US3916635A

US3916635A - Piling and method of installation

Info

Publication number: US3916635A
Application number: US314566A
Authority: US
Inventors: Henry J Lynch; Leonard Fleishman
Original assignee: HORN CONSTRUCTION CO Inc
Current assignee: HORN CONSTRUCTION CO Inc
Priority date: 1972-12-13
Filing date: 1972-12-13
Publication date: 1975-11-04
Anticipated expiration: 1992-11-04
Also published as: BR7306814D0

Abstract

A ''''cast-in-place'''' thin-walled piling, wherein the thin-walled tubular casing shell is connected to a precast reinforced concrete driving base by being outwardly expanded at its leading end so as to form a friction fit within a tapered socket formed in the base while the piling is simultaneously driven into place. An internal drop hammer compacts a charge of concrete within the casing shell to expand the shell and drive the piling into place. A precast reinforced concrete piling end cap is constructed with an internally tapered passageway extending through the cap and is similarly installed by compacting a similar charge of concrete within the trailing end of the casing shell so as to expand the trailing end wall of the shell into a friction fit with the end cap.

Description

United States Patent [191 Lynch et al.

[ Nov. 4, 1975 1 PILING AND METHOD OF INSTALLATION [75] Inventors: Henry J. Lynch, Cedarhurst;

Leonard Fleishman, Oceanside,

21 Appl. No.2 314,566

[52] US. Cl. 61/53; 61/50; 6l/53.5; 6l/53.52; 52/295 [51] Int. Cl. E02D 5/30; EO2D 5/38; E02D 5/50 FOREIGN PATENTS OR APPLICATIONS 18,094 9/1928 Netherlands ..61/53 1,211,110 2/1966 Germany ..61/53.6

Primary Examiner-Jacob Shapiro Attorney, Agent, or Firm-Morgan, Finnegan, Pine, Foley & Lee

[57] ABSTRACT A cast-in-place thin-walled piling, wherein the thinwalled tubular casing shell is connected to a precast reinforced concrete driving base by being outwardly expanded at its leading end so as to form a friction fit within a tapered socket formed in the base while the piling is simultaneously driven into place. An internal drop hammer compacts a charge of concrete within the casing shell to expand the shell and drive the piling into place. A precast reinforced concrete piling end cap is constructed with an internally tapered passageway extending through the cap and is similarly installed by compacting a similar charge of concrete within the trailing end of the casing shell so as to expand the trailing end wall of the shell into a friction fit with the end cap.

atent Nov. 4, 1975 Sheet 1 of 2 3,916,635

US. Patent Nov. 4, 1975 Sheet 2 0f 2 A Z V s s K --Q/K FIGS PILING AND METHOD OF INSTALLATION BACKGROUND AND OBJECTS OF THE INVENTION 1. Field of the Invention The present invention relates generally to piling of utility especially in supporting substantial unit loads in geological areas where the bearing soil would not normally support such loads using conventional piling and is overlain by one or more strata of soil which is unsatisfactory for bearing purposes, and relates more particularly to certain new and useful improvements in the construction of such pilings which are cast-in-place and in methods for installing such pilings.

2. Description of the Prior Art In many geological areas, there are soil strata, such as loose and granular sand or dense, non-plastic clay, which will support substantial unit loads, such as are exerted by buildings and other structures, with the use of an enlarged piling base although notwith conventional piling. These strata are usually overlain by one or more strata or soil which is unsatisfactory for bearing, such as fill or soft clay. It is apparent that such pilings, including the enlarged base, must penetrate the upper, unsatisfactory strata in order to be foundedin a suitable bearing stratum. Furthermore, the density of the soil of the upper, unsatisfactory strata often approaches that of suitable bearing strata and, hence, offers substantial frictional resistance to penetration by the piling.

The piling must therefore be driven by a force of sufaffected by irregularities in both the upper and the bearing strata, it is difficult to maintain a connection between the casing and base, and, particularly where several pilings are required to be placed close together, the formation of subsequent piling bases may disturb earlier formed bases, possibly even shearing earlier formed bases from their casings. Other disadvantages stem from the difficulties and expense involved in restraining further downward movement of the casing shell during the base-forming operation.

Other prior proposals for cast-in-place pilings have incorporated a base or driving point by initially driving the tubular casing or pipe shell onto a concrete plug, as shown, for example, in U.S. Pat. Nos. 2,465,557; 3,395,543; 3,482,409 and 3,543,524. These proposals also suffer serious deficiencies. Since the concrete plugs are forced into the leading end of the thin-walled casing or pipe shell, they do not create a reliable striking surface and in most instances require, at least initially, that a driving force be applied to the trailing end of the shell, or the application ofa simultaneous driving force to both the shell and the concrete plug. Also, because of overexpansion, the leading end of the shell may be easily split, thereby destroying any liquid-tight connection between the shell and the base and impairing the overall reliability of the piling. Furthermore, the dimensions of this type of driving base or ficient energy to overcome this resistance, together with the resistance of inertia provided by the piling itself. At the same time, however, it is highly desirous for economic reasons that the tubular shell of the piling be thin-walled and it is also highly desirous that the shell and base be maintained in a liquid-tight connection after the piling has been driven into place. It is also of course necessary that the base be of sufficient size to provide an adequate bearing surface.

One type of piling commonly used in the above circumstances is the so-called cast-in-place piling, which consists of a tubular casing or pipe shell which is driven into the soil to the desired depth and filled with suitable construction concrete. The prior constructions and/or installation techniques for such pilings, have, however, been found to suffer from one or more disadvantages or shortcomings, such as to be unsatisfactory from commercial or practical points of view.

In one such prior procedure, known in the industry as a Franki" piling, a charge of dry concrete is placed in the leading, open end of a tubular casing or pipe shell. The concrete charge is then compacted whereupon it forms a plug which frictionally engages the inner wall surface of the shell. Further blows against the concrete plug pull the shell through the soil. Upon being driven into place, further movement of the shell is restrained while additional concrete and the original plug are driven out of the leading end of the casing shell into a balllike configuration which forms the piling base.

The Franki piling has been found to suffer from many serious disadvantages, the primary ones being =that the bearing soundness of a particular piling is difficult to predict and the bearing capacity of any particular piling can be determined only by expensive and time-consuming load bearing or soil boring tests. The soundness of the Franki piling is unreliable because it is point are necessarily limited by the expansion characteristics of the thin-walled shell and therefore do not provide a significant bearing surface at the base of the installed piling. Nor do they provide a satisfactory plowing action, wherefore these pilings are also subject to buckling or collapse during driving.

In another proposal, shown in U.S. Pat. No. 1,778,925, the driving point comprises a reinforced concrete member provided with a short connecting extension for the casing imbedded therein to which the main casing is joined to form the pile. This proposal is disadvantageous because the connection of the main casing to the driving point is awkward, complicated, and unreliable. Furthermore, the base or point must be driven by an exterior tubular mandrel which is placed over the thinwalled casing shell, and hence, requires an air or steam-operated ram or mandrel drive, which is disadvantageous because of the cost and noise levels produced.

In addition, in many instances it is desirable, in order to ready the piling for supporting the desired superstructure to be constructed thereon, to provide the upper end of the piling with a cap as a finishing member. These end caps are generally intended to create a level surface upon which to work and may encompass several piles. It is of course essential that such caps be joined to the piling securely because they are subjected to a variety of forces and, in most cases, depend entirely on the piling for support. The prior art techniques have been deficient in their ability to provide an economical, yet reliable, joint between the end cap and the piling.

Objects of the Invention It is therefore an object of this invention to provide a new and improved piling and a new and improved method for the installation of a piling.

Another object of this invention is to provide a new and improved cast-in-place piling and a new and improved method for the installation of such pilings.

Another object of this invention is to provide a new and improved cast-in-place piling and a new and improved method for the installation of such pilings, which fully eliminate or overcome the numerous shortcomings and disadvantages or previously known castin-place pilings and their methods of installation.

Another object of this invention is to provide a new and improved cast-in-place thin-walled piling which is simple and economical both in construction and in installation, and yet is durable and reliable as a bearing structure.

Another object of this invention is to provide a new and improved cast-in-place thin-walled piling which provides a positive, liquid-tight connection between the thin-walled casing or pipe shell and the driving base or point.

Another object of this invention is to provide a new and improved cast-in-place thin-walled piling whose bearing capacity can be accurately determined without soil boring or load bearing tests.

Another object of this invention is to provide a new and improved cast-in-place thin-walled piling wherein the driving base or point provides excellent plowing action during penetration and a substantial bearing surface when driven into place.

Another object of this invention is to provide a new and improved method for the installation of a castinplace thin-walled piling in which the driving force is exerted near the leading end of the piling by a gravityoperated drop-hammer.

Another object of this invention is to provide a novel piling end cap, and a novel method for the installation of a piling end cap, which overcomes or eliminates the disadvantages in previously known piling end caps and their methods of installation.

Objects and advantages of the invention are set forth in part herein and in part will be obvious herefrom, or may be learned by practice with the invention, the same being realized and attained by means of the instrumentalities and combinations pointed out in the appended claims.

The invention consists in the novel parts, constructions, arrangements, combinations, steps, processes and improvements herein shown and described.

SUMMARY OF THE INVENTION Briefly described, the cast-in-place piling of the present invention comprises, in a preferred embodiment, an enlarged reinforced concrete driving base or point, precast with a tapered socket formed therein, a thin-walled tubular casing or pipe shell having its leading end inserted in the socket of the driving base and expanded outwardly in a swaged, friction fit thereagainst by a compacted charge of concrete or the like contained in the leading end of the casing shell, regular concrete filling the remainder of the casing shell, and a precast reinforced concrete end cap.

In various alternate embodiments, the outer surface of thedriving base is slightly outwardly tapered from the leading end to the trailing end thereof and the leading end extremity is preferably conically shaped to present a pointed surface to aid penetration. Also preferably, the driving base is reinforced both vertically and radially and reinforcing dowels extend vertically into the socket, serving to further connect the casing shell to the driving base.

The piling end cap is preferably formed of reinforced concrete precast with an open central passageway which is adapted to receive the trailing end of the casing shell of the piling therethrough and further is slightly tapered from both open ends towards an intermediate central point. The cap is connected to the easing shell by compacting a charge of concrete or the like within the casing so as to expand the walls thereof outwardly into a swaged friction fit with the internally tapered cap passageway. A single cap may be formed with one or more passageways to thereby interconnect a plurality of pilings together.

The method of the present invention for installing a cast-in-place piling comprises, in the preferred embodiment, precasting a reinforced concrete driving base or point with a socket formed therein tapering slightly outwardly from the opening to the base thereof; inserting a thin-walled tubular casing or pipe shell into the socket formed in the base; pouring a charge of concrete into the shell; and compacting the concrete charge to thereby expand the shell wall into a positive, liquidtight friction fit against the tapered socket surface and simultaneously drive the base and casing shell to the desired bearing position. The thin-walled shell is thereafter filled with suitable construction concrete and preferably capped in the manner described immediately hereinabove.

It will be apparent from the foregoing general description that the objects of the invention specifically enumerated herein are accomplished by the invention as here embodied.

Thus, by providing a precast reinforced concrete base with an internal socket having outwardly tapered walls from the opening thereof to the socket base, and by expanding the leading end of a thin-walled tubular casing shell into a swaged friction fit with the socket by compacting a charge of concrete or the like within the casing shell, a positive, liquid-tight connection between the casing shell and the driving base is simply and economically formed and is both durable and reliable.

While expanding the casing shell into a positive connection with the base, t he shell and base are simultaneously driven to the desired bearing depth, and the strength of the connection between the shell and base is continuously enhanced during the driving operation, rather than being weakened or destroyed, as in prior procedures.

The present invention also permits the piling base and shell to be driven by means of a gravity-operated drop hammer and provides a ramming surface for the hammer, i.e., the concrete charge within the base socket, which is near the bottom or leading end of the pile. These features are highly advantageous in facilitating an effective and economical driving process.

Thus, aside from the other provisions which must be made where a thin-walled casing is involved, much greater forces are required where the driving force strikes the trailing end of the piling because the force must be transmitted down the piling to the driving point, and is thereby significantly dissipated. In addition, when a striking surface is provided at the lower or leading end of the piling, more accurate control is provided and the associated calculations with respect to bearing load and the like are substantially less complicated. Further, the provision of a piling that can be driven by a gravity-operated drop hammer is highly advantageous, because much greater forces can be achieved, with less equipment and less manpower, at much lower noise levels, than with the alternative of air or steam-operated ram devices,

the bearing capacity of a particular piling can be accurately and readily determined by the use of simple calculations based on the height and weight of the ham mer and the penetration distance per blow, or by correlation to a single load test piling, and does not require further load or soil boring tests.

It will be understood that the foregoing general description and the following detailed description as well are exemplary and explanatory of the invention but are not restrictive thereof.

The accompanying drawings, referred to herein and constituting a part hereof, illustrate preferred embodiments of the invention, and together with the description, serve to explain the principles of the invention.

BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a fragmentary, cross-sectional view, partly in elevation, of the bottom, leading end of a piling constructed in accordance with the invention, the view illustrating a reinforced concrete pile driving base or point precast with an internal tapered socket and a thin-walled, tubular casing or pipe shell inserted into the socket of the driving point prior to being swage fitted therein; I

FIG. 2 is a fragmentary, cross-sectional view, partly in elevation, similar to FIG. 1, illustrating a compacted concrete charge within the casing shell and the wall of the shell expanded outwardly in accordance with the method of the invention into a liquid-tight, positive friction fit with the internal tapered socket wall of the driving point;

FIG. 3 is a fragmentary, cross-sectional view, partly in elevation, illustrating a piling end cap constructed in accordance with the invention and connected by a positive friction fit in accordance with the method of the invention to the upper, trailing end of the casing shell shown in FIGS. 1 and 2;

FIG. 4 is a fragmentary, schematic view of exemplary soil strata having an upper soil stratum unsuitable for bearing support and a lower suitable bearing stratum, illustrating a piling constructed as shown in FIGS. 1 and 2 being installed according to the method of the invention;

FIG. 5 is a view, similar to FIG. 4, illustrating two pilings driven into place in the bearing stratum and capped by a single piling end cap in accordance with the invention;

FIG. 6 is a schematic view of an alternative configuration for the precast pile driving base or point illustrated in FIGS. 1 and 2; and

FIG. 7 is a schematic view of a second alternative configuration for the precast pile driving base or point illustrated in FIGS. 1 and 2.

DESCRIPTION OF THE PREFERRED EMBODIMENTS Referring now more particularly to the embodiments of the apparatus of the invention shown in the accompanying drawings, there is illustrated in FIGS. 1 and 2 a pile driving base or point 1, having a precast reinforced concrete body 2 and an internal, open-ended socket 3, a thin-walled tubular casing or pipe shell 4 extending into socket 3, and a compacted charge of concrete 5 within shell 4 serving to outwardly expand the bottom, or leading end wall ofshell 4 into a positive, liquid-tight, swaged friction fit with socket 3.

As used herein, and in the preceding descriptions, the term thin-walled refers to steel plate material such as that designated by the American Society of Testing and Materials as ASTM A-252, Grades I3, which is the standard material for steel encased pilings, and equivalents thereto, on the order of A 1/16 inch thick.

Advantageously, and as here preferably embodied, the body 2 of driving base I is slightly inwardly tapered from its upper surface 6 to its bottom surface 7 and the bottom surface 7 is preferably formed in the shape of a cone so as to present a pointed end 7a, facilitating penetration of the piling through the soil strata.

Socket 3 is cast in body 2 so as to have a base 9 inthe interior of body 2 and an opening 8 preferably centrally located in the top surface 6 of body 2. The shape and size of the opening 8 of socket 3 is the same as, and slightly larger than that of the thin-walled casing shell 4, and the dimensions of the base 9 of the socket3 are slightly larger than the corresponding dimensions of opening 8, so that socket 3 is formed with an outwardly tapered wallsurface l0. Advantageously, and as here preferably embodied, shell 4 is a tubular cylinder and socket 3 approximates a frustum of a cone whose upper diameter 8 is" slightly larger than the outer diameter of shell 4 and whose base 9 has a diameter slightly larger than that of .opening 8.

It will be seen from the foregoing, and as illustrated in FIG. 2, that when the concrete charge 5 is compacted in the leading end 12 of the casing shell 4, the casing wall expands to form a swaged friction fit with the tapered wall 10 of the socket, thereby positively and liquid-sealingly connecting shell 4 and base I.

As the concrete charge 5 is compacted, a radially outwardly directed force is exerted on the wall of the shell 4 and the socket 3. Since this force is substantial, the concrete body 2 is advantageously constructed with a plurality of vertical reinforcing bars 20 and helical compression reinforcing bars 22 encompassing socket 3, thereby insuring against possible fracture of the base during the driving operation.

Also advantageously, and as preferbly embodied, in order to further'insure the integrity of the connection between the shell 4 and socket 3, additional reinforcing bars 24 are suitably tied to vertical bars 20 and are formed so as to have a portion 24a extending vertically into socket 3 to thereby engage the compacted concrete charge 5.

As here preferably embodied, concrete charge 5 is a concrete mixture which is known in the industry as zero-slump concrete i.e., the mixture does not significantly settle or slump when external support is removed. Such a mixture preferably comprises about one part cement, two parts sand and four parts gravel or other aggregate. Water is added to the mixture in an amount sufficient to cause hydration. It will, of course, be understood that other compactable materials equivalent to zero-slump concrete may be used with equally satisfactory results, if desired.

It will be apparent from the foregoing that the charge 5 is poured into the thin-walled shell 4 after the leading end 12 of the shell is inserted in the socket 3 of the driving base. The charge 5 settles to the leading end 12 of shell 4 and is of a predetermined amount so that, upon compaction, it will substantially fill that portion of shell 4 which is within socket 3, as illustrated in FIG. 2. Since the concrete charge 5 at this point has not yet set up, or

hardened, it will compact under the force of a suitable driving means. It will be seen from FIG. 2 that as the charge is compacted it comes into secure engagement with the reinforcing bars 24 and the interior walls of the leading end 12 of shell 4. As the charge 5 continues to be compacted, it exerts a force radially outwardly against the wall of shell 4 which deforms the wall so that it extends to the full dimensions of the tapered wall of socket 3. This action creates a swaged, friction fit between the shell 4 and driving base 1, thereby positively and liquid-sealingly connecting the shell with the base.

In accordance with the invention, driving means are provided for compacting charge 5 and for driving the piling base 1 and shell 4 to the desired bearing position. To this end, as preferably embodied, there is provided a drop-hammer 30 which serves to drive base 1 and shell 4 into the soil by being raised and dropped repeatedly, striking the concrete charge 5 within the base socket 3. Thus, the force of hammer 30 is applied near the leading end of the piling base 1 and therefore does not damage the casing shell and is not dissipated by the use of any intermediate driving member. Advantageously, hammer 30 has an enlarged head 32 which is sized to provide about two inches of clearance between it and the wall of shell 4. Hammer 30 may suitably weigh on the order of 10,000 lbs. and is dropped from a height sufficient to provide the desired force.

It will of course be understood that the driving means for the piling of the present invention may, alternatively, comprise a pneumatically operated ram or mandrel (not shown). While the use of such a device is subject to the disadvantages of cost and noise previously mentioned, and is therefore not preferred, it may nevertheless be used satisfactorily where these disadvantages are not prohibitive.

It will be apparent from the foregoing that, in operation, the thin-walled casing shell 4 is placed in the socket 3 of driving base 1. The concrete charge 5 is then poured into the shell followed by the pile driving hammer 30. The pile is placed in the desired position and the hammer 30 is then repeatedly raised and dropped onto concrete charge 5 until the desired bearing position is reached. It will be apparent that as the pile is driven into the ground, the concrete charge 5 continues to be compacted, thereby creating a permanent leak proof bond between the driving base 1 and the shell 4. Thereafter, the casing shell is filled with a construction concrete or other suitable bearing support material to complete the piling unit.

Referring now more particularly to FIG. 3 of the accompanying drawings, in accordance with the invention there is provided a piling end cap 40 which is positively connected to the trailing end 42 of easing shell 4 by means of a swaged, friction fit, in a manner similar to that described for connecting shell 4 to the pile base 1.

To this end, as here preferably embodied, cap 40 is comprised of a reinforced concrete body 44 precast with an open central passageway 45 adapted to receive the trailing end 42 of the casing shell 4 therethrough. passageway 45 is slightly tapered from each of the open ends towards an intermediate central point 46 having a diameter slightly larger than the diameter of the open ends thereof. It will be understood that the size and shape of passageway 45 is consistent with that of shell 4 and, in the preferred embodiment, is therefore circular in crosssection.

The body 44 of end cap 40 is also preferably reinforced with a plurality of vertical reinforcing bars 47 8 and helical compression reinforcing bars 48 encompassing passageway 45 in order to prevent fracture during the connection of the cap to the piling shell, as described immediately hereinafter.

Thus, cap 40 is placed over the thin-walled, tubular casing or shell 4 which has been previously driven into place and filled with construction concrete, as previously described and illustrated at 49. However, shell 4 is filled with concrete only to a level which corresponds to the approximate lower surface of cap 40 when the latter is installed about the trailing end 42 of shell 4. A charge of preferably zero-slump concrete 5 is then poured into the trailing end 42 of shell 4 above the hardened construction concrete 49 and is compacted therewithin by drop-hammer 30, also as previously described, thereby creating radial, outwardly directed forces on the shellwall, expanding the latter to the full dimensions of passageway 45. Thus, a swaged, friction fit is provided between the cap 40 and the shell 4, which resists forces exerted in both the upward and downward vertical directions, providing an economical and durable connection between the piling and the end cap.

Piling end cap 40 is advantageously rectangular in shape, as illustrated in FIG. 3, but it will be understood that it may have any desired shape, as required.

Referring now more particularly to FIG. 4 of the accompanying drawings, there is shown a piling constructed and being installed in place according to preferred teachings of the present invention. Thus, the enlarged pile base 1 and shell 4 positively and liquid-sealingly joined thereto have been driven by drop-hammer 30 through an upper soil stratum 50, unsuitable for hearing support, and the base 1 has just reached a lower stratum of bearing soil 51.

Referring now more particularly to FIG. 5, a plurality of pilings 55 constructed in accordance with the invention are shown with the base members 1 embedded in a bearing soil stratum 51 and their trailing ends capped by a 'common piling end cap 56 constructed in accordance with the invention, having a plurality of passageways (not shown) similar to passageway 45 of cap 40.

Referring now more particularly to FIG. 6 and 7 of the accompanying drawings, there are shown alternate embodiments of the configuration of the enlarged pile base of the invention. Thus, as shown in FIG. 6, a base 60 is provided in which the leading or bottom end 61 is flat. In FIG. 7 there is shown a base in which the leading or bottom end 71 is flat and the sides are slightly upwardly tapered a short distance at 72 and then taper inwardly toward the trailing end, as shown at 73.

The invention in its broader aspects is not limited to the specific embodiments herein shown and described but departures may be made therefrom within. the scope of the accompanying claims, without departing from the principles of the invention and without sacrificing its chief advantages.

What is claimed is:

1. A cast-in-place, thin-walled piling, comprising:

an enlarged, pile driving base member having a leading end surface adapted to penetrate one or more soil strata and a trailing end surface, said pile driving base member further including open socket means formed in said trailing end surface, said socket means terminating at a point intermediate said leading and trailing ends of said pile drivingbase member, and t the base, of-saidsocket means being identical in shape to that of the open top thereof and of slightlylargerdimension so that the side walls thereof taper outwardly from said open top to said base thereof; a thin-walled, tubular casing shell having a leading end'portion located in said socket means formed in s-aid-piledriving base member and a trailing end -portion located at approximately ground level;

compacted means holding the entire circumferential surface of said leading end of said casing shell in fixed expanded, liquid-sealing engagement with the tapered side walls of said socket means formed in said pile driving bas'e'member; and" bearing support material substantially filling said casing shell. 7

2. A cast-in-pl'ace, thin-walled piling as claimed in claim l, "wherein said compacted means holding said leading end portion of said casing shellcomprises a compacted material substantially filling said leading end portio n gof said casing shell located within said socket means of said piledriving base membe'r.

3. A cast-in-place, thin-walled piling as claimed in claim 1, wherein said bearing support material substantially filling said casingshell comprises construction concrete. 2 A i g 4. A cast-in-place, thin-walled piling as claimed in claim 1, wherein said pile driving base member comprises a substantially solid body formed of reinforced concrete.

5. A cast-in-place, thin-walled piling as claimed in claim 1, including a piling end cap member having at least one openended passageway extending therethrough,

said passageway adapted to receive said trailing end portion of said casing shell and further being tapered from each of the open ends toward an intermediate point of slightly larger dimension than that of said open ends; and

means expanding said trailing end of said casing shell into fixed engagement with the tapered side walls of said passageway.

6. A cast-in-place, thin-walled piling as claimed in claim 2, wherein said pile driving base member includes at least one reinforcing rod member fixedly secured therein and extending vertically into said socket means so as to engage said compacted material, whereby said at least one rod member and said compacted material form a further connection between said pile driving base member and said casing shell.

7. A cast-in-place, thin-walled piling as claimed in claim 2, wherein said compacted material comprises zero-slump concrete.

8. A cast-in'place, thin-walled piling as claimed in claim 3, wherein said reinforced concrete pile driving base member includes a plurality of vertical reinforcing bars extending over a substantial portion of the length thereof, said vertical reinforcing bars being equispaced circumferentially about said socket means.

9. A cast-in-place, thin-walled piling as claimed in claim 5, wherein said means expanding said trailing end portion of said casing shell comprises a compacted material substantially filling said trailing end portion of said casing shell located within said passageway of said piling end cap.

10. A cast-in-place, thin-walled piling as claimed in claim 5, wherein said piling end cap is formed of reinforced concrete. 1

11. A .cast-in-place, thin-walled piling as claimed in claim 8, wherein said reinforced concrete pile driving base memberfurther includes a pluralityof horizontal reinforcing bars extending circumferentially aboutsaid socket means. V

l2. A cast-in-place, thin-walledpiling as claimed in claim, 9, wherein said compacted material comprises zero-slump concrete. 1

l3. A.cast-in-place, thin-walled piling asclaimed in claim 10, wherein said reinforced concrete piling end cap memberincludesa plurality of vertical reinforcing bars extending over'a substantial portion of the vertical length thereof, said vertical reinforcing bars being equispaced circumferentially about said passageway.

14. A cast-in-place, thin-walled piling as claimed in claim.-l3, wherein said reinforced concrete piling end cap member further includes a plurality of horizontal reinforcing bars extending circumferentially about said passageway. 1 v I .15. A piling end cap member for a thin-walled piling,

comprising: I

- a substantially solidbody member; I

at least one open-ended passageway extending through said bodymember, H the open ends of said passageway adapted to receive a thin-walled, tubular piling casing shell therethrough, said passageway being tapered from each of said open ends toward an intermediate point of slightly larger dimension than that of said openends; and means expanding the portion of said casing shell located within said passageway into fixed engagement with the tapered side walls of said passageway.

16. A piling end cap member as claimed in claim 15, wherein said means expanding said casing shell comprises a compacted material.

17. A piling end cap member as claimed in claim 15, wherein said body member is formed of reinforced concrete.

18. A piling end cap member as claimed in claim 17, wherein said reinforced concrete includes a plurality of vertical reinforcing bars extending over a substantial portion of the vertical length of said body member, said vertical reinforcing bars being equi-spaced circumferentially about said passageway.

19. A piling end cap member as claimed in claim 18, wherein said reinforced concrete further includes a plurality of horizontal reinforcing bars extending circumferentially about said passageway.

20. A method of forming a cast-in-place, thin-walled piling, comprising the steps of:

forming an enlarged, substantially solid pile driving base member with an open socket cavity having tapered side walls,

said pile driving base member having a leading end surface adapted to penetrate one or more soil strata and a trailing end surface, and

the side walls of said socket cavity tapering outwardly from said trailing end surface towafd said leading end surface;

inserting one end of a thin-walled tubular caiihg shell into said socket cavity;

1 l placing a predetermined amount of a compactable material in said casing shell; compacting said compactable material, thereby expanding said one end of said casing shell, until the 12" expanding said other end of 'said casing shell located within said passageway into'fixed engagement with the tapered side walls of said passageway. 23. The method as claimed in claim 20, wherein said shell wall fixedly engages the tapered side walls of pile base member and said shell are driven into said said socket cavity in a liquid-tight swaged friction fit;

driving said pile base member and said casing shell fixedly secured thereto through one or more soil strata until said base member is embedded in loadbearing soil; and

substantiallyfilling said casing shell with bearing support material.

21. The method as claimed in claim 20, including the steps of: precasting said pile driving base member from concrete, and reinforcing said concrete with vertical and circumferential reinforcing bars extending about said socket cavity.

22. The method as claimed in claim 20, including the steps of:

forming a substantially solid piling end cap member with at least one open-ended passageway extending therethrough having side walls which taper from each of the open ends toward an intermediate point of slightly larger dimension than that of said open ends;

placing said end cap over the other end of said casing shell; and

load-bearing soil by the same force that serves to compact said compactable material.

24. The method as claimed in claim 20, wherein said compactable material is compacted by repeatedly raising and gravity-dropping a hammer directly onto said compactable material.

25. The method as claimed in claim 22, wherein said other end of said casing shell is expanded by the steps of:

pouring a predetermined amount of a compactable material into said casing shell over said bearing support material; and

compacting said compactable material, thereby ex.-

panding said other end of said casing shell, until the shell wall tightly engages the side walls of said passageway in a swaged friction. fit.

26. The method as claimed in claim 25, wherein said V compactable material is compacted by repeatedly raising and gravity-dropping a hammer directly onto said compactable material. 7

27. The method as claimed in claim 20, wherein said compactable material comprises zero-slump concrete.

Claims

1. A cast-in-place, thin-walled piling, comprising: an enlarged, pile driving base member having a leading end surface adapted to penetrate one or more soil strata and a trailing end surface, said pile driving base member further including open socket means formed in said trailing end surface, said socket means terminating at a point intermediate said leading and trailing ends of said pile driving base member, and the base of said socket means being identical in shape to that of the open top thereof and of slightly larger dimension so that the side walls thereof taper outwardly from said open top to said base thereof; a thin-walled, tubular casing shell having a leading end portion located in said socket means formed in said pile driving base member and a trailing end portion located at approximately ground level; compacted means holding the entire circumferential surface of said leading end of said casing shell in fixed expanded, liquid-sealing engagement with the tapered side walls of said socket means formed in said pile driving base member; and bearing support material substantially filling said casing shell.

2. A cast-in-place, thin-walled piling as claimed in claim 1, wherein said compacted means holding said leading end portion of said casing shell comprises a compacted material substantially filling said leading end portion of said casing shell located within said socket means of said pile driving base member.

3. A cast-in-place, thin-walled piling as claimed in claim 1, wherein said bearing support material substantially filling said casing shell comprises construction concrete.

4. A cast-in-place, thin-walled piling as claimed in claim 1, wherein said pile driving base member comprises a substantially solid body formed of reinforced concrete.

5. A cast-in-place, thin-walled piling as claimed in claim 1, including a piling end cap member having at least one open-ended passageway extending therethrough, said passageway adapted to receive said trailing end portion of said casing shell and further being tapered from each of the open ends toward an intermediate point of slightly larger dimension than that of said open ends; and means expanding said trailing end of said casing shell into fixed engagement with the tapered side walls of said passageway.

8. A cast-in-place, thin-walled piling as claimed in claim 3, wherein said reinforced concrete pile driving base member includes a plurality of vertical reinforcing bars extending over a substantial portion of the length thereof, said vertical reinforcing bars being equi-spaced circumferenTially about said socket means.

10. A cast-in-place, thin-walled piling as claimed in claim 5, wherein said piling end cap is formed of reinforced concrete.

11. A cast-in-place, thin-walled piling as claimed in claim 8, wherein said reinforced concrete pile driving base member further includes a plurality of horizontal reinforcing bars extending circumferentially about said socket means.

12. A cast-in-place, thin-walled piling as claimed in claim 9, wherein said compacted material comprises zero-slump concrete.

13. A cast-in-place, thin-walled piling as claimed in claim 10, wherein said reinforced concrete piling end cap member includes a plurality of vertical reinforcing bars extending over a substantial portion of the vertical length thereof, said vertical reinforcing bars being equi-spaced circumferentially about said passageway.

14. A cast-in-place, thin-walled piling as claimed in claim 13, wherein said reinforced concrete piling end cap member further includes a plurality of horizontal reinforcing bars extending circumferentially about said passageway.

15. A piling end cap member for a thin-walled piling, comprising: a substantially solid body member; at least one open-ended passageway extending through said body member, the open ends of said passageway adapted to receive a thin-walled, tubular piling casing shell therethrough, said passageway being tapered from each of said open ends toward an intermediate point of slightly larger dimension than that of said open-ends; and means expanding the portion of said casing shell located within said passageway into fixed engagement with the tapered side walls of said passageway.

20. A method of forming a cast-in-place, thin-walled piling, comprising the steps of: forming an enlarged, substantially solid pile driving base member with an open socket cavity having tapered side walls, said pile driving base member having a leading end surface adapted to penetrate one or more soil strata and a trailing end surface, and the side walls of said socket cavity tapering outwardly from said trailing end surface toward said leading end surface; inserting one end of a thin-walled tubular casing shell into said socket cavity; placing a predetermined amount of a compactable material in said casing shell; compacting said compactable material, thereby expanding said one end of said casing shell, until the shell wall fixedly engages the tapered side walls of said socket cavity in a liquid-tight swaged friction fit; driving said pile base member and said casing shell fixedly secured thereto through one or more soil strata until said base member is embedded in load-bearing soil; and substantially filling said casing shell with bearing support material.

22. The method as claimed in claim 20, including the steps of: forming a substantially solid piling end cap member with at least one open-ended passageway extending therethrough having side walls which taper from each of the open ends toward an intermediate point of slightly larger dimension than that of said open ends; placing said end cap over the other end of said casing shell; and expanding said other end of said casing shell located within said passageway into fixed engagement with the tapered side walls of said passageway.

23. The method as claimed in claim 20, wherein said pile base member and said shell are driven into said load-bearing soil by the same force that serves to compact said compactable material.

25. The method as claimed in claim 22, wherein said other end of said casing shell is expanded by the steps of: pouring a predetermined amount of a compactable material into said casing shell over said bearing support material; and compacting said compactable material, thereby expanding said other end of said casing shell, until the shell wall tightly engages the side walls of said passageway in a swaged friction. fit.

26. The method as claimed in claim 25, wherein said compactable material is compacted by repeatedly raising and gravity-dropping a hammer directly onto said compactable material.