CN104343136A - Anti-seepage construction method of joint surface between underground continuous wall of open-cut method and underground continuous wall of cover-excavation method - Google Patents

Anti-seepage construction method of joint surface between underground continuous wall of open-cut method and underground continuous wall of cover-excavation method Download PDF

Info

Publication number
CN104343136A
CN104343136A CN201410515710.8A CN201410515710A CN104343136A CN 104343136 A CN104343136 A CN 104343136A CN 201410515710 A CN201410515710 A CN 201410515710A CN 104343136 A CN104343136 A CN 104343136A
Authority
CN
China
Prior art keywords
cut
diaphragm wall
underground continuous
continuous wall
cover
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
CN201410515710.8A
Other languages
Chinese (zh)
Other versions
CN104343136B (en
Inventor
李辉
邹洪宝
汪俊
沈水龙
史运杰
许烨霜
郭钦利
邢本康
马晓松
马志珑
曹志刚
林文雄
赵鸿儒
冯越
钱佳亘
李双军
张宇彤
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Shanghai Jiaotong University
China Railway 16th Bureau Group Co Ltd
Beijing Rail Transit Engineering Construction Co Ltd of China Railway 16th Bureau Group Co Ltd
Original Assignee
Shanghai Jiaotong University
Beijing Rail Transit Engineering Construction Co Ltd of China Railway 16th Bureau Group Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Shanghai Jiaotong University, Beijing Rail Transit Engineering Construction Co Ltd of China Railway 16th Bureau Group Co Ltd filed Critical Shanghai Jiaotong University
Priority to CN201410515710.8A priority Critical patent/CN104343136B/en
Publication of CN104343136A publication Critical patent/CN104343136A/en
Application granted granted Critical
Publication of CN104343136B publication Critical patent/CN104343136B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00Independent underground or underwater structures; Retaining walls
    • E02D29/16Arrangement or construction of joints in foundation structures
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/02Protective 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

Abstract

The invention provides an anti-seepage construction method of a joint surface between an underground continuous wall of an open-cut method and an underground continuous wall of a cover-excavation method. The method comprises the following steps: forming a deformation joint in the joint surface between the underground continuous wall of the open-cut method and the underground continuous wall of the cover-excavation method to release uneven inner force of the underground continuous walls on the two sides, and tightly pressing an anti-seepage shear block onto the external side of the joint surface between the underground continuous wall of the open-cut method and the underground continuous wall of the cover-excavation method by using the dislocation force generated by deformation differences of the two sides of the underground continuous wall so as to take an anti-seepage effect. The anti-seepage construction method of the joint surface between the underground continuous wall of the open-cut method and the underground continuous wall of the cover-excavation method, provided by the invention, is suitable for situations that difference exists between the deformations of the joint surface between the underground continuous walls, has the advantages that the shearing force generated by relative dislocation of the underground continuous walls is fully utilized, the deformations of the underground continuous walls are limited and the anti-seepage effect is also taken, and also has the advantages of relatively high efficiency, less used materials, lower cost, convenient construction and operation and high reliability.

Description

Cut and cover method and cap excavation method diaphragm wall interface place percolation-proof construction method
Technical field
The present invention relates to the method for a kind of underground building technical field of construction, particularly, relate to a kind of cut and cover method and cap excavation method diaphragm wall interface place percolation-proof construction method.
Background technology
In subway work method, cut and cover tunneling technique is simple, and efficiency of construction is higher, and engineering cost is lower, but comparatively large to surrounding environment influence, is not suitable for the urban district of high traffic.Cap excavation method is after being faced down be excavated to certain depth by ground, and by top seal, remaining bottom engineering carries out a kind of method of constructing under the top cover closed.Cap excavation method cost is higher, and efficiency of construction is lower, but less to the Influence of Bicycle of surrounding.Based on the different characteristics of cut and cover method and cap excavation method technique, in order to meet the needs of subway engineering in urban development, there is construction method cut and cover method and cap excavation method combined, can traffic pressure have been alleviated like this, can engineering cost have been reduced again, improved speed of application.The braced structures of going along with sb. to guard him that subway station is commonly used is diaphragm wall, and closed reinforced concrete canopy is arranged at digging method construction section top, and rigidity is comparatively large, and therefore the distortion of diaphragm wall top cross is less; By contrast, cut and cover tunneling section takes bracing members to reduce diaphragm wall lateral deformation.Because reinforced concrete canopy and bracing members stiffness difference are very big, cause cut and cover method and cap excavation method diaphragm wall interface place to be out of shape inconsistent, thus cause this generation crack, interface place, easily seep water.So, how to prevent the seepage problem at cut and cover method and cap excavation method diaphragm wall interface place from being one of technological difficulties in engineering.
Through finding existing literature search, Chinese patent application publication No. is " CN103015405A ", patent name is a kind of diaphragm wall Antiseep method, this patent readme is: " lay geomembrane in reinforcing cage side; the two ends of the lower edges of described geomembrane and every middle part, edge thereof, depth direction edge every 5m be provided with aperture and edge with iron hoop; and on each iron hoop, hang with a stainless steel spring buckle, by stainless steel spring button, geomembrane is connected with reinforcing cage." this technology can play the effect of antiseep when two pieces of Deformation of Diaphragm Walls to be connected are basically identical; but when this patented technology is applied to cut and cover method and cap excavation method diaphragm wall interface place; because two pieces of Deformation of Diaphragm Walls differ greatly, cause this interface place geomembrane to produce tear failure.So this technology is only applicable to the situation of diaphragm wall interface place distortion indifference, and the scope of application is narrower, and reliability is lower, and geomembrane junction sealing effectiveness is bad, and waste lot of materials, efficiency is relatively low.
Summary of the invention
For defect of the prior art, the object of this invention is to provide a kind of cut and cover method and cap excavation method diaphragm wall interface place percolation-proof construction method.
For realizing above object, the invention provides a kind of cut and cover method and cap excavation method diaphragm wall interface place percolation-proof construction method, the method is by arranging at cut and cover method and cap excavation method diaphragm wall interface place the uneven internal force that deformation joint discharges both sides diaphragm wall, utilize the changing of the relative positions power that the modified difference of diaphragm wall both sides produces simultaneously, antiseepage is cut the outside that block is closely pressed in cut and cover method and cap excavation method diaphragm wall interface place, thus play percolation-proof effect.
Said method comprising the steps of:
The first step: measure soil layer transmission coefficient;
By sampling, the soil layer transmission coefficient inside the underground continuous wall groove segment at measurement cut and cover method and cap excavation method diaphragm wall interface place and outside underground continuous wall groove segment, choose the transmission coefficient that in all soil samples, numerical value is maximum, this transmission coefficient is designated as Kmax;
Second step, excavation seepage-proof trough;
When underground continuous wall groove segment is excavated to cut and cover method and cap excavation method diaphragm wall interface place, outside underground continuous wall groove segment, soil excavation is gone out a seepage-proof trough;
3rd step: install channel-section steel and deformation joint is set;
1) after second step completes, along the horizontal strike line of diaphragm wall, in cut and cover method and both sides, cap excavation method diaphragm wall interface place, channel-section steel and reinforcing cage are put into underground continuous wall groove segment and seepage-proof trough respectively, make channel-section steel insert underground continuous wall groove segment and seepage-proof trough simultaneously, two blocks of channel-section steels are all recessed to cut and cover method and cap excavation method diaphragm wall interface place, and about cut and cover method and cap excavation method diaphragm wall interface plane symmetry;
2) at cut and cover method, one vertical through deformation joint is set with cap excavation method diaphragm wall interface place;
4th step, installs antiseepage and cuts block;
With crane, block is cut in antiseepage vertically to sling, the orientation of each plane of block is cut in adjustment antiseepage, antiseepage is kept to cut the length direction of block perpendicular to ground line, antiseepage is cut block to be at the uniform velocity inserted in seepage-proof trough, make antiseepage cut block to be between two blocks of channel-section steels, until the bottom of the antiseepage bottom and seepage-proof trough of cutting block contacts;
5th step: install after antiseepage cuts block, concreting forms diaphragm wall in underground continuous wall groove segment and seepage-proof trough.
Preferably, the first step, step is:
1) at cut and cover method and cap excavation method diaphragm wall interface place, inside underground continuous wall groove segment He outside underground continuous wall groove segment, a geological prospecting point is chosen respectively; Two geological prospecting points are symmetrical about the horizontal strike line of diaphragm 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 samples;
4) soil sample obtained one of them exploratory hole carries out the transmission coefficient that constant head permeability test measures each soil sample, carries out to the soil sample that another exploratory hole obtains the transmission coefficient that varying head permeability test measures each soil sample;
5) in the first step the 4th) transmission coefficient of all soil samples that obtains of step analyzes, and choose the transmission coefficient that numerical value is maximum, this transmission coefficient is designated as Kmax.
Described cut and cover method and cap excavation method diaphragm wall interface place, refer to the interface place that cut and cover method underground continuous wall groove segment and cap excavation method underground continuous wall groove segment overlap mutually.
Inside described underground continuous wall groove segment, refer to the part between underground continuous wall groove segment, this part soil body needs excavation 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 described two geological prospecting points equals the 3-4 of diaphragm wall width doubly.
The 1.1-1.2 that the diameter of described exploratory hole is 100-200mm, the degree of depth equals the described diaphragm wall degree of depth doubly.
Preferably, 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 diaphragm wall interface plane symmetry.
More preferably, described seepage-proof trough horizontal slice is rectangle, and beyond this rectangle is parallel with the horizontal strike line of diaphragm wall, length is 2 times of diaphragm wall width, and the length of another side is identical with the width of diaphragm wall; The degree of depth of seepage-proof trough equals the degree of depth of diaphragm wall.
Preferably, 3rd step 1) in, described channel-section steel is vertically elongated at diaphragm wall depth direction, the length on long limit, the convex side of channel cross-section is 0.4 times of diaphragm wall width, this long limit, convex side is perpendicular to the horizontal strike line of diaphragm wall, long limit, the recessed side of channel cross-section is 0.5 times of diaphragm wall width to the distance at cut and cover method and cap excavation method diaphragm wall interface place, and long limit, the recessed side of the channel cross-section length imbedded in underground continuous wall groove segment is 0.8 times of the long edge lengths in the recessed side of this channel cross-section.
More preferably, described in each block, channel-section steel is all fixed on reinforcing cage with welding manner.
Preferably, the 3rd step 2) in, described deformation joint is about cut and cover method and cap excavation method diaphragm wall interface plane symmetry.More preferably, the width of described deformation joint is 20-30mm, clogs with plank; The thickness of described plank equals the width of described deformation joint.
Preferably, in the 4th step:
The orientation of each plane of block is cut in described adjustment antiseepage, refers to that block is cut in adjustment antiseepage, makes the external surface of rubber seal bed course be close to underground continuous wall groove segment;
The length that block is cut in described antiseepage equals the degree of depth of diaphragm wall, width equal the 2-2.1 of long limit, the recessed side of channel cross-section and cut and cover method and cap excavation method diaphragm wall interface place distance doubly, thickness is 0.2 times of the long edge lengths in the recessed side of channel cross-section.
More preferably, described antiseepage is cut block and is made up of steel plate and the stickup of caulking gum bed course two parts, wherein:
Described caulking gum bed course, elongated at diaphragm wall depth direction, its width equals that the width of block is cut in described antiseepage, thickness is determined 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 diaphragm wall depth direction, its width equals the width that block is cut in described antiseepage, and its thickness is determined according to the value of gained Kmax in the first step, concrete:
When Kmax is positioned at [0,0.1], thickness is that 0.2 times of the long edge lengths in the recessed side of channel cross-section deducts 10mm;
When Kmax is positioned at [0.1,1.0], thickness is that 0.2 times of the long edge lengths in the recessed side of channel cross-section deducts 15mm;
When Kmax is positioned at [1.0,5.0], thickness is that 0.2 times of the long edge lengths in the recessed side of channel cross-section deducts 20mm;
When Kmax is positioned at [5.0,20], thickness is that 0.2 times of the long edge lengths in the recessed side of channel cross-section deducts 25mm;
When Kmax is positioned at [20, ∞], thickness is that 0.2 times of the long edge lengths in the recessed side of channel cross-section deducts 30mm;
Wherein said Kmax unit is m/d.
Principle of the present invention is:
Because cut and cover method and cap excavation method diaphragm wall interface place surrounding soil exist uneven deformation, cause this place's diaphragm wall that the relative changing of the relative positions can occur, thus cause the channel-section steel imbedded in diaphragm wall also the relative changing of the relative positions to occur thereupon, make outer boundary cut block by the antiseepage that channel-section steel limits and bear very big shearing, huge shearing action makes antiseepage cut block and compresses diaphragm wall body of wall.The effect of percolation-proof by rubber gasket lamination tightly, thus is played by such cut and cover method and cap excavation method diaphragm wall interface place.
Compared with prior art, the present invention has following beneficial effect:
The present invention is applicable to diaphragm wall interface place and is out of shape discrepant situation, make full use of the shearing that the relative changing of the relative positions of diaphragm wall produces, both the distortion of diaphragm wall had been limited, play again the effect of percolation-proof, efficiency is higher, and use material less, cost is lower, constructing operation is convenient, and reliability is high.
Accompanying drawing explanation
By reading the detailed description done non-limiting example with reference to the following drawings, other features, objects and advantages of the present invention will become more obvious:
Fig. 1 is the arrangement of investigation holes figure of one embodiment of the invention;
Fig. 2 is the seepage-proof trough layout plan of one embodiment of the invention, and wherein: (a) is plan view, (b) is A-A sectional drawing;
Fig. 3 is the channel-section steel mounting plane figure of one embodiment of the invention;
Fig. 4 is that block and deformation joint mounting plane figure are cut in the antiseepage of one embodiment of the invention;
Fig. 5 is that block drawing is cut in the antiseepage of one embodiment of the invention, and wherein: (a) is plan view, (b) is B-B sectional drawing;
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 the horizontal strike line of diaphragm wall, 4 is cut and cover method and cap excavation method diaphragm wall interface, 5 is inside underground continuous wall groove segment, and 6 is outside underground continuous wall groove segment, and 7 is exploratory hole (diameter ), 8 is exploratory hole (diameter ), 9 is seepage-proof trough, and 10 is channel-section steel, and 11 is reinforcing cage, and 12 cut block for antiseepage, and 13 is deformation 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 examples will contribute to those skilled in the art and understand the present invention further, but not limit the present invention in any form.It should be pointed out that to those skilled in the art, without departing from the inventive concept of the premise, some distortion and improvement can also be made.These all belong to protection scope of the present invention.
The present embodiment provides a kind of cut and cover method and cap excavation method diaphragm wall interface place percolation-proof construction method, digs in conjunction with construction section for subway station Ming Gai.This subway station is an island platform station, 2 layers, underground, adopts a post two across tower structure.In order to reduce the impact on the traffic of west side, station, the structure newly opened a way in west side in boundary lines of roads in station adopts sheltered reverse excavation construction, and all the other adopt Open Cut Method construction.Station total length 161.3m, wherein west side lid digs segment length 104.4m, east side open cut segment length 56.9m, and standard paragraphs width is 21.3m, and two ends shield structure well width is 26.2m, excavation of foundation pit degree of depth 17.3m.The west side lid of constructing in advance digs segment structure top board center pillar and adopts steel pipe column, and shield structure well section is standard paragraphs is steel pipe column both sides are respectively provided with a row interim column, supporting cover digs segment structure top board, lid dig segment structure complete after dismounting.Station main body side wall adopts combining wall form, is designed to the thick diaphragm wall of 1000mm and the thick steel concrete liner of 600mm.The diaphragm wall degree of depth is 30m.For ensureing that engineering is carried out smoothly, application the present invention prevents cut and cover method and cap excavation method diaphragm wall interface place from producing percolating water because of uneven deformation, and concrete implementation step is as follows:
The first step: measure soil layer transmission coefficient; Concrete:
1) as shown in Figure 1, at the interface place that cap excavation method underground continuous wall groove segment 1 and cut and cover method underground continuous wall groove segment 2 overlap mutually, namely at cut and cover method and cap excavation method diaphragm wall interface 4 place, inside underground continuous wall groove segment 5 and underground continuous wall groove segment outside 6, choose a geological prospecting hole 8 and 7 respectively, distance between exploratory hole 8 and 7 equals 3 times of diaphragm wall width, is 3000mm, and exploratory hole 8 and 7 is symmetrical about the horizontal strike line 3 of diaphragm wall.
In the present embodiment, described cut and cover method and cap excavation method diaphragm wall interface 4 place, refer to that cut and cover method underground continuous wall groove segment 2 level trend and cap excavation method underground continuous wall groove segment 1 level move towards the interface place mutually overlapped.
In the present embodiment, inside described underground continuous wall groove segment 5, refer to the part between underground continuous wall groove segment; Outside described underground continuous wall groove segment 6, refer to the other side of underground continuous wall groove segment.
In the present embodiment, described exploratory point 8 and 7, be certainly face down to bore with rig to put a vertical exploratory hole, its diameter is 200mm, and its degree of depth equals 1.1 times of the described diaphragm wall degree of depth, is 33m.
2) at exploratory hole 8 and 7, a soil sample is got with thin-walled revolution soil sampler at interval of 2m.
3) all soil samples of getting in two exploratory holes 8 and 7 are transported to geotechnological indoor laboratory, to exploratory hole 7 obtain soil sample carry out the transmission coefficient that constant head permeability test measures each soil sample, the transmission coefficient that varying head permeability test measures each soil sample is carried out to the soil sample that exploratory hole 8 obtains.
4) in the first step the 3rd) transmission coefficient of all soil samples that obtains of step analyzes, and choose the transmission coefficient that numerical value is maximum, this transmission coefficient is designated as Kmax; It is 1.1m/d that experiment records Kmax.
Second step, excavation seepage-proof trough 9; Concrete:
As shown in (a) in Fig. 1 and Fig. 2, when cap excavation method underground continuous wall groove segment 1 and cut and cover method underground continuous wall groove segment 2 are excavated to cut and cover method and cap excavation method diaphragm wall interface 4 place, outside underground continuous wall groove segment 6, soil excavation is gone out a 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 is about cut and cover method and cap excavation method diaphragm wall interface 4 plane symmetry.
In the present embodiment, the horizontal slice of described seepage-proof trough 9 is rectangle, this rectangular parallel in the horizontal strike line 3 of diaphragm wall length be 2000mm, be 2 times of diaphragm wall width; The length of another side is 1000mm, identical with the width of diaphragm wall; The degree of depth of seepage-proof trough 9 is 30m, equals the degree of depth of diaphragm wall.
3rd step: install channel-section steel 10 and deformation 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, move towards along the horizontal strike line 3 of diaphragm wall, in cut and cover method and both sides, cap excavation method diaphragm wall interface 4 place, channel-section steel 10 and reinforcing cage 11 are put into underground continuous wall groove segment and seepage-proof trough 9 respectively, make channel-section steel 10 insert underground continuous wall groove segment and seepage-proof trough 9 simultaneously, two blocks of channel-section steels 10 are all recessed to cut and cover method and cap excavation method diaphragm wall interface 4 place, and about cut and cover method and cap excavation method diaphragm wall interface 4 plane symmetry.
In the present embodiment, the length of described channel-section steel 10 is 30m, identical with the degree of depth of diaphragm wall; The length on Tu Cechang limit, channel-section steel 10 cross section is 400mm, is 0.4 times of diaphragm wall width, and this long limit, convex side is perpendicular to the horizontal strike line 3 of diaphragm wall; Ao Cechang limit, channel-section steel 10 cross section is 500mm to the distance at cut and cover method and cap excavation method diaphragm wall interface 4 place, is 0.5 times of diaphragm wall width; Ao Cechang limit, the channel-section steel 10 cross section length imbedded in underground continuous wall groove segment is 320mm, is 0.8 times of the long edge lengths in recessed side, channel-section steel 10 cross section.
In the present embodiment, channel-section steel 10 described in each block all adopts welding manner to be fixedly connected on described reinforcing cage 11.
2) at cut and cover method, one vertical through deformation joint 13 is set with cap excavation method diaphragm wall interface 4 place.
In the present embodiment, described deformation joint 13 is about cut and cover method and cap excavation method diaphragm wall interface 4 plane symmetry.
In the present embodiment, the width of described deformation joint 13 is 20-30mm, clogs with plank; The thickness of described plank equals the width of described deformation joint 13.
4th step, installs antiseepage and cuts block 12; Concrete:
As shown in (b) in (a), Fig. 5 in Fig. 4, Fig. 5, with crane, block 12 is cut in antiseepage vertically to sling, the orientation of each plane of block 12 is cut in adjustment antiseepage, rubber seal bed course 15 external surface making described antiseepage cut block 12 is close to underground continuous wall groove segment, and keep antiseepage to cut the length direction of block 12 perpendicular to ground line, antiseepage being cut block 12 is at the uniform velocity inserted in seepage-proof trough 9, make antiseepage cut block 12 to be between two blocks of channel-section steels 10, until the bottom that block 12 is cut in antiseepage contacts with the bottom of seepage-proof trough 9.
In the present embodiment, the length that block 12 is cut in described antiseepage is 30m, equals the degree of depth of diaphragm wall; The width that block 12 is cut in described antiseepage is 1000mm, equals Ao Cechang limit, channel-section steel 10 cross section and cut and cover method and cap excavation method diaphragm wall interface 4 place distance 2 times; The thickness that block 12 is cut in described antiseepage is 80mm, is 0.2 times of the long edge lengths in recessed side, channel-section steel 10 cross section;
In the present embodiment, described antiseepage is cut block 12 and is made up of steel plate 14 and the stickup of rubber seal bed course 15 two parts, wherein:
The length of described rubber seal bed course 15 is 30m, elongated at diaphragm wall depth direction; Its width is 1000mm, equals the width that block 12 is cut in described antiseepage; Its thickness is determined according to the value of gained Kmax in the first step, concrete:
Be 1.1m/d according to the Kmax that the first step records, namely Kmax is positioned at [1.0,5.0] m/d, then the thickness of rubber seal bed course 15 is 20mm;
The length of described steel plate 14 is 30m, elongated at diaphragm wall depth direction; Its width is 1000mm, equals the width that block 12 is cut in described antiseepage; Its thickness is determined according to the value of gained Kmax in the first step, concrete:
Be 1.1m/d according to the Kmax that the first step records, namely Kmax is positioned at [1.0,5.0] m/d, then the thickness of steel plate 14 is 60mm, for 0.2 times of the long edge lengths in recessed side, channel-section steel 10 cross section deducts 20mm.
5th step: install after antiseepage cuts block 12, concreting forms diaphragm wall in underground continuous wall groove segment and seepage-proof trough 9.
The present invention is by arranging at cut and cover method and cap excavation method diaphragm wall interface place the uneven internal force that deformation joint discharges both sides diaphragm wall, utilize the changing of the relative positions power that the modified difference of diaphragm wall both sides produces simultaneously, antiseepage is cut the outside that block is closely pressed in cut and cover method and cap excavation method diaphragm wall interface place, thus play percolation-proof effect.For diaphragm wall interface, place is out of shape discrepant situation, the present invention makes full use of the shearing that the relative changing of the relative positions of diaphragm wall produces, both the distortion of diaphragm wall had been limited, play again the effect of percolation-proof, have efficiency higher, use material less, cost is lower, constructing operation is convenient, reliability advantages of higher.
Above specific embodiments of the invention are described.It is to be appreciated that the present invention is not limited to above-mentioned particular implementation, those skilled in the art can make various distortion or amendment within the scope of the claims, and this does not affect flesh and blood of the present invention.

Claims (10)

1. cut and cover method and a cap excavation method diaphragm wall interface place percolation-proof construction method, is characterized in that, comprise the following steps:
The first step: measure soil layer transmission coefficient;
Sampling, the soil layer transmission coefficient inside the underground continuous wall groove segment at measurement cut and cover method and cap excavation method diaphragm wall interface place and outside underground continuous wall groove segment, the transmission coefficient choosing numerical value in soil sample maximum is designated as Kmax;
Second step, excavation seepage-proof trough;
When underground continuous wall groove segment is excavated to cut and cover method and cap excavation method diaphragm wall interface place, outside underground continuous wall groove segment, soil excavation is gone out a seepage-proof trough;
3rd step: install channel-section steel and deformation joint is set;
1) after second step completes, along the horizontal strike line of diaphragm wall, in cut and cover method and both sides, cap excavation method diaphragm wall interface place, channel-section steel and reinforcing cage are put into underground continuous wall groove segment and seepage-proof trough respectively, make channel-section steel insert underground continuous wall groove segment and seepage-proof trough simultaneously, two blocks of channel-section steels are all recessed to cut and cover method and cap excavation method diaphragm wall interface place, and about cut and cover method and cap excavation method diaphragm wall interface plane symmetry;
2) at cut and cover method, one vertical through deformation joint is set with cap excavation method diaphragm wall interface place;
4th step, installs antiseepage and cuts block;
Block is cut in antiseepage vertically sling, antiseepage cuts the length direction of block perpendicular to ground line, antiseepage is cut block and is at the uniform velocity inserted in seepage-proof trough, makes antiseepage cut block and is between two blocks of channel-section steels, until the bottom of the antiseepage bottom and seepage-proof trough of cutting block contacts;
5th step: install after antiseepage cuts block, concreting forms diaphragm wall in underground continuous wall groove segment and seepage-proof trough.
2. a kind of cut and cover method according to claim 1 and cap excavation method diaphragm wall interface place percolation-proof construction method, it is characterized in that, in the first step, step is:
1) at cut and cover method and cap excavation method diaphragm wall interface place, inside underground continuous wall groove segment He outside underground continuous wall groove segment, choose a geological prospecting point respectively, two geological prospecting points are symmetrical about the horizontal strike line of diaphragm wall;
2) at each geological prospecting point, a vertical exploratory hole put by the brill that certainly faces down;
3) in each exploratory hole interval soil sampling;
4) soil sample obtained one of them exploratory hole carries out the transmission coefficient that constant head permeability test measures each soil sample, carries out to the soil sample that another exploratory hole obtains the transmission coefficient that varying head permeability test measures each soil sample;
5) in the first step the 4th) transmission coefficient of all soil samples that obtains of step analyzes, and choose the transmission coefficient that numerical value is maximum, this transmission coefficient is designated as Kmax.
3. a kind of cut and cover method according to claim 1 and 2 and cap excavation method diaphragm wall interface place percolation-proof construction method, it is characterized in that, described cut and cover method and cap excavation method diaphragm wall interface place, refer to the interface place that cut and cover method underground continuous wall groove segment and cap excavation method underground continuous wall groove segment overlap mutually;
Inside described underground continuous wall groove segment, refer to the part between underground continuous wall groove segment, this part soil body needs excavation 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 described two geological prospecting points equals the 3-4 of diaphragm wall width doubly;
The diameter of described exploratory hole is 100-200mm, and the degree of depth of described exploratory hole equals the 1.1-1.2 of the described diaphragm wall degree of depth doubly.
4. a kind of cut and cover method according to claim 1 and cap excavation method diaphragm wall interface place percolation-proof construction method, 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 diaphragm wall interface plane symmetry.
5. a kind of cut and cover method according to claim 1 or 4 and cap excavation method diaphragm wall interface place percolation-proof construction method, it is characterized in that, described seepage-proof trough horizontal slice is rectangle, beyond this rectangle is parallel with the horizontal strike line of diaphragm wall, length is 2 times of diaphragm wall width, and the length of another side is identical with the width of diaphragm wall; The degree of depth of seepage-proof trough equals the degree of depth of diaphragm wall.
6. a kind of cut and cover method according to claim 1 and cap excavation method diaphragm wall interface place percolation-proof construction method, it is characterized in that, 3rd step 1) in, described channel-section steel is vertically elongated at diaphragm wall depth direction, the length on long limit, the convex side of channel cross-section is 0.4 times of diaphragm wall width, this long limit, convex side is perpendicular to the horizontal strike line of diaphragm wall, long limit, the recessed side of channel cross-section is 0.5 times of diaphragm wall width to the distance at cut and cover method and cap excavation method diaphragm wall interface place, long limit, the recessed side of the channel cross-section length imbedded in underground continuous wall groove segment is 0.8 times of the long edge lengths in the recessed side of this channel cross-section.
7. a kind of cut and cover method according to claim 1 or 6 and cap excavation method diaphragm wall interface place percolation-proof construction method, is characterized in that, the 3rd step 2) in, described deformation joint is about cut and cover method and cap excavation method diaphragm wall interface plane symmetry.
8. a kind of cut and cover method according to claim 7 and cap excavation method diaphragm wall interface place percolation-proof construction method, it is characterized in that, the width of described deformation joint is 20-30mm, clogs with plank; The thickness of described plank equals the width of described deformation joint.
9. a kind of cut and cover method according to claim 1 and cap excavation method diaphragm wall interface place percolation-proof construction method, is characterized in that, in the 4th step:
The orientation of each plane of block is cut in described adjustment antiseepage, refers to that block is cut in adjustment antiseepage, makes the external surface of rubber seal bed course be close to underground continuous wall groove segment;
The length that block is cut in described antiseepage equals the degree of depth of diaphragm wall, width equal the 2-2.1 of long limit, the recessed side of channel cross-section and cut and cover method and cap excavation method diaphragm wall interface place distance doubly, thickness is 0.2 times of the long edge lengths in the recessed side of channel cross-section.
10. a kind of cut and cover method according to claim 1 or 9 and cap excavation method diaphragm wall interface place percolation-proof construction method, is characterized in that, described antiseepage is cut block and is made up of steel plate and the stickup of rubber seal bed course two parts; Wherein:
Described caulking gum bed course, elongated at diaphragm wall depth direction, its width equals that the width of block is cut in described antiseepage, thickness is determined 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 diaphragm wall depth direction, its width equals that the width of block is cut in described antiseepage, thickness is determined according to the value of gained Kmax in the first step:
When Kmax is positioned at [0,0.1], thickness is that 0.2 times of the long edge lengths in the recessed side of channel cross-section deducts 10mm;
When Kmax is positioned at [0.1,1.0], thickness is that 0.2 times of the long edge lengths in the recessed side of channel cross-section deducts 15mm;
When Kmax is positioned at [1.0,5.0], thickness is that 0.2 times of the long edge lengths in the recessed side of channel cross-section deducts 20mm;
When Kmax is positioned at [5.0,20], thickness is that 0.2 times of the long edge lengths in the recessed side of channel cross-section deducts 25mm;
When Kmax is positioned at [20, ∞], thickness is that 0.2 times of the long edge lengths in the recessed side of channel cross-section deducts 30mm;
Wherein said Kmax unit is m/d.
CN201410515710.8A 2014-09-29 2014-09-29 Water-impervious construction method at cut and cover method and cap excavation method diaphram wall interface Active CN104343136B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201410515710.8A CN104343136B (en) 2014-09-29 2014-09-29 Water-impervious construction method at cut and cover method and cap excavation method diaphram wall interface

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201410515710.8A CN104343136B (en) 2014-09-29 2014-09-29 Water-impervious construction method at cut and cover method and cap excavation method diaphram wall interface

Publications (2)

Publication Number Publication Date
CN104343136A true CN104343136A (en) 2015-02-11
CN104343136B CN104343136B (en) 2016-08-17

Family

ID=52499544

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201410515710.8A Active CN104343136B (en) 2014-09-29 2014-09-29 Water-impervious construction method at cut and cover method and cap excavation method diaphram wall interface

Country Status (1)

Country Link
CN (1) CN104343136B (en)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105064411A (en) * 2015-07-17 2015-11-18 上海交通大学 Method for building post-pouring expansion reinforcing band of wallboard of underground structure

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP4771704B2 (en) * 2005-01-24 2011-09-14 住友ゴム工業株式会社 Joint structure of buried structure and flexible joint used therefor
CN103334452A (en) * 2013-07-11 2013-10-02 李涛 Underground engineering mixed construction method
CN103696438A (en) * 2014-01-15 2014-04-02 李涛 Double-amplitude type hybrid construction method for underground engineering

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP4771704B2 (en) * 2005-01-24 2011-09-14 住友ゴム工業株式会社 Joint structure of buried structure and flexible joint used therefor
CN103334452A (en) * 2013-07-11 2013-10-02 李涛 Underground engineering mixed construction method
CN103696438A (en) * 2014-01-15 2014-04-02 李涛 Double-amplitude type hybrid construction method for underground engineering

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105064411A (en) * 2015-07-17 2015-11-18 上海交通大学 Method for building post-pouring expansion reinforcing band of wallboard of underground structure

Also Published As

Publication number Publication date
CN104343136B (en) 2016-08-17

Similar Documents

Publication Publication Date Title
CN106088364B (en) A kind of basement antiseep connection structure and its construction method
CN106194218B (en) shield end soil body reinforcing system in high-water-head deep-thick sand layer area
CN104537162B (en) Determine shield tunnel liner interannular seam resistance faulting of slab ends and open deformability method
CN108547639B (en) Tunnel closes on the advanced same more conduit delamination pour slurry construction methods in hole of existing buildings
CN104099943B (en) Diaphram wall and discarded underground civil defense engineering intersection processing method
CN103410175B (en) A kind of water seepage control construction method for karst water-rich geological underground structure waterproof construction
JP6449041B2 (en) Submarine tunnel construction method and onshore tunnel construction method
CN103628887A (en) Large-section water-rich saturated fine sand railway tunnel excavation method
Hunt Predicting the ground movements above twin tunnels constructed in London Clay
CN103485790A (en) Shallow tunneling method for pipe-proof-supporting structure combined system
CN109555085B (en) Geomembrane seepage-proofing drainage structure on upstream face of gravity dam and construction method thereof
CN104131565B (en) A kind of against making the construction method that the earthwork is just made to excavate
CN102433886A (en) Construction method for adding water lowering well in water collecting well
CN109555540A (en) Tunnel form prestressed pipe curtain structure and construction method
Li et al. Ground fissure disasters and mitigation measures for hazards during metro system construction in Xi’an, China
CN111139837A (en) Method for simultaneously excavating multiple base pits at crossed subway in soft soil area
CN102650133A (en) Method and object for constructing half top-down deep base pit supporting structure of side frame
CN104727332A (en) Steel sheet pile cofferdam bottom rock-socketed anchoring method
CN109882186A (en) A kind of structure of the window of vcehicular tunnel and the method for unidirectionally appearing in tunnel
WO2018177304A1 (en) Fabricated underground building and construction method thereof
CN109236367A (en) A kind of tunnel structure and its frozen construction method with antiseepage drain function
CN104343136A (en) Anti-seepage construction method of joint surface between underground continuous wall of open-cut method and underground continuous wall of cover-excavation method
CN208996076U (en) A kind of reserved scuttle hatch digging is inverse to make structure
CN104532849B (en) A kind of foundation ditch on top of underground railway tunnel excavation method
CN208122872U (en) For Tunnel corrugated steel plate

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
ASS Succession or assignment of patent right

Owner name: CHINA RAILWAY CONSTRUCTION ENGINEERING BUREAU NO.1

Free format text: FORMER OWNER: SHANGHAI JIAO TONG UNIVERSITY

Effective date: 20150623

C41 Transfer of patent application or patent right or utility model
TA01 Transfer of patent application right

Effective date of registration: 20150623

Address after: 101100 Tongzhou District Xinhua West Street, No. 26, Beijing

Applicant after: China Railway 16 Bureau Group Beijing Metro Engineering Construction Co., Ltd.

Applicant after: China Railway Construction Engineering Bureau No.16 Group Corp., Ltd.

Applicant after: Shanghai Jiao Tong University

Address before: 101100 Tongzhou District Xinhua West Street, No. 26, Beijing

Applicant before: China Railway 16 Bureau Group Beijing Metro Engineering Construction Co., Ltd.

Applicant before: Shanghai Jiao Tong University

C14 Grant of patent or utility model
GR01 Patent grant