CN115874576A - Construction method of concrete impervious wall - Google Patents
Construction method of concrete impervious wall Download PDFInfo
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- CN115874576A CN115874576A CN202310011640.1A CN202310011640A CN115874576A CN 115874576 A CN115874576 A CN 115874576A CN 202310011640 A CN202310011640 A CN 202310011640A CN 115874576 A CN115874576 A CN 115874576A
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- 239000004567 concrete Substances 0.000 title claims abstract description 71
- 238000010276 construction Methods 0.000 title claims abstract description 62
- 239000002002 slurry Substances 0.000 claims abstract description 60
- 238000005553 drilling Methods 0.000 claims abstract description 37
- 238000000034 method Methods 0.000 claims abstract description 33
- 239000010426 asphalt Substances 0.000 claims abstract description 21
- 238000004140 cleaning Methods 0.000 claims abstract description 19
- 230000001502 supplementing effect Effects 0.000 claims abstract description 6
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 5
- 239000011248 coating agent Substances 0.000 claims abstract description 4
- 238000000576 coating method Methods 0.000 claims abstract description 4
- 238000005266 casting Methods 0.000 claims description 6
- 238000000746 purification Methods 0.000 claims description 6
- 238000011084 recovery Methods 0.000 claims description 6
- 239000013049 sediment Substances 0.000 claims description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 4
- 238000002955 isolation Methods 0.000 claims description 4
- 239000004570 mortar (masonry) Substances 0.000 claims description 4
- 239000010959 steel Substances 0.000 claims description 4
- 238000007599 discharging Methods 0.000 claims description 2
- 230000001174 ascending effect Effects 0.000 claims 1
- 239000010802 sludge Substances 0.000 claims 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 8
- 239000011148 porous material Substances 0.000 abstract description 5
- 239000007921 spray Substances 0.000 abstract 1
- 230000002787 reinforcement Effects 0.000 description 5
- 238000005516 engineering process Methods 0.000 description 4
- 230000001681 protective effect Effects 0.000 description 4
- 239000004568 cement Substances 0.000 description 3
- 239000002689 soil Substances 0.000 description 3
- 230000007547 defect Effects 0.000 description 2
- 238000005086 pumping Methods 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 238000007711 solidification Methods 0.000 description 2
- 230000008023 solidification Effects 0.000 description 2
- 230000003487 anti-permeability effect Effects 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000005611 electricity Effects 0.000 description 1
- 239000011372 high-strength concrete Substances 0.000 description 1
- NLYAJNPCOHFWQQ-UHFFFAOYSA-N kaolin Chemical compound O.O.O=[Al]O[Si](=O)O[Si](=O)O[Al]=O NLYAJNPCOHFWQQ-UHFFFAOYSA-N 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 238000009527 percussion Methods 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
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- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a construction method of a concrete impervious wall, which belongs to the technical field of hydraulic and hydroelectric engineering and comprises the following steps: determining the construction position of the impervious wall, then excavating a guide groove along the construction area of the impervious wall, and filling concrete into the guide groove; after the concrete is solidified, drilling along the guide groove by adopting a slurry retaining wall drilling method, and forming an impervious wall construction groove by firstly drilling a main hole and then splitting and drilling an auxiliary hole; cleaning the hole of the diaphragm wall construction groove, and simultaneously supplementing fresh slurry for wall fixing; after the slurry in the impervious wall construction groove is solidified, coating a layer of asphalt on the upstream side of the impervious wall construction groove; and after the asphalt is solidified, pouring concrete into the construction groove of the impervious wall to form the impervious wall. In the process of forming the groove by pore forming, the invention sprays asphalt on the wall of the hole close to one side of a water source to form an asphalt layer on one side in the hole, and after concrete is poured in the hole, the concrete is solidified and then is integrated with the asphalt, thereby improving the seepage-proofing property of the impervious wall.
Description
Technical Field
The invention relates to the technical field of water conservancy and hydropower engineering, in particular to a construction method of a concrete impervious wall.
Background
The seepage-proofing reinforcement is a main engineering measure for treating the dam of the dangerous reservoir, and commonly used seepage-proofing reinforcement technologies in engineering mainly comprise grouting seepage-proofing reinforcement technology and seepage-proofing wall reinforcement technology. The high-strength concrete or plastic concrete impervious wall technology is widely applied to the aspects of danger removal and reinforcement of dam engineering, and obtains good benefits. However, the existing construction method of the concrete impervious wall generally has the defects of overlong construction time, poor impervious effect and the like. Mainly, the concrete impervious wall has high wall stress caused by high elastic modulus, so that the strength and the impermeability of the impervious wall are lower, and water can easily permeate into the wall under the action of strong pressure.
Disclosure of Invention
In order to overcome the defects of poor anti-permeability effect and the like of the existing concrete impervious wall, the invention aims to solve the technical problems that: provides a construction method of a concrete impervious wall with better impermeability.
The technical scheme adopted by the invention for solving the technical problem is as follows:
the construction method of the concrete impervious wall comprises the following steps:
s1, determining a construction position of a cut-off wall, excavating a guide groove along a construction area of the cut-off wall, and filling concrete into the guide groove;
s2, after the concrete is solidified, drilling construction is carried out along the guide groove by adopting a slurry wall protection drilling method, and an impervious wall construction groove is formed by a method of firstly drilling a main hole and then splitting and drilling an auxiliary hole;
s3, cleaning holes of the diaphragm wall construction groove, and simultaneously supplementing fresh slurry to fix the wall;
s4, after the slurry in the impervious wall construction groove is solidified, coating a layer of asphalt on the upstream side of the impervious wall construction groove;
and S5, after the asphalt is solidified, pouring concrete into the construction groove of the impervious wall to form the impervious wall.
Further, in step S1, the depth of the guide groove is controlled to be 1-2m, and the width is not less than the thickness of the impervious wall.
Furthermore, a slurry system is arranged before drilling, the slurry system comprises a slurry station, a slurry tank, a slurry supply pipeline and a recovery and purification facility, wherein the slurry tank is arranged at a high position, the slurry station and the recovery and purification facility are arranged beside the slurry tank in a centralized manner, and slurry is supplied to a low position through the slurry supply pipeline in a self-flowing slurry supply mode.
Furthermore, in the process of drilling the diaphragm wall construction groove, construction is divided into two periods of groove sections, the first period of groove section and the second period of groove section are mutually separated, the second period of groove section construction is carried out after the first period of groove section is poured into a wall, and the length of each groove section is 5-7m.
Furthermore, when the second-stage slot construction is carried out, a drill is firstly sleeved at the end of the first-stage slot and is lapped with the wall of the first-stage slot by at least 0.8m.
Further, before the second-stage groove section is poured, the part connected with the first-stage groove section is brushed on the wall of the concrete hole up and down by a steel wire brush drill until the brush drill does not have mud chips and the sediment at the bottom of the hole is not increased any more.
Furthermore, in the drilling process, the length of the main hole is the same as the thickness of the impervious wall, and the length of the auxiliary hole is 1.2-1.5 times of the diameter of the main hole.
Furthermore, in the process of cleaning and fixing the wall, a right-angle protection plate is installed at the edge of the groove section, then a pore-forming drilling machine is used for directly making slurry, the drilling machine moves up and down to make slurry, a barrel-pumping replacement method is adopted for cleaning the hole, and fresh slurry is continuously supplemented into the hole while cleaning the hole, so that the slurry wall fixing is completed.
Furthermore, in step S5, a vertical lift pipe is used for pouring, the concrete pouring is required to be continuously performed, the concrete is uniformly lifted without interruption, the lifting speed is not lower than 2m per hour, the height difference of the concrete surface in the groove is less than 0.5m, and the depth of the pipe embedded in the concrete is controlled to be 1-6m during pouring.
Further, lifting the guide pipe to be 20-30cm away from the bottom of the hole during casting, discharging the isolation ball, then supplementing concrete, and lowering the guide pipe to the position before casting so as to embed the pipe bottom into the concrete; when the concrete surface rises to 8-10m from the hole opening, an air mud sucker or a mortar pump is adopted to pump and discharge the top thick slurry.
The beneficial effects of the invention are: in the process of forming the groove by hole forming, the hole wall close to one side of a water source is sprayed with asphalt, so that an asphalt layer is formed on one side in the hole, and after concrete is poured in the hole, the concrete and the asphalt are integrated after being solidified, so that the seepage-proofing performance of the impervious wall is improved.
Detailed Description
The present invention is further described below.
The construction method of the concrete impervious wall comprises the following steps:
s1, determining a construction position of a cut-off wall, excavating a guide groove along a construction area of the cut-off wall, and filling concrete into the guide groove;
s2, after the concrete is solidified, drilling construction is carried out along the guide groove by adopting a slurry wall protection drilling method, and an impervious wall construction groove is formed by a method of firstly drilling a main hole and then splitting and drilling an auxiliary hole;
s3, cleaning the hole of the diaphragm wall construction groove, and simultaneously supplementing fresh slurry to fix the wall;
s4, after the slurry in the impervious wall construction groove is solidified, coating a layer of asphalt on the upstream side of the impervious wall construction groove;
and S5, after the asphalt is solidified, pouring concrete into the diaphragm wall construction groove to form the diaphragm wall.
Compared with the prior art, the invention has the main advantages that in the process of forming the groove, the asphalt is sprayed on the wall of the hole close to the water source side, so that an asphalt layer is formed on one side in the hole, and after concrete is poured in the hole, the concrete and the asphalt are integrated after being solidified, thereby improving the seepage-proofing property of the seepage-proofing wall.
The concrete construction process of each step is as follows:
in the step S1, after the position of the impervious wall is determined, the slurry system and the wind power water and electricity are firstly distributed on one side of the impervious wall, the drilling machine is distributed on one upstream side of the impervious wall and is perpendicular to the axis of the wall, the platform is distributed on the position of the water receiving groove, a plurality of light rails are arranged on one side of the drilling machine and is parallel to the axis of the wall, and the drilling machine moves on the light rails. And then excavating a guide groove, controlling the depth of the guide groove to be 1-2m, preferably 1.5m, controlling the width not less than the thickness of the impervious wall, and pouring C20 concrete in the guide groove. The guide groove has the advantages of calibrating the position of the impervious wall, drilling and guiding, keeping the pressure of slurry, preventing collapse, preventing waste slurry from flowing into the groove and the like.
Before the step S2, a slurry system is arranged, wherein the slurry system comprises a slurry station, a slurry tank, a slurry supply pipeline and a recovery purification facility, the slurry tank is arranged at a high position, the slurry station and the recovery purification facility are arranged beside the slurry tank in a centralized manner, slurry is supplied to a low position through the slurry supply pipeline in a self-flowing slurry supply mode, and the slurry supply pipeline is required to be checked and washed regularly.
In the step S2, in the process of drilling the diaphragm wall construction groove, construction is divided into two periods of groove sections, the first period of groove section and the second period of groove section are mutually separated, the construction of the second period of groove section is carried out after the first period of groove section is poured into a wall, and the length of each groove section is 5-7m, preferably 6m. And (3) constructing each slot hole by adopting a method of firstly drilling a main hole and then splitting and punching a secondary hole to form the slot. In the pore-forming process, the slurry circulation adopts positive circulation, the pore-forming machine adopts a CZ-20 percussion drill, and according to the geological conditions, a hollow drill bit for drilling is used for drilling and penetrating through a dam body soil layer and a sand gravel layer, and then a cross drill bit is used for drilling the bedrock. The length of the main hole is the designed wall thickness, and the length of the auxiliary hole is 1.2-1.5 times of the main hole diameter. The impervious wall is divided into a plurality of unit groove sections according to the length, two-stage construction is carried out according to the interval construction mode, namely a first-stage groove section and a second-stage groove section, the first-stage groove section is firstly constructed, and the second-stage groove section is constructed after the first-stage groove section is poured into a wall. When the second-stage slot hole construction is carried out, a drill is firstly drilled at the end sleeve of the first-stage slot hole and is lapped with the wall body of the first-stage slot hole by at least 0.8m so as to keep the wall sections connected into a whole and enable the lapped part to meet the requirement of the designed wall thickness. In order to facilitate the solidification and molding of the concrete subsequently poured and the first-stage cavity, before the second-stage trough section is poured, the part connected with the first-stage trough section is brushed on the wall of the concrete hole up and down by a steel wire brush drill, and slurry generated in the hole cleaning process is removed until the brush drill does not carry mud chips and the sediment at the bottom of the hole is not increased any more.
In step S3, clay slurry is directly prepared into slurry by a pore-forming drilling machine, slurry is directly prepared by the vertical movement of the drilling machine, a protective plate is arranged at the edge of a groove section, the section of the protective plate is T-shaped or right-angled, the right angle of the protective plate is mutually attached to the right angle of the groove section, the protective plate at the ground attaching part is compressed by soil, the slurry discharged in the pore-forming, pore-cleaning and concrete pouring processes is recycled as much as possible and is reused after being mechanically or chemically treated to be qualified, the pore-cleaning acceptance is to check whether the quality of the slurry in the groove meets the specified requirements of pore-cleaning so as to ensure the concrete pouring quality, the sediment thickness of the bottom of the groove is checked to be smaller than the allowable standard so as to ensure the contact quality of an impervious wall and a bedrock, the pore-cleaning adopts a barrel pumping replacement method, fresh slurry is continuously supplemented into the pore while the pore-cleaning is performed, asphalt is sprayed on the pore wall close to one side of the pore wall after the wall solidification of the slurry is completed, and a steel wire drill head is adopted to brush the pore-cleaning of the pore wall up and down until the drill head of the second-stage groove section is free of the brush and the sediment is not increased. And detecting and ensuring that each detection index meets the requirements of the current technical specification 1h after hole cleaning and pulp changing are finished.
In step S5, the impervious wall concrete is poured by using a vertical lifting guide pipe under slurry, the concrete pouring needs to be continuously carried out, the concrete is uniformly lifted and cannot be interrupted, the lifting speed is not lower than 2m per hour, the height difference of the concrete surface in the groove is preferably smaller than 0.5m, and the depth of the guide pipe embedded in the concrete is controlled to be 1-6m during pouring, so that the guide pipe cannot be emptied. After the hole is cleaned to be qualified, the guide pipe is lifted to be about 10-15m away from the bottom of the hole, the guide pipe is fixed at the opening of the groove, the isolation ball is placed into the guide pipe, the funnel is installed, mortar is respectively filled into the guide pipes, concrete is filled into the guide pipes successively, the isolation ball is pressed to the bottom of the hole, the guide pipes are filled with the concrete, and pouring can be carried out according to the planned sequence. When casting, the guide pipe is lifted to 20-30cm from the bottom of the hole, the isolating ball is released, concrete is supplemented immediately, and the guide pipe is lowered to the position before casting, so that the pipe bottom is embedded in the concrete. When the concrete surface rises to about 10m away from the orifice, the sand content of the precipitated slurry is too large, the consistency is increased, the pressure difference is reduced, and the pouring difficulty is increased, and at the moment, thick slurry can be pumped and discharged by an air suction dredge or a mortar pump and the like, so that the pouring can be carried out smoothly.
The construction method of the invention mainly forms an asphalt layer on one side of the hole by spraying asphalt on the hole wall close to the water source, cement is poured in the hole, and the cement and the asphalt are integrated after the cement is solidified, thereby achieving better seepage-proofing property. Meanwhile, the construction mode is simple, the construction efficiency is higher, the first-stage groove section and the second-stage groove section are directly arranged on the ground, and the first-stage groove section and the second-stage groove section are fixed by adopting the slurry, so that molds of the impervious wall and the construction speed are saved, the ground excavation area is greatly reduced, the working cost is saved, and the working efficiency is improved. In addition, in the hole cleaning process, the arrangement of the protection plate prevents soil particles and the like at the edge of the groove section from entering the inside of the groove section, and the overall quality of the impervious wall is improved.
Claims (10)
1. The construction method of the concrete impervious wall is characterized by comprising the following steps of:
s1, determining a construction position of a cut-off wall, excavating a guide groove along a construction area of the cut-off wall, and filling concrete into the guide groove;
s2, after the concrete is solidified, drilling construction is carried out along the guide groove by adopting a slurry wall protection drilling method, and an impervious wall construction groove is formed by a method of firstly drilling a main hole and then splitting and drilling an auxiliary hole;
s3, cleaning the hole of the diaphragm wall construction groove, and simultaneously supplementing fresh slurry to fix the wall;
s4, after the slurry in the impervious wall construction groove is solidified, coating a layer of asphalt on the upstream side of the impervious wall construction groove;
and S5, after the asphalt is solidified, pouring concrete into the construction groove of the impervious wall to form the impervious wall.
2. The method for constructing a concrete diaphragm wall according to claim 1, which is characterized in that: in step S1, the depth of the guide groove is controlled to be 1-2m, and the width of the guide groove is not less than the thickness of the impervious wall.
3. The method for constructing the concrete diaphragm wall according to claim 1, wherein: the mud system is arranged before drilling, and comprises a mud station, a mud tank, a mud supply pipeline and a recovery purification facility, wherein the mud tank is arranged at a high position, the mud station and the recovery purification facility are arranged beside the mud tank in a centralized manner, and the mud is supplied to a low position through the mud supply pipeline in a self-flowing mud supply mode.
4. The method for constructing a concrete diaphragm wall according to claim 1, which is characterized in that: in the process of drilling the diaphragm wall construction groove, the construction is divided into two periods of groove sections, the first period of groove section and the second period of groove section are mutually separated, the construction of the second period of groove section is carried out after the first period of groove section is poured into a wall, and the length of each groove section is 5-7m.
5. The concrete cut-off wall construction method according to claim 4, wherein: when the second stage slot construction is carried out, a drill is firstly drilled at the end cap of the first stage slot and is lapped with the wall body of the first stage slot by at least 0.8m.
6. The concrete cut-off wall construction method according to claim 5, characterized in that: before the second-stage groove section is poured, the part connected with the first-stage groove section is brushed on the wall of the concrete hole up and down by a steel wire brush drill until the brush drill does not have mud chips and the sediment at the bottom of the hole is not increased any more.
7. The method for constructing a concrete diaphragm wall according to claim 1, which is characterized in that: in the drilling process, the length of the main hole is the same as the thickness of the impervious wall, and the length of the auxiliary hole is 1.2-1.5 times of the diameter of the main hole.
8. The method for constructing a concrete diaphragm wall according to claim 1, which is characterized in that: in the process of cleaning and fixing the wall, a right-angle protection plate is installed at the edge of the groove section, then the pore-forming drilling machine is used for directly making slurry, the drilling machine moves up and down to make slurry, a barrel-drawing replacement method is adopted for cleaning the hole, and fresh slurry is continuously supplemented into the hole while cleaning the hole, so that the slurry wall fixing is completed.
9. The method for constructing the concrete diaphragm wall according to claim 1, wherein: in step S5, the concrete is poured by utilizing the vertical lifting guide pipe, the concrete pouring needs to be continuously carried out, uniformly ascends without interruption, the ascending speed is not lower than 2m per hour, the height difference of the concrete surface in the groove is less than 0.5m, and the depth of the guide pipe embedded into the concrete is controlled to be 1-6m during pouring.
10. The method for constructing the concrete diaphragm wall according to claim 9, wherein: lifting the guide pipe to be 20-30cm away from the bottom of the hole during casting, discharging the isolation ball, then supplementing concrete, and lowering the guide pipe to the position before casting so as to embed the pipe bottom into the concrete; when the concrete surface rises to 8-10m away from the orifice, an air sludge suction device or a mortar pump is adopted to pump and discharge the thick slurry at the top.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202310011640.1A CN115874576A (en) | 2023-01-05 | 2023-01-05 | Construction method of concrete impervious wall |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202310011640.1A CN115874576A (en) | 2023-01-05 | 2023-01-05 | Construction method of concrete impervious wall |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
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| CN112482358A (en) * | 2020-11-30 | 2021-03-12 | 中铁十一局集团有限公司 | Diaphragm wall construction method for diaphragm wall penetrating stratum |
| CN213681999U (en) * | 2020-11-07 | 2021-07-13 | 江苏城乡空间规划设计研究院有限责任公司 | Novel water conservancy prevention of seepage ecological waterproof dykes and dams |
| CN214883904U (en) * | 2021-03-31 | 2021-11-26 | 冯亚辉 | River course engineering underground anti-seepage device |
| CN114263168A (en) * | 2022-01-10 | 2022-04-01 | 北京市政建设集团有限责任公司 | Construction method of rock-socketed diaphragm wall of stratum water-stopping enclosure structure |
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2023
- 2023-01-05 CN CN202310011640.1A patent/CN115874576A/en active Pending
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1247253A (en) * | 1999-10-14 | 2000-03-15 | 朱世昌 | Construction method for joint holes of underground impervious concrete walls |
| CN102691294A (en) * | 2012-05-15 | 2012-09-26 | 安宜建设集团有限公司 | Construction method of underground continuous wall |
| CN102720186A (en) * | 2012-07-10 | 2012-10-10 | 上海港务工程公司 | Underwater once pouring method for variable cross-section bored cast-in-place pile |
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| CN114263168A (en) * | 2022-01-10 | 2022-04-01 | 北京市政建设集团有限责任公司 | Construction method of rock-socketed diaphragm wall of stratum water-stopping enclosure structure |
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