CN1061404C - Dry construction wall-building method of underground continuous wall and its equipment - Google Patents
Dry construction wall-building method of underground continuous wall and its equipment Download PDFInfo
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- CN1061404C CN1061404C CN 94101730 CN94101730A CN1061404C CN 1061404 C CN1061404 C CN 1061404C CN 94101730 CN94101730 CN 94101730 CN 94101730 A CN94101730 A CN 94101730A CN 1061404 C CN1061404 C CN 1061404C
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Abstract
The present invention relates to a building method of a dry underground construction continuous wall and a device of the building method. The building method of a dry underground construction continuous wall is divided into one time soil taking wall building and multiple soil taking wall building, and a proper mould tube, a soil taking device and a lengthening rod are selected according to the depth of a wall. The mould tube is sank in an NO. 1 hole site in the method of static pressure firstly, then the soil taking device is inserted along the inner wall of the mould tube and under the action of oscillating force, the soil taking device is drew out to achieve soil taking cleanly. When a ram machine is retreated to an NO. 2 hole site, the NO. 1 hole site is placed with a reinforcing cage and is poured into wall concrete, and at the same time, a removable wedge-shaped sealing shoe is pre-embedded. At the time, the mould tube of the NO. 2 hole site is sank into soil to the same depth along a convex buckle slide groove of the NO. 1 hole site by the ram machine, and motions of the NO. 1 hole site are repeated to the NO. 2 hole site. Motions of the NO. 1 and NO. 2 hole sites are continuously carried out, which enables the wall concrete of adjacent hole sites to be tightly solidified together, and construction joints are not remained. Thus, a mud processing system is reduced, wall forming quality is ensured and construction has the advantages of simplicity and high work efficiency.
Description
The present invention relates to civil construction project and do the one-tenth wall method and the device thereof of operation diaphragm wall at deep soft soil layer.
The method of construction diaphragm wall is at present: 1. adopt grooving machinery at long and narrow deep trouth of institute's allocation excavation; 2. use bentonite slurry to carry out retaining wall, after the deep trouth of certain-length is finished, form a unit groove section; 3. in groove, insert the reinforcing cage of making on the ground in advance; 4. insert conduit and water concrete under water, finish a unit wall section; 5. interconnect with specific joint style between each unit wall section, form cast-in-place wall type diaphragm wall together.This method is applied to Italy and France at first, nineteen fifty front and back gondola Milan ICOS company at first uses row of piles formula diaphragm wall, improved gradually afterwards, overcome that seam is many, globality difference shortcoming, improved barrier performance and intensity, simultaneously Milan ICOS company has created two again and has bored a job practices of grabbing mode.Began to import into France, West Germany in 1954, imported South America in 1956 into, nineteen fifty-seven, Canada began to use as impervious wall, China at first utilized diaphragm wall in 1958 in Beijing Miyun Reservoir, saliva time of childbirth storehouse, Qingdao, nineteen fifty-nine is imported Japan into, after diaphragm wall is started, constantly be improved aspect construction machinery and the construction technology and promoting, connect but arrange mutually, in deep trouth, irritate the basic technology and the no change of concrete under water with mud or high molecular polymer mud off and conduit with unit wall section or soldier piles.Construction of continuous concrete wall technology has developed into the slurry coat method that self-solidifying mud displacement grooving is used in recent years, in self-solidifying mud, insert members such as prefabricated tubular pile, side's stake, the stake of H type, steel pipe or pre-stress hollow stake again and form diaphragm wall, this method can avoid handling the useless slurry that cements out, and metope fineness is good, can be separately as the exterior wall of underground structure, but seam comes gluing can not bear shearing on the vertical joint, construction costs costliness by self-solidifying mud.The mechanical grooving mud off of the usefulness of prior art, the placing concrete becomes wall technology to have following shortcoming under water in conduit: the 1. processing of used mud making, storage, mud circulation of mud off and the waste mud that cements out, form the system of a complexity, the cost of diaphragm wall is improved and the pollution surrounding environment; 2. after the grooving reinforcing cage is inserted in the slurry coat method, and insert the mud that displaces when placing becomes the wall concrete in the conduit in the groove, whole one-tenth wall process is all carried out in mud, difficult quality control; 3. construction of diaphragm wall vertically is divided into many unit wall section along body of wall, is operation section independently during construction, and wall section two ends, unit are the fore shaft pipe, influenced by constuction joint folder mud, makes the diaphragm wall globality poor, the seam infiltration; 4. in the construction because mechanical selection, quality of mud fluid, unit groove section are long, geological conditions changes or the like and all can be lowered into wall quality or cell wall and cave in, cause difficult treatment.
The objective of the invention is to overcome the defective of prior art, propose that a kind of efficient, high-quality, easy construction, cost are low, the dry construction wall-building method of underground continuous wall and the device thereof of non-environmental-pollution.
The present invention finishes by following scheme, diaphragm wall can divide according to the wall degree of depth and once fetches earth into the wall method or repeatedly fetch earth into the wall method, general wall repeatedly fetches earth into the wall method will adopting more than 20 meters deeply, becomes the combination of wall method can finish once fetching earth into wall or repeatedly fetching earth into wall of diaphragm wall with this by different appliance arrangements.
Specifically finish through the following steps:
A. form wall mould pipe with first and sink in the soil of position, No. 1 hole and reach the requirement degree of depth, soil enters in the pipe;
B. shake in above-mentioned mould pipe and press the insertion drawing out soil equipment to reach same depth, soil enters in the bucket that fetches earth in the pipe
C. drawing out soil equipment is extracted in vibration, make soil layer in the bucket under the vibration force effect automatically forward overturning go into to set in advance chute in the preceding exit of pile frame, the soil body flow to motor vehicle wagon box or ground through chute;
D. inserting drawing out soil equipment again continues the soil body in first group of mould pipe is extracted clean;
When e. the stake machine retreats to position, adjacent No. 2 holes by position, No. 1 hole, promptly in the mould pipe of position, No. 1 hole, put into the reinforcing cage of having made and water into the wall concrete;
F. survey the pre-buried grave mound wedgelike that shirks and seal boots outside the protruding button chute of the mould pipe of position, No. 1 hole, the stake machine sinks to second group of identical mould pipe in the soil and reaches the same depth of first group of mould pipe along the protruding button chute of position, No. 1 hole mould pipe in position, No. 2 holes, and soil enters in the pipe;
G. drawing out soil equipment is shaken and press in the second group of mould pipe that inserts position, No. 2 holes, soil enters in the pipe, and the soil body that this mould pipe is interior all takes out, place the reinforcing cage penetration concrete again, the stake machine enters position, No. 1 hole again, form wall mould tube vibration with first and extract, concrete becomes the gap of wall and the adjacent mould pipe of filling in the pipe, and first group of mould pipe extracting retreated to position, No. 3 holes together with the stake machine;
H. removable lining boots that seal of the protruding button chute of second group of mould pipe in position, No. 2 holes pre-buried wedgelike in the outside, protruding button chute along second group of mould pipe of position, No. 2 holes sinks in the soil stake machine in position, No. 3 holes with first group of mould pipe, and reach the same depth of adjacent mould pipe, soil enters in the pipe, and institute's porose position one-tenth wall is promptly finished in circulation according to this.
Realize above-mentioned once fetch earth into the wall method or repeatedly fetch earth into the device that the wall method is equipped with the mould pipe is arranged, the mould pipe can be a mould pipe first, the steel pipe that mould pipe first is square with cross sectional shape is a basic part, thereon, be welded with around the lower end edge and strengthen hoop, the reinforcement hoop both sides of upper end are welded with to promoting or connect the junction plate suitable for reading of usefulness; Face down bonding at steel pipe connects the protruding chute of buckleing, opposite side welded limiting stiffener and buckle chute and limiting plate.
The mould pipe also can be the combination of mould Guan Jiayu mould Guan Yi, and the steel pipe that mould Guan Yi is square with cross sectional shape is a basic part, and thereon, be welded with around the lower end edge and strengthen hoop, the reinforcement hoop both sides of upper end are welded with to promoting or connect the junction plate of usefulness; Connect the protruding chute of buckleing at steel pipe one face down bonding, opposite side welded limiting stiffener and buckle chute and limiting plate; And at the be matchedly connected end opening junction plate of usefulness of welding of the lower end of steel pipe and mould pipe first junction plate suitable for reading.
This one-tenth wall method and device thereof water together owing to concrete in the adjacent mould pipe is put in order, and do not stay constuction joint, thereby can reduce mud disposal system, become the wall quality to be guaranteed; Construction equipment is simplified, the work efficiency height, and the dark machine of diaphragm wall of 20-25 rice can be finished 4-6 rice, no unit groove section and fore shaft plate, no constuction joint can be because of the geological conditions complexity not produce the cell wall phenomenon of caving in, thereby can reduce construction costs significantly.
Description of drawings.
Fig. 1 is a mould pipe first structural representation of the present invention.
Fig. 2 is a mould pipe second structural representation of the present invention.
Fig. 3 is the A-A sectional view of Fig. 1, Fig. 2.
Fig. 4 is the B-B sectional view of Fig. 1, Fig. 2.
Fig. 5 is the C-C sectional view of Fig. 1.
Fig. 6 is the D-D sectional view of Fig. 2.
Fig. 7 is the E-E sectional view [put into wedgelike and seal boots (10)] of Fig. 5.
Describe in further detail by above-mentioned accompanying drawing embodiment.
The present invention is according to geological conditions and become the wall degree of depth, and cubic metre of earth formula that presses has following three kinds to become wall method:
1. once fetch earth into the wall method: once sink to the mould pipe, once in the mould pipe, got the soil body, be applicable to into the wall depth bounds and be saturated soft ground, and sink to the soil layer process at the mould pipe and do not have the soil layer that produces the soil plug, become about 20 meters of the wall degree of depth, it becomes wall mould pipe unit to be made up of Fig. 1, Fig. 3-5, Fig. 7, and its advantage is into wall efficiency of construction height, speed is fast, and every machine can become wall 5-6 rice every day.
2. repeatedly immersed tube repeatedly fetches earth into the wall method: Fig. 1 mould pipe first is unsuitable long, is generally 6 meters or 12 meters Fig. 2 mould Guan Yiwei spreading mould pipes, is generally 6 meters, can design nonstandard length according to the diaphragm wall degree of depth.Be applicable to complex geological condition, hardpan and weak soil layer cross occurrence, pan soil soil nature has clay, silt, sand, or the diaphragm wall degree of depth is very dark, all adopt repeatedly immersed tube repeatedly to fetch earth and construct into the wall method, its main wall-forming device comprises the mould pipe first of Fig. 1-7 and the combination of mould Guan Yi, repeatedly become wall relatively once to become wall efficient lower, general every machine can only become wall 3-5 rice every day.
3. the one-tenth wall method that fetches earth earlier and afterwards sink to the closed die pipe: similar wall method and the general wall thickness of applicable elements thin (350-400 millimeter) of once fetching earth into, earlier got behind the soil soon at the bottom of Fig. 1 mould Guan Jiaguan with the removable lining boots soil body of blockading that seals and entered in the pipe with carrying soil pipe (not shown), sinking to absolute altitude promptly finishes and fetches earth, it becomes wall mould pipe unit by Fig. 1, Fig. 3-5, Fig. 7, this method is most effective, general every machine can become wall 6-8 rice every day, but the metapore bit position soil body that fetches earth earlier retraction, when the seal mould pipe sinks to, again the soil body is arranged, a small amount of soil disturbance phenomenon is arranged.
Above-mentioned three kinds mainly is that the mode of fetching earth is different with program, and it becomes wall method is identical, and device also is identical.
The mould pipe of wall-forming device comprises mould pipe first and mould Guan Yi.
Mould pipe first (Fig. 1, Fig. 3-5, Fig. 7) is used for once fetching earth into wall, the steel pipe (1) that is square with cross sectional shape is a basic part, thereon, be welded with around the lower end edge and strengthen hoop (2), (6), the reinforcement hoop both sides of upper end are welded with to promoting or connect the junction plate suitable for reading (3) of usefulness; Face down bonding at steel pipe connects the protruding chute (4) of buckleing, opposite side welded limiting stiffener (8) and buckle chute (5) and limiting plate (9).
Mould Guan Yi (Fig. 2-4, Fig. 6) is used for repeatedly fetching earth into wall with the combination of mould pipe first, the steel pipe (1) that is square with cross sectional shape is a basic part, thereon, be welded with around the lower end edge and strengthen hoop (2), (6), the reinforcement hoop both sides of upper end are welded with to promoting or connect the junction plate (3) of usefulness; Connect the protruding chute (4) of buckleing, opposite side welded limiting stiffener (8) and buckle chute (5) and limiting plate (9) at steel pipe one face down bonding; Again at the be matchedly connected end opening junction plate (7) of usefulness of welding of the lower end of steel pipe and mould pipe first junction plate suitable for reading (3).
The drawing out soil equipment of wall-forming device comprises that also carrying soil manages, fetches earth and manage and extension bar (this case is not described)
Describe again below and become wall method and device thereof, and be example for one group, be explained as follows with mould Guan Jiawei at the dynamic structure in when construction:
Forming wall mould pipe first (Fig. 1) static pressure in position, No. 1 hole with first sinks in the soil, the soil body enters in the mould pipe first, and reaches to design altitude, carries native tube vibration in the insertion suitable for reading of mould pipe first and is pressed in the soil layer process that enters in the mould pipe first, pull out in the vibration and carry soil pipe, the soil body with on pull out and all propose when carrying the soil pipe.The stake machine retreats to position, No. 2 holes by position, No. 1 hole, second group of mould pipe first pressed Fig. 5 buckle chute (5) insert first group of protruding chute (4) of buckleing of mould pipe first, and along this groove be adjacent to can shirk bury underground seal boots (10), when second group of mould pipe first inserted along leading, seal boots (10) and seal the Tu Kou that advances of connection just, sealing the angle of boots clamp-ons the soil body in second group of mould pipe first, second group of mould pipe first blows slowly along the guiding static pressure to design altitude, the soil body advances second group of mould pipe first, in first group of mould pipe first, put into reinforcing cage and pour into into the wall concrete when the same method is taken out the whole soil body in second group of mould Guan Jiaguan, sealing boots (10) is embedded in underground, the stake machine enters position, No. 1 hole connection mode pipe first junction plate suitable for reading (3), the interior concrete of process pipe that first group of mould pipe first extracted in vibration makes its liquefaction under the vibration effect, the space of filling pipe becomes wall and filling buckle chute (5) and protruding space of buckleing between the chute (4), make concrete closely knit, all extract until first group of mould pipe first, and first group of mould pipe first after will extracting retreats to position, No. 3 holes.Mould pipe first buckle chute (5) inserts second group of protruding chute (4) of buckleing of mould pipe first, and be adjacent to bury underground to shirk along second group of protruding button chute of mould pipe first and seal boots (10), when when position, No. 3 holes first group of mould pipe first is inserted along leading, seal boots just envelope remove and connect advancing Tu Kou and being buried of end opening, the same static pressure sinks to mould pipe first and fetches earth and finishes, after simultaneously in second group of mould pipe first, inserting reinforcing cage and pour into concrete, the stake machine enters position, No. 2 holes and second group of mould tube vibration extracted a back stake machine retreats to position, No. 4 holes, circulation according to this, advance to move back two, can not interrupt to the continuous construction of being completed from going into operation, whole the watering of whole body of wall is one.
When body of wall need be turned, by special-shaped mould pipe can 90 ° corner up or down, also can form T type subterranean wall.
Claims (3)
1. dry construction wall-building method of underground continuous wall is characterized in that:
A. form wall mould pipe with first and sink in the soil of position, No. 1 hole and reach the requirement degree of depth, soil enters in the pipe;
B. shake in above-mentioned mould pipe and press the insertion drawing out soil equipment to reach same depth, soil enters in the bucket that fetches earth in the pipe;
C. drawing out soil equipment is extracted in vibration, make soil layer in the bucket under the vibration force effect automatically forward overturning go into to set in advance chute in the preceding exit of pile frame, the soil body flow to motor vehicle wagon box or ground through chute;
D. inserting drawing out soil equipment again continues the soil body in first group of mould pipe is extracted clean;
When e. the stake machine retreats to position, adjacent No. 2 holes by position, No. 1 hole, promptly in the mould pipe of position, No. 1 hole, put into the reinforcing cage of having made and water into the wall concrete;
F. seal boots (10) at the pre-buried wedgelike that shirks in the protruding button chute of the mould pipe of position, No. 1 hole (4) outside, the stake machine sinks to second group of identical mould pipe in the soil and reaches the same depth of first group of mould pipe along the protruding button chute of position, No. 1 hole mould pipe in position, No. 2 holes, and soil enters in the pipe;
G. drawing out soil equipment is shaken and press in the second group of mould pipe that inserts position, No. 2 holes, soil enters in the pipe, and the soil body that this mould pipe is interior all takes out, place the reinforcing cage penetration concrete again, the stake machine enters position, No. 1 hole again, form wall mould tube vibration with first and extract, concrete becomes the gap of wall and the adjacent mould pipe of filling in the pipe, and first group of mould pipe extracting retreated to position, No. 3 holes together with the stake machine;
H. the pre-buried removable lining wedgelike in the outside of the protruding button chute of second group of mould pipe (4) in position, No. 2 holes seals boots (10), protruding button chute along second group of mould pipe of position, No. 2 holes sinks in the soil stake machine in position, No. 3 holes with first group of mould pipe, and reach the same depth of adjacent mould pipe, soil enters in the pipe, and institute's porose position one-tenth wall is promptly finished in circulation according to this.
2. mould pipe that uses the described dry construction wall-building method of underground continuous wall of claim 1, it is characterized in that described mould pipe is a mould pipe first, the steel pipe (1) that mould pipe first is square with cross sectional shape is a basic part, thereon, be welded with around the lower end edge and strengthen hoop (2), (6), the reinforcement hoop two of upper end is surveyed and is welded with to promoting or connect the junction plate suitable for reading (3) of usefulness; Face down bonding at steel pipe (1) connects the protruding chute (4) of buckleing, opposite side welded limiting stiffener (8) and buckle chute (5) and limiting plate (9).
3. mould pipe that uses the described dry construction wall-building method of underground continuous wall of claim 1, it is characterized in that described mould pipe is the combination of mould pipe first and mould Guan Yi, the steel pipe that mould Guan Yi is square with cross sectional shape (1) is a basic part, thereon, be welded with around the lower end edge and strengthen hoop (2), (6), the reinforcement hoop both sides of upper end are welded with to promoting or connect the junction plate (3) of usefulness; Survey the protruding chute (4) of buckleing of welding, opposite side welded limiting stiffener (8) and buckle chute (5) and limiting plate (9) at steel pipe (1); And at the be matchedly connected end opening junction plate (7) of usefulness of welding of the lower end of steel pipe (1) and mould pipe first junction plate suitable for reading (3).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 94101730 CN1061404C (en) | 1994-02-08 | 1994-02-08 | Dry construction wall-building method of underground continuous wall and its equipment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 94101730 CN1061404C (en) | 1994-02-08 | 1994-02-08 | Dry construction wall-building method of underground continuous wall and its equipment |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1095125A CN1095125A (en) | 1994-11-16 |
| CN1061404C true CN1061404C (en) | 2001-01-31 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 94101730 Expired - Fee Related CN1061404C (en) | 1994-02-08 | 1994-02-08 | Dry construction wall-building method of underground continuous wall and its equipment |
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| Country | Link |
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| CN (1) | CN1061404C (en) |
Families Citing this family (14)
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| 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 |
| CN102561342B (en) * | 2012-02-10 | 2014-10-08 | 中国水利水电第五工程局有限公司 | Multifunctional composite mould pipe for construction of underground diaphragm wall |
| CN102605800A (en) * | 2012-04-06 | 2012-07-25 | 上海振中机械制造有限公司 | Underground continuous wall construction method |
| CN103867200B (en) * | 2014-02-17 | 2016-06-15 | 河海大学 | Hole-forming device and using method in a kind of cohesiveless soil |
| CN104074182A (en) * | 2014-05-07 | 2014-10-01 | 孔超 | Dual mold tube mutual conductance dry soil withdrawal underground continuous wall |
| CN108265769B (en) * | 2018-02-12 | 2023-06-13 | 江苏地龙重型机械有限公司 | Seamless grooving machine for thin-wall continuous wall and construction process thereof |
| CN109183814A (en) * | 2018-09-11 | 2019-01-11 | 北京高能时代环境技术股份有限公司 | A kind of grooving engineering method for underground water pollution resistance control |
| CN111827267A (en) * | 2020-07-21 | 2020-10-27 | 重鑫岩土技术(上海)有限公司 | Underground continuous wall construction method |
| CN111827264A (en) * | 2020-07-21 | 2020-10-27 | 重鑫岩土技术(上海)有限公司 | Method for constructing steel reinforced concrete underground continuous wall by using steel caisson technology |
| CN111827349B (en) * | 2020-07-21 | 2022-07-15 | 重鑫岩土技术(上海)有限公司 | Method for quickly constructing underground structure of subway station by adopting combined structure technology |
| CN111809662B (en) * | 2020-07-21 | 2022-07-15 | 重鑫岩土技术(上海)有限公司 | Subway station underground structure combination construction method |
| CN111827265A (en) * | 2020-07-21 | 2020-10-27 | 重鑫岩土技术(上海)有限公司 | Construction method of steel reinforced concrete underground continuous wall |
| CN111827266B (en) * | 2020-07-21 | 2022-06-21 | 重鑫岩土技术(上海)有限公司 | Method for constructing underground continuous wall by using steel caisson technology |
| CN115012394B (en) * | 2022-06-15 | 2023-07-25 | 福州市规划设计研究院集团有限公司 | Prestressed steel plate concrete underground diaphragm wall and design and construction method thereof |
-
1994
- 1994-02-08 CN CN 94101730 patent/CN1061404C/en not_active Expired - Fee Related
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| Publication number | Publication date |
|---|---|
| CN1095125A (en) | 1994-11-16 |
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