CN113944105A - High-precision connecting and assembling method for separated steel box girder of hybrid beam bridge - Google Patents
High-precision connecting and assembling method for separated steel box girder of hybrid beam bridge Download PDFInfo
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- CN113944105A CN113944105A CN202111250018.3A CN202111250018A CN113944105A CN 113944105 A CN113944105 A CN 113944105A CN 202111250018 A CN202111250018 A CN 202111250018A CN 113944105 A CN113944105 A CN 113944105A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- 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
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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
- E01D21/10—Cantilevered erection
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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
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
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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
- E01D2101/00—Material constitution of bridges
- E01D2101/30—Metal
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- 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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Abstract
The invention discloses a high-precision connecting and assembling method for a separating steel box girder of a hybrid beam bridge, which comprises the following steps: the concrete transition section is connected with the steel-concrete combined section, and the steel-concrete combined section is connected with the steel box girder transition section; the method is characterized in that a bolt and welding combined connection mode is transversely adopted, the steel box girders of the steel box girder transition section and the steel box girder section are separated steel box girders, bolt holes which are gradually enlarged along the splicing direction are arranged at the upper flange and the web plate of an I-shaped diaphragm of each separated steel box girder, bolt gaskets are arranged to provide a mounting plane for bolt connection, the separated steel box girders are transversely connected into a whole by groove welding at the lower flange section, the steel box girder section erected in the midspan is hoisted by adopting a double-guide-girder erecting machine, the steel box girder section is connected with the steel box girder transition section, and concrete is poured to be solid. The invention arranges gradually enlarged bolt holes to gradually compensate the transverse accumulated error, thereby ensuring the alignment among the separated steel box girders and the quality of the bridge.
Description
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to a high-precision connecting and assembling method for a separated steel box girder of a hybrid bridge.
Background
The steel-concrete hybrid beam is a novel structural form developed on the basis of a steel structure and a concrete structure, meets the requirement of the navigation height under a bridge due to the reduction of the section height of the main beam, and is widely applied to areas crossing plain lakes. The steel box girder section of the traditional mixed girder bridge is improved into a separated steel box girder at home at present because the section of the integral steel box girder is generally small in height, the welding difficulty in a worker box is large, particularly, the temperature in summer is high, the construction condition is severe, and the construction quality is difficult to guarantee. However, the split steel box girders are easily connected in the transverse direction and the longitudinal direction, so that it is difficult to ensure that the split steel box girders are aligned and connected in high precision in each construction direction to form an integral steel box girder, which affects the construction quality.
In the process of assembling the split steel box girder, the split steel box girder is generally connected with the steel box girder transition section by utilizing the prestressed steel beam in the longitudinal direction, and is connected by adopting the bolt in the transverse direction, wherein certain reinforcing measures can be carried out on the bolt connection in order to ensure the strength and the connection integrity.
Chinese patent CN211772742U discloses a multi-directional equivalent connecting member for longitudinal full section of steel-concrete bridge, which is formed by anchoring prestressed steel bundles in steel grid chambers of steel-concrete combined section and then pouring concrete with equal height to stiffening ribs.
Chinese patent CN1107477751A discloses a connection arrangement and installation method of special-shaped steel arch ribs and steel box girders, wherein flange-type backing plates are provided on the installation planes of bolts, and the bolts can pass through the flange-type backing plates to connect with the steel box girders.
Disclosure of Invention
The invention aims to provide a high-precision connecting and assembling method for a separating steel box girder of a hybrid beam bridge.
In order to achieve the purpose, the following technical scheme is provided:
a high-precision connecting and assembling method for a separated steel box girder of a hybrid beam bridge comprises the following steps:
1) performing ground hardening and full framing on the straddling positions at the two sides, and pouring side-span concrete main beams and longitudinal-span end cantilever concrete beams;
2) erecting a hanging basket on the cantilever concrete beam, 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, and the other end of the residual concrete beam is used as a concrete transition section;
3) the concrete transition section is connected with the steel-concrete combined section, and the steel-concrete combined section is connected with the steel box girder transition section;
4) the method comprises the following steps that a midspan steel box girder section is longitudinally anchored on a bearing plate of a steel-concrete combined section by adopting a prestressed steel beam, the bearing plate adopts a non-intermittent bearing plate and is internally filled with shear nails, the prestressed steel beam is fixed by an anchorage device after extending to the bearing plate, a bolt and welding combined connection mode is transversely adopted, the steel box girders of a steel box girder transition section and the steel box girder section are separated steel box girders, bolt holes which are gradually enlarged along the splicing direction are arranged at the upper flange and the web plate of an I-shaped diaphragm of each separated steel box girder, bolt gaskets are arranged to provide an installation plane for bolt connection, the lower flange sections are welded by grooves, the separated steel box girders are transversely connected into a whole, a double-guide-beam bridging machine is adopted to hoist and erect the midspan steel box girder section, 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 finished, pouring the bridge deck.
Further, the pouring process in the step 4) is to perform blanking from a communicating blanking hole of a steel plate at the top of the reinforced concrete combining section, and the whole box body is poured into the box body through the barrels among all layers to form a combining entity.
Furthermore, the calculation formula of the bearing capacity design value of the single shear nail of the bearing plate at the steel-concrete combined section is
In the formula, EeIs the modulus of elasticity of concrete, AsThe cross section area of a nail rod of the cylindrical head welding nail is shown, f is a design value of tensile strength of the cylindrical head shear nail, and gamma is a ratio of the minimum value of the tensile strength of the stud material to yield strength;
in the formula, n' is the number of the single-row shear nails, h is the height of the steel-concrete combination section (4), and s is the arrangement distance of the shear nails;
wherein n is the number of shear pin rows, [ Q ]]The bearing capacity of the single-row shear nails, Q is shear stress, F is shear force borne by the steel-concrete joint section, and S*The area moment of a neutral axis of the combined section of the steel-concrete combined section is shown, A is the stress area of the shear nail, I is the inertia moment of the combined section, and b is the width of the combined section.
Further, the bolt arrangement of the steel box girder section is carried out according to the shearing forces of different sections of the hoisting sequence of the steel box girder section, and the calculation formula of the number of the bolt holes of the upper flange and the web plate is
In the formula, n2Number of bolt groups, Q2In shear, nvThe number of the sheared surfaces of the bolt is 1 in single shearing mode, 2 in double shearing mode, d is the diameter of the bolt rod,
designed values for shear strength of the bolts.
Further, the bolt arrangement adopts a compact arrangement, the distance from the end bolt to the edge is 3d, the distance between the bolts is 1.5d, and d is the diameter of the bolt rod.
Further, the calculation formula of the weld strength of groove welding is
In the formula, M is the bending moment borne by the lower flange section, SxCross-sectional centering and axial area moment of the weld joint, IxThe moment of inertia of the x axis, Q is the shear force applied to the weld section, t is the thickness of the lower flange section, WxIn the case of the section modulus,
the weld tensile strength.
Further, groove welding is carried out, and in order to make up for dislocation of a welding position, an oblique angle with the gradient not larger than 0.4 is formed in the width direction.
The invention has the beneficial effects that: the concrete solid section and the steel-concrete combined section are arranged to realize the connection of the concrete and the steel, 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, transverse accumulated errors generated by dense bolt connection nodes arranged on the single-box single-chamber separated steel box girders are gradually compensated, the influence on the structure is prevented from being eliminated at one time due to overlarge error accumulated amount, and the alignment among the separated steel box girders is ensured; the mode of bolt and welding combined connection is transversely adopted, the welding reduces the influence caused by incomplete connection of the bolt with the enlarged aperture, the bolt connection resists the residual stress generated by welding, the advantages of bolt connection and welding are fully exerted, the integrity of transverse connection of the separated steel box girder is enhanced, and the construction quality of the mixed girder bridge is improved.
Drawings
FIG. 1 is a schematic illustration of an edge span concrete main beam, a suspended wall concrete beam, and a residual concrete beam of the present invention;
FIG. 2 is a schematic view of a steel-concrete composite section according to the present invention;
FIG. 3 is a schematic view of the connection of the large diaphragm of the present invention;
FIG. 4 is a schematic view of the connection of the small diaphragms of the present invention;
FIG. 5 is an enlarged detail view at A;
FIG. 6 is a schematic view of the bridge segment construction of 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 hole diameter of the present invention;
FIG. 9 is a shear diagram of the present invention;
FIG. 10 is a bending moment diagram of a mid-span steel box girder segment according to the present invention.
In the figure: 1. a side span concrete girder; 2. a cantilever concrete beam; 3. a concrete transition section; 4. a steel-concrete combined 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 plate; 71. an upper flange; 72. a web; 73. bolt holes; 74. a bolt washer; 75. and (4) beveling.
Detailed Description
The invention will be further described with reference to the drawings and examples in the following description, but the scope of the invention is not limited thereto.
Examples
A high-precision connecting and assembling method for a separated steel box girder of a hybrid beam bridge specifically comprises the following steps:
1) as shown in fig. 1, ground hardening and full framing are carried out at the straddling positions at two sides, and an edge-span concrete girder 1 and a cantilever concrete beam 2 with the length of 1.5m at the end of a longitudinal span 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 1.5 m;
3) the steel box girder of the steel box girder transition section 5 and the steel box girder section 6 is a separated steel box girder, the height of the steel box girder is 1.45m, the width of the top plate is 18.75m, the length of the cantilever arm is 2.5m, the width of the bottom plate is 13.79m, the separated steel box girder is connected with the small diaphragm plate 7 through the large diaphragm plate 7, as shown in figure 3, the height of the large diaphragm plate 7 is consistent with the height of the steel box girderThe top edge of the large diaphragm plate 7 is welded with the top plate of the steel box girder, the left side and the right side of the large diaphragm plate 7 are respectively welded with the left side and the right side of the steel box girder, the diaphragm plate 7 is divided into a left block and a right block along the central line and is welded on the dividing surface, and the web plates 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 plate 7 is about 1/3 of the height of the steel box girder, and the diaphragm plate 7 is divided into a left block and a right block along the center line and welded on the dividing surface; connecting plates are respectively arranged on two side surfaces of each plane of the division part in a clamping mode and fixed through bolts, all steel box girders are transversely connected through bolts to form an integral steel box girder transition section 5 and an integral steel box girder section 6, the thicknesses of a top plate, a bottom plate and a transverse clapboard 7 of the steel box girder transition section 5 arranged at the end part of the steel box girder facing the steel-concrete combination section 4 are increased, and transverse stiffening ribs are arranged; as shown in fig. 2, the bearing plate 41 is disposed inside the steel-concrete segment 4, and as shown in fig. 8, the shear pin of the present embodiment is made of ML15 steel, the material grade is 4.6, f is 215MPa, and γ is 1.65 according to the formula
And
the bearing capacity [ Q ] of the single-row shear nail is obtained]50MPa, according to the formula
Under the action of a shearing force Q equal to 8361.1KN, the required number of rows of shear nails n equal to 5.85 rows are required, 6 rows of shear nails are required to be arranged, 11 shear nails are adopted in each row, the shear nails are welded on the bearing plate 41, the concrete transition section 3 is connected with the steel-concrete combination section 4, the steel-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 used for hooking 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 is welded;
4) a steel box girder section 6 of a midspan is hoisted and erected by adopting a double-guide-beam bridge girder erection machine, the steel box girder section 6 is connected with a steel box girder transition section 5, as shown in figure 2, the steel box girder is fed from a communicating feeding hole 42 of a steel plate at the top of a reinforced concrete combination section 4, and the whole box body is filled through a string cylinder between layers to form a combination entity.
The steel box girder section 6 of the midspan is longitudinally anchored on the bearing plate 41 of the steel-concrete joint section 4 by prestressed steel beams, and the mode of bolt and welding combined connection is transversely adopted, in the embodiment, M16 high-strength bolt bearing type connection is adopted, the material strength grade is 8.8 grade, the bolt cover plate of the upper flange 71 part of the transverse partition plate 7 in size is a continuous cover plate, the number of the shear surfaces of the bolts is 1, as shown in fig. 5, according to a calculation formula of the shear bearing force of the bolts, the shear strength of a single bolt can be obtained
Wherein the diameter d of the bolt rod is 16 mm; and calculating 3 connecting areas of the transverse plane according to a calculation formula of the number of the bolt holes 73, a shear diagram and a bending moment diagram (figures 9 and 10) to obtain the number of the bolt holes 73 required at the upper flange 71 from 0 to L/4
An aperture; the number of bolt holes 73 required for the L/4 to L/2 sections
Holes, as can be seen from a shear diagram and a bending moment diagram, the shear stress of two connecting sections of the diaphragm plate 7 is similar, so that the number of the bolt holes 73 of the upper flange 71 adopts the same quantity, and 2 holes are arranged from L/2 to 3L/4; the number of bolt holes 73 required at the web 72
Holes, wherein the hole intervals are arranged according to the minimum allowable interval, standard holes and large holes are allowed to be arranged on the upper flange 71 and the web plate 72 of the I-shaped diaphragm 7 of each separate steel box girder along the assembly direction in the standard, the standard holes with the diameter of 17.5mm of the upper flange 71 and the web plate 72 are arranged at the transverse primary assembly position according to the direction of the installation sequence as shown in figure 6, the large holes with the diameter of 19mm are arranged at the joint of the second steel box girder and the third steel box girder, and the large holes are arranged at the third steel box girder and the fourth steel box girderThe beam joints are provided with 20mm large holes, the diameters of the bolt holes 73 are gradually enlarged, the bolt rods can conveniently adjust fixed positions, horizontal accumulated errors generated by dense bolt connecting nodes arranged on the single-box single-chamber separated steel box beams are gradually compensated, the influence on the structure caused by overlarge accumulated errors can be prevented from being eliminated at one time, the separated steel box beams are aligned, the bolt holes 73 are gradually enlarged in the assembling direction, and bolt gaskets 74 are arranged to provide mounting planes for bolt connection; as shown in fig. 5, the lower flange section is welded by using a groove 75, and in order to compensate for the displacement of the welded part, the slope is made to be not more than 1: 2.5, so that the separated steel box girders are transversely connected into a whole; wherein, the welding seam adopts Q390 steel to carry out butt welding, because the welding seam is the right angle butt welding seam, take its length lwObtaining the tensile strength of a single welding line as
And the design requirements are met.
5) And after the full-bridge construction is finished, pouring a bridge deck to obtain the whole bridge shown in the figure 7.
Claims (7)
1. A high-precision connecting and assembling method for a separated steel box girder of a hybrid beam bridge is characterized by comprising the following steps:
1) performing ground hardening and full framing on the straddling positions at the two sides, and pouring side-span concrete main beams (1) and longitudinal-span end cantilever concrete beams (2);
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), and the other end of the residual concrete beam is used as a concrete transition section (3);
3) the concrete transition section (3) is connected with the steel-concrete combined section (4), and the steel-concrete combined section (4) is connected with the steel box girder transition section (5);
4) the midspan steel box girder section (6) is longitudinally anchored on a bearing plate (41) of a steel-concrete combination section (4) by adopting a prestressed steel beam, the bearing plate (41) adopts a non-interrupted bearing plate and is internally and fully distributed with shear nails, the prestressed steel beam is fixed by an anchorage device after extending to the bearing plate (41), the steel box girder of the steel box girder transition section (5) and the steel box girder section (6) is a split steel box girder, bolt holes (73) which are gradually enlarged along the splicing direction are arranged at the upper flange (71) and the web (72) of an I-shaped diaphragm plate (7) of each split steel box girder, bolt gaskets (74) are arranged to provide a mounting plane for bolt connection, the lower flange sections are welded by a groove (75), the split steel box girders are transversely connected into a whole, and the midspan steel box girder section (6) is hoisted by adopting a double-guide girder frame, the steel box girder section (6) is connected with the steel box girder transition section (5), and concrete is poured until the steel box girder transition section is solid;
5) and after the full-bridge construction is finished, pouring the bridge deck.
2. The method for assembling the separated steel box girder of the hybrid beam bridge according to claim 1, wherein the pouring process of the step 4) is to discharge the steel plates from the communicating discharge holes (42) at the top of the steel-concrete combining section (4), and the steel plates are poured into the whole box body through the inter-layer tubes to form the combining entity.
3. The high-precision connecting and assembling method for the separated steel box girder of the hybrid beam bridge according to claim 1, wherein the design value of the bearing capacity of the single shear pin of the bearing plate (41) at the steel-concrete joint section (4) is calculated by the formula
In the formula, EeIs the modulus of elasticity of concrete, AsThe cross section area of a nail rod of the cylindrical head welding nail is shown, f is a design value of tensile strength of the cylindrical head shear nail, and gamma is a ratio of the minimum value of the tensile strength of the stud material to yield strength;
in the formula, n' is the number of the single-row shear nails, h is the height of the steel-concrete combination section (4), and s is the arrangement distance of the shear nails;
wherein n is the number of shear pin rows, [ Q ]]The bearing capacity of the single-row shear nails is shown, Q is shear stress, F is shear force borne by the steel-concrete combined section (4), and S*The area moment of a neutral axis of the combined section of the steel-concrete combined section (4), A is the stress area of the shear nail, I is the inertia moment of the combined section, and b is the width of the combined section.
4. The high-precision connecting and assembling method for the separated steel box girder of the hybrid beam bridge as claimed in claim 1, wherein the bolt arrangement of the steel box girder section (6) is arranged according to shearing forces at different cross sections of the hoisting sequence of the steel box girder section (6), and the calculation formula of the number of the bolt holes (73) of the upper flange (71) and the web (72) is as follows
In the formula, n2Number of bolt groups, Q2In shear, nvThe number of the sheared surfaces of the bolt is 1 in single shearing mode, 2 in double shearing mode, d is the diameter of the bolt rod,
designed values for shear strength of the bolts.
5. A method of assembling a split steel box girder assembly according to claim 4, wherein the bolt arrangement is compact, the end bolt-to-edge distance is 3d, the distance between the bolts is 1.5d, and d is the diameter of the bolt shank.
6. The high-precision connecting and assembling method for the split steel box girder of the hybrid beam bridge as claimed in claim 1, wherein the calculation formula of the weld strength of the groove (75) welding is
In the formula, M is the bending moment borne by the lower flange section, SxCross-sectional centering and axial area moment of the weld joint, IxThe moment of inertia of the x axis, Q is the shear force applied to the weld section, t is the thickness of the lower flange section, WxIn the case of the section modulus,
the weld tensile strength.
7. The high-precision connecting and assembling method for the split steel box girder of the hybrid beam bridge as claimed in claim 6, wherein the groove (75) is welded and an oblique angle with a gradient not greater than 0.4 is formed in the width direction to compensate for the dislocation at the welded portion.
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101831866A (en) * | 2010-05-11 | 2010-09-15 | 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 |
| CN107059635A (en) * | 2017-04-28 | 2017-08-18 | 武汉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 section |
| 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 |
| KR101888895B1 (en) * | 2017-11-24 | 2018-09-20 | (주)아이오컨스텍 | Steel box girder manufacturing method using load transfer member |
| 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 |
-
2021
- 2021-10-26 CN CN202111250018.3A patent/CN113944105B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101831866A (en) * | 2010-05-11 | 2010-09-15 | 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 |
| CN107059635A (en) * | 2017-04-28 | 2017-08-18 | 武汉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 section |
| 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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