CN102926304A - 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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- CN102926304A CN102926304A CN2012104950381A CN201210495038A CN102926304A CN 102926304 A CN102926304 A CN 102926304A CN 2012104950381 A CN2012104950381 A CN 2012104950381A CN 201210495038 A CN201210495038 A CN 201210495038A CN 102926304 A CN102926304 A CN 102926304A
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Abstract
The invention discloses a reinforcement method and a reinforcement structure for treating railway soft soil roadbed settlement overweight before operation. The reinforcement structure mainly consists of five parts, namely a main bearing structure system, a reinforced cushion layer structure system, a foundation bed drainage system, a settlement observation system and a reserved grouting system. The technical problems that the existing roadbed is greatly damaged, the construction period is long, the construction property is low, the quality is difficult to control and the problem that the soft soil roadbed settlement overweight is caused in the conventional technical scheme are effectively solved.
Description
Technical field
The present invention relates to the Roadbed Construction Technology field, refer to particularly a kind of reinforcement means and ruggedized construction that the front railway soft soil roadbed settlement of operation exceeds standard of processing.
Technical background
At present, be used for to solve the exceed standard technological means of problem of railway soft soil roadbed settlement before the operation and mainly contain the lateral restraint stake in conjunction with drilled pile technology under long spiral CFG stake (Cement Fly-ash Grave, CFG) technology and the bedding under substrate slurry injection technique, displacement lightweight material technology, the bedding etc.
Existing lateral restraint stake is carried out lateral restraint in conjunction with substrate slurry injection technique need to construct 3～4 row's rotary churning piles or pile tube near the toe of embankment both sides, satisfy the need and adopt at the bottom of the levee foundation static pressure grouting to reinforce drawing the hole near side slope and the toe, have advantages of the resistance to overturning that can improve embankment structure, reduce foundation settlement and destroy little to existing roadbed.But this technical process poor controllability, consolidation effect remain time check, can not thoroughly solve the soft soil roadbed settlement problem that exceeds standard.
Existing displacement lightweight material technology is to replace former roadbed filling by light fillings such as employing air bubble mix light-textured soils behind the excavation section by section roadbed, can alleviate the load of ground, thereby reduce the stability of foundation settlement and raising ground, and quality controllability is high.But it is large that this technology is destroyed existing roadbed, and the roadbed scheme exploitativeness that road bed is provided with the works that cable channel etc. is difficult to remove is poor.
Long spiral CFG stake and drilled pile structure technology need be removed track structure, contact net lines etc. under the bedding, require to be excavated to certain depth under the curb, thoroughly effect a radical cure the solution sedimentation by construction CFG stake or drilled pile in the road bed scope and exceed standard and the subgrade stability problem.This technology is limited to the destruction of existing roadbed, but construction period is longer, and without pioneer road and pumping material at need, exploitativeness is poor at the scene.
At present, not yet find to existing roadbed destroy little, exploitativeness good, quality is easy to control and can be than casual labourer's thorough exceed standard technology of problem of railway soft soil roadbed settlement before the radical cure operation in the phase.
Summary of the invention
Purpose of the present invention is exactly that a kind of reinforcement means and ruggedized construction that the front railway soft soil roadbed settlement of operation exceeds standard of processing will be provided, and the method and structure are little to existing roadbed destruction, exploitativeness good, quality is easy to control and can thoroughly effect a radical cure the technical problem that the front railway soft soil roadbed settlement of operation exceeds standard in the phase than the casual labourer.
For realizing this purpose, designed a kind of processing of the present invention runed the reinforcement means that front railway soft soil roadbed settlement exceeds standard, and it comprises the steps:
Step 1: remove track structure and the contact net lines in the soft soil roadbed zone of railway that needs reinforcement, then excavate roadbed top bedding, form foundation ditch, a plurality of prestressed high-strength concrete piles of vertical insertion roadbed inside are set at foundation ditch;
Step 2: the pre-buried vertical Grouting Pipe that is interconnected successively in described foundation ditch, laterally Grouting Pipe and vertically Grouting Pipe, the foundation ditch of the roadbed pre-buried pile cover in bottom and roadbed body relative displacement monitor and roadbed body settlement monitoring device behind excavation, then lift the good a plurality of pile cover reinforcing cages of in advance colligation to corresponding prestressed high-strength concrete pile, between adjacent pile cover reinforcing cage, connecting reinforcement is installed, perfusion pile cover concrete in the pile cover reinforcing cage, form pile cover reach the intensity of designing requirement until the pile cover concrete after, filling concrete between described adjacent pile cover, described pile cover and roadbed body relative displacement monitor are between pile cover and roadbed;
Step 3: above pile cover, lay composite geo-membrane, above composite geo-membrane, lay medium-sand seam, lay first floor graded broken stone layer at medium-sand seam, laying high-strength geo-grid bed course on first floor graded broken stone layer, lay second layer graded broken stone layer at high-strength geo-grid bed course, roadbed body settlement monitoring device pre-buried in the 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 insert in the roadbed bottom of described roadbed body settlement monitoring device;
Step 4: the two ends at described foundation ditch arrange the tapping pipe that leads to side slope, and an end of described tapping pipe inserts medium-sand seam, and the other end of tapping pipe leads to side slope, namely form the ruggedized construction of the front railway soft soil roadbed settlement of operation.
The roadbed of described a plurality of prestressed high-strength concrete pile behind excavation is evenly arranged, and laterally the spacing between adjacent prestressed high-strength concrete pile equates, vertically the spacing between adjacent prestressed high-strength concrete pile also equates.
Spacing between described laterally adjacent prestressed high-strength concrete pile is 2 ~ 3m; Spacing between described vertically adjacent prestressed high-strength concrete pile is 2 ~ 3m.
In step 2, roadbed behind excavation is pre-buried pile cover settlement monitoring device also, 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, excavation roadbed 1 ~ 2m to the 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 the step 2, pre-buried pile cover and roadbed body relative displacement monitor are front at the foundation ditch bottom of roadbed excavation monitoring device mounting groove, bottom at the monitor mounting groove is laid and tamping bottom land medium coarse sand bed course, the first mounting pipe is set in the monitor mounting groove, single-point sedimentation joint measurement displacement meter is set in the first mounting pipe, insert in the pile cover by anchor head on the top of single-point sedimentation joint measurement displacement meter, the bottom of single-point sedimentation joint measurement displacement meter is provided with flange, medium coarse sand bed course at the bottom of the described flange link slot, Cast-in-situ Piles in Sand-filling in the filling slot between described the first mounting pipe and the 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 the second mounting pipe connects pipe cap, the bottom of the second mounting pipe is arranged on the settlement plate base, in described the second mounting pipe the sedimentation measuring staff is set, the top of described sedimentation measuring staff is stretched out the second mounting pipe and is lower than pipe cap, and the bottom of sedimentation measuring staff connects the 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 the hole, and the place offers vertical channel at curb, and the screw thread drill rod is set in the described vertical channel, between described vertical channel and the screw thread drill rod grout injection is set.
A kind ofly run the ruggedized construction that front railway soft soil roadbed settlement exceeds standard, comprise roadbed, be opened in the foundation ditch at roadbed top, described foundation ditch is provided with a plurality of prestressed high-strength concrete piles of vertical insertion roadbed inside, the top of described each prestressed high-strength concrete pile arranges pile cover, between the described adjacent pile cover connecting reinforcement and concrete are set, composite geo-membrane is laid at the top of described pile cover, above composite geo-membrane, lay medium-sand seam, lay first floor graded broken stone layer on the described medium-sand seam, laying high-strength geo-grid bed course on the described first floor graded broken stone layer is laid second layer graded broken stone layer on the described high-strength geo-grid bed course;
Pile cover and roadbed body relative displacement monitor are set between described pile cover and the roadbed, also be provided with the roadbed body settlement monitoring device that 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 on the described roadbed, insert in the roadbed bottom of described roadbed body settlement monitoring device.
The vertical Grouting Pipe that setting is interconnected successively in the described foundation ditch, horizontal Grouting Pipe and vertical Grouting Pipe.
The two ends of described foundation ditch arrange the tapping pipe that leads to side slope, and an end of described tapping pipe inserts medium-sand seam, and the other end of tapping pipe leads to side slope.
Described a plurality of prestressed high-strength concrete pile is evenly arranged at roadbed, laterally the spacing between adjacent prestressed high-strength concrete pile equates, vertically the spacing between adjacent prestressed high-strength concrete pile also equates, the spacing between described laterally adjacent prestressed high-strength concrete pile is 2 ~ 3m; Spacing between described vertically adjacent prestressed high-strength concrete pile 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; Offer the monitor mounting groove on the described roadbed, medium coarse sand bed course at the bottom of the bottom laying groove of monitor mounting groove, the first mounting pipe is set in the monitor mounting groove, single-point sedimentation joint measurement displacement meter is set in the first mounting pipe, insert in the pile cover by anchor head on the top of single-point sedimentation joint measurement displacement meter, the bottom of single-point sedimentation joint measurement displacement meter is provided with flange, medium coarse sand bed course at the bottom of the described flange link slot, Cast-in-situ Piles in Sand-filling in the filling slot between described the first mounting pipe and the 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 the second mounting pipe connects pipe cap, the bottom of the second mounting pipe is arranged on the settlement plate base, in described the second mounting pipe the sedimentation measuring staff is set, the top of described sedimentation measuring staff is stretched out the second mounting pipe and is lower than pipe cap, and the bottom of sedimentation measuring staff connects the 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 the hole, and described curb place offers vertical channel, and the screw thread drill rod is set in the described vertical channel, between described vertical channel and the screw thread drill rod grout injection is set.
Beneficial effect of the present invention is:
1, the present invention only need remove track, contact net lines and roadway excavation 1 ~ 2m to the curb, and to the destructiveness less of roadbed, the main structure construction duration is short, and quality is easy to control.
2, reinforced cushion layer structure of the present invention system with train, track and bedding approximately 50% Load Transfer to the main bearing structure system that is formed by prestressed high-strength concrete pile+pile cover, because prestressed high-strength concrete pile stretches into effective bearing stratum, greatly reduced the load that the roadbed body bears, the sedimentation of prestressed high-strength concrete pile element body because efficiency of pile groups satisfies the need can be played effect of contraction again, thereby can fundamentally control soft soil roadbed settlement, guarantee the ride comfort of track and the safe operation of train.
3, the bedding drainage system of setting of the present invention can effectively be got rid of the bedding internal water, prevents Defect of Foundation Bed of Express.
4, reservation filling system of the present invention can select reasonable opportunity that the position of coming to nothing, roadbed body part under the pile cover is carried out after-teeming slurry and processed according to the settlement observation system data, thereby avoid the pile cover stress condition to worsen, guaranteed the globality of roadbed, the new structure pattern that this patent proposes can better be applicable to process before the operation railway soft soil roadbed settlement of the duration anxiety problem that exceeds standard.
On the whole, ruggedized construction of the present invention is by main bearing structure system, reinforced cushion layer structure system, bedding drainage system, settlement observation system and reserve filling system five major parts and form, efficiently solve the prior art scheme to existing roadbed destroy large, long in time limit, exploitativeness is poor, quality is wayward and can't effect a radical cure the problem that soft soil roadbed settlement exceeds standard.
Description of drawings
Fig. 1 is soft soil roadbed settlement punishment new structure schematic cross-sectional view among the present invention;
Fig. 2 is schematic cross-sectional view behind roadway excavation top, the Central Plains of the present invention formation foundation ditch;
Fig. 3 is the structural representation of pile cover and roadbed body relative displacement monitor among the present invention;
Fig. 4 is the structural representation of pile cover settlement monitoring device among the present invention;
Fig. 5 is the structural representation of curb settlement monitoring device among the present invention;
Fig. 6 is the structural representation of roadbed body settlement monitoring device among the present invention;
Among the figure, 1-main 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 the-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-line 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-vertical Grouting Pipe, 6-road structure, 6.1-roadbed, 6.2-side slope, 6.3-foundation ditch.
The specific embodiment
The present invention is described in further detail below in conjunction with the drawings and specific embodiments:
A kind of processing runed the reinforcement means that front railway soft soil roadbed settlement exceeds standard, and shown in Fig. 1 ~ 6, it comprises the steps:
Step 1: track structure and the contact net lines of removing the soft soil roadbed zone of railway that needs reinforcement, then excavate roadbed 6.1 top beddings, form foundation ditch 6.3, a plurality of prestressed high-strength concrete piles 1.1 of vertical insertion roadbed 6.1 inside are set at foundation ditch 6.3, after prestressed high-strength concrete pile 1.1 constructions are finished, in time adopt the pea gravel concreten filling closely knit between prestressed high-strength concrete pile 1.1 and hole wall;
Step 2: in the foundation ditch 6.3 interior pre-buried vertical Grouting Pipe 5.1 that are interconnected successively, laterally Grouting Pipe 5.2 and vertically Grouting Pipe 5.3, above-mentioned vertical Grouting Pipe 5.1, laterally Grouting Pipe 5.2 and vertically Grouting Pipe 5.3 be used for the position of coming to nothing, roadbed body part under the pile cover is carried out the after-teeming slurry and processed, can avoid the pile cover stress condition to worsen, guarantee the globality of roadbed, the pre-buried pile cover in foundation ditch 6.3 bottoms of roadbed 6.1 and roadbed body relative displacement monitor 4.1 and roadbed body settlement monitoring device 4.4 behind excavation, then lift the good a plurality of pile cover reinforcing cages of in advance colligation to corresponding prestressed high-strength concrete pile 1.1, connecting reinforcement 2.3 is installed between adjacent pile cover reinforcing cage, perfusion pile cover concrete in the pile cover reinforcing cage, form pile cover 1.2 reach the intensity of designing requirement until the pile cover concrete after, 1.2 filling concrete 2.4 of described adjacent pile cover, preferably select the 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: above pile cover 1.2, lay composite geo-membrane 3.1, this composite geo-membrane 3.1, above composite geo-membrane 3.1, lay the thick medium-sand seam 3.3 of 0.1m, lay first floor graded broken stone layer 2.2 at medium-sand seam 3.3, laying high-strength geo-grid bed course 2.1 on first floor graded broken stone layer 2.2, lay second layer graded broken stone layer 2.5 at high-strength geo-grid bed course 2.1, roadbed body settlement monitoring device 4.4 pre-buried in the 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 insert in the roadbed 6.1; Above-mentioned high-strength geogrids layer 2.1 design tensile strength are 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, the CBR(bearing ratio of above-mentioned composite geo-membrane 3.1) bursting strength is not less than 2.5kN;
Step 4: the two ends at described foundation ditch 6.3 arrange the tapping pipe 3.2 that leads to side slope 6.2, this tapping pipe 3.2 is PVC(polyvinylchloride, polyvinyl chloride) tapping pipe, the diameter of this PVC tapping pipe is 10cm, one end of tapping pipe 3.2 inserts medium-sand seam 3.3, 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 the technique scheme, the roadbed of a plurality of prestressed high-strength concrete piles 1.1 behind excavation is evenly arranged, laterally the spacing of 1.1 of adjacent prestressed high-strength concrete piles equates, vertically the spacing of 1.1 of adjacent prestressed high-strength concrete piles also equates.
In the technique scheme, laterally the spacing of 1.1 of adjacent prestressed high-strength concrete piles is 2 ~ 3m; Vertically the spacing of 1.1 of adjacent prestressed high-strength concrete piles is 2 ~ 3m, is approximated to arranged in squares.
In the technique scheme, in step 2, roadbed 6.1 behind excavation is pre-buried pile cover settlement monitoring device 4.2 also, 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.
Such scheme is in step 1, and excavation roadbed 6.1 1 ~ 2m to the curb forms foundation ditch 6.3, in the step 2, at both sides side slope 6.2 curb positions pre-buried curb settlement monitoring device 4.3.
In the 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 the step 2, pre-buried pile cover and roadbed body relative displacement monitor 4.1 front foundation ditch 6.3 bottom excavation monitoring device mounting groove 4.1.2 at roadbed 6.1, bottom at monitor mounting groove 4.1.2 is laid and tamping bottom land medium coarse sand bed course 4.1.7, the first mounting pipe 4.1.5 is set in monitor mounting groove 4.1.2, single-point sedimentation joint measurement displacement meter 4.1.1 is set in the first mounting pipe 4.1.5, insert in the pile cover 1.2 by anchor head 4.1.3 on the top of single-point sedimentation joint measurement displacement meter 4.1.1, 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 the described flange 4.1.4 link slot, Cast-in-situ Piles in Sand-filling 4.1.6 in the filling slot between described the first mounting pipe 4.1.5 and the monitor mounting groove 4.1.2.
In the technique scheme, described roadbed body settlement monitoring device 4.4 comprises settlement plate base 4.4.1, sedimentation measuring staff 4.4.2, the second mounting pipe 4.4.3 and pipe cap 4.4.4, wherein, the top of described the 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 the settlement plate base 4.4.1, in described the second mounting pipe 4.4.3 sedimentation measuring staff 4.4.2 is set, the top of described sedimentation measuring staff 4.4.2 is stretched out the second mounting pipe 4.4.3 and is lower than pipe cap 4.4.4, the bottom of sedimentation measuring staff 4.4.2 connects settlement plate base 4.4.1, and described settlement plate base 4.4.1 is connected with roadbed 6.1.
In the technique scheme, described curb settlement monitoring device 4.3 comprises grout injection 4.3.2 in screw thread drill rod 4.3.1 and the hole, the place offers vertical channel at curb, and screw thread drill rod 4.3.1 is set in the described vertical channel, between described vertical channel and the screw thread drill rod 4.3.1 grout injection 4.3.2 is set.
A kind of shown in Fig. 1 ~ 6 runs the ruggedized construction that front railway soft soil roadbed settlement exceeds standard, comprise roadbed 6.1, be opened in the foundation ditch 6.3 at roadbed 6.1 tops, foundation ditch 6.3 is provided with a plurality of prestressed high-strength concrete piles 1.1 of vertical insertion 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 the adjacent pile cover 1.2, composite geo-membrane 3.1 is laid at the top of pile cover 1.2, above composite geo-membrane 3.1, lay medium-sand seam 3.3, lay first floor graded broken stone layer 2.2 on the medium-sand seam 3.3, laying high-strength geo-grid bed course 2.1 on the first floor graded broken stone layer 2.2 is laid second layer graded broken stone layer 2.5 on the high-strength geo-grid bed course 2.1;
Pile cover and roadbed body relative displacement monitor 4.1 are set between above-mentioned pile cover 1.2 and the roadbed 6.1, also be provided with the roadbed body settlement monitoring device 4.4 that 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 on the roadbed 6.1, insert in the roadbed 6.1 bottom of roadbed body settlement monitoring device 4.4.
In the technique scheme, the vertical Grouting Pipe 5.1 that foundation ditch 6.3 interior settings are interconnected successively, horizontal Grouting Pipe 5.2 and vertical Grouting Pipe 5.3.
In the technique scheme, the two ends of foundation ditch 6.3 arrange the tapping pipe 3.2 that leads to side slope 6.2, and an end of tapping pipe 3.2 inserts medium-sand seam 3.3, and the other end of tapping pipe 3.2 leads to side slope 6.2.
In the technique scheme, a plurality of prestressed high-strength concrete piles 1.1 are evenly arranged at roadbed 6.1, laterally the spacing of 1.1 of adjacent prestressed high-strength concrete piles equates, vertically the spacing of 1.1 of adjacent prestressed high-strength concrete piles also equates, laterally the spacing of 1.1 of adjacent prestressed high-strength concrete piles is 2 ~ 3m; Vertically the spacing of 1.1 of adjacent prestressed high-strength concrete piles is 2 ~ 3m.
In the 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; Offer monitor mounting groove 4.1.2 on the described roadbed 6.1, medium coarse sand bed course 4.1.7 at the bottom of the bottom laying groove of monitor mounting groove 4.1.2, the first mounting pipe 4.1.5 is set in monitor mounting groove 4.1.2, single-point sedimentation joint measurement displacement meter 4.1.1 is set in the first mounting pipe 4.1.5, insert in the pile cover 1.2 by anchor head 4.1.3 on the top of single-point sedimentation joint measurement displacement meter 4.1.1, 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 the described flange 4.1.4 link slot, Cast-in-situ Piles in Sand-filling 4.1.6 in the filling slot between described the first mounting pipe 4.1.5 and the 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, the second mounting pipe 4.4.3 and pipe cap 4.4.4, wherein, the top of described the 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 the settlement plate base 4.4.1, in described the second mounting pipe 4.4.3 sedimentation measuring staff 4.4.2 is set, the top of described sedimentation measuring staff 4.4.2 is stretched out the second mounting pipe 4.4.3 and is lower than pipe cap 4.4.4, the bottom of sedimentation measuring staff 4.4.2 connects settlement plate base 4.4.1, and 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 the hole, described curb place offers vertical channel, screw thread drill rod 4.3.1 is set in the described vertical channel, between described vertical channel and the screw thread drill rod 4.3.1 grout injection 4.3.2 is set.
In the technique scheme, the range of single-point sedimentation joint measurement displacement meter 4.1.1 is selected 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 the technique scheme, roadbed 6.1, side slope 6.2 and foundation ditch 6.3 consist of road structure 6.
In the technique scheme, prestressed high-strength concrete pile 1.1 and the main bearing structure of pile cover 1.2 formations system 1.
In the 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 the reinforced cushion layer structure of second layer graded broken stone layer 2.5 formation system 2.
In the technique scheme, composite geo-membrane 3.1, tapping pipe 3.2 and medium-sand seam 3.3 consist of bedding drainage system 3.
In the 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 consist of settlement observation system 4.
In the technique scheme, drill rod 4.2.1, steel sleeve 4.2.2 and internal thread pipe cap 4.2.3 consist of pile cover settlement monitoring device 4.2.Wherein, the top of steel sleeve 4.2.2 connects internal thread cap 4.2.3, in the bottom setting and pile cover 1.2 of steel sleeve 4.2.2; Drill rod 4.2.1 top exceeds steel sleeve 4.2.2 and is lower than internal thread pipe cap 4.2.3, and drill rod 4.2.1 stretches into the bottom pile cover 1.2 and welds with the pile cover reinforcing bar.
Adopt the present invention of above-mentioned reinforcement means and structure be easy to engineering construction, to existing roadbed destroy little, can adapt to than casual labourer's phase and require and can thoroughly effect a radical cure the soft soil roadbed settlement problem that exceeds standard.
Structure division of the present invention is mainly by bearing structure system, reinforced cushion layer structure system, bedding drainage system, settlement observation system with reserve filling system five major parts and form.Its main structure construction duration is short, and construction quality is easy to control.This structural requirement is removed track structure, contact net lines and roadway excavation about 1.5m, does not affect contact net column and the facilities such as basis and communicaton and signal cable groove thereof at curb place, to the destruction less of existing roadbed to the curb.Main bearing structure system adopts prestressed high-strength concrete pile 1.1+ reinforced concrete pile cap, enter reliable bearing stratum at the bottom of 1.1 of the prestressed high-strength concrete piles, bear by reinforced cushion layer structure system and be passed to approximately 50% load of the train of pile cover 1.2 and track load and bedding.Because bearing structure intensity is high, settlement is little, has guaranteed the ride comfort of track and the safe operation of train, has higher reliability; In addition, under the effect performance of bearing structure and reinforced cushion layer structure, inter-pile soil carries hardly, has greatly reduced the load that the roadbed body bears; Simultaneously the satisfy the need sedimentation of element body of the efficiency of pile groups of a plurality of prestressed high-strength concrete piles 1.1 can be played effect of contraction again, thereby can effectively control soft soil roadbed settlement.To be arranged at the ground basal plane different from traditional pipe pile network structure, and this new structure is arranged under the road bed about 1.5m, and prestressed high-strength concrete pile 1.1 has been considered the negative skin friction of pile that the sedimentation of roadbed body causes during design.Reinforced cushion layer structure system adopts between 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, has greatly strengthened the Total tune metamorphosis of a clump of piles.The bedding drainage system is composed as follows: 4% two-sided weathering is set by the pile cover end face, on cover the thick medium-sand seam 3.3+ of 0.1m composite geo-membrane 3.1, two ends arrange in the rhone that φ 10cmPVC tapping pipe 3.2 extend out to roadbed both sides side slope under the curb, can effectively get rid of the bedding internal water, prevent Defect of Foundation Bed of Express.The settlement observation system is comprised 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 applied to monitor relative displacement, pile cover sedimentation and the curb sedimentation of pile cover and roadbed body.Because prestressed high-strength concrete pile 1.1 stretches into reliable bearing stratum, prestressed high-strength concrete pile 1.1 sedimentations are very little, there are settlement difference in roadbed body and prestressed high-strength concrete pile 1.1 structures, although coming to nothing between roadbed body and prestressed high-strength concrete pile 1.1 structures do not affect the safe operation of train, can worsen the stress condition of pile cover.Therefore adopt the reservation filling system that is formed by vertical Grouting Pipe 5.1, horizontal Grouting Pipe 5.2 and vertical Grouting Pipe 5.3, carrying out the after-teeming slurry for the position of being come to nothing in 1.2 times roadbed bodies of pile cover part processes, its after-teeming is carried out after starching and should being chosen in settlement stability according to the settlement observation system data opportunity, thereby avoid pile cover 1.2 stress conditions to worsen, guaranteed the globality of roadbed.
The content that this manual is not described in detail belongs to the known prior art of this area professional and technical personnel.
Claims (13)
1. process the reinforcement means that the front railway soft soil roadbed settlement of operation exceeds standard for one kind, it is characterized in that, it comprises the steps:
Step 1: track structure and the contact net lines of removing the soft soil roadbed zone of railway that needs reinforcement, then excavate roadbed (6.1) top bedding, form foundation ditch (6.3), at foundation ditch (6.3) the inner a plurality of prestressed high-strength concrete piles (1.1) of vertical insertion roadbed (6.1) are set;
Step 2: the pre-buried vertical Grouting Pipe (5.1) that is interconnected successively in described foundation ditch (6.3), laterally Grouting Pipe (5.2) and vertically Grouting Pipe (5.3), foundation ditch (6.3) the pre-buried pile cover in bottom and roadbed body relative displacement monitor (4.1) and the roadbed body settlement monitoring device (4.4) of roadbed behind excavation (6.1), then lift the good a plurality of pile cover reinforcing cages of in advance colligation to corresponding prestressed high-strength concrete pile (1.1), connecting reinforcement (2.3) is installed between adjacent pile cover reinforcing cage, perfusion pile cover concrete in the pile cover reinforcing cage, form pile cover (1.2) reach the intensity of designing requirement until the pile cover concrete after, filling concrete (2.4) between described adjacent pile cover (1.2), described pile cover and roadbed body relative displacement monitor (4.1) are positioned between pile cover (1.2) and the roadbed (6.1);
Step 3: composite geo-membrane (3.1) is laid in the top at pile cover (1.2), lay medium-sand seam (3.3) in composite geo-membrane (3.1) top, lay first floor graded broken stone layer (2.2) at medium-sand seam (3.3), at the upper laying high-strength geo-grid bed course (2.1) of first floor graded broken stone layer (2.2), lay second layer graded broken stone layer (2.5) at high-strength geo-grid bed course (2.1), roadbed body settlement monitoring device (4.4) pre-buried in the 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) insert in the roadbed (6.1);
Step 4: the two ends at described foundation ditch (6.3) arrange the tapping pipe (3.2) that leads to side slope (6.2), one end of described tapping pipe (3.2) inserts medium-sand seam (3.3), 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.
2. the reinforcement means that the railway soft soil roadbed settlement exceeds standard before the processing operation according to claim 1, it is characterized in that: the roadbed of described a plurality of prestressed high-strength concrete piles (1.1) behind excavation is evenly arranged, laterally the spacing between adjacent prestressed high-strength concrete pile (1.1) equates, vertically the spacing between adjacent prestressed high-strength concrete pile (1.1) also equates.
3. the reinforcement means that the railway soft soil roadbed settlement exceeds standard before the processing operation according to claim 2 is characterized in that: the spacing between described laterally adjacent prestressed high-strength concrete pile (1.1) is 2 ~ 3m; Spacing between described vertically adjacent prestressed high-strength concrete pile (1.1) is 2 ~ 3m.
4. the reinforcement means that exceeds standard of railway soft soil roadbed settlement according to claim 1 and 2 or before the 3 described processing operations, it is characterized in that: in step 2, roadbed behind excavation (6.1) is pre-buried pile cover settlement monitoring device (4.2) also, pile cover (1.2) is inserted in the bottom of described 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).
5. the reinforcement means that exceeds standard of railway soft soil roadbed settlement according to claim 1 and 2 or before the 3 described processing operations, it is characterized in that: in step 1, excavation roadbed (6.1) 1 ~ 2m to the curb, form foundation ditch (6.3), in step 2, at both sides side slope (6.2) curb position pre-buried curb settlement monitoring device (4.3).
6. the reinforcement means that exceeds standard of railway soft soil roadbed settlement according to claim 1 and 2 or before the 3 described processing operations, it is characterized in that: 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 the step 2, pre-buried pile cover and the front foundation ditch in roadbed (6.1) of roadbed body relative displacement monitor (4.1) (6.3) bottom excavation monitoring device mounting groove (4.1.2), bottom at monitor mounting groove (4.1.2) is laid and tamping bottom land medium coarse sand bed course (4.1.7), the first mounting pipe (4.1.5) is set in monitor mounting groove (4.1.2), single-point sedimentation joint measurement displacement meter (4.1.1) is set in the first mounting pipe (4.1.5), insert in the pile cover (1.2) by anchor head (4.1.3) on the top of single-point sedimentation joint measurement displacement meter (4.1.1), 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 the filling slot between described the first mounting pipe (4.1.5) and the monitor mounting groove (4.1.2).
7. the reinforcement means that exceeds standard of railway soft soil roadbed settlement according to claim 1 and 2 or before the 3 described processing operations, it is characterized in that: described roadbed body settlement monitoring device (4.4) comprises settlement plate base (4.4.1), sedimentation measuring staff (4.4.2), the second mounting pipe (4.4.3) and pipe cap (4.4.4), wherein, the top of described the 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 the settlement plate base (4.4.1), sedimentation measuring staff (4.4.2) is set in described the second mounting pipe (4.4.3), the top of described sedimentation measuring staff (4.4.2) is stretched out the second mounting pipe (4.4.3) and is lower than pipe cap (4.4.4), the bottom of sedimentation measuring staff (4.4.2) connects settlement plate base (4.4.1), and described settlement plate base (4.4.1) is connected with roadbed (6.1).
8. the reinforcement means that the railway soft soil roadbed settlement exceeds standard before the processing operation according to claim 5, it is characterized in that: described curb settlement monitoring device (4.3) comprises grout injection (4.3.2) in screw thread drill rod (4.3.1) and the hole, the place offers vertical channel at curb, screw thread drill rod (4.3.1) is set in the described vertical channel, between described vertical channel and the screw thread drill rod (4.3.1) grout injection (4.3.2) is set.
9. the ruggedized construction that the railway soft soil roadbed settlement exceeds standard before the operation, comprise roadbed (6.1), be opened in the foundation ditch (6.3) at roadbed (6.1) top, it is characterized in that: described foundation ditch (6.3) is provided with the inner a plurality of prestressed high-strength concrete piles (1.1) of vertical insertion roadbed (6.1), the top of described each prestressed high-strength concrete pile (1.1) arranges pile cover (1.2), connecting reinforcement (2.3) and concrete (2.4) are set between the described adjacent pile cover (1.2), composite geo-membrane (3.1) is laid at the top of described pile cover (1.2), lay medium-sand seam (3.3) in composite geo-membrane (3.1) top, the upper first floor graded broken stone layer (2.2) of laying of described medium-sand seam (3.3), the upper laying high-strength geo-grid bed course (2.1) of described first floor graded broken stone layer (2.2), the upper second layer graded broken stone layer (2.5) of laying of described high-strength geo-grid bed course (2.1);
Pile cover and roadbed body relative displacement monitor (4.1) are set between described pile cover (1.2) and the roadbed (6.1), also be provided with the roadbed body settlement monitoring device (4.4) that 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) on the described roadbed (6.1), insert in the roadbed (6.1) bottom of described roadbed body settlement monitoring device (4.4).
10. the ruggedized construction that the railway soft soil roadbed settlement exceeds standard before the operation according to claim 9 is characterized in that: the vertical Grouting Pipe (5.1) that the interior setting of described foundation ditch (6.3) is interconnected successively, horizontal Grouting Pipe (5.2) and vertical Grouting Pipe (5.3).
11. the ruggedized construction that the railway soft soil roadbed settlement exceeds standard before the operation according to claim 9, it is characterized in that: the two ends of described foundation ditch (6.3) arrange the tapping pipe (3.2) that leads to side slope (6.2), one end of described tapping pipe (3.2) inserts medium-sand seam (3.3), and the other end of tapping pipe (3.2) leads to side slope (6.2).
12. the ruggedized construction that the railway soft soil roadbed settlement exceeds standard before the operation according to claim 9, it is characterized in that: described a plurality of prestressed high-strength concrete piles (1.1) are evenly arranged at roadbed (6.1), laterally the spacing between adjacent prestressed high-strength concrete pile (1.1) equates, vertically the spacing between adjacent prestressed high-strength concrete pile (1.1) also equates, the spacing between described laterally adjacent prestressed high-strength concrete pile (1.1) is 2 ~ 3m; Spacing between described vertically adjacent prestressed high-strength concrete pile (1.1) is 2 ~ 3m.
13. the ruggedized construction that the railway soft soil roadbed settlement exceeds standard before the operation according to claim 9, it is characterized in that: curb place, described side slope (6.2) both sides is provided with curb settlement monitoring device (4.3);
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); Offer monitor mounting groove (4.1.2) on the described roadbed (6.1), medium coarse sand bed course (4.1.7) at the bottom of the bottom laying groove of monitor mounting groove (4.1.2), the first mounting pipe (4.1.5) is set in monitor mounting groove (4.1.2), single-point sedimentation joint measurement displacement meter (4.1.1) is set in the first mounting pipe (4.1.5), insert in the pile cover (1.2) by anchor head (4.1.3) on the top of single-point sedimentation joint measurement displacement meter (4.1.1), 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 the filling slot between described the first mounting pipe (4.1.5) and the monitor mounting groove (4.1.2);
Described roadbed body settlement monitoring device (4.4) comprises settlement plate base (4.4.1), sedimentation measuring staff (4.4.2), the second mounting pipe (4.4.3) and pipe cap (4.4.4), wherein, the top of described the 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 the settlement plate base (4.4.1), sedimentation measuring staff (4.4.2) is set in described the second mounting pipe (4.4.3), the top of described sedimentation measuring staff (4.4.2) is stretched out the second mounting pipe (4.4.3) and is lower than pipe cap (4.4.4), the bottom of sedimentation measuring staff (4.4.2) connects settlement plate base (4.4.1), and described settlement plate base (4.4.1) is connected with roadbed (6.1);
Described curb settlement monitoring device (4.3) comprises grout injection (4.3.2) in screw thread drill rod (4.3.1) and the hole, described curb place offers vertical channel, screw thread drill rod (4.3.1) is set in the described vertical channel, between described vertical channel and the screw thread drill rod (4.3.1) grout injection (4.3.2) is set.
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| CN111021172A (en) * | 2019-12-18 | 2020-04-17 | 诚通凯胜生态建设有限公司 | Road construction process |
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| CN111289351B (en) * | 2020-03-23 | 2022-12-30 | 中铁二院工程集团有限责任公司 | Composite light pile group pile bearing capacity detection device, system and method |
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