CN102926304B - Reinforcement method and reinforcement structure for treating railway soft soil roadbed settlement overweight before operation - Google Patents
Reinforcement method and reinforcement structure for treating railway soft soil roadbed settlement overweight before operation Download PDFInfo
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- CN102926304B CN102926304B CN201210495038.1A CN201210495038A CN102926304B CN 102926304 B CN102926304 B CN 102926304B CN 201210495038 A CN201210495038 A CN 201210495038A CN 102926304 B CN102926304 B CN 102926304B
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Abstract
Description
Technical field
The present invention relates to Roadbed Construction Technology field, refer to particularly a kind ofly process the reinforcement means that exceeds standard of railway soft soil roadbed settlement and ruggedized construction before operation.
Technical background
At present, technological means for solving the front railway soft soil roadbed settlement excessive problem of operation mainly contains lateral restraint stake in conjunction with drilled pile technology under long spiral CFG pile (Cement Fly-ash Grave, CFG) technology under substrate slurry injection technique, displacement lightweight material technology, bedding and bedding etc.
Existing lateral restraint stake in conjunction with substrate slurry injection technique need construct near the toe of embankment both sides 3 ~ 4 row rotary churning piles or pile tube carry out lateral restraint, near side slope and toe, draw hole satisfy the need at the bottom of levee foundation and adopt static pressure grouting to reinforce, have can improve embankment structure resistance to overturning, reduce foundation settlement and little advantage is destroyed to existing roadbed.But this technical process poor controllability, consolidation effect needs time check, can not thoroughly solve soft soil roadbed settlement excessive problem.
Existing displacement lightweight material technology is by adopting the light fillings such as air bubble mix light-textured soil to replace former roadbed filling after excavation section by section roadbed, can alleviate the load of ground, thus reduces the stability of foundation settlement and raising ground, and quality controllability is high.But this technology is destroyed large to existing roadbed, being provided with cable channel etc. to road bed, to be difficult to the roadbed scheme exploitativeness of the works removed poor.
Under bedding, long spiral CFG pile and drilled pile structure technology need remove track structure, contact net lines etc., require to be excavated to certain depth under curb, thoroughly effected a radical cure solve sedimentation and exceed standard and subgrade stability problem by construct within the scope of road bed CFG stake or drilled pile.The destruction of this technology to existing roadbed is limited, but construction period is longer, and at the scene without pioneer road and pumping material at need, exploitativeness is poor.
At present, not yet find to existing roadbed destroy little, exploitativeness good, quality is easy to control and can compared with the thorough technology of railway soft soil roadbed settlement excessive problem before radical cure operation in casual labourer's phase.
Summary of the invention
Object of the present invention is exactly will provide a kind of to process the reinforcement means that exceeds standard of railway soft soil roadbed settlement and ruggedized construction before operation, the method and structure to existing roadbed destroy little, exploitativeness good, quality is easy to control and can compared with the technical problem that in casual labourer's phase, thoroughly railway soft soil roadbed settlement exceeds standard before radical cure operation.
For realizing this object, a kind of reinforcement means processing the front railway soft soil roadbed settlement of operation and exceed standard designed by the present invention, it comprises the steps:
Step 1: track structure and the contact net lines of removing the soft soil roadbed region of railway that needs reinforcement, then excavates roadbed top bedding, forms foundation ditch, and foundation ditch arranges the vertical multiple prestressed high-strength concrete piles inserting roadbed inside;
Step 2: the pre-buried vertical Grouting Pipe be interconnected successively in described foundation ditch, horizontal Grouting Pipe and longitudinal Grouting Pipe, after excavation roadbed foundation ditch bottom pre-buried pile cover and roadbed body relative displacement monitor and roadbed body settlement monitoring device, then the good multiple pile cover reinforcing cages of colligation are in advance lifted on corresponding prestressed high-strength concrete pile, between adjacent pile cover reinforcing cage, connecting reinforcement is installed, pile cover concrete is poured in pile cover reinforcing cage, pile cover is formed after the intensity that pile cover concrete reaches designing requirement, filling concrete between described adjacent pile cover, described pile cover and roadbed body relative displacement monitor are between pile cover and roadbed,
Step 3: lay composite geo-membrane above pile cover, medium-sand seam is laid above composite geo-membrane, medium-sand seam is laid first floor graded broken stone layer, laying high-strength geo-grid bed course on first floor graded broken stone layer, high-strength geo-grid bed course is laid second layer graded broken stone layer, roadbed body settlement monitoring device pre-buried in step 2 runs through pile cover, composite geo-membrane, medium-sand seam, first floor graded broken stone layer, high-strength geo-grid bed course and second layer graded broken stone layer, and the bottom of described roadbed body settlement monitoring device is inserted in roadbed;
Step 4: arrange the tapping pipe leading to side slope at the two ends of described foundation ditch, medium-sand seam is inserted in one end of described tapping pipe, and the other end of tapping pipe leads to side slope, namely forms the ruggedized construction of the front railway soft soil roadbed settlement of operation.
The roadbed of described multiple prestressed high-strength concrete pile after excavation is evenly arranged, and the spacing between laterally adjacent prestressed high-strength concrete pile is equal, and the spacing between longitudinally adjacent prestressed high-strength concrete pile is also equal.
Spacing between the prestressed high-strength concrete pile that described transverse direction is adjacent is 2 ~ 3m; Spacing between the prestressed high-strength concrete pile that described longitudinal direction is adjacent is 2 ~ 3m.
In step 2, also pre-buried pile cover settlement monitoring device on roadbed after excavation, pile cover is inserted in the bottom of described pile cover settlement monitoring device, and composite geo-membrane, medium-sand seam, first floor graded broken stone layer, high-strength geo-grid bed course and second layer graded broken stone layer are run through in the top of pile cover settlement monitoring device.
In step 1,1 ~ 2m under excavation roadbed to curb, forms foundation ditch, in step 2, at side slope curb position, both sides pre-buried curb settlement monitoring device.
Described pile cover and roadbed body relative displacement monitor comprise single-point sedimentation joint measurement displacement meter, anchor head, flange and the first mounting pipe, in step 2, before pre-buried pile cover and roadbed body relative displacement monitor bottom the foundation ditch of roadbed excavation monitoring device mounting groove, lay and tamping bottom land medium coarse sand bed course at the bottom of monitor mounting groove, first mounting pipe is set in monitor mounting groove, single-point sedimentation joint measurement displacement meter is set in the first mounting pipe, the top of single-point sedimentation joint measurement displacement meter is inserted in pile cover by anchor head, the bottom of single-point sedimentation joint measurement displacement meter is provided with flange, medium coarse sand bed course at the bottom of described flange link slot, Cast-in-situ Piles in Sand-filling in filling slot between described first mounting pipe and monitor mounting groove.
Described roadbed body settlement monitoring device comprises settlement plate base, sedimentation measuring staff, the second mounting pipe and pipe cap, wherein, the top of described second mounting pipe connects pipe cap, the bottom of the second mounting pipe is arranged on settlement plate base, in described second mounting pipe, sedimentation measuring staff is set, the second mounting pipe is stretched out on the top of described sedimentation measuring staff and lower than pipe cap, the bottom of sedimentation measuring staff connects settlement plate base, and described settlement plate base is connected with roadbed.
Described curb settlement monitoring device comprises grout injection in screw thread drill rod and hole, and at curb, place offers vertical channel, arranges screw thread drill rod in described vertical channel, arranges grout injection between described vertical channel and screw thread drill rod.
A kind of ruggedized construction of runing front railway soft soil roadbed settlement and exceeding standard, comprise roadbed, be opened in the foundation ditch at roadbed top, described foundation ditch is provided with the vertical multiple prestressed high-strength concrete piles inserting roadbed inside, the top of described each prestressed high-strength concrete pile arranges pile cover, between described adjacent pile cover, connecting reinforcement and concrete are set, composite geo-membrane is laid at the top of described pile cover, medium-sand seam is laid above composite geo-membrane, described medium-sand seam is laid first floor graded broken stone layer, laying high-strength geo-grid bed course on described first floor graded broken stone layer, described high-strength geo-grid bed course lays second layer graded broken stone layer,
Pile cover and roadbed body relative displacement monitor are set between described pile cover and roadbed, described roadbed is also provided with the roadbed body settlement monitoring device running through pile cover, composite geo-membrane, medium-sand seam, first floor graded broken stone layer, high-strength geo-grid bed course and second layer graded broken stone layer, the bottom of described roadbed body settlement monitoring device is inserted in roadbed.
The vertical Grouting Pipe that in described foundation ditch, setting is interconnected successively, horizontal Grouting Pipe and longitudinal Grouting Pipe.
The two ends of described foundation ditch arrange the tapping pipe leading to side slope, and medium-sand seam is inserted in one end of described tapping pipe, and the other end of tapping pipe leads to side slope.
Described multiple prestressed high-strength concrete pile is evenly arranged on roadbed, spacing between laterally adjacent prestressed high-strength concrete pile is equal, spacing between longitudinally adjacent prestressed high-strength concrete pile is also equal, and the spacing between the prestressed high-strength concrete pile that described transverse direction is adjacent is 2 ~ 3m; Spacing between the prestressed high-strength concrete pile that described longitudinal direction is adjacent is 2 ~ 3m.
Curb place, described side slope both sides is provided with curb settlement monitoring device;
Described pile cover and roadbed body relative displacement monitor comprise single-point sedimentation joint measurement displacement meter, anchor head, flange and the first mounting pipe; Described roadbed offers monitor mounting groove, medium coarse sand bed course at the bottom of the bottom laying groove of monitor mounting groove, first mounting pipe is set in monitor mounting groove, single-point sedimentation joint measurement displacement meter is set in the first mounting pipe, the top of single-point sedimentation joint measurement displacement meter is inserted in pile cover by anchor head, the bottom of single-point sedimentation joint measurement displacement meter is provided with flange, medium coarse sand bed course at the bottom of described flange link slot, Cast-in-situ Piles in Sand-filling in filling slot between described first mounting pipe and monitor mounting groove;
Described roadbed body settlement monitoring device comprises settlement plate base, sedimentation measuring staff, the second mounting pipe and pipe cap, wherein, the top of described second mounting pipe connects pipe cap, the bottom of the second mounting pipe is arranged on settlement plate base, in described second mounting pipe, sedimentation measuring staff is set, the second mounting pipe is stretched out on the top of described sedimentation measuring staff and lower than pipe cap, the bottom of sedimentation measuring staff connects settlement plate base, and described settlement plate base is connected with roadbed;
Described curb settlement monitoring device comprises grout injection in screw thread drill rod and hole, and described curb place offers vertical channel, arranges screw thread drill rod in described vertical channel, arranges grout injection between described vertical channel and screw thread drill rod.
Beneficial effect of the present invention is:
1, the present invention only needs to remove 1 ~ 2m under track, contact net lines and roadway excavation to curb, and relatively little to the destructiveness of roadbed, the main structure construction duration is short, and quality is easy to control.
2, the load of train, track and bedding about 50% is passed to the primary load bearing structure system be made up of prestressed high-strength concrete pile+pile cover by reinforced cushion layer structure system of the present invention, because prestressed high-strength concrete pile stretches into effective bearing stratum, greatly reduce the load that roadbed body bears, prestressed high-strength concrete pile can play effect of contraction again due to the satisfy the need sedimentation of element body of efficiency of pile groups, thus fundamentally can control soft soil roadbed settlement, ensure that the ride comfort of track and the safe operation of train.
3, the bedding drainage system that the present invention is arranged can effectively get rid of bedding internal water, prevents Defect of Foundation Bed of Express.
4, reserved filling system of the present invention can select reasonable chance to carry out benefit injecting treatment to position of coming to nothing, roadbed body local under pile cover according to settlement observation system data, thus avoid pile cover stress condition to worsen, ensure that the globality of roadbed, the new structure pattern that this patent proposes can better be applicable to the railway soft soil roadbed settlement excessive problem processing the front duration anxiety of operation.
On the whole, ruggedized construction of the present invention is made up of primary load bearing structure system, reinforced cushion layer structure system, bedding drainage system, settlement observation system and reserved filling system five major part, efficiently solve prior art to existing roadbed destroy large, long in time limit, exploitativeness is poor, quality is wayward and cannot effect a radical cure the problem that soft soil roadbed settlement exceeds standard.
Accompanying drawing explanation
Fig. 1 is soft soil roadbed settlement punishment new structure schematic cross-sectional view in the present invention;
Fig. 2 is schematic cross-sectional view after roadway excavation top, Central Plains of the present invention formation foundation ditch;
Fig. 3 is the structural representation of pile cover and roadbed body relative displacement monitor in the present invention;
Fig. 4 is the structural representation of pile cover settlement monitoring device in the present invention;
Fig. 5 is the structural representation of curb settlement monitoring device in the present invention;
Fig. 6 is the structural representation of Road of the present invention element body settlement monitoring device;
In figure, 1-primary load bearing structure system, 1.1-prestressed high-strength concrete pile, 1.2-pile cover, 2-reinforced cushion layer structure system, 2.1-high-strength geo-grid bed course, 2.2-first floor graded broken stone layer, 2.3-connecting reinforcement, 2.4-concrete, 2.5-second layer graded broken stone layer, 3-bedding drainage system, 3.1-composite geo-membrane, 3.2-tapping pipe, 3.3-medium-sand seam, 4-settlement observation system, 4.1-pile cover and roadbed body relative displacement monitor, 4.1.1-single-point sedimentation joint measurement displacement meter, 4.1.2-monitor mounting groove, 4.1.3-anchor head, 4.1.4-flange, 4.1.5 the-the first mounting pipe, 4.1.6 Cast-in-situ Piles in Sand-filling in-groove, 4.1.7-bottom land medium coarse sand bed course, 4.2-pile cover settlement monitoring device, 4.2.1-drill rod, 4.2.2-steel sleeve, 4.2.3-internal thread pipe cap, 4.3-curb settlement monitoring device, 4.3.1-screw thread drill rod, 4.3.2-cement paste, 4.4-roadbed body settlement monitoring device, 4.4.1-settlement plate base, 4.4.2-sedimentation measuring staff, 4.4.3 the-the second mounting pipe, 4.4.4-pipe cap, 5.1-vertical Grouting Pipe, 5.2-horizontal Grouting Pipe, 5.3-longitudinal Grouting Pipe, 6-road structure, 6.1-roadbed, 6.2-side slope, 6.3-foundation ditch.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the present invention is described in further detail:
The reinforcement means that before processing operation, railway soft soil roadbed settlement exceeds standard, as shown in figs. 1 to 6, it comprises the steps:
Step 1: track structure and the contact net lines of removing the soft soil roadbed region of railway that needs reinforcement, then roadbed 6.1 top bedding is excavated, form foundation ditch 6.3, foundation ditch 6.3 arranges the vertical multiple prestressed high-strength concrete piles 1.1 inserting roadbed 6.1 inside, after prestressed high-strength concrete pile 1.1 has been constructed, between prestressed high-strength concrete pile 1.1 and hole wall, adopt pea gravel concreten filling closely knit in time;
Step 2: the pre-buried vertical Grouting Pipe 5.1 be interconnected successively in foundation ditch 6.3, horizontal Grouting Pipe 5.2 and longitudinal Grouting Pipe 5.3, above-mentioned vertical Grouting Pipe 5.1, horizontal Grouting Pipe 5.2 and longitudinal Grouting Pipe 5.3 are used for carrying out benefit injecting treatment to position of coming to nothing, roadbed body local under pile cover, pile cover stress condition can be avoided to worsen, guarantee the globality of roadbed, after excavation roadbed 6.1 foundation ditch 6.3 bottom pre-buried pile cover and roadbed body relative displacement monitor 4.1 and roadbed body settlement monitoring device 4.4, then the good multiple pile cover reinforcing cages of colligation are in advance lifted on corresponding prestressed high-strength concrete pile 1.1, between adjacent pile cover reinforcing cage, connecting reinforcement 2.3 is installed, pile cover concrete is poured in pile cover reinforcing cage, pile cover 1.2 is formed after the intensity that pile cover concrete reaches designing requirement, described adjacent pile cover 1.2 filling concrete 2.4, preferably select C25 plain concrete, described pile cover and roadbed body relative displacement monitor 4.1 are between pile cover 1.2 and roadbed 6.1,
Step 3: lay composite geo-membrane 3.1 above pile cover 1.2, this composite geo-membrane 3.1, the thick medium-sand seam of 0.1m 3.3 is laid above composite geo-membrane 3.1, medium-sand seam 3.3 is laid first floor graded broken stone layer 2.2, laying high-strength geo-grid bed course 2.1 on first floor graded broken stone layer 2.2, high-strength geo-grid bed course 2.1 is laid second layer graded broken stone layer 2.5, roadbed body settlement monitoring device 4.4 pre-buried in step 2 runs through pile cover 1.2, composite geo-membrane 3.1, medium-sand seam 3.3, first floor graded broken stone layer 2.2, high-strength geo-grid bed course 2.1 and second layer graded broken stone layer 2.5, the bottom of described roadbed body settlement monitoring device 4.4 is inserted in roadbed 6.1, above-mentioned high-strength geogrids layer 2.1 designs tensile strength and is not less than 250kN/m, elongation per unit length≤10%, first floor graded broken stone layer 2.2 and second layer graded broken stone layer 2.5 thickness are 0.4 ~ 0.6m, and CBR (bearing ratio) bursting strength of above-mentioned composite geo-membrane 3.1 is not less than 2.5kN,
Step 4: the tapping pipe 3.2 leading to side slope 6.2 is set at the two ends of described foundation ditch 6.3, this tapping pipe 3.2 is PVC (polyvinylchloride, polyvinyl chloride) tapping pipe, the diameter of this PVC tapping pipe is 10cm, medium-sand seam 3.3 is inserted in one end of tapping pipe 3.2, the other end of tapping pipe 3.2 leads to side slope 6.2, namely forms the ruggedized construction of the front railway soft soil roadbed settlement of operation.
In technique scheme, the roadbed of multiple prestressed high-strength concrete pile 1.1 after excavation is evenly arranged, spacing between laterally adjacent prestressed high-strength concrete pile 1.1 is equal, and the spacing between longitudinally adjacent prestressed high-strength concrete pile 1.1 is also equal.
In technique scheme, the spacing between laterally adjacent prestressed high-strength concrete pile 1.1 is 2 ~ 3m; Spacing between longitudinally adjacent prestressed high-strength concrete pile 1.1 is 2 ~ 3m, is approximated to arranged in squares.
In technique scheme, in step 2, also pre-buried pile cover settlement monitoring device 4.2 on roadbed 6.1 after excavation, pile cover 1.2 is inserted in the bottom of pile cover settlement monitoring device 4.2, and composite geo-membrane 3.1, medium-sand seam 3.3, first floor graded broken stone layer 2.2, high-strength geo-grid bed course 2.1 and second layer graded broken stone layer 2.5 are run through in the top of pile cover settlement monitoring device 4.2.
In step 1,1 ~ 2m under excavation roadbed 6.1 to curb, forms foundation ditch 6.3, in step 2, at both sides side slope 6.2 curb position pre-buried curb settlement monitoring device 4.3 to such scheme.
In technique scheme, described pile cover and roadbed body relative displacement monitor 4.1 comprise single-point sedimentation joint measurement displacement meter 4.1.1, anchor head 4.1.3, flange 4.1.4 and the first mounting pipe 4.1.5, in step 2, before pre-buried pile cover and roadbed body relative displacement monitor 4.1 bottom the foundation ditch 6.3 of roadbed 6.1 excavation monitoring device mounting groove 4.1.2, lay and tamping bottom land medium coarse sand bed course 4.1.7 at the bottom of monitor mounting groove 4.1.2, in monitor mounting groove 4.1.2, the first mounting pipe 4.1.5 is set, single-point sedimentation joint measurement displacement meter 4.1.1 is set in the first mounting pipe 4.1.5, the top of single-point sedimentation joint measurement displacement meter 4.1.1 is inserted in pile cover 1.2 by anchor head 4.1.3, the bottom of single-point sedimentation joint measurement displacement meter 4.1.1 is provided with flange 4.1.4, medium coarse sand bed course 4.1.7 at the bottom of described flange 4.1.4 link slot, Cast-in-situ Piles in Sand-filling 4.1.6 in filling slot between described first mounting pipe 4.1.5 and monitor mounting groove 4.1.2.
In technique scheme, described roadbed body settlement monitoring device 4.4 comprises settlement plate base 4.4.1, sedimentation measuring staff 4.4.2, second mounting pipe 4.4.3 and pipe cap 4.4.4, wherein, the top of described second mounting pipe 4.4.3 connects pipe cap 4.4.4, the bottom of the second mounting pipe 4.4.3 is arranged on settlement plate base 4.4.1, sedimentation measuring staff 4.4.2 is set in described second mounting pipe 4.4.3, the second mounting pipe 4.4.3 is stretched out and lower than pipe cap 4.4.4 in the top of described sedimentation measuring staff 4.4.2, the bottom of sedimentation measuring staff 4.4.2 connects settlement plate base 4.4.1, described settlement plate base 4.4.1 is connected with roadbed 6.1.
In technique scheme, described curb settlement monitoring device 4.3 comprises grout injection 4.3.2 in screw thread drill rod 4.3.1 and hole, at curb, place offers vertical channel, arranges screw thread drill rod 4.3.1 in described vertical channel, arranges grout injection 4.3.2 between described vertical channel and screw thread drill rod 4.3.1.
A kind of ruggedized construction of runing front railway soft soil roadbed settlement and exceeding standard as shown in figs. 1 to 6, comprise roadbed 6.1, be opened in the foundation ditch 6.3 at roadbed 6.1 top, foundation ditch 6.3 is provided with the vertical multiple prestressed high-strength concrete piles 1.1 inserting roadbed 6.1 inside, the top of each prestressed high-strength concrete pile 1.1 arranges pile cover 1.2, connecting reinforcement 2.3 and concrete 2.4 are set between adjacent pile cover 1.2, composite geo-membrane 3.1 is laid at the top of pile cover 1.2, medium-sand seam 3.3 is laid above composite geo-membrane 3.1, medium-sand seam 3.3 is laid first floor graded broken stone layer 2.2, laying high-strength geo-grid bed course 2.1 on first floor graded broken stone layer 2.2, high-strength geo-grid bed course 2.1 is laid second layer graded broken stone layer 2.5,
Pile cover and roadbed body relative displacement monitor 4.1 are set between above-mentioned pile cover 1.2 and roadbed 6.1, roadbed 6.1 is also provided with the roadbed body settlement monitoring device 4.4 running through pile cover 1.2, composite geo-membrane 3.1, medium-sand seam 3.3, first floor graded broken stone layer 2.2, high-strength geo-grid bed course 2.1 and second layer graded broken stone layer 2.5, the bottom of roadbed body settlement monitoring device 4.4 is inserted in roadbed 6.1.
In technique scheme, the vertical Grouting Pipe 5.1 that in foundation ditch 6.3, setting is interconnected successively, horizontal Grouting Pipe 5.2 and longitudinal Grouting Pipe 5.3.
In technique scheme, the two ends of foundation ditch 6.3 arrange the tapping pipe 3.2 leading to side slope 6.2, and medium-sand seam 3.3 is inserted in one end of tapping pipe 3.2, and the other end of tapping pipe 3.2 leads to side slope 6.2.
In technique scheme, multiple prestressed high-strength concrete pile 1.1 is evenly arranged on roadbed 6.1, spacing between laterally adjacent prestressed high-strength concrete pile 1.1 is equal, spacing between longitudinally adjacent prestressed high-strength concrete pile 1.1 is also equal, and the spacing between laterally adjacent prestressed high-strength concrete pile 1.1 is 2 ~ 3m; Spacing between longitudinally adjacent prestressed high-strength concrete pile 1.1 is 2 ~ 3m.
In technique scheme, curb place, side slope 6.2 both sides is provided with curb settlement monitoring device 4.3;
Pile cover described above and roadbed body relative displacement monitor 4.1 comprise single-point sedimentation joint measurement displacement meter 4.1.1, anchor head 4.1.3, flange 4.1.4 and the first mounting pipe 4.1.5, described roadbed 6.1 offers monitor mounting groove 4.1.2, medium coarse sand bed course 4.1.7 at the bottom of the bottom laying groove of monitor mounting groove 4.1.2, in monitor mounting groove 4.1.2, the first mounting pipe 4.1.5 is set, single-point sedimentation joint measurement displacement meter 4.1.1 is set in the first mounting pipe 4.1.5, the top of single-point sedimentation joint measurement displacement meter 4.1.1 is inserted in pile cover 1.2 by anchor head 4.1.3, the bottom of single-point sedimentation joint measurement displacement meter 4.1.1 is provided with flange 4.1.4, medium coarse sand bed course 4.1.7 at the bottom of described flange 4.1.4 link slot, Cast-in-situ Piles in Sand-filling 4.1.6 in filling slot between described first mounting pipe 4.1.5 and monitor mounting groove 4.1.2,
Above-mentioned roadbed body settlement monitoring device 4.4 comprises settlement plate base 4.4.1, sedimentation measuring staff 4.4.2, second mounting pipe 4.4.3 and pipe cap 4.4.4, wherein, the top of described second mounting pipe 4.4.3 connects pipe cap 4.4.4, the bottom of the second mounting pipe 4.4.3 is arranged on settlement plate base 4.4.1, sedimentation measuring staff 4.4.2 is set in described second mounting pipe 4.4.3, the second mounting pipe 4.4.3 is stretched out and lower than pipe cap 4.4.4 in the top of described sedimentation measuring staff 4.4.2, the bottom of sedimentation measuring staff 4.4.2 connects settlement plate base 4.4.1, described settlement plate base 4.4.1 is connected with roadbed 6.1,
Curb settlement monitoring device 4.3 described above comprises grout injection 4.3.2 in screw thread drill rod 4.3.1 and hole, described curb place offers vertical channel, screw thread drill rod 4.3.1 is set in described vertical channel, between described vertical channel and screw thread drill rod 4.3.1, grout injection 4.3.2 is set.
In technique scheme, the range of single-point sedimentation joint measurement displacement meter 4.1.1 selects 15mm, and the diameter of flange 4.1.4 is 10cm, and the first mounting pipe 4.1.5 is pvc pipe, and its diameter is 5cm, and screw thread drill rod 4.3.1 diameter is 28mm,
In technique scheme, roadbed 6.1, side slope 6.2 and foundation ditch 6.3 form road structure 6.
In technique scheme, prestressed high-strength concrete pile 1.1 and pile cover 1.2 form primary load bearing structure system 1.
In technique scheme, high-strength geo-grid bed course 2.1, first floor graded broken stone layer 2.2, connecting reinforcement 2.3, concrete 2.4 and second layer graded broken stone layer 2.5 form reinforced cushion layer structure system 2.
In technique scheme, composite geo-membrane 3.1, tapping pipe 3.2 and medium-sand seam 3.3 form bedding drainage system 3.
In technique scheme, pile cover and roadbed body relative displacement monitor 4.1, pile cover settlement monitoring device 4.2, curb settlement monitoring device 4.3, roadbed body settlement monitoring device 4.4 form settlement observation system 4.
In technique scheme, drill rod 4.2.1, steel sleeve 4.2.2 and internal thread pipe cap 4.2.3 form pile cover settlement monitoring device 4.2.Wherein, the top of steel sleeve 4.2.2 connects internal thread cap 4.2.3, and the bottom of steel sleeve 4.2.2 arranges with on pile cover 1.2; Drill rod 4.2.1 top exceed steel sleeve 4.2.2 and stretch into pile cover 1.2 lower than internal thread pipe cap 4.2.3, drill rod 4.2.1 bottom and with pile cover reinforcement welding.
Adopt the present invention of above-mentioned reinforcement means and structure be easy to engineering construction, to existing roadbed destroy little, can shorter construction period be adapted to and can thoroughly effect a radical cure soft soil roadbed settlement excessive problem.Structure division of the present invention is primarily of bearing structure system, reinforced cushion layer structure system, bedding drainage system, settlement observation system and reserved filling system five major part composition.Its main structure construction duration is short, and construction quality is easy to control.About 1.5m under this structural requirement dismounting track structure, contact net lines and roadway excavation to curb, does not affect contact net column and the facility such as basis and communicaton and signal cable groove thereof at curb place, relatively little to the destruction of existing roadbed.Primary load bearing structure system adopts prestressed high-strength concrete pile 1.1+ reinforced concrete pile cap, enter reliable bearing stratum at the bottom of prestressed high-strength concrete pile 1.1, bear and be passed to the train of pile cover 1.2 and the load of track load and bedding about 50% by reinforced cushion layer structure system.Because bearing structure intensity is high, settlement is little, ensure that the ride comfort of track and the safe operation of train, has higher reliability; In addition, under the effect of bearing structure and reinforced cushion layer structure plays, inter-pile soil carries hardly, substantially reduces the load that roadbed body bears; Simultaneously the satisfy the need sedimentation of element body of the efficiency of pile groups of multiple prestressed high-strength concrete pile 1.1 can play effect of contraction again, thus effectively can control soft soil roadbed settlement.Different in ground basal plane from traditional pipe pile network vibrational power flow, this new structure is arranged at about 1.5m under road bed, and during design, prestressed high-strength concrete pile 1.1 considers the negative skin friction of pile that the sedimentation of roadbed body causes.Between reinforced cushion layer structure system employing graded broken stone layer+high-strength geo-grid bed course 2.1+ pile cover, filling C25 plain concrete 2.4 between connecting reinforcement 2.3+ pile cover, greatly strengthen the total tune metamorphosis of a clump of piles.Bedding drainage system is composed as follows: arranged the two-sided weathering of 4% by pile cover end face, on cover 0.1m thick medium coarse sand bed 3.3+ composite geo-membrane 3.1, two ends arrange φ 10cmPVC tapping pipe 3.2 and extend out in the rhone of roadbed both sides side slope under curb, can effectively get rid of bedding internal water, prevent Defect of Foundation Bed of Express.Settlement observation system is made up of pile cover and roadbed body relative displacement monitor 4.1, pile cover settlement monitoring device 4.2 and curb settlement monitoring device 4.3, is respectively used to the relative displacement of monitoring pile cover and roadbed body, pile cover sedimentation and curb sedimentation.Because prestressed high-strength concrete pile 1.1 stretches into reliable bearing stratum, prestressed high-strength concrete pile 1.1 sedimentation is very little, there is settlement difference in roadbed body and prestressed high-strength concrete pile 1.1 structure, although coming to nothing between roadbed body and prestressed high-strength concrete pile 1.1 structure does not affect the safe operation of train, the stress condition of pile cover can be worsened.Therefore the reserved filling system be made up of vertical Grouting Pipe 5.1, horizontal Grouting Pipe 5.2 and longitudinal Grouting Pipe 5.3 is adopted, benefit injecting treatment is carried out for position of coming to nothing to pile cover 1.2 times roadbed body local, it is mended time for injecting and should select to carry out after settlement stability according to settlement observation system data, thus avoid pile cover 1.2 stress condition to worsen, ensure that the globality of roadbed.
The content that this manual is not described in detail belongs to the known prior art of professional and technical personnel in the field.
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| CN103334357B (en) * | 2013-06-07 | 2015-07-15 | 上海嘉实（集团）有限公司 | Viaduct road embankment structure with lower pile foundation bearing platform extending in roadbed, and construction method |
| CN103276639B (en) * | 2013-06-07 | 2015-06-10 | 中铁第四勘察设计院集团有限公司 | Roadbed structure for deep soft soil region |
| CN103290827B (en) * | 2013-06-17 | 2015-01-07 | 中国水利水电第十四工程局有限公司 | Mounting, burying and grouting method for multi-point displacement meter |
| 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 |
| CN103790151B (en) * | 2014-01-23 | 2016-08-31 | 神州建设集团有限公司 | Plugging structure and construction method after a kind of soft soil roadbed draining precompressed |
| CN104988815A (en) * | 2015-07-03 | 2015-10-21 | 河海大学 | Method for treating post-construction settlement disease of railroad bed |
| CN105667541B (en) * | 2016-01-21 | 2018-01-26 | 中铁第四勘察设计院集团有限公司 | Medium-and low-speed maglev is low to be put circuit support rail beam and subgrade settlement and comes to nothing value monitoring device |
| CN106049196B (en) * | 2016-06-08 | 2018-04-06 | 杭州江润科技有限公司 | Flexible pile combines ballastless track roadbed construction method with stake raft with section |
| CN108999046B (en) * | 2018-09-14 | 2019-10-01 | 中铁十四局集团建筑工程有限公司 | A kind of backfilled roadbed supported cavity beneath slab monitoring and board bottom separation in reducing subsidence by grouting system and method |
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| DE10333613B4 (en) * | 2003-07-24 | 2011-06-30 | Keller Grundbau GmbH, 63067 | Improvement of a soft layer |
| CN101476325B (en) * | 2008-11-28 | 2010-08-11 | 华南理工大学 | Rigid gridding and pile combined foundation and its use in soft soil foundation reinforcement |
| NL2003159C2 (en) * | 2009-07-09 | 2011-01-12 | Dijk Maasland B V Van | Method for renovating a road construction |
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| CN102704488A (en) * | 2012-04-24 | 2012-10-03 | 王军 | Novel soft soil foundation pit excavation method |
| CN102650128B (en) * | 2012-04-26 | 2014-06-11 | 浙江大学城市学院 | Cement mixing pile with stiffness core capable of draining and pre-pressing firstly and then grouting as well as construction method thereof |
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