CN114861351A - Iterative design method for tunnel joint sealing gasket based on numerical value-physical hybrid test - Google Patents
Iterative design method for tunnel joint sealing gasket based on numerical value-physical hybrid test Download PDFInfo
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- 238000007789 sealing Methods 0.000 title claims abstract description 116
- 238000013461 design Methods 0.000 title claims abstract description 60
- 238000000034 method Methods 0.000 title claims abstract description 31
- 238000012360 testing method Methods 0.000 title claims abstract description 23
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- 230000006835 compression Effects 0.000 claims description 20
- 229920002943 EPDM rubber Polymers 0.000 claims description 4
- 229920001971 elastomer Polymers 0.000 claims description 4
- 150000001875 compounds Chemical class 0.000 claims description 2
- 238000004643 material aging Methods 0.000 claims description 2
- 229920000642 polymer Polymers 0.000 claims description 2
- 238000009958 sewing Methods 0.000 claims description 2
- 239000006069 physical mixture Substances 0.000 claims 2
- 238000005457 optimization Methods 0.000 description 2
- 238000004078 waterproofing Methods 0.000 description 2
- 206010023204 Joint dislocation Diseases 0.000 description 1
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- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
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- G06F30/10—Geometric CAD
- G06F30/17—Mechanical parametric or variational design
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
- E21D11/385—Sealing means positioned between adjacent lining members
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Abstract
The invention discloses a tunnel joint sealing gasket iterative design method based on a numerical value-physical mixed experiment, which is implemented according to the following steps: designing a plurality of first wheel sealing gasket sections; judging the leakage water pressure of the first round of sealing gaskets, and screening out the sections of the second round of sealing gaskets; testing the second round of sealing gasket, judging whether the limit splicing force is not more than the thrust of a shield jack and whether the leakage water pressure is not less than the designed short-term leakage water pressure, and screening out the section of the third round of sealing gasket; judging whether the concrete stress in the groove area is not greater than the plastic damage stress of the concrete or not, and screening out the section of the fourth wheel sealing gasket; and judging whether the contact stress of the service life is not less than the designed long-term leakage water pressure or not, and screening out the final sealing gasket section. The shield tunnel joint sealing gasket is designed through multiple iterations, the subjectivity and the randomness of the joint sealing gasket designed by the conventional engineering comparison method are solved, and the scientific and quantitative design and model selection of the sealing gasket section are realized.
Description
Technical Field
The invention relates to the technical field of shield tunnel seam sealing, in particular to a tunnel seam sealing gasket iterative design method based on a numerical value-physical hybrid test.
Background
With the promotion of novel urbanization and strong traffic strategy, a large number of urban rail transit, roads, railways and municipal shield tunnel engineering are planned, constructed and operated. As a prefabricated assembled underground structure, a shield tunnel inevitably has massive seams which are waterproof weak points of the whole structure system. According to the inspection result of the disease of the shield tunnel of the subway, more than 90% of leakage water occurs at the position of the joint. The waterproof measure of section of jurisdiction seam sets up one or twice slot in section of jurisdiction terminal surface department, and cavity type elastic sealing pad is pasted in the slot, assembles through the section of jurisdiction and compresses tightly sealed pad each other, produces contact stress and resists the infiltration of groundwater. Therefore, the joint sealing gasket is the most critical part for the waterproof performance of the tunnel, and how to design a reasonable and reliable sealing gasket section structure is the core for ensuring the waterproof safety of the shield tunnel.
The existing shield tunnel joint sealing gasket design mainly adopts an engineering experience type comparison method, namely referring to shield tunnel joint sealing gaskets similar to segment thickness, joint structure and water pressure prevention, as an initial design, adjusting the sealing gasket section by adopting an experience method, carrying out finite element/indoor experiment, obtaining corresponding closing compression force and water pressure resistance value, and judging whether the engineering design requirements are met; if not, repeatedly adjusting until reaching the requirement. The method has strong subjectivity and randomness and huge design workload. The method and the system for optimizing the section of the sealing gasket of the segment joint of the shield tunnel, disclosed by the Chinese patent publication No. CN113361039A, only consider the contact stress and the compression force as optimization indexes to select the section of the sealing gasket, and do not consider the leakage water pressure of the sealing gasket under the condition of actually opening and staggering the segments, so that the optimization result has larger deviation from the actual condition.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a brand-new shield tunnel segment joint sealing gasket design method, so that the section of the designed sealing gasket is more scientific and reasonable, and the engineering requirements can be better met.
The technical scheme for solving the technical problems is as follows: a shield tunnel joint sealing gasket iterative design method based on a numerical value-physical hybrid experiment comprises the following steps:
(1) collecting design data, and determining splicing characteristic indexes and waterproof characteristic indexes of the tunnel joint sealing gasket;
(2) drawing up geometric dimension parameters of a joint sealing gasket groove, and designing a plurality of first wheel sealing gasket sections;
(3) establishing a numerical model of the closed compression characteristic of the tunnel joint sealing gasket, obtaining a contact stress-compression curve of the first round sealing gasket, and judging whether the contact stress of numerical calculation is not less than the short-term design leakage water pressure; if yes, screening the section of the second wheel sealing gasket; otherwise, returning to the step (2) until the section of the second wheel sealing gasket meeting the requirement is obtained;
(4) developing a physical experiment of mechanical compression of the sealing gasket and a physical experiment of waterproof property of the joint sealing gasket, acquiring the closing compression force of the second round of sealing gasket and the leakage water pressure under the designed joint deformation, judging whether the ultimate compression force of the sealing gasket tested by the experiment is not greater than the thrust of the shield jack/the segment assembling force and whether the leakage water pressure tested by the experiment is not less than the short-term designed leakage water pressure; if yes, screening out the section of the third wheel of the sealing gasket; otherwise, repeating the steps (2) to (4) until a third sealing gasket section meeting the requirement is obtained;
(5) establishing a tunnel segment-joint-groove-sealing gasket full-scale numerical model, simulating a segment joint assembling process, and judging whether the numerically-calculated groove area concrete is not sheared and damaged; if yes, screening out the fourth wheel sealing gasket section; otherwise, repeating the steps (2) to (5) until a fourth wheel sealing gasket section meeting the requirements is obtained;
(6) establishing a tunnel joint-sealing gasket system time variable value model, obtaining a contact stress-service age limit curve, and judging whether the contact stress corresponding to the tunnel design service life (100 years) of numerical calculation is not less than the long-term design leakage water pressure or not; if so, screening out the final sealing gasket section; otherwise, repeating the steps (2) to (6) until the final sealing gasket section meeting the requirement is obtained.
Further, the assembling characteristic index in the step (1) means that the compression force of the sealing gasket in the closing process of the tunnel joint is within the assembling force of the shield, and the design indexes of different types of joints are as follows:
longitudinal sewing: f g，max ≤F erector (1)；
In the formula, F g，max Is the ultimate compressive force of the gasket, F erector Splicing force for the segment erector;
circular seam: f g，max ≤F jack (2)；
In the formula, F g，max Is the ultimate compressive force of the gasket, F jack And assembling force for the shield jack.
Furthermore, the waterproof performance index in the step (1) means that the tunnel joint bears design water pressure without leakage in a joint deformation mode in a design service cycle; waterproof capability of joint R j Equal to the leakage water pressure P when the joint leaks wl The specific expression is as follows:
R j ＝P wl (4)
P wl ≥αP wd (5)
in the formula, P wd Designing water pressure for theory, wherein alpha is a safety coefficient;
the theoretical design water pressure is given by:
P wd ＝γ w H w，max (6)
in the formula, gamma w Is the water dead weight H w，max The maximum water head height borne by the tunnel;
short-term waterproof safety coefficient: α ═ γ 0 /ε (7)
In the formula, gamma 0 Is a load element coefficient, and epsilon is a rubber material aging coefficient;
long-term waterproof factor of safety: α ═ γ 0 (8)
Determining short-term design leakage water pressure P of the joint by using formulas (6) to (8) wd，S And joint long term design leakage water pressure P wd，L The numerical value of (c).
And (3) the geometric dimension parameters of the joint sealing gasket groove in the step (2) comprise a side angle, a bottom width and a groove depth.
Further, the contact stress P is calculated by the numerical value of the step (3) c And theoretical design water pressure P wd The judgment relation of (1) is as follows:
P c ≥P wd (9)。
further, the experimental test in the step (4) is to determine a judgment relational expression of the sealing gasket limit compression force and the shield jack thrust/segment assembling force according to the formula (1) and the formula (2).
Further, the experiment of the step (4) tests the leakage water pressure P wl，EXP And the short-term design leakage water pressure is judged according to the following relation:
P wl，EXP ≥P wd，S (10)。
further, the numerical calculation model in the step (5) adopts a concrete damage plasticity model, and whether the concrete in the groove region is subjected to shear failure or not is numerically calculated, and the following judgment relation is simultaneously satisfied:
f c，FEA ≤f c (11)；
in the formula (f) c，FEA Calculating the maximum compressive stress of the concrete for the values, f c Designing compressive strength for the concrete;
in the formula (I), the compound is shown in the specification,
is equivalent plastic strain of concrete tensile.
Further, the gasket contact stress relaxation coefficient input by the time-variable value model of step (6) is determined according to the following formula:
wherein T is absolute temperature and T is service life.
Further, the judgment relation between the contact stress and the long-term design leakage water pressure calculated by the numerical value in the step (6) is as follows:
P c ≥P wd，L (14)。
further, according to the iterative design method of the shield tunnel joint sealing gasket based on the numerical value-physical mixing test, the sealing gasket is of a hollow section structure with an internal hole and is made of ethylene propylene diene monomer or other high polymer rubber.
Compared with the prior art, the invention has the beneficial effects that: the invention comprehensively considers the joint splicing performance and the waterproof performance, simultaneously considers the opening and the slab staggering of the joints of the pipe sheets in a real state, obtains the section of the sealing gasket which more meets the engineering requirements, avoids the subjectivity and the randomness of the prior experience comparison method, and ensures that the design work is quicker and more reasonable.
Drawings
FIG. 1 is a flow chart of the present invention.
FIG. 2 is a cross-section of a first wheel seal provided in an embodiment of the present invention.
FIG. 3 is a numerical model of a gasket-groove system according to an embodiment of the present invention.
Fig. 4 is a calculated contact stress-opening curve provided by an embodiment of the present invention.
FIG. 5 is a cross-section of a second wheel seal provided in accordance with an embodiment of the present invention.
Fig. 6 is a graph of experimental compression force versus compression provided by an embodiment of the present invention.
Fig. 7 is a graph of experimental leakage hydraulic pressure versus opening provided by an embodiment of the present invention.
FIG. 8 is a cross-section of a third wheel gasket provided in accordance with an embodiment of the present invention.
Fig. 9 is a numerical model of a segment-joint-groove-gasket system according to an embodiment of the present invention.
FIG. 10 is a graph illustrating the distribution of plastic stress in slab trench concrete provided by an embodiment of the present invention.
Fig. 11 is a cross section of a fourth wheel gasket according to an embodiment of the present invention.
FIG. 12 is a graphical representation of a time-varying numerical model of a gasket-groove system in accordance with an embodiment of the present invention.
Fig. 13 is a calculated contact stress-service life curve provided by an embodiment of the present invention.
FIG. 14 is a cross-section of a final gasket provided in accordance with an embodiment of the present invention.
Description of the labeling: 1 is an EPDM sealing gasket, 2 is a duct piece groove, and 3 is a concrete duct piece.
Detailed Description
The invention is described in further detail below with reference to the figures and the detailed description.
As shown in fig. 1, fig. 1 is a flow chart of the present invention. The method comprises the following specific steps:
(1) collecting data, and determining the splicing characteristic index and the waterproof characteristic index of the tunnel joint sealing gasket. The design indexes are as follows:
1. volume weight of water gamma w Is 10kN/m 3 ；
2. Maximum head height H w，max Is 98 m;
3. theoretical design water pressure P wd Is 0.98 MPa;
4. load component coefficient gamma 0 Is 1.2;
5, the aging coefficient epsilon of the EPDM rubber material is 0.65;
6. short term water resistance requirement P wd，S And long-term waterproofing requirement P wd，L 1.8MPa and 1.2MPa respectively;
7. design value delta of joint opening g，d Is 6 mm;
8. design value S of joint dislocation quantity d Is 15 mm;
9. splicing force F of shield tunneling machine jack jack Is 200 kN/m.
10. The service life is 100 years.
(2) The joint groove dimensions were planned and 5 first wheel gasket sections were designed, denoted gasket 1-gasket 5, as shown in fig. 2.
(3) Establishing a numerical model of the sealing gasket closing compression characteristic of the tunnel joint, as shown in fig. 3, calculating a contact stress-compression curve of 5 sealing gaskets in the first round through the numerical model, as shown in fig. 4, and as seen from fig. 4, when the opening amount of the joint of the sealing gasket 1 is 6mm, the contact stress between the sealing gaskets is only 1.75MPa and is smaller than the short-term design leakage water pressure P wd，S 1.8MPa, and the contact stress between the sealing gaskets when the rest four sealing gaskets are 6mm is larger than 1.8MPa, so that the sealing gasket 1 is eliminated, and the remaining 4 sealing gasket sections are screened as the second round sealing gasket sections, as shown in figure 5.
(4) Developing a physical experiment of mechanical compression of the sealing gasket and a physical experiment of waterproof property of the joint sealing gasket to obtain a test compression force-compression amount curve and a test leakage water pressure-opening amount curve of the second round of sealing gasket, as shown in fig. 6 and 7, it can be seen from fig. 6 that when the compression amount reaches 20mm, namely the opening amount is 0, the compression force required by the sealing gasket 2 reaches 210kN/m and exceeds the assembling force F of the shield jack jack 200kN/m, and the compression force required by the sections of the other three gaskets when the compression amount reaches 20mm is less than 200 kN/m. As can be seen from FIG. 7, when the seam opening amount is 6mm, the experimental leakage water pressure of the gasket 2 is 1.7MPa, which is less than the short-term waterproofing requirement P wd，S 1.8MPa, the experimental leakage water pressure of the other three sealing gaskets is more than 1.8MPa, the sealing gasket 2 is eliminated according to the design principle, and the rest sealing gasket 3-sealing gasket 5 are screened to be used as the section of the third sealing gasket, as shown in figure 8.
(5) A tunnel segment-joint-groove-sealing gasket full-scale numerical model is established, as shown in figure 9, a segment joint assembling process is simulated, and segment groove concrete stress distribution is obtained, as shown in figure 10, as can be known from a stress cloud chart, when the sealing gasket 3 is completely compressed, the maximum stress in segment concrete reaches 20MPa, although the maximum stress is lower than the C60 concrete compressive strength design value of 27.5MPa, according to the uniaxial constitutive relation of concrete, inelastic strain occurs. The maximum stress in the segment concrete when the gaskets 4 and 5 are completely compressed is lower than 16MPa, no inelastic strain occurs, the gaskets 3 are eliminated according to the design principle, and the gaskets 4 and 5 are screened to be used as the fourth wheel gasket section, as shown in fig. 11.
(6) Establishing a time variable value model of a sealing gasket-groove system, as shown in figure 12, obtaining a sealing gasket contact stress-service life curve, as shown in figure 13, and as shown in figure 13, when the segment joint sealing gasket is in service for 100 years, the average contact stress between sealing gaskets adopting the sections of the sealing gaskets 4 is reduced to 1.17, which is lower than the long-term waterproof requirement P of the sealing gasket wd，L 1.2 MPa. The average contact stress between the sealing gaskets adopting the sealing gasket 5 is higher than 1.2MPa, so the sealing gasket 4 is eliminated, and the screening sealing gasket 5 is the final sealing gasket section of the shield tunnel joint sealing gasket iterative design method, as shown in figure 14.
Claims (10)
1. A tunnel joint sealing gasket iterative design method based on a numerical value-physical mixing test is characterized in that a sealing gasket is of a hollow section structure with an internal hole and is made of ethylene propylene diene monomer rubber or other high polymer rubber, and the tunnel joint sealing gasket iterative design method specifically comprises the following steps:
(1) determining the splicing characteristic index and the waterproof characteristic index of the tunnel joint sealing gasket;
(2) drawing up geometric dimension parameters of a joint sealing gasket groove, and designing a plurality of first wheel sealing gasket sections;
(3) establishing a numerical model of the closed compression characteristic of the tunnel joint sealing gasket, obtaining a contact stress-compression curve of the first wheel sealing gasket, and judging whether the contact stress of numerical calculation is not less than the short-term design leakage water pressure? If yes, screening the section of the second wheel sealing gasket; otherwise, returning to the step (2) until the section of the second wheel sealing gasket meeting the requirement is obtained;
(4) carry out sealed mechanical compression physics experiment of filling up and the sealed waterproof characteristic physics experiment of joint sealing, acquire the sealed closed compressive force of the sealed pad of second round and the seepage water pressure under the joint deflection, judge whether sealed pad ultimate compressive force of experimental test is not more than shield structure jack thrust/section of jurisdiction and assemble power to and whether the seepage water pressure of experimental test is not less than short-term design seepage water pressure? If yes, screening out the section of the third wheel of the sealing gasket; otherwise, repeating the steps (2) to (4) until a third sealing gasket section meeting the requirement is obtained;
(5) a tunnel segment-joint-groove-sealing gasket full-scale numerical model is built, a segment joint assembling process is simulated, and whether the numerically-calculated groove area concrete is not sheared and damaged is judged? If yes, screening out the fourth wheel sealing gasket section; otherwise, repeating the steps (2) to (5) until a fourth wheel sealing gasket section meeting the requirements is obtained;
(6) establishing a tunnel joint-sealing gasket system time-variable value model, obtaining a contact stress-service life curve, and judging whether the contact stress corresponding to the service life of the tunnel design calculated by numerical value is not less than the leakage water pressure of the long-term design? If so, screening out the final sealing gasket section; otherwise, repeating the steps (2) to (6) until the final sealing gasket section meeting the requirement is obtained.
2. The iterative design method for the sealing gasket of the tunnel joint based on the numerical value-physical mixture test is characterized in that the assembling characteristic index in the step (1) means that the compressive force of the sealing gasket in the closing process of the tunnel joint is within the assembling force of a shield, and the design indexes of different types of joints are as follows:
longitudinal sewing: f g，max ≤F erector (1)；
In the formula, F g，max Is the ultimate compressive force of the gasket, F erector Splicing force for the segment erector;
circular seam: f g，max ≤F jack (2)；
In the formula, F g，max Is the ultimate compressive force of the gasket, F jack And assembling force for the shield jack.
3. The base of claim 1The iterative design method of the tunnel joint sealing gasket in the numerical value-physical mixed test is characterized in that the waterproof characteristic index in the step (1) means that the tunnel joint bears the design water pressure without leakage in the joint deformation mode in the design service cycle; waterproof capability of joint R j Equal to the leakage water pressure P when the joint leaks wl The specific expression is as follows:
R i ＝P wl (4)
P wl ≥αP wd (5)
in the formula, P wd Designing water pressure for theory, wherein alpha is a safety coefficient;
the theoretical design water pressure is given by:
P wd ＝γ w H w，max (6)
in the formula, gamma w Is the water dead weight H w，max The maximum water head height borne by the tunnel;
short-term waterproof safety coefficient: α ═ λ 0 /ε (7)
In the formula, gamma 0 Is a load element coefficient, and epsilon is a rubber material aging coefficient;
long-term waterproof factor of safety: α ═ γ 0 (8)
Determining short-term design leakage water pressure P of joint by using formulas (6) to (8) wd，S And joint long term design leakage water pressure P wd，L The numerical value of (c).
4. The iterative design method for a tunnel sealing gasket based on a numerical-physical mixing test is characterized in that the geometric dimension parameters of the sealing gasket groove of the step (2) comprise a side angle, a bottom width and a groove depth.
5. The iterative design method for a tunnel joint sealing gasket based on numerical-physical hybrid test as claimed in claim 1, wherein the numerical calculation of the contact stress P in the step (3) is carried out c And theoretical design water pressure P wd The judgment relation of (1) is as follows:
P c ≥P wd (9)。
6. the iterative design method for the tunnel joint sealing gasket based on the numerical value-physical mixing test is characterized in that the experimental test in the step (4) is used for determining the judgment relation between the sealing gasket limit compression force and the shield jack thrust/segment assembling force according to the formula (1) and the formula (2).
7. The iterative design method for tunnel joint sealing gasket based on numerical-physical mixing test as claimed in claim 1, wherein the experiment of step (4) tests the leakage water pressure P wl，EXP And the short-term design leakage water pressure is judged according to the following relation:
P wl，EXP ≥P wd，S (10)。
8. the iterative design method for the tunnel joint sealing gasket based on the numerical-physical mixing test is characterized in that the numerical calculation model in the step (5) adopts a concrete damage plasticity model, and whether the concrete in the groove region is subjected to shear failure or not is numerically calculated, and the following judgment relational expression is simultaneously satisfied:
f c，FEA ≤f c (11)；
in the formula (f) c，FEA Calculating the maximum compressive stress of the concrete for the values, f c Designing compressive strength for the concrete;
in the formula (I), the compound is shown in the specification,
is equivalent plastic strain of concrete tensile.
9. The iterative design method for a tunnel joint gasket based on a numerical-physical mixture test according to claim 1, wherein the gasket contact stress relaxation coefficient input by the time-variable numerical model of step (6) is determined according to the following formula:
wherein T is absolute temperature and T is service life.
10. The iterative design method for the tunnel joint sealing gasket based on the numerical-physical hybrid test is characterized in that the judgment relation between the numerically calculated contact stress and the long-term design leakage water pressure in the step (6) is as follows:
P c ≥P wd，L (14)。
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| CN115876681A (en) * | 2023-03-01 | 2023-03-31 | 中南大学 | Safety degree evaluation method and test device for sealing gasket |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111666621A (en) * | 2020-06-08 | 2020-09-15 | 中南大学 | Method for determining safe support pressure interval of excavation face of tunnel in clay stratum |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111666621A (en) * | 2020-06-08 | 2020-09-15 | 中南大学 | Method for determining safe support pressure interval of excavation face of tunnel in clay stratum |
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| CN115876681A (en) * | 2023-03-01 | 2023-03-31 | 中南大学 | Safety degree evaluation method and test device for sealing gasket |
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