CN111597614B - Bridge deck displacement control method for replacing arch bridge suspender based on actual measurement displacement correction - Google Patents
Bridge deck displacement control method for replacing arch bridge suspender based on actual measurement displacement correction Download PDFInfo
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- 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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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
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- G—PHYSICS
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Abstract
The invention discloses an arch bridge suspender replacement bridge floor displacement control method based on actual measurement displacement correction, under the condition that the restraint effect of an arch bridge girder on a suspender is not considered, a sling system and the suspender to be replaced are regarded as an independent whole, unit tension is applied to the independent whole, then stress analysis is carried out on the tensioning of the sling and the cutting of the suspender to be replaced respectively, bridge floor displacement theoretical values of the tensioning of each level of sling system and the cutting of the suspender to be replaced are obtained, and simultaneously the converted rigidity of the sling system and the suspender to be replaced is calculated; secondly, applying certain tension to the pocket hanging system in a field test mode, observing bridge deck displacement measured values of the hanging rods to be replaced and other hanging rods of the arch bridge in the pocket hanging system, and obtaining a displacement correction coefficient K of the bridge deck of the hanging rods to be replaced by comparing the bridge deck displacement measured values of all the hanging rods. The method can more accurately calculate and control the bridge deck displacement condition of the suspender arch bridge when the suspender is replaced, and has high engineering popularization value.
Description
Technical Field
The invention belongs to the technical field of arch bridge suspender replacement, and relates to a bridge deck displacement control method of a through-type suspender arch bridge in a suspender replacement process, in particular to a bridge deck displacement control method for replacing an arch bridge suspender based on actual measurement displacement correction.
Background
The arch bridge is widely used due to the advantages of large spanning capacity, beautiful shape, reasonable structural stress and the like. The environment in which the arch bridge suspender is located is complex, so that the service life of the suspender is far shorter than the design life. Thus, boom replacement is a common task in the maintenance of this type of arch bridge. At present, the existing simulation of the boom replacement process is mostly based on a finite element mode, and because more time and energy are needed for establishing an accurate model and calculation in the boom replacement process, it is necessary to find a practical and convenient calculation method.
The chinese invention patent "displacement control method for replacing bridge deck by suspender of through suspender arch bridge" (with an authorization publication number of CN107268456B) (hereinafter referred to as patent 1) discloses a displacement control method for replacing bridge deck by suspender, which observes statistical rules of bridge deck displacement data of each stage of loading and unloading between a suspender for replacing a real bridge and an adjacent suspender, obtains load distribution coefficients of the adjacent suspender and the replacing suspender during loading, and corrects the bridge deck displacement by the load distribution coefficients. The method is very inconvenient for practical operation because the displacement of the hanging rod to be replaced and the surrounding hanging rods under different working conditions needs to be tested. Meanwhile, in the cutting process of the suspender, the physical characteristics (the tensile rigidity of the cross section of the suspender) of the structure are changed, so that the distribution coefficient is actually changed under each level of load, and if only one average correction coefficient is considered in a statistical manner, the deviation of the displacement control result is inevitably caused. Therefore, it is necessary and urgent to find a more convenient and accurate displacement calculation method so as to better guide the replacement of the arch bridge suspender.
Disclosure of Invention
In view of the above, it is necessary to provide a bridge deck displacement control method for replacing an arch bridge suspender based on actual measurement displacement correction, so as to be applied to a process of replacing the arch bridge suspender by a sling method, thereby accurately calculating and controlling the bridge deck displacement change.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
a displacement control method for replacing a bridge floor by an arch bridge suspender based on actual measurement displacement correction is characterized in that under the condition that the restraint effect of an arch bridge girder on the suspender is not considered, a sling system and the suspender to be replaced are regarded as an independent whole, unit tension is applied to the independent whole, then stress analysis is carried out on tensioning of the sling and cutting of the suspender to be replaced respectively, theoretical values of bridge floor displacement after tensioning of various levels of sling systems and cutting of the suspender to be replaced are obtained, and meanwhile, conversion rigidity of the sling system and the suspender to be replaced is calculated; secondly, applying certain tension to the pocket hanging system in a field test mode, observing bridge deck displacement measured values of the hanging rods to be replaced and other hanging rods of the arch bridge in the pocket hanging system, and obtaining a displacement correction coefficient K of the bridge deck of the hanging rods to be replaced by comparing the bridge deck displacement measured values of all the hanging rods; secondly, obtaining a bridge floor displacement calculation value after tensioning of each level of pocket lifting system and cutting of the suspender to be replaced based on the displacement correction coefficient K and the bridge floor displacement theoretical value after tensioning of each level of pocket lifting system and cutting of the suspender to be replaced; and then the displacement change of the bridge deck under the actual load state is controlled by specifying the tensioning or suspender cutting control displacement threshold value of each level of the pocket hoisting system.
Wherein, the bridge deck displacement theoretical value of each level of pocket crane system stretch-draw and after the jib cutting is waited to be changed accords with following relation:
theoretical value delta 'of bridge floor rise after n-th tensioning pocket crane system' n+ ：
Theoretical value delta 'of bridge floor descending after n-th cutting of to-be-replaced suspender' n- ：
In the formula,. DELTA.F n For increasing the hanging tension, F is the rope force of the hanging rod to be replaced, E is the elastic modulus of the hanging rod to be replaced, A is the section area of the hanging rod to be replaced, L is the length of the hanging rod to be replaced, E d Is a temporary suspender elastic modulus, A d Is the cross-sectional area, L, of the temporary suspender d For temporary boom length, Δ A i Cutting the area for the temporary boom;
then, the calculated values of the bridge deck displacement after the tensioning of each level of pocket hoisting system and the cutting of the hanging rod to be replaced conform to the following relations:
calculated value delta of bridge floor rise after nth tensioning pocket crane system n+ ：
Calculated value delta of bridge floor descending after nth cutting of to-be-replaced hanger rod n- ：
The converted rigidity of the whole of the hanging rod to be replaced and the pocket hanging system is obtained by the following method:
in the formula, L d For temporary boom length, E d Is a temporary suspender elastic modulus, A d For interim jib cross-sectional area, E for the jib elastic modulus of waiting to be changed, a for the jib cross-sectional area of waiting to be changed, L for the jib length of waiting to be changed.
The displacement correction coefficient K is obtained by the following method:
applying a unit force delta F at the lower end of the suspender to be replaced, wherein the displacement of the lower end of the suspender to be replaced at the bridge floor is w, and the displacements of the lower end of the left suspender and the bridge floor are w respectively L1 ，w L2 ，…，w L，nl (wherein nl represents the total number of the booms on the left side of the boom to be replaced), and the bridge deck displacements at the lower end of the right boom are w respectively R1 ，w R2 ，…，w R，nr (where nr represents the total number of booms to be replaced on the right side of the boom), the displacement correction coefficient K is
Wherein k is the fold of the conversion rigidity of the pocket lifting system and the whole suspender to be replaced and the tensile rigidity of the suspender to be replaced, and L is the length of the suspender to be replaced.
The tensioning or suspender cutting control displacement threshold value of each level of the pocket crane system conforms to the following relational expression:
Δ n+ ＜[S]，
Δ n- ＜[S]，
the formula provides that the displacement value of the bridge deck after each stage of pocket crane tensioning and the cutting of the suspender to be replaced is less than a threshold value (S)]The threshold value is 10mm from the distance S between the hanger rod 1 1/100 (g)Minimum value between 0.
In order to accurately calculate the boom displacement under each stage of working conditions before the replacement of the arch bridge boom, the inventor corrects the theoretical calculation displacement based on the actual measurement displacement result so as to obtain the accurate boom displacement, therefore, the invention provides the bridge deck displacement control method for replacing the arch bridge boom, and compared with the prior art, the method has the following advantages: (1) firstly, the pocket hanging system and the hanging rod to be replaced are separated, so that the stress relation of the structure can be clearly analyzed, and the displacement of the structure is obtained; (2) bridge deck displacement correction coefficients under different working conditions can be calculated through displacement results of the suspenders under single prestress before replacement of the suspenders, so that displacement is corrected; (3) compared with the prior art, the invention considers the displacement of a plurality of suspenders on the bridge surface, and then analyzes and obtains the displacement correction coefficients under different working conditions, so that the operation is more convenient and faster, and the displacement result is more accurate.
Drawings
Figure 1 is a schematic view of a boom replacement operation,
FIG. 2 is a diagram of correction coefficients under various working conditions,
FIG. 3 is a graph comparing the displacement of the bridge deck at the lower end of the hanger rod under different working conditions during the disassembly of the hanger rod.
In the figure: 1 to-be-replaced suspender, 2 pockets of suspender, 3 adjacent suspenders, 4 arch ribs, 5 main beams, 6 suspender beams and 7 pockets of suspender tensioning system.
Detailed Description
First, basic principle
According to the bridge floor displacement control method for replacing the arch bridge suspender based on actual measurement displacement correction, firstly, under the condition that the restraint effect of an arch bridge girder on the suspender is not considered, a sling system and the suspender to be replaced are regarded as an independent whole, unit tension is applied to the independent whole, then the tensioning of the sling and the cutting of the suspender to be replaced are respectively carried out on the unit tension, the theoretical values of bridge floor displacement after the tensioning of each level of sling system and the cutting of the suspender to be replaced are obtained, and meanwhile, the converted rigidity of the sling system and the integral suspender to be replaced is calculated; secondly, applying certain tension to the pocket hanging system in a field test mode, observing bridge deck displacement measured values of the hanging rods to be replaced and other hanging rods of the arch bridge in the pocket hanging system, and obtaining a displacement correction coefficient K of the bridge deck of the hanging rods to be replaced by comparing the bridge deck displacement measured values of all the hanging rods; then, based on the displacement correction coefficient K and theoretical values of bridge deck displacement after tensioning of each level of pocket hoisting system and cutting of the suspender to be replaced, obtaining calculated values of bridge deck displacement after tensioning of each level of pocket hoisting system and cutting of the suspender to be replaced; and then the displacement change of the bridge deck under the actual load state is controlled by specifying the tensioning or suspender cutting control displacement threshold value of each level of the pocket hoisting system.
Wherein, the bridge deck displacement theoretical value of each level of pocket crane system stretch-draw and after the jib cutting is waited to be changed accords with following relation:
theoretical value delta 'of bridge floor rise after n-th tensioning pocket crane system' n+ ：
Theoretical value delta 'of bridge floor descending after nth cutting of to-be-replaced suspender' n- ：
In the formula,. DELTA.F n For increasing the hanging tension, F is the rope force of the hanging rod to be replaced, E is the elastic modulus of the hanging rod to be replaced, A is the section area of the hanging rod to be replaced, L is the length of the hanging rod to be replaced, E d Is a temporary boom modulus of elasticity, A d Is the cross-sectional area, L, of the temporary suspender d For temporary boom length, Δ A i Cutting the area for the temporary boom;
then, the calculated values of the bridge deck displacement after the tensioning of each level of pocket hoisting system and the cutting of the hanging rod to be replaced conform to the following relations:
calculated value delta of bridge floor rise after nth tensioning pocket hoisting system n+ ：
Calculated value delta of bridge floor descending after nth cutting of to-be-replaced hanger rod n- ：
The converted rigidity of the whole of the pocket hanging system and the hanging rod to be replaced is obtained by the following method:
in the formula, L d For temporary boom length, E d Is a temporary suspender elastic modulus, A d For interim jib cross-sectional area, E for the jib elastic modulus of waiting to be changed, a for the jib cross-sectional area of waiting to be changed, L for the jib length of waiting to be changed.
The displacement correction coefficient K is obtained by the following method:
applying a unit force delta F at the lower end of the suspender to be replaced, wherein the displacement of the bridge floor at the lower end of the suspender to be replaced is w, and the displacement of the bridge floor at the lower end of the suspender on the left side is w L1 ，w L2 ，…，w L，nl (wherein nl represents the total number of the booms on the left side of the boom to be replaced), and the bridge deck displacements at the lower end of the right boom are w respectively R1 ，w R2 ，…，w R，nr (where nr represents the total number of booms to the right of the boom to be replaced), the displacement correction coefficient K is
Wherein k is the fold of the conversion rigidity of the pocket lifting system and the whole suspender to be replaced and the tensile rigidity of the suspender to be replaced, and L is the length of the suspender to be replaced.
The tensioning or suspender cutting control displacement threshold value of each level of the pocket crane system conforms to the following relational expression:
Δ n+ ＜[S]，
Δ n- ＜[S]，
the formula provides that the displacement value of the bridge deck after each stage of pocket crane tensioning and the cutting of the suspender to be replaced is less than a threshold value (S)]The threshold value is 10mm from the distance S between the hanger rod 1 1/1000.
Second, formula derivation
When the influence of the main beam of the arch bridge and other suspenders on the arch bridge is not considered, the first-time hanging force increment of the temporary suspender is assumed to be F 1 Cable force reduction Δ F of boom to be replaced 1 And then the bridge floor system rises by a height delta 'after the first pocket is hung' 1+ Comprises the following steps:
after the first pocket is hung, applying unit force to the whole balance system, and increasing the internal force of the hanging rod to F 0 The internal force of the suspender is increased to F d The equivalent tension-compression stiffness of the sling system is
According to force balance and displacement coordination:
F 0 +F d ＝1 (2)
by the formulae (2) and (3) there are
When the boom is cut for the first time, the area of the boom to be replaced is reduced by delta A 1 Equivalent tensile stiffness of
The descending height of the bridge floor system is delta' 1- According to the internal force balance of the pocket hanging system:
bringing the formulas (4) and (5) into the formula (6) to pocket the internal force F of the suspender d Is composed of
Analogizing in turn, after the n-th lifting of the pocket lifting system, the increment of the pocket lifting force is delta F n The remaining area of the boom to be replaced is
Bridge floor system rise height Delta' n+ Comprises the following steps:
after the boom is cut for the nth time, the area of the boom to be replaced is reduced by delta A n At this time, the bridge floor system is lowered by a height Δ' n- Is composed of
Internal force F of suspender dn Is composed of
From equations 9 and 10, the cumulative displacement of the deck can be found as:
in the formula,. DELTA.F n For increasing the hanging tension, F is the rope force of the hanging rod to be replaced, E is the elastic modulus of the hanging rod to be replaced, A is the section area of the hanging rod to be replaced, L is the length of the hanging rod to be replaced, E d Is a temporary boom modulus of elasticity, A d Is the cross-sectional area, L, of the temporary suspender d For temporary boom length, Δ A i A temporary boom cutting area.
In the common arch bridge suspender cutting and pocket crane loading in-process of active service, because the girder to the change of pocket lifting rod internal force that the restraint effect girder of jib shared even surpasss pocket lifting rod, girder restraint effect has showing the influence to pocket crane system loading and the bridge floor displacement change that the jib cutting action arouses of waiting to change, for guaranteeing calculation model's accuracy, need introduce one and show that to wait to change jib and pocket lifting rod internal force change account for pocket crane system and be exerted the correction coefficient K of internal force proportion and revise the jib and cut and the bridge floor displacement of loading in-process step by step. The displacement correction coefficient K is obtained by the following method: applying a unit force delta F at the lower end of the suspender to be replaced, wherein the displacement of the bridge floor at the lower end of the suspender to be replaced is w, and the displacement of the bridge floor at the lower end of the suspender on the left side is w L1 ，w L2 ，…，W L，nl (wherein nl represents the total number of the booms on the left side of the boom to be replaced), and the bridge deck displacements at the lower end of the right boom are w respectively R1 ，w R2 ，…，w R，nr (where nr represents the total number of booms to the right of the boom to be replaced). For the suspender to be replaced, the increment of the cable force delta F is as follows after the displacement of the suspender is increased by w
Wherein the converted stiffness B of the pocket suspension system and the whole suspension rod to be replaced e kEA is the tensile strength of the boom to be replaced, k is the pocket suspension system and the boom to be replacedThe multiple of the converted rigidity of the body and the tensile rigidity of the boom to be replaced is
Similarly, the internal force increment of other suspenders can be obtained, and K can be obtained
The formula (8) and (9) can be solved:
third, application example
A certain arch bridge needs to be replaced by a suspender, and the replacement process of the suspender needs to be subjected to displacement control.
Firstly, theoretical calculation is carried out on the 14 th suspension rod at the center of the bridge, and theoretical values of bridge deck displacement of stages of gradual tensioning of the suspension rod to be replaced and a pocket lifting system in a pocket lifting and gradual cutting of the suspension rod to be replaced under the condition that the restraint state of the main beam of the arch bridge is not considered are obtained. The old suspender adopts the suspender as
The elastic modulus E of the parallel steel wire rope is 205GPa, the calculated length L of the suspender is 24.098m, and the actually measured rope force F is 853 kN; is wrapped and hung
Length of steel frame wire d And 21.4 m. Comprehensively considering the safety of replacing the suspender and the construction convenience, an unequal step length suspender replacing method is adopted, the suspending force is tensioned for 6 times, and the cable force is increased by 20 percent in each tensioning; old hanger rod steel wireThe steel wire rope is cut off according to a proper area proportion in 6 batches, the old suspender is used as a target rope force according to the designed 940kN of the hanging force of the pocket, and the suspender to be replaced is dismantled and graded as shown in the table 1.
Table 1 to-be-replaced suspender dismantling grading table
Before the suspender is dismantled, 100kN force is applied to the pocket crane system, then the bridge deck displacement at the lower end of the suspender is tested through a total station, and the measured value of the bridge deck displacement at the lower end of each suspender is obtained through testing and is shown in table 2.
TABLE 2 displacement measured values at the lower ends of different booms on the bridge floor
In table 2, a positive value of the displacement indicates an increase in the deck level, and a negative value indicates a decrease in the deck level.
And (3) calculating the values of the correction coefficient K under different working conditions by the formula (14) in combination with the data in the table 2, wherein the calculation result is shown in the figure 2. Then, the hanger rods are replaced according to the working conditions listed in the table 1, the displacement of the lower edge bridge floor of the hanger rod to be replaced under different working conditions is calculated by adopting the formulas (15) and (16), and the result is shown in the table 3, and in addition, the corresponding displacement is calculated by adopting the method in the patent 1.
TABLE 3 calculated values of the bridge deck displacement variation
In table 3, a positive value of the displacement indicates an increase in the deck elevation, and a negative value indicates a decrease in the deck elevation.
The data of Table 3 is represented graphically, with particular reference to FIG. 3, by way of illustrationAs can be seen from the comparison of fig. 3, compared with the calculation result obtained by the method of patent 1, the calculated bridge deck displacement value obtained by the method of the present invention is very close to the measured displacement value, which verifies that the bridge deck displacement control method for correcting the lower arch bridge suspender to be dismantled based on the measured displacement is accurate. Proving the elevation value delta of the controlled bridge deck n+ ＜[S]And the bridge floor elevation drop value delta n- ＜[S]Under the condition, the tensioning force for lifting each-stage pocket crane and the cutting area ratio of the suspender can be properly increased, so that the loading and cutting times are reduced, and the construction speed is increased.
Claims (5)
1. A bridge deck displacement control method for replacing an arch bridge suspender based on actual measurement displacement correction is characterized by comprising the following steps: under the condition that the constraint action of an arch bridge girder on a suspender is not considered, a hanging pocket system and the suspender to be replaced are regarded as an independent whole, unit tension is applied to the independent whole, then, stress analysis is carried out on tensioning of the pocket suspender and cutting of the suspender to be replaced respectively, the theoretical values of bridge deck displacement after tensioning of each level of pocket hanging system and cutting of the suspender to be replaced are obtained, and meanwhile, the conversion rigidity of the pocket hanging system and the whole suspender to be replaced is calculated; secondly, applying certain tension to the pocket hanging system in a field test mode, observing bridge deck displacement measured values of the hanging rods to be replaced and other hanging rods of the arch bridge in the pocket hanging system, and obtaining a displacement correction coefficient K of the bridge deck of the hanging rods to be replaced by comparing the bridge deck displacement measured values of all the hanging rods; then, based on the displacement correction coefficient K and theoretical values of bridge deck displacement after tensioning of each level of pocket hoisting system and cutting of the suspender to be replaced, obtaining calculated values of bridge deck displacement after tensioning of each level of pocket hoisting system and cutting of the suspender to be replaced; and then the displacement change of the bridge deck under the actual load state is controlled by specifying the tensioning or suspender cutting control displacement threshold value of each level of the pocket hoisting system.
2. An arch bridge suspender replacement bridge deck displacement control method based on measured displacement correction as claimed in claim 1 wherein: tensioning of each level of pocket crane system and displacement value of the bridge floor after cutting of the hanger rod to be replaced accord with the following relations:
theoretical value delta 'of bridge floor rise after n-th tensioning pocket crane system' n+ ：
Theoretical value delta 'of bridge floor descending after n-th cutting of to-be-replaced suspender' n- ：
In the formula,. DELTA.F n For increasing the hanging tension, F is the rope force of the hanging rod to be replaced, E is the elastic modulus of the hanging rod to be replaced, A is the section area of the hanging rod to be replaced, L is the length of the hanging rod to be replaced, E d Is a temporary suspender elastic modulus, A d Is the cross-sectional area, L, of the temporary suspender d For temporary boom length, Δ A i Cutting the area for the temporary boom;
then, the calculated values of the bridge deck displacement after the tensioning of each level of pocket hoisting system and the cutting of the hanging rod to be replaced conform to the following relations:
calculated value delta of bridge floor rise after nth tensioning pocket hoisting system n+ ：
Calculated value delta of bridge floor descending after nth cutting of to-be-replaced hanger rod n- ：
3. An arch bridge suspender replacement bridge deck displacement control method based on measured displacement correction as claimed in claim 1 wherein: the converted rigidity of the whole of the pocket hanging system and the hanging rod to be replaced is obtained by the following method:
in the formula, L d For temporary boom length, E d Is a temporary suspender elastic modulus, A d For interim jib cross-sectional area, E for the jib elastic modulus of waiting to be changed, a for the jib cross-sectional area of waiting to be changed, L for the jib length of waiting to be changed.
4. An arch bridge suspender replacement bridge deck displacement control method based on measured displacement correction as claimed in claim 1 wherein: the displacement correction coefficient K is obtained by the following method:
applying a unit force delta F at the lower end of the suspender to be replaced, wherein the displacement of the lower end of the suspender to be replaced at the bridge floor is w, and the displacements of the lower end of the left suspender and the bridge floor are w respectively L1 ，w L2 ，…，w L，nl The bridge floor displacement of the lower end of the right suspender is w respectively R1 ，w R2 ，…，w R，nr If the displacement correction coefficient K is
Wherein k is the fold of the conversion rigidity of the pocket hanging system and the whole hanging rod to be replaced and the tensile rigidity of the hanging rod to be replaced, L is the length of the hanging rod to be replaced, and w is L,nl Nl in represents the total number of booms to be replaced on the left side of the boom, w R,nr Nr in (1) represents the total number of booms to the right of the boom to be replaced.
5. An arch bridge suspender replacement bridge deck displacement control method based on measured displacement correction as claimed in claim 1 wherein: the tensioning or suspender cutting control displacement threshold value of each level of the pocket crane system conforms to the following relational expression:
Δ n+ ＜[S]，
Δ n- ＜[S]，
the formula provides that the displacement value of the bridge deck after each stage of pocket crane tensioning and the cutting of the suspender to be replaced is less than a threshold value (S)]The threshold value is 10mm from the distance S between the hanger rod 1 1/1000.
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