CN116892160A - Novel auxiliary cable-stayed bridge and shape finding method thereof - Google Patents
Novel auxiliary cable-stayed bridge and shape finding method thereof Download PDFInfo
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- CN116892160A CN116892160A CN202310720154.7A CN202310720154A CN116892160A CN 116892160 A CN116892160 A CN 116892160A CN 202310720154 A CN202310720154 A CN 202310720154A CN 116892160 A CN116892160 A CN 116892160A
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- 238000000034 method Methods 0.000 title claims abstract description 37
- 229910000831 Steel Inorganic materials 0.000 claims description 21
- 239000010959 steel Substances 0.000 claims description 21
- 238000004873 anchoring Methods 0.000 claims description 12
- 238000006073 displacement reaction Methods 0.000 claims description 10
- 238000004364 calculation method Methods 0.000 claims description 4
- 230000011218 segmentation Effects 0.000 claims description 4
- 229910000611 Zinc aluminium Inorganic materials 0.000 claims description 3
- 229910045601 alloy Inorganic materials 0.000 claims description 3
- 239000000956 alloy Substances 0.000 claims description 3
- HXFVOUUOTHJFPX-UHFFFAOYSA-N alumane;zinc Chemical compound [AlH3].[Zn] HXFVOUUOTHJFPX-UHFFFAOYSA-N 0.000 claims description 3
- 239000004567 concrete Substances 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 239000011150 reinforced concrete Substances 0.000 claims description 3
- 238000010586 diagram Methods 0.000 description 9
- 239000000463 material Substances 0.000 description 6
- 238000004088 simulation Methods 0.000 description 3
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000007493 shaping process Methods 0.000 description 1
Classifications
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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
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/04—Cable-stayed 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
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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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
- E01D19/00—Structural or constructional details of bridges
- E01D19/16—Suspension cables; Cable clamps for suspension cables ; Pre- or post-stressed cables
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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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Abstract
The invention relates to the technical field of cable-stayed bridges, in particular to a novel auxiliary cable-stayed bridge and a shape finding method thereof. The auxiliary tower is arranged at the position of the auxiliary pier or the side pier. The main cable spans the saddle at the top ends of the auxiliary tower and the main tower, and the two ends of the main cable are anchored on the anchor ingot structure. The main cable is higher than the stay cable surface, and auxiliary elastic support is provided for the stay cable. The two ends of the stay cable are respectively connected to the main tower and the main beam. One end of the auxiliary rope is connected with the main rope through a rope clamp, and the other end of the auxiliary rope is connected with a plurality of long inhaul ropes in series. The corresponding shape finding method comprises a stay cable shape finding method and a main cable shape finding method. The invention utilizes the method of auxiliary cable series stay cables, can reduce the horizontal projection length and dead weight sag of a single cable unit, improve the equivalent elastic modulus of a long cable and provide greater supporting rigidity for the main girder; the shape finding method is very convenient, and the shape of the stay cable and the main cable can be conveniently determined.
Description
Technical Field
The invention relates to the technical field of cable-stayed bridges, in particular to a novel auxiliary cable-stayed bridge and a shape finding method thereof.
Background
The cable-stayed bridge has its upper structure comprising main tower, bridge deck system and stay cable, and is one bridge with main compression (dense cable) or bending (thin cable) and main tension and main compression, and has the advantages of great crossing capacity, convenient construction, high mechanical performance, etc.
The conventional cable-stayed bridge has low equivalent elastic modulus and large longitudinal displacement of the structure, and is inconvenient to find in finite element simulation, so that a novel auxiliary cable-stayed bridge and a shape finding method thereof are needed to solve the problems.
Disclosure of Invention
The invention provides a novel auxiliary cable-stayed bridge and a shape finding method thereof, which can overcome the problems of lower equivalent elastic modulus and larger longitudinal displacement of a structure.
The invention relates to a novel auxiliary cable-stayed bridge, which comprises a main girder, a main tower, an auxiliary tower, a saddle, a main cable, a stay cable, an auxiliary cable, an anchor ingot, a side pier and an auxiliary pier; the auxiliary tower is arranged at the position of the side pier or the auxiliary pier; the saddles at the tops of the auxiliary tower and the main tower are respectively provided with a saddle, and the main cable spans the saddles at the tops of the auxiliary tower and the main tower; anchor ingots are respectively arranged at the two land foundations, and two ends of the main cable are anchored on the corresponding anchor ingots; the main cable is higher than the stay cable surface, and auxiliary elastic support is provided for the stay cable; two ends of the stay cable are respectively connected to the main beam and the main tower; one end of the auxiliary rope is connected with the main rope, and the other end of the auxiliary rope is connected with a plurality of stay ropes in series.
Preferably, space cables are adopted as main cables, each main cable is composed of a plurality of cable strands, and each cable strand is composed of a plurality of zinc-aluminum alloy coated high-strength parallel steel wires.
Preferably, the auxiliary ropes are arranged obliquely by adopting parallel steel wire ropes, the steel wires are high-strength steel wires, and each parallel steel wire rope consists of a plurality of steel wires.
Preferably, one end of the auxiliary cable is connected with the main cable through a cable clamp.
Preferably, the auxiliary tower can be a reinforced concrete tower, a steel structure bridge tower or a steel-concrete combined bridge tower.
The invention provides a novel auxiliary cable-stayed bridge shape finding method, which adopts the novel auxiliary cable-stayed bridge, and the shape finding method of a stay cable is carried out according to the following four steps:
1) Determining an initial position A, B … … M, N of a stay cable segmentation point according to a stay cable catenary expression, arranging an auxiliary cable to reversely extend to a main cable in a linear shape, intersecting with an empty cable shape of the main cable, and determining an initial position O of a main cable anchoring point;
2) The temporary fixing support Z is arranged on the main cable anchoring point O 0 Installing a first root unit L of an auxiliary rope 1 The A point is moved to the design position by trial-calculation of the tension force, and a temporary fixing support Z is arranged at the A point 1 The auxiliary rope units L are sequentially installed according to the method 2 ……L N-1 And installing a corresponding temporary fixing support Z 2 ……Z N-1 ；
3) Last unit L of installation auxiliary rope N After the segmented point N is stretched in place, unbalanced force exists on each temporary fixed support, and the auxiliary cable unit L is firstly calculated and adjusted N-1 The cable force of (C) leads the support Z N-1 Is approaching 0, at which time the abutment Z is removed N-1 The spatial coordinates of the M points have been determined;
4) The tension of the auxiliary rope units is sequentially adjusted from bottom to top according to the method, one unit is adjusted, the corresponding temporary fixing support is removed, and when the support Z is removed 1 And obtaining the new line shape of all stay cables.
After the stay cable is shaped, the main cable is shaped again, and the four steps are carried out as follows:
a) After a full-bridge main cable space model is independently built according to the main cable air cable shape, fixing supports are arranged at the positions of a main tower IP point and an auxiliary tower IP point, the constraint of an anchorage position is consistent with that of a full-bridge finite element model, and an auxiliary cable unit L determined by the method is arranged 1 The cable force is applied to the O point of the main cable as concentrated load, and the line shape of the main cable is changed at the moment;
b) The method comprises the steps of (1) returning a cable center elevation in a midspan to a cable center elevation corresponding to an original design midspan ratio by adjusting a setting internal force horizontal component of a main cable in a main span at an IP point, iterating once a main cable vertical coordinate, wherein the cable center elevation in the midspan still deviates from the cable center elevation corresponding to the original design midspan ratio, iterating repeatedly according to the method, and reaching a new design elevation of the main cable when the displacement of the main cable in the last two iterations is smaller than a convergence criterion, wherein the main cable in the main span is a cable forming line in a bridge forming state;
c) According to the principle that horizontal forces are equal, setting internal force horizontal components of the second main cable of the side span and the first main cable of the side span at the IP point of the auxiliary tower are sequentially adjusted to enable the longitudinal force of the support of the IP point of the auxiliary tower to be 0, and cable core elevation of the second main cable of the side span and the first main cable of the side span is iterated, wherein when the displacement of the main cable of the current and later two iterations is smaller than a convergence criterion, new design elevation of the main cable is achieved;
d) And after the main cable is formed, substituting the new linear coordinates of the main cable into the full-bridge space finite element model.
The stay cable and the main cable are in a balanced state under the action of constant load, and the model of the bridge forming state is built.
The invention discloses a method for connecting stay cables in series by utilizing auxiliary cables, which aims to increase the constraint of the auxiliary cables on a long stay cable, divide the long cable into two parts, reduce the horizontal projection length of a single cable unit, obtain larger equivalent elastic modulus and reduce the dead weight sag of the single cable. The auxiliary tower can provide support for the main cable and can provide vertical and transverse support for the main beam. The shape finding method is quite convenient and is convenient for determining the shape of the stay cable and the main cable.
Drawings
FIG. 1 is a schematic structural view of a novel auxiliary cable-stayed bridge in an embodiment;
FIG. 2 is a schematic view of the structure of the secondary tower in the embodiment;
FIG. 3 is a schematic diagram of equivalent elastic modulus reduction coefficients of a half-structure stay cable of a conventional cable-stayed bridge in an embodiment;
FIG. 4 is a diagram of a full-bridge space finite element model in an embodiment;
FIG. 5 (a) is a schematic diagram of tensioning a first auxiliary rope according to an embodiment;
FIG. 5 (b) is a schematic diagram of tensioning an N-th auxiliary rope in an embodiment;
FIG. 6 is a schematic diagram of the main cable shape of the main span after adding centralized force balance in the embodiment;
FIG. 7 (a) is a schematic diagram of a balanced trailing edge across a first span primary cable alignment in an embodiment;
fig. 7 (b) is a schematic diagram of the balanced trailing edge across the second span main cable line in the embodiment.
Detailed Description
For a further understanding of the present invention, the present invention will be described in detail with reference to the drawings and examples. It is to be understood that the examples are illustrative of the present invention and are not intended to be limiting.
Examples
As shown in fig. 1, the embodiment provides a novel auxiliary cable-stayed bridge, which comprises a main girder 1, a main tower 2, an auxiliary tower 3, a saddle 4, a main cable 5, a stay cable 6, an auxiliary cable 7, an anchor ingot 8, a side pier 9 and an auxiliary pier 10; the auxiliary tower 3 is arranged at the side pier 9 or the auxiliary pier 10 (the side pier 9 and the auxiliary pier 10 are arranged below the main beam 1), and the auxiliary tower 3 is arranged at the auxiliary pier 10 in fig. 1; the top of the auxiliary tower 3 and the top of the main tower 2 are respectively provided with a saddle 4, a main cable 5 spans the saddle 4 at the top of the auxiliary tower 3 and the top of the main tower 2, anchor ingots 8 are respectively arranged at the foundation of two banks, and two ends of the main cable 5 are anchored on the corresponding anchor ingots 8; the main cable 5 is higher than the cable surface of the stay cable 6, and provides auxiliary elastic support for the stay cable 6; the two ends of the stay cable 6 are respectively connected to the main girder 1 and the main tower 2; one end of the auxiliary rope 7 is connected with the main rope 5, and the other end is connected with a plurality of long stay ropes 6 in series.
In the embodiment, the main cable 5, the auxiliary cable 7 and the auxiliary tower 3 are added, and the structural forms of the main beam 1 and the main tower 2 are not changed. The main cables 5 are space cables with the sagittal span ratio of 1/10, each main cable 5 consists of 79 cable strands, each cable strand consists of 91 zinc-aluminum alloy coated high-strength parallel steel wires with the diameter of 5.1 mm and the standard tensile strength of 2060MPa, and the net area of a single main cable is 146858.37mm 2 . The auxiliary ropes 7 are obliquely arranged by adopting parallel steel wire ropes, pass through cable clamps on the stay cable 6, adopt high-strength steel wires with the diameter of 7mm and the standard tensile strength of 1960MPa, each parallel steel wire rope consists of 190 steel wires, and the total area of each steel wire rope is 7312.1mm 2 。
As shown in fig. 2, the auxiliary tower 3 adopts a C60 reinforced concrete tower, three steel-concrete combined beams are arranged in total, the upper tower column is 86m in height, the middle tower column is 110m in height, the lower tower column is 80m in height, the total height of the auxiliary tower is 284m, and the wall thickness of the tower column is 2m.
The novel auxiliary cable-stayed bridge of the embodiment is provided by adding the main cable 5, the auxiliary tower 3 and the auxiliary cable 7 on the basis of a conventional cable-stayed bridge, aiming at the problems of lower equivalent elastic modulus and larger structural longitudinal displacement of a long cable of the conventional cable-stayed bridge, the mid-span long stay cable is connected in series with the auxiliary cable 7, the equivalent elastic modulus of the long stay cable can be improved, the axial rigidity of the cable is improved, the added main cable 5 can reduce the longitudinal deflection of the bridge tower, and the longitudinal displacement of the main girder 1 is reduced. The main cable 5 is used as a supporting member for anchoring auxiliary cables, and is not connected with the main girder through slings, and the load acting on the main girder is mainly transferred to the bridge tower through stay cables, thus the bridge type cable-stayed bridge still belongs to the category of cable-stayed bridges.
From the structural arrangement, the purpose of providing the secondary tower 3 is: (1) the main cable 5 is used as an anchoring platform of the auxiliary cable 7, and is higher than the stay cable 6 in space elevation, and the cable-stayed bridge adopts an edge-to-middle span ratio of 0.5, so that the main cable with a large edge span is difficult to meet the anchoring requirement, and the auxiliary tower 3 is required to provide support for the main cable 5; (2) the auxiliary tower 3 is used in place of the auxiliary piers 10 to provide vertical and lateral support to the main girder 1.
The conventional auxiliary cables are connected in series with a certain number of stay cables and then are anchored on the main girder, and form a cable net structure with the stay cables, so that the auxiliary cables are used as vibration reduction measures of the ultra-long stay cables of the ultra-large span cable-stayed bridge, and the auxiliary cables in the embodiment achieve the purposes of reducing the sag of the stay cables and improving the axial rigidity of the stay cables by tensioning and lifting the stay cables.
The sag effect of the stayed cable is a part of the calculation of the geometric nonlinearity of the cable-stayed bridge, the line of the stayed cable under the action of dead weight is a catenary line, and when a finite element model is built, if a straight truss unit is adopted for simulation, the elastic modulus of the material needs to be reduced by an Ernst formula:
in E eq Represents the equivalent elastic modulus after the reduction, E 0 The elastic modulus of the stay cable material is gamma, the volume weight of the stay cable material is gamma, L is the horizontal projection length of a single stay cable, and sigma 0 Is the axial stress of a single stay cable.
From the above, factors affecting the equivalent elastic modulus of the stay cable are mainly the stay cable material, the horizontal projection length of the stay cable and the stay cable stress. According to the method for connecting stay cables in series by using auxiliary cables, the purpose is to increase the constraint of the auxiliary cables on the long stay cables, divide the long cables into two parts, reduce the horizontal projection length of a single cable unit, obtain larger equivalent elastic modulus, and reduce the dead weight sag of the single cable.
The auxiliary cables are arranged for improving the equivalent elastic modulus of the stay cables, and the equivalent elastic modulus of all the stay cables on the conventional cable-stayed bridge is calculated first. For convenience of description, the modulus of elasticity reduction coefficient is defined as the ratio of the equivalent modulus of elasticity of the stay cable to the modulus of elasticity of the stay cable steel wire material, namely E/E 0 The equivalent elastic modulus reduction coefficient of the stayed cable of the conventional cable-stayed bridge half structure is shown in figure 3.
The equivalent elastic modulus of all stay cables is more than or equal to 0.85E 0 In this case, 36 stay cables are required to be connected in series, if the auxiliary cables are connected in series from the middle point of the end stay cable, the auxiliary cables are not enough in series from the three-point position of the end stay cable, the auxiliary cables are perpendicular to the middle point of the end stay cable to obtain the best lifting efficiency, one stay cable is represented by one cable unit before anchoring, and after the auxiliary cables are connected in series, the 1 cable unit is divided into 2-3 cable units by the segmentation point and connected with the auxiliary cable units in a joint mode.
Finite element simulation
The full-bridge space finite element model is shown in fig. 4, and the adopted material characteristics are consistent with those of a cable-stayed and suspended cooperative system bridge. The main cable, the main tower and the auxiliary tower are connected with each other in a master-slave mode at an IP point to restrain 6 degrees of freedom of the nodes, the cable-dispersing saddle is simulated by a rigid arm to release the longitudinal rotation degrees of freedom, and other boundary conditions are the same as those of the cable-stayed bridge.
Firstly, a model is built according to a conventional cable-stayed bridge, a main cable unit is installed, at the moment, the main cable and the stay cable form a catenary, the main cable is still in an empty cable state, and then an auxiliary cable unit is installed and tensioned.
In the embodiment, a modeling method for batch tensioning of stay cables by adopting a multi-tensioning method is adoptedBy way of example, by tensioning an auxiliary cable, as shown in FIGS. 5 (a) and 5 (b), the auxiliary cable L is first connected 1 And outer stay cable A 1 A 2 And tensioning, when the anchorage point A moves to the designed position, connecting the auxiliary cable L 2 With a second stay cable B 1 B 2 And tensioning, wherein the anchorage point A is stressed to move downwards, and the L is required to be tensioned again 1 And L 2 And (5) returning the two points A, B to the design position, and ensuring the position of each anchoring point to be at the design position after tensioning for a plurality of times to complete tensioning and anchoring of one auxiliary rope. Fig. 5 (a) is a schematic diagram for tensioning a first stay cable, and fig. 5 (b) is a schematic diagram for tensioning an nth stay cable.
In practical modeling, the novel auxiliary cable-stayed bridge shape finding method of the embodiment comprises the following steps:
the shape finding method of the stay cable is carried out according to the following four steps:
1) Determining an initial position A, B … … M, N of a stay cable segmentation point according to a stay cable catenary expression, arranging an auxiliary cable to reversely extend to a main cable in a linear shape, intersecting with an empty cable shape of the main cable, and determining an initial position O of a main cable anchoring point;
2) The temporary fixing support Z is arranged on the main cable anchoring point O 0 Installing a first root unit L of an auxiliary rope 1 The A point is moved to the design position by trial-calculation of the tension force, and a temporary fixing support Z is arranged at the A point 1 The auxiliary rope units L are sequentially installed according to the method 2 ……L N-1 And installing a corresponding temporary fixing support Z 2 ……Z N-1 ；
3) Last unit L of installation auxiliary rope N After the segmented point N is stretched in place, unbalanced force exists on each temporary fixed support, and the auxiliary cable unit L is firstly calculated and adjusted N-1 The cable force of (C) leads the support Z N-1 Is approaching 0, at which time the abutment Z is removed N-1 The spatial coordinates of the M points have been determined;
4) The tension of the auxiliary rope units is sequentially adjusted from bottom to top according to the method, one unit is adjusted, the corresponding temporary fixing support is removed, and when the support Z is removed 1 And obtaining the new line shape of all stay cables.
After the stay cable is shaped, the main cable is shaped again, and the four steps are carried out as follows:
a) After a full-bridge main cable space model is independently built according to the main cable air cable shape, fixing supports are arranged at the positions of a main tower IP point and an auxiliary tower IP point, the constraint of an anchorage position is consistent with that of a full-bridge finite element model, and an auxiliary cable unit L determined by the method is arranged 1 The cable force acts as a concentrated load to the main cable O point, and the main cable line shape changes at the moment, as shown in fig. 6;
b) The method comprises the steps of (1) enabling a cross-middle cable center elevation to return to a cable center elevation corresponding to an original design sagittal ratio by adjusting a shaping internal force horizontal component of a main cable at an IP point (namely, adjusting the stress-free length of the main cable), iterating once a main cable vertical coordinate, wherein the main cable line shape changes at the moment, the cross-middle cable center elevation still deviates from the cable center elevation corresponding to the original design sagittal ratio, iterating repeatedly according to the method, and reaching a new main cable design elevation when the current and later two iterated main cable displacements are smaller than a convergence criterion, wherein the main cable line shape of the main cable is the cable line shape in a bridge formation state;
c) According to the principle that horizontal forces are equal, setting internal force horizontal components of a second straddling main cable and a first straddling main cable of a straddling are sequentially adjusted at an IP point of a secondary tower to enable the longitudinal force of an IP point support of the secondary tower to be 0, iterating the cable core elevation of the second straddling main cable and the first straddling main cable, and reaching a new design elevation of the main cable when the displacement of the main cable in the two previous and later iterations is smaller than a convergence criterion, wherein the corrected balance line of the main cable of the straddling is shown in fig. 7 (a) and 7 (b);
d) And after the main cable is formed, substituting the new linear coordinates of the main cable into the full-bridge space finite element model.
The model of the bridge forming state is built by the redesigned stay cable and the main cable which are in the balance state under the constant load.
The invention and its embodiments have been described above by way of illustration and not limitation, and the invention is illustrated in the accompanying drawings and described in the drawings in which the actual structure is not limited thereto. Therefore, if one of ordinary skill in the art is informed by this disclosure, the structural mode and the embodiments similar to the technical scheme are not creatively designed without departing from the gist of the present invention.
Claims (6)
1. The utility model provides a novel supplementary cable-stayed bridge which characterized in that: the auxiliary tower comprises a main beam (1), a main tower (2), an auxiliary tower (3), a saddle (4), a main cable (5), a stay cable (6), an auxiliary cable (7), an anchor ingot (8), an edge pier (9) and an auxiliary pier (10); the auxiliary tower (3) is arranged at the position of the side pier (9) or the auxiliary pier (10); the top of the auxiliary tower (3) and the top of the main tower (2) are both provided with saddles (4), and a main cable (5) spans the saddles (4) at the top of the auxiliary tower (3) and the top of the main tower (2); anchor ingots (8) are respectively arranged at the two land foundations, and two ends of the main cable (5) are anchored on the corresponding anchor ingots (8); the main cable (5) is higher than the stay cable (6) in cable surface height, and auxiliary elastic support is provided for the stay cable (6); two ends of the stay cable (6) are respectively connected to the main beam (1) and the main tower (2); one end of the auxiliary rope (7) is connected with the main rope (5), and the other end is connected with a plurality of stay ropes (6) in series.
2. A novel auxiliary cable-stayed bridge according to claim 1, characterized in that: the main cables (5) are space cables, each main cable (5) is composed of a plurality of cable strands, and each cable strand is composed of a plurality of zinc-aluminum alloy coated high-strength parallel steel wires.
3. A novel auxiliary cable-stayed bridge according to claim 2, characterized in that: the auxiliary ropes (7) are obliquely arranged by adopting parallel steel wire ropes, the steel wires are high-strength steel wires, and each parallel steel wire rope consists of a plurality of steel wires.
4. A novel auxiliary cable-stayed bridge according to claim 3, characterized in that: one end of the auxiliary cable (7) is connected with the main cable (4) through a cable clamp.
5. The novel auxiliary cable-stayed bridge according to claim 4, wherein: the auxiliary tower (3) can be a reinforced concrete tower, a steel structure bridge tower or a steel-concrete combined bridge tower.
6. A novel auxiliary cable-stayed bridge shape finding method is characterized in that: the novel auxiliary cable-stayed bridge is adopted, and the shape finding method of the stay cable is carried out according to the following four steps:
1) Determining an initial position A, B … … M, N of a stay cable segmentation point according to a stay cable catenary expression, arranging an auxiliary cable to reversely extend to a main cable in a linear shape, intersecting with an empty cable shape of the main cable, and determining an initial position O of a main cable anchoring point;
2) The temporary fixing support Z is arranged on the main cable anchoring point O 0 Installing a first root unit L of an auxiliary rope 1 The A point is moved to the design position by trial-calculation of the tension force, and a temporary fixing support Z is arranged at the A point 1 The auxiliary rope units L are sequentially installed according to the method 2 ……L N-1 And installing a corresponding temporary fixing support Z 2 ……Z N-1 ；
3) Last unit L of installation auxiliary rope N After the segmented point N is stretched in place, unbalanced force exists on each temporary fixed support, and the auxiliary cable unit L is firstly calculated and adjusted N-1 The cable force of (C) leads the support Z N-1 Is approaching 0, at which time the abutment Z is removed N-1 The spatial coordinates of the M points have been determined;
4) The tension of the auxiliary rope units is sequentially adjusted from bottom to top according to the method, one unit is adjusted, the corresponding temporary fixing support is removed, and when the support Z is removed 1 And obtaining the new line shape of all stay cables.
After the stay cable is shaped, the main cable is shaped again, and the four steps are carried out as follows:
a) After a full-bridge main cable space model is independently built according to the main cable air cable shape, fixing supports are arranged at the positions of a main tower IP point and an auxiliary tower IP point, the constraint of an anchorage position is consistent with that of a full-bridge finite element model, and an auxiliary cable unit L determined by the method is arranged 1 The cable force is applied to the O point of the main cable as concentrated load, and the line shape of the main cable is changed at the moment;
b) The method comprises the steps of (1) returning a cable center elevation in a midspan to a cable center elevation corresponding to an original design midspan ratio by adjusting a setting internal force horizontal component of a main cable in a main span at an IP point, iterating once a main cable vertical coordinate, wherein the cable center elevation in the midspan still deviates from the cable center elevation corresponding to the original design midspan ratio, iterating repeatedly according to the method, and reaching a new design elevation of the main cable when the displacement of the main cable in the last two iterations is smaller than a convergence criterion, wherein the main cable in the main span is a cable forming line in a bridge forming state;
c) According to the principle that horizontal forces are equal, setting internal force horizontal components of the second main cable of the side span and the first main cable of the side span at the IP point of the auxiliary tower are sequentially adjusted to enable the longitudinal force of the support of the IP point of the auxiliary tower to be 0, and cable core elevation of the second main cable of the side span and the first main cable of the side span is iterated, wherein when the displacement of the main cable of the current and later two iterations is smaller than a convergence criterion, new design elevation of the main cable is achieved;
d) After the cable shape of the main cable is obtained, substituting the new linear coordinates of the main cable back to the full-bridge space finite element model; the stay cable and the main cable are in a balanced state under the action of constant load, and the model of the bridge forming state is built.
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| CN202310720154.7A CN116892160A (en) | 2023-06-18 | 2023-06-18 | Novel auxiliary cable-stayed bridge and shape finding method thereof |
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| CN202310720154.7A CN116892160A (en) | 2023-06-18 | 2023-06-18 | Novel auxiliary cable-stayed bridge and shape finding method thereof |
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