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US3241325A - Piling construction method - Google Patents

Piling construction method Download PDF

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Publication number
US3241325A
US3241325A US179156A US17915662A US3241325A US 3241325 A US3241325 A US 3241325A US 179156 A US179156 A US 179156A US 17915662 A US17915662 A US 17915662A US 3241325 A US3241325 A US 3241325A
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Prior art keywords
pile
mortar
chamber
injection
piling
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US179156A
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English (en)
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Simons Hanns
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22—Piles
    • E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
    • E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
    • E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
    • E02D13/06—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers for observation while placing
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22—Piles
    • E02D5/24—Prefabricated piles
    • E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22—Piles
    • E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22—Piles
    • E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes

Definitions

  • This invention relates in general to a new and useful method of installing piles of piers which carry at their bottom or foot a mortar or cement injection chamber having inlet and outlet passages in communication therewith for delivering mortar under pressure and including means in the chamber for directing the mortar radially outwardly to permit a uniform formation of a mortar fot therebeneath, and to a method of effecting such formation.
  • a hole must be drilled into the ground and the hole must be prevented from collapse during the drilling and excavation. This may be accomplished, for example, by insertion of steel tubes, by water pressure or by the insertion of -a thixotropic liquid. After the hole is formed, the pile can then be cast in situ with concrete, or a pre-cast or pre-finished pile can be inserted into the hole. When foundations are built in deep water or for those cases in which, ⁇ for the purpose of absorbing bending movements, prestressed concrete pilings are necessary, then the insertion of a pre-cast pile is preferred as compared to cast in situ piles.
  • cast in situ piles support almost exclusively by their skin friction with the surrounding soil.
  • the ultimate point or toe resistance is not achieved, because the soil under the point or toe of the pile which has been loosened by the drilling operation is usually not able to absorb higher pressure loads until after extensive settling has taken place.
  • a disadvantage in the prior art constructions is that even with the additional surrounding jacket, pre-cast piles will carry large loads almost only by their skin friction. Thus, if it is desired to permit the piling to support its ultimate load it will be necessary to mobilize not only the skin friction but also full point resistance, which, however in almost all instances will produce a non-permissible amount of settlement of the structure to be built on the piles. In addition, during the settlement of a pile the skin friction will be reduced from its maximum value to a considerable lower value so that even with the maximum settle- 3,241,325 Patented Mar. 22, 1966 ICC ment the piling is not able t'o carry the maximum load to which it would be capable when utilizing the method covered by the invention.
  • a method for producing a pi-le which includes a chamber formed at the point or bottom thereof.
  • the piling includes means for distributing mortar down to the chamber under pressure and radially outwardly in the chamber at the bottom or base of the piling.
  • the arrangement further includes a return conduit for regulating the back pressure and for controlling the flow of mortar thereto to insure proper constituency thereof by circulation until the high water content mortar Which is initially produced when injection starts is purged.
  • the chamber includes radially extending passages in order to insure an even distribution of mortar under the complete base surface of the piling.
  • the chamber is covered by means of a bottom plate which will be moved downwardly under the force of the injection pressure at which the mortar is supplied.
  • the mortar can penetrate through these holes and can form a mortar body also under the plate, or it can penetrate into the soil which will be stabilized by this enrichment with mortar.
  • the piling is advantageously formed with the chamber at its bottom and conduits are extended to the chamber for the injection of the mortar.
  • a connection must be formed between the piling and the ground for precast piles, e.g. by forming a concrete jacket around the piling by lateral injection.
  • mortar is pumped down to the chamber under a pressure great enough to permit the formation of a large foot of mortar beneath the :piling which extends out in a manner of a widened elephants foot.
  • this foot of mortar the ground. beneath the piling is advantageously subjected to loading and unloading such as by cyclically binding up and relieving the mortar injection pressure in order to provide the most desirable formationat the bottom of the pile.
  • the distributing chamber is advantageously closed by a bottom plate which has the same surface as that of the pile.
  • the chamber formation is such that even with a small increase in the mortar injection pressure a distribution of the mortar over at least the entire bottom surface will take place.
  • the improved process in cases where a pre-cast or pre-formed pile is employed, is to initially inject a jacket ⁇ around the piling after the supporting tube is lifted.
  • a ibottom mortar injection is caryried out after the hardening of the jacket around the pilmg.
  • a further object ⁇ of the invention is to provide an improved method of inserting drilled pilings.
  • a further object of the invention is to provide an irnproved process for the forming of a foot beneath a piling by circulating mortar to a distributing chamber formed at the bottom of a piling and regulating the back pressure to insure a ushing of the chamber with the mortar until a mortar of a desired constituency is in the chamber, thereafter closing off the circulating line and forcing the mortar under pressure to cause a foot of mortar to form at the bottom of ⁇ the piling.
  • a further object of the invention is to provide process forr producing a piling having a bottom chamber formed thereon with means for distributing mortar beneath the entire base surface and uniformly therearound, and including inlet and discharge lines for delivering mortar to the chamber and for permitting the return liow outwardly therefrom.
  • a further object of the invention is to provide a process for producing a piling which includes a chamber formed at the bottom thereof and covered by a bottom plate which i s removable under pressure with means for distributing motar uniformly under and outwardly around the bottom surface of the piling and including inlet yand discharge lines for delivering and returning mortar from said chamber.
  • a further object of the invention is to provide a process for producing pre-cast piling having a -chamber formed at the Abottom thereof comprising excavating a hole by inserting a steel casing to support the soil around the hole, placing a .piling in the hole, thereafter removing the casing and injecting a concrete between the piling and the soil, directing a concrete or mortar to the chamber at the bottom of the piling after the concrete of the lateral injection has set and permitting the circlulation of the concrete until a desired constituency of concrete is obtained at the bottom thereof, closing the return line for the concrete and injecting concrete under pressure until a foot is ⁇ formed extending downwardly and outwardly from the bottom of said piling, whereby the soil is pretensioned up to its later point load.
  • a further object of the invention is to provide a piling construction which is simple in design, rugged in construction and economical to manufacture.
  • FIG. l is a graph indicating various curves of known pile constructions and those produced with the method according to the invention indicating the supporting capacity in relation to the settlement;
  • FIG. 2 is a graph indicating the characteristics of the prior ⁇ art pile constructions and methods in relationship to the pile constructed and installed in the manner of the present invention
  • FIG. 3 is a somewhat schematic indication of a pile construction and equipment for carrying out the process in accordance with the present invention
  • FIG. 4 is an enlarged transverse section indicating a piling constructed in accordance with the invention.
  • FIG. 5 is a section taken on the line V-V of FIG. 4;
  • FIG. 6 is a section taken on the line VI-VI of FIG. 4.
  • FIG. l the various surface friction and bottom pressure characteristics of the prior art pile constructions are shown.
  • the supporting capacity of a pile is indicated on the -ordinate in tons, while the settlement of the pile is indicated on the abscissa in millimeters.
  • Curve I indicates the carrying capacity which is achieved from the skin friction action as a function of settlement while curve II indicates the point resistance of the pile in an ordinary drilled pre-cast pile construction method.
  • the maximum carrying capacities occur at different settlements, because for the purpose of obtaining the maximum point resistance, larger settlement paths must be traversed than in the case of skin friction.
  • only skin friction can be exploited for the bearing capacity of such piles.
  • FIG. 2 there is indicated a settlement of the prior art pile construction and method without point injection and of two identical piles with point injection.
  • a test pile of .35 meter diameter of usual prior art construction and having an 8 meter high lateral injection supported at permissible setting of mm. and 550 tons is indicated on curve IV.
  • curve V a pile of identical nature which has been imparted with point injection in accordance with this invention carries by contrast at a settlement of 15 mm. 925 tons.
  • a second pile with a meter high lateral injection is indicated in graph VI which also has been imparted with a point injection carried out in accordance with this invention, and it carries at 15 mm. a load of 1250 tons. This pile could be loaded to a capacity of 2002 tons, which is an unusually high test load.
  • the invention embodied therein includes a pile ⁇ generally designated 1 which is hollowed at its upper portion and is inserted into a drill hole in the usual manner.
  • the pile is connected to the surrounding soil at least in the lower ⁇ region of the drill hole by means of a lateral injection forming the surrounding concrete jacket 2.
  • This surface injection consists of mortar.
  • This lateral injection can be introduced through pipes between the pile and the steel casing, or through pipes incorporated in the wall of the pile, while extracting the said steel casing.
  • FIG. 4 shows such pipes number 29.
  • For castin-situ piles such mortar injection is not necessary as such piles will automatically join the surrounding soil by means of the concrete of which they are made.
  • the pile projects above a water surface.
  • the lower end of the pile includes a solid foot or bottom 3 which is formed for example of concrete.
  • an injection chamber generally designated 4.
  • th-e injection chamber 4 is formed by a plurality of distributing passages 10 (FIG. 5), communicating at their radially inner end with the central circular chamber 11, both chamber 11 and passages 10 being covered by a bottom plate 12.
  • the plate 12 is secured by means of flanges 13 to the bottom of the pile 1 which will be torn ott upon the application of an increased mortar injection pressure.
  • An inlet conduit or pipe 5 received mortar under pressure from an injection pump 7 located above the water line.
  • the conduit 5 extends downwardly through the hollow portion of the pile 1 and through the solid bottom portion 3 to the interior of the chamber 4.
  • a discharge conduit 6 extends upwardly ⁇ from the highest portion of the chamber d and is provided with a shut-off valve 8 for closing and opening this line as desired.
  • cement mortar may be circulated through the conduit 5 into the chamber 4 and back through conduit 6.
  • the pressure in the conduit 5 and the chamber 4 is controlled by pressure gauges and suitable automatic means located above the water line.
  • the chamber 4l includes the radially extending passages 10 so that it is in a star-shaped conguration.
  • the section taken along the lines V-V indicated in FIG. 4 shows a at bottom portion 9 on which plate 12 rests. This bottom portion closes the holes provided in the plate as long as the plate has not yet been forced off by the pressure of the mortar.
  • the holes are arranged between the distributing passages, so that the distribution chamber and the distributing passages cannot be clogged when the pile is inserted.
  • the star configuration indicated in FIG. 5 is only one form of the injection chamber in accordance with the invention. Other congurations, for example, such as a spiral configuration, would be advantageous.
  • the inlet pipe 5 is connected to the beginning of the spiral and the outlet pipe 6 is connected to the end. of the spiral.
  • Such an arrangement insures a continuous How through the spiral and a distribution of material throughout the complete base surface of the chamber 4.
  • the pile as indicated in FIG. 3, is inserted into hole which is maintained by means of a steel jacket or similar means.
  • the surrounding steel jacket is then removed and the surface or jacket of mortar or concrete is formed around the pile 1 and permitted to harden, as indicated in FIG. 2.
  • the injection pump 7 is operated and mortar is delivered to the chamber 4.
  • Valve 8 is maintained opened and the mortar is circulated to ensure that the mortar which remains in the chamber 4 is of an acceptable water cement ratio. For example, a ratio of 0.4 is allowed to ow through the inlet pipe 5 and into the injection charnber 4, while the valve 8 is opened.
  • the mortar it is advantageous during the injection to cause the mortar to remain liquid for as long a period of time as possible. This is accomplished by periodically opening and closing the valve 8 on the outlet pipe 6 so that the soil below the pile has surlicient time to give oi its porewater and to settle. In addition, in this manner the soil below the pile l is loaded and unloaded in an intermittent stroke-like manner. This causes a further stabilization and at the same time the desired prestressing of the soil under the point of the pile as the mortar body is formed.
  • FIG. 3 there is indicated an entire apparatus for carrying out the preferred method.
  • a mixing means 15 which is driven by an electric motor 14, is supplied with cement at 16 and through a line 17 the required amount of water is supplied.
  • the mixture is led through a conduit 1S to a tank or intermediate chamber 2l), having an agitator 19.
  • a connecting line 21 leads to the cement injection pump 7.
  • This pump '7 will most advantageously be operated by compressed air from a line 22. It discharges the injection mortar through a line 23.
  • a pressure device. or air vessel 24 having an air space 25 and a pressure gauge or manometer 25 is connected in the pressure line 23 and discharges through the inlet line 5 which leads to the chamber 4.
  • the steel plate l2 is advantageously provided with holes or openings 30 (FG. 6) between the channels lltl of the star-shaped injection chamber which are closed by means of the concrete bottom 9 of the pile during the insertion of the pile.
  • the mortar penetrates through the holes into the soil below the bottom plate l2. if the soil particles have sufliciently large grain size, an enrichment of mortar in the soil below the pile is obtained, and the soil will not only be prestressed but also stabilized.
  • Each injection under p-ressure constitutes a test loading of the pile.
  • the pile is under an injection load of 800 tons between the point of the pile and the soil beneath it, and the pile does not lift to any extent, then the sk-in friction will also amount to about 80D tons, The ywork load of 800 tons is therefore carried or supported by at least doublefold security.
  • This simple testing method cannot be accomplished in any other kind ⁇ of pile construction method.
  • the lifting of each pile caused by the bottom injection can, as diagrammatical'ly indicated in FIG. 3, be measured, for example, by means of theodolite 26 arranged on an adjacent pile la.
  • the zero marking 27 of theodolite is arranged on another pile lb.
  • At the pile ll there is arranged a marking 28.
  • the theodolite 26, prior to starting the injection procedure, is adjusted at pile il to the zero marking of the scale 27. Thereafter, in a direction toward the pile l it is rocked and, at the position of the contact the marking 28, is fixed. After termination of the injection procedure the theodolite 26 is now adjusted to the new position of the marking 28 and is again rocked back to the pile 1b, where the sight line, after the pile lt has lifted itself, will engage in a higher position on the scale 27. In this manner the extent about which the pile il has lifted itself can be calculated.
  • non-uniform settlement of the piles -within a pile group can be compensated to a large extent.
  • Non-uniform settlement caused by varying soil conditions below the piles of a structure can otherwise cause large damage to the structure supported by these piles.
  • injection mortar is pressed under the piles for a Suthciently long period to obtain the same tinal injection pressure at all piles of a pile group.
  • the mortar consumption of the individual piles varies in this procedure considerably.
  • Non-uniform settlements are almost entirely compensated in this manner.
  • a process according to claim l including intermii tently releasing and applying pressure to the distributing chamber.
  • a process according to claim l wherein a pre-cast pile is employed, and including the step of boring a hole in the ground soil and inserting the pre-formed pile into the hole, injecting mortar around the outside of the pile for the purpose of embedding the pile in the surrounding soil, and permitting the mortar to become hardened before introducing mortar into said distributing chamber.
  • a process for increasing the carrying capacity of piling by injection of cement mortar below the bottom surface of a pile wherein means are provided for location in an excavated ground hole adjacent the bottom surface of said pile to define a hollow mortar distributing chamber which is closed downwardly by means of a bottom plate having at least the same cross-sectional surface as that of the pile and which is separable ⁇ from the bottom of the pile upon the application of a predetermined pressure thereto, the said means including inlet and outlet con duits connected to said mortar distributing chamber, comprising ilushing the chamber by circulating mortar downwardly to said chamber through said inlet conduit and back upwardly to said discharge conduit for a period of time until a settable cement mortar is discharged from said discharge conduit and any ground water which has entered into said chamber removed, thereafter block-ing oft' said discharge conduit and continuing to increase the pressure acting on the mortar in the supply conduit and said distributing chamber until the des-ired prestressing of the soil with mortar at the bottom of the pile has been obtained.
  • a process for increasing .the carrying capacity of a pile using a pile having a mortar distributing chamber formed at the bottom thereof covered by a bottom plate having an exterior surface complementary to that of the pile, and inlet and outlet conduits connected to said mortar distributing chamber, comprising forming a receiving bore in the ground, inserting the pile in the bore, injecting mortar around the exterior of said piling to form an exterior jacket, permitting .the exterior jacket to harden to join the pile to the surrounding soil, directing mortar under pressure through said inlet conduits while said outlet conduit is open until the constituency of the mortar as evidenced by the mortar exiting from said outlet conduit is of a satisfactory character, intermittently stopping the circulation of the mortar to permit ground water to accumulate in the chamber and repeating the circulation to remove the water, thereafter closing the discharge conduit and building up the pressure exerted on the mortar in said inlet conduit and thereby in the mortar distributing chamber, and periodically decreasing and increasing the pressure on the mortar.

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (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)
  • Piles And Underground Anchors (AREA)
US179156A 1961-03-11 1962-03-12 Piling construction method Expired - Lifetime US3241325A (en)

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Application Number Priority Date Filing Date Title
DEB61639A DE1215603B (de) 1961-03-11 1961-03-11 Verfahren zur Erhoehung der Tragfaehigkeit von Fertigpfaehlen und Fertigpfahl zur Durchfuehrung dieses Verfahrens

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Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3855804A (en) * 1973-01-02 1974-12-24 Dyckerhoff & Widmmann Ag Apparatus and method for distending the distensible body of an earth anchor
US4060994A (en) * 1975-11-11 1977-12-06 Fondedile S.P.A. Process for providing a foundation pile for alternating compressive and tractive stresses and a pile thus provided
US4116012A (en) * 1976-11-08 1978-09-26 Nippon Concrete Industries Co., Ltd. Method of obtaining sufficient supporting force for a concrete pile sunk into a hole
US4701078A (en) * 1984-04-20 1987-10-20 Jse Lin J Pile construction method for improving bearing power
US20160115763A1 (en) * 2014-10-22 2016-04-28 SFI Inc. Tip-grouting tools including distribution materials and related methods
US10774493B2 (en) * 2018-11-16 2020-09-15 Horst K. Aschenbroich Hollow rebar for post-grouting the base of reinforced concrete drilled shafts

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE3108492C2 (de) * 1980-03-24 1986-05-28 Výskumný ústav inžinierských stavieb, Preßburg/Bratislava Verfahren und Anordnung zur Probebelastung von geschütteten Bohrpfählen

Citations (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US1396542A (en) * 1920-04-13 1921-11-08 Robert B Tufts Installation of concrete footings for piles and the like
US1794892A (en) * 1922-12-09 1931-03-03 John B Goldsborough Forming piles
US1951643A (en) * 1931-12-12 1934-03-20 Warren L Bald Pile forming apparatus
GB407769A (en) * 1932-11-02 1934-03-29 British Steel Piling Co Ltd Improvements in or relating to reinforced concrete piles, piers or the like
GB541509A (en) * 1941-05-07 1941-11-28 Johan Fredrik Hagrup A method and an equipment for the making of piles of concrete or other mouldable mass in the ground
US2512831A (en) * 1947-02-26 1950-06-27 Holmes Arthur Brannam Production of concrete piles
US2555951A (en) * 1947-01-09 1951-06-05 Allard Pierre Jean Ma Theodore Method for constructing piles or piers for foundations
DE902959C (de) * 1951-04-29 1954-01-28 Frankipfahl Baugesellschaft M Vorrichtung und Verfahren zur Herstellung von Gruendungspfaehlen
US2952130A (en) * 1955-03-28 1960-09-13 Mueller Ludwig Pile
US3074240A (en) * 1960-02-18 1963-01-22 Fairfield H Elliott Method of forming drilled cast-in-place piles

Family Cites Families (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE683407C (de) * 1938-02-22 1939-11-06 Sigurd Hiorth Dipl Ing Verfahren zur Gruendung von Betonpfaehlen
DE873529C (de) * 1950-04-07 1953-04-16 Hans Dr-Ing Lorenz Verfahren zur Erhoehung der Standsicherheit von Grundbauwerken aller Art

Patent Citations (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US1396542A (en) * 1920-04-13 1921-11-08 Robert B Tufts Installation of concrete footings for piles and the like
US1794892A (en) * 1922-12-09 1931-03-03 John B Goldsborough Forming piles
US1951643A (en) * 1931-12-12 1934-03-20 Warren L Bald Pile forming apparatus
GB407769A (en) * 1932-11-02 1934-03-29 British Steel Piling Co Ltd Improvements in or relating to reinforced concrete piles, piers or the like
GB541509A (en) * 1941-05-07 1941-11-28 Johan Fredrik Hagrup A method and an equipment for the making of piles of concrete or other mouldable mass in the ground
US2555951A (en) * 1947-01-09 1951-06-05 Allard Pierre Jean Ma Theodore Method for constructing piles or piers for foundations
US2512831A (en) * 1947-02-26 1950-06-27 Holmes Arthur Brannam Production of concrete piles
DE902959C (de) * 1951-04-29 1954-01-28 Frankipfahl Baugesellschaft M Vorrichtung und Verfahren zur Herstellung von Gruendungspfaehlen
US2952130A (en) * 1955-03-28 1960-09-13 Mueller Ludwig Pile
US3074240A (en) * 1960-02-18 1963-01-22 Fairfield H Elliott Method of forming drilled cast-in-place piles

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3855804A (en) * 1973-01-02 1974-12-24 Dyckerhoff & Widmmann Ag Apparatus and method for distending the distensible body of an earth anchor
US4060994A (en) * 1975-11-11 1977-12-06 Fondedile S.P.A. Process for providing a foundation pile for alternating compressive and tractive stresses and a pile thus provided
US4116012A (en) * 1976-11-08 1978-09-26 Nippon Concrete Industries Co., Ltd. Method of obtaining sufficient supporting force for a concrete pile sunk into a hole
US4701078A (en) * 1984-04-20 1987-10-20 Jse Lin J Pile construction method for improving bearing power
US20160115763A1 (en) * 2014-10-22 2016-04-28 SFI Inc. Tip-grouting tools including distribution materials and related methods
US9732585B2 (en) * 2014-10-22 2017-08-15 Shimmick/Fcc/Impregilo Joint Venture Tip-grouting tools including distribution materials and related methods
US10774493B2 (en) * 2018-11-16 2020-09-15 Horst K. Aschenbroich Hollow rebar for post-grouting the base of reinforced concrete drilled shafts

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