CN113944105B - High-precision connection assembly method for split steel box girder of hybrid girder bridge - Google Patents

High-precision connection assembly method for split steel box girder of hybrid girder bridge Download PDF

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CN113944105B
CN113944105B CN202111250018.3A CN202111250018A CN113944105B CN 113944105 B CN113944105 B CN 113944105B CN 202111250018 A CN202111250018 A CN 202111250018A CN 113944105 B CN113944105 B CN 113944105B
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steel box
section
box girder
girder
concrete
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CN113944105A (en
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陈国平
徐猛良
彭卫兵
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Changxing Transportation Investment Group Co ltd
Zhejiang University of Technology ZJUT
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Changxing Transportation Investment Group Co ltd
Zhejiang University of Technology ZJUT
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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
    • 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
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/20—Concrete, stone or stone-like material
    • E01D2101/24—Concrete
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/30—Metal
    • 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
    • Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
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    • Y02A30/60—Planning or developing urban green infrastructure

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  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

The invention discloses a high-precision connection assembly method for a hybrid girder bridge separated steel box girder, which comprises the following steps: the concrete transition section is connected with the reinforced concrete combination section, and the reinforced concrete combination section is connected with the steel box girder transition section; the method is characterized in that bolts and welding combination connection are transversely adopted, the steel box girders of the steel box girder transition section and the steel box girder sections are separated steel box girders, bolt holes which are gradually enlarged along the splicing direction are formed in the upper flange and web plate of the transverse H-shaped partition plate of each separated steel box girder, a bolt gasket is placed to provide a mounting plane for bolt connection, groove welding is adopted in the lower flange section, each separated steel box girder is transversely connected into a whole, a steel box girder section of a midspan is hoisted and erected by adopting a double-guide girder bridge girder erection machine, the steel box girder section is connected with the steel box girder transition section, and concrete is poured to be solid. The invention is provided with the gradually enlarged bolt holes, gradually compensates the transverse accumulated errors, ensures the alignment among the separated steel box girders and ensures the quality of the bridge.

Description

High-precision connection assembly method for split steel box girder of hybrid girder bridge
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to a high-precision connection assembly method for a split steel box girder of a hybrid girder bridge.
Background
The steel-concrete mixed beam is a novel structural form developed on the basis of a steel structure and a concrete structure, and has wide application in cross-plain lake areas due to the fact that the section height of a main beam is reduced, and the requirements of the subbridge navigation height are met. The concrete beam in the middle part is replaced by a prefabricated steel beam in the longitudinal direction of the bridge, and the steel box beam section of the integral steel box beam is generally small in height, so that the welding difficulty in a worker box is high, particularly the temperature in summer is high, the construction condition is bad, and the construction quality is difficult to ensure. However, the split steel box girders are easy to have construction errors in transverse and longitudinal connection, and it is difficult to ensure that the split steel box girders are aligned and connected to form an integral steel box girder in high precision in each construction direction, so that the construction quality is affected.
In the process of assembling the split steel box girder, the split steel box girder is generally connected with a steel box girder transition section by utilizing a prestress steel beam in the longitudinal direction, and is transversely connected by adopting bolts, wherein in order to ensure the strength and the connection integrity of the split steel box girder, the bolts are connected by adopting certain reinforcing measures.
Chinese patent CN211772742U discloses a longitudinal full section multidirectional equivalent connecting member for a steel-concrete bridge, wherein prestressed steel bundles are anchored in steel cells of a reinforced concrete joint section, and then concrete with the same height as stiffening ribs is poured.
Chinese patent CN1107477751a discloses a connection arrangement of a steel arch rib and a steel box girder and an installation method thereof, a flange-type backing plate is provided on an installation plane of a bolt, and the bolt can pass through the flange-type backing plate to be connected with the steel box girder.
Disclosure of Invention
The invention aims to provide a high-precision connection assembly method for a split steel box girder of a hybrid girder bridge.
In order to achieve the above purpose, the following technical scheme is provided:
a high-precision connection assembly method for a hybrid girder bridge separated steel box girder comprises the following steps:
1) Setting ground hardening and full framing at the positions of the two side spans, and pouring side span section concrete main beams and longitudinal span end cantilever concrete beams;
2) Erecting a hanging basket on the cantilever concrete beam, pouring the rest concrete beam by adopting a hanging basket construction method, wherein one end of the rest concrete beam is connected with the cantilever concrete beam, and the other end of the rest concrete beam is used as a concrete transition section;
3) The concrete transition section is connected with the reinforced concrete combination section, and the reinforced concrete combination section is connected with the steel box girder transition section;
4) The method comprises the steps that a prestressed steel beam is longitudinally adopted for anchoring a middle span steel box girder section on a steel-concrete combination section bearing plate, the bearing plate adopts an uninterrupted bearing plate and is internally fully provided with shear nails, after the prestressed steel beam extends to the bearing plate, the steel box girder is fixed by an anchor, a bolt and welding combined connection mode is transversely adopted, a steel box girder transition section and a steel box girder of the steel box girder section are separated steel box girders, bolt holes which are gradually enlarged along the splicing direction are formed in the upper flange and a web plate of an I-shaped diaphragm plate of each separated steel box girder, bolt gaskets are placed for providing an installation plane for bolt connection, the lower flange section is welded by a groove, each separated steel box girder is transversely connected into a whole, the middle span steel box girder section is hoisted and erected by a double-guide girder bridge girder erection machine, and the steel box girder section is connected with the steel box girder transition section, and concrete is poured to be solid;
5) And after the full bridge construction is completed, pouring the bridge deck slab.
And further, the pouring process of the step 4) is to pour the steel plates from the communicated blanking holes of the top steel plates of the steel-concrete combination section into the whole box body through each interlayer serial barrel to form a solid, so as to form a combination entity.
Further, the design value calculation formula of the bearing capacity of the single shear pin of the bearing plate at the steel-concrete joint section is as follows
Figure BDA0003322166870000031
Wherein E is e Is the elastic modulus of concrete, A s The cross section area of the cylindrical head welding nail rod is f is a design value of the tensile strength of the cylindrical head shearing nail, and gamma is the ratio of the minimum value of the tensile strength of the bolt material to the yield strength;
Figure BDA0003322166870000032
wherein n' is the number of single-row shear nails, h is the height of the steel-concrete combination section (4), and s is the arrangement interval of the shear nails;
Figure BDA0003322166870000033
wherein n is the number of shear rows, [ Q ]]Is the bearing capacity of a single-row shear pin, and Q isShear stress, F is the shearing force applied to the steel-concrete joint section, S * The shear force nail is characterized in that the shear force nail is a steel-concrete combined section, wherein the section is a neutral axis area moment of a combined section of the steel-concrete combined section, A is a stress area of the shear force nail, I is a combined section moment of inertia, and b is a combined section width.
Further, the bolts of the steel box girder segments are arranged according to shearing forces at different sections of the hoisting sequence of the steel box girder segments, and the calculation formula of the number of bolt holes of the upper flange and the web plate is as follows
Figure BDA0003322166870000041
Wherein n is 2 For the number of bolt groups, Q 2 N is the shearing force v The number of the sheared surfaces of the bolts is 1 for single shearing, 2 for double shearing and d for the diameter of the bolt rod,
Figure BDA0003322166870000042
the design value is the shear strength of the bolt.
Further, the arrangement of the bolts adopts compact arrangement, the distance from the end bolts to the edge is 3d, the interval between the bolts is 1.5d, and d is the diameter of the bolt shank.
Further, the calculation formula of the weld strength of the groove welding is as follows
Figure BDA0003322166870000043
Wherein M is the bending moment born by the lower flange section, S x Weld cross section centering and axial area moment, I x For the moment of inertia of the X-axis, Q is the shearing force applied to the section of the welding seam, t is the thickness of the lower flange section, W x For the modulus of the cross section,
Figure BDA0003322166870000044
is the tensile strength of the welding seam.
Further, groove welding is performed, and an oblique angle with a gradient not greater than 0.4 is formed in the width direction in order to compensate for the dislocation of the welding part.
The invention has the beneficial effects that: according to the invention, the concrete and steel connection is realized by arranging the concrete solid section and the reinforced concrete combined section, the bolt holes of the separated steel box girders are gradually enlarged along the transverse direction in the splicing process of the separated steel box girders, the transverse accumulated errors generated by the fact that the single-box single-chamber separated steel box girders are provided with dense bolt connection nodes are gradually compensated, the influence on the structure due to overlarge accumulated errors is prevented, and the alignment among the separated steel box girders is ensured; the mode of connecting the bolts and the welding combination is adopted transversely, the influence caused by incomplete connection of the enlarged-aperture bolts is reduced by welding, the residual stress caused by welding is resisted by the bolt connection, the advantages of the bolt connection and the welding are fully exerted, the integrity of the transverse connection of the separated steel box girder is enhanced, and the construction quality of the hybrid girder bridge is improved.
Drawings
FIG. 1 is a schematic view of a side span concrete main beam, a suspended wall concrete beam and the remaining concrete beam of the present invention;
FIG. 2 is a schematic view of a reinforced concrete joint section of the present invention;
FIG. 3 is a schematic diagram of the connection of the large diaphragm plate of the present invention;
FIG. 4 is a schematic view of the connection of the small diaphragm plate of the present invention;
FIG. 5 is an enlarged detail view at A;
FIG. 6 is a schematic illustration of bridge segment construction according to the present invention;
FIG. 7 is a schematic view of the longitudinal connection of the split steel box girder of the present invention;
FIG. 8 is a schematic view of the split steel box girder bolt aperture of the present invention;
FIG. 9 is a shear diagram of the present invention;
FIG. 10 is a bending moment diagram of a midspan steel box girder segment of the present invention.
In the figure: 1. a side span section concrete girder; 2. cantilever concrete beam; 3. a concrete transition section; 4. a steel-concrete combination section; 41. a pressure bearing plate; 42. a blanking hole; 5. a steel box girder transition section; 6. a steel box girder section; 7. a diaphragm; 71. an upper flange; 72. a web; 73. bolt holes; 74. a bolt gasket; 75. and (5) groove.
Detailed Description
The invention will be further described with reference to the drawings and examples of the specification, but the scope of the invention is not limited thereto.
Examples
A high-precision connection assembly method for a hybrid girder bridge separated steel box girder specifically comprises the following steps:
1) As shown in fig. 1, ground hardening and full framing are carried out at the two side span positions, and a side span section concrete girder 1 and a cantilever concrete girder 2 with the length of 1.5m at the longitudinal span end part are poured;
2) Erecting a hanging basket on the cantilever concrete beam 2, pouring a residual concrete beam by adopting a hanging basket construction method, wherein one end of the residual concrete beam is connected with the cantilever concrete beam 2, the other end of the residual concrete beam is used as a concrete transition section 3, and the length of the concrete transition section 3 is 1.5m;
3) The steel box girders of the steel box girder transition section 5 and the steel box girder section 6 are separated steel box girders, the height of the steel box girders is 1.45m, the width of a top plate is 18.75m, the length of a cantilever arm is 2.5m, the width of a bottom plate is 13.79m, the separated steel box girders are connected through a large diaphragm 7 and a small diaphragm 7, as shown in fig. 3, the height of the large diaphragm 7 is consistent with that of the steel box girders, the top edge of the large diaphragm 7 is welded with the top plate of the steel box girders, the left side and the right side of the large diaphragm 7 are respectively welded with the left side and the right side of the steel box girders, the diaphragm 7 is divided into a left block and a right block along a central line and welded on the dividing surface, and webs 72 on the upper side and the lower side are required to be connected; as shown in fig. 4, the height of the small diaphragm 7 is about 1/3 of the height of the steel box girder, and the diaphragm 7 is divided into left and right two pieces along the central line and welded on the dividing surface; the two side surfaces of each plane at the dividing position are respectively wrapped and clamped with connecting plates and are fixed by bolts, each steel box girder is transversely connected by bolts to form a whole steel box girder transition section 5 and a steel box girder section 6, the thicknesses of a top plate, a bottom plate and a diaphragm plate 7 of the steel box girder transition section 5 arranged at the end part of the steel-concrete combination section 4 facing the steel box girder are increased, and transverse stiffening ribs are arranged; as shown in fig. 2, the bearing plate 41 is arranged in the steel-concrete combination section 4, as shown in fig. 8, the shear pin in this embodiment adopts ML15 steel, the material grade is 4.6, f=215 MPa, γ=1.65 is taken, and according to the formula
Figure BDA0003322166870000061
Figure BDA0003322166870000062
And->
Figure BDA0003322166870000063
The bearing capacity Q of a single-row shear pin is obtained]=50 MPa, according to the formula ∈>
Figure BDA0003322166870000071
Under the action of shearing force Q= 8361.1KN, the number of required shear force nail rows is n=5.85, then 6 rows of shear force nails are required to be arranged, 11 shear force nails are adopted in each row and welded on the bearing plate 41, the concrete transition section 3 is connected with the reinforced concrete combination section 4, the reinforced concrete combination section 4 is welded with the steel box girder transition section 5, the steel box girder transition section 5 and the steel box girder section 6 are transported to a construction site, a chain block is adopted to hook a lifting lug of a top plate of the steel box girder transition section 5, and the steel box girder transition section 5 is lifted to a specified elevation position through a steel cable of the chain block and then welded;
4) And a double-guide-beam bridge girder erection machine is adopted to hoist and erect a steel box girder section 6 of a midspan, the steel box girder section 6 is connected with a steel box girder transition section 5, as shown in fig. 2, the steel plate at the top of the steel-concrete combination section 4 is fed from a communicating feed hole 42, and the whole box body is filled through each interlayer serial barrel to form a combination entity.
The steel box girder section 6 of the midspan is longitudinally anchored on the bearing plate 41 of the reinforced concrete combination section 4 by adopting a prestress steel beam, and is transversely connected by adopting a bolt and welding combination mode, the embodiment adopts M16 high-strength bolt bearing type connection, the material strength grade is 8.8, the bolt cover plate of the upper flange 71 part of the diaphragm 7 of the size adopts a continuous cover plate, the number of the bolt shearing surfaces is 1, as shown in figure 5, the single bolt shearing strength can be obtained according to a bolt shearing bearing capacity calculation formula
Figure BDA0003322166870000072
Wherein the bolt shank diameter is d=16 mm; and according to the calculation formula of the number of the bolt holes 73, the shear diagram and the bending moment diagram (figures 9 and 10), calculating 3 connecting areas of the transverse plane to obtain the upper part of 0 to L/4The number of bolt holes 73 required at the flange 71 +.>
Figure BDA0003322166870000073
A hole; l/4 to L/2 sections of the required bolt holes 73 +.>
Figure BDA0003322166870000074
The holes are shown by a shear diagram and a bending moment diagram, and the shear stress of two connecting sections of the diaphragm 7 is similar, so that the number of bolt holes 73 of the upper flange 71 is the same, and L/2 to 3L/4 are 2 holes; the number of bolt holes 73 required at the web 72>
Figure BDA0003322166870000081
Holes, wherein the hole intervals are distributed according to the minimum allowable interval, the upper flange 71 and the web 72 of the I-shaped diaphragm 7 of each separated steel box girder are respectively provided with standard holes and enlarged holes in standard allowable mode along the assembly direction, the standard holes with the apertures of 17.5mm of the upper flange 71 and the web 72 are arranged at the transverse primary assembly position according to the direction of the installation sequence as shown in figure 6, the enlarged holes with the apertures of 19mm are arranged at the connection position of the second steel box girder and the third steel box girder, the enlarged holes with the diameters of 20mm are arranged at the connection position of the third steel box girder and the fourth steel box girder, the diameters of the bolt holes 73 which are enlarged gradually are convenient for adjusting and fixing positions of bolt rods, the transverse accumulated errors caused by the fact that dense bolt connection nodes are arranged on the separated steel box girders with single boxes and single chambers are long are compensated gradually, the influence on the structure due to the overlarge accumulated errors is eliminated at one time, the alignment among the separated steel box girders is ensured, the bolt holes 73 which are enlarged gradually in the assembly direction are arranged, and the installation plane is provided for bolt connection is put on the bolt gaskets 74; as shown in fig. 5, the lower flange section is welded by a groove 75, and the gradient in the width direction is not greater than 1:2.5, so as to transversely connect the separated steel box girders into a whole; wherein, the welding seam adopts Q390 steel for butt welding, and the length l of the welding seam is taken as the right-angle butt welding seam w For the effective butt joint length l of the lower flange, obtaining the tensile strength of a single welding line to be +.>
Figure BDA0003322166870000082
Meets the design requirement.
5) And after the full bridge construction is completed, pouring a bridge deck slab to obtain the whole bridge shown in fig. 7.

Claims (7)

1. The high-precision connection assembly method for the composite girder bridge separation type steel box girder is characterized by comprising the following steps of:
1) Setting ground hardening and full framing at the positions of the two side spans, and pouring a side span section concrete main beam (1) and a longitudinal span end cantilever concrete beam (2);
2) Erecting a hanging basket on the cantilever concrete beam (2), pouring the rest concrete beam by adopting a hanging basket construction method, wherein one end of the rest concrete beam is connected with the cantilever concrete beam (2), and the other end of the rest concrete beam is used as a concrete transition section (3);
3) The concrete transition section (3) is connected with the steel-concrete combination section (4), and the steel-concrete combination section (4) is connected with the steel box girder transition section (5);
4) The method comprises the steps that a prestressed steel beam is longitudinally adopted by a midspan steel box girder section (6) to be anchored on a bearing plate (41) of a reinforced concrete combination section (4), the bearing plate (41) is a continuous bearing plate and is internally fully provided with shear nails, after the prestressed steel beam stretches to the bearing plate (41), the prestressed steel beam is fixed by an anchorage device, the midspan steel box girder section (6) is transversely connected by adopting a bolt and welding combination mode, the steel box girders of a steel box girder transition section (5) and a steel box girder section (6) are separated steel box girders, bolt holes (73) which are gradually enlarged along the splicing direction are formed in the upper flange (71) and the web (72) of an I-shaped transverse partition plate (7) of each separated steel box girder, a bolt gasket (74) is arranged to provide a mounting plane for bolt connection, the lower flange section is welded by utilizing a groove (75), each separated steel box girder is transversely connected into a whole, the midspan steel box girder section (6) is hoisted by adopting a double-guide girder hoisting machine, and the steel box girder section (6) is connected with the steel box girder transition section (5) in a solid manner;
5) And after the full bridge construction is completed, pouring the bridge deck slab.
2. The method for high-precision connection and assembly of the split steel box girders of the hybrid girder bridge according to claim 1, wherein the casting process of the step 4) is to cast the steel plates at the top of the steel-concrete combination section (4) from a communicating blanking hole (42), and the whole box body is poured into a solid through each interlayer serial barrel to form a combination entity.
3. The method for high-precision connection and assembly of the split steel box girder of the hybrid girder bridge according to claim 1, wherein the design value calculation formula of the bearing capacity of the single shear pin of the bearing plate (41) at the steel-concrete combination section (4) is as follows
Figure FDA0004073202510000021
Wherein E is e Is the elastic modulus of concrete, A s The cross section area of the cylindrical head welding nail rod is f is a design value of the tensile strength of the cylindrical head shearing nail, and gamma is the ratio of the minimum value of the tensile strength of the bolt material to the yield strength;
Figure FDA0004073202510000022
Figure FDA0004073202510000023
wherein n' is the number of single-row shear nails, h is the height of the steel-concrete combination section (4), and s is the arrangement interval of the shear nails;
Figure FDA0004073202510000024
wherein n is the number of shear rows, [ Q ]]Is the bearing capacity of a single-row shear pin, Q is the shear stress, F is the shear force born by the steel-concrete joint section (4), S * The shear force nail is characterized in that the shear force nail is a neutral axis area moment of a combined section of the steel-concrete combined section (4), A is a force bearing area of the shear force nail, I is a combined section moment of inertia, and b is a combined section width.
4. The method for high-precision connection and assembly of the split steel box girder of the hybrid girder bridge according to claim 1, wherein the bolt arrangement of the steel box girder segment (6) is carried out according to shearing forces at different sections of the hoisting sequence of the steel box girder segment (6), and the calculation formula of the number of bolt holes (73) of the upper flange (71) and the web (72) is as follows
Figure FDA0004073202510000031
Wherein n is 2 For the number of bolt groups, Q 2 N is the shearing force v The number of the sheared surfaces of the bolts is 1 for single shearing, 2 for double shearing and d for the diameter of the bolt rod,
Figure FDA0004073202510000032
the design value is the shear strength of the bolt.
5. The method for high-precision connection and assembly of a hybrid bridge split steel box girder according to claim 4, wherein the bolts are compactly arranged, the distance from the end bolts to the edge is 3d, the interval between the bolts is 1.5d, and d is the diameter of the bolt rod.
6. The method for high-precision connection and assembly of the split steel box girder of the hybrid girder bridge according to claim 1, wherein the calculation formula of the welding seam strength of the welding of the groove (75) is as follows
Figure FDA0004073202510000033
Wherein M is the bending moment born by the lower flange section, S x Weld cross section centering and axial area moment, I x For the moment of inertia of the X-axis, Q is the shearing force applied to the section of the welding seam, t is the thickness of the lower flange section, W x For the modulus of the cross section,
Figure FDA0004073202510000034
is the tensile strength of the welding seam.
7. A method of high precision connection and assembly of a hybrid bridge split steel box girder as claimed in claim 6, wherein the grooves (75) are welded, and an oblique angle having a gradient of not more than 0.4 is formed in the width direction in order to compensate for the dislocation of the welded portion.
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CN101831866B (en) * 2010-05-11 2011-07-20 天津市市政工程设计研究院 Steel-concrete joint section structure of beams
CN104674647A (en) * 2015-02-05 2015-06-03 中铁大桥局集团武汉桥梁科学研究院有限公司 Steel-concrete combination structure for hybrid girder bridge
CN107059635B (en) * 2017-04-28 2019-01-04 武汉一冶钢结构有限责任公司 The method of High-strength bolt hole punching rate between guarantee steel box girder bridge segment
KR101888895B1 (en) * 2017-11-24 2018-09-20 (주)아이오컨스텍 Steel box girder manufacturing method using load transfer member
CN108166394A (en) * 2017-12-25 2018-06-15 中交路桥华南工程有限公司 Overlap girder segment and its pre-assembly method
CN110656585A (en) * 2019-09-29 2020-01-07 山东省公路建设（集团）有限公司 Auxiliary tool ruler for transverse connection and hole alignment of separated steel box girder and construction method

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