CN1143703A - 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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- CN1143703A CN1143703A CN 96106977 CN96106977A CN1143703A CN 1143703 A CN1143703 A CN 1143703A CN 96106977 CN96106977 CN 96106977 CN 96106977 A CN96106977 A CN 96106977A CN 1143703 A CN1143703 A CN 1143703A
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Abstract
A three-in-one diaphragm wall features the integration of retaining, water-proof and bearing separate structures in the foundation engineering of existing high-rise building. Hydraulic clamshell excavator, hoist and mixer are mainly used for engineering construction including setting out on site, ditching, filling slurry, cleaning trench, putting reinforcing bar cage in trench and casting concrete. Settlement and deformation joints are designed where there are variations of depth and section dimensions. Its advantages are full use of space, high bending rigidity, little construction joints and good water-proof performance.
Description
3 in 1 underground continuous wall of the present invention, it relates to a kind of basis and support engineering of retaining soil, waterproof 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 at least 1～2 meters working space, 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 many, engineering quantity is big, long in time limit, investment is 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 retaining soil, waterproof 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 is that merging with permanent basement load-bearing exterior wall in order to the diaphragm wall that keeps off soil, waterproof merely in the existing building foundation pit support engineering made the permanent diaphragm wall that can keep off soil, waterproof 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 is bigger 4～6 centimetres than the diaphragm wall thickness of design, 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 meters; 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 the thing that agglutinates 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.
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, per 6.0～8.0 meters punishment sections, 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 3-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 retaining soil that is used for the building foundation pit supporting is made the permanent diaphragm wall with retaining soil, waterproof and load-bearing effect with the diaphragm wall of waterproof or the permanent load-bearing exterior wall merging of supporting pile structure and basement in high rise building), 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 is bigger 4～6 centimetres than the diaphragm wall thickness of design, 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 meters; 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 be before the slotted eye inner concrete reaches initial set carry out fine motion with 1～2 centimetre/time speed and promote, 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.
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 3 in 1 underground continuous 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 close to buildings or pipeline to produce excessive sedimentation and deformation;
5) owing to pore-creating of the present invention, clear hole and each procedure of cast concrete can directly check, So reliable in quality.
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, be total to Save 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 (4)
1, a kind of building underground support engineering and permanent bearing wall of being made up of retaining soil, waterproof and load-carrying members 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 is bigger 4～6 centimetres than the diaphragm wall thickness of design, 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 meters; 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 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 the ground-connecting-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.
2,3 in 1 underground continuous wall according to claim 1, it is characterized in that when the length of wall has significant change, wall to have significant change and cross dimensions that significant change is arranged deeply, answering segmentation when continuous coping vertical load, 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, also rigid joint can be set.
3, according to claim 1 and 2 described 3 in 1 underground continuous wall, the rubber sealing that it is characterized in that the deformation joint employing 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, when treating that the body of wall reinforcing bar is put into slotted eye, that it is disconnected by undercut.
4, the described 3 in 1 underground continuous wall of root 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 true CN1143703A (en) | 1997-02-26 |
| CN1064424C 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 (26)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100386483C (en) * | 2005-11-30 | 2008-05-07 | 王平 | High-performance cement soil continuous wall construction method |
| CN101403218B (en) * | 2008-11-12 | 2010-06-02 | 天津二十冶建设有限公司 | Processing method for basement water-proof concrete construction joint |
| CN101845816A (en) * | 2010-05-21 | 2010-09-29 | 山西省机械施工公司 | Adjustable support for spraying of building foundation pits and side slopes |
| CN102094416A (en) * | 2011-03-08 | 2011-06-15 | 上海交通大学 | Optimized construction method for trenching underground continuous wall based on trench wall at stable external corner |
| CN102121252A (en) * | 2010-01-07 | 2011-07-13 | 贵阳铝镁设计研究院 | Method for constructing pile plate retaining wall |
| 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 |
| CN102312445A (en) * | 2010-06-29 | 2012-01-11 | 中交第三航务工程勘察设计院有限公司 | Diaphragm wall and construction method thereof |
| CN102322217A (en) * | 2011-07-23 | 2012-01-18 | 中铁十七局集团第五工程有限公司 | Larger-diameter bored pile stratum section secondary pore-forming method |
| CN102322064A (en) * | 2011-06-30 | 2012-01-18 | 中铁二十局集团有限公司 | Construction method for underground diaphragm wall of deep foundation pit for subway station in collapsible loess areas |
| CN102322068A (en) * | 2011-07-06 | 2012-01-18 | 上海地矿工程勘察有限公司 | Pressure reduction dewatering auxiliary trenching construction process |
| CN102359118A (en) * | 2011-08-02 | 2012-02-22 | 北京健安诚岩土工程有限公司 | Annular foundation of underground continuous wall and construction method thereof |
| CN102535441A (en) * | 2012-03-16 | 2012-07-04 | 广州中煤江南基础工程公司 | Construction method of underground diaphragm wall |
| CN102561316A (en) * | 2012-01-20 | 2012-07-11 | 中国建筑第八工程局有限公司 | Construction method for diaphragm walls |
| CN102677630A (en) * | 2012-05-18 | 2012-09-19 | 浙江省水电建筑安装有限公司 | Construction method of concrete cut-off wall in sludge soil with high water content |
| CN102852158A (en) * | 2012-09-25 | 2013-01-02 | 浙江省地质矿产工程公司 | Construction method for nonstandard diaphragm wall |
| CN103397659A (en) * | 2013-08-22 | 2013-11-20 | 上海远方基础工程有限公司 | Grooving perpendicularity control process of super-deep underground diaphragm wall |
| CN103774690A (en) * | 2012-10-19 | 2014-05-07 | 上海建工集团股份有限公司 | Grabbing, drilling and punching combined underground continuous wall grooving construction method |
| CN103938617A (en) * | 2014-05-21 | 2014-07-23 | 中鼎国际工程有限责任公司 | Super-deep underground continuous wall and construction method thereof |
| CN104196033A (en) * | 2014-09-09 | 2014-12-10 | 中交隧道工程局有限公司 | Grooving method for ultra-deep round foundation pit |
| CN104790430A (en) * | 2015-04-13 | 2015-07-22 | 上海远方基础工程有限公司 | Underground diaphragm wall construction method |
| CN104947689A (en) * | 2014-12-31 | 2015-09-30 | 云南省第三建筑工程公司 | Hole collapse preventive trenching construction method of underground diaphragm wall |
| US9371623B2 (en) | 2011-07-14 | 2016-06-21 | Ccmj Systems Ltd | Diaphragm wall apparatus and methods |
| CN107975029A (en) * | 2017-12-29 | 2018-05-01 | 章胜南 | It is a kind of integrally to descend wall construction method |
| CN110258531A (en) * | 2019-06-04 | 2019-09-20 | 广州穗岩土木科技股份有限公司 | The prefabricated forced diaphram wall of one kind and its construction method |
| US10988911B2 (en) | 2017-04-26 | 2021-04-27 | Ccmj Systems Ltd | Diaphragm walls |
| US11225769B2 (en) | 2018-02-15 | 2022-01-18 | Ccmj Systems Ltd | Shear key former apparatus and method(s) |
Families Citing this family (1)
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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 |
-
1996
- 1996-08-02 CN CN 96106977 patent/CN1064424C/en not_active Expired - Fee Related
Cited By (36)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100386483C (en) * | 2005-11-30 | 2008-05-07 | 王平 | High-performance cement soil continuous wall construction method |
| CN101403218B (en) * | 2008-11-12 | 2010-06-02 | 天津二十冶建设有限公司 | Processing method for basement water-proof concrete construction joint |
| 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 |
| CN102121252A (en) * | 2010-01-07 | 2011-07-13 | 贵阳铝镁设计研究院 | Method for constructing pile plate retaining wall |
| CN101845816A (en) * | 2010-05-21 | 2010-09-29 | 山西省机械施工公司 | Adjustable support for spraying of building foundation pits and side slopes |
| CN102312445A (en) * | 2010-06-29 | 2012-01-11 | 中交第三航务工程勘察设计院有限公司 | Diaphragm wall and construction method thereof |
| CN102094416A (en) * | 2011-03-08 | 2011-06-15 | 上海交通大学 | Optimized construction method for trenching underground continuous wall based on trench wall at stable external corner |
| CN102094416B (en) * | 2011-03-08 | 2012-05-30 | 上海交通大学 | Optimized construction method for trenching underground continuous wall based on trench wall at stable external corner |
| CN102322064A (en) * | 2011-06-30 | 2012-01-18 | 中铁二十局集团有限公司 | Construction method for underground diaphragm wall of deep foundation pit for subway station in collapsible loess areas |
| CN102322068A (en) * | 2011-07-06 | 2012-01-18 | 上海地矿工程勘察有限公司 | Pressure reduction dewatering auxiliary trenching construction process |
| CN102322068B (en) * | 2011-07-06 | 2013-08-21 | 上海地矿工程勘察有限公司 | Pressure reduction dewatering auxiliary trenching construction process |
| US9371623B2 (en) | 2011-07-14 | 2016-06-21 | Ccmj Systems Ltd | Diaphragm wall apparatus and methods |
| CN102322217A (en) * | 2011-07-23 | 2012-01-18 | 中铁十七局集团第五工程有限公司 | Larger-diameter bored pile stratum section secondary pore-forming method |
| CN102359118B (en) * | 2011-08-02 | 2013-12-04 | 北京健安诚岩土工程有限公司 | Annular foundation of underground continuous wall and construction method thereof |
| CN102359118A (en) * | 2011-08-02 | 2012-02-22 | 北京健安诚岩土工程有限公司 | Annular foundation of underground continuous wall and construction method thereof |
| CN102561316A (en) * | 2012-01-20 | 2012-07-11 | 中国建筑第八工程局有限公司 | Construction method for diaphragm walls |
| CN102535441A (en) * | 2012-03-16 | 2012-07-04 | 广州中煤江南基础工程公司 | Construction method of underground diaphragm wall |
| CN102677630A (en) * | 2012-05-18 | 2012-09-19 | 浙江省水电建筑安装有限公司 | Construction method of concrete cut-off wall in sludge soil with high water content |
| CN102677630B (en) * | 2012-05-18 | 2014-04-16 | 浙江省水电建筑安装有限公司 | Construction method of concrete cut-off wall in sludge soil with high water content |
| CN102852158A (en) * | 2012-09-25 | 2013-01-02 | 浙江省地质矿产工程公司 | Construction method for nonstandard diaphragm wall |
| CN103774690A (en) * | 2012-10-19 | 2014-05-07 | 上海建工集团股份有限公司 | Grabbing, drilling and punching combined underground continuous wall grooving construction method |
| CN103397659B (en) * | 2013-08-22 | 2016-12-28 | 上海远方基础工程有限公司 | Ultra-deep underground continuous wall grooving perpendicularity control process |
| CN103397659A (en) * | 2013-08-22 | 2013-11-20 | 上海远方基础工程有限公司 | Grooving perpendicularity control process of super-deep underground diaphragm wall |
| CN103938617A (en) * | 2014-05-21 | 2014-07-23 | 中鼎国际工程有限责任公司 | Super-deep underground continuous wall and construction method thereof |
| CN103938617B (en) * | 2014-05-21 | 2017-01-04 | 中鼎国际工程有限责任公司 | A kind of ultra-deep underground continuous wall and construction method thereof |
| CN104196033A (en) * | 2014-09-09 | 2014-12-10 | 中交隧道工程局有限公司 | Grooving method for ultra-deep round foundation pit |
| CN104947689A (en) * | 2014-12-31 | 2015-09-30 | 云南省第三建筑工程公司 | Hole collapse preventive trenching construction method of underground diaphragm wall |
| CN104790430B (en) * | 2015-04-13 | 2016-06-29 | 上海远方基础工程有限公司 | Construction method of underground continuous wall |
| CN104790430A (en) * | 2015-04-13 | 2015-07-22 | 上海远方基础工程有限公司 | Underground diaphragm wall construction method |
| US10988911B2 (en) | 2017-04-26 | 2021-04-27 | Ccmj Systems Ltd | Diaphragm walls |
| CN107975029A (en) * | 2017-12-29 | 2018-05-01 | 章胜南 | It is a kind of integrally to descend wall construction method |
| CN107975029B (en) * | 2017-12-29 | 2019-09-24 | 章胜南 | It is a kind of integrally to descend wall construction method |
| US11225769B2 (en) | 2018-02-15 | 2022-01-18 | Ccmj Systems Ltd | Shear key former apparatus and method(s) |
| CN110258531A (en) * | 2019-06-04 | 2019-09-20 | 广州穗岩土木科技股份有限公司 | The prefabricated forced diaphram wall of one kind and its construction method |
| CN110258531B (en) * | 2019-06-04 | 2021-07-09 | 中冶地勘岩土工程有限责任公司 | Prefabricated press-in type underground continuous wall and construction method thereof |
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| Publication number | Publication date |
|---|---|
| CN1064424C (en) | 2001-04-11 |
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