CN102140920B - Tunnel bionic reinforcement bridge - Google Patents
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- CN102140920B CN102140920B CN201110035557.5A CN201110035557A CN102140920B CN 102140920 B CN102140920 B CN 102140920B CN 201110035557 A CN201110035557 A CN 201110035557A CN 102140920 B CN102140920 B CN 102140920B
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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 longitudinally increased to rigidity.
Background technology
At present, control soft soil tunnel and run for a long time that to produce excessive deformation problem be a world-class difficult problem.For the threat that prevents serious deformation and subsidiary secondary disaster is with the operation that ensures safety, each state has all taked active measures, what Japan taked is the double-deck Lining Ring of cast-in-site steel concrete, what Holland adopted is stub basis single shell lining ring, Germany has adopted shield method and individual layer pin-connected panel, and what Shanghai adopted as domestic first hand weak soil constructing metro tunnel unit is German model and straight joint splicing.Take tunnel, Shanghai as example, before commencement of works, estimate that the most good sunken amount is less than 5mm, actual operation after 5 years largest cumulative settling amount surpass already 200mm, remove actual the shaking in ground settlement amount 100mm same period left and right 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 longitudinal differential settlement there is no smooth trend so far, and the ring plate causing thus cracking and seam seepage flow have aggravated sedimentation once again.Situation is very severe, and maintenance and reinforcing task are urgent.The academician's chapter of sending the documents that is designed with for the reinforcing of operation tunnel and new tunnel appeals that each row expert and the whole society pay close attention to this problem.
Longitudinal rigidity resistance to deformation and the sedimentation effectively that research shows to improve Shield Tunnel in Soft Soil, this is current numerous scholars' common recognition.Control theory and method that soft soil tunnel large deformation problem has derived tunnel longitudinal design, having much representationally has rich grade of intelligence in Japanese village to propose, and the beam-spring model of series connection applies to the vertical structure design in tunnel; Also strong-willed ripple waits equivalent axial rigidity model on the elastic foundation proposing by Ji Fuhechuan island one man of virtue and ability.These two kinds of linear elasticity longitudinal design models are theoretical foundations of current study and application of China and international.
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., the Guangzhou just having put into effect in recent years and Line of Nanjing Subway are just modified into fissure of displacement splicing compared with 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 forms fan-shaped flexural deformation, be that between ring plate, faulting of slab ends forms, that is the flexural deformation that relative translation forms has occurred between ring plate.And advocate the ring plate connection that is designed with convex-concave edge of table, the faulting of slab ends amount of every ring can be controlled within the scope of safety value 4-8mm.But the longitudinal rigidity in tunnel is by the catastrophe that occurs suddenly to reduce 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 ACTIVE CONTROL scheme is attemptable for new Tunnel Design, for a large amount of operation tunnel in Shanghai, is infeasible.
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 one, top jacking block, two adjacent block in left and right, 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, has dividing of straight joint and the fissure of displacement in the assembled process of shield structure, and the latter's mutual dislocation has improved some intensity and rigidity.
The longitudinal differential settlement of Tunnelling in Shanghai Soft Soil is without stable tendency problem; not only strengthened the maintenance cost of operation tunnel; also be the major hidden danger of tunnel safety operation always; constantly perplexing each side scholar, comprising that the authoritative sources such as famous academician appeal " actively developing the scientific research relevant with subway protection " in article.Once open settling amount problem go fromes bad to worse, generation disaster consequence is hardly imaginable if things go on like this, we are " the courageously disaster relief " always, should on preventing and reducing natural disasters, make an issue of more and do article, to embody the civilization of Shanghai international metropolis and the essence of " 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 large shake of the latter.Many also well below the input of " the courageously disaster relief " again for the funds of preventing and reducing natural disasters and time, the social effect of receiving 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 old tunnel is the problem of pendulum sternness in face of those skilled in the art.
Summary of the invention
The object of the invention is longitudinal uneven subsidence for tunnel in weak soil and pipeline propose a kind of can be for the subway tunnel of new building, can old tunnel be transformed, be improved the tunnel reinforcement structure of a kind of bionics techniques of rigidity and intensity again, object of the present invention is realized by following technical scheme.
A tunnel bionic reinforcement bridge, in the shield tunnel of section of jurisdiction splicing, is characterized in that: described tunnel bionic reinforcement bridge is by more piece variable cross-section arc-shaped element body---before and after bionic reinforcement arch, joins and is in series;
Single bionic reinforcement arch outer wall is the circle of fitting with tunnel inner wall, top is top board, longitudinal one end of top board is stretched out and is carved 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 respectively support post, until on the base plate in shield tunnel, or on the vertical rib of two of the left and right of shield tunnel inner bottom part triangle;
More piece bionic reinforcement arch carving in the groove or shrinkage pool that head inserted, was embedded in adjacent bionic reinforcement arch separately, forms a longitudinal bionic reinforcement bridge architecture, by concrete prefabricated, supports, is fixed in the shield tunnel splicing section of jurisdiction;
The longitudinal length of every joint bionic reinforcement arch equals the length of each ring of shield tunnel, and the axis of symmetry of every joint bionic reinforcement arch aligns with two joint shield tunnel circumferential welds.
Adopt the technical program, more piece bionic reinforcement encircles the head of carving separately, front and back mutually rank are inserted, are embedded in the groove/hole of adjacent bionic reinforcement arch, form a longitudinal bionic reinforcement 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, provides strong, the most most scientific support, consolidates power." every joint tunnel bionic reinforcement bridge is arranged between two joint shield tunnel rings ", be also 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 curved surface rectangle, and hoop width is greater than the jacking block width of shield tunnel.
Further, described top board is curved surface rectangle, and both sides are connected to the support post of bottom with up big and down small inverted trapezoidal curved-surface structure.
Further again, described inverted trapezoidal curved surface connects 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 tunnel is straight line and tunnel inner wall laminating, and the curved surface in tunnel is upper surface of the airfoil curve, along tunnel inner wall translation from top to bottom, forms.
Further, the longitudinal length of carving head and groove or shrinkage pool described in 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 double-decker, and jacking block outer and 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 of shield tunnel jacking block, and it is 3-6 degree that width is greater than central angle corresponding to part.
Tunnel in weak soil is similar with the loach in bean curd, rides in irresistible large deformation in soft-medium, can Reducing distortion that is control longitudinal differential settlement but increase within the specific limits longitudinal rigidity.By seeing in profile that tunnel is like snake, one Lining Ring successively connects into long tunnel, in tunnel as snake abdomen, increasing longitudinal rigidity only needs the position of reasonable arrangement " snake backbone " and " snake rib ", in the tunnel, circular section of shield tunneling, the space of top and both sides is utilizable, and " the snake ridge " of design is isometric not wide with Lining Ring, but in construction, it is connected with the longitudinally equal fissure of displacement at hoop, " snake rib " along circumferential weld and under, profile apparent movement thing thigh bone---be variable cross-section Qu Zhu.The bionical tunnel that Here it is consists 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 forms tunnel bionic reinforcement bridge, to promote tunnel longitudinal rigidity, control seepage flow and shake and fall into as target, making 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 in this section space is close to tunnel and is carried out.In shape in the biological structure synthesis of fish-bone, tree crown, thigh bone or die Schwimmhaut etc.; In function, possess the ability of the vertical lateral deformation of opposing and increase horizontal diameter place, top margin of safety level, for resisting longitudinal differential settlement, and the effect of preventing and reducing natural disasters.Further can also develop the rationally effect in place 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 " refers to that total is according to the post group of bionic principle design, in circular tunnel, they have formed as the similar structure of snake abdomen bone, " abnormal shape " post refers to that pillar cross sectional dimensions of the present invention changes, its profile and animal thigh bone are similar, " Qu Zhu " refers to that the axis of this root special-shape column is curve, is not right cylinder.
Advantage of the present invention and superiority: biomimetic features today of vigorously advocating in the whole society environmental protection and energy saving arises at the historic moment.The biological structure of being selected the superior and eliminated the inferior by the natural law is numerous and complicated various, and form is multifarious, but unified be they none do not meet least-energy principle.Feature based on bionic design of building structures is: inherence is the harmony between man and nature combination that load transmission smoothness and appearance have simple and direct fineness.The tunnel designing with this is with the most energy-conservation most economical cost, obtain the effect of Optimal Control longitudinal strain and Seepage problems, and can cause gaping of joints, sedimentation not to restrain existing longitudinally weak, the large deformation in tunnel and these significant problems of seepage flow are controlled in safe range in the lump.
Important feature 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 horizontal diameter place, tunnel, can effectively overcome longitudinal uneven subsidence in tunnel in weak soil, weaken or eliminate a series of secondary disaster problems that cause thus, reducing the cost of tunnel safety operation.
For structure of the present invention, be that house or tunnel all never have this structure in practical application technology, filled up the domestic and international blank in this field.
Accompanying drawing explanation
Fig. 1 is the three-dimensional structure diagram of prior art shield tunnel straight joint structure, by pipe sheet assembling, is formed, and each ring tunnel, by six pipe sheet assemblings, is respectively one, top jacking block, two of left and right 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 tunnel bionic reinforcement bridge of the present invention, by the mutual front and back of more piece bionic reinforcement arch, is pegged graft and is formed the elevational schematic view of a longitudinal bionic reinforcement bridge in tunnel;
Fig. 4 is that the perspective view in prior art shield tunnel fissure of displacement structure is reinforced in tunnel bionic reinforcement bridge laminating of Fig. 3 of the present invention;
Fig. 5 is a kind of embodiment of tunnel bionic reinforcement bridge of the present invention, by bionic reinforcement bridge laminating, reinforces the cross sectional representation in prior art shield tunnel, and shows that left and right two support posts are against on the vertical rib of two triangles of shield tunnel bottom;
Fig. 6 is that in Fig. 5, top board is double-decker, and the structural representation that jacking block outer and shield tunnel is integrated, is used during for new built tunnel;
Fig. 7 is a kind of embodiment of tunnel bionic reinforcement bridge of the present invention, the schematic perspective view of single bionic reinforcement arch;
Fig. 8 is a kind of embodiment of tunnel bionic reinforcement bridge of the present invention, the schematic perspective view of bionic reinforcement arch, the structural representation that wherein top board is integrated for jacking block outer and shield tunnel;
Fig. 9 is a kind of embodiment of tunnel bionic reinforcement bridge of the present invention, the planar development schematic diagram of bionic reinforcement arch;
Figure 10 is the schematic diagram of a kind of embodiment cross section moulding of support post of the present invention, and left side is to cater to the direction that subway comes, and right side is the direction that subway sails out of;
Figure 11 is a kind of embodiment of tunnel bionic reinforcement bridge of the present invention, the top board of bionic reinforcement arch is double-decker, jacking block outer and shield tunnel is integrated, longitudinal one end of top board 5 is stretched out and is carved head, the other end is recessed and carve a perspective view for respective shapes size shrinkage pool, during for new built tunnel, uses;
Figure 12 is the cross section of Figure 11, comprises the structural representation in cross section, tunnel.
In figure, the 1st, pillar footing, the 2nd, support post, the 3rd, inverted trapezoidal curved surface, the 4th, carves head, the 5th, top board, the 6th, groove or shrinkage pool, the 7th, the axis of symmetry of bionic reinforcement arch.
The specific embodiment
Below in conjunction with accompanying drawing, further illustrate detailed content of the present invention.
A tunnel bionic reinforcement bridge, in the shield tunnel of section of jurisdiction splicing, described tunnel bionic reinforcement bridge is by more piece variable cross-section arc-shaped element body---and before and after bionic reinforcement arch, join and be in series; Single bionic reinforcement arch outer wall is the circle of fitting with tunnel inner wall, top is top board 5, longitudinal one end of top board 5 is stretched out and is carved 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 respectively support post 2, until on the base plate in shield tunnel, or on the vertical rib of two of the left and right of shield tunnel inner bottom part triangle; More piece bionic reinforcement arch carving separately 4 inserted, is embedded in the groove or shrinkage pool 6 of adjacent bionic reinforcement arch, forms a longitudinal bionic reinforcement bridge architecture, by concrete prefabricated, supports, is fixed in the shield tunnel splicing section of jurisdiction; The longitudinal length of every joint bionic reinforcement arch equals the length of each ring of shield tunnel, and the axis of symmetry 7 of every joint bionic reinforcement arch aligns with two joint shield tunnel circumferential welds.
Described top board 5 is curved surface rectangle, and hoop width is greater than the jacking block width of shield tunnel.Thus, can emphasis look after, support to the junction of two the crucial seams in jacking block parts both sides at shield tunnel top.
Described top board 5 is curved surface rectangle, and both sides are connected to the support post 2 of bottom with up big and down small inverted trapezoidal curved surface 3 structures.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 inverted trapezoidal curved surface 3 to be tapered, and has eliminated the concentrated hidden danger of stress.
Described inverted trapezoidal curved surface 3 connects prismatic support post 2.Support post 2 can adopt 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 tunnel is straight line and tunnel inner wall laminating, and the curved surface in tunnel is upper surface of the airfoil curve, along tunnel inner wall translation from top to bottom, forms.Described support post 2 cross sections are streamlined, if right angle acute angle, easily produce the whistle noise when subway circulation, bring adverse effect, and adopt the technical program, and identical hydromechanical characteristic, avoids and reduce noise.In addition, both sides are the line of oblique line and camber line, are greater than opposite side angle with subway one side in opposite directions and the angle of tunnel tube wall, avoid sailing out of a side corresponding to direction at subway and produce 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 to be less than 0.25 and to be advisable, long, make, transportation trouble, also easily reduce the intensity of carving 4, there is no need.The size of wedge head 4 wants appropriateness to be less than groove, to lay rubber damper while installing.
The thickness of described top board 5 is 350 ± 20mm.With the same thickness of duct pieces of shield tunnel in outside, as calculated and test, intensity is enough, also facilitates the assembling construction of same size.
Described top board 5 is double-decker, and jacking block outer and 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 be used in newly-built tunnel, now, 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 of shield tunnel jacking block, and it is 3-6 degree that width is greater than central angle corresponding to part." central angle " described herein refers to the cross section at this tunnel bionic reinforcement bridge, also be that outer wall forms round central angle, described in the technical program, central angle is excessive, consumable material, reduce cost performance, take up room more need not, central angle is too small, the reliability dangerous, reduction support, vibration, sedimentation cause.
A kind of reinforcing shield tunnel longitudinal rigid of inventor's exploitation, the structural member of intensity.By a large amount of theory analysises, experimental study and field investigation, improving tunnel longitudinal rigidity is target, scientifically chosen 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.
" as the Nature, go building what is ordered ", this is famous Spanish architect Anthony. high enlightening one to opinion.Biomimetic features can be found everywhere in his building, the bionic principle based on original just for the bionical counterfort group of uniform section of ridge wherein, and just shape is similar through theory of mechanics computational analysis, strictly checking and Dynamic Modification.And being subject to constructional materials at that time and construction technology to limit it is uniform section brick arch architecture.The present invention recognize tunnel different from ridge be that all structures all must be obeyed fluid mechanics principles, to reduce air resistance and to reduce noise, be subject to shield tunneling and existing tunnel to limit the necessary circular arch in bionical tunnel, limited by least-energy principle, meet the bionical special-shaped arch system structure of modern construction technique, for this reason, the present invention surrendered a more ingenious, reasonable, to power, satisfied construction of tunnel test paper.
Claims (10)
1. a shield tunnel inner tunnel bionic reinforcement bridge that is arranged on section of jurisdiction splicing, is characterized in that: described tunnel bionic reinforcement bridge is by joining and be in series before and after more piece bionic reinforcement arch, and described bionic reinforcement arch is variable cross-section arc-shaped element body;
Single bionic reinforcement arch outer wall is the circle of fitting with tunnel inner wall, top is top board (5), longitudinal one end of top board (5) is stretched out and is carved head (4), recessed groove or the shrinkage pool (6) with carving head (4) respective shapes size of the other end, the hoop both sides of top board (5), extend respectively support post (2), until on the base plate in shield tunnel, or on the vertical rib of two of the left and right of shield tunnel inner bottom part triangle;
More piece bionic reinforcement arch carve (4) are separately inserted, are embedded in the groove or shrinkage pool (6) of adjacent bionic reinforcement arch, form a longitudinal bionic reinforcement bridge architecture, by concrete prefabricated, support, be fixed in the shield tunnel of section of jurisdiction splicing;
The longitudinal length of every joint bionic reinforcement arch equals the length of each ring of shield tunnel, and the axis of symmetry (7) of every joint bionic reinforcement arch aligns with two joint shield tunnel circumferential welds.
2. tunnel bionic reinforcement bridge according to claim 1, is characterized in that described top board (5) is curved surface rectangle, and hoop width is greater than the jacking block width of shield tunnel.
3. tunnel bionic reinforcement bridge according to claim 1, is characterized in that described top board (5) is curved surface rectangle, and both sides are connected to the support post (2) of bottom with up big and down small inverted trapezoidal curved surface (3) structure.
4. tunnel bionic reinforcement bridge according to claim 3, is characterized in that described inverted trapezoidal curved surface (3) connects prismatic support post (2).
5. according to tunnel bionic reinforcement bridge described in claim 1 or 3, it is characterized in that the bottom of described support post (2) is up-small and down-big Ladder type column footing (1).
6. tunnel bionic reinforcement bridge according to claim 1, it is characterized in that described support post (2) cross section is streamlined, a side that leans against tunnel is straight line and tunnel inner wall laminating, and the curved surface in tunnel is upper surface of the airfoil curve, along tunnel inner wall translation from top to bottom, forms.
7. tunnel bionic reinforcement bridge according to claim 1, the longitudinal length of carving head (4) and groove or shrinkage pool (6) described in it is characterized in that equals the longitudinal length of 0.25-0.10 times of top board (5).
8. tunnel bionic reinforcement bridge according to claim 1, the thickness that it is characterized in that described top board (5) is 350 ± 20mm.
9. tunnel bionic reinforcement bridge according to claim 1, is characterized in that described top board (5) is double-decker, is outerly integrated with the jacking block of shield tunnel, and the width of internal layer is greater than the width of jacking block.
10. according to tunnel bionic reinforcement bridge described in claim 2 or 9, it is characterized in that the width of described top board (5) or top board (5) internal layer is greater than the width of shield tunnel jacking block, it is 3-6 degree that width is greater than central angle corresponding to part.
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| CN201110035557.5A CN102140920B (en) | 2011-02-10 | 2011-02-10 | Tunnel bionic reinforcement bridge |
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| CN201110035557.5A CN102140920B (en) | 2011-02-10 | 2011-02-10 | Tunnel bionic reinforcement bridge |
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| CN102140920B true CN102140920B (en) | 2014-04-23 |
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| 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 |
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