CN109137885A - A kind of construction method of underground continuous wall - Google Patents
A kind of construction method of underground continuous wall Download PDFInfo
- Publication number
- CN109137885A CN109137885A CN201811200962.6A CN201811200962A CN109137885A CN 109137885 A CN109137885 A CN 109137885A CN 201811200962 A CN201811200962 A CN 201811200962A CN 109137885 A CN109137885 A CN 109137885A
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- Prior art keywords
- construction
- wall
- continuous wall
- underground
- construction method
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
- E02D5/187—Bulkheads or similar walls made solely of concrete in situ the bulkheads or walls being made continuously, e.g. excavating and constructing bulkheads or walls in the same process, without joints
Abstract
The invention discloses a kind of construction method of underground continuous wall, including 1), surveying setting-out；2), construction of guide wall；3), slurrying and adjustment；4), continuous wall trench underground is constructed；5), connector, installation of embedded parts；6), underwater concreting；7), slot connector cutting is constructed；8), waste pulp, wastewater treatment；9), quality testing.Construction of diaphragm wall structure of the invention and construction method are that a large amount of construction experiences are combined on the basis of standard, can shorten construction period, save construction cost, and the construction requirement that entirely appropriate construction site environment is complicated or construction site environment is special.
Description
Technical field
The present invention relates to technical field of building construction, and in particular to a kind of construction method of underground continuous wall.
Background technique
In construction, the construction of diaphram wall, diaphram wall have in especially municipal matching operation project
The feature that rigidity is big, globality is strong, impervious and good durability, acts not only as building enclosure, plays retaining soil and water
Effect, is also used as load-carrying members；Suitable for Various Complex foundation condition, land occupation is few when practice of construction, and effect is high, the duration
It is short, reliable in quality, high financial profit.The advantages of due to diaphram wall above series of, so that diaphram wall is further extensive
Apply to water content abundant, underground exterior-protected structure of bad ground and require bearing capacity big foundation engineering in.
In the prior art, although diaphragm wall is widely applied in construction work, more and more units in charge of construction are only
Be the construction of diaphragm wall is carried out according to standard (national standard or professional standard), and it is complex for construction site environment, can not
Fully according to the engineering that standard executes, it will increase the difficulty of construction of construction personnel, increase construction cost.
Summary of the invention
The object of the present invention is to provide a kind of saving construction period, ensure that the preferable diaphram wall of construction in later period quality is applied
Work method.
To achieve the goals above, the invention provides the following technical scheme:
A kind of construction method of underground continuous wall disclosed by the invention, comprising the following steps:
1), surveying setting-out；
2), construction of guide wall, the construction of guide wall specifically include surveying and locating, channel excavation, mode supporting steel rod binding, pour and be injected back into
It fills out and conserves；
3), slurrying and adjustment；
4), continuous wall trench underground is constructed, and the continuous wall trench underground construction includes trenching construction, the displacement of clear bottom and brush
Wall construction, grooving examination, fabrication of reinforcing cage installation；
5), connector, installation of embedded parts；
6), underwater concreting；
7), slot connector cutting is constructed；
8), waste pulp, wastewater treatment；
9), quality testing.
Further, in the step 1) surveying setting-out be according to the cross-post of construction process requirement record and each stake site,
Review measurement is carried out, after review is errorless, fills in pile extension record；
According to design ground-connecting-wall center point coordinate data, with total station by axis point coordinate and X, Y direction pilot measurement to applying
Work scene, and it is made into permanent pile anchoring；
On the basis of permanent pile anchoring, each slot section line of demarcation is navigated to using steel ruler according to unit groove section division principle and leads wall
On bed course, the construction axis location point of ground-connecting-wall is accurately measured, by the accurate location measuring of each slot section to leading on wall bed course, is reported
Management review uses after review is errorless, in this, as the benchmark of construction of guide wall and position detection.
Further, the construction of guide wall measurement of the step 2) uses polygonometric method；
Channel excavation in the step 2) uses 0.4m3Backacter excavates, and manually repairs slope, leads wall depth by design
For 2200mm, when digging 200mm above to designed elevation, using artificial clear bottom, cell wall is repaired；
Mode supporting steel rod binding top surface in the step 2) pours 100mm C15 plain concrete cushion layer, and 1.2m wide leads wall steel
Muscle, template are bound according to construction requirement, are installed, and pad reinforcing bar protection block in the lower section of slot bottom longitudinal reinforcement, wherein longitudinal
The overlap joint of reinforcing bar takes binding form, and binding length is 500mm, and side wall formwork uses combined steel formwork, and lateral, longitudinal back cord is equal
100 × 100mm flitch is selected, and adds 2 cross-braces every 2.0m.
Further, added in the step 4) using 2 hydraulic clamshell chute forming machines continuous under 4 Double-wheel milling construction grounds
Wall；
Wherein, hydraulic grab grooving more than rock stratum is used；
When rock strength is higher, using diameter 1m, after the top fuller of weight 14t is hammered, then using Double-wheel milling progress
Enter rock drilling, self-control plane set-hammer carries out cell wall finishing, and chute forming machine carries out clear bottom.
Further, in the pre-buried concrete breast beam in diaphram wall excavation face side and anti-floating capping beam in the step 5)
Connector, waist rail be 16 × 100mm of Φ connector, capping beam be 22 × 200mm of Φ connector.
Further, concreting uses two to pour frame in the step 6), and two conduits are poured simultaneously, first
Envelope uses 1.6m3Small hopper, 8~12m3Concrete waggon directly toward continuous placing in hopper.
Further, it is arranged one by pulper, cyclone, reciprocating sieve and slurry tank in every construction point in the step 8)
The mud disposal system of composition.
In the above-mentioned technical solutions, a kind of construction method of underground continuous wall provided by the invention, has the advantages that
Construction of diaphragm wall structure of the invention and construction method are that a large amount of construction experiences, energy are combined on the basis of standard
Enough shorten construction period, save construction cost, and entirely appropriate construction site environment is complicated or construction site environment is special
Construction requirement.
Detailed description of the invention
In order to illustrate the technical solutions in the embodiments of the present application or in the prior art more clearly, below will be to institute in embodiment
Attached drawing to be used is needed to be briefly described, it should be apparent that, the accompanying drawings in the following description is only one recorded in the present invention
A little embodiments are also possible to obtain other drawings based on these drawings for those of ordinary skill in the art.
Fig. 1 is a kind of construction flow chart of construction method of underground continuous wall provided in an embodiment of the present invention；
Fig. 2 is a kind of construction of guide wall process flow chart of construction method of underground continuous wall provided in an embodiment of the present invention；
Fig. 3 is a kind of mud system process flow chart of construction method of underground continuous wall provided in an embodiment of the present invention；
Fig. 4 is a kind of mud configuration method figure of construction method of underground continuous wall provided in an embodiment of the present invention；
Fig. 5 is a kind of impact drill construction flow chart of construction method of underground continuous wall provided in an embodiment of the present invention.
Specific embodiment
In order to make those skilled in the art more fully understand technical solution of the present invention, below in conjunction with attached drawing to this hair
It is bright to be further detailed.
As shown in Figures 1 to 5, a kind of construction method of underground continuous wall provided in an embodiment of the present invention, comprising the following steps:
1), surveying setting-out；
2), construction of guide wall, construction of guide wall specifically include surveying and locating, channel excavation, mode supporting steel rod binding, casting backfill and
Maintenance；
3), slurrying and adjustment；
4), continuous wall trench underground is constructed, and continuous wall trench underground construction includes that trenching construction, the displacement of clear bottom and brush wall are applied
Work, grooving examination, fabrication of reinforcing cage installation；
5), connector, installation of embedded parts；
6), underwater concreting；
7), slot connector cutting is constructed；
8), waste pulp, wastewater treatment；
9), quality testing.
Preferably, surveying setting-out is according to the cross-post of construction process requirement record and each stake position in step 1) in the present embodiment
Point carries out review measurement, after review is errorless, fills in pile extension record；
According to design ground-connecting-wall center point coordinate data, with total station by axis point coordinate and X, Y direction pilot measurement to applying
Work scene, and it is made into permanent pile anchoring；
On the basis of permanent pile anchoring, each slot section line of demarcation is navigated to using steel ruler according to unit groove section division principle and leads wall
On bed course, the construction axis location point of ground-connecting-wall is accurately measured, by the accurate location measuring of each slot section to leading on wall bed course, is reported
Management review uses after review is errorless, in this, as the benchmark of construction of guide wall and position detection.
Preferably, the construction of guide wall measurement of step 2) uses polygonometric method in the present embodiment；
Channel excavation in step 2) uses 0.4m3Backacter excavates, and manually repairs slope, leading wall depth by design is
2200mm when digging 200mm above to designed elevation, using artificial clear bottom, repairs cell wall；
Mode supporting steel rod binding top surface in step 2) pours 100mm C15 plain concrete cushion layer, and 1.2m wide leads wall reinforcing bar, mould
Plate is bound according to construction requirement, is installed, and pads reinforcing bar protection block in the lower section of slot bottom longitudinal reinforcement, wherein longitudinal reinforcement
Overlap joint take binding form, binding length is 500mm, and side wall formwork uses combined steel formwork, and laterally, longitudinal back cord selects
100 × 100mm flitch, and 2 cross-braces are added every 2.0m.
Preferably, added in step 4) using 2 hydraulic clamshell chute forming machines in the present embodiment and connected under 4 Double-wheel milling construction grounds
Continuous wall；
Wherein, hydraulic grab grooving more than rock stratum is used；
When rock strength is higher, using diameter 1m, after the top fuller of weight 14t is hammered, then using Double-wheel milling progress
Enter rock drilling, self-control plane set-hammer carries out cell wall finishing, and chute forming machine carries out clear bottom.
Preferably, in the present embodiment in step 5) in the pre-buried concrete breast beam in diaphram wall excavation face side and anti-floating pressure
The connector of top beam, waist rail are Φ 16x100mm connector, and capping beam is Φ 22x200mm connector.Due to connector and pre-buried
Muscle status requirement precision is high, during fabrication of reinforcing cage, according to hangs muscle position, measures and leads wall elevation at hangs muscle, determine to hang
Muscle length controls built-in fitting position in this, as basic point.One of horizontal bar is welded after muscle of plugging into, it is horizontal so as to fixed muscle of plugging into
It is connected between muscle and main reinforcement by short muscle.The horizontal bar of steel reinforcement cage and the intermediate fixation horizontal bar added are by anti-floating Liang Po at connector
Degree setting, to ensure the pre-buried precision of connector and embedded ribs.
Ground-connecting-wall built-in fitting is mainly sound detecting pipe, inclinometer pipe, concrete and bracing members embedded bar, steel plate etc., built-in fitting
Answer position according to the requirements of the drawings, order of magnitude model to carry out pre-buried, bracing members pre-embedded steel slab and steel reinforcement cage weld together and under
It is put into position.The position accuracy of pre-embedded steel slab influences bracing members construction and foundation pit is stablized.According to the construction elevation of steel reinforcement cage and often
The construction elevation of layer bracing members, to determine the fixation absolute altitude for connecing pre-embedded steel slab on ground wall steel reinforcement cage, by surveyor in steel reinforcement cage
On make apparent mark, and the reinforcing bar of steel reinforcement cage is adjusted to be coupled with steel plate dowel, to guarantee the position of built-in fitting
It sets correct.
After connector and built-in fitting are fixed correctly on steel reinforcement cage, the heavy cage work of steel reinforcement cage can be carried out, steel reinforcement cage is heavy
The control of cage absolute altitude is very crucial process.Therefore apparent mark must be set on steel reinforcement cage, it is controlled by level
Absolute altitude is sunk to, its verticality is controlled by theodolite, while lifting machinery must remove steel wire by ability pine after steel reinforcement cage is stable in place
Rope, to guarantee the final absolute altitude of steel reinforcement cage.
Preferably, concreting uses two to pour frame in step 6) in the present embodiment, and two conduits are poured simultaneously
It builds, head envelope uses 1.6m3Small hopper, 8~12m3Concrete waggon directly toward continuous placing in hopper.First batch of concreting is just
Chang Hou should be poured successively, and plummet probing concrete surface height is applied in casting process, calculate conduit lower end Transducers Embedded in Concrete
Depth, and make a record, the promotion and dismounting of accurate instruction conduit.Until the depth of conduit lower end Transducers Embedded in Concrete reaches 4m
When, conduit is promoted, then is continuing to pour.The mud overflowed in wellhole should be drained at appropriate place in casting process
Reason prevents pollution environment.
When pouring concrete, notch should set cover board, and not allowing concrete to fall into slot in principle deteriorates mud property.It should be protected in pouring
Two tremie placings while property is demonstrate,proved, to guarantee the uniform rising of concrete surface, highest part is not more than than the height difference of lowermost portion
30cm.Conduit buried depth under concrete surface cannot be less than 2 meters, also be not greater than 6 meters, and concreting will accomplish without any letup, must not
It interrupts, the supply delay time is not greater than 30 minutes, and ensures the concrete surface rate of climb not less than 3m/h.Depth of tremie is maintained at 2
~6m when concrete is poured, measures concrete face height at any time, and the quantity that verification concrete face and conduit remove is forbidden to pull out sky, concrete end hole mark
Height is 50cm or more higher than designed elevation.
Specification production is strictly pressed in the resistance to compression of concrete, impervious test block.Unit in charge of construction is made by each unit groove section concrete
One group of compression strength test.
Preferably, it is arranged one by pulper, cyclone, reciprocating sieve and mud in every construction point in step 8) in the present embodiment
Starch the mud disposal system of tank composition.It is made of at the setting of every construction point one pulper, cyclone, reciprocating sieve and slurry tank
Mud disposal system, preparation, storage, conveying, circulation, separation of mud etc. are completed by mud disposal system.In addition, at the scene
It builds and deposits heatable adobe sleeping platform and mud-settling pit and cesspool etc., guarantee that mud does not land, to reduce the pollution to environment.On inspection cannot
The poor mud that regenerated mud and concrete placings displace after sedimentation basin, cyclone, reciprocating sieve separating treatment, with tank car will,
Solidfied material is transported to designated place and discards, and constructs sewage after precipitating and reaching discharge standard, is discharged into sewer pipe.
The quality testing of diaphram wall should be met the following requirements:
(1) concrete underground continuous wall detects wall structural intergrity using sound wave transmission method, and detection slot number of segment is no less than
Total slot number 20% under the conditions of, and 3 slot sections must not be less than.The pre-buried ultrasonic wave duct number of each detection wall section should not be less than 4,
It is arranged in the four side midpoints in wall section.
(2) cell wall measuring for verticality should be carried out, amount detection must not be less than 20% of total slot number of segment under the conditions of, and many
In 10 width；When diaphram wall is as main body underground structure component, cell wall measuring for verticality should be carried out to each slot section.
(3) slot bottom sediment thickness detection should be carried out；When diaphram wall is as main body underground structure component, reply is each
Slot section carries out the detection of slot bottom sediment thickness.
(4) it when the wall determined according to sound wave transmission method is off quality, should be verified using core drilling method.
(5) when diaphram wall is as main body underground structure component, quality testing should still meet the requirement of related specifications.
In the above-mentioned technical solutions, a kind of construction method of underground continuous wall provided by the invention, has the advantages that
Construction of diaphragm wall structure of the invention and construction method are that a large amount of construction experiences, energy are combined on the basis of standard
Enough shorten construction period, save construction cost, and entirely appropriate construction site environment is complicated or construction site environment is special
Construction requirement.
It is above that certain exemplary embodiments of the invention are only described by way of explanation, undoubtedly, for ability
The those of ordinary skill in domain without departing from the spirit and scope of the present invention can be with a variety of different modes to institute
The embodiment of description is modified.Therefore, above-mentioned attached drawing and description are regarded as illustrative in nature, and should not be construed as to the present invention
The limitation of claims.
Claims (7)
1. a kind of construction method of underground continuous wall, which comprises the following steps:
1), surveying setting-out；
2), construction of guide wall, the construction of guide wall specifically include surveying and locating, channel excavation, mode supporting steel rod binding, casting backfill and
Maintenance；
3), slurrying and adjustment；
4), continuous wall trench underground is constructed, and the continuous wall trench underground construction includes that trenching construction, the displacement of clear bottom and brush wall are applied
Work, grooving examination, fabrication of reinforcing cage installation；
5), connector, installation of embedded parts；
6), underwater concreting；
7), slot connector cutting is constructed；
8), waste pulp, wastewater treatment；
9), quality testing.
2. a kind of construction method of underground continuous wall according to claim 1, which is characterized in that measurement is put in the step 1)
Line is to carry out review measurement according to the cross-post of construction process requirement record and each stake site, after review is errorless, fills in pile extension note
Record；
It is with total station that axis point coordinate and X, Y direction pilot measurement is existing to construction according to design ground-connecting-wall center point coordinate data
, and it is made into permanent pile anchoring；
On the basis of permanent pile anchoring, each slot section line of demarcation is navigated to using steel ruler according to unit groove section division principle and leads wall bed course
On, the construction axis location point of ground-connecting-wall is accurately measured, by the accurate location measuring of each slot section to leading on wall bed course, reports management
Review uses after review is errorless, in this, as the benchmark of construction of guide wall and position detection.
3. a kind of construction method of underground continuous wall according to claim 1, which is characterized in that the wall of leading of the step 2) is applied
Work measurement uses polygonometric method；
Channel excavation in the step 2) uses 0.4m3Backacter excavates, and manually repairs slope, leading wall depth by design is
2200mm when digging 200mm above to designed elevation, using artificial clear bottom, repairs cell wall；
Mode supporting steel rod binding top surface in the step 2) pours 100mm C15 plain concrete cushion layer, and 1.2m wide leads wall reinforcing bar, mould
Plate is bound according to construction requirement, is installed, and pads reinforcing bar protection block in the lower section of slot bottom longitudinal reinforcement, wherein longitudinal reinforcement
Overlap joint take binding form, binding length is 500mm, and side wall formwork uses combined steel formwork, and laterally, longitudinal back cord selects
100 × 100mm flitch, and 2 cross-braces are added every 2.0m.
4. a kind of construction method of underground continuous wall according to claim 1, which is characterized in that use 2 in the step 4)
Platform hydraulic clamshell chute forming machine adds 4 Double-wheel milling construction diaphram walls；
Wherein, hydraulic grab grooving more than rock stratum is used；
When rock strength is higher, using diameter 1m, after the top fuller of weight 14t is hammered, then Double-wheel milling is used to carry out into rock
Drilling, self-control plane set-hammer carry out cell wall finishing, and chute forming machine carries out clear bottom.
5. a kind of construction method of underground continuous wall according to claim 1, which is characterized in that in underground in the step 5)
The connector of diaphragm wall excavation face side pre-buried concrete breast beam and anti-floating capping beam, waist rail are Φ 16x100mm connector, pressure
Top beam is Φ 22x200mm connector.
6. a kind of construction method of underground continuous wall according to claim 1, which is characterized in that concrete in the step 6)
It pours and pours frame using two, two conduits are poured simultaneously, and head envelope uses 1.6m3Small hopper, 8~12m3Concrete waggon
Directly toward continuous placing in hopper.
7. a kind of construction method of underground continuous wall according to claim 1, which is characterized in that applied in the step 8) often
A mud disposal system being made of pulper, cyclone, reciprocating sieve and slurry tank is arranged in work point.
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| CN201811200962.6A CN109137885A (en) | 2018-10-16 | 2018-10-16 | A kind of construction method of underground continuous wall |
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| CN201811200962.6A CN109137885A (en) | 2018-10-16 | 2018-10-16 | A kind of construction method of underground continuous wall |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110387874A (en) * | 2019-07-30 | 2019-10-29 | 杭州江润科技有限公司 | Diaphram wall and construction method |
| CN110409458A (en) * | 2019-07-22 | 2019-11-05 | 武汉一冶建筑安装工程有限责任公司 | Ultra-deep abnormal shape diaphram wall enters rock construction method |
| CN111335640A (en) * | 2020-03-19 | 2020-06-26 | 中国十七冶集团有限公司 | Construction method for preventing guide wall from sputtering floating slurry |
| CN111519679A (en) * | 2020-05-21 | 2020-08-11 | 中铁二十二局集团轨道工程有限公司 | Rapid grooving construction method for micro-weathering rock of diaphragm wall |
| CN114960619A (en) * | 2022-06-16 | 2022-08-30 | 中国五冶集团有限公司 | Underground continuous wall guide wall cover plate limiting device and construction method |
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| CN102691294A (en) * | 2012-05-15 | 2012-09-26 | 安宜建设集团有限公司 | Construction method of underground continuous wall |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110409458A (en) * | 2019-07-22 | 2019-11-05 | 武汉一冶建筑安装工程有限责任公司 | Ultra-deep abnormal shape diaphram wall enters rock construction method |
| CN110387874A (en) * | 2019-07-30 | 2019-10-29 | 杭州江润科技有限公司 | Diaphram wall and construction method |
| CN111335640A (en) * | 2020-03-19 | 2020-06-26 | 中国十七冶集团有限公司 | Construction method for preventing guide wall from sputtering floating slurry |
| CN111519679A (en) * | 2020-05-21 | 2020-08-11 | 中铁二十二局集团轨道工程有限公司 | Rapid grooving construction method for micro-weathering rock of diaphragm wall |
| CN114960619A (en) * | 2022-06-16 | 2022-08-30 | 中国五冶集团有限公司 | Underground continuous wall guide wall cover plate limiting device and construction method |
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Application publication date: 20190104 |