CN111778962B - Construction method of partially-empty underground continuous wall - Google Patents
Construction method of partially-empty underground continuous wall Download PDFInfo
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- CN111778962B CN111778962B CN202010744003.1A CN202010744003A CN111778962B CN 111778962 B CN111778962 B CN 111778962B CN 202010744003 A CN202010744003 A CN 202010744003A CN 111778962 B CN111778962 B CN 111778962B
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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
- E02D5/20—Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ
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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
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Abstract
The invention relates to a construction method of a partially-empty underground continuous wall, which comprises the following steps: excavating on the bottom surface of the underground building according to the arrangement position of the underground continuous wall to form a groove; a retaining wall is arranged on one side of the bottom surface of the underground building corresponding to the groove; hoisting and inserting the manufactured and molded reinforcement cage into the groove according to the designed elevation of the underground continuous wall; erecting a template on the other side of the bottom surface of the underground building corresponding to the groove; filling plugging materials at the end part of the reinforcement cage in the length direction, and pouring concrete between the retaining wall and the template to form a groove section according to the designed elevation of the underground continuous wall higher than the groove; excavating and removing the plugging material after the concrete reaches the set strength; and constructing a next groove section on one side of the groove section according to the steps until a complete continuous underground continuous wall is formed, and filling and digging out plugging materials are not needed when constructing the last groove section, so that the problem that the retaining wall beside the side is driven to collapse when the locking notch pipe is jacked is solved.
Description
Technical Field
The invention relates to the technical field of buildings, in particular to a construction method of a partially-near-empty underground continuous wall.
Background
At present, with the rapid development of the construction field in China, the underground continuous wall serving as the enclosure structure is widely applied to deep foundation pit projects in various complex environments. The underground continuous wall is a foundation engineering, and adopts a trenching machine on the ground, and under the condition of slurry wall protection, a long and narrow deep groove is excavated along the peripheral axis of the deep excavation engineering, after the groove is cleaned, a steel reinforcement cage is hung in the groove, then underwater concrete is poured by using a conduit method to construct a unit groove section, and the steps are carried out section by section, so that a continuous reinforced concrete wall is constructed underground to be used as a structure for intercepting water, preventing seepage, bearing and retaining water. At present, when the underground diaphragm wall is constructed, a flexible joint locking pipe is generally adopted at the joint of two adjacent unit groove sections.
In a complex working condition of reconstructing and expanding an existing underground building to construct an underground continuous wall, for example, a basement is newly built below the existing basement, the newly built basement collides with the existing basement structure, the underground continuous wall construction needs to be carried out firstly, and a newly built basement structure can be constructed only after the existing underground structure is cleared. The underground continuous wall to be constructed needs to penetrate through the existing underground building, the lower part of the underground continuous wall is positioned in a soil layer below the underground building, the underground building comprises a top plate, and one side of the upper part of the underground continuous wall is fixedly connected with the top plate; the other side of the upper part of the underground continuous wall is not supported and exposed to the air, namely, the underground continuous wall is in an empty state. Since the other side of the upper portion of the underground diaphragm wall is in a state of being temporarily empty, a temporary retaining wall needs to be constructed on the side to facilitate the pouring of concrete. In the prior art, when an underground continuous wall is constructed, a locking pipe is usually inserted into the end part of a groove section to be constructed, the locking pipe needs to be jacked out of a groove after the construction of the groove section is finished, and if the locking pipe is adopted under the condition of arranging a temporary retaining wall, due to the applied jacking force (about 3 multiplied by 10)5N) is great, and the barricade basis is insecure, drives the other barricade of side and collapses easily when jacking fore shaft pipe, causes the construction accident, therefore can't adopt the mode construction underground continuous wall of current fore shaft pipe under the condition of setting up interim barricade. And the construction requirement of the fore shaft pipe is high, if the fore shaft pipe is pulled out too early, the concrete vertical wall at the fore shaft pipe will collapse, causing the problem of bad joint, if the fore shaft pipe is pulled out too late, the phenomenon of embracing the pipe will be generated, causing engineering loss, influencing the engineering progress.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a construction method of a partially-empty underground continuous wall so as to solve the problem that the existing underground continuous wall with one side partially-empty can not be constructed.
In order to achieve the above object, the present invention provides a method for constructing a partially-exposed underground diaphragm wall, the underground diaphragm wall penetrating an underground structure, the underground structure including a roof, the method comprising the steps of:
excavating on the bottom surface of the underground building according to the arrangement position of the underground continuous wall to form a groove;
a retaining wall is arranged on one side, corresponding to the groove, of the bottom surface of the underground building;
hoisting and inserting the manufactured and molded reinforcement cage into the groove according to the designed elevation of the underground continuous wall;
erecting a template on the other side of the bottom surface of the underground building corresponding to the groove, wherein the template and the top plate are positioned on the same side;
filling a plugging material at the end part of the reinforcement cage in the length direction, wherein the filled plugging material is matched with one side of the reinforcement cage which is attached with the filled plugging material, and pouring concrete into the groove and between the retaining wall and the template according to the designed elevation of the underground continuous wall to form a groove section;
excavating the plugging material after the concrete reaches a set strength; and
and constructing a next groove section on one side of the groove section according to the steps until a complete continuous underground continuous wall is formed, and filling and digging out plugging materials are not needed when constructing the last groove section.
According to the invention, the end part of the steel reinforcement cage is filled with the plugging material so as to be convenient for pouring concrete to form the groove section, the construction of the next groove section can be carried out by removing the plugging material after the groove section is formed, the problem that the lateral retaining wall is driven to collapse when the fore shaft pipe is jacked is avoided, and the plugging material is dug after the groove section is completely formed, so that the phenomenon that the concrete vertical wall at the fore shaft pipe collapses due to too early withdrawal time of the fore shaft pipe or the pipe holding phenomenon is generated due to too late withdrawal time of the fore shaft pipe is avoided.
The construction method of the partially hollow underground continuous wall is further improved in that the end part of the reinforcement cage in the length direction is filled with plugging materials, and concrete is poured between the retaining wall and the formwork to form a groove section according to the design elevation of the underground continuous wall higher than the groove, and the method comprises the following steps:
filling a plugging material in the end part layer of the length direction on the steel reinforcement cage, filling the plugging material at each time, pouring concrete in the groove or between the retaining wall and the template, pouring concrete for multiple times in a layering mode until the poured concrete reaches the design elevation of the underground continuous wall, wherein the elevation of the poured concrete is lower than the elevation of the plugging material before the poured concrete reaches the design elevation of the underground continuous wall.
The construction method of the underground continuous wall partially facing the hollow is further improved in that before the manufactured and molded reinforcement cage is hung and inserted into the groove according to the design elevation of the underground continuous wall, the construction method further comprises the following steps:
providing a horizontal distribution rib, a longitudinal distribution rib and a stirrup, and binding the horizontal distribution rib, the longitudinal distribution rib and the stirrup to form the steel bar framework;
providing first connecting piece and second connecting piece, first connecting piece has a chimb, the second connecting piece have with the concave edge of first connecting piece looks adaptation, with a plurality of first connecting piece along steel reinforcement frame's direction of height interval set up in steel reinforcement frame's one end, with a plurality of second connecting piece along steel reinforcement frame's direction of height interval set up in steel reinforcement frame's the other end, and then form and be applicable to the second the groove section is to last second between the groove section the steel reinforcement cage.
The construction method of the underground continuous wall partially facing the hollow is further improved in that before the manufactured and molded reinforcement cage is hung and inserted into the groove according to the design elevation of the underground continuous wall, the construction method further comprises the following steps:
and arranging a plurality of second connecting pieces at the two ends of the steel reinforcement framework at intervals along the height direction of the steel reinforcement framework, and further forming a first groove section of the steel reinforcement cage.
The construction method of the underground continuous wall partially facing the hollow is further improved in that before the manufactured and molded reinforcement cage is hung and inserted into the groove according to the design elevation of the underground continuous wall, the construction method further comprises the following steps:
and arranging a plurality of first connecting pieces at the two ends of the steel reinforcement framework at intervals along the height direction of the steel reinforcement framework so as to form the last steel reinforcement cage of the groove section.
The construction method of the partially hollow underground continuous wall is further improved in that the poured concrete is embedded in the reinforcement cage and forms a concave surface or a convex surface at the end part of the reinforcement cage in the length direction, and a next groove section is constructed at one side of the groove section according to the steps, and the construction method further comprises the following steps:
and when the next groove section is constructed, inserting one end, provided with the first connecting piece, of the next reinforcement cage into the concave surface corresponding to the groove section.
The construction method of the partial-near-empty underground continuous wall is further improved in that a groove is formed by excavating on the bottom surface of the underground building according to the arrangement position of the underground continuous wall, and the construction method further comprises the following steps:
and removing the part of the top plate corresponding to the groove and the part close to the retaining wall to be constructed.
The construction method of the partially hollow underground continuous wall is further improved in that a retaining wall is arranged on one side, corresponding to the groove, of the bottom surface of the underground building, and the construction method comprises the following steps:
and providing steel columns, and arranging a plurality of steel columns on one side of the bottom surface of the underground building corresponding to the grooves in a striking mode.
The construction method of the partial underground continuous wall facing the air is further improved in that the plugging material is sand bags.
Drawings
Fig. 1 is a partial side view of an underground diaphragm wall cast in an underground structure in the construction method of the underground diaphragm wall partially exposed to the air according to the present invention.
Fig. 2 is a view illustrating a state where concrete is poured in the groove in the construction method of the partially-emptied underground diaphragm wall according to the present invention.
Fig. 3 is a view illustrating a state where concrete is poured between a retaining wall and a form in the method for constructing a partially-emptied underground diaphragm wall according to the present invention.
FIG. 4 is a view showing the condition of the present invention for removing plugging material from a partially excavated underground diaphragm wall.
Fig. 5 is a schematic structural view of a groove section completed in the construction method of the partially-emptied underground diaphragm wall according to the present invention.
Fig. 6 is a sectional view of a reinforcement cage in the method for constructing a partially-emptied underground diaphragm wall according to the present invention.
Fig. 7 is a sectional view of a reinforcement cage and a plugging material in the construction method of a partially-emptied underground diaphragm wall according to the present invention.
Fig. 8 is a schematic structural view of a first connecting member in the construction method of a partially blank underground diaphragm wall according to the present invention.
Fig. 9 is a schematic structural view of a second connecting member in the method for constructing a partially blank underground diaphragm wall according to the present invention.
In the figure: the steel bar reinforced concrete slab comprises a groove section-1, a steel bar cage-2, a first connecting piece-21, a second connecting piece-22, a first vertical steel bar-23, a second vertical steel bar 24, plugging materials-3, a groove-4 and a top plate-5.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The invention provides a construction method of a partially-near-empty underground continuous wall, which is characterized in that plugging materials are filled at the end part of a steel reinforcement cage so as to pour concrete to form a groove section, the construction of the next groove section can be carried out by removing the plugging materials after the groove section is formed, the problem that a lateral retaining wall is driven to collapse when a locking pipe is jacked is avoided, the plugging materials are dug out after the groove section is completely formed, and the phenomenon that the concrete vertical wall at the locking pipe collapses due to too early pulling-out time of the locking pipe or the pipe is held due to too late pulling-out time of the locking pipe is avoided.
The construction method of the underground diaphragm wall partially exposed to the air according to the present invention will be described with reference to the accompanying drawings.
Referring to fig. 1 to 5, in the present embodiment, a method for constructing a partially-emptied underground diaphragm wall, the underground diaphragm wall penetrating an underground structure, the underground structure including a roof 5, the method comprising the steps of:
and a groove 4 is formed on the bottom surface of the underground building by excavation according to the arrangement position of the underground continuous wall.
And a retaining wall is arranged on one side of the bottom surface of the underground building corresponding to the groove 4.
And hanging and inserting the manufactured and molded reinforcement cage 2 into the groove 4 according to the designed elevation of the underground continuous wall.
And a template is erected on the other side of the bottom surface of the underground building corresponding to the groove 4, and the template and the top plate 5 are positioned on the same side.
And filling a plugging material 3 at the end part of the reinforcement cage 2 in the length direction, wherein the filled plugging material 3 is matched with one side of the reinforcement cage 2 which is attached with the filled plugging material, and pouring concrete to form a groove section 1 according to the design elevation of the underground continuous wall which is higher than that in the groove 4 and between the retaining wall and the template.
And excavating the plugging material 3 after the concrete reaches the set strength.
And (3) constructing the next groove section on one side of the groove section 1 according to the steps until a complete continuous underground continuous wall is formed, and filling and digging out plugging materials are not needed when constructing the last groove section 1.
In the construction method in the embodiment, the end part of the steel reinforcement cage 2 is filled with the plugging material 3 so as to form the groove section 1 by pouring concrete, and the construction of the next groove section 1 can be carried out by removing the plugging material 3 after the groove section 1 is formed, so that the problem that the side retaining wall is driven to collapse when the locking pipe is jacked is solved. The construction of the fore shaft pipe has higher requirement on the extraction time of the fore shaft pipe, but the construction method in the embodiment is simpler, and the plugging material 3 is dug out after the groove section 1 is completely formed, so that the phenomenon that the concrete vertical wall at the fore shaft pipe collapses due to too early extraction time of the fore shaft pipe or the pipe is held due to too late extraction time of the fore shaft pipe is avoided.
In one embodiment, the method comprises the following steps of filling plugging materials 3 at the ends of the reinforcement cage 2 in the length direction, and pouring concrete between the retaining wall and the formwork to form a groove section 1 according to the design level of the underground continuous wall higher than the groove 4:
referring to fig. 2 and 3, a plugging material 3 is filled in an end portion layer in the length direction of the reinforcement cage 2, concrete is poured in the groove 4 or between the retaining wall and the formwork after the plugging material 3 is filled each time, the concrete is poured for many times in layers until the poured concrete reaches the design elevation of the underground continuous wall, and the elevation of the poured concrete is lower than the elevation of the plugging material 3 before the poured concrete reaches the design elevation of the underground continuous wall.
According to the invention, the modes of filling the plugging material 3 and pouring concrete section by section are adopted, so that the lateral pressure of the poured concrete to the plugging material 3 is reduced, and the situation that the plugging material 3 is flushed down by too large lateral pressure generated by pouring concrete at one time is avoided.
Further, before the manufactured and molded reinforcement cage 2 is hung and inserted into the groove 4 according to the designed elevation of the underground continuous wall, the method comprises the following steps:
the horizontal distribution rib, the longitudinal distribution rib and the stirrups are provided, and the horizontal distribution rib, the longitudinal distribution rib and the stirrups are bound to form a steel reinforcement framework.
Referring to fig. 6, 7, 8 and 9, a first connecting piece 21 and a second connecting piece 22 are provided, the first connecting piece 21 has a convex edge, the second connecting piece 22 has a concave edge matched with the first connecting piece 21, the first connecting pieces 21 are arranged at one end of the steel reinforcement framework at intervals along the height direction of the steel reinforcement framework, the second connecting pieces 22 are arranged at the other end of the steel reinforcement framework at intervals along the height direction of the steel reinforcement framework, and then a steel reinforcement cage 2 suitable for the second groove section 1 to the penultimate groove section 1 is formed.
Furthermore, before the manufactured and molded reinforcement cage 2 is hung and inserted into the groove 4 according to the designed elevation of the underground continuous wall, the method comprises the following steps:
set up a plurality of second connecting piece 22 in the both ends of framework of steel reinforcement along the direction of height interval of framework of steel reinforcement, and then form the steel reinforcement cage 2 of first groove section 1. Because both ends of the first groove section 1 are soil layers, the first groove section is constructed so that the two ends of the reinforcement cage 2 in the length direction need to be filled with the plugging materials 3 to pour concrete, and both ends of the reinforcement cage 2 of the first groove section 1 adopt the second connecting pieces 22 to form concave shapes at both ends of the reinforcement cage 2 to be filled with the plugging materials 3.
Furthermore, before the manufactured and molded reinforcement cage 2 is hung and inserted into the groove 4 according to the designed elevation of the underground continuous wall, the method comprises the following steps:
the first connecting pieces 21 are arranged at the two ends of the steel reinforcement framework at intervals along the height direction of the steel reinforcement framework, and then the steel reinforcement cage 2 of the last groove section 1 is formed. Because the last groove section 1 is positioned between the penultimate groove section 1 and the first groove section 1, and two ends of the last groove section 1 are required to be connected with the concave surface of the penultimate groove section 1 and the concave surface of the first groove section 1 to form a whole, two ends of the penultimate groove section 1 are respectively provided with the first connecting piece 21 so as to enable two ends of the reinforcement cage 2 to form a convex shape to be matched with the concave surface of the penultimate groove section 1 and the concave surface of the first groove section 1.
Further, the concrete that pours buries solid steel reinforcement cage 2 and forms concave surface or convex surface at the tip of steel reinforcement cage 2 upper length direction, constructs next groove section 1 in one side of groove section 1 according to above-mentioned step, still includes following step:
when the next groove section 1 is constructed, the end of the next reinforcement cage 2 with the first connecting piece 21 is inserted into the concave surface of the corresponding groove section 1.
Referring to fig. 8, preferably, the first connector 21 includes a first connection rib in a "dog leg" shape and a second connection rib fixedly connected to the first connection rib, and the second connection rib is overlapped and fixedly connected with a corresponding horizontal distribution rib located at the side portion of the steel reinforcement framework.
Referring to fig. 9, preferably, the second connecting element 22 is formed by symmetrically and fixedly connecting two third connecting bars in an "angle" shape, and the side edges of the third connecting bars are overlapped and fixedly connected with the corresponding horizontal distribution bars located at the side portion of the steel reinforcement framework.
Referring to fig. 8 and 9, preferably, the first connector 21 is vertically fixed with a plurality of first vertical reinforcing bars 23, the second connector 22 is vertically fixed with a plurality of second vertical reinforcing bars 24, the first vertical reinforcing bars 23 and the first connector 21 form a first reinforcing mesh, the second vertical reinforcing bars 24 and the second connector 22 form a second reinforcing mesh, and the first reinforcing mesh and the second reinforcing mesh can reduce the lateral pressure of the poured concrete on the plugging material 3.
In one embodiment, a groove 4 is dug on the bottom surface of the underground building according to the arrangement position of the underground continuous wall, and the method further comprises the following steps:
the part of the top plate 5 corresponding to the groove 4 and the part close to the retaining wall to be constructed are removed.
Further, a retaining wall is arranged on one side of the bottom surface of the underground building corresponding to the groove 4, and the method comprises the following steps:
and providing steel columns, and arranging a plurality of steel columns on the bottom surface of the underground building corresponding to one side of the groove 4.
Preferably, the plugging material 3 is a sand pack.
Specifically, after the concrete pouring is completed for 4 hours, the filled plugging material 3 is excavated by a rotary drilling rig, and after the plugging material 3 is excavated, the wall brushing device is used for brushing the wall of the end face of the groove section 1, so that the plugging material 3 remaining on the end face is further removed to form a flat joint end face.
By adopting the technical scheme, the invention has the following beneficial effects:
according to the invention, the end part of the steel reinforcement cage is filled with the plugging material so as to be convenient for pouring concrete to form the groove section, the construction of the next groove section can be carried out by removing the plugging material after the groove section is formed, the problem that the side retaining wall is driven to collapse when the fore shaft pipe is jacked is avoided, and the plugging material is dug after the groove section is completely formed, so that the phenomenon that the concrete vertical wall at the fore shaft pipe collapses due to too early withdrawal time of the fore shaft pipe or the pipe holding phenomenon is generated due to too late withdrawal time of the fore shaft pipe is avoided. The mode of filling the plugging material and pouring concrete section by section is adopted to reduce the lateral pressure of the poured concrete to the plugging material, and the situation that the plugging material is flushed down by too large lateral pressure generated by pouring concrete at one time is avoided. The joint of the underground diaphragm wall is constructed by adopting the filling and rotary digging method, the turbulence-preventing path is long, the displacement phenomenon is not easy to occur, the anti-permeability performance of the joint is better, the use of a locking pipe made of huge steel is avoided, the early-stage investment is less, the construction cost is saved, and the construction process is simple. When the underground diaphragm wall is influenced by complex environment, the construction operation is not limited by the influence of the surrounding environment.
Claims (2)
1. A method of constructing a partially-emptied underground diaphragm wall which extends through an underground structure including a roof, the method comprising the steps of:
excavating on the bottom surface of the underground building according to the arrangement position of the underground continuous wall to form a groove; removing the part of the top plate corresponding to the groove and the part close to the retaining wall to be constructed;
a retaining wall is arranged on one side, corresponding to the groove, of the bottom surface of the underground building; providing steel columns, and arranging a plurality of steel columns on one side, corresponding to the grooves, of the bottom surface of the underground building;
providing a horizontal distribution rib, a longitudinal distribution rib and a stirrup, and binding the horizontal distribution rib, the longitudinal distribution rib and the stirrup to form a steel bar framework;
providing a first connecting piece and a second connecting piece, wherein the first connecting piece is provided with a convex edge, the second connecting piece is provided with a concave edge matched with the first connecting piece, a plurality of first connecting pieces are arranged at one end of the steel reinforcement framework at intervals along the height direction of the steel reinforcement framework, and a plurality of second connecting pieces are arranged at the other end of the steel reinforcement framework at intervals along the height direction of the steel reinforcement framework, so that a steel reinforcement cage suitable for being arranged between a second groove section and a penultimate groove section is formed;
arranging a plurality of second connecting pieces at two ends of the steel reinforcement framework at intervals along the height direction of the steel reinforcement framework so as to form a steel reinforcement cage with a first groove section;
arranging a plurality of first connecting pieces at two ends of the steel reinforcement framework at intervals along the height direction of the steel reinforcement framework so as to form a steel reinforcement cage of the last groove section;
hoisting and inserting the manufactured and molded reinforcement cage into the groove according to the designed elevation of the underground continuous wall;
erecting a template on the other side of the bottom surface of the underground building corresponding to the groove, wherein the template and the top plate are positioned on the same side;
in the steel reinforcement cage goes up the tip of length direction and fills the shutoff material, the shutoff material of filling with rather than one side looks adaptation of the steel reinforcement cage that pastes, according to underground continuous wall's design elevation is higher than in the recess and the barricade with concrete pouring forms a groove section between the template, including following step:
filling plugging materials into the end part layer in the length direction of the steel reinforcement cage, pouring concrete into the groove or between the retaining wall and the template after filling the plugging materials each time, pouring the concrete for multiple times in a layering mode until the poured concrete reaches the design elevation of the underground continuous wall, wherein the elevation of the poured concrete is lower than the elevation of the plugging materials before the poured concrete reaches the design elevation of the underground continuous wall;
excavating the plugging material after the concrete reaches a set strength; and
constructing a next groove section on one side of the groove section according to the steps until a complete continuous underground continuous wall is formed, and filling and digging out plugging materials are not needed when constructing the last groove section;
and when the next groove section is constructed, inserting one end of the next steel reinforcement cage, which is provided with the first connecting piece, into the concave surface of the corresponding groove section.
2. The method of constructing a partially-emptied underground diaphragm wall according to claim 1, wherein the plugging material is a sand pack.
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| CN202010744003.1A CN111778962B (en) | 2020-07-29 | 2020-07-29 | Construction method of partially-empty underground continuous wall |
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| CN202010744003.1A CN111778962B (en) | 2020-07-29 | 2020-07-29 | Construction method of partially-empty underground continuous wall |
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| JP3536270B2 (en) * | 1996-03-04 | 2004-06-07 | 清水建設株式会社 | Construction method of underground continuous wall |
| CN102635109A (en) * | 2012-04-23 | 2012-08-15 | 中铁十六局集团有限公司 | Diaphram wall clapboard type joint and method for preventing streaming around in concrete pouring |
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