CN111625893B - Dynamic deviation-correcting arch rib inclined pull buckle hanging and splicing method - Google Patents
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Abstract
The invention discloses a method for hanging and splicing an arch rib inclined pull buckle by dynamic deviation rectification. Feedback control can be performed according to the actually measured displacement value of the current suspension assembly section, and under the condition that the actually measured value and the theoretical value are deviated, the proposed arch rib inclined pulling buckling suspension assembly method can be re-optimized through a dynamic feedback system to obtain a new arch rib section buckling displacement control value, so that construction is efficiently guided, frequent tensioning and cable adjustment in the traditional method are avoided to correct a deviation value, construction period delay and fatigue loss of a temporary buckle cable caused by repeated cable adjustment in the traditional method are overcome, and the probability of catastrophic consequences due to breakage of the temporary buckle cable is reduced; the displacement after the bridge formation meets the target requirement, and meanwhile, the delay in the construction period caused by the fact that each segment adjusts the displacement is greatly reduced, and the economic benefit is obvious.
Description
Technical Field
The invention relates to the technical field of transportation, bridge and culvert engineering, in particular to a method for hanging and splicing an arch rib inclined pull buckle by dynamic deviation correction.
Background
The construction method of the arch rib of the arch bridge can be divided into two types, namely a support construction method and a non-support construction method, the limitation of support construction is large, the construction method is constrained by the span of the arch bridge and the site construction environment, and the method is commonly used in the geographical environment that the small-span bridge is convenient to build full-space supports. The construction with the bracket is the best choice for the construction of the arch rib of the large-span arch bridge in recent years, and a cable hoisting and hanging construction method and a swivel construction method are more common. Obviously, the swivel construction method of the super-large span bridge is difficult to realize and has higher risk. Therefore, constructors preferentially select a cable hoisting and hanging construction method, and the displacement of the arch rib is controlled by adopting the inclined pulling buckle hanging in the arch rib hanging and hanging process, so that the method is a peculiar track in the construction history of the arch bridge in China, and the quantity and the quality of the large-span arch bridge are greatly improved. Meanwhile, the problems to be solved urgently are also accompanied, for example, the displacement of the arch rib in the suspension splicing process is difficult to control, and due to the fact that the span is large, the cable is long, the number of segments is large, and small deviation can be gradually enlarged. Therefore, once the measured displacement is inconsistent with the theoretical displacement, whether the adjustment is needed or not is a difficult problem. Zheng-Tong-Ci-Ouchi has proposed economical and practical arch bridge construction, but if cost saving can be achieved on temporary facilities for arch bridge construction, huge changes will be brought to the development of arch bridge. If the pursuit process of one person is the same as the theoretical value, the construction period is influenced, so that extra economic cost is brought, if the pursuit process is not good, the line quality after final rope loosening is influenced, even the closure of the arch rib is influenced, and the pursuit process are the problems troubling constructors. For example, in the conventional zero-bending-moment arch rib suspension control method, the buckling cables of all the completed sections are required to be readjusted when one arch rib section is constructed, because the buckling cables generally adopt high-strength steel stranded wires, thousands of steel stranded wires are normally used for a large-span arch bridge, each construction section is adjusted, and the time cost is a huge number.
Disclosure of Invention
The invention aims to provide a method for hanging and splicing an arch rib inclined pull buckle by dynamic deviation rectification aiming at the defects of the prior art. According to the method, a reasonable optimization system is established, the optimization system comprises parameter variables, constraint functions and an optimization equation, real-time feedback analysis is carried out on actual displacement deviation in the suspension construction process of the inclined pull buckle of the arch rib, the effect that the deviation can be dynamically corrected without adjusting the cable is achieved, the control result is reliable, the displacement of the arch rib after the cable is loosened is close to a target value, most importantly, a large amount of time cost and economic cost are saved, and the risk of cable buckling damage, cable breakage and arch rib falling accidents caused by the fact that each segment needs to adjust the cable in the traditional control method is reduced.
In order to achieve the purpose, the invention adopts the following technical scheme:
a method for hanging and splicing an arch rib inclined pull buckle with dynamic deviation rectification comprises the following steps:
step one, establishing an arch bridge bare arch rib model (finite element model), analyzing and obtaining the displacement of each control measuring point of the bare arch rib only under the action of self weight and marking as u, wherein the material characteristics and the section characteristics in the arch bridge bare arch rib model are consistent with corresponding data on a design drawing according to boundary conditions, and the displacement is marked as u l ，u l Is a vector, in mm;
step two, building a rope buckling unit with the same data as that of a design drawing on the basis of the arch bridge bare arch rib model, dividing construction sections, building a model capable of truly simulating the whole inclined pull buckle hanging and splicing process, and meanwhile, the model must comprise rope loosening sections and the construction sequence is consistent with the actual sequence;
step three, a group of initial tension T of the buckle cable is drawn up on the basis of the step two 0 At T 0 Under the action of the elastic force of the elastic rod, the displacement u of the control point of the arch rib after the cable is loosened is obtained 0 And displacement u after each arch rib suspended segment is obliquely pulled and buckled 1 (ii) a By varying T 0 Is expressed as M 0 、M 1 Wherein M is 0 Representing the rear segment of the slack rope, M 1 Representing the current cable-stayed buckling section;
step four, establishing an optimization system, wherein the optimization system comprises an optimization equation, a constraint function and parameter variables, and respectively introduces a convergence allowable value delta, a displacement convergence value epsilon of each arch rib control point after cable release in the optimization system and an ultimate strength sigma of the steel strand of the cable buckle lim In unit of MPa, the optimization formula is as follows:
constraint function:
an optimization equation:
parameter variables:
in the formula: x represents the cable force increment of the buckling cable obtained in the optimization system; mu.s ii The displacement increment of the ith section of arch rib is represented by the unit force added by the ith rope fastening force; u. u ij The displacement increment value of the jth guy cable tensioning unit force to the ith segment of arch rib is represented;
respectively representing the displacement values of the corresponding ith segment arch rib control measuring points; t is i 0 Representing the initial tension of the arch rib buckle cable of the ith section; x i Incremental value of tension of i-section arch rib buckle cable representing output of optimization system；σ lim The ultimate strength of the buckled cable steel strand is represented;
step five, determining the value of the convergence allowable value delta;
step six, determining the ultimate strength sigma of the steel strand lim The value of (d);
seventhly, determining the total area A of each section of the buckling cable;
step eight, substituting the determined parameters into an optimization formula to calculate and analyze to obtain the displacement of each control point after the rope is loosened;
step nine, when the measured displacement from the 1 st segment of the suspended assembly to the nth segment of the suspended assembly is
Then
The deviation of the first n overhanging segments from the theoretical value can be seen, through the arch rib inclined pulling buckle hanging and hanging method based on dynamic deviation rectification, the arch rib overhanging segments of 1 to n segments are not adjusted although the deviation occurs, but the deviation value is brought into an optimization system for re-optimization, namely, the deviation is obtained
Introducing an optimization system to obtain a group of new displacement solutions, wherein the result and the target value after rope loosening are still within delta, namely the displacement of a control point after rope loosening applied to the suspension and assembly of the inclined pull buckle of the arch rib meets the control requirement;
and step ten, applying the displacement of the post-cable control point with the displacement meeting the control requirement to the hanging and splicing of the oblique pull buckle of the arch rib.
According to the arch rib inclined pull buckle hanging and splicing method based on dynamic deviation rectification, when displacement control in actual inclined pull buckle hanging and splicing construction deviates, adjustment is not needed to be carried out immediately, the deviation value is brought into an optimization system for reanalysis, if the control effect after final rope loosening is not influenced, the displacement of the segment is not adjusted even if the displacement of the segment deviates, and a new pre-camber value of the next segment can be obtained according to the latest data analysis. The method can realize the dynamic deviation rectifying effect without adjusting the rope buckling in the process, and the displacement after rope loosening also meets the control requirement. The method is almost suitable for all arch ribs for suspension splicing construction, has very wide application prospect, and brings immeasurable economic benefit.
As a further description of the invention, the arch bridge bare arch rib model uses the arch rib manufacturing coordinates at the coordinates of each node to ensure that the line shape in the model is consistent with the manufacturing line shape, and the arch rib manufacturing line shape is the arch rib line shape considering manufacturing pre-camber in a non-stress state.
As a further illustration of the invention, the set of lanyard initials T 0 = G/sin θ, where G is the rib segment weight and is a vector pattern, and θ represents the angle between the locking cord and the horizontal.
As a further explanation of the invention, the convergence allowable value delta is a value in the range of (-L/10000, L/10000), wherein L is the total length of the suspended splicing segment arch rib and is in mm.
As a further illustration of the invention, the ultimate strength σ of the buckled wire strand is lim The size of the bridge can be determined according to design drawings of different bridges, and one of 1860MPa and 1960MPa is selected.
The invention also provides a dynamically-corrected arch rib inclined pulling buckle hanging and splicing optimization system, which comprises an optimization equation, a constraint function and parameter variables, wherein a convergence allowable value delta, a displacement convergence value epsilon of each arch rib control point after rope loosening in the optimization system and the ultimate strength sigma of a buckle rope are respectively introduced lim In MPa, the optimization formula is as follows:
constraint function:
an optimization equation:
parameter variables:
in the formula: t is 0 Representing a set of proposed pull-off rope tensions, T 0 = G/sin theta, wherein G is the weight of the arch rib segment and is in a vector mode, and theta represents the included angle between a buckle cable and the horizontal line; m is a group of 0 Indicating the passage of the posterior segment of the slack 0 Obtaining a force versus displacement increment matrix; m 1 Indicating the passage of the posterior segment of the slack 0 Obtaining a force versus displacement increment matrix; x represents the cable force increment of the buckle cable obtained in the optimization system; mu.s ii The displacement increment of the ith section of arch rib is represented by the unit force added by the ith rope fastening force; u. of ij The displacement increment value of the jth guy cable tensioning unit force to the ith segment of arch rib is represented;
respectively representing the displacement values of the corresponding ith segment arch rib control measuring points; t is i 0 Representing the initial tension of the arch rib buckle cable of the ith section; x i The tension increment value of the ith segment arch rib buckle cable output by the optimization system is represented; sigma lim Indicating the ultimate strength of the guy wire.
Compared with the prior art, the invention has the following beneficial effects:
1. according to the method, through feedback analysis of the current displacement measured value of the suspended assembly segment of the arch rib, whether the suspended assembly segment needs to be subjected to deviation adjustment or not can be judged, and then a new displacement value of the segment which is not constructed yet is obtained through analysis, so that dynamic deviation rectification of displacement is realized.
2. The control method can realize the dynamic deviation rectifying effect without adjusting the cable buckling in the process, and the displacement of the section after the cable is loosened in the controlled arch rib suspension construction meets the control requirement, so the result is reliable.
3. The control method breaks through the limitation of the traditional method, realizes the minimum cable adjusting times of the diagonal pulling buckle hanging of the arch rib in the suspension splicing process, and further brings obvious economic benefit; particularly, the large-span arch bridge has more assembled sections and more buckling cables, and the time cost and the economic cost in the construction process are greatly reduced by the control method.
4. Practice proves that the difficulty coefficient of the adjusting of the buckling rope in the process is large and the risk is high, and the control method can effectively reduce the potential safety risk caused by anchor head sliding and long-term buckling rope disturbance caused by cyclic tensioning and releasing.
5. The control method has simple and understandable process, can analyze and control the cable-stayed buckling and splicing construction of the arch rib no matter how the span size and the construction sequence are changed, and has very good practical engineering application value.
Drawings
FIG. 1 is a schematic view of the construction of A bridge arch rib inclined pull buckle hanging and splicing.
FIG. 2 is a diagram of a computational model of the A-bridge.
FIG. 3 is a comparison graph of displacement of the slack cable segment after the A bridge is optimized.
FIG. 4 is a control flow chart of the method for dynamically correcting the skew pulling buckle hanging assembly of the arch rib of the invention.
Detailed Description
The invention is further described below with reference to the accompanying drawings.
The embodiment is as follows:
the through concrete filled steel tube arch bridge A shown in figure 1 has a span L =575000mm, arch ribs are constructed by suspension splicing by adopting an inclined pull-buckle-hang method, the total number of suspension-spliced sections is 44, the upstream and downstream and the north and south banks are respectively 11, a buckling cable is a phi s15.2mm steel strand, and the standard strength is 1860MPa. Total 2192 steel strand ropes with single area of 140mm 2 . The included angle between the buckle cable and the horizontal line is 9-41 degrees. The project adopts a dynamic deviation-rectifying arch rib inclined pull buckle hanging and splicing method for optimization analysis, and a calculation model is shown in figure 2; optimized by the method of the inventionThe displacement effect is shown in fig. 3.
Calculating the span L =575000mm and delta 1 =40mm, displacement under bare arch is obtained by step one:
u l ＝[-5，-15，-23，-33,-54,-77,-100,-119,-137,-152,-162]mm; obtaining a group of buckling cable force T according to the third step 0 ＝[401,560,453,506,399,454,469,563,557,659,1002]kN
u 0 ＝[28，96，138,176,251,301，334,353,346,317,263]mm
u 1 ＝[92,286,394,517,476,657,593,726,510,401,123]mm
M 1 Is M 0 The lower triangular matrix of (a), not listed.
σ lim ＝1860MPa；
And the displacement of each control point after the rope is loosened is obtained through formula optimization analysis in the fourth step:
[-16,-42,-56,-66,-80,-88,-92,-100,-119,-154,-203] T mm
when the measured displacement from the 1 st segment to the 5 th segment is-1 mm, -16mm, -32mm, -72mm and-20 mm, the displacement is measured
It can be seen that the first 5 suspended assembly segments all have deviation from the theoretical value, if a conventional control method is adopted, namely each segment is subjected to cable adjustment, a plurality of 264 buckling cables need to be pulled or released, the displacement data measured by the on-site total station is closely matched in the cable adjustment process, and meanwhile, construction can be performed only at night in order to eliminate the temperature influence. In this way, each time 10 cables need to be adjusted, one month time cost is consumed by adjusting 264 cables, and the full bridge has 2192 cables in total, so that the workload is very large. In addition, work efficiency during the day is affected by work at night, and unnecessary and unavoidable safety risks and costs are brought. According to the arch rib inclined pull buckle based on dynamic deviation correctionThe suspended assembly method is characterized in that 1-5 sections of arch rib suspended assembly sections are not adjusted although deviation occurs, and the deviation value is brought into an optimization system to be re-optimized, namely
The optimization system is brought in, and a new set of post-bridging displacement solutions [ -1, -22, -43, -60, -70, -80, -91, -100, -119, -154, -203 ] is obtained] T mm, still meets the target deviation after the rope is loosened within 30 mm.
In the embodiment, the deviation which occurs in the construction process is subjected to optimization control again to obtain a new displacement value of a section which is not constructed yet for dynamic deviation correction, and the displacement result still meets the target of a preset bridge forming state; meanwhile, the times of adjusting the buckling rope can be greatly reduced, and the deviation value of each section can not be adjusted as long as the set target can be achieved. The bridge has 2000 steel strands, and the time cost and the economic cost are obviously saved. In addition, the number of cable adjusting times is small, fatigue damage to the anchor head at the tensioning end is reduced, and potential safety risks are reduced. The optimization control method is simple and easy to understand and has very good engineering application value.
The specific embodiments described herein are merely illustrative of the spirit of the invention. Various modifications or additions may be made to the described embodiments or alternatives may be employed by those skilled in the art without departing from the spirit or ambit of the invention as defined in the appended claims.
Claims (5)
1. A dynamically-corrected arch rib inclined pull buckle hanging and splicing method is characterized by comprising the following steps:
step one, establishing an arch bridge bare arch rib model, analyzing and obtaining the displacement of each control measuring point of the bare arch rib only under the action of self weight and marking as u, wherein the material characteristics and the section characteristics in the arch bridge bare arch rib model are consistent with corresponding data on a design drawing according to boundary conditions l ，u l Is a vector, in mm;
secondly, building a rope fastening unit consistent with corresponding data on a design drawing on the basis of the arch bridge bare arch rib model, dividing a construction section, building a model capable of truly simulating the whole inclined pull buckle hanging and splicing process, and simultaneously, the model must comprise a rope fastening section and the construction sequence is consistent with the actual sequence;
step three, a group of initial tension T of the buckle cable is drawn up on the basis of the step two 0 At T 0 Under the action of the elastic force of the elastic rod, the displacement u of the control point of the arch rib after the cable is loosened is obtained 0 And displacement u after each arch rib suspended segment is obliquely pulled and buckled 1 (ii) a By varying T 0 Is expressed as M 0 、M 1 Wherein M is 0 Representing the rear segment of the slack rope, M 1 Representing the current cable-stayed buckling section;
step four, establishing an optimization system, wherein the optimization system comprises an optimization equation, a constraint function and parameter variables, and respectively introduces a convergence allowable value delta, a displacement convergence value epsilon of each arch rib control point after cable release in the optimization system and an ultimate strength sigma of the steel strand of the cable buckle lim In MPa, the optimization formula is as follows:
constraint function:
an optimization equation:
parameter variables:
in the formula: x represents the cable force increment of the buckle cable obtained in the optimization system; mu.s ii The displacement increment of the ith segment arch rib by the unit force added by the ith rope fastening force is represented; u. u ij The displacement increment value of the jth guy cable tensioning unit force to the ith segment of arch rib is represented;
respectively representing displacement values of corresponding ith segment arch rib control measuring points; t is i 0 Representing the initial tension of the arch rib buckle cable of the ith section; x i The tension increment value of the ith segment arch rib buckle cable output by the optimization system is represented; sigma lim The ultimate strength of the buckling rope steel strand is represented;
step five, determining the value of the convergence allowable value delta;
step six, determining the ultimate strength sigma of the buckled cable steel strand lim The value of (d);
seventhly, determining the total area A of each section of the buckling cable;
step eight, substituting the determined parameters into an optimization formula to calculate and analyze to obtain the displacement of each control point after the rope is loosened;
step nine, when the measured displacement from the 1 st segment of the suspended assembly to the nth segment of the suspended assembly is
Then
The deviation of the front n overhanging segments from the theoretical value can be seen, and by the arch rib inclined pulling buckle hanging and hanging method based on dynamic deviation correction, the deviation of the arch rib overhanging segments from 1 to n segments is not adjusted, but the deviation value is brought into optimizationRe-optimization in the system will be
Introducing into an optimization system to obtain a group of new displacement solutions, wherein the result and the post-rope-loosening target value are still within delta, namely the displacement of a post-rope-loosening control point applied to the arch rib inclined pull buckle hanging assembly meets the control requirement;
and step ten, applying the displacement of the post-cable control point with the displacement meeting the control requirement to the hanging and splicing of the oblique pull buckle of the arch rib.
2. The dynamically corrected arch rib inclined pull buckle hanging and splicing method according to claim 1, characterized by comprising the following steps: the bare arch rib model of the arch bridge uses the manufacturing coordinates of the arch ribs at the coordinates of each node to ensure that the line shape in the model is consistent with the manufacturing line shape, and the manufacturing line shape of the arch ribs is the line shape of the arch ribs considering the manufacturing pre-camber under the stress-free state.
3. The method for hanging and splicing the dynamically corrected arch rib inclined pull buckle according to claim 1, which is characterized in that: the initial tension T of the group of the buckle cables 0 = G/sin θ, where G is the rib segment weight and is a vector pattern, and θ represents the angle between the locking cord and the horizontal.
4. The method for hanging and splicing the dynamically corrected arch rib inclined pull buckle according to claim 1, which is characterized in that: the convergence allowable value delta is taken within the range of (-L/10000, L/10000), L is the total length of the arch rib of the suspended splicing segment, and the unit is mm.
5. The method for hanging and splicing the dynamically corrected arch rib inclined pull buckle according to claim 1, which is characterized in that: the ultimate strength sigma of the steel strand lim The size of the bridge is determined according to design drawings of different bridges, and one of 1860MPa and 1960MPa is selected.
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