CN103758527A - Method for determining soil warehouse control pressure of ground pass shield tunneling machine - Google Patents
Method for determining soil warehouse control pressure of ground pass shield tunneling machine Download PDFInfo
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- CN103758527A CN103758527A CN201310290132.8A CN201310290132A CN103758527A CN 103758527 A CN103758527 A CN 103758527A CN 201310290132 A CN201310290132 A CN 201310290132A CN 103758527 A CN103758527 A CN 103758527A
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Abstract
The invention provides a method for determining a reasonable range of the soil warehouse control pressure of a ground pass shield tunneling machine. A method combining test, numerical simulation calculation and theoretical judgment is adopted. The comprises the following steps: sampling a field tunnel construction soil body, and performing performance testing; establishing a ground pass shield tunneling analysis model which is accordant with field construction conditions and calculating according to test data and the specific practical conditions of a tunnel; determining the lateral soil pressure on an excavated stratum, the central balance pressure of a soil warehouse and the main stress of a soil body in front of the soil warehouse and judging the damage situation of a soil body unit in front of the soil warehouse according to a soil body Mohr-Coulomb damage rule to determine the reasonable range of the soil warehouse control pressure of the ground pass shield tunneling machine. By adopting the method, the reasonable range of the soil warehouse pressure can be determined through real-time analysis according to different construction conditions and states during proceeding of tunnel construction. The method has the characteristics of wide application range, high reliability, convenience in application.
Description
Technical field
The invention belongs to shield tunnel project construction field, relate to the method for a kind of definite ground discrepancy formula shield-tunneling construction shield machine soil storehouse controlled pressure, go for setting the shield machine soil storehouse controlled pressure scope of this special shield tunnel construction of ground discrepancy formula.
Background technology
Along with the anxiety of urban ground space land used, urban infrastructure construction and the urban space underground adjustment of cloth office direction have been the inexorable trend of urban development.Shield tunnel due to less to surrounding environment influence, adapt to the advantages such as weak geological conditions, speed of application be fast, in underground engineering construction, be used widely.
The ground formula shield tunnel construction method of coming in and going out is a kind of without active well, the shield machine driving that directly starts from earth's surface, and last shield machine can directly tunnel in target setting place the construction method that arrives earth's surface; The ground formula shield tunnel construction method of coming in and going out has short, the feature such as cost is low, floor space is little of duration than common soil pressure shield tunnel construction method; Be a kind of good economic results in society Novel shield method for tunnel construction that has, have wide application space.
Shield machine soil storehouse controlled pressure is most important technological parameter in ground discrepancy formula shield-tunneling construction technique, is to control one of ground discrepancy formula shield tunnel construction main control target to surrounding environment influence.In other soil pressure shield structures, compare, come in and go out formula shield-tunneling construction of ground will experience from normal earthing to shallow earthing again to ultra-shallow earth-covered negative this process of earthing of Zhongdao, therefore ground discrepancy formula shield structure is more strict to the Rational choice of shield machine soil storehouse controlled pressure, even more important to the smooth enforcement of construction.
Definite method of current common soil pressure shield structure support pressure is mainly to adopt empirical formula to carry out simple computation.Come in and go out in formula shield tunnel construction in ground, larger variation occurs for thickness of earth covering and stratum condition, and empirical formula is difficult to whole process effectively to set; Meanwhile, other factors that affect the storehouse controlled pressure setting of ground discrepancy formula shield-tunneling construction shield machine soil are various, comprising: the distribution of groundwater table, underground structure, the diameter of shield structure and shape etc.Therefore, a kind of applicable ground discrepancy formula shield tunnel construction feature, and can be in conjunction with different geological conditions, surrounding environment and execution conditions, determine that the method for shield machine soil storehouse controlled pressure zone of reasonableness is extremely urgent and very necessary.
Summary of the invention
In order to reach, meet the object that is applicable to ground discrepancy formula shield tunnel construction feature, the method that the present invention adopts experimental test-numerical simulation calculation-theoretical judgment to combine, the setting means that provides a kind of definite ground to come in and go out formula shield tunnel construction shield machine soil storehouse controlled pressure.
The technical solution adopted for the present invention to solve the technical problems is:
A method for definite ground discrepancy formula shield tunnel construction shield machine soil storehouse controlled pressure zone of reasonableness, the method that adopts experimental test-numerical simulation calculation-theoretical judgment to combine; Concrete implementation step is as follows:
(1) carry out on-the-spot constructing tunnel soil capability testing experiment; Concrete steps are as follows:
1), according to on-the-spot geological condition, each layer soil body is chosen to the scheme that fetches earth accordingly; Every layer soil body is got the test block of 3-4 piece; When fetching earth, should avoid the disturbance to the soil body;
2) test block is positioned in shear box, shear box and test block gap application expansive cement mortar are filled;
3) apply pressure at right angle, carry out the compression of the test block soil body, pressure is divided into 3 to 4 grades by equivalent and increases gradually, until the vertical deformation of the test block soil body is stable;
4) apply shearing, carry out the shearing of the test block soil body, shearing loads once and records corresponding shearing force and shearing strain quantity every 1min equivalent; When the shear strain of the test block soil body sharply increase or shear strain reach specimen size 1/10 time, think damage of soil body;
5) draw the relation curve of shear strength and pressure at right angle, determine the angle of internal friction of corresponding each soil layer soil body
and cohesion
value;
(2) set up ground discrepancy formula shield tunnel construction numerical computations model, carry out ground discrepancy formula shield tunnel construction numerical simulation; Its concrete steps are as follows:
1) according to the ground discrepancy actual geological conditions of formula shield tunnel construction and surrounding environment, set up constructing tunnel nonlinear Finite Element Method Simulation model;
2) soil body adopts elastic-plastic constitutive relation, and the fringe conditionss such as the scope of freedom, the plane of symmetry and Normal Displacement constraint are set, and adopts Finite Element Method to carry out numerical simulation.
(3) apply the section soil body deadweight of ground discrepancy formula shield tunnel construction and ground overload active force and carry out nonlinear finite element numerical simulation calculating, obtain initially stress field of constructing tunnel, thereby determine the original lateral earth pressure in discrepancy formula shield tunnel construction section excavated section stratum, ground;
(4) the ground formula Shield Tunneling section prime stratum lateral earth pressure of coming in and going out is set to support pressure, applies the line nonlinearity finite element numerical simulation of going forward side by side calculate as force boundary condition; Using the central point displacement of native storehouse as judging index, differentiate Tu Cang center and whether reach equilibrium of forces; By carrying out numerical experimentation, if the central point displacement of native storehouse is for just, represent that pressure is excessive; Otherwise, represent that pressure is less than normal; Soil storehouse the center displacement absolute value minimum, is approximately at 1 o'clock, determines that center, the storehouse equilibrium pressure that is unearthed is support pressure;
(5) by determined support pressure, as force boundary condition, apply the line nonlinearity finite element numerical simulation of going forward side by side and calculate, obtain the stress state of the Tu Cang front soil body, determine soil body unit, Tu Cang front main stress bar;
(6) change support pressure ratio, in conjunction with Mohr-Coulomb Strength Theory, carry out the judgement of soil body unit, Tu Cang front destruction situation, determine ground discrepancy formula shield tunnel construction shield machine soil storehouse controlled pressure setting range.
On ground, come in and go out in formula shield tunnel construction process, by controlling native storehouse central point pressure, keep Tu Cang front soil stabilization, be not destroyed.Therefore definition pressure ratio
for:
In formula
for support pressure setting value;
for native storehouse central point initial pressure value.By changing
adjust support pressure and set value the line nonlinearity finite element numerical simulation calculating of going forward side by side;
In conjunction with Mohr-Coulomb Strength Theory, carry out the judgement of soil body unit, Tu Cang front destruction situation.Shear strength on the damage of soil body face of Tu Cang front
it is normal stress on this face
function:
In formula
for the cohesion of the soil body,
for the angle of internal friction of the soil body, its value is by measuring in step (1) test.If the Mohr's circle of the soil body cuts mutually with destroying envelope curve, the Tu Cang front soil body is in collapse state.
Constantly increase or reduce
adjust support pressure and set value and calculate, constantly carry out the judgement of soil body unit, Tu Cang front destruction situation simultaneously, finally determine the zone of reasonableness of shield machine soil storehouse controlled pressure.
Compared with prior art, the present invention has following outstanding substantive distinguishing features and advantage significantly:
The method that the present invention adopts experimental test-numerical simulation calculation-theoretical judgment to combine, according to ground discrepancy formula shield tunnel construction different geological conditions, surrounding environment and construction characteristic, pass through numerical simulation calculation, in conjunction with the soil body mole-coulomb, destroy standard, determine exactly the zone of reasonableness of ground discrepancy formula shield tunnel construction shield machine soil storehouse controlled pressure.This method had been broken away from the past rule of thumb formula and had been determined support pressure, and caused the problem that construction risk is larger, and the problem that can not analyze continuously of theoretical method; Meanwhile, this method can, when constructing tunnel advances, according to different construction conditions and state, be carried out real-time analysis and determine the zone of reasonableness of support pressure, have be suitable for wide, reliability is high, apply feature easily.
Accompanying drawing explanation
The operational flowchart of Fig. 1 the inventive method.
Fig. 2 ground discrepancy of the present invention formula shield tunnel construction numerical simulator figure.
Fig. 3 Tu Cang of the present invention front soil body cell schematics.
Fig. 4 Tu Cang of the present invention front sediment failure is to cleavage fracture procedure chart.
Fig. 5 Tu Cang of the present invention front sediment failure is to the destructive process figure that caves in.
The specific embodiment
Below in conjunction with drawings and Examples, the present invention is further described:
As shown in Figure 1, the method for a kind of definite ground discrepancy formula shield tunnel construction shield machine soil storehouse controlled pressure zone of reasonableness, the method that adopts experimental test-numerical simulation calculation-theoretical judgment to combine; The on-the-spot constructing tunnel soil body is sampled and carries out performance test, according to the concrete actual conditions of experimental data and tunnel, set up and meet the ground discrepancy formula shield tunnel construction analytical model of construction condition and calculate, by determining constructing tunnel section excavation stratum lateral earth pressure, Tu Cang center equilibrium pressure and Tu Cang front soil body main stress bar, and in conjunction with the soil body mole of-coulomb of failure criterion, differentiate the destruction situation of the soil body unit in Tu Cang front, finally determine the come in and go out zone of reasonableness of formula shield tunnel construction shield machine soil storehouse controlled pressure of ground.
(1) carry out on-the-spot constructing tunnel soil capability testing experiment.Field sampling carries out soil in-situ direct shear test, obtains the angle of internal friction of the soil body
and cohesion
.Concrete steps are as follows:
1), according to on-the-spot geological condition, each layer soil body is chosen to the scheme that fetches earth accordingly.Every layer soil body is got the test block of 3-4 piece.When fetching earth, should avoid the disturbance to the soil body.
2) test block is positioned in shear box, shear box and test block gap application expansive cement mortar are filled.
3) apply pressure at right angle, carry out the compression of the test block soil body, pressure is divided into 3 to 4 grades by equivalent and increases gradually, until the vertical deformation of the test block soil body is stable.
4) apply shearing, carry out the shearing of the test block soil body, shearing loads once and records corresponding shearing force and shearing strain quantity every 1min equivalent.When the shear strain of the test block soil body sharply increase or shear strain reach specimen size 1/10 time, think damage of soil body.
5) draw the relation curve of shear strength and pressure at right angle, determine the angle of internal friction of corresponding each soil layer soil body
and cohesion
value.
(2) ground discrepancy formula shield tunnel construction method for numerical simulation is Finite Element Method, and its concrete steps are as follows:
1), according to the actual geological conditions of constructing tunnel and surrounding environment, set up constructing tunnel nonlinear Finite Element Method Simulation model.Tunnel inside dimension in this routine model: 5500mm(internal diameter); Tunnel outside dimension: 6200mm(external diameter); Shield machine outside dimension D:6340mm; Section of jurisdiction thickness is 350mm
2) soil body adopts elastic-plastic constitutive relation, the fringe conditionss such as the scope of freedom, the plane of symmetry and Normal Displacement constraint is set, as shown in Figure 2.
(3) apply constructing tunnel section soil body deadweight and ground overload active force carries out nonlinear finite element numerical simulation calculating, obtain initially stress field of constructing tunnel, thereby determine the ground original lateral earth pressure in formula shield tunnel construction section excavated section stratum of coming in and going out.
(4) the ground formula Shield Tunneling section prime stratum lateral earth pressure of coming in and going out is set to support pressure, applies the line nonlinearity finite element numerical simulation of going forward side by side calculate as force boundary condition.Using the central point displacement of native storehouse as judging index, differentiate Tu Cang center and whether reach equilibrium of forces.By carrying out numerical experimentation, if the central point displacement of native storehouse is for just, represent that pressure is excessive; Otherwise, represent that pressure is less than normal.Soil storehouse the center displacement absolute value minimum, is approximately at 1 o'clock, determines center, the storehouse equilibrium pressure that is unearthed.
(5) by determined support pressure, as force boundary condition, apply the line nonlinearity finite element numerical simulation of going forward side by side and calculate, obtain the stress state of the Tu Cang front soil body, convert and determine soil body unit, Tu Cang front main stress bar; As shown in Figure 3.
(6) on ground, come in and go out in formula shield tunnel construction process, by controlling native storehouse central point pressure, keep Tu Cang front soil stabilization, be not destroyed.Therefore definition pressure ratio is:
In formula
for support pressure setting value;
for native storehouse central point initial pressure value;
In conjunction with Mohr-Coulomb Strength Theory, carry out the judgement of soil body unit, Tu Cang front destruction situation.Shear strength on the damage of soil body face of Tu Cang front
it is normal stress on this face
function:
In formula
for the cohesion of the soil body,
for the angle of internal friction of the soil body, its value is by measuring in step (1) test.
Three of soil body unit, Tu Cang front main stress bar
,
,
by step (5), tried to achieve, if the Mohr's circle of the soil body cuts mutually with destroying envelope curve,
The Tu Cang front soil body is in collapse state.
Constantly change
adjust support pressure setting value and calculate, constantly carry out the judgement of soil body unit, Tu Cang front destruction situation simultaneously, determine the zone of reasonableness of shield machine soil storehouse controlled pressure.
By changing
adjust support pressure and calculate, by pressure ratio
by 1, with 0.01 increment, progressively increase, support pressure also will progressively increase, and being out of shape and unstability will appear in the corresponding Tu Cang front soil body, and unstability is aggravated until the process of cleavage fracture, as shown in Figure 4.At different pressures ratio
under, determine soil body unit, Tu Cang front main stress bar, in conjunction with Mohr-Coulomb critical theory, the soil body unit in Tu Cang front is destroyed to judgement.In this example, work as
=1.40 o'clock, soil body unit, Tu Cang front main stress bar met Mohr-Coulomb critical theory, and the Tu Cang front soil body starts unstability, and pressure is now the higher limit of native storehouse controlled pressure, as shown in Figure 4 b.
In like manner, by pressure ratio
by 1, progressively reduce, the destruction until the corresponding Tu Cang front soil body caves in, as shown in Figure 5.By judging the lower limit that can determine native storehouse controlled pressure.In this example, work as
=0.78 o'clock, the Tu Cang front soil body started unstability, and support pressure is now the lower limit of native storehouse controlled pressure, as shown in Fig. 5 b.Finally determined that ground discrepancy formula shield tunnel construction shield machine soil storehouse controlled pressure zone of reasonableness under these execution conditions is 51.26KPa ~ 70.11KPa.
Claims (4)
1. a method for definite ground discrepancy formula shield-tunneling construction shield machine soil storehouse controlled pressure, the method that adopts experimental test, numerical simulation, theoretical judgment to combine, is characterized in that, concrete implementation step is as follows:
(1) carry out on-the-spot constructing tunnel soil capability testing experiment;
(2) set up ground discrepancy formula shield tunnel construction numerical computations model, carry out ground discrepancy formula shield tunnel construction numerical simulation;
(3) apply the section soil body deadweight of ground discrepancy formula shield tunnel construction and ground overload active force, carry out nonlinear finite element numerical simulation calculating, obtain initially stress field of constructing tunnel, thereby determine the original lateral earth pressure in discrepancy formula shield tunnel construction section excavated section stratum, ground;
(4) the ground formula Shield Tunneling section prime stratum lateral earth pressure of coming in and going out is set to support pressure, applies the line nonlinearity finite element numerical simulation of going forward side by side calculate as force boundary condition; Using the central point displacement of native storehouse as judging index, differentiate Tu Cang center and whether reach equilibrium of forces; By carrying out numerical experimentation, if the central point displacement of native storehouse is for just, represent that pressure is excessive; Otherwise, represent that pressure is less than normal; Soil storehouse the center displacement absolute value minimum, is approximately at 1 o'clock, determines that center, the storehouse equilibrium pressure that is unearthed is support pressure;
(5) by determined support pressure, as force boundary condition, apply the line nonlinearity finite element numerical simulation of going forward side by side and calculate, obtain the stress state of the Tu Cang front soil body, determine soil body unit, Tu Cang front main stress bar;
(6) change support pressure ratio, in conjunction with Mohr-Coulomb Strength Theory, carry out the judgement of soil body unit, Tu Cang front destruction situation, determine ground discrepancy formula shield tunnel construction shield machine soil storehouse controlled pressure setting range.
2. the method for a kind of definite ground discrepancy formula shield-tunneling construction shield machine soil according to claim 1 storehouse controlled pressure, is characterized in that, the concrete steps that described step (1) is carried out on-the-spot constructing tunnel soil capability testing experiment are:
1), according to on-the-spot geological condition, each layer soil body is chosen to the scheme that fetches earth accordingly; Every layer soil body is got the test block of 3-4 piece; When fetching earth, should avoid the disturbance to the soil body;
2) test block is positioned in shear box, shear box and test block gap application expansive cement mortar are filled;
3) apply pressure at right angle, carry out the compression of the test block soil body, pressure is divided into 3 to 4 grades by equivalent and increases gradually, until the vertical deformation of the test block soil body is stable;
4) apply shearing, carry out the shearing of the test block soil body, shearing loads once and records corresponding shearing force and shearing strain quantity every 1min equivalent; When the shear strain of the test block soil body sharply increase or shear strain reach specimen size 1/10 time, think damage of soil body;
5) draw the relation curve of shear strength and pressure at right angle, determine the angle of internal friction of corresponding each soil layer soil body
and cohesion
value.
3. the method for a kind of definite ground discrepancy formula shield-tunneling construction shield machine soil according to claim 1 storehouse controlled pressure, it is characterized in that, the ground discrepancy formula of setting up shield tunnel construction numerical computations model in described step (2), carry out ground discrepancy formula shield tunnel construction numerical simulation, its concrete steps are as follows:
1) according to the ground discrepancy actual geological conditions of formula shield tunnel construction and surrounding environment, set up constructing tunnel nonlinear Finite Element Method Simulation model;
2) soil body adopts elastic-plastic constitutive relation, and the fringe conditionss such as the scope of freedom, the plane of symmetry and Normal Displacement constraint are set, and adopts Finite Element Method to carry out numerical simulation.
4. the method for a kind of definite ground discrepancy formula shield-tunneling construction shield machine soil according to claim 1 storehouse controlled pressure, it is characterized in that, combination Mohr-Coulomb Strength Theory in described step (6), determine ground discrepancy formula shield tunnel construction shield machine soil storehouse controlled pressure setting range, its concrete steps are as follows:
1) on ground, come in and go out in formula shield tunnel construction process, by controlling native storehouse central point pressure, keep Tu Cang front soil stabilization, be not destroyed; Therefore definition pressure ratio
for:
In formula
for support pressure setting value;
for native storehouse central point initial pressure value; By changing
adjust support pressure and set value the line nonlinearity finite element numerical simulation calculating of going forward side by side;
2), in conjunction with Mohr-Coulomb Strength Theory, carry out the judgement of soil body unit, Tu Cang front destruction situation; Shear strength on the damage of soil body face of Tu Cang front
it is normal stress on this face
function:
In formula
for the cohesion of the soil body,
for the angle of internal friction of the soil body, its value is by measuring in step (1) test; If the Mohr's circle of the soil body cuts mutually with destroying envelope curve, the Tu Cang front soil body is in collapse state;
3) constantly increase or reduce
adjust support pressure and set value and calculate, constantly carry out the judgement of soil body unit, Tu Cang front destruction situation simultaneously, finally determine the zone of reasonableness of shield machine soil storehouse controlled pressure.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106481344B (en) * | 2016-10-25 | 2018-07-06 | 华中科技大学 | A kind of balancing earth-pressure shielding machine tunnel piercing parameter intelligent control method |
| CN110374605A (en) * | 2019-07-01 | 2019-10-25 | 天津大学 | The outer lateral earth pressure measuring device of water-bag type shield tunnel and method |
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| JPS6037399A (en) * | 1984-06-21 | 1985-02-26 | 株式会社イセキ開発工機 | Fluid pressure type shield tunnel drilling apparatus |
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| CN1436917A (en) * | 2003-03-06 | 2003-08-20 | 上海隧道工程股份有限公司 | Tunnel constructing process with miniature push pipes to balance earth pressure |
| CN101539023A (en) * | 2008-03-21 | 2009-09-23 | 中铁二局股份有限公司 | Shield machine belt pressure chamber opening operation construction method |
| CN103742163A (en) * | 2013-05-21 | 2014-04-23 | 上海大学 | Method for determining ground access type shield construction shield tunneling machine soil cabin control pressure |
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2013
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Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS60234482A (en) * | 1984-05-04 | 1985-11-21 | Hitachi Zosen Corp | Controlling method of motor for driving current of shield excavator |
| JPS6037399A (en) * | 1984-06-21 | 1985-02-26 | 株式会社イセキ開発工機 | Fluid pressure type shield tunnel drilling apparatus |
| CN1436917A (en) * | 2003-03-06 | 2003-08-20 | 上海隧道工程股份有限公司 | Tunnel constructing process with miniature push pipes to balance earth pressure |
| CN101539023A (en) * | 2008-03-21 | 2009-09-23 | 中铁二局股份有限公司 | Shield machine belt pressure chamber opening operation construction method |
| CN103742163A (en) * | 2013-05-21 | 2014-04-23 | 上海大学 | Method for determining ground access type shield construction shield tunneling machine soil cabin control pressure |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106481344B (en) * | 2016-10-25 | 2018-07-06 | 华中科技大学 | A kind of balancing earth-pressure shielding machine tunnel piercing parameter intelligent control method |
| CN110374605A (en) * | 2019-07-01 | 2019-10-25 | 天津大学 | The outer lateral earth pressure measuring device of water-bag type shield tunnel and method |
| CN110374605B (en) * | 2019-07-01 | 2024-03-26 | 天津大学 | Device and method for measuring soil pressure outside water bag type shield tunnel |
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Effective date of registration: 20151202 Address after: 200444 Baoshan District Road, Shanghai, No. 99 Applicant after: Shanghai University Applicant after: SHANGHAI TUNNEL ENGINEERING CO., LTD. Applicant after: SHANGHAI TUNNEL ENGINEERING CO., LTD. Address before: 200444 Baoshan District Road, Shanghai, No. 99 Applicant before: Shanghai University Applicant before: Shanghai Tunnel Engineering Co., Ltd. |
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Application publication date: 20140430 |