CN116561860B - Segment test piece design method suitable for staggered width splicing bridge model test - Google Patents
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Abstract
The application discloses a segment test piece design method suitable for a staggered spliced wide bridge model test, which comprises the following steps: step 1, enabling a section test piece parameter a, namely the distance between a left fulcrum of a loading distribution beam and a right fulcrum of a section test piece to be equal to the distance between two points of a staggered widening real bridge A, B; step 2, performing dislocation widening real bridge finite element analysis to obtain a bending moment M of A, B two points A 、M B And deflection delta at point a A The method comprises the steps of carrying out a first treatment on the surface of the Step 3, determining the hogging moment M at the point B of the segment test piece calculated according to the elasticity theory B When the actuator applies a control force F A The method comprises the steps of carrying out a first treatment on the surface of the Step 4, determining the section height h of the left side beam section at the point A of the section test piece 1 The method comprises the steps of carrying out a first treatment on the surface of the And 5, solving the equation set to obtain the design parameters of the segment test piece. The application takes out the least unfavorable section from the integral bridge structure for verification, thereby avoiding the adoption of the integral bridge model test and reducing the requirement on the test site.
Description
Technical Field
The application belongs to the field of civil (bridge) engineering, and particularly relates to a segment test piece design method suitable for a staggered width-spliced bridge model test, which can be used for verifying the feasibility of a staggered width-spliced bridge design scheme.
Background
Along with the rapid development of the economic society in China, the traffic volume is increased, the conditions of insufficient traffic capacity, reduced service level and the like of the expressway built at early stage are successively generated, the traffic development needs are difficult to meet, particularly in the southeast coastal area, the proportion of the traffic volume approaching saturation in the expressway network is obviously increased, the service level is also gradually reduced, the smoothness of national major channels is seriously endangered, and the expansion of the expressway is increasingly apparent.
In the reconstruction and expansion engineering of the expressway, the method is limited by navigation and flood control requirements, and has the influence of various factors such as road and embankment limit, engineering cost and the like, and the bridge structure is required to be spliced and widened under the condition that new and old bridges are arranged in a staggered manner. Such as: 1) When the longitudinal axis of the bridge is obliquely crossed with the axis of the spanned river or road, the bridge piers of the new bridge and the old bridge cannot be arranged at the same transverse position, namely, staggered arrangement is formed, as shown in the figure 1; 2) When the channel bridge is expanded, the bridge pier of the new bridge needs to avoid the existing embankment arrangement, and dislocation arrangement is also formed; unlike conventional bridge splicing, the staggered splicing is not one-to-one corresponding to the positive and negative bending moment areas of the new and old bridges, and the bridges at two sides of the splicing seam are not in coordination with vertical deformation under the action of external load, so that the transverse stress and boundary conditions of the bridge deck become complex. Such as: 1) When the new bridge side span middle section and the old bridge side pivot section are spliced, the new bridge side beam section can flex downwards vertically under the action of vehicle load, but the beam section at the old bridge pivot is restrained vertically by the support, so that the downwarping can not occur. At this time, the deflection difference of the new bridge and the old bridge can cause the bridge deck plate at the side of the old bridge to bear a larger transverse negative bending moment, which has adverse effect on the transverse stress of the old bridge structure, as shown in figure 2; 2) When the new bridge foundation is subjected to post-construction settlement, the bridge deck of the old bridge can bear a large transverse negative bending moment, as shown in figure 3.
Considering that dismantling an old bridge, readjusting bridge span arrangement and newly constructing a bridge in situ can increase engineering cost, it is necessary to perform experimental verification on the engineering feasibility of the design scheme of the staggered spliced wide bridge; starting from the actual engineering requirement of the reconstruction and expansion project, the design of the staggered widening bridge test scheme should ensure the test precision, simplify the test scheme as much as possible, shorten the test period and ensure the project implementation. And if the whole bridge model test is adopted, namely: and when the loading test is carried out on the whole bridge test model with the same size, material and boundary condition of the real bridge in the test field, the space requirement on the test field is higher, the implementation difficulty is higher, the test period is longer, the material consumption for manufacturing the whole bridge model is large, and the test cost is high. Therefore, it is necessary to provide a segment test scheme for testing and verifying the stress condition of the least favorable segment of the staggered spliced wide bridge, so that the requirement on a test site is reduced, the test efficiency is improved, and the test material consumption is reduced.
Disclosure of Invention
In order to solve the technical problems in the prior art, the application aims to provide a segment test piece design method suitable for a staggered spliced wide bridge model test, and the least advantageous segment is taken out from an integral bridge structure for verification, so that the adoption of the integral bridge model test can be avoided, the requirement on a test site is reduced, the test efficiency is improved, and the test material consumption is reduced.
In order to further achieve the above purpose, the present application adopts the following technical scheme:
a segment test piece design method suitable for a staggered spliced wide bridge model test comprises the following steps:
step 1, enabling a section test piece parameter a, namely the distance between a left fulcrum of a loading distribution beam and a right fulcrum of a section test piece to be equal to the distance between two points of a staggered widening real bridge A, B;
step 2, performing dislocation widening real bridge finite element analysis to obtain a bending moment M of A, B two points A 、M B And deflection delta at point a A ；
Step 3, determining that the hogging moment at the B point of the segment test piece calculated according to the elasticity theory reaches M B When the actuator applies a control force F A ；
Step 4, determining the section height h of the left side beam section at the point A of the section test piece 1 ；
And 5, solving the equation set to obtain the design parameters of the segment test piece.
Optionally, adjusting the position relationship between the action point of the actuator and the loading distribution beam and the segment test piece to enable M of the segment test piece A 、M B The calculation result is equal to that of a finite element model of a real bridge;
at this time, x is obtained by solving the following equation set based on the balance condition of the forces 1 、x 2 Is a value of (1):
wherein F is the force applied by the actuator, a is the distance between two points of the segment test piece A, B, b is the length of the left side beam section of the segment test piece A, and x 1 The distance x between the B point of the segment test piece and the right support of the loading distribution beam 2 The distance between the actuator and the right support of the loading distribution beam is set.
Optionally, for simulation of boundary conditions at point A, let point A of the segment test piece flex down by delta At And calculating the downwarping amount delta by using a real bridge finite element model A Equal;
according to the graph multiplication, the deflection of the point A of the segment test piece can be calculated by the following formula:
in the formula (EI) s ) 1 The flexural modulus, EI, of the section of the beam section between the point A of the section test piece and the leftmost fulcrum s The bending rigidity of the right side beam section at the point A of the segment test piece is shown;
from formula (5): by adjusting the length b of the section test piece at the left side of the point A and the section height h of the section test piece at the left side of the point A 1 So that:
δ At ＝δ A (6)。
compared with the prior art, the technical scheme provided by the application has the beneficial effects that: the method of the application takes out the least unfavorable segment from the whole structure of the staggered spliced wide bridge for test verification, thus avoiding the adoption of the whole bridge model test, reducing the requirement on the test site, improving the test efficiency and reducing the consumption of test materials. The key steps are as follows: 1) Based on theoretical deduction of structural mechanics, the section height of the section at the left side of the loading point of the vertical force of the test piece is determined, so that the vertical displacement of the loading point of the test piece is consistent with the theoretical calculation result based on a finite element model, and finally, the section experiment can accurately simulate the boundary condition of the most unfavorable section of the dislocated spliced wide bridge; 2) According to parameters of the segment test piece, steel and concrete materials are reasonably selected to design each part of the segment test piece, and a reasonable steel-concrete combination section structure is designed to ensure the feasibility of a test scheme.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the application and do not constitute a limitation on the application. In the drawings:
FIG. 1 is a schematic diagram of bridge reconstruction and expansion dislocation widening;
FIG. 2 is a schematic illustration of the adverse effect of vehicle loading on the lateral force of an old bridge deck;
FIG. 3 is a schematic illustration of the adverse effect of new bridge foundation settlement on the lateral force of an old bridge deck;
FIG. 4 is a schematic diagram of a staggered splice segment model test measurement index;
FIG. 5 is a schematic diagram of a three-dimensional finite element model of a staggered widening bridge;
FIG. 6 is a schematic drawing of the extraction of forces within a localized segment of a dislocated, spliced wide bridge;
FIG. 7 is a schematic illustration of a staggered widening bridge segment test scheme;
FIG. 8 is a schematic diagram of the relative positional relationship between a load distribution beam and a segment test piece according to the calculated section bending moment distribution;
FIG. 9 is a schematic illustration of the point A deflection of the multiplicative calculation segment test piece;
FIG. 10 is a flow chart of segment test piece parameter design;
FIG. 11 is a schematic diagram of a segment test piece finally determined: the left side section of the point A is highly weakened;
FIG. 12 is a schematic view of a steel-concrete joint section connection configuration (unit: mm);
fig. 13 is a three-dimensional schematic of the final determined segment test piece.
Detailed Description
In order to make the objects, technical solutions and advantages of the present application more apparent, the present application will be described in further detail with reference to the following specific embodiments and the accompanying drawings.
The application is thatThe technical conception of (a) is as follows: firstly, the measurement index of the staggered spliced wide bridge segment model test is described, taking the most unfavorable section of the staggered spliced wide bridge shown in fig. 2 as an example, the segment model test needs to establish a relation curve between the new bridge span downwarping delta and the transverse hogging moment M of the root section of the old bridge deck, as shown in fig. 4. According to the obtained relation curve, when the hogging moment M reaches the limit flexural bearing capacity M of the section u At this time, the corresponding new bridge span center downwarping delta is the maximum allowable downwarping delta of the new bridge in the staggered spliced wide bridge structure u . Therefore, the method can be used as a basis for judging the safety condition of the dislocated spliced wide bridge. For example: if the calculated new bridge mid-span deflection is smaller than the test value delta u The structural stress safety of the staggered spliced wide bridge structure in the operation stage can be judged;
in order to accurately simulate the delta-M relation curve, the boundary condition and the interaction force between a local segment and the whole bridge should be accurately simulated when the segment test piece is manufactured, which is also a difficulty of segment model test;
when the segment test piece parameters are designed, a three-dimensional finite element model of a staggered spliced wide bridge structure is firstly established, as shown in figure 5, the bridge span of the new bridge is arranged as (L 3 +L 1 +L 3 ) The application adopts L 3 ＝17.5m，L 1 For example, let us say that 30m, the bridge span of the old bridge is arranged as (L 2 +L 2 ) The application adopts L 2 Let us say by way of example, that is, L 1 +2*L 3 ＝2*L 2 The method comprises the steps of carrying out a first treatment on the surface of the The full-step vehicle load at the side of the new bridge is calculated according to the elasticity theory, and the distribution of the transverse internal force (comprising bending moment and axial force) of the bridge deck plate belt with unit width between two points of the worst section A, B spliced at the middle and old bridge fulcrums of the new bridge is shown in the figure 6;
according to the basic principle of material mechanics, when the axial pressure born by the section is not negligible, the situation before and after instability should be studied according to the flexible line equation of the instability of the compression bar. According to the axle force calculation of fig. 6, the bridge deck transverse compressive stress index is about: 0.7MPa, which means that the axial pressure is small and the influence on the bending line is negligible, whereas a conventional beam is subjected to a bending moment (pure bending or small axial force) and the bending line can be approximately expressed as:
in the method, in the process of the application,is the neutral axis curvature, M is the section bending moment, and EI is the bending stiffness of the beam.
The equation of the deflection line of the constant cross section beam obtained by theoretical derivation of the material mechanics is as follows:
wherein x is the coordinate along the length of the beam, delta is the deflection of the beam, C 1 、C 2 Is an integral constant, determined by the boundary conditions of the beam;
therefore, it can be seen from equation (2): to accurately simulate the deflection delta of the point A in the middle A And bending moment M at point B B Correspondence between them, then must: 1) Accurately simulating bending moment distribution between two points A, B; 2) Accurately simulating the boundary conditions of two points A, B;
based on the above analysis, the design of the dislocation widening stage model test is shown in fig. 7, where the force is applied by the actuator and applied to the segment test piece by loading the distribution beam, at this time: 1) The bending moment distribution on the segment test piece can be adjusted to be consistent with the bridge deck segment bending moment distribution of the real bridge finite element model by adjusting the position of the distribution beam fulcrum and the position of the segment test piece fulcrum; 2) The vertical constraint of the support at the side pivot of the old bridge can be simulated by using the roll shaft support; 3) The boundary condition of the new bridge side, namely the main girder deflection (displacement), can realize that the measured main girder deflection is consistent with the calculation result of the real bridge finite element model by adjusting the length and the height of a test piece of the side girder section of the new bridge;
on a segment test piece with the same bending moment distribution and boundary conditions, in the elastic rangeIn (the concrete is not damaged by compression and the steel bar is not pulled and yields), the deflection (deformation) of the segment test piece is similar to the deformation of the solid bridge, and at the moment, delta can be accurately obtained A -M B Is a relationship of (2).
Still further, the segment test piece is used for simulating the stress state of the real bridge, the force is applied to the segment test piece through the loading distribution beam, and the position relation between the action point of the actuator and the loading distribution beam and the segment test piece is adjusted, namely: adjusting unknown parameter x 1 、x 2 M of the segment test piece can be made A 、M B And the calculation result is equal to that of the finite element model of the real bridge. At this time, x can be obtained by solving the following equation set according to the balance condition of the forces 1 、x 2 Is a value of (1):
wherein F is the force applied by the actuator, a is the distance between two points of the segment test piece A, B, b is the length of the left side beam section of the segment test piece A, and x 1 The distance x between the B point of the segment test piece and the right support of the loading distribution beam 2 The distance between the actuator and the right side support of the load beam is allocated as shown in fig. 8.
Further, as can be seen from fig. 8: the segment test piece is supported by the roller shaft support at the point B, and the support at the old bridge side support point is correspondingly supported under the condition of dislocation widening, namely: the boundary condition of the segment test piece at the point B is consistent with the boundary condition of the staggered spliced wide bridge structure at the side pivot of the old bridge.
Further, for the simulation of boundary conditions at point A, the segment test piece should be downwarped at point A At And calculating the downwarping amount delta by using a real bridge finite element model A Equal; as shown in fig. 9, according to the graph multiplication, the a-point deflection of the segment test piece can be calculated by the following formula:
wherein M is A Is the bending moment at the point A; m is M B Is the bending moment at the point B; (EI) s ) 1 The flexural modulus, EI, of the section of the beam section between the point A of the section test piece and the leftmost fulcrum s The bending rigidity of the right side beam section at the point A of the segment test piece is obtained.
From formula (5): by adjusting the length b of the left test piece at the point A and the section height h of the left test piece at the point A 1 (h 1 Influence (EI s ) 1 ) So that:
δ At ＝δ A (6)
further, the design of the segment test piece also requires determination of the actuator loading control force F A The value of (2) is calculated according to the elasticity theory, and the hogging moment at the B point of the segment test piece reaches M B The force applied by the actuator at point a. Load control force F A The determination of (a) affects the value of the segment test piece parameter.
A segment test piece design method suitable for a staggered width splicing bridge model test is shown in fig. 10, and comprises the following steps:
step 1, enabling a section test piece parameter a, namely the distance between a left fulcrum of a loading distribution beam and a right fulcrum of a section test piece to be equal to the distance between two points of a staggered widening real bridge A, B;
step 2, performing dislocation widening real bridge finite element analysis to obtain a bending moment M of A, B two points A 、M B And deflection delta at point a A ；
Step 3, determining that the hogging moment at the B point of the segment test piece calculated according to the elasticity theory reaches M B When the actuator applies a control force F A ；
Step 4, determining the section height h of the left side beam section at the point A of the section test piece 1 ；
And 5, solving the simultaneous formulas (3), (4) and (6) to obtain: parameter x 1 、x 2 、b。
In order to verify the feasibility of the segment test piece design method for the reconstruction and expansion dislocation widening bridge model test, the following is used for verifying a design example. The new bridge and the old bridge in the staggered spliced wide bridge are prestressed concrete T-beam bridges, and the section arrangement conditions of the new bridge and the old bridge are approximately shown in the figures 2 and 3.
According to the design scheme of the staggered widening solid bridge, the distance a=2050 mm between the A, B two points in the segment test piece; the bridge is designed by adopting C55 concrete, and the elastic modulus of the concrete material is as follows: e (E) c ＝3.55×10 4 The total thickness of bridge decks of the new bridge and the old bridge is 250mm, so that the section height h=250 mm on the right side of the point A of the segment test piece;
establishing a three-dimensional finite element model, and obtaining A, B two-point bending moment M required by test piece design through calculation A 、M B And downwarping delta at point a A The values of (a) are respectively as follows:
M A ＝45 kN·m/m、M B ＝97.4 kN·m/m、δ A ＝8.14 mm (7)
determining the load control force F of a segment test piece A 250kN, 300kN, 350kN respectively; determining the section height h of the test piece at the left side of the point A 1 40mm, 60mm and 80mm respectively, solving equations (3), (4) and (6) simultaneously, and obtaining a segment test piece design parameter x 1 、x 2 B is shown in Table 1;
table 1 calculated values of segment test piece parameters
As can be seen from table 1: 1) Load control force F A The size of (2) is relative to the segment test piece parameter x 1 、x 2 Has an influence, but has no influence on the segment test piece parameter b, and loads the control force F A Increasing the segment test piece parameter x 1 、x 2 Drop, namely: the size of the segment test piece is reduced; 2) Left side section height h of point A 1 Increasing the segment test piece parameter b, increasing the parameter x 1 、x 2 A reduction;
as can be seen from table 1: by varying the loading control force F A And the section height h of the left side beam section at the point A 1 The parameters of the segment test piece can be adjusted to proper values;
as can be seen from table 1: the final design parameters of the determined segment test piece are weakened at the section of the left side beam section at the point A, and the schematic diagram of the final determined segment test piece is shown in figure 11;
furthermore, if the beam section on the left side of the point A of the segment test piece is designed by adopting a concrete material as the beam section on the right side of the point A, the difficulty of manufacturing the test piece is increased, so that steel can be adopted to replace the concrete beam section to design the section weakening beam section on the left side of the point A, and at the moment, the thickness h 'of the steel plate on the left side of the point A' 1 The conversion can be performed according to the following formula:
wherein E is s Modulus of elasticity, E, of steel c The elastic modulus of the concrete material;
when the left side of the point A is designed by adopting a steel plate, the steel plate and the concrete beam section on the right side of the point A can be connected by using a reinforced concrete combination section as shown in fig. 12.
A three-dimensional schematic of the final designed segment test piece is shown in fig. 13.
Table 1 meanings of the parameter symbols
It should be understood that the foregoing description of the preferred embodiments is not intended to limit the scope of the application, but rather to limit the scope of the claims, and that those skilled in the art can make substitutions or modifications without departing from the scope of the application as set forth in the appended claims.
Claims (1)
1. A segment test piece design method suitable for a staggered spliced wide bridge model test is characterized in that,
the method comprises the following steps:
step 1, making the segment test piece parametersNamely, the distance between the left side fulcrum of the loading distribution beam and the right side fulcrum of the segment test piece is equal to the distance between the A, B points in the most unfavorable section of the staggered split-width real bridge;
step 2, performing dislocation widening real bridge finite element analysis to obtain a A, B bending moment at two points、/>And->Deflection at point +.>；
Step 3, determining that the hogging moment at the B point of the segment test piece calculated according to the elasticity theory reachesWhen the actuator applies a control force +.>；
Step 4, determining the section height of the left side beam section at the point A of the section test piece，/>Influence of segment test piece->Section flexural modulus of the beam section between the point and the leftmost fulcrum +.>；
Step 5, solving the equation set to obtain the design parameters of the segment test piece、/>、/>；
Wherein: the bending moment of the segment test piece is equal to the bending moment calculated by the finite element model of the real bridge by adjusting the position relation between the control force point applied by the actuator and the loading distribution beam and the position relation between the segment test piece;
at this time, the following equation system is solved based on the balance condition of the forces, thereby obtaining、/>Is a value of (1):
；
in the method, in the process of the application,the length of the left side beam section at the point A of the section test piece is +.>For the distance between the point B of the segment test piece and the support on the right side of the loading distribution beam, < >>The distance between the actuator and the support on the right side of the loading distribution beam is set;
for the followingSimulation of boundary conditions at points, let +.>Deflection at point +.>And calculated by real bridge finite element model +.>Deflection at point +.>Equal;
according to the graph multiplication, a segment test pieceThe deflection at the point is calculated by:
；
in the method, in the process of the application,the bending rigidity of the right side beam section at the point A of the segment test piece is shown;
from the formulaIt can be seen that: by adjusting the segment test piece->Length of point left side beam section->And segment test piece->The section height of the point left side beam section +.>So that:
。
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002212916A (en) * | 2001-01-22 | 2002-07-31 | Topy Ind Ltd | Structure for anchoring edge-of-bridge-pier widening bracket to bridge pier |
| CN103541310A (en) * | 2013-10-15 | 2014-01-29 | 福州大学 | Long-united bridge widening splicing structure and construction method thereof |
| CN114414784A (en) * | 2022-03-30 | 2022-04-29 | 中交第一公路勘察设计研究院有限公司 | Bridge splicing joint vehicle-mounted deformation difference simulation test device and simulation method |
| CN116067592A (en) * | 2022-12-14 | 2023-05-05 | 广西北投交通养护科技集团有限公司 | Rapid diagnosis method for longitudinal bridge damage of prefabricated assembled girder bridge |
-
2023
- 2023-05-06 CN CN202310522242.6A patent/CN116561860B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002212916A (en) * | 2001-01-22 | 2002-07-31 | Topy Ind Ltd | Structure for anchoring edge-of-bridge-pier widening bracket to bridge pier |
| CN103541310A (en) * | 2013-10-15 | 2014-01-29 | 福州大学 | Long-united bridge widening splicing structure and construction method thereof |
| CN114414784A (en) * | 2022-03-30 | 2022-04-29 | 中交第一公路勘察设计研究院有限公司 | Bridge splicing joint vehicle-mounted deformation difference simulation test device and simulation method |
| CN116067592A (en) * | 2022-12-14 | 2023-05-05 | 广西北投交通养护科技集团有限公司 | Rapid diagnosis method for longitudinal bridge damage of prefabricated assembled girder bridge |
Non-Patent Citations (3)
| Title |
|---|
| Development of a Novel Type of Open-Web Continuous Reinforced-Concrete Rigid-Frame Bridge;Yuancheng Peng 等;J. Bridge Eng;第25卷(第8期);第1-11页 * |
| 基于蒙特卡罗数值模拟的桥梁可靠度分析;符蓉 等;土木工程与管理学报;第29卷(第4期);第75-78页 * |
| 采用部分拼接方法拓宽的长联桥梁设计与施工;葛金城;福建交通科技;第55-58页 * |
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