CN101403307A - Construction method of composite soil pressure balance tunnel shielding machine for traversing shallow-buried water-rich sand layer - Google Patents
Construction method of composite soil pressure balance tunnel shielding machine for traversing shallow-buried water-rich sand layer Download PDFInfo
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- CN101403307A CN101403307A CNA2008100486955A CN200810048695A CN101403307A CN 101403307 A CN101403307 A CN 101403307A CN A2008100486955 A CNA2008100486955 A CN A2008100486955A CN 200810048695 A CN200810048695 A CN 200810048695A CN 101403307 A CN101403307 A CN 101403307A
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Abstract
The invention discloses a construction method that a composite soil pressure balanced shield machine passes through a shallow sand layer rich in water, pertaining to the technical field of tunnel construction. When the composite soil pressure balanced shield machine passes through the shallow sand layer rich in water, an injecting system is arranged at the position of a pressure plate and a cutter head of the shield machine so as to inject a matter-a foaming agent, or bentonite, or a macromoleclar polymer, or the mixture of the three, which has the performances of rapid volume expansion and viscosity increase after absorbing water, into the front shallow sand layer rich in water; the shallow sand layer rich in water is rapidly expanded, soil entering an integral pressure cabin is caused to form plastic flow state, and the soil is caused to reach the permeability coefficient of lower than the magnitude of 10<-5>cm/s which is needed by the construction and the caving degree of 10 to 15cm. The technical proposal is scientific and reasonable, simple and easy to implement, can acquire obvious technique effect, adopts the composite soil pressure balanced shield machine for passing through the shallow sand layer rich in water successfully and acquires satisfactory construction quality as well as guarantees the construction period.
Description
Technical field
The invention belongs to the tunnel construction technology field, be specifically related to a kind of being suitable for the composite soil pressure balance tunnel shielding machine of the constructing special construction method when the traversing shallow-buried water-rich sand layer than competent bed.
Background technology
Compound earth pressure balance shield machine mainly is suitable for firmer compound stratum, can adopt earth pressure balance pattern, half soil pressure pattern, the construction of hole capital after selling all securities pattern, and not only speed of application is fast, and also low to the wearing and tearing of cutter.The applicant carries out in the constructing tunnel at No. six lines of Guangzhou track traffic, and 86% rock stratum that accounts for the tunnel total length all is severely-weathered, middle weathering and little decomposed rock, takes compound earth pressure balance pattern shield machine more reasonable.But between [big smooth husky station-station, the mill-yellow sand station of complying with one's wishes], the rich water sand bed that reaches 350m is arranged, wherein the 150m tunnel is full section water-rich layer of sand, edpth of tunnel only has 6.7m, adopt 2 composite soil pressure balance tunnel shielding machine drivings, in the prior art, also not having at present the precedent of composite soil pressure balance tunnel shielding machine successful construction tunnel in this kind stratum, all is to select for use the slurry shield machine to construct for this kind stratum generally.Composite soil pressure balance tunnel shielding machine faces multinomial difficulty during by this shallow-buried water-rich sand layer at driving because the not water retention and the high water-permeability of layer of sand, thereby in tunneling process in case gush and will cause cutterhead the place ahead sand to vomit to cause surface subsidence.
Not only the stratum is soft for mud matter powder fine sand that this construction section runs into and medium coarse sand stratum, and length reaches 350m, is never to run in the composite soil pressure balance tunnel shielding machine construction.Keeping the supporting pressure stability of excavation face is the key of this construction section.Disadvantageous for the control of supporting pressure mainly is following difficult point:
(1) because powder fine sand stratum and medium coarse sand stratum permeability are bigger, and construction section closes on the Zhujiang River again, rich groundwater and pressure are bigger, construction problem such as easily gush, cause supporting pressure to rapidly disappear, thereby cause surface subsidence, have a strong impact on traffic above-ground and building, personal security;
(2) if the dregs improvement is improper, jam-packed is closely knit under bigger pressure effect, and it is not smooth casting also might to occur, the construction fault of Tu Cang, screw machine obturation.
Summary of the invention
At above-mentioned deficiency of the prior art, the technical problem to be solved in the present invention provides a kind of job practices of composite soil pressure balance tunnel shielding machine for traversing shallow-buried water-rich sand layer, and it has the material that suction back volume expands rapidly and increases viscosity performance by injecting in the shallow-buried water-rich sand layer in composite soil pressure balance tunnel shielding machine the place ahead; Shallow-buried water-rich sand layer is expanded rapidly becomes a kind of plasticity flow regime, reaches the needed technical data of construction, thereby guarantees carrying out smoothly of construction.
The job practices of composite soil pressure balance tunnel shielding machine for traversing shallow-buried water-rich sand layer of the present invention, composite soil pressure balance tunnel shielding machine adopts conventional construction parameter normal construction, its special feature is: when the composite soil pressure balance tunnel shielding machine for traversing shallow-buried water-rich sand layer, from shield machine pressure disc and cutterhead the injected system of being made up of injection pump and ascending pipe is set, injects in the shallow-buried water-rich sand layer forwards and have that suction back volume expands rapidly and material foaming agent or swell soil or the high molecular polymer or the mixture among them of increase viscosity performance; Make shallow-buried water-rich sand layer expand, make the soil body that enters whole pressure chamber to become a kind of plasticity flow regime rapidly, and make the soil body reach that construction is needed to be lower than 10
-5The requirement of the transmission coefficient of cm/s magnitude and the slump of 10～15cm.
Described foaming agent is the commercially available cellulose that contains thickener.
The concentration expressed in percentage by volume of the foaming agent of described injection is 3%～4%, the concentration expressed in percentage by volume of injecting from Tu Cang and cutterhead is that the injection flow of 3%～4% foaming agent is 300l/min～350l/min, injects cumulative volume and is equivalent to 15%～30% of shallow-buried water-rich sand layer soil water cumulative volume.
Described swell soil is more expanded than 1: 3 by swollen water, and injecting swollen water ratio from Tu Cang and cutterhead is 1: 3 bentonite slurry, and volume is 12%～20% of a shallow-buried water-rich sand layer soil body cumulative volume.
Described high molecular polymer is an amphiprotic polyacrylamide.
The concentration expressed in percentage by volume of described injection high molecular polymer is 1%, and the concentration expressed in percentage by volume of injecting from Tu Cang and cutterhead is that the amount of 1% high molecular polymer is 2%～3% of a shallow-buried water-rich sand layer soil body cumulative volume.
Described mixture among them is the swell soil that is added with high molecular polymer, and swell soil and high molecular polymer amphiprotic polyacrylamide be preparation separately respectively; Swell soil is mixed with bentonite slurry by 1: 4 swollen water ratio, injects bentonite slurry with a halfpipe, and every ring injects 6～8 sides; The concentration expressed in percentage by volume of high molecular polymer amphiprotic polyacrylamide is 1%～3%, injects high molecular polymer amphiprotic polyacrylamide solution with second half pipeline, and every ring injects 50L～60L.
Described mixture among them is the mixture of swell soil and foaming agent, swell soil is mixed with bentonite slurry by 1: 3 swollen water ratio, foaming agent is mixed with the solution of percentage by volume 3%～4%, bentonite slurry and foaming agent are mixed the back application by 1: 1 volume ratio, and the injection volume of mixed liquor is 12%～20% of a shallow-buried water-rich sand layer soil body cumulative volume.
The driving speed of described composite soil pressure balance tunnel shielding machine remains in 30～50mm/min, and the cutterhead rotating speed is at 1～1.6r/min; The cutterhead moment of torsion of composite soil pressure balance tunnel shielding machine is 1～3MN.m, and the thrust of jack is 8000～13000kN.
Described shallow-buried water-rich sand layer is mud matter powder fine sand stratum or medium coarse sand stratum or their mixing stratum.
Technical scheme of the present invention is scientific and reasonable, and obvious technical effects simply easy to implement, obtained successfully adopts composite soil pressure balance tunnel shielding machine to pass through shallow-buried water-rich sand layer construction and obtains satisfied construction quality, has guaranteed the duration.
Description of drawings
Accompanying drawing 1 is the tunnel geology generalized section;
Accompanying drawing 2 is cutterhead moment of torsion work as executed drawings of the monitoring ring of the inventive method;
Accompanying drawing 3 is jack thrust work as executed drawings of the monitoring ring of the inventive method;
Accompanying drawing 4 is transmission coefficient work as executed drawings of the monitoring ring of the inventive method;
Accompanying drawing 5 is dregs slump work as executed drawings of the monitoring ring of the inventive method;
The specific embodiment
Below relevant technologies problem of the present invention is described in further detail.Calculate the native storehouse of every ring pressure theory value according to geological condition and edpth of tunnel before advancing, every step of shield driving, set foaming agent and add concentration, flow and frothing percentage, after navy barrow and the synchronous mortar preparation that is cut is in place, inject foaming agent in cutterhead the place ahead and native storehouse, rotating cutter-head is opened and is advanced jack, begin synchronous grouting simultaneously, open conveyor and conveying worm.Whether at this moment keep native storehouse pressure a little more than calculated value 0.2bar, and meet the demands by the flowability of monitor observation screw machine mouth quarrel soil, soil is rarer should heighten foaming agent concentration slightly if be cut, on the contrary reduction foaming agent concentration.
No. 6 lines of the Guangzhou Underground that iron is accepted for 11 innings among the applicant are big-and yellow (big smooth sand is stood to the yellow sand station) interval shield tunnel bid section is located in the Baiyun District, Guangzhou City, Haizhu District, joint portion, Fang Cun district, the arrogant smooth husky station south beginning of interval circuit, under wear wide luxuriant railway, in the doube bridge park, establish the shield launching well, along road in the smooth tail, under wear the Zhujiang River, station track, field, South Railway Station station (stoppage in transit has been cancelled at the southern station), arrive the station, mill of complying with one's wishes, from station, the mill the east of complying with one's wishes, along station track, field, South Railway Station station, in Guangzhou one, turn in the yellow sand main road near the pedestrian overcrossing, arrive at last 62 three the tunnel with the yellow sand station of the transposition section of going the same way greatly, cross the shield structure that the yellow sand station arrives the east and hang out well.Find out from the structure of Fig. 1, the complex formation of this segment process, the stratum is from newly being broadly divided into 9 big floor until old in the district.Not only the stratum is soft for mud matter powder fine sand that this construction section runs into and medium coarse sand stratum, and length reaches 350m, is never to run in the Guangzhou Underground construction.Owing to be general shallow-buried water-rich sand layer, this construction section is can not adopt to owe the soil pressure construction, and the supporting pressure stability that how to keep the face that excavates is the key of this construction section.The stratum physical parameter sees Table 1.
Table 1, stratum physical parameter table
According to above problem, to carry out smoothly in order to guarantee construction, key is that the soil body of whole pressure chamber will become a kind of " plasticity flow regime ", should comprise the implication of following three aspects:
(1) soil body has higher moisture content, lower intensity.Can be easy to of the stirring of the interior wing plate of pressure chamber and spiral dumper like this, can guarantee that when the soil body is squeezed plasticity taking place in the spiral dumper flows simultaneously, and finish casting smoothly, so-called exactly " squeezing toothpaste out of a tube " effect the soil body.
(2) soil body has lower angle of internal friction.This helps reducing the cutter head of shield machine moment of torsion, and effectively reduces the wearing and tearing of excavation cutter.
(3) soil body has lower permeability rate.Have only in the pressure chamber permeability of the soil body relatively poor, could guarantee to keep the water pressure on the excavation face, the while also can prevent " gush " generation of phenomenon of soil-discharging port.
In order to satisfy the requirement of top three aspects, the applicant has designed following test, carries out corresponding with top requirement.See Table 2.
Table 2, testing program tabulation
| The character of soil | Index | Test method | Test apparatus |
| Permeability | Transmission coefficient | Infiltration test | The pressure permeameter is arranged |
| Intensity | The moment of torsion angle of external friction | The test of torsional moment test slide plate | Stir instrument ammeter slide plate ruler |
| Mobile | Degree of mobilization | Slump test | Slump bucket jumping table |
The blowing agent concentration that is adopted in the test is 3%, and expansion ratio is 20 ~ 40 times, and the half-life is 30 minutes.According to bubble conditioned soil fluidity test result, the volume incorporation of bubble is 15～30% all can better satisfy the desired flowability of shield-tunneling construction as can be seen.When the bubble volume incorporation reached 20%, permeability had dropped to 1 * 10
-5Below the cm/s, satisfy construction requirement.Blowing agent also has advantage economically, sees Table 3.
Table 3 shield-tunneling construction additive volume table
| Incorporation | Cost (unit) | Economy relatively | |
| Blowing agent | 54.6～163.5kg | 491.4～1471.5 | Excellent |
| Swell soil | 2.9～3.6t | 1450～1800 |
High molecular polymer is selected amphiprotic polyacrylamide for use, molecular weight 1,800 ten thousand, it is a kind of artificial synthetic multifunctional macromolecule polyelectrolyte, contain the moon on the strand simultaneously, cation group, have well water-soluble, very high molecular weight, it also has very strong swellability simultaneously, imbibition and tackify that can be very fast, in field of civil engineering, can be used as the suction impervious material uses, its can be well-bonded soil particle form waterproofing course, consider that this polymer has very strong viscosity and price higher, not as main ameliorative measure, only consider to add use at spiral dumper mouth, therefore, the angle of external friction of having added its later sand seems particularly important, because can reduce native flowability after adding polymer, increase the friction of the soil body and metallic walls, form " soil plug " in the spiral dumper, an opposing part plays a role to preventing to gush owing to the excessive water pressure that the excessive water permeability of the soil body in the pressure chamber occurs.
On-the-spot monitoring mainly comprises two parts: the one, and the shield machine boring parameter mainly comprises driving speed, cutterhead rotating speed, cutterhead moment of torsion, jack thrust, the pressure chamber pressure of shield machine and goes out the quantity of slag; The 2nd, the test of the physico-mechanical properties of the dregs that the spiral dumper is discharged mainly contains moisture content, transmission coefficient, slump, the angle of external friction and the stirring moment of torsion of dregs.Employed instrument has mainly contained presses permeameter, slump tube, slide plate, mixer and ammeter.
From the experimental data of boring parameter and dregs, following conclusions are arranged:
1, the driving speed of shield machine is stabilized in the scope of 30～50mm/min, and the cutterhead rotating speed is controlled in 1～1.6r/min scope, meets the requirement of construction organization plan, and the tunneling process of shield machine is normal;
2, the thrust of cutter head of shield machine moment of torsion and jack is stabilized in respectively in the normal range (NR) of 1～3MNm and 8000～13000kN;
3, at first in the moisture content of dregs and the early stage survey report moisture content on this stratum exist than big-difference, the moisture content on this stratum is 36.8% in the survey report, but the moisture content of measuring dregs is then basically in 20%～25% scope, it is bigger that moisture content differs.Think through us, injecting the process of bubble, because the existence of injection pressure (being about 0.5MPa), the partly water in the necromancer body opening crack in face of the excavation that made bubble and air displacement makes the moisture content of dregs reduce;
4, the transmission coefficient of dregs is less, satisfies the requirement of normal construction, and the size of transmission coefficient is 10
-5Below the cm/m order of magnitude;
5, the degree of mobilization of dregs is less, shows that according to data monitored the slump of most dregs is all below 8cm.What the normal construction experience required is in 10～15cm scope, illustrate that the degree of mobilization of dregs is less than normal, suggestion can inject a certain amount of water increase mobile, feasible slag tap more smooth and easy and continuous;
6, the angle of external friction of dregs is all more than 30 °.On the basis that transmission coefficient meets the demands, reduce the angle of external friction of dregs as much as possible, if this is because the angle of external friction is bigger, it is also bigger that the tool setting mill decreases, and inaccessible possibility takes place also can increase, and occurred such rough sledding in the construction;
7, all in normal range (NR), this is consistent in normal range (NR) with the cutter head of shield machine moment of torsion to the stirring torque value of the dregs that records of stirring test.
8, the blowing agent incorporation helps to reduce the cutterhead moment of torsion, reduces wearing and tearing; Also help dregs character towards the improvement of " plasticity flow regime " direction, help reducing slump, reduce permeability.
Claims (10)
1, the job practices of composite soil pressure balance tunnel shielding machine for traversing shallow-buried water-rich sand layer, composite soil pressure balance tunnel shielding machine adopts conventional construction parameter normal construction, it is characterized in that: when the composite soil pressure balance tunnel shielding machine for traversing shallow-buried water-rich sand layer, from shield machine pressure disc and cutterhead the injected system of being made up of injection pump and ascending pipe is set, injects in the shallow-buried water-rich sand layer forwards and have that suction back volume expands rapidly and material one foaming agent or swell soil or the high molecular polymer or the mixture among them of increase viscosity performance; Make shallow-buried water-rich sand layer expand, make the soil body that enters whole pressure chamber to become a kind of plasticity flow regime rapidly, and make the soil body reach that construction is needed to be lower than 10
-5The requirement of the transmission coefficient of cm/s magnitude and the slump of 10～15cm.
2, the job practices of composite soil pressure balance tunnel shielding machine for traversing shallow-buried water-rich sand layer according to claim 1 is characterized in that: described foaming agent is the commercially available cellulose that contains thickener.
3, the job practices of composite soil pressure balance tunnel shielding machine for traversing shallow-buried water-rich sand layer according to claim 1, it is characterized in that: the concentration expressed in percentage by volume of the foaming agent of described injection is 3%～4%, the concentration expressed in percentage by volume of injecting from Tu Cang and cutterhead is that the injection flow of 3%～4% foaming agent is 3001/min～3501/min, injects cumulative volume and is equivalent to 15%～30% of shallow-buried water-rich sand layer soil body cumulative volume.
4, the job practices of composite soil pressure balance tunnel shielding machine for traversing shallow-buried water-rich sand layer according to claim 1, it is characterized in that: described swell soil is more expanded than 1: 3 by swollen water, injecting swollen water ratio from Tu Cang and cutterhead is 1: 3 bentonite slurry, and volume is 12%～20% of a shallow-buried water-rich sand layer soil body cumulative volume.
5, the job practices of composite soil pressure balance tunnel shielding machine for traversing shallow-buried water-rich sand layer according to claim 1 is characterized in that: described high molecular polymer is an amphiprotic polyacrylamide.
6, the job practices of composite soil pressure balance tunnel shielding machine for traversing shallow-buried water-rich sand layer according to claim 1, it is characterized in that: the concentration expressed in percentage by volume of described injection high molecular polymer is 1%, and the concentration expressed in percentage by volume of injecting from Tu Cang and cutterhead is that the amount of 1% high molecular polymer is 2%～3% of a shallow-buried water-rich sand layer soil body cumulative volume.
7, the job practices of composite soil pressure balance tunnel shielding machine for traversing shallow-buried water-rich sand layer according to claim 1, it is characterized in that: described mixture among them is the swell soil that is added with high molecular polymer, and swell soil and high molecular polymer amphiprotic polyacrylamide be preparation separately respectively; Swell soil is mixed with bentonite slurry by 1: 4 swollen water ratio, injects bentonite slurry with a halfpipe, and every ring injects 6～8 sides; The concentration expressed in percentage by volume of high molecular polymer amphiprotic polyacrylamide is 1%～3%, injects high molecular polymer amphiprotic polyacrylamide solution with second half pipeline, and every ring injects 50L～60L.
8, the job practices of composite soil pressure balance tunnel shielding machine for traversing shallow-buried water-rich sand layer according to claim 1, it is characterized in that: described mixture among them is the mixture of swell soil and foaming agent, swell soil is mixed with bentonite slurry by 1: 3 swollen water ratio, foaming agent is mixed with the solution of percentage by volume 3%～4%, bentonite slurry and foaming agent are mixed the back application by 1: 1 volume ratio, and the injection volume of mixed liquor is 12%～20% of a shallow-buried water-rich sand layer soil body cumulative volume.
9, the job practices of composite soil pressure balance tunnel shielding machine for traversing shallow-buried water-rich sand layer according to claim 1 is characterized in that: the driving speed of described composite soil pressure balance tunnel shielding machine remains in 30～50mm/min, and the cutterhead rotating speed is at 1～1.6r/min; The cutterhead moment of torsion of composite soil pressure balance tunnel shielding machine is 1～3MN.m, and the thrust of jack is 8000～13000kN.
10, the job practices of composite soil pressure balance tunnel shielding machine for traversing shallow-buried water-rich sand layer according to claim 1 is characterized in that: described shallow-buried water-rich sand layer is mud matter powder fine sand stratum or medium coarse sand stratum or their mixing stratum.
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