|Publication number||US3779025 A|
|Publication date||18 Dec 1973|
|Filing date||7 Oct 1971|
|Priority date||7 Oct 1971|
|Publication number||US 3779025 A, US 3779025A, US-A-3779025, US3779025 A, US3779025A|
|Inventors||Godley A, Kruse W|
|Original Assignee||Raymond Int Inc|
|Export Citation||BiBTeX, EndNote, RefMan|
|Patent Citations (8), Referenced by (86), Classifications (6)|
|External Links: USPTO, USPTO Assignment, Espacenet|
United States Patent [1 1 Godley et a1.
[ PlLE INSTALLATION 3,316,724 5/1967 Tsuzuki 61/56 3,199,300 8/1965 Fiore 61/5352 1,558,127 10/1925 Upson 61/535 2,465,557 3/1949 Thornley... 61/5352 2,920,456 1/1960 Hazak 61/517 3,395,543 8/1968 Rusche (SI/53.7
Primary Examiner-Jacob Shapiro Attorney-J0seph M. Fitzpatrick et. a1.
[5 7] ABSTRACT Piles are installed by driving a tubular lower pile shell section into the ground to a first location beyond which the shell section refuses to penetrate, thereafter, filling the shell with concrete, allowing the concrete to harden and stiffen the shell, and thereafter continuing to drive the concreted shell down to a final bearing depth substantially beyond the first location.
13 Claims, 11 Drawing Figures Den/ms Foes: (Macaw? 0 Ada/M5 &
e We, \m
Emgnmzc 1 81975 snmanrz INVENTORS Aususrvs F? 6001.67 BY [Mu/4M 5X20)? 1 PILE INSTALLATION This invention relates to the formation and driving of piles and more particularly, it concerns novel pile con structions which facilitate installation and provide improved bearing with reduced material costs.
The invention is particularly suited to the formation of cased concrete piles; and the following detailed description of the preferred embodiment of the invention will be made with referenceto the piles of this type.
In general, a cased concrete pile is formed by driving one or more lengths of steel tube or shell to a desired bearing depth, thereafter excavating, if necessary, from the interior of the tube and then filling the tube or shell with concrete.
One difficulty which has been encountered in connection with the formation of cased concrete piles of considerable length is that of driving the tube or shell which forms the pile casing. Because of the high soil resistances encountered in driving to great depths, the tube or shell must have a substantial wall thickness, otherwise it will refuse to penetrate beyond a given depth. This refusal to penetrate may manifest itself in various ways. Firstly, the force transmission characteristics of their shell do not, after a certain depth, provide a proper impedance match between the driver, whether a hammer or a vibrator, and the ground. The shell behaves as a spring and the driving forces instead of passing through the shell and into the ground to displace it, merely compress the shell and it springs back and reflects these forces back to the driver. Secondly, the shell may fail in compression because of insufficient column strength to withstand the driving forces required to reach an ultimate bearing depth. Thirdly, the shell may collapse, that is, it may fail by becoming squeezed in by the effects of ground pressure or by the effects of rocks, boulders or other hard objects within the earth as the shell moves by them. I
While these various types of penetration refusal can be alleviated by the use of thicker walled shells, this approach becomes very expensive. Removable mandrels have been used with some success in the driving of thin walled shells; however, because of limitations on driving rigs, they often cannot readily be built with leads sufficiently high to handle the length of mandrel needed.
The present invention avoids these problems of the prior art and provides easily and simply executed pro cedures for constructing a novel cased concrete pile with improved strength and reduced material requirements. Thus, with the present invention, thick driving tubes are not required, nor are excessively long driving mandrels.
According to the present invention, a thin tubular shell, closed at the bottom, is driven down into the earth to a depth less than the depth at which penetrat ion refusal occurs. The shell is then filled with a castable material, such as concrete, which is allowed to harden and stiffen the shell. The thus-stiffened shell is then driven down beyond the aforesaid location to a finalbearing depth. Because of the stiffening effect of the concrete, the force transmission characteristics of the shell are changed and it becomes capable of directing the hammer or vibrator driving forces into the ground instead of merely reflecting them back to the driving mechanism. Also, the concrete provides col umn strength so that the shell is enabled to withstand the driving forces. The shell, moreover, is not subject to collapse as a result of squeezing or other latent forces encountered during driving.
The present invention is to be distinguished from those prior art operations which involved the driving of empty shells to a final bearing depth and thereafter filling the shells with concrete. In some cases, it was found that the concrete filled shells did not possess the expected load bearing capacity; and they were, therefore, hammered until their loading capacity was reached. In those prior art operations, the shells were either sufficiently stiff or were temporarily stiffened, as by mandrels, to enable them to be driven to final bearing depth. The concrete was placed in the shells only after they had been driven to what was intended as the final bearing depth. Any subsequent driving was undertaken only to reset the shells which may have heaved durin or before pouring of the concrete.
The present invention, on the other hand, involves the driving of a thin shell only to a first location beyond which the shell refuses to penetrate, then concreting the shell to stiffen it, and finally driving the thusstiffened shell to final bearing depth, which is substantially beyond the first location.
According to one embodiment of the present invention, a cased concrete pile is formed by first driving a first length of tube or shell into the ground until its upper end is near ground level. The tube or shell is then filled with a castable material such as concrete and the material is allowed to harden sufficiently to gain some initial strength (e.g., 4 to 5 days in the case of concrete). Thereafter, a second length of tube or shell is connected on top of the first, concretefilled, length; and the two lengths, along with the hardened concrete contained in the lower one, are driven together. Concrete is then poured into the second length and allowed to harden. If the second length is at grade level with the tip at bearing level, the pile may be capped; otherwise, a third length of tube or shell may beconnected and driven down withthe first and second concrete filled tubes ahead of it.
Various further and more specific objects, features and advantages of the invention will appear from the description given below, taken in connection with the accompanying drawings, illustrating by way of example a preferred form of the invention.
In the drawings: 7
FIG. 1 is an elevational view showing a multiple section pile installation, partially cutaway, according to the present invention;
FIGS. 2-6 are elevational section views, partially cut away, illustrating a series of steps in forming the pile installation of FIG. 1;
FIG. 7 is an enlarged fragmentary elevational section view illustrating a pile section connector construction used in the pile installation of FIG. 1;
FIG. 8 is a view similar to FIG. 7, but showing an alternate connector construction;
FIG. 9 is an elevational section view illustrating one form of pile section preassembly in forming the pile installation of FIG. 1;
FIG. 10 is a view similar to FIG. 9, but showing an alternate preassembly construction; and
FIG. 11 is a view similarto FIG. 5, but illustrating the use of a mandrel in driving pile sections.
The pile installation of FIG. 1 comprises a plurality of pile sections 20 extending down into the earth (indicated at 21). These pile sections are arranged in tandem and are coupled together at their ends by means of connector constructions 22. The overall length and cross-sectional size of the pile construction will depend upon the particular soil conditions and on the load to be carried. For example, the overall length of the pile construction may be about I35 feet and its crosssection may be circular with a diameter of about 13 inches.
As can be seen in the lower cutaway portion in FIG. 1, the pile sections 20 each comprise a tubular steel shell 24 which encases a concrete core 26.
Turning now to FIG. 2, it will be seen that the first step in the installation of the pile construction involves driving a first hollow tubular shell section 28 down into the earth 21. The lower end of the shell section 28 is covered with a boot plate 30 to prevent soil from entering up into its lower end. A removable cap block 32 may be provided at the upper end of the shell section 28; and the driving forces may be applied, as indicated at 34, by any known means, such as a hammer. Alternatively, a clamping arrangement may be used in place of the cap block 32 and vibratory forces may be applied to drive the shell section 28 down into the earth.
After the first shell section 24 has been driven to where penetration refusal is experienced, a wet concrete mix 36 is poured into the shell section, as shown in FIG. 3. The concrete mix, which may be a conventional concrete mixture, or a mixture containing an expansion component, is poured through a chute 38 until the shell section 28 is essentially filled. The concrete is then allowed to cure and harden until it attains a substantial portion of its strength. A period of 4 to days will usually suffice.
During the initial stages of curing a portion of the water content of the concrete may rise to the top of the shell section 28. This water may be removed, as by mopping. The resulting void is then filled with a highearly strength grout, as indicated at 40 in FIG. 4. A steel plate 42 is set into the shell section 28 so that it rests upon the grout 40 flush with the upper end of the shell section. The steel plate 42 is preferably welded, as
. at 44, to the upperend of the shell section 28 so that a rigid compact concrete-grout-steel structure results.
After the concrete and grout have hardened and the steel plate 42 has been fixed in place, a second shell section 46 is positioned on top of the first shell section and is secured thereto, as by a connector sleeve 48, as shonw in FIG. 5. Driving forces, indicated at 50, are then applied to the second section 46 to drive the two sections together down into the earth.
Eventually, the two shell sections 28 and 46 are driven to a desired depth whereupon the driving forces are removed, as shown in FIG. 6. Thereafter, the second shell section may be capped off with or without first filling it with concrete; or, in the event that further pile sections are to be added for additional depth, the second shell section 46 may be filled with concrete and grout and after the concrete and grout have hardened the further pile section may be added as abovedescribed and driving resumed.
The connector sleeve 48 is best shown in the em larged view of FIG. 7. As can be seen. the sleeve 48 is of generally tubular configuration and its inner surface is tapered outwardly toward the ends to accept the mating ends of the shell sections 28 and 46. An internal flange 52 extends inwardly a short distance from the center of the sleeve 48. This flange rests upon the upper end of the lower shell section 28 while the lower end of the upper shell section 46, in turn, rests upon the flange 52. It will be seen that this provides solid metalto-metal contact between the shell sections for positive driving.
For some purposes the connector sleeve 48 may be dispensed with and two shell sections 28 and 46 may be welded directly to each other, as indicated at 54 in F IG. 8. When a direct welded connection is employed, the resulting pile construction is enabled to sustain uplift loads. Also, the welded connection permits the use of vibrator-type driving apparatus for all shell sections. Unless the shell sections are positively connected, as by welding, the use of vibrators is limited, for most practical purposes to the lowermost shell section.
FIGS. 9 and 10 show different connector arrangements which may be employed to expedite shell section assembly during pile installation. As can be seen in FIG. 9, the connector sleeve is secured to the upper shell section 46 prior to assembly with the lower shell section 28. This permits partial preassembly in the plant or other remote location so that at the pile installation site, the upper shell section may be assembled onto the lower section simply by setting it with the connector sleeve attached onto the lower shell section. In this case, the upper end of the connector sleeve 48 is dimensioned to have a press fit with the upper shell section 46, while the lower end of the connector sleeve is dimensioned to have a slip fit with the lower shell section 28.
The arrangement of FIG. 10 is reverse to that of FIG. 9 in that the connector sleeve in this case is preassembled onto the lower shell section 28 and is dimensioned to provide a press fit thereon. The upper shell section is then lifted onto the lower shell section and connector sleeve preassembly and is fitted into the upper end of the connector sleeve. The upper end of the connector sleeve, in this case, is dimensioned to provide a slip fit with the upper shell section.
Turning now to FIG. 1 1, it will be seen that a mandrel may be used in driving the upper and lower sections 46 and 28. As can be seen, the mandrel 60 is inserted into the interior of the upper shell section 46, and its lower end rests upon the steel plate 42 of the lower shell section 28. Hammer blows applied to the mandrel 60 are thus transmitted directly to the lower shell section so that the upper shell section 46 need not transmit these driving forces. The length of the mandrel 60 is made slightly greater than that of the upper shell section 46 so that the greater portion of the driving force is applied through the mandrel. However, as the upper shell section 46 stretches under the force of the hammer blows, the upper end of the mandrel contacts the upper end of the shell section 46 and a portion of the hammer energy becomes directed into the upper shell section. In this manner, driving stresses are distributed throughout the pile system and thus the likelihood of shell section rupture during driving is minimized.
The pile installation arrangements described above are characterized by the driving of a shell section containing concrete which has at least partially hardened. It has been found that there is little tendency for the concrete in the shell section to break up since the driving forces are directed primarily in compression of the concrete. Any fracture of the concrete, which may take place during driving, will not affect the load-carrying capabilities of the pile installation since the concrete is contained laterally by the tensile strength of the tubular steel shell section. This lateral support has been found to provide very greatly improved load-bearing capabilities. This can be further improved by use of a concrete mix containing an expansion component. As the concrete hardens, it expands against the walls of the tubular shell and the reaction of these walls produces a lateral squeezing on the concrete; and this, in turn, greatly increases the longitudinal compressive strength of the pile structure.
By providing a concrete shell section, as abovedescribed, continued driving may take place without danger of buckling or collapsing of the shell sections, either by soil restraint or upon impingement against boulders and the like within the earth.
The strength provided to the shell by the concrete enables the use of a thinner wall shell than would normally be required. Actually, in most pile installations using steel encased concrete pile construction, the required shell wall thickness calculated for load bearing is less than that calculated for driving. Thus, by enabling a thinner wall shell section to be driven, the present invention makes possible a more efficient relationship between shell section wall thickness and load spec ifications.
For certain applications, it may be desired to increase the tensile strength of the concrete within the shell sections. This can be done by installing conventional reinforcing steel within the shell section before pouring the concrete; or if desired, small lengths of fiber or short steel wire may be distributed randomly throughout the concrete mix.
Having thus described the invention with particular reference tothe preferred form thereof, it will be obvious to those skilled in the art to which the invention pertains, after understanding the invention, that various changes and modifications may be made therein without departing from the spirit and scope of the in vention, as defined by the claims appended thereto.
What is claimed is:
1. A method of forming a pile in the earth comprising the steps of driving a hollow tube, closed at the bottom, down into the earth to a first location less than the depth at which penetration refusal is experienced, then filling the tube with a flowable castable material to stiffen the tube, allowing the castable material to harden and thereafter further driving the tube with the castable material hardened therein further down substantially beyond said first location to a final bearing 6 depth.
2. A method of forming a pile according to claim 1, wherein the castable material is concrete and said concrete is allowed to harden about four days before said further driving.
3. A method of forming a pile in the earth comprising the steps of driving a first tube down into the earth, filling the tube with a castable material to stiffen same, allowing the castable material to harden, connecting a further tube to the top of the first tube and thereafter driving the tubes together further down into the earth.
4. A method of forming a pile according to claim 3, wherein the castable material is concrete and wherein water which rises to the top of said first tube is removed and replaced with a grout.
5. A method of forming a pile according to claim 3, wherein a steel plate is positioned on top of the castable material prior to connecting said further tube.
6. A method of forming a pile according to claim 3, wherein said further tube is connected by welding its end to the top of said first tube.
7. A method of forming a pile according to claim 6, wherein said tubes are driven together further down into the earth by application of vibratory driving forces.
8. A method of forming a pile according to claim 3, wherein said further tube is connected by means of a connector sleeve.
9. A method of forming a pile according to claim 8, wherein said connector sleeve is preassembled with one of said tubes by a press tit.
10. A method of forming a pile according to claim 9, wherein said connector sleeve is fitted to the other tube with a sliding fit.
11. A method of forming a pile according to claim 3, wherein said further tube, after being driven further down into the earth, is itself-filled with a castable material.
12. A method of forming a pile according to claim 11, wherein the castable material in said further tube is allowed to harden and a third tube is connected to the top of said further tube and all said tubes are together driven still further into the earth.
13. A method of forming a pile according to claim 3, wherein said driving of the tubes together into the earth is undertaken by means of a mandrel extending down the interior of said further tube to engage the castable material in the first tube to distribute the force of driving blows between said tubes.
|Cited Patent||Filing date||Publication date||Applicant||Title|
|US1558127 *||31 May 1923||20 Oct 1925||Upson Maxwell M||Setting composite piles|
|US1954070 *||4 Aug 1932||10 Apr 1934||George Cook||Pile|
|US2465557 *||22 Oct 1945||29 Mar 1949||Thornley Joseph H||Pile and method of making the same|
|US2698520 *||4 Aug 1952||4 Jan 1955||Pacific Union Metal Company||Concrete pile joint|
|US2920456 *||24 Apr 1956||12 Jan 1960||Raymond Int Inc||Concrete piles and methods for forming and installing same|
|US3199300 *||22 May 1961||10 Aug 1965||Foundation Specialties Inc||Pile construction|
|US3316724 *||13 Jan 1964||2 May 1967||Yoshiro Tsuzuki||Concrete pile joint and method of assembly|
|US3395543 *||7 Jul 1967||6 Aug 1968||Fredric Rusche||Method for driving thin wall pipe piles|
|Citing Patent||Filing date||Publication date||Applicant||Title|
|US3971227 *||19 Feb 1974||27 Jul 1976||Raymond International Inc.||Installation of expanded base piles|
|US4027491 *||27 Jan 1975||7 Jun 1977||Turzillo Lee A||Composite earth drilling auger and method of installing same in situ|
|US4230425 *||19 Mar 1979||28 Oct 1980||Gusev Vladimir A||Method and installation for producing cast-in-situ piles|
|US4543015 *||14 Sep 1983||24 Sep 1985||Kruse William E||Pile having wedge former|
|US5419658 *||5 Oct 1993||30 May 1995||Wayne DeWitt||Thin-walled pipe driving method for forming piles|
|US6036404 *||15 Apr 1998||14 Mar 2000||Petroleo Brasileiro S.A.-Petrobras||Foundation system for tension leg platforms|
|US6142709 *||18 Mar 1999||7 Nov 2000||Petroleo Brasileiro S.A. - Petrobras||Foundation system for tension leg platforms|
|US6312195||17 Nov 1999||6 Nov 2001||Petroleo Brasileiro S.A. — Petrobras||Method of installing foundation for tension leg platform|
|US6318933 *||17 Oct 1996||20 Nov 2001||Petroleo Brasileiro S.A.||Foundation system for tension leg platforms|
|US6468003 *||7 Sep 2001||22 Oct 2002||Stanley Merjan||Composite pile with tapering lower portion and method for driving pile into granular soil|
|US6470966||7 May 2001||29 Oct 2002||Robert Lance Cook||Apparatus for forming wellbore casing|
|US6497289||3 Dec 1999||24 Dec 2002||Robert Lance Cook||Method of creating a casing in a borehole|
|US6557640||7 Jun 2000||6 May 2003||Shell Oil Company||Lubrication and self-cleaning system for expansion mandrel|
|US6561227||9 May 2001||13 May 2003||Shell Oil Company||Wellbore casing|
|US6568471||24 Feb 2000||27 May 2003||Shell Oil Company||Liner hanger|
|US6575240 *||24 Feb 2000||10 Jun 2003||Shell Oil Company||System and method for driving pipe|
|US6575250||15 Nov 2000||10 Jun 2003||Shell Oil Company||Expanding a tubular element in a wellbore|
|US6631759||12 Feb 2002||14 Oct 2003||Shell Oil Company||Apparatus for radially expanding a tubular member|
|US6631760||9 May 2001||14 Oct 2003||Shell Oil Company||Tie back liner for a well system|
|US6631769||15 Feb 2002||14 Oct 2003||Shell Oil Company||Method of operating an apparatus for radially expanding a tubular member|
|US6634431||3 Oct 2001||21 Oct 2003||Robert Lance Cook||Isolation of subterranean zones|
|US6640903||10 Mar 2000||4 Nov 2003||Shell Oil Company||Forming a wellbore casing while simultaneously drilling a wellbore|
|US6684947||20 Feb 2002||3 Feb 2004||Shell Oil Company||Apparatus for radially expanding a tubular member|
|US6705395||12 Feb 2002||16 Mar 2004||Shell Oil Company||Wellbore casing|
|US6712154||18 Oct 2001||30 Mar 2004||Enventure Global Technology||Isolation of subterranean zones|
|US6725919||25 Sep 2001||27 Apr 2004||Shell Oil Company||Forming a wellbore casing while simultaneously drilling a wellbore|
|US6739392||25 Sep 2001||25 May 2004||Shell Oil Company||Forming a wellbore casing while simultaneously drilling a wellbore|
|US6745845||10 Dec 2001||8 Jun 2004||Shell Oil Company||Isolation of subterranean zones|
|US6749372 *||7 Dec 2001||15 Jun 2004||Qing-Dao Xie||Underground shell-pile continuous wall job practice and its special drill|
|US6758278||25 Sep 2001||6 Jul 2004||Shell Oil Company||Forming a wellbore casing while simultaneously drilling a wellbore|
|US6823937||10 Feb 2000||30 Nov 2004||Shell Oil Company||Wellhead|
|US6857473||7 Mar 2002||22 Feb 2005||Shell Oil Company||Method of coupling a tubular member to a preexisting structure|
|US6892819||25 Sep 2001||17 May 2005||Shell Oil Company||Forming a wellbore casing while simultaneously drilling a wellbore|
|US6966370||20 Feb 2002||22 Nov 2005||Shell Oil Company||Apparatus for actuating an annular piston|
|US6968618||12 May 2003||29 Nov 2005||Shell Oil Company||Expandable connector|
|US6976541||22 Jan 2003||20 Dec 2005||Shell Oil Company||Liner hanger with sliding sleeve valve|
|US7011161||1 Oct 2002||14 Mar 2006||Shell Oil Company||Structural support|
|US7036582||1 Oct 2002||2 May 2006||Shell Oil Company||Expansion cone for radially expanding tubular members|
|US7040396||20 Feb 2002||9 May 2006||Shell Oil Company||Apparatus for releasably coupling two elements|
|US7044218||1 Oct 2002||16 May 2006||Shell Oil Company||Apparatus for radially expanding tubular members|
|US7044221||20 Feb 2002||16 May 2006||Shell Oil Company||Apparatus for coupling a tubular member to a preexisting structure|
|US7048062||1 Oct 2002||23 May 2006||Shell Oil Company||Method of selecting tubular members|
|US7055608||18 Apr 2003||6 Jun 2006||Shell Oil Company||Forming a wellbore casing while simultaneously drilling a wellbore|
|US7063142||15 Feb 2002||20 Jun 2006||Shell Oil Company||Method of applying an axial force to an expansion cone|
|US7073980||8 Dec 2003||11 Jul 2006||Stanley Merjan||Piling|
|US7077213||1 Oct 2002||18 Jul 2006||Shell Oil Company||Expansion cone for radially expanding tubular members|
|US7100684||18 Dec 2002||5 Sep 2006||Enventure Global Technology||Liner hanger with standoffs|
|US7100685||13 Jun 2003||5 Sep 2006||Enventure Global Technology||Mono-diameter wellbore casing|
|US7108061||25 Oct 2002||19 Sep 2006||Shell Oil Company||Expander for a tapered liner with a shoe|
|US7108072||5 Mar 2003||19 Sep 2006||Shell Oil Company||Lubrication and self-cleaning system for expansion mandrel|
|US7121352||14 Jul 2003||17 Oct 2006||Enventure Global Technology||Isolation of subterranean zones|
|US7159665||19 Jul 2002||9 Jan 2007||Shell Oil Company||Wellbore casing|
|US7159667||2 Feb 2004||9 Jan 2007||Shell Oil Company||Method of coupling a tubular member to a preexisting structure|
|US7168499||10 Sep 2004||30 Jan 2007||Shell Oil Company||Radial expansion of tubular members|
|US7172024||31 Mar 2003||6 Feb 2007||Shell Oil Company||Mono-diameter wellbore casing|
|US7416027||13 Aug 2002||26 Aug 2008||Enventure Global Technology, Llc||Adjustable expansion cone assembly|
|US7517170 *||27 May 2005||14 Apr 2009||The Chamberlain Group, Inc.||Method and apparatus for mounting a barrier operator|
|US7665532||19 Oct 2007||23 Feb 2010||Shell Oil Company||Pipeline|
|US7712522||3 Apr 2007||11 May 2010||Enventure Global Technology, Llc||Expansion cone and system|
|US7739917||18 Aug 2003||22 Jun 2010||Enventure Global Technology, Llc||Pipe formability evaluation for expandable tubulars|
|US7740076||4 Mar 2003||22 Jun 2010||Enventure Global Technology, L.L.C.||Protective sleeve for threaded connections for expandable liner hanger|
|US7775290||15 Apr 2004||17 Aug 2010||Enventure Global Technology, Llc||Apparatus for radially expanding and plastically deforming a tubular member|
|US7793721||11 Mar 2004||14 Sep 2010||Eventure Global Technology, Llc||Apparatus for radially expanding and plastically deforming a tubular member|
|US7819185||12 Aug 2005||26 Oct 2010||Enventure Global Technology, Llc||Expandable tubular|
|US7886831||6 Aug 2007||15 Feb 2011||Enventure Global Technology, L.L.C.||Apparatus for radially expanding and plastically deforming a tubular member|
|US7909542 *||6 Nov 2003||22 Mar 2011||Grinaka-Lta Limited||Mine support|
|US7918284||31 Mar 2003||5 Apr 2011||Enventure Global Technology, L.L.C.||Protective sleeve for threaded connections for expandable liner hanger|
|US9068317 *||2 Nov 2012||30 Jun 2015||University Of Washington Through Its Center For Commercialization||Pile with low noise generation during driving|
|US9080301 *||27 Nov 2013||14 Jul 2015||University Of Washington Through Its Center For Commercialization||Pile with low noise generation during driving|
|US9181674||27 Jun 2011||10 Nov 2015||Hubbell Incorporated||Seismic restraint helical pile systems and method and apparatus for forming same|
|US9617702||6 Jan 2014||11 Apr 2017||University Of Washington Through Its Center For Commercialization||Pile with sound abatement|
|US20010047866 *||9 May 2001||6 Dec 2001||Cook Robert Lance||Wellbore casing|
|US20030094278 *||1 Oct 2002||22 May 2003||Shell Oil Co.||Expansion cone for radially expanding tubular members|
|US20030094279 *||1 Oct 2002||22 May 2003||Shell Oil Co.||Method of selecting tubular members|
|US20030116325 *||18 Dec 2002||26 Jun 2003||Cook Robert Lance||Liner hanger with standoffs|
|US20030233524 *||12 Jun 2002||18 Dec 2003||Poisner David I.||Protected configuration space in a protected environment|
|US20040045616 *||18 Apr 2003||11 Mar 2004||Shell Oil Co.||Tubular liner for wellbore casing|
|US20040045718 *||22 Jan 2003||11 Mar 2004||Brisco David Paul||Liner hanger with sliding sleeve valve|
|US20040115008 *||8 Dec 2003||17 Jun 2004||Stanley Merjan||Piling|
|US20050098323 *||18 Apr 2003||12 May 2005||Shell Oil Co.||Forming a wellbore casing while simultaneously drilling a wellbore|
|US20060267532 *||27 May 2005||30 Nov 2006||The Chanberlain Group, Inc.||Method and apparatus for mounting a barrier operator|
|US20070092344 *||6 Nov 2003||26 Apr 2007||Nico Erasmus||Mine support|
|US20140056650 *||2 Nov 2012||27 Feb 2014||University of Washington through it Center for Commercialization||Pile with low noise generation during driving|
|US20140086693 *||27 Nov 2013||27 Mar 2014||University Of Washington Through Its Center For Commercialization||Pile with low noise generation during driving|
|EP0217995A2 *||12 Nov 1985||15 Apr 1987||Soc. PACCAGNELLA S.n.c. di Paccagnella Celso & Co.||A device that may be applied to perforating drills for the drilling of foundation holes,and the insertion and stabilization of reinforcement tubes|
|EP0217995A3 *||12 Nov 1985||19 Oct 1988||Soc. PACCAGNELLA S.n.c. di Paccagnella Celso & Co.||A device that may be applied to perforating drills for the drilling of foundation holes,and the insertion and stabilization of reinforcement tubes|
|U.S. Classification||405/249, 405/233|
|International Classification||E02D5/34, E02D5/38|