CN202577349U - Large immersed tube tunnel dry dock floor structure - Google Patents

Large immersed tube tunnel dry dock floor structure Download PDF

Info

Publication number
CN202577349U
CN202577349U CN 201220143173 CN201220143173U CN202577349U CN 202577349 U CN202577349 U CN 202577349U CN 201220143173 CN201220143173 CN 201220143173 CN 201220143173 U CN201220143173 U CN 201220143173U CN 202577349 U CN202577349 U CN 202577349U
Authority
CN
China
Prior art keywords
layer
pipeline
immersed tube
docking
dock
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.)
Expired - Fee Related
Application number
CN 201220143173
Other languages
Chinese (zh)
Inventor
王朝辉
代敬辉
张志安
李建芳
郭建文
肖刚刚
梁素琴
张志恒
李凡
尚颋
韩旭华
王尓峰
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.)
China Railway 18th Bureau Group Co Ltd
Fifth Engineering Co Ltd of China Railway 18th Bureau Group Co Ltd
Original Assignee
China Railway 18th Bureau Group Co Ltd
Fifth Engineering Co Ltd of China Railway 18th 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 China Railway 18th Bureau Group Co Ltd, Fifth Engineering Co Ltd of China Railway 18th Bureau Group Co Ltd filed Critical China Railway 18th Bureau Group Co Ltd
Priority to CN 201220143173 priority Critical patent/CN202577349U/en
Application granted granted Critical
Publication of CN202577349U publication Critical patent/CN202577349U/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Abstract

The utility model discloses a large immersed tube tunnel dry dock floor structure comprising a tube segment lower basement part, a non-tube segment lower basement part and a floating layer part. The tube segment lower basement part and the non-tube segment lower basement part respectively comprise a stone basement layer, a broken stone subsidiary base layer, an inverted filtration layer, a reinforced concrete layer and a floating layer which are arranged from bottom to top. The floating layer comprises a thick rough sand layer of 10 millimeters (0.5-2millimeters) and a plurality of water discharge grooves. The water discharge grooves are distributed by the way that transverse directions of the water discharge grooves are communicated with longitudinal directions of the water discharge grooves. A plurality of water filtration tubes are distributed along the axial direction perpendicular to a tube segment in the inverted filtration layer of the tube segment lower basement part. The cross section outline of the interface between the inverted filtration layer and the broken stone subsidiary base layer located around the water filtration tubes is an inversed trapezoid. The large immersed tube tunnel dry dock floor structure is suitable for sea soft soil texture foundation characters, can achieve an expectation effect of application to tunnel engineering, and provides excellent technology for engineering similar to sea soft soil texture foundation.

Description

Large-scale immersed tube tunnel dry-docking dock bottom structure
Technical field
The utility model relates to a kind of immersed tube tunnel dry-docking structure, relates in particular to a kind of large-scale immersed tube tunnel dry-docking dock bottom structure.
Background technology
Submerged tunnel has become the important node engineering of means of transportation planning network, has built nearly hundreds of seat traffic tunnel under water all over the world, and wherein more than 100 seat tunnel employing immersed tube worker method built and formed.In immersed tube tunnel was built, its dry-docking, pipeline section, foundation trench, pipeline section basis etc. all were main the work itemss of immersed tube tunnel.And dry-docking is being born the prefabricated and floating task of immersed tube tube coupling, and the effect in immersed tube tunnel holds the balance.When the immersed tube prefabrication of tube section is accomplished, after the dense water check, carry out rising of pipeline section and float, rising in the floating process of pipeline section,, cause pipeline section to play floating failure, thereby designed a floating layer structure of dry-docking for preventing the dock bottom to the pipe absorption at the end.In the past in the structure design of dry-docking dock bottom, the basis, base change fill out after, play floating layer and adopt veneer design, should floating layer design, cracky, prevent relatively poor, the fire hazardous of absorption affinity, so it is undesirable to manage end drainage effect.
The utility model content
To above-mentioned prior art; The utility model provides a kind of large-scale immersed tube tunnel dry-docking dock bottom structure; The utility model dry-docking dock bottom structure is applicable to littoral facies weak soil property characteristics; Can reach the Expected Results of in construction of tunnel, using, for littoral facies weak soil property similar engineering from now on provides the good technical support.
For solving the problems of the technologies described above; The technical scheme that the large-scale immersed tube tunnel dry-docking of the utility model dock bottom structure is achieved is: comprise a substrate position and a floating layer position under substrate position under the pipeline section, the non-pipeline section; It is characterized in that; Substrate position under substrate position and the said non-pipeline section under the said pipeline section includes stone subbase, rubble first base, inverted filter, the reinforced concrete floor that is provided with from bottom to top and plays floating layer; Said floating layer is 0.5~2mm by particle diameter, and its thickness is that coarse sands layer and a plurality of rhone of 10mm constitutes, and said a plurality of rhones are arranged according to horizontal and vertical perforation; Under the said pipeline section in the inverted filter at substrate position, along perpendicular to pipeline section is axial arranged many filter pipes being arranged, the cross-sectional outling of interface is for trapezoidal between inverted filter of around said filter pipe, locating and the rubble first base.
The large-scale immersed tube tunnel dry-docking of the utility model dock bottom structure, wherein, said stone subbase is that the ratchel of 350mm constitutes by thickness; Said rubble first base is 10~53mm by particle diameter, and its thickness is that the graded broken stone of 390mm constitutes; Said inverted filter is 0.5~0.25mm by particle diameter, and its thickness is that the medium coarse sand of 100mm constitutes; The thickness of said steel concrete is 350mm, and reinforcing bar wherein is Φ 12 * 200mm, and concrete strength grade is C30.
Said filter pipe is a cast iron pipe, and said cast iron pipe is provided with a plurality of worries water hole, is coated with non-woven geotextile on the cast iron pipe.
A plurality of rhones according to groove in length and breadth spacing 1m arrange that the width of rhone is 100mm, the degree of depth is 50mm.
Said rhone adopts channel-section steel, is provided with sponge strip in the outside of channel-section steel.
The chicken girt that particle diameter is 5mm~10mm is filled out in shop, said rhone the inside.
Compared with prior art, the beneficial effect of the utility model is:
In conjunction with littoral facies weak soil property ground characteristics, the large-scale immersed tube tunnel dry-docking of the utility model dock bottom structure is changed through rational design and to be filled out deck and fill out thickness with changing; Reached the enhancing bearing capacity of foundation soil; Effectively get rid of substrate underground water, reduce the differential settlement of soft foundation during the prefabrication of tube section, satisfy dry-docking and discharge water; Current flowed into the pipeline section bottom smoothly during pipeline section rose and floats, and reduced the absorption affinity of pipeline section base plate and concrete slab.
In the past in the structure design of dry-docking dock bottom, the basis, base change fill out after, play floating layer and adopt veneer design, should floating layer design, cracky, prevent relatively poor, the fire hazardous of absorption affinity, it is undesirable to manage end drainage effect.The structure that plays floating layer employing coarse sands layer and concrete rhone in the utility model has the advantage of practicing thrift cost, more environmental protection, safety.
Description of drawings
Fig. 1 is a substrate position sectional drawing under the pipeline section in the structure of the large-scale immersed tube tunnel dry-docking of the utility model dock bottom;
Fig. 2 is a substrate position sectional drawing under the non-pipeline section in the structure of the large-scale immersed tube tunnel dry-docking of the utility model dock bottom;
Fig. 3 plays floating layer position sectional drawing in the structure of the large-scale immersed tube tunnel dry-docking of the utility model dock bottom.
Among the figure: 1-rhone, 2-filter pipe, 3-play floating layer, 4-reinforced concrete floor, 5-top layer, 6-inverted filter, 7-rubble first base, 8-stone subbase, 9-sponge strip.
The specific embodiment
Below in conjunction with the specific embodiment the utility model is done to describe in further detail.
The large-scale immersed tube tunnel dry-docking of the utility model dock bottom structure comprises a substrate position and a floating layer position under substrate position under the pipeline section, the non-pipeline section.As depicted in figs. 1 and 2, under the said pipeline section under substrate position and the said non-pipeline section substrate position include from bottom to top stone subbase 8, rubble first base 7, inverted filter 6, the reinforced concrete floor 4 that is provided with and play floating layer 3.
Said stone subbase 8 is that the ratchel of 350mm constitutes by thickness; Said rubble first base 7 is graded broken stone (particle diameter is the rubble of the 10~53mm) formation of 390mm by thickness; (particle diameter is 0.5~0.25mm) to constitute to said inverted filter by the medium coarse sand of 100mm thickness; The thickness of said steel concrete is 350mm, and reinforcing bar wherein is Φ 12 * 200mm, and concrete strength grade is C30.
Under the said pipeline section in the inverted filter 5 at substrate position, along perpendicular to pipeline section is axial arranged many filter pipes 2 being arranged, said filter pipe 2 is a cast iron pipe, and said cast iron pipe is provided with a plurality of through holes, is coated with non-woven geotextile on the said cast iron pipe.The cross-sectional outling of interface is for trapezoidal, like Fig. 1 institute not between inverted filter of locating around the said filter pipe 25 and rubble first base 6.
(particle diameter is 0.5~2mm) to constitute with a plurality of rhones 1, and a plurality of rhones arrange that according to horizontal and vertical perforation a plurality of rhones are the 1m layout according to separation, and width is 100mm, and the degree of depth is 50mm by the thick coarse sands layer of 10mm for said floating layer.Said rhone 1 adopts channel-section steel, is provided with sponge strip 9 in the outside of channel-section steel, and shop, said rhone 1 the inside is filled with the small particle diameter chicken girt, and (particle diameter is 5mm~10mm), and is as shown in Figure 3.
The case study material is following:
Tunnel, Central Artery Haihe River, Tianjin is positioned at China's North China's coastal area, and geology belongs to the littoral facies weak soil property.The basis, dock bottom is changed and is filled out, substrate design under substrate and the non-pipeline section under the branch pipeline section.Adopt the dry-docking dock bottom form of structure of the utility model; Through follow-up immersed tube prefabrication of tube section, pipeline section leak detection checking such as (dry-docking water-filling) stage; And through Shanghai geotechnical investigation design and research institute of the third party unit of detection, monitored data shows, during excavating; Surface settlement and sidesway value are 1.5mm/d~2.3mm/d, less than design load 3mm/d; Cheat outer SEA LEVEL VARIATION maximum control in 0.5m; During dry-docking came into operation, face of land section deflection, the outer soil body lateral displacement deflection in hole did not all surpass the design alarming value outside side slope and platform deflection thereof, the hole.
Work progress mainly comprises: after the dry-docking excavation of foundation pit puts in place, carry out the dock bottom based process, the dock bottom is changed and is filled out three positions of branch, promptly under the pipeline section substrate position change fill out, the substrate position is changed and is filled out, rises floating layer and perform under the non-pipeline section.
Changing of substrate position filled out under the pipeline section: changing and filling out overall width is 118.8m, and length is 273m, and changing and filling out thickness is 1.2m, and substrate is changed and filled out thickness mainly is to play the floating design that requires according to pipeline section weight and in order to satisfy pipeline section construction technology needs, pipeline section with changing underfill material.Change and fill out thickness 1.2m, for 60mm plays floating layer, the thick steel concrete of 300mm, the thick medium coarse sand inverted filter of 100mm, the thick graded broken stone layer of 390mm, 350mm boulder ground layer, see Fig. 1 from top to bottom.Wherein, every layer effect is: in order to strengthen bearing capacity of foundation soil, changing bottom laying boulder and the rubble of filling out; The medium coarse sand inverted filter is set and, can plays the phreatic effect of substrate of getting rid of along whenever arranging a filter pipe across a certain distance perpendicular to the pipeline section axis direction; Armored concrete slab can reduce the differential settlement of soft foundation during the prefabrication of tube section; Concrete slab along horizontal, vertically fluting can satisfy pipeline section discharged water floating during current flow into smoothly bottom the pipeline section; Change the coarse sands layer of filling out top layer, can reduce the absorption affinity of pipeline section base plate and concrete slab.Its work progress is: at first the dock bottom elevation is checked and accepted, former and bearing capacity of foundation soil test.Get into the dock bottom based process stage, the thick ratchel of 350mm is filled out in the shop, and rolls with the 120KN road roller, and ratchel is pressed into about 100mm in the soil.Perform the thick graded broken stone of 390mm, rubble is laid and is accomplished, and behind the road roller grinding compacting, must not have space or big spacing.And anti-fluting is laid Cast iron pipe is gone up and is beaten Grid hole, (the unit grammes per square metre is not less than 200g/m to the outsourcing non-woven geotextile 2), geotextiles can prevent the phenomenon that is blocked at water filtration eyehole.Perform 100mm medium coarse sand inverted filter.Perform the thick steel concrete of 350mm, reinforcing bar adopts Φ 12 * 200, and strength grade of concrete is C30.During concrete construction, the vertical, horizontal rhone is set, separation 1m, width 100mm, degree of depth 50mm on the plate top.
Changing of substrate position filled out under the non-pipeline section: method basically with above-mentioned pipeline section under the substrate position identical, just after performing the thick graded broken stone layer of 390mm, not anti-the fluting need not to bury underground filter pipe.
Play performing of floating layer: basis under pipeline section; The rhone that connects in length and breadth is set on the thick reinforced concrete soil padding of 100mm; The tank arrangement pitch is 1m one, and lays cobble sand, and the medium coarse sand of small particle diameter rubble, upper berth 10mm is filled out in the degree of depth 50mm of rhone, shop, the inside.Tank is set, in length and breadth to perforation.Tank is buried underground and can be adopted the 10# channel-section steel, pastes sponge strip 9 in the channel-section steel both sides, is beneficial to remove after concreting is accomplished.
Although top combination figure is described the utility model; But the utility model is not limited to the above-mentioned specific embodiment, and the above-mentioned specific embodiment only is schematically, rather than restrictive; Those of ordinary skill in the art is under the enlightenment of the utility model; Under the situation that does not break away from the utility model aim, can also make a lot of distortion, these all belong within the protection of the utility model.

Claims (6)

1. one kind large-scale immersed tube tunnel dry-docking dock bottom structure; Comprise a substrate position and a floating layer position under substrate position under the pipeline section, the non-pipeline section; It is characterized in that; Substrate position under substrate position and the said non-pipeline section under the said pipeline section includes stone subbase (8), rubble first base (7), inverted filter (6), the reinforced concrete floor (4) that is provided with from bottom to top and plays floating layer (3); Said floating layer (3) is 0.5~2mm by particle diameter, and its thickness is that coarse sands layer and a plurality of rhone (1) of 10mm constitutes, and said a plurality of rhones (1) are arranged according to horizontal and vertical perforation;
Under the said pipeline section in the inverted filter at substrate position (5), along perpendicular to pipeline section is axial arranged many filter pipes (2) being arranged, the cross-sectional outling that is positioned at interface between inverted filter (5) that said filter pipe (2) locates and the rubble first base (6) on every side is for trapezoidal.
2. according to the said large-scale immersed tube tunnel dry-docking of claim 1 dock bottom structure, it is characterized in that said stone subbase (8) is that the ratchel of 350mm constitutes by thickness; Said rubble first base (7) is 10~53mm by particle diameter, and its thickness is that the graded broken stone of 390mm constitutes; Said inverted filter is 0.5~0.25mm by particle diameter, and its thickness is that the medium coarse sand of 100mm constitutes; The thickness of said steel concrete is 350mm, and reinforcing bar wherein is Φ 12 * 200mm, and concrete strength grade is C30.
3. according to the said large-scale immersed tube tunnel dry-docking of claim 1 dock bottom structure, it is characterized in that said filter pipe (2) is a cast iron pipe, said cast iron pipe is provided with a plurality of worries water hole, is coated with non-woven geotextile on the cast iron pipe.
4. according to the said large-scale immersed tube tunnel dry-docking of claim 1 dock bottom structure, it is characterized in that, a plurality of rhones according to groove in length and breadth spacing 1m arrange that the width of rhone is 100mm, the degree of depth is 50mm.
5. according to the said large-scale immersed tube tunnel dry-docking of claim 1 dock bottom structure, it is characterized in that said rhone (1) adopts channel-section steel, is provided with sponge strip (9) in the outside of channel-section steel.
6. according to the said large-scale immersed tube tunnel dry-docking of claim 1 dock bottom structure, it is characterized in that the chicken girt that particle diameter is 5mm~10mm is filled out in shop, said rhone the inside.
CN 201220143173 2012-04-07 2012-04-07 Large immersed tube tunnel dry dock floor structure Expired - Fee Related CN202577349U (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN 201220143173 CN202577349U (en) 2012-04-07 2012-04-07 Large immersed tube tunnel dry dock floor structure

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN 201220143173 CN202577349U (en) 2012-04-07 2012-04-07 Large immersed tube tunnel dry dock floor structure

Publications (1)

Publication Number Publication Date
CN202577349U true CN202577349U (en) 2012-12-05

Family

ID=47246778

Family Applications (1)

Application Number Title Priority Date Filing Date
CN 201220143173 Expired - Fee Related CN202577349U (en) 2012-04-07 2012-04-07 Large immersed tube tunnel dry dock floor structure

Country Status (1)

Country Link
CN (1) CN202577349U (en)

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105672358A (en) * 2016-03-22 2016-06-15 中铁隧道集团二处有限公司 Dry dock floor floating layer for immersed tunnel pipe section floating
CN105696625A (en) * 2016-01-28 2016-06-22 中交航局第二工程有限公司 Desilting system and method for immersed tube tunnel gravel foundation bed
CN105839671A (en) * 2016-05-23 2016-08-10 南昌市政公用投资控股有限责任公司 Floating layer structure of dock bottom of dry dock of immersed tube tunnel
CN106193081A (en) * 2016-08-31 2016-12-07 陕西建工第五建设集团有限公司 A kind of from draining assembled basic structure for moving house
CN106677216A (en) * 2017-01-16 2017-05-17 长江勘测规划设计研究有限责任公司 Deep underwater transportation corridor structures and construction method thereof
CN110450279A (en) * 2019-08-13 2019-11-15 中交第四航务工程局有限公司 It is a kind of for pouring the dry-docking system and method for arranging of tunneling boring precast concrete

Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105696625A (en) * 2016-01-28 2016-06-22 中交航局第二工程有限公司 Desilting system and method for immersed tube tunnel gravel foundation bed
CN105696625B (en) * 2016-01-28 2018-05-22 中交第一航务工程局有限公司 The dredging method of immersed tube tunnel rubble bedding desilting system
CN105672358A (en) * 2016-03-22 2016-06-15 中铁隧道集团二处有限公司 Dry dock floor floating layer for immersed tunnel pipe section floating
CN105839671A (en) * 2016-05-23 2016-08-10 南昌市政公用投资控股有限责任公司 Floating layer structure of dock bottom of dry dock of immersed tube tunnel
CN106193081A (en) * 2016-08-31 2016-12-07 陕西建工第五建设集团有限公司 A kind of from draining assembled basic structure for moving house
CN106193081B (en) * 2016-08-31 2019-01-29 陕西建工第五建设集团有限公司 A kind of draining assembled basic structure for moving house certainly
CN106677216A (en) * 2017-01-16 2017-05-17 长江勘测规划设计研究有限责任公司 Deep underwater transportation corridor structures and construction method thereof
CN106677216B (en) * 2017-01-16 2019-06-07 长江勘测规划设计研究有限责任公司 Access gallery structure and its construction method under deep water
CN110450279A (en) * 2019-08-13 2019-11-15 中交第四航务工程局有限公司 It is a kind of for pouring the dry-docking system and method for arranging of tunneling boring precast concrete

Similar Documents

Publication Publication Date Title
CN202577349U (en) Large immersed tube tunnel dry dock floor structure
CN104196034B (en) A kind of utilize steel sheet pile as the foundation ditch construction method in supporting cofferdam
CN100497841C (en) Supporting leg type underground continuous wall construction method
CN103526722B (en) A kind of mud-rock flow gabion control structure body and method for designing thereof
CN100580190C (en) Building foundation pit supporting construction
CN102296572B (en) Earth and rockfill dam body seepage monitoring structure provided with abandoned dreg site behind dam and construction method thereof
CN103615010A (en) Construction method of digging and conveying earth of deep foundation pit through current scour
CN107604929A (en) The anti-liquefaction friction pile of integrate draining and construction method
CN204510181U (en) A kind of phytal zone drilling platform
CN104762982A (en) Construction method of watery red sandstone geological underground water level control
CN107447778A (en) The heightening and consolidation structure and method of a kind of in-service reinforced concrete retaining wall
CN204753262U (en) A fender structure on high embankment of existing railway
CN106498957A (en) Steel sheet pile cofferdam construction platform and integral construction method
CN202148496U (en) Open sea inlet channel structure of key wall type box culvert
CN105569055A (en) Structure for preventing mountain landslide
CN102322068B (en) Pressure reduction dewatering auxiliary trenching construction process
Hawkswood et al. Foundations to precast marine structures
CN205259216U (en) Adopt steel truss to add concrete structure of back cover under water of muscle
CN202181539U (en) Dam body seepage monitoring structure used for earth-rock dam with abandoned dreg site arranged behind
CN104195980B (en) A kind of outfitting quay structure
CN203546693U (en) Field block
CN202577320U (en) Dry dock slope for large-size immersed tunnel
CN104563077B (en) A kind of phytal zone drilling platform and construction method thereof
CN109736351B (en) Construction method for adapting large water pipeline to coal mine mining collapse deformation
CN212612482U (en) Construction of crowded dense sand pile foundation bed of marine wind power is with rising thick liquid pipe frame

Legal Events

Date Code Title Description
C14 Grant of patent or utility model
GR01 Patent grant
C17 Cessation of patent right
CF01 Termination of patent right due to non-payment of annual fee

Granted publication date: 20121205

Termination date: 20130407