CN111553104A - Simulation analysis method for bridge deck pavement structure - Google Patents
Simulation analysis method for bridge deck pavement structure Download PDFInfo
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- CN111553104A CN111553104A CN202010381554.6A CN202010381554A CN111553104A CN 111553104 A CN111553104 A CN 111553104A CN 202010381554 A CN202010381554 A CN 202010381554A CN 111553104 A CN111553104 A CN 111553104A
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- 238000004458 analytical method Methods 0.000 title claims abstract description 27
- 238000004088 simulation Methods 0.000 title claims abstract description 22
- 239000000463 material Substances 0.000 claims abstract description 35
- 230000004044 response Effects 0.000 claims abstract description 11
- 238000012360 testing method Methods 0.000 claims abstract description 8
- 239000010410 layer Substances 0.000 claims description 72
- 239000010426 asphalt Substances 0.000 claims description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 12
- 239000010959 steel Substances 0.000 claims description 12
- 238000006073 displacement reaction Methods 0.000 claims description 11
- 239000000203 mixture Substances 0.000 claims description 10
- 238000011056 performance test Methods 0.000 claims description 7
- 230000000977 initiatory effect Effects 0.000 claims description 5
- 239000011229 interlayer Substances 0.000 claims description 5
- 239000002131 composite material Substances 0.000 claims description 4
- 238000000034 method Methods 0.000 claims description 4
- 238000004364 calculation method Methods 0.000 description 5
- 230000009471 action Effects 0.000 description 4
- 239000011384 asphalt concrete Substances 0.000 description 2
- 238000005192 partition Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 230000009467 reduction Effects 0.000 description 2
- 239000004593 Epoxy Substances 0.000 description 1
- 239000012790 adhesive layer Substances 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000012512 characterization method Methods 0.000 description 1
- 230000001427 coherent effect Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000032798 delamination Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000012805 post-processing Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
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Abstract
The invention discloses a simulation analysis method for a bridge deck pavement structure, which comprises the following steps: (S1) establishing a geometric model of the bridge deck pavement structure in ABAQUS software according to the actual size parameters of the bridge deck pavement structure; (S2) carrying out grid division on the geometric model of the bridge deck pavement structure, constructing a zero-thickness unit layer representing the bonding layer, and establishing a three-dimensional finite element model of the bridge deck pavement structure; (S3) determining the material type and the section attribute of each structural layer according to the indoor test of the paving material, and endowing the section attribute to each unit layer in the three-dimensional finite element model of the bridge deck pavement structure; (S4) adding traffic load and boundary conditions in the three-dimensional finite element model of the bridge deck pavement structure; (S5) calculating and analyzing the mechanical response of the bridge deck pavement structure. The analysis method combines the influence of damage and failure of the bonding material on the performance of the pavement structure, carries out internal stress analysis on the bridge deck pavement structure, and has the analysis result which is more in line with the actual bonding condition and more accurate.
Description
Technical Field
The invention relates to a structure simulation analysis method, in particular to a bridge deck pavement structure simulation analysis method.
Background
Under the combined action of factors such as travelling load, temperature and the like, the asphalt pavement layer of the bridge deck can cause larger shear deformation, and when the bonding interface between layers has poor bonding force and weaker shear resistance, the bonding between layers can be failed or the delamination phenomenon can be generated, so that the composite action of the pavement structure is reduced, the internal stress of the pavement layer is increased, the damage of the pavement structure is accelerated, and the representation of the bonding state between the asphalt pavement layers of the bridge deck has important significance for analyzing the internal stress of the pavement structure. At present, the interlayer bonding state is generally defined as a completely continuous condition in finite element analysis of a pavement structure, the actual characteristics of bonding layer materials are not fully considered, the difference between the actual use condition of the bonding layer of the pavement structure and the actual use condition of the bonding layer of the pavement structure is caused, the stress analysis result of the pavement structure is deviated, and the design and the use performance of the pavement structure are further influenced.
Disclosure of Invention
The purpose of the invention is as follows: the invention aims to provide a simulation analysis method for a bridge deck pavement structure, which can accurately analyze the internal stress of the structure.
The technical scheme is as follows: the simulation analysis method of the bridge deck pavement structure comprises the following steps:
(S1) establishing a geometric model of the bridge deck pavement structure in ABAQUS software according to the actual size parameters of the bridge deck pavement structure;
(S2) carrying out grid division on the geometric model of the bridge deck pavement structure, constructing a zero-thickness unit layer representing the bonding layer, and establishing a three-dimensional finite element model of the bridge deck pavement structure;
(S3) determining the material type and the section attribute of each structural layer according to the indoor test of the paving material, and endowing the section attribute to each unit layer in the three-dimensional finite element model of the bridge deck pavement structure;
(S4) adding traffic load and boundary conditions in the three-dimensional finite element model of the bridge deck pavement structure;
(S5) calculating and analyzing the mechanical response of the bridge deck pavement structure.
The bridge deck pavement structure geometric model is composed of a pavement upper layer, a pavement lower layer and a bridge deck slab, the pavement upper layer is 2-4 cm thick, the pavement lower layer is 2-4 cm thick, U-shaped stiffening ribs are transversely arranged below the bridge deck slab, and a transverse partition plate is longitudinally arranged below the bridge deck slab.
The step S2 of establishing the bridge deck pavement structure three-dimensional finite element model comprises the following steps:
(S21) uniformly distributing the geometric model of the bridge deck pavement structure along each direction, and dividing grids;
(S22) selecting the bottom surface of the upper layer to be paved, and defining a unit group offset-1 with the thickness of 0.1-0.5;
(S23) selecting the upper surface node of the unit group offset-1, and downwards offsetting by 0.1-0.5 to enable the thickness of the unit layer to be 0, so as to obtain the three-dimensional finite element model of the bridge deck pavement structure.
Wherein, step S3 includes the following steps:
(S31) performing performance tests on the asphalt mixture and the bridge deck steel in the pavement structure to obtain the Young modulus and Poisson ratio of the materials;
(S32) carrying out interlayer bonding performance test on the paved composite structure, and determining the cohesion parameter of the bonding layer according to the measured tension displacement relation curve
(S33) defining the material types of the asphalt mixture and the steel in the property module, creating material section attributes after the material type definition is finished, and sequentially endowing the material section attributes of the upper layer, the lower layer and the bridge deck slab to corresponding unit layers according to actual conditions;
(S34) defining the material type of the bonding layer in the property module, selecting a damage initiation criterion, creating a material section attribute, and endowing the section attribute to the bonding layer;
(S35) setting a unit type of the upper layer, the lower layer, the bridge deck and the adhesive layer.
When the material types of the asphalt mixture and the steel are defined in the step S33, the Young modulus of the asphalt mixture ranges from 1000 to 8000, and the Poisson ratio ranges from 0.2 to 0.4; the Young modulus value range of the steel is 200000-250000, and the Poisson ratio value range is 0.2-0.3; elastic type selection traction in the material types of the bonding layer in the step S34, and first direction rigidity parameter EnnThe value range is 1.5-2.5, and the second direction rigidity parameter EssThe value range of (1) is 0.5-1.0, and the third direction rigidity parameter EttThe value range of (A) is 0.5-1.0; in the step S34, the damage initiation criterion is a maximum nominal stress criterion, the range of the normal main stress normal-only mode is 1.5-2.0, and the range of the first direction nominal stress first direction and the second direction nominal stress normal stress second direction is 1.8-2.5; and selecting displacement as the damage expansion criterion type, wherein the failure displacement value range is 2-5.
When the traveling load is added in the step S4, a single-shaft double-wheel uniform load distribution mode is selected, the width and the length of each single wheel are both 20-25 cm, the lateral distance between the two wheels is 8-10 cm, the loading wheel pressure is 0.6-1.0 MPa, the longitudinal horizontal force is simultaneously applied to the loading area, and the value of the longitudinal horizontal force is half of the vertical pressure.
Has the advantages that: compared with the prior art, the invention has the following remarkable advantages: the influence of damage and failure of the bonding material on the performance of the pavement structure is combined, internal stress analysis is carried out on the bridge deck pavement structure, the analysis result is more in line with the actual bonding condition, and the obtained mechanical response of the pavement structure under the load action is more accurate.
Drawings
FIG. 1 is a flow chart of the present invention;
FIG. 2 is a schematic diagram of a three-dimensional finite element model of a bridge deck pavement structure;
FIG. 3 is a graph of performance tests versus numerical simulation data during cohesion model parameter determination.
Detailed Description
Example 1
As shown in fig. 1, the simulation analysis process of the bridge deck pavement structure is as follows: opening ABAQUS software, establishing a geometric model of the bridge deck pavement structure at the part module according to the actual size parameters of the bridge deck pavement structure, wherein the model consists of an upper pavement layer 1, a lower pavement layer 2 and a bridge deck plate 3, the bridge deck plate is transversely provided with 7U-shaped stiffening ribs with the same interval, and 4 transverse partition plates with the same interval are longitudinally arranged. The pavement structure combination is that the lower layer EA + the upper layer modified SMA is thickThe combination of degrees is 3cm + 4cm above. Entering a mesh module, uniformly distributing bridge deck pavement structure geometric models along all directions, dividing grids, selecting the bottom surface of a pavement upper layer 1 by utilizing the function of a mesh/offset solid layers in the edge mesh, defining a unit group offset-1 with the thickness of 0.1, then selecting an upper surface node of the offset-1 unit group by utilizing the function of a node/edge in the edge mesh, downwards offsetting by 0.1 to enable the thickness of the unit layer to be 0, constructing a zero-thickness unit layer representing a bonding layer 4, and finally obtaining the three-dimensional finite element model of the bridge deck pavement structure shown in figure 2. Carrying out performance tests on the asphalt mixture and the steel of the bridge deck slab in the pavement structure to obtain the Young modulus and Poisson ratio of the material; carrying out an interlayer bonding performance test of the paved composite structure, and determining the cohesion parameter of the bonding layer according to the actually measured tension displacement relation curve; in the case, the drawing test and the shearing test are performed according to appendix B and appendix C in technical Specification for pavement and construction of Steel road decks (JTG/T3364-02-2019). Defining the material types of asphalt mixture and steel in a property module, selecting isotropic for an elastic type, wherein the Young modulus value of the modified asphalt SMA on the upper layer of pavement is 3000, and the Poisson ratio value is 0.35; the Young modulus value of the epoxy asphalt concrete EA at the lower layer is 6000, and the Poisson ratio value is 0.35; the Young modulus of the steel is 210000, and the Poisson ratio is 0.3; and after the material type definition is finished, establishing material section attributes, and sequentially endowing the material section attributes of the upper paving layer 1, the lower paving layer 2 and the bridge deck 3 to corresponding unit layers according to actual conditions. Defining the material property of the bonding layer in the property module, selecting a transmission by the elastic type, and according to the test result, Enn＝2.31、Ess＝Ett0.57; the damage initiation criterion is a maximum nominal stress criterion, the nominal stress normal-only mode is 1.8, and the nominal stress first direct and the nominal stress second direct are both 2.0; the damage expansion criterion type is displacement, and the failure displacement is set to be 3. The ratio of the cohesive force model adhesion state numerical simulation result constructed after parameter selection to the test value is shown in fig. 3, and it can be seen from fig. 3 that the model numerical simulation result is relatively consistent with the test process, which indicates that the cohesive force parameter selection in the model is in accordance with the actual situation. MaterialAfter the type definition is completed, a material section attribute is created, the type selects coherence in other, and the section attribute is assigned to the zero-thickness unit layer. The element types of the upper layer and the lower layer of the pavement are set to be eight-node hexahedral linear reduction integral units C3D8R, the element type of the bridge deck is set to be four-node reduction integral shell units S4R, and the bonding layer element type is set to be coherent units COH3D8 in the mesh module by using the element type function, wherein the viscisity is designated as 0.001, and the element delay is selected as yes. The method comprises the steps of defining driving load and boundary conditions in a load module, wherein the load adopts a single-shaft double-wheel uniform load distribution mode, the width of a single wheel is 20cm, the length of the single wheel is 25cm, the lateral distance between two wheels is 10cm, the pressure of a loading wheel is 0.91MPa, longitudinal horizontal force is simultaneously applied to a loading area, and the value of the longitudinal horizontal force is half of the vertical pressure. The vehicle-mounted transverse action position is a position where the center of the double-wheel load gap falls right above the center of the stiffening rib side rib. And (3) hinging the bottom edge end points of the two diaphragm plates at the outer side in the three-dimensional finite element model of the bridge deck pavement structure, and constraining the displacement in the corresponding direction as the displacement boundary condition of the model. And (3) performing calculation analysis on the three-dimensional finite element model of the bridge deck pavement structure, extracting stress-strain data in the pavement structure by utilizing the post-processing function of the finite element software, and analyzing the internal mechanical response result of the pavement structure.
The mechanical response calculation results of the present embodiment and the completely continuous condition simulation results are shown in table 1, and it can be seen that the mechanical response results calculated in embodiment 1 are more similar to the measured data, which indicates that the analysis method in embodiment 1 is more accurate.
Table 1 comparison of example 1 with the results of the calculation of the simulated mechanical response for the fully continuous conditions
Example 2
The present embodiment is different from embodiment 1 in that: the bridge deck pavement structure combination is composed of lower-layer asphalt concrete GA + upper-layer modified asphalt SMA, the thickness combination is composed of a lower-layer 3cm + upper-layer 4cm, the Young modulus value of GA is 1000, and the Poisson ratio value is 0.2.
The mechanical response calculation results of the present embodiment and the completely continuous condition simulation results are shown in table 2, which shows that the mechanical response results calculated in embodiment 2 are more similar to the measured data, and the analysis method in embodiment 2 is more accurate.
Table 2 comparison of example 2 with the results of the calculation of the simulated mechanical response for the fully continuous conditions
| Interlayer bonding state characterization mode | Maximum tensile stress/MPa of upper surface | Maximum shear stress/MPa of bottom of upper layer of paving |
| Example 2 | 0.73 | 0.56 |
| Complete continuous condition | 0.66 | 0.68 |
| Measured data | 0.70 | 0.52 |
Claims (9)
1. A simulation analysis method for a bridge deck pavement structure is characterized by comprising the following steps:
(S1) establishing a geometric model of the bridge deck pavement structure in ABAQUS software according to the actual size parameters of the bridge deck pavement structure;
(S2) carrying out grid division on the geometric model of the bridge deck pavement structure, constructing a zero-thickness unit layer representing the bonding layer (4), and establishing a three-dimensional finite element model of the bridge deck pavement structure;
(S3) determining the material type and the section attribute of each structural layer according to the indoor test of the paving material, and endowing the section attribute to each unit layer in the three-dimensional finite element model of the bridge deck pavement structure;
(S4) adding traffic load and boundary conditions in the three-dimensional finite element model of the bridge deck pavement structure;
(S5) calculating and analyzing the mechanical response of the bridge deck pavement structure.
2. The simulation analysis method for the bridge deck pavement structure according to claim 1, wherein the geometric model of the bridge deck pavement structure is composed of an upper pavement layer (1), a lower pavement layer (2) and a bridge deck (3), the thickness of the upper pavement layer (1) is 2-4 cm, and the thickness of the lower pavement layer (2) is 2-4 cm.
3. The simulation analysis method for a bridge deck pavement structure according to claim 2, wherein U-shaped stiffening ribs are transversely arranged below the bridge deck (3), and transverse clapboards are longitudinally arranged.
4. The method for simulation analysis of a bridge deck pavement structure according to claim 1, wherein the step of building a three-dimensional finite element model of the bridge deck pavement structure in step S2 comprises the steps of:
(S21) uniformly distributing the geometric model of the bridge deck pavement structure along each direction, and dividing grids;
(S22) selecting the bottom surface of the upper layer to be paved, and defining a unit group offset-1 with the thickness of 0.1-0.5;
(S23) selecting the upper surface node of the unit group offset-1, and downwards offsetting by 0.1-0.5 to enable the thickness of the unit layer to be 0, so as to obtain the three-dimensional finite element model of the bridge deck pavement structure.
5. The simulation analysis method for a bridge deck pavement structure according to claim 1, wherein the step S3 includes the steps of:
(S31) performing performance tests on the asphalt mixture and the bridge deck steel in the pavement structure to obtain the Young modulus and Poisson ratio of the materials;
(S32) carrying out interlayer bonding performance test on the paved composite structure, and determining the cohesion parameter of the bonding layer (4) according to the actually measured tension displacement relation curve;
(S33) defining the material types of the asphalt mixture and the steel in the property module, creating material section attributes after the material type definition is finished, and sequentially endowing the material section attributes of the upper layer (1), the lower layer (2) and the bridge deck (3) to corresponding unit layers according to actual conditions;
(S34) defining the material type of the bonding layer in the property module, selecting a damage initiation rule, creating a material section attribute, and endowing the section attribute to the bonding layer (4);
(S35) unit types of an upper layer (1), a lower layer (2), a bridge deck (3) and a bonding layer (4) are arranged.
6. The simulation analysis method for the bridge deck pavement structure according to claim 5, wherein when the material types of the asphalt mixture and the steel material are defined in the step S33, the Young modulus of the asphalt mixture ranges from 1000 to 8000, and the Poisson ratio ranges from 0.2 to 0.4; the Young modulus of the steel is 200000-250000, and the Poisson ratio is 0.2-0.3.
7. The simulation analysis method for the bridge deck pavement structure of claim 5, wherein in the step S34, the elastic type of the material type of the bonding layer selects traction force, and the first direction stiffness parameter E isnnThe value range is 1.5-2.5, and the second direction rigidity parameter EssThe value range of (1) is 0.5-1.0, and the third direction rigidity parameter EttThe value range of (A) is 0.5-1.0.
8. The simulation analysis method for the bridge deck pavement structure according to claim 5, wherein the damage initiation criterion in step S34 is a maximum nominal stress criterion, the range of values of normal main stress normal-only mode is 1.5-2.0, and the range of values of first direction nominal stress first direction and second direction nominal stress second direction is 1.8-2.5; and selecting displacement as the damage expansion criterion type, wherein the failure displacement value range is 2-5.
9. The simulation analysis method for the bridge deck pavement structure according to claim 1, wherein when the traveling load is added in the step S4, a single-shaft double-wheel uniform load mode is adopted, the width and the length of a single wheel are both 20-25 cm, the lateral distance between two wheels is 8-10 cm, the pressure of a loading wheel is 0.6-1.0 MPa, a longitudinal horizontal force is simultaneously applied to a loading area, and the value of the longitudinal horizontal force is half of the vertical pressure.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114707210A (en) * | 2022-03-24 | 2022-07-05 | 东南大学 | Numerical simulation method for complex service condition of steel bridge deck pavement |
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| CN101532917A (en) * | 2009-04-15 | 2009-09-16 | 江苏省交通科学研究院股份有限公司 | Quick load test method for bridge carrying capacity |
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| CN114707210A (en) * | 2022-03-24 | 2022-07-05 | 东南大学 | Numerical simulation method for complex service condition of steel bridge deck pavement |
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