CN1916363A - Method of suiting to bulk value of differential settlement or slippage of stratum in use for shield tunnel - Google Patents
Method of suiting to bulk value of differential settlement or slippage of stratum in use for shield tunnel Download PDFInfo
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- CN1916363A CN1916363A CN 200610029792 CN200610029792A CN1916363A CN 1916363 A CN1916363 A CN 1916363A CN 200610029792 CN200610029792 CN 200610029792 CN 200610029792 A CN200610029792 A CN 200610029792A CN 1916363 A CN1916363 A CN 1916363A
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- shield tunnel
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- relative positions
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Abstract
The present invention belongs to the field of tunnel technology, in the concrete, it relates to a method capable of raising adaptability to large-magnitude stratigraphical non-uniform subsidence or disturbance for shield-driven tunnel construction. Said method is characterized by that at the same time of expanding shield-driven tunnel section in the structure a large-deformed lined ring section is set, so that it can increase longitudinal flexibility of said structure and raise the structural adaptability to non-uniform subsidence and disturbance.
Description
Technical field
The present invention relates to tunnel-like, relate to a kind of method that is used for the adaptable for large value stratum ununiform settling or changing of the relative positions of shield tunnel concretely.
Background technology
Ground fissure be face of land rock-soil layer under natural cause and human factor effect, produce cracking and form the phenomenon in certain-length and width crack on ground.Ground fissure is the result of multifactor stack, and in the ground fissure activity system, its origin cause of formation act as the master with natural geology, and human factor is auxilliary.The activity of ground fissure has three-dimensional deformation characteristics, shows as vertical sedimentation, horizontal stretch-draw and twisting.
Because the activity of ground fissure is a dynamic change procedure, the origin cause of formation, mechanism and type are all very complicated, and has tangible segmented activity feature according to moving towards difference, the face of land that has has obviously and appears, the tool that has is lain concealed property, to build, the destruction form of structure also has nothing in common with each other, so the method for preventing and treating of engineering also should be at the different active situation and the space exhibition step characteristic of ground fissure, segmentation is considered.
At ground fissure active situation and space exhibition step characteristic, need relevant specialities such as circuit, structure, track and waterproof to take all factors into consideration.At first structure design will adapt to its different deformation requirements, the displacement of its generation is controlled in the default position and structure, and this body structure of tunnel is not damaged.In this scope, reserve enough deformation spaces simultaneously,, and handle joint waterproofing well so that adjust track circuit.
In the construction of tunnel of prior art, the ground fissure for a large amount of value stratum differential settlements or the changing of the relative positions cause for example in the above changing of the relative positions amount of 10mm, does not also have efficient ways at present.
Summary of the invention
The objective of the invention is according to above-mentioned the deficiencies in the prior art part, a kind of method that is used for the adaptable for large value stratum ununiform settling or changing of the relative positions of shield tunnel is provided, this method is when enlarging the shield tunnel section, large deformation lining cutting ring section is set in structure, increased the longitudinal flexible of structure, improved the compliance of structure the differential settlement and the changing of the relative positions.
The object of the invention realizes being finished by following technical scheme:
A kind of method that is used for the adaptable for large value stratum ununiform settling or changing of the relative positions of shield tunnel is characterized in that the step that this method adopts is: the shield tunnel of at first selecting to enlarge section; Secondly in the ground fissure influence basin, a steel large deformation ring is set at least along tunnel lining structure longitudinal separation; At last in the section of jurisdiction of liner structure, reserve Grouting Pipe,, adopt grouting and reinforcing to handle to the empty stratum that forms because of below, ground fissure motion tunnel at any time by monitored data.
The shield tunnel of described expansion section refers to the internal diameter overgauge section shield tunnel liner ring section internal diameter of this tunnel lining ring section, if wherein the difference of the two is a Δ, then described Δ value, satisfying under the safety factor of national Specification, corresponding with the discreet value of this structure location stratum differential settlement or changing of the relative positions maximum perpendicular displacement in design period.
Described steel large deformation ring adopts two ring steel pipe sheets assembled, and the assembly unit face of steel pipe sheet is provided with the location and installation hole.
Locating described two ring steel pipe sheets in the location and installation hole in the constructing tunnel propulsion phase adopts bolt to connect.
After the whole piece tunnel advanced end and stablizes, the nut on the loose bolt was installed " Ω " rubber fastening band.
Nut place on bolt is lined with butterfly spring.
Advantage of the present invention is, simple in structure, reliable in quality can adapt to the stratum settlement and the changing of the relative positions of higher value, avoids the damage of reinforced concrete segment in the tunnel, and every ring large deformation ring design can adapt to changing of the relative positions amount and the circumferential weld amount of opening of 10-100mm.
Summary of drawings
Accompanying drawing 1 is Facad structure schematic diagram of the present invention;
Accompanying drawing 2 is side structure schematic diagram of the present invention;
Accompanying drawing 3 is the local enlarged diagram of accompanying drawing 2;
Concrete technical scheme
Feature of the present invention and other correlated characteristic are described in further detail by embodiment below in conjunction with accompanying drawing, so that technician's of the same trade understanding:
As Figure 1-3, label 1-8 represents respectively: steel pipe sheet 1, steel pipe sheet 2, two ring steel pipe sheet stitching positions 3, Ω type waterstop 4, location and installation hole 5, nut 6, bolt 7, packing ring 8.
Embodiment:
The step that present embodiment adopted is:
At first select to enlarge the shield tunnel of section, connect and compose by some lining cutting ring sections, wherein the internal diameter overgauge section shield tunnel liner ring section internal diameter of lining cutting ring section.Vertical displacement amount in ground fissure position is bigger, the cross dimensions of standard section design is the requirement of crack place's malformation contentedly, therefore influence the shield tunnel that band scope domestic demand designs big section in ground fissure, take into full account the deflection that it causes because of the ground fissure development during metro operation.During design, should be according to the discreet value of ground fissure maximum perpendicular displacement in design period in the scope of design, consider that certain safety factor determines the design load Δ.Be made as A as standard section shield tunnel liner internal diameter, then enlarging section shield tunnel liner internal diameter is the A+ Δ.By circuit supertronic, track adjustment, operation monitoring and integrated control means such as the slip casting processing combines, its adaptable maximum settlement is greater than the A+ Δ.
Secondly in the ground fissure influence basin, a steel large deformation ring is set at least along tunnel lining structure longitudinal separation; According to subsidence curve, keep at a certain distance away in some lining cutting ring sections and arrange a large deformation ring, the large deformation ring of present embodiment is assembled by steel pipe sheet 1, steel pipe sheet 2, and the assembly unit face of two rings is provided with location and installation hole 5.
Adopt bolt 7 to connect the location at 5 places, location and installation hole between constructing tunnel stage steel pipe sheet 1, steel pipe sheet 2, after the propelling of whole piece tunnel finished and be stable, loose nut 6 was installed Ω rubber fastening band 4, and this joint form can adapt to the lining cutting ring and open more greatly and the changing of the relative positions.In the structure operational phase, can reach by demounting bolt 7 and allow the purpose of malformation, with the stratum settlement and the changing of the relative positions that adapts to higher value.
Butterfly spring can be filled up in the position of the packing ring 8 on bolt 7, to discharge the longitudinal bolt stress in tunnel, avoids the damage of reinforced concrete segment.
During specific design, every ring design can adapt to changing of the relative positions amount and the circumferential weld amount of opening of 10-100mm.
In steel pipe sheet 1, steel pipe sheet 2, reserve Grouting Pipe at last,, adopt grouting and reinforcing to handle to the empty stratum that forms because of below, ground fissure motion tunnel at any time by monitored data.
For the selection of steel pipe sheet 1, steel pipe sheet 2 diameters, the active level that needs to consider ground fissure or stratum sudden change sedimentation on the basis of existing structure design size is determined the affluence amount of size.
Claims (6)
1, a kind of method that is used for the adaptable for large value stratum ununiform settling or changing of the relative positions of shield tunnel is characterized in that the step that this method adopts is: the shield tunnel of at first selecting to enlarge section; Secondly in the ground fissure influence basin, a steel large deformation ring is set at least along tunnel lining structure longitudinal separation; At last in the section of jurisdiction of liner structure, reserve Grouting Pipe,, adopt grouting and reinforcing to handle to the empty stratum that forms because of below, ground fissure motion tunnel at any time by monitored data.
2, a kind of method that is used for the adaptable for large value stratum ununiform settling or changing of the relative positions of shield tunnel according to claim 1, it is characterized in that the shield tunnel of described expansion section refers to the internal diameter overgauge section shield tunnel liner ring section internal diameter of this tunnel lining ring section, if wherein the difference of the two is a Δ, then described Δ value, satisfying under the safety factor of national Specification, corresponding with the discreet value of this structure location stratum differential settlement or changing of the relative positions maximum perpendicular displacement in design period.
3, a kind of method that is used for the adaptable for large value stratum ununiform settling or changing of the relative positions of shield tunnel according to claim 1, it is characterized in that described steel large deformation ring adopts two ring steel pipe sheets assembled, the assembly unit face of steel pipe sheet is provided with the location and installation hole.
4, a kind of method that is used for the adaptable for large value stratum ununiform settling or changing of the relative positions of shield tunnel according to claim 3 is characterized in that locating described two ring steel pipe sheets in the location and installation hole in the constructing tunnel propulsion phase adopts bolts to connect.
5, a kind of method that is used for the adaptable for large value stratum ununiform settling or changing of the relative positions of shield tunnel according to claim 4, it is characterized in that the whole piece tunnel advance finish and stable after, the nut on the loose bolt is installed " Ω " rubber fastening band.
6, a kind of method that is used for the adaptable for large value stratum ununiform settling or changing of the relative positions of shield tunnel according to claim 5 is characterized in that the nut place on bolt is lined with butterfly spring.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200610029792 CN1916363A (en) | 2006-08-07 | 2006-08-07 | Method of suiting to bulk value of differential settlement or slippage of stratum in use for shield tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200610029792 CN1916363A (en) | 2006-08-07 | 2006-08-07 | Method of suiting to bulk value of differential settlement or slippage of stratum in use for shield tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN1916363A true CN1916363A (en) | 2007-02-21 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 200610029792 Pending CN1916363A (en) | 2006-08-07 | 2006-08-07 | Method of suiting to bulk value of differential settlement or slippage of stratum in use for shield tunnel |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101299008B (en) * | 2008-06-13 | 2010-06-23 | 同济大学 | Trial model capable of simulating shield tunnel pipe slice joint and manufacturing method thereof |
| CN105019918A (en) * | 2015-07-31 | 2015-11-04 | 中铁第六勘察设计院集团有限公司 | Earthquake-resistant method and device for underwater shield tunnel structure |
| CN109579756A (en) * | 2018-11-21 | 2019-04-05 | 国电南瑞科技股份有限公司 | A kind of crack three direction displacement monitoring measuring device |
-
2006
- 2006-08-07 CN CN 200610029792 patent/CN1916363A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101299008B (en) * | 2008-06-13 | 2010-06-23 | 同济大学 | Trial model capable of simulating shield tunnel pipe slice joint and manufacturing method thereof |
| CN105019918A (en) * | 2015-07-31 | 2015-11-04 | 中铁第六勘察设计院集团有限公司 | Earthquake-resistant method and device for underwater shield tunnel structure |
| CN109579756A (en) * | 2018-11-21 | 2019-04-05 | 国电南瑞科技股份有限公司 | A kind of crack three direction displacement monitoring measuring device |
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Open date: 20070221 |