CN102306225A - 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 PDFInfo
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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
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 influenced 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 engineering constructions such as soft clay area urban subway, cross-river tunnel; Yet; In practice of construction; Because structures such as surface buildings and underground pile foundation, pipeline and existing tunnel restriction; To occur the shield structure in the constructing tunnel inevitably and overlap the special construction operating mode of passing through up and down; As: No. 2 lines of Shanghai Underground pass through the subway Line 1, and minimum clear distance is 1.2m only; Station, No. 4 line Pudongs of Shanghai Underground South Road～bridge station, Nanpu 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 under the multi-thread situation about overlapping, and has great construction risk and potential safety hazard.Therefore; Demand urgently to the multi-thread effect that influences that overlaps shield tunnel construction of soft clay area; Especially cause that the deformation effect that closes on the operated subway tunnel carries out theoretical research to the multi-thread constructing tunnel that overlaps, thereby run good consulting and suggestion are provided for the site operation of subway tunnel and later stage.
At present; Generally only overlap about the theoretical research that overlaps the tunnel both at home and abroad to two-wire; 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; The multi-thread problems that overlap such as three-way even four lines to occurring are in the near future also seldom studied, and also do not carry out systematic study to the interaction mechanism that passes through with arbitrarily angled oblique, and its design and construction also do not have the concrete norm standard and can follow.Multi-thread among the present invention overlaps the constructing tunnel process and the operated subway tunnel deformation influenced method for numerical simulation; The multi-thread deformation effect mechanism that overlaps shield driven tunnel crossing to surrounding soil and existing tunnel can be provided, 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 real directive significance for similar, also has the important theory reference value 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 relate to the multi-thread problems that overlap such as the three-way of recent appearance even four lines as yet to the existing research that overlaps the tunnel; Simultaneously to conventional method for numerical simulation more difficult convergent defective 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 influence method for numerical simulation, thereby deepen the multi-thread mechanism that influences that overlaps shield tunnel construction geotechnique environmental effect is familiar with.
For achieving the above object; The present invention adopts following technical scheme: a kind of multi-thread constructing tunnel process and the subway tunnel deformation is influenced method for numerical simulation of overlapping; Be to overlap construction, large-angle inclined complex working condition, set up the multi-thread Three-Dimensional Dynamic numerical simulation method that overlaps of construction operating modes such as can considering the propelling of shield structure, shield endnote slurry, lining processing simultaneously to crossing construction and the existing structures construction of super close distance to the soft clay area multiple track tunnel.The technical scheme that it is characterized in that operation steps and enforcement is following:
The first step; Confirm soil body basic physical and mechanical parameters and adopt Drucker-Prager criterion simulated 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, combines shop experiment to confirm jointly through on-the-spot in-situ test; Soil body constitutive relation commonly used at present has: 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 other criterion yield surfaces to cause the difficulty on the numerical evaluation in edges and corners simultaneously, thereby avoid unusual result's appearance.Therefore, adopt the Drucker-Prager criterion to come the simulated soil body constitutive relation in this analogy method.
In second step, the initial self-weight stress field in simulation place: in this analogy method, initially stress field is the basis of tunnel excavation analog computation subsequently, has only and adopts and the actual stress field initially that conforms to, and just possibly draw answer comparatively really.Primary stress field is generally soil body self-weight stress field, and soil body vertical stress value is the product of soil body severe and this place's soil body degree of depth at any degree of depth place for it, and should place's soil body level locate the product of soil body vertical stress value and coefficient of static earth pressure to stress value for this; The coefficient of static earth pressure value can adopt indoor triaxial apparatus to record, and can adopt the self-boring pressuremeter test to obtain in position.
The 3rd step; Simulate equivalent layer structure: equivalent layer the moving and the abstract summary of backfill grouting effect that is tunnel surrounding soil disturbance, the tunnel wall soil body to shield tail space; To 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 character, paste materials and the grouting pressure etc. of soil, equivalent layer can be treated as resilient material, and its parameter comprises thickness, elastic modulus and Poisson ratio.
The elastic modulus and the Poisson ratio of equivalent layer can be got with reference to the mechanical characteristic of soil cement.The thickness of equivalent layer also is 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, all the other spaces are all by the slurry filling, and the thickness of then equivalent layer is slightly less than the theoretical value in shield tail space; 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 bigger, and the thickness of equivalent layer will be greater than the theoretical value in shield tail space.
Equivalent layer thickness δ computing formula is following:
δ=ηA
Wherein: A calculates space, the i.e. difference of shield structure radius and lining cutting radius for the shield tail;
η is equivalent 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.To 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.Wholecircle week straight joint or staggered joint erection technology is 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 the concrete pipe sheet built simultaneously generally in elastic stage work, so in this analogy method, adopt elastic model to simulate the lining segment structure.
The 5th step; Simulation shield endnote slurry and slurries hardening process: slurry is hardened by liquid state gradually; But liquid state is difficult to simulation; Adopt the physical and mechanical parameter that changes equivalent layer structure to simulate; Choose three typical compression strength values and simulate this simulation slurries hardening process, be specially: 0.1MPa, 1MPa and 10MPa; Arrange equivalent even distributed force simultaneously, promptly after diging up the soil body, apply well-distributed pressure respectively on the soil body of formation cavern, tunnel and the lining cutting elemental area.
In the 6th step, simulation shield structure advances closing on the influence process in existing operated subway tunnel: on said first to the 5th step working foundation, adopt the rigidity transfer method to simulate the overall process that the shield structure advances.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; Just adopt the rigidity transfer method to accomplish simulation, be about to the shield structure and push ahead the transition process of regarding rigidity and load as.In the numerical simulation process, 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, the excavation face advances the shield machine shell gradually deeply, and the element stiffness of soil disturbance band is reduced to very little, promptly trends towards 10
-6, the hardness of injecting cement paste changes gradually subsequently, and the supporting of lining cutting begins effect in addition, adopts the dead unit that activates setting in advance to realize its effect in this case.
The specific operation process of rigidity transfer method is: at first, cut out the first ring soil body, consider the off-load effect, discharge the first ring soil body stress, activate equivalent layer of first ring and lining cutting layer, this moment, equivalent layer was the shield machine shell; Secondly, cut out the second ring soil body, the release second ring soil body stress activates equivalent layer of second ring and lining cutting layer, and consideration shield tail is deviate from and slip casting, and the equivalent layer of first ring becomes grouting layer this moment, and elastic modulus is 0.1MPa; Then, cut out the 3rd ring soil body, discharge the 3rd ring soil body stress; Activate the 3rd and encircle equivalent layer and lining cutting layer, consideration shield tail is deviate from and slip casting, and the equivalent layer of second ring becomes grouting layer at this moment; Elastic modulus is 0.1MPa, considers the slip casting sclerosis, and the equivalent layer of first ring elastic modulus adds greatly 1MPa; Then; Cut out the Fourth Ring soil body; Discharge Fourth Ring soil body stress; Activate equivalent layer in Fourth Ring and lining cutting layer, consideration shield tail is deviate from and slip casting, and the equivalent layer of the 3rd ring becomes grouting layer at this moment; Elastic modulus is 0.1MPa; Consider the slip casting sclerosis, the equivalent layer of first ring this moment elastic modulus adds greatly 10MPa, and the equivalent layer of second ring elastic modulus adds greatly 1MPa; Next, carry out other ring tunnel excavating process simulations.When driving tunnel and the both not parallel also out of plumb construction 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 three regional 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 following: (1) this analogy method can consider that the soft clay area multiple track tunnel overlaps the complex working condition of construction and the existing structures construction of super close distance, can simulate complicated construction operating modes such as the propelling of shield structure, shield endnote slurry 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 better consider the operating mode of tunnel with arbitrarily angled oblique construction; (3) the analog computation result that obtains of this analogy method can instruct practice of construction preferably, guarantees that the multi-thread safety for tunnel engineering that overlaps passes through existing structures; (4) utilize this analogy method to carry out the theoretical research of tunnel construction environment geotechnique effect, can promote relevant speciality discipline developments such as underground works, can be Tunnel Engineering site operation and operation simultaneously good consulting and suggestion is provided.
Description of drawings
Accompanying drawing 1 overlaps the constructing tunnel process and the subway tunnel deformation is influenced the method for numerical simulation flowsheet for simulation of the present invention is multi-thread.
Accompanying drawing 2 is an equivalent layer structural representation of the present invention.
Accompanying drawing 3 is a 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 the back existing tunnel linear deformation rule synoptic diagram that finishes 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
In conjunction with accompanying drawing, the present invention is done further detailed description through preferred embodiment:
Embodiment one:
Referring to Fig. 1, basis is multi-thread to be overlapped the constructing tunnel process and tunnel deformation is influenced method for numerical simulation, it is characterized in that this analogy method operation steps is following:
The first step; Confirm soil body basic physical and mechanical parameters and adopt Drucker-Prager criterion simulated 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, combines shop experiment to confirm jointly through on-the-spot in-situ test; The Drucker-Prager criterion can better reflect soil body nonlinear characteristic, can avoid other criterion yield surfaces to cause the difficulty on the numerical evaluation in edges and corners simultaneously, thereby avoid 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; Soil body vertical stress value is the product of soil body severe and this place's soil body degree of depth at any degree of depth place for it, and should place's soil body level locate the product of soil body vertical stress value and coefficient of static earth pressure to stress value for this; The coefficient of static earth pressure value can adopt indoor triaxial apparatus to record, and can adopt the self-boring pressuremeter test to obtain in position;
The 3rd step; Carrying out equivalent layer structural simulation: will be closely related but the variable of difficult quantification with constructing tunnel---size, grouting filling degree and the tunnel wall soil body in shield tail space are subjected to degree and the scope equivalence of disturbance for the equivalent layer of one deck homogeneous uniform thickness, and these factors that are difficult for quantizing are achieved in theoretical algorithm; Material in the equivalent layer is the mixture of soil, grout and soil and grout, and its proportion of composing is relevant with character, paste materials and the grouting pressure etc. of soil, equivalent layer can be treated as resilient material, and its parameter comprises thickness, elastic modulus and Poisson ratio;
In the 4th step, simulation tunnel lining segment structure: wholecircle week straight joint or staggered joint erection technology is 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 ring in the vertical 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 shield endnote slurry and the simulation of slurries hardening process: slurry is hardened by liquid state gradually; But liquid state is difficult to simulation; Adopt the physical and mechanical parameter that changes equivalent layer structure to simulate; Choose three typical compression strength values and simulate the slurries hardening process, be specially 0.1MPa, 1MPa and 10MPa; Arrange equivalent even distributed force simultaneously, promptly after diging up the soil body, apply well-distributed pressure respectively on the soil body of formation cavern, tunnel and the lining cutting elemental area;
The 6th step, simulation shield-tunneling construction process and: on said first to the 5th step working foundation, adopt the rigidity transfer method to simulate the overall process that the shield structure advances to closing on the deformation effect process in existing operated subway tunnel; The shield structure pushed ahead as a great-jump-forward non-continuous process study; In lining cutting, equivalent layer and soil disturbance band, the life and death unit is set in advance, is used in the method that activates life and death unit change unit material mechanical characteristic different opportunitys and reflects 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 the excavation face advanced, deeply, the element stiffness of soil disturbance band was reduced to very little the shield machine shell, promptly 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 the dead unit that is provided with in advance in this case 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 influence of passing through that closes on existing operated subway tunnel.
Embodiment two:
It is instance 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 existing structures construction of super close distance; 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 influenced the operation steps of method for numerical simulation following:
The first step is confirmed the soil body basic physical and mechanical parameters of builder's yard, 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 nodes to reduce integral unit C3D8R.
Table 1 soil layer physical and mechanical parameter
In second step, carry out the simulation of the initial self-weight stress field in place.The place is an example with the following 6.6m degree of depth in the face of land, 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 level 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, confirm equivalent layer structural simulation parameter, its structural representation is as shown in Figure 2.Equivalent layer density is 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, and equivalent layer design factor is: η=1.5, so equivalent layer thickness is taken as: δ=1.5 * 0.07=0.105m.Equivalent layer structure adopts elastic model, and the unit adopts hexahedron eight nodes to reduce integral unit C3D8R.
The 4th step, confirm 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 connected the reduction to the tunnel integral rigidity between considering ring and encircling, and the lining cutting elastic modulus in the analogy method is taken as 85% of C55, and promptly 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 nodes to reduce integral unit C3D8R.
The 5th step, simulation shield endnote slurry and slurries hardening process.In order to obtain the different elastic modulus that equivalent layer has in the difference construction step, carried out the slurries compressive strength determination to the test block that two kinds of typical proportion slurries 1# in the practice of construction and 2# process, test result is as shown in table 2.According to test result, choose three typical compression strength values and simulate the slurries hardening process in this analogy method, be specially: 0.1MPa, 1Mpa and 10MPa.
Table 2 slurries intensity test result
In the 6th step, simulation shield structure advances closing on the influence process in existing operated subway tunnel.In this analogy method, adopt the rigidity transfer method to simulate the overall process that the shield structure advances; The shield structure pushed ahead as a great-jump-forward non-continuous process study; In lining cutting, equivalent layer and soil disturbance band, the life and death unit is set in advance, is used in the method that activates life and death unit change unit material mechanical characteristic different opportunitys and reflects shield tunneling and slip casting and the dynamic process of executing lining.In the mesh discretization process; Column rule 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 three regional surface of contact; In order to realize the nodes of different areas coupling; Respectively be provided with the special thin layer element of one deck between existing tunnel region and the construction shield structure uplink region and between existing tunnel region and the construction shield structure downlink region, as shown in Figure 3.
To 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 the Y direction is taken as 144m, and the Z direction is taken as 120m, and the The 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, column rule relates to 120 ring shield drivings altogether up and down, and the model uplink encircles 1065 rings from 946, and the model downlink encircles 1069 rings from 950.In addition, also take into full account the different soil properties in builder's yard during size Selection, comprised soil properties such as silty clay, mud matter silty clay and silt clay.Model column rule up and down respectively passes through two-layer soil, and 5. uplink passes through
1Clay and 5.
3Silty clay is two-layer; Downlink passes through 3. mud matter 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.Shown in Figure 5ly, shield structure downlink passes through the back existing tunnel linear deformation curve map that finishes for overlapping.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 along with away from shield structure uplink to the two ends trend that tapers off, apart from 30 meters of shield structure downlink, the sedimentation of operation tunnel Internal and external cycle tends towards stability, 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 the 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 basically identical; Be advanced into when intersecting with the operation tunnel outer ring at the shield structure, the operation tunnel outer ring sinks to reaching maximal value, and calculated value and monitor value coincide better here.Above comparative analysis shows that the result of calculation of the three-dimensional numerical value 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, have important actual directive significance for instructing the site safety construction and reducing construction risk through what this analogy method was obtained.
Claims (3)
1. multi-thread constructing tunnel process and tunnel deformation is influenced method for numerical simulation of overlapping is characterized in that this analogy method operation steps is following:
The first step; Confirm soil body basic physical and mechanical parameters and adopt Drucker-Prager criterion simulated 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, combines shop experiment to confirm jointly through on-the-spot in-situ test; The Drucker-Prager criterion can better reflect soil body nonlinear characteristic, can avoid other criterion yield surfaces to cause the difficulty on the numerical evaluation in edges and corners simultaneously, thereby avoid 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; Soil body vertical stress value is the product of soil body severe and this place's soil body degree of depth at any degree of depth place for it, and should place's soil body level locate the product of soil body vertical stress value and coefficient of static earth pressure to stress value for this; The coefficient of static earth pressure value can adopt indoor triaxial apparatus to record, and can adopt the self-boring pressuremeter test to obtain in position;
The 3rd step; Carrying out equivalent layer structural simulation: will be closely related but the variable of difficult quantification with constructing tunnel---size, grouting filling degree and the tunnel wall soil body in shield tail space are subjected to degree and the scope equivalence of disturbance for the equivalent layer of one deck homogeneous uniform thickness, and these factors that are difficult for quantizing are achieved in theoretical algorithm; Material in the equivalent layer is the mixture of soil, grout and soil and grout, and its proportion of composing is relevant with character, paste materials and the grouting pressure etc. of soil, equivalent layer can be treated as resilient material, and its parameter comprises thickness, elastic modulus and Poisson ratio;
In the 4th step, simulation tunnel lining segment structure: wholecircle week straight joint or staggered joint erection technology is 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 ring in the vertical 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 shield endnote slurry and the simulation of slurries hardening process: slurry is hardened by liquid state gradually; But liquid state is difficult to simulation; Adopt the physical and mechanical parameter that changes equivalent layer structure to simulate; Choose three typical compression strength values and simulate the slurries hardening process, be specially 0.1MPa, 1MPa and 10MPa; Arrange equivalent even distributed force simultaneously, promptly after diging up the soil body, apply well-distributed pressure respectively on the soil body of formation cavern, tunnel and the lining cutting elemental area;
The 6th step, simulation shield-tunneling construction process and: on said first to the 5th step working foundation, adopt the rigidity transfer method to simulate the overall process that the shield structure advances to closing on the deformation effect process in existing operated subway tunnel; The shield structure pushed ahead as a great-jump-forward non-continuous process study; In lining cutting, equivalent layer and soil disturbance band, the life and death unit is set in advance, is used in the method that activates life and death unit change unit material mechanical characteristic different opportunitys and reflects 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 the excavation face advanced, deeply, the element stiffness of soil disturbance band was reduced to very little the shield machine shell, promptly 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 the dead unit that is provided with in advance in this case 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 influence of passing through that closes on existing operated subway tunnel.
2. the multi-thread constructing tunnel process and tunnel deformation influence method for numerical simulation of overlapping according to claim 1 is characterized in that, equivalent layer of elastic modulus in the said third step can be got with reference to the soil cement modulus; Because the Poisson ratio value is limited to the influence of stratum The deformation calculation, thus can be with reference to the soil cement Poisson ratio, equivalent layer thickness δ also is not equal to the theoretical value in shield tail space, and its computing formula is following:
δ=ηA
Wherein: A calculates space, the i.e. difference of shield structure radius and lining cutting radius for the shield tail;
η is equivalent 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; To 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.
3. the multi-thread constructing tunnel process and tunnel deformation is influenced method for numerical simulation of overlapping according to claim 1; It is characterized in that in said the 6th step; When driving tunnel and the both not parallel also out of plumb construction 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 three regional contact-making surfaces; Be not coupled naturally; Said 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.
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| 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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| CN103593553B (en) * | 2013-11-01 | 2017-01-25 | 中南大学 | Shield tunnel segment non-homogeneous equivalent beam element model structural calculation method |
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| CN112228078A (en) * | 2020-09-27 | 2021-01-15 | 宁波市政工程建设集团股份有限公司 | Underground space construction method in short-distance crossing construction of soft soil shield |
| CN112948931B (en) * | 2021-03-03 | 2023-04-07 | 河南大学 | Method for determining reasonable included angle and clear distance of shield construction under double-line overlapping working condition of new construction and existing subway tunnel |
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