CN210315409U - Lossless type connection structure of cut-off wall and block concrete - Google Patents
Lossless type connection structure of cut-off wall and block concrete Download PDFInfo
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- CN210315409U CN210315409U CN201920905313.XU CN201920905313U CN210315409U CN 210315409 U CN210315409 U CN 210315409U CN 201920905313 U CN201920905313 U CN 201920905313U CN 210315409 U CN210315409 U CN 210315409U
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Abstract
The utility model relates to a non-destructive type connection structure of cut-off wall and block concrete. The utility model aims at providing a simple structure, construction convenience's impervious wall and the harmless type connection structure of block concrete aims at guaranteeing that the impervious wall body forms airtight structure with the block concrete, solves the problem that conventional connection method easily formed the concentrated seepage passageway in the past. The technical scheme of the utility model is that: the utility model provides a non-destructive type connection structure of cut-off wall and block concrete which characterized in that: the cofferdam comprises a cofferdam body, a guide groove is formed in the top of the cofferdam body, a cut-off wall corresponding to the guide groove is arranged in the cofferdam body, a backfilling concrete layer is arranged above the cut-off wall, and capping concrete is poured on the backfilling concrete layer and the guide groove. The utility model is suitable for an adopt the cut-off wall to carry out high earth-rock cofferdam, earth-rock dam and the similar engineering such as dyke of weir base prevention of seepage among the water and electricity hydraulic engineering.
Description
Technical Field
The utility model relates to a non-destructive type connection structure of cut-off wall and block concrete. The method is suitable for similar projects such as high earth-rock cofferdams, earth-rock dams, embankments and the like which adopt impervious walls for weir foundation seepage control in hydropower and hydraulic engineering.
Background
Along with the implementation of the western major development strategy in China, the height and the scale of the earth-rock cofferdam are increased year by year, and the technical difficulty of the high earth-rock cofferdam is also improved along with the increase of the cofferdam scale. The lower part of the earth-rock cofferdam is formed by throwing and filling underwater generally, the cofferdam is made of plastic concrete impervious walls for weir foundation seepage prevention of a throwing and filling part and a covering layer foundation part, and geomembranes are used for seepage prevention above the impervious walls. After the cut-off wall body is cast in a groove, surface layer defective concrete is dug out, then cap concrete is cast, and the cap concrete plays a role in transition between the cut-off wall and the geomembrane. Therefore, the connection and the closure of the cap concrete and the impervious wall are very important, and the smooth transition of mechanics and seepage prevention among structures made of different materials is required to be ensured.
The cap concrete is different from the poured impervious wall material and construction process, the cap concrete is always in an eccentric stress state due to the extrusion effect caused by water pressure, the self weight of weir body filler and the Poisson effect, and the joint of the cap concrete and the impervious wall is easy to stretch and separate or shear and slide to form a concentrated leakage channel. If the conventional rubber sealing is adopted for ensuring the sealing performance between the cap concrete and the top of the impervious wall, an anchoring groove needs to be dug in the top of the impervious wall, and the top of the impervious wall (especially a plastic concrete impervious wall with lower strength) is easily subjected to penetrating crack damage in the forming process of the anchoring groove, so that the seepage of the impervious wall is serious.
Disclosure of Invention
The to-be-solved technical problem of the utility model is: aiming at the existing problems, the non-destructive connection structure of the impervious wall and the nut cap concrete is simple in structure and convenient to construct, aims to ensure that the impervious wall body and the nut cap concrete form a closed structure, and solves the problem that a concentrated leakage channel is easy to form in the conventional connection method.
The utility model adopts the technical proposal that: the utility model provides a non-destructive type connection structure of cut-off wall and block concrete which characterized in that: the cofferdam comprises a cofferdam body, wherein a guide groove is formed in the top of the cofferdam body, an impervious wall corresponding to the guide groove above the cofferdam body is arranged in the cofferdam body, a backfilling concrete layer is arranged above the impervious wall, and capping concrete is poured on the backfilling concrete layer and the guide groove;
a plurality of anti-shear grouting steel pipes which extend from the top of the impervious wall to the bottom of the impervious wall and are used for curtain grouting of bed rock at the bottom of the wall and are filled with concrete after grouting is finished are pre-buried in the impervious wall;
a water-swelling water stop strip is arranged between the top of the impervious wall and a backfilled concrete layer above the impervious wall, is arranged on two sides of the axis of the impervious wall and is arranged along the entire length of the axis of the impervious wall;
and the top of the backfilled concrete layer is fixed with a composite geomembrane through bolts, and the composite geomembrane extends out of the guide groove and is connected with the weir body composite geomembrane seepage-proofing system.
The top of the impervious wall is chiseled to remove the floating slurry secondary material concrete layer on the top.
The top surface of the backfill concrete layer is higher than the bottom surface of the guide groove.
And the top elevation of the cap concrete is higher than the top elevation of the guide groove by more than or equal to 100 cm.
The water-swelling water-stopping strip adopts a long-strip BW-type water-swelling water-stopping strip.
A construction method of a lossless connection structure of an impervious wall and cap concrete is characterized by comprising the following steps:
a. setting a cofferdam body;
b. constructing a guide groove at the top of the cofferdam body;
c. digging a pouring groove which corresponds to the guide groove and is used for pouring the impervious wall in a cofferdam body below the guide groove by taking the guide groove as a construction platform;
d. embedding an anti-shearing grouting steel pipe in the pouring groove, arranging the steel pipe to the bottom of the groove, wherein the top elevation of the grouting steel pipe is the top elevation of the guide groove;
e. pouring in the pouring groove to form the impervious wall;
f. performing curtain grouting on the wall bottom to a designed bottom line by an orifice sealing method or a segmented plugging method through an embedded anti-shear grouting steel pipe;
g. chiseling off the floating slurry secondary material concrete layer at the top of the impervious wall until the concrete stable layer with higher compactness is formed;
h. cutting the anti-shearing grouting steel pipe to be 30-50 cm above the top surface of the chiseled diaphragm wall to serve as a follow-up cap anti-shearing miniature pipe pile, and adopting pure cement slurry to fill the steel pipe;
i. laying water-swelling water stop strips on the top surface of the impervious wall and on two sides of the axial line of the impervious wall;
j. concrete of a chiseling area of the floating slurry secondary material concrete layer on the top of the impervious wall is poured back to form a backfilled concrete layer;
k. fixing the composite geomembrane on the top of the backfilled concrete layer by using bolts, extending the composite geomembrane out of the guide groove to be connected with the weir body composite geomembrane seepage-proofing body, and roughening the backfilled concrete layer without a coverage area of the geomembrane and the side surface of the guide groove;
and l, erecting a mold above the backfilled concrete layer and the guide groove and pouring cap concrete.
And e, the top elevation of the impervious wall formed by pouring in the step e exceeds the bottom elevation of the guide groove by more than or equal to 0.5 m.
And step i, fixing the water-swelling water-stopping strip on the top of the impervious wall by adopting a cement steel nail.
And (e) when the water-swelling water stop strips are laid in the step i and need to be lapped, adopting a horizontal overlapping method for the joints, and controlling the lapping length to be more than 5 cm.
And the final pouring elevation of the cap concrete exceeds the top elevation of the guide groove by more than or equal to 100 cm.
The utility model has the advantages that: the utility model discloses a set up the cut-off wall top and set up the chance water inflation sealing rod to and reserve anti-shearing grout steel pipe in the cut-off wall, improve the condition that the too big extrusion shearing deformation takes place and takes place to concentrate the seepage in the joint department of cut-off wall crest and block concrete, need not to fluting alone again and set up the rubber sealing rod, avoid haring the cut-off wall.
Drawings
Fig. 1 is a schematic structural diagram of the embodiment.
Fig. 2 is an enlarged schematic view of a portion a in fig. 1.
Detailed Description
As shown in fig. 1, this embodiment is a non-destructive connection structure of a cut-off wall and cap concrete, which includes a cofferdam body, a guide groove 4 is provided at the top of the cofferdam body, a cut-off wall 5 corresponding to the guide groove 4 above the cut-off wall is provided in the cofferdam body, a backfill concrete layer 7 is provided above the cut-off wall 5, and a cap concrete 9 is poured on the backfill concrete layer 7 and the guide groove 4.
In the embodiment, a plurality of anti-shearing grouting steel pipes 6 extending from the top of the impervious wall 5 to the bottom of the impervious wall 5 are pre-embedded in the impervious wall 5, and the anti-shearing grouting steel pipes 6 are used for grouting a curtain at the bottom of the wall below the impervious wall 5 and are filled with concrete after grouting is finished.
In this example, a water-swelling sealing strip 8 is arranged between the top of the impervious wall 5 and a backfill concrete layer 7 above the impervious wall, and the water-swelling sealing strip is arranged on two sides of the axial line of the impervious wall 5 and is arranged along the axial line of the impervious wall 5.
In the embodiment, the composite geomembrane 10 is fixed on the top of the backfilled concrete layer through M16 bolts, extends out of the guide groove 4 and is connected with the weir body composite geomembrane seepage-proofing system.
In this embodiment, the water-swellable seal bar 8 is a long-strip BW water-swellable seal bar, which has an expansion rate of 150-180% (no dissolved matter), an elongation of more than 450%, good erosion resistance, a tensile strength of more than 70kPa, high temperature resistance of 80 ℃ (the appearance is glossy, flexible at any bending, free of cracks), low temperature resistance of-20 ℃, good flexibility, and no wrinkles and cracks.
The concrete construction method of the embodiment is as follows:
a. the cofferdam weir body is packed and is set up: adopting an occupancy method to fill and throw the fine stone slag 1 underwater to form a support body of the impervious wall 5, wherein the top elevation of the fine stone slag 1 needs to exceed the water level of the impervious wall 5 in the construction period by 2 m; two sides of the fine stone slag 1 are quickly thickened and are heightened to a bedding material 2 and a coarse stone slag material 3 to the bottom elevation of the concrete guide groove 4.
b. The concrete guide way sets up: and building a concrete guide groove 4 on the top of the fine stone slag material 1 by taking the fine stone slag material as a bearing foundation to serve as a construction platform and an axis guide wall body of the impervious wall 5.
c. The pouring groove of the impervious wall 5 is arranged: and digging in the fine stone slag below the guide groove to form a pouring groove corresponding to the guide groove and used for pouring the impervious wall by taking the guide groove as a construction platform.
d. Pre-burying the anti-shearing grouting steel pipe: after the grooves are poured and formed, arranging the anti-shearing grouting steel pipes 6 with the pipe diameters of 91-110 mm to the bottom of the grooves, wherein the height of each anti-shearing grouting steel pipe 6 is the height of the top of each guide groove, and the distance between the steel pipes is 1.0-1.5 m generally.
e. The impervious wall 5 is arranged: and (3) casting and constructing the impervious wall 5 in the casting groove by adopting a ball opening method, wherein the top elevation of the impervious wall 5 exceeds the bottom elevation of the guide groove by 50 cm.
f. Grouting a curtain at the bottom of the wall: and performing curtain grouting on the wall bottom to a designed bottom line through the anti-shearing grouting steel pipe 6 by adopting an orifice closing method or a segmented plugging method.
g. Chiseling a floating slurry secondary material concrete layer: and manually chiseling the laitance secondary material concrete layer with the thickness of 50-100 cm on the top of the impervious wall 5 layer by adopting a light machine tool such as a handheld air pick and the like until the concrete stable layer with higher compactness is formed.
h. Cutting the anti-shearing grouting steel pipe: and cutting the anti-shearing grouting steel pipe 6 to be 30-50 cm above the top surface of the impervious wall with the floating slurry secondary concrete layer chiseled by a hacksaw or a high-temperature cutting technology to serve as a follow-up cap anti-shearing micro pipe pile, and grouting the steel pipe with pure cement slurry.
i. Setting lossless water stopping: and laying water-swelling water stop strips 8 on the top surface of the impervious wall 5 after the floating mortar secondary concrete layer is chiseled and 20cm away from the two sides of the axial line of the impervious wall by adopting a sticking method, fixing the water stop strips by using cement steel nails at proper intervals to prevent the water stop strips from shifting in the pouring process, and arranging the water-swelling water stop strips 8 along the axial line of the impervious wall top 5 in a full-length mode. As shown in fig. 2, when the water-swelling water stop strip 8 needs to be laid and needs to be lapped, a sufficient lapping length is required, a butt joint method is strictly forbidden, a horizontal lapping (lateral lapping) method is required for a joint, and the lapping length needs to be controlled to be more than 5 cm.
j. And (3) pouring concrete back in the chiseling area of the floating slurry secondary material concrete layer: and backfilling the chiseled area of the laitance secondary material concrete layer by normal concrete to form a backfilled concrete layer.
k. The anchoring of the composite geomembrane is as follows: and fixing the composite geomembrane 10 on the top of the backfilled concrete layer by using an M16 bolt, and extending the composite geomembrane 10 out of the guide groove to be connected with the weir body composite geomembrane seepage-proofing body. And roughening the side surfaces of the backfilled concrete layer without the geomembrane coverage area and the guide groove.
l, setting the cap concrete: and (3) standing the mold to pour the cap concrete 9, wherein the final pouring elevation of the cap concrete 9 exceeds the top elevation of the guide groove by not less than 100 cm.
In this embodiment, the anti-seepage measures should be taken after the water-swelling water stop strips 8 are laid, before concrete is poured, a layer of plastic film needs to be covered on the water stop strips exposed on the concrete interface in time to prevent the water stop strips from swelling when water is encountered, and when the cap concrete is poured, the plastic film is removed.
Claims (5)
1. The utility model provides a non-destructive type connection structure of cut-off wall and block concrete which characterized in that: the cofferdam comprises a cofferdam body, a guide groove (4) is arranged at the top of the cofferdam body, an impervious wall (5) corresponding to the guide groove (4) above the cofferdam body is arranged in the cofferdam body, a backfilled concrete layer (7) is arranged above the impervious wall (5), and cap concrete (9) is poured on the backfilled concrete layer (7) and the guide groove (4);
a plurality of anti-shear grouting steel pipes (6) which extend from the top of the impervious wall (5) to the bottom of the impervious wall (5) and are used for performing curtain grouting on bedrock at the bottom of the wall and adopting concrete to perform grouting after grouting are embedded in the impervious wall (5);
a water-swelling water stop strip (8) is arranged between the top of the impervious wall (5) and a backfilled concrete layer (7) above the impervious wall, is arranged on two sides of the axis of the impervious wall (5) and is arranged along the axis of the impervious wall (5);
and a composite geomembrane (10) is fixed at the top of the backfilled concrete layer (7) through bolts, extends out of the guide groove (4) and is connected with the barrier body composite geomembrane (10) seepage-proofing system.
2. The non-destructive diaphragm wall and cap concrete connecting structure according to claim 1, wherein: the top of the impervious wall (5) is chiseled to remove the floating slurry secondary material concrete layer on the top.
3. The non-destructive diaphragm wall and cap concrete connecting structure according to claim 1 or 2, wherein: the top surface of the backfilling concrete layer (7) is higher than the bottom surface of the guide groove (4).
4. The non-destructive diaphragm wall and cap concrete connecting structure according to claim 1, wherein: the top elevation of the cap concrete (9) is higher than that of the guide groove (4) by more than or equal to 100 cm.
5. The non-destructive diaphragm wall and cap concrete connecting structure according to claim 1, wherein: the water-swelling water stop strip (8) adopts a long-strip BW type water-swelling water stop strip (8).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920905313.XU CN210315409U (en) | 2019-06-17 | 2019-06-17 | Lossless type connection structure of cut-off wall and block concrete |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920905313.XU CN210315409U (en) | 2019-06-17 | 2019-06-17 | Lossless type connection structure of cut-off wall and block concrete |
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| CN210315409U true CN210315409U (en) | 2020-04-14 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110158542A (en) * | 2019-06-17 | 2019-08-23 | 中国电建集团华东勘测设计研究院有限公司 | The Lossless connection structure and construction method of cut-pff wall and nut cap concrete |
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2019
- 2019-06-17 CN CN201920905313.XU patent/CN210315409U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110158542A (en) * | 2019-06-17 | 2019-08-23 | 中国电建集团华东勘测设计研究院有限公司 | The Lossless connection structure and construction method of cut-pff wall and nut cap concrete |
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