CN201530961U - Transition section structure of liquefying soil foundation anti-seismic road and bridge of high-speed railway ballastless track - Google Patents

Transition section structure of liquefying soil foundation anti-seismic road and bridge of high-speed railway ballastless track Download PDF

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Publication number
CN201530961U
CN201530961U CN2009201768291U CN200920176829U CN201530961U CN 201530961 U CN201530961 U CN 201530961U CN 2009201768291 U CN2009201768291 U CN 2009201768291U CN 200920176829 U CN200920176829 U CN 200920176829U CN 201530961 U CN201530961 U CN 201530961U
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China
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broken stone
graded broken
transition section
speed railway
stake
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CN2009201768291U
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Chinese (zh)
Inventor
蒋关鲁
徐建中
杭红星
于善毅
肖金良
梁栋
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Southwest Jiaotong University
China Railway No 3 Engineering Group Co Ltd
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Southwest Jiaotong University
China Railway No 3 Engineering Group Co Ltd
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Abstract

The utility model discloses a transition section structure of liquefying soil foundation anti-seismic road and bridge of a high-speed railway ballastless track, which aims at improving stability and integrity of road foundations of the transition section and meeting anti-seismic design requirement of lines, and comprises a concrete bridge abutment (10) and a soil roadbed (20), wherein a reinforced graded crushed rock transition section (30) and consolidating piles (50) are arranged between the concrete bridge abutment (10) and the soil roadbed (20); the reinforced graded crushed rock transition section (30) has wedge-shaped longitudinal section and cross section in regular trapezoid shape; the consolidating piles (50) are longitudinally and horizontally arranged at intervals into rows inside liquefying soil foundation under the piles; the pile end of each of the consolidating piles (50) penetrates through a liquefying soil layer of the foundation and goes deeply to a non-liquefying soil layer; cement graded crushed rock reinforced cushion layers (40) are laid between the foundation level and the pile top of each of the consolidating piles (50); a reinforced concrete overlapping board (60) is disposed on the top surface of the reinforced graded crushed rock transition section (30); and one end of the reinforced concrete overlapping board (60) is simply supported or fixedly supported on the concrete bridge abutment (10), and the other end of the reinforced concrete overlapping board (60) is positioned on the soil roadbed (20).

Description

The ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure
Technical field
The utility model relates to ballastless track of high-speed railway road ground, particularly a kind of quake-proof road-bridge transition section structure that is used for the ballastless track of high-speed railway liquefied soil foundation.
Background technology
The high-speed railway circuit is to be made of a large amount of different characteristics, totally different works (as bridge, tunnel, roadbed etc.) and the track of personality, and they interact, influence each other, and constitute a smooth-going strip line jointly.Owing to form the difference of the works of circuit, must cause the irregularity of track at aspects such as material, rigidity, intensity and distortion.Wherein, the embankment with the bridge construction junction is a weak link of railway bed always.During earthquake, because embankment and the bigger caused distortion of abutment stiffness differences are inharmonious, the sedimentation that is easy to produce embankment and abutment is inconsistent, causes rail level to bend.When train at a high speed by the time, can cause the increase of train and line construction interaction force, influence stablizing of line construction, influence train high speed, safe, comfortable running status.
China's soil property regional disparity is obvious, as a large amount of saturated sand, the saturated silty sand soil bases that distribute in Coastal Area in Eastern China area, a large amount of saturated silt foundations that distribute in North China, a large amount of saturated loess foundations that distribute in the Northwest etc., these earthen foundations very easily liquefy under geological process.Build ballastless track of high-speed railway in these areas, just must consider the anti-seismic problem of liquefied soil foundation roadbed.It is that one of main reason of destroying takes place high-speed railway that the liquefaction of liquefied soil foundation, lateral flow and embankment destroy caused Embankment Subsidence.
For satisfying the requirement of circuit high ride, reach non-fragment orbit laying technology standard (relative settlement≤5mm, knuckle≤1/1000, differential settlement≤20mm/20m), the changeover portion of certain-length need be set between abutment structure and common embankment, accomplish the Rigidity Matching of transition and linkage place line direction, reduce the differential settlement of embankment and abutment structure to greatest extent.Therefore at road-bridge transition section, need to take measures areput, consider the setting of changeover portion from settlement Control, Rigidity Matching, dynamic response and antidetonation equal angles according to line standard and geology, soil property situation.
The China Express Railway building size is huge, and non-fragment orbit high-speed railway circuit mileage is long, the ratio height of bridge construction the line is busy road total length, the road-bridge transition section One's name is legion.If can find a kind of technical feasible, save and the antidetonation changeover portion method of disposal of environmental protection economically, then will bring huge economy and social benefit.
The utility model content
Technical problem to be solved in the utility model provides a kind of ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure, it can increase the changeover portion roadbed rigidity of banketing, improve stability and globality, reduce the sedimentation of changeover portion greatly, and can satisfy the requirement of circuit seismic design, have the characteristics of circuit longitudinal rigidity and differential settlement even transition.
The technical scheme that its technical problem that solves the utility model adopts is: ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure of the present utility model, comprise concrete abutment and soil subgrade, it is characterized in that: be provided with between described concrete abutment and the soil subgrade that vertical section is wedge shape, the cross section is the reinforcement graded broken stone changeover portion of trapezoid, in the liquefied soil foundation thereunder longitudinally, the lateral separation arranges reinforcing stake in a row, each stake end of reinforcing stake passes the foundation liquefaction soil layer and gos deep into non-liquefaction soil layers; Between ground basal plane and reinforcing stake stake top, be equipped with cement graded broken stone reinforcement cushion; End face at reinforcement graded broken stone changeover portion is provided with the steel concrete attachment strap, an end freely-supported of this steel concrete attachment strap or solid propping up on the concrete abutment, and the other end places on the soil subgrade.
The beneficial effects of the utility model are, make full use of the high tensile performance of two-way high-strength geo-grid, the changeover portion roadbed bankets vertically and horizontal distortion when having reduced earthquake, the compatibility of deformation of abutment-changeover portion-roadbed when increasing earthquake has reduced the horizontal restrain power that platform that earthquake causes is carried on the back soil pressure and increased the changeover portion body; The mechanical characteristic that can reduce abutment structure and embankment to greatest extent is poor, effectively controls the differential settlement between the caused two kinds of works of earthquake, guarantees the high ride of circuit, realizes bullet train safety, comfortable and smooth-going driving target.
Description of drawings
Fig. 1 is the longitudinal section schematic diagram of the utility model ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure;
Fig. 2 is the schematic cross-sectional view of the utility model ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure;
Fig. 3 is the grading curve figure of the used graded broken stone requirement of reinforcement graded broken stone changeover portion in the utility model ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure.
Fig. 4 is the schematic cross-sectional view of cement graded broken stone reinforcement cushion in the utility model ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure;
Fig. 5 is the connected mode schematic diagram of steel concrete attachment strap and concrete abutment in the utility model ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure;
Fig. 6 is the schematic cross-sectional view of steel concrete attachment strap in the utility model ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure, concrete abutment connecting portion;
Fig. 7 is the vertical view of steel concrete attachment strap in the utility model ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure.
Parts shown in the figure, toponym and pairing mark: concrete abutment 10, steel concrete crossbeam 11, cross spacing retaining platform 11a, cross spacing retaining platform 11b, plain bar 12, soil subgrade 20, reinforcement graded broken stone changeover portion 30, graded broken stone filler 31, two-way high-strength geo-grid 32, cement graded broken stone reinforcement cushion 40, first floor cement graded broken stone 41a, second layer cement graded broken stone 41b, the 3rd layer of cement graded broken stone 41c, the two-way high-strength geo-grid 42a of first floor, the two-way high-strength geo-grid 42b of the second layer, reinforce stake 50, fender pile 50a, steel concrete attachment strap 60, vertical through holes 61.
The specific embodiment
Below in conjunction with drawings and Examples the utility model is further specified.
See figures.1.and.2, the ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure, comprise concrete abutment 10 and soil subgrade 20, be provided with between described concrete abutment 10 and the soil subgrade 20 that vertical section is wedge shape, the cross section is the reinforcement graded broken stone changeover portion 30 of trapezoid.In the liquefied soil foundation thereunder longitudinally, the lateral separation arranges reinforcing stake 50 in a row, each stake end of reinforcing stake 50 passes the foundation liquefaction soil layer and gos deep into non-liquefaction soil layers.Between ground basal plane and 50 tops of reinforcing stake, be equipped with cement graded broken stone reinforcement cushion 40.With reference to Fig. 1 and Fig. 5, at the end face of reinforcement graded broken stone changeover portion 30 steel concrete attachment strap 60 is set, an end freely-supported of this steel concrete attachment strap 60 or solid are on concrete abutment 10, and the other end places on the soil subgrade 20.Promptly combine pile foundation, reinforcement graded broken stone characteristics, make full use of the high tensile performance of reinforcement, strict restriction changeover portion roadbed bankets vertically and horizontal distortion, reduces platform back of the body soil pressure; Give full play to that graded broken stone is stable, higher intensity, bigger modulus of elasticity, less plasticity accumulated deformation, characteristics that supporting capacity is high, realize the even transition of longitudinal rigidity; Make full use of pile foundation supporting capacity height, the little characteristics of distortion, reduce the relative settlement of abutment ground and changeover portion district ground; It is poor that this changeover portion form of structure can reduce the rigidity of abutment structure and embankment to greatest extent, effectively control the differential settlement between two kinds of works, guarantee the high ride of circuit, satisfy the laying requirement of non-fragment orbit, realize bullet train safety, comfortable and smooth-going driving target.The utility model is not only applicable to the ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section, and still can be used for general soil base or tiny fragments of stone, coal, etc. track road-bridge transition section is arranged.
Described reinforcing stake 50 can be adopted rigid pile such as semi-rigid stake such as cement mixing pile, CFG (CFG stake) or reinforced concrete pile.Reinforce the laying of stake 50 in the ground except that satisfying bearing capacity, sedimentation and deformation, stability requirement, also to satisfy the requirement of seismic design, the degree of depth that 50 ends of each reinforcing stake go deep into non-liquefaction soil layers is not less than 1.5m, and the stake footpath is 0.5~0.8m, and pile spacing is 3~5 times of stake footpaths.With reference to Fig. 2, for further improving the shock resistance of ground-roadbed, described reinforcing stake 50 also is included at least two row's fender pile 50a that the outer both sides of reinforcement graded broken stone changeover portion toe add cloth.
With reference to Fig. 4, the thickness of described cement graded broken stone reinforcement cushion 40 is 60~80cm, is made of the cement graded broken stone filler of compacting and vertical within it two-way high-strength geo-grid of laying at interval; The volume of Portland cement is 6%~8% of a graded broken stone weight in the cement graded broken stone filler, and coefficient of consolidation is not less than 0.95, and void content is not more than 28%.Cement graded broken stone filler can play the effect of following two aspects: 1. strengthen the cohesion between the grating gravel particle, the lateral displacement of restriction bed course, improve the rigidity of bed course, prevent under the geological process because of the lost efficacy bed course graded broken stone that causes that sink of inter-pile soil bearing capacity falls, make cement graded broken stone reinforcement cushion 40 can continue to keep its load and share ability with compatible deformation; 2. increase the water isolating of cement graded broken stone reinforcement cushion 40, stop ground pore water rising infiltration roadbed body under the geological process, effectively prevent the destruction of caving in that the roadbed non-deformability descends and causes.Thereby improved the rigidity and the resistance to overturning of graded broken stone bed course, thereby more effectively transmit top embankment load and improve the whole seismic stability of roadbed.Two-way high-strength geo-grid is along the horizontal elongated laying of liquefied soil foundation, and its ultimate tensile strength is greater than 100kN/m, and the nominal strength elongation per unit length is not more than 10%, mesh size 80~150mm.The cement graded broken stone reinforcement cushion of being made up of good cement graded broken stone of grating and two-way high-strength geo-grid 40 is transition regions that top reinforcement graded broken stone changeover portion 30 and bottom reinforce stake 50, play and adjust native vertical load share ratio of stake and stress ratio effect, bear load jointly and reduce sedimentation thereby make stake-cement graded broken stone reinforcement cushion-soil form organic whole.Simultaneously, add 6%~8% ordinary Portland cement and two-way high-strength geo-grid in the graded broken stone, intensity, rigidity, horizontal restraint power, the water isolating of bed course have been improved, prevent that the mattress layer failure phenomenon from taking place, in the time of more effectively guaranteeing earthquake upper load is transmitted in the stake, improves the whole seismic stability of roadbed ground.
Shown in Fig. 2 is a kind of Typical Disposition structure of cement graded broken stone reinforcement cushion 40, promptly be made of first floor cement graded broken stone 41a, the two-way high-strength geo-grid 42a of first floor, second layer cement graded broken stone 41b, the two-way high-strength geo-grid 42b of the second layer and the 3rd layer of cement graded broken stone 41c of laying successively from top to bottom, the thickness of first floor cement graded broken stone 41a, second layer cement graded broken stone 41b and the 3rd layer of cement graded broken stone 41c all is not less than 100mm.After laying first floor cement graded broken stone 41a above the reinforcing stake 50, re-lay the two-way high-strength geo-grid 42a of first floor, can avoid the dissection of a top edge limitedly geo-grid.
With reference to Fig. 2, described reinforcement graded broken stone changeover portion 30 is made of the graded broken stone filler 31 of compacting and vertical within it two-way high-strength geo-grid 32 of laying at interval.Each two-way high-strength geo-grid 32 is along the horizontal elongated laying of changeover portion ground, and its ultimate tensile strength is greater than 100kN/m, and the nominal strength elongation per unit length is not more than 10%, mesh size 80~150mm.The compacting criteria of described reinforcement graded broken stone changeover portion (30) is coefficient of subgrade reaction 〉=190MPa/m, modulus of deformation 〉=120MPa, dynamic deformation module 〉=50MPa, porosity<18%.
The compound that each graded broken stone in described reinforcement graded broken stone changeover portion 30, the cement graded broken stone reinforcement cushion 40 is made of by a certain percentage thickness rubble and aggregate chips, should meet closely knit grating requirement, generally form through broken, screening by cut into a mountain stone or natural pebble, gravel.It is good that the grain composition of graded broken stone is wanted, optimum moisture content is controlled between 6%~9%, ballast grain sizes, material property should meet China's " provisional technical condition of Line for Passenger Transportation surface layer of subgrade bed graded broken stone " requirement, and the match ratio grain composition of compound need satisfy requirement shown in Figure 3.Content and the liquid limit and the index of plasticity of the following fine aggregate of the necessary strict control 0.5mm of graded broken stone, needle-like, sheet rubble content are not more than 20% in the particle, soft, the breakable rubble content of matter must not surpass 10%, and paste and content of organics must not surpass 2%.According to on-site actual situations, described graded broken stone filler 31 also can mix 3%~5% Portland cement by its weight.
Under seismic loading, local dent appears in end of the bridge roadbed easily, causes the steel concrete attachment strap 60 bottoms phenomenon of coming to nothing, and makes steel concrete attachment strap 60 form the beam of a similar freely supported structure.For filling up this depression that may form easily, optimize steel concrete attachment strap 60 stresses simultaneously, guarantee the application life of structure, with reference to Fig. 5 and Fig. 7, on the described steel concrete attachment strap 60 longitudinally, vertical through holes 61 has been horizontally arranged at interval, the diameter of each vertical through holes 61 is not less than 75mm, can in time utilize grouting pump with the cement paste for preparing by during roadbed bankets under vertical through holes 61 injection plates, guarantee that destroying does not appear in structure.
Fig. 5 and Fig. 6 show a kind of connected mode of steel concrete crossbeam 11 and concrete abutment 10.Built steel concrete crossbeam 11 on described concrete abutment 10 table tops, the two ends of this steel concrete crossbeam 11 have cross spacing retaining platform 11a, the 11b of vertical projections, between two cross spacing retaining platform 11a, 11b, be embedded with plain bar 12 at interval, be embedded with corresponding with it connection steel sleeve 60 of steel concrete attachment straps.
It is simple and be convenient to maintain and replace and do not destroy the characteristics of bridge abutment structure that the utility model liquefied soil foundation quake-proof road-bridge transition section structure of ballastless also has construction technology, and can effectively reducing the construction costs and meet the requirement of environmental protection, thereby has wide popularizing application prospect.

Claims (8)

1. ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure, comprise concrete abutment (10) and soil subgrade (20), it is characterized in that: be provided with between described concrete abutment (10) and the soil subgrade (20) that vertical section is wedge shape, the cross section is the reinforcement graded broken stone changeover portion (30) of trapezoid, in the liquefied soil foundation thereunder longitudinally, the lateral separation arranges reinforcing stake (50) in a row, each stake end of reinforcing stake (50) passes the foundation liquefaction soil layer and gos deep into non-liquefaction soil layers; Between ground basal plane and reinforcing stake (50) stake top, be equipped with cement graded broken stone reinforcement cushion (40); End face at reinforcement graded broken stone changeover portion (30) is provided with steel concrete attachment strap (60), an end freely-supported of this steel concrete attachment strap (60) or solid propping up on concrete abutment (10), and the other end places on the soil subgrade (20).
2. ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure as claimed in claim 1 is characterized in that: described reinforcement graded broken stone changeover portion (30) is made of the graded broken stone filler (31) of compacting and vertical within it two-way high-strength geo-grid (32) of laying at interval; Each two-way high-strength geo-grid (32) is along the horizontal elongated laying of changeover portion ground, and its ultimate tensile strength is greater than 100kN/m, and the nominal strength elongation per unit length is not more than 10%, mesh size 80~150mm.
3. ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure as claimed in claim 2 is characterized in that: described reinforce (50) also are included at least two row's fender piles (50a) that the outer both sides of reinforcement graded broken stone changeover portion toe add cloth; Each is reinforced stake (50) stake and holds the degree of depth of going deep into non-liquefaction soil layers to be not less than 1.5m, and the stake footpath is 0.5~0.8m, and pile spacing is 3~5 times of stake footpaths.
4. ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure as claimed in claim 3 is characterized in that: what described reinforcing stake (50) was adopted is cement mixing pile, CFG or reinforced concrete pile.
5. ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure as claimed in claim 2, it is characterized in that: the thickness of cement graded broken stone reinforcement cushion (40) is 60~80cm, be made of the cement graded broken stone filler of compacting and vertical within it two-way high-strength geo-grid of laying at interval, two-way high-strength geo-grid is along the horizontal elongated laying of liquefied soil foundation.
7. ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure as claimed in claim 2 is characterized in that: described cement graded broken stone reinforcement cushion (40) is made of the two-way high-strength geo-grid of first floor cement graded broken stone (41a), first floor (42a) of laying successively from top to bottom, second layer cement graded broken stone (41b), the two-way high-strength geo-grid of the second layer (42b) and the 3rd layer of cement graded broken stone (41c); The thickness of first floor cement graded broken stone (41a), second layer cement graded broken stone (41b) and the 3rd layer of cement graded broken stone (41c) all is not less than 100mm.
8. ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure as claimed in claim 2, it is characterized in that: on the described steel concrete attachment strap (60) longitudinally, the vertical through holes that has been horizontally arranged at interval (61), the diameter of each vertical through holes (61) is not less than 75mm.
9. ballastless track of high-speed railway liquefied soil foundation quake-proof road-bridge transition section structure as claimed in claim 8, it is characterized in that: built steel concrete crossbeam (11) on described concrete abutment (10) table top, the two ends of this steel concrete crossbeam (11) have the cross spacing retaining platform (11a, 11b) of vertical projections, between two cross spacing retaining platforms (11a, 11b), be embedded with plain bar (12) at interval, then be embedded with corresponding with it connection steel sleeve at steel concrete attachment strap (60).
CN2009201768291U 2009-09-17 2009-09-17 Transition section structure of liquefying soil foundation anti-seismic road and bridge of high-speed railway ballastless track Expired - Lifetime CN201530961U (en)

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Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102121226A (en) * 2011-04-02 2011-07-13 北京工业大学 Earthquake-resistant bridge abutment with flexible walls
CN102383353A (en) * 2011-08-30 2012-03-21 中铁二院工程集团有限责任公司 Combined structure for abrupt slope road bed of rapid transit railway
CN103321118A (en) * 2013-07-09 2013-09-25 中铁第四勘察设计院集团有限公司 Bridge road transition section roadbed structure of deep layer yielding ground regions
CN104294769A (en) * 2014-09-16 2015-01-21 杭州江润科技有限公司 Built abutment structure reinforced through combination of pile supplementing and abutment cap enlarging and construction method
CN104358199A (en) * 2014-11-10 2015-02-18 哈尔滨工业大学 Road-bridge transition section structure of high-grade highway suitable for short construction period condition in cold region
CN104631220A (en) * 2014-12-27 2015-05-20 西北大学 High speed railway cement improved reinforced loess roadbed and construction method thereof
CN105220620A (en) * 2015-10-20 2016-01-06 合肥市市政设计院有限公司 The bumping at bridge-head processing method of darker mud soft soil foundation after platform

Cited By (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102121226A (en) * 2011-04-02 2011-07-13 北京工业大学 Earthquake-resistant bridge abutment with flexible walls
CN102383353A (en) * 2011-08-30 2012-03-21 中铁二院工程集团有限责任公司 Combined structure for abrupt slope road bed of rapid transit railway
CN103321118A (en) * 2013-07-09 2013-09-25 中铁第四勘察设计院集团有限公司 Bridge road transition section roadbed structure of deep layer yielding ground regions
CN103321118B (en) * 2013-07-09 2015-07-08 中铁第四勘察设计院集团有限公司 Bridge road transition section roadbed structure of deep layer yielding ground regions
CN104294769A (en) * 2014-09-16 2015-01-21 杭州江润科技有限公司 Built abutment structure reinforced through combination of pile supplementing and abutment cap enlarging and construction method
CN104294769B (en) * 2014-09-16 2015-12-30 杭州江润科技有限公司 A kind of piling and the construction method increasing the built bridge abutment structure of platform cap composite reinforcement
CN104358199A (en) * 2014-11-10 2015-02-18 哈尔滨工业大学 Road-bridge transition section structure of high-grade highway suitable for short construction period condition in cold region
CN104631220A (en) * 2014-12-27 2015-05-20 西北大学 High speed railway cement improved reinforced loess roadbed and construction method thereof
CN104631220B (en) * 2014-12-27 2016-07-13 西北大学 A kind of high-speed railway cement improvement reinforced loess roadbed and construction method thereof
CN105220620A (en) * 2015-10-20 2016-01-06 合肥市市政设计院有限公司 The bumping at bridge-head processing method of darker mud soft soil foundation after platform

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