CN111475883B - Arch rib line shape control method for large-span steel pipe concrete arch bridge - Google Patents
Arch rib line shape control method for large-span steel pipe concrete arch bridge Download PDFInfo
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Abstract
The invention discloses a method for controlling the shape of an arch rib of a large-span concrete-filled steel tube arch bridge, which comprises the following steps: establishing a naked arch manufacturing linear model; establishing a cantilever state model of each arch rib segment based on the bare arch manufacturing linear model; establishing a matrix equation based on an influence matrix method and a cantilever state model of each arch rib segment and sequentially solving to obtain a cable buckling force and a cable tail force of each arch rib segment; and constructing based on the solved cable buckling force and tail cable force of each arch rib segment to finish the installation of each segment of the arch rib. Compared with the prior art, the arch rib linear shape is controlled based on the stress-free state method, and the influence matrix is combined, so that the cable buckling and tail cable force can be rapidly solved.
Description
Technical Field
The invention relates to the field of bridge construction, in particular to a method for controlling the shape of an arch rib of a large-span concrete-filled steel tube arch bridge.
Background
The arch bridge is one of the preferred forms of the large-span bridge because the arch bridge can fully utilize the compression resistance of the concrete material. The concrete-filled steel tube arch bridge is favored by bridge designers in China due to the advantages of light dead weight, high strength, attractive appearance, convenient construction and the like. As is known, the construction control of the steel tube concrete arch bridge is an important subject, the construction process comprises 3 processes of hoisting and closing steel tube arch ribs and pouring and hardening concrete, and the improper control in any stage has great adverse effects on the construction safety and the bridge formation line shape, so that the mechanical property of the structure in the use stage deviates from the design state, and hidden dangers are left for the safe service of the structure. The construction of a large-span steel pipe concrete arch bridge (the single span of a steel pipe arch exceeds 150 m) steel arch ribs usually adopts a sectional hoisting mode by an inclined pull buckling method, and the tension cable force is the most main method for adjusting the structural linear shape in the arch rib erecting process. Once the arch rib is closed, the line shape is difficult to adjust.
The tail cable, the cable buckling force and the pre-lifting value of each section of the arch rib of the concrete filled steel tube arch bridge are the core of controlling the arch shape by a cable-stayed buckling method. At present, a plurality of scholars have carried out related research on solving problems of cable force and pre-lifting value in a diagonal pulling and buckling method, and the common aim of the research is to ensure that the cable is normally assembled and closed and loosened to form an arch shape after construction to be consistent with the shape of a bare arch once falling frame. However, the conventional calculation method needs repeated iterative calculation of the cable buckling force and the cable pulling force of the tail cable, and relates to a complex optimization theory, and some calculation methods even adopt trial-and-error algorithms, so that the workload is very heavy, and the working efficiency is low.
In summary, how to improve the calculation efficiency of the rope force of each buckle rope and tail rope, so as to efficiently complete the arch rib line shape control of the large-span concrete-filled steel tube arch bridge, which is a problem that needs to be solved urgently by the technical personnel in the field.
Disclosure of Invention
Aiming at the defects of the prior art, the technical problems actually solved by the invention are as follows: how to improve the calculation efficiency of the cable force of each buckling cable and tail cable, thereby efficiently completing the arch rib linear control of the large-span concrete-filled steel tube arch bridge.
In order to solve the technical problem, the invention adopts the following technical scheme:
a method for controlling the shape of a large-span steel pipe concrete arch bridge arch rib comprises the following steps:
s1, establishing a bare arch manufacturing linear model;
s2, establishing a cantilever state model of each arch rib section based on a bare arch manufacturing linear model, wherein in the cantilever state model, a control target comprises that the vertical displacement of a cantilever end control point of a corresponding arch rib section is smaller than a first preset threshold, the vertical bridge-direction horizontal displacement of a tower top buckling control point is smaller than a second preset threshold, the vertical bridge-direction horizontal displacement of the cantilever end control point at the maximum cantilever stage of the arch rib section is smaller than a third preset threshold, and the corner displacement of the cantilever end control point around a transverse bridge is smaller than a fourth preset threshold; the applied and adjusted vector comprises a buckling cable force and a tail cable force, the adjusted vector comprises vertical displacement of a cantilever end control point of an arch rib section, horizontal displacement of a buckling tower top control point in a longitudinal bridge direction, horizontal displacement of the cantilever end control point in a maximum cantilever stage of the arch rib section in the longitudinal bridge direction and corner displacement around a transverse bridge direction, a target control value of the vertical displacement of the cantilever end control point of the arch rib section and a target control value of the horizontal displacement of the buckling tower top control point in the longitudinal bridge direction are 0, and a target control value of the displacement of the maximum cantilever end control point of the arch rib section around the transverse bridge direction and a target control value of the horizontal displacement of the longitudinal bridge direction are 0;
s3, establishing a matrix equation based on an influence matrix method and a cantilever state model of each arch rib segment, and solving sequentially to obtain a cable buckling force and a tail cable force of each arch rib segment;
and S4, construction is carried out based on the rope buckling force and the tail rope force of each arch rib section obtained through solving, and installation of each section of the arch rib is completed.
Preferably, a matrix equation is established:
s301, establishing a control equation set of each arch rib segment, wherein the control equation set of the ith arch rib segment is as follows
In the formula, the row vector V i The line vector H is the influence factor of the cable force of the buckle and the tail cable in the ith arch rib section on the vertical displacement of the control point of the cantilever end i The influence factor of buckling and tail cable force in the ith arch rib section on the longitudinal bridge horizontal displacement of the buckling tower top control point, T i Is the cable force value of No. i buckle cable, T i ' is the value of the cable force of the No. i tail cable to be solved, D iv For the ith arch rib segment cantilever end control point verticalTarget control value of displacement, D ih A target control value v of the vertical bridge horizontal displacement of the buckling tower top control point of the ith arch rib segment i Is the influence factor h of constant load in the ith arch rib section on the vertical displacement of the control point of the cantilever end i The influence factor of the longitudinal bridge horizontal displacement of the constant load buckling tower top control point in the ith arch rib section is defined;
s302, establishing a control equation set of the maximum cantilever stage, wherein the control equation set of the maximum cantilever stage is as follows
In the formula, a row vector R yn The influence factor of the cable force of the buckle and the tail cable at the maximum cantilever stage on the displacement of the maximum cantilever end control point around the transverse bridge corner and the line vector H n The influence factor R of the buckling and tail rope force of the maximum cantilever stage on the longitudinal and horizontal bridge displacement of the control point of the maximum cantilever end n A target control value, D, for the maximum cantilever-end control point to turn angle displacement around the transverse bridge hn A target control value r of the longitudinal bridge horizontal displacement of the maximum cantilever end control point yn The influence factor h of the maximum cantilever end control point to the corner displacement around the transverse bridge caused by the constant load at the maximum cantilever stage n The influence factor of the longitudinal and horizontal bridge displacement of the control point at the maximum cantilever end caused by the dead load at the maximum cantilever stage is obtained;
s303, establishing a matrix equation as follows
In summary, the invention discloses a method for controlling the shape of a rib of an arch bridge of a large-span concrete-filled steel tube arch bridge, which comprises the following steps: s1, establishing a bare arch manufacturing linear model; s2, establishing a cantilever state model of each arch rib section based on a bare arch manufacturing linear model, wherein in the cantilever state model, a control target comprises that the vertical displacement of a cantilever end control point of a corresponding arch rib section is smaller than a first preset threshold, the vertical bridge-direction horizontal displacement of a tower top buckling control point is smaller than a second preset threshold, the vertical bridge-direction horizontal displacement of the cantilever end control point at the maximum cantilever stage of the arch rib section is smaller than a third preset threshold, and the corner displacement of the cantilever end control point around a transverse bridge is smaller than a fourth preset threshold; the applied and adjusted vector comprises a buckling cable force and a tail cable force, the adjusted vector comprises vertical displacement of a cantilever end control point of an arch rib section, horizontal displacement of a buckling tower top control point in a longitudinal bridge direction, horizontal displacement of the cantilever end control point in a maximum cantilever stage of the arch rib section in the longitudinal bridge direction and corner displacement around a transverse bridge direction, a target control value of the vertical displacement of the cantilever end control point of the arch rib section and a target control value of the horizontal displacement of the buckling tower top control point in the longitudinal bridge direction are 0, and a target control value of the displacement of the maximum cantilever end control point of the arch rib section around the transverse bridge direction and a target control value of the horizontal displacement of the longitudinal bridge direction are 0; s3, establishing a matrix equation based on an influence matrix method and a cantilever state model of each arch rib segment, and sequentially solving to obtain a cable buckling force and a cable tail force of each arch rib segment; and S4, construction is carried out based on the rope buckling force and the rope tailing force of each arch rib section obtained through solution, and installation of each section of the arch rib is completed. Compared with the prior art, the arch rib linear shape is controlled based on the stress-free state method, the influence matrix is combined, the rope buckling and tail rope force can be rapidly solved, the arch line forming can meet the standard requirement, the rope buckling and tail rope force can be tensioned once, the rope adjusting times are reduced, and the calculation efficiency is very high.
Drawings
For a better understanding of the objects, solutions and advantages of the present invention, reference will now be made in detail to the present invention, which is illustrated in the accompanying drawings, in which:
FIG. 1 is a flow chart of a large-span steel pipe concrete arch bridge arch rib line shape control method disclosed by the invention;
FIG. 2 is a general layout of a particular arch bridge;
FIG. 3 is a general layout of a buckle and hoist system for the arch bridge of FIG. 2;
FIG. 4 is a schematic view of a finite element analysis model of the arch bridge of FIG. 2;
fig. 5 and 6 are schematic views illustrating measured values of the line shape deviation and the axis deviation of the arch rib of the arch bridge shown in fig. 2;
fig. 7 to 11 are schematic views of the cantilever stages of the arch bridge shown in fig. 2.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
As shown in figure 1, the invention discloses a method for controlling the shape of a rib of a large-span steel pipe concrete arch bridge arch, which comprises the following steps:
s1, establishing a bare arch manufacturing linear model;
according to the design drawing, a finite element model of a naked arch manufacturing line shape (naked arch design line shape + manufacturing pre-camber) can be established.
S2, establishing a cantilever state model of each arch rib section based on a bare arch manufacturing linear model, wherein in the cantilever state model, a control target comprises that the vertical displacement of a cantilever end control point of a corresponding arch rib section is smaller than a first preset threshold, the vertical bridge-direction horizontal displacement of a tower top buckling control point is smaller than a second preset threshold, the vertical bridge-direction horizontal displacement of the cantilever end control point at the maximum cantilever stage of the arch rib section is smaller than a third preset threshold, and the corner displacement of the cantilever end control point around a transverse bridge is smaller than a fourth preset threshold; the applied vector comprises a buckling cable force and a tail cable force, the adjusted vector comprises the vertical displacement of a cantilever end control point of an arch rib section, the horizontal displacement of a longitudinal bridge of a buckling tower top control point, the horizontal displacement of the longitudinal bridge of the cantilever end control point at the maximum cantilever stage of the arch rib section and the rotation angle displacement of a transverse bridge, a target control value of the vertical displacement of the cantilever end control point of the arch rib section and a target control value of the horizontal displacement of the longitudinal bridge of the buckling tower top control point are 0, and a target control value of the horizontal displacement of the transverse bridge of the maximum cantilever end control point of the arch rib section and a target control value of the horizontal displacement of the longitudinal bridge are 0;
and (4) installing all sections of the arch bridge in the cantilever state model to finish corresponding transverse connection. The first preset threshold, the second preset threshold, the third preset threshold and the fourth preset threshold may be set according to a specification tolerance.
S3, establishing a matrix equation based on an influence matrix method and a cantilever state model of each arch rib segment, and sequentially solving to obtain a cable buckling force and a cable tail force of each arch rib segment;
influence of cable force calculation analysisThe matrix is based on the structure satisfying the principle of linear superposition. n influence vectors { A ] caused when the unit of each of the n modulated vectors is changed n Are arranged in sequence to form an influence matrix [ C }]I.e. by
And S4, construction is carried out based on the rope buckling force and the rope tailing force of each arch rib section obtained through solution, and installation of each section of the arch rib is completed.
As shown in fig. 7 to 11, in the present invention, the cantilever-end control point refers to an upper end point of one side of the arch rib of the corresponding segment facing the arch bridge span, and the tower-top control point refers to a tower-top point.
The unstressed state method shows that, for the same structural system, when the structural load and the boundary condition are fixed, the internal force and the line shape of the bridge forming state after construction are consistent with the design state as long as the unstressed length and the unstressed curvature of each structural component in the installation state and the unstressed state of the structure are consistent in construction are ensured.
The steel pipe arch bridge arch rib segments are light in weight and are generally manufactured according to the stress-free line shape in a factory, during construction, the segments are connected into a whole through inner method disc connection or welding connection by hoisting, obliquely pulling, buckling and positioning through cables, and therefore the stress-free state is naturally met during segment installation. It is clear that the segments of the rib are installed in an unstressed condition and that the bridge-erected condition will be consistent with the design, but the key to the problem is how to determine the cable force of each rib segment. In order to realize the installation of the arch rib segments in a stress-free state and ensure the stress safety of the temporary buckling tower, the displacement of control points of each segment and the deflection of the buckling tower can be controlled by adjusting the cable force of a tail cable and a buckling cable during calculation and analysis.
Compared with the prior art, the arch rib linear shape is controlled based on the stress-free state method, the influence matrix is combined, the rope buckling and tail rope force can be rapidly solved, the arch line forming can meet the standard requirement, the rope buckling and tail rope force can be tensioned once, the rope adjusting times are reduced, and the calculation efficiency is very high.
In specific implementation, a matrix equation is established:
s301, establishing a control equation set of each arch rib segment, wherein the control equation set of the ith arch rib segment is as follows
In the formula, the row vector V i The influence factor of the cable force of the buckle and the tail cable in the ith arch rib section on the vertical displacement of the control point of the cantilever end, a row vector H i The influence factor of buckling and tail cable force in the ith arch rib section on the longitudinal bridge horizontal displacement of the buckling tower top control point, T i Is the cable force value of No. i buckle cable, T i ' is the cable force value of the No. i tail cable to be solved, D iv Target control value for vertical displacement of control point of cantilever end of ith arch rib segment, D ih A target control value v of the vertical bridge horizontal displacement of the buckling tower top control point of the ith arch rib segment i Is the influence factor h of constant load in the ith arch rib section on the vertical displacement of the control point of the cantilever end i The influence factor of the longitudinal bridge horizontal displacement of the constant load buckling tower top control point in the ith arch rib section is defined;
based on the basic principle of the influence matrix, by means of finite element analysis software, the influence matrix of unit cable force on displacement can be rapidly obtained from each section of cantilever model, and V is the control equation set i And H i Is a known amount, and V i And H i Can be an influence factor corresponding to the unit cable force, T i And T i ' is the amount to be measured.
S302, establishing a control equation set of the maximum cantilever stage, wherein the control equation set of the maximum cantilever stage is as follows
In the formula, a row vector R yn The line vector H is the influence factor of the buckle and tail cable force of the maximum cantilever stage on the displacement of the maximum cantilever end control point around the transverse bridge corner n Button for maximum cantilever stageInfluence factor of tail cable force on longitudinal bridge horizontal displacement of control point at maximum cantilever end, R n A target control value, D, for the maximum cantilever-end control point to turn angle displacement around the transverse bridge hn A target control value r of the longitudinal bridge horizontal displacement of the maximum cantilever end control point yn The influence factor h of the maximum cantilever end control point to the corner displacement around the transverse bridge caused by the constant load at the maximum cantilever stage n The influence factor of the longitudinal bridge horizontal displacement of the control point of the maximum cantilever end caused by the dead load at the maximum cantilever stage is obtained;
in order to ensure that the arch bridge closure section is installed in a stress-free state, the longitudinal bridge horizontal displacement of the maximum cantilever end point and the transverse bridge-around corner are controlled to be close to a minimum value when the arch bridge is closed. R yn 、H n 、r yn And h n In known amounts.
S303, establishing a matrix equation as follows
Construction normal installation analysis is carried out according to the cable force solved by the formula, the target that the vertical displacement of a cantilever end control point of each segment of the arch rib (the corresponding transverse connection is finished at the moment) and the longitudinal bridge-to-horizontal displacement of a buckling tower top control point are controlled within an allowable limit range after the installation is finished can be realized, and the matching precision of the arch forming line shape and the bare arch one-time frame falling line shape after closure and cable releasing of construction is higher.
Particularly, when finite element numerical simulation analysis is carried out, the buckling rope and the tail rope are preferably simulated by adopting a rope unit so as to convert the calculated rope force into the stress-free length, and construction normal assembly analysis is guided by a stress-free state control method, so that the pre-lifting value and the corresponding rope force when each segment (not considering transverse connection) is installed can be obtained.
Taking the arch bridge shown in fig. 2 as an example, the half-through type steel tube concrete arch bridge with the main span of 220m has the main bridge rise of 55m, the rise-span ratio of 1/4, the arch axis coefficient of 1.5, the standard width of the bridge deck of 12m and the longitudinal spacing of the suspension rods of 8m. The main arch adopts a double-arch rib form, the distance between the two arch ribs is 14.3m, the single arch rib is a catenary hinge-free arch with a uniform cross section, the height of the cross section of the arch rib is 4.5m, and the width of the cross section is 2.2m; the arch rib is composed of steel pipe concrete chord members and steel pipe web members, each rib is provided with four chord members, the specification of the chord members is phi 800 multiplied by 12mm, and C70 concrete is poured in the arch rib.
The steel pipe arch rib is constructed by adopting a cable hoisting inclined pull buckling hanging method, the half span of the single arch rib is divided into 5 sections, and the whole arch rib is provided with 20 hoisting sections and 2 closure sections; the arch ribs are hoisted by adopting single arch ribs, wherein the weight of the largest hoisting section is 44.7t, and each buckling section comprises an upper side arch rib, a lower side arch rib and a transverse connection at a corresponding position; the arch springing is provided with a temporary hinged support, and after the second section (including the transverse connection) is installed, arch springing concrete is poured for sealing and hinging to form a hingeless arch. The general layout of the bridge cable hoisting diagonal draw buckle hanger is shown in figure 3.
Finite element software is adopted to carry out simulation on the arch rib hoisting process, and a finite element model is shown in figure 4. Combining with the actual situation on site, the arch rib and the buckling tower are simulated by adopting a beam unit, and the buckling rope and the tail rope are simulated by using a tension rope unit only; buckling the tower, solidifying the bottom of the arch springing, only releasing the rotation constraint of the arch springing hinged support around the transverse bridge, and hinging the arch springing to be solidified after the closing and hinging; the method provided by the invention is adopted to simulate the full-bridge hoisting process.
N (n = 5) pairs of buckling ropes and tail ropes are arranged in a full-bridge half-span mode, the numbers of control points of cantilever ends of all arch rib sections are respectively 1# -n #, and the numbers of control points of top ends of the buckling towers are m #.
(1) Installing a No. 1 arch rib segment of the arch bridge, and tensioning the No. 1 buckle cable and the tail cable;
(2) Installing a No. 2 arch rib segment of the arch bridge, and tensioning the No. 2 buckle cable and the tail cable;
(3) Installing a No. 3 arch rib segment of the arch bridge, and tensioning the No. 3 buckle cable and the tail cable;
(4) Installing a 4# arch rib section of the arch bridge, and tensioning the 4# buckling rope and the tail rope;
(5) Installing a No. 5 arch rib segment of the arch bridge, and finishing tensioning of a No. 5 buckle cable and a tail cable (in a maximum cantilever stage);
the meaning of the parameters in the above formula in this example is explained in detail as follows:
H xym when the x # buckle and the tail cable are tensioned, the influence factor (y is less than or equal to x) of the unit cable force of the y # buckle cable on the horizontal displacement of the m # control point in the longitudinal bridge direction is obtained;
H′ xym when the x # buckles and the tail cables are tensioned, influence factors (y is less than or equal to x) of the unit cable force of the y # tail cables on the horizontal displacement of the m # control point in the longitudinal bridge direction are exerted;
V xyx when the x # buckles and the tail cables are tensioned, influence factors (y is less than or equal to x) of the unit cable force of the y # buckles on the vertical displacement of the x # control point are obtained;
V′ xyx when the x # buckle and the tail cable are tensioned, the influence factor (y is less than or equal to x) of the unit cable force of the y # tail cable on the vertical displacement of the x # control point is obtained;
H nyn when the arch rib segment is in the maximum cantilever state, the influence factor of the y # guy rope unit cable force on the horizontal displacement of the n # control point longitudinal bridge is (y is less than or equal to n = 5);
H′ nyn when the arch rib segment is in the maximum cantilever state, the influence factor of the unit cable force of the y # tail cable on the horizontal displacement of the n # control point in the longitudinal bridge direction is (y is less than or equal to n = 5);
R nyn -when the arch rib segment is in the maximum cantilever state, the influence factor of the cable force of the y # guy cable unit on the rotation angle displacement of the x # control point (y is less than or equal to n = 5);
R′ nyn control of y # tail rope unit rope force to x # at maximum cantilever state of arch rib segmentA point rotation angle displacement influence factor (y is less than or equal to n = 5);
T i -i # lashing force value (i ≦ n = 5);
T i ' -i # tail cord force value (i ≦ n = 5);
D xv and when the x # buckle and tail cable is tensioned, the vertical displacement target control value (smaller than the standard allowable value) of the control point of the x # arch rib segment can be 0.
D xh When the x # buckle and tail cable is tensioned, a target control value (smaller than a standard allowable value) of horizontal displacement of a buckling tower top longitudinal bridge is 0;
v x when the x # buckle and the tail cable are tensioned, influence factors generated by constant load of all sections of the arch rib on vertical displacement of cantilever end control points of the x # arch rib sections;
h x when the x # buckle and tail cable are tensioned, influence factors generated by constant load of all sections of the arch rib on horizontal displacement of a control point on the top of the buckle tower in the longitudinal bridge direction;
D nh -vertical bridge horizontal displacement target control value (0 as possible) for the arch rib control point of segment n # (n = 5) at maximum cantilever state of the arch rib segment;
D nr -target control value of angular displacement (0 as possible) for rib control point of segment n # at maximum cantilever condition of rib segment (n = 5);
h n when the arch rib segments are in the maximum cantilever state, the constant load of each segment of the arch rib influences factors on the longitudinal bridge horizontal displacement of the arch rib control points of the n # segments;
r n and when the arch rib section is in the maximum cantilever state, the dead load of each section of the arch rib influences the corner displacement of the control point of the arch rib of the n # section.
In the installation process of the arch rib segments, construction control is carried out by adhering the principle of taking linear control as a main part and taking cable force control as an auxiliary part. The cable force on the upper and lower sides of the bridge is basically consistent with the linear shape, so that only the data on the lower side is taken for analysis.
The method is used for carrying out numerical simulation on the suspension buckling process of the arch rib of the bridge, and the vertical displacement change values of the arch rib in the arch line shape and the bare arch one-time falling frame line shape are shown in table 1 after the arch rib sections are buckled, hung and loosened. As can be seen from Table 1, the arch rib arch-forming line shape is basically consistent with the one-time frame-falling line shape, and the vertical displacement difference is within 2mm, which shows that the method provided by the invention is feasible and has higher precision.
TABLE 1 theoretical variation of vertical displacement of arch rib
The theoretical calculated values and the measured values of the cable force of the buckle cables and the back cables of each segment of the arch rib are shown in the table 2. The measured value of the cable force is the final cable force of the buckling cable after the cable force conversion of the sling and the buckling cable is completed, at the moment, the sling is completely unhooked, and the positioning of the arch rib segment is completed. It can be known from table 2 that the theoretical calculated value of the cable force is close to the actual measured value, the maximum value of the percentage difference value of the cable force is 4.9%, and the actual measured value of the cable force is larger than the theoretical value, which is mainly because the pre-deviation amount is set towards the bank side of the buckle tower before the arch rib segment is hoisted, the included angle between the buckle cable and the vertical plane is increased, the cable force of the buckle cable is increased, and the cable force of the back cable is also increased to actively counteract the unbalanced horizontal force of the tower top, so that the actual measured cable force value is larger than the theoretical value.
TABLE 2 Cable force values of the lanyards and the backstays
The variation of vertical displacement of each segment of the arch rib after being loosened and arched is shown in figure 5, and the deviation value of the axis of each segment is shown in figure 6. Fig. 5 shows that after the arch rib is loosely buckled into an arch, the linear deviation of the arch springing segments on the two banks is large, the maximum deviation value is-3.2 cm, and the linear deviation of the arch springing segments is low due to the fact that a certain construction deviation exists in the vertical angle of the reserved hole of the arch support steel pipe, and the adjustment space between the upper chord and the lower chord of the arch springing segments and the reserved hole is limited when the arch springing segments are accurately positioned; the sections 3# to 5# are slightly higher in line shape, which is mainly caused by that the air temperature is higher when the arch rib sections are positioned, the buckling ropes stretch to cause the arch rib to descend in line shape, and when the temperature is reduced, the buckling ropes contract to cause the arch rib to ascend in line shape, so that the line shape is higher. As can be seen from fig. 6, the maximum value of the axis deviation of the post-unfastening rib segment is 0.7cm, which occurs at the lower chord of the 4# segment of the right bank. According to the installation of the steel pipe concrete arch bridge arch rib and the quality detection standard specification, the allowable deviation of the arch ring elevation is +/-L/3000, namely 220/3000 is approximately equal to 7.3cm and is more than 5cm, and +/-5 cm is taken; the allowable deviation of the transverse axis of the arch ring is +/-L/6000, namely +/-220/3000 +/-3.7 cm, which shows that the bridge has high line shape and axis control precision and meets the specification requirement. In fig. 5 and 6, the deviation of the line shape is "-" in the vertical direction, otherwise "+"; the axis deviation is "-" toward the downstream side, and is "+" in the opposite direction.
Finally, it is noted that the above-mentioned embodiments illustrate rather than limit the invention, and that, while the invention has been described with reference to preferred embodiments thereof, it will be understood by those skilled in the art that various changes in form and details may be made therein without departing from the spirit and scope of the invention as defined by the appended claims.
Claims (1)
1. A method for controlling the shape of a large-span steel pipe concrete arch bridge arch rib is characterized by comprising the following steps:
s1, establishing a naked arch manufacturing linear model;
s2, establishing a cantilever state model of each arch rib section based on a naked arch manufacturing linear model, wherein in the cantilever state model, a control target comprises that the vertical displacement of a cantilever end control point of a corresponding arch rib section is smaller than a first preset threshold, the vertical bridge horizontal displacement of a buckling tower top control point is smaller than a second preset threshold, the vertical bridge horizontal displacement of the cantilever end control point at the maximum cantilever stage of the arch rib section is smaller than a third preset threshold, and the corner displacement of the cantilever end control point around a transverse bridge is smaller than a fourth preset threshold; the applied and adjusted vector comprises a buckling cable force and a tail cable force, the adjusted vector comprises vertical displacement of a cantilever end control point of an arch rib section, horizontal displacement of a buckling tower top control point in a longitudinal bridge direction, horizontal displacement of the cantilever end control point in a maximum cantilever stage of the arch rib section in the longitudinal bridge direction and corner displacement around a transverse bridge direction, a target control value of the vertical displacement of the cantilever end control point of the arch rib section and a target control value of the horizontal displacement of the buckling tower top control point in the longitudinal bridge direction are 0, and a target control value of the displacement of the maximum cantilever end control point of the arch rib section around the transverse bridge direction and a target control value of the horizontal displacement of the longitudinal bridge direction are 0;
s3, establishing a matrix equation based on an influence matrix method and a cantilever state model of each arch rib segment, and solving sequentially to obtain a cable buckling force and a tail cable force of each arch rib segment; establishing a matrix equation:
s301, establishing a control equation set of each arch rib segment, wherein the control equation set of the ith arch rib segment is as follows
In the formula, the row vector V i The line vector H is the influence factor of the cable force of the buckle and the tail cable in the ith arch rib section on the vertical displacement of the control point of the cantilever end i The influence factor of buckling and tail cable force in the ith arch rib section on the longitudinal bridge horizontal displacement of the buckling tower top control point, T i Is the cable force value of No. i buckle cable, T i ' is the value of the cable force of the No. i tail cable to be solved, D iv Target control value for vertical displacement of cantilever-end control point of ith arch rib segment, D ih A target control value v of the vertical bridge horizontal displacement of the buckling tower top control point of the ith arch rib segment i Is the influence factor h of constant load in the ith arch rib section on the vertical displacement of the control point of the cantilever end i The influence factor of the vertical bridge horizontal displacement of the dead load buckling tower top control point in the ith arch rib section is obtained;
s302, establishing a control equation set of the maximum cantilever stage, wherein the control equation set of the maximum cantilever stage is as follows
In the formula, a row vector R yn The influence factor of the cable force of the buckle and the tail cable at the maximum cantilever stage on the displacement of the maximum cantilever end control point around the transverse bridge corner and the line vector H n The influence factor R of the buckling and tail rope force of the maximum cantilever stage on the longitudinal and horizontal bridge displacement of the control point of the maximum cantilever end n A target control value, D, for the maximum cantilever-end control point to turn angle displacement around the transverse bridge hn A target control value r of the longitudinal bridge horizontal displacement of the maximum cantilever end control point yn The influence factor h of the maximum cantilever end control point to the corner displacement around the transverse bridge caused by the constant load at the maximum cantilever stage n The influence factor of the longitudinal and horizontal bridge displacement of the control point at the maximum cantilever end caused by the dead load at the maximum cantilever stage is obtained;
s303, establishing a matrix equation as follows
And S4, construction is carried out based on the rope buckling force and the rope tailing force of each arch rib section obtained through solution, and installation of each section of the arch rib is completed.
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| CN114896844B (en) * | 2022-05-11 | 2023-06-23 | 昆明理工大学 | Arch bridge back buckling cable tension data processing method, system and storage medium |
| CN114808757B (en) * | 2022-05-12 | 2023-12-05 | 长沙理工大学 | Construction structure and method for cantilever of large-span steel concrete arch bridge under combined system |
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2011143195A1 (en) * | 2010-05-10 | 2011-11-17 | Sena Kumarasena | Resilient design method for improved safety and security of structural systems |
| CN203530849U (en) * | 2013-10-10 | 2014-04-09 | 中铁四局集团第五工程有限公司 | Limiting fixing tray for steel tube arch bridge arch rib installing |
| CN106836010A (en) * | 2017-03-31 | 2017-06-13 | 中铁二院工程集团有限责任公司 | A kind of Deck Arch Bridges imbalance horizontal swing system and rotation swivel construction method |
| CN108038326A (en) * | 2017-12-22 | 2018-05-15 | 广西路桥工程集团有限公司 | A kind of arch bridge free cantilever erection construction optimization model and optimized calculation method |
-
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Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2011143195A1 (en) * | 2010-05-10 | 2011-11-17 | Sena Kumarasena | Resilient design method for improved safety and security of structural systems |
| CN203530849U (en) * | 2013-10-10 | 2014-04-09 | 中铁四局集团第五工程有限公司 | Limiting fixing tray for steel tube arch bridge arch rib installing |
| CN106836010A (en) * | 2017-03-31 | 2017-06-13 | 中铁二院工程集团有限责任公司 | A kind of Deck Arch Bridges imbalance horizontal swing system and rotation swivel construction method |
| CN108038326A (en) * | 2017-12-22 | 2018-05-15 | 广西路桥工程集团有限公司 | A kind of arch bridge free cantilever erection construction optimization model and optimized calculation method |
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