CN109537576A - Diaphram wall chance alters the strong runoff solution cavity construction of Lian Shifu sand and a kind of continuous underground wall structure - Google Patents
Diaphram wall chance alters the strong runoff solution cavity construction of Lian Shifu sand and a kind of continuous underground wall structure Download PDFInfo
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- CN109537576A CN109537576A CN201811612113.1A CN201811612113A CN109537576A CN 109537576 A CN109537576 A CN 109537576A CN 201811612113 A CN201811612113 A CN 201811612113A CN 109537576 A CN109537576 A CN 109537576A
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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
- E02D5/20—Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
Abstract
The present invention relates to a kind of diaphram wall chances to alter the strong runoff solution cavity construction of Lian Shifu sand, comprising: S10, in the two sides for the proposed diaphram wall for passing through solution cavity be provided with the wall for grouting of at least twice, solution cavity space of the wall for grouting through solution cavity and between adjacent wall for grouting is confined space to be filled；S20, filling are located at the confined space between each wall for grouting of the same side；S30, construction of diaphragm wall.In addition, the invention further relates to a kind of continuous underground wall structures, it includes the continuous wall across solution cavity, continuous wall two sides are respectively provided with the wall for grouting of at least twice, wall for grouting runs through solution cavity, solution cavity space between adjacent wall for grouting is confined space to be filled, and the confined space between each wall for grouting of the same side is filled with filler.Cement grout is lost when the construction and continuous underground wall structure not only can effectively prevent solution cavity filling processing, but also is located at the solution cavity in proposed construction of diaphragm wall region without filling, improves construction efficiency.
Description
Technical field
The present invention relates to construction engineering technical fields, alter the strong runoff of Lian Shifu sand more particularly to a kind of diaphram wall chance
Solution cavity construction and a kind of continuous underground wall structure.
Background technique
Diaphram wall is that foundation engineering uses a kind of trench machine on the ground, along all side axis of deep excavation project
Line excavates out a long and narrow deep trouth under the conditions of mud off, after clear slot, steel reinforcement cage is hung in slot, then uses tremie method
Underwater concreting with tremie method builds up a unit groove section, so carries out paragraph by paragraph, builds up continuous reinforced concrete wall together in underground
Wall, as intercept water, antiseepage, load-bearing, water-retaining structure.This law feature is: Construction Vibration is small, and wall stiffness is big, good integrity, construction
Speed is fast, can save the cubic metre of earth and stone, can be used in intensive building building deep foundation pit support and carries out reverse construction, can be used for various
Under geological conditions, including construction etc. in sandy soil layer, partial size 50mm sandy gravel stratum below.
The regional geologies complicated conditions such as western big smooth husky, northern Jiahe to the new airport in Guangzhou, with shallow embedding hiding type limestone
Based on area, water resource is abundant, and level of ground water is generally higher and half filling solution cavity based on sandstone gathers.In this complicated geological item
Under part, construction of diaphragm wall grooving is more difficult.Also, if the jet-bedding construction of diaphram wall is directly carried out, easily there is mud
The case where slurry loss or collapse hole, it is difficult to guarantee construction quality.It therefore, generally can be right before the jet-bedding construction of diaphram wall
Solution cavity is handled.
But under above-mentioned complex geological condition, using existing karst cave treatment means, effect is more undesirable,
Reason is: under rich water high flow rate, solely cement grouting, cement mortar, plain concrete come closely knit solution cavity, cement slurry easily with
Dynamic underground water in solution cavity is lost, and is extremely difficult to the effect of filling solution cavity.
Currently, Chinese Patent Application No. 201710602537.9 discloses limestone cave in a kind of construction of diaphragm wall
The closed construction method of cell wall, referring to Fig. 1, Fig. 1 is the closed constructing structure of limestone cave cell wall in construction of diaphragm wall
Schematic diagram, the construction method specifically include step: (one) sets prospecting hole 1, investigates solution cavity situation；(2) grouting is set
Hole: single liquid grout hole 2 is set at nearly 10 position two sides interval of diaphragm wall；Two-shot grouting is set in single 2 outside spacers of liquid grout hole
Hole 3；(3) two fluid grouting is perfused in solution cavity by two-shot grouting hole 3: the two fluid grouting is cement: water: waterglass mixing
Slurries enclose in solution cavity and cover continuous curtain wall area out；(4) single fluid grouting is perfused in solution cavity by single liquid grout hole 2: the list liquid
Slip casting, that is, cement slurry, area can be dug by forming diaphragm wall in 10th area of diaphragm wall；(5) paddle effect detection is infused.The technique of the construction method is former
Reason is that the diaphragm wall 10 dug in advance is surrounded to form continuous curtain wall area by two fluid grouting, is then filled out by single fluid grouting
Fill the solution cavity in continuous curtain wall area.
Although the closed construction method of limestone cave cell wall does not need to take out entire solution cavity in construction of diaphragm wall
Empty and grout filling processing, but for the diaphram wall for passing through solution cavity, the diaphragm wall which will dig in advance
Solution cavity in area hollows out again again after having filled, and not only wastes for filling the pre- cement slurry for digging solution cavity in diaphragm wall area,
And reduce construction efficiency.
Summary of the invention
Based on this, the object of the present invention is to provide a kind of diaphram wall chances to alter the strong runoff solution cavity construction of Lian Shifu sand
Engineering method and a kind of continuous underground wall structure, can not only be effectively prevented under the strong runoff solution cavity geological conditions of tandem richness sand into
Row fills mortar or the cement grout of plain concrete solution cavity filling processing is lost, and is located at proposed diaphram wall without filling and applies
Solution cavity in the domain of work area helps to improve construction efficiency, economizes on resources.
A kind of diaphram wall chance alters the strong runoff solution cavity construction of Lian Shifu sand, includes the following steps:
S10, it is provided with the wall for grouting of at least twice in the two sides for the proposed diaphram wall for passing through solution cavity, it is described only to starch
Wall runs through solution cavity, and the solution cavity space between adjacent wall for grouting is confined space to be filled；
S20, filling are located at the confined space between each wall for grouting of the same side；
S30, construction of diaphragm wall.
Compared with the existing technology, it is logical to alter the strong runoff solution cavity construction of Lian Shifu sand for diaphram wall chance of the present invention
It crosses wall for grouting to be surrounded the solution cavity of proposed diaphram wall two sides, effectively prevent in the strong runoff solution cavity geology of tandem richness sand
Under the conditions of, it carries out filling mortar or the cement grout of plain concrete solution cavity filling processing is lost.Then, by effectively filling at filling
The tandem richness sand solution cavity rich in dynamic underground water inside and outside proposed diaphram wall is managed, helps to prevent diaphram wall
The case where appearance mud loss or collapse hole during grooving.In addition, this construction is without filling entire solution cavity, without filling out
Fill the solution cavity space being located in proposed construction of diaphragm wall region, it is only necessary to the solution cavity of proposed diaphram wall two sides is filled,
Construction efficiency is helped to improve, is conducive to economize on resources, reduces cost.
Further, the step S10 specifically comprises the following steps:
S11, at least two rows of sleeve valve barrel grouting points is marked in the two sides for the proposed diaphram wall for passing through solution cavity；
S12, the drilling of sleeve valve barrel grouting point；
S13, the mini-valve tube that housing geotechnical fabric bag is transferred to sleeve valve barrel grouting hole；
S14, to sleeve valve barrel grouting, be affixed after adjacent geotechnical fabric bag slip casting to form wall for grouting.
By adopting the above technical scheme, mini-valve tube can carry out slip casting in the state that pressure, dosage, position are controllable, be convenient for
Control；Upper geotechnical fabric bag is covered to mini-valve tube in the depth bounds of solution cavity, the cement grout of injection can be prevented with Loss in Runoff.
Further, the tensile strength of the geotechnical fabric bag and suture strength are greater than 15kN/m.
By adopting the above technical scheme, facilitate to prevent from damaging geotechnical fabric bag in work progress.
Further, the geotechnical fabric bag is following on solution cavity respectively extends at least 50 centimetres.
By adopting the above technical scheme, it is ensured that pre-filled solution cavity region is enclosure space, helps to prevent cement flow
It loses.
Further, in step S15, if when the case where encountering that grouting amount is excessive or slip casting difficult injection, using interval
The method of slip casting simultaneously carries out secondary grouting after health 24 hours after the solidification of injection slurry for the first time again.
By adopting the above technical scheme, it helps to ensure that the slip casting effect of mini-valve tube, and then is effectively prevented cement flow
It loses.
Further, the step S20 specifically comprises the following steps:
S21, confined space filling point is marked between the wall for grouting for being located at the same side；
S22, the drilling of confined space filling point；
S23, steel pipe under hole is filled to confined space；
S24, filler poured into spacing by steel pipe on one side, extracts steel pipe on one side.
Further, when solution cavity is half filling solution cavity, the filler is cement mortar.
Further, when solution cavity is without filling solution cavity, the filler is underwater concrete.
A kind of continuous underground wall structure is constructed in in the strong runoff solution cavity ground of the company's of altering formula fat sand comprising pass through molten
The continuous wall in hole, the continuous wall two sides are respectively provided with the wall for grouting of at least twice, and the wall for grouting runs through solution cavity, adjacent
Solution cavity space between wall for grouting is confined space to be filled, the confined space filling between each wall for grouting of the same side
There is filler.
Compared with the existing technology, continuous underground wall structure of the present invention passes through wall for grouting for proposed diaphram wall two
The solution cavity of side is surrounded, and is effectively prevent under the strong runoff solution cavity geological conditions of tandem richness sand, carries out filling mortar or plain coagulation
The cement grout of native solution cavity filling processing is lost.Then, it is handled inside and outside proposed diaphram wall by effectively filling filling
The tandem richness sand solution cavity rich in dynamic underground water, help to prevent the appearance mud loss during continuous wall trench underground
Or the case where collapse hole.In addition, this construction is located at proposed construction of diaphragm wall without filling entire solution cavity, without filling
Solution cavity space in region, it is only necessary to which the solution cavity for filling proposed diaphram wall two sides helps to improve construction efficiency, is conducive to
It economizes on resources, reduces cost.
Further, the wall for grouting includes several mini-valve tube, and the mini-valve tube runs through solution cavity, the mini-valve tube vertically
Be arranged geotechnical fabric bag outside the part in solution cavity, the mini-valve tube to adjacent geotechnical fabric bag after geotechnical fabric bag slip casting be affixed with
Form wall for grouting；The geotechnical fabric bag is following on solution cavity respectively to extend at least 50 centimetres；The tensile strength of the geotechnical fabric bag
It is greater than 15kN/m with suture strength；The bottom end and top of the geotechnical fabric bag are fastened with 18# iron wire around six circles solid；From the soil
The bottom end of work mould bag starts, and geotechnical fabric bag is bound on mini-valve tube around four circles using 14# iron wire every 1.5m~2m, is each tied up
Midpoint between tying point is the pulp point of mini-valve tube；When solution cavity is half filling solution cavity, filler is cement mortar；Work as solution cavity
When for without filling solution cavity, filler is underwater concrete.
By adopting the above technical scheme, upper 1~2 high strength textile geotechnical fabric bag is covered outside mini-valve tube, will inject mini-valve tube
The flow range of slurries controls in geotechnical fabric bag, efficiently reduces the loss of slurries during slip casting, then, passes through thin wire
Geotechnical fabric bag is fixed on mini-valve tube to form outside slip casting valve, helps to control slip casting process；Geotechnical fabric bag is in solution cavity
Upper following respectively at least 50 centimetres of extension, it is ensured that pre-filled solution cavity region is enclosure space, helps to prevent cement flow
It loses；The tensile strength and suture strength of geotechnical fabric bag are greater than 15kN/m, help to prevent from damaging geotechnical fabric bag in work progress；Soil
The bottom end and top of work mould bag are fastened admittedly with 18# iron wire around six circles, and slip casting process geotechnical fabric bag both ends is effectively prevent to open；From
The bottom end of the geotechnical fabric bag starts, and geotechnical fabric bag is bound on mini-valve tube around four circles using 14# iron wire every 1.5m~2m,
Midpoint between each binding point is the pulp point of mini-valve tube, before geotechnical fabric bag slip casting, it is ensured that geotechnical fabric bag will not unclamp；
During geotechnical fabric bag slip casting, it is ensured that geotechnical fabric bag can strut 14# iron wire.
In order to better understand and implement, the invention will now be described in detail with reference to the accompanying drawings.
Detailed description of the invention
Fig. 1 is the closed constructing structure schematic diagram of limestone cave cell wall in construction of diaphragm wall；
Fig. 2 is that diaphram wall of the present invention meets the flow chart for altering the strong runoff solution cavity construction of Lian Shifu sand；
Fig. 3 is the structural schematic diagram using continuous underground wall structure of the present invention；
Fig. 4 is the cross-sectional view of A-A in Fig. 3；
Fig. 5 is the cross-sectional view of B-B in Fig. 3；
Fig. 6 is the structural schematic diagram of mini-valve tube；
Fig. 7 is the slip casting process schematic of mini-valve tube；
Detailed description of the invention:
1, earth's surface；2, solution cavity；21, sealing space；3, continuous wall；4, mini-valve tube；41, taper plug；42, floral tube；
421, slurry hole is penetrated；422, rubber sleeve valve；43, real pipe；5, geotechnical fabric bag；51, thin wire；6, pouring hole.
Specific embodiment
Diaphram wall chance of the present invention alters strong 2 construction of runoff solution cavity of Lian Shifu sand and a kind of diaphram wall knot
The technological principle of structure are as follows: using a kind of 4 slurry injection technique of mould bag mini-valve tube inside and outside the proposed diaphram wall for passing through solution cavity 2
42.5R ordinary portland cement slurry is filled, it is inside and outside respectively to complete double dense grouting column, constitute double wall for grouting；After 14 days, diameter is used
The steel pipe of 100mm is inserted into solution cavity 2, is more than that the top of solution cavity 2 is no less than 1.0m, pour into cement mortar (filling solution cavity for half) or
Underwater concrete (for without filling solution cavity), until filling up the solution cavity 2 between double wall for grouting；Fill cement mortar or underwater coagulation
After soil, 14 day age is reserved, then carry out the slot grooving of diaphram wall.
The present invention will be described in detail respectively with reference to the accompanying drawing, and the diaphram wall chance alters the strong runoff solution cavity 2 of Lian Shifu sand
Construction and a kind of continuous underground wall structure.
A kind of diaphram wall chance alters strong 2 construction of runoff solution cavity of Lian Shifu sand, referring to fig. 2 to Fig. 7, the construction
Include the following steps:
S00,2 condition survey of solution cavity；
S10, it is provided with the wall for grouting of at least twice in the two sides for the proposed diaphram wall for passing through solution cavity 2, it is described to stop
It starches wall and runs through solution cavity 2, and 2 space of solution cavity between adjacent wall for grouting is confined space 21 to be filled；
S20, filling are located at the confined space 21 between each wall for grouting of the same side；
S30, proposed construction of diaphragm wall.
Referring to fig. 2, step S00 specifically comprises the following steps:
S01, " physical prospecting+advance drilling ", which are prospected, looks into solution cavity 2, quicksand situation；
Specifically, prospecting hole is set in the axis of proposed diaphram wall and periphery using boring method, determines point of solution cavity 2
Cloth position and size judge groundwater environment locating for solution cavity 2 and watery；
S02, surveying and locating；
Specifically, surveyor determines the center of solution cavity 2 according to the coordinate for representing drilling on solution cavity 2 to be processed, performs
Label, the ground elevation before measurement construction, and build to face nearby according to setting-out result and set, equipment is transported, determines placing of material field
Institute.
Specifically comprise the following steps: referring to fig. 2 to Fig. 7, step S10
S11, at least two rows of sleeve valve barrel grouting points is marked in the two sides for the proposed diaphram wall for passing through solution cavity 2；
Specifically, the mini-valve tube note that the earth's surface 1 in the two sides for the proposed diaphram wall for passing through solution cavity 2 marks
Point is starched, is parallel to proposed diaphram wall with the sleeve valve barrel grouting point equidistantly distributed of row, and with the sleeve valve barrel grouting point arranged
Axial direction；
S12, the drilling of sleeve valve barrel grouting point；
Specifically, it is drilled using geological drilling rig in sleeve valve barrel grouting point, transfers casing on earth in drilling；Mini-valve tube note
It starches hole and runs through solution cavity 2, which is axially perpendicular to earth's surface 1, wherein returned for compared with Soft Soil Layer using alloy drilling tool
Turn drilling method pore-forming, uses pneumatic down hole hammer percussion drilling for hard stratum and broken rock；Also, it is covered using Φ 108mm
Pipe carries out guard aperture to sleeve valve barrel grouting hole；
S13, the mini-valve tube 4 that housing geotechnical fabric bag 5 is transferred to sleeve valve barrel grouting hole；
Specifically, upper 1~2 high strength textile geotechnical fabric bag 5 is covered outside mini-valve tube 4, will inject the stream of the slurries of mini-valve tube 4
Dynamic scope control efficiently reduces the loss of slurries during slip casting in geotechnical fabric bag 5；It then, will be native by thin wire 51
Work mould bag 5 is fixed on mini-valve tube 4 to form outside slip casting valve；Finally, transferring mini-valve tube 4 to sleeve valve barrel grouting hole, as far as possible
Make the axis of mini-valve tube 4 and the axis coaxle in sleeve valve barrel grouting hole；
More specifically, mini-valve tube 4 includes taper plug 41, floral tube 42, real pipe 43, taper plug 41 is fixed at floral tube
42 bottom end, real pipe 43 are fixed at the top of floral tube 42；Wherein, floral tube 42 is drilled with one group (6 to 8 holes) every 33cm and penetrates
Hole 421 is starched, this penetrates slurry hole 421 in quincunx laying, this is penetrated slurry hole 421 and is blocked by rubber sleeve valve 422, when slip casting pressurization,
Cement slurry breaks through rubber sleeve valve 422 from slurry hole 421 is penetrated to inject in geotechnical fabric bag 5；During lower mini-valve tube 4, interior fill is managed
Enter clear water and overcome buoyancy, make the floral tube 42 of mini-valve tube 4 down toward bottom hole, the floral tube 42 of mini-valve tube 4 is each beyond the top of solution cavity 2 circle, bottom circle
The real pipe 43 of 0.2m, mini-valve tube 4 extend to above the ground from the top circle of solution cavity 2；
In addition, the tensile strength and suture strength of geotechnical fabric bag 5 need to be greater than 15kN/m in practice of construction；Geotechnical fabric bag 5
Overall length it is preferably at least 1.0m longer than unfavorable geologies such as the height of solution cavity 2 or drifting sand layers, geotechnical fabric bag 5 is in solution cavity 2 or drifting sand layer
Equal unfavorable geologies respectively extend at least 50cm up and down, in the present embodiment, geotechnical fabric bag 5 solution cavity 2 or drifting sand layer etc. poorly
Matter respectively extends 50cm up and down；It is fastened admittedly with 18# iron wire around six circles on the bottom end of geotechnical fabric bag 5 and top, effectively prevent infusing
Slurry process mould bag both ends are opened, and since the bottom end of geotechnical fabric bag 5, every 1.5m~2m using 14# iron wire around four circle handles
Geotechnical fabric bag 5 is bound on mini-valve tube 4, and the midpoint between each binding point is the pulp point of mini-valve tube 4；
S14, to 4 slip casting of mini-valve tube, be affixed after adjacent 5 slip casting of geotechnical fabric bag to form wall for grouting；
Specifically, cement slurry is first prepared, cement slurry uses striaght cement slurries, and the ratio of mud is 0.6~0.8, and cement slurry uses
P.042.5R cement；When preparation, cement and clean water are added in agitator, measured using weighing or marked on agitator
Water consumption estimates the volumetric method control water consumption of line, in addition, being stirred using high-speed mixer, mixing time is not less than 3min, makes
It is stirred with normal agitation machine, mixing time is not less than 5min；Sieving processing is carried out after the completion of cement slurry stirring, then places into storage
It starches in cylinder in case slip casting, and cement slurry should control in four hours from being prepared into the time being finished；
Specifically, during slip casting, grouting pressure is no more than l.0MPa；In addition, if encounter grouting amount it is excessive or
The method that interval slip casting can be used of the more difficult injection of slip casting carries out secondary grouting after the solidification of injection slurry for the first time and health for 24 hours again.
Referring to fig. 2 to Fig. 7, solidified to the cement slurry in proposed diaphram wall in the twice mini-valve tube 4 in outside by 5 days
After age, step S20 is carried out, step S20 specifically comprises the following steps:
S21, confined space filling point is marked between the wall for grouting for being located at the same side；
S22, the drilling of confined space filling point；
S23, steel pipe under hole is filled to confined space；
S24, filler poured into spacing by steel pipe on one side, extracts steel pipe on one side.
Specifically, when solution cavity 2 is half filling solution cavity 2, the filler is cement mortar；When solution cavity 2 is molten without filling
When hole 2, the filler is underwater concrete.In addition, cement injection mortar or the inspection injected hole on underwater concrete periphery
As gas vent, after the completion of cement mortar or underwater concrete construction, slip casting closing.
Referring to fig. 2 to Fig. 7, by the filling of the strong runoff solution cavity 2 of serially connected rich sand of the above proposed diaphram wall two sides
Processing, after 14 day age, then carries out proposed construction of diaphragm wall.The fullness coefficient that live diaphram wall pours regards soil property
Depending on situation, and it should control in the range of 1.05~1.40.
In addition, the present invention also provides a kind of continuous underground wall structure built using above-mentioned construction, which connects
Continuous wall construction is constructed in the continuous underground wall structure in strong 2 ground of runoff solution cavity of the company's of altering formula fat sand, referring to fig. 2 to Fig. 7, is wrapped
Include earth's surface 1, the solution cavity 2 below earth's surface 1, across the continuous wall 3 of solution cavity 2.Continuous 3 two sides of wall are respectively provided at least twice
Wall for grouting, wall for grouting runs through solution cavity 2, and 2 space of solution cavity between adjacent wall for grouting is confined space 21 to be filled, is located at
Confined space 21 between each wall for grouting of the same side is filled with filler.
Referring to fig. 2 to Fig. 7, wall for grouting includes several mini-valve tube 4, and mini-valve tube 4 is equally spacedly distributed in earth's surface 1, and
Mini-valve tube 4 extends vertically through solution cavity 2.It is arranged geotechnical fabric bag 5 outside the part that mini-valve tube 4 is located in solution cavity 2, mini-valve tube 4 is to geotechnological mould
After 5 slip castings of bag, adjacent geotechnical fabric bag 5 is affixed to form wall for grouting.
Specifically, mini-valve tube 4 includes taper plug 41, floral tube 42, real pipe 43, and taper plug 41 is fixed at floral tube 42
Bottom end, real pipe 43 is fixed at the top of floral tube 42；Wherein, floral tube 42 is drilled with one group (6 to 8 holes) every 33cm and penetrates slurry
Hole 421, this penetrates slurry hole 421 in quincunx laying, this is penetrated slurry hole 421 and is blocked by rubber sleeve valve 422, when slip casting pressurization, water
Mud breaks through rubber sleeve valve 422 from slurry hole 421 is penetrated to inject in geotechnical fabric bag 5.In addition, in the actual construction process, mini-valve tube 4
Floral tube 42 push up boundary, each 0.2m in bottom circle beyond solution cavity 2, the real pipe 43 of mini-valve tube 4 extends to above earth's surface 1 from the top circle of solution cavity 2.
Specifically, it is fastened admittedly with 18# iron wire around six circles on the bottom end of geotechnical fabric bag 5 and top, effectively prevent slip casting
Cheng Mo bags of both ends are opened, and since the bottom end of geotechnical fabric bag 5, are enclosed around four geotechnique every 1.5m~2m using 14# iron wire
Mould bag 5 is bound on mini-valve tube 4, and the midpoint between each binding point is the pulp point of mini-valve tube 4.In addition, in practice of construction
In, the tensile strength and suture strength of geotechnical fabric bag 5 need to be greater than 15kN/m；The overall length of geotechnical fabric bag 5 is preferably than 2 height of solution cavity
Or the long at least 1.0m of the unfavorable geologies such as drifting sand layer, geotechnical fabric bag 5 respectively extend to up and down in the unfavorable geologies such as solution cavity 2 or drifting sand layer
Few 50cm, in the present embodiment, geotechnical fabric bag 5 respectively extends 50cm in the unfavorable geologies such as solution cavity 2 or drifting sand layer up and down.
Specifically, the pouring hole 6 equidistantly arranged is provided between each wall for grouting of the same side, the pouring hole 6 is from ground
Table 1 extends to solution cavity 2.In actual operation, it is inserted into solution cavity 2 with the steel pipe of diameter 100mm by pouring hole 6, steel pipe is super
It crosses top margin and is no less than 1.0m.Then, filler is poured into solution cavity 2 by steel pipe.When solution cavity 2 is half filling solution cavity 2, filler
For cement mortar；When solution cavity 2 is without filling solution cavity 2, filler is underwater concrete.
Compared with the existing technology, diaphram wall of the present invention chance alter strong 2 construction of runoff solution cavity of Lian Shifu sand and
Continuous underground wall structure of the present invention has the advantages that
1, the solution cavity 2 of proposed diaphram wall two sides is surrounded by wall for grouting, is effectively prevent in tandem richness sand
Under strong 2 geological conditions of runoff solution cavity, carries out filling mortar or the cement grout of the filling processing of plain concrete solution cavity 2 is lost；
2, by effectively filling the tandem rich in dynamic underground water inside and outside the proposed diaphram wall of filling processing
Rich sand solution cavity 2, the case where helping to prevent the appearance mud loss or collapse hole during continuous wall trench underground；
3, mini-valve tube 4 can carry out slip casting in the state that pressure, dosage, position are controllable, convenient for control；
4, in the depth bounds of solution cavity 2 to 4 sets of mini-valve tube upper geotechnical fabric bags 5, can prevent the cement grout injected with
Loss in Runoff；
5, operating condition is created for the mud off grooving of proposed diaphram wall, is suitable for all public and civil buildings
The proposed continuous wall trench underground construction under the unfavorable geological conditions such as tandem solution cavity 2, drifting sand layer of the deep foundation pit support of object.
The embodiments described above only express several embodiments of the present invention, and the description thereof is more specific and detailed, but simultaneously
It cannot therefore be construed as limiting the scope of the patent.It should be pointed out that coming for those of ordinary skill in the art
It says, without departing from the inventive concept of the premise, various modifications and improvements can be made, these belong to protection of the invention
Range.
Claims (10)
1. a kind of diaphram wall chance alters strong runoff solution cavity (2) construction of Lian Shifu sand, which is characterized in that the construction packet
Include following steps:
S10, it is provided with the wall for grouting of at least twice in the two sides for the proposed diaphram wall for passing through solution cavity (2), it is described only to starch
Wall runs through solution cavity (2), and solution cavity (2) space between adjacent wall for grouting is confined space (21) to be filled；
S20, filling are located at the confined space (21) between each wall for grouting of the same side；
S30, construction of diaphragm wall.
2. diaphram wall chance according to claim 1 alters strong runoff solution cavity (2) construction of Lian Shifu sand, feature exists
In the step S10 specifically comprises the following steps:
S11, at least two rows of sleeve valve barrel grouting points is marked in the two sides for the proposed diaphram wall for passing through solution cavity (2)；
S12, the drilling of sleeve valve barrel grouting point；
S13, the mini-valve tube (4) that housing geotechnical fabric bag (5) are transferred to sleeve valve barrel grouting hole；
S14, to mini-valve tube (4) slip casting, be affixed after adjacent geotechnical fabric bag (5) slip casting to form wall for grouting.
3. diaphram wall chance according to claim 2 alters strong runoff solution cavity (2) construction of Lian Shifu sand, feature exists
In: the tensile strength and suture strength of the geotechnical fabric bag (5) are greater than 15kN/m.
4. diaphram wall chance according to claim 2 alters strong runoff solution cavity (2) construction of Lian Shifu sand, feature exists
In: the geotechnical fabric bag (5) is following on solution cavity (2) respectively to extend at least 50 centimetres.
5. diaphram wall chance according to claim 2 alters strong runoff solution cavity (2) construction of Lian Shifu sand, feature exists
In: in step S15, if when the case where encountering that grouting amount is excessive or slip casting difficult injection, using the method for interval slip casting, i.e., to
Injection slurry solidifies and carries out secondary grouting again after health 24 hours for the first time.
6. diaphram wall chance according to claim 1 alters strong runoff solution cavity (2) construction of Lian Shifu sand, feature exists
In the step S20 specifically comprises the following steps:
S21, confined space filling point is marked between the wall for grouting for being located at the same side；
S22, the drilling of confined space filling point；
S23, steel pipe under hole is filled to confined space；
S24, filler poured into spacing by steel pipe on one side, extracts steel pipe on one side.
7. diaphram wall chance according to claim 5 alters strong runoff solution cavity (2) construction of Lian Shifu sand, feature exists
In: when solution cavity (2) are half filling solution cavity, the filler is cement mortar.
8. diaphram wall chance according to claim 5 alters strong runoff solution cavity (2) construction of Lian Shifu sand, feature exists
In: when solution cavity (2) are without filling solution cavity, the filler is underwater concrete.
9. a kind of continuous underground wall structure is constructed in in strong runoff solution cavity (2) ground of the company's of altering formula fat sand, it is characterised in that:
Continuous wall (3) including passing through solution cavity (2), continuous wall (3) two sides are respectively provided with the wall for grouting of at least twice, described to stop
It starches wall and runs through solution cavity (2), solution cavity (2) space between adjacent wall for grouting is confined space (21) to be filled, is located at same
Confined space (21) between each wall for grouting of side is filled with filler.
10. continuous underground wall structure according to claim 9, it is characterised in that:
The wall for grouting includes several mini-valve tubes (4), and the mini-valve tube (4) runs through solution cavity (2) vertically, the mini-valve tube (4)
It is arranged geotechnical fabric bag (5) outside the part in solution cavity (2), the mini-valve tube (4) is to adjacent soil after geotechnical fabric bag (5) slip casting
Work mould bag (5) is affixed to form wall for grouting；
The geotechnical fabric bag (5) is following on solution cavity (2) respectively to extend at least 50 centimetres；
The tensile strength and suture strength of the geotechnical fabric bag (5) are greater than 15kN/m；
The bottom end and top of the geotechnical fabric bag (5) are fastened with 18# iron wire around six circles solid；
Since the bottom end of the geotechnical fabric bag (5), geotechnical fabric bag (5) is tied up around four circles using 14# iron wire every 1.5m~2m
It pricks on mini-valve tube (4), the midpoint between each binding point is the pulp point of mini-valve tube (4)；
When solution cavity (2) are half filling solution cavity, filler is cement mortar；
When solution cavity (2) are without filling solution cavity, filler is underwater concrete.
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| CN201811612113.1A CN109537576A (en) | 2018-12-27 | 2018-12-27 | Diaphram wall chance alters the strong runoff solution cavity construction of Lian Shifu sand and a kind of continuous underground wall structure |
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| CN201811612113.1A CN109537576A (en) | 2018-12-27 | 2018-12-27 | Diaphram wall chance alters the strong runoff solution cavity construction of Lian Shifu sand and a kind of continuous underground wall structure |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110904951A (en) * | 2019-12-24 | 2020-03-24 | 广州市住宅建设发展有限公司 | Construction method of underground continuous wall of water-rich karst development geology and grout stop wall structure |
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| JP2014190135A (en) * | 2013-03-28 | 2014-10-06 | Kajima Corp | Method and device for forming bulkhead |
| KR101746654B1 (en) * | 2016-12-08 | 2017-06-13 | 한국광해관리공단 | Method for constructing pile for reinforce of mine hole |
| CN107268647A (en) * | 2017-06-30 | 2017-10-20 | 中国水电基础局有限公司 | Impervious wall construction method under big flow high flow rate river channels at the underground river of underground |
| CN209523186U (en) * | 2018-12-27 | 2019-10-22 | 广州市住宅建设发展有限公司 | A kind of continuous underground wall structure for strong runoff solution cavity |
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| JP2014190135A (en) * | 2013-03-28 | 2014-10-06 | Kajima Corp | Method and device for forming bulkhead |
| KR101746654B1 (en) * | 2016-12-08 | 2017-06-13 | 한국광해관리공단 | Method for constructing pile for reinforce of mine hole |
| CN107268647A (en) * | 2017-06-30 | 2017-10-20 | 中国水电基础局有限公司 | Impervious wall construction method under big flow high flow rate river channels at the underground river of underground |
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| CN110904951A (en) * | 2019-12-24 | 2020-03-24 | 广州市住宅建设发展有限公司 | Construction method of underground continuous wall of water-rich karst development geology and grout stop wall structure |
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