CN114855849A - Rigid-flexible combined underground diaphragm wall anti-seepage joint and construction method thereof - Google Patents
Rigid-flexible combined underground diaphragm wall anti-seepage joint and construction method thereof Download PDFInfo
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- CN114855849A CN114855849A CN202210572675.8A CN202210572675A CN114855849A CN 114855849 A CN114855849 A CN 114855849A CN 202210572675 A CN202210572675 A CN 202210572675A CN 114855849 A CN114855849 A CN 114855849A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/06—Placing concrete under water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
- E02D19/185—Joints between sheets constituting the sealing aprons
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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Abstract
The invention discloses a rigid-flexible combined underground diaphragm wall anti-seepage joint which comprises two trapezoid modules and a plurality of expansion water stop strips, wherein the two trapezoid modules are in a trapezoid structure, the expansion water stop strips are respectively arranged at two ends of the two trapezoid modules, narrow bottom ends of the two trapezoid modules are connected to form symmetrical V-shaped concave surface structures, one V-shaped concave surface structure is connected with a first pouring section, and the other V-shaped concave surface structure is connected with a second pouring section. The invention reasonably utilizes the action of water and soil pressure of the outer wall of the underground continuous wall, converts passive water and soil pressure into active pressure, and compresses the gap between the compact joint and the wall body, thereby solving the problem of water stop failure at the joint caused by overlarge external pressure; the trapezoidal modules are arranged in a symmetrical structure, so that the connector cannot slide towards the outer wall even when the underground water level of the outer wall is lowered, the stability of the continuous wall connector is practically ensured, and the optimal anti-leakage effect is achieved.
Description
Technical Field
The invention relates to the technical field of underground buildings, in particular to a rigid-flexible combined underground diaphragm wall anti-seepage joint and a construction method thereof.
Background
The water stopping effect of the underground continuous wall is directly related to the quality problem of underground engineering, and particularly, the problem of leakage or water burst at the joint of two sections of underground continuous walls needs to be particularly considered. At present, the engineering community also makes a lot of researches on the joint of the diaphragm wall, and continuously carries out optimization and innovation. The conventional joint forms are a common circular locking pipe joint, a V-shaped steel plate joint, a cross steel plate joint and an I-shaped steel joint, and the conventional waterproof joint of the rubber waterstop for the underground wall is obtained. Early traditional joint has better shear resistance and longer infiltration path such as I-steel joint, cross steel sheet joint, but its length is less than the width of underground continuous wall, easily produces the streaming phenomenon, brushes the wall and clears up lateral wall mud also has certain degree of difficulty moreover, if the construction seam between the groove section is handled improperly, then probably becomes the weakest position in the diaphragm wall overall structure, and groundwater and silt can the seepage here and come in. The leakage of the underground wall enclosure structure in the initial stage is very high, and the leakage of the subsequent structure in the part is very high, so that engineering accidents are easily caused. The existing waterproof joint of the rubber waterstop of the underground wall prolongs the possible underground water seepage line through a transverse continuous turning curve and a longitudinal rubber waterproof belt, becomes a flexible joint with the most excellent water-stopping effect and integrity of the underground continuous wall in recent years, and is verified to have the effect superior to that of the traditional joint in the application of engineering examples.
Besides the rigid steel plate and the flexible water retaining material are placed at the joint, the anti-seepage construction technology for the milling joint of the underground diaphragm wall is also provided, the joints are mutually meshed and connected only by concrete, water-stopping measures are not buried in the joint, and the water-stopping effect is completely determined by the construction quality of the joint. The anti-seepage construction technology of the milling joint needs experimental research on the age of concrete and the slurry changing rate of slurry in a groove section, and the two variables are controlled to ensure that the construction quality of the joint is good.
In conclusion, the conventional rigid steel plate joint has better shearing resistance than the flexible material, but may cause water seepage due to the streaming caused by the lack of the length and the width of the underground continuous wall; the rubber waterstop waterproof joint for the underground wall has the advantages that on one hand, the rubber waterstop used by the waterproof joint for the underground wall has a risk of aging and damage in the underground for a long time and is weak in shearing resistance, and on the other hand, a joint box needing to be lifted is not good for controlling lifting equipment and time; the milling joint has high requirements on concrete, and the difference of construction environments can greatly influence the water-stopping and leakage-preventing effect.
The water seepage at the joint of the underground diaphragm wall is a difficult problem in the engineering field for a long time, and a plurality of joint forms which are widely applied in the current engineering have more or less defects. On the one hand, the water, the soil pressure of basement outer wall are not considered to most joint, do not utilize ambient pressure to go closely knit joint, think that external pressure is harmful destruction effort, in case then the ambient pressure will lead to connecting the inefficacy when too big, for example the I-steel connects when ambient pressure is too big, and water can take place to flow by turns, influences joint stagnant water effect greatly, and on the same way, also probably breaks through the rubber waterstop when water pressure is too big. On the other hand, the joint with higher construction requirements may not meet the standard due to the underground complex environment or the construction difficulty, so the water-stopping effect is reduced, for example, the water-stopping effect of the milling joint is affected by the age of concrete and the slurry changing rate of the slurry in the groove section, and the joint box needs to be lifted repeatedly during the construction of the waterproof joint of the rubber water-stop belt of the underground wall, which has high requirements on the lifting time.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a rigid-flexible combined underground diaphragm wall anti-leakage joint and a construction method thereof.
The purpose of the invention is realized by the following technical scheme: the utility model provides an underground continuous wall antiseep of hard and soft combination connects, includes two trapezoidal modules and a plurality of inflation sealing rod, two trapezoidal module is the trapezium structure, and is a plurality of the inflation sealing rod is installed respectively in the both ends of two trapezoidal modules, two the V word concave surface structure of formation symmetry is connected to the narrow bottom of trapezoidal module, one V word concave surface structure with water the section earlier and be connected, another V word concave surface structure waters the section with the back and is connected.
More preferred selection, trapezoidal module includes first waist steel sheet, side steel sheet, second waist steel sheet, first waist steel sheet, side steel sheet, second waist steel sheet connect gradually and form the trapezium structure, the expansion sealing rod is installed respectively in the both ends of first waist steel sheet and the both ends of second waist steel sheet, first waist steel sheet and second waist steel sheet all with water the section earlier and be connected, first waist steel sheet and second waist steel sheet all with water the section after and be connected.
Preferably, the trapezoid structure is an isosceles trapezoid structure.
A construction method of a rigid-flexible combined underground diaphragm wall anti-leakage joint comprises the following steps:
s1, constructing a first guide wall of the underground continuous wall;
s2, paving a track, assembling a groover, and digging a first groove section by using the groover;
s3, installing a diaphragm wall anti-leakage joint in the first groove section, and constructing a pre-pouring section, wherein the pre-pouring section is connected with one end of the diaphragm wall anti-leakage joint, and the diaphragm wall anti-leakage joint is the rigid-flexible combined underground diaphragm wall anti-leakage joint as claimed in any one of claims 1 to 3;
s4, after the construction of the first pouring section is finished, constructing a second guide wall of the underground continuous wall;
s5, digging a second groove section at the other end of the continuous wall anti-leakage joint by using the groover, and building a post-pouring section in the second groove section, wherein the post-pouring section is connected with the other end of the continuous wall anti-leakage joint;
and S6, repeating the steps S1-S5, and completing the construction of the whole underground continuous wall.
Preferably, the step of constructing the first guide wall in step S1 is: and excavating a guide channel of the underground diaphragm wall, adding a mud slurry retaining wall into the guide channel, and pouring underwater concrete to form a first guide wall.
Preferably, the step of building the first trough section in step S2 is: laying a track and assembling a groover, digging a first groove section by using the groover, and simultaneously supplementing slurry into the first groove section, wherein the length of the first groove section is greater than that of the pre-pouring section and the diaphragm wall anti-leakage joint, and the height of the first groove section meets the design height requirement.
Preferably, the pre-cast segment building in step S3 includes the following steps:
s301, welding the trapezoid module, and installing expansion water stop bars at two ends of the trapezoid module to obtain the diaphragm wall anti-leakage joint;
s302, discharging sludge in the first groove section, and cleaning the groove wall of the first groove section;
s303, hoisting a reinforcement cage and the continuous wall anti-leakage connector into the first groove section, and inserting a concrete conduit;
s304, after the first groove section is cleaned for the second time, pouring underwater concrete through the concrete guide pipe, wherein the rising speed of the concrete is more than 2 m/h;
s305, when pouring underwater concrete, simultaneously pulling out the concrete guide pipe, wherein the depth range of the concrete guide pipe in the underwater concrete of the first groove section is 1.5-6 m, simultaneously discharging slurry in the first groove section, forming a first pouring section after the underwater concrete of the first groove section is solidified, and connecting the first pouring section with an anti-seepage joint of a connecting wall.
Preferably, the post-cast segment building step of step S5 includes:
s501, after the second guide wall is finished, digging a second groove section by using a groover, and simultaneously supplementing slurry into the second groove section;
s502, discharging sludge in the second groove section, and cleaning the groove wall of the second groove section;
s503, hoisting the reinforcement cage into the second groove section, and inserting a concrete guide pipe;
s504, after the second groove section is cleaned for the second time, pouring underwater concrete through the concrete guide pipe, wherein the rising speed of the underwater concrete in the second groove section is more than 2 m/h;
and S505, when the underwater concrete is poured, simultaneously pulling out the concrete guide pipe, wherein the depth range of the underwater concrete in the second groove section of the concrete guide pipe is 1.5-6 m, simultaneously discharging slurry in the second groove section, forming a post-pouring section after the underwater concrete in the second groove section is solidified, and connecting the post-pouring section with an anti-seepage joint of a continuous wall.
Compared with the prior art, the invention has the following advantages and beneficial effects:
1. according to the invention, through the two trapezoidal modules and the plurality of expansion water stop bars, the action of water and soil pressure of the outer wall of the underground continuous wall is reasonably utilized, passive water and soil pressure is converted into active pressure, and a gap between the dense joint and the wall body is compressed, so that the problem of water stop failure at the joint caused by excessive external pressure is solved; the expansion water stop strip can better prevent small water from flowing into the wall body; the trapezoidal module is made into symmetrical structural arrangement, so that the joint cannot slide towards the outer wall even when the underground water level of the outer wall is lowered, the stability of the continuous wall anti-leakage joint is practically ensured, and the optimal anti-leakage effect is exerted.
2. The construction method of the anti-leakage joint of the rigid-flexible combined underground diaphragm wall can be well suitable for various complex underground environments, has low possibility of later leakage repair, can ensure the service life and reliability of engineering, reduces later maintenance, and saves construction period and cost to a certain extent; the ladder-shaped module can be prefabricated in a factory, then the ladder-shaped module is stacked and transported to a construction site, and then the middle part of the ladder-shaped module is welded and spliced, so that the construction is convenient.
Drawings
FIG. 1 is a schematic view of a rigid-flexible combined underground diaphragm wall leakage-proof joint of the present invention;
FIG. 2 is a top view of a rigid-flexible combined underground diaphragm wall leakage-proof joint of the present invention;
FIG. 3 is a schematic view of the anti-seepage joint for rigid-flexible combined underground diaphragm wall according to the principle of water and soil pressure (the upper arrow indicates water and soil pressure, and the two side arrows indicate reaction force);
FIG. 4 is a schematic view of the anti-slip principle of the anti-slip joint for the rigid-flexible combined underground diaphragm wall of the present invention (the arrow at the lower side is the water and soil pressure, and the arrows at the two sides are the reaction forces);
FIG. 5 is a top view of the rigid-flexible underground diaphragm wall antiseep joint of the present invention (precast segment and underground diaphragm wall joint, arrows are water and soil pressure);
FIG. 6 is a top view of the rigid-flexible underground diaphragm wall antiseep joint of the present invention (full section, arrow is water and soil pressure);
reference numbers for parts in the drawings: 1-a trapezoidal module; 101-side steel plate; 102-a first waist steel plate; 103-a second waist steel plate; 2-expansion water stop strip; 3-casting the section first; 4-post-pouring section; 5-underground diaphragm wall antiseep joint; 6-outside soil layer.
Detailed Description
The following describes the object of the present invention in further detail with reference to the drawings and specific examples, which are not repeated herein, but the embodiments of the present invention are not limited to the following examples.
In the embodiment, the thickness of the underground diaphragm wall is 800mm as an example, the length of the trapezoidal module 1 of the rigid-flexible combined underground diaphragm wall anti-leakage joint 5 is 600mm, the height of the trapezoidal module is 400mm, and the two sides of the trapezoidal module are putty type expansion water stop strips 2 with the thickness of 20 mm. The anti-leakage joint of the underground continuous wall can be formed by welding the trapezoid module 1 on a construction site, and the height of the anti-leakage joint of the underground continuous wall is 800mm and is consistent with the thickness of the underground continuous wall.
As shown in figures 1 and 2, a just gentle underground continuous wall antiseep of combination connects 5, including 2 trapezoidal module 1 and 8 expansion sealing rod 2, 2 trapezoidal module 1 is the isosceles trapezoid structure, and 8 expansion sealing rod 2 are installed respectively in 2 trapezoidal module 1's both ends, and 2V word concave surface structure that forms the symmetry is connected to the narrow bottom of isosceles trapezoid module 1, and a V word concave surface structure is connected with section 3 that waters earlier, and another V word concave surface structure is connected with section 4 that waters afterwards. The length of the trapezoid module 1 is 640mm, the height of the trapezoid module is 400mm, and the trapezoid module is used for connecting the first casting section 3 and the second casting section 4; the expansion water stop bar 2 is a putty type expansion water stop bar 2, the cross section size is 20 x 30, the thickness is 20-30mm, the expansion water stop bar slowly expands after being soaked in water for 2 days, the expansion water stop bar completely expands for 5-7 days to 220%, the surface of the expansion water stop bar is slightly concave-convex, and the service life of the expansion water stop bar in an underground environment can reach 10 years.
The water-stopping leakage principle is that after the underground diaphragm wall anti-leakage joint 5 is installed, the expansion water-stopping strips 2 on the two sides of the underground diaphragm wall anti-leakage joint slowly expand under the soaking of water to provide the joint with certain tightness, and the leakage when the external water pressure is not large can be prevented. As shown in fig. 3, if the external environment has a strong water and soil pressure, the first waist steel plate 102 and the second waist steel plate 103 are pressed inward, and the joint and the wall body are more compact due to the shape similar to a bottle stopper, so that the passive water and soil pressure is converted into the active pressure, and a stronger anti-seepage effect is achieved. Finally, as shown in fig. 4, if the external underground water level is reduced, the symmetrical structural arrangement can also prevent the underground diaphragm wall anti-seepage joint 5 from slipping towards the outer wall, so that the joint generates better gap water stop failure.
Compared with the traditional rigid joints such as I-steel, the underground diaphragm wall anti-leakage joint 5 in the embodiment can actively utilize the water and soil pressure of the outer wall to compact the gap between the joint and the wall body by the underground diaphragm wall anti-leakage joint 5. Due to the symmetrical structural arrangement, even when the underground water level of the outer wall is lowered, the underground diaphragm wall anti-leakage joint 5 cannot slide outwards, the stability of the underground diaphragm wall anti-leakage joint 5 is practically ensured, and the optimal anti-leakage effect is achieved. Compare in ordinary rubber stagnant water and connect, underground continuous wall antiseep connects 5 middle arrangement first waist steel sheet 102 and second waist steel sheet 103 not only possess better shear resistance, underground continuous wall antiseep connects 5 and has still set up inflation sealing rod 2 in both sides, increased the seepage flow path of groundwater to a certain extent, prevent rivers from flowing into the continuous wall interior wall around the steel sheet both sides, moreover inflation sealing rod 2's inflation can more closely knit gap, the antiseep effect has had multiple guarantee. The underground diaphragm wall antiseep that just gentle combination connects 5 can be better adapt to various complicated underground environment, and the later stage mending-leakage possibility is low, can guarantee the life and the reliability of engineering, reduces the later maintenance, saves time limit for a project and cost to a certain extent. Trapezoidal module 1 can pile up after prefabricating in the mill and transport to the job site after, forms underground continuous wall antiseep through welding to narrow bottom and connects 5, the construction of being convenient for.
A construction method of a rigid-flexible combined underground diaphragm wall anti-leakage joint comprises the following steps:
s1, excavating a first guide channel of the underground connecting wall, adding slurry into the first guide channel as a protective wall of the first guide channel, pouring underwater concrete to form a first guide wall, wherein the first guide wall is used for positioning the first pouring section 3 and preventing the grooving machine from being inclined when grooving;
s2, digging a first groove section by using a continuous wall groover;
the track is laid and the groover is assembled, the groover is adopted to dig out the first groove section, and the mud liquid is supplemented to the first groove section simultaneously in the process of groover, so that the collapse in the groove section is prevented. The length of the first groove section is greater than the sum of the length of the first pouring section 3 and the length of the continuous wall anti-leakage joint, and the length of the first groove section in the embodiment is the sum of the length of the first pouring section 3 and the length of the continuous wall anti-leakage joint, wherein the length of the first groove section is 650 mm;
s3, installing the diaphragm wall anti-leakage joint 5 in the first groove section, and building a first pouring section 3, wherein the first pouring section 3 is connected with one end of the diaphragm wall anti-leakage joint 5, as shown in figure 5;
the building step of the pre-cast section 3 of step S3 includes:
s301, connecting the narrow bottom ends of the two trapezoidal modules 1 by welding, and respectively attaching 8 expansion water stop bars 2 to two ends of the 4 first waist steel plates 102 of the two trapezoidal modules 1;
s302, discharging sludge in the first tank section when the height of the first tank section reaches the design required height, brushing the inner wall of the first tank section clean, and removing bottom sediments;
s303, hoisting the reinforcement cage and the continuous wall anti-seepage joint into the first groove section, and inserting a concrete conduit;
s304, after the interior of the first groove section is cleaned for the second time, pouring underwater concrete through a concrete guide pipe, and controlling the rising speed of the underwater concrete surface in the first groove section to be larger than 2 m/h;
s305, when underwater concrete is poured, the concrete guide pipe is pulled out at the same time, the depth range of the concrete guide pipe in the underwater concrete in the first groove section is controlled to be 1.5-6 m, when the underwater concrete is poured, slurry in the first groove section is discharged at the same time, a first pouring section is formed after the underwater concrete in the first groove section is solidified, and the first pouring section is connected with the V-shaped concave surface structure of the anti-seepage joint of the connecting wall.
S4, determining the excavation time of the second guide wall according to the temperature of the site and the concrete final setting time of the early casting section, wherein the excavation time is generally that after the early casting section is finished for 8-10 hours, a second guide channel of the underground connecting wall is excavated, mud liquid is added into the second guide channel to protect the wall of the second guide channel, and underwater concrete is poured into the second guide channel to form a second guide wall 7; the second guide wall is used for positioning the post-pouring section 4, so that the groove is prevented from being dug obliquely when the groover digs the groove;
s5, digging a second groove section at the other end of the continuous wall anti-seepage joint by using a groover, and building a post-pouring section in the second groove section, wherein the pouring time of the post-pouring section 4 is controlled within 48h, namely before the expansion water stop strip 2 expands, the post-pouring section is connected with the other end of the continuous wall anti-seepage joint;
the construction step of the post-cast section 4 of step S5 includes:
s501, after the second guide wall is finished, paving a track, assembling a groover, digging a second groove section by using the groover, wherein the length of the duover section is equal to that of the post-pouring section 4, and supplementing slurry into the second groove section to form a protective wall while digging the second groove section;
s502, discharging sludge in the second groove section after the height of the second groove section meets the design height requirement, and cleaning the groove wall of the second groove section;
s503, hoisting the reinforcement cage into the second groove section, and inserting a concrete guide pipe;
s504, after the second groove section is cleaned for the second time, pouring underwater concrete through a concrete guide pipe, wherein the rising speed of the upper surface of the underwater concrete in the second groove section is more than 2 m/h;
and S505, when pouring underwater concrete, simultaneously pulling out the concrete guide pipe, controlling the depth range of the port of the concrete guide pipe in the underwater concrete in the second groove section to be 1.5-6 m, simultaneously discharging slurry in the second groove section, forming a post-pouring section after the underwater concrete in the second groove section is solidified, and connecting the post-pouring section with the V-shaped concave surface structure of the continuous wall anti-seepage joint.
And S6, repeating the steps S1-S5, and completing the construction of the whole underground continuous wall, as shown in figure 6.
The above-mentioned embodiments are preferred embodiments of the present invention, and the present invention is not limited thereto, and any other modifications or equivalent substitutions that do not depart from the technical spirit of the present invention are included in the scope of the present invention.
Claims (8)
1. The utility model provides a secret diaphragm wall antiseep of hard and soft combination connects, its characterized in that, includes two trapezoidal modules and a plurality of inflation sealing rod, two trapezoidal module is the trapezium structure, and is a plurality of the inflation sealing rod is installed respectively in the both ends of two trapezoidal modules, two the V word concave surface structure of formation symmetry is connected to the narrow bottom of trapezoidal module, one V word concave surface structure with water the section earlier and be connected, another V word concave surface structure waters the section with the back and is connected.
2. The underground diaphragm wall antiseep of rigid-flexible combination of claim 1, wherein, trapezoidal module includes first waist steel sheet, side steel sheet, second waist steel sheet, first waist steel sheet, side steel sheet, second waist steel sheet connect gradually and form trapezium structure, the expansion sealing rod is installed respectively at the both ends of first waist steel sheet and the both ends of second waist steel sheet, first waist steel sheet and second waist steel sheet all are connected with the section of watering earlier, first waist steel sheet and second waist steel sheet all are connected with the section of watering afterwards.
3. A rigid-flexible combined underground diaphragm wall leakage-proof joint as claimed in claim 1, wherein said trapezoid structure is an isosceles trapezoid structure.
4. A construction method of a rigid-flexible combined underground diaphragm wall anti-leakage joint is characterized by comprising the following steps:
s1, constructing a first guide wall of the underground continuous wall;
s2, paving a track, assembling a groover, and digging a first groove section by using the groover;
s3, installing a diaphragm wall anti-leakage joint in the first groove section, and constructing a pre-pouring section, wherein the pre-pouring section is connected with one end of the diaphragm wall anti-leakage joint, and the diaphragm wall anti-leakage joint is the rigid-flexible combined underground diaphragm wall anti-leakage joint as claimed in any one of claims 1 to 3;
s4, after the construction of the first pouring section is finished, constructing a second guide wall of the underground continuous wall;
s5, digging a second groove section at the other end of the continuous wall anti-leakage joint by using the groover, and building a post-pouring section in the second groove section, wherein the post-pouring section is connected with the other end of the continuous wall anti-leakage joint;
and S6, repeating the steps S1-S5, and completing the construction of the whole underground continuous wall.
5. The construction method of an anti-leakage joint of a rigid-flexible combined underground diaphragm wall as claimed in claim 4, wherein the step of constructing the first guide wall of step S1 is: and excavating a guide channel of the underground diaphragm wall, adding a mud slurry retaining wall into the guide channel, and pouring underwater concrete to form a first guide wall.
6. The construction method of an anti-leakage joint of a rigid-flexible combined underground diaphragm wall as claimed in claim 4, wherein the step of constructing the first groove section in the step S2 is: laying a track and assembling a groover, digging a first groove section by using the groover, and simultaneously supplementing slurry into the first groove section, wherein the length of the first groove section is greater than that of the pre-pouring section and the diaphragm wall anti-leakage joint, and the height of the first groove section meets the design height requirement.
7. The construction method of an anti-leakage joint of a rigid-flexible combined underground diaphragm wall as claimed in claim 4, wherein the pre-cast section construction in the step S3 comprises the following steps:
s301, welding the trapezoid module, and installing expansion water stop bars at two ends of the trapezoid module to obtain the diaphragm wall anti-leakage joint;
s302, discharging sludge in the first groove section, and cleaning the groove wall of the first groove section;
s303, hoisting a reinforcement cage and the continuous wall anti-leakage connector into the first groove section, and inserting a concrete conduit;
s304, after the first groove section is cleaned for the second time, pouring underwater concrete through the concrete guide pipe, wherein the rising speed of the concrete is more than 2 m/h;
s305, when pouring underwater concrete, simultaneously pulling out the concrete guide pipe, wherein the depth range of the concrete guide pipe in the underwater concrete of the first groove section is 1.5-6 m, simultaneously discharging slurry in the first groove section, forming a first pouring section after the underwater concrete of the first groove section is solidified, and connecting the first pouring section with an anti-seepage joint of a connecting wall.
8. The construction method of a rigid-flexible combined underground diaphragm wall leakage-proof joint as claimed in claim 4, wherein the construction step of the post-cast section of step S5 comprises:
s501, after the second guide wall is finished, digging a second groove section by using a groover, and simultaneously supplementing slurry into the second groove section;
s502, discharging sludge in the second groove section, and cleaning the groove wall of the second groove section;
s503, hoisting the reinforcement cage into the second groove section, and inserting a concrete guide pipe;
s504, after the second groove section is cleaned for the second time, pouring underwater concrete through the concrete guide pipe, wherein the rising speed of the underwater concrete in the second groove section is more than 2 m/h;
and S505, when the underwater concrete is poured, simultaneously pulling out the concrete guide pipe, wherein the depth range of the underwater concrete in the second groove section of the concrete guide pipe is 1.5-6 m, simultaneously discharging slurry in the second groove section, forming a post-pouring section after the underwater concrete in the second groove section is solidified, and connecting the post-pouring section with an anti-seepage joint of a continuous wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210572675.8A CN114855849A (en) | 2022-05-25 | 2022-05-25 | Rigid-flexible combined underground diaphragm wall anti-seepage joint and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210572675.8A CN114855849A (en) | 2022-05-25 | 2022-05-25 | Rigid-flexible combined underground diaphragm wall anti-seepage joint and construction method thereof |
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| CN114855849A true CN114855849A (en) | 2022-08-05 |
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| CN202210572675.8A Pending CN114855849A (en) | 2022-05-25 | 2022-05-25 | Rigid-flexible combined underground diaphragm wall anti-seepage joint and construction method thereof |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115387323A (en) * | 2022-08-12 | 2022-11-25 | 上海建工二建集团有限公司 | Assembled underground continuous wall connecting joint and construction method thereof |
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|---|---|---|---|---|
| EP2553175A1 (en) * | 2010-03-30 | 2013-02-06 | VSL International AG | Method and assembly for constructing a diaphragm wall |
| CN204825993U (en) * | 2015-05-04 | 2015-12-02 | 云南建工基础工程有限责任公司 | Underground continuous wall stagnant water, lap guard stream joint design |
| CN107524174A (en) * | 2017-08-24 | 2017-12-29 | 中铁隧道勘测设计院有限公司 | A kind of diaphragm wall I-shaped steel joint provided with water expandable waterstop |
| CN110258512A (en) * | 2019-05-28 | 2019-09-20 | 广州穗岩土木科技股份有限公司 | It constructs in a kind of basement rock the method for diaphram wall |
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- 2022-05-25 CN CN202210572675.8A patent/CN114855849A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP2553175A1 (en) * | 2010-03-30 | 2013-02-06 | VSL International AG | Method and assembly for constructing a diaphragm wall |
| CN204825993U (en) * | 2015-05-04 | 2015-12-02 | 云南建工基础工程有限责任公司 | Underground continuous wall stagnant water, lap guard stream joint design |
| CN107524174A (en) * | 2017-08-24 | 2017-12-29 | 中铁隧道勘测设计院有限公司 | A kind of diaphragm wall I-shaped steel joint provided with water expandable waterstop |
| CN110258512A (en) * | 2019-05-28 | 2019-09-20 | 广州穗岩土木科技股份有限公司 | It constructs in a kind of basement rock the method for diaphram wall |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115387323A (en) * | 2022-08-12 | 2022-11-25 | 上海建工二建集团有限公司 | Assembled underground continuous wall connecting joint and construction method thereof |
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