CN102306225B - Method for simulating construction course and tunnel deformation influence value of multiline overlapping tunnel - Google Patents

Method for simulating construction course and tunnel deformation influence value of multiline overlapping tunnel Download PDF

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CN102306225B
CN102306225B CN 201110289142 CN201110289142A CN102306225B CN 102306225 B CN102306225 B CN 102306225B CN 201110289142 CN201110289142 CN 201110289142 CN 201110289142 A CN201110289142 A CN 201110289142A CN 102306225 B CN102306225 B CN 102306225B
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tunnel
soil
shield
simulation
construction
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CN 201110289142
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CN102306225A (en
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张治国
张孟喜
吴惠明
肖潇
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上海大学
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Abstract

The invention belongs to the field of tunnel engineering and particularly relates to a method for simulating the construction course and a tunnel deformation influence value of a multiline overlapping tunnel. The method provided by the invention comprises the following operation steps: (1) determining a soil constitutive model; (2) simulating an initial dead-weight stress field; (3) simulating an equivalent layer structure; (4) simulating a tunnel duct piece structure; (5) simulating a slurry hardening course; and (6) simulating the influence course of shield propelling on subway tunnel operation. In the method provided by the invention, the complicated working conditions of multiline overlapping tunnel construction are considered in detail; a rigidness migration method is used for simulating a shield propelling course, wherein a life and death unit is preset in a lining and soil disturbance zone; and the dynamic course of shield construction is reflected by a method for activating the life and death unit to change the mechanics characteristics of the unit material in different construction steps. In the simulation method provided by the invention, a thin film unit is used for simulating the oblique crossing construction working conditions of the multiline overlapping tunnel at any angle; and the defect that a conventional finite element method is difficult to converge when the construction working conditions are simulated can be avoided.

Description

The multi-thread constructing tunnel process and tunnel deformation is affected method for numerical simulation of overlapping

Technical field

The invention belongs to the Tunnel Engineering field, be specifically related to a kind of multi-thread constructing tunnel process and tunnel deformation is affected method for numerical simulation of overlapping.

Background technology

Along with urbanization process is accelerated, subway and track traffic become the important quick convenient public transport mode in China big city.According to existing planning, the circuit that builds up operation to 28 cities of the year two thousand twenty China will reach 177, and total kilometrage will reach more than 6100 kilometer.Shield tunnel is used widely in the engineering constructions such as soft clay area urban subway, cross-river tunnel, yet, in practice of construction, because the structures such as surface buildings and underground pile foundation, pipeline and existing tunnel restriction, to occur inevitably the shield structure in the constructing tunnel and overlap up and down the special construction operating mode of passing through, as: Shanghai Metro Line No. 2 passes through the subway Line 1, and minimum clear distance is 1.2m only; Station, No. 4 line Pudongs of Shanghai Underground South Road~Nanpu Bridge station running tunnel two-wire overlaps, and the minimum clear distance in two tunnels is 2m only, overlaps length and is about 437.7m; No. 11 line north of Shanghai Underground section the second stage of the project double track tunnel passes through from No. 4 threaded list roads of the subway upper and lower of operation respectively, forms the special operation condition that four lines overlap.Operating mode is numerous overlapping like this, and it is longer to overlap distance, even carries out constructing tunnel in the multi-thread situation about overlapping, and has great construction risk and potential safety hazard.Therefore, demand urgently for the multi-thread effect that affects that overlaps shield tunnel construction of soft clay area, especially cause that for the multi-thread constructing tunnel that overlaps the deformation effect that closes on the operated subway tunnel carries out theoretical research, thereby provide good consulting and suggestion for the site operation of subway tunnel and later stage operation.

At present, generally only overlap for two-wire about the theoretical research that overlaps the tunnel both at home and abroad, the construction operating mode also only is confined to the parallel or vertical construction of two-wire, its research object is with to overlap operating mode relative single, research mechanism is not enough fully with deep, overlap also seldom research of problem to three lines that occur in the near future even four lines etc. are multi-thread, also do not carry out systematic study for the interaction mechanism that passes through with arbitrarily angled oblique, its design and construction also can follow without the concrete norm standard.Multi-thread among the present invention overlaps the constructing tunnel process and the operated subway tunnel deformation affected method for numerical simulation, can provide the multi-thread shield driven tunnel crossing that overlaps to the deformation effect mechanism of surrounding soil and existing tunnel, can effectively simulate driving tunnel and existing operation tunnel and present the complex working condition that certain angle carries out the oblique crossing construction.The present invention multi-threadly overlaps engineering construction and has important practical guided significance for similar, also has important theoretical reference and is worth for formulating the multi-thread safety precautions that overlaps safety for tunnel engineering crossing technology standard and close on existing buildings or structures.

Summary of the invention

The object of the invention is not yet to relate to the multi-thread problems that overlap such as three lines of recent appearance even four lines for the existing research that overlaps the tunnel, simultaneously for conventional method for numerical simulation difficult defective that restrains when simulating wide-angle oblique constructing tunnel operating mode, propose a kind of be applicable to soft clay area multi-thread and overlap the constructing tunnel process and the subway tunnel deformation affect method for numerical simulation, thereby deepen the multi-thread mechanism that affects that overlaps shield tunnel construction geotechnique environmental effect is familiar with.

For achieving the above object, the present invention is by the following technical solutions: a kind ofly multi-threadly overlap the constructing tunnel process and the subway tunnel deformation is affected method for numerical simulation, be to overlap construction, large-angle inclined complex working condition to crossing construction and the construction of super close distance existing buildings for the soft clay area multiple track tunnel, set up the multi-thread Three-Dimensional Dynamic numerical simulation method that overlaps that to consider simultaneously the construction operating modes such as shield driving, grouting at the tail of the shield machine, lining processing.The technical scheme that it is characterized in that operation steps and enforcement is as follows:

The first step, determine soil body basic physical and mechanical parameters and adopt Drucker-Prager criterion simulation soil body constitutive relation: soil body basic physical and mechanical parameters is each layer soil body severe, cohesion, angle of internal friction, modulus in compression and Poisson ratio, jointly determines in conjunction with shop experiment by on-the-spot in-situ test; Soil body constitutive relation commonly used has at present: Drucker-Prager criterion, Mohr-Columb criterion, Duncan-Chang criterion and Cambridge criterion etc.In numerical simulation calculation, the Drucker-Prager criterion can better reflect soil body nonlinear characteristic, can avoid simultaneously other criterion yield surfaces to cause difficulty on the numerical evaluation in edges and corners, thereby avoids unusual result's appearance.Therefore, adopt the Drucker-Prager criterion to simulate soil body constitutive relation in this analogy method.

Second step, the initial self-weight stress field in simulation place: in this analogy method, initially stress field is the basis of subsequently tunnel excavation analog computation, only has and adopts and the actual initially stress field that conforms to, and just may draw comparatively really answer.Primary stress field is generally soil body self-weight stress field, and it is the product of soil body severe and this place's soil body degree of depth in any depth soil body vertical stress value, and should locate the product of soil body vertical stress value and coefficient of static earth pressure to stress value for this by place's soil body horizontal; The coefficient of static earth pressure value can adopt indoor triaxial apparatus to record, and can adopt in position the self-boring pressuremeter test to obtain.

The 3rd step, the generations such as simulation layers structure: waiting the generation layer is that tunnel surrounding soil disturbance, the tunnel wall soil body are to the abstract of movement and the backfill grouting effect in shield tail space, for certain stratal configuration condition and construction technology, its thickness and mechanics parameter thereof are certain.Material in the equivalent layer is the mixture of soil, grout and soil and grout, and its proportion of composing is relevant with property of soil, paste materials and grouting pressure etc., equivalent layer can be treated as resilient material, and its parameter comprises thickness, elastic modulus and Poisson ratio.

Elastic modulus and the Poisson ratio of layer can be got with reference to the mechanical characteristic of soil cement in generation.Deng the thickness of generation layer and be not equal to the theoretical value in shield tail space.If the tunnel wall soil body is harder, not by disturbance, only produce a little displacement to shield tail space, the theoretical value that is slightly less than shield tail space for the thickness of layer is then waited all by the slurry filling in all the other spaces; If the soil body of tunnel wall is softer, then after the shield tail was deviate from lining cutting, the soil body moved, is full of shield tail space to shield tail space rapidly, and the tunnel wall soil body is subjected to disturbance.Under pressure simultaneously, grout penetrates in the weak soil, forms the composite material of soil and grout, considers that the easy perturbation of weak soil and tunnel wall displacement are larger, and waiting will be greater than the theoretical value in shield tail space for the thickness of layer.

Deng as follows for layer thickness δ computing formula:

δ=ηA

Wherein: A is that the shield tail calculates space, the i.e. difference of shield structure radius and lining cutting radius;

η is for waiting generation layer design factor, and its span is 0.7~2.0, to hard stratum, and desirable its lower limit; To the soil layer of dead-soft, desirable its upper limit.For the shield tunnel in the different soil properties, its η value generally can be taken as: stiff clay, 0.7~0.9; Close sand, 0.9~1.3; The fluffing of moulding sand, 1.3~1.8; Soft clay, 1.6~2.0.

In the 4th step, simulation tunnel lining segment structure: reinforced concrete lining layer is adopted in lining cutting, is generally general ring wedge shape section of jurisdiction.The section of jurisdiction concrete strength is generally the C55 level, and concrete impervious grade is general S12.Circle straight joint or staggered joint erection technique are generally adopted in lining cutting, and the employing high-strength bolt is connected between section of jurisdiction ring and the ring.Do not consider that in this analogy method lining segment divides the horizontal connection of interblock, lining cutting is taken as hoop continuous circular shape model, is 85% of original intensity with lining cutting elastic modulus reduction in the model, and Poisson ratio remains unchanged.Consider simultaneously the concrete pipe sheet built generally in elastic stage work, so in this analogy method, adopt elastic model to simulate the lining segment structure.

The 5th step, simulation grouting at the tail of the shield machine and slurries hardening process: slurry is hardened gradually by liquid state, but liquid state is difficult to simulation, adopt the physical and mechanical parameter of the generation layer structure such as changes to simulate, choose three typical compression strength values and simulate this simulation slurries hardening process, be specially: 0.1MPa, 1MPa and 10MPa; Arrange simultaneously equivalent even distributed force, namely after diging up the soil body, apply respectively well-distributed pressure on the soil body of formation cavern, tunnel and the lining element face.

In the 6th step, the simulation shield driving is to closing on the influence process in existing operated subway tunnel: adopt the rigidity transfer method to simulate the overall process of shield driving at described the first to the 5th step working foundation.The simulation of the whole process of tunneling shield Dynamic Construction is shield structure great-jump-forward to be pushed ahead as a non-continuous process study, in this modeling algorithm, adopt the method that changes the unit material type to realize, namely adopt the rigidity transfer method to finish simulation, be about to the shield structure and push ahead the transition process of regarding rigidity and load as.In the numerical simulation, be equipped with prefabricated unit at shield machine shell-and-tube sheet surrounding soil disturbed belt, the soil excavation employing is killed soil body unit and is realized, Excavation advances the shield machine shell gradually deeply, and the element stiffness of soil disturbance band is reduced to very little, namely trends towards 10 -6, the hardness of injecting cement paste changes gradually subsequently, and the supporting of lining cutting begins effect in addition, and its effect is realized in the dead unit that adopts activation to set in advance in this case.

The specific operation process of rigidity transfer method is: at first, cut out the first ring soil body, consider Unloading Effect, discharge the first ring resistance to shear of soil, activate the generation layer such as first ring and lining cutting layer, waiting generation this moment layer is the shield machine shell; Next cuts out the second ring soil body, release the second ring resistance to shear of soil, and activation second encircles and waits for layer and lining cutting layer, and consideration shield tail is deviate from and slip casting, and become grouting layer a layer this moment in the generations such as first ring, and elastic modulus is 0.1MPa; Then, cut out the 3rd ring soil body, discharge the 3rd ring resistance to shear of soil, activate the 3rd ring and wait generation layer and lining cutting layer, consider that the shield tail deviates from and slip casting, in the generations such as the second ring, layer become grouting layer at this moment, elastic modulus is 0.1MPa, considers the slip casting sclerosis, the generations such as first ring a layer elastic modulus add greatly 1MPa; Then, cut out the Fourth Ring soil body, discharge the Fourth Ring resistance to shear of soil, activate the generation layer such as Fourth Ring and lining cutting layer, consider that the shield tail deviates from and slip casting, in the generations such as the 3rd ring, layer become grouting layer at this moment, elastic modulus is 0.1MPa, consider the slip casting sclerosis, this moment, the generation layer elastic modulus such as first ring added greatly 10MPa, the generations such as the second ring a layer elastic modulus add greatly 1MPa; Next, carry out other ring tunnel excavating process simulations.When driving tunnel and the both not parallel also out of plumb constructions of existing operation tunnel, but when presenting certain angle and carrying out the oblique crossing construction, in the mesh discretization process, although existing operation tunnel region mesh discretization type is consistent with driving tunnel area mesh discretization type, but because oblique operating mode, cell node is not coupled naturally in the Three regions surface of contact, and the node coupling that thin layer element is realized different zone of dispersions is set in this analogy method for this reason.

The present invention has following remarkable advantage compared with prior art:

The present invention can provide the multi-thread constructing tunnel process that overlaps of soft clay area to reach closing on the accurate analog computation of operated subway tunnel deformation.This analogy method characteristics are as follows: (1) this analogy method can consider that the soft clay area multiple track tunnel overlaps the complex working condition of construction and the construction of super close distance existing buildings, can simulate the complicated construction operating modes such as shield driving, grouting at the tail of the shield machine and lining processing simultaneously; (2) this analogy method not only can be considered the conventional operating mode of the parallel or vertical construction in tunnel, can also consider better that the tunnel is with the operating mode of arbitrarily angled oblique construction; (3) the analog computation result that obtains of this analogy method can the guide practice of construction, guarantees that the multi-thread safety for tunnel engineering that overlaps passes through existing buildings; (4) utilize this analogy method to carry out the theoretical research of tunnel construction environment geotechnique effect, can promote the relevant speciality discipline developments such as underground works, can be simultaneously Tunnel Engineering site operation and operation good consulting and suggestion is provided.

Description of drawings

Accompanying drawing 1 overlaps the constructing tunnel process and the subway tunnel deformation is affected the method for numerical simulation flowsheet for simulation of the present invention is multi-thread.

Accompanying drawing 2 is the generation layer structural representation that wait of the present invention.

Accompanying drawing 3 is thin layer element synoptic diagram of the present invention.

Accompanying drawing 4 is the multi-thread tunnel construction simulation mesh discretization synoptic diagram that overlaps of the present invention.

Accompanying drawing 5 passes through complete rear existing tunnel linear deformation rule synoptic diagram for construction shield structure downlink of the present invention overlaps.

Accompanying drawing 6 is operation tunnel of the present invention outer ring linear deformation monitor value and calculated value comparing result synoptic diagram.

Embodiment

By reference to the accompanying drawings, the present invention is described in further detail by preferred embodiment:

Embodiment one:

Referring to Fig. 1, basis is multi-thread to be overlapped the constructing tunnel process and tunnel deformation is affected method for numerical simulation, it is characterized in that this analogy method operation steps is as follows:

The first step, determine soil body basic physical and mechanical parameters and adopt Drucker-Prager criterion simulation soil body constitutive relation: soil body basic physical and mechanical parameters is each layer soil body severe, cohesion, angle of internal friction, modulus in compression and Poisson ratio, jointly determines in conjunction with shop experiment by on-the-spot in-situ test; The Drucker-Prager criterion can better reflect soil body nonlinear characteristic, can avoid simultaneously other criterion yield surfaces to cause difficulty on the numerical evaluation in edges and corners, thereby avoids unusual result's appearance;

Second step, carry out initial gravity stress field stimulation: the soft soil layer primary stress field is generally soil body self-weight stress field, it is the product of soil body severe and this place's soil body degree of depth in any depth soil body vertical stress value, and should locate the product of soil body vertical stress value and coefficient of static earth pressure to stress value for this by place's soil body horizontal; The coefficient of static earth pressure value can adopt indoor triaxial apparatus to record, and can adopt in position the self-boring pressuremeter test to obtain;

The 3rd step, wait a generation layer structural simulation: will be closely related with constructing tunnel but the variable of difficult quantification---size, grouting filling degree and the tunnel wall soil body in shield tail space be subjected to the degree of disturbance and scope equivalence for one deck homogeneous uniform thickness etc. generation layer, these factors that are difficult for quantizing are achieved in theoretical algorithm; Be soil, grout and soil and the mixture of grout Deng the material in the generation layer, its proportion of composing is relevant with property of soil, paste materials and grouting pressure etc., can with etc. generation layer treat as resilient material, its parameter comprises thickness, elastic modulus and Poisson ratio;

In the 4th step, simulation tunnel lining segment structure: circle straight joint or staggered joint erection technique are generally adopted in lining cutting, and the employing high-strength bolt is connected between section of jurisdiction ring and the ring; Every ring tunnel duct piece laterally being assumed to be a homogeneous annulus, being connected the reduction to the tunnel integral rigidity between considering in the vertical ring and encircling, is 85% of original intensity with lining cutting elastic modulus reduction in the model, and Poisson ratio remains unchanged; Consider that the concrete pipe sheet built generally in elastic stage work, can adopt elastic model to simulate the lining segment structure;

The 5th step, carry out the simulation of grouting at the tail of the shield machine and slurries hardening process: slurry is hardened gradually by liquid state, but liquid state is difficult to simulation, adopt the physical and mechanical parameter of the generation layer structure such as changes to simulate, choose three typical compression strength values and simulate the slurries hardening process, be specially 0.1MPa, 1MPa and 10MPa; Arrange simultaneously equivalent even distributed force, namely after diging up the soil body, apply respectively well-distributed pressure on the soil body of formation cavern, tunnel and the lining element face;

The 6th step, simulation shield-tunneling construction process and to closing on the deformation effect process in existing operated subway tunnel: on described the first to the 5th step working foundation, adopt the rigidity transfer method to simulate the overall process of shield driving; The shield structure pushed ahead as a great-jump-forward non-continuous process study, lining cutting, etc. set in advance the life and death unit in generation layer and the soil disturbance band, be used in and activate the method that the life and death unit changes the unit material mechanical characteristic different opportunitys and reflect shield tunneling and slip casting and the dynamic process of executing lining; In the practical operation, set prefabricated unit at shield machine shell-and-tube sheet surrounding soil disturbed belt, when Excavation advanced, deeply, the element stiffness of soil disturbance band was reduced to very little the shield machine shell, namely trends towards 10 gradually -6, the hardness of injecting cement paste changes gradually subsequently, and the supporting of lining cutting begins effect in addition, activates in this case the dead unit that sets in advance and realizes its effect; When driving tunnel and existing operation tunnel present certain angle and carry out the oblique crossing construction, adopt thin layer element to realize the node coupling of different zone of dispersions, realize that the shield structure simulates the impact of passing through that closes on existing operated subway tunnel.

Embodiment two:

It is example that present embodiment is chosen Shanghai City track traffic regional tunnel engineering.In tunnel excavating process, construction two-wire shield structure will successively hand over the tunnel upper and lower to pass through from the operation rail, form the special operation condition that four lines overlap.Wherein minimum vertical clear distance is 1.82m between uplink shield structure and the existing tunnel, and minimum vertical clear distance is 1.69m between downlink shield structure and the existing tunnel, belongs to the construction of super close distance existing buildings; Simultaneously, it is 75 ° that construction two-wire shield structure through direction and rail are shipped battalion's tunnel angle, belongs to wide-angle oblique crossing construction.As shown in Figure 1, this multi-thread overlap the constructing tunnel process and tunnel deformation affected the operation steps of method for numerical simulation as follows:

The first step is determined the soil body basic physical and mechanical parameters of construction site, and is as shown in table 1.Employing can better reflect the Drucker-Prager ideal elastoplastic model of soil body nonlinear characteristic, and the unit adopts hexahedron eight node Reduced Integral unit C3D8R.

Table 1 soil layer physical and mechanical parameter

Second step carries out the simulation of the initial self-weight stress field in place.Following 6.6m depth is example take the earth's surface, the vertical gravity stress σ z=2 * 18+1.3 of the soil body at this place * 18.5+3.3 * 17.4=117.47kN/m 2Soil body horizontal is to gravity stress σ h=0.63 * 36+0.46 * 24.05+0.48 * 57.42=61.3kN/m 2In the present embodiment, the displacement field magnitude behind the initial self-weight stress field of balance is 10 -6~10 -9Between.

The 3rd step, determine to wait generation layer structural simulation parameter, its structural representation is as shown in Figure 2.Deng generation layer density for being taken as 1900kg/m 3, elastic modulus is taken as with the soil body approximate, and Poisson ratio is 0.2.The shield tail calculates the space: A=(6.34-6.2)/2=0.07m, wait for a layer design factor to be: η=1.5 are taken as for layer thickness so wait: δ=1.5 * 0.07=0.105m.Deng generation layer structure employing elastic model, the unit adopts hexahedron eight node Reduced Integral unit C3D8R.

The 4th step, determine lining segment concrete strength parameter, its structural representation is as shown in Figure 2.Lining cutting external diameter 6.2m, internal diameter 5.5m, ring width 1.2m, the thick 350mm in section of jurisdiction.Concrete strength C55 level, elastic modulus is taken as 3.55 * 10 4MPa, Poisson ratio is taken as 0.2, and lining cutting is taken as 85% of C55 for being connected the reduction to the tunnel integral rigidity between considering ring and encircling with the lining cutting elastic modulus in the analogy method, and namely the lining cutting elastic modulus is 3.02 * 10 after the reduction 4MPa, Poisson ratio is constant.Elastic model is adopted in lining cutting, and the unit adopts hexahedron eight node Reduced Integral unit C3D8R.

The 5th step, simulation grouting at the tail of the shield machine and slurries hardening process.In order the generation different elastic modulus that in the difference construction step, has of layer such as to obtain, carried out the slurries compressive strength determination for the test block that two kinds of typical proportion slurries 1# in the practice of construction and 2# make, test result is as shown in table 2.According to test result, choose three typical compression strength values and simulate slurries hardening process in this analogy method, be specially: 0.1MPa, 1Mpa and 10MPa.

Table 2 slurries intensity test result

In the 6th step, the simulation shield driving is to closing on the influence process in existing operated subway tunnel.In this analogy method, adopt the rigidity transfer method to simulate the overall process of shield driving, the shield structure pushed ahead as a great-jump-forward non-continuous process study, lining cutting, etc. set in advance the life and death unit in generation layer and the soil disturbance band, be used in and activate the method that the life and death unit changes the unit material mechanical characteristic different opportunitys and reflect shield tunneling and slip casting and the dynamic process of executing lining.In the mesh discretization process, line mesh discretization type is consistent up and down although existing tunnel region mesh discretization type is with construction shield structure, but because 75 ° of oblique operating modes, cell node is not coupled naturally in the Three regions surface of contact, in order to realize the node coupling of zones of different, between existing tunnel region and construction shield structure uplink region and the existing tunnel region be provided with the special thin layer element of one deck with construction shield structure downlink region among, as shown in Figure 3.

For present embodiment, multi-thread after discrete overlaps the Three-Dimensional Dynamic numerical model as shown in Figure 4.Numerical discretization model directions X is taken as 95m, and Y-direction is taken as 144m, and the Z direction is taken as 120m, and whole model size is: X * Y * Z=95m * 144m * 120m.Wherein take into full account the multi-thread construction operating mode that overlaps during size Selection, line relates to 120 ring shield drivings altogether up and down, and the model uplink is from 946 rings to 1065 rings, and the model downlink is from 950 rings to 1069 rings.In addition, also take into full account the different soil properties in construction site during size Selection, comprised the soil properties such as silty clay, Muddy Bottoms silty clay and silt clay.Model up and down line respectively passes through two-layer soil, and 5. uplink passes through 1Clay and 5. 3Silty clay is two-layer; Downlink passes through 3. the Muddy Bottoms silty clay and 4. silt clay is two-layer.

According to this analogy method, can calculate under difference construction operating mode, the operation rail that shield-tunneling construction causes is handed over the deformation rule in tunnel.Figure 5 shows that shield structure downlink overlaps passes through complete rear existing tunnel linear deformation curve map.As can be seen from Figure 5, the operation tunnel Internal and external cycle is maximum sink to appearing at shield structure downlink under, its maximal value is respectively 3.8mm and 3.7mm.The deflection of operation tunnel Internal and external cycle is along with the trend that tapers off to two ends away from shield structure uplink, and at 30 meters of distance shield structure downlink, the sedimentation of operation tunnel Internal and external cycle tends towards stability, and its value is respectively about 1.2mm.

Operation tunnel linear deformation monitor value and numerical simulation calculation result are carried out comparative analysis, as shown in Figure 6, verified correctness and the applicability of this analogy method.As can be seen from Figure 6, the caused operation tunnel of shield-tunneling construction outer ring linear deformation monitor value curve and calculated value tracing pattern are basically identical, when shield driving extremely intersected with the operation tunnel outer ring, the operation tunnel outer ring sank to reaching maximal value, and calculated value and monitor value coincide better herein.Above comparative analysis shows that the result of calculation of the Three-dimension Numerical Model that this analogy method is set up is relatively to meet engineering reality.Simultaneously, multi-threadly overlap existing operation tunnel deformation effect rule under the operating mode by what this analogy method was obtained, for the guide field safe construction and reduce construction risk and have important actual directive significance.

Claims (3)

1. multi-thread constructing tunnel process and tunnel deformation is affected method for numerical simulation of overlapping is characterized in that this analogy method operation steps is as follows:
The first step, determine soil body basic physical and mechanical parameters and adopt Drucker-Prager criterion simulation soil body constitutive relation: soil body basic physical and mechanical parameters is each layer soil body severe, cohesion, angle of internal friction, modulus in compression and Poisson ratio, jointly determines in conjunction with shop experiment by on-the-spot in-situ test; The Drucker-Prager criterion can better reflect soil body nonlinear characteristic, can avoid simultaneously other criterion yield surfaces to cause difficulty on the numerical evaluation in edges and corners, thereby avoids unusual result's appearance;
Second step, carry out initial gravity stress field stimulation: the soft soil layer primary stress field is generally soil body self-weight stress field, it is the product of soil body severe and this place's soil body degree of depth in any depth soil body vertical stress value, and should locate the product of soil body vertical stress value and coefficient of static earth pressure to stress value for this by place's soil body horizontal; The coefficient of static earth pressure value adopts indoor triaxial apparatus to record, and adopts in position the self-boring pressuremeter test to obtain;
The 3rd step, wait a generation layer structural simulation: will be closely related with constructing tunnel but the variable of difficult quantification---size, grouting filling degree and the tunnel wall soil body in shield tail space be subjected to the degree of disturbance and scope equivalence for one deck homogeneous uniform thickness etc. generation layer, these factors that are difficult for quantizing are achieved in theoretical algorithm; Be soil, grout and soil and the mixture of grout Deng the material in the generation layer, its proportion of composing is relevant with property of soil, paste materials and grouting pressure, will wait for layer treating as resilient material, and its parameter comprises thickness, elastic modulus and Poisson ratio;
In the 4th step, simulation tunnel lining segment structure: circle straight joint or staggered joint erection technique are adopted in lining cutting, and the employing high-strength bolt is connected between section of jurisdiction ring and the ring; Every ring tunnel duct piece laterally being assumed to be a homogeneous annulus, being connected the reduction to the tunnel integral rigidity between considering in the vertical ring and encircling, is 85% of original intensity with lining cutting elastic modulus reduction in the model, and Poisson ratio remains unchanged; Consider the concrete pipe sheet built in elastic stage work, adopt elastic model to simulate the lining segment structure;
The 5th step, carry out the simulation of grouting at the tail of the shield machine and slurries hardening process: slurry is hardened gradually by liquid state, but liquid state is difficult to simulation, adopt the physical and mechanical parameter of the generation layer structure such as changes to simulate, choose three typical compression strength values and simulate the slurries hardening process, be specially 0.1MPa, 1MPa and 10MPa; Arrange simultaneously equivalent even distributed force, namely after diging up the soil body, apply respectively well-distributed pressure on the soil body of formation cavern, tunnel and the lining element face;
The 6th step, simulation shield-tunneling construction process and to closing on the deformation effect process in existing operated subway tunnel: on described the first to the 5th step working foundation, adopt the rigidity transfer method to simulate the overall process of shield driving; The shield structure pushed ahead as a great-jump-forward non-continuous process study, lining cutting, etc. set in advance the life and death unit in generation layer and the soil disturbance band, be used in and activate the method that the life and death unit changes the unit material mechanical characteristic different opportunitys and reflect shield tunneling and slip casting and the dynamic process of executing lining; In the practical operation, set prefabricated unit at shield machine shell-and-tube sheet surrounding soil disturbed belt, when Excavation advanced, deeply, the element stiffness of soil disturbance band was reduced to very little the shield machine shell, namely trends towards 10 gradually -6, the hardness of injecting cement paste changes gradually subsequently, and the supporting of lining cutting begins effect in addition, activates in this case the dead unit that sets in advance and realizes its effect; When driving tunnel and existing operation tunnel present certain angle and carry out the oblique crossing construction, adopt thin layer element to realize the node coupling of different zone of dispersions, realize that the shield structure simulates the impact of passing through that closes on existing operated subway tunnel.
2. the multi-thread constructing tunnel process and tunnel deformation affect method for numerical simulation of overlapping according to claim 1 is characterized in that, in the described third step etc. generation a layer elastic modulus get with reference to the soil cement modulus; Because the impact that the Poisson ratio value is calculated the stratum deformation gauge is limited, so with reference to the soil cement Poisson ratio, wait for layer thickness δ and be not equal to the theoretical value in shield tail space, its computing formula is as follows:
δ=ηA
Wherein: A is that the shield tail calculates space, the i.e. difference of shield structure radius and lining cutting radius;
η is for waiting generation layer design factor, and its span is 0.7~2.0, to hard stratum, gets its lower limit; To the soil layer of dead-soft, get its upper limit; For the shield tunnel in the different soil properties, its η value is taken as: stiff clay, 0.7~0.9; Close sand, 0.9~1.3; The fluffing of moulding sand, 1.3~1.8; Soft clay, 1.6~2.0.
3. the multi-thread constructing tunnel process and tunnel deformation is affected method for numerical simulation of overlapping according to claim 1, it is characterized in that in described the 6th step, when driving tunnel and the both not parallel also out of plumb constructions of existing operation tunnel, but when presenting certain angle and carrying out the oblique crossing construction, in the mesh discretization process, although existing operation tunnel region mesh discretization type is consistent with driving tunnel area mesh discretization type, but because oblique operating mode, the cell node space length is far away in the Three regions surface of contact, naturally be not coupled, described thin layer element is set for this reason realizes the node coupling of different zone of dispersions, thereby avoid conventional numerical computation method difficult convergence even the unusual defective of result when simulation wide-angle oblique constructing tunnel operating mode.
CN 201110289142 2011-09-27 2011-09-27 Method for simulating construction course and tunnel deformation influence value of multiline overlapping tunnel CN102306225B (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106126775A (en) * 2016-06-13 2016-11-16 暨南大学 Method is analyzed in the land movement that double track tunnel shield-tunneling construction causes

Families Citing this family (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103742163B (en) * 2013-05-21 2016-01-13 上海大学 A kind of method determining suction/discharge type shield-tunneling construction shield machine soil storehouse, ground controlled pressure
CN103593553B (en) * 2013-11-01 2017-01-25 中南大学 Shield tunnel segment non-homogeneous equivalent beam element model structural calculation method
CN103698217B (en) * 2014-01-07 2016-01-13 煤炭科学技术研究院有限公司 Drucker-Prager ground softening intensity parametric measurement method
CN104878785B (en) * 2015-05-18 2017-06-30 卢里尔 Pile-soil interaction and pile-end soil constitutive model and model parameter determine method
CN105064314B (en) * 2015-07-30 2017-04-05 同济大学 A kind of method for determining undercrossing tunnel engineering Rigidity Matching
CN106202766B (en) * 2016-07-15 2019-05-24 浙江大学城市学院 Soil body vertical deformation calculation method caused by the suction/discharge type shield method tunnel construction of ground
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CN108090283A (en) * 2017-12-18 2018-05-29 华北水利水电大学 The finite element method of tunnel-vehicle coupled vibrations under a kind of DYNAMIC LOADING OF DRIVING TRAIN ON BRIDGES
CN109056731B (en) * 2018-07-06 2020-07-24 中铁二院工程集团有限责任公司 Karst grouting reinforcement method next to existing ballastless track roadbed

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1609884A (en) * 2003-10-17 2005-04-27 住友橡胶工业株式会社 Method of simulating viscoelastic material
CN101192243A (en) * 2006-11-22 2008-06-04 上海电气集团股份有限公司 Crankshaft fine finishing emulation analysis parameter determination method
CN101950318A (en) * 2010-10-02 2011-01-19 上海交通大学 Water-conveyance tunnel simulating method based on mixed model

Family Cites Families (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US6883153B2 (en) * 2003-01-10 2005-04-19 Intel Corporation Minimization of microelectronic interconnect thickness variations
US8050897B2 (en) * 2008-12-09 2011-11-01 Livermore Software Technology Corporation Solid finite elements suitable for simulating large deformations and/or rotations of a structure

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1609884A (en) * 2003-10-17 2005-04-27 住友橡胶工业株式会社 Method of simulating viscoelastic material
CN101192243A (en) * 2006-11-22 2008-06-04 上海电气集团股份有限公司 Crankshaft fine finishing emulation analysis parameter determination method
CN101950318A (en) * 2010-10-02 2011-01-19 上海交通大学 Water-conveyance tunnel simulating method based on mixed model

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106126775A (en) * 2016-06-13 2016-11-16 暨南大学 Method is analyzed in the land movement that double track tunnel shield-tunneling construction causes
CN106126775B (en) * 2016-06-13 2019-05-14 暨南大学 Land movement analysis method caused by double track tunnel shield-tunneling construction

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