CN1064424C - 3 in 1 underground continuous wall and construction method thereof - Google Patents
3 in 1 underground continuous wall and construction method thereof Download PDFInfo
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- CN1064424C CN1064424C CN 96106977 CN96106977A CN1064424C CN 1064424 C CN1064424 C CN 1064424C CN 96106977 CN96106977 CN 96106977 CN 96106977 A CN96106977 A CN 96106977A CN 1064424 C CN1064424 C CN 1064424C
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Abstract
The present invention provides a three-in-one underground continuous wall and a construction method thereof. The present invention is characterized in that a soil blockage split structure, a waterproof split structure and a weight bearing split structure in the existing high building foundation engineering are merged into one underground continuous wall which combines soil blockage, water prevention and weight bearing; construction machines, such as a hydraulic grab machine, a crane, a stirrer, etc. are used for unreeling, grooving, grouting, hole cleaning, placement of a reinforced bar cage and concrete perfusion in the field. Settlement and deformation seams are arranged at the variation parts of a wall body because of weight bearing, depth and cross section dimensions, and construction seams are arranged on the wall body at intervals of 6.0 to 8.0 meters. The present invention has the advantages of full utilization of space, large flexural rigidity, large segmenting length, few seams and good waterproof performance.
Description
The present invention is a kind of construction of continuous concrete wall method with waterproof, retaining soil and weight-bearing function, and it relates to a kind of basis and support engineering of waterproof, retaining soil and load-bearing of basis and support engineering, particularly high-rise building of building.
For many years, the foundation pit supporting project of China's highrise building mainly is to use as a kind of interim retaining soil and waterproof construction, between the load-bearing exterior wall or its overhanging base plate of it and permanent basement, usually all leave the working space of 1-2 rice at least, after the building completion, temporary support structures wastes with regard to no longer working.The major defect of this temporary lining is: take up room big, engineering quantity is big, long in time limit, the investment big, construction quality is difficult for guaranteeing.Quickening along with China's modernization paces, the builing industry develop rapidly, the basis of building more and more deeply, complicated more, carrying, sedimentation and Deformation control to foundation are also strict more, for this reason, the pattern foundation pit supporting structure that originally adopts also overcomes with regard to more showing outstanding and pressing for the shortcoming of permanent load-carrying members separation scheme.
Purpose of the present invention is exactly for overcoming the shortcoming that above-mentioned prior art exists, a kind of 3 in 1 underground continuous wall and job practices thereof that integrates waterproof, retaining soil and load-bearing being provided.
The objective of the invention is to be achieved through the following technical solutions: 3 in 1 underground continuous wall be with in the existing building foundation pit support engineering merely in order to the diaphragm wall of waterproof, retaining soil with permanent basement load-bearing exterior wall merge make can waterproof, the permanent diaphragm wall of retaining soil and load-bearing.
Its construction sequence and method are as follows:
1) measure unwrapping wire, build and lead wall according to working drawing: this leads wall can adopt steel concrete, brickwork construction or steel work, and the clear span that lead between the wall both sides compares the big 4-5 of diaphragm wall thickness centimetre that designs, and the metope gradient is less than 1/500;
2) grooving: adopt the all-hydraulic grab claw of half guide rod type wire rope, the groove segment length is generally 6.0-8.0 rice; The body of wall section can be in-line, T shape or H shape etc.The grooving way is normally earlier respectively grabbed out one section at groove section two ends, then the soil body of intermediate rest is grabbed out;
3) in the grooving process, in slotted eye, inject mud at any time, stable to keep slotted eye, mud can adopt macromolecular mud or bentonite slurry;
4) in the grooving process, often detect slotted eye size and deflection, can adopt conventional way or supersonic wave test instrument to detect, the slotted eye degree of skewness is less than 1/200;
5) clear hole: with grabbing bucket deposit at the bottom of the hole is grabbed out, or with submersible pump with the hole at the bottom of deposit and mud extract out simultaneously, after treatment again with in the mud injection hole.
6) lay junction block, reinforcing cage and tremie, and fluid concrete as early as possible;
7) junction block should carry out fine motion with 1-2 centimetre/time speed and promote before the slotted eye inner concrete reach initial set, and along with the increase of the duration of pouring, lifting capacity also increases, and all extracts junction block outside the hole at last;
8) according to the operation sequence and the method for above-mentioned (2)-(7), build up whole ground-connecting-walls piecemeal;
9) treat that the ground-connecting-wall concrete reaches design strength after, can the excavation pit earthwork, the cleaning body of wall is dug out embedded part, for next process ready.
10) answer segmentation when continuous coping vertical load when the length of wall has significant change, wall to have significant change and cross dimensions that significant change is arranged deeply, can rigid joint be set as required between the wall section or establish the sedimentation and deformation seam, this deformation joint is established the rubber sealing.This sealing is to place along the body of wall centerline direction, and woodwool board is vertically laid in its both sides, constitutes decussate texture, and interim reinforcing rib is established in the woodwool board outer end, and it is connected with the body of wall reinforcing bar.Treat that the body of wall reinforcing bar is lowered in the slotted eye process, it is disconnected by undercut.
When body of wall is very long, every 6.0-8.0 rice punishment section, need lay junction block between the wall section, this junction block can adopt the dumbbell junction block, it is made up of vertical tube, junction plate, end plate, plug, plug tube connector and socket pipe, plug exposed junction and vertical tube lower end have the identical and corresponding pinned hole of diameter respectively, and two joint tube connectors connect with pin rod up and down, the vertical tube bottom surface steel plate shutoff of one joint of the end.
Description of drawings of the present invention is as follows:
Fig. 1 is the floor map of 3 in 1 underground continuous wall
Fig. 2 is the wall body vertical cross-section schematic diagram of 3 in 1 underground continuous wall
Fig. 3 is rubber sealing and body of wall connection diagram
Fig. 4 is a dumbbell type junction block Facad structure schematic diagram
Fig. 5 is the vertical view of Fig. 4
1-3 in 1 underground continuous wall 2-leads wall 3-sealing sheet 4-woodwool board 5-reinforcing rib 6-vertical tube 7-junction plate 8-end plate 9-plug 10-plug tube connector 11-socket pipe 12-pinned hole 13-pin rod 14-shrouding among the above figure
Below in conjunction with drawings and Examples the present invention is further described: referring to Fig. 1 and Fig. 2,3 in 1 underground continuous wall of the present invention is that the existing waterproof that is used for the building foundation pit supporting is made the permanent diaphragm wall (1) with retaining soil, waterproof and load-bearing effect with the diaphragm wall of retaining soil or the permanent load-bearing exterior wall merging of supporting pile structure and basement in high rise building, and its concrete construction sequence and method are as follows:
1) measure unwrapping wire, build and lead wall (2) according to working drawing: this leads wall can adopt steel concrete, brickwork construction or steel work, and the clear span that lead between the wall both sides compares the big 4-6 of diaphragm wall thickness centimetre that designs, and the metope gradient is less than 1/500;
2) grooving: adopt the all-hydraulic grab claw of half guide rod type wire rope, the groove segment length is generally 6.0-8.0 rice; The body of wall section can be in-line, T shape or H shape etc.The grooving way is normally earlier respectively grabbed out one section at groove section two ends, then the soil body of intermediate rest is grabbed out;
3) in the grooving process, in slotted eye, inject mud at any time, stable to keep slotted eye, mud can adopt macromolecular mud or bentonite slurry;
4) in the grooving process, often detect slotted eye size and deflection, can adopt conventional way or supersonic wave test instrument to detect, the slotted eye degree of skewness is less than 1/200;
5) clear hole: with grabbing bucket deposit at the bottom of the hole is grabbed out, or with submersible pump with the hole at the bottom of deposit and mud extract out simultaneously, after treatment again with in the mud injection hole.
6) lay junction block, reinforcing cage and tremie, and water the post concrete as early as possible;
7) junction block should carry out the fine motion lifting with 1-2 centimetre/time speed before the slotted eye inner concrete reaches initial set, and along with the increase of the duration of pouring, lifting capacity also increases, and all extracts junction block outside the hole at last;
8) according to the operation sequence and the method for above-mentioned (2)-(7), build up whole ground-connecting-walls piecemeal;
9) treat ground continuous wall concrete reach design strength after, can the excavation pit earthwork, the cleaning body of wall is dug out embedded part, for next process ready.
10) referring to Fig. 3, when continuous coping vertical load is answered segmentation when the length of wall has significant change, wall to have significant change and cross dimensions that significant change is arranged deeply, can between the wall section, establish the sedimentation and deformation seam as required, can adopt the rubber sealing in the middle of the deformation joint, it is made up of sealing sheet (3), woodwool board (4) and interim reinforcing rib (5), woodwool board (4) vertical support is in the both sides of sealing sheet (3), constitute decussate texture, interim reinforcing rib (5) places the outside of woodwool board (4) and is connected with the body of wall reinforcing bar.Treat that the body of wall reinforcing bar is lowered in the slotted eye process, again that it is disconnected by undercut.
Fig. 4 and Fig. 5 are the structural representations of dumbbell type junction block, junction block is before the cast wall concrete, be placed in the member between the wall section, it is made up of vertical tube (6), junction plate (7), end plate (8), plug (9), plug tube connector (10) and socket pipe (11), the exposed junction and the tube connector lower end of tube connector upper end plug have the identical and corresponding pinned hole of diameter (12) respectively, two joint tube connectors connect with pin rod (13) up and down, and the vertical tube bottom surface of one joint junction block of the end is with steel plate (14) shutoff.
The working capital equipment of the present invention is as follows:
1) all-hydraulic guide rod wire rope grab bucket (BH7, BH12)
2) slurry mixer (BE-10)
3) sand removing machine (BE-50)
4) hydraulic crane (7055,7080)
5) ultrasonic drilling tester (DM-684)
6) loader and automobile
The present invention compared with prior art, its major advantage is as follows:
1) adopt three-in-one diaphram wall, it is too much to have avoided campshed retaining wall and water protecting curtain to take up an area Shortcoming can take full advantage of property line with interior limited ground and space, gives full play to returns of investment;
2) because the bending rigidity of diaphram wall is big, the foundation depth of cantilever excavation is big, thereby can subtract The quantity of few foundation ditch inner support also is convenient to adopt contrary way construction;
3) section length of diaphram wall is big, is generally 6.0-8.0, and seam is few, and water resistance is good;
4) if be put at the bottom of the wall in the suitable clay pan, base pit dewatering equipment and expense can reduce greatly, Nor being foundation ditch outside precipitation, reason cause adjacent building thing or pipeline to produce excessive sedimentation change Shape;
5) owing to pore-creating of the present invention, clear hole and each procedure of cast concrete can directly check, So quality is reliable.
Comprehensive above advantage, it is vertical to save altogether concrete eight 00 in the pilot project of metallurgical science and trade center, Tianjin Rice, 2 months in advance duration, 2,000,000 yuan of reduce costs; In Tianjin Bank of China building project Save altogether concrete 1054 cubic meters, 1 month in advance duration, 2,000,000 yuan of reduce costs.
The present invention is applicable to following engineering:
1) deep basal pit of the high-rise of busy section of town, big city;
2) retaining wall of large bridge, viaduct and highway or large foundation;
3) gear soil, waterproof and the load-carrying members in underground railway, parking lot and market etc.
Claims (2)
1, a kind of construction of continuous concrete wall method with waterproof, retaining soil and weight-bearing function is characterized in that three kinds of structures are merged formation 3 in 1 underground continuous wall (1), and the construction sequence and the method for its each wall section are as follows:
1) measure unwrapping wire, build and lead wall (2) according to working drawing: this leads wall can adopt steel concrete, brickwork construction or steel work, and the clear span that lead between the wall both sides compares the big 4-6 of diaphragm wall thickness centimetre that designs, and the metope gradient is less than 1/500;
2) grooving: adopt all-hydraulic half machine of grabbing of half guide rod type wire rope, the groove segment length is generally 6.0-8.0 rice; The body of wall section can be in-line, T shape or H shape etc.The grooving way is normally earlier respectively grabbed out one section at groove section two ends, then the soil body of intermediate rest is grabbed out;
3) in the grooving process, in slotted eye, inject mud at any time, stable to keep slotted eye, mud can adopt macromolecular mud or bentonite slurry;
4) in the grooving process, often detect slotted eye size and deflection, can adopt conventional way or supersonic wave test instrument to detect, the slotted eye degree of skewness is less than 1/200;
5) clear hole: with grabbing bucket deposit at the bottom of the hole is grabbed out, or with submersible pump with the hole at the bottom of deposit and mud extract out simultaneously, after treatment again with in the mud injection hole.
6) lay junction block, reinforcing cage and tremie, and fluid concrete as early as possible;
7) junction block should carry out the fine motion lifting with 1-2 centimetre/time speed before the slotted eye inner concrete reaches initial set, and along with the increase of the duration of pouring, lifting capacity also increases, and all extracts junction block outside the hole at last;
8) according to the method for above-mentioned (2)-(7), build up whole ground-connecting-walls piecemeal;
9) treat that the ground-connecting-wall concrete reaches design strength after, can the excavation pit earthwork, the cleaning body of wall is dug out embedded part, for next process ready.
10) and the length in continuous coping vertical load along wall answer segmentation when having significant change, wall to have significant change and cross dimensions that significant change is arranged deeply, can between the wall section, establish the sedimentation and deformation seam as required, adopt the rubber sealing in the middle of the deformation joint, or rigid joint is set.
2,3 in 1 underground continuous wall according to claim 1, it is characterized in that before the fluid concrete, the junction block of laying between the wall section can adopt the dumbbell type junction block, it is made up of vertical tube (6), junction plate (7), end plate (8), plug (9), plug tube connector (10) and socket pipe (11), the exposed junction and the tube connector lower end of tube connector upper end plug have the identical and corresponding pinned hole of diameter (12) respectively, two joint tube connectors connect with pin rod (13) up and down, and the vertical tube bottom surface of one joint junction block of the end is with steel plate (14) shutoff.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 96106977 CN1064424C (en) | 1996-08-02 | 1996-08-02 | 3 in 1 underground continuous wall and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 96106977 CN1064424C (en) | 1996-08-02 | 1996-08-02 | 3 in 1 underground continuous wall and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1143703A CN1143703A (en) | 1997-02-26 |
| CN1064424C true CN1064424C (en) | 2001-04-11 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 96106977 Expired - Fee Related CN1064424C (en) | 1996-08-02 | 1996-08-02 | 3 in 1 underground continuous wall and construction method thereof |
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| Country | Link |
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| CN (1) | CN1064424C (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN100376752C (en) * | 2005-12-28 | 2008-03-26 | 上海市第一建筑有限公司 | Method for construction of underground continuous steel jacket box |
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| CN101761069B (en) * | 2008-12-24 | 2011-07-20 | 上海市申江两岸开发建设投资(集团)有限公司 | Construction method of three-in-one underground diaphragm wall |
| CN102121252B (en) * | 2010-01-07 | 2014-03-12 | 贵阳铝镁设计研究院有限公司 | Method for constructing pile plate retaining wall |
| CN101845816B (en) * | 2010-05-21 | 2012-07-25 | 山西机械化建设集团公司 | Adjustable support for spraying of building foundation pits and side slopes |
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-
1996
- 1996-08-02 CN CN 96106977 patent/CN1064424C/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100376752C (en) * | 2005-12-28 | 2008-03-26 | 上海市第一建筑有限公司 | Method for construction of underground continuous steel jacket box |
Also Published As
| Publication number | Publication date |
|---|---|
| CN1143703A (en) | 1997-02-26 |
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