CN111088802A - New and old ground wall interface processing structure and processing method thereof - Google Patents
New and old ground wall interface processing structure and processing method thereof Download PDFInfo
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- CN111088802A CN111088802A CN202010058775.XA CN202010058775A CN111088802A CN 111088802 A CN111088802 A CN 111088802A CN 202010058775 A CN202010058775 A CN 202010058775A CN 111088802 A CN111088802 A CN 111088802A
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- 238000012545 processing Methods 0.000 title claims abstract description 19
- 238000003672 processing method Methods 0.000 title description 4
- 238000009412 basement excavation Methods 0.000 claims abstract description 16
- 238000010276 construction Methods 0.000 claims abstract description 11
- 230000002787 reinforcement Effects 0.000 claims abstract description 8
- 239000002002 slurry Substances 0.000 claims description 15
- 238000000034 method Methods 0.000 claims description 10
- 239000004568 cement Substances 0.000 claims description 7
- 238000013461 design Methods 0.000 claims description 7
- 239000011440 grout Substances 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 12
- 230000000694 effects Effects 0.000 abstract description 4
- 238000004804 winding Methods 0.000 abstract description 2
- 239000004567 concrete Substances 0.000 description 8
- 239000007788 liquid Substances 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000011065 in-situ storage Methods 0.000 description 2
- 239000013049 sediment Substances 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 241000264877 Hippospongia communis Species 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
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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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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/16—Arrangement or construction of joints in foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
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- Environmental & Geological Engineering (AREA)
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Abstract
The invention discloses a new and old ground connecting wall interface processing structure, and relates to the field of foundation pit engineering. The underground continuous wall comprises an elongated underground continuous wall, a new underground continuous wall and an old underground continuous wall; one end of the extension section underground continuous wall is connected with the new underground continuous wall, the other end of the extension section underground continuous wall is in contact with the old underground continuous wall, and a grouting pipe is arranged at the contact position of the extension section underground continuous wall and the old underground continuous wall. According to the invention, a section of lengthened underground diaphragm wall is newly built near the joint of the new and old underground diaphragm walls, the grouting pipe is additionally arranged at the joint, the foundation pit excavation is carried out after grouting, and the artificially lengthened seepage winding channel and the grouting reinforcement are adopted, so that the joint water stopping effect is improved, and the construction safety of the foundation pit excavation is ensured.
Description
Technical Field
The invention relates to the field of foundation pit engineering, in particular to a new and old ground wall interface processing structure. The invention also discloses a processing method of the processing structure.
Background
According to technical code of building foundation pit support JGJ120-2012, the definition of the foundation pit support is as follows: in order to protect the safety of the construction of the underground main body structure and the surrounding environment of the foundation pit, the foundation pit adopts the measures of temporary retaining, reinforcing, protecting and underground water controlling. Whether a supporting structure is adopted for foundation pit excavation or not, which supporting structure is adopted, and the comprehensive analysis and comparison of economy, technology and environment are determined according to the surrounding environment of the foundation pit, the excavation depth of the foundation pit, engineering geological and hydrogeological conditions, construction seasons, regional engineering experience and the like. In foundation pit engineering with high underground water level, poor stratum conditions and large excavation depth, supporting structures such as cast-in-situ bored piles, underground continuous walls, occlusive cast-in-situ piles and the like are mostly adopted.
The underground continuous wall is a commonly used supporting structure in foundation pit engineering, under the condition of slurry wall protection, a long and narrow deep groove is dug on the ground, a reinforcement cage is hung after the groove is cleaned, underwater concrete is poured by using a conduit method to form a unit groove section, and the steps are carried out section by section in this way, and a continuous reinforced concrete wall is built underground.
And water-stopping weak belts are formed at the joints of the underwater concrete poured among the unit groove sections in sequence, and various water-stopping structures such as a locking port pipe and I-shaped steel can be adopted to improve the water-stopping effect at the joints. Before the first-stage groove section is poured with concrete, after a fore shaft pipe or a joint box is arranged, the first-stage groove section concrete is poured; before the concrete is poured in the second-stage groove section, the fore shaft pipe or the joint box is pulled out, and then the concrete in the second-stage groove section is poured, so that an artificially extended seepage channel is formed between the concrete in the second-stage groove section and the concrete in the first-stage groove section, and the requirement of water stop is met.
The above various underground continuous wall joint water stop structures are suitable for newly built structures which are synchronously started, the lengths and the joint arrangement of the groove sections are determined before the construction of the underground continuous walls of the first-stage groove section and the second-stage groove section, and the interval time before and after the construction is short, so that the joint treatment effect is good.
With the rapid development of urban underground engineering construction, various underground foundation pit engineering is increasing. The newly-built foundation pit engineering is more and more obvious under the restriction factors of the surrounding environment, and more cases are built by clinging to the original underground foundation pit engineering. In addition, in the rail transit engineering, a main engineering is generally started firstly, and subsidiary engineering (such as a wind pavilion, an entrance and an exit) is started after being limited by the surrounding environment, the plane arrangement scheme of the subsidiary engineering is uncertain, and the subsidiary engineering is connected with the main engineering. Therefore, when the geological environment of the underground engineering is high in underground water level and poor in stratum conditions, the underground continuous walls are mostly adopted for the foundation pit supporting structure, but due to various factors, the underground continuous walls cannot be reserved with interfaces on the subsequent underground continuous walls, so that seams between new and old underground continuous walls must be processed, otherwise water and sand leakage is easy to occur during foundation pit excavation, and the safety of various surrounding building structures and the safety of the foundation pit are endangered.
Aiming at the joint treatment of new and old underground continuous walls, currently, grouting or high-pressure jet grouting piles are generally adopted to reinforce soil bodies on the soil-facing side of the joints of foundation pits, and the method has the disadvantages that the ground operation conditions are possibly limited by peripheral pipelines, the soil body reinforcement quality is not easy to control, the investment cost is high and the like.
Therefore, a new and old underground diaphragm wall interface processing structure is developed and used for processing the joint seam between the new and old underground diaphragm walls when the excavation depth of the foundation pit engineering is large, the stratum condition is poor and the underground water level is high.
Disclosure of Invention
The first purpose of the present invention is to overcome the above-mentioned shortcomings of the background art, and to provide a new and old ground wall interface processing structure.
The second purpose of the invention is to provide a processing method of the new and old underground wall interface processing structure.
In order to achieve the first object, the technical scheme of the invention is as follows: new and old ground is wall interface processing structure even, its characterized in that: comprises an extension section underground continuous wall, a new underground continuous wall and an old underground continuous wall; one end of the lengthened underground continuous wall is connected with the new underground continuous wall, the other end of the lengthened underground continuous wall is in contact with the old underground continuous wall, and a plurality of grouting pipes are arranged at the contact positions of the lengthened underground continuous wall and the old underground continuous wall; and filling a gap between the new underground continuous wall and the old underground continuous wall and a gap between the lengthened underground continuous wall and the old underground continuous wall by grouting the grouting pipe.
In order to achieve the second object, the invention has the technical scheme that: the method for processing the new and old ground wall connection interface is characterized by comprising the following steps of:
step 1: after the plurality of grouting pipes are processed, the grouting pipes are firmly bound with the reinforcement cage of the lengthened underground continuous wall;
and 4, step 4: and after grouting, carrying out pressure hole sealing on the grouting hole of the grouting pipe through cement slurry.
In the above technical solution, in step 1, the distance between the grouting pipes is 0.5-0.8 m.
In the technical scheme, in the step 2, the grouting holes of the grouting pipes are arranged in a quincunx shape, the aperture of each grouting hole is 10mm, and the hole spacing is 20-30 cm; the length of the non-drilled holes at the upper end and the lower end of the grouting pipe is 0.5-1.5m and is used as a grout stopping section.
In the technical scheme, in the step 2, the plane form of the lengthened underground continuous wall and the new underground continuous wall is L-shaped or Z-shaped, and the length of the overlapped section of the lengthened underground continuous wall and the new underground continuous wall is 2-3 m.
In the technical scheme, in the step 2, the depths of the lengthened underground continuous wall section, the grouting pipe and the first-stage groove section are consistent.
According to the invention, a section of lengthened underground diaphragm wall is newly built near the joint of the new and old underground diaphragm walls, the grouting pipe is additionally arranged at the joint, the foundation pit excavation is carried out after grouting, and the artificially lengthened seepage winding channel and the grouting reinforcement are adopted, so that the joint water stopping effect is improved, and the construction safety of the foundation pit excavation is ensured.
Drawings
Fig. 1 is a schematic structural view showing an elongated underground diaphragm wall 1 and a new underground diaphragm wall 2 of the present invention in a Z-shape in a plan view.
Fig. 2 is a schematic structural view showing an L-shape in a plan view of an extended length underground diaphragm wall 1 and a new underground diaphragm wall 2 according to the present invention.
Fig. 3 is a schematic structural diagram of water stopping through joint pipe joints in the prior art.
Fig. 4 is a schematic structural diagram of water stopping through an i-steel joint in the prior art.
Wherein, 1-extension underground continuous wall, 2-new underground continuous wall, 21-first-stage groove section, 22-second-stage groove section, 3-old underground continuous wall, 41-auxiliary foundation pit, and 42-main foundation pit.
Detailed Description
The embodiments of the present invention will be described in detail with reference to the accompanying drawings, which are not intended to limit the present invention, but are merely exemplary. While the advantages of the invention will be apparent and readily appreciated by the description.
With reference to the accompanying drawings: the new and old underground continuous wall interface processing structure comprises an elongated underground continuous wall 1, a new underground continuous wall 2 and an old underground continuous wall 3; one end of the lengthened underground continuous wall 1 is connected with the new underground continuous wall 2, the other end of the lengthened underground continuous wall is in contact with the old underground continuous wall 3, and a plurality of grouting pipes 11 are arranged at the contact positions of the lengthened underground continuous wall 1 and the old underground continuous wall 3; and (3) filling a gap between the new underground continuous wall 2 and the old underground continuous wall 3 and a gap between the lengthened underground continuous wall 1 and the old underground continuous wall 3 by grouting the grouting pipe 11.
The method for processing the new and old ground wall connection interface is characterized by comprising the following steps of:
step 1: after the plurality of grouting pipes 11 are processed, the grouting pipes are firmly bound with the reinforcement cage of the lengthened underground continuous wall 1, and the grouting pipes are numbered in sections after being accepted;
and 4, step 4: and after grouting, performing pressure hole sealing on the grouting hole of the grouting pipe 11 through cement slurry.
In the step 1, the grouting pipes 11 are arranged on the outer side of the reinforcement cage of the lengthened underground continuous wall 1, and the plane arrangement distance between the grouting pipes 11 is 0.5-0.8 m.
In the step 2, grouting holes of the grouting pipes 11 are arranged in a quincunx shape, the aperture of each grouting hole is 10mm, and the hole distance is 20-30 cm; the length of the non-drilling holes at the upper end and the lower end of the grouting pipe 11 is 0.5-1.5m and is used as a grout stopping section.
In the step 2, the plane forms of the lengthened underground continuous wall 1 and the new underground continuous wall 2 are L-shaped or Z-shaped, and the specific plane form can be adjusted timely according to the plane arrangement of the main foundation pit 42; the length of the overlapped section of the lengthened underground continuous wall 1 and the new underground continuous wall 2 is 2-3 m.
In the step 2, the depth of the lengthened underground continuous wall 1, the grouting pipe 11 and the first-stage groove section 21 is consistent, and the specific depth requirement is determined according to the requirement of the auxiliary foundation pit 41.
In actual use, the grooving technical parameters of the lengthened underground continuous wall 1 are as follows:
1) in the excavation process of the groove section close to the main foundation pit 42 (original foundation pit), the groove is always filled with slurry to keep the groove wall stable;
2) the stability of the groove section excavation is enhanced, if the groove wall is seriously locally collapsed, the groove section excavation is backfilled in time and properly processed;
3) during construction, slurry leakage should be timely supplemented, and the required liquid level height is always kept. The quality of the slurry is checked regularly, and the index of the slurry is adjusted in time;
4) after the groove section is excavated, the groove position, the groove depth, the groove width and the groove wall verticality are checked, and the groove cleaning and slurry changing work can be carried out after the groove section is qualified;
5) the control of the final groove depth of the groove section meets the following requirements: a. the final groove depth of the groove section must ensure the design depth, and in the same groove section, the excavation depth of the groove bottom is consistent and kept flat; b. the excavation depth of the groove bottom of the underground continuous wall 1 of the extension section in the same groove section is consistent with that of the groove bottom of the first-stage groove section 21;
6) the length, thickness, inclination, etc. of the groove sections should meet the following requirements: a. the allowable deviation of the length of the groove section is +/-2.0 percent; b. the allowable deviation of the thickness of the groove section is +/-10 mm; c. the allowable deviation of the perpendicularity of the groove section is +/-1/300; d. the local projection of the wall surface is not more than 100 mm; e. the position deviation of the embedded part on the wall surface is not more than 100 mm; f. deviation of the center line of the wall top: less than or equal to 30 mm; g. the areas of the holes, exposed ribs and honeycombs are not more than 5% of the exposed area of the unit groove section; h. the joint of the groove sections has no mud inclusion and no water leakage;
7) and cleaning impurities such as sediments at the bottom of the tank after the tank digging is finished, wherein the specific gravity of the slurry within 500mm of the bottom of the tank is not more than 1.15 and the thickness of the sediments is not more than 100mm after the tank bottom is cleaned and the slurry is replaced for 1 hour.
Technical parameters of grouting pipe 11
1) The grouting pipe 11 adopts
Sleeve valve pipe, cement slurry is adopted as grouting liquid, the ratio of the cement slurry to the grouting liquid is 0.5:1, and the cement grade is not lowAt level 42.5;
2) the grouting pressure is 0.15-0.2 MPa;
3) the grouting pipe 11 is extended into the bottom of the hole, and the grouting section can be 0.3-0.5m according to different stratums;
4) the diffusion radius of the slurry is determined according to a field grouting test, but is not less than 250 mm;
5) the grouting may be terminated when one of the following conditions is met: a. grouting amount (0.5 m per linear meter)3) And the grouting pressure (0.2MPa) meet the design requirements; b. the grouting amount reaches 75% of the design value, and the grouting pressure exceeds the design value;
6) and after grouting, adopting cement slurry with the ratio of 0.5:1 to seal the grouting holes under pressure.
Other parts not described belong to the prior art.
Claims (6)
1. New and old ground is wall interface processing structure even, its characterized in that: comprises an extension underground continuous wall (1), a new underground continuous wall (2) and an old underground continuous wall (3); one end of the lengthened underground continuous wall (1) is connected with the new underground continuous wall (2), the other end of the lengthened underground continuous wall is contacted with the old underground continuous wall (3), and a plurality of grouting pipes (11) are arranged at the contact part of the lengthened underground continuous wall (1) and the old underground continuous wall (3); and filling a gap between the new underground continuous wall (2) and the old underground continuous wall (3) and a gap between the lengthened underground continuous wall (1) and the old underground continuous wall (3) by grouting the grouting pipe (11).
2. The method for processing the new and old ground wall connection interface is characterized by comprising the following steps of:
step 1: after the plurality of grouting pipes (11) are processed, the grouting pipes are firmly bound with a reinforcement cage of the lengthened underground continuous wall (1);
step 2: the lengthened underground continuous wall (1) and the first-stage groove section (21) of the new underground continuous wall (2) are synchronously grooved and poured; the grouting pipe (11) side of the lengthened underground continuous wall (1) is contacted with the old underground continuous wall (3);
and step 3: after the extension section underground continuous wall (1) reaches the design strength, grouting on the ground through a grouting pipe (11) before excavation construction of an auxiliary foundation pit (41);
and 4, step 4: and after grouting, pressure sealing is carried out on the grouting holes of the grouting pipes (11) through cement slurry.
3. The method for processing the new and old underground wall interface according to claim 2, wherein: in the step 1, the plane arrangement distance between the grouting pipes (11) is 0.5-0.8 m.
4. The method for processing the new and old underground wall connecting interface according to claim 2 or 3, wherein: in the step 2, grouting holes of the grouting pipes (11) are arranged in a quincunx shape, the aperture of each grouting hole is 10mm, and the hole distance is 20-30 cm; the length of the upper end and the lower end of the grouting pipe (11) without drilling is 0.5-1.5m, and the grouting pipe is used as a grout stopping section.
5. The method for processing the new and old underground wall interface according to claim 4, wherein: in the step 2, the plane form of the lengthened underground continuous wall (1) and the new underground continuous wall (2) is L-shaped or Z-shaped, and the length of the overlapped section of the lengthened underground continuous wall (1) and the new underground continuous wall (2) is 2-3 m.
6. The method for processing the new and old underground wall interface according to claim 5, wherein: in the step 2, the depth of the lengthened underground continuous wall (1), the depth of the grouting pipe (11) and the depth of the first-stage groove section (21) are consistent.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010058775.XA CN111088802B (en) | 2020-01-19 | 2020-01-19 | New and old ground wall connection interface processing structure and processing method thereof |
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| CN202010058775.XA CN111088802B (en) | 2020-01-19 | 2020-01-19 | New and old ground wall connection interface processing structure and processing method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09268581A (en) * | 1996-03-28 | 1997-10-14 | Shimizu Corp | Combination method between side wall and underground continuous wall in underground structure |
| AU2003903547A0 (en) * | 2003-07-10 | 2003-07-24 | Neoferma Australia Pty Ltd | Structures and methods of waterproofing same |
| CN101570973A (en) * | 2009-05-31 | 2009-11-04 | 武汉一冶建筑安装工程有限责任公司 | Internal-bonded water-proof technique for externally-bonded waterstop |
| CN203924137U (en) * | 2014-05-21 | 2014-11-05 | 中铁十五局集团有限公司 | A kind of diaphragm wall serious leakage plugging structure |
| CN204940364U (en) * | 2015-07-21 | 2016-01-06 | 上海建工七建集团有限公司 | The proof mechanism of water that the concrete support capping beam falling low is suitable for reading |
| KR101829149B1 (en) * | 2016-11-21 | 2018-03-30 | 현대건설주식회사 | Water sopt unit for connecting of precast wall |
| CN108166532A (en) * | 2018-02-09 | 2018-06-15 | 上海智平基础工程有限公司 | A kind of groutable underground continuous wall connector and its construction method |
| CN110080311A (en) * | 2019-03-18 | 2019-08-02 | 广西大学 | A kind of method of diaphram wall metope leak stopping |
| CN110409510A (en) * | 2019-07-24 | 2019-11-05 | 中铁二十局集团第四工程有限公司 | A kind of interlocking pile and ground-connecting-wall seam crossing water sealing structure |
| CN211816279U (en) * | 2020-01-19 | 2020-10-30 | 长江勘测规划设计研究有限责任公司 | New and old ground is wall interface processing structure even |
-
2020
- 2020-01-19 CN CN202010058775.XA patent/CN111088802B/en active Active
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09268581A (en) * | 1996-03-28 | 1997-10-14 | Shimizu Corp | Combination method between side wall and underground continuous wall in underground structure |
| AU2003903547A0 (en) * | 2003-07-10 | 2003-07-24 | Neoferma Australia Pty Ltd | Structures and methods of waterproofing same |
| CN101570973A (en) * | 2009-05-31 | 2009-11-04 | 武汉一冶建筑安装工程有限责任公司 | Internal-bonded water-proof technique for externally-bonded waterstop |
| CN203924137U (en) * | 2014-05-21 | 2014-11-05 | 中铁十五局集团有限公司 | A kind of diaphragm wall serious leakage plugging structure |
| CN204940364U (en) * | 2015-07-21 | 2016-01-06 | 上海建工七建集团有限公司 | The proof mechanism of water that the concrete support capping beam falling low is suitable for reading |
| KR101829149B1 (en) * | 2016-11-21 | 2018-03-30 | 현대건설주식회사 | Water sopt unit for connecting of precast wall |
| CN108166532A (en) * | 2018-02-09 | 2018-06-15 | 上海智平基础工程有限公司 | A kind of groutable underground continuous wall connector and its construction method |
| CN110080311A (en) * | 2019-03-18 | 2019-08-02 | 广西大学 | A kind of method of diaphram wall metope leak stopping |
| CN110409510A (en) * | 2019-07-24 | 2019-11-05 | 中铁二十局集团第四工程有限公司 | A kind of interlocking pile and ground-connecting-wall seam crossing water sealing structure |
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