CN101982747B - Method for calibrating synchronous grouting quantity and grouting pressure of shield - Google Patents
Method for calibrating synchronous grouting quantity and grouting pressure of shield Download PDFInfo
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- CN101982747B CN101982747B CN2010105334725A CN201010533472A CN101982747B CN 101982747 B CN101982747 B CN 101982747B CN 2010105334725 A CN2010105334725 A CN 2010105334725A CN 201010533472 A CN201010533472 A CN 201010533472A CN 101982747 B CN101982747 B CN 101982747B
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Abstract
The invention provides a method for calibrating synchronous grouting quantity and grouting pressure of a shield with super-large diameter. The method comprises the following steps: performing a slurry pumping test by combining the conventional synchronous grouting equipment of a shield machine and simulation strata pressure condition provided by a home-made slurry barrel for test; calculating and concluding loss of slurry pipeline pressure according to the slurry pump outlet pressure and the test device pipeline outlet pressure, and calibrating the actual grouting pressure of the shield with super-large diameter; and calculating and concluding the correction coefficient of single stroke grouting quantity of a piston of the grouting pump according to weight changes of a closed vessel before and after grouting the number of reciprocating motion times of the piston of the grouting pump so as to calibrate the grouting quantity of synchronous grouting of the shield with super-large diameter. Calibration of the grouting quantity of the synchronous grouting of the shield and the grouting pressure provides accordance for control of the shield machine by a 'double control' principle in synchronous grouting, so the method can effectively reduce the deformation of the rear and the late ground sedimentation, and shorten the stabilizing time of later sedimentation.
Description
Technical field
The present invention relates to the scaling method of a kind of shield synchronization slip casting amount and grouting pressure, belong to the architectural engineering construction technique field.
Background technology
In recent years, Shanghai area track traffic and cross-river tunnel development make that the shield tunnel construction technology development is also quite fast rapidly.In the Shanghai soft soil stratum, when adopting shield method to build the tunnel, synchronous grouting plays very important influence to the control of the distortion of the quality of moulding section of jurisdiction, peripheral soil layer, peripheral construction of structures and ground settlement.With regard to present operating technique, the construction parameter of synchronous grouting generally is be foundation with control ground settlement (or sedimentation is built in peripheral construction), mainly achieves the goal through adjusting grouting amount, and is lower to the relative attention degree of the control of grouting pressure.Some problem below wherein existing:
(1) grouting amount control out of true
At present, the control of grouting amount is generally estimated with slurry storing tank; The remnants that whether also leave in various degree in the slurry storing tank when whether identical, the each slip casting of the each filling level of slurry storing tank finishes all are unknown numbers, therefore measure more accurately for synchronous grouting amount neither one;
(2) grouting pressure control is indeterminate
At present, from Suporting structure itself, grouting pump is connected to the synchronous grouting pipe of shield structure afterbody through flexible pipe, and the grouting pump exit is provided with tensimeter, test pump discharge grouting pressure; In the construction, general all according to pump discharge pressure, carry out the compensation of suitable duct loss pressure again, as the synchronous grouting controlled pressure; But duct loss pressure generally is empirical value or adopts under the no peripheral pressure ebullator pressurization pressure to lose and estimate that this is obviously not accurate enough.
Distortion, ground posterior settlement that theoretical and actual engineering proof shield machine is taked the principle of " two control " to control when synchronous grouting to reduce the rear effectively shorten stabilization time of posterior settlement.So-called " two control " is main control criterion with grouting pressure when being meant slip casting, and to guarantee the pressure equilibrium of whole range of influence, rear, to put before this, grouting amount is controlled to be auxilliary.But synchronous grouting " two control " still belongs to experimental rule at present, and this research is intended through actual engineering and site test synchronous grouting " two control " is deepened research from theoretical angle with construction.Simultaneously, synchronous grouting " two control " is had higher requirement to the control accuracy of grouting pressure and grouting amount to slurries character, slurries quality and the shield machine self of synchronous grouting.
Through the literature search of prior art is found, the patent No. is that 100402798 Chinese patent " a kind of method that is used for metro shield hardenable slurry synchronous grouting " has related to the synchronous grouting method, but does not mention the method for demarcating grouting amount and grouting pressure; The patent No. is that the Chinese patent " construction method of large-diameter shield single fluid grouting " of CN101012752 has related to the synchronous grouting construction method of controlling grouting amount and grouting pressure simultaneously, and the control grouting pressure is: slip casting point earth pressure at rest value, Grouting Pipe loss pressure, grouting pressure difference three sum; The grouting pressure construction of each slip casting point of shield tail control, grouting pressure control is controlled with housing slip casting position grouting pressure.But do not mention and how to calculate slurry pipe loss pressure and accurate control grouting amount; The patent No. is a kind of super big diameter mud water balance simultaneous grouting slurry for tunnel shield construction that the Chinese patent " super big diameter mud water balance simultaneous grouting slurry for tunnel shield construction " of CN1994953 has related to building Tunnel Engineering field; But do not mention the concrete construction method of slurries, do not mention the method for demarcating grouting pressure and grouting amount simultaneously.
In a word, existing literature or patent are not specifically related to demarcate the method for super-large diameter shield grouting amount and grouting pressure.
Summary of the invention
Therefore technical matters to be solved by this invention is the requirement that existing super-large diameter shield-tunneling construction synchronous grouting method can not satisfy moulding section of jurisdiction quality and ground settlement fully.
To the problems referred to above, the present invention relies on concrete engineering to carry out the experimental study of system, has proposed the scaling method of a kind of shield synchronization slip casting amount and grouting pressure, may further comprise the steps:
(1) test hose pipe damping power loss, it further comprises:
Connect grouting pump and the native case of a test through flexible pipe;
In the native case of said test, apply an emulation reservoir pressure;
Through said grouting pump via said flexible pipe to the native case slip casting of said test;
Measure said flexible pipe inlet pressure and top hole pressure, calculate the loss of flexible pipe pipe damping power thus;
(2) test shield grouting pipeline pipe damping power loss, it further comprises:
Be connected grouting pump and the native case of a test with flexible pipe through the shield grouting pipeline;
In the native case of said test, apply an emulation reservoir pressure;
Through said grouting pump via said shield grouting pipeline and said flexible pipe to the native case slip casting of said test;
Measure the inlet pressure and the top hole pressure of said shield grouting pipeline, calculate said shield grouting pressure loss in piping thus;
In conjunction with the result of said step (1), step (2), demarcate grouting pressure;
(3) before and after the beginning of said step (1), step (2), respectively the native case of said test is weighed, confirm the soil paste weight injected in the experimentation, and combine the number of stroke of grouting pump described in the experimentation, confirm the grouting amount of grouting pump piston single stroke.
Further improvement of the present invention is that the said flexible pipe pipe of synchronism detection damping power is lost in step (2), and comes the flexible pipe pipe damping power loss test result in the verification step (1) with said test result.
Further improvement of the present invention is that above-mentioned steps further comprises in (1):
Before connecting grouting pump and test native case that flexible pipe and the water filling of synchronous grouting pipeline is lubricated through flexible pipe.
Further improvement of the present invention is that above-mentioned emulation reservoir pressure value is 0.3MPa.
Description of drawings
Fig. 1 is a test hose pipe damping power loss test unit synoptic diagram of the present invention; And
Fig. 2 is a test shield grouting pipeline pipe damping power loss test unit synoptic diagram of the present invention.
Embodiment
Below in conjunction with a specific embodiment the present invention is explained.
One shield tunnel construction adopts the earth pressure balanced shield, EPBS of Ф 14270mm, tunnel lining structure external diameter 13950mm, internal diameter 12750mm; Thick 600mm; Ring width 2000mm: shield tunnel main line maximum longitudinal grade is 5.5%, and minimum radius of horizontal curve is R700m, tunnel total length 1860m.The long distance of shield structure is passed through the airport section and is closely passed through airport aviation fuel pipe, and both are very high to the requirement of ground settlement.Distortion, the ground posterior settlement when synchronous grouting, taking the principle of " two control " to control to reduce the rear effectively in view of shield machine; Shorten the stabilization time of posterior settlement; And the demarcation of shield machine synchronous grouting pressure that adopts and grouting amount is the basis of two controls; Through the present invention, it is following to specify implementation step in conjunction with Fig. 1 to Fig. 2 for this reason:
Test native case installation, weigh and pressure testing;
Place vacant lot place, ellipse head, 2 flange plates be installed, and at the pump discharge place setting pressure table 71, the setting pressure table 72 in the flexible pipe stage casing, the setting pressure table 73 in the pipe exit is at the top setting pressure table 74 of the native case 10 of test;
When ellipse head and flange plate were installed, the flange face cementing was pasted intact rubber gasket; The bolt symmetry is pretension repeatedly, and the test soil case 10 of installation is as shown in Figure 1.Because the native case 10 of test need provide the pressure effect in the process of the test, in order to guarantee safety, need before on-test, carry out pressure testing to it, to verify its sealing and crushing resistance.
Intact and sealing for the transition section pipeline used in check test soil case 10 and the test; It is on the flanged plate of F750mm that the transition pipeline is received native case 10 latus rectums of test, and safety overflow valve, turnover tracheae and valve on installation test soil case 10 ellipse heads.Draft tube connected begin pressurization behind the air compressor, the classification pressurization is adopted in pressurization, every grade of pressurization 0.1MPa; Be 10 minutes every grade of stabilization time; Make discovery from observation, be about 15 minutes every grade of pressing time, and every grade of pressurization finishes in the stabilization process; Soil box top tensimeter 74 values remain unchanged basically, and are can the native case sealing of confirmed test good.After being forced into 0.3MPa, continue pressurization, native case safety overflow valve begins release, and is in proper working order.
Mouth of pipe transition section 20 is connected on the native case 10 of test, utilizes electronic hanger scale to weigh to testing native case 10, obtaining its initial weight is 5060kg.
(2) mix the system simultaneous grouting slurry;
The simultaneous grouting slurry proportioning of test usefulness shown in table 1 (kg/m3), test with the on-the-spot automatic slurry mixing plant of simultaneous grouting slurry utilization by construction period the slurries whipping procedure mix system.It is as shown in table 2 to mix the size performance index of making.
(3) test hose pipe damping power loss testing equipment is installed;
1) lifting of the native case 10 of test;
The native case 10 of test is placed on the end that shield duct piece is fed the sheet machine, the below of section of jurisdiction hole for hoist in this test; Through the driving of section of jurisdiction hole for hoist top, test native case 10 with having a try and be positioned over the end that shield duct piece is fed the sheet machine.
2) flexible pipe connects;
Connect from shield machine dismounting flexible pipe down, flexible pipe one end is connected in the grouting hole 42 of grouting pump 40, the other end places abandons slurry barrel.At first squeeze into the bentonitic clay lubricating pipe, after bentonitic clay has been beaten, slowly squeeze into simultaneous grouting slurry, emit slurry to 20 mouthfuls of mouth of pipe transition sections till; Be full of slurries in the pipeline this moment, connecting pipe mouth transition section 20 and the native case 10 of test.
3) native case 10 pressurizations of test;
Close the ball valve on the mouth of pipe transition section 20 that is connected in the native case 10 of test, utilize air compressor will test native case 10 and be forced into 0.3MPa, close air intake valve then, will test native case 10 and form a closed container.
(4) test hose pipe damping power loss experiment process;
After above-mentioned work is accomplished; Promptly begin to carry out the test of test hose pipe damping power loss, the flexible pipe of getting three kinds of different pipe ranges in the process of the test makes an experiment, because the grouting pump that the present invention adopted is same model; So to arbitrary grouting pump test all can, the concrete operations flow process is following:
Open the ball valve on the mouth of pipe transition section 20, at this moment,, form the part space, so official test is made a call to three stroke slurries in advance before beginning pipeline is full of again because the pressure in the native case of test 10 may make the slurries in the pipeline produce certain compression.
Formally begin test; Flow control is made as 80%; Continue in the native case 10 of test, to squeeze into 10 stroke slurries, squeeze in the process tensimeter on the pipeline 71, tensimeter 72, tensimeter 73 are carried out record, the ball valve after grouting pump 40 quits work on the blanked-off pipe mouth transition section 20.
The pressure-release valve of opening on the transition section 30 carries out release to the slurries in the pipeline, removes first flexible pipe then, and second flexible pipe of second kind of length is connected to transition section 30 pipelines.
Open the ball valve on the mouth of pipe transition section 20, continue in the native case 10 of test, to squeeze into 9 stroke slurries, squeeze in the process tensimeter on the pipeline 71, tensimeter 72, tensimeter 73 are carried out record.Ball valve after grouting pump 40 quits work on the blanked-off pipe mouth transition section 20.
The pressure-release valve of opening on the transition section 30 carries out release to the slurries in the pipeline, removes second flexible pipe then, and the 3rd flexible pipe of the third length is received transition section 30 pipelines.
Open the ball valve on the mouth of pipe transition section 20, continue in the native case 10 of test, to squeeze into 10 stroke slurries, squeeze in the process tensimeter on the pipeline 71, tensimeter 72, tensimeter 73 are carried out record.Ball valve after grouting pump 40 quits work on the blanked-off pipe mouth transition section 20.
After above-mentioned work is accomplished, promptly begin to test the test of shield grouting pipeline pipe damping power loss; All be connected with the long flexible pipe of 29.5m behind each grouting hole in the test shield grouting pipeline pipe damping power loss process of the test.Because test shield grouting pipeline pipe damping power loss duration of test runs is longer, therefore be divided into two stages completion, the concrete operations flow process is following:
Stage one:
Transition section on the flexible pipe 30 is connected in grouting hole 41, and the other end places abandons slurry bucket, slowly squeezes into simultaneous grouting slurry, emit slurry to 20 mouthfuls of mouth of pipe transition sections till, be full of slurries in the pipeline this moment, connecting pipe mouth transition section 20 and the native case 10 of test.
Open mouth of pipe transition section 20 ball valves, formally begin test, flow control is made as 80%.Continue in the native case 10 of test, to squeeze into 30 stroke slurries, squeeze in the process pumping hole, grouting hole and the tensimeter 74 tested on the native case 10 are carried out record, also write down near the tensimeter of shield structure self being placed in simultaneously to proofread.Ball valve after grouting pump 40 quits work on blanked-off pipe mouth transition section 20 and the transition section 30 makes the flexible pipe complete closed;
Respectively the corresponding grouting pipelines of grouting hole 43,44,46 are slowly squeezed into simultaneous grouting slurry, emit slurry to grouting hole till;
Stage two:
Remove flexible pipe, clean all pipelines, and grouting hole 42,45 corresponding pipelines are recovered.
According to in-site measurement, remove the flexible pipe on the corresponding grouting pipeline of the grouting hole 41,44 finished test, its total length be identical with flexible pipe, is used for substituting flexible pipe (still using the flexible pipe mark at the back).
With flexible pipe two ends difference connecting pipe mouth transition section 20 and transition section 30, transition section 30 is connected to grouting hole 45.The grouting pipeline of lubricated grouting hole 42,45 correspondences is squeezed into slurries till the mouth of pipe emits slurry.
Mouth of pipe transition section 20 is connected to the native case 10 of test, opens mouth of pipe transition section 20 ball valves, continue to squeeze into 30 stroke slurries, squeeze in the process to tensimeter 71, tensimeter 72, tensimeter 73, tensimeter 74 carries out record.Ball valve after grouting pump 40 quits work on blanked-off pipe mouth transition section 20 and the transition section 30.
To test native case 10 releases, and utilize electronic hanger scale to claim its weight, obtaining its weight is 12050kg.
So far, test is all accomplished.Subsequently, make an experiment native case 10 releases, tear work such as pipe, pigging and pipeline recovery open.
(5) demarcate grouting amount and grouting pressure according to test findings;
Grouting pressure demarcate for actual grouting pressure and each grouting pipeline pipe hinder poor, the grouting pipeline pipe hinders by above-mentioned test determination, the result like table 3 to shown in the table 7:
Table 3: grouting hole 41 corresponding pipeline pipe resistances change
Table 4: grouting hole 42 corresponding pipeline pipe resistances change
Table 5: grouting hole 44 corresponding pipeline pipe resistances change
Table 6: grouting hole 45 corresponding pipeline pipe resistances change
Table 7: grouting hole 46 corresponding pipeline pipe resistances change
Weigh and to find according to the soil of twice test in process of the test case 10; Native case 10 deadweights of test are 5060kg before the test; The native case 10 of test reaches 12050kg with the slurries general assembly (TW) after the off-test, promptly squeezes into the heavy 6990kg of slurries in the native case 10 of test in the process of the test.Because always squeezing into number of stroke in the process of the test is 191; Simultaneous grouting slurry density is 2.1kg/L, so the grouting amount of grouting pump 40 piston single strokes
is:
In sum, utilize pressure test soil case 10 simulation grouting hole place water and soil pressure environments,, successfully carry out slurries pumping test in conjunction with the synchronous grouting equipment of shield machine.In the process of the test; Through the data that are installed on pipeline upward pressure table are carried out record, obtain the pressure of key position slurries in the Grouting Pipe, according to test figure; Obtain the pressure differential at each grouting port place of shield machine and corresponding pumping hole place, practice of construction is had crucial directive significance.
Weigh to testing native case 10 before and after the test,, obtain the grouting amount of grouting pump 40 piston single strokes in the process of the test, can be used for the demarcation of grouting amount in the practice of construction through calculating its weight change, record grouting pump 40 stroke of piston numbers.
Claims (3)
1. the scaling method of shield synchronization slip casting amount and grouting pressure is characterized in that, may further comprise the steps:
(1) test hose pipe damping power loss, it further comprises:
Connect grouting pump and the native case of a test through flexible pipe;
In the native case of said test, apply an emulation reservoir pressure;
Through said grouting pump via said flexible pipe to the native case slip casting of said test;
Measure said flexible pipe inlet pressure and top hole pressure, calculate the loss of flexible pipe pipe damping power thus;
(2) test shield grouting pipeline pipe damping power loss, it further comprises:
Be connected grouting pump and the native case of a test with flexible pipe through the shield grouting pipeline;
In the native case of said test, apply an emulation reservoir pressure;
Through said grouting pump via said shield grouting pipeline and said flexible pipe to the native case slip casting of said test;
Measure the inlet pressure and the top hole pressure of said shield grouting pipeline, calculate said shield grouting pressure loss in piping thus;
In conjunction with the result of said step (1), step (2), demarcate grouting pressure;
(3) before and after the beginning of said step (1), step (2), respectively the native case of said test is weighed, confirm the soil paste weight injected in the experimentation, and combine the number of stroke of grouting pump described in the experimentation, confirm the grouting amount of grouting pump piston single stroke.
2. the method for claim 1 is characterized in that, above-mentioned steps further comprises in (1):
Before connecting grouting pump and test native case that flexible pipe and the water filling of synchronous grouting pipeline is lubricated through flexible pipe.
3. the method for claim 1 is characterized in that, above-mentioned emulation reservoir pressure value is 0.3MPa.
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| CN2010105334725A CN101982747B (en) | 2010-11-05 | 2010-11-05 | Method for calibrating synchronous grouting quantity and grouting pressure of shield |
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| CN101982747B true CN101982747B (en) | 2012-06-13 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102435254A (en) * | 2011-09-21 | 2012-05-02 | 上海隧道工程股份有限公司 | Shield grouting amount measurement method |
| CN107165642A (en) * | 2017-06-06 | 2017-09-15 | 中铁十九局集团轨道交通工程有限公司 | Accurately control the shield construction method of ground settlement |
| CN109707385B (en) * | 2018-12-18 | 2021-05-28 | 上海隧道工程有限公司 | Intelligent synchronous grouting control method and system for shield construction |
| CN110954676B (en) * | 2019-12-03 | 2021-06-29 | 同济大学 | Visual test device for simulating shield tunneling existing tunnel construction |
| CN112873503A (en) * | 2021-03-25 | 2021-06-01 | 南通铁建建设构件有限公司 | Production process of high-performance steam-curing-free maintenance shield segment |
| CN114166409B (en) * | 2021-11-15 | 2023-06-06 | 北京建筑大学 | Grouting sleeve grouting pressure detection plug, grouting equipment and grouting method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JP4212375B2 (en) * | 2003-02-10 | 2009-01-21 | 戸田建設株式会社 | Backing material injection control device |
| CN100343650C (en) * | 2004-12-09 | 2007-10-17 | 上海隧道工程股份有限公司 | Large shield tunnelling analogue test platform |
| CN100543272C (en) * | 2007-02-08 | 2009-09-23 | 上海隧道工程股份有限公司 | Diameter surpasses the job practices of 11 meters single casting of shield |
| JP5155680B2 (en) * | 2008-02-04 | 2013-03-06 | 鹿島建設株式会社 | Backfill injection method, tunnel construction system and tunnel construction method |
| CN201428448Y (en) * | 2009-06-19 | 2010-03-24 | 山东大学 | Deep well grouting decompression device with underground pressure measurement and aboveground throttling control |
| CN101603427B (en) * | 2009-07-10 | 2011-12-07 | 上海隧道工程股份有限公司 | Shield synchronization slip casting construction technology |
| CN101864966B (en) * | 2010-06-09 | 2012-09-19 | 北京市三一重机有限公司 | Control method of grouting of shield machine and system thereof |
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Owner name: SHANGHAI TUNNEL ENGINEERING CO., LTD. Free format text: FORMER OWNER: SHANGHAI TUNNEL ENGINEERING CO LTD Effective date: 20150119 |
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