CN212358031U

CN212358031U - Cast-in-place folded section shared supporting system for box girder of steel bridge

Info

Publication number: CN212358031U
Application number: CN202021398152.9U
Authority: CN
Inventors: 马宏宇; 肖兴北; 马元峰; 刘建文; 安梁
Original assignee: No 1 Engineering Co Ltd of CCCC First Highway Engineering Co Ltd
Current assignee: No 1 Engineering Co Ltd of CCCC First Highway Engineering Co Ltd
Priority date: 2020-07-16
Filing date: 2020-07-16
Publication date: 2021-01-15
Anticipated expiration: 2030-07-16

Abstract

The utility model belongs to a cast-in-place section sharing braced system that folds of steel structure bridge case roof beam, support the pier stud on the pier stud cushion cap including pier stud cushion cap and lower extreme, correspond pier stud cushion cap both ends upper end bight on the pier stud upper end top cast-in-place steel structure bridge case roof beam limit and be equipped with and bear the weight of and enlarge the convex part. Be the interval distance on the pier stud terminal surface on the cast-in-place steel structure bridge case roof beam limit of propping up and be equipped with the fixed several buried bolt in advance of braced system that supplies to share. The shared supporting system is used for supporting a cast-in-place box girder bottom die or a closure section cast-in-place bottom die. The utility model discloses can build on narrow and small pier stud cushion cap and supply cast-in-place, fold a section sharing braced system, solve the big bridge cast-in-place section on water and fold a big difficult problem of high risk of construction cost, have the input that reduces the construction expense on water, save the cost, reduction of erection time reduces the advantage of construction safety risk.

Description

Cast-in-place folded section shared supporting system for box girder of steel bridge

Technical Field

The utility model belongs to a cast-in-place section sharing braced system that folds of steel structure bridge case roof beam.

Background

The bridge construction in river is carried out by building cofferdam at pier column, main and support steel trestles connected with cofferdam, building pier column bearing platform to upper end of river surface, building pier column on pier column bearing platform, casting bridge section beam on each pier column, and closing adjacent cast bridge section beams to form bridge floor. When a cast-in-place bridge section beam at the upper end of a pier column and an adjacent cast-in-place bridge section beam are folded, a pier column bearing platform with a large area and the peripheral ground are generally used as a vertical floor template support foundation, but the area of a cofferdam needs to be increased when the pier column bearing platform with the large area is built, the cost is huge, and the pier column bearing platform and the peripheral ground are used as the vertical floor template support foundation to be constructed in a river, so that the investment is large, the construction speed is slow, time and labor are wasted, the construction cost is high, and the construction period is long; and limited by the construction area of the operation on water, and in some areas, pier bearing platforms with larger areas and the peripheral ground are used as the vertical floor template support foundation unconditionally. Such as: and constructing a new Hanjiang river valley highway bridge with the total length of 4701.5m, wherein the Hanjiang river valley highway bridge spans 420m of the main channel, and the bridge is in the form of (110 +200+ 110) m partial cable-stayed bridge. The pier column pier is 22# -25# pier. The main bridge adopts a variable cross-section continuous box girder, the cross section of the continuous girder adopts a structure of changing a single box into two chambers into three chambers, and the structure is in a form of a variable height and variable cross-section straight web. The top width of the box girder is 34m, and the bottom width is 20 m. The height of the beam is changed from 6.65m to 3.45m, wherein the width of the post-cast strip in the middle of the box girder is 2.5m, the thickness of the post-cast strip is 15cm, the continuous beam is divided into 105 beam sections in total, 25 sections are cast on each side of the T-shaped structure, and 100 sections are cast in a suspended mode in total. 2 segments are spanned on the cast-in-place section, each segment is 8.88m long, the length of the block No. 0 of the middle pivot point is 14m, the total number of the closure sections is 3, and each segment is 2m long. The continuous beam side pier No. 22 pier is a double-rectangular pier with equal section, the No. 22 pier column is arranged by adopting double-rectangular piers, the section size of a single pier is 3.7 multiplied by 6.8m, the pier column bearing platform foundation is a bored cast-in-place pile foundation, and the height of the No. 22 pier column is 31 m.

Because cast-in-place section roof beam is long, heavier, about 800t, pier stud cushion cap one side except that the pier stud supplies to build braced system size less, only 2.65m, can't form vertical formula with the help of cushion cap and peripheral ground during the construction and fall to the ground support basis, and adopt the construction mode of gallows cast-in-place section roof beam one side cantilever section roof beam section piece can not satisfy the atress requirement. And when the suspended casting hanging basket is adopted for construction of the closure segment, the stress of the beam segment block cannot meet the requirement due to the overweight hanging basket.

Disclosure of Invention

The utility model aims at designing a cast-in-place section of folding sharing braced system that folds of steel structure bridge case roof beam, can build on narrow and small pier stud cushion cap and supply cast-in-place, fold section sharing braced system, solved bridge cast-in-place section on water and fold a big difficult problem of high risk of construction cost, have the input that reduces the construction expense on water, save the cost, reduction of erection time reduces the advantage of construction safety risk.

Therefore, the utility model relates to a cast-in-place braced system that folds section of steel structure bridge case roof beam, support the pier stud on the pier stud cushion cap including pier stud cushion cap and lower extreme, wherein:

pier stud cushion cap: bearing expansion convex parts are arranged at the two upper end corners of the pier stud bearing platform corresponding to the upper end of the pier stud and supporting the edge of the cast-in-situ steel bridge box girder. The left and right outer side edges of the bearing and expanding convex part are respectively positioned on the same vertical plane with the left and right outer side edges of the high-canopy beam at the upper end of the pier column, the front side edge of the bearing and expanding convex part protrudes out of the corresponding side surface of the pier column bearing platform, the upper end surface of the bearing and expanding convex part is flush with the upper end surface of the pier column bearing platform, and a plurality of embedded parts for fixing the lower ends of the vertical columns and the inclined columns of the buttress wall are arranged at the corresponding positions and the outer edges of the upper end surface of the bearing and expanding convex part and the pier.

Bridge pier column: be the interval distance on the pier stud terminal surface on the cast-in-place steel structure bridge case roof beam limit of propping up and be equipped with the fixed several buried bolt in advance of braced system that supplies to share. A high bent cap is fixed on one side of the transverse bridge on the upper end face of the pier column, a pad is fixed in the middle of the other side of the transverse bridge on the upper end face of the pier column, and a plurality of pad pressure-bearing I-shaped steels are arranged between the two pads.

Sharing the supporting system: four buttress vertical posts are arranged on the inner side of the upper end surface of the pier stud bearing platform at intervals, the lower ends of the four buttress vertical posts are fixed on corresponding embedded parts on the inner side surface of the upper end of the pier stud bearing platform, and the upper ends of the four buttress vertical posts are positioned on the lower part of the upper end surface of the pier stud. The lower ends of the eight inclined columns are fixed on the outer edge of the pier stud bearing platform and a plurality of embedded parts on the bearing expansion convex part at intervals, the upper parts of the eight inclined columns are inclined towards the outer side of the corresponding edge of the pier stud bearing platform, and the upper ends of the eight inclined columns are flush with the upper ends of the four buttress vertical columns. The four buttress vertical columns and the inclined columns corresponding to the front ends are connected and fixed by a plurality of longitudinal connecting columns with corresponding lengths at intervals up and down. The lower ends of the two I-shaped steel cross beams are respectively fixed with the upper end faces of the eight inclined columns and the four buttress vertical columns into a whole, and the two ends of the two I-shaped steel cross beams extend to the outer ends of the bearing expansion convex parts respectively. Eight inclined columns or four buttress vertical columns are mutually connected into a whole through a plurality of transverse connecting rods which are distributed up and down, and two adjacent upper and lower transverse connecting rods are fixed by two crossed diagonal draw bars. One end of each tensioning column is in threaded connection with the corresponding embedded bolt through a fixed butt joint nut, and the other end of each tensioning column is fixed on the corresponding inclined column. The upper ends of the two I-steel cross beams are provided with a Bailey truss, Bailey longitudinal beams at the lower end of the Bailey truss are longitudinally fixed on the two steel rails, the upper ends of the Bailey truss are provided with a plurality of square wood distribution beams at intervals, and the square wood distribution beams, the cushion stone and the upper end surface of the cushion stone pressure-bearing I-steel are on the same plane. The lower end of the corresponding side of the steel-structure cast-in-place box girder bottom mould or the closure segment cast-in-place bottom mould is supported on the upper end surfaces of the square wood distribution beams, the pad stones and the pad stone pressure-bearing I-shaped steel, and bowl buckle supports are arranged between the lower end surfaces of two side wings of the corresponding cast-in-place box girder bottom mould or the closure segment cast-in-place bottom mould and the square wood distribution beams at the corresponding parts.

The inclined angle between the inclined column and the upper end face of the pier stud bearing platform is 70-80 degrees.

The lower ends of the inclined columns at the two ends of the outer side are positioned on the embedded part bearing the upper end face of the enlarged convex part.

The embedded part is a pre-treatment pressure-bearing steel plate with the area larger than that of a flange plate connected with the lower end of the inclined column or the lower end of each counterfort vertical column, four vertical steel bars which are fixed into a whole with steel reinforcement cage steel bars in the corresponding pier column bearing platform are arranged at four corners of the lower end surface of the pre-treatment pressure-bearing steel plate, the upper end surface of the pre-treatment pressure-bearing steel plate is flush with the pier column bearing platform and the upper end surface of the bearing expansion convex part, and bearing platform top embedded bolts are arranged at four corners of the upper end surface of the pre-.

The lower ends of the vertical columns and the inclined columns of each buttress are respectively provided with a connecting flange plate which is butted with a bearing platform top embedded bolt, the connecting flange plate is propped against a pretreated pressure-bearing steel plate during butt joint, and the bearing platform top embedded bolt penetrates through a corresponding screw hole on the connecting flange plate and fixes the lower ends of the vertical columns or the inclined columns of the buttress on embedded parts of corresponding parts through a gasket and a fixing nut.

One end of the tensioning column is provided with a butt nut which is in threaded connection with an embedded bolt on the pier column, and the other end of the tensioning column is fixed with an inclined column of the front end corresponding part of the embedded bolt into a whole.

The eight inclined columns are composed of two steel pipe inclined columns arranged on two side faces of the two pier columns and two I-shaped steel inclined columns arranged between the two steel pipe inclined columns arranged on two side faces of the pier columns and distributed at intervals.

The structure achieves the purpose of the utility model.

The utility model discloses can build on narrow and small pier stud cushion cap and supply cast-in-place, fold a section sharing braced system, solve the big bridge cast-in-place section on water and fold a big difficult problem of high risk of construction cost, have the input that reduces the construction expense on water, save the cost, reduction of erection time reduces the advantage of construction safety risk.

Compared with the prior art, the utility model, there are following advantage and positive effect:

(1) the utility model discloses through detailed load calculation and structural stress checking calculation, adopt this cast-in-place section of case roof beam and fold section sharing braced system to replace cast-in-place section and fold the section and set up the support construction respectively, can once set up the sharing braced system who supplies cast-in-place section and fold section secondary use in narrow and small construction area. The difficult problems of high construction cost and high risk of the cast-in-place section and the closure section on the water of the bridge in the Han river valley are successfully solved.

(2) The utility model reduces the engineering cost, the utility model discloses the implementation cost is low, and the equipment arrangement used time is short, can reduce construction cost when increasing substantially construction speed, calculates and shows the utility model discloses enable construction cost and reduce 60%, construction speed improves more than 2 times.

Drawings

Fig. 1 is a schematic structural view of a conventional cast-in-place beam section and pier stud and pier cap.

Fig. 2 is a side view of the structure of fig. 1.

Fig. 3 is a schematic structural view of the cast-in-place beam segment, the pier column and the pier column bearing platform of the present invention.

Fig. 4 is a side view of the structure of fig. 3.

Fig. 5 is the structural schematic diagram of the embedded bolt on the pier stud of the utility model.

Fig. 6 is a schematic view of the side structure of the cast-in-place and folded beam section of the utility model in the use state.

Fig. 7 is a schematic structural view of an embedded part of the pier stud bearing platform of the present invention.

Fig. 8 is a schematic view of the front structure of the cast-in-place and folded beam section shared supporting system of the present invention in the use state.

Fig. 9 is a schematic top view of the common support system of the present invention.

Fig. 10 is a schematic view of the layout structure of the bailey truss beams of the common supporting system of the present invention.

Detailed Description

As shown in fig. 1 to 10, a steel structure bridge box girder cast-in-place closure section sharing support system includes pier stud bearing platform 13 and pier stud 1 whose lower end is supported on the pier stud bearing platform, wherein:

as shown in fig. 1 to 7, the pier stud platform 13: bearing expansion convex parts 131 are arranged at the two upper end corner parts of the pier stud bearing platform corresponding to the side of the pier stud upper end supporting and jacking the cast-in-situ steel bridge box girder 4. The left and right outer sides of the bearing expansion convex part are respectively positioned on the same vertical plane with the left and right outer sides of the high bent cap 12 at the upper end of the pier column, and the front side of the bearing expansion convex part protrudes out of the corresponding side surface of the pier column bearing platform. The upper end face of the bearing expansion convex part is flush with the upper end face of the pier stud bearing platform, 12 embedded parts for fixing the lower ends of the buttress vertical columns and the inclined columns are arranged at the corresponding part and the outer edge of the upper end face of the bearing expansion convex part and the pier stud bearing platform, four embedded parts are arranged at the upper end face of the pier stud bearing platform corresponding to the four buttress vertical columns 31 on the inner side at intervals, and eight embedded parts are arranged at the outer edge of the upper end face of the pier stud bearing platform corresponding to the eight inclined columns 32 on the outer side at intervals.

As shown in fig. 7, the embedded part is a pretreated pressure-bearing steel plate 132 with an area larger than that of the flange 311 connected to the lower end of the inclined column 32 or each buttress vertical column 31. Four corners of the lower end face of the pretreated pressure-bearing steel plate are provided with four vertical steel bars which are fixed with the corresponding steel reinforcement cage steel bars 133 in the pier stud bearing platform into a whole by welding, the upper end face of the pretreated pressure-bearing steel plate is flush with the pier stud bearing platform and the upper end face of the bearing expansion convex part, and four corners of the upper end face of the pretreated pressure-bearing steel plate are provided with bearing platform top embedded bolts 134 by welding.

Pier stud 1: be the interval distance on the bridge pier column terminal surface on the cast-in-place steel bridge case roof beam limit of propping up and be equipped with the fixed several embedded bolt 2 of support system that supplies to share, each embedded bolt inner welds integratively with the pier column steel cage reinforcing bar 14 that is located pier column inside. A high bent cap 12 is fixed on one side of the transverse bridge on the upper end face of the pier column, a cushion 11 is fixed in the middle of the other side of the transverse bridge on the upper end face of the pier column, and a plurality of cushion pressure-bearing I-shaped steels 8 are arranged between the two cushions.

Common support system 3: four buttress vertical columns 31 are arranged on the inner side of the upper end surface of the pier stud bearing platform at intervals, and the lower ends of the four buttress vertical columns are fixed on corresponding embedded parts on the inner side surface of the upper end of the pier stud bearing platform. The upper ends of the vertical columns of the four buttress walls are positioned at the lower part of the upper end surface of the pier column. The lower ends of the eight inclined columns 32 are fixed to eight embedded parts on the outer edge of the pier stud bearing platform and the bearing expansion convex part at intervals, the upper parts of the eight inclined columns incline to the outer side of the corresponding edge of the pier stud bearing platform, and the inclined included angles between the inclined columns and the upper end face of the pier stud bearing platform are 70-80 degrees. The lower ends of the inclined columns at the two ends of the outer side are positioned on the embedded part bearing the upper end face of the enlarged convex part.

The lower ends of the vertical columns and the inclined columns of the buttress are respectively provided with a connecting flange 311 butted with a bearing platform top buried bolt, the connecting flange is propped against a pretreated pressure-bearing steel plate during butt joint, and the bearing platform top buried bolt 134 penetrates through a corresponding screw hole on the connecting flange and is fixed on an embedded part of the lower end of the vertical column or the inclined column of the buttress, which corresponds to the corresponding part, through a gasket 135 and a fixing nut 136.

The eight inclined columns are composed of two steel pipe inclined columns 32 which are positioned on two side surfaces of the two pier columns and two I-shaped steel inclined columns 310 which are arranged between the two steel pipe inclined columns on the two side surfaces of the pier columns and are distributed at intervals. The upper ends of the eight inclined columns are flush with the upper ends of the four buttress vertical columns.

Four vertical columns of the counterfort and the corresponding inclined columns at the front end are connected and fixed by four longitudinal connecting columns 33 with corresponding lengths at intervals up and down. The longitudinal connecting columns can be made of channel steel or steel pipes, two ends of the longitudinal connecting columns with different lengths are welded with the corresponding parts of the buttress vertical columns and the inclined columns into a whole respectively, and the lengths of the four longitudinal connecting columns from the upper ends to the lower parts of the buttress vertical columns and the inclined columns can be 627cm, 518 cm, 409 cm and 295 cm.

The lower ends of the two I-shaped steel cross beams 34 are respectively fixed with the upper end faces of the eight inclined columns and the four buttress vertical columns into a whole through welding. Two ends of the two I-shaped steel cross beams extend to the outer ends of the bearing enlarged convex parts respectively. The eight inclined columns or the four buttress vertical columns are mutually connected into a whole through a plurality of transverse connecting rods 38 which are distributed up and down, and the adjacent two upper and lower transverse connecting rods are fixed by two crossed diagonal draw bars 37 so as to strengthen the strength of the supporting system.

As shown in fig. 3, one end of each of the tightening columns 312 is provided with a butt nut 313 screwed with the corresponding pre-embedded bolt 2, and the other end of each of the tightening columns is fixed on the corresponding inclined column by welding or a conventional fastener. Thereby longitudinally fastening the support system to the pier stud.

The upper ends of the two I-steel cross beams are provided with a Bailey frame 35, Bailey longitudinal beams 351 at the lower end of the Bailey frame are longitudinally fixed on the two steel rails, the upper ends of the Bailey frame are provided with a plurality of square wood distribution beams 36 at intervals, and the square wood distribution beams, the cushion stone and the upper end surface of the cushion stone pressure-bearing I-steel are on the same plane. The lower end of the corresponding side of the steel-structure cast-in-place box girder bottom mould or the closure section cast-in-place bottom mould is supported on the upper end surfaces of the square wood distribution beams, the base stones and the base stone pressure-bearing I-shaped steel, and a bowl buckle support 39 is arranged between the lower end surfaces of the two side wings of the corresponding cast-in-place box girder bottom mould or the closure section cast-in-place bottom mould and the square wood distribution beams of the corresponding part and used for supporting the lower end surfaces of the two side wings of the cast-in-place box girder bottom mould or the closure section cast.

A construction method for realizing cast-in-place and closure of a box girder of a steel bridge by using a common supporting system comprises the following steps:

(1) constructing a pier stud bearing platform: the construction method is characterized in that a steel plate pile cofferdam 7 is arranged on the river surface according to the designed pier stud bearing platform position, a main trestle 5 and a support trestle 6 are arranged outside the steel plate pile cofferdam, and pier stud bearing platform construction is carried out in the steel plate pile cofferdam. When the pier stud bearing platform is poured for construction, a reinforcement cage of the pier stud bearing platform extends into the bearing expansion convex parts corresponding to the two upper end corner parts of the pier stud bearing platform, the bearing expansion convex parts and the corresponding vertical columns and inclined columns of the counterfort on the upper end surface of the pier stud bearing platform are fixed with a plurality of embedded parts, four vertical reinforcements of the four corner parts of the lower end surface of the pretreated pressure-bearing steel plate are fixed with the reinforcement cage reinforcements in the corresponding pier stud bearing platform into a whole, concrete pouring and construction of the pier stud bearing platform and the bearing expansion convex parts are completed, and the upper end surface of the pretreated pressure-bearing steel plate is flush with the upper end surfaces of the pier stud bearing platform and the bearing expansion convex parts.

(2) Construction of pier columns: the design of double pier studs on the pier stud bearing platform is adopted, when the pier studs are poured, a plurality of embedded bolts for fixing a shared supporting system are arranged on the end face of the pier stud at the edge of a supporting cast-in-situ steel bridge box girder at intervals, the inner ends of the embedded bolts are fixed with the steel reinforcement cage steel reinforcement in the corresponding pier stud bearing platform into a whole, the outer ends of the embedded bolts protrude on the end face of the pier stud, and the concrete pouring and construction of the two pier studs are completed. A high bent cap is fixed on one side of the transverse bridge on the upper end face of each pier column, a pad is fixed in the middle of the other side of the transverse bridge, a plurality of pad pressure-bearing I-shaped steels are arranged between the two pads, and the plurality of pad pressure-bearing I-shaped steels stretch across the corresponding end faces of the two pier columns.

(3) Building a common support system, comprising:

(a) installing a buttress vertical column: the vertical columns of the buttress are made of four I-shaped steels, the lower ends of the vertical columns of the buttress are respectively provided with a connecting flange plate butted with the embedded bolts at the top of the bearing platform, the vertical columns of the buttress are respectively positioned on the side surfaces of the two pier columns in the transverse direction of the bridge and are attached to the two side edges of the end surfaces of the pier columns provided with the plurality of embedded bolts, and the lower ends of the four vertical columns of the buttress are fixed on corresponding embedded parts on the inner side surface at the upper end of the pier column bearing platform. The connecting flange plates of the vertical columns of each buttress are supported on the corresponding pretreated pressure-bearing steel plates, the top embedded bolts of the bearing platforms on the connecting flange plates penetrate through the corresponding screw holes on the connecting flange plates and fix the lower ends of the vertical columns of the buttress on the embedded parts of the corresponding parts through gaskets and fixing nuts, and the upper ends of the four vertical columns of the buttress are positioned on the lower parts of the upper end surfaces of the pier columns.

(b) Installing an inclined column: the eight inclined columns are composed of two steel pipe inclined columns arranged on two side faces of the two pier columns and two I-shaped steel inclined columns which are uniformly distributed at intervals between the two steel pipe inclined columns arranged on the two side faces of the pier columns. The lower ends of the inclined columns are respectively provided with a connecting flange plate in butt joint with the embedded bolts at the top of the bearing platform, the connecting flange plates of the eight inclined columns are fixed on the outer edge of the pier column bearing platform and a plurality of embedded parts on the bearing expansion convex part, the upper parts of the eight inclined columns are inclined towards the outer side of the corresponding edge of the pier column bearing platform, and the upper ends of the eight inclined columns are flush with the upper ends of the four buttress vertical columns. The inclined included angle between each inclined column and the upper end face of the pier stud bearing platform is 70-80 degrees.

The inclined included angle between the connecting flange plate at the lower end of the inclined column and the axis of the inclined column is 70-80 degrees, and the inclined included angle is perpendicular to the outer side of the corresponding side of the pier bearing platform.

(c) The vertical post of counterfort is connected with corresponding slope post: four vertical columns of the counterfort are connected and fixed with four vertical connecting columns with corresponding lengths and in a horizontal state at intervals up and down between the corresponding inclined columns at the front ends.

(d) The lower end of one I-steel cross beam is respectively fixed with the transverse bridge directions of the upper end surfaces of the four buttress vertical columns into a whole, the lower end of the other I-steel cross beam is respectively fixed with the transverse bridge directions of the upper end surfaces of the eight oblique columns into a whole, and the two ends of the two I-steel cross beams respectively extend to the outer ends of the bearing enlarged convex parts or the outer ends of the high bent beams at the two side edges of the bridge pier column.

(e) The eight inclined columns are connected into a whole through a plurality of transverse connecting rods distributed up and down, and two adjacent upper and lower transverse connecting rods are fixed by two crossed diagonal draw bars. The four buttress vertical columns are mutually connected into a whole through a plurality of transverse connecting rods which are distributed up and down, and two adjacent upper and lower transverse connecting rods are fixed by two crossed diagonal draw bars.

(f) The butt joint nuts at one ends of the tensioning columns are in threaded connection with the corresponding embedded bolts, and the other ends of the tensioning columns are fixed on the corresponding inclined columns, so that the shared support system is firmly connected with the pier columns.

(g) The upper ends of the two I-steel cross beams are provided with the Bailey frames, the Bailey longitudinal beams at the lower ends of the Bailey frames are longitudinally fixed on the two steel rails, the upper ends of the Bailey frames are provided with a plurality of square wood distribution beams at intervals, and the square wood distribution beams, the cushion stones and the upper end surfaces of the cushion stone pressure-bearing I-steel are on the same plane, so that the common supporting system is built.

(4) Installing a steel-structure cast-in-place box girder bottom die or a closure section cast-in-place bottom die: the lower end of the corresponding side of the steel-structure cast-in-place box girder bottom mould or the closure segment cast-in-place bottom mould is supported on the upper end surfaces of the square wood distribution beams, the pad stones and the pad stone pressure-bearing I-shaped steel, and bowl buckle supports are arranged between the lower end surfaces of two side wings of the corresponding cast-in-place box girder bottom mould or the closure segment cast-in-place bottom mould and the square wood distribution beams at the corresponding parts.

(5) And sequentially carrying out casting of the cast-in-place box girder or the closure section box girder, prestress tensioning, form removal and removal of the common support system on the cast-in-place box girder bottom mould or the closure section cast-in-place bottom mould. Pouring, prestress tensioning and form removal are traditional technologies, so the description is not repeated.

The plurality of the cushion stone pressure-bearing I-shaped steels, the two cushion stones, the Bailey truss longitudinal beam and the upper end surfaces of the special-shaped Bailey trusses positioned on the two sides of the pier column are positioned on the same plane.

In a word, the utility model discloses can build on narrow and small pier stud cushion cap and supply cast-in-place, fold a sharing braced system, solve the big bridge cast-in-place section on water and fold a big difficult problem of high risk of construction cost, have the input that reduces the construction cost on water, save the cost, reduction of erection time reduces the advantage of construction safety risk.

Claims

1. The utility model provides a cast-in-place braced system that closes up section of steel constructs bridge box girder, includes pier stud cushion cap and the pier stud of lower extreme support on pier stud cushion cap, its characterized in that:

pier stud cushion cap: bearing enlarged convex parts are arranged at the corners of the two upper ends of a pier stud bearing platform corresponding to the side of a box girder of a cast-in-place steel bridge supported on the upper end of a bridge pier, the left and right outer side edges of the bearing enlarged convex parts are respectively positioned on the same vertical plane with the left and right outer side edges of a high-cap girder at the upper end of the pier stud, the front side edge of the bearing enlarged convex part protrudes out of the corresponding side surface of the pier stud bearing platform, the upper end surface of the bearing enlarged convex part is flush with the upper end surface of the pier stud bearing platform, and a plurality of embedded parts for fixing the lower ends of a vertical column and an inclined column of a buttress are arranged at the corresponding positions and the outer edges;

bridge pier column: a plurality of embedded bolts for fixing a shared supporting system are arranged on the end surface of the pier stud at the side of the box girder of the propping cast-in-situ steel bridge at intervals; a high bent cap is fixed on one side of the transverse bridge on the upper end surface of the pier column, a cushion is fixed in the middle of the other side of the transverse bridge on the upper end surface of the pier column, and a plurality of cushion bearing I-shaped steels are arranged between the two cushions;

sharing the supporting system: four buttress vertical columns are arranged on the inner side of the upper end surface of the pier stud bearing platform at intervals, the lower ends of the four buttress vertical columns are fixed on corresponding embedded parts on the inner side surface of the upper end of the pier stud bearing platform, and the upper ends of the four buttress vertical columns are positioned on the lower part of the upper end surface of the pier stud; the lower ends of the eight inclined columns are fixed on the outer edge of the pier stud bearing platform and a plurality of embedded parts on the bearing expansion convex part at intervals, the upper parts of the eight inclined columns are inclined towards the outer side of the corresponding edge of the pier stud bearing platform, and the upper ends of the eight inclined columns are flush with the upper ends of the four buttress vertical columns; the four buttress vertical columns and the inclined columns corresponding to the front ends are connected and fixed by a plurality of longitudinal connecting columns with corresponding lengths at intervals up and down; the lower ends of the two I-shaped steel cross beams are respectively fixed with the upper end faces of the eight inclined columns and the four vertical columns of the buttress into a whole, and the two ends of the two I-shaped steel cross beams extend to the outer ends of the bearing enlarged convex parts respectively; the eight inclined columns or the four buttress vertical columns are mutually connected into a whole through a plurality of transverse connecting rods which are distributed up and down, and two adjacent upper and lower transverse connecting rods are fixed by two crossed diagonal draw bars; one end of each tensioning column is in threaded connection with the corresponding embedded bolt through a fixed butt joint nut, and the other end of each tensioning column is fixed on the corresponding inclined column; the upper ends of the two I-steel cross beams are provided with a Bailey truss, a Bailey longitudinal beam at the lower end of the Bailey truss is longitudinally fixed on the two steel rails, the upper end of the Bailey truss is provided with a plurality of square wood distribution beams at intervals, and the square wood distribution beams, the cushion stone and the upper end surface of the cushion stone pressure-bearing I-steel are on the same plane; the lower end of the corresponding side of the steel-structure cast-in-place box girder bottom mould or the closure segment cast-in-place bottom mould is supported on the upper end surfaces of the square wood distribution beams, the pad stones and the pad stone pressure-bearing I-shaped steel, and bowl buckle supports are arranged between the lower end surfaces of two side wings of the corresponding cast-in-place box girder bottom mould or the closure segment cast-in-place bottom mould and the square wood distribution beams at the corresponding parts.

2. The cast-in-place closure segment common support system for the steel bridge box girder according to claim 1, characterized in that: the inclined angle between the inclined column and the upper end face of the pier stud bearing platform is 70-80 degrees.

3. The cast-in-place closure segment common support system for the steel bridge box girder according to claim 1, characterized in that: the lower ends of the inclined columns at the two ends of the outer side are positioned on the embedded part bearing the upper end face of the enlarged convex part.

4. The cast-in-place closure segment common support system for the steel bridge box girder according to claim 1, characterized in that: the embedded part is a pre-treatment pressure-bearing steel plate with the area larger than that of a flange plate connected with the lower end of the inclined column or the lower end of each counterfort vertical column, four vertical steel bars which are fixed into a whole with steel reinforcement cage steel bars in the corresponding pier column bearing platform are arranged at four corners of the lower end surface of the pre-treatment pressure-bearing steel plate, the upper end surface of the pre-treatment pressure-bearing steel plate is flush with the pier column bearing platform and the upper end surface of the bearing expansion convex part, and bearing platform top embedded bolts are arranged at four corners of the upper end surface of the pre-.

5. The cast-in-place closure segment common support system for the steel bridge box girder according to claim 1, characterized in that: the lower ends of the vertical columns and the inclined columns of each buttress are respectively provided with a connecting flange plate which is butted with a bearing platform top embedded bolt, the connecting flange plate is propped against a pretreated pressure-bearing steel plate during butt joint, and the bearing platform top embedded bolt penetrates through a corresponding screw hole on the connecting flange plate and fixes the lower ends of the vertical columns or the inclined columns of the buttress on embedded parts of corresponding parts through a gasket and a fixing nut.

6. The cast-in-place closure segment common support system for the steel bridge box girder according to claim 1, characterized in that: one end of the tensioning column is provided with a butt nut which is in threaded connection with an embedded bolt on the pier column, and the other end of the tensioning column is fixed with an inclined column of the front end corresponding part of the embedded bolt into a whole.

7. The cast-in-place closure segment common support system for the steel bridge box girder according to claim 1, characterized in that: the eight inclined columns are composed of two steel pipe inclined columns arranged on two side faces of the two pier columns and two I-shaped steel inclined columns arranged between the two steel pipe inclined columns arranged on two side faces of the pier columns and distributed at intervals.