CN203334152U - Bridge road transition section roadbed structure at deep layer yielding ground area - Google Patents
Bridge road transition section roadbed structure at deep layer yielding ground area Download PDFInfo
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- CN203334152U CN203334152U CN2013204081780U CN201320408178U CN203334152U CN 203334152 U CN203334152 U CN 203334152U CN 2013204081780 U CN2013204081780 U CN 2013204081780U CN 201320408178 U CN201320408178 U CN 201320408178U CN 203334152 U CN203334152 U CN 203334152U
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Abstract
The utility model discloses a bridge road transition section roadbed structure at a deep layer yielding ground area. The bridge road transition section roadbed structure comprises a sedimentation and rigidity smooth-going transition system, a bearing capacity control system and a convention ground stabilization system. The convention ground stabilization system is located on one side of a roadbed body, and the sedimentation and rigidity smooth-going transition system and the bearing capacity control system are located between the convention ground stabilization system and a bridge abutment. The sedimentation and rigidity smooth-going transition system comprises a raft and a plurality of long piles, wherein the raft is located below a track, the long piles are inserted into the roadbed body and are gradually lengthened in the direction from the road surface to the bridge abutment, the tops of the long piles are placed into the raft, and the long piles and the raft are connected into a whole structure in a rigidity mode. The bearing capacity control system comprises a plurality of short piles arranged below the roadbed body, the tops of the short piles are respectively provided with first broken stone hardcore for bearing the roadbed body, and the long piles penetrate through the first broken stone hardcore.
Description
Technical field
The utility model relates to the high-speed railway subgrade engineering field, relates in particular to Qiao road, a kind of deep floor mollisol area changeover portion road structure.
Background technology
High-speed railway is one of main development direction of world's railway, the high-speed railway spatial extent is larger, the structure such as different bridges, roadbed need be set according to landform along the line, geological conditions, when the train of high-speed cruising passes through the intersection of different structure, because often causing train, rigidity and sedimentation and deformation difference produces high vibration, comfortableness and the safety of impact driving.For guaranteeing smooth-going the travelling of safety of bullet train, the changeover portion of certain-length need to be set between the structure such as bridge and roadbed, make the rigidity of circuit gradually change, reduce vibration and the impact of bullet train to circuit, so changeover portion is the key link of Design of High-speed Railway always.
Chinese patent CN201390925Y discloses a kind of " transition section subgrade structure of high speed railway bridges ", it arranges wedge shape by the roadbed docking with abutment and reinforces changeover portion, and the steel concrete attachment strap be connected with abutment in the road bed setting, strengthened embankment body rigidity, make the rigidity of bridge, roadbed coordinate, this form of structure is not considered the impact of foundation condition, for mollisol or the larger ground base type of other sedimentation and deformation, can't realize the smooth-going transition of bridge road changeover portion rigidity; Chinese patent CN201530961U discloses a kind of " liquefied soil foundation quake-proof road-bridge transition section structure of ballastless ", it by arranging wedge shape reinforcement graded broken stone changeover portion between abutment and roadbed, and cloth is arranged at the reinforcing pile of non-liquefaction soil layers, realized the even transition of circuit longitudinal rigidity, reinforcing pile in this form of structure all arranges at the ground basal plane, for deep layer soft foundation and the road structure higher, that road bed is wider that bankets, the ground disposal cost is very expensive.In addition, these two kinds of form of structure all can not be avoided the changeover portion distortion disease caused due to embankment quality flaw.
Therefore, need be improved prior art.
The utility model content
The purpose of this utility model just is to solve the deficiency of above-mentioned background technology, a kind of even transition that not only can realize bridge road changeover portion longitudinal rigidity is provided, also can reduces a kind of Qiao road, deep floor mollisol area changeover portion road structure that is applicable to of ground disposal cost.
The technical solution of the utility model is: Qiao road, a kind of deep floor mollisol area changeover portion road structure, it is characterized in that: it comprises sedimentation and the smooth-going transition system of rigidity, the bearing capacity hierarchy of control and conventional ground reinforcement system, described conventional ground reinforcement system is positioned at a side of roadbed body, the smooth-going transition system of described sedimentation and rigidity, the bearing capacity hierarchy of control is between conventional ground reinforcement system and abutment, the smooth-going transition system of described sedimentation and rigidity comprises raft plate and a plurality of long stake that enters roadbed that is arranged in the track below, described long stake is progressively lengthened to the abutment direction by road surface, the stake top of described long stake enters into the raft plate, long stake and raft plate are by being rigidly connected as overall structure, the described bearing capacity hierarchy of control comprises a plurality of stubs that are arranged on the roadbed below, and the stake top of described stub is provided with the first hardcore bed of carrying roadbed, and described the first hardcore bed is grown stake and passed.
Along the shrinkage joint that is provided with filling pitch hemp cut between the vertical two blocks of raft plates of circuit, same raft plate is supported by highly consistent long stake.
Described long stake is reinforced concrete bored pile, pile tube, CFG stake or plain concrete pile, and the stake footpath of described long stake is not less than 0.5m, and the pile spacing of adjacent long stake is 3 ~ 6 times of stake footpath, and the length that long stake is stretched in the raft plate is 10 ~ 20cm.
Described stub is CFG stake, cement mixing method or rotary churning pile, and the stake footpath of stub is 0.4 ~ 0.5m, and adjacent stub spacing is not more than 6 times an of footpath.
Be provided with the reinforcement layer of the first high-strength geo-grid or High strength geogrid in described the first hardcore bed.
Described conventional ground reinforcement system comprises the second hardcore bed flushed with the first hardcore bed, and described the second hardcore bed is supported by a plurality of common stakes, is provided with the reinforcement layer of the second high-strength geo-grid or High strength geogrid in the second hardcore bed.
Also be provided with the DEFORMATION MONITORING SYSTEM that has or not the distortion of coming to nothing between the roadbed filling for monitoring raft plate and its below; Described DEFORMATION MONITORING SYSTEM comprise concentricity axle reinforcing bar, be set in the reinforcing bar periphery steel pipe, be set in the outside pillar of steel pipe periphery, be provided with gap between described reinforcing bar and steel pipe, steel pipe and outside pillar, described reinforcing bar, steel pipe and outside pillar enter in roadbed through the raft plate, the upper end of reinforcing bar, steel pipe and outside pillar, higher than the raft plate, is fixed with protecting cover in the periphery of raft plate upper outer pillar; Described reinforcing bar upper end is fixedly connected with measures mark, and the reinforcing bar lower end is fixedly connected with steel plate, and steel plate is fixed on embankment fill material by the anchor pole that is arranged on its two ends; Described outside pillar is anchored on the raft plate.
Described DEFORMATION MONITORING SYSTEM also comprises the reinforcement stresses meter, and described reinforcement stresses meter is laid on the four sides, front, rear, left and right of long of raft plate center.
Also be provided with reserved filling system, described reserved filling system is three-dimensional filling system, it is arranged on raft plate both lateral sides, described reserved filling system comprises vertical Grouting Pipe, horizontal Grouting Pipe and vertical Grouting Pipe, described vertical Grouting Pipe is along vertically to the lateral outer side face that is arranged on the raft plate, described horizontal Grouting Pipe is arranged on the downside of raft plate along horizontal cross, described vertical Grouting Pipe vertically is arranged on the downside of raft plate along level; Described vertical Grouting Pipe and vertical Grouting Pipe are arranged on the two ends of horizontal Grouting Pipe, vertical Grouting Pipe, vertically Grouting Pipe and laterally Grouting Pipe connection.
Described vertical Grouting Pipe is stretched out curb, and the mouth of pipe of vertical Grouting Pipe is by the plug shutoff; Described vertical Grouting Pipe is embedded in cell body, fill medium coarse sand between cell body and vertical Grouting Pipe, vertically Grouting Pipe is positioned at the centre position of cell body, vertically Grouting Pipe is sealed at both ends, a plurality of injected holes of same direction spaced set on the pipe shaft of vertical Grouting Pipe, described injected hole is set in the rubber sleeve sealing on vertical Grouting Pipe pipe shaft.
The utility model has the advantage of:
(1) the raft plate be arranged on reinforcing pile (long stake) is positioned at the track below, can directly bear track and train load, be arranged at the mode of Near Ground than reinforcing pile, can obviously reduce the magnitude setting of reinforcing pile, thereby reduced construction costs, also avoided the changeover portion distortion disease caused due to the embankment filled soil quality simultaneously.
(2) the smooth-going transition system of sedimentation and rigidity adopts the stake plated construction, arrange and the track plates lower position, there is the good dynamic loading performance of bearing, further combined with becoming Rigidity Theory, from roadbed to the abutment direction, the length of long stake reduces gradually, not only realize the smooth-going transition of bridge-subgrade stiffness, also realized the smooth-going transition of train dynamics load response.
(3) foundation soil adopts Eco-power stub to reinforce, and can farthest avoid the relative settlement between embankment fill material and raft plate, has guaranteed globality and the stability of total system.
(4) the utility model is applied to the high-speed railway subgrade changeover portion in deep layer mollisol area, can obviously reduce the ground disposal cost, and the embankment raising is larger, and economic benefit is more remarkable.
(5) by the deformation monitoring system, can find in time the contingent distortion of coming to nothing between raft plate and the embankment fill material under it, and utilize reserved slip casting system to select to carry out the slip casting processing reasonable opportunity, and can avoid raft plate stress condition to worsen, guaranteed the globality of roadbed.
The accompanying drawing explanation
Fig. 1 is the utility model layout schematic diagram;
Fig. 2 is the A-A of Fig. 1 place sectional schematic diagram;
Fig. 3 is the B-B of Fig. 1 place sectional schematic diagram;
Fig. 4 is DEFORMATION MONITORING SYSTEM structural representation in the utility model;
Fig. 5 is vertical Grouting Pipe local structural graph in the utility model.
The specific embodiment
Below in conjunction with the drawings and specific embodiments, the utility model is described in further detail, is convenient to be well understood to the utility model, but they do not form and limit the utility model.
As Fig. 1, Fig. 2, shown in Fig. 3, Qiao road, a kind of deep floor mollisol area changeover portion road structure, it comprises sedimentation and the smooth-going transition system of rigidity, the bearing capacity hierarchy of control and conventional ground reinforcement system, conventional ground reinforcement system is positioned at a side of roadbed body 9, the smooth-going transition system of sedimentation and rigidity, the bearing capacity hierarchy of control is between conventional ground reinforcement system and abutment, the smooth-going transition system of sedimentation and rigidity comprises raft plate 1.2 and a plurality of long stake 1.1 entered in roadbed of track 6 belows, long stake 1.1 is progressively lengthened to abutment 10 directions by road surface, the stake top of long stake 1.1 enters into raft plate 1.2, long stake 1.1 and raft plate 1.2 are by being rigidly connected as overall structure, the bearing capacity hierarchy of control comprises a plurality of stubs 2.1 that are arranged on the roadbed below, and the first hardcore bed 2.2, the first hardcore beds 2.2 that the stake top of stub 2.1 is provided with the carrying roadbed are passed by long stake 1.1.
The smooth-going transition system of sedimentation in the present embodiment and rigidity, for bearing the embankment fill material load of track structure load, train load and fraction, Main Function is the smooth-going transition that realizes bridge-subgrade stiffness.It comprises raft plate 1.2 and a plurality of long stake 1.1 entered in roadbed of track 6 belows, and the concrete length of long stake 1.1 should be examined to calculate by sedimentation according to the settlement Control standard and determine, same raft plate 1.2 is supported by highly consistent long stake 1.1.Long stake 1.1 in the present embodiment is reinforced concrete bored pile, pile tube, CFG stake or plain concrete pile, the stake footpath of long stake 1.1 is not less than 0.5m, the pile spacing of adjacent long stake 1.1 is 3 ~ 6 times of stake footpath, and long stake 1.1 length that stretch in raft plate 1.2 are 10 ~ 20cm.For guaranteeing that sedimentation and the smooth-going transition body of rigidity tie up to the stability under the train dynamics load, long stake 1.1 should adopt reinforced concrete structure, and should guarantee configuration vertical applied force reinforcing bar in the long scope in 1/3rd, its top; When long stake be the type such as CFG stake, plain concrete pile, should adopt pea gravel concreten to pour into, and, after concrete perfusion, insert length by rear slotting reinforcing cage method and be no less than 1/3rd long reinforcing cages.Long stake 1.1 tops and raft plate 1.2 are rigidly connected, and the steel bar stress that the main muscle of long stake 1.1 should be interior with raft plate 1.2 welds together.Raft plate 1.2 also adopts reinforced concrete structure, and raft plate 1.2 end faces can be arranged at the position of the following 1.0 ~ 1.2m of formation level, to guarantee the works such as collecting well between line, mistake rail, has enough construction spaces.Raft plate 1.2 thickness are 1 ~ 1.2m, lateral dimension is than the narrow 3 ~ 4m of road bed left and right, longitudinal size is 10 ~ 15m, the shrinkage joint 1.3 of wide 2cm should be set along vertical 1.2 adjacent of the raft plates of circuit, shrinkage joint 1.3 interior filling pitch hemp cut, to reduce the subsidiary stress due to temperature and the generation of distortion difference, shrinkage joint 1.3 should be positioned at the centre position of two platoon leader's stakes.
The bearing capacity hierarchy of control, mainly bear the embankment fill material load of raft plate 1.2 bottoms, guarantees that bearing capacity of foundation soil meets the demands and raft plate 1.2 bottoms do not produce the distortion of coming to nothing.It comprises a plurality of stubs 2.1 that are arranged on the roadbed below, and stub 2.1 is the economical and practical stake types such as CFG stake, cement mixing method or rotary churning pile, and the stake footpath of stub 2.1 is 0.4 ~ 0.5m, and adjacent stub 2.1 spacings are not more than 6 times an of footpath.For guaranteeing the uniformity of foundation deformation, be provided with the first hardcore bed 2.2 of carrying roadbed on the stake top of stub 2.1, the thickness of the first hardcore bed 2.2 is 0.6 ~ 0.8m, the first hardcore bed 2.2 is passed by long stake 1.1, is provided with the reinforcement layer 2.3 of 1 ~ 2 layer of first high-strength geo-grid or High strength geogrid in the first hardcore bed 2.2.
Conventional ground reinforcement system, can adopt conventional stake web frame, stake raft structure, comprise the second hardcore bed 3.2 flushed with the first hardcore bed 2.2, the second hardcore bed 3.2 is supported by a plurality of common stakes 3.1, is provided with the reinforcement layer 3.3 of the second high-strength geo-grid or High strength geogrid in the second hardcore bed 3.2.Also can adopt the length pile foundation ruggedized construction combined by sedimentation and the smooth-going transition system of rigidity, the bearing capacity hierarchy of control the utility model proposes.Concrete scheme can be calculated in conjunction with the residing geological conditions of roadbed and sedimentation inspection, the calculation of bearing capacity achievement, and selects and oldly determined through the engineering cost ratio.
Also be provided with DEFORMATION MONITORING SYSTEM 4, it is mainly to have or not in order to monitor between plate-girder 1.2 and the roadbed filling under it distortion of coming to nothing, so that it is carried out to reclamation activities.As shown in Figure 4, DEFORMATION MONITORING SYSTEM comprise concentricity axle circular reinforcing bar 4.3, be set in reinforcing bar 4.3 peripheries steel pipe 4.4, be set in the outside pillar 4.5 of steel pipe 4.4 peripheries, (external diameter of reinforcing bar 4.3 is less than steel pipe 4.4 internal diameters to be provided with the gap of 1cm between reinforcing bar 4.3 and steel pipe 4.4, steel pipe 4.4 and outside pillar 4.5, the external diameter of steel pipe 4.4 is less than the internal diameter of outside pillar 4.5), thereby reinforcing bar 4.3 can be moved freely in steel pipe 4.4, and steel pipe 4.4 can move freely in outside pillar 4.5; Reinforcing bar 4.3, steel pipe 4.4 enter in roadbed through raft plate 1.2 with outside pillar 4.5, and the upper end of reinforcing bar 4.3, steel pipe 4.4 and outside pillar 4.5, higher than raft plate 1.2, is fixed with protecting cover 4.7 in the periphery of raft plate 1.2 upper outer pillars 4.5; Reinforcing bar 4.3 upper ends are fixedly connected with measures mark 4.6, measuring mark 4.6 also is arranged in protecting cover 4.7, reinforcing bar 4.3 lower ends are fixedly connected with steel plate 4.2, steel plate 4.2 is fixed on embankment fill material by the anchor pole 4.1 that is arranged on its two ends, make reinforcing bar 4.3 can reflect the distortion of raft plate 1.2 bottom embankment fill materials, and outside pillar 4.5 is anchored on raft plate 1.2, can reflect the distortion situation of raft plate 1.2; DEFORMATION MONITORING SYSTEM also comprises reinforcement stresses meter 4.8, reinforcement stresses meter 4.8 is laid on the vertical reinforcement on the four sides, front, rear, left and right of long stake 1.1 of plate-girder 1.2 centers, the laying of reinforcement stresses meter 4.8 is highly Near Ground, by monitoring vertical reinforcement stress relation over time, just have or not and occur to bear frictional resistance between the roadbed filling of above, the raft plate of known genuine basal plane 1.2 below and long stake 1.1, thereby indirectly reflect between raft plate 1.2 and the roadbed filling under it and have or not the distortion of coming to nothing.
Also be provided with reserved filling system, reserved filling system is in order to prevent and administer the distortion of coming to nothing that may occur between the roadbed filling of raft plate 1.2 and its underpart.By the data of DEFORMATION MONITORING SYSTEM, can recognize between the roadbed filling of raft plate 1.2 and its underpart and have or not the distortion of coming to nothing, and select to carry out suitable opportunity the slip casting processing, to avoid the deterioration of this road structure stress condition.Reserved filling system is three-dimensional filling system, it is arranged on raft plate 1.2 both lateral sides, be specially reserved filling system and comprise vertical Grouting Pipe 5.1, laterally Grouting Pipe 5.2 and vertically Grouting Pipe 5.3, vertical Grouting Pipe 3.1 is along vertically to the lateral outer side face that is arranged on raft plate 1.2, laterally Grouting Pipe 5.2 is arranged on the downside of raft plate 1.2 along horizontal cross, vertically Grouting Pipe 5.3 vertically is arranged on the downside of raft plate 1.2 along level, vertical Grouting Pipe 5.1 and vertical Grouting Pipe 5.3 are arranged on the two ends of horizontal Grouting Pipe 5.2, vertical Grouting Pipe 5.1, vertically Grouting Pipe 5.3 is connected with horizontal Grouting Pipe 5.2.In the present embodiment, the Grouting Pipe of vertical Grouting Pipe 5.1, horizontal Grouting Pipe 5.2 and vertical Grouting Pipe 5.3 is the coating steel pipe of internal diameter 2cm; Vertical Grouting Pipe 5.1 is stretched out the about 0.1m of curb, and its mouth of pipe is by the plug shutoff; Vertically Grouting Pipe 5.3 is embedded in cell body, fill medium coarse sand between cell body and vertical Grouting Pipe 5.3, vertically Grouting Pipe 5.3 is positioned at the centre position of cell body, when construction, only to cell body, construction gets final product, in addition, vertically Grouting Pipe 5.3 is sealed at both ends, on the pipe shaft of vertical Grouting Pipe 5.3, same direction equidistant (1m) arranges 4 injected holes 5.4, and injected hole 5.4 is set in rubber sleeve 5.5 sealings on vertical Grouting Pipe 5.3 pipe shafts, to avoid slurry reflux in the slip casting process (as shown in Figure 5).
For the embankment body: the raft plate is surface layer of subgrade bed 7 more than 1.2, adopts graded broken stone+3% cement to fill; Be bottom layer of subgrade 8 in the following 1m scope of raft plate 1.2, adopt AB group filler or conditioned soil to fill; Bottom layer of subgrade is roadbed body 9 below 8, adopts piece stone, rubble, the gravel class filler of AB group filler and C group, when selecting C group fine grained soil filler, after should being improved according to native source character, fills.The surface layer of subgrade bed of conventional ground reinforcement system, bottom layer of subgrade thickness are according to criterion settings, and the changeover portion zone that the smooth-going transition system of its thickness and sedimentation and rigidity and the bearing capacity hierarchy of control form is difference to some extent, generally adopts the gradient transition gradually of 1:5 ~ 1:10.
For achieving the above object, Qiao road, a kind of deep floor mollisol area changeover portion road structure sequence of construction that the utility model provides is:
(1) the bearing capacity hierarchy of control, the construction of conventional ground reinforcement system: measure unwrapping wire, construction stub 2.1, lay the second hardcore bed 2.2 and the second high-strength geo-grid (or High strength geogrid) reinforcement layer 2.3; During stub 2.1 construction, should note avoiding long stake 1.1 positions;
(2), the placement in layers embankment is to raft plate bottom surface elevation;
(3), the long stake 1.1 of construction on the embankment body, lay reserved slip casting system, construction Deformation monitoring system, build Reinforced Concrete Raft plate 1.2 in a position, long stake stake top;
(4), continue to fill the above embankment of raft plate.
The utility model is applied to Qiao road, deep floor mollisol area changeover portion, not only can realize bridge road changeover portion subgrade stiffness smooth-going transition, there is good kinetic stability, also can save the ground disposal cost, there is wide application value, than conventional stake plated construction, can obviously reduce the ground disposal cost, and the embankment raising is larger, economic benefit is more remarkable.
Claims (10)
1. Qiao road, deep floor mollisol area changeover portion road structure, it is characterized in that: it comprises sedimentation and the smooth-going transition system of rigidity, the bearing capacity hierarchy of control and conventional ground reinforcement system, described conventional ground reinforcement system is positioned at a side of roadbed body (9), the smooth-going transition system of described sedimentation and rigidity, the bearing capacity hierarchy of control is positioned between conventional ground reinforcement system and abutment (10), the smooth-going transition system of described sedimentation and rigidity comprises raft plate (1.2) and a plurality of long stake (1.1) entered in roadbed of track (6) below, described long stake (1.1) is progressively lengthened to abutment (10) direction by road surface, the stake top of described long stake (1.1) enters into raft plate (1.2), long stake (1.1) and raft plate (1.2) are by being rigidly connected as overall structure, the described bearing capacity hierarchy of control comprises a plurality of stubs (2.1) that are arranged on the roadbed below, and the stake top of described stub (2.1) is provided with first hardcore bed (2.2) of carrying roadbed, and described the first hardcore bed (2.2) is grown stake (1.1) and passed.
2. Qiao road, a kind of deep floor mollisol area according to claim 1 changeover portion road structure, it is characterized in that: along the shrinkage joint (1.3) that is provided with filling pitch hemp cut between the vertical two blocks of raft plates of circuit (1.2), same raft plate (1.2) is supported by highly consistent long stake (1.1).
3. Qiao road, a kind of deep floor mollisol area according to claim 2 changeover portion road structure, it is characterized in that: described long stake (1.1) is reinforced concrete bored pile, pile tube, CFG stake or plain concrete pile, the stake footpath of described long stake (1.1) is not less than 0.5m, the pile spacing of adjacent long stake (1.1) is 3 ~ 6 times of stake footpath, and the length that long stake (1.1) is stretched in raft plate (1.2) is 10 ~ 20cm.
4. Qiao road, a kind of deep floor mollisol area according to claim 1 changeover portion road structure, it is characterized in that: described stub (2.1) is CFG stake, cement mixing method or rotary churning pile, the stake footpath of stub (2.1) is 0.4 ~ 0.5m, and adjacent stub (2.1) spacing is not more than 6 times an of footpath.
5. Qiao road, a kind of deep floor mollisol area according to claim 1 changeover portion road structure, is characterized in that: the reinforcement layer (2.3) that is provided with the first high-strength geo-grid or High strength geogrid in described the first hardcore bed (2.2).
6. Qiao road, a kind of deep floor mollisol area according to claim 1 changeover portion road structure, it is characterized in that: described conventional ground reinforcement system comprises the second hardcore bed (3.2) flushed with the first hardcore bed (2.2), described the second hardcore bed (3.2) is supported by a plurality of common stakes (3.1), is provided with the reinforcement layer (3.3) of the second high-strength geo-grid or High strength geogrid in the second hardcore bed (3.2).
7. Qiao road, a kind of deep floor mollisol area according to claim 1 changeover portion road structure, is characterized in that: also be provided with the DEFORMATION MONITORING SYSTEM (4) that has or not the distortion of coming to nothing between the roadbed filling for monitoring raft plate (1.2) and its below, described DEFORMATION MONITORING SYSTEM (4) comprises the reinforcing bar (4.3) of concentricity axle, be set in the peripheral steel pipe (4.4) of reinforcing bar (4.3), be set in the peripheral outside pillar (4.5) of steel pipe (4.4), described reinforcing bar (4.3) and steel pipe (4.4), be provided with gap between steel pipe (4.4) and outside pillar (4.5), described reinforcing bar (4.3), steel pipe (4.4) enters in roadbed through raft plate (1.2) with outside pillar (4.5), reinforcing bar (4.3), the upper end of steel pipe (4.4) and outside pillar (4.5) is higher than raft plate (1.2), be fixed with protecting cover (4.7) in the periphery of raft plate (1.2) upper outer pillar (4.5), described reinforcing bar (4.3) upper end is fixedly connected with measures mark (4.6), and reinforcing bar (4.3) lower end is fixedly connected with steel plate (4.2), and steel plate (4.2) is fixed on embankment fill material by the anchor pole (4.1) that is arranged on its two ends, described outside pillar (4.5) is anchored on raft plate (1.2).
8. Qiao road, a kind of deep floor mollisol area according to claim 7 changeover portion road structure, it is characterized in that: described DEFORMATION MONITORING SYSTEM also comprises reinforcement stresses meter (4.8), and described reinforcement stresses meter (4.8) is laid on the four sides, front, rear, left and right of growing stake (1.1) of raft plate (1.2) center.
9. Qiao road, a kind of deep floor mollisol area according to claim 1 changeover portion road structure, it is characterized in that: also be provided with reserved filling system, described reserved filling system is three-dimensional filling system, it is arranged on raft plate (1.2) both lateral sides, described reserved filling system comprises vertical Grouting Pipe (5.1), laterally Grouting Pipe (5.2) and vertically Grouting Pipe (5.3), described vertical Grouting Pipe (5.1) edge is vertically to the lateral outer side face that is arranged on raft plate (1.2), described horizontal Grouting Pipe (5.2) is arranged on the downside of raft plate (1.2) along horizontal cross, described vertical Grouting Pipe (5.3) vertically is arranged on the downside of raft plate (1.2) along level, described vertical Grouting Pipe (5.1) and vertical Grouting Pipe (5.3) are arranged on the two ends of horizontal Grouting Pipe (5.2), vertical Grouting Pipe (5.1), vertically Grouting Pipe (5.3) and laterally Grouting Pipe (5.2) connection.
10. Qiao road, a kind of deep floor mollisol area according to claim 9 changeover portion road structure, it is characterized in that: described vertical Grouting Pipe (5.1) is stretched out curb, and the mouth of pipe of vertical Grouting Pipe (5.1) is by the plug shutoff; Described vertical Grouting Pipe (5.3) is embedded in cell body, fill medium coarse sand between cell body and vertical Grouting Pipe (5.3), vertically Grouting Pipe (5.3) is positioned at the centre position of cell body, vertically Grouting Pipe (5.3) is sealed at both ends, a plurality of injected holes of same direction spaced set (5.5) on the pipe shaft of vertical Grouting Pipe (5.3), described injected hole (5.5) is set in rubber sleeve (5.4) sealing on vertical Grouting Pipe (5.3) pipe shaft.
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| 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 |
| CN104047235A (en) * | 2014-05-26 | 2014-09-17 | 江苏鼎泰工程材料有限公司 | Method for repairing bridgehead abutment position of road surface |
| CN106676993A (en) * | 2017-01-20 | 2017-05-17 | 山西省交通科学研究院 | Roadbed reinforcing system of reinforced gravel framework structure and reinforcing method of roadbed reinforcing system |
| CN108487059A (en) * | 2018-06-05 | 2018-09-04 | 华东交通大学 | A kind of shaped steel-cell compartment bridge expanssion joint |
| CN109024124A (en) * | 2018-08-02 | 2018-12-18 | 中国铁道科学研究院集团有限公司铁道建筑研究所 | A kind of floating raft type road structure |
| CN111395064A (en) * | 2020-03-25 | 2020-07-10 | 中铁二院工程集团有限责任公司 | Anti-bulging U-shaped roadbed structure and design method thereof |
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2013
- 2013-07-09 CN CN2013204081780U patent/CN203334152U/en not_active Expired - Fee Related
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
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| CN104047235A (en) * | 2014-05-26 | 2014-09-17 | 江苏鼎泰工程材料有限公司 | Method for repairing bridgehead abutment position of road surface |
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