loss, the resonance Q (defined hereinafter) is very low, and thus resonance might then be reduced so far that, effectively, the vibratory performance is nonresonant in character. Useful results under such circumstances are obtaintable with the practice of the invention, even tho-ugh not so effectively as with resonance. Therefore, it must be recognized that the above mentioned combination of the recited four basic features, requirements or elements does not necessarily require resonance. However, all four requirements must be met in some form, and therefore simple vibrating a pile in the presence of fl-uid, so as to produce a slick or pappy condition on the soil surface adjacent the pile, will not accomplish the invention.
  • the earthen material structure and arrangement is sufliciently permeable to fluid to constitute the discharge path and thus to receive the return or discharge fluid and fluidized soil after the fluid has performed its function at the vibratory face.
  • the discharge path need not necessarily be an elongated conduit path in the pile structure.
  • the best explanation at the present time, and one seemingly most supported by tests, is that a sort of nonlinear cavitation, or incipient cavitation, apparently takes place in the liquid in the penetration region, adjacent the vibrating face of the penetrating member, with a resulting fiuidization of the soil in the immediate vicinity.
  • the penetrating member should have a substantial coupling face, such as something comparable in area to the cross-section of the penetration member itself. This cavitation-like phenomenon results in imparting a quality of mobility to the earthen material which has to be displaced.
  • the fluidized material then can move or extrude into the above mentioned material-receiving cavity, so that the highly compressed earthen material being crowded by the penetrating member flows or extrudes into this receiving area, and the penetrating member continues to progress through the soil in place in the earth.
  • the above mentioned incipient-type cavitation which is attained under the conditions described appears to combine the phenomenon of vibratory erosion of the earth material, vibratory mixing of the eroded mate-- rial with the liquid, and vibratory fiuidization which causes the mixed and eroded material to move on int-o the space provided for it in what may be considered an extrusion of the soil in a fluidized state.
  • this invention does not require that the introduced fluid be jetted downward for hydraulic cutting in the manner of well-known jetting processes used to cut a hole ahead of the penetration in conventional pile jetting. Conventional high pressures, or jet nozzles, are not needed.
  • This receiving cavity can take various shapes and situations within the limits of the invention, either inside or outside of the pile structure as will later appear.
  • this fluid can be air, or some other gas.
  • the fluid and the receiving cavity are so arranged that the displaced material, under high compression from the vibratory action, can easily explode into the receiving area.
  • the receiving area for the displaced material is an integral part of the upflow conduit, with the result that the displaced material is commonly brought to the surface of the ground, especially when the piling is driven quite deep, or where material recovery is desired.
  • the upflow portion of the conduit is left full of this displaced material, further aiding the binding of the pile member in the ground.
  • the earthen material around the pile remains highly compressed, so that the pile is still tightly held in the earth. This compression effect can be further enhanced by holding to a minimum the introduction of the fluid.
  • the flow of fluid can be substantial.
  • this invention is not practiced simply by driving a pile in a situation where the earth material is under a body of Water. This is not adequate for providing the necessary fluid condition at the vibratory penetrating face of the pile.
  • a conduit positively introduce a continuous flow of fluid down the pile, past the tight-fitting penetrating end thereof, and thus directly to the actual face of the pile where it is vibrating directly against the soil at the bottom end. This is true of resonant as well as nonresonant conditions.
  • the pile can thus perform the function of an element in a resonant system with or without external structure, with the consequence that the earthen material in situ becames cognizant, so to speak, of the fact that it is being worked upon by a vibratory system wherein all of the circuit requiments of resonance are met by the system itself.
  • the earth thus presents a vibratory circuit response to the bodily vibrating member.
  • the bodily vibrating member e.g., the pile
  • the bodily vibrating member is only one element of a vibration system, and does not provide the complete circuit response within itself, since it lacks necessary elastic compliance.
  • the earth then assumes the burden or function of providing an elastic compliance (capacitative) response, generally in combination with additional mass (inductive) response.
  • an elastic compliance capacitor
  • additional mass inductive
  • the earthen grains tend to vibrate randomly, being fully random as regards relative vibration between the grains. These grains can vibrate randomly relative to each other as regards direction, phase and amplitude. This results in considerable relative motion and freedom of mobility between the separate grains, with the result that they can be displaced and compacted quite easily relative to each other. Accordingly, with a moderate amount of bias, such as a force pressing the penetration member in a given direction, these grains can be made to work into more intimate contact, tumbling about and finally fitting closely in a compact mass, with the various odd-shaped grains tending to position themselves together for maximum compaction, and with the small grains fitting in between the large grains. The result then is that this sonic activation makes possible a very high degree of mobility and resulting campaction, so that the enetration member can progress with great facility into the earth.
  • sonic vibration I mean elastic vibrations, i.e. cyclic elastic deformations, which travel through a medium with a characteristic velocity of propagation. If these vibrations travel longitudinally, or create a longitudinal wave pattern in a medium or structure having uniformly distributed constants of elasticity or modulus, and mass, this is sound wave transmission. Regardless of the vibratory frequency of such sound wave transmission, the same mathematical formulae apply, and the science is called sonics.
  • mass is mathematically equivalent to inductance (a coil); elastic compliance is mathematically equivalent to capacitance (a condenser); and friction or other pure energy dissipation is mathematically equivalent to resistance (a resistor).
  • impedance is the ratio of cyclic force or pressure acting in the media to resulting cyclic velocity or motion, just like the ratio of voltage to current.
  • impedance is also equal tomedia density times the speed of propagation of the elastic vibration.
  • impedance is important to the accomplishment of desired ends, such as where there is an interface.
  • a sonic vibration transmitted across an interface between two media or two structures can experience some reflection, depending upon differences of impedance. This can cause large relative motion, if desired, at the interface.
  • Impedance is also important to consider if optimized energization of a system is desired. If the impedances are adjusted to be matched somewhat, energy transmission is made very effective.
  • Sonic energy at fairly high frequency can have energy effects on molecular or crystalline systems. Also, these fairly high frequencies can result in very high periodic acceleration values, typically of the order of hundreds or thousands of times the acceleration of gravity. This is because mathematically acceleration varies with the square of frequency. Accordingly, by taking advantage of this square function, I can accomplish very high forces with my sonic systems. My sonic systems preferably accomplish such high forces, and high total energy, by using a type of sonic vibration generator taught in my Patent No. 2,960,314, which is a simple mechanical device. The use of this type of sonic vibration generator in the sonic system of the present invention affords an especially simple, reliable, and commercialy feasible system.
  • this factor Q is the ratio of energy stored to energy dissipated per cycle.
  • the sonic system can store a high level of sonic energy, to which a constant input and output of energy is respectively added and substracted.
  • this Q factor is numerically the ratio of inductive reactance to resistance. Morevover, a high Q system is dynamically active, giving considerable cyclic motion where such motion is needed.
  • Impedance in :an elastically vibratory system, is, mathematically, the complex quotient of applied alternating force and linear velocity. It is analogous to electrical impedance.
  • the concise mathematical expression for this impedance is 21rfC
  • Elastic compliance reactance is analogous to electrical capacita'tive reactance, just as compliance is analogous to capacitance.
  • Resonance 'in the vibratory circuit is obtained at the operating frequency at which the reactance (the algebraic sum of mass and compliance reactances) become zero. Vibration amplitude is limited under this condition to resistance alone, and is maximized. The inertia of the mass elements necessary to be vibrated does not under this condition consume any of the driving force.
  • a valuable feature of my sonic circuit is the provision of enough extra elastic compliance reactance so that the mass or inertia of various necessary bodies in the system does not cause the system to depart so far from resonance that a large proportion of the driving force is consumed and wasted in vibrating this mass.
  • a mechanical oscillator or vibration generator of the type normally used in my invention always has a body, or carrying structure, for containing the cyclic force generating means.
  • This supporting structure even when minimal, still has mass, or inertia.
  • This inertia could be a force-wasting detriment, acting as a blocking impedance using up part of the periodic force output just to accelerate and decelerate this supporting structure.
  • the sonic oscillator is especially beneficial to couple the sonic oscillator at a low-impedance (high velocity vibration) region, for optimum power input, and then have high impedance (high-force vibration) at the work point.
  • the sonic circuit is then functioning additionally as a transformer, or acoustic lever, to optimize the effectiveness of both the oscillator region and the work delivering region.
  • the resonant elastic system be a bar of solid material such as steel.
  • a fluid resonator For lower frequency or lower impedance, especially where large amplitude vibration is desired, I use a fluid resonator.
  • a sonic resonant system comprising an elastic member in combination with an orbiting mass oscillator or vibration generator, as above mentioned.
  • This combination has many unique and desirable features.
  • this orbiting mass oscillator has the ability to adjust its input power and phase to the resonant system so as to accommodate changes in the work load, including changes in either or bot-h the reactive impedance and the resistive impedance. This is a very desirable feature in that the oscillator hangs on to the load even as the load changes.
  • this unique advantage of the orbiting mass oscillator accrues from the combination thereof with the acoustic resonant circuit, so as to comprise a complete acoustic system.
  • the orbiting mass oscillator is matched up to the resonant part of its system, and the combined system is matched up to the acoustic load, or the job to be accomplished.
  • One manifestation of this proper matching is a characteristic whereby the orbiting mass oscillator tends to lock in to the resonant frequency of the resonant part of the system.
  • the combined system has a unique performance which is exhibited in the form of a greater effectiveness and particularly greater persistence in a sustained sonic action as the work process proceeds or goes through phases and changes of conditions.
  • the orbiting mass oscillator in this matched-up arrangement, is able to hang on to the load and continue to develop power as the sonic energy absorbing environment changes with the variations in sonic energy absorption -by the load.
  • the orbiting mass oscillator automatically changes its phase angle, and therefore its power factor, with these changes in the resistive impedance of the load.
  • FIG. 1 is a vertical longitudinal sectional view through an embodiment of the invention showing a piling member or the like being driven into the earth, with the lower end of the piling penetrating a resistant earthen formation with the aid of the present invention;
  • FIG. 2 is a plan view of the apparatus of FIG. 1, with the suspension means removed for clarity of illustration of parts below;
  • FIG. 3 is a detailed section taken on line 3-3 of FIG. 1;
  • FIG. 4 is a view similar to a portion of FIG. 1, but showing a modification
  • FIG. 5 is a side elevational view of another form of the invention.
  • FIG. 6 is an end elevational view of the upper portion of the apparatus of FIG. 5;
  • FIG. 7 is an enlarged detail taken from FIG. 5, but with parts broken away to show in section;
  • FIG. 8 is a detail section taken on line 88 of FIG 7;
  • FIG. 9 is a section taken on line 99 of FIG. 5;
  • FIG. 10 is a section taken on line 1010 of FIG. 9;
  • FIG. 11 is a side elevational view of another embodiment of the invention.
  • FIG. 12 is an enlarged detail view, with parts broken away, of the lower end portion of the pile of FIG. 11;
  • FIG. 13 is a section taken on line 1313 of FIG. 12;
  • FIG. 14 is a section taken on line 1414 of FIG. 12;
  • FIG. 15 is a side elevational view of another piling in accordance with the invention, parts being broken away to show in section;
  • FIG. 16 is an enlarged longitudinal sectional view of a portion of the piling of FIG. 15;
  • FIG. 17 is a view similar to FIG. 16, but showing a modification
  • FIG. 18 is a side elevational view of another embodiment of the invention, portions being shown in section;
  • FIG. 19 is a longitudinal sectional view of a portion of the piling of FIG. 18;
  • FIG. 20 is a bottom plan view of the piling as seen in FIG. 19, taken in accordance with the arrows 2020 in FIG. 19;
  • FIG. 21 shows the lower end portion of a modified piling, the view being in longitudinal section
  • FIG. 22 is a detail sectional view showing a modification of the shoe on the piling of FIG. 21;
  • FIG. 23 is a view similar to FIG. 22, but showing another modification
  • FIG. 24 is a plan view of a sheet piling in accordance with the invention, showing in phantom lines additional pilings connectable to the piling primarily illustrated;
  • FIG. 25 is a view taken in accordance with the arrows 2525 of FIG. 24.
  • FIG. 26 is a view taken in accordance with the arrows 2626 of FIG. 24.
  • numeral 10 designates generally the earth bore or space made by driving the earth penetration element to be presently described into the earth, and in such case the bore may be of a normal diameter substantially that of the bottom of the pile or mandrel itself.
  • Numeral 11 designates generally the earth penetration element, in this instance a tubular elastic pile or mandrel, com-posed of a good elastic material such as steel, and which has been driven so as to form bore 10.
  • the pile 11 may be of considerable length, and wherever the depth of installation is so great that a single-piece pile would be impracticable, the pile may be made up in a number of sections screwthreadedly joined to one another as will be understood without necessity of illustration herein.
  • a central feed bore 12 extends longitudinally through pile 11, and mounted therein may be one or more check valves 13, arranged to pass fluid in a downward direction.
  • each check valve comprises a valve ball 14 adapted to seat upwardly on a seat ring 15 and confined by suitable cage means, here in the form of a cross pin 16 fitted across valve sleeve 17.
  • suitable cage means here in the form of a cross pin 16 fitted across valve sleeve 17.
  • the bore 12 through the pile is preferably radially enlarged at the lower end, so as to form a cavity 18.
  • a fluid material feed hose 20 is coupled to the upper end of mandrel 11, so as to feed the bore 12, and will be understood to lead from a suitable source of fluid supply, such as a pump, not shown.
  • pile 11 may be provided with an external piston 22, which works in an air cylinder 23, having a bottom wall 24 slidably surrounding and pressure-sealed, as at 25, to the pile 11.
  • the piston 22 is airs'ealed to cylinder 23, as at 26.
  • the cylinder space 27 below piston 22 is supplied with air under pressure via an air hose 28.
  • the air pressure maintained in space 27 is suflicient to act as an air spring for support of the pile 11 and auxiliary equipment connected thereto.
  • Cylinder 23 has a pair of eyes 30 suspended through links 31 from the arms of a hanger 32 hung, in turn, by means of a cable 33, from any suitable lowering and hoisting gear such as is conventionally used in connection with derricks, cranes, etc., not shown.
  • a sonic wave generator is coupled to the upper end of the pile 11.
  • this generator is an orbiting mass oscillator such as described hereinabove, and disclosed in my Patent No. 2,960,314.
  • the generator 4i) is in two parts 40a and 40b secured rigidly against opposite sides of the upper end of the pile 11 "by bolts 41. It will be understood that these parts 40a and 40b coact through the upper end of pile 11 so as to act as a unitary wave generator.
  • Each of members 40a and 40b comprises a housing embodying a cylindrical wall 44 forming a circular raceway 45'.
  • Two side plates 48 engage opposite edges of each circular side wall 44, and form with wall 44 a cylindrical chamber in which is confined an orbital.
  • the rotor 49 is of a diameter substantially smaller than that of the raceway 45, and is adapted to roll therearound in an orbital path, exerting a centrifugal force on the wall 44.
  • the rotor 49 is driven in this fashion by a jet of air or other fluid under pressure introduced tangentially of the raceway via a nozzle bore 50 supplied by pressure air hose 51. Spent air escapes via ports 54 in side plates 48.
  • the two inertia rotors are driven in opposite directions of rotation.
  • the two rotors are phased to run in synchr-onism with one another. That is to say, they are always at corresponding points of their respective orbital paths. and, by virtue of their opposite directions of orbital motion,'theym0ve laterally in opposition to one another. Accordingly, the vertical components of the force exerted by the rotors on the generator housings, and thence on the mandrel 11, are in phase and additive, while the horizontal force components are equal and opposite and cancel.
  • the fluid pressure driving the rotors may be made such that the number of circuits per second taken by the rotors around their raceways is in the range of the resonant frequency of the pile 11 for a mode of longitudinal standing wave vibration of the mandrel, usually the half-wavelength mode.
  • the standing wave is characterized by the two half-length portions of the mandrel alternately elas tically elongating and contracting with the midpoint of the mandrel experiencing a velocity node or pseudo-node of the standing wave, i.e. having a minimum vibration amplitude, and the two end portions experiencing velocity antinodes, i.e. vibrating in directions longitudinal of the rod at maximum amplitude.
  • the two rotors 49 have random phase relations. Very shortly, they chance to come into such phase Thus they move up and down together relations as to cooperate, or be additive, to a degree in vertical motion (longitudinally of the nod). When that occurs, a component of vertically oscillating force is exerted on the generator housing, and therefore on the upper end of pile 11, and if the frequency is in the range of fundamental resonance, the pile will tend to vibrate, possibly only feebly at first, in an approximation to the desired half-wave standing wave mode.
  • the resonantly vibrating pile tends'to vibrate at a frequency just under peak resonance frequency for the pile, and this controlled vibration of the pile backreacts on the rotors to hold them both at the frequency of vibration of the pile, and to bring them into synchronism with each other.
  • the amplitude of the standing wave increases to maximum, and performance of the orbiting mass oscillator then has all the advantages mentioned in the introductory part of the specification. If the frequency of the two rotors is not in the resonance range, then the pile will vibrate primarily as an untuned mass reactance.
  • the check valves 13 in the bore 12 of the vibrating pile 11 then aid the pumping of the fluid downwardly through said bore 12 to be dischargedat 60 at the lower end of pile 11.
  • the pumping action occurs in accordance with a sonic pumping process disclosed in my Patent No. 2,444,912, the only difference being that in the patent, the check valves open upwardly, and the liquid is pumped upwardly.
  • the check valves open downwardly, and pumping is in the downward direction.
  • fluid immediately above the ring is displaced by the latter, and moves through the ring by momentary suction from below the ring owing to the elevation of the ring. The ball at this time is unseated.
  • a void created below the ring as the ring rises is filled with fluid owing to fluid above the ring being displaced by the ring.
  • the ring moving with an acceleration greater than gravity, seats against the check valve ball, and the fluid is propelled downwardly.
  • Springs may be used to bias the check valve balls to seat normally on the seat rings, but have been found to be generally unnecessary.
  • the fluid thus pumped down through pile 11 fills in the bore 10 below the pile, as at 60 and is conducted to the vibratory lower end face 61 of the pile simultaneously with the vibration of the pile, being admitted below the face 61 on each cyclic upstroke of the lower end portion of the pile.
  • This liquid acts to erode the soil below the pile, forms a mixture with the soil, and thus further fluidizes and increases the mobility of the soil.
  • This fluid may rise in the bore hole in the slight or narrow space or passage between the pile and the surface of the bore 10, its upward flow being facilitated by the fact that the pile decreases in diameter on each cyclic elastic elongation as it vibrates in its longitudinal standing wave mode.
  • a discharge passage is cylically opened up, and liquid and fluidized soil may thus rise in this passage to the ground surface, or, alternatively, to some pocket or indentation area of reception in the bore hole, or to an area of porosity or permeability along the bore hole which is capable of receiving the flow, or otherwise.
  • the portions of the vibrating pile 11 contacting the body of fluid injected at 60, underneath the pile, and those which are in contact with the inner surface of the earth surrounding the pile 11 radiate sonic waves or vibrations which travel through the fluid to and into the surrounding soil.
  • the fluid usually has an acoustic impedance inter mediate that of the pile and that of the soil, and helps match the two for effective transmission of sonic energy from the pile through the fluid and into the soil.
  • the fluid is injected into the bore in vibratory pulses. These pulses generate intermittent sonic or compressional waves which are transmitted to the soil, and cause intermittent penetration of fluid, and which result in further mixing of fluid and surrounding soil into a slurry.
  • the piston-like action of the lower end of the pile operates, on each downstroke, to impact the fluid in the bore hole, to force it cyclically outward against the wall surfaces of the bore hole, and to pump the slurry up the narrow annulus around the pile.
  • the vibratory piston-like action of the lower end of the pile also radiates sonic vibrations which are transmitted around the lower end of the pile and up the slurry around the pile, thus activating this slurry.
  • the vibration in the pile results in a vibratory shear coupling between the side surfaces of the pile and the slurry, by which acoustic vibrations are radiated into the slurry. This vibratory action will be seen to occur directly at the interface between the pile and the slurry.
  • the various vibratory and/or sonic actions described cooperate to impact the slurry, and to drive it cyclIcally against the soil, accompanied by transmission of vibrations to and into the soil, with the effect of providing the fluidizing of the soil as well as the slurry.
  • the sonic action may involve the additional effect (depending upon the soil) of driving the water and/or slurry into the fluidized soil, so that the latter receives fingers or runners r of the slurry, such as is well illustrated in FIG. 1.
  • the vibratory action thus erodes and mixes the soil into a slurry with the fluid, and this slurry, indicated at 1, then forcibly flows or extrudes, under substantial pressure as heretofore explained, into the material-receiving cavity 18 at the lower end of the pile, as well as across the vibratory end face 61 of the pile to the flow conduit afforded by the narrow annular cyclically opening space around the pile, as heretofore described.
  • This narrow annular outside space is seen in FIG. 1 to have enlarged into a permanent material-receiving cavity C in a region where the earth is either porous, or subject to large compression or compaction.
  • the cavity C is shown in FIG. 1 as filled with the fluidized earth material or slurry 7.
  • Such a cavity c can be large enough in some cases to receive the entirety of the soil necessarily removed from beneath the pile.
  • the soil slurry can be caused to flow up the passage formed around the pile all the way to the ground surface. This flow can, in some cases, actually elastically expand the bore hole, and thus open up the passage for freer flow.
  • a further advantageous step is to fluctuate the pressure of the air entering the pipe 51 to drive the vibration generator, so as to cause a fluctuation in frequency.
  • a pile of the type here illustrated is relatively heavy, and will often be sufliicently heavy to provide its own downward biasing force.
  • additional mass loading may be added to the upper end of the pile.
  • a heavy annulus not shown, can easily be mounted on the upper end of the pile 11, around the feed pipe 20.
  • the pile will fit fairly snugly within the soil.
  • An enlarged head or cap 62 (FIG. 4) can be tightly fitted onto the lower end of the pile.
  • This cap in place on the pile, forms a bore hole of somewhat larger diameter than the pile, and therefore a larger annulus for upflow of the slurry, as indicated at 65 in FIG. 4.
  • fluid w is supplied from the source through hose connection 20 and on into fluid passage 12 from where it is delivered to the vibrating face 61 of the pile 11 at the lower end. This fluid is carried past the cavity 18 at the lower end and on across the face 61 at the lower end and then up the narrow annular space around the outside of the pile or mandrel member.
  • the vibrating pile and its fluid introduction conduit fulfill the first two requirements of the invention.
  • the third requirement specifically the soil receiver, is provided by the cavity 18 at the lower end, and/or by an earth indentation cavity space such as c.
  • an earth indentation cavity space such as c.
  • soil receiver space in the thin annulus around the outside of the pile or mandrel member. This space may be very thin, in some cases, opening cyclically by the Poissons ratio effect mentioned above, and so admitting soil slurry.
  • the annulus may thereby gradually enlarge to receive more soil, and enlargement can also occur by erosion, or by elastic or inelastic compaction.
  • the annulus 65, above the head 62 is large and capable of functioning as a large soil-receiving cavity.
  • the fourth requirement is met by the flow space around the outside of the pile, as just discussed, which may thus function as a flow path and also as a displaced soil receiver, at least in part.
  • the annulus 65 of FIG. 4 is large in cross-sectional area, and constitutes both soil receiver and discharge flow path.
  • the cap member 62 tends to generate an oversized annulus in the ground so that there will be a substantial flow path for the return or discharge flow.
  • an adequate return or discharge flow sometimes does not necessarily require the cap memer, notwithstanding an initial tight fit of the pile in the ground, because an adequate flow conduit can be provided in oher ways.
  • certain soils are sufficiently porous so that much of the return flow or discharge flow is taken up by the soil itself. This latter case is particularly advantageous when it is desired to have maximum tightness of engagement of the pile memher in the soil. Under this latter condition the situation is met by having a minimum flow rate of introduced fluid, so that there is a minimum amount of fluid needing discharge from the system.
  • this cavity space is a porous structure containing voids, or a caved-in open space. In either case, there is a soil receiver in flow path communication with the soil of the lower end of the pile. This latter technique is especially valuable in situations where the difficult zone met by this invention exists in only a shallow thin-layer zone through which the pile member must penetrate.
  • additional flow space and soil receiver space can be provided, and is useful for soils having a natural adhesion to the pile, by using the above mentioned cap piece 62 which tends to make the hole somewhat oversized.
  • a frequency can be selected for the vibration generator rollers so as to cause the pile :member to go into a lateral vibration, or in other words to have a lateral component of vibration superimposed mpon the longitudinal component.
  • This lateral compoznent tends to generate an annular space around the outside of the pile during the driving operation.
  • the :soil can be made to compact back against the pile by vibrating the pile for a short time after the flow of fluid injected in accordance with this invention is turned off.
  • FIGS. 5-10 show another system for driving a plural pipe combination down into the soil.
  • a horizontal crossbeam 112 which may comprise an elastic steel pipe, is supported as by a conventional boom, cable and sling, not shown, and projecting downwardly from the center region of the underside of this beam or pipe 112 are two hollow elastic rods 113 and 113a, spaced horizontally and longitudinally of the beam.
  • the rods 113 and 113a are screwthreaded at the top into a mounting block 114 that is firmly supported under and against the underside of pipe 112 by a suitable hanger 115 (FIGS. 5 and 6).
  • the lower ends of rods 113 and 113a are capped, as indicated at 116, and the rods are equipped with spaced sound wave radiator fins 117.
  • Mounting block 114 has a water inflow passage 118 communicating with the interior of hollow rod 113, and a water supply hose 119 is coupled to this passage.
  • Mounting block 114- also has a water outflow passage 118a, to which is connected a discharge hose 119a.
  • the hollow rods 113 and 113a are furnished along their lengths with water flow openings 120, directed generally toward each other, i.e. in the directions of flow paths through the soil therebetween.
  • the orifices are thus preferably directed generally inwardly, or towards one another, so that the water flow issuing from the one rod 113 impinges on the soil between the two rods 113 and 113a mixes with this soil, and the resulting slurry then flows into the openings 120 in the other rods 1130.
  • the rods 113 and 11311 may be composed of elastic material, as steel, and longitudinally-directed resonant standing vibration may be set up in the two rods during operation for the preferred practice of the invention.
  • a half-wavelength standing wave diagram is depicted immediately to the right of the rods 113 and 113a in FIG. 5, and it will be understood that the width dimension of this diagram represents the vibration amplitude at corresponding points along the rods 113.
  • Velocity antinodes occur at the top, as at V, and nodes N occur at the midpoints.
  • a longitudinal standing wave can be induced to occur in each of the two rods 113 and 113a in various ways, but I prefer to accomplish this purpose by producing a lateral standing wave, of one full wavelength, in the tubular beam 112.
  • a standing wave is represented in the diagram immediately above the beam 112 in FIG. 5, and it will be seen that velocity antinodes V occur at the two ends of the beam, and at the mid-point.
  • the illustrative generator 130 shown for this purpose in FIGS. 9 and 10 is substantially that more fully disclosed in FIGS. 5-9 of my prior Patent No. 2,960,314, issued Nov. 15, 1960.
  • This generator 130' has a cylindrical housing 131, which is received into cylindrical beam 112 and fitted tightly in a circular aperture 132 in one side of the latter. Air under pressure introduced to the generator via conduit 133 and passage 134, flows through passages 135, and is discharged tangentially, via passages 136 (FIG. 10') into a cylindrical chamber 137 containing an inertia rotor in the form of a steel disk 138, of smaller diameter than the chamber. This air so introduced into chamber 137 impingeson disk or rotor 138, and drives it rapidly around the raceway formed by periphery of chamber 137. Spent air escapes through ports 139, and thence via the large opening provided at 140.
  • the orbital or spin frequency of the rotor 138 may be governed by regulation of the pressure of the air supplied to air conduit 133. This air is supplied via acoupling means at 142 and an air hose 143 leading from any pressure-controllable source of supply, not shown. By suitable regulation of this air pressure supplied to generator 130, the spin frequencvof the inertia rotor may, if desired, be caused to approximate the resonant standing wave frequency of the beam 112 for the mode of lateral standing vibration represented in the diagram above the beam in FIG. 5.
  • the center region of the beam 112 is acoustically coupled to the upper ends of the hollow rods 113 and 113a, and alternating forces of large magnitude are applied from the center region of the beam 112 to the upper ends of the rods 113 and 113a, in directions longitudinally of said rods.
  • the rods 113 and 113a which for such purposes are of elastic material, are best given lengths corresponding to a half-wavelength for a longitudinal wave in the material of the rods, at the frequency of resonant lateral vibration of the beam 112. Longitudinal resonant standing wave vibration is thus produced in the rods 113 and 113a.
  • the vibrating rods 113 and 113a may simply be bodily reciprocated in a vertical direction, through any desired stroke distance, during the operation of the system. This may be accomplished by alternately elevating and lowering the beam 112 by its suspension means. This bodily reciprocation may be at a different frequency (usually much lower) from that of a sonic standing wave frequency in the rods.
  • the pipes 113- and 11311 may be bodily vibrated by the beam 112 while the latter undergoes lateral elastic standing wave vibration. This is accomplished by having the resonant frequency for lateral standing wave vibration of the beam differ materially from the resonant frequency for longitudinal standing wave vibration of the pipes 113 and 113a.
  • I can have a resonant system, such as mentioned hereinabove, where the added elastic structure 112 contributes both elastic compliance reactance and added mass reactance, in amounts to cause the combination of pipes 113 and 113a, together with beam 112, to be resonant at some frequency governed by the condition that all mass reactances taken together be equal to all elastic compliance reactance of the structure at the operating frequency of the vibration generator.
  • the two finned rods 113 and 113a subjected to longitudinal vibration by the lateral vibration of the beam 112, penetrate into the soil when their lower ends are engaged with the ground, and all or part of the weight of the rods and the beam 112 is imposed thereon as a downward bias force.
  • fluid is circulated to and down the rod 113, is ejected from the openings 120 therein, and impinges on the soil between and around the rods, including the lower region thereof.
  • the soil is fluidized and formed or combined into a slurry by the sonic fluidization effect of the sound waves radiated by the fins 117, together with the eroding effect of the fluid discharge from the vibrating rod 113.
  • the soil-receiving space or cavity can be afforded in various ways.
  • the walls of the soil in which the rods are being driven are sometimes porous, permeable, or compressible, thus affording space for receiving soil.
  • the upflow pipe is of large cross-sectional area, and affords a space of large volumetric displacement for receiving the soil. The spaces between the fins are also very adequate in many cases.
  • the upflow pipe 113a functions as the final discharge conduit.
  • FIGS. 1114 show a form of pile or mandrel having features of similarity to the configuration of FIGS. 5-10, in that it 'has a downflow or introduction conduit for the injected fluid which runs alongside or parallel to the upfiow or return conduit.
  • the conduits are embodied within a single structure such as might be made by closing in the two open faces of an H-beam, as shown.
  • the pile illustratively consists of an -H- beam 150, with welded-in side walls 151 converting the H-beam into a box-beam, with a central web 152, so that the H-beam then provides a pair of parallel fluid flow conduits 154 and 155.
  • Fluid inflow and discharge hoses 156 and 157, respectively, are coupled to the top end of the pile, in communication with conduits 154 and 155, respectively.
  • FIGS. 11-14 A main difference between the embodiments of FIGS. 510 and FIGS. ll-14 is that in the latter the conduits are embodied within a single beam or pile-type member, A second difference is that, in the preferred form of FIGS. 11-14, the cross-flow of fluid from the introduction conduit to the discharge conduit takes place only at the bottom end. This is for maximum delivery of fluid to the lower vibrating "face in the penetration region, Moreover, this cross-flow of fluid, maximized in the re.- gion of the vibrating face, very greatly maximizes the carrying power of the fluid as it carries the displaced material away from the region where it extrudes from its original location owing to high compression under which it is placed by the intruding action of the lower portion of the pile.
  • a notch 158 is preferably provided in the central web, at the bottom. This notch joins adjacent portions of the lower end regions of the two conduits 154 and 155 to provide an initial space or pocket 159 into which the displaced soil material can flow in its very first travel from its place in the earth from which it is initially displaced.
  • the notch 159 forms a pocket very similar to the initial displacement receiver pocket 18 shown in FIG. 1.
  • Such a material-receiving cavity, in immediate proximity to the position of initial displacement or extrusion of the soil, is highly beneficial with some soils, which tend to extrude or be displaced into this pocket to a large extent by the sonic fluidization effect arising solely from the.
  • the injected fluid has the further functions and effects described fully in connection with FIG. 1, acting between the lower faces of the pile and the soil, and on the soil material being loosened and displaced into the pocket,-to further fluidize the soil and turn it into a slurry which can flow readily up the upflow conduit 155.
  • An immediately accessible flow-receiving cavity will be seen to be provided bythe embodiment of FIGS. l-4, as well as by that of FIGS. 11-14.
  • FIGS. l'l-14 The pile of FIGS. l'l-14 is shown to be vibrated by a vibration generator or oscillator 162 engaged with the top of the pile, and of a nature similar to that of FIGS. l-3.
  • the only necessary modification is that the hole going through the oscillator, which is gripped by bolts41, as shown in FIG. 2, is of square rather than round crossinvention.
  • FIGS. 11-14 Suspension is by a hoisting cable 164 attached to the upper end of the pile.
  • the air cushion device of FIGS. 1-3 is not shown in FIGS. 11-14, as it is not always essential, but can be added if desired.
  • FIGS-15 and 16 is shown a cylindrical pile 170, in this instance composed of pre-cast concrete, which has a fluid conduit embodied therein, in this case a pipe 171 extending longitudinally through the pile along the longitudinal axis thereof, and which is preliminarily cast into the pile.
  • This pipe has the advantage of providing a 'certain amount of longitudinal reinforcing for the pile.
  • the upper end of this pipe 171 is shown in FIG. 16 to project somewhat above the upper end of the pile 170 and to have its upper end conveniently accessible for reception of downwardly extending portion 172 of an elbow 173 receiving fluid from a suitable source, not shown.
  • a suitable seal is provided at 174, so that when the elbow 173 is forced down, this seal 174 makes a fluid-tight contact with the inside of the pipe 171.
  • Elbow 173 is introduced through a side window 175 in an adapter tube 176 cast in place in the upper end portion of the pile.
  • the adapter tube 176 also mounts the vibration generator or oscillator 177, which again may be of the type fully shown and described in connection with FIGS. 1-3, and the upper end of the tubular member 176 is closed by a plate 178, to which is connected suspension means 179.
  • conduit pipe 171 discharges into a material-receiving cavity or pocket 180, quite similar in function to those heretofore discussed in connection with the embodiments of FIGS. 1-4 and 11-14.
  • optional lateral outflow conduits or passageways are I formed in the lower end portion of the pile, leading outwardly from the pocket 180 through the sides of the pile.
  • FIG. 17 is a view showing a pile similar to that of FIGS. 15 and 16, excepting that two conduits are cast in the pile.
  • the pile in this case is indicated at 182, and has at its lower end a cavity or pocket 183.
  • a tubular member 184 At the top is a tubular member 184, which will be understood to be like the tubular member 176 of FIGS. 15 and 16, and to carry at the top a vibration generator such as illustrated in FIG. 15.
  • Two conduits 186 and 187 are cast in the pile, side by side, one being fed from an elbow 188 at the top, in a manner similar to that of FIG. 16, and the other having a discharge elbow 189 leading out laterally from the upper end portion of the pile, and to which may be coupled a discharge hose.
  • the pile is shown with optional lateral discharge passages 190.
  • the conduit 186 supplies fluid, and the cavity 183 receives fluidized soil, for mixture with the supplied fluid, as earlier described in connection with other embodiments of the
  • slurry is discharged via the upflow conduit 187.
  • Some of the slurry can discharge via the passageways 190, and it is an advantage that some of the soil can thus be discharged in the space around the pile, where it subsequently can contribute towards tightness of fit of the pile in the final bore hole.
  • FIGS. '18 and 19 show a tubular elastic metal pile 280 comprising a long tube 201 and a smaller diameter conduit 202 mounted therein by means of webs 203.
  • a vibration generator 285 like that illustrated and described in connection with FIGS. 1-3.
  • a fluid inflow pipe 288 is coupled to tubular member 201 near the upper end of the latter, and thus opens into the annulus 209 between the tubular member 201 and the conduit 202, said annulus 289 thus being the inflow fluid conduit.
  • breaker bars 212 Welded within the bottom end of the outside tubular member 201 of the pile are crossing breaker bars 212, here shown as provided with V-shaped lower edges 213.
  • the lower end of the upflow conduit 202 terminates a little above these breaker bars 212, and it will be seen that the largest cross-section of the total flow area within the lower end portion of the tubular member 201 is in the region between the lower end of the inside conduit 202 and the upper edges of the breaker bars.
  • an expansion area or zone 215 occurs in this region, above the spacer bars.
  • the displaced-soil-receiving space in this embodiment of the invention, is largely in this region 215, above the breaker bars.
  • a primary function of the breaker bars in addition to their purpose in providing this expansion region 215, is to break and separate the larger pieces of earth extruding or breaking free from the earth region immediately below, so as to break these pieces of earth into smaller portions and thus facilitate mixing with the introduced fluid and the production of a slurry such as can readily circulate up the outflow conduit 202, Since the principal fluid in flow is downwardly from the annulus 20 9, the displaced soil tends to move upwardly into the region immediately above the crossing portions of the breaker bars; and it will be seen that this material in this region is in position to be swept and carried upwardly by the fluid entering into the central conduit 2112. The latter is of ample cross-section to carry away large quantities of displaced material.
  • FIG. 21 shows the lower end portion of a pile 219' generally similar to that of FIGS. 18 and 19 (identical, if desired, in the portions broken away in FIG. 21) but with certain advantageous modifications as will now be described.
  • the pile comprises an outside tubular member 220, and an inside tubular conduit 221, the members 220 and 221 being spaced by an annulus 222 which serves as a fluid downflow conduit.
  • Tubular members 220 and 221 are joined to a drive shoe 224 at the bottom.
  • the drive shoe 224 is of the same diameter as the pile tube 220 at the bottom, so as to form an extension thereof, and has a reduced diameter portion 226 extending a short distance up into tube 220 and around the lower extremity of tube 221, so as to fill in the annulus therebetween.
  • Fluid from the downflow annulus 222 passes through passageways 230 in the shoe 224 and opens inside the shoe via ports 231 located in a venturi-like, inwardly convergent mouth 232 formed in the shoe 224.
  • breaker teeth 234 Welded in place around the outer portion of the month 232 are breaker teeth 234, adapted to function in breaking up the earth material separated from the soil, and also to provide a somewhat sudden change or oifset in cross-sectional area of the mouth 232 at the level just above these teeth.
  • the conical or upwardly convergent entrance mouth 232 causes the upflow velocity of the mixture of displaced soil and fluid to increase as it moves upwardly inside thereof to the upflow conduit 221.
  • FIG. 22 shows a modification of the embodiment of FIG. 21, wherein corresponding parts are identified by like reference numerals, but with the subletter a added lnthe case of FIG. 22.
  • the shoe 224a differs from that of FIG. 21 in having a more divergent mouth 232a, leading to a shoulder 240 which provides ail-enlarging offset in the flow path.
  • the shoulder 240 is a place of extrusion of the material compressed by the highly convergent mouth 232a, and it affords a configuration leading to sudden expansion of the displaced material soon after leaving its initial position in the earth.
  • the space above the shoulder 240 functions as an initial expansion receiver somewhat in the same manner as that above the breaker bars and breaker teeth in preceding embodiments.
  • the earth material is initially placed under compression by the'pressure of the pile, or of the shoe on the lower end of the pile, causing the material to extrude; and immediately after this extrusion and beginning upflow, the material is caused to go into a region of sudden expansion, such as above the breaker bars in the embodiment of FIGS. 18- 20, or above the shoulder 240 in the embodiment of FIG. 22. Above this shoulder 240', the material is picked up very readily by the upflowing fluid and is easily carried out.
  • FIG. 22 also shows the shoe 224a as formed on a larger external diameter than the pile 219a which is an advanage with certain types of soil materials. It provides, as will be obvious, a larger annulus space for upflowing material around the outside of the pile, as described initially in connection with FIG. 4. The additional space provided around the outside of the pile also reduces skin friction and thus reduces resistance to penetration.
  • FIG. 23 shows a modification of FIG. 21, the lower extremity of the outside tubular pile member being here designated at 220]), and a shoe on the lower end thereof at 22412.
  • the pile member 22% may, excepting for the shoe, be like that of FIG. 21.
  • the upper portion of shoe 22% is generally like the shoe 224 of FIG. 21, but instead of having a convergent throat leading into tube 22 1b, the shoe 224k has a bore 250 leading without reduction to the bore of conduit 22112; and the outside of the Y shoe is tapered downwardly to form an exterior conical face 251.
  • Fluid from the annulus above passes through passageways 23% and is discharged inside bore 250, which acts as a soil-receiver space, and also as the passageway by which water is discharged at the bottom to the soil, as well as fed past the rim 252 of.
  • the exterior conical face 251 displaces, compresses and com- "pacts the soil material radially outward, aided .by the fluid fed against the soil and past the rim 2-52 to the face 251.
  • the soil within the outline defined by the rim. 25 2 is not in this case compressed, and, upon fluidization by the joint action of the vibrations and the fluid fed thereto, rises easily into the pocket or soil-receiving space formed within the shoe by the bore 250', where it is more thoroughly mixed with the infiowing water, and from which it is then picked up and transported up the central pile conduit 221b by the fluid flow rising therein.
  • FIGS. 24-26 inclusive, showing application of the invention to commonly known sheet piling.
  • the invention is illustratively shown in the present instance as applied to a sheet pile 300' of Z-shape in cross-section.
  • the pile has an intermediate web 301, a flange 302 at one edge of the latter bent in one direction therefrom, and a somewhat wider flange 303 at the other edge, bent in a direction opposite to that of the flange 302.
  • The'flanges 302 and 303 have at their longitudinal edges knuckle joint elements 304' and 305, respectively, of well-known conventional form, by which similar Z-shaped piles, indicated in phantom lines at 300',
  • the Z-shaped pile is of elastic material, and capable of supporting longitudinal vibratory action, either resonant standing wave 22 vibration, or bodily vibration, as discussed in connection with the various forms of piling considered hereinabove.
  • a vibration generator for generating longitudinal vibra- V tions of the pile is designated generally at 310.
  • This generator 310 is similar to the vibration generator used in the embodiment of FIGS. 1-3, excepting for the fact that the generator rotors 311 and the raceways 312 in which the latter are confined are placed in a single body 314, rather than divided into two halves, as in FIGS. 1-3.
  • the generator housing 314 is at the upper end of a large clamp device 3120 adapted for clamping engagement with the upper edge portion of the pile web 301.
  • the clamp 320 includes, first, a clamp arm 322 depending from generator housing 314, and formed with gripping serrations 3 23 adapted for biting engagement with the upper edge portion of the pile web 301, as clearly shown in FIG. 26.
  • arm 322 Opposed to arm 322 is a depending arm 328, containing an aperture 329 in which is slidably fitted a horizontally movable clamping cylinder 330.
  • the forward end of this clamping cylinder 330 is engageable with thepile web 301 in opposition to the clamp arm 322, and it may be provided with gripping serrations such as indicated at 333.
  • a stationary piston 335' Inside cylinder 330 is a stationary piston 335', provided with a reduced stem 336 which protrudes through the outer end of the cylinder 3-30 and is fixed by pin 338 in clamp arm- 328, as clearly illustrated.
  • air under pressure is admitted to cylinder chamber 340 via an air hose 341.
  • FIG. 25 shows the web 301 of the pile as provided at its lower edge with a centrally located V-notch 346, which is useful in assuring fluid circulation to both sides of the pile, and
  • the drawings show also an upflow pipe 347 for return or discharge of fluid, leading from the lower end of the pile to a point near the top thereof.
  • the upflow pipe 347 is an optional feature, not necessary in all instances. When used, it may be placed as illustrated, against the pile web 301, on the opposite side thereof from the downflow pile 344, and, as here shown, near the opposite edge of the pile web 301 from the downflow conduit 344. This 10- clamp, and the vibration generator then operated to longitudinally vibrate the pile.
  • the longitudinal vibration may be resonant, desirably, either with standing wave resonance, or bodily resonance, or may be simplyvibrated bodily without resonance, as discussed earlier in connection with other types of pile.
  • the pile 300 has at its lower end a relatively narrow soil-engaging and displacement face, though the total cross-sectional area of this displacement face may be fairly substantial in some cases. In easy soils, the pile penetrates readily by virture of the vibratory action established by the operation of the generator. Upon encountering problem soils, however, such as discussed preliminarily, fluid, such as water, from a suitable source, not shown, is pumped down the downflow pipe 344 while the pile is being vibrated against the soil.
  • the water is supplied adjacent the lower edge of the pile, which is the impacting and soildisplacement end face thereof, and this fluid, thus supplied 23 to this vibrating face of the pile, by the same phenomena discussed hereinbefore in connection with earlier forms of the pile, causes the soil to fluidize, mix with the injected fluid, and then flow upwardly as a fluid and soil slurry.
  • the pocket 346 facilitates movement of .the fluid from the downflow pipe 3 i on one side of the pile web 301 to the opposite side thereof, and also serves to accept extruded soil displaced by the vibratory action of the lower penetrating end or edge of the pile, affording a small zone wherein additional mixing of the soil and injected fiuid can take place.
  • a sheet metal pile has a very large surface area for its cross-sectional area, and this large surface area facilitates discharge of the fluid and soil slurry up along all surfaces of the pile in what may often be a relatively thin film.
  • the discharge path or passageway so afforded is entirely adequate.
  • the slurry may thus fiow from the lower end of the pile entirely to the ground surface, or the flow may rise to more permeable soil regions and thus be absorbed within the side walls of the earth structure about the pile rather than rising to the ground surface.
  • the soil structure may often contain fractured or fissured formations capable of accepting large volumes of flow, and these may thus in some cases supply the discharge path as well as the ultimate soil-receiving space.
  • the method of vibratory driving of a longitudinally extended penetrating element having a penetrating end with a vibratory impacting end face into granular media for piling and the like that includes:
  • said fluidizedsoil-receiving cavity comprises an indentation in the media formed to the side of said member.
  • While said vibrations are maintained simultaneously conducting a wash fluid in a flow path extending to and then away from the impacting end face of the vibrating penetrating end of said member, with a fluidized-soil-receiving cavity included in the portion of said flow path extending away from said impacting end face.
  • said member comprises an elongated hollow stem with a fluid passage extending therethrough, and wherein the part of said flow path to said impacting end face comprises said fluid passage.
  • an elongated, longitudinally vibratory penetrating member adapted for longitudinal penetration into granular media, said penetrating member having a vibratory, media-engaging and -displacing penetrating end part adapted to make a tight fit with the media displaced thereby, and said end part having a media-engaging and -displacing end face;
  • conduits are concentric, one inside the other, in relation to one another.

Landscapes

  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
US489652A 1965-09-23 1965-09-23 Method and apparatus for fluid injection in vibratory driving of piles and the like Expired - Lifetime US3312295A (en)

Priority Applications (5)

Application Number Priority Date Filing Date Title
US489652A US3312295A (en) 1965-09-23 1965-09-23 Method and apparatus for fluid injection in vibratory driving of piles and the like
GB41248/66A GB1162686A (en) 1965-09-23 1966-09-15 Method and Apparatus for Vibratory Driving of Piling or the Like into Soil or earth-like Granular Media
DE19661634267 DE1634267A1 (de) 1965-09-23 1966-09-19 Verfahren und Vorrichtung zum Eintreiben langgestreckter Koerper in koerniges Medium in deren Laengsrichtung
NL6613297A NL6613297A (cs) 1965-09-23 1966-09-21
BE687240D BE687240A (cs) 1965-09-23 1966-09-22

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
US489652A US3312295A (en) 1965-09-23 1965-09-23 Method and apparatus for fluid injection in vibratory driving of piles and the like

Publications (1)

Publication Number Publication Date
US3312295A true US3312295A (en) 1967-04-04

Family

ID=23944715

Family Applications (1)

Application Number Title Priority Date Filing Date
US489652A Expired - Lifetime US3312295A (en) 1965-09-23 1965-09-23 Method and apparatus for fluid injection in vibratory driving of piles and the like

Country Status (5)

Country Link
US (1) US3312295A (cs)
BE (1) BE687240A (cs)
DE (1) DE1634267A1 (cs)
GB (1) GB1162686A (cs)
NL (1) NL6613297A (cs)

Cited By (18)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3354968A (en) * 1965-10-22 1967-11-28 Jr Albert G Bodine Sonic method and apparatus for casing driving utilizing sonic amplitude boosting
US3360056A (en) * 1965-12-06 1967-12-26 Jr Albert G Bodine Lateral sonic vibration for aiding casing drive
US3394766A (en) * 1966-03-11 1968-07-30 Lebelle Jean Louis Apparatus for emplacing elongated rigid members into the soil selectively in a vibratory mode or in a percussive mode
US3417828A (en) * 1965-02-03 1968-12-24 Hollandse Beton Mij N V Method for driving piles and similar objects
US3599732A (en) * 1968-09-05 1971-08-17 Tot Aanneming Van Werken Voorh Method for providing a hole in the soil as well as a device for applying said method
US4046657A (en) * 1976-05-05 1977-09-06 Phillip Andrew Abbott Apparatus and method of assisting pile driving by electro-osmosis
US4415046A (en) * 1980-05-02 1983-11-15 Fritz Pollems Kommanditgesellschaft Deep vibrator apparatus and method of use
US4548281A (en) * 1982-02-16 1985-10-22 Bodine Albert G Apparatus and method for installing well casings in the ground employing resonant sonic energy in conjunction with hydraulic pulsating jet action
US4625811A (en) * 1983-02-03 1986-12-02 Tuenkers Josef Gerhard Hydraulic vibratory pile driver
US4874270A (en) * 1985-04-01 1989-10-17 Bodine Albert G Method and apparatus for reducing impedance or core material in sonic pile driving
US20070243024A1 (en) * 2004-09-07 2007-10-18 Offshore Technology Development Pte Ltd Jackup Oil Rig And Similar Platforms
US20120097476A1 (en) * 2009-06-23 2012-04-26 Ihc Holland Ie B.V. Device and method for reducing noise
CN106556545A (zh) * 2017-01-17 2017-04-05 葛洲坝集团试验检测有限公司 一种施工现场混凝土硬化程度实时反馈系统及方法
CN108732242A (zh) * 2018-05-31 2018-11-02 大连海事大学 基于桩体三维轴对称模型的浮承桩纵向振动分析方法
US10648146B1 (en) 2017-12-22 2020-05-12 Martin Reulet Precast concrete screw cylinder system and method for soil stabilization and erosion control
CN113075027A (zh) * 2021-04-27 2021-07-06 长沙理工大学 一种测定土体模型动态弹性模量的试验装置及方法
CN117569742A (zh) * 2024-01-16 2024-02-20 浙江省第一水电建设集团股份有限公司 一种预冲孔气刀装置及钢管桩打设方法
US20240191450A1 (en) * 2022-12-12 2024-06-13 RCAM Technologies, Inc. Embedding Anchors in an Underwater Floor

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
RU2418135C2 (ru) * 2009-07-22 2011-05-10 Владимир Леонидович Курбатов Опускное сооружение

Citations (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US454382A (en) * 1891-06-16 Method of making tight joints in sheet piling
US955729A (en) * 1910-04-19 American Concrete Piling Company File.
US1529112A (en) * 1923-07-16 1925-03-10 Burns Joseph Concrete pile
FR768798A (fr) * 1934-02-17 1934-08-13 Méthode et appareillage pour le fonçage et le tubage des puits en terrains meubles
GB510064A (en) * 1938-09-20 1939-07-26 Franz Boehm Method of assisting in the driving and extracting of piles, sheet piling irons and the like
US2673453A (en) * 1950-11-13 1954-03-30 John B Templeton Means and method for facilitating driving piles
US2743585A (en) * 1949-11-04 1956-05-01 Berthet Francois Driving and pulling of piles, pile planks, tubing, and the like
US2975846A (en) * 1957-03-08 1961-03-21 Jr Albert G Bodine Acoustic method and apparatus for driving piles
US3106258A (en) * 1959-04-25 1963-10-08 Muller Ludwig Driving device for pile members
US3128604A (en) * 1960-05-16 1964-04-14 William A Sandberg Off shore drilling rig
US3151687A (en) * 1959-05-25 1964-10-06 Nippon Sharyo Seizo Kk Driving head with plural impact motors

Patent Citations (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US454382A (en) * 1891-06-16 Method of making tight joints in sheet piling
US955729A (en) * 1910-04-19 American Concrete Piling Company File.
US1529112A (en) * 1923-07-16 1925-03-10 Burns Joseph Concrete pile
FR768798A (fr) * 1934-02-17 1934-08-13 Méthode et appareillage pour le fonçage et le tubage des puits en terrains meubles
GB510064A (en) * 1938-09-20 1939-07-26 Franz Boehm Method of assisting in the driving and extracting of piles, sheet piling irons and the like
US2743585A (en) * 1949-11-04 1956-05-01 Berthet Francois Driving and pulling of piles, pile planks, tubing, and the like
US2673453A (en) * 1950-11-13 1954-03-30 John B Templeton Means and method for facilitating driving piles
US2975846A (en) * 1957-03-08 1961-03-21 Jr Albert G Bodine Acoustic method and apparatus for driving piles
US3106258A (en) * 1959-04-25 1963-10-08 Muller Ludwig Driving device for pile members
US3151687A (en) * 1959-05-25 1964-10-06 Nippon Sharyo Seizo Kk Driving head with plural impact motors
US3128604A (en) * 1960-05-16 1964-04-14 William A Sandberg Off shore drilling rig

Cited By (25)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3417828A (en) * 1965-02-03 1968-12-24 Hollandse Beton Mij N V Method for driving piles and similar objects
US3354968A (en) * 1965-10-22 1967-11-28 Jr Albert G Bodine Sonic method and apparatus for casing driving utilizing sonic amplitude boosting
US3360056A (en) * 1965-12-06 1967-12-26 Jr Albert G Bodine Lateral sonic vibration for aiding casing drive
US3394766A (en) * 1966-03-11 1968-07-30 Lebelle Jean Louis Apparatus for emplacing elongated rigid members into the soil selectively in a vibratory mode or in a percussive mode
US3599732A (en) * 1968-09-05 1971-08-17 Tot Aanneming Van Werken Voorh Method for providing a hole in the soil as well as a device for applying said method
US4046657A (en) * 1976-05-05 1977-09-06 Phillip Andrew Abbott Apparatus and method of assisting pile driving by electro-osmosis
US4415046A (en) * 1980-05-02 1983-11-15 Fritz Pollems Kommanditgesellschaft Deep vibrator apparatus and method of use
US4548281A (en) * 1982-02-16 1985-10-22 Bodine Albert G Apparatus and method for installing well casings in the ground employing resonant sonic energy in conjunction with hydraulic pulsating jet action
US4625811A (en) * 1983-02-03 1986-12-02 Tuenkers Josef Gerhard Hydraulic vibratory pile driver
US4874270A (en) * 1985-04-01 1989-10-17 Bodine Albert G Method and apparatus for reducing impedance or core material in sonic pile driving
US20070243024A1 (en) * 2004-09-07 2007-10-18 Offshore Technology Development Pte Ltd Jackup Oil Rig And Similar Platforms
US7850398B2 (en) * 2004-09-07 2010-12-14 Offshore Technology Development Pte Ltd Jackup oil rig and similar platforms
US20120097476A1 (en) * 2009-06-23 2012-04-26 Ihc Holland Ie B.V. Device and method for reducing noise
US8820472B2 (en) * 2009-06-23 2014-09-02 Ihc Holland Ie B.V. Device and method for reducing noise
US20150096830A1 (en) * 2009-06-23 2015-04-09 Ihc Holland Ie B.V. Device and method for reducing noise
US9611612B2 (en) * 2009-06-23 2017-04-04 Ihc Holland Ie B.V. Device and method for reducing noise
CN106556545A (zh) * 2017-01-17 2017-04-05 葛洲坝集团试验检测有限公司 一种施工现场混凝土硬化程度实时反馈系统及方法
CN106556545B (zh) * 2017-01-17 2023-03-31 葛洲坝集团试验检测有限公司 一种施工现场混凝土硬化程度实时反馈系统及方法
US10648146B1 (en) 2017-12-22 2020-05-12 Martin Reulet Precast concrete screw cylinder system and method for soil stabilization and erosion control
CN108732242A (zh) * 2018-05-31 2018-11-02 大连海事大学 基于桩体三维轴对称模型的浮承桩纵向振动分析方法
CN108732242B (zh) * 2018-05-31 2020-09-01 大连海事大学 基于桩体三维轴对称模型的浮承桩纵向振动分析方法
CN113075027A (zh) * 2021-04-27 2021-07-06 长沙理工大学 一种测定土体模型动态弹性模量的试验装置及方法
CN113075027B (zh) * 2021-04-27 2022-05-31 长沙理工大学 一种测定土体模型动态弹性模量的试验装置及方法
US20240191450A1 (en) * 2022-12-12 2024-06-13 RCAM Technologies, Inc. Embedding Anchors in an Underwater Floor
CN117569742A (zh) * 2024-01-16 2024-02-20 浙江省第一水电建设集团股份有限公司 一种预冲孔气刀装置及钢管桩打设方法

Also Published As

Publication number Publication date
BE687240A (cs) 1967-03-22
NL6613297A (cs) 1967-03-28
GB1162686A (en) 1969-08-27
DE1634267A1 (de) 1970-10-29

Similar Documents

Publication Publication Date Title
US3312295A (en) Method and apparatus for fluid injection in vibratory driving of piles and the like
US3239005A (en) Method of molding well liners and the like
EP0197456A2 (en) A process and apparatus to move and form underground passages in soil
US3624760A (en) Sonic apparatus for installing a pile jacket, casing member or the like in an earthen formation
US3130552A (en) Method and apparatus for creating a load
US4405262A (en) Method for erection of a temporary bridge, and a pile means therefor
US3768576A (en) Percussion drilling system
US3280924A (en) Vibrating machine for plunging piles, thin-walled clindrical casings and plates
AU2004250089B2 (en) Sonic heads and assemblies and uses thereof
EP0024748A2 (en) Construction and/or application in relation to the generation or the use of pressures, forces, flows and movements in and by means of hydraulic or hydro-pneumatic systems
US3416322A (en) Sonic method and apparatus for implanting underground concrete walls
US3808820A (en) Pile driving utilizing standing wave vibrations
US3477237A (en) Method of vibrating a member to drive it in a resistive medium
US4112692A (en) Soil compaction system
US3420063A (en) Sonic process of placement of sand drains
KR101000866B1 (ko) 유압 타격식 바이브로 햄머
US9062431B2 (en) Device and method for soil compaction and/or soil stabilization
US3406524A (en) Fluid-sonic pile driving
US3431988A (en) Sonic method and apparatus for inserting fastening elements into plastic compliant bodies
CN216922045U (zh) 一种液压式超声波振动拔管机
EP4103785B1 (en) Method for introducing a soil penetrating tool into a soil and underground construction device
KR100804751B1 (ko) 자주식 지반 굴착기 및 그 굴착기를 이용한 굴착방법
US3344874A (en) Low-impedance isolator for vibratory pile driver machines
KR101756933B1 (ko) 다양한 형상의 구근을 형성할 수 있는 말뚝기초 시공방법
US3693364A (en) Sonic method for installing a pile jacket, casing member or the like in an earthen formation