US20110142550A1 - Method for constructing a chair-type, self-supported earth retaining wall - Google Patents

Method for constructing a chair-type, self-supported earth retaining wall Download PDF

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Publication number
US20110142550A1
US20110142550A1 US13/058,189 US200913058189A US2011142550A1 US 20110142550 A1 US20110142550 A1 US 20110142550A1 US 200913058189 A US200913058189 A US 200913058189A US 2011142550 A1 US2011142550 A1 US 2011142550A1
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Prior art keywords
piles
pile array
beams
pile
retaining wall
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Jae Ho Lee
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Kolon Construction Co Ltd
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Kolon Construction Co Ltd
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Assigned to LEE, JAE HO, KOLON CONSTRUCTION CO., LTD. reassignment LEE, JAE HO ASSIGNMENT OF ASSIGNORS INTEREST (SEE DOCUMENT FOR DETAILS). Assignors: LEE, JAE HO
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/02—Foundation pits
    • E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/06—Foundation trenches ditches or narrow shafts
    • E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
    • 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
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2220/00—Temporary installations or constructions
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2600/00—Miscellaneous
    • E02D2600/20—Miscellaneous comprising details of connection between elements

Definitions

  • the present invention relate to a method for constructing a chair-type, self-supported earth retaining wall, and particularly to, such a method for constructing a chair-type, self-supported earth retaining wall, in which an earth retaining wall used for supporting an external force such as earth pressure or the like prior to an excavation can be constructed by a supporting construction technique employing an improved double-row pile structure so as to complement various shortcomings involved in a conventional temporary facility construction technique such as a strut supporting construction technique, an earth anchor construction technique or the like.
  • a slope surface is generally formed to maintain the stability of the ground.
  • a vertical excavation is performed without the formation of the slope surface.
  • an earth retaining wall is necessarily installed around the vertical wall surface to prevent the breakage of the adjoining ground due to the vertical excavation.
  • a temporary facility construction technique for installing the earth retaining wall should be selected in consideration of the conditions of the earth, the conditions of the ground, the effect of the earth retaining wall on the surroundings of the ground, construction expense, construction period, and the construction capacity, and the like, as well as the characteristics of the respective construction methods sufficiently.
  • strut supporting construction technique Since this construction technique is designed to endure the soil pressure by the compression force of the strut, a plurality of struts is densely arranged at intervals of several meters in the longitudinal and transverse directions. Accordingly, in case of a large drilling work, the use of a large quantity of steel sheets greatly increases the construction expense, and the arranged struts obstruct the field works such as the movement of the drilling equipment, the conveyance of the drilled earth and sand, and the construction materials, and the like.
  • the above strut supporting construction technique causes impediments to works of the reinforcing steel bar of a structure or a mold, thereby reducing the working efficiency.
  • a number of through-holes produced in the structure causes problems of durability and waterproof property of an completed underground structure.
  • an earth anchor construction technique as a method of constructing the earth retaining wall without any strut among the conventional earth retaining construction techniques.
  • This construction technique has an advantage in that since sufficient inside space can be secured, following works become easy.
  • this construction technique has serious disadvantages in that there is a restriction in the conditions for the construction field in case of downtown area construction work because it could encroach adjoining private lands, and the construction expense becomes high in case of non-large sized drilling works.
  • a raker construction technique in which an earth retaining wall is first constructed, a slope surface is formed at the inside of the earth retaining wall, a reaction force is applied to the previously constructed foundation structure, an inclined strut is installed on the earth retaining wall to thereby progress the drilling work.
  • This construction technique has an advantage in that it is simple in construction, requires less strut holes, and the inclined strut is short in length, thereby decreasing contraction or flow of a moving joint portion.
  • stability of the inclined surface is difficult to secure in a weak ground, it is improper for a deep drilling work, a space is narrow and the workability is poor at the time of constructing a structure in the raker.
  • a prestressed girth construction technique is one of widening an interval between the struts by additionally installing a girth above the previously installed girth to tension a steel wire, thereby reinforcing an additional girth or a flange of an existing H-beam.
  • the above construction technique has disadvantages in that since the steel wire is disposed linearly, and a moment produced in the girth due to the soil pressure is different from a resistance moment produced by prestressing, so that an unbalanced moment always acts on in the members, and the girth is weak to a local unbalanced load when the length thereof is made long.
  • such a construction technique has a limitation in extending the length of the prestressed girth because of restriction in increasing eccentricity due to limitation in the rigidity of the installation device.
  • a truss girth construction technique which is expected to be applicable to a case of a relatively shallow depth, and in which H-beams are installed doubly in a lattice shape at the adjoining place of the ground surface, so that the soil pressure can be received by the trusses of two layers installed at the upper portion by reinforcing the beams with the vertical members and inclined members.
  • This construction technique was devised to overcome difficulties arising in the drilling and construction of the main structure due to the struts of the temporary facility structure for supporting the ground, and is one which can be used when a larger structure is disposed at the lower portion of the drilled ground and a smaller structure is disposed at the upper portion of the drilled ground.
  • the above temporary facility construction techniques for constructing the earth retaining wall mostly employ H-beam to construct the earth retaining wall.
  • sheet piles are often used, but in the case where there is no great need for a waterstop and the like, an earth retaining wall installation work is performed in such a fashion that H-beams are inserted into boreholes at intervals of approximately two meters, and then laggings, i.e., soil retaining plates made of wood are fitted between the H-beams while digging a region to be excavated.
  • a method of inserting the H-beams into the ground may include driving the H-beams into soil using a direct pile driving technique.
  • the inserted H-beam 520 is held under the condition where a displacement can occur within a range of about of 10 cm.
  • the borehole 500 is filled up with several kinds of soil 530 including on-site soil after insertion of the H-beam 520 in order to minimize a possibility of the displacement of about 10 cm on the construction site.
  • this filling work cannot be performed well due to a relatively deep boring depth as compared to a small clearance space because the boring depth of the borehole 500 is more than 10 m.
  • the problem of the excessive displacement of the H-beam can be solved by applying a method of inserting the H-beam 520 into the borehole 500 and then injecting cement paste 540 into the borehole 500 in a conventional construction method.
  • a method of employing the cement paste 540 entails problems in that it makes difficult a pullout work for collecting the inserted H-beam 520 after the completion of the construction, and hardened cement lumps surrounding the surface of the H-beam 520 must be removed for the reuse of the H-beam although the inserted H-beam 520 is collected.
  • such a cement paste injection method involves a drawback in that it is difficult to apply to the construction in which the H-beam must be substantially recollected.
  • the filling work-associated problem is very important. That is, the present inventor has proposed a self-supported earth retaining construction method in PCT international publication No. WO 2007/117050 entitled “UNDERGROUND RETAINING WALL FOR PUBLIC WORKS AND METHOD FOR CONSTRUCTING THE SAME”.
  • a load action is depicted as shown in FIG. 12 . It can be seen from FIG. 12 that there is a great effect of displacement of the H-beam occurring due to a horizontal force (active earth pressure and passive earth pressure) acting on the H-beam.
  • the filling work of the borehole should be performed entirely.
  • the earth retaining construction method encounters many drawbacks in terms of construction. In most self-supported earth retaining construction in which the H-beams must be collected, an incomplete borehole filling work causes great displacement of the self-supported earth retaining wall, which contributes to a reduction in self-supporting capability.
  • the present invention has been made in order to satisfy the above-mentioned necessities, and it is an object of the present invention to provide a method for constructing a novel chair-type, self-supported earth retaining wall, which can utilize a limited land efficiently and eliminate the necessity of using struts in a to-be-excavated region where an architectural construction is executed to improve economic efficiency and construction capacity of a subsequent work, and which can resolve a problem of an encroachment into adjacent private lands and can further reduce land settlement and displacement caused by the temporary facility construction work, thereby minimizing a damage due to earth excavation and maximizing the excavatable depth.
  • Another object of the present invention is to prove a method for constructing a novel chair-type, self-supported earth retaining wall, which can facilitate the reuse of H-beams and can effectively prevent the displacement of the H-beams occurring in boreholes in construction of an earth retaining wall used for supporting an external force such as earth pressure or the like.
  • yet another object of the present invention is to provide an advanced method for constructing a chair-type, self-supported earth retaining wall, which can resolve a problem of an incomplete borehole filling work inducing the displacement of the H-beams and can facilitate the collection of the H-beams after the construction to maintain economic efficiency and construction capacity and resolve a displacement occurrence problem, thereby remarkably improving the performance of an earth retaining construction method employing a double-row pile structure in the self-supported earth retaining construction method proposed by the present inventor in PCT international publication No. WO 2007/117050 entitled “UNDERGROUND RETAINING WALL FOR PUBLIC WORKS AND METHOD FOR CONSTRUCTING THE SAME”.
  • the present invention provides a method for constructing a chair-type, self-supported earth retaining wall used for supporting external forces such as earth pressure, the method includes the steps of: forming a first pile array having a plurality of piles arranged along a circumference of an region to be excavated; forming a second pile array having a plurality of piles arranged along a circumference of the to-be-excavated region by consecutively drilling a plurality of boreholes at predetermined intervals at predetermined positions outwardly spaced apart from the first pile array along the circumference of the to-be-excavated region, inserting H-beams into the respective boreholes, filling left and right spaces of webs of the H-beams with soil, and filling the outer spaces of flanges of the H-beams with a flowable hardening material; and fixedly interconnecting the first pile array and the second pile array using a connection member, whereby the first pile array and the second pile array
  • the plurality of piles of the first pile array may be formed by consecutively drilling a plurality of boreholes at predetermined intervals along the circumference of the to-be-excavated region, inserting H-beams into the respective boreholes, filling left and right spaces of webs of the H-beams with soil, and filling the outer spaces of flanges of the H-beams with a flowable hardening material.
  • the plurality of piles of the first pile array may be formed of any one selected from the group consisting of H-piles and soil retaining plates, sheet piles, cast-in-place piles, and soil cement walls.
  • the step of fixedly interconnecting the first pile array and the second pile array using a connection member may include the following steps of: joining a first girth to the plurality of piles constituting the first pile array such that the piles are arranged in parallel with each other; joining a second girth to the plurality of piles constituting the second pile array such that the piles are arranged in parallel with each other; and mounting fixing bars on the first girth and the second girth in such a fashion as to be joined at both ends thereof to the first girth and the second girth.
  • the step of fixedly interconnecting the first pile array and the second pile array using a connection member may include the following steps of: forming a sub-excavation region communicating extending from the second pile array on the ground to the to-be-excavated region during excavation of the to-be-excavated region; joining loggings to the second pile array while forming the sub-excavation region along the second pile array; joining a first girth to the plurality of piles constituting the first pile array such that the piles are arranged in parallel with each other on the ground of the sub-excavation region; joining a second girth to the plurality of piles constituting the second pile array such that the piles are arranged in parallel with each other; mounting fixing bars on the first girth and the second girth in such a fashion as to be joined at both ends thereof to the first girth and the second girth; and joining loggings to the
  • the method for constructing a chair-type, self-supported earth retaining wall of the present invention can improve several disadvantages involved in an existing temporary facility construction technique such as the strut supporting construction technique, the earth anchor construction technique, or the like. That is, according to the present invention, the necessity of using struts is eliminated, so that the quantity of the steel sheets used is reduced, thereby saving the construction expense, shortening the construction period, making the construction of heavy equipment in the excavation site smooth, and facilitating a subsequent mold work to improve the construction capacity.
  • the present invention implements a self-supported temporary facility structure to resolve a problem of an encroachment into adjacent private lands occurring when the anchor is installed on the ground, the restriction in the downtown area construction work, etc., is mostly removed as compared to the earth anchor construction technique.
  • the present invention can further reduce land settlement and displacement caused by the temporary facility construction work thereby minimizing a damage of adjacent structure due to earth excavation and further increasing the excavatable depth as compared to the self-supported earth retaining construction method that has been proposed by the present inventor in PCT international publication No. WO 2007/117050 entitled “UNDERGROUND RETAINING WALL FOR PUBLIC WORKS AND METHOD FOR CONSTRUCTING THE SAME”.
  • the flowable hardening material such as cement paste is charged into the outer spaces of both flanges of the H-beam, soil such on-site soil is poured into the inner spaces of the both flanges of the H-beam to support the H-beam in the boreholes.
  • soil such on-site soil is poured into the inner spaces of the both flanges of the H-beam to support the H-beam in the boreholes.
  • the present invention uses various walls such as cast-in-place piles (CIPs), soil cement walls (SCWs), sheet piles, and the like as the first pile array, it enables the inventive earth retaining wall to bind to various kinds of walls to provide a water stopping function and exhibit a heaving prevention effect, thereby ensuring its excellent usability.
  • the chair-type, self-supported earth retaining wall construction method according to the present invention can be utilized complementarily together with the existing traditional earth retaining construction method.
  • the conventional construction method can show the effect of the present invention and simultaneously can further increase the underground excavation depth.
  • the present invention is used together with the strut supporting construction method as a complementary supporting construction method, the construction distance and use quantity of the struts is reduced, thereby improving the construction capacity and the economic efficiency.
  • the present invention is used together with the earth anchor construction method as a complementary supporting construction method, the construction distance and use quantity of the earth anchors is reduced, thereby improving the construction capacity and the economic efficiency.
  • FIG. 1 is a schematic top plan view illustrating an earth retaining wall constructed by a method for constructing a chair-type, self-supported earth retaining wall according to the present invention
  • FIG. 2 is a view for explaining a method for constructing a chair-type, self-supported earth retaining wall according to a preferred embodiment of the present invention
  • FIG. 3 is a perspective view illustrating a constitution of an earth retaining wall constructed by the method for constructing the chair-type, self-supported earth retaining wall shown in FIG. 2 ;
  • FIG. 4 is a view for explaining a method for constructing a chair-type, self-supported earth retaining wall according to another preferred embodiment of the present invention
  • FIG. 5 is a perspective view illustrating a constitution of an earth retaining wall constructed by the method for constructing the chair-type, self-supported earth retaining wall shown in FIG. 4 ;
  • FIG. 6 is a view for explaining a second pile array construction method in a method for constructing a chair-type, self-supported earth retaining wall according to the preferred embodiment of the present invention
  • FIG. 7 is a view for explaining the applicable examples of a connection member in a method for constructing a chair-type, self-supported earth retaining wall according to the preferred embodiment of the present invention.
  • FIG. 8 is a view for explaining various examples of a first pile array in a method for constructing a chair-type, self-supported earth retaining wall according to the preferred embodiment of the present invention
  • FIG. 9 is a view for explaining the applicable examples of an earth anchor in a method for constructing a chair-type, self-supported earth retaining wall according to the preferred embodiment of the present invention.
  • FIG. 10 is a view for explaining an H-beam construction method in a method for constructing an earth retaining wall according to the prior art
  • FIG. 11 is a view for explaining a problem involved in the prior art.
  • FIG. 12 is a view illustrating the effect of displacement caused by a horizontal force acting on H-beams in a chair-type, self-supported earth retaining wall.
  • FIG. 1 is a schematic top plan view illustrating an earth retaining wall constructed by a method for constructing a chair-type, self-supported earth retaining wall according to the present invention
  • FIG. 2 is a view for explaining a method for constructing a chair-type, self-supported earth retaining wall according to a preferred embodiment of the present invention
  • FIG. 3 is a perspective view illustrating a constitution of an earth retaining wall constructed by the method for constructing the chair-type, self-supported earth retaining wall shown in FIG. 2
  • FIG. 4 is a view for explaining a method for constructing a chair-type, self-supported earth retaining wall according to another preferred embodiment of the present invention
  • FIG. 1 is a schematic top plan view illustrating an earth retaining wall constructed by a method for constructing a chair-type, self-supported earth retaining wall according to the present invention
  • FIG. 2 is a view for explaining a method for constructing a chair-type, self-supported earth retaining wall according to a preferred embodiment of the present invention
  • FIG. 5 is a perspective view illustrating a constitution of an earth retaining wall constructed by the method for constructing the chair-type, self-supported earth retaining wall shown in FIG. 4
  • FIG. 6 is a view for explaining a second pile array construction method in a method for constructing a chair-type, self-supported earth retaining wall according to the preferred embodiment of the present invention.
  • the method for constructing a chair-type, self-supported earth retaining wall according to the present invention is provided to construct an open cut surface or an earth retaining wall for preventing a landslide generated during the underground excavation construction in road construction, subway construction, new building construction, and the like.
  • Such a method for constructing a chair-type, self-supported earth retaining wall according to the present invention enables construction of an earth retaining wall 10 including a first pile array 20 , a second pile array 30 , and a connection member 60 .
  • a first pile array 20 of the earth retaining wall 10 constructed by the method for constructing a chair-type, self-supported earth retaining wall according to the present invention is formed by arranging a plurality of piles 22 along a circumference of the to-be-excavated region.
  • the first pile array 20 may be formed by applying a method of forming the second pile array 30 and various construction techniques that have been previously known in this field as in the embodiment, which will be described later.
  • a plurality of piles 22 of the first pile array 20 is formed along a circumference of the to-be-excavated region by consecutively drilling a plurality of boreholes 21 at predetermined intervals along the circumference of the to-be-excavated region, inserting H-beams 22 into the respective boreholes 21 , filling left and right spaces of webs of the H-beams 22 with soil, and filling the outer spaces of flanges of the H-beams 22 with a flowable hardening material in the same manner as the second pile array 30 , which will be described later, as shown in FIGS. 2 and 4 .
  • the various construction techniques can use an H-beam and soil retaining plate, a cast-in-place pile (CIP), a PHC pile, a soil cement wall (SCW), a sheet pile, and the like.
  • the second pile array 30 is formed by consecutively drilling a plurality of boreholes 31 at predetermined intervals at predetermined positions outwardly spaced apart from the first pile array 20 along a circumference of the to-be-excavated region, inserting H-beams 32 as a plurality of piles into the respective boreholes, filling left and right spaces of webs 34 of the H-beams 32 with soil 40 , and filling the outer spaces of flanges 36 of the H-beams with a flowable hardening material 50 .
  • the soil 40 filled up in the left and right spaces of the webs 34 includes various kinds of aggregate materials such as on-site soil, sand and fine aggregate supplied at the construction field.
  • the soil 40 does not need a dense filling work or a consolidation work.
  • the soil 40 in a loosened state provides an effect of reducing a pull-out force imposed on a mechanical apparatus when pulling out the H-beam 32 to collect the H-beam 32 later, and thus the pullout is further facilitated.
  • the flowable hardening material 50 as the filling material filled in the outer spaces of the flanges 36 of the H-beam 32 is a material that has both flowability and hardenability characteristics.
  • This flowable hardening material 50 is excellent in flowability, and thus is well filled such that an empty space is not defined even in a tiny space, which is difficult to fill up.
  • the flowable hardening material 50 is injected into the borehole 31 by pressurization, it is also filled into a gap around the borehole 31 as shown at the right upper side of FIG. 6 , thereby achieving an effect of ameliorating the ground around the borehole 31 in its entirety.
  • the flowable hardening material 50 Since the flowable hardening material 50 has hardenability, it is well filled into the borehole 31 without forming any empty space and then becomes hard through a hardening reaction over time. This phenomenon exhibits a superior effect to the performance of soil subjected to sufficient consolidation. Therefore, the construction labor necessary for the soil consolidation is not needed and the construction period and cost are reduced. In addition, the compression performance of a constructed portion is excellent, and thus a possibility of occurrence of displacement of the self-supported earth retaining wall is further reduced.
  • connection member 60 includes a first girth 62 joined to the plurality of piles 22 (applying H-beams in FIGS.
  • first pile array 20 constituting the first pile array 20 such that the piles 22 are arranged in parallel with each other
  • second girth 64 joined to the plurality of H-beams 32 constituting the second pile array 30 such that the H-beams 32 are arranged in parallel with each other
  • fixing bars 66 joined at both ends thereof to the first girth 62 and the second girth 64 .
  • the earth retaining wall 10 having the above structure is formed by the following method for constructing a chair-type, self-supported earth retaining wall according to the present invention. That is, as shown FIGS. 1 and 2 , according to a chair-type, self-supported earth retaining wall construction method for constructing an earth retaining wall used for supporting an external force such as earth pressure or the like, first, a plurality of boreholes 21 is consecutively drilled at predetermined intervals along the circumference of the to-be-excavated region (S 200 ), and piles 22 are insertedly installed into the respective boreholes 21 (S 210 ) to form the first pile array 20 .
  • a plurality of boreholes 31 is consecutively drilled at predetermined intervals at predetermined positions outwardly spaced apart from the first pile array 20 along the circumference of the to-be-excavated region (S 210 ), and H-beams 32 are insertedly installed into the respective boreholes (S 220 ).
  • a borehole drilling and pile inserting apparatus 100 typically used in this field is employed in the construction of the boreholes and the H-beams 22 and 32 .
  • the borehole drilling and H-beam inserting work for forming the first pile array 20 and the second pile array 30 will set the order and method of other work in consideration of convenience of the work.
  • the first pile array may be formed by a pile driving technique and other conventional methods.
  • the second pile array 30 is provided only in the form of a single row that can be typically applied, but may be configured in the form of plural rows depending on the need, which falls within the technical spirit of the present invention.
  • the boreholes 31 for the second pile array 30 are drilled at predetermined positions outwardly spaced apart from the first pile array 20 along the circumference of the to-be-excavated region (S 210 ), the H-beams 32 are inserted into the boreholes such that both flanges 36 of the H-beams are arranged horizontally relative to the to-be-excavated region to form a second pile array 30 (S 220 ), and soil 40 is poured into a section “a” between the both flanges 36 of each H-beam 32 , i.e., spaces at both sides of the web 34 of each H-beam 32 to fill soil 40 in the section “a” between the both flanges 36 of each H-beam 32 (S 230 ).
  • a flowable hardening material 50 is supplied to the outer spaces (i.e., sections “b”) of both flanges 36 of each H-beam of the second pile array 30 to fill up the outer spaces of the both flanges with the flowable hardening material 50 (S 240 ).
  • the H-beam 32 of the second pile array 30 is stably supported within the borehole 31 by means of the soil 40 filled in the section “a” and the flowable hardening material 50 filled in the section “b”, so that displacement of the H-beam 32 can be effectively prevented and the flowable hardening material 50 filled in the section “b” can be easily separated from the H-beam 32 when the H-beam 32 is pulled out to be collected, thereby making the-use of the H-beam 32 convenient.
  • the H-beam 32 used in the second pile array 30 is H-300 ⁇ 300 ⁇ 10 ⁇ 15 in size, and the borehole 31 is 450 mm in diameter.
  • a clearance distance ranging from about 1 cm to 8 cm is secured in the borehole 31 for insertion of the H-beam 32 .
  • a process of filling up the borehole 31 consists of two steps.
  • a first step is one in which soil 40 consisting of on-site soil, sand or other filling aggregate is supplied to the section “a” between the both flanges 36 of each H-beam 32 of the second pile array 30 to fill up the soil 40 in the section “a” (S 230 ).
  • a second step is one in which the flowable hardening material 50 is supplied to the outer spaces (i.e., sections “b”) of both flanges 36 of each H-beam 32 of the second pile array 30 to fill up the outer spaces of the both flanges with the flowable hardening material 50 such as cement paste, soil cement, or the like (S 240 ).
  • the first step (S 230 ) and the second step (S 240 ) may be changed in the construction order or may be performed simultaneously.
  • the flowable hardening material 50 is filled up in the sections “b” of both flanges of each H-beam 32 in a state where the flowable hardening material 50 flows.
  • the flowable hardening material 50 is hardened over time, it becomes a filling material having a deformation resistance capability higher than that of consolidated soil.
  • the soil 40 filled up in the section “a” between the both flanges 36 of each H-beam 32 is not subjected to an additional consolidation process and is maintained in a relaxed and loosened state, but is positioned at both sides of the web 34 (see FIG. 6 ) of the H-beam 32 .
  • the filled soil 40 is irrelevant to occurrence of displacement of the H-beam 32 toward the earth retaining wall. Owing to the loosened soil 40 positioned at the both sides of the web 34 , the H-beam 32 is readily pulled out to be collected. In addition, since a lump of the flowable hardening material 50 is prevented from adhering to the web 34 thanks to the filled soil, a collection work for reuse of the H-beam 32 is much facilitated.
  • the displacement occurrence in a double-row pile construction technique is greatly restricted, the pullout work of the H-beam 32 is facilitated for the reuse of the H-beam 32 as a temporary facility constructing steel sheet, and the necessity of cleaning and washing the H-beam is eliminated, thereby improving the construction capacity and economic efficiency of the construction method and removing a displacement inducing factor that is, inter alia, important, which results in achievement of an effect to significantly improve the performance of the construction method.
  • the H-beams e.g., H-piles
  • the shape of the transverse cross-section is not limited thereto, and the H-beams may be referred to as I-section steels, asymmetrical H-beams and various shapes of piles, which are proposed pursuant to provisions of each country in connection with the present invention.
  • the soil 40 is first supplied, but is not limited thereto.
  • all the H-beams 32 of the second pile array 30 are inserted into the boreholes 31 , and then the soil 40 and the flowable hardening material 50 are preferably supplied sequentially, but is also not limited thereto.
  • Each step of the process can be processed in various forms in consideration of the work situation of the construction site in conformity with the technical spirit of the present invention.
  • the soil 40 is preferably supplied by applying on-site soil, but may be selected from the group consisting of on-site soil, sand, other aggregate, and the like.
  • the flowable hardening material 50 may be preferably cement paste, soil cement or the like.
  • the first pile array 20 and the second pile array 30 are formed, the first pile array 20 and the second pile array 30 are allowed to be fixedly connected with each other by means of the connection member 60 in consideration of two steps (S 250 and, S 250 ′). That is, as shown in FIGS.
  • connection member 60 is installed in such a fashion that the first girth 62 is joined to the plurality of piles 22 constituting the first pile array 20 such that the piles 22 are arranged in parallel with each other on the ground before excavating the ground of the to-be-excavated region, the second girth 64 is joined to the plurality of piles 32 constituting the second pile array 30 such that the piles 32 are arranged in parallel with each other, and fixing bars 66 are mounted on the first girth 62 and the second girth 64 in such a fashion as to be joined at both ends thereof to the first girth 62 and the second girth 64 .
  • the H-beams 22 and the loggings 70 are applied to the first pile array 20 .
  • the piles 22 of the first pile array 20 referred to in the present invention correspond to H-beams 22 , 22 c and 22 d and a sheet 22 b functioning as the piles in each construction technique.
  • connection member 60 is installed in the above-mentioned form on the ground of the sub-excavation region in such a fashion that a sub-region to be excavated (also, called a “sub-excavation region”) communicating extending from the second pile array 30 on the ground to the to-be-excavated region is formed during excavation of the to-be-excavated region, and a logging 80 is joined to the second pile array 30 while forming the sub-excavation region along the second pile array 30 .
  • a sub-region to be excavated also, called a “sub-excavation region”
  • the sub-excavation region is referred to as a space of a stepped shape defined between the first pile array 20 and the second pile array 30 as shown in FIGS. 4 and 5 .
  • This step has an effect of capable of reducing an influence of earth pressure on the lower portion of the to-be-excavated region.
  • connection member 60 is designed to have a self-supported structure formed by fixedly interconnecting the first pile array 20 and the second pile array 30 arranged at predetermined intervals in such a fashion as to be outwardly spaced apart from each other along the circumference of the to-be-excavated region.
  • the connection member can adopt various kinds of materials including sectional steel, bar steel, deformed steel bar, and the like.
  • the first girth 62 , the second girth 60 and the fixing bars 66 of the connection member 60 are joined to one another by means of welding, bolts, couplers, or the like, and are fixedly mounted on the respective H-beams 22 and 32 of the first and second pile arrays 20 and 30 by means of brackets 68 (see FIG. 3 ).
  • a brace may be constructed together with the fixing bars 66 to reinforce a restraint force of the fixing bars 66 .
  • a method of joining the first girth 62 , the second girth 60 and the fixing bar 66 mainly employs a bolt engagement manner for the sake of the convenience of the construction and the dismantling of the temporary facility structures. But other joining methods including welding and couplers can be selected to conform to the conditions of the construction site depending on the need.
  • loggings 70 are mounted on the inner side of the to-be-excavated region along with excavation of the to-be-excavated region (S 260 ).
  • FIG. 7 is a view for explaining the applicable examples of a connection member in a method for constructing a chair-type, self-supported earth retaining wall according to the preferred embodiment of the present invention
  • FIG. 8 is a view for explaining various examples of a first pile array in a method for constructing a chair-type, self-supported earth retaining wall according to the preferred embodiment of the present invention
  • FIG. 9 is a view for explaining the applicable examples of an earth anchor used along with a conventional construction technique in a method for constructing a chair-type, self-supported earth retaining wall according to the preferred embodiment of the present invention.
  • connection member 60 applied to the method for constructing a chair-type, self-supported earth retaining wall according to the preferred embodiment of the present invention may be disposed on the ground of the sub-excavation region defined by excavating to a predetermined depth between the piles 22 of the first pile array and the piles 32 of the second pile array (see FIG. 7( a )), or may be disposed on the ground before excavating the ground of the to-be-excavated region as described above.
  • the method for constructing a chair-type, self-supported earth retaining wall according to the present invention may adopt an auxiliary connection member 60 ′ by employing various methods used for the purpose of reinforcement in this field.
  • the method for constructing a chair-type, self-supported earth retaining wall may adopt a method of applying the first pile array (see FIG. 2 ) to the second pile array 20 (see FIG. 2 ) of the present invention, or various construction methods that are well known in this field.
  • FIG. 8( a ) there is shown an applicable form of a construction technique of loggings and air piles formed by driving the H-beams 22 into the ground along the circumference of the to-be-excavated region or inserting the H-beams 22 into previously bored boreholes, and then fitting loggings 70 between the adjacent H-beams 22 .
  • FIG. 8( a ) there is shown an applicable form of a construction technique of loggings and air piles formed by driving the H-beams 22 into the ground along the circumference of the to-be-excavated region or inserting the H-beams 22 into previously bored boreholes, and then fitting loggings 70 between the adjacent H-beams 22 .
  • FIG. 8( b ) there is shown an applicable form of the sheet pile construction technique of consecutively forming a number of sheet piles 22 b along the circumference of the to-be-excavated region in such a fashion that the joints of the sheet piles 22 b are engaged with each other, and then driving the sheet piles 22 b in the underground using a driving apparatus to thereby form the earth retaining wall.
  • FIG. 8( b ) there is shown an applicable form of the sheet pile construction technique of consecutively forming a number of sheet piles 22 b along the circumference of the to-be-excavated region in such a fashion that the joints of the sheet piles 22 b are engaged with each other, and then driving the sheet piles 22 b in the underground using a driving apparatus to thereby form the earth retaining wall.
  • FIG. 8( d ) there is shown an applicable form of the cast-in-place pile construction technique of consecutively forming a number of boreholes at given intervals along the circumference of the to-be-excavated region, filling up prefabricated bar mats 22 c ′ and coarse aggregate in the boreholes, and injecting mortar or pouring concrete into the boreholes.
  • FIG. 8( d ) there is shown an applicable form of the soil cement wall construction technique of disposing a cutter at a front end of a pipe stirring shaft of a boring equipment and excavating the ground while mixing a hardening material and soil, erupting cement milk at a front end of the excavation device, and pulling out the pipe while mixing soil and mortar to thereby form a continuous pile wall.
  • the method for constructing a chair-type, self-supported earth retaining wall has an advantage in that since the first pile array 20 can be constructed by applying various construction techniques, the construction range of the present invention can be easily extended. Of course, the work of the girths and the fixing bars for installation of the connection member is also applied.
  • H-piles and soil retaining plates, sheet piles, cast-in-place piles, soil cement walls, and the like for formation of the plurality of piles 22 of the first pile array 20 are construction techniques that are widely known in the art.
  • Such construction techniques including a chemical grouting method such as Labiles Wasserglass (LW) grouting can be selected and combined depending on the need of a client or a person of ordinary skill in the art, and thus their detailed description will be omitted to avoid redundancy.
  • LW Labiles Wasserglass
  • the method for constructing a chair-type, self-supported earth retaining wall according to the preferred embodiment of the present invention has an advantage of effectively increasing the excavation depth of the to-be-excavated region by adopting a soil nailing technique that is typically applied to increase the bearing capacity of the earth retaining wall 10 in the art. That is, conventionally, the earth anchor 100 has been also applied in the construction of the earth retaining wall, but the method for constructing a chair-type, self-supported earth retaining wall according to the present invention has an advantage in that it enables more effective deep excavation while reducing the number of the earth anchors 100 . In this case, the construction and operation of the earth anchor 100 is previously widely known in the art, and thus its detailed description will be omitted for brevity.
  • the method for constructing a chair-type, self-supported earth retaining wall according to the present invention is provided to construct an open cut surface or an earth retaining wall for preventing a landslide generated during the underground excavation construction in road construction, subway construction, new building construction, and the like.
  • Such a method for constructing a chair-type, self-supported earth retaining wall according to the present invention enables construction of an earth retaining wall 10 including a first pile array 20 , a second pile array 30 and a connection member 60 .
  • a first pile array 20 of the earth retaining wall 10 constructed by the method for constructing a chair-type, self-supported earth retaining wall according to the present invention is formed by arranging a plurality of piles 22 along a circumference of the to-be-excavated region.
  • the first pile array 20 may be formed by applying a method of forming the second pile array 30 and various construction techniques that have been previously known in this field as in the embodiment, which will be described later.
  • a plurality of piles 22 of the first pile array 20 is formed along a circumference of the to-be-excavated region by consecutively drilling a plurality of boreholes 21 at predetermined intervals along the circumference of the to-be-excavated region, inserting H-beams 22 into the respective boreholes 21 , filling left and right spaces of webs of the H-beams 22 with soil, and filling the outer spaces of flanges of the H-beams 22 with a flowable hardening material in the same manner as the second pile array 30 , which will be described later, as shown in FIGS. 2 and 4 .
  • the various construction techniques can use an H-beam and soil retaining plate, a cast-in-place pile (CIP), a PHC pile, a soil cement wall (SCW), a sheet pile, and the like
  • the second pile array 30 is formed by consecutively drilling a plurality of boreholes 31 at predetermined intervals at predetermined positions outwardly spaced apart from the first pile array 20 along a circumference of the to-be-excavated region, inserting H-beams 32 as a plurality of piles into the respective boreholes, filling left and right spaces of webs 34 of the H-beams 32 with soil 40 , and filling the outer spaces of flanges 36 of the H-beams with a flowable hardening material 50 .
  • the soil 40 filled up in the left and right spaces of the webs 34 includes various kinds of aggregate materials such as on-site soil, sand and fine aggregate supplied at the construction field.
  • the soil 40 does not need a dense filling work or a consolidation work.
  • the soil 40 in a loosened state provides an effect of reducing a pull-out force imposed on a mechanical apparatus when pulling out the H-beam 32 to collect the H-beam 32 later, and thus the pullout is further facilitated.
  • the flowable hardening material 50 as the filling material filled in the outer spaces of the flanges 36 of the H-beam 32 is a material that has both flowability and hardenability characteristics.
  • This flowable hardening material 50 is excellent in flowability, and thus is well filled such that an empty space is not defined even in a tiny space which is difficult to fill up.
  • the flowable hardening material 50 is injected into the borehole 31 by pressurization, it is also filled into a gap around the borehole 31 as shown at the right upper side of FIG. 6 , thereby achieving an effect of ameliorating the ground around the borehole 31 in its entirety.
  • the flowable hardening material 50 has hardenability, it is well filled into the borehole 31 without forming any empty space and then becomes hard through a hardening reaction over time.
  • This phenomenon exhibits a superior effect to the performance of soil subjected to sufficient consolidation. Therefore, the construction labor necessary for the soil consolidation is not needed and the construction period and cost are reduced. In addition, the compression performance of a constructed portion is excellent, and thus a possibility of occurrence of displacement of the self-supported earth retaining wall is further reduced.
  • connection member 60 includes a first girth 62 joined to the plurality of piles 22 (applying H-beams in FIGS.
  • first pile array 20 constituting the first pile array 20 such that the piles 22 are arranged in parallel with each other
  • second girth 64 joined to the plurality of H-beams 32 constituting the second pile array 30 such that the H-beams 32 are arranged in parallel with each other
  • fixing bars 66 joined at both ends thereof to the first girth 62 and the second girth 64 .
  • the earth retaining wall 10 having the above structure is formed by the following method for constructing a chair-type, self-supported earth retaining wall according to the present invention. That is, as shown FIGS. 1 and 2 , according to a chair-type, self-supported earth retaining wall construction method for constructing an earth retaining wall used for supporting an external force such as earth pressure or the like, first, a plurality of boreholes 21 is consecutively drilled at predetermined intervals along the circumference of the to-be-excavated region (S 200 ), and piles 22 are insertedly installed into the respective boreholes 21 (S 210 ) to form the first pile array 20 .
  • a plurality of boreholes 31 is consecutively drilled at predetermined intervals at predetermined positions outwardly spaced apart from the first pile array 20 along the circumference of the to-be-excavated region (S 210 ), and H-beams 32 are insertedly installed into the respective boreholes (S 220 ).
  • a borehole drilling and pile inserting apparatus 100 typically used in this field is employed in the construction of the boreholes and the H-beams 22 and 32 .
  • the borehole drilling and H-beam inserting work for forming the first pile array 20 and the second pile array 30 will set the order and method of other work in consideration of convenience of the work.
  • the first pile array may be formed by a pile driving technique and other conventional methods.
  • the second pile array 30 is provided only in the form of a single row that can be typically applied, but may be configured in the form of plural rows depending on the need, which falls within the technical spirit of the present invention.
  • the boreholes 31 for the second pile array 30 are drilled at predetermined positions outwardly spaced apart from the first pile array 20 along the circumference of the to-be-excavated region (S 210 ), the H-beams 32 are inserted into the boreholes 31 such that both flanges 36 of the H-beams are arranged horizontally relative to the to-be-excavated region to form a second pile array 30 (S 220 ), and soil 40 is poured into a section “a” between the both flanges 36 of each H-beam 32 , i.e., spaces at both sides of the web 34 of each H-beam 32 to fill soil 40 in the section “a” between the both flanges 36 of each H-beam 32 (S 230 ).
  • a flowable hardening material 50 is supplied to the outer spaces (i.e., sections “b”) of both flanges 36 of each H-beam of the second pile array 30 to fill up the outer spaces of the both flanges with the flowable hardening material 50 (S 240 ).
  • the H-beam 32 of the second pile array 30 is stably supported within the borehole 31 by means of the soil 40 filled in the section “a” and the flowable hardening material 50 filled in the section “b”, so that displacement of the H-beam 32 can be effectively prevented and the flowable hardening material 50 filled in the section “b” can be easily separated from the H-beam 32 when the H-beam 32 is pulled out to be collected, thereby making the-use of the H-beam 32 convenient.
  • the method for constructing a chair-type, self-supported earth retaining wall according to the present invention is provided to construct an open cut surface or an earth retaining wall for preventing a landslide generated during the underground excavation construction in road construction, subway construction, new building construction, and the like.
US13/058,189 2008-08-14 2009-08-14 Method for constructing a chair-type, self-supported earth retaining wall Abandoned US20110142550A1 (en)

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PCT/KR2009/004559 WO2010019014A2 (ko) 2008-08-14 2009-08-14 의자형 자립식 흙막이벽의 시공방법

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Cited By (22)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2013015015A (ja) * 2012-10-25 2013-01-24 Tokyu Construction Co Ltd 山留壁の構造と構築方法
US8898996B2 (en) 2011-09-27 2014-12-02 Maurice Garzon Method for forming a retaining wall, and corresponding retaining wall
WO2015048175A1 (en) * 2013-09-25 2015-04-02 Post Tensioning Solutions LLC Systems and methods to reinforce excavation walls
JP2016079569A (ja) * 2014-10-10 2016-05-16 株式会社竹中工務店 地中切梁の施工方法
JP2016176269A (ja) * 2015-03-20 2016-10-06 株式会社大林組 構造体
JP2016180223A (ja) * 2015-03-23 2016-10-13 大成建設株式会社 山留架構およびその構築方法
JP2017036566A (ja) * 2015-08-07 2017-02-16 株式会社大林組 山留め壁の支持構造
CN107462386A (zh) * 2017-10-10 2017-12-12 中国地震局工程力学研究所 小型钢架反力墙
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US10000903B1 (en) * 2017-09-12 2018-06-19 Han Joo Engineering & Construction Co., Ltd. Casing assembly for forming CIP retaining wall and method for forming CIP retaining walls using the casing assembly
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CN110700281B (zh) * 2019-11-21 2021-08-31 深圳市东深工程有限公司 一种深基坑支护施工工艺
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Citations (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3412562A (en) * 1967-11-14 1968-11-26 Ben C Gerwick Inc Structural wall and method
US3969902A (en) * 1973-07-23 1976-07-20 Yoshino Ichise Contruction method for continuous row of piles and earth drill for use therefor
US4815897A (en) * 1982-08-16 1989-03-28 Rothbury Investments Limited Retaining wall system
US6241426B1 (en) * 1999-05-25 2001-06-05 Aerial Industrial, Inc. Method for forming an interconnected underground structure
US20060177279A1 (en) * 2005-02-10 2006-08-10 Deep Foundations Contractors Inc. Reinforcing wall in a deep excavation site
US20070212173A1 (en) * 2006-03-07 2007-09-13 Schellhorn Verne L Method and apparatus for building reinforced sea walls and levees
US20070286688A1 (en) * 2006-06-08 2007-12-13 Bradley David A Retaining wall having modular panels
US20090041552A1 (en) * 2007-08-10 2009-02-12 Westblock Systems, Inc. Retaining wall system
US7585136B2 (en) * 2005-09-30 2009-09-08 Soilmec S.P.A. Method and equipment for making an impermeable diaphragm of secant piles
US7785042B2 (en) * 2006-05-24 2010-08-31 Samuel Zengel Scandaliato Double-wall protection levee system

Family Cites Families (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH07896B2 (ja) * 1990-04-13 1995-01-11 新日本製鐵株式会社 地中連続壁の施工法
JPH09264024A (ja) * 1996-03-29 1997-10-07 Kawasaki Steel Corp 土留め又は締切り工事方法
CN1296571C (zh) * 2004-04-09 2007-01-24 南京大学 砼芯水泥土搅拌桩基坑支护方法
KR100776373B1 (ko) * 2004-10-13 2007-11-16 코오롱건설주식회사 2열 파일을 이용한 흙막이 공법
CN1616772A (zh) * 2004-11-16 2005-05-18 山东华隆工程建设有限公司 管桩工程的透孔桩式离岸堤加固法
CN1837511B (zh) * 2006-04-07 2010-06-02 上海市政工程设计研究总院 一种双排围堰及其制作方法
KR20080076015A (ko) * 2007-02-14 2008-08-20 주식회사 스마텍엔지니어링 엄지말뚝을 구비한 확대단면 말뚝유닛을 이용한 주열식흙막이 벽체
KR100831332B1 (ko) * 2007-11-29 2008-05-22 이재호 토목공사용 지하 흙막이벽 및 그의 시공방법

Patent Citations (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3412562A (en) * 1967-11-14 1968-11-26 Ben C Gerwick Inc Structural wall and method
US3969902A (en) * 1973-07-23 1976-07-20 Yoshino Ichise Contruction method for continuous row of piles and earth drill for use therefor
US4815897A (en) * 1982-08-16 1989-03-28 Rothbury Investments Limited Retaining wall system
US6241426B1 (en) * 1999-05-25 2001-06-05 Aerial Industrial, Inc. Method for forming an interconnected underground structure
US20060177279A1 (en) * 2005-02-10 2006-08-10 Deep Foundations Contractors Inc. Reinforcing wall in a deep excavation site
US7585136B2 (en) * 2005-09-30 2009-09-08 Soilmec S.P.A. Method and equipment for making an impermeable diaphragm of secant piles
US20070212173A1 (en) * 2006-03-07 2007-09-13 Schellhorn Verne L Method and apparatus for building reinforced sea walls and levees
US7785042B2 (en) * 2006-05-24 2010-08-31 Samuel Zengel Scandaliato Double-wall protection levee system
US20070286688A1 (en) * 2006-06-08 2007-12-13 Bradley David A Retaining wall having modular panels
US20090041552A1 (en) * 2007-08-10 2009-02-12 Westblock Systems, Inc. Retaining wall system

Cited By (23)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US8898996B2 (en) 2011-09-27 2014-12-02 Maurice Garzon Method for forming a retaining wall, and corresponding retaining wall
JP2013015015A (ja) * 2012-10-25 2013-01-24 Tokyu Construction Co Ltd 山留壁の構造と構築方法
WO2015048175A1 (en) * 2013-09-25 2015-04-02 Post Tensioning Solutions LLC Systems and methods to reinforce excavation walls
US9683347B2 (en) 2013-09-25 2017-06-20 Post Tensioning Solutions LLC Systems and methods to reinforce excavation walls
JP2016079569A (ja) * 2014-10-10 2016-05-16 株式会社竹中工務店 地中切梁の施工方法
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JP2016180223A (ja) * 2015-03-23 2016-10-13 大成建設株式会社 山留架構およびその構築方法
JP2017036566A (ja) * 2015-08-07 2017-02-16 株式会社大林組 山留め壁の支持構造
US10000903B1 (en) * 2017-09-12 2018-06-19 Han Joo Engineering & Construction Co., Ltd. Casing assembly for forming CIP retaining wall and method for forming CIP retaining walls using the casing assembly
CN107462386A (zh) * 2017-10-10 2017-12-12 中国地震局工程力学研究所 小型钢架反力墙
CN107938689A (zh) * 2017-12-01 2018-04-20 中铁二院工程集团有限责任公司 一种小变形桩梁式路堑框架结构及其施工方法
CN108509376A (zh) * 2018-03-26 2018-09-07 华东交通大学 一种基于位移模式修正的土压力计算方法
CN108846212A (zh) * 2018-06-20 2018-11-20 中铁西北科学研究院有限公司 一种刚架桩内力及位移设计计算方法
CN109403344A (zh) * 2018-11-26 2019-03-01 中建局集团建设发展有限公司 一种桁架式双排桩水泥土墙基坑围护结构及其施工方法
CN110374191A (zh) * 2019-07-31 2019-10-25 同济大学建筑设计研究院(集团)有限公司 一种带支护功能的地下室外墙构件及其施工方法
WO2021105569A1 (en) * 2019-11-29 2021-06-03 Pirkan Laatupalvelu Oy Method for forming a pile wall in ground and a corresponding pile wall
CN111733830A (zh) * 2020-07-07 2020-10-02 北京启顺京腾科技有限责任公司 一种超高层建筑基坑承载围护体系
CN111851571A (zh) * 2020-07-30 2020-10-30 深圳市岩土综合勘察设计有限公司 桩间挡土板的施工方法
CN112095614A (zh) * 2020-08-26 2020-12-18 中国建筑第八工程局有限公司 流塑性淤泥条件下的基坑施工方法
CN113026761A (zh) * 2021-03-04 2021-06-25 青岛业高建设工程有限公司市北分公司 土岩双元基坑复合支护结构及其施工方法
CN114016514A (zh) * 2021-06-18 2022-02-08 中国建筑第二工程局有限公司 一种装配式基坑围护结构及其施工方法
CN113585277A (zh) * 2021-07-08 2021-11-02 中建一局集团第五建筑有限公司 一种复杂地形基坑支护连接结构及其施工方法
CN114164841A (zh) * 2021-12-14 2022-03-11 深圳中铁二局工程有限公司 一种基坑自稳式双排围护及其施工方法

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