CN104343136B - Water-impervious construction method at cut and cover method and cap excavation method diaphram wall interface - Google Patents
Water-impervious construction method at cut and cover method and cap excavation method diaphram wall interface Download PDFInfo
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- CN104343136B CN104343136B CN201410515710.8A CN201410515710A CN104343136B CN 104343136 B CN104343136 B CN 104343136B CN 201410515710 A CN201410515710 A CN 201410515710A CN 104343136 B CN104343136 B CN 104343136B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/16—Arrangement or construction of joints in foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
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Abstract
The invention provides water-impervious construction method at a kind of cut and cover method and cap excavation method diaphram wall interface, the method discharges the uneven internal force of both sides diaphram wall by arranging movement joint at cut and cover method with cap excavation method diaphram wall interface, utilize the changing of the relative positions power that the modified difference of diaphram wall both sides produces simultaneously, antiseepage block is closely pressed in the outside at cut and cover method and cap excavation method diaphram wall interface, thus plays water-impervious effect.The present invention is applicable at diaphram wall interface deform discrepant situation, make full use of the shearing that diaphram wall produces relative to the changing of the relative positions, both the deformation of diaphram wall had been limited, play again the effect of water-impervious, efficiency is higher, uses material less, and cost is relatively low, constructing operation is convenient, and reliability is high.
Description
Technical field
The method that the present invention relates to a kind of hypogee technical field of construction, in particular it relates to a kind of cut and cover method and lid dig
Water-impervious construction method at method diaphram wall interface.
Background technology
In subway work method, cut and cover tunneling technique is simple, and efficiency of construction is higher, and engineering cost is relatively low, but right
Surrounding environment influence is relatively big, is not suitable for the urban district of high traffic.Cap excavation method be faced down by ground and be excavated to certain depth after, will
Top seal, remaining bottom engineering carries out a kind of method constructed under the top cover closed.Cap excavation method is relatively costly, construction effect
Rate is relatively low, but less to the Influence of Bicycle of surrounding.Based on cut and cover method and the different characteristics of cap excavation method technique, in order to meet
The needs of subway engineering in urban development, occur in that construction method cut and cover method and cap excavation method combined, so can alleviate
Traffic pressure, can reduce again engineering cost, improves speed of application.The supporting construction of going along with sb. to guard him that subway station is commonly used is that underground is continuous
Wall, the reinforced concrete canopy of closing is arranged at digging method construction section top, and rigidity is relatively big, therefore diaphram wall top transversely deforming
Less；By contrast, cut and cover tunneling section takes bracing members to reduce diaphram wall transversely deforming.Due to armored concrete top
Lid and bracing members stiffness difference are very big, cause deformation at cut and cover method and cap excavation method diaphram wall interface inconsistent, thus lead
Cause generation crack at this interface, easily seep water.So, how to prevent at cut and cover method and cap excavation method diaphram wall interface
Seepage problem is one of technological difficulties in engineering.
Through finding existing literature search, Chinese patent application publication No. is " CN103015405A ", patent name
For a kind of diaphram wall Antiseep method, this patent readme is: " geomembrane is laid in steel reinforcement cage side, described geomembrane
The two ends of lower edges and every middle part, edge thereof, depth direction edge are provided with aperture every 5m and inlay with iron hoop, and
Each iron hoop hangs with a stainless steel spring buckle, by stainless steel spring button, geomembrane is connected with steel reinforcement cage." this technology can
The effect of antiseep is played in the case of basically identical with the Deformation of Diaphragm Wall to be connected at two pieces, but when this patented technology
When being applied at cut and cover method and cap excavation method diaphram wall interface, owing to two pieces of Deformation of Diaphragm Walls differ greatly, cause
At this interface, geomembrane produces tear failure.So, this technology is only applicable at diaphram wall interface deform zero difference
Situation, the scope of application is narrower, and reliability is relatively low, and geomembrane junction sealing effectiveness is bad, and waste lot of materials, efficiency phase
To relatively low.
Summary of the invention
For defect of the prior art, it is an object of the invention to provide a kind of cut and cover method and cap excavation method diaphram wall is handed over
Water-impervious construction method at junction.
For realizing object above, the present invention provides water-impervious at a kind of cut and cover method and cap excavation method diaphram wall interface to execute
Work method, the method discharges underground, both sides even by arranging movement joint at cut and cover method with cap excavation method diaphram wall interface
The uneven internal force of continuous wall, the changing of the relative positions power simultaneously utilizing the modified difference of diaphram wall both sides to produce, antiseepage block is closely pressed
Outside at cut and cover method with cap excavation method diaphram wall interface, thus play water-impervious effect.
Said method comprising the steps of:
The first step: measure soil layer infiltration coefficient；
By sampling, measure inside the underground continuous wall groove segment at cut and cover method and cap excavation method diaphram wall interface and ground
Soil layer infiltration coefficient outside lower continuous wall groove segment, chooses the infiltration coefficient that in all soil samples, numerical value is maximum, and this infiltration coefficient is remembered
For Kmax；
Second step, excavates seepage-proof trough；
When underground continuous wall groove segment is excavated at cut and cover method and cap excavation method diaphram wall interface, at diaphram wall
Outside groove section, soil excavation is gone out a seepage-proof trough；
3rd step: install channel-section steel and movement joint is set；
1) after second step completes, it is horizontally orientated to line along diaphram wall, hands over cap excavation method diaphram wall at cut and cover method
Both sides at junction, are respectively put into channel-section steel and steel reinforcement cage in underground continuous wall groove segment and seepage-proof trough, make channel-section steel be inserted simultaneously into underground
Continuous wall groove segment and seepage-proof trough, two blocks of channel-section steels all concave towards at cut and cover method and cap excavation method diaphram wall interface, and about open cut
Method and cap excavation method diaphram wall interface plane symmetry；
2) arrange at cut and cover method and cap excavation method diaphram wall interface one vertically through movement joint；
4th step, installs antiseepage block；
With crane, antiseepage block is vertically sling, adjust the orientation of antiseepage each plane of block, keep the length of antiseepage block
Degree direction is perpendicular to ground level, antiseepage block is at the uniform velocity inserted in seepage-proof trough, makes antiseepage block be between two blocks of channel-section steels, directly
Contact to the bottom of antiseepage block and the bottom of seepage-proof trough；
5th step: after installing antiseepage block, in underground continuous wall groove segment and seepage-proof trough, casting concrete forms underground
Diaphragm wall.
Preferably, the first step, step is:
1) at cut and cover method and cap excavation method diaphram wall interface, inside underground continuous wall groove segment and diaphram wall
A geological prospecting point is chosen respectively outside groove section；Two geological prospecting points are horizontally orientated to line symmetry about diaphram wall；
2) at each geological prospecting point, a vertical exploratory hole put by the brill that certainly faces down；
3) at each exploratory hole, interval sampling；
4) soil sample being obtained one of them exploratory hole carries out the infiltration system of the constant head permeability test each soil sample of mensuration
Number, the soil sample being obtained another exploratory hole carries out varying head permeability test and measures the infiltration coefficient of each soil sample；
5) to the in the first step the 4th) infiltration coefficient of all soil samples that obtained of step is analyzed, and chooses numerical value maximum
Infiltration coefficient, this infiltration coefficient is designated as Kmax.
At described cut and cover method and cap excavation method diaphram wall interface, refer to cut and cover method underground continuous wall groove segment and cap excavation method
At the interface that underground continuous wall groove segment mutually overlaps.
Inside described underground continuous wall groove segment, referring to the part between underground continuous wall groove segment, this part soil body needs to open
Dig to form foundation ditch；Outside described underground continuous wall groove segment, refer to the other side of underground continuous wall groove segment.
The spacing of said two geological prospecting point is equal to 3-4 times of diaphram wall width.
A diameter of 100-200mm of described exploratory hole, the degree of depth are equal to 1.1-1.2 times of the described diaphram wall degree of depth.
Preferably, in second step, described seepage-proof trough is close to underground continuous wall groove segment, and seepage-proof trough digs with lid about cut and cover method
Method diaphram wall interface plane symmetry.
It is highly preferred that described seepage-proof trough horizontal slice is rectangle, it is parallel that this rectangle is horizontally orientated to line with diaphram wall
Beyond length be 2 times of diaphram wall width, the length of another side is identical with the width of diaphram wall；Seepage-proof trough
The degree of depth is equal to the degree of depth of diaphram wall.
Preferably, the 3rd step 1) in, described channel-section steel is the most elongated at diaphram wall depth direction, and the convex side of channel cross-section is long
0.4 times of a length of diaphram wall width on limit, this long limit, convex side is perpendicular to diaphram wall and is horizontally orientated to line, channel cross-section
The long limit of concave side is to distance is diaphram wall width 0.5 times at cut and cover method and cap excavation method diaphram wall interface, channel-section steel
0.8 times of this long edge lengths of channel cross-section concave side a length of in cross section concave side long limit embedment underground continuous wall groove segment.
It is highly preferred that each block of described channel-section steel is all fixed on steel reinforcement cage with welding manner.
Preferably, the 3rd step 2) in, described movement joint is about cut and cover method and cap excavation method diaphram wall interface plane pair
Claim.It is highly preferred that the width of described movement joint is 20-30mm, clog with plank；The thickness of described plank is equal to described movement joint
Width.
Preferably, in the 4th step:
The orientation of described adjustment antiseepage each plane of block, refers to adjust antiseepage block so that outside rubber seal bed course
Underground continuous wall groove segment is close on surface；
The length of described antiseepage block is equal to the long limit of channel cross-section concave side and open cut equal to the degree of depth of diaphram wall, width
At method and cap excavation method diaphram wall interface 2-2.1 times of distance, thickness be 0.2 times of the long edge lengths of channel cross-section concave side.
Make, wherein it is highly preferred that described antiseepage block is pasted by steel plate and caulking gum bed course two parts:
Described caulking gum bed course, elongated at diaphram wall depth direction, its width is equal to the width of described antiseepage block
Degree, thickness determine according to the value of gained Kmax in the first step, concrete:
When Kmax is positioned at [0,0.1], thickness is 10mm；
When Kmax is positioned at [0.1,1.0], thickness is 15mm；
When Kmax is positioned at [1.0,5.0], thickness is 20mm；
When Kmax is positioned at [5.0,20], thickness is 25mm；
When Kmax is positioned at [20, ∞], thickness is 30mm；
Described steel plate, elongated at diaphram wall depth direction, its width is equal to the width of described antiseepage block, its thickness
Determine according to the value of gained Kmax in the first step, concrete:
When Kmax is positioned at [0,0.1], thickness is 0.2 times of the long edge lengths of channel cross-section concave side and deducts 10mm；
When Kmax is positioned at [0.1,1.0], thickness is 0.2 times of the long edge lengths of channel cross-section concave side and deducts 15mm；
When Kmax is positioned at [1.0,5.0], thickness is 0.2 times of the long edge lengths of channel cross-section concave side and deducts 20mm；
When Kmax is positioned at [5.0,20], thickness is 0.2 times of the long edge lengths of channel cross-section concave side and deducts 25mm；
When Kmax is positioned at [20, ∞], thickness is 0.2 times of the long edge lengths of channel cross-section concave side and deducts 30mm；
Wherein said Kmax unit is m/d.
The principle of the present invention is:
Owing to surrounding soil exists uneven deformation at cut and cover method and cap excavation method diaphram wall interface, cause underground at this
Diaphragm wall can occur the relative changing of the relative positions, thus causes the channel-section steel imbedded in diaphram wall that the relative changing of the relative positions occurs the most therewith so that outer
Very big shearing is born by the antiseepage block that channel-section steel is limited in border, portion, and it is continuous that huge shearing action makes antiseepage block compress underground
Wall body of wall.So it is laminated tightly by rubber gasket at cut and cover method and cap excavation method diaphram wall interface, thus plays water-impervious
Effect.
Compared with prior art, the present invention has a following beneficial effect:
The present invention is applicable at diaphram wall interface deform discrepant situation, makes full use of diaphram wall relative
The shearing that the changing of the relative positions produces, had both limited the deformation of diaphram wall, had played again the effect of water-impervious, and efficiency is higher, used material
Less, cost is relatively low, and constructing operation is convenient, and reliability is high.
Accompanying drawing explanation
By the detailed description non-limiting example made with reference to the following drawings of reading, the further feature of the present invention,
Purpose and advantage will become more apparent upon:
Fig. 1 is the arrangement of investigation holes figure of one embodiment of the invention；
Fig. 2 is the seepage-proof trough site plan of one embodiment of the invention, and wherein: (a) is plane graph, (b) is A-A section
Figure；
Fig. 3 is the channel-section steel mounting plane figure of one embodiment of the invention；
Fig. 4 is antiseepage block and the movement joint mounting plane figure of one embodiment of the invention；
Fig. 5 is the antiseepage block drawing of one embodiment of the invention, and wherein: (a) is plane graph, (b) is B-B profile；
In figure: 1 is cap excavation method underground continuous wall groove segment, 2 is cut and cover method underground continuous wall groove segment, and 3 is diaphram wall water
Flat strike line, 4 is cut and cover method and cap excavation method diaphram wall interface, and 5 is inside underground continuous wall groove segment, and 6 is that underground is continuous
Outside wall chase section, 7 is exploratory hole (diameter), 8 is exploratory hole (diameter), 9 is seepage-proof trough, and 10 is channel-section steel,
11 is steel reinforcement cage, and 12 is antiseepage block, and 13 is movement joint, and 14 is steel plate, and 15 is rubber seal bed course.
Detailed description of the invention
Below in conjunction with specific embodiment, the present invention is described in detail.Following example will assist in the technology of this area
Personnel are further appreciated by the present invention, but limit the present invention the most in any form.It should be pointed out that, the ordinary skill to this area
For personnel, without departing from the inventive concept of the premise, it is also possible to make some deformation and improvement.These broadly fall into the present invention
Protection domain.
The present embodiment provides water-impervious construction method at a kind of cut and cover method and cap excavation method diaphram wall interface, for ground
Ferrum station Ming Gai digs and combines construction section.This subway station is an island platform station, 2 layers, underground, uses a post two to tie across frame-type
Structure.In order to reduce the impact on the traffic of west side, station, newly open a way in west side structure in boundary lines of roads of station uses covered back-digging
Method is constructed, and remaining uses Open Cut Method construction.Station total length 161.3m, wherein west side lid digs segment length 104.4m, and east side is bright
Digging segment length 56.9m, standard paragraphs width is 21.3m, and two ends shield well width is 26.2m, excavation of foundation pit degree of depth 17.3m.Execute in advance
The west side lid of work digs segment structure top board center pillar and uses steel pipe column, and shield well section isStandard paragraphs isSteel pipe
Post both sides are respectively provided with a rowInterim column, supports lid and digs segment structure top board, and lid digs and removes after segment structure completes.Car
Station owner side wall uses combining wall form, is designed as 1000mm thickness diaphram wall and 600mm thickness armored concrete liner.Underground
The diaphragm wall degree of depth is 30m.For ensureing that engineering is smoothed out, the application present invention prevents cut and cover method from joining with cap excavation method diaphram wall
Produce percolating water because of uneven deformation at face, be embodied as step as follows:
The first step: measure soil layer infiltration coefficient；Concrete:
1) as it is shown in figure 1, mutually overlap at cap excavation method underground continuous wall groove segment 1 and cut and cover method underground continuous wall groove segment 2
At interface, i.e. at cut and cover method and cap excavation method diaphram wall interface 4, inside underground continuous wall groove segment 5 and underground even
Outside continuous wall chase section 6, choosing a geological prospecting hole 8 and 7 respectively, the distance between exploratory hole 8 and 7 is equal to diaphram wall width
3 times of degree, for 3000mm, it is symmetrical that exploratory hole 8 and 7 is horizontally orientated to line 3 about diaphram wall.
In the present embodiment, at described cut and cover method and cap excavation method diaphram wall interface 4, refer to cut and cover method diaphram wall
Groove section 2 is horizontally orientated to be horizontally orientated at the interface that mutually overlaps with cap excavation method underground continuous wall groove segment 1.
In the present embodiment, inside described underground continuous wall groove segment 5, refer to the part between underground continuous wall groove segment；Described
Outside underground continuous wall groove segment 6, refer to the other side of underground continuous wall groove segment.
In the present embodiment, described exploratory spot 8 and 7, is certainly to face down to bore with rig to put a vertical exploratory hole, its
A diameter of 200mm, its degree of depth is equal to 1.1 times of the described diaphram wall degree of depth, for 33m.
2) at exploratory hole 8 and 7, a soil sample is taken with thin-walled revolution soil sampler at interval of 2m.
3) all soil samples taken in two exploratory holes 8 and 7 are transported to geotechnique's indoor laboratory, exploratory hole 7 is obtained
Soil sample carry out constant head permeability test measure each soil sample infiltration coefficient, the soil sample being obtained exploratory hole 8 is carried out
Varying head permeability test measures the infiltration coefficient of each soil sample.
4) to the in the first step the 3rd) infiltration coefficient of all soil samples that obtained of step is analyzed, and chooses numerical value maximum
Infiltration coefficient, this infiltration coefficient is designated as Kmax；It is 1.1m/d that experiment records Kmax.
Second step, excavates seepage-proof trough 9；Concrete:
As shown in (a) in Fig. 1 and Fig. 2, open at cap excavation method underground continuous wall groove segment 1 and cut and cover method underground continuous wall groove segment 2
When digging to cut and cover method and cap excavation method diaphram wall interface 4, outside underground continuous wall groove segment 6, soil excavation is gone out one
Individual seepage-proof trough 9.
In the present embodiment, described seepage-proof trough 9 is close to underground continuous wall groove segment, and described seepage-proof trough 9 about cut and cover method with
Cap excavation method diaphram wall interface 4 plane symmetry.
In the present embodiment, the horizontal slice of described seepage-proof trough 9 is rectangle, and this rectangular parallel is walked in diaphram wall level
Length to one side of line 3 is 2000mm, for 2 times of diaphram wall width；The length of another side is 1000mm, with underground even
The width of continuous wall is identical；The degree of depth of seepage-proof trough 9 is 30m, equal to the degree of depth of diaphram wall.
3rd step: install channel-section steel 10 and movement joint 13 is set；Concrete:
1) after second step completes, as shown in Figure 1, Figure 2 in (a), Fig. 2 shown in (b), Fig. 3, Fig. 4, along diaphram wall level
Strike line 3 moves towards, both sides at cut and cover method with cap excavation method diaphram wall interface 4, channel-section steel 10 and steel reinforcement cage 11 is put respectively
Enter in underground continuous wall groove segment and seepage-proof trough 9, make channel-section steel 10 be inserted simultaneously into underground continuous wall groove segment and seepage-proof trough 9, two blocks of channel-section steels
10 all concave towards at cut and cover method and cap excavation method diaphram wall interface 4, and join with cap excavation method diaphram wall about cut and cover method
Face 4 plane symmetry.
In the present embodiment, the length of described channel-section steel 10 is 30m, identical with the degree of depth of diaphram wall；Channel-section steel 10 cross section is convex
The length on long limit, side is 400mm, and for 0.4 times of diaphram wall width, this long limit, convex side is perpendicular to diaphram wall level and walks
To line 3；The long limit of concave side, channel-section steel 10 cross section is 500mm to the distance at cut and cover method and cap excavation method diaphram wall interface 4, for ground
0.5 times of lower diaphragm wall width；Length in concave side long limit, channel-section steel 10 cross section embedment underground continuous wall groove segment is 320mm, for groove
0.8 times of the steel 10 cross section long edge lengths of concave side.
In the present embodiment, each block of described channel-section steel 10 all uses welding manner to be fixedly connected on described steel reinforcement cage 11.
2) arrange at cut and cover method and cap excavation method diaphram wall interface 4 one vertically through movement joint 13.
In the present embodiment, described movement joint 13 is about cut and cover method and cap excavation method diaphram wall interface 4 plane symmetry.
In the present embodiment, the width of described movement joint 13 is 20-30mm, clogs with plank；The thickness of described plank is equal to
The width of described movement joint 13.
4th step, installs antiseepage block 12；Concrete:
As shown in (b) in (a), Fig. 5 in Fig. 4, Fig. 5, with crane, antiseepage block 12 is vertically sling, adjust antiseepage block 12
The orientation of each plane so that rubber seal bed course 15 outer surface of described antiseepage block 12 is close to underground continuous wall groove segment, and
The length direction keeping antiseepage block 12 is perpendicular to ground level, antiseepage block 12 is at the uniform velocity inserted in seepage-proof trough 9, makes antiseepage cut
Block 12 is between two blocks of channel-section steels 10, until the bottom of antiseepage block 12 contacts with the bottom of seepage-proof trough 9.
In the present embodiment, the length of described antiseepage block 12 is 30m, equal to the degree of depth of diaphram wall；Described antiseepage is cut
The width of block 12 is 1000mm, at the long limit of concave side, channel-section steel 10 cross section and cut and cover method and cap excavation method diaphram wall interface 4
2 times of distance；The thickness of described antiseepage block 12 is 80mm, for 0.2 times of the channel-section steel 10 cross section long edge lengths of concave side；
In the present embodiment, described antiseepage block 12 is pasted by steel plate 14 and rubber seal bed course 15 two parts and is made, wherein:
The length of described rubber seal bed course 15 is 30m, elongated at diaphram wall depth direction；Its width is
1000mm, equal to the width of described antiseepage block 12；Its thickness determines according to the value of gained Kmax in the first step, concrete:
The Kmax recorded according to the first step is that 1.1m/d, i.e. Kmax are positioned at [1.0,5.0] m/d, then rubber seal bed course 15
Thickness be 20mm；
The length of described steel plate 14 is 30m, elongated at diaphram wall depth direction；Its width is 1000mm, equal to institute
State the width of antiseepage block 12；Its thickness determines according to the value of gained Kmax in the first step, concrete:
The Kmax recorded according to the first step is that 1.1m/d, i.e. Kmax are positioned at [1.0,5.0] m/d, then the thickness of steel plate 14 is
60mm, 0.2 times for the channel-section steel 10 cross section long edge lengths of concave side deducts 20mm.
5th step: after installing antiseepage block 12, in underground continuous wall groove segment and seepage-proof trough 9, casting concrete forms ground
Lower diaphragm wall.
The present invention discharges underground, both sides by arranging movement joint at cut and cover method with cap excavation method diaphram wall interface
The uneven internal force of diaphragm wall, utilizes the changing of the relative positions power that the modified difference of diaphram wall both sides produces, by tight for antiseepage block simultaneously
It is pressed in the outside at cut and cover method and cap excavation method diaphram wall interface, thus plays water-impervious effect.For diaphram wall
Deforming discrepant situation at interface, the present invention makes full use of the shearing that diaphram wall produces relative to the changing of the relative positions, both limited
The deformation of diaphram wall, plays again the effect of water-impervious, has efficiency higher, uses material less, and cost is relatively low, construction behaviour
Facilitate, reliability advantages of higher.
Above the specific embodiment of the present invention is described.It is to be appreciated that the invention is not limited in above-mentioned
Particular implementation, those skilled in the art can make various deformation or amendment within the scope of the claims, this not shadow
Ring the flesh and blood of the present invention.
Claims (10)
1. water-impervious construction method at a cut and cover method and cap excavation method diaphram wall interface, it is characterised in that include following
Step:
The first step: measure soil layer infiltration coefficient；
Sampling, measures inside the underground continuous wall groove segment at cut and cover method and cap excavation method diaphram wall interface and diaphram wall
Soil layer infiltration coefficient outside groove section, chooses the infiltration coefficient that in soil sample, numerical value is maximum and is designated as Kmax；
Second step, excavates seepage-proof trough；
When underground continuous wall groove segment is excavated at cut and cover method and cap excavation method diaphram wall interface, at underground continuous wall groove segment
Outside, goes out a seepage-proof trough by soil excavation；
3rd step: install channel-section steel and movement joint is set；
1) after second step completes, it is horizontally orientated to line along diaphram wall, at cut and cover method and cap excavation method diaphram wall interface
Both sides, place, are respectively put into channel-section steel and steel reinforcement cage in underground continuous wall groove segment and seepage-proof trough, make channel-section steel be inserted simultaneously into underground continuous
Wall chase section and seepage-proof trough, two blocks of channel-section steels all concave towards at cut and cover method and cap excavation method diaphram wall interface, and about cut and cover method with
Cap excavation method diaphram wall interface plane symmetry；
2) arrange at cut and cover method and cap excavation method diaphram wall interface one vertically through movement joint；
4th step, installs antiseepage block；
Antiseepage block vertically being sling, adjust the orientation of antiseepage each plane of block, the length direction of antiseepage block is perpendicular to ground
Plane, is at the uniform velocity inserted into antiseepage block in seepage-proof trough, makes antiseepage block be between two blocks of channel-section steels, until the end of antiseepage block
End contacts with the bottom of seepage-proof trough；
5th step: after installing antiseepage block, in underground continuous wall groove segment and seepage-proof trough, casting concrete formation underground is continuous
Wall.
Water-impervious construction method at a kind of cut and cover method the most according to claim 1 and cap excavation method diaphram wall interface,
It is characterized in that, in the first step, step is:
1) at cut and cover method and cap excavation method diaphram wall interface, inside underground continuous wall groove segment and underground continuous wall groove segment
A geological prospecting point is chosen in outside respectively, and two geological prospecting points are horizontally orientated to line symmetry about diaphram wall；
2) at each geological prospecting point, a vertical exploratory hole put by the brill that certainly faces down；
3) it is spaced soil sampling at each exploratory hole；
4) soil sample being obtained one of them exploratory hole carries out the infiltration coefficient of the constant head permeability test each soil sample of mensuration, right
The soil sample that another exploratory hole is obtained carries out varying head permeability test and measures the infiltration coefficient of each soil sample；
5) to the in the first step the 4th) infiltration coefficient of all soil samples that obtained of step is analyzed, and chooses the infiltration that numerical value is maximum
Coefficient, this infiltration coefficient is designated as Kmax.
Water-impervious construction method at a kind of cut and cover method the most according to claim 2 and cap excavation method diaphram wall interface,
It is characterized in that, at described cut and cover method and cap excavation method diaphram wall interface, refer to cut and cover method underground continuous wall groove segment and lid
At the interface that the method underground continuous wall groove segment of digging mutually overlaps；
Inside described underground continuous wall groove segment, refer to the part between underground continuous wall groove segment, this part soil body need excavation with
Form foundation ditch；Outside described underground continuous wall groove segment, refer to the other side of underground continuous wall groove segment；
The spacing of said two geological prospecting point is equal to 3-4 times of diaphram wall width；
A diameter of 100-200mm of described exploratory hole, the degree of depth of described exploratory hole is equal to the 1.1-of the described diaphram wall degree of depth
1.2 again.
Water-impervious construction method at a kind of cut and cover method the most according to claim 1 and cap excavation method diaphram wall interface,
It is characterized in that, in second step, described seepage-proof trough is close to underground continuous wall groove segment, and seepage-proof trough is about cut and cover method and cap excavation method ground
Lower diaphragm wall interface plane symmetry.
5. according to water-impervious construction party at a kind of cut and cover method described in claim 1 or 4 and cap excavation method diaphram wall interface
Method, it is characterised in that described seepage-proof trough horizontal slice is rectangle, this rectangle is horizontally orientated to parallel that of line with diaphram wall
One edge lengths is 2 times of diaphram wall width, and the length of another side is identical with the width of diaphram wall；The degree of depth of seepage-proof trough
The degree of depth equal to diaphram wall.
Water-impervious construction method at a kind of cut and cover method the most according to claim 1 and cap excavation method diaphram wall interface,
It is characterized in that, the 3rd step 1) in, described channel-section steel is the most elongated at diaphram wall depth direction, long limit, the convex side of channel cross-section
0.4 times of a length of diaphram wall width, this long limit, convex side is perpendicular to diaphram wall and is horizontally orientated to line, channel cross-section concave side
Long limit is to distance is diaphram wall width 0.5 times at cut and cover method and cap excavation method diaphram wall interface, channel cross-section
0.8 times of this long edge lengths of channel cross-section concave side a length of in concave side long limit embedment underground continuous wall groove segment.
7. according to water-impervious construction party at a kind of cut and cover method described in claim 1 or 6 and cap excavation method diaphram wall interface
Method, it is characterised in that the 3rd step 2) in, described movement joint is about cut and cover method and cap excavation method diaphram wall interface plane pair
Claim.
Water-impervious construction method at a kind of cut and cover method the most according to claim 7 and cap excavation method diaphram wall interface,
It is characterized in that, the width of described movement joint is 20-30mm, clogs with plank；The thickness of described plank is equal to described movement joint
Width.
Water-impervious construction method at a kind of cut and cover method the most according to claim 1 and cap excavation method diaphram wall interface,
It is characterized in that, in the 4th step:
The orientation of described adjustment antiseepage each plane of block, refers to adjust antiseepage block so that the outer surface of rubber seal bed course
It is close to underground continuous wall groove segment；
The length of described antiseepage block equal to the degree of depth of diaphram wall, width equal to the long limit of channel cross-section concave side and cut and cover method with
At cap excavation method diaphram wall interface 2-2.1 times of distance, thickness be 0.2 times of the long edge lengths of channel cross-section concave side.
10. according to water-impervious construction party at a kind of cut and cover method described in claim 1 or 9 and cap excavation method diaphram wall interface
Method, it is characterised in that described antiseepage block is pasted by steel plate and rubber seal bed course two parts and made；Wherein:
Described caulking gum bed course, elongated at diaphram wall depth direction, its width is equal to the width of described antiseepage block, thickness
Degree determines according to the value of gained Kmax in the first step:
When Kmax is positioned at [0,0.1], thickness is 10mm；
When Kmax is positioned at [0.1,1.0], thickness is 15mm；
When Kmax is positioned at [1.0,5.0], thickness is 20mm；
When Kmax is positioned at [5.0,20], thickness is 25mm；
When Kmax is positioned at [20, ∞], thickness is 30mm；
Described steel plate, elongated at diaphram wall depth direction, its width equal to the width of described antiseepage block, thickness according to the
In one step, the value of gained Kmax determines:
When Kmax is positioned at [0,0.1], thickness is 0.2 times of the long edge lengths of channel cross-section concave side and deducts 10mm；
When Kmax is positioned at [0.1,1.0], thickness is 0.2 times of the long edge lengths of channel cross-section concave side and deducts 15mm；
When Kmax is positioned at [1.0,5.0], thickness is 0.2 times of the long edge lengths of channel cross-section concave side and deducts 20mm；
When Kmax is positioned at [5.0,20], thickness is 0.2 times of the long edge lengths of channel cross-section concave side and deducts 25mm；
When Kmax is positioned at [20, ∞], thickness is 0.2 times of the long edge lengths of channel cross-section concave side and deducts 30mm；
Wherein said Kmax unit is m/d.
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