US3760594A - Building of underground partition walls - Google Patents

Building of underground partition walls Download PDF

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Publication number
US3760594A
US3760594A US00231752A US3760594DA US3760594A US 3760594 A US3760594 A US 3760594A US 00231752 A US00231752 A US 00231752A US 3760594D A US3760594D A US 3760594DA US 3760594 A US3760594 A US 3760594A
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Prior art keywords
wall
concrete
trench
earthen
stressing
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Expired - Lifetime
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US00231752A
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English (en)
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N Jurina
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IMPRESA COSTRUZIONI OPERE SPEC
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IMPRESA COSTRUZIONI OPERE SPEC
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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
    • E02D5/58—Prestressed concrete piles
    • 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

  • ABSTRACT [63] fggiinugtizn-ingart of Ser. No. 850,101, Aug. A method for the construction of subterranean partia an one tions or diaphragm walls in concrete, of the type in which a trench is excavated in the ground by known [30] Fore'gn Apphcauon Pmmty Data means so that when the casting concrete is effected, the June 11, 1969 Italy 18059 A/69 walls f the trench assume directly the f i f moulding boxes. Prior to pouring the concrete, a set of [S2] U.S. Cl. 61/39 meta] stressing members, Such as high if Strength [51] II.- Cl.
  • the thickness is determined on the basis of the rigidity required, so as not to exceed the limits of the internal tensions which are permitted by the concrete;
  • the object of the present invention is a method of the possibility of reducing the unitary tensions in the concrete of the diaphrgams;
  • the method of constructing subterranean bulkheads or diaphragms in concrete is of the type in which, in conformity with the known technique, a reinforcement of metal is first inserted into a trench excavated in the ground, for example in the presence of bentonite muds and the casting of concrete is then effected, the walls of the trench acting directly as a moulding box.
  • a reinforcement of metal is first inserted into a trench excavated in the ground, for example in the presence of bentonite muds and the casting of concrete is then effected, the walls of the trench acting directly as a moulding box.
  • Such a method is essentially characterized by the insertion into the trench of a set of special stressing members, according to an arcuate profile and, when the concrete has set, by subjecting the said members to a traction appropriate to give the bulkhead or diaphragm a pre-inflection in the direction and of the value as may be desired.
  • the method according to the present invention is based namely on the fundamental idea of subjecting the diaphragm to a preliminary flexure, so as to summon at least part of the pressure of the earth even before this occurs naturally during the actual progress of the excavations for the protection of which the diaphragm is provided.
  • the force applied is of such a degree that if the same force were applied to a similar wall element outside the earth, e.g., without the soil counterforce, it would have cracked the wall element.
  • these rods or cables are submerged in the concrete for a certain extent of their lower end portion only, so as to effect a firm attachment of their end in the concrete, which allows them to be subjected to traction starting from the upper portion of the diaphragm.
  • This arrangement can be effected either by inserting the cables or rods at the same time as the relevant sheaths before effecting the casting of concrete, or by inserting only the sheaths before the casting and then inserting the cables or rods inside the sheaths or casings after the concrete has set.
  • the lower ends of the cables or rods will be able to be fixed with cement injections or with suitable mechanical means, of a type known per se.
  • a second arrangement envisages, at the base of the diaphragm, return means connected to the said protective casings, which allows the use of a length of cable in the shape of a loop, the two ends of which are taken to the top of the diaphragm and simultaneously subjected to traction.
  • These cables are arranged in the concrete in a particular shape, dictated by the conditions of pre-inflection which it is desired from time to time to obtain in the diaphragm; this arrangement is effected by means of special supports which allow the cables to be made to follow curved lines more or less sinuous, in order to meet the conditions of restraint of the diaphragms in the various stages of use.
  • These supports can be in the form of simple guide cages, very light, to which the said casings are attached according to the profile envisaged; these cages will be able to be formed in accordance with any known technique.
  • Such supports can, however, be effected in the shape of proper metal reinforcements, to which also the said casings are fastened; this solution is especially preferred in the case when as mentioned above at least a partial recovery of the cables is envisaged, since in such instance this reinforcement is charged with the main function of support in static conditions of completed work.
  • the upper end portions of the cables or rod in harmonic steel are not only simply submerged in the concrete forming the diaphragm, as with the reinforcements at present in use, but are attached by special supports for example collection heads or plates for the cables or rods which allow at will their reattachment with devices (hydraulic or of other types) for their tensioning; this operation can in its turn be carried out and varied at will following schemes dictated by the working conditions of the diaphragm.
  • the rods or cables in harmonic steel of extreme strength can be permanently connected to the mass of concrete forming the diaphragm, by means of injections of mixtures of cement or of some other kind inside the said casings, thus achieving, on the one hand, the protection of the metal structures, and, on the other hand, the permanent static conditions for the functioning of the diaphragm. Or, as mentioned above, there will be opportunity for providing for the complete or partial unthreading of the cables.
  • FIG. 1 is a vertical diagrammatic section of the diaphragm
  • FIGS. 2a and 2b are horizontal sections of the diaphragm, according to two different embodiments.
  • FIGS. 3a, 3b and 3c show some comparative diagrams of the unitary tensions in the concrete, in the various stages of stressing of the diaphragm.
  • FIG. 1 shows in profile one possible form of diaphragm or wall, inserted vertically into the ground, starting from a elevation Q and adapted to resist the horizontal soil pressure (direction T) at the moment when a digging out to the excavation elevation S is effected.
  • the concrete structure of the diaphragm l incorporates a metal reinforcement formed substantially of a cage or support 2, and of a series of traction cables 3, arranged according to an appropriately studied shape.
  • the cables 3 are each contained inside a sheath or casing 4 which allows them to slide even after the concrete has set; all the casing 4 are attached to the cage 2 in such a manner as to keep the cables 3 following the course envisaged in the drawing office.
  • the cables 3 are fixed to the bottom of the diaphragm; at the top, on the other hand, the cables 3 are fastened by means of adjustable attachments 6 which comprise means for gripping the ends of the cables 3 and bringing them to traction, and means for blocking the cables in a position corresponding to a specific value of the said traction.
  • the attachments 5 can be realized, as mentioned above, accordingto variousmethods, for example with injectionsof cement, with mechanical blocking means, or with return means (see for example the return element 5 shown by the hatched line in FIG. 1).
  • the result of a traction exerted on a series of cables 3 arranged as in FIG. 1 is a pre-inflection of the diaphragm expressed in a pressure in the direction of the arrow P which when the digging out and levelling of the bank on one side is concluded co-operates in counter-balancing the thrust T.
  • FIG. 2a shows a sectional view of the diaphragm structure according to FIG. 1, in which the longitudinal spacing between the cables 3 can be seen.
  • FIG. 2b shows the'section of a different embodiment of the diaphragm, wherein successive T-sections are used; in this case, the cables 3 are preferably arranged in the leg of the T, so that a greater arm is available.
  • FIG. 3a shows a partial diagrammatic section of a diaphragm constructed according to the known technique, and this is flanked by diagram of the internal tensions which act on the structure at the conclusion of the digging out of the bank.
  • the neutral axis 7 separates the portion or of the concrete which is compressed and works correctly, from the portion at of the concrete subjected to traction and in which the metal reinforcement 8 consequently works alone.
  • the diagram of the internal tensions caused solely by the forces imposed through the cables 3 is as indicated in M (see FIG. 3b).
  • M represents, on the other hand, the diagram of the tensions caused by that part of the soil pressure summoned by the flexure of the diaphragm.
  • the combination of M and M gives a diagram which clearly indicates that solely forces of compression are present in the structure.
  • diagram M is the actual diagram of stresses present in the concrete as soon as prestressing is applied, prior to any excavation, and it is the resultant of diagram M (showing the stresses that would develop in the concrete if the prestressing was done above the ground, see page 10, line 16 solely by the forces imposed through cables 3") and diagram M (showing the reaction of the earth due to the prestressing). Since building codes establish the allowable stresses to be used in the design of reinforced concrete, the bottom line of diagram M shows the maximum allowable stresses used for design, the bottom line of diagram M, exceeds this limit by the bottom line of diagram M.
  • diagram M is modified by diagram M (due to the lateral pressure of the remaining earth volume, e.g., the one to be supported by the wall) and the resulting diagram is diagram M in which the upper line shows, as in diagram M the maximum allowable stresses in the concrete.
  • the resisting moment can be more than doubled without increasing the thickness of the diaphragm
  • the depth of excavation or digging out can be increased by more than 50 percent, still without increasing the thickness of the diaphragm;
  • a method for the construction of a concrete wall of a given thickness in a trench comprising the steps of:
  • the step of inserting a stressing member is constituted by inserting said cage and said stressing member in said trench so that one elongate end of the stressing member is located substantially at the bottom of the trench and the other elongate end of said stressing member is located substantially at the top of said trench to receive the force applied to said stressing member.
  • said stressing member comprises a protective sheath for a cable having return means for said cable located near the bottom of said trench and wherein said cable is inserted in said protective sheath including said return means so that it is in the shape of a loop, the two ends of which are situated at the top of said sheath and the rounded portion of which is situated in said return means, whereby said cable can be unthreaded from said wall when its use in said wall is no longer required.
  • the method of claim 2 further including the step of digging an excavation adjacent to said wall to a predetermined depth after said stress has been introduced to said concrete wall and thereafter applying another force to said stressing member to introduce a different stress to said concrete wall.
  • each member comprised of an elongated cable housed in an elongated protective sheath or casing said sheath contacting said cage at specific points and not contacting said cage at other specific points, said sheath and said cable having a predeten'nined curved profile determined by the location of said specific points on said cage, said stressing members having a tensile force applied to them which results in a pre-inflection of said concrete body member in the direction of said one earthen side wall such that the concrete wall will have an initialinternal stress which, in the absence of said earthen side walls, would be sufficient to cause said concrete wall to fail, and on the removal of said earthen sidewall parallel and opposite to said one earthen side wall the tensile stresses in said concrete are substantially zero.

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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)
  • Bulkheads Adapted To Foundation Construction (AREA)
  • Revetment (AREA)
US00231752A 1969-06-11 1972-03-03 Building of underground partition walls Expired - Lifetime US3760594A (en)

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
IT1805969 1969-06-11

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US3760594A true US3760594A (en) 1973-09-25

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US (1) US3760594A (ja)
AT (1) AT317784B (ja)
BE (1) BE737510A (ja)
CA (1) CA921268A (ja)
CH (1) CH501111A (ja)
DE (2) DE2028088A1 (ja)
ES (1) ES370530A1 (ja)
FR (1) FR2045968A1 (ja)
GB (1) GB1284753A (ja)
NL (1) NL6912415A (ja)

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US5871307A (en) * 1996-03-15 1999-02-16 Trevi Icos Corporation Pre-cast concrete panel wall
US6735913B2 (en) * 2002-08-01 2004-05-18 Sanders & Associates Geostructural Engineering, Inc. Block wall system
US20060051165A1 (en) * 2002-10-07 2006-03-09 Han Man-Yop Innovative prestressed scaffolding system
CN103741685A (zh) * 2014-01-24 2014-04-23 王立明 预应力钢管砼及相应的预应力钢管砼支护结构
US9714495B2 (en) 2013-03-05 2017-07-25 Soletanche Freyssinet Pre-stressed molded wall, and method for creating such a wall
CN113605370A (zh) * 2021-08-26 2021-11-05 广东省构建工程建设有限公司 原有地下连续墙变永久结构及其施工工艺
CN115182330A (zh) * 2022-07-11 2022-10-14 中建海峡建设发展有限公司 一种用于深基坑嵌岩地下连续墙施工方法

Families Citing this family (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS52109706A (en) * 1976-03-11 1977-09-14 Takenaka Komuten Co Execution method of continuous underground wall introducing prestress
JPS56142916A (en) * 1980-04-09 1981-11-07 Kajima Corp Construction of continuous wall underground
DE3418318A1 (de) * 1984-05-17 1985-11-21 Friedrich J. Ing. Rottenmann Bodner Bewehrungselement fuer spannbeton-konstruktionsteile
ZA856131B (en) * 1985-08-14 1986-02-13 Lin Juei-Jse A method of making cast-in-place prestressing concrete pile by means of movable casing set
DE3731262A1 (de) * 1987-09-17 1989-04-06 Strabag Bau Ag Fenderpfahl

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US2063558A (en) * 1931-09-11 1936-12-08 Ravier Sylvain Louis Retaining wall
US2645090A (en) * 1951-02-06 1953-07-14 Raymond Concrete Pile Co Reinforcing of concrete piles
US2677957A (en) * 1952-06-12 1954-05-11 Raymond Concrete Pile Co Prestressed concrete structure
US2863292A (en) * 1953-01-27 1958-12-09 Coyne Andre Reinforced and stabilized dam structure
US2908139A (en) * 1957-07-23 1959-10-13 William B Horton Prestressed masonry structures
DE1099469B (de) * 1953-08-13 1961-02-09 Wayss & Freytag Ag Rammpfahl, Spundbohle od. dgl. aus Beton mit Spannbewehrung
US3197964A (en) * 1959-12-24 1965-08-03 Fehlmann Method for making a reinforced concrete structure
US3422586A (en) * 1966-05-12 1969-01-21 Domenico Parma System for post-stressing concrete slabs,beams or other structures

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US2063558A (en) * 1931-09-11 1936-12-08 Ravier Sylvain Louis Retaining wall
US2645090A (en) * 1951-02-06 1953-07-14 Raymond Concrete Pile Co Reinforcing of concrete piles
US2677957A (en) * 1952-06-12 1954-05-11 Raymond Concrete Pile Co Prestressed concrete structure
US2863292A (en) * 1953-01-27 1958-12-09 Coyne Andre Reinforced and stabilized dam structure
DE1099469B (de) * 1953-08-13 1961-02-09 Wayss & Freytag Ag Rammpfahl, Spundbohle od. dgl. aus Beton mit Spannbewehrung
US2908139A (en) * 1957-07-23 1959-10-13 William B Horton Prestressed masonry structures
US3197964A (en) * 1959-12-24 1965-08-03 Fehlmann Method for making a reinforced concrete structure
US3422586A (en) * 1966-05-12 1969-01-21 Domenico Parma System for post-stressing concrete slabs,beams or other structures

Cited By (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US5871307A (en) * 1996-03-15 1999-02-16 Trevi Icos Corporation Pre-cast concrete panel wall
US6735913B2 (en) * 2002-08-01 2004-05-18 Sanders & Associates Geostructural Engineering, Inc. Block wall system
US20060051165A1 (en) * 2002-10-07 2006-03-09 Han Man-Yop Innovative prestressed scaffolding system
US7144200B2 (en) * 2002-10-07 2006-12-05 Han Man-Yop Innovative prestressed scaffolding system
US9714495B2 (en) 2013-03-05 2017-07-25 Soletanche Freyssinet Pre-stressed molded wall, and method for creating such a wall
AU2014224513B2 (en) * 2013-03-05 2017-11-02 Soletanche Freyssinet Pre-stressed molded wall, and method for creating such a wall
CN103741685A (zh) * 2014-01-24 2014-04-23 王立明 预应力钢管砼及相应的预应力钢管砼支护结构
CN103741685B (zh) * 2014-01-24 2015-12-09 王立明 包含预应力钢管砼的预应力钢管砼桁架支护结构
CN113605370A (zh) * 2021-08-26 2021-11-05 广东省构建工程建设有限公司 原有地下连续墙变永久结构及其施工工艺
CN115182330A (zh) * 2022-07-11 2022-10-14 中建海峡建设发展有限公司 一种用于深基坑嵌岩地下连续墙施工方法

Also Published As

Publication number Publication date
FR2045968A1 (ja) 1971-03-05
BE737510A (ja) 1970-01-16
AT317784B (de) 1974-09-10
GB1284753A (en) 1972-08-09
CH501111A (it) 1970-12-31
DE7021646U (de) 1971-12-30
ES370530A1 (es) 1971-04-16
DE2028088A1 (de) 1970-12-23
CA921268A (en) 1973-02-20
NL6912415A (ja) 1970-12-15

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