CN102140920A - Tunnel bionic reinforcement bridge - Google Patents
Tunnel bionic reinforcement bridge Download PDFInfo
- Publication number
- CN102140920A CN102140920A CN2011100355575A CN201110035557A CN102140920A CN 102140920 A CN102140920 A CN 102140920A CN 2011100355575 A CN2011100355575 A CN 2011100355575A CN 201110035557 A CN201110035557 A CN 201110035557A CN 102140920 A CN102140920 A CN 102140920A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- bionical
- reinforcing
- top board
- arch
- 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
Links
Images
Landscapes
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to a structure of tunneling, in particular to a tunnel bionic reinforcement bridge. In a shield tunnel spliced by pipe pieces, the tunnel bionic reinforcement bridge is formed by connecting multiple sections of variable cross-section arched cell cubes, namely bionic reinforcement arches in series end to end; the outer wall of each bionic reinforcement arch is circular and is in fit with the inner wall of a tunnel; the top of each bionic reinforcement arch is provided with a top plate (5); a longitudinal end of the top plate is extended out of a wedge head (4), and the other end of the top plate is recessed into a groove or a shrinkage pool with the shape and size corresponding to those of the wedge head (4); a support vertical shaft (2) is extended on two sides in the loop direction respectively; the respective wedge head (4) of each of the plurality of the bionic reinforcement arches is inserted into the groove or the shrinkage pool (6) of the adjacent bionic reinforcement arch so as to form a longitudinal bionic reinforcement bridge structure, and the longitudinal bionic reinforcement bridge structure is prefabricated by using concrete, and is supported and fixed in the shield tunnel spliced by the pipe pieces; and the longitudinal length of each section of bionic reinforcement arch is equal to that of each circle of the shield tunnel. The tunnel bionic reinforcement bridge not only can be applied to the reinforcement and maintenance of an operation tunnel, but also can be introduced into the design of a new tunnel, and improves the longitudinal and horizontal rigidity of the tunnel and the intensity of the tunnel top and the intensity at the horizontal diameter of the tunnel.
Description
Technical field
The present invention relates to a kind of structural member of construction of tunnel, particularly relate to a kind of girth member structure that shield tunnel is vertically increased rigidity.
Background technology
At present, to run for a long time and produce the excessive deformation problem be a world-class difficult problem to the control soft soil tunnel.For preventing that serious deformation from reaching the threat of subsidiary secondary disaster with the operation that ensures safety, each state has all taked active measures, what Japan taked is the double-deck lining cutting ring of cast-in-site steel concrete, what Holland adopted is stub basis single shell lining ring, Germany has then adopted shield method and individual layer pin-connected panel, and what adopted as domestic first hand weak soil constructing metro tunnel unit in Shanghai is German pattern and straight joint splicing.With the tunnel, Shanghai is example, estimate before the commencement of works that the most good sunken amount is less than 5mm, actual operation after 5 years the largest cumulative settling amount surpass 200mm already, remove about the ground settlement amount 100mm same period actual shaking and fall into also tens times of the amounts of exceeding the estimates, annual maximum difference settling amount can reach 30mm.More dangerous is that this vertical differential settlement does not still have smooth trend so far, and the ring plate that causes thus cracking and seam seepage flow have aggravated sedimentation once again.Situation is very severe, and maintenance and reinforcing task are urgent.There is academician's chapter of sending the documents to appeal that each the row expert and the whole society pay close attention to this problem at the design in the reinforcing of operation tunnel and new tunnel.
Studies show that longitudinal rigidity resistance to deformation and the sedimentation effectively that improves Shield Tunnel in Soft Soil, this is present numerous scholars' a common recognition.Control soft soil tunnel large deformation problem derived the tunnel vertically theory and the method for design have much rich grade of intelligence in the representational village that Japan arranged and propose, and the beam-spring model of series connection applies to the vertical structure design in tunnel; Also strong-willed ripple is by equivalent axial rigidity model on the elastic foundation of propositions such as a discipline husband and island, river one man of virtue and ability.It is the theoretical foundation of present domestic and international application research that these two kinds of linear elasticities vertically design a model.
How to improve the longitudinal rigidity in weak soil individual layer the old and new tunnel, domestic scholar advocates high performance material, the peripheral reinforcing in tunnel and adopts staggered joint erection etc., Guangzhou that had just put into effect in recent years and Line of Nanjing Subway just are modified into fissure of displacement splicing than Shanghai Underground, and this fissure of displacement is more favourable to the increase of tunnel lateral direction rigidity.According to supervising first-line abundant experience at subway for a long time, there is document to point out that the curve of tunnel differential settlement is not that the displacement of every joint ring plate generation relative rotation constitutes fan-shaped flexural deformation, be that faulting of slab ends forms between ring plate, that is the flexural deformation that relative translation constitutes has taken place between ring plate.And advocate the ring plate connection that design has the convex-concave edge of table, can be controlled at the faulting of slab ends amount of every ring in the safety value 4-8mm scope.But the catastrophe of reduction suddenly will take place in the longitudinal rigidity in tunnel when every ring faulting of slab ends amount surpasses 8mm.It is domestic up-to-date argument that this utilization " convex-concave edge of table " increases longitudinal rigidity, and the ACTIVE CONTROL scheme is attemptable for new Tunnel Design, is infeasible for a large amount of operation tunnel in Shanghai.
The shield tunnel of prior art is to be formed by connecting by reinforced concrete prefabricated a large amount of pipe sheet assemblings, each ring tunnel is generally formed by six pipe sheet assemblings, it is respectively the jacking block in top, about two adjacent block, be two calibrated bolcks and an arch bottom more successively, to upper and lower 16 degree and 84 degree of being respectively of the central angle of shape, four of both sides each 65 degree.The thickness of section of jurisdiction is 350mm, and the branch of the straight joint and the fissure of displacement is arranged in shield structure assembly unit process, and latter's mutual dislocation has improved some intensity and rigidity.
The vertical differential settlement in Shanghai soft soil tunnel does not have the stable tendency problem; not only strengthened the maintenance cost of operation tunnel; it also is the major hidden danger of tunnel safety operation always; constantly perplexing the each side scholar, comprising that authoritative sources such as famous academician appeals " actively developing and the relevant scientific research of subway protection " in article.Open settling amount problem go fromes bad to worse if things go on like this in case that the disaster consequence takes place is hardly imaginable, we are " the courageously disaster relief " always, should on preventing and reducing natural disasters, make an issue of more and do article, with the essence of the civilization that embodies Shanghai international metropolis and " allow life finer ".The same earthquake calamity had once attacked Haiti and New Zealand, caused different result, the experience of the zero death rate reference that is worthy of our study very much under the big shake of the latter.Funds that are used to prevent and reduce natural disasters and time are many more also well below the input of " the courageously disaster relief ", and the social effect of being received is incomparable especially.How further to improve the longitudinal rigidity in weak soil individual layer the old and new tunnel, the reinforcing technique that particularly can be applied in the old tunnel is the problem of pendulum sternness in face of those skilled in the art.
Summary of the invention
The objective of the invention is to propose a kind of subway tunnel that can be used for new building at vertical uneven subsidence of tunnel in the weak soil and pipeline, can transform, improve the tunnel reinforcement structure of a kind of bionics techniques of rigidity and intensity again to old tunnel, purpose of the present invention is realized by following technical scheme.
The bionical reinforcing bridge in a kind of tunnel, in the shield tunnel of section of jurisdiction splicing, it is characterized in that: the bionical reinforcing bridge in described tunnel is by more piece variable cross-section arc-shaped element body---and joining before and after the bionical reinforcing arch is in series;
Single bionical reinforcing arch outer wall is the circle of fitting with the tunnel inwall, the top is a top board, vertical end of top board stretches out carves head, the other end is recessed into and carves the groove of respective shapes size or a shrinkage pool, the hoop both sides of top board, extend support post respectively, on the base plate in shield tunnel, perhaps the shield tunnel inner bottom part about on the vertical rib of two triangles;
The bionical reinforcing of more piece arch carving in the groove or shrinkage pool that head inserted, was embedded in adjacent bionical reinforcing arch separately constitutes a vertical bionical reinforcing bridge architecture, by concrete prefabricated, supports, is fixed in the shield tunnel that splices the section of jurisdiction;
The longitudinal length of the bionical reinforcing arch of every joint equals the length of each ring of shield tunnel, and the axis of symmetry of the bionical reinforcing arch of every joint aligns with two joint shield tunnel circumferential welds.
Adopt the technical program, the head of carving is separately encircleed in the bionical reinforcing of more piece, front and back rank are mutually inserted, are embedded in the groove/hole of adjacent bionical reinforcing arch, constitute a vertical bionical reinforcing bridge architecture, by concrete prefabricated, support, be fixed in the shield tunnel of section of jurisdiction splicing, completely as " the snake backbone " and " snake rib " of a biology, the most ingenious, reasonably supporting framework in shield tunnel, provide the strongest, science support, consolidate power." the bionical reinforcing bridge in every joint tunnel is arranged between the two joint shield tunnel rings " also promptly is arranged on the seam crossing of two joint shield tunnel rings, can support pointedly, reinforce weak link, plays better effect.
Further, described top board is the curved surface rectangle, and the hoop width is greater than the jacking block width of shield tunnel.
Further, described top board is the curved surface rectangle, and both sides are fallen trapezoidal curved-surface structure and are connected to the support post of bottom with up big and down small.
Further again, describedly fall trapezoidal curved surface and connect prismatic support post.
Further again, the bottom of described support post is suitably widened or is up-small and down-big Ladder type column footing.
Further, described support post cross section is streamlined, and a side that leans against the tunnel is that straight line and tunnel inwall are fitted, and the curved surface in the tunnel is the upper surface of the airfoil curve, forms along the translation from top to bottom of tunnel inwall.
Further, the described longitudinal length of carving head and groove or shrinkage pool equals the longitudinal length of 0.25-0.10 top board.
Further, the thickness of described top board is 350 ± 20mm.
Further, described top board is a double-decker, and outer jacking block with shield tunnel is integrated, and the width of internal layer is greater than the width of jacking block.
Further again, the width of described top board or top board internal layer is greater than the width central angle 3-6 degree of shield tunnel jacking block.
Tunnel in the weak soil is similar with the loach in the bean curd, rides in irresistible large deformation in the soft-medium, but increasing longitudinal rigidity within the specific limits can reduce to be out of shape that is to control vertical differential settlement.By seeing on the profile that the tunnel is like snake, one successively lining cutting ring connects into long tunnel, in the tunnel as the snake abdomen, increasing longitudinal rigidity only needs rationally to arrange the position of " snake backbone " and " snake rib ", the space of top and both sides is utilizable in the tunnel, circular section of shield tunneling, and " the snake ridge " of design is isometric not wide with the lining cutting ring, but in construction it is connected with the vertically equal fissure of displacement at hoop, " snake rib " descends profile apparent movement thing thigh bone along circumferential weld---and be variable cross-section Qu Zhu.The bionical tunnel that Here it is is made of the special-shaped bent post of unequal section.
The present invention is modern biomimetic features, be different from forefathers' simple geometry simulation, it is according to soft clay area operation tunnel integrality that special-shaped arch constitutes the bionical reinforcing bridge in tunnel, to promote the tunnel longitudinal rigidity, the control seepage flow and the sunken target that is of shaking make it not only be applicable to the transformation reinforcing in old tunnel but also adapt to new Tunnel Design.Maximum scale is in tunnel space, and smallest scale is outside the logical space of train, and bionical fractal design space in this section is close to the tunnel and is carried out.In shape in the biological structure synthesis of fish-bone, tree crown, thigh bone or die Schwimmhaut etc.; Possess opposing on the function in length and breadth to deformation ability with increase top, horizontal diameter place margin of safety level, for resisting vertical differential settlement, and the effect of preventing and reducing natural disasters.Further can also develop the rationally local effect of guiding small amount of water diffluence, get rid of the poor circulation of seepage flow and sedimentation.
The bent rod structure of bionical abnormal shape or be called " bionical variable cross-section bent rod structure ".Wherein, " biomimetic features " is meant that total is the post group according to the bionic principle design, they have been formed as the similar structure of snake abdomen bone in the tunnel of circle, " abnormal shape " post is meant that pillar cross sectional dimensions of the present invention changes, its profile and animal thigh bone are similar, " Qu Zhu " is meant that the axis of this root special-shape column is a curve, promptly is not right cylinder.
Advantage of the present invention and superiority: biomimetic features today of vigorously advocating environmental protection and energy saving in the whole society arises at the historic moment.Biological structure by the natural law survival of the fittest is numerous and complicated various, and form is multifarious, but unified be they none do not satisfy least-energy principle.Feature based on bionic design of building structures is: the inherence is the harmony between man and nature combination that Load Transfer smoothness and appearance have simple and direct fineness.With this tunnel that designs with the most energy-conservation most economical cost, obtain the effect of Optimal Control longitudinal strain and Seepage problems, and can cause the existing vertical weakness in tunnel, large deformation gaping of joints, sedimentation not to restrain and these significant problems of seepage flow are controlled in the safe range in the lump.
Important characteristic of the present invention is that the reinforcing maintenance that both can be applicable to operation tunnel also can refer in the design in new tunnel.This scheme can promote the vertical cross stiffness in tunnel and the intensity at tunnel top and tunnel horizontal diameter place, can overcome vertical uneven subsidence in tunnel in the weak soil effectively, a series of secondary disaster problems that weakening or elimination cause thus reduce the cost that tunnel safety is runed.
For structure of the present invention is that house or tunnel all never have this structure in the practical application technology, has filled up domestic and international blank in this field.
Description of drawings
Fig. 1 is the three-dimensional structure diagram of prior art shield tunnel straight joint structure, form by pipe sheet assembling, each the ring tunnel by six pipe sheet assemblings, be respectively the jacking block in top, about two adjacent block, the schematic diagram of two calibrated bolcks and an arch bottom;
Fig. 2 is the perspective view of prior art shield tunnel fissure of displacement structure;
Fig. 3 is a kind of embodiment of the bionical reinforcing bridge in tunnel of the present invention, and being pegged graft by the mutual front and back of the bionical reinforcing arch of more piece constitutes the elevational schematic view of a vertical bionical reinforcing bridge in tunnel;
Fig. 4 is that the perspective view in prior art shield tunnel fissure of displacement structure is reinforced in the bionical reinforcing bridge applying in tunnel of Fig. 3 of the present invention;
Fig. 5 is a kind of embodiment of the bionical reinforcing bridge in tunnel of the present invention, and by the cross sectional representation of bionical reinforcing bridge applying reinforcing in the prior art shield tunnel, and two support posts are against on the vertical rib of two triangles of shield tunnel bottom about showing;
Fig. 6 is that top board is a double-decker among Fig. 5, and the structural representation that jacking block outer and shield tunnel is integrated uses when being used for new built tunnel;
Fig. 7 is a kind of embodiment of the bionical reinforcing bridge in tunnel of the present invention, the schematic perspective view of single bionical reinforcing arch;
Fig. 8 is a kind of embodiment of the bionical reinforcing bridge in tunnel of the present invention, the schematic perspective view of bionical reinforcing arch, and wherein top board is the structural representation that jacking block outer and shield tunnel is integrated;
Fig. 9 is a kind of embodiment of the bionical reinforcing bridge in tunnel of the present invention, the planar development schematic diagram of bionical reinforcing arch;
Figure 10 is the schematic diagram of a kind of embodiment cross section moulding of support post of the present invention, and the left side is to cater to the direction that subway comes, and the right side is the direction that subway sails out of;
Figure 11 is a kind of embodiment of the bionical reinforcing bridge in tunnel of the present invention, the top board of bionical reinforcing arch is a double-decker, outer jacking block with shield tunnel is integrated, vertical end of top board (5) stretches out carves head, the other end recessed with carve a perspective view of respective shapes size shrinkage pool, use when being used for new built tunnel;
Figure 12 is the cross section of Figure 11, comprises the structural representation in cross section, tunnel.
Among the figure, the 1st, pillar footing, the 2nd, support post, the 3rd falls trapezoidal curved surface, the 4th, carves head, the 5th, top board, the 6th, groove or shrinkage pool, the 7th, the axis of symmetry of bionical reinforcing arch.
The specific embodiment
Further specify detailed content of the present invention below in conjunction with accompanying drawing.
The bionical reinforcing bridge in a kind of tunnel, in the shield tunnel of section of jurisdiction splicing, the bionical reinforcing bridge in described tunnel is by more piece variable cross-section arc-shaped element body---and joining before and after the bionical reinforcing arch is in series; Single bionical reinforcing arch outer wall is the circle of fitting with the tunnel inwall, the top is a top board 5, vertical end of top board 5 stretches out carves 4, the other end is recessed into and carves a groove of 4 respective shapes sizes or shrinkage pool 6, the hoop both sides of top board 5, extend support post 2 respectively, on the base plate in shield tunnel, perhaps the shield tunnel inner bottom part about on the vertical rib of two triangles; The bionical reinforcing of more piece arch carving separately 4 inserted, is embedded in the groove or shrinkage pool 6 of adjacent bionical reinforcing arch, constitutes a vertical bionical reinforcing bridge architecture, by concrete prefabricated, supports, is fixed in the shield tunnel that splices the section of jurisdiction; The longitudinal length of the bionical reinforcing arch of every joint equals the length of each ring of shield tunnel, and the axis of symmetry 7 of the bionical reinforcing arch of every joint aligns with two joint shield tunnel circumferential welds.
Described top board 5 is the curved surface rectangle, and the hoop width is greater than the jacking block width of shield tunnel.Thus, can emphasis look after, support to the junctions of two the crucial seams in jacking block parts both sides at shield tunnel top.
Described top board 5 is the curved surface rectangle, and both sides are fallen trapezoidal curved surface 3 structures and are connected to the support post 2 of bottom with up big and down small.Bionical feature prevents the support post 2 that the top board 5 by rectangle attenuates suddenly, and stress is concentrated can become weak link, adopts trapezoidal curved surface 3 to be tapered, and has eliminated the hidden danger that stress is concentrated.
Describedly fall trapezoidal curved surface 3 and connect prismatic support post 2.Support post 2 can adopt the uniform section structure.
The bottom of described support post 2 is suitably widened or is up-small and down-big Ladder type column footing 1.The favourable footing stressing conditions of reinforcing emphatically.
Described support post 2 cross sections are streamlined, and a side that leans against the tunnel is that straight line and tunnel inwall are fitted, and the curved surface in the tunnel is the upper surface of the airfoil curve, forms along the translation from top to bottom of tunnel inwall.Described support post 2 cross sections are streamlined, if the right angle acute angle, local Railway transportation is easy to generate the whistle noise when capable, brings adverse effect, and adopt the technical program, and the hydromechanical characteristic of coincideing is avoided and reduced noise.In addition, both sides are the line of oblique line and camber line, with the angle of subway one side in opposite directions and tunnel tube wall greater than the opposite side angle, a side of avoiding sailing out of the direction correspondence at subway produces air-swirl.
Described carve 4 and the longitudinal length of groove or shrinkage pool 6 equal the longitudinal length of 0.25-0.10 top board 5.Generally select for use less than 0.25 and be advisable, long, make, the transportation trouble, also easily reduce and carve 4 intensity, there is no need.The size of wedge head 4 wants appropriateness less than groove, so that lay rubber damper when installing.
The thickness of described top board 5 is 350 ± 20mm.With the same thickness of duct pieces of shield tunnel in the outside, as calculated and test, intensity is enough, also makes things convenient for the assembling construction of same size.
Described top board 5 is a double-decker, and outer jacking block with shield tunnel is integrated, and the width of internal layer is greater than the width of jacking block.The advantage of uniqueness of the present invention is, both can be existing, and construction reinforcement in the tunnel in having used also can use in newly-built tunnel, at this moment, adopts this programme, and levels is integrated, and intensity, rigidity can increase more.
The width of described top board 5 or top board 5 internal layers is greater than the width central angle 3-6 degree of shield tunnel jacking block." central angle " described herein is meant the cross section of the bionical reinforcing bridge in this tunnel, also be that outer wall forms round central angle, the described central angle of the technical program is excessive, consumable material, reduce cost performance, take up room more need not, central angle is too small, the reliability dangerous, that reduction support, vibration, sedimentation cause.
The vertical rigidity in a kind of reinforcing shield tunnel of inventor's exploitation, the structural member of intensity.By a large amount of theory analysises, experimental study and field investigation, improving the tunnel longitudinal rigidity is target, scientifically chosen the biomimetic features form, and then mechanics principle, anasys analog computation and Dynamics Modification gained by least-energy principle, bionical tunnel does not change original constructure scheme substantially.
" go as the Nature building what is ordered ", this is famous Spain architect Anthony. high enlightening one to opinion.Biomimetic features can be found everywhere in his building, and the bionical counterfort group of uniform section who wherein is used for ridge is just based on original bionic principle, and promptly just shape is similar not through theory of mechanics computational analysis, strict checking and Dynamic Modification.And be subjected at that time constructional materials and construction technology to limit it be uniform section brick arch architecture.The present invention recognize the tunnel different with ridge be that all structures all must be obeyed fluid mechanics principles, to reduce air resistance and to reduce noise, be subjected to shield tunneling and existing tunnel to limit the necessary circular arch in bionical tunnel, limited by least-energy principle, satisfy the bionical special-shaped arch system structure of modern construction technology, for this reason, the present invention has surrendered a more ingenious, reasonable, as to give power, satisfaction construction of tunnel test paper.
Claims (10)
1. bionical reinforcing bridge in tunnel, in the shield tunnel of section of jurisdiction splicing, it is characterized in that: the bionical reinforcing bridge in described tunnel is by more piece variable cross-section arc-shaped element body---and joining before and after the bionical reinforcing arch is in series;
Single bionical reinforcing arch outer wall is the circle of fitting with the tunnel inwall, the top is top board (5), vertical end of top board (5) stretches out carves head (4), the other end is recessed into and groove or the shrinkage pool (6) of carving head (4) respective shapes size, the hoop both sides of top board (5), extend support post (2) respectively, on the base plate in shield tunnel, perhaps the shield tunnel inner bottom part about on the vertical rib of two triangles;
The bionical reinforcing arch of more piece carve (4) are separately inserted, are embedded in the groove or shrinkage pool (6) of adjacent bionical reinforcing arch, constitute a vertical bionical reinforcing bridge architecture, by concrete prefabricated, support, be fixed in the shield tunnel of section of jurisdiction splicing;
The longitudinal length of the bionical reinforcing arch of every joint equals the length of each ring of shield tunnel, and the axis of symmetry (7) of the bionical reinforcing arch of every joint aligns with two joint shield tunnel circumferential welds.
2. according to the bionical reinforcing arch of the described shield tunnel of claim 1, it is characterized in that described top board (5) is the curved surface rectangle, the hoop width is greater than the jacking block width of shield tunnel.
3. according to the bionical reinforcing bridge in the described tunnel of claim 1, it is characterized in that described top board (5) is the curved surface rectangle, both sides are connected to the support post (2) of bottom with up big and down small trapezoidal curved surface (3) structure of falling.
4. according to the bionical reinforcing bridge in the described tunnel of claim 3, it is characterized in that the described trapezoidal curved surface (3) that falls connects prismatic support post (2).
5. according to the bionical reinforcing bridge of claim 1 or 3 described tunnels, the bottom that it is characterized in that described support post (2) is suitably widened or is up-small and down-big Ladder type column footing (1).
6. according to the bionical reinforcing bridge in the described tunnel of claim 1, it is characterized in that described support post (2) cross section is streamlined, a side that leans against the tunnel is that straight line and tunnel inwall are fitted, and the curved surface in the tunnel is the upper surface of the airfoil curve, forms along the translation from top to bottom of tunnel inwall.
7. according to the bionical reinforcing bridge in the described tunnel of claim 1, it is characterized in that the described longitudinal length of carving head (4) and groove or shrinkage pool (6) equals the longitudinal length of 0.25-0.10 top board (5).
8. according to the bionical reinforcing bridge in the described tunnel of claim 1, the thickness that it is characterized in that described top board (5) is 350 ± 20mm.
9. according to the bionical reinforcing bridge in the described tunnel of claim 1, it is characterized in that described top board (5) is a double-decker, outer jacking block with shield tunnel is integrated, and the width of internal layer is greater than the width of jacking block.
10. according to the bionical reinforcing bridge of claim 2 or 9 described tunnels, it is characterized in that the width central angle 3-6 degree of the width of described top board (5) or top board (5) internal layer greater than the shield tunnel jacking block.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110035557.5A CN102140920B (en) | 2011-02-10 | 2011-02-10 | Tunnel bionic reinforcement bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110035557.5A CN102140920B (en) | 2011-02-10 | 2011-02-10 | Tunnel bionic reinforcement bridge |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102140920A true CN102140920A (en) | 2011-08-03 |
| CN102140920B CN102140920B (en) | 2014-04-23 |
Family
ID=44408686
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201110035557.5A Expired - Fee Related CN102140920B (en) | 2011-02-10 | 2011-02-10 | Tunnel bionic reinforcement bridge |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102140920B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107859163A (en) * | 2017-12-06 | 2018-03-30 | 王安红 | A kind of assembled cave dwelling and construction process |
| CN111305869A (en) * | 2020-01-23 | 2020-06-19 | 中铁二院工程集团有限责任公司 | Prefabricated lining structure of arch wall and construction method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0695666A1 (en) * | 1994-08-04 | 1996-02-07 | Siemens Aktiengesellschaft | Retensioning device |
| CN2223780Y (en) * | 1995-03-29 | 1996-04-03 | 张连杰 | Multi-function retaining-plate |
| CN1163660C (en) * | 2000-06-11 | 2004-08-25 | 郭兰波 | Reinforcing bar netted chock and netted-shell bolting and shotcrete support |
| CN101182774A (en) * | 2007-12-20 | 2008-05-21 | 中铁十二局集团有限公司 | Railway large-bore tunnel overhead contact built-in sliding chute construction method |
-
2011
- 2011-02-10 CN CN201110035557.5A patent/CN102140920B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0695666A1 (en) * | 1994-08-04 | 1996-02-07 | Siemens Aktiengesellschaft | Retensioning device |
| CN2223780Y (en) * | 1995-03-29 | 1996-04-03 | 张连杰 | Multi-function retaining-plate |
| CN1163660C (en) * | 2000-06-11 | 2004-08-25 | 郭兰波 | Reinforcing bar netted chock and netted-shell bolting and shotcrete support |
| CN101182774A (en) * | 2007-12-20 | 2008-05-21 | 中铁十二局集团有限公司 | Railway large-bore tunnel overhead contact built-in sliding chute construction method |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107859163A (en) * | 2017-12-06 | 2018-03-30 | 王安红 | A kind of assembled cave dwelling and construction process |
| CN111305869A (en) * | 2020-01-23 | 2020-06-19 | 中铁二院工程集团有限责任公司 | Prefabricated lining structure of arch wall and construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102140920B (en) | 2014-04-23 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN206570676U (en) | A kind of queen post Self-resetting power consumption bridge pier of the replaceable steel coupling beam of band | |
| CN101487332B (en) | Prefabricated hollow superposed beam, and cast-in-situ construction method for beam and precast slab | |
| CN104264899B (en) | Embedded outsourcing U-shaped steel-concrete composite beam | |
| CN103510639B (en) | A kind of can the overlaid plate type shear wall of restore funcitons and implementation method thereof | |
| CN101566013A (en) | Main factory building structure system for large-scale thermal power plant | |
| CN102650579A (en) | Flexural bearing capacity designing method for frame beam adopting pre-stressed steel reinforced concrete structure | |
| CN108374326A (en) | A kind of combined rigid structure steel plate girder bridge pier consolidation construction | |
| CN206570672U (en) | The box beam of full assembled steel-concrete combined structure | |
| CN102140920B (en) | Tunnel bionic reinforcement bridge | |
| CN106869326A (en) | Frame system and construction method that hollow steel tube concrete integral node is constituted | |
| CN203188112U (en) | Steel-concrete rigid-connection combined beam | |
| CN202247719U (en) | Corresponding corrugated pre-stressed anti-sedimentation culvert pipe for bridge | |
| CN202787272U (en) | Foundation pit envelop enclosure with prestressed tendons matched on vertical retaining structure | |
| CN204715540U (en) | A kind of round steel pipe binding type steel concrete column and steel beam joint structure | |
| CN204715526U (en) | A kind of frame hollow core wall structure system of highrise building | |
| CN207211436U (en) | A kind of steel and concrete shear wall assembling-type space module structural system | |
| CN2697175Y (en) | Semi-feed through type bracket steel pipe concrete pile single beam node | |
| CN104452798A (en) | Offshore wind turbine foundation structure and equipment and construction method of offshore wind turbine foundation equipment | |
| CN107355027A (en) | A kind of steel and concrete shear wall assembling-type space module structural system and construction method | |
| CN205576872U (en) | Tower water inlet structure of power station bank convenient to construction | |
| CN212561397U (en) | Ultra-high performance concrete circular aqueduct | |
| CN211113134U (en) | FRP pipe sea water sand concrete core reinforced concrete beam | |
| CN106869320A (en) | Framework and its construction method that coupled column combination beam is constituted | |
| CN204509979U (en) | A kind of Novel thin wall hollow bridge pier seismic Damage hierarchy of control | |
| CN110056127B (en) | Assembled box groove type FRP (fiber reinforced plastic) section light fiber sea sand concrete beam |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20140423 Termination date: 20170210 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |