CN104358199A - Road-bridge transition section structure of high-grade highway suitable for short construction period condition in cold region - Google Patents
Road-bridge transition section structure of high-grade highway suitable for short construction period condition in cold region Download PDFInfo
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- CN104358199A CN104358199A CN201410664878.5A CN201410664878A CN104358199A CN 104358199 A CN104358199 A CN 104358199A CN 201410664878 A CN201410664878 A CN 201410664878A CN 104358199 A CN104358199 A CN 104358199A
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- 230000007704 transition Effects 0.000 title claims abstract description 31
- 238000010276 construction Methods 0.000 title abstract description 10
- 239000002689 soil Substances 0.000 claims abstract description 89
- 239000011159 matrix material Substances 0.000 claims abstract description 17
- 239000004576 sand Substances 0.000 claims description 26
- 229910000831 Steel Inorganic materials 0.000 claims description 10
- 239000010959 steel Substances 0.000 claims description 10
- 238000013461 design Methods 0.000 claims description 6
- 239000004927 clay Substances 0.000 claims description 5
- 238000005260 corrosion Methods 0.000 claims description 4
- 238000000034 method Methods 0.000 claims description 3
- 238000003825 pressing Methods 0.000 claims description 3
- 230000008569 process Effects 0.000 claims description 3
- 230000009191 jumping Effects 0.000 abstract description 3
- 230000002035 prolonged effect Effects 0.000 abstract 1
- 238000004062 sedimentation Methods 0.000 description 11
- 230000000694 effects Effects 0.000 description 7
- 230000002787 reinforcement Effects 0.000 description 7
- 239000000463 material Substances 0.000 description 5
- 239000002245 particle Substances 0.000 description 5
- 230000018199 S phase Effects 0.000 description 3
- 238000005056 compaction Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 230000009471 action Effects 0.000 description 2
- 244000145845 chattering Species 0.000 description 2
- 150000001875 compounds Chemical class 0.000 description 2
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 2
- 201000010099 disease Diseases 0.000 description 2
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 230000001932 seasonal effect Effects 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 206010039203 Road traffic accident Diseases 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000009835 boiling Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000002596 correlated effect Effects 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 230000009977 dual effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 230000008014 freezing Effects 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 230000002028 premature Effects 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 238000009490 roller compaction Methods 0.000 description 1
- 238000010257 thawing Methods 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C3/00—Foundations for pavings
- E01C3/04—Foundations produced by soil stabilisation
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
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Abstract
The invention relates to a road-bridge transition section structure of a high-grade highway suitable for a short construction period condition in a cold region, and belongs to the field of highway construction. The road-bridge transition section structure comprises a bridge abutment and a roadbed, wherein a bridge is arranged on one side of the bridge abutment; the other side is connected with a highway through the roadbed, namely the roadbed is arranged on the highway side of the bridge abutment; and the roadbed comprises a foundation, a soil matrix, a pavement structure layer and a butt strap. The road-bridge transition section structure is characterized in that the foundation is lower than the base of the bridge abutment; the top surface of the foundation is flush with the bottom surface of the base of the bridge abutment; the soil matrix is arranged on the roadbed; the pavement structure layer is arranged on the soil matrix; the butt strap is embedded into the pavement structure layer; and the upper plane of the butt strap is flush with the pavement of the pavement structure layer. According to the road-bridge transition section structure, the jumping phenomenon which is easily generated when a car passes through the highway bridgehead in the cold region is solved; the driving safety of the car is improved; the operational performance of the high-grade highway is improved; and the service life of the high-grade highway is prolonged.
Description
Technical field
The present invention relates to a kind of highway structure, particularly relate to a kind of high-grade highway transition segment structure be applicable under cold district casual labourer phase condition, belong to highway construction field.
Background technology
Since reform and opening-up, the highway construction of China achieves develop rapidly, by the end of the year 2013, the whole nation total mileage of highway oneself reach 435.62 ten thousand kilometers, wherein, speedway mileage reaches 10.44 ten thousand kilometers, secondary and above highway mileage 52.44 ten thousand kilometers, highway bridge reaches 71.3 ten thousand, 3663 myriametres, 70% of area is Seasonal freezing areas, by the impact of seasonal variations, freeze thawing phenomenon is obvious, frost boiling and the modal disease of frost heave Shi Gai district road structure, concrete through freeze-thaw test often shows as frost heave cracking and deicer-scaling two aspects simultaneously, this can make panel occur crack, disconnected plate, surface decortication, the phenomenon such as undisguised, and then cause purt mud, the diseases such as plat-bottom escape, add infiltration and the corrosion of load action and ambient conditions and corrosive solution, finally cause pavement durability not enough, there is the premature loss of structural performance and functional performance.
From the high-grade highway particularly speedway that oneself pays, there is the most general problem is that the joining place that bankets after abutment structure and platform exists sedimentation, and especially in cold zone Ji Han district, this phenomenon is more obvious.Because the distortion of Highway Structural Material deformation ratio fills embankment own is little, therefore natural ground sedimentation is the principal element causing abutment sedimentation, found by long term monitoring, banket under unit weight same case, embankment filled soil is higher, foundation settlement deformation amount is larger, and natural ground sedimentation accounts for more than 70% of roadbed total settlement, therefore natural ground sedimentation is the main cause causing differential settlement, the sedimentation of foundation of road bed causes vehicle by the most important factor of end of the bridge chattering in addition, and foundation settlement is almost inevitable, and foundation settlement issue handling difficulty is larger, especially when subgrade construction is on the viscosity soil body that compressibilty is larger, embankment basis the most easily has problems, in addition the sedimentation that embankment filled soil self compression and impeded drainage and slippage etc. of banketing cause is also had.
Er Han district, the construction period is short, under casual labourer's phase condition road-bridge transition section valve pit subsidence mechanism can be summarized as following some:
(1) under casual labourer's time limit system, road-bridge transition section roadbed consolidation is not enough, and soft base varied in thickness is larger; And part pile foundation cannot penetrate mud and in hanging shape, easily puncture bad and differential settlement under upper load effect.When ground base stress bearing load value exceedes its ultimate bearing capacity, namely cause crevice of roadbed even integral slipping, thus cause the general shear failure of roadbed.
(2) to the road-bridge transition section not arranging transition slab at bridge head, the bridge abutment structure thing of relative stiffness and the embankment of relative flexibility, under the acting in conjunction of cold low temp area and vehicular load, produce the relative settlement of self consolidation settlement distortion of natural soil matrix and the compressive strain of artificial earth fill.Faulting of slab ends will be produced when the uniform settlement of roadbed or uneven maximum value are near abutment; Road surface depression will be formed when differential settlement produces in changeover portion.
(3) transition slab at bridge head is a kind of measure comparatively generally adopted in the prophylactico-therapeutic measures of end of the bridge vehicle bound at present.Because road-bridge transition section embankment filled soil roller compaction construction has difficulties, grinding compacting degree is difficult to reach, and attachment strap is even supporting under it when just building up, but because roadbed sink deformation gradually after being open to traffic, transition slab at bridge head and roadbed is caused to be separated, the form of bearing surface decline is simultaneously come to nothing, in addition cold low temp area environment makes attachment strap generation low temperature brittleness, when heavy-duty vehicle produces dynamic loads effect to it, namely attachment strap and road slab become Non even supporting, and stress accumulates in position at the bottom of the plate at maximum settlement place of district of coming to nothing, when stress gather exceed flexural tensile stress permissible value time, namely attachment strap starts to rupture.
And these sedimentations make road surface form step or produce remarkable change of longitudinal grade, the vehicle of running at high speed by time produce that jolting jumps jumps car phenomenon, and this jump not only can affect the comfort of driver and passenger, vehicle unstability can be caused time serious, even cause traffic accident, but also the application life of bridge passage can be shortened, increase maintenance and the maintenance costs of bridge.
How to alleviate and even avoid highway end of the bridge automobile chattering, especially how under cold district construction period shorter reality, improve Expressway Construction speed, and the functional performance of high-grade highway and application life have technical problem to be solved.
Summary of the invention
For solving the problem, the invention provides a kind of high-grade highway transition segment structure be applicable under cold district casual labourer phase condition, it can reduce automobile by jumping degree during highway end of the bridge, can improve vehicle safety, and improves functional performance and the application life of high-grade highway.
The technical solution used in the present invention is: provide a kind of high-grade highway transition segment structure be applicable under cold district casual labourer phase condition, it comprises abutment and roadbed, abutment side is bridge, opposite side connects highway by roadbed, namely roadbed is arranged at the roadside of abutment, this roadbed comprises ground, soil matrix, road surface structare layer and attachment strap, it is characterized in that: ground is lower than abutment base, ground end face is concordant with the bottom surface of abutment base, soil matrix is provided with on ground, soil matrix is provided with road surface structare layer, attachment strap is embedded in road surface structare layer, and plane is mutually concordant with the road surface of plane on abutment and road surface structare layer on attachment strap.Reduce automobile by jumping degree during highway end of the bridge by the concordant setting on concordant attachment strap, abutment and road surface and ground and arranging of soil matrix, and improve functional performance and the application life of highway.
Further, ground adopts natural soft-clay to fill, soil matrix comprises Reinforced Sand soil layer and Roadbed Soil, wherein Reinforced Sand soil layer bottom surface contacts with ground end face and the length that extends to roadside of the bottom surface of Reinforced Sand soil layer is identical with the length that ground extends to roadside, Reinforced Sand soil layer is identical with roadbed filling height, and Reinforced Sand soil layer side is connected opposite side with abutment is connected with Roadbed Soil.
Further, Reinforced Sand soil layer and the closely knit connection of Roadbed Soil, Roadbed Soil forms to roadside the gradient that is less than or equal to 45 degree.
Further, Reinforced Sand soil layer adopts geosynthetics to fill, geosynthetics is formed by sandy soil and geo-grid compacting, and geosynthetics extends to the slope of Roadbed Soil from abutment, thus structure short under making Reinforced Sand soil layer form length.
Further, geo-grid one end is mounted on abutment, and building-in depth is no less than 20 centimetres;
Further, the build-in boudary portion of geo-grid and abutment is provided with the flexible cushion block being no less than 5 centimetres wide.
Selectively, geo-grid adopts and is anchored on the platform back wall face of abutment through the swell fixture of anti-corrosion process and steel press strip;
Further, steel press strip comprises the pressing plate being clamped in geo-grid top and the supporting steel plate being clamped in geo-grid bottom.
Further, geo-grid extends at highway width and length direction, and multilayer geo-grid is spaced from the top down and be arranged in Reinforced Sand soil layer in parallel to each other, the stretch modulus of this interval and geo-grid, design tensile strength and geo-grid are relevant apart from the degree of depth of road bed.
Beneficial effect of the present invention is: this high-grade highway transition segment structure can reduce vehicle bump at bridge ends, especially the structure of the highway in cold region end of the bridge changeover portion under casual labourer's phase execution conditions is suitable as, in addition, this structure can also improve functional performance and the application life of highway, has good economic benefit.
Accompanying drawing explanation
Fig. 1 is natural soft-clay and reinforcement sandy soil railway embankment using schematic diagram;
Fig. 2 is geo-grid and Abutment Back build-in schematic diagram;
Fig. 3 is that geo-grid and Abutment Back are anchored schematic diagram.
Detailed description of the invention
The specific embodiment of the present invention is specifically described below in conjunction with accompanying drawing 1-3.
The present invention includes abutment and roadbed, abutment side is bridge, opposite side connects highway by roadbed, namely roadbed is arranged at the roadside of abutment, roadbed comprises ground, soil matrix, road surface structare layer and attachment strap, ground is lower than abutment base, the i.e. downward road breaking groove in base side, and natural soft-clay is filled in the groove of road, ground end face is concordant with the bottom surface of abutment base (not shown), soil matrix is provided with on ground, soil matrix comprises Reinforced Sand soil layer and Roadbed Soil, soil matrix is provided with road surface structare layer, attachment strap is embedded in road surface structare layer, and plane is mutually concordant with the road surface of plane on abutment and road surface structare layer on attachment strap, Reinforced Sand soil layer bottom surface contacts with ground end face and the length that extends to roadside of the bottom surface of Reinforced Sand soil layer is identical with the length that ground extends to roadside, Reinforced Sand soil layer is identical with roadbed filling height, and Reinforced Sand soil layer side is connected with abutment, opposite side and the closely knit connection of Roadbed Soil, Roadbed Soil forms to roadside the gradient that is less than or equal to 45 degree.Reinforced Sand soil layer adopts geosynthetics to fill, geosynthetics is formed by sandy soil and geo-grid compacting, geo-grid one end is mounted on abutment, building-in depth is no less than 20 centimetres, the other end extends to the slope of Roadbed Soil from abutment, structure short under making Reinforced Sand soil layer form length, and geo-grid extends at highway width and length direction, form layer structure, and multilayer geo-grid is spaced from the top down and be arranged in Reinforced Sand soil layer in parallel to each other, the stretch modulus of this interval and geo-grid, design tensile strength and geo-grid are correlated with apart from the degree of depth of road bed.The build-in boudary portion of geo-grid and abutment is provided with the flexible cushion block being no less than 5 centimetres wide.Geo-grid also can adopt and be anchored on the platform back wall face of abutment through the swell fixture of anti-corrosion process and steel press strip, and steel press strip comprises the pressing plate being clamped in geo-grid top and the supporting steel plate being clamped in geo-grid bottom.
When road-bridge transition section arranges attachment strap, the buried depth of attachment strap, the gradient, thickness and length, the connected mode of attachment strap and abutment, the arrangement of reinforcement of attachment strap etc. conscientiously all should design according to engineering concrete condition.Also can arrange enhancement Layer under attachment strap, the thickness of enhancement Layer is generally not less than 2 meters, and length generally exceedes attachment strap 1 meter.
This project, under the cold district's weather of consideration and the impact of address factor and the restrictive condition of casual labourer's phase, arranges transition slab at bridge head, and adopts natural soft-clay and natural sandy soil to fill, improve road-bridge transition section sedimentation phenomenon simultaneously in conjunction with geo-grid.
Be provided with geo-grid in geosynthetics, thus increase pressure diffusion angle, to make the stress spread of roadbed even, thus reduce differential settlement.When arranging geo-grid in roadbed, effectively can alleviate the faulting of slab ends height even eliminating platform back of the body joining place, avoiding the impact of road-bridge transition section sedimentation.Geotechnological graticule mesh one end is fixed on Abutment Back, and the other end expands to Roadbed Soil level, is connected as a single entity by the subgrade compaction soil of geotechnological graticule mesh and the platform back of the body to make abutment.
In Practical Project, geo-grid can be laid along principal strain directions by engineering staff, and adopt the shortcoming of laying in this way and can make up the soil body self tensile strength deficiency, the compound soil body in this way in conjunction with formation is similar to steel concrete.Interaction energy between geo-grid and the soil body increases the tensile strength of the compound soil body, wherein interact and mainly comprise the rubbing action of grid upper and lower surface and grogs, the rib of geo-grid to the hindrance function of the soil body, the effect that the mesh of grid is inlayed the soil body and is engaged.
Wherein geo-grid Lay interval is calculated as follows:
In formula: Δ H---apart from the Lay interval at road bed degree of depth z place, m;
T
gC---the design tensile strength of geo-grid, by 60% tensile strength value, N/m;
H
m---the discrepancy in elevation between roadbed end face and abutment base top surface, m;
Z---the vertical distance of last layer geo-grid paving location distance road bed, m;
E
0---the modulus of deformation after Roadbed Soil fills, Pa;
E
t---the stretch modulus of geo-grid, Pa;
P
0---roadbed end face bear from road surface deadweight and the pressure at right angle of traffic loading, Pa;
γ
m---the unit weight after Embankment Compaction, N/m
3.
The longitudinal direction of geo-grid is short under laying and should going up length, and the gradient delaying in or equal 1: 1 can be adopted successively to increase longitudinal laying length from bottom to top, and the laying length of basecoat should be not less than minimum longitudinal laying length L
min, L
minbe calculated as follows:
In formula: L
min---the minimum laying length of geo-grid, m;
C
gS---the interfacial adhesion on geo-grid and soil body interface, Pa;
---the interface friction angle on geo-grid and soil body interface, (°).
Platform back of the body reinforcement is adopted to reach dual purpose: to utilize the stretch-draw effect being fixed on reinforcement material one end of abutment on the one hand, at platform back of the body subrange, the sedimentation that layering stops filler to be carried on the back along platform, on the other hand, because reinforcement material is laid by certain interlamellar spacing level, the transmission of the pulling force of reinforcement material is from the soil particle be in contact with it to the soil particle not having to contact, soil particle is suffered restraints, the interlocking that rubs between soil particle and reinforcement material contact surface and the particle of the soil body own strengthens, thus make the part stress in the soil body be spread and shift, improve inside soil body in local loads lower stress state, expand the range of scatter along soil body depth direction load, and then reach reduction external loads to the effect of the Compression Settlement effect of the soil body, namely the non-deformability being equal to the soil body improves, play the effect of transition structure layer between rigidity abutment and flexible embankment.Wherein Roadbed Soil fill after modulus of deformation and unit weight after Embankment Compaction recorded by the normal experiment in Road Detection, roadbed end face bear from road surface deadweight and the pressure at right angle of traffic loading, estimate by pavement design load and road surface deadweight.Interfacial adhesion on geo-grid and soil body interface, can adopt direct shear friction test to record.
The foregoing is only the preferred embodiment of the present invention; not thereby the scope of the claims of the present invention is limited; every equivalent structure transformation utilizing manual of the present invention and accompanying drawing content to do, or be directly or indirectly used in other relevant technical fields, be all in like manner included in protection scope of the present invention.
Claims (9)
1. one kind is applicable to the high-grade highway transition segment structure under cold district casual labourer phase condition, comprise abutment and roadbed, abutment side is bridge, opposite side connects highway by roadbed, namely roadbed is arranged at the roadside of abutment, this roadbed comprises ground, soil matrix, road surface structare layer and attachment strap, it is characterized in that: ground is lower than abutment base, ground end face is concordant with the bottom surface of abutment base, soil matrix is provided with on ground, soil matrix is provided with road surface structare layer, attachment strap is embedded in road surface structare layer, and on attachment strap plane and plane on abutment and road surface structare layer road surface mutually concordant.
2. the high-grade highway transition segment structure be applicable under cold district casual labourer phase condition according to claim 1, it is characterized in that: ground adopts natural soft-clay to fill, soil matrix comprises Reinforced Sand soil layer and Roadbed Soil, wherein Reinforced Sand soil layer bottom surface contacts with ground end face and the length that extends to roadside of the bottom surface of Reinforced Sand soil layer is identical with the length that ground extends to roadside, Reinforced Sand soil layer is identical with roadbed filling height, and Reinforced Sand soil layer side is connected opposite side with abutment is connected with Roadbed Soil.
3. the high-grade highway transition segment structure be applicable under cold district casual labourer phase condition according to claim 2, is characterized in that: Reinforced Sand soil layer and the closely knit connection of Roadbed Soil, and Roadbed Soil forms to roadside the gradient that is less than or equal to 45 degree.
4. the high-grade highway transition segment structure be applicable under cold district casual labourer phase condition according to any one of claim 2-3, it is characterized in that: Reinforced Sand soil layer adopts geosynthetics to fill, geosynthetics is formed by sandy soil and geo-grid compacting, geosynthetics extends to the slope of Roadbed Soil from abutment, thus structure short under making Reinforced Sand soil layer form length.
5. the high-grade highway transition segment structure be applicable under cold district casual labourer phase condition according to claim 4, it is characterized in that: geo-grid one end is mounted on abutment, building-in depth is no less than 20 centimetres.
6. the high-grade highway transition segment structure be applicable under cold district casual labourer phase condition according to claim 5, is characterized in that: the build-in boudary portion of geo-grid and abutment is provided with the flexible cushion block being no less than 5 centimetres wide.
7. the high-grade highway transition segment structure be applicable under cold district casual labourer phase condition according to claim 4, is characterized in that: geo-grid adopts and is anchored on the platform back wall face of abutment through the swell fixture of anti-corrosion process and steel press strip.
8. the high-grade highway transition segment structure be applicable under cold district casual labourer phase condition according to claim 8, is characterized in that: steel press strip comprises the pressing plate being clamped in geo-grid top and the supporting steel plate being clamped in geo-grid bottom.
9. the high-grade highway transition segment structure be applicable under cold district casual labourer phase condition according to any one of claim 4-8, it is characterized in that: geo-grid extends at highway width and length direction, and many geo-grid are spaced from the top down and be arranged in Reinforced Sand soil layer in parallel to each other, the stretch modulus of this interval and geo-grid, design tensile strength and geo-grid are relevant apart from the degree of depth of road bed.
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| CN112281638A (en) * | 2020-11-04 | 2021-01-29 | 武汉大学 | Two-stage reinforced earth abutment with closely-arranged ribs and construction method thereof |
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