CN101667220B - Simulation method of shield tunnel joint structure - Google Patents
Simulation method of shield tunnel joint structure Download PDFInfo
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- CN101667220B CN101667220B CN2009101961005A CN200910196100A CN101667220B CN 101667220 B CN101667220 B CN 101667220B CN 2009101961005 A CN2009101961005 A CN 2009101961005A CN 200910196100 A CN200910196100 A CN 200910196100A CN 101667220 B CN101667220 B CN 101667220B
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Abstract
The invention discloses a simulation method of a shield tunnel joint structure, which is characterized by comprising the steps of: (1) setting joint units: dispersing joint contact surfaces into a plurality of nodes, wherein the nodes are mutually connected by the joint units of simulation springs, circumferential upper joint units have a plurality of layers to respectively simulate force transmission liners, bolts and gaskets in real joints, and the types of the joint units at the same layer are the same; (2) setting the rigidity, the boundary condition and the joint initial displacement Delta1 of initial springs; (3) applying load; (4) examining a first joint unit; (5) setting the normal rigidity of the spring according to the type of the joint unit; (6) judging whether all the joint units are set, if so, starting the next step (7), and if not, examining the next joint unit and retuning to the step (5); (7) counting the real displacement delta 2 of the joints; and (8) comparing the delta1 with the delta2, if the difference between the two is in the allowed range tol, completing the account, and counting the deformation of the joints in the tunnel, and if the difference between the two is over the allowed range, counting the imposed load of the tunnel according to the delta2, and returning back to the step (3) to reapply the load. Based on the structure characteristics of the liner structure joints, the method builds the mechanical model of the liner structure joints, dynamically adjusts spring parameters in the process of counting according to the obtained node spring stress or the normal displacement, and uses joint models to count the whole ring liner structure. The method can consider the performance of the circumferential joints and the longitudinal joints of the liners, count the inner force and the deformation of the duct pieces and the joints of the liners, and more exactly show the status of deformation and force of the duct pieces.
Description
Technical field
The present invention relates to a kind tunnel structural model and calculate the field, be specifically related to a kind of analogy method of shield tunnel joint structure.
Background technology
Shield tunnel is formed by pipe sheet assembling, in the long-term operation process in tunnel, because the influence of extraneous various factors, non-uniform settling can take place in tunnel along the longitudinal, the tunnel non-uniform settling causes the liner structure joint distortion, and then the infiltration that causes the tunnel leaks mud, and the percolating water in tunnel is one of main disease of operation tunnel at present.Therefore, the joint distortion how vertical non-uniform settling in feasible simulation tunnel causes is very important to the performance of research operation tunnel, and whether the simulation of its center tap has rationally determined joint distortion rationality of calculations and accuracy.Simulation about the tunnel linear deformation at present mainly contains following several method:
(1) longitudinal beam-spring model
Adopt beam element simulation lining cutting ring, with spring axially, joint and bolt between shearing and turning effect analog loop.Longitudinal beam-spring model is considered the tunnel as a beam.Therefore, the deformation behaviour of joint and to the influence of tunnel water proofing can not be described from the space.
(2) vertical equivalent serialization model
Vertical equivalent serialization model is considered as a homogeneous annulus in the horizontal with the tunnel, be converted into beam-discontinuous joint model and the section of jurisdiction interannular shear model of forming by joint and section of jurisdiction at vertical method bar structure with the rigidity equivalence, promptly adopt beam element to simulate the section of jurisdiction, and simulate joint effect between the section of jurisdiction by the one dimension connector unit.Vertical sedimentation in research tunnel has certain applicability, but can not describe the distortion of tunnel joint.
(3) beam-discontinuous joint model
The beam-discontinuous joint model is considered the uncontinuity of joint distortion, is beam element with the section of jurisdiction is discrete, and the joint between the section of jurisdiction is considered to connector unit, simulates joint effect between the section of jurisdiction by the one dimension connector unit.
(4) solid model
Along with development of computer, utilize numerical computation method that tunnel-liner is calculated according to solid element, joint area adopts osculating element to carry out, track bolt adopts beam element or bar unit to simulate, and present software ANSYS all can be carried out the calculating and the analysis of mixed cell.
Mainly there is the problem of following two aspects in existing computing method: 1, the aforementioned calculation method is primarily aimed at the longitudinal stress in tunnel and vertically sedimentation expansion, therefore can not reasonably describe the deformation behaviour of joint.2, the joint analog parameter is not easy to determine.At present the computation model of joint generally needs the rotational stiffness and the shearing rigidity parameter of input adapter because test of the lining cutting domain or duct piece connector test cost are bigger, parameter determine generally by rule of thumb or engineering analogy is determined, have bigger arbitrariness.In order to determine these parameters, some scholars have set up the mechanical model of duct piece connector according to joint construction, calculate the rotational stiffness of joint under load action, these mechanical models are significant for understanding stress characteristic and the deformation pattern of joint under known load action.In actual liner structure, the load that the joint of diverse location is subjected to is unknown and constantly changes.Under the different load combination conditions, though that each joint is constructed is identical, there is bigger difference in the stiffness parameters of joint.Therefore, internal force and the joint distortion of directly using the calculation of parameter liner structure that the joint analysis obtains can produce bigger error.
Summary of the invention
The technical problem to be solved in the present invention provides a kind of analogy method of shield tunnel joint structure, can reflect segment deformation and force-bearing situation more accurately.
The present invention is by the following technical solutions:
A kind of analogy method of shield tunnel joint structure is characterized in that implementing as follows:
(1) connector unit is set: joint contact surfaces is dispersed is a plurality of nodes, connector unit by the simulation spring between the node connects, there is multilayer in hoop top connection unit, simulates power transmission liner, bolt and sealing gasket in the actual joint respectively, and is identical with layer connector unit type;
(2) initial spring rate, boundary condition, the initial displacement δ of joint are set
1
(3) load application;
(4) check first connector unit;
(5) according to this connector unit type the spring normal stiffness is set;
(6) judge whether to be provided with all connector units, if continue next step (7); If not, check next connector unit, get back to step (5);
(7) calculate the actual displacement δ of joint
2
(8) compare δ
1And δ
2If both differences are finished calculating in allowed band to1, calculate the joint distortion in tunnel; If both differ above allowed band, according to δ
2Calculate the additional load in tunnel, and get back to step (3) load application again.
Further, hoop top connection unit has four layers, and from inside to outside the ground floor spring is simulated inboard power transmission liner, second layer spring simulation bolt, the 3rd layer of spring simulation outside power transmission liner, the 4th layer of spring-loaded floating die pseudo-elastic approximation sealing gasket.
Further, it is as follows according to the connector unit type step of spring normal stiffness to be set in the step (5):
(1) checks the normal vector of connector unit, judge that according to the longitudinal component of normal vector connector unit belongs to circumferential weld or longitudinal joint;
(2) judge according to coordinate which layer types of springs connector unit belongs to;
(3) check spring stress, the spring normal stiffness is set according to spring stress.
Further, the method that the spring normal stiffness is set is as follows: for power transmission laying spring, if normal direction spring pressurized is then got actual compression rigidity, otherwise get zero; For bolt layer spring, if normal direction spring pressurized is then got actual compression rigidity, otherwise got actual tensible rigidity; For sealing bed course spring,, otherwise get zero if normal direction spring pressurized is then got actual compression rigidity.
The present invention is in order to set up the mechanical model of truer reflection joint, put in order according to joint construction and to simulate by many groups spring, every group of spring represented a class joint construction material, in computation process, dynamically adjust spring parameter according to node spring stress that obtains or normal direction displacement, the joint model is applied in the calculating of domain liner structure.The present invention adopts the model of considering the tunnel joint structure characteristics to simulate deformation characteristics and other the joint model of joint in the vertical settling process in tunnel and compares, and has following characteristics:
(1) compares with the beam-discontinuous joint model with longitudinal beam-spring model, adopt the tunnel joint analogy method of considering joint construction, the stiffness parameters ratio of joint is easier to determine, can adjust the rigidity of spring according to the stress of spring, makes result of calculation more reasonable;
(2) and solid model compare, adopt to consider the tunnel joint analogy method of joint construction, can effectively improve counting yield, and the randomness that can avoid the osculating element parameter to determine;
(3) adopt the tunnel joint analogy method of considering joint construction, can not only reasonably calculate the amount of opening of tunnel joint, and can rationally reflect the faulting of slab ends amount of tunnel joint, and mutual displacement and constraint between the section of jurisdiction;
(4) adopt the tunnel joint analogy method of considering joint construction, can consider that joint stiffness changes the stressed influence of tunnel duct piece, can more rationally reflect the stressed of tunnel;
(5) adopt the tunnel joint analogy method of considering joint construction, solved the unmatched problem of vertical cross stiffness in longitudinal beam-spring model and the vertical equivalent serialization model.
Description of drawings
Fig. 1 is a process flow diagram of the present invention.
Fig. 2 is the synoptic diagram of single cluster spring.
Fig. 3 is the joint mechanical model.
Fig. 4, Fig. 5 are the organigram of the stressed front and back of duct piece connector.
Fig. 6 is the surface of contact area of node correspondence.
Fig. 7 is setting and the adjustment principle of SPRING METHOD OF STONE to stiffness parameters.
Fig. 8 is the state signal after the inboard power transmission liner tension.
Fig. 9 is the simulation of example girth joint.
Embodiment
Referring to Fig. 1, implementation step is as follows:
(1) beginning;
(2) connector unit is set, adopt the four layers of structure in four groups of spring simulation sections of jurisdiction, the ground floor spring is simulated inboard power transmission liner D from inside to outside, second layer spring simulation bolt C, the 3rd layer of spring simulation outside power transmission liner B, the 4th layer of spring-loaded floating die pseudo-elastic approximation sealing gasket A, every group of spring comprises a plurality of sub-springs, the quantity of sub-spring can determine that axially the quantity on is determined by computational accuracy equally according to the size and the computational accuracy of section of jurisdiction on the hoop;
(3) initial spring rate is set, comprises normal stiffness and shearing rigidity, boundary condition is set, draft the initial displacement δ of joint according to physical condition
1
(4) load application, the step when calculating fixedly;
(5) check first connector unit normal vector;
(6) judge that according to the longitudinal component of normal vector connector unit belongs to circumferential weld or longitudinal joint;
(7) judge according to coordinate which layer types of springs connector unit belongs to;
(8) check spring stress, the spring normal stiffness is set according to spring stress;
(9) judge whether to set up all connector unit parameters, if continue next step (10); If not, check next connector unit normal vector, get back to step (6);
Step when (10) calculating fixedly;
(11) calculate the actual displacement δ of joint
2
(12) compare δ
1And δ
2If both differences are at allowed band to
1In, finish calculating, calculate the joint distortion in tunnel; If both differ above allowed band, according to δ
2Calculate the additional load in tunnel, and get back to step (4) load application again.
Connector unit simulation spring of the present invention is divided into four groups of springs according to actual joint construction, sees Fig. 2～5.Every group of spring represented a class joint construction material, and every group of spring is made of a series of sub-springs again, and the quantity of sub-spring determines that according to the size and the computational accuracy of section of jurisdiction each son (combination) spring is made up of shear spring ks and normal direction spring kn.Be the node p of a series of correspondences with joint contact surfaces is discrete, produce interaction by cluster spring between the node p, the area of the surface of contact of each node correspondence is called the feature area, sees dash area among 6 figure.The corresponding cluster spring of each node has four layers of spring along hoop.
The type of connector unit is determined by the longitudinal component of connector unit normal vector.No matter be circular seam joint unit or longitudinal joint connector unit, when judging the spring normal stiffness, all need to determine which layer in this unit four layers of spring of living in and check normal stress.Concrete judgment principle is as follows, referring to Fig. 7: for power transmission laying spring, if normal direction spring pressurized is then got actual compression rigidity, not so get zero (see figure 8); For bolt layer spring,, not so get actual tensible rigidity if normal direction spring pressurized is then got actual compression rigidity; For sealing bed course spring,, not so get zero if normal direction spring pressurized is then got actual compression rigidity.
The method of adjusting spring parameter be provided with the same, for power transmission liner and elastic sealing gasket, if spring stretching phenomenon, the spring state of deactivating.
The present invention is based on the structural attitude of liner structure joint, set up the mechanical model of liner structure joint, in computation process, dynamically adjust spring parameter, the joint model is applied in the calculating of domain liner structure according to node spring stress that obtains or normal direction displacement.Can consider hoop, the vertical structure performance of lining cutting simultaneously, calculate the internal force and the distortion of lining segment and joint, reflect the distortion and the force-bearing situation of section of jurisdiction more exactly.
Further describe the present invention below by example.
Tunnel-liner internal radius 5.5m, section of jurisdiction thickness 0.35m, ring width 1m.One ring inside lining divides 6,1 piece that binds wherein, and 2 adjacent block, 2 calibrated bolcks, 1 back cover piece, the lining cutting interannular links to each other with the longitudinal bolt of 16 M30.Section of jurisdiction strength grade of concrete C50, elastic modulus 3.45E10pa, Poisson ratio 0.2.The compression stiffness 2.48E11Pa/m of power transmission gasket material; The compression stiffness of resilient seal cushion material is 9E7Pa/m.
With the girth joint is the analogy method that example is introduced joint:
The unit, section of jurisdiction with liner structure at hoop 96 five equilibriums, the central angle θ of each unit correspondence is 3.75 °, radially be divided into 3 unit, corresponding 4 layers of spring, therefore the hoop surface of contact has adopted 384 cluster springs (each cluster spring comprises compression spring and shear spring) to simulate, as shown in Figure 9.The 1st layer of spring simulated inboard power transmission liner from inside to outside, the 2nd layer of spring simulation bolt, the 3rd layer of simulation outside power transmission liner, the 4th layer of spring-loaded floating die pseudo-elastic approximation sealing gasket.
1, length of spring compressed rigidity determines
With the inboard power transmission liner of circumferential weld is example, and the real area of liner is 1.59m
2, the node diagnostic area of corresponding packing spring is 1.02m
2, the feature area of node is to the cellar area of spring correspondence, and then the compression stiffness parameter of liner is 2.48E11Pa/m * 1.59m in the computation model
2÷ 1.02m
2=3.87E11Pa/m.
2, the spring shearing rigidity determines
Deformation characteristics when considering joint generation faulting of slab ends, the shearing rigidity of joint can be taken as same numerical value, can be taken as 9.78E7Pa/m at the tunnel shearing rigidity in the example.
Claims (4)
1. the analogy method of a shield tunnel joint structure is characterized in that implementing as follows:
(1) connector unit is set: joint contact surfaces is dispersed is a plurality of nodes, connector unit by the simulation spring between the node connects, there is multilayer hoop top connection unit, simulates power transmission liner, bolt and sealing gasket in the actual joint respectively, and is identical with layer connector unit type;
(2) initial spring rate, boundary condition, the initial displacement δ of joint are set
1
(3) load application, the step when calculating fixedly;
(4) check first connector unit;
(5) according to this connector unit type the spring normal stiffness is set;
(6) judge whether to set up all connector units, if continue next step (7); If not, check next connector unit, get back to step (5);
Step when (7) calculating fixedly
(8) calculate the actual displacement δ of joint
2
(9) compare δ
1And δ
2If both differences are at allowed band to
1In, finish calculating, calculate the joint distortion in tunnel; If both differ above allowed band, according to δ
2Calculate the additional load in tunnel, and get back to step (3) load application again.
2. the analogy method of shield tunnel joint structure according to claim 1, it is characterized in that: hoop top connection unit has four layers, from inside to outside the ground floor spring is simulated inboard power transmission liner, second layer spring simulation bolt, the 3rd layer of spring simulation outside power transmission liner, the 4th layer of spring-loaded floating die pseudo-elastic approximation sealing gasket.
3. the analogy method of shield tunnel joint structure according to claim 2, the step that it is characterized in that in the step (5) being provided with according to the connector unit type spring normal stiffness is as follows:
(1) checks the normal vector of connector unit, judge that according to the longitudinal component of normal vector connector unit belongs to circumferential weld or longitudinal joint;
(2) judge according to coordinate which layer types of springs connector unit belongs to;
(3) check spring stress, the spring normal stiffness is set according to spring stress.
4. the analogy method of shield tunnel joint structure according to claim 3, the method that it is characterized in that being provided with the spring normal stiffness is as follows: for power transmission laying spring, if normal direction spring pressurized is then got actual compression rigidity, otherwise get zero; For bolt layer spring, if normal direction spring pressurized is then got actual compression rigidity, otherwise got actual tensible rigidity; For sealing bed course spring,, otherwise get zero if normal direction spring pressurized is then got actual compression rigidity.
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| CN2009101961005A CN101667220B (en) | 2009-09-22 | 2009-09-22 | Simulation method of shield tunnel joint structure |
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|---|---|---|---|
| CN2009101961005A CN101667220B (en) | 2009-09-22 | 2009-09-22 | Simulation method of shield tunnel joint structure |
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| CN101667220B true CN101667220B (en) | 2011-04-27 |
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Cited By (1)
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|---|---|---|---|---|
| CN102425430A (en) * | 2011-11-04 | 2012-04-25 | 上海交通大学 | Protection control method for resisting longitudinal deformation through shield tunnel structure in soft soil stratum |
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| CN2420639Y (en) * | 2000-05-29 | 2001-02-21 | 交通部重庆公路科学研究所 | vertical external loadiing executor for channel wall rock stability analysis |
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Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2420639Y (en) * | 2000-05-29 | 2001-02-21 | 交通部重庆公路科学研究所 | vertical external loadiing executor for channel wall rock stability analysis |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102425430A (en) * | 2011-11-04 | 2012-04-25 | 上海交通大学 | Protection control method for resisting longitudinal deformation through shield tunnel structure in soft soil stratum |
| CN102425430B (en) * | 2011-11-04 | 2013-08-28 | 上海交通大学 | Protection control method for resisting longitudinal deformation through shield tunnel structure in soft soil stratum |
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