[go: up one dir, main page]
More Web Proxy on the site http://driver.im/

US3431736A - Method of constructing underground concrete walls - Google Patents

Method of constructing underground concrete walls Download PDF

Info

Publication number
US3431736A
US3431736A US614253A US3431736DA US3431736A US 3431736 A US3431736 A US 3431736A US 614253 A US614253 A US 614253A US 3431736D A US3431736D A US 3431736DA US 3431736 A US3431736 A US 3431736A
Authority
US
United States
Prior art keywords
trench
concrete
partition
wall structure
underground
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Lifetime
Application number
US614253A
Other languages
English (en)
Inventor
Shinhachiro Ueda
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Individual
Original Assignee
Individual
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Individual filed Critical Individual
Application granted granted Critical
Publication of US3431736A publication Critical patent/US3431736A/en
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/18—Bulkheads or similar walls made solely of concrete in situ

Definitions

  • the present invention relates to a method for constructing a continuous underground concrete wall; more particularly, it relates to a method wherein bentonite solution is used to initially support the walls of an excavated trench and this solution is then displaced by concrete.
  • a construction method has recently been developed, wherein a sheathing wall of reinforced concrete is constructed above ground before the excavation of the ground. This wall is then used as a sheathing wall, underground outer wall or Waterproof wall after the excavation.
  • This method has been attracting the attention of the technicians in the art and is in fact being practised in place of the more conventional method utilizing steel sheet piles.
  • a hole or trench for the underground wall is excavated to a predetermined depth and length using a special excavator.
  • a deep trench is dug while the excavator simultaneously fills the trench with a bentonite solution so as to prevent the collapse of the soil.
  • a preassembled reinforcement basket is then disposed in the trench, and an interlocking pipe is installed in the trench at an end thereof.
  • the trench is then filled with concrete from the bottom, replacing the bentonite solution and forming an underground reinforced concrete wall structure unit.
  • Concurrently with the concrete depositing operation a second similar hole or trench is excavated in adjacent relation to the first trench.
  • the interlocking pipe is removed when the concrete deposited in the first trench has hardened to such an extent as to be self-retained in its shape and concrete is deposited in the second trench after disposing a reinforcement basket therein.
  • the bentonite solution is injected into the trench from a point in proximity to a bit of the excavator. It is then led up to the ground surface together with the sediment and gravel excavated and recycled into the trench after having said sediment and gravel separated therefrom.
  • the bentonite solution while being circulated in the manner described, permeates the peripheral walls of the trench and solidifies the soil, forming a waterproof layer.
  • One face of the underground concrete Wall structure unit is formed in a concave semicircular shape in cross section by the interlocking pipe.
  • the opposite end face of the adjacent underground wall structure unit, to be joined with the concave end of the first wall structure unit, is formed in a convex semicircular shape in cross section.
  • This existing construction method has the drawback 3,431,736 Patented Mar. 11, 1969 that a series of the underground wall structure units constructed according to the method are not sufiiciently resistive to horizontal lateral forces. This is particularly true, because, the reinforcement basket is embedded in each underground wall structure unit as an independent unit, and the adjacent underground wall structure units are joined only by virtue of concrete which has been deposited at different times.
  • the reinforcements in the series of underground wall structure units are substantially noncontinuous, and, therefore, these prior underground wall structures are not suitable for structures which are subjected to pressure and they are not acceptable.
  • the interlocking pipe cannot be removed until the concrete is solidified and is well self-retainable in its shape, because the pipe is in direct contact with the concrete deposited. A considerable waiting time is required before the deposition of concrete in the adjacent trench is commenced, with the result that the efficiency of the operation is reduced.
  • An object of the present invention is to eliminate the aforementioned drawbacks possessed by the conventional method.
  • Another object of the invention is to provide a novel method of constructing an underground concrete wall structure in which the reinforcements embedded therein are substantially continuous and which has substantial strength against a horizontal lateral pressure.
  • Still another object of the invention is to provide a novel method of constructing an underground concrete wall structure which does not require idle time during operations.
  • Still another object of the invention is to provide a novel method of preventing the leakage of fluid concrete occurring in proximity to the end of a trench.
  • Still another object of the invetnion is to provide a method of constructing an underground wall structure using a novel reinforcement basket.
  • Another object of the present invention resides in the provision of a concrete wall structure exhibiting the aforedescribed desirable characteristics.
  • Still another object of the present invention resides in an improved reinforcement basket for use in concrete wall structures that permits construction of walls having greater strength in the horizontal direction.
  • FIGURES 1 to 4 are respective schematic plan views illustrating the various stages of the process of the inventive method in sequence
  • FIGURE 5 is a perspective view of a fragment of a reinforcement basket employed in the present invention.
  • FIGURE 6 is a perspective view, similar to FIG. 5, of a fragment of another reinforcement basket employed in the present invention.
  • FIGURE 7 is an enlarged end view, with a portion broken away, of the reinforcement basket shown in FIG. 6;
  • FIGURES 8 to 11 are respective horizontal cross sectional views of an expansible and contractible tube employed in the present invention.
  • a trench or hole 5 for an underground wall structure unit is excavated in a convention'al manner by a deep trench excavator to a desired depth and length, while injecting a bentonite solution therein from a point in the proximity of a bit of said excavator.
  • a part of the bentonite solution filled in the trench is absorbed by the walls of the trench to prevent the collapse of said walls, while the remainder is forced up to the ground along with the sediment and gravel through a separately provided suction tube and pouredinto a settling tank.
  • the sediment and gravel settle on the bottom thereof and the supernatant bentonite solution is injected into the trench again by means of a pump.
  • the excavator and suction tube are removed from the trench and a cleaning tube is disposed in the trench on a level near the bottom thereof.
  • the cleaning tube has an air tube mounted therein, through which air is jetted under pressure to forcibly discharge the sand accumulated on the bottom of the trench on the ground.
  • the bentonite solution is fed continuously throughout this period so as to prevent the collapse of the trench walls and the cleaning tube is removed upon completion of the cleaning.
  • the reinforcement basket 1 employed in the embodiment shown in FIGS. 1 to 5 comprises a reinforcement structure composed of longitudinal reinforcing members 2, vertical reinforcing members 3, and transverse reinforcing members 4 bridging said longitudinal reinforcing members 2; an iron plate partition 7 welded to one end of said reinforcement structure, said partition comprising a central member having a semicircular cross section and integral flanges 6 provided at both edges of said central member, and having substantially the same width as that of the trench; and outwardly projecting longitudinal rein-forcing members 8 welded to each of said flanges.
  • These outwardly extending longitudinal reinforcing members 8 may alternatively be provided by extending the longitudinal reinforcing members 2 outwardly through the partition 7.
  • the reinforcement basket 1 is assembled on the ground beforehand and disposed in the trench 5. Then an interlocking pipe 9 is inserted into the trench in a vertical portion adjacent to partition 7, and the space between the partition 7 and the interlocking pipe 9 is filled with sand or gravel 11. A concrete depositing tube is then inserted into the reinforcement basket, and concrete is deposited in the trench 5 slowly from the bottom thereof to replace the bentonite solution. In this way, an underground wall structure unit 10 is formed. At approximately the same time, another trench 5 is excavated adjacent to the interlocking pipe 9.
  • the sand or gravel 11 in the space between the partition 7 and the interlocking pipe 9 is removed by means of air lift or sand pump and, after charging a bentonite solution in that space, the interlocking pipe 9 is pulled out.
  • a cleaning tube is disposed in the trench which is now filled with the bentonite solution, to discharge the sand o.ccumulated on the bottom of the trench in the manner described previously.
  • a reinforcement basket 1' and an interlocking pipe 9' are disposed in the trench.
  • the reinforcement basket 1 is arranged such that its longitudinal reinforcing members 2 overlap the respective longitudinal reinforcing members 8 extending outwardly from the opposite end face of the underground wall structure unit 10' which has been formed previously.
  • the reinforcement basket 1 similarly has a partition 7' fixed to the other end thereof, from which longitudinal reinforcing members 8 are projecting, outwardly. Concrete is then slowly deposited in the trench 5 from the bottom thereof through a concrete depositing tube which is inserted into the reinforcement basket 1', thereby replacing the bentonite solution and forming another underground concrete wall structure unit.
  • the new unit is combined integrally with the adjacent underground wall structure unit 10 formed previously.
  • a reinforcement basket 21 which is used in the embodiment shown in FIGS. 6 to 11, which comprises a reinforcement structure composed of longitudinal reinforcing members 22, vertical reinforcing members 23, and transverse reinforcing members 24 bridging said longitudinal reinforcing members; a vertically extending iron plate partition 27 welded to one end of said reinforcement structure, said partition comprising a central member having a semicircular cross section and integral flanges 26 provided at both edges of said central members, and having a width slightly smaller than the width of the trench 25; and outwardly extending longitudinal reinforcing members 28 welded to said flanges 26.
  • the outwardly extending reinforcing members '28 may alternatively be provided by extending the longitudinal reinforcing members 22 outwardly through the partition 27.
  • Each of the flanges 26 is formed along the outer edge thereof with a vertically extending member or grip 29 having an arcuate cross section.
  • An expansible and contractible tube 30' consisting of a bottomed retainer tube 31 is adapted to be interlocked with said member 29.
  • a bottomed sealable tube 33 Integrally connected with tube 31, there is a bottomed sealable tube 33 which is adapted to be brought in contact with the wall 32 of the trench 25.
  • the retainer tube 31 is made of an elastic material, such as rubber, and when it is disposed in the arcnate member 29 and air is introduced in said tube, the tube is inflated to be brought in intimate contact with the member 29 as shown in FIG. 8.
  • the reinforcement basket 21 having the expansible and contractible tubes thus fitted thereto is lowered in the trench 25 and, after disposing the interlocking pipe, the scalable tubes 33 are inflated by injecting air therein so as to be brought in intimate contact with the respective walls 32 of the trench as shown in FIG. 9.
  • the interspace between the partition 27 and the interlocking pipe is filled with sand or gravel to support the partition and then concrete is deposited in the trench slowly from the bottom thereof replacing the bentonite solution through the concrete depositing tube which is inserted in the reinforcement basket 21, and thus an underground wall structure unit 37 is formed.
  • another trench is excavated adjacent to the interlocking pipe in the same manner is described previously and, when the underground Wall structure unit 37 has been hardened to such extent as to be self-retained in its shape, the sand or gravel in the space is transferred into the interlocking pipe by means of air lift or removed by means of sand pump inserted therein, so as to be replaced by a bentonite solution and then the interlocking pipe is pulled out.
  • the retainer tube 31 is contracted by discharging the air therefrom, whereupon it is released from interlocking with the arcuate member 29 as shown in FIG. 10 and the expansible and contractible tube 30 is pulled up on the ground.
  • a reinforcement basket and interlocking pipe are placed in said trench which is now filled with a bentonite solution and, after inflating the sealable tubes of the expansible and contractible tubes to bring them in intimate contact with the opposite walls of the trench, concrete is deposited in said trench to form an underground concrete wall structure unit in successive relation to the previously formed underground wall structure unit 37.
  • the portion of the trench wherein the reinforcement basket 21 is disposed is completely isolated from the exterior by the expansible and contractible tubes 30 and partition 27, and the concrete Wall thus formed has an end as shown in the shaded portion 37 in FIG. 11.
  • An adjacent underground wall structure unit is formed successively to the shaped end portion of the concrete so that a portion of the partition is embedded in said adjacent wall structure unit.
  • sealing members 30' need not be filled with air; in fact, it has been found desirable to use liquid fillers in order to eifect the necessary expansion. Of course, there is little difiiculty in emptying either air or liquid in order to contract the tubes for extraction from the trench and partition.
  • the reinforcement basket used since the reinforcement basket used has the partition attached to one end thereof and the longitudinal reinforcing members projecting outwardly from said partition overlap the corresponding longitudinal reinforcing members of the adjacent reinforcement basket, the longitudinal reinforcing members of the preceding underground wall structure unit are embedded in the concrete of the following underground wall structure unit. Further, since the expansible and contractible tubes are rernovably mounted to both edges of the partition whose width is made slightly smaller than the width of the trench, for sealing contact with the walls of the trench, leakage of the concrete deposited can be prevented before hardening.
  • the utility factor of a site is high;
  • the underground wall may be utilized for construction of a part of the structure of a building
  • the construction site can be utilized with approximately 100% efiiciency
  • the construction period can be shortened
  • the construction work does not produce noise, vibration or other public hazards.
  • An improved method of constructing a continuous reinforced concrete underground wall structure in an excavated trench filled with a bentonite solution comprising inserting in a first excavated trench a reinforcing basket having a partition at one end and longitudinal reinforcing members projecting outwardly beyond said partition, said partition serving to hold the concrete in position, filling said trench with concrete by displacing said bentonite solution, excavating a series of successve trenches one at a time adjacent to said partition of each reinforcing basket employed, inserting identical reinforcing baskets in said successive trenches in such a manner that horizontal reinforcing members extend to and overlap the longitudinal reinforcing members extending from said partitions, and filling said successive trenches with concrete by displacing said bentonite solution whereby a continuous reinforced concrete underground wall structure of any desired length is formed.
  • said method includes the further steps of inserting expandible and contractible sealing tubes, each having two independent longitudinal hollowed portions, such that one of said hollowed portions is disposed within said gripping means as the other is disposed exteriorly of said gripping means, injecting a pressurized fluid into said hollowed portions for expanding the sealing tube to thereby interlock said first hollowed portion in said grippng means and to engage the other hollowed portion of said sealing tube with the side walls of said trench for sealing engagement with same.

Landscapes

  • 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)
  • Bulkheads Adapted To Foundation Construction (AREA)
US614253A 1966-02-12 1967-02-06 Method of constructing underground concrete walls Expired - Lifetime US3431736A (en)

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP823666 1966-02-12

Publications (1)

Publication Number Publication Date
US3431736A true US3431736A (en) 1969-03-11

Family

ID=11687499

Family Applications (1)

Application Number Title Priority Date Filing Date
US614253A Expired - Lifetime US3431736A (en) 1966-02-12 1967-02-06 Method of constructing underground concrete walls

Country Status (4)

Country Link
US (1) US3431736A (fr)
DE (1) DE1634502B1 (fr)
FR (1) FR1501545A (fr)
GB (1) GB1166669A (fr)

Cited By (23)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3729164A (en) * 1969-12-16 1973-04-24 Co Int Des Pieux Armes Frankig Device for forming continuous walls, by means of consecutive, reinforced-concrete panels
US3766695A (en) * 1970-07-28 1973-10-23 J Morner Sealing device for bounding concrete sections when making slit walls
US3796054A (en) * 1971-12-14 1974-03-12 U Piccagli Method for the construction of impermeable walls
US3798914A (en) * 1971-07-29 1974-03-26 Childs F Irwin Panel connectors for reinforced concrete diaphragm walls
US3851478A (en) * 1971-06-09 1974-12-03 British Railways Board Methods of controlling the flow of gases underground
US3938292A (en) * 1970-07-02 1976-02-17 Takenaka Komuten Company, Ltd. Process for reinforced concrete wall forming
US3990200A (en) * 1970-07-02 1976-11-09 Takenaka Komuten Company, Ltd. Apparatus for forming reinforced concrete wall
US4056939A (en) * 1973-05-02 1977-11-08 Alvarez Calderon Alberto Inflatable envelope systems for use in excavations
US4075852A (en) * 1975-08-12 1978-02-28 Icos Corporation Of America Steel reinforced underground wall
US4268192A (en) * 1978-09-11 1981-05-19 Raymond International Builders, Inc. Concrete wall construction
US4288175A (en) * 1979-10-29 1981-09-08 Henningson, Durham & Richardson, Inc. Reticulately reinforced earthen dams and method for providing reinforcement
US4329083A (en) * 1977-01-26 1982-05-11 Societe Soletanche Methods of laying underground conduits
US4728226A (en) * 1984-04-10 1988-03-01 Finic, B.V. Method and apparatus for forming reinforced concrete walls with continuous steel reinforcement
US4741644A (en) * 1985-04-11 1988-05-03 Finic, B.V. Environmental cut-off and drain
FR2827319A1 (fr) * 2001-07-13 2003-01-17 Intrafor Procede et dispositif pour la realisation d'une paroi moulee en beton arme dans le sol
US6607248B1 (en) 1999-06-23 2003-08-19 John J. Childress Low elevation coal processing plant
US20090178356A1 (en) * 2008-01-15 2009-07-16 Baumann Hanns U Pre-cast concrete column and method of fabrication
US20130255180A1 (en) * 2012-04-03 2013-10-03 Bauer Spezialtiefbau Gmbh Shuttering element for a trench wall and method for producing the trench wall
US8558111B1 (en) 2009-10-02 2013-10-15 Hubbell Incorporated Round box to single gang cover adapter
CN105332370A (zh) * 2015-10-29 2016-02-17 广东省基础工程集团有限公司 一种装配式地下连续墙单元及其施工方法
US9371623B2 (en) 2011-07-14 2016-06-21 Ccmj Systems Ltd Diaphragm wall apparatus and methods
US10988911B2 (en) 2017-04-26 2021-04-27 Ccmj Systems Ltd Diaphragm walls
US11225769B2 (en) 2018-02-15 2022-01-18 Ccmj Systems Ltd Shear key former apparatus and method(s)

Families Citing this family (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE2616970C3 (de) * 1976-04-17 1985-02-21 Wayss & Freytag Ag, 6000 Frankfurt Verfahren und Abschalelement zur Herstellung einer Schlitzwand in Fertigteilverbundkonstruktion
FR2402822A2 (fr) * 1977-09-13 1979-04-06 Soletanche Perfectionnements apportes a la mise en place de canalisations enterrees
FR3110922B1 (fr) * 2020-05-29 2022-10-14 Soletanche Freyssinet Elément d’armatures pour paroi moulée muni d’un porte-joint d’étanchéité

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US2086088A (en) * 1936-02-26 1937-07-06 Arthur A Newton Reinforcement for concrete posts
SU142210A1 (ru) * 1961-03-25 1961-11-30 Е.П. Кравцов Устройство дл фиксировани с помощью направл ющих положени бурового инструмента
FR1363586A (fr) * 1963-06-28 1964-06-12 I C O S Impresa Costruzioni Op Diaphragmes imperméables à l'eau, destinés au sous-sol et procédé de fabrication de ces diaphragmes
US3164963A (en) * 1960-09-23 1965-01-12 Dolen O Talley Apparatus for forming foundation members
US3197964A (en) * 1959-12-24 1965-08-03 Fehlmann Method for making a reinforced concrete structure

Family Cites Families (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DD42553A (fr) *
US1233508A (en) * 1913-05-07 1917-07-17 August C Rogalske Concrete construction.
DE1272836B (de) * 1963-08-28 1968-07-11 Erdoel Ag Hamburg Deutsche Abdichtvorrichtung fuer Grabenabschnitte von Schlitzwaenden

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US2086088A (en) * 1936-02-26 1937-07-06 Arthur A Newton Reinforcement for concrete posts
US3197964A (en) * 1959-12-24 1965-08-03 Fehlmann Method for making a reinforced concrete structure
US3164963A (en) * 1960-09-23 1965-01-12 Dolen O Talley Apparatus for forming foundation members
SU142210A1 (ru) * 1961-03-25 1961-11-30 Е.П. Кравцов Устройство дл фиксировани с помощью направл ющих положени бурового инструмента
FR1363586A (fr) * 1963-06-28 1964-06-12 I C O S Impresa Costruzioni Op Diaphragmes imperméables à l'eau, destinés au sous-sol et procédé de fabrication de ces diaphragmes

Cited By (26)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3729164A (en) * 1969-12-16 1973-04-24 Co Int Des Pieux Armes Frankig Device for forming continuous walls, by means of consecutive, reinforced-concrete panels
US3938292A (en) * 1970-07-02 1976-02-17 Takenaka Komuten Company, Ltd. Process for reinforced concrete wall forming
US3990200A (en) * 1970-07-02 1976-11-09 Takenaka Komuten Company, Ltd. Apparatus for forming reinforced concrete wall
US3766695A (en) * 1970-07-28 1973-10-23 J Morner Sealing device for bounding concrete sections when making slit walls
US3851478A (en) * 1971-06-09 1974-12-03 British Railways Board Methods of controlling the flow of gases underground
US3798914A (en) * 1971-07-29 1974-03-26 Childs F Irwin Panel connectors for reinforced concrete diaphragm walls
US3796054A (en) * 1971-12-14 1974-03-12 U Piccagli Method for the construction of impermeable walls
US4056939A (en) * 1973-05-02 1977-11-08 Alvarez Calderon Alberto Inflatable envelope systems for use in excavations
US4075852A (en) * 1975-08-12 1978-02-28 Icos Corporation Of America Steel reinforced underground wall
US4329083A (en) * 1977-01-26 1982-05-11 Societe Soletanche Methods of laying underground conduits
US4268192A (en) * 1978-09-11 1981-05-19 Raymond International Builders, Inc. Concrete wall construction
US4288175A (en) * 1979-10-29 1981-09-08 Henningson, Durham & Richardson, Inc. Reticulately reinforced earthen dams and method for providing reinforcement
US4728226A (en) * 1984-04-10 1988-03-01 Finic, B.V. Method and apparatus for forming reinforced concrete walls with continuous steel reinforcement
US4741644A (en) * 1985-04-11 1988-05-03 Finic, B.V. Environmental cut-off and drain
US6607248B1 (en) 1999-06-23 2003-08-19 John J. Childress Low elevation coal processing plant
FR2827319A1 (fr) * 2001-07-13 2003-01-17 Intrafor Procede et dispositif pour la realisation d'une paroi moulee en beton arme dans le sol
WO2003006750A1 (fr) * 2001-07-13 2003-01-23 Intrafor Procede et dispositif pour la realisation d'une paroi en beton arme dans le sol
US20090178356A1 (en) * 2008-01-15 2009-07-16 Baumann Hanns U Pre-cast concrete column and method of fabrication
US8558111B1 (en) 2009-10-02 2013-10-15 Hubbell Incorporated Round box to single gang cover adapter
US9371623B2 (en) 2011-07-14 2016-06-21 Ccmj Systems Ltd Diaphragm wall apparatus and methods
US20130255180A1 (en) * 2012-04-03 2013-10-03 Bauer Spezialtiefbau Gmbh Shuttering element for a trench wall and method for producing the trench wall
US8820015B2 (en) * 2012-04-03 2014-09-02 Bauer Spezialtiefbau Gmbh Shuttering element for a trench wall and method for producing the trench wall
CN105332370A (zh) * 2015-10-29 2016-02-17 广东省基础工程集团有限公司 一种装配式地下连续墙单元及其施工方法
CN105332370B (zh) * 2015-10-29 2017-08-29 广东省基础工程集团有限公司 一种装配式地下连续墙单元及其施工方法
US10988911B2 (en) 2017-04-26 2021-04-27 Ccmj Systems Ltd Diaphragm walls
US11225769B2 (en) 2018-02-15 2022-01-18 Ccmj Systems Ltd Shear key former apparatus and method(s)

Also Published As

Publication number Publication date
FR1501545A (fr) 1967-11-10
DE1634502B1 (de) 1971-07-08
GB1166669A (en) 1969-10-08

Similar Documents

Publication Publication Date Title
US3431736A (en) Method of constructing underground concrete walls
US4453861A (en) Trench walls and method for constructing same
KR102153902B1 (ko) 시공성이 향상된 지하 연속벽체, 지하 연속벽체 시공방법 및 이에 사용되는 선행철근망 조립체
US4268192A (en) Concrete wall construction
KR101777176B1 (ko) 서로 다른 형상을 가진 스틸관들을 이용한 cip 공법
US1993291A (en) Retaining wall
KR102173079B1 (ko) 차수 성능을 향상시키기 위한 흙막이 벽체용 합성 phc 파일
WO2004033843A2 (fr) Structures souterraines et procedes de realisation
KR100965795B1 (ko) 응용 합성형 가시설 구조 및 이의 시공방법
JP2000352296A (ja) 地下構造物直下の通路の形成方法
KR102021496B1 (ko) 하향식 계단형 흙막이 시공방법 및 이를 통해 시공된 흙막이 구조체
JPS583091B2 (ja) 地中柱列壁の構築工法
JPH07197473A (ja) オープンケーソンの構造
KR102078794B1 (ko) 지중 부벽을 구비한 흙막이 구조체 및 이의 시공 방법
JPS5936058B2 (ja) 地下連続壁を利用した構造物の構築方法
CN111980046A (zh) 一种地下连续墙及其施工方法
JPS582294B2 (ja) 連続地下壁の築造工法
JPS6248011B2 (fr)
KR102371284B1 (ko) 시공성이 향상된 지하 연속벽체, 지하 연속벽체 시공방법 및 이에 사용되는 선행철근망 조립체
KR20210072944A (ko) 지하 연속벽체 및 지하 연속벽체 시공방법
JP4146250B2 (ja) オープンケーソンの底盤築造方法
KR102777905B1 (ko) 수중 공사 영역의 차수 시공 방법
JPH01315520A (ja) 建築物の地下外壁構築工法
JP3082054B2 (ja) 大規模、大深度の鋼製連続地下壁及びその構築方法
JPS5841227Y2 (ja) 山留用エレメント