CN111321666B - Efficient arch ring buckle cable dismantling method - Google Patents
Efficient arch ring buckle cable dismantling method Download PDFInfo
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- CN111321666B CN111321666B CN202010145143.7A CN202010145143A CN111321666B CN 111321666 B CN111321666 B CN 111321666B CN 202010145143 A CN202010145143 A CN 202010145143A CN 111321666 B CN111321666 B CN 111321666B
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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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling 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
- E01D4/00—Arch-type bridges
Abstract
The invention discloses a method for efficiently removing buckling cables of an arch ring, which comprises the steps of obtaining the line shape of the arch ring after the last transverse connection is installed and the line shape of the arch ring after all buckling cables are removed; comparing the line shape of the arch ring after the last transverse connection is installed with the line shape of the arch ring after all the buckle cables are removed, and finding out a control point corresponding to the intersection point of the two line shapes; selecting a mode of removing the buckling cables on two sides of the control point alternately, and determining a plurality of types of buckling cable removing sequences; and selecting a buckling cable dismantling sequence with the arch ring linear fluctuation range meeting the requirement. The efficient arch ring buckle cable dismantling method can replace the traditional mode of dismantling buckle cables step by step and dismantling the buckle cables sequentially and circularly under the condition of meeting the requirement of the linear fluctuation range of an arch ring by alternately dismantling the buckle cables of an arch bridge on two sides of a control point, the workload is 1/9-1/7 of the traditional method, the workload is low, the construction efficiency of buckle cable dismantling is greatly improved, and the construction cost is reduced.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a high-efficiency arch ring buckle cable dismantling method.
Background
The arch bridge has the advantages of attractive appearance, convenience and quickness in construction, good economical efficiency, good stress performance and the like. In terms of stress performance, under the action of vertical load, the supporting positions of the two ends of the arch not only have vertical counter force, but also have horizontal thrust.
Due to the action of horizontal thrust, the bending moment of the arch ring is small, and the structure is mainly stressed, so that the arch bridge is mainly made of materials with good compression performance, such as stone, concrete, steel pipe concrete and the like, and is widely applied to mountains and gorges. The existing arch bridge construction technology mainly comprises a support method, a rotation method, a cable hoisting inclined pull buckle hanging construction technology and the like, wherein the cable hoisting inclined pull buckle hanging construction technology mainly has the following advantages:
(1) the cable hoisting system can hoist vertically and transport longitudinally and horizontally, can transport the components to the installation position from a prefabrication site, a hoisting site or directly from a transport vehicle or a ship to finish installation, and has wide coverage and strong adaptability;
(2) the cable hoisting system can hoist the arch rib, and can hoist members such as the upright post, the cross beam, the hoisting rod, the bridge road beam, the bridge deck and the like, so that the application range is wide;
(3) the cable hoisting system is basically assembled by adopting a standard component structure, the hoisting weight, the span and the covering width can be flexibly adjusted, the components can be repeatedly utilized, and the economy is good.
In addition, combine to draw to hang technique to one side and can make the arch ring high accuracy assemble, have advantages such as the construction line shape is good, the security is high. Therefore, the cable hoisting inclined pulling buckling construction technology is most commonly applied to arch bridge construction.
However, the large-span arch bridge is limited by the hoisting weight, the number of arch rib sections and buckling cables is large, and the buckling cables of each group are mutually influenced, so that the construction line shape is difficult to control. In the whole suspension splicing process of the arch rib segment, the line shape is adjusted through the buckling cables, and the internal force of the structure is adjusted through the buckling cables, so that the calculation and analysis of a buckling system become one of important contents for arch bridge construction control.
In terms of the removal of the buckling cables after the arch bridge is closed, the coordinates of each segment and other buckling cable forces are changed when the buckling cable force is loosened every time. On the premise, the time, sequence and method for removing the buckling cables after the arch ribs are closed tend to influence the line shape and internal force of the arch ribs, and a reasonable buckling cable removing method needs to be selected for the construction safety of the arch ring structure.
The traditional method for removing the buckling rope comprises the steps of gradually loosening the rope from the arch springing buckling rope to the arch springing buckling rope (the force of each level of loosening buckling rope is 10kN), and repeatedly and circularly loosening the rope until the force of each buckling rope is zero. Hundreds of steel strands are commonly used in arch bridge construction, and since the cable force of each steel strand is usually 70kN to 90kN, and the cable force per cable loosening is usually 10kN, hundreds of cable loosening operations are required, resulting in a very large cable dismantling workload.
Based on this, a more efficient and reasonable method for removing the buckle is needed.
Disclosure of Invention
The invention aims to: aiming at the problem that the workload of cable dismantling is very large in the traditional method for dismantling the buckle cable in the prior art, a high-efficiency method for dismantling the buckle cable of the arch ring is provided.
In order to achieve the purpose, the invention adopts the technical scheme that:
a method for efficiently dismantling an arch ring buckle cable,
acquiring the line shape of the arch ring after the last horizontal connection is installed and the line shape of the arch ring after all buckle cables are removed;
comparing the line shape of the arch ring after the last transverse connection is installed with the line shape of the arch ring after all the buckle cables are removed, and finding out a control point corresponding to the intersection point of the two line shapes;
selecting a mode of removing the buckling cables on two sides of the control point alternately, and determining a plurality of types of buckling cable removing sequences;
and selecting a buckling cable dismantling sequence with the arch ring linear fluctuation range meeting the requirement.
The control point is the connection point of the buckle cable and the arch ring; the control point corresponding to the intersection point of the two lines is to be understood as the control point on the arch ring closest to the intersection point; the selected cable dismantling sequence also meets the requirement of the strength of the arch ring material.
By adopting the efficient arch ring buckle cable dismantling method, the traditional mode of dismantling the buckle cables step by step and sequentially and circularly is replaced by the mode of dismantling the buckle cables of the arch bridge alternately on two sides of the control point under the condition of meeting the requirement of the linear fluctuation range of the arch ring, the workload is 1/9-1/7 of the traditional method, the workload is small, the construction efficiency of the buckle cable dismantling is greatly improved, and the construction cost is reduced.
Preferably, the line shape of the arch ring after the last transverse connection is installed and the line shape of the arch ring after all the buckle cables are removed are obtained in a finite element analysis mode.
Further preferably, the finite element analysis comprises:
establishing a finite element model of the arch ring;
according to the actual construction condition of the arch ring, a structure group, a load group and a boundary group are established, so that each construction stage is determined;
and calculating the initial tension of each buckling cable, and carrying out calculation and analysis on the cable detaching sequence of the arch ring.
Further preferably, a finite element model of the arch ring is established according to the geometrical parameters, the material parameters, the boundary conditions and the loading conditions of the arch ring structure.
Preferably, a buckle cable dismantling sequence with the arch ring linear fluctuation range and the arch ring stress range meeting requirements is selected in a finite element analysis mode.
By adopting the method, the buckling cable dismantling sequence with the arch ring linear fluctuation range and the arch ring stress range meeting the requirements can be accurately and efficiently selected through finite element analysis, calculation and verification.
Preferably, the range of linear fluctuation of the arch ring is from the linear under the dead weight of the bare arch to the linear of the arch ring once falling, and additional deformation and additional stress can be generated beyond the range.
Preferably, the buckling cables are alternately selected and removed in groups on two sides of the control point, and each group of buckling cables comprises a plurality of buckling cables.
Preferably, an optimal dismantling scheme is selected from the lanyard dismantling sequence which meets the arch ring linear fluctuation range and the arch ring stress range.
By adopting the method, the optimal dismantling scheme is selected from a plurality of buckle cable dismantling sequences meeting the conditions, and the buckle cable can be guaranteed to be dismantled in a mode of highest efficiency and lowest cost.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
1. the efficient arch ring buckling cable dismantling method can replace the traditional mode of dismantling buckling cables step by step and dismantling the buckling cables circularly in sequence by means of alternately dismantling the buckling cables one by one on two sides of a control point under the condition that the requirement of the linear fluctuation range of an arch ring is met, the workload is 1/9-1/7 of the traditional method, the workload is low, the construction efficiency of dismantling the buckling cables is greatly improved, and the construction cost is reduced;
2. according to the efficient arch ring buckle cable dismantling method, through finite element analysis, calculation and verification, a buckle cable dismantling sequence with an arch ring linear fluctuation range and an arch ring stress range meeting requirements can be accurately and efficiently selected;
3. according to the efficient arch ring buckle cable dismantling method, the optimal dismantling scheme is selected from a plurality of buckle cable dismantling sequences meeting the conditions, and the buckle cable can be guaranteed to be dismantled in a mode of highest efficiency and lowest cost.
Drawings
FIG. 1 shows an exemplary embodiment of an arch bridge cable-stayed suspension system and a number of suspension cables;
FIG. 2 is a schematic view of the intersection of the line shape after the last cross-link is installed in the arch ring and the line shape after the arch ring is completely removed from the guy cable;
FIG. 3 is a graph of deviation of control points from manufacturing lines using a lanyard removal sequence of 1# -2# -3# -4# -5# -6# -7# -8# -9# -10# -11 #;
FIG. 4 is a graph of deviation of control points from manufacturing line shape for a recipe one;
FIG. 5 is a graph of deviation of control points from manufacturing line shape for the second embodiment;
FIG. 6 is a graph of deviation of control points from manufacturing line shape for the three recipes;
FIG. 7 is a graph of linear deviation of control points from a target for a lanyard removal sequence using scenario one;
FIG. 8 is a graph of linear deviation between each control point and a target point in a lanyard removal sequence using a second scheme;
FIG. 9 is a graph of linear deviation of control points and targets in a lanyard removal sequence using scenario three;
FIG. 10 is a diagram illustrating the variation of the cable force of each buckle cable during the cable dismantling process of the first scheme;
FIG. 11 is a diagram of the cable force variation of each buckle cable in the cable detaching process of the second scheme;
FIG. 12 is a diagram of the change of cable force of each buckle cable in the cable detaching process of the scheme III;
FIG. 13 is a graph of axial stress and combined stress during solution one cable pull;
FIG. 14 is a graph of axial stress and combined stress during cable stripping for solution two;
FIG. 15 is a graph of axial stress and combined stress during solution triple stripping.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Examples
A half-through concrete filled steel tube arch bridge has a main span of 560m, a rise-to-span ratio of 0.25 and an arch axis coefficient of 1.5, wherein an underground continuous wall foundation is adopted on a north bank, an open-cut enlarged foundation is adopted on a south bank, and the bridge type is arranged as shown in figure 1. The bridge structure is a variable cross-section non-hinged arch, the center distance between two arch ribs is 30.1m, and the arch ribs are connected by arranging an I-shaped cross brace and a delta cross brace. The bridge deck system adopts a steel-concrete combined bridge deck with steel lattice beams, and the steel lattice beams all adopt I-shaped sections.
The construction is carried out by adopting a cable hoisting inclined pulling buckling hanging technology, the tower frame adopts a heavy steel pipe tower frame, and each arch rib is hoisted by 22 sections (each control point is the buckling point position of the arch ring). The main cable system is provided with two sets in total, the rated lifting capacity of the main cableway cable crane is determined to be 220t, and the lifting rope of the working cableway is designed according to the rated lifting weight of 5 t.
If the traditional buckling rope dismantling mode of 'gradually loosening the ropes and orderly and circularly dismantling the buckling ropes' is adopted, namely, 10kN of buckling ropes are unloaded from the No. 1 buckling rope to the No. 11 buckling rope in sequence, and the ropes are dismantled for multiple times and circularly until the rope force of each buckling rope is zero. For the bridge with span of 575m and 22 single arch rib sections, the number of full-bridge arch ring buckling ropes reaches 324, each bridge is loosened 7-9 times step by step, and 2268 and 2916 loosening ropes (2268 is 7 × 324, 2916 is 9 × 324) are needed in total, so that the workload is very large.
As shown in fig. 1-15, the method for removing the arch ring buckle cable with high efficiency according to the invention comprises the following steps:
1. and establishing a finite element model of the arch bridge arch ring through finite element software according to the geometric parameters, the material parameters, the boundary conditions and the load working conditions of the arch ring structure.
2. And establishing a structure group, a load group and a boundary group according to the actual construction condition of the arch bridge, and determining each construction stage according to the structure group, the load group and the boundary group.
3. According to the optimized calculation method for the inclined pulling buckling construction of the CFST arch bridge (Korean jade, Qin Dayan, Zheng Jian. the optimized calculation method for the inclined pulling buckling construction of the CFST arch bridge [ J ] road, 2018 (1): 19.), the process is optimal, the result is controllable, the optimized calculation method for the once tensioning construction is used for calculating the initial tension of each buckling rope, the calculation of the arch ring structure is carried out, the result is controllable, the control point displacement of the arch rib and the target displacement are minimized in the construction process of hoisting each arch rib, and the control point displacement of the arch rib and the target displacement are defined as the constraint condition;
the cable force of the inclined pulling buckling hanging construction of the CFST arch bridge is jointly formed by a load effect generated by a structural constant load, a load effect generated by other cable tensioning and cable self deformation and the like, and according to the superposition principle, the influence matrix relation is as follows:
Euser＝M·f+Econst
in the formula: euserThe target displacement vector of each control point;
f is each buckling cable load vector;
Econstthe displacement vector of each arch segment control node under the constant load action in the construction stage is considered;
m is an influence matrix formed under the independent action of each unit rope fastening force, namely when the No. 1 rope fastening force is 1, the displacement of each control point is { delta [ [ delta ] ]i1When the cable force of the buckle cable j is 1, the displacement of each control point is { delta } in the same way (i is 1, 2, 11, 12)ij1, 2, 11, 12), so M is:
therefore, the initial tension load vector f of each buckling rope is as follows:
f＝M-1·(Euser-Econt)
the construction stage analysis adopts midas/civil structure analysis software, the functional relation between the state variable and the design variable is established based on the influence matrix principle, and the optimization model is as follows:
designing variables: x ═ x1，x2，x3，…，xn}T
The state variables are as follows:
initial value: x is T0，
Constraint conditions are as follows:
an objective function: minf (x) | | x-T0||or||uh(x)-ut||
In the formula: x is a design variable and is a buckle cable initial tension load;
u1(x) Displacement of a cantilever end control point corresponding to the currently installed arch rib section and the tensioning buckle cable;
u2(x) Controlling point displacement vector of cantilever end corresponding to transverse connection of arch rib;
un(x) After the rope is closed and loosened, displacement vectors of all control points are obtained;
utthe target displacement vector is the target displacement of each control point after the rope is loosened;
M1，M2，Mnrespectively, the influence matrixes of the design variables on the state variables;
C1，C2，Cnthe influence vector of the known load on the state variable is obtained;
T0with a pre-elevation value of 0 for installationThe lower load vector is the initial value of the design variable;
delta u is the allowable deviation value of the displacement of the control point and the target displacement after the rope is loosened and arched;
in addition, in order to compensate a part of downward displacement caused by mounting the transverse connection through proper pre-lifting before mounting the transverse connection, the balance of the cable force is better, and u is takenh(x) Is u1(x) And u2(x) The median value of (d);
solving the optimized model by adopting mathematic engineering software mathcad, and calculating initial tension of each buckling cable from the 1# buckling cable to the 11# buckling cable;
running a finite element software program, acquiring the line shape of the arch ring after the last transverse connection is installed (namely the line shape of the arch ring corresponding to the last construction stage before the removal of the buckle cables) according to the initial tension of each buckle cable, and acquiring the line shape of the arch ring after all buckle cables are removed in the buckle cable-free tension state;
specifically, according to the finite element calculation result, the change condition of each control point in the process of removing each lanyard is calculated, as shown in fig. 3.
4. Comparing the line shape of the arch ring after the last transverse connection is installed with the line shape of the arch ring after all the buckle cables are removed, and finding out a control point corresponding to the intersection point of the two line shapes;
as can be seen from fig. 3, the intersection point between the arch ring line shape when the last horizontal connection is installed and the line shape after cable removal (which can be understood as the line shape under the dead weight of the bare arch in the present application) occurs at the control point # 8;
in combination with calculation analysis, in the process of removing the buckle cable, the deviation change between the 8# control point (B208 in FIG. 3) and the manufacturing line shape is small, which represents that the influence on the 8# control point in the process of removing the buckle cable is small, and except the 8# control point, the displacement changes of the control points are shown to be opposite rules by removing the 9#, 10# and 11# buckle cables and removing the 1# to 7# buckle cables;
taking the 11# control point as an example for explanation, in the process of removing the 1# to 7# guy cables, the 11# control point moves upwards, and the 9#, 10# and 11# guy cables are removed to cause the displacement of the 11# control point to be reduced;
based on this, the displacement complementation of each control point can be realized by the method of alternately dismantling the 9#, 10# and 11# guy cables and the 1# to 7# guy cables, and the risk in the construction process of guy cable dismantling is reduced.
5. The method comprises the steps that a control point is used as a reference point, the removing sequence of the buckling cables is determined in a mode that the buckling cables are alternately selected and removed in groups on two sides of the reference point, each group of buckling cables comprises at least one buckling cable, and the removing sequence of the buckling cables in a plurality of schemes can be determined;
specifically, three different stripping sequences are determined according to the difference of the alternating stripping sequences of the 9#, 10# and 11# guy wires and the 1# to 7# guy wires:
the first cable dismantling scheme is as follows: 1# -2# -3# -9# -4# -5# -10# -6# -11# -7# -8 #;
cable dismantling scheme two: 1# -2# -9# -3# -4# -10# -5# -6# -11# -7# -8 #;
and (3) cable dismantling scheme III: 1# -2# -11# -3# -4# -10# -5# -6# -9# -7# -8 #.
6. Calculating and verifying the buckle cable dismantling sequence of each scheme through finite element analysis software, comparing the linear change of the arch ring, the cable force change of each buckle cable and the change condition of the stress of the arch ring in the dismantling process of each buckle cable, and selecting the dismantling scheme with the minimum linear change of the arch ring, good cable force uniformity of each buckle cable and small stress change of the arch ring in the dismantling process of each buckle cable;
specifically, three different cable dismantling sequence schemes are compared, and calculation comparison analysis is carried out according to the linear shape of each control point, the cable force change of each buckling cable and the change rule of the maximum compressive stress of the arch ring;
as can be seen from fig. 4-6, the removed linear shapes of the buckling cables in the first scheme and the second scheme all fall in the linear envelope area of the last buckling cable for installing the transverse link and removing the transverse link, and no additional deformation is generated, which indicates that the linear shapes are good in the construction process, and in the third scheme, the 10# control point and the 11# control point exceed the linear envelope area of the last buckling cable for installing the transverse link and removing the transverse link in the process of removing the 3# buckling cable, the 10# buckling cable and the 11# buckling cable, so that additional displacement is generated, and risks in the construction process are caused;
7-9, in each buckle cable dismantling process, the overall linear change difference of each control point in the first and second buckle cable dismantling schemes is not large, the maximum linear fluctuation of each control point is 140mm in the whole buckle cable dismantling process, the maximum linear deviation in the adjacent two buckle cable dismantling processes is 60mm, the linear fluctuation of each control point in the third scheme is large, the maximum linear fluctuation reaches 200mm in the whole buckle cable dismantling process, the maximum linear deviation in the adjacent two buckle cable dismantling processes reaches 60mm, and certain additional deformation is generated;
as shown in fig. 10-12, in this embodiment, a single-time tensioning construction optimization calculation method of the literature (korean jade, qin da yan, zheng jian. CFST arch bridge inclined pulling buckling construction optimization calculation method [ J ]. highway, 2018 (1): 100-;
as shown in fig. 13-15, in the whole process of removing the buckle cable, the axial stress and the combined stress of the three schemes are all within the allowable range, the change rules are basically the same, and no significant sudden change exists, which indicates that the structure is safe in the whole process of removing the buckle cable, and in addition, in the whole process of removing the buckle cable, because the deviation of the axial stress and the combined stress is controlled within 15MPa, the structure is characterized that the structure always takes compression as a main part, and the influence of the bending moment is small;
by line shape comparison of three different lanyard removal schemes, the first scheme and the second scheme are adopted to deduct the removal scheme, deformation of each control point line is smooth, no obvious mutation exists, and no additional deformation exists, while the third scheme results in additional deformation, the line shape fluctuation of each control point in the cable removal process is large, the maximum line shape fluctuation reaches 200mm in the whole lanyard removal process, the maximum line shape deviation in the two adjacent lanyards removal process reaches 60mm, certain additional deformation is generated, the line shape is not as good as that of the other two cable removal schemes, and therefore, the cable removal sequence of the first scheme or the second scheme is finally selected.
The invention provides a more efficient arch ring buckling cable dismantling method, which comprises the steps of firstly, calculating the line shape of an arch ring after the last transverse connection is installed and the line shape of the arch ring after all buckling cables are dismantled through finite element software analysis, then finding out a reasonable buckling cable dismantling sequence according to the obtained line shape intersection point, and then carrying out line shape, strength and cable force uniformity comparison on the selected buckling cable dismantling sequence to determine the optimal buckling cable dismantling sequence; the method is a method for removing the buckling cables one by one, the workload of the method is 1/9-1/7 of the traditional method, the workload is low, and the construction efficiency is high; in the whole process of removing the buckling cables, the cable force of each buckling cable is changed very little in different cable removing schemes, and the uniformity of the cable force of each buckling cable is good; along with the gradual removal of the arch ring buckle cable, the maximum compressive stress of the arch ring is gradually reduced, the axial pressure is always used as the main stress, and the contribution of the bending moment to the normal stress of the structure is small.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (8)
1. A method for efficiently removing an arch ring buckle cable, which is characterized in that,
acquiring the line shape of the arch ring after the last horizontal connection is installed and the line shape of the arch ring after all buckle cables are removed;
comparing the line shape of the arch ring after the last transverse connection is installed with the line shape of the arch ring after all the buckle cables are removed, and finding out a control point corresponding to the intersection point of the two line shapes;
selecting a mode of removing the buckling cables on two sides of the control point alternately, and determining a plurality of types of buckling cable removing sequences;
and selecting a buckling cable dismantling sequence with the arch ring linear fluctuation range meeting the requirement.
2. A method according to claim 1, characterized in that the alignment of the arch after the last transverse connection is installed and the alignment of the arch after all the guy wires have been removed are obtained by means of finite element analysis.
3. The method of claim 2, wherein finite element analysis comprises:
establishing a finite element model of the arch ring;
according to the actual construction condition of the arch ring, a structure group, a load group and a boundary group are established, so that each construction stage is determined;
and calculating the initial tension of each buckling cable, and carrying out calculation and analysis on the cable detaching sequence of the arch ring.
4. A method according to claim 3, wherein the finite element model of the arch is created from the geometrical parameters, material parameters, boundary conditions and loading conditions of the arch structure.
5. The method as claimed in claim 1, wherein the order of demolition of the lanyard is selected by way of finite element analysis such that the range of linear fluctuation of the hog rings and the range of stress of the hog rings both meet the requirements.
6. The method of claim 1, wherein the range of the arch wire shape fluctuation is from the wire shape after the rope dismantling is completed to the wire shape of the arch wire one-time falling frame.
7. Method according to claim 1, characterized in that the removal of the guy wires is selected alternately in groups on both sides of the control point, each group comprising several guy wires.
8. A method according to any one of claims 1-7, characterized in that an optimal demolition scheme is selected among the sequences of guy demolition satisfying the range of linear arch undulations and the range of arch stresses.
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