CN116623564A - Method for controlling transverse bridge deflection of bridge deck in installation of cable-stayed bridge with reinforced concrete composite beams - Google Patents

Method for controlling transverse bridge deflection of bridge deck in installation of cable-stayed bridge with reinforced concrete composite beams Download PDF

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Publication number
CN116623564A
CN116623564A CN202310580941.6A CN202310580941A CN116623564A CN 116623564 A CN116623564 A CN 116623564A CN 202310580941 A CN202310580941 A CN 202310580941A CN 116623564 A CN116623564 A CN 116623564A
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China
Prior art keywords
bridge
bridge deck
beam section
cable
crane
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CN202310580941.6A
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Chinese (zh)
Inventor
赵灿晖
阳晏
沈峰
唐守峰
杨兴旺
王睿鹏
刘朝辉
刘敬
陈华
胡龙泳
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Hubei Jiaotou Shixi Expressway Co ltd
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Hubei Jiaotou Shixi Expressway Co ltd
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Priority to CN202310580941.6A priority Critical patent/CN116623564A/en
Publication of CN116623564A publication Critical patent/CN116623564A/en
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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
    • E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
    • 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
    • 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
    • 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
    • E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
    • E01D19/125—Grating or flooring for bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
    • E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
    • 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
    • E01D21/10—Cantilevered erection
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02T—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO TRANSPORTATION
    • Y02T90/00—Enabling technologies or technologies with a potential or indirect contribution to GHG emissions mitigation

Abstract

The invention discloses a control method for the transverse bridge deflection of a bridge deck in the installation of a cable-stayed bridge with a reinforced concrete composite beam, which comprises the following steps of S1, calculating the attitude of a beam Duan Qidiao by adopting a finite element method; s2, hoisting a new hoisting beam section; s3, calculating the web misalignment amount according to the attitude of the beam Duan Qidiao; s4, correcting the web misalignment amount; s5, stretching a inhaul cable of the new lifting beam section, and converting a supporting system of the new lifting beam section; and S6, applying a compressive load on the new lifting beam section until the new lifting beam section and the bridge deck crane occupy Liang Duanjian have no height difference, and carrying out bridge deck matching connection. The bridge deck slab and the steel edge box web secondary stress caused by forced deformation in the prior art can be effectively solved, the risk of cracking of the bridge deck slab in matching and connection is eliminated, the durability of the bridge deck slab is improved, and the flatness of the bridge deck slab is improved.

Description

Method for controlling transverse bridge deflection of bridge deck in installation of cable-stayed bridge with reinforced concrete composite beams
Technical Field
The invention belongs to the technical field of civil engineering, and particularly relates to a control method for transverse bridge deflection of a bridge deck in installation of a reinforced concrete composite beam cable-stayed bridge.
Background
The installation of the combined beam cable-stayed bridge mainly comprises two modes of assembly of parts and hoisting of integral sections. The assembly of the components divides the combined beam into components such as a steel main beam, a diaphragm plate, a bridge deck plate and the like, the components are respectively hoisted, zero is collected to form the combined beam, the scattered components are light in weight and convenient to transport, and are suitable for mountain bridges, but the assembly time of the components is long in the bridge site; referring to fig. 1, integral section hoisting is a construction method of splicing all members of a reinforced concrete composite beam into composite beam sections in a factory, integrally transporting the sections to a bridge site, and integrally hoisting. The whole section hoisting construction is efficient, and the constant load in one period is borne by the steel-concrete combined section, so that the steel consumption is reduced.
However, due to the fact that the steel-concrete combined beam section has large self weight, the bridge deck crane for hoisting the steel-concrete combined beam section has large self weight, the steel-concrete combined beam is similar to a simply supported beam in the transverse bridge direction in stress, and under the action of the weight of the bridge deck crane and the hoisting weight of the combined beam section, the bridge deck crane occupying beam section bridge panel and the transverse diaphragm plate can generate downward concave deformation of the transverse bridge, and the steel side box can generate inward torsion. The fulcrum of the newly lifted beam section is positioned at the lifting point, the stress is similar to that of an arm-extending beam, the steel side box generates upward convex deformation under the action of dead weight, and the steel side box is twisted outwards. Therefore, the steel edge box web of the newly-lifted beam section and the bridge floor crane occupying beam section have the offset, the bridge deck also has the offset, and the newly-lifted beam section and the bridge floor crane occupying beam section cannot be matched and connected smoothly.
In the prior art, the bridge deck plate and the bridge deck plate are matched through a horse plate and a jack, the forced displacement is gradually applied to the web plate of the steel side box and the bridge deck plate, the offset is eliminated, and although the method can geometrically ensure the matching and connection of the newly lifted beam section and the bridge deck crane occupying beam section, strong secondary stress exists at the joint of the two side boxes of the beam Duan Gang and the bridge deck plate due to the application of forced deformation, the bridge deck plate can be cracked due to severe secondary stress, the flatness of the bridge deck plate can be lost, and the fatigue life can be damaged due to the secondary stress at the welding seam W of the steel side box.
Disclosure of Invention
The invention aims to overcome the defects in the prior art, and provides a control method for the transverse bridge directional deformation of a bridge deck in the installation of a reinforced concrete composite beam cable-stayed bridge, so as to solve the problems that the bridge deck and a newly-lifted beam section and a steel side box web of a bridge deck crane occupying beam section have the offset, and the bridge deck cannot be matched and connected smoothly.
In order to achieve the above purpose, the invention adopts the following technical scheme:
a control method for the transverse bridge deflection of a bridge deck in the installation of a reinforced concrete composite beam cable-stayed bridge comprises the following steps:
s1, calculating the attitude of a beam Duan Qidiao by adopting a finite element method;
s2, hoisting a new hoisting beam section;
s3, calculating the web misalignment amount according to the attitude of the beam Duan Qidiao;
s4, correcting the web misalignment amount;
s5, stretching a inhaul cable of the new lifting beam section, and converting a supporting system of the new lifting beam section;
and S6, applying a compressive load on the new lifting beam section until the new lifting beam section and the bridge deck crane occupy Liang Duanjian have no height difference, and carrying out bridge deck matching connection.
Further, the step S1 specifically includes:
s1.1, calculating the attitude of a bridge deck crane occupying beam Duan Qian end bridge deck panel under the action of the dead weight P1 of the bridge deck crane by adopting a plate-shell unit or entity unit finite element method, wherein the attitude comprises the following steps: web torsion angle theta c1 And a maximum amount of downwarping d c1 ；
S1.2, calculating the posture of a bridge deck crane occupying beam Duan Qian end bridge deck panel under the combined action of the total weight P2 of the self weight of the bridge deck crane and the weight of the newly lifted beam section by adopting a plate-shell unit or entity unit finite element method, wherein the posture comprises the following steps: web torsion angle theta c2 And a maximum amount of downwarping d c2 ；
S1.3, calculating the attitude of the newly-lifted beam section under the action of dead weight by adopting a plate-shell unit or entity unit finite element method, wherein the attitude comprises the following steps: web torsion angle theta c3 And a maximum upward convexity d c3 。
Further, step S3 calculates the web misalignment amount as:
d w3 ＝θ c h 1
θ c ＝θ c2 +θ c3
wherein d w3 For the maximum misalignment of the web, h 1 θ is the distance from the lower edge of the side case to the center of torsion C1 c The relative torsion angle of the bridge floor crane occupying beam section and the newly lifted beam section side box web is provided.
Further, the step S4 specifically includes:
s4.1, arranging brackets on two sides of a floor crane occupying beam section bottom plate, and penetrating steel strands on the brackets;
s4.2, calculating the opposite tension T of the steel strand in the step S4.1;
s4.3, if the tensile force T is greater than the threshold value, d w3 =1 to 5mm, recalculate θ c And returns to step S4.2; if the tensile force T is smaller than or equal to the threshold value, the step S4.4 is carried out;
s4.4, calculating the bridge deck arch under the action of the steel strand pair tension T;
s4.5, oppositely pulling the steel stranded wires according to the value of T, correcting the web misalignment amount, reducing the deformation difference between the newly-lifted beam section and the bridge floor crane occupying beam section for the first time, wherein the deflection amount of the bridge deck slab of the bridge floor crane occupying beam section is d c2 -d c4 Wherein d c4 The bridge deck is inverted arch under the action of the tension T;
s4.6, welding the steel edge box to finish the matching connection of the steel edge box.
Further, in step S4.2, the tensile force T of the steel strand is calculated as:
wherein L is the span of the diaphragm plate, L z G is the shear modulus of steel, E s Is the elastic modulus of steel material, I 0s Converting bending moment of inertia for diaphragm plate, I d Is the torsional moment of inertia of the box girder.
Further, calculating the bridge deck arch under the action of the steel strand pair tension T in step S4.4 includes:
calculating a deflection equation of the bridge deck arch:
calculating the maximum deflection of the bridge deck arch:
wherein f4 (y) is the bridge deck arch deflection equation, M T2 For the bending moment generated in the bridge floor crane occupying transverse diaphragm plate, y is the transverse distance between the bridge deck plate at the bridge floor crane occupying beam end and the cable anchor point, and d c4 Is the bridge deck arch under tension T.
Further, the step S5 specifically includes:
s5.1, calculating a bending moment M of the new lifting beam section and the bridge deck crane occupying beam Duan Hanfeng W generated by the dead weight of the new lifting beam section b1 ：
Wherein l is the length of the newly lifted beam section, and q is the dead weight load concentration of the beam section;
s5.2, after the inhaul cable is used for one piece, calculating the inhaul cable tension T according to the state that the welding seam W of the newly lifted girder section and the bridge deck crane occupying Liang Duanjian is in axial compression c ；
S5.3, T c As a tension cable, the lifting rope Cb of the bridge deck crane releases lifting force, the weight of the beam Duan Zi is transferred to the cable from the bridge deck crane, the structural system of the newly lifted beam section is converted into a simply supported beam from an arm-extending beam, and the bridge deck curve of the newly lifted beam section is raised by an upward projecting amount d c3 Is converted into a concave d c5 The method comprises the steps of carrying out a first treatment on the surface of the The fulcrum force of the bridge deck crane is reduced from P2 to P1, and the deflection of the occupying beam section of the bridge deck crane is reduced from d c2 -d c4 Reduced to d c1 -d c4 Deflection difference d=d of the newly lifted girder section and bridge deck crane occupying Liang Duanjian at the moment c1 -d c4 -d c5 。
Further, in step S5.2, a tension T of the guy cable is calculated c The method comprises the following steps:
wherein alpha is the in-plane inclination angle of the inhaul cable, h 2 Anchor point for inhaul cable to composite beamDistance of centroid, z 1 Is the distance from the stay cable anchor point to the weld W.
Further, in step S6, a bridge axis concentrated force is used to apply a compressive weight load Pc:
wherein L is 1 Is the transverse bridge distance of the stay cable anchor points.
Further, in step S6, the weight P of the lifting appliance is adopted c1 And adding weight P to the sling c2 Is applied by a method of applying a compressive load P c Wherein the additional weight P c2 The method comprises the following steps:
wherein a is the distance from the lifting appliance to the guy anchor point.
The method for controlling the transverse bridge deflection of the bridge deck in the installation of the cable-stayed bridge with the reinforced concrete composite beam has the following beneficial effects:
the control method of the invention can be applied to the girder of the bilateral box and the PK box; specifically, the steel edge box and the bridge deck slab can be smoothly connected, so that the additional stress caused by forced matching of the bridge deck slab and the steel edge box due to forced deformation is eliminated, and the cracking caused by forced matching of the bridge deck slab is avoided.
The bridge deck crane of the invention has no additional deformation of the occupying beam section and the bridge deck of the newly-lifted beam section, and the bridge deck is smoothly connected and the flatness is improved; the welding seam is always in a pressed state in construction, no additional tensile stress exists, the stress state of the welding seam is improved, and the fatigue resistance is improved; in addition, the opposite-pull bracket and the opposite-pull steel strand can be recycled, and the consumption of temporary facility materials is low.
Drawings
Fig. 1 is a monolithic segment hoist.
Fig. 2 shows a bridge deck crane occupancy Duan Shouli mode.
Fig. 3 is a bridge deck crane occupying beam section deformation mode.
Fig. 4 is a view of the new lifting beam section stress pattern.
Fig. 5 is a new lifting beam section deformation mode.
Fig. 6 illustrates deformation of the bridge floor crane occupying beam section before opposite pulling.
FIG. 7 is a graph of deck slab downwarping mitigation with substantially eliminated side box torsion after pull-up correction.
Fig. 8 is a schematic side view of the welding of the side box.
Fig. 9 is a schematic diagram of a front side of the welding of the side box.
Fig. 10 is a schematic elevational view of a cable-by-cable, support system conversion.
Fig. 11 illustrates the conversion, stress pattern and deformation of the new lifting beam section support system.
Fig. 12 shows the bridge crane occupying beam Duan Zhicheng system before and after the conversion of the stress mode and the deformation.
Fig. 13 is a bridge axis weighting scheme.
Fig. 14 shows a spreader and additional weighting scheme.
Fig. 15 is a flow chart of the present invention.
Detailed Description
The following description of the embodiments of the present invention is provided to facilitate understanding of the present invention by those skilled in the art, but it should be understood that the present invention is not limited to the scope of the embodiments, and all the inventions which make use of the inventive concept are protected by the spirit and scope of the present invention as defined and defined in the appended claims to those skilled in the art.
In embodiment 1, the method for controlling the transverse bridge deflection of the bridge deck in the installation of the cable-stayed bridge with reinforced concrete composite beams in this embodiment, referring to fig. 15, specifically includes the following steps:
step S1, calculating the attitude of the beam Duan Qidiao by adopting a finite element method, specifically referring to fig. 2 to 5, the steps include the following:
s1.1, calculating the posture of a bridge deck crane occupying beam Duan Qian end bridge deck panel under the action of the dead weight P1 of the bridge deck crane by adopting a plate-shell unit or entity unit finite element method, wherein the posture is the same as the position of the bridge deck crane occupying beam Duan Qian end bridge deck panelThe state mainly comprises: web torsion angle theta c1 And a maximum amount of downwarping d c1 ；
S1.2, calculating the posture of a bridge deck crane occupying beam Duan Qian end bridge deck panel under the combined action of the total weight P2 of the self weight of the bridge deck crane and the weight of the newly lifted beam section by adopting a plate-shell unit or entity unit finite element method, wherein the posture mainly comprises the following steps: web torsion angle theta c2 And a maximum amount of downwarping d c2 ；
S1.3, calculating the attitude of the newly-lifted beam section under the action of dead weight by adopting a plate-shell unit or entity unit finite element method, wherein the attitude mainly comprises the following steps: web torsion angle theta c3 And a maximum amount of downwarping d c3 。
S2, hoisting a new lifting beam section, wherein the side box can be directly welded due to the fact that the offset of the web plate is corrected by opposite pulling;
step S3, calculating the web misalignment amount according to the attitude of the beam Duan Qidiao, specifically referring to FIGS. 2-5, the steps include the following:
calculating the misalignment amount of the web plate:
d w3 ＝θ c h 1
θ c ＝θ c2 +θ c3
wherein h is 1 Is the distance from the lower edge of the side box to the center of torsion C1.
Step S4, correcting the web misalignment, specifically, referring to fig. 6 and fig. 7, the steps include the following:
s4.1, arranging brackets on two sides of a floor crane occupying beam section bottom plate, and penetrating steel strands on the brackets;
step S4.2, calculating the tensile force T of the steel strand in the step S4.1:
wherein L is the span of the diaphragm plate, L z G is the shear modulus of steel, E s Is the elastic modulus of steel material, I 0s Converting bending moment of inertia for diaphragm plate, I d The torsion resistance moment of inertia of the box girder;
step S4.3, if the tensile force T is greater than the threshold value, d w3 =1 to 5mm, recalculate θ c And returns to step S4.2; if the tensile force T is smaller than or equal to the threshold value, the step S4.4 is carried out;
s4.4, calculating the bridge deck arch under the action of the steel strand pair tension T;
calculating a deflection equation of the bridge deck arch:
calculating the maximum deflection of the bridge deck arch:
s4.5, oppositely pulling the steel stranded wires according to the value of T, correcting the web misalignment amount, reducing the deformation difference between the newly-lifted beam section and the bridge floor crane occupying beam section for the first time, wherein the deflection amount of the bridge deck slab of the bridge floor crane occupying beam section is d c2 -d c4 ；
And step S4.6, referring to fig. 8 and 9, welding the steel edge box to finish the matching connection of the steel edge box.
Step S5, stretching a new lifting beam section inhaul cable, and converting a supporting system of the new lifting beam section, specifically referring to fig. 10 and 11, the steps comprise the following steps:
s5.1, calculating a bending moment M of the new lifting beam section and the bridge deck crane occupying beam Duan Hanfeng W generated by the dead weight of the new lifting beam section b1 ：
Wherein l is the length of the newly lifted beam section, and q is the dead weight load concentration of the beam section;
s5.2, after one stay rope is used, a welding line W of Liang Duanjian occupied by the newly-lifted girder section and the bridge deck crane is subjected to axle centerThe state of pressing calculates the tension T of the inhaul cable c ：
Wherein alpha is the in-plane inclination angle of the inhaul cable, h 2 Z is the distance from the anchor point of the inhaul cable to the centroid of the combined beam 1 The distance from the stay rope anchor point to the welding line W;
step S5.3, T c As a tension cable, the lifting rope Cb of the bridge deck crane releases lifting force, the weight of the beam Duan Zi is transferred to the cable from the bridge deck crane, the structural system of the newly lifted beam section is converted into a simply supported beam from an arm-extending beam, and the bridge deck curve of the newly lifted beam section is converted into a maximum deflection d from the upward projection c3 Is converted into a concave d c5 The method comprises the steps of carrying out a first treatment on the surface of the The fulcrum force of the bridge deck crane is reduced from P2 to P1, and the deflection of the occupying beam section of the bridge deck crane is reduced from d c2 -d c4 Reduced to d c1 -d c4 Deflection difference d=d of the newly lifted girder section and bridge deck crane occupying Liang Duanjian at the moment c1 -d c4 -d c5 。
S6, applying a compressive load on the new lifting beam section until the new lifting beam section and the bridge deck crane occupy Liang Duanjian have no height difference, and carrying out bridge deck matching connection;
in this embodiment, after the matching and connection of the newly lifted beam section and the bridge floor crane occupying beam section are completed, the counter bracket and the counter steel strand are removable and transferred to the next beam section for use in matching.
The specific compressive load Pc of the present embodiment has two application schemes;
scheme one:
referring to fig. 12, a bridge axis concentrated force is used to apply a compressive weight load Pc:
wherein L is 1 Is the transverse bridge distance of the stay cable anchor points.
Scheme II:
referring to fig. 13, the spreader weight P is used c1 And adding weight P to the sling c2 Is applied by a method of applying a compressive load P c Wherein the additional weight P c2 The method comprises the following steps:
wherein a is the distance from the lifting appliance to the guy anchor point.
2-15, calculating and determining the attitude of the bridge crane occupying beam section under the action of the dead weight P1 of the bridge crane, the dead weight of the bridge crane and the weight P2 of the newly-lifted beam section by adopting a finite element method, and calculating and determining the attitude of the newly-lifted beam section under the action of the dead weight; hoisting a new beam section; calculating the web misalignment amount, correcting the web misalignment amount by applying opposite tension, realizing the welding connection of the steel edge boxes, and simultaneously reducing the bridge panel deformation difference of the newly lifted beam section and the bridge floor crane occupying beam section for the first time; the new lifting beam section is changed by one inhaul cable, the supporting system is changed, the deformation difference of the bridge deck slab of the new lifting beam section and the bridge deck crane occupying beam section is reduced for the second time by utilizing the change of the supporting system of the new lifting beam section and the reduction of the load of the bridge deck crane occupying beam section; applying a weight on the new lifting beam section, increasing the concave deformation of the new lifting beam section, and eliminating the deformation of the bridge deck of the new lifting beam section and the bridge floor crane occupying beam section; matching and connecting the bridge deck of the new lifting beam section and the bridge floor crane occupying beam section; removing the opposite-pull bracket and the opposite-pull steel stranded wire to the next beam section for recycling; by adopting the method, the secondary stress of the bridge deck and the steel edge box web caused by forced deformation in the prior art can be solved, the risk of cracking of the bridge deck in matching and connection is eliminated, the durability of the bridge deck is improved, and the flatness of the bridge deck is improved.
Although specific embodiments of the invention have been described in detail with reference to the accompanying drawings, it should not be construed as limiting the scope of protection of the present patent. Various modifications and variations which may be made by those skilled in the art without the creative effort are within the scope of the patent described in the claims.

Claims (10)

1. The method for controlling the transverse bridge deflection of the bridge deck in the installation of the cable-stayed bridge of the reinforced concrete composite beam is characterized by comprising the following steps:
s1, calculating the attitude of a beam Duan Qidiao by adopting a finite element method;
s2, hoisting a new hoisting beam section;
s3, calculating the web misalignment amount according to the attitude of the beam Duan Qidiao;
s4, correcting the web misalignment amount;
s5, stretching a inhaul cable of the new lifting beam section, and converting a supporting system of the new lifting beam section;
and S6, applying a compressive load on the new lifting beam section until the new lifting beam section and the bridge deck crane occupy Liang Duanjian have no height difference, and carrying out bridge deck matching connection.
2. The method for controlling the transverse bridge deflection of the deck plate in the installation of the cable-stayed bridge with reinforced concrete composite beams according to claim 1, wherein the step S1 specifically comprises the following steps:
s1.1, calculating the attitude of a bridge deck crane occupying beam Duan Qian end bridge deck panel under the action of the dead weight P1 of the bridge deck crane by adopting a plate-shell unit or entity unit finite element method, wherein the attitude comprises the following steps: web torsion angle theta c1 And a maximum amount of downwarping d c1 ；
S1.2, calculating the posture of a bridge deck crane occupying beam Duan Qian end bridge deck panel under the combined action of the total weight P2 of the self weight of the bridge deck crane and the weight of the newly lifted beam section by adopting a plate-shell unit or entity unit finite element method, wherein the posture comprises the following steps: web torsion angle theta c2 And a maximum amount of downwarping d c2 ；
S1.3, calculating the attitude of the newly-lifted beam section under the action of dead weight by adopting a plate-shell unit or entity unit finite element method, wherein the attitude comprises the following steps: web torsion angle theta c3 And a maximum upward convexity d c3 。
3. The method for controlling the transverse bridge deflection of the bridge deck in the installation of the cable-stayed bridge with reinforced concrete composite beams according to claim 2, wherein the step S3 is to calculate the misalignment of the web as follows:
d w3 ＝θ c h 1
θ c ＝θ c2 +θ c3
wherein d w3 For the maximum misalignment of the web, h 1 θ is the distance from the lower edge of the side case to the center of torsion C1 c The relative torsion angle of the bridge floor crane occupying beam section and the newly lifted beam section side box web plate is provided.
4. The method for controlling the transverse bridge deflection of the deck plate in the installation of the cable-stayed bridge with steel-concrete composite beams according to claim 4, wherein the step S4 specifically comprises:
s4.1, arranging brackets on two sides of a floor crane occupying beam section bottom plate, and penetrating steel strands on the brackets;
s4.2, calculating the opposite tension T of the steel strand in the step S4.1;
s4.3, if the tensile force T is greater than the threshold value, d w3 =1 to 5mm, recalculate θ c And returns to step S4.2; if the tensile force T is smaller than or equal to the threshold value, the step S4.4 is carried out;
s4.4, calculating the bridge deck arch d under the action of the steel strand pair tension T c4 ；
S4.5, oppositely pulling the steel stranded wires according to the value of T, correcting the web misalignment amount, reducing the deformation difference of the bridge deck slab of the bridge floor crane space beam section and the newly-lifted beam section for the first time, wherein the downwarping amount of the bridge deck slab of the bridge floor crane space beam section is d c2 -d c4 Wherein d c4 The bridge deck is inverted arch under the action of the tension T;
s4.6, welding the steel edge box to finish the matching connection of the steel edge box.
5. The method for controlling the transverse bridge deflection of the deck plate in the installation of the cable-stayed bridge with reinforced concrete composite beams according to claim 4, wherein the calculation of the counter tension T of the steel strand in the step S4.2 is as follows:
wherein L is the span of the diaphragm plate, L z G is the shear modulus of steel, E s Is the elastic modulus of steel material, I 0s Converting bending moment of inertia for diaphragm plate, I d Is the torsional moment of inertia of the box girder.
6. The method for controlling the transverse bridge deflection of the deck slab in the installation of the cable-stayed bridge with reinforced concrete composite beams according to claim 5, wherein the step S4.4 of calculating the bridge slab arch under the action of the tension force T of the twisted steel wires comprises the following steps:
calculating a deflection equation of the bridge deck arch:
calculating the maximum deflection of the bridge deck arch:
wherein f4 (y) is the bridge deck arch deflection equation, M T2 For the bending moment generated in the bridge floor crane occupying transverse diaphragm plate, y is the transverse distance between the bridge deck plate at the bridge floor crane occupying beam end and the cable anchor point, and d c4 Is the bridge deck arch under tension T.
7. The method for controlling the transverse bridge deflection of the deck plate in the installation of the cable-stayed bridge with reinforced concrete composite beams according to claim 6, wherein the step S5 specifically comprises:
s5.1, calculating a bending moment M of the new lifting beam section and the bridge deck crane occupying beam Duan Hanfeng W generated by the dead weight of the new lifting beam section b1 ：
Wherein l is the length of the newly lifted beam section, and q is the dead weight load concentration of the beam section;
s5.2, after the inhaul cable is used for one piece, calculating the inhaul cable tension T according to the state that the welding seam W of the newly lifted girder section and the bridge deck crane occupying Liang Duanjian is in axial compression c ；
S5.3, T c As a tension cable, the lifting rope Cb of the bridge deck crane releases lifting force, the weight of the beam Duan Zi is transferred to the cable from the bridge deck crane, the structural system of the newly lifted beam section is converted into a simply supported beam from an arm-extending beam, and the bridge deck curve of the newly lifted beam section is raised by an upward projecting amount d c3 Is converted into a concave d c5 The method comprises the steps of carrying out a first treatment on the surface of the The fulcrum force of the bridge deck crane is reduced from P2 to P1, and the deflection of the occupying beam section of the bridge deck crane is reduced from d c2 -d c4 Reduced to d c1 -d c4 Deflection difference d=d of the newly lifted girder section and bridge deck crane occupying Liang Duanjian at the moment c1 -d c4 -d c5 。
8. The method for controlling the transverse bridge deflection of a deck in the installation of a cable-stayed bridge with reinforced concrete composite beams according to claim 7, wherein the step S5.2 is to calculate a tension T of a guy cable c The method comprises the following steps:
wherein alpha is the in-plane inclination angle of the inhaul cable, h 2 Z is the distance from the anchor point of the inhaul cable to the centroid of the combined beam 1 Is the distance from the stay cable anchor point to the weld W.
9. The method for controlling the transverse bridge deflection of the deck slab in the installation of the cable-stayed bridge with reinforced concrete composite beams according to claim 8, wherein the step S6 is characterized in that the compressive load Pc is applied by adopting the concentrated force of the bridge axis:
wherein L is 1 Is the transverse bridge distance of the stay cable anchor points.
10. The method for controlling the transverse bridge deflection of the deck slab in the installation of the cable-stayed bridge with reinforced concrete composite beams according to claim 8, wherein the step S6 is characterized in that the weight P of the lifting appliance is adopted c1 And adding weight P to the sling c2 Is applied by a method of applying a compressive load P c Wherein the additional weight P c2 The method comprises the following steps:
wherein a is the distance from the lifting appliance to the guy anchor point.
CN202310580941.6A 2023-05-22 2023-05-22 Method for controlling transverse bridge deflection of bridge deck in installation of cable-stayed bridge with reinforced concrete composite beams Pending CN116623564A (en)

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