CN111553104B - Bridge deck pavement structure simulation analysis method - Google Patents
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- CN111553104B CN111553104B CN202010381554.6A CN202010381554A CN111553104B CN 111553104 B CN111553104 B CN 111553104B CN 202010381554 A CN202010381554 A CN 202010381554A CN 111553104 B CN111553104 B CN 111553104B
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- 238000004458 analytical method Methods 0.000 title claims abstract description 18
- 238000004088 simulation Methods 0.000 title claims abstract description 14
- 239000000463 material Substances 0.000 claims abstract description 34
- 230000004044 response Effects 0.000 claims abstract description 11
- 238000012360 testing method Methods 0.000 claims abstract description 9
- 239000010410 layer Substances 0.000 claims description 58
- 229910000831 Steel Inorganic materials 0.000 claims description 11
- 239000010426 asphalt Substances 0.000 claims description 11
- 238000006073 displacement reaction Methods 0.000 claims description 11
- 239000010959 steel Substances 0.000 claims description 11
- 239000000203 mixture Substances 0.000 claims description 9
- 239000011229 interlayer Substances 0.000 claims description 8
- 238000011056 performance test Methods 0.000 claims description 6
- 239000012790 adhesive layer Substances 0.000 claims description 5
- 230000000977 initiatory effect Effects 0.000 claims description 5
- 239000002131 composite material Substances 0.000 claims description 4
- 238000000034 method Methods 0.000 claims description 4
- 238000005192 partition Methods 0.000 claims description 3
- 238000004364 calculation method Methods 0.000 description 4
- 230000009471 action Effects 0.000 description 3
- 239000011384 asphalt concrete Substances 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 230000009467 reduction Effects 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 239000004593 Epoxy Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000032798 delamination Effects 0.000 description 1
- 238000012217 deletion Methods 0.000 description 1
- 230000037430 deletion Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 229920001971 elastomer Polymers 0.000 description 1
- 239000000806 elastomer Substances 0.000 description 1
- 238000012805 post-processing Methods 0.000 description 1
- 230000000452 restraining effect Effects 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
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- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02T—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO TRANSPORTATION
- Y02T90/00—Enabling technologies or technologies with a potential or indirect contribution to GHG emissions mitigation
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Abstract
The invention discloses a bridge deck pavement structure simulation analysis method, which comprises the following steps: (S1) establishing a bridge deck pavement structure geometric model 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 constructing 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 an indoor test of paving materials, and endowing the section attribute to each unit layer in the three-dimensional finite element model of the bridge deck pavement structure; (S4) adding driving load and boundary conditions into a three-dimensional finite element model of the bridge deck pavement structure; and (S5) calculating and analyzing mechanical response of the bridge deck pavement structure. According to the analysis method, the influence of damage and failure of the bonding material on the performance of the pavement structure is combined, the internal stress analysis is carried out on the bridge deck pavement structure, and the analysis result is more in accordance with the actual bonding condition and is more accurate.
Description
Technical Field
The invention relates to a structural simulation analysis method, in particular to a bridge deck pavement structural simulation analysis method.
Background
Under the combined action of factors such as driving load and temperature, the bridge deck asphalt pavement interlayer can cause great shear deformation, when the interlayer bonding interface adhesion is poor, the shearing resistance is weak, interlayer bonding failure can be caused or delamination phenomenon can be generated, thereby reducing the composite action of the pavement structure, increasing the internal stress of the pavement layer, accelerating the damage of the pavement structure, and representing the bonding state between the bridge deck pavement layers has great significance for analyzing the internal stress of the pavement structure. At present, in finite element analysis of a pavement structure, an interlayer bonding state is generally defined as a complete continuous condition, the assumption does not fully consider the actual characteristics of bonding layer materials, and the assumption is different from the actual use condition of the bonding layer of the pavement structure, so that the stress analysis result of the pavement structure is deviated, and the design and the use performance of the pavement structure are affected.
Disclosure of Invention
The invention aims to: the invention aims to provide a bridge deck pavement structure simulation analysis method capable of accurately analyzing internal stress of a structure.
The technical scheme is as follows: the invention relates to a bridge deck pavement structure simulation analysis method, which comprises the following steps:
(S1) establishing a bridge deck pavement structure geometric model 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 constructing 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 an indoor test of paving materials, and endowing the section attribute to each unit layer in the three-dimensional finite element model of the bridge deck pavement structure;
(S4) adding driving load and boundary conditions into a three-dimensional finite element model of the bridge deck pavement structure;
and (S5) calculating and analyzing mechanical response of the bridge deck pavement structure.
The bridge deck pavement structure geometric model consists of a pavement upper layer, a pavement lower layer and a bridge deck plate, wherein the thickness of the pavement upper layer is 2-4 cm, the thickness of the pavement lower layer is 2-4 cm, U-shaped stiffening ribs are transversely arranged below the bridge deck plate, and transverse partition plates are longitudinally arranged.
The step S2 of establishing the bridge deck pavement structure three-dimensional finite element model comprises the following steps of:
(S21) uniformly distributing seeds along all directions to the geometric model of the bridge deck pavement structure, and dividing grids;
(S22) selecting the bottom surface of the paved upper layer, and defining a unit group offsetelement-1 with the thickness of 0.1-0.5;
(S23) selecting the upper surface node of the unit group offsetelement-1, and shifting downwards 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 a performance test on asphalt mixture and bridge deck steel in a pavement structure to obtain Young modulus and Poisson' S ratio of the material;
(S32) performing interlayer bonding performance test on the paved composite structure, and determining cohesive force parameters of the adhesive layer according to the actually measured tension displacement relation curve
(S33) defining material types of asphalt mixture and steel in the property module, creating material section properties after the material types are defined, and sequentially endowing the material section properties of the paving upper layer, the paving lower layer and the bridge deck with 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 the unit types of the paving upper layer, the paving lower layer, the bridge deck and the bonding layer.
Wherein, when defining the material types of the asphalt mixture and the steel in the step S33, the Young 'S modulus of the asphalt mixture ranges from 1000 to 8000, and the Poisson' S 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; in step S34, elastic type of the material type of the adhesive layer selects traction force, first direction stiffness parameter E nn The value range is 1.5-2.5, and the second direction rigidity parameter E ss The value range of the stiffness parameter E is 0.5-1.0 tt The value range of (2) is 0.5-1.0; in the step S34, the maximum nominal stress criterion is selected as the damage initiation criterion, the normal main stress value nominal stress normal-only mode is 1.5-2.0, and the values of the first direction nominal stress value nominal stress first direction and the second direction nominal stress value nominal stress second direction are 1.8-2.5; the damage extension criterion type is selected from displacement, and the value range of failure displacement is 2-5.
When the driving load is added in the step S4, a single-shaft double-wheel uniformly-distributed load form is selected, the width and the length of a single wheel are 20-25 cm, the side distance between two wheels is 8-10 cm, the loading wheel pressure is 0.6-1.0 MPa, and the longitudinal horizontal force is applied at the loading area at the same time, wherein the longitudinal horizontal force value is half of the vertical pressure.
The beneficial effects are that: compared with the prior art, the invention has the remarkable advantages that: and the internal stress analysis is carried out on the bridge deck pavement structure by combining the influence of the damage and the failure of the bonding material on the performance of the pavement structure, the analysis result is more in accordance with the actual bonding condition, and the obtained pavement structure has more accurate mechanical response under the load effect.
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 comparing performance tests with numerical simulation data during the determination of parameters of a cohesive model.
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 bridge deck pavement structure geometric model at a part module according to actual size parameters of the bridge deck pavement structure, wherein the model comprises a pavement upper layer 1, a pavement lower layer 2 and a bridge deck 3, wherein the bridge deck is transversely provided with 7U-shaped stiffening ribs with the same interval, and 4 transverse baffles with the same interval are longitudinally arranged. The paving structure combination is lower EA+upper modified SMA, and the thickness combination is 3 cm+upper 4cm. And entering a mesh module, uniformly distributing seeds of the bridge deck pavement structure geometric model along all directions, dividing grids, selecting the bottom surface of the upper pavement layer 1 by utilizing the mesh/offset create solid layers function in the wait mesh, defining a unit group of offsetelements-1 with the thickness of 0.1, then selecting the upper surface nodes of the offsetelements-1 unit group by utilizing the node/wait function in the wait mesh, shifting downwards by 0.1 to enable the thickness of the unit layer to be 0, constructing a zero-thickness unit layer representing the bonding layer 4, and finally obtaining the bridge deck pavement structure three-dimensional finite element model shown in figure 2. Performing performance tests on asphalt mixture and bridge deck steel in a pavement structure to obtain Young modulus and Poisson ratio of the material; developing an interlayer adhesive property test of the paving composite structure, and determining cohesive force parameters of the adhesive layer according to the actually measured tension displacement relation curve; in this case, the drawing test and the shearing test are carried out according to annex B and annex C in the technical Specification for pavement design and construction of Highway Steel bridge deck (JTG/T3364-02-2019). Definition in property moduleThe asphalt mixture and steel material types are selected from the elastomer type, wherein the Young modulus value of the SMA paved on the upper layer is 3000, and the Poisson ratio value is 0.35; the Young modulus value of the laid lower layer epoxy asphalt concrete EA is 6000, and the Poisson ratio value is 0.35; the Young's modulus of the steel is 210000, and the Poisson's ratio is 0.3; after the definition of the material type is completed, the material section attribute is created, and the material section attribute of the paving upper layer 1, the paving lower layer 2 and the bridge deck 3 is sequentially endowed to the corresponding unit layers according to actual conditions. Defining the property of the bonding layer material in the property module, selecting transmission by the elastic type, and according to the test result E nn ＝2.31、E ss ＝E tt =0.57; the maximum nominal stress criterion is selected as the damage initiation criterion, and 1.8,nominal stress first direction and nominal stress second direction are both 2.0 for nominal stress normal-only mode; the damage extension rule type selects displacement, and the failure displacement is set to be 3. The comparison between the cohesive force model cohesive state numerical simulation result and the test value constructed after the parameter selection is shown in fig. 3, and the numerical simulation result of the model is more consistent with the test process, which shows that the cohesive force parameter selection in the model accords with the actual condition. After the definition of the material type is completed, the section attribute of the material is created, and the type selects the coefive in the other, so that the section attribute is given to the zero-thickness unit layer. The upper layer paving unit type and the lower layer paving unit type are set to be eight-node hexahedral linear reduction integral units C3D8R by using an element type function in the mesh module, the unit type of the bridge deck is set to be a four-node reduction integral shell unit S4R, the bonding layer unit type is set to be a synchronous unit COH3D8, and the vision is designated as 0.001,element deletion options. And defining a driving load and boundary conditions in a load module, wherein the load is in a single-shaft double-wheel uniformly-distributed load form, the width of a single wheel is 20cm, the length of the single wheel is 25cm, the side distance between two wheels is 10cm, the loading wheel pressure is 0.91MPa, and the longitudinal horizontal force is applied at the same time in a loading area, wherein the longitudinal horizontal force value is half of the vertical pressure. The vehicle-mounted transverse action position is that the center of the double-wheel load gap falls on the position right above the center of the side rib of the stiffening rib. The bottom edge end points of the two middle and outer transverse partition plates in the bridge deck pavement structure three-dimensional finite element model are set asAnd hinging, and restraining the displacement in the corresponding direction as a displacement boundary condition of the model. And calculating and analyzing the three-dimensional finite element model of the bridge deck pavement structure, extracting stress and strain data in the pavement structure by utilizing the post-processing function of finite element software, and analyzing the internal mechanical response result of the pavement structure.
The comparison between the mechanical response calculation results of the simulation results of the present embodiment and the complete continuous conditions is shown in table 1, and it can be seen that the mechanical response result calculated in embodiment 1 is more similar to the measured data, which indicates that the analysis method of embodiment 1 is more accurate.
Table 1 comparison of example 1 with results of calculation of fully continuous condition simulated mechanical response
Example 2
The present embodiment differs from embodiment 1 in that: the bridge deck pavement structure combination is lower asphalt concrete GA+upper modified asphalt SMA, the thickness combination is lower 3 cm+upper 4cm, the Young modulus value of GA is 1000, and the Poisson ratio value is 0.2.
The comparison between the mechanical response calculation results of the simulation results of the present embodiment and the complete continuous conditions is shown in table 2, and it can be seen that the mechanical response result calculated in embodiment 2 is more similar to the measured data, which indicates that the analysis method in embodiment 2 is more accurate.
Table 2 comparison of example 2 with results of calculation of fully continuous condition simulated mechanical response
| Interlayer bonding state representation 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 |
| Fully continuous conditions | 0.66 | 0.68 |
| Measured data | 0.70 | 0.52 |
Claims (1)
1. The bridge deck pavement structure simulation analysis method is characterized by comprising the following steps of:
(S1) establishing a bridge deck pavement structure geometric model in ABAQUS software according to the actual size parameters of the bridge deck pavement structure; the bridge deck pavement structure geometric model consists of a pavement upper layer (1), a pavement lower layer (2) and a bridge deck plate (3), wherein the thickness of the pavement upper layer (1) is 2-4 cm, and the thickness of the pavement lower layer (2) is 2-4 cm; u-shaped stiffening ribs are transversely arranged below the bridge deck (3), and transverse partition plates are longitudinally arranged;
(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 constructing a three-dimensional finite element model of the bridge deck pavement structure; the method comprises the following steps:
(S21) uniformly distributing seeds along all directions to the geometric model of the bridge deck pavement structure, and dividing grids;
(S22) selecting the bottom surface of the paved upper layer, and defining a unit group offsetelement-1 with the thickness of 0.1-0.5;
(S23) selecting the upper surface node of the unit group offsetelement-1, and shifting downwards by 0.1-0.5 to ensure that the thickness of the unit layer is 0, thereby obtaining the 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 an indoor test of paving materials, and endowing the section attribute to each unit layer in the three-dimensional finite element model of the bridge deck pavement structure;
the method comprises the following steps:
(S31) performing a performance test on asphalt mixture and bridge deck steel in a pavement structure to obtain Young modulus and Poisson' S ratio of the material;
(S32) performing an interlayer bonding performance test on the paved composite structure, and determining cohesive force parameters of the adhesive layer (4) according to the actually measured tension displacement relation curve;
(S33) defining material types of asphalt mixture and steel in the property module, creating material section properties after the material types are defined, and sequentially endowing the material section properties of the paving upper layer (1), the paving lower layer (2) and the bridge deck (3) to corresponding unit layers according to actual conditions; 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's modulus of the steel is 200000 ～ 250000, and the Poisson's ratio is 0.2-0.3
(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 (4); elastic type selection traction force in material type of adhesive layer, first direction stiffness parameter E nn The value range is 1.5-2.5, and the second direction rigidity parameter E ss The value range of the stiffness parameter E is 0.5-1.0 tt The value range of (2) is 0.5-1.0;
the damage initiation criterion is selected from the maximum nominal stress criterion, the normal main stress value nominal stress normal-only mode is 1.5-2.0, and the values of the first direction nominal stress value nominal stress first direction and the second direction nominal stress value nominal stress second direction are 1.8-2.5; the damage extension rule type selects displacement, and the value range of failure displacement is 2-5;
(S35) setting unit types of the upper paving layer (1), the lower paving layer (2), the bridge deck (3) and the bonding layer (4)
(S4) adding driving load and boundary conditions into a three-dimensional finite element model of the bridge deck pavement structure; when the travelling load is added, a single-shaft double-wheel uniformly-distributed load form is selected, the width and the length of a single wheel are 20-25 cm, the side distance between two wheels is 8-10 cm, the loading wheel pressure is 0.6-1.0 MPa, and the longitudinal horizontal force is applied at the loading area at the same time, wherein the longitudinal horizontal force value is half of the vertical pressure
And (S5) calculating and analyzing mechanical response of the bridge deck pavement structure.
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Citations (3)
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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 |
| CN103439190A (en) * | 2013-08-30 | 2013-12-11 | 东南大学 | Testing device for evaluating crack resistance of steel bridge deck pavement |
| CN103605865A (en) * | 2013-11-28 | 2014-02-26 | 北京航空航天大学 | Delamination propagation behavior simulation method of composite material multidirectional laminated plate on basis of cohesion model |
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| Publication number | Priority date | Publication date | Assignee | Title |
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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 |
| CN103439190A (en) * | 2013-08-30 | 2013-12-11 | 东南大学 | Testing device for evaluating crack resistance of steel bridge deck pavement |
| CN103605865A (en) * | 2013-11-28 | 2014-02-26 | 北京航空航天大学 | Delamination propagation behavior simulation method of composite material multidirectional laminated plate on basis of cohesion model |
Non-Patent Citations (1)
| Title |
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| 混凝土桥面铺装三维有限元受力分析;郝笑甜;《中国优秀硕士学位论文全文数据库》;第1-96页 * |
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