CN109518680A - A kind of construction of diaphragm wall structure and construction method - Google Patents
A kind of construction of diaphragm wall structure and construction method Download PDFInfo
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- CN109518680A CN109518680A CN201811200927.4A CN201811200927A CN109518680A CN 109518680 A CN109518680 A CN 109518680A CN 201811200927 A CN201811200927 A CN 201811200927A CN 109518680 A CN109518680 A CN 109518680A
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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
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Abstract
The invention discloses a kind of construction of diaphragm wall structure and construction method, including foundation reinforcing structure, the foundation reinforcing structure is formed at construction of diaphragm wall；Wall is led, the template for leading wall uses gang form, and the bottom for leading wall and wing plates on two sides perform 5cm thickness C20 concrete bed course；Construction has diaphragm wall connection structure between adjacent continuous wall.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 of diaphragm wall structure and construction method.
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 according to the construction of standard (national standard or professional standard) Lai Jinhang diaphragm wall, 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 structure and construction method.
To achieve the goals above, the invention provides the following technical scheme:
A kind of construction of diaphragm wall structure of the invention, comprising:
Foundation reinforcing structure, the foundation reinforcing structure are formed at construction of diaphragm wall；
Wall is led, the template for leading wall uses gang form, and the bottom for leading wall and wing plates on two sides perform 5cm thickness
C20 concrete bed course；
Construction has diaphragm wall connection structure between adjacent continuous wall.
Further, the foundation reinforcing structure includes the place stabilization zone formed by more cement mixing piles, described
The surrounding construction of place stabilization zone has the diaphragm wall；
The two sides of the diaphragm wall are formed with cell wall ruggedized construction；
The cell wall ruggedized construction passes through more cement mixing pile compositions；
Diaphragm wall installation foundation pit is formed between the cell wall ruggedized construction, it is described after the cell wall ruggedized construction construction
Diaphragm wall is placed in the diaphragm wall installation foundation pit.
Further, the stake of the cement mixing pile of the cement mixing pile and foundation reinforcing structure of the cell wall ruggedized construction is straight
Diameter is 0.5m.
Further, the wall of leading uses " ┓ ┏ " type monolithic reinforced concrete structure to lead wall, leads wall vertical depth 1.7m,
Thick 0.2m, the width for leading wall are 105cm.
Further, the diaphragm wall connection structure includes continuous wall connector structure and diaphragm wall seam construction；
The continuous wall connector structure uses I-shaped steel joint structure；
The diaphragm wall seam construction uses H profile steel seam construction.
Further, the continuous wall connector structure is welded using steel plate, and the weldering of the continuous wall connector structure
Seam is fillet weld, fillet weld size 12mm.
A kind of continuous wall construction method disclosed by the invention, including following construction procedure:
1), preparation of construction；
2), place ruggedized construction and the construction of cell wall ruggedized construction；
3), construction of guide wall；
4), reinforcing bar binding and concreting；
5), continuous wall trench is constructed, step 3) and 4) in lead after wall reaches design strength, carry out continuous wall trench construction,
The continuous wall trench construction is using hydraulic grab cell wall machine cooperation percussive drill using mud off using the side for first grabbing backlash
Method is constructed；
6), clear slot changes slurry brush wall processing；
7), reinforcing bar cage hoisting；
8), concreting；
9), earth excavation carries out earth excavation after diaphragm wall intensity reaches design standard.
Further, before the cement-soil stirring pile construction in the step 2) in place ruggedized construction and cell wall ruggedized construction
It answers first smooth location and carries out temporary drainage facility, sinking and promotion speed when control is stirred are promoted and subsidence velocity control
In 0.8~1.2m/min and 1.0~1.5m/min.
Further, the Φ 48mm steel pipe of leading wall behind and can squeeze into the step 3) in construction of guide wall carries out mud jacking and adds
Gu.
Further, in the step 5) continuous wall trench construction use two kinds of construction methods, respectively it is pure grab slot and
Grab the combination constructing method thereof that slot, impact drill, plane set-hammer repair hole.
In the above-mentioned technical solutions, construction of diaphragm wall structure and construction method provided by the invention have with following
Beneficial effect:
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 layout drawing of the foundation reinforcing structure of construction of diaphragm wall structure provided in an embodiment of the present invention；
Fig. 2 is a kind of constructing structure schematic diagram for leading wall of construction of diaphragm wall structure provided in an embodiment of the present invention；
Fig. 3 is a kind of connector and seam construction of the adjacent continuous wall of construction of diaphragm wall structure provided in an embodiment of the present invention
Effect picture；
Fig. 4 is a kind of construction flow chart of continuous wall construction method provided in an embodiment of the present invention.
Description of symbols:
1, foundation reinforcing structure；2, cell wall ruggedized construction；3, diaphragm wall installs foundation pit；4, cement mixing pile；5, wall is led；6,
First diaphragm wall；7, the second diaphragm wall.
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.
Referring to shown in Fig. 1 to Fig. 3；
A kind of construction of diaphragm wall structure of the invention, comprising:
Foundation reinforcing structure 1, foundation reinforcing structure 1 are formed at construction of diaphragm wall；
Wall 5 is led, leads the template of wall 5 using gang form, and leads the bottom of wall 5 and wing plates on two sides performs 5cm thickness C20 concrete
Bed course；
Construction has diaphragm wall connection structure between adjacent continuous wall.
Preferably, above-mentioned foundation reinforcing structure 1 includes the place stabilization zone formed by more cement mixing piles 4, field
The surrounding construction of ground stabilization zone has diaphragm wall；
The two sides of diaphragm wall are formed with cell wall ruggedized construction 2；
Cell wall ruggedized construction 2 is made up of more cement mixing piles 4；
Diaphragm wall installation foundation pit 3, after the construction of cell wall ruggedized construction, the diaphragm wall are formed between cell wall ruggedized construction 2
It is placed in diaphragm wall installation foundation pit 3.
Preferably, the cement mixing pile 4 of the cement mixing pile 4 and foundation reinforcing structure 1 of above-mentioned cell wall ruggedized construction 2
Stake diameter is 0.5m.
Cement mixing pile 4 answers first smooth location and carries out temporary drainage facility before constructing；Under when strict control being answered to stir
Heavy and promotion speed, lifting or sinking speed control is in 0.8~1.2m/min and 1.0~1.5m/min, to guarantee reinforcing scope
Interior each depth is sufficiently stirred；Using the method repeatedly whitewashed on a small quantity in deep-layer stirring construction, at least guarantee to stir three times
Whitewashing is mixed, while it is ensured that stirring number (no less than 2 times) again；Slurries, prepared slurry are prepared in strict accordance with the ratio of mud of design
Liquid must be sieved；Should conscientiously be recorded in construction practical mixing pile hole location, hole depth and underground obstacle in drilling, cave, water burst,
Not the case where leak and engineering geology report are not inconsistent, and take appropriate measures.
(1) cement uses 42.5 ordinary portland cement of P.O.
(2) in formation of pile, such as stop slurry for some reason and continue that pile extension must be overlapped when construction, pile extension length is no less than 0.5m；If
It shuts down more than 3h, grout pipe line should be dismantled, cleaned up, the piling beside former stake position.
(3) the reinforced material discarded in construction should not be discharged arbitrarily；The slurries overflowed in slurry jet agitation stake test pile should be timely
Recovery processing prevents pollution environment.
(4) cutting pile crown should not should influence pile integrity using the special equipments such as pile cutting machine, amputation pile crown.
(5) the match ratio mixing that slurries should be determining in strict accordance with component design and test, the slurries prepared should be uniform, no
It should isolate.
(6) when mixing pile construction, stopping pulp noodle should be higher than that 30~50cm of designed elevation.
Preferably, wall is led in the present embodiment, wall is led using " ┓ ┏ " type monolithic reinforced concrete structure, lead wall vertical depth
1.7m, thick 0.2m, the width for leading wall is 105cm.
Leading wall 5 is the temporary structure before grooving, but is played an important role to grooving.It leads 5 pairs of wall and holds givey ground surface soil
Play retaining wall, while as the benchmark of measurement, it is specified that the position of slot section, in the boundary for leading wall 5 and marking unit groove section
Line, also as measurement grooving absolute altitude, the benchmark of verticality and precision.Wall 5 is led also as the bearing of weight, such as rushes stake machine, reinforcing bar
The fulcrum that cage etc. is shelved, mud use can also be stored by leading wall 5, if geological conditions is bad, upper formation has thicker miscellaneous fill out
Soil, cell wall does not collapse and collapses when to guarantee that the stability for leading wall 5 and slot section are excavated, and leads wall 5 behind and can squeeze into Φ 48mm steel pipe and is pressed
Slurry is reinforced, and prevents slot section landslide spillage.Leading wall 5 is the key that guarantee that diaphram wall position is accurate and grooving quality, design are adopted
Wall is led with " ┓ ┏ " type monolithic reinforced concrete structure, leads wall 5 vertical depth 1.7m, thick 0.2m, 5 spacing of wall is led and considers to expand
Width is 105cm after 5cm.
It leads wall 5 to excavate using mini-excavator excavation, manual amendment cell wall, lead 5 bottom of wall and leads under 5 wing plates on two sides of wall
Perform 5cm thickness C20 concrete bed course.Template uses gang form, pours commerical ready-mixed concrete, poker vibrator is made firm by ramming closely knit.Lead wall 5
After demoulding, top and the bottom add 80*80 flitch to support between two panels leads wall immediately, upper and lower twice support level spacing 2m, and it is mixed to lead wall 5
Heavy-duty machinery is forbidden nearby to walk during solidifying soil maintenance, parked or operation.Level of ground water 1.5m should be higher by by leading 5 top surface of wall, with
Guarantee that mud face is higher by level of ground water >=1.0m in slot；Displacement and deformation must not be had by leading wall 5.
Select bentonite slurrying that can add CMC and soda ash etc. in right amount to improve the bonding capacity and specific gravity of mud.It is pure
Alkali only adds in calcium, magnesia bentonite, is not spiked in sodium bentonite construction.It is as follows to bentonitic technical requirements: fineness
200 mesh sieve margins are not more than 5%；Colloid is not less than 5%；Expansion multiple is not less than 10 times；Adsorbance is not more than 10%.Mud is matched
Than being determined finally by test.It is generally may be when just quasi-: bentonite, 8% or so of water weight；CMC, the 0.05% of water weight；
Dispersing agent, 0.3% or so of water weight.Match ratio is selected to carry out laboratory test, the performance of each stage mud according to geological condition
Mud property table should be met.
Mud production is stirred using slurry mixer, first dilutes CMC immersion in water, and stirring is being added by specified quantity
It is stirred together with bentonite, soda ash in cylinder, new stock tank is stored in after being stirred.For the effect for giving full play to mud, after mud stirring
Must be stored in 24 hours rears of new stock tank can be used.
The mud of trenching construction changes its technical indicator by soil pollution, should not be re-used for grooving shield
Wall.Therefore, the mud extracted out out of slot is introduced into sedimentation basin, by being pumped into mud pit after precipitating, then send to recycling in slot.
When the technical indicator of mud varies widely, such as specific gravity > 1.25, when viscosity > 50s, it is necessary to which discarded, discarded slurry uses
Closing vehicle is transported to designated place discharge.
Fresh mud will be stored in new stock tank more than for 24 hours, will be constantly with pump stirring during storage.It is wanted in use
Continuous measurement match ratio, it is ensured that the indices of mud are qualified.
For different stratum, mud is adjusted at any time, reaches the requirement of retaining wall, operation content is as follows:
(1) construction period, mud face necessarily is greater than 0.5~1m of level of ground water in slot section.
(2) under normal circumstances, guarantee that the performance indicator of mud is met the following requirements, specific gravity 1.04~1.25, viscosity 20~
24S, pH value 8-9, no specific aim.
Preferably, diaphragm wall connection structure includes continuous wall connector structure and diaphragm wall seam construction in the present embodiment；
Continuous wall connector structure uses I-shaped steel joint structure；
Diaphragm wall seam construction uses H profile steel seam construction.
Specifically, above-mentioned continuous wall connector structure is welded using steel plate, and the weld seam of continuous wall connector structure is
Fillet weld, fillet weld size 12mm.
(1) slot section setting-out: the measurement control stake point provided according to design drawing and owner accurately marks segmentation on leading wall
Mark line.
(2) common soil layer slot section is excavated
Common soil layer slot section, which is excavated, grabs native grooving using hydraulic grab cell wall machine, and standard cell section is taken three sequence grooving, first dug
Both sides, then dig centre.Verticality is surveyed in digging process, and is rectified a deviation in time.
1) after the positioning of hydraulic grab cell wall machine, grab bucket, which is parallel to, leads side within the walls, when grab bucket is transferred, voluntarily crashes into and leads wall
It is interior, do not allow strength to be pushed into, to guarantee grooving precision.
2) should not completely bucket cut the earth when soil layer grooving, i.e., every bucket cannot be crowded with the earthwork because soil in mud after squeezing,
It will affect quality of mud fluid, increase mud viscosity specific gravity.The grab bucket promotion of dress soil will slightly stop to when leading wall top face, wait upper mud of grabbing bucket
It after slurry drip is net, then is promoted to dregs and has bad luck vehicle, to prevent mud contamination place.Fall and leading the soil on wall clearly to outside slot, forbids
It shovels in slot.
3) during grab bucket is cut the earth, upper and lower lifting speed is slowly carried out, and grab bucket will also close bucket decentralization, and when excavation opens again
It opens, in order to avoid vortex is caused to wash away cell wall, causes the hole that collapses.
4) when grab bucket decentralization is cut the earth, the alignment of grab bucket center is put in the hole location center mark object led on wall, and along leading outside wall
Side wall decentralization guarantees that shoveling position is correct.
It is shown in Figure 4, a kind of continuous wall construction method disclosed by the invention, including following construction procedure:
1), preparation of construction；
2), place ruggedized construction 1 and cell wall ruggedized construction 2 are constructed；
3) construction of wall 5, is led；
4), reinforcing bar binding and concreting；
5), continuous wall trench is constructed, step 3) and 4) in lead after wall reaches design strength, carry out continuous wall trench construction,
Continuous wall trench construction using hydraulic grab cell wall machine cooperation percussive drill using mud off using first grab the method for backlash into
Row construction；
6), clear slot changes slurry brush wall processing；
7), reinforcing bar cage hoisting；
8), concreting；
9), earth excavation carries out earth excavation after diaphragm wall intensity reaches design standard.
Specifically, levelling of the land cell wall carries out leading the positioning of wall, excavation and reinforcing bar binding and concreting after reinforcing, to
When leading wall and reaching design strength, continuous wall trench construction is adopted using hydraulic grab cell wall machine cooperation percussive drill using mud off
It is constructed with the method for first grabbing backlash, i.e., first uses the grooving of cell wall machine, use percussive drill instead when if can not excavate to rock stratum grab bucket
Punching grooving.High-quality bentonite mixing mud off is used when grooving, is stored 24 hours or more and can be used after mud mixing, ground
Lower diaphragm wall is constructed using job-hopping method, and adjacent slot section concrete intensity, which reaches 70% or more design strength, to be excavated.At
Clear slot is carried out after the completion of slot and changes slurry brush wall processing, is carried out reinforcing bar cage hoisting after qualification to be processed, is carried out concreting after lifting,
Ground-connecting-wall carries out earth excavation after reaching design strength.
Preferably, before the cement-soil stirring pile construction in above-mentioned step 2) in place ruggedized construction and cell wall ruggedized construction
It answers first smooth location and carries out temporary drainage facility, sinking and promotion speed when control is stirred are promoted and subsidence velocity control
In 0.8~1.2m/min and 1.0~1.5m/min.
Preferably, the Φ 48mm steel pipe of leading wall 5 behind and can squeeze into led in above-mentioned step 3) in the construction of wall 5 carries out mud jacking
It reinforces.
Preferably, in above-mentioned step 5) continuous wall trench construction use two kinds of construction methods, respectively it is pure grab slot and
Grab the combination constructing method thereof that slot, impact drill, plane set-hammer repair hole.
It using the clear slot of the precipitation method, i.e., carries out after slot bottom sediment is directly excavated in grab bucket, fails further to remove grab bucket
The tiny native slag excavated.Clear slot uses Dg100 air lift, is suspended in midair by crane into slot, air compressor conveying compression is empty
Gas is absorbed with midge crossover-circulating type method and is deposited on the wide soil quarrel mud of slot bottom.
When clear slot starts, crane suspention air lift enters slot, and the suction pipe for hanging air lift cannot be put into quickly
Slot bottom depth first carries out examination suction at from 1~2m of slot bottom, prevents the suction inlet of dredging tube to be trapped into native slag and block dredging tube.
When clear bottom, dredging tube from the superficial to the deep will make the horn mouth of air lift in slot section length range from slot bottom
Left and right moves up and down at 0.5m, absorbs trench bottom soil slag mud.
The continuity that slurry is the clear slot operation of the precipitation method is changed, native slag is no longer sucked out when air lift is moved back and forth in trench bottom,
When surveying the heavy quarrel thickness of slot bottom and being less than 10cm, mobile air lift can be stopped, starting to replace trench bottom and do not meet quality and want
The mud asked.After descending reinforcing cage, the clear slot of displacement method is used if slot bottom mud is unqualified.
Whether clear slot changes slurry qualified, is subject to sampling test, when being often incremented by each sample point at 5m depth and slot bottom in slot
After mud sampling test data all meets set quota, clear bottom changes slurry and just calculates qualification.It additionally should ensure that slurry is changed 1 hour in clear bottom
Afterwards, mud balance is not more than 1.2 in slot bottom 200mm height.
It is changed in slurry overall process in clear slot, controls midge amount and mend the balance of slurry amount, mud cannot be allowed to overflow outside slot or allow
Pulp noodle, which are fallen on, leads wall top face or less 30cm.
Connector connection construction quality is directly related to ground-connecting-wall waterproof effect, after construction when row width, to closure width section and
Connection width section should carry out connector processing, carry out brush wall with brush wall device, and brush wall reciprocal time should be no less than 30 times, guarantee connector matter
Amount, and carry out especially construction original record.Brush wall is first slightly brushed with steel plate surface, then is carefully brushed with steel wire face, and brush wall is reciprocal
Number is no less than 30 times, is not easy to brush the clean brush wall number of increase according to the actual situation individually, until brush wall brush to no mud
Until skin.
Mud, silt clay and the ballast just dug out allows quick lime to inhale using mixing with a certain number of quick limes
After receiving a large amount of moisture, vehicle flowrate hour is made full use of, with common dump truck spoir to specified spoil ground.It is taken for waste pulp
Mud-water separation is unearthed in the form of dregs.
In the above-mentioned technical solutions, construction of diaphragm wall structure and construction method provided by the invention have with following
Beneficial effect:
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 (10)
1. a kind of construction of diaphragm wall structure characterized by comprising
Foundation reinforcing structure (1), the foundation reinforcing structure (1) are formed at construction of diaphragm wall；
It leads wall (5), the template for leading wall (5) uses gang form, and the bottom for leading wall (5) and wing plates on two sides perform
5cm thickness C20 concrete bed course；
Construction has diaphragm wall connection structure between adjacent continuous wall.
2. a kind of construction of diaphragm wall structure according to claim 1, which is characterized in that foundation reinforcing structure (1) packet
The place stabilization zone formed by more cement mixing piles (4) is included, the surrounding construction of the place stabilization zone has the diaphragm wall；
The two sides of the diaphragm wall are formed with cell wall ruggedized construction (2)；
The cell wall ruggedized construction (2) passes through more cement mixing pile (4) compositions；
Diaphragm wall installation foundation pit (3) is formed between the cell wall ruggedized construction (2), after cell wall ruggedized construction (2) construction,
The diaphragm wall is placed in diaphragm wall installation foundation pit (3).
3. a kind of construction of diaphragm wall structure according to claim 2, which is characterized in that the cell wall ruggedized construction (2)
The stake diameter of the cement mixing pile (4) of cement mixing pile (4) and foundation reinforcing structure (1) is 0.5m.
4. a kind of construction of diaphragm wall structure according to claim 1, which is characterized in that described to lead wall (5) useType monolithic reinforced concrete structure leads wall, leads wall (5) vertical depth 1.7m, thick 0.2m, the width for leading wall (5)
For 105cm.
5. a kind of construction of diaphragm wall structure according to claim 1, which is characterized in that the diaphragm wall connection structure includes
Continuous wall connector structure and diaphragm wall seam construction；
The continuous wall connector structure uses I-shaped steel joint structure；
The diaphragm wall seam construction uses H profile steel seam construction.
6. a kind of construction of diaphragm wall structure according to claim 5, which is characterized in that the continuous wall connector structure uses
Steel plate is welded, and the weld seam of the continuous wall connector structure is fillet weld, fillet weld size 12mm.
7. a kind of continuous wall construction method, which is characterized in that including following construction procedure:
1), preparation of construction；
2), place ruggedized construction (1) and cell wall ruggedized construction (2) construction；
3) wall (5) construction, is led；
4), reinforcing bar binding and concreting；
5), continuous wall trench is constructed, step 3) and 4) in lead after wall (5) reaches design strength, carry out continuous wall trench construction, institute
It states continuous wall trench construction and the method for first grabbing backlash is used using mud off using hydraulic grab cell wall machine cooperation percussive drill
It constructs；
6), clear slot changes slurry brush wall processing；
7), reinforcing bar cage hoisting；
8), concreting；
9), earth excavation carries out earth excavation after diaphragm wall intensity reaches design standard.
8. a kind of continuous wall construction method according to claim 7, which is characterized in that place reinforces knot in the step 2)
First smooth location is answered before cement-soil stirring pile construction in structure (1) and cell wall ruggedized construction (2) and carries out temporary drainage facility, is controlled
Sinking and promotion speed when system stirring, are promoted and subsidence velocity control is in 0.8~1.2m/min and 1.0~1.5m/min.
9. a kind of continuous wall construction method according to claim 7, which is characterized in that lead wall (5) in the step 3) and apply
Φ 48mm steel pipe of leading wall (5) behind and can squeeze into work carries out grouting reinforcement.
10. a kind of continuous wall construction method according to claim 7, which is characterized in that in the step 5) diaphragm wall at
Slot construction uses two kinds of construction methods, respectively pure to grab slot and grab the combination constructing method thereof that slot, impact drill, plane set-hammer repair hole.
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| CN201811200927.4A CN109518680A (en) | 2018-10-16 | 2018-10-16 | A kind of construction of diaphragm wall structure and construction method |
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| CN201811200927.4A CN109518680A (en) | 2018-10-16 | 2018-10-16 | A kind of construction of diaphragm wall structure and construction method |
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