CN111088802B - New and old ground wall connection interface processing structure and processing method thereof - Google Patents
New and old ground wall connection interface processing structure and processing method thereof Download PDFInfo
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- CN111088802B CN111088802B CN202010058775.XA CN202010058775A CN111088802B CN 111088802 B CN111088802 B CN 111088802B CN 202010058775 A CN202010058775 A CN 202010058775A CN 111088802 B CN111088802 B CN 111088802B
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- 238000012545 processing Methods 0.000 title claims abstract description 24
- 238000003672 processing method Methods 0.000 title claims description 6
- 238000009412 basement excavation Methods 0.000 claims abstract description 15
- 238000000034 method Methods 0.000 claims abstract description 15
- 238000010276 construction Methods 0.000 claims abstract description 13
- 230000002787 reinforcement Effects 0.000 claims abstract description 8
- 239000002002 slurry Substances 0.000 claims description 12
- 238000013461 design Methods 0.000 claims description 7
- 239000004568 cement Substances 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 9
- 230000000694 effects Effects 0.000 abstract description 4
- 230000008595 infiltration Effects 0.000 abstract description 3
- 238000001764 infiltration Methods 0.000 abstract description 3
- 230000002035 prolonged effect Effects 0.000 abstract description 3
- 239000004567 concrete Substances 0.000 description 8
- 239000003673 groundwater Substances 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000004140 cleaning 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
- 230000002411 adverse Effects 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 239000007788 liquid 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
- 230000001360 synchronised effect Effects 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
Classifications
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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
-
- 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
-
- 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)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a new and old ground wall connection interface processing structure, and relates to the field of foundation pit engineering. The method comprises an extension underground continuous wall, a new underground continuous wall and an old underground continuous wall; one end of the lengthened underground diaphragm wall is connected with the new underground diaphragm wall, the other end of the lengthened underground diaphragm wall is contacted with the old underground diaphragm wall, and a grouting pipe is arranged at the contact part of the lengthened underground diaphragm wall and the old underground diaphragm wall. According to the invention, a section of lengthened underground continuous wall is newly built near a joint of an old continuous wall, a grouting pipe is additionally arranged at the joint, foundation pit excavation is performed after grouting, and a manually prolonged infiltration channel and grouting reinforcement are used, so that the effect of improving the water stop of the joint is achieved, 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 land wall connection interface processing structure. The invention also discloses a processing method of the processing structure.
Background
According to the technical regulations for supporting foundation pit of building JGJ120-2012, the foundation pit support is defined as follows: in order to protect the safety of the construction of the underground main structure and the surrounding environment of the foundation pit, temporary supporting, reinforcing and protecting measures for the foundation pit and groundwater control are adopted. Whether the foundation pit is excavated or not adopts a supporting structure, and what supporting structure is adopted is determined by economic, technical and environmental comprehensive analysis and comparison according to the surrounding environment of the foundation pit, the excavation depth of the foundation pit, engineering geology and hydrogeology conditions, construction seasons, regional engineering experience and the like. In foundation pit engineering with high groundwater level, poor stratum condition and large excavation depth, support structures such as bored piles, underground continuous walls, occlusion bored piles and the like are adopted.
The underground continuous wall is a supporting structure commonly used in foundation pit engineering, under the condition of mud wall protection, a long and narrow deep groove is dug on the ground, a reinforcement cage is hung after the groove is cleared, underwater concrete is poured by a conduit method to form a unit groove section, and the continuous reinforced concrete wall is built underground section by section.
And water-stopping weak zones are formed at joints of underwater concrete poured in sequence among the groove sections of each unit, and various water-stopping structures such as a locking pipe and I-steel can be adopted to improve the water-stopping effect at the joints. The first-stage groove section is poured with concrete after a locking pipe or a joint box is arranged before the concrete is poured; before the concrete is poured into the secondary tank section, after the locking pipe or the joint box is pulled out, the concrete of the secondary tank section is poured, and an artificial prolonged infiltration channel is formed between the concrete of the secondary tank section and the concrete of the primary tank section, so that the water stop requirement is met.
The underground diaphragm wall joint water stop structure is suitable for a newly-built structure for synchronous construction, the lengths and joint arrangement of the groove sections are determined before construction, and the interval time is short before and after construction, so that the joint treatment effect is good.
With the rapid development of urban underground engineering construction, various underground foundation pit projects are more and more. The newly built foundation pit engineering is more and more obviously restricted by surrounding environment, and the cases of clinging to the construction of the original underground foundation pit engineering are more and more. In addition, in the track traffic engineering, the main engineering is generally started first, the auxiliary engineering (such as a wind pavilion, an entrance and the like) is usually started after being limited by surrounding environments, the plane layout scheme is uncertain, and the auxiliary engineering is connected with the main engineering. Therefore, when the geological environment where the underground engineering is located has high underground water level and poor stratum condition, the foundation pit supporting structure adopts underground continuous walls, but is limited by various factors, the in-situ underground continuous walls cannot be reserved for connecting with the subsequent underground continuous walls, so that joints between the new underground continuous walls and the old underground continuous walls must be treated, otherwise, water leakage and sand leakage easily occur during the excavation of the foundation pit, and the safety of various surrounding building structures and the safety of the foundation pit are endangered.
Aiming at joint treatment of new and old underground continuous walls, grouting or high-pressure jet grouting piles are generally adopted to carry out soil reinforcement on the earth facing side of a foundation pit joint at present, and the method has the adverse factors that the ground operation condition is possibly limited by peripheral pipelines, the soil reinforcement quality is not easy to control, the investment cost is high and the like.
Therefore, developing a new and old diaphragm wall interface processing structure is particularly important for processing joints between new and old diaphragm walls when the excavation depth of foundation pit engineering is large, the stratum condition is poor and the groundwater level is high.
Disclosure of Invention
The first object of the present invention is to overcome the above-mentioned shortcomings of the prior art, and to provide a new and old wall-connected interface processing structure.
The second purpose of the invention is to provide a processing method of the new and old diaphragm wall interface processing structure.
In order to achieve the first object, the technical scheme of the invention is as follows: new old land even wall interface processing structure, its characterized in that: the method comprises lengthening underground continuous walls, new underground continuous walls and old underground continuous walls; one end of the lengthened underground diaphragm wall is connected with the new underground diaphragm wall, the other end of the lengthened underground diaphragm wall is contacted with the old underground diaphragm wall, and a plurality of grouting pipes are arranged at the contact part of the lengthened underground diaphragm wall and the old underground diaphragm wall; and filling gaps between the new underground continuous wall and the old underground continuous wall and gaps 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 technical scheme of the invention is as follows: the method for processing the wall-connected interface of the new and old lands is characterized by comprising the following steps of:
step 1: binding the grouting pipes with the reinforced cage of the lengthened underground continuous wall firmly after finishing processing;
Step 2, synchronously forming grooves on the lengthened underground diaphragm wall and the first-stage groove section of the new underground diaphragm wall, and synchronously pouring; grouting pipe of the lengthened underground diaphragm wall) side is contacted with the old underground diaphragm wall;
step 3, grouting on the ground through a grouting pipe before excavation construction of the auxiliary foundation pit after the lengthened underground diaphragm wall reaches the design strength;
step 4: and after grouting is finished, carrying out pressure hole sealing on grouting holes of the grouting pipe through cement slurry.
In the technical scheme, in the step 1, the planar arrangement distance between grouting pipes is 0.5-0.8m.
In the technical scheme, in the step 2, grouting holes of the grouting pipe are arranged in a quincuncial shape, the aperture of each grouting hole is 10mm, and the hole spacing is 20-30cm; 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 the non-drilled holes are used as grouting stopping sections.
In the above technical scheme, in step 2, the plane forms of the extended underground diaphragm wall and the new underground diaphragm wall are L-shaped or Z-shaped, and the length of the overlap joint section of the extended underground diaphragm wall and the new underground diaphragm wall is 2-3m.
In the above technical scheme, in step 2, the depth of the extended section underground continuous wall, the grouting pipe and the first-stage groove section are identical.
According to the invention, a section of lengthened underground continuous wall is newly built near a joint of an old continuous wall, a grouting pipe is additionally arranged at the joint, foundation pit excavation is performed after grouting, and a manually prolonged infiltration channel and grouting reinforcement are used, so that the effect of improving the water stop of the joint is achieved, and the construction safety of the foundation pit excavation is ensured.
Drawings
Fig. 1 is a schematic view showing the structure of the extended underground diaphragm wall 1 and the new underground diaphragm wall 2 according to the present invention in a Z-type plane form.
Fig. 2 is a schematic view showing the structure of the extended underground diaphragm wall 1 and the new underground diaphragm wall 2 of the present invention in the form of L-shape in plan.
Fig. 3 is a schematic view of a prior art water stop by a joint pipe joint.
Fig. 4 is a schematic diagram of a prior art water stop structure through an i-steel joint.
Wherein, the underground continuous wall with 1-extension section, the new underground continuous wall with 2-extension section, the first-stage groove section with 21-extension section, the second-stage groove section with 22-extension section, the old underground continuous wall with 3-extension section, the auxiliary foundation pit with 41-extension section and the main foundation pit with 42-extension section.
Detailed Description
The following detailed description of the invention is, therefore, not to be taken in a limiting sense, but is made merely by way of example. While the advantages of the invention will become apparent and readily appreciated by reference to the following description.
As can be seen with reference to the accompanying drawings: the new and old diaphragm wall joint treatment structure comprises an extension diaphragm wall 1, a new diaphragm wall 2 and an old diaphragm wall 3; one end of the lengthened underground diaphragm wall 1 is connected with the new underground diaphragm wall 2, the other end of the lengthened underground diaphragm wall contacts with the old underground diaphragm wall 3, and a plurality of grouting pipes 11 are arranged at the contact position of the lengthened underground diaphragm wall 1 and the old underground diaphragm wall 3; by grouting the grouting pipe 11, the gap between the new underground diaphragm wall 2 and the old underground diaphragm wall 3 is filled, and the gap between the lengthened underground diaphragm wall 1 and the old underground diaphragm wall 3 is filled.
The method for processing the wall-connected interface of the new and old lands is characterized by comprising the following steps of:
step 1: the grouting pipes 11 are firmly bound with the reinforcement cage of the lengthened underground continuous wall 1 after being processed, and are numbered in sections after being accepted;
step2, synchronizing the lengthened underground diaphragm wall 1 with a first-stage groove section 21 of a new underground diaphragm wall 2 to form a groove and pouring the groove synchronously; the grouting pipe 11 side of the lengthened underground diaphragm wall 1 is contacted with the old underground diaphragm wall 3;
Step 3, grouting on the ground through a grouting pipe 11 before excavation construction of an auxiliary foundation pit 41 (a newly built foundation pit) after the lengthened underground diaphragm wall 1 reaches the design strength; the grouting should be constructed in sections and intervals so as to improve the grouting quality;
Step 4: after grouting, the grouting holes of the grouting pipe 11 are subjected to pressure sealing 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 planar arrangement distance between the grouting pipes 11 is 0.5-0.8m.
In the step 2, grouting holes of the grouting pipe 11 are arranged in a quincuncial shape, the aperture of each grouting hole is 10mm, and the hole spacing is 20-30cm; the length of the upper end and the lower end of the grouting pipe 11, which is not drilled, is 0.5-1.5m, and the grouting pipe is used as a grouting stopping section.
In the step 2, the plane forms of the extended underground diaphragm wall 1 and the new underground diaphragm wall 2 are L-shaped or Z-shaped, and the specific plane forms can be adjusted timely according to the plane arrangement of the main foundation pit 42; the length of the overlap section of the lengthened underground diaphragm wall 1 and the new underground diaphragm wall 2 is 2-3m.
In step 2, the depth of the extended underground diaphragm wall 1, the grouting pipe 11 and the primary groove section 21 are identical, and the specific depth requirement is determined according to the requirement of the auxiliary foundation pit 41.
In actual use, the technical parameters of the grooving of the lengthened underground diaphragm wall 1 are as follows:
1) The groove sections adjacent to the main foundation pit 42 (original foundation pit) are always filled with slurry in the process of excavation so as to keep the groove walls stable;
2) The excavation of the groove section should strengthen the observation of stability, for example, the groove wall should be backfilled in time and treated properly when serious local collapse occurs;
3) Slurry leakage should be timely supplemented in construction, and the necessary liquid level is always kept. Periodically checking the quality of the slurry and timely adjusting the slurry index;
4) After the groove section is excavated, the groove position, the groove depth, the groove width and the groove wall verticality are checked, and after the groove section is qualified, the groove cleaning and slurry changing work can be carried out;
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 the groove bottom excavation depth is consistent and kept flat in the same groove section; b. the groove bottom of the lengthened underground continuous wall 1 in the same groove section is required to be consistent with the groove bottom excavation depth of the first-stage groove section 21;
6) The length, thickness, inclination, etc. of the groove segments 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 protrusion of the wall surface should not be more than 100mm; e. the position deviation of the embedded part on the wall surface is not more than 100mm; f. deviation of wall top center line: less than or equal to 30mm; g. the areas of the holes, the exposed ribs and the honeycombs are not more than 5% of the exposed areas of the cell groove sections; h. the joint of the groove section has no mud clamping and no water leakage phenomenon;
7) And after the end of the digging, sundries such as sediment at the bottom of the tank are cleaned, and after the end of cleaning the tank bottom and replacing mud for 1 hour, the mud specific gravity at the tank bottom within 500mm height is not more than 1.15, and the sediment thickness is not more than 100mm.
Grouting pipe 11 technical parameters
1) Grouting pipe 11 adoptsThe sleeve valve pipe is filled with cement slurry, the slurry proportion is 0.5:1, and the cement grade is not lower than 42.5 grade;
2) Grouting pressure is 0.15-0.2MPa;
3) The grouting pipe 11 should extend into the hole bottom, grouting segments can be 0.3-0.5m according to different stratum;
4) The slurry diffusion radius should be determined according to an in-situ grouting test, but should not be less than 250mm;
5) Grouting may be terminated when one of the following conditions is met: a. the grouting quantity (0.5 m 3 per linear meter) and the grouting pressure (0.2 MPa) both reach 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 0.5:1 cement slurry to carry out pressure hole sealing on the grouting holes.
Other non-illustrated parts are known in the art.
Claims (5)
1. The processing method of the new and old diaphragm wall interface processing structure is characterized by comprising the following steps of: the new and old diaphragm wall joint processing structure comprises an extension diaphragm wall (1), a new diaphragm wall (2) and an old diaphragm wall (3); one end of the lengthened underground diaphragm wall (1) is connected with the new underground diaphragm wall (2), the other end of the lengthened underground diaphragm wall is contacted with the old underground diaphragm wall (3), and a plurality of grouting pipes (11) are arranged at the contact part of the lengthened underground diaphragm wall (1) and the old underground diaphragm wall (3); filling gaps between the new underground continuous wall (2) and the old underground continuous wall (3) and gaps between the lengthened underground continuous wall (1) and the old underground continuous wall (3) by grouting the grouting pipe (11);
The processing method comprises the following steps:
Step 1: the grouting pipes (11) are firmly bound with the reinforcement cage of the lengthened underground continuous wall (1) after the processing is finished;
Step 2: the lengthened underground diaphragm wall (1) and the first-stage groove section (21) of the new underground diaphragm wall (2) are synchronously grooved and synchronously poured; the grouting pipe (11) side of the lengthened underground diaphragm wall (1) is contacted with the old underground diaphragm wall (3);
step 3: after the design strength of the lengthened underground diaphragm wall (1) is achieved, grouting is carried out on the ground through a grouting pipe (11) before excavation construction of the auxiliary foundation pit (41);
step 4: and after grouting, carrying out pressure hole sealing on grouting holes of the grouting pipe (11) through cement slurry.
2. The method for processing the new and old diaphragm wall interface processing structure according to claim 1, wherein the method comprises the following steps: in the step 1, the plane arrangement distance between the grouting pipes (11) is 0.5-0.8m.
3. The method for processing the new and old diaphragm wall interface processing structure according to claim 1 or 2, wherein the method comprises the following steps: in the step 2, grouting holes of the grouting pipe (11) are arranged in a quincuncial shape, the aperture of each grouting hole is 10mm, and the hole spacing is 20-30cm; the length of the non-drilled holes at the upper end and the lower end of the grouting pipe (11) is 0.5-1.5m, and the grouting pipe is used as a grouting stopping section.
4. The method for processing the new and old diaphragm wall interface processing structure according to claim 3, wherein the method comprises the following steps: in the step 2, the plane forms of the lengthened underground diaphragm wall (1) and the new underground diaphragm wall (2) are L-shaped or Z-shaped, and the length of the lap joint section of the lengthened underground diaphragm wall (1) and the new underground diaphragm wall (2) is 2-3m.
5. The method for processing the new and old diaphragm wall interface processing structure according to claim 4, wherein the method comprises the following steps: in the step 2, the depth of the lengthened underground diaphragm wall (1), the grouting pipe (11) and the depth of the primary groove section (21) are identical.
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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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| CN111088802B true CN111088802B (en) | 2024-05-24 |
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|---|---|---|---|---|
| JPH09268581A (en) * | 1996-03-28 | 1997-10-14 | Shimizu Corp | Combination method between side wall and underground continuous wall in underground structure |
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| 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 |
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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 |
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| 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 |
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| 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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